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Baseline Ave Storm Drain Vol 1
�w- �Il1t PROJECT REPORT BASELINE AVENUE STORM DRAIN CITY OF FONTANA VOLUME 1 7 January, 1998 Prepared For: CITY OF FONTANA 8353 Sierra Avenue Fontana, California 92335 Prepared By: ALLARD ENGINEERING 6101 Cherry Avenue Fontana, California 92336 Submitted By: r L� T so L rrr it iti TABLE OF CONTENTS A. Introduction A.1 General A.2 Background A.3 Watershed Description B. Maps Preliminary Plans and Profiles d" SECTION A INTRODUCTION } No A.1 General The purpose of this project report is to establish the Hydrologic and Hydraulic basis for design of the Baseline Avenue Storm Drain System. The Baseline Avenue Storm Drain is located in the northern portion of the City of Fontana. It is referred to as Line D in the City's Master Plan of Drainage. It will run along Baseline Avenue from the existing San Sevaine channel near I -15 easterly to Walnut Village. The Baseline Avenue Storm Drain will be the primary drainage facility for approximately 2,800 acres of property bounded by Highland Avenue to the north, Baseline Avenue to the south, I -15 to the west, and the City limits to the east. The project report establishes the preliminary basis for design of the system from The I- 15 to Walnut Village. The report is separated into two volumes. • Volume 1 - Project Description and Preliminary Plans and Profiles • Volume 2 - Appendix, including Hydrology, Hydraulics, Structural Calculations, Geotechnical Report, and Utility Research. 10 This report is intended to serve as a guide for final design and project implementation. It is also intended to serve as a guide to future developments near Baseline Avenue that may need to construct conflicting infrastructure. As demonstrated in the Appendix, great efforts were taken to remain in continual contact with all affected Utility companies during the preparation of this report. Developers and Engineers performing work within the watershed were also coordinated with. Due to the dynamic nature of development in the area, any subsequent use of this document should include an update of all utility .■ research. A.2 Background The City of Fontana's Master Plan of Drainage and Fee Program were approved in October of 1992. This put into effect a fee for North Fontana to construct a series of east west drains that carried storm runoff to the San Sevaine Channel. The San Sevaine Channel is a regional flood control facility that runs north south on the west side of the City. The San Sevaine Channel is operated and maintained by the San Bernardino County Flood Control District. The Baseline Avenue Storm Drain is referred to as line D in the Master Plan. It was planned to convey the 25 year storm for the watershed except for the area between line D7 and Baseline Avenue which is a 100 Year design. The 100 year event is allowed to spill over Baseline Avenue and proceed southerly to a series of drains that extend northerly from the West Fontana Channel. A 100 year facility (line D7) is planned north #r bn of Baseline and the Village of Heritage because allowing flows to cross Baseline in this area, would cause flooding to existing development in the Village of Heritage. Due to the difficulties created by a 25 year design in Baseline Avenue, the Baseline Avenue Storm Drain System will be designed to convey the 100 Year storm. The decision to make Baseline Avenue convey the 100 year storm creates a deficiency with the existing 25 year facility from the San Sevaine Channel to the Railroad. To fix the deficiency, the City will plan to construct at some time in the future, a parallel Storm Drain adjacent to the existing double 10' x 8' box culverts to handle the increased flow. The parallel system has been sized as a 90" RCP, and will not be needed for a long time in the future, if at all. A.3 Watershed Description PR The existing watershed condition is generally undeveloped, with a few exceptions. The L �r first developed area is an extension of the Village of Heritage to the North of Baseline Avenue. The second area is the partly developed Highland Haven Subdivision. The third area is A.B. Miller High school with some scattered developments around it. The fourth r area is Walnut Village on the east edge of the watershed. The Village of Heritage north of Baseline is fully improved and drains directly into the existing Baseline Avenue Storm Drain. The Highland Haven Subdivision sheetflows into Baseline Avenue. A.B. �+ Miller School utilizes a detention basin to decrease its increased runoff as does Walnut Village. The City is concerned that the Walnut Village detention system presents a maintenance problem, and is the source of complaints by residents of the subdivision. Recent development activity in the area (Landings, Tract 14293, and Morningside are constructing interim detention basins to mitigate increase runoff and will ultimately connect to the Baseline Avenue storm drain. The construction of the Baseline Avenue storm drain will mitigate the problems created by the increase flow due to new L �r developments. There have been several developments that have received approvals and are under construction within the watershed. The California Landings subdivision is a 208 Acre development by Suncal Company that utilizes an interim detention basin to mitigate it's increase runoff. A 40 acre development by Stratham Homes at the north east corner of Hemlock and Baseline also utilizes an interim detention basin. Lewis Homes is also utilizing interim detention with the Morningside development at the north east corner of Cherry Avenue and Baseline Avenue. The watershed falls in a southwesterly direction at about 2 %. Flows that reach Baseline Avenue, cross the existing 2 lane highway and proceed southerly. A graded earth swale was constructed westerly of Live Oak along the north side of Baseline Avenue. The purpose of the swale was to intercept flows to prevent flooding to the south, where development has occurred. The Swale has recently been increased in size to accommodate flows exiting the detention basins of Landings, Stratham, and future Rancho Fontana developments. Soil type in this area is predominately gravel, sand and silty soils with poor ground cover and excellent percolation potential L �r H SECTION B HYDROLOGY B.1 Purpose The purpose of the Hydrology study is to determine the amount of runoff tributary to the Baseline Avenue storm drain system in the existing and proposed conditions. Existing calculations will aid the City in determining the potential for phasing the construction and allowing incremental construction to occur over the years. The proposed calculations will serve as the basis for design. M rr B.2 Methodology $ The Hydrology Study was performed in accordance with the current San Bernardino County Hydrology Manual published in 1986. Peak storm flows were determined using ,�.. the computer software program developed by Advanced Engineering Software (AES) IN 1994 version based on Rational and Unit Hydrograph Methods. 25 year and 100 year intensities were studied. Detailed hydrology calculations for both the Rational and Unit *� Hydrograph (where appropriate) computational methods are shown herein, and hydrology r. maps are included in the back of this report. Land Uses were derived from the City of Fontana's General Plan updated February, 1997, unless a recorded map or approved specific plan or Development in the advanced planning stages existed on the parcel. to 3 3 Appendix to Proiec� t Report Table of Contents an to w i�. �r I. Hydrology Report II. Hydraulic Calculations M. Structural Calculations IV. Geotechnical Report V. Utility Research MR a„ km MR 60 no io MIR OR �1 �J Hydrology Calculations B.1 Purpose B.2 Methodology B.3 Calculations Hydrology Manual Data Used 25 Year Existing Condition Hydrology 100 Year Existing Condition Hydrology 25 Year Proposed Hydrology 25 Year Rational Method Proposed Hydrology 25 Year Unit Hydrograph Proposed Hydrology 100 Year Proposed Hydrology 100 Year Rational Method Proposed Hydrology 100 Year Unit Hydrograph Proposed Hydrology C. Hydraulic Calculations D. Maps Existing Hydrology Proposed Rational Hydrology Proposed Unit Hydrograph Hydrology SECTION B HYDROLOGY 13.1 Purpose The purpose of the Hydrology study is to determine the amount of runoff tributary to the Baseline Avenue storm drain system in the existing and proposed conditions. Existing calculations will aid the City in determining the potential for phasing the construction and allowing incremental construction to occur over the years. The proposed calculations �., will serve as the basis for design. om B.2 Methodology 60 The Hydrology Study was performed in accordance with the current San Bernardino OR, County Hydrology Manual published in 1986. Peak storm flows were determined using the computer software program developed by Advanced Engineering Software (AES) 1994 version based on Rational and Unit Hydrograph Methods. 25 year and 100 year intensities were studied. Detailed hydrology calculations for both the Rational and Unit Hydrograph (where appropriate) computational methods are shown herein, and hydrology maps are included in the back of this report. Land Uses were derived from the City of Fontana's General Plan updated February, 1997, unless a recorded map or approved specific plan or Development in the advanced planning stages existed on the parcel. i1 H f. yti PIN 6 a s t FLOW SUMMARY TABLE LOCATION CUMULATIVE FLOW (CFS) Mango 613 Sierra 638 Juniper 992 Cypress 1057 Oleander 1171 Citrus 1953 Almeria 2389 Beech 2529 Hemlock 2839 Live Oak 3006 Cherry 3351 Existing Box 3351 t SAN BERNARDINO COUNTY HYDROLOGY MANUAL WATERSHED INFORMATION * FORM Figure E -7 PRo1ECT: OFF -SITE HYMAY STUDY DATE: BASE LINE AVE. 5TO DRAIN FON ENGINEER: 1. Enter the design storm return frequency (years) 25 4 - 0,75 2. Enter catchment lag Qwtrs) '� 3. Enter the catchment area (acres) 640 4. Enter basef low (cfs/square mile) _ 0 5. Enter S -Graph proportions (decimal) J Valley: Developed 0. Foothill 0.0 Mountain 0.0 _ Valley: Undeveloped 1.0 Desert 0.0 6. Enter maximum loss rate, F (inch/hour) 0.9z 0 " 7 7 7. Enter low loss fraction, Y (decimal.) 0,63 8. Enter watershed area - averaged 5- minute point rainfall 0,57 (inches)* Enter watershed area - averaged 30- minute point rain- ��9� 1 f all (inches)* 'Enter watershed area - averaged 1 -hour point rainfall �•� 1.59 (inches)* Enter watershed area - averaged 3 -hour point rainfall (bX±M)* .90 Enter watershed area - averaged 6-hour point rainfall Enter (inches) � Enter watershed area - averaged 24 -hour point rainfall (inches)* 7,! 3.8 9. Enter 24 -hour storm unit interval (minutes) 57 * ted b depth-area factors Note. enter values unad= y p t SAN BERNARDINO COUNTY HYDROLOGY MANUAL WATERSHED INFORMATION * FORM Figure E -7 , w a� IrY ew ilr Area -Avera ed Maximum Loss Rate Fm Land Use & Area Area (ac.) Soil AMC Curve Number Fp ap Fm Condition Fraction II Grout) Cond. CN) (in./hr. School in./hr. Nat. Cover (grass, fair) 1.00 640 A II 50 0.82 1.00 0.82 Total = 1.00 640 Node 1 to Node 8 Area -Averaged Adiusted Loss Rate (in./hr.)= 0.82 Nat. Cover (grass, fair) I 1.00 822 A II 1 50 0.82 1.00 0.82 I Total=1 1.00 822 Node 1 to Node 9 Area -Avera ed Adiusted Loss Rate (in./hr.)= 0.82 Nat. Cover (grass, fair 0.96 2472 A II 50 0.82 1.00 0.82 Res. 8-10 Dwell. /Ac. 0.02 40 A II 32 0.98 0.40 1 0.39 School 0.02 50 A II 32 1 0.98 1 0.60 0.59 Total = 1.00 2562 Node 1 to Node 10 Area - Averaaed Adiusted Loss Rate (in./hr. ) = 0.81 Nat. Cover (g rass, fair 0.91 3802 A II 50 0.82 1 1.00 1 0.82 Res. 8-10 Dwell. /Ac. 0.08 330 A 11 32 0.98 0.40 1 0.39 School 0.01 50 A II 32 0.98 1 0.60 1 0.59 Total = 1.00 1 4182 Node 1 to Node 11 Area - Averaaed Adiusted Loss Rate (in./hr. ) = 0.78 Nat. Cover (g rass, fair 0.93 5042 A 11 1 50 0.82 1.00 0.82 Res. 8 -10 Dwell. /Ac. 0.06 330 A II 32 0.98 0.40 0.39 School 0.01 50 A II 32 0.98 0.60 0.59 Total = 1.00 5422 Node 1 to Node 12 Area - Averaaed Adiusted Loss Rate (in./hr.)= 0.79 Nat. Cover (grass, fair) 0.90 6087 A II 50 0.82 1.00 0.82 Res. 8 -10 Dwell. /Ac. 0.05 330 A II 32 0.98 0.40 0.39 School Nat. Cover (grass, fair) 0.01 0.04 50 325 A B II II 32 69 0.98 0.56 0.60 1.00 0.59 0.56 Total = r 1.00 6792 Node 1 to Node 13 Area - Averaaed Adiusted Loss Rate_ (in. /hr. ) = 0.79 e Area-Averaged Low Loss Fraction Y 25 -Year Storm Off -Site Hydrology Stud Land Use & Condition Area Fraction Soil Group Curve Number CN S Pervious Area Yield Fract. Nat. Cvr. (grass, fair -> 100% Perv. 1.00 A 50 10.00 0.28 A Node 1 to Node 8 Area - Averaged Catchment Yield Fr M = 0.28 Area- Averaaed Low Loss Fraction IY1= 0.72 Nat. Cvr. (grass, fair -> 100% Perv. 1.00 A 1 50 11 0.00 0.28 Node 1 to Node 9 Area - Averaged Catchment Yield Fraction (Y) = 0.28 lArea-Averaaed Low Loss Fraction R) = 0.72 Nat. Cvr. rasa fair -> 100% Perv. 0.96 A 50 10.00 0.28 Res. 8-10 Dwell. /Ac. -> 40% Perv. 0.008 A 32 21.25 0.07 60% im erv. 0.012 A 98 0.20 0.97 School -> 60% Perv. 0.012 A 32 1 21.25, 0.07 40% Imperv. 0.008 A 98 10.201 0.97 Node 1 to Node 10 Area - Averaged Catchment Yield Fraction (Y) = 0.29 Area - Averaged Low Loss Fraction F0 _= 0.71 Nat. Cvr. (grass, fair -> 100% Perv. 0.91 A 50 10.00 0.28 Res. 8 -10 Dwell. /Ac. -> 40% Perv. 0.03 A 32 21.25 0.07 60% Im erv. 0.05 A 98 0.20 0.97 School -> 60% Perv. 0.006 A 32 21.25 0.07 40% Imperv. 0.004 A 98 0.20 0.97 Node 1 to Node 11 Area - Averaged Catchment Yield Fraction M = 0.31 Area - Averaged Low Loss Fraction = 0.69 Note: S =(I OOO/CN) - 10 Y = (P24 - 0.2S) "2/(P24 + 0.8S)P24 Y= 1 -Y 7 Area-Averaged Low Loss Fraction Y 25 -Year Storm Off -Site Hydrology Stud Land Use & Area Fraction Soil Group Curve Number S Pervious Area Condition 0.006 A CN 21.25 Yield Frad. Nat. Cvr. (g rass, fair -> 100% Perv. 0.93 A 50 10.00 0.28 Res. 8 -10 Dwell. /Ac. -> 40% Perv. 0.02 A 32 21.25 0.07 60% Im rv. 0.04 A 98 0.20 0.97 School -> 60% Perv. 0.006 A 32 21.25 0.07 40% Impery . 0.004 A 98 0.20 0.97 Node 1 to Node 12 Area - Averaged Catchment Yield Fraction (Y) = 0.30 _� r...s:.. M - n 7n col -> Cvr. f -> 100% Perv. 40% Perv. 60% Impery 60% Perv. 40% Impery -> 100% Perv. - 10.00 21.25 0.28 0.07 0.90 0.02 A A 50 32 0.03 A 98 0.20 0.97 0.006 A 32 21.25 0.07 0.004 A 98 10.201 0.97 0.04 B 69 14.491 0.54 Node 1 to Node 13 Area - Averaged Catchment Yield Fr (Y) = 0.31 Area -Avers ed Low Loss Fraction M = 0.69 Note: S =(I OOO/CN) - 10 Y = (P24 - 0.2S) "2/(P24 + 0.8S)P24 7 = 1 -Y Z, Area-Averaged Low Loss Fraction Y 100 -Year Storm Off -Site Hydrology Stud Land Use & Condition Area Fraction Soil Group Curve Number (CN) S Pervious Area Yield Fred. Nat. Cvr. rasa fair) -> 100% Perv. 1.00 A 50 10.00 0.37 A Node 1 to Node 8 Area- Averaged Catchment Yield Fraction M = 0.37 Area - Averaaed Low Loss Fraction M = 0.63 77 im Nat. Cvr. rasa fair -> 100% Perv. 1.00 A 50- 11o.00 0.37 Node 1 to Node 9 Area - Averaged Catchment Yield Fr M = 0.37 Area-Averaged Low Loss Fraction M = 0.63 Nat. Cvr. Wrass, fair -> 100% Peer. 0.96 A 50 10.001 0.37 Res. 8-10 Dwell. /Ac. -> 40% Perv. 0.008 A 32 21.25 0.13 60% Im erv. 0.012 A 98 0.20 0.98 School -> 60% Perv. 0.012 A 32 21.25 0.13 40% Im erv. 0.008 A 98 0.20 0.98 lArea-Averaaed Node 1 to Node 10 Area - Averaged Catchment Yield Fr M = 0.38 Low Loss Fraction M = 0.62 Nat. Cvr. rasa fair -> 100% Perv. 0.91 A 50 10.00 0.37 Res. 8-10 Dwell. /Ac. -> 40% Perv. 0.03 A 32 21.25 0.13 60% Imperv. 0.05 A 98 0.20 0.98 School -> 60% Perv. 0.006 A 32 21.25 0.13 40% Imperv. 0.004 A 98 10.201 0.98 Node 1 to Node 11 Area - Averaged Catchment Yield Fraction M = 0.39 Area - Averaged Low Loss Fraction M = 0.61 Note: S = (1000 /CN) - 10 Y = (P24 - 0.2S) "2/(P24 + 0.8S)P24 7 = 1 -Y 0 D ai HI Area-Averaged Low Loss Fraction Y 100 -Year Storm Off -Site Hydrology Stud Land Use & Condition Area Fraction Soil Group Curve Number C S I Pervious Area Yield Fract. Nat. Cvr. (grass, fair -> 100% Perv. 0.93 A 50 10.001 0.37 Res. 8-10 Dwell. /Ac. -> 40% Perv. 0.02 A 32 21.25 0.13 60% Imperv. 0.04 A 98 0.20 0.98 School -> 60% Perv. 0.006 A 32 21.25 0.13 40% Imperv. 0.004 A 98 10.20 0.98 Node 1 to Node 12 Area - Averaged Catchment Yield Fr m = 0.39 Area - Averaaed Low Loss Fraction m = 0.61 Nat. Cvr. rasa fair) -> 100% Perv. 0.90 A 50 10.001 0.37 Res. 8-10 Dwell./Ac.)-> 40% Perv. 0.02 A 32 21.25 0.13 60% Imperv. 0.03 A 98 0.20 0.98 School -> 60% Perv. 0.006 1 A 1 32 21.25 0.13 40% Im erv. 0.004 A 98 0.20 0.98 Nat. Cvr. rasa fair -> 100% Perv. 0.04 B 69 4.49 1 0.62 Node 1 to Node 13 Area - Averaged Catchment Yield Fraction M = 0.39 Area- Averaaed Low Loss Fraction M = 0.61 Note: S = (1000 /CN) - 10 Y = (P24 - 0.2S)"2/(P24 + 0.8S)P24 Y =1 -Y 0 A 60 10 H-1 AREA - AVERAGED POINT PRECIPITATION DETERMINATION (OFF -SITE HYDROLOGY STUDY) OR H Isohyetal (in.) (1) Area (AC.) Weighting (1x2) (2) 1.8 4142 7455.6 d, o 2.0 1970 3940 2.2 680 1496 L TOT = 6792 TOT = 12891.6 ci Q co 3.5 4142 14742 c, ?•, 4.0 2040 8160 N o M 4.5 540 2430 d �� TOT = 6792 TOT = 25332 N Q 1.0 4282 4282 .`c 11 1.1 2510 2761 , _ r TOT = 7043 m > TOT = 6792 o Q 4.0 3332 13328 N 4.5 2920 13140 IF cn co 5.0 540 2700 TOT = 6792 TOT = 29168 °o Q > 1.5 4892 7338 t m 1.6 3040 m , TOT = 6792 TOT = 10378 _ > C5 Q 0 10 5712 57120 u 12 880 10560 v > o 14 200 2800 N > TOT = 6792 TOT = 70480 c Q 0 0 I +9, I T li it ' N . a- I i D AR % 2.2 1 q lTL � I .:EOARa�ES CRE 1 I 1 r p Ev%. s s o ' ` C� v f l i p G W N o s to 2. 401 ITTLE zMT,u • a • '� 1 a LA A � MI°NLANO AV' ` STUDY AREA . I IA 1 - I ►_^ L r' • F OTMI � vp El M A T ARROr RI ALTO T NSA ZZ 2 i O w A " bEftk&RDI090 AvE 1.6 COLT Ns x ` FREEWAY�• M 1 i • C W � W 1.4 0 u s w AV CRESTUM MARTON 11,E UkUF,p Mp „�.• GRAN C ' TER I 1 � I I = I 1 p�� .y Ail Al� R 2 � �C - _ 12 _ x ++ - - 1 _ _ — / 12. VALLEY AREA lit. T- WHYETALS X1 - 2 YEAR 6 HOUR Ju "M ON Y.S°G, MQAA, MAS S. MRS � OA CA[EK C•ahti[I ; � p '� I E IM'ANd Sri IL e A + AS AVE. hE�OE EA n coot f IhE,.k erss s.s - - zA` S •,• � - - � n � - I11 >� a I ' • Qa N I s .� / l ip + �in «t Av E• 1 _ - cITIIU - I _ Av I I ! C t •� / • �� —+ - j I LINDEN AV �� �' \ � 111 RSI E A� • �i•,'.r •� ..si'' '.'+- O 4e F. — 4 02Z r N • \:. -� M V RN AVE. �'? � .. — _ • — r 1 — Al I SA n T - C a r •� `.• .� L :; e I ' ER CANT r.•. PPPPP Z j Ilk • �1„ I 1 a I 'A IA /, I iw t c 00 OA • ) t � � O` '— �•'. � � � I J � � JAW _ .. rr VY3A r1 � � ' O •� OANV3 �In7 �I110! M + V, ,�• ` " - i .�` ' !Y } 4 A s JtOv> fro od • _ i e lk � �• I ♦ Jar Z rrN71; � .i- 40 , LA. ??? • nij , 3 jr le r • a � 01 v� U , •�� W '•w • f f s b3 1 • , o ,. _ Nt h 41NVM 3 � �H iAV . "9� ► j i3NM�ri+� i 0 3V.MK Nt► a • , F- 41 )A7 r !Wo L 000 00 � • � � � ~;.,li ,. X1...4 :Ir' 1 ,I . ♦ 1 � 1 � 0 N I r I ;. 0 • • • • � I I • �► I. s I • CIE DA OWINGS r 1 T• ' I C _ 1 ..EeARn, ! K _as _ < <_ C STIINE .2 M i. . 6 (� I.T SA SEv s N. AK EVIL •�, y ~ Il/� 1. -� --I. : , - I -� -0 M _ _; S •�. ,, ` ` ITT E = MT,., STUD •`� , I MIaMLANO ♦� W �, • • M W I W • 1' 4a.M. AVE FO OT"IL L RIALTO ' .f .� - Or T , ON TAN • „ AvE w MIL i • • P - der II `.' w Z` • O t l � > V ` • • 2 + _ T S A. • ' COLTON E. I 5 � �• • � OAR TON • • • t ,y 6RANq TERR�CE • s u, 111 ♦ '•J I VALLEY AREA v 2 _ v- - _ • 4 ' < • ° Qom, NOWETALS • �� - - .-- -- • 41 Yee -100 YEAR I HOUR • %O' • • f / • �, +,;' 41. wto oN usop ML"ffLm t. ma ��. r NON TN'• r � \ C, - -- I -- 3i 6.0� �pAR1 I 1 I O � I YTLE , I -- .:EDARPI W— I I K � CRESTLIN • f � — 4 ; Y n y N _.-K �� • — t i ►� ` t4.. iTTLEsMT� �c i 4. w , �1C� \ • ari` — i I " ST DY A ds F QQT14 ILL �p M ARR w RIA O- FONTANA AVE 4 PO I In I 0 AVE • TREE I 0 LT O 0I •. „ ` % u a w L > r 0 .MR1N AVE. CRE i� •/� -� _._ ptp - I.�� oAaroN I � �ukUP/y G RANT TERRACE 1� I I M T 6 VALLEY AREA 'i 9 - _ 4--- _ _ t X3 -100 YEAR 6 HOUR SUM ON W ADC- MOV AL" t. WX A q s� n lov �- I ` ( I ' 1 1 8.0 I ` I T� I I FI� GEQARa16S I 1 I I L 1 0 AWW h 2� CiEsTuill ,1_ M c( S ; x•120.0, I � t. � Fr > ' Off` V 1 •.� ; :, \ '9 W I E� I � V f Z W j.. rtt- P� -- d� • - Z v• LAW \\ �yJ � -•� __ � � G� ' �_ � � rte. _� _ ,Y� • \ - *� ', w..1 1 -- —1 . st I T f MT.11 �s UMyI �. � 1••4 s ~' - - ���� T •— -- j • J� �• 111 ��� 10.0 W STU o a A 9 -� .., ��; W v Y :. a • • •I IQ•ILANO p % '� • 1Nt - • AV A I > a � < i k^' > ��•. r : 1 e IKf AV ♦ " a yl �'� W r♦ • N a a' e ` i , 'T LL I • Eft FU RYA LT 0 -- Z , , • ARRON T , r t t- AVE. 4 Y- n I a I ZZ u Z:. 2 MI. 11 • '+ ZW ■ • AN' ERAAROINO AvE ,+ i ' OLTON 'f t• • 2. t 3 �' � u r •� _ CREST •' I ( 1 I � I I W •r S 1 °ARTON �ukuFt -„ Htp j ,,•�'� GRAN TER R . ' '`;� - , :�'•' t —�Q . /? VALLEY AREA SO = ISONYETALS -- '• I Q X. -100 YEAR 24 HOUR r MILD ON USDG. NOAAALAS 2.W3 p0 i/ iw D-7 /I FIGURE D-2 9999a MUM �3 LIM 99 p EMBE Z: l Z M - ROOM 640 Yung "m mw ens conmon mal PRIOR @11MIERRINg �KM�m VISION 014311 nM� MM "NUMNUM FUUM REM 251311 ORION ml= 01111 IMIN MOMM am" ISO ninmumawtb- .1.111111,19 0 �,.. .• m h1l" R PROJECT BASE U A5 AVE. mrm DATE: IONTANA ENGINEER: E �r k 0 ��r 1. Enter the design storm return frequency (years) 2 5100 2. Enter catchment lag Oww 0.36 34, 3. Enter the catchment area (acres) 900 4. Enter baseflow (cfs,/square mile) 5. Enter 5 -Graph proportions (decimal) Valley: Developed Foothill 0.0 Mountain , Valley: Undeveloped 0.0 Desert 0.0 6. Enter maximum loss rate, F (indVImr) 0.42 7. Enter low loss fraction, Y (decimal) S. Enter watershed area - averaged 5- minute point rainfall (inches)* Q4'3 �$ Enter watershed area - averaged 30- minute point rain - f all (inches)* Enter watershed area- averaged 1 -hour point rainfall nt Enter watershed area - averaged 3-hour point rainfall (inches)* Z.I 75 Enter watershed area - averaged 6 -hour point rainfall (inches)* 3, / 8/4, D Enter watershed area - averaged 24 -hour point rainfall (inches)* 722/9 9. Enter 24 -hour storm unit interval (minutes) *Note: enter values unadjusted by depth -area factors 0 SAN BERNARDINO COUNTY HYDROLOGY MANUAL E -28 2 / Figure E-7 H �I h r. t1 7 im Area-Averal3ed Maximum Loss Rate Fm Land Use & Condition Area Fraction Area (ac.) Soil Group AMC Cond. Curve Number (CN) Fp (in./hr. ap Fm in./hr. Commercial 0.206 198 A II 32 0.98 0.10 0.10 Res. 3-4 Dwell. /Ac. 0.730 700.5 A II 32 0.98 0.60 0.59 Res. 8-10 Dwell. /Ac. 0.004 4 A 11 32 0.98 0.40 0.39 School Park 0.057 0.003 55 2.5 A A II II 32 44 0.98 0.88 0.60 0.85 0.59 0.75 1.00 960 [T otal =r Node 1 to Node 2 Area- Averaaed Adiusted Loss Rate (in./hr.)= 0.49 Commercial 0.210 218 A II 32 0.98 0.10 0.10 Res. 3-4 Dwell. /Ac. 0.712 740.5 A II 32 0.98 0.60 0.59 Res. 8-10 Dwell. /Ac. 0.004 4 A II 32 0.98 0.40 0.39 School 0.072 75 A II 32 0.98 0.60 0.59 paw 1 0.002 2.5 A II 44 0.88 0.85 0.75 otal =1 1.00 1040 Node 1 to Node 3 Area- Averaged Adjusted Loss Rate in. /hr. = 0.48 Commercial 0.178 228 A 11 32 0.98 0.10 0.10 Res. 3-4 Dwell. /Ac. 0.633 810.5 A 11 32 0.98 0.60 0.59 Res. 5-7 Dwell. /Ac. 0.117 150 A 11 32 0.98 0.50 0.49 Res. 8-10 Dwell. /Ac. 0.003 4 A II 32 0.98 0.40 0.39 School 0.059 75 A II 32 0.98 0.60 0.59 park 0.010 12.5 A II 44 0.88 0.85 0.75 otal = 1.00 1280 Node 1 to Node 4 Area - Averaged Adjusted Loss Rate (in./hr.)= 0.49 Commercial 0.171 233 A II 32 0.98 0.10 0.10 Res. 3-4 Dwell. /Ac. 0.629 855.5 A II 32 0.98 0.60 0.59 Res. 5-7 Dwell. /Ac. 0.110 150 A II 32 0.98 0.50 0.49 Res. 8-10 Dwell. /Ac. 0.010 14 A II 32 0.98 0.40 0.39 School 0.070 95 A II 1 32 0.98 0.60 1 0.59 pads 0.009 12.5 A 11 1 44 0.88 0.85 1 0.75 [T otal = 1.00 1360 Node 1 to Node 5 Area - Averaged Adjusted Loss Rate in./hr. = 0.49 Z� �r Fl ti 0 Area -Avers 3ed Maximum 0.144 Loss Rate Fm Land Use & Condition Area Fraction Area (ac.) Soil Group AMC Cond. Curve Number (CN) Fp in./hr. ap Fm in./hr. Commercial 0.165 238 A II 32 0.98 0.10 0.10 Res. 3-4 Dw ell. /Ac. 0.636 915.5 A II 1 32 0.98 0.60 0.59 Res. 5-7 Dwell. /Ac. 0.104 150 A II 32 0.98 0.50 0.49 Res. 8-10 Dwell. /Ac. 0.020 29 A 11 32 0.98 0.40 0.39 School 0.066 95 A II 32 0.98 0.60 0.59 Paris 0.009 12.5 A II 44 0.88 0.85 0.75 otal =I 1.00 1 1440 Node 1 to Node 6 Area - Averaged Adjusted Loss Rate (in./hr.)= 0.49 Commercial 0.144 253 A II 32 0.98 0.10 0.10 Res. 3-4 Dwell. /Ac. 0.543 955.5 A II 32 0.98 0.60 0.59 Res. 5-7 Dwell. /Ac. 0.207 365 A II 32 0.98 0.50 0.49 Res. 8-10 Dwell. /Ac. 0.034 59 A 11 32 0.98 0.40 0.39 School 0.060 105 A II 1 32 1 0.98 1 0.60 0.59 Park 0.013 22.5 A II 1 44 0.88 0.85 0.75 T o - tai = 1.00 1760 Node 1 to Node 7 Area-Averaged Adjusted Loss Rate in. /hr. = 0.49 Commercial 0.147 282 A II 32 0.98 0.10 0.10 Res. 3-4 Dwell. /Ac. 0.566 1085.5 A II 32 0.98 0.60 0.59 Res. 5-7 Dwell. /Ac. 0.190 365 A II 32 0.98 0.50 0.49 Res. 8-10 Dwell. /Ac. 0.031 59 A 11 32 0.98 0.40 0.39 School 0.055 105 A II 1 32 0.98 0.60 0.59 Park 0.012 22.5 A II 44 0.88 0.85 0.75 otal = 1.00 1919 Node 1 to Node 8 Area-Averaged Adjusted Loss Rate in. /hr. = 0.49 Commercial 0.142 282 A II 32 0.98 0.10 0.10 Res. 3-4 Dwell. /Ac. 0.579 1145.5 A II 32 0.98 0.60 0.59 Res. 5-7 Dwell. /Ac. 0.184 365 A II 32 0.98 0.50 0.49 Res. 8-10 Dwell. /Ac. 0.030 59 A II 32 0.98 0.40 0.39 School 0.053 105 A 11 1 32 0.98 1 0.60 0.59 Park 0.011 22.5 A II 1 44 0.88 0.85 0.75 otal = 1.00 1979 Node 1 to Node 9 Area-Averaged Adjusted Loss Rate (in./hr.)= 0.50 23 F-I HI Sri 0 Fl fl Area -Avers ed Maximum Loss Rate Fm Land Use & Condition Area Fraction 1 Area (ac.) Soil Group AMC Cond. Curve Number C Fp in./hr. ap Fm in./hr. Commercial 0.138 307 A it 32 0.98 0.10 0.10 Res. 3-4 Dwell. /Ac. 0.575 1283 A II 32 0.98 0.60 0.59 Res. 5-7 Dwell. /Ac. 0.164 365 A 11 32 0.98 0.50 0.49 Res. 8-10 Dwell. /Ac. 0.026 59 A 11 32 0.98 0.40 0.39 School 0.047 105 A II 32 0.98 0.60 0.59 Park 0.010 22.5 A it 44 0.88 0.85 0.75 Commercial 0.016 35 B 11 56 0.74 0.10 0.07 Res. 3-4 Dwell. /Ac. 0.015 33 B II 56 0.74 0.60 0.44 Park 0.009 20.5 B II 65 0.62 0.85 0.53 otal = 1.00 7 2230 Node 1 to Node 10 Area-Averaged Adjusted Loss Rate (in./hr.)= 0.49 Commercial 0.138 317 A 11 32 0.98 0.10 1 0.10 Res. 3-4 Dwell. /Ac. 0.573 1313 A 11 32 0.98 0.60 0.59 Res. 5-7 Dwell. /Ac. 0.159 365 A II 32 0.98 0.50 0.49 Res. 8-10 Dwell. /Ac. 0.026 59 A II 32 0.98 0.40 0.39 School 0.046 105 A II 32 0.98 0.60 0.59 Park 0.010 22.5 A II 44 0.88 0.85 0.75 Commercial 0.015 35 B II 56 0.74 0.10 0.07 Res. 3-4 Dwell. /Ac. 0.018 40.5 B II 56 0.74 0.60 0.44 School 0.005 1 12 B II 56 1 0.74 0.60 0.44 Park 0.010 1 22 1 B II 65 0.62 0.85 0.53 otal = 1.00 1 2291 Node 1 to Node 11 Area -Avers ed Adjusted Loss Rate (in./hr.)= 0.49 Commercial 0.149 383 A If 32 0.98 0.10 0.10 Res. 3-4 Dwell. /Ac. 0.567 1457 A II 32 0.98 0.60 0.59 Res. 5-7 Dwell. /Ac. 0.142 365 A II 32 0.98 0.50 0.49 Res. 8 -10 Dwell. /Ac. 0.023 59 A II 32 0.98 0.40 0.39 School 0.041 105 A II 32 0.98 0.60 0.59 Park 0.021 53 A II 44 0.88 0.85 0.75 Commercial 0.014 35 B II 56 0.74 0.10 0.07 Res. 3-4 Dwell. /Ac. 0.025 65 B II 56 0.74 0.60 0.44 School 0.005 1 12 B II 56 0.74 0.60 0.44 Park 0.014 1 37 B 11 65 0.62 0.85 0.53 otal = 1.00 1 2571 , Area-Averaged Node 1 to Node 12 Adjusted Loss Rate (in./hr.)= 0.49 41 `i it 0 0 Area-Averaged Low Loss Fraction Y 25 -Year Storm Land Use & Area Fraction Soil Group Curve Number S Pervious Area Condition A 98 (CN) 0.97 Yield Fract. Commercial -> 10% Perv. 0.0206 A 32 21.251 0.05 90% Impery . 0.1854 A 1 98 0.20 0.97 Res. 3-4 Dwell. /Ac. -> 60% Perv. 0.4380 A 32 21.25 0.05 40% Imperv. 0.2920 A 98 0.20 0.97 Res. 8-10 Dwell. /Ac. -> 40% Perv. 0.0016 A 32 21.25 0.05 60% Imperv. 0.0024 A 98 0.20 0.97 School -> 60% Perv. 0.0342 A 32 21.25 0.05 40% Imperv. 0.0228 A 98 0.20 0.97 Park -> 85% Perv. "0.0026 A 44 112.73 0.17 15% Imperv. 0.0005 A 98 0.20 0.97 Node 1 to Node 2 Area - Averaged Catchment Yield Fraction (Y) = 0.51 Ora2_AvPranP_d Low Loss Fraction (ln = 0.49 Commercial --> 10% Perv. 0.0210 A 32 21.25 0.05 90% Imperv. 0.1890 A 98 0.20 0.97 Res. 3-4 Dwell. /Ac. --> 60% Perv. 0.4272 A 32 21.25 0.05 40% Imperv. 0.2848 A 98 0.20 0.97 Res. 8-10 Dwell./Ac.)-> 40% Perv. 0.0016 A 32 21.25 0.05 60% lmperv. 0.0024 A 98 0.20 0.97 School -> 60% Perv. 0.0432 A 32 21.25 0.05 40% Imperv. 0.0288 A 98 0.20 0.97 paw _> 85% Perv. 0.0017 1 A 44 112.73, 0.17 15% Im erv. 0.0003 1 A 98 0.20 0.97 Node 1 to Node 3 Area - Averaged Catchment Yield Fraction m = 0.51 Area- Averaned Low Loss Fraction m = 0.49 Note: S = (1000 /CN) - 10 Y = (P24 - 0.2S) "2/(P24 + 0.8S)P24 Y =1 -Y in Ri iw Z5 C A w irr H_ Area-Averaged Low Loss Fraction Y 25 -Year Storm Land Use & Condition Area Fraction Soil Group Curve Number (CN) S Pervious Area Yield Fract. Commercial -> 10% Perv. 0.0178 A 32 21.25 0.05 90% Imperv. 0.1602 A 98 0.20 0.97 Res. 3-4 Dwell./Ac.)-> 60% Perv. 0.3798 A 32 21.25 0.05 40% Impery . 0.2532 A 98 0.20 0.97 Res. 5-7 Dwell./Ac.)-> 50% Perv. 0.0585 A 32 21.25 0.05 50% Imperv. 0.0585 A 98 0.20 0.97 Res. 8-10 Dwell./Ac.)-> 40% Perv. 0.0012 A 32 21.25 0.05 60% Im ery . 0.0018 A 98 0.20 0.97 School -> 60% Perv. 0.0354 A 32 21.25 0.05 40% Imperv. 0.0236 A 98 0.20 0.97 Park -> 85% Perv. 0.0085 A 44 12.731 0.17 15% Impe . 0.0015 A 98 0.20 0.97 Node 1 to Node 4 Area - Averaged Catchment Yield Fraction (Y) = 0.51 Area- Averaaed Low Loss Fraction M = 0.49 Commercial -> 10% Perv. 0.0171 A 32 21.25 0.05 90% Imperv. 0.1539 A 98 0.20 0.97 Res. 3-4 Dwell. /Ac. -> 60% Perv. 0.3774 A 32 21.25 0.05 40% Imperv. 0.2516 A 98 0.20 0.97 Res. 5-7 Dwell./Ac.)-> 50% Perv. 0.0550 A 32 21.25 0.05 50% Impery . 0.0550 A 98 0.20 0.97 Res. 8 -10 Dwell./Ac.)-> 40% Perv. 0.0040 A 32 21.25 0.05 60% Imperv. 0.0060 A 98 0.20 0.97 School -> 60% Perv. 0.0420 A 32 21.251 0.05 40% Impe . 0.0280 A 98 0.20 0.97 Park __> 85% Perv. 0.0077 A 44 12.73 0.17 15% Im erv. 0.0014 A 98 0.20 0.97 Node 1 to Node 5 Area - Averaged Catchment Yield Fraction (1/) = 0.51 Area - Averaged Low Loss Fraction (10 = 0.49 Note: S = (1000 /CN) - 10 Y = (P24 - 0.2S) ^2/(P24 + 0.8S)P24 -3 Y= 1 -Y Z� �I IIr► Area-Averaged Low Loss Fraction Y 25 -Year Storm Land Use & Condition Area Fraction Soil Group Curve Number (CN) S Pervious Area Yield Frail. Commercial -> 10% Perv. 0.0165 A 32 21.25 0.05 90% Imperv. 0.1485 A 98 0.20 0.97 Res. 3-4 Dwell./Ac.)-> 60% Perv. 0.3816 A 32 21.25 0.05 40% Imperv. 0.2544 A 98 0.20 0.97 Res. 5-7 Dwell./Ac.)-> 50% Perv. 0.0520 A 32 21.25 0.05 50% Imperv. 0.0520 A 98 0.20 0.97 Res. 8 -10 Dwell./Ac.)-> 40% Perv. 0.0080 A 32 21.25 0.05 60% Imperv. 0.0120 A 98 0.20 0.97 School -> 60% Perv. 0.0396 A 32 21.25 0.05 40% Imperv. 0.0264 A 98 0.20 0.97 Paris --> 85% Perv. 0.0077 A 44 1 12.73 0.17 15% Imperv. 0.0014 1 A 98 0.20 0.97 Node 1 to Node 6 Area - Averaged Catchment Yield Fraction (Y) = 0.50 Area - Averaged Low Loss Fraction M =_ 0.50 Commercial -> 10% Perv. 0.0144 A 32 21.25 0.05 90% Imperv. 0.1296 A 98 0.20 0.97 Res. 3-4 Dwell./Ac.)-> 60% Perv. 0.3258 A 32 21.25 0.05 40% Imperv. 0.2172 A 98 0.20 0.97 Res. 5-7 Dwell./Ac.)-> 50% Perv. 0.1035 A 32 21.25 0.05 50% Imperv. 0.1035 A 98 0.20 0.97 Res. 8 -10 Dwell./Ac.)-> 40% Perv. 0.0136 A 32 21.25 0.05 60% Imperv. 0.0204 A 98 0.20 0.97 School -> 60% Perv. 0.0360 A 32 21.25 0.05 40% Im erv. 0.0240 A 98 0.20 0.97 Park -> 85% Perv. 0.0111 A 44 12.73 0.17 15% Imperv. 0.0020 1 A 98 0.20 0.97 Node 1 to Node 7 Area - Averaged Catchment Yield Fr m = 0.51 Area - Averaged Low Loss Fraction = 0.49 Note: S =(I OOO/CN) - 10 Y = (P24 - 0.2S)" 2/(P24 + 0.8S)P24 Y= 1 -Y Z? L HI +�r '0 Area-Averaged Low Loss Fraction Y 25 -Year Storm Land Use & Condition Area Fraction Soil Group Curve Number CN S Pervious Area Yield Fract. Commercial -> 10% Perv. 0.0147 A 32 21.25 0.05 90% Impe . 0.1323 A 1 98 0.20 0.97 Res. 3.4 Dwell./Ac.)-> 60% Perv. 40% Imperv. 0.3396 0.2264 A A 32 98 21.25 0.20 0.05 0.97 Res. 5-7 Dwell./Ac.)-> 50% Perv. 0.0950 A 32 21.25 0.05 50% Imperv. 0.0950 A 98 0.20 0.97 Res. 8-10 Dwell./Ac.) 40% Perv. 0.0124 A 32 21.25 0.05 60% im rv. 0.0186 A 98 0.20 0.97 School -> 60% Perv. 0.0330 A 32 21.25 0.05 40% Im rv. 0.0220 A 98 0.20 0.97 Pam -> 85% Perv. 0.0102 A 44 12.73 0.17 15% Im rv. 0.0018 A 98 0.20 0.97 Node 1 to Node 9 Area - Averaged Catchment Yield Fraction M = 0.50 Area - Averaaed Low Loss Fraction R� = 0.50 Node 1 to Node 8 Area- Averaged Catchment Yield Fr (Y) = 0.51 Area- Averaged Low Loss Fraction M = 0.49 Commercial -> 10% Perv. 0.0142 A 32 21.25 0.05 90% Im erv. 0.1278 A 98 0.20 0.97 Res. 3-4 Dwell. /Ac. -> 60% Perv. 0.3474 A 32 21.25 0.05 40% Im rv. 0.2316 A 98 0.20 0.97 Res. 5-7 Dwell. /Ac. -> 50% Perv. 0.0920 A 32 21.25 0.05 50% Im rv. 0.0920 A 98 0.20 0.97 Res. 8 -10 Dwell. /Ac. -> 40% Perv. 0.0120 A 32 21.25 0.05 60% im rv. 0.0180 A 98 0.20 0.97 School -> 60% Perv. 0.0318 A 32 21.25 0.05 40% Im rv. 0.0212 A 98 0.20 0.97 Pam -> 85% Perv. 0.0094 A 44 12.73 0.17 15% Im erv. 0.0017 A 98 0.20 0.97 Node 1 to Node 9 Area - Averaged Catchment Yield Fraction M = 0.50 Area - Averaaed Low Loss Fraction R� = 0.50 Note: S = (1000 /CN) - 10 Y = (P24 - 0.2S)"2/(P24 + 0.8S)P24 Y= 1 -Y 2$ C n r u r1VI_ a Area-Averaged Low Loss Fraction Y 25 -Year Storm Land Use & Area Fraction Soil Group Curve Number S Pervious Area Condition CN Yield Fract. Commercial -> 10% Perv. 0.0138 A 32 21.25 0.05 90% Imperv. 0.1242 A 98 0.20 0.97 Res. 3-4 Dwell./Ac.)-> 60% Perv. 0.3450 A 32 21.25 0.05 40% Impery . 0.2300 A 98 0.20 0.97 Res. 5-7 Dwell./Ac.)--> 50% Perv. 0.0820 A 32 21.25 0.05 50% Im rv. "0.0820 A 98 0.20 0.97 Res. 8-10 Dwell./Ac.)-> 40% Perv. 0.0104 A 32 21.25 0.05 60% Imperv. 0.0156 A 98 0.20 0.97 School -> 60% Perv. 0.0282 A 32 21.25 0.05 40% Impery. 0.0188 A 98 0.20 0.97 Pam _> 85% Perv. 0.0085 A 44 12.73 0.17 15% Impery . 0.0015 A 98 0.20 0.97 Commercial -> 10% Perv. 0.0016 B 56 7.86 0.33 90% Imperv. 0.0144 B 98 0.20 0.97 Res. 3-4 Dwell./Ac.)-> 60% Perv. 0.0090 B 56 7.86 0.33 40% Imperv. 0.0060 B 98 0.20 0.97 Pam _> 85% Perv. 0.0077 B 65 5.38 0.45 15% Im erv. 0.0014 B 98 0.20 0.97 Node 1 to Node 10 Area- Averaged Catchment Yield Fr m = 0.51 Oran_AvPranPd Lew Loss Fraction R) = 0.49 Note: S = (1000 /CN) - 10 Y = (P24 - 0.2S) "2/(P24 + 0.8S)P24 Y =1 -Y 24 L is i� 0 Area-Averaged Low Loss Fraction Y 25 -Year Storm Land Use & Condition Area Fraction Soil Group Curve Number (CN) S Pervious Area Yield Fract. Commercial -> 10% Perv. 0.0138 A 32 21.25 0.05 90% Imperv. 0.1242 A 98 0.20 0.97 Res. 3-4 Dwell./Ac.)-> 60% Perv. 0.3438 A 32 21.25 0.05 40% Imperv. 0.2292 A 98 0.20 0.97 Res. 5-7 Dwell./Ac.)-> 50% Perv. 0.0795 A 32 21.25 0.05 50% Imperv. 0.0795 A 98 0.20 0.97 Res. 8 -10 Dwell./Ac.)-> 40% Perv. 0.0104 A 32. 21.25 0.05 60% Impe . 0.0156 A 98 0.20 0.97 School -> 60% Perv. 0.0276 A 32 21.25 0.05 40% Imperv. 0.0184 A 98 0.20 0.97 Park --> 85% Perv. 0.0085 A 44 12.73 0.17 15% Imperv. 0.0015 A 98 0.20 0.97 Commercial - -> 10% Perv. 0.0015 B 56 7.86 0.33 90% Im rv. 0.0135 B 98 0.20 0.97 Res. 3-4 Dwell./Ac.) 60% Perv. 0.0108 B 56 7.86 0.33 40% Im rv. 0.0072 B 98 0.20 0.97 School -> 60% Perv. 0.0030 B 56 7.86 0.33 40% Im ry . 0.0020 B 98 0.20 0.97 pads --> 85% Perv. 0.0085 B 65 5.38 0.45 15% Im rv. 0.0015 B 98 0.20 0.97 Node 1 to Node 11 Area - Averaged Catchment Yield Fraction (Y) = 0.51 Area- Averaoed Low Loss Fraction Rl = 0.49 Note: S = (1000 /CN) - 10 Y = (P24 - 0.2S)"2/(P24 + 0.8S)P24 Y= 1 -Y �0 i� r l I' 0 �1 Area-Averaged Low Loss Fraction Y 25 -Year Storm Land Use & Area Fraction Soil Group Curve Number S Pervious Area CN Yield Frad. Condition Commercial -> 10% Perv. 0.0149 A 32 21.25 0.05 90% IM Derv. 0.1341 A 98 0.20 0.97 Res. 3-4 Dwell. /Ac. -> 60% Perv. 0.3402 A 32 21.25 1 0.05 0.97 40% Impe 0.2268 A 98 0.20 Res. 5-7 Dwell./Ac.)-> 50% Perv. 0.0710 A 32 21.25 0.05 0.97 50% Imperv. 0.0710 A 98 0.20 Res. 8 -10 Dwell./Ac.)-> 40% Perv. 0.0092 A 32 21.25 0.05 0.97 60% Im rv. 0.0138 A 98 0.20 School -> 60% Perv. 0.0246 A 32 21.25 0.05 40% Imperv. 0.0164 A 98 0.20 0.97 Park -> 85% Perv. 0.0179 A 44 12.73 0.17 15% Imperv. 0.0032 A 98 0.20 0.97 Commercial -> 10% Perv. 0.0014 B 56 7.86 0.33 90% Im erv. 0.0126 B 98 020 0.97 Res. 3-4 Dwell./Ac.)--> 60% Perv. 0.0150 B 56 7.86 0.33 40% Impery . 0.0100 B 98 0.20 0.97 School --> 60% Perv. 0.0030 B 56 7.86 0.33 40% Im erv. 0.0020 B 98 0.20 0.97 Park _> 85% Perv. 0.0119 B 65 5.38 0.45 15% Imperv. 0.0021 B 98 0.20 0.97 Node 1 to Node 12 ' [Node Area - Averaged Catchment Yield Fraction (Y) = 0.51 I nw t_nss Fraction M = 0.49 Note: S = (1000 /CN) - 10 Y = (P24 - 0.2S) 2/(P24 + 0.8S)P24 7=1-y 3� u u F1 H-1 Area -Avers ed Low Loss Fraction Y 100 -Year Storm Land Use & Condition Area Fraction Soil Group Curve Number (CN) S Pervious Area Yield Fract. Commercial -> 10% Perv. 0.0206 A 32 21.25 0.10 90% Impery . 0.1854 A 98 0.20 0.97 Res. 3-4 Dwell. /Ac. -> 60% Perv. 0.4380 A 32 21.251 0.10 40% Imperv. 0.2920 A 98 0.20 0.97 Res. 8-10 Dwell. /Ac. -> 40% Perv. 0.0016 A 32 21.25 0.10 60% Imperv. 0.0024 A 98 0.20 0.97 School -> 60% Perv. 0.0342 A 32 21.25 0.10 40% Imperv. 0.0228 A 98 0.20 0.97 Pam -> 85% Perv. 0.0026 A 44 12.73 0.25 15% Impery . 0.0005 A 98 0.20 0.97 Node 1 to Node 2 Area - Averaged Catchment Yield Fraction (Y) = 0.54 Area - Averaged Low Loss Fraction R) = 0.46 Commercial -> 10% Perv. 0.0210 A 32 21.25 0.10 90% Imperv. 0.1890 A 98 0.20 0.97 Res. 3-4 Dwell. /Ac. -> 60% Perv. 0.4272 A 32 21.25 0.10 40% Im erv. 0.2848 A 98 0.20 0.97 Res. 8-10 Dwell. /Ac. -> 40% Perv. 0.0016 A 32 21.25 0.10 60% Imperv. 0.0024 A 98 0.20 0.97 School --> 60% Perv. 0.0432 A 32 21.25 0.10 40% Im erv. 0.0288 A 98 0.20 0.97 Park --> 85% Perv. 0.0017 A 44 12.73 0.25 15% Im erv. 0.0003 A 98 0.20 0.97 Node 1 to Node 3 Area - Averaged Catchment Yield Fr (Y) = 0.54 Area - Averaged Low Loss Fraction (1) = 0.46 Note: S = (1000 /CN) - 10 Y = (P24 - 0.2S)^2/(P24 + 0.8S)P24 Y= 1 -Y z 32- ON em Area-Averaged Low Loss Fraction Y 100 -Year Storm Land Use & Condition Area Fraction Soil Group Curve Number (CN) S Pervious Area Yield Frad. Commercial -> 10% Perv. 0.0178 A 32 21.25 0.10 90% Imperv. 0.1602 A 1 98 0.20 0.97 Res. 3-4 Dwell./Ac.)-> 60% Perv. 0.3798 A 32 21.25 0.10 40% Imperv. 0.2532 A 98 0.20 0.97 Res. 5-7 Dwell./Ac.)-> 50% Perv. 0.0585 A 32 21.25 0.10 50% Imperv. 0.0585 A 98 0.20 1 0.97 Res. 8-10 Dwell./Ac.)-> 40% Perv. 0.0012 A 32 21.25 0.10 60% Imperv. 0.0018 A 98 0.20 0.97 School -> 60% Perv. 0.0354 A 32 21.25 0.10 40% Imperv. 0.0236 A 98 0.20 0.97 Park -> 85% Perv. 0.0085 A 44 12.73 0.25 15% Imperv. 0.0015 A 98 0.20 1 0.97 Node 1 to Node 4 Area - Averaged Catchment Yield Fraction (Y) = 0.54 Area - Averaged Low Loss Fraction FY) = 0.46 Commercial -> 10% Perv. 0.0171 A 32 21.25 0.10 90% Imperv. 0.1539 A 98 0.20 0.97 Res. 3-4 Dwell./Ac.)-> 60% Perv. 0.3774 A 32 21.25 0.10 40% Imperv. 0.2516 A 98 0.20 0.97 Res. 5-7 Dwell./Ac.)-> 50% Perv. 0.0550 A 1 32 21.25 0.10 50% Imperv. 0.0550 A 98 0.20 0.97 Res. 8 -10 Dwell./Ac.)-> 40% Perv. 0.0040 A 32 21.25 0.10 60% Imperv. 0.0060 A 98 0.20 0.97 School -> 60% Perv. 0.0420 A 32 21.25 0.10 40% Im erv. 0.0280 A 98 0.20 0.97 Park -> 85% Perv. 0.0077 A 44 12.73 0.25 15% Imperv. 0.0014 A 98 0.20 0.97 Node 1 to Node 5 Area - Averaged Catchment Yield Fr (Y) = 0.54 Area - Averaged Low Loss Fraction = 0.46 Note: S = (1000 /CN) - 10 Y = (P24 - 0.2S)" 2/(P24 + 0.8S)P24 Y= 1 -Y 33 r hl V, M a OR go Area-Averacied Low Loss Fraction Y 100 -Year Storm Land Use & Condition Area Fraction Soil Group Curve Number C C N) S Pervious Area Yield Frail. Commercial -> 10% Perv. 0.0165 A 32 21.25 0.10 90% Imperv. 0.1485 A 98 0.20 0.97 Res. 3-4 Dwell./Ac.)-> 60% Perv. 0.3816 A 32 21.25 0.10 40% Imperv. 0.2544 A 98 0.20 0.97 Res. 5-7 Dwell./Ac.)-> 50% Perv. 0.0520 A 32 21.25 0.10 50% Imperv. 0.0520 A 98 0.20 0.97 Res. 8-10 Dwell./Ac.)-> 40% Perv. 0.0080 A 32 21.25 0.10 60% Imperv. 0.0120 A 98 0.20 0.97 School -> 60% Perv. 0.0396 A 32 21.25 0.10 40% Imperv. 0.0264 A 98 0.20 0.97 Park -> 85% Perv. 0.0077 A 44 12.73 0.25 15% Impery . 0.0014 A 98 0.20 0.97 Node 1 to Node 6 Area - Averaged Catchment Yield Fraction (Y) = 0.54 Area - Averaged Low Loss Fraction M = 0.46 Commercial --> 10% Perv. 0.0144 A 32 21.25 0.10 90% Imperv. 0.1296 A 98 0.20 0.97 Res. 3-4 Dwell./Ac.)-> 60% Perv. 0.3258 A 32 21.25 0.10 40% ImDerv. 0.2172 A 98 0.20 0.97 Res. 5-7 Dwell./Ac.)-> 50% Perv. 0.1035 A 32 21.25 0.10 50% Impe rv. 0.1035 A 98 0.20 0.97 Res. 8-10 Dwell./Ac.)--> 40% Perv. 0.0136 A 32 21.25 0.10 60% ImDerv. 0.0204 A 98 0.20 0.97 School -> 60% Perv. 0.0360 A 32 21.25 0.10 40% Impery . 0.0240 A 98 0.20 0.97 Park -> 85% Perv. 0.0111 A 44 12.73 0.25 15% Im erv lArea-Averaaed 0.0020 A 98 0.20 0.97 Node 1 to Node 7 Area - Averaged Catchment Yield Fraction M = 0.54 Low Loss fraction (O = 0.46 Note: S = (1000 /CN) - 10 Y = (P24 - 0.2S) "2/(P24 + 0.8S)P24 Y =1 -Y 3y J Area-Averaged Low Loss Fraction Y 100 -Year Storm Land Use & Condition Area Fraction Soil Group Curve Number (CN) S Pervious Area Yield Fract. Commercial -> 10% Perv. 0.0147 A 32 21.25 0.10 90% Impery . 0.1323 A 1 98 0.20 0.97 Res. 3-4 Dwell./Ac.)-> 60% Perv. 0.3396 A 32 21.251 0.10 40% Imperv. 0.2264 A 98 0.20 1 0.97 Res. 5-7 Dwell./Ac.)-> 50% Perv. 0.0950 A 32 21.25 0.10 50% Imperv. 0.0950 A 98 0.20 0.97 Res. 8-10 Dwell./Ac.)-> 40% Perv. 0.0124 A 32 21.25 0.10 60% Imperv. 0.0186 A 98 0.20 0.97 School -> 60% Perv. 0.0330 A 32 21.25 0.10 40% Imperv. 0.0220 A 98 0.20 0.97 Park -> 85% Perv. 0.0102 A 44 12.73 0.25 15% Imperv. 0.0018 A 98 0.20 0.97 Node 1 to Node 8 Area - Averaged Catchment Yield Fr (Y) = 0.54 Area - Averaged Low Loss Fraction M = 0.46 Commercial -> 10% Perv. 0.0142 A 32 21.25 0.10 90% Imperv. 0.1278 A 98 0.20 0.97 Res. 3-4 Dwell./Ac.)-> 60% Perv. 0.3474 A 32 21.25 0.10 40% Imperv. 0.2316 A 98 0.20 0.97 Res. 5-7 Dwell./Ac.)-> 50% Perv. 0.0920 A 32 21.25 0.10 50% Im erv. 0.0920 A 98 0.20 0.97 Res. 8-10 Dwell./Ac.)-> 40% Perv. 0.0120 A 32 21.25 0.10 60% Im erv. 0.0180 A 98 0.20 0.97 School -> 60% Perv. 0.0318 A 32 21.25 0.10 40% Imperv. 0.0212 A 98 0.20 0.97 Park -> 85% Perv. 0.0094 1 A 44 12.73 0.25 15% Im erv. 0.0017 1 A 98 0.20 0.97 Node 1 to Node 9 Area - Averaged Catchment Yield Fr m = 0.53 Area-Averaged_ Low Loss Fraction FO = 0.47 Note: S = (1000 /CN) -10 Y = (P24 - 0.2S) "2/(P24 + 0.8S)P24 7 =1 -Y 7 L� F Area -Avers ed Low Loss Fraction Y 0 00 -Year Storm Land Use & Condition Area Fraction Soil Group Curve Number CN S Pervious Area Yield Fract. Commercial -> 10% Perv. 90% Imperv. 0.0138 0.1242 A A 32 98 21.25 0.20 0.10 0.97 Res. 3-4 IL/Ac.)-> 60% Perv. 0.3450 A 1 32 21.25 0.10 40% Imperv. 0.2300 A 98 0.20 0.97 Res. 5-7 Dwell./Ac.)-> 50% Perv. 0.0820 A 32 21.25 0.10 50% Imperv. 0.0820 A 98 0.20 0.97 Res. 8-10 Dwell./Ac.)-> 40% Perv. 0.0104 A 32- 21.25 0.10 60% Imperv. 0.0156 A 98 0.20 0.97 School -> 60% Perv. 0.0282 A 32 21.25 0.10 40% Imperv. 0.0188 A 98 0.20 0.97 Paris -> 85% Perv. 0.0085 A 1 44 12.73 0.25 15% Imperv. 0.0015 A 98 0.20 0.97 Commercial -> 10% Perv. 0.0016 B 56 7.86 0.41 90% Imperv. 0.0144 B 98 0.20 0.97 Res. 3-4 Dwell./Ac.)-> 60% Perv. 0.0090 B 56 7.86 0.41 40% Imperv. 0.0060 B 98 0.20 0.97 Pam -> 85% Perv. 0.0077 B 65 5.38 0.53 15% Imperv. 0.0014 B 98 0.20 0.97 Node 1 to Node 10 Area- Averaged Catchment Yield Fr (Y) = 0.54 Area - Averaged Low Loss Fraction m = 0.46 Note: S =(I OOO/CN) -10 Y = (P24 - 0.2S)" 2/(P24 + 0.8S)P24 Y =1 -Y 3b 15% Imperv. 0.0015 I B Node 1 to Node 11 Area - Averaged Catchment Yield Fr (Y) = 0.54 Area -Averaged Low Loss Fraction = 0.46 W 6 iW 3 3 3 Note: S = (1000 /CN) - 10 Y = (P24 - 0.2S)" 2/(P24 + 0.8S)P24 Y =1 -Y 37 Area-Averaged Low Loss Fraction Y 100 -Year Storm Land Use & Area Fraction Soil Group Curve Number S Pervious Area (CN) Yield Fract. Condition 10% Perv. 0.0138 A 32 21.25 0.10 Commercial -> 90% Imperv. 0.1242 A 98 0.20 0.97 Res. 3-4 Dwell./Ac.)-> 60% Perv. 0.3438 A 32 21.251 0.10 40% Imperv. 0.2292 A 98 0.20 0.97 50% Perv. 0.0795 A 32 21.25 0.10 0.97 Res. 5-7 ll./Ac.)-> 50% Impmerv. 0.0795 A 98 0.20 Res. 8 -10 Dwell./Ac.)-> 40% Perv. 0.0104 A 32 2125 0.10 60% Impery. 0.0156 A 98 0.20 0.97 School -> 60% Perv. 0.0276 A 32 21.25 0.10 40% Imperv. 0.0184 A 98 0.20 0.97 e 85% Perv. 0.0085 A 44 12.73A 0.25 Park -> 15% Imperv. 0.0015 A 98 0.201 0.9 Commercial --> 10% Perv. 0.0015 B 56 7.86 0.41 90% Impery. 0.0135 B 98 0.20 0.97 0.0108 B 56 7.86 0.41 Res. 3-4 Dwell./Ac.)-> 60% Perv. 40% Imperv. 0.0072 B 98 0.20 0.97 School -> 60% Perv. 0.0030 B 56 7.86 0.41 40% im erv. 0.0020 B 98 0.20 0.97 P _> 85% Perv. 0.0085 B 65 5.38 0.53 OR 1 020 0.97 15% Imperv. 0.0015 I B Node 1 to Node 11 Area - Averaged Catchment Yield Fr (Y) = 0.54 Area -Averaged Low Loss Fraction = 0.46 W 6 iW 3 3 3 Note: S = (1000 /CN) - 10 Y = (P24 - 0.2S)" 2/(P24 + 0.8S)P24 Y =1 -Y 37 C yak ew Area-Averaged Low Loss Fraction Y 100 -Year Storm Land Use & Condition Area Fraction Soil Group Curve Number (CN) S Pervious Area Yield Fract. Commercial -> 10% Perv. 0.0149 A 32 21.25 0.10 90% Imperv. 0.1341 A 98 0.20 0.97 Res. 3-4 Dwell./Ac.)-> 60% Perv. 0.3402 A 32 21.25 0.10 40% Impery . 0.2268 A 98 0.20 0.97 Res. 5-7 Dwell./Ac.)-> 50% Perv. 50% Imperv. 0.0710 0.0710 A A 32 98 21.25 0.20 0.10 0.97 Res. 8-10 Dwell./Ac.)-> 40% Perv. 0.0092 A 32 21.25 0.10 60% Imperv. 0.0138 A 98 0.20 0.97 School -> 60% Perv. 0.0246 A 32 21.25 0.10 40% Imperv. 0.0164 A 98 0.20 0.97 Park -> 85% Perv. 0.0179 A 44 12.73 0.25 15% Impery . 0.0032 A 1 98 0.20 0.97 Commercial -> 10% Perv. 0.0014 B 56 7.86 0.41 90% Im erv. 0.0126 B 98 0.20 0.97 Res. 3-4 Dwell./Ac.)-> 60% Perv. 0.0150 B 56 7.86 0.41 40% Impery . 0.0100 B 98 0.20 0.97 School -> 60% Perv. 0.0030 B 56 7.86 0.41 40% Im ery . 0.0020 B 98 0.20 0.97 Park -> 85% Perv. 0.0119 B 65 5.38 0.53 15% Imperv. 0.0021 B 98 0.20 0.97 Node 1 to Node 12 Area - Averaged Catchment Yield Fr (Y) = 0.55 Area- Averaaed Low Loss Fraction M = 0.45 Note: S = (1000 /CN) - 10 Y = (P24 - 0.2S)" 2/(P24 + 0.8S)P24 Y= 1 -Y - 3 31 ON IF MIA --.Nlmmmmllm� Em �wp- � � " :5.� �iZt�Af� C � ����� ' �►��_ fit!! �� � IW315" i '� I R EDUCED SCALE 1" 4 MILES X. - 2 YEAR 6 HOUR am ftA &A an CA V lrA UA V V UA 97 am IFIA om um =IBM - mT -TIM ON b bilOw N-R.Rm MAR AmViil REDUCED DRAWING SCALE 1"- 4 MILES I. &t A 9 rl . _] ass ato am we _ k.0 Ft?W R F RSW A4W a AZE - — — — — — T T --T4N 30 j - 7 7t' T W_ N 1 1 z , lo& Is . E ODIO MIA 4.0 7 7 . so IF IF j_NI DLAkD2 aim 7 Ir 2N 4f— - _ k.0 6 FIGURE 9-5 j - 7 7t' T W_ N 1 1 z , lo& Is . E ODIO MIA 7 7 . IF IF —it t DLAkD2 aim 7 R2W al REDUCED DRA% ING VALLEY AREA SCALE I" - 4 MILES X s - 100 volom YEAR "A 6 HOUR BERNARDINO COUNTY IM1.0" ROLOGY MANUAL G. leaum PMIP. toncMul I ry F. Ie 6 FIGURE 9-5 W_ N 1 1 z , lo& Is . MIA IF IF aim 6 FIGURE 9-5 abs am ad 1` I V`- 1 9- UA eta &A we @a low" � !r "'� 1 M 6 MRS, MAN owl Os, OPIP SPIN lrMwNA.&hEd, 1� GWEN REDUCED DRAWING SCALE I t 4 MILES Curve (I) Numbers of Hydroloeic SoU -Cover Complexes For Pervious Areas -AMC 8 F= Quality of Soil Group Cover Type (3) Cover (2) Woodland, Grass (Coniferous or broadleaf trees with canopy NATURAL COVERS - 37 44 73 65 82 77 86 82 Barren Good 7E 86 91 93 79 (Rockland, eroded and graded land) URBAN COVERS- Chaparral. Broadleaf (Manzonita, ceanothus and scrub oak) Poor Fair 33 40 70 63 80 83 73 81 36 69 Good 31 37 71 78 _j Chaparral, Narrovleaf Poor 71 82 88 91 Poor Fair (Chemise and redshank) Fair 33 72 81 86 Grass, Annual or Perennial Poor 67 30 78 69 86` 89 79 84 AGRICULTURAL COVERS - Fair Good 38 61 74 80 91 94 (Land plowed but not tilled or seeded) L Meadows or Clenegas (Areas with seasonally high water table, Poor Fair 63 31 77 70 83 88 80 84 principal vegetation is sod forming grass) Good 30 38 71 78 Open Brush Poor 62 76 84 88 (Soft wood shrubs - buckwheat, sage, eta) Fair 46 66 77 83 SAN BERNARDINO COUNTY Good 41 63 73 81 Woodland (Coniferous or broadleaf trees predominate. Poor Fair 43 36 66 60 77 83 73 79 Canopy density is at least 30 percent.) Good 23 33 70 77 Woodland, Grass (Coniferous or broadleaf trees with canopy Poor Fair 37 44 73 65 82 77 86 82 density from 20 to 30 percent) Good 33 38 72 79 6 URBAN COVERS- Residential or Commercial Landscaping Good 32 36 69 73 (Lawn, shrubs, etc.) Turf (Irrigated and mowed grass) Poor Fair 38 44 74 63 83 77 87 82 Good 33 38 72 79 AGRICULTURAL COVERS - Fallow 77 86 91 94 (Land plowed but not tilled or seeded) SAN BERNARDINO COUNTY CURVE NUMBERS FOR PERV1OUS AREAS HYDROLOGY MANUAL Figure C -3 (I of 2) y5 Curve (1) numbers of Hydro e Soil -Cover Complexes For Perviou A reas -AMC D Quality of Soil Group Cover Type (3) Cover (2) AGRICULTURAL COVERS (Continued) 1 39 Legumes, Close Seeded Poor 66 77 33 (Alfalfa, sweetclover, timothy, eta) Good 31 72 11 u Orchards, Evergreen Poor 37 .73 32 u (Citrus, avocados, eta) Fair 44 63 77 32 Good 33 32 72 79 irr Pasture,, Dryland Poor 69 79 36 19 (Annual grasses) Fair 49 69 79 94 6 Good 39 61 74 90 Pasture, Irrigated Poor 32 74 33 97 e „ (Legumes and perennial grass) 63 77 S2 Good 33 72 79 Row Crops Poor 72 31 U 91 � , sugar Field crops - tomatoes beets, eta) g Good 67 73 23 39 Small grain Poor 63 76 34 U (Wheat, oats, barley, etc.) Good 63 73 93 V IPK.. L Notes: 1. All curve numbers are for Antecedent Moisture Condition (AMC) II. 2. Quality of cover definitions: Poor - Heavily grazed, regularly burned areas, or areas of high burn potential. Less than 50 percent of the ground surface is protected by plant cover or brush and tree canopy. Fair- Moderate cover with 50 percent to 73 percent of the ground surface protected. Good -Heavy or dense cover with more than 73 percent of the ground surface protected. 3. See Figure C -2 for definition of cover types. SAN BERNARDINO COUNTY CURVE NUMBERS FOR HYDROLOGY MANUAL PERVIOUS AREAS C - Y 6 F igure C -3 (2 of 2) 7 U H ul u Ci 11111 ACTUAL IMPERVIOUS COVER Recommended Value For Average Land Use (1) Range - Percent Conditions- Percent (2) Natural or Agriculture 0 - 0 0 Public Park 10 - 25 15 School 30 - 50 40 Single Family Residential: (3) 2.5 acre lots 5 - 15 10 - 25 10 20 1 acre lots 2 dwellings /acre 20 - 40 30 3 -4 dwellings /acre 30 - 50 40 5 -7 dwellings /acre 35 - 55 50 8 -10 dwellings /acre 50 - 70 60 More than 10 dwellings /acre 65 - 90 80 Multiple Family Residential: Condominiums 45 - 70 65 Apartments 65 - 90 80 Mobile Home Park 60 - 85 75 Commercial, Downtown Business 90 or Industrial 80 - 100 Notes: 1. Land use should be based on ultimate development of the watershed. Long range master plans for the County and incorporated cities should be reviewed. to insure reasonable land use assumptions. 2. Recommended values are based on average conditions which may not apply to a particular study area. The percentage impervious may vary greatly even on comparable sized lots due to differences in dwelling size, improvements, etc. Landscape practices should also be considered as it is common in some areas to use ornamental gravels underlain by impervious plastic materials in place of lawns and shrubs. A field investigation of a study area shall always be made, and a review of aerial photos, where available, may assist in estimating the percentage of impervious cover in developed areas. 3. For typical equestrian subdivisions increase impervious area 5 percent over the values recommended in the table above. ACTUAL IMPERVIOUS COVER SAN BERNARDINO COUNTY FOR HYDROLOGY MANUAL DEVELOPED AREAS C-8 q7 r iqure C -4 i ( IL IL Ww C9 Q U) ,-1 0 0 U. w U) 0 -1 0 0 U) W- C4 N. k lC w le w W L IL L Z m 0 U 0 Z W 0 in -i 0 Z U) u a �..I 3.5 3 2.5 to w U z _z = 2 F- (. w 0 J J u- 1.5 z a o: 0.5 5 I 0' 2 5 10 25 50 100 RETURN PERIOD IN YEARS NOTE+ I. FOR INTERMEDIATE RETURN PERIODS PLOT 10—YEAR AND 100 —YEAR ONE HOUR VALUES FROM MAPS, THEN CONNECT POINTS AND READ VALUE FOR DESIRED RETURN PERIOD. FOR EXAMPLE GIVEN 10-YEAR ONE HOUR2 0.95 AND 100-YEAR CNE HOUR 91.60', 25 -YEAR ONE HOUR =1.18". 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FACILITY IN BASELINE AVE. * 25 -YEAR STORM (EXISTING CONDITION) KAUFMAN & BROAD FILE NAME: TBSLNOFF.DAT TIME /DATE OF STUDY: 17:35 9/16/1997 1W ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 1.00 TO NODE 8.00 IS CODE = 1 -------------------------------------------------------------------------- >>>>>UNIT- HYDROGRAPH ANALYSIS <<<<< a a x a a: s x a x s a s a x a cc c x a x a x a x a= x c c c s x a c a a x c x a cx c x s: a s a= x a ax ax sa s a a x a c xs xxa as s c (UNIT - HYDROGRAPH ADDED TO STREAM #1) WATERSHED AREA = 640.000 ACRES BASEFLOW .000 CFS /SQUARE -MILE im *USER ENTERED "LAG" TIME _ .811 HOURS VALLEY(UNDEVELOPED)/DESERT S -GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(INCH /HOUR) _ .820 LOW LOSS FRACTION = .720 * HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEAK 5- MINUTES RAINFALL(INCH)= .45 SPECIFIED PEAK 30- MINUTES RAINFALL(INCH)= .92 0 SPECIFIED PEAK 1 -HOUR R.AINFALL(INCH) = 1.22 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 2.30 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 3.40 SPECIFIED PEAK 24 -HOUR RAINFALL(INCH) = 7.90 iW PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 4M 5- MINUTE FACTOR = .971 30- MINUTE FACTOR = .971 1 -HOUR FACTOR = .971 3 -HOUR FACTOR = .996 6 -HOUR FACTOR = .998 24 -HOUR FACTOR = .999 UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES ® UNIT INTERVAL PERCENTAGE OF LAG -TIME = 10.275 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS 14.00 MODEL TIME(HOURS) FOR END OF RESULTS = 20.00 UNIT HYDROGRAPH DETERMINATION ------------------------------------------------------------- INTERVAL "S" GRAPH UNIT HYDROGRAPH i� zi [4 U CA W Q z H O W a w 1 HNdOHrl moo mov1 -Id mvCom r-1'-IU1lOmvmNNm vOMritOUlr - ImMaCDHr- Nr- wwr�vmaOwwrD vHC- OMNwMNNO( w NONHCON0IW-1 -10%D OMI- NI- NMH iM1nNMCDNM V) V- r-OriNNNHOD O[- (-MU1MM w ry) Or•4WCDr�OIn[�O0c A a% Ln )vkD v der- inin%DMUIO( V M qw or- in OMO%LnmLntDO\N Hcnr-[-hr4O0NO011ngw w -w w DCOCDInwm vmHr V a H N O0 mm COlnOrlONln�ril�OCDNNCOMriL�I� V�l�Lf1ln011�O01OL� d�[�[�[�[rNlfld�ln V�0llnlntf1111 V�MMMMCOt�[�l�l� V� V��M'cMMr1 ri rIr/0CD[�1�� LD v O O% %D Ln rj in r- ko IO co O U1 r4 r- Ln N r4 A cr% aN CD r- %D w Ln Ln w w w dw dw M M M M N N N N N N N N N N H H r-I ri H ri ri H H H H r1 '- H H H N N M v Ln Ln Ln Ln v M M N N H H HHH V 1 r- INMCDlO�D01�Otf1N�O�00�MlnInN� '�1 V��'�1I�01O[� [�CDCDlfllnlll V�O[� V�aDON'W �OCDI��Od' MCOIOV�N�DOlON00Ori1nO V��DO("1lD O\L��ONa0Na0CTaDrN1l1L�aDlfll� r-1r�Hm H r Ln lntMCDODaNMLn011naLnoao H Vr- C>r4NMV VChri10Wa%ODWLnM14V.00 V ChNNMMM Wr[ Mrlr�WN VCDNr1r-IOMr1 V MOMONtnw6kOInvC4(YI OM01lnrlkDr4WC) nCDNLnCDNmwHvr( mN V wwoN vwwm- NMInWt-000 • N Ln 01 M a;\ 4OCD; 0IM LD O; ri M Ln LD CD OlO ri N. Ms; L1 %D tO r� 00000\ O O rI N N N M M M GM V V Ln In In In %�D\D kD kO t� I: I` r� r� E� CO CO CO CO CO CO CO CD ri riNM'W V LnM LDWLD r- hL- L- r�L�NDCDC DNDCDC 0NDO AC oN p C D mO\ ma) OiNTNTO \mOlOn01NTm0101mONO\ NT mmmmO\m01mmmOlmO101 riNVM vmwr aHNM vmwr-wm01 INM vmwr 4NM vmwr- CDOIOrgNM vmwr-0001OrINV (n vU V U)%DN- CD r1 r♦ H ri ri r♦ +-1 r-1 rl rl N N N N N N N N N N M M M M M M M M M M V V 'w 'w Vw Vt V' v w V• Ln Ln Ln Ln to Ln Ln Ln Ln U1 W W LD W kD %D W W W ---------------------------------------------- 60 TOTAL STORM RAINFALL(INCHES) = 7.89 TOTAL SOIL- LOSS(INCHES) = 5.40 TOTAL EFFECTIVE RAINFALL(INCHES) = 2.49 p" -------------------------------------------------------- TOTAL SOIL -LOSS VOLUME(ACRE -FEET) = 287.8771 TOTAL STORM RUNOFF VOLUME(ACRE -FEET) _----- 1328458 --------------------- ------------------ -- --------------------- irr ON 17 J �I D 0 � �v 7.945 69 99.039 70 99.141 7.945 71 99.244 7.945 72 99.347 7.945 73 99.449 7.945 74 99.552 7.945 75 99.655 7.945 76 99.757 7.945 77 99.860 7.945 78 99.963 7.945 !� 79 100.000 2.902 ---------------------------------------------- 60 TOTAL STORM RAINFALL(INCHES) = 7.89 TOTAL SOIL- LOSS(INCHES) = 5.40 TOTAL EFFECTIVE RAINFALL(INCHES) = 2.49 p" -------------------------------------------------------- TOTAL SOIL -LOSS VOLUME(ACRE -FEET) = 287.8771 TOTAL STORM RUNOFF VOLUME(ACRE -FEET) _----- 1328458 --------------------- ------------------ -- --------------------- irr ON 17 J �I D 0 � �v sxa> =xxaax sxazxxzxaaxaxxax== axaxxax saxxxxaxaaxsaxaxxx xxxaaxxxx sxax xaxxaxxa as 2 4 - H O U R S T O R M R U N O F F H Y D R O G R A P H xzaaaxxaxxaaxxxaxxax ar =aaaa saaxasaazaaaa axaaaaxaxa sxxaaxxazasxaasazxa zaaaaaa HYDROGRAPH IN FIVE- MINUTE INTERVALS(CFS) --------------------------------------------------------------------------- TIME(HRS) VOLUME(AF) Q(CFS) 0. 100.0 200.0 300.0 400.0 --------------------------------------------------------- ---------- -------- 14.083 49.3189 66.32 Q V 14.167 49.7818 67.21 Q V 10 14.250 50.2513 68.17 Q V 14.333 50.7282 69.23 Q V 14.417 51.2129 70.38 Q V 14.500 51.7062 71.63 Q V IM 14.583 52.2088 72.98 Q V L 14.667 52.7212 74.41 Q V 14.750 53.2440 75.90 Q V 14.833 53.7776 77.47 Q V 14.917 54.3220 79.06 Q V ,: 15.000 54.8778 80.70 Q V 15.083 55.4452 82.39 Q V 15.167 56.0248 84.16 Q V 15.250 56.6175 86.05 Q V 15.333 57.2240 88.07 Q - V 15.417 57.8432 89.90 Q V 15.500 58.4735 91.52 Q. V 15.583 59.1148 93.12 Q. V 15.667 59.7661 94.58 Q. V 15.750 60.4280 96.10 Q. V 15.833 61.1012 97.75 Q. V 15.917 61.7931 100.46 Q V 16.000 62.5304 107.07 Q V 16.083 63.4820 138.16 Q V. 16.167 64.6657 171.88 Q V. 16.250 66.0437 200.08 VQ 16.333 67.6946 239.71 V Q 16.417 69.5723 272.63 V Q 16.500 71.7147 311.08 V Q Pm 16.583 74.0387 337.44 V Q 16.667 76.4733 353.51 V Q 16.750 78.9277 356.37 V Q 16.833 81.3176 347.02 V Q 16.917 83.4038 302.91 V Q 17.000 85.2635 270.03 V Q 1m 17.083 86.8765 234.21 Q V 17.167 88.3330 211.49 •Q V 1191 17.250 89.6689 193.96 Q. V 17.333 90.8664 173.89 Q V 17.417 91.9807 161.78 Q V 17.500 93.0126 149.84 Q V 17.583 94.0003 143.41 Q V 17.667 94.9559 138.74 Q V 17.750 95.8524 130.17 Q V 17.833 96.7219 126.26 Q V. 17.917 97.5511 120.39 Q V. 18.000 98.3492 115.89 Q V. 18.083 99.1262 112.83 •Q V. 18.167 99.8736 108.52 Q V 18.250 100.6041 106.07 Q V 18.333 101.3022 101.37 Q V 18.417 101.9805 98.49 Q. V 18.500 102.6408 95.87 Q. V 18.583 103.2785 92.58 Q. V 18.667 103.9085 91.48 Q. V 18.750 104.5317 90.49 Q. V 18.833 105.1463 89.24 Q •V 57 FLOW PROCESS FROM NODE 8.00 TO NODE 9.00 IS CODE = 5.2 ---------------------------------------------------------------------------- >>>>> MODEL CHANNEL ROUTING BY THE CONVEX METHOD <<<<< � :zzz azzzzszzz zzzzs aszszsssszz== zzsssszzszs ssszszzzazzs =seas a == zazzs= zzzzsss THE MODIFIED C- ROUTING COEFFICIENT IS ESTIMATED IN ORDER TO ROUTE THE STREAM 1 INFLOW HYDROGRAPH BY 5- MINUTE INTERVALS(Reference: the National Engineering Handbook, Hydrology, Chapter 17, page 17 -52, August,1972, U.S. Department of Commerce). ASSUMED REGULAR CHANNEL INFORMATION: BASEWIDTH(FT) 10.00 CHANNEL Z = 5.00 fY 2 UPSTREAM ELEVATION = 1468.00 DOWNSTREAM ELEVATION = 1404.00 CHANNEL LENGTH(FT) = 4350.00 MANNING'S FACTOR = .035 CONSTANT LOSS RATE(CFS) _ .00 CHANNEL ROUTING COEFFICIENT ESTIMATED: MAXIMUM INFLOW(CFS) = 356.37 it AVERAGE FLOWRATE IN EXCESS OF 50% MAXIMUM INFLOW = 279.27 CHANNEL NORMAL VELOCITY FOR Q = 279.27 CFS 6.36 FPS ESTIMATED CHANNEL ROUTING COEFFICIENT = .789 MODIFIED CHANNEL ROUTING COEFFICIENT FOR 5- MINUTE UNIT INTERVALS IS CSTAR = .665 7 CONVEX METHOD CHANNEL 18.917 105.7386 86.00 Q V MODEL 19.000 106.3073 82.58 Q V FLOW 19.083 106.8695 81.63 Q V 14.083 19.167 107.4252 80.68 Q V 65.3 19.250 107.9725 79.48 Q V 14.333 19.333 108.4994 76.50 Q V 67.9 19.417 109.0103 74.18 Q V 14.583 19.500 109.5156 73.38 Q V - 71.3 19.583 110.0157 72.61 Q V 14.833 19.667 110.5104 71.82 Q V 75.5 19.750 110.9972 70.68 Q V 15.083 19.833 111.4778 69.79 Q V 80.2 19.917 111.9535 69.07 Q V 15.333 20.000 112.4241 68.33 Q V FLOW PROCESS FROM NODE 8.00 TO NODE 9.00 IS CODE = 5.2 ---------------------------------------------------------------------------- >>>>> MODEL CHANNEL ROUTING BY THE CONVEX METHOD <<<<< � :zzz azzzzszzz zzzzs aszszsssszz== zzsssszzszs ssszszzzazzs =seas a == zazzs= zzzzsss THE MODIFIED C- ROUTING COEFFICIENT IS ESTIMATED IN ORDER TO ROUTE THE STREAM 1 INFLOW HYDROGRAPH BY 5- MINUTE INTERVALS(Reference: the National Engineering Handbook, Hydrology, Chapter 17, page 17 -52, August,1972, U.S. Department of Commerce). ASSUMED REGULAR CHANNEL INFORMATION: BASEWIDTH(FT) 10.00 CHANNEL Z = 5.00 fY 2 UPSTREAM ELEVATION = 1468.00 DOWNSTREAM ELEVATION = 1404.00 CHANNEL LENGTH(FT) = 4350.00 MANNING'S FACTOR = .035 CONSTANT LOSS RATE(CFS) _ .00 CHANNEL ROUTING COEFFICIENT ESTIMATED: MAXIMUM INFLOW(CFS) = 356.37 it AVERAGE FLOWRATE IN EXCESS OF 50% MAXIMUM INFLOW = 279.27 CHANNEL NORMAL VELOCITY FOR Q = 279.27 CFS 6.36 FPS ESTIMATED CHANNEL ROUTING COEFFICIENT = .789 MODIFIED CHANNEL ROUTING COEFFICIENT FOR 5- MINUTE UNIT INTERVALS IS CSTAR = .665 7 CONVEX METHOD CHANNEL ROUTING RESULTS: OUTFLOW LESS MODEL INFLOW ROUTED LOSS TIME (STREAM 1) FLOW (STREAM 1) (HRS) (CFS) (CFS) (CFS) 14.083 66.3 64.6 64.6 14.167 67.2 65.3 65.3 14.250 68.2 66.1 66.1 14.333 69.2 67.0 67.0 14.417 70.4 67.9 67.9 14.500 71.6 68.9 68.9 14.583 73.0 70.1 70.1 14.667 74.4 71.3 71.3 14.750 75.9 72.6 72.6 14.833 77.5 74.0 74.0 14.917 79.1 75.5 75.5 15.000 80.7 77.0 77.0 15.083 82.4 78.6 78.6 15.167 84.2 80.2 80.2 15.250 86.1 81.9 81.9 15.333 88.1 83.7 83.7 15.417 89.9 85.5 85.5 15.500 91.5 87.5 87.5 C$ 15.583 93.1 89.3 89.3 15.667 94.6 91.0 9926 15.750 96.1 92.6 . 15.833 97.8 94.1 94.1 15.917 100.5 95.7 95.7 16.000 107.1 97.4 97.4 16.083 138.2 100.3 100.3 16.167 171.9 108.9 108.9 16.250 200.1 132.9 132.9 16.333 .239.7 162.6 162.6 16.417 272.6 192.8 192.8 16.500 311.1 228.4 228.4 16.583 337.4 262.9 262.9 16.667 353.5 298.5 298.5 16.750 356.4 326.5 326.5 16.833 347.0 344.9 344.9 16.917 302.9 351.3 351.3 17.000 270.0 342.6 342.6 17.083 234.2 311.8 311.8 A „ i1 17.167 211.5 279.2 279.2 69 17.250 194.0 246.3 246.3 17.333 173.9 220.8 220.8 17.417 161.8 200.3 200.3 c 17.500 149.8 181.1 181. W 17.583 143.4 166.7 166.7 7 17.667 138.7 154.6 154.6 17.750 130.2 146.5 146.5 17.833 126.3 140.2 140.2 17.917 120.4 133.0 133.0 18.000 115.9 127.7 127.7 18.083 112.8 122.3 122.3 C., 18.167 108.5 117.6 117.6 18.250 106.1 113.9 113.9 18.333 101.4 110.0 110.0 18.417 98.5 106.8 106.8 18.500 95.9 102.8 102.8 18.583 92.6 99.6 99.6 18.667 91.5 96.7 96.7 18.750 90.5 93.8 93.8 18.833 89.2 92.1 92.1 18.917 86.0 90.9 90.9 19.000 82.6 89.4 89.4 "m 19.083 81.6 86.7 86.7 19.167 80.7 83.8 83.8 19.250 79.5 82.2 82.2 19.333 76.5 81.0 81.0 19.417 74.2 79.6 79.6 19.500 73.4 77.2 77.2 19.583 72.6 75.1 75.1 19.667 71.8 73.9 73.9 19.750 70.7 72.9 72.9 19.833 69.8 72.0 72.0 19.917 69.1 71.0 71.0 ' 20.000 68.3 70.1 70.1 ---- - - - - ----- ----- --- - - - -- PROCESS SUMMARY OF STORAGE: INFLOW VOLUME = 132.846 AF OUTFLOW VOLUME = 132.846 AF LOSS VOLUME = .000 AF *, r*•******, r*,►*, rw, r***, r******** rr***, r* w****, r*+ r**, r,r *• * * * « * *t *t,r *t,r * * *,t * * * *,t ,r *rr ** FLOW PROCESS FROM NODE 1.00 TO NODE 9.00 IS CODE =---1------------ >>>>>UNIT- HYDROGRAPH ANALYSIS< " (UNIT- HYDROGRAPH ADDED TO STREAM #2) WATERSHED AREA = 822.000 ACRES t t � BASEFLOW = .000 CFS /SQUARE -MILE *USER ENTERED "LAG" TIME = 1.001 HOURS VALLEY(UNDEVELOPED) /DESERT S -GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(INCH /HOUR) _ .820 LOW LOSS FRACTION = .720 * HYDROGRAPH MODEL #2 SPECIFIED* SPECIFIED PEAK 5- MINUTES R.AINFALL(INCH)= .45 SPECIFIED PEAK 30- MINUTES RAINFALL(INCH)= .92 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 1.22 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 2.30 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 3.40 SPECIFIED PEAK 24 -HOUR RAINFALL(INCH) - 7.90 PRECIPITATION DEP' 5- MINUTE FACTOR 30- MINUTE FACTOR 1 -HOUR FACTOR = 3 -HOUR FACTOR - 6 -HOUR FACTOR = 24 -HOUR FACTOR = CH -AREA REDUCTION FACTORS: _ .963 _ .963 .963 .994 .997 .998 UNIT HYDROGRAPH TIME UNIT = 10.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 16.650 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 14.00 MODEL TIME(HOURS) FOR END OF RESULTS = 20.00 - s s x a s= a x= x a= x a= a x a x a x a x s s x= x= x xx = a= xx x= a= a= a x s a x a x aax a x- UNIT HYDROGRAPH DETERMINATION ------------------------------------------------------ INTERVAL "S" GRAPH UNIT HYDROGRAPH ORDINATES(CFS) NUMBER MEAN VALUES •-------------------------------------------------- 1 1.448 71.996 2 5.242 188.572 j j 3 11.656 318.807 4 20.746 451.812 5 31.988 558.808 6 43.934 593.762 7 54.323 516.406 8 61.767 369.989 9 67.142 267.182 10 71.187 201.041 11 74.226 151.074 12 76.738 124.855 13 78.975 111.175 14 80.934 97.354 15 82.643 84.941 16 84.211 77.944 17 85.645 71.277 18 86.879 61.359 19 87.981 54.791 20 88.981 49.666 21 89.979 49.648 22 90.851 43.316 23 91.584 36.412 24 92.316 36.419 25 92.954 31.678 26 93.487 26.495 27 94.019 26.477 28 94.536 25.702 29 95.036 24.827 30 95.535 24.827 31 95.972 21.713 6 32 96.339 18.215 V --------------------------------------------------------------------------- TOTAL STORM RAINFALL(INCHES) = 7.89 TOTAL SOIL- LOSS(INCHES) = 5.41 TOTAL EFFECTIVE RAINFALL(INCHES) = 2.48 TOTAL SOIL -LOSS VOLUME(ACRE -FEET) = 370.5295 TOTAL STORM RUNOFF VOLUME(ACRE -FEET) = 169.6393 iw --------------------------------------- - - --------------------------------- m ill OR Yw E 0 br 33 96.705 18.203 34 97.040 16.652 35 97.340 14.915 36 97.639 14.880 3 37 97.908 13.364 38 98.141 11.592 39 98.375 _11.591 +� 40 98.577 10.052 41 98.743 8.280 iid 42 98.910 8.268 43 99.076 8.291 +*� 44 99.243 8.268 45 99.409 8.268 do 46 99.575 8.268 47 99.742 8.268 48 99.908 8.268 49 100.000 4.565 --------------------------------------------------------------------------- TOTAL STORM RAINFALL(INCHES) = 7.89 TOTAL SOIL- LOSS(INCHES) = 5.41 TOTAL EFFECTIVE RAINFALL(INCHES) = 2.48 TOTAL SOIL -LOSS VOLUME(ACRE -FEET) = 370.5295 TOTAL STORM RUNOFF VOLUME(ACRE -FEET) = 169.6393 iw --------------------------------------- - - --------------------------------- m ill OR Yw E 0 br : azsaasssasssssxzsszassszzsazaaas ssazssa azs as xz zc assxszsszz aasaasszsazsaasa 2 4 - H O U R S T O R M R U N O F F H Y D R O G R A P H �ssaas ass aaszazssszsss ssssssssa szsssz sxssasassxzzss asasz: ssa acassszzsaa sa sss HYDROGRAPH IN FIVE- MINUTE INTERVALS(CFS) do ------------------------------------------------------------ �TIME(HRS) VOLUME(AF) Q(CFS) - - - 0. - - - -- 100_0 - --------- - - -- - 200.0 300.0 400.0 -- - - - - -- .-------------------------- iIM 14.083 61.5273 83.59 Q V 14.167 62.1029 83.59 Q V 14.250 62.6939 85.81 Q V 14.333 63.2849 85.81 Q V 14.417 63.8939 88.42 Q V 14.500 64.5028 88.42 Q V 14.583 65.1326 91.45 Q. V 14.667 65.7624 91.45 Q. V IYi 14.750 66.4159 94.89 Q. V 14.833 67.0695 94.89 Q. V 14.917 67.7494 98.73 Q. V 15.000 68.4293 98.73 Q. V 15.083 69.1378 102.87 Q V 15.167 69.8463 102.87 Q V 15.250 70.5855 107.35 Q V 15.333 71.3248 107.35 Q V 15.417 72.0935 111.61 .Q V 15.500 72.8622 111.61 .Q V �w 15.583 73.6580 115.55 Q V 15.667 74.4538 115.55 Q V 10 15.750 75.2781 119.69 •Q V 15.833 76.1024 119.69 Q V 15.917 76.9896 128.82 Q V 16.000 77.8768 128.82 Q V 6 W 16.083 79.0185 165.78 Q V 16.167 80.1602 165.78 Q V + 16.250 81.6674 218.84 V•Q 16.333 83.1745 218.84 V•Q 16.417 85.0814 276.87 V Q 16.500 86.9882 276.87 V Q 16.583 89.2858 333.61 V Q 16.667 91.5833 333.61 V Q 16.750 94.1617 374.39 V Q 16.833 96.7402 374.39 V Q 44 16.917 99.3588 380.23 V Q 17.000 101.9774 380.23 V Q 17.083 104.3251 340.89 V Q 17.167 106.6729 340.89 V Q 17.250 108.5964 279.30 V Q 17.333 110.5200 279.30 VQ 17.417 112.1326 234.15 Q V 17.500 113.7453 234.15 Q V 17.583 115.1369 202.07 Q V 17.667 116.5286 202.07 Q V 17.750 117.7487 177.16 Q V 17.833 118.9688 177.16 Q V 17.917 120.0816 161.59 Q V 18.000 121.1945 161.59 Q V 18.083 122.2336 150.88 Q V 18.167 123.2728 150.88 Q V. 18.250 124.2440 141.02 Q V. 18.333 125.2151 141.02 Q V. 18.417 126.1289 132.67 Q V. 18.500 127.0426 132.67 Q V. 18.583 127.9154 126.74 Q V 18.667 128.7883 126.74 Q V 18.750 129.6223 121.09 Q V 18.833 130.4562 121.09 Q V '� 6'Z P" ��' «., r, r**, r•***, r**,.***, r, r**, r****************f****t r**« r , r * * * * * * * * *• * * * * * * FLOW PROCESS FROM NODE 9.00 TO NODE 10.00 IS CODE = 5.2 >>>>> MODEL CHANNEL ROUTING BY THE CONVEX METHOD <<<<< = axaaaasxsxxaxaa axxx= sxxasx xxsxaxasxxaassxxxsxxasxxxsss ssaxas ssaassxaxssaa THE MODIFIED C- ROUTING COEFFICIENT IS ESTIMATED IN ORDER TO ROUTE THE STREAM 2 INFLOW HYDROGRAPH BY 5- MINUTE INTERVALS(Reference: the National Engineering Handbook, Hydrology, Chapter 17, page 17 -52, August,1972, U.S. Department of Commerce). ASSUMED REGULAR CHANNEL I BASEWIDTH(FT) = 16.00 UPSTREAM ELEVATION = DOWNSTREAM ELEVATION = CHANNEL LENGTH(FT) = CONSTANT LOSS RATE(CFS) VFORMATION: CHANNEL Z = .00 1404.00 1385.00 4100.00 MANNING'S FACTOR = .014 .00 CHANNEL ROUTING COEFFICIENT ESTIMATED: MAXIMUM INFLOW(CFS) = 380.23 AVERAGE FLOWRATE IN EXCESS OF 50% MAXIMUM INFLOW = 293.37 CHANNEL NORMAL VELOCITY FOR Q = 293.37 CFS = 9.65 FPS ESTIMATED CHANNEL ROUTING COEFFICIENT = .850 (, MODIFIED CHANNEL ROUTING COEFFICIENT FOR 5- MINUTE UNIT INTERVALS IS CSTAR = .814 18.917 131.2477 114.91 .Q V 19.000 132.0391 114.91 .Q V LOSS 19.083 132.7980 110.19 .Q •V 19.167 133.5569 110.19 •Q •V 14.167 19.250 134.2887 106.26 Q •V 85.8 85.8 19.333 135.0206 106.26 Q •V 85.7 19.417 135.7351 103.74 Q V 87.5 19.500 136.4496 103.74 Q V - 19.583 137.1323 99.13 Q. V 14.833 19.667 137.8.150 99.13 Q. V 98.7 19.750 138.4682 94.84 Q. V 97.3 19.833 139.1214 94.84 Q. V 98.5 19.917 139.7598 92.70 Q. V 20.000 140.3983 92.70 Q. - V P" ��' «., r, r**, r•***, r**,.***, r, r**, r****************f****t r**« r , r * * * * * * * * *• * * * * * * FLOW PROCESS FROM NODE 9.00 TO NODE 10.00 IS CODE = 5.2 >>>>> MODEL CHANNEL ROUTING BY THE CONVEX METHOD <<<<< = axaaaasxsxxaxaa axxx= sxxasx xxsxaxasxxaassxxxsxxasxxxsss ssaxas ssaassxaxssaa THE MODIFIED C- ROUTING COEFFICIENT IS ESTIMATED IN ORDER TO ROUTE THE STREAM 2 INFLOW HYDROGRAPH BY 5- MINUTE INTERVALS(Reference: the National Engineering Handbook, Hydrology, Chapter 17, page 17 -52, August,1972, U.S. Department of Commerce). ASSUMED REGULAR CHANNEL I BASEWIDTH(FT) = 16.00 UPSTREAM ELEVATION = DOWNSTREAM ELEVATION = CHANNEL LENGTH(FT) = CONSTANT LOSS RATE(CFS) VFORMATION: CHANNEL Z = .00 1404.00 1385.00 4100.00 MANNING'S FACTOR = .014 .00 CHANNEL ROUTING COEFFICIENT ESTIMATED: MAXIMUM INFLOW(CFS) = 380.23 AVERAGE FLOWRATE IN EXCESS OF 50% MAXIMUM INFLOW = 293.37 CHANNEL NORMAL VELOCITY FOR Q = 293.37 CFS = 9.65 FPS ESTIMATED CHANNEL ROUTING COEFFICIENT = .850 (, MODIFIED CHANNEL ROUTING COEFFICIENT FOR 5- MINUTE UNIT INTERVALS IS CSTAR = .814 3 63 CONVEX METHOD CHANNEL ROUTING RESULTS: OUTFLOW LESS MODEL INFLOW ROUTED LOSS TIME (HRS) (STREAM 2) (CFS) FLOW (CFS) (STREAM 2) (CFS) 14.083 83.6 81.6 81.6 14.167 83.6 82.9 82.9 14.250 14.333 85.8 85.8 83.5 85.0 83.5 85.0 14.417 88.4 85.7 85.7 14.500 88.4 87.5 87.5 14.583 14.667 91.4 91.4 88.2 90.3 88.2 90.3 14.750 94.9 91.2 91.2 14.833 94.9 93.6 93.6 14.917 98.7 94.7 94.7 15.000 98.7 97.3 97.3 15.083 102.9 98.5 98.5 15.167 102.9 101.4 101.4 15.250 107.3 102.6 102.6 15.333 107.3 105.7 105.7 15.417 111.6 107.0 107.0 15.500 111.6 110.1 110.1 3 63 15.583 115.6 111.3 111.3 15.667 115.6 114.1 114.1 15.750 119.7 115.3 115.3 15.833 119.7 118.2 118.2 15.917 128.8 119.4 119.4 16.000 128.8 125.6 125.6 16.083 165.8 128.2 128.2 16.167 165.8 152.7 152.7 16.250 218.8 163.3 163.3 16.333 218.8 199.7 199.7 16.417 276.9 215.3 215.3 16.500 276.9 255.8 255.8 16.583 333.6 273.0 273.0 16.667 333.6 312.9 312.9 16.750 374.4 329.8 329.8 16.833 374.4 359.3 359.3 Iy 16.917 380.2 371.6 371.6 17.000 380.2 377.7 377.7 17.083 340.9 379.7 379.7 40 17.167 340.9 354.6 354.6 41 j 17.250 279.3 343.4 343.4 17.333 279.3 301.4 301.4 17.417 234.2 283.4 283.4 17.500 234.2 250.8 250.8 p 17.583 202.1 237.2 237.2 17.667 202.1 213.9 213.9 17.750 177.2 204.3 204.3 17.833 177.2 186.3 186.3 If 17.917 161.6 178.9 178.9 18.000 161.6 167.4 167.4 18.083 150.9 162.7 162.7 18.167 150.9 154.8 154.8 18.250 141.0 151.6 151.6 18.333 141.0 144.6 144.6 18.417 132.7 141.7 141.7 18.500 132.7 135.7 135.7 18.583 126.7 133.2 133.2 18.667 126.7 128.9 128.9 18.750 121.1 127.1 127..1 18.833 121.1 123.2 123.2 ri 18.917 114.9 121.5 121.5 19.000 114.9 117.2 117.2 19.083 19.167 110.2 110.2 115.3 111.9 115.3 111.9 19.250 106.3 110.5 110.5 19.333 106.3 107.7 107.7 19.417 103.7 106.5 106.5 19.500 103.7 104.7 104.7 19.583 99.1 103.9 103.9 19.667 99.1 100.8 100.8 19.750 94.8 99.4 99.4 19.833 94.8 96.4 96.4 19.917 92.7 95.1 95.1 20.000 92.7 93.5 93.5 PROCESS SUMMARY OF STORAGE: INFLOW VOLUME = 169.639 AF OUTFLOW VOLUME = 169.639 AF 3 LOSS VOLUME _ .000 AF x ***, r, r*, r********, r*****, r***., r** r r* r r* r** r* r r r* r** *• * * * * * * * • * * * * * * * * * *,r * * *,r * * ** -3 FLOW PROCESS FROM NODE -- 1_00 - TO - NODE - - - - -- ------------- 10.00 IS CODE = - - - 1 - - - - -- ------ - - - - -- ------------ >>>>>UNIT- HYDROGRAPH ANALYSIS <<<<< (UNIT- HYDROGRAPH ADDED TO STREAM #3) WATERSHED AREA = 2562.000 ACRES 6q I G BASEFLOW = .000 CFS /SQUARE -MILE *USER ENTERED "LAG" TIME = 1.119 HOURS VALLEY(DEVELOPED): "S" -CURVE PERCENTAGE(DECIMAL NOTATION) _ .040 FOOTHILL "S" -CURVE PERCENTAGE(DECIMAL NOTATION) _ .000 MOUNTAIN "S" -CURVE PERCENTAGE(DECIMAL NOTATION) _ .000 VALLEY(UNDEVELOPED) /DESERT: "S" -CURVE PERCENTAGE(DECIMAL NOTATION) _ .960 MAXIMUM WATERSHED LOSS RATE(INCH /HOUR) _ .810 LOW LOSS FRACTION = .710 * HYDROGRAPH MODEL #2 SPECIFIED* SPECIFIED PEAK 5- MINUTES RAINFALL(INCH)- .45 SPECIFIED PEAK 30- MINUTES RAINFALL(INCH)= .92 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 1.22 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 2.30 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 3.40 SPECIFIED PEAK 24 -HOUR RAINFALL(INCH) = 7.90 a- UNIT HYDROGRAPH DETERMINATION ---------------- PRECIPITATION DEPTH -AREA REDUCTION FACTORS: - - - - -- ---------------------------------------------------- 5- MINUTE FACTOR = .886 INTERVAL 30- MINUTE FACTOR = .886 1 -HOUR FACTOR = .886 ORDINATES(CFS) 3 -HOUR FACTOR = .983 1.273 6 -HOUR FACTOR = .991 2 24 -HOUR FACTOR = .995 UNIT HYDROGRAPH TIME UNIT = 10.000 MINUTES 9.612 UNIT INTERVAL PERCENTAGE OF LAG -TIME = 14.894 RUNOFF HYDROGRAPH LISTING LIMITS: 1131.462 MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 14.00 26.366 MODEL TIME(HOURS) FOR END OF RESULTS = 20.00 a- UNIT HYDROGRAPH DETERMINATION ---------------- - - - - -- ---------------------------------------------------- INTERVAL S GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) ---------------------------------------------------------------------------- ® 1 1.273 197.252 2 4.390 482.928 3 9.612 808.849 4 16.915 1131.462 5 26.366 1464.127 6 36.857 1625.252 7 47.551 1656.845 8 56.229 1344.294 9 62.722 1005.977 10 67.611 757.357 11 71.386 584.905 12 74.286 449.187 13 76.618 361.292 14 78.764 332.482 15 80.580 281.255 16 82.227 255.256 ' 17 83.677 224.546 18 84.999 204.829 19 86.235 191.571 20 21 87.301 88.278 165.046 151.412 22 89.149 134.934 23 90.018 134.621 ® 24 25 90.852 91.510 129.225 101.882 26 92.139 97.453 27 92.766 97.201 1 65 T 28 93.287 80.623 29 93.744 70.873 30 94.202 70.892 31 94.651 69.526 32 95.080 66.562 33 95.509 66.407 34 95.928 64.867 35 96.260 51.525 36 96.575 48.796 37 96.889 48.679 38 97.171 43.686 39 97.429 39.863 40 97.686 39.863 41 97.929 37.603 42 98.131 31.399 43 98.332 31.010 44 98.528 30.423 45 98.682 23.949 46 98.826 22.195 47 98.969 22.116 48 99.112 22.195 49 99.255 22.116 50 99.397 22.116 51 99.540 22.117 52 99.683 22.116 53 99.826 22.116 54 99.968 22.117 55 100.000 4.909 TOTAL STORM RAINFALL(INCHES) = 7.86 TOTAL SOIL - LOSS(INCHES) = 5.36 TOTAL EFFECTIVE RAINFALL(INCHES) = 2.50 TOTAL SOIL -LOSS VOLUME(ACRE -FEET) = 1143.9490 TOTAL STORM RUNOFF VOLUME(ACRE -FEET) = 533.7439 66 = ssasxs= xszssxssxssx sxxas sxsxssxaaaxxss xassssa ssxxsa ssx sss xs sss :xssasssxxxa 2 4 - H O U R S T O R M R U N O F F H Y D R O G R A P H s a sz a s x s s x x a x x ss x x s s s s x a s s a a s x x s x a a xz s s x s as s s a x s ss z s --- == s xs ss s s s¢a xx z s z z ss s HYDROGRAPH IN FIVE- MINUTE INTERVALS(CFS) - ------------------------ --- ------------ ------------ fIME(HRS) VOLUME(AF) Q(CFS) 0. 275.0 550.0 825.0 1100.0 - -_ - -- :. 14. 083 - - -- 195. 2867 - - -- 267. 60----------- Q- ___ ------ :--------- :------- V 14.167 197.1297 267.60 Q. V 14.250 199.0253 275.24 Q V 14.333 200.9209 275.24 Q V 14.417 202.8809 284.59 Q V 14.500 204.8410 284.59 Q V 14.583 206.8774 295.69 Q V pq 14.667 208.9139 295.69 Q V 14.750 211.0397 308.67 .Q V 14.833 213.1655 308.67 Q V 14.917 215.3902 323.03 Q V 15.000 217.6149 323.03 .Q V Ll 15.083 219.9462 338.50 Q V 15.167 222.2775 338.50 Q V 15.250 224.7168 354.18 Q V 1" 15.333 227.1560 354.18 Q V 15.417 229.6883 367.69 Q V 15.500 232.2206 367.69 Q V 15.583 234.8306 378.97 Q V 15.667 237.4405 378.97 Q V 15.750 240.1219 389.34 Q V 15.833 242.8034 389.34 Q V 15.917 245.6199 408.97 Q V - 16.000 248.4365 408.97 Q V - 16.083 251.8245 491.94 QV 16.167 255.2125 491.94 Q V. 16.250 259.3643 602.85 V•Q P 16.333 263.5162 602.85 V•Q 16.417 268.5136 725.62 V Q 16.500 273.5110 725.62 V Q 16.583 279.3607 849.38 V Q 16.667 285.2105 849.38 V Q 16.750 291.8687 966.77 V Q 16.833 298.5269 966.77 V Q 16.917 305.5546 1020.42 V Q - 17.000 312.5822 1020.42 V Q 17.083 319.5544 1012.36 V Q 17.167 326.5265 1012.36 V Q 17.250 332.6778 893.16 V Q 17.333 338.8290 893.16 V Q 17.417 344.1152 767.55 V Q 17.500 349.4014 767.55 VQ 17.583 354.0056 668.54 Q V 17.667 358.6099 668.54 Q V 17.750 362.6862 591.87 •Q V 17.833 366.7624 591.87 Q V 17.917 370.3986 527.97 Q. V 18.000 374.0347 527.97 Q. V 18.083 377.3544 482.02 Q V 18.167 380.6741 482.02 Q V 18.250 383.8073 454.94 Q V 18.333 386.9405 454.94 Q V 18.417 389.8629 424.33 Q V. 18.500 392.7853 424.33 Q V. 18.583 395.5649 403.59 Q V- 18.667 398.3445 403.59 Q V. 18.750 400.9854 383.47 Q V 18.833 403.6264 383.47 Q V FLOW PROCESS FROM NODE 10.00 TO NODE 11.00'IS CODE - 5.2 ---------------------------------------------------------------------------- >>>>> MODEL CHANNEL ROUTING BY THE CONVEX METHOD <<<<< s z z a s a s s a z a aaz s a x s s a s sa a s cz x s s s a s s s xx x ca ss a a a a a s a a a a x a: s as s a a x s a a asa a z as a a a THE MODIFIED C- ROUTING COEFFICIENT IS ESTIMATED IN ORDER TO ROUTE THE STREAM 3 INFLOW HYDROGRAPH BY 5- MINUTE INTERVALS(Reference: the National Engineering Handbook, Hydrology, Chapter 17, page 17 -52, August,1972, U.S. Department of Commerce). ASSUMED REGULAR CHANNEL INFORMATION: BASEWIDTH(FT) = 16.00 CHANNEL Z = .00 UPSTREAM ELEVATION = 1385.00 DOWNSTREAM ELEVATION = 1348.00 CHANNEL LENGTH(FT) = 4600.00 MANNING'S FACTOR = .014 CONSTANT LOSS RATE(CFS) _ .00 4y CHANNEL ROUTING COEFFICIENT ESTIMATED: MAXIMUM INFLOW(CFS) = 1020.42 AVERAGE FLOWRATE IN EXCESS OF 50% MAXIMUM INFLOW = 784.23 CHANNEL NORMAL VELOCITY FOR Q = 784.23 CFS = 16.10 FPS ESTIMATED CHANNEL ROUTING COEFFICIENT = .905 MODIFIED CHANNEL ROUTING COEFFICIENT FOR 5- MINUTE UNIT INTERVALS IS CSTAR = .926 (� 18.917 406.1637 368.41 Q V 19.000 408.7010 368.41 Q V LOSS 19.083 411.1487 355.42 Q V 19.167 19.250 413.5965 415.9334 355.42 339.32 Q Q V -V 14.083 19.333 418.2703 339.32 Q •V 267.6 19.417 420.5277 327.78 .Q •V 268.6 19.500 19.583 422.7852 424.9636 327.78 316.30 .Q .Q V V - 274.7 19.667 427.1419 316.30 .Q V 19.750 429.2741 309.59 .Q V 14.583 19.833 431.4063 309.59 .Q V 295.7 19.917 433.4768 300.63 Q V 297.3 20.000 435.5473 300.63 Q V FLOW PROCESS FROM NODE 10.00 TO NODE 11.00'IS CODE - 5.2 ---------------------------------------------------------------------------- >>>>> MODEL CHANNEL ROUTING BY THE CONVEX METHOD <<<<< s z z a s a s s a z a aaz s a x s s a s sa a s cz x s s s a s s s xx x ca ss a a a a a s a a a a x a: s as s a a x s a a asa a z as a a a THE MODIFIED C- ROUTING COEFFICIENT IS ESTIMATED IN ORDER TO ROUTE THE STREAM 3 INFLOW HYDROGRAPH BY 5- MINUTE INTERVALS(Reference: the National Engineering Handbook, Hydrology, Chapter 17, page 17 -52, August,1972, U.S. Department of Commerce). ASSUMED REGULAR CHANNEL INFORMATION: BASEWIDTH(FT) = 16.00 CHANNEL Z = .00 UPSTREAM ELEVATION = 1385.00 DOWNSTREAM ELEVATION = 1348.00 CHANNEL LENGTH(FT) = 4600.00 MANNING'S FACTOR = .014 CONSTANT LOSS RATE(CFS) _ .00 4y CHANNEL ROUTING COEFFICIENT ESTIMATED: MAXIMUM INFLOW(CFS) = 1020.42 AVERAGE FLOWRATE IN EXCESS OF 50% MAXIMUM INFLOW = 784.23 CHANNEL NORMAL VELOCITY FOR Q = 784.23 CFS = 16.10 FPS ESTIMATED CHANNEL ROUTING COEFFICIENT = .905 MODIFIED CHANNEL ROUTING COEFFICIENT FOR 5- MINUTE UNIT INTERVALS IS CSTAR = .926 (� CONVEX METHOD CHANNEL ROUTING RESULTS: OUTFLOW LESS MODEL INFLOW ROUTED LOSS TIME (STREAM 3) FLOW .(STREAM 3) (HRS) (CFS) (CFS) (CFS) 14.083 267.6 262.2 262.2 14.167 267.6 267.2 267.2 14.250 275.2 268.6 268.6 14.333 275.2 274.7 274.7 14.417 284.6 276.4 276.4 14.500 284.6 284.0 284.0 14.583 295.7 286.0 286.0 14.667 295.7 295.0 295.0 14.750 308.7 297.3 297.3 14.833 308.7 307.8 307.8 14.917 323.0 310.4 310.4 15.000 323.0 322.1 322.1 15.083 338.5 324.9 324.9 15.167 338.5 337.5 337.5 15.250 354.2 340.4 340.4 15.333 354.2 353.2 353.2 15.417 367.7 355.8 355.8 15.500 367.7 366.8 366.8 6g (UNIT- HYDROGRAPH ADDED TO STREAM #4) WATERSHED AREA = 4182.000 ACRES 63 lif 15.583 379.0 369.1 369.1 15.667 379.0 378.2 378.2 15.750 389.3 380.2 380.2 15.833 389.3 388.7 388.7 15.917 409.0 391.8 391.8 16.000 40.0 407.7 407.7 16.083 491.9 419.5 419.5 16.167 491.9 486.6 486.6 16.250 602.8 505.8 505.8 16.333 602.8 595.6 595.6 26.417 725.6 618.1 618.1 16.500 725.6 717.6 717.6 16.583 849.4 740.9 740.9 16.667 849.4 841.3 841.3 16.750 966.8 863.8 863.8 16.833 966.8 959.1 959.1 16.917 1020.4 973.1 973.1 17.000 1020.4 1016.9 1016.9 17.083 1012.4 1019.1 1019.1 17.167 1012.4 1012.9 1012.9 L 17.250 893.2 997.1 997.1 17.333 893.2 900.9 900.9 17.417 767.6 877.6 877.6 P* 17.500 767.6 775.7 775.7 hy 17.583 668.5 755.5 755.5 17.667 668.5 675.0 675.0 17.750 591.9 659.2 659.2 17.833 591.9 596.9 596.9 17.917 528.0 584.0 584.0 18.000 528.0 532.1 532.1 18.083 482.0 522.4 522.4 18.167 482.0 485.0 485.0 18.250 454.9 478.8 478.8 18.333 454.9 456.7 456.7 18.417 424.3 451.1 451.1 18.500 424.3 426.3 426.3 j 18.583 403.6 421.8 421.8 18.667 403.6 404.9 404.9 18.750 383.5 401.1 401.1 18.833 383.5 384.8 384.8 18.917 368.4 381.6 381.6 19.000 368.4 369.4 369.4 19.083 355.4 366.8 366.8 19.167 355.4 356.3 356.3 19.250 339.3 353.4 353.4 19.333 339.3 340.4 340.4 19.417 327.8 337.9 337.9 19.500 327.8 328.5 328.5 19.583 316.3 326.4 326.4 19.667 316.3 317.0 317.0 19.750 19.833 309.6 309.6 315.5 310.0 315.5 310.0 19.917 300.6 308.5 308.5 20.000 300.6 301.2 301.2 PROCESS SUMMARY OF STORAGE: INFLOW VOLUME = 533.744 AF OUTFLOW VOLUME = 533.743 AF LOSS VOLUME _ .000 AF FLOW PROCESS - FROM - NODE - - - -- 1_00 - TO - NODE 11.00 IS CODE = - - - 1 >> >>>UNIT- HYDROGRAPH ANALYSIS <<<<< (UNIT- HYDROGRAPH ADDED TO STREAM #4) WATERSHED AREA = 4182.000 ACRES 63 lif RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 14.00 MODEL TIME(HOURS) FOR END OF RESULTS = 20.00 IAA UNIT HYDROGRAPH DETERMINATION BASEFLOW = .000 CFS /SQUARE -MILE *USER ENTERED "LAG" TIME 1.198 HOURS INTERVAL S GRAPH VALLEY(DEVELOPED): NUMBER "S" -CURVE PERCENTAGE(DECIMAL NOTATION) _ .090 FOOTHILL "S" -CURVE PERCENTAGE(DECIMAL NOTATION) _ .000 295.553 MOUNTAIN "S" -CURVE PERCENTAGE(DECIMAL NOTATION) _ .000 3.917 VALLEY(UNDEVELOPED) /DESERT: 3 "S" -CURVE PERCENTAGE(DECIMAL NOTATION) _ .910 p „ MAXIMUM WATERSHED LOSS RATE(INCH /HOUR) _ .780 14.873 1625.792 LOW LOSS FRACTION = .690 5 23.288 * HYDROGRAPH MODEL #2 SPECIFIED* 6 SPECIFIED PEAK 5- MINUTES RAINFALL(INCH)= .45 2411.945 SPECIFIED PEAK 30- MINUTES RAINFALL(INCH)= .92 42.898 2546.974 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) - 1.22 8 52.345 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 2.30 9 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 3.40 1847.350 SPECIFIED PEAK 24 -HOUR RAINFALL(INCH) = 7.90 65.148 1390.236 PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 11 69.537 5- MINUTE FACTOR = .813 12 30- MINUTE FACTOR = .813 846.659 1 -HOUR FACTOR = .813 75.517 665.721 3 -HOUR FACTOR = .972 14 77.696 6 -HOUR FACTOR = .986 15 24 -HOUR FACTOR = .992 505.292 UNIT HYDROGRAPH TIME UNIT = 10.000 MINUTES 81.371 423.907 UNIT INTERVAL PERCENTAGE OF LAG -TIME = 13.912 17 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 14.00 MODEL TIME(HOURS) FOR END OF RESULTS = 20.00 IAA UNIT HYDROGRAPH DETERMINATION 70 INTERVAL S GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) -------------------------------------------------------------------------- 1 1.169 295.553 2 3.917 694.898 3 8.444 1144.963 p „ 4 14.873 1625.792 5 23.288 2127.870 6 32,826 2411.945 7 42.898 2546.974 8 52.345 2389.058 9 59.650 1847.350 10 65.148 1390.236 11 69.537 1109.861 12 72,885 846.659 13 75.517 665.721 14 77.696 550.988 15 79.694 505.292 16 81.371 423.907 17 82.901 387.038 18 84,224 334.551 19 85.433 305.692 20 86.565 286.329 21 87.560 251.489 22 88.480 232.808 23 89,288 204.103 24 90.071 198.030 25 90.854 198.030 26 91.543 174.270 27 92.103 141.537 70 IN TOTAL STORM RAINFALL(INCHES) = 7.83 TOTAL SOIL- LOSS(INCHES) = 5.23 TOTAL EFFECTIVE RAINFALL(INCHES) = 2.61 ww TOTAL SOIL -LOSS VOLUME(ACRE -FEET) = 1821.2820 TOTAL STORM RUNOFF VOLUME(ACRE -FEET) = 908.2678 --------------------------------------------------------------------------- N f' fl 28 92.660 140.858 29 93.212 139.660 30 93.660 113.334 31 94.065 102.412 32 94.470 102.478 33 94.870 101.054 34 95.251 96.468 35 36 95.631 96.011 95.986 96.080 37 96.334 81.736 38 96.612 70.364 39 96.891 70.364 40 97.164 69.072 41 97.399 59.446 42 97.627 57.633 43 97.855 57.637 44 98.063 52.788 45 98.241 44.907 46 98.418 44.778 !�1 47 98.594 44.390 48 98.733 35.280 49 98.860 32.112 50 98.986 31.921 51 99.113 32.048 52 99.239 31.921 53 99.366 31.919 54 99.492 31.921 �* 55 99.618 31.921 56 99.744 31.919 57 99.870 31.921 58 99.997 31.921 59 100.000 .843 IN TOTAL STORM RAINFALL(INCHES) = 7.83 TOTAL SOIL- LOSS(INCHES) = 5.23 TOTAL EFFECTIVE RAINFALL(INCHES) = 2.61 ww TOTAL SOIL -LOSS VOLUME(ACRE -FEET) = 1821.2820 TOTAL STORM RUNOFF VOLUME(ACRE -FEET) = 908.2678 --------------------------------------------------------------------------- N f' fl s x z x s a z a a a a a s s x x a x a xa a x a s x. x ac x s x s as asz s ssaxaax ss a s sass s x s s s a a x: o s xs s s s s sc 2 4 - H O U R T 0 R M R U N O F F H Y D R 0 G R A P H s�ssxexaxsxaaxaxsz�z axzcx xocx.cc.oxz =xsz ssa: xx ac ssxx ssxa :sxsxsxsxzas seo axc as INTERVALS(CFS) HYDROGRAPH IN FIVE- MINUTE 6 ..IME(HRS) -------------------------------------------------------------------------- VOLUME(AF) Q(CFS) 0. 400.0 800.0 1200.0 1600.0 -- - - - - -- - - - - -- ------------------------- 14.083 337.3031 465.50 V--- •Q 14.167 340.5090 465.50 •Q V ' 14.250 343.8123 479.64 V •Q ' 14.333 347.1156 479.64 •Q V ' 14.417 350.5404 497.28 Q V ' Q V ' 14.500 353.9652 497.28 14.583 357.5375 518.70 Q V ' I� 14.667 361.1099 518.70 Q V ' 14.750 364.8568 544.06 Q V ' 14.833 368.6038 544.06 Q V ' 14.917 372.5443 572.17 Q V ' I� 15.000 376.4849 572.17 Q V ' 15.083 380.6331 602.32 QV 15.167 384.7814 602.32 QV ' 15.250 389.1415 633.09 Q V ' 15.333 393.5016 633.09 Q V ' 15.417 398.0317 657.76 QV ' 15.500 402.5617 657.76 QV ' 15.583 407.2197 676.34 QV ' PR 15.667 411.8777 676.34 Q V 15.750 416.6399 691.47 QV 15.833 421.4020 691.47 QV ' 15.917 426.3194 714.00 QV ' 16.000 431.2367 714.00 QV 16.083 436.8602 816.53 VQ 16.167 442.4837 816.53 VQ ' 16.250 449.0002 946.19 V. Q 00 16.333 455.5166 946.19 V Q 16.417 463.0305 1091.02 V Q ' 16.500 470.5444 1091.02 V Q 16.583 479.1276 1246.29 V Q ' 16.667 487.7108 1246.29 •V Q Q 16.750 497.3786 1403.76 V Q 16.833 507.0464 1403.76 V ' Q 16.917 517.3476 1495.73 V ' V Q 17.000 527.6488 1495.73 Q 17.083 538.1864 1530.06 V ' Q 17.167 548.7240 1530.06 V ' V Q 17.250 558.8055 1463.83 ' Q 17.333 568.8870 1463.83 V ' 17.417 577.7769 1290.83 V Q 17.500 586.6669 1290.83 V Q ' 17.583 594.5269 1141.27 V Q ' 17.667 602.3868 1141.27 V Q 17.750 609.4868 1030.91 QV ' 17.833 616.5868 1030.91 Q V ' 17.917 622.9465 923.44 - Q V ' 18.000 629.3063 923.44 Q V 18.083 635.0882 839.53 Q V 18.167 640.8701 839.53 Q V 18.250 646.2200 776.80 Q. V ' 18.333 651.5698 776.80 735.08 Q. V Q V 18.417 656.6324 18.500 661.6949 735.08 Q V. 18.583 666.4391 688.85 Q V. ' 18.667 671.1832 688.85 657.92 Q V. ' Q V. ' 18.750 675.7144 18.833 680.2456 657.92 Q V. 7Z w � •, r**, r, r**, r*, r*« x, r, rr****, r****, r*** r** r r* r r r r** r t** r r* rrr** �r , r * * * * * * * * * * * «* FLOW PROCESS FROM NODE 11.00 TO NODE 12.00 IS CODE = 5.2 ---------------------------------------------------------------------------- >>>>> MODEL CHANNEL ROUTING BY THE CONVEX METHOD<<<<< ssexx =xs =sass sxsxxssxaesssseeeesssss =seas ss= xeassxassssscaxaasss =xxcsa ssass THE MODIFIED C- ROUTING COEFFICIENT IS ESTIMATED IN ORDER TO ROUTE THE STREAM 4 INFLOW HYDROGRAPH BY 5- MINUTE i INTERVALS(Reference: the National Engineering Handbook, Hydrology, Chapter 17, page 17 -52, August,1972, U.S. Department of Commerce). ASSUMED REGULAR CHANNEL T BASEWIDTH(FT) = 18.00 UPSTREAM ELEVATION = DOWNSTREAM ELEVATION = CHANNEL LENGTH(FT) _ CONSTANT LOSS RATE(CFS) vFORMATION: CHANNEL Z = .00 1348.00 1310.00 4100.00 MANNING'S FACTOR = .014 .00 CHANNEL ROUTING COEFFICIENT ESTIMATED: MAXIMUM INFLOW(CFS) = 1530.06 AVERAGE FLOWRATE IN EXCESS OF 50%' MAXIMUM INFLOW = 1142.58 CHANNEL NORMAL VELOCITY FOR Q = 1142.58 CFS = 18.70 FPS ESTIMATED CHANNEL ROUTING COEFFICIENT = .917 MODIFIED CHANNEL ROUTING COEFFICIENT FOR 5- MINUTE UNIT INTERVALS IS CSTAR = .963 18.917 684.5563 625.91 Q V 19.000 688.8671 625.91 Q V LOSS 19.083 693.0202 603.04 Q V 3 19.167 19.250 697.1733 701.1902 603.04 583.25 Q Q V . V 14.083 19.333 705.2072 583.25 Q V 465.5 19.417 709.0655 560.23 Q V 470.0 19.500 712.9238 560.23 Q V 479.3 19.583 716.6598 542.46 Q •V 19.667 720.3958 542.46 Q .V 14.583 19.750 724.0024 523.69 Q V - 518.7 19.833 727.6091 523.69 Q V qA 19.917 731.1335 511.74 Q V 543.4 20.000 734.6578 511.74 Q V � •, r**, r, r**, r*, r*« x, r, rr****, r****, r*** r** r r* r r r r** r t** r r* rrr** �r , r * * * * * * * * * * * «* FLOW PROCESS FROM NODE 11.00 TO NODE 12.00 IS CODE = 5.2 ---------------------------------------------------------------------------- >>>>> MODEL CHANNEL ROUTING BY THE CONVEX METHOD<<<<< ssexx =xs =sass sxsxxssxaesssseeeesssss =seas ss= xeassxassssscaxaasss =xxcsa ssass THE MODIFIED C- ROUTING COEFFICIENT IS ESTIMATED IN ORDER TO ROUTE THE STREAM 4 INFLOW HYDROGRAPH BY 5- MINUTE i INTERVALS(Reference: the National Engineering Handbook, Hydrology, Chapter 17, page 17 -52, August,1972, U.S. Department of Commerce). ASSUMED REGULAR CHANNEL T BASEWIDTH(FT) = 18.00 UPSTREAM ELEVATION = DOWNSTREAM ELEVATION = CHANNEL LENGTH(FT) _ CONSTANT LOSS RATE(CFS) vFORMATION: CHANNEL Z = .00 1348.00 1310.00 4100.00 MANNING'S FACTOR = .014 .00 CHANNEL ROUTING COEFFICIENT ESTIMATED: MAXIMUM INFLOW(CFS) = 1530.06 AVERAGE FLOWRATE IN EXCESS OF 50%' MAXIMUM INFLOW = 1142.58 CHANNEL NORMAL VELOCITY FOR Q = 1142.58 CFS = 18.70 FPS ESTIMATED CHANNEL ROUTING COEFFICIENT = .917 MODIFIED CHANNEL ROUTING COEFFICIENT FOR 5- MINUTE UNIT INTERVALS IS CSTAR = .963 CONVEX METHOD CHANNEL ROUTING RESULTS: OUTFLOW .LESS MODEL INFLOW ROUTED LOSS TIME (STREAM 4) FLOW .(STREAM 4) MRS) (CFS) (CFS) (CFS) 14.083 465.5 458.0 458.0 14.167 465.5 465.2 465.2 14.250 479.6 470.0 470.0 14.333 479.6 479.3 479.3 14.417 497.3 485.2 485.2 14.500 497.3 496.8 496.8 14.583 518.7 504.1 504.1 14.667 518.7 518.2 518.2 14.750 544.1 526.7 526.7 14.833 544.1 543.4 543.4 14.917 572.2 553.0 553.0 15.000 572.2 571.5 571.5 15.083 602.3 581.7 581.7 15.167 602.3 601.6 601.6 15.250 633.1 612.1 612.1 15.333 633.1 632.3 632.3 15.417 657.8 640.9 640.9 15.500 657.8 657.1 657.1 7 3 15.583 676.3 663.6 663.6 15.667 676.3 675.9 675.9 15.750 691.5 681.1 681.1 15.833 691.5 691.1 691.1 15.917 714.0 698.6 698.6 16.000 714.0 713.4 713.4 16.083 816.5 746.6 746.6 OR 16.167 816.5 814.0 814.0 16.250 946.2 857.6 857.6 16.333 946.2 942.9 942.9 16.417 1091.0 992.1 992.1 16.500 1091.0 1087.4 1087.4 16.583 1246.3 1140.2 1140.2 16.667 1246.3 1242.4 1242.4 16.750 1403.8 1296.2 1296.2 16.833 1403.8 1399.8 1399.8 16.917 1495.7 1432.8 1432.8 17.000 1495.7 1493.4 1493.4 17.083 1530.1 1506.6 1506.6 17.167 1530.1 1529.2 1529.2 ter 17.250 1463.8 1509.0 1509.0 17.333 1463.8 1465.5 1465.5 17.417 1290.8 1408.9 1408.9 17.500 1290.8 1295.2 1295.2 rr+ 17.583 1141.3 1243.5 1243.5 17.667 1141.3 1145.0 1145.0 17.750 1030.9 1106.3 1106.3 �.� 17.833 1030.9 1033.7 1033.7 hr 17.917 923.4 996.9 996.9 18.000 923.4 926.1 926.1 ,we 18.083 839.5 896.9 896.9 18.167 839.5 841.6 841.6 18.250 776.8 819.7 819.7 18.333 776.8 778.4 778.4 18.417 735.1 763.6 763.6 18.500 735.1 736.1 736.1 ON 18.583 688.9 720.4 720.4 18.667 688.9 690.0 690.0 an 18.750 657.9 679.1 679.1 18.833 657.9 658.7 658.7 iw 18.917 625.9 647.8 647.8 19.000 625.9 626.7 626.7 19.083 603.0 618.7 618.7 19.167 603.0 603.6 603.6 19.250 583.3 596.8 596.8 19.333 583.3 583.8 583.8 w. 19.417 560.2 576.0 576.0 19.500 560.2 560.8 560.8 19.583 542.5 554.6 554.6 19.667 542.5 542.9 542.9 19.750 523.7 536.5 536.5 19.833 523.7 524.2 524.2 19.917 511.7 519.9 519.9 20.000 511.7 512.0 512.0 PROCESS SUMMARY OF STORAGE: INFLOW VOLUME = 908.269 AF OUTFLOW VOLUME = 908.269 AF LOSS VOLUME _ .000 AF FLOW PROCESS FROM NODE 1.00 TO NODE 12.00 IS CODE = 1 >>>>>UNIT- HYDROGRAPH ANALYSIS <<<<< (UNIT - HYDROGRAPH ADDED TO STREAM #5) WATERSHED AREA = 5422.000 ACRES SPECIFIED PEAK 5- MINUTES RAINFALL(INCH)= .45 SPECIFIED PEAK 30- MINUTES RAINFALL(INCH)= .92 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 1.22 ww SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 2.30 6w SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 3.40 SPECIFIED PEAK 24 -HOUR RAINFALL(INCH) = 7.90 PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5- MINUTE FACTOR = .775 30- MINUTE FACTOR = .775 1 -HOUR FACTOR = .775 3 -HOUR FACTOR = .963 6 -HOUR FACTOR = .982 24 -HOUR FACTOR = .989 w UNIT HYDROGRAPH TIME UNIT = 10.000 MINUTES �j UNIT INTERVAL PERCENTAGE OF LAG -TIME = 13.238 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 14.00 MODEL TIME(HOURS) FOR END OF RESULTS = 20.00 c x a s s s s o s s s x= a s e x a s x c s e x s s o x s s a x s e= x s x c s s s= s s x s s s s x s s s x a sx s m s x s s x c a s x= s s x x s UNIT HYDROGRAPH DETERMINATION BASEFLOW = .000 CFS /SQUARE -MILE --------------------------------------------------------------------------- u/ *USER ENTERED "LAG" TIME = 1.259 HOURS "S" GRAPH UNIT HYDROGRAPH VALLEY(DEVELOPED): NUMBER MEAN VALUES ORDINATES(CFS) "S" -CURVE PERCENTAGE(DECIMAL NOTATION) _ .070 - - - - -- 367.184 FOOTHILL "S" -CURVE PERCENTAGE(DECIMAL NOTATION) _ .000 842.658 MOUNTAIN "S" -CURVE PERCENTAGE(DECIMAL NOTATION) = .000 1353.312 VALLEY(UNDEVELOPED) /DESERT: 4 13.689 1925.104 "S" -CURVE PERCENTAGE(DECIMAL NOTATION) = .930 2521.699 MAXIMUM WATERSHED LOSS RATE(INCH /HOUR) _ .790 30.263 2912.078 LOW LOSS FRACTION = .700 7 39.752 3111.110 * HYDROGRAPH MODEL #2 SPECIFIED* 8 49.216 SPECIFIED PEAK 5- MINUTES RAINFALL(INCH)= .45 SPECIFIED PEAK 30- MINUTES RAINFALL(INCH)= .92 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 1.22 ww SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 2.30 6w SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 3.40 SPECIFIED PEAK 24 -HOUR RAINFALL(INCH) = 7.90 PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5- MINUTE FACTOR = .775 30- MINUTE FACTOR = .775 1 -HOUR FACTOR = .775 3 -HOUR FACTOR = .963 6 -HOUR FACTOR = .982 24 -HOUR FACTOR = .989 w UNIT HYDROGRAPH TIME UNIT = 10.000 MINUTES �j UNIT INTERVAL PERCENTAGE OF LAG -TIME = 13.238 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 14.00 MODEL TIME(HOURS) FOR END OF RESULTS = 20.00 c x a s s s s o s s s x= a s e x a s x c s e x s s o x s s a x s e= x s x c s s s= s s x s s s s x s s s x a sx s m s x s s x c a s x= s s x x s UNIT HYDROGRAPH DETERMINATION 15 --------------------------------------------------------------------------- u/ INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) on -------------------------------- -------------------------------------- 1.120 - - - - -- 367.184 2 3.690 842.658 3 7.818 1353.312 4 13.689 1925.104 5 21.381 2521.699 6 30.263 2912.078 7 39.752 3111.110 8 49.216 3102.940 9 56.765 2474.927 10 62.656 1931.486 11 67.203 1490.924 12 70.865 1200.327 13 73.700 929.787 14 75.976 746.183 15 77.984 658.335 16 79.798 594.674 17 81.366 513.900 18 82.790 466.996 19 84.053 414.144 20 85.212 379.823 21 86.307 359.266 22 87.270 315.607 23 88.165 293.588 24 88.954 258.473 25 89.710 247.902 26 90.466 247.900 27 91.179 233.719 15 TOTAL STORM RAINFALL(INCHES) = 7.81 TOTAL SOIL- LOSS(INCHES) = 5.31 TOTAL EFFECTIVE RAINFALL(INCHES) = 2.51 ------------------------------------------------------------------- TOTAL SOIL -LOSS VOLUME(ACRE -FEET) = 2398.2980 fir TOTAL STORM RUNOFF VOLUME(ACRE -FEET) = 1131.4700 •-------------------------------------------------------------------- - - - - -- OR vw F k` 1 2 "76 28 91.740 183.862 29 92.281 177.603 30 92.823 177.606 31 93.319 162.718 32 93.717 130.280 33 94.111 129.202 34 94.504 129.064 35 94.886 125.152 36 95.256 121.105 37 95.525 121.057 38 95.991 120.204 39 96.292 98.430 40 96.563 88.894 41 96.834 88.802 42 97.099 87.096 43 97.328 75.124 44 97.550 72.608 Im 45 97.771 72.608 46 97.982 69.101 47 98.157 57.222 48 98.329 56.594 49 98.502 56.501 50 98.654 49.935 on 51 98.777 40.487 to 52 98.901 40.400 53 99.024 40.307 54 99.147 40.397 55 99.270 40.307 it 56 99.393 40.307 57 99.516 40.307 58 99.639 40.310 59 99.761 40.307 00 60 99.884 40.307 61 100.000 37.906 -------------------------------------------------------- ----------------- TOTAL STORM RAINFALL(INCHES) = 7.81 TOTAL SOIL- LOSS(INCHES) = 5.31 TOTAL EFFECTIVE RAINFALL(INCHES) = 2.51 ------------------------------------------------------------------- TOTAL SOIL -LOSS VOLUME(ACRE -FEET) = 2398.2980 fir TOTAL STORM RUNOFF VOLUME(ACRE -FEET) = 1131.4700 •-------------------------------------------------------------------- - - - - -- OR vw F k` 1 2 "76 e� a a s s a s z a a x x x x� x x as x x a x x a z x x xx s a x s s x x x z a s z as s sxa a zs s s x ax s ax a s x s s a s a x x x s s x x 2 4 - H O U R S T O R M R U N O F F H Y D R 0 G R A P H cxxxxxxsxssxssxas= xcsxxcexaoxxxxa�asaxsx zxxsxsxmsxxsz sxsxxxasxxssxsxxxssxsxx - 3 - III HYDROGRAPH IN FIVE- MINUTE INTERVALS(CFS) --------------------------------------------------------------------------- TIME(HRS) VOLUME(AF) Q(CFS) 0. 450.0 900.0 1350.0 1800.0 --------------------------------------------------------------------------- �" 14.083 418.6617 582.86 Q V 14.167 422.6759 582.86 4 V 14.250 426.8125 600.64 Q V - 14.333 430.9492 600.64 Q V 14.417 435.2382 622.77 Q V 14.500 439.5273 622.77 Q V 14.583 444.0015 649.67 QV 00 14.667 448.4758 649.67 QV i. ' 14.750 453.1696 681.55 QV 14.833 457.8635 681.55 QV 14.917 462.8021 717.09 QV " 15.000 467.7408 717.09 QV 15.083 472.9417 755.18 Q 15.167 478.1426 755.18 Q 15.250 483.6158 794.71 Q - 15.333 489.0890 794.71 Q 15.417 494.7762 825.79 VQ 15.500 500.4635 825.79 VQ 15.583 506.3078 848.60 VQ 15.667 512.1521 848.60 Q 15.750 518.1162 865.99 VQ. 15.833 524.0803 865.99 VQ. 15.917 530.2012 888.76 VQ• " 16.000 536.3221 888.76 VQ. 16.083 543.2167 1001.10 V. Q 16.167 550.1113 1001.10 V. Q 16.250 557.9406 1136.81 V. Q 16.333 565.7698 1136.81 V Q 16.417 574.6098 1283.57 V Q 16.500 583.4498 1283.57 V Q 16.583 593.4173 1447.27 V Q 1 16.667 603.3848 1447.27 V Q JW 16.750 614.5324 1618.64 •V Q 16.833 625.6801 1618.64 V Q 16.917 637.6296 1735.07 V Q on 17.000 649.5791 1735.07 V Q i 17.083 661.9269 1792.91 V Q. 17.167 674.2748 1792.91 V Q. 17.250 686.4876 1773.30 V Q. 17.333 698.7004 1773.30 V Q. 17.417 709.6732 1593.24 V Q 17.500 720.6460 1593.24 V Q 17.583 730.5097 1432.21 V •Q 17.667 740.3734 1432.21 V Q 17.750 749.2501 1288.88 V Q 17.833 758.1267 1288.88 V Q 3 17.917 18.000 766.2244 774.3220 1175.78 1175.78 QV QV 18.083 781.6659 1066.33 Q V 18.167 789.0098 1066.33 Q V 3 18.250 18.333 795.7658 802.5219 980.98 980.98 Q •Q V V 18.417 808.8862 924.11 Q V 18.500 815.2506 924.11 Q V 18.583 18.667 821.2867 827.3228 876.44 876.44 Q. Q. V. V. 18.750 833.0353 829.47 Q V. 18.833 838.7479 829.47 Q V. - 3 - III FLOW PROCESS FROM NODE 12.00 TO NODE 13.00 IS CODE = 5.2 ---------------------------------------------------------------------------- 0 >>>>> MODEL CHANNEL ROUTING BY THE CONVEX METHOD <<<<< ,- :a a as s x s s a s z s x c x x x x a x s x s xx z a x x x s s x x x x a c s s x x a s a as s a as a a s c a sa s z z s a a x c c a s a a x a x THE MODIFIED C- ROUTING COEFFICIENT IS ESTIMATED IN ORDER TO ROUTE THE STREAM 5 INFLOW HYDROGRAPH BY 5- MINUTE INTERVALS(Reference: the National Engineering Handbook, Hydrology, Chapter 17, page 17 -52, August,1972, U.S. Department of Commerce). A� y.. 60 ASSUMED REGULAR CHANNEL INFORMATION: BASEWIDTH(FT) = 20.00 CHANNEL Z = .00 UPSTREAM ELEVATION = 1310.00 DOWNSTREAM ELEVATION = 1280.00 to CHANNEL LENGTH(FT) = 5000.00 MANNING'S FACTOR = .014 CONSTANT LOSS RATE(CFS) _ .00 CHANNEL ROUTING COEFFICIENT ESTIMATED: MAXIMUM INFLOW(CFS) = 1792.91 AVERAGE FLOWRATE IN EXCESS OF 50% MAXIMUM INFLOW = 1350.01 CHANNEL NORMAL VELOCITY FOR Q = 1350.01 CFS = 16.66 FPS ESTIMATED CHANNEL ROUTING COEFFICIENT = .907 MODIFIED CHANNEL ROUTING COEFFICIENT FOR 5- MINUTE UNIT INTERVALS IS CSTAR = .921 18.917 844.2203 794.59 Q V. 19.000 849.6926 794.59 Q V LOSS 19.083 854.9355 761.28 Q V 19.167 860.1785 761.28 Q V 14.083 19.250 865.2420 735.22 Q V 582.9 19.333 870.3055 735.22 Q V 584.3 19.417 875.2145 712.79 Q V 599.4 19.500 880.1235 712.79 Q V 19.583 884.8460 685.71 Q •V 14.583 19.667 889.5685 685.71 Q V 649.7 19.750 894.1483 664.99 Q •V 652.2 19.833 898.7281 664.99 Q •V 679.2 19.917 903.1561 642.95 Q •V 20.000 907.5841 642.95 Q V FLOW PROCESS FROM NODE 12.00 TO NODE 13.00 IS CODE = 5.2 ---------------------------------------------------------------------------- 0 >>>>> MODEL CHANNEL ROUTING BY THE CONVEX METHOD <<<<< ,- :a a as s x s s a s z s x c x x x x a x s x s xx z a x x x s s x x x x a c s s x x a s a as s a as a a s c a sa s z z s a a x c c a s a a x a x THE MODIFIED C- ROUTING COEFFICIENT IS ESTIMATED IN ORDER TO ROUTE THE STREAM 5 INFLOW HYDROGRAPH BY 5- MINUTE INTERVALS(Reference: the National Engineering Handbook, Hydrology, Chapter 17, page 17 -52, August,1972, U.S. Department of Commerce). A� y.. 60 ASSUMED REGULAR CHANNEL INFORMATION: BASEWIDTH(FT) = 20.00 CHANNEL Z = .00 UPSTREAM ELEVATION = 1310.00 DOWNSTREAM ELEVATION = 1280.00 to CHANNEL LENGTH(FT) = 5000.00 MANNING'S FACTOR = .014 CONSTANT LOSS RATE(CFS) _ .00 CHANNEL ROUTING COEFFICIENT ESTIMATED: MAXIMUM INFLOW(CFS) = 1792.91 AVERAGE FLOWRATE IN EXCESS OF 50% MAXIMUM INFLOW = 1350.01 CHANNEL NORMAL VELOCITY FOR Q = 1350.01 CFS = 16.66 FPS ESTIMATED CHANNEL ROUTING COEFFICIENT = .907 MODIFIED CHANNEL ROUTING COEFFICIENT FOR 5- MINUTE UNIT INTERVALS IS CSTAR = .921 CONVEX METHOD CHANNEL ROUTING RESULTS: OUTFLOW LESS MODEL INFLOW ROUTED LOSS TIME (STREAM 5) FLOW (STREAM 5) (HRS) (CFS) (CFS) (CFS) 14.083 582.9 570.3 570.3 14.167 582.9 581.9 581.9 14.250 600.6 584.3 584.3 14.333 600.6 599.4 599.4 14.417 622.8 602.4 602.4 14.500 622.8 621.2 621.2 14.583 649.7 624.9 624.9 14.667 649.7 647.7 647.7 14.750 681.5 652.2 652.2 14.833 681.5 679.2 679.2 14.917 15.000 717.1 717.1 684.4 714.5 684.4 714.5 15.083 755.2 720.1 720.1 15.167 755.2 752.4 752.4 15.250 794.7 758.3 758.3 15.333 794.7 791.8 791.8 15.417 825.8 797.1 797.1 15.500 825.8 823.5 823.5 15.583 848.6 827.6 827.6 15.667 848.6 846.9 846.9 15.750 866.0 849.9 849.9 15.833 866.0 864.7 864.7 15.917 888.8 867.8 867.8 16.000 888.8 887.1 887.1 16.083 1001.1 898.2 898.2 - ""� 16.167 1001.1 993.0 993.0 16.250 1136.8 1012.0 1012.0 16.333 1136.8 1127.0 1127.0 16.417 1283.6 1148.5 1148.5 40 16.500 1283.6 1272.9 1272.9 16.583 1447.3 1296.7 1296.7 16.667 1447.3 1435.4 1435.4 16.750 1618.6 1460.9 1460.9 16.833 1618.6 1606.2 1606.2 16.917 1735.1 1627.6 1627.6 17.000 1735.1 1726.6 1726.6 17.083 1792.9 1739.3 1739.3 17.167 1792.9 1788.7 1788.7 17.250 1773.3 1790.9 1790.9 17.333 1773.3 1774.7 1774.7 17.417 1593.2 1758.1 1758.1 17.500 1593.2 1606.2 1606.2 17.583 1432.2 1580.6 1580.6 17.667 1432.2 1443.9 1443.9 17.750 1288.9 1420.9 1420.9 am 17.833 1288.9 1299.3 1299.3 �j 17.917 1175.8 1280.1 1280.1 18.000 1175.8 1184.0 1184.0 18.083 1066.3 1167.1 1167.1 18.167 1066.3 1074.3 1074.3 to 18.250 981.0 1059.7 1059.7 18.333 981.0 987.2 987.2 18.417 924.1 976.6 976.6 18.500 924.1 928.2 928.2 18.583 876.4 920.4 920.4 18.667 876.4 879.9 879.9 18.750 829.5 872.7 872.7 40 18.833 829.5 832.9 832.9 18.917 794.6 826.8 826.8 19.000 794.6 797.1 797.1 19.083 761.3 792.0 792.0 19.167 761.3 763.7 763.7 19.250 735.2 759.3 759.3 19.333 735.2 737.1 737.1 w 19.417 712.8 733.5 733.5 19.500 712.8 714.4 714.4 + 19.583 685.7 710.6 710.6 19.667 685.7 687.7 687.7 19.750 665.0 684.1 684.1 19.833 665.0 666.5 666.5 19.917 642.9 663.2 663.2 20.000 642.9 644.5 644.5 PROCESS SUMMARY OF STORAGE: INFLOW VOLUME = 1131.469 AF OUTFLOW VOLUME = 1131.470 AF LOSS VOLUME = .000 AF FLOW PROCESS FROM 1.00 TO NODE 13.00 IS CODE =___6 -NODE >>>>>STREAM NUMBER ---- 5 CLEARED AND SET TO ZERO <<<<< FLOW PROCESS FROM NODE 1.00 TO NODE 13.00 IS CODE = 1 -7q 3 -------------------------------------------------------------------------- >>>>>UNIT- HYDROGRAPH ANALYSIS<< <<< 3 xssxxxasxsxsxassssxxssxssssssxsss xxss sxssssa sscosss ssc :ssassazsszsss :sassass (UNIT - HYDROGRAPH ADDED TO STREAM #5) UNIT HYDROGRAPH TIME UNIT = 10.000 MINUTES ,3 UNIT INTERVAL PERCENTAGE OF LAG -TIME = 12.419 im No RUNOFF HYDROGRAPH LISTING LIMITS: .. MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 14.00 iw MODEL TIME(HOURS) FOR END OF RESULTS = 20.00 �1 UNIT HYDROGRAPH DETERMINATION --------------------------------------------------------------- - WATERSHED AREA = 6792.000 ACRES ' M BASEFLOW = .000 CFS /SQUARE -MILE UNIT HYDROGRAPH 6+ *USER ENTERED "LAG" TIME = 1.342 HOURS MEAN VALUES ORDINATES(CFS) VALLEY(DEVELOPED): 1 1.054 "S" -CURVE PERCENTAGE(DECIMAL NOTATION) _ .060 44 FOOTHILL "S" -CURVE PERCENTAGE(DECIMAL NOTATION) _ .000 MOUNTAIN "S" -CURVE PERCENTAGE(DECIMAL NOTATION) _ .000 1493.957 VALLEY(UNDEVELOPED) /DESERT: 4 12.335 "S" -CURVE PERCENTAGE(DECIMAL NOTATION) _ .940 5 MAXIMUM WATERSHED LOSS RATE(INCH /HOUR) _ .790 2768.887 tw LOW LOSS FRACTION = .690 27.160 3319.789 * HYDROGRAPH MODEL #2 SPECIFIED* 7 r SPECIFIED PEAK 5- MINUTES RAINFALL(INCH)x .45 iM SPECIFIED PEAK 30- MINUTES RAINFALL(INCH)= .92 3701.993 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 1.22 53.018 3313.607 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 2.30 10 €. SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 3.40 11 SPECIFIED PEAK 24 -HOUR RAINFALL(INCH) = 7.90 2004.351 PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 68.250 1636.254 5- MINUTE FACTOR = .740 13 71.424 30- MINUTE FACTOR = .740 14 1 -HOUR FACTOR = .740 1043.044 3 -HOUR FACTOR = .952 76.027 847.678 6 -HOUR FACTOR = .978 16 IIr► 24 -HOUR FACTOR = .986 UNIT HYDROGRAPH TIME UNIT = 10.000 MINUTES ,3 UNIT INTERVAL PERCENTAGE OF LAG -TIME = 12.419 im No RUNOFF HYDROGRAPH LISTING LIMITS: .. MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 14.00 iw MODEL TIME(HOURS) FOR END OF RESULTS = 20.00 �1 UNIT HYDROGRAPH DETERMINATION --------------------------------------------------------------- - ' INTERVAL S GRAPH UNIT HYDROGRAPH 6+ NUMBER MEAN VALUES ORDINATES(CFS) ---------------------------------------------------------------------------- 1 1.054 433.020 2 3.415 969.526 3 7.053 1493.957 4 12.335 2169.732 5 19.077 2768.887 6 27.160 3319.789 7 35.936 3604.300 8 44.950 3701.993 9 53.018 3313.607 10 59.386 2615.303 11 64.266 2004.351 12 68.250 1636.254 13 71.424 1303.187 14 73.963 1043.044 15 76.027 847.678 16 77.898 768.528 17 79.598 697.988 18 81.073 605.665 19 82.441 561.907 20 83.643 493.633 O I ------------------------------------------------------------------- vo TOTAL STORM RAINFALL(INCHES) = 7.79 TOTAL SOIL- LOSS(INCHES) = 5.23 TOTAL EFFECTIVE RAINFALL(INCHES) = 2.56 --------------------------------------------------------------------- TOTAL SOIL -LOSS VOLUME(ACRE -FEET) = 2962.6360 TOTAL STORM RUNOFF VOLUME(ACRE -FEET) = - - -- 1446_2360 Fl E 91 21 84.771 463.370 22 85.814 428.220 23 86.786 399.470 24 87.643 351.748 25 88.447 330.438 26 89.163 294.125 27 89.878 293.401 OR 28 90.592 293.457 29 91.230 262.057 30 91.747 212.195 31 92.261 210.979 32 92.774 210.983 iii 33 93.244 192.890 34 93.621 154.700 35 93.994 153.425 wA 36 94.368 153.425 37 94.735 150.633 38 95.085 144.012 39 95.436 143.956 40 95.786 143.771 rp 41 96.110 133.327 42 96.370 106.737 43 96.627 105.521 44 96.884 105.399 frr+ 45 97.129 100.545 46 97.3'41 87.184 47 97.551 86.216 .. 48 97.761 86.454 49 97.960 81.601 50 98.126 68.124 51 98.289 67.149 52 98.453 67.027 10 53 98.606 63.019 54 98.726 49.057 55 98.842 47.847 56 98.959 48.082 57 99.076 47.841 58 99.192 47.844 59 99.309 47.841 60 99.425 47.844 61 99.542 47.841 62 99.658 47.844 63 99.775 47.841 64 99.891 47.841 65 100.000 44.742 I ------------------------------------------------------------------- vo TOTAL STORM RAINFALL(INCHES) = 7.79 TOTAL SOIL- LOSS(INCHES) = 5.23 TOTAL EFFECTIVE RAINFALL(INCHES) = 2.56 --------------------------------------------------------------------- TOTAL SOIL -LOSS VOLUME(ACRE -FEET) = 2962.6360 TOTAL STORM RUNOFF VOLUME(ACRE -FEET) = - - -- 1446_2360 Fl E 91 : sxssxcxsaxxsssxxxxsxxxxsxxxsasxsss ac sssxxxxs smxxasxaxxasxssxasxss sxc assxss 2 4 - H O U R S T O R M R U N O F F H Y D R O G R A P H :axxsaxxxsxs xomaxxsoxosxsxxmasasasxxsaxxxsxxaxxa :xxas sc axxxxsaxssxssx xsax sec �1 HYDROGRAPH IN FIVE - MINUTE INTERVALS(CFS) --------------------------------------------------------------------------- TIME(HRS) VOLUME(AF) 'Q(CFS) 0. 550.0 1100.0 1650.0 2200.0 --------------------------------------------------------------------------- 14.083 534.4947 752.03 QV - 14.167 539.6740 752.03 QV 14.250 545.0088 774.62 QV - !�"" 14.333 550.3436 774.62 QV 14.417 555.8692 802.32 QV 14.500 561.3948 802.32 QV 14.583 567.1540 836.24 Q Oft 14.667 572.9132 836.24 Q 14.750 578.9448 875.79 QV 14.833 584.9764 875.79 QV 14.917 591.3170 920.65 Q 15.000 597.6575 920.65 Q 15.083 604.3300 968.85 VQ 15.167 611.0026 968.85 VQ . 15.250 618.0220 1019.23 VQ "! 15.333 625.0415 1019.23 VQ 15.417 632.3459 1060.59 V Q. 15.500 639.6503 1060.59 V Q. 15.583 647.1594 1090.32 V Q. 15.667 654.6685 1090.32 VQ. j� 15.750 662.3307 1112.56 V Q 15.833 669.9929 1112.56 V Q 15.917 677.8280 1137.65 V Q 16.000 685.6631 1137.65 V Q 16.083 694.3359 1259.28 V. Q 16.167 703.0087 1259.28 V. Q 16.250 712.6245 1396.22 V. Q 16.333 722.2404 1396.22 V. Q 16.417 732.8030 1533.70 V Q 16.500 743.3657 1533.70 V Q 16.583 755.1164 1706.20 V Q 16.667 766.8671 1706.20 V Q jk# 16.750 779.7095 1864.72 V Q 16.833 792.5519 1864.72 V Q 16.917 806.4235 2014.16 V Q 17.000 820.2950 2014.16 V Q y 17.083 834.7274 2095.57 V Q - 17.167 849.1597 2095.57 V Q 17.250 17.333 863.7180 878.2762 2113.86 2113.86 V Q - V Q - 17.417 892.0730 2003.29 V Q 17.500 905.8698 2003.29 V Q 3 17.583 17.667 918.3763 930.8829 1815.95 1815.95 V Q V Q 17.750 942.2139 1645.26 V Q. 17.833 953.5448 1645.26 V Q. 3 17.917 18.000 964.0023 974.4597 1518.43 1518.43 VQ VQ 18.083 984.0504 1392.57 Q V 18.167 993.6411 1392.57 Q V 3 18.250 18.333 1002.4760 1011.3110 1282.86 1282.86 Q Q V V 18.417 1019.5230 1192.31 Q V 18.500 1027.7340 1192.31 Q V 3 18.583 18.667 1035.5450 1043.3560 1134.10 1134.10 Q Q V V 18.750 1050.8040 1081.53 Q. V. 18.833 1058.2530 1081.53 Q. V. Q2 H E] 2 83 18.917 1065.3380 1028.84 Q V. 19.000 1072.4240 1028.84 Q V. 19.083 1079.2480 990.79 Q - V. 19.167 1086.0710 990.79 Q V 19.250 1092.6210 950.98 Q V 19.333 1099.1700 950.98 Q V 19.417 1105.5220 922.32 Q V 19.500 1111.8740 922.32 Q V 19.583 1118.0280 893.49 Q V 19.667 1124.1810 893.49 Q V 19.750 1130.1500 866.64 Q •V - 0 19.833 1136.1180 866.64 Q •V 19.917 1141.8830 837.05 Q •V 20.000 1147.6480 837.05 Q •V xzz :sz ax aasxxzs sxasxxaaxzsxx sxo as aaxxszsax xa x =xaxzz sxxxzaxazs sxxzszaaaxxzz az J6 END OF FLOOD ROUTING ANALYSIS H E] 2 83 u ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983 -92 Advanced Engineering Software (aes) Ver. 1.9A Release Date: 6/26/92 License ID 1400 Analysis prepared by: ALLARD ENGINEERING 11993 Magnolia Avenue, Suite G Riverside, California 92503 (909) 353 -1945 Fax (909) 353 -1947 * * * * * * * * * + * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** 25 -YEAR STORM (EXISTING CONDITION) L THIS STUDY IS GENERATED TO OBTAIN U.H. LAG TIME * KAUFMAN & BROAD FILE NAME: TEXOFFKB.DAT TIME /DATE OF STUDY: 14:49 4/16/1995 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: = s s s s s =ass = s= v= a c s c c c= s s s s c= s c== s == s c s s s c s s s =s =s = s s= s s s s s ss s c= s s s= s s s s s s== s s -- *TIME -OF- CONCENTRATION MODEL*-- USER SPECIFIED STORM EVENT(YEAR) = 25.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 24.00 . SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE _ .95 *USER- DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE _ .6000 . USER SPECIFIED 1 -HOUR INTENSITY(INCH /HOUR) = 1.2200 ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 2.1 --------------------------------------------------------------------------- >>>>> RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ------------------ NATURAL AVERAGE COVER TC = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)] ** .20 INITIAL SUBAREA FLOW- LENGTH(FEET) = 1000.00 UPSTREAM ELEVATION(FEET) = 1980.00 DOWNSTREAM ELEVATION(FEET) = 1955.00 ELEVATION DIFFERENCE(FEET) = 25.00 TC(MIN.) _ .706 *[( 1000.00 ** 3.00)/( 25.00)) ** .20 = 23.400 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.146 SOIL CLASSIFICATION IS " A " NATURAL AVERAGE COVER "GRASS" SUBAREA LOSS RATE, Fm(INCH /HR) _ .8200 SUBAREA PERVIOUS LOSS RATE, Fp(INCH /HR) _ .82 7 SUBAREA PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA RUNOFF(CFS) = 10.74 TOTAL AREA(ACRES) = 9.00 PEAK FLOW RATE(CFS) = 10.74 1 ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE = 5.2 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW <<<<< >>>>>TRAVELTIME THRU SUBAREA <<<<< UPSTREAM NODE ELEVATION = 1955.00 7 DOWNSTREAM NODE ELEVATION = 1925.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 1150.00 CHANNEL SLOPE _ .0261 CHANNEL FLOW THRU SUBAREA(CFS) 10.74 $Lf FLOW VELOCITY(FEET /SEC) = 4.11 (PER LACFCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 4.66 TC(MIN.) = 28.06 FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE = 8 » »>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« «< 25 YEAR RAINFALL INTENSITY(INCH /HR) = 1.925 SOIL CLASSIFICATION IS "A" NATURAL AVERAGE COVER "GRASS" SUBAREA LOSS RATE, Fm(INCH /HR) = .8200 SUBAREA PERVIOUS LOSS RATE, Fp(INCH /HR) = .82 SUBAREA PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 18.00 SUBAREA RUNOFF(CFS) = 17.90 EFFECTIVE AREA(ACRES) = 27.00 AREA- AVERAGED Fm(INCH /HR) = .82 AREA- AVERAGED Fp(INCH /HR) = .82 AREA- AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 27.00 PEAK FLOW RATE(CFS) = 26.85 TC(MIN) = 28.06 FLOW PROCESS FROM NODE 3.00 TO NODE 4.00 IS CODE = 5.2 » »>COMPUTE NATURAL VALLEY CHANNEL FLOW« «< » »>TRAVELTIME THRU SUBAREA« « UPSTREAM NODE ELEVATION = 1925.00 DOWNSTREAM NODE ELEVATION = 1868.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 1750.00 CHANNEL SLOPE = .0326 CHANNEL FLOW THRU SUBAREA(CFS) = 26.85 FLOW VELOCITY(FEET /SEC) = 5.86 (PER LACFCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 4.98 TC(MIN.) = 33.04 ,******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 3.00 TO NODE 4.00 IS CODE = 8 » »>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« «< 25 YEAR RAINFALL INTENSITY(INCH /HR) = 1.745 SOIL CLASSIFICATION IS "A" NATURAL AVERAGE COVER "GRASS" SUBAREA LOSS RATE, Fm(INCH /HR) = .8200 SUBAREA PERVIOUS LOSS RATE, Fp(INCH /HR) = .82 SUBAREA PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 36.00 SUBAREA RUNOFF(CFS) = 29.97 EFFECTIVE AREA(ACRES) = 63.00 AREA- AVERAGED Fm(INCH /HR) = .82 AREA- AVERAGED Fp(INCH /HR) = .82 AREA- AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 63.00 PEAK FLOW RATE(CFS) = 52.46 TC(MIN) = 33.04 FLOW PROCESS FROM NODE 4.00 TO NODE 5.00 IS CODE = 5.2 » »>COMPUTE NATURAL VALLEY CHANNEL FLOW« «< » »>TRAVELTIME THRU SUBAREA« «< UPSTREAM NODE ELEVATION = 1868.00 DOWNSTREAM NODE ELEVATION = 1800.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 2200.00 CHANNEL SLOPE = .0309 CHANNEL FLOW THRU SUBAREA(CFS) = 52.46 FLOW VELOCITY(FEET /SEC) = 6.90 (PER LACFCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 5.31 TC(MIN.) = 38.35 .******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 4.00 TO NODE 5.00 IS CODE = 8 S5 » »>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« «< 25 YEAR RAINFALL INTENSITY(INCH /HR) = 1.596 SOIL CLASSIFICATION IS "A" NATURAL AVERAGE COVER "GRASS" SUBAREA LOSS RATE, Fm(INCH /HR) = .8200 SUBAREA PERVIOUS LOSS RATE, Fp(INCH /HR) = .82 SUBAREA PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 72.00 SUBAREA RUNOFF(CFS) = 50.27 EFFECTIVE AREA(ACRES) = 135.00 AREA- AVERAGED Fm(INCH /HR) = .82 AREA- AVERAGED Fp(INCH /HR) = .82 AREA- AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 135.00 PEAK FLOW RATE(CFS) = 94.25 TC(MIN) = 38.35 ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 5.00 TO NODE 6.00 IS CODE = 5.2 » »>COMPUTE NATURAL VALLEY CHANNEL FLOW« «< » »>TRAVELTIME THRU SUBAREA« «< UPSTREAM NODE ELEVATION = 1800.00 DOWNSTREAM NODE ELEVATION = 1680.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 4150.00 CHANNEL SLOPE = .0289 CHANNEL FLOW THRU SUBAREA(CFS) = 94.25 FLOW VELOCITY(FEET /SEC) = 7.93 (PER LACFCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 8.72 TC(MIN.) = 47.08 ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 5.00 TO NODE 6.00 IS CODE = 8 » »>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« «< 25 YEAR RAINFALL INTENSITY(INCH /HR) = 1.411 SOIL CLASSIFICATION IS "A" NATURAL AVERAGE COVER "GRASS" SUBAREA LOSS RATE, Fm(INCH /HR) = .8200 SUBAREA PERVIOUS LOSS RATE, Fp(INCH /HR) = .82 SUBAREA PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 143.00 SUBAREA RUNOFF(CFS) = 76.08 EFFECTIVE AREA(ACRES) = 278.00 AREA- AVERAGED Fm(INCH /HR) = .82 AREA- AVERAGED Fp(INCH /HR) _ .82 AREA- AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 278.00 PEAK FLOW RATE(CFS) = 147.90 TC(MIN) = 47.08 ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 6.00 TO NODE 7.00 IS CODE = 5.2 » »>COMPUTE NATURAL VALLEY CHANNEL FLOW« «< » »>TRAVELTIME THRU SUBAREA« «< UPSTREAM NODE ELEVATION = 1680.00 DOWNSTREAM NODE ELEVATION = 1530.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 5900.00 CHANNEL SLOPE = .0254 CHANNEL FLOW THRU SUBAREA(CFS) = 147.90 FLOW VELOCITY(FEET /SEC) = 8.52 (PER LACFCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 11.54 TC(MIN.) = 58.62 ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 6.00 TO NODE 7.00 IS CODE = 8 » »>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« «< 25 YEAR RAINFALL INTENSITY(INCH /HR) = 1.237 SOIL CLASSIFICATION IS "A" NATURAL AVERAGE COVER "GRASS" SUBAREA LOSS RATE, Fm(INCH /HR) = .8200 6 SUBAREA PERVIOUS LOSS RATE, Fp(INCH /HR) = .82 SUBAREA PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 231.00 SUBAREA RUNOFF(CFS) 86.74 EFFECTIVE AREA(ACRES) = 509.00 AREA - AVERAGED Fm(INCH /HR) _ .82 AREA- AVERAGED Fp(INCH /HR) = .82 AREA- AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 509.00 PEAK FLOW RATE(CFS) = 191.12 TC(MIN) = 58.62 FLOW PROCESS FROM NODE 7.00 TO NODE 8.00 IS CODE = 3 --------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< >>>>>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) <<<<< ssas ss sxssxxaxsza sasxssasssssssassssss assssssasa saxs sssas xa aaaxas assxssass sc DEPTH OF FLOW IN 48.0 INCH PIPE IS 35.1 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 19.4 UPSTREAM NODE ELEVATION(FEET) = 1530.00 DOWNSTREAM NODE ELEVATION(FEET) = 1468.00 VIRFLOW LENGTH(FEET) = 2600.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 191.12 TRAVEL TIME(MIN.) = 2.23 TC(MIN.) = 60.85 om FLOW PROCESS FROM NODE 7.00 TO NODE 8.00 IS CODE = 8 -------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< 25 YEAR RAINFALL INTENSITY(INCH /HR) = 1.210 SOIL CLASSIFICATION IS "A" NATURAL AVERAGE COVER "GRASS" SUBAREA LOSS RATE, Fm(INCH /HR) _ .8200 SUBAREA PERVIOUS LOSS RATE, Fp(INCH /HR) = .82 SUBAREA PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 131.00 SUBAREA RUNOFF(CFS) _ 45.96 EFFECTIVE AREA(ACRES) = 640.00 AREA- AVERAGED Fm(INCH /HR) _ .82 AREA- AVERAGED /HR) = .82 AREA- AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 640.00 PEAK FLOW RATE(CFS) = 224.52 TC(MIN) = 60.85 --- - - - - -- --------------- -- END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 640.00 TC(MIN.) = 60.85 EFFECTIVE AREA(ACRES) = 640.00 AREA- AVERAGED Fm(INCH /HR)= .82 AREA- AVERAGED Fp(INCH /HR) _ .82 AREA - AVERAGED Ap = 1.00 PEAK FLOW RATE(CFS) = 224.52 ----------- - - - - -- ------- - - - - -- --------------- }END OF RATIONAL METHOD ANALYSIS e V7 H 100 YEAR EXISTING CONDITION HYDROLOGY P, Y F L 0 0 D R O U T I N G A N A L Y S I S USING ORANGE /SAN BERNARDINO COUNTY UNIT - HYDROGRAPH (1986 MANUAL) (c) Copyright 1989 -93 Advanced Engineering Software (aes) ® Ver. 2.7A Release Date: 7/20/93 License ID 1400 0 Analysis prepared by: P" ALLARD ENGINEERING 11993 Magnolia Avenue, Suite G Riverside, California 92503 (909)353 -1945 Fax (909) 353 -1947 OR * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * ** * * * * * * * * * * * ** OFF -SITE HYDROLOGY STUDY TO CHECK S.D. FACILITY IN BASELINE AVE. 100 -YEAR STORM (EXISTING CONDITION) * KAUFMAN & BROAD FILE NAME: HBSLNOFF.DAT 0 TIME /DATE OF STUDY: 17:43 9/16/1997 t; ********************************************* * * * * * * * * * * * ** * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 1.00 TO NODE 8.00 IS CODE = 1 ---------------------------------------------------- >>>>>UNIT- HYDROGRAPH ANALYSIS <<<<< (UNIT- HYDROGRAPH ADDED TO STREAM #1) PRECIPITATION DEP'. 5- MINUTE FACTOR 30- MINUTE FACTOR 1 -HOUR FACTOR = 3 -HOUR FACTOR = 6 -HOUR FACTOR = 24 -HOUR FACTOR = CH -AREA REDUCTION FACTORS: _ .971 _ .971 .971 .996 .998 .999 UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 11.141 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 14.00 13 MODEL TIME(HOURS) FOR END OF RESULTS = 20.00 UNIT HYDROGRAPH DETERMINATION ------------------------------------------------------------------- - - - - -- -1 Iq WATERSHED AREA = 640.000 ACRES BASEFLOW = .000 CFS /SQUARE -MILE *USER ENTERED "LAG" TIME _ .748 HOURS do VALLEY(UNDEVELOPED)/DESERT S -GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(INCH /HOUR) _ .820 LOW LOSS FRACTION = .630 * HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEAK 5- MINUTES RAINFALL(INCH)= .57 SPECIFIED PEAK 30- MINUTES RAINFALL(INCH)= 1.15 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 1.53 do SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 2.90 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) - 4.29 OR SPECIFIED PEAK 24 -HOUR RAINFALL(INCH) = 10.38 PRECIPITATION DEP'. 5- MINUTE FACTOR 30- MINUTE FACTOR 1 -HOUR FACTOR = 3 -HOUR FACTOR = 6 -HOUR FACTOR = 24 -HOUR FACTOR = CH -AREA REDUCTION FACTORS: _ .971 _ .971 .971 .996 .998 .999 UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 11.141 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 14.00 13 MODEL TIME(HOURS) FOR END OF RESULTS = 20.00 UNIT HYDROGRAPH DETERMINATION ------------------------------------------------------------------- - - - - -- -1 Iq INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) ---------------- ------------------------------------------------------------ 1 .966 74.733 2 3.055 161.744 3 6.067 233.073 4 10.448 339.117 5 15.815 415.384 6 22.651 529.114 7 30.199 584.217 8 38.160 616.237 9 46.181 620.807 j 10 53.075 533.547 11 58.644 431.052 12 62.974 335.160 04 13 66.511 273.763 as' 14 69.507 231.889 15 71.878 183.523 16 73.896 156.161 17 75.606 77.254 132.378 127.588 18 19 78.733 114.422 80.070 103.478 2 81.334 97.895 22 82.453 86.565 23 83.546 84.597 24 84.539 76.883 OR 25 85.511 75.194 26 86.354 65.315 27 87.156 62.059 28 87.882 56.190 €:. 29 88.551 51.739 fill 30 89.219 51.739 31 89.888 51.740 32 90.526 49.378 04 33 91.031 39.147 fill 34 91.522 37.939 35 92.012 37.939 36 92.501 37.885 37 92.912 31.820 38 93.269 27.599 39 93.625 27.586 40 93.982 27.600 41 94.334 27.288 42 94.670 25.985 43 95.004 25.876 44 95.339 25.876 45 95.672 25.808 46 95.952 21.629 47 96.197 18.997 48 96.442 18.943 49 96.687 18.997 50 96.923 18.264 51 97.127 15.767 52 97.327 15.496 53 97.528 15.550 54 97.728 15.469 55 97.900 13.352 56 98.056 12.049 57 98.213 12.103 58 98.368 12.049 59 98.514 11.317 60 98.629 8.847 61 98.740 8.630 62 98.851 8.603 63 98.963 8.630 64 99.074 8.603 65 99.185 8.603 66 99.296 8.603 67 99.407 8.603 i g a 11R TOTAL STORM RAINFALL(INCHES) = 10.37 TOTAL SOIL— LOSS(INCHES) - 6.20 TOTAL EFFECTIVE RAINFALL(INCHES) = 4.17 iw ------------------------------------------------ TOTAL SOIL —LOSS VOLUME(ACRE —FEET) = 330.6406 I TOTAL STORM RUNOFF VOLUME(ACRE —FEET) _ - - - -- 222 •---------------------------------- - - - - -- --------------- - - - - -- N Cz err 91 68 99.519 99.630 8.603 8.603 69 70 99.741 8.603 71 99.852 8.603 72 73 99.963 100.000 8.603 2.851 11R TOTAL STORM RAINFALL(INCHES) = 10.37 TOTAL SOIL— LOSS(INCHES) - 6.20 TOTAL EFFECTIVE RAINFALL(INCHES) = 4.17 iw ------------------------------------------------ TOTAL SOIL —LOSS VOLUME(ACRE —FEET) = 330.6406 I TOTAL STORM RUNOFF VOLUME(ACRE —FEET) _ - - - -- 222 •---------------------------------- - - - - -- --------------- - - - - -- N Cz err 91 c a sa e a as s x s s x s a s s s a s= s s a s s s a s a s s ss s sss eca s a s s ss a: aass a as s a a s s a a s s s sss s a a a s a Ai q(.,, R 2 4 - H U N O F F O U R S T O H Y D R O G R M R A P H sasaas ss ssssasassssassassssmassxss asaamassssssasassamsxamsssass se sss asssass HYDROGRAPH IN FIVE - MINUTE INTERVALS(CFS) --------- TIME(HRS) - - -- -- --------------------------------------- VOLUME(AF) Q(CFS) 0. 150.0 --------------------- 300.0 450.0 600.0 - - - -- 14. 083 - - - 88. 3846 - - -- 112. 50 -- • ------ Q -- • ---- V ---- . --------- • ------- 14.167 89.1699 114.02 Q - V 14.250 89.9667 115.69 Q V ' 14.333 90.7764 117.56 Q V ' 14.417 91.6000 119.60 Q V ' 14.500 92.4392 121.85 Q V ' 14.583 93.2949 124.24 Q V - 14.667 94.1680 126.78 Q V 14.750 95.0595 129.44 Q V ' 14.833 95.9695 132.14 Q V ' 14.917 96.8983 134.86 Q V ' 15.000 97.8463 137.64 Q. V - 15.083 98.8142 140.54 Q. V 15.167 99.8032 143.60 Q. V 15.250 100.8145 146.84 Q. V 15.333 101.8499 150.33 Q V 15.417 102.9067 153.46 Q V 15.500 103.9826 156.21 Q V 15.583 105.0762 158.80 Q V !� 15.667 106.1855 161.07 Q V. 15.750 107.3109 163.40 Q V. 15.833 108.4525 165.77 Q V. 15.917 109.6258 170.36 Q V. 16.000 110.8734 181.15 Q V. 16.083 112.4362 226.92 Q V 16.167 114.3610 279.48 Q V 16.250 116.6160 327.43 VQ 16.333 119.2977 389.39 V Q 16.417 122.3194 438.75 V Q 16.500 125.7552 498.88 V Q 16.583 129.3956 528.58 V Q 16.667 133.1255 541.58 V Q 16.750 136.7981 533.27 V Q 16.833 140.1123 481.21 V Q 16.917 143.0189 422.05 V Q 17.000 145.5556 368.33 Q V 17.083 147.8390 331.55 Q V 17.167 149.9301 303.62 Q V 17.250 151.8186 274.22 Q V 17.333 153.5731 254.76 238.26 Q V Q V 17.417 17.500 155.2140 156.7983 230.04 Q V 17.583 158.3031 218.50 Q V 17.667 159.7380 208.34 Q Q V V. 17.750 161.1195 200.59 17.833 162.4359 191.15 Q V. 17.917 163.7160 185.87 Q V- 18.000 164.9456 178.55 Q V. V. 18.083 166.1434 173.92 .Q 18.167 167.2888 166.31 •Q V 18.250 168.4033 161.82 Q V 3 18.333 169.4823 156.68 Q Q V V 18.417 170.5348 152.81 18.500 171.5759 151.17 Q V 18.583 172.6048 149.41 Q. .V - 18.667 173.6128 146.36 Q. Q. V ' V 18.750 174.5802 140.47 18.833 175.5352 138.66 Q. V ' Ai q(.,, r >>>>> MODEL CHANNEL ROUTING BY THE CONVEX METHOD <<<<< THE MODIFIED C- ROUTING COEFFICIENT IS ESTIMATED IN ORDER TO ROUTE THE STREAM 1 INFLOW HYDROGRAPH BY 5- MINUTE INTERVALS(Reference: the National Engineering Handbook, Hydrology, Chapter 17, page 17 -52, August,1972, U.S. Department of Commerce). k ASSUMED REGULAR CHANNEL INFORMATION: BASEWIDTH(FT) = 10.00 CHANNEL Z = 5.00 !" UPSTREAM ELEVATION = 1468.00 DOWNSTREAM ELEVATION = 1404.00 CHANNEL LENGTH(FT) = 4350.00 MANNING'S FACTOR = .035 CONSTANT LOSS RATE(CFS) _ .00 CHANNEL ROUTING COEFFICIENT ESTIMATED: MAXIMUM INFLOW(CFS) = 541.58 AVERAGE FLOWRATE IN EXCESS OF 50% MAXIMUM INFLOW = 408.45 CHANNEL NORMAL VELOCITY FOR Q = 408.45 CFS = 7.08 FPS ESTIMATED CHANNEL ROUTING COEFFICIENT = .806 MODIFIED CHANNEL ROUTING COEFFICIENT FOR 5- MINUTE UNIT INTERVALS IS CSTAR = .702 18.917 176.4805 137.27 Q. •V 19.000 177.4132 135.43 Q. •V LOSS 19.083 178.3155 131.01 Q V 19.167 179.1952 127.74 Q V 14.083 19.250 180.0658 126.41 Q V 114.0 19.333 180.9275 125.12 Q V 112.5 19.417 181.7790 123.64 Q V 114.0 19.500 182.6178 121.80 Q V V 19.583 183.4479 120.53 Q 14.583 19.667 184.2691 119.24 Q V 126.8 19.750 185.0798 117.70 Q V 124.1 19.833 185.8682 114.48 Q V 126.6 19.917 186.6406 112.16 Q V 20.000 187.4054 111.04 Q V 15.083 r , ttt***, t***, r*, r*, t*, t, ttr, r*, t, rrrrr*,►** r , r** r , r , r , r , r , rrr r , r , r , t , r , r , r* rr tr r ,r * *,tw•,r * *rr * * * * *,r,rw• * *,r,r FLOW PROCESS FROM NODE 8.00 TO NODE 9.00 IS CODE = 5.2 r >>>>> MODEL CHANNEL ROUTING BY THE CONVEX METHOD <<<<< THE MODIFIED C- ROUTING COEFFICIENT IS ESTIMATED IN ORDER TO ROUTE THE STREAM 1 INFLOW HYDROGRAPH BY 5- MINUTE INTERVALS(Reference: the National Engineering Handbook, Hydrology, Chapter 17, page 17 -52, August,1972, U.S. Department of Commerce). k ASSUMED REGULAR CHANNEL INFORMATION: BASEWIDTH(FT) = 10.00 CHANNEL Z = 5.00 !" UPSTREAM ELEVATION = 1468.00 DOWNSTREAM ELEVATION = 1404.00 CHANNEL LENGTH(FT) = 4350.00 MANNING'S FACTOR = .035 CONSTANT LOSS RATE(CFS) _ .00 CHANNEL ROUTING COEFFICIENT ESTIMATED: MAXIMUM INFLOW(CFS) = 541.58 AVERAGE FLOWRATE IN EXCESS OF 50% MAXIMUM INFLOW = 408.45 CHANNEL NORMAL VELOCITY FOR Q = 408.45 CFS = 7.08 FPS ESTIMATED CHANNEL ROUTING COEFFICIENT = .806 MODIFIED CHANNEL ROUTING COEFFICIENT FOR 5- MINUTE UNIT INTERVALS IS CSTAR = .702 CONVEX METHOD CHANNEL ROUTING RESULTS: OUTFLOW LESS MODEL INFLOW ROUTED LOSS TIME (STREAM 1) FLOW (STREAM 1) (HRS) (CFS) (CFS) (CFS) 14.083 112.5 109.9 109.9 14.167 114.0 111.1 111.1 14.250 115.7 112.5 112.5 14.333 117.6 114.0 114.0 14.417 119.6 115.6 115.6 14.500 121.8 117.5 117.5 14.583 124.2 119.5 119.5 14.667 126.8 121.7 121.7 14.750 129.4 124.1 124.1 14.833 132.1 126.6 126.6 14.917 134.9 129.3 129.3 15.000 137.6 132.0 132.0 15.083 140.5 134.7 134.7 15.167 143.6 137.5 137.5 15.250 146.8 140.4 140.4 15.333 150.3 143.4 143.4 15.417 153.5 146.7 146.7 15.500 156.2 150.0 150.0 !AI 93 (UNIT - HYDROGRAPH ADDED TO STREAM #2) WATERSHED AREA = 822.000 ACRES -i 15.583 158.8 153.1 153.1 15.667 161.1 155.9 155.9 15.750 163.4 158.5 158.5 15.833 165.8 160.9 160.9 15.917 170.4 163.2 163.2 16.000 181.2 166.1 166.1 16.083 226.9 171.7 171.7 16.167 279.5 189.6 189.6 n 16.250 327.4 228.6 228.6 16.333 389.4 276.1 276.1 16.417 438.8 327.3 327.3 16.500 498.9 383.0 383.0 16.583 528.6 436.8 436.8 III 16.667 541.6 487.7 487.7 16.750 533.3 519.6 519.6 16.833 481.2 533.0 533.0 16.917 422.0 520.4 520.4 60 17.000 368.3 478.4 478.4 17.083 331.6 425.7 425.7 17.167 303.6 376.4 376.4 t 17.250 274.2 338.1 338.1 6 17.333 254.8 306.7 306.7 17.417 238.3 279.1 279.1 17.500 230.0 258.0 258.0 17.583 218.5 242.1 242.1 irr 17.667 208.3 230.8 230.8 17.750 200.6 219.7 219.7 �., 17.833 191.1 209.8 209.8 17.917 185.9 201.0 201.0 Nrr 18.000 178.5 192.8 192.8 18.083 173.9 186.1 186.1 18.167 166.3 179.7 179.7 18.250 161.8 173.8 173.8 irn 18.333 156.7 167.4 167.4 18.417 152.8 162.2 162.2 18.500 151.2 157.4 157.4 18.583 149.4 153.8 153.8 iii 18.667 146.4 151.5 151.5 18.750 140.5 149.3 149.3 18.833 138.7 145.8 145.8 18.917 137.3 141.6 141.6 60 19.000 135.4 139.2 139.2 19.083 131.0 137.4 137.4 19.167 127.7 134.9 134.9 19.250 126.4 131.4 131.4 19.333 125.1 128.5 128.5 19.417 123.6 126.7 126.7 19.500 121.8 125.2 125.2 19.583 120.5 123.7 123.7 19.667 119.2 122.0 122.0 19.750 117.7 120.7 120.7 Iw 19.833 114.5 119.3 119.3 19.917 112.2 117.4 117.4 20.000 111.0 114.8 114.8 PROCESS SUMMARY OF STORAGE: INFLOW VOLUME = 222.133 AF OUTFLOW VOLUME = 222.133 AF LOSS VOLUME = .000 AF *+t *** r*• w*, t* rr, r, r*, r*** w«***«** r* r**« r , r * * * *• * * * * * * *,rtr,t,t * * * *,r,r *,r *,r * *,t FLOW PROCESS FROM NODE 1.00 TO NODE 9.00 IS CODE = 1 » » > UNIT- HYDROGRAPH ANALYSIS « « <---------------------------------------- (UNIT - HYDROGRAPH ADDED TO STREAM #2) WATERSHED AREA = 822.000 ACRES -i BASEFLOW = .000 CFS /SQUARE -MILE *USER ENTERED "LAG" TIME _ .919 HOURS VALLEY(UNDEVELOPED) /DESERT S -GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(INCH /HOUR) _ .820 LOW LOSS FRACTION = .630 * HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEAK 5- MINUTES RAINFALL(INCH)= .57 SPECIFIED PEAK 30- MINUTES RAINFALL(INCH)- 1.15 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) - 1.53 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 2.90 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 4.29 SPECIFIED PEAK 24 -HOUR RAINFALL(INCH) = 10.38 PRECIPITATION DEP' 111 5- MINUTE FACTOR 30- MINUTE FACTOR 1 -HOUR FACTOR = 3 -HOUR FACTOR = R* 6 -HOUR FACTOR = 24 -HOUR FACTOR = CH -AREA REDUCTION FACTORS: _ .963 _ .963 .963 .994 .997 .998 UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 9.068 RUNOFF HYDROGRAPH LISTING LIMITS: IN MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 14.00 MODEL TIME(HOURS) FOR END OF RESULTS = 20.00 - -------------------------- UNIT HYDROGRAPH DETERMINATION im ---------------------------------------------------------------------------- !n INTERVAL "S" GRAPH UNIT HYDROGRAPH --------------------------------------------------------------------------- NUMBER MEAN VALUES ORDINATES(CFS) 1 .786 78.125 2 2.394 159.842 ff- 3 4.473 206.679 �i 4 7.434 294.410 5 11.270 381.342 on 6 15.627 433.114 7 21.163 550.271 bw 8 27.115 591.700 9 33.502 634.947 p' 10 40.024 648.374 11 46.553 649.035 12 52.253 566.708 13 56.976 469.516 14 60.922 392.187 15 64.075 313.463 16 66.905 281.366 17 69.337 241.751 18 71.295 194.679 19 73.062 175.622 20 74.561 149.007 21 75.912 134.302 22 77.254 133.408 23 78.483 122.172 24 79.571 108.206 25 80.656 107.863 26 81.623 96.098 27 82.530 90.145 28 83.426 89.150 29 84.242 81.077 30 85.040 79.343 31 85.805 76.056 32 86.466 65.681 45 --------------------------------------------------------------------------- TOTAL STORM RAINFALL(INCHES) = 10.36 TOTAL SOIL- LOSS(INCHES) = 6.20 TOTAL EFFECTIVE RAINFALL(INCHES) = 4.16 --------------------------------------------------------------- TOTAL SOIL -LOSS VOLUME(ACRE -FEET) = 424.8102 TOTAL STORM RUNOFF VOLUME(ACRE -FEET) = - - - -- 284_8984 96 33 87.119 64.901 34 87.726 60.361 35 88.271 54.129 36 88.815 54.088 37 89.359 54.087 38 89.903 54.087 39 90.435 52.931 *" 40 90.860 42.225 41 91.259 39.676 42 91.658 39.655 43 92.057 39.655 44 92.456 39.676 ; 45 92.812 35.394 do 46 93.103 28.928 47 93.393 28.821 48 93.683 28.863 49 93.973 28.843 iho 50 94.262 28.713 51 94.538 27.408 52 94.810 27.043 53 95.082 27.023 54 95.354 27.086 55 95.626 26.979 w 56 95.871 24.410 57 96.072 19.913 58 96.271 19.785 59 96.470 19.828 60 96.669 19.827 6 61 96.867 19.657 62 97.038 16.959 63 97.201 16.230 64 97.364 16.231 �y 65 97.528 16.230 66 97.691 16.231 67 97.842 14.988 68 97.969 12.633 69 98.096 12.633 70 98.223 12.633 71 98.350 12.633 we 72 98.475 12.419 73 98.574 9.850 74 98.664 8.993 75 98.755 9.036 an 76 98.846 9.036 irl 77 98.937 8.993 78 99.028 9.036 79 99.118 8.993 80 99.208 8.993 81 99.299 8.993 82 99.389 8.993 83 99.480 8.993 84 99.570 8.993 85 99.661 8.993 86 99.751 8.993 87 99.842 8.993 88 99.932 8.993 89 100.000 6.742 --------------------------------------------------------------------------- TOTAL STORM RAINFALL(INCHES) = 10.36 TOTAL SOIL- LOSS(INCHES) = 6.20 TOTAL EFFECTIVE RAINFALL(INCHES) = 4.16 --------------------------------------------------------------- TOTAL SOIL -LOSS VOLUME(ACRE -FEET) = 424.8102 TOTAL STORM RUNOFF VOLUME(ACRE -FEET) = - - - -- 284_8984 96 9 2 4 - H 0 U R S T 0 R M R U N 0 F F H Y D R 0 G R A P H HYDROGRAPH IN FIVE-MINUTE INTERVALS(CFS) ----------------------------------------------------------------- -'IME(HRS) VOLUME(AF) Q(CFS) 0. 175.0 350.0 525.0 700.0 14.083 _14 - .1 - 6 - - 7 110.6766 141.48 - Q - V 111.6631 143.24 Q V 14.250 112.6627 145.15 Q V 14.333 113.6768 147.24 Q V 14.417 c 14.417 114.7068 149.56 Q V 115.7539 152.03 Q V 14.583 116.8197 154.76 Q V OR 14.667 117.9055 157.66 Q. V �i,14.750 119.0126 160.75 Q. V 10 14.833 120.1419 163.98 Q. V 14.917 121.2948 167.39 Q. V 15.000 122.4715 170.85 Q. V (1115.083 123.6726 174.40 Q. V 6W 15.167 124.8988 178.05 Q V 15.250 126.1513 181.87 Q V A 15.333 127.4318 185.92 Q V i 128.7375 189.60 Q V ib 15.500 130.0657 192.85 Q V 15.583 131.4169 196.19 Q V 15.667 132.7894 199.29 Q V i15.750 134.1834 202.40 Q V 15.833 135.6023 206.04 Q V. 15.917 137.0580 211.36 Q V. 16.000 138.5913 222.63 Q V. '=�16.083 140.4427 268.83 Q V. 16.167 142.6184 315.91 Q V 16.250 145.0303 350.21 Q Aw 16.333 147.7982 401.90 V Q 16.417 150.9174 452.91 V Q 16.500 154.2978 490.83 V Q 16.583 158.0965 551.56 V Q 16.667 162.0691 576.83 V Q 16.750 166.1902 598.39 V Q 16.833 170.3358 601.94 V Q 16.917 174.4150 592.30 V Q 17.000 178.1580 543.48 V •Q 17.083 181.5187 487.98 V Q 17.167 184.5598 441.56 Q 17.250 187.2993 397.77 Q V 17.333 189.8741 373.86 • Q V 17.417 192.2611 346.60 Q. V 17.500 194.4494 317.74 Q V 17.583 196.5221 300.96 Q V 17.667 198.4669 282.38 Q V 17.750 200.3267 270.05 Q V 17.833 202.1397 263.26 Q V 17.917 203.8774 252.31 Q V 18.000 205.5376 241.06 Q V 18.083 207.1604 235.63 Q V. 18.167 208.7183 226.20 Q V. 18.250 210.2325 219.86 Q V. 18.333 211.7177 215.66 Q V. 18.417 213.1577 209.09 Q V. 18.500 214.5712 205.25 Q V 18.583 215.9541 200.78 Q V 18.667 217.2905 194.05 Q V 18.750 218.6089 191.44 Q V 18.833 219.8995 187.39 Q V 9 OR t• w* �** rr**, r•***, rw*** rr********«**., r*, r**, r, r, rw*, rw ,r,r * * «r,r *,r *,rtr «�,r *,r,t * *,r ,t ,r * * *,r,t,r* FLOW PROCESS FROM NODE 9.00 TO NODE 10.00 IS CODE = 5.2 ---------------------------------------------------------------------------- 0 >>>>> MODEL CHANNEL ROUTING BY THE CONVEX METHOD<<<<< exassz :xssxxxxxxxxxxxsa =xxxsxx =xxzx sce == xxxx== xxs= xxaxxxxx sxx s= xc= xx= zxsxxx THE MODIFIED C- ROUTING COEFFICIENT IS ESTIMATED IN ORDER TO ROUTE THE STREAM 2 INFLOW HYDROGRAPH BY 5- MINUTE INTERVALS(Reference: the National Engineering Handbook, Hydrology, Chapter 17, page 17 -52, August,1972, U.S. Department of Commerce). ASSUMED REGULAR CHANNEL I: BASEWIDTH(FT) = 16.00 UPSTREAM ELEVATION = DOWNSTREAM ELEVATION = CHANNEL LENGTH(FT) = CONSTANT LOSS RATE(CFS) vFORMATION: CHANNEL Z = .00 1404.00 1385.00 4100.00 MANNING'S FACTOR = .014 .00 CHANNEL ROUTING COEFFICIENT ESTIMATED: MAXIMUM INFLOW(CFS) = 601.94 AVERAGE FLOWRATE IN EXCESS OF 50% MAXIMUM INFLOW = 461.28 CHANNEL NORMAL VELOCITY FOR Q = 461.28 CFS = 11.21 FPS ESTIMATED CHANNEL ROUTING COEFFICIENT = .868 i> > MODIFIED CHANNEL ROUTING COEFFICIENT FOR 5- MINUTE iy UNIT INTERVALS IS CSTAR = .858 18.917 221.1606 183.11 Q •V V 19.000 222.4106 181.51 Q ROUTED LOSS 19.083 223.6497 179.91 Q •V 19.167 224.8757 178.02 Q •V 14.083 19.250 226.0813 175.05 Q •V 143.2 19.333 227.2412 168.43 Q. V 142.8 19.417 228.3817 165.60 Q. V 144.7 19.500 229.5110 163.97 Q. V 19.583 230.6291 162.34 Q. V 14.583 19.667 231.7333 160.33 Q. V 157.7 19.750 232.8105 156.41 Q V 157.0 19.833 233.8573 151.99 Q V ' 160.1 19.917 234.8937 150.48 Q V 20.000 235.9209 149.15 Q V OR t• w* �** rr**, r•***, rw*** rr********«**., r*, r**, r, r, rw*, rw ,r,r * * «r,r *,r *,rtr «�,r *,r,t * *,r ,t ,r * * *,r,t,r* FLOW PROCESS FROM NODE 9.00 TO NODE 10.00 IS CODE = 5.2 ---------------------------------------------------------------------------- 0 >>>>> MODEL CHANNEL ROUTING BY THE CONVEX METHOD<<<<< exassz :xssxxxxxxxxxxxsa =xxxsxx =xxzx sce == xxxx== xxs= xxaxxxxx sxx s= xc= xx= zxsxxx THE MODIFIED C- ROUTING COEFFICIENT IS ESTIMATED IN ORDER TO ROUTE THE STREAM 2 INFLOW HYDROGRAPH BY 5- MINUTE INTERVALS(Reference: the National Engineering Handbook, Hydrology, Chapter 17, page 17 -52, August,1972, U.S. Department of Commerce). ASSUMED REGULAR CHANNEL I: BASEWIDTH(FT) = 16.00 UPSTREAM ELEVATION = DOWNSTREAM ELEVATION = CHANNEL LENGTH(FT) = CONSTANT LOSS RATE(CFS) vFORMATION: CHANNEL Z = .00 1404.00 1385.00 4100.00 MANNING'S FACTOR = .014 .00 CHANNEL ROUTING COEFFICIENT ESTIMATED: MAXIMUM INFLOW(CFS) = 601.94 AVERAGE FLOWRATE IN EXCESS OF 50% MAXIMUM INFLOW = 461.28 CHANNEL NORMAL VELOCITY FOR Q = 461.28 CFS = 11.21 FPS ESTIMATED CHANNEL ROUTING COEFFICIENT = .868 i> > MODIFIED CHANNEL ROUTING COEFFICIENT FOR 5- MINUTE iy UNIT INTERVALS IS CSTAR = .858 CONVEX METHOD CHANNEL ROUTING RESULTS: w OUTFLOW LESS MODEL INFLOW ROUTED LOSS TIME (STREAM 2) FLOW (STREAM 2) (HRS) (CFS) (CFS) (CFS) 14.083 141.5 139.6 139.6 14.167 143.2 141.1 141.1 14.250 145.1 142.8 142.8 14.333 147.2 144.7 144.7 14.417 149.6 146.8 146.8 14.500 152.0 149.1 149.1 14.583 154.8 151.5 151.5 14.667 157.7 154.2 154.2 14.750 160.7 157.0 157.0 14.833 164.0 160.1 160.1 14.917 15.000 167.4 170.9 163.3 166.6 163.3 166.6 15.083 174.4 170.1 170.1 15.167 178.0 173.6 173.6 15.250 15.333 181.9 185.9 177.2 181.0 177.2 181.0 15.417 189.6 185.0 185.0 15.500 192.8 188.8 188.8 7 D 0, N 15.583 196.2 192.1 192.1 15.667 199.3 195.4 195.4 15.750 202.4 198.6 198.6 15.833 206.0 201.7 201.7 15.917 211.4 205.2 205.2 16.000 222.6 210.2 210.2 16.083 268.8 220.3 220.3 16.167 315.9 259.6 259.6 16.250 350.2 305.6 305.6 16.333 401.9 342.2 342.2 16.417 452.9 390.8 390.8 16.500 490.8 441.6 441.6 16.583 551.6 481.9 481.9 16.667 576.8 538.6 538.6 16.750 598.4 - 570.1 570.1 16.833 601.9 593.3 593.3 16.917 592.3 600.5 600.5 17.000 543.5 593.9 593.9 17.083 488.0 553.1 553.1 17.167 441.6 500.0 500.0 17.250 397.8 452.2 452.2 17.333 373.9 407.7 407.7 17.417 346.6 379.9 379.9 17.500 317.7 352.7 352.7 17.583 301.0 324.1 324.1 17.667 282.4 305.1 305.1 17.750 270.0 286.5 286.5 17.833 263.3 273.0 273.0 17.917 252.3 265.0 265.0 18.000 241.1 254.7 254.7 18.083 235.6 243.6 243.6 18.167 226.2 237.0 237.0 18.250 219.9 228.2 228.2 18.333 215.7 221.4 221.4 18.417 209.1 216.7 216.7 18.500 205.2 210.5 210.5 18.583 200.8 206.2 206.2 18.667 194.0 201.8 201.8 18.750 191.4 195.5 195.5 18.833 187.4 192.1 192.1 18.917 183.1 188.3 188.3 19.000 181.5 184.1 184.1 19.083 179.9 181.9 181.9 19.167 178.0 180.3 180.3 19.250 175.0 178.4 178.4 19.333 168.4 175.7 175.7 19.417 165.6 169.8 169.8 19.500 164.0 166.3 166.3 19.583 162.3 164.4 164.4 19.667 160.3 162.7 162.7 19.750 156.4 160.8 160.8 19.833 152.0 157.2 157.2 19.917 150.5 153.0 153.0 20.000 149.2 150.9 150.9 PROCESS SUMMARY OF STORAGE: INFLOW VOLUME = 284.898 AF OUTFLOW VOLUME = 284.898 AF LOSS VOLUME _ .000 AF FLOW PROCESS FROM NODE -- 1_00 - TO - NODE 10.00 IS CODE = - - - 1 >>>>>UNIT- HYDROGRAPH ANALYSIS <<<<< .3 (UNIT - HYDROGRAPH ADDED TO STREAM #3) WATERSHED AREA = 2562.000 ACRES 7 99 6 -HOUR FACTOR = .991 24 -HOUR FACTOR = .995 UNIT HYDROGRAPH TIME UNIT = 10.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 16.324 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 14.00 MODEL TIME(HOURS) FOR END OF RESULTS = 20.00 UNIT HYDROGRAPH DETERMINATION BASEFLOW = .000 CFS /SQUARE -MILE "S" GRAPH SPECIFIED PEAK 30- MINUTES R.AINFALL(INCH)= *USER ENTERED "LAG" TIME = 1.021 HOURS SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 1.53 MEAN VALUES VALLEY(DEVELOPED): --------------------------------------------------------------------- SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 4.29 "S" -CURVE PERCENTAGE(DECIMAL NOTATION) _ .040 �w FOOTHILL "S" -CURVE PERCENTAGE(DECIMAL NOTATION) _ .000 5- MINUTE FACTOR = .886 MOUNTAIN "S" -CURVE PERCENTAGE(DECIMAL NOTATION) _ .000 11.182 VALLEY(UNDEVELOPED) /DESERT: p� 3 -HOUR FACTOR = .983 "S"-CURVE PERCENTAGE(DECIMAL NOTATION) _ .960 MAXIMUM WATERSHED LOSS RATE(INCH /HOUR) _ .810 30.823 1689.045 LOW LOSS FRACTION = .620 6 42.549 * HYDROGRAPH MODEL #2 SPECIFIED* 6 -HOUR FACTOR = .991 24 -HOUR FACTOR = .995 UNIT HYDROGRAPH TIME UNIT = 10.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 16.324 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 14.00 MODEL TIME(HOURS) FOR END OF RESULTS = 20.00 UNIT HYDROGRAPH DETERMINATION SPECIFIED PEAK 5- MINUTES R.AINFALL(INCH)- .57 1.15 "S" GRAPH SPECIFIED PEAK 30- MINUTES R.AINFALL(INCH)= SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 1.53 MEAN VALUES SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 2.90 --------------------------------------------------------------------- SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 4.29 1.399 SPECIFIED PEAK 24 -HOUR RAINFALL(INCH) = 10.38 �w PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5.019 5- MINUTE FACTOR = .886 30- MINUTE FACTOR = .886 11.182 1 -HOUR FACTOR = .886 p� 3 -HOUR FACTOR = .983 6 -HOUR FACTOR = .991 24 -HOUR FACTOR = .995 UNIT HYDROGRAPH TIME UNIT = 10.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 16.324 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 14.00 MODEL TIME(HOURS) FOR END OF RESULTS = 20.00 UNIT HYDROGRAPH DETERMINATION -------------------------------------------------------------------------- INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) --------------------------------------------------------------------- 1 1.399 216.718 2 5.019 560.828 3 11.182 954.819 4 19.920 1353.676 5 30.823 1689.045 err 6 42.549 1816.657 7 53.257 1658.887 8 61.119 1218.028 9 66.771 875.585 10 71.091 669.177 11 74.300 497.243 12 76.849 394.908 13 79.144 355.533 14 81.094 302.008 15 82.801 264.499 16 84.339 238.308 17 85.737 86.967 216.518 190.617 18 19 88.071 171.052 20 89.037 149.662 21 89.990 90.896 147.544 140.399 22 23 91.610 110.630 24 92.300 106.802 25 26 92.966 93.491 103.244 81.376 27 93.993 77.709 /D 0 uw •-------------------------------------------------------------------------- TOTAL STORM RAINFALL(INCHES) = 10.33 TOTAL SOIL- LOSS(INCHES) = 6.13 TOTAL EFFECTIVE RAINFALL(INCHES) = 4.19 �w io TOTAL SOIL -LOSS VOLUME(ACRE -FEET) = 1309.5580 TOTAL STORM RUNOFF VOLUME(ACRE -FEET) = 894.7031 --------------------------------------------------------------------------- t_j IK 28 94.491 77.210 29 94.966 73.617 30 95.437 72.851 31 95.898 71.500 32 96.268 57.262 33 96.613 53.420 34 96.954 52.921 35 97.252 46.054 36 97.534 43.703 37 97.814 43.419 38 98.051 36.728 39 98.271 34.023 40 98.489 33.810 41 98.667 27.547 42 98.823 24.273 43 98.980 24.271 44 99.137 24.271 45 99.293 24.273 46 99.450 24.271 47 99.607 24.273 IN 48 99.763 24.271 49 99.920 24.271 50 100.000 12.385 uw •-------------------------------------------------------------------------- TOTAL STORM RAINFALL(INCHES) = 10.33 TOTAL SOIL- LOSS(INCHES) = 6.13 TOTAL EFFECTIVE RAINFALL(INCHES) = 4.19 �w io TOTAL SOIL -LOSS VOLUME(ACRE -FEET) = 1309.5580 TOTAL STORM RUNOFF VOLUME(ACRE -FEET) = 894.7031 --------------------------------------------------------------------------- t_j IK a= s :_= a s a x a= a:= a s a s s == a s= = m a m= a =---= sss =------------ - a s s a a= a s a =s a == s =s s a s 3 /L9 21 2 4 - H O U R S T O R M R U N O F F H Y D R 0 G R A P H HYDROGRAPH IN FIVE- MINUTE INTERVALS(CFS) -------------------------------------------------------------------------- 2IME(HRS) VOLUME(AF) Q(CFS) 0. 425.0 850.0 1275.0 1700.0 --------------------------------------------------------------------------- 14.083 349.2847 453.10 Q V 14.167 352.4052 453.10 Q V 14.250 355.6172 466.38 Q V 14.333 358.8292 466.38 Q V 14.417 362.1560 483.05 .Q V 14.500 365.4828 483.05 •Q V 14.583 368.9485 503.22 Q V 14.667 372.4142 503.22 .Q V 14.750 376.0411 526.63 Q V 14.833 379.6680 526.63 Q V 14.917 383.4715 552.27 Q V 15.000 387.2750 552.27 Q V 15.083 391.2608 578.75 Q V 15.167 395.2467 578.75 Q V - 15.250 399.4127 604.90 Q V 15.333 403.5786 604.90 Q V - 15.417 407.8979 627.16 Q V 15.500 412.2172 627.16 Q V 15.583 416.6596 645.03 Q V 15.667 421.1020 645.03 Q V 15.750 425.6499 660.36 Q V. 15.833 430.1978 660.36 Q V. 15.917 434.9581 691.20 Q V. 16.000 439.7184 691.20 Q V. 16.083 445.3591 819.02 Q. 16.167 450.9998 819.02 QV 16.250 457.8956 1001.28 V Q 16.333 464.7915 1001.28 V Q C 16.417 473.0998 1206.36 V Q 16.500 481.4080 1206.36 .V Q - 16.583 491.1287 1411.44 .V Q 16.667 500.8494 1411.44 V Q 16.750 511.6595 1569.63 V Q 16.833 522.4697 1569.63 V Q 16.917 533.5643 1610.94 V Q 17.000 544.6589 1610.94 V Q 17.083 555.0269 1505.43 V Q ; 17.167 565.3948 1505.43 V Q 17.250 574.2463 1285.23 V Q 17.333 583.0977 1285.23 V Q - 17.417 590.7343 1108.83 Q 17.500 598.3708 1108.83 Q 17.583 605.1426 983.26 Q V 17.667 611.9144 983.26 Q V 17.750 617.9293 873.37 Q V 17.833 623.9443 873.37 Q V 17.917 629.4300 796.53 Q V 18.000 634.9157 796.53 Q V 18.083 640.0562 746.40 Q V 18.167 645.1967 746.40 Q V 18.250 649.9946 696.65 Q V- 18.333 654.7924 696.65 Q V. 18.417 659.3339 659.42 Q V. 18.500 663.8753 659.42 Q V. 18.583 668.2201 630.86 Q V- 18.667 672.5649 630.86 Q V 18.750 676.7433 606.72 Q V 18.833 680.9218 606.72 Q V 3 /L9 21 FLOW PROCESS FROM NODE 10.00 TO NODE 11.00 IS CODE - 5.2 ---------------------------------------------------------------------- >>>>> MODEL CHANNEL ROUTING BY THE CONVEX METHOD <<<<< .:asst aasaa asaa aaaaxrarxxaxaxaxaaaaasrxsaa= asaaaraaxaasaaxraaaaxaa= axra xass THE MODIFIED C- ROUTING COEFFICIENT IS ESTIMATED IN ORDER OR TO ROUTE THE STREAM 3 INFLOW HYDROGRAPH BY 5- MINUTE INTERVALS(Reference: the National Engineering Handbook, Hydrology, Chapter 17, page 17 -52, August,1972, U.S. Department of Commerce). ASSUMED REGULAR CHANNEL I: BASEWIDTH(FT) = 16.00 UPSTREAM ELEVATION = DOWNSTREAM ELEVATION = CHANNEL LENGTH(FT) _ CONSTANT LOSS RATE(CFS) VFORMATION: CHANNEL Z .00 1385.00 1348.00 4600.00 MANNING'S FACTOR = .014 .00 CHANNEL ROUTING COEFFICIENT ESTIMATED: MAXIMUM INFLOW(CFS) = 1610.94 AVERAGE FLOWRATE IN EXCESS OF 50% MAXIMUM INFLOW = 1215.89 CHANNEL NORMAL VELOCITY FOR Q = 1215.89 CFS = 18.55 FPS ESTIMATED CHANNEL ROUTING COEFFICIENT = .916 MODIFIED CHANNEL ROUTING COEFFICIENT FOR 5- MINUTE UNIT INTERVALS IS CSTAR = .951 18.917 684.9402 583.46 Q V V 19.000 688.9586 583.46 Q ROUTED LOSS 19.083 692.8434 564.08 Q V 19.167 696.7282 564.08 Q V 14.083 19.250 700.4827 545.15 Q •V 453.1 19.333 704.2372 545.15 Q •V 456.1 19.417 707.9111 533.45 Q •V ' 465.9 19.500 711.5850 533.45 Q •V 19.583 715.1553 518.41 Q V ' 14.583 19.667 718.7256 518.41 Q V ' 503.2 19.750 722.1452 496.52 •Q V ' 508.6 19.833 725.5648 496.52 •Q V ' 525.7 19.917 728.9089 485.56 •Q V ' 20.000 732.2530 485.56 •Q V FLOW PROCESS FROM NODE 10.00 TO NODE 11.00 IS CODE - 5.2 ---------------------------------------------------------------------- >>>>> MODEL CHANNEL ROUTING BY THE CONVEX METHOD <<<<< .:asst aasaa asaa aaaaxrarxxaxaxaxaaaaasrxsaa= asaaaraaxaasaaxraaaaxaa= axra xass THE MODIFIED C- ROUTING COEFFICIENT IS ESTIMATED IN ORDER OR TO ROUTE THE STREAM 3 INFLOW HYDROGRAPH BY 5- MINUTE INTERVALS(Reference: the National Engineering Handbook, Hydrology, Chapter 17, page 17 -52, August,1972, U.S. Department of Commerce). ASSUMED REGULAR CHANNEL I: BASEWIDTH(FT) = 16.00 UPSTREAM ELEVATION = DOWNSTREAM ELEVATION = CHANNEL LENGTH(FT) _ CONSTANT LOSS RATE(CFS) VFORMATION: CHANNEL Z .00 1385.00 1348.00 4600.00 MANNING'S FACTOR = .014 .00 CHANNEL ROUTING COEFFICIENT ESTIMATED: MAXIMUM INFLOW(CFS) = 1610.94 AVERAGE FLOWRATE IN EXCESS OF 50% MAXIMUM INFLOW = 1215.89 CHANNEL NORMAL VELOCITY FOR Q = 1215.89 CFS = 18.55 FPS ESTIMATED CHANNEL ROUTING COEFFICIENT = .916 MODIFIED CHANNEL ROUTING COEFFICIENT FOR 5- MINUTE UNIT INTERVALS IS CSTAR = .951 1 X03 CONVEX METHOD CHANNEL ROUTING RESULTS: OUTFLOW LESS MODEL INFLOW ROUTED LOSS TIME (STREAM 3) FLOW .(STREAM 3) (HRS) (CFS) (CFS) (CFS) 14.083 453.1 445.2 445.2 14.167 453.1 452.7 452.7 14.250 466.4 456.1 456.1 14.333 466.4 465.9 465.9 14.417 483.1 470.2 470.2 14.500 483.1 482.4 482.4 14.583 503.2 487.7 487.7 14.667 503.2 502.4 502.4 14.750 526.6 508.6 508.6 14.833 526.6 525.7 525.7 14.917 552.3 532.5 532.5 15.000 552.3 551.3 551.3 15.083 578.7 558.3 558.3 15.167 578.7 577.7 577.7 15.250 604.9 584.7 584.7 15.333 604.9 603.9 603.9 15.417 627.2 610.0 610.0 15.500 627.2 626.3 626.3 1 X03 15..583 645.0 631.2 631.2 15.667 645.0 644.4 644.4 15.750 660.4 648.5 648.5 15.833 660.4 659.8 659.8 15.917 691.2 667.4 667.4 16.000 691.2 690.0 690.0 16.083 819.0 720.6 720.6 16.167 819.0 814.2 814.2 16.250 1001.3 860.8 860.8 16.333 1001.3 994.3 994.3 16.417 1206.4 1048.3 1048.3 16.500 1206.4 1198.5 1198.5 16.583 1411.4 1253.3 1253.3 16.667 1411.4 1403.6 1403.6 16.750 1569.6 1447.6 1447.6 16.833 1569.6 1563.6 1563.6 16.917 1610.9 1578.9 1578.9 17.000 1610.9 1609.4 1609.4 17.083 1505.4 1586.5 1586.5 17.167 1505.4 1509.4 1509.4 6 17.250 1285.2 1454.8 1454.8 17.333 1285.2 1293.6 1293.6 17.417 1108.8 1244.9 1244.9 17.500 1108.8 1115.6 1115.6 6 17.583 983.3 1080.2 1080.2 17.667 983.3 988.1 988.1 17.750 873.4 958.1 958.1 w 17.833 873.4 877.6 877.6 iYW 17.917 796.5 855.8 855.8 18.000 796.5 799.5 799.5 18.083 746.4 785.1 785.1 18.167 746.4 748.3 748.3 Sri 18.250 696.6 735.0 735.0 18.333 696.6 698.5 698.5 18.417 659.4 688.1 688.1 18.500 659.4 660.8 660.8 18.583 630.9 652.9 652.9 18.667 630.9 632.0 632.0 18.750 606.7 625.3 625.3 (' 18.833 606.7 607.6 607.6 18.917 583.5 601.4 601.4 19.000 583.5 584.4 584.4 19.083 564.1 579.0 579.0 = 19.167 564.1 564.8 564.8 6, 19.250 545.2 559.7 559.7 19.333 545.2 545.9 545.9 19.417 533.5 542.5 542.5 19.500 533.5 533.9 533.9 19.583 518.4 530.0 530.0 19.667 518.4 519.0 519.0 19.750 496.5 513.4 513.4 19.833 496.5 497.4 497.4 19.917 485.6 494.0 494.0 20.000 485.6 486.0 486.0 xaxxas sssxsa sc xxoaecoeoaeoesxxxs xsxsxxxxsxaaxs= xsx xs as xsxaxaaxxxxaxacaax xxx PROCESS SUMMARY OF STORAGE: INFLOW VOLUME = 894.702 AF OUTFLOW VOLUME = 894.702 AF LOSS VOLUME _ .000 AF FLOW PROCESS FROM NODE 1.00 ------------------------------- TO NODE 11.00 IS CODE = - - - 1 - - - - -- ------ - - - - -- >>>>>UNIT- HYDROGRAPH ANALYSIS « <<< (UNIT- HYDROGRAPH ADDED TO STREAM #4) WATERSHED AREA 4182.000 ACRES 1 f UNIT HYDROGRAPH TIME UNIT = 10.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 15.291 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 14.00 MODEL TIME(HOURS) FOR END OF RESULTS = 20.00 R* UNIT HYDROGRAPH DETERMINATION OR --------------------------- ------------------------------------ BASEFLOW = .000 CFS /SQUARE -MILE *USER ENTERED "LAG" TIME 1.090 HOURS INTERVAL INTERVAL S GRAPH VALLEY(DEVELOPED): NUMBER "S" -CURVE PERCENTAGE(DECIMAL NOTATION) _ .090 ----------------------------------------------------------------------- FOOTHILL "S" -CURVE PERCENTAGE(DECIMAL NOTATION) _ .000 324.880 MOUNTAIN "S" -CURVE PERCENTAGE(DECIMAL NOTATION) _ .000 4.477 VALLEY(UNDEVELOPED) /DESERT: 3 "S" -CURVE PERCENTAGE(DECIMAL NOTATION) _ .910 MAXIMUM WATERSHED LOSS RATE(INCH /HOUR) _ .780 17.600 1945.950 LOW LOSS FRACTION = .610 5 27.429 * HYDROGRAPH MODEL #2 SPECIFIED* SPECIFIED PEAK 5- MINUTES RAINFALL(INCH)- - .57 2743.724 SPECIFIED PEAK 30- MINUTES R.AINFALL(INCH)= 1.15 49.230 2769.352 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 1.53 8 57.903 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 2.90 a SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) 4.29 1634.477 1247.258 SPECIFIED PEAK 24 -HOUR RAINFALL(INCH) = 10.38 69.299 Fm PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 11 72.999 5- MINUTE FACTOR = .813 12 30- MINUTE FACTOR - .813 716.832 1 -HOUR FACTOR = .813 78.196 PR 3 -HOUR FACTOR = .972 14 80.282 6 -HOUR FACTOR = .986 15 24 -HOUR FACTOR = .992 451.157 UNIT HYDROGRAPH TIME UNIT = 10.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 15.291 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 14.00 MODEL TIME(HOURS) FOR END OF RESULTS = 20.00 R* UNIT HYDROGRAPH DETERMINATION OR --------------------------- ------------------------------------ U _ __ INTERVAL INTERVAL S GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) ----------------------------------------------------------------------- 1 1.285 324.880 2' 4.477 807.370 3 9.905 1372.494 4 17.600 1945.950 pm 5 27.429 2485.652 38.279 2743.724 7 49.230 2769.352 8 57.903 2193.167 9 64.367 1634.477 1247.258 10 69.299 11 72.999 935.612 12 75.833 716.832 13 78.196 597.475 527.475 14 80.282 15 82.066 451.157 16 83.620 392.999 17 85.008 350.898 318.720 18 86.268 19 87.404 287.199 20 88.419 256.822 21 89.312 225.764 22 90.173 217.666 23 91.028 216.266 24 91.729 177.129 25 92.341 154.822 26 92.953 154.819 27 93.506 139.918 1D� TOTAL STORM RAINFALL(INCHES) = 10.29 TOTAL SOIL- LOSS(INCHES) = 6.05 TOTAL EFFECTIVE RAINFALL(INCHES) = 4.24 ---------------------------------------------------------------------------- TOTAL SOIL -LOSS VOLUME(ACRE -FEET) = 2109.0740 i TOTAL STORM RUNOFF VOLUME(ACRE -FEET) = 1477.2010 .-------------------------------------------------------------------- - - - - -- fws �r �1 D y � 166 28 93.954 113.137 29 94.399 112.609 30 94.840 111.436 31 95.260 106.230 44 32 95.677 105.526 33 96.090 104.349 34 96.423 84.244 35 96.729 77.484 36 97.035 77.366 37 97.312 69.959 38 97.562 63.315 39 97.813 63.376 40 98.047 59.199 4 wr 41 98.243 49.676 42 98.438 49.323 43 98.626 47.562 44 98.773 36.977 err 45 98.912 35.214 46 99.051 35.214 47 99.190 35.156 48 99.329 35.156 it 49 99.468 35.156 50 99.607 35.156 51 99.746 35.154 52 99.885 35.156 53 100.000 29.002 .---------------------------------------------------- Yr TOTAL STORM RAINFALL(INCHES) = 10.29 TOTAL SOIL- LOSS(INCHES) = 6.05 TOTAL EFFECTIVE RAINFALL(INCHES) = 4.24 ---------------------------------------------------------------------------- TOTAL SOIL -LOSS VOLUME(ACRE -FEET) = 2109.0740 i TOTAL STORM RUNOFF VOLUME(ACRE -FEET) = 1477.2010 .-------------------------------------------------------------------- - - - - -- fws �r �1 D y � 166 :s sassaaaaa xxa saaaasxssx saxexssaxxxzxa xasxzaaaazsa xo aasassxaaaasssszsaasax za 2 4 - H O U R S T O R M R U N O F F H Y D R O G R A P H .a a s a a x s ss xs a x a a a s x a x a sa a x x ea s x a s a x x a a x s x a a s as s s s s saa a ass a s as s a a z s ssz s a x a s as HYDROGRAPH IN FIVE- MINUTE INTERVALS(CFS) --------------------------------------------------------------------------- TIME(HRS; VOLUME(AF) Q(CFS) 0. 600.0 1200.0 1800.0 2400.0 Z --- - - 14. 083 -- - - 580. 0793 -- --.---------.---- 757. 76 ---------------------- V - - - - -- 14.167 585.2980 757.76 Q V 14.250 590.6802 781.49 Q V 14.333 596.0624 781.49 Q V 14.417 601.6561 812.20 Q V 14.500 607.2498 812.20 Q V 14.583 613.1037 849.98 Q V 14.667 618.9576 849.98 Q V 14.750 625.1185 894.56 Q V 14.833 631.2794 894.56 Q V 14.917 637.7764 943.37 Q V !� 15 10 644.2734 943.37 Q V 15. 3 651.1224 994.47 QV 15. - )7 657.9714 994.47 QV 15._50 665.1521 1042.64 QV . 4w1 15.:_33 672.3328 1042.64 QV 15.417 679.7740 1080.46 Q . 15.500 687.2151 1080.46 Q . 15.583 694.8429 1107.55 Q . }RA 15.667 702.4706 1107.55 QV. 15.750 710.2278 1126.34 QV. 15.833 717.9849 1126.34 QV. 15.917 725.9730 1159.87 Q. 16.000 733.9610 1159.87 Q. 16.083 743.0286 1316.62 VQ 16.167 752.0963 1316.62 VQ 16.250 762.6512 1532.59 V Q ° 16.333 773.2062 1532.59 V Q 16.417 785.4699 1780.69 V Q. 16.500 797.7336 1780.69 .V Q. 16.583 811.7894 2040.91 V Q ! 16.667 825.8453 2040.91 V Q 16.750 841.5107 2274.62 V Q 16.833 857.1761 2274.62 V Q 16.917 873.5921 2383.60 V Q. 17.000 890.0081 2383.60 V Q. ° 17.083 906.2600 2359.77 V Q. 17.167 922.5119 2359.77 V Q. 17.250 937.0125 2105.49 V Q 17.333 951.5131 2105.49 V Q 17.417 964.3159 1858.95 V Q 17.500 977.1186 1858.95 V Q 17.583 988.5726 1663.11 VQ 17.667 1000.0270 1663.11 Q 17.750 1010.2780 1488.54 Q V ° 17.833 1020.5300 1488.54 Q V 17.917 1029.8200 1348.88 Q V 18.000 1039.1090 1348.88 Q V . 18.083 1047.7020 1247.58 Q V . 18.167 1056.2940 1247.58 Q V . 18.250 1064.3540 1170.42 Q. V . 18.333 1072.4150 1170.42 Q. V. 18.417 1079.9930 1100.23 Q V. 18.500 1087.5700 1100.23 Q V. 18.583 1094.7660 1044.93 Q V. 18.667 1101.9630 1044.93 Q V. 18.750 1108.8660 1002.32 Q V 18.833 1115.7690 1002.32 Q V :1- 10-7 ., r*. t**** w, r. w*** rr, r, r*, r**, r, r**** r* r• rw**** r**«* r*** r** rt , rr * * *,rw * *,rrr,r * * * *,r *,r FLOW PROCESS FROM NODE 11.00 TO NODE 12.00 IS CODE - 5.2 --------------------------------------------------------------------------- >>>>> MODEL CHANNEL ROUTING BY THE CONVEX METHOD <<<<< THE MODIFIED C- ROUTING COEFFICIENT IS ESTIMATED IN ORDER TO ROUTE THE STREAM 4 INFLOW HYDROGRAPH BY 5- MINUTE INTERVALS(Reference: the National Engineering Handbook, irw Hydrology, Chapter 17, page 17 -52, August,1972, U.S. Department of Commerce). �w ASSUMED REGULAR CHANNEL INFORMATION: BASEWIDTH(FT) = 18.00 CHANNEL Z .00 UPSTREAM ELEVATION = 1348.00 DOWNSTREAM ELEVATION = 1310.00 CHANNEL LENGTH(FT) = 4100.00 MANNING'S FACTOR = .014 CONSTANT LOSS RATE(CFS) _ .00 CHANNEL ROUTING COEFFICIENT ESTIMATED: MAXIMUM INFLOW(CFS) = 2383.60 AVERAGE FLOWRATE IN EXCESS OF 50o MAXIMUM INFLOW = 1800.10 CHANNEL NORMAL VELOCITY FOR Q = 1800.10 CFS = 21.52 FPS ESTIMATED CHANNEL ROUTING COEFFICIENT = .927 I R MODIFIED CHANNEL ROUTING COEFFICIENT FOR 5- MINUTE r�(,i� UNIT INTERVALS IS CSTAR = .978 I�11 18.917 1122.4320 967.37 Q V 19.000 1129.0940 967.37 Q V LOSS 19.083 1135.5330 935.02 Q V 19.167 1141.9730 935.02 Q V 14.083 19.250 1148.2030 904.53 904.53 Q Q V •V 757.8 19.333 1154.4320 14.250 781.5 167.3 19.417 1160.4660 876.07 Q •V 781.2 19.500 1166.4990 876.07 Q .V 19.583 1172.3970 856.31 Q Q V •V 14.583 19.667 1178.2940 856.31 14.667 850.0 19.750 1184.0580 836.86 Q V 867.9 19.833 1189.8210 836.86 Q V 894.0 19.917 1195.3720 805.98 Q V V 20.000 1200.9230 805.98 Q ., r*. t**** w, r. w*** rr, r, r*, r**, r, r**** r* r• rw**** r**«* r*** r** rt , rr * * *,rw * *,rrr,r * * * *,r *,r FLOW PROCESS FROM NODE 11.00 TO NODE 12.00 IS CODE - 5.2 --------------------------------------------------------------------------- >>>>> MODEL CHANNEL ROUTING BY THE CONVEX METHOD <<<<< THE MODIFIED C- ROUTING COEFFICIENT IS ESTIMATED IN ORDER TO ROUTE THE STREAM 4 INFLOW HYDROGRAPH BY 5- MINUTE INTERVALS(Reference: the National Engineering Handbook, irw Hydrology, Chapter 17, page 17 -52, August,1972, U.S. Department of Commerce). �w ASSUMED REGULAR CHANNEL INFORMATION: BASEWIDTH(FT) = 18.00 CHANNEL Z .00 UPSTREAM ELEVATION = 1348.00 DOWNSTREAM ELEVATION = 1310.00 CHANNEL LENGTH(FT) = 4100.00 MANNING'S FACTOR = .014 CONSTANT LOSS RATE(CFS) _ .00 CHANNEL ROUTING COEFFICIENT ESTIMATED: MAXIMUM INFLOW(CFS) = 2383.60 AVERAGE FLOWRATE IN EXCESS OF 50o MAXIMUM INFLOW = 1800.10 CHANNEL NORMAL VELOCITY FOR Q = 1800.10 CFS = 21.52 FPS ESTIMATED CHANNEL ROUTING COEFFICIENT = .927 I R MODIFIED CHANNEL ROUTING COEFFICIENT FOR 5- MINUTE r�(,i� UNIT INTERVALS IS CSTAR = .978 I�11 CONVEX METHOD CHANNEL ROUTING RESULTS: ¢. OUTFLOW LESS MODEL INFLOW ROUTED LOSS TIME (STREAM 4) FLOW ASTREAM 4) (HRS) (CFS) (CFS) (CFS) 14.083 757.8 747.2 747.2 14.167 757.8 757.5 757.5 14.250 781.5 167.3 767.3 14.333 781.5 781.2 781.2 14.417 812.2 793.9 793.9 14.500 812.2 811.8 811.8 14.583 850.0 827.4 827.4 14.667 850.0 849.5 849.5 14.750 894.6 867.9 867.9 14.833 894.6 894.0 894.0 14.917 943.4 914.2 914.2 15.000 943.4 942.7 942.7 15.083 994.5 963.9 963.9 15.167 994.5 993.8 993.8 15.250 1042.6 1013.9 1013.9 15.333 1042.6 1042.0 1042.0 15.417 1080.5 1057.9 1057.9 15.500 1080.5 1080.0 1080.0 (UNIT- HYDROGRAPH ADDED TO STREAM #5) WATERSHED AREA = 5422.000 ACRES im /0 15.583 1107.5 1091.4 1091.4 15.667 1107.5 1107.2 1107.2 15.750 1126.3 1115.1 1115.1 15.833 1126.3 1126.1 1126.1 15.917 1159.9 1139.8 1139.8 16.000 1159.9 1159.4 1159.4 16.083 1316.6 1223.0 1223.0 16.167 1316.6 1314.6 1314.6 16.250 1532.6 1403.5 1403.5 16.333 1532.6 1529.8 1529.8 16.417 1780.7 1632.4 1632.4 10 16.500 1780.7 1777.5 1777.5 16.583 2040.9 1885.4 1885.4 16.667 2040.9 2037.5 2037.5 16.750 2274.6 2134.9 2134.9 A"+ 16.833 2274.6 2271.6 2271.6 16.917 2383.6 2318.4 2318.4 17.000 2383.6 2382.2 2382.2 17.083 2359.8 2374.0 2374.0 17.167 2359.8 2360.1 2360.1 17.250 2105.5 2257.4 2257.4 17.333 2105.5 2108.8 2108.8 17.417 1859.0 2006.3 2006.3 17.500 1859.0 1862.1 1862.1 17.583 1663.1 1780.2 1780.2 17.667 1663.1 1665.6 1665.6 17.750 1488.5 1592.9 1592.9 17.833 1488.5 1490.8 1490.8 17.917 1348.9 1432.4 1432.4 18.000 1348.9 1350.7 1350.7 18.083 1247.6 1308.1 1308.1 18.167 1247.6 1248.9 1248.9 18.250 1170.4 1216.5 1216.5 iw 18.333 1170.4 1171.4 1171.4 18.417 1100.2 1142.2 1142.2 " 18.500 1100.2 1101.1 1101.1 18.583 1044.9 1078.0 1078.0 18.667 1044.9 1045.6 1045.6 18.750 1002.3 1027.8 1027.8 w 18.833 1002.3 1002.9 1002.9 18.917 967.4 988.3 988.3 19.000 967.4 967.8 967.8 19.083 935.0 954.4 954.4 19.167 935.0 935.4 935.4 Y� 19.250 904.5 922.8 922.8 19.333 904.5 904.9 904.9 19.417 876.1 893.1 893.1 19.500 876.1 876.4 876.4 19.583 856.3 868.1 868.1 19.667 856.3 856.6 856.6 19.750 836.9 848.5 848.5 19.833 836.9 837.1 837.1 19.917 806.0 824.4 824.4 20.000 806.0 806.4 806.4 PROCESS SUMMARY OF STORAGE: INFLOW VOLUME = 1477.200 AF OUTFLOW VOLUME = 1477.199 AF LOSS VOLUME = 000 AF FLOW PROCESS FROM NODE 1.00 TO NODE 12.00 IS CODE = 1 -- ----- ----- ----- --------- ---- ---- --------- ---- ---- ------------------ >>>>>UNIT- HYDROGRAPH ANALYSIS<< - (UNIT- HYDROGRAPH ADDED TO STREAM #5) WATERSHED AREA = 5422.000 ACRES im /0 SPECIFIED PEAK 5- MINUTES RAINFALL(INCH)= .57 SPECIFIED PEAK 30- MINUTES RAINFALL(INCH)- 1.15 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 1.53 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 2.90 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 4.29 SPECIFIED PEAK 24 -HOUR RAINFALL(INCH) = 10.38 BASEFLOW = .000 CFS /SQUARE -MILE INTERVAL 5- MINUTE FACTOR = .775 *USER ENTERED "LAG" TIME = 1.143 HOURS 30- MINUTE FACTOR = .775 VALLEY(DEVELOPED): 1 -HOUR FACTOR = .775 !*� "S" -CURVE PERCENTAGE(DECIMAL NOTATION) = .070 6 -HOUR FACTOR = FOOTHILL "S" -CURVE PERCENTAGE(DECIMAL NOTATION) _ .000 .989 MOUNTAIN "S" -CURVE PERCENTAGE(DECIMAL NOTATION) _ .000 16.217 VALLEY(UNDEVELOPED) /DESERT: 5 25.334 "S" -CURVE PERCENTAGE(DECIMAL NOTATION) = .930 35.526 MAXIMUM WATERSHED LOSS RATE(INCH /HOUR) _ .790 7 kid LOW LOSS FRACTION = .610 8 55.099 * HYDROGRAPH MODEL #2 SPECIFIED* 9 SPECIFIED PEAK 5- MINUTES RAINFALL(INCH)= .57 SPECIFIED PEAK 30- MINUTES RAINFALL(INCH)- 1.15 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 1.53 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 2.90 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 4.29 SPECIFIED PEAK 24 -HOUR RAINFALL(INCH) = 10.38 A UNIT HYDROGRAPH TIME UNIT = 10.000 MINUTES ii. UNIT INTERVAL PERCENTAGE OF LAG -TIME = 14.582 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 14.00 MODEL TIME(HOURS) FOR END OF RESULTS = 20.00 e a a a a o x x x x s x x x x x x x x x_ x x x x x x x xs x x x x x s x x x s x x x x x s x x x x s s x x x x s x x x sa = x s x x ax s e x x UNIT HYDROGRAPH DETERMINATION ! --------------------------------------------------------------------------- PRECIPITATION DEPTH -AREA REDUCTION FACTORS: INTERVAL 5- MINUTE FACTOR = .775 30- MINUTE FACTOR = .775 ORDINATES(CFS) 1 -HOUR FACTOR = .775 !*� 3 -HOUR FACTOR = .963 2 6 -HOUR FACTOR = .982 24 -HOUR FACTOR = .989 A UNIT HYDROGRAPH TIME UNIT = 10.000 MINUTES ii. UNIT INTERVAL PERCENTAGE OF LAG -TIME = 14.582 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 14.00 MODEL TIME(HOURS) FOR END OF RESULTS = 20.00 e a a a a o x x x x s x x x x x x x x x_ x x x x x x x xs x x x x x s x x x s x x x x x s x x x x s s x x x x s x x x sa = x s x x ax s e x x UNIT HYDROGRAPH DETERMINATION ! --------------------------------------------------------------------------- INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) ---------------------------------------------------------------------------- 1 1.234 404.449 2 4.213 976.845 3 9.197 1633.990 4 16.217 2301.508 5 25.334 2989.311 6 35.526 3341.561 7 46.111 3470.351 8 55.099 2946.918 9 61.938 2242.119 10 67.044 1674.195 11 71.062 1317.300 12 74.114 1000.614 13 76.523 789.837 14 78.696 712.410 15 80.543 605.570 16 82.210 546.463 17 83.647 471.296 18 84.963 431.484 19 86.175 397.398 20 87.251 352.673 21 88.232 321.546 22 89.091 281.829 23 89.924 273.046 24 90.756 272.631 e 25 91.461 231.368 26 92.058 195.671 27 92.655 195.591 I F e 28 93.225 187.051 29 93.674 147.237 30 94.108 142.249 31 94.542 142.209 32 94.959 136.698 33 95.366 133.346 34 95.773 133.429 35 96.152 124.404 36 96.455 99.242 37 96.753 97.774 38 97.049 97.124 39 97.307 84.622 40 97.552 80.049 41 97.795 79.967 42 98.020 73.678 43 98.211 62.405 44 98.400 62:244 45 98.585 60.609 46 98.730 47.459 47 98.866 44.435 48 99.001 44.517 49 99.137 44.435 50 99.272 44.435 51 99.408 44.435 52 99.543 44.435 53 99.679 44.435 54 99.814 44.435 55 99.950 44.435 56 100.000 16.397 --------------------------------------------------------------------------- TOTAL STORM RAINFALL(INCHES) = 10.27 TOTAL SOIL- LOSS(INCHES) = 6.06 TOTAL EFFECTIVE RAINFALL(INCHES) = 4.20 --------------------------------------------------------------------------- TOTAL SOIL -LOSS VOLUME(ACRE -FEET) = 2738.8430 TOTAL STORM RUNOFF VOLUME(ACRE -FEET) = 1898.7920 I� -------------------------------- ----------------------------------------- 111 z z saa as s x xa xa z ax a a x x o s x a s a a a s a s x a xs a xss a z z s s a z assx as s asaa sxs :aa a a a s a a s: sa a s 2 4 - H O U R S T O R M R U N O F F H Y D R 0 G R A P H c s sa a as a x a x s x x x x a x x s x a s x a s x x a a a s x x a x x s x x x a a x x s a as a s s n s ------ x s x a zs a a: s sx xs a HYDROGRAPH IN FIVE- MINUTE INTERVALS(CFS) -------------------------------------------------------------------- rIME(HRS) VOLUME(AF) Q(CFS) 0. 725.0 1450.0 2175.0 2900.0 ---------------------------------------------------------------------------- 14.083 745.1094 981.94 - Q V 14.167 751.8721 981.94 Q V 14.250 758.8473 1012.80 Q V 14.333 765.8225 1012.80 Q V 14.417 773.0729 1052.76 Q V 14.500 780.3232 1052.76 Q V 14.583 787.9115 1101.82 QV 14.667 795.4998 1101.82 QV 14.750 803.4907 1160.28 Q 14.833 811.4816 1160.28 QV 14.917 819.9142 1224.42 QV 15.000 828.3468 1224.42 QV ■. 15.083 837.2449 1292.00 Q �y 15.167 846.1429 1292.00 Q 15.250 855.4841 1356.34 Q 15.333 864.8253 1356.34 Q - 15.417 874.5029 1405.19 VQ. 15.500 884.1805 1405.19 VQ. 15.583 894.0847 1438.09 VQ- 15.667 903.9889 1438.09 Q. �„ 15.750 914.0413 1459.60 VQ W 15.833 924.0936 1459.60 VQ 15.917 934.3767 1493.11 VQ 16.000 944.6598 1493.11 VQ 16.083 956.1138 1663.12 V Q di 16.167 967.5679 1663.12 V Q 16.250 980.5786 1889.16 V Q 16.333 993.5894 1889.16 V Q 16.417 1008.3690 2145.93 V Q• Sri 16.500 1023.1480 2145.93 V Q. 16.583 1039.8210 2420.91 V Q OR 16.667 1056.4930 2420.91 V Q 16.750 1075.0600 2695.87 V Q 16.833 1093.6270 2695.87 V Q 16.917 1113.2120 2843.82 V Q �w 17.000 1132.7980 2843.82 V Q• 17.083 1152.5740 2871.48 V Q W 17.167 1172.3500 2871.48 V Q. 17.250 1190.6310 2654.37 V Q 17.333 1208.9110 2654.37 V Q 17.417 1225.2530 2372.74 V Q 17.500 1241.5940 2372.74 V Q 17.583 1256.2510 2128.26 V Q. 17.667 1270.9090 2128.26 V Q. 17.750 1284.2610 1938.81 - QV 17.833 1297.6140 1938.81 QV 17.917 1309.7160 1757.24 Q V 18.000 1321.8180 1757.24 Q V 3 18.083 1332.9470 1615.92 - Q V 18.167 1344.0760 1615.92 Q V 18.250 1354.5650 1522.95 •Q V 18.333 1365.0530 1522.95 •Q V - 18.417 1374.9100 1431.14 Q. V 18.500 1384.7660 1431.14 Q. V. 18.583 1394.1690 1365.28 Q V. 18.667 1403.5720 1365.28 Q V. 18.750 1412.5400 1302.22 Q V. 18.833 1421.5090 1302.22 Q V. E 0 A e 18.917 1430.1740 1258.23 Q V 19.000 1438.8400 1258.23 Q V 19.083 1447.2360 1219.12 Q V 19.167 1455.6320 1219.12 Q V 19.250 1463.7440 1177.91 Q V 19.333 1471.8560 1177.91 Q V 19.417 1479.7280 1142.91 Q •V 19.500 1487.5990 1142.91 Q V 19.583 1495.2280 1107.78 Q •V 19.667 1502.8580 1107.78 Q •V 19.750 1510.3240 1084.12 Q •V 19.833 1517.7910 1084.12 Q •V 19.917 1525.0970 1060.96 Q V 20.000 1532.4040 1060.96 Q V **,►, t*, r*, r, r*, r#, t, r, r*, r, t* w**, r, r, r, r* r* r* t r r r* t** rr***** r** rr r r* w* t t *+tt * * * * , r , t ,r,rrrt,r* FLOW PROCESS FROM NODE 12.00 TO NODE 13.00 IS CODE x 5.2 --------------------------------------------------------------------------- >>>>> MODEL CHANNEL ROUTING BY THE CONVEX METHOD <<<<< axssssxxaaa as xxxasxxa axxssxas sxxxssxaxsa sasxaa xxxaassxaaxssxsxsxasxxa xsxsss THE MODIFIED C- ROUTING COEFFICIENT IS ESTIMATED IN ORDER �. TO ROUTE THE STREAM 5 INFLOW HYDROGRAPH BY 5- MINUTE INTERVALS(Reference: the National Engineering Handbook, Hydrology, Chapter 17, page 17 -52, August,1972, U.S. Department of Commerce). irr ASSUMED REGULAR CHANNEL INFORMATION: BASEWIDTH(FT) = 20.00 CHANNEL Z = .00 �. UPSTREAM ELEVATION = 1310.00 DOWNSTREAM ELEVATION = 1280.00 CHANNEL LENGTH(FT) = 5000.00 MANNING'S FACTOR = .014 CONSTANT LOSS RATE(CFS) = .00 CHANNEL ROUTING COEFFICIENT ESTIMATED: MAXIMUM INFLOW(CFS) = 2871.48 AVERAGE FLOWRATE IN EXCESS OF 50% MAXIMUM INFLOW = 2053.61 CHANNEL NORMAL VELOCITY FOR Q = 2053.61 CFS = 18.98 FPS ESTIMATED CHANNEL ROUTING COEFFICIENT = .918 MODIFIED CHANNEL ROUTING COEFFICIENT FOR 5- MINUTE UNIT INTERVALS IS CSTAR = .945 CONVEX METHOD CHANNEL ROUTING RESULTS: OUTFLOW LESS MODEL INFLOW ROUTED LOSS TIME (STREAM 5) FLOW (STREAM 5) MRS) (CFS) (CFS) (CFS) 14.083 981.9 963.3 963.3, 14.167 981.9 980.9 980.9 14.250 1012.8 987.5 987.5 14.333 1012.8 1011.4 1011.4 14.417 1052.8 1020.1 1020.1 14.500 1052.8 1051.0 1051.0 14.583 1101.8 1061.7 1061.7 14.667 1101.8 1099.6 1099.6 14.750 1160.3 1112.4 1112.4 14.833 1160.3 1157.6 1157.6 14.917 1224.4 1171.9 1171.9 15.000 1224.4 1221.5 1221.5 15.083 1292.0 1236.7 1236.7 15.167 1292.0 1289.0 1289.0 15.250 1356.3 1303.6 1303.6 15.333 1356.3 1353.4 1353.4 15.417 1405.2 1365.1 1365.1 15.500 1405.2 1403.0 1403.0 i�3 15.583 15.667 1438.1 1438.1 1411.1 1436.6 1411.1 1436.6 - 15.750 1459.6 1442.0 1442.0 15.833 1459.6 1458.6 1458.6 3 15.917 1493.1 1465.7 1465.7 16.000 1493.1 1491.6 1491.6 16.083 1663.1 1524.2 1524.2 16.167 1663.1 1655.5 1655.5 16.250 1889.2 1704.2 1704.2 16.333 1889.2 1879.0 1879.0 16.417 2145.9 1935.7 1935.7 qm 16.500 2145.9 2134.4 2134.4 ' 16.583 2420.9 2195.7 2195.7 16.667 2420.9 2408.5 2408.5 16.750 2695.9 2470.7 2470.7 �., 16.833 2695.9 2683.5 2683.5 16.917 2843.8 2722.3 2722.3 hr 17.000 2843.8 2837.1 2837.1 17.083 2871.5 2848.5 2848.5 17.167 2871.5 2870.2 2870.2 17.250 2654.4 2831.6 2831.6 17.333 2654.4 2664.1 2664.1 17.417 2372.7 2603.2 2603.2 17.500 2372.7 2385.4 2385.4 17.583 2128.3 2328.6 2328.6 it 17.667 2128.3 2139.3 2139.3 17.750 1938.8 2094.1 2094.1 }� 17.833 1938.8 1947.4 1947.4 17.917 1757.2 1906.0 1906.0 18.000 1757.2 1765.4 1765.4 18.083 1615.9 1731.8 1731.8 18.167 1615.9 1622.3 1622.3 18.250 1522.9 1599.2 1599.2 18.333 1522.9 1527.1 1527.1 18.417 1431.1 1506.3 1506.3 18.500 1431.1 1435.3 1435.3 18.583 1365.3 1419.3 1419.3 18.667 1365.3 1368.3 1368.3 18.750 1302.2 1353.9 1353.9 18.833 1302.2 1305.1 1305.1 18.917 1258.2 1294.3 1294.3 19.000 1258.2 1260.2 1260.2 19.083 1219.1 1251.2 1251.2 19.167 1219.1 1220.9 1220.9 19.250 1177.9 1211.7 1211.7 ikw 19.333 1177.9 1179.8 1179.8 19.417 1142.9 1171.6 1171.6 19.500 1142.9 1144.5 1144.5 19.583 1107.8 1136.6 1136.6 ow 19.667 1107.8 1109.4 1109.4 19.750 1084.1 1103.5 1103.5 19.833 1084.1 1085.2 1085.2 19.917 1061.0 1079.9 1079.9 20.000 1061.0 1062.0 1062.0 c-- - - - - -- PROCESS SUMMARY OF STORAGE: INFLOW VOLUME = 1898.792 AF OUTFLOW VOLUME = 1898.789 AF LOSS VOLUME _ .000 AF FLOW PROCESS FROM NODE 1.00 TO NODE 13.00 IS CODE = 6 3 ---- » >>>STREAM NUMBER 5 CLEARED AND SET TO ZERO<< «< ******, t**, tw** w, t*, t**, t, r*, t, r*, rw** w , tt* r , t , t , t , t t*** r , t , t* tr*** rir * * *,twr„t *,t,t,r *,t *,tt FLOW PROCESS FROM NODE 1.00 TO NODE 13.00 IS CODE = 1 3 ll q 1- >>>>>UNIT-HYDROGRAPH - ANALYSIS<<<<< -------------------------------------- -------- ___________________________________________________________________________ 1p! SPECIFIED PEAK 5- MINUTES RAINFALL(INCH)= .57 SPECIFIED PEAK 30- MINUTES RAINFALL(INCH)= 1.15 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 1.53 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 2.90 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 4.29 SPECIFIED PEAK 24 -HOUR RAINFALL(INCH) = 10.38 irw PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5- MINUTE FACTOR = .740 30- MINUTE FACTOR = .740 1 -HOUR FACTOR = .740 3 -HOUR FACTOR = .952 g � 6 -HOUR FACTOR = .978 24 -HOUR FACTOR = .986 UNIT HYDROGRAPH TIME UNIT = 10.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 13.706 .060 _ .000 _ .000 .940 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 14.00 MODEL TIME(HOURS) FOR END OF RESULTS = 20.00 '. tm (UNIT - HYDROGRAPH ADDED TO STREAM #5) DETERMINATION ---------------------------------------------------------------------------- WATERSHED AREA = 6792.000 ACRES UNIT HYDROGRAPH =:9 BASEFLOW = .000 CFS /SQUARE -MILE ORDINATES(CFS) ' *USER ENTERED "LAG" TIME = 1.216 HOURS VALLEY(DEVELOPED): 1 1.164 477.889 "S" -CURVE PERCENTAGE(DECIMAL NOTATION) 1115.531 FOOTHILL "S" -CURVE PERCENTAGE(DECIMAL NOTATION) 1821.003 MOUNTAIN "S" -CURVE PERCENTAGE(DECIMAL NOTATION) 4 40 VALLEY(UNDEVELOPED) /DESERT: 22.765 3368.450 "S" -CURVE PERCENTAGE(DECIMAL NOTATION) 3840.001 MAXIMUM WATERSHED LOSS RATE(INCH /HOUR) _ .790 41.993 LOW LOSS FRACTION = * HYDROGRAPH MODEL #2 .610 SPECIFIED* 8 1p! SPECIFIED PEAK 5- MINUTES RAINFALL(INCH)= .57 SPECIFIED PEAK 30- MINUTES RAINFALL(INCH)= 1.15 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 1.53 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 2.90 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 4.29 SPECIFIED PEAK 24 -HOUR RAINFALL(INCH) = 10.38 irw PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5- MINUTE FACTOR = .740 30- MINUTE FACTOR = .740 1 -HOUR FACTOR = .740 3 -HOUR FACTOR = .952 g � 6 -HOUR FACTOR = .978 24 -HOUR FACTOR = .986 UNIT HYDROGRAPH TIME UNIT = 10.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 13.706 .060 _ .000 _ .000 .940 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 14.00 MODEL TIME(HOURS) FOR END OF RESULTS = 20.00 '. tm UNIT HYDROGRAPH DETERMINATION ---------------------------------------------------------------------------- INTERVAL "S" GRAPH UNIT HYDROGRAPH =:9 NUMBER MEAN VALUES ORDINATES(CFS) IW ----------------------------------------- ---------------------------------- 1 1.164 477.889 2 3.880 1115.531 3 8.314 1821.003 4 14.563 2566.810 5 22.765 3368.450 6 32.115 3840.001 7 41.993 4056.998 8 51.402 3864.357 9 58.679 2988.469 10 64.194 2265.227 11 68.563 1794.222 12 71.939 1386.702 13 74.612 1097.644 14 76.777 889.328 15 78.792 827.577 16 80.496 699.846 17 82.064 644.056 18 83.422 557.470 19 84.681 517.322 20 85.835 473.814 er � irn ---------------------------------------------- ----------------------- - - - - -- TOTAL STORM RAINFALL(INCHES) = 10.24 TOTAL SOIL- LOSS(INCHES) = 6.06 iW TOTAL EFFECTIVE RAINFALL(INCHES) = 4.17 ------------------------------------------------------------------- TOTAL SOIL -LOSS VOLUME(ACRE -FEET) = 3432.7350 40 TOTAL STORM RUNOFF VOLUME(ACRE -FEET) = 2359.9510 --------------------------------------------------------------------------- W] 2 lib 21 86.894 434.887 22 87.836 387.084 23 88.686 348.847 24 89.474 323.870 25 90.263 323.764 26 91.020 311.117 27 91.616 244.921 28 92.183 232.876 29 92.750 232.816 30 93.266 211.694 31 93.681 170.377 32 94.093 169.333 4" 33 94.505 169.167 1 34 94.900 162.399 35 95.287 158.770 36 95.673 158.770 OR 37 96.046 152.936 38 96.341 121.361 39 96.624 116.190 40 96.908 116.519 41 97.171 108.266 42 97.404 95.507 43 97.636 95.284 44 97.867 94.733 45 98.062 80.319 46 98.243 74.159 47 98.423 74.159 48 98.595 70.417 49 98.728 54.904 " 50 98.857 52.923 51 98.986 52.923 52 99.115 52.814 w 53 99.243 52.814 54 99.372 52.814 55 99.501 52.814 56 99.629 52.814 ew 57 99.758 52.814 "ills 58 99.886 52.817 59 100.000 46.666 irn ---------------------------------------------- ----------------------- - - - - -- TOTAL STORM RAINFALL(INCHES) = 10.24 TOTAL SOIL- LOSS(INCHES) = 6.06 iW TOTAL EFFECTIVE RAINFALL(INCHES) = 4.17 ------------------------------------------------------------------- TOTAL SOIL -LOSS VOLUME(ACRE -FEET) = 3432.7350 40 TOTAL STORM RUNOFF VOLUME(ACRE -FEET) = 2359.9510 --------------------------------------------------------------------------- W] 2 lib _= x = a x = ----- = --- :x --- a x x =x x x --- x --- = a x = - x =--- = x= ==--- 2 4 - H O U R S T O R M 3 R U N O F F H Y D R 0 G R A P H HYDROGRAPH IN FIVE - MINUTE INTERVALS(CFS) -------------------------------------------------------------------------- :IME(HRS) VOLUME(AF) * Q(CFS) 0. 850.0 1700.0 2550.0 3400.0 -------------------------------------------------------------------------- 14.083 922.2824 1228.17 QV 14.167 930.7409 1228.17 QV 14.250 939.4606 1266.11 QV w 14.333 948.1804 1266.11 Q V 14.417 957.2339 1314.57 QV 14.500 966.2874 1314.57 QV 14.583 975.7510 1374.12 Q 14.667 985.2147 1374.12 Q 14.750 995.1683 1445.26 VQ 14.833 1005.1220 1445.26 Q 14.917 1015.6170 1523.96 Q eye 15.000 1026.1130 1523.96 Q 15.083 1037.1820 1607.15 VQ ire 15.167 1048.2500 1607.15 VQ 15.250 1059.8910 1690.22 V Q. uw 15.333 1071.5310 1690.22 VQ. 15.417 1083.5970 1751.89 V Q 10 15.500 1095.6620 1751.89 V Q 15.583 1108.0070 1792.52 V •Q e� 15.667 1120.3530 1792.52 V •Q 15.750 1132.8760 1818.47 V .Q 15.833 1145.4000 1818.47 V.Q 15.917 1158.1590 1852.48 V.Q �* 16.000 1170.9170 1852.48 V.Q 16.083 1184.9060 2031.26 V Q 16.167 1198.8960 2031.26 V Q 16.250 1214.4170 2253.67 V Q 40 16.333 1229.9380 2253.67 V Q ' 16.417 1247.1730 2502.55 V Q. W 16.500 1264.4080 2502.55 V Q. 16.583 1283.5180 2774.74 V Q 16.667 1302.6280 2774.74 V Q 16.750 1323.7770 3070.93 V Q 16.833 1344.9270 3070.93 V Q 16.917 1367.3670 3258.35 V Q PR 17.000 1389.8080 3258.35 V Q `` 17.083 1412.8060 3339.38 V Q. do 17.167 1435.8050 3339.38 V Q. 17.250 1458.1630 3246.47 V Q 17.333 1480.5220 3246.47 V Q 17.417 1500.6990 2929.72 V Q 17.500 1520.8760 2929.72 V Q 17.583 1539.1850 2658.51 V Q 17.667 1557.4950 2658.51 V Q 17.750 1574.3030 2440.56 V Q 17.833 1591.1110 2440.56 V Q 17.917 1606.4730 2230.56 QV 18.000 1621.8350 2230.56 QV 18.083 1635.9830 2054.33 Q V 18.167 1650.1320 2054.33 Q V 18.250 1663.2860 1910.08 Q V 18.333 1676.4410 1910.08 Q V 18.417 1688.9670 1818.74 .Q V 18.500 1701.4930 1818.74 Q V 18.583 1713.3310 1718.92 Q V. 18.667 1725.1690 1718.92 Q V. 18.750 1736.5400 1651.00 Q. V. 18.833 1747.9100 1651.00 Q. V. END OF FLOOD ROUTING ANALYSIS X11 60 i' �Ir Y D lIS 18.917 1758.8070 1582.18 Q V. 19.000 1769.7030 1582.18 Q V. 19.083 1780.2680 1534.05 Q V 19.167 1790.8330 1534.05 Q V 19.250 1801.0830 1488.19 Q V 19.333 1811.3320 1488.19 Q V 19.417 1821.2750 1443.76 Q V 19.500 1831.2190 1443.76 Q V - 19.583 1840.8500 1398.47 Q •V 19.667 1850.4810 1398.47 Q •V 19.750 1859.8450 1359.63 Q •V 19.833 1869.2090 1359.63 Q •V 19.917 1878.3490 1327.17 Q - •V 20.000 1887.4890 1327.17 Q •V :a s a g a: s s xs s a s s sz a z a x ez s z a s z a s x a e x e xa x a x= s s x x c za a x x a s: s a x as x x a a x x sxz ax a x as x END OF FLOOD ROUTING ANALYSIS X11 60 i' �Ir Y D lIS RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983 -92 Advanced Engineering Software (aes) Ver. 1.9A Release Date: 6/26/92 License ID 1400 Analysis prepared by: ALLARD ENGINEERING 11993 Magnolia Avenue, Suite G trri Riverside, California 92503 (909) 353 -1945 Fax (909) 353 -1947 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** 1,i 100 -YEAR STORM (EXISTING CONDITION) THIS STUDY IS GENERATED TO OBTAIN U.H. LAG TIME KAUFMAN & BROAD FILE NAME: HEXOFFKB.DAT TIME /DATE OF STUDY: 14:51 4/16/1995 a a o a c= s s a a a a s s s a c cs a a s s c == s s s s a== s s a a= = s c o== s c a a c= a m s a m s m s s a= c s s s a == s s a= a USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: --------------- -------------- PM -- *TIME -OF- CONCENTRATION MODEL*- - iN USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 24.00 #m SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE _ .95 ,, *USER- DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE _ .6000 USER SPECIFIED 1 -HOUR INTENSITY(INCH /HOUR) = 1.5300 FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 2.1 ky---------- =---------------------------------------------------------------- >>>>> RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< L NATURAL AVERAGE COVER TC = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)] ** .20 INITIAL SUBAREA FLOW- LENGTH(FEET) = 1000.00 a!�! UPSTREAM ELEVATION(FEET) = 1980.00 DOWNSTREAM ELEVATION(FEET) = 1955.00 ELEVATION DIFFERENCE(FEET) = 25.00 TC(MIN.) _ .706 *[( 1000.00 ** 3.00)/( 25.00)] ** .20 = 23.400 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.692 SOIL CLASSIFICATION IS "A" NATURAL AVERAGE COVER "GRASS" SUBAREA LOSS RATE, Fm(INCH /HR) _ .8200 SUBAREA PERVIOUS LOSS RATE, Fp(INCH /HR) _ .82 SUBAREA PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA RUNOFF(CFS) = 15.16 TOTAL AREA(ACRES) = 9.00 PEAK FLOW RATE(CFS) = 15.16 FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE = 5.2 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW <<<<< >>>>>TRAVELTIME THRU SUBAREA<< <<< --------------- - - - -- UPSTREAM NODE ELEVATION = 1955.00 DOWNSTREAM NODE ELEVATION = 1925.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 1150.00 CHANNEL SLOPE _ .0261 /1q CHANNEL FLOW THRU SUBAREA(CFS) = 15.16 FLOW VELOCITY(FEET /SEC) = 4.50 (PER LACFCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 4.26 TC(MIN.) = 27.66 FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE = 8 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< «<----------------------- :a s s s s s s a a a s s =ass == a a a a a a s a s a a a s s s a a sa s s s s s a a sa a a s s a a sa a s a a s sa a s a a a s s a a a a s s 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.435 SOIL CLASSIFICATION IS "A" NATURAL AVERAGE COVER "GRASS" SUBAREA LOSS RATE, Fm(INCH /HR) _ .8200 SUBAREA PERVIOUS LOSS RATE, Fp(INCH /HR) _ .82 SUBAREA PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 18.00 SUBAREA RUNOFF(CFS) = 26.16 EFFECTIVE AREA(ACRES) = 27.00 AREA- AVERAGED Fm(INCH /HR) _ .82 AREA- AVERAGED Fp(INCH /HR) _ .82 AREA - AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 27.00 PEAK FLOW RATE(CFS) = 39.24 }� TC(MIN) = 27.66 FLOW PROCESS FROM NODE 3.00 TO NODE 4.00 IS CODE = 5.2 -------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA <<<<< UPSTREAM NODE ELEVATION = 1925.00 DOWNSTREAM NODE ELEVATION = 1868.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 1750.00 CHANNEL SLOPE _ .0326 CHANNEL FLOW THRU SUBAREA(CFS) = 39.24 FLOW VELOCITY(FEET /SEC) = 6.52 (PER LACFCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 4.48 TC(MIN.) = 32.14 fm FLOW PROCESS FROM NODE 3.00 TO NODE 4.00 IS CODE = 8 - --------------------------------------------------------------------- w >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.225 SOIL CLASSIFICATION IS "A" # NATURAL AVERAGE COVER "GRASS" SUBAREA LOSS RATE, Fm(INCH /HR) _ .8200 SUBAREA PERVIOUS LOSS RATE, Fp(INCH /HR) _ .82 SUBAREA PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 36.00 SUBAREA RUNOFF(CFS) = 45.53 EFFECTIVE AREA(ACRES) = 63.00 AREA- AVERAGED Fm(INCH /HR) _ .82 AREA- AVERAGED Fp(INCH /HR) _ .82 AREA- AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 63.00 PEAK FLOW RATE(CFS) = 79.67 TC(MIN) = 32.14 3 FLOW PROCESS FROM NODE 4.00 TO NODE 5.00 IS CODE = 5.2 >> >>>COMPUTE NATURAL VALLEY CHANNEL FLOW <<<<< >>>>>TRAVELTIME THRU SUBAREA« « < -------------------------------------------------------------------------- ' UPSTREAM NODE ELEVATION = 1868.00 DOWNSTREAM NODE ELEVATION = 1800.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 2200.00 CHANNEL SLOPE _ .0309 CHANNEL FLOW THRU SUBAREA(CFS) = 79.67 FLOW VELOCITY(FEET /SEC) = 7.80 (PER LACFCD HYDROLOGY MANUAL) 3 TRAVEL TIME(MIN.) = 4.70 TC(MIN.) = 36.84 FLOW PROCESS FROM NODE 4.00 TO NODE 5.00 IS CODE = 8 ---- -------- ----- ----- --------- ---- ---- --------- ---- ---- ------------------ >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< axxxxaxa= sssaascasxsscaxa= x= xsxsxssxssssxoxssaxxs =xxs xsa asxxseeacxcsxxa=ssa 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.050 SOIL CLASSIFICATION IS "A" NATURAL AVERAGE COVER "GRASS" SUBAREA LOSS RATE, Fm(INCH /HR) _ .8200 SUBAREA PERVIOUS LOSS RATE, Fp(INCH /HR) _ .82 SUBAREA PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 72.00 SUBAREA RUNOFF(CFS) 79.71 EFFECTIVE AREA(ACRES) = 135.00 AREA- AVERAGED Fm(INCH /HR) _ .82 I AREA - AVERAGED Fp(INCH /HR) _ .82 AREA - AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 135.00 PEAK FLOW RATE(CFS) = 149.46 TC(MIN) = 36.84 ww r , r**, rrw, r**, r, r*, rw***, r***, r, r*** r* r** e**«* r*+ r*** rr****« r * *ww * * *,r * * * *w * *,r *rr,r *r *,r FLOW PROCESS FROM NODE 5.00 TO NODE 6.00 IS CODE = 5.2 ---------------------------------------------------------------------------- A* >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA <<<<< x---- - - - - -- UPSTREAM NODE ELEVATION = 1800.00 DOWNSTREAM NODE ELEVATION = 1680.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 4150.00 CHANNEL SLOPE _ .0289 CHANNEL FLOW THRU SUBAREA(CFS) = 149.46 ml FLOW VELOCITY(FEET /SEC) = 9.12 (PER LACFCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 7.59 TC(MIN.) = 44.43 FLOW PROCESS FROM NODE 5.00 TO NODE 6.00 IS CODE = 8 •-------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH /HR) = 1.832 SOIL CLASSIFICATION IS "A" NATURAL AVERAGE COVER "GRASS" SUBAREA LOSS RATE, Fm(INCH /HR) _ .8200 SUBAREA PERVIOUS LOSS RATE, Fp(INCH /HR) _ .82 SUBAREA PERVIOUS AREA FRACTION, Ap = 1.00 io SUBAREA AREA(ACRES) = 143.00 SUBAREA RUNOFF(CFS) = 130.28 EFFECTIVE AREA(ACRES) = 278.00 AREA- AVERAGED Fm(INCH /HR) _ .82 AREA- AVERAGED Fp(INCH /HR) _ .82 AREA- AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 278.00 PEAK FLOW RATE(CFS) = 253.27 TC(MIN) = 44.43 W . .............*+*.*, r*« w******* * * * * * * * * * * *. « * * * FLOW PROCESS FROM NODE 6.00 TO NODE 7.00 IS CODE = 5.2 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW <<<<< >>>>>TRAVELTIME THRU SUBAREA <<<<< UPSTREAM NODE ELEVATION = 1680.00 DOWNSTREAM NODE ELEVATION = 1530.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 5900.00 CHANNEL SLOPE _ .0254 CHANNEL FLOW THRU SUBAREA(CFS) = 253.27 FLOW VELOCITY(FEET /SEC) = 10.07 (PER LACFCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 9.77 TC(MIN.) = 54.20 FLOW PROCESS FROM NODE 6.00 TO NODE 7.00 IS CODE = 8 ------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« << < 100 YEAR RAINFALL INTENSITY(INCH /HR) = 1.626 SOIL CLASSIFICATION IS " A " 4" iw 12� RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 7.70 .98 .60 32 13.77 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA RUNOFF(CFS) - 15.72 ji TOTAL AREA(ACRES) = 7.70 PEAK FLOW RATE(CFS) = 15.72 FLOW PROCESS FROM NODE 2.00 TO NODE 5.00 IS CODE = 6.2 --------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA« « t >>>>>( STREET TABLE SECTION # 1 USED) «« < :z zaessaa se s= xzzzxxza=x ac asxxx =axzz as xxzxxaxsaxasassax :zaasxxxssaaxxsaxx axxa UPSTREAM ELEVATION(FEET) = 1506.00 DOWNSTREAM ELEVATION(FEET) 1498.00 STREET LENGTH(FEET) 300.00 CURB HEIGHT(INCHES) - 8.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 12.00 INTERIOR STREET CROSSFALL(DECIMAL) = .020 G OUTSIDE STREET CROSSFALL(DECIMAL) = .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) _ .020 Mir "TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 17.94 STREET FLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) _ .43 .+ HALFSTREET FLOOD WIDTH(FEET) = 13.48 AVERAGE FLOW VELOCITY(FEET /SEC.) = 4.47 PRODUCT OF DEPTH &VELOCITY = 1.91 �r. STREET FLOW TRAVEL TIME(MIN.) = 1.12 TC(MIN.) = 14.89 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.723 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 2.30 .98 .60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA AREA(ACRES) = 2.30 SUBAREA RUNOFF(CFS) = 4.43 EFFECTIVE AREA(ACRES) = 10.00 AREA - AVERAGED Fm(INCH /HR) _ .59 AREA- AVERAGED Fp(INCH /HR) = .98 AREA- AVERAGED Ap = .60 TOTAL AREA(ACRES) = 10.00 PEAK FLOW RATE(CFS) = 19.24 END OF SUBAREA STREET FLOW HYDRAULICS: fAR DEPTH(FEET) _ .44 HALFSTREET FLOOD WIDTH(FEET) = 13.95 (s FLOW VELOCITY(FEET /SEC.) = 4.50 DEPTH *VELOCITY = 1.97 FLOW PROCESS FROM NODE 2.00 TO NODE 5.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 14.89 RAINFALL INTENSITY(INCH /HR) = 2.72 AREA- AVERAGED Fm(INCH /HR) = .59 AREA- AVERAGED Fp(INCH /HR) = .98 AREA- AVERAGED Ap = .60 EFFECTIVE STREAM AREA(ACRES) = 10.00 TOTAL STREAM AREA(ACRES) = 10.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 19.24 r**, r******, r**, r******************************* * *it * * * * * * * * * * * * * * « * * * * * * * * * * ** FLOW PROCESS FROM NODE 3.00 TO NODE 4.00 IS CODE = 2.1 ------ ------ ------- ------- ------------- ------------------------ » >>>RATIONAL - METHOD - INITIAL - SUBAREA - ANALYSIS <<<<< INITIAL SUBAREA FLOW- LENGTH(FEET) = 1000.00 UPSTREAM ELEVATION(FEET) = 1530.00 DOWNSTREAM ELEVATION(FEET) = 1506.00 ELEVATION DIFFERENCE(FEET) = 24.00 W TC = K *[(LENGTH ** 3.00) /(ELEVATION CHANGEH ** .20 SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 13.767 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.854 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 6.70 .98 .60 32 13.77 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) _ .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA RUNOFF(CFS) = 13.68 TOTAL AREA(ACRES) = 6.70 PEAK FLOW RATE(CFS) = 13.68 4n*************************************** * * ** * * * * * * * * * * * * * * * ** * * * * * * * * ** FLOW PROCESS FROM NODE 4.00 TO NODE 5.00 IS CODE - 6.2 -------------------------------------------------------- ------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>( STREET TABLE SECTION # 1 USED) <<<<< z ac c c a c c c a c c s c c a a c a c a c x s c s c x a c s as a s x a c a c a cs c c z a ecs c c s a c cc= = cc a c c ts ac = a cc a r a a UPSTREAM ELEVATION(FEET) = 1506.00 DOWNSTREAM ELEVATION(FEET) = 1498.00 STREET LENGTH(FEET) = 480.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 20.00 A ft Y iv rl DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 12.00 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = .020 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 16.71 STREET FLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = .45 HALFSTREET FLOOD WIDTH(FEET) = 14.52 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.64 PRODUCT OF DEPTH &VELOCITY = 1.63 STREET FLOW TRAVEL TIME(MIN.) = 2.20 TC(MIN.) = 15.97 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.611 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 3.30 .98 .60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA AREA(ACRES) = 3.30 SUBAREA RUNOFF(CFS) = 6.02 EFFECTIVE AREA(ACRES) = 10.00 AREA- AVERAGED Fm(INCH /HR) _ .59 AREA- AVERAGED Fp(INCH /HR) = .98 AREA - AVERAGED Ap = .60 TOTAL AREA(ACRES) = 10.00 PEAK FLOW RATE(CFS) = 18.24 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .46 HALFSTREET FLOOD WIDTH(FEET) = 14.98 FLOW VELOCITY(FEET /SEC.) = 3.74 DEPTH *VELOCITY = 1.71 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 4.00 TO NODE 5.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES « «< sx=axs:ax=sx=sx=x==x =xcaco sax=xx sxxxxxaxxaxssxxsasxxx sxxssxassxs axxaxaax=xx TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 15.97 RAINFALL INTENSITY(INCH /HR) = 2.61 AREA- AVERAGED Fm(INCH /HR) = .59 AREA- AVERAGED Fp(INCH /HR) = .98 AREA- AVERAGED Ap = .60 EFFECTIVE STREAM AREA(ACRES) = 10.00 TOTAL STREAM AREA(ACRES) = 10.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 18.24 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) 1 19.24 14.89 2.723 .98( .59) .60 10.00 2 18.24 15.97 2.611 .98( .59) .60 10.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 37.19 TC(MIN.) = 14.886 EFFECTIVE AREA(ACRES) = 19.32 AREA- AVERAGED Fm(INCH /HR) _ .59 ! AREA- AVERAGED Fp(INCH /HR) = .98 AREA - AVERAGED Ap = .60 TOTAL AREA(ACRES) = 20.00 tw FLOW PROCESS FROM NODE 5.00 TO NODE 12.00 IS CODE = 3.1 >>>>> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<<<< !�! >>>>>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW)<<<<< UPSTREAM NODE ELEVATION(FEET) = 1498.00 DOWNSTREAM NODE ELEVATION(FEET) = 1437.00 FLOW LENGTH(FEET) = 4700.00 MANNING'S N = .013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 20.6 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 10.35 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 37.19 ow TRAVEL TIME(MIN.) = 7.57 TC(MIN.) = 22.46 FLOW PROCESS FROM NODE 5.00 TO NODE 12.00 IS CODE a 8.1 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« «< MAINLINE Tc(MIN) = 22.46 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.128 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 53.00 .98 .60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA AREA(ACRES) = 53.00 SUBAREA RUNOFF(CFS) = 73.60 EFFECTIVE AREA(ACRES) = 72.32 AREA- AVERAGED Fm(INCH /HR) _ .59 AREA- AVERAGED Fp(INCH /HR) _ .98 AREA- AVERAGED Ap .60 on I27 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** ** PEAK FLOW RATE TABLE STREAM Q Tc Intensity Fp(Fm) Ap Ae NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) Ifi1 1 37.2 14.89 2.723 .975( .585) .60 19.3 2 36.5 15.97 2.611 .975( .585) .60 20.0 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 37.19 TC(MIN.) = 14.886 EFFECTIVE AREA(ACRES) = 19.32 AREA- AVERAGED Fm(INCH /HR) _ .59 ! AREA- AVERAGED Fp(INCH /HR) = .98 AREA - AVERAGED Ap = .60 TOTAL AREA(ACRES) = 20.00 tw FLOW PROCESS FROM NODE 5.00 TO NODE 12.00 IS CODE = 3.1 >>>>> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<<<< !�! >>>>>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW)<<<<< UPSTREAM NODE ELEVATION(FEET) = 1498.00 DOWNSTREAM NODE ELEVATION(FEET) = 1437.00 FLOW LENGTH(FEET) = 4700.00 MANNING'S N = .013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 20.6 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 10.35 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 37.19 ow TRAVEL TIME(MIN.) = 7.57 TC(MIN.) = 22.46 FLOW PROCESS FROM NODE 5.00 TO NODE 12.00 IS CODE a 8.1 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« «< MAINLINE Tc(MIN) = 22.46 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.128 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 53.00 .98 .60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA AREA(ACRES) = 53.00 SUBAREA RUNOFF(CFS) = 73.60 EFFECTIVE AREA(ACRES) = 72.32 AREA- AVERAGED Fm(INCH /HR) _ .59 AREA- AVERAGED Fp(INCH /HR) _ .98 AREA- AVERAGED Ap .60 on I27 TOTAL AREA(ACRES) = 73.00 PEAK FLOW RATE(CFS) = 100.43 - FLOW - PROCESS - FROM - NODE - - -- - 6_00 TO NODE - - - -- 7_00 - IS CODE = 2.1 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< c s a a a x ca s c c xa c s s a a a a x s: s a a a ss a a a s x a s x c az s x z x s c s x a s c xx s a a c s s a as a= axs z a a s a s a s c INITIAL SUBAREA FLOW- LENGTH(FEET) = 800.00 UPSTREAM ELEVATION(FEET) - 1530.00 DOWNSTREAM ELEVATION(FEET) = 1506.00 ELEVATION DIFFERENCE(FEET) = 24.00 TC - K *[(LENGTH ** 3.00)/(ELEVATION CHANGE)] ** .20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 12.042 25 YEAR RAINFALL INTENSITY(INCH /HR) 3.093 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 5.00 .98 .60 32 12.04 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) _ .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA RUNOFF(CFS) = 11.28 TOTAL AREA(ACRES) = 5.00 PEAK FLOW RATE(CFS) 11.28 60 FLOW PROCESS FROM NODE 7.00 TO NODE 10.00 IS CODE = 6.2 --------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA <<<<< gr >>>>>( STREET TABLE SECTION # 1 USED) <<<<< c a s a a x a x c s a s a x z a a ac s s s c s x x a s sx s s s s x s s s x a c s x c a= x x a s s s a a c a x a a a x a s s xx s x x x a s x x s UPSTREAM ELEVATION(FEET) = 1506.00 DOWNSTREAM ELEVATION(FEET) = 1500.00 STREET LENGTH(FEET) = 850.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 20.00 iw DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 12.00 INTERIOR STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) _ .020 � SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) _ .020 as * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 15.55 STREET FLOW MODEL RESULTS USING ESTIMATED FLOW: so STREET FLOW DEPTH(FEET) _ .49 El: HALFSTREET FLOOD WIDTH(FEET) = 16.77 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.59 PRODUCT OF DEPTH &VELOCITY = 1.28 STREET FLOW TRAVEL TIME(MIN.) = 5.47 TC(MIN.) = 17.51 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.471 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 5.00 .98 .60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) _ .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA AREA(ACRES) = 5.00 SUBAREA RUNOFF(CFS) = 8.49 EFFECTIVE AREA(ACRES) = 10.00 AREA- AVERAGED Fm(INCH /HR) _ .59 AREA- AVERAGED Fp(INCH /HR) _ .98 AREA- AVERAGED Ap = .60 TOTAL AREA(ACRES) = 10.00 PEAK FLOW RATE(CFS) = 16.97 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) _ .51 HALFSTREET FLOOD WIDTH(FEET) = 17.42 FLOW VELOCITY(FEET /SEC.) = 2.63. DEPTH *VELOCITY = 1.33 r Yn FLOW PROCESS FROM NODE 7.00 TO NODE 10.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES,USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 17.51 RAINFALL INTENSITY(INCH /HR) = 2.47 AREA- AVERAGED Fm(INCH /HR) _ .59 AREA- AVERAGED Fp(INCH /HR) _ .98 AREA- AVERAGED Ap - .60 EFFECTIVE STREAM AREA(ACRES) = 10.00 TOTAL STREAM AREA(ACRES) = 10.00 PEAK FLOW RATE(CFS) AT CONFLUENCE 16.97 *#*#**##*##*#******####**##***#**##**###***# # * * # # # # * * # * * * * * # # # # # * * * * * # # * * *# FLOW PROCESS FROM NODE 8.00 TO NODE 9.00 IS CODE 2.1 --------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< ax a x x s z= s x x x m x x x z x x s x x x x x x x x x x s x x x= s xx x x x x x x x x x zc z= s a x x az x xs x xx x x xx x s x x x s s x INITIAL SUBAREA FLOW- LENGTH(FEET) = 1000.00 ( UPSTREAM ELEVATION(FEET) = 1530.00 DOWNSTREAM ELEVATION(FEET) = 1520.00 ELEVATION DIFFERENCE(FEET) = 10.00 �t TC = K *((LENGTH ** 3.00) /(ELEVATION CHANGE)] ** .20 bi SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 12.102 25 YEAR RAINFALL INTENSITY(INCH /HR) = 3.084 L p SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) am COMMERCIAL A 2.00 .98 .10 32 12.10 Lj RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 8.00 .98 .60 32 16.40 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) _ .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50 SUBAREA RUNOFF(CFS) = 23.36 TOTAL AREA(ACRES) = 10.00 PEAK FLOW RATE(CFS) = 23.36 *#*#*#**##******##**#***#***###*##***##****# * * * * * # # * # # # * * * * # * * * # # # # * * # * * * ## FLOW PROCESS FROM NODE 9.00 TO NODE 10.00 IS CODE = 6.2 ---------------------------------------------------------------------------- >> >>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>>( STREET TABLE SECTION # 1 USED)<<<<< UPSTREAM ELEVATION(FEET) = 1520.00 DOWNSTREAM ELEVATION(FEET) = 1500.00 STREET LENGTH(FEET) = 690.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 12.00 INTERIOR STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) _ .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) _ .020 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) _ STREET FLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) _ .55 HALFSTREET FLOOD WIDTH(FEET) = 19.39 AVERAGE FLOW VELOCITY(FEET /SEC.) = 5.70 PRODUCT OF DEPTH &VELOCITY = 3.11 STREET FLOW TRAVEL TIME(MIN.) = 2.02 TC(MIN.) = 14.12 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.811 45.03 1l�1 3 SUBAREA LOSS RATE DATA(AMC II): Fp Ap SCS DEVELOPMENT TYPE/ SCS SOIL AREA LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN 3 COMMERCIAL A RESIDENTIAL 8.00 .98 .10 32 "3 -4 DWELLINGS /ACRE" A 12.00 .98 .60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) _ .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .40 SUBAREA AREA(ACRES) = 20.00 SUBAREA RUNOFF(CFS) 43.58 EFFECTIVE AREA(ACRES) = 30.00 AREA- AVERAGED Fm(INCH /HR) _ .42 AREA - AVERAGED Fp(INCH /HR) _ .98 AREA - AVERAGED Ap = .43 TOTAL AREA(ACRES) = 30.00 PEAK FLOW RATE(CFS) = 64.49 3 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) _ .60 HALFSTREET FLOOD WIDTH(FEET) = 14.58 FLOW VELOCITY(FEET /SEC.) = 6.50 DEPTH *VELOCITY = 3.88 FLOW PROCESS FROM NODE 9.00 TO NODE 10.00 IS CODE 1 ----------- ------ -------------- - >>>>>DESIGNATE INDEPENDENT - STREAM FOR CONFLUENCE« <<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES <<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 14.12 00 RAINFALL INTENSITY(INCH /HR) = 2.81 AREA - AVERAGED Fm(INCH /HR) _ .42 AREA- AVERAGED Fp(INCH /HR) _ .98 AREA- AVERAGED Ap = .43 I EFFECTIVE STREAM AREA(ACRES) 30.00 ° TOTAL STREAM AREA(ACRES) = 30.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 64.49 ** CONFLUENCE DATA ** 7 STREAM Q Tc Intensity Fp(Fm) Ap Ae NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) 1 16.97 17.51 2.471 .98( .59) .60 10.00 2 64.49 14.12 2.811 .98( .42) .43 30.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) 1 72.3 17.51 2.471 .975( .463) .47 40.0 2 80.6 14.12 2.811 .975( .457) .47 38.1 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 80.65 Tc(MIN.) = 14.120 EFFECTIVE AREA(ACRES) = 38.06 AREA- AVERAGED Fm(INCH /HR) _ .46 AREA- AVERAGED Fp(INCH /HR) _ .98 AREA - AVERAGED Ap = .47 TOTAL AREA(ACRES) = 40.00 FLOW PROCESS FROM NODE 10.00 TO NODE 11.00 IS CODE = 3.1 ] -- >>>>>COMPUTE - PIPE-FLOW - TRAVEL - TIME - THRU - SUBAREA<<<<< >> >>>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) <<<<< UPSTREAM NODE ELEVATION(FEET) = 1500.00 DOWNSTREAM NODE ELEVATION(FEET) = 1464.00 FLOW LENGTH(FEET) = 1740.00 MANNING'S N = .013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 25.8 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 14.88 ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 E3o PIPE- FLOW(CFS) = 80.65 TRAVEL TIME(MIN.) = 1.95 TC(MIN.) - 16.07 FLOW PROCESS FROM NODE 10.00 TO NODE 11.00 IS CODE = 8.1 ------------------------------ >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< txxsax= axxxxxxxxsxxxxx xxxsxxxxx= xxmxxaxsxxsxssxxsx xsx sxxxaxsaxsx axxxxaaxxsa MAINLINE Tc(MIN) = 16.07 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.601 FLOW PROCESS FROM NODE 11.00 TO NODE 12.00 IS CODE = 3.1 ------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< » » >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW)<<<<< saxxxxaxxxxcxx axx sxssa sxxsxxxxxxxxxxx= xxaxxxxxxaxx xe se sees xxxaxx xxxsxxxxaxx UPSTREAM NODE ELEVATION(FEET) = 1464.00 DOWNSTREAM NODE ELEVATION(FEET) = 1437.00 FLOW LENGTH(FEET) = 1340.00 MANNING'S N = .013 DEPTH OF FLOW IN 54.0 INCH PIPE IS 42.5 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 19.48 ESTIMATED PIPE DIAMETER(INCH) = 54.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 261.60 TRAVEL TIME(MIN.) = 1.15 TC(MIN.) = 17.21 FLOW PROCESS FROM NODE 11.00 TO NODE 12.00 IS CODE = 8.1 l -------------------------------------- - - - - -- ----------------------- ,- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< MAINLINE Tc(MIN) = 17.21 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.496 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN AREA Fp COMMERCIAL A 23.20 .98 .10 32 LAND USE GROUP RESIDENTIAL CN 32 COMMERCIAL A "8 -10 DWELLINGS /ACRE" A .70 .98 .40 32 RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 74.10 .98 .60 32 `; SUBAREA AVERAGE PERVIOUS LOSS RATE, AREA FRACTION, Fp(INCH /HR) = .98 Ap = 3.30 .98 .40 SUBAREA AVERAGE PERVIOUS .48 RESIDENTIAL SUBAREA AREA(ACRES) = 98.00 SUBAREA RUNOFF(CFS) = 188.14 "3 -4 DWELLINGS /ACRE" A EFFECTIVE AREA(ACRES) = 136.06 AREA - AVERAGED Fm(INCH /HR) _ .47 L AREA- AVERAGED Fp(INCH /HR) = .98 AREA - AVERAGED Ap = .48 TOTAL AREA(ACRES) = 138.00 PEAK FLOW RATE(CFS) = 261.60 FLOW PROCESS FROM NODE 11.00 TO NODE 12.00 IS CODE = 3.1 ------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< » » >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW)<<<<< saxxxxaxxxxcxx axx sxssa sxxsxxxxxxxxxxx= xxaxxxxxxaxx xe se sees xxxaxx xxxsxxxxaxx UPSTREAM NODE ELEVATION(FEET) = 1464.00 DOWNSTREAM NODE ELEVATION(FEET) = 1437.00 FLOW LENGTH(FEET) = 1340.00 MANNING'S N = .013 DEPTH OF FLOW IN 54.0 INCH PIPE IS 42.5 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 19.48 ESTIMATED PIPE DIAMETER(INCH) = 54.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 261.60 TRAVEL TIME(MIN.) = 1.15 TC(MIN.) = 17.21 FLOW PROCESS FROM NODE 11.00 TO NODE 12.00 IS CODE = 8.1 l -------------------------------------- - - - - -- ----------------------- ,- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< MAINLINE Tc(MIN) = 17.21 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.496 * *** * * * * **** * *,r*** *vr,r,r,e SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A .80 .98 .10 32 RESIDENTIAL "8 -10 DWELLINGS /ACRE" A 3.30 .98 .40 32 RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 41.90 .98 .60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .58 SUBAREA AREA(ACRES) = 46.00 SUBAREA RUNOFF(CFS) = 80.04 EFFECTIVE AREA(ACRES) = 182.06 AREA- AVERAGED Fm(INCH /HR) _ .49 AREA- AVERAGED Fp(INCH /HR) = .98 AREA- AVERAGED Ap = .50 TOTAL AREA(ACRES) = 184.00 PEAK FLOW RATE(CFS) = 328.74 * *** * * * * **** * *,r*** *vr,r,r,e FLOW PROCESS FROM NODE 11.00 TO NODE 12.00 IS CODE 1 ---- ----- --------- ---- ---- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< as saasasasaxxssx sasasxsasaaasaas xaaz saaxasasaas zssaaaaaszsaaxsaxsaxa aaaa xaao TOTAL NUMBER OF STREAMS== 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 17.21 RAINFALL INTENSITY(INCH /HR) = 2.50 AREA- AVERAGED Fm(INCH /HR) = .49 AREA - AVERAGED Fp(INCH /HR) = .98 AREA - AVERAGED Ap = .50 EFFECTIVE STREAM AREA(ACRES) = 182.06 TOTAL STREAM AREA(ACRES) = 184.00 PEAK FLOW RATE(CFS) AT CONFLUENCE 328.74 FLOW PROCESS FROM NODE 5.00 TO NODE 12.00 IS CODE 7 ------------------------------------------------------------- >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE <<<<< saaasaazass aaaxa saaaxxaasasaassaa aaasasxa xasasaa sxa aaasa :sc :xsasasssaxaasaa USER - SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN.) = 22.46 RAINFALL INTENSITY(INCH /HR) = 2.13 EFFECTIVE AREA(ACRES) = 72.32 TOTAL AREA(ACRES) = 73.00 PEAK FLOW RATE(CFS) = 100.43 AREA- AVERAGED Fm(INCH /HR) _ .59 AREA - AVERAGED Fp(INCH /HR) _ .98 AREA- AVERAGED Ap = .60 NOTE: EFFECTIVE AREA IS USED AS THE TOTAL CONTRIBUTING AREA FOR ALL CONFLUENCE ANALYSES. FLOW PROCESS FROM NODE 5.00 TO NODE 12.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES <<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 22.46 RAINFALL INTENSITY(INCH /HR) = 2.13 AREA- AVERAGED Fm(INCH /HR) = .59 AREA- AVERAGED Fp(INCH /HR) = .9B AREA- AVERAGED Ap = .60 EFFECTIVE STREAM AREA(ACRES) = 72.32 TOTAL STREAM AREA(ACRES) = 73.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 100.43 ** CONFLUENCE DATA ** STREAM, Q Tc Intensity Fp(Fm) Ap Ae NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) 1 288.39 20.74 2.232 .98( .49) .50 184.00 1 328.74 17.21 2.496 .98( .49) .50 182.06 2 100.43 22.46 2.128 .98( .59) .60 72.32 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) 1 424.1 17.21 2.496 .976( .513) .53 237.5 2 387.4 20.74 2.232 .977( .517) .53 250.8 3 371.5 22.46 2.128 .977( .518) .53 256.3 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 424.12 Tc(MIN.) = 17.215 EFFECTIVE AREA(ACRES) = 237.50 AREA- AVERAGED Fm(INCH /HR) _ .51 AREA- AVERAGED Fp(INCH /HR) = .98 AREA - AVERAGED Ap = .53 TOTAL AREA(ACRES) = 257.00 13Z r, t, t*, tt, rrr, r**,►* rr�r*, t*, tt, t*, rr*y r, t*, t, rtrr* uir* r *tr,t *,t * *,r,t,r *,ttr,t *w,t *,t *,t ,t *tr *ir,t * *,t * * *tr* FLOW PROCESS FROM NODE 12.00 TO NODE 13.00 IS CODE - 3.1 --------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« < < >>>>>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW)<<<<< 1 === T - R ; A = M === N = OD -= E c a= = c = c c s = c =acs = = = a= = = = = = = = s = = = = = = c = = = = = c = ax = = = a = c = = ax s = UPS ELEVATZON(FEET) = 1437.00 DOWNSTREAM NODE ELEVATION(FEET) = 1417.00 FLOW LENGTH(FEET) = 1040.00 MANNING'S N - .013 E l DEPTH OF FLOW IN 66.0 INCH PIPE IS 50.6 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) - 21.71 ESTIMATED PIPE DIAMETER(INCH) = 66.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 424.12 TRAVEL TIME(MIN.) = .80 TC(MIN.) = 18.01 * rr*, r, r* r*, r*, r, r, r, r*, t****, r•******** r r* w r r* r r* r* r. r• rrr** w+ r * *t * * * *i * *t+t * * *,t• ** FLOW PROCESS FROM NODE 12.00 TO NODE 13.00 IS CODE = 8.1 ---- -------- ----- ----- --------- ---- ---- --------- ---- ---- ---- --- ----------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< s c c c c c s s= e c c s c s c c= c c =c c s cc s cc = x c c == c= s x c c s c c x x x c c c c x= a c a == c c a c x == c s s =c cas= s '_.' MAINLINE Tc(MIN) = 18.01 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.429 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 20.50 .98 .60 32 PUBLIC PARK A 2.50 .98 .85 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) _ .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .63 SUBAREA AREA(ACRES) = 23.00 SUBAREA RUNOFF(CFS) = 37.62 EFFECTIVE AREA(ACRES) = 260.50 AREA - AVERAGED Fm(INCH /HR) _ .52 AREA- AVERAGED Fp(INCH /HR) = .98 AREA- AVERAGED Ap = .53 TOTAL AREA(ACRES) = 280.00 PEAK FLOW RATE(CFS) 447.23 FLOW PROCESS FROM NODE 13.00 TO NODE 14.00 IS CODE = 3.1 --------------------------------------------------------------------------- >> >>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) < <<< UPSTREAM NODE ELEVATION(FEET) - 1417.00 DOWNSTREAM NODE ELEVATION(FEET) = 1415.50 FLOW LENGTH(FEET) = 1280.00 MANNING'S N = .013 DEPTH OF FLOW IN 114.0 INCH PIPE IS 86.9 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 7.71 ESTIMATED PIPE DIAMETER(INCH) = 114.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 447.23 TRAVEL TIME(MIN.) = 2.77 TC(MIN.) = 20.78 - FLOW - PROCESS FROM - NODE - -- 13.00 TO NODE 14.00 IS CODE = 8.1 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN) = 20.78 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.229 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 40.00 .98 .60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) _ .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap - .60 SUBAREA AREA(ACRES) = 40.00 SUBAREA RUNOFF(CFS) = 59.20 EFFECTIVE AREA(ACRES) 300.50 AREA - AVERAGED Fm(INCH /HR) _ .53 AREA - AVERAGED Fp(INCH /HR) _ .98 AREA - AVERAGED Ap = .54 TOTAL AREA(ACRES) = 320.00 PEAK FLOW RATE(CFS) = 459.64 FLOW PROCESS FROM NODE 14.00 TO NODE 20.00 IS CODE - 3.1 --------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) <<<<< sasss asssssssx ssxaas zas sas ae sxsaxxas saxzass xasssssaasszassa :sass as ssszaszssz UPSTREAM NODE ELEVATION(FEET) = 1415.50 DOWNSTREAM NODE ELEVATION(FEET) = 1412.40 FLOW LENGTH(FEET) = 1320.00 MANNING'S N = .013 10 DEPTH OF FLOW IN 102.0 INCH PIPE IS 76.2 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 10.11 ESTIMATED PIPE DIAMETER(INCH) = 102.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 459.64 TRAVEL TIME(MIN.) = 2.18 TC(MIN.) = 22.96 iYr FLOW PROCESS FROM NODE 14.00 TO NODE 20.00 IS CODE 1 --------------------------------------------------------------------------- Im >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< " TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 22.96 RAINFALL INTENSITY(INCH /HR) = 2.10 e.. AREA- AVERAGED Fm(INCH /HR) _ .53 AREA- AVERAGED Fp(INCH /HR) _ .98 AREA- AVERAGED Ap = .54 EFFECTIVE STREAM AREA(ACRES) = 300.50 TOTAL STREAM AREA(ACRES) = 320.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 459.64 j� FLOW PROCESS FROM NODE 15.00 TO NODE 16.00 IS CODE = 2.1 --------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< INITIAL SUBAREA FLOW- LENGTH(FEET) - 900.00 UPSTREAM ELEVATION(FEET) = 1532.00• DOWNSTREAM ELEVATION(FEET) = 1511.00 ELEVATION DIFFERENCE(FEET) = 21.00 TC = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)] ** .20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 9.794 25 YEAR RAINFALL INTENSITY(INCH /HR) = 3.501 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA pp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) COMMERCIAL A 6.00 .98 .10 32 9.79 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) _ .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10 SUBAREA RUNOFF(CFS) = 18.38 TOTAL AREA(ACRES) = 6.00 PEAK FLOW RATE(CFS) = 18.38 FLOW PROCESS FROM NODE 16.00 TO NODE 17.00 IS CODE = 6.2 ---------------------------------------------------------------------- - - - - -- » >>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA«« < >>>>>( STREET TABLE SECTION # 1 USED) <<<<< a :a aas xaxsscssasa asoos sacc ass sxsaxasxasxzmxxs sxaasaxx zxsaaaaasxxax s :a :xzaa as UPSTREAM ELEVATION(FEET) = 1511.00 DOWNSTREAM ELEVATION(FEET) = 1500.00 STREET LENGTH(FEET) = 600.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 20.00 44 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 12.00 INTERIOR STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .020 4 R SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF - 2 STREET PARKWAY CROSSFALL(DECIMAL) _ .020 Ai * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) - 34.48 qR STREET FLOW MODEL RESULTS USING ESTIMATED FLOW: i STREET FLOW DEPTH(FEET) = .54 HALFSTREET FLOOD WIDTH(FEET) = 19.11 AVERAGE FLOW VELOCITY(FEET /SEC.) = 4.49 PRODUCT OF DEPTH &VELOCITY = 2.43 STREET FLOW TRAVEL TIME(MIN.) = 2.23 TC(MIN.) - 12.02 25 YEAR RAINFALL INTENSITY(INCH /HR) = 3.096 END OF SUBAREA STREET FLOW HYDRAULICS: a DEPTH(FEET) _ .59 HALFSTREET FLOOD WIDTH(FEET) = 14.58 10 FLOW VELOCITY(FEET /SEC.) = 5.07 DEPTH *VELOCITY = 2.98 ■"******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 17.00 TO NODE 18.00 IS CODE = 6.2 --------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA <<<<< �. >>>>>( STREET TABLE SECTION # 1 USED) <<<<< � .ccsc UPSTREAM ELEVATION(FEET) = 1500.00 DOWNSTREAM ELEVATION(FEET) = 1486.00 STREET LENGTH(FEET) = 900.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 12.00 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 020 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 74.41 ** *STREET FLOWING FULL * ** STREET FLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = .67 HALFSTREET FLOOD WIDTH(FEET) = 14.58 AVERAGE FLOW VELOCITY(FEET /SEC.) = 5.70 PRODUCT OF DEPTH &VELOCITY = 3.85 STREET FLOW TRAVEL TIME(MIN.) = 2.63 TC(MIN.) = 14.65 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.749 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 12.00 .98 .10 32 ON �; V35 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 12.00 .98 .10 32 _SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = 12 180 0 0 EFFECTIVE AREA(ACRES) = AREA-AVERAGED RAGED /HR) = .10 AREA- AVERAGED Fp(INCH /HR) = .98 AREA- AVERAGED Ap = .10 TOTAL AREA(ACRES) = 18.00 PEAK FLOW RATE(CFS) = 48.57 as END OF SUBAREA STREET FLOW HYDRAULICS: a DEPTH(FEET) _ .59 HALFSTREET FLOOD WIDTH(FEET) = 14.58 10 FLOW VELOCITY(FEET /SEC.) = 5.07 DEPTH *VELOCITY = 2.98 ■"******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 17.00 TO NODE 18.00 IS CODE = 6.2 --------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA <<<<< �. >>>>>( STREET TABLE SECTION # 1 USED) <<<<< � .ccsc UPSTREAM ELEVATION(FEET) = 1500.00 DOWNSTREAM ELEVATION(FEET) = 1486.00 STREET LENGTH(FEET) = 900.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 12.00 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 020 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 74.41 ** *STREET FLOWING FULL * ** STREET FLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = .67 HALFSTREET FLOOD WIDTH(FEET) = 14.58 AVERAGE FLOW VELOCITY(FEET /SEC.) = 5.70 PRODUCT OF DEPTH &VELOCITY = 3.85 STREET FLOW TRAVEL TIME(MIN.) = 2.63 TC(MIN.) = 14.65 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.749 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 12.00 .98 .10 32 ON �; V35 RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 12.00 .98 .60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) _ .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .35 SUBAREA AREA(ACRES) = 24.00 SUBAREA RUNOFF(CFS) 52.01 EFFECTIVE AREA(ACRES) = 42.00 AREA- AVERAGED Fm(INCH /HR) _ .24 AREA - AVERAGED Fp(INCH /HR) _ .97 AREA - AVERAGED Ap = .24 on TOTAL AREA(ACRES) 42.00 PEAK FLOW RATE(CFS) 94.97 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) _ .72 HALFSTREET FLOOD WIDTH(FEET) - 14.58 !1 FLOW VELOCITY(FEET /SEC.) = 6.24 DEPTH *VELOCITY = 4.53 X11 FLOW PROCESS FROM NODE 18.00 TO NODE 19.00 IS CODE = 3.1 » >>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< >>>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) <<<<< s s: z: s z s s s s a= s s x s az s a s a= a s a s a a s s a s a x a s a x s s x x x a x sz s: x s a sx s a a z x x a ss s z as x x s a s a UPSTREAM NODE ELEVATION(FEET) = 1486.00 DOWNSTREAM NODE ELEVATION(FEET) = 1468.00 FLOW LENGTH(FEET) = 1100.00 MANNING'S N = .013 OR DEPTH OF FLOW IN 39.0 INCH PIPE IS 29.5 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 14.08 ESTIMATED PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES = 1 PIPE -FLOW (CFS) = 94.97 TRAVEL TIME(MIN.) 1.30 TC(MIN.) - 15.95 FLOW PROCESS FROM NODE 18.00 TO NODE 19.00 IS CODE = 8.1 --------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< l ea = s x a s s x x x s s s a x ss x x s =x e e a e s: a x s s= s x s a e s s s s a x s s x s s s x sa x a x s s s s s sa s x a s= x xxax x x MAINLINE Tc(MIN) = 15.95 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.612 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 10.00 .98 .10 32 �e RESIDENTIAL j "3 -4 DWELLINGS /ACRE" A 28.00 .98 .60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) _ .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .47 SUBAREA AREA(ACRES) = 38.00 SUBAREA RUNOFF(CFS) = 73.73 EFFECTIVE AREA(ACRES) = 80.00 AREA- AVERAGED Fm(INCH /HR) _ .34 AREA- AVERAGED Fp(INCH /HR) _ .97 AREA - AVERAGED Ap = .35 TOTAL AREA(ACRES) = 80.00 PEAK FLOW RATE(CFS) 163.53 FLOW PROCESS FROM NODE 19.00 TO NODE 20.00 IS CODE 3.1 ----- -------- ----- ----- --------- ---- ---- --------- ---- ---- ---- --- ----------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) <<<<< UPSTREAM NODE ELEVATION(FEET) - 1468.00 DOWNSTREAM NODE ELEVATION(FEET) = 1412.40 FLOW LENGTH(FEET) = 2640.00 MANNING'S N = .013 .3 DEPTH OF FLOW IN 45.0 INCH PIPE IS 35.2 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 17.63 ESTIMATED PIPE DIAMETER(INCH) = 45.00 NUMBER OF PIPES 1 PIPE- FLOW(CFS) = 163.53 3 TRAVEL TIME(MIN.) = 2.50 TC(MIN.) = 18.45 X36 FLOW PROCESS FROM NODE 19.00 TO NODE 20.00 IS CODE = 8.1 --------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ssxzsszcss= zccsszssssssscsszzsssscsss azssc ssx szssssxs aasszss ssss zx sscczesss MAINLINE TC(MIN) = 18.45 25 YEAR RAINFALL INTENSITY(INCH /HR) - 2.394 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 20.00 .98 .10 32 RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 60.00 .98 .60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .47 SUBAREA AREA(ACRES) = 80.00 SUBAREA RUNOFF(CFS) = 139.05 EFFECTIVE AREA(ACRES) = 160.00 AREA- AVERAGED Fm(INCH /HR) _ .40 AREA- AVERAGED Fp(INCH /HR) _ .98 AREA - AVERAGED Ap = .41 TOTAL AREA(ACRES) = 160.00 PEAK FLOW RATE(CFS) = 286.87 on FLOW PROCESS FROM NODE 19.00 TO NODE 20.00 IS CODE = 1 --------------------------------------------------------------------------- i >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES <<<<< sczsz sesc ssccssscscss xsszccssxsssssssc xco ccsssszcss xzzassssacssas sssxzcss xxz k. ] TOTAL NUMBER OF STREAMS = 2 j CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 18.45 RAINFALL INTENSITY(INCH /HR) = 2.39 AREA- AVERAGED Fm(INCH /HR) = .40 AREA- AVERAGED Fp(INCH /HR) = .98 AREA- AVERAGED Ap = .41 EFFECTIVE STREAM AREA(ACRES) = 160.00 }} TOTAL STREAM AREA(ACRES) = 160.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 286.87 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) 1 459.64 22.96 2.100 .98( .53) .54 300.50 1 421.20 26.67 1.919 .98( .53) .55 313.77 1 404.92 28.41 1.848 .98( .53) .55 319.32 2 286.87 18.45 2.394 .98( .40) .41 160.00 ow RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ifil ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) 1 704.1 22.96 2.100 .976( .485) .50 460.5 2 639.7 26.67 1.919 .976( .488) .50 473.8 3 613.1 28.41 1.848 .976( .489) .50 479.3 4 725.5 18.45 2.394 .976( .479) .49 401.5 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 725.50 Tc(MIN.) = 18.449 EFFECTIVE AREA(ACRES) 401.50 AREA - AVERAGED Fm(INCH /HR) _ .48 AREA- AVERAGED Fp(INCH /HR) = .98 AREA- AVERAGED Ap .49 TOTAL AREA(ACRES) = 480.00 ****************#*****#************#******#* * * * # * * * * * # * * # * * * * * * * * * * * * # # * # ## FLOW PROCESS FROM NODE 20.00 TO NODE 21.00 IS CODE = 3.1 --------------------------------------------------------------------------- >> >>> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) <<<<< 1 �7 NATURAL AVERAGE COVER "GRASS" SUBAREA LOSS RATE, Fm(INCH /HR) _ .8200 SUBAREA PERVIOUS LOSS RATE, Fp(INCH /HR) = .82 SUBAREA PERVIOUS AREA FRACTION, Ap = 1.00 3 SUBAREA AREA(ACRES) = 231.00 SUBAREA RUNOFF(CFS) = 167.63 EFFECTIVE AREA(ACRES) = 509.00 AREA - AVERAGED Fm(INCH /HR) _ .82 AREA- AVERAGED Fp(INCH /HR) = .82 AREA- AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 509.00 PEAK FLOW RATE(CFS) = 369.36 TC(MIN) = 54.20 di *, e, rw, r, t, t**, r*, r«, r, r*«, r, r, r*, r, r**, r, r*,►,►***** t* t* r r* r r , r * * * * * * * * ,r *,r * *,r * * *,rtr,r FLOW PROCESS FROM NODE 7.00 TO NODE 8.00 IS CODE 3 >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<<<< , >>>>>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) < <<< DEPTH OF FLOW IN 60.0 INCH PIPE IS 46.3 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 22.7 UPSTREAM NODE ELEVATION(FEET) = 1530.00 DOWNSTREAM NODE ELEVATION(FEET) = 1468.00 FLOW LENGTH(FEET) = 2600.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 60.00 NUMBER OF PIPES = 1 OR PIPE- FLOW(CFS) = 369.36 TRAVEL TIME(MIN.) = 1.91 TC(MIN.) = 56.11 J FLOW PROCESS FROM NODE 7.00 TO NODE 8.00 IS CODE = 8 -------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ---- --- - - - - -- - - - -- ------- - - - - -- -- - - - - -- --------- - - - - -- �s' 100 YEAR RAINFALL INTENSITY(INCH /HR) = 1.593 SOIL CLASSIFICATION IS "A" NATURAL AVERAGE COVER "GRASS" SUBAREA LOSS RATE, Fm(INCH /HR) = .8200 4" SUBAREA PERVIOUS LOSS RATE, Fp(INCH /HR) = .82 SUBAREA PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 131.00 SUBAREA RUNOFF(CFS) = 91.12 EFFECTIVE AREA(ACRES) = 640.00 AREA- AVERAGED Fm(INCH /HR) _ .82 AREA- AVERAGED Fp(INCH /HR) = .82 AREA- AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 640.00 PEAK FLOW RATE(CFS) = 445.16 TC(MIN) = 56.11 END OF STUDY SUMMARY: ,TOTAL AREA(ACRES) = 640.00 TC(MIN.) = 56.11 EFFECTIVE AREA(ACRES) = 640.00 AREA- AVERAGED Fm(INCH /HR)= .82 AREA - AVERAGED Fp(INCH /HR) _ .82 AREA - AVERAGED Ap = 1.00 PEAK FLOW RATE(CFS) = 445.16 END OF RATIONAL METHOD ANALYSIS 3 i 3 � ZZ A 0 O w ;� a �z� �ox ** w**** r* *, t***********, r* w**, r*** t** r***** r t* r t t r* w* ,r*,tr. *,r *,r,t*,r,t * *,t * **,e ** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) i� (c) Copyright 1983 -93 Advanced Engineering Software (aes) Ver. 2.1B Release Date:11/17/93 License ID 1400 Analysis prepared by: ALLARD ENGINEERING 6101 Cherry Avenue Fontana, CA 92336 W (909) 899 -5011 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** .y 25 -YEAR STORM (PROPOSED CONDITION) THIS STUDY IS GENERATED TO OBTAIN U.H. LAG TIME AND Q's FOR SECONDARY FACILITIES t: 10 FILE NAME: TONBSLN.DAT TIME /DATE OF STUDY: 9:31 10/ 2/1997 Id USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: -- *TIME -OF- CONCENTRATION MODEL * -- I USER SPECIFIED STORM EVENT(YEAR) = 25.00 60 SPECIFIED MINIMUM PIPE SIZE(INCH) = 24.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE _ .95 OR *USER— DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE _ .6000 USER SPECIFIED 1 —HOUR INTENSITY(INCH /HOUR) = 1.1800 *ANTECEDENT MOISTURE CONDITION (AMC II) ASSUMED* im *USER— DEFINED STREET— SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF— CROWN TO STREET— CROSSFALL: CURB GUTTER — GEOMETRIES: MANNING a WIDTH CROSSFALL INTE —/ OUT — /PARK— HEIGHT WIDTH LIP HIKE FACTOR 0. (FT) (FT) ROIR / SIDE/ WAY (FT) (FT) (FT) (FT) (n) ___ ------- - - - - -- 1 20.0 12.0 020/ .020/ .020 .67 2.00 .03125 .1670 .01500 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = .67 FEET as (Maximum Allowable Street Flow- Depth) - (Top -of -Curb) 2. (Depth) *(Velocity) Constraint = 6.0 *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 2.1 » >>> RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< «< c c= c c c a a c a= a= c a c == c c a c c a c c c c c a a c= a c c t= c a a c= a c c c c c c a a c c a a c a c c a c c a c c c= c c a a c c a INITIAL SUBAREA FLOW- LENGTH(FEET) = 1000.00 UPSTREAM ELEVATION(FEET) = 1530.00 DOWNSTREAM ELEVATION(FEET) = 1506.00 ELEVATION DIFFERENCE(FEET) = 24.00 TC = K *((LENGTH ** 3.00) /(ELEVATION CHANGE)] ** .20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 13.767 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.854 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) io cssaaaassxasxaasaxsx= a ssasacxxassxaaasaaxacaaaa :xscaasxaaasaaxsassxaassxa as UPSTREAM NODE ELEVATION(FEET) = 1412.40 DOWNSTREAM NODE ELEVATION(FEET) = 1407.80 FLOW LENGTH(FEET) = 1320.00 MANNING'S N = .013 DEPTH OF FLOW IN 114.0 INCH PIPE IS 82.6 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 13.20 40 ESTIMATED PIPE DIAMETER(INCH) = 114.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 725.50 TRAVEL TIME(MIN.) = 1.67 TC(MIN.) = 20.12 « w , r* e , r , r*, r, r•, r, r***, r**, r**** r**** r , r* r** e**** r**, r, r*, r, r*, r., r ,r,r * * * *,r * *,r * * *,r,r * * * *rr+r ** FLOW PROCESS FROM NODE 20.00 TO NODE 21.00 IS CODE = 8.1 ------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< x :saascaxcaa ssaasassasaxaxsssasx:z xa osxx: asa axaxsx axasssa as :assasa =sa aaa aaa MAINLINE Tc(MIN) = 20.12 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.273 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 80.00 .98 .60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) _ .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA AREA(ACRES) 80.00 SUBAREA RUNOFF(CFS) = 121.55 EFFECTIVE AREA(ACRES) 481.50 AREA - AVERAGED Fm(INCH /HR) _ .50 AREA- AVERAGED Fp(INCH /HR) _ .98 AREA- AVERAGED Ap = .51 w TOTAL AREA(ACRES) = 560.00 PEAK FLOW RATE(CFS) = 769.92 FLOW PROCESS FROM NODE 21.00 TO NODE 22.00 IS CODE = 3.1 - ----- -------- ----- ----- --------- --- ----- --------- -- >> >>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW)< «< �ax =axs a x s a x= x s c s c x a x s s x s x x x x s a s c x s x x a x= x a x a x s x c a s a s x s x x a x s a x a s a s s x x xs a s x s x x s a UPSTREAM NODE ELEVATION(FEET) = 1407.80 di DOWNSTREAM NODE ELEVATION(FEET) = 1403.20 FLOW LENGTH(FEET) = 1320.00 MANNING'S N = .013 DEPTH OF FLOW IN 114.0 INCH PIPE IS 86.8 INCHES W PIPE -FLOW VELOCITY(FEET /SEC.) = 13.30 ESTIMATED PIPE DIAMETER(INCH) = 114.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 769.92 TRAVEL TIME(MIN.) = 1.65 TC(MIN.) = 21.77 6w - FLOW PROCESS FROM NODE 21.00 TO NODE 22.00 IS CODE = 8.1 -------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE TC(MIN) = 21.77 25 YEAR RAINF F ALL INTENSITY(INCH /HR) = 2.168 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 80.00 .98 .60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) _ .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap .60 SUBAREA AREA(ACRES) = 80.00 SUBAREA RUNOFF(CFS) = 113.97 EFFECTIVE AREA(ACRES) = 561.50 AREA- AVERAGED Fm(INCH /HR) _ .51 AREA- AVERAGED Fp(INCH /HR) _ .98 AREA- AVERAGED Ap = .52 TOTAL AREA(ACRES) = 640.00 PEAK FLOW RATE(CFS) = 838.25 �g FLOW PROCESS FROM NODE 22.00 TO NODE 23.00 IS CODE = 3.1 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) < <<< x r s s a x s s s x s x x x s x s x= r s s x x s s s a a x x s sx x x x a x x xr x x x x x x a x x a: x x x s s r xx a: x a x x x s s a x x a s UPSTREAM NODE ELEVATION(FEET) = 1403.20 DOWNSTREAM NODE ELEVATION(FEET) = 1395.00 FLOW LENGTH(FEET) = 1320.00 MANNING'S N = .013 DEPTH OF FLOW IN 108.0 INCH PIPE IS 78.2 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 17.00 ESTIMATED PIPE DIAMETER(INCH) - 108.00 NUMBER OF PIPES 1 PIPE- FLOW(CFS) = 838.25 TRAVEL TIME(MIN.) = 1.29 TC(MIN.) = 23.07 t******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * po FLOW PROCESS FROM NODE 22.00 TO NODE 23.00 IS CODE = 8.1 --------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< on MAINLINE Tc(MIN) = 23.07 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.094 W SUBAREA LOSS RATE DATA(AMC II): po DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 12.00 .98 .10 32 RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 68.00 .98 .60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) _ .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .52 SUBAREA AREA(ACRES) = 80.00 SUBAREA RUNOFF(CFS) = 113.92 EFFECTIVE AREA(ACRES) = 641.50 AREA - AVERAGED Fm(INCH /HR) _ .51 AREA- AVERAGED Fp(INCH /HR) _ .98 AREA- AVERAGED Ap = .52 TOTAL AREA(ACRES) = 720.00 PEAK FLOW RATE(CFS) = 914.86 �1 FLOW PROCESS FROM NODE 24.00 TO NODE 25.00 IS CODE = 2.1 ---------------------------------------------------------------------------- i" >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< INITIAL SUBAREA FLOW- LENGTH(FEET) = 900.00 UPSTREAM ELEVATION(FEET) = 1530.00 ON DOWNSTREAM ELEVATION(FEET) = 1509.00 1: ELEVATION DIFFERENCE(FEET) = 21.00 irr TC = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)] ** .20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 9.794 25 YEAR RAINFALL INTENSITY(INCH /HR) = 3.501 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) COMMERCIAL A 6.00 .98 .10 32 9.79 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) _ .98 3 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10 SUBAREA RUNOFF(CFS) 18.38 TOTAL AREA(ACRES) = 6.00 PEAK FLOW RATE(CFS) = 18.38 FLOW PROCESS FROM NODE 25.00 TO NODE 26.00 IS CODE = 6.2 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>>( STREET TABLE SECTION # 1 USED) <<<<< :_1 /3q UPSTREAM ELEVATION(FEET) = 1509.00 DOWNSTREAM ELEVATION(FEET) = 1498.00 STREET LENGTH(FEET) = 600.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 12.00 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .020 41 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF - 2 STREET PARKWAY CROSSFALL(DECIMAL) = .020 qx '* *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) - 34.35 STREET FLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = .54 HALFSTREET FLOOD WIDTH(FEET) = 19.02 q1 AVERAGE FLOW VELOCITY(FEET /SEC.) = 4.51 PRODUCT OF DEPTH &VELOCITY = 2.43 STREET FLOW TRAVEL TIME(MIN.) = 2.22 TC(MIN.) = 12.01 25 YEAR RAINFALL INTENSITY(INCH /HR) = 3.098 SUBAREA LOSS RATE DATA(AMC II): bo DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 11.40 .98 .10 32 RESIDENTIAL "3 -4 DWELLINGS /ACRE" A .60 .98 .60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = .98 ' SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap .13 SUBAREA AREA(ACRES) = 12.00 SUBAREA RUNOFF(CFS) 32.14 EFFECTIVE AREA(ACRES) = 18.00 AREA- AVERAGED Fm(INCH /HR) = it AREA- AVERAGED Fp(INCH /HR) = .98 AREA- AVERAGED Ap = .12 TOTAL AREA(ACRES) = 18.00 PEAK FLOW RATE(CFS) = 48.34 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .59 HALFSTREET FLOOD WIDTH(FEET) = 14.58 FLOW VELOCITY(FEET /SEC.) = 5.05 DEPTH *VELOCITY = 2.97 r ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 26.00 TO NODE 27.00 IS CODE = 3.1 --------------------------------------------------------------------------- >> >>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>> USING COMPUTER- ESTIMATED PIPESIZE (NON - PRESSURE FLOW)<<<<< �j UPSTREAM NODE ELEVATION(FEET) = 1498.00 DOWNSTREAM NODE ELEVATION(FEET) = 1484.00 WA FLOW LENGTH(FEET) = 900.00 MANNING'S N = .013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 23.8 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 11.57 3 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 48.34 TRAVEL TIME(MIN.) = 1.30 TC(MIN.) = 13.31 FLOW PROCESS FROM NODE 26.00 TO NODE 27.00 IS CODE = 8.1 --------------------------------------------------------------------------- » >>, OF SUBAREA TO MAINLINE PEAK FLOW « < MAINLINE Tc(MIN) = 13.31 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.913 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 9.60 .98 .10 32 3 RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 14.40 .98 .60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) _ .98 LID SUBAREA AVERAGE PERVIOUS AREA FRA SUBAREA AREA(ACRES) - 24.00 EFFECTIVE AREA(ACRES) = 42.00 AREA- AVERAGED Fp(INCH /HR) _ .98 TOTAL AREA(ACRES) = 42.00 CTION, Ap = .40' SUBAREA RUNOFF(CFS) 54.50 AREA - AVERAGED Fm(INCH /HR) _ .27 AREA - AVERAGED Ap = .28 PEAK FLOW RATE(CFS) - 99.84 * . ** , r w * w«**, ew* w* r.,►, r**«, rt« r#, r , r# w*** r* r r r r r t* w r**** * *tr * * *,k * * *r * * *,r,r *,r FLOW PROCESS FROM NODE 27.00 TO NODE 28.00 IS CODE = 3.1 >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<<<< 04 >>>>>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) «« < iwz a: ssa a s s a s s a x ss ao a s as s a x s a x =_= sa __ ___ s a s sa as s s :a s s s s a sssa aass s s :sx s a s s :s s a UPSTREAM NODE ELEVATION(FEET) = 1484.00 DOWNSTREAM NODE ELEVATION(FEET) = 1461.50 :t FLOW LENGTH(FEET) = 1100.00 MANNING'S N = .013 DEPTH OF FLOW IN 39.0 INCH PIPE IS 28.1 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 15.62 ESTIMATED PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES 1 PIPE- FLOW(CFS) = 99.84 TRAVEL TIME(MIN.) = 1.17 TC(MIN.) = 14.48 FLOW PROCESS FROM NODE 27.00 TO NODE 28.00 IS CODE = 8.1 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< sxsxsxaac= aax =asax sc sxaxxaxscxs === asxxsaaxsx as sax xxax xs ssaxxsaxc scsacsssxxs MAINLINE Tc(MIN) = 14.48 25 YEAR RAINFALL INTENSITY(INCH /HR) _ 2.769 MR TOTAL AREA(ACRES) = 80.00 PEAK FLOW RATE(CFS) = 172.16 FLOW PROCESS FROM NODE 28.00 TO NODE 29.00 IS CODE = 3.1 --------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) <<<<< UPSTREAM NODE ELEVATION(FEET) = 1461.50 DOWNSTREAM NODE ELEVATION(FEET) = 1455.00 3 FLOW LENGTH(FEET) = 1320.00 MANNING'S N = .013 DEPTH OF FLOW IN 60.0 INCH PIPE IS 47.5 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 10.34 ESTIMATED PIPE DIAMETER(INCH) = 60.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 172.16 TRAVEL TIME(MIN.) = 2.13 TC(MIN.) = 16.61 .***, r*, r*, r*, r*******, r****,.******* r** r****:** r r** r r#*** * *• * * * * *,r * *,r *,r *,r * * * *,r* FLOW PROCESS FROM NODE 28.00 TO NODE 29.00 IS CODE = 8.1 --------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN) = 16.61 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.550 1 q j SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 7.00 .98 .10 32 RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 31.00 .98 .60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) _ .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .51 38.00 SUBAREA RUNOFF(CFS) = 77.76 SUBAREA AREA(ACRES) = EFFECTIVE AREA(ACRES) = 80.00 AREA - AVERAGED Fm(INCH /HR) _ .38 AREA- AVERAGED Fp(INCH /HR) _ .98 AREA - AVERAGED Ap = .39 MR TOTAL AREA(ACRES) = 80.00 PEAK FLOW RATE(CFS) = 172.16 FLOW PROCESS FROM NODE 28.00 TO NODE 29.00 IS CODE = 3.1 --------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) <<<<< UPSTREAM NODE ELEVATION(FEET) = 1461.50 DOWNSTREAM NODE ELEVATION(FEET) = 1455.00 3 FLOW LENGTH(FEET) = 1320.00 MANNING'S N = .013 DEPTH OF FLOW IN 60.0 INCH PIPE IS 47.5 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 10.34 ESTIMATED PIPE DIAMETER(INCH) = 60.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 172.16 TRAVEL TIME(MIN.) = 2.13 TC(MIN.) = 16.61 .***, r*, r*, r*, r*******, r****,.******* r** r****:** r r** r r#*** * *• * * * * *,r * *,r *,r *,r * * * *,r* FLOW PROCESS FROM NODE 28.00 TO NODE 29.00 IS CODE = 8.1 --------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN) = 16.61 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.550 1 q SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 25.00 .98 .10 32 SCHOOL A 55.00 .98 .60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) _ .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .44 SUBAREA AREA(ACRES) = 80.00 SUBAREA RUNOFF(CFS) - 152.46 EFFECTIVE AREA(ACRES) 160.00 AREA- AVERAGED Fm(INCH /HR) _ .41 AREA- AVERAGED Fp(INCH /HR) _ .98 AREA - AVERAGED Ap = .42 TOTAL AREA(ACRES) = 160.00 PEAK FLOW RATE(CFS) 308.87 1� r* w, r, r*, r, r*, r*, r, r*, r**«, ew**, r.* r, r* r r** t r•* r* r r* r* rrr* r r *w * * * * * * «rr * * * * * * * * * *w ** FLOW PROCESS FROM NODE 29.00 TO NODE 30.00 IS CODE - 3.1 --------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER- ESTIMATED PIPESIZE (NON - PRESSURE FLOW) <<<<< c_ssscaxxassssx xssaaxssaxsxsxssxxxsssxas sxxsxxsas ssxasx axaxxasxcsssaxaa sxxxs UPSTREAM NODE ELEVATION(FEET) = 1455.00 DOWNSTREAM NODE ELEVATION(FEET) = 1448.50 FLOW LENGTH(FEET) = 1320.00 MANNING'S N = .013 DEPTH OF FLOW IN 75.0 INCH PIPE IS 58.7 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 11.99 ESTIMATED PIPE DIAMETER(INCH) = 75.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 308.87 TRAVEL TIME(MIN.) = 1.84 TC(MIN.) = 18.44 FLOW PROCESS FROM NODE 29.00 TO NODE 30.00 IS CODE - 8.1 --------------------------------------------------------------------------- >> >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< (` MAINLINE Tc(MIN) = 18.44 im 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.395 P SUBAREA LOSS RATE DATA(AMC II): TOTAL AREA(ACRES) = 240.00 PEAK FLOW RATE(CFS) = 431.27 FLOW PROCESS FROM NODE 30.00 TO NODE 23.00 IS CODE = 3.1 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) <<<<< s x x s x s s s s x x x x s s s x x s ss x s s a s x s s s s s x s s s x x s s a s x x x s s s s a x x s s s x s x s s x x s s s x a s x s s a ass x UPSTREAM NODE ELEVATION(FEET) = 1448.50 DOWNSTREAM NODE ELEVATION(FEET) = 1395.00 FLOW LENGTH(FEET) = 2640.00 MANNING'S N = .013 DEPTH OF FLOW IN 66.0 INCH PIPE IS 50.1 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 22.27 ESTIMATED PIPE DIAMETER(INCH) = 66.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 431.27 TRAVEL TIME(MIN.) = 1.98 TC(MIN.) = 20.42 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 33.00 .98 .10 32 OR RESIDENTIAL 11 3 -4 DWELLINGS /ACRE" A 47.00 .98 .60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) _ .97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .39 SUBAREA AREA(ACRES) = 80.00 SUBAREA RUNOFF(CFS) = 144.78 EFFECTIVE AREAlACRES) = 240.00 AREA- AVERAGED Fm (INCH /HR) _ .40 AREA- AVERAGED Fp(INCH /HR) _ .98 AREA- AVERAGED Ap = .41 TOTAL AREA(ACRES) = 240.00 PEAK FLOW RATE(CFS) = 431.27 FLOW PROCESS FROM NODE 30.00 TO NODE 23.00 IS CODE = 3.1 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) <<<<< s x x s x s s s s x x x x s s s x x s ss x s s a s x s s s s s x s s s x x s s a s x x x s s s s a x x s s s x s x s s x x s s s x a s x s s a ass x UPSTREAM NODE ELEVATION(FEET) = 1448.50 DOWNSTREAM NODE ELEVATION(FEET) = 1395.00 FLOW LENGTH(FEET) = 2640.00 MANNING'S N = .013 DEPTH OF FLOW IN 66.0 INCH PIPE IS 50.1 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 22.27 ESTIMATED PIPE DIAMETER(INCH) = 66.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 431.27 TRAVEL TIME(MIN.) = 1.98 TC(MIN.) = 20.42 FLOW PROCESS FROM NODE 31.00 TO NODE 32.00 IS CODE = 2.1 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< 1 ===I=T-I==L = s= a == s a= s s =s a s= a x as = s == a= s== x s a= s a = == a x= =sa = s a =sass == a s= a a == a = = == INA SUBAREA FLOW- LENGTH(FEET) = 900.00 UPSTREAM ELEVATION(FEET) = 1511.00 DOWNSTREAM ELEVATION(FEET) = 1488.00 ELEVATION DIFFERENCE(FEET) = 23.00 MR TOTAL AREA(ACRES) = 10.00 PEAK FLOW RATE(CFS) = 28.45 FLOW PROCESS FROM NODE 32.00 TO NODE 33.00 IS CODE - 6.2 f >>>>>COMPUTE,STREET FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>>( STREET TABLE SECTION # 1 USED) < <<< UPSTREAM ELEVATION(FEET) = 1488.00 DOWNSTREAM ELEVATION(FEET) = 1463.00 off STREET LENGTH(FEET) = 1300.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 20.00 on DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 12.00 ft INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 io STREET PARKWAY CROSSFALL(DECIMAL) = .020 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 49.43 ** *STREET FLOWING FULL * ** ig STREET FLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = .59 HALFSTREET FLOOD WIDTH(FEET) = 14.58 AVERAGE FLOW VELOCITY(FEET /SEC.) = 5.19 PRODUCT OF DEPTH &VELOCITY = 3.05 STREET FLOW TRAVEL TIME(MIN.) = 4.18 TC(MIN.) = 13.79 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.851 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "5 -7 DWELLINGS /ACRE" A 20.00 .98 .50 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = .98 3 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50 SUBAREA AREA(ACRES) = 20.00 SUBAREA RUNOFF(CFS) 42.54 EFFECTIVE AREA(ACRES) = 30.00 AREA - AVERAGED Fm(INCH /HR) _ .45 AREA- AVERAGED Fp(INCH /HR) = .97 AREA- AVERAGED Ap = .46 3 TOTAL AREA(ACRES) = 30.00 PEAK FLOW RATE(CFS) = 64.79 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .63 HALFSTREET FLOOD WIDTH(FEET) = 14.58 FLOW VELOCITY(FEET /SEC.) = 5.77 DEPTH *VELOCITY = 3.63 TC - K *[(LENGTH ** 3.00) /(ELEVATION CHANGEH ** .20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 9.618 25 YEAR RAINFALL INTENSITY(INCH /HR) = 3.539 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc 41 LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) COMMERCIAL A 2.80 .98 .10 32 9.62 RESIDENTIAL "5 -7 DWELLINGS /ACRE" A 7.20 .98 .50 32 12.31 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) _ .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap .39 SUBAREA RUNOFF(CFS) = 28.45 MR TOTAL AREA(ACRES) = 10.00 PEAK FLOW RATE(CFS) = 28.45 FLOW PROCESS FROM NODE 32.00 TO NODE 33.00 IS CODE - 6.2 f >>>>>COMPUTE,STREET FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>>( STREET TABLE SECTION # 1 USED) < <<< UPSTREAM ELEVATION(FEET) = 1488.00 DOWNSTREAM ELEVATION(FEET) = 1463.00 off STREET LENGTH(FEET) = 1300.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 20.00 on DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 12.00 ft INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 io STREET PARKWAY CROSSFALL(DECIMAL) = .020 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 49.43 ** *STREET FLOWING FULL * ** ig STREET FLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = .59 HALFSTREET FLOOD WIDTH(FEET) = 14.58 AVERAGE FLOW VELOCITY(FEET /SEC.) = 5.19 PRODUCT OF DEPTH &VELOCITY = 3.05 STREET FLOW TRAVEL TIME(MIN.) = 4.18 TC(MIN.) = 13.79 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.851 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "5 -7 DWELLINGS /ACRE" A 20.00 .98 .50 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = .98 3 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50 SUBAREA AREA(ACRES) = 20.00 SUBAREA RUNOFF(CFS) 42.54 EFFECTIVE AREA(ACRES) = 30.00 AREA - AVERAGED Fm(INCH /HR) _ .45 AREA- AVERAGED Fp(INCH /HR) = .97 AREA- AVERAGED Ap = .46 3 TOTAL AREA(ACRES) = 30.00 PEAK FLOW RATE(CFS) = 64.79 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .63 HALFSTREET FLOOD WIDTH(FEET) = 14.58 FLOW VELOCITY(FEET /SEC.) = 5.77 DEPTH *VELOCITY = 3.63 FLOW PROCESS FROM NODE 33.00 TO NODE 34.00 IS CODE - 3.1 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) < <<< saasaxxassxaaaaaxassxxxaaaaaaxsxxxsaa axsxasxaasasaaasaasa z aaaazxaaa asxxxx xs UPSTREAM NODE ELEVATION(FEET) = 1463.00 DOWNSTREAM NODE ELEVATION(FEET) = 1459.00 FLOW LENGTH(FEET) 800.00 MANNING'S N = .013 DEPTH OF FLOW IN 42.0 INCH PIPE IS 32.2 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 8.19 ESTIMATED PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES 1 PIPE- FLOW(CFS) = 64.79 TRAVEL TIME(MIN.) 1.63 TC(MIN.) = 15.42 FLOW PROCESS FROM NODE 33.00 TO NODE 34.00 IS CODE = 8.1 » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« « < mass :sasxxaaaaaaasaasxasssxaaa sasss:aas xaxxaa sxxasaxxxaaxxxx : zzxx asszxaa saga MAINLINE Tc(MIN) = 15.42 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.666 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 2.70 .98 .10 32 RESIDENTIAL "5 -7 DWELLINGS /ACRE" A 50.30 .98 .50 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap- .48 SUBAREA AREA(ACRES) = 53.00 SUBAREA RUNOFF(CFS) = 104.87 EFFECTIVE AREA(ACRES) = 83.00 AREA- AVERAGED Fm(INCH /HR) _ .46 AREA- AVERAGED Fp(INCH /HR) _ .98 AREA - AVERAGED Ap - .47 j( TOTAL AREA(ACRES) 83.00 PEAK FLOW RATE(CFS) 164.68 iw FLOW PROCESS FROM NODE 34.00 TO NODE 35.00 IS CODE = 3.1 --------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW)<<<<< UPSTREAM NODE ELEVATION(FEET) = 1459.00 DOWNSTREAM NODE ELEVATION(FEET) = 1445.00 FLOW LENGTH(FEET) = 1300.00 MANNING'S N .013 DEPTH OF FLOW IN 51.0 INCH PIPE IS 40.3 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 13.71 ESTIMATED PIPE DIAMETER(INCH) = 51.00 NUMBER OF PIPES 1 PIPE- FLOW(CFS) = 164.68 TRAVEL TIME(MIN.) 1.58 TC(MIN.) = 17.00 FLOW PROCESS FROM NODE 34.00 TO NODE 35.00 IS CODE = 8.1 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< MAINLINE Tc(MIN) = 17.00 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.515 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 4.50 .98 .10 32 RESIDENTIAL "5 -7 DWELLINGS /ACRE" A 72.50 .98 .50 32 iw �jq 3 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) _ .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .48 SUBAREA AREA(ACRES) = 77.00 SUBAREA RUNOFF(CFS) = 142.06 EFFECTIVE AREA(ACRES) = 160.00 AREA- AVERAGED Fm(INCH /HR) _ .46 3 AREA - AVERAGED Fp(INCH /HR) _ .98 AREA - AVERAGED Ap = .47 TOTAL AREA(ACRES) = 160.00 PEAK FLOW RATE(CFS) = 295.42 FLOW PROCESS FROM NODE 36.00 TO NODE 37.00 IS CODE = 2.1 --------------------------------------------------------------------------- om >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< - a a= _ = s = _ _ _ _ x a == x s = = x a= _ = s= __ = -- = x= x= _= x s = a a = _ _ __ =sas=s = s x a s a a a a =x = s as sa =x INITIAL SUBAREA FLOW- LENGTH(FEET) = 900.00 UPSTREAM ELEVATION(FEET) = 1490.00 Im DOWNSTREAM ELEVATION(FEET) = 1470.00 t' ELEVATION DIFFERENCE(FEET) = 20.00 TC = K *((LENGTH ** 3.00) /(ELEVATION CHANGE)]** .20 �** SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 12.168 25 YEAR RAINFALL INTENSITY(INCH /HR) = 3.074 Yn SUBAREA Tc AND LOSS RATE DATA(AMC II): Irr DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) RESIDENTIAL "5 -7 DWELLINGS /ACRE" A 2.20 RESIDENTIAL "8 -10 DWELLINGS /ACRE" A 3.80 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = SUBAREA RUNOFF(CFS) = 14.30 .98 .50 .98 .40 _ .97 .44 im TOTAL AREA(ACRES) = 6.00 PEAK FLOW RATE(CFS) = 14.30 32 12.66 32 12.17 FLOW PROCESS FROM NODE 37.00 TO NODE 38.00 IS CODE = 6.2 --------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< »»> (STREET TABLE SECTION # 1 USED) ««< UPSTREAM ELEVATION(FEET) = 1470.00 DOWNSTREAM ELEVATION(FEET) = 1460.00 STREET LENGTH(FEET) = 600.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 12.00 INTERIOR STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) _ .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) _ .020 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) 26.63 STREET FLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) _ .51 HALFSTREET FLOOD WIDTH(FEET) = 17.52 AVERAGE FLOW VELOCITY(FEET /SEC.) = 4.09 PRODUCT OF DEPTH &VELOCITY = 2.08 STREET FLOW TRAVEL TIME(MIN.) 2.45 TC(MIN.) = 14.61 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.754 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "5 -7 DWELLINGS /ACRE" A 8.20 .98 .50 32 RESIDENTIAL "8 -10 DWELLINGS /ACRE" A 3.80 .98 .40 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) _ .97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap .47 NR do SUBAREA AREA(ACRES) = 12.00 SUBAREA RUNOFF(CFS) = 24.81 EFFECTIVE AREA(ACRES) = 18.00 AREA - AVERAGED Fm(INCH /HR) _ .45 AREA- AVERAGED Fp(INCH /HR) = .97 AREA- AVERAGED Ap = .46 TOTAL AREA(ACRES) = 18.00 PEAK FLOW RATE(CFS) = 37.38 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .56 HALFSTREET FLOOD WIDTH(FEET) = 14.58 !! FLOW VELOCITY(FEET /SEC.) = 4.45 DEPTH *VELOCITY = 2.49 ld 1N FLOW PROCESS FROM NODE 38.00 TO NODE 39.00 IS CODE - 3.1 � Y _ >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« <<< >>>>>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) <<<<< �szx axazaasaaassa xsaxaasx xsx xc sx ssaxsa asxxsssss sssxxsa xa asss ss sc ssssxssaxssa UPSTREAM NODE ELEVATION(FEET) = 1460.00 DOWNSTREAM NODE ELEVATION(FEET) - 1442.00 FLOW LENGTH(FEET) = 900.00 MANNING'S N - .013 DEPTH OF FLOW IN 27.0 INCH PIPE IS 19.6 INCHES ibi PIPE -FLOW VELOCITY(FEET /SEC.) = 12.11 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 37.38 TRAVEL TIME(MIN.) = 1.24 TC(MIN.) = 15.85 im FLOW PROCESS FROM NODE 38.00 TO NODE 39.00 IS CODE = 8.1 --------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< �axxss ssxsxssxa xcc asxa ssaxxx assxaxxxxxssxasxs xsaxxaasxxsx ssao sxxas zaaaxxaxxs MAINLINE Tc(MIN) = 15.85 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.622 PI SUBAREA LOSS RATE DATA(AMC II): iw DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL 8 -10 DWELLINGS /ACRE" A 3.80 .98 .40 32 RESIDENTIAL "5 -7 DWELLINGS /ACRE" A 20.20 .98 .50 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = .97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .48 (� SUBAREA AREA(ACRES) = 24.00 SUBAREA RUNOFF(CFS) = 46.45 EFFECTIVE AREA(ACRES) = 42.00 AREA- AVERAGED Fm(INCH /HR) _ .46 AREA- AVERAGED Fp(INCH /HR) = .98 AREA - AVERAGED Ap = .47 OR TOTAL AREA(ACRES) = 42.00 PEAK FLOW RATE(CFS) = 81.70 - FLOW PROCESS FROM NODE 39.00 TO NODE 40.00 IS CODE = 3.1 >> >>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) <<<< UPSTREAM NODE ELEVATION(FEET) = 1442.00 DOWNSTREAM NODE ELEVATION(FEET) = 1423.00 FLOW LENGTH(FEET) = 1100.00 MANNING'S N = .013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 28.2 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 13.76 ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 81.70 TRAVEL TIME(MIN.) = 1.33 TC(MIN.) = 17.19 FLOW PROCESS FROM NODE 39.00 TO NODE 4C.00 IS CODE = 8.1 •--------------------------------------------------------------------- - - - - -- 111i >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< ozoc sxaxaxass saxxsaaaxax asxax sco axxsaasaa axax xassxxxazss sxaxsxsaxsxsxaxxsss MAINLINE Tc(MIN) = 17.19 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.498 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Pp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "8 -10 DWELLINGS /ACRE" A 3.80 .98 .40 32 RESIDENTIAL "5 -7 DWELLINGS /ACRE" A 34.20 .98 .50 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap - .49 SUBAREA AREA(ACRES) = 38.00 SUBAREA RUNOFF(CFS) 69.11 EFFECTIVE AREA(ACRES) = 80.00 AREA - AVERAGED Fm(INCH /HR) _ .47 AREA- AVERAGED Fp(INCH /HR) = .98 AREA - AVERAGED Ap - .48 TOTAL AREA(ACRES) = 80.00 PEAK FLOW RATE(CFS) = 146.12 �; { r, r,►.. ww** rr*, r**,► r.*«*t***.* r*, r**, r**** r** r r* rww rwwrr** r * *t *r *w * * *tr * *wt * ** FLOW PROCESS FROM NODE 40.00 TO NODE 41.00 IS CODE = 3.1 -------------------------------------------------------------------------- » > >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW)<<<<< .asx a x x a s s s x s a x a a x x s x a x s s s s x x x x a x x x s a s s s s s s as a x x z x x a x x x a s a s e c x a a s z x x s s s s s a x UPSTREAM NODE ELEVATION(FEET) = 1423.00 DOWNSTREAM NODE ELEVATION(FEET) = 1408.00 FLOW LENGTH(FEET) = 1320.00 MANNING'S N = .013 DEPTH OF FLOW IN 48.0 INCH PIPE IS 38.5 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 13.54 ESTIMATED PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 146.12 TRAVEL TIME(MIN.) = 1.63 TC(MIN.) = 18.81 FLOW PROCESS FROM NODE 40.00 TO NODE 41.00 IS CODE = 8.1 --------------------------------------------------------------------------- `'" >> >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< MAINLINE Tc(MIN) = 18.81 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.367 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "8 -10 DWELLINGS /ACRE" A 15.00 .98 .40 32 RESIDENTIAL "5 -7 DWELLINGS /ACRE" A 55.'00 .98 .50 32 PUBLIC PARK A 10.00 .98 .85 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) _ .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .52 SUBAREA AREA(ACRES) = 80.00 SUBAREA RUNOFF(CFS) = 133.54 EFFECTIVE AREA(ACRES) = 160.00 AREA- AVERAGED Fm(INCH /HR) _ .49 - AREA - AVERAGED Fp(INCH /HR) = .98 AREA - AVERAGED Ap = .50 TOTAL AREA(ACRES) = 160.00 PEAK FLOW RATE(CFS) = 270.17 FLOW PROCESS FROM NODE 41.00 TO NODE 42.00 IS CODE = 3.1 --------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) <<<<< UPSTREAM NODE ELEVATION(FEET) = 1408.00 DOWNSTREAM NODE ELEVATION(FEET) = 1395.00 FLOW LENGTH(FEET) = 1320.00 MANNING'S N = .013 DEPTH OF FLOW IN 63.0 INCH PIPE IS 48.6 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 15.07 ESTIMATED PIPE DIAMETER(INCH) = 63.00 NUMBER OF PIPES 1 PIPE- FLOW(CFS) = 270.17 TRAVEL TIME(MIN.) = 1.46 TC(MIN.) = 20.27 FLOW PROCESS FROM NODE 41.00 TO NODE 42.00 IS CODE = 8.1 -------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< t, e a a x a a s x x a x x s a a a a a a x x a s a xa a s a c x a a x x x x a a x x a c xx x x a c a s a a x cxxxx x x sx xs a s x x: ac a c t s MAINLINE Tc(MIN) = 20.27 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.263 pm SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 15.00 .98 .10 32 RESIDENTIAL "5 -7 DWELLINGS /ACRE" A 55.00 .98 .50 32 SCHOOL A 10.00 .98 .60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) _ .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .44 SUBAREA AREA(ACRES) = 80.00 SUBAREA RUNOFF(CFS) = 132.21 EFFECTIVE AREA(ACRES) = 240.00 AREA - AVERAGED Fm(INCH /HR) _ .47 !" AREA- AVERAGED Fp(INCH /HR) _ .98 AREA - AVERAGED Ap - .48 r. . TOTAL AREA(ACRES) = 240.00 PEAK FLOW RATE(CFS) 387.44 r` FLOW PROCESS FROM NODE 43.00 TO NODE 44.00 IS CODE = 2.1 --------------------------------------------------------------------------- >> >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< INITIAL SUBAREA FLOW- LENGTH(FEET) = 900.00 UPSTREAM ELEVATION(FEET) = 1447.00 DOWNSTREAM ELEVATION(FEET) = 1428.00 ELEVATION DIFFERENCE(FEET) = 19.00 TC = K *((LENGTH ** 3.00) /(ELEVATION CHANGE)) ** .20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 9.992 !Jp" 25 YEAR RAINFALL INTENSITY(INCH /HR) = 3.459 r SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc " LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) COMMERCIAL A 6.00 .98 .10 32 9.99 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) _ .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10 SUBAREA RUNOFF(CFS) 18.15 TOTAL AREA(ACRES) = 6.00 PEAK FLOW RATE(CFS) = 18.15 ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 44.00 TO NODE 45.00 IS CODE = 6.2 ------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>( STREET TABLE SECTION # 1 USED) <<<<< a a s x x a s a a a x a x a x s x a a a s s x= c a= x a a x x s x x a a x s s x x a a x x a a a x s x c c a x x a a x s a xx s a a s x x a c c x a UPSTREAM ELEVATION(FEET) = 1428.00 DOWNSTREAM ELEVATION(FEET) = 1417.00 STREET LENGTH(FEET) = 600.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 12.00 INTERIOR STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) _ .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = .020 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 33.43 STREET FLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = .53 HALFSTREET FLOOD WIDTH(FEET) = 18.83 AVERAGE FLOW VELOCITY(FEET /SEC.) = 4.48 PRODUCT OF DEPTH &VELOCITY = 2.39 STREET FLOW TRAVEL TIME(MIN.) = 2.23 TC(MIN.) = 12.23 25 YEAR RAINFALL INTENSITY(INCH /HR) = 3.065 FLOW PROCESS FROM NODE 45.00 TO NODE 46.00 IS CODE = 3.1 --------------------------------------------------------------- ( >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<<<< 60 >>>>> USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW)<<<<< fm UPSTREAM NODE ELEVATION(FEET) = 1417.00 DOWNSTREAM NODE ELEVATION(FEET) = 1400.00 FLOW LENGTH(FEET) = 900.00 MANNING'S N = .013 go DEPTH OF FLOW IN 30.0 INCH PIPE IS 21.3 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 12.57 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 46.75 w TRAVEL TIME(MIN.) = 1.19 TC(MIN.) = 13.42 p I iir FLOW PROCESS FROM NODE 45.00 TO NODE 46.00 IS CODE = 8.1 t'-------------------------------- ------------------------------------------- lw >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN) = 13.42 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.898 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 17.00 .98 .60 32 COMMERCIAL A 7.00 .98 .10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .45 SUBAREA AREA(ACRES) = 24.00 SUBAREA RUNOFF(CFS) = 53.03 3 EFFECTIVE AREA(ACRES) = 42.00 AREA- AVERAGED Fm(INCH /HR) _ .33 AREA- AVERAGED Fp(INCH /HR) = .98 AREA - AVERAGED Ap = .34 TOTAL AREA(ACRES) = 42.00 PEAK FLOW RATE(CFS) = 97.09 ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 46.00 TO NODE 47.00 IS CODE = 3.1 1qq SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 9.00 .98 .10 32 RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 3.00 .98 .60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .23 SUBAREA AREA(ACRES) = 12.00 SUBAREA RUNOFF(CFS) = 30.73 o!1 EFFECTIVE AREA(ACRES) = 18.00 AREA- AVERAGED Fm(INCH /HR) _ .18 AREA- AVERAGED Fp(INCH /HR) = .98 AREA - AVERAGED Ap = .18 TOTAL AREA(ACRES) = 18.00 PEAK FLOW RATE(CFS) = 46.75 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .58 HALFSTREET FLOOD WIDTH(FEET) = 14.58 FLOW VELOCITY(FEET /SEC.) = 4.98 DEPTH *VELOCITY = 2.91 FLOW PROCESS FROM NODE 45.00 TO NODE 46.00 IS CODE = 3.1 --------------------------------------------------------------- ( >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<<<< 60 >>>>> USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW)<<<<< fm UPSTREAM NODE ELEVATION(FEET) = 1417.00 DOWNSTREAM NODE ELEVATION(FEET) = 1400.00 FLOW LENGTH(FEET) = 900.00 MANNING'S N = .013 go DEPTH OF FLOW IN 30.0 INCH PIPE IS 21.3 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 12.57 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 46.75 w TRAVEL TIME(MIN.) = 1.19 TC(MIN.) = 13.42 p I iir FLOW PROCESS FROM NODE 45.00 TO NODE 46.00 IS CODE = 8.1 t'-------------------------------- ------------------------------------------- lw >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN) = 13.42 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.898 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 17.00 .98 .60 32 COMMERCIAL A 7.00 .98 .10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .45 SUBAREA AREA(ACRES) = 24.00 SUBAREA RUNOFF(CFS) = 53.03 3 EFFECTIVE AREA(ACRES) = 42.00 AREA- AVERAGED Fm(INCH /HR) _ .33 AREA- AVERAGED Fp(INCH /HR) = .98 AREA - AVERAGED Ap = .34 TOTAL AREA(ACRES) = 42.00 PEAK FLOW RATE(CFS) = 97.09 ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 46.00 TO NODE 47.00 IS CODE = 3.1 1qq ------ ---- ---- ------------ ---------------------- » >>>COMPUTE PIPE -FLOW TRAVEL - TIME - THRU - SUBAREA« <<< >>>>>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) <<<<< zraxssss= sssxssxxssxxsrssszsxsssxsaxxs scsxa� ass a=ss ax szssxxs sxxrasas ssrxxxx UPSTREAM NODE ELEVATION(FEET) = 1400.00 DOWNSTREAM NODE ELEVATION(FEET) = 1383.00 FLOW LENGTH(FEET) = 1700.00 MANNING'S N = .013 DEPTH OF FLOW IN 42.0 INCH PIPE 'IS 34.1 INCHES PIPE -FLOW VELOCITY(FEgT /SEC.) = 11.62 ESTIMATED PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES 1 PIPE- FLOW(CFS) = 97.09 TRAVEL TIME(MIN.) = 2.44 TC(MIN.) = 15.86 IT FLOW PROCESS FROM NODE 46.00 TO NODE 47.00 IS CODE = 8.1 •-------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< = rxxsss= sxsxxssxsxsssxssxssxxssrasaxsrs xsaxx xsxxx axxssxxsxasx ssxxx ass xxssss MAINLINE Tc(MIN) = 15.86 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.622 OR SUBAREA LOSS RATE DATA(AMC II): s DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS ba LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) "3 -4 DWELLINGS /ACRE" A 40.00 .98 .60 32 COMMERCIAL A 7.00 .98 .10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) _ .98 .10 56 9.70 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .53 LOSS RATE, Fp(INCH /HR) = .75 SUBAREA AREA(ACRES) = 47.00 SUBAREA RUNOFF(CFS) = 89.23 AREA FRACTION, Ap = .18 EFFECTIVE AREA(ACRES) = 89.00 AREA - AVERAGED Fm(INCH /HR) _ .43 18.27 AREA- AVERAGED Fp(INCH /HR) = .98 AREA- AVERAGED Ap = .44 TOTAL AREA(ACRES) = TOTAL AREA(ACRES) 89.00 PEAK FLOW RATE(CFS) = 175.88 FLOW PROCESS FROM NODE 48.00 TO NODE 49.00 IS CODE = 2.1 ------------------- -------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< INITIAL SUBAREA FLOW- LENGTH(FEET) = 900.00 !� UPSTREAM ELEVATION(FEET) = 1431.00 DOWNSTREAM ELEVATION(FEET) = 1409.00 ELEVATION DIFFERENCE(FEET) = 22.00 TC = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)] ** .20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 9.704 25 YEAR RAINFALL INTENSITY(INCH /HR) = 3.521 ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 49.00 TO NODE 50.00 IS CODE = 6.2 --------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA< «< >> >>>( STREET TABLE SECTION # 1 USED) <<<<< UPSTREAM ELEVATION(FEET) = 1409.00 DOWNSTREAM ELEVATION(FEET) = 1400.00 MR di D SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) RESIDENTIAL "3 -4 DWELLINGS /ACRE" B 1.00 .75 .60 56 13.15 COMMERCIAL B 5.00 .75 .10 56 9.70 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = .75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .18 SUBAREA RUNOFF(CFS) = 18.27 TOTAL AREA(ACRES) = 6.00 PEAK FLOW RATE(CFS) - 18.27 ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 49.00 TO NODE 50.00 IS CODE = 6.2 --------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA< «< >> >>>( STREET TABLE SECTION # 1 USED) <<<<< UPSTREAM ELEVATION(FEET) = 1409.00 DOWNSTREAM ELEVATION(FEET) = 1400.00 MR di D STREET LENGTH(FEET) - 600.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 12.00 INTERIOR STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) _ .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF - 2 STREET PARKWAY CROSSFALL(DECIMAL) _ .020 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 32.65 STREET FLOW MODEL RESULTS USING ESTIMATED FLOW: 4�j STREET FLOW DEPTH(FEET) _ .55 W HALFSTREET FLOOD WIDTH(FEET) = 19.39 AVERAGE FLOW VELOCITY(FEET /SEC.) 4.13 PRODUCT OF DEPTH &VELOCITY 2.26 STREET FLOW TRAVEL TIME(MIN.) = 2.42 TC(MIN.) = 12.12 w 25 YEAR RAINFALL INTENSITY(INCH /HR) = 3.080 FLOW PROCESS FROM NODE 50.00 TO NODE 51.00 IS CODE = 3.1 fly -------- - - --------------- -------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA-- >>>>> USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW)<<<<< 1m UPSTREAM NODE ELEVATION(FEET) = 1400.00 DOWNSTREAM NODE ELEVATION(FEET) = 1385.00 *m FLOW LENGTH(FEET) = 900.00 MANNING'S N = .013 lw DEPTH OF FLOW IN 30.0 INCH PIPE IS 21.8 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 11.86 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 45.28 TRAVEL TIME(MIN.) = 1.26 TC(MIN.) = 13.39 ++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ FLOW PROCESS FROM NODE 50.00 TO NODE 51.00 IS CODE = 8.1 ------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN) = 13.39 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.902 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL LAND USE GROUP RESIDENTIAL "3 -4 DWELLINGS /ACRE" B COMMERCIAL B I AREA Fp Ap SCS (ACRES) (INCH /HR) (DECIMAL) CN 7.00 .75 .60 56 4.50 .75 .10 56 W SUBAREA LOSS RATE DATA(AMC II): SCS DEVELOPMENT TYPE/ SCS SOIL AREA Fp AP LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN w� RESIDENTIAL "3 -4 DWELLINGS /ACRE" B 3.00 .75 .60 56 fft COMMERCIAL B 4.50 .75 .10 56 b1 RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 4.50 .98 .60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) _ .87 ( SUBAREA AVERAGE PERVIOUS AREA FRACTION, AP = .41 SUBAREA AREA(ACRES) = 12.00 SUBAREA RUNOFF(CFS) 28.92 EFFECTIVE AREA(ACRES) = 18.00 AREA - AVERAGED Fm(INCH /HR) _ .29 on AREA- AVERAGED Fp(INCH /HR) _ .85 AREA - AVERAGED AP = .34 TOTAL AREA(ACRES) = 18.00 PEAK FLOW RATE(CFS) - 45.28 No END OF SUBAREA STREET FLOW HYDRAULICS: 4� DEPTH(FEET) _ .59 HALFSTREET FLOOD WIDTH(FEET) = 14.58 FLOW VELOCITY(FEET /SEC.) = 4.63 DEPTH *VELOCITY = 2.75 FLOW PROCESS FROM NODE 50.00 TO NODE 51.00 IS CODE = 3.1 fly -------- - - --------------- -------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA-- >>>>> USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW)<<<<< 1m UPSTREAM NODE ELEVATION(FEET) = 1400.00 DOWNSTREAM NODE ELEVATION(FEET) = 1385.00 *m FLOW LENGTH(FEET) = 900.00 MANNING'S N = .013 lw DEPTH OF FLOW IN 30.0 INCH PIPE IS 21.8 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 11.86 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 45.28 TRAVEL TIME(MIN.) = 1.26 TC(MIN.) = 13.39 ++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ FLOW PROCESS FROM NODE 50.00 TO NODE 51.00 IS CODE = 8.1 ------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN) = 13.39 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.902 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL LAND USE GROUP RESIDENTIAL "3 -4 DWELLINGS /ACRE" B COMMERCIAL B I AREA Fp Ap SCS (ACRES) (INCH /HR) (DECIMAL) CN 7.00 .75 .60 56 4.50 .75 .10 56 W RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 12.50 .98 .60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) _ .89 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .51 SUBAREA AREA(ACRES) = 24.00 SUBAREA RUNOFF(CFS) = 52.03 EFFECTIVE AREA(ACRES) = 42.00 AREA - AVERAGED Fm(INCH /HR) _ .38 AREA- AVERAGED Fp(INCH /HR) _ .88 AREA - AVERAGED Ap = .43 3 TOTAL AREA(ACRES) = 42.00 PEAK FLOW RATE(CFS) = 95.37 r , rw , r , e **, r*** r*, r*****, r***, r** r* rt** r r. w** r r r** rrr r** t•, r, tw *,t,r,t,ts * * * *re *tr * * * *,t *,r *,r FLOW PROCESS FROM NODE - -- 51_00 - TO - NODE - 52.00 IS CODE - 3.1 ---------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW)<<<<< pasxxxxsxs assxsxxaxzsxsxsxxx xaxsxxxsa a: sxasz sa :xasxzxxssxaazx ssx sxxxxsxzxasx UPSTREAM NODE ELEVATION(FEET) = 1385.00 DOWNSTREAM NODE ELEVATION(FEET) = 1367.00 FLOW LENGTH(FEET) = 1650.00 MANNING'S N = .013 DEPTH OF FLOW IN 42.0 INCH PIPE IS 32.1 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 12.09 ESTIMATED PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = 1 0 A PIPE- FLOW(CFS) = 95.37 &i TRAVEL TIME(MIN.) = 2.27 TC(MIN.) = 15.66 «**:, r*, r, r**, r*, r, r**,►**, tt*, trr*** w*, r*, t****, t****, rw***** *,t *,r,t *,t * *,t *,r,t * *,t *,t * *,t *,t,t,r *♦ FLOW PROCESS FROM NODE 51.00 TO NODE 52.00 IS CODE = 8.1 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< __ ___ =s xxxs xxazxx sxxxxxcxxx axsxssxx asxs asxssssaaaaaasxxxaxsxsxx MAINLINE Tc(MIN) = 15.66 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.642 ............... FLOW PROCESS FROM NODE 52.00 TO NODE 53.00 IS CODE = 3.1 -------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< » »>USING COMPUTER- ESTIMATED -- - -- PIPESIZE - - - -- - (NON - PRESSURE FLOW) « «< UPSTREAM NODE ELEVATION(FEET) = 1367.00 DOWNSTREAM NODE ELEVATION(FEET) = 1356.00 FLOW LENGTH(FEET) - 1320.00 MANNING'S N = .013 DEPTH OF FLOW IN 57.0 INCH PIPE IS 43.7 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 12.96 ESTIMATED PIPE DIAMETER(INCH) = 57.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 188.99 TRAVEL TIME(MIN.) = 1.70 TC(MIN.) = 17.36 r 5� SUBAREA LOSS RATE DATA(AMC II): AREA Fp Ap SCS DEVELOPMENT TYPE/ SCS SOIL LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL 11 3 -4 DWELLINGS /ACRE" B 12.00 .75 .60 56 COMMERCIAL A 5.00 .98 .10 32 RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 34.00 .98 .60 32 PUBLIC PARK B 3.00 .75 .85 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = .90 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .57 SUBAREA AREA(ACRES) = 54.00 SUBAREA RUNOFF(CFS) = 107.75 EFFECTIVE AREA(ACRES) = 96.00 AREA - AVERAGED Fm(INCH /HR) _ .45 AREA- AVERAGED Fp(INCH /HR) = .89 AREA - AVERAGED Ap - .51 TOTAL AREA(ACRES) = 96.00 PEAK FLOW RATE(CFS) = 188.99 ............... FLOW PROCESS FROM NODE 52.00 TO NODE 53.00 IS CODE = 3.1 -------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< » »>USING COMPUTER- ESTIMATED -- - -- PIPESIZE - - - -- - (NON - PRESSURE FLOW) « «< UPSTREAM NODE ELEVATION(FEET) = 1367.00 DOWNSTREAM NODE ELEVATION(FEET) = 1356.00 FLOW LENGTH(FEET) - 1320.00 MANNING'S N = .013 DEPTH OF FLOW IN 57.0 INCH PIPE IS 43.7 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 12.96 ESTIMATED PIPE DIAMETER(INCH) = 57.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 188.99 TRAVEL TIME(MIN.) = 1.70 TC(MIN.) = 17.36 r 5� FLOW PROCESS FROM NODE 52.00 TO NODE 53.00 IS CODE 8.1 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< x a s x a a c x x x s x= c x x s x x x x x x s x a sx x x s s x x x x a xa =x xxa x ea s x x ss e a= s a s sx -- x ax x s x= = a a= x= x MAINLINE TC(MIN) = 17.36 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.483 I SUBAREA LOSS RATE DATA(AMC II): _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) _ .020 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN 3 PUBLIC PARK B 17.50 .75 .85 56 COMMERCIAL A 10.00 .98 .10 32 15 3 RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 40.50 .98 .60 32 COMMERCIAL B 21.00 .75 .10 56 RESIDENTIAL "3 -4 DWELLINGS /ACRE" B 6.00 .75 .60 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) _ .87 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .48 !w SUBAREA AREA(ACRES) = 95.00 SUBAREA RUNOFF(CFS) - 181.45 EFFECTIVE AREA(ACRES) = 191.00 AREA - AVERAGED Fm(INCH /HR) _ .44 AREA- AVERAGED Fp(INCH /HR) _ .88 AREA - AVERAGED Ap = .50 TOTAL AREA(ACRES) = 191.00 PEAK FLOW RATE(CFS) = 351.61 FLOW PROCESS FROM NODE 54.00 TO NODE 55.00 IS CODE = 2.1 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< x x x a s x x s x == x x c x a x x x x x s s x a x x x x c s x x x a a x x s s s x x x x xxx x s s x a a x a x as x x x a x x x s x x s a s x x x INITIAL SUBAREA FLOW- LENGTH(FEET) = 900.00 UPSTREAM ELEVATION(FEET) = 1405.00 DOWNSTREAM ELEVATION(FEET) = 1386.00 ELEVATION DIFFERENCE(FEET) = 19.00 TC = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)] ** .20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 9.992 25 YEAR RAINFALL INTENSITY(INCH /HR) = 3.459 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) COMMERCIAL B 3.00 .75 .10 56 9.99 COMMERCIAL A 3.00 .98 .10 32 9.99 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) _ .86 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10 SUBAREA RUNOFF(CFS) = 18.15 TOTAL AREA(ACRES) = 6.00 PEAK FLOW RATE(CFS) = 18.15 - FLOW PROCESS FROM NODE 55.00 TO NODE 56.00 IS CODE = 6.2 >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >> >>>( STREET TABLE SECTION # 1 USED) « <<< . ___ xsaaxxaaxxxxxxx sxxxasxax sxxxxa x :sxxxaxxsxaxsxxaxs UPSTREAM ELEVATION(FEET) = 1386.00 DOWNSTREAM ELEVATION(FEET) = 1374.00 STREET LENGTH(FEET) = 600.00 CURB HEIGHT(INCHES) = 8.0 3 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 12.00 INTERIOR STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) _ .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) _ .020 3 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 33.76 STREET FLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) _ .53 15 3 HALFSTREET FLOOD WIDTH(FEET) = 18.55 AVERAGE FLOW VELOCITY(FEET /SEC.) = 4.65 j W END OF SUBAREA STREET FLOW HYDRAULICS: (DEPTH(FEET) _ .58 HALFSTREET FLOOD WIDTH(FEET) = 14.58 FLOW VELOCITY(FEET /SEC.) = 5.14 DEPTH *VELOCITY = 2.98 ~ FLOW PROCESS FROM NODE 56.00 TO NODE 57.00 IS CODE = 3.1 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) <<<<< s s x a s ss x a s s x a a s x a a s a s x s x s x x s s x s a a s x a a x x a s s s s s sa x x ss s x a s s x es sss ax x s as x s a s x s UPSTREAM NODE ELEVATION(FEET) = 1374.00 DOWNSTREAM NODE ELEVATION(FEET) = 1360.00 FLOW LENGTH(FEET) = 900.00 MANNING'S N = .013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 23.4 INCHES MA PIPE -FLOW VELOCITY(FEET /SEC.) = 11.56 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 47.49 TRAVEL TIME(MIN.) = 1.30 TC(MIN.) = 13.44 FLOW PROCESS FROM NODE 56.00 TO NODE 57.00 IS CODE = 8.1 ---------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< MAINLINE Tc(MIN) = 13.44 Oft 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.896 PRODUCT OF DEPTH &VELOCITY = 2.46 STREET FLOW TRAVEL TIME(MIN.) = 2.15 TC(MIN.) = 12.14 25 YEAR RAINFALL INTENSITY(INCH /HR) = 3.077 DEVELOPMENT TYPE/ SCS SOIL AREA Fp SUBAREA LOSS RATE DATA(AMC II): SCS LAND USE GROUP DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS COMMERCIAL B LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) 6.00 CN 56 COMMERCIAL B .75 .10 .10 32 COMMERCIAL A 4.00 .98 .10 32 .85 PUBLIC PARK B 2.00 .75 .85 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) _ .78 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) _ .77 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap - .23 SUBAREA AREA(ACRES) = 12.00 SUBAREA RUNOFF(CFS) = 31.42 EFFECTIVE AREA(ACRES) - 18.00 AREA - AVERAGED Fm(INCH /HR) _ .15 AREA- AVERAGED Fp(INCH /HR) _ .80 AREA - AVERAGED Ap .18 AREA - AVERAGED Fm(INCH /HR) _ .23 TOTAL AREA(ACRES) = 18.00 PEAK FLOW RATE(CFS) = 47.49 j W END OF SUBAREA STREET FLOW HYDRAULICS: (DEPTH(FEET) _ .58 HALFSTREET FLOOD WIDTH(FEET) = 14.58 FLOW VELOCITY(FEET /SEC.) = 5.14 DEPTH *VELOCITY = 2.98 ~ FLOW PROCESS FROM NODE 56.00 TO NODE 57.00 IS CODE = 3.1 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) <<<<< s s x a s ss x a s s x a a s x a a s a s x s x s x x s s x s a a s x a a x x a s s s s s sa x x ss s x a s s x es sss ax x s as x s a s x s UPSTREAM NODE ELEVATION(FEET) = 1374.00 DOWNSTREAM NODE ELEVATION(FEET) = 1360.00 FLOW LENGTH(FEET) = 900.00 MANNING'S N = .013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 23.4 INCHES MA PIPE -FLOW VELOCITY(FEET /SEC.) = 11.56 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 47.49 TRAVEL TIME(MIN.) = 1.30 TC(MIN.) = 13.44 FLOW PROCESS FROM NODE 56.00 TO NODE 57.00 IS CODE = 8.1 ---------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< MAINLINE Tc(MIN) = 13.44 Oft 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.896 FLOW PROCESS FROM NODE 57.00 TO NODE 58.00 IS CODE = 3.1 >> >>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« <<< >>>>>USING COMPUTER- ESTIMATED PIPESIZE (NON - PRESSURE FLOW) <<<<< UPSTREAM NODE ELEVATION(FEET) = 1360.00 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL B 8.00 .75 .10 56 COMMERCIAL A 7.00 .98 .10 32 PUBLIC PARK B 9.00 .75 .85 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) _ .77 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .38 SUBAREA AREA(ACRES) = 24.00 SUBAREA RUNOFF(CFS) = 56.39 EFFECTIVE AREA(ACRES) = 42.00 AREA - AVERAGED Fm(INCH /HR) _ .23 AREA - AVERAGED Fp(INCH /HR) _ .77 AREA- AVERAGED Ap = .30 TOTAL AREA(ACRES) = 42.00 PEAK FLOW RATE(CFS) = 100.79 FLOW PROCESS FROM NODE 57.00 TO NODE 58.00 IS CODE = 3.1 >> >>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« <<< >>>>>USING COMPUTER- ESTIMATED PIPESIZE (NON - PRESSURE FLOW) <<<<< UPSTREAM NODE ELEVATION(FEET) = 1360.00 DOWNSTREAM NODE ELEVATION(FEET) - 1346.00 FLOW LENGTH(FEET) = 1250.00 MANNING'S N = .013 DEPTH OF FLOW IN 42.0 INCH PIPE IS 33.4 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 12.29 ESTIMATED PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES 1 PIPE- FLOW(CFS) = 100.79 Im TRAVEL TIME(MIN.) = 1.70 TC(MIN.) = 15.13 *, r, r, r** r., r**, r, r, r*.., r«***, r*, r*, r, r****, r, r**, r**, t****, trw ,tt,r,r,t,ttr,t,r *,rr,r *,r *,r *,rw,r• *,r *,r,r ** - FLOW - PROCESS - FROM NODE 57.00 TO NODE 58.00 IS CODE = 8.1 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< .x ac axsssscccsss ccssaccxaxsasascax xaaxssaacaa xsxsxaxxxcssacssasssxccxscc :sac MAINLINE Tc(MIN) = 15.13 25 YEAR RAINFALL INTENSITY(INCH /HR) 2.696 0 0 0 0- SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN PUBLIC PARK B 5.50 .75 .85 56 RESIDENTIAL LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN "3 -4 DWELLINGS /ACRE" B 19.50 .75 .60 56 COMMERCIAL A 15.50 .98 .10 32 RESIDENTIAL PUBLIC PARK A 3.00 .98 .85 32 "3 -4 DWELLINGS /ACRE" A 7.00 .98 .60 32 PUBLIC PARK A 2.50 .98 .85 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) _ .82 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .49 SUBAREA AREA(ACRES) = 50.00 SUBAREA RUNOFF(CFS) = 100.06 EFFECTIVE AREA(ACRES) = 92.00 AREA- AVERAGED Fm(INCH /HR) _ AREA- AVERAGED Fv(INCH /HR) _ .81 AREA - AVERAGED Ap = .40 32 TOTAL AREA(ACRES) = 92.00 PEAK FLOW RATE(CFS) = 196.66 FLOW PROCESS FROM NODE 58.00 TO NODE 59.00 IS CODE = 3.1 ---------------------------------------------------------------------------- qR >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER- ESTIMATED PIPESIZE (NON - PRESSURE FLOW) <<<<< UPSTREAM NODE ELEVATION(FEET) = 1346.00 DOWNSTREAM NODE ELEVATION(FEET) = 1339.00 FLOW LENGTH(FEET) = 1350.00 MANNING'S N = .013 im DEPTH OF FLOW IN 63.0 INCH PIPE IS 48.8 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 10.94 ESTIMATED PIPE DIAMETER(INCH) = 63.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 196.66 TRAVEL TIME(MIN.) = 2.06 TC(MIN.) = 17.19 FLOW PROCESS FROM NODE 58.00 TO NODE 59.00 IS CODE = 8.1 3 ___------------------------------- -------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« «< MAINLINE Tc(MIN) = 17.19 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.498 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 36.00 .98 .10 32 COMMERCIAL B 25.00 .75 .10 56 PUBLIC PARK A 3.00 .98 .85 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) _ .91 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .14 SUBAREA AREA(ACRES) = 64.00 SUBAREA RUNOFF(CFS) = 136.29 165 EFFECTIVE AREA(ACRES) = 156.00 AREA - AVERAGED Fm(INCH /HR) _ .24 AREA- AVERAGED Fp(INCH /HR) _ .83 AREA - AVERAGED AP - .29 TOTAL AREA(ACRES) = 156.00 PEAK FLOW RATE(CFS) = 317.03 . r r, r, r**, r*+*, r**« r, r** rr*, r* w r*.• r r•. r r•. e r r* w r* r* r•• #+r * * « *,r * *,r• *rr *•rr,r* FLOW PROCESS FROM NODE 59.00 TO NODE 60.00 IS CODE = 3.1 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) <<<<< z a s s a a a a a s a a s a a as a a a a s s a s a s sa s a a sas a a s a s s s s s s sa s a ss as ssas a a s sa a s s s a: a s s a s a s UPSTREAM NODE ELEVATION(FEET) = 1339.00 DOWNSTREAM NODE ELEVATION(FEET) - 1327.00 FLOW LENGTH(FEET) = 1320.00 MANNING'S N - .013 DEPTH OF FLOW IN 69.0 INCH PIPE IS 51.3 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 15.32 ESTIMATED PIPE DIAMETER(INCH) = 69.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 317.03 TRAVEL TIME(MIN.) 1.44 TC(MIN.) = 18.63 r,►*, r*****, r**, r*, r**, r, r******, r.*** t****, r, r, r, r «,r *,r,tr,r * *•,t *rrr,t,r * *. *,e ,r ,rtr * *tr,r,r,r,t *,r FLOW PROCESS FROM NODE 59.00 TO NODE 60.00 IS CODE = 8.1 -------------------------------------------------------------------------- » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« «< MAINLINE Tc(MIN) = 18.63 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.381 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 55.00 .98 .10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, AP = .10 SUBAREA AREA(ACRES) = 55.00 SUBAREA RUNOFF(CFS) = 113.01 EFFECTIVE AREA(ACRES) = 211.00 AREA - AVERAGED Fm(INCH /HR) _ .20 AREA- AVERAGED Fp(INCH /HR) = .84 AREA - AVERAGED AP = .24 TOTAL AREA(ACRES) = 211.00 PEAK FLOW RATE(CFS) 413.56 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 211.00 TC(MIN.) = 18.63 EFFECTIVE AREA(ACRES) = 211.00 AREA - AVERAGED Fm(INCH /HR)= .20 AREA - AVERAGED Fp(INCH /HR) _ .84 AREA- AVERAGED AP .24 PEAK FLOW RATE(CFS) = 413.56 END OF RATIONAL METHOD ANALYSIS F] E A W O a 0 9 a ; a o a 0 9 N� z 1 N F 7 1 VI UA r `fit t I t l t l t I t I I t.I t_ I lm t i F L O O D R O U T I N G A N A L Y S I S USING ORANGE /SAN BERNARDINO COUNTY UNIT - HYDROGRAPH (1986 MANUAL) (c) Copyright 1989 -93 Advanced Engineering Software (aes) Ver. 2.7A Release Date: 7/20/93 License ID 1400 ,id Analysis prepared by: ALLARD ENGINEERING 11993 Magnolia Avenue, Suite G iw Riverside, California 92503 (909)353 -1945 Fax (909) 353 -1947 DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * 60 BASELINE R.C.B. - FONTANA 25 -YEAR STORM (PROPOSED CONDITION) * FILE NAME: TBSLNBX.DAT pp TIME /DATE OF STUDY: 9:23 10/ 2/1997 trr wse FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 1 ------------------------------------------------------------------ >>>>>UNIT- HYDROGRAPH ANALYSIS<< «< �w (UNIT- HYDROGRAPH ADDED TO STREAM #1) WATERSHED AREA = 960.000 ACRES �. BASEFLOW .000 CFS /SQUARE -MILE *USER ENTERED "LAG" TIME _ .308 HOURS CAUTION: LAG TIME IS LESS THAN .50 HOURS. THE 5- MINUTE PERIOD UH MODEL (USED IN THIS COMPUTER PROGRAM) N. MAY BE TOO LARGE FOR PEAK FLOW ESTIMATES. VALLEY(DEVELOPED) S -GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(INCH /HOUR) _ .490 LOW LOSS FRACTION = .490 * HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEAK 5- MINUTES RAINFALL(INCH)= .43 SPECIFIED PEAK 30- MINUTES RAINFALL(INCH)= .89 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 1.18 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 2.15 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 3.18 SPECIFIED PEAK 24 -HOUR RAINFALL(INCH) = 7.22 PRECIPITATION DEP'. 5- MINUTE FACTOR 30- MINUTE FACTOR 1 -HOUR FACTOR = 3 -HOUR FACTOR = 6 -HOUR FACTOR = 24 -HOUR FACTOR = CH -AREA REDUCTION FACTORS: _ .957 _ .957 .957 .994 .997 .998 UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 27.056 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 12.00 MODEL TIME(HOURS) FOR END OF RESULTS = 18.00 IYY ---------------------------------------------------------------------------- TOTAL STORM RAINFALL(INCHES) = 7.21 TOTAL SOIL- LOSS(INCHES) = 3.34 TOTAL EFFECTIVE RAINFALL(INCHES) = 3.87 IIY --------------------------------------------------------------------- TOTAL SOIL -LOSS VOLUME(ACRE -FEET) = 267.0744 TOTAL STORM RUNOFF VOLUME(ACRE -FEET) = 309.2518 ------------------- - - - - -- ------------------- ---------------- Ilir Fl ri 1 /�5 UNIT HYDROGRAPH DETERMINATION ------------------------------•---------------------------- INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) --------------------------------------------------------------------------- 1 1.647 191.182 2 8.760 825.819 3 24.083 1779.054 4 44.801 2405.379 5 66.736 2546.605 6 81.898 1760.373 7 90.360 982.439 8 95.099 550.150 9 97.526 281.809 10 98.413 102.956 11 98.920 58.902 12 99.396 55.263 13 99.759 42.041 14 99.940 21.020 15 100.000 7.007 ---------------------------------------------------------------------------- TOTAL STORM RAINFALL(INCHES) = 7.21 TOTAL SOIL- LOSS(INCHES) = 3.34 TOTAL EFFECTIVE RAINFALL(INCHES) = 3.87 IIY --------------------------------------------------------------------- TOTAL SOIL -LOSS VOLUME(ACRE -FEET) = 267.0744 TOTAL STORM RUNOFF VOLUME(ACRE -FEET) = 309.2518 ------------------- - - - - -- ------------------- ---------------- Ilir Fl ri 1 /�5 r /&o 2 4 - H 0 U R S T 0 R M R U N 0 F F H Y D R 0 G R A P H HYDROGRAPH IN FIVE-MINUTE INTERVALS(CFS) TIME(HRS) -------------------------------------------------------------------------- VOLUME(AF) Q(CFS) 0. 350.0 700.0 1050.0 1400.0 --------------------------------------------------------------------------- 12.083 106.5275 149.72 Q V 12.167 107.5639 150.49 Q V 12.250 108.6025 150.81 Q V 12.333 109.6413 150.83 Q V 12.417 110.6801 150.83 Q V 12.500 111.7219 151.27 Q V 12.583 112.7700 152.18 Q V 12.667 113.8260 153.34 Q V 12.750 114.8914 154.70 Q V 12.833 115.9671 156.19 Q V 12.917 117.0537 157.77 Q V 13.000 118.1514 159.39 Q V 13.083 119.2609 161.10 Q V 13.167 120.3826 162.86 Q V 13.250 121.5170 164.72 Q V 13.333 122.6646 166.63 Q V 13.417 123.8261 168.64 Q V 13.500 125.0018 170.71 Q V 13.583 126.1926 172.90 Q V 13.667 127.3988 175.15 Q V 13.750 128.6215 177.53 Q V 13.833 129.8611 179.99 Q V 13.917 131.1187 182.60 Q V 14.000 132.3949 185.31 Q V 14.083 133.6915 188.26 Q V 14.167 135.0106 191.53 Q V 14.250 136.3557 195.31 Q V 14.333 137.7292 199.44 Q V 14.417 139.1331 203.85 Q V 14.500 140.5669 208.19 Q V 14.583 142.0308 212.55 Q V 14.667 143.5254 217.01 Q V 14.750 145.0525 221.74 Q V 14.833 146.6139 226.71 Q V 14.917 148.2125 232.13 Q V. 15.000 149.8513 237.94 Q V. td 15.083 151.5341 244.35 Q V. 15.167 153.2648 251.30 Q V. 15.250 155.0490 259.07 Q V OR 15.333 156.8922 267.63 Q V 15.417 158.7915 275.77 Q V 15.500 160.7190 279.87 Q V 15*583 162,6328 277.89 Q -V 15.667 164.5121 272.87 270.14 Q Q .V V 15.750 166.3726 15.833 168.2915 278.63 Q V 15 170,3811 303.51 Q V 3 16.000 172.8308 355.60 Q V Q V 16.083 176.3095 505.11 16.167 181.8923 810.62 Q 16*250 190*0612 1186.13 V Q 16.333 199.6584 1393.51 V Q V Q. 16.417 209.0922 1369.79 16.500 216.1922 1030.92 V Q. 16*583 221,0865 710.65 Q V 16.667 224.6797 521.72 Q V. V. 16.750 227.4615 403.92 Q 16.833 229.7022 325.35 Q. V. r /&o FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE = 5.2 --------------------------------------------------------------------------- „� >>>>> MODEL CHANNEL ROUTING BY THE CONVEX METHOD <<<<< THE MODIFIED C- ROUTING COEFFICIENT IS ESTIMATED IN ORDER TO ROUTE THE STREAM 1 INFLOW HYDROGRAPH BY 5- MINUTE INTERVALS(Reference: the National Engineering Handbook, it Hydrology, Chapter 17, page 17 -52, August,1972, U.S. Department of Commerce). �.e ASSUMED REGULAR CHANNEL INFORMATION: BASEWIDTH(FT) = 16.00 CHANNEL Z .00 UPSTREAM ELEVATION = 1395.00 DOWNSTREAM ELEVATION = 1394.00 CHANNEL LENGTH(FT) = 660.00 MANNING'S FACTOR = .014 CONSTANT LOSS RATE(CFS) _ .00 aw CHANNEL ROUTING COEFFICIENT ESTIMATED: MAXIMUM INFLOW(CFS) = 1393.51 e� AVERAGE FLOWRATE IN EXCESS OF 50o MAXIMUM INFLOW = 1083.60 CHANNEL NORMAL, VELOCITY FOR Q = 1083.60 CFS = 9.87 FPS ESTIMATED CHANNEL ROUTING COEFFICIENT = .853 w MODIFIED CHANNEL ROUTING COEFFICIENT FOR 5- MINUTE UNIT INTERVALS IS CSTAR = .999 W e� 16.917 231.7255 293.79 277.07 Q Q V. V 17.000 233.6337 MODEL INFLOW ROUTED LOSS 17.083 235.4130 258.34 Q V OR 17.167 237.0538 238.24 Q V 12.083 17.250 238.5837 222.14 210.09 Q Q V V 150.5 17.333 240.0306 12.250 150.8 150.7 17.417 241.4185 201.53 Q V 150.8 17.500 242.7553 194.10 Q .V 17.583 244.0473 187.60 Q V 12.583 17.667 245.2996 .181.83 Q V 153.3 17.750 246.5164 176.68 Q V 154.4 17.833 247.7013 172.04 Q V 155.9 17.917 18.000 248.8569 249.9857 167.80 163.89 Q Q V V FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE = 5.2 --------------------------------------------------------------------------- „� >>>>> MODEL CHANNEL ROUTING BY THE CONVEX METHOD <<<<< THE MODIFIED C- ROUTING COEFFICIENT IS ESTIMATED IN ORDER TO ROUTE THE STREAM 1 INFLOW HYDROGRAPH BY 5- MINUTE INTERVALS(Reference: the National Engineering Handbook, it Hydrology, Chapter 17, page 17 -52, August,1972, U.S. Department of Commerce). �.e ASSUMED REGULAR CHANNEL INFORMATION: BASEWIDTH(FT) = 16.00 CHANNEL Z .00 UPSTREAM ELEVATION = 1395.00 DOWNSTREAM ELEVATION = 1394.00 CHANNEL LENGTH(FT) = 660.00 MANNING'S FACTOR = .014 CONSTANT LOSS RATE(CFS) _ .00 aw CHANNEL ROUTING COEFFICIENT ESTIMATED: MAXIMUM INFLOW(CFS) = 1393.51 e� AVERAGE FLOWRATE IN EXCESS OF 50o MAXIMUM INFLOW = 1083.60 CHANNEL NORMAL, VELOCITY FOR Q = 1083.60 CFS = 9.87 FPS ESTIMATED CHANNEL ROUTING COEFFICIENT = .853 w MODIFIED CHANNEL ROUTING COEFFICIENT FOR 5- MINUTE UNIT INTERVALS IS CSTAR = .999 W e� CONVEX METHOD CHANNEL ROUTING RESULTS: OUTFLOW LESS MODEL INFLOW ROUTED LOSS TIME (STREAM 1) FLOW (STREAM 1) OR (HRS) (CFS) (CFS) (CFS) 12.083 149.7 149.5 149.5 12.167 150.5 150.3 150.3 12.250 150.8 150.7 150.7 12.333 150.8 150.8 150.8 12.417 150.8 150.8 150.8 12.500 151.3 151.2 151.2 12.583 152.2 152.0 152.0 12.667 153.3 153.1 153.1 12.750 154.7 154.4 154.4 12.833 156.2 155.9 155.9 12.917 157.8 157.5 157.5 13.000 159.4 159.1 159.1 13.083 161.1 160.8 160.8 13.167 162.9 162.5 162.5 13.250 164.7 164.4 164.4 13.333 166.6 166.3 166.3 13.417 168.6 168.3 168.3 13.500 170.7 170.3 170.3 (UNIT - HYDROGRAPH ADDED TO STREAM #2) WATERSHED AREA = 1040.000 ACRES w 13.583 172.9 172.5 172.5 13.667 175.1 174.7 174.7 13.750 177.5 177.1 177.1 13.833 180.0 179.5 179.5 13.917 182.6 182.1 182.1 14.000 185.3 184.8 184.8 14.083 188.3 187.7 187.7 14.167 191.5 190.9 190.9 14.250 195.3 194.6 194.6 14.333 199.4 198.7 198.7 14.417 203.8 203.0 203.0 14.500 208.2 207.4 207.4 14.583 212.6 211.7 211.7 14.667 217.0 216.2 216.2 14.750 221.7 220.8 220.8 14.833 226.7 225.8 225.8 14.917 232.1 231.1 231.1 15.000 237.9 236.8 236.8 15.083 244.3 243.1 243.1 15.167 251.3 250.0 250.0 15.250 259.1 257.6 257.6 irm 15.333 267.6 266.0 266.0 15.417 275.8 274.2 274.2 15.500 279.9 279.1 279.1 15.583 277.9 278.3 278.3 15.667 272.9 273.8 273.8 15.750 270.1 270.7 270.7 15.833 278.6 277.0 277.0 15.917 303.5 298.8 298.8 j 16.000 355.6 345.7 345.7 16.083 505.1 476.6 476.6 16.167 810.6 752.4 752.4 16.250 1186.1 1114.5 1114.5 im 16.333 1393.5 1353.9 1353.9 16.417 1369.8 1374.3 1374.3 16.500 1030.9 1095.5 1095.5 ow 16.583 710.7 771.7 771.7 W 16.667 521.7 557.8 557.8 16.750 403.9 426.4 426.4 16.833 325.3 340.3 340.3 16.917 293.8 299.8 299.8 11i 17.000 277.1 280.3 280.3 17.083 258.3 261.9 261.9 17.167 238.2 242.1 242.1 17.250 222.1 225.2 225.2 17.333 210.1 212.4 212.4 17.417 201.5 203.2 203.2 40 17.500 194.1 195.5 195.5 17.583 187.6 188.8 188.8 17.667 181.8 182.9 182.9 17.750 176.7 177.7 177.7 17.833 172.0 172.9 172.9 17.917 167.8 168.6 168.6 18.000 163.9 164.6 164.6 PROCESS SUMMARY OF STORAGE: INFLOW VOLUME = 309.252 AF OUTFLOW VOLUME = 309.252 AF LOSS VOLUME _ .000 AF FLOW PROCESS FROM NODE 1.00 TO NODE 3.00 IS CODE = 1 3 - >>>>>UNIT- HYDROGRAPH ANALYSIS<< «<_________ _______________________________ (UNIT - HYDROGRAPH ADDED TO STREAM #2) WATERSHED AREA = 1040.000 ACRES w BASEFLOW = .000 CFS /SQUARE -MILE *USER ENTERED "LAG" TIME _ .327 HOURS CAUTION: LAG TIME IS LESS THAN .50 HOURS. THE 5- MINUTE PERIOD UH MODEL (USED IN THIS COMPUTER PROGRAM) MAY BE TOO LARGE FOR PEAK FLOW ESTIMATES. VALLEY(DEVELOPED) S -GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(INCH /HOUR) _ .480 LOW LOSS FRACTION = .490 YA * HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEAK 5- MINUTES RAINFALL(INCH)= .43 SPECIFIED PEAK 30- MINUTES RAINFALL(INCH)= .89 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 1.18 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 2.15 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 3.18 SPECIFIED PEAK 24 -HOUR RAINFALL(INCH) = 7.22 it PRECIPITATION DEP' 5- MINUTE FACTOR ws 30- MINUTE FACTOR 1 -HOUR FACTOR = 3 -HOUR FACTOR = 6 -HOUR FACTOR = 24 -HOUR FACTOR = CH -AREA REDUCTION FACTORS: _ .954 _ .954 .954 .993 .997 .998 go UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 25.484 o. im RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 12.00 on MODEL TIME(HOURS) FOR END OF RESULTS = 18.00 UNIT HYDROGRAPH DETERMINATION TOTAL STORM RAINFALL(INCHES) = 7.20 TOTAL SOIL- LOSS(INCHES) = 3.34 TOTAL EFFECTIVE RAINFALL(INCHES) = 3.87 TOTAL SOIL -LOSS VOLUME(ACRE -FEET) = 289.1666 TOTAL STORM RUNOFF VOLUME(ACRE -FEET) = 335.0864 -------------------------------------------------------------------- - - - - -- '� /63 INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) W ------------------------------------ 1 1.531 ------------------------------- 192.539 2 7.709 777.016 3 21.559 1741.975 4 40.044 2324.944 5 61.571 2707.656 6 77.919 2056.177 7 87.817 1244.919 8 93.364 697.662 9 96.528 397.910 10 98.096 197.200 11 98.611 64.787 12 99.089 60.112 13 99.567 60.112 14 100.000 54.491 TOTAL STORM RAINFALL(INCHES) = 7.20 TOTAL SOIL- LOSS(INCHES) = 3.34 TOTAL EFFECTIVE RAINFALL(INCHES) = 3.87 TOTAL SOIL -LOSS VOLUME(ACRE -FEET) = 289.1666 TOTAL STORM RUNOFF VOLUME(ACRE -FEET) = 335.0864 -------------------------------------------------------------------- - - - - -- '� /63 ���^ / � / �� 2 4-B0 UB STD8y0 8DN0F F BY DDOQR AP8 BrDROGaAPB IN FIVE-MINUTE I0TEBVALS(CFG) ----------------------------- -----------------_------------------- ''------- fIM8(BRG) VOLDM8(��>___Q(CPS)_O._________'_________'_________'_________'___ 375 U 75U O ll35 O l50O � �- ------------------ 161'89 Q ' V 12'083 115'1299 ' V 12'167 116'2510 162'77 ' Q ' 12'250 117'3751 163'22 ' O ' V 12.333 118'5004 163'40 ' O ' \/ 12.417 119. 6260 163'44 ' O ' \/ 12508 1207544 163'84 ' Q ' \/ 12'583 121.8888 164'72 . Q ' « 13.667 133'0315 165'92 ' O ' \/ � l� 75O ' �34 z8xV . 3x l67 ' ' Q ' V 12'833 125'3471 168'89 ' O ' \/ 12'917 126'5220 170'59 ' Q ' \/ m� l3 OOO ' l27 7O89 ' �72 3� ' ' � V ' 13'083 128'9083 174'16 ' O . \/ 13'167 130'1207 176'04 . 0 ' \/ 13'250 131.3468 178.04 ' O . \/ OR 13'333 132.5871 180'09 ' Q ' \/ 13.417 133.8423 182'25 ' O ' V n' 13 1351127 184'46 ' O ' 13'583 136'3992 186'81 ' Q ' \/ p� 13'667 137'7034 l89'22 ' O ' \/ 13.750 139'0231 19l.77 . Q ' \/ 13833 140.3621 194'4I ' O ' \/ 13'917 141'7203 197.21 ' Q . V 14.000 143'0984 200'11 ' O ' \/ � 14.083 144'4984 203'38 ' O . \/ 14 145.9326 206.80 ' Q ' \/ 14'250 147'3753 210'93 ' O ' \/ 14.333 148.8589 215'43 ' 0 ' \/ ^' 14'417 150.3765 220.35 . U ' \/ m� 14.500 I51'9273 225.18 ' O ' � 14'583 153.5114 230'00 ' O ' \/ 14'667 155'1286 234'83 . O . n 14.750 . I56 78lI ' 239'93 . O ' \/ 14'833 158.470I 245'25 ' 0 ' V 14'917 160.1989 251'02 . O . V. . . 15'008 161'9700 257'17 ' Q ' V. 8� 15.083 163. 7881 263'99 . O ' V. 15167 1656568 271'34 ' O . V. 15.250 167'5822 279'56 ' O ' \/ I5'333 169.5696 288'57 . O ' V 15.417 171.6165 297.32 . O ' \/ ' ^ 15500 1736974 302'15 . O . `/ 15'583 175'7701 300'94 ' Q ' n 15'667 I77'8I52 296'95 ' O ' 'n 15'750 179'8358 293'39 . Q ' '\/ ~~ 15'833 181'9011 299'89 ' Q ' '\, 15'917 184'1297 323'58 ' O . '\/ 16'000 186.7128 375'07 ' O ' \/ 16'083 190']2]6 524.29 ' ' Q ' \/ 16.167 195'9413 8I5'68 ' . 'O \/ 16 ' 25O 2U�'�IU3 IZOO'67 ' \/ O . ' ' ' 00 ' �G 333 ' 2I3 9]87 ' l«l3'�6 . \/ O ' . . ' \/ O ' ' 16'417 224'1153 1477.64 . ' . I6'500 332'2562 I182'06 \/ 'O ' 16'583 238.0704 844'22 ' . ' Q \/ �6'6�7 �«2'3832 611'70 . . O ' `V V. ' � 16'750 345'5737 477.77 ' . ' ~~ 16.833 248'2321 386'01 ' O ' V. ' ���^ / � / �� FLOW PROCESS FROM NODE 3.00 TO NODE 4.00 IS CODE = 5.2 --------------------------------------------------------- >>>>> MODEL CHANNEL ROUTING BY THE CONVEX METHOD <<<<< _= cx= x= xxxxax= sxxcxx =sccxascacs cacacacsxaxxcx = =xxxc c a x x c x x c s x c x x c x x x c x x x x a x !0„ THE MODIFIED C- ROUTING COEFFICIENT IS ESTIMATED IN ORDER TO ROUTE THE STREAM 2 INFLOW HYDROGRAPH BY 5- MINUTE 60 INTERVALS(Reference: the National Engineering Handbook, Hydrology, Chapter 17, page 17 -52, August,1972, on U.S. Department of Commerce). ASSUMED REGULAR CHANNEL I: BASEWIDTH(FT) = 16.00 UPSTREAM ELEVATION = irr DOWNSTREAM ELEVATION = CHANNEL LENGTH(FT) _ CONSTANT LOSS RATE(CFS) 9FORMATION: CHANNEL Z = .00 1394.00 1386.00 1320.00 MANNING'S FACTOR .014 _ .00 so CHANNEL ROUTING COEFFICIENT ESTIMATED: MAXIMUM INFLOW(CFS) = 1477.64 AVERAGE FLOWRATE IN EXCESS OF 50`6 MAXIMUM INFLOW = 1155.47 111 CHANNEL NORMAL VELOCITY FOR Q = 1155.47 CFS = 16.52 FPS ESTIMATED CHANNEL ROUTING COEFFICIENT = .907 MODIFIED CHANNEL ROUTING COEFFICIENT FOR 5- MINUTE ii UNIT INTERVALS IS CSTAR = .999 16.917 250.4649 324.19 Q V. V 17.000 252.5729 306.08 Q V LOSS 17.083 254.5741 290.58 Q V 17.167 256.4518 272.65 Q V 12.083 17.250 258.1187 242.02 Q V 162.8 17.333 259.7071 230.64 Q ' ' 163.1 17.417 261.2287 220.94 Q .V 163.4 17.500 262.6935 212.68 Q ' V 17.583 264.1068 205.21 Q 12.583 17.667 265.4752 198.70 Q 'V ' 165.9 17.750 266.8038 192.91 Q 'V V 167.0 17.833 268.0966 187.72 183.01 Q Q V 168.5 17.917 269.3571 170.6 170.2 V 18.000 270.5877 178.69 Q ' FLOW PROCESS FROM NODE 3.00 TO NODE 4.00 IS CODE = 5.2 --------------------------------------------------------- >>>>> MODEL CHANNEL ROUTING BY THE CONVEX METHOD <<<<< _= cx= x= xxxxax= sxxcxx =sccxascacs cacacacsxaxxcx = =xxxc c a x x c x x c s x c x x c x x x c x x x x a x !0„ THE MODIFIED C- ROUTING COEFFICIENT IS ESTIMATED IN ORDER TO ROUTE THE STREAM 2 INFLOW HYDROGRAPH BY 5- MINUTE 60 INTERVALS(Reference: the National Engineering Handbook, Hydrology, Chapter 17, page 17 -52, August,1972, on U.S. Department of Commerce). ASSUMED REGULAR CHANNEL I: BASEWIDTH(FT) = 16.00 UPSTREAM ELEVATION = irr DOWNSTREAM ELEVATION = CHANNEL LENGTH(FT) _ CONSTANT LOSS RATE(CFS) 9FORMATION: CHANNEL Z = .00 1394.00 1386.00 1320.00 MANNING'S FACTOR .014 _ .00 so CHANNEL ROUTING COEFFICIENT ESTIMATED: MAXIMUM INFLOW(CFS) = 1477.64 AVERAGE FLOWRATE IN EXCESS OF 50`6 MAXIMUM INFLOW = 1155.47 111 CHANNEL NORMAL VELOCITY FOR Q = 1155.47 CFS = 16.52 FPS ESTIMATED CHANNEL ROUTING COEFFICIENT = .907 MODIFIED CHANNEL ROUTING COEFFICIENT FOR 5- MINUTE ii UNIT INTERVALS IS CSTAR = .999 CONVEX METHOD CHANNEL ROUTING RESULTS: OUTFLOW LESS MODEL INFLOW ROUTED LOSS TIME (STREAM 2) FLOW (STREAM 2) (HRS) (CFS) (CFS) (CFS) 12.083 161.9 161.6 161.6 12.167 162.8 162.6 162.6 12.250 163.2 163.1 163.1 12.333 163.4 163.4 163.4 12.417 163.4 163.4 163.4 12.500 163.8 163.7 163.7 12.583 164.7 164.5 164.5 12.667 165.9 165.6 165.6 12.750 167.3 167.0 167.0 12.833 168.9 168.5 168.5 12.917 170.6 170.2 170.2 13.000 172.3 171.9 171.9 13.083 174.2 173.7 173.7 13.167 176.0 175.6 175.6 13.250 178.0 177.6 177.6 13.333 180.1 179.6 179.6 13.417 182.2 181.7 181.7 13.500 184.5 183.9 183.9 X65 13.583 186.8 186.2 186.2 13.667 189.2 188.6 188.6 13.750 191.8 191.2 191.2 13.833 194.4 193.8 193.8 am 13.917 197.2 196.5 196.5 ad 14.000 200.1 199.4 199.4 14.083 203.3 202.5 202.5 14.167 206.8 205.9 205.9 OR 14.250 210.9 209.9 209.9 No 14.333 215.4 214.3 214.3 14.417 220.3 219.2 219.2 14.500 225.2 224.0 224.0 OR 14.583 230.0 228.8 228.8 to 14.667 234.8 233.7 233.7 14.750 239.9 238.7 238.7 pus 14.833 245.2 244.0 244.0 14.917 251.0 249.6 249.6 ow 15.000 257.2 255.7 255.7 15.083 264.0 262.3 262.3 an 15.167 271.3 269.6 269.6 15.250 279.6 277.6 277.6 vw 15.333 288.6 286.4 286.4 15.417 297.2 295.1 295.1 OR 15.500 302.2 301.0 301.0 15.583 300.9 301.2 301.2 it 15.667 297.0 297.9 297.9 15.750 293:4 294.3 294.3 OR 15.833 299.9 298.3 298.3 15.917 323.6 317.9 317.9 No 16.000 375.1 362.6 362.6 16.083 524.3 488.2 488.2 A•+ 16.167 815.7 745.1 745.1 16.250 1200.7 1107.5 1107.5 to 16.333 1412.6 1361.2 1361.2 16.417 1477.6 1461.9 1461.9 �* 16.500 1182.1 1253.6 1253.6 16.583 844.2 926.0 926.0 to 16.667 611.7 668.0 668.0 16.750 477.8 510.2 510.2 OR 16.833 386.0 408.2 408.2 16.917 324.2 339.2 339.2 ow 17.000 306.1 310.5 310.5 17.083 290.6 294.3 294.3 sw 17.167 272.6 277.0 277.0 17.250 242.0 249.4 249.4 No 17.333 230.6 233.4 233.4 17.417 220.9 223.3 223.3 17.500 212.7 214.7 214.7 17.583 205.2 207.0 207.0 60 17.667 198.7 200.3 200.3 17.750 192.9 194.3 194.3 17.833 187.7 189.0 189.0 17.917 183.0 184.2 184.2 18.000 178.7 179.7 179.7 PROCESS SUMMARY OF STORAGE: 3 INFLOW VOLUME = 335.086 AF OUTFLOW VOLUME = 335.086 AF LOSS VOLUME _ .000 AF FLOW PROCESS FROM NODE 1.00 TO NODE 4.00 IS CODE = 1 » »> UNIT- HYDROGRAPH ANALYSIS « «<---------------------------------------- (UNIT - HYDROGRAPH ADDED TO STREAM #3) WATERSHED AREA = 1280.000 ACRES lb 6 Ali BASEFLOW = .000 CFS /SQUARE -MILE *USER ENTERED "LAG" TIME _ .349 HOURS CAUTION: LAG TIME IS LESS THAN .50 HOURS. THE 5- MINUTE PERIOD UH MODEL (USED IN THIS COMPUTER PROGRAM) MAY BE TOO LARGE FOR PEAK FLOW ESTIMATES. VALLEY(DEVELOPED) S -GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(INCH /HOUR) _ .490 LOW LOSS FRACTION = .490 * HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEAK 5- MINUTES RAINFALL(INCH)= .43 SPECIFIED PEAK 30- MINUTES RAINFALL(INCH)= .89 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) 1.18 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 2.15 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 3.18 SPECIFIED PEAK 24 -HOUR RAINFALL(INCH) = 7.22 UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 23.878 go RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 12.00 p'* MODEL TIME(HOURS) FOR END OF RESULTS = 18.00 �► UNIT HYDROGRAPH DETERMINATION --------------------------------------- - - - - -- ------------------------------ PRECIPITATION DEPTH -AREA REDUCTION FACTORS: "S" GRAPH UNIT HYDROGRAPH 5- MINUTE FACTOR = .943 p% 30- MINUTE FACTOR = .943 - ---------------------------------------------------------------- 1 1 -HOUR FACTOR = .943 rd 3 -HOUR FACTOR = .991 821.599 6 -HOUR FACTOR = .996 o*+ 24 -HOUR FACTOR = .997 UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 23.878 go RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 12.00 p'* MODEL TIME(HOURS) FOR END OF RESULTS = 18.00 �► UNIT HYDROGRAPH DETERMINATION --------------------------------------- - - - - -- ------------------------------ INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) ---------- - ---------------------------------------------------------------- 1 1.415 219.078 2 6.723 821.599 3 19.081 1913.125 4 35.292 2509.363 iw 5 55.875 3186.362 6 73.088 2664.558 •"' 7 84.468 1761.600 8 91.075 1022.687 9 95.130 627.761 10 97.342 342.422 11 98.295 147.452 12 98.742 69.312 13 99.190 69.319 14 99.638 69.312 15 100.000 56.049 ------------------------------------------------------------------ TOTAL STORM RAINFALL(INCHES) = 7.20 TOTAL SOIL- LOSS(INCHES) = 3.34 TOTAL EFFECTIVE RAINFALL(INCHES) = 3.86 •--------------------------------------------------------------------------- TOTAL SOIL -LOSS VOLUME(ACRE -FEET) = 356.3583 TOTAL STORM RUNOFF VOLUME(ACRE -FEET) = 411.5821 - ------- ------ ------- ------------------ -- ------------- --------------------- se s z a z xz a s x z a s a s a s a a x s a s c s e sxax z cs x s s s a a z x s a zve s z z s �1 2 4 - H O U R S T 0 R M R U N O F F H Y D R 0 G R A P H /b HYDROGRAPH IN FIVE - MINUTE INTERVALS(CFS) -------------------------------------- TIME(HRS) ---------------------- VOLUME(AF) Q(CFS) 0. 450.0 900.0 1350.0 1800.0 -------------------------------------------------------------------------- 12.083 141.2840 198.76 Q V _ 12.167 142.6609 199.92 Q V 12.250 144.0426 200.62 Q V ' 12.333 145.4272 201.05 Q V ' 12.417 146.8130 201.23 Q V 12.500 148.2021 201.69 Q V 12.583 149.5980 202.69 Q V ' 12.667 151.0034 204.07 Q V ' 12.750 152.4204 205.74 Q V 12.833 153.8500 207.58 Q V 12.917 155.2938 209.63 Q V 13.000 156.7521 211.75 Q V 13.083 158.2258 213.98 Q V 13.167 159.7152 216.26 Q V ' 13.250 161.2212 218.67 Q V 13.333 162.7443 221.16 Q V 13.417 164.2856 223.79 Q V ' 13.500 165.8453 226.48 Q V 13.583 167.4248 229.34 Q V 13.667 169.0244 232.26 Q V 13.750 170.6454 235.37 Q V 13.833 172.2883 238.56 Q V 13.917 173.9548 241.97 Q V 14.000 175.6453 245.47 Q V �i 14.083 177.3627 249.37 Q V 14.167 179.1104 253.76 Q V 14.250 180.8951 259.13 Q V 14.333 182.7203 265.02 Q V 14.417 184.5913 271.67 Q V 14.500 186.5070 278.16 Q V 14.583 188.4663 284.49 Q V 14.667 190.4676 290.58 Q V to 14.750 192.5125 296.92 Q V 14.633 194.6019 303.38 Q V 14.917 196.7393 310.36 Q V. 15.000 198.9273 317.69 Q V. fW 15.083 201.1715 325.85 Q V. 15.167 203.4758 334.58 Q V. 15.250 205.8477 344.41 Q V V 15.333 208.2928 355.03 Q 15.417 210.8085 365.29 Q V 15.500 213.3675 371.57 Q V 15.583 215.9206 370.70 Q V 15.667 218.4477 366.94 Q V 15.750 220.9379 361.58 Q V 15.833 223.4572 365.79 Q V 15.917 226.1401 389.57 Q V 16.000 229.1981 444.02 Q. V 16.083 233.3739 606.32 Q V 16.167 239.6503 911.34 Q V 16.250 248.9064 1343.98 V Q. 16.333 259.7992 1581.64 V Q 16.417 271.8639 1751.80 V Q ' 16.500 282.1768 1497.44 V Q 16.583 289.8976 1121.06 Q V 16.667 295.5227 816.76 Q V 16.750 299.9504 642.90 Q V. 16.833 303.5087 516.67 Q V. /b k; Il FLOW PROCESS FROM NODE 4.00 TO NODE 5.00 IS CODE = 5.2 --------------------------------------------------------------------------- >>>>> MODEL CHANNEL ROUTING BY THE CONVEX METHOD <<<<< r a s s a s a a a s= s s= a s s s e s a c s= c o s s c a a s e= c a a= s s s s a s a s a s s a s s s a= s s s s s a s s a= s= a a a s a a s s= THE MODIFIED C- ROUTING COEFFICIENT IS ESTIMATED IN ORDER TO ROUTE THE STREAM 3 INFLOW HYDROGRAPH BY 5- MINUTE INTERVALS(Reference: the National Engineering Handbook, Hydrology, Chapter 17, page 17 -52, August,1972, U.S. Department of Commerce). ASSUMED REGULAR CHANNEL I: BASEWIDTH(FT) = 16.00 UPSTREAM ELEVATION = DOWNSTREAM ELEVATION = CHANNEL LENGTH(FT) CONSTANT LOSS RATE(CFS) vFORMATION: CHANNEL Z = .00 1386.00 1376.00 1320.00 MANNING'S FACTOR = .014 _ .00 CHANNEL ROUTING COEFFICIENT ESTIMATED: MAXIMUM INFLOW(CFS) = 1751.80 AVERAGE FLOWRATE IN EXCESS OF 50% MAXIMUM INFLOW = 1367.88 CHANNEL NORMAL VELOCITY FOR Q = 1367.88 CFS = 18.77 FPS ESTIMATED CHANNEL ROUTING COEFFICIENT = .917 MODIFIED CHANNEL ROUTING COEFFICIENT FOR 5- MINUTE UNIT INTERVALS IS CSTAR = 1.000 16.917 306.4564 428.01 Q. V. 17.000 309.0894 382.32 Q V LOSS 17.083 311.5991 364.41 Q V 17.167 313.9863 346.61 Q V 12.083 17.250 316.2153 323.66 Q V 199.9 17.333 318.2169 290.63 Q V 200.5 17.417 320.1249 277.04 Q V 201.0 17.500 321.9549 265.71 Q •V 17.583 323.7190 256.14 Q •V 12.583 17.667 325.4237 247.53 Q V 204.1 17.750 327.0765 239.98 Q V 205.4 17.833 328.6831 233.28 Q V O 17.917 330.2484 227.27 Q V _ jjw 18.000 331.7758 221.79 Q V k; Il FLOW PROCESS FROM NODE 4.00 TO NODE 5.00 IS CODE = 5.2 --------------------------------------------------------------------------- >>>>> MODEL CHANNEL ROUTING BY THE CONVEX METHOD <<<<< r a s s a s a a a s= s s= a s s s e s a c s= c o s s c a a s e= c a a= s s s s a s a s a s s a s s s a= s s s s s a s s a= s= a a a s a a s s= THE MODIFIED C- ROUTING COEFFICIENT IS ESTIMATED IN ORDER TO ROUTE THE STREAM 3 INFLOW HYDROGRAPH BY 5- MINUTE INTERVALS(Reference: the National Engineering Handbook, Hydrology, Chapter 17, page 17 -52, August,1972, U.S. Department of Commerce). ASSUMED REGULAR CHANNEL I: BASEWIDTH(FT) = 16.00 UPSTREAM ELEVATION = DOWNSTREAM ELEVATION = CHANNEL LENGTH(FT) CONSTANT LOSS RATE(CFS) vFORMATION: CHANNEL Z = .00 1386.00 1376.00 1320.00 MANNING'S FACTOR = .014 _ .00 CHANNEL ROUTING COEFFICIENT ESTIMATED: MAXIMUM INFLOW(CFS) = 1751.80 AVERAGE FLOWRATE IN EXCESS OF 50% MAXIMUM INFLOW = 1367.88 CHANNEL NORMAL VELOCITY FOR Q = 1367.88 CFS = 18.77 FPS ESTIMATED CHANNEL ROUTING COEFFICIENT = .917 MODIFIED CHANNEL ROUTING COEFFICIENT FOR 5- MINUTE UNIT INTERVALS IS CSTAR = 1.000 CONVEX METHOD CHANNEL ROUTING RESULTS: OUTFLOW LESS MODEL INFLOW ROUTED LOSS TIME (STREAM 3) FLOW (STREAM 3) (HRS) (CFS) (CFS) (CFS) 12.083 198.8 198.5 198.5 12.167 199.9 199.7 199.7 12.250 200.6 200.5 200.5 12.333 201.0 201.0 201.0 12.417 201.2 201.2 201.2 12.500 201.7 201.6 201.6 12.583 202.7 202.5 202.5 12.667 204.1 203.8 203.8 12.750 205.7 205.4 205.4 12.833 207.6 207.2 207.2 12.917 209.6 209.2 209.2 13.000 211.7 211.3 211.3 13.083 214.0 213.5 213.5 13.167 216.3 215.8 215.8 13.250 218.7 218.2 218.2 13.333 221.2 220.6 220.6 13.417 223.8 223.2 223.2 13.500 226.5 225.9 225.9 169 13.583 229.3 228.7 228.7 13.667 232.3 231.6 231.6 13.750 235.4 234.7 234.7 go 13.833 238.6 237.9 237.9 1 13.917 242.0 241.2 241.2 14.000 245.5 244.7 244.7 14.083 249.4 248.5 248.5 14.167 253.8 252.8 252.8 14.250 259.1 258.0 258.0 14.333 265.0 263.8 263.8 14.417 271.7 270.2 270.2 14.500 278.2 276.8 276.8 14.583 284.5 283.1 283.1 14.667 290.6 289.3 289.3 14.750 296.9 295.6 295.6 14.833 303.4 302.0 302.0 14.917 310.4 308.9 308.9 15.000 317.7 316.1 316.1 15.083 325.9 324.1 324.1 15.167 334.6 332.7 332.7 15.250 344.4 342.3 342.3 15.333 355.0 352.7 352.7 15.417 365.3 363.1 363.1 15.500 371.6 370.2 370.2 iii 15.583 370.7 370.9 370.9 15.667 366.9 367.7 367.7 15.750 361.6 362.7 362.7 15.833 365.8 364.9 364.9 �y 15.917 389.6 384.5 384.5 16.000 444.0 432.3 432.3 16.083 606.3 571.4 571.4 16.167 911.3 845.7 845.7 16.250 1344.0 1250.9 1250.9 16.333 1581.6 1530.5 1530.5 16.417 1751.8 1715.2 1715.2 16.500 1497.4 1552.1 1552.1 16.583 1121.1 1202.0 1202.0 16.667 816.8 882.2 882.2 16.750 642.9 680.3 680.3 16.833 516.7 543.8 543.8 a 16.917 428.0 447.1 447.1 17.000 382.3 392.1 392.1 17.083 364.4 368.3 368.3 17.167 346.6 350.4 350.4 iw 17.250 323.7 328.6 328.6 17.333 290.6 297.7 297.7 17.417 277.0 280.0 280.0 17.500 265.7 268.1 268.1 17.583 256.1 258.2 258.2 17.667 247.5 249.4 249.4 17.750 240.0 241.6 241.6 17.833 233.3 234.7 234.7 17.917 227.3 228.6 228.6 18.000 221.8 223.0 223.0 PROCESS SUMMARY OF STORAGE: INFLOW VOLUME = 411.582 AF OUTFLOW VOLUME = 411.579 AF LOSS VOLUME _ .000 AF FLOW PROCESS FROM NODE 1.00 TO NODE -------------- ---------------------------------------- 5.00 IS CODE = 1 ------- ------------- >>>>>UNIT- HYDROGRAPH ANALYSIS<<<<< (UNIT - HYDROGRAPH ADDED TO STREAM #4) WATERSHED AREA = 1360.000 ACRES BASEFLOW = .000 CFS /SQUARE -MILE *USER ENTERED "LAG" TIME _ .369 HOURS CAUTION: LAG TIME IS LESS THAN .50 HOURS. THE 5- MINUTE PERIOD UH MODEL (USED IN THIS COMPUTER PROGRAM) MAY BE TOO LARGE FOR PEAK FLOW ESTIMATES. VALLEY(DEVELOPED) S -GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(INCH /HOUR) _ .490 LOW LOSS FRACTION - .490 * HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEAK 5- MINUTES RAINFALL(INCH)= .43 SPECIFIED PEAK 30- MINUTES RAINFALL(INCH)= .89 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) 1.18 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 2.15 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 3.18 SPECIFIED PEAK 24 -HOUR RAINFALL(INCH) 7.22 PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5- MINUTE FACTOR = .939 30- MINUTE FACTOR = .939 1 -HOUR FACTOR = .939 to 3 -HOUR FACTOR = .991 6 -HOUR FACTOR = .995 24 -HOUR FACTOR = .997 tw UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 22.584 m IN RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 12.00 MODEL TIME(HOURS) FOR END OF RESULTS = 18.00 IYi TOTAL STORM RAINFALL(INCHES) = 7.20 TOTAL SOIL- LOSS(INCHES) = 3.34 TOTAL EFFECTIVE RAINFALL(INCHES) = 3.86 -------------------------------------------------------------------- TOTAL SOIL -LOSS VOLUME(ACRE -FEET) = 378.6993 TOTAL STORM RUNOFF VOLUME(ACRE -FEET) = 437.1058 ------------------------------------------------------------ - - - - -- 3 17/ UNIT HYDROGRAPH DETERMINATION rr ------------------------------------------------------------------- INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) ------------------------------------------------------------- 1 1.325 217.864 2 5.978 765.399 00 3 17.110 1830.976 4 31.841 2422.840 5 50.887 3132.579 6 68.548 2904.762 7 81.098 2064.186 8 88.862 1276.926 9 93.529 767.683 10 96.354 464.549 11 97.929 98.463 259.085 87.921 12 13 98.887 69.630 14 99.310 69.557 15 99.724 99.931 68.126 34.063 16 17 100.000 11.355 TOTAL STORM RAINFALL(INCHES) = 7.20 TOTAL SOIL- LOSS(INCHES) = 3.34 TOTAL EFFECTIVE RAINFALL(INCHES) = 3.86 -------------------------------------------------------------------- TOTAL SOIL -LOSS VOLUME(ACRE -FEET) = 378.6993 TOTAL STORM RUNOFF VOLUME(ACRE -FEET) = 437.1058 ------------------------------------------------------------ - - - - -- 3 17/ sas aassaasa= as asaasaasamsasaasassassasa sas aaas saaxsaassssa as :ss sac sa sasaas 2 4 - H O U R S T O R M R U N O F F H Y D R O G R A P H HYDROGRAPH IN FIVE- MINUTE INTERVALS(CFS) .IME(HRS) VOLUME(AF) Q(CFS) 0. 450.0 900.0 1350.0 1800.0 ' ---------------- 12.083 149.7332 --------------------------------------------------- 210.76 Q V 12.167 151.1935 212.04 Q - V 12.250 152.6596 212.88 Q V 44 12.333 154.1297 213.46 Q V 4 -4 12.417 155.6020 213.78 Q V 12.500 157.0775 214.24 Q V 12.583 158.5596 215.20 Q V OR 12.667 160.0511 216.57 Q V P-;12.750 161.5544 218.29 Q V to 12.833 163.0708 220.18 Q V 12.917 164.6017 222.28 Q V A 13.000 166.1479 224.51 Q V 13.083 167.7103 226.86 Q V 13.167 169.2893 229.26 Q V 13.250 170.8857 231.80 Q V I!� 13.333 172.5000 234.40 Q V 13.417 174.1333 237.16 Q V 13.500 175.7862 239.99 Q V 13.583 177.4597 242.99 Q V 13.667 179.1543 246.07 Q V 13.750 180.8715 249.33 Q V 13.833 182.6118 252.69 Q V 13.917 184.3767 256.26 Q V "! 14.000 186.1669 259.95 Q V 14.083 187.9854 264.04 Q V 14.167 189.8356 268.65 Q V 14.250 191.7248 274.31 Q V !R 14.333 193.6569 280.54 Q V 14.417 195.6377 287.61 Q V 14.500 197.6674 294.71 Q V 14.583 199.7446 301.62 Q V 0' 14.667 201.8673 308.21 Q V 14.750 204.0364 314.95 Q V 14.833 206.2526 321.80 Q V 14.917 208.5194 329.13 Q V. 15.000 210.8389 336.79 Q V. 15.083 213.2166 345.25 Q V. 15.167 215.6569 354.32 Q V. 15.250 218.1671 364.49 Q V. 15.333 220.7533 375.51 Q V 15.417 223.4127 386.14 Q V 15.500 226.1210 393.25 Q V 15.583 228.8298 393.32 Q V 15.667 231.5194 390.52 Q V 15.750 234.1759 385.73 Q V 15.833 236.8479 387.97 Q V 15.917 239.6657 409.14 Q• •V 16.000 242.8381 460.64 Q V 3 16.083 247.0955 618.17 Q V 16.167 253.3192 903.69 Q V 16.250 262.4695 1328.62 V Q 16.333 273.3169 1575.04 V Q V Q 16.417 285.5510 1776.39 16.500 296.7424 1624.99 V Q 16.583 305.4837 1269.23 VQ 16.667 16.750 311.9791 316.9948 943.13 728.29 Q V Q V. 16.833 321.0758 592.55 Q V. D Fl- P 0 16.917 324.4826 494.68 Q V. 17.000 327.3538 416.89 Q. V. 17.083 330.0479 391.18 Q V 17.167 332.6183 373.22 Q V ' 17.250 335.0577 354.20 Q V 17.333 337.3014 325.78 Q V 17.417 339.3874 302.88 Q V 17.500 341.3581 286.15 Q V 17.583 343.2535 275.21 Q V 17.667 345.0840 265.78 Q •V ' 17.750 346.8571 257.46 Q •V 17.833 348.5790 250.02 Q •V ' 17.917 350.2551 243.37 Q V ' 18.000 351.8900 237.38 Q V ' FLOW PROCESS FROM NODE 5.00 TO NODE 6.00 IS CODE = 5.2 ---------------------------------------------------------------------- e■ >>>>> MODEL CHANNEL ROUTING BY THE CONVEX METHOD<<<<< erszsx sz saszaazaxsasa s z s z m z s z s s a s s x x z x s a s z a z z a x z a s z a a z a as x s x x s z ss z a s z s sx s z= THE MODIFIED C- ROUTING COEFFICIENT IS ESTIMATED IN ORDER TO ROUTE THE STREAM 4 INFLOW HYDROGRAPH BY 5- MINUTE INTERVALS(Reference: the National Engineering Handbook, Hydrology, Chapter 17, page 17 -52, August,1972, U.S. Department of Commerce). �w ASSUMED REGULAR CHANNEL INFORMATION: BASEWIDTH(FT) = 16.00 CHANNEL Z .00 UPSTREAM ELEVATION = 1376.00 DOWNSTREAM ELEVATION = 1364.50 CHANNEL LENGTH(FT) = 1320.00 MANNING'S FACTOR = .014 CONSTANT LOSS RATE(CFS) _ .00 CHANNEL ROUTING COEFFICIENT ESTIMATED: MAXIMUM INFLOW(CFS) = 1776.39 AVERAGE FLOWRATE IN EXCESS OF 50% MAXIMUM INFLOW = 1345.87 CHANNEL NORMAL VELOCITY FOR Q = 1345.87 CFS = 19.65 FPS to ESTIMATED CHANNEL ROUTING COEFFICIENT = .920 MODIFIED CHANNEL ROUTING COEFFICIENT FOR 5- MINUTE UNIT INTERVALS IS CSTAR = 1.000 iwo CONVEX METHOD CHANNEL ROUTING RESULTS: OUTFLOW LESS MODEL INFLOW ROUTED LOSS TIME (STREAM 4) FLOW (STREAM 4) (HRS) (CFS) (CFS) (CFS) 12.083 210.8 210.4 210.4 12.167 212.0 211.8 211.8 12.250 212.9 212.7 212.7 12.333 213.5 213.3 213.3 12.417 213.8 213.7 213.7 12.500 214.2 214.1 214.1 12.583 215.2 215.0 215.0 12.667 216.6 216.3 216.3 12.750 218.3 217.9 217.9 12.833 220.2 219.8 219.8 12.917 222.3 221.9 221.9 13.000 224.5 224.1 224.1 13.083 226.9 226.4 226.4 13.167 229.3 228.8 228.8 13.250 231.8 231.3 231.3 13.333 234.4 233.9 233.9 13.417 237.2 236.6 236.6 13.500 240.0 239.4 239.4 X73 H A� 13.583 243.0 242.4 242.4 13.667 246.1 245.4 245.4 13.750 249.3 248.7 248.7 13.833 252.7 252.0 252.0 13.917 256.3 255.5 255.5 14.000 259.9 259.2 259.2 14.083 264.0 263.2 263.2 14.167 268.7 267.7 267.7 14.250 274.3 273.1 273.1 14.333 280.5 279.3 279.3 14.417 287.6 286.2 286.2 14.500 294.7 293.2 293.2 14.583 301.6 300.2 300.2 14.667 308.2 306.9 306.9 14.750 314.9 313.6 313.6 14.833 321.8 320.4 320.4 14.917 329.1 327.6 327.6 15.000 336.8 335.2 335.2 15.083 345.3 343.5 343.5 15.167 354.3 352.5 352.5 15.250 364.5 362.4 362.4 15.333 375.5 373.2 373.2 15.417 386.1 383.9 383.9 15.500 393.3 391.8 391.8 15.583 393.3 393.3 393.3 15.667 390.5 391.1 391.1 15.750 385.7 386.7 386.7 15.833 388.0 387.5 387.5 15.917 409.1 404.8 404.8 16.000 460.6 450.0 450.0 16.083 618.2 585.7 585.7 16.167 903.7 844.8 844.8 16.250 1328.6 1241.0 1241.0 16.333 1575.0 1524.2 1524.2 16.417 1776.4 1734.9 1734.9 16.500 1625.0 1656.2 1656.2 16.583 1269.2 1342.6 1342.6 16.667 943.1 1010.4 1010.4 16.750 728.3 772.6 772.6 16.833 592.6 620.5 620.5 16.917 494.7 514.9 514.9 17.000 416.9 432.9 432.9 17.083 391.2 396.5 396.5 17.167 373.2 376.9 376.9 17.250 354.2 358.1 358.1 17.333 325.8 331.6 331.6 17.417 302.9 307.6 307.6 17.500 286.2 289.6 289.6 17.583 275.2 277.5 277.5 17.667 265.8 267.7 267.7 17.750 257.5 259.2 259.2 17.833 250.0 251.6 251.6 17.917 243.4 244.7 244.7 18.000 237.4 238.6 238.6 PROCESS SUMMARY OF STORAGE: INFLOW VOLUME = 437.106 AF OUTFLOW VOLUME = 437.106 AF LOSS VOLUME _ .000 AF FLOW PROCESS FROM NODE 1.00 TO NODE 6.00 IS CODE = 1 - ---- -------- ----- ----- --------- --- ----- --------- --- ----- -- ---------------- >> >>>UNIT- HYDROGRAPH ANALYSIS<< - 3 (UNIT- HYDROGRAPH ADDED TO STREAM #5) WATERSHED AREA = 1440.000 ACRES BASEFLOW = .000 CFS /SQUARE -MILE *USER ENTERED "LAG" TIME _ .389 HOURS CAUTION: LAG TIME IS LESS THAN .50 HOURS. THE 5- MINUTE PERIOD UH MODEL (USED IN THIS COMPUTER PROGRAM) MAY BE TOO LARGE FOR PEAK FLOW ESTIMATES. VALLEY(DEVELOPED) S -GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(INCH /HOUR) _ .490 LOW LOSS FRACTION = .500 * HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEAK 5- MINUTES RAINFALL(INCH)= .43 SPECIFIED PEAK 30- MINUTES RAINFALL(INCH)= .89 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 1.18 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 2.15 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 3.18 SPECIFIED PEAK 24 -HOUR RAINFALL(INCH) 7.22 PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5- MINUTE FACTOR = .936 30- MINUTE FACTOR = .936 1 -HOUR FACTOR = .936 3 -HOUR FACTOR = .990 6 -HOUR FACTOR = .995 24 -HOUR FACTOR = .997 UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 21.422 IN RUNOFF HYDROGRAPH LISTING LIMITS: ON MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 12.00 MODEL TIME(HOURS) FOR END OF RESULTS = 18.00 err - UNIT HYDROGRAPH DETERMINATION ------------------------------------------------------------------ 4" INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) ----------------------------------------------------------- ---------------- - - - - -- 1 1.246 216.913 2 5.356 715.802 WA 3 15.395 1748.269 nd 4 29.008 2370.791 5 46.223 2997.968 6 63.988 3093.814 7 77.550 2361.850 4� 8 86.389 1539.241 9 91.710 926.651 10 95.213 610.072 11 97.210 347.759 12 98.213 174.654 13 98.615 69.957 14 99.016 69.949 15 99.418 69.949 16 99.820 69.949 17 100.000 31.413 TOTAL STORM RAINFALL(INCHES) = 7.20 TOTAL SOIL- LOSS(INCHES) = 3.41 TOTAL EFFECTIVE RAINFALL(INCHES) = 3.79 TOTAL SOIL -LOSS VOLUME(ACRE -FEET) = 408.9333 TOTAL STORM RUNOFF VOLUME(ACRE -FEET) = 454.7252 -------------------------------------------------------------- cesoeso axsaxsasxaaaxx so ssxaxax sxxaxxas ssxsxxaaaaasaaxxxxx axxxss asxaxaax aaxs 17� 2 4 - H O U R S T O R M R U N O F F H Y D R 0 G R A P H HYDROGRAPH IN FIVE - MINUTE INTERVALS(CFS) --------------------- --------------------- --------------------------------- TIME(HRS) VOLUME(AF)' Q(CFS) 0. 450.0 900.0 1350.0 1800.0 --------------------------------------------------- 12.083 155.0406 218.34 Q V ' 12.167 156.5537 219.71 Q V ' 12.250 158.0734 220.66 Q V ' 00 12.333 159.5980 221.37 Q V 12.417 161.1259 221.85 Q V V 12.500 162.6572 222.34 Q ' 12.583 164.1947 223.24 Q V ' 12.667 165.7413 224.58 Q V ' 12.750 167.2998 226.28 Q V ' iw 12.833 168.8714 228.19 Q V ' 12.917 170.4575 230.31 Q V ' Ill 13.000 172.0593 232.58 Q V ' 13.083 173.6777 234.99 Q V ' 13.167 175.3132 237.47 Q V 13.250 176.9665 240.06 Q V ' 13.333 178.6382 242.74 Q V 13.417 180.3294 245.55 Q V 13.500 182.0407 248.48 Q V 13.583 183.7731 251.55 Q V 0 13.667 185.5274 254.72 Q V 01. 40 13.750 187.3046 258.06 Q V 13.833 189.1057 261.52 Q V ' 13.917 190.9319 265.17 Q V 00 14.000 192.7843 268.97 Q V 14.083 194.6656 273.15 Q V 14.167 196.5795 277.90 Q V 14.250 198.5332 283.69 Q V 14.333 200.5316 290.17 Q V 14.417 202.5799 297.42 Q V 14.500 204.6804 304.98 Q V 14.583 206.8315 312.34 Q V 14.667 209.0309 319.36 Q V 14.750 211.2785 326.35 Q V 14.833 213.5753 333.49 Q V 14.917 215.9238 341.00 Q V ' 15.000 218.3266 348.89 Q V. 15.083 220.7883 357.44 Q V. 15.167 223.3138 366.69 Q V. 15.250 225.9097 376.94 Q •• V. 15.333 228.5830 388.16 Q V 15.417 231.3301 398.88 Q - V 15.500 234.1307 406.64 Q. V 15.583 236.9376 407.56 Q. V 15.667 239.7303 405.50 401.97 Q. Q •V •V 15.750 242.4986 15.833 245.2718 402.67 Q V ' 15.917 248.1707 420.92 Q. •V 16.000 251.4040 469.47 622.57 Q V ' Q V ' 16.083 255.6917 16.167 261.8299 891.27 Q. V V Q' 16.250 270.8302 1306.84 Q 16.333 281.6257 293.7803 1567.51 1764.85 V V Q. 16.417 V Q ' 16.500 305.6731 1726.83 V Q 16.583 315.3650 1407.27 Q V 16.667 322.7027 1065.43 ' Q V ' 16.750 328.2993 812.62 V. 16.833 332.9002 668.06 Q 17� t*• rr, r, r***, r#, r**, rwr***, r, r*, r*****, r, r, r** r** r r* e* ir* rw* r*** r r r r *t , r , r , rrr , e. * * *tr * * , t ** FLOW PROCESS FROM NODE 6.00 TO NODE 7.00 IS CODE = 5.2 -------------------------------------------------------------------------- >>>>> MODEL CHANNEL ROUTING BY THE CONVEX METHOD <<<<< - sasxaasaa =s ax axis= xxsssss =xssxx xssssxas =as == xxxs= axx=sxxssxxs= xxs=aa sx scs= THE MODIFIED C- ROUTING COEFFICIENT IS ESTIMATED IN ORDER TO ROUTE THE STREAM 5 INFLOW HYDROGRAPH BY 5- MINUTE INTERVALS(Reference: the National Engineering Handbook, Yr Hydrology, Chapter 17, page 17 -52, August,1972, U.S. Department of Commerce). ASSUMED REGULAR CHANNEL INFORMATION: BASEWIDTH(FT) = 18.00 CHANNEL Z = .00 A UPSTREAM ELEVATION = 1364.50 DOWNSTREAM ELEVATION = 1346.10 CHANNEL LENGTH(FT) = 1980.00 MANNING'S FACTOR = .014 CONSTANT LOSS RATE(CFS) _ .00 CHANNEL ROUTING COEFFICIENT ESTIMATED: MAXIMUM INFLOW(CFS) = 1764.85 AVERAGE FLOWRATE IN EXCESS OF 50 MAXIMUM INFLOW = 1390.00 CHANNEL NORMAL VELOCITY FOR Q = 1390.00 CFS = 19.89 FPS ESTIMATED CHANNEL ROUTING COEFFICIENT = .921 MODIFIED CHANNEL ROUTING COEFFICIENT FOR 5- MINUTE UNIT INTERVALS IS CSTAR = .998 16.917 336.6863 549.74 Q V. 17.000 339.8967 466.15 Q V. LOSS 17.083 342.7299 411.39 Q. V 17.167 345.4358 392.88 Q V 12.083 17.250 348.0186 375.02 Q V 219.7 17.333 350.4703 356.00 Q V 220.4 17.417 352.7155 326.00 Q V 221.2 17.500 354.7907 301.33 Q .V - 17.583 356.7812 289.01 Q V 12.583 17.667 358.7018 278.87 Q •V 224.6 17.750 360.5610 269.96 Q •V 225.8 17.833 362.3645 261.87 Q •V - 227.6 17.917 364.1186 254.69 Q V i 18.000 365.8282 248.24 Q V t*• rr, r, r***, r#, r**, rwr***, r, r*, r*****, r, r, r** r** r r* e* ir* rw* r*** r r r r *t , r , r , rrr , e. * * *tr * * , t ** FLOW PROCESS FROM NODE 6.00 TO NODE 7.00 IS CODE = 5.2 -------------------------------------------------------------------------- >>>>> MODEL CHANNEL ROUTING BY THE CONVEX METHOD <<<<< - sasxaasaa =s ax axis= xxsssss =xssxx xssssxas =as == xxxs= axx=sxxssxxs= xxs=aa sx scs= THE MODIFIED C- ROUTING COEFFICIENT IS ESTIMATED IN ORDER TO ROUTE THE STREAM 5 INFLOW HYDROGRAPH BY 5- MINUTE INTERVALS(Reference: the National Engineering Handbook, Yr Hydrology, Chapter 17, page 17 -52, August,1972, U.S. Department of Commerce). ASSUMED REGULAR CHANNEL INFORMATION: BASEWIDTH(FT) = 18.00 CHANNEL Z = .00 A UPSTREAM ELEVATION = 1364.50 DOWNSTREAM ELEVATION = 1346.10 CHANNEL LENGTH(FT) = 1980.00 MANNING'S FACTOR = .014 CONSTANT LOSS RATE(CFS) _ .00 CHANNEL ROUTING COEFFICIENT ESTIMATED: MAXIMUM INFLOW(CFS) = 1764.85 AVERAGE FLOWRATE IN EXCESS OF 50 MAXIMUM INFLOW = 1390.00 CHANNEL NORMAL VELOCITY FOR Q = 1390.00 CFS = 19.89 FPS ESTIMATED CHANNEL ROUTING COEFFICIENT = .921 MODIFIED CHANNEL ROUTING COEFFICIENT FOR 5- MINUTE UNIT INTERVALS IS CSTAR = .998 ?' CONVEX METHOD CHANNEL ROUTING RESULTS: s OUTFLOW LESS MODEL INFLOW ROUTED LOSS TIME (STREAM 5) FLOW (STREAM 5) (HRS) (CFS) (CFS) (CFS) 12.083 218.3 217.9 217.9 12.167 219.7 219.3 219.3 12.250 220.7 220.4 220.4 12.333 221.4 221.2 221.2 12.417 221.9 221.7 221.7 12.500 222.3 222.2 222.2 12.583 223.2 223.0 223.0 12.667 224.6 224.2 224.2 12.750 226.3 225.8 225.8 12.833 228.2 227.6 227.6 12.917 230.3 229.7 229.7 13.000 232.6 231.9 231.9 13.083 235.0 234.2 234.2 13.167 237.5 236.7 236.7 13.250 240.1 239.3 239.3 13.333 242.7 241.9 241.9 13.417 245.6 244.7 244.7 13.500 248.5 247.6 247.6 ?' 13.583 251.5 250.6 250.6 13.667 254.7 253.7 253.7 13.750 258.1 257.0 257.0 13.833 261.5 260.5 260.5 13.917 265.2 264.0 264.0 14.000 269.0 267.8 267.8 14.083 273.2 271.9 271.9 14.167 277.9 276.4 276.4 14.250 283.7 281.9 281.9 14.333 290.2 288.2 288.2 14.417 297.4 295.2 295.2 14.500 305.0 302.7 302.7 14.583 312.3 310.1 310.1 14.667 319.4 317.2 317.2 14.750 326.4 324.2 324.2 �► 14.833 333.5 331.3 331.3 14.917 341.0 338.7 338.7 15.000 348.9 346.5 346.5 15.083 357.4 354.8 354.8 15.167 366.7 363.8 363.8 15.250 376.9 373.8 373.8 15.333 388.2 384.7 384.7 15.417 398.9 395.6 395.6 15.500 406.6 404.3 404.3 15.583 407.6 407.3 407.3 15.667 405.5 406.1 406.1 15.750 402.0 403.1 403.1 15.833 402.7 402.5 402.5 15.917 420.9 415.3 415.3 16.000 469.5 454.6 454.6 16.083 622.6 575.6 575.6 16.167 891.3 808.7 808.7 16.250 1306.8 1179.2 1179.2 dw 16.333 1567.5 1487.3 1487.3 16.417 1764.9 1704.1 1704.1 so 16.500 1726.8 1738.4 1738.4 16.583 1407.3 1505.4 1505.4 of 16.667 1065.4 1170.5 1170.5 16.750 812.6 890.4 890.4 ON 16.833 668.1 712.6 712.6 16.917 549.7 586.1 586.1 to 17.000 466.1 491.9 491.9 17.083 411.4 428.2 428.2 17.167 392.9 398.6 398.6 17.250 375.0 380.5 380.5 ow 17.333 356.0 361.8 361.8 17.417 326.0 335.2 335.2 17.500 301.3 308.9 308.9 IN 17.583 289.0 292.8 292.8 17.667 278.9 282.0 282.0 17.750 270.0 272.7 272.7 17.833 261.9 264.4 264.4 17.917 254.7 256.9 256.9 18.000 248.2 250.2 250.2 - - - - -- - - - - - -- - - - -- PROCESS SUMMARY OF - - - -- STORAGE: INFLOW VOLUME = 454.725 AF OUTFLOW VOLUME = 454.724 AF LOSS VOLUME _ .000 AF FLOW PROCESS FROM NODE 1.00 TO NODE 7.00 IS CODE = 6 ------------- ------- NUMBER --- ------- ---- 5 CLEARED AND ---- ---- SET TO --------- ------------------------- ZERO <<<<< >>>>>STREAM FLOW PROCESS FROM NODE 1.00 TO NODE 7.00 IS CODE = 1 ]-- >>>>>UNIT-HYDROGRAPH - ANALYSIS<<<<< ------------------------------------- ------- (UNIT- HYDROGRAPH ADDED TO STREAM #5) WATERSHED AREA = 1760.000 ACRES BASEFLOW = .000 CFS /SQUARE -MILE *USER ENTERED "LAG" TIME _ .417 HOURS CAUTION: LAG TIME IS LESS THAN .50 HOURS. THE 5- MINUTE PERIOD UH MODEL (USED IN THIS COMPUTER PROGRAM) 44 MAY BE TOO LARGE FOR PEAK FLOW ESTIMATES. VALLEY(DEVELOPED) S -GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(INCH /HOUR) _ .490 LOW LOSS FRACTION = .490 * HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEAK 5- MINUTES RAINFALL(INCH)= .43 SPECIFIED PEAK 30- MINUTES RAINFALL(INCH)= .89 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 1.18 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 2.15 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 3.18 SPECIFIED PEAK 24 -HOUR RAINFALL(INCH) = 7.22 q" PRECIPITATION DEPTH -AREA REDUCTION FACTORS: iii 5- MINUTE FACTOR = .921 30- MINUTE FACTOR = .921 WA 1 -HOUR FACTOR = .921 3 -HOUR FACTOR = .988 ig 6 -HOUR FACTOR = .994 24 -HOUR FACTOR = .996 on UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES aw UNIT INTERVAL PERCENTAGE OF LAG -TIME = 19.984 RUNOFF HYDROGRAPH LISTING LIMITS: i' MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 12.00 MODEL TIME(HOURS) FOR END OF RESULTS = 18.00 I liq UNIT HYDROGRAPH DETERMINATION #!I{ INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) 1111 ------------------------ ---------------------------------------------------- 1 1.151 245.022 2 4.666 748.077 3 13.381 1855.072 4 25.474 2573.922 5 40.547 3208.267 6 57.930 3699.958 7 72.315 3061.894 8 82.424 2151.824 9 89.010 1401.778 10 93.192 890.114 11 95.913 579.092 12 97.559 350.371 13 98.278 152.992 14 98.652 79.738 15 99.027 79.738 16 99.401 79.738 17 99.776 79.738 18 100.000 47.667 I liq TOTAL STORM RAINFALL(INCHES) = 7.19 TOTAL SOIL- LOSS(INCHES) - 3.34 TOTAL EFFECTIVE RAINFALL(INCHES) = 3.85 -------------------------------------------------- ----- TOTAL SOIL -LOSS VOLUME(ACRE -FEET) - = 490.5266 TOTAL STORM RUNOFF VOLUME(ACRE -FEET) = 564.3712 H F m irr fm vw 0 4 0 Iqo Im V aaaaxsasxx= s= ssxxasaxasxxasaxaxssasaassxsss x :vs saaa :aaaaaxac ssasaasa sasaaax I I 2 4 - H O U R S T 0 R M R U N O F F H Y D R 0 G R A P H HYDROGRAPH IN FIVE- MINUTE INTERVALS(CFS) --------------------------------------------------------------------------- TIME(HRS) VOLUME(AF) Q(CFS) 0. 525.0 1050.0 1575.0 2100.0 ---------------------------------------------------------------------------- 12.083 192.5627 271.34 Q V 12.167 194.4436 273.12 Q V 12.250 196.3339 274.47 Q V 12.333 198.2317 275.55 Q V 12.417 12.500 200.1355 202.0443 276.43 277.16 Q Q V V 12.583 203.9606 278.25 Q V 12.667 205.8878 279.82 Q V 12.750 207.8287 281.82 Q V / 12.833 209.7855 284.13 Q V 12.917 211.7599 286.67 Q V 13.000 213.7530 289.41 Q V 13.083 215.7664 292.34 Q V lief 13.167 217.8008 295.40 Q V 13.250 219.8571 298.58 Q V 13.333 221.9362 301.88 Q V a 13.417 224.0389 305.31 Q V > 13.500 226.1662 308.89 Q V 13.583 228.3194 312.64 Q V - 13.667 230.4995 316.55 Q V 13.750 232.7077 320.63 Q V W 13.833 234.9452 324.88 Q V 13.917 237.2134 329.34 Q V 14.000 239.5137 334.00 Q V 14.083 241.8496 339.18 Q V 14.167 244.2265 345.14 Q V 14.250 246.6549 352.59 Q V 14.333 249.1418 361.10 Q V 14.417 251.6944 370.63 Q V 14.500 254.3184 381.01 Q V . 14.583 257.0117 391.06 Q V . 14.667 259.7699 400.50 Q V . 14.750 262.5908 409.59 Q V 14.833 265.4738 418.61 Q V . 14.917 268.4210 427.92 Q V. 15.000 271.4349 437.62 Q V. 15.083 274.5197 447.92 Q V. 15.167 277.6809 459.00 Q V. 15.250 280.9260 471.19 Q V. 15.333 284.2632 484.56 Q. V 15.417 287.6875 497.21 Q. V 15.500 291.1783 506.86 Q. V 15.583 294.6807 508.55 Q. V 15.667 298.1685 506.43 Q. V 15.750 301.6319 502.89 Q. •V 15.833 305.0795 500.59 Q. •V 15.917 308.6353 516.31 Q. V 16.000 312.5269 565.05 Q V 16.083 317.5337 726.99 Q V 16.167 324.4356 1002.16 Q. V 16.250 334.3877 1445.04 V Q 16.333 346.4108 1745.75 V Q 3 16.417 359.9862 1971.16 V Q 16.500 374.2353 2068.96 V Q• 16.583 386.5175 1783.39 V Q 16.667 396.2185 1408.59 Q V 3 16.750 403.7912 1099.55 Q V 16.833 409.9017 887.24 Q V. I I ***, r* w, r«**, r, r, r, rrr*, r•**, r***** w, rr*, r******, r*, r*****:, r«*, r * * *,r * * * *,r * *,r,t,r *,r *,r * * *,r r. ** FLOW PROCESS FROM NODE 7.00 TO NODE 8.00 IS CODE - 5.2 --------------------------------------------------------------- >>>>> MODEL CHANNEL ROUTING BY THE CONVEX METHOD<<<<< THE MODIFIED C- ROUTING COEFFICIENT IS ESTIMATED IN ORDER TO ROUTE THE STREAM 5 INFLOW HYDROGRAPH BY 5- MINUTE INTERVALS(Reference: the National Engineering Handbook, Hydrology, Chapter 17, page 17 -52, August,1972, U.S. Department of Commerce). ASSUMED REGULAR CHANNEL I; BASEWIDTH(FT) = 18.00 UPSTREAM ELEVATION = DOWNSTREAM ELEVATION = CHANNEL LENGTH(FT) _ CONSTANT LOSS RATE(CFS) VFORMATION: CHANNEL Z = .00 1346.10 1337.40 1320.00 MANNING'S FACTOR = .014 .00 CHANNEL ROUTING COEFFICIENT ESTIMATED: MAXIMUM INFLOW(CFS) = 2068.96 tws AVERAGE FLOWRATE IN EXCESS OF 50% MAXIMUM INFLOW = 1646.06 CHANNEL NORMAL VELOCITY FOR Q = 1646.06 CFS = 18.64 FPS ESTIMATED CHANNEL ROUTING COEFFICIENT = .916 MODIFIED CHANNEL ROUTING COEFFICIENT FOR 5- MINUTE UNIT INTERVALS IS CSTAR = 1.000 �* 16.917 415.0453 746.85 Q Q V. V. 17.000 419.4337 637.20 INFLOW ROUTED LOSS 17.083 423.1920 545.70 Q V. 17.167 426.6264 498.69 Q. V 12.083 17.250 429.9099 476.77 Q. Q V V 273.1 17.333 433.0485 455.71 12.250 274.5 274.2 17.417 436.0305 432.99 Q V 275.3 17.500 438.7916 400.91 Q .V ' 17.583 441.3297 368.53 Q V V ' 12.583 17.667 443.7669 353.89 Q 12.667 279.8 17.750 446.1215 341.88 Q •V 281.4 17.833 448.4038 450.6199 331.39 321.77 Q Q .V •V ' 283.6 17.917 18.000 452.7770 313.22 Q V ' ***, r* w, r«**, r, r, r, rrr*, r•**, r***** w, rr*, r******, r*, r*****:, r«*, r * * *,r * * * *,r * *,r,t,r *,r *,r * * *,r r. ** FLOW PROCESS FROM NODE 7.00 TO NODE 8.00 IS CODE - 5.2 --------------------------------------------------------------- >>>>> MODEL CHANNEL ROUTING BY THE CONVEX METHOD<<<<< THE MODIFIED C- ROUTING COEFFICIENT IS ESTIMATED IN ORDER TO ROUTE THE STREAM 5 INFLOW HYDROGRAPH BY 5- MINUTE INTERVALS(Reference: the National Engineering Handbook, Hydrology, Chapter 17, page 17 -52, August,1972, U.S. Department of Commerce). ASSUMED REGULAR CHANNEL I; BASEWIDTH(FT) = 18.00 UPSTREAM ELEVATION = DOWNSTREAM ELEVATION = CHANNEL LENGTH(FT) _ CONSTANT LOSS RATE(CFS) VFORMATION: CHANNEL Z = .00 1346.10 1337.40 1320.00 MANNING'S FACTOR = .014 .00 CHANNEL ROUTING COEFFICIENT ESTIMATED: MAXIMUM INFLOW(CFS) = 2068.96 tws AVERAGE FLOWRATE IN EXCESS OF 50% MAXIMUM INFLOW = 1646.06 CHANNEL NORMAL VELOCITY FOR Q = 1646.06 CFS = 18.64 FPS ESTIMATED CHANNEL ROUTING COEFFICIENT = .916 MODIFIED CHANNEL ROUTING COEFFICIENT FOR 5- MINUTE UNIT INTERVALS IS CSTAR = 1.000 �* CONVEX METHOD CHANNEL ROUTING RESULTS: OUTFLOW LESS MODEL INFLOW ROUTED LOSS TIME (STREAM 5) FLOW (STREAM 5) (HRS) (CFS) (CFS) (CFS) 12.083 271.3 270.9 270.9 12.167 273.1 272.7 272.7 12.250 274.5 274.2 274.2 12.333 275.6 275.3 275.3 12.417 276.4 276.2 276.2 12.500 277.2 277.0 277.0 12.583 278.3 278.0 278.0 12.667 279.8 279.5 279.5 12.750 281.8 281.4 281.4 12.833 284.1 283.6 283.6 12.917 286.7 286.1 286.1 13.000 289.4 288.8 288.8 13.083 292.3 291.7 291.7 13.167 295.4 294.7 294.7 13.250 298.6 297.9 297.9 13.333 301.9 301.2 301.2 13.417 305.3 304.6 304.6 13.500 308.9 308.1 308.1 v - FLOW PROCESS FROM NODE 1.00 TO NODE 8.00 IS CODE = 1 I X63 13.583 312.6 311.8 311.8 13.667 316.5 315.7 315.7 13.750 320.6 319.7 319.7 13.833 324.9 324.0 324.0 13.917 329.3 328.4 328.4 14.000 334.0 333.0 333.0 14.083 339.2 338.1 338.1 14.167 345.1 343.8 343.8 14.250 352.6 351.0 351.0 14.333 361.1 359.3 359.3 14.417 370.6 368.6 368.6 14.500 381.0 378.8 378.8 14.583 391.1 388.9 388.9 14.667 400.5 398.5 398.5 14.750 409.6 407.6 407.6 14.833 418.6 416.7 416.7 14.917 427.9 425.9 425.9 15.000 437.6 435.5 435.5 15.083 447.9 445.7 445.7 15.167 459.0 456.6 456.6 15.250 471.2 468.5 468.5 15.333 484.6 481.7 481.7 15.417 497.2 494.5 494.5 15.500 506.9 504.8 504.8 15.583 508.5 508.2 508.2 1w 15.667 506.4 506.9 506.9 15.750 502.9 503.7 503.7 15.833 500.6 501.1 501.1 15.917 516.3 512.9 512.9 Yrr 16.000 565.1 554.5 554.5 16.083 727.0 691.9 691.9 16.167 1002.2 942.6 942.6 16.250 1445.0 1349.2 1349.2 16.333 1745.8 1680.6 1680.6 16.417 1971.2 1922.3 1922.3 16.500 2069.0 2047.8 2047.8 16.583 1783.4 1845.2 1845.2 rd 16.667 1408.6 1489.7 1489.7 16.750 1099.5 1166.5 1166.5 16.833 887.2 933.2 933.2 16.917 746.9 777.3 777.3 17.000 637.2 660.9 660.9 17.083 545.7 565.5 565.5 wa 17.167 498.7 508.9 508.9 17.250 476.8 481.5 481.5 17.333 455.7 460.3 460.3 17.417 433.0 437.9 437.9 s. 17.500 400.9 407.9 407.9 17.583 368.5 375.5 375.5 17.667 353.9 357.1 357.1 17.750 341.9 344.5 344.5 17.833 331.4 333.7 333.7 17.917 321.8 323.9 323.9 18.000 313.2 315.1 315.1 PROCESS SUMMARY OF STORAGE: INFLOW VOLUME = 564.371 AF OUTFLOW VOLUME = 564.371 AF LOSS VOLUME _ .000 AF *rr ****** *********,►*********, e*, r**, r** r r r**** r* t**«***** rrr * * * * * * * * * * , t w,r,r FLOW PROCESS FROM NODE 1.00 TO NODE 8.00 IS CODE = 6 --------------------------------------------------------------------------- >>>>>STREAM NUMBER 5 CLEARED AND SET TO ZERO <<<<< FLOW PROCESS FROM NODE 1.00 TO NODE 8.00 IS CODE = 1 I X63 » >>>UNIT- HYDROGRAPH ANALYSIS« <<< (UNIT - HYDROGRAPH ADDED TO STREAM #5) WATERSHED AREA = 1919.000 ACRES BASEFLOW = .000 CFS /SQUARE -MILE *USER ENTERED "LAG" TIME _ .437 HOURS CAUTION: LAG TIME IS LESS THAN .50 HOURS. THE 5- MINUTE PERIOD UH MODEL (USED IN THIS COMPUTER PROGRAM) MAY BE TOO LARGE FOR PEAK FLOW ESTIMATES. VALLEY(DEVELOPED) S -GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(INCH /HOUR) _ .490 LOW LOSS FRACTION = .490 * HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEAK 5- MINUTES RAINFALL(INCH)= .43 SPECIFIED PEAK 30- MINUTES RAINFALL(INCH)= .89 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) - 1.18 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 2.15 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 3.18 SPECIFIED PEAK 24 -HOUR RAINFALL(INCH) = 7.22 UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 19.069 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 12.00 MODEL TIME(HOURS) FOR END OF RESULTS = 18.00 PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5- MINUTE FACTOR = .914 30- MINUTE FACTOR = .914 1 -HOUR FACTOR = .914 DETERMINATION 3 -HOUR FACTOR = .987 6 -HOUR FACTOR = .994 24 -HOUR FACTOR = .996 UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 19.069 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 12.00 MODEL TIME(HOURS) FOR END OF RESULTS = 18.00 UNIT HYDROGRAPH DETERMINATION ---------------- - - - - -- ---------------------------------------------------- INTERVAL S GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) --------------------------------------------------------------------------- 1 1.094 253.786 2 4.273 737.928 3 12.118 1820.529 4 23.402 2618.761 5 36.997 3155.204 6 53.792 3897.762 7 68.404 3391.200 8 79.472 2568.559 9 86.876 1718.462 10 91.528 1079.495 11 94.807 761.049 12 96.768 455.206 13 98.004 286.643 14 98.421 96.791 15 98.778 83.005 16 99.136 82.957 17 99.493 82.957 18 99.851 82.957 19 100.000 34.655 I U 1 TOTAL STORM RAINFALL(INCHES) = 7.19 TOTAL SOIL- LOSS(INCHES) = 3.35 TOTAL EFFECTIVE RAINFALL(INCHES) = 3.85 ------------------------------ TOTAL SOIL -LOSS VOLUME(ACRE -FEET) = 535.0342 ,_. TOTAL STORM RUNOFF VOLUME(ACRE -FEET) 614.7954 pw bw Yr ■i erg it sssxsss - -- axsxa xasasasazssaxsasxaasasxsss aaaxzxsszxz xsssx .a xs assssssssasss - -max 2 4 - H O U R S T O R M 3 R U N O F F H Y D R 0 G R A P H �! HYDROGRAPH IN FIVE- MINUTE INTERVALS(CFS) TIME(HRS) VOLUME(AF) Q(CFS) 0. 550.0 1100.0 1650.0 2200.0 --------------------------------------------------------------------------- 12.083 209.4128 295.23 Q V 12.167 211.4596 297.20 Q V 12.250 213.5172 298.76 Q V ' 12.333 215.5837 300.06 Q V 12.417 217.6580 301.19 Q V 12.500 219.7384 302.08 Q V 12.583 221.8270 303.27 Q V 12.667 223.9269 304.90 Q V ' 12.750 226.0412 306.99 Q V 12.833 228.1724 309.45 Q V 12.917 230.3221 312.14 Q V 13.000 232.4921 315.08 Q V 13.083 234.6834 318.19 Q V 13.167 236.8976 321.50 Q V 13.250 239.1354 324.93 Q V 13.333 241.3978 328.50 Q V 13.417 243.6856 332.20 O V ' 13.500 246.0000 336.05 Q V 13.583 248.3422 340.08 Q V 13.667 250.7134 344.30 Q V 13.750 253.1148 348.69 Q V 13.833 255.5479 353.28 Q V ' 13.917 258.0140 358.08 Q V �w 14.000 260.5148 363.11 Q V 14.083 263.0540 368.70 Q V 14.167 265.6378 375.17 Q V 14.250 268.2774 383.27 Q V 14.333 270.9818 392.68 Q V ' 14.417 273.7578 403.08 Q V 14.500 276.6143 414.75 Q V 14.583 279.5493 426.17 Q V 14.667 282.5587 436.97 Q V 14.750 285.6385 447.18 Q V 14.833 288.7867 457.13 Q V 14.917 292.0051 467.30 Q V 15.000 295.2957 477.80 Q V. 15.083 298.6628 488.90 Q - V. 15.167 302.1111 500.70 Q. V. 15.250 15.333 305.6482 309.2829 513.59 527.76 O• Q. V• V 15.417 313.0094 541.09 Q. V 15.500 316.8087 551.65 Q V 15.583 15.667 320.6258 324.4295 554.25 552.29 Q Q V V ' 15.750 328.2154 549.72 Q. V ' 15.833 331.9770 546.18 Q. V 15.917 16.000 335.8304 340.0008 559.52 605.53 Q V Q V 16.083 345.2780 766.26 Q V 16.167 352.4011 1034.27 Q V 16.250 362.5271 1470.30 V Q 16.333 374.9005 1796.62 V Q 16.417 388.7348 2008.74 V Q 16.500 403.8665 2197.12 V Q. 16.583 417.3869 1963.17 V Q 16.667 428.5052 1614.38 V Q. 16.750 437.2398 1268.26 Q V 16.833 444.2178 1013.20 Q V wit 1 FLOW PROCESS FROM NODE 8.00 TO NODE 9.00 IS CODE = 5.2 ---------------------------------------------------------------------------- po >>>>> MODEL CHANNEL ROUTING BY THE CONVEX METHOD <<<<< THE MODIFIED C- ROUTING COEFFICIENT IS ESTIMATED IN ORDER s* TO ROUTE THE STREAM 5 INFLOW HYDROGRAPH BY 5- MINUTE INTERVALS(Reference: the National Engineering Handbook, Hydrology, Chapter 17, page 17 -52, August,1972, U.S. Department of Commerce). ASSUMED REGULAR CHANNEL INFORMATION: BASEWIDTH(FT) = 20.00 CHANNEL Z = .00 UPSTREAM ELEVATION = 1337.40 DOWNSTREAM ELEVATION = 1322.20 CHANNEL LENGTH(FT) = 1320.00 MANNING'S FACTOR = .014 CONSTANT LOSS RATE(CFS) _ .00 CHANNEL ROUTING COEFFICIENT ESTIMATED: MAXIMUM INFLOW(CFS) = 2197.12 AVERAGE FLOWRATE IN EXCESS OF 50% MAXIMUM INFLOW = 1759.80 CHANNEL NORMAL VELOCITY FOR Q = 1759.80 CFS = 22.66 FPS ESTIMATED CHANNEL ROUTING COEFFICIENT = .930 MODIFIED CHANNEL ROUTING COEFFICIENT FOR 5- MINUTE UNIT INTERVALS IS CSTAR = 1.000 go 16.917 450.1797 865.68 Q V. V. ' 17.000 455.2160 731.26 Q ROUTED LOSS 17.083 459.6341 641.51 •Q V. 17.167 463.4568 555.06 Q V 12.083 17.250 467.0808 526.21 Q. V 297.2 17.333 470.5477 503.39 Q. V 298.5 17.417 473.8603 480.99 Q V !!� 17.500 477.0010 456.04 Q - V 17.583 479.8899 419.46 Q V 12.583 17.667 482.5851 391.35 Q V 304.9 17.750 485.1812 376.96 Q V 306.6 17.833 487.6955 365.07 Q •V 309.0 17.917 490.1356 354.31 Q •V 18.000 492.5086 344.56 Q V FLOW PROCESS FROM NODE 8.00 TO NODE 9.00 IS CODE = 5.2 ---------------------------------------------------------------------------- po >>>>> MODEL CHANNEL ROUTING BY THE CONVEX METHOD <<<<< THE MODIFIED C- ROUTING COEFFICIENT IS ESTIMATED IN ORDER s* TO ROUTE THE STREAM 5 INFLOW HYDROGRAPH BY 5- MINUTE INTERVALS(Reference: the National Engineering Handbook, Hydrology, Chapter 17, page 17 -52, August,1972, U.S. Department of Commerce). ASSUMED REGULAR CHANNEL INFORMATION: BASEWIDTH(FT) = 20.00 CHANNEL Z = .00 UPSTREAM ELEVATION = 1337.40 DOWNSTREAM ELEVATION = 1322.20 CHANNEL LENGTH(FT) = 1320.00 MANNING'S FACTOR = .014 CONSTANT LOSS RATE(CFS) _ .00 CHANNEL ROUTING COEFFICIENT ESTIMATED: MAXIMUM INFLOW(CFS) = 2197.12 AVERAGE FLOWRATE IN EXCESS OF 50% MAXIMUM INFLOW = 1759.80 CHANNEL NORMAL VELOCITY FOR Q = 1759.80 CFS = 22.66 FPS ESTIMATED CHANNEL ROUTING COEFFICIENT = .930 MODIFIED CHANNEL ROUTING COEFFICIENT FOR 5- MINUTE UNIT INTERVALS IS CSTAR = 1.000 go CONVEX METHOD CHANNEL ROUTING RESULTS: OUTFLOW LESS MODEL INFLOW ROUTED LOSS TIME (STREAM 5) FLOW (STREAM 5) MRS) (CFS) (CFS) (CFS) 12.083 295.2 294.8 294.8 12.167 297.2 296.8 296.8 12.250 298.8 298.5 298.5 12.333 300.1 299.8 299.8 12.417 301.2 301.0 301.0 12.500 302.1 301.9 301.9 12.583 303.3 303.1 303.1 12.667 304.9 304.6 304.6 12.750 307.0 306.6 306.6 12.833 309.5 309.0 309.0 12.917 312.1 311.7 311.7 13.000 315.1 314.5 314.5 13.083 318.2 317.6 317.6 13.167 321.5 320.9 320.9 13.250 324.9 324.3 324.3 13.333 328.5 327.9 327.9 13.417 332.2 331.5 331.5 13.500 336.1 335.4 335.4 13.583 340.1 339.4 339.4 13.667 344.3 343.5 343.5 13.750 348.7 347.9 347.9 13.833 353.3 352.5 352.5 13.917 358.1 357.2 357.2 14.000 363.1 362.2 362.2 14.083 368.7 367.7 367.7 14.167 375.2 374.0 374.0 14.250 383.3 381.8 381.8 i .� 14.333 .392.7 391.0 391.0 14.417 403.1 401.2 401.2 14.500 414.8 412.6 412.6 14.583 426.2 424.1 424.1 14.667 437.0 435.0 435.0 14.750 447.2 445.3 445.3 14.833 457.1 455.3 455.3 14.917 467.3 465.5 465.5 15.000 477.8 475.9 475.9 15.083 488.9 486.9 486.9 15.167 500.7 498.6 498.6 15.250 513.6 511.3 511.3 15.333 527.8 525.2 525.2 15.417 541.1 538.7 538.7 15.500 551.7 549.7 549.7 15.583 554.3 553.8 553.8 15.667 552.3 552.6 552.6 15.750 549.7 550.2 550.2 15.833 546.2 546.8 546.8 im 15.917 559.5 557.1- 557.1 16.000 605.5 597.2 597.2 16.083 766.3 737.2 737.2 16.167 1034.3 985.9 985.9 16.250 1470.3 1391.5 1391.5 16.333 1796.6 1737.7 1737.7 16.417 2008.7 1970.4 1970.4 16.500 2197.1 2163.1 2163.1 Sri 16.583 1963.2 2005.4 2005.4 16.667 1614.4 1677.4 1677.4 16.750 1268.3 1330.8 1330.8 16.833 1013.2 1059.3 1059.3 16.917 865.7 892.3 892.3 17.000 731.3 755.5 755.5 17.083 641.5 657.7 657.7 17.167 555.1 570.7 570.7 im 17.250 526.2 531.4 531.4 17.333 503.4 507.5 507.5 17.417 481.0 485.0 485.0 17.500 456.0 460.5 460.5 11r 17.583 419.5 426.1 426.1 17.667 391.3 396.4 396.4 17.750 17.833 377.0 365.1 379.6 367.2 379.6 367.2 17.917 354.3 356.3 356.3 18.000 344.6 346.3 346.3 13 PROCESS SUMMARY OF STORAGE: INFLOW VOLUME = 614.795 AF OUTFLOW VOLUME = 614.794 AF 3 LOSS VOLUME = 000 AF FLOW PROCESS FROM NODE 1.00 TO NODE 9.00 IS CODE = 6 >>>>>STREAM NUMBER ----------------------------------------------------- 5 CLEARED AND SET TO ZERO <<<<< FLOW PROCESS FROM NODE 1.00 TO NODE 9.00 IS CODE = 1 » »>UNIT- HYDROGRAPH ANALYSIS« <<< (UNIT - HYDROGRAPH ADDED TO STREAM #5) WATERSHED AREA = 1979.000 ACRES BASEFLOW = .000 CFS /SQUARE -MILE *USER ENTERED "LAG" TIME _ .453 HOURS CAUTION: LAG TIME IS LESS THAN .50 HOURS. THE 5- MINUTE PERIOD UH MODEL (USED IN THIS COMPUTER PROGRAM) MAY BE TOO LARGE FOR PEAK FLOW ESTIMATES. VALLEY(DEVELOPED) S -GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(INCH /HOUR) _ .500 LOW LOSS FRACTION = .500 * HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEAK 5- MINUTES RAINFALL(INCH)= .43 SPECIFIED PEAK 30- MINUTES RAINFALL(INCH)= .89 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 1.18 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 2.15 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 3.18 SPECIFIED PEAK 24 -HOUR RAINFALL(INCH) = 7.22 PRECIPITATION DEP' 5- MINUTE FACTOR 30- MINUTE FACTOR 1 -HOUR FACTOR = 3 -HOUR FACTOR = 6 -HOUR FACTOR = 24 -HOUR FACTOR = om PH -AREA REDUCTION FACTORS: _ .912 _ .912 .912 .987 .993 .996 UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 18.396 /g9 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 12.00 MODEL TIME(HOURS) FOR END OF RESULTS = 18.00 --------------------------------------------------------------------- UNIT HYDROGRAPH DETERMINATION r- _ INTERVAL S GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) ---------------------------------------------------------------------------- 1 1.052 251.899 2 4.003 706.170 3 11.197 1721.860 4 21.947 2572.692 5 34.541 3014.358 6 50.592 3841.519 7 65.326 3526.274 8 76.951 2782.350 9 84.976 1920.608 10 90.167 1242.512 11 93.759 859.644 12 96.094 558.698 13 97.576 354.772 14 98.250 161.395 15 98.595 82.534 16 98.940 82.571 17 99.285 82.534 18 99.630 82.534 19 99.975 82.534 20 100.000 6.073 /g9 �l TOTAL STORM RAINFALL(INCHES) = 7.19 3 TOTAL SOIL- LOSS(INCHES) = 3.41 TOTAL EFFECTIVE RAINFALL(INCHES) = 3.78 ------------------------------------------------------------------- TOTAL SOIL -LOSS VOLUME(ACRE -FEET) = 563.0997 TOTAL STORM RUNOFF VOLUME(ACRE -FEET) = 622.5426 •--------------- ----- ------------------ -- ------------- ----- - - - - -- "a iw on iko am m 190 cxs x x s a x x s c s s o s c o s s x s s z= x s x a ss a s x s a x x s s x s a z a s z s s s a c a xx s s s x s x x x s a x xx x x z x x x s s 2 4 - H O U R S T O R M R U N O F F H Y D R 0 G R A P H xaxasxx saxxsxxsaxxsxssxsaxxsxzxxxssxssxcxszxsaxssxxzxxxx ax ssxsaxxsaxxssx xc se HYDROGRAPH IN FIVE- MINUTE INTERVALS(CFS) ----------------------------------------------------------- ---------------- , rIME(HRS) VOLUME(AF) Q(CFS) 0. 550.0 1100.0 1650.0 2200.0 -------------------------------------------------------------------------- 12.083 211.2988 298.02 Q V 12.167 213.3651 300.03 Q V 12.250 215.4427 301.67 Q V P" 12.333 217.5297 303.03 Q V 12.417 219.6252 304.27 Q V 12.500 221.7275 305.26 Q V 12.583 223.8381 306.45 Q V !R 12.667 225.9596 308.04 Q V 12.750 228.0951 310.08 Q V 12.833 230.2473 312.50 Q V 12.917 232.4180 315.18 Q V 13.000 234.6086 318.09 Q V 13.083 236.8206 321.18 Q V 13.167 239.0554 324.48 Q V 13.250 241.3138 327.93 Q V 13.333 243.5970 331.51 Q V 13.417 245.9057 335.23 Q V 13.500 248.2411 339.10 Q V 13.583 250.6041 343.11 Q V 13.667 252.9963 347.34 Q V 13.750 255.4188 351.74 Q V 13.833 257.8730 356.35 Q V 13.917 260.3603 361.15 Q V w 14.000 262.8823 366.20 Q V ry 14.083 265.4429 371.80 Q V 14.167 268.0480 378.26 Q V 14.250 270.7084 386.30 Q V 14.333 14.417 273.4340 276.2306 395.75 406.06 Q Q V V 14.500 279.1081 417.81 Q V 14.583 282.0660 429.50 Q V 14.667 285.1009 440.66 Q V 14.750 288.2080 451.16 Q V 14.833 291.3853 461.34 Q V 14.917 294.6333 471.61 Q V ow 15.000 297.9544 482.22 Q V• jW 15.083 301.3520 493.33 Q V. 15.167 304.8311 505.16 Q. V. 15.250 308.3980 517.92 Q. V. 15.333 312.0619 532.00 Q. V 15.417 315.8166 545.18 Q. V 15.500 319.6455 555.95 Q V 15.583 323.4984 559.45 Q V 15.667 327.3408 557.91 Q V 15.750 331.1733 556.49 Q V 15.833 334.9837 553.27 Q V 15.917 338.8715 564.50 Q •V 16.000 343.0510 606.87 .Q V 16.083 348.2906 760.79 Q V 16.167 355.2712 1013.58 Q V 16.250 16.333 365.1017 377.2668 1427.39 1766.38 V Q V Q 16.417 390.7545 1958.41 V Q 16.500 405.8151 2186.80 V Q 3 16.583 16.667 419.7404 431.4666 2021.95 1702.65 V Q V Q 16.750 440.7798 1352.28 Q V 16.833 448.2330 1082.20 Q. V 1�1 _ t* w** w****, r*«, e.* e, r,► w, r**., r, r, r, r, r, r** w r******* r** r* rw r* r r r , t , rw , r * * * *w * * *,r. * * *,r FLOW PROCESS FROM NODE 9.00 TO NODE 10.00 IS CODE = 5.2 ---------------------------------------------------------------------------- >>>>> MODEL CHANNEL ROUTING BY THE CONVEX METHOD <<<<< THE MODIFIED C- ROUTING COEFFICIENT IS ESTIMATED IN ORDER TO ROUTE THE STREAM 5 INFLOW HYDROGRAPH BY 5- MINUTE INTERVALS(Reference: the National Engineering Handbook, Hydrology, Chapter 17, page 17 -52, August,1972, U.S. Department of Commerce). ASSUMED REGULAR CHANNEL INFORMATION: BASEWIDTH(FT) = 20.00 CHANNEL Z = .00 UPSTREAM ELEVATION = 1322.20 DOWNSTREAM ELEVATION = 1311.10 CHANNEL LENGTH(FT) = 1320.00 MANNING'S FACTOR = .014 CONSTANT LOSS RATE(CFS) _ .00 CHANNEL ROUTING COEFFICIENT ESTIMATED: _ MAXIMUM INFLOW(CFS) = 2186.80 AVERAGE FLOWRATE IN EXCESS OF 50t MAXIMUM INFLOW = 1773.69 CHANNEL NORMAL VELOCITY FOR Q = 1773.69 CFS = 20.36 FPS ESTIMATED CHANNEL ROUTING COEFFICIENT = .923 MODIFIED CHANNEL ROUTING COEFFICIENT FOR 5- MINUTE UNIT INTERVALS IS CSTAR = 1.000 CONVEX METHOD CHANNEL ROUTING RESULTS: OUTFLOW LESS MODEL INFLOW ROUTED LOSS TIME (STREAM 5) FLOW (STREAM 5) (HRS) (CFS) (CFS) (CFS) 12.083 298.0 297.6 297.6 12.167 300.0 299.6 299.6 12.250 301.7 301.3 301.3 12.333 303.0 302.8 302.8 12.417 304.3 304.0 304.0 12.500 305.3 305.1 305.1 12.583 306.4 306.2 306.2 12.667 308.0 307.7 307.7 12.750 310.1 309.7 309.7 12.833 312.5 312.0 312.0 12.917 315.2 314.6 314.6 13.000 318.1 317.5 317.5 13.083 321.2 320.6 320.6 13.167 324.5 323.8 323.8 13.250 327.9 327.2 327.2 13.333 331.5 330.8 330.8 13.417 335.2 334.5 334.5 13.500 339.1 338.3 338.3 /qj2 16.917 454.5278 914.02 Q V. 17.000 459.8972 779.63 Q V. 17.083 464.5662 677.94 Q V. 17.167 468.6086 586.95 Q V 17.250 472.3078 537.13 Q. V 17.333 475.8456 513.69 Q. V 17.417 479.2333 491.90 Q V 17.500 482.4609 468.64 Q V 17.583 485.5211 444.34 Q •V 17.667 488.2908 402.16 Q •V 17.750 490.9400 384.66 Q •V 17.833 493.5012 371.89 Q •V 17.917 495.9874 361.00 Q •V 18.000 498.4035 350.81 Q V _ t* w** w****, r*«, e.* e, r,► w, r**., r, r, r, r, r, r** w r******* r** r* rw r* r r r , t , rw , r * * * *w * * *,r. * * *,r FLOW PROCESS FROM NODE 9.00 TO NODE 10.00 IS CODE = 5.2 ---------------------------------------------------------------------------- >>>>> MODEL CHANNEL ROUTING BY THE CONVEX METHOD <<<<< THE MODIFIED C- ROUTING COEFFICIENT IS ESTIMATED IN ORDER TO ROUTE THE STREAM 5 INFLOW HYDROGRAPH BY 5- MINUTE INTERVALS(Reference: the National Engineering Handbook, Hydrology, Chapter 17, page 17 -52, August,1972, U.S. Department of Commerce). ASSUMED REGULAR CHANNEL INFORMATION: BASEWIDTH(FT) = 20.00 CHANNEL Z = .00 UPSTREAM ELEVATION = 1322.20 DOWNSTREAM ELEVATION = 1311.10 CHANNEL LENGTH(FT) = 1320.00 MANNING'S FACTOR = .014 CONSTANT LOSS RATE(CFS) _ .00 CHANNEL ROUTING COEFFICIENT ESTIMATED: _ MAXIMUM INFLOW(CFS) = 2186.80 AVERAGE FLOWRATE IN EXCESS OF 50t MAXIMUM INFLOW = 1773.69 CHANNEL NORMAL VELOCITY FOR Q = 1773.69 CFS = 20.36 FPS ESTIMATED CHANNEL ROUTING COEFFICIENT = .923 MODIFIED CHANNEL ROUTING COEFFICIENT FOR 5- MINUTE UNIT INTERVALS IS CSTAR = 1.000 CONVEX METHOD CHANNEL ROUTING RESULTS: OUTFLOW LESS MODEL INFLOW ROUTED LOSS TIME (STREAM 5) FLOW (STREAM 5) (HRS) (CFS) (CFS) (CFS) 12.083 298.0 297.6 297.6 12.167 300.0 299.6 299.6 12.250 301.7 301.3 301.3 12.333 303.0 302.8 302.8 12.417 304.3 304.0 304.0 12.500 305.3 305.1 305.1 12.583 306.4 306.2 306.2 12.667 308.0 307.7 307.7 12.750 310.1 309.7 309.7 12.833 312.5 312.0 312.0 12.917 315.2 314.6 314.6 13.000 318.1 317.5 317.5 13.083 321.2 320.6 320.6 13.167 324.5 323.8 323.8 13.250 327.9 327.2 327.2 13.333 331.5 330.8 330.8 13.417 335.2 334.5 334.5 13.500 339.1 338.3 338.3 /qj2 13.583 343.1 342.3 342.3 13.667 347.3 346.5 346.5 13.750 351.7 350.9 350.9 13.833 356.4 355.4 355.4 13.917 361.2 360.2 360.2 14.000 366.2 365.2 365.2 14.083 371.8 370.7 370.7 14.167 378.3 377.0 377.0 14.250 386.3 384.7 384.7 14.333 395.7 393.9 393.9 14.417 406.1 404.0 404.0 14.500 417.8 415.5 415.5 14.583 429.5 427.2 427.2 14.667 440.7 438.4 438.4 14.750 451.2 449.1 449.1 14.833 461.3 459.3 459.3 14.917 471.6 469.6 469.6 15.000 482.2 480.1 480.1 15.083 493.3 491.1 491.1 15.167 505.2 502.8 502.8 15.250 517.9 515.4 515.4 15.333 532.0 529.2 529.2 15.417 545.2 542.5 542.5 15.500 556.0 553.8 553.8 15.583 559.5 558.8 558.8 15.667 557.9 558.2 558.2 15.750 556.5 556.8 556.8 15.833 553.3 553.9 553.9 15.917 564.5 562.3 562.3 16.000 606.9 598.4 598.4 16.083 760.8 730.1 730.1 16.167 1013.6 963.1 963.1 16.250 1427.4 1344.8 1344.8 16.333 1766.4 1698.7 1698.7 16.417 1958.4 1920.1 1920.1 16.500 2186.8 2141.2 2141.2 16.583 2022.0 2054.8 2054.8 16.667 1702.6 1766.4 1766.4 16.750 1352.3 1422.2 1422.2 16.833 1082.2 1136.1 1136.1 16.917 914.0 947.6 947.6 17.000 779.6 806.4 806.4 17.083 677.9 698.2 698.2 17.167 587.0 605.1 605.1 17.250 537.1 547.1 547.1 17.333 513.7 518.4 518.4 17.417 491.9 496.2 496.2 17.500 468.6 473.3 473.3 17.583 444.3 449.2 449.2 17.667 402.2 410.6 410.6 17.750 384.7 388.2 388.2 17.833 371.9 374.4 374.4 17.917 361.0 363.2 363.2 18.000 350.8 352.8 352.8 PROCESS SUMMARY OF STORAGE: INFLOW VOLUME = 622.543 AF OUTFLOW VOLUME = 622.543 AF LOSS VOLUME = .000 AF ******************************************** * * * ** * * * * ** * * * * ** ** * * ** * * * * * *** FLOW PROCESS FROM NODE 1.00 TO NODE 10.00 IS CODE = 6 » »>STREAM NUMBER 5 CLEARED AND SET TO ZERO« «< ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 1.00 TO NODE 10.00 IS CODE = 1 193 » »>UNIT- HYDROGRAPH ANALYSIS « «< (UNIT - HYDROGRAPH ADDED TO STREAM #5) WATERSHED AREA = 2230.000 ACRES BASEFLOW = .000 CFS /SQUARE -MILE *USER ENTERED "LAG" TIME = .469 HOURS CAUTION: LAG TIME IS LESS THAN .50 HOURS. THE 5- MINUTE PERIOD UH MODEL (USED IN THIS COMPUTER PROGRAM) MAY BE TOO LARGE FOR PEAK FLOW ESTIMATES. VALLEY(DEVELOPED) S -GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(INCH /HOUR) = .490 LOW LOSS FRACTION = .490 * HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEAK 5- MINUTES RAINFALL(INCH)= .43 SPECIFIED PEAK 30- MINUTES RAINFALL(INCH)= .89 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 1.18 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 2.15 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 3.18 SPECIFIED PEAK 24 -HOUR RAINFALL(INCH) = 7.22 PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5- MINUTE FACTOR = .900 30- MINUTE FACTOR = .900 1 -HOUR FACTOR = .900 3 -HOUR FACTOR = .985 6 -HOUR FACTOR = .993 24 -HOUR FACTOR = .996 UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 17.768 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 12.00 MODEL TIME(HOURS) FOR END OF RESULTS = 18.00 UNIT HYDROGRAPH DETERMINATION INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) 1 1.015 273.858 2 3.768 742.231 3 10.355 1776.679 4 20.610 2765.445 5 32.426 3186.671 6 47.480 4059.966 7 62.309 3999.416 8 74.347 3246.317 9 82.931 2315.255 10 88.766 1573.581 11 92.609 1036.401 12 95.325 732.503 13 96.989 448.572 14 98.064 290.104 15 98.424 97.146 16 98.758 89.900 17 99.091 89.823 18 99.424 89.823 19 99.757 89.823 20 100.000 65.546 /9�1 TOTAL STORM RAINFALL(INCHES) = 7.19 TOTAL SOIL- LOSS(INCHES) = 3.35 TOTAL EFFECTIVE RAINFALL(INCHES) = 3.84 ---------------------------------------------------------------------------- TOTAL SOIL -LOSS VOLUME(ACRE -FEET) = 622.1822 TOTAL STORM RUNOFF VOLUME(ACRE -FEET) = 713.1548 .- ------ ------ ------- ------------------ -- ------------- --------------- - - - - -- w opm N 0 ON lw N ,w q 5 im :sxax xaxaxxsxxcxxxxsxxxxxssxassxaxxax xxxaszxassssaxa axaxxax saxxxaaxax sxxxxx :t lqb 2 4 - H O U R S T O R M R U N O F F H Y D R O G R A P H casxssxaxsssxsxxx xxxxxasxxaaxxssxxxx xsxasxxaxxxsaass xxxxxssassxx zazxaas axaas HYDROGRAPH IN FIVE- MINUTE INTERVALS(CFS) --------------------------------------------------------------------------- fIME(HRS) VOLUME(AF) Q(CFS) 0. 600.0 1200.0 1800.0 2400.0 ------ ww---------------- 12.083 242.3265 - 341.89 - - - - -- m -------------------- Q ---------- V w 12.167 244.6972 344.23 Q V 12.250 247.0815 346.20 Q V 12.333 249.4774 347.88 Q V 12.417 251.8840 349.44 Q V W 12.500 254.2997 350.76 Q V 12.583 256.7252 352.18 Q V a, 12.667 259.1634 354.02 Q V VI 12.750 261.6174 356.32 Q V iW 12.833 264.0901 359.05 Q V 12.917 266.5838 362.08 Q V 13.000 269.1002 365.37 Q V 13.083 271.6407 368.88 Q V 13.167 274.2069 372.61 Q V 13.250 276.8000 376.53 Q V use 13.333 279.4214 380.63 Q V 13.417 282.0719 384.85 Q V 13.500 284.7529 389.27 Q V 13.583 287.4652 393.84 Q V o+ 13.667 290.2107 398.64 Q V - 13.750 292.9906 403.64 Q V Wry 13.833 295.8066 408.89 Q V 13.917 298.6602 414.34 Q V . 14.000 301.5534 420.09 Q V 14.083 304.4908 426.50 Q V 60 14.167 307.4796 433.99 Q V 14.250 310.5331 443.36 Q V 14.333 313.6644 454.67 Q V 14.417 316.8802 466.93 Q V . 14.500 320.1928 480.99 Q V 14.583 323.6040 495.31 Q V 14.667 327.1092 508.94 Q V 14.750 330.7013 521.58 Q V 14.833 334.3768 533.69 Q V 14.917 338.1342 545.56 Q. V 15.000 341.9757 557.79 Q. V. 15.083 345.9040 570.39 Q. V. 15.167 349.9248 583.82 Q. V. 15.250 354.0436 598.06 Q. V. 15.333 358.2706 613.76 Q V 3 15.417 362.5977 628.30 Q V 15.500 367.0075 640.30 Q V 15.583 371.4460 644.47 Q V 15.667 375.8689 642.21 Q .V 15.750 380.2786 640.28 Q V 15.833 384.6608 636.30 Q V 15.917 389.1037 645.11 Q •V 16.000 393.8356 687.07 Q V 3 16.083 399.6715 847.37 Q V 16.167 407.2921 1106.51 Q V 16.250 417.8409 1531.69 V Q 16.333 431.0195 1913.54 V Q 3 16.417 445.5394 2108.29 V Q 16.500 461.8150 2363.22 V Q. 16.583 477.5228 2280.77 V Q 16.667 491.0305 1961.32 V Q 16.750 501.9565 1586.46 Q V 16.833 510.8349 1289.13 Q V :t lqb FLOW PROCESS FROM NODE 10.00 TO NODE 11.00 IS CODE = 5.2 ------------------------------------------------------------------------ Sm >>>>> MODEL CHANNEL ROUTING BY THE CONVEX METHOD <<<<< THE MODIFIED C- ROUTING COEFFICIENT IS ESTIMATED IN ORDER TO ROUTE THE STREAM 5 INFLOW HYDROGRAPH BY 5- MINUTE Yr INTERVALS(Reference: the National Engineering Handbook, Hydrology, Chapter 17, page 17 -52, August,1972, U.S. Department of Commerce). ASSUMED REGULAR CHANNEL INFORMATION: BASEWIDTH(FT) = 22.00 CHANNEL Z = .00 UPSTREAM ELEVATION = 1311.10 1w DOWNSTREAM ELEVATION = 1301.80 CHANNEL LENGTH(FT) = 1320.00 MANNING'S FACTOR = .014 CONSTANT LOSS RATE(CFS) = .00 CHANNEL ROUTING COEFFICIENT ESTIMATED: MAXIMUM INFLOW(CFS) = 2363.22 AVERAGE FLOWRATE IN EXCESS OF 50% MAXIMUM INFLOW = 1879.30 CHANNEL NORMAL VELOCITY FOR Q = 1879.30 CFS = 19.21 FPS ESTIMATED CHANNEL ROUTING COEFFICIENT = .919 MODIFIED CHANNEL ROUTING COEFFICIENT FOR 5- MINUTE it UNIT INTERVALS IS CSTAR = 1.000 No 16.917 518.2164 1071.79 Q V. V. 17.000 524.6320 931.54 Q ' LOSS 17.083 530.1675 803.75 Q V. 17.167 535.0980 715.90 •Q V ' 12.083 17.250 539.4162 627.01 Q V 344.2 17.333 543.5287 597.14 Q. V 345.8 17.417 547.4652 571.57 Q. V 347.5 17.500 551.2260 546.07 Q. V ' 3 17.583 554.8021 519.25 Q V 12.583 17.667 558.1552 486.87 Q •V 354.0 17.750 561.2395 447.84 Q •V 355.8 17.833 564.2128 431.72 Q •V ' 358.5 17.917 567.0944 418.41 Q •V 18.000 569.8952 406.68 Q •V ' FLOW PROCESS FROM NODE 10.00 TO NODE 11.00 IS CODE = 5.2 ------------------------------------------------------------------------ Sm >>>>> MODEL CHANNEL ROUTING BY THE CONVEX METHOD <<<<< THE MODIFIED C- ROUTING COEFFICIENT IS ESTIMATED IN ORDER TO ROUTE THE STREAM 5 INFLOW HYDROGRAPH BY 5- MINUTE Yr INTERVALS(Reference: the National Engineering Handbook, Hydrology, Chapter 17, page 17 -52, August,1972, U.S. Department of Commerce). ASSUMED REGULAR CHANNEL INFORMATION: BASEWIDTH(FT) = 22.00 CHANNEL Z = .00 UPSTREAM ELEVATION = 1311.10 1w DOWNSTREAM ELEVATION = 1301.80 CHANNEL LENGTH(FT) = 1320.00 MANNING'S FACTOR = .014 CONSTANT LOSS RATE(CFS) = .00 CHANNEL ROUTING COEFFICIENT ESTIMATED: MAXIMUM INFLOW(CFS) = 2363.22 AVERAGE FLOWRATE IN EXCESS OF 50% MAXIMUM INFLOW = 1879.30 CHANNEL NORMAL VELOCITY FOR Q = 1879.30 CFS = 19.21 FPS ESTIMATED CHANNEL ROUTING COEFFICIENT = .919 MODIFIED CHANNEL ROUTING COEFFICIENT FOR 5- MINUTE it UNIT INTERVALS IS CSTAR = 1.000 No CONVEX METHOD CHANNEL ROUTING RESULTS: OUTFLOW LESS MODEL INFLOW ROUTED LOSS TIME (STREAM 5) FLOW (STREAM 5) (HRS) (CFS) (CFS) (CFS) 12.083 341.9 341.4 341.4 12.167 344.2 343.7 343.7 12.250 346.2 345.8 345.8 12.333 347.9 347.5 347.5 12.417 349.4 349.1 349.1 12.500 350.8 350.5 350.5 12.583 352.2 351.9 351.9 12.667 354.0 353.6 353.6 12.750 356.3 355.8 355.8 12.833 359.0 358.5 358.5 12.917 13.000 362.1 365.4 361.4 364.7 361.4 364.7 13.083 368.9 368.1 368.1 13.167 372.6 371.8 371.8 13.250 13.333 376.5 380.6 375.7 379.8 375.7 379.8 13.417 384.9 384.0 384.0 13.500 389.3 388.3 388.3 13.583 393.8 392.9 397.6 392.9 397.6 13.667 398.6 13.750 403.6 402.6 402.6 13.833 408.9 407.8 407.8 13.917 414.3 413.2 413.2 14.000 420.1 418.9 418.9 14.083 426.5 425.2 425.2 14.167 434.0 432.4 432.4 14.250 443.4 441.4 441.4 14.333 454.7 452.3 452.3 14.417 466.9 464.3 464.3 14.500 481.0 478.0 478.0 14.583 495.3 492.3 492.3 Yrl 14.667 508.9 506.1 506.1 14.750 521.6 518.9 518.9 14.833 533.7 531.1 531.1 14.917 545.6 543.1 543.1 IiY 15.000 557.8 555.2 555.2 15.083 570.4 567.7 567.7 15.167 583.8 581.0 581.0 ax 15.250 598.1 595.1 595.1 15.333 613.8 610.4 610.4 15.417 628.3 625.2 625.2 �w 15.500 640.3 637.8 637.8 15.583 644.5 643.6 643.6 15.667 642.2 642.7 642.7 15.750 640.3 640.7 640.7 15.833 636.3 637.1 637.1 15.917 645.1 643.3 643.3 16.000 687.1 678.2 678.2 16.083 847.4 813.6 813.6 �* 16.167 1106.5 1051.9 1051.9 16.250 1531.7 1442.1 1442.1 16.333 1913.5 1833.1 1833.1 16.417 2108.3 2067.3 2067.3 16.500 2363.2 2309.5 2309.5 16.583 2280.8 2298.1 2298.1 16.667 1961.3 2028.6 2028.6 16.750 1586.5 1665.4 1665.4 16.833 1289.1 1351.8 1351.8 16.917 1071.8 1117.6 1117.6 17.000 931.5 961.1 961.1 17.083 803.8 830.7 830.7 17.167 715.9 734.4 734.4 17.250 627.0 645.7 645.7 17.333 597.1 603.4 603.4 17.417 571.6 577.0 577.0 17.500 546.1 551.4 551.4 17.583 519.3 524.9 524.9 17.667 486.9 493.7 493.7 17.750 447.8 456.1 456.1 17.833 431.7 435.1 435.1 17.917 418.4 421.2 421.2 18.000 406.7 409.1 409.1 PROCESS SUMMARY OF STORAGE: INFLOW VOLUME = 713.155 AF OUTFLOW VOLUME = 713.155 AF LOSS VOLUME _ .000 AF * *,r *,r *, r*, e, r*, r* r*, r***, r, e, r*, r******, r, r, r*, r****, r *,r * *,► * * * * * * * * * * * * * *,r * * *r * *,r ,r *,r,r * * ,r* FLOW PROCESS FROM NODE 1.00 TO NODE 11.00 IS CODE = 6 ---------------------------------------------------------------------------- » >>>STREAM NUMBER 5 CLEARED AND SET TO ZERO« <<< •**, rw«******, r.* w*«**, r**********, r r**** r+ r r**** r t**** r * * * * *rr+r *w * * *,r * * * * * * *,r ** FLOW PROCESS FROM NODE 1.00 TO NODE 11.00 IS CODE = 1 /qf 7 » »> UNIT- HYDROGRAPH ANALYSIS « «<---------------------------------------- (UNIT - HYDROGRAPH ADDED TO STREAM #5) WATERSHED AREA = 2291.000 ACRES BASEFLOW = .000 CFS /SQUARE -MILE *USER ENTERED "LAG" TIME _ .488 HOURS CAUTION: LAG TIME IS LESS THAN .50 HOURS. THE 5- MINUTE PERIOD UH MODEL (USED IN THIS COMPUTER PROGRAM) MAY BE TOO LARGE FOR PEAK FLOW ESTIMATES. VALLEY(DEVELOPED) S -GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(INCH /HOUR) _ .490 LOW LOSS FRACTION = .490 * HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEAK 5- MINUTES RAINFALL(INCH)= .43 SPECIFIED PEAK 30- MINUTES RAINFALL(INCH)= .89 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 1.18 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 2.15 �r1 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 3.18 SPECIFIED PEAK 24 -HOUR RAINFALL(INCH) = 7.22 PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5- MINUTE FACTOR = .898 30- MINUTE FACTOR = .898 1 -HOUR FACTOR = .898 3 -HOUR FACTOR = .985 6 -HOUR FACTOR = .992 24 -HOUR FACTOR = .995 UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 17.077 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 12.00 MODEL TIME(HOURS) FOR END OF RESULTS = 18.00 /q9 4 UNIT HYDROGRAPH DETERMINATION #� g---------------------------- ----------------------------------------------- INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) ------ - ---------------------------------------- 1 .976 270.363 2 3.525 706.344 3 9.497 1654.521 4 19.084 2656.237 5 30.243 3091.977 6 43.979 3805.711 7 58.798 4105.824 8 71.217 3441.056 9 80.421 2550.050 10 86.950 1809.066 11 91.150 1163.673 12 94.269 864.106 13 96.280 557.279 14 97.621 371.337 15 98.236 170.586 16 98.557 88.763 17 98.877 88.698 18 99.197 88.700 19 99.517 88.698 20 99.837 88.698 21 100.000 45.095 /q9 I --------------------------------------------------------------------------- TOTAL STORM RAINFALL(INCHES) = 7.19 TOTAL SOIL- LOSS(ZNCHES) = 3.35 TOTAL EFFECTIVE RAINFALL(INCHES) = 3.84 --------------------------------------------------------------- TOTAL SOIL -LOSS VOLUME(ACRE -FEET) = 639.2900 TOTAL STORM RUNOFF VOLUME(ACRE -FEET) = 732.4059 ----------------------- - ------------------------------------------- X11 w 71 F] Soo .xzzs axaaaxxxaxaxaxxxxxxzxxcacxx aaacxxa xzxzazcszsz azcxxazazmzsszxxaxaszxxxx !6 2 4 - H O U R S T 0 R M R U N O F F H Y D R 0 G R A P H z x x a s a x a x x a a a x x x x x c x a x z x x a s z x z a x m x x z a z x z s x z x z z z s m z a a a a z x x z z x c z x c xx a x z a s x a s HYDROGRAPH IN FIVE- MINUTE INTERVALS(CFS) --------------------------------- ------------------------------------------ rIME(HRS) VOLUME(AF) Q(CFS) 0. 600.0 1200.0 1800.0 2400.0 --- ------------- 12.083 --- 248.3606 - --- --------- 350.60 ----- Q Q V ' V ' 12.167 250.7917 353.00 12.250 253.2373 355.10 Q V ' 12.333 255.6952 356.88 Q V 12.417 258.1646 358.57 Q V iWr 12.500 260.6444 360.06 Q V 12.583 263.1343 361.53 Q V ' 12.667 265.6368 363.36 Q V ' 12.750 268.1551 365.65 Q V 12.833 270.6919 368.35 Q V 12.917 273.2499 371.41 Q V 13.000 275.8306 374.72 Q V 13.083 278.4358 378.27 Q V W 13.167 281.0668 382.03 Q V 13.250 283.7253 386.00 Q V p4 13.333 286.4124 390.17 Q V 13.417 289.1292 394.48 Q V 13.500 291.8769 398.97 Q V 13.583 294.6568 403.63 Q V 13.667 297.4701 408.50 Q V 13.750 300.3185 413.58 Q V 13.833 303.2035 418.91 Q V 13.917 306.1268 424.47 Q V I�! 14.000 309.0903 430.30 Q V 14.083 312.0988 436.83 Q V 14.167 315.1593 444.39 Q V 14.250 318.2846 453.80 Q V 14.333 321.4884 465.18 Q V 14.417 324.7777 477.61 Q V 14.500 328.1634 491.60 Q V 14.583 331.6515 506.47 Q V 14.667 335.2377 520.72 Q V 14.750 338.9154 534.00 Q V _ 14.833 342.6804 546.68 Q. V 14.917 346.5300 558.95 Q. V P 15.000 350.4660 571.52 Q. V. r 15.083 354.4911 584.43 Q. V ' 15.167 358.6100 598.07 Q. V. 15.250 362.8286 612.54 Q V. 15.333 367.1556 628.27 Q V 15.417 371.5835 642.92 Q V 15.500 376.0959 655.21 Q V 15.583 380.6449 660.51 Q V 15.667 385.1838 659.05 Q V 15.750 389.7140 657.79 Q V 15.833 394.2296 655.66 Q V 15.917 398.7921 662.49 Q •V 16.000 403.6170 700.58 Q V 16.083 409.4946 853.42 Q V 16.167 417.0341 1094.74 Q V 16.250 427.3106 1492.14 VQ 16.333 440.2297 1875.85 V :Q Q 16.417 454.5242 2075.57 Q 16.500 470.3886 2303.51 V Q. 16.583 486.5098 2340.79 V V Q 16.667 500.6823 2057.85 16.750 512.3748 1697.75 VQ 16.833 521.9812 1394.85 Q V ' !6 FLOW PROCESS FROM NODE 11.00 TO NODE 12.00 IS CODE = 5.2 •-------------------------------------------------------------------------- >>>>> MODEL CHANNEL ROUTING BY THE CONVEX METHOD <<<<< THE MODIFIED C- ROUTING COEFFICIENT IS ESTIMATED IN ORDER TO ROUTE THE STREAM 5 INFLOW HYDROGRAPH BY 5- MINUTE INTERVALS(Reference: the National Engineering Handbook, i111 Hydrology, Chapter 17, page 17 -52, August,1972, U.S. Department of Commerce). ASSUMED REGULAR CHANNEL I: BASEWIDTH(FT) = 24.00 UPSTREAM ELEVATION = DOWNSTREAM ELEVATION = CHANNEL LENGTH(FT) CONSTANT LOSS RATE(CFS) .TFORMATION : CHANNEL Z = .00 1301.80 1279.30 4000.00 MANNING'S FACTOR = .014 .00 CHANNEL ROUTING COEFFICIENT ESTIMATED: MAXIMUM INFLOW(CFS) = 2340.79 AVERAGE FLOWRATE IN EXCESS OF 50%- MAXIMUM INFLOW = 1904.79 CHANNEL NORMAL VELOCITY FOR Q = 1904.79 CFS = 17.60 FPS ESTIMATED CHANNEL ROUTING COEFFICIENT = .912 MODIFIED CHANNEL ROUTING COEFFICIENT FOR 5- MINUTE UNIT INTERVALS IS CSTAR = .957 to 16.917 529.8649 1144.71 Q. V OUTFLOW LESS 17.000 536.7775 1003.72 ROUTED Q V. TIME 17.083 542.7502 867.23 Q V. (CFS) 17.167 548.0482 769.26 350.6 Q V. 17.250 552.6851 673.29 351.2 Q V 355.1 17.333 556.9510 619.41 12.333 Q V 355.6 17.417 561.0332 592.74 357.3 Q. V 12.500 17.500 564.9402 567.30 Q. V 360.5 17.583 568.6686 541.36 363.4 Q. •V 17.667 572.2191 515.54 364.0 Q V 368.4 17.750 575.5246 479.96 Q 371.4 •V 369.2 17.833 578.6141 448.60 Q 372.3 •V 13.083 17.917 581.6019 433.82 Q 13.167 •V - rl 18.000 584.5031 421.25 Q 383.1 •V FLOW PROCESS FROM NODE 11.00 TO NODE 12.00 IS CODE = 5.2 •-------------------------------------------------------------------------- >>>>> MODEL CHANNEL ROUTING BY THE CONVEX METHOD <<<<< THE MODIFIED C- ROUTING COEFFICIENT IS ESTIMATED IN ORDER TO ROUTE THE STREAM 5 INFLOW HYDROGRAPH BY 5- MINUTE INTERVALS(Reference: the National Engineering Handbook, i111 Hydrology, Chapter 17, page 17 -52, August,1972, U.S. Department of Commerce). ASSUMED REGULAR CHANNEL I: BASEWIDTH(FT) = 24.00 UPSTREAM ELEVATION = DOWNSTREAM ELEVATION = CHANNEL LENGTH(FT) CONSTANT LOSS RATE(CFS) .TFORMATION : CHANNEL Z = .00 1301.80 1279.30 4000.00 MANNING'S FACTOR = .014 .00 CHANNEL ROUTING COEFFICIENT ESTIMATED: MAXIMUM INFLOW(CFS) = 2340.79 AVERAGE FLOWRATE IN EXCESS OF 50%- MAXIMUM INFLOW = 1904.79 CHANNEL NORMAL VELOCITY FOR Q = 1904.79 CFS = 17.60 FPS ESTIMATED CHANNEL ROUTING COEFFICIENT = .912 MODIFIED CHANNEL ROUTING COEFFICIENT FOR 5- MINUTE UNIT INTERVALS IS CSTAR = .957 to CONVEX METHOD CHANNEL ROUTING RESULTS: OUTFLOW LESS lid MODEL INFLOW ROUTED LOSS TIME (STREAM 5) FLOW (STREAM 5) (HRS) (CFS) (CFS) (CFS) 12.083 350.6 348.8 348.8 12.167 353.0 351.2 351.2 12.250 355.1 353.5 353.5 12.333 356.9 355.6 355.6 12.417 358.6 357.3 357.3 12.500 360.1 359.0 359.0 12.583 361.5 360.5 360.5 12.667 363.4 362.0 362.0 12.750 365.7 364.0 364.0 12.833 368.4 366.4 366.4 12.917 371.4 369.2 369.2 13.000 374.7 372.3 372.3 13.083 378.3 375.7 375.7 13.167 382.0 379.3 379.3 13.250 386.0 383.1 383.1 13.333 390.2 387.1 387.1 13.417 394.5 391.3 391.3 13.500 399.0 395.7 395.7 13.583 403.6 400.2 400.2 13.667 408.5 404.9 404.9 13.750 413.6 409.9 409.9 13.833 418.9 415.0 415.0 13.917 424.5 420.4 420.4 14.000 430.3 426.0 426.0 14.083 436.8 432.0 432.0 14.167 444.4 438.9 438.9 14.250 453.8 446.9 446.9 14.333 465.2 456.9 456.9 14.417 477.6 468.5 468.5 14.500 491.6 481.4 481.4 14.583 506.5 495.6 495.6 14.667 520.7 510.2 510.2 14.750 534.0 524.2 524.2 14.833 546.7 537.3 537.3 14.917 559.0 549.9 549.9 15.000 571.5 562.3 562.3 15.083 584.4 574.9 574.9 15.167 598.1 588.1 588.1 15.250 612.5 601.9 601.9 15.333 628.3 616.7 616.7 15.417 642.9 632.1 632.1 15.500 655.2 646.1 646.1 15.583 660.5 656.4 656.4 15.667 659.0 659.9 659.9 15.750 657.8 658.7 658.7 15.833 655.7 657.2 657.2 err 15.917 662.5 657.7 657.7 16.000 700.6 673.6 673.6 16.083 853.4 744.7 744.7 16.167 1094.7 920.2 920.2 16.250 1492.1 1204.9 1204.9 16.333 1875.9 1593.5 1593.5 16.417 2075.6 1922.9 1922.9 16.500 2303.5 2136.5 2136.5 dd 16.583 2340.8 2307.4 2307.4 16.667 2057.8 2255.6 2255.6 16.750 1697.7 1959.7 1959.7 16.833 1394.9 1619.3 1619.3 16.917 1144.7 1330.4 1330.4 17.000 1003.7 1110.9 1110.9 17.083 867.2 967.9 967.9 17.167 769.3 842.5 842.5 17.250 673.3 744.0 744.0 17.333 619.4 660.4 660.4 17.417 592.7 613.3 613.3 17.500 567.3 586.1 586.1 17.583 541.4 560.4 560.4 17.667 515.5 534.5 534.5 17.750 480.0 505.8 505.8 17.833 448.6 471.8 471.8 17.917 433.8 445.2 445.2 18.000 421.3 430.6 430.6 _ __________________________________________ PROCESS SUMMARY OF STORAGE: _______________________________ INFLOW VOLUME = 732.406 AF OUTFLOW VOLUME = 732.406 AF LOSS VOLUME = 000 AF r, r, t* tr*, t, r***,►, tw, r*, t, r**, r, t, r** rr, r*, e**, t, r*, r, t*, r, tw, r, rr ,t * * *, *,t,t,t * * * *,t *tr *,t * *,t ,t * *w *,t +t ,t ,t *,t FLOW PROCESS FROM NODE 1.00 TO NODE 12.00 IS CODE 6 - ---- -------- ----- ----- --------- --- AND ----- --------- SET TO --- ----- -- ---------------- ZERO« <<< >> >>>STREAM NUMBER 5 CLEARED -------- - - - - -- FLOW PROCESS FROM NODE 1.00 TO NODE 12.00 IS CODE = 1 OR im -40-2-7 » » >UNIT- HYDROGRAPH ANALYSIS « «< - cx= exsnxsmxsacssxsaxaxxaza sxxaxzas sxzx ax saxaxxzxxax :zxe aso axa zx sxxa xz sxszxs 3 (UNIT - HYDROGRAPH ADDED TO STREAM #5) PRECIPITATION DEP' 5- MINUTE FACTOR 30- MINUTE FACTOR 1 -HOUR FACTOR = 3 -HOUR FACTOR = 6 -HOUR FACTOR = 24 -HOUR FACTOR = CH -AREA REDUCTION FACTORS: _ .885 _ .885 .885 .983 .991 .995 UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 15.291 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 12.00 MODEL TIME(HOURS) FOR END OF RESULTS = 18.00 -------------------------------------- WATERSHED AREA = 2571.000 ACRES UNIT HYDROGRAPH BASEFLOW = .000 CFS /SQUARE -MILE --------------------------------------------------------------------------- *USER ENTERED "LAG" TIME _ .545 HOURS VALLEY(DEVELOPED) S -GRAPH SELECTED "S" GRAPH UNIT HYDROGRAPH MAXIMUM WATERSHED LOSS RATE(INCH /HOUR) _ .490 MEAN VALUES LOW LOSS FRACTION = .490 --------------------------------------------------------------------------- * HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEAK 5- MINUTES RAINFALL(INCH)= .43 271.673 SPECIFIED PEAK 30- MINUTES RAINFALL(INCH)= .89 2.967 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 1.18 3 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 2.15 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 3.18 2452.914 SPECIFIED PEAK 24 -HOUR RAINFALL(INCH) = 7.22 PRECIPITATION DEP' 5- MINUTE FACTOR 30- MINUTE FACTOR 1 -HOUR FACTOR = 3 -HOUR FACTOR = 6 -HOUR FACTOR = 24 -HOUR FACTOR = CH -AREA REDUCTION FACTORS: _ .885 _ .885 .885 .983 .991 .995 UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 15.291 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 12.00 MODEL TIME(HOURS) FOR END OF RESULTS = 18.00 -------------------------------------- lAI1 UNIT HYDROGRAPH DETERMINATION --------------------------------------------------------------------------- INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) --------------------------------------------------------------------------- 1 .874 271.673 2 2.967 650.798 3 7.447 1392.990 4 15.336 2452.914 5 24.707 2913.713 6 35.537 3367.472 7 49.065 4206.181 8 61.715 3933.334 9 72.430 3331.718 10 80.476 2501.735 11 86.451 1857.848 12 90.415 1232.453 13 93.449 943.248 14 95.576 661.427 15 96.958 429.633 16 97.975 316.401 17 98.324 108.467 18 98.611 89.124 19 98.898 89.164 20 99.184 89.162 21 99.471 89.162 22 99.758 89.162 23 100.000 75.251 ------------------------------------ TOTAL STORM RAINFALL(INCHES) = 7.18 TOTAL SOIL- LOSS(INCHES) = 3.35 TOTAL EFFECTIVE RAINFALL(INCHES) = 3.83 ------------------------------------------------------ TOTAL SOIL -LOSS VOLUME(ACRE -FEET) = 717.8775 TOTAL STORM RUNOFF VOLUME(ACRE -FEET) 820.5938 - - - -- IN Yw n kw w im 40 OR bw E1 28� 2 4 - H O U R S T 0 R M R U N O F F H Y D R 0 G R A P H xa =xx secc saaaxaaxsaa a =asasa sa xaxaasx : =asss xsaassaa sasaa¢saasa a = =x _ssaaaaaxaa HYDROGRAPH IN FIVE- MINUTE INTERVALS(CFS) ■.-------------------------------------------------------------------------- fIME(HRS) VOLUME(AF) Q(CFS) 0. 625.0 1250.0 1875.0 2500.0 -------------------------------------------------------------------------- 12.083 276.6974 391.25 Q V 12.167 279.4106 393.95 Q V 12.250 282.1411 396.47 Q V Ao 12.333 284.8867 398.67 Q V 12.417 287.6471 400.80 Q V 12.500 290.4215 402.84 Q V 12.583 293.2086 404.69 Q V pm 12.667 296.0098 406.73 Q V '' 12.750 298.8274 409.12 Q V 12.833 301.6643 411.92 Q V 12.917 304.5232 415.11 Q V ow 13.000 307.4063 418.63 Q V 13.083 310.3156 422.42 Q V 13.167 313.2524 426.44 Q V 13.250 316.2188 430.72 Q V P" 13.333 319.2159 435.17 Q V 13.417 322.2455 439.90 Q V 13.500 325.3088 444.79 Q V 13.583 328.4073 449.91 Q V 13.667 331.5423 455.19 Q V 13.750 334.7154 460.74 Q V 13.833 337.9281 466.48 Q V 13.917 341.1824 472.53 Q V �1 14.000 344.4802 478.84 Q V 14.083 347.8274 486.01 Q V 14.167 351.2308 494.17 Q V 14.250 354.7029 504.14 Q V OR 14.333 358.2596 516.45 Q V 14.417 361.9102 530.05 Q V 14.500 365.6627 544.86 Q V 14.583 369.5316 561.76 Q V �! 14.667 373.5160 578.53 Q. V 14.750 377.6119 594.73 Q. V 14.833 381.8120 609.85 Q. V 14.917 386.1127 624.47 Q. V !� 15.000 390.5107 638.58 Q V. 15.083 395.0087 653.11 Q V. 15.167 399.6093 668.01 Q V. 15.250 404.3183 683.75 Q V. 15.333 409.1430 700.54 Q V. 15.417 414.0732 715.87 Q V 15.500 419.0944 729.07 Q V 15.583 424.1718 737.24 .Q V 15.667 429.2506 737.44 Q V 15.750 434.3303 737.57 Q V 15.833 439.4194 738.93 Q V 15.917 444.5371 743.09 Q V 16.000 449.8592 772.76 Q •V 16.083 456.1206 909.16 Q V 16.167 463.7869 1113.14 Q V 16.250 473.7076 1440.49 Q 16.333 486.3496 1835.62 V Q. 16.417 500.4255 2043.82 V Q 16.500 515.7953 2231.70 V Q 16.583 532.7730 2465.16 V Q 16.667 548.8351 2332.22 V Q 16.750 563.1078 2072.39 V Q 16.833 575.1158 1743.55 QV 28� r iYr El Mi 3 20o? 16.917 585.3187 1481.46 Q V . 17.000 593.8752 1242.40 Q . 17.083 601.4941 1106.27 Q V. 17.167 608.2181 976.33 Q V. 17.250 614.1760 865.07 Q V. 17.333 619.5977 787.24 Q �V 17.417 624.3663 692.40 Q V 17.500 17.583 628.8886 633.2145 656.64 628.12 Q Q V V 17.667 637.3611 602.09 Q. .V 17.750 641.3349 576.99 Q. .V 17.833 645.1461 553.39 Q .V 17.917 648.7717 526.44 Q .V 18.000 652.1246 486.83 Q .V �xsss azxxxzaa== azsasxxxaxsxxassx sxxxxxa ss ssxsx zxasxxsxxaxxxaxxxssx se sxxx zass END OF FLOOD ROUTING ANALYSIS r iYr El Mi 3 20o? t00 YEAR RATIO_ NAI METHOD PROPOSED +� HYDROLOGY om i. e V-1 E ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983 -93 Advanced Engineering Software (aes) Ver. 2.1B Release Date:11/17/93 License ID 1400 Analysis prepared by: ALLARD ENGINEERING 6101 Cherry Avenue Fontana, CA 92336 (909) 899 -5011 * * * * * * * * * * * *• * * * * ** * * * * * ** DESCRIPTION OF STUDY * * * * * ** * * * * * * * * * * * * * * * * * ** err"' 100 -YEAR STORM (PROPOSED CONDITION) k THIS STUDY IS GENERATED TO OBTAIN U.H. LAG TIME * AND Q's FOR SECONDARY FACILITIES ilrl FILE NAME: HONBSLN.DAT TIME /DATE OF STUDY: 9:32 10/ 2/1997 s s x cz x x x x == x x x x c s x x x a x x z x x s x x x s z x x s s x x z x x x x s x x x x x x a x x s a x sz s a xxx x x x s x s x x s s x x USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: -- *TIME -OF- CONCENTRATION MODEL * -- iM USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 24.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE _ .95 *USER- DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE _ .6000 USER SPECIFIED 1 -HOUR INTENSITY(INCH /HOUR) = 1.5000 W *ANTECEDENT MOISTURE CONDITION (AMC II) ASSUMED* *USER- DEFINED STREE' HALF- CROWN TO WIDTH CROSSFALL NO. (FT) (FT) 1 20.0 12.0 tdiir C- SECTIONS FOR COUP: STREET- CROSSFALL: INTE -/ OUT- /PARK- ROIR / SIDE/ WAY 020/ 020/ 020 LED PIPEFLOW AND STREETFLOW MODEL* CURB GUTTER - GEOMETRIES: MANNING HEIGHT WIDTH LIP HIKE FACTOR (FT) (FT) (FT) (FT) (n) .67 2.00 .03125 .1670 .01500 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = .67 FEET as (Maximum Allowable Street Flow- Depth) - (Top -of -Curb) 2. (Depth) *(Velocity) Constraint = 6.0 *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* ********************************************* * * * * * * * ** * * * * * * * * * * * * * * * * * * * * ** -- FLOW - PROCESS - FROM - NODE - - - -- 1_00 - TO - NODE ----- 2_00 - IS - CODE - = 2_1 ----- - - - - -- >> >>> RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< -. ____- _x- ---- xx= xxxzzxxxsx axaxxxxx-----= axxsxxxx - - - -- "� INITIAL SUBAREA FLOW- LENGTH(FEET) = 1000.00 UPSTREAM ELEVATION(FEET) = 1530.00 DOWNSTREAM ELEVATION(FEET) = 1506.00 ELEVATION DIFFERENCE(FEET) = 24.00 TC = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)] ** .20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 13.767 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.628 3 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc I Z oe LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 7.70 .98 .60 32 13.77 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) _ .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap .60 SUBAREA RUNOFF(CFS) = 21.09 TOTAL AREA(ACRES) = 7.70 PEAK FLOW RATE(CFS) = 21.09 FLOW PROCESS FROM NODE 2.00 TO NODE 5.00 IS CODE - 6.2 -------------------------------------------------------------------------- » >>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>>( STREET TABLE SECTION # 1 USED) <<<< _ ssssaassaxs seasaxs =ssxx sasaxssx=axs= s :axxsx :s xc salsa x:zszsx :as =aas: xxssxsxs UPSTREAM ELEVATION(FEET) = 1506.00 DOWNSTREAM ELEVATION(FEET) = 1498.00 STREET LENGTH(FEET) = 300.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 12.00 INTERIOR STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) _ .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 -; STREET PARKWAY CROSSFALL(DECIMAL) = .020 "TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) - 24.09 w� STREET FLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = .46 &M HALFSTREET FLOOD WIDTH(FEET) = 15.27 AVERAGE FLOW VELOCITY(FEET /SEC.) = 4.78 PRODUCT OF DEPTH &VELOCITY = 2.22 STREET FLOW TRAVEL TIME(MIN.) = 1.05 TC(MIN.) = 14.81 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.472 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL on "3 -4 DWELLINGS /ACRE" A 2.30 .98 .60 32 0 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) _ .98 OW SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA AREA(ACRES) = 2.30 SUBAREA RUNOFF(CFS) = 5.98 OR EFFECTIVE AREA(ACRES) = 10.00 AREA - AVERAGED Fm(INCH /HR) _ .59 AREA- AVERAGED Fp(INCH /HR) = .98 AREA- AVERAGED Ap - .60 6 ' TOTAL AREA(ACRES) = 10.00 PEAK FLOW RATE(CFS) = 25.98 on END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) _ .47 HALFSTREET FLOOD WIDTH(FEET) = 15.73 ild FLOW VELOCITY(FEET /SEC.) = 4.87 DEPTH *VELOCITY = 2.31 FLOW PROCESS FROM NODE 2.00 TO NODE 5.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE <<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 14.81 RAINFALL INTENSITY(INCH /HR) = 3.47 AREA- AVERAGED Fm(INCH /HR) = .59 AREA- AVERAGED Fp(INCH /HR) = .98 AREA- AVERAGED Ap = .60 EFFECTIVE STREAM AREA(ACRES) = 10.00 TOTAL STREAM AREA(ACRES) = 10.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 25.98 �l p FLOW PROCESS FROM NODE 3.00 TO NODE 4.00 IS CODE = 2.1 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< xasxxss= cssxxsss= sxxssxssxaasasxxaasassxax axxa saxxsxxxxaxxxssx xaxsa sxaa sxxve INITIAL SUBAREA FLOW- LENGTH(FEET) = 1000.00 UPSTREAM ELEVATION(FEET) = 1530.00 DOWNSTREAM ELEVATION(FEET) = 1506.00 3 ELEVATION DIFFERENCE(FEET) = 24.00 TC = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)] ** .20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 13.767 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.628 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc II LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) RESIDENTIAL iw "3 -4 DWELLINGS /ACRE" A 6.70 .98 .60 32 13.77 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) _ .98 Pm SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA RUNOFF(CFS) = 18.35 TOTAL AREA(ACRES) = 6.70 PEAK FLOW RATE(CFS) 18.35 FLOW PROCESS FROM NODE 4.00 TO NODE 5.00 IS CODE = 6.2 ---------------------------------------------------------------------------- �""� >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>>( STREET TABLE SECTION # 1 USED) <<<< UPSTREAM ELEVATION(FEET) = 1506.00 DOWNSTREAM ELEVATION(FEET) = 1498.00 !!� STREET LENGTH(FEET) = 480.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 12.00 INTERIOR STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) _ .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) _ .020 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 22.46 STREET FLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) _ .49 JW HALFSTREET FLOOD WIDTH(FEET) = 16.39 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.90 PRODUCT OF DEPTH &VELOCITY = 1.90 STREET FLOW TRAVEL TIME(MIN.) = 2.05 TC(MIN.) = 15.82 pj 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.338 FLOW PROCESS FROM NODE 4.00 TO NODE 5.00 IS CODE = 1 •--------------------------------------------------------- -------- ---- - - - - -- SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Pp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 3.30 .98 .60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) _ .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA AREA(ACRES) = 3.30 SUBAREA RUNOFF(CFS) = 8.18 EFFECTIVE AREA(ACRES) = 10.00 AREA - AVERAGED FM(INCH /HR) _ .59 AREA- AVERAGED Fp(INCH /HR) _ .98 AREA - AVERAGED Ap = .60 TOTAL AREA(ACRES) = 10.00 PEAK FLOW RATE(CFS) = 24.78 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) _ .50 HALFSTREET FLOOD WIDTH(FEET) = 17.05 FLOW VELOCITY(FEET /SEC.) = 4.00 DEPTH *VELOCITY = 2.00 FLOW PROCESS FROM NODE 4.00 TO NODE 5.00 IS CODE = 1 •--------------------------------------------------------- -------- ---- - - - - -- n F11 e M 0 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE «« < >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< :a sxs sxa== cssxssxss xxasxsaassaxax sx xxsxsx axz xxsazaassszx sszsszsszssxaasszaxz TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 15.82 RAINFALL INTENSITY(INCH /HR) - 3.34 AREA- AVERAGED Fm(INCH /HR) = .59 AREA- AVERAGED Fp(INCH /HR) = .98 AREA- AVERAGED Ap = .60 EFFECTIVE STREAM AREA(ACRES) = 10.00 TOTAL STREAM AREA(ACRES) = 10.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 24.78 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) 1 25.98 14.81 3.472 .98( .59) .60 10.00 2 24.78 15.82 3.338 .98( .59) .60 10.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) 1 50.3 14.81 3.472 .975( .585) .60 19.4 2 49.6 15.82 3.338 .975( .585) .60 20.0 6 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 50.32 Tc(MIN.) = 14.814 PIR EFFECTIVE AREA(ACRES) = 19.37 AREA - AVERAGED Fm(INCH /HR) _ .59 AREA- AVERAGED Fp(INCH /HR) _ .98 AREA - AVERAGED Ap = .60 TOTAL AREA(ACRES) = 20.00 FLOW PROCESS FROM NODE 5.00 TO NODE 12.00 IS CODE = 3.1 ---------------------------------------------------------------------------- >>>>> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<<<< >> >>>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) <<<<< UPSTREAM NODE ELEVATION(FEET) = 1498.00 DOWNSTREAM NODE ELEVATION(FEET) = 1437.00 FLOW LENGTH(FEET) = 4700.00 MANNING'S N = .013 DEPTH OF FLOW IN 33.0 INCH PIPE IS 23.5 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 11.11 ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 50.32 TRAVEL TIME(MIN.) = 7.05 TC(MIN.) = 21.86 FLOW PROCESS FROM NODE 5.00 TO NODE 12.00 IS CODE = 8.1 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< MAINLINE Tc(MIN) = 21.86 a 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.749 W SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 53.00 .98 .60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA AREA(ACRES) = 53.00 SUBAREA RUNOFF(CFS) = 103.22 EFFECTIVE AREA(ACRES) = 72.37 AREA - AVERAGED Fm(INCH /HR) = .59 21Z AREA- AVERAGED Fp(INCH /HR) _ .98 AREA - AVERAGED Ap = .60 TOTAL AREA(ACRES) = 73.00 PEAK FLOW RATE(CFS) - 140.93 FLOW PROCESS FROM NODE 6.00 TO NODE 7.00 IS CODE = 2.1 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< INITIAL SUBAREA FLOW- LENGTH(FEET) - 800.00 UPSTREAM ELEVATION(FEET) = 1530.00 DOWNSTREAM ELEVATION(FEET) = 1506.00 ELEVATION DIFFERENCE(FEET) = 24.00 rrr TC = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)] ** .20 �. SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 12.042 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.931 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 5.00 .98 .60 32 12.04 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap .60 SUBAREA RUNOFF(CFS) = 15.06 TOTAL AREA(ACRES) = 5.00 PEAK FLOW RATE(CFS) - 15.06 FLOW PROCESS FROM NODE 7.00 TO NODE 10.00 IS CODE = 6.2 p' l ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>>( STREET TABLE SECTION # 1 USED)<<<<< a s a x s a c x = x a x x x x a x x x x s s s x x a s s a x xs s a a x s s a x x s s a a x a s a s s a c a s s a s c a as s s x x s s a x xa s o x UPSTREAM ELEVATION(FEET) = 1506.00 DOWNSTREAM ELEVATION(FEET) = 1500.00 f" STREET LENGTH(FEET) = 850.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 20.00 0 ! DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 12.00 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) _ .020 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) 20.93 STREET FLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) _ .54 io HALFSTREET FLOOD WIDTH(FEET) = 18.92 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.78 PRODUCT OF DEPTH &VELOCITY = 1.49 STREET FLOW TRAVEL TIME(MIN.) = 5.10 TC(MIN.) = 17.15 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.180 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 5.00 .98 .60 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) _ .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA AREA(ACRES) = 5.00 SUBAREA RUNOFF(CFS) 11.68 EFFECTIVE AREA(ACRES) = 10.00 AREA- AVERAGED Fm(INCH /HR) _ AREA- AVERAGED Fp(INCH /HR) = .98 AREA- AVERAGED Ap = .60 TOTAL AREA(ACRES). = 10.00 PEAK FLOW RATE(CFS) = 23 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .55 HALFSTREET FLOOD WIDTH(FEET) = 19.77 FLOW VELOCITY(FEET /SEC.) = 2.85 DEPTH *VELOCITY = 1.58 32 59 36 Fl Fl �l >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< - a a s x x a x =_= x x s x x a x x a x x a s x a s s a as sx a s a x as x a a s ass x a as s¢ a s a a x¢ a a x a s xs s as a s x¢ a s a a TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 17.15 RAINFALL INTENSITY(INCH /HR) = 3.18 AREA- AVERAGED Fm(INCH /HR) = .59 AREA - AVERAGED Fp(INCH /HR) _ .98 AREA- AVERAGED Ap = .60 EFFECTIVE STREAM AREA(ACRES) 10.00 TOTAL STREAM AREA(ACRES) = 10.00 PEAK FLOW RATE(CFS) AT CONFLUENCE 23.36 ho ' FLOW PROCESS FROM NODE 8.00 TO NODE 9.00 IS CODE = 2.1 it ------------------------- -------------------------------------------- ------ >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS« << �¢¢¢xaasx=------- c - - --- aasxas xcac xxxxsxaasxassxaasxaasaaaa :aa sxas xaa =e asxaa sa A FLOW PROCESS FROM NODE 9.00 TO NODE 10.00 IS CODE = 6.2 ---------------------------------------------------------------------------- >> >>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>>( STREET TABLE SECTION # 1 USED) <<<<< UPSTREAM ELEVATION(FEET) = 1520.00 DOWNSTREAM ELEVATION(FEET) = 1500.00 STREET LENGTH(FEET) = 690.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 12.00 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = .020 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 59.57 ** *STREET FLOWING FULL * ** STREET FLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = .58 HALFSTREET FLOOD WIDTH(FEET) = 14.58 AVERAGE FLOW VELOCITY(FEET /SEC.) = 6.32 PRODUCT OF DEPTH &VELOCITY = 3.69 STREET FLOW TRAVEL TIME(MIN.) = 1.82 TC(MIN.) = 13.92 ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 7.00 TO NODE 10.00 IS CODE 1 2� �t INITIAL SUBAREA FLOW- LENGTH(FEET) = 1000.00 UPSTREAM ELEVATION(FEET) = 1530.00 DOWNSTREAM ELEVATION(FEET) = 1520.00 P" ELEVATION DIFFERENCE(FEET) = 10.00 )° TC = K *((LENGTH ** 3.00) /(ELEVATION CHANGE)J ** .20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 12.102 ON 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.920 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc On LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) COMMERCIAL A 2.00 .98 .10 32 12.10 RESIDENTIAL -3 -4 DWELLINGS /ACRE" A 8.00 .98 .60 32 16.40 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50 SUBAREA RUNOFF(CFS) = 30.89 TOTAL AREA(ACRES) = 10.00 PEAK FLOW RATE(CFS) = 30.89 A FLOW PROCESS FROM NODE 9.00 TO NODE 10.00 IS CODE = 6.2 ---------------------------------------------------------------------------- >> >>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>>( STREET TABLE SECTION # 1 USED) <<<<< UPSTREAM ELEVATION(FEET) = 1520.00 DOWNSTREAM ELEVATION(FEET) = 1500.00 STREET LENGTH(FEET) = 690.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 12.00 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = .020 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 59.57 ** *STREET FLOWING FULL * ** STREET FLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = .58 HALFSTREET FLOOD WIDTH(FEET) = 14.58 AVERAGE FLOW VELOCITY(FEET /SEC.) = 6.32 PRODUCT OF DEPTH &VELOCITY = 3.69 STREET FLOW TRAVEL TIME(MIN.) = 1.82 TC(MIN.) = 13.92 ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 7.00 TO NODE 10.00 IS CODE 1 2� �t fir FLOW PROCESS FROM NODE 9.00 TO NODE 10.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES <<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: 411 TIME OF CONCENTRATION(MIN.) = 13.92 RAINFALL INTENSITY(INCH /HR) = 3.60 AREA- AVERAGED Fm(INCH /HR) = .42 AREA- AVERAGED Fp(INCH /HR) = .98 V i AREA- AVERAGED Ap = .43 YM EFFECTIVE STREAM AREA(ACRES) = 30.00 TOTAL STREAM AREA(ACRES) = 30.00 so PEAK FLOW RATE(CFS) AT CONFLUENCE = 85.89 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) 1 23.36 17.15 3.180 .98( .59) .60 10.00 2 85.89 13.92 3.604 .98( .42) .43 30.00 Yr� RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO No CONFLUENCE FORMULA USED FOR 2 STREAMS. a. . "I ** PEAK FLOW RATE TABLE ** 00 STREAM Q Tc Intensity Fp(Fm) Ap Ae iii NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) 1 97.8 17.15 3.180 .975( .463) .47 40.0 2 108.0 13.92 3.604 .975( .457) .47 38.1 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 107.95 Tc(MIN.) = 13.923 EFFECTIVE AREA(ACRES) = 38.12 AREA- AVERAGED Fm(INCH /HR) _ .46 AREA- AVERAGED Fp(INCH /HR) _ .98 AREA- AVERAGED Ap = .47 TOTAL AREA(ACRES) = 40.00 ******************************************** * * * * * * * * * * * * * * * * * * * * * * * ** * * * * ** FLOW PROCESS FROM NODE 10.00 TO NODE 11.00 IS CODE = 3.1 >> >>> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<< >>>>>USING COMPUTER- ESTIMATED PIPESIZE (NON - PRESSURE FLOW)<<<<< UPSTREAM NODE ELEVATION(FEET) = 1500.00 DOWNSTREAM NODE ELEVATION(FEET) = 1464.00 FLOW LENGTH(FEET) = 1740.00 MANNING'S N = .013 DEPTH OF FLOW IN 39.0 INCH PIPE IS 29.8 INCHES 21 S 200 YEAR RAINFALL INTENSITY(INCH /HR) - 3.604 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA FP Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN 32 COMMERCIAL A 8.00 .98 .10 RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 12.00 .98 .60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) _ .98 tj SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .40 SUBAREA AREA(ACRES) = 20.00 SUBAREA RUNOFF(CFS) = 57.85 EFFECTIVE AREA(ACRES) = 30.00 AREA - AVERAGED Fm(INCH /HR) _ .42 OR AREA- AVERAGED Fp(INCH /HR) = .98 AREA - AVERAGED Ap = .43 Mli TOTAL AREA(ACRES) = 30.00 PEAK FLOW RATE(CFS) 85.89 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .64 HALFSTREET FLOOD WIDTH(FEET) = 14.58 ba FLOW VELOCITY(FEET /SEC.) = 7.30 DEPTH *VELOCITY = 4.69 fir FLOW PROCESS FROM NODE 9.00 TO NODE 10.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES <<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: 411 TIME OF CONCENTRATION(MIN.) = 13.92 RAINFALL INTENSITY(INCH /HR) = 3.60 AREA- AVERAGED Fm(INCH /HR) = .42 AREA- AVERAGED Fp(INCH /HR) = .98 V i AREA- AVERAGED Ap = .43 YM EFFECTIVE STREAM AREA(ACRES) = 30.00 TOTAL STREAM AREA(ACRES) = 30.00 so PEAK FLOW RATE(CFS) AT CONFLUENCE = 85.89 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) 1 23.36 17.15 3.180 .98( .59) .60 10.00 2 85.89 13.92 3.604 .98( .42) .43 30.00 Yr� RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO No CONFLUENCE FORMULA USED FOR 2 STREAMS. a. . "I ** PEAK FLOW RATE TABLE ** 00 STREAM Q Tc Intensity Fp(Fm) Ap Ae iii NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) 1 97.8 17.15 3.180 .975( .463) .47 40.0 2 108.0 13.92 3.604 .975( .457) .47 38.1 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 107.95 Tc(MIN.) = 13.923 EFFECTIVE AREA(ACRES) = 38.12 AREA- AVERAGED Fm(INCH /HR) _ .46 AREA- AVERAGED Fp(INCH /HR) _ .98 AREA- AVERAGED Ap = .47 TOTAL AREA(ACRES) = 40.00 ******************************************** * * * * * * * * * * * * * * * * * * * * * * * ** * * * * ** FLOW PROCESS FROM NODE 10.00 TO NODE 11.00 IS CODE = 3.1 >> >>> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<< >>>>>USING COMPUTER- ESTIMATED PIPESIZE (NON - PRESSURE FLOW)<<<<< UPSTREAM NODE ELEVATION(FEET) = 1500.00 DOWNSTREAM NODE ELEVATION(FEET) = 1464.00 FLOW LENGTH(FEET) = 1740.00 MANNING'S N = .013 DEPTH OF FLOW IN 39.0 INCH PIPE IS 29.8 INCHES 21 S PIPE -FLOW VELOCITY(FEET /SEC.) - 15.85 ESTIMATED PIPE DIAMETER(INCH) - 39.00 NUMBER OF PIPES 1 PIPE- FLOW(CFS) = 107.95 TRAVEL TIME(MIN.) = 1.83 TC(MIN.) - 15.75 FLOW PROCESS FROM NODE 10.00 TO NODE 11.00 IS CODE = 8.1 --------------------------------------------------------------------------- »» >ADDITION OF SUBA)ZEA TO MAINLINE PEAK FLOW « «< a a a x a s c x s a s x x s a x x x s s x x x s xa s a e x a s x x x a s x a x s a x ax s x x x zxa as z s z x a= z x s a ac x xa z x x: as MAINLINE Tc(MIN) = 15.75 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.346 SUBAREA LOSS RATE DATA(AMC II): Ap SCS DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 23.20 .98 .10 32 RESIDENTIAL .40 32 po "8 -10 DWELLINGS /ACRE" A .70 .98 .40 32 -:) RESIDENTIAL .60 32 "3 -4 DWELLINGS /ACRE" A 74.10 .98 .60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = .98 po SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .48 = 109.91 0,2( SUBAREA AREA(ACRES) = 98.00 SUBAREA RUNOFF(CFS) = 253.86 EFFECTIVE AREA(ACRES) 136.12 AREA- AVERAGED Fm(INCH /HR) _ .47 AREA- AVERAGED Fp(INCH /HR) = .98 AREA- AVERAGED Ap = .48 = 447.08 90 TOTAL AREA(ACRES) = 138.00 PEAK FLOW RATE(CFS) = 352.99 ;a io AIRFLOW PROCESS FROM NODE 11.00 TO NODE 12.00 IS CODE = 3.1 --------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) <<<<< UPSTREAM NODE ELEVATION(FEET) = 1464.00 DOWNSTREAM NODE ELEVATION(FEET) = 1437.00 FLOW LENGTH(FEET) = 1340.00 MANNING'S N = .013 ON 41 DEPTH OF FLOW IN 60.0 INCH PIPE IS 48.1 INCHES iw PIPE -FLOW VELOCITY(FEET /SEC.) = 20.92 ESTIMATED PIPE DIAMETER(INCH) = 60.00 NUMBER OF PIPES = 1 ! PIPE- FLOW(CFS) = 352.99 TRAVEL TIME(MIN.) = 1.07 TC(MIN.) = 16.82 ki FLOW PROCESS FROM NODE 11.00 TO NODE 12.00 IS CODE = 8.1 --------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< MAINLINE Tc(MIN) = 16.82 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.217 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH /HR COMMERCIAL A .80 .98 RESIDENTIAL "8 -10 DWELLINGS /ACRE" A 3.30 .98 RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 41.90 .98 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .58 SUBAREA AREA(ACRES) = 46.00 SUBAREA RUNOFF( EFFECTIVE AREA(ACRES) = 182.12 AREA- AVERAGED F AREA- AVERAGED Fp(INCH /HR) = .98 AREA- AVERAGED A TOTAL AREA(ACRES) = 184.00 PEAK FLOW RATE( fN Ap SCS (DECIMAL) CN .10 32 .40 32 .60 32 .98 CFS) = 109.91 m(INCH /HR) _ .49 .50 CFS) = 447.08 t , t*+ r , r, r*, r, r*, r, r, r, e** w******, rw*** r t* �t** t** t t* ttr***** t** t t* irt *ir,k,t,t*,r,t,rtr,trrir,r *,t FLOW PROCESS FROM NODE 11.00 TO NODE 12.00 IS CODE 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 16.82 RAINFALL INTENSITY(INCH /HR) = 3.22 AREA- AVERAGED Fm(INCH /HR) = .49 AREA- AVERAGED Fp(INCH /HR) = .98 AREA- AVERAGED Ap = .50 EFFECTIVE STREAM AREA(ACRES) 182.12 TOTAL STREAM AREA(ACRES) = 184.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 447.08 00 FLOW PROCESS FROM NODE 5.00 TO NODE 12.00 IS CODE 7 --------------------------------------------------------------------------- >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE <<<<< a x x x s s s s s c= s s s a x s s s a s a x s= s x s s s a a s x a x x s s s x s s x s s x x s x x x s s a x x x s s a x s a s s x a x s s x a s s s USER - SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN.) = 21.86 RAINFALL INTENSITY(INCH /HR) = 2.75 EFFECTIVE AREA(ACRES) = 72.37 TOTAL AREA(ACRES) = 73.00 PEAK FLOW RATE(CFS) = 140.93 AREA- AVERAGED Fm(INCH /HR) _ .59 AREA- AVERAGED Fp(INCH /HR) _ .98 AREA- AVERAGED Ap = .60 NOTE: EFFECTIVE AREA IS USED AS THE TOTAL CONTRIBUTING AREA FOR ALL CONFLUENCE ANALYSES. �w FLOW PROCESS FROM NODE 5.00 TO NODE 12.00 IS CODE = 1 _ --------------------------------------------------------------------------- } >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< >> >>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 21.86 RAINFALL INTENSITY(INCH /HR) = 2.75 AREA- AVERAGED Fm(INCH /HR) = .59 AREA- AVERAGED Fp(INCH /HR) = .98 AREA- AVERAGED Ap = .60 EFFECTIVE STREAM AREA(ACRES) = 72.37 TOTAL STREAM AREA(ACRES) = 73.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 140.93 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae 3 NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) 1 397.44 20.10 2.891 .98( .49) .50 184.00 1 447.08 16.82 3.217 .98( .49) .50 182.12 2 140.93 21.86 2.749 .98( .59) .60 72.37 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. 3 ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) 1 2 579.0 16.82 535.6 20.10 3.217 2.891 .976( .513) .977( .517) .53 .53 237.8 250.6 3 514.9 21.86 2.749 .977( .518) .53 256.4 3 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLC RATE(CFS) = 579.00 Tc(MIN.) = 16.820 EFFECTIVE AREA(ACRES) = 237.80 AREA- AVERAGED Fm(INCH /HR) _ .51 go M9 AREA- AVERAGED Fp(INCH /HR) = .98 AREA - AVERAGED Ap .53 TOTAL AREA(ACRES) = 257.00 ....... tr fr tlr it * *t ik * * * * *ir 911r4 *Yr * * * * * * * *+tMr *fr lr * *Mr * * *�. *k +4 yr *tk +Ar *• *t *f * *f *yr t FLOW PROCESS FROM NODE 12.00 TO NODE 13.00 IS CODE = 3.1 -------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA- <<< >>>>>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) <<<<< c a s x x s s == s c= s e o s c c s x s s x =s a z x s a x x s x x ss s x z x a x a s s s s ss z x a x x z x s sz s a z s z s s s a xs s x x x UPSTREAM NODE ELEVATION(FEET) = 1437.00 DOWNSTREAM NODE ELEVATION(FEET) = 1417.00 FLOW LENGTH(FEET) = 1040.00 MANNING'S N = .013 DEPTH OF FLOW IN 75.0 INCH PIPE IS 56.0 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 23.57 ESTIMATED PIPE DIAMETER(INCH) = 75.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 579.00 TRAVEL TIME(MIN.) = .74 TC(MIN.) = 17.56 � R• r.«***, r., r.**, r*, e***, r, r, r, r* rr#*«*, r, r****** ,r,t,r * *,r,r *,r,r,r,r *,r *,r * *,r ,r,rt *,r * * *,r *,r * *+r * *,r *,r FLOW PROCESS FROM NODE 12.00 TO NODE 13.00 IS CODE = 8.1 ---- - - - - -- ------------------------ ------------------------------------------ » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« « < MAINLINE Tc(MIN) = 17.56 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.136 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Ff. r LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 20.50 .98 .60 32 PUBLIC PARK A 2.50 .98 .85 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .63 SUBAREA AREA(ACRES) = 23.00 SUBAREA RUNOFF(CFS) 52.25 EFFECTIVE AREA(ACRES) = 260.80 AREA- AVERAGED Fm(INCH /HR) _ .52 AREA- AVERAGED Fp(INCH /HR) _ .98 AREA - AVERAGED Ap = .53 TOTAL AREA(ACRES) = 280.00 PEAK FLOW RATE(CFS) = 613.64 FLOW PROCESS FROM NODE 13.00 TO NODE 14.00 IS CODE = 3.1 --------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<<<< f' >> >>>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW)<<<<< UPSTREAM NODE ELEVATION(FEET) = 1417.00 DOWNSTREAM NODE ELEVATION(FEET) = 1415.50 FLOW LENGTH(FEET) = 1280.00 MANNING'S N = .013 DEPTH OF 'FLOW IN 126.0 INCH PIPE IS 100.7 INCHES PIPE -FLO[4 VELOCITY(FEET /SEC.) = 8.27 ESTIMATED PIPE DIAMETER(INCH) = 126.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 613.64 TRAVEL TIME(MIN.) = 2.58 TC(MIN.) = 20.13 r****, r, r** rr**•*•**, r*, r, r*, r, r, r****, r, rw, r, rt**** *w * *+e * * * * *,t,rr,r * * *,r *,r * * *,t ,r * *,t *,r * *,r ,r *,r* FLOW PROCESS FROM NODE 13.00 TO NODE 14.00 IS CODE = 8.1 -- ------------- - - - - -- ----------------------- >> >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< MAINLINE Tc(MIN) = 20.13 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.888 SUBAREA :BOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS �l� LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 40.00 .98 .60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) _ .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap - .60 SUBAREA AREA(ACRES) = 40.00 SUBAREA RUNOFF(CFS) 82.91 EFFECTIVE AREA(ACRES) = 300.80 AREA - AVERAGED Fm(INCH /HR) _ .53 AREA- AVERAGED Fp(INCH /HR) = .98 AREA - AVERAGED Ap = .54 TOTAL AREA(ACRES) = 320.00 PEAK FLOW RATE(CFS) = 638.44 - FLOW PROCESS FROM NODE 14.00 TO NODE 20.00 IS CODE = 3.1 >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) < <<< = _ _ = _ _ _ _ _ = _ = s = = a = z = _ = = = = == s = z = = = = = s sa z =zx == sax s s x----- UPSTREAM9 NODE ELEVATION(FEET) 1415.50 DOWNSTREAM NODE ELEVATION(FEET) = 1412.40 FLOW LENGTH(FEET) = 1320.00 MANNING'S N = .013 DEPTH OF FLOW IN 114.0 INCH PIPE IS 87.6 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 10.92 ESTIMATED PIPE DIAMETER(INCH) = 114.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) - 638.44 TRAVEL TIME(MIN.) = 2.01 TC(MIN.) = 22.15 !�I FLOW PROCESS FROM NODE 14.00 TO NODE 20.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< =_= TOTAL NUMBER OF STREAMS 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: PR TIME OF CONCENTRATION(MIN.) = 22.15 ' RAINFALL INTENSITY(INCH /HR) = 2.73 AREA- AVERAGED Fm(INCH /HR) = .53 AREA- AVERAGED Fp(INCH /HR) = .98 NR AREA- AVERAGED Ap = .54 EFFECTIVE STREAM AREA(ACRES) = 300.80 TOTAL STREAM AREA(ACRES) = 320.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 638.44 FLOW PROCESS FROM NODE 15.00 TO NODE 16.00 IS CODE = 2.1 ---------------------------------------------------------------------------- >> >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< INITIAL SUBAREA FLOW- LENGTH(FEET) = 900 UPSTREAM ELEVATION(FEET) = 1532.00 DOWNSTREAM ELEVATION(FEET) = 1511.00 ELEVATION DIFFERENCE(FEET) = 21.00 TC = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)] ** .20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 9.794 100 YEAR RAINFALL INTENSITY(INCH /HR) = 4.450 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) COMMERCIAL A 6.00 .98 .10 32 9.79 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10 SUBAREA RUNOFF(CFS) = 23.51 TOTAL AREA(ACRES) = 6.00 PEAK FLOW RATE(CFS) = 23.51 ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 2 ,q FLOW PROCESS FROM NODE 16.00 TO NODE 17.00 IS CODE 6.2 >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>>( STREET TABLE SECTION # 1 USED) <<<<< asxs axs= c sxssxss xsssssasaxsssx saassaszzsasss sasssaasssaaszsazsaxsszssssass UPSTREAM ELEVATION(FEET) = 1511.00 DOWNSTREAM ELEVATION(FEET) = 1500.00 STREET LENGTH(FEET) = 600.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 12.00 INTERIOR STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) _ .020 } SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF - 2 STREET PARKWAY CROSSFALL(DECIMAL) _ .020 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 44.26 ** *STREET FLOWING FULL * ** STREET FLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) _ .57 HALFSTREET FLOOD WIDTH(FEET) = 14.58 ow AVERAGE FLOW VELOCITY(FEET /SEC.) = 4.90 PRODUCT OF DEPTH &VELOCITY = 2.81 po STREET FLOW TRAVEL TIME(MIN.) - 2.04 TC(MIN.) = 11.84 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.972 SUBAREA LOSS RATE DATA(AMC II): Pm DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS '4) LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 12.00 .98 .10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) _ .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = 12.00 SUBAREA RUNOFF(CFS) = 41.85 EFFECTIVE AREA(ACRES) = 18.00 AREA- AVERAGED Fm(INCH /HR) _ .10 AREA- AVERAGED Fp(INCH /HR) _ .98 AREA - AVERAGED Ap = .10 OR TOTAL AREA(ACRES) = 18.00 PEAK FLOW RATE(CFS) = 62.77 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) _ .63 HALFSTREET FLOOD WIDTH(FEET) = 14.58 !R FLOW VELOCITY(FEET /SEC.) = 5.61 DEPTH *VELOCITY = 3.53 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * ** * * * * ** t� FLOW PROCESS FROM NODE 17.00 TO NODE 18.00 IS CODE = 6.2 {' -------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >> >>>( STREET TABLE SECTION # 1 USED)<<<<< UPSTREAM ELEVATION(FEET) = 1500.00 DOWNSTREAM ELEVATION(FEET) = 1486.00 STREET LENGTH(FEET) = 900.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 12.00 INTERIOR STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) _ .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) _ .020 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) _ ** *STREET FLOWING FULL * ** STREET FLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) _ .73 HALFSTREET FLOOD WIDTH(FEET) = 14.58 AVERAGE FLOW VELOCITY(FEET /SEC.) = 6.28 PRODUCT OF DEPTH &VELOCITY = 4.59 97.31 STREET FLOW TRAVEL TIME(MIN.) = 2.39 TC(MIN.) = 14.22 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.558 SUBAREA LOSS RATE DATA(AMC II): 2� �A FLOW PROCESS FROM NODE 18.00 TO NODE 19.00 IS CODE = 3.1 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA «« < >>>>>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) <<<<< UPSTREAM NODE ELEVATION(FEET) = 1486.00 DOWNSTREAM NODE ELEVATION(FEET) = 1468.00 FLOW LENGTH(FEET) = 1100.00 MANNING'S N = .013 !m DEPTH OF FLOW IN 45.0 INCH PIPE IS 31.4 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 15.27 ESTIMATED PIPE DIAMETER(INCH) = 45.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 125.53 �w TRAVEL TIME(MIN.) = 1.20 TC(MIN.) = 15.43 F 61 FLOW PROCESS FROM NODE 18.00 TO NODE 19.00 IS CODE = 8.1 --------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< ee� MAINLINE Tc(MIN) = 15.43 { 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.389 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS ,! LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN it COMMERCIAL A 10.00 .98 .10 32 RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 28.00 .98 .60 32 .` SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) _ .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .47 SUBAREA AREA(ACRES) = 38.00 SUBAREA RUNOFF(CFS) = 100.28 EFFECTIVE AREA(ACRES) = 80.00 AREA - AVERAGED Fm(INCH /HR) _ .34 AREA- AVERAGED Fp(INCH /HR) = .97 AREA- AVERAGED Ap = .35 TOTAL AREA(ACRES) = 80.00 PEAK FLOW RATE(CFS) = 219.42 FLOW PROCESS FROM NODE 19.00 TO NODE 20.00 IS CODE = 3.1 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>>USING COMPUTER- ESTIMATED PIPESIZE (NON - PRESSURE FLOW) <<<<< a s x s s= s s s c c s s s s s s s s s s x s s x s s s x s= x x x s s s x x s s s s s s x x x x a s s= a xx x x s s s x x s s s s s x s s s x x x UPSTREAM NODE ELEVATION(FEET) = 1468.00 DOWNSTREAM NODE ELEVATION(FEET) = 1412.40 FLOW LENGTH(FEET) = 2640.00 MANNING'S N = .013 DEPTH OF FLOW IN 51.0 INCH PIPE IS 38.5 INCHES 3 PIPE -FLOW VELOCITY(FEET /SEC.) = 19.10 ESTIMATED PIPE DIAMETER(INCH) = 51.00 NUMBER OF PIPES = 1 PIPE- FLOVI(CFS) = 219.42 21, z21 DEVELOPMENT TYPE/ SCS SOIL AREA pp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 12.00 .98 .10 32 RESIDENTIAL 0 3 -4 DWELLINGS /ACRE" A 12.00 .98 .60 32 SUBAREA AVERAGE PERVIOUS -LOSS RATE, Fp(INCH /HR) _ .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .35 SUBAREA AREA(ACRES) = 24.00 SUBAREA RUNOFF(CFS) 69.47 EFFECTIVE AREA(ACRES) = 42.00 AREA - AVERAGED Fm(INCH /HR) _ .24 AREA- AVERAGED Fp(INCH /HR) _ .97 AREA - AVERAGED Ap = .24 TOTAL AREA(ACRES) = 42.00 PEAK FLOW RATE(CFS) - 125.53 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) _ .79 HALFSTREET FLOOD WIDTH(FEET) = 14.58 FLOW VELOCITY(FEET /SEC.) = 6.78 DEPTH *VELOCITY = 5.37 �A FLOW PROCESS FROM NODE 18.00 TO NODE 19.00 IS CODE = 3.1 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA «« < >>>>>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) <<<<< UPSTREAM NODE ELEVATION(FEET) = 1486.00 DOWNSTREAM NODE ELEVATION(FEET) = 1468.00 FLOW LENGTH(FEET) = 1100.00 MANNING'S N = .013 !m DEPTH OF FLOW IN 45.0 INCH PIPE IS 31.4 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 15.27 ESTIMATED PIPE DIAMETER(INCH) = 45.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 125.53 �w TRAVEL TIME(MIN.) = 1.20 TC(MIN.) = 15.43 F 61 FLOW PROCESS FROM NODE 18.00 TO NODE 19.00 IS CODE = 8.1 --------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< ee� MAINLINE Tc(MIN) = 15.43 { 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.389 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS ,! LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN it COMMERCIAL A 10.00 .98 .10 32 RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 28.00 .98 .60 32 .` SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) _ .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .47 SUBAREA AREA(ACRES) = 38.00 SUBAREA RUNOFF(CFS) = 100.28 EFFECTIVE AREA(ACRES) = 80.00 AREA - AVERAGED Fm(INCH /HR) _ .34 AREA- AVERAGED Fp(INCH /HR) = .97 AREA- AVERAGED Ap = .35 TOTAL AREA(ACRES) = 80.00 PEAK FLOW RATE(CFS) = 219.42 FLOW PROCESS FROM NODE 19.00 TO NODE 20.00 IS CODE = 3.1 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>>USING COMPUTER- ESTIMATED PIPESIZE (NON - PRESSURE FLOW) <<<<< a s x s s= s s s c c s s s s s s s s s s x s s x s s s x s= x x x s s s x x s s s s s s x x x x a s s= a xx x x s s s x x s s s s s x s s s x x x UPSTREAM NODE ELEVATION(FEET) = 1468.00 DOWNSTREAM NODE ELEVATION(FEET) = 1412.40 FLOW LENGTH(FEET) = 2640.00 MANNING'S N = .013 DEPTH OF FLOW IN 51.0 INCH PIPE IS 38.5 INCHES 3 PIPE -FLOW VELOCITY(FEET /SEC.) = 19.10 ESTIMATED PIPE DIAMETER(INCH) = 51.00 NUMBER OF PIPES = 1 PIPE- FLOVI(CFS) = 219.42 21, z21 TRAVEL TIME(MIN.) = 2.30 TC(MIN.) = 17.73 ******************************************** * * * * * * ** * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 19.00 TO NODE 20.00 IS CODE = 8.1 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< asasasxccsscssxcsxs sssccas saacsascs xcssxssaa asa xass as xaaccsxcss xa saaaaxsa ss MAINLINE TC(MIN) = 17.73 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.117 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 20.00 .98 .10 32 RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 60.00 .98 .60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) _ .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .47 SUBAREA AREA(ACRES) = 80.00 SUBAREA RUNOFF(CFS) = 191.10 EFFECTIVE AREA(ACRES) - 160.00 AREA- AVERAGED Fm(INCH /HR) _ .40 AREA- AVERAGED Fp(INCH /HR) _ .98 AREA- AVERAGED Ap = .41 TOTAL AREA(ACRES) = 160.00 PEAK FLOW RATE(CFS) 390.97 } f t' A'**' 1' M`**• k' k'k•R'k *�"4 **'C *'A' * *'kil' * il' * *'k'k *Yr l'*' k * **"k * **' *'k'R*' * **"R*' * * * * *'Ir *'*' * *'k A' * * * *f' * * *•!r 'h FLOW PROCESS FROM NODE 19.00 TO NODE 20.00 IS CODE 1 -------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE <<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES <<<<< as a s as a s c= s a a a s s a a s s a a s s a s s a a s s= s c s s a a s s a a s s s s x s s s s a a a a s s s o a s x s x x a s s s x c s a a a c TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 17.73 RAINFALL INTENSITY(INCH /HR) = 3.12 AREA- AVERAGED Fm(INCH /HR) _ .40 AREA- AVERAGED Fp(INCH /HR) _ .98 AREA- AVERAGED Ap = .41 EFFECTIVE STREAM AREA(ACRES) = 160.00 TOTAL STREAM AREA(ACRES) = 160.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 390.97 ** CONFLUENCE DATA ** STREAM Q Tc Intensity FP(Fm) Ap Ae NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) 1 638.44 22.15 2.728 .98( .53) .54 300.80 1 593.52 25.49 2.507 .98( .53) .55 313.56 1 570.91 27.36 2.403 .98( .53) .55 319.37 2 390.97 17.73 3.117 .98( .40) .41 160.00 III RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q TC Intensity Fp(Fm) Ap Ae NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) 1 973.3 22.15 2.728 .976( .486) .50 460.8 2 896.6 25.49 2.507 .976( .488) .50 473.6 3 859.0 27.36 2.403 .976( 490) .50 479.4 4 992.6 17.73 3.117 .976( .479) .49 400.8 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 992.63 Tc(MIN.) = 17.729 EFFECTIVE AREA(ACRES) = 400.79 AREA - AVERAGED Fm(INCH /HR) _ .48 AREA - AVERAGED Fp(INCH /HR) _ .98 AREA - AVERAGED Ap = .49 TOTAL AREA(ACRES) = 480.00 FLOW PROCESS FROM NODE 20.00 TO NODE 21.00 IS CODE = 3.1 - --------- ------ ---- ---- ------------ ---------------------- » >>>COMPUTE - PIPE -FLOW - TRAVEL - TIME - THRU - SUBAREA« <<< >>>>>USING COMPUTER- ESTIMATED PIPESIZE (NON - PRESSURE FLOW) <<<<< as xxsa ssa== sxsaacxxaaxazsa ac ae xsscaasasaaxasx :aacasca se :caasasxs xao saasaaas UPSTREAM NODE ELEVATION(FEET) = 1912.40 DOWNSTREAM NODE ELEVATION(FEET) = 1407.80 FLOW LENGTH(FEET) = 1320.00 MANNING'S N = .013 DEPTH OF FLOW IN 126.0 INCH PIPE IS 94.9 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 14.19 ESTIMATED PIPE DIAMETER(INCH) = 126.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 992.63 TRAVEL TIME(MIN.) = 1.55 TC(MIN.) = 19.28 r , r*, rt., e, r* r*, r«*«* rr***:, r* r..• w****«** t , r t , r. r rw* r* rrrrr* *w,r *r * * *,rrw,r,r * * * * * * * * * *,r ** vi FLOW PROCESS FROM NODE 20.00 TO NODE 21.00 IS CODE - 8.1 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< aas zcaazaa= as xxaassaasasaasaxastaacsaaaaaassaassazasxasaasa saaca zsasaazaasa MAINLINE Tc(MIN) = 19.28 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.964 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL -3 -4 DWELLINGS /ACRE" A 80.00 .98 .60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) _ .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA AREA(ACRES) = 80.00 SUBAREA RUNOFF(CFS) = 171.31 EFFECTIVE AREA(ACRES) = 480.79 AREA - AVERAGED Fm(INCH /HR) _ .50 AREA- AVERAGED Fp(INCH /HR) _ .98 AREA- AVERAGED Ap = .51 TOTAL AREA(ACRES) = 560.00 PEAK FLOW RATE(CFS) = 1067.84 FLOW PROCESS FROM NODE 21.00 TO NODE 22.00 IS CODE = 3.1 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>>USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW )<<<<< UPSTREAM NODE ELEVATION(FEET) = 1407.80 DOWNSTREAM NODE ELEVATION(FEET) = 1403.20 FLOW LENGTH(FEET) = 1320.00 MANNING'S N = .013 DEPTH OF.FLOW IN 126.0 INCH PIPE PIPE -FLOW VELOCITY(FEET /SEC.) _ ESTIMATED PIPE DIAMETER(INCH) _ PIPE- FLOW(CFS) = 1067.84 l L IS 101.6 INCHES 14.27 126.00 NUMBER OF PIPES = TRAVEL TIME(MIN.) = 1.54 TC(MIN = 20.82 1 FLOW PROCESS FROM NODE 21.00 TO NODE 22.00 IS CODE - 8.1 -------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< MAINLINE Tc(MIN) = 20.82 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.831 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ LAND USE SCS SOIL GROUP AREA Fp Ap SCS (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 80.00 .98 .60 32 SUBAREA AVERAGE PERVIOUS SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) _ .98 AREA FRACTION, Ap = .60 SUBAREA AREA(ACRES) = 80.00 SUBAREA RUNOFF(CFS) = 161.68 EFFECTIVE AREA(ACRES) = 560.79 AREA- AVERAGED Fm(INCH /HR) _ .51 AREA- AVERAGED Fp(INCH /HR) _ .98 AREA- AVERAGED Ap = .52 TOTAL AREA(ACRES) = 640.00 PEAK FLOW RATE(CFS) = 1171.65 FLOW PROCESS FROM NODE 22.00 TO NODE 23.00 IS CODE = 3.1 --------------------------------------------- » >>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) « << =sass sasasasasesasasa s=ass aaaa rasa sc :a ss ass a s s s a s a s a s s a s a s a s s s ac s s a s s s sso - UPSTREAM NODE ELEVATION(FEET) = 1403.20 DOWNSTREAM NODE ELEVATION(FEET) = 1395.00 FLOW LENGTH(FEET) = 1320.00 MANNING'S N = .013 DEPTH OF FLOW IN 120.0 INCH PIPE IS 90.9 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 18.36 ESTIMATED PIPE DIAMETER(INCH) = 120.00 NUMBER OF PIPES = 1_ PIPE- FLOW(CFS) = 1171.65 TRAVEL TIME(MIN.) = 1.20 TC(MIN.) = 22.02 FLOW PROCESS FROM NODE 22.00 TO NODE 23.00 IS CODE = 8.1 L ------------------------ ---------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< --- - - - - -- ------ - - - - -- sw MAINLINE Tc(MIN) = 22.02 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.737 FLOW PROCESS FROM NODE 24.00 TO NODE 25.00 IS CODE = 2.1 --------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< INITIAL SUBAREA FLOW- LENGTH(FEET) = 900.00 UPSTREAM ELEVATION(FEET) = 1530.00 DOWNSTREAM ELEVATION(FEET) = 1509.00 ELEVATION DIFFERENCE(FEET) = 21.00 TC = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)] ** .20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 9.794 100 YEAR RAINFALL INTENSITY(INCH /HR) = 4.450 SUBAREA Tc AND LOSS RATE DATA(AMC II): pip SCS TC DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) COMMERCIAL A 6.00 .98 .10 32 9.79 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) _ .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10 SUBAREA RUNOFF(CFS) = 23.51 TOTAL AREA(ACRES) = 6.00 PEAK FLOW RATE(CFS) = 23.51 FLOW PROCESS FROM NODE 25.00 TO NODE 26.00 IS CODE = 6.2 -------------------------------------------- - - - - -- 21 2z4 SUBAREA LOSS RATE DATA(AMC II): Fp Ap SCS DEVELOPMENT TYPE/ SCS SOIL GROUP AREA (ACRES) (INCH /HR) (DECIMAL) CN LAND USE A 12.00 .98 .10 32 COMMERCIAL RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 68.00 .98 .60 32 :.; SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) _ .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .52 SUBAREA RUNOFF(CFS) = 160.22 SUBAREA AREA(ACRES) = 80.00 EFFECTIVE AREA(ACRES) = 640.79 AREA- AVERAGED FM(INCH /HR) _ .51 AREA- AVERAGED Fp(INCH /HR) _ .98 AREA- AVERAGED Ap = 52 1284.69 TOTAL AREA(ACRES) = 720.00 PEAK FLOW RATE(CFS) = FLOW PROCESS FROM NODE 24.00 TO NODE 25.00 IS CODE = 2.1 --------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< INITIAL SUBAREA FLOW- LENGTH(FEET) = 900.00 UPSTREAM ELEVATION(FEET) = 1530.00 DOWNSTREAM ELEVATION(FEET) = 1509.00 ELEVATION DIFFERENCE(FEET) = 21.00 TC = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)] ** .20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 9.794 100 YEAR RAINFALL INTENSITY(INCH /HR) = 4.450 SUBAREA Tc AND LOSS RATE DATA(AMC II): pip SCS TC DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) COMMERCIAL A 6.00 .98 .10 32 9.79 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) _ .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10 SUBAREA RUNOFF(CFS) = 23.51 TOTAL AREA(ACRES) = 6.00 PEAK FLOW RATE(CFS) = 23.51 FLOW PROCESS FROM NODE 25.00 TO NODE 26.00 IS CODE = 6.2 -------------------------------------------- - - - - -- 21 2z4 >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>>( STREET TABLE SECTION # 1 USED) <<<<< a s x s s x s s x s s= s s s s s s s x s s x s x s x a x x x s xx s s x x s c z x s x x a xsass a z xx x s s s s a x x x x x s a ss x s x x x x UPSTREAM ELEVATION(FEET) = 1509.00 DOWNSTREAM ELEVATION(FEET) = 1498.00 STREET LENGTH(FEET) = 600.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 12.00 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = .020 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) 44.13 ** *STREET FLOWING FULL * ** STREET FLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = .57 HALFSTREET FLOOD WIDTH(FEET) = 14.58 AVERAGE FLOW VELOCITY(FEET /SEC.) = 4.88 PRODUCT OF DEPTH &VELOCITY = 2.81 STREET FLOW TRAVEL TIME(MIN.) = 2.05 TC(MIN.) = 11.84 100 YEAR RAINFALL INTENSITY(INCH /HR) - 3.971 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 11.40 .98 .10 32 RESIDENTIAL "3 -4 DWELLINGS /ACRE" A .60 .98 .60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .13 SUBAREA AREA(ACRES) = 12.00 SUBAREA RUNOFF(CFS) = 41.57 EFFECTIVE AREA(ACRES) = 18.00 AREA - AVERAGED Fm(INCH /HR) = 11 ps AREA- AVERAGED Fp(INCH /HR) = .98 AREA- AVERAGED Ap = .12 r� TOTAL AREA(ACRES) = 18.00 PEAK FLOW RATE(CFS) = 62.49 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .63 HALFSTREET FLOOD WIDTH(FEET) = 14.58 FLOW VELOCITY(FEET /SEC.) = 5.61 DEPTH *VELOCITY = 3.52 FLOW PROCESS FROM NODE 26.00 TO NODE 27.00 IS CODE = 3.1 f1r ------------------------ --------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>> USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW) <<<<< UPSTREAM NODE ELEVATION(FEET) = 1498.00 DOWNSTREAM NODE ELEVATION(FEET) = 1484.00 FLOW LENGTH(FEET) = 900.00 MANNING'S N = .013 DEPTH OF FLOW IN 33.0 INCH PIPE IS 26.3 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 12.33 ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 62.49 TRAVEL TIME(MIN.) = 1.22 TC(MIN.) = 13.06 FLOW PROCESS FROM NODE 26.00 TO NODE 27.00 IS CODE = 8.1 --------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< 5 3 MAINLINE Tc(MIN) = 13.06 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.745 3 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN 225 3 COMMERCIAL A 9.60 .98 .10 32 RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 14.40 .98 .60 32 3 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) _ .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap .40 SUBAREA AREA(ACRES) = 24.00 SUBAREA RUNOFF(CFS) = 72.47 EFFECTIVE AREA(ACRES) = 42.00 AREA - AVERAGED Fm(INCH /HR) _ .27 AREA- AVERAGED Fp(INCH /HR) _ .98 AREA - AVERAGED Ap - .28 ` TOTAL AREA (ACRES) = 42.00 PEAK FLOW RATE(CFS) = 131.29 FLOW PROCESS FROM NODE 27.00 TO NODE 28.00 IS CODE = 3.1 --------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« « < >>>>>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) « <<< ss a s a z s a: x x s c x a z s a a c s a c z x a a x a s a s s s s s z a a z a a a s a a s a a a a s s ssa a s s a a a a s a s z ss s a s s s UPSTREAM NODE ELEVATION(FEET) = 1484.00 DOWNSTREAM NODE ELEVATION(FEET) = 1461.50 FLOW LENGTH(FEET) = 1100.00 MANNING'S N = .013 6 ' DEPTH OF FLOW IN 42.0 INCH PIPE IS 32.2 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 16.57 ESTIMATED PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) 131.29 TRAVEL TIME(MIN.) = 1.11 TC(MIN.) = 14.17 FLOW PROCESS FROM NODE 27.00 TO NODE 28.00 IS CODE = 8.1 ON >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< ?} c a e es s s a= c c c x a c c x a c x c x a a s x c c a c x x a c c x x c x x= a a a c x a a= x a x a a s a a x s x a c x x s c x s c a x =a x x MAINLINE Tc(MIN) = 14.17 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.567 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 7.00 .98 .10 32 RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 31.00 .98 .60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) _ .98 P" SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .51 SUBAREA AREA(ACRES) = 38.00 SUBAREA RUNOFF(CFS) = 105.04 EFFECTIVE AREA(ACRES) = 80.00 AREA- AVERAGED Fm(INCH /HR) _ .38 AREA- AVERAGED Fp(INCH /HR) _ .98 AREA - AVERAGED Ap = .39 om TOTAL AREA(ACRES) = 80.00 PEAK FLOW RATE(CFS) = 229.59 UM *******, r, r***, r** r*, r*, r******, r** w** w******, r*, r, r ,rwrr * * *,r * * *,rvr *,r,rw *,r * * *,e ,r *,r,► * *w *,r *,e - FLOW PROCESS FROM NODE 28.00 TO NODE 29.00 IS CODE = 3.1 >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<<<< >> >>>USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW)<<<<< UPSTREAM NODE ELEVATION(FEET) = 1461.50 DOWNSTREAM NODE ELEVATION(FEET) = 1455.00 FLOW LENGTH(FEET) = 1320.00 MANNING'S N = 013 DEPTH OF FLOW IN 66.0 INCH PIPE IS 54.1 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 11.02 ESTIMATED PIPE DIAMETER(INCH) = 66.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 229.59 TRAVEL TIME(MIN.) = 2.00 TC(MIN.) = 16.16 FLOW PROCESS FROM NODE 28.00 TO NODE 29.00 IS CODE = 8.1 --------------------------------------------------------------------- - - - - -- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< saxsaays =csae =cassvcxsaxsssx sxxxxsa xss s :x ssaasss asasssssssassasxxssaxsssacx MAINLINE Tc(MIN) = 16.16 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.295 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 25.00 .98 .10 32 SCHOOL A 55.00 .98 .60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .44 SUBAREA AREA(ACRES) = 80.00 SUBAREA RUNOFF(CFS) = 206.11 EFFECTIVE AREA(ACRES) 160.00 AREA - AVERAGED Fm(INCH /HR) _ .41 AREA- AVERAGED Fp(INCH /HR) = .98 AREA - AVERAGED Ap - .42 TOTAL AREA(ACRES) = 160.00 PEAK FLOW RATE(CFS) = 416.17 r*****, r*, r*, r, r., r***, r**, r*, r*, r, r, r* r* r**** r**.** rw* r..** r rww r *•w * * * * * * * * * * FLOW PROCESS FROM NODE 29.00 TO NODE 30.00 IS CODE = 3.1 - ---- -------- ----- ----- --------- --- ----- --------- --- ----- -- ----- ----------- y >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) <<<<< = s s s s s s == s c c == c= s= c= e == c c s s s= c c c s s == c s s s s c x x x s s s= x x s s ss s s s s s= v c s= x x s s x= s s= s= on g; UPSTREAM NODE ELEVATION(FEET) - 1455.00 DOWNSTREAM NODE ELEVATION(FEET) = 1448.50 FLOW LENGTH(FEET) = 1320.00 MANNING'S N = .013 DEPTH OF FLOW IN 84.0 INCH PIPE IS 65.5 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 12.92 ESTIMATED PIPE DIAMETER(INCH) = 84.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 416.17 TRAVEL TIME(MIN.) = 1.70 TC(MIN.) = 17.86 * t****,►, r, r, r*«*, r, r**, r*****, r**, rrr, r+ r, r********* r*** r* r* r** r t* , r , r * * * * * * * * * * * * FLOW PROCESS FROM NODE 29.00 TO NODE 30.00 IS CODE = 8.1 --------------------------------------------------------------------- - - - - -- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< - - - -- - - -- ----------------------------------------- MAINLINE Tc(MIN) = 17.86 W 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.103 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 33.00 .98 .10 32 RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 47.00 .98 .60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = .97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .39 SUBAREA AREA(ACRES) = 80.00 SUBAREA RUNOFF(CFS) = 195.78 EFFECTIVE AREA(ACRES) = 240.00 AREA- AVERAGED Fm(INCH /HR) _ .40 AREA- AVERAGED Fp(INCH /HR) = .98 AREA- AVERAGED Ap = .41 TOTAL AREA(ACRES) = 240.00 PEAK FLOW RATE(CFS) = 584.27 * v., r, e**** w, e, rrr********., r***, r, r, r r*•** r•** rr r** rr* r r*+ r r** w* w * * * * * * * * * * * * FLOW PROCESS FROM NODE 30.00 TO NODE 23.00 IS CODE = 3.1 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<<<< >> >>>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW)<<<<< ------------------------- UPSTREAM NODE ELEVATION(FEET) = 1448.50 DOWNSTREAM NODE ELEVATION(FEET) = 1395.00 FLOW LENGTH(FEET) = 2640.00 MANNING'S N = .013 DEPTH OF FLOW IN 72.0 INCH PIPE IS 58.6 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 23.69 ESTIMATED PIPE DIAMETER(INCH) = 72.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 584.27 TRAVEL TIME(MIN.) = 1.86 TC(MIN.) = 19.72 FLOW PROCESS FROM NODE 31.00 TO NODE 32.00 IS CODE = 2.1 ------------------------------------------------------------ >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS «« <. sasx sxxxxasxaxxsssaaxaxxxx sx saxxxx axxsx xsxasasaax :axxaxaxxsxxsaax : saas :sx ax INITIAL SUBAREA FLOW- LENGTH(FEET) = 900.00 UPSTREAM ELEVATION(FEET) 1511.00 DOWNSTREAM ELEVATION(FEET) = 1488.00 ELEVATION DIFFERENCE(FEET) = 23.00 TC = K *[(LENGTH ** 3.00 }/(ELEVATION CHANGE)] ** .20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 9.618 100 YEAR RAINFALL INTENSITY(INCH /HR) = 4.499 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) COMMERCIAL A 2.80 .98 .10 32 9.62 RESIDENTIAL PR "5 -7 DWELLINGS /ACRE" A 7.20 .98 .50 32 12.31 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .39 SUBAREA RUNOFF(CFS) 37.09 TOTAL AREA(ACRES) = 10.00 PEAK FLOW RATE(CFS) = 37.09 kv ********************************************* * * * *** * * * * * * ** * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 32.00 TO NODE 33.00 IS CODE = 6.2 - ----------------------------------------------------------------- 6r0 >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>>( STREET TABLE SECTION # 1 USED) <<<<< �xa: axxxxxaaaxaaxaaaaaxaxasxxxxxaaxasxxxxasxsaxxasxxaxxxx xxxax sex saaxsxsxxaa UPSTREAM ELEVATION(FEET) = 1488.00 DOWNSTREAM ELEVATION(FEET) = 1463.00 STREET LENGTH(FEET) = 1300.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 12.00 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = .020 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) 65.57 ** *STREET FLOWING FULL * ** STREET FLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = .63 HALFSTREET FLOOD WIDTH(FEET) = 14.58 AVERAGE FLOW VELOCITY(FEET /SEC.) = 5.79 PRODUCT OF DEPTH &VELOCITY = 3.66 3 STREET FLOW TRAVEL TIME(MIN.) = 3.74 TC(MIN.) = 13.36 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.694 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "5 -7 DWELLINGS /ACRE" A 20.00 .98 .50 32 3 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50 SUBAREA AREA(ACRES) = 20.00 SUBAREA RUNOFF(CFS) = 57.71 EFFECTIVE AREA(ACRES) = 30.00 AREA- AVERAGED Fm(INCH /HR) _ .45 AREA- AVERAGED Fp(INCH /HR) = .97 AREA- AVERAGED Ap = .46 TOTAL AREA(ACRES) = 30.00 PEAK FLOW RATE(CFS) = 87.55 END OF SUBAREA STREET FLOW HYDRAULICS: 22$ DEPTH(FEET) _ .69 HALFSTREET FLOOD WIDTH(FEET) - 14.58 FLOW VELOCITY(FEET /SEC.) = 6.49 DEPTH *VELOCITY - 4.45 FLOW PROCESS FROM NODE 33.00 TO NODE 34.00 IS CODE = 3.1 --------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) <<<<< ess xsssxsx= cxsxx= s= __asssssas= ss= xssesss =sss sxssxsasx=sssaxxs ssss sssaxssss= UPSTREAM NODE ELEVATION(FEET) = 1463.00 DOWNSTREAM NODE ELEVATION(FEET) = 1459.00 FLOW LENGTH(FEET) = 800.00 MANNING'S N = .013 DEPTH OF FLOW IN 48.0 INCH PIPE IS 35.1 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 8.89 ESTIMATED PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES 1 PIPE- FLOW(CFS) = 87.55 TRAVEL TIME(MIN.) = 1.50 TC(MIN.) = 14.86 FLOW PROCESS FROM NODE 33.00 TO NODE 34.00 IS CODE - 8.1 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN) = 14.86 tR 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.465 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN El COMMERCIAL A 2.70 .98 .10 32 RESIDENTIAL "5 -7 DWELLINGS /ACRE" A 50.30 .98 .50 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) _ .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .48 SUBAREA AREA(ACRES) = 53.00 SUBAREA RUNOFF(CFS) = 142.99 EFFECTIVE AREA(ACRES) = 83.00 AREA - AVERAGED Fm(INCH /HR) _ .46 AREA- AVERAGED Fp(INCH /HR) _ .98 AREA - AVERAGED Ap = .47 TOTAL AREA(ACRES) = 83.00 PEAK FLOW RATE(CFS) = 224.38 FLOW PROCESS FROM NODE 34.00 TO NODE 35.00 IS CODE = 3.1 --------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<<<< F4 >>>>>USING COMPUTER- ESTIMATED PIPESIZE (NON - PRESSURE FLOW)<<<<< i UPSTREAM NODE ELEVATION(FEET) = 1459.00 DOWNSTREAM NODE ELEVATION(FEET) = 1445.00 FLOW LENGTH(FEET) = 1300.00 MANNING'S N = .013 DEPTH OF FLOW IN 57.0 INCH PIPE IS 45.6 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 14.78 ESTIMATED PIPE DIAMETER(INCH) = 57.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 224.38 TRAVEL TIME(MIN.) = 1.47 TC(MIN.) = 16.33 FLOW PROCESS FROM NODE 34.00 TO NODE 35.00 IS CODE = 8.1 ---------------------------------------------------------------------------- >> >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< MAINLINE Tc(MIN) = 16.33 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.275 -3 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS 2 L� LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 4.50 .98 .10 32 RESIDENTIAL "5 -7 DWELLINGS /ACRE" A 72.50 .98 .50 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) _ .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .48 SUBAREA AREA(ACRES) = 77.00 SUBAREA RUNOFF(CFS) - 194.76 EFFECTIVE AREA(ACRES) = 160.00 AREA - AVERAGED Fm(INCH /HR) _ .46 AREA- AVERAGED Fp(INCH /HR) _ .98 AREA - AVERAGED Ap = .47 TOTAL AREA(ACRES) = 160.00 PEAK FLOW RATE(CFS) = 404.93 FLOW PROCESS FROM NODE 36.00 TO NODE 37.00 IS CODE - 2.1 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<< < g zaaaxxxxssss sass= xxxsszsxax ssxxxaasxxaxxxsxaxxxsxxxszxsas :z :xxs azx asxxxaxz INITIAL SUBAREA FLOW- LENGTH(FEET) = 900.00 UPSTREAM ELEVATION(FEET) = 1490.00 DOWNSTREAM ELEVATION(FEET) = 1470.00 i ELEVATION DIFFERENCE(FEET) = 20.00 im TC = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)] ** .20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 12.168 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.907 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USF GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) RESIDENTIAL "5 -7 DWELLINGS /ACRE" A 2.20 RESIDENTIAL "8 -10 DWELLINGS /ACRE" A 3.80 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = ON SUBAREA RUNOFF(CFS) = 18.80 .98 .50 .98 .40 .97 .44 TOTAL AREA(ACRES) = 6.00 PEAK FLOW RATE(CFS) _ is = 14.45 32 12.66 32 12.17 FLOW PROCESS FROM NODE 37.00 TO NODE 38.00 IS CODE = 6.2 ---- -------- ----- ----- --------- ---- ---- --------- ---- ---- ---- --- ----------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< 40 » » >( STREET TABLE SECTION # 1 USED) « «< UPSTREAM ELEVATION(FEET) = 1470.00 DOWNSTREAM ELEVATION(FEET) = 1460.00 STREET LENGTH(FEET) = 600.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 12.00 INTERIOR STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) _ .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) _ .020 F-1 F! �i * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) STREET FLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) _ .55 HALFSTREET FLOOD WIDTH(FEET) - 19.58 AVERAGE FLOW VELOCITY(FEET /SEC.) = 4.38 PRODUCT OF DEPTH &VELOCITY - 2.41 STREET FLOW TRAVEL TIME(MIN.) = 2.28 TC(MIN.) 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.524 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL LAND USE GROUP RESIDENTIAL "5 -7 DWELLINGS /ACRE" A 18.80 35.27 AREA Fp Ap SCS (ACRES) (INCH /HR) (DECIMAL) CN 8.20 .98 .50 32 Z3° RESIDENTIAL "8 -10 DWELLINGS /ACRE" A 3.80 .98 .40 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) _ .97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .47 3 SUBAREA AREA(ACRES) = 12.00 SUBAREA RUNOFF(CFS) 33.13 EFFECTIVE AREA(ACRES) - 18.00 AREA - AVERAGED Fm(INCH /HR) _ .45 AREA- AVERAGED Fp(INCH /HR) _ .97 AREA - AVERAGED Ap = .46 TOTAL AREA(ACRES) = 18.00 PEAK FLOW RATE(CFS) - 49.86 .3 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) _ .60 HALFSTREET FLOOD WIDTH(FEET) = 14.58 FLOW VELOCITY(FEET /SEC.) = 4.98 DEPTH *VELOCITY = 2.98 FLOW PROCESS FROM NODE 38.00 TO NODE 39.00 IS CODE = 3.1 - ------------ ------------- --------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<<<< » »>USING COMPUTER- ESTIMATED - PIPESIZE (NON - PRESSURE FLOW) «« < _ ssa zaxxxx=== xxxsxxxxxxxsaxxsxasaxx axx sa xa sxxxs sc asaxss sxzxasxasaaassssaax UPSTREAM NODE ELEVATION(FEET) = 1460.00 DOWNSTREAM NODE ELEVATION(FEET) = 1442.00 FLOW LENGTH(FEET) = 900.00 MANNING'S N = .013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 21.9 INCHES `� PIPE -FLOW VELOCITY(FEET /SEC.) = 13.00 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 49.86 TRAVEL TIME(MIN.) = 1.15 TC(MIN.) = 15.60 FLOW PROCESS FROM - NODE - - -- 38_00 - TO - NODE -- 39.00 IS CODE = 8.1 y >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< x x x x x x x x x x x = _= x x x x x a x x x x x x x x x c x x sx x= c s x x x x x c o x x c x xx x x a ax s sx x x s s x a x as a x s x x x x s MAINLINE Tc(MIN) = 15.60 100 YEAR RAINFALL INTENSITY(INCH /HR) - 3.366 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS ' LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "8 -10 DWELLINGS /ACRE" A 3.80 .98 .40 32 RESIDENTIAL "5 -7 DWELLINGS /ACRE" A 20.20 .98 .50 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) _ .97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .48 SUBAREA AREA(ACRES) = 24.00 SUBAREA RUNOFF(CFS) = 62.50 EFFECTIVE AREA(ACRES) = 42.00 AREA- AVERAGED Fm(INCH /HR) _ .46 AREA- AVERAGED Fp(INCH /HR) _ .98 AREA - AVERAGED Ap = .47 TOTAL AREA(ACRES) = 42.00 PEAK FLOW RATE(CFS) = 109.79 rr**** *************************************** * * * * * * * ** * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 39.00 TO NODE 40.00 IS CODE = 3.1 ------------------------------------------------ >> >>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« « >> >>>USING COMPUTER- ESTIMATED PIPESIZE (NON - PRESSURE FLOW) <<<<< xaxxxxxx xxx== xxsxxxxxxxxxxxxx ssaaa sxssaaxxaxaxxaxxssxsxx xax xxxx xxaxsxaxaxxze UPSTREAM NODE ELEVATION(FEET) = 1442.00 DOWNSTREAM NODE ELEVATION(FEET) = 1423.00 FLOW LENGTH(FEET) = 1100.00 MANNING'S N = .013 DEPTH OF FLOW IN 42.0 INCH PIPE IS 29.8 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 15.04 ESTIMATED PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 109.79 3 TRAVEL TIME(MIN.) = 1.22 TC(MIN.) = 16.82 Z�1 FLOW PROCESS FROM NODE 39.00 TO NODE 40.00 IS CODE = 8.1 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< MAINLINE Tc(MIN) = 16.82 q► 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.217 SUBAREA LOSS RATE DATA(AMC II): SCS DEVELOPMENT TYPE/ SCS SOIL AREA Fp AP LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "8 -10 DWELLINGS /ACRE" A 3.80 .98 .40 32 RESIDENTIAL "5 -7 DWELLINGS /ACRE" A 34.20 .98 .50 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) _ .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .49 SUBAREA AREA(ACRES) = 38.00 SUBAREA RUNOFF(CFS) 93.68 EFFECTIVE AREA(ACRES) = 80.00 AREA - AVERAGED Fm(INCH /HR) _ .47 AREA- AVERAGED Fp(INCH /HR) _ .98 AREA- AVERAGED Ap = .48 TOTAL AREA(ACRES) = 80.00 PEAK FLOW RATE(CFS) = 197.86 1� FLOW PROCESS FROM NODE 40.00 TO NODE 41.00 IS CODE = 3.1 -------------------------------------------------------------- P >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER- ESTIMATED PIPESIZE (NON - PRESSURE FLOW) <<<<< -- UPSTREAM NODE ELEVATION(FEET) = 1423.00 DOWNSTREAM NODE ELEVATION(FEET) = 1408.00 FLOW LENGTH(FEET) = 1320.00 MANNING'S N .013 DEPTH OF FLOW IN 54.0 INCH PIPE IS 42.8 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 14.64 ESTIMATED PIPE DIAMETER(INCH) = 54.00 NUMBER OF PIPES 1 PIPE- FLOW(CFS) = 197.86 TRAVEL TIME(MIN.) 1.50 TC(MIN.) = 18.32 FLOW PROCESS FROM NODE 40.00 TO NODE 41.00 IS CODE = 8.1 _ ------------------------------------- ------ --- -------- --- --------- - >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« <<< MAINLINE TC(MIN) = 18.32 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.056 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "8 -10 DWELLINGS /ACRE" A 15.00 .98 .40 32 RESIDENTIAL "5 -7 DWELLINGS /ACRE" A 55.00 .98 .50 32 PUBLIC PARK A 10.00 .98 .85 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) -_ .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap - .52 SUBAREA AREA(ACRES) = 80.00 SUBAREA RUNOFF(CFS) = 183.18 EFFECTIVE AREA(ACRES) 160.00 AREA - AVERAGED Fm(INCH /HR) _ .49 AREA- AVERAGED Fp(INCH /HR) _ .98 AREA- AVERAGED Ap = .50 TOTAL AREA(ACRES) 160.00 PEAK FLOW RATE(CFS) 369.45 FLOW PROCESS FROM NODE 41.00 TO NODE 42.00 IS CODE 3.1 ----- ---- ---- --------- ---- ---- ---- --- ----------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<<<< >> >>>USING COMPUTER- ESTIMATED PIPESIZE (NON - PRESSURE FLOW)<<<<< 23Z ssassxsass =sss ssssssx sas asz= sz asaaaaaxss saa a=a aszx aassszssaxszaaaamsasxasaa UPSTREAM NODE ELEVATION(FEET) 1408.00 DOWNSTREAM NODE ELEVATION(FEET) = 1395.00 FLOW LENGTH(FEET) = 1320.00 MANNING'S N = .013 DEPTH OF FLOW IN 72.0 INCH PIPE IS 53.5 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 16.40 ESTIMATED PIPE DIAMETER(INCH) = 72.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 369.45 TRAVEL TIME(MIN.) = 1.34 TC(MIN.) = 19.67 1� FLOW PROCESS FROM NODE 41.00 TO NODE 42.00 IS CODE - 8.1 f- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< m s ss z a s a s s c a s s s a a s s s s s s s s a s a s s a a s as a s a a s a s a s s a x s s a s ss a a z s a s s a s s s ssa a a a s as as MAINLINE TC(MIN) = 19.67 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.929 FLOW PROCESS FROM NODE 43.00 TO NODE 44.00 IS CODE = 2.1 >> >>>RATICNAL METHOD INITIAL SUBAREA ANALYSIS<<<<< INITIAL SUBAREA FLOW- LENGTH(FEET) = 900.00 UPSTREAM ELEVATION(FEET) = 1447.00 DOWNSTREAM: ELEVATION(FEET) = 1428.00 ELEVATION DIFFERENCE(FEET) = 19.00 TC = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE) ** .20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 9.992 100 YEAR RAINFALL INTENSITY(INCH /HR) = 4.397 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) COMMERCIAL A 6.00 .98 .10 32 9.99 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) _ .98 3 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap .10 SUBAREA RUNOFF(CFS) = 23.22 TOTAL AREA(ACRES) = 6.00 PEAK FLOW RATE(CFS) = 23.22 ******************************************** * * * * * * * *** * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 44.00 TO NODE 45.00 IS CODE = 6.2 --------------------------------------------------------------------------- >> >>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA"' <<< >>>>>( STREET TABLE SECTION # 1 USED) <<<<< = a a s a s a s s s x s s x s s a x s s a a a s UPSTREAM ELEVATION(FEET) = 1428.00 DOWNSTREAM ELEVATION(FEET) = 1417.00 STREET LENGTH(FEET) = 600.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 12.00 2�3 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 15.00 .98 .10 32 RESIDENTIAL "5 -7 DWELLINGS /ACRE" A 55.00 .98 .50 32 SCHOOL A 10.00 .98 .60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) _ .98 L SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .44 SUBAREA AREA(ACRES) = 80.00 SUBAREA RUNOFF(CFS) = 180.19 EFFECTIVE AREA(ACRES) = 240.00 AREA - AVERAGED Fm(INCH /HR) _ .47 " AREA- AVERAGED Fp(INCH /HR) _ .98 AREA- AVERAGED Ap = .48 w TOTAL AREA(ACRES) = 240.00 PEAK FLOW RATE(CFS) = 531.38 FLOW PROCESS FROM NODE 43.00 TO NODE 44.00 IS CODE = 2.1 >> >>>RATICNAL METHOD INITIAL SUBAREA ANALYSIS<<<<< INITIAL SUBAREA FLOW- LENGTH(FEET) = 900.00 UPSTREAM ELEVATION(FEET) = 1447.00 DOWNSTREAM: ELEVATION(FEET) = 1428.00 ELEVATION DIFFERENCE(FEET) = 19.00 TC = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE) ** .20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 9.992 100 YEAR RAINFALL INTENSITY(INCH /HR) = 4.397 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) COMMERCIAL A 6.00 .98 .10 32 9.99 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) _ .98 3 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap .10 SUBAREA RUNOFF(CFS) = 23.22 TOTAL AREA(ACRES) = 6.00 PEAK FLOW RATE(CFS) = 23.22 ******************************************** * * * * * * * *** * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 44.00 TO NODE 45.00 IS CODE = 6.2 --------------------------------------------------------------------------- >> >>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA"' <<< >>>>>( STREET TABLE SECTION # 1 USED) <<<<< = a a s a s a s s s x s s x s s a x s s a a a s UPSTREAM ELEVATION(FEET) = 1428.00 DOWNSTREAM ELEVATION(FEET) = 1417.00 STREET LENGTH(FEET) = 600.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 12.00 2�3 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = .020 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 43.10 ** *STREET FLOWING FULL * ** STREET FLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) _ .57 HALFSTREET FLOOD WIDTH(FEET) = 14.58 AVERAGE FLOW VELOCITY(FEET /SEC.) = 4.82 PRODUCT OF DEPTH &VELOCITY = 2.76 STREET FLOW TRAVEL TIME(MIN.) = 2.07 TC(MIN.) = 12.07 100 YEAR RAINFALL INTENSITY(INCH /HR) - 3.927 ? SUBAREA LOSS RATE DATA(AMC II): Ap SCS DEVELOPMENT TYPE/ SCS SOIL AREA Fp SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN /o COMMERCIAL A 9.00 .98 .10 32 RESIDENTIAL 17.00 .98 .60 32 "3 -4 DWELLINGS /ACRE" A 3.00 .98 .60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = .98 Fp(INCH /HR) _ .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .23 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .45 SUBAREA AREA(ACRES) = 12.00 SUBAREA RUNOFF(CFS) 40.04 SUBAREA RUNOFF(CFS) = 70.86 EFFECTIVE AREA(ACRES) = 18.00 AREA- AVERAGED Fm(INCH /HR) _ .18 .33 AREA- AVERAGED Fp(INCH /HR) = .98 AREA - AVERAGED Ap = .18 AREA- AVERAGED Ap = .34 0 TOTAL AREA(ACRES) = 18.00 PEAK FLOW RATE(CFS) = 60.72 M END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .62 HALFSTREET FLOOD WIDTH(FEET) = 14.58 P FLOW VELOCITY(FEET /SEC.) = 5.55 DEPTH *VELOCITY = 3.45 M FLOW PROCESS FROM NODE 45.00 TO NODE 46.00 IS CODE = 3.1 >> >>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>> USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW)<< <<< UPSTREAM NODE ELEVATION(FEET) = 1417.00 DOWNSTREAM NODE ELEVATION(FEET) = 1400.00 FLOW LENGTH(FEET) = 900.00 MANNING'S N = .013 DEPTH OF FLOW IN 33.0 INCH PIPE IS 23.5 INCHES PIPE -FL041 VELOCITY(FEET /SEC.) = 13.41 ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPE- FLOP](CFS) = 60.72 TRAVEL TIME(MIN.) = 1.12 TC(MIN.) = 13.19 FLOW PROCESS FROM NODE 45.00 TO NODE 46.00 IS CODE = 8.1 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< MAINLINE Tc(MIN) = 13.19 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.723 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 17.00 .98 .60 32 COMMERCIAL A 7.00 .98 .10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) _ .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .45 SUBAREA AREA(ACRES) = 24.00 SUBAREA RUNOFF(CFS) = 70.86 EFFECTIVE AREA(ACRES) = 42.00 AREA- AVERAGED Fm(INCH /HR) _ .33 AREA- AVERAGED Fp(INCH /HR) _ .98 AREA- AVERAGED Ap = .34 2� TOTAL AREA(ACRES) = 42.00 PEAK FLOW RATE(CFS) - 128.28 FLOW PROCESS FROM NODE 46.00 TO NODE 47.00 IS CODE = 3.1 >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) < <<< xaxmazasazzaaaaaazszaz= zaszsa xssaaccsaaasaassaa se sa saa ssza aasass sa :s ssaazsa UPSTREAM NODE ELEVATION(FEET) = 1400.00 DOWNSTREAM NODE ELEVATION(FEET) = 1383.00 FLOW LENGTH(FEET) = 1700.00 MANNING'S N = .013 DEPTH OF FLOW IN 48.0 INCH PIPE IS 36.1 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 12.64 ESTIMATED PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1 J , PIPE- FLOW(CFS) = 128.28 TRAVEL TIME(MIN.) = 2.24 TC(MIN.) = 15.43 pa FLOW PROCESS FROM NODE 46.00 TO NODE 47.00 IS CODE = 8.1 ------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< MAINLINE Tc(MIN) = 15.43 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.388 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 40.00 .98 .60 32 COMMERCIAL A 7.00 .98 .10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .53 SUBAREA AREA(ACRES) = 47.00 SUBAREA RUNOFF(CFS) = 121.66 EFFECTIVE AREA(ACRES) = 89.00 AREA- AVERAGED Fm(INCH /HR) _ .43 AREA- AVERAGED Fp(INCH /HR) = .98 AREA - AVERAGED Ap = .44 TOTAL AREA(ACRES) = 89.00 PEAK FLOW RATE(CFS) 237.28 Ali ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 48.00 TO NODE 49.00 IS CODE = 2.1 ------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS < «< INITIAL SUBAREA FLOW- LENGTH(FEET) = 900.00 UPSTREAM ELEVATION(FEET) = 1431.00 DOWNSTREAM ELEVATION(FEET) = 1409.00 ELEVATION DIFFERENCE(FEET) = 22.00 - TC = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)] ** .20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 9.704 100 YEAR RAINFALL INTENSITY(INCH /HR) = 4.475 DATA(AMC II): SUBAREA Tc AND LOSS RATE SCS Tc DEVELOPMENT TYPE/ SCS SOIL AREA Fp GROUP (ACRES) (INCH /HR) AP (DECIMAL) CN (MIN.) LAND USE RESIDENTIAL 56 13.15 "3 -4 DWELLINGS /ACRE" B 1.00 .75 .60 COMMERCIAL B 5.00 .75 .10 56 9.70 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = .75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .18 SUBAREA RUNOFF(CFS) = 23.43 TOTAL AREA(ACRES) = 6.00 PEAK FLOW RATE(CFS) = 23.43 FLOW PROCESS FROM NODE 49.00 TO NODE 50.00 IS CODE = 6.2 •-------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>>( STREET TABLE SECTION # 1 USED) <<<<< z c s x x c= a =_= a a c o a x x a a x a a x s a a x x o a a x c a s x x s a s x x z a a x s =ss x s xxxsz x x s x x s o a sa x x x x s a s UPSTREAM ELEVATION(FEET) = 1409.00 DOWNSTREAM ELfiVAT ION(FEET) = 1400.00 STREET LENGTH(FEET) = 600.00 CURB HEIGHT(INCHES) - 8.0 STREET HALFWIDTH(FEET) = 20.00 ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** No FLOW PROCESS FROM NODE 50.00 TO NODE 51.00 IS CODE = 3.1 ------------------------------------------------------------------ to >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<<<< >> >>> USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) <<<<< UPSTREAM NODE ELEVATION(FEET) = 1400.00 DOWNSTREAM NODE ELEVATION(FEET) = 1385.00 FLOW LENGTH(FEET) = 900.00 MANNING'S N = .013 DEPTH OF FLOW IN 33.0 INCH PIPE IS 24.3 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 12.67 ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 59.48 TRAVEL TIME(MIN.) = 1.18 TC(MIN.) = 13.10 ******************************************** * * * * * * * * * * * ** * * * * * * * * * * * ** * * * ** - FLOW PROCESS FROM NODE 50.00 TO NODE 51.00 IS CODE = 8.1 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< MAINLINE TC(MIN) = 13.10 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.738 I . 256 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 12.00 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = .020 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) - 42.45 ** *STREET FLOWING FULL * ** STREET FLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = .58 HALFSTREET FLOOD WIDTH(FEET) = 14.58 AVERAGE FLOW VELOCITY(FEET /SEC.) - 4.53 PRODUCT OF DEPTH &VELOCITY = 2.64 STREET FLOW TRAVEL TIME(MIN.) = 2.21 TC(MIN.) = 11.91 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.957 6 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "3 -4 DWELLINGS /ACRE" B 3.00 .75 .60 56 COMMERCIAL B 4.50 .75 .10 56 RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 4.50 .98 .60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = .87 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .41 SUBAREA AREA(ACRES) = 12.00 SUBAREA RUNOFF(CFS) = 38.39 EFFECTIVE AREA(ACRES) = 18.00 AREA- AVERAGED Fm(INCH /HR) _ .29 AREA- AVERAGED Fp(INCH /HR) = .85 AREA - AVERAGED Ap = .34 TOTAL AREA(ACRES) = 18.00 PEAK FLOW RATE(CFS) = 59.48 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .64 HALFSTREET FLOOD WIDTH(FEET) = 14.58 FLOW VELOCITY(FEET /SEC.) = 5.16 DEPTH *VELOCITY = 3.29 iw ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** No FLOW PROCESS FROM NODE 50.00 TO NODE 51.00 IS CODE = 3.1 ------------------------------------------------------------------ to >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<<<< >> >>> USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) <<<<< UPSTREAM NODE ELEVATION(FEET) = 1400.00 DOWNSTREAM NODE ELEVATION(FEET) = 1385.00 FLOW LENGTH(FEET) = 900.00 MANNING'S N = .013 DEPTH OF FLOW IN 33.0 INCH PIPE IS 24.3 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 12.67 ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 59.48 TRAVEL TIME(MIN.) = 1.18 TC(MIN.) = 13.10 ******************************************** * * * * * * * * * * * ** * * * * * * * * * * * ** * * * ** - FLOW PROCESS FROM NODE 50.00 TO NODE 51.00 IS CODE = 8.1 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< MAINLINE TC(MIN) = 13.10 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.738 I . 256 • w*, r, r*, r**, r*, r**, r, r, r***, r*, r****, r**, r**, t**, r*, t,►*** w, t***+ tt *,r *,r *,rr,r,r «,r * * * *,r,r * *,r ,r * * *,rrr FLOW PROCESS FROM NODE 51.00 TO NODE 52.00 IS CODE - 3.1 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER - .ESTIMATED PIPESIZE (NON - PRESSURE FLOW) <<<<< a s s s s s s x s s s: z a z x x x s s x a x ss x a x s s s a x a x s s a a x x s s sass : sz s x a xxx sx za a x x s a z :: x x x z s= s UPSTREAM NODE ELEVATION(FEET) = 1385.00 /o DOWNSTREAM NODE ELEVATION(FEET) = 1367.00 6° FLOW LENGTH(FEET) = 1650.00 MANNING'S N = .013 DEPTH OF FLOW IN 48.0 INCH PIPE IS 34.6 INCHES On PIPE -FLOW VELOCITY(FEET /SEC.) = 13.11 ESTIMATED PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 126.97 TRAVEL TIME(MIN.) = 2.10 TC(MIN.) = 15.20 PR * rt, r****, r*** x***, r, t*****, r*** w*, t, r, t*, tv r, r r r t t* t** rw****** rrr r * *rr♦r * * * * * FLOW PROCESS FROM NODE 51.00 TO NODE 52.00 IS CODE = 8.1 *---------------------------------------------------------------------- - - - - -- >> >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN) = 15.20 III 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.419 � SUBAREA LOSS RATE DATA(AMC II): SUBAREA LOSS RATE DATA(AMC II): Ap SCS on LAND USE GROUP DEVELOPMENT TYPE/ SCS SOIL AREA pp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN 12.00 .75 RESIDENTIAL "3 -4 DWELLINGS /ACRE" B 7.00 .75 .60 56 5.00 .98 COMMERCIAL B 4.50 .75 .10 56 RESIDENTIAL "3 -4 DWELLINGS /ACRE" A im "3 -4 DWELLINGS /ACRE" A SUBAREA AVERAGE PERVIOUS LOSS RATE, 12.50 .98 Fp(INCH /HR) _ .89 .60 32 3.00 .75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .51 56 SUBAREA AVERAGE PERVIOUS LOSS SUBAREA AREA(ACRES) = 24.00 SUBAREA RUNOFF(CFS) 70.08 EFFECTIVE AREA(ACRES) = 42.00 AREA - AVERAGED Fm(INCH /HR) _ .38 AREA- AVERAGED Fp(INCH /HR) _ .88 AREA- AVERAGED Ap - .43 = 145.55 TOTAL AREA(ACRES) = 42.00 PEAK FLOW RATE(CFS) = 126.97 • w*, r, r*, r**, r*, r**, r, r, r***, r*, r****, r**, r**, t**, r*, t,►*** w, t***+ tt *,r *,r *,rr,r,r «,r * * * *,r,r * *,r ,r * * *,rrr FLOW PROCESS FROM NODE 51.00 TO NODE 52.00 IS CODE - 3.1 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER - .ESTIMATED PIPESIZE (NON - PRESSURE FLOW) <<<<< a s s s s s s x s s s: z a z x x x s s x a x ss x a x s s s a x a x s s a a x x s s sass : sz s x a xxx sx za a x x s a z :: x x x z s= s UPSTREAM NODE ELEVATION(FEET) = 1385.00 /o DOWNSTREAM NODE ELEVATION(FEET) = 1367.00 6° FLOW LENGTH(FEET) = 1650.00 MANNING'S N = .013 DEPTH OF FLOW IN 48.0 INCH PIPE IS 34.6 INCHES On PIPE -FLOW VELOCITY(FEET /SEC.) = 13.11 ESTIMATED PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 126.97 TRAVEL TIME(MIN.) = 2.10 TC(MIN.) = 15.20 PR * rt, r****, r*** x***, r, t*****, r*** w*, t, r, t*, tv r, r r r t t* t** rw****** rrr r * *rr♦r * * * * * FLOW PROCESS FROM NODE 51.00 TO NODE 52.00 IS CODE = 8.1 *---------------------------------------------------------------------- - - - - -- >> >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN) = 15.20 III 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.419 � SUBAREA LOSS RATE DATA(AMC II): *, r, t*******, r**, r*, r***, r**, r**, r* w*, r** w r**** r* * * *w * * * * * * * * ,r * * * *,r * * : *,r,r,e,e 3 - FLOW PROCESS FROM NODE 52.00 TO NODE 53.00 IS CODE = 3.1 -------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>>USING COMPUTER- ESTIMATED PIPESIZE (NON - PRESSURE FLOW)<<<<< UPSTREAM NODE ELEVATION(FEET) = 1367.00 DOWNSTREAM NODE ELEVATION(FEET) = 1356.00 FLOW LENGTH(FEET) = 1320.00 MANNING'S N = .013 3 DEPTH OF FLOW IN 63.0 INCH PIPE IS 50.0 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 13.89 2 J� DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS on LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "3 -4 DWELLINGS /ACRE" B 12.00 .75 .60 56 COMMERCIAL A 5.00 .98 .10 32 RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 34.00 .98 .60 32 PUBLIC PARK B 3.00 .75 .85 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) _ .90 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .57 SUBAREA AREA(ACRES) = 54.00 SUBAREA RUNOFF(CFS) = 145.55 EFFECTIVE AREA(ACRES) = 96.00 AREA- AVERAGED Fm(INCH /HR) _ .45 AREA- AVERAGED Fp(INCH /HR) _ .89 AREA- AVERAGED Ap = .51 TOTAL AREA(ACRES) = 96.00 PEAK FLOW RATE(CFS) = 256.19 *, r, t*******, r**, r*, r***, r**, r**, r* w*, r** w r**** r* * * *w * * * * * * * * ,r * * * *,r * * : *,r,r,e,e 3 - FLOW PROCESS FROM NODE 52.00 TO NODE 53.00 IS CODE = 3.1 -------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>>USING COMPUTER- ESTIMATED PIPESIZE (NON - PRESSURE FLOW)<<<<< UPSTREAM NODE ELEVATION(FEET) = 1367.00 DOWNSTREAM NODE ELEVATION(FEET) = 1356.00 FLOW LENGTH(FEET) = 1320.00 MANNING'S N = .013 3 DEPTH OF FLOW IN 63.0 INCH PIPE IS 50.0 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 13.89 2 J� ESTIMATED PIPE DIAMETER(INCH) = 63.00 NUMBER OF PIPES 1 PIPE- FLOW(CFS) - 256.19 TRAVEL TIME(MIN.) = 1.58 TC(MIN.) - 16.78 ******************************************* * * * * * * ** * * * * * * * * * * * * * * * * ** * * * ** FLOW PROCESS FROM NODE 52.00 TO NODE 53.00 IS CODE - 8.1 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< s : sesesssssssxsssxssss= ssssxsxasasxxxaxxsss: xxssssxxxxssss :xssa ssxsxasssasea MAINLINE Tc(MIN) = 16.78 100 YEAR RAINFALL INTENSITY(INCH /HR) - 3.222 FLOW PROCESS FROM NODE 54.00 TO NODE 55.00 IS CODE = 2.1 •-------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< 1"1 INITIAL SUBAREA FLOW- LENGTH(FEET) = 900.00 UPSTREAM ELEVATION(FEET) = 1405.00 DOWNSTREAM ELEVATION(FEET) = 1386.00 OR ELEVATION DIFFERENCE(FEET) = 19.00 TC = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)] ** .20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 9.992 SUBAREA LOSS RATE DATA(AMC II): 100 YEAR RAINFALL INTENSITY(INCH /HR) = 4.397 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL B 3.00 .75 PUBLIC PARK B 17.50 .75 .85 56 COMMERCIAL A 10.00 .98 .10 32 RESIDENTIAL SUBAREA RUNOFF(CFS) = 23.22 TOTAL AREA(ACRES) = 6.00 PEAK FLOW RATE(CFS) "3 -4 DWELLINGS /ACRE" A 40.50 .98 .60 32 COMMERCIAL B 21.00 .75 .10 56 RESIDENTIAL "3 -4 DWELLINGS /ACRE" B 6.00 .75 .60 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) _ .87 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .48 SUBAREA AREA(ACRES) = 95.00 SUBAREA RUNOFF(CFS) = 244.59 EFFECTIVE AREA(ACRES) = 191.00 AREA - AVERAGED Fm(INCH /HR) _ .44 AREA- AVERAGED Fp(INCH /HR) _ .88 AREA - AVERAGED Ap .50 TOTAL AREA(ACRES) = 191.00 PEAK FLOW RATE(CFS) = 478.56 FLOW PROCESS FROM NODE 54.00 TO NODE 55.00 IS CODE = 2.1 •-------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< 1"1 INITIAL SUBAREA FLOW- LENGTH(FEET) = 900.00 UPSTREAM ELEVATION(FEET) = 1405.00 DOWNSTREAM ELEVATION(FEET) = 1386.00 OR ELEVATION DIFFERENCE(FEET) = 19.00 * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * FLOW PROCESS FROM NODE 55.00 TO NODE 56.00 IS CODE = 6.2 ---------------------------------------------------------------------------- >> >>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>>( STREET TABLE SECTION # 1 USED)<<<<< = s a a s s s s s s s s s s s s s s s s c s= s a s s s s a s s s a s x s x s s s x s s s a s s a= a s xx ex s s s s a s s s a a a s x s s a x s s UPSTREAM ELEVATION(FEET) = 1386.00 DOWNSTREAM ELEVATION(FEET) = 1374.00 STREET LENGTH(FEET) = 600.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 12.00 INTERIOR STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) _ .020 3 z 3s TC = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)] ** .20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 9.992 OR 100 YEAR RAINFALL INTENSITY(INCH /HR) = 4.397 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) COMMERCIAL B 3.00 .75 .10 56 9.99 COMMERCIAL A 3.00 .98 .10 32 9.99 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) _ .86 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10 SUBAREA RUNOFF(CFS) = 23.22 TOTAL AREA(ACRES) = 6.00 PEAK FLOW RATE(CFS) = 23.22 * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * FLOW PROCESS FROM NODE 55.00 TO NODE 56.00 IS CODE = 6.2 ---------------------------------------------------------------------------- >> >>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>>( STREET TABLE SECTION # 1 USED)<<<<< = s a a s s s s s s s s s s s s s s s s c s= s a s s s s a s s s a s x s x s s s x s s s a s s a= a s xx ex s s s s a s s s a a a s x s s a x s s UPSTREAM ELEVATION(FEET) = 1386.00 DOWNSTREAM ELEVATION(FEET) = 1374.00 STREET LENGTH(FEET) = 600.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 12.00 INTERIOR STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) _ .020 3 z 3s L FLOW PROCESS FROM NODE 56.00 TO NODE 57.00 IS CODE = 3.1 >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<<<< M >>>>> USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) <<<<< UPSTREAM NODE ELEVATION(FEET) = 1374.00 DOWNSTREAM NODE ELEVATION(FEET) = 1360.00 FLOW LENGTH(FEET) = 900.00 MANNING'S N = .013 DEPTH OF FLOW IN 33.0 INCH PIPE IS 25.8 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 12.32 0 ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 It 1 PIPE- FLOW(CFS) = 61.44 TRAVEL TIME(MIN.) = 1.22 TC(MIN.) = 13.22 FLOW PROCESS FROM NODE 56.00 TO NODE 57.00 IS CODE = 8.1 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN) = 13.22 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.717 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) _ .020 DEVELOPMENT TYPE/ SCS SOIL * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) 43.44 Ap SCS ** *STREET FLOWING FULL * ** LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) STREET FLOW MODEL RESULTS USING ESTIMATED FLOW: COMMERCIAL B STREET FLOW DEPTH(FEET) _ .57 .10 56 HALFSTREET FLOOD WIDTH(FEET) = 14.58 COMMERCIAL A 7.00 .98 AVERAGE FLOW VELOCITY(FEET /SEC.) = 4.97 32 PRODUCT OF DEPTH &VELOCITY = 2.82 9.00 .75 .85 STREET FLOW TRAVEL TIME(MIN.) = 2.01 TC(MIN.) = 12.01 SUBAREA AVERAGE PERVIOUS LOSS RATE, 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.939 SUBAREA LOSS RATE DATA(AMC II): SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .38 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS SUBAREA AREA(ACRES) = 24.00 LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL B 6.00 .75 .10 56 .23 COMMERCIAL A 4.00 .98 .10 32 AREA - AVERAGED Ap = PUBLIC PARK B 2.00 .75 .85 56 -3 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) _ .78 PEAK FLOW RATE(CFS) = 131.83 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .23 2 SUBAREA AREA(ACRES) = 12.00 SUBAREA RUNOFF(CFS) 40.72 EFFECTIVE AREA(ACRES) = 18.00 AREA- AVERAGED Fm(INCH /HR) _ .15 AVERAGED Fp(INCH /HR) _ .80 AREA - AVERAGED Ap = .18 E l AREA- TOTAL AREA(ACRES) = 18.00 PEAK FLOW RATE(CFS) = 61.44 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) _ .62 HALFSTREET FLOOD WIDTH(FEET) = 14.58 FLOW VELOCITY(FEET /SEC.) = 5.72 DEPTH *VELOCITY = 3.53 L FLOW PROCESS FROM NODE 56.00 TO NODE 57.00 IS CODE = 3.1 >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<<<< M >>>>> USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) <<<<< UPSTREAM NODE ELEVATION(FEET) = 1374.00 DOWNSTREAM NODE ELEVATION(FEET) = 1360.00 FLOW LENGTH(FEET) = 900.00 MANNING'S N = .013 DEPTH OF FLOW IN 33.0 INCH PIPE IS 25.8 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 12.32 0 ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 It 1 PIPE- FLOW(CFS) = 61.44 TRAVEL TIME(MIN.) = 1.22 TC(MIN.) = 13.22 FLOW PROCESS FROM NODE 56.00 TO NODE 57.00 IS CODE = 8.1 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN) = 13.22 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.717 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL B 8.00 .75 .10 56 COMMERCIAL A 7.00 .98 .10 32 PUBLIC PARK B 9.00 .75 .85 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) _ .77 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .38 SUBAREA AREA(ACRES) = 24.00 SUBAREA RUNOFF(CFS) = 74.13 EFFECTIVE AREA(ACRES) = 42.00 AREA- AVERAGED Fm(INCH /HR) _ .23 AREA- AVERAGED Fp(INCH /HR) _ .77 AREA - AVERAGED Ap = .30 -3 TOTAL AREA(ACRES) = 42.00 PEAK FLOW RATE(CFS) = 131.83 2 v5� ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 57.00 TO NODE 58.00 IS CODE - 3.1 -------------------------------------------------------------------- >> »>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA-c "" << < >>>>>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) « <<< -xa x= xxxaxxaxaxaxxxax xasxxxxxassaxxaassaa sxxxaxxaaxsxaxx axxxxxsaaaxxaaax UPSTREAM NODE ELEVATION(FEET) = 1360.00 DOWNSTREAM NODE ELEVATION(FEET) = 1346.00 FLOW LENGTH(FEET) = 1250.00 MANNING'S N = .013 DEPTH OF FLOW IN 48.0 INCH PIPE IS 35.3 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 13.32 ESTIMATED PIPE DIAMETER(INCH) - 48..00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 131.83 TRAVEL TIME(MIN.) = 1.56 TC(MIN.) = 14.79 #R FLOW PROCESS FROM NODE 57.00 TO NODE 58.00 IS CODE = 8.1 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< .a a x x x x x c= x a x x a x x x c x x x a a x x x x x x c c x a x x a= x x a x a ax a x as as x x a x a x x cx x a x x a vx x a a a a x x a MAINLINE Tc(MIN) = 14.79 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.476 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN PUBLIC PARK B 5.50 .75 .85 56 RESIDENTIAL "3 -4 DWELLINGS /ACRE" B 19.50 .75 .60 56 COMMERCIAL A 15.50 .98 .10 32 RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 7.00 .98 .60 32 PUBLIC PARK A 2.50 .98 .85 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) _ .82 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .49 SUBAREA AREA(ACRES) = 50.00 SUBAREA RUNOFF(CFS) = 135.13 EFFECTIVE AREA(ACRES) = 92.00 AREA - AVERAGED Fm(INCH /HR) _ .32 AREA- AVERAGED Fp(INCH /HR) _ .81 AREA- AVERAGED Ap = .40 TOTAL AREA (ACRES) = 92.00 PEAK FLOW RATE(CFS) = 261.20 ?: FLOW PROCESS FROM NODE 58.00 TO NODE 59.00 IS CODE = 3.1 -------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< >> >>>USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW)<<<<< UPSTREAM NODE ELEVATION(FEET) = 1346.00 DOWNSTREAM NODE ELEVATION(FEET) = 1339.00 FLOW LENGTH(FEET) = 1350.00 MANNING'S N = .013 DEPTH OF FLOW IN 69.0 INCH PIPE IS 55.6 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 11.65 ESTIMATED PIPE DIAMETER(INCH) = 69.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 261.20 TRAVEL TIME(MIN.) = 1.93 TC(MIN.) = 16.72 FLOW PROCESS FROM NODE 58.00 TO NODE 59.00 IS CODE = 8.1 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< MAINLINE Tc(MIN) = 16.72 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.229 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS 1: ?r�13 FLOW PROCESS FROM NODE 59.00 TO NODE 60.00 IS CODE = 3.1 --------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<<<< >> >>>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) < <<< = aaxcxcs= caaaxxvz xxa= aaxzzaaaa xz ax szsssaaaaasaassaxaazsssacsaazaa saax azaaaa UPSTREAM NODE ELEVATION(FEET) = 1339.00 DOWNSTREAM NODE ELEVATION(FEET) = 1327.00 FLOW LENGTH(FEET) = 1320.00 MANNING'S N = .013 DEPTH OF FLOW IN 75.0 INCH PIPE IS 58.7 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 16.29 ESTIMATED PIPE DIAMETER(INCH) = 75.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 419.67 TRAVEL TIME(MIN.) = 1.35 TC(MIN.) = 18.07 FLOW PROCESS FROM NODE 59.00 TO NODE 60.00 IS CODE = 8.1 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< MAINLINE Tc(MIN) = 18.07 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.082 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 55.00 .98 .10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = 55.00 SUBAREA RUNOFF(CFS) = 147.73 EFFECTIVE AREA(ACRES) = 211.00 AREA - AVERAGED Fm(INCH /HR) _ .20 AREA- AVERAGED Fp(INCH /HR) = .84 AREA - AVERAGED Ap = .24 TOTAL AREA(ACRES) = 211.00 PEAK FLOW RATE(CFS) = 546.75 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 211.00 TC(MIN.) 18.07 EFFECTIVE AREA(ACRES) = 211.00 AREA - AVERAGED Fm(INCH /HR)= .20 AREA- AVERAGED Fp(INCH /HR) _ .84 AREA- AVERAGED Ap = .24 PEAK FLOW RATE(CFS) = 546.75 END OF RATIONAL METHOD ANALYSIS E K' 21 -2 - 3 7 LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) 36.00 CN 32 COMMERCIAL A .98 .10 COMMERCIAL B 25.00 .75 .10 56 PUBLIC PARK A 3.00 .98 .85 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) _ .91 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .14 SUBAREA AREA(ACRES) = 64.00 SUBAREA RUNOFF(CFS) - 178.40 EFFECTIVE AREA(ACRES) = 156.00 AREA - AVERAGED Fm(INCH /HR) _ .24 AREA- AVERAGED Fp(INCH /HR) _ .83 AREA - AVERAGED Ap - .29 TOTAL AREA(ACRES) = 156.00 PEAK FLOW RATE(CFS) = 419.67 FLOW PROCESS FROM NODE 59.00 TO NODE 60.00 IS CODE = 3.1 --------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<<<< >> >>>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) < <<< = aaxcxcs= caaaxxvz xxa= aaxzzaaaa xz ax szsssaaaaasaassaxaazsssacsaazaa saax azaaaa UPSTREAM NODE ELEVATION(FEET) = 1339.00 DOWNSTREAM NODE ELEVATION(FEET) = 1327.00 FLOW LENGTH(FEET) = 1320.00 MANNING'S N = .013 DEPTH OF FLOW IN 75.0 INCH PIPE IS 58.7 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 16.29 ESTIMATED PIPE DIAMETER(INCH) = 75.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 419.67 TRAVEL TIME(MIN.) = 1.35 TC(MIN.) = 18.07 FLOW PROCESS FROM NODE 59.00 TO NODE 60.00 IS CODE = 8.1 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< MAINLINE Tc(MIN) = 18.07 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.082 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 55.00 .98 .10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = 55.00 SUBAREA RUNOFF(CFS) = 147.73 EFFECTIVE AREA(ACRES) = 211.00 AREA - AVERAGED Fm(INCH /HR) _ .20 AREA- AVERAGED Fp(INCH /HR) = .84 AREA - AVERAGED Ap = .24 TOTAL AREA(ACRES) = 211.00 PEAK FLOW RATE(CFS) = 546.75 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 211.00 TC(MIN.) 18.07 EFFECTIVE AREA(ACRES) = 211.00 AREA - AVERAGED Fm(INCH /HR)= .20 AREA- AVERAGED Fp(INCH /HR) _ .84 AREA- AVERAGED Ap = .24 PEAK FLOW RATE(CFS) = 546.75 END OF RATIONAL METHOD ANALYSIS E K' 21 -2 - 3 7 IK w 100 YEAR UNIT HYDROGRAPH PROPOSED "11)(DROLDGY 0 0 6i 'o FI F zyD F L 0 0 D R 0 U T I N G A N A L Y S I S USING ORANGE /SAN BERNARDINO COUNTY UNIT- HYDROGRAPH (1986 MANUAL) (c) Copyright 1989 -93 Advanced Engineering Software (aes) Ver. 2.7A Release Date: 7/20/93 License ID 1400 Analysis prepared by: ALLARD ENGINEERING 11993 Magnolia Avenue, Suite G Riverside, California 92503 (909)353 -1945 Fax (909) 353 -1947 * * * * * # * * # # # * * * # * * * * * * # * * ** DESCRIPTION OF STUDY * * * * * * * * * # * * * * # # * # # * * * * * ** BASELINE R.C.B. - FONTANA 100 -YEAR STORM (PROPOSED CONDITION) * b FILE NAME: HBSLNBX.DAT TIME /DATE OF STUDY: 9:20 10/ 2/1997 FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 1 ---------------------------------------------------------------------- - - - - -- >>>>>UNIT- HYDROGRAPH ANALYSIS<<<<< (UNIT - HYDROGRAPH ADDED TO STREAM #1) WATERSHED AREA = 960.000 ACRES BASEFLOW - .000 CFS /SQUARE -MILE *USER ENTERED "LAG" TIME _ .294 HOURS CAUTION: LAG TIME IS LESS THAN .50 HOURS. THE 5- MINUTE PERIOD UH MODEL (USED IN THIS COMPUTER PROGRAM) MAY BE TOO LARGE FOR PEAK FLOW ESTIMATES. VALLEY(DEVELOPED) S -GRAPH SELECTED 00 MAXIMUM WATERSHED LOSS RATE(INCH /HOUR) _ .490 do LOW LOSS FRACTION = .460 * HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEAK 5- MINUTES RAINFALL(INCH)= .55 SPECIFIED PEAK 30- MINUTES RAINFALL(INCH)= 1.13 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 1.50 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 2.75 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 4.00 SPECIFIED PEAK 24 -HOUR RAINFALL(INCH) = 9.30 UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 28.345 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 12.00 MODEL TIME(HOURS) FOR END OF RESULTS = 18.00 - - -- --------------- - UNIT HYDROGRAPH DETERMINATION 2 err PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5- MINUTE FACTOR = .957 30- MINUTE FACTOR = .957 1 -HOUR FACTOR = 957 3 -HOUR FACTOR = .994 6 -HOUR FACTOR = .997 24 -HOUR FACTOR = .998 UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 28.345 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 12.00 MODEL TIME(HOURS) FOR END OF RESULTS = 18.00 - - -- --------------- - UNIT HYDROGRAPH DETERMINATION 2 err ----------------------------- ---------------------------------------------- S GRAPH UNIT HYDROGRAPH NUMBER MEAN - VALUES ---------- ORDINATES(CFS) - - -- ---- - 1 - - - -- 1.743 202.408 2 9.700 923.790 3 26.258 1922.346 4 48.647 2599.407 5 70.637 2552.971 6 84.630 1624.592 ON 7 92.097 866.931 ki 8 96.137 469.019 X11 9 98.040 220.932 10 98.643 70.012 11 99.174 61.700 12 99.670 57.534 13 99.917 28.767 14 100.000 9.588 i --------------------------------------------------------------------- - - - - -- TOTAL STORM RAINFALL(INCHES) = 9.28 TOTAL SOIL- LOSS(INCHES) = 4.01 TOTAL EFFECTIVE RAINFALL(INCHES) = 5.27 6j TOTAL SOIL -LOSS VOLUME(ACRE -FEET) = 320.8296 TOTAL STORM RUNOFF VOLUME(ACRE -FEET) = 421.5179 ---------------------------------------------------------------------------- A 1 it 0 H 0 r� GI 2 21/ 1 essssasss a s a s s a a s a s s s s s s s s s s s a a s s s s m s a s s a s a s= s cc s a s s s s s a a sa e e a ss s s s s s a s s a a s 2 4 - H O U R S T 0 R M R U N O F F H Y D R 0 G R A P H 2YZ HYDROGRAPH IN FIVE- MINUTE INTERVALS(CFS) --------------------------------- TIME(HRS) VOLUME(AF) Q(CFS) 0. ---------------------------- 500.0 1000.0 1500.0 2000.0 --2083-------- 12.. 083 -- ------ 148.2804 --- --- ----- 205.45 ---------- Q ------------------------------ V ' 12.167 149.6940 205.26 Q V 12.250 151.0934 203.20 Q V ' 12.333 152.4701 199.89 Q V -3 12.417 153.8251 196.75 Q V ' 12.500 155.1712 195.45 Q V 12.583 156.5189 195.69 Q V ' 12.667 157.8740 196.75 Q V 3 12.750 159.2401 198.36 Q V 12.833 160.6198 200.33 Q V 12.917 162.0137 202.40 Q V pml 13.000 163.4223 204.54 Q V fir 13.083 164.8468 206.83 Q V 13.167 166.2878 209.23 Q V 13.250 167.7462 211.76 Q V 13.333 169.2226 214.38 Q V ja 13.417 170.7179 217.12 Q V 13.500 172.2327 219.95 Q V 13.583 173.7681 222.93 Q V 13.667 175.3247 226.02 Q V 10 13.750 176.9038 229.28 Q V 13.833 178.5061 232.67 Q V 13.917 180.1331 236.24 Q V 14.000 181.7859 239.98 Q V iW 14.083 183.4682 244.27 Q V 14.167 185.1896 249.95 Q V 14.250 186.9632 257.53 Q V � 14.333 188.7983 266.46 Q V N 14.417 190.6964 275.59 Q V 14.500 192.6484 283.44 Q V 14.583 194.6484 290.39 Q V 14.667 196.6940 297.02 Q V W 14.750 198. 7856 303.70 Q V ' 14.833 200.9244 310.57 Q V. 14.917 203.1146 318.01 Q V. 15.000 205.3600 326.03 Q V. irl 15.083 207.6657 334.79 Q V. 15.167 210.0370 344.32 Q V. 15.250 212.4812 354.90 Q V 3 15.333 215.0062 366.64 Q V 15.417 217.6068 377.61 Q V 15.500 220.2384 382.10 Q V 15.583 222.8393 377.65 Q V 3 15.667 225.3779 368.60 Q V 15.750 227.8896 364.7 Q V 15.833 230.4918 377.8 Q V 15.917 233.3444 414.19 Q V 16.000 236.7423 493.38 Q. V 16.083 241.6545 713.24 Q V 16.167 249.6857 1166.13 Q 16.250 261.2672 1681.64 Q V Q' 3 16.333 274.7204 1953.41 V Q 16.417 287.2599 1820.72 16.500 296.2611 1306.98 Q V 16.583 302.3908 890.03 Q V 3 16.667 306.9117 656.43 Q V. 16.750 310.4450 513.03 Q V. 16.833 313.3634 423.76 Q V. 2YZ FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE = 5.2 ---------------------------------------------------------------------------- >>>>> MODEL CHANNEL ROUTING BY THE CONVEX METHOD <<<<< a x x x s a x s s a x x s s s x x= x s s s s s x x s s x x s s s x s s s x s s x s x= s x x x x s s x x s= x x s s x x= s s xx x s x s x x x x THE MODIFIED C- ROUTING COEFFICIENT IS ESTIMATED IN ORDER TO ROUTE THE STREAM 1 INFLOW HYDROGRAPH BY 5- MINUTE INTERVALS(Reference: the National Engineering Handbook, Hydrology, Chapter 17, page 17 -52, August,1972, U.S. Department of Commerce). ASSUMED REGULAR CHANNEL INFORMATION: BASEWIDTH(FT) = 16.00 CHANNEL Z = .00 UPSTREAM ELEVATION = 1395.00 DOWNSTREAM ELEVATION = 1394.00 CHANNEL LENGTH(FT) = 660.00 MANNING'S FACTOR = .014 CONSTANT LOSS RATE(CFS) _ .00 CHANNEL ROUTING COEFFICIENT ESTIMATED: MAXIMUM INFLOW(CFS) = 1953.41 AVERAGE FLOWRATE IN EXCESS OF 501 MAXIMUM INFLOW = 1585.78 CHANNEL NORMAL VELOCITY FOR Q = 1585.78 CFS = 10.87 FPS ESTIMATED CHANNEL ROUTING COEFFICIENT = .865 go MODIFIED CHANNEL ROUTING COEFFICIENT FOR 5- MINUTE UNIT INTERVALS IS CSTAR = 1.000 16.917 316.0950 396.63 Q V. 17.000 318.6654 373.22 Q V LOSS 17.083 321.0167 341:41 Q V 17.167 323.1837 314.65 Q V 12.083 17.250 325.2061 293.64 Q V 205.3 17.333 327.1190 277.77 Q V 203.6 17.417 328.9328 263.36 Q V 200.5 17.500 330.6650 251.51 Q V 17.583 332.3304 241.82 Q •V 12.583 17.667 333.9393 233.61 Q V 196.7 17.750 335.4994 226.52 Q V 198.1 17.833 337.0164 220.27 Q •V 200.0 17.917 338.4939 214.54 Q V 18.000 339.9351 209.26 Q V FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE = 5.2 ---------------------------------------------------------------------------- >>>>> MODEL CHANNEL ROUTING BY THE CONVEX METHOD <<<<< a x x x s a x s s a x x s s s x x= x s s s s s x x s s x x s s s x s s s x s s x s x= s x x x x s s x x s= x x s s x x= s s xx x s x s x x x x THE MODIFIED C- ROUTING COEFFICIENT IS ESTIMATED IN ORDER TO ROUTE THE STREAM 1 INFLOW HYDROGRAPH BY 5- MINUTE INTERVALS(Reference: the National Engineering Handbook, Hydrology, Chapter 17, page 17 -52, August,1972, U.S. Department of Commerce). ASSUMED REGULAR CHANNEL INFORMATION: BASEWIDTH(FT) = 16.00 CHANNEL Z = .00 UPSTREAM ELEVATION = 1395.00 DOWNSTREAM ELEVATION = 1394.00 CHANNEL LENGTH(FT) = 660.00 MANNING'S FACTOR = .014 CONSTANT LOSS RATE(CFS) _ .00 CHANNEL ROUTING COEFFICIENT ESTIMATED: MAXIMUM INFLOW(CFS) = 1953.41 AVERAGE FLOWRATE IN EXCESS OF 501 MAXIMUM INFLOW = 1585.78 CHANNEL NORMAL VELOCITY FOR Q = 1585.78 CFS = 10.87 FPS ESTIMATED CHANNEL ROUTING COEFFICIENT = .865 go MODIFIED CHANNEL ROUTING COEFFICIENT FOR 5- MINUTE UNIT INTERVALS IS CSTAR = 1.000 CONVEX METHOD CHANNEL ROUTING RESULTS: OUTFLOW LESS MODEL INFLOW ROUTED LOSS TIME (STREAM 1) FLOW (STREAM 1) MRS) (CFS) (CFS) (CFS) 12.083 205.5 205.2 205.2 12.167 205.3 205.3 205.3 12.250 203.2 203.6 203.6 12.333 199.9 200.5 200.5 12.417 196.7 197.3 197.3 12.500 195.5 195.7 195.7 12.583 195.7 195.6 195.6 12.667 196.7 196.6 196.6 12.750 198.4 198.1 198.1 12.833 200.3 200.0 200.0 12.917 13.000 202.4 204.5 202.0 204.2 202.0 204.2 13.083 206.8 206.4 206.4 13.167 209.2 208.8 208.8 13.250 13.333 211.8 214.4 211.3 213.9 211.3 213.9 13.417 217.1 216.6 216.6 13.500 220.0 219.5 219.5 2 �!3 (UNIT - HYDROGRAPH ADDED TO STREAM #2) WATERSHED AREA = 1040.000 ACRES 3 12 q Y 13.583 222.9 222.4 222.4 13.667 226.0 225.5 225.5 13.750 229.3 228.7 228.7 13.833 232.7 232.1 232.1 13.917 236.2 235.6 235.6 14.000 240.0 239.3 239.3 14.083 244.3 243.5 243.5 14.167 249.9 249.0 249.0 14.250 257.5 256.2 256.2 14.333 266.5 264.9 264.9 14.417 275.6 274.0 274.0 04 14.500 283.4 282.1 282.1 14.583 290.4 289.2 289.2 14.667 297.0 295.9 295.9 14.750 303.7 302.5 302.5 14.833 310.6 309.4 309.4 14.917 318.0 316.7 316.7 �Irr 15.000 326.0 324.6 324.6 15.083 334.8 333.3 333.3 15.167 344.3 342.6 342.6 15.250 354.9 353.0 353.0 15.333 366.6 364.6 364.6 15.417 377.6 375.7 375.7 15.500 382.1 381.3 381.3 15.583 377.6 378.4 378.4 15.667 368.6 370.2 370.2 15.750 364.7 365.4 365.4 ww 15.833 377.8 375.5 375.5 15.917 414.2 407.8 407.8 16.000 493.4 479.5 479.5 16.083 713.2 674.7 674.7 16.167 1166.1 1086.8 1086.8 16.250 1681.6 1591.3 1591.3 16.333 1953.4 1905.8 1905.8 16.417 1820.7 1844.0 1844.0 �w 16.500 1307.0 1397.0 1397.0 16.583 890.0 963.1 963.1 16.667 656.4 697.4 691.4 16.750 513.0 538.2 538.2 �w 16.833 423.8 439.4 439.4 16.917 396.6 401.4 401.4 17.000 373.2 377.3 377.3 17.083 341.4 347.0 347.0 !� 17.167 314.7 319.3 319.3 17.250 293.6 297.3 297.3 17.333 277.8 280.5 280.5 17.417 263.4 265.9 265.9 +sw 17.500 251.5 253.6 253.6 17.583 241.8 243.5 243.5 17.667 233.6 235.1 235.1 17.750 226.5 227.8 227.8 17.833 220.3 221.4 221.4 17.917 214.5 215.5 215.5 18.000 209.3 210.2 210.2 ------ - - - - -- --- - - - - PROCESS SUMMARY OF -- - - - - - -- - - STORAGE: - - - -- INFLOW VOLUME = 421.518 AF OUTFLOW VOLUME = 421.518 AF LOSS VOLUME _ .000 AF FLOW PROCESS FROM NODE 1.00 TO NODE 3.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>UNIT- HYDROGRAPH ANALYSIS<< <<< (UNIT - HYDROGRAPH ADDED TO STREAM #2) WATERSHED AREA = 1040.000 ACRES 3 12 q Y e BASEFLOW = .000 CFS /SQUARE -MILE *USER ENTERED "LAG" TIME _ .311 HOURS CAUTION: LAG TIME IS LESS THAN .50 HOURS. THE 5- MINUTE PERIOD UH MODEL (USED IN THIS COMPUTER PROGRAM) MAY BE TOO LARGE FOR PEAK FLOW ESTIMATES. VALLEY(DEVELOPED) S -GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(INCH /HOUR) _ .480 LOW LOSS FRACTION = .460 * HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEAK 5- MINUTES RAINFALL(INCH)= .55 SPECIFIED PEAK 30- MINUTES RAINFALL(INCH)= 1.13 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 1.50 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 2.75 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 4.00 SPECIFIED PEAK 24 -HOUR RAINFALL(INCH) = 9.30 PRECIPITATION DEP' 5- MINUTE FACTOR 30- MINUTE FACTOR 1 -HOUR FACTOR = 3 -HOUR FACTOR = 6 -HOUR FACTOR = 24 -HOUR FACTOR = tH -AREA REDUCTION FACTORS: _ .954 .954 .954 .993 .997 .998 UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 26.795 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 12.00 MODEL TIME(HOURS) FOR END OF RESULTS = 18.00 UNIT HYDROGRAPH DETERMINATION w •-------------------------------------------------------------------------- INTERVAL "S" GRAPH UNIT HYDROGRAPH OR NUMBER MEAN VALUES ORDINATES(CFS) •-------------------------------------------------------------------------- 1 1.627 204.673 2 8.575 873.846 3 23.658 1897.082 t.. 4 44.015 2560.341 5 65.888 2751.100 6 81.306 1939.226 7 89.976 1090.514 ail 8 94.849 612.910 9 97.390 319.526 10 98.367 122.843 11 98.869 63.198 12 99.357 61.366 13 99.743 48.524 14 99.936 24.262 15 100.000 8.087 --------- ---------- --------------------- ----------------------------------- TOTAL STORM RAINFALL(INCHES) = 9.28 TOTAL SOIL- LOSS(INCHES) = 4.01 TOTAL EFFECTIVE RAINFALL(INCHES) = 5.27 - - - - - -- - TOTAL SOIL -LOSS VOLUME(ACRE -FEET) = 347.3537 - - TOTAL STORM RUNOFF VOLUME( ACRE - FEET) = - - - -- 456_7263 - - - - -- Zys 2 Yb cxx sas xe ac xxac =sac sxscxxaccxxcxxsacxx axxacxxas sxxa asxxssa sxxac =exxx sacxxxss 2 4 - H O U R S T 0 R M R U N O F F H Y D R 0 G R A P H HYDROGRAPH IN FIVE- MINUTE INTERVALS(CFS) ---------------------------------------- TIME(HRS) VOLUME(AF) Q(CFS) 0. 525.0 1050.0 1575.0 2100.0 --- ---- ------ 12.083 ------ - ---- 160.2924 -- --- -------- 222.22 ---------- Q ----------------------------- V 12.167 161.8230 222.24 Q V 12.250 163.3408 220.38 Q V . 12.333 164.8374 217.30 Q V 12.417 166.3108 213.94 Q V 12.500 167.7722 212.19 Q V 12.583 169.2333 212.15 Q V - 12.667 170.7008 213.08 Q V . 12.750 172.1792 214.67 Q V OW 12.833 173.6716 216.69 Q V 12.917 175.1793 218.92 Q V 13.000 176.7028 221.22 Q V 13.083 178.2431 223.65 Q V 13.167 179.8010 226.20 Q V 13.250 181.3775 228.91 Q V 13.333 182.9734 231.72 Q V 13.417 184.5895 234.66 Q V 13.500 186.2266 237.70 Q V 13.583 187.8857 240.90 Q V 13.667 189.5676 244.21 Q V 13.750 191.2736 247.71 Q V 13.833 193.0046 251.34 Q V 13.917 194.7620 255.18 Q V 14.000 196.5470 259.18 Q V , wi 14.083 198.3637 263.79 Q V . 14.167 200.2215 269.75 Q V 14.250 202.1348 277.81 Q V 14.333 204.1131 287.25 Q V 14.417 206.1609 297.34 Q V . 14.500 208.2701 306.26 Q V . 14.583 210.4332 314.07 Q V . 14.667 212.6465 321.38 Q V . 14.750 214.9101 328.68 Q V . 14.833 217.2246 336.06 Q V. 14.917 219.5937 344.00 Q V. OR 15.000 222.0214 352.51 Q V. 15.083 224.5135 361.85 Q V. 15.167 227.0752 371.95 Q V. 15.250 229.7142 383.19 Q V 15.333 232.4384 395.55 Q V 15.417 235.2431 407.23 Q V 15.500 238.0868 412.92 Q V 15.583 240.9064 409.41 Q V 15.667 243.6705 401.34 Q V 15.750 246.3974 395.95 Q V 15.833 249.1957 406.31 Q V . 15.917 252.2374 441.66 Q V 16.000 255.8184 519.96 Q. V 16.083 260.9146 739.97 Q V 16.167 269.0101 1175.47 QV 16.250 280.8015 1712.11 V Q 16.333 294.6053 2004.31 V Q 16.417 308.2652 1983.43 V Q 16.500 318.7001 1515.15 VQ . 16.583 325.9379 1050.92 Q V 16.667 331.2546 771.98 Q V. 16.750 335.3875 600.11 Q V. 16.833 338.7314 485.52 Q. V. 2 Yb rt, rrr, rr.*, r*, r, r**.****, r* t** r , r , t** r** r , r , r**« r***, r, r* *tw * * * * * *trrr *r *,r #,r * * * * « * * * ** FLOW PROCESS FROM NODE 3.00 TO NODE 4.00 IS CODE = 5.2 ----------------------------------------------------------------------- !�" >>>>> MODEL CHANNEL ROUTING BY THE CONVEX METHOD<<<<< nssa sssxxasaxsssxaxax saassax= xsacsaaca= xsssx= sxxxxsa saaxaaxsax sx ss sxsxssxxs THE MODIFIED C- ROUTING COEFFICIENT IS ESTIMATED IN ORDER TO ROUTE THE STREAM 2 INFLOW HYDROGRAPH BY 5- MINUTE INTERVALS(Reference: the National Engineering Handbook, Hydrology, Chapter 17, page 17 -52, August,1972, U.S. Department of Commerce). ASSUMED REGULAR CHANNEL INFORMATION: BASEWIDTH(FT) = 16.00 CHANNEL Z = .00 UPSTREAM ELEVATION = 1394.00 W DOWNSTREAM ELEVATION = 1386.00 CHANNEL LENGTH(FT) = 1320.00 MANNING'S FACTOR .014 CONSTANT LOSS RATE(CFS) = .00 CHANNEL ROUTING COEFFICIENT ESTIMATED: MAXIMUM INFLOW(CFS) = 2004.31 AVERAGE FLOWRATE IN EXCESS OF 50?k MAXIMUM INFLOW = 1573.57 CHANNEL NORMAL VELOCITY FOR Q = 1573.57 CFS = 18.08 FPS ESTIMATED CHANNEL ROUTING COEFFICIENT = .914 00 MODIFIED CHANNEL ROUTING COEFFICIENT FOR 5- MINUTE UNIT INTERVALS IS CSTAR = 1.000 ° 16.917 341.7250 434.68 Q V. ' V 17.000 344.5558 411.04 Q ROUTED LOSS 17.083 347.2017 384.18 Q V 17.167 349.6346 353.25 Q V ' 12.167 17.250 351.8850 326.77 Q V - 220.4 17.333 353.9894 305.55 Q V 218.0 17.417 355.9818 289.30 Q V ' 214.7 17.500 357.8811 275.77 Q V ' 17.583 359.7042 264.72 Q V 12.667 17.667 361.4630 255.37 Q V 214.7 17.750 363.1664 247.34 Q V �! 17.833 364.8215 240.32 Q •V - 218.4 17.917 366.4330 233.98 Q V ' 18.000 368.0042 228.14 Q V ' rt, rrr, rr.*, r*, r, r**.****, r* t** r , r , t** r** r , r , r**« r***, r, r* *tw * * * * * *trrr *r *,r #,r * * * * « * * * ** FLOW PROCESS FROM NODE 3.00 TO NODE 4.00 IS CODE = 5.2 ----------------------------------------------------------------------- !�" >>>>> MODEL CHANNEL ROUTING BY THE CONVEX METHOD<<<<< nssa sssxxasaxsssxaxax saassax= xsacsaaca= xsssx= sxxxxsa saaxaaxsax sx ss sxsxssxxs THE MODIFIED C- ROUTING COEFFICIENT IS ESTIMATED IN ORDER TO ROUTE THE STREAM 2 INFLOW HYDROGRAPH BY 5- MINUTE INTERVALS(Reference: the National Engineering Handbook, Hydrology, Chapter 17, page 17 -52, August,1972, U.S. Department of Commerce). ASSUMED REGULAR CHANNEL INFORMATION: BASEWIDTH(FT) = 16.00 CHANNEL Z = .00 UPSTREAM ELEVATION = 1394.00 W DOWNSTREAM ELEVATION = 1386.00 CHANNEL LENGTH(FT) = 1320.00 MANNING'S FACTOR .014 CONSTANT LOSS RATE(CFS) = .00 CHANNEL ROUTING COEFFICIENT ESTIMATED: MAXIMUM INFLOW(CFS) = 2004.31 AVERAGE FLOWRATE IN EXCESS OF 50?k MAXIMUM INFLOW = 1573.57 CHANNEL NORMAL VELOCITY FOR Q = 1573.57 CFS = 18.08 FPS ESTIMATED CHANNEL ROUTING COEFFICIENT = .914 00 MODIFIED CHANNEL ROUTING COEFFICIENT FOR 5- MINUTE UNIT INTERVALS IS CSTAR = 1.000 ° CONVEX METHOD CHANNEL ROUTING RESULTS: OUTFLOW LESS MODEL INFLOW ROUTED LOSS TIME (STREAM 2) FLOW (STREAM 2) (HRS) 12.083 (CFS) 222.2 (CFS) 221.9 (CFS) 221.9 12.167 222.2 222.2 222.2 12.250 220.4 220.8 220.8 12.333 217.3 218.0 218.0 12.417 213.9 214.7 214.7 12.500 212.2 212.6 212.6 12.583 212.2 212.2 212.2 12.667 213.1 212.9 212.9 12.750 214.7 214.3 214.3 12.833 216.7 216.2 216.2 12.917 218.9 218.4 218.4 13.000 221.2 220.7 220.7 13.083 223.7 223.1 223.1 13.167 226.2 225.6 225.6 13.250 228.9 228.3 228.3 13.333 231.7 231.1 231.1 13.417 234.7 234.0 234.0 13.500 237.7 237.0 237.0 13.583 240.9 240.2 240.2 13.667 244.2 243.5 243.5 13.750 247.7 246.9 246.9 13.833 251.3 250.5 250.5 13.917 14.000 255.2 259.2 254.3 258.3 254.3 258.3 14.083 263.8 262.8 262.8 14.167 269.8 268.4 268.4 14.250 277.8 276.0 276.0 14.333 287.2 285.1 285.1 14.417 297.3 295.1 295.1 14.500 306.3 304.3 304.3 14.583 314.1 312.3 312.3 14.667 321.4 319.8 319.8 14.750 328.7 327.1 327.1 14.833 14.917 336.1 344.0 334.4 342.2 334.4 342.2 15.000 352.5 350.6 350.6 15.083 361.9 359.8 359.8 15.167 371.9 369.7 369.7 15.250 383.2 380.7 380.7 15.333 395.6 392.8 392.8 15.417 407.2 404.6 404.6 15.500 412.9 411.7 411.7 15.583 409.4 410.2 410.2 id 15.667 401.3 403.1 403.1 15.750 396.0 397.2 397.2 15.833 406.3 404.0 404.0 } 15.917 441.7 433.8 433.8 16.000 520.0 502.5 502.5 16.083 740.0 691.0 691.0 16.167 1175.5 1078.5 1078.5 16.250 1712.1 1592.6 1592.6 16.333 2004.3 1939.2 1939.2 16.417 1983.4 1988.1 1988.1 16.500 1515.1 1619.4 1619.4 16.583 1050.9 1154.3 1154.3 16.667 772.0 834.1 834.1 16.750 600.1 638.4 638.4 16.833 485.5 511.0 511.0 16.917 434.7 446.0 446.0 17.000 411.0 416.3 416.3 17.083 384.2 390.2 390.2 ate, 17.167 353.2 360.1 360.1 17.250 326.8 332.7 332.7 to 17.333 305.6 310.3 310.3 17.417 289.3 292.9 292.9 17.500 275.8 278.8 278.8 17.583 264.7 267.2 267.2 17.667 255.4 257.5 257.5 17.750 247.3 249.1 249.1 17.833 240.3 241.9 241.9 3 17.917 234.0 235.4 235.4 18.000 228.1 229.4 229.4 PROCESS SUMMARY OF STORAGE: INFLOW VOLUME = 456.726 AF OUTFLOW VOLUME - 456.727 AF LOSS VOLUME = 000 AF FLOW PROCESS FROM NODE 1.00 TO NODE 4.00 IS CODE = 1 >>>>>UNIT- HYDROGRAPH ANALYSIS<< «< 3 (UNIT - HYDROGRAPH ADDED TO STREAM #3) WATERSHED AREA = 1280.000 ACRES 2 ��' BASEFLOW = .000 CFS /SQUARE -MILE *USER ENTERED "LAG" TIME _ .331 HOURS CAUTION: LAG TIME IS LESS THAN .50 HOURS. THE 5- MINUTE PERIOD UH MODEL (USED IN THIS COMPUTER PROGRAM) MAY BE TOO LARGE FOR PEAK FLOW ESTIMATES. VALLEY(DEVELOPED) S -GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(INCH /HOUR) _ .490 LOW LOSS FRACTION = .460 * HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEAK 5- MINUTES RAINFALL(INCH)= .55 SPECIFIED PEAK 30- MINUTES RAINFALL(INCH)- 1.13 ---------------------------------------------------------------------------- TOTAL STORM RAINFALL(INCHES) = 9.28 TOTAL SOIL- LOSS(INCHES) = 4.01 TOTAL EFFECTIVE RAINFALL(INCHES) = 5.26 - - - - - -- - TOTAL SOIL -LOSS VOLUME(ACRE -FEET) = 428.1524 TOTAL STORM RUNOFF VOLUME (ACRE - FEET) = - - - -- 561_0068 � 2Y1 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 1.50 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 2.75 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 4.00 SPECIFIED PEAK 24 -HOUR RAINFALL(INCH) = 9.30 PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5- MINUTE FACTOR = .943 Aq 30- MINUTE FACTOR = .943 1 -HOUR FACTOR = .943 3 -HOUR FACTOR = .991 6 -HOUR FACTOR = .996 24 -HOUR FACTOR = .997 UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 25.176 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 12.00 MODEL TIME(HOURS) FOR END OF RESULTS = 18.00 UNIT HYDROGRAPH DETERMINATION INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) --------------------------------------------------------------------------- 1 1.508 233.503 2 7.515 929.801 AR 3 21.073 2098.772 Ad 4 39.114 2792.738 5 60.525 3314.491 6 77.049 2557.935 7 87.241 1577.743 10 8 92.968 886.418 9 96.290 514.244 10 97.994 263.882 3 11 98.550 86.069 12 99.022 73.076 13 99.494 73.076 14 99.967 73.076 15 100.000 5.175 ---------------------------------------------------------------------------- TOTAL STORM RAINFALL(INCHES) = 9.28 TOTAL SOIL- LOSS(INCHES) = 4.01 TOTAL EFFECTIVE RAINFALL(INCHES) = 5.26 - - - - - -- - TOTAL SOIL -LOSS VOLUME(ACRE -FEET) = 428.1524 TOTAL STORM RUNOFF VOLUME (ACRE - FEET) = - - - -- 561_0068 � 2Y1 a s a x s xx s x x s x s s a s s s s ca s a xs x x s x s x s s s s s sx ss o s s x s s x s x x a s s a x x s x x a s x x x a x x x as x s x a a 2 4 - H O U R S T 0 R M R U N O F F H Y D R 0 G R A P H sxs sasss asassa xsx sssaaxsasssxx x�xaxxsaxsas HYDROGRAPH IN FIVE - MINUTE xa sax ssxsax saxxsxaxsxsaxxsxaaxxxaa INTERVALS(CFS) --------------------------------------------------------------------------- TIME(HRS) VOLUME(AF) Q(CFS) 0. 600.0 1200.0 1800.0 2400.0 --------------------------------------------------------- 272.92 Q V 12.083 12.167 196.7629 198.6447 273.24 Q V 12.250 200.5143 271.45 Q V ■* 12.333 202.3627 268.40 Q V 12.417 204.1842 264.48 Q V 12.500 205.9889 262.04 Q V 12.583 207.7904 261.58 Q V 12.667 209.5980 262.46 Q V 12.750 211.4174 264.18 Q V 60 12.833 213.2523 266.42 Q V 12.917 215.1058 269.14 Q V *ft 13.000 216.9786 271.93 Q V 13.083 218.8718 274.88 Q V 13.167 220.7857 277.90 Q V 13.250 222.7224 281.22 Q V Pn 13.333 224.6826 284.62 Q V (" iw 13.417 226.6676 288.22 Q V 13.500 228.6780 291.91 Q V 13.583 230.7153 295.81 Q V 00 13.667 232.7802 299.83 Q V 13.750 234.8745 304.09 Q V im 13.833 236.9990 308.48 Q V 13.917 239.1558 313.17 Q V P" 14.000 241.3459 318.00 Q V � 14.083 243.5750 323.66 Q V 14.167 245.8542 330.94 Q V 14.250 248.2028 341.02 Q V 40 14.333 250.6322 352.75 Q V 14.417 253.1528 365.98 Q V - 14.500 255.7553 377.89 Q V 14.583 258.4294 388.28 Q V 14.667 261.1675 397.57 Q V 14.750 263.9688 406.74 Q V 14.833 266.8327 415.85 Q V. 14.917 269.7626 425.42 Q V. 15.000 272.7624 435.57 Q V. 15.083 275.8396 446.80 Q V. 15.167 278.9999 458.88 Q V. 15.250 282.2525 472.28 Q V 15.333 285.6057 486.89 Q V 15.417 289.0545 500.76 Q V 15.500 292.5542 508.16 Q V 15.583 296.0304 504.75 Q V 15.667 299.4493 496.42 Q V 15.750 302.8078 487.66 Q V 15.833 306.2168 494.98 Q V 15.917 309.8762 531.35 Q V 16.000 314.1147 615.42 Q V 16.083 320.0160 856.87 Q V 16.167 329.0863 1317.02 Q V 16.250 342.3714 1928.99 V Q 16.333 16.417 357.9672 374.4218 2264.52 2389.20 V Q V Q. 16.500 387.7659 1937.57 V Q 16.583 397.4264 1402.70 Q V 16.667 404.4550 1020.55 Q V 16.750 409.9854 803.01 Q V. 16.833 414.4890 653.93 Q V. 2�� FLOW PROCESS FROM NODE 4.00 TO NODE 5.00 IS CODE = 5.2 ------------------------------------------ >>>>> MODEL CHANNEL ROUTING BY THE CONVEX METHOD<<<<< THE MODIFIED C- ROUTING COEFFICIENT IS ESTIMATED IN ORDER TO ROUTE THE STREAM 3 INFLOW HYDROGRAPH BY 5- MINUTE io INTERVALS(Reference: the National Engineering Handbook, Hydrology, Chapter 17, page 17 -52, August,1972, ow U.S. Department of Commerce). ASSUMED REGULAR CHANNEL I: BASEWIDTH(FT) = 16.00 UPSTREAM ELEVATION = DOWNSTREAM ELEVATION = CHANNEL LENGTH(FT) _ CONSTANT LOSS RATE(CFS) VFORMATION: CHANNEL Z = .00 1386.00 1376.00 1320.00 MANNING'S FACTOR = .014 .00 CHANNEL ROUTING COEFFICIENT ESTIMATED: on MAXIMUM INFLOW(CFS) = 2389.20 AVERAGE FLOWRATE IN EXCESS OF 50% MAXIMUM INFLOW = 1873.33 CHANNEL NORMAL VELOCITY FOR Q = 1873.33 CFS = 20.60 FPS ESTIMATED CHANNEL ROUTING COEFFICIENT = .924 MODIFIED CHANNEL ROUTING COEFFICIENT FOR 5- MINUTE UNIT INTERVALS IS CSTAR = 1.000 16.917 418.2677 548.67 Q. V- V 17.000 421.8220 516.08 Q V LOSS 17.083 425.2024 490.83 Q V 17.167 428.3912 463.02 409.89 Q Q V 12.083 17.250 431.2141 272.6 V 273.2 17.333 433.8606 384.28 Q 271.5 271.8 17.417 17.500 436.3605 438.7389 362.99 345.34 Q Q ' •V 269.0 17.583 441.0146 330.43 Q ' V 17.667 443.2055 .318.12 Q 12.583 17.750 445.3240 307.61 Q •V 262.5 17.833 447.3796 298.48 Q •V V 263.8 17.917 449.3800 290.46 Q V 266.0 18.000 451.3297 283.10 Q ' OR 13.000 271.9 271.4 271.4 FLOW PROCESS FROM NODE 4.00 TO NODE 5.00 IS CODE = 5.2 ------------------------------------------ >>>>> MODEL CHANNEL ROUTING BY THE CONVEX METHOD<<<<< THE MODIFIED C- ROUTING COEFFICIENT IS ESTIMATED IN ORDER TO ROUTE THE STREAM 3 INFLOW HYDROGRAPH BY 5- MINUTE io INTERVALS(Reference: the National Engineering Handbook, Hydrology, Chapter 17, page 17 -52, August,1972, ow U.S. Department of Commerce). ASSUMED REGULAR CHANNEL I: BASEWIDTH(FT) = 16.00 UPSTREAM ELEVATION = DOWNSTREAM ELEVATION = CHANNEL LENGTH(FT) _ CONSTANT LOSS RATE(CFS) VFORMATION: CHANNEL Z = .00 1386.00 1376.00 1320.00 MANNING'S FACTOR = .014 .00 CHANNEL ROUTING COEFFICIENT ESTIMATED: on MAXIMUM INFLOW(CFS) = 2389.20 AVERAGE FLOWRATE IN EXCESS OF 50% MAXIMUM INFLOW = 1873.33 CHANNEL NORMAL VELOCITY FOR Q = 1873.33 CFS = 20.60 FPS ESTIMATED CHANNEL ROUTING COEFFICIENT = .924 MODIFIED CHANNEL ROUTING COEFFICIENT FOR 5- MINUTE UNIT INTERVALS IS CSTAR = 1.000 CONVEX METHOD CHANNEL ROUTING RESULTS: OUTFLOW LESS MODEL INFLOW ROUTED LOSS TIME (STREAM 3) FLOW (STREAM 3) MRS) (CFS) (CFS) (CFS) 12.083 272.9 272.6 272.6 12.167 273.2 273.2 273.2 12.250 271.5 271.8 271.8 12.333 268.4 269.0 269.0 12.417 264.5 265.3 265.3 12.500 262.0 262.5 262.5 12.583 261.6 261.7 261.7 12.667 262.5 262.3 262.3 12.750 264.2 263.8 263.8 12.833 266.4 266.0 266.0 12.917 269.1 268.6 268.6 13 13.000 271.9 271.4 271.4 13.083 274.9 274.3 274.3 13.167 277.9 277.3 277.3 13.250 281.2 280.6 280.6 3 13.333 284.6 283.9 283.9 13.417 288.2 287.5 287.5 13.500 291.9 291.2 291.2 3 151 ------------------------------------------- PROCESS SUMMARY OF STORAGE: INFLOW VOLUME = 561.007 AF OUTFLOW VOLUME = 561.007 AF LOSS VOLUME = 000 AF 3 FLOW PROCESS FROM NODE l.uu iv iwuc �� -- - -- --- ----------------- >>>>>UNIT- HYDROGRAPH ANALYSIS<< «< --------------------------------------------- (UNIT - HYDROGRAPH ADDED TO STREAM #4) WATERSHED AREA = 1360.000 ACRES 44 im 25S.- 13.583 295.8 295.0 295.0 13.667 299.8 299.0 299.0 13.750 304.1 303.2 303.2 13.833 308.5 307.6 312.2 307.6 312.2 13.917 313.2 14.000 318.0 317.0 317.0 14.083 323.7 322.5 322.5 14.167 330.9 329.5 329.5 14.250 341.0 339.0 339.0 14.333 352.8 350.4 350.4 14.417 366.0 363.4 363.4 14.500 377.9 375.5 375.5 14.583 388.3 386.2 386.2 14.667 397.6 395.7 395.7 14.750 406.7 404.9 404.9 14.833 415.9 414.1 414.1 14.917 425.4 423.5 423.5 15.000 435.6 433.6 433.6 15.083 446.8 444.6 444.6 sw 15.167 458.9 456.5 456.5 15.250 472.3 469.6 469.6 15.333 486.9 484.0 484.0 15.417 500.8 498.0 498.0 15.500 508.2 506.7 506.7 15.583 504.7 505.4 505.4 15.667 496.4 498.1 498.1 15.750 487.7 489.4 489.4 15.833 495.0 493.5 493.5 15.917 531.3 524.2 524.2 16.000 615.4 598.8 598.8 q� 16.083 856.9 809.2 809.2 16.167 1317.0 1226.2 1226.2 16.250 1929.0 1808.2 1808.2 16.333 2264.5 2198.3 2198.3 e� 16.417 2389.2 2364.6 2364.6 16.500 1937.6 2026.7 2026.7 iw 16.583 1402.7 1508.3 1508.3 16.667 1020.6 1096.0 1096.0 16.750 803.0 846.0 846.0 16.833 653.9 683.4 683.4 16.917 548.7 569.4 569.4 17.000 516.1 522.5 522.5 +�+ 17.083 490.8 495.8 495.8 17.167 463.0 468.5 468.5 420.4 17.250 409.9 420.4 17.333 384.3 389.3 389.3 17.417 363.0 367.2 367.2 17.500 345.3 348.8 348.8 17.583 330.4 333.4 333.4 17.667 318.1 320.5 320.5 17.750 307.6 309.7 309.7 17.833 298.5 300.3 300.3 17.917 290.5 292.0 292.0 18 000 283.1 284.6 284.6 ------------------------------------------- PROCESS SUMMARY OF STORAGE: INFLOW VOLUME = 561.007 AF OUTFLOW VOLUME = 561.007 AF LOSS VOLUME = 000 AF 3 FLOW PROCESS FROM NODE l.uu iv iwuc �� -- - -- --- ----------------- >>>>>UNIT- HYDROGRAPH ANALYSIS<< «< --------------------------------------------- (UNIT - HYDROGRAPH ADDED TO STREAM #4) WATERSHED AREA = 1360.000 ACRES 44 im 25S.- BASEFLOW = .000 CFS /SQUARE -MILE *USER ENTERED "LAG" TIME = .349 HOURS CAUTION: LAG TIME IS LESS THAN .50 HOURS. THE 5- MINUTE PERIOD UH MODEL (USED IN THIS COMPUTER PROGRAM) MAY BE TOO LARGE FOR PEAK FLOW ESTIMATES. VALLEY(DEVELOPED) S -GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(INCH /HOUR) _ .490 LOW LOSS FRACTION - .460 * HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEAK 5- MINUTES RAINFALL(INCH)= .55 SPECIFIED PEAK 30- MINUTES RAINFALL(INCH)= 1.13 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 1.50 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) 2.75 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 4.00 �I SPECIFIED PEAK 24 -HOUR RAINFALL(INCH) = 9.30 PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5- MINUTE FACTOR = .939 30- MINUTE FACTOR = .939 1 -HOUR FACTOR = .939 3 -HOUR FACTOR = .991 6 -HOUR FACTOR = .995 24 -HOUR FACTOR = .997 bi UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 23.878 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 12.00 MODEL TIME(HOURS) FOR END OF RESULTS = 18.00 ---------------------------------------------------------------------------- TOTAL STORM RAINFALL(INCHES) = 9.27 TOTAL SOIL- LOSS(INCHES) = 4.01 TOTAL EFFECTIVE RAINFALL(INCHES) = 5.26 TOTAL SOIL -LOSS VOLUME(ACRE -FEET) = 455.0127 TOTAL STORM RUNOFF VOLUME(ACRE -FEET) = 595.7996 253 OR UNIT HYDROGRAPH DETERMINATION --------------------------------------------------------------------------- INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) " -------------------------------------------------------- �- 1------ - - - - -- ----- 1.415 232.770 2 6.723 872.949 3 19.081 2032.696 4 35.292 2666.198 5 55.875 3385.510 6 73.088 2831.093 7 84.468 1871.700 8 91.075 1086.605 9 95.130 666.996 10 97.342 363.823 11 98.295 156.667 12 98.742 73.644 13 99.190 73.652 14 99.638 73.644 15 100.000 59.552 ---------------------------------------------------------------------------- TOTAL STORM RAINFALL(INCHES) = 9.27 TOTAL SOIL- LOSS(INCHES) = 4.01 TOTAL EFFECTIVE RAINFALL(INCHES) = 5.26 TOTAL SOIL -LOSS VOLUME(ACRE -FEET) = 455.0127 TOTAL STORM RUNOFF VOLUME(ACRE -FEET) = 595.7996 253 �� � I � /� ^~ � » 24-H0 D8 STOBM ~� RDNOF F BYDROG8ApB BYD8OGBAPB IN FIVE-MINUTE IyxTOD\ALS(CFS) '----------------------------'--------------------------------------------- TIM8(BRS} VOLUMEW) Q(CE3) U' 625'0 1250'0 1875'0 2500'0 --------------------------------------------------------------------------- 0� 12.083 308'5877 389'49 ' Q ' \/ 12167 2I0'5853 290,03 ' Q ' \/ 12'250 212'5722 288'52 . Q ' \/ 12'333 314'5408 285,84 ' O ' \/ 12.417 ' %lG 4827 ' 281'96 ' Q ^ \/ 12'500 218'4852 279'15 ' Q ' \/ 12'583 220'3318 278'39 ' Q ' \/ 12'667 222'2439 378.94 ' O ' \/ �1 12.750 ' 224'1749 280'53 ' O ' � k� 12'833 226'1230 382'73 ' Q ' V 12'917 228'0880 385'47 ' Q ' \/ 13'000 230'0744 288'42 ' O ' \/ 0^ 13.083 ' 233'0822 391'54 ' Q ' \/ h� 13'167 334'1120 394'72 ' 0 ' V 13'250 336'165I 398.13 ' O ' \/ I3'333 338'2429 301'69 ' O ' \/ &! l3 �I7 3�0'3469 3U5'49 ' � ' \/ M� ' 13'500 242'4775 309'36 ' 0 ' V ' ' ^ 13'583 244'6365 313.49 ' O ' \/ PR 13'667 246'8245 317'70 . Q ' n 13.750 ' 3�9 U�34 ' 3�� �8 ' O ' l/ ' ' 13'833 351'294I 336.80 ' O ' v 13'917 253'5788 331.74 ' Q . \/ 14'000 255'8984 336'80 . O ' \/ 14'083 258'2590 342'76 ' Q . V 14'167 260'67I3 350.27 . Q ' v I4'250 263'1556 360'73 ' O . `/ 14'333 265'7337 373'74 ' Q ' \/ 14'417 268'3867 386'80 . Q ' \/ I4'500 271.1406 399'87 ' O . V 14'583 273.9740 411'41 . O ' \/ 14'667 376'8773 421'55 ' Q . \/ l4 ' 75O 279.8490 431'50 . O ' \/ 14.833 282.8875 44I'19 ' O ' V 14'917 285.9960 451.35 . O ' V. 15.000 289'1771 461'89 . O . V. 15.083 292.4388 473.61 . 0 ' V. 15'167 295'7868 486'13 ' 0 . V. 15'250 299.2315 500'18 . O ' v 15'333 303.7803 515'26 ' O , n . . �� 4l7 ' 306'4284 529.72 ' O ' \/ u� 15'500 310'1352 538'22 ' 0 ' v 15.583 313'8368 536.02 ' O . '\/ 15'667 317.4729 529'42 ' O . 'n 15.750 321'0551 520.13 ' Q ' 'v -- 15'833 324'6664 534'36 ' Q ' '\/ I5'9I7 328'5074 557'71 . Q ' ' \/ 16'000 332'9022 638'I3 ' Q ' \/ I6'083 338'9301 873'80 ' ' O ' V ~~ 16'I67 347'9262 1307'68 ' ' Q \/ I6.250 361'1357 1918.02 ' ' ' \/ O ' 16'333 16'417 376.6500 393'7410 2352.68 2481'61 ' . ' . \/ . O ' ' ' \/ . Q. ~~ 16'500 408'3599 2122'66 . . ' \/ ' O ' I6'583 419'3334 I583'36 ' ' ' O n 16'667 427'3560 1164'88 . ' Q ' V 16'750 433'6867 919'2I ' ' O ' V. ' -- I6'833 438.7967 741.97 ' 'O ' V. ' �� � I � /� ^~ � » FLOW PROCESS FROM NODE 5.00 TO NODE 6.00 IS CODE = 5.2 ----------------------------------------------- ---- ------------------------- >>>>> MODEL CHANNEL ROUTING BY THE CONVEX METHOD<<<<< s s s a s s a s a s s s a s s s s s x s sa s s s sa s x s s s x s x s x s x s s a s = s a s s s a sxs ss a s x s x s x s s s xs s s s- s - -- THE MODIFIED C- ROUTING COEFFICIENT IS ESTIMATED IN ORDER TO ROUTE THE STREAM 4 INFLOW HYDROGRAPH BY 5- MINUTE w INTERVALS(Reference: the National Engineering Handbook, Hydrology, Chapter 17, page 17 -52, August,1972, 4" U.S. Department of Commerce). im ASSUMED REGULAR CHANNEL INFORMATION: BASEWIDTH(FT) = 16.00 CHANNEL Z = .00 UPSTREAM ELEVATION = 1376.00 DOWNSTREAM ELEVATION = 1364.50 CHANNEL .LENGTH(FT) = 1320.00 MANNING'S FACTOR = .014 .� CONSTANT LOSS RATE(CFS) = .00 CHANNEL ROUTING COEFFICIENT ESTIMATED: MAXIMUM INFLOW(CFS) = 2481.61 AVERAGE FLOWRATE IN EXCESS OF 50% MAXIMUM INFLOW = 1946.00 iii CHANNEL NORMAL VELOCITY FOR Q = 1946.00 CFS = 21.87 FPS ESTIMATED CHANNEL ROUTING COEFFICIENT = .928 MODIFIED CHANNEL ROUTING COEFFICIENT FOR 5- MINUTE UNIT INTERVALS IS CSTAR = 1.000 CONVEX METHOD CHANNEL 16.917 443.0523 617.91 Q. V. ' V ' MODEL 17.000 446.8657 553.71 Q V FLOW (CFS) 17.083 450.5011 527.86 Q V 12.167 17.167 453.9525 501.15 Q - ' V 288.8 286.3 17.250 457.1605 465.81 Q - V ' 12.500 17.333 460.0250 415.93 Q ' 278.4 17.417 462.7232 391.77 Q 'V ' 12.750 17.500 465.2837 371.78 Q 'V ' 282.3 17.583 467.7322 355.53 Q 'V ' 13.000 17.667 470.0854 341.69 Q 'V ' 291.0 17.750 472.3576 329.91 Q ' 13.250 17.833 474.5598 319.76 310.89 Q Q 'V V 301.0 17.917 476.7009 305.5 304.8 V 13.500 18.000 478.7870 302.90 Q FLOW PROCESS FROM NODE 5.00 TO NODE 6.00 IS CODE = 5.2 ----------------------------------------------- ---- ------------------------- >>>>> MODEL CHANNEL ROUTING BY THE CONVEX METHOD<<<<< s s s a s s a s a s s s a s s s s s x s sa s s s sa s x s s s x s x s x s x s s a s = s a s s s a sxs ss a s x s x s x s s s xs s s s- s - -- THE MODIFIED C- ROUTING COEFFICIENT IS ESTIMATED IN ORDER TO ROUTE THE STREAM 4 INFLOW HYDROGRAPH BY 5- MINUTE w INTERVALS(Reference: the National Engineering Handbook, Hydrology, Chapter 17, page 17 -52, August,1972, 4" U.S. Department of Commerce). im ASSUMED REGULAR CHANNEL INFORMATION: BASEWIDTH(FT) = 16.00 CHANNEL Z = .00 UPSTREAM ELEVATION = 1376.00 DOWNSTREAM ELEVATION = 1364.50 CHANNEL .LENGTH(FT) = 1320.00 MANNING'S FACTOR = .014 .� CONSTANT LOSS RATE(CFS) = .00 CHANNEL ROUTING COEFFICIENT ESTIMATED: MAXIMUM INFLOW(CFS) = 2481.61 AVERAGE FLOWRATE IN EXCESS OF 50% MAXIMUM INFLOW = 1946.00 iii CHANNEL NORMAL VELOCITY FOR Q = 1946.00 CFS = 21.87 FPS ESTIMATED CHANNEL ROUTING COEFFICIENT = .928 MODIFIED CHANNEL ROUTING COEFFICIENT FOR 5- MINUTE UNIT INTERVALS IS CSTAR = 1.000 CONVEX METHOD CHANNEL ROUTING RESULTS: OUTFLOW LESS MODEL INFLOW ROUTED LOSS TIME (HRS) (STREAM 4) (CFS) FLOW (CFS) (STREAM 4) (CFS) 12.083 289.5 289.2 289.2 12.167 290.0 289.9 289.9 12.250 12.333 288.5 285.8 288.8 286.3 288.8 286.3 12.417 282.0 282.7 282.7 12.500 279.1 279.7 279.7 12.583 278.3 278.4 278.4 12.667 278.9 278.8 278.8 12.750 280.5 280.2 280.2 12.833 282.7 282.3 282.3 12.917 285.5 285.0 285.0 13.000 288.4 287.9 287.9 13.083 291.5 291.0 291.0 13.167 294.7 294.1 294.1 13.250 298.1 297.5 297.5 13.333 301.7 301.0 301.0 13.417 305.5 304.8 304.8 13.500 309.4 308.6 308.6 4 Zss 13.583 313.5 312.7 312.7 13.667 317.7 316.9 316.9 13.750 322.2 321.4 321.4 13.833 13.917 326.8 331.7 325.9 330.8 325.9 330.8 14.000 336.8 335.9 335.9 14.083 342.8 341.6 341.6 14.167 350.3 348.9 348.9 14.250 360.7 358.8 358.8 14.333 372.7 370.5 370.5 14.417 386.8 384.2 384.2 14.500 399.9 397.4 397.4 14.583 411.4 409.3 409.3 14.667 421.6 419.7 419.7 14.750 431.5 429.6 429.6 14.833 441.2 439.4 439.4 14.917 451.3 449.5 449.5 15.000 461.9 459.9 459.9 15.083 473.6 471.4 471.4 15.167 486.1 483.8 483.8 15.250 500.2 497.6 497.6 iw 15.333 515.3 512.4 512.4 15.417 529.7 527.0 527.0 15.500 538.2 536.6 536.6 15.583 536.0 536.4 536.4 15.667 529.4 530.7 530.7 15.750 520.1 521.9 521.9 w 15.833 524.4 523.6 523.6 15.917 557.7 551.5 551.5 16.000 638.1 623.1 623.1 16.083 873.8 829.8 829.8 !� 16.167 1307.7 1226.7 1226.7 16.250 1918.0 1804.1 1804.1 16.333 2252.7 2190.2 2190.2 16.417 2481.6 2438.9 2438.9 16.500 2122.7 2189.7 2189.7 iw 16.583 1593.4 1692.2 1692.2 16.667 1164.9 1244.9 1244.9 16.750 919.2 965.1 965.1 I 16.833 742.0 775.1 775.1 16.917 617.9 641.1 641.1 17.000 553.7 565.7 565.7 17.083 527.9 532.7 532.7 pq 17.167 501.1 506.1 506.1 17.250 465.8 472.4 472.4 17.333 415.9 425.2 425.2 17.417 391.8 396.3 396.3 17.500 371.8 375.5 375.5 17.583 355.5 358.6 358.6 17.667 341.7 344.3 344.3 17.750 329.9 332.1 332.1 17.833 319.8 321.7 321.7 17.917 310.9 312.5 312.5 18.000 302.9 304.4 304.4 PROCESS SUMMARY OF STORAGE: INFLOW VOLUME = 595.800 AF OUTFLOW VOLUME = 595.800 AF LOSS VOLUME _ .000 AF FLOW PROCESS FROM NODE 1.00 TO NODE 6.00 IS CODE = 1 --------------------------------------------------------------------------- » >>>UNIT- HYDROGRAPH ANALYSIS<< <<< (UNIT - HYDROGRAPH ADDED TO STREAM #5) WATERSHED AREA = 1440.000 ACRES 2 5 BASEFLOW = .000 CFS /SQUARE -MILE *USER ENTERED "LAG" TIME = .366 HOURS CAUTION: LAG TIME IS LESS THAN .50 HOURS. THE 5- MINUTE PERIOD UH MODEL (USED IN THIS COMPUTER PROGRAM) MAY BE TOO LARGE FOR PEAK FLOW ESTIMATES. VALLEY(DEVELOPED) S -GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(INCH /HOUR) _ .490 wA LOW LOSS FRACTION = .460 * HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEAK 5- MINUTES RAINFALL(INCH)= .55 *q SPECIFIED PEAK 30- MINUTES RAINFALL(INCH)= 1.13 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 1.50 do SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 2.75 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 4.00 SPECIFIED PEAK 24 -HOUR RAINFALL(INCH) = 9.30 PRECIPITATION DEP' 5- MINUTE FACTOR +� 30- MINUTE FACTOR 1 -HOUR FACTOR = 3 -HOUR FACTOR = 6 -HOUR FACTOR = 24 -HOUR FACTOR = PH -AREA REDUCTION FACTORS: = .936 = .936 .936 .990 .995 .997 No UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 22.769 dw RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 12.00 OR MODEL TIME(HOURS) FOR END OF RESULTS = 18.00 rr UNIT HYDROGRAPH DETERMINATION rri --------------------------------------------------------------------------- INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) --------------------------------------------------------------------------- 1 1.337 232.911 2 6.082 826.207 3 17.392 1969.685 4 32.310 2597.954 5 51.617 3362.402 6 69.251 3070.885 7 81.604 2151.317 do 8 89.205 1323.610 9 93.784 797.582 10 96.511 474.864 11 98.006 260.368 12 98.503 86.555 13 98.930 74.342 14 99.351 73.365 15 99.741 67.771 16 99.935 33.886 17 100.000 11.295 k TOTAL STORM RAINFALL(INCHES) = 9.27 TOTAL SOIL- LOSS(INCHES) = 4.02 TOTAL EFFECTIVE RAINFALL(INCHES) = 5.26 ---------------------------------------------------------------------------- TOTAL SOIL -LOSS VOLUME(ACRE -FEET) = 481.8850 TOTAL STORM RUNOFF VOLUME(ACRE -FEET) = 630.5609 ---------------------------------------------------------------------------- 2s� nxssxsxsaxsaxasssaxs 2 4 - H 0 U R S T 0 R M R U N 0 F F H Y D R 0 G R A P H HYDROGRAPH IN FIVE-MINUTE INTERVALS(CFS) --------------------------------------------------------------------------- TIME(HRS) VOLUME(AF) Q(CFS) 0. 650_0 13000 1950.0 2600.0 -------------------------------------------------------------- - - - - -- - - -- 12.083 220.3827 306.02 Q V 12.167 222.4955 306.78 Q V 12.250 224.5996 305.51 Q V 44 12.333 226.6871 303.12 Q V III 12.417 228.7493 299.43 Q V 12.500 230.7901 296.33 Q V 12.583 232.8225 295.10 Q V 12.667 234.8573 295.46 Q V rlfll 12.750 236.9024 296.95 Q V 12.833 238.9622 299.09 Q V 12.917 241.0407 301.79 Q V 13.000 243.1404 304.88 Q V 13.083 245.2628 308.16 Q V 13.167 247.4082 311.51 Q V 13.250 249.5781 315.07 Q V 13.333 251.7734 318.77 Q V ON 13.417 253.9961 322.73 Q V 13.500 256.2467 326.80 Q V 13.583 258.5271 331.11 Q V 13.667 260.8380 335.54 Q V 13.750 263.1813 340.25 Q V 13.833 265.5580 345.09 Q V 13.917 267.9702 350.25 Q V 14.000 270.4190 355.57 Q V 14.083 272.9108 361.80 Q V 14.167 275.4560 369.57 Q V 14.250 278.0756 380.37 Q V 4 14.333 280.7809 392.81 Q V iW 14.417 283.5871 407.46 Q V 14.500 286.4913 421.69 Q V OR 14.583 289.4830 434.39 Q V 14.667 292.5514 445.53 Q V 14.750 295.6931 456.18 Q V 14.833 298.9063 466.55 Q V 14.917 302.1937 477.33 Q V. 15.000 305.5569 488.33 Q V. 15.083 309.0037 500.47 Q V. 15.167 312.5400 513.47 Q V. 15.250 316.1764 528.01 Q V 15.333 319.9210 543.71 Q V 15.417 323.7686 558.69 Q V 15.500 327.6821 568.24 Q V 15.583 331.5880 567.13 Q V 15.667 335.4562 561.67 Q V 15.750 339.2637 552.85 Q V 15.833 343.0824 554.47 Q •V 15.917 347.1096 584.74 Q V 16.000 351.6656 661.55 Q V 16.083 357.8103 892.21 Q V 16.167 366.7953 1304.62 Q V 16.250 379.9424 1908.96 V Q. 16.333 395.4811 2256.21 V Q 16.417 412.9012 2529.39 V Q 16.500 428.6688 2289.46 V Q 16.583 440.9119 1777.70 Q 16.667 450.0243 1323.12 Q V 16.750 457.1014 1027.60 Q V 16.833 462.8650 836.88 Q V. FLOW PROCESS FROM NODE 6.00 TO NODE 7.00 IS CODE = 5.2 ---------------------------------------------------------------------------- >>>>> MODEL CHANNEL ROUTING BY THE CONVEX METHOD <<<<< THE MODIFIED C- ROUTING COEFFICIENT IS ESTIMATED IN ORDER TO ROUTE THE STREAM 5 INFLOW HYDROGRAPH BY 5- MINUTE INTERVALS(Reference: the National Engineering Handbook, Hydrology, Chapter 17, page 17 -52, August,1972, U.S. Department of Commerce). ASSUMED REGULAR CHANNEL INFORMATION: BASEWIDTH(FT) = 18.00 CHANNEL Z = .00 UPSTREAM ELEVATION = 1364.50 DOWNSTREAM ELEVATION = 1346.10 CHANNEL LENGTH(FT) = 1980.00 MANNING'S FACTOR = .014 CONSTANT LOSS RATE(CFS) _ .00 CHANNEL ROUTING COEFFICIENT ESTIMATED: MAXIMUM INFLOW(CFS) = 2529.39 AVERAGE FLOWRATE IN EXCESS OF 50% MAXIMUM INFLOW = 1912.78 CHANNEL NORMAL VELOCITY FOR Q = 1912.78 CFS = 22.00 FPS ESTIMATED CHANNEL ROUTING COEFFICIENT = .928 MODIFIED CHANNEL ROUTING COEFFICIENT FOR 5- MINUTE UNIT INTERVALS IS CSTAR = .999 16.917 467.6992 701.91 Q V. OUTFLOW LESS 17.000 471.8132 597.36 Q. V. 17.083 475.6952 563.66 Q V MRS) 17.167 479.3904 536.54 Q V 306.0 17.250 482.8701 505.27 Q V 306.6 17.333 486.0576 462.82 Q V 305.9 17.417 488.9966 426.73 Q V 17.500 491.7467 399.32 Q V 12.500 17.583 494.3697 380.85 Q V 295.1 17.667 496.8879 365.65 Q •V 295.4 17.750 499.3169 352.70 Q V 4P 17.833 501.6684 341.44 Q V 17.917 503.9521 331.58 Q V 13.000 18.000 506.1760 322.91 Q V FLOW PROCESS FROM NODE 6.00 TO NODE 7.00 IS CODE = 5.2 ---------------------------------------------------------------------------- >>>>> MODEL CHANNEL ROUTING BY THE CONVEX METHOD <<<<< THE MODIFIED C- ROUTING COEFFICIENT IS ESTIMATED IN ORDER TO ROUTE THE STREAM 5 INFLOW HYDROGRAPH BY 5- MINUTE INTERVALS(Reference: the National Engineering Handbook, Hydrology, Chapter 17, page 17 -52, August,1972, U.S. Department of Commerce). ASSUMED REGULAR CHANNEL INFORMATION: BASEWIDTH(FT) = 18.00 CHANNEL Z = .00 UPSTREAM ELEVATION = 1364.50 DOWNSTREAM ELEVATION = 1346.10 CHANNEL LENGTH(FT) = 1980.00 MANNING'S FACTOR = .014 CONSTANT LOSS RATE(CFS) _ .00 CHANNEL ROUTING COEFFICIENT ESTIMATED: MAXIMUM INFLOW(CFS) = 2529.39 AVERAGE FLOWRATE IN EXCESS OF 50% MAXIMUM INFLOW = 1912.78 CHANNEL NORMAL VELOCITY FOR Q = 1912.78 CFS = 22.00 FPS ESTIMATED CHANNEL ROUTING COEFFICIENT = .928 MODIFIED CHANNEL ROUTING COEFFICIENT FOR 5- MINUTE UNIT INTERVALS IS CSTAR = .999 CONVEX METHOD CHANNEL ROUTING RESULTS: di OUTFLOW LESS MODEL INFLOW ROUTED LOSS TIME (STREAM 5) FLOW (STREAM 5) 3 MRS) (CFS) (CFS) (CFS) 12.083 306.0 305.5 305.5 12.167 306.8 306.6 306.6 12.250 305.5 305.9 305.9 12.333 303.1 303.8 303.8 12.417 299.4 300.5 300.5 12.500 296.3 297.2 297.2 12.583 295.1 295.4 295.4 12.667 295.5 295.4 295.4 12.750 296.9 296.5 296.5 12.833 299.1 298.5 298.5 12.917 301.8 301.0 301.0 13.000 304.9 304.0 304.0 13.083 308.2 307.2 307.2 13.167 311.5 310.6 310.6 13.250 315.1 314.1 314.1 13.333 318.8 317.7 317.7 13.417 322.7 321.6 321.6 13.500 326.8 325.7 325.7 2 59 13.583 331.1 329.9 329.9 13.667 335.5 334.3 334.3 13.750 340.2 338.9 338.9 13.833 345.1 343.7 343.7 13.917 350.3 348.8 348.8 14.000 355.6 354.1 354.1 14.083 361.8 360.1 360.1 14.167 369.6 367.4 367.4 s 14.250 380.4 377.4 377.4 14.333 392.8 389.3 389.3 14.417 407.5 403.4 403.4 14.500 421.7 417.7 417.7 14.583 434.4 430.8 430.8 14.667 445.5 442.4 442.4 14.750 456.2 453.2 453.2 14.833 466.6 463.7 463.7 14.917 477.3 474.3 474.3 15.000 488.3 485.3 485.3 15.083 500.5 497.1 497.1 ,w 15.167 513.5 509.8 509.8 15.250 528.0 524.0 524.0 15.333 543.7 539.3 539.3 15.417 558.7 554.5 554.5 15.500 568.2 565.6 565.6 15.583 567.1 567.4 567.4 15.667 561.7 563.2 563.2 15.750 552.9 555.3 555.3 �+ 15.833 554.5 554.0 554.0 15.917 584.7 576.3 576.3 16.000 661.5 640.1 640.1 16.083 892.2 827.8 827.8 16.167 1304.6 1189.5 1189.5 16.250 1909.0 1740.3 1740.3 16.333 2256.2 2159.2 2159.2 16.417 2529.4 2453.1 2453.1 �* 16.500 2289.5 2356.3 2356.3 16.583 1777.7 1920.5 1920.5 16.667 1323.1 1450.0 1450.0 16.750 1027.6 1110.1 1110.1 16.833 836.9 890.2 890.2 16.917 701.9 739.6 739.6 17.000 597.4 626.6 626.6 17.083 563.7 573.1 573.1 17.167 536.5 544.1 544.1 17.250 505.3 514.0 514.0 17.333 462.8 474.7 474.7 17.417 426.7 436.8 436.8 17.500 399.3 407.0 407.0 17.583 380.9 386.0 386.0 17.667 365.6 369.9 369.9 17.750 352.7 356.3 356.3 17.833 341.4 344.6 344.6 17.917 331.6 334.3 334.3 18.000 322.9 325.3 325.3 PROCESS SUMMARY OF STORAGE: INFLOW VOLUME = 630.561 AF OUTFLOW VOLUME = 630.561 AF LOSS VOLUME _ .000 AF **, r*+ t, r***, r**, r*****, r*, r*,►, r«, r********+ r* r r*** r**** r*** * * * * *rr * * * * * * * * * * * *t FLOW PROCESS FROM NODE 1.00 TO NODE 7.00 IS CODE = 6 ---------------------------------------------------------------------------- >> >>>STREAM NUMBER 5 CLEARED AND -------------------------------- SET TO ZERO« «< •*, t, t, t** t**, r**, e***, r****, r**, t*** ,r *,r,t * * * *,t,r *,r * * * *,t,t * * *,r *,r ,r ,r * * * * * * * * * * * * * « * * * * * ** FLOW PROCESS FROM NODE 1.00 TO NODE 7.00 IS CODE = 1 3 2&o -------------------------------------------------------------------------- >>>>>UNIT- HYDROGRAPH ANALYSIS< «< --sssacsssss=ss---------- (UNIT- HYDROGRAPH ADDED TO STREAM #5) WATERSHED AREA = 1760.000 ACRES BASEFLOW = .000 CFS /SQUARE -MILE *USER ENTERED "LAG" TIME = .391 HOURS CAUTION: LAG TIME IS LESS THAN .50 HOURS. THE 5- MINUTE PERIOD UH MODEL (USED IN THIS COMPUTER PROGRAM) i MAY BE TOO LARGE FOR PEAK FLOW ESTIMATES. VALLEY(DEVELOPED) S -GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(INCH /HOUR) _ .490 LOW LOSS FRACTION = .460 * HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEAK 5- MINUTES RAINFALL(INCH)= .55 SPECIFIED PEAK 30- MINUTES RAINFALL(INCH)= 1.13 >: SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 1.50 ilrl SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 2.75 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 4.00 .� SPECIFIED PEAK 24 -HOUR RAINFALL(INCH) = 9.30 PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5- MINUTE FACTOR = .921 30- MINUTE FACTOR = .921 1 -HOUR FACTOR = .921 ill 3 -HOUR FACTOR = .988 6 -HOUR FACTOR = .994 24 -HOUR FACTOR = .996 cr i a UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 21.313 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 12.00 MODEL TIME(HOURS) FOR END OF RESULTS = 18.00 4► UNIT HYDROGRAPH DETERMINATION ---------------------------------------------------------------------------- INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) r -------------------------- ------------------------------------------------- 1 1 238 263.554 r 2,� / 2 5.300 864.515 3 15.238 2115.429 4 28.736 2873.014 5 45.788 3629.560 6 63.545 3779.501 7 77.181 2902.326 8 86.125 1903.839 9 91.519 1148.125 10 95.087 759.397 11 97.120 432.811 12 98.189 227.428 13 98.589 85.171 14 98.989 85.045 15 99.379 83.094 16 99.752 79.315 17 99.938 39.658 18 100.000 13.219 r 2,� / 3 TOTAL STORM RAINFALL(INCHES) = 9.27 TOTAL SOIL- LOSS(INCHES) = 4.02 TOTAL EFFECTIVE RAINFALL(INCHES) = 5.25 on 14 ----------------------------- --------------------------------------------- TOTAL SOIL -LOSS VOLUME(ACRE -FEET) = 589.4924 TOTAL STORM RUNOFF VOLUME(ACRE -FEET) = 769.2870 '---------------------------------------------------------------------------- wr No Ord me vw 4" rw E I-11 ez saga x a a x c a s z a x a a x x s x x xx a x a x a a a x s x a o x x x xa z x s s x x a sa a zaszx sa a c x x: x x sz s x c a= z x a a a S63 2 4 - H O U R S T 0 R M R U N O F F H Y D R 0 G R A P H HYDROGRAPH IN FIVE- MINUTE INTERVALS(CFS) A� ---------------------- 7 ---------------------------------------------------- fIME(HRS) VOLUME(AF) Q(CFS) 0. 725.0 1450.0 2175.0 2900.0 ---------------------------------------------------------------------------- 12.083 268.4573 373.01 Q V ib 12.167 271.0347 374.23 Q V 12.250 273.6053 373.26 Q V . 12.333 276.1604 371.00 Q V - 12.417 278.6912 367.47 Q V YYW 12.500 281.1965 363.77 Q V 12.583 283.6882 361.80 Q V 12.667 286.1797 361.76 Q V 12.750 288.6813 363.24 Q V 1w 12.833 291.1988 365.53 Q V 12.917 293.7371 368.57 Q V 13.000 296.2998 372.10 Q V 13.083 298.8896 376.05 Q V Wi 13.167 301.5076 380.12 Q V 13.250 304.1549 384.39 Q V wu 13.333 306.8326 388.81 Q V 13.417 309.5427 393.50 Q V 13.500 312.2866 398.41 Q V 13.583 315.0661 403.58 Q V 13.667 317.8825 408.95 Q V 13.750 320.7378 414.58 Q V 13.833 323.6333 420.44 Q V 13.917 326.5714 426.61 Q V wen 14.000 329.5538 433.05 Q V 14.083 332.5880 440.56 Q V 'O 14.167 335.6872 450.00 Q V 14.250 338.8775 463.24 Q V +� 14.333 342.1754 478.85 Q V 14.417 345.5980 496.96 Q V 14.500 349.1507 515.86 Q V . 14.583 352.8209 532.91 Q V . 40 14.667 356.5933 547.75 Q V . 14.750 360.4586 561.24 Q V . 14.833 364.4140 574.33 Q V . 14.917 368.4597 587.43 Q V. op 15.000 372.5976 600.83 Q V. 15.083 376.8333 615.03 Q V. 15.167 381.1747 630.37 Q V. 15.250 385.6328 647.31 Q V 15.333 390.2184 665.83 Q. V 15.417 394.9232 683.14 Q. V 15.500 399.7098 695.02 Q. V 15.583 404.4920 694.38 Q. •V 15.667 409.2310 688.09 Q. V 15.750 413.9043 678.57 Q. •V 15.833 418.5544 675.19 Q. V 15.917 423.3879 701.83 Q. V 16.000 428.7629 780.44 Q V 16.083 435.8441 1028.19 Q V 16.167 445.8723 1456.09 Q V 16.250 460.4289 2113.62 V Q. 16.333 477.8615 2531.22 V Q 16.417 497.4153 2839.20 V Q• 16.500 516.6245 2789.17 V Q 16.583 532.3951 2289.89 V Q 16.667 544.4463 1749.84 Q V 16.750 553.7129 1345.51 Q V 16.833 561.3926 1115.10 Q V. S63 *, r*•*, r, r* r**, r*** r*, t* rr**** t r r r r r r** r* r*** r* r t* r** r t ***, t* *rr,r,t,r * *w,t,r *rr *r,t * *,rtr *w FLOW PROCESS FROM NODE 7.00 TO NODE 8.00 IS CODE a 5.2 ----------------------------------------------------------------------- >>>>> MODEL CHANNEL ROUTING BY THE CONVEX METHOD <<<<< sxxxxx ss aasxxsxzaxxazxsxsxs xzssssaxsxsxsxsscsxxsaxxsxssxx axxasssxxsxxssssss THE MODIFIED C- ROUTING COEFFICIENT IS ESTIMATED IN ORDER TO ROUTE THE STREAM 5 INFLOW HYDROGRAPH BY 5- MINUTE INTERVALS(Reference: the National Engineering Handbook, Hydrology, Chapter 17, page 17 -52, August,1972, U.S. Department of Commerce). ASSUMED REGULAR CHANNEL INFORMATION: BASEWIDTH(FT) = 18.00 CHANNEL Z = .00 UPSTREAM ELEVATION = 1346.10 DOWNSTREAM ELEVATION = 1337.40 CHANNEL LENGTH(FT) = 1320.00 MANNING'S FACTOR = .014 CONSTANT LOSS RATE(CFS) = .00 CHANNEL ROUTING COEFFICIENT ESTIMATED: MAXIMUM INFLOW(CFS) = 2839.20 AVERAGE FLOWRATE IN EXCESS OF 50't MAXIMUM INFLOW = 2252.72 CHANNEL NORMAL VELOCITY FOR Q = 2252.72 CFS = 20.43 FPS ESTIMATED CHANNEL ROUTING COEFFICIENT = .923 MODIFIED CHANNEL ROUTING COEFFICIENT FOR 5- MINUTE UNIT INTERVALS IS CSTAR = 1.000 w 16.917 567.7692 925.88 Q V. 17.000 573.2462 795.25 Q V. LOSS 17.083 578.0807 701.98 Q. V ' 17.167 582.6954 670.06 Q. V ' 12.167 17.250 587.0790 636.50 Q V 373.3 371.0 17.333 591.2097 599.77 Q V 368.2 17.417 594.9892 548.78 Q V 364.5 17.500 598.4774 506.49 Q •V 17.583 601.7526 475.56 Q V 12.833 17.667 604.8867 455.08 Q •V 368.6 17.750 607.9039 438.10 Q V ' 371.4 17.833 610.8192 423.30 Q •V ' 375.3 17.917 613.6458 410.42 Q V ' 18.000 616.3944 399.11 Q V *, r*•*, r, r* r**, r*** r*, t* rr**** t r r r r r r** r* r*** r* r t* r** r t ***, t* *rr,r,t,r * *w,t,r *rr *r,t * *,rtr *w FLOW PROCESS FROM NODE 7.00 TO NODE 8.00 IS CODE a 5.2 ----------------------------------------------------------------------- >>>>> MODEL CHANNEL ROUTING BY THE CONVEX METHOD <<<<< sxxxxx ss aasxxsxzaxxazxsxsxs xzssssaxsxsxsxsscsxxsaxxsxssxx axxasssxxsxxssssss THE MODIFIED C- ROUTING COEFFICIENT IS ESTIMATED IN ORDER TO ROUTE THE STREAM 5 INFLOW HYDROGRAPH BY 5- MINUTE INTERVALS(Reference: the National Engineering Handbook, Hydrology, Chapter 17, page 17 -52, August,1972, U.S. Department of Commerce). ASSUMED REGULAR CHANNEL INFORMATION: BASEWIDTH(FT) = 18.00 CHANNEL Z = .00 UPSTREAM ELEVATION = 1346.10 DOWNSTREAM ELEVATION = 1337.40 CHANNEL LENGTH(FT) = 1320.00 MANNING'S FACTOR = .014 CONSTANT LOSS RATE(CFS) = .00 CHANNEL ROUTING COEFFICIENT ESTIMATED: MAXIMUM INFLOW(CFS) = 2839.20 AVERAGE FLOWRATE IN EXCESS OF 50't MAXIMUM INFLOW = 2252.72 CHANNEL NORMAL VELOCITY FOR Q = 2252.72 CFS = 20.43 FPS ESTIMATED CHANNEL ROUTING COEFFICIENT = .923 MODIFIED CHANNEL ROUTING COEFFICIENT FOR 5- MINUTE UNIT INTERVALS IS CSTAR = 1.000 w CONVEX METHOD CHANNEL ROUTING RESULTS: OUTFLOW LESS MODEL INFLOW ROUTED LOSS TIME (HRS) (STREAM 5) (CFS) FLOW (CFS) (STREAM 5) (CFS) 12.083 373.0 372.6 372.6 12.167 374.2 374.0 374.0 12.250 12.333 373.3 371.0 373.5 371.4 373.5 371.4 12.417 367.5 368.2 368.2 12.500 363.8 364.5 364.5 12.583 12.667 361.8 361.8 362.2 361.8 362.2 361.8 12.750 363.2 362.9 362.9 12.833 365.5 365.1 365.1 12.917 368.6 368.0 368.0 13.000 372.1 371.4 371.4 13.083 376.0 375.3 375.3 13.167 380.1 379.3 379.3 13.250 384.4 383.5 383.5 13.333 388.8 387.9 387.9 13.417 393.5 392.6 392.6 13.500 398.4 397.4 397.4 3 FLOW PROCESS FROM NODE 1.00 TO NODE 8.00 IS CODE = 1 F �6 13.583 403.6 402.6 402.6 13.667 408.9 407.9 407.9 13.750 414.6 413.5 413.5 13.833 13.917 420.4 426.6 419.3 425.4 419.3 425.4 14.000 433.0 431.8 431.8 14.083 440.6 439.1 439.1 14.167 450.0 448.1 448.1 14.250 463.2 460.6 460.6 14.333 478.9 475.7 475.7 14.417 497.0 493.4 493.4 14.500 515.9 512.1 512.1 14.583 532.9 529.5 529.5 14.667 547.8 544.8 544.8 14.750 561.2 558.6 558.6 14.833 574.3 571.7 571.7 14.917 587.4 584.8 584.8 15.000 600.8 598.2 598.2 15.083 615.0 612.2 612.2 15.167 630.4 627.3 627.3 15.250 647.3 643.9 643.9 15.333 665.8 662.1 662.1 15.417 683.1 679.7 679.7 15.500 695.0 692.7 692.7 15.583 694.4 694.5 694.5 15.667 688.1 689.3 689.3 15.750 678.6 680.5 680.5 ee•A 15.833 675.2 675.9 675.9 15.917 701.8 696.5 696.5 16.000 780.4 764.8 764.8 16.083 1028.2 978.9 978.9 +A* 16.167 1456.1 1371.0 1371.0 16.250 2113.6 1982.8 1982.8 16.333 2531.2 2448.1 2448.1 16.417 2839.2 2777.9 2777.9 �w 16.500 2789.2 2799.1 2799.1 16.583 2289.9 2389.2 2389.2 16.667 1749.8 1857.3 1857.3 16.750 1345.5 1425.9 1425.9 16.833 1115.1 1160.9 1160.9 16.917 925.9 963.5 963.5 17.000 795.3 821.2 821.2 17.083 702.0 720.5 720.5 wM 17.167 670.1 676.4 676.4 17.250 636.5 643.2 643.2 do 17.333 599.8 607.1 607.1 17.417 548.8 558.9 558.9 As1 17.500 506.5 514.9 514.9 17.583 475.6 481.7 481.7 17.667 455.1 459.2 459.2 17.750 438.1 441.5 441.5 17.833 423.3 426.2 426.2 17.917 410.4 413.0 413.0 18.000 399.1 401.4 401.4 PROCESS SUMMARY OF STORAGE: INFLOW VOLUME = 769.287 AF OUTFLOW VOLUME = 769.286 AF LOSS VOLUME _ .000 AF FLOW PROCESS FROM NODE 1.00 TO NODE 8.00 IS CODE = 6 -------------------- - >> >>>STREAM NUMBER -- -------- ---- 5 CLEARED AND ---------------------------------------- SET TO ZERO<< «< 3 FLOW PROCESS FROM NODE 1.00 TO NODE 8.00 IS CODE = 1 F �6 --------------------------------------------------------------------------- >>>>>UNIT- HYDROGRAPH ANALYSIS- < s= ssx x= a x a s s x s x x= x x x s x= c x x s s s s a c x x c s s x o s s x s s x x s sx e s s =c a s a s cs = a s s x s s s x x x x x c x s (UNIT- HYDROGRAPH ADDED TO STREAM #5) WATERSHED AREA = 1919.000 ACRES BASEFLOW = .000 CFS /SQUARE -MILE *USER ENTERED "LAG" TIME _ .409 HOURS CAUTION: LAG TIME IS LESS THAN .50 HOURS. THE 5- MINUTE PERIOD UH MODEL (USED IN THIS COMPUTER PROGRAM) MAY BE TOO LARGE FOR PEAK FLOW ESTIMATES. VALLEY(DEVELOPED) S -GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(INCH /HOUR) _ .490 LOW LOSS FRACTION = .460 * HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEAK 5- MINUTES RAINFALL(INCH)= .55 SPECIFIED PEAK 30- MINUTES RAINFALL(INCH)= 1.13 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 1.50 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 2.75 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 4.00 SPECIFIED PEAK 24 -HOUR RAINFALL(INCH) = 9.30 PRECIPITATION DEP' 5- MINUTE FACTOR 30- MINUTE FACTOR 1 -HOUR FACTOR = 3 -HOUR FACTOR = 6 -HOUR FACTOR = 24 -HOUR FACTOR = CH -AREA REDUCTION FACTORS: _ .914 _ .914 .914 .987 .994 .996 UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 20.375 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 12.00 MODEL TIME(HOURS) FOR END OF RESULTS = 18.00 Z66 UNIT HYDROGRAPH DETERMINATION lilt-------------------------------------- INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) --------------------------------------------------------------------------- 1 1.176 273.012 2 4.843 850.994 3 13.924 2107.460 4 26.401 2895.672 5 42.104 3644.291 6 59.630 4067.400 7 8 73.810 83.610 3290.965 2274.289 9 89.802 1437.115 10 93.808 929.745 11 96.309 580.251 3 12 97.814 349.344 13 98.369 128.877 14 98.751 88.687 15 99.133 88.653 3 16 99.515 88.653 17 99.897 88.653 18 100.000 23.845 Z66 TOTAL STORM RAINFALL(INCHES) - 9.26 TOTAL SOIL- LOSS(INCHES) = 4.02 TOTAL EFFECTIVE RAINFALL(INCHES) - 5.24 3 .------------------------------------_------------------------------------- TOTAL SOIL -LOSS VOLUME(ACRE -FEET) 643.0305 TOTAL STORM RUNOFF VOLUME(ACRE -FEET) = 838.0281 --------------------------------------------------------------------- - - - - -- lw do w �lf z6� s sxas a z z a a s a s a x s s s s s a s s s s s s s sass s s s s a z z x s x s s s s s a s s :s s sz zees s zz s s s s se a s s s s s a 2 4 - H O U R S T O R M R U N O F F H Y D R 0 G R A P H = assaxass xaaaysasazaxsszxssszsssszzx xsszsssss xssssz sxs ss sxssssszszz sxsssasss 3 -------------------------- HYDROGRAPH IN ---- FIVE- MINUTE INTERVALS(CFS) ----------- --------------- TIME(HRS) VOLUME(AF) Q(CFS) 0. 775.0 1550.0 2325.0 3100.0 -------------------------------------------------------------------------- 12.083 292.0293 405.96 Q V 12.167 294.8355 407.46 Q V 12.250 297.6371 406.79 Q V ,* 12.333 300.4249 404.79 Q V 12.417 303.1904 401.55 Q V 12.500 305.9292 397.67 Q V 12.583 308.6518 395.32 Q V 12.667 311.3717 394.93 Q V ' 12.750 314.1003 396.20 Q V 12.833 316.8448 398.50 Q V 12.917 319.6106 401.59 Q V . 13.000 322.4014 405.22 Q V 13.083 325.2211 409.42 Q V 13.167 328.0713 413.84 Q V 13.250 330.9532 418.45 Q V 13.333 333.8679 423.23 Q V im 13.417 336.8170 428.21 Q V 13.500 339.8026 433.50 Q V 13.583 342.8266 439.08 Q V 13.667 345.8904 444.88 Q V 13.750 348.9962 450.95 Q V . 13.833 352.1454 457.28 Q V 13.917 355.3405 463.93 Q V - 14.000 358.5834 470.87 Q V 14.083 361.8823 478.99 Q V 14.167 365.2509 489.13 Q V 14.250 368.7176 503.36 Q V 14.333 372.3007 520.26 Q V 14.417 376.0182 539.80 Q V 14.500 379.8817 560.98 Q V . 14.583 383.8793 580.44 Q V . 14.667 387.9940 597.46 Q V . 14.750 392.2140 612.74 Q V . 14.833 396.5338 627.23 Q V . 14.917 400.9527 641.63 Q V. 15.000 405.4725 656.27 Q V. 10 15.083 410.0970 671.48 Q V. 15.167 414.8340 687.80 Q V. 15.250 419.6946 705.76 Q. V 15.333 424.6906 725.42 Q. V 15.417 429.8133 743.82 Q. V 15.500 435.0265 756.96 Q. V 15.583 440.2413 757.19 Q. V 15.667 445.4162 751.38 Q. V 15.750 450.5289 742.37 Q. V 15.833 455.5991 736.19 Q. V 15.917 460.8283 759.28 Q. V 16.000 466.5782 834.89 Q V . 16.083 474.0323 1082.34 Q V 16.167 484.3682 1500.77 Q. V 16.250 499.2494 2160.76 V Q 16.333 517.1540 2599.74 V Q 16.417 537.3393 2930.90 V Q 16.500 558.0422 3006.06 V Q . 16.583 575.6388 2555.02 V Q 16.667 589.4400 2003.94 Q V 16.750 600.1571 1556.12 Q V 16.833 608.9271 1273.40 Q V. Z63 ., rww* w*, r**, rw, r, rw, r*, r***, r, r**, r**** r****** r* t r r*** r** r r* rr r tr +r * * * * * * ** FLOW PROCESS FROM NODE 8.00 TO NODE 9.00 IS CODE = 5.2 ---------------------------------------------------------------------------- >>>>> MODEL CHANNEL ROUTING BY THE CONVEX METHOD <<<<< �Y-� zaaaaazzaaszxsssxxaasaxxxxax sxxsxxxxxassxa scxcxxaa zaxxxsaassxxa= x =xccssxxca THE MODIFIED C- ROUTING COEFFICIENT IS ESTIMATED IN ORDER TO ROUTE THE STREAM 5 INFLOW HYDROGRAPH BY 5- MINUTE INTERVALS(Reference: the National Engineering Handbook, 1w Hydrology, Chapter 17, page 17 -52, August,1972, U.S. Department of Commerce). ASSUMED REGULAR CHANNEL I: BASEWIDTH(FT) = 20.00 UPSTREAM ELEVATION = DOWNSTREAM ELEVATION = CHANNEL LENGTH(FT) = CONSTANT LOSS RATE(CFS) vFORMATION: CHANNEL Z = .00 1337.40 1322.20 1320.00 MANNING'S FACTOR = .014 .00 CHANNEL ROUTING COEFFICIENT ESTIMATED: MAXIMUM INFLOW(CFS) = 3006.06 AVERAGE FLOWRATE IN EXCESS OF 50% MAXIMUM INFLOW = 2401.79 CHANNEL NORMAL VELOCITY FOR Q = 2401.79 CFS = 24.95 FPS ESTIMATED CHANNEL ROUTING COEFFICIENT = .936 16.917 616.2936 1069.61 Q V. 17.000 622.6368 921.03 .Q V. OUTFLOW LESS 17.083 628.0847 791.03 ROUTED Q V. TIME 17.167 17.250 633.1756 638.0305 739.21 704.92 Q. Q. V V (CFS) 17.333 642.6398 669.28 406.0 Q V 17.417 646.9708 628.87 407.2 Q V 406.8 17.500 17.583 650.8716 654.4986 566.40 526.63 Q Q V V 405.1 17.667 657.9596 502.54 Q 402.1 V 12.500 17.750 661.2881 483.30 Q 12.583 .V 395.7 17.833 17.917 664.5003 667.6107 466.42 451.63 Q Q 395.0 V •V 3 18.000 670.6319 438.67 Q V ., rww* w*, r**, rw, r, rw, r*, r***, r, r**, r**** r****** r* t r r*** r** r r* rr r tr +r * * * * * * ** FLOW PROCESS FROM NODE 8.00 TO NODE 9.00 IS CODE = 5.2 ---------------------------------------------------------------------------- >>>>> MODEL CHANNEL ROUTING BY THE CONVEX METHOD <<<<< �Y-� zaaaaazzaaszxsssxxaasaxxxxax sxxsxxxxxassxa scxcxxaa zaxxxsaassxxa= x =xccssxxca THE MODIFIED C- ROUTING COEFFICIENT IS ESTIMATED IN ORDER TO ROUTE THE STREAM 5 INFLOW HYDROGRAPH BY 5- MINUTE INTERVALS(Reference: the National Engineering Handbook, 1w Hydrology, Chapter 17, page 17 -52, August,1972, U.S. Department of Commerce). ASSUMED REGULAR CHANNEL I: BASEWIDTH(FT) = 20.00 UPSTREAM ELEVATION = DOWNSTREAM ELEVATION = CHANNEL LENGTH(FT) = CONSTANT LOSS RATE(CFS) vFORMATION: CHANNEL Z = .00 1337.40 1322.20 1320.00 MANNING'S FACTOR = .014 .00 CHANNEL ROUTING COEFFICIENT ESTIMATED: MAXIMUM INFLOW(CFS) = 3006.06 AVERAGE FLOWRATE IN EXCESS OF 50% MAXIMUM INFLOW = 2401.79 CHANNEL NORMAL VELOCITY FOR Q = 2401.79 CFS = 24.95 FPS ESTIMATED CHANNEL ROUTING COEFFICIENT = .936 MODIFIED CHANNEL ROUTING COEFFICIENT FOR 5- MINUTE UNIT INTERVALS IS CSTAR = 1.000 119 CONVEX METHOD CHANNEL ROUTING RESULTS: OUTFLOW LESS MODEL INFLOW ROUTED LOSS TIME (STREAM 5) FLOW .(STREAM 5) (HRS) (CFS) (CFS) (CFS) 12.083 406.0 405.6 405.6 12.167 407.5 407.2 407.2 12.250 406.8 406.9 406.9 12.333 404.8 405.1 405.1 3 12.417 401.6 402.1 402.1 12.500 397.7 398.3 398.3 12.583 395.3 395.7 395.7 12.667 394.9 395.0 395.0 3 12.750 396.2 396.0 396.0 12.833 398.5 398.1 398.1 12.917 401.6 401.1 401.1 13.000 405.2 404.6 404.6 3 13.083 409.4 408.7 408.7 13.167 413.8 413.1 413.1 13.250 418.5 417.7 417.7 13.333 423.2 422.4 422.4 3 13.417 428.2 427.4 427.4 13.500 433.5 432.6 432.6 3 1 13.583 439.1 438.2 438.2 13.667 444.9 443.9 443.9 13.750 450.9 449.9 449.9 13.833 457.3 456.2 456.2 13.917 463.9 462.8 462.8 14.000 470.9 469.7 469.7 14.083 479.0 477.6 477.6 14.167 489.1 487.5 487.5 14.250 503.4 501.0 501.0 14.333 520.3 517.5 517.5 14.417 539.8 536.6 536.6 ' 14.500 561.0 557.5 557.5 14.583 580.4 577.2 577.2 14.667 597.5 594.6 594.6 14.750 612.7 610.2 610.2 14.833 627.2 624.8 624.8 14.917 641.6 639.3 639.3 15.000 656.3 653.9 653.9 15.083 671.5 669.0 669.0 15.167 687.8 685.1 685.1 15.250 705.8 702.8 702.8 15.333 725.4 722.2 722.2 15.417 743.8 740.8 740.8 15.500 757.0 754.8 754.8 15.583 757.2 757.2 757.2 15.667 751.4 752.3 752.3 15.750 742.4 743.9 743.9 15.833 736.2 737.2 737.2 15.917 759.3 755.5 755.5 16.000 834.9 822.4 822.4 16.083 1082.3 1041.5 1041.5 16.167 1500.8 1431.7 1431.7 16.250 2160.8 2051.8 2051.8 16.333 2599.7 2527.2 2527.2 16.417 2930.9 2876.2 2876.2 16.500 3006.1 2993.7 2993.7 16.583 2555.0 2629.5 2629.5 16.667 2003.9 2094.9 2094.9 16.750 1556.1 1630.1 1630.1 16.833 1273.4 1320.1 1320.1 16.917 1069.6 1103.3 1103.3 17.000 921.0 945.6 945.6 17.083 791.0 812.5 812.5 17.167 739.2 747.8 747.8 17.250 704.9 710.6 710.6 17.333 669.3 675.2 675.2 17.417 628.9 635.5 635.5 17.500 566.4 576.7 576.7 17.583 526.6 533.2 533.2 17.667 502.5 506.5 506.5 17.750 483.3 486.5 486.5 17.833 466.4 469.2 469.2 17.917 451.6 454.1 454.1 18.000 438.7 440.8 440.8 a a ass = a a a a a a a s PROCESS SUMMARY OF a a s a a c a a a a s a a s STORAGE: a a a a s a a s a a a c= a a a a s a a a s a s a a s a a s c a a a s a a s a a a a INFLOW VOLUME = 838.028 AF OUTFLOW VOLUME = 838.028 AF LOSS VOLUME = 000 AF FLOW PROCESS NODE_____ 1_00 TO NODE ____9_00 _IS CODE =6 - >>>>>STREAM NUMBER 5 CLEARED AND SET TO ZERO« <<< *i. *,r *,t« ***, r, e, t«, rtr, r, r, r, r**** vr, r*****, r* w, r, t*** * * *r * * * * * «w,r•rx. * «r. *,t *,r * *,r ,r * *rr * *,r *,t FLOW PROCESS FROM NODE 1.00 TO NODE 9.00 IS CODE = 1 270 I - --------------------------------------------------------------------------- >>>>>UNIT- HYDROGRAPH ANALYSIS -<< << (UNIT - HYDROGRAPH ADDED TO STREAM #5) WATERSHED AREA = 1979.000 ACRES BASEFLOW = .000 CFS /SQUARE -MILE *USER ENTERED "LAG" TIME = .424 HOURS CAUTION: LAG TIME IS LESS THAN .50 HOURS. THE 5- MINUTE PERIOD UH MODEL (USED IN THIS COMPUTER PROGRAM) MAY BE TOO LARGE FOR PEAK FLOW ESTIMATES. VALLEY(DEVELOPED) S -GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(INCH /HOUR) _ .500 LOW LOSS FRACTION = .470 * HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEAK 5- MINUTES RAINFALL(INCH)= .55 SPECIFIED PEAK 30- MINUTES RAINFALL(INCH)= 1.13 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 1.50 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 2.75 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 4.00 SPECIFIED PEAK 24 -HOUR RAINFALL(INCH) = 9.30 PRECIPITATION DEP' 5- MINUTE FACTOR 30- MINUTE FACTOR 1 -HOUR FACTOR = 3 -HOUR FACTOR = 6 -HOUR FACTOR = 24 -HOUR FACTOR = OR CH -AREA REDUCTION FACTORS: = .912 = .912 .912 .987 .993 .996 io UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 19.654 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 12.00 MODEL TIME(HOURS) FOR END OF RESULTS = 18.00 UNIT HYDROGRAPH DETERMINATION l 2 --------------------------------------------------------------------------- 271 INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES (CFS) --- - - - - -- - - - -- - 1 - - - -- - 1.130 270.480 2 4.521 811.535 3 12.924 2011.057 4 24.719 2823.114 5 39.234 3473.989 6 56.463 4123.359 7 70.983 3475.167 8 81.377 2487.751 9 88.297 1656.118 10 92.627 1036.224 11 95.547 698.946 12 97.295 418.311 13 98.200 216.721 14 98.569 88.213 15 16 98.937 99.306 88.168 88.191 17 99.674 88.168 18 100.000 78.019 2 --------------------------------------------------------------------------- 271 TOTAL STORM RAINFALL(INCHES) - 9.26 TOTAL SOIL- LOSS(INCHES) = 4.11 TOTAL EFFECTIVE RAINFALL(INCHES) = 5.15 ------- ----------------- -------------------------------------------------- TOTAL SOIL -LOSS VOLUME(ACRE -FEET) = 677.6286 TOTAL STORM RUNOFF VOLUME(ACRE -FEET) = 849.5599 4" ---------------------------- • - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - ------ -------- w 00 ow in iw d 2�2 2 4 - H O U R S T O R M R U N O F F H Y D R O G R A P H s xe a s ss3 c s 3 a a s L a x s c 3 s c 3 c s s c 3 a 3 a a s s s s L 3 3 a a s a L s L L a a 3 x a s x� a L L L3 c 3 a L L c3 s 3 3 a a L a a= ow HYDROGRAPH IN FIVE- MINUTE INTERVALS(CFS) w ------------------------------ ------------------------------ --------- - - - - -- TIME(HRS) VOLUME(AF) Q(CFS) 0. 775.0 1550.0 2325.0 3100.0. --------------------------------------------------------------------------- 12.083 295.0286 410.33 Q V 12.167 297.8658 411.95 Q V - 12.250 300.7001 411.55 Q V 12.333 303.5226 409.82 Q V 12.417 306.3260 407.05 Q V . 12.500 309.1032 403.26 Q V . 12.583 311.8631 400.74 Q V 12.667 314.6185 400.08 Q V 12.750 317.3805 401.04 Q V 12.833 320.1575 403.22 Q V 12.917 322.9546 406.14 Q V 13.000 325.7761 409.69 Q V 13.083 328.6257 413.76 Q V 13.167 331.5060 418.22 Q V 13.250 334.4182 422.85 Q V �I 13.333 337.3635 427.66 Q V 13.417 340.3433 432.67 Q V 13.500 343.3591 437.89 Q V . 13.583 346.4134 443.49 Q V 13.667 349.5079 449.32 Q V 13.750 352.6443 455.41 Q V 13.833 355.8245 461.76 Q V 13.917 359.0506 468.43 Q V 14.000 362.3247 475.41 Q V 14.083 365.6549 483.54 Q V 14.167 369.0545 493.62 Q V 14.250 372.5505 507.63 Q V 14.333 376.1622 524.41 Q V 14.417 379.9056 543.55 Q V 14.500 383.7970 565.03 Q V . 14.583 387.8267 585.11 Q V . 14.667 391.9784 602.82 Q V 14.750 396.2398 618.76 Q V 14.833 400.6033 633.59 Q V 14.917 405.0682 648.30 Q V. 15.000 409.6351 663.12 Q V. 15.083 414.3080 678.50 Q V. 15.167 419.0928 694.75 Q V. 15.250 424.0003 712.57 Q. V. 15.333 429.0424 732.11 Q. V 15.417 434.2102 750.36 Q. V 15.500 439.4724 764.08 Q. V 15.583 444.7444 765.49 Q. V 15.667 449.9829 760.63 Q. V 15.750 455.1735 753.66 Q. V 15.833 460.3146 746.49 Q. V 15.917 465.5912 766.16 Q. V 16.000 471.3528 836.58 Q V 16.083 478.7500 1074.08 Q V 16.167 488.8810 1471.02 Q V 16.250 503.3721 2104.11 V Q 16.333 520.9546 2552.98 V Q 16.417 540.7003 2867.08 V Q 16.500 561.7041 3049.75 V Q. 16.583 580.0383 2662.13 V Q 16.667 594.6823 2126.31 Q 16.750 606.2103 1673.87 Q V 16.833 615.4671 1344.09 Q V �I IZ-7 PR FLOW PROCESS FROM NODE 9.00 TO NODE 10.00 IS CODE = 5.2 --------------------------------------------------------------------------- >>>>> MODEL CHANNEL ROUTING BY THE CONVEX METHOD <<<<< THE MODIFIED C- ROUTING COEFFICIENT IS ESTIMATED IN ORDER TO ROUTE THE STREAM 5 INFLOW HYDROGRAPH BY 5- MINUTE INTERVALS(Reference: the National Engineering Handbook, Hydrology, Chapter 17, page 17 -52, August,1972, U.S. Department of Commerce). ASSUMED REGULAR CHANNEL INFORMATION: BASEWIDTH(FT) = 20.00 CHANNEL Z = .00 !� UPSTREAM ELEVATION = 1322.20 DOWNSTREAM ELEVATION = 1311.10 CHANNEL LENGTH(FT) = 1320.00 MANNING'S FACTOR = .014 CONSTANT LOSS RATE(CFS) _ .00 CHANNEL ROUTING COEFFICIENT ESTIMATED: MAXIMUM INFLOW(CFS) = 3049.75 !*1 AVERAGE FLOWRATE IN EXCESS OF 50% MAXIMUM INFLOW = 2433.74 CHANNEL NORMAL VELOCITY FOR Q = 2433.74 CFS = 22.50 FPS ESTIMATED CHANNEL ROUTING COEFFICIENT = .930 MODIFIED CHANNEL ROUTING COEFFICIENT FOR 5- MINUTE UNIT INTERVALS IS CSTAR = 1.000 16.917 623.3306 1141.78 Q Q V. V. 17.000 630.0265 972.25 INFLOW ROUTED LOSS 17.083 635.8381 843.84 Q V. 17.167 17.250 641.0391 645.9971 755.20 719.90 Q. Q. V V 12.083 17.333 650.7182 685.50 Q V 412.0 17.417 655.1815 648.07 Q V 411.6 17.500 17.583 659.3366 663.0583 603.32 540.40 Q Q •V V 410.1 17.667 666.5992 514.13 Q •V 17.750 669.9972 493.39 Q •V 12.583 17.833 17.917 673.2773 676.4498 476.28 460.64 Q Q •V •V 400.1 18.000 679.5288 447.07 Q V PR FLOW PROCESS FROM NODE 9.00 TO NODE 10.00 IS CODE = 5.2 --------------------------------------------------------------------------- >>>>> MODEL CHANNEL ROUTING BY THE CONVEX METHOD <<<<< THE MODIFIED C- ROUTING COEFFICIENT IS ESTIMATED IN ORDER TO ROUTE THE STREAM 5 INFLOW HYDROGRAPH BY 5- MINUTE INTERVALS(Reference: the National Engineering Handbook, Hydrology, Chapter 17, page 17 -52, August,1972, U.S. Department of Commerce). ASSUMED REGULAR CHANNEL INFORMATION: BASEWIDTH(FT) = 20.00 CHANNEL Z = .00 !� UPSTREAM ELEVATION = 1322.20 DOWNSTREAM ELEVATION = 1311.10 CHANNEL LENGTH(FT) = 1320.00 MANNING'S FACTOR = .014 CONSTANT LOSS RATE(CFS) _ .00 CHANNEL ROUTING COEFFICIENT ESTIMATED: MAXIMUM INFLOW(CFS) = 3049.75 !*1 AVERAGE FLOWRATE IN EXCESS OF 50% MAXIMUM INFLOW = 2433.74 CHANNEL NORMAL VELOCITY FOR Q = 2433.74 CFS = 22.50 FPS ESTIMATED CHANNEL ROUTING COEFFICIENT = .930 MODIFIED CHANNEL ROUTING COEFFICIENT FOR 5- MINUTE UNIT INTERVALS IS CSTAR = 1.000 CONVEX METHOD CHANNEL ROUTING RESULTS: OUTFLOW LESS MODEL INFLOW ROUTED LOSS TIME (STREAM 5) FLOW (STREAM 5) (HRS) (CFS) (CFS) (CFS) 12.083 410.3 409.9 409.9 12.167 412.0 411.7 411.7 12.250 411.6 411.6 411.6 12.333 409.8 410.1 410.1 12.417 407.1 407.6 407.6 12.500 403.3 403.9 403.9 12.583 400.7 401.2 401.2 12.667 400.1 400.2 400.2 12.750 401.0 400.9 400.9 12.833 403.2 402.8 402.8 12.917 406.1 405.6 405.6 13.000 409.7 409.0 409.0 13.083 413.8 413.0 413.0 13.167 418.2 417.4 417.4 13.250 422.8 422.0 422.0 13.333 427.7 426.8 426.8 13.417 432.7 431.8 431.8 13.500 437.9 436.9 436.9 G 3 13.583 443.5 442.5 442.5 13.667 449.3 448.3 448.3 13.750 455.4 454.3 454.3 13.833 461.8 460.6 460.6 ; 13.917 468.4 467.2 467.2 1� 14.000 475.4 474.1 474.1 14.083 483.5 482.1 482.1 14.167 493.6 491.8 491.8 14.250 507.6 505.1 505.1 14.333 524.4 521.4 521.4 14.417 543.5 540.1 540.1 14.500 565.0 561.1 561.1 14.583 585.1 581.5 581.5 14.667 602.8 599.6 599.6 14.750 618.8 615.9 615.9 14.833 633.6 630.9 630.9 di 14.917 648.3 645.6 645.6 15.000 663.1 660.4 660.4 15.083 678.5 675.7 675.7 15.167 694.8 691.8 691.8 15.250 712.6 709.3 709.3 15.333 732.1 728.6 728.6 15.417 750.4 747.0 747.0 15.500 764.1 761.6 761.6 15.583 765.5 765.2 765.2 15.667 760.6 761.5 761.5 15.750 753.7 754.9 754.9 15.833 746.5 747.8 747.8 15.917 766.2 762.6 762.6 16.000 836.6 823.8 823.8 16.083 1074.1 1030.9 1030.9 16.167 1471.0 1398.8 1398.8 16.250 2104.1 1989.0 1989.0 16.333 2553.0 2471.3 2471.3 16.417 2867.1 2810.0 2810.0 16.500 3049.8 3016.5 3016.5 16.583 2662.1 2732.6 2732.6 16.667 2126.3 2223.8 2223.8 16.750 1673.9 1756.2 1756.2 16.833 1344.1 1404.1 1404.1 16.917 1141.8 1178.6 1178.6 17.000 972.3 1003.1 1003.1 17.083 843.8 867.2 867.2 17.167 755.2 771.3 771.3 17.250 719.9 726.3 726.3 17.333 685.5 691.8 691.8 17.417 648.1 654.9 654.9 17.500 603.3 611.5 611.5 17.583 540.4 551.8 551.8 17.667 514.1 518.9 518.9 17.750 493.4 497.2 497.2 17.833 476.3 479.4 479.4 17.917 460.6 463.5 463.5 18.000 447.1 449.5 449.5 PROCESS SUMMARY OF STORAGE: INFLOW VOLUME = 849.560 AF OUTFLOW VOLUME = 849.560 AF LOSS VOLUME = .000 AF FLOW PROCESS FROM NODE TO NODE 10.00 IS CODE =6 NUMBER _1_00 5 CLEARED AND SET TO _ ZERO <<<<< >>>>>STREAM FLOW PROCESS FROM NODE 1.00 TO NODE 10.00 IS CODE = 1 iiil 27 ----------------------------------------------------- >>>>>UNIT- HYDROGRAPH ANALYSIS« « < (UNIT - HYDROGRAPH ADDED TO STREAM #5) WATERSHED AREA = 2230.000 ACRES '! BASEFLOW = .000 CFS /SQUARE -MILE *'USER ENTERED "LAG" TIME = .440 HOURS CAUTION: LAG TIME IS LESS THAN .50 HOURS. THE 5- MINUTE PERIOD UH MODEL (USED IN THIS COMPUTER PROGRAM) MAY -BE TOO LARGE FOR PEAK FLOW ESTIMATES. VALLEY(DEVELOPED) S -GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(INCH /HOUR) _ .490 LOW LOSS FRACTION = .460 * HYDROGRAPH MODEL #1 SPECIFIED* irf SPECIFIED PEAK 5- MINUTES RAINFALL(INCH)= .55 SPECIFIED PEAK 30- MINUTES RAINFALL(INCH)= 1.13 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 1.50 irr SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 2.75 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 4.00 SPECIFIED PEAK 24 -HOUR RAINFALL(INCH) = 9.30 PRECIPITATION DEP' 5- MINUTE FACTOR 30- MINUTE FACTOR 1 -HOUR FACTOR = 3 -HOUR FACTOR = 6 -HOUR FACTOR = 24 -HOUR FACTOR = CH -AREA REDUCTION FACTORS: = .900 = .900 .900 .985 .993 .996 UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 18.939 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 12.00 MODEL TIME(HOURS) FOR END OF RESULTS = 18.00 UNIT HYDROGRAPH DETERMINATION to •------------------------------ --------------------------------------------- INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) --------------------------------------------------------------------------- 1 1.086 292.753 2 4.220 845.262 3 11.939 2081.889 4 23.114 3013.814 5 36.513 3613.554 6 53.185 4496.182 7 67.819 3946.685 8 79.013 3018.836 9 86.533 2028.068 10 91.273 1278.358 11 94.618 902.050 12 96.649 548.005 13 97.939 347.660 14 98.388 121.162 15 98.743 95.743 3 16 99.098 95.797 17 99.453 95.743 18 99.808 95.743 3 19 100.000 51.756 -1-------------------------------------------------------------------------- 2�6 3 TOTAL STORM RAINFALL(INCHES) = 9.26 TOTAL SOIL- LOSS(INCHES) = 4.02 TOTAL EFFECTIVE RAINFALL(INCHES) = 5.23 --------------------------------------------------------------------------- TOTAL SOIL -LOSS VOLUME(ACRE -FEET) = 747.8854 - - TOTAL STORM RUNOFF VOLUME (ACRE - FEET) = - - - -- 972_1198 3 ------------------------------------------------------------------ 0 irw Iwo an 40 �i 27 7 c x a as x x s a a s s a s a x x x x a: xa a a x x s x: a x a xa x a x xx a a a s a a x x ssx ss saa x x s s a a a x x s a a a a a x x x x 2 4 - H O U R S T O R M R U N O F F H Y D R 0 G R A P H HYDROGRAPH IN FIVE- MINUTE INTERVALS(CFS) ----------------------------------------------------=---------------------- TIME(HRS) VOLUME(AF) Q(CFS) 0. 00 1700.0 2550.0 3400.0 --- - - - - -- 12.083 ------ 337.9811 - - - - 470.24 -- - - - - 85 Q ------------------------------- V 12.167 341.2334 472.24 Q V - 12.250 344.4852 472.15 Q V ;.; 12.333 347.7258 470.54 Q V Ir1I 12.417 350.9488 467.98 Q V 12.500 354.1444 464.00 Q V 12.583 357.3203 461.14 Q V 12.667 360.4888 460.07 Q V lio 12.750 363.6630 460.89 Q V . 12.833 366.8531 463.20 Q V 12.917 370.0648 466.33 Q V - 13.000 373.3035 470.26 Q V W 13.083 376.5728 474.71 Q V 13.167 379.8769 479.75 Q V 13.250 383.2173 485.02 Q V 13.333 386.5955 490.51 Q V iW 13.417 390.0129 496.21 Q V 13.500 393.4713 502.15 Q V uw 13.583 396.9727 508.42 Q V 13.667 400.5200 515.05 Q V 13.750 404.1148 521.97 Q V 13.833 407.7594 529.20 Q V 13.917 411.4562 536.77 Q V 14.000 415.2076 544.70 Q V 14.083 419.0230 554.00 Q V 14.167 422.9180 565.56 Q V w� 14.250 426.9240 581.67 Q V 14.333 431.0655 601.35 Q V 14.417 435.3594 623.48 Q V 14.500 439.8295 649.06 Q V . �w 14.583 444.4667 673.32 Q V . 4 14.667 449.2540 695.10 Q V . 14.750 454.1732 714.27 Q V . 14.833 459.2128 731.75 Q V . 14.917 464.3704 748.89 Q V. - 15.000 469.6453 765.91 Q. V. 15.083 475.0412 783.49 Q. V. 15.167 480.5628 801.73 Q. V. 15.250 486.2207 821.53 Q. V 15.333 492.0284 843.28 Q. V 15.417 497.9746 863.38 Q V 15.500 504.0267 878.77 Q V 15.583 510.0930 880.83 Q V 15.667 516.1177 874.78 Q V 15.750 522.0908 867.29 Q V 15.833 527.9923 856.90 Q .V . 15.917 534.0080 873.48 Q V . 16.000 540.5005 942.71 Q V 16.083 548.6896 1189.07 Q V 16.167 559.6799 1595.78 Q V 16.250 575.1633 2248.19 V Q 16.333 594.0964 2749.10 V Q 16.417 615.1968 3063.77 V Q 16.500 638.2779 3351.38 V Q. 16.583 659.0334 3013.70 V Q 16.667 676.2250 2496.21 V Q. 16.750 689.8065 1972.04 Q V - 16.833 700.7217 1584.89 Q V �L 7g FLOW PROCESS FROM NODE 10.00 TO NODE 11.00 IS CODE = 5.2 ---------------------------------------------------------------------------- vi• >>>>> MODEL CHANNEL ROUTING BY THE CONVEX METHOD<<<<< THE MODIFIED C- ROUTING COEFFICIENT IS ESTIMATED IN ORDER aw TO ROUTE THE STREAM 5 INFLOW HYDROGRAPH BY 5- MINUTE INTERVALS(Reference: the National Engineering Handbook, Hydrology, Chapter 17, page 17 -52, August,1972, U.S. Department of Commerce). ASSUMED REGULAR CHANNEL I BASEWIDTH(FT) = 22.00 UPSTREAM ELEVATION = DOWNSTREAM ELEVATION = CHANNEL LENGTH(FT) CONSTANT LOSS RATE(CFS) (FORMATION: CHANNEL Z = .00 1311.10 1301.80 1320.00 MANNING'S FACTOR = .014 _ .00 CHANNEL ROUTING COEFFICIENT ESTIMATED: MAXIMUM INFLOW(CFS) = 3351.38 AVERAGE FLOWRATE IN EXCESS OF 50% MAXIMUM INFLOW = 2699.20 CHANNEL NORMAL VELOCITY FOR Q = 2699.20 CFS = 21.53 FPS ESTIMATED CHANNEL ROUTING COEFFICIENT = .927 MODIFIED CHANNEL ROUTING COEFFICIENT FOR 5- MINUTE UNIT INTERVALS IS CSTAR = 1.000 16.917 710.0897 1360.23 Q V. 17.000 718.0697 1158.69 Q V. ROUTED 17.083 725.1009 1020.92 Q V. (STREAM 5) 17.167 17.250 731.2104 736.9691 887.11 836.15 Q Q. V V 17.333 742.4554 796.62 Q. V 12.167 17.417 747.6657 756.54 Q V 472.2 17.500 17.583 752.5610 757.0538 710.80 652.36 Q Q V .V 470.8 17.667 761.1826 599.49 Q V . 468.5 17.750 765.1310 573.32 Q .V 17.833 768.9357 552.45 Q .V 12.667 17.917 772.6144 534.15 Q .V 460.9 18.000 776.1807 517.82 Q .V FLOW PROCESS FROM NODE 10.00 TO NODE 11.00 IS CODE = 5.2 ---------------------------------------------------------------------------- vi• >>>>> MODEL CHANNEL ROUTING BY THE CONVEX METHOD<<<<< THE MODIFIED C- ROUTING COEFFICIENT IS ESTIMATED IN ORDER aw TO ROUTE THE STREAM 5 INFLOW HYDROGRAPH BY 5- MINUTE INTERVALS(Reference: the National Engineering Handbook, Hydrology, Chapter 17, page 17 -52, August,1972, U.S. Department of Commerce). ASSUMED REGULAR CHANNEL I BASEWIDTH(FT) = 22.00 UPSTREAM ELEVATION = DOWNSTREAM ELEVATION = CHANNEL LENGTH(FT) CONSTANT LOSS RATE(CFS) (FORMATION: CHANNEL Z = .00 1311.10 1301.80 1320.00 MANNING'S FACTOR = .014 _ .00 CHANNEL ROUTING COEFFICIENT ESTIMATED: MAXIMUM INFLOW(CFS) = 3351.38 AVERAGE FLOWRATE IN EXCESS OF 50% MAXIMUM INFLOW = 2699.20 CHANNEL NORMAL VELOCITY FOR Q = 2699.20 CFS = 21.53 FPS ESTIMATED CHANNEL ROUTING COEFFICIENT = .927 MODIFIED CHANNEL ROUTING COEFFICIENT FOR 5- MINUTE UNIT INTERVALS IS CSTAR = 1.000 2-79 CONVEX METHOD CHANNEL ROUTING RESULTS: OUTFLOW LESS MODEL INFLOW ROUTED LOSS TIME (STREAM 5) FLOW (STREAM 5) (HRS) (CFS) (CFS) (CFS) 12.083 470.2 469.7 469.7 12.167 472.2 471.9 471.9 12.250 472.2 472.2 472.2 12.333 470.5 470.8 470.8 12.417 468.0 468.5 468.5 12.500 464.0 464.8 464.8 12.583 461.1 461.7 461.7 12.667 460.1 460.3 460.3 12.750 460.9 460.7 460.7 12.833 463.2 462.8 462.8 12.917 466.3 465.7 465.7 13.000 470.3 469.5 469.5 13.083 474.7 473.9 473.9 13.167 479.8 478.8 478.8 13.250 485.0 484.0 484.0 13.333 490.5 489.5 489.5 13.417 496.2 495.1 495.1 13.500 502.2 501.0 501.0 2-79 **********************.******.************** * ** ** * * * ** * * * * * * ** * ** * * ** * ** * ** FLOW PROCESS FROM NODE 1.00 TO NODE 11.00 IS CODE = 1 2- 2430 13.583 508.4 507.2 507.2 13.667 515.1 5.13.8 513.8 13.750 522.0 520.7 520.7 13.833 529.2 527.8 527.8 13.917 536.8 535.3 535.3 14.000 544.7 543.2 543.2 14.083 554.0 552.2 552.2 14.167 14.250 565.6 581.7 563.4 578.6 563.4 578.6 14.333 601.3 597.6 597.6 14.417 623.5 619.3 619.3 14.500 649.1 644.2 644.2 14.583 673.3 668.7 668.7 14.667 695.1 691.0 691.0 14.750 714.3 710.6 710.6 14.833 731.7 728.4 728.4 14.917 748.9 745.6 745.6 15.000 765.9 762.7 762.7 15.083 783.5 780.2 780.2 15.167 801.7 798.3 798.3 15.250 821.5 817.8 817.8 15.333 843.3 839.2 839.2 15.417 863.4 859.6 859.6 15.500 878.8 875.9 875.9 3 15.583 880.8 880.4 880.4 15.667 874.8 875.9 875.9 15.750 867.3 868.7 868.7 e�ul 15.833 856.9 858.9 858.9 15.917 873.5 870.3 870.3 16.000 942.7 929.6 929.6 16.083 1189.1 1142.4 1142.4 �I 16.167 1595.8 1518.7 1518.7 16.250 2248.2 2124.6 2124.6 16.333 2749.1 2654.2 2654.2 16.417 3063.8 3004.2 3004.2 16.500 3351.4 3296.9 3296.9 16.583 3013.7 3077.7 3077.7 16.667 2496.2 2594.3 2594.3 16.750 1972.0 2071.4 2071.4 Ro 16.833 1584.9 1658.2 1658.2 16.917 1360.2 1402.8 1402.8 17.000 1158.7 1196.9 1196.9 17.083 1020.9 1047.0 1047.0 17.167 887.1 912.5 912.5 17.250 836.1 845.8 845.8 17.333 796.6 804.1 804.1 17.417 756.5 764.1 764.1 17.500 710.8 719.5 719.5 17.583 652.4 663.4 663.4 17.667 599.5 609.5 609.5 17.750 573.3 578.3 578.3 17.833 552.5 556.4 556.4 17.917 534.1 537.6 537.6 18.000 517.8 520.9 520.9 PROCESS SUMMARY OF STORAGE: INFLOW VOLUME = 972.120 AF OUTFLOW VOLUME = 972.120 AF LOSS VOLUME _ .000 AF FLOW PROCESS FROM NODE 1.00 TO NODE 11.00 IS CODE = 6 ] ------ >>>>>STREAM NUMBER 5 CLEARED AND - - SET TO ------------------------- ZERO<< «< **********************.******.************** * ** ** * * * ** * * * * * * ** * ** * * ** * ** * ** FLOW PROCESS FROM NODE 1.00 TO NODE 11.00 IS CODE = 1 2- 2430 -------------------- ------------- >>>UNIT- HYDROGRAPH ANALYSIS <<<<< (UNIT - HYDROGRAPH ADDED TO STREAM #5) WATERSHED AREA = 2291.000 ACRES BASEFLOW = .000 CFS /SQUARE -MILE *USER ENTERED "LAG" TIME _ .457 HOURS CAUTION: LAG TIME IS LESS THAN .50 HOURS. THE 5- MINUTE PERIOD UH MODEL (USED IN THIS COMPUTER PROGRAM) MAY BE TOO LARGE FOR PEAK FLOW ESTIMATES. VALLEY(DEVELOPED) S -GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(INCH /HOUR) _ .490 LOW LOSS FRACTION = .460 }�I * HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEAK 5- MINUTES RAINFALL(INCH)= .55 SPECIFIED PEAK 30- MINUTES RAINFALL(INCH)= 1.13 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 1.50 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 2.75 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 4.00 SPECIFIED PEAK 24 -HOUR RAINFALL(INCH) = 9.30 PRECIPITATION DEP' 5- MINUTE FACTOR 30- MINUTE FACTOR 1 -HOUR FACTOR = 3 -HOUR FACTOR = 6 -HOUR FACTOR = 24 -HOUR FACTOR = CH -AREA REDUCTION FACTORS: _ .898 _ .898 .898 .985 .992 .995 UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 18.235 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 12.00 MODEL TIME(HOURS) FOR END OF RESULTS = 18.00 UNIT HYDROGRAPH DETERMINATION INTERVAL S GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) --------------------------------------------------------------------------- 1 1.043 288.947 2 3.941 802.997 3 10.979 1949.930 4 21.605 2944.216 5 33.980 3428.615 6 49.806 4385.000 7 64.566 4089.584 8 76.305 3252.268 9 84.474 2263.335 10 89.825 1482.769 11 93.483 1013.534 12 95.910 672.338 13 97.439 423.677 14 98.209 213.464 15 98.551 94.743 16 98.893 94.711 17 99.235 94.758 18 99.577 94.711 19 20 99.919 100.000 94.711 22.470 TOTAL STORM RAINFALL(INCHES) = 9.26 TOTAL SOIL- LOSS(INCHES) = 4.03 TOTAL EFFECTIVE RAINFALL(INCHES) = 5.23 ------------------------------------------------------------- TOTAL SOIL -LOSS VOLUME(ACRE -FEET) = 768.4727 TOTAL STORM RUNOFF VOLUME (ACRE - FEET) _ - - - -- 998. -------------------------------------------------- �s+ �r a�. irl Yri 1rr err 0 77 fm im 2g2 .s ax sc aassxxsxsxsaxaaaa axaxc sxxaax :a sxxosasaxssaaxsas ac xaaasxsaasa ssxa ace se 2g3 2 4 - H O U R S T O R M R U N O F F H Y D R 0 G R A P H ________ ��_��� saasaaasaxasassxx axsxsxsaaxsx xs csxasxxsassxaxsaxs HYDROGRAPH IN FIVE- MINUTE INTERVALS(CFS) ------------------------------------------- 2IME(HRS) VOLUME(AF) Q(CFS) 0. 850.0 1700.0 2550.0 3400.0 ------------------------ 12.083 346.4894 --------------------------------------------------- 482.34 Q V 12.167 349.8262 484.50 Q V 12.250 353.1645 484.73 Q V ' 12.333 356.4933 483.34 Q V 12.417 359.8075 481.21 Q V 12.500 363.0964 477.55 Q V ' 12.583 366.3646 474.54 Q V 12.667 369.6233 473.17 Q V ' 12.750 372.8856 473.68 Q V ' 12.833 376.1620 475.74 Q V 12.917 379.4592 478.76 Q V 13.000 382.7828 482.58 Q V 13.083 386.1367 486.99 Q V 13.167 389.5250 491.98 Q V 13.250 392.9503 497.35 Q V 94 13.333 396.4142 502.96 Q V 13.417 399.9180 508.76 Q V 13.500 403.4637 514.84 Q V 13.583 407.0528 521.13 Q V 13.667 410.6882 527.86 Q V 13.750 414.3720 534.89 Q V 13.833 418.1066 542.27 Q V 13.917 421.8941 549.95 Q V llA 14.000 425.7374 558.04 Q V 14.083 429.6456 567.47 Q V 14.167 433.6340 579.12 Q V 14.250 437.7325 595.09 Q V OR 14.333 441.9677 614.96 Q V 14.417 446.3541 636.90 Q V 14.500 450.9178 662.66 Q V 14.583 455.6554 687.89 Q V !* 14.667 460.5515 710.91 Q V 14.750 465.5873 731.19 Q V 14.833 470.7502 749.66 Q V 14.917 476.0352 767.38 Q. V. 15.000 481.4420 785.06 Q. V. 15.083 486.9726 803.04 Q. V. 15.167 492.6322 821.78 Q. V. 15.250 498.4289 841.68 Q. V. 15.333 504.3765 863.60 Q V 15.417 510.4631 883.77 Q V 15.500 516.6600 899.79 Q V - 15.583 522.8829 903.57 Q V 15.667 529.0693 898.26 Q V 15.750 535.2175 892.71 Q V 15.833 541.2997 883.14 Q V 15.917 547.4733 896.41 Q V 16.000 554.0848 959.98 Q V 16.083 562.3143 1194.93 Q V 16.167 573.1781 1577.42 Q V 16.250 588.2771 2192.38 V Q 16.333 606.9573 2712.36 V Q 16.417 627.5962 2996.77 V Q 16.500 650.5827 3337.65 V Q. 16.583 672.0446 3116.26 V Q 16.667 690.2521 2643.74 V Q 16.750 704.8414 2118.36 Q V 16.833 716.6340 1712.28 Q V 2g3 FLOW PROCESS FROM NODE 11.00 TO NODE 12.00 IS CODE = 5.2 -------------------------------------------------------------------- >>>>> MODEL CHANNEL ROUTING BY THE CONVEX METHOD <<<<< THE MODIFIED C- ROUTING COEFFICIENT IS ESTIMATED IN ORDER TO ROUTE THE STREAM 5 INFLOW HYDROGRAPH BY 5- MINUTE INTERVALS(Reference: the National Engineering Handbook, Hydrology, Chapter 17, page 17 -52, August,1972, U.S. Department of Commerce). ASSUMED REGULAR CHANNEL I; BASEWIDTH(FT) = 24.00 UPSTREAM ELEVATION = DOWNSTREAM ELEVATION = CHANNEL LENGTH(FT) _ CONSTANT LOSS RATE(CFS) VFORMATION: CHANNEL Z = .00 1301.80 1279.30 4000.00 MANNING'S FACTOR = .014 .00 CHANNEL ROUTING COEFFICIENT ESTIMATED: MAXIMUM INFLOW(CFS) = 3337.65 AVERAGE FLOWRATE IN EXCESS OF 50% MAXIMUM INFLOW = 2603.73 CHANNEL NORMAL VELOCITY FOR Q = 2603.73 CFS = 19.40 FPS ESTIMATED CHANNEL ROUTING COEFFICIENT = .919 MODIFIED CHANNEL ROUTING COEFFICIENT FOR 5- MINUTE UNIT INTERVALS IS CSTAR = .970 :11 CONVEX METHOD CHANNEL ROUTING RESULTS: OUTFLOW LESS 16.917 726.6143 1449.13 Q V. V. TIME (HRS) 17.000 735.2181 1249.28 Q 12.083 482.3 17.083 742.7309 1090.85 Q V. 483.0 17.167 749.3188 956.57 Q V 484.5 17.250 755.2891 866.88 Q V 17.333 760.9754 825.65 Q. V 12.500 17.417 766.3909 786.32 Q. V 474.5 17.500 771.5078 742.97 Q V 474.1 17.583 776.3174 698.36 Q V 473.4 17.667 780.6830 .633.89 Q V ' 17.750 784.7888 596.15 Q .V ' 13.000 17.833 788.7351 573.01 Q •V 487.0 17.917 792.5494 553.83 Q •V ' 488.7 18.000 796.2444 536.52 Q •V ' FLOW PROCESS FROM NODE 11.00 TO NODE 12.00 IS CODE = 5.2 -------------------------------------------------------------------- >>>>> MODEL CHANNEL ROUTING BY THE CONVEX METHOD <<<<< THE MODIFIED C- ROUTING COEFFICIENT IS ESTIMATED IN ORDER TO ROUTE THE STREAM 5 INFLOW HYDROGRAPH BY 5- MINUTE INTERVALS(Reference: the National Engineering Handbook, Hydrology, Chapter 17, page 17 -52, August,1972, U.S. Department of Commerce). ASSUMED REGULAR CHANNEL I; BASEWIDTH(FT) = 24.00 UPSTREAM ELEVATION = DOWNSTREAM ELEVATION = CHANNEL LENGTH(FT) _ CONSTANT LOSS RATE(CFS) VFORMATION: CHANNEL Z = .00 1301.80 1279.30 4000.00 MANNING'S FACTOR = .014 .00 CHANNEL ROUTING COEFFICIENT ESTIMATED: MAXIMUM INFLOW(CFS) = 3337.65 AVERAGE FLOWRATE IN EXCESS OF 50% MAXIMUM INFLOW = 2603.73 CHANNEL NORMAL VELOCITY FOR Q = 2603.73 CFS = 19.40 FPS ESTIMATED CHANNEL ROUTING COEFFICIENT = .919 MODIFIED CHANNEL ROUTING COEFFICIENT FOR 5- MINUTE UNIT INTERVALS IS CSTAR = .970 :11 CONVEX METHOD CHANNEL ROUTING RESULTS: OUTFLOW LESS MODEL INFLOW ROUTED LOSS TIME (HRS) (STREAM 5) (CFS) FLOW (CFS) (STREAM 5) (CFS) 12.083 482.3 480.4 480.4 12.167 484.5 483.0 483.0 12.250 484.7 484.5 484.5 12.333 483.3 484.2 484.2 12.417 481.2 482.6 482.6 12.500 477.6 479.9 479.9 12.583 474.5 476.5 476.5 12.667 473.2 474.1 474.1 12.750 473.7 473.4 473.4 12.833 475.7 474.4 474.4 12.917 478.8 476.8 476.8 13.000 482.6 480.1 480.1 13.083 487.0 484.1 484.1 13.167 492.0 488.7 488.7 13.250 497.4 493.8 493.8 13.333 503.0 499.2 499.2 13.417 508.8 504.9 504.9 13.500 514.8 510.8 510.8 28� 3 13.583 521.1 517.0 517.0 13.667 527.9 523.4 523.4 13.750 534.9 530.2 530.2 13.833 542.3 537.4 537.4 13.917 549.9 544.9 544.9 14.000 558.0 552.7 552.7 14.083 567.5 561.2 561.2 14.167 579.1 571.4 571.4 14.250 595.1 584.6 584.6 14.333 615.0 601.9 601.9 14.417 636.9 622.4 622.4 �e 14.500 662.7 645.7 645.7 14.583 687.9 671.2 671.2 14.667 710.9 695.6 695.6 14.750 731.2 717.7 717.7 14.833 749.7 737.4 737.4 14.917 767.4 755.6 755.6 15.000 785.1 773.3 773.3 15.083 803.0 791.1 791.1 15.167 821.8 809.4 809.4 15.250 841.7 828.5 828.5 15.333 863.6 849.1 849.1 15.417 883.8 870.4 870.4 s*�+ 15.500 899.8 889.1 889.1 15.583 903.6 900.8 900.8 60 15.667 898.3 901.6 901.6 15.750 892.7 896.4 696.4 15.833 883.1 889.4 889.4 15.917 896.4 888.1 888.1 16.000 960.0 918.8 918.8 16.083 1194.9 1042.6 1042.6 #" 16.167 1577.4 1326.8 1326.8 16.250 2192.4 1789.3 1789.3 16.333 2712.4 2365.8 2365.8 16.417 2996.8 2803.4 2803.4 16.500 3337.6 3112.6 3112.6 16.583 3116.3 3251.8 3251.8 16.667 2643.7 2951.7 2951.7 16.750 2118.4 2465.6 2465.6 16.833 1712.3 1983.9 1983.9 16.917 1449.1 1626.6 1626.6 17.000 1249.3 1383.2 1383.2 17.083 1090.8 1196.8 1196.8 17.167 956.6 1046.1 1046.1 17.250 866.9 927.3 927.3 17.333 825.6 854.0 854.0 17.417 786.3 812.5 812.5 17.500 743.0 771.6 771.6 17.583 698.4 727.9 727.9 17.667 633.9 676.2 676.2 17.750 596.1 621.7 621.7 17.833 573.0 588.7 588.7 17.917 553.8 566.6 566.6 18.000 536.5 548.0 548.0 PROCESS SUMMARY OF STORAGE: INFLOW VOLUME = 998.365 AF OUTFLOW VOLUME = 998.363 AF LOSS VOLUME _ .000 AF FLOW PROCESS FROM NODE 1.00 TO NODE 12.00 IS CODE = 6 ----- -------- ----- ----- NUMBER --------- ---- 5 CLEARED AND ---- SET TO --------- ---- ---- ------------------ ZERO<<<<< >>>>>STREAM FLOW PROCESS FROM NODE 1.00 TO NODE 12.00 IS CODE = 1 CAI Zg� - --- -- ------------------------ ------------------- >UNIT- HYDROGRAPH « « < azzvsxssssscsssssssysxsssxee s = =sss ssssssssxssssssaassssssss sssss sssss =ss =sx= (UNIT- HYDROGRAPH ADDED TO STREAM #5) WATERSHED AREA = 2571.000 ACRES BASEFLOW = .000 CFS /SQUARE -MILE *USER ENTERED "LAG" TIME _ .509 HOURS VALLEY(DEVELOPED) S -GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(INCH /HOUR) _ .490 LOW LOSS FRACTION = .450 * HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEAK 5- MINUTES RAINFALL(INCH)= .55 1�! SPECIFIED PEAK 30- MINUTES RAINFALL(INCH)= 1.13 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) - 1.50 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 2.75 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 4.00 SPECIFIED PEAK 24 -HOUR RAINFALL(INCH) = 9.30 PRECIPITATION DEP' 5- MINUTE FACTOR 30- MINUTE FACTOR 1 -HOUR FACTOR = 3 -HOUR FACTOR = 6 -HOUR FACTOR = 24 -HOUR FACTOR = tH -AREA REDUCTION FACTORS: _ .885 _ .885 .885 .983 .991 .995 IIIIIP UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 16.372 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 12.00 P MODEL TIME(HOURS) FOR END OF RESULTS = 18.00 r� 286 UNIT HYDROGRAPH DETERMINATION --------------------------------------------------------------------------- INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) --------------------------------------------------------------------------- 1 .936 290.888 2 3.292 732.795 3 8.667 1671.017 4 17.536 2757.678 5 27.992 3251.268 6 40.537 3900.423 7 55.115 4532.904 8 67.646 3896.077 9 77.624 3102.668 10 84.696 2198.744 11 89.530 1503.279 12 92.937 1059.284 13 95.368 755.667 14 96.904 477.609 15 97.984 335.803 16 98.352 114.469 17 98.659 95.460 18 98.966 95.477 19 99.273 95.368 20 99.579 95.368 21 99.886 95.368 22 100.000 35.417 --------------------------------------------------------------------- - - - - -- r� 286 TOTAL STORM RAINFALL(INCHES) = 9.25 TOTAL SOIL— LOSS(INCHES) = 3.94 TOTAL EFFECTIVE RAINFALL(INCHES) = 5.31 .-------------------------------------------------------------------------- TOTAL SOIL —LOSS VOLUME(ACRE —FEET) = 845.0590 ewe TOTAL STORM RUNOFF VOLUME(ACRE —FEET) 1136.5870 •------------------------------------------------------------------ -- - - - - -- PM ow do C! �I, 1 297 xxxxaaxsxx sxxxaxaxxx sxxssxaxaxxx sxx xxxxaxsaxaaa ax xv axxzz zaaxxsxx axaassxxaaa 2 4 - H O U R S T O R M R U N O F F H Y D R 0 G R A P H a x x z z x x x a x a a x x a x x a x x x a x x x x a a x x x a a a a a s x x x a x x a x x x a a x x a xxx a s xa zx z x xx a a x x x x x x x x x HYDROGRAPH IN FIVE - MINUTE INTERVALS(CFS) --------------------------------------------------------------------------- TIME(HRS) VOLUME(AF) Q(CFS) 0. 875.0 1750.0 2625.0 3500.0 ---------------------------------------------------------------------------- I�i 12.083 393.4377 548.60 Q V 12.167 397.2345 551.30 Q V 12.250 401.0396 552.50 Q V 12.333 404.8405 551.88 Q V - 12.417 408.6323 550.57 Q V 12.500 412.4079 548.22 Q V 12.583 416.1611 544.96 Q V z 12.667 419.9004 542.95 Q V 12.750 423.6369 542.54 Q V . 12.833 427.3825 543.86 Q V 12.917 431.1471 546.62 Q V 13.000 434.9371 550.31 Q V 13.083 438.7579 554.77 Q V 13.167 442.6139 559.89 Q V 13.250 446.5086 565.52 Q V 13.333 450.4461 571.72 Q V 13.417 454.4285 578.25 Q V 13.500 458.4573 584.99 Q V 13.583 462.5349 592.06 Q V 13.667 466.6628 599.38 Q V 13.750 470.8438 607.07 Q V 13.833 475.0804 615.16 Q V 13.917 479.3761 623.74 Q V 14.000 483.7333 632.66 Q V 14.083 488.1631 643.20 Q V 14.167 492.6799 655.84 Q V 14.250 497.3126 672.67 Q V on 14.333 502.0930 694.12 Q V 14.417 507.0384 718.07 Q V 14.500 512.1691 744.97 Q V . 14.583 517.5065 774.99 Q V 14.667 523.0372 803.06 Q. V 14.750 528.7455 828.86 Q. V 14.833 534.6124 851.86 Q. V 14.917 15.000 540.6263 546.7823 873.23 893.84 Q. Q V. V. 15.083 553.0817 914.67 Q V. 15.167 559.5260 935.72 Q V. 3 15.250 15.333 566.1242 572.8829 958.06 981.35 Q Q V. V 15.417 579.7900 1002.91 Q V 15.500 586.8198 1020.73 Q V 3 15.583 15.667 593.9056 600.9699 1028.86 1025.74 Q Q V V 15.750 608.0108 1022.34 Q •V 15.833 615.0213 1017.92 Q V 3 15.917 16.000 622.0649 629.4488 1022.74 1072.13 Q •V Q V 16.083 638.2753 1281.61 Q V 16.167 649.3450 1607.32 Q V 16.250 664.0374 2133.33 VQ 16.333 682.4725 2676.78 V Q 16.417 702.9655 2975.58 V Q 16.500 725.4999 3272.00 V Q 16.583 749.2836 3453.39 V Q. 3 16.667 770.6504 3102.46 V Q 16.750 788.9703 2660.05 V Q 16.833 804.0574 2190.65 Q V � 20 0 iYll zo 0 E r7 1 233 16.917 816.6876 1833.89 Q V 17.000 827.6212 1587.56 Q V. 17.083 837.2814 1402.66 Q V. 17.167 845.7750 1233.27 Q V. 17.250 853.4550 1115.14 Q V 17.333 860.1962 978.83 Q V 17.417 866.5674 925.10 Q V 17.500 872.6306 880.37 Q V 17.583 878.3871 835.85 Q. V . 17.667 883.8437 792.29 Q. •V - 17.750 889.0135 750.65 Q •V 17.833 893.7889 693.40 Q •V 17.917 898.2835 652.61 Q .V 18.000 902.6227 630.05 Q .v s a s s ss a s ssx x a a s s s s a a x s a a s x s a s z s x a s x s x a a s z s a s x s s s s s z s ss s z sz z a ss s s s sz z ss z as se s END OF FLOOD ROUTING ANALYSIS iYll zo 0 E r7 1 233 SECTION D HYDRAULIC CALCULATIONS 2qo H :1 29/ W S P G N - EDIT LISTING - Version WATER SURFACE PROFILE - CHANNEL DEFINIT CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y( CODE NO TYPE PIER /PIP WIDTH DIAMETER WIDTH DROP CD 1 3 2 .67 8.00 30.00 .00 .00 .00 CD 2 4 1 5.00 CD 3 3 2 .67 8.00 30.00 .00 .00 .00 CD 4 3 1 .67 8.00 26.00 .00 .00 .00 CD 6 4 1 5.00 4 CD 7 3 1 .67 8.00 24.00 .00 .00 .00 CD 8 4 1 5.00 CD 9 3 1 .67 8.00 24.00 .00 .00 .00 3 CD 10 3 1 .67 8.00 24.00 .00 .00 .00 CD 11 4 1 5.00 CD 12 3 1 .67 8.00 22.00 .00 .00 .00 1!A CD 13 4 1 5.00 CD 14 3 1 .67 8.00 22.00 .00 .00 .00 CD 15 4 1 5.00 CD 16 3 1 .67 8.00 22.00 .00 .00 .00 CD 17 3 1 .67 8.00 20.00 .00 .00 .00 CD 18 4 1 5.00 CD 19 3 1 .67 8.00 20.00 .00 .00 .00 CD 20 4 1 5.00 j6 CD 21 3 1 .67 8.00 20.00 .00 .00 .00 CD 22 4 1 5.00 CD 23 3 1 .67 8.00 20.00 .00 .00 .00 CD 24 3 1 .67 8.00 18.00 .00 .00 .00 CD 25 4 1 5.00 CD 26 3 1 .67 8.00 18.00 CD 27 4 1 5.00 .00 .00 .00 CD 28 3 1 .67 8.00 18.00 .00 .00 .00 CD 29 4 1 5.00 r, CD 30 3 1 .67 8.00 18.00 .00 .00 .00 CD 31 4 1 5.00 CD 32 3 0 .00 8.00 16.00 .00 .00 .00 CD CD 33 4 1 5.00 34 3 0 .00 8.00 14.00 .00 .00 .00 CD 35 4 1 5.00 CD 36 3 0 .00 8.00 10.00 .00 .00 .00 !" CD 37 4 1 5.00 CD 38 3 0 .00 8.00 10.00 .00 .00 .00 H :1 29/ W S P G N WATER SURFACE PROFILE - TITLE CARD LISTING 3 HEADING LINE NO 1 IS - STA. 22 +02 TO STA. 237 +66.72 HEADING LINE NO 2 IS - BOX ABOVE SEWER 10 -02 -97 3 3EADING LINE NO 3 IS - BASE LINE BOX 0 0 2 QZ ELEMENT NO 3 ELEMENT NO ELEMENT NO ELEMENT NO ELEMENT NO ELEMENT NO ELEMENT NO il ELEMENT NO 2 7 ELEMENT NO go 44 i'r am w ow 3 -3 2f3 W S P G N WATER SURFACE PROFILE - ELEMENT CARD LISTING 1 IS A SYSTEM OUTLET U/S DATA STATION INVERT SECT 2202.25 266.95 1 2 IS A REACH U/S DATA STATION INVERT SECT N 2335.82 267.73 1 .014 3 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 2339.82 267.75 3 2 0 .014 20 4 IS A REACH N U/S DATA STATION INVERT SECT 2573.86 269.11 3 .014 5 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 2577.86 269.13 3 2 0 .014 6 6 IS A REACH U/S DATA STATION INVERT SECT N 3060.00 271.92 3 .014 7 IS A REACH U/S DATA STATION INVERT SECT N 3210.00 275.99 3 .014 8 IS A REACH U/S DATA STATION INVERT SECT N 3302.53 276.61 3 .014 9 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 3305.53 276.63 3 2 0 .014 19 2f3 ELEMENT NO 14 IS A REACH U/S DATA ELEMENT NO 15 IS A JUNCTION �r. U/S DATA * STATION 4292.22 STATION 4297.22 * * INVERT SECT 283.25 3 * .INVERT SECT LAT -1 LAT -2 283.28 3 2 0 N .014 00 ELEMENT NO 16 IS A REACH f" U/S DATA STATION INVERT SECT W 4620.00 285.44 3 ELEMENT NO 17 IS A TRANSITION U/S DATA STATION INVERT SECT it 4640.00 285.54 4 nr r Fl 0 N .014 Q3 11 N .014 N .014 W S P G N WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 10 IS A REACH U/S DATA STATION INVERT SECT N 4106.22 282.00 3 .014 ELEMENT NO 11 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 4111.22 282.03 3 2 0 .014 140 ELEMENT NO 12 IS A REACH N U/S DATA STATION INVERT SECT 4175.99 282.46 3 .014 ELEMENT NO 13 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT N Q3 4178.99 282.48 3 2 0 .014 6 ELEMENT NO 14 IS A REACH U/S DATA ELEMENT NO 15 IS A JUNCTION �r. U/S DATA * STATION 4292.22 STATION 4297.22 * * INVERT SECT 283.25 3 * .INVERT SECT LAT -1 LAT -2 283.28 3 2 0 N .014 00 ELEMENT NO 16 IS A REACH f" U/S DATA STATION INVERT SECT W 4620.00 285.44 3 ELEMENT NO 17 IS A TRANSITION U/S DATA STATION INVERT SECT it 4640.00 285.54 4 nr r Fl 0 N .014 Q3 11 N .014 N .014 L W S P G N WATER SURFACE PROFILE - ELEMENT CARD LISTING * * ELEMENT NO 18 IS A REACH U/S DATA * STATION INVERT SECT N 5175.00 288.32 4 ,014 ELEMENT NO 19 IS A JUNCTION U/S DATA * STATION INVERT SECT LAT -1 LAT -2 N 5185.00 288.37 4 6 0 .014 ELEMENT NO 20 IS A REACH U/S DATA STATION 5200.00 ELEMENT NO 21 IS A TRANSI T STATION 5220.00 ELEMENT NO 22 IS A REAC T DATA STATION 6542.00 ELEMENT NO 23 IS A JUNCTION STATION irr 6542.01 ELEMENT NO 24 IS A REACH U/S DATA ELEMENT NO 25 IS A REACH U/S DATA ELEMENT NO 26 IS A JUNCTION Ld D F �i STATION 6700.00 STATION 7860.00 * STATION 7870.00 INVERT SECT 288.46 4 INVERT SECT 288.56 7 * * INVERT SECT 295.42 7 * * * INVERT SECT LAT -1 LAT -2 295.43 9 8 0 INVERT SECT 296.25 9 INVERT SECT 306.46 9 * * * INVERT SECT LAT -1 LAT -2 306.55 10 11 0 m N .014 N .014 N .014 N Q3 .014 301 N .014 N .014 N Q3 .014 44 Zf 5 W S P G N WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 27 IS A REACH * * * U/S DATA STATION INVERT SECT N 7900.00 306.81 10 .014 ELEMENT NO 28 IS A TRANSITION * * * U/S DATA STATION INVERT SECT N 7920.00 306.99 12 .014 ELEMENT NO 29 IS A REACH * * * U/S DATA STATION INVERT SECT N 9132.00 317.66 12 .014 ELEMENT NO 30 IS A JUNCTION * * * * U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 9142.00 317.75 14 13 0 .014 167 ELEMENT NO 31 IS A REACH * * * U/S DATA STATION INVERT SECT N 10510.00 329.78 14 .014 ELEMENT NO 32 IS A JUNCTION * * * * U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 10521.55 329.93 16 15 0 .014 310 ELEMENT NO 33 IS A REACH * * * U/S DATA STATION INVERT SECT N 10540.00 330.17 16 .014 ELEMENT NO 34 IS A TRANSITION * * * U/S DATA STATION INVERT SECT N 10560.00 330.43 17 .014 ELEMENT NO 35 IS A REACH * * * U/S DATA STATION INVERT SECT N 11850.00 346.93 17 .014 ELEMENT NO 36 IS A REACH * * * U/S DATA STATION INVERT SECT N 12473.00 350.17 17 .014 254 T W S P G N WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 37 IS A JUNCTION * * * * U/S DATA STATION INVERT SECT LAT -1 LAT -2 N 43 12483.00 350.22 19 18 0 .014 47 ELEMENT NO 38 IS A REACH * * * U/S DATA STATION INVERT SECT N 12620.00 350.93 19 .014 ELEMENT NO 39 IS A REACH * * * U/S DATA STATION INVERT SECT N 13785.00 362.02 19 .014 ELEMENT NO 40 IS A JUNCTION * * * * U/S DATA STATION INVERT SECT LAT -1 LAT -2 N 43 13794.91 362.10 21 20 0 .014 93 ELEMENT NO 41 IS A REACH * * * U/S DATA STATION INVERT SECT N 15120.00 372.70 21 .014 ELEMENT NO 42 IS A JUNCTION * * * * U/S DATA STATION INVERT SECT LAT -1 LAT -2 N 43 15130.00 372.78 23 22 0 .014 385 ELEMENT NO 43 IS A REACH * * * U/S DATA STATION INVERT SECT N 15170.00 373.10 23 .014 ELEMENT NO 44 IS A TRANSITION * * * U/S DATA STATION INVERT SECT N 15190.00 373.16 24 .014 297 H- 0 n H- H L 2 � 8' W S P G N WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 45 IS A REACH U/S DATA * STATION * INVERT * SECT N ,p14 16495.00 377.24 24 ELEMENT NO 46 IS A JUNCTION U/S DATA STATION INVERT SECT LA251 LATp2 51 16505.00 ,014 ELEMENT NO 47 IS A REACH U/S DATA * STATION * INVERT * SECT N ,014 17130.33 379.23 26 ELEMENT NO 48 IS A JUNCTION U/S DATA STATION 19E31 S X271 LAT p2 N Q3 781 17150.34 3 ,014 tm * * * ELEMENT NO 49 IS A REACH U/S DATA STATION INVERT SECT N ,014 18515.00 383.58 28 * ELEMENT NO 50 IS A JUNCTION U/S DATA STATION INVERT I * SECT LA291 LAT p2 N Q3 103 18515.01 3 ,014 ELEMENT NO 51 IS A REACH U/S DATA STATION INVERT SECT N ,014 18615.00 383.90 30 ELEMENT NO 52 IS A TRANSITION * U/S DATA STATION * INVERT * SECT N ,014 18635.00 384.00 32 , H- 0 n H- H L 2 � 8' ' W S P G N WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 53 IS A REACH U/S DATA STATION INVERT SECT N .014 19800.00 389.94 32 N ELEMENT NO 54 IS A REACH U/S DATA * STATION * INVERT SECT N ,014 19856.00 390.11 32 N ELEMENT NO 55 IS A JUNCTION U/S DATA STATION INVERT IN S LA331 � 19 8 12 36 .014 ELEMENT NO 56 IS A REAC DATA IP ELEMENT NO 57 IS A JUNCTION ELEMENT NO 58 IS A REACDATA ELEMENT NO 59 IS A JUNCTION ELEMENT NO 60 IS A REAC DATA 1w t s t a Q3 75 STATION INVERT SECT 23766.72 401.02 38 N .014 29q N STATION INVERT SECT 21100.00 393.85 34 ,014 STATION INVERT SECT LAT-1 LAT -2 0 N Q3 354 21120.00 393.90 36 35 .014 N STATION INVERT SECT 22500.00 397.61 36 ,014 STATION INVERT SECT LAT -1 LAT -2 0 N Q 2 22500.01 397.62 38 37 .014 STATION INVERT SECT 23766.72 401.02 38 N .014 29q r _ WS P G N WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 61 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT 23766.72 401.02 38 * WARNING NO. 2 ** - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS, W.S.ELEV = INV + DC W S P G N- CIVILDESIGN Vers 7.1 PAGE 1 For: Allard Engineering, Fontana, California - SIN 643 WATER SURFACE PROFILE LISTING Date:10- 3 -1997 Time: 8:58:19 STA. 22 +02 TO STA. 237+66.72 BOX ABOVE SEWER 10 -02 -97 BASE LINE BOX R Used I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight /IBase Wtl INo Wth Station I -I- Elev I -1- (FT) I Elev I (CFS) I (FPS) Head i Grd.El.l Elev -I- I Depth I Width -I- IDia. -FTlor -I- I.D.1 -i- ZL IPrs /Pip I- L/Elem ICh Slopel -I- -i- I -I- -1- I I -I- SF Avel -I- HF ISE DpthlFroude -I- NINorm Dp I "N" I I ZR IType Ch I 2202.25 I 266.95 8.680 I 275.630 I I 3556.0 15.56 I 3.760 I 279.390 .00 I 7.821 I 30.00 I I 8.00 I 30.00 - I - .00 I 2 .7 - I - 133.57 - I - .00584 - I - - I - - I - - I - - I - .007650 - I - 1.02 - I - 8.68 - i - .994 - I - 7.493 - I - .014 .00 1 BOX I 2335.82 I 267.73 8.922 I 276.652 I I 3556.0 15.56 I 3.760 I 280.412 .00 I 7.821 I 30.00 I 8.00 I 1 30.00 - I - .00 1 2 .7 -I- UNCT STR - I - .00500 - I - - I - - I - - I- - I - .007563 - I- .03 -I 8.92 - I - .994 - I - - I - .014 .00 I- BOX I 2339.82 I 267.75 9.018 I 276.768 I I 3535.6 15.47 I 3.717 I 280.485 .00 I 7.789 I 30.00 I 8.00 I I 30.00 - I - .00 I 2 .7 -I- 234.04 -I- .00581 -I- -I- -I- -I- -I- .007563 -I- 1.77 -I- 9.02 -I- .988 -I- 7.473 -I- .014 .00 1 BOX I 2573.86 I 269.11 9.428 I 278.538 1 I 3535.6 15.47 I 3.717 I 282.255 .00 I 7.789 I 30.00 I 8.00 I I 30.00 .00 I 2 .7 UNCT STR .00501 .007533 .03 9.43 .988 .014 .00 BOX A^ 2577.86 -I- 269.13 9.467 278.597 3528.7 15.44 3.702 282.300 .00 7.780 30.00 8.00 30.00 -I- .00 2 .7 482.14 -I- .00579 -I- -I- -I- -I- -i- .007533 -I- 3.63 -I- 9.47 -I- .986 -I- 7.474 -I- .014 .00 1- BOX I 3060.00 I 271.92 10.310 I 282.230 I I 3528.7 15.44 I 3.702 I 285.932 .00 I 7.780 I 30.00 I 8.00 I I 30.00 .00 I 2 .7 52.67 .02713 .007533 .40 10.31 .986 4.141 .014 .00 BOX I 3112.67 -I- I 273.35 9.277 I 282.627 -I- I I 3528.7 15.44 I 3.702 I 286.329 .00 I 7.780 I 30.00 I 8.00 I I 30.00 -I- .00 I 2 .7 YDRAULIC - I - JUMP -I- - I - -I- -I- -I- -I- -I- -I- -I- I- I 3112.67 -I- I 273.35 -I- 5.446 - I- I 278.795 -I- I I 3528.7 22.61 -I- -I- 7.937 -I- I I 286.732 -I .00 -I- I 7.780 -I- I 30.00 -I- I 8.00 -I- I 1 30.00 -I- .00 1 2 .7 I- fix,: 25.31 .02713 .012443 .31 5.45 1.747 4.141 .014 .00 BOX 3137.98 1 I 274.04 5.656 I 279.692 I I 3528.7 21.77 I 7.358 I 287.050 .00 I I 7.780 30.00 I I 8.00 1 30.00 .00 1 2 .7 - I - 24.56 - I - .02713 - I - - I - - I - - I - - I - .011137 - I - .27 - I - 5.66 - I - 1.650 - I - 4.141 - I - .014 - I - .00 1- BOX W S P G N- CIVILDESIGN Vers 7.1 PAGE 2 For: Allard Engineering, Fontana, California - SIN 643 WATER SURFACE PROFILE LISTING Date:10- 3 -1997 Time: 8:58:19 STA. 22 +02 TO STA. 237 +66.72 BOX ABOVE SEWER 10 -02 -97 BASE LINE BOX rf r** t*, t, r** ra*, r*** �*+*,►******, r* r**t+ �*, r, r+ �*t �+ �* a***** �, rt r* �, r«**, r* r+*** a*** �**** a+ �r****+ �*.**+*+* �rt # * * + * * *• * + * * * * + * * *� : + * *•• + AR Used I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight /IBase Wtl INo Wth Station I Elev I (FT) I Elev 1 (CFS) I (FPS) Head I Grd.El.l Elev I Depth I Width IDia. -FTlor - I - I.D.I - I - ZL IPrs /Pip I- - I - L/Elem - I - ICh Slopel - I - - I - I - I - I - I - I - I - SF Avel - I - - I - HF ISE DpthlFroude - I - - I - NINorm Dp I "N" I I ZR IType Ch r*, ra, r�+*+ I**«+*+** I** �**** *l *r +r *,r * * *I•r * * *t * + *I,r * * +��* Ian*++*+ �I, r, r+***+** Ir*+•+** I�+**** ��I*. �+.++ *I * *� *� * +I * * * + * * *I. *a * *I + * * *�r* 3162.54 I I 274.70 5.932 I 280.634 I 3528.7 I 20.76 I 6.689 I 287.323 .00 I 7.780 I 30.00 I I 8.00 I 30.00 - I - .00 I 2 .7 - I - 18.42 - I - .02713 - I - - I - - I - - I - - I - .009842 - i - .18 - I - 5.93 - I - 1.536 - I - 4.141 - I - .014 .00 1- BOX 3180.96 I I 275.20 6.222 I 281.424 I 3528.7 I 19.79 I 6.081 I 287.505 .00 I 7.780 I 30.00 I I 8.00 I 30.00 - I - .00 I 2 .7 - I - 13.52 - I - .02713 I I - I - - I - I - I - I - I - I - I - .008703 i - I - .12 I - I - 6.22 - I - 1.430 I - I - 4.141 I - I - .014 I I I .00 1- BOX I Iv 3194.48 275.57 6.525 282.094 3528.7 18.87 5.528 287.622 .00 7.780 30.00 8.00 30.00 .00 2 .7 O 9.47 .02713 .007702 .07 6.53 1.332 4.141 .014 .00 BOX 3203.95 I I 275.83 6.844 I 282.670 I 3528.7 I 17.99 I 5.026 I 287.695 .00 I 7.780 I 30.00 I I 8.00 I 30.00 .00 I 2 .7 - I - 6.05 - I - .02713 - I - - I - - I - - I - - I - .006821 - I - .04 - I - 6.84 - I - 1.240 - I - 4.141 - I - .014 - I - .00 1- BOX 3210.00 I I 275.99 7.178 - I - I 283.168 I 3528.7 I 17.15 I 4.569 I 287.737 .00 I 7.780 I 30.00 I I 8.00 I 30.00 .00 I 2 .7 - I - 92.53 - I - .00670 - I - - I - - I - - I - .006158 - I - .57 - I - 7.18 - I - 1.154 - I - 7.053 - I - .014 - i - .00 1- BOX 3302.53 I I 276.61 7.413 I 284.023 I 3528.7 I 16.61 I 4.284 I 288.307 .00 I 7.780 I 30.00 I i 8.00 - I - I 30.00 .00 I 2 .7 - I - JUNCT STR - I - .00667 - I - - I - - I - - I - - I - .006307 - I - .02 - I - 7.41 - I - 1.100 - .014 - I - .00 I- BOX -------------- - - - - -- WARNING - Flow depth near top of box conduit -------------------- 3305.53 -I- I I 276.63 -I- 7.020 -I I 283.650 -I- I 3509.5 -I- I 17.44 -I- I 4.725 -I- I 288.375 -I- .00 -I- I 7.751 -I- I 30.00 -I I I 8.00 -I- 1 30.00 -I- .00 1 2 .7 I- [ 'fi r 9 A 11 .A 9 ILA Film M on ra MM 97 305.51 .00671 .006707 2.05 7.02 1.187 7.020 .014 .00 BOX 3611.04 - 1 - I I 278.68 7.020 I 285.699 I I 3509.5 17.44 I 4.725 I 290.424 .00 I 7.751 I 30.00 I 8.00 I 1 30.00 .00 1 2 .7 283.53 - I - .00671 - I - - I - - I - - I - - I - .006677 - I - 1.89 - I - 7.02 - I - 1.187 - I - 7.020 - I - .014 - I - .00 1- BOX W S P G N- CIVILDESIGN Vers 7.1 PAGE 3 For: Allard Engineering, Fontana, California - SIN 643 WATER SURFACE PROFILE LISTING Date:10- 3 -1997 Time: 6:58:19 STA. 22 +02 TO STA. 237 +66.72 BOX ABOVE SEWER 10 -02 -97 BASE LINE BOX « t r t* �++. t t t+• r t r t r t t t, t, r+, 1#, t, t*, t, t, t, t*++., t, t�, t#+, t* t, t* tt a**, ta, t. t, t#+ r, t, t+*+**** r+* ��*, t** ��, t..., r+, r�f+* ��+++ �r� *•� +�,t.r,t *,t�t,r. * * * + * ,tt t,r * *,r 1R Used I Invert I Depth I Water t Q I Vel Vel I Energy 1 Super ICriticallFlow ToplHeight /lBase Wtl (No Wth Station I Elev 1 (FT) 1 Elev I (CFS) I (FPS) Head I Grd.El.l Elev I Depth I Width IDia. -FTlor I.D.I ZL IPrs /Pip L/Elem ICh Slopel I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I I ZR 1Type Ch I 3894.57 I 280.58 7.045 I 287.626 I I 3509.5 17.38 I 4.691 I 292.317 .00 I 7.751 i 30.00 I 8.00 I I 30.00 .00 i 2 .7 188.16 .00671 .006268 1.18 7.05 1.181 7.020 .014 .00 BOX 4082.73 -I- I I 281.84 7.389 I 289.232 I I 3509.5 16.57 I 4.264 I 293.496 .00 I 7.751 I 30.00 I 8.00 I I 30.00 .00 I 2 .7 23.49 -I- .00671 -I- -t- -I- -I- -I- .005557 -i- .13 -i- 7.39 -I- 1.099 -I- 7.020 -I- .014 -I- .00 1- BOX -------------- - -- - -- WARNING - Flow depth near top of box conduit -------------- - - - - -- t`'1 I f I I I I I I I i I I I O 4106.22 - I - 282.00 - I - 7.751 289.751 - I - - I - 3509.5 15.80 - - I - 3.876 - 293.627 - I - .00 - 7.751 - I - 30.00 8.00 - I - - I - 30.00 - I - .00 2 .7 I M JUNCT STR .00600 .006045 .03 7.75 1.023 .014 .00 BOX -------------- - - - - -- WARNING - Flow depth near top of box conduit -------------------- 4111.22 i I 282.03 8.548 I 290.578 I I 3369.0 14.74 I 3.375 I 293.952 .00 I 7.544 I 30.00 I 8.00 I 1 30.00 .00 I 2 .7 1- - I - 64.77 - I - .00664 - I - - I - - 1 - - t - - I - .006867 - I - .44 - I - 8.55 - I - .941 6.826 - I - - I - .014 - I - .00 BOX 4175.99 I I 262.46 8.562 I 291.022 I ! 3369.0 14.74 I 3.375 I 294.397 .00 ! 7.544 I 30.00 I 8.00 I I 30.00 .00 1 2 .7 - i - JUNCT STR - .00667 - I - - i - - I - - I - - I - .006841 - t - .02 - 1 - 8.56 - I - .941 - I - - I - .014 - I - .00 I- BOX 4178.99 I I 282.48 - I - 8.589 I 291.069 I I 3362.6 14.71 1 3.362 1 294.430 .00 I 7.535 I 30.00 I 8.00 I I 30.00 .00 ! 2 .7 - t - 113.23 .00680 - I - - I - - I - - I - - I - .006841 - I - .77 - 1 - 8.59 - I - .939 6.752 - 1 - - I - .014 - I - .00 1- BOX 4292.22 I I 283.25 8.593 t 291.843 t I 3362.6 14.71 i 3.362 i 295.205 .00 i 7.535 I 30.00 I 8.00 I I 30.00 .00 I 2 .7 a -I- UNCT STR -I- .00600 -I- -I- -I- -I- -I- .006794 -I- .03 -I- 8.59 -I- .939 -I- -I- .014 -I- .00 I- BOX W S P G N- CIVILDESIGN Vers 7.1 PAGE 4 For: Allard Engineering, Fontana, California - S/N 643 WATER SURFACE PROFILE LISTING Date:10- 3 -1997 Time: 8:58 :19 STA. 22 +02 TO STA. 237 +66.72 BOX ABOVE SEWER 10 -02 -97 BASE LINE BOX A Used I Invert I Depth I Water ! Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight /(Base Wtl INo Wth Station I Elev 1 (FT) I Elev ! (CFS) I (FPS) Head I Grd.El.! Elev I Depth I Width IDia. -FTior I.D.I ZL IPrs /Pip L /Elem ICh Slopel I I I SF Avel HF 1SE DpthlFroude NINorm Dp I "N" I I ZR IType Ch r,r►rt *,rf t � *t,►,►,r,r,► I * * #r * * ,tr I # * * * * * *�* I t• *,r,tr * *,r l *k,r�,r *r I tt + + *rtr I * +,r,r +,r +,r� I + +,r * *ra l + * * * r� *,r l �•� +,r •,r ,r (a,r�• + #* I * + * •r *# I � * * ** t *t * *,r4* 4297.22 I I 283.28 8.643 I 291.923 I I 3351.1 14.66 i 3.339 I 295.262 I .00 7.516 I 30.00 I 8.00 I I 30.00 .00 I 2 .7 322.78 .00669 I .006794 2.19 8.64 .936 6.776 .014 .00 BOX 4620.00 I 285.44 8.676 I 294.116 I I 3351.1 14.66 I 3.339 I 297.455 I .00 7.516 I 30.00 I 8.00 ! I 30.00 .00 I 2 .7 RANS STR .00500 I 8.68 .936 .014 .00 BOX 4640.00 - I - I 285.54 - I - 7.504 i 293.044 I I 3351.1 17.63 I 4.827 I 297.871 I .00 8.000 I 26.00 I 8.00 I I 26.00 .00 I 1 .7 207.83 .00520 - I - - t - - i - - I - - I - .005517 - I - 1.15 - I - 7.50 - I - 1.149 - i - 7.574 - t - .014 - I - .00 1- BOX -------------- - - - - -- WARNING - Flow depth near top of box conduit -------------- - - - - -- ,T 9847.83 - I - I I 286.62 - I - 7.307 ! 293.927 I 1 3351.1 18.11 I 5.091 I 299.017 I .00 8.000 I 26.00 I 8.00 ! I 26.00 .00 I 1 .7 189.17 .00520 - I - - I - - 1 - - I - - I - .006090 - I - 1.15 - I - 7.31 - I - 1.196 - I - 7.574 - I - .014 - I - .00 1- BOX - ----- -------- - - - - -- WARNING - Flow depth near top of box conduit -------------------- 5037.00 I 287.60 6.966 294.569 3351.1 18.99 5.600 300.169 .00 8.000 26.00 8.00 26.00 .00 1 .7 138.00 .00520 .006905 .95 6.97 1.285 7.574 .014 .00 BOX 5175.00 1 1 268.32 6.642 I 294.962 ! I 3351.1 19.92 I 6.160 I 301.122 I .00 8.000 I 26.00 I 8.00 I I 26.00 .00 I 1 .7 UNCT STR .00500 .007380 .07 6.64 1.380 .014 .00 BOX 5185.00 288.37 6.614 294.984 3351.0 20.00 6.212 301.196 .00 8.000 26.00 8.00 26.00 .00 1 .7 15.00 .00600 .007458 .11 6.61 1.389 7.169 .014 .00 BOX W S P G N- CIVILDESIGN Vers 7.1 PAGE 5 �, EVEN For: Allard Engineering, Fontana, California - SIN 643 WATER SURFACE PROFILE LISTING Date:10- 3 -1997 Time: 8:58:19 STA. 22 +02 TO STA. 237 +66.72 BOX ABOVE SEWER 10 -02 -97 BASE LINE BOX �t r:► r:*+ r* rr r*+ t r**, r* t r* r*##*+ t, r* �, r, r, t, t, tr***, r* r, r*, r�+ r*, r, r�, rf ��, t, t, t+, r, t, r, r+*, ra#, r, r, r, r+, rt+, rr+** � *t�,r,r,r,r *r *r *r #• + *��,r,r,r,t ,t�r�,r,r,r * *,r #• *r.rr�.a AR Used I Invert I Depth I Water I Q 1 Vel Vel I Energy I Super ICriticallFlow ToplHeight /IBase Wtl INo Wth Station -I- I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.El.l Elev I Depth I Width IDia. -FTlor I.D.I ZL IPrs /Pip L/Elem -I- ICh Slopel - I - -I- I -I- I I -I- -I- SF Avel -I- HF ISE -I- DpthlFroude -I- NINorm -i- Dp -I- I "N" 1 -I- I ZR I- IType Ch kt*,►**t �. i******** it* 1 �+**,►* I***. �t �** 1.*..** �+ �1.*f* �**1#* ���. �t 1 **** �+# ��1*+ �.* �* � 1�� *.� * *1t * * * *f *1. * *,► *It * * * *�* 5200.00 I 288.46 6.589 I 295.049 I I 3351.0 20.08 I 6.259 i 301.308 .00 t I 8.000 26.00 I 1 8.00 I 26.00 .00 t 1 .7 TRANS STR .00500 .006577 .13 6.59 1.396 .014 .00 BOX 5220.00 - I - I I 288.56 8.000 I 296.560 I 3351.0 I 18.00 I 5.032 I 301.592 .00 I I 8.000 24.00 I I 8.00 1 24.00 .00 1 1 .7 1322.00 - I - .00519 I - I - - I - - i - - I - - I - .009122 - I - 12.06 - I - 8.00 - I - 1.139 - i - 8.000 - i - .014 - i - .00 1- BOX 6542.00 - I - I 295.42 - I - 13.200 I 308.620 I 3351.0 I 18.00 I 5.032 I 313.652 .00 I I 8.000 24.00 I I 8.00 I 24.00 .00 I 1 .7 JUNCT STR 1.02188 i - I - - I - - I - - I - - 1 - .007557 - I - .00 - I - 13.20 - 1.139 - I - - I - .014 - I - .00 I- BOX 6542.01 -i- I 295.43 14.372 i 309.802 I 3050.0 i 16.39 I 4.169 I 313.971 .00 I I 8.000 24.00 I I 8.00 I 24.00 .00 I 1 .7 157.99 -I- .00519 -I- -I- -I- -I- -I- .007557 -1- 1.19 -I- 14.37 -I- 1.037 -I- 7.688 -I- .014 -I- .00 1- BOX I I I I I I I I I I I I 1 6700.00 -1- 296.25 -I- 14.746 310.996 3050.0 16.39 4.169 315.165 .00 8.000 24.00 8.00 24.00 .00 1 .7 4 1160.00 .00880 I I -I- -I- - I - -I- -i .007557 -I- 8.77 -I- 14.75 -I- 1.037 -I- 6.278 -I- .014 -1- .00 1- BOX tM 7860.00 -I- 306.46 -I- 13.303 -I- I 319.763 I 3050.0 I 16.39 1 4.169 I 323.932 .00 1 I 8.000 24.00 I I 8.00 I 24.00 .00 I 1 .7 JUNCT STR .00900 -1- -I- -I- -I- .007341 -I- .07 -I- 13.30 -I- 1.037 -I- -I- .014 -I- .00 I- BOX 7870.00 - I - I I 306.55 - 1 - 13.514 - I - I 320.064 I 3006.0 I 16.15 I 4.050 I 324.114 .00 I I 8.000 24.00 I I 8.00 I 24.00 .00 I 1 .7 30.00 .00867 - - I - - I - - i - .007341 - I - .22 - I - 13.51 - I - 1.022 - 6.246 - I - .014 - I - .00 1- BOX 7900.00 I I 306.81 13.475 I 320.285 I 3006.0 I 16.15 I 4.050 I 324.334 .00 I I 8.000 24.00 I I 8.00 I 24.00 .00 I 1 .7 TRANS STR .00900 I .007341 .15 13.47 1.022 .014 .00 BOX 7920.00 I 306.99 12.822 I 319.812 I 3006.0 I 17.67 I 4.847 I 324.659 .00 I t 8.000 22.00 I 1 8.00 1 22.00 .00 1 1 .7 -I- 1212.00 -I- .00880 -I- -I- -I- -I- -I- .009239 -I- 11.20 -I- 12.82 -I- 1.120 -I- 6.815 -I- .014 -I- .00 1- BOX W S P G N- CIVILDESIGN Vers 7.1 PAGE 6 For: Allard Engineering, Fontana, California - SIN 643 WATER SURFACE PROFILE LISTING Date:10- 3 -1997 Time: 8:58:19 STA. 22 +02 TO STA. 237+66.72 BOX ABOVE SEWER 10 -02 -97 BASE LINE BOX AR Used I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight /IBase Wtl INo Wth Station -I- I Elev I -I- (FT) I Elev I (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width -I- IDia. -FTlor -I- I.D.I -I- ZL IPrs /Pip I- L/Elem ICh Slopel -I- -I- I -I- -I- I I -I- SF Avel -I- HF ISE -I- DpthlFroude -I- NINorm Dp I "N" I I ZR IType Ch ** r****+, rlr* �*#**, rl* �, r** r* �l** ��**+*+ I, r******** l*•, r**** I**• r#* r�l**t*•+ �** I*+**+++ I.+.***** I*• �+** r# I *� * * +,r�l * *+ +r•�I * * *r *I * : * * *�� 9132.00 I I 317.66 13.350 I 331.010 I I 3006.0 17.67 I 4.847 I 335.857 I .00 8.000 I 22.00 I i 8.00 I 22.00 - I - .00 I 1 .7 I- - I - JUNCT STR - I - .00900 - 1 - - I - - I - - I - - I - .008241 - I - .08 - I - 13.35 - I - 1.120 - I - -I .014 .00 BOX 9142.00 I I 317.75 14.211 1 331.961 I I 2839.0 16.69 I 4.323 I 336.285 I .00 8.000 I 22.00 I I 8.00 I 22.00 - I - .00 I 1 .7 1- - I - 1368.00 - I - .00879 - I - - I - - I - - I - - I - .008241 - I - 11.27 - I - 14.21 - I - 1.057 - I - 6.524 - I - .014 .00 BOX 10510.00 I I 329.78 13.455 i 343.235 I I 2839.0 16.69 I 4.323 I 347.558 I .00 8.000 I 22.00 1 I 8.00 I 22.00 .00 1 1 .7 -I- JUNCT STR -I- .01299 -I- -I- -I- -i- -i- .006540 -I- .08 -I- 13.45 -I- 1.057 -I- -I- .014 -I- .00 I- BOX 10521.55 I I 329.93 14.544 I 344.474 I I 2529.0 14.86 I 3.431 I 347.905 I .00 7.587 I 22.00 I I 8.00 - I - I 22.00 - I - .00 I 1 .7 1 - I - 18.45 - I - .01301 - I - - I - - I - - I - - I - .006540 - I - .12 - I - 14.54 - I - .942 - I - 5.153 .014 .00 BOX 10540.00 I I 330.17 14.425 I 344.595 I I 2529.0 14.86 I 3.431 I 348.025 I .00 7.587 I 22.00 1 I 8.00 I 22.00 .00 1 1 .7 TRANS STR .01300 .006540 .13 14.42 .942 .014 .00 BOX 10560.00 I I 330.43 13.715 I 344.145 I I 2529.0 16.41 I 4.180 I 348.325 I .00 8.000 i 20.00 I I 8.00 1 20.00 .00 1 1 .7 - I - 1290.00 - I - .01279 - I - - I - - I - - I - - I - .008446 - 10.89 - I - 13.72 - I - 1.042 - I - 5.732 - I - .014 - I - .00 1 BOX 11850.00 I I 346.93 8.110 I 355.040 I I 2529.0 16.41 4.180 I I 359.220 I .00 8.000 I 20.00 I I 8.00 I 20.00 .00 I 1 .7 - I - 623.00 - I - .00520 - I - - I - - I - - I - - I - .008446 - I - 5.26 - I - 8.11 - I - 1.042 - I - 8.000 - I - .014 - I - .00 1- BOX 12473.00 -I- I I 350.17 -I- 10.131 -I- I 360.301 -I- I I 2529.0 16.41 -I- -I- 4.180 -I- I I 364.482 -I I .00 -I 8.000 -I- I 20.00 -I- 1 I 8.00 -I- 20.00 - I - I .00 1 1 .7 I- UNCT STR .00500 I .008135 .08 10.13 1.042 .014 .00 BOX 2483.00 - I - I 350.22 - I - 10.456 I 360.676 I I 2482.0 16.10 1 4.026 I 364.702 .00 I 7.999 I 20.00 I 8.00 1 1 20.00 .00 1 1 .7 137.00 .00518 - I - - I - - I - - I - - I - .008135 - I - 1.11 - I - 10.46 - I - 1.022 8.000 - I - - I - .014 - I - .00 1- BOX W S P G N- CIVILDESIGN Vers 7.1 PAGE 7 For: Allard Engineering, Fontana, California - SIN 643 WATER SURFACE PROFILE LISTING Date:10- 3 -1997 Time: 8:58:19 STA. 22+02 TO STA. 237+66.72 BOX ABOVE SEWER 10 -02 -97 BASE LINE BOX . �«*++*+ r*+#** �***+**.** s+ r+.*, r,►* �******, r*,► �,►*******tt**** �t*•, r** r** ��* �*t******** ��***: r, r**, r��, r** r*, r, r, r * *�r * + *tr.,rt * *,► # * * * * * *.. * * +�+ R Used I Invert I Depth I Water t Q I Vel Vel I Energy t Super ICriticallFlow ToplHeight /IBase Wti INo Wth Station 1 Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.El.l Elev I Depth I Width IDia. -FTior I.D.I ZL IPrs /Pip L/Elem ICh Slopel I t I SF Avel HF ISE DpthlFroude NINorm Dp I "N" i I ZR (Type Ch #**# �*+, rl**, t+ r* �• I#***t*, t* I 1** �*, t*#t* 1*****tf** I, r, r, r**++ 1, t#*:+*f al**, r*•, t* �* t��*« a+• I* �****** I.*#, t, t** �1 * *� * + + *I * *,t * * * *1 * * * *•I * *��,r ** 2620.00 -I- I 350.93 10.861 I 361.791 I I 2482.0 16.10 I 4.026 I 365.817 .00 I 7.999 I 20.00 I 8.00 I I 20.00 .00 I 1 .7 1165.00 -I- .00952 -I- -I- -I- -I- -I- .008135 -I- 9.48 -I- 10.86 -I- 1.022 6.331 -I- -I- .014 -I- .00 1- BOX 3785.00 ! I 362.02 9.247 ! 371.267 I I 2482.0 16.10 I 4.026 I 375.294 .00 I 7.999 I 20.00 I 6.00 I I 20.00 .00 I 1 .7 "UNCT STR .00807 .007536 .07 9.25 1.022 .014 .00 BOX 3794.91 I I 362.10 9.774 I 371.874 I I 2389.0 15.50 I 3.730 I 375.604 .00 I 7.799 I 20.00 I 8.00 I I 20.00 .00 I 1 .7 (, 1325.09 .00800 .007536 9.99 9.77 .984 6.576 .014 .00 BOX 5120.00 - I - I I 372.70 9.161 I 381.861 I I 2389.0 15.50 I 3.730 I 385.591 .00 I 7.799 I 20.00 I 8.00 I 1 20.00 .00 1 1 .7 'UNCT STR -I- .00800 -I- -I- -I- -I- -I- .005303 -I- .05 -I- 9.16 -t- .984 -I- -I- .014 -I- .00 I- BOX 5130.00 -I- I I 372.78 10.280 I 383.060 I t 2004.0 13.00 I 2.625 I 385.685 .00 I 6.938 I 20.00 1 8.00 1 I 20.00 .00 I 1 .7 40.00 -I- .00800 -I- -I- -I- -I- -I- .005303 -I- .21 -I- 10.28 -I- .825 5.740 -I- -I- .014 -I- .00 1- BOX 5170.00 I I 373.10 10.172 I 383.272 I I 2004.0 13.00 I 2.625 I 385.897 .00 I 6.938 I 20.00 I 8.00 I I 20.00 .00 t 1 .7 'RANS STR .00300 I I .005303 .11 10.17 .825 .014 .00 BOX 5190.00 -I- 373.16 -I- 9.722 I 382.882 I I 2004.0 14.51 I 3.268 I 386.150 .00 I 7.462 I 18.00 I 8.00 I I 18.00 .00 I 1 .7 1305.00 .00313 -i- -I- -I- -I- -I- .007070 -I- 9.23 -I- 9.72 -I- .923 8.000 -I- -I- .014 -I- .00 1- BOX 16495.00 I I 377.24 - I - 14.868 - I - I 392.108 I I 2004.0 14.51 I 3.268 I 395.376 .00 I I 7.462 18.00 I 8.00 I I 18.00 .00 I 1 .7 - JUNCT STR .00300 - I - - I - - I - - I - .006715 - I - .07 - I - 14.87 - I - .923 - I - - I - .014 - I - .00 I- BOX 16505.00 I I 377.27 15.215 I 392.485 I I 1953.0 14.14 1 3.104 I 395.588 .00 I I 7.334 18.00 I 8.00 I 1 18.00 .00 1 1 .7 -I- 625.33 -I- .00313 -I- -I- -I- -I- -I- .006715 -I- 4.20 -I- 15.21 -I- .899 -I- 8.000 -I- .014 -I- .00 1- BOX W S P G N- CIVILDESIGN Vers 7.1 PAGE 8 For: Allard Engineering, Fontana, California - SIN 643 WATER SURFACE PROFILE LISTING Date:10- 3 -1997 Time: 8:58:19 STA. 22 +02 TO STA. 237 +66.72 BOX ABOVE SEWER 10 -02 -97 BASE LINE BOX ► t*# r** �f* t** r* r r**+ r, r, t**, rrt, t, r, r, r, t, r, r, r, t* �, rr, r+, t, r*+*, r**, r+, r, r.* �ft, r, r, r, r, r, r** r, r, r* t�*+ r** r *,r+ * *,t�,t +rr.r. + +,r+ *•,r,r ** *tit *,r ,r * * * * *.. *t,r * * *r *� *� '4R Used I Invert I Depth I Water I Q I Vel Vel 1 Energy I Super ICriticallFlow ToplHeight /IBase Wt► INo Wth Station -I- 1 Elev 1 (FT) I Elev ► (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia. -FTlor I.D.I ZL IPrs /Pip L/Elem -1- ICh Slopel -I- -I- I -I- -I- I I -I- SF Ave► -i- HF ISE -I- DpthlFroude -I- NINorm -I- Dp -I- I "N" -I- 1 I ZR 1- IType Ch + rtrtt+ rr* I+*#* �*++ I, t*, t***** t I I##+*+***, tI* �*+.*+** �I*+ �**: alt ****f** I• �tt***t* I***+* �t I*** rr ** I+*+*t*t+ I + *�,t� *�1 * * * * * * #I # * + * *I * *,r� * ** 17130.33 379.23 17.454 ( 396.684 t 1 1953.0 14.14 I 3.104 I 399.787 .00 1 I 7.334 18.00 I 8.00 I I 18.00 .00 I 1 .7 JUNCT STR .00400 .002417 .05 17.45 .899 .014 .00 BOX 17150.34 - I - I I 379.31 - I - 19.452 - I - I 398.762 - I - 1 I 1171.6 8.48 - I - - I - I 1.117 - I - I 399.879 - I - .00 - I - I I 5.217 - I - 18.00 - I - I 8.00 - I - I I 18.00 - I - .00 I 1 .7 I - 1364.66 .00313 .002417 3.30 19.45 .540 6.121 .014 .00 BOX 18515.00 -I- I I 383.58 -I- 18.480 I 402.060 I I 1171.6 8.48 I 1.117 I 403.177 .00 I I 5.217 18.00 I 8.00 I I 18.00 .00 I 1 .7 JUNCT STR 1.02500 -I- -I- -I- -I- -I- .002007 -i- .00 -I- 18.48 -i- .540 -1- - 1- .014 -I- .00 I- BOX 18515.01 I I 383.59 18.761 I 402.351 I I 1067.8 7.73 1 .928 1 403.278 .00 I i 4.904 18.00 I 8.00 I I 18.00 .00 I 1 .7 99.99 .00310 .002007 .20 18.76 .492 5.715 .014 .00 BOX 18615.00 I I 383.90 18.651 I 402.551 i I 1067.8 7.73 I .928 i 403.479 .00 I I 4.904 18.00 i 8.00 I I 18.00 .00 I 1 .7 TRANS STR .00500 .002007 .04 18.65 .492 .014 .00 BOX 18635.00 - I - I I 384.00 - I - 18.463 I 402.463 I I 1067.8 8.36 I 1.085 I 403.547 .00 I I 5.171 16.00 I 8.00 I I 16.00 .00 I 0 .0 1165.00 .00510 I I - t - - I - I - 1 - - I - I 1 - I - .001681 I - I - 1.96 I - I - 18.46 - i - .521 I I - I - 4.394 - t - .014 I - I I .00 1- BOX I 19800.00 389.94 14.481 404.421 1067.8 8.36 1.085 405.506 .00 5.171 16.00 8.00 16.00 -I- .00 0 .0 1- -I- 56.00 -I- .00304 -I- -I- -I- -I- -I- .001681 -I- .09 -1- 14.48 -I- .521 -I- 5.278 -t- .014 .00 BOX 19856.00 I I 390.11 14.406 I 404.516 I 1067.8 I 6.36 I 1.085 I 405.600 .00 I I 5.171 16.00 I I 8.00 I 16.00 - I - .00 i 0 .0 I- - JUNCT STR - I - 1.02500 - I - - I - - I - - - I - .001681 - I - .00 - I - 14.41 - I - .521 - I - - I - .014 .00 BOX 19856.01 I I 390.12 14.371 I 404.491 I 992.6 I 8.88 I 1.225 t 405.716 .00 I I 5.385 - I - 14.00 I i 8.00 - I - I 14.00 - I - .00 I 0 .0 1 - I - 1243.99 - I - .00300 - I - - I - - I - - I - - I - .002021 - I - 2.51 - I - 14.37 .554 - I - 5.690 .014 .00 BOX I W S P G N- CIVILDESIGN Vers 7.1 PAGE 9 For: Allard Engineering, Fontana, California - SIN 643 WATER SURFACE PROFILE LISTING Date:10- 3 -1997 Time: 8:58:19 STA. 22 +02 TO STA. 237 +66.72 BOX ABOVE SEWER 10 -02 -97 BASE LINE BOX +**t***** �*+, r** �***t*****t***, t, t�* rrttt++**** r**t t**+, t* t***t++**** �*+*+t* r��*..:* rt* �+t**+ t*+* rr rr+, r *�•t *� + * * *t * * * *r * * *t * * * «. * * * *t* AR Used I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight /IBase Wt1 INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.El.l Elev I Depth I Width - I - IDia. -FTlor - I - I.D.I - I - ZL IPrs /Pip I- - 1 - L/Elem - I - ICh Slopel - I - - I - I - i - I - I - I - I - SF Avel - I - HF ISE - I - DpthlFroude - I - NINorm Dp I "N" I I ZR [Type Ch •* r#+, r+*, rl+, rrt**+, rl•***, r#*, rl, r�*****f* I**, r**, r, rt* I**t* �r• I, r, r*+,►* �, rl*+, r** a, r** I + * *� + * *I + +,r * *,r *�I•• * + *,r * *I, rte * + *al * * * * + * * * * *I * + * * * ** 21100.00 I I 393.85 13.155 I 407.005 I 992.6 I 8.88 I 1.225 I 408.230 .00 I I 5.385 14.00 I I 8.00 I 14.00 - I - .00 I 0 .0 I- - I - JUNCT STR - I - .00250 - I - - I - - I - - I - - I - .001970 - I - .04 - I - 13.15 - I - .554 - I - - I - .014 .00 BOX 21120.00 I I 393.90 13.375 I 407.275 I 638.4 I 8.01 I .995 I 408.270 .00 I I 5.021 10.00 I I 8.00 I 10.00 - I - .00 I 0 .0 1- - I - 1380.00 - I - .00269 - i - - I - - I - - - I - .001970 - I - 2.72 - I - 13.37 - I - .500 - 5.956 - I - .014 .00 BOX 22500.00 I I 397.61 12.383 I 409.993 I 638.4 I 8.01 I .995 I 410.988 .00 I I 5.021 10.00 I I 8.00 - I - I 10.00 - I - .00 I 0 .0 -I- JUNCT STR -I- 1.02500 -I- -I- -I- -I- -I- .001820 -I- .00 - i - 12.38 - i - .500 - I - .014 .00 i BOX 22500.01 I I 397.62 -I- 12.516 I 410.136 I 613.6 I 7.69 I .919 I 411.055 .00 I I 4.890 10.00 I I 8.00 -I- I 10.00 -I- .00 I 0 .0 1- - I - 1266.71 .00268 -I- -I- -I- -I- -I- .001820 -I- 2.30 -I- 12.52 -I- .480 -I- 5.781 .014 .00 BOX 23766.72 - I - i I 401.02 - I - 11.421 - I - I 412.441 - I - I 613.6 - I - I 7.69 - I - I .919 - I - I 413.360 - I - .00 - I - I I 4.890 - I - 10.00 - I - I I 8.00 - I - I 10.00 - I - .00 I 0 .0 i- I I STA. 22 +02 TO STA. 237 +66.72 Cr- Q V �:.,.r BOX ABOVE SEWER 10 -02 -97 BASE LINE BOX 2202.25 I H E 2353.05 I HW E 2503.85 I CH E 2654.65 I HW E 2805.45 I HW E 2956.25 3107.05 I H W E 3257.85 I HW E 3408.65 I WH E 3559.45 I W H E 3710.25 I WH E R JX R JX R P q% ith R R R R R 3861.06 I WCH E R 4011.86 I WH E R 4162.66 I WI3 E R 4313.46 I H E R 4464.26 I WH E JX 4615.06 I WH E R 4765.86 I WH E R 4916.66 I H E R 5067.46 I H E R 5218.26 I H E JX 5369.06 I HW E R KIN 5519.86 I CH E JX 5670.66 I CH E R 5821.46 I HW E JX 5972.26 I HW E R 6123.06 I CH E TX 6273.86 I WH E R 6424.66 I H E R 6575.46 I WH E R 6726.26 I WH E JX 6877.07 I WH E R 7027.87 I WH E TX 7178.67 I H E R 7329.47 I H W E JX 7480.27 I H W E R 7631.07 I H W E R 7781.87 7932.67 I H W E JX 8083.47 I H W E R 8234.27 I H W E TX M 8385.07 I H W E R 8535.87 8686.67 8837.47 8988.27 9139.07 I H W E JX 9289.87 I H W E R 9440.67 9591.47 1 9742.27 9893.08 10043.88 10194.68 10345.48 10496.28 10647.08 10797.88 10948.68 11099.48 11250.28 11401.08 11551.88 11702.68 11853.48 12004.28 12155.08 12305.88 12456.68 12607.48 12758.28 I H W E I H W E I H W E I H W E I H E JX R TX R R I HW E JX I H W E R 12909.08 13059.89 13210.69 13361.49 13512.29 13663.09 13813.89 13964.69 14115.49 14266.29 14417.09 14567.89 14718.69 14869.49 15020.29 I H W E I I HW E HW E R JX R v) v 15171.09 I HW E 15321.89 I H W E 15472.69 I H W E 15623.49 I CHW E 15774.29 15925.09 16075.90 16226.70 16377.50 16528.30 I H W E 16679.10 I H W E 16829.90 16980.70 17131.50 I CH W E 17282.30 I C H W JX R TX R JX R JX R �Q \ I'm Im 17433.10 17583.90 17734.70 17885.50 18036.30 18187.10 18337.90 18488.70 18639.50 18790.30 18941.11 19091.90 19242.71 19393.51 19544.31 I C H WE JX I C H WE R I C H WE TX I C H WE R v 19695.11 19845.91 I C H WE R 19996.71 I C H WE JX 20147.51 I C H WE R 20298.31 20449.11 20599.91 20750.71 20901.51 21052.31 21203.11 I C H WE JX 21353.91 I C H WE R 21504.71 21655.51 21806.31 21957.12 22107.91 22258.71 22409.52 22560.32 22711.12 22861.92 23012.72 23163.52 23314.32 23465.12 23615.92 23766.72 I C H WE JX I C H WE R I C H W . R 266.95 281.59 296.23 310.87 325.51 340.15 354.80 369.99 384.08 398.72 413.36 Q� ^ r 1` _ V O T E S 1. GLOSSARY I = INVERT ELEVATION C = CRITICAL DEPTH W = WATER SURFACE ELEVATION S = SUPER - ELEVATION H = HEIGHT OF CHANNEL E = ENERGY GRADE LINE X = CURVES CROSSING OVER B = BRIDGE ENTRANCE OR EXIT Y = WALL ENTRANCE OR EXIT 2. STATIONS FOR POINTS AT A JUMP MAY NOT BE PLOTTED EXACTLY 2 M ! F 9 IF F 5 1 , l ll l 9,_ 1. 1 1 J IrTl -, V1 f 7 l F l MAPS �+ EXISTING HYDROLOGY ow PROPOSED RATIONAL HYDROLOGY PROPOSED UNIT HYDROGRAPH HYDROLOGY BASELINE AVENUE PLANS AND PROFILES x' di 40 r. it it g• irr �w 40 3 sill so JN 2818 STRUCTURAL CALCULATIONS FOR BOX CULVERT BASELINE AVENUE STORM DRAIN FONTANA,CA CLIENT: THE ALLARD ENGINEERING DESIGN CRITERION 1. L.A. COUNTY FLOOD CONTROL DIRSTICT DESIGN MANUAL - APR. 1982 EDITION 2. CONCRETE fc = 4000 psi PROVIDE SPECIAL INSPECTION 3. REINFORCING STEEL - ASTM A615 GRADE 60 COIL & WELSH CONSULTING STRUCTURAL ENGINEERS 15892 S. PASADENA AVENUE SUITE 200 TUSTIN, CALIFORNIA 92680 -5415 (714) 505 - 2751 FAX (714) 505 - 1689 STEPHANIE WELSH S.E. # 2998 r�l COIL & WELSH Consulting Structural Engineers 15892 S. Pasadena Avenue, Suite 200 TUSTIN, CALIFORNIA 92780 TEL (714) 505 -2751 FAX (714) 505 -1689 JOB ,r--u Ave. 4 -T -VE SHEET NO. 1 OF CALCULATED BY �` N DATE CHECKED BY DATE SCALE Ce. ps - 1c, ��o� r�-I C.0E�rIC-16 --r- fr?IC� rG��i1V� hR sc_�r7 C7 1 N „ I I z frJ Lori C . 1.1 ai.�PP,I E_ n3C 4- o0 0 = $ oo lose t �LC - Jc I 4r". - C m1 r� i i d, a i r W W 0 o O J C m W Z J o W W = Q 2 U U 0 to O h � N d � O C �DO 'ppfq N U) W �QNti � `4))ZunLn O tko y�j V vv N N N � uj 00 00 ~ LO C- 0LVE - P yv' 60.1 -00 �O }e0 $p +eo S1fZo \ I +eo 1�t IlDfaro I�..ofw I�,o +w IC�.osw (53�� f�0 ?� 17� I }1b ill �p F ~ IC O Ic � ( �} k Ma l Dl Wle If . l e4cro i6D {tSU 110 +0 1v +q-o 11ost4o COIL & WELSH Consulting Structural Engineers 15892 S. Pasadena Avenue, Suite 200 TUSTIN, CALIFORNIA 92780 TEL (714) 505 -2751 FAX (714) 505 -1689 .JOB SHEET NO. 3 OF CALCULATED BY CHECKED BY _ SCALE -f . 0 DATE DATE �L --StGN p�cx�j I c, d L v�� c_o� �b�t �I I /2 T Ib x v GI)I..UL C_c�tfFr?_ t1� pIF � 1 Z� — tC ax L � � o � �PR,r- C', 4 00 st�K . 4 4, 5 Aftt r Qr I`.I IM I h a V C-- CJ VC,tJ ( ($W D c u c. ,k LC I o t4 i! G.E' I �-� s1 ZE * rzzI N . P" U t pp-1 -. TO eoMrkA T c^-A- cI,'- r•� . & st• " - �s 'C' *& e c-s 16-7 K3 . C�' W I N P au� c�►J t tU C,ci (_ �(\�OG� ©tl� t �.�$�� �'° � Co N ►�C'� t O ►J 'C O �t °mss 2 . - Tod s�A p�s� S 1- -�r.� (slv% je Gcsr sP r Ut sty sg&l S (0 r.�) IC G - 9 ar-F T4 c�Tlo�JA - u I eC car-+ rbR- p Z- Goth TP_ -c.:t Crt 10 _ e1cCAU DTI 0 al.Z- st rx— 0 t �> E-7 1 C U L. yr -(?-T Ct& oc-E t}IT FPe�-t- I O sT L 1 r - S of= rte p t a.�x cJ+�(It.�.o� pl����. �x C9ti1s�c -1 SNP Cows � C mY'\ O A"L" o z-� er&� 1 0c, -, ( VYN�• IT,;n L-G e4-, MY (: �& Cjp "a r,1. r . r✓ JOB 1 1, " .. . . . COIL & WELSH 4- Consulting Structural Engineers SHEET NO. OF 15892 S. Pasadena Avenue, Suite 200 CALCULATED BY Y ►� DATE I - TUSTIN, CALIFORNIA 92780 TEL (714) 505 -2751 CHECKED BY DATE FAX (714) 505 -1689 SCALE 1 1, " .. . . . JOB RjP4E ►.7F /S U� GiTO R 1✓� Dr7 A 1 M1� /� Q 1 8 1 COIL & WELSH SHEET NO. ° OF Consulting Structural Engineers 1 9 15892 S. Pasadena Avenue, Suite 200 CALCULATED BY DATE _ TUSTIN, CALIFORNIA 92780 TEL (714) 505 -2751 CHECKED BY DATE I FAX (714) 505 -1689 SCALE �I T �u c 0 a T (r)e> fi 1 / Sri q n I 1 2 J, .a �x �I ,1 �i JOB W,5 Ll N� �tJE S��R l9 Rai 1J �1 I COIL & WELSH SHEET NO. OF Consulting Structural Engineers 15892 S. Pasadena Avenue, Suite 200 DATE TUSTIN, CALIFORNIA 92780 CALCULATED BY TEL (714) 505 -2751 CHECKED BY DATE FAX (714) 505 -1689 SCALE :I ,I I L �I L �I I I 3 1 3 1 r 3 I ,�I z ,2.µr> r4 p--- C I A G I ,V U _ 4x': ps-F/�* I �I�IDin�C -� = I ( r01 I'z'17 1 w. COIL & WELSH Consulting Structural Engineers 15892 S. Pasadena Avenue, Suite 200 TUSTIN, CALIFORNIA 92780 TEL (714) 505 -2751 FAX (714) 505 -1689 JOB haaSFL 1 N1E- Aurr CT4►tn�1 PMT �� 8 I SHEET NO. I OF ^� CALCULATED BY DATE CHECKED BY DATE SCALE r - _ O, r S K 2 I '1 Z x G, Q C �G Y 35t7x �o, 2S K (a.2 S/ 6a3c� -o� kEY M- T / -) 411 k� X p= 3 x f+/— = 2 v 2 � s x X 2 7d•coCo = ZI3 (_ � ooz Lk's -4 s k - a3► i t ce ' �. �fsE =6 4 (f' Is "% J� 3 W COIL & WELSH Consulting Structural Engineers 15892 S. Pasadena Avenue, Suite 200 TUSTIN, CALIFORNIA 92780 TEL (714) 505 -2751 FAX (714) 505 -1689 JOB E L- N6 s� o tier p17� 1 'J SHEET NO. $ l 1 OF CALCULATED BY DATE CHECKED BY DATE SCALE >'" T 6r iii I �I 1 �I a Ic Xv1, V °'LIDII -I C ` vo- 7, w 1 � I 11 IN I la 4- la = I� T= �oco I �o r" x C I Z - t G) ) x 2 = <o�o C = •1I 17 Co7(oi? - 501 c, (1-n d 21 I , I I) 4 C1,.� � - � X I Q I V 4t-%Cm3c �-� f< x t b = 72l c) Cc.1I sot( c�1 Co I Id SE t-! X I br- C COIL & WELSH Consulting Structural Engineers 15892 S. Pasadena Avenue, Suite 200 TUSTIN, CALIFORNIA 92780 TEL (714) 505 -2751 FAX (714) 505 -1689 JOB a44e O NE aU6 STnRM PR W 4-44 SHEET NO OF DATE I Z —) DATE 0) (o'x� V P-C ,sr,35� c � 7 �Gi y- x x)(00 -- 4- �•,o (4- • IA3 ( r t 1 (I c, I v�z �z. _ --0 4 = r o ((OK 8 C $50 CALCULATED BY CHECKED BY SCALE ti I Solq _ ' x y— = 3 1 � I x W-- COQ _ lox g a —a k�G Pr-r� (91ZL x I 3 c, o c-� e S Sa L~ 3 o K '� x I .i � 2? [I COIL & WELSH Consulting Structural Engineers 15892 S. Pasadena Avenue, Suite 200 TUSTIN, CALIFORNIA 92780 TEL (714) 505 -2751 FAX (714) 505 -1689 cos � #mss L► IJE ovF STo1z*1 D e��a / SHEET NO. (d OF G CALCULATED BY Yt ° DATE CHECKED BY DATE SCALE I T (rIc.,d l. ��i��.� (_ � 5 �Ito� � I �1� �•�[1 C - j 7. cat 1 L�t e t�r c pc�e� 31.) r � 'a , 4 + 0 0 �•.. (o (0 o O I /1 1 'a. 1 2 1 T1 +00 — +00 7� /i1.2S��l5 @ 1�� 12� q,0 112 fo to �o + �a (O�toO IOS1 q/ G @ IS�� Ip IO f (O 131 t 00 I f �'° �I/ I 1 I ° p.n l ItZ400 151 +00 4 /`l�� S g,` 101 lol v � � q c o .o 1 10 I / ,I S �70t 00 17� +00 7 1 /8 , ��/ -4 5 o, 41 V (T ( ) I I COIL & WELSH SHEET NO. (I OF _ Consulting Structural Engineers 15892 S. Pasadena Avenue, Suite 200 CALCULATED BY Y, DATE 12 9 - TUSTIN, CALIFORNIA 92780 DATE I TEL (714) 505 -2751 CHECKED BY FAX (714) 505. 1689 s�. SCALE 1 1, ,-; .. , .. WDWSLAB.XLS SHEET: p— ( JN 2818 TOP SLAB DESIGN AT WINDOW OPENINGS STATION 64 +00 TO 66 +00' COVER (FEET) 4 SPAN (FEET) 12 DESIGNED ADJACENT SLAB THICK 10 INCHES FROM CULVERT DESIGN jrr "DESIGNED REINFORCEMENT 9 AT 20 " O.C. 0.60 7 AT 20 " O.C. 0.36 NEW SLAB DESIGN ( SIMPLE SPAN) SOIL DENSITY(PCF) 130 err LOAD SOIL 520 PSF SLAB 150 PSF TRAFFIC 300 PSF TOTAL -- - - - - -> 970 PSF `w POSITIVE MOMENT = 17460 FT-# STEEL REQ'D = 1.32 STEEL PROV'D = 0.96 N.G. NEW STEEL SPACING 9 AT 10 O.C. 1.19 7 AT 10 O.C. 0.72 (N)STEEL AREA = 1.91 O.K. it CHECK CONCRETE ROH = 0.021271 ROH x N= 0.170165 k = 0.437524 J = 0.854159 fc = 1661.16 psi Allow fc= 1800 psi O.K. 4 ' LINTEL ( 5' LONG) SECTION (W x H 8.25 X 18 MAXIMUM LOAD = 5820 plf MAX. POS. MMNT = 9093.75 #-FT MAX. NEG. MMNT = 14550 #-FT STEEL REQ'D = 0.46 USE 2-# 5 STEEL USED = 0.61 CHECK CONCRETE ROH = 0.004132 ROH x N= 0.033055 k = 0.226178 J = 0924607 fc = 644.2155 psi Allow fc= 1800 psi O.K. WDWSLAB.XLS SHEET: P - 3 JN 2818 TOP SLAB DESIGN AT WINDOW OPENINGS STATION 90 +00 TO 92 +00' COVER (FEET) 10 SPAN (FEET) 12 DESIGNED ADJACENT SLAB THICK 12.5 INCHES FROM CULVERT DESIGN DESIGNED REINFORCEMENT 9 AT 12 " O.C. 0.99 " 0.44 6 AT 12 O.C. NEW SLAB DESIGN ( SIMPLE SPAN) SOIL DENSITY(PCF) 130 6 LOAD SOIL 1300 PSF SLAB 150 PSF NCI TRAFFIC 300 PSF TOTAL --- - - - - -> 1750 PSF jy POSITIVE MOMENT = 31500 FT-# STEEL REQ'D = 1.79 STEEL PROV'D = 1.44 N.G. 9 AT 8 O.C. 1.49 a NEW STEEL SPACING 6 AT 8 O.C. 0.66 (N)STEEL AREA = 2.15 O.K. CHECK CONCRETE ROH = 0.017947 ROH x N= 0.143576 k = 0.411191 J = 0.862936 fc = 1775.49 psi Allow fc= 1800 psi O.K. LINTEL (5' LONG) SECTION (W x H 9 X $ IN MAXIMUM LOAD = 10500 plf MAX. POS. MMNT = 16406.25 #-FT a MAX. NEG. MMNT = 26250 #-FT STEEL REQ'D = 0.83 USE 6 - - - STEEL USED = 0.88 CHECK CONCRETE ROH = 0.005454 ROH x N= 0.043632 k = 0.254978 J= Uf915007 fc = 1041.787 psi Allow fc= 1800 psi O.K. WDWSLAB.XLS SHEET: JN 2818 TOP SLAB DESIGN AT WINDOW OPENINGS STATION 90 +00 TO 92 +00' DESIGNED ADJACENT SLAB THICK FROM CULVERT DESIGN DESIGNED REINFORCEMENT COVER. (FEET) 10 SPAN (FEET) 10 10.25 INCHES 9 AT 15 " O.C. 5 AT 15 " O.C. NEW SLAB DESIGN ( SIMPLE SPAN) SOIL DENSITY(PCF) LOAD SOIL 1300 PSF 8750 plf SLAB 150 PSF MAX. NEG. MMNT = TRAFFIC 300 PSF STEEL REQ'D = TOTAL --- - - - - -> 1750 PSF STEEL USED = POSITIVE MOMENT = 21875 FT-# STEEL REQ'D = 1.60 STEEL PROV'D = 1.04 N.G. NEW STEEL SPACING 9 AT fc = 868.1559 psi 5 AT (N)STEEL AREA = 2.60 O.K. CHECK CONCRETE ROH = 0.027974 ROH x N= k = 0.481661 J = 0.839446 fc = 1801.524 psi Allow fc= LINTEL (5' LONG) SECTION (W x H 9 X 18 MAXIMUM LOAD = 8750 plf MAX. POS. MMNT = 13671.88 #-FT MAX. NEG. MMNT = 21875 #-FT STEEL REQ'D = 0.69 USE 2-4 STEEL USED = 0.88 CHECK CONCRETE ROH = 0.005454 ROH x N= k = 0.254978 J = d915007 fc = 868.1559 psi Allow fc= 6 O.C. 6 O.C. 0.22379 1800 psi O.K. 130 0.80 0.25 1.99 0.61 6_ 0.043632 1800 psi O.K. 3 3 WDWSLAB.XLS SHEET: JN 2818 TOP SLAB DESIGN AT WINDOW OPENINGS STATION 104 +00 TO 105 +00' COVER (FEET) 6 SPAN (FEET) 10 DESIGNED ADJACENT SLAB THICK 9 INCHES FROM CULVERT DESIGN DESIGNED REINFORCEMENT 8 AT 15 " O.C. 0.63 5 AT 15 "O.C. 0.25 NEW SLAB DESIGN ( SIMPLE SPAN) SOIL DENSITY(PCF) 130 LOAD SOIL 780 PSF SLAB 150 PSF +► TRAFFIC 300 PSF TOTAL --- - - - - -> 1230 PSF POSITIVE MOMENT = 15375 FT-# STEEL REQ'D = 1.34 STEEL PROV'D = 0.87 N.G. NEW STEEL SPACING 8 AT 6 O.C. 1.57 5 AT 6 O.C. 0.61 *w► (N)STEEL AREA = 2.18 O.K. a. W CHECK CONCRETE ROH = 0.028004 ROH x N= 0.224033 k= 0.48184 J = 0.839387 fc = 1799.506 psi Allow fc= 1800 psi O.K. LINTEL (5' LONG) SECTION (W x H 8 X 18 MAXIMUM LOAD = 6150 plf MAX. POS. MMNT = 9609.375 #-FT MAX. NEG. MMNT = 15375 #-FT STEEL REQ'D = 0.49 USE 2-#1 5 STEEL USED = 0.61 CHECK CONCRETE ROH = 0.004261 RQH x N= 0.034087 k = 0.229231 J = 0.92359 fc = 672.4161 psi Allow fc= 1800 psi O.K. 3 3 a� it M 7 3 WDWSLAB.XLS SHEET: ID JN 2818 TOP SLAB DESIGN AT WINDOW OPENINGS STATION 124 +00 TO 125 +00' DESIGNED ADJACENT SLAB THICK FROM CULVERT DESIGN DESIGNED REINFORCEMENT COVER (FEET) 4 SPAN (FEET) 10 9 INCHES 6 AT 8 " O.C. 5 AT 8 " O.C. NEW SLAB DESIGN ( SIMPLE SPAN) SOIL DENSITY(PCF) LOAD SOIL 520 PSF 8 X SLAB 150 PSF MAXIMUM LOAD = TRAFFIC 300 PSF TOTAL --- - - - - -> 970 PSF POSITIVE MOMENT = 12125 FT-# STEEL REQ'D = 1.06 STEEL PROV'D = 1.12 N.G. NEW STEEL SPACING 6 AT 5 AT (N)STEEL AREA = 1.12 O.K. CHECK CONCRETE ROH x N= ROH = 0.014395 ROH x N= k = 0.378384 J = 0.873872 fc = 1735.819 psi Allow fc- LINTEL (5' LONG) SECTION (W x H 8 X 18 MAXIMUM LOAD = 4850 Of MAX. POS. MMNT = 7578.125 #-FT MAX. NEG. MMNT = 12125 #-FT STEEL REQ'D = 0.38 USE 2 -# STEEL USED = 0.61 CHECK CONCRETE ROH = 0.004261 ROH x N= k = 0.229231 J = 6.92359 fc = 530.2794 psi Allow fc= 8 O.C. 8 O.C. 0.115163 1800 psi O.K. 130 0.66 0.46 0.66 0.46 5_ _ _ 0.034087 1800 psi MA NEW SLAB DESIGN ( SIMPLE SPAN) LOAD SOIL 650 PSF SLAB 150 PSF TRAFFIC 300 PSF TOTAL --- - - - - -> 1100 PSF POSITIVE MOMENT = 13750 FT-# STEEL REQ'D = 1.20 STEEL PROV'D = 0.87 N.G. NEW STEEL SPACING (N)STEEL AREA = CHECK CONCRETE ROH = 0.022403 k = 0.445734 fc = 1715.085 psi LINTEL (5' LONG) 1.75 O.K. 5 AT SOIL DENSITY(PCF) 130 8 AT 5 AT ROH x N= J = 0.851422 Allow fc= SECTION (W x H WDWSLAB.XLS MAXIMUM LOAD = 5500 pif SHEET: D -7 MAX. NEG. MMNT = 13750 #-FT JN 2818 0.43 TOP SLAB DESIGN AT WINDOW OPENINGS 0.61 CHECK CONCRETE STATION 137 +00 TO 138 +00' COVER (FEET) 5 ROH x N= ( 0.92359 k = 0.229231 SPAN (FEET) 10 fc = 601.3477 psi DESIGNED ADJACENT SLAB THICK 9 INCHES FROM CULVERT DESIGN DESIGNED REINFORCEMENT 8 AT 15 " O.C. 0.63 15 " O C 0.25 NEW SLAB DESIGN ( SIMPLE SPAN) LOAD SOIL 650 PSF SLAB 150 PSF TRAFFIC 300 PSF TOTAL --- - - - - -> 1100 PSF POSITIVE MOMENT = 13750 FT-# STEEL REQ'D = 1.20 STEEL PROV'D = 0.87 N.G. NEW STEEL SPACING (N)STEEL AREA = CHECK CONCRETE ROH = 0.022403 k = 0.445734 fc = 1715.085 psi LINTEL (5' LONG) 1.75 O.K. 5 AT SOIL DENSITY(PCF) 130 8 AT 5 AT ROH x N= J = 0.851422 Allow fc= SECTION (W x H 8 X MAXIMUM LOAD = 5500 pif MAX. POS. MMNT = 8593.75 #-FT MAX. NEG. MMNT = 13750 #-FT STEEL REQ'D = 0.43 STEEL USED = 0.61 CHECK CONCRETE ROH = 0.004261 ROH x N= ( 0.92359 k = 0.229231 J = fc = 601.3477 psi Allow fc- 18 7.5 O.C. 7.5 O.C. 0.179227 1800 psi O.K. USE 24 5 _ 0.034087 1800 psi O.K. 1.26 0.49 WDWSLAB.XLS TOP SLAB DESIGN AT WINDOW OPENINGS STATION 150 +00 TO 151 +00' DESIGNED ADJACENT SLAB THICK FROM CULVERT DESIGN DESIGNED REINFORCEMENT SHEET: �— b JN 2818 COVER (FEET) 4 SPAN (FEET) 10 9 INCHES 6 AT 8 " O.C. 5 AT 8 " O.C. NEW SLAB DESIGN ( SIMPLE SPAN) SOIL DENSITY(PCF) LOAD SOIL 520 PSF 4850 plf SLAB 150 PSF MAX. NEG. MMNT = TRAFFIC 300 PSF STEEL REQ'D = TOTAL --- - - - - -> 970 PSF STEEL USED = POSITIVE MOMENT = 12125 FT-# STEEL REQ'D = 1.06 STEEL PROV'D = 1.12 N.G. NEW STEEL SPACING 6 AT Allow fc- 5 AT (N)STEEL AREA = 1.12 O.K. CHECK CONCRETE ROH = 0.014395 ROH x N= k = 0.378384 J = 0.873872 fc = 1735.819 psi Allow fc= LINTEL (5' LONG) SECTION (W x H 8 X 18 MAXIMUM LOAD = 4850 plf MAX. POS. MMNT = 7578.125 #-FT MAX. NEG. MMNT = 12125 #-FT STEEL REQ'D = 0.38 USE 2-# STEEL USED = 0.61 CHECK CONCRETE ROH = 0.004261 ROH x N= k = 0.229231 J = 6.92359 fc = 530.2794 psi Allow fc- 8 O.C. 8 O.C. 0.115163 1800 psi O.K. 130 0.66 0.46 0.66 0.46 5_ 0.034087 1800 psi m �l N ri M WDWSLAB.XLS SHEET: D-q JN 2818 TOP SLAB DESIGN AT WINDOW OPENINGS STATION 164 +00 TO 165 +00' DESIGNED ADJACENT SLAB THICK FROM CULVERT DESIGN DESIGNED REINFORCEMENT NEW SLAB DESIGN ( SIMPLE SPAN LOAD SOIL 910 PSF SLAB 150 PSF TRAFFIC 300 PSF TOTAL --- - - - --> 1360 PSF POSITIVE MOMENT = STEEL REQ'D = STEEL PROV'D = NEW STEEL SPACING (N)STEEL AREA = CHECK CONCRETE ROH = 0.024004 k = 0.456764 fc = 1791.948 psi LINTEL (5' LONG) SECTION (W x H MAXIMUM LOAD = MAX. POs. MMNT = MAX. NEG. MMNT = STEEL REQ'D = STEEL USED = CHECK CONCRETE ROH = 0.004261 k = 0.229231 fc = 743.4845 psi COVER (FEET) SPAN (FEET) 9.5 INCHES 7 10 8 AT 13 " O.C. 0.72 5 AT 13 " O.C. 028 SOIL DENSITY(PCF) 130 17000 FT-# 1.38 1.01 N.G. 8 AT 5 AT 2.02 O.K. ROH x N= J = 0.847745 Allow fc 6_5 O.C. 6_5 O.C. 0.192029 1800 psi O.K. 8 X 18 6800 plf 10625 #-FT 17000 #-FT 0.54 USE 2-# 5 _ 0.61 ROH x N= 0.034087 J = b.92359 O.K. Allow fc= 1800 psi 1.45 0.57 NEW STEEL SPACING 8 AT 5 AT 7 O.C. 7 O.C. (N)STEEL AREA = 1.87 O.K. 3 CHECK CONCRETE ROH = 0.028368 ROH x N= k = 0.483964 J = 0.838679 fc = 1772.249 psi Allow fc= LINTEL (5' LONG) SECTION (W x H 7 X 18 MAXIMUM LOAD = 5440 plf MAX. POS. MMNT = 8500 #-FT MAX. NEG. MMNT = 13600 #-FT STEEL REQ'D 0.43 USE 2-# 5 - STEEL USED = 0.61 CHECK CONCRETE ROH = 0.00487 ROH x N= 0.038957 k = 0.242879 J = b.91904 fc = 564.1439 psi Allow fc= 1800 psi O.K. 0.226943 1800 psi O.K. 1.35 0.53 di WDWSLAB.XLS SHEET: D—I p JN 2818 TOP SLAB DESIGN AT WINDOW OPENINGS STATION 164 +00 TO 165 +00' COVER (FEET) 7 SPAN (FEET) 8 DESIGNED ADJACENT SLAB THICK 8 INCHES FROM CULVERT DESIGN DESIGNED REINFORCEMENT 8 AT 17 " O.C. 0.55 5 AT 17 " O.C. 0.22 NEW SLAB DESIGN ( SIMPLE SPAN) SOIL DENSITY(PCF) 130 LOAD SOIL 910 PSF SLAB 150 PSF TRAFFIC 300 PSF TOTAL -- - - - - -> 1360 PSF POSITIVE MOMENT = 10880 FT-# STEEL REQ'D = 1.12 STEEL PROV'D = 0.77 N.G. NEW STEEL SPACING 8 AT 5 AT 7 O.C. 7 O.C. (N)STEEL AREA = 1.87 O.K. 3 CHECK CONCRETE ROH = 0.028368 ROH x N= k = 0.483964 J = 0.838679 fc = 1772.249 psi Allow fc= LINTEL (5' LONG) SECTION (W x H 7 X 18 MAXIMUM LOAD = 5440 plf MAX. POS. MMNT = 8500 #-FT MAX. NEG. MMNT = 13600 #-FT STEEL REQ'D 0.43 USE 2-# 5 - STEEL USED = 0.61 CHECK CONCRETE ROH = 0.00487 ROH x N= 0.038957 k = 0.242879 J = b.91904 fc = 564.1439 psi Allow fc= 1800 psi O.K. 0.226943 1800 psi O.K. 1.35 0.53 di a� GIEER MRS 77 NOW COVE Sym About V4 6 18 ", 2 Bars Min. - G - Bar ( Typ.) iv �+ Optional Const. Joint f- I Cl-Bar - Bar , I B -Bar 2��T p. Distribution Bars *FFor equally spaced C -Bar cover under 3' I 0 -Bar Longitudinal Bars I Ar4o 18 equally =� spaced do C3 - Bar 1e Const. Joint CZ -Bar F - Bar IT T— Fl- N 4F18", 2 Bars Min. T2 Nip W N -Bor T 2. f SCHEMATIC OF SINGLE BOX 5 -11 -15 -1997 3 LICENSED TO: JOHN COIL & ASSOCIATES LOS ANGELES COUNTY FLOOD CONTROL DISTRICT DESIGN DIVISION DESIGN OF SINGLE BARREL REINFORCED CONCRETE BOX BARREL # 1 BASELINE AVE STORM DRAIN c. /�I g PAGE 1 PROG F0501A 8.00 WIDE BY 8.00 HIGH DESIGN COVER 4.0 FT TYPE INSTALLATION TRENCH SOIL DENSITY .130 KCF PROJECTION RATIO .00 AXLE LOAD 32.0 KIPS LIVE LOAD TRUCK TOTAL DESIGN VERTICAL LOAD TOP 8.68 KIPS INVERT 8.41 KIPS PRESSURE HEAD .0 DESIGN STRESSES FT FC = 1800. PSI FS = 24000. PSI THICKNESSES (IN) TOP 8.00 INV(C.L.) 9.00 LW 7.00 RW 7.00 STEEL LAYOUT BAR BAR BAR HORIZONTAL VERTICAL DESIGNATION SIZE SPACING (LENGTH) (FT)I(INH B 4. 8.0 8. 11.5 0. .0 B1 4. 8.0 6. 6.0 0. .0 C 4. 14.0 3. 7.5 8. 1.0 • Cl 4. 14.0 1. 4.0 1. 9.5 C2 4. 14.0 3. 7.5 2. 1.5 C3 4. 14.0 1. 4.0 2. 1.5 D 4. 18.0 0. .0 9. 2.0 F 6. 12.0 8. 11.5 0. .0 F1 4. 12.0 5. 11.5 0. .0 G 4. 14.0 4. .0 0. .0 H 4. 14.0 4. .0 0. .0 LONGITUDINAL BARS 48. NO. 4 BARS IN INVERT SLAB 14. IN WALLS 20. IN TOP SLAB 14. QUANTITIES CONCRETE .85 CU. YDS. /FT. REINFORCING STEEL 105.1 LBS. /FT. INPUT DATA & DESIGN CRITERIA: 4.00000 32.00000 .00000 8.00000 4.00000 8.00000 8.00000 9.00000 7.00000 2.00000 3.00000 2.00000 2.00000 3.00000 2.00000 4000.00000 3.00000 1800.00000 60000..00000 70000 - .50000 24000.00000 .35000 8.00000 500.00000 70.00000 r .13000 350.00000 .04500 LICENSED TO: JOHN COIL & ASSOCIATES PAGE 1 -15 -1997 ONTROL DISTRICT PROG F6501A LOS ANGELES COUNTY FLOOD C DESIGN DIVISION DESIGN OF SINGLE BARREL REINFORCED CONCRETE BOX BARREL # 1 BASELINE AVE STORM DRAIN 0 8.00 WIDE BY 8.00 HIGH DESI1 TYPE INSTALLATION TRENCH SOIL PROJECTION RATIO .00 AXLE LIVE LOAD TRUCK TOTAL DESIGN VERTICAL LOAD TOP 10.19 PRESSURE HEAD .0 FT DESIGN STRESSES FC = 1800. PSI ;N COVER 6.0 FT DENSITY .130 KCF LOAD 32.0 KIPS KIPS INVERT 10.56 KIPS FS = 24000. PSI THICKNESSES (IN) TOP 8.00 INV(C.L.) 9.00 LW 7.00 RW 7.00 3 STEEL LAYOUT BAR BAR BAR HORIZONTAL VERTICAL DESIGNATION SIZE SPACING (LENGTH) (FTE1(INH B 5 9.0 8. 11.5 0. .0 B1 4. 9.0 5. 10.0 0. .0 C 4. 13.0 3. 7.5 8. 1.0 Cl 4. 13.0 1. 4.5 1. 10.0 C2 4. 13.0 3. 7.5 2. 1.5 C3 4. 13.0 1. 4.5 1. 6.5 D 4. 18.0 0. .0 9. 2.0 F 6 10.0 8. 11.5 0. .0 Fl 4. 10.0 5. 11.0 0. .0 G 4 13.0 4. .0 0. .0 H 4. 13.0 4. .0 0. .0 LONGITUDINAL BARS 48. NO. 4 IN BARS INVERT SLAB 14. IN WALLS 20. IN TOP SLAB 14. QUANTITIES CONCRETE .85 CU. YDS. /FT. REINFORCING STEEL 112.6 LBS. /FT. INPUT DATA & DESIGN CRITERIA: 6.00000 32.00000 .00000 8.00000 6.00000 8.00000 8.00000 9.00000 7.00000 2.00000 3.00000 2.00000 2.00000 3.00000 2.00000 3.00000 .70000 - .50000 .35000 4000.00000 1800.00000 60000.00000 24000.00000 8.00000 500.00000 70.00000 r .13000 350.00000 .04500 3 9 -15 -1997 LICENSED TO: JOHN COIL & ASSOCIATES PAGE 1 LOS ANGELES COUNTY FLOOD CONTROL DISTRICT PROG F0501A DESIGN DIVISION DESIGN OF SINGLE BARREL REINFORCED CONCRETE BOX BARREL # 1 1 3 BASELINE AVE STORM DRAIN 8.00 WIDE BY 8.00 HIGH DESIGN COVER 8.0 FT TYPE INSTALLATION TRENCH SOIL DENSITY .130 KCF PROJECTION RATIO LIVE LOAD TRUCK .00 AXLE LOAD 32.0 KIPS TOTAL DESIGN VERTICAL LOAD TOP 12.09 KIPS INVERT 12.77 KIPS PRESSURE HEAD .0 FT DESIGN STRESSES FC = 1800. PSI FS = 24000. PSI L THICKNESSES (IN) TOP 8.00 INV(C.L.) 9.25 LW 7.00 RW 7.00 STEEL LAYOUT BAR BAR BAR HORIZONTAL VERTICAL j DESIGNATION SIZE SPACING LENGTH LENGTH (IN) (FT)(IN) (FT)(IN) 8. 17.0 8. 11.5 0. .0 1 BI 5. 17.0 5. 2.0 0. .0 C 4, 14.0 3. 7.5 8. 1.0 !� Cl 5. 14.0 1. 5.5 2. 2.0 ,y C2 4. '14.0 3. 7.5 2. 2.0 C3 5. 14.0 1. 6.0 1. 8.5 D 4, 18.0 0. .0 9. 2.5 F 9, 16.0 8. 11.5 0. .0 F1 4. 16.0 4. 10.0 0. .0 G 4, 14.0 4. .0 0. .0 H 4. 14.0 4. .0 0. .0 LONGITUDINAL BARS 48. NO. 4 BARS IN TOP SLAB 14. IN INVERT SLAB 14. IN WALLS 20. QUANTITIES CONCRETE .86 CU. YDS. /FT. REINFORCING STEEL 122.6 LBS. /FT. G INPUT DATA & DESIGN CRITERIA: 8.00000 8.00000 32.00000 .00000 8.00000 8.00000 8.00000 9.00000 7.00000 2.00000 2.00000 3.00000 2.00000 2.00000 3.00000 3.00000 .70000 - .50000 .35000 4000.00000 1800.00000 60000.00000 24000.00000 8.00000 500.00000 70.00000 r .13000 350.00000 .04500 1 3 3-15 -1997 LICENSED TO: JOHN COIL & ASSOCIATES PAGE 1 D CONTROL DISTRICT PROG F0501A a 77 LOS ANGELES COUNTY FL00 DESIGN DIVISION DESIGN OF SINGLE BARREL REINFORCED CONCRETE BOX BARREL # 1 BASELINE AVE STORM DRAIN 10.00 WIDE BY 8.00 HIGH DESIGN COVER 2.0 FT TYPE INSTALLATION TRENCH PROJECTION RATIO .00 SOIL DENSITY .130 KCF LIVE LOAD TRUCK AXLE LOAD 32.0 KIPS TOTAL DESIGN VERTICAL LOAD TOP 8.32 KIPS INVERT 6.85 KIPS PRESSURE HEAD .0 FT DESIGN STRESSES FC = 1800. PSI FS = 24000. PSI THICKNESSES (IN) TOP 9.00 INV(C.L.) 10.00 LW 8.00 RW 8.00 f STEEL LAYOUT BAR BAR BAR HORIZONTAL VERTICAL DESIGNATION SIZE SPACING LENGTH LENGTH (IN) (FT)(IN) (FT)(IN) B 7. 10.0 11. 1.0 0. .0 B1 4. 10.0 4. 7.0 0. .0 C 4. 12.0 4. 4.0 8. 2.0 Cl 4. 12.0 1. 8.5 4. 3.0 C2 5. 12.0 3. 5.5 2. 2.5 D 4. 18.0 0. .0 9. 4.5 F 6. 13.0 11. 1.0 0. .0 F1 4. 13.0 7. 3.0 0. .0 LONGITUDINAL BARS 59. NO. 4 IN BARS INVERT SLAB 16. IN WALLS 20. IN TOP SLAB 23. QUANTITIES CONCRETE 1.08 CU. YDS. /FT. REINFORCING STEEL 134.9 LBS. /FT. INPUT DATA & DESIGN CRITERIA: 2.00000 2.00000 32.00000 .00000 10.00000 8.00000 9.00000 10.00000 8.00000 2.00000 3.00000 2.00000 2.00000 3.00000 2.00000 3.00000 .70000 - .50000 .35000 4000.00000 1800.00000 60000.00000 24000.00000 8.00000 500.00000 70.00000 .13000 350.00000 .04500 f PAGE 1 1 _ -15 -1997 LICENSED TO: JOHN COIL & ASSOCIATES PRO F0501A LOS ANGELES COUNTY FL OOD CONTROL DISTRICT DESIGN DIVISION DESIGN OF SINGLE BARREL REINFORCED CONCRETE BOX BASELINE AVE STORM DRAIN 10.00 WIDE BY 8.00 HIGH DESIGN COVER 4.0 FT TYPE INSTALLATION TRENCH SOIL DENSITY .130 KCF PROJECTION RATIO •00 AXLE LOAD 32.0 KIPS LIVE LOAD TRUCK TOTAL DESIGN VERTICAL LOAD TOP 10.89 KIPS INVERT 10.43 KIPS PRESSURE HEAD .0 FT DESIGN STRESSES FC = 1800. PSI FS = 24000. PSI THICKNESSES (IN) TOP 9.00 INV(C.L.) 10.00 LW 8.00 RW 8.00 f STEEL LAYOUT BAR HORIZONTAL VERTICAL BAR BAR SIZE SPAIN) LENGTH DESIGNATION (FTNGIN ) (FT)(IN) 5 8.0 11. 1.0 0. .0 B 4. 8.0 7. 1.0 0. .0 B1 4. 12.0 4. 4.0 8. 2.0 C 4. 12.0 1. 8.0 3. 4.0 Cl 5. 12.0 3. 5.5 2. 2.5 C2 4. 18.0 0. .0 9. 4.5 D 6. 11.0 11. 1.0 0. .0 F 5. 11.0 7. 11.0 0. .0 F1 LONGITUDINAL BARS 52. NO. I4 BERT SLAB 16. IN WALLS 20. IN TOP SLAB 16. QUANTITIES 1.08 CU. YDS. /FT. REINFORCING STEEL 129.8 LBS. FT. CONCRETE INPUT DATA & DESIGN CRITERIA: 32.00000 .00000 10.00000 4.00000 4.00000 9.00000 10.00000 8.00000 8.00000 3.00000 2.00000 2.00000 3.00000 2.00000 400.0.00000 3.00000 .70000 - .50000 24000-00000 .35000 8.04500 500.00000 1800.00000 60000.00000 0 350.00000 70.00000 .1300 f -15 -1997 LICENSED TO: JOHN COIL & ASSOCIATES PAGE 1 LOS ANGELES COUNTY FLOOD CONTROL DISTRICT PROG F0501A DESIGN DIVISION DESIGN OF SINGLE BARREL REINFORCED CONCRETE BOX BARREL # 1 BASELINE AVE STORM DRAIN 0 9 10.00 WIDE BY 8.00 HIGH DESIGN COVER 6.0 FT TYPE INSTALLATION TRENCH PROJECTION RATIO .00 SOIL DENSITY .130 KCF LIVE LOAD TRUCK AXLE LOAD 32.0 KIPS TOTAL DESIGN VERTICAL LOAD TOP 12.75 KIPS INVERT 13.08 KIPS PRESSURE HEAD .0 FT DESIGN STRESSES FC = 1800. PSI FS = 24000. PSI THICKNESSES (IN) TOP 9.00 INV(C.L.) 10.00 LW 8.00 RW 8.00 Mrr STEEL LAYOUT ..� BAR BAR BAR HORIZONTAL VERTICAL DESIGNATION SIZE SPACING LENGTH LENGTH (IN) (FT)(IN) (FT)(IN) B 8. 15.0 11. 1.0 0. .0 B1 5. 15.0 6. 3.0 0. .0 C 4. 13.0 4. 4.0 8. 2.0 Cl 5. 13.0 1. 9.0 3. 10.5 C2 4. 13.0 4. 2.5 2. 2.5 C3 4. 13.0 1. 9.0 3. .0 D 4. 18.0 0. .0 9. 4.5 F 9. 17.0 11. 1.0 0. .0 F1 6. 17.0 6. 11.0 0. .0 H 4. 13.0 5. .0 0. .0 LONGITUDINAL BARS 53. NO. 4 BARS IN TOP SLAB 16. IN INVERT SLAB 17. IN WALLS 20. QUANTITIES CONCRETE 1.08 CU. YDS. /FT. REINFORCING STEEL 149.4 LBS. /FT. INPUT DATA & DESIGN CRITERIA: 6.00000 6.00000 32.00000 .00000 10.00000 8.00000 9.00000 10.00000 8.00000 2.00000 :3 3.00000 2.00000 2.00000 3.00000 2.00000 3.00000 .70000 - .50000 .35000 4000.00000 1800.00000 60000.00000 24000.00000 8.00000 500.00000 3 70.00000 r .13000 350.00000 .04500 0 9 G��StB 1 -15 -1997 LICENSED TO: JOHN COIL & ASSOCIATES PAGE 1 NTROL DISTRICT PROG F0501A LOS ANGELES COUNTY FLOOD CO DESIGN DIVISION DESIGN OF SINGLE BARREL REINFORCED CONCRETE BOX BARREL # 1 BASELINE AVE STORM DRAIN 10.00 WIDE BY 8.00 HIGH DESIGN COVER 8.0 FT TYPE INSTALLATION TRENCH SOIL DENSITY .130 KCF PROJECTION RATIO .00 AXLE LOAD 32.0 KIPS LIVE LOAD TRUCK TOTAL DESIGN VERTICAL LOAD TOP 15.16 KIPS INVERT 15.88 KIPS PRESSURE HEAD .0 FT DESIGN STRESSES FC = 1800. PSI FS = 24000. PSI THICKNESSES (IN) TOP 9.50 INV(C.L.) 11.00 LW 8.00 RW 8.00 STEEL LAYOUT BAR HORIZONTAL VERTICAL BAR DESIGNATION BAR SIZE SPACING (F LENINH ( LENGTH ) B 8. 13.0 11. 1.0 0. .0 B1 5. 13.0 6. 4. 3.5 3.5 0. .0 8. 2.5 C 4. 5. 12.0 12.0 1. 9.0 3. 2.0 Cl 4. 12.0 4. 2.5 2. 3.5 C2 4. 12.0 1. 8.5 2. 3.0 C3 4. 18.0 0. .0 9. 5.5 D F g, 11.0 11. 1.0 0. .0 F1 5. 11.0 6. 8.5 �: H 4. 12.0 5. .0 .0 LONGITUDINAL BARS 53. NO. 4 IN BARS INVERT SLAB 17. IN WALLS 20. IN TOP SLAB 16. QUANTITIES CONCRETE 1.14 CU. YDS. /FT. REINFORCING STEEL 161.3 LBS. /FT. INPUT DATA & DESIGN CRITERIA: 8.00000 32.00000 .00000 10.00000 8.00000 8.00000 9.00000 10.00000 8.00000 2.00000 3.00000 2.00000 2.00000 3.00000 2.00000 4000.00000 3.00000 1800.00000 .70000 60000.00000 - .50000 24000.00000 .35000 8.00000 500.00000 70.00000 .13000 350.00000 .04500 1 , .15 -1997 LICENSED TO: JOHN COIL & ASSOCIATES LOS ANGELES COUNTY FLOOD CONTROL DISTRICT DESIGN DIVISION DESIGN OF SINGLE BARREL REINFORCED CONCRETE BOX BARREL # 1 c:Io, -t, Z�- PAGE 1 PROG F0501A BASELINE AVE STORM DRAIN 0 10 5 VT 10.00 WIDE BY 8.00 HIGH DESIGN COVER TYPE INSTALLATION TRENCH SOIL DENSITY .130 KCF PROJECTION RATIO .00 AXLE LOAD 32.0 KIPS LIVE LOAD TRUCK TOTAL DESIGN VERTICAL LOAD TOP 16.66 KIPS INVERT 18.16 KIPS PRESSURE HEAD .0 FT DESIGN STRESSES FC = 1800. PSI FS = 24000. PSI THICKNESSES (IN) TOP 10.25 INV(C.L.) 12.00 LW 8.00 RW 8.00 STEEL LAYOUT BAR HORIZONTAL VERTICAL BAR DESIGNATION BAR SIZE SPACING (LENGTH) (FTEI(IN) B 9. 15.0 11. 1.0 0. .0 Bl 5. 15.0 6. 4. .5 3.5 0. .0 8. 3.5 C 4. 5. 12.0 12.0 1. 9.5 2. 8.0 Cl 4. 12.0 4. 2.5 2. 4.5 C2 4. 12.0 1. 8.0 1. 11.0 C3 4. 18.0 0. .0 9. 7.5 D F 8. 10.0 11. 1.0 0. .0 F1 4. 10.0 6. 6.0 0. .0 0. H 4. 12.0 5. .0 .0 LONGITUDINAL BARS '16. 53. NO. 4 IN BARS INVERT SLAB 17. IN WALLS 20. IN TOP SLAB QUANTITIES CONCRETE 1.20 CU. YDS. /FT. REINFORCING STEEL 162.6 LBS. /FT. INPUT DATA & DESIGN CRITERIA: 10.50000 32.00000 .00000 10.00000 10.50000 8.00000 9.00000 10.00000 8.00000 2.00000 3.00000 2.00000 2.00000 3.00000 2.00000 4000.00000 3.00000 1800.00000 .70000 60000.00000 - .50000 24000.00000 .35000 8.00000 500.00000 70.00000 .13000 350.00000 .04500 r -15 - LICENSED TO: JOHN COIL & ASSOCIATES PAGE 1 LOS ANGELES COUNTY FLOOD CONTROL DISTRICT PROG F0501A DESIGN DIVISION DESIGN OF SINGLE BARREL REINFORCED CONCRETE BOX BARREL # 1 BASELINE AVE STORM DRAIN . 12.00 WIDE BY 8.00 HIGH DESIGN COVER 4.0 FT TYPE INSTALLATION TRENCH PROJECTION RATIO .00 SOIL DENSITY .130 KCF LIVE LOAD TRUCK AXLE LOAD 32.0 KIPS TOTAL DESIGN VERTICAL LOAD TOP 13.04 KIPS INVERT 12.26 KIPS PRESSURE HEAD .0 FT DESIGN STRESSES FC = 1800. PSI FS = 24000. PSI THICKNESSES (IN) TOP 10.00 INV(C.L.) 12.00 LW 8.25 RW 8.25 STEEL LAYOUT BAR BAR BAR HORIZONTAL VERTICAL DESIGNATION SIZE SPACING LENGTH LENGTH (IN) (FT)(IN) (FT)(IN) B 9. 20.0 13. 1.5 0. .0 B1 7. 20.0 8. 2.0 0. .0 C 4. 9.0 4. 9.0 8. 3.0 C1 4. 9.0 1. 9.5 3. 10.5 C2 5. 9.0 3. 5.0 2. 4.5 D 4. 18.0 0. .0 9. 7.5 F 8. 17.0 13. 1.5 0. .0 F1 7. 17.0 9. 11.0 0. .0 G 4. 9.0 6. .0 0. .0 LONGITUDINAL BARS 58. NO. 4 BARS IN TOP SLAB 20. IN INVERT SLAB 18. IN WALLS 20. 0 QUANTITIES CONCRETE 1.34 CU. YDS. /FT. REINFORCING STEEL 177.5 LBS. /FT. C INPUT DATA & DESIGN CRITERIA: 4.00000 4.00000 32.00000 .00000 12.00000 8.00000 10.00000 12.00000 8.00000 2.00000 3.00000 2.00000 2.00000 3.00000 2.00000 3.00000 .70000 - .50000 .35000 4000.00000 1800.00000 60000.00000 24000.00000 8.00000 500.00000 70.00000 .13000 350.00000 .04500 r 7 - 15.1997 LICENSED TO: JOHN COIL & ASSOCIATES PAGE 1 LOS ANGELES COUNTY FLOOD CONTROL DISTRICT PROG F0501A DESIGN DIVISION DESIGN OF SINGLE BARREL REINFORCED CONCRETE BOX BARREL # 1 BASELINE AVE STORM DRAIN 12.00 WIDE BY 8.00 HIGH DESIGN COVER 6.0 FT TYPE INSTALLATION TRENCH PROJECTION RATIO .00 SOIL DENSITY .130 KCF LIVE LOAD TRUCK AXLE LOAD 32.0 KIPS TOTAL DESIGN VERTICAL LOAD TOP 15.23 KIPS INVERT 15.38 KIPS PRESSURE HEAD .0 FT DESIGN STRESSES FC = 1800. PSI FS = 24000. PSI THICKNESSES (IN) TOP 10.00 INV(C.L.) 12.00 LW 8.25 RW 8.25 STEEL LAYOUT BAR BAR BAR HORIZONTAL VERTICAL DESIGNATION SIZE SPACING LENGTH LENGTH (IN) (FT)(IN) (FT)(IN) B 9. 14.0 13. 1.5 0. .0 B1 5. 14.0 6. 11.0 0. .0 C 4. 10.0 4. 9.0 8. 3.0 C1 5. 10.0 1. 11.5 4. 8.5 C2 4. 10.0 4. 9.0 2. 4.5 C3 4. 10.0 1. 6.5 2. 2.0 D 4. 18.0 0. .0 9. 7.5 F 9. 13.0 13. 1.5 0. .0 F1 5. 13.0 7. 10.0 0. .0 G 4. 10.0 6. .0 0. .0 H 4. 10.0 6. .0 0. .0 LONGITUDINAL BARS 60. NO. 4 BARS IN TOP SLAB 20. IN INVERT SLAB 20. IN WALLS 20. QUANTITIES CONCRETE 1.34 CU. YDS. /FT. REINFORCING STEEL 205.6 LBS. /FT. ) INPUT DATA & DESIGN CRITERIA: 6.00000 6.00000 32.00000 .00000 12.00000 8.00000 10.00000 12.00000 8.00000 2.00000 3.00000 2.00000 2.00000 3.00000 2.00000 3.00000 .70000 - .50000 .35000 4000.00000 1800.00000 60000.00000 24000.00000 8.00000 500.00000 70.00000 .13000 350.00000 .04500 -15 -1997 LICENSED TO: JOHN COIL & ASSOCIATES PAGE 1 S COUNTY FLOOD CONTROL DISTRICT PROG F0501A LOS ANGELE DESIGN DIVISION DESIGN OF SINGLE BARREL REINFORCED CONCRETE BOX BARREL # 1 BASELINE AVE STORM DRAIN 12.00 WIDE BY 8.00 HIGH DESK TYPE INSTALLATION TRENCH PROJECTION RATIO .00 SOIL LIVE LOAD TRUCK AXLE TOTAL DESIGN VERTICAL LOAD TOP 18.32 PRESSURE HEAD .0 FT DESIGN STRESSES FC = 1800. PS.I 1N COVER 8.0 FT DENSITY .130 KCF LOAD 32.0 KIPS KIPS INVERT 19.08 KIPS FS = 24000. PSI THICKNESSES (IN) TOP 11.25 INV(C.L.) 12.50 LW 9.00 RW 9.00 STEEL LAYOUT BAR BAR BAR HORIZONTAL VERTICAL DESIGNATION SIZE SPACING LENGTH LENGTH (IN) (FT)(IN) (FT)(IN) B 8. 10.0 13. 3.0 0. .0 Bl 5. 10.0 7. .0 0. .0 C 4. 8.0 4. 9.5 8. 4.5 Cl 4. 8.0 1. 10.5 3. 9.5 C2 4. 8.0 4. 9.5 2. 5.0 C3 4. 8.0 1. 8.5 2. 9.0 D 4. 18.0 0. .0 9. 8.5 F 9. 11.0 13. 3.0 0. .0 F1 5. 11.0 7. 5.0 0. .0 G 4. 8.0 6. .0 0. .0 H 4. 8.0 6. .0 0. .0 LONGITUDINAL BARS 60. NO. 4 BARS IN TOP SLAB 20. IN INVERT SLAB 20. IN WALLS 20. QUANTITIES CONCRETE 1.46 CU. YDS. /FT. REINFORCING STEEL 230.3 LBS. /FT. INPUT DATA & DESIGN CRITERIA: 8.00000 8.00000 32.00000 .00000 12.00000 8.00000 10.00000 12.00000 9.00000 2.00000 3.00000 2.00000 2.00000 3.00000 2.00000 3.00000 .70000 - .50000 .35000 4000.00000 1800.00000 60000.00000 24000.00000 8.00000 500.00000 70.00000 r .13000 350.00000 .04500 15 - 1997 ' LICENSED TO: JOHN COIL & ASSOCIATES PAGE 1 LOS ANGELES COUNTY FLOOD CONTROL DISTRICT PROG F0501A �I DESIGN DIVISION DESIGN OF SINGLE BARREL REINFORCED CONCRETE BOX BARREL # 1 BASELINE AVE STORM DRAIN a= 3 El 12.00 WIDE BY 8.00 HIGH DESIl TYPE INSTALLATION TRENCH PROJECTION RATIO .00 SOIL LIVE LOAD TRUCK AXLE TOTAL DESIGN VERTICAL LOAD TOP 21.51 PRESSURE HEAD .0 FT DESIGN STRESSES FC = 1800. PSI 1N COVER 10.0 FT DENSITY .130 KCF LOAD 32.0 KIPS KIPS INVERT 22.52 KIPS FS = 24000. PSI THICKNESSES (IN) TOP 12.50 INV(C.L.) 14.00 LW 9.00 RW 9.00 t" STEEL LAYOUT BAR BAR BAR HORIZONTAL VERTICAL DESIGNATION SIZE SPACING LENGTH LENGTH (IN) (FT)(IN) (FT)(IN) B 9. 12.0 13. 3.0 0. .0 B1 6. 12.0 7. 7.5 0. .0 C 4. 11.0 4. 9.5 8. 5.5 C1 5. 11.0 2. 1.0 3. 6.0 C2 4. 11.0 4. 9.5 2. 6.5 C3 4. 11.0 1. 11.0 2. 7.0 D 4. 18.0 0. .0 9. 11.5 F 8. 8.0 13. 3.0 0. .0 F1 4. 8.0 7. 8.5 0. .0 G 4. 11.0 6. .0 0. .0 H 4. 11.0 6. .0 0. .0 LONGITUDINAL BARS 60. NO. 4 BARS IN TOP SLAB 20. IN INVERT SLAB 20. IN WALLS 20. QUANTITIES CONCRETE 1.58 CU. YDS. /FT. REINFORCING STEEL 223.8 LBS. /FT. INPUT DATA & DESIGN CRITERIA: 10.00000 10.00000 32.00000 .00000 12.00000 8.00000 10.00000 12.00000 8.00000 2.00000 3.00000 2.00000 2.00000 3.00000 2.00000 3.00000 .70000 - .50000 .35000 4000.00000 1800.00000 60000.00000 24000.00000. 8.00000 500.00000 70.00000 f .13000 350.00000 .04500 t" GE 1 22-10"-19-97 LICENSED TO: JOHN COIL & ASSOCIATES p PAGE F0501 FLOOD CONTROL DISTRICT LOS ANGELES COUNTY DESIGN DIVISION DESIGN OF SINGLE BARREL REINFORCED CONCRETE BOX BARREL # 1 BASELINE AVE STORM DRAIN 14.00 WIDE BY 8.00 HIGH DESIGN COVER 5.0 FT TYPE INSTALLATION TRENCH SOIL DENSITY .130 KCF PROJECTION RATIO .00 AXLE LOAD 32.0 KIPS LIVE LOAD TRUCK TOTAL DESIGN VERTICAL LOAD TOP 16.30 KIPS INVERT 15.90 KIPS PRESSURE HEAD .0 FT DESIGN STRESSES FC = 1800. PSI FS = 24000. PSI THICKNESSES (IN) TOP 10.50 INV(C.L.) 12.00 LW 8.75 RW 8.75 STEEL LAYOUT BAR HORIZONTAL VERTICAL BAR DESIGNATION BAR SIZE SPACING (LEI,NGIN) (FT)I(INH B 8. 10.0 15. 2.5 0. .0 B1 5. 10.0 8. 5. 1.0 7.0 0. .0 8. 3.5 C 5. 4. 8.0 8.0 1. 10.0 4. 4.5 Cl C2 4. 8.0 5. 3.5 2. 4.5 C3 4. 8.0 1. 10.0 2. 4.5 D 4. 18.0 0. .0 9. 7.5 F 9. 12.0 15. 2.5 0. .0 F1 6. 12.0 9. .5 0. .0 0. G 5. 8.0 8.0 7. 7. .0 .0 .0 0. .0 H 4. LONGITUDINAL BARS 66. NO. 4 IN BARS INVERT SLAB 23. IN WALLS 20. IN TOP SLAB 23. QUANTITIES CONCRETE 1.54 CU. YDS. /FT. REINFORCING STEEL 273.9 LBS. /FT. INPUT DATA & DESIGN CRITERIA: 5.00000 32.00000 .00000 14.00000 5.00000 8.00000 10.00000 12.00000 8.00000 2.00000 3.00000 2.00000 2.00000 3.00000 2.00000 4000.00000 3.00000 1800.00000 .70000 60000.00000 - .50000 24000.00000 .35000 8.00000 500.00000 70.00000 r .13000 350.00000 .04500 PAGE 1 10 -1997 LICENSED TO: JOHN COIL & ASSOCIATES DISTRICT PROG F0501A LOS ANGELES COUNTY FLOOD CONTROL DESIGN DIVISION DESIGN OF SINGLE BARREL REINFORCED CONCRETE BOX BASELINE AVE STORM DRAIN 14.00 WIDE BY 8.00 HIGH DESIGN COVER 6.0 FT TYPE INSTALLATION TRENCH SOIL DENSITY .130 KCF PROJECTION RATIO •00 AXLE LOAD 32.0 KIPS LIVE LOAD TRUCK TOTAL DESIGN VERTICAL LOAD TOP 17.86 KIPS INVERT 17.94 KIPS PRESSURE HEAD .0 FT DESIGN STRESSES FC = 1800. PSI FS = 24000. PSI THICKNESSES (IN) TOP 11.25 INV(C.L.) 12.25 LW 9.00 RW 9.00 STEEL LAYOUT BAR HORIZONTAL VLENGTHL BAR BAR SIZE SPACING LENGTH DESIGNATION (IN) (FT)(IN) (FT)(IN) 9. .12.0 15. 3.0 0. .0 B 6 12.0 8. 3.0 0. .0 B1 5 8.0 5. 7.5 8. 4.5 C 4. 8.0 1. 9.5 4. 3.5 C1 4. 8.0 5. 3.5 2. 5.0 C2 4. 8.0 2. .5 2. 5.0 C3 4. 18.0 0. .0 9. 8.5 D g 10.0 15. 3.0 0. .0 F 5. 10.0 8. 1.0 0. .0 5• 7 .0 0. .0 G G 4. 8.0 7. .0 0. .0 H LONGITUDINAL BARS 66. NO•IN BARS INVERT SLAB 23. IN WALLS 20. N TOP SLAB 23. QUANTITIES YDS. /FT. REINFORCING STEEL 286.7 LBS. FT. CONCRETE 1.60 CU. INPUT DATA & DESIGN CRITERIA: 32.00000 .00000 14.00000 6.00000 6.00000 10.00000 12.00000 8.00000 2.00000 8.00000 3.00000 2.00000 2.00000 3.00000 2.00000 4000.00000 3.00000 .70000 - .50000 24000.00000 .35000 8.00000 500.00000 1800.00000 60000.00000 '.13000 350.00000 .04500 70.00000 V- KLEINFELDER 1 n ••rvlu� ry ,n� ne vl � nmUdm September 5, 1997 Project No. 58- 7217 -01 Mr. Bob Weddle, P.E. City of Fontana c/o Mr. Jim Ferris Allard Engineering ¢, = 6101 Cherry Avenue Fontana, California 92336 Subject: Report of Geotechnical Engineering Investigation + Proposed Baseline Storm Drain Fontana, California Dear Mr. Weddle: Kleinfelder, Inc. (Kleinfelder), is pleased to present this report summarizing our geotechnical investigation performed for the proposed project. The proposed project consists of one segment, totaling approximately 12,500 lineal feet of storm drain, placed within the northern shoulder of Baseline Road, located in the City of Fontana, California. The results of our geotechnical ' investigation, conclusions, and recommendations for geotechnical design of the project are presented in the attached report. In summary, the project can be developed as planned from a geotechnical perspective using on -site soils as backfill material, provided the recommendations presented in the attached report are incorporated into design and construction. The conclusions and recommendations presented in this report are subject to the limitations presented in Section 6. We appreciate the opportunity to be of service on this project. If you have any questions or require additional information, please do not hesitate to contact our office. Respectfully submitted, EINFELDER, INC. Q RORssl N kp PEA W, ql 2 No. 56686 0 N ichael W. Laney, E. 4 EP- 06.3a•a >F Jo . Lohman, P.E. Staff Engineer J� CIVI1. �,�,�Q' ea Manager 3 9jF OF C1`. � r1it' a hl 1 1 \1 11111_K I ; -() 1 ,,111vv \,kta frig•, Sint\• I ;11, Di,lmunll Kar, CA 9176 1910 rlll'11 Ni) - S f i 0091 196 1 ,24 tar H k'g KLEINFELDER TABLE OF CONTENTS Section Page 6. LIMITATIONS ............................................................................................. .............................15 f� 7. REFERENCES ............................................................................................. .............................16 LIST OF APPENDICES Appendix A Field Exploration Appendix B Laboratory Testing (15G97)5817R337.DOC Project 58- 7217 -01 Copyright 1997 Kleinfelder, Inc. - All Rights Reserved i 1 . INTRODUCTION ......................................................................................... ..............................1 1.1 Purpose and Scope ................................................................................... ..............................1 1.2 Proposed Project ...................................................................................... ..............................3 2. SITE AND SUBSURFACE CONDITIONS ................................................. ..............................4 2.1 Site Description ........................................................................................ ..............................4 2.2 Subsurface Soil Conditions ...................................................................... ..............................4 2.3 Groundwater Conditions .......................................................................... ..............................4 3. GEOLOGY .................................................................................................... ..............................5 3.1 Regional and Site Geology ............................................................ ............................... 3.2 Faulting and Seismicity ........................................................................... ..............................5 4. CONCLUSIONS AND RECOMMENDATIONS ........................................ ..............................8 4.1 Geotechnical Feasibility ........................................................................... ..............................8 Yr 4.2 Open- Trench Earthwork .......................................................................... ..............................8 4.2.1 General .............................................................................................. ..............................8 4 .2.2 Site Preparation ................................................................................. ..............................8 4.2.3 Excavation Characteristics ................................................................ ..............................9 4 .2.4 Trench Backfill ................................................................................. ..............................9 4.2.5 Box Channel Bedding ...................................................................... .............................10 4.2.6 Temporary Excavations 0 + 4.2.7 Potential Settlement Adjacent to Trenches ........ ............................... ............................11 4.2.8 Excavation Monitoring ................................................................... .............................12 4.3 Lateral Pressures and Frictional Resistance ............................................ .............................12 4.4 Corrosion Potential ....12 5. ADDITIONAL SERVICES .......................................................................... .............................14 6. LIMITATIONS ............................................................................................. .............................15 f� 7. REFERENCES ............................................................................................. .............................16 LIST OF APPENDICES Appendix A Field Exploration Appendix B Laboratory Testing (15G97)5817R337.DOC Project 58- 7217 -01 Copyright 1997 Kleinfelder, Inc. - All Rights Reserved i E 1. INTRODUCTION k'q KLEINFELDER Kleinfelder, Inc. (Kleinfelder), was retained by Allard Engineering for the City of Fontana to conduct a geotechnical investigation along the alignment of the proposed storm drain in Fontana, California. The proposed alignment and project limits are shown on Plate 1. The scope of services was presented in our proposal entitled "Proposal for Geotechnical Investigation, Proposed Baseline Avenue Storm Drain System, Fontana, California," dated February 9, 1995, and an updated memo dated May 9, 1997, Proposal Number 58- YP5164. 1.1 Purpose and Scope The purpose of this geotechnical investigation was to explore and evaluate the subsurface soil conditions along the proposed ali and to provide geotechnical recommendations for the design and construction of the storm drain. This investigation also addressed the potential corrosivity of the soils, groundwater levels and backfill construction considerations. A description of the scope of work performed is presented below. Task 1 - Utility Clearance. Each of our proposed field exploration locations was located and cleared with known existing utility lines and the participating utility companies through Underground Service Alert (USA). Task 2 - Field Exploration. A total of ten (10) hollow -stem auger borings were advanced along the proposed alignment. The borings were advanced to a depth of 5 feet below the proposed storm drain invert or until refusal was encountered, whichever was shallower. The boring depths ranged from 20.5 to 26.5 feet below the existing ground surface. The borings were typically spaced along the alignment at approximately 1200 -foot intervals, however some boring locations were modified in the field due to location of utilities, traffic and general site safety. (15G97)58I7R337.DOC Project 58- 7217 -01 Copyright 1997 Kleinfelder, Inc. - All Rights Reserved 1 k "KLEINFELDER An engineer supervised the field operations and logged the borings. Selected bulk and disturbed g P P gg g samples were retrieved, sealed and transported to our laboratory for further evaluation. The number of blows necessary to drive both a Standard Penetration Test (SPT) sampler were recorded. A description of the field exploration and a Legend to the Logs of Borings are presented in Appendix A. The boring locations are presented as Table A -1 and on Plate 2 - Boring Location Map. Task 3 - Laboratory Testing. Laboratory testing was performed on representative bulk and disturbed samples to substantiate field classifications and to provide engineering parameters for geotechnical design. Testing consisted of: laboratory maximum density/optimum moisture content, grain size distribution, sand equivalent, direct shear and preliminary chemical analyses. The test results are presented in Appendix B. Task 4 - Geotechnical Analyses. Field and laboratory data , were analyzed in conjunction with the feasibility report and known project parameters. We evaluated anticipated excavation conditions, suitable trench sidewall slope angles, geotechnical parameters for the design of trench shoring, suitability of in -situ material for pipe bedding and trench backfill, lateral earth pressures, soil corrosiveness and expansion potential, pavement design and construction considerations. Task 5 - Report .Preparation. This report was prepared, presenting our findings, conclusions and recommendations for design and construction of the proposed storm drain. Geotechnical recommendations for temporary excavation stability, pipe bedding, trench backfill, pipe support and settlement, passive resistance, lateral earth pressures, and soil corrosivity are presented. The report contains a site location map, boring location map, logs of the borings and laboratory test results. (I5G97)5817R337.DOC Project 58- 7217 -01 Copyright 1997 Kleinfelder, Inc. - All Rights Reserved 2 J J" KLEINFELDER 1.2 Proposed Project The proposed storm drain consists of approximately 12,500 lineal feet, utilizing a reinforced concrete box culvert (RCB). The box culvert is proposed to consist of double -box culverts, ranging from 6 feet by 12 feet to 12 feet by 8 feet, and is to be placed beneath the northern shoulder of Baseline Road, at proposed invert depths ranging from approximately 12 to 20 feet below the ground surface. The proposed alignment is to connect to an existing system approximately 1,960 feet west of Cherry Avenue, and is to terminate at Citrus Avenue. 0 (I SG97)5817R337.DOC Project 58- 7217 -01 Copyright 1997 Kleinfelder, Inc. - All Rights Reserved 3 KLEINFELDER 2. SITE AND SUBSURFACE CONDITIONS 2.1 Site Description The project is located in the northwestern portion of the City of Fontana. The surrounding area is somewhat developed with single and multi - family residences and some industrial buildings, south of Baseline. With the exception of a few residences near the intersection of Citrus Avenue and Baseline Road, the northern side of Baseline Road consists predominately of undeveloped land, agricultural fields with some land currently being developed for future residential purposes. The majority of the proposed project will be placed within existing city street right -of -way. Baseline Road is currently a 2- to 4 -lane arterial street. 2.2 Subsurface Soil Conditions Subsurface soils encountered in the borings generally consisted of interbedded silty sands, gravelly sands, sands and sandy gravel in a medium -dense to very-dense condition for the depths explored. Interbedded layers of cobbles were encountered in most of the borings at varying depths and thicknesses. Refusal was encountered in borings B -1 and B -2 at a depth of approximately 20.5 feet below the existing ground surface. This depth puts the bottom of these holes approximately where the invert of the storm drain is proposed in these areas. All the other borings were advanced to the proposed depth of five feet beneath the invert. 2.3 Groundwater Conditions Based on the visual observations of the soils retrieved from our borings, groundwater was not encountered to the maximum depth explored (26.5 feet). The depth to groundwater beneath the site is believed to be greater than 450 feet, based upon our research. Therefore, groundwater is not expected to adversely impact the design or construction of the project. It is possible that localized areas of perched water may be present, and create localized areas of trench stability, though this occurrence is considered unlikely. (15G97)5817R337.D0C Project 58- 7217 -01 Copyright 1997 Kleinfelder, Inc. - All Rights Reserved 4 I 3 3. GEOLOGY in KLEINFELDER 3.1 Regional and Site Geology The site is located in the southeastern portion of the Transverse Ranges Geomorphic Province. The Transverse Ranges form an east -west trending unit, bound on the north by the San Andreas fault system (Norris and Webb, 1990). The province extends from San Miguel Island on the west to the mountains of Joshua Tree National Monument on the east, where it merges with the Mojave irr and Colorado deserts. Within the Transverse Ranges, there are alluvial valleys, separated by faults and mountain ranges, two of which are near the site, are the San Gabriel Mountains and San Bernardino Mountain Ranges. According to reviewed documents (referenced), the site is underlain by Holocene alluvial fan deposits, consisting of coarse gravels to boulders with sands and silty sands. Below these materials are older Pleistocene age alluvial fan deposits. The thickness of these alluvial fan deposits under the site is approximately 900 feet thick (Fife et al., 1976). These materials are locally derived from the San Gabriel Mountain Range. M 3.2 Faulting and Seismicity Based on our review of geologic maps and literature (referenced), no known faults cross the site. The site is not located in a currently designated Earthquake Fault Zone (Hart, 1994). However, the site is located in the seismically active Southern California region, and is likely to be subjected to potentially damaging seismic shaking during the design life of the project. Strong ground motion on the site can be generated by any number of known active and potentially active faults in the region. An active fault is defined by the California State Division of Mines and Geology as one that has "had surface displacement within Holocene time (about the last 11,000 years)." Potentially active faults are those faults which show evidence of surface displacement during the Quaternary period (the last 1.6 million years). R (ISG97)5817R337.DOC Project 58- 7217 -01 Copyright 1997 Kleinfelder, Inc. - All Rights Reserved 5 KLEINFELDER At least three major active fault systems are located relatively close to the site, they are the San Jacinto, Cucamonga, and San Andreas. Numerous other faults within the region may also represent significant hazards. However, based on historical data, we feel that these three active fault systems represent the greatest potential for damage to the subject site. For this investigation, Kleinfelder conducted a computer -aided search of the known active and potentially active faults within a 62 -mile (100 km) radius of the site, researched available literature to assess the maximum credible earthquakes and slip rates expected to be generated on each fault. The maximum credible earthquake (MCE) is defined as the largest seismic event that could occur along a fault within the currently known geologic framework. Based on our computer search, 31 known active and potentially active faults were found to be within the 62 mile search radius of the site. The information listed in Table 1 shows only those six faults within the designated radius having the highest estimated peak ground accelerations and potentially cause the strongest shaking at the site. The Cucamonga fault was found to be the closest fault to the site, located about 4.6 miles to the north. Table 1 Significant Faults Fault Approximate Distance Maximum Credible:Event :... �{ Name . from Site (mi) . (MomentiMal;:.) :( ; Chino 16 6.7 _OII 3^`_•; "' _ , *i` + r % - •;i w k M ;,• , =�.:• " ;-4 p*,a r i g se�F.s s San Andreas (Mojave) 13 7.1 San Andreas (S. Bern. Mtn.) 10 7.3 San Jacinto Fault Zone -San Bernardino 6 6.7 Whittier -North Elsinore 20 _ 6.8 *SOURCE: CDMG OFR 96 -08, 1996 Shaded line denotes closest fault having highest probable peak site acceleration:. •. (t=6 DOC Project 5S- 217 -01 Cog} right 109" Kletnfelder, Inc - All Rights Reserved 6 Fl M KLEINFELDER 44 Table 1 was generated using EQFAULT computer program (version 2.01) developed by Blake (1993). This table represents deterministic data only and therefore does not identify with probability of reactivation. The duration of shaking, the frequency of motion, localized subsurface conditions, and the details of the structures involved are all important factors influencing structural performance. (15G97)5817R337.DOC Project 58- 7217 -01 Copyright 1997 Kleinfelder, Inc. - All Rights Reserved 7 KLEINFELDER 4. CONCLUSIONS AND RECOMMENDATIONS 4.1 Geotechnical Feasibility Based on the results of our field exploration, laboratory testing and geotechnical analyses conducted for this investigation, it is our opinion that it is geotechnically feasible to construct the proposed storm drain as planned, provided the recommendations presented in this report are incorporated into the project design and construction following sections. 4.2 Open- Trench Earthwork Our recommendations are presented in the 4.2.1 General All open- trench earthwork operations should be performed in accordance with applicable codes, safety regulations and pertinent "Green Book" specifications. References to maximum dry density and optimum moisture content are based on ASTM Standard Test Method D- 1557 -91. All fill, bedding or backfill material shall be placed in maximum 8 -inch thick lifts, loose thickness, and mechanically compacted to the specified percentage of the maximum dry density. 4.2.2 Site Preparation All asphaltic concrete, surficial vegetation, deleterious, organic and oversized materials (greater than 12 inches in maximum dimension) should be stripped and stockpiled prior to excavation. The stripped materials are not expected to be suitable for reuse as engineered fill. Areas to receive fill, if any, should be stripped of loose or soft earth materials until design subgrade elevation is achieved. The stripping work should include the removal of existing uncompacted fill, topsoil, highly organic soils and other soil materials that, in the judgment of the geotechnical engineer, are compressible or contain significant voids. The subgrade soils exposed at the bottom of each excavation should be observed by a geotechnical engineer or geologist from our office prior to the placement of any fill, backfill or bedding. If excessively wet, soft, spongy, (15G97)5817R337.DOC Project 58- 7217 -01 Copyright 1997 Kleinfelder, Inc. - All Rights Reserved 8 4 Fl M KLEINFELDER unstable or otherwise unsuitable material, as observed by the engineer or geologist, is encountered at the bottom of the excavation upon which the pipe bedding is to be placed, the unsuitable material shall be removed to a depth as required by the engineer and replaced with engineered fill or additional bedding material. After site preparation and excavation, and prior to placement of compacted fills, the approved subgrade should be scarified to a depth of 6 to 8 inches, moisture - conditioned and compacted to a minimum of 90 percent relative compaction in areas where structures or fill is to be placed. 0 4.2.3 Excavation Characteristics wo The hollow -stem auger borings drilled at the site for this study were advanced using a CME 75 drill rig. Excavation of the native earth materials was performed with moderate effort, with refusal generally occurring when cobbles or boulders were encountered. The proposed storm drain open- trench excavations are expected to be performed using conventional excavation equipment. Large cobbles and boulders were encountered in our borings, therefore, it is likely they will be encountered during construction and may require special handling during excavation. M 4.2.4 Trench Backfill We anticipate that the majority of the native soils will be suitable for re -use as trench backfill outside of the storm drain zone. Backfill material above the sand bedding should be placed in uniform layers not exceeding 8 inches in loose thickness and should be mechanically compacted to at least 90 percent relative compaction within 2 percentage points of optimum moisture content. Compaction by jetting or flooding is not recommended without written approval from the geotechnical engineer, after reviewing the proposed jetting methods. In general, the excavated material may be suitable for use as general trench backfill, provided the oversized material is removed. The soil encountered may require spreading and moisture adjustment to obtain the optimum moisture content suitable for compaction. (I5G97)5817R337.DOC Project 58- 7217 -01 Copyright 1997 K1einfelder, Inc. - All Rights Reserved 9 M KLEINFELDER dimension should not be laced in the backfill. Rock greater 441 Rock greater than 12 inches in any dun p A than 3 inches in any dimension should not be placed in the backfill within 1 foot o pavement subgrade. If significant structures are proposed, the geotechnical engineer should evaluate the performance of the storm drain backfill as structural subgrade, due to the potential for differential settlement. 4.2.5 Box Channel Bedding Sand utilized for bedding should be free from clay or organic material, and should be graded such that 90 to 100 percent will pass a No. 4 sieve and not more than 5 percent will pass a No. 200 sieve and should have a minimum sand equivalent of 30. The pipe bedding should extend from 6 inches below the pipe to 12 inches above the pipe for the full trench width. The bedding material should be placed on subgrade which is firm and unyielding. Where it becomes necessary to remove boulders or other interfering objects at subgrade for bedding, any void below such subgrade shall be filled with the bedding material. Where subgrade irregularities for the box channel result from removal of large boulders or cobbles, sand bedding material should be placed to provide uniform support. Jetting of pipe bedding or trench backfill materials is not recommended. In general, it may be possible to use the excavated material for bedding material, if oversized material is removed and the remaining soil is properly processed and meets the "Green Book" Specifications for pipe bedding. The contractor is responsible for performing his own investigation/analysis to evaluate such use. The silty sand layers discussed in Section 2.2 of this '! report, should not be used for pipe bedding due to the potential for relatively high amount of fines. 0 4.2.6 Temporary Excavations Based on our laboratory test results and previous experience with similar projects and soil conditions, it is our opinion that the trench walls will not be stable at a near - vertical condition. (I 5G97)5817R337.DOC Project 58- 7217 -01 Copyright 1997 Kleinfeider, Inc. - All Rights Reserved 10 in KLEINFELDER Therefore, trench side slopes along the pipeline alignment should not exceed 1.5:1 (horizontal to vertical). Shoring and bracing will be necessary if trenches deeper than 4 feet or side slopes steeper than those described above are to be constructed. A uniform pressure of 25H pounds per square foot (psf) may be used for preliminary shoring design, where H is the depth in feet of trench to be shored. The selection and design of a shoring system should be reviewed by the geotechnical engineer. OSHA and Cal -OSHA requirements should be followed for all excavations in which personnel will be working. We recommend keeping equipment and stockpiled materials back from the top of the excavation a distance equivalent to the excavation depth. The recommendations given above for excavation slopes should be used where these recommendations will result in slopes flatter than those required by OSHA and Cal -OSHA. 4.2.7 Potential Settlement Adjacent to Trenches Vertical and lateral displacements behind the temporary braced shoring will diminish gradually as the horizontal distance from the excavation increases. For a properly constructed braced shoring system, vertical ground movements typically vary from less than 1 percent to about 2 percent of the excavation depth directly behind the shoring. The magnitude of the lateral displacement behind the wall may be considered to be about one -half the vertical movement. Actual soil movements will be affected by numerous factors, including the type and consistency of the soil, the type and stiffness of the shoring system, the nature of the bracing system, the duration of MIN excavation, and the quality of the installation. The contractor's construction sequence is also a mayor factor, since it controls the relationship between the excavation, shoring and bracing operations. If required, we can provide preliminary estimates of lateral and vertical ground movements behind temporary braced shoring on a case -by -case basis, after reviewing the contractor's anticipated shoring system and construction sequence. (15G97)5817R337.DOC Project 58- 7217 -01 Copyright 1997 Kleinfelder, Inc. - All Rights Reserved 11 ii 0 N ■,w H 9 M KLEINFELDER 4.2.8 Excavation Monitoring Monitoring of the movements of the braced shoring system and of the ground surface adjacent to the shoring is recommended in areas where adjacent structures and /or utilities may be affected by the excavation. The monitoring may consist of survey points and /or inclinometers behind the shoring. Baseline data should be developed before the actual excavation has begun and periodic monitoring should continue until the excavation has been substantially backfilled. Excavation monitoring can be performed by Kleinfelder. 4.3 Lateral Pressures and Frictional Resistance For uniformly distributed lateral pressures, a value of 350 psf per foot of depth (5,000 psf maximum) below street subgrade can be used for thrust block design, if necessary. This value is based upon average characteristics of the material along the alignment. No safety factors have been used in obtaining this value. A coefficient of friction of 0.35 between concrete and native backfill material can be used for design. This value is based upon "typical" material characteristics along the alignment. 4.4 Corrosion Potential Three selected samples of the on -site soils encountered in the borings were subjected to chemical analysis. The tests indicate that soluble sulfate and chloride concentrations in the samples tested were "low. " These concentrations indicate that on -site soils of similar composition may be aggressive toward concrete and that Type II cement may be used, with a maximum water - cement ratio of 0.5, for design of concrete elements. The proposed concrete mix design should be submitted to a qualified materials engineer for approval. (15G97)5817R337.DOC Project 58- 7217 -01 Copyright 1997 Kleinfelder, Inc. - All Rights Reserved 12 IN M KLEINFELDER The minimum resistivity values obtained for the samples tested were "high" and therefore representative of an environment which is expected to be mild or low corrosive to metals. We do not expect special design requirements to protect metal elements at this time. We recommend that the proposed design be reviewed by a qualified corrosion engineer to evaluate the general e. corrosion potential with respect to construction materials proposed to be used at this site. The chemical test results are included in Appendix B. 1^ it �r �01 �F (15C97)5817R337.DOC Project 58- 7217 -01 Copyright 1997 Kleinfelder, Inc. - All Rights Reserved 13 F; in KLEINFELDER 5. ADDITIONAL SERVICES We recommend that a general review of the project plans and specifications be conducted before they are finalized to evaluate whether our geotechnical recommendations have been properly interpreted and implemented during design. In addition, we recommend that we be retained to review the braced shoring design. If we are not accorded the privilege of performing ese reviews, we can assume no responsibility for misinterpretation of our recommendations. These reviews can be completed on a time - and - expense basis in accordance with our current Fee Schedule. The construction process is an integral design component with respect to the geotechnical aspects of a project. Because geotechnical engineering is an inexact science due to the variability of natural processes and because we sample only a small portion of the soils affecting the performance of the proposed project, it is possible unanticipated or changed conditions can be disclosed during construction. Proper geotechnical observation and testing during construction is imperative to allow the geotechnical engineer the opportunity to verify assumptions made during the design process. Therefore, we recommend that Kleinfelder be retained during the construction of the proposed pipeline to observe compliance with the design concepts and geotechnical recommendations, and to allow design changes in the event that subsurface conditions or methods of construction differ from those assumed while completing this investigation. F (15G97)5817R337.DOC Project 58- 7217 -01 Copyright 1997 Kleinfelder, Inc. - All Rights Reserved 14 0 la KLEINFELDER 6. LIMITATIONS This report has been prepared for the exclusive use of The City of Fontana and their agents for specific application to the proposed storm drain in Fontana, California. The findings, conclusions and recommendations presented in this report were prepared in accordance with generally accepted geotechnical engineering practice. No other warranty, expressed or implied, is made. Our field exploration program was based on the plans provided to us at the time. No grading plan was available at the time of our field exploration and report preparation. We should review the final location map to verify that our borings were properly located, and to provide additional information regarding construction. Our corrosion recommendations are preliminary in general. Kleinfelder is not a corrosion engineering consultant. Specific recommendations for corrosion protection should be obtained from a corrosion specialist. The scope of our geotechnical services did not include any environmental site assessment for the presence or absence of hazardous /toxic materials in the soil, surface water, groundwater or atmosphere, or the presence of wetlands. The client has the responsibility to see that all parties to the project, including the designer, contractor, subcontractors, etc., are made aware of this report in its entirety. This report contains information which may be useful in the preparation of contract specifications. However, the report is not designed as a specification document and may not contain sufficient information for this use without proper modification. This report may be used only by the client and only for the purposes stated, within a reasonable time from its issuance. Land use, site conditions (both on site and off site) or other factors may change over time, and additional work may be required with the passage of time. Based on the 0 intended use of this report and the nature of the new project, Kleinfelder may require that additional work be performed and that an updated report be issued. Non - compliance with any of these requirements by the client or anyone else will release Kleinfelder from any liability resulting from the use of this report by any unauthorized party. (15G97)5817R337.DOC Project 58- 7217 -01 Copyright 1997 Kleinfelder, Inc. - All Rights Reserved 15 KLEINFELDER 7. REFERENCES Blake, Thomas F., 1989, EQFAULT: "A Computer Program for the Deterministic Prediction of Peak Horizontal Accelerations from Digitized California Faults" Bowles, J.E., (1997), Foundation Analysis and Design, Fifth Edition, McGraw -Hill Book Company California Division of Mines and Geology, 1996, Probabilistic Seismic Hazard Assessment for the State of California, DMG Open File Report 96 -08 ur California Division of Mines and Geology, Special Publication 42 (1994), "Fault Rupture Hazard ., Zones in California" ■r +� California Division of Mines and Geology, Special Publication 42, 1988, "Fault Rupture Hazard Zones in California" Carson, S.E. and Mattie, J.C., 1985, USGS Miscellaneous Field Studies Map, "Contour Map Showing Minimum Depth to Groundwater, Upper Santa Ana River Valley, California, 1973 - 1979" Map MF -1802 Design Manual 7.01 and 7.02, (1986), Naval Facilities Engineering Command R Fife, D.L., Rodgers, D.A., Chase, G.W., Chapman, R.H., Sprotte, E.C., Morton, D.M., 1976, "Geologic Hazards in Southwestern San Bernardino County, California," California Division of Mines and Geology, Special Report 113 (15G97)5817R337.DOC Project 58- 7217 -01 Copyright 1997 Kleinfelder, Inc. - All Rights Reserved 16 P KLEINFELDER MR Jennings, Charles W., 1985, "An Exploratory Text to Accompany the 1:7,500,000 Scale Fault and Geologic Maps of California," California Division of Mines and Geology, Bulletin 201 Jennings, Charles W., 1994, "An Exploratory Test to Accompany the 1:7,500,000 Scale Fault Activity Map of California and Adjacent Areas," California Division of Mines and Geology, Geologic Data Map No. 6 Norris and Webb, 1990, "Geology of California," John Wiley and Sons Occupational Safety and Health Standards - Excavations, Final Pub., 1989 Recommended Practice to Minimize Attack on Concrete by Sulfate Soils and Water, undated, Cement Industry Technical Committee of California Sri Standard Specifications for Public Works Construction "Green Book ", 199_ edition. Uniform Building Code, International Conference of Building Officials, 1994 edition r 0 Fl (ISG97)5817R337.DOC Project 58- 7217 -01 17 Copyright 1997 Kleinfelder, Inc. - All Rights Reserved �1�1 ��i ti A T- BASELINE RM Fontana. California SITE LOCATION MAP 1 KLEINFELDER Project: 58- 7217 -01 September 1997 Ad Qo • 8 A ROAD 1395, - �O y - ;� ° G - n 'I • s1 • T ti 1 " ,I �j �i n w � 1 I ' � W' 1 �.� ( k hl � �- Trader Pa BOUND BOUND, -- - - - -'I - -- - - - -- ,(tY - •• �' it •;: - r - 0 1 ' A '•�~ • %• ! LAN N •,fi 1 r 2 _ • }� •: . Well„ ; j \ 1 • ...»,•••.} : .•t.• ' a / ?6Q" •» I , Trader Park •• __ - u I f Well.o 1 I r •� i 11:: 9 _ Trader ?^ . , 2 •3 Park ::• 1 �• i •, • • •I • • 'Redwood J Grape �� I I ! i . s 1 10h M Oleander Sch NO • • .i rrrRAK.. , U •A I Kaiser * p7C N E r•• AND ••, _ ••yl•. ,•. 0 ". I /9J .1 I CERES• _ • • •i 1. - XIII5,46 PLANT ❑ •• • •• el AVE 1 iI n Res er +, It 2 ' 225i .. z ...... I , ; .' �-; -- • eat Ran I Rand I ' i • I U Sequoia _ Qom_) i :� Jr Hith h i it t !I F tanaal sl • — High i. lu 8*jwser 43 • i� • .. iP 1 r.... r. s • 1 _Park k t • i \ :I • Sta . •� S' ! JAN RNAR /N O9i • A V •. Y 1122 i } •.' 0 FEET 2,000 SOURCE: U.S.G.S. 7.5' topographic **riot, Fontana, California quadrangle. dated 1967, photorevised 1980. T- BASELINE RM Fontana. California SITE LOCATION MAP 1 KLEINFELDER Project: 58- 7217 -01 September 1997 4 " 4- MOW 40 OMJ5 AVMU -r- L MRS AMU eea SiMI %-,VMC AVM J L B-7 L,W OAK AVM %VA4A AVOW B-10 1 3 EXPLANAMON 1 8-10 APPROXWTE BORING LOCATION 4M Reference: Preliminary Storm Drain Improvement Plans Engineering, dated July, 1997. WELIME F= For*OM Cd1forriG KLEWUD13t project: 58-7217-01 September 1997 0 L r— BORING LOCATION MM 722�� A KLEINFELDER I dd APPENDIX A " i FIELD EXPLORATION id The subsurface exploration program for the proposed the Baseline Storm Drain consisted of the excavation and logging a total of ten (10) hollow -stem auger borings. The borings ranged in .. depth from 20.5 to 26.5 feet below existing grades. Table A -1 presents the location of the wr borings. 40 The Logs of Borings are presented as Figures A -2 through A -11. A legend to the logs is am presented as Figure A -1. The Logs of Borings describe the earth materials encountered, samples 40 obtained, and show field and laboratory tests performed. The logs also show the location, boring g o number, drilling date and the name of the logger and drilling subcontractor. The borings were logged by an engineer using the Unified Soil Classification System. The boundaries between soil to types shown on, the logs are approximate because the transition between different soil layers may *■ be gradual. Bulk and intact samples of representative earth materials were obtained from the " borings at maximum intervals of about 10 feet. The exploratory borings were advanced using a CME 75, truck- mounted drill rig equipped with 6- inch - diameter hollow -stem augers provided by Spectrum Exploration, Inc. of Huntington Beach, California. All borings were backfilled using the soil from cuttings and tamped when the " i drilling and excavating was completed. ad Samples were obtained using a Standard Penetration Sampler (SPT). This sampler consists of a 2- inch O.D., 1.4 -inch I.D. split barrel shaft that is advanced into the soils at the bottom of the drill hole a total of 18- inches. The sampler was driven using a 140 pound hammer falling 30- inches. The total number of hammer blows required to drive the sampler the final 12 inches is termed the blow count (N) and is recorded on the Logs of Borings. The procedures we employed in the field are generally consistent with those described in ASTM Standard Test Method D- 1586 -84. Bulk samples of the surface soils were retrieved directly from the auger blades. (15G97)5817R337.DOC Project 58- 7217 -01 qq Copyright 1997 Kleinfelder, Inc. - All Rights Reserved A 1 di e N F N Table A -1 Boring Locations M KLEINFELDER Boring Station Offset (perpendicular distance north of the northern ed a of the avement) B -1 164 +00 20' B -2 152 +00 15` B -3 140 +00 15' B-4 128+00 15' B -5 116 +00 20' B -6 104 +00 15' B -7 94 +00 20' B -8 80 +00 15' B -9 68+00 20' B -10 T56+00 30' (I 5G97)5817R337.DOC Project 58- 7217 -01 Copyright 1997 Kleinfelder, Inc. - All Rights Reserved A-2 5 10 t. 2. S. 4. 5. a` 3 7 i 7 1 6 Date Drilled: plater Depth: 2 12 Drilled By: Date Measured: Drilling Method: Reference Elevation: Logged By: Datum: z c GEOTECHNICAL DESCRIPTION c 0 o v e) U y AND o ° _o y o i N _ E E ° CLASSIFICATION v —�° C J) m" C� 5 10 t. 2. S. 4. 5. a` 3 7 i 7 1 6 2 12 (1)1(2)1 (3) 1 (4) 108 1 10 1 DS, SE I R1 (5) ( 1 ( 1 ( NOTES ON FIELD INVESTIGATION r r ' SAMPLE - Graphical representation of sample type as shown below. Split Spoon - Standard Penetration Ted Sample OPT) Drive Sample - California Sample (Cal) . Bulk Sample - Obtained by collecting cuttings in a plastic bog Tube Sample - Shelby /Pitcher Tube Sample SAMPLE NO. - Sample Number BLOWS /FT - Number of blows required to advance sampler 1 foot (unless a lesser distance is specified). Samplers in general were driven into the soil at the bottom of the hole with a standard (140 lb) hammer dropping a standard 30 inches. Drive samples collected in bucket auger borings may be obtained by dropping non- standard weight from variable heights. When a SPT sampler is used the blow count conforms to ASTM D -1586. SCR /ROD - Sample Core Recovery (SCR) in percent (x) and Rock Ouarity Designation (RQD) in percent (%). ROD is defined as the percentage of core in each nm which the spacing between natural fractures is greater than 4 inches. Mechanical brooks of the core are not considered. GRAPHIC LOG - Standard symbols for soil and rock types, as shown on plate A -1 b. GEOTECHNIC& DESCRIPTION 10 - Soil classifications are based on the United Soil Classification System per ASTM D- 2987, and designations include oons'sterxy. moslure. color and other modifiers. Field descriptions hoes been modified to reflect results of laboratory analyses when Deemed appropriate. RQgk - Rock classifications generally include a rock type. color. mosture. sward constituents. dWw of wra0Ww% , dtrotwk and the meehonical properties of the rack Fabric, lineations, bedding spocin% foliations. and degree of arnr►tation an also presented where appropriate. Description of soil origin or rock formation is placed in brackets at the beginning of the description where applicable, for example. Residual Sail. DRY DENSITY, MOISTURE CONTENT: As estimated by laboratory or field testing. ADDITIONAL TESTS - (indicates sample tested for properties other than the above): MAX - Maximum Dry Density Sc - Specific Gravity PP - Pocket Penetrometer GS - Crain Sae Distribution HA - Hyd►ameter Analysis WA -clash Analysis SE - Sand Equivalent AL - Mlterbrg Lints DS - Direct Show El - Expansion Index RV - R -Value CP - Coilapoe Pots -Ad CHEW - Sulfate and Chloride Content, pH. Resistivity CN - Consc "lion UC - t)nea+fined Compression PM - Permeability CU - Consolidation t0ndrained Tdolial T - Torvane UU - Unconsolidated UnMoined Trioxial CD - Consolidated Drained Triaxdd ATTITUDES - Orientation of rock discontinuity observed in bucket ouger boring or rack core, expressed in strike dip and dip on9k. ?specti proceeded by a one -letter symbol denoting nature of discontinuity as shown below. 8: Bedding Plane J. Jointing C: Contact F: Fault S: Shear PLATE K L E I N F E L D E R I EXPLANATION OF LOGS I A - 10 Roll W UNIFIED -SOIL CLASSIFICATION SYSTEM (ASTM D -2487) PRIMARY DIVISIONS GROUP SYMBOLS SECONDARY DIVISIONS 19 CLEAN as co o cni WELL GRADED GRAVELS. GRAVEL -SAND MIXTURES. LITRE OR NO FINES ` s� FINES GP • POORLY GRADED GRAVELS OR GRAVEL -SAND YFXTURES, LITTLE OR NO FINES w W you G RAVE L GM SILTY GRAVELS. GRAVEL- SAND -SILT MIXTURES a� WITH — e� y FINES GC CLAYEY GRAVELS. GRAVEL-SAND -CLAY MIXTURES lso CLEAN SIN WELL GRADED SANDS, GRAVELLY SANDS, LITTLE OR NO FINES W ~ g y ► S SP POORLY GRADED SANDS OR GRAVELLY SANDS. LITTLE OR NO FINES FINES W cc I W � .1 . ♦ SANDS sM � SILTY SANDS. SAND -SILT MIXTURES WfrM FTNES Sc CLAYEY SANDS. SAND -CLAY MORURES c ML iNORGAMIC SILTS, D VERY FINE SANDS. ROCK FLOUR. SILTY OR �^ OM PA INORGANIC CLAYS OF LOW TO MEDIUM PLASTICITY. GRAVELLY CLAYS. N j l � � - 1 CL SANDY CLAYS. SILTY CLAYS. LEAN CLAYS 9ia OL I I 1 ORGANIC SILTS AND ORGANIC SILT -CLAYS OF LOW PLASTICITY INORGANIC Z SLL EULSIICSILTSy `IMCJLCEOl15 OR DIATOMACEOUS FINE SANDS OR MH lie o R ��V1 CH INORGANIC , INORGANIC CLAYS OF HIGH PLASTICITY. FAT CLAYS W g " off %f f ORGANIC CLAYS OF MEDIUM TO HWM PLASTICITY. ORGANIC SILTS HIGHLY ORGANIC SOILS PT PEAT, MUCK AND OTHER HIGHLY ORGANIC SOTS SANDSTONES SS !3� SILT510FES SH W CLAYSTONES CS LIMESTONES LS SHALE SL I CONSISTENCY CRITERIA .BASED ON FIELD TESTS I RELATIVE DENSITY - COARSE - GRAIN SO. R ELATIVE DENSITY (/ bHO.s /R) RELATIVE DENSITY (x) Very Loose <4 0 — 15 Loose 4 — 10 15 — 35 Medium Dense 10 - 30 35 - 65 Donee 30 — 50 65 — 65 Vey Dense >50 95 — 100 MOISTURE CONTENT CONSISTENCY - FINE -GRAIN SOIL TORVANE POCKET — PENETROMETER CONSISTENCY SPT (� UNDRAINED STRENGTH (tsi) UNCON STRENGTH (tat) Very Soft <2 <0.13 <0.25 Soft 2 -4 0.13 —0.25 0.25 -0.5 Medium Stiff 4 — 8 0.25 — 0.5 0.5 — 1.0 Stiff 8 -15 0.5— 1.0 1.0 -2.0 Very Stiff 15 -30 1.0 -2.0 2.0 -4.0 Hord >30 >2.0 >4.0 DESCRIPTION FIELD TEST Dry Absence of moisture, dusty, dry to the touch Moist Damp but no Visible water Wet Visible free water, usually soil is below water table CEMENTATION OF SLOWS • OOF1 40 POUND HAMMER FALLING 30 INCHES TO DRIVE A 2 INCH O.D. (1 J 8 NCH D.) SPLR BARREL L i"PLER ASHY -1 TEST) COME STRE NGTH IN READ F= POCKET PENETROMETER DESCRIPTION FIELD TEST Weakly Crumble, or breaks with handling or sight f4hger pie Moderately Crumbles or time ft eorheider'I" row pressure Strongy Will not crumble or break with finger pressure t K L E I N F E L D E R I EXPLANATION OF LOGS PLATE A -lb d FI 0 Explanation To Logs On Plate A -1 8/19/97 Water Depth: >20.5 Date Drilled: Drilled By: Spectrum Date Measured: 8/19/97 Drilling Method: 6 HSA Reference Elevation: 1394.0 Logged By: MWL, Datum: MSL GEOTECHMCAL DESCRIPTION ± Z�.� ro a E +-0 o I-- z c 4- AND C L +- d O _ CLASSIFICATION Dr.+� c t N a 4d E E O - b T pv QF C3 N N m C9 SILTY SAND (SKI: brown, slightly moist, fine to medium sand, some fine to coarse gravel and cobbles 1 -1390- 5 2 48 dark brown, very dense 50/3" 1 . some coarse gravel and cobbles -1385- 10- 3 50/3- ° : _____ ______________ SAND with SILT and GRAVEL (SP -SKI: brown, moist, very dense, fine sand, fine to coarse gravel, some cobbles -1380- 15 4 50/3 - 5 SILTY SAND (SKI: light brown, slightly moist, fine _ CHEMt , sand, some fine gravel -1375 - 20 6 50/2• ve dense Refusal at 20.5 feet Groundwater not encountered Hole backfilled and tamped using soil from cuttings 20' of I Station 164 +00, n/o edge pavement i Baseline RCB PLATE k4 KLEINFELDER Fontana, California A -2 PROJECT NO. 58- 7217 -01 LOG OF BORING B -1 Explanation To Logs On Plate A -1 qq 8/19/97 Water Depth: > 20.5 Date Drilled: Drilled By: Spectrum Date Measured: 8/19/97 Drilling Method: 6 HSA Reference Elevation: 1386.5 Logged BY: MWL Datum: MSL a E ^ o o GEOTECUMCAL DESCRIPTION _ '' %W — ro I z t c 4 AND W � c ° _ d d U 3 t CLASSIFICATION ° a� '= t} W b �� L T 0 O v - C E V N Q H p v to to m 0 SILTY SAND (SM): brown, slightly moist, fine to medium sand, some fine to coarse gravel and .cobbles Nq -13ss- 5 1 48 SILTY SAND (SM): brown, slightly oist, dense, fine to tine WASH medium sand, some coarse sand to gravel -1380- 1 0 2 50/6• - SAND with SELT and GRAVE. (SW -SM): brown, - - - - - - - cis slightly moist, very dense, fine to coarse sand, fine gravel -1375- 3 with coarse gravel and cobbles Ds,MAX 15 4 50/4" :N I same as above -1370 - .� 20- 5 son- Refusal at 20.5 feet Groundwater not encountered Hole backfilled and tamped using soil from cuttings Station 152 +00, 15 n/o edge of pavement Baseline RCB PLATE k Pq KLEINFELDER Fontana, California A -3 PROJECT NO. 58- 7217 -01 LOG OF BORING B -2 4 " Explanation To Logs On Plate A -1 di > 20 5 5 M 4W w 9 Drilled By: Spectrum Date Measured: 8/19/97 Drilling Method: 6 HSA Reference Elevation: 1378.0 Logged By: MWL Datum: MSL o 0% T S c o _j GEOTECEMCAL DESCRIPTION *� %W .o f-- z 0 a- U U to C AND C L c ° .. 01 01 N 4- a s a o a CLASSIFICATION ° 4- a t ± 4- aw E E o— ro oo v w C3 cn Un ca — 0 U ¢ � SILTY SAND (SM): brown, slightly moist, fine to medium sand, some coarse sand, fine to coarse gravel, cobbles -1375 - 5 1 39 SAND with SILT and GRAVEL (SP -SM): brown, moist, cs very dense, fine to medium sand, some coarse sand, fine gravel -1370 gravel /cobble layer (8 -10 feet) 10 2 47 dense -1365 - 15 3 38 me as abo SILTY SAND (SM): olive- brown, moist, dense, fine to medium sand 4 SAND with SILT and GRAVEL (SP -SM): red- brown, cs moist, fine to coarse sand, fine to coarse gravel, some silt 20- 5 50/6" dense Boring terminated at 20.5 feet Groundwater not encountered Hole backfilled and tam using soil from cuttings Station 140 +00, 15 fee n/o edge of pavement Baseline RCB PLATE k" KLEINFELDER Fontana, California A-4 PROJECT NO 58- 7217 -01 LOG OF BORING B -3 w Explanation To Logs On Plate A -1 im 5 M 4W w 9 Date Drilled: 8/19/97 Water ep Depth: . > 20 5 5 M 4W w 9 Drilled By: Spectrum Date Measured: 8/19/97 Drilling Method: 6 HSA Reference Elevation: 1378.0 Logged By: MWL Datum: MSL o 0% T S c o _j GEOTECEMCAL DESCRIPTION *� %W .o f-- z 0 a- U U to C AND C L c ° .. 01 01 N 4- a s a o a CLASSIFICATION ° 4- a t ± 4- aw E E o— ro oo v w C3 cn Un ca — 0 U ¢ � SILTY SAND (SM): brown, slightly moist, fine to medium sand, some coarse sand, fine to coarse gravel, cobbles -1375 - 5 1 39 SAND with SILT and GRAVEL (SP -SM): brown, moist, cs very dense, fine to medium sand, some coarse sand, fine gravel -1370 gravel /cobble layer (8 -10 feet) 10 2 47 dense -1365 - 15 3 38 me as abo SILTY SAND (SM): olive- brown, moist, dense, fine to medium sand 4 SAND with SILT and GRAVEL (SP -SM): red- brown, cs moist, fine to coarse sand, fine to coarse gravel, some silt 20- 5 50/6" dense Boring terminated at 20.5 feet Groundwater not encountered Hole backfilled and tam using soil from cuttings Station 140 +00, 15 fee n/o edge of pavement Baseline RCB PLATE k" KLEINFELDER Fontana, California A-4 PROJECT NO 58- 7217 -01 LOG OF BORING B -3 w Explanation To Logs On Plate A -1 im w Explanation To Logs On Plate A -1 im Date Drilled: 8/19/97 Water Depth: >20.5 Drilled By: Spectrum Date Measured: 8/19/97 Drilling Method: 6 HSA Reference Elevation. 1366.0 Logged By: MW- Datum: MSL iYYI +rr 4" 40 40 �I *M 40 GEOTECHNICAL DESCRIPTION AND CLASSIFICATION SILTY SAND (SN): light brown, slightly moist, fine to 1365- medium sand, some coarse sand, fine to coarse gravel and cobbles s 1 57 very dense gravel and cobbles (7 to 9 feet) to 2 62 §dAY SAND (SM): brown slightly moist, very dense, - fine to medium sand, trace fine gravel - 1350 -s 3 I 1014• I jjj some cobbles 20 — *14 15015 - Boring terminated at Groundwater not enc Hole backfilled and I Station 128 +00, 15' &" KLEINFELDER Fontana, Califorma LOG OF BORING B-4 Explanation To Logs On Plate A -1 PROJECT NO. 58- 7217 -01 ad using soil from cuttings edge of pavement Baseline RCB PT X A VC G +- W �- N _ t C N EV QH CHEM WASH PLATE A -5 L Go t � O J T C F 2 C\ U V 3 t GO 4-- b b L C3 v N N m CD GEOTECHNICAL DESCRIPTION AND CLASSIFICATION SILTY SAND (SN): light brown, slightly moist, fine to 1365- medium sand, some coarse sand, fine to coarse gravel and cobbles s 1 57 very dense gravel and cobbles (7 to 9 feet) to 2 62 §dAY SAND (SM): brown slightly moist, very dense, - fine to medium sand, trace fine gravel - 1350 -s 3 I 1014• I jjj some cobbles 20 — *14 15015 - Boring terminated at Groundwater not enc Hole backfilled and I Station 128 +00, 15' &" KLEINFELDER Fontana, Califorma LOG OF BORING B-4 Explanation To Logs On Plate A -1 PROJECT NO. 58- 7217 -01 ad using soil from cuttings edge of pavement Baseline RCB PT X A VC G +- W �- N _ t C N EV QH CHEM WASH PLATE A -5 Orr w�11 5 do d1i a. 4 p v L Date Drilled: 8/ 19/97 Water Depth: >21.0 W Drilled By: Spectrum Date Measured: 8/19/97 r Z Drilling Method: 6 HSA Reference Elevation: 1358.5 (a Logged By: iViWL Datum: MSL Orr w�11 5 do d1i a. 4 p v L v A W � c GEOTECIiNICAL DESCRIPTION r Z c °o 4 AND O c ± +�- 71 U.- CLASSIFICATION N L CL ¢ H % . G IL E O b � N m V' medium S sa an nd, so coarse brown, and, fine g to ti c y oarse gravel to , cobbles s 10 is 20 1 1 50/6• j+ 1 ;1 very dense } v A o c « O N t ± +�- 71 U.- C N L CL ¢ H % . U 2 50/2• D.(SP): li ht brown, slightly moist, very SAN dense, fine to medium san�, some coarse sand, fine to coarse gravel SE,MAX 3 a s0ia• SII,Ty.SAND (S1Vn• light brown, moist, very dense, fine to medium sand, trace fine to coarse gravel 1 1 cobbles (18 -20 feet) 1 5 5015• same as above WASH Boring terminated at 21.0 feet Groundwater not encountered St +000, 20' n/o edge of pavement cuttings &0" KLEINFELDER Fontana, Cahfornla LOG OF BORING B -5 Explanation To Logs On Plate A -1 PROJECT NO. 58- 7217 -01 Baseline RCB I PLATE A -6 0 �i 6 d Date Drilled: 8/19/97 Water Depth: >2U.3 Drilled By: Spectrum Date Measured: 8/19/97 Drilling Method: 6 HSA Reference Elevation: 1344.5 Logged By: MWL Datum: MSL a L .. c °o GEOTECEMCAL DESCRIPTION - }., X — ro F-- z 3 y- v AND C L c O d L 4 0 o a CLASSIFICATION ° 4 - N ;! _ *_' 4 - 0. 01 a E s E 3 O — ro L 0 . O O .0 4A G N N m tD SILTY SAND (SK: light brown, slightly moist, fine to medium sand, some coarse sand, trace fine gravel -1340 - s 1 17 medium dense, some fine gravel WASH -1335- 10 2 31 dense SAND (SP): light brown, sligghtly moist, fine to coarse fine sand, some gravel and s1t 1330 - 15 3 57/6 very dense -1325- 20 4 50/4' - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - AND with SELT (SP -SM): light brown, slightly moist, ery dense, fine sand, some medium to coarse sand, fine %y o ra v e l Boring terminated at 20.5 feet Groundwater not encountered Hole backfilled and tamped using soil from cuttings Station 104 +00, 15' n/o edge or pavement Baseline RCB PLATE k4 KLEINFELDER Fontana, California A -7 PROJECT NO. 58- 7217 -01 LOG OF BORING B -6 Explanation To Logs On Plate A -1 10 IN HII KII 0 _ —IL- �_ n L G Date Drilled 8/ 1919 / water Depul: 1� LV. -1 Drilled By: Spectrum Date Measured: 8/19/97 Drilling Method: 6 HSA Reference Elevation: 1338.5 L ogge d B MWL Datum: MSL L 6 •• +. ° °0 GEOTECIINICAL DESCRIPTION a } � b T I z c 4 u AND L c - o a CLASSIFICATION 0 4- 4- O 4- 41 '_ t d a b s ro 3 °� U0c0 '0 al d4- C3 N — m , 0 c v � SILTY SAND (SM): light brown, slightly moist, fine to medium sand, some coarse sand, fine to coarse gravel, cobbles -1335 - 5 1 ND SA (SP): brown moist, dense, fine to medium sand, some coarse sand, fine gravel and silt 1330 - l0 2 47 -- ELTY SAND brown m i t fin d = SAND (SP): brown, moist, dense, fine to coarse sand, trace fine gravel -1325- 15 3 58/6 very dense with interbedded sandy silt SE -1320- 20 a 70/5• some fine gravel 5 -1315 - 25 6 n = - SAND (SP): red -gray, slightly moist, very dense, fine to coarse sand, some fine gravel Boring terminated at 26.5 feet Groundwater not encountered Hole backfilled and tamped using soil from cuttings Station 94 +00, 20' n/o edge of pavement i I Baseline RCB PLATE �� KLEINFELDER Fontana, California A -$ PROJECT NO. 58- 7217 -01 LOG OF BORING B -7 Explanation To Logs On Plate A -1 �r err t7 E Date Drilled 8/19/97 wa[er iiepm: -1ZV.J Drilled By: Spectrum Date Measured: 8/19/97 Drilling Method: 6 HSA Reference Elevation: 1325.5 Logged By: MWL Datum: MSL T a ' . c °o GEOTECIINICAL DESCRIPTION +- X b a- z o � u AND c ° t d a CLASSIFICATION 0- ° 4- N +- a s a _o U .. cn m .. L 0 =0 ¢~ -1325- SELTY SAND (SM): light brown, slightly moist, fine to medium sand, some coarse sand, fine to coarse gravel and cobbles .1320- 5 1 55 brown, very dense, trace fine gravel S (SP): red -gray, moist, very dense, fine to medium -13'5 - 2 14 WASH SILTY SAND (SM): olive- brown, moist, medium dense, fine sand -131 as 3 59/6 :::; ::: SAND (SP): red -gray, moist, very dense, fine to coarse sand, trace coarse gravel gravel and cobbles (18' to greater then 20.5 feet) - 13052 a 52/6• olive - Boring terminated at 20.5 feet Groundwater not encountered Hole backfilled and tamped using soil from cuttings Station 80 +00, 15' n/o edge of pavement Baseline RCB PLATE �� KLEINFELDER Fontana, California A -9 PROJECT NO. 58- 7217 -01 LOG OF BORING B - 8 Explanation To Logs On Plate A -1 e �I 0 W > 215 Date Drilled: 8/19/97 a r Dep Drilled By: Spectrum Date Measured: 8/19/97 Drilling Method: 6 HSA Reference Elevation: 1313.0 Logged B MWL Datum: MSL L T a E +- o o GEOTECEMCAL DESCRIPTION *. _1 ro H Z 7 4- C L+ O AND .� 01 d U N .- 0 4 - 0 Z N t — — 3 t CLA �- aW E E o — b T O -C M UN v SILTY SAND (SM): brown, slightly moist, fine to medium sand, some coarse sand, fine to coarse gravel and cobbles -1310- , 5 1 3 dense -1305 - 10 2 3s SE ve dense 50/4" :: SAND (SP): red- brown, moist, very dense fine to medium sand, trace coarse sand, fine gravel -1300- 15 CHEM 3 45 Same as above 50/4" ' -1295- 20 4 80 some silt Boring terminated at 21.5 feet Groundwater not encountered Hole backfilled and tamped using soil from cuttings Station 68 +00, 20' n/o edge of pavement Baseline RCB PLATE k" KLEINFELDER Fontana, California A - PROJECT NO. 58 7217 - 01 LOG OF BORING B -9 Explanation To Logs On Plate A -1 Explanation To Logs On Plate A -1 4 R 'J 11A� " M 4" Date Drilled: 8/19/97 Water Depth: >21.0 Drilled By: Spectrum Date Measured: 8/19/97 Drilling Method: 6 HSA Reference Elevation: 1305.0 Iogged By: MWL Datum: MSL L a +. o - 0 1 GEOTECMCAL DESCRIPTION ± .�.� ro T F F_ 2 G w U AND C L t O t ^_ °_' d c) 3 t C 4- 0- 4- — E E O A T 0. - C V N L r_U QF- C3 n f % m C9 SAND with SILT and GRAVEL (SP -SM): gray -brown fine to slightly moist, fine to coarse sand, coarse grave, cobbles �i 40 -1300-5 1 48 dense, trace fine gravel 4" - 129510 2 64 very dense Gs illli! - 129015 3 50 /6" ::. .. -- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - SILTY SAND (SM)• brown, slightly moist, very dense, fine to coarse sand, trace fine gravel WASH -------------------------- -------------- --------------------------- - SAND (SP): light brown slightly moist, fine to medium - 128520 PF ' sand, trace coarse sand, f gravel, some silt 4 50/4• very dense Boring terminated at 21.0 feet Groundwater not encountered Hole backfilled and tamped using soil from cuttings Station 56 +00, 30' n/o edge of pavement dd kpqKLEINFELDER Baseline RCB PLATE Fontana, California A -11 PROJECT NO. 58- 7217 -01 LOG OF BORING B -10 L= Explanation To Logs On Plate A -1 KLEINFELDER AA APPENDIX B LABORATORY TESTING Laboratory tests were performed on representative bulk soil samples to estimate engineering �r characteristics of the various earth materials encountered. Testing was performed in accordance with one of the following references: 1) Lambe, T. William, Soil Testing for Engineers, Wiley, New York, 1951 2) Laboratory Soils Testing, U.S. Army, Office of the Chief of Engineers, Engineering Manual No. 1110 -2 -1906, November 30, 1970 3) ASTM Standards for Soil Testing, latest revisions �w 4) State of California Department of Transportation, Standard Test Methods, latest revisions. GRAIN SIZE DISTRIBUTION The grain size distribution of four (4) selected soil samples were performed by mechanical and wash sieving, and six (6) selected soil samples were performed by wash sieving in accordance with ASTM Standard Test Method D422 -63. The test results are presented on Plates B -1 through B-4 and Table B -1. SAND EQUIVALENT Sand equivalent tests were performed on three (3) selected samples in general accordance with Caltrans Test Method 217. Results of these tests are presented on Table B -2. MAXEWUM DENSITY TESTS One maximum density test was performed on two (2) selected samples of the on -site soils to estimate their compaction characteristics. The test was performed in accordance with ASTM Standard Test Method D- 1557 -91. The test results are presented on Table B -3. (15G97)5817R337.DOC Project 58- 7217 -01 w� Copyright 1997 Kleinfelder, Inc. - All Rights Reserved B -1 s DIRECT SHEAR TEST Direct shear tests were performed on one (1) remolded sample to evaluate the shear strength of selected on -site soils. All samples were tested in a saturated state in general accordance with ASTM Standard Test Method D -3080. The test results are presented as Plate B -5. CORROSIVITY TESTS A series of chemical tests were performed on three (3) selected sample of the near - surface soils to estimate pH, resistivity and sulfate and chloride contents. Test results may be used by a qualified corrosion engineer to evaluate the general corrosion potential with respect to construction materials. The results are presented on Table B-4. (15G97)5817R337.DOC Project 58- 7217 -01 40 Copyright 1997 Kleinfelder, Inc. - All Rights Reserved B-2 3 k9 KLEINFELDER Table B-1 Wash Sieve Test Results Boring Depth (feet) Percent Passing #200 Sieve (%) B-2 5.0 13.1 B-4 10.0 12.6 B-5 20.0 12.6 B-6 5.0 19.8 B-8 10.0 42.0 B-10 15.0 14.4 Table B-2 Sand Equivalent Test Results Boring. Depth (feet) Sand Equivalent B-5 13.0 - 15.0 47 B-7 15.0 31 B-9 10.0 59 Table B-3 Maximum Density/Optimum Moisture Relationship Depth (feet) - 'MaximiuniDensity Optimuni. Moisture (pci) B-2 12 - 14 140.5 6.5 B-5 13 - 15 142.5 6.5 Table B-4 Corrosion Series Test Results P-egth*. , Sulfate ChIoride _ " (ppm) (onm7cmy:r;-~ B-1 17.0 6.8 ND 122 25,000 B-4 5.0 7.2 ND 183 31,000 B-9 15.0 7.2 ND 184 24,000 ND = No detection (15G97)5817R337 DOC Project 58-7217-01 Copyright 1997 Kleinfelder, Inc - All Rights Reserved B-3 J IIIIII11�1111 ■nll�ll■�IA�■IYII,1■ . IIIIII�Ih��,ll� �IIINI Ilslll I�II;1�� II�III ■I�IIII�IIIII� ■Ilgllll■IIIIIIII ■y II ��1 ■I IIII �IIIII 1 ■Ildlll�lIIIIIII ■� III � ■IIIIIII�I �llnl ■II�Il1 i III�1 ■� HYDROMETER MCI IIIII �I�II�111_lilll�l,��ll ul��ull 11� 0 10 10 1 0.1 GRAIN SIZE (mm) 0.01 0.001 GRAVEL I SAND � SELT CLAY I coarse I fine I coarse I medium I fine Symbol Sample Depth (ft) Description Classification • B -2 15.0 SAND with SEL T & GRAVEL SW-SM I �� KLEINFELDER ZOJECT NO. 58 -7217 -01 Baseline RCB Fontana, California GRAIN SIZE DISTRIBUTION PLAM B -1 SIEVE ANALYSIS I HYDROMETER U.S. STANDARD SIEVE SIZES 3" 1.5" 3/4" 3/8" X4 #10 X16 #r30 #60 X100 #200 100 III I I I I I a Jill — r— r—r- -r --r 90 80 70 z z 60 cn CAI a so z W U w 40 0 30 20 10 0 ilc W 0: H z V oc W a 10 1 0.1 GRAIN SIZE (mm) 0.01 0.001 GRAVEL SAND SII,T CLAY coarse fine I coarse m mediu fine Symbol Sample Depth (ft) Description Classification • B -3 5.0 SAND with SILT & GRAVEL SP-SM KLEINFELDER ROJECT NO. 58- 7217 -01 Baseline RCB Fontana, California GRAIN SIZE DISTRIBUTION PLAM B -2 h 3 100 I � 90 1 80 I 70 1 z 60 H a 50 z w w 40 CL J x 0 30 JJ 20 I 10 1 0 SIEVE ANALYSIS I HYDROMETER U.S. STANDARD SIEVE SIZES " I.5" 3/4" 3/8" #4 #10 #16 #30 #60 X100 #200 10 O z H Q W D: i W a J F F 10 1 V.1 GRAIN SIZE (W V.V1 V.VVI GRAVEL SAND SHIT CLAY coarse I I coarse I medium I fine Symbol Sample Depth (ft) Description Classification • B -3 17.0 SAND with SELT & GRAVEL I SP-SM ROJECT NO KLEINFELDER 58 -7217 -01 Baseline RCB Fontana, California GRAIN SIZE DISTRIBUTION PLATE I: SIEVE ANALYSIS I HYDROMETER U.S. STANDARD SIEVE SIZES 3" 1.5" 3/4" 3/8" X4 #10 #16 #30 #60 #100 #200 100 1 80 70 CD 60 H N Q a 50 F- z W U w 40 a- 30 0 20 10 v 10 1 0.1 GRAIN SIZE (mm) U.U1 -410 U.UU1 GRAVEL I SAND SUIT CLAY coarse fine 1coarse I medium fine Symbol Sample Depth (ft) Description Classification • B -10 10.0 SAND with SILT & GRAVEL SP-SM k" KLEINFELDER Baseline RCB Fontana, California GRAIN SIZE DISTRIBUTION PLATE 0 W M a W 0: z W U w J Q F B-4 'ROJECT NO. 58- 7217 -01 b I 7 controlled - strain test Rate of shear - in/min N/A Friction Angle - deg Normal Stress - psf 1000 2000 4000 Maximinn Shear - psf 1861 3338 6255 Shear Strain - % N/A N/A N/A I r 6 5 a I N 4 4 W w F- N 3 �•e w iY1 N � 2 1 I 0 n 1 2 3 4 5 6 7 8 NORMAL STRESS - ksf I I I Test type controlled - strain test Rate of shear - in/min N/A Friction Angle - deg Normal Stress - psf 1000 2000 4000 Maximinn Shear - psf 1861 3338 6255 Shear Strain - % N/A N/A N/A e ki KLEINFELDER Sample B -2 Depth - ft 13.0 Friction Angle - deg 56 Cohesion - ksf 0 Description SAND w /SILT & GRA Classification SP Baseline RCB Fontana, California DIRECT SHEAR TEST PLATE B -5 PRoJEGT No. 58-7217 -01 -a 40 j i Ad Jan - lto - tots UV: 1 /H ALLARD ENGINEERING Civil Engineering January 15, :998 Mr. Jack Haves Comcast Cablevision. Land Planning I have examined the plans entitled "City of Fontana Storm Drain Improvement Flags for Baseline Avenue Storm Drain from Sta. 46 - 20 to Sta. 171 + 62.30" dated Sept. 1 W7 Gl� There arc no confl;cts / concerns between the improvements proposed by this plan and Comcast Cablevision facilities at this time. There are conflicts / concerns between the improvements proposed by this plan and Comcast Cablevision facilities in the following areas: Signed:_ for Comcast Ca levision J 6101 Cherry Avenue Fontana. CA 92336 (909)899-5011 FAX (909)599 -5014 di ALL ARD E NGI N EERI NG C I it I;n,'.inccrinu Land I'Luu,in,- LETTER OF TRANSARTYAL � I „ LiO,rv.ces�- �py� -f�v, s.orJ Gor►S'S't��Kr.e.J '�,.1�s orJ DATE: PROJECT: iw 1205 '���'c o.•�a' SZ"- PROJECT NO: t1.1 . oz. • 01 11 V 1 (A 1 ATTN. ' RAO L- Gy ,� 13Ar5rc.t -�.s¢ aQNE . DI:iC'RIPTIO\: S4lJU- o t'�hAc+JS pG r%e ?tloPfls Srm� a6Zar , a Fo -K3�a tc t-� �J k. A��c . roa-ttia r,f , boa iii cc. ' (909) 899 -5011 Fax: 899 -5014 6101 Cherry Avenue Fnntstrin f'A ClPq'4F di di qR w. ■i .e ari ALL ENGINEERING Civil Engineering Surveying Fax Cover Sheet TO: Jack Hayes Comcast Cablevision FAX NO. 909 390 -4799 FROM: John Maguire Land Planning DATE: 19 Jan. 1998 No. of Pages: 2 Oncl. cover) RE: Storm drain plans for Baseline Avenue, Fontana. Enclosed is a copy of the acknowledgment letter we are circulating to all the utility companies which we believe are affected by the proposed storm drain in Baseline Avenue. If you could sign and return it I would greatly appreciate it. Thank you for your cooperation. J CC: Maguire 6101 Cherry Avenue Fontana, CA 92336 (909)899 -5011 FAX (909)899 -5014 ALLARD E NGINEERING Civil Engineering Land Planning LETTER OF TRANSMITTAL TO: Comcast (Cable TV) 1205 Dupont Avenue Ontario, CA 91761 ATTN: Jack Hayes RE: Base Line Box DESCRIPTION: Base Line Storm Drain DATE: Sept 26, 1997 PROJECT: Baseline Box PROJECT NO: 121.02.01 REMARKS: Please locate your utilities and send information to Allard Engineering. Thanks BY: Don Johnson CC: Ben Anderson, SunCal Companies FASunCa11970062.doc 6101 Cherry Avenue, Fontana, CA 92336 (909)899 -5011 *(909)899 -5014 O N T A. N A ' WAIT E' �R' C' O ,M. , P.A. N: �Y` A DIVISION OF SAN GABRIEL VALLEY WATER COMPANY 8440 NUEVO AVENUE • P.O. BOX 987, FONTANA, CALIFORNIA 92334 • (909) 822 -2201 October 16, 1997 1: =r Please reply to: Post Office Box 6010 El Monte, CA 91734 Allard Engineering 6101 Cherry Avenue Fontana, CA 92336 Attention: Mr. Don Johnson Subject: Baseline Storm Drain Gentlemen: In reference to your letter dated September 26, 1997, Fontana Water Company has facilities within the area of your proposed project. Returned herewith is one set of your preliminary plans on which we have marked the approximate locations of our existing facilities. We have also indicated where extra protection is required to prevent damage to our transite water main on Citrus Avenue (see Sheet 14). Our facilities will require protection in accordance with Section 5.1 and 5.2 of the Standard Specifications for Public Work Construction. While the contractor for the project is obligated to protect our facilities, we wish to cooperate with him to prevent damage. We shall mark the approximate locations of our underground structures when the contractor requests that we do so. If you should need additional information, please do not hesitate to call me at (626) 448 -6183, Ext. 252. Very truly yours, L. F. Montenegro Project Engineer LFM:dz ii we �i 111Y OR 's id ,w .r ALLARD ENGI NEERING Civil Engineering Land Plan-iing LETTER OF TRANSMITTAL TO: Fontana Water Company 8440 Nuevo Avenue Fontana, CA 92235 DATE: Sept 26, 1997 PROJECT: Baseline Box PROJECT NO: 121.02.01 ATTN: Michael J. Mc Graw RE: Base Line Box DESCRIPTION: Base Line Storm Drain REMARKS: Please locate your utilities and send information to Allard Engineering. Thanks BY: Don Johnson CC: Ben Anderson, SunCal Companies r-ASunCa11970059doc 6101 Cherry Avenue, Fontana, CA 92336 (909)899 -5011 *(909)899 -5014 SAN GABRIEL VALLEY WATER COMPANY Post Office Box 6010 El Monte, CA 91734 Phone No. (818) 448 -6183 FAX No. (8 18) 448 -5530 TRANS MISSION SLIP Date: August 12 1997 T0: 1 Mr. Don Johnson FAX No.: 909 899 -5014 Allard Engineering Please deliver a copy to: From: I Lou Montenegro This FAX consists of _ 3 page(s) (including this Dwsmisslon Slip). If you have any difficulty with this transmission, please phone Darby Zuglar at (818) � I j t d I ' I i Rp ry r 71 F " 9 - 11 FA 9-1 9-1 9 VA 9 71 VA lie 1 M ddr— Rp ry r 71 F " 9 - 11 FA 9-1 9-1 9 VA 9 71 VA lie - 1 ol , v )I (A IZ vc Oak - C—A% slop �' �"� 811 � � ' _1 ','�, � '�� ' \�rC.� ' _ `" ��e3'v --�ii- 1 a' � 53.1 .' .. ' "" � mod' S L -�: u � .` �� ' - Im m Vv I A 1 "I'l l F r I 0 ALLARD ENC ,VEERING Civil Engineering Land Planning WA u OR OW DATE: PROJ. NO: FAX NO: TO: _ ATTN: FROM: MESSAGE: N j N�� I .�,c t' �' rt Cn 1 F�T�'� L Cl fT — H 2 �- Ca i �-, To 1 IL - ci - t �� Wc� calSC -r NE WT No of Pages including Cover Sheet CC: The information contained in this facsimile message may be confidential, proprietary and /or legally privileged, and intended only for the use of the individual or entity to whom it is addressed. If the reader of this message is not the intended recipient, you are hereby notified that any copying, dissemination or distribution of this communication is strictly prohibited. If you have received this communication in error, please immediately notify the sender. 6101 Cherry Avenue, Fontana, California 92336 (909) 899 -5011 FAX (909) 899 -5014 - t-�A• V ppp - N \ +1348.89 G G // y / z -- 0 1 5 +00 j 876 1 n•.�8 SIG LT 14 1 +13 852 875 8712 FS 1346.25 T QP®6WDBBERM NG 134 1 -1�i 5.26 +1131*5 '10 -- 1345.44T - L� �� BQ� FmPENDBEEW 853SIG LT i TRAFFIC �9E8 +134 14 G FQPBEEI5iMBERM 1 5.16FTDPEBERIBERM fi3ERM I T 84 106+ 142.E 1DFBBUM 142-6 - +1346.83 �,. 1 1�M SIG LT Form" cuab 131- =?2 — EP r + l 1428 i ,A7 I U U O , / U+ U U 855 60 0 FS CL FS (� z� EAST EiR �d Lit FS EP r _ v v N• T k : FOUST t,R^orx 4(. z� J; pwvpa � tim I 1� )f w- � a uvmL- � �mm� = I1%11!! 3L-3WA 0 w 9 C WE- WOO LP wocrc 0s TµNT is THE Ear tlIMP65 Ate SCr � TNIS aUnCZyofawo Q00 ALLARD. En INEERING Civil Engineering Land Planning FACSIMILE k DATE: PROJ. NO: FAX NO: l X02��i 4-4 S — TO: ATTN: U ell A) "I fit' � r: R- O FROM: RE: u:.1 �. p ? . �,:�c. r ►.I �E nl !-oG IL MESSAGE: No of Pages including Cover Sheet 2 CC: The information contained in this facsimile message may be confidential, proprietary and /or legally privileged, and intended only for the use of the individual or entity to whom it is addressed. If the reader of this message is not the intended recipient, you are hereby notified that any copying, dissemination or distribution of this communication is strictly prohibited. If you have received this communication in error, please immediately notify the sender. 6101 Cherry Avenue, Fontana, California 92336 (909) 899 -5011 FAX (909) 899 -5014 Sri LA " fta LLA &A 16A ILA ILA U.-A Ir"I U U- &A fi-A tA 102 -00 103k-00 100-00 105 00 1061+ -00 1071-00 108 + -00 109+-00 Hemlock Ave. Village Pkwy. APPROX. LOCATION OF STORM DRAIN 4 45.00 TO CL OF BOX 0!:+00 7 -- TO -5 . 1 9 - z r 0 s* 00 101.+00 408 +00" 1094 " 'F y I/ f. w w w G G w w SCALE: 1"=100' Village Pkwy. SCALE: 1^=100' CC IF YOU CAN. R�ISE THE WATER LINE 0.5D' STA: 101+62.06 ELE\n: 1339 TOP OF PIPE MAX. cl HEMLPCK A D BA�ELINE INT SCALE: 1^=100' P. 02 Ian -16 -98 O9:55A ALLARD ENGINEERING ' � Civil Engineering Surveying Land Planning l i January 15, 1998 +111 Mr. Steve Hock General Telephone Co. ' I have examined the plans entitled "City of Fontana Storm Drain Improvement Plans for Baseline Avenue Storm Drain from Sta. 46 + 20 to Sta. 171 + 62.30" dated Sept. 1997 i There are no conflicts /concerns between the improvements proposed by this plan and General Telephone Co. facilities at this time. There are conflicts / concerns between the improvements proposed by this plan and General Telephone Co. facilities in the following areas: 6101 Cherry Avenue Fontana, CA 92336 (909)899 -5011 FAX (909)899 -5014 ALLARD ENGINEERING En ineerin Surveying Civil g Y g g Fax Cover Sheet A ' TO: Mr. Jeff Chamberlain G.T.E. 6o Fax: 909 620 -6256 FROM: John Maguire Land Planning DATE: 1/16/98 No. of Pages: 2 Oncl. cover) RE: Comments on proposed storm drain in Baseline Ave., Fontana P „ Enclosed is a copy of the acknowledgment letter we are circulating to the utility companies we believe are affected by the proposed storm drain in Baseline Ave. . If you could get it to Steve Hock for his signature it would be greatly appreciated. Thank you for your cooperation. � � V n Maguire CC: NFax Fax Note 7671 Date G Z From Co. Phone # Fax # 6101 Cherry Avenue Fontana, CA 92336 (909)899 -5011 FAX (909)899 -5014 Ad dd 4" Sri ALLARD ENGINEERING Civil Engineering Land Planning LETTER OF TRANSMITTAL TO: General Telephone Company 1400 E. Phillips Blvd. Ontario, CA 91761 DATE: Sept 26, 1997 PROJECT: Baseline Box PROJECT NO: 121.02.01 ATTN: Steve Hock RE: Base Line Box DESCRIPTION: Base Line Storm Drain REMARKS: Please locate your uiilities and send information to Allard Engineering. Thanks BY: Don Johnson CC: Ben Anderson, SunCal Companies FASunCa1 \970061.doc 6101 Cherry Avenue, Fontana, CA 92336 (909)899 -5011 * (909)899 -5014 Jan -14 -98 12:15P ALLARD ENGINEERING P. 02 Civil Engineering Land Planning January 14, 1998 Southern California Gas Company I have examined the plans entitled "City of Fontana Storm Drain Improvement Plans for Baseline Avenue Storm Drain from Sta. 46 + 20 to Sta. 171 + 62.30" dated Sept. 1997 0 ----- Therc are no conflicts / concerns between the improvements proposed by this plan and Southern California Gas Company facilities at this time. There are conflicts / concems between the improvements proposed by this plan and Southern California Gas Company facilities in the following areas: Signed: for Sout We ia Gas Co. C' D 6101 Cherry Avenue Fontana, CA 92336 (909)899 -5011 FAX (909)899 -5014 ALLARD ENGINEERING Civil Engineering Surveying Land Planning Fax Cover Sheet a o 5 t TO: John Oates DATE: 14 Jan. 1998 So. California Gas Co. Technical Services No. of Pages: 3 (Incl. cover) FROM: John Maguire Fax No: 335 -7527 I ! RE: Baseline Ave. Storm Drain Here is a copy of the letter we discussed, and the Project Limits shown on a Thomas Bros. Guide ( page 574 of the 1997 edition, San Bernardino Co. ). If you plan on being in this area tomorrow it would be a pleasure to meet you. I look forward to your comments. CC: 6101 Cherry Avenue Fontana, CA 92336 (909)899 -5011 FAX (909)899 -5014 Civil Engineering Land Planning January 15, 1998 Mr. Fran Stewart So. California Edison Co. I have examined the plans entitled "City of Fontana Storm Drain Improvement Plans for Baseline Avenue Storm Drain from Sta. 46 + 20 to Sta. 171 + 62.30 dated Sept. I997 ❑ There are no conflicts / concerns between the improvements proposed by this plan and So. California Edison Co. facilities at this time. gs_ j t; There are conflicts / concerns between the improvements proposed by this plan and So. California Edison Co. facilities in the following areas: ' ITG � Ga l�L 'S' '1A 01- Signed. for So. C' ifornia Ediso Co. 6101 Cherry Avenue Fontana, CA 92336 (909)999 -5011 FAX (909)899 -5014 < Ej SOUTHERN CALIFORNIA EDISON An EDISON TNTER:VAT10 VA' Conpany Foothill Service Center 7931 Redwood Avenue Fontana, CA 92336 -1637 Info z`: 909 -357 -0191 P a < = 16191 F; c 7 ,909-35 - 1-6135 PAY = 16? s6 Today's Dace. �C - rime Sent: Contact Ni =n, e: � Ff 1V 2 Company/Divisioa: ALL (� � Special Instructions: C FAX ryr: l��I•� � PIlOGL'r�t: 9�'"��J7�'�3GI /� 1: Sender: Phone #r: 7 S'7 2-2 Comm ents/1`+otes: w ;umber of pages (Including Comae: She_t) F;1:1� l P, ALL ENGIN EERING _ Civil Engineering Surveying Land Planning Fax Cover Sheet TO: Mr. Fran Stewart DATE: 1/16/98 So. California Edison Co. No. of Pages: 2 Fax: 909 357 -6185 (lncl. cover) FROM: John Maguire RE: Comments on proposed storm drain in Baseline Ave., Fontana OR Enclosed is a copy of the acknowledgment letter we are circulating to all the utility companies we believe are affected by the proposed storm drain in Baseline Ave. . Please sign and return it with any comments you may have. Thank you for your cooperation. ! J Maguire 6 �r CC: 6101 Cherry Avenue Fontana, CA 92336 (909)899 -5011 FAX (909)899 -5014 23LL AR® ENGINEERING Civil 1:11 "incerin�,_.►, band Plannin- LETTER OF TRANSMITTAL - FO: Southern California Edison DATE: 12/11/97 7951 R cdNN'ood Avcnuc PROJECT: Baseline Box Fontana, CA 92336 PROJECTNO: 121.02.01 ATTN: Roh,:rt Guy RE: Baseline Box DESCRIPTION: (1) Set Baseline Ave. Storm Drain Plans for Submittal 1 and 2. RENIARKS: Full si sheets fo►• your review to redline to show \ 0Ur existin- utilities and possible conflicts. If you h ve any further questions, feel free to call me at 909/899 - 5011. •�, BY: Dennis Xflard CC: F:'�.S till ca1 \950019 6101 Cherry Avcnue. Fontana, CA 92336 (909)899 -�01 1 y (909)S99 - 014 t. w, rr +rr Q� on iw I } ALLARD ENGINEERING Civil Engineering Land Planning Memorandum DATE: DEC. 9,1997 TO: ROBERT GUY FROM: DENNIS ALLARD RE: BASELINE AVENUE BOX One set of prints of the Baseline Avenue Storm Drain Box for your review for the possibly of conflict. Feel free to red line up your utilities on on these plans and return them to us. Thank You Denn' A 1 CC: Ben Anderson 6101 Cherry Avenue, Fontana, California (909) 899 -5011 * FAX (909) 899 -5014 TO: Southern California Edison Company DATE: Sept 26, 1997 300 N. Pepper Avenue PROJECT: Baseline Box Rialto, CA 92376 PROJECT NO: 121.02.01 ATTN: Utility Locations Person RE: Base Line Box DESCRIPTION: Base Line Storm Drain REMARKS: Please locate your utilities and send information to Allard Engineering. Thanks BY: Don Johnson CC: Ben Anderson, SunCal Companies FASunCa1\970060.doc 6101 Cherry Avenue, Fontana, CA 92336 (909)899 -5011 * (909)899 -5014 ALLARD ENGINEERING Civil Fliginrrriii Land I'lannim� LETTER OF TRANSMITTAL a 1�Eu- uATI:: Zo q a_ �qgE PROJECT: of PROJECT NO: °� V- - CuSZotyAOo CST. ATTN: Jofc`- 7> iNK AJir-4z MR I:I�. �kStc.4.t�jc ,4rJ� S-ta0.•.+ 1'7i2A�r.1 DESCRIPTION. �•�c.�s�9 S A S r% T t9 F !� �++n13 0 1r T Ko Qo 54.E di sae -�.. AJI , V6OgV J 1% Croe. Yo�4- R! dw ow BY: Ar4J ix-� CC: i �1 �r (909) 899 -5011 Fax: B99 -5014 Jan -16 -98 09 :09A ALLARD ENGINEER +■* Civil Engineering Surveying Land Planning .r January 15, 1998 Mr. Joel Dinnauer Pacific Bell Co. I have examined the plans entitled "City of Fontana Storm Drain Improvement Plans for Baseline Avenue Storm Drain from Sta. 46 + 20 to Sta. 171 + 62.30" dated Sept. 1997 ❑ There are no conflicts / concerns between the improvements proposed by this plan and Pacific Bell Co. facilities at this time. P -02 There are conflicts / concerns between the improvements proposed by this plan and OR Pacific Bell Co. facilities in the following areas: .� NAJ� rJ oT RE�1�00 I s •R 7, Sig r for acific o. ©F-C -- ?(4 to�� -553 if 6101 Cherry Avenue Fontana, CA 92336 (909)899 -5011 FAX (909)899 -5014 Ma I ! 1 9- t_ _! t... I t. l V. I t ILA t. 1 U' 1 t _.. l t. I t ._ .1 �� t' � t 1 t .. 1 a 1 bs n a to R ' 50.5' VERIFY ca aa, ,� '• vi D O UH 8.5'x4.5 x6.5 9 505' VER - I 2 g 249 CU. FF.. 9 t v 20' S T' b o: 40' A I CURB w Me M C�GUlRF - - o _ , - A VENUE _ b 92 r , � S N m ' � ,. � • O so I � 30' 15' I CURB .. 'o A �' 9 2+48.41 EC ( tID 92+8Y.81 OAP 3 DU AT 70' o 93+14.00 - PE t H.H. 30'x48)d4' st/ a" aw am i� am eat a� lfri 0 t� 1M aee 40 FAX safe: \ - ill - b Number of Page including Cora Shoes To: l� •� fvNA- n , = , l oq z9 1 7 -S I FaxnM= Q 0q CC: JOe1 S. Oinnaaer Jr. Engimer SO(Ith Ren CM R,trGISWQ Sin CDUUw PACIFICg"J A Pacific Telesis Company X979 @is1 C^r "Al5lew. I 2nd rla AnAlsiu❑ 0.4410nva 97A07 r7t4i666 SSl4 loll kea t 1885! 66S•553t eR U 14) 655,11" Pay,a !9091 :24.0615 E:M�d iMi�rt3,a,n;G.OJt:IxIItOn1 !!A sat�saeiM ewRai�M 1* lily t ass3avta O""Ve my M •�tl/tllblil� pit"tL"Aa "W" wow pwu"" &""mNw t�i7 kf sm ON as %tt S"WAS " I" 40JAY BMW& dbm. U do lnMt �! 0" ass6t V an *A le"O na sesspiesse I" w bbeft ustutet t�q W an&"# asssl &w" q dUMdVwAO st SMOUSKA"L AILM N -.--A G S A SafMUsa L welaiy /ttjiiasa. u 7" aws ess"a" L eisssto As Amp"Osew Maltf tM sssrs 14 NfsPhw. ad M ULU anaw fee W ntwas st as t�MSwLls. !Mf>• >w� � di 4" e� w wi dd do +e, Sri d9i •wu 40 .r wa drr do jar+ -16 - 09:09A ALLARD ENGINEERING Civil Engineering Surveying TO: Mr. Joel Dinnauer Pacific Bell FROM: John Maguire RE: Storm drain plans for Baseline Ave., Fontana Land Planning DATE: 1/16/98 No. of Pages: 2 pncl. cover) Enclosed is a copy of the acknowledgement letter we are circulating to all the utility companies which we believe are affected by the proposed storm drain in Baseline Ave. If you could sign and return it 1 would greatly appreciate it. Thank you for your cooperation. J n Maguire CC: 6101 Cherry Avenue Fontana, CA 92336 (909)899 -S011 FAX (909)899 -5014 2 cr�`f P.01 ari dig Ow 3 id { dd d� dill 4" girl w ALLARD ENGINEERING Civil Engineering Land Planning LETTER OF TRANSMITTAL TO: Pacific Bell Company 3939 E. Coronado Street Anaheim, CA 92807 ATTN: Virginia Becker RE: Base Line Box DESCRIPTION: Base Line Storm Drain DATE: Sept 26, 1997 PROJECT: Baseline Box PROJECT NO: 121.02.01 REMARKS: Please locate your utilities and send information to Allard Engineering. Thanks BY: Don Johnson CC: Ben Anderson, SunCal Companies FASunCa1\970057.doc 6101 Cherry Avenue, Fontana, CA 92336 (909)899 -5011 *(909)899 -5014 ACIFIC S SELL Pacific Telesis Company rom: Right of Way Department 3939 E. Coronado St., 1st Floor Anaheim, Ca. 92807 Allard Engineering 6101 Cherry Avenue JUL 2 5 1 d i Fontana, CA 92336 I �L +0 WHOM IT MAY CONCERN: ❑ We have no underground cable facilities in the project area. 001R ti ❑ This is GTE area. ❑ Our cable facilities are ❑ aerial, ❑ buried, ❑ underground. ❑ We have plotted out facilities on the enclosed plan. dw We have enclosed a copy of our conduit maps for your review and addition to your plans. .J ❑ All of our underground cable facilities ❑are ❑are not shown correctl ❑ Pacific Bell has determined that it ❑ has/ ❑ does not have facilities within the City /County/ State project as evidenced by the attached drawings. It is the City /County /State's responsibility to review the attached drawings to determine whether or not Pacific Bell is in conflict with the Project. If the City /County /State determines that a conflict exists, please notify Pacific Bell in writing of the need to relocate its facilities, prior to the commencement of Project construction. • It will be necessary to support and protect our cable facilities in place. • Relocation may be necessary to clear for this project. D Other: - lease contact the Underground Service Alert, 48 hours prior to any staking or digging on 1 800 - 422 - 4133. you have any questions, please contact Joel Dinnauer Engineer for this area on (714) - 666 - 5534. signed: *Dated: 7/ Z Z 1 q di REGARDING LB23 City / County / State Of: Fontana RE: Baseline Road Storm Drain from Cherry to Citrus tn: James J. Ferris 997 ur Request Dated:6 /3/97 lur r Reference No.: ti ❑ This is GTE area. ❑ Our cable facilities are ❑ aerial, ❑ buried, ❑ underground. ❑ We have plotted out facilities on the enclosed plan. dw We have enclosed a copy of our conduit maps for your review and addition to your plans. .J ❑ All of our underground cable facilities ❑are ❑are not shown correctl ❑ Pacific Bell has determined that it ❑ has/ ❑ does not have facilities within the City /County/ State project as evidenced by the attached drawings. It is the City /County /State's responsibility to review the attached drawings to determine whether or not Pacific Bell is in conflict with the Project. If the City /County /State determines that a conflict exists, please notify Pacific Bell in writing of the need to relocate its facilities, prior to the commencement of Project construction. • It will be necessary to support and protect our cable facilities in place. • Relocation may be necessary to clear for this project. D Other: - lease contact the Underground Service Alert, 48 hours prior to any staking or digging on 1 800 - 422 - 4133. you have any questions, please contact Joel Dinnauer Engineer for this area on (714) - 666 - 5534. signed: *Dated: 7/ Z Z 1 q di +ri ruim, C;ddo:i„d 92607 e June 13, 1997 Allard Engineering Attention: James Ferris 6101 Cherry Avenue 4 0 Fontana, CA 92336 Re: SUB - STRUCTURE /CONDUIT RECORDS REQUEST "* Dear Mr. Ferris: .ri PACIFIC R BELL A Pacific Telesis Company AN 2 0 1997 Pacific Bell will gladly assist you by sending any sub - structure /conduit records pertaining to the projected area. Receipt of the enclosed nondisclosure agreement signed by a Allard Engineering representative, as soon as possible, will enable us to send you the records you requested. Legally we are required to have this agreement on file for all public or private entities who request our records. In reviewing our files we do not have one for the Allard Engineering Co. This is a one time agreement and will cover any future projects that may require facility records. Send the signed form to Pacific Bell, 3939 E Coronado, 1 st Floor, Attn: Sara Wilson, Anaheim, CA. 92807. If you have any questions please feel free to contact the undersigned at 714 - 666 -5750. Sincerely, Virginia Becker Public Works Liaison Engineer VSB: slw 9 *le W WALLACE COMVNTE0. SERVICES, INC. ,CIFICMBELL. ME 0011 (8/89) Pacific Telesis Company NONDISCLOSURE AGREEMENT THIS AGREEMENT, effective June 13 19 97 is "), between PACIFIC BELL, a California corporation ( "PACIFIC and All and Fng-i n-ar? *?g — a ( "SECOND PARTY "). e. on request, promptly return to PACIFIC all Information in a Oki The parties agree as follows: tangible form or certify to PACIFIC that it has destroyed or, 1. In connection with ongoing discussions or negotiations between underground if the information is recorded on an erasable storage such Information. PACIFIC and SECOND PARTY concerning medium, erased _y� ��tYrt �rii mad, (the "Project "), find it beneficial to disclose to SECOND PARTY 4. SECOND PARTY shall have no obligation to preserve the con - which: PACIFIC may certain confidential or proprietary information in written, oral or fidential or proprietary nature of any Information Awr other tangible or intangible forms which may include, but is not a. was already known to SECOND PARTY free of any obliga- limited to, discoveries, ideas, concepts, know -how, techniques, tion to keep it confidential at the time of its disclosure by designs, specifications, drawings, blueprints, tracings, diagrams, PACIFIC, as evidenced by SECOND PARTY's written models, samples, flow charts, data, computer programs, disks, records prepared prior to such disclosure; or diskettes, tapes, marketing plans, customer names and other financial or business information (individually and col- b. is or becomes publicly known through no wrongful act of Ii technical, lectively, "Information "). All such Information shall be deemed SECOND PARTY; or to be confidential or proprietary. c, is rightfully received from a third person having no direct SIR SECOND PARTY understands that, except as otherwise agreed or indirect secrecy or confidentiality obligation to PACIFI 2. in writing, the Information which it may receive concerning with respect to such Information; or PACIFIC's future plans with respect to the Project is tentative and is not intended to represent firm decisions by PACIFIC con- d. is independently developed by an employee, contractor or SECOND PARTY not associated with the Project cerning the implementation of such plans. Information provid a com- agent of a nd who did not have any direct or indirect access to the ed to SECOND PARTY hereunder does not represent Information; or mitment by PACIFIC to purchase or otherwise acquire any pro from SECOND PARTY. If PACIFIC desires to e. is disclosed to a third person by PACIFIC without similar ' ducts or services purchase or otherwise acquire any products or services from PACIFIC will execute restrictions on such third person's rights; or iiliiJ SECOND PARTY, SECOND PARTY and I. is for release by written authorization of PACIFIC. a separate written agreement to govern such transactions. approved 3. With respect to Information received from PACIFIC under this 5. ion relating to the Pro- sc em all ap to S ECOND PARTY and shall con - Agreement, SECOND PARTY shall: I ec d sed tinue until either party delivers notice of termination to the other a. hold such Info. mation in confidence; party; provided, however, that all obligations hereunder with prior to the termination of this b. restrict disclosure of the Information solely to its employees, respect to Information received Agreement shall survive such termination. +� contractors and agents with a need to know such Informa- of their obligations hereunder o. Nothing contained in this Agreement shall be construed as grant - tion and advise those persons wit respect to such Information; ing or conferring any rights by license or otherwise in any c. use the Information only as needed for the purposes of the 7. Information. This Agreement shall benefit and be binding upon the parties Project; hereto and their respective subsidiaries, affiliates, successors d. except for the purposes of the Project, not copy or other- and assigns. wise duplicate such information or knowingly allow anyone else to copy or otherwise duplicate such Information; and 8• d A the laws sha ll b State govern by a n a construed in respect ve of r any and all copies shall bear the same notices or legends, dance choice of laws principles. 111 if any, as the originals; and E T By: _ 1 PrintName: -RA— m: I � Title: Lc �� PACIFIC BELL y By: Print Name: Joel Dinnauer Title: Engineer = 1 1 ° n e 3939 E. Coronado, 1st. fir. Address: Address: Fontana_, CA 923,x,6 Anaheim, CA 92807 Date Signed: , Date Signed: ALLARD ENGINEERING Civil Engineering Land Planning LETTER OF TRANSMITTAL r TO: Pacific Bell Company DATE: June 3, 1997 3939 East Coronado PROJECT: Landings Box Second Floor PROJECT NO: 121.02.01 Anaheim, CA 92807 di ATTN: Mr. Joel Binnauer RE: Storm Drain Plans DESCRIPTION: • 1 Set of Storm Drain Plans REMARKS: Per your request. a BY: Ray Allard CC: Ben Anderson, SunCal Companies rASunCj0\ 70003 6101 Cherry Avenue, Fontana, CA 92336 (909)899 -5011 * ( 909)899 -5014 1 *w - lri ALLARD ENGINEERING Civil Engineering Land Planning FAXED 613197 June 3, 1997 Mr. Joel Binnauer PACIFIC BELL COMPANY 3939 East Coronado, Second Floor Anaheim, CA 92807 Dear Joel: The Baseline Road Storm Drain Facility will be a double 10' x 8' RCB from ± 1950 feet west of Cherry Avenue to Citrus Avenue, along the northerly half on Baseline Road in the City of Fontana. The Baseline Road Storm Drain is a City of Fontana Master Plan Drainage Facility. If you have any questions or require any additional information, please call. Sincerely, /. James J. Ferris cc: Ben Anderson, SunCal Project SunCal jm.. suncaMaselineboslletterslpacbel .doc 0 . 6101 Cherry Avenue Fontana, CA 92336 (909)899 -5011 FAX (909)899 -5014 ,rrl ALLARD ENGINEERING Civil Engineering Land Planning LETTER OF TRANSMITTAL TO: Southern California Gas Company DATE: Sept 26, 1997 1981 W. Lugonia Avenue PROJECT: Baseline Box Redlands, CA 92374 PROJECT NO: 121.02.01 ATTN: Dennis Freeman ! RE: Base Line Box DESCRIPTION: Base Line Storm Drain �e REMARKS: Please locate your utilities and send information to Allard Engineering. Thanks BY: Don Johnson CC: Ben Anderson, SunCal Companies +1 4 FAsu„Ca1\970056.doe 6101 Cherry Avenue, Fontana, CA 92336 4w (909)899 -5011 * (909)899 -5014