Loading...
HomeMy WebLinkAboutTR 36116 Hydrology Analysis 2009 MAYERS & ASSOCIATES Civil Engineering, Inc. PLANNING•ENGINEERING•SURVEYING HYDROLOGY +, A N A LYSIS Teti five Tract 36116 CANYON HILLS CITY OF LAKE E NORE RIVE DE COUNTY F F � ' Prepared for: PARDEE HOMES 400 E. Rincon, Suite 201 Corona CA 92879 (951) 817-3400 I • ry J � `V✓ L..�� V �D MAYERS & ASSOCIATES 19 Spectrum Pointe Drive Su e609 Civil Engineering, Inc. PLANNING•ENGINGITING•SURVGVINc; MAY U �Q�� La e Forest, CA 92630 CITY OF LAKE ELSIN©RL PLANNING DIVISION HYDRC)LOGY ANALYSIS Tentative Tract 36116 CANYON HILLS CITY OF LAKE E NORE RIVERSIDE COUNTY Q�,OF ESS/off A.M,q R q<' Prepared Under Me Supervision of: 2 w No.50318 m Exp.6130/09 ;D —\ s> CIVIL �TFOF ca.l-IF Gary /iin,Rff5031-6,EW. 613010.9 Lam' Project No.08-0194-22 April 17,2009 MAYERS & ASSOCIATES Hydrology Analysis Tentative Tract 36116 Civil Engineering, Inc.. City of Lake Elsinore PLANNING•GNGINL'GRING•SURVEYING TABLE OF CONTENTS I. DRAINAGE OVERVIEW 1. INTRODUCTION .......................................................................................0 2. METHODOLOGY........................................................................................I 3. HYDROLOGY ANALYSIS.........................................................................2 II. VICINITY MAP III. APPENDICES APPENDIX A RATIONAL METHOD HYDROLOGY ANALYSIS Drainage Area "A"Calculations Drainage Area "B"Calculations Drainage Area "C"Calculations Drainage Area "D" Calculations IV. EXHIBITS EXHIBIT A HYDROLOGIC SOILS MAP EXHIBIT B PRECIPITATION MAPS EXHIBIT C HYDROLOGY MAP Gary A. Martin, RCE 50318 April 17,2009 ',"C'ivil Engineering, ]tic. I. DRAMGE OVERVIEW 1. INTKODUC 1 il.ON A. PURPOSE The purpose of this report is to provide a hydrologic analysis for the storm drain facilities proposed for Tentative Tract 36116. This is identified as Phase 7 (PA2813 and PA31) and is a portion of the 195-acre parcel located within the Canyon Hills Master Planned Community in the City of Lake Elsinore, County of Riverside. This study will provide a 10-year and 100-year hydrology analysis for use in the processing of the Tentative Tract Map. E. PROJECT DESCRIPTION The project tributary drainage area lies within the Santa Ana River Watershed within the City of Lake Elsinore. The project is currently an undeveloped parcel with no known structures. The site is bounded to the north by Canyon Hills Road, to the west by Tract 30495 (a proposed residential development), to the east by open space and existing residential lots. See the vicinity map contained in Section II of this report. The proposed project site consists of 202.51 gross acres and includes the development of 134 single-family detached residential units in PA2813, 118 single-family detached residential units in PA31, four (4) open space lots and associated improvements. C. EXISTING CONDITION In the present condition, the project site discharges into two separate drainage systems. A portion of the area drains southwesterly and eventually discharges into an existing storm drain system located within Tract 30494. The remaining area of TTM 36116 drains to the north / northeasterly direction. D. PROPOSED CONDITION As Tentative Tract 36116 is developed, the runoff will be collected through four separate storm drain systems, catch basins and inlets onsite. The majority of the southwesterly area runoff will be collected in a storm drain system located in Corktree Road and connect to an existing storm drain system located west of TTM 36116. Approximately, Prgject No.08-0194-22 April 17,2009 MAY1 RS & ASSOCIATES Hydrology Analysis Tentative Tract 36116 Civil Engineering, Inc. City of Lake Elsinore PLANNING•ENGINEERING•SURVEYING 13 acres of natural area will be collected in a storm drain west of "Y" Street and be conveyed across "L"Street and outlet into the natural watercourse east of"L" Street. The remaining storm runoff of the southern portion of TTM 36116 will be collected in a storm drain system proposed at the gated entry on "L" Street and conveyed northerly to an outlet point in the natural watercourse. This runoff will be conveyed in the natural and improved watercourse to Basin "B" of the Canyon Hills Road extension. The remaining storm runoff in the northern portion of TTM 36116 will be collected in a storm drain system proposed within "L" Street. The natural slopes located to the southwest of"L" Street will be collected in this storm drain. This storm drain will convey the runoff northwesterly in "L" Street to "G" Street where the storm drain will continue in a northeast direction. The remaining portion of PA28B will be collected in this storm drain system and will be discharged into the natural watercourse at the end of "D" Street. The storm runoff from this drainage area will be conveyed in an easterly direction and eventually discharge into proposed Basin "A" of the Canyon Hills Road extension. Basins "A" & "B" are located south of Canyon Hills Road in Tract 34353 and are being constructed in conjunction with the Canyon Hills Road extension. 2. METHODOLOGY The methodology used to determine the peak discharges is based upon the criteria contained in the Riverside County Flood Control & Water Conservation District Hydrology Manual. The hydrologic soil types were determined from the Hydrologic Classification of Soils map contained in the Riverside County Hydrology Manual. The following work plan and analyses were undertaken in the preparation of this drainage study: • All available information and improvement plans were collected. • The drainage areas within and tributary to the project site were defined. • A hydrologic computer model was prepared based on the proposed drainage patterns. The results of the study and the calculations for the hydrological analysis are presented in this report. Gary A. Martin, RCE 50318 April 17,2009 MAYERS & ASSOCIATES Hydrology Analysis � Tentative Tract 36116 Civil Enginecring, Inc. City of Lake Elsinore PLANNING•ENGINEERING•SURVEYING 3. HYDROLOGY ANALYSIS A. GENERAL The hydrologic studies prepared in this report utilized the rational method in accordance with the Riverside County Flood Control & Water Conservation District Hydrology Manual. Hydrology calculations were prepared using the "Rational Method Hydrology Computer Program Package" by CivilDesign Corporation Software based on the hydrology manual criterion. The rational method computes the peak runoff as a function of area, rainfall intensity, and a coefficient of runoff. The basic formula in the rational method is as follows: Q = CIA Where: Q = Peak runoff in cubic feet per second (cfs) C = Coefficient of runoff I = Average rainfall in inches per hour corresponding to the time of concentration A = Drainage area in acres This formula computes the peak flow rate at all points of concentration. The hydrology analysis is provided in this report. Land use in the study area is a significant factor in the development of the hydrology study in that the coefficient of runoff used in the rational method are partially dependent upon the type of surface development proposed within the drainage area. The land use used in this study is based upon the development proposed for Tentative Tract 36116. The major factor affecting infiltration is the nature of the soil. Hydrologic soil types within the study area were determined from the Hydrologic Classification of Soils map contained in the RCFC&WCD Hydrology Manual. The soil classification is based on the Soil Conservation Service criteria as follows: Soil Group A: Low runoff potential, consisting mainly of deep, well-defined sands or gravel. Soil Group B: Soils having moderate infiltration rates, consisting of moderately well drained sandy-loam soils with fine to moderate coarse textures. Gary A.Martin, RCE 50318 April 17,2009 MAYERS & ASSOCIATES Hydrology Analysis Tentative Tract 36116 ► Civil Engineering, Inc. City of Lake Elsinore PLANNING-ENGINEERING•suuvE),*iNG Soil Group C: Soils having slow infiltration rates, consisting of silty-loam soils with moderate fine textures. Soil Group D: High runoff potential with slow infiltration rates, consisting mainly of clay soils with a permanent high water table or shallow soils over impervious material. Rainfall intensity is expressed in inches of rainfall per hour and is developed by statistical methods from historical rainfall records. The rainfall intensity data used in this study was obtained from the curves for mean precipitation intensities included in the RCFC&WCD Hydrology Manual. B. RATIONAL METHOD HYDROLOGY ANALYSIS A rational method hydrology study has been prepared for the development of TTM 36116. This study will calculate the 10-year and 100-year storm discharges for the sizing of storm drainage system. Refer to the Hydrology Map in Section IV, Exhibit"C". Upon development of the tentative tract, the site will consist of four drainage areas. The flows from the site will be collected into the on-site storm drain systems and safely conveyed to discharge points. These storm drain systems will consist of reinforced concrete pipe that will collect flows from ultimate development. Drainage Area "A" collects runoff from the natural area west of"L" Street and conveys it east across "L" Street. The runoff is discharged into a natural watercourse. Drainage Area "A" consists of approximately 14.6 acres after development. The peak discharge in the 100-year event is approximately 45.4 cfs and 28.0 in the 10-year event. Drainage Area "B" collects runoff from the majority of the southern portion of TT 36116 and conveys it westerly within Corktree Road to the existing storm drain constructed with Tract 30494. Drainage Area "B" consists of approximately 55.1 acres after development. The peak discharge in the 100-year event is approximately 131.8 cfs and 81.4 in the 10-year event. Drainage Area "C" collects runoff from the remaining southern portion of TT 36116 and conveys it northerly within "L" Street and is discharged into a natural watercourse located adjacent to the entry gates. Drainage Area "C" consists of approximately 38.2 acres after development. The peak discharge in the 100-year event is approximately 94.1 cfs and 56.0 in the 10-year event. Drainage Area "D" collects runoff from the northern portion of TT 36116 (PA2813) and conveys it via a storm drain in a northerly and is discharged into a natural watercourse Gary A.Martin, RCE 50318 April 17,2009 MAYERS fi ASSOCIATES Hydrology Analysis Civil Engineering, Inc. Tentative Tract36116 PLANNING•ENGINEERING•SURVEYING City of Lake Elsinore located at the end of"Y Street. Drainage Area "Y consists of approximately 71.6 acres after development. The peak discharge in the 100-year event is approximately 192.7 cfs and 118.5 in the 10-year event. The hydrology calculations are contained in Section III of this report. The Hydrology Map contains all pertinent information and is presented in Section IV of this report. The Hydrology Analysis for the interim basins for the Canyon Hills extension is contained in the report title "Hydrology & Hydraulics Analysis for Canyon Hills Road Extension" under separate cover. Gary A.Martin, RCE 50318 April 17,2009 �MAYERS &. ASSOCIATES Civil Engineering, Inc. PLANNING•FNGINFERING•SURVEYING II. VICINITY MAP 74 nj } arm SITE LOCATION cANYDN 15 HILLS RD NEWPO RD 4 215 RD SCOTT RD OTTONWODD BUNDY CYN, MJ. RD CLINTON I, THOMA5 BROS. tOAP PG.26, GRID D4. VICINITY MAP- ND7 To SCaIF Project No.08-0194-22 April 17,2009 7 MAYERS &, ASSOCIATES Civil Enginecrinb, Inc. PLANNING•LNG INGGRING•SURVEYING III. APPENDICES APPENDIX A RATIONAL METHOD HYDROLOGY ANALYSIS Drainage Area "A" Calculations Drainage Area "B" Calculations Drainage Area "C"Calculations Drainage Area ''D" Calculations Project No.08-0194-22 April 17,2009 MAYERS & ASSOCIATES Civil Engineering, Inc. PLANNING•LNGINI3LRING•SURVGYING APPENDIX"A" RATIONAL METHOD HYDROLOGY ANALYSIS Project No.08-0194-22 April 17,2009 I Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989 - 2005 Version 7.1 Rational Hydrology Study Date: 04/17/09 File:3611610a.out ------------------------------------------------------------------------ TTM 36116 10-yeas Hydrology Study Drainage Area "A'' ********* -Hydrology Study Control Information English (in-lb) Units used in input data file ------------------------------------------------------------------------ Program License Serial Number 6194 ------------------------------------------------------------------------ Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual Storm event (year) = 10.00 Antecedent Moisture Condition = 2 Standard intensity-duration curves data (Plate D-4.1) For the [ Elsinore-Wildomar ) area used. 10 year storm 10 minute intensity = 2.320(In/Hr) 10 year storm 60 minute intensity = 0.980(In/Hr) 100 year storm 10 minute intensity = 3.540(In/Hr) 100 year storm 60 minute intensity = 1.500 (In/Hr) Storm event year = 10.0 Calculated rainfall intensity data: 1 hour intensity = 0.980(In/Hr) Slope of intensity duration curve = 0 . 4800 Process from Point/Station 1.000 to Point/Station 2.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 790.000 (Ft. ) Top (of initial area) elevation = 2040.000(Ft. ) Bottom (of initial area) elevation = 1806.000(Ft. ) Difference in elevation = 234.000(Ft. ) Slope = 0.29620 s(percent)= 29.62 TC = k(0.530P H length^3) / (elevation change) )^0.2 Initial. area time of concentration = 9.750 min. Rainfall intensity = 2.344(in/Hr) for a 10.0 year storm UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.839 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.100 Decimal fraction soil group D = 0.900 RI index for soil(AMC 2) = 88.70 Pervious area fraction = 1.000; Impervious fraction = 0. 000 Initial_ subarea runoff = 8.460(CFS) i Total ini.tia.l. stream area = 4.300(Ac. ) Pervious area fraction = 1.000 +++•I--!•+I-} -+++++++++++++-I+++++++•I•+++++-I+++++++A.+++a-+++++++++-I++++I+-i++++ Process from Point/Station 2.000 to Point/Station 5.000 **** IMPROVED CHANNEL TRAVEL TIME �xx� Upstream point elevation = 1806.000(Ft. ) � Downstream point elevation = 1791.000(Ft. ) Channel length thru subarea = 430.000 (Ft. ) Channel base width - 0.000(Ft. ) Slope or 'Z' of left channel bank = 1.000 Slope or 'Z' of right channel. bank = 1.000 Estimated mean flow rate at midpoint of channel = 1.3.728(CFS) Manning's 'N' = 0.015 Maximum depth of channel = 1.500 (Ft. ) Flow(q) thru subarea = 13.728(CFS) Depth of flow = 1.160(Ft. ) , Average velocity = 10.211 (Ft/s) Channel flow top width = 2.319 (Ft. ) Flow Velocity = 10.21 (Ft/s) Travel time - 0.70 min. Time of concentration = 10.45 min. Sub--Channel. No. :I. Critical depth = 1.617 (Ft. ) ' Critical flow top width == 3.000 (Ft. ) Critical flow velocity= 5.277 (Ft/s) Critical flow area = 2.602 (Sq.Ft:) Adding area flow to channel UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.837 Decimal fraction soil group A = 0.000 Decimal fraction soil group E = 0.000 Decimal fraction soil group C = 0.100 Decimal fraction soil group D = 0,900 RI index for soil(AMC 2) = 88.70 Pervious area fraction = 1.000; Impervious fraction = 0.000 Rainfall intensity = 2 .267 (In/Hr) for a 10.0 year storm Subarea runoff = 10.441(CFS) for 5.500(Ac. ) Total runoff = 18.901(CFS) Total area = 9.800(Ac. ) Depth of flow = 1.307 (Ft. ) , Average velocity = 11.061 (Ft/s) Sub-Channel No. 1 Critical depth = 1.828(Ft. ) ' Critical flow top width = 3.000 (Ft. ) Critical flow velocity= 5.844:(Ft/s) 3 Critical flow area = 3 .234 (Sq.Ft) i++-1•+++++i-+i--I•i-+++++i•++++++++++-I-++++++++++++++++i-+i-+i•+i-+i-++++++i+i•+++++ Process from Point/Station 5.000 to Point/Station 5.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 9.800(Ac. ) Runoff from this stream = 18.901 (CFS) Time of concentration = 10.45 min. Rainfall intensity = 2.267 (ln/Hr) +++++h++++i-+i•+++++++i•+++++++i•+++++++++++-i•+++++++++A-+++i-+ ++ +i+++i-++++ Process from Point/Station 3.000 to Point/Station 4.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 700.000 (Ft. ) �N Top (of initial area) elevation = 1970.000 (Ft. ) Bottom (of initial area) elevation = 1800.000(Ft. ) Difference in elevation = 170.000 (Ft. ) Slope = 0.24286 s(percent)= 24.29 TC = k(0.530) *[ (length^3) / (elevation change) ]^0.2 Initial area time of concentration = 9.666 min. Rainfall intensity = 2 .354 (ln/Hr) for a 10. 0 year storm UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.838 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0. 000 Decimal fraction soil group C = 0.200 Decimal fraction soil group D = 0.800 RI index for soil (AMC 2) = 88.40 Pervious area fraction = 1.000; Impervious fraction = 0.000 Initial subarea runoff = 6.705 (CFS) Total initial stream area = 3.400(Ac. ) Pervious area fraction = 1.000 ++++i•-F+i i+++++++i++++-I i i++++++++++++++++++++..H++++++i•+++++++ Process from Point/Station 4.000 to Point/Station 5.000 *** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1800.000(rFt. ) Downstream point/station elevation = 1791.000(Ft. ) Pipe length = 180.00 (Ft. ) Manning's N = 0.013 No. of pipes = 9. Required pipe flow = 6.705 (CFS) Nearest computed pipe diameter = 1.2.00(In. ) Calculated individual pipe flow -- 6.705 (CFS) Normal flow depth in pipe = 8.44(In. ) Flow top width inside pipe 10.97 (In. ) Critical depth could not be calculated. Pipe flow velocity = 11.37 (Ft/s) Travel time through pipe - 0.26 min. 4 Time of concentration (TC) = 9.93 min. ++1•+++++++a-+++++I+++!++�+i+I•++-I•tt++t..+++++i•+++++i-•!-+++++-1-++i+++++++++ Process from Point/Station 5.000 to Point/Station. 5.000 *** CONFLUENCE OF MINOR STREAMS *** � Along Main Stream number: 1 in normal stream number 2 Stream flow area = 3 .400(Ac. ) Runoff from this stream = 6.705 (CFS) Time of concentration = 9.93 min.. Rainfall intensity = 2.324 (In/Hr) Summary of stream data: Stream Plow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 18.901 10.45 2.267 2 6.705 9.93 2.324 Largest stream flow has longer time of concentration Qp = 1.8.901 + sum of Qb Ia/Ib 6.705 * 0.976 6.542 Qp = 25.443 Total of 2 streams to confluence: Flow .rates before confluence point: 1.8.901 6.705 Area of streams before confluence: 9.800 3.400 Results of confluence: Total flow rate = 25.443 (CFS) Time of concentration = 10.452 min. Effective stream area after confluence = 1.3.200(Ac. ) +i-+-!•i••1•+-1•+•1--I-•1..3..1•+•1••{-a••}-}•1-+i-t t+i-++•i••!•i•a•+•!•+•I-++•I-�-•i--I••}-I•-I-+i-t i-+i•+-}-I•++++i-+•1•+•I••1••i•-I.a-+i- Process from Paint/Station 5.000 to Point/Station 6.000 *** PIPEFLOW TRAVEL TIME (Program estimated size) * ** Upstream point/station elevation = 1.791.000(Ft. ) Downstream point/station elevation = 1.736.000(Ft. ) Pipe length = 570.00(Ft. ) Manning's N = 0. 013 No. of pipes = 1 Required pipe flow = 25.4:43 (CFS) Nearest computed pipe diameter 18.00 (In. ) Calculated individual pipe flow - 25.443 (CFS) Normal flow depth in pipe = 11.95 (In. ) Flow top width. inside pipe = 17.00 (In. ) Critical depth could not be calculated. Pipe flow velocity = 20.42 (Ft/s) Travel time through pipe = 0.47 min. Time of concentration (TC) W 10.92 min, 5 i+++++++++i-i•++++-I+++i++++++i+++++++i-++++++++++++++• ...+++i+i+ +++i-+++i i Process from Point/Station 6.000 to Point/Station 6.000 **** SUBAREA FLOUT ADDITION **** UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.820 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 1.000 i Decimal fraction soil group D = 0. 000 RI index for soil (AMC 2) = 86.00 Pervious area fraction = 1. 000; Impervious fraction = 0.000 Time of concentration = 10.92 min. Rainfall intensity = 2.220 (In/Hr) for a 10.0 year storm Subarea runoff = 2.549(CFS) for 1.400 (Ac. ) Total runoff = 27.992 (CFS) Total area = 14.600(Ac. ) End of computations, total study area = 14.60 (Ac. ) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction.(Ap) = 1.000 Area averaged RI index number = 88.4 • 0 • 1 Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989 - 2005 Version 7.1 Rational Hydrology Study Date: 04/1'7/09 File:36116100a.out ----------------------------------------_-------------------------------- 'ZTN! 36116 100-Year Hydrology Study Drainage :area "All ------------------------------------------------------------------------ ********* Hydrology Study Control Information. ********** English (in-lb) Units used in input data file ------------------------------------------------------------------------- Program License Serial Number 6194 ---------------------------------------------------------------------------- Rational Method Hydrology Program based on Riverside County Flood Control. & Water Conservation District 1978 hydrology manual Storm event (year) = 100.00 Antecedent Moisture Condition = 3 Standard intensity-duration curves data (Plate D-4.1) For the [ Elsinore-Wildomar ] area used. 10 year storm 3.0 minute intensity = 2.320(In/Hr) 10 year storm 60 minute intensity = 0.980 (ln/Hr) 100 year storm 10 minute intensity = 3.540 (In/Hr) 100 year. storm 60 minute intensity = 1.500 (In./Hr) Storm event year = 100.0 Calculated rainfall intensity data: 1 hour intensity = 1 .500(in/Hr) Slope of intensity duration curve = 0.4800 ++++++++4•i•+++++4•+++++++++++++++i•+++++.+++++++++4•-F i•+++++++i-++++++++++++ Process from Point/Station 1.000 to Point/Station 2.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 790.000(Ft. ) - Top (of initial area) elevation = 2040.000(Ft. ) Bottom (of initial area) elevation = 1806.000(Ft. ) Difference in elevation = 234.000(Ft. ) Slope = 0.29620 s(percent) = 29.62 TC = Jt(0.530) * ( (length^3) / (elevation change) ]^0.2 Initial area time of concentration. = 9.750 min. Rainfall. intensity = 3.588 (In/Hr) for a 100.0 year storm UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.884 Decimal fraction soil group A = 0.000 Decimal fraction soil. group B = 0.000 Decimal fraction soil group C = 0.100 Decimal fraction soil group D 0.900 RI index for soil (AMC 3) = 95.48 Pervious area fraction = 1.000; Impervious fraction = 0.000 Initial subarea runoff = 13 .646 (CFS) Total initial stream area = 4.300(Ac. ) Pervious area fraction = 1.000 ++q.++++++-I•-I--1•a•i++I-++i+i-++++++•3+++++++++++++•I•++A..++++•I-++-1 ++++++•I--I+++++ ! Process from Point/Station 2.000 to Point/Station 5 .000 ***x IMPROVED CHANNEL TRAVEL TIME Upstream point elevation = 1806.000 (Ft. ) Downstream point elevation = 1791.000(Ft. ) Channel length thru subarea = 430.000 (Ft. ) Channel base width - 0.000(Ft. ) Slope or 'Z' of left channel bank = 1.000 Slope or. 'Z' of right channel bank = 1.000 Estimated mean flow rate at midpoint of channel = 22.146 (CFS) Manning-Is 'N' = 0.015 Maximum depth of channel - 2.000 (Ft. ) Flow(q) thru subarea = 22.146 (CFS) Depth of flow = 1.387 (Ft. ) , Average velocity = 11.508(Ft/s) Charnel flow top width = 2.775 (Ft. ) Flow Velocity = 11.51 (Ft/s) Travel time - 0.62 min. 'rime of concentration = 10.37 min. Sub-Channel No. 1 Critical. depth = 1.984 (Ft. ) ' Critical. flow top width = 3.969 (Ft. ) ' Critical flow velocity= 5.624(Ft/s) ' Critical. flow area 3.938(Sq.Ft) Adding area flow to channel UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.884 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.100 Decimal fraction soil group D = 0.900 RI index for soil(AMC 3) = 95.48 Pervious area fraction = 1.000; Impervious fraction = 0.000 Rainfall intensity = 3.483 (In/H.r) for a 100.0 year storm Subarea runoff = 16.935 (CFS) for 5.500(Ac. ) Total. runoff = 30.581 (CFS) Total area = 9.800(Ac. ) Depth. of flow = 1.566 (Ft. ) , Average velocity = 12.474(Ft/s) Sub-Channel. No. 1 Critical. depth = 2 .219 (Ft. ) ' Critical flow top width = 4.000(Ft. ) Critical flow velocity= 6.273 (Ft/s) 3 Critical flow area. = 4. 875 (Sq.Ft) +++++++++++++-1•4-+++-1•+++++-1•+++1-+1•+++++-1•+•I•++++++-I•i-+++++++-I•+++++ ....... -++ Process from Point/Station 5.000 to Point/Station 5 .000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 9.800(Ac. ) Runoff from this stream = 30.581(CFS) Time of concentration = 10.37 min. Rainfall intensity = 3.483 (In/Hr) 1 1++++++++++•1-+++++-I i++++-1•++++++++.J-+++ ++++++++++++-4-++A-•I-I + 1 1+++++++I•� Process from Point/Station 3 . 000 to Point/Station 4.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 700.000(Ft. ) Top (of initial area) elevation = 1970.000 (Ft. ) Bottom (of initial area) elevation = 1800.000(Ft. ) Difference in elevation = 170.000(Ft. ) Slope = 0.24286 s(percent)= 24.29 TC = k(0.530) *[ (length^3) / (eleva.tion change) )^0.2 Initial area time of concentration = 9.666 min. Rainfall intensity = 3.603 (In/Hr) for a 100.0 year storm UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.884 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.200 Decimal fraction soil group D = 0.800 RI index for soil (AMC 3) = 95.36 Pervious area fraction = 1.000; Impervious fraction = 0.000 Initial subarea runoff = 10.831(CFS) Total initial stream area = 3.400 (Ac. ) Pervious area fraction =• 1.000 ++++++++++•1•++++++•1•++++++•1-++++�•++++++++++++++++4-+++++++++++++1--I•I•+•I-++++1 Process from Point/Station 4.000 to Point/Station 5.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1800.000 (Ft. ) Downstream poin.t/station elevation = 1791.000(Ft. ) Pipe length = 180.00(Ft. ) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 10.831(CFS) Nearest computed pipe diameter = 15.00(In. ) Calculated individual pipe flow - 10.831 (CFS) Normal flow depth in pipe 9.69 (ln. ) Flow top width inside pipe = 14.35 (In. ) Critical depth could not be calculated. Pipe flow velocity = 12.92 (Ft/s) Travel. time through pipe = 0.23 min. 4 Time of concentration (TC) = 9.90 min. +++++4-•4-4 +++- +A.+4-++t+++++t+i•++t+++++t+++++++-I•++t+++.{ '+ 9 1 1.;. 1 I { q Process from Point/Station 5.000 to Point/Station 5.000 *** CONPLUENCE OF MI14OR STREAMS Along Main Stream number: 1 in normal stream number 2 Stream flow area = 3.400(Ac. ) i Runoff from this stream - 10.831 (CPS) Time of concentration = 9.90 min.. Rainfall intensity = 3.562 (In/Hr) Summary of stream data: Stream Flow rate TC Rainfall. Intensity No. (CPS) (min) (In/Hr) 1 30.581 10.37 3.483 2 10.831 9.90 3.562 Largest stream flow has longer time of concentration Qp = 30.581 + sum of Qb la/lb 10.831. * 0.978 m 10.590 Qp = 41.171 Total of 2 streams to confluence: Flow rates before confluence point: 30.581 1.0.831 Area of streams before confluence: 9.800 3.400 Results of confluence: Total flow rate = 41.171 (CFS) Time of concentration = 1.0.373 min. Effective stream area after confluence = 13.200(Ac. ) +.{++++++++4-++++-I••1++++++i•+++•i+++++++++-h-3-+ A.4-++++++++i•+++•I••!••I++++i+++ A.++ Process from Point/Station 5.000 to Point/Station 6.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1791.000(Ft. ) Y __ Downstream point/station elevation = 1736.000(Ft. ) Pipe length -- 5'70.00(Ft. ) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 41.171 (CFS) Nearest computed pipe diameter - 21.00(In. ) Calculated individual pipe flow - 41.171(CFS) Normal flow depth in pipe = 14.70 (In. ) Flow top width inside pipe = 19.25 (In. ) Critical depth could not be calculated. Pipe flow velocity = 22.91 (Ft/s) Travel time through pipe = 0.41 min. Time of concentration (TC) = 10.79 min. 5 +++++i+i i-++i•i••1 i•+++++++++•1. ++++i ++i-+++++++i•+i•+++++i i i++++i I• + Process from Point/Station 6.000 to Point/Station 6.000 **** SUBAREA FLOW ADDITION **** UNDEVELOPED (poor cover) subarea T Runoff Coefficient = 0.880 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 1.000 Decimal fraction soil group D = 0.000 RI index for soil (AMC 3) = 94.40 Pervious area fraction - 1.000; Impervious fraction = 0.000 Time of concentration. = 10.79 min. Rainfall intensity = 3 .418(ln/Hr) for a 100.0 year storm Subarea runoff = 4.210 (CFS) for 1.400 (Ac. ) Total runoff = 45.381 (CFS) 'Total area = 3.4.600(Ac. ) End of computations, total study area = 14.60 (Ac. ) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 1.000 Area averaged RI index number = 88.4 i . i i • • 1 Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989 - 2005 Version 7.1 Rational Hydrology Study Date: 04/20/09 File:3611610b.out --------------------------------------------------------------------- TTM 36116 10-Year Hydrology Study Drainage Area "B" ------------------------•------------------------------------------------- *x**x* xr Hydrology Study Control Information English (in-lb) Units used in. input data file _...______--._----------------------------------------------------------------- Program License Serial Number 6194 ---------------------------------------------------_--__------------------ Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual Storm event (year) = 10.00 Antecedent Moisture Condition = 2 Standard intensity-duration curves data (Plate D-4.1) For the [ Elsinore-Wildomar ] area used. 10 year storm 10 minute intensity = 2.320(In/Hr) 10 year storm 60 minute intensity = 0.980(In/Hr) 100 year storm 10 minute intensity = 3 .540(In/Hr) 100 year storm 60 minute intensity = 1.500(In/Hr) Storm event year = 10.0 Calculated rainfall intensity data: 1 hour intensity = 0.980 (In/Hr) Slope of intensity duration curve = 0.4800 +++A-++1-+++++1-+++++a•+-I•+•I-+++.+++++++i+++++++I+i 1 !++i+i+i-+++++++4+ Process from Point/Station 10.000 to Point/Station 13 . 000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 940.000(Ft. ) Top (of initial area) elevation = 1802.000(Ft. ) Bottom (of initial area) elevation = 1784.000(Ft. ) Difference in elevation = 18.000(Ft. ) Slope = 0.0193.5 s(percent) = 1.91 TC = k(0.390) * [ (length^3) / (elevation change) ] ^0.2 Initial area time of concentration = 13.301 min. Rainfall intensity = 2 .020 (In/Hr) for a 10.0 year storm 2 SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.757 Decimal fraction soil. group A = 0.000 Decimal fraction soil group B = 0.790 Decimal fraction soil. group C = 0.210 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 58.73 Pervious area fraction = 0.500; Impervious fraction = 0. 500 Initial subarea runoff = 5.813 (CFS) Total initial stream area = 3.800 (Ac. ) Pervious area fraction = 0.500 +++++++++++a-++++++++++++++++++++++a-a-++++++a+++++++++a-+++++++ +a+++ +++ Process from Point/Station 13.000 to Point/Station 13.000 *** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1. v Stream flow area = 3 .800(Ac. ) Runoff from this stream W 5.813 (CFS) Time of concentration = 13.30 min. Rainfall intensity = 2..020(In/Hr) +++a-+a•+++++++-I•a•+++++ ++ ........ .++++++a Process from Paint/Station 1.1.000 to Point/Station 12.000 ** �* INITIAL AREA EVALUATION **** :initial area flow distance = 435.000(Ft. ) Top (of initial area) elevation = 1880.000(Ft. ) Bottom (of initial area) elevation = 1789.000(Ft. ) Difference in elevation = 91.000(Ft. ) Slope = 0.20920 s(percent)= 20.92 TC = ]c(0.530) * [ (length^3) / (elevati.on change) 1 ^0.2 Initial area time of concentration = 8.233 min. Rainfall intensity = 2.543 (In/Hr) for a 10.0 year storm UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.829 Decimal fraction soil group A = 0. 000 Decimal fraction soil. group B = 0.000 Decimal fraction soil group C = 1.000 Decimal fraction soil group D = 0.000 RI index for soil (AMC 2) = 86.00 Pervious area fraction = 1.000; Impervious fraction 0. 000 Initial subarea runoff = 1.687 (CFS) Total initial stream area = 0.800(Ac. ) Pervious area fraction = 1.000 +++a-+++++++++++++a•++a-+++++++++++++++++++++a-++++++a.++++++a-+++++a•++++++a• Process from Point/Station 12.000 to Point/Station 1.3.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1789.000(Ft. ) End of street segment elevation = 1784.000 (Ft. ) 3 Length of street segment 280.000(Ft. ) Height of curb above gutter flowline = 6.0(In. ) Width of half street (curb to crown) = 20.000(Ft. ) Distance from crown to crossfall grade break = 10.000 (Ft. ) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [21 side(s) of the street Distance from curb to property line = 10.000(Ft. ) Slope from curb to property line (v/hz) = 0,025 Gutter width = 2.000(Ft. ) Gutter hike from flowline = 2.000(In. ) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 4.157 (CFS) Depth of flow = 0.287 (Ft. ) , Average velocity = 2 .707 (Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 8.007 (Ft. ) Flow velocity = 2.71(Ft/s) Travel time = 1.72 min. 'TC = 9.96 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.788 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.420 Decimal fraction soil group C = 0.580 Decimal fraction soil group D = 0.000 RI index for soil (AMC 2) = 63 .54 Pervious area fraction = 0.500; Impervious fraction = 0.500 Rainfall intensity = 2.321(In/I-Ir) for a 10.0 year storm Subarea runoff = 4.757 (CFS) for 2.600(Ac. ) Total runoff = 6.444 (CFS) Total area = 3.400(Ac. ) Street flow at end of street = 6.44.4 (CFS) Hal£ street flow at end of street = 3 .222 (CFS) Depth of flow = 0.322 (Ft. ) , Average velocity = 2.984(Ft/s) Flow width (from curb towards crown)= 9.764 (Ft. ) +++A-+++•I•++++++++i-++++++-i•+A-++++++++++A-4+-1,A-++++-l-+++++- +++1-++++++++a•++� Process from Point/Station 13.000 to Point/Station 13.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 3 .400(Ac. ) Runoff from this stream = 6.4:44 (CFS) Time of concentration = 9.96 min. Rainfall intensity = 2.321 (In/Hr) Summary of stream data: Stream. Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 5,813 13.30 2.020 2 6.444 9.96 2.321 4 Largest, stream flow has longer or shorter time of concentration QP = 6.444 + sum of Qa Tb/Ta 5.813 * 0.749 = 4.351 Qp = 10.795 Total of 2 streams to confluence: Flow rates before confluence point: 5.813 6.444 Area. of streams before confluence: 3.800 3.400 Results of confluence: Total flow state = 10.795 (CFS) Time of concentration = 9.957 min. Effective stream area after confluence = 7.200(Ac. ) +++i•+-1-+++++i•++++++++++i•+i-++++.+++++++A-+4 i-+i+i-+++++++++++i i•i-•f+f++i 3•1•-F-+ Process from Point/Station 13.000 to Paint/Station 18.000 **x•x STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1784.000 (Ft. )� End of street segment elevation = 1768.000(Ft. ) Length of street segment = 245.000 (Ft. ) Height- of curb above gutter flowline = 6.0(In. ) Width of half street (curb to crown) = 20.000(Ft. ) Distance from crown to crossfall grade break = 10.000(Ft. ) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [2) side(s) of the street. Distance from curb to property line = 10.000(Ft. ) Slope from curb to property line (v/bz) = 0.025 Gutter width = 2 .000(Ft. ) Gutter hike from flowline = 2.000(In. ) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break. = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 11.627 (CFS) Depth of flow = 0.317 (Ft. ) , Average velocity = 5.631 (Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 9.51'7 (Ft. ) Flow velocity = 5.63 (Ft/s) Travel time = 0.73 min. TC = 10 . 68 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.813 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.600 Decimal fraction soil group D = 0.400 RI index for soil (AMC 2) = 71.40 Pervious area fraction = 0.500; Impervious fraction = 0.500 Rainfall intensity = 2.244(In/Hr) for a 10.0 year storm Subarea. runoff = 1.825 (CFS) for 1.000(Ac. ) Total .runoff = 12.621 (C1?S) Total area = 8.200 (Ac. ) 5 Street flow at end of street = 12.621(CFS) Half street flow at end of street = 6.310(CFS) Depth of flow = 0.324 (Ft. ) , Average velocity = 5.73'7 (Ft/s) Flow width (from curb towards crown)= 9.866 (Ft. ) +++++-I-+++++++++++++A-+a•+++-I•++++++++-F++++++•1•4--1•++++•+•+++++++++++a-+++++-I-+++ Process from Point/Station 3.8.000 to Point/Station 18.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 8.200(Ac. ) Runoff from this stream = 12 .621 (CFS) Time of concentration = 10.68 min. Rainfall intensity = 2.244(In/Hr) +++A- ++++++++++++++++++A-+++i i i-+++++i-++++++i-+++++++i•+i-+++++i+++i-i•++++++ Process from Point/Station 14.000 to Point/Station 15.000 **** INITIATE AREA EVALUATION **** Initial area flow distance = 790.000 (Ft. ) Top (of initial area) elevation = 1775.800(Ft. ) Bottom (of initial area) elevation = 1770.000(Ft. ) Difference in elevation = 5.800 (F't. ) Slope = 0.00734 s(percent)= 0.73 TC = ]�:(0.390) * [ (length"3) / (elevation change) ] ^0.2 Initial area time of concentration = 15.030 min. Rainfall intensity = 1.905 (ln/Hr) for a 10.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.811 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.170 Decimal fraction soil group D = 0.830 RI index for soil (AMC 2) - 73 .98 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 4.480 (CFS) Total initial stream area = 2 .900(Ac. ) Pervious area fraction = 0 . 500 ++++++++++++++++A.+++++i+++++-i.+++++•1•i•++++++++i•++++A-+i•++++++-I+++++i i+ ++ Process from Point/Station 15.000 to Point/Station 18.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1770.000 (Ft. ) T End of street segment elevation = 1768.000(Ft. ) Length of street segment = 300.000(Ft. ) Height of curb above gutter flowline = 6.0(In. ) Width of half street (curb to crown) = 20.000(Ft. ) Di-stance from crown to crossfall grade break = 18.000(Ft. ) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on (1] side(s) of the street 6 Distance from curb to property line = 10.000 (Ft. ) Slope from curb to property line (v/hz) = 0.025 Gutter width 2 .000(Ft. ) Gutter hike from flowl.ine = 2.000 (In. ) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 5.440(CFS) Depth of flow = 0.425(Ft. ) , Average velocity = 2.315(Ft/s) Streetflow hydraulics at midpoint; of street travel: Halfstreet flow width = 14.910(Ft. ) Flow velocity = 2.32 (Ft/s) Travel time = 2.16 min. TC = 17.19 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.789 Decimal fraction soil. group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.900 Decimal. fraction soil group D = 0.100 RI index for soil (AMC 2) = 69.60 Pervious area fraction = 0.500; Impervious fraction = 0.500 Rainfall. intensity = 1.786 (In/Hr) for a 10.0 year storm Subarea runoff = 1.832 (CFS) for 1.300(Ac. ) Total runoff = 6.312 (CFS) Total area = 4.200(Ac. ) Street flow at end of street = 6.312 (CFS) Half street flow at end of street = 6.312 (CFS) Depth of flow = 0.443 (Ft. ) , Average velocity = 2.400 (Ft/s) Flow width. (froirr curb towards crown)= 15.823 (Ft. ) +++++--+A-++++++++++++++++++++i-++++++A--3-++++++++++++A-+•1- ++i-+++++++++++++ Process from Point/Station 18.000 to Point/Station 18.000 **** CONFLUENCR OF MINOR STREAMS **** Along Main Stream number: 1 in normal. stream number 2 Stream flow area = 4.200(Ac. ) Runoff_ from this stream = 6.312 (CFS) Time of concentration. = 17 .19 min. Rainfall intensity = 1.786 (In/11r) A.+++++++++++++++++d-+ ++A.4-+4-+++++++++-I-+++++A•++4-+++-1++++A-+++ + +A.+A-+++ Process from Point/Station 1-6,000 to Point/Station 17.000 * `* INITIAL AREA EVALUATION **** Initial area flow distance = 830.000(Ft. ) Top (of initial area) elevation = 1775.600(Ft. ) Bottom (of initial area) elevation = 17'70.000(Ft. ) Difference in elevation = 5.600(Ft. ) Slope = 0.00675 s(percent)= 0.67 TC = k(0.390) * H length~3) / (elevation change) ]^0.2 Initial area time of concentration = 15.591 min. Rainfall intensity = 1.871(In/Hr) for a 10.0 year storm SINGLE FAMILY (1/4 Acre Lot) 7 Runoff Coefficient = 0.814 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil. group D = 1.000 RI index for soil(AMC 2) = 75.00 Pervious area fraction = 0.500; Impervious fraction = 0. 500 Initial subarea runoff = 4.872 (CFS) Total initial stream area W 3.200 (Ac. ) Pervious area fraction = 0.500 i ++++a-+++++++i-+++•1-•1•++++++i ++++++++•1-++-1•+++++... i-+++++A-++++++ a--i-A- i-++ -i I Process from Point/Station 17.000 to Point/Station 18. 000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = _ 1770.000(Ft. ) End of street segment elevation = 1766.000 (Ft. ) Length of street- segment = 270.000(Ft. ) Height of curb above gutter flowline = 6.0(In. ) Width of half street (curb to crown) = 20.000(Ft. ) Distance from crown to crossfall grade break = 18. 000 (Ft. ) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [11 side(s) of the street Distance from curb to property line = 10.000(Ft. ) Slope from curb to property line (v/hz) = 0.025 Gutter width = 2.000 (Ft. ) Gutter hike from flowline = 2.000 (In. ) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 5.405(CFS) Depth of flow = 0.380 (Ft. ) , Average velocity = 3 .3.32 (Ft/s) Streetflow hydraulics at midpoint of street travel.: Halfstreet flow width = 12.645 (Ft. ) Flow velocity = 3.13 (Ft/s) Travel time = 1.44 min. TC = 17.03 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.811 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil (AMC 2) = 75.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Rainfall intensity = 1.794(ln/Hr) for a 10.0 year storm Subarea runoff = 1.018(CFS) for 0.700(Ac. ) Total runoff = 5.890(CFS) Total area = 3.900 (Ac. ) Street flow at end of street = 5.890(CFS) Half street flow at end of street = 5.890(CFS) Depth of flow = 0.389 (Ft. ) , Average velocity = 3 .197 (Ft/s) Flow width (from curb towards crown) = 13.099 (Ft. ) 8 +++++++•+•+a-++++.. a+I•+++++++a•-I•a-++a-++++a-++++a-++a-+a+a a•a•++•1-++++++++++++a-+++ Process from Point/Station 18.000 to Point/Station 18.000 *** CONFLUENCE OF MINOR STREAMS ** Along Min Stream number: 1 in normal stream number 3 Stream flow area = 3.900(Ac. ) Runoff from this stream = 5.890 (CFS) Time of concentration = 17.03 min. Rainfall intensity = 1.794 (In/Iir) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min.) (In/I3r) 1 12 .621 10.68 2.244 2 6.312 17.19 1.786 3 5.890 17.03 1.794 Largest stream flow has longer or shorter time of concentration Qp = 12..621 + sum of Qa 'T'b/Ta 6.312 * 0.621- = 3.923 Qa. Tb/Ta 5.890 * 0.627 = 3 .695 Qp 20.2.38 Total of 3 streams to confluence: Flow rates before confluence point: 12.621 6.31.2 5.890 Area of streams before confluence: 8.200 4,200 3.900 Results of confluence: Tota.7. flow rate = 20.238(CFS) Time of concentration = 10.682 min. Effective stream area after confluence = 16.300 (Ac. ) •+++A-A-++a++a•++++++++a•+a-A-++++++a+I +++•++a•a•+1•++++4-+A-+a+4+++++++a-a•a-+++++i a Process from Point/Station 18,000 to Point/Station 21.000 **** STREET FLOW TRAVEL TIME a• SUBAREA. FLOW ADDITION Top of street segment elevation =� 1766.000(Ft, ) End of street segment elevation. = 1.752.000(Ft. ) Length of street segment = 280.000(Ft. ) Height of curb above gutter flowline = G.0(In. ) Width of half street (curb to crown) = 20.000(Ft. ) Distance from crown to crossfall grade break = 18.000 (P't. ) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on (1) side(s) of the street Distance from curb to property line = 10.000(Ft. ) Slope from curb to property 'line (v/hz) = 0.025 Gutter width = 2.000(Ft. ) Gutter hike from flowline = 2.000(In, ) 9 Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 20.502 (CFS) Depth of flow = 0.465 (Ft. ) , Average velocity = 6.850(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 16.930 (Ft. ) Flow velocity = 6.85(Ft/s) Travel time = 0.68 min. TC = 11.36 min. Adding area flow to street i COMMERCIAL subarea type Runoff Coefficient = 0.885 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) = 75.00 Pervious area fraction = 0.100; Impervious fraction 0.900 Rainfall intensity = 2.178(ln/Hr) for a 10.0 year storm Subarea runoff = 0.578(CFS) for 0.300 (Ac. ) Total runoff = 20.817 (CFS) Total area = 16.600(Ac. ) Street flow at end of street = 20.817 (CFS) Half street flow at end of street = 20.817 (CFS) Depth of flow = 0.467 (Ft. ) , Average velocity = 6.875 (Ft/s) Flow width (from curb towards crown)= 17.032 (Ft. ) ++++++++•I•+-1•+++++++++++++++++++++-I•++++++++++++++++++++++•i-+++++++.f•++++++ Process from Point/Station 21.000 to Point/Station 21.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 3. in normal stream number 1 Stream flow area = 16.600(Ac. ) Runoff from this stream = 20.817 (CFS) Time of concentration = 11.36 min. Rainfall. intensity = 2.178(ln/Hr) +++++++++++++++++•I+++++++++++++++++++++++++i++++I++i++++i-++ +++-+-.-}++++ Process from Point/Station 19.000 to Point/Station 20.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 810.000(Ft. ) Top (of initial area) elevation = 1799.200(Ft. ) Bottom (of initial area) elevation = 1746.000 (Ft. ) Difference in elevation = 53.200(Ft. ) Slope = 0.06568 s(percent)= 6.57 TC = k(0.530) *( (length^3) / (elevation change) ] ^0.2 Initial area time of concentration = 13.310 min. Rainfall intensity = 2 .019 (In/Hr) for a 10.0 year storm UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.830 Deci.ma:l fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.100 10 Decimal fraction soil group D = 0.900 RI index for soil (AMC 2) - 88.70 Pervious area fraction = 1.000; Impervious fraction = 0 . 000 Initial subarea runoff = 6.201 (CFS) Total initial stream area = 3.700 (Ac. ) Pervious area fraction = 1.000 ++++++++++++++++-I•+++++++•I•++++++•I--I•+++++++I+I I I I+++I++ I I•+++++++•i•I••I++� +I Process from Point/Station 20.000 to Point/Station 21. 000 **x* PIPEFLOW TRAVEL TIME (Program estimated size) *�* Upstream point/station elevation = 1746.000(Ft. ) Downstream point/station elevation = 1733.000(Ft. ) Pipe length = 70.00(Ft. ) Manning's N = 0.013 No. of pipes = 1 Required pipe flow - 6.201 (CFS) Nearest computed pipe diameter - 9.00(in. ) Calculated individual pipe flow = 6.201(CFS) Normal. f]..ow depth in pipe = 6.49 (In. ) Flow top width inside pipe = 8.07 (In. ) Critical depth could not be calculated. Pipe flow velocity = 18.18(Ft/s) Travel. time through pipe = 0.06 min. Time of concentration (TC) = 13 .37 min. +++++-I••i•+-I••I•-I-+•I•+-I-a-++•I-+t++++-!•+i-++•I-+i•+-I••I•++i-t i-•I-+++i••I-i•�-i••I•+i•-3--I•i-+i-+i-+�-+•1•+-I-++++ Process from Point/Station 21.000 to Point/Station 21.000 'A CONFLUENCE OF' MINOR STREAMS Along Main Stream number: 1 in normal stream number 2 Stream flow area = 3 .700(Ac. ) Runoff from this stream = 6.201 (CFS) Time of concentration 13.37 min. Rainfall intensity W 2.07.4(]:n/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CPS) (min) (In/Hr) 1 20.817 11.36 2.178 2 6.201 13.37 2 .01.4 Largest stream flow has longer or shorter time of concentration Qp = 20.817 + sum of Qa Tb/Ta 6.201 * 0.850 = 5.269 Qp = 26.086 Total of 2 streams to confluence: Flow rates before confluence point: 20.817 6.201 Area of streams before confluence: 16.600 3.700 Results of confluence: 11 Total flow rate = 26.086 (CFS) Time of concentration = 11.363 min. Effective stream area after confluence = 20 .300 (Ac. ) +i-+++++++++++++++++-I•++++++++++++++-I-+A-+++++++i-++++++4-++++++-l-+++++ I+ +++ Process from Point/Station 21.000 to Point/Station 24 . 000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1733 .000(Ft. ) Downstream point/station elevation = 1727.000(Ft. ) Pipe length = 120.00 (Ft. ) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 26.086(CFS) Nearest computed pipe diameter - 21.00(In. ) Calculated individual pipe flow = 26.086(CFS) Normal flow depth in pipe = 13 .39 (In. ) Flow top width inside pipe = 20.19(In. ) Critical depth could not be calculated. Pipe flow velocity = 16.11(Ft/s) '.Travel time through pipe = 0.12 min. Time of concentration (TC) = 11.49 min. i.++++++-I•+++++i-++++++++++++-I•+++++-I•++++-E-+++++++++++•I•++++++++i-+++++++-I-+++ Process from Point/Station 24.000 to Point/Station 24.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 _- Stream flow area = 20.300(Ac. ) Runoff from this stream = 26.086 (CFS) Time of concentration = 11.49 min. Rainfall intensity = 2.167 (ln/Hr) +1-+4•+a-+++++++++4•-1-++++1-++++++++++++++++.I•++++++++a-++++ l-++ I-I +++++i+++A-++1 Process from Point/Station 22.000 to Point/Station 23.000 **** INITI.AL AREA EVALUATION **** Initial area flow distanceM= 170.000(Ft. ) Top (of initial area) elevation = 1773 .700(Ft. ) Bottom (of initial area) elevation = 1732.000(Ft. ) Difference in elevation = 41.700(Ft. ) Slope = 0.24529 s(percent) = 24.53 TC = k(0.530) * [ (length-3) / (el.evation change) 1 ^0.2 Initial area time of concentration = 5.477 min. Rainfall intensity = 3.092 (In/Hr) for a 10.0 year storm UNDEVELOPED (poor cover.) subarea Runoff Coefficient = 0.854 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil (AMC 2.) = 89.00 Pervious area fraction. = 1.000; Impervious fraction = 0.000 Initial. subarea runoff = 3.1.7 0(CFS) 1.2 Total, initial. stream area = 1.200 (Ac. ) Pervious area fraction = 1.000 +++++++++++++a-a-a•+++++++ ++++ +++++++a+a++ ++a+•1-+•1-+++++++++++++++++++++ Process from Point/Station 23.000 to Point/Station 24.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1732.000(Ft. ) Downstream point/station elevation = 1727.000(Ft. ) Pipe length = 80.00 (Ft. ) Manning's N = 0.013 No. of pipes = 1 Required pipe flow - 3.170(CF'S) Nearest computed pipe diameter W 9.00(In. ) Calculated individual pipe flow - 3 .170(CFS) Normal flow depth in pipe = 5.91- (In. ) Flow top width inside pipe = 8.55(.T.n. ) Critical depth could not be calculated. Pipe flow velocity = 10.32 (Ft/s) Travel time through pipe = 0.13 min. Time of concentration (TC) = 5.61 min. ++++++++++++++++++++++++++++++a•+++++++++-I•+++++a-+1-4-+.1-+++++++a-•1•+++I a++++ Process from Point/Station 24.000 to Point/Station 24.000 ** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 1.200(Ac. ) Runoff from this stream = 3.1'70(CFS) Time of concentration = 5.61 min. Rainfall intensity = 3.058(In/Hr) Summary of stream data: Stream Flow rate 'TC Rainfall Intensity No. (CPS) (min) (In/Hr) 1 26.086 1.1.49 2.1.67 2 3 .170 5.61 3.058 Largest stream flow has longer time of concentration Qp = 26.086 + sum of Qb la/lb 3 .3.70 * 0.709 - 2.247 Qp = 28.332 Total of 2 streams to confluence: Flow rates before confluence point: 26.086 3 .170 Area of streams before confluence: 20.300 1.200 Results of confluence: Total flow rate = 28.332 (CF•S) Time of concentration = 11.487 min. Effective stream area after confluence 21.500(Ac. ) 13 }}Ei }++++•f++++++•i-++++i-+•F+++++•1•+++++i-++++-i•+++.t+i......++-I•+•E+.... i- I-1-++++ Process from Point/Station 24.000 to Point/Station 27 . 000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1727.000(Ft. ) Downstream point/station elevation = 1724.000(Ft. ) Pipe length = 60.00(Ft. ) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 28.332 (CFS) Nearest computed pipe diameter - 21.00(In. ) Calculated individual pipe flow - 28.332 (CFS) Normal flow depth in pipe = 14.20(In. ) Flow top width inside pipe = 19.65 (In. ) Critical depth could not be calculated. Pipe flow velocity = 16.36 (Ft/s) Travel time through pipe = 0.06 min. Time of concentration (TC) = 11.55 min. ++++i-++++++i-+++i-++++++++i-+A-+i-+i-+4.+++++++++i•+A-+++++++-I•++i-+++i-+i•+i+++++ Process from Point/Station 27.000 to Point/Station 27.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 21.500 (Ac. ) Runoff from this stream = 28.332 (CFS) Time of concentration = 11.55 min. Rainfall intensity = 2.161 (In/Hr) i•i•++-i-+++++.++++++i-++++++ +++++i•+++++++i-+++++++++++++ i i-+++++++++I +1.++••I- Process from Point/Station 25.000 to Point/Station 26 .000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 730.000(Ft. ) Top (of initial area) elevation = 1802 .000 (Ft. ) Bottom (of initial area) elevation = 1793.000(Ft. ) Difference in elevation = 9.000(Ft. ) Slope = 0.03.233 s (percent)= 1.23 TC = ]c(0.390) * [ (lengt-h^-3) / (elevat-ion change) ]^0.2 Initial area time of concentration = 13.128 min. Rainfall intensity = 2.032 (In/Hr) for a 10. 0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.798 Decimal fraction soil. group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 1.000 Decimal. fraction soil group D = 0.000 RI index for soil (AMC 2) = 69.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 3.890(CFS) Total initial stream area = 2.400 (Ac. ) Pervious area fraction = 0.500 14 +++++i•+i•+++++i•+++++++++i•+•1•+++++i++++i•++++++ +++i++++i+++++++i i i+++++++ Process from Point/Station 26.000 to Point/Station 27.000 *** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1'793.000(Ft. ) End of street segment elevation = 1740.000(Ft. ) Length of street segment = 900.000(Ft. ) Height of curb above gutter flowline = 6.0(In. ) Width of half street (curb to crown) = 20.000(Ft. ) Distance from crown to crossfall grade break = 18.000 (Ft. ) Slope from gutter to grade break. (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft. ) Slope from curb to property line (v/hz) = 0.025 Gutter width = 2.000(Ft. ) Gutter hike from flow.line = 2.000(In. ) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 5.188 (CFS) Depth of flow = 0.312 (Ft. ) , Average velocity = 5 .2.73 (Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 9.259 (Ft. ) Flow velocity = 5.27 (1't/s) Travel time = 2 .84 min. TC = 15.97 min. Adding area flow to street SINGLE FAMILY (1/4 Acre J_lot) Runoff Coefficient = 0.808 Decimal. fraction soil, group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil. group C = 0.200 Decimal fraction soil group D = 0.800 RI index for soil. (AMC 2) = 73.80 Pervious area fraction = 0.500; Impervious fraction = 0.500 Rainfall intensity = 1.850 (ln/Hr) for a 1.0.0 year storm Subarea runoff. = 2.542 (CFS) for 1.700 (Ac. ) Total runoff = 6.432 (CFS) Total area = 4.100(Ac. ) Street flow at end of street = 6.432 (CFS) Ralf street flow at end of street — 6.432 (CFS) Depth of flow = 0.330(Ft. ) , Average velocity = 5.536 (Ft/s) Flow width (from curb towards crown)= 10.174(Ft. ) +++++++++++++++++++++++++++++i•+++++++++++++++++++++++++++++++++ Process from Point/Station 27.000 to Point/Station 27.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal. stream number 2 Stream flow area = 4.100(Ac. ) Runoff from this stream = 6.432 (CFS) Time of concentration = 15.97 min. Rainfall intensity = 1.850(ln/Hr) Summary of stream data: 15 Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 28.332 11.55 2.161 2 6.432 15.97 1.850 Largest stream flow has longer or shorter time of concentration Qp = 28.332 + sum of Qa Tb/Ta. 6.432 * 0.723 = 4.650 Qp = 32.983 Total of 2 streams to confluence: Flow rates before confluence point: 28.332 6.432 Area of streams before confluence: 21.500 4.100 Results of confluence: Total flow rate = 32.983 (CFS) Time of concentration = 11.549 min. Effective stream area after confluence = 25.600 (Ac. ) +++4-++++++++++i-+4-+A-++++4-++++++++•1.+++++++I-+++++a-+++++++-1•+!+++a-+-I• I-+++++i Process from Point/Station 27.000 to Point/Station 39.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) ***" Upstream point/station elevation = 1724.000(Ft. ) Downstream point/station elevation = 172.2.000(Ft. ) Pipe length = 40.00 (Ft. ) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 32.983 (CFS) Nearest computed pipe diameter = 21.00 (In. ) Calculated individual pipe flow - 32.983 (CFS) Normal flow depth in pipe = 16.03 (In. ) Flow top width inside pipe = 17.85(In. ) Critical depth could not be calculated. Pipe flow velocity = 16.73 (Ft/s) Travel time through pipe = 0.04 min. Time of concentration (TC) = 11.59 min. +++++++++A-4-A-+++++-1++++-I-+4-+++++-I•+++++++a•++++A-+++i•+++++-I-++++ ++++I-i-+++ Process from Point/Station 39.000 to Point/Station 39.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 25.600(Ac. ) Runoff from this stream = 32.983 (CFS) Time of concentration = 11.59 min. Rainfall intensity = 2.158(In/Hr) Program is now starting with Main Stream No. 2 ++a-+-I-++++++++++A-++-I-.+-i-++i-+++++++++a-+++++i•+++++++++++++•I•+++++++++++++++ 1.6 Process from Point/Station 28.000 to Point/Station 29.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 440.000(Ft. ) Top (of initial area) elevation = 1850.000(Ft. ) Bottom (of initial area) elevation = 1774.000(Ft. ) Difference in elevation = 76.000(Ft. ) Slope = 0.3.7273 s(percent)= 17.27 TC = lc(0.530) *[ (length^3) / (elevation change) ]^0.2 Initial area. time of concentration = 8.594 min. Rainfall intensity = 2.491 (In/Hr) for a 1.0.0 year storm UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.844 Decimal fraction. soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil (AMC 2) = 89.00 Pervious area fraction = 1.000; Impervious fraction = 0. 000 Initial subarea. runoff = 5.88'7 (CFS) Total initial stream area = 2.800 (Ac. ) Pervious area fraction = 1 .000 +++i-•i++++-1-++a-+++-+•{-++++-1•+++++A-++4-+++-1•+++++++A-+-i+++ I•a•i+i+++++++-I•+++1•-I•A-4•+ Process from Point/Station 29.000 to Paint/Station 31.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1774.000(Ft. ) Downstream point/station elevation = 1.772.000(Ft. ) Pipe length = 200.00(Ft. ) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 5.887 (CFS) Nearest computed pipe diameter - 15.00(In. ) Calculated individual pipe flow - 5.887 (CFS) Normal flow depth in pipe = 11.25 (I11. ) Flow top width inside pipe 12.99 (ln. ) Critical- Depth = 11.78(In. ) Pipe flow velocity = 5.97 (Ft/s) Travel. time through pipe = 0.56 min. Time of concentration (TC) W 9.15 min. 1++1+i 1++! !i {•+•I+I.{•.�.1••+{•+I 1 i i+++++a••{++++++++++++++•i--i++a•1.4+++++++i+++� •f 1.1• Process from Point/Station 31.000 to Point/Station 31 .000 * CONFLUENCE OF MINOR STREAMS Along Main Stream number: 2 in normal stream number 1 Stream flow area = 2.800(Ac. ) Runoff from this stream = 5.887 (CFS) Time of concentration = 9.15 min. Rainfall intensity = 2.417 (In/I3r) ++++++++•I•+++++++++++++++++4-+-i••1•++++i•+++++-1++++++4-++++i+I++}+1+ I+ I.4•a-+I i Process from Point/Station 30.000 to Point/Station 31.000 17 **** INITIAL AREA EVALUATION **** Initial area flow distance = 230.000 (Ft. ) _~ Top (of initial area) elevation = 1774.000(Ft. ) Bottom (of initial area) elevation = 1772.000(Ft. ) Difference in elevation = 2.000(Ft. ) Slope = 0.00870 s(percent)= 0.87 TC = Ie(0.390) * [ (length-3) / (elevation change) ]^0.2 Initial area time of concentration = 8.869 min. Rainfall intensity = 2.453 (ln/Hr) for a 10.0 year storm ' SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.831 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) = 75.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 1.835 (CFS) Total initial stream area = 0.900 (Ac. ) Pervious area fraction = 0.500 ++i-++++..1•++++++++�-++++++a-+A-A........9•+-1....+++++A-1-1•1-+++++++1-1.++++++++++++ Process from Paint/Station 31.000 to Point/Station 31.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 0.900(Ac. ) Runoff from this stream = 1.835 (CFS) Time of concentration = 8.87 min. Rainfall intensity = 2.453 (In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 5.887 9.15 2.417 2 1.835 8.87 2.453 Largest stream flow has longer time of concentration Qp = 5.887 sum of Qb Ia/Ib 1.835 * 0.985 = 1.807 Qp = 7.694 Total of 2 streams to confluence: Flow rates before confluence point: 5.887 7.. 835 Area of streams before confluence: 2.800 0.900 Results of confluence: Total flow rate = 7.694 (CFS) Time of concentration = 9.152 min. Effective stream area after confluence = 3 .700(Ac. ) 38 i++++A-+++++i 3+++i•+++++-I•i•i•i•++++•}+i•+++++i i++++A-++++++++i i+ +I+++i-+A-+++++ Process from Point/Station 31.000 to Point./Station 33.000 **** STREET FLOW TRAVEL TIME + SU13AREA FLOW ADDITION **max Top of street segment elevation = 1772.000(Ft. )� End of street segment elevation = 1738.000(P1t. ) Length of street segment = 640.000(Ft. ) Height of curb above gutter flowline = 6.0(In. ) Width of ha.l.f street (curb to crown) = 20.000(Ft. ) Distance from crown to c•rossfall. grade break = 18.000(Ft. ) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1) side(s) of the street Distance from curb to property line = 10.000(Ft. ) Slope from curb to property line (v/hz) = 0.025 Gutter width = 2..000(Ft. ) Gutter hike from flowline = 2.000(In. ) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 9.180(CFS) Depth of flow = 0.368(Ft. ) , Average velocity = 5.781(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfst-reet flow width = 12.089 (Ft. ) Flow velocity = 5.78(Ft/s) Travel time = 1.85 min. TC = 11.00 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient- = 0.825 Decimal. fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal- fraction soil group C = 0. 000 Decimal. fraction soil group D = 1.000 RI index for soil (AMC 2) = 75.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Rainfall intensity = 2 .23.3 (rn/Hr) for a 1.0.0 year storm Subarea runoff = 2.920(CFS) for 1-.600(A.c. ) Total runoff = 10.614 (CFS) Total area m 5.300 (Ac. ) Street flow at end of street = 10.614(CFS) I•Ialf street flow at end of street = 1-0.614:(CFS) Depth of flow = 0.383 (Ft. ) , Average velocity = 5.983 (Ft/s) Flow width (from curb towards crown)= 12.835 (Ft. ) ++++i•+++++++++++++++++++++++i++++++++i++i•+++++i-+++++++++i+++++++++ F+++ Process from Point/Station 33.000 to Point/Station 33 . 000 ** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 5.300(Ac. ) Runoff- from this stream = 10.614(CFS) Time of concentration = 11.00 min. Rainfall intensity = 2.213 (In/Hr) 19 ++ +++++i-+i•++++++i i+t+++i•i•++++i i+i ttt++++i•+t+++++++i•++++t+tt+i•+++t++++ Process from Point/Station 32.000 to Point/Station 33.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 970.000(Ft. ) Top (of initial area) elevation = 1781.400(Ft. ) Bottom (of initial. area) elevation = 1738.000(Ft. ) Difference in elevation = 43.400(Ft. ) a Slope = 0.04474 s(percent)= 4.47 TC = k(0.390) * [ (length^3) / (elevation change) ]^0.2 Initial area time of concentration = 11.367 min. Rainfall intensity = 2.178(In/Hr) for a 10.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.824 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) = '75 00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 5.382 (CPS) Total initial stream area = 3.000 (Ac. ) Pervious area fraction = 0.500 ++tt++Fi•+++-I•+t++++t++i-++++i-+++-I•ttt+t+•}•++-1+ i•+++t+++++i•tttt+t+i-+i•+i•+++t Process from Point/Station 33.000 to Point/Station 33.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 3 .000 (Ac. ) Runoff from this stream = 5.382 (CFS) 'rime of concentration = 11.37 min. Rainfall intensity = 2.178(In./Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 10.614 11. 00 2.213 2 5.382 11.37 2.178 Largest stream flow has longer or shorter time of concentration Qp = 10.614 + sum of Qa Tb/Ta 5.382 * 0.968 = 5 .207 Qp = 15.822 Total of 2 streams to confluence: Flow rates before confluence point: 10.614 5.382 Area of streams before confluence: 5.300 3 .000 20 Results of confluence: Total flow rate = 15.822 (CFS) Time of concentration = 10.998 min. Effective stream area after confluence = 8.300(Ac. ) +++i--1++++i•+a-++++++++++-I•+++++++++++++++++•++a•+++++++++++-+++A-+•{++++++++I 1 Process from Point/Station 33.000 to Point/Station 38.000 ** '` PIPEFLOW TRAVEL TIME (Program estimated size) x*** Upstream point/station elevation = 1738.000(Ft. ) Downstream point/station elevation = 1726.000(Ft. ) Pipe length = 40.00 (Ft. ) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 15.822 (CFS) Nearest computed pipe diameter - 12.00 (In. ) Calculated individual. pipe flow = 15.822 (CFS) Normal flow depth in pipe := 8.20(in. ) Flow top width, inside pipe = 11.16 (In. ) Critical depth could not be calculated. Pipe flow velocity = 27.67 (Ft/s) Travel time through pipe = 0.02 min. Time of concentration (TC) = 11.02 min. +++i•++++.I.++++A-++++++++A-.1.++++++++++++++++a-+a-++ •I++++i•i++1-i+++ I ! I++(- Process from Point/Station 38.000 to Point/Station 38.000 * ** CONFLUENCE OF MINOR STREAMS * � `* Along Main Stream number: 2 in normal stream number 1 Stream flow area = 8.300(Ac. ) Runoff from this stream = 15.822 (CFS) Time of concentration = 11.02 min. Rainfall intensify = 2.21.0(ln/Hr) +++++++++•I-+++-I•++-I•1-++1•+-I••I•++++•I-++++•I-+++-I-++++4-A-+++-I-+++++•I-•+A•+++++-I-+++1-++•+-1- Process from Point/Station 34.000 to Point/Station 35.000 x•x INITIAL AREA EVALUATION Initial area flow distance -T 1000.000 (Ft. )^-_..._ Top (of initial area) elevation = 2012.000(Ft. ) Bottom (of initial area) elevation = 1.850.000(Ft- . ) Difference in elevation = 162 .000(Ft. ) Slope = 0.16200 s(percent)= 16.20 TC = k..(0.530) * [ (length^3) / (elevation change) ] ^0.2 Initial area time of concentration = 12.089 min. Rainfall intensity = 2.114 (ln/Hr) for a 10.0 year storm UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.835 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1..000 RI index for soil (AMC 2) = 89.00 Pervious area fraction = 1.000; Impervious fraction = 0,000 21 Initial subarea runoff = 4.237 (CFS) Total initial stream area. = 2.400(Ac. ) Pervious area fraction = 1.000 +++++++•i•++++++-I-+++++i•++++++•I-+++t+-1•++++++++-I•+++++++++++++a•+d-A-++++A-+++++ Process from Point/Station 35.000 to Point/Station 36.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point: elevation = 1850.000(Ft. ) Downstream point elevation = 1.754.000(Ft. ) Channel length thru subarea = 850.000 (Ft. ) Channel. base width = 0.000(Ft. ) Slope or 'Z' of left channel bank = 1.000 Slope or `z' of right channel bank = 1.000 Estimated mean flow rate at midpoint of channel = 11.923 (CFS) Manning's 'N' = 0.01.5 Maximum depth of channel - 1.500(Ft. ) Flow(q) thru subarea = 11.923 (CFS) Depth of flow = 0.882 (Ft. ) , Average velocity = 15.314(Ft/s) Channel flow top width = 1.765 (Ft. ) Flow Velocity = 15.31 (Ft/s) Travel time = 0.93 min. Time of concentration = 13 .01 min. Sub-Channel No. 1 Critical depth = 1.539(Ft. ) ' Critical flow top width = 3.000(r7t. ) Critical flow velocity= 5.037 (Ft/s) Critical flow area = 2.367 (Sq.Ft.) Adding area flow to channel UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.833 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil (AMC 2) = 89. 00 Pervious area fraction = 1.000; Impervious fraction = 0.000 Rainfall intensity = 2.041(ln/Hr) for a 10.0 year storm Subarea runoff = 15.296 (CFS) for 9.000 (Ac. ) Total runoff = 19.533 (CFS) Total area = 11.400(Ac. ) Depth of flow = 1.062 (Ft. ) , Average velocity = 17 .326(Ft/s) Sub-Channel No. 1 Critical depth = 1.844 (Ft. ) Critical flow top width = 3 .000(Ft.) Critical flow velocity= 5.953 (Ft/s) Critical flow area = 3.281 (Sq.Ft) +f I+++++•I-+•++++•I-+++++++++++++i•++++++++++++++++++++++•-I•+++++I++}+! i a I- ++ Process from Point./Station 36.000 to Point/Station 38.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** 22 Upstream point/station elevation = 1754.000(Ft. ) Downstream point/station elevation = 1726.000(Ft. ) Pipe length = 280.00(Ft. ) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 19.533 (CFS) Nearest computed pipe diameter = 15.00(ln. ) Calculated individual pipe flow = 19.533 (CFS) Normal flow depth in pipe = 1.1..74 (In. ) Flow top width inside pipe W 12.37 (In. ) Critical depth could not be calculated. Pipe flow velocity = 18.95 (Ft/s) Travel time through pipe = 0.25 min. 'Dime of concentration (TC) = 13.26 min. +++++++++++++++++++++++I+•i•i•• ++++i•+++++++++++++++++•i++++++i !++++ ++�- Process from Point/Station 38.000 to Point/Station 38.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 1.1.400(Ac. ) Runoff from this stream = 19.533 (CFS) Time of concentration = 13 .26 min. Rainfall intensity = 2.023 (ln/Hr) +++1-++++++++++++++++A-+A.+++.+++++++++-+A-++++A-1-4•+++++-i•a-+++++++ +++++++++•1.+ Process from Point/Station 37.000 to Point/Station 38.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 8'70.000 (Ft. ) Top (of initial area) elevation = 2000.000(Ft. ) Bottom (of initial. area) elevation = 1726.000(Ft. ) Difference in elevation = 274.000(Ft. ) Slope = 0.31494 s(percent)= 31.49 TC = k(0.530) *[ (lengt.h^3) / (elevation change) 1^0.2 Tniti.al. area. time of concentration = 1.0.010 min. Rainfall intensity = 2.315 (ln/Hr) for a 10.0 year storm UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.840 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal. fraction soil_ group C = 0.000 Decimal. fraction soil group D = 1.000 RI index for soil (AMC 2) = 89.00 Pervious area fraction = 1.000; Impervious fractic,a-j = 0. 000 Initial subarea runoff = 9.530 (CFS) Total initial stream area = 4.900(Ac. ) Pervious area fraction. = 1.000 ++ +++++++++a•++++++i i i i i I++++++i-++ ++I-+++++i+i !+++a•++++++++++++l-++ Process from Point/Station 38.000 to Point/Station 38.000 ** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 3 23 Stream flow area Runoff from this stream = 9. 530(CFS) Time of concentration = 10.01 min. Rainfall intensity = 2 .315 (In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 1 1.5.822 11.02 2.210 2 19.533 13.26 2.023 3 9.530 10.01 2.315 Largest stream flow has longer time of concentration Qp = 19.533 + sum of Qb Ia/Ib 15.822 * 0.915 = 14.478 Qb Ia/Ib 9.530 * 0.874 = 8.327 Qp = 42.339 Total of 3 streams to confluence: Flow rates before confluence point: 15.822 19.533 9.530 Area of streams before confluence: 8.300 11.400 4.900 Results of confluence: Total flow rate = 42.339 (CFS) Time of concentration = 13.260 min. Effective stream area after confluence = 24.600(Ac. ) +++++++++++++++++++4--f••I•++-I....++i-++++++-f•+i•+I•++++A--I-+++++++-1•+++++-I•+++1-++ 1 Process from Point/Station 38.000 to Point/Station 39.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1726.000(Ft. ) T Downstream point/station elevation = 1722.000(Ft. ) Pipe length = 80.00(Ft. ) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 42.339(CFS) Nearest computed pipe diameter - 24.00(In. ) Calculated individual pipe flow = 42.339 (CFS) Normal flow depth in pipe = 16.80(In. ) Flow top width inside pipe = 21.99 (In. ) Critical. depth could not be calculated. Pipe flow velocity = 18.03 (Ft/s) Travel time through pipe = 0.07 min. Time of concentration (TC) = 1.3.33 min. i•++++++i•++++++++++4-++i ++-I•+++++i-+++++++++++++++++i-++-1•++++++++++++++++++ Process from Point/Station 39.000 to Point/Station 39.000 *** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: __ 24 In Main Stream number: 2 Stream flow area = 24.600 (Ac. ) Runoff from this stream = 42 .339 (CFS) Time of concentration = 13.33 min. Rainfall intensity = 2.017(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall. Intensity No. (CI'S) (min) (In/Hr) i 1 32.983 11-.59 2.158 2 42.339 13 .33 2.017 Largest stream flow has longer time of concentration Qp = 42.339 + sum of Qb Ia/Ib 32.983 * 0.935 W 30.835 Qp = 73.173 Total of 2 ma.i.n streams to confluence: Flow rates before confluence point: 32.983 42.339 Area of streams before confluence: 25.600 24.600 Results of confluence: Total flow rate = 73.173 (CFS) Time of concentration = 13.334 min. Effective stream area after confluence - 50.200 (Ac. ) +++•I-++•I-+•I•+I•I-++A-++I.+++++++A-+•I•+•4• ++I +++A-++•3•+++++-1.++++++++++A-A-+A-A. Process from Point/Station 39.000 to Point/Station 4:1.000 *Y'* PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation. = 1722.000(Ft. ) ]Downstream point/station elevation = 1677.000(Ft. ) Pipe length = 560.00(Ft. ) Manning's N = 0.013 No. of. pipes = 1 Required pipe flow = 73.173 (CFS) Nearest computed pipe diameter = 27.00(In. ) Calculated individual pipe flow = 73.173 (CFS) Normal flow depth. in pipe = 18.84 (In. ) Flow top width inside pipe = 24.79(In. ) Critical depth could not be calculated. Pipe flow velocity = 24.71 (Ft/s) Travel time through pipe = 0.38 min. Time of concentration (TC) = 13.71 min. ++-1-+++++++•I-•+++++•I--I•+++i++++I {i•a-1•++++i++i++I+a•I-++++++++++-+ i-i +i-i +++++++.�..�. Process from Point/Station 4:1.000 to Point/Station 41.000 **** CONFLUENCE OF MINOR STREAMS Along Main Stream number- 1 in normal stream number 1 25 Stream flow area = 50.200 (Ac. ) Runoff from this stream = 73.173 (CFS) Time of concentration = 13.71 min. Rainfall intensity = 1.990(In/Hr) -I-+++++++•4•+4•+-I•++++++i !++i+++++I•I-I-+++++i i 1+++++I•i-I•+1-+-f-i-....++•4•+i•+•I•++•I•-i. Process from Point/Station 40.000 to Point/Station 41.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 450.000(Ft. ) Top (of initial area) elevation = 1754.000(Ft. ) Bottom (of initial area) elevation = 1694.000 (Ft. ) Difference in elevation = 60.000(Ft. ) Slope = 0.13333 s(percent)= 13.33 TC = k(0.530) *[ (lengthA3) / (elevation change) ]^0.2 Initial area time of concentration = 9.132 min. Rainfall intensity = 2.419 (In/Hr) for a 10.0 year storm UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.843 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil (AMC 2) = 89. 00 Pervious area fraction = 1.000; Impervious fraction 0.000 Initial subarea runoff = 2.242 (CFS) Total initial stream area = 1.100(Ac. ) Pervious area fraction = 1.000 -I++++++++++++++-I-+++++++++++++++I+ 1-+++++++•1-++++i ..+++++-1--1-++++4-+-I++4--1•++++ Process from Point/Station 41.000 to Point/Station 41.000 **** CONFLUENCE OF MINOR STREAMS **** Along~Main Stream number: 1 in normal stream number 2 Stream flow area = 1.100(Ac. ) Runoff from this stream = 2 .242 (CFS) Time of concentration = 9.13 min. Rainfall intensity = 2.419 (In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 73 .173 13.71 1.990 2 2.242 9.13 2.419 Largest stream flow has longer time of concentration Qp = 73.173 + sum of Qb la/lb 2.242 * 0. 623 = 1.845 Qp = 75.018 Total of 2 streams to confluence: 26 Flow rates before confluence point: 73.173 2.242 Area of streams before confluence: 50.200 1.100 Results of confluence: Total. flow rate = 75.018(CFS) Time of concentration = 13 .712 min. Effective stream area after confluence = 51.300(Ac. ) i +4-+++•+ f i+•+++++++•I•!•+i++++++++-++++++•++++-++ +++4+ !+++++++.+•-I.4•+++i+++•�•I- Process from Point/Station 41.000 to Point/Station 44.000 *x'* PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1677.000(Ft. ) Downstream point/station elevation = 1673.000(Ft. ) Pipe length = 70.00(Ft. ) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 75.018(CFS) Nearest computed pipe diameter = 27.00(In. ) Calculated individual pipe flow = 75.018(CFS) Normal. flow depth in pipe = 22.45 (In. ) Flow top width inside pipe = 20.21 (In. ) Critical depth could not be Calculated. Pipe flow velocity = 21.21 (Ft/s) Travel time through pipe = 0.05 min. Time of concentration (TC) _ 3.3.77 min. +++++•+..++4-+++-+++•++•+++-+•++-++•++-+++-+++•++++++-++++++++++++-++-++•+I+•F+++•+•+•++++•4•+ Process from Point/Station 4:4.000 to Point/Station 44.000 *** CONFLUENCE OF' MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 _ Stream flow area = 51.300 (Ac. ) Runoff_ from this stream = 75.018(CFS) Time of concentration m 13.77 min. Rainfall. intensity = 1.987 (In/Hr) +++4-4-++-+++++•+++++-+•++A-++•+++++•+-+++++++++-+•+•I++i 4-++-+++++•+•+ +++-++•+•+++++++++•+• Process from Point:/Station 42.000 to Point/Station 43.000 ** INITIALI AREA EVALUATION x•x�x initial area flow distance = -400.000 (Ft. )- _..•_--------.,_____�___------- __._-_ �_._ Top (of initial area) elevation = 1775.600(Ft. ) Bottom (of initial. area) elevation = 1683.000(Ft. ) Difference in elevation = 92.600(Ft. ) Slope = 0.23150 s(percent)= 23.15 TC = k(0.530) * [ (1ength^3) / (elevation change) ] ^0.2 Initial. area time of concentration = 7.802 min. Rainfall intensity = 2.609 (In/Hr) for a 10.0 year storm UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.847 Decimal fraction soil group A = 0 . 000 Decimal fraction soil group B = 0.000 27 Decimal fraction soil group C = 0 .000 Decimal fraction soil group D = 1.000 RI index for soil (AMC 2) = 89.00 Pervious area fraction = 1.000; Impervious fraction = 0.000 Initial. subarea runoff = 8.393 (CFS) Total initial stream area = 3.800 (Ac. ) Pervious area fraction = 1.000 i•++++++++i-++++++++++++++++i-++++++i•+-I•+++++i•i-++++++++i-++++++i-++++++•1•++++ Process from Point/Station 43.000 to Point/Station 44.000 W*** PIPEFLOW TRAVEL TIME (Program estimated size) Upstream point/station elevation = 1683 .000(Ft. ) Downstream point/station elevation = 1673.000(Ft. ) Pipe length = 60.00(Ft. ) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 8.393 (CFS) Nearest computed pipe diameter - 12 .00 (In. ) Calculated individual pipe flow - 8.393 (CFS) Normal flow depth in pipe = 6.54 (In. ) Flow top width inside pipe = 11.95 (In. ) Critical depth could not be calculated. Pipe flow velocity = 19.18(Ft/s) Travel time through pipe = 0.05 min. Time of concentration ('TC) = 7.85 min. ++++++++++++++i-+++++++i-++++++++++++++++++i-++++++++++++++++++i++i•++++++ Process from Point/Station 44.000 to Point/Station 44.000 * "** CONFLUENCE OF MINOR STREAMS x**� Along Main Stream number: 1 in normal stream number 2 Stream flow area = 3.800 (Ac. ) Runoff from this stream = 8.393 (CFS) Time of concentration = 7. 85 min. Rainfall intensity = 2.601 (In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 75.018 13 .77 1.987 2 8.393 7. 85 2.601 Largest stream flow has longer time of concentration Qp = 75.018 + sum of Qb Ia/Ib 8.393 x' 0.764 = 6.411 Qp = 81.429 Total of 2 streams to confluence: Flow rates before confluence point: 75.018 8.393 Area of streams before confluence: 51.300 3. 800 28 Results of confluence: Total flow rate W 81.429 (CFS) Time of concentration = 13.767 min. Effective stream area after confluence = 55.100(Ac. ) End of computations, total study area - 55.1.0 (Ac. ) The following figures may be used for a unit hydrogra.ph study of the same area. Area averaged pervious area fraction(AP) _ 0.767 Area averaged RI index nun]oer m 80.3 1 Riverside County Rational Hydrology Program CIVILCADD/C1'VILDESIGN Engineering Software, (c) 1989 - 2005 Version 7 .1. Rational Hydrology Study Date: 04/20/09 File:36116100b.out ------------------------------------------------_------------------------- TTM 36116 100-Year Hydrology Study Drainage Area "B" ------------------------------------------------------------------------ ********* Hydrology Study Control Information ********** English (in-lb) Units used in input data file --------------------------------------------------------------------------- Program License Serial Number 6194 ---------------------------_-----_----_-_--_---- -------------------------- Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1.978 hydrology manual Storm event- (year) = 1.00.00 Antecedent Moisture Condition = 3 Standard intensity-duration curves data (Plate D--4.1) For the [. Elsinore-Wildomar l area used. 10 year storm 10 minute intensity = 2.320(In/Hr) 10 year storm 60 minute intensity = 0.980(In/Hr) 100 year storm 10 minute intensity = 3.540(ln/Hr) 100 year storm 60 minute intensity = 1.500(ln/Hr) Storm event year = 100.0 Calculated rainfall intensity data: 1. hour. intensity = 1.500 (In/Hr) Slope of intensity duration curve = 0.4800 +++++a•++i-+++++++++•I+++++++++++++++i+++++++++++i-+++++4-++++1-+i 1-+++++++++ Process from Point/Station 10.000 to Point/Station 13.000 **** INITIAL AREA EVALUATION *� ** Initial area flow distance = 940.000(Ft. ) Top (of initial area) elevation = 1802.000(Ft. ) Bottom (of initial area) elevation = 1'784.000(Ft. ) Difference in elevation = 18.000(Ft. ) Slope = 0.01915 s(percent)= 1.91 TC = k(0.390) *[ (length^3) / (elevation change) ) ^0.2 Initial area time of concentration = 13.301 min. Rainfall intensity = 3.091 (In/Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) M Runoff Coefficient = 0.849 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.790 Decimal fraction soil group C = 0.210 Decimal fraction soil group D = 0.000 RI index for soil (AMC 3) = 76.98 Pervious area. fraction = 0.500; Impervious fraction = 0. 500 Initial subarea runoff = 9.968(CFS) Total initial stream area = 3.800(Ac. ) Pervious area fraction L- 0.500 +++++++++-}••I•++-I....++++++++++a+++++++++A-+A-a-+a•++++++++...1+++++a +++ A- Process from Point/Station 13.000 to Point/Station 13 . 000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream nw-aber: 1 in normal stream number 1 Stream flow area = 3.800(Ac. ) Runoff_ from this stream = 9.968(CFS) Time of concentration = 13 .30 min. Rainfall intensity = 3.091 (ln/Hr) a-+++++++++a i.f..1..+++A-++++i++A-+++++A-+•I•+++++i•+++++++++++a•++++++i+I+++I++I I+ Process from Point/Station 1.1.000 to Point/Station 12.000 **** INITIAL AREA EVALUATION * �** Initial. area flow distance = 435.000(Ft. ) _ Top (of initial area) elevation = 1880.000(Ft. ) Bottom (of initial area) elevation - 1789.000(Ft. ) Difference in elevation = 91.000(Ft. ) Slope = 0.20920 s(percent:)= 20.92 TC = ]c(0.530) * [ (length^3) / (elevation change) ] ^0.2 Initial area. time of concentration = 8.233 min. Rainfall intensity = 3.892 (In./Hr) for a 100.0 year storm UNDEVELOPED (poor cover) subarea Runoff Coefficient _ 0.882 Decimal fraction soil group A = 0.000 Decimal fraction soil. group B = 0.000 Decimal fraction soil. group C = 1.000 Decimal fraction soil group D = 0.000 RI index for soil (AMC 3) = 94.40 Pervious area fraction = 1.000; Impervious fraction 0.000 Initial subarea runoff = 2 .746 (CFS) Total. initial stream area = 0.800(Ac. ) Pervious area fraction = 1.000 a+++++a-+++++++++++++++i-+++++a+•i•a•a•a-+a+a-+++++a•+++a•+++++a+++++a++a•a•-a+a+�a Process from Point/Station 3.2 .000 to Point/Station 13-000 **** STREET FLOW TRAVEL TIME a- SUBAREA FLOW ADDITION ***� Top of street segment elevation = 1789.000(Ft. ) End of street segment elevation = 1784.000(Ft. ) 3 Length of street segment = 280.000 (Ft. ) Height of curb above gutter flowline = 6.0(In. ) Widthh of half street (curb to crown) = 20.000(Ft. ) Distance from crown to crossfall grade break = 10.000(Ft. ) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street- flow is on [21 side(s) of the street Distance from curb to property line = 10.000 (Ft. ) Slope from curb to property line (v/hz) = 0.025 Gutter width = 2.000(Ft. ) i Gutter hike from flowline = 2 .000(In. ) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 6.825 (CFS) Depth of flow = 0.327 (Ft. ) , Average velocity = 3.023 (Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 10.011 (Ft. ) Flow velocity = 3 .02 (Ft/s) Travel time = 1.54 min. TC = 9.78 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.864 Decimal fraction soil group A = 0.000 Decimal. fraction soil group B = 0.420 Decimal fraction soil group C = 0.580 Decimal fraction soil group D = 0.000 RI index for soil (AMC 3) = 80.83 Pervious area fraction = 0.500; Impervious fraction = 0.500 Rainfall intensity = 3.584 (In/Hr) for a 100.0 year storm Subarea runoff = 8.045 (CFS) for 2.600(Ac. ) Total runoff = 10.792 (CFS) Total area = 3.400 (Ac. ) Street flow at end of street = 10.792 (CFS) Half street flow at end of street = 5.396(CFS) Depth of flow = 0.370 (Ft. ) , Average velocity = 3.362 (Ft/s) Flow width (from curb towards crown)= 12.158(Ft. ) +++i•+++i-+++++i•++i-+i-++++++++++i•+++++++++++++i-+i•+++++++++i•+++i+++i-+•I A,-1•A-+ Process from Point/Station 13.000 to Point/Station 13.000 � ** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 3.400(Ac. ) Runoff from this stream = 10.792 (CFS) Time of concentration = 9.78 min. Rainfall intensity = 3 .584 (In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr.) 1. 9.968 2.3 .30 3.091. 2 10.792 9 .78 3.584 4 Largest stream flow has longer: or shorter time of concentration Qp = 10.792 + sum of Qa Tb/Ta 9.968 * 0.735 = 7.327 Qp = 18,11.9 '.Total. of 2 streams to confluence: Flow rates before confluence point: 9.968 10.792 Area of streams before confluence: 3.800 3.4:00 Results of confluence: Total flow rate = 18.119(CF'S) Time of concentration = 9.777 min. Effective stream area after confluence = 7.200(Ac. ) i•++++•i•f a•++++i•1•+i-•i-+•I-+-1••i-•i•a-•!-+a-++•I-+i•+•I•+•I-+-1•-!-•I a•-I•-F•�-•!-t+-F i••!•i••i-+�•a•-i-I•+++++i•-I•++•I•+i-•f• Process from Point/Station 13.000 to Point/Station 18.000 * �** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation •= 1'784.000(Ft. ) End of street segment elevation = 1768.000(Ft. ) Length of street segment = 245.000(Ft`,. ) Height of curb above gutter flowline =- 6.0(In. ) Width of half street (curb to crown) = 20.000(Ft. ) Distance from crown to crossfall grade break: = 10.000 (Ft. ) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) -. 0.020 Street flow is on [2) side(s) of the street Distance from curb to property line = 10.000(Ft. ) Slope from curb to property line (v/hz) = 0.025 Gutter width = 2.000(Ft. ) Gutter hike from flowline = 2.000(In. ) I+2anning's N in gutter = 0.0150 Manning's N from gutter to grade break. = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 19.571 (CFS) Depth of flow = 0.365 (Ft. ) , Average velocity = 6.350(Ft/s) Streetflow hydraulics at midpoint of street travel.: Halfstreet flow width = 11.892 (Ft. ) Flow velocity -- 6.35(Ft/s) Travel time = 0.64 min. TC - 10.4:2 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.873 Decimal fraction soil group A = 0.000 Decimal fraction soil group B :-: 0.000 Decimal fraction soil group C = 0.600 Decimal.. fraction soil group D = 0.400 RI index for soil (AMC 3) = 85.84 Pervious area fraction = 0.500; Impervious fraction = 0.500 Rainfall. intensity = 3 .476 (In/Hr) for a 100.0 year storm Subarea runoff = 3 .035 (CFS) for 1.000 (Ac. ) Total runoff = 21 .1154 (CFS) Total area = 8.200(Ac. ) 5 Street flow at end of street = 21.154(CFS) Half street flow at end of street = 10.577 (CFS) Depth of flow = 0.372 (Ft. ) , Average velocity = 6.468(Ft/s) Flow width (from curb towards crown)= 12.283 (Ft. ) +++i-++-I•+++++++++++++++i-+i-++i.++++++++++++++.I-i.+++++4-1•++++++++++++++i•++++ Process from Point/Station 18.000 to Point/Station 18.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 8.200(Ac. ) Runoff from this stream = 21.154: (CFS) Time of concentration = 10.42 min. Rainfall intensity = 3.476(ln/Hr) +i•+++++++i•+++++++++i•++++++++i-i•+++++++•i i-++++++++i•++++++++i•+i+i•+++++++i•i- Process from Point/Station 14.000 to Point/Station 15.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 790.000(Ft. )� Top (of initial area) elevation = 1775. 800 (Ft. ) Bottom (of initial area) elevation = 1770.000(Ft. ) Difference in elevation = 5.800(Ft. ) Slope = 0.00734 s(percent)= 0.73 TC = k(0.390) * [ (length^3) / (elevation change) ] ^0.2 Initial area time of concentration = 15.030 min. Rainfall intensity = 2 .915 (in/Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.872 Decimal fraction soil group A = 0.000 Decimal fraction soil group B == 0.000 Decimal fraction soil group C = 0.1.70 Decimal fraction soil group D = 0.830 RI index for soil(AMC 3) = 87.39 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 7.3'73 (CFS) Total initial stream area = 2.900(Ac. ) Pervious area fraction = 0.500 ++++++++++i•+++++++++i-++++++i-4+++++-I-4-4.++i-++++i-+i•++++++++4-+4•+4•+++++i•++++ Process from Point/Station 15.000 to Point/Station 18.000 *** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 17'70.000(Ft-. ) End of street segment elevation = 1768.000 (Ft. ) Length of street segment = 300.000(Ft. ) Height of curb above gutter flowline = 6.0 (In. ) Width of half street (curb to crown) = 20.000 (Ft. ) Distance from crown to crossfa.11 grade break = 18. 000 (Ft. ) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/h.z) = 0.020 Street flow is on [1) side(s) of the street G Distance from curb to property line = 10.000(Ft. ) Slope from curb to property line (v/hz) = 0.025 Gutter width = 2.000(Ft. ) Gutter hike from f.lowline = 2.000(in. ) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown. = 0.01.50 Estimated mean flow rate at midpoint of street = 8.945 (CFS) Depth of flow = 0.490(Ft. ) , Average velocity = 2 .612 (Ft/s) Streetflow hydraulics at midpoint of street- travel: Halfstreet flow width = 18.160(Ft. ) Flow velocity = 2.61 (Ft/s) Travel time = 1.91 min. TC = 16.94 min. Adding area flow to street SINGLE FAMILY (1./4 Acre Lot) Runoff Coefficient- = 0.864 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.900 Decimal fraction soil group D = 0.100 RI index for soil (AMC 3) = 84.76 Pervious area fraction = 0.500; Impervious fraction 0.500 Rainfall intensity = 2.752 (In/Hr) for a 100.0 year storm Subarea runoff = 3.091 (CPS) for 1..300(Ac. ) Total. runoff = 10.464 (CPS) Total area = 4.200 (Ac. ) Street flow at end of street = 10.464(CFS) Half street flow at end of street = 10.464(CFS) Depth of flow = 0.516 (Ft. ) , Average velocity = 2 .6'75 (Ft/s) Warning: depth of flow exceeds top of curb Distance that curb overflow reaches into property = 0.62 (Ft. ) Flow width (from curb towards crown)= 1-9.445 (Ft. ) +i a++ I++++++-I-i•I•a•a-++++-1-+ -!++++a•I-++ .+•+ F+++A,+-I••I+-1-A-A- -4 A-+I. 3 A. i+++++1•++++ Process from Point./Station 18.000 to Point/Station. 1-8.000 **'* CONFLUENCE OF MINOR STREAMS **** Along Main Streamnumber: 1. in normal stream number 2 _--- -- -_.__. Stream flow area = 4.200 (Ac. ) Runoff from this stream = 10.464 (CPS) Time of concentration = 1.6.94 min. Rainfall intensity -• 2.752 (In/I3r) I I++i..{-.!.1..{••Fi++i++i i I i I i i a•+•I-++i+i+++i+I.1• E••I-+++++i++++++++++++I•+++++++++++ Process from Point/Station 16.000 to Point/Station 1.7.000 ***� INITIAL AREA EVALUATION **** Initial area flow distance = 830.000(Ft. ) Top (of initial area) elevation = 1775.600 (Ft. ) Bottom (of initial. area) elevation = 1770.000(Ft. ) Difference in elevation = 5.600(Ft. ) Slope = 0.00675 s (percent)= 0.67 TC = k(0.390) * [ (length^3) / (elevation ch.ange) )^0.2 Initial. area time of concentration = 15.591- min. 7 Rainfall intensity = 2.864(In/Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acme Lot) Runoff Coefficient = 0.873 Decimal fraction soil group A = 0. 000 Decimal fraction soil group B = 0. 000 Decimal fraction soil group C = 0.000 Decimal fraction soil. group D = 1.000 RI index for soil (AMC 3) = 88.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 8.003 (CFS) Total initial stream area = 3.200(Ac. ) Pervious area fraction = 0.500 ++ F h+i+i +++i•++I i++++} I-+++++4 1 I++i• ♦ E+I•I•+�+}+1 i ��++I-+++++++++++++I•I••I•a•+ Process from Point/Station 17.000 to Point/Station 18.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1770.000(Ft. ) End of street segment elevation = 1766.000(Ft. ) Length of street segment = 270.000(Ft. ) Height of curb above gutter flowline = 6.0(In. ) Width of half street (curb to crown) = 20.000(Ft. ) Distance from crown to crossfall grade break = 18.000 (Ft. ) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on (1) side(s) of the street Distance from curb to property line = 10.000(Ft. ) Slope from curb to property line (v/hz) = 0.025 Gutter width = 2.000(Ft. ) Gutter hike from flowline = 2.000 (In. ) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 8.878(CFS) Depth of flow = 0.436 (Ft. ) , Average velocity = 3.528(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 15.460(Ft. ) Flow velocity = 3.53 (Ft/s) Travel time = 1.28 min. TC = 16.87 min. Adding area flow to street SINGLE FAMILY (1/9: Acre Lot) Runoff Coefficient = 0.872 Decimal fraction soil group A = 0.000 Decimal fraction soil. group B = 0,000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 3) = 88.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Rainfall intensity = 2.758(In/Hr) for a 100.0 year storm Subarea runoff = 1.684(CFS) for 0.700(Ac. ) Total runoff = 9.687 (CFS) Total area = 3. 900 (Ac. ) Street flow at end of street = 9.687 (CFS) Half street flow at end of street = 9.687 (CFS) Depth of flow = 0.447 (Ft. ) , Average velocity = 3.603 (Ft/s) 8 Flow width (from curb towards crown)= 16.007 (Ft. ) +++++i•i•+++++++i i•++A-++i-++i+i•++++++++++i-+++4 i•++++++4-+++++++i i++i+++++i-+i• Process from Point/Station 1.8.000 to Point/Station 18,000 **** CONFLUENCE OF MINOR STREAMS *x** Along Main Stream number: 1 in normal stream number 3��' Stream flow area = 3.900(Ac. ) Runoff from this stream = 9.687 (CFS) Time of concentrat.i.on = 16.87 min. Rainfall intensity = 2.758(In/Hr) Summary of stream data.: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 21.154 10.42 3.476 2 10.464 16.94 2.752 3 9.687 16,87 2.758 Largest stream flow has :Longer or shorter time of concentration Qp = 21.154 + sum of Qa Tb/Ta 10.464 * 0.615 = 6.435 Qa Tb/Ta 9.687 * 0.618 = 5.984 Qp 33.573 Total of 3 streams to confluence: Flow rates before confluence point: 21.154 10.464 9.687 Area of streams before confluence: 8.200 4.200 3 .900 Results of confluence: Total flow rate = 33.573 (CFS) Time of concentration = 10.420 min. Effective stream area after confluence = 16.300(Ac. ) +i•++i-++i•+i•i-++++++++++•I•++++++i••I-+4-++++++++++++i-+++i-+i•i-+4-+++i+4.++++++++++ Process from Point/Station 18.000 to Point/Station 21.000 ***�' STREET FLOW TRAVEL TIME + SUBAREA FLOC++•/ ADDITION Top of street segment elevation = 1766.000 (Ft. ) End of street segment elevation = 1752 .000 (Ft. ) Length of street segment = 280.000 (Ft. ) Height of curb above gutter flowline = 6.0(In. ) Width of half street (curb to crown) = 20.000 (Ft. ) Distance from crown to crossfall grade break = 18.000 (Ft. ) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1) side(s) of the street Distance from curb to property line = 10.000(Ft. ) Slope from curb to property line (v/h.z) _ 0.025 9 Gutter width = 2.000(Ft. ) Gutter hike from flowline = 2 .000(In. ) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 33.991 (CFS) Depth of flow = 0.542 (Ft. ) , Average velocity = 7.609(Ft/s) warning: depth of flow exceeds top of curb Note: depth of flow exceeds top of street crown. Distance that curb overflow reaches into property = 1.68(Ft. ) Streetflow hydraulics at midpoint of street travel: Hal.fstreet flow width = 20.000 (Ft. ) Flow velocity = 7.61(Ft/s) Travel time = 0.61 min. TC = 11.03 min. Adding area flow to street COMMERCIAL subarea type Runoff Coefficient = 0.895 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil (AMC 3) = 88.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Rainfall. intensity = 3 .381(In/Hr) for a 100.0 year storm Subarea runoff = 0.908(CFS) for 0.300(Ac. ) Total runoff = 34.482 (CFS) Total area 16.600 (Ac. ) Street flow at end of street = 34.482 (CFS) Half street flow at end of street = 34.482 (CFS) Depth. of flow = 0.544(Ft. ) , Average velocity = 7 .642 (Ft/s) warning: depth of flow exceeds top of curb Note: depth of flow exceeds top of street crown. Distance that curb overflow reaches into property = 1.76 (Ft. ) Flow width (from curb towards crown)= 20.000(Ft. ) +a•+I a+++a +++++A--1•+++++++++++1•+++++a-+++++I-a• I•+a+++++i•+++++++•I-a•a-++++++++++ Process from Point/Station 21.000 to Point/Station 21 .000 **** CONFLUENCE. OF MINOR STREAMS **** Along Main Stream number: T1. in normal stream number 1 Stream flow area = 16.600 (Ac. ) Runoff from this stream = 34.482 (CFS) Time of concentration = 11.03 min. Rainfall intensity = 3:381(In/Hr) +++++++++4--I-+a-++++++++++a•++++++++++•I--1-a-+++++a-i-+++++++•1-+a-+++++a a-a-+a-a +++ Process from Point/Station 19.000 to Point/Station 20. 000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 810.000 (Ft. ) Top (of initial area) elevation = 1799.200(Ft. ) Bottom (of initial area) elevation = 1746.000(Ft. ) Difference in elevation = 53.200 (Ft. ) Slope = 0.06568 s(percent)= 6.57 TC = k(0.530) x ( (length^3) / (elevation change) 1 ^0.2 10 Initial area time of concentration = 13.310 min. Rainfall intensity _ 3.090 (In/Hr) for a 100. 0 year storm UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0,882 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.1-00 Decimal fraction soil group D = 0.900 RI index for soil (AMC 3) = 95.48 Pervious area fraction = 1.000; Impervious fraction = 0 . 000 Initial subarea runoff = 1.0.085(CFS) Total initial stream area. = 3.700(Ac. ) Pervious area fraction = 1.000 +++a-++1-+•1•+++1-+-I•++i-+++++++++•+•-1-++++-1•A-++A-++++++++i•+++++I-++I i I-+++++++++++ Process from Point/Station 20.000 to Point/Station 21.000 x'x** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1'746.000(Ft. ) _..-- Downstream point/station elevation = 1733.000(Ft. ) Pipe length = 70.00(Ft. ) Manni-ng's N = 0.013 No. of pipes = 1 Required pipe flow = 10.085 (CFS) Nearest computed pipe diameter - 12.00(ln, ) Calculated individual pipe flow = 3.0.085(CFS) Normal. flow depth in. pipe = 7.10(In. ) Flow top width. inside pipe = 11.80(In. ) Critical depth could not be calculated. Pipe flow velocity =. 20.86(Ft/s) Travel. time through pipe = 0.06 min. Time of concentration (TC) = 13.37 min. +++•b+++++i i++i+�.1-•+••1-++i++++++++•++i f i I++I+++•{•I•+++++++P+1+•i••f++i++++I { { + +- Process from Point/Station 21.000 to Point/Station 21. 000 CONFLUENCE OF MINOR STREAMS Along Main Stream number: 1 in normal stream number 2 Stream flow area = 3 .700(Ac. ) Runoff from this stream = 10.085(CFS) Time of concentration 13 .37 min. Rainfall intensity = 3 .084 (In/Hr) Summary of stream data: Stream Flow rate ']'C Rainfall. Intensity No. (CFS) (min) (In/Hr.) 1 34.482 1.1.03 3 .381 2 10.085 13.37 3.084 Largest stream flow has longer or shorter time of concentration Qp = 34.482 + sum of Qa Tb/Ta 10.085 * 0. 825 = 8.324 11 Qp = d 2 . 8 0 6 Total of. 2 streams to confluence: Flow rates before confluence point: 34.482 10.085 Area of streams before confluence: 16.600 3.700 Results of confluence: Total flow rate = 42.806 (CFS) Time of concentration = 11.033 min. i Effective stream area after confluence = 20.300 (Ac. ) ++++i-+++++++++++i-4•+++++. i•+++++i-i•++++++++++++++i i•++++++i-++•++++++i•++++++ Process from Point/Station 21.000 to Point/Station 24.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1733.000(Ft. ) - Downstream point/station elevation = 1727.000(Ft. ) Pipe length = 120.00 (Ft. ) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 42.806(CFS) Nearest computed pipe diameter = 24.00 (in. ) Calculated individual pipe flow - 42. 806 (CFS) Normal flow depth in pipe = 16.95 (ln. ) Flow top width inside pipe = 21.87 (ln. ) Critical depth could not be calculated. Pipe flow velocity = 18.06(Ft/s) Travel time through pipe = 0.11 min. Time of concentration (TC) = 11 .14 min. ++++++++++++++++++++++++++++++i+i-++++++i-+i•i-i i++++++-F+++++++-I•+ I•-f....++i Process from Point/Station 24.000 to Point/Station 24.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 20.300(Ac. ) Runoff from this stream = 42 .806 (CFS) Time of concentration = 11.14 min. Rainfall intensity = 3.365 (In/11r) ++++++++++++i•+++++i•+++++I+++++i-++++++-f.++++++++++++++++++I•+++1+++++++++ Process from Point/Station.. 22 .000 to Point/Station 23 .000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 170.000 (Ft. ) Top (of initial area) elevation = 1773 .700(Ft. ) Bottom (of initial area) elevation = 1732.000(Ft. ) Difference in elevation = 41.700(Ft. ) Slope = 0.24529 s(percent)= 24.53 T'C = k(0.530) * [ (length^3) / (elevation change) )^0.2 Initial area time of concentration = 5.477 min. Rainfall intensity = 4.733 (In/Iir) for a 100.0 year storm UNDEVELOPED (poor cover) subarea 12 Runoff Coefficient = 0.888 Decimal. fraction soil group A = 0.000 Decimal. fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 R.T. index for soil(AMC 3) = 95.60 Pervious area fraction = 1.000; Impervious fraction = 0.000 Initial subarea runoff = 5.046(CFS) Total initial stream area = 1.200(Ac. ) Pervious area fraction = 1.000 +•�-+-I-a-•�•a•+++a-++++•�-++++•�•+-�•+++•�•+++++a••�•+-I-++a•++++-I-a-a••�•+a-+a-•�•+i•a--I••�•+a•a-a•+++a•+-I-a-+a- Process from Point/Station 23.000 to Point/Station 24.000 *" ** PIP2FLOW TRAVEL TIME (Program estimated size) x*** Upstream point/station elevation = 1732.000(Ft. ) W Downstream point/station elevation = 1.727.000 (Ft. ) Pipe length = 80.00 (Ft. ) Manning's N = 0.013 No. of pipes = 1. Required pipe flow = 5.046 (CFS) Nearest computed pipe diameter - 12.00(In. ) Calculated individual pipe flow - 5.046 (CFS) Normal flow depth in pipe = 6.47 (In. ) Flow top width inside pipe = 11.96(in. ) Critical Depth = 11.03 (in. ) Pipe flow velocity = 11.70(Ft/s) Travel time through pipe = 0.11 min. Time of concentration (TC) = 5.59 min. +++++-I-++a-a.{.a-+a++i a i I+a+I•a•+++++++++++++•I•a-+i i a a++++I a•a-+•I-+I l i+++a+a•+a-I i a Process from Point/Station 24.000 to Point/Station 24.000 *** CONFLUENCE OF MINOR STREAMS Along Main Stream number: 1-in normal stream number 2 Stream flow area = 1.200(Ac. ) Runoff from this stream = 5.046(CFS) Time of concentration = 5.59 min. Rainfa.7.1 intensity = 4.686(In/Hr) Summary of stream data: Stream Flow rate TC Rainfal-l- IntenslLy No. (CFS) (min.) (In/Hr) 1 42.806 1.1.14 3.365 2 5.046 5.59 4.686 Largest stream flow has longer time of concentration. Qp = 42.806 + sum of Qb Ia/Ib 5.046 * 0.718 = 3.624 Qp = 46.430 Total of 2 streams to confluence: Flow rates before confluence point: 13 42.806 5.046 Area of streams before confluence: 20.300 1.200 Results of confluence: Total flow rate = 46.430 (CFS) Time of concentration = 11.144 min. Effective stream area after confluence = 21. 500 (Ac. ) +++++-i•++++++-I-++++++++++++.++++++++A-+++-E•+++++++++-I-+++++++++• ++++++++++ i Process from Point/Station 24.000 to Point/Station 27 . 000 ** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1727.000(Ft. ) Downstream point/station. elevation = 1724.000(Ft. ) Pipe length = 60.00 (Ft. ) Manning's N = 0.013 No. of pipes = ]. Required pipe flow = 46.430(CFS) Nearest computed pipe diameter = 24.00(In. ) Calculated individual pipe flow = 46.430(CFS) Normal flow depth in pipe = 18.09 (In. ) Flow top width inside pipe = 20.68(ln. ) Critical depth could not he calculated. Pipe flow velocity = 18.26(Ft/s) Travel time through pipe = 0.05 min. Time of concentration (TC) T 11.20 min. ++4•++++++++++++++A-+4-+++-I-+A-+++A-++++++++++++++-I--1•++++++++-I•-3+A-+++-f-++++++++ Process from Point/Station 27.000 to Point/Station 27.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 _ Stream flow area = 21.500(Ac. ) Runoff from this stream = 4.6.430 (CFS) Time of concentration = 11.20 min. Rainfall intensity = 3 .357 (In/Hr) i-+++t+++-I-++A--1-+++++-I•+++++++i-+++++++++++++-{•+++A.+A-A-++++++++++++++++++-I A-++ Process from Point/Station 25 . 000 to Point/Station 26 .000 **** INITIAL AREA EVALUATION *� ** Initial area flow distance = 730.000 (Ft. ) �� Top (of: initial area) elevation = 1802.000 (Ft. ) Bottom (of initial area) elevation = 1793.000(Ft. ) Difference in elevation = 9.000 (Ft. ) Slope = 0.01233 s(percent)= 1.23 TC = k(0.390) * ( (length^3) / (el.evation change) 1 ^0.2 Initial area time of concentration = 13.128 min. Rainfall intensity = 3.1.3.1 (In/Hr) for a 100. 0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.867 Decimal fraction soil group A = 0. 000 Decimal fraction soil group B = 0. 000 Decimal fraction soil group C = 1 . 000 14 Decimal fraction soil group D = 0.000 RI index for soil(AMC 3) = 84.40 Pervious area fraction = 0.500; Impe.tvious fraction = 0.500 Initial subarea runoff = 6.473 (CFS) Total. initial stream area = 2.400(Ac. ) Pervious area fraction = 0.500 ++++++++++i•++++++++++++ +•I-++++i•+++++i•+++++A-++++++++++++-1•+++++V i +-! + i +++ Process from Point/Station 26.000 to Point/Station 27. 000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1793.000(Ft. ) End of street segment elevation = 1740.000(Ft. ) Length of street segment = 900.000(Ft. ) Height of curb above gutter- flowline = 6.0(In. ) Width of half street (curb to crown) = 2G.000 (Ft. ) Distance from crown to crossfal.l grade break = 18.000(Ft. ) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1.] side(s) of the street Di-stance from curb to property line = 10.000(Ft. ) Slope from curb to property line (v/hz) = 0.025 Gutter width = 2.000(Ft. ) Gutter hike from flowline =. 2.000(In. ) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 8.634 (CFS) Depth of flow = 0.357 (Ft. ) , Average ve:l.ocity = 5.927 (Ft/s) Streetflow hydraulics at midpoint of street travel : Hal.fstreet flow width = 11.532 (Ft. ) Flow velocity = 5.93 (Ft/s) Travel time = 2 .53 min. TC = 1.5.66 min. Adding area flow to street: SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.871 Decimal fraction soil. group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil. group C = 0.200 Decimal fraction soil.. group D = 0.800 RI index for soil (AMC 3) = 87 .28 Pervious area fraction = 0.500; Impervious fraction = 0.500 Rainfall intensity = 2. 858(ln/Hr) for a 100.0 year storm Subarea runoff = 4 .234(CFS) for 1.700 (Ac. ) Total. runoff = 10.707 (CFS) Total area = 4.100(Ac. ) Street flow at end of street = 10.707 (CFS) Half street flow at end of street = 10.707 (CFS) Depth of flow = 0.379 (Ft. ) , Average velocity = 6.235(Ft/s) Flow width (from curb towards crown)= 12 .61.1 (Ft. ) +++++F+++++++++++++++++•1-++++++i•++++++++++++++++++++++++iI+++++++++++++ Process from Point/Station. 27.000 to Point/Station 27.000 ** CONFLUENCE OF MINOR STREAMS **** 15 Along Main Stream number: 1 in normal stream number 2 Stream flow area = 4.100(Ac. ) Runoff from this stream = 10.707 (CFS) Time of concentration W 15.66 min. Rainfall intensity = 2.858(In/Hr.) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CPS) (min) (In/Hr) 1 46.430 11.20 3.357 2 10.707 15.66 2.858 Largest stream flow has longer or shorter time of concentration Qp = 46.430 + sum of Qa Tb/Ta 10.707 * 0.715 = 7.657 Qp = 54.087 Total of 2 streams to confluence: Flow rates before confluence point: 46.430 10.707 Area of streams before confluence: 21.500 4.100 Results of confluence: Total flow rate = 54.087 (CFS) Time of concentration = 11.199 min. Effective stream area after confluence = 25.600(Ac. ) ++++++++i-+++++4-++•1-+++++++++++i-+++++t+++++.4-4-+++-I-++++++++++++++•i•+++++++ Process from Point/Station 27.000 to Point/Station 39.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1724.000(Ft. ) Downstream point/station elevation = 1722 .000(Ft. ) Pipe length = 40.00(Ft. ) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 54.087 (CFS) Nearest computed pipe diameter - 27.00(ln. ) Calculated individual pipe flow = 54.087 (CFS) Normal flow depth in pipe = 17.95 (In. ) Flow top width inside pipe _ 25.49 (In. ) Critical depth could not be calculated. Pipe flow velocity = 19.27 (Ft/s) Travel time through pipe = 0.03 min. Time of concentration (TC) = 11.23 min. +++i-+++++++4•++++++++++++i•++++++++++4-++4•+++i•++i-+++++i•++++4++i++++++++++ Process from Point/Station 39.000 to point/Station 39.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is 'Listed: In Main Stream number: 1 Stream flow area = 25.600 (Ac. ) 16 Runoff from this stream = 54.087 (CFS) Time of concentration = 11.23 min. Rainfall. intensity = 3.352 (In/Hr) Program is now starting with Main Stream No. 2 ++++++++A-++++++++++++++++A-+"I"+++++++-h+++-1"++++++++A-++•}.++{ i +i i-E i-a-+++++++i Process from Point/Station 28.000 to Point/Station 29.000 i **** INITIAL AREA EVALUATION **** Initial-area flow distance = 440.000(Ft. ) — Top (of initial area) elevation = 1850.000 (Ft. ) Bottom (of initial area) elevation = 1774.000(Ft. ) Difference in elevation = 76.000(Ft. ) Slope = 0.17273 s(percent)= 17.27 TC = k(0.530) * [ (1ength^3) / (elevation change) ]^0.2 Initial area time of concentration = 8.594 min. Rainfall intensity = 3 .812 (ln/Hr) for a 100.0 year storm UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0. 886 Decimal fraction soil group A = 0.000 Decimal fr.-action soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil (AMC 3) = 95.60 Pervious area fraction = 1..000; Impervious fracti.on W 0.000 Initial. subarea runoff = 9.4.55 (CFS) Total initial. stream area W 2.800 (Ac. ) Pervious area fraction = 1.000 I.+++++++++-I"+++++++A-++-11++a-++A-+++++++++++++++A-+++ +++++++++++I A-+4-44-++++ Process from Point/Station 29.000 to Point/Station 31.000 *** PIPEFLOw TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1774.000(Ft. ) Downstream point/station elevation = 1772.000(Ft. ) Pipe length = 200.00(F`t. ) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 9.455 (C:FS) Nearest computed pipe diameter = 18.00(In. ) Calculated individual pipe flow - 9.455 (CFS) Normal flow depth in pipe T 13.36 (In. ) Flow top width inside pipe W 15.75(1-n. ) Critical- Depth = 14.25 (In. ) Pipe flow velocity = 6-73 (Ft/s) Travel time through pipe == 0.50 min. Time of concentration (TC) = 9.09 min. ++++A-++++++A.++-I+++++++++A.A.I A.A.4-++i++A.+-I-+++++++•I-++++a-++A-+++++++++4.++++++ Process from Point/Station 31.000 to Point/Station 31,000 *�* CONFLUENCE OF MINOR STREAMS *x** Along Main Stream number: 2 in normalstream number 1 - 17 Stream flow area = 2 .800(Ac. ) Runoff from this stream = 9.455(CPS) Time of concentration = 9.09 min. Rainfall intensity = 3.711 (In/Hr) ++++++++-F++A-+i+++++i-+++++++i-+i++++-!•++i•++++++-I-i•+++++.I•++i-++++++++++++++i- Process from Point/Station 30.000 to Point/Station 31.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 230.000 (Ft. ) Top (of .initial area) elevation = 1774.000(Ft. ) Bottom (of initial area.) elevation = 1772.000(Ft. ) Difference in elevation = 2.000(Ft. ) Slope = 0.00870 s(percent) = 0.87 TC = lc.(0.390) * [ (lengt-h^3) / (elevation change) ]^0.2 Initial area time of concentration = 8.869 min. Rainfall intensity = 3 .755 (ln/Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.879 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal. fraction soil group C = 0.000 Decimal fraction soil. group D = 1.000 RI index for soil (AMC 3) = 88.00 Pervious area fraction = 0.500; Impervious fraction = 0 . 500 initial subarea runoff = 2.971(CFS) Total initial stream area 0.900 (Ac. ) Pervious area fraction = 0.500 ++i-+++i-+++++i•+•1-++++++++•{-++++++i•++++++i-+++++i-+++++-h+++++++++++i+i-++++++ Process from Point/Station 31.000 to Point/Station 31.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number:�2 in normal stream number 2 «� Stream flow area = 0.900(Ac. ) Runoff from this stream = 2.971 (CFS) Time of concentration = 8.87 min. Rainfall intensity = 3.755 (In/Iir) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 9.455 9.09 3 .711 2 2.971 8.87 3.755 Largest stream flow has longer time of concentration Qp = 9.455 + sum of Qb la/Ib 2.971 * 0.988 = 2 .937 Qp = 12.392 Total of 2 streams to confluence: I� Flow rates before confluence point: 9.455 2.971 Area of streams before confluence: 2.800 0.900 Results of confluence: Total flow raise = 12.392 (CFS) Time of concentration = 9.089 min. Effective stream area after confluence = 3 .700 (Ac. ) +-I++++ i++++-I-++ •+++++. i+a-+++4++++++++++++++A-++i-+ +++++a-++++++++++ Process from Point/Station 31.000 to Point/Station 33.000 STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION Top of street; segment elevation = 1.772.000 (Ft. ) End of street segment elevation = 1738.000 (Ft. ) Length of street segment = 640.000(Ft. ) Height of curb above gutter flowline = 6.0(In. ) Width of half street (curb to crown) = 20.000(Ft. ) Distance from crown to crossfall grade break = 18.000(Ft. ) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is On [11 side(s) of the street Distance from curb to property line ._. 1.0.000(Ft. ) Slope from curb to property line (v/hz) = 0.025 Gutter width = 2 .000(Ft. ) Gutter hike from flowline = 2.000(in. ) Manni.ng's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Ma.nnin.g's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 14.831 (CFS) Depth of flow = 0.421(Ft. ) , Average velocity = 6.481 (Ft/s) Streetf_low hydraulics at midpoint of street travel. : Halfstreet flow width = 14.'703 (Ft. ) Flow velocity = 6.48(Ft/s) Travel time = 1.65 min. Tc 10.74 min.. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.877 Decimal fraction soil group A = 0.000 Decimal fraction soil. group B = 0. 000 Decimal fraction soil group C = 0. 000 Decimal fraction soil group D = 1.000 R1 index for soil (AMC 3) - 88.00 Pervious area fraction = 0.500; Impervious fraction 0.500 Rainfall i-nt.ensi_ty = 3 .426 (In/Hr) for a 100.0 year storm Subarea runoff = 4.809 (CFS) for 1.600(Ac. ) Total runoff = 17.201 (CFS) Total area = 5.300 (Ac. ) Street flow at end of street = 17.201 (CFS) Half street flow at end of street = 1.7.201(CFS) Depth of flow = 0.439 (Ft. ) , Average velocity = 6.73.7 (Ft/s) Flow width (from curb towards crown)= 15.602 (Ft. ) +a-+++++++++++++•I.•I.++++++a-a-++-i-a-+a-++-I•+a•+++++++++i•i•+a-•1+++-f++-I...i+a-a-+++++++++ ' 19 Process from Point/Station 33.000 to Point/Station 33. 000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 5.300(Ac. ) Runoff from this stream = 17.201 (CFS) Time of concentration = 3.0.74 min. Rainfall. intensity = 3.426 (In/Hr) ++++++++++i•i i•+++++++++i++i•+++++++++i•i•i-++-1•++++++i-+i•+++++++++i•+A-+A-4-A-+A-++ Process from Point/Station 32.000 to Point/Station 33.000 * :** INITIAL AREA EVALUATION **** Initial area flow distance = 970.000(Ft. ) Top (of initial area) elevation = 1781 .400 (Ft. ) Bottom (of initial area) elevation = 1738.000(Ft. ) Difference in elevation = 43.400(Ft. ) Slope = 0.04474 s(percent) = 4.47 TC = k(0.390) * [ (lengt-hA3) / (elevation change) ]^0.2 Initial area time of concentration = 11.367 min. Rainfall intensity = 3 .334 (In/Hr) for a 2.00. 0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.877 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil. group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil (AMC 3) - 88.00 Pervious area fraction = 0.500; Impervious fraction = 0. 500 Initial subarea runoff = 8.768(CFS) Total. initial stream area = 3 .000(Ac. ) Pervious area fraction = 0.500 +++i-++++++++++i-++++++i-++++i•+++i-+i-+++++++++++++++i•i-i•I•+i-+•F++++++++++++•f•+ Process from Point/Station 33.000 to Point/Station 33.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 3.000(Ac. ) Runoff from this stream = 8.768(CFS) Time of concentration = 11.37 min. Rainfall intensity = 3 .334 (In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Fir) 1 17.201 10.74 3.426 2 8.768 11.37 3.334 Largest stream flow has longer_ or shorter time of con cent ra.ti.on Qp = 17 .201 i- sum of Qa Tb/Ta 20 8.768 * 0.944 = 8.281 Qp = 25.482 Total of 2 streams to confluence: Flow rates before confluence point: 17.201 8.768 Area of streams before confluence: 5.300 3.000 Results of confluence: Total flow rate = 25.482 (CFS) Time of concentration = 10.735 min. Effective stream area after confluence = 8.300(Ac. ) -I•+++!+i I+i++++++++f-•h a-+ ++++++++t-1-A.+I-ti+++-I•++A.+++++1 3.1.1.1•!-+++I++-I•I I I + Process from Point/Station 33.000 to Point/Station 38.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station, elevation = 1738.000 (Ft. ) Downstream point/station elevation = 1'726.000(Ft. ) Pipe length = 40.00(Ft. ) Manni.ng's N = 0.013 No. of pipes = 1 Required pipe flow = 25.482 (CFS) Nearest computed pipe diameter - 15.00(ln. ) Calculated individual, pipe flow W 25.482 (CFS) Normal flow depth in pipe = 9.42 (ln. ) Flow top width inside pipe = 14.50 (In. ) Critical depth could not be calculated. Pipe flow velocity = 31 .38(Ft/s) Travel time through pipe - 0.02 min. Time of concentration (TC) = 10.76 min. A-+++++++++++t+++++++t++++•{••{-++++++i•+++++++++++++++++++++I +i++•I.4.+4-+++I•i+ Process from Point/Station 38.000 to Point/Station 38.000 ** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 8.300(Ac. ) Runoff from this stream - 25.482 (CFS) Time of concentration = 10.76 min. Rainfall. intensity = 3.423 (In/Hr) i•-I•i-+i-•!-i•i•i•++•I•+�-++�-.{•-i..l..}•1-t+++i••i••1•i••i•-h i-+++-1•+•I-•I-+i-+i-++•I•+i-++-i-•I.•3..1..++•I-+i-+t+�•++t+++ Process from Point/Station 34.000 to Point/Station. 35.000 **** INITIAL AREA EVALUATION **3* Initial area flow distance =W 1000.000(Ft.. ) ---- Top (of initial area) elevation. = 2012.000(Ft. ) Bottom (of initial area) elevation = 1850.000(Ft. ) Difference in elevation. = 7.62.000(Ft. ) Slope = 0.16200 s(percent.)= 16.20 TC = k(0.530) * [ (length^3) / (el.evation change) ]^0.2 Initial area time of concentration = 12.089 min. Rainfall. intensity = 3.236(1'n/Hr) for a 100. 0 year Storm 21 UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.883 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 3) = 95.60 Pervious area fraction = 1.000; Impervious fraction = 0.000 Initial subarea runoff = 6.861 (CFS) Total initial stream area m 2.400(Ac. ) Pervious area fraction = 1.000 ++i-4•++++++++i+i t++i-+++ +++i i•+++++++++++4++-F++++++i-+t-F+-}+++-I•I....+.•i... Process from Point/Station 35.000 to Point/Station 36.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 1850.000(Ft. )� Downstream point elevation = 1754.000(Ft. ) Channel length thru subarea = 850.000(Ft. ) Channel base width = 0.000 (Ft. ) Slope or 'Z' of left channel bank. = 1.000 Slope or 'Z' of right channel bank = 1.000 Estimated mean flow rate at midpoint of channel = 19.344(CFS) Manning's 'N' = 0.015 Maximum depth of channel = 1. 500(Ft. ) Flow(q) thru subarea = 19.344 (CFS) Depth of flow = 1. 058(Ft. ) , Average velocity = 17.283 (Ft/s) Channel flow top width = 2.116 (Ft. ) Flow Velocity m 17.28(Ft/s) Travel time = 0.82 min. Time of concentration = 12.91 min. Sub-Channel No. 1 Critical depth = 1.844(Ft. ) ' ' Critical flow top width = 3.000 (Ft. ) Critical flow velocity= 5.895 (Ft/s) ' Critical flow area = 3 .281(Sq.Ft) Adding area flow to channel UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.883 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil (AMC 3) = 95.60 Pervious area fraction = 1.000; Impervious fraction = 0.000 Rainfall intensity = 3 .136 (In/Hr) for a 100.0 year storm Subarea runoff = 24.915 (CFS) for 9.000 (Ac. ) Total runoff = 31.775(CFS) Total area = 11.400(Ac. ) Depth of flow 1.274 (Ft. ) , Average velocity = 19.567 (Ft/s) Sub-Channel No. I Critical depth = 2 .266 (Ft. ) Critical flow top width = 3.000(Ft. ) ' Critical flow velocity= 6.988(Ft/s) 22 ' Critical flow area = 4.547 (Sq.Ft) i++i !•+++++ ++++i 1 i i•+++++•1--I-++•I••1+++i 1 i++-1-+-1-++I+i++4-A-•i•+A-++++{-++i Process from Point/Station 36.000 to Point/Station 38.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1754.000 (Ft. ) � Downstream point/station elevation = 1726.000(Ft. ) Pipe length - 280.00 (Ft. ) Marining's N = 0.01.3 No. of pipes = 1 Required pipe flow - 31.775 (CFS) Nearest computed pipe diameter - 18.00(In. ) Calculated individual pipe flow - 31..7'75 (CFS) Normal flow depth in pipe = 14.11 (In. ) Flow top width inside pipe = 14.82 (ln. ) Critical depth could not be calculated. Pipe flow velocity = 21.40(Ft/s) Travel time through pipe = 0.22 min. Time of concentration (TC) - 13 .13 min. ++++•I++A-++++++++++++++++++ I++A-+A-+•1•++++++I.++i•-! ++++++3 I I-i•1-+++ +i+++-1+ Process from Point/Station 38.000 to Point/Station 38.000 ** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number-2 Stream flow area = 11.400(Ac. ) Runoff from this stream = 31.775 (CFS) Time of: concentration = 13.13 min. Rainfall intensity = 3.1.11•(In/Hr) •1•i•++++++A•++++++++++++++i•++++... +4•++++A-+i 1 +!+i I+A-++++A-+•1-+++++i•i•-!••I+++A-i Process from Point/Station 37.000 to Point/Station 38.000 **** INITIAL AREA EVALUATION **** initial area flow distance = 870.000-(Ft. ) Top (of initial area) elevation = 2000.000(Ft. ) Bottom (of initial. area) elevation = 1726.000(Ft_. ) Difference in elevation _ 2'74.000(Ft. ) Slope = 0.31.494 s(percent)= 31.49 TC = ]c(0.530) * [ (length^3) / (elevation change) ] ^0.2 Initial area time of concentration = 3.0.010 min. Rainfall intensity = 3.543 (In/Hr) for a 100.0 year storm UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.885 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 3) = 95.60 Pervious area fraction = 1.000; Impervious fraction = 0.000 Initial subarea runoff = 1.5.359 (CFS) Total initial. stream area = 4.900(Ac. ) 23 Pervious area fraction = 1.000 i 4++++++++i+++1-+14 A-+•I-++++i•+++++I-+i•+i•-I•++++++-I-+i-++++++++++++•I•!•++4•+++++++ Process from Point/Station 38.000 to Point/Station 38.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 3 Stream flow area = 4.900(Ac. ) Runoff from this stream = 15.359(CFS) Time of concentration = 10.01 min. Rainfall intensity = 3 .543 (In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 25.482 10.76 3 .423 2 31.775 13.13 3 .111 3 15.359 10.01 3.543 Largest stream flow has longer time of concentration Qp = 31.775 + sum of Qb Ia/Ib 25.482 * 0.909 = 23.159 Qb Ia/lb 15.359 * 0.878 = 13.486 Qp = 68.420 Total of 3 streams to confluence: Flow rates before confluence point: 25.482 31.775 15.359 Area of streams before confluence: 8.300 11.400 4.900 Results of confluence: Total flow rate = 68.420 (CFS) Time of concentration = 13 .1.26 min. Effective stream area after- confluence = 24. 600 (Ac. ) -3••I•+++•I++•i-+++++•I•+++++++++-I•++•I-++++++++++4.+++++I•++-1•+++++++-F-I++I+I+i+i+i i + Process from Point/Station 38.000 to Point/Station 39.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1726.000(Ft. ) Downstream point/station elevation = 1722.000(Pt. ) Pipe length = 80.00(Ft- . ) Manning's N = 0. 013 No. of pipes = 1 Required pipe flow = 68.420(CFS) Nearest computed pipe diameter - 27.00(ln. ) Calculated individual pipe flow -• 68.420 (CFS) Normal flow depth in pipe = 21.84(In. ) Flow top width inside pipe = 21.23 (In. ) Critical depth could not be calculated. Pipe flow velocity = 1.9.86 (Ft/s) Travel time through pipe = 0.07 min. Time of. concentration (TC) = 13.19 min. 24 + +i•+•h+++++++++i i+++++i•+++++++++++i•+++++i-++++++++++!i•i-+++4.+i-i•+++i i+i•+ Process from Point/Station 39.000 to Point/Station 39.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 24.600(Ac. ) Runoff from this stream = 68.420(CFS) Time of concentration = 13.19 min. Rainfall intensity = 3 . 103 (In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/xir) 1 54.087 11.23 3.352 2 68.420 13.19 3.103 Largest stream flow has longer time of concentration Qp = 68.420 + sum of Qb Ia/Ib 54.087 * 0.926 = 50. 068 Qp = 11.8.488 Total of 2 main streams to confluence: Flow rates before confluence point: 54.087 68.420 Area of streams before confluence: 25.600 24.600 Results of confluence: Total flow rate = 118.488(CFS) Time of concentration 1-3.193 min. Effective stream area after confluence - 50.200 (Ac. ) +i-+++++i i•++++i-+i-+i-+++++++++++++i-+++++i•+i•+++++++++i-+++++++++i ++++i•i•+i-++ Process from Point/Station 39.000 to Point/Station 41.000 *** PIPEFLOI'n1TRAVEL TIME (Program estimated size) **** Upstream paint/station elevation - 1722.000(Ft. ) Downstream point/statiion elevation = 1677.000(Ft. ) Pipe length - 560.00(Ft. ) Manning's N = 0.013 No. of pipes •- 1 Required pipe flow = 118.488(CP'S) Nearest computed pipe diameter - 30.00(In. ) Calculated individual pipe flow 13.8.488(CFS) Normal flow depth in pipe = 25.13 (In. ) Flow top width inside pipe - 22.13 (In. ) Critical depth could not be calculated. Pipe flow velocity = 26.98(Ft/s) Travel time through pipe = 0.35 min. 25 Time of concentration (TC) = 13.54 min. +•+-+I-+++++•+-+•I-+A-+++A•+++++4-++-I•++•+-++-I-A-+i-+++++++a•+a•++++•I-+i.+++++++a•A-i+i-+++++ Process from Point/Station 41.000 to Point/Station 41.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 50.200(Ac. ) Runoff from this stream = 118.488 (CFS) Time of concentration = 13.54 min. Rainfall intensity = 3.065 (ln/Hr) +++++++++++++•I•-l-++++++++++++++•+-•+--1.+++++i-+i-++++•1-++A-•1-+++++.I•+++++++++4-I•++++ Process from Point/Station. 40.000 to Point/Station 41.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 450.000(Ft. ) Top (of initial area) elevation = 1754.000(Ft. ) Bottom (of initial. area) elevation = 1694.000(Ft. ) Difference in elevation = 60.000(Ft. ) Slope = 0,13333 s (percent)= 13.33 TC = )c(0.530) *[ (length^3) / (elevation change) )^0.2 Initial area time of concentration = 9.132 min. Rainfall intensity = 3.703 (ln/Hr) for a 100.0 year storm UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.885 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil (AMC 3) = 95.60 Pervious area fraction = 1.000; Impervious fraction = 0 . 000 Initial subarea runoff = 3 .606 (CFS) Total initial stream area = 1.100(Ac. ) Pervious area fraction = 1.000 +++++-I•++++++•l--+•++++4-4+-I•+-+-+++++•+-+i-+++++++•I-+++++++9-+++++++4+i•+1-+++++++•!•A-A- Process from Point/Station 41.000 to Point/Station 41.000 *** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 1.100 (Ac. ) Runoff from this stream = 3.606 (CFS) Time of concentration = 9.13 min. Rainfall intensity = 3.703 (In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 3.18.488 13.54 3.065 2 3.606 9.13 3.703 26 Largest stream flow has longer time of concentration. Qp = 1.18.488 + sum of Q7b Ia/lb 3 .606 * 0.828 = 2.985 Qp = 121.473 Total of 2 streams to confluence: Flow rates before confluence point: f 118.488 3.606 Area of streams before confluence: 50.200 1.100 Results of confluence: Total flow rate = 121.473 (CFS) Time of. concentration = 13 .539 min. Effective stream area after confluence = 51.300(Ac. ) ++++++4-+++++++++++++++A-+•1.4-+++++++A-•1++++++++++++4•+•I•+++++++++14 4 ++� 14-+ Process from Point/Station 41.000 to Point./Station 44. 000 PIPEFLOW TRAVEL TIME (Program estimated size) *x** Upstream point/station elevation = 1677.000(Ft. ) --__ Downstream point/station elevation = 1673.000 (Ft. ) Pipe length = 70.00(Ft. ) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 121.473 (CFS) Nearest computed pipe diameter - 33.00(In. ) Calculated individual pipe flow = 121.473 (CFS) Normal flow depth in pipe = 25.97 (In. ) Flow top width inside pipe = 27 .03 (In. ) Critical depth could not be calculated. Pipe flow velocity = 24.24 (Ft./s) Travel time through pipe = 0.05 min. Time of concentration (TC) = 1.3 .59 Irvin. +++++++4•+++++-I•++.1••1•++4-++++++++A.++++++•I-+++++4-++I.+-I+++++•I•a-++A-++++H+A-+++++ Process from Point/Station 44.000 to Point/Station 44.000 *� * CONFLUENCE OF MINOR STREAMS x*W* Along Main Stream number: 1 in normal stream number, 1 Stream flow area = 51.300(Ac. ) Runoff from this stream = 1.21.473 (CFS) Time of concentration = 13.59 min. Rainfall. i-ntensity = 3.060 (ln/Hr) +A-++++++++++++4•+++++++1++a•++++++++++4-+•I-A-+•I+++++i 4•+++++++++++++++++++4 i Process from Point/Station 42.000 to Point/Station 43.000 **** INITIAL AREA EVALUATION * * Initial area flow distance = 400.000(Ft. ) Top (of initial area) elevation = 1.775.600(Ft. ) Bottom (of initial. area) elevation = 1683.000(Ft. ) Difference in elevation = 92.600(Ft. ) 27 Slope = 0.23150 s(percent)= 23.15 TC = k(0.530) * [ (length^3) / (elevation change) ]^0.2 Initial area time of concentration = 7.802 min. Rainfall intensity = 3.993 (In/Hr) for a 100. 0 year st:orin UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.886 Decimal fraction soil group A = 0. 000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil (AMC 3) = 95.60 Pervious area fraction = 1.000; Impervious fraction = 0.000 Initial subarea runoff = 13.451 (CFS) Total initial stream area = 3 .800 (Ac. ) Pervious area fraction = 1.000 ++++-f-++-f.++++++-1•1-i••3•......... i t+-I-+++++++i-t++++•F++-I....+++k++-3-++++-1....+++ Process from Point/Station 43.000 to Point/Station 44.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1683.000(Ft. ) - Downstream point/station elevation = 1673.000(Ft. ) Pipe length = 60.00 (Ft. ) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 13.451 (CFS) Nearest computed pipe diameter - 12 .00(ln. ) Calculated individual pipe flow - 13 .451 (CFS) Normal flow depth in pipe = 9.12 (In. ) Flow top width inside pipe = 10.25 (In. ) Critical depth could not be calculated. Pipe flow velocity = 21.03 (Ft/s) Travel time through pipe = 0.05 min. Time of concentration (TC) = 7 .85 min. ++•I-+++++++++++-I•++-E+++++.I•-!•-1•+++++++++-I-+++•I-I-+++++++++i-+++++++++a•+a•+•1•+a++i Process from Point/Station 44.000 to Point/Station 44.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 3 .800 (Ac. ) Runoff from this stream = 13 .451 (CFS) Time of concentration = 7.85 min. Rainfall intensity = 3.982 (ln/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CPS) (min) (In/Hr) 1 121.473 13.59 3.060 2 13.451 7.85 3.982 Largest stream flow has longer time of concentration Qp _ 1.21.473 + sum of Qb Ia/Ib 28 13.451 0.768 = 10.336 Qp W 131.810 Total of 2 streams to confluence: Flow rates before confluence point: 121.473 13.451. Area of streams before confluence: 51.300 3,800 Results of confluence: Total flow rate = 131.81.0(CFS) Time of concentration = 13.587 min. Effective stream area after confluence = 55.100(Ac. ) End of computations, total study area 55.10 (Ac. ) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0 .767 Area averaged RI index number = 80.3 • • e 1 Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989 -- 2005 Version 7.1 Rational Hydrology Study Date: 04/28/09 File:3611610c.out _-------------------------------------------------------------------------- TTM 36116 10-Year Hydrology Study Drainage Area "C" ------------------------------------------------------------------------- ********* Hydrology Study Control Information ********** English (in-lb) Units used in input data file ----------------------------------_--_-_-----_-----__------------------------ Program License Serial Number 6194 -----------------------------_-_------ -----------------------------------__ Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual Storm event (year) = 10.00 Antecedent Moisture Condition = 2 Standard intensity-duration curves data (Plate D-4. 1) For the [ Elsinore-Wildomar ) area used. 10 year storm 10 minute intensity = 2.320(In/Hr) 10 year storm 60 minute intensity = 0.980(In/Hr) 100 year storm 10 minute intensity = 3 .540(In/Hr) 100 year storm 60 minute intensity = 1.500(In/Hr) Storm event year = 10.0 Calculated rainfall intensity data: 1 hour intensity = 0.980 (ln/Hr) Slope of intensity duration curve = 0.4800 Process from Point/Station 50.000 to Point/Station 51.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 910.000(Ft. ) Top (of initial area) elevation = 808.500(Ft. ) Bottom (of initial area) elevation = 794.000 (Ft. ) Difference in elevation = 14.500(Ft. ) Slope = 0.01593 s(percent)= 1.59 TC = k(0.390) * [ (length^3) / (elevation change) ]^0.2 Initial area time of concentration = 13 .621 min. Rainfall intensity = 1.997 (In/Hr) for a 10.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.775 2 Decimal, fraction soil. group A = 0. 000 Decimal fraction soil group B = 0,430 Decimal fraction soil group C = 0.5'70 Decimal fraction soil group D = 0.000 RI index for soil (AMC 2) = 63.41 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea. runoff = 3 ,249 (CFS) Total initial stream area = 2.3.00 (Ac. ) Pervious area fraction = 0.500 +++++-1-1-4-+•I-++-I-+++++i+i i I i++++ f a•i•+a-++++! I+i+{+i•1.1•+I•++++1+i+++i+++�+i••I•+1- Process from Point/Station 51.000 to Point/Station 55.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION Top of street segment elevation= 794.000(Ft, )� Find of street segment elevation = '789.000(Ft. ) Length of street segment = 200. 000 (Ft. ) Height of curb above gutter flowl.ine = 6.0(In. ) Width of half street (curb to crown) = 22.000(Ft. ) Distance from crown to crossfall grade break = 18.000(1='t. ) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on (1) side(s) of the street Distance from curb to property line = 10.000(Ft. ) Slope from curb to property line (v/hz) = 0.025 Gutter width = 2.000(Ft. ) Gutter hike from flowline = 2.000(In. ) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.01.50 Estimated mean flow rate at midpoint of street = 3.249 (CFS) Depth of flow = 0.309 (Ft. ) , Average velocity = 3.405 (Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 9.096 (Ft. ) Flow velocity = 3.41 (Ft/s) Travel time = 0.98 min.. TC = 14 . 60 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient, = 0.793 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0. 000 Decimal fraction soil group C = 1.000 Decimal fraction sail group D = 0.000 RI index for soil(AMC 2) = 69.00 Pervious area fraction = 0.500; Impervious fraction = 0. 500 Rainfall. intensity = 1.931(In/Hr) for a 10.0 year storm Subarea runoff = 0.000 (CPS) for 0.000(Ac. ) Total runoff = 3.249 (CFS) Total area = 2.100 (Ac. ) Street flow at end of street = 3.249(CFS) Half street flow at end of street = 3.249 (CFS) Depth of flow = 0.309 (Ft. ) , Average velocity = 3 .405 (Ft/s) Flow width (from curb towards crown)= 9.096 (Ft. ) ++i f++ I++•1 I•++1•+t++t+++i+i+i++-t--I••I•-I++++1 1 !•++++..A-A.A.-{-++-}++i••1•++++++•1•-1-+++++ Process from Point/Station 55.000 to Point/Station 55.000 3 **** CONFLUENCE OF MINOR STREAMS ***� Along Main Stream number: 1 in normal stream number 1 Stream flow area = 2.100(Ac. ) Runoff from this stream = 3 .249 (CFS) Time of concentration = 14.60 min. Rainfall intensity = 1.931 (ln/Hr) i•+++++++++++i-++++++1 i•++++++++++i+++++i-++++++i•+++++++++-I-++-1++i-+++++++++ Process from Point/Station 52.000 to Point/Station 53 .000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 890.000 (Ft. ) Top (of initial area) elevation = 845.000(Ft. ) Bottom (of initial area) elevation = 810.000(Ft. ) Difference in elevation = 35.000 (Ft. ) Slope = 0.03933 s(percent)= 3.93 TIC = k(0.390) * [ (length^3) / (elevation change) ]^0.2 Initial area time of concentration = 11.269 min. Rainfall intensity = 2.187 (ln/Hr) for a 10 . 0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.816 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.410 Decimal fraction soil group D = 0.590 RI index for soil (AMC 2) = 72.54 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 4.638 (CFS) Total. initial stream area = 2.600(Ac. ) Pervious area fraction = 0.500 4++-1-.+++++-i•+++i-++++i•++i•d-+++-I-++++i i-+i--i-..i -t++++i•+++i•++++ I-+++++++++i-++•i•+. Process from Point/Station 53 . 000 to Point/Station 54.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 810.000(Ft. ) Downstream point elevation = 792.000(Ft. ) Channel length thru subarea = 500.000(Ft. ) Channel base width = 0.000(Ft. ) Slope or. 'Z' of left channel bank = 1.000 Slope or 'Z' of right channel bank = 1.000 Estimated mean flow rate at midpoint of channel = 4.905 (CFS) Manning's 'N' = 0.015 Maximum depth of channel - 3 .000(Ft. ) Flow(q) thru subarea = 4.905(CFS) Depth of flow = 0.784 (Ft. ) , Average velocity = 7 . 988 (Ft/s) Channel. flow top width = 1.567 (Ft. ) Flow Velocity = 7.99 (Ft/s) Travel time - 1.04 min. Time of concentration = 12.31. min. Sub-Channel No. 1 Critical depth = 1.086(Ft. ) Critical flow top width = 2 .172 (Ft. ) ' I Critical flow velocity= 4.160 (Ft/s) 4 ' Critical flow area = 1 .179 (Sq.Ft) Adding area flow to channel COMMERCIAL subarea type Runoff Coefficient = 0.882. Decimal fraction soil group A = 0.000 Decimal fraction soil. group B = 0.000 Decimal fraction soil group C = 0.600 Decimal fraction soil group D = 0.400 RI index for soil (AMC 2) = 71.40 Pervious area fraction = 0.100; Impervious fraction = 0.900 Rainfall intensity = 2.096 (In/Hr) for a 10.0 year storm Subarea runoff = 0.554(CFS) for 0.300(Ac. ) Total runoff = 5.192 (CFS) 'Total area = 2.900(Ac. ) Depth of flow = 0.800(Ft. ) , Average velocity = 8. 2.03 (Ft/s) Sub-Channel. No. 1 Critical depth = 1.109 (Ft. ) ' Critical flow top width = 2.219(Ft. ) ' Critical flow velocity= 4.219 (Ft/s) ' Critical flow area = 1.231 (Sq.Ft) ++++++++++i•+++++++i••f a-++++A-+-1-+++++-I•++++++++++++i•++•i-++++++++++++++++++++ Process from Point/Station 54.000 to Point/Station 55.000 STREET FLOW TRAVEL TIME •I• SUBAREA PLOW ADDITION Top of street segment elevation = 792.000(Ft. ) _ End of street segment elevation = 789.000(Ft. ) Length of street segment = 1'70.000(Ft. ) Height of curb above gutter flowline = 6.0(In. ) Width of half street (curb to crown) = 22.000(Ft. ) Distance from crown. to crossfall grade break = 18. 000 (Ft . ) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown. (v/hz) _. 0.020 Street- flow is on (1.) side(s) of the street Distance from curb to property line = 10.000(Ft. ) Slope from curb to property line (v/hz) = 0.025 Gutter width = 2 .000(Ft.. ) Gutter hike from flowline = 2.000(In. ) Manning's N in gutter = 0.01.50 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 6.856(CFS) Depth of flow = 0.396 (Ft. ) , Average velocity = 3.543 (Ft/s) Streetflow hydraulics at midpoint of street travel; Halfst-reet flow width = 13.448(Ft. ) Flow velocity = 3.54(Ft/s) Travel time = 0.80 min. TC = 13.11 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.798 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 1.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 69.00 5 Pervious area fraction = 0.500; Impervious fraction = 0.500 Rainfall intensity = 2.034 (In/Hr) for a 10.0 year storm Subarea runoff = 3.244(CFS) for 2.000(Ac. ) Total runoff = 8.436 (CFS) Total. area = 4.900(Ac. ) Street flow at end of street = 8.436 (CFS) Half street flow at end of street = 8.436(CFS) Depth of flow = 0.419 (Ft. ) , Average velocity = 3.724 (Ft/s) Flow width (from curb towards crown)= 14.625(Ft. ) ++++++i-+++++++-I•++++.+..++I-+++++++++.+++++-I•++a•+++A...+++++4- +++a.-F+++++++ Process from Point/Station 55.000 to Point/Station 55.000 *** � CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 4.900 (Ac. ) Runoff from this stream = 8.436(CFS) Time of concentration = 13.11 min. Rainfall intensity = 2.034 (In/H.r. ) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 3.249 14.60 1.931 2 8.436 13.11 2.034 Largest stream flow has longer or shorter time of concentration Qp = 8.436 + sum of Qa Tb/Ta 3.249 * 0.898 = 2 .918 Qp = 11.354 Total of 2 streams to confluence: Flow rates before confluence point: 3.249 8.436 Area of streams before confluence: 2.100 4.900 Results of confluence: Total flow rate = 11.354(CFS) Time of concentration = 13.112 min. Effective stream area after confluence = 7 . 000 (Ac. ) ++++++++++a-+++++A-++++++++++++++++A-++++++++++++++++++++++i++++i•++++++++ Process from Point/Station 55.000 to Point/Station 57.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 789.000 (Ft. ) End of street segment elevation = 764.000 (Ft. ) Length of street segment = 600.000(Ft. ) Height- of curb above gutter flowline = 6.0(In. ) Width of half street (curb to crown) = 22.000(Ft. ) Distance from crown to crossfall grade break = 1.8.000(Ft. ) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on. [11 side(s) of the street Distance from curb to property line = 10.000 (Ft. ) Slope from curb to property Line (v/hz) = 0.025 Gutter_ width = 2.000(Ft. ) Gutter hike from flowline = 2.000(In. ) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 12. 845 (CFS) Depth of flow = 0.418(Ft. ) , Average velocity = 5.709 (Ft/s) Streetflow hydraulics at midpoint of street travel.: Halfstreet flow width = 14.572(Ft. ) Flow velocity = 5.71 (Ft/s) Travel time = 1.75 min. TC = 14.86 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Loot) Runoff Coefficient = 0.793 Decimal fraction soil group A = 0.000 Decimal. fraction soil group B = 0.000 Decimal. fraction soil group C = 1.000 Decimal fraction soil. group D = 0.000 RI index for soil(AMC 2) = 69.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Rainfall intensity = 1.915 (ln/lir) for a 10.0 year storm Subarea runoff = 2.884(CFS) for. 1.900 (Ac. ) Total runoff = 14.238(CFS) Total area. = 8.900(Ac. ) Street flow at end of street = 14.238(CFS) Half street flow at end of street = 14.238(CFS) Depth of flow = 0.4:30 (Ft. ) , Average velocity = 5.852 (Ft/s) Flow width (from curb towards crown) = 1,5.1.86(Ft. ) ++++a•++++++++a-+++++++++++++a•a•++a-++++++++++++a-+a-+++a•+++++a•+++++++++++a•.�. Process from Point/Station 57.000 to Point/Station 57 .000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number- 1 in normal stream number 1 Stream flow area = 8.900 (Ac. ) Runoff from this stream = 14.238(CFS) Time of concentration. = 14.86 min. Rainfall intensity 1.915 (ln/Hr) -�••�-++•�-+++•�-++++a•+a•-�-�••�-+a-a-a •�+a-++a-+a•a•+-i-+a-a-+•+••�•+++a-a•+a•+++a-a a-•f•a•+++a•++a-a•a••+a•+a•-�.a• Process from Point/Station 56.000 to Point/Station 57.000 x'*** INITIAL AREA EVAL•UA'TION *** Initial area. flow distance =--- 760.000(Ft. ) Top (of initial area) elevation = 836.000(Ft. ) Bottom (of initial area) elevation = 764.000 (Ft. ) Difference in elevation = 72.000(Ft. ) Slope = 0.09474 s(percent)= 9.47 TC = k(0.710) * [ (length^3) / (elevation change) ] ^0.2 Initial area time of concentration = 16.154 min. Rainfall intensity = 1.840(In/Hr) for a 10.0 year storm UNDEVELOPED (fair cover) subarea Runoff Coefficient = 0.756 Decimal. fraction soil group A = 0.000 7 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.950 Decimal fraction soil group D = 0.050 RI index for soil (AMC 2) = 79.25 Pervious area fraction = 1.000; Impervious fraction = 0.000 Initial. subarea runoff = 2.783 (CFS) Total initial stream area = 2.000(Ac. ) Pervious area fraction = 1.000 ++++++++++i•++++++++++i-•1•-I-•i-+++++++++++i•++i•++++++++++++A-+++I-+I•++++-I+4-++++ Process from Point/Station 57.000 to Point/Station 57.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 2.000(Ac. ) Runoff from this stream = 2.783 (CPS) Time of concentration = 16.15 min. Rainfall intensity = 1.840(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall intensity No. (CPS) (min) (In/Hr) 1 14.238 14.86 1.915 2 2.783 1.6.15 1.840 Largest stream flow has longer or shorter time of concentration Qp = 14.238 + sum of Qa Tb/Ta 2.783 * 0.920 = 2 . 561 Qp = 16.799 Total of 2 streams to confluence: Flow rates before confluence point: 14.238 2.783 Area of streams before confluence: 8.900 2.000 Results of confluence: Total flow rate = 16.799(CFS) Time of concentration = 14.863 min. Effective stream area after confluence = 10 . 900 (Ac. ) +++++++++++++-I-++++A•++++++�•+++++++++++A-+ +++I-+++•I-++++..+•4-+-I-++-f-++•1-+....+ Process from Point/Station 57.000 to Point/Station 59.000 * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 764.000(Ft. ) End of street segment elevation = 754.000(Ft. ) Length of street segment = 130.000 (Ft. ) Height of curb above gutter. flowline = 6.0(In. ) Width of half street (curb to crown) = 22.000(Ft. ) Distance from crown to crossfall grade break = 18.000(Ft. ) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [11 side(s) of the street 8 Distance from curb to property line = 10.000(Ft. ) Slope from curb to property line (v/hz) = 0.025 Gutter width = 2.000 (Ft. ) Gutter hike from flowline = 2.000(In. ) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 16.799 (CFS) Depth of flow = 0.414(Ft. ) , Average velocity = 7 .686 (Ft/s) Streetflow hydraulics at midpoint of street, travel: Halfstreet flow width = 14.349 (Ft. ) Flow velocity = 7.69 (Ft/s) Travel time = 0.28 min. TC = 15.15 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.792 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 1.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 69.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Rainfall intensity = 1..898(In/Hr) for a 10.0 year storm Subarea runoff = 0.000(CFS) for 0.000(Ac. ) Total runoff = 16.799 (CFS) Total area = 10. 900 (Ac. ) Street- flow at end of street = 16.799 (CFS) Half street flow at: end of street = 1.6.799 (CFS) Depth of flow = 0.414 (Ft. ) , Average velocity = 7.686(Ft/s) Flow width (from curb towards crown) = 14.349 (Ft . ) +++a••1•a.+a-+-I•a•++•1-++++a-++++++++-1•++++++++++-+•++a•+-++•+a•.1.. A-•+a•+a-+{i-+++•+-I A...+++a••+• Process from Point/Station 59.000 to Point/St.atien 59.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1, in normal stream number I_..__ Stream flow area = 10.900(Ac. ) Runoff from this stream = 16.'799(CFS) Time of concentration = 15.15 min. Rainfall intensity = 1.898(In/Hr) +++++++++++++++++++++++++A-A-A,a•+•1.++•1-A-+a-a-++++++++++++++-1••i+++++ ++I.1••++++i+ Process from Point/Station 58.000 to Point/Station 59.000 *** � INITIAL AREA EVALUATION *** Initi.a.l area flow distancey= 360.000(Ft:. ) Top (of initial area) elevation = 840.000(Ft. ) Bottom (of initial area) elevation = 754.000 (Ft. ) Difference in elevation = 86.000(Ft. ) Slope = 0.23889 s (percent)= 23.89 TC = k(0.710) *[ (length^3) / (elevation change) ] ^0.2 initial area time of concentration = 9.957 min. Rainfall intensity = 2.321 (In/Hr) for a 10.0 year storm UNDEVELOPED (fair cover) subarea Runoff Coefficient = 0.781 Decimal fraction soil group A = 0.000 9 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 1.000 Decimal fraction soil group D = 0.000 RI index for soil (AMC 2) = 79.00 Pervious area fraction = 1.000; Impervious fraction = 0.000 Initial subarea runoff = 2.718(CFS) Total initial stream area = 1.500 (Ac. ) Pervious area fraction = 1. 000 ttt+t+ ++14i-1•+++++++++i-t+t++++++++ta•++i•t•1-++++++++t+tt+++++•I•+++a•i•++++++ Process from Point/Station 59.000 to Point/Station 59.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal. stream number 2 Stream flow area = 1.500(Ac. ) Runoff from this stream = 2.718(CFS) Time of concentration = 9 .96 min. Rainfall intensity = 2 .321 (ln/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 16.799 15.3.5 1.898 2 2.718 9.96 2.321 Largest stream flow has longer time of concentration Qp = 16.799 4- sum of Qb la/lb 2.718 * 0.818 = 2.222 Qp = 19.021 Total of 2 streams to confluence: Flow rates before confluence point: 16.799 2.718 Area of streams before confluence: 10.900 1.500 Results of confluence: Total flow rate = 19.021(CFS) Time of concentration = 15.145 min. Effective stream area after confluence = 12.400(Ac. ) •I-+++4•++a•+++++++.F+i-t+++++•1-+•I•+•i-+++++++++++++++++++++a-++-I•+A-+4-++++++++-4-+++ Process from Point/Station 59.000 to Point/Station 64.000 **** STREET FLOW TRAVEL TIME a• SUBAREA FLOW ADDITION **** Top of street segment elevation = 754.000(Ft. ) ^� End of street segment elevation = 708.000(Ft. ) Length of street segment = 500.000 (Ft. ) Height of curb above gutter flowline = 6.0(In. ) Width of half street (curb to crown) = 22 .000(Ft. ) Distance from crown to crossfall grade break = 18. 000 (Ft. ) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on (1) side(s) of the street 10 Distance from curb to property line = 10.000(Ft, ) Slope from curb to property line (v/hz) = 0.025 Gutter width = 2.000(Ft. ) Gutter hike from flowline = 2.000(In. ) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 19.558(CFS) Depth of flow = 0.421(Ft. ) , Average velocity = 8.533 (Ft/s) Streetflow hydraulics at midpoint of street travel : Halfstreet flow width = 14.715 (Ft. ) Flow velocity = 8.53 (Ft/s) Travel time = 0.98 mire. TC = 16.12 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.790 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 1.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) - 69.00 Pervious area fraction = 0.500; Impervious fraction = 0. 500 Rainfall, intensity = 1.842 (in/Hr) for a 10.0 year storm Subarea runoff = 1.018(CFS) for 0.700(Ac. ) Total runoff = 20.039(CFS) Total area = 1.3.7.00(Ac. ) Street flow at end of street = 20.039 (CFS) Half street flow at end of street = 20.039 (CFS) Depth of flow = 0.424(Ft. ) , Average velocity = 8.583 (Ft/s) Flow width (from curb towards crown)= 14.859 (Ft. ) A-++++++++-I•++++++.1•+++++•I-+++++i++++i++f+++++i++++++I I. I.A-+++++++++++41-++-I•+ Process from Point/Station 64.000 to Point/Station 64.000 ** * CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1- in�normal.-stream number 1 Stream flow area = 1.3.100(Ac. ) Runoff from this stream = 20,039 (CFS) Time of concentration = 16.12 min.. Rainfall- intensity = 1.842 (In/Hr) i++++++++I a+i•1••b+++i++i+++1 I++1++•I-++++++•I•+++++-I•+++A-++++++++++++A-A-+++++A. Process from Point/Station 60.000 to Point/Station 64.000 �:*** INITIAL AREA EVALUATION **** Initial area flow distance = 400.000(Ft. ) Top (of initial area) elevation = '790.000 (Ft. ) Bottom (of initial area) elevation = 708.000(Ft. ) Difference in elevation = 82.000(Ft. ) Slope = 0.20500 s(percent)= 20.50 TC = k(0.530) *[ (length^3) / (elevation change) ]^0.2 Initial area time of concentration = 7.994 min. Rainfall intensity = 2.579(In/Hr) for a 10.0 year storm UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.843 Decimal fraction soil group A = 0.000 11 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.210 Decimal fraction soil group D = 0.790 RI index for soil(AMC 2) = 88.37 Pervious area fraction = 1.000; Impervious fraction = 0.000 Initial subarea runoff = 6.954 (CFS) Total initial stream area = 3.200(Ac. ) Pervious area fraction = 1.000 ++++++++++++++++•1-+i-+++++++++++i-++++++-I-++++++++-E•+-i•++++++++ I•+++++++++++a• Process from Point/Station 64.000 to Point/Station 64.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 3.200(Ac. ) Runoff from this stream = 6.954(CFS) Time of concentration = 7.99 min. Rainfall intensity = 2.579(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CPS) (min) (In./Hr) 1 20.039 16.12 1.842 2 6.954 7.99 2.579 Largest stream flow has longer time of concentration Qp = 20.039 + sum of Qb Ia/Ib 6.954 * 0.714 = 4.966 Qp = 25.005 Total of 2 streams to confluence: Flow rates before confluence point: 20.039 6.954 Area of streams before confluence: 13.100 3.200 Results of confluence: Total flow rate = 25.005(CFS) Time of concentration = 16.122 min. Effective stream area after confluence = 16 .300 (Ac. ) +t++++++++i•+++++++++++++++++++•1-a•++++++++++++•{-+++A-+++t++++.+.+++++-I•I-+a-+ Process from Point/Station 64.000 to Point/Station 64.500 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 708.000(Ft. ) W Downstream point/station elevation = 707.000 (Ft. ) Pipe length = 30.00 (Ft. ) Man.ning's N = 0.013 No. of pipes = 1 Required pipe flow = 25.005(CFS) Nearest computed pipe diameter - 21.00 (In. ) Calculated individual pipe flow - 25.005 (CFS) Normal flow depth in pipe = 15.07 (In. ) Flow top width inside pipe - 3_8.91(In. ) Critical depth could not be calculated. 12 Pipe flow velocity = 13.54(Ft/s) Travel time through pipe = 0.04 min. Time of concentration (TC) = 16.16 min. ++A-++++++++i•+++++++•i-++++++1.1-++++++++-1.4+++++•I-+++++++-1-4-4.1-+++++-I-+•I-+++++++ Process from Point/Station 64.500 to Point/Station 64.500 *** CONFLUENCE OF MINOR STREAMS Along Main Stream number: 1 in normal. stream number 1 Stream flow area = 16.300(Ac. ) Runoff from this stream = 25.005(CFS) Time of concentration = 16.16 min. Rainfall intensity = 1.840(In/Hr) ++I•+++++++-1-+++-I-+•1•+++++++++. +++++++++++++++•I-++++++++i+I+++++++++++++4+ Process from Point/Station 61.000 to Point/Station 62.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 930.000(Ft. ) Top (of initial area) elevation T 808.400(Ft. ) Bottom (of initial area) elevation = 794.000(Ft. ) Difference in elevation = 14.400(Ft. ) Slope = 0.01548 s(percent)= 1.55 TC = k(0.390) * [ (length^3) / (e1evation change) ]^0.2 Initial area time of concentration = 13.819 min. Rainfall intensity = 1.983 (in/Hr) for. a 10.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.773 Decimal fraction soil group A = 0.000 Decimal fraction soil. group B = 0.450 Decimal fraction soil group C = 0.550 Decimal fraction soil group D = 0.000 RI index for scil(AMC 2) = 63.1.5 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 4.600(CFS) Total initial stream area = 3.000(Ac. ) Pervious area fraction. = 0.500 ++1,+++++++-1-I..{++4i++.I++•1--I•A.++•I++I+++•i-•i-I-++ ++++++i ! ++4-++++I+A.++I++I I ++ +I• Process from Point/Station 62.000 to Point/Station 63.000 STREET FLOW TRAVEL, TIME + SUBAREA FLOW ADDITION Top of street segment elevation = 794.000 (Ft. ) End of street segment elevation = 708.000(Ft. ) Length of street segment = 1420.000 (Ft. ) Height of curb above gutter flowline = 6.0(In. ) Width of half street: (curb to crown) = 22.000(Ft. ) Distance from crown to crossfall grade break = 18.000(Ft. ) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 10. 000(Ft. ) Slope from curb to property line (v/hz) = 0.025 Gutter width = 2.000(Ft. ) 13 Gutter hike from flowline = 2.000 (In. ) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 8.210(CFS) Depth of flow = 0.351(Ft. ) , Average velocity = 5.921 (Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 11.225(Ft. ) Flow velocity = 5.92 (Ft/s) Travel time = 4.00 min. TC = 17 .82 min. Adding area flow to street SINGLE: FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.786 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 1.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 69.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Rainfall. intensity = 1.755 (In/Hr) for a 10.0 year storm Subarea runoff = 7.170 (CFS) for 5.200(Ac. ) Total runoff = 11.769 (CFS) Total area = 8.200 (Ac. ) Street flow at end of street = 11.769(CFS) Half street flow at end of street = 11.769 (CFS) Depth of flow = 0.387 (Ft. ) , Average velocity = 6.446 (Ft/s) Flow width (from curb towards crown) = 13 .036(Ft. ) +++++++i-++++-1•+++++++++++++-1...+++i-++++++++++i-++++++-1-++•1-+t+++++++++++-+-+i Process from Point/Station 63.000 to Point/Station 64. 500 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 708.000(Ft. ) Downstream point/station elevation = 707.000(Ft. ) Pipe length = 30. 00 (Ft. ) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 11.769 (CFS) Nearest computed pipe diameter = 15.00 (In. ) Calculated individual pipe flow = 11.769 (CFS) Normal flow depth in pipe = 12.26(In. ) Flow top width inside pipe = 11.60(ln. ) Critical depth could not be calculated. Pipe flow velocity = 10.96 (Ft/s) Travel time through pipe = 0.05 min. Time of concentration (TC) = 17.86 min. ++++++++i•i•+A... ....++++++i•++++A....++++i•+++i•i-+i•+•1-++++++++i i+i-+++++++i++ Process from Point/Station 64.500 to Point/Station 64.500 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 8.200(Ac. ) Runoff from this stream W 11.769 (CFS) Time of concentration = 17.86 min. Rainfall intensity = 1.753 (ln/Hr) Summary of stream data: 14 Stream Flow rate TC Rainfall Intensity No. .(CFS) (min) (]:n/Hr) 1 25.005 16.16 1.840 2 11.769 17.86 1 .753 Largest stream flow has longer or shorter time of concentration Qp = 25.005 + sum of Qa Tb/Ta 11.769 * 0.905 = 10.647 Qp = 35.652 Total of 2 streams to confluence: Flow rates before confluence point: 25.005 11.769 Area of streams before confluence: 16.300 8.200 Results of confluence: Total. flow rate = 35.652 (CFS) Time of concentration = 16.159 min. Effective stream area after confluence = 24.500(Ac. ) +A-++++a•+A-++a-++++.+++++++++++++++++++I•++++++-I-a•+-I++-1•+++++A-+i++++++i•f++++ Process from Point/Station 64.500 to Paint/Station 66.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 707.000(Ft. ) Downstream point/station elevation = 694.000(Ft. ) Pipe length = 270.00 (Ft-. ) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 35.652 (CFS) Nearest computed pipe diameter - 21.00(In. ) Calculated individual pipe flow - 35.652 (CPS) Normal. flow depth in pipe = 17.72 (In. ) Flow top width inside pipe = 15.25 (ln. ) Critical depth could not be calculated. Pipe flow velocity T 16.45(Ft/s) Travel. time through pipe = 0.27 min. Time of concentration (TC) = 16.43 min. +++++++4•++A-++++++++A.++++A-+++++++++•1•a•++++++++++++A-+++++I+ I•+•I•+ +i+++++a+ Process from Point/Station 66.000 to Paint/Station 66.000 "*** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 24.500(Ac. ) Runoff from this stream 35.652 (CFS) Time of concentration = 16.43 min. Rainfall. intensity = 1.825(ln/Hr) Program is now starting with Main Stream No. 2 +++a•++4-A-+++++++•I-+I.++A-++++++ +f-+++++++++++I+++A-+++i i++I+i+i++•f-+a-!-+++I+ Process from Point/Station 64.000 to Point/Station 103.000 **** INITIAL AREA EVALUATION **** 15 Initial area flow distance W 320.000(Ft. ) Top (of initial area) elevation = 708.000 (Ft. ) Bottom (of initial area) elevation = 696.000(Ft. ) Difference in elevation = 12.000(Ft. ) Slope = 0.03750 s(percent)= 3.75 TC = k(0.390) *Hlength^3) / (elevation change) ] ^0.2 Initial area time of concentration = 7.556 min. Rainfall intensity = 2.649(in/Hr) for a 10. 0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.829 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.350 Decimal fraction soil group D = 0.650 RI index for soil(AMC 2) = 72.90 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 1.318(CFS) Total initial stream area = 0.600(Ac. ) Pervious area fraction = 0.500 ++++++++++++•+-++++++++++++++++++++i i•+++++++++++.4-+A-++++f-++++++++++. +I+++ Process from Point/Station 103 .000 to Point/Station 66.500 **** PI.PEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 696.000(Ft. ) Downstream point/station elevation = 695.000(Ft. ) Pipe length = 45.00(Ft. ) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 1.318(CFS) Nearest computed pipe diameter = 9.00(ln. ) Calculated individual pipe flow = 1.318(CFS) Normal flow depth in pipe = 4.68(In. ) Flow top width inside pipe = 8.99 (In. ) Critical Depth = 6.35 (In. ) Pipe flow velocity = 5.67 (Ft/s) Travel time through pipe = 0.13 min. Time of concentration (TC) = 7.69 min. ++++++++•I-+++++++++++++++++++++++++++++++++++++++++++•I-+++-I•+++++++++++++ Process from Point/Station 66.500 to Point/Station 66.500 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 0.600 (Ac. ) Runoff from this stream = 1 .318(CFS) Time of concentration = 7 .69 min. Rainfall intensity = 2 .627 (In/Hr) +-I-+...+t++++++•I•+..++++++++•I-+•I-+++++++++++++.++...+++++++++-1•+.+-I•+.•I-+.++i• Process from Point/Station 65.000 to Point/Station 93.000 *** INITIAL AREA EVALUATION **** Initial area flow distance = 510.000(Ft. ) Top (of initial area) elevation = 709.000(Ft. ) 16 Bottom (of initial area) elevation = 696.000(Ft. ) Difference in elevation = 13 .000 (Ft. ) Slope = 0.02549 s(percent)= 2.55 TC = k(0.390) * [ (length^3) / (elevation change) )^0.2 Initial. area time of concentration = 9.836 min. Rainfall intensity = 2.334 (In/Hr) for a 10.0 year storm SINGLE FAMILY (1/4 Acre 'Lot) Runoff Coefficient = 0.810 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal. fraction soil group C = 0.910 Decimal fraction soil group D = 0.090 RI index for soil (AMC 2) = 69.54 Pervious area fraction = 0.500; Impervious fraction = 0. 500 Initial subarea runoff = 1.324 (CF9) Total initial. stream area = 0.700(Ac. ) Pervious area fraction = 0.500 ++++++•I•+A.4-+++++•1-++++-I•+++++a•+1•I-+++•I i i+i+i d•a•I•++++i+++i 1++h d•++F•+++--I-d+-I-4 A- . Process from Point/Station 93 .000 to Point/Station 66 . 500 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation-= 696.000(Ft_.) Downstream point/station elevation = 695.000(Ft. ) Pipe length = 30.00(Ft. ) Manning's N = 0.0.13 No. of pipes = 1 Required. pipe flow - 1,324 (CFS) Nearest computed pipe diameter = 9.00(In. ) Calculated individual pipe flow - 1.324(CFS) Normal flow depth in pipe = 4,17(In. ) Flow top width inside pipe = 8.98(In. ) Critical Depth = 6.36 (In. ) Pipe flow velocity - 6.61 (Ft/s) Travel time through pipe = 0.08 min. Time of concentration (TC) 9.91 min. ++++++#-+•}+++++++i-1-++•I++A-+a-+•I-i-•i+++!-I I•+++++++i•i-+++•I++++++ti+I I ++•I-9-•i••I••1••i-+4- Process from Point/Station 66.500 to Point/Station 66.500 *** CONFLUENCE OF MINOR STRF..AMS Along Main Stream number:�2 in normal stream number 2____._�_ Stream flow area = 0.700 (Ac. ) Runoff from this stream = 1.324 (CFS) Time of concentration = 9.91 min, Rainfall intensity = 2.326 (In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CPS) (min) (In./Hr) 1 1.318 7.69 2.627 2 1.324 9.91 2.326 Largest stream flow has .longer time of concentration Qp = 1.324 + sum of Qb Ia/Ib 17 1.318 0.885 = 1.167 Qp = 2.490 Total of 2 streams to confluence: Flow rates before confluence point: 1.318 1.324 Area of streams before confluence: 0.600 0.700 Results of confluence: Total flow rate = 2.490(CFS) Time of concentration = 9.912 min. Effective stream area after confluence = 1 .300 (Ac. ) +-I•++++A-++-I-++++++++++++++++-I•+-I....-h++-F++-1•++-i-+-f-++++++++++4+++I--I•+-1•++I•-3•.... Process from Point/Station 66.500 to Point/Station 66.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) Upstream point/station elevation = 695.000(Ft. ) Downstream point/station elevation = 694.000(Ft. ) Pipe length = 60.00 (Ft. ) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 2.490 (CFS) Nearest computed pipe diameter - 12 .00 (In. ) Calculated individual pipe flow = 2.490 (CFS) Normal flow depth in pipe = 6.29 (In. ) Flow top width inside pipe = 11.99 (ln. ) Critical Depth = 8.11 (In. ) Pipe flow velocity = 5.97 (Ft/s) Travel time through pipe = 0.17 min. Time of concentration (TC) = 10.08 min. +i-+++++j-+++++-f-+-I-+++i-+++++++++++++-I•++++-F+-i-+•1•++•f•++++++++-I i•++++++d-+++++++ Process from Point/Station 66.000 to Point/Station 66 .000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 1.300 (Ac. ) Runoff from this stream = 2.490(CPS) Time of concentration = 10.08 min. Rainfall intensity = 2 .307 (In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 35.652 16.43 1.825 2 2.490 10.08 2.307 Largest stream flow has longer time of concentration Qp = 35.652 A- sum of Qb Ia./Ib 2.490 * 0.791 = 1.969 Qp = 37.621 Total of 2 main streams to confluence: 18 Flow rates before confluence point: 35.652 2.490 Area of streams before confluence: 24.500 1..300 Results of confluence: Total flow rate = 37.621(CFS) Time of concentration = 16.432 min. Effective stream area after confluence = 25.800(Ac. ) ++++++++++++++++++++++++++a-++++++++!•+++++++++A-++++++++++++++++++ Process from Point/Station. 66.000 to Point/Station 69.000 PIPEFLOW TRAVEL TIME (Program estimated size) **xx Upstream point/station elevation = 694.000 (Ft. ) Downstream point/station elevation = 634.000(Ft. ) Pipe length _. 200.00(Ft. ) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 37.621 (CPS) Nearest computed pipe di-ameter - 18.00(In. ) Calculated individual pipe flow - 37.621. (CF S) Normal flow depth in pipe = 10.62 (In. ) Flow top width inside pipe = 17.71 (In. ) Critical depth could not be calculated. Pipe flow velocity = 34.71(Ft/s) Travel time through pipe - 0.10 min. Time of concentration (TC) = 16.53 min. ++•I+++++++++++ f-9 I++I+1•4-+4-+4•++++++++++++4--1-++i-+4-1-+-1•-I++i+++i•1.1••1++++ I I I I+ Process from Point/Station 69.000 to Point/Station 69.000 **x'* CONFLUENCE OF MINOR STREAMS ***x Along Main Stream number: 1. in normal stream number 1 Stream flow area = 25.800(Ac. ) Runoff from this stream = 37.621. (CF'S) Time of concentration = 16.53 min. Rainfall intensity = 1.820(In/11r) A-4.++A-++++++++++++•1++++++++I i+++I i a•++++++++++++•i-+++!+d•!• I•-I•a-+4--f•-+•-1•++++++A-+ Process from Point/Station 67.000 to Paint/Station 68.000 x'* �* INITIAL AREA EVALUATION **** Initial area flow distance = 420.000(Ft. ) Top (of initial area) elevation = 856.000(Ft. ) Bottom (of initial. area) elevation = 714.000(Ft. ) Difference in elevation = 142.000(Ft. ) Slope m 0.33810 s(percent)= 33.81 TC = k(0.530) *[ (length^3) / (elevati.on change) ]^0.2 Initial area time of concentration = 7.375 min. Rainfall intensity = 2.680(In/11r) for a 10.0 year storm UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.833 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 19 Decimal fraction soil group C = 1.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 86.00 Pervious area fraction = 1.000; Impervious fraction = 0.000 Initial subarea runoff = 11.382 (CFS) Total initial stream area = 5.100 (Ac. ) Pervious area fraction = 1.000 ++++++++1-++++-f•a•++++++-I•++++++i•a••+•++++++++++++++-1•++++++++++ -++kk++.++-a 4+� Process from Point/Station 68.000 to Point/Station 69 . 000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 714.000(Ft. ) Downstream point elevation = 634.000(Ft. ) Channel length thru subarea - 820.000(Ft. ) Channel base width - 0.000 (Ft. ) Slope or 'Z' of left channel bank = 1.000 Slope or 'Z' of right channel bank = 1.000 Estimated mean flow rate at midpoint of channel = 15.305 (CFS) Mann.ing's 'N' = 0.015 Maximum depth of channel = 3.000(Ft. ) Flow(q) thru subarea. = 15.305(CFS) Depth of flow = 0.996 (Ft. ) , Average velocity = 15.430(Ft/s) Channel flow top width = 1.992 (Ft. ) Flow Velocity = 15.43 (Ft/s) Travel time = 0.89 min. Time of concentration = 8.26 min. Sub-Channel No. 1 Critical depth = 1.703 (Ft. ) ' Critical flow top width = 3.406 (Ft. ) ' Critical flow velocity= 5.276 (Ft/s) Critical flow area = 2.901 (Sq.Ft) Adding area flow to channel UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.829 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 1.000 Decimal fraction soil group D = 0.000 RI index for. soil(AMC 2) = 86.00 Pervious area fraction = 1.000; Impervious fraction = 0.000 Rainfall intensity = 2.538(In/Hr) for a 10.0 year storm Subarea runoff = 7.78'7 (CFS) for 3 .700(Ac. ) Total runoff = 19.169(CFS) Total area = 8.800(Ac. ) Depth of flow = 1.084(Ft. ) , Average velocity = 16.323 (Ft/s) Sub-Channel No. 1 Critical depth = 1.8'75 (Ft. ) Critical flow top width = 3 .750(Ft. ) ' Critical flow ve3-ocity= 5.452 (Ft/s) Critical flow area = 3 .51.6 (Sq.Ft) }+++I •I++++++++-3•+++++++++++++•f•+1--f-+++++++++a-1-++++++++++++++-1-+++++++++++(- Process from Point/Station 69.000 to Point/Station 69.000 20 CONFLUENCE OF MINOR STREAMS "'* * Along Main Stream number: 1 in normal stream number 2 Stream flow area = 8.800(Ac. ) Runoff from this stream = 19.169 (CPS) Time of concentration = 8.26 min. Rainfall intensity = 2.538 (In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 37.621 16.53 1.820 2 19.169 8.26 2.538 Largest stream flow has longer time of concentration Qp = 37.621 + sum of Qb Ia/Ib 19.169 * 0.717 = 13.741 Qp = 51.362 Total of 2 streams to confluence: Flow rates before confluence point: 37.621 19.1.69 Area of streams before confluence: 25.800 8.800 Results of confluence: Total flow rate = 51.362 (CFS) Time of concentration = 16.528 min. Effective stream area after confluence = 34 . 600 (Ac. ) ffffffffffff+ffffffffffffffff+fffff+++ff+f+f++ff++ffff++f-I -E -I+i +++f+i+-I- Process from Point/Station 69.000 to Point/Station 70.000 IMPROVED CHANNEL !'RAVEL TIME Upstream point elevation 634.000(Ft. )-.•_�_ _�. �� Downstream point elevation = 594.000(Ft. ) Channel length thru subarea - 160.000(Ft. ) Channel base width W 0.000(Ft. ) Slope or 'Z' of left channel bank. = 1. 000 Slope or 'Z' of right channel bank = 1.000 Estimated mean flow rate at midpoint of channel. = 52.671 (CFS) Manning's 'N' = 0.015 Maximum depth of channel. -- 3.000(Ft. ) Flow(q) thru subarea = 52.671(CFS) Depth of flow = 1.327 (Ft. ) , Average velocity = 29.908(Ft/s) Channel flow top width = 2.654 (Ft. ) Flow Velocity = 29.91 (Ft-/s) Travel time - 0.09 min. Time of concentration - 16.62 min. Sub-Channel No. 1 Critical depth = 2.797 (Ft. ) ' Critical flow top width = 5.594 (Ft. ) Critical flow velocity= 6.733 (Ft/s) ' Critical flow area = 7.823 (Sq.Ft) 21 Adding area flow to channel UNDEVELOPED (good cover) subarea Runoff Coefficient = 0.739 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.470 Decimal fraction soil group D = 0.530 RI index for soil(AMC 2) = 77.18 Pervious area fraction = 1.000; Impervious fraction = 0.000 Rainfall intensity = 1.815 (ln/Hr) for a 10.0 year storm Subarea runoff = 2.550(CFS) for 1.900(Ac. ) Total runoff = 53.912 (CFS) Total area = 36.500(Ac. ) Depth of flow = 1.339 (Ft. ) , Average velocity = 30.083 (Ft/s) Sub-Channel No. ]. Critical depth = 2.828(Ft. ) ' Critical flow top width = 5.656(Ft. ) Critical flow velocity= 6.740 (Ft/s) ' Critical flow area = 7.998(Sq.Ft) +a I-•t++++-F4+++++•1-+-1-+++.++++i-++++•F+•1+++++++++•1-+++i-++++++++++.A--1-1..+++++i i Process from Point/Station 70.000 to Point/Station 71.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 594:.000(Ft. ) Downstream point elevation = 564.000(Ft. ) Channel length thru subarea = 590.000(Ft. ) Channel base width = 0.000(Ft. ) Slope or 'Z' of left channel bank = 1.000 Slope or 'Z' of right channel bank = 1.000 Estimated mean flow rate at midpoint of channel = 54.964(CFS) Manning's 'N' = 0.015 Maximum depth of channel = 3 .000(Ft. ) Flow(q) thru subarea = 54.964 (CFS) Depth of flow = 1.818(Ft. ) , Average velocity = 16.636 (Ft/s) Channel flow top width = 3.635 (Ft. ) Flow Velocity = 16.64 (Ft/s) Travel time = 0.59 min. Time of concentration = 17.21 min. Sub-Channel No. 1 Critical depth = 2.844(Ft. ) ' I ' Critical flow top width = 5.688(Ft. ) ' Critical flow velocity= 6.797 (Ft/s) ' Critical flow area = 8.087 (Sq.Ft) Adding area flow to channel UNDEVELOPED (fair cover) subarea Runoff Coefficient = 0.674 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil (AMC 2) = 69.00 Pervious area fraction = 1.000; Impervious fraction = 0.000 Rainfall intensity = 1.785(In/Hr) for a 10.0 year storm Subarea runoff = 2 .044 (CFS) for 1.700(Ac. ) 22 'Potal. runoff = 55.957 (CPS) Total area = 38.200(Ac. ) Depth of flaw = 1.830 (Ft. ) , Average velocity = 16.710(Ft/s) Sub-Channel No. 1 Critical depth := 2. 875 (Ft. ) ' Critical. flow top width = 5.750(Ft. ) ' Critical flow velocity= 6.770(Ft/s) ' Critical flow area = 8.266 (Sq.Ft) End of computations, total study area = 38.20 (Ac. ) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.747 Area averaged RI index number = 75.4 Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989 - 2005 Version 7.1 Rational Hydrology Study Date: 04/28/09 File:3611610c.out --------------------------------------------------------------- TTM 36616 10-Year Hydrology Study Drainage Area ''C" ------------------------------------------------------------------------- ********* Hydrology Study Control Information ********** English (in-lb) Units used in input data file -----------------------------------------------------------------_--_---- Program License Serial Number 6194 ----------------------------------------------- --_----------------------- Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual Storm event (year) = 10.00 Antecedent Moisture Condition = 2 Standard intensity-duration curves data (Plate D-4.1) For the [ Elsinore--Wildomar l area used. 10 year storm 10 minute intensity = 2.320(In/Hr) 10 year storm 60 minute intensity = 0.980(In/Hr) 100 year storm 10 minute intensity = 3.540(ln/Hr) 100 year storm 60 minute intensity = 1.500(In/Hr) Storm event year = 10.0 Calculated rainfall intensity data: 1 hour intensity = 0.980(In/Hr) Slope of intensity duration curve = 0.4800 .-F•I•a•-I•-F-i--Fa•+-E-..-h-I•.f-I-.....-I•........ --h.i•-E-. .....+-F-I--t-............ -+-F.-f--E.... Process from Point/Station 50.000 to Point/Station 51.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 910.000(Ft. ) Top (of initial area) elevation = 808. 500 (Ft. ) Bottom (of initial area) elevation = 794.000(Ft. ) Difference in elevation = 14.500(Ft. ) Slope = 0.01593 s(percent)= 1. 59 TC = 00.390 * [ (lengthM Nelevation. change) ] ^0.2 Initial area time of concentration = 13.621 min. Rainfall intensity = 1.997 (ln/Hr) for a 10.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.775 2 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.430 Decimal fraction soil. group C - 0.570 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 63 .41 Pervious area fraction = 0.500; Impervious fraction = 0. 500 Initial subarea runoff = 3.249 (CFS) Total initial stream area = 2.1.00(Ac. ) Pervious area fraction = 0.500 +++++++i+++++++4-4-+++++++++++++4•I•i•+++++i-+i•+++++++++++++ Process from Point/Station 51.000 to Point/Station 55. 000 **'** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION Top of street segment elevation = 794.000(Ft. ) End of street segment elevation = 789.000(Ft. ) Length of street segment = 200.000(Ft. ) Height of curb above gutter flowline = 6.0(In. ) Width of half street (curb to crown) = 22.000(Ft. ) Distance from crown to crossfall grade break = 18.000(Ft. ) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [11 side(s) of the street Distance from curb to property line = 10.000(Ft. ) Slope from curb to property line (v/hz) = 0.025 Gutter width = 2.000 (Ft. ) Gutter hike from flowline = 2.000(In. ) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 3.249 (CFS) Depth of flow = 0.309 (Ft. ) , Average velocity = 3 .4.05(Ft/s) Streetflow hydraulics at midpoint of street travel.: Halfstreet flow width = 9.096 (Ft. ) Flow velocity = 3.41 (Ft/s) Travel. time = 0.98 min. TC = 14.60 min. Adding area. flow to street SINGLE FAMILY (1./4 Acre Lot) Runoff Coefficient = 0.793 Decimal fraction soil group A = 0.000 Decimal fraction soil group B - 0.000 Decimal fraction soil group C = 1.000 Decimal fraction soil group D = 0.000 RI index for soil (AMC 2) = 69.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Rainfall intensity = 1.931(In/Hr) for a 10.0 year storm Subarea runoff 0.000(CPS) for 0.000(Ac. ) Total runoff = 3 .249 (CFS) Total. area = 2.100(Ac. ) Street flow at end of street = 3.249(CFS) Half street flow at end of street = 3.249(CFS) Depth of flow = 0.309 (Ft. ) , Average velocity = 3.405(Ft/s) Flow width (from curb towards crown)= 9.096 (Ft. ) +++++++++++++++++++4-+++++++++++•i•+•1•++++++++++++++++++4-+++4 4 i+++4+++4•+•++ Process from Point/Station 55.000 to Point/Station 55.000 3 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 2.100 (Ac. ) Runoff from this stream = 3.249 (CFS) Time of concentration = 14.60 min. Rainfall intensity = 1.931 (ln/Hr) ++•I•+++i-++++•i-+++++-1•++++•1•++++.+++++-I•+++++•I•++++++++1...................... Process from Point/Station 52.000 to Point/Station 53 .000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 890.000(Ft. ) Top (of initial area) elevation = 845.000(Ft. ) Bottom (of initial area) elevation = 810.000(Ft. ) Difference in elevation = 35.000(Ft. ) Slope = 0.03933 s (percent)= 3.93 TC = k(0.390) * [ (length-3) / (elevation change) ] ^0.2 Initial area time of concentration = 11.269 min. Rainfall intensity = 2.187 (ln/Hr) for a 10.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.816 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.410 Decimal fraction soil. group D = 0.590 RI index for soil (AMC 2) = 72.54 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 4.638 (CFS) Total initial stream area = 2.600 (Ac. ) Pervious area fraction = 0.500 -I-+++++i•++++++++++•I•++4...+.-F+++++++++++++i•+++•f•++++++++++++++•i•++++•....... Process from Point/Station 53.000 to Point/Station 54.000 **** IMPROVED CHANNEL TRAVEL 'TIME **** Upstream point elevation = 810.000(Ft. ) Downstream point elevation = 792.000(Ft. ) Channel length thru subarea = 500.000(Ft. ) Channel base width = 0.000(Ft. ) Slope or 'Z' of left channel bank = 1.000 Slope or 'Z' of right channel bank = 1.000 Estimated mean flow rate at midpoint of channel = 4 .905 (CFS) Manning's 'N' = 0.015 Maximum depth of channel - 3.000 (Ft. ) Flow(q) thru subarea = 4.905 (CFS) Depth of flow = 0.784(Ft. ) , Average velocity '7 . 988 (Ft/s) Channel flow top width = 1.567 (Ft. ) Flow Velocity = 7.99 (Ft/s) Travel time - 1.04 min. Time of concentration = 12.31 min. Sub-Channel No. 1 Critical depth = 1.086 (Ft. ) ' Critical flow top width = 2 .172 (Ft. ) ' Critical flow velocity= 4. 160 (Ft/s) 4• Critical flow area. = 1.179(Sq.Ft) Adding area flow to channel COMMERCIAL subarea type Runoff Coefficient = 0.882 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal. fraction soil. group C = 0.600 Decimal fraction soil group D = 0.400 RI index for soil (AMC 2) = 71.40 Pervious area fraction = 0.100; Impervious fraction = 0.900 Rainfall intensity = 2.096 (In/Hr) for a 10.0 year storm Subarea runoff = 0.554(CFS) for 0.300(Ac. ) Total runoff = 5.192 (CFS) Total area = 2.900(Ac. ) Depth of flow = 0.800 (Ft. ) , Average velocity = 8.103 (Ft/s) Sub--Channel No. 1 Critical depth = 1.109 (Ft.. ) ' Critical flow top width = 2.219 (Ft. ) Critical. flow velocity= 4.219 (Ft/s) ' Critical flow area = 1.231 (Sq.F't) I• ++4-++1-+1.+++++++++i-•I A-A.++++i +i 9 •1-•f-i• Process from Point/Station 54.000 to Point/Station 55.000 STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment. elevation = 792.000 (Ft. ) _ 4 End of street segment elevation = 789.000 (Ft. ) Length of street segment = 170.000(Ft. ) Height of curb above gutter flowl:i.ne = 6.0 (In. ) Width of half street (curb to crown) = 22.000(Ft. ) Distance from crown to crossfall grade break. = 18.000(Ft. ) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1) side(s) of the. street Distance from curb to property line = 1.0.000(Ft. ) Slope from curb to property line (v/hz) = 0.025 Gutter width = 2.000(Ft. ) Gutter hike from flowline = 2.000('En. ) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 6.856 (CFS) Depth of flow = 0.396 (Ft. ) , Average velocity = 3.543 (Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 13 .448(Ft. ) Flow velocity = 3 .54(Ft/s) Travel. time = 0.80 min. TC = 13 . 11 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.798 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil. group C = 1.000 Decimal fraction soil group D = 0.000 RI index for soil (AMC 2) - 69.00 5 Pervious area fraction = 0.500; Impervious fraction = 0.500 Rainfall intensity = 2.034(In/Hr) for a 10.0 year storm Subarea runoff = 3 .244(CFS) for 2.000(Ac. ) Total runoff = 8.436 (CFS) Total area = 4.900(Ac. ) Street flow at end of street = 8.436(CFS) Half street flow at end of street = 8.436 (CFS) Depth of flow = 0.419 (Ft. ) , Average velocity = 3.724 (Ft/s) Flow width (from curb towards crown)= 14.625(Ft. ) ++-I-++++++A.++++++++++++++++++++•1-+-1-++++A.++++++++++++.I-+i-+++++-I-A-++i.+++++++ Process from Point/Station 55.000 to Point/Station 55.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 4.900 (Ac. ) Runoff from this stream = 8.436(CFS) Time of concentration = 13.11 min. Rainfall intensity = 2.034 (In/Hr) Summary of stream data.: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1. 3.249 14.60 1.931 2 8.436 13.11 2.034 Largest stream flow has longer or shorter time of concentration Qp = 8.436 + sum of Qa Tb/Ta 3.249 * 0.898 = 2.918 Qp = 11.354 Total of 2 streams to confluence: Flow rates before confluence point: 3.249 8.436 Area of streams before confluence: 2.100 4.900 Results of confluence: Total flow rate = 11.354 (CFS) Time of concentration = 13.112 min. Effective stream area after confluence = 7.000(Ac. ) ++++-I•++-I•+++-F-....+++++++-1•+.++... ++++i h++++++++-I-+++++++•!-++++ I-++++.... Process from Point/Station 55.000 to Point/Station 57.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 789.000(Ft. ) End of street segment elevation = 764.000(Ft. ) Length of street segment = 600.000(Ft. ) Height of curb above gutter flowline = 6.0(In. ) Width of half street (curb to crown) = 22 .000(Ft. ) Distance from crown to crossfall grade break = 18.000(Ft. ) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1) side(s) of the street 6 Distance from curb to property line = 10.000 (Ft. ) Slope from curb to property line (v/hz) = 0.025 Gutter width = 2.000(Ft. ) Gutter hike from flowline = 2.000 (In. ) Manning's N in gutter = 0.03,50 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 12 .845 (CFS) Depth of flow = 0.418(Ft. ) , Average velocity = 5.709 (Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 14.572 (Ft. ) Flow velocity = 5.71 (Ft/s) Travel time = 1.75 min. TC = 14.86 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.793 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal. fraction soil group C = 1.000 Decimal fraction soil. group D = 0.000 RI index for soil (AMC 2) = 69.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Rainfall intensity = 1.915(in/Hr) for a 10.0 year storm Subarea runoff = 2.884(CFS) for 1.900 (Ac. ) Total runoff = 14.238(CFS) Total area = 8. 900 (Ac. ) Street flow at end of street = 14.238(CFS) Half street flow at end of street = 14.238(CFS) Depth of flow = 0.430(Ft. ) , Average velocity = 5.852 (Ft/s) Flow width (from curb towards crown) = 1.5.1.86 (Ft. ) i-++A-++i-++i•++i-+++++++i•i•+++i-++++++++i-++++++i•++++i-+++++++4-+++++ -I- -I-+ + +i Process from Point/Station 57.000 to Point/Station 57 . 000 *** CONFLUENCE OF MINOR STREAMS Along Main Stream number:T 1 in. normal stream number 1 -- Stream flow area = 8.900(Ac. ) Runoff from this stream = 14.238 (CFS) Time of concentration = 14.86 min. Rainfall a-ntensity = 1.915 (ln/Iir) +++++++++++•!++A-++A-+4-++++i++i•++++++++i•++++++i+++++++++-I++++ ++++•!- •{••{+i Process from Point/Station 56.000 to Point/Station 57. 000 **** INITIAL AREA EVALUATION **** initial area flow distance = 760.000(Ft.. )v Top (of initial area) elevation = 836.000 (Ft. ) Bottom (of initial area) elevation = 764.000(Ft. ) Difference in elevation = 72.000(Ft. ) Slope = 0.09474 s(percent)= 9.47 TC = k(0.710) *[ (length^3) / (elevation change) 1^0.2 Initial area time of concentration = 1.6.154 min. Rainfall intensity = 1.840(ln/Hr) for a 10.0 year storm UNDEVELOPED (fair cover) subarea Runoff Coefficient = 0.756 Decimal fraction soil group A = 0.000 7 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.950 Decimal fraction soil group D = 0.050 RI index for soil (AMC 2) = 79.25 Pervious area fraction = 1.000; Impervious fraction = 0.000 Initial subarea runoff = 2.783 (CFS) Total initial stream area = 2.000 (Ac. ) Pervious area fraction = 1.000 +++++++++++i•++++++++-I•+-I•++++++++++i-+++++++++++++++++++++++++++++++++i++ Process from Point/Station 57.000 to Point/Station 57.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 2.000(Ac. ) Runoff from this stream = 2.783 (CFS) Time of concentration = 16.15 min. Rainfall intensity = 1.840(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 14.238 14.86 1.915 2 2.783 16.15 1.840 Largest stream flow has longer or shorter time of concentration Qp = 14.238 + sum of Qa Tb/Ta 2.783 * 0.920 = 2.561 Qp = 16.799 Total of 2 streams to confluence: Flow rates before confluence point: 14.238 2.783 Area of streams before confluence: 8.900 2.000 Results of confluence: Total flow rate = 16.799 (CFS) Time of concentration = 14.863 min. Effective stream area after confluence = 10.900(Ac. ) i+++i+i•++++++++i•+i•++++++i i•+++++++++•F+•I•i••I•++++++•}•++++-hi++i i+++i.. -F-F-1... Process from Point/Station 57.000 to Point/Station 59.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = '764.000 (Ft. ) End of street segment elevation = 754.000 (Ft. ) Length of street segment = 130.000 (Ft. ) Height of curb above gutter flowli.ne = 6.0(In. ) Width of half street (curb to crown) = 22.000 (Ft. ) Distance from crown to crossfall grade break = 18.000(Ft. ) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1) side(s) of the street 8 Distance from curb to property line = 10.000(Ft. ) Slope from curb to property line (v/hz) _- 0.025 Gutter width = 2.000(Ft. ) Gutter hike from flowline = 2.000(ln. ) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 16.799 (CFS) Depth of flow = 0.419 (Ft. ) , Average velocity = '7.686 (Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 1.4.349(Ft. ) Flow velocity = 7.69 (Ft/s) Travel time = 0.28 min. TC = 15 . 15 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.792 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 1.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 69.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Rainfall intensity = 1 .898(In./Hr) for a 10.0 year storm Subarea runoff = 0.000(CFS) for 0.000(Ac. ) Total runoff = 16.799(CFS) Total area _ 1.0. 900 (Ac. ) Street flow at end of street = 16.799(CFS) Half street flow at end of. street = 1.6.799 (CFS) Depth of flow = 0.414(Ft. ) , Average velocity = 7.686 (Ft/s) Flow width (from curb towards crown)= 14.349 (Ft. ) +Iii ii+{+i++ia•+i•+1•++++�+i+I+++i i.{..{..{.{-{+I+i� I i+i++++I+++-Fi•+I-+i++ Fi+i-lA-++ Process from Point/Station 59.000 to Point/Station 59.000 ***" CONFLUBNCE OF MINOR STREAMS **** Along Main Stream number: I in normal, stream number. 1. Stream flow area = 10.900(Ac. ) Runoff from this stream 1.6.799 (CFS) Time of concentration = 15.15 min. Rainfall intensity = 1.898(In/Hr) +++++1-+I•i•f•-I i•++1-+++++I !+i+-1-•I++•i-•+ •1•+4-4-+1•++-I-+A-++1 +-4-++4-++ Process from Point/Station 58.000 to Point/Station 59.000 **** INITIAL AREA EVALUATION *** � Initial area flow distance = 360.000(Ft. ) Top (of initial area) elevation = 840.000 (Ft. ) Bottom (of initial area) elevation = 754.000 (Ft. ) Difference in. elevation = 86.000(Ft. ) Slope = 0.23889 s(percent)= 23 .89 TC = k(0.710) *[ (lengt-h^3) / (elevation change) ]^0.2 Initial area time of concentration = 9.957 min. Rainfall intensity = 2.321(ln/Hr.) for a 10.0 year storm UNDEVELOPED (fair cover) subarea Runoff Coefficient = 0.781 Decimal fraction soil group A = 0.000 9 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 1.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 79.00 Pervious area fraction = 1.000; Impervious fraction = 0.000 Initial subarea runoff = 2.718(CFS) Total initial stream area = 1.500 (Ac. ) Pervious area fraction = 1.000 +i•++1•+++++++++++-I-++++++A-+A-++++4•++4-+4•++++++ •++++++++-I-+++i-+++++++++++ Process from Point/Station 59.000 to Point/Station 59.000 **'** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1. in normal stream number 2 Stream flow area = 1.500 (Ac. ) Runoff from this stream = 2.718(CFS) Time of concentration = 9.96 min. Rainfall intensity = 2.321 (ln/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CPS) (min) (In/Hr) 1 16.799 15.15 1.898 2 2.718 9.96 2.321 Largest stream flow has longer time of concentration Qp = 1.6.799 + sum of Qb Ia/Ib 2.718 * 0.818 = 2.222 Qp = 19.021 Total of 2 streams to confluence: Flow rates before confluence point: 16.799 2.718 Area of streams before confluence: 10.900 1.500 Results of confluence: Total flow rate = 19.021(CFS) Time of concentration = 15.145 min. Effective stream area after confluence = 12.400 (Ac. ) +a-++++a-+++4•++++-h++++++++++++++++++++++++++++++++++++++i-+++++++++++++-1-+ Process from Point/Station 59.000 to Point/Station 64.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 754.000(Ft. ) End of street segment elevation = 708.000(Ft. ) Length of street segment = 500.000(Ft. ) Height of curb above gutter flowline = 6.0(In. ) Width of half street (curb to crown) = 22 .000 (Ft. ) Distance from crown to crossfall grade break = 18.000(Ft. ) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1.1 side(s) of the street 10 Distance from curb to property line - 10. 000 (pt. ) Slope from curb to property line (v/hz) = 0 .025 Gutter width = 2.000(Ft. ) Gutter hike from flowline = 2.000(In. ) M:anning's N in gutter = 0.0150 Planning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 19.558(CFS) Depth of flow = 0.421(Ft. ) , Average velocity = 8.533 (Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 14.715 (Ft. ) Flow velocity = 8.53 (Ft/s) Travel time = 0.98 min. TC = 16.12 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.790 Decimal fraction soil group A = 0.000 Decimal, fraction soil group B = 0.000 Decimal fraction soil group C = 1.000 Decimal. fraction soil group D = 0.000 RI index for soil (AMC 2) = 69.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Rainfall intensity = 1.842 (ln/Hr) for a 10.0 year storm Subarea runoff = 1.018(CFS) for 0.700(Ac. ) Total runoff = 20.039 (CFS) Total area = 13.100(Ac. ) Street flow at end of street = 20.039 (CFS) Half street flow at end of street- W 20.039 (CFS) Depth of flow = 0.424 (Ft. ) , Average velocity = 8.583 (Ft/s) Flow width (from curb towards crown)= 14:.859 (Ft. ) ++++-I•i-+++++++++++++++++A-A-•1•a•+-1-+++++i-+++++++•i•++A.A-++++++++•I•++++A-+++-I-+A-•1, + Process from Point/Station 64.000 to Point/Station 64.000 *** CONFLUENCE OF MINOR STREAMS ** Along Main Stream number: I in normal stream number I Y Stream flow area = 13 .3.00 (Ac. ) Runoff from this stream = 20.039 (CFS) Time of concentration = 16.12 min. Rainfall intensity = 1.842 (In/Hr) +++++++•I•+++++•I••I••1••1.•1-++++i-+++++++++-I•++++-I•+A-+A-++++++++++A-++++++++ I..1..1.+++++-I• Process from Point/Station 60.000 to Point/Station 64.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 400.000 (Ft. ) Top (of initial area) elevation = 790.000(Ft. ) Bottom (of initial area) elevation = 708.000(Ft. ) Difference in elevation = 82.000 (Ft. ) Slope = 0.20500 s(percent)= 20.50 TC = k(0.530) * [ (Length^3) / (elevation change) J^0.2 Initial area time of concentration = 7.994 min. Rainfall intensity = 2.579 (1n/Hr) for a 10.0 year storm UNDEVELOPED (poor cover) subarea. Runoff Coefficient = 0.843 Decimal fraction soil group A = 0.000 11 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.210 Decimal fraction soil group D = 0.790 RI index for soil (AMC 2) = 88.37 Pervious area fraction = 1.000; Impervious fraction = 0. 000 Initial subarea runoff = 6.954 (CFS) Total initial stream area - 3 .200 (Ac. ) Pervious area fraction = 1.000 i-+++i-++++i-+++++++i-+++++++++++++++++i-+++i-+i-i-i-++++++++++i-+i i-+++++i-++i-+i-i- Process from Point/Station 64.000 to Point/Station 64 . 000 *** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 3.200 (Ac. ) Runoff from this stream = 6.954 (CFS) Time of concentration = 7.99 min. Rainfall intensity = 2.579(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 20.039 16.12 1.842 2 6.954 7.99 2.579 Largest stream flow has longer time of concentration Qp = 20.039 + sum of Qb Ia/Ib 6.954 * 0.714 = 4.966 Qp = 25.005 Total of 2 streams to confluence: Flow rates before confluence point: 20.039 6.954 Area of streams before confluence: 13.100 3 .200 Results of confluence: Total flow rate = 25.005 (CFS) Time of concentration = 16.122 min. Effective stream area after confluence = 1.6.300(Ac. ) ++++i-++++++++++++i-++++++-l-i-+++++i-+++++++++++++++++++++++++++++++++++++i Process from Point/Station 64.000 to Point/Station 64.500 **** PIPEFLOW TRAVEL TIME (Program estimated size) Upstream point/station elevation = 708.000(Ft. ) Downstream point/station elevation = 707.000(Ft. ) Pipe length = 30.00(Ft. ) Manning's N = 0.013 No. of pipes = 1. Required pipe flow = 25.005(CFS) Nearest computed pipe diameter - 21.00 (In. ) Calculated individual pipe flow = 25.005 (CFS) Normal flow depth in pipe = 15. 07 (In. ) Flow top width inside pipe = 18.91 (in. ) Critical depth could not be calculated. 12 Pipe flow velocity = 13.54(Ft/s) Travel time through pipe 0.04 min. Time of concentration (TC) = 16.16 min. ++•I-+-I-A.+++++a-++-I•+a-+++++4-+++++++•I-+i•++++++++-I•-!•+ 3-+a•+a•++++ +i f-++++++I I+ Process from Point/Station 64.500 to Point./Station 64.500 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 16.300 (Ac. ) Runoff from this stream = 25.005 (CFS) Time of concentration = 16.16 min. Rainfall. intensity = 1.840(In./Hr) +++++++++++++++++++++i•++++-I•++++++4-+++++a-++++++i+i-•I i i•+++++++•I-+++-1•++++++ Process from Point/Station 61.000 to Point/Station 62.000 **** INITIAL AREA EVALUATION **** Initial area. flow distance = 930.000 (Ft. ) Top (of initial area) elevation = 808.400(Ft. ) Bottom (of initial area) elevation = 794.000(Ft. ) Difference in elevation = 14.400(Ft. ) Slope = 0.01548 s (perc:ent)= 1.55 TC = k(0.390) * [ (len.gth^3) / (elevation change) J^0.2 Initial area time of concentration = 13.83.9 min. Rainfall intensity = 1.983 (In/Hr) for a 10.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.773 Decimal fraction soil. group A = 0.000 Decimal fraction soil. group B = 0.450 Decimal fraction soil. group C = 0.550 Decimal fraction soil. group D = 0.000 RI index for soil (AMC 2) = 63 .15 Pervious area fraction = 0.500; Impervious fraction = 0. 500 Initial subarea runoff = 4.600 (CFS) Total initial- stream area = 3 .000(Ac. ) Pervious area fraction = 0.500 +A.+++•I-++•I•++++I++•I•+ +++++++++A-+i++-I--I A-•4-++A-++I.++•I•+•I•+A-+I+d-+•{-A- I-++++i•++++++•1 Process from Point/Station 62.000 to Point/Station 63.000 **** STREET FLOW TRAVEL 'T'IME + SUBAREA FLOW ADDITION Top of street segment elevation = 794.000 (Ft.. ) End of street segment elevation = 708.000 (Ft. ) Length of street segment = 1420.000(Ft. ) Height of curb above gutter flowline = 6.0(In. ) Width of half street (curb to crown) = 22.000(Ft. ) Distance from crown to crossfal.l grade break = 18.000(Ft. ) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1) side(s) of the street Distance from curb to property line = 10.000(Ft. ) Slope from curb to property 'Line (v/hz) = 0.025 Gutter width = 2 .000(Ft. ) 13 Gutter hike from flowline = 2.000(In. ) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 8.210(CFS) Depth of flow = 0.351 (Ft. ) , Average velocity = 5.921 (Ft/s) Streetflow hydraulics at midpoint of street travel.: Halfstreet flow width = 11.225 (Ft. ) Flow velocity = 5.92 (Ft/s) Travel time = 4.00 min. TC = 17.82 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.786 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 1.000 Decimal fraction soil group D = 0.000 RI index for soil.(AMC 2) = 69.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Rainfall intensity = 1.755 (ln/Hr) for a 10.0 year storm Subarea runoff = 7.170(CFS) for 5.200(Ac. ) Total runoff = 11.769(CFS) Total. area = 8.200(Ac. ) Street flow at end of street = 11.769 (CFS) Half street flow at end of street = 11.769 (CFS) Depth of flow = 0.387 (Ft. ) , Average velocity = 6.446 (Ft/s) Flow width (from curb towards crown) = 13.036 (Ft. ) -I++++I•+++++++++++-I-+++++++++-I 3-•+I-•♦ i-+++++i-++++.I•+++++..I-++++++++-i•++++++++++ Process from Point/Station 63.000 to Point/Station 64.500 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 708.000 (Ft. ) - Downstream point/station elevation = 707.000(Ft. ) Pipe length = 30.00(Ft. ) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 11.769(CFS) Nearest computed pipe diameter - 15.00 (In. ) Calculated individual pipe flow = 1.1.769 (CFS) Normal flow depth in pipe = 12.26(In. ) Flow top width inside pipe = 11.60(In. ) Critical depth could not be calculated. Pipe flow velocity = 10.96 (Ft/s) Travel time through pipe = 0.05 min. Time of concentration (TC)- = 17.86 min. +++++++++-I•+•i-+-i•+++++++9•+i•+i-+i-+++++++++++++a•-k•-I•-I++A-+•1-+++++++++++++ Process from Point/Station 64.500 to Point/Station 64.500 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 8.200 (Ac. ) Runoff from this stream = 11.769(CFS) Time of concentration = 17.86 min. Rainfall. intensity = 1.753 (In/Hr) Summary of stream data: 14 Stream Flow rate TC Rainfall Intensity No. (CPS) (min) (In/Hr) 1 25.005 16.16 1.840 2 11.769 17.86 1.753 Largest stream flow has longer or shorter time of concentration Qp = 25.005 + sum of Qa Tb/Ta 11.769 * 0.905 10.647 Qp = 35.652 Total of 2 streams to confluence: Flow rates before confluence point: 25.005 11.769 Area of streams before confluence: 16.300 8.200 Results of confluence: Total flow rate = 35.652 (CPS) Time of concentration = 16.159 min. Effective stream area after confluence = 24.500(Ac. ) +++A-++•1•++A-++++++-++++•1•++4•+++++++I+I-1-+a-+++�-�-++i+++9 ! !++++++I•!.+ 1 +i+++a +-I-+ Process from Point/Station 64.500 to Point/Station 66 . 000 *** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 707.000(Ft. ) Downstream point/station elevation = 694.000(Ft. ) Pipe length = 270.00(Ft. ) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 35.652 (CFS) Nearest computed pipe diameter - 21.00 (In. ) Calculated individual. pipe flow 35.652 (CFS) Normal flow depth in pipe = 17.72(In. ) Plow top width inside pipe 1.5.25 (In. ) Critical depth could not be calculated. Pipe flow velocity = 16.45 (Ft/s) Travel time through pipe = 0.27 min. Time of concentration (TC) = 16.43 min. +++++-I•+++++i•+++++I •i a•+-I• i- E a-+�+++i+i i I i+++-h+�+•I••f a•�•+a•+++�- t a-I +-F-I.1+11..i••�••I• {-++ Process from Point/Station 66.000 to Point/Station 66.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 24.500 (Ac. ) Runoff from this stream 35.652 (CFS) Time of concentration = 16.43 min. Rainfall intensity = 1.825 (In/Hr) Program is now starting with Main Stream No. 2 ++-1-++•I•++•I-•1-++++i-++++•I••I•-h+++++++1-I--E.-I.d-.�••I••f+++tt+i-t+•1•++++++++++•I-I 1 ++ i ++•1•+++•1- Process from Point/Station 64.000 to Point/Station 1.03 ,000 w.*** INITIAL AREA EVALUATION **** 15 Initial area flow distance = 320.000(Ft. ) Top (of initial area) elevation = 708.000 (Ft. ) Bottom (of initial area) elevation = 696.000(Ft. ) Difference in elevation = 12.000(Ft. ) Slope = 0.03750 s(percent)= 3.75 TC = k(0.390) * [ (length^3) / (elevation change) ] ^0.2 Initial area time of concentration = 7.556 min. Rainfall intensity = 2.649 (In/Hr) for a 10.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.829 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.350 Decimal fraction soil group D = 0.650 RI index for soil (AMC 2) = 72.90 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 1.318(CFS) Total initial stream area = 0.600(Ac. ) Pervious area fraction = 0. 500 +i-+++++++++i-+++i-+++i-+++++++i-++++++++++++++++++++i•+++++++++++++++++++++ Process from Point/Station 103.000 to Point/Station 66.500 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 696.000(Ft. ) Downstream point/station elevation = 695.000(Ft. ) Pipe length = 45.00 (Ft. ) manning's N = 0.013 No. of pipes = 1 Required pipe flow = 1.318(CFS) Nearest computed pipe diameter - 9.00(In. ) Calculated individual pipe flow = 1.318(CFS) Normal flow depth in pipe = 4.68(In. ) Flow top width inside pipe = 8.99 (In. ) Critical Depth = 6.35 (In. ) Pipe flow velocity = 5.67(Ft/s) Travel. time through pipe = 0.13 min. Time of concentration (TC) = 7.69 min. +++i-+++•F l-+•I-i•+++++++++++++++++++i-+++++++i•+++++++++++++++++i•++++++++++++ Process from Point/Station 66.500 to Point/Station 66.500 **** CONFLUENCE OF MINOR STREAM'S **** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 0.600 (Ac. ) Runoff from this stream = 1.318(CFS) Time of concentration = 7.69 min. Rainfall intensity = 2.627 (ln/Hr) ++i-++i•++++++i-+++i-++i-+A.++++i-+++++++++++++++++++++++i-+++++++++++++-F+-F+a-i Process from Point/Station 65.000 to Point/Station 93 . 000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 510.000(Ft. ) N Top (of initial area) elevation = 709.000(Ft. ) 16 Bottom (of initial area) elevation = 696.000(Ft. ) Difference in elevation = 13.000(Ft. ) Slope = 0.02549 s(percent)= 2.55 TC = k(0.390)* [ (length^3) / (elevation change) ]^0.2 Initial area time of concentration = 9.836 min. Rainfall intensity = 2.334 (In/Hr.) for a 10.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.810 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.93.0 Decimal fraction soil group D = 0.090 RI index for soil(AMC 2) = 69.54 Pervious area fraction = 0.500; Impervious fraction = 0 , 500 Initial subarea runoff = 1.324(CFS) Total. initial stream area = 0.700(Ac. ) Pervious area fraction = 0.500 ++++++++-1•++++++•I-++++-I•++++++++i•+++++.E-+++•A-+a-++++++++++.1-+++++++++-I-i•++++++ Process from Point/Station 93.000 to Point/Station 66.500 *"'** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 696.000(Ft. ) Downstream point/station elevation = 695.000(Ft. ) Pipe length W 30.00 (Ft. ) Manning's N = 0.013 No. of pipes = 1 Required pipe flow - 1.324 (CFS) Nearest computed pipe diameter = 9.00(In. ) Calculated individual pipe flow - 1.324(CFS) Normal. flow depth in pipe = 4 .17 (In. ) Flow top width inside pipe = 8.98 (In. ) Critical Depth = 6.36 (In. ) Pipe flow velocity = 6.61 (Ft/s) Travel. time through pipe = 0.08 min. Time of concentration (TC) = 9.91 min. +++++-I-+A.+A..{..}••{•+4+++++++++++•I•+++I a•+•I-+A-++-I•+d-A.+•I-+++++-F++++++•I• I•{..{..{--I• i-+++++I i Process from Point/Station 66,500 to Point/Station 66.500 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number�2 _•.._..-- Stream flow area = 0.700 (Ac. ) Runoff from this stream = 1.324 (CFS) Time of concentration = 9.91 min. Rainfall intensity = 2.326(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall 'Intensity No. (CFS) (min) (In/Hr) 1 1.31.8 7.69 2.627 2 1.324 9.91 2.326 Largest stream flow has longer.- time of concentration Qp = 1.324 + sum of Qb Ia/lb 17 1.318 * 0.885 m 1.167 Qp = 2.490 Total of 2 streams to confluence: Flow rates before confluence point: 1.318 1.324 Area of streams before confluence: 0.600 0.700 Results of confluence: Total flow rate = 2.490 (CFS) Time of concentration = 9.912 min. Effective stream area after confluence = 1 .300 (Ac. ) ++++++-1-9-+++++++++++-1•++•I-+++++i•-i-++-I-+++i•+-I++++++1-+++++++.+.i•t++++++++-1•4-++ Process from Point/Station 66.500 to Point/Station 66.000 **" * PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 695.000 (Ft. ) Downstream point/station elevation = 694.000(Ft. ) Pape length = 60.00 (Ft. ) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 2 .490(CFS) Nearest computed pipe diameter - 12 .00(In. ) Calculated individual pipe flow = 2 .490 (CFS) Normal flow depth in pipe = 6.29 (In. ) Flow top width inside pipe = 11.99 (In. ) Critical Depth = 8.11(In. ) Pipe flow velocity = 5.97 (Ft/s) Travel time through pipe = 0.17 min. Time of concentration (TC) = 10.08 min. +•1+++a•++++•i-+++++++i•�-++++++++++++++•4•++A,++i•+i++++++++++++++++++++i+i++i+ Process from Point/Station 66.000 to Point/Station 66.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 1.300 (Ac. ) Runoff from this stream = 2.490(CFS) Time of concentration = 10.08 min. Rainfall intensity = 2 .307 (In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 35.652 16.43 1.825 2 2.490 10.08 2.307 Largest stream flow has longer time of concentration Qp = 35.652 + sum of Qb Ia/Ib 2 .490 * 0.791 = 1.969 Qp = 37 . 621 Total of 2 main streams to confluence: 18 Flow rates before confluence point- : 35.652 2.490 Area of streams before confluence: 24.500 1.300 Results of confluence: Total flow rate = 37.621 (CFS) Time of concentration = 16.432 min. Effective stream area after. confluence = 25. 800 (Ac. ) a••I+++++++++++++++++++•I-+++++++••i-a•++A-+-I•++++++i+++++++i i•i--I+A-•{+i -I I +++A -a-+i-A- Process from Point/Station 66.000 to Point/Station 69.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 694.000(Ft. ) Downstream point/station elevation = 634.000(Ft. ) Pipe length = 200.00(Ft. ) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 37.621. (CFS) Nearest computed pipe diameter - 18.00 (In. ) Calculated individual. pipe flow - 37.621 (CFS) Normal flow depth in pipe = 10.62 (in. ) Flow top width inside pipe = 17.71 (In. ) Critical. depth could not be calculated. Pipe flow velocity = 34.71 (Ft/s) Travel time through pipe = 0.10 min. Time of concentration (TC) = 16.53 min. ++++-I- +++A-++•I•++ +++++++++++i•++++++A.4.++a-+A-+++++++++I +++ ++-I++ +++11 Process from Point/Station 69.000 to Point/Station 69.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream nu.mber:� 1 in normal stream number 1. - Stream flow area 25.800(Ac. ) Runoff from this stream = 37 .621 (CFS) Time of concentration = 1.6.53 min. Rainfall intensity = 1.820 (ln/Hr) +A-++a 1+•+A-4++4++++++i•++++++++i-++++ •+•I++A-++++++i++++++-I++++A-A.A-+++d i i++++ Process from Point/Station 67.000 to Point/Station 68.000 **** INITIAL AREA EVALUATION Initial area flow distance = 420.000(Ft. ) T — Top (of initial. area) elevation = 856.000(Ft. ) Bottom (of initial area) elevation = 714.000(Ft. ) Difference in elevation = 14.2.000(Ft. ) Slope = 0.33810 s(percent)= 33.81 TC = k(0.530) * [ (length^3) / (elevat:i.on change) ]^0.2 Initial area time of concentration = 7.375 min. Rainfall intensity = 2.680 (In/Hr) for a 10.0 year storm UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.833 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 19 Decimal fraction soil group C = 1.000 Decimal. fraction soil group D = 0.000 RI index for soil(AMC 2) = 86.00 Pervious area fraction = 1.000; Impervious fraction = 0.000 Initial subarea runoff = 11.382 (CFS) Total initial stream area = 5.100(Ac. ) Pervious area fraction = 1.000 +++i-+++++++++i•+++++++++++++++i•+++++++++++++++++++++i+i•++++++++++++4•+i-+ Process from Point/Station 68.000 to Point/Station 69.000 **** IMPROVED CHANNEL TRAVEL TIME kx• x• Upstream point elevation = 714.000(Ft. ) Downstream point elevation = 634.000(Ft. ) Channel length thru subarea. = 820.000 (Ft. ) Channel base width = 0.000(Ft. ) Slope or 'Z' of left channel bank = 1.000 Slope or 'Z' of right channel bank = 1.000 Estimated mean flow rate at midpoint of channel = 15.305 (CFS) Manning's 'N' = 0.015 Maximum depth of channel - 3.000(Ft. ) Flow(q) thru subarea = 15.305 (CFS) Depth of flow = 0.996(Ft. ) , Average velocity = 15.430(Ft/s) Channel flow top width = 1.992 (Ft. ) Flow Velocity = 15.43 (Ft/s) Travel time - 0.89 min. Time of concentration = 8.26 min. Sub-Channel No. 1 Critical depth = 1..703 (Ft. ) ' Critical flow top width = 3.406 (Ft. ) ' Critical flow velocity= 5 .276 (Ft/s) Critical flow area = 2 . 901 (Sq.Ft) Adding area flow to channel UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.829 Decimal fraction soil group A = 0. 000 Decimal fraction soil group B = 0. 000 Decimal fraction soil group C = 1 . 000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 86.00 Pervious area fraction = 1.000; Impervious fraction = 0.000 Rainfall intensity = 2.538(In/Hr) for a 10.0 year storm Subarea runoff = 7.787 (CFS) for 3.700(Ac. ) Total runoff = 19.169 (CFS) Total area = 8.800 (Ac. ) Depth of flow = 1.084 (Ft. ) , Average velocity = 16.323 (Ft/s) Sub-Channel No. 1 Critical depth = 1.875 (Ft. ) Critical flow top width = 3 .750(Ft. ) Critical flow velocity= 5.452 (Ft/s) Critical flow area = 3.516 (Sq.Ft) I-+++A-++-F..++i•+++++i-+++++++++++++++++++++++++++++-3•++tt++i-+++++++++I-+++i• Process from Point/Station 69.000 to Point/Station 69.000 20 *�** CONFLUENCE OF' MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 8.800 (Ac. ) Runoff from this stream = 19.169(CFS) Time of concentration = 8.26 min. Rainfall intensity = 2.538(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 37.621 16.53 1.820 2 19.3.69 8.26 2.538 Largest stream flow has longer time of concentration Qp = 37.621 + sum of Qb Ia/Ib 19.169 * 0.717 = 13.741 Qp = 51.362 Total. of 2 streams to confluence: Flow rates before confluence point: 37.621 19.169 Area of streams before confluence: 25.800 8.800 Results of confluence: Total. flow rate W 51.362 (CPS) 7`ime of concentration = 16.528 min. Effective stream area after confluence 34:.600(Ac. ) +++i-++•I•+++++++++++++•I-+++i-++++•I•+-I•++++++++++++•f•+++•1•++-i••F+++++++•�•I••i••I-i-•i-+d-•I•-I- Process from Point/Station 69.000 to Point/Station 70.000 **** IMPROVED CHANNEL, TRAVEL TIME Upstream point elevation = 634.000 (Ft. ) mm�_ Downstream point elevation = 594.000(Ft. ) Channel length thru subarea = 160.000(Ft. ) Channel base width - 0.000 (Ft.) Slope of 'Z' of left channel, bank = 1.000 Slope or 'Z' of right channel bank = 1.000 Estimated mean flow rate at midpoint of channel = 52.673. (CFS) Manning Is 'N' = 0.015 Maximum depth of channel W 3.000(Ft-. ) Flow(g) thru subarea = 52.671 (CFS) Depth of flow = 1.327 (Ft. ) , Average velocity = 29.908(Ft/s) Channel flow top width = 2.654(Ft. ) Flow Velocity = 29.91 (Ft/s) Travel time = 0.09 min. Time of concentration = 16.62 min. Sub--Channel No. 3. Critical depth = 2.797 (Ft. ) ' Critical flow top width = 5.594 (Ft. ) Critical flow velocity= 6.733 (Pt/s) ' Critical flow area = 7.823 (Sq.Ft) 21 Adding area flow to channel. UNDEVELOPED (good cover) subarea Runoff Coefficient = 0.739 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.470 Decimal fraction soil group D = 0.530 RI index for soil(AMC 2) = 77.18 Pervious area fraction = 1.000; Impervious fraction. = 0.000 Rainfall intensity = 1.815(In/Hr) for a 10.0 year storm Subarea runoff = 2.550(CFS) for 1.900 (Ac. ) Total runoff = 53.912 (CFS) Total area = 36.500 (Ac. ) Depth of flow = 1.339 (Ft. ) , Average velocity = 30.083 (Ft/s) Sub-Channel No. 1 Critical depth = 2.828(Ft. ) Critical flow top width = 5.656(Ft. ) Critical flow velocity= 6.740(Ft/s) Critical flow area = 7.998(Sq.Ft) i+i t+++++4 I•++++h+i+i++++++-1-++++1...++++++++++....+++q-++++.+i +++ ....+++ Process from Point/Station 70.000 to Point/Station 71. 000 **** IMPROVED CHANNEL. TRAVEL TIME **** Upstream point elevation = _ 594.000(Ft. ) Downstream point elevation = 564.000(Ft. ) Channel length thru subarea - 590.000(Ft. ) Channel base width - 0.000 (Ft. ) Slope or 'Z' of left channel bank = 1.000 Slope or 'Z' of right channel bank = 1.000 Estimated mean flow rate at midpoint of channel - 54. 964 (CFS) Manning's 'N' = 0.015 Maximum depth of channel - 3.000(Ft. ) Flow(q) thru subarea = 54.964(CFS) Depth of flow = 1.818(Ft. ) , Average velocity = 16 . 636 (Ft/s) Channel flow top width = 3.635(Ft. ) Flow Velocity = 16.64(Ft/s) Travel time = 0.59 min. Time of concentration = 17.21 min. Sub-Channel. No. 1 Critical depth = 2.844(Ft. ) ' Critical flow top width = 5.688(Ft. ) ' Critical flow velocity= 6.797 (Ft/s) t Critical flow area = 8.087 (Sq.Ft) Adding area flow to channel UNDEVELOPED (fair cover) subarea Runoff Coefficient = 0.674 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil (AMC 2) = 69.00 Pervious area fraction = 1.000; Impervious fraction = 0.000 Rainfall intensity = 1.785(In/Hr) for a 10.0 year. storm Subarea runoff = 2.044(C]FS) for 1.700(Ac. ) 22 Total runoff = 55.95'7 (CFS) 'Total area = 38.200 (Ac. ) Depth of flow m 7..830 (Ft. ) , Average velocity = 1.6.710(Ft-/s) Sub-Channel No. 1 Critical depth = 2.875 (Ft. ) ' Critical flow top width - 5.750 (Ft. ) ' Critical flow velocity= 6.770(Ft/s) ' Critical flow area 8.266 (Sq.Ft) End of computations, total study area = 38.20 (Ac. ) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fract-ion(Ap) = 0.747 Area averaged R1 index number = 75.4 • s e 1 Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989 -- 2005 Version 7.1 Rational Hydrology Study Date: 04/28/09 File:36116100c.out ------------------------------------------------------------------------ TTM 36116 100-Year Hydrology Steady Drainage Area "C" ------------------------------------------------------------------------ ********* Hydrology Study Control Information ********** English (in-lb) Units used in input data file ------------------------------------------------------------------------ Program License Serial Number 6194 -------_-----------------------------------------------------------------__ Rational Method Hydrology Program based on Riverside County Flood Control & water Conservation District 1978 hydrology manual Storm event (year) = 100.00 Antecedent Moisture Condition - 3 Standard intensity-duration curves data (Plate D-4.1) For the I Elsinore-wildomar ] area used. 10 year storm 10 minute intensity = 2 .320(ln/Hr) 10 year storm 60 minute intensity = 0.980(In/Hr) 100 year storm 10 minute intensity = 3.540 (In/Hr) 100 year storm 60 minute intensity = 1.500 (In./Hr) Storm event year = 100.0 Calculated rainfall intensity data: I hour intensity = 1.500 (ln/Hr) Slope of intensity duration curve = 0.4800 +++-I++-i++++•1-++++++++++++++++++++++i++++++++++++-I•+++t+++++++++++ Process from Point/Station 50.000 to Point/Station 51.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 910.000(Ft. ) Top (of initial area) elevation = 808.500(Ft. ) Bottom (of initial_ area.) elevation = 794.000(Ft. ) Difference in elevation = 14.500(Ft. ) Slope = 0.01593 s (percent)= 1.59 TC = k(0.390) * [ (length^3) / (elevati.on change) ]^0.2 Initial area time of concentration = 13.621 min. Rainfall. intensity = 3 .056 (In./Hr) for a 100.0 year. storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.858 2 Decimal, fraction soil group A = 0.000 Decimal fraction soil group B _ 0.430 Decimal fraction soil group C = 0.570 Decimal fraction soil group D = 0.000 RI index for soil (AMC 3) = 80.73 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 5.504(CFS) Total initial stream area. = 2.100(Ac. ) Pervious area fraction = 0.500 +++++++-I+++++++++++++++++i•+++++-1•A-+a•+++++++++++++ •1••I+1-+++++++++++ Process from Point/Station 51.000 to Point/Station 55.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 794.000(Ft. ) End of street segment elevation = 789.000(Ft. ) Length of street segment = 200.000(Ft. ) Height of curb above gutter flowline = 6.0(In. ) Width of half street (curb to crown) = 22.000(Ft. ) Distance from crown to crossfal.l grade break = 18.000(Ft. ) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1) side(s) of the street Distance from curb to property line = 10.000 (Ft. ) Slope from curb to property line (v/hz) = 0.025 Gutter width = 2.000(Ft. ) Gutter hike from flowline = 2.000(In. ) Manni.ng's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manni.ng's N from grade break to crown = 0.0150 Estimated mean flow rate at: midpoint of street = 5.504(CFS) Depth of flow = 0.355 (Ft. ) , Average velocity = 3.84.2 (Ft/s) Streetf.low hydraulics at midpoint of street travel: Halfstr_eet flow width = I1.427 (Ft. ) Flow velocity = 3.84 (Ft./s) Travel time = 0.87 min. TC = 14.49 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.865 Decimal. fraction soil group A = 0.000 Decimal. fraction soil group B = 0.000 Decimal. fraction soil. group C = 1.000 Decimal fraction soil group D = 0.000 RI index for soi.l (AMC 3) = 84 .40 Pervious area. fraction = 0.500; Impervious fraction = 0.500 Rainfall intensity = 2.96'7 (In/Hr) for a 100.0 year storm Subarea. runoff - 0.000 (CFS) for 0.000(Ac. ) Total runoff = 5.504(CFS) Total area = 2.100 (Ac. ) Street flow at end of street = 5.504 (CFS) Half street flow at end of street = 5.504 (CFS) Depth of flow = 0.355 (Ft. ) , Average velocity = 3.842. (Ft/s) Flow width (from curb towards crown)= 11.427 (Ft. ) +h i++++1 -F�•{ I.I.+•1+++++i i+i +i+•I•++++++-i•+i-++++.++-I++++-I++•1•+++++++++-I•++++ Process from Point/Station 55.000 to Point/Station 55.000 3 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 2.100 (Ac. ) Runoff from this stream = 5.504(CFS) Time of concentration = 14.49 min. Rainfall intensity = 2.967 (In/Hr) +++++++++++{ h+++++++++++.++++++++++++++• .1--{•-F+•f•- .+_1•++++++I-+++•h.+++ . .... Process from Point/Station 52.000 to Point/Station 53. 000 **** INITIAL AREA EVALUATION * ** Initial area flow distance = 890.000(Ft. ) Top (of initial area) elevation = 845.000(Ft. ) Bottom (of initial area) elevation = 810.000(Ft. ) Difference in elevation = 35.000(Ft. ) Slope = 0.03933 s(percent)= 3.93 TC = k(0.390) * [ (length^3) / (elevation change) ]^0.2 Initial area time of concentration = 11.269 min. Rainfall. intensity = 3 .347 (In/Hr) for a 100 . 0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.874 Decimal fraction soil group A = 0.000 Decimal fraction soil. group B = 0.000 Decimal fraction soil group C = 0.410 Decimal fraction soil group D = 0.590 RZ index for soil (AMC 3) = 86.52 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 7.604 (CFS) Total initial stream area = 2 .600(Ac. ) Pervious area fraction = 0.500 -I-+++++++++++++-!+++++i•++++++•i-i•++++++++++ +i++++-1-++++++++-I•++++++++++++++ Process from Point/Station 53 .000 to Point/Station 54.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 810.000(Ft. ) mm Downstream point elevation = 792.000(Ft. ) Channel length thru subarea - 500.000 (Ft. ) Channel base width - 0.000 (Ft. ) Slope or 'Z' of left channel bank = 1.000 Slope or 'Z' of right channel bank = 1.000 Estimated mean flow rate at midpoint of channel = 8.043 (CFS) Manning's 'N' = 0.015 Maximum depth of channel = 3 .000(Ft. ) Flow(q) thru subarea = 8.043 (CFS) Depth of flow = 0.943 (Ft. ) , Average velocity = 9 .039 (Ft/s) Channel flow top width = 1.887 (Ft. ) Flow Velocity = 9.04 (Ft/s) Travel. time - 0.92 min. Time of concentration = 12.19 min. Sub-Channel No. 1. Criti.ca.l. depth. = 1.320(Ft. ) ' Critical flow top width = 2.641(Ft. ) ' Critical flow velocity= 4 . 614: (Ft/s) 4 ' Critical flow area = 1..743 (Sq.Ft) Adding area flow to channel. COA3MERCIAL subarea type Runoff Coefficient = 0.894 Decimal fraction soil group A = 0.000 Decimal. fraction soil group B = 0.000 Decimal fraction soil group C = 0.600 Decimal fraction soil group D = 0.400 RI index for soi.l(AMC 3) = 85.84 Pervious area fraction = 0.100; Impervious fraction = 0.900 Rainfall intensity = 3.223 (In/Hr) for a 100.0 year storm Subarea runoff = 0.865(CFS) for 0.300(Ac. ) Total runoff = 8.469 (CFS) Total area = 2.900(Ac. ) Depth of flow = 0.962 (Ft. ) , Average velocity = 9.157 (Ft/s) Sub-Channel No. 1 Critical depth = 1.344(Ft. ) ' Critical flow top width = 2.688(Ft:. ) ' Critical flow velocity= 4.690 (Ft/s) ' Critical flow area. = 1.806(Sq.Ft) +I i a•-I+++++++++++++++i•+++++++ -+++++++++++++++++++++4++++i-++++4+++++ Process from Point/Station 54.000 to Point/Station 55.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * ** Top of street segment elevation = 792.000(Ft. ) _ End of street segment elevation = '789.000 (F't. ) Length of street- segment = 170.000(Ft. ) Height of curb above gutter flowline = 6.0 (In. ) Width. of half street (curb to crown.) = 22.000 (Ft. ) Distance from crown to crossfall grade break = 18.000 (Ft. ) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.02.0 Street flow is on f1l side(s) of the street Distance from curb to property line = 10.000 (Ft. ) Slope from curb to property line (v/hz) = 0.025 Gutter width = 2.000 (Ft. ) Gutter hike from flowline = 2.000(In. ) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street 11.214(CFS) Depth of flow = 0.454 (Ft. ) , Average velocity = 3.989 (Ft/s) Streetflow hydraulics at midpoint of street travel: Hal.fstreet flow width = 16.385(Pt. ) Flow velocity = 3.99(Ft/s) Travel. time = 0.71 min. TC = 12 .90 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.867 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 1.000 Decimal. fraction soil group D = 0.000 RI index for soil (AMC 3) = 84.40 5 Pervious area fraction = 0.500; Impervious fraction = 0.500 Rainfall intensity = 3.1.37 (ln/Hr) for a 100.0 year storm Subarea runoff = 5.441(CFS) for 2.000(Ac. ) Total runoff = 13.910 (CFS) Total area = 4.900 (Ac. ) Street flow at end of street = 13 .910 (CFS) Half street flow at end of street = 13.910(CFS) Depth of flow = 0.483 (Ft. ) , Average velocity = 4 .203 (Ft/s) Flow width (from curb towards crown)= 3.7.840 (Ft. ) ++++++++++++++++3 1-+-I-++-i-+-1-+++++1-+++++++++++-I-+++++++++++i-+ I-++-I +-F+++.1 -3+ Process from Point/Station 55.000 to Point/Station 55 . 000 *** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 4.900(A.c. ) Runoff from this stream = 13.910 (CFS) Time of concentration = 12.90 min. Rainfall intensity = 3.137 (In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CPS) (min) (In/Hr) 1 5.504 14 .49 2.967 2 13.910 12.90 3 .137 Largest stream flow has longer or shorter time of concentration Qp = 13.910 + sum of Qa Tb/Ta 5.504 * 0.890 = 4.901 Qp = 18.810 Total of 2 streams to confluence: Flow rates before confluence point: 5.504 13.910 Area of streams before confluence: 2.100 4 .900 Results of confluence: Total flow rate = 18.810(CFS) Time of concentration = 12 .901 min. Effective stream area after confluence = 7 . 000 (Ac. ) +++++++i-++++++-1-4...++++++++++++++++-I•I++++1-+++++..h+++++++A..++++++++++++4- Process from Point/Station 55.000 to Point/Station 57 .000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 789.000(Ft. ) End of street segment elevation = 764.000(Ft- . ) Length of street segment = 600.000(Ft. ) Height of curb above gutter flowli.ne = 6.0 (In. ) Width of half street (curb to crown) = 22.000(Ft. ) Distance from crown to crossfall grade break = 18.000 (Ft. ) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on (11 side(s) of the street 6 Distance from curb to property Line - 1.0.000(Ft. ) Slope from curb to property line (v/hz) = 0.025 Gutter width = 2.000(Ft. ) Gutter hike from flowline = 2.000(In. ) Manning's N in gutter. = 0.01.50 Manning's N from gutter to grade break = 0,0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 2.1.280 (CFS) Depth of flow = 0.483 (Ft. ) , Average velocity = 6.452 (Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 17 .809 (Ft. ) Flow velocity = 6.45 (Ft/s) Travel time = 1.55 min. TC = 14.45 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.866 Decimal fraction soil. group A = 0.000 Decimal fraction soil group B = 0.000 Decimal. fraction soil group C = 1.000 Decimal fraction soil group D = 0.000 RI index for soil (AMC 3) = 84.40 Pervious area fraction = 0.500; Impervious fraction = 0.500 Rainfall intensity = 2 .971 (In/IIr.) for a 100.0 year storm Subarea runoff = 4.885 (CFS) for 1.900(Ac. ) Total runoff = 23 .695(CFS) Total area 8. 900 (Ac. ) Street flow at end of street. = 23.695 (CFS) Half street flow at end of street = 23.695 (CFS) Depth of flow = 0.498(Ft. ) , Average velocity = 6.623 (Ft/s) Flow width (from curb towards crown)--- 18.576 (Ft. ) +++++++•i+++++++++++++++++-1-1-++++d++++1-+++++++-1•+++++++++++A-++4-+--++++•1+++ Process from Point/Station 57.000 to Point/Station 57.000 **** CONFLUENCE OF MINOR STREAMS * "** Along Main Stream number: 1 in normal. stream number. 1. Stream flow area = 8.900(Ac:. ) Runoff from this stream = 23.695 (CFS) Time of concentration. = 14.45 min. Rainfall intensity = 2 . 971 (In/Hr) +++++++++++++++++++++++++ +•1-++++++++-P•1++++++++4+++•a++i-+++++++++++++a-+a- Process from Point/Station 56.000 to Point/Stati.on. 57.000 *** " INITIAL, AREA EVALUATION **** Initial area. flow distance = 760.000(Ft. ) Top (of initial area) elevation = 836.000(Ft. ) Bottom (of initial area) elevation = '764.000(Ft. ) Difference in elevation = '72.000(Ft. ) Slope = 0.09474 s(percent)= 9.47 TC = k(0.710) * [ (length^3) / (elevation change) ] ^0.2 Initial. area time of concentration = 16.154 min. Rainfall intensity = 2.816 (In/I4r) for a 100.0 year storm UNDEVELOPED (fair cover) subarea Runoff Coefficient = 0.858 Decimal fraction soil group A = 0.000 7 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.950 Decimal fraction soil group D = 0.050 RI index for soil (AMC 3) = 90.55 Pervious area fraction = 1.000; Impervious fraction = 0.000 Initial subarea runoff = 4.830(CFS) Total initial stream area = 2.000(Ac. ) Pervious area fraction = 1.000 +++++++i-+A-++++-I-++-E++++++++++++.i-+-i•..+-f-++i-+i-++++++++++4+++++++++.++++++ Process from Point/Station 57.000 to Point/Station 57 .000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 2.000(Ac. ) Runoff from this stream = 4.830(CFS) Time of concentration = 16.15 min. Rainfall intensity = 2.816(ln/Hr) Summary of stream data: Stream Flow rate TC Rainfall intensity No. (CFS) (min) (In/Hr) 1 23.695 14.45 2.971 2 4.830 16.15 2.816 Largest stream flow has longer or shorter time of concentration Qp = 23.695 + sum of Qa Tb/Ta 4.830 * 0.895 = 4.321 Qp = 28.016 Total of 2 streams to confluence: Flow rates before confluence point: 23 .695 4.830 Area of streams before confluence: 8.900 2.000 Results of confluence: Total flow rate = 28.016 (CFS) Time of concentration = 14.451 min. Effective stream area after confluence = 10.900 (Ac. ) ++i-++++++-1••4+++++++i•+++++i-+-1•++++++i-+++++i++++++i-++-1.++++++i•+++++++++++++ Process from Point/Station 57.000 to Point/Station 59.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION *** Top of street segment elevation = 764.000 (Ft. ) End of street segment elevation = 754.000 (Ft. ) Length of street segment = 130.000(Ft. ) Height of curb above gutter flowline = 6.0 (ln. ) Width of half street (curb to crown) = 22.000 (Ft.) Distance from crown to crossfall grade break = 18.000(Ft. ) Slope from gutter to grade break (v/hz) _ 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1) side(s) of the street 8 Distance from curb to property line = 10.000(Ft. ) Slope from curb to property line (v/hz) = 0.025 Gutter width = 2.000(Ft. ) Gutter hike from flowline = 2.000(In. ) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 28.016 (CFS) Depth of flow = 0.478(Ft. ) , Average velocity = 8.699 (Ft/s) Streetflow hydraulics at midpoint of street travel: I•ialfstreet flow width = 17.589(Ft. ) Flow velocity = 8.70(Ft/s) Travel time = 0.25 min. TC = 14 .70 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0. 865 Decimal. fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 1.000 Decimal fraction soil group D = 0.000 RI index for soil (AMC 3) = 84.40 Pervious area fraction = 0.500; Impervious fraction = 0.500 Rainfall. intensity = 2 .946 (In/Hr•) for a 100.0 year storm Subarea runoff = 0.000(CFS) for 0.000(Ac. ) Total runoff_ = 28.016 (CFS) Total area = 10. 900 (Ac. ) Street flow at end of street = 28.016 (CFS) Half street flow at end of street: = 28.016(CFS) Depth of flow = 0.478(Ft. ) , Average velocity = 8.699 (Ft/s) Flow width (from curb towards crown)= 17.589 (Ft. ) ++++++•1•+++++++++•I--E 4++-1-++++++++++ •{-+++a-++++++++++++++•I•+ +++I+++I+•1•+ Process from Point/Station 59.000 to Point/Station 59.000 **** CONFLUENCE OF MINOR STREAMS *** Along Main Stream number: 1 in normal stream number 1. Stream flow area = 10.900 (Ac. ) Runoff from this stream = 28.O16 (CFS) Time of concentration = 14.70 min. Rainfall intensity = 2.946 (In/Hr) ++A.+++++++-1•++++•1-++++++++++++++++A.•1-+++++++++++A-+++-I+++++++++9 i -I 1 + + I Process from Point/Station 58.000 to Paint/Station 59 . 000 * �** INITIAL AREA EVALUATION ***x Initial area flow distance = 360.000(Ft. ) Top (of initial area) elevation = 840.000(Ft. ) Bottom (of initial area) elevation = 754.000(Ft. ) Difference in elevation = 86.000(Ft-. ) Slope = 0.23889 s(percent)= 23.89 TC = k(0.'710) *( (length^3) / (eleva.tion change) ] ^0.2 Initial area time of concentration = 9.957 min. Rainfall intensity = 3 . 552 (In./Hr) for a 100.0 year storm UNDEVELOPED (fair cover) subarea Runoff Coefficient = 0.866 Decimal fraction soil group A = 0.000 9 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 1.000 Decimal fraction soil group D = 0.000 R1 index for soil (AMC 3) = 90.40 Pervious area fraction = 1.000; Impervious fraction = 0.000 Initial subarea runoff = 4.612 (CFS) Total initial stream area W 1.500(Ac. ) Pervious area fraction = 1.000 4-++�{-++++++++++++++4...++++-I-+++++++-1•+++-F+++++++++++++++i-+++++++++-I a-++++ Process from Point/Station 59.000 to Point/Station 59 . 000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 1.500 (Ac. ) Runoff from this stream = 4:.612 (CFS) Time of concentration = 9. 96 min. Rainfall intensity = 3 . 552 (In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 28.016 14.70 2.946 2 4.612 9.96 3 .552 Largest stream flow has longer time of concentration Qp = 28.016 + sum of Qb Ia/Ib 4.63.2 * 0.829 = 3.825 Qp = 31.842 Total of 2 streams to confluence: Flow rates before confluence point: 28.016 4.612 Area of streams before confluence: 10.900 1.500 Results of confluence: Total flow rate = 31.842 (CFS) Time of concentration = 14.700 min. Effective stream area after confluence = 12 .400(Ac. ) ++++++++++i-+++a•++++++++i•+++++a•+-i•++++++++++++-1•+++++-i-++++++-I•+A-+ a--i-i-++++++ Process from Point/Station 59.000 to Point/Station 64.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ***� Top of street segment elevation = 754.000 (FtV. ) End of street segment: elevation = 708.000 (Ft. ) Length of street segment = 500.000 (Ft. ) Height of curb above gutter flowline = 6.0(ln. ) Width of half street (curb to crown) = 22.000 (Ft. ) Distance from crown to crossfall grade break = 18.000(Ft. ) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on (11 side(s) of the street 10 Distance from curb to property line = 10.000 (Ft. ) Slope from curb to property line (v/hz) = 0.025 Gutter width = 2.000 (Ft. ) Gutter hike from flowline = 2.000(In. ) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 32.740(CFS) Depth of flow = 0.488(Ft. ) , Average velocity = 9.669 (Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 18.054(Ft. ) Flow velocity = 9.67 (Ft/s) Travel time = 0.86 min. TC = 15.56 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.864 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil. group C = 1.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 3) = 84.40 Pervious area fraction = 0.500; Impervious fraction = 0.500 Rainfall intensity = 2.867(In/Hr) for a 100.0 year storm Subarea runoff = 1.735(CFS) for 0.700(Ac. ) Total runoff = 33.576 (CFS) '.Total area = 13.100(Ac. ) Street flow at end of street = 33.576(CFS) Half street flow at end of street = 33 .576 (CFS) Depth of flow = 0.491 (Ft. ) , Average velocity = 9.728(Ft/s) Flow width (from curb towards crown)= 18.234(Ft. ) ++•1 4-1-4•++++++i+++++-I•+++• ...F++-I I• F+1-+4-++i+++++++-I••1++A-+I I I++•{-+A-+++++++++i+ Process from Point/Station 64.000 to Point/Station 64.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number. : 1 i-mmnorma.l. stream number 1 Stream flow area = 13.100(Ac. ) Runoff from this stream = 33.576(CFS) Time of concentration = 15.56 min. Rainfall intensity = 2.867 (In/Hr) +++++++++++•!-+++++A-++A.+1•++++i 9+i i I+•{+A-+++++++++++A.A..A-A.+++++++A.+1 4.A-+ Process from Point/Station 60.000 to Point/Scat.ion. 64.000 *** INITIAL AREA EVALUATION Initial area flow distance - 400.000(Ft. ) �TW Top (of initial area) elevation =. 790.000 (Ft. ) Bottom (of initial area) elevation = 708.000(Ft. ) Difference in elevation = 82.000 (Ft. ) Slope = 0.20500 s(percent)= 20.50 TC = k(0.530) * [ (1engthA3) / (elevation change) ] ^0.2 Initial area time of concentration = 7.994 min. Rainfall intensity = 3.947 (ln/Hr) for a 100.0 year storm UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.885 Decimal fraction soil group A = 0.000 11 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.210 Decimal fraction soil group D = 0.790 RI index for soil (AMC 3) = 95.35 Pervious area fraction = 1.000; Impervious fraction = 0.000 Initial subarea runoff = 11.183 (CFS) Total initial stream area = 3 .200(Ac. ) Pervious area fraction = 1.000 ..+-i-+++A.++++++a..........................i-+++++++++..1-++++++-l-+++++++++++ Process from Point/Station 64.000 to Point/Station 64.000 **** CONFLUENCE OF MINOR STREAMS `*** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 3.200(Ac. ) Runoff from this stream = 11.183 (CFS) Time of concentration = 7.99 min. Rainfall intensity = 3.947 (ln/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1. 33.576 15.56 2.867 2 11.183 7 .99 3.947 Largest stream flow has longer time of concentration Qp = 33.576 + sum of Qb Ia/lb 11.183 * 0.726 = 8.123 Qp = 41.699 Total of 2 streams to confluence: Flow rates before confluence point: 33.576 11.183 Area of streams before confluence: 13.100 3.200 Results of confluence: Total flow rate = 41.699 (CFS) Time of concentration = 15.562 min. Effective stream area after confluence = 16.300 (Ac. ) +++++i-+++++.+-F+++-f•+++++++++-1••i-+.+++.+i-+++++++-1•+-I••!•++..++-I•++++++++++++++-1• Process from Point/Station 64.000 to Point/Station 64.500 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 708.000(Ft. ) Downstream point/station elevation = 707.000(Ft. ) Pipe length = 30.00(Ft. ) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 41.699 (CFS) Nearest computed pipe diameter - 24.00(ln. ) Calculated individual pipe flow = 41.699 (CFS) Normal flow depth in pipe = 19.88(In. ) Flow top width inside pipe = 18.11(In. ) Critical depth could not be calculated. 12 Pipe flow velocity = 14.98(Ft/s) Travel time through pipe = 0.03 min. Time of concentration (TC) = 15.60 min. ++++-1++i•+++++•I-+a•++++++++++-I•++1•I-+a•+++++++++I i I++++++•1-+++++++-I•+++•I-•1••1•++++ Process from Point/Station 64..500 to Point/Sta.tion 64.500 * ** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 16.300(Ac. ) Runoff from this stream = 41.699 (CFS) Time of concentration = 15.60 min. Rainfall. intensity = 2 .864(In./Hr) ++++q-+++++•1•+++-++++++++i+9+-I+++++-I•i-+++++i-++A'+-1•+++++-I-++++++++++++++++-1.14-I Process from Point/Station 61.000 to Point/Station 62.000 INITIAL AREA EVALUATION Initial area flow distance = �930.000(Ft. ) � __ T Top (of initial area) elevation = 808.400 (Ft. ) Bottom (of initial area) elevation = '794.000(Ft. ) Difference in elevation = 14.400(Ft. ) Slope = 0.01548 s(percent)= 1.55 TC = k(0.390) *[ (length^3) / (el.evation change) ] ^0.2 Initial area time of concentrate-on. = 3.3.819 min. Rainfall intensity = 3.035 (ln/Hr) for a 3.00.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.857 Decimal fraction soil group A = 0.000 Decimal. fraction soil group B T 0.450 Decimal fraction soil. group C = 0.550 Decimal, fraction soil. group D = 0.000 RI index for soil. (AMC 3) = 80.52 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 7 .801(CFS) Total initial stream area -• 3.000(Ac. ) Pervious area fraction = 0 . 500 •1•+4-+-I A-+++++++++++++++++i+++++++++•1++++++A-+4•+++++++++i+++a••f••-A-++++4-+++••I•+ Process from Point/Station 62.000 to Point/Station 63.000 **** STREET FLOW 'TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 794..000 (Ft. )N End of street segment elevation = 708.000(Ft. ) Length of street segment = 1420.000(P't. ) Height of curb above gutter fl.owline = 6.0(In. ) Width of half street (curb to crown) = 22.000 (Ft. ) Distance from crown to cr.ossfall grade break = 18.000(Ft. ) Slope from gutter_ to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000 (Ft. ) Slope from curb to property line (v/hz) = 0.025 Cutter width = 2.000(Ft. ) 13 Gutter hike from flowline = 2.000(In. ) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 13 .947 (CFS) Depth of flow = 0.406 (Ft. ) , Average velocity = 6.712 (Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 13.969(Ft. ) Flow velocity = 6.71(Ft/s) Travel time = 3 .53 min. TC = 17.35 min. ' Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.863 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 1.000 Decimal fraction soil group D = 0.000 RI index for soil (AMC 3) = 84.40 Pervious area fraction = 0.500; Impervious fraction = 0.500 Rainfall intensity = 2.'721(In/Hr) for a 100.0 year storm Subarea runoff = 12.208(CFS) for 5.200(Ac. ) Total runoff = 20.009 (CFS) Total area = 8.200 (Ac. ) Street flow at end of street = 20.009 (CFS) Half street flow at end of street = 20.009 (CFS) Depth of flow = 0.450 (Ft. ) , Average velocity = 7 .322 (Ft/s) Flow width (from curb towards crown)= 16.143 (Ft. ) +-I-+i-+++++4 4-++++++++++++++++++i•1-+++++i•++-1•++++++++++4•+++-I-++++++++++++++ Process from Point/Station 63.000 to Point/Station 64. 500 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 708.000(Ft. ) Downstream point/station elevation = 707.000 (Ft. ) Pipe length = 30.00 (Ft. ) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 20.009 (CFS) Nearest computed pipe diameter = 21.00 (In. ) Calculated individual pipe flow = 20.009 (CFS) Normal flow depth in pipe = 12.84(ln. ) Flow top width inside pipe = 20.47 (In. ) Critical. Depth = 19.18(In. ) Pipe flow velocity = 12.98(Ft/8) Travel time through pipe = 0.04 min. Time of concentration (TC) = 17 .38 min, i-++++++i•+++++i•++++++++i-++++..1•++++-I•i-+i-++++.++++++i•++++++++i-+i•+i-i•+++++ Process from Point/Station 64.500 to Point/Station 64.500 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number. 2 Stream flow area = 8.200 (Ac. ) Runoff from this stream = 20.009 (CFS) Time of concentration = 17.38 min. Rainfall. intensity = 2.719(In/Hr) Summary of stream data: 14 Stream Flow rate TC Rainfall Intensity No. (CPS) (min) (In/Hr) 1 41.699 15.60 2.864 2 20,009 17.38 2.719 Largest stream flow has longer or shorter time of concentration Qp = 41,699 + sum of Qa Tb/Ta 20.009 * 0.897 = 17.951 Qp = 59.649 Total of 2 streams to confluence: Flow rates before confluence point: 41.699 20.009 Area of streams before confluence: 16.300 8.200 Results of confluence: Total flow rate = 59.649(CFS) Time of concentration = 15.595 min. Effective stream area after confluence = 24.500(Ac. ) +++++A-++a•+-4-+++•1-+-1-+++++++++++-I•++++++++++++++-I•++++++++++++ I +++++++I ++++ Process from Point/St.ati.on 64.500 to Point/Station 66. 000 ***� P.T.PEFLOW 'TRAVEL TIME (Program estimated size) *** Upstream point/station elevation =_ 707.000(Ft. ) Downstream point/station elevation = 694.0()0 (Ft. ) Pipe Length = 270.00 (Ft. ) Manning's N = 0,013 No. of pipes = 1 Required pipe flow - 59.649 (CFS) Nearest computed pipe diameter - 27.00 (ln. ) Calculated individual pipe flow - 59.649 (CFS) Normal flow depth in pipe = 19.62 (In. ) Flow top width inside pipe = 24.07 (ln. ) Critical. depth could not be calculated. Pipe flow velocity = 19.28(Ft/s) Travel time through pipe = 0.23 min. Time of concentration (TC) = 15.83 min. +++a•+•I+++A-+++ +-l-1,A- •++-4-A-++++!++++1-++a•+••I-+i-+++++++i+1+++++! I++-I+++i+i i +A-i Process from Point:/Station 66.000 to Point/Station 66.000 CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed:In Main Stream number: 1 Stream flow area = 24.500(Ac.. ) Runoff from this stream = 59.649 (CFS) Time of concentration = 1.5.83 min. Rainfall intensity = 2.844 (ln/Hr) Program is now starting with Main Stream No. 2 ++++•F A-Jr 4+++++++++++•1•+++++++++A-++++++++++++++++++++++•I•+++t++++++++++++i Process from Point/Station 64.000 to Point/Station 103.000 **** INITIAL AREA EVALUATION **** 15 Initial area flow distance = 320.000 (Ft. ) Top (of initial area) elevation = 708.000 (Ft. ) Bottom (of initial area) elevation = 696 .000(Ft. ) Difference in elevation = 12.000(Ft. ) Slope = 0.03750 s (percent)= 3.75 TC = k(0.390)* [ (length^3) / (elevation change) ] ^0.2 Initial area time of concentration = 7.556 min. Rainfall intensity = 4.055 (ln/Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff. Coefficient = 0.878 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.350 Decimal fraction soil group D = 0.650 RI index for soil(AMC 3) = 86.74 Pervious area fraction = 0.500; Impervious fraction = 0 . 500 Initial. subarea runoff = 2.137 (CFS) Total initial stream area = 0.600(Ac. ) Pervious area fraction = 0.500 ++1-+++++4•+++++i•++++++i•+i•+++i i-++++++++-I•++++++++i-+++++++++++++-f+-F++I i I i i Process from Point/Station 103.000 to Point/Station 66 . 500 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 696.000 (Ft. ) Downstream point/station elevation = 695.000(Ft. ) Pipe length = 45.00(Ft. ) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 2.137 (CFS) Nearest computed pipe diameter = 9.00(In. ) Calculated individual pipe flow - 2 .137 (CFS) Normal flow depth in pipe = 6.47 (In. ) Flow top width inside pipe = 8.09 (In. ) Critical Depth = 7.91(In. ) Pipe flow velocity = 6.28(Ft/s) Travel time through pipe = 0.12 min. Time of concentration (TC) = 7.68 min. i•++++++++++++++++++i--I•+++++++-I•++++..4-+++++++-1•++++++++++i-+i•+-I•++++++++++. + Process from Point/Station 66.500 to Point/Station 66.500 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 0.600 (Ac. ) Runoff from this stream = 2 .137 (CFS) 'rime of concentration = 7.68 min. Rainfall intensity = 4.025(In/Hr) ++++++++i-+i•i-+++++1-++++i•+i-+++++++++++++++•1•+++++++++i.++i•++++++++i-+++++++ Process from Point/Station 65 . 000 to Point/Station 93 .000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 510.000(Ft. ) Top (of initial area) elevation = 709.000(Ft. ) 16 Bottom (of initial area.) elevation = 696.000(Ft. ) Difference in elevation = 13.000 (Ft. ) Slope = 0.02549 s(percent)= 2.55 TC = k(0.390) * [ (length^3) / (elevation change) ]^0.2 Initial area time of concentration = 9.836 min. Rainfall intensity = 3.573 (In/Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.872 Decimal fraction soil. group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.910 Decimal fraction soil group D = 0.090 RI index for soil(AMC 3) = 84.72 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 2.1.80(CFS) Total initial. stream area - 0.700 (Ac. ) Pervious area fraction = 0.500 a•+++i I++I k+i+I,i..{.i•+I-++�-++!+i �+i-•1 a-++!•i i +++��•+ I-++++!i 1 l+i+i .{..{..+4--1-+� Process from Point/Station 93 .000 to Point/Station 66.500 **** PIPEFLOW 'TRAVEL TIME (Program estimated size) *�*Y Upstream point/station-elevation - 696.000(Ft. ) Downstream point/station elevation = 695.000(Ft. ) Pipe length = 30.00 (Ft. ) Mannin.g's N = 0.013 No. of pipes = 1 Required pipe flow - 2.180(CFS) Nearest computed pipe diameter - 9.00(In. ) Calculated individual pipe flow = 2.180 (CP'S) Normal flow depth in pipe = 5.67 (in. ) Flow top width inside pipe = 8.69 (In. ) Critical Depth = 7.97 (In. ) Pipe flow velocity = 7.45 (Ft/s) Travel time through pipe -. 0.07 min. Time of concentration (TC) - 9.90 min. +-!••3-++-i-++•I--F•-I-•I-+i-i-+i-++•!•+•1-++�•-f•+•l-+i-+i•-!•+•I-+�•+a•++++•1•1••1-•l-�-•{--{•.{••{•+a-�-�-+-I•i••{•+-I-•1--{-•{•-I••I-•I-+-I- . Process from Point/Sta.tion 66.500 to Point/Station 66.500 *** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal- stream number 2.T� Stream flow area. = 0.700(Ac. ) Runoff from this stream = 2.1.80 (CFS) Time of concentration = 9.90 min. Rainfall. intensity = 3.561(ln/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 2.137 7.68 4.025 2 2.180 9.90 3.563. Largest- stream flow has longer time of concentration Qp = 2.180 + sum of Qb Ia/Ib 17 2.137 * 0.885 = 1.891 Qp = 4.071 Total of 2 streams to confluence: Flow rates before confluence point: 2.137 2.180 Area of streams before confluence: 0.600 0.700 Results of confluence: Total flow rate = 4.071 (CFS) Time of concentration = 9.903 min. Effective stream area after confluence = 1.300 (Ac. ) ++++++++i•+++•1•++i-i•i•++++.i•++++++++i-i-++++i-+-F++++++++++•f+++++.i-+++++++++++ Process from Point/Station 66.500 to Point/Station 66.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 695.000(Ft. ) Downstream point/station elevation = 694.000 (Ft. ) Pipe length = 60.00(Ft. ) Punning's N = 0.013 No. of pipes = 1 Required pipe flow = 4.071(CFS) Nearest computed pipe diameter = 12.00(In. ) Calculated individual pipe flow - 4.071(CFS) Normal flow depth in pipe = 8.78(In. ) Flow top width inside pipe = 10.64 (In. ) Critical Depth = 10.25 (ln. ) Pipe flow velocity = 6.61(Ft/s) Travel time through pipe = 0.15 min. Time of concentration (TC) _ 10.05 min. +++++++++•i-+++++++i-++++-I•-+•++++++++i•++++++++++++i-+•+-1•+++++++i i+i•++++++++++ Process from Point/Station 66.000 to Point/Station 66.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 1.300(Ac. ) Runoff from this stream = 4.071(CFS) Time of concentration = 10.05 min. Rainfall intensity = 3.536 (ln/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (in/Hr) 1 59.649 15.83 2.844 2 4.071 10.05 3.536 Largest stream flow has longer time of concentration Qp = 59.649 + sum of Qb Ia/Ib 4.071 * 0.804 = 3.275 Qp = 62.924 Total of 2 main streams to confluence: 18 Flow rates before confluence point: 59.649 4.071 Area of streams before confluence: 24.500 1.300 Results of confluence: Total flow rate = 62.924(CFS) Time of concentration = 15.829 min. Effective stream area after: confluence - 25 . 800 (Ac. ) +A-+a-++++++i+i i•I I+i++A-+++a-+++++++++I I+I++4--1- •+++++++++++-1•+i+ +1-++++4-++++ Process from Point/Station 66.000 to Point/Station 69.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 694.000 (Ft. ) Downstream point/station elevation = 634.000(Ft. ) Pipe length = 200.00 (Ft. ) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 62.924 (CFS) Nearest computed pipe diameter = 21.00(In. ) Calculated individual pipe flow = 62 .924 (CFS) Normal. flow depth in pipe m 13 .27 (In. ) Flow top width inside pipe = 20.26 (In. ) Critical depth could not be calculated. Pipe flow velocity = 39.34(Ft-/s) Travel time through pipe = 0.08 min. Time of concentration (TC) = 15.91 min. ++1-++•I-•!•+•I•++++i I+i+I i•1-++++++• ++1-1-+++9-++++++A-4-4•++++++-1+I I •I••i-+ I-++ Process from Point/Station 69.000 to Point/Station 69.000 *** CONFLUENCE OF MINOR STREAMS **�* Along Main. Stream number: 1 in normal stream number- ]. Stream flow area = 25.800(Ac. ) Runoff from this stream = 62.924. (CFS) Time of concentration = 3.5.91 min. Rainfall intensity = 2 .836 (Irr/Hr) + +1 i a•i+a•!++•{++-1++ i,d-•;•4.-p+A-+i i i•1+++4-A-+i+i++•I•A,4 A-+i l-++-I••I+!++ 3-+•++++++ Process from Point/Station 67.000 to Point/Station 68.000 **** INITIAL AREA EVALUATION *y, Initial area flow distance = 420.000(Ft. ) - Top (of initial area) elevation = 856.000(Ft. ) Bottom (of initial area) elevation = 714.000(Ft. ) Difference in elevation = 142 .000(Ft. ) Slope = 0.33810 s (percent)= 33.81 TC = k(0.530) *[ (length^3) / (elevation change) ] ^0.2 Initial area time of concentration = 7.375 min. Rainfall intensity = 4.103 (In/Hr) for a 100.0 year storm UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.883 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0 . 000 19 Decimal fraction soil group C = 1.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 3) = 94.40 Pervious area fraction = 1.000; Impervious fraction = 0. 000 Initial subarea runoff = 18.475(CFS) Total initial stream area = 5.100 (Ac. ) Pervious area fraction = 1.000 •f++++-I-+++++++++•hi•+++++++•I•I-+i++++I i ++++i+I-+ I•+•I+I-++-h.-h-i-.... +I-+A-+-I--1--I Process from Point/Station 68.000 to Point/Station 69 . 000 **** IMPROVED CHANNEL TRAVEL TIME x*** Upstream point elevation = 714.000(Ft. ) Downstream point elevation = 634.000(Ft. ) Channel length thru subarea -• 820.000(Ft. ) Channel base width = 0.000(Ft. ) Slope or 'Z' of left channel bank = 1.000 Slope or 'Z' of right channel bank = 1.000 Estimated mean flow rate at midpoint of channel = 24.895 (CFS) Manning's 'N' = 0.015 Maximum depth of channel - 3 .000(Ft. ) Flow(q) thru subarea = 24.895 (CFS) Depth of flow = 1.195 (Ft. ) , Average velocity = 17.425 (Ft/s) Channel flow top width = 2.391(Ft. ) Flow Velocity = 17.43 (Ft/s) Travel time = 0.78 min. Time of concentration = 8.16 min. Sub-Channel No. 1 Critical depth = 2.078(Ft. ) ' ' Critical flow top width W 4.156 (Ft. ) ' I ' Critical flow velocity= 5.765 (Ft/s) Critical flow area = 4.319 (Sq.Ft) Adding area flow to channel UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.882 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 1.000 Decimal fraction soil group D = 0.000 RI index for soil (AMC 3) = 94.40 Pervious area fraction = 1.000; Impervious fraction = 0.000 Rainfall intensity = 3 .908(In/Hr) for. a 100.0 year storm Subarea runoff = 12.757 (CFS) for 3 .700(Ac. ) Total runoff = 31.233 (CFS) Total area = 8.800(Ac. ) Depth of flow = 1.301 (Ft. ) , Average velocity = 18.442 (Ft/s) Sub-Channel No. 1 Critical depth = 2.281(Ft. ) ' Critical flow top width = 4.563 (Ft. ) ' Critical flow velocity= 6.002 (Ft/s) ' Critical flow area = 5.204 (Sq.Ft) ++++++++++-f•+++++++++i•+++++•F•+++++++++I•+++++++++++++++•i-++++++++++++++i++ Process from Point/Station 69.000 to Point/Station 69.000 20 x CONFLUENCE OF MINOR STREAMS Along Main Stream number: 1 in normal stream number 2 Stream flow area = 8.800(Ac. ) Runoff from this stream = 31.233 (CFS) Time of concentration = 8.16 min. Rainfall intensity = 3.908(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1. 62.924 15.91 2.836 2 31.233 8.1.6 3.908 Largest stream flow has longer_ time of concentration Qp = 62.924 + sum of Qb Ia/Ib 31..233 * 0.726 = 22.665 Qp = 85.589 Total of 2 streams to confluence: Flow rates before confluence point: 62.924 31.233 Area of streams before confluence: 25.800 8.800 Results of confluence; Total flow rate = 85.589 (CFS) Time of concentration = 15.914 min. Effective stream area after confluence - 34..600(Ac. ) ++i-+++fi-I-++•I-+a-++f+++++++++i--!•+-I-+++-f•-!•++-I-++i-++f•f ff•f•+++a-+++++++++++•I-+•I-+++-h Process from Point/Station 69.000 to Point/Station 70.000 IMPROVED CHANNEL TRAVEL. TIME ...................�__ -----____-- Upstream point elevation = 634.000(Ft. ) Downstream point elevation = 594.000(Ft. ) Channel length thru subarea - 160.000(Ft. ) Channel base width - 0.000(Ft. ) Slope or 'Z' of left channel bank = 1..000 Slope or 'Z' of right channel. bank - 1.000 Estimated mean flow rate at midpoint of channel = 87 .909 (CFS) Man.ning's INS = 0.015 Maximum depth of channel - 3.000 (Ft. ) Flow(q) thru subarea = 87.909 (CFS) Depth of flow = 1.608 (Ft. ) , Average velocity = 33.994(Ft/s) Channel flow top width = 3 .21.6(Ft. ) Flow Velocity = 33.99 (Ft/s) Travel time = 0.08 min. Time of concentration = 15.99 min. Sub--Channel. No. 1 Critical depth = 3.375 (Ft. ) ' I ICritical flow top width = 6.000(Ft. ) ' Critical flow velocity= 7.814 (Ft/s) ' Critical flow area = 11.250(Sq.Ft) 21 Adding area flow to channel UNDEVELOPED (good cover) subarea Runoff Coefficient = 0.852 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.470 Decimal fraction soil group D = 0.530 RI index for soil (AMC 3) = 89.31 Pervious area fraction = 1.000; Impervious fraction = 0.000 Rainfall intensity = 2.830(In/Hr) for. a 100.0 year storm Subarea runoff = 4.580(CFS) for 1.900(Ac. ) Total. runoff = 90.169 (CFS) Total area = 36.500(Ac. ) Depth of flow = 1.623 (Ft. ) , Average velocity = 34.211 (Ft/s) Sub-Channel No. J. Critical depth = 3.406 (Ft. ) Critical. flow top width = 6.000(Ft. ) ' Critical flow velocity= 7.884(Ft/s) ' Critical flow area = 11.438(Sq.Ft) ++++++++++i-++++++i-+++++i-++++++-I-+i-+k+++f++++i•+++++i......+++i-+++++++++++ Process from Point/Station '70.000 to Point/Station '71.000 **** IMPROVED CHANNEL 'TRAVEL TIME **** Upstream point elevation = 594.000(Ft. ) Downstream point elevation = 564.000 (Ft. ) Channel length thru subarea = 590.000 (Ft. ) Channel base width = 0.000 (Ft. ) Slope or 'Z' of left channel bank = 1.000 Slope or 'Z' of right- channel bank = 1.000 Estimated mean flow rate at midpoint of channel = 92.1.63 (CFS) Manning's 'N' = 0.015 Maximum depth of channel = 3 . 000(Ft. ) Flow(q) thru subarea = 92.163 (CFS) Depth of flow = 2.206 (Ft. ) , Average velocity = 18.931 (Ft/s) Channel flow top width = 4 .413 (Ft. ) Flow Velocity = 18.93 (Ft/s) Travel time - 0.52 min. Time of concentration = 16.51 min. Sub-Channel No. 1 Critical depth = 3.438(Ft. ) ' Critical flow top width = 6.000 (Ft. ) Critical flow velocity= 7.928(Ft/s) ' Critical. flow area = 11.625 (Sq.Ft) Adding area flow to channel UNDEVELOPED (fair cover) subarea Runoff Coefficient = 0.827 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil_ group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil (AMC 3) _. 84.40 Pervious area fraction = 1.000; Impervious fraction = 0.000 Rainfall intensity = 2.787 (In/Fir) for a 100.0 year storm Subarea runoff = 3 .917 (CFS) for 1.700 (Ac. ) 22 Total runoff = 94.086(CFS) Total area = 38.200(Ac. ) Depth of flow 2.224 (Ft. ) , Average velocity = 19.02.9 (Ft/s) Sub-Channel No. 1 Critical depth = 3.469(Ft. ) ' Critical flow top width = 6.000(Ft. ) ' Critical_ flow velocity= 7. 965 (Ft/s) ' Critical flow area = 1.1..813 (Sq.Ft) End of computations, total. study area T 38.20 (Ac. ) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.747 Area averaged RI index number = '75.4 • II l Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (c) 1.989 2005 Version 7.1 Rational Hydrology Study Date: 04/21/09 File:3611610d.out ------------------------------------------------------------------------ TTM 36116 10-Year Hydrology Study Drainage Area. "D" -------------------------------------------------------------•------•---•-- ********* Hydrology Study Control Information ********** English (in-lb) Units used in input data file ----------------------------------_--___----__------------------------------- Program License Serial. Number 6194 --------------------------------...--------_--_--------------------------- Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual. Storm event (year) = 10.00 Antecedent Moisture Condition = 2 Standard intensity-duration curves data (Plate D-4.1) For the [ El.s inore--Wi ldomar ] area used. 10 year storm 10 minute intensity = 2.320(In/Hr) 10 year storm 60 minute intensity = 0.980(In/Hr) 100 year storm 10 minute intensity = 3.540 (ln/Hr) 100 year storm 60 minute intensity = 1.500 (in/Hr) Storm event year = 10.0 Calculated rainfall intensity data: 1 hour intensity = 0.980(In/Hr) Slope of intensity duration curve = 0.4800 +++•}+{++++++++++-++•I-+++-l-++++++++++++++++I-I-++++++++++•I•+1•+++•-I•++++++++-I-i•i+ Process from Point/Station 90.000 to Point/Station 91.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 735.000(Ft. ) Top (of initial area) elevation = 2040.000 (Ft. ) Bottom (of initial area) elevation = 1"150.000(Ft. ) Difference in elevation = 290.000 (Ft. ) Slope = 0.39456 s (percent)= 39.46 TC = k(0.530) * [ (length^3) / (elevati.on change) ] ^0.2 Initial area time of concentration = 8.945 min. Rainfall intensity = 2.443 (In/Hr) for a 10.0 year storm UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.843 Decimal fraction soil. group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for. soil (AMC 2) = 89.00 Pervious area fraction = 1.000; Impervious fraction = 0.000 Initial subarea runoff = 13.184 (CFS) Total initial stream area = 6.400(Ac. ) Pervious area fraction. = 1.000 +++A-+-I•+++++A-++I.1-++++I,i.•1.•f•-E.-I..{- +A-+ .+++++++++++++++++++1+++I-E++++-I•4-+I+++ Process from Point/Station 91.000 to Point/Station 92.000 **** NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION **'� Top of natural channel elevation = _^W1750.000(Ft. ) End of natural channel elevation = 1660.000(Ft. ) Length of natural channel = 660.000(Ft. ) Estimated mean flow rate at midpoint of channel = 26 .884 (C7FS) Natural valley channel type used L.A. County flood control.. district formula for channel velocity: Velocity(ft/s) = (7 + 8(q(English UnitW.352) (slope^0.5) Velocity using mean channel flow = 12.00(Ft/s) Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D--6.2) Normal channel. slope = 0.1364 Corrected/adjusted channel slope = 0.1364 Travel. time = 0.92 min.. TC = 9.86 min. Adding area flow to channel UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.841 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil. (AMC 2} _ 89.00 Pervious area fraction = 1.000; Impervious fraction = 0.000 Rainfall intensity _ 2 .332 (In/Hr) for a 1.0.0 year storm Subarea runoff = 26.066 (CFS) for 13.300(Ac. ) Total runoff = 39.250(CFS) Total. area = 1.9.700(Ac. ) ++++++++++-1.+++++++I A-+A-++A-++++++++++++++++++A-+4-++A-+4-+++++++4•++++A++++++ Process from Point/Station 92.000 to Point/Station 94 .000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1660.000 (Ft. ) Downstream point/station elevation = 1.632.000(Ft. ) Pipe length -- 340.00(Ft. ) manning's N = 0.013 3 No. of pipes = 1 Required pipe flow = 39.250(CFS) Nearest computed pipe diameter = 21.00 (In. ) Calculated individual pipe flow - 39.250 (CFS) Normal flow depth in pipe = 1.5.05 (In. ) Flow top width inside pipe = 18.93 (In. ) Critical depth could not be calculated. Pipe flow velocity = 21.27 (Ft/s) Travel time through pipe = 0.27 min. Time of concentration (TC) = 10.13 min. +i-++++++++i•i•+++++++++++++ {.+i++++++++++i•+++++4.+++i•i••i-+++i+i+++i+++++++ Process from Point/Station 94.000 to Point/Station 94.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 19.'700(Ac. ) Runoff from this stream = 39.250(CFS) Time of concentration = 10.13 min. Rainfall intensity = 2.302 (In/Hr) ++i-++++++++•f++++++i-++++++++++i-+++++++i-++++i-+++++++i-4.i-+i•+i-+i i•i +i+A-A-++++ Process from Point/Station 93.000 to Point/Station 94.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 800.000(Ft. ) Top (of initial area) elevation = 1696.000 (Ft. ) Bottom (of initial area) elevation = 1632.000 (Ft. ) Difference in elevation = 64.000(Ft. ) Slope = 0.08000 s(percent)= 8.00 TC = k(0.300) * [ (Length^3) / (elevation change) ] ^0.2 Initial. area time of concentration = 7.207 min. Rainfall intensity = 2.710(In/Hr) for a 10.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.887 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soi.l (AMC 2) = 75.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 1.443 (CFS) Total initial stream area = 0.600 (Ac. ) Pervious area fraction = 0.100 ++++i•+++++++++i•+++++•-4-+•{-+++++i-+++++++++++++4•++i•++++++++++i•i-+i-++++++++a- Process from Point/Station 94.000 to Point/Station 94.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 0.600(Ac. ) Runoff from this stream = 1.443 (CFS) Time of concentration = 7.21 min. 4 Rainfall. intensity = 2.710(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 39.250 10.13 2.302 2 1.443 7.21 2,710 Largest stream flow has longer time of concentration Qp = 39.250 sum of Qb Ia/Ib 1.443 * 0.849 = 1.226 op = 40.476 Total of 2 streams to confluence: Flow rates before confluence point: 39.250 1.443 Area of streams before confluence: 19.700 0.600 Results of confluence: Total flow rate = 40.476 (CFS) Time of concentration = 10.1.28 min. Effective stream area. after confluence = 20.300 (Ac. ) ++++++1--1-++++++++++-I•+++++++++++++++++•i•a•++i++++++++++i-+A.+++++i+++i•i +-+ i- Process from Point/Station 94.000 to Point/Station 96. 000 **** PIPEFLOw TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1632.000(Ft. )- Downstream point/station. elevation = 1618.000(Ft. ) Pipe length = 200.00 (Ft. ) Manning's N = 0.01.3 No. of. pipes = 1 Required pipe flow = 40.476 (CFS) Nearest computed pipe diameter - 21.00 (In. ) Calculated individual pipe flow 40.476 (CFS) Normal flow depth in pipe = 16.59(ln. ) Flow top width inside pipe = 17.10(In. ) Critical. depth could not be calculated. Pipe flow velocity = 7.9.85(Ft/s) Travel time through pipe = 0.17 min. Time of concentration. (TC) 10.30 min. + ++++A-+++++++9-+++++•1•i+i++++ ++i i++++++++I•I•a•I-+I-+i w I 1 i I a••.++++i+++-I• Process from Point/Station 96.000 to Point/Sta.tion 96.000 *** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 20.300 (Ac. ) Runoff from this stream = 40.476(CFS) Time of concentration = 10.30 min. Rainfall intensity = 2.284 (In/Hr) 5 ++++++++ +i+i-+++++++++++++++++++9-+++++++++ I+++i•+++++++++i•++++++.+++++ Process from Point/Station 95.000 to Point/Station 96.000 *** INITIAL, AREA EVALUATION **** Initial area flow distance = 610.000(Ft. ) Top (of initial area) elevation = 1840.000(Ft. ) Bottom (of initial area) elevation = 1620.000(Ft. ) Difference in elevation = 220.000(Ft. ) Slope = 0.36066 s(percent)= 36.07 TC = k(0.530) * [ (length^3) / (elevation change) ]^0.2 i Initial area time of concentration = 8.453 min. Rainfall intensity = 2.511 (In/Hr) for a 10.0 year storm UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.845 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal. fraction soil group C = 0.000 Decimal fraction soil. group D = 1.000 RI index for soil (AMC 2) = 89.00 Pervious area fraction = 1.000; Impervious fraction = 0.000 Initial subarea runoff = 7.209 (CFS) Total initial stream area = 3.400(Ac. ) Pervious area fraction = 1.000 ++++++•1-+++++++++++++++i i++A-+i-++++++++a•+-I•a-+•i•+i-++++++++i++++++•i•+A•++++++i Process from Point/Station 96.000 to Point/Station 96.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 3.400(Ac. ) Runoff from this stream = 7.209 (CFS) Time of concentration = 8.45 min. Rainfall intensity = 2.511 (In/Hr) Summary of stream data.: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr.) 1 4:0.476 10.30 2.284: 2 7.209 8.45 2.511 Largest stream flow has longer time of concentration Qp = 40.476 + sum of Qb Ia/Ib 7.209 * 0.910 = 6.558 Qp = 47.034 Total of 2 streams to confluence: Flow rates before confluence point: 40.476 7.209 Area of streams before confluence: 20.300 3 .400 Results of confluence: Total flow rate = 4:7.034(CFS) G Time of concentration = 10.296 min. Effective stream area after confluence = 23.700(Ac. ) +a-a•+A-++a•a+ + -a a 4•++A-+ +++ a•+++++4•++i.+++++a-+a•+++++++++++A-+a•+ +4•++•+a-+++a-+ Process from Point/Station 96.000 to Point/Station 100.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1618.000(Ft. ) Downstream point/station elevation = 1601.000(Ft. ) Pipe length = 360.00(Ft. ) Manning's N = 0. 013 No. of pipes = 1 Required pipe flow = 4'7 .034 (CFS) Nearest computed pipe diameter - 2.4.00(In. ) Calculated individual pipe flow = 47.034(CFS) Normal. flow depth in pipe = 18.80(In. ) Flow top width inside pipe 19.78(In. ) Critical depth could not be calculated. Pipe flow velocity = 17.82 (Ft/s) Travel time through pipe = 0.34 min. Time of concentration (TC) = 1.0.63 min. 4•++++++++++++++++++++++++++a+++++-f•a•+++++++++a•++4•++++++i a+l+++++++++++ Process from Point/Station 100.000 to Point/Station 100.000 **** CONFLUENCE OF MINOR. STREAMS **'** Along Main. Stream number: 1 in normal stream number 1 Stream flow area = 23 .700(Ac. ) Runoff from this stream 47.034(CFS) Time of concentration = 10.63 min. Rainfall intensity = 2.249 (In/Hr) +++-I•++A-++++++++++++++++++++++A.+A-+++++++a-++++I+4-++++A-++A-+++ I.a•.{..i•++4-+4-+++ Process from Point/Station 97.000 to Point/Station 98.000 **'* INITIAL AREA EVALUATION **** .Initial area flow distance = 580.000(Ft. ) Top (of initial area) elevation = 2000.000 (Ft. ) Bottom (of initial area) elevation = 1730.000(Ft. ) Difference in elevation = 270.000 (Ft. ) Slope = 0.46552 s(percent)= 46.55 TC = k(0.530) *( (lengthA3) / (elevation cha.nge) ] ^0.2 Initial. area time of concentration = 7.872 min. Rainfall. intensity = 2.598(In/Hr) for a 10.0 year storm UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.846 Decimal fraction soil group A = 0.000 Decimal fraction soil. group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil (AMC 2) = 89.00 Pervious area fraction = 1 .000; Impervious fraction. = 0. 000 Initial. subarea runoff = 5.936 (CFS) Total. initial. stream area = 2.700(Ac. ) 7 Pervious area fraction = 1.000 +++++++++•++I-++++++++++ ++++++++a•+++++++++++A-+ I-++++a 1 ++++++A-++++++++ Process from Point/Station 98.000 to Point/Station 99.000 **** NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION **** Top of natural channel elevation = 1730.000(Ft. ) End of natural channel elevation = 1616.000 (Ft• ) Length of natural channel = 620.000(Ft. ) Estimated mean flow rate at midpoint of channel = 11.763 (CFS) Natural valley channel type used L.A. County flood control district formula for channel velocity: Velocity(ft/s) = (7 + 8(q(English Units) ^.352) (slope^0.5) Velocity using mean channel flow = 11.17 (Ft/s) Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D-6.2) Normal channel. slope = 0.1839 Corrected/adjusted channel slope = 0.1839 Travel time = 0.93 min. TC = 8. 80 min. Adding area flow to channel UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.844 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0. 000 Decimal. fraction soil group D = 1.000 RI index for soil (AMC 2) = 89.00 Pervious area fraction = 1.000; Impervious fraction = 0.000 Rainfall intensity = 2.463 (In/Hr) for a 10.0 year storm Subarea runoff = 11.012 (CFS) for 5.300 (Ac. ) Total runoff = 16.948(CFS) Total area = 8.000 (Ac. ) +++++++++++++a•+++++a•++++++-I-a-a-+++++++a•++++++++++.A-+++++++++++a ++a-+++a-++ Process from Point/Station 99.000 to Point/Station 100.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = -T1616.000(Ft. ) Downstream point elevation- = 1601.000(Ft. ) Channel length thru subarea = 30.000(Ft. ) Channel base width - 0.000 (Ft. ) Slope or 'Z' of left channel bank 1.000 Slope or <Z' of right channel bank = 1.000 Manning's 'N' = 0.015 Maximum depth of channel - 1.500 (Ft. ) Flow(q) thru subarea = 16.948(CFS) Depth of flow = 0.762 (Ft. ) , Average velocity W 29.212 (Ft/s) Channel flow top width = 1.523 (Ft. ) Flow Velocity = 29.21 (Ft/s) Travel time - 0.02 min. 8 Time of concentration = 8.81 min. Sub--Channel. No. 1 Critical. depth = 1.750(Ft. ) ' Critical flow top width = 3.000(Ft. ) ' Critical flow velocity= 5.649 (Ft/s) ' Critical- flow area = 3.000(Sq.Ft) ++++++++++++I•i••f I-+++++i•+++++-I++++++++-!•-I+++++•I•+++i+++I I i I I•+++I++3 i }+I q•I•+ Process from Point/Station 100.000 to Point/Station 100.000 *** CONFLUENCE OF MINOR STREAMS ** �* Along Main Stream number: 1 in normal stream number 2 Stream flow area = 8.000(Ac. ) Runoff from this stream = 16.948(CPS) Time of concentration = 8.81 min. Rainfall. intensity = 2.461 (In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 47.034 10.63 2.249 2 16.948 8.81 2.461 Largest stream flow has longer time of concentration Qp = 47.034 + sum of Qb Ia/Ib 16.948 0.914 = 15.489 Qp = 62.522 Total of 2 streams to confluence: Flow rates before confluence point-: 47.034 16.948 Area of streams before confluence: 23.700 8. 000 Results of confluence: Total flow rate = 62.522 (CFS) Time of concentration = 10.633 min. Effective stream area after confluence W 37-.700(Ac. ) ++++++++++++++++++++++++++++++++++++++ +++++++++++++++++++++++++++ Process from Point./Station 100.000 to Point/Station 105.000 *** ` PIPEFLOW TRAVEL TIME (Program estimated size) f*** Upstream point/station elevation = 1601.000 (Ft. ) _ Downstream point/station. elevation = 1596.000(Ft. ) Pipe length = 160.00 (Ft. ) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 62.522 (CFS) Nearest computed pipe diameter = 30.00 (In. ) Calculated individual pipe flow W 62.522 (CFS) Normal flow depth in pipe = 21.49 (In. ) Flow top width inside pipe = 2'7.04(In ) 9 Critical depth could not be calculated. Pipe flow velocity = 16.62 (Ft/s) Travel time through pipe = 0.16 min. Time of concentration (TC) = 10.79 min. ++++-1-+++++++++++++++++++++++++++-I•++-I•+++++++++.+++-I•+++•4-++++++++++++++++ Process from Point/Station 105.000 to Point/Station 105.000 **** CONFLUENCE OF MAIN STREAMS **** i The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 31.700 (Ac. ) Runoff from this stream = 62.522 (CFS) Time of concentration = 10.79 min. Rainfall intensity = 2.233 (In/Hr) Program is now starting with Main Stream No. 2 i-+++++++++++++++++++++++A-+++i•+i.+++++++++++•+d•++•I-+++++++++++++++i-4--I--I-A- a- Process from Point/Station 101.000 to Point/Station 102 . 000 **** INITIAL AREA EVALUATION **** Initial. area flow distance = 650.000(Ft.. ) Top (of initial area) elevation = 1810.000(Ft. ) Bottom (of initial area) elevation = 1606.000(Ft. ) Difference in elevation = 204.000(Ft. ) Slope = 0.31385 s(percent)= 31.38 TC = )c(0.530) * [ (length^3) / (elevation cha.nge) 1''0.2 Initial area time of concentration = 8.915 min. Rainfall intensity = 2.447 (In/Hr) for a 10.0 year storm UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.843 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil (AMC 2) = 89.00 Pervious area fraction = 1.000; Impervious fraction = 0.000 Initial subarea runoff = 8.048(CFS) Total initial stream area = 3.900 (Ac. ) Pervious area fraction = 1.000 +++++•I-+++++++••I••1••I-++++++++++++++++++-1-++++++++++-I i+++++ +i+ +++i•+++++++ Process from Point/Station 102.000 to Point/Station 105.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 1606.000(Ft. ) Downstream point elevation = 1596.000 (Ft. ) Channel length thru subarea _ 20.000 (Ft. ) Channel base width = 0.000(Ft. ) Slope or 'Z' of left channel bank = 1.000 Slope or 'Z' of right channel bank. = 1.000 Manning's 'N' = 0.015 10 Maximum depth of channel 1.500(Ft. ) Flow(q) thru subarea = 8.048(CFS) Depth of flow = 0.576 (Ft. ) , Average velocity = 24.250(Ft/s) Channel flow top width = 1.1.52 (Ft. ) Flow Velocity = 24.25 (Ft/s) Travel time = 0.01. min. Time of concentration = 8.93 min. Sub-Channel. No. 1 Critical depth = 1.320(Ft. ) Critical flow top width = 2 .641(Ft. ) ' Critical flow vel-ocity= 4.61.7 (Ft/s) ' Critical. flow area = 1.743 (Sq.Ft) ++++i•+++++-l-+++++++++++•I-+4-+4•+-I•+++++++++++i+-{•+-{-++++++-I-++++++++++-1-+4+•I•-1••{. Process from Point/Station 1.05.000 to Point/Station 105. 000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 3.900(Ac. ) Runoff from this stream = 8.048(CFS) Time of concentration = 8.93 min. Rainfall intensity = 2.446(In/Hr) ++++A--4•••I•A-++a•+.1•+a-a-+++++++++•I•++++++++++++4- +++++++++++++++A-+A-4++A-++ +++ Process from Point/Station 103.000 to Point/Station 104:.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 800.000(Ft. ) Top (of i.ni.tial area) elevation = 1696.000(Ft. ) Bottom (of initial area) elevation = 1..634.000(Ft. ) Difference in elevation = 62.000(Ft. ) Slope = 0.07750 s(percent)= '7.75 TC = k(0.370) * [ (length^3) / (elevation change) 1 ^0.2 Initial area. time of concentration = 8.945 min. Rainfall intensity = 2.443 (In/Hx•) for a 10.0 year storm CONDOMINIUM subarea type Runoff Coefficient = 0.852 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal. fraction soil group C = 0.000 Decimal fraction soil soil group D = 1.000 RI index for soil (AMC 2) = 75.00 Pervious area fraction = 0.350; Impervious fraction = 0.650 Initial. subarea runoff= 2.497 (CFS) Total initial stream area - 1.200(Ac. ) Pervious area fraction = 0.350 ++i+•{ I••{..{.I•++++A-++++++i ++++++++I++++ +A-+++A-+++++++++++++++•++ +A-+l-A-I a+A-i Process from Point/Station 104.000 to Point/Station 105 . 000 **** STREET FLOW TRAVEL TIME a• SUBAREA FLOW ADDITION l] Top of street segment elevation = 1634.000 (Ft. ) End of street segment elevation = 1596.000 (Ft. ) Length of street segment = 740.000 (Ft. ) Height of curb above gutter flowline = 6.0(In. ) width of half street (curb to crown) = 22.000(Ft. ) Distance from crown to crossfall grade break = 18.000 (Ft. ) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [11 side(s) of the street Distance from curb to property line = 10.000(Ft. ) Slope from curb to property line (v/hz) = 0.025 Gutter width = 2. 000 (Ft. ) Gutter hike from flowline = 2.000(In. ) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 3.534(CFS) Depth of flow = 0.287 (Ft. ) , Average velocity = 4.593 (Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 8.016(Ft. ) Flow velocity = 4.59 (Ft/s) Travel time = 2 .69 min. TC = 11.63 min. Adding area flow to street CONDOMINIUM subarea type Runoff Coefficient = 0.845 Decimal fraction soil group A = 0.000 Decimal fraction soil group S = 0.000 Decimal fraction soil group C = 0.100 Decimal fraction soil group D = 0.900 RI index for soil (AMC 2) = '74.40 Pervious area fraction = 0.350; Impervious fraction = 0.650 Rainfall. a-ntensity = 2.154(In/Hr) for a 10.0 year storm Subarea runoff = 2.001 (CFS) for 1.100 (Ac. ) Total runoff = 4.498 (CFS) Total area = 2.300 (Ac. ) Street flow at end of street = 4.498(CFS) Half street flow at end of street = 4.498(CFS) Depth of flow = 0.306 (Ft. ) , Average velocity = 4.843 (Ft/s) Flow width (from curb towards crown)= 8.956 (Ft. ) ++++! i•++++++i-i•+++++++++++i•++++++++++-I.++++i-++++i-+J.+++++++++++++i-++i-+i-•+•-I Process from Point/Station 105.000 to Point/Station 105.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 2.300(Ac. ) Runoff from this stream = 4.498(CFS) Time of concentration = 11.63 min. Rainfall intensity = 2.154 (in/Hr) Summary of stream data: Stream Plow rate TC Rainfall Intensity No. (CFS) (min) (In./fir) 1 8.048 8.93 2.446 12 2 4.498 11.63 2.1.54 Largest stream flow has longer or shorter time of concentration Qp = 8.048 + sum of Qa Tb/Ta 4.498 * 0.768 = 3 .453 Qp = 11 .501 Total of 2 streams to confluence: I Flow rates before confluence point: 8.048 4.,198 Area of streams before confluence: 3.900 2.300 Results of confluence: Total flow rate = 11.501 (CFS) Time of concentration = 8.928 min. Effective stream area. after confluence = 6.200(Ac. ) ++++++++++-F++4.+++++A.+A-+A-++++i-+I++++a++++++i-+++i++++1++I++++i•i I I � i� E. Process from Point/Station 105.000 to Point/Station 105 . 000 **** CONFLUENCE OF MAIN STREAMS *x�* The following data inside Main Stream is listed: In Main Stream number. : 2 Stream flow area = 6.200(Ac. ) Runoff from this stream = 11.501(CFS) Time of concentration = 8.93 min. Rainfall intensity = 2.446 (ln/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min.) (In/Hr) 1. 62.522 10.79 2.233 2 11..501 8.93 2.446 Largest stream flow has 'longer time of concentration Qp = 62.522 + sum of Qb Ia/Ib 11.501 x 0.913 = 1.0. 500 Qp = 73.023 Total of 2 main. streams to confluence: Flow rates before confluence point: 62.522 11.501 Area of streams before confluence: 31.700 6.200 Results of confluence: Total flow rate = '73 . 023 (CFS) 'Time of concentration = 10.793 min. Effective stream area after. confluence - 37.900 (Ac. ) 13 ++++++i•i•i-+++++++++++A-+i•++++.++i•++i i+i-+i-++++++++i•i•i•i•+++++++i•+++++++i•+++ Process from Point/Station 105.000 to Point/Station 107.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1596.000(Ft. ) Downstream point/station elevation = 1574.500(Ft. ) Pape length = 80.00(Ft. ) Manning's N = 0.013 No. of pipes = l Required pipe flow = 73.023 (CFS) Nearest computed pipe diameter = 21.00(In. ) i Calculated individual pipe flow = 73 .023 (CFS) Normal flow depth in pipe = 15.42 (In. ) Flow top width inside pipe = 18.55 (In. ) Critical depth could not be calculated. Pipe flow velocity = 38.59 (Ft/s) Travel time through pipe = 0.03 min. Time of concentration (TC) = 10.83 min. ++++++I.+++++++-I-++++i•++++++++-1.+i•++++++.+++++++++++-1•++++++i•++++++i-i-i Process from Point/Station 107.000 to Point/Station 107 , 000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 37.900(Ac. ) Runoff from this stream = 73.023 (CFS) Time of concentration = 10.83 min. Rainfall intensity = 2.229 (In/Hr) +++++++i•+++++•I•+++++++++++++++A.++++++++++++++++i•+i•++++++++++•i....+++ I i I+ Process from Point/Station 106.000 to Point/Station 107 . 000 **** INITIAL AREA EVALUATION **** Initial area flow distance W 200.000 (Ft. ) Top (of initial area) elevation = 1574.800(Ft. ) Bottom (of initial area) elevation = 1573.800(Ft. ) Difference in elevation = 1.000(Ft. ) Slope = 0.00500 s(percent)= 0.50 TC = k(0.530) * ( (length^3) / (elevation change) ]^0.2 Initial area time of concentration = 12.732 min. Rainfall intensity = 2.062 (In/Hr) for a 10.0 year storm UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.824- Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.500 Decimal fraction soil group D = 0.500 RI index for soil (AMC 2) = 87 .50 Pervious area fraction = 1.000; Impervious fraction = 0. 000 Initial subarea runoff = 0.850(CFS) Total initial stream area = 0.500(Ac. ) Pervious area fraction = 1.000 14 -I++++++++++++++-I++-I••I•t+t+t+t +++A-+++A-++++-1•+•I-•i++-I•+-I•i-t•f•+++f I i•+i + ++i i Process from Point/Station 107.000 to Point/Station 107. 000 *** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 _ Stream flow area. = 0.500 (Ac. ) Runoff from this stream = 0.850 (CFS) Time of concentration = 12.73 min. Rainfall intensity = 2.062 (In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CPS) (min) (In/Fir) 1 73.023 10.83 2.229 2 0.850 12,73 2.062 Largest stream flow has longer or shorter time of concentration Qp = 73.023 + sum of Qa Tb/Ta 0.850 * 0.850 = 0.723 Qp = 73.74:5 Total of 2 streams to confluence: Flow rates before confluence point: 73.023 0.850 Area of streams before confluence: 37.900 0.500 Results of confluence: Total flow rate = 73.745 (CFS) Time of concentration. = 10.828 min. Effective stream area after confluence = 30,400 (Ac. ) a•+i-i-1-++++++++•I-+t++++•I-+ •I•++•+•+•++++F•a••4++I i Process from Point/Station 107.000 to Point/Station 113.000 *** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 15'73 .800 (Ft. ) Downstream point/station elevation = 1561.000(Ft. ) Pipe length = 540.00(Ft. ) Manning's N = 0.013 No. of pipes ]. Required pipe flow •= 73.745 (CFS) Nearest computed pipe diameter 33 .00(ln. ) Calculated individual pipe flow = 73 .745(CFS) Normal flow depth in pipe = 24.61 (ln. ) Flow top width inside pipe = 28.74(1n. ) Critical depth could not be calculated. Pipe flow velocity = 15.53 (Ft/s) Travel. time through pipe = 0.58 min. Time of concentration (TC) = 11.4.1 min. ++++++++++•I•++4•+i-+•1•++++t++t++++tj•++++++++++++-I•1-+++++-1-1•+++++++++++++++++ Process from Point/Station 113.000 to Point/Station 113.000 **** CONFLUENCE OF 1AIN STREAMS `r.*x 15 The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 38.400 (Ac. ) Runoff from this stream = 73.745 (CFS) Time of concentration = 11.41 min. Rainfall intensity = 2.174(ln/Hr) Program is now starting with Main Stream No. 2 ++++++++i•+++i•++++++i-++i-+++++•I-++++.+++++i•++++++++++-I--I•+•I•A-+•I-++-f..-F++i•++++ Process from Point/Station 108.000 to Point/Station 109.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 400.000(Ft. ) Top (of initial area) elevation = 1573.100(Ft. ) Bottom (of initial area) elevation = 1560.500(Ft. ) Difference in elevation = 12 .600(Ft. ) Slope = 0.03150 s(percent)= 3.15 TC = k(0.530) * [ (lengthA3) / (elevation change) ] ^0.2 Initial area time of concentration = 11.626 min. Rainfall intensity = 2 .154(ln/Hr) for a 10. 0 year storm UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.836 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal. fraction soil group D = 1.000 RI index for soil (AMC 2) = 89.00 Pervious area fraction = 1.000; Impervious fraction = 0.000 Initial subarea runoff = 1.621. (CFS) Total initial stream area = 0.900 (Ac. ) Pervious area fraction = 1.000 +++++++i++++++i•++++++++++-I-+++++i•i-+i-+++++++++++•1•++++++++++++i-+i•++++-1 i-++ Process from Point/Station 109.000 to Point/Station 113 . 000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1560.500(Ft. ) Downstream point/station elevation = 1559.000(Ft. ) Pipe length = 150.00 (Ft. ) Manning's N = 0.013 No. of pipes = 1 Required pipe flow - 1.621 (CFS) Nearest computed pipe diameter - 9.00 (In. ) Calculated individual pipe flow - 1.621 (CFS) Normal flow depth in pipe = 7.22 (In. ) Flow top width inside pipe = 7 .17 (In. ) Critical Depth = 7.02 (In. ) Pipe flow velocity = 4.27 (Ft/s) Travel time through pipe = 0.59 min. Time of concentration (TC) = 12.21 min. ++4•+•1•+++++++i•+i-++++++++++i-+++i-+++++++i-++++•+++++i-+++++++++++i-i-+i-+i-a-i-d-+i- Process from Point/Station 13-3 .000 to Point/Station 113 .000 ]6 *** CONFLUENCE OF MINOR STREAMS Along Main Stream number: 2 in normal. stream number 1 �— Stream flow area = 0.900(Ac. ) Runoff from this stream = 1.621 (CFS) Time of concentration = 12 .21 min. Rainfall intensity = 2.104 (in/Hr) •1•-1-A-+++++#++++++++++++++ A-++-1•++++++i•++i+i d+i !+++i 1 i i I i+++ +++++++i i Process from Point/Station 110.000 to Point/Station 111.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = ^750.000(Ft. ) Top (of initial- area) elevation = 1595.300 (F't. ) Bottom (of initial area) elevation = 1578.000(Ft. ) Difference in elevation = 17.300(Ft. ) Slope = 0.02307 s (percent)= 2.31 TC = ]t(0.390) *[ (length^3) / (elevation change) ] ^0.2 Initial. area time of concentration = 11.708 min. Rainfall intensity = 2.3.47 (ln/Hr) for a 10.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.823 Decimal fraction soil group A = 0.000 Decimal. fraction soil. group B = 0.000 Decimal fraction soil. group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) = 75.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 4.594(CFS) Total initial stream area = 2.600 (Ac. ) Pervious area fraction = 0.500 i+F I.1••1.1•4-1•4-+4-+++-# +++++++A i+I !+1 i++++-I••f•1-1-+++•i +{..i++++++++i# Process from Point/Station 1.11 .000 to Point/Station 3,13 .000 i*** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1578.000 (Ft. ) -- �——� End of street segment elevation = 1561.000 (Ft. ) Length of street segment: = 640.000(Ft. ) Height of curb above gutter flowline = 6.0(In. ) Width of half street (curb to crown) = 18.000(Ft. ) Distance from crown to crossfall grade break = 10.000 (Ft. ) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on (1) side(s) of the street Distance from curb to property line = 10.000(Ft. ) Slope from curb to property line (v/hz) = 0.025 Gutter width = 2.000 (Ft. ) Gutter hike from flowline = 2.000(In. ) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 5.818(CFS) 17 Depth of flow = 0.358(Ft. ) , Average velocity = 3 .984(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfst.reet flow width = 11.549 (Ft. ) Flow velocity = 3 .98(Ft/8) Travel time = 2.68 min. TC = 14 .39 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.816 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 i Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil (AMC 2) = 75.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Rainfall intensity = 1.945 (In/Hr) for a 1.0.0 year storm Subarea runoff = 2.382 (CFS) for 1.500 (Ac. ) Total runoff = 6.975 (CFS) Total area = 4.100(Ac. ) Street flow at end of street = 6.975(CFS) Half street flow at end of street = 6.975 (CFS) Depth of flow = 0.376 (Ft. ) , Average velocity = 4.158(Ft/s) Flow width (from curb towards crown)= 1.2.454 (Ft. ) +++++++A-+++++-1•++++++++++++++I++i•++++++++a•++++++++++i+a•+•+•+++ I+++i-+++++ Process from Point/Station 113.000 to Point/Station 113.000 **�* SUBAREA FLOW ADDITION SINGLE FAMILY (1/4: Acre Lot) Runoff Coefficient = 0.816 Decimal. fraction soil group A = 0.000 Decimal fraction soil group B = 0. 000 Decimal fraction. soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil (AMC 2) = 75.00 Pervious area fraction = 0,500; Impervious fraction = 0.500 Time of concentration = 14.39 min. Rainfall intensity = 1.945 (ln/Hr) for a 10.0 year storm Subarea runoff = 2. 699 (CFS) for 1.700 (Ac. ) Total runoff = 9.674 (CFS) Total area = 5.800(Ac. ) ++++++++.-1-+1-+++•F+•F+++++++4•++++++-F+++++++++++++++++{-++++++-1-i -F-F+++++ + i Process from Point/Station 113.000 to Point/Station 113 . 000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 5.800 (Ac. ) Runoff from this stream = 9.674 (CFS) Time of concentration = 14.39 min. Rainfall intensity = 1.945 (In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) l8 1 1.621 12.21 2.104 2 9.674 14.39 1.945 Largest stream flow has longer time of concentration Qp = 9.674 + sum of Qb Ia/Ib 1.621 0.924 = 1.498 Qp = 11.173 Total of 2 streams to confluence: Flow rates before confluence point: 1.621 9.674 Area of streams before confluence: 0.900 5.800 Results of confluence; Total flow rate = 3.1.173 (CFS) Time of concentration = 14.386 min. Effective stream area after confluence = 6 .700 (Ac. ) +++++++++++++-I•+++++A-++•i-•E+++A-+++i-++++. +++a-1-A.+•1-+++++a+i+ I +i Process from Point/Station 3-13.000 to Point/Station 113,000 CONFLUENCE OF MAIN STREAMS The following data inside Main Stream is listed: mm� In Main Stream number: 2 Stream flow area = 6.700(Ac. ) Runoff from this stream = 11.173 (CFS) 'Time of concentration. = 14.39 min. Rainfall intensity = 1.945 (In/Hr) Summary of stream data: Stream Flow rate 7'C Rainfall Intensity No. (CFS) (min) (In/Hr.) 1 73.745 11.43- 2.174 2 11.173 14.39 1.945 Largest stream flow has longer or shorter time of concentration Qp = 73.745 + sum of Qa Tb/Ta 11.173 * 0.793 = 8.860 Qp = 82.605 Total of 2 main streams to confluence: Flow rates before confluence point: 73, 745 11.173 Area of streams before confluence: 38.400 6.700 Results of confluence: Total flow rate = 82.605(CFS) Time of concentration = 11.408 min. Effective stream area after confluence - 45 . 100 (Ac. ) 19 +++++•I-+++++-I•+•I•++++++j-++++++++i•++ a• {•++++++++++++++++++++++++I-+I-++++++++ Process from Point/Station 113.000 to Point/Station 122.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1561.000(Ft. ) - Downstream point/station elevation = 1560.500(Ft. ) Pipe length = 50.00(Ft. ) Manning's N = 0.013 No. of pipes = 1 Required pipe flow - 82 .605(CFS) Nearest computed pipe diameter = 39.00 (In. ) Calculated individual pipe flow = 82 .605 (CFS) Normal flow depth in pipe = 31.97 (In. ) Flow top width inside pipe = 29.99(ln. ) Critical Depth = 34.09 (In. ) Pipe flow velocity = 1.1.35(Ft/s) Travel time through pipe = 0.07 min. Time of concentration (TC) = 11.48 min. ++++++-I•+++++++•I•+-i-+.+++-h++++++++-I•+-I-•f•++....++++++++++i-++++++++I-+•I+i•+.+++ Process from Point/Station 122.000 to Paint/Station 122.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: - In Main Stream number: 1 Stream flow area = 45.100(Ac. ) Runoff from this stream W 82.605 (CFS) Time of concentration = 11.48 min. Rainfall intensity = 2.167 (In/Hr.) Program is now starting with Main Stream No. 2 +++++++++i-+++++++1•+a•+++++++++A-++4-+-I•+4-+A-•i--l-++++++++1 1+A-++++++I-++++++•I-+A. Process from Point/Station 114.000 to Point/Station 116.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 940.000(Ft. ) -� Top (of initial area) elevation = 1612.200(Ft. ) Bottom (of initial. area) elevation = 1594.000(Ft. ) Difference in elevation = 18.200(Ft. ) Slope = 0.01936 s(percent)= 1.94 TC = k(0.390) * [ (length^3) / (elevation change) ] ^0 .2 Initial area time of concentration = 13.272 min. Rainfall intensity = 2.022 (In/Hr) for a 10.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.819 Decimal fraction soil. group A = 0.000 Decimal. fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal. fraction soil group D = 1.000 RI index for soil. (AMC 2) = 75.00 Pervious area fraction = 0.500; Impervious fraction = 0. 500 Initial subarea runoff = 3 .311(CFS) Total initial stream area = 2.000 (Ac. ) 20 Pervious area fraction = 0.500 ++++++++++++++++++1-+++++i•++i•+i•+++++++++i-++++++i-+++++++++i-+i-++++++++i•++ Process from Point/Station 116.000 to Point/Station 116.000 *** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 2.000(Ac. ) Runoff from this stream - 3.311 (CFS) Time of concentration = 13.27 min. Rainfall intensity = 2.022 (ln/Hr) ++i-+i•-!•+i•+i-+i-+++++i•++i•i-+i-•�+i-++i-++•f•i•++i•i•i•i-i•i-•�i•+i-i•i•i-+•I•+i-+++i-+i•i•+•1•+i•i-+i-•�++ Process from Point/Station 115.000 to Point/Station 1.16.000 *;** INITIAL AREA EVALUATION **** Initial Tarea flow distance = 940.000(Ft. ) �� � Top (of initial area) elevation = 1-612.200 (Ft. ) Bottom (of initial area) elevation = 1594.000(Ft. ) Difference in elevation = 18.200(Ft. ) Slope = 0.01936 s(percent)= 1.94 TC = k(0.390) *[ (length^3) / (elevation change) ]^0.2 initial- area time of concentration = 1.3.272 min.. Rainfall intensity = 2 .022 (In/Hr) for a 10.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff. Coefficient = 0.819 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal. fraction soil group D = 1.000 RI index for soil (AMC 2) = 75.00 Pervious area fraction = 0.500; Impervious fraction - 0 . 500 Initial subarea runoff = 13 .080(CFS) Total initial stream area = 7.900(Ac. ) Pervious area fraction = 0.500 +++++++ +++•1-+++++++i•-1•++++A-+4-+++++++1,+++i.•I-+++ ++++ ++++i+i+I +++I+I•++1- Process from Paint/Station 116,000 to Point/Station 116.000 ** * CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number: 2 WW Stream flow area = 7.900{Ac. ) Runoff from this stream = 13.080(CFS) Time of concentration = 13 .27 min. Rainfall. intensity = 2.022 (In./Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 3.311 13.27 2.022 21 2 13.080 13.27 2.022 Largest stream flow has longer time of concentration Qp = 13.080 + sum of Qb Ia/Ib 3.311 * 1.000 = 3 .311 Qp = 16.391 Total of 2 streams to confluence: Flow rates before confluence point: 3.311 13.080 Area of streams before confluence: 2.000 7.900 Results of confluence: Total flow rate = 16.391. (CFS) Time of concentration = 13 .272 min. Effective stream area after confluence = 9 .900 (Ac. ) ++++++f•++-1-+++++-4.++++++++++.I•+++++-F++++++A.A.A-++++-1-++++++A-++++ +++++++++ Process from Point/Station 116.000 to Point/Station 119.000 **** STREET FLOW TRAVEL TIME a• SUBAREA FLOW ADDITION **** Top of street segment elevation = 1594.000(Ft. ) End of street segment elevation = 1580.000(Ft. ) Length of street segment = 230.000(Ft. ) Height of curb above gutter flowline = 6.0(In. ) Width of half street (curb to crown) = 18.000(Ft. ) Distance from crown to crossfall grade break = 10.000(Ft. ) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [11 side(s) of the street Distance from curb to property line = 10.000(Ft. ) Slope from curb to property line (v/hz) = 0.025 Gutter width = 2.000(Ft. ) Gutter hike from flowline = 2.000 (In. ) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.01.50 Estimated mean flow rate at midpoint of street = 16.556 (CFS) Depth of flow = 0.426 (Ft. ) , Average velocity = 7.008(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 14.953 (Ft. ) Flow velocity = 7.01(Ft/s) Travel time = 0.55 min: TC = 1.3 .82 min. Adding area flow to street COMMERCIAL subarea type Runoff Coefficient = 0.884 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil (AMC 2) = 75.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Rainfa.11.. intensity = 1.983 (In/Hr) for a 10.0 year storm Subarea runoff = 0.350(CFS) for 0.200(Ac. ) 22 Total runoff = 16.741 (CPS) Total area = 10.100(Ac. ) Street flow at end of street = 16.741 (CFS) Half street flow at end of street W 16.741(CFS) Depth of flow _ 0.427 (Ft. ) , Average velocity = 7.027 (Ft/s) Flow width (from curb towards crown)= 15.019(Ft.. ) +++++f+++++++++++++•I•+++++++++++++++++++++++++++++++++++++++++++++++++-- Process from Point/Station 119.000 to Point/Station 119.000 E *** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number; 2 in normal stream number�I Stream flow area = 10.100(Ac. ) Runoff from this stream = 16.741(CFS) Time of concentration - 13.82 min. Rainfall intensity = 1.983 (In/Hr) •I•++-i-+++-h+++++++++++++++++++++++++i--I•-I•+++++++++++++-I•+++++f-I-+f++++++i-+.I.f+ Process from Point/Station 1.17.000 to Point/Station 118.000 **" INITIAL AREA EVALUATION **** Initial area flow distance = 930.000(Ft. ) � Top (of initial area) elevation = 1612.200(Ft. ) Bottom (of initial area) elevation = 1597.000(Ft. ) Difference in elevation = 15.200(Ft. ) Slope = 0.01634 s(percent)= 1.63 TC = k(0.390) x[ (length^3) / (elevation change) 1^0.2 initial area time of concentration = 13 .671 min. Rainfall intensity = 1.993 (ln/Hr) for a 10.0 year storm SINGLE FAMILY (1/4 Acre -Lot) Runoff Coefficient = 0.783 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.500 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.500 RI index for soil (AMC 2) = 65.50 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 5.461 (CFS) Total initial stream area = 3.500(Ac. ) Pervious area fraction = 0.500 -l-+-1-++f++++++-1•++-1-++++++++++4+++++++++++++++++++++++++++++++++++++++-I++-F Process from Point/Station. 118.000 to Point/Station 1.19.000 *** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1597.000(Ft. ) End of street segment elevation = 1580.000(Pt. ) Length of street segment = 450.000(Ft. ) Height of curb above gutter flow:l.ine = 6.0(In. ) Width of half street (curb to crown) = 18.000(Ft. ) Distance from crown to crossfall grade break = 10. 000 (Ft . ) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 ?3 Street flow is on [11 side(s) of the street Distance from curb to property line = 10.000(Ft. ) Slope from curb to property line (v/hz) = 0.025 Gutter width = 2.000(Ft. ) Gutter hike from flowline = 2 .000(In. ) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown. = 0.0150 Estimated mean flow rate at midpoint of street = 6.631 (CFS) Depth of flow = 0.353 (Ft. ) , Average velocity = 4.701 (Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 11.331 (Ft. ) Flow velocity = 4.70(Ft/s) Travel time = 1.60 min. TC = 15.27 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.814 Decimal fraction soil group A = 0.000 Decimal fraction soil group S = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index. for soil(AMC 2) = 75.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Rainfall intensity = 1.890 (ln/Hr) for a 10.0 year storm Subarea runoff = 2.309 (CFS) for 1.500 (Ac. ) Total runoff = 7.7'70 (CFS) Total. area = 5. 000 (Ac. ) Street flow at end of street = 7.770(CFS) Half street flow at end of street = 7.770(CFS) Depth of flow = 0.369 (Ft. ) , Average velocity = 4.879 (Ft/s) Flow width (from curb towards crown) = 12.107 (Ft. ) ++++++i-+++++++++a•+-I-+++++i••I•+i-+++++-I•+-I-++++++-I+++++++•I-+++I-+i +++I i+i•++++++ Process from Point/Station 119.000 to Point/Station 119.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number. : 2 in normal stream number 2 Stream flow area = 5.000(Ac. ) Runoff from this stream = 7.770(CFS) Time of concentration = 1.5.27 min. Rainfall intensity = 1.890 (ln/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/H.r..) 1 16.741 13 .82 1.983 2 7.770 15.27 1.890 Largest stream flow has longer or shorter- time of concentration Qp = 3.6.741 •I sum of Qa Tb/Ta 7 .770 * 0.905 T 7 . 033 Qp = 23 .775 24 Total of 2 streams to confluence: Flow rates before confluence point: 16.741 7.770 Area of streams before confluence: 3.0.100 5.000 Results of confluence: Total flow rate = 23.775 (CFS) Time of concentration = 13.819 min. Effective stream area after. confluence = 15.100(Ac. ) i I+++++A-++A-+-I-++++++i+++++++++A-++++++++-1•+i-+++++h•+A-+A-++++++++++9+i i f-+ Process from Point/Station 119.000 to Point/Station 121 . 000 *** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1580.000(Ft. ) Downstream point/station elevation = 1578.000(Ft. ) Pipe length = 30.00(Ft. ) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 23.775 (CFS) Nearest computed pipe diameter m 1.8.00(In. ) Calculated individual pipe flow = 23.775 (CFS) Normal flow depth in pipe = 1.3.05(In. ) Flow top width inside pipe = 1.6.07 (In. ) Critical depth could not be calculated. Pipe flow velocity = 17.31 (Ft/s) Travel time through pipe = 0.03 min. Time of concentrate-on (TC) = 1.3.85 min. ++++a•++++i+ +++++++-i- +1•d•+++++++++ +++•+1-++++++ +i+I++++++++++ +i-+ Process from Point/Station 121.000 to Point/Station 121.000 **** CONFLUENCE OF MINOR STREAMS **x* Along Main Stream number: 2 �in normal stream number 1 Stream flow area = 15.100(Ac. ) Runoff from this stream = 23.775(CFS) Time of concentration 13 .85 min. Rainfall intensity = 1 .981 (ln/Hr) ++A-++++++++++i•+++++++++++++•!••1++++A-++++a•+++++++i+++A-++++++++++ ++•I+ Process from Point/Station 120.000 to Point/Station 121.000 **** INITIAL AREA EVALUATION **** Initial. area flow distance 680.000(Ft. ) Top (of initial area) elevation = 1595.600(Ft. ) Bottom (of initial area) elevation = 1580.000(Ft. ) Difference in elevation = 15.600(Ft. ) Slope = 0.02294 s(percent)= 2.29 TC = k(0.390) * [ (length^3) / (elevation change) ]^0.2 Initial area time of concentration = 11.271 min. Rainfall. intensity = 2.187 (.T.n/Hr) for a 10.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.824 Decimal fraction soil- group A = 0.000 25 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil (AMC 2) = 75.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 initial subarea runoff = 3 .784(CFS) Total initial stream area = 2.100 (Ac. ) Pervious area. fraction = 0. 500 I ++i-++++++++++++++++a-++i-+++++i•++++i-++++-I-+++++++-1-+++++-h+-I-++.i-I--I-++++++++-1- Process from Point/Station 121.000 to Point/Station 3.21.000 **** SUBAREA FLOW ADDITION UNDEVELOPED (poor cover) subarea. Runoff Coefficient = 0.837 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) = 89.00 Pervious area fraction = 1.000; Impervious fraction = 0.000 Time of concentration = 11.27 min. Rainfall intensity = 2.187 (ln/Hr) for a 10.0 year storm Subarea runoff = 1.830 (CPS) for 1.000(Ac. ) Total runoff = 5. 614 (CFS) 'Total area = 3.100 (Ac. ) ++++++++++++++++++A-+i-+++++++++++a-++++i-4-++4-+i-+i-++++++++++++ +++++++4 A- Process from Point/Station 121 .000 to Point/Station 127. .000 *�** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 3.100(Ac.. ) Runoff from this stream = 5.614(CFS) Time of concentration = 11.27 min. Rainfall intensity = 2 .187 (I.n/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CPS) (mill) (In/Hr) 1 23 .775 13 .85 1.981 2 5.614 11.27 2.187 Largest stream flow has longer time of concentration Qp = 23.775 + sum of Qb Ia/Ib 5 .614 * 0.906 = 5.086 QP = 28.860 Total of 2 streams to confluence: Flow rates before confluence Point: 23 .775 5.614 Area of streams before confluence: 26 15.1.00 3 .100 Results of confluence: Total flow rate = 28.860 (CFS) Time of concentration = 1.3 .848 min. Effective stream area after confluence = 1.8.200(Ac. ) +A-++++++-1•+++++++++++t+i-++++++•I-+a•++•1-+++++++-I-++++++++++++++++I i ++i- I-i-i+++ Process from Point/Station 121.000 to Point/Station 122. 000 i **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1.580.000(F t. ) Downstream point/station elevation = 1560.000(Ft. ) Pipe length = 600.00(Ft. ) Manning's N = 0.013 No. of pipes = 1. Required pipe flow = 28.860(CFS) Nearest computed pipe diameter. = 21..00(In. ) Calculated individual pipe flow = 28.860(CFS) Normal flow depth in pipe = 1.7.16 (In. ) Flow top width inside pipe = 16.24 (In. ) Critical depth could not be calculated. Pipe flow velocity = 13.71(Ft/s) Travel- time through pipe = 0.73 min. Time of concentration (TC) = 14.58 min. +t++++++++A,+A-++i-++++A-+++++A.++a•+++++++i++4-++A-+++++++-I--I A.++ +i i i f-+ I Process from Point/Station 122.000 to Point/Station 122. 000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: � In Main Stream number: 2 Stream flow area = 18.200(Ac. ) Runoff from this stream = 28.860(CFS) Time of concentration = 14.58 min. Rainfall„ intensity = 1.933 (In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr.) 1 82.605 11.48 2 .167 2 28.860 14.58 1.933 Largest stream flow has longer or shorter time of concentration Qp = 82.605 + sum of Qa Tb/Ta 28.860 * 0.788 = 22.731 Qp = 1.05.336 'Total of 2 main streams to confluence: Flow rates before confluence point: 82.605 28.860 Area of streams before confluence: 45.100 18.200 27 Results of confluence: Total. flow rate = 105.336 (CFS) Time of concentration = 11.481. min. Effective stream area after confluence = 63 .300(Ac. ) ++++++++++++++-I•+++++++++i•+++++a•++++++++++++++++++++-1•+++++.....•++++++++ Process from Point/Station 122.000 to Point/Station 1.25.000 **** PIPEFLOW 'TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1560.000(Ft. ) Downstream point/station elevation = 1557.000(Ft. ) Pipe length = 220.00(Ft. ) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 105.336 (CFS) Nearest computed pipe diameter - 42.00(In. ) Calculated individual pipe flow 105.336 (CFS) Normal flow depth in pipe = 31.03 (In. ) Flow top width inside pipe = 36.90(In. ) Critical Depth = 37.50 (In. ) Pipe flow velocity = 13.81(Ft/s) Travel time through pipe = 0.27 min. Time of concentration (TC) = 11.75 min. 1 i+++-I-++++++++++++++++I-+i t++1-+a•+++++++++++-I++++++++•I••i•++++++++++++++i� Process from Point/Station 125.000 to Point/Station 125.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number.. 1 � Stream flow area = 63.300(Ac. ) Runoff from this stream = 105.336(CFS) Time of concentration = 11.75 min. Rainfall. intensity = 2.144 (In/IIr) +++++++•I•++++++++++++++++++i-++++++...1•-!•+i-++++++++++++++++++i+i i+++++++++ Process from Point/Station 3.23.000 to Point/Station 125.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 960.000(Ft. ) Top (of initial area) elevation = 1580.600(Ft. ) Bottom (of initial area) elevation = 155'7.000(Ft. ) Difference in elevation = 23.600 (Ft. ) Slope = 0.02458 s(percent)= 2.46 TC = k(0.390) * [ (length^3) / (elevation change) ]^0.2 Initial area time of concentration = 12.760 min. Rainfall intensity = 2.060(In/IIr) for a 10.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.787 Decimal fraction soil group A = 0.100 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.800 Decimal fraction soil group D = 0.100 RI index for soil (AMC 2) - 65.90 28 Pervious area fraction = 0.500; Impervious fraction 0. 500 Initial. subarea runoff = 3.892 (CFS) Total initial stream area = 2 .400 (Ac. ) Pervious area fraction = 0.500 ++++•1•+++++.++++++++++a•+++++i+-I-++A-i+++1.•++++4-+-+•I-++++++•+-++++++i++++++++++ Process from Point/Station 125.000 to Point/Station 1.25.000 ***` CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1. in normal stream number 2 Stream flow area = 2.400 (Ac. ) Runoff from this stream = 3.892 (CFS) Time of concentration = 12.76 min. Rainfall. intensity = 2.060 (In/Hr) ++++++++++++++++++++-++++i•+++++A-++++++++++++i+A-++•+ f i++++++a•++++++++++++ Process from Point/Station 124.000 to Point/Station 125.000 **** INITIAL AREA EVALUATION Initial. area flow distance = 820.000(Ft. ) Top (of initial area) elevation = 1574.200(Ft. ) Bottom (of initial area) elevation = 1557.000(Ft. ) Difference in elevation = 3.7.200(Ft. ) Slope = 0.02098 s(percent)= 2 .10 TC = k(0.390) * [ (length^3) / (elevation change) )^0.2 Initial area. time of concentration = 12.367 min. Rainfall intensity = 2.092 (ln/Hr) for. a 10.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.715 Decimal- fraction soil group A = 0,500 Decimal. fraction soil group B = 0.300 Decimal fraction soil. group C = 0.000 Decimal fraction soil group D = 0.200 RI index for. soil (AMC 2) - 47.80 Pervious area fraction = 0.500; Impervious fraction = 0. 500 Initial subarea .runoff = 3 .291 (CFS) Total initial stream area = 2.200(Ac. ) Pervious area fraction = 0.500 ++++a•++a-+++++++++++++A-++!i+A-+++4-A-++++-+-+•++++++++++++++-I•+1-++++4-•I- I +-ii+i•+•+- Process from Point/Station 1.25.000 to Point/Station 125. 000 **** CONFLUENCE OF MINOR STREAMS Along Main Stream number: 1 in normal stream number 3 Stream flow area = 2 .200(Ac. ) Runoff from this stream - 3.291 (CFS) Time of concentration = 12.37 min. Rainfall intensity = 2.092 (ln/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 29 1. 105.336 11.75 2.144 2 3.892 12.76 2.060 3 3.291 12.37 2.092 Largest stream flow has longer or shorter time of concentration Qp = 105.336 i sum of Qa Tb/Ta 3.892 * 0.921 = 3 .583 Qa Tb/Ta 3.291 * 0.950 = 3 .126 Qp = 112.045 Total of 3 streams to confluence: Flow rates before confluence point: 105.336 3 .892 3.291 Area of streams before confluence: 63.300 2.400 2.200 Results of confluence: Total. flow rate = 112. 045 (CFS) Time of concentration = 11.746 min. Effective stream area after confluence = 67.900(Ac. ) +i•+++++.1•i•+++++•1•+1-++-i•++++++•h++++-l-+++++++i•++i•+++++++-1•++++++i•++++++•1•+i �++ Process from Point/Station 125.000 to Point/Station 129.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station. elevation = 1557.000(Ft. ) Downstream point/station elevation = 1556.000(Ft. ) Pipe length = 50.00(Ft. ) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 112.045 (CFS) Nearest computed pipe diameter - 39.00 (In.. ) Calculated individual pipe flow - 112.045 (CFS) Normal flow depth in pipe = 30.66 (In. ) Flow top width inside pipe = 31.99 (In. ) Critical. depth could not be calculated. Pipe flow velocity = 16.03 (Ft/s) Travel time through pipe = 0.05 min. Time of concentration (TC) = 11.80 min. +++++++i-++i-+++++++++•I•+++i-i•+++++++-I•+++++++++•1•+i•++++++i•+++++i•++ i++i-+i-i i• Process from Point/Station 129.000 to Point/Station 129 .000 **** CONFLUENCE OF MINOR STREAMS **** Along Main `Stream number: 1 in normal stream number 1 Stream flow area _ 67 .900(Ac. ) Runoff from this stream = 112.045(CFS) Time of concentration = 11.80 min. Rainfall. intensity 2.139 (In/Hr) ++++++++++++++++++i-i•+i•+i++++++i++++++i-+++•1•+++++i++++ .....+++i +++++++i+ Process from Point/Station 1.26.000 to Point/Station 127.000 30 ** ` INITIAL AREA EVALUATION *�** Initial area flow distance = 930.000(Ft- . ) � Top (of initial area) elevation = 1630.000 (Ft. ) Bottom (of initial area) elevation = 1586.000(Ft. ) Difference in elevation = 44.000(Ft. ) Slope = 0.04731 s(percent)= 4.73 TC = k(0.300) *[ (length^3) / (elevati.on change) 1^0.2 Initial area time of concentration = 8.502 min. Rainfall. intensity = 2.504 (ln/Hi:) for a 10.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.885 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.050 Decimal fraction soil group C = 0.150 Decimal. fraction soil group D = 0.800 RI index for soil(AMC 2) = '73.15 Pervious area fraction = 0.1007 Impervious fraction = 0.900 Initial subarea runoff = 1 .551.(CFS) Total initial stream area = 0.700(Ac. ) Pervious area fraction = 0.100 .........hI !�•�•It�•i ii ftI-tI-ta•3.I..�..1 1.I-titf f 1itt f+thttIi I f 1tFi 1•I• F1••!•1•f I•�iitIi Process from Point/Station 127.000 to Point/Station 3.29.000 "*** STREET FLOW TRAVEL. TIME t SUBAREA FLOW ADDITION Top of street segment elevation= ^+1586.000(Ft. ) N N End of street segment elevation = 1556.000(Ft. ) Length of street segment = 780.000(Ft. ) Height of curb above gutter flowline = 6.0(In. ) Width of half street (curb to crown) = 20.000(Ft. ) Distance from crown to crossfall grade break = 18.000 (Ft. ) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [11 side(s) of the street- Distance from curb to property line = 10.000 (Ft. ) Slope from curb to property line (v/hz) = 0.025 Gutter width = 2.000(Ft. ) Gutter hike from flowline = 2. 000 (In. ) Manning's N in gutter = 0.0150 Manning's N from gutter_ to grade break_ = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 3 .506 (CFS) Depth of flow = 0.297 (Ft. ) , Average velocity = 4. 095 (Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 8.541 (Ft. ) Flow velocity = 4.10(Ft/s) Travel time = 3.17 min. TC = 1.1.68 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.738 Decimal. fraction soil group A = 0.200 Decimal fraction soil group B = 0.700 Decimal fraction soil group C = 0.100 31 Decimal fraction soil group D = 0.000 RI index for soil (AMC 2) = 52.50 Pervious area fraction = 0.500; Impervious fraction = 0.500 Rainfall intensity = 2.150(In/Hr) for a 10.0 year storm Subarea runoff = 3 .809 (CFS) for 2.400 (Ac. ) Total. runoff = 5.361(CFS) Total area = 3.100(Ac. ) Street flow at end of street = 5.361 (CFS) Ralf street flow at end of street = 5.361 (CFS) Depth of flow = 0.333 (Ft. ) , Average velocity = 4.506(Ft/s) Flow width (from curb towards crown)= 10.310(Ft. ) i ++++++i-++++++-I•+++++++++i-+++++i-+++++++-I-++++++i•i-++++++++++i-+++++i-++++++i Process from Point/Station 129.000 to Point/Station 129.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal. stream number 2 Stream flow area = 3.100(Ac. ) Runoff from this stream = 5.361(CFS) Time of concentration = 11.68 min. Rainfall intensity = 2.150 (In/Hr) ++++-I-+++++++i•++++++-I•+++++++-I ++++•I.+++++++i i i•+++++i•+i•+++++++++++++++i•++ Process from Point/Station 128.000 to Point/Station 129.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 780.000 (Ft. ) Top (of initial area) elevation = 3.584.000 (Ft. ) Bottom (of initial area) elevation = 1556.000(Ft. ) Difference in elevation = 28.000(Ft. ) Slope = 0.03590 s(percent)= 3.59 TC = k(0.300) *[ (length^3) / (elevation change) ] ^0.2 Initial area time of concentration = 8.374: min. Rainfall intensity = 2.522 (In/Hr) for a 3.0. 0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.876 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.700 Decimal fraction soil group C = 0.300 Decimal fraction soil group D = 0.000 RI index for soil (AMC 2) = 59.90 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = ]..326 (CFS) Total initial stream area = 0.600(Ac. ) Pervious area fraction = 0.100 ++i•+++++++++++i•+++++++++++++++++++i•++i•+++++++++i-+++++++++++d-A-+A-+-I+t.++ Process from Point/Station 129.000 to Point/Station 729 .000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 3 Stream flow area = 0.600 (Ac. ) Runoff from this stream = 1.326(CFS) 32 Time of concentration = 8.37 min. Rainfall intensity = 2.522 (In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CPS) (min) (In/Hr.) 1 112,045 11.80 2.139 2 5.361 11.68 2.3.50 3 1.326 8.37 2.522 Largest stream flow has longer time of concentration Qp = 112.045 + sum of Qb Ia/Ib 5.361 * 0.995 = 5.334 Qb Ia/Ib 1.326 * 0.848 = 1.125 Qp = 13.8.504 Total of 3 streams to confluence: Flow rates before confluence point: 112.045 5.361 1.326 Area of streams before confluence: 67.900 3 .100 0.600 Results of confluence: Total flow rate = 118.504 (CPS) Time of concentration = 11.798 min. Effective stream area after confluence = 71.600(Ac. ) End of computations, total study area = 71.60 (Ac. ) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.745 Area averaged RI index number = 79.8 l Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989 - 2005 Version 7.1 Rational Hydrology Study Date: 04/21/09 File:36116100d.out ---------------------------------------------------------- TTM 36116 100-Year Hydrology Study Drainage Area "D" ------------------------------------------------------------------------ Hydrology Study Control Information ********** English (in-lb) Units used in input data file -------------------------------------------------_----------------------- Program License Serial Number 6194 ----------------------------------------------------------------------------- Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual. Storm event (year) = 100.00 Antecedent Moisture Condition = 3 Standard intensity-duration curves data (Plate D-4.1) For the [ Elsinore-Wi.ldomar ) area used. 10 year storm 10 minute intensity = 2.320(In/Hr) 10 year. storm 60 minute intensity = 0.980(ln/Hr) 100 year storm 10 minute intensity = 3.540(In/Hr) 1.00 year storm 60 minute intensity = 1.500(In/Hr) Storm event year = 100.0 Calculated rainfall intensity data: 1 hour intensity = 1.500(In/Hr) Slope of intensity duration curve = 0 .4800 ++++++++++++++++++++++•i-+++++-I•++A-+I A-+++++i +4.+A-++++++++++++i i+++++ I++++i Process from Point/Station 90. 000 to Point/Station 91 . 000 **** INITIATI AREA EVALUATION **** Initial area flow distance = 735.000(Ft. ) Top (of initial area) elevation = 2040.000(Ft. ) Bottom (of initial. area) elevation = 1750.000(Ft. ) Difference in elevation = 290.000(Ft. ) Slope = 0.39456 s(percent) = 39.46 TC = k(0.530) * [ (length^3) / (elevati.on change) ] ^0.2 Initial area time of concentration = 8.945 min. Rainfall intensity = 3.740 (In./Hr_) for a 100.0 year storm UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.885 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil (AMC 3) = 95.60 Pervious area fraction = 1.000; Impervious fraction - 0. 000 Initial subarea runoff = 21.194(CFS) Total initial stream area = 6.400(Ac. ) Pervious area fraction = 1.000 ++++a•a•++•I-++++i 1++++-1•++++A-+I-+-+++++++++++++ -I•+++++++I I I+++ +A-++++++++ Process from Point/Station 91.000 to Point/Station 92.000 **** NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION *** Top of natural channel elevation = 1750.000(Ft. ) - End of natural channel elevation. = 1660.000(Ft. ) Length of natural channel = 660.000(Ft-. ) Estimated mean flow rate at midpoint of channel = 43 .215 (CFS) Natural valley channel type used L.A. County flood control district formula for channel velocity: Velocity(ft/s) = (7 + 8(q(English Units) ^.352) (slope^0.5) Velocity using mean channel- flow = 1.3.71 (Ft/s) Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D-6.2) Normal. channel slope = 0.3.364 Corrected/adjusted channel slope = 0.1364 Travel time = 0.80 min. TC = 9.75 min. Adding area flow to channel UNDEVELOPED (poor cover) subarea. Runoff Coefficient = 0.885 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C 0.000 Decimal fraction soil group D = 1.000 RI index, for soil (AMC 3) = 95.60 Pervious area fraction = 1.000; Impervious fraction = 0.000 Rainfall intensity = 3.589 (In/I-ir) for a 100.0 year storm Subarea runoff = 42.235 (CFS) for 3-3.300(Ac. ) Total. runoff = 63 .428(CFS) Total area = 19.700(Ac. ) +•I-+++++I•-1-++++++++++++++1,+4.A-+A-++++++++++++++++I.++I !++f•i•+•1-++++++++++A-A.A.a- Process from Point/Station 92.000 to Point/Station 94.000 `*** PIPEFLOW TRAVEL TIME (Program estimated. Size) **** Upstream point/station elevation =Y 1660.000(Ft. ) Downstream point/station elevation = 1632.000(Ft. ) Pipe length - 340.00(Ft. ) Manning's N = 0.013 3 No. of pipes = 1 Required pipe flow - 63.428(CFS) Nearest computed pipe diameter - 24.00(ln. ) Calculated individual pipe flow = 63.428(CFS) Normal flow depth in pipe = 19.17(In. ) Flow top width inside pipe = 19.24 (In. ) Critical depth could not be calculated. Pipe flow velocity = 23.55 (Ft/s) Travel time through pipe = 0.24 min. Time of concentration (TC) = 9.99 min. +++++++I-+1•i-+++++1++++i+i•+++++++++-1•+4-4-A-4 4-+++++++•I-+++++++++++-+++.++-k++++ Process from Point/Station 94.000 to Point/Station 94.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number. : 1 in normal stream number 1 Stream flow area = 19.700 (Ac. ) Runoff from this stream = 63.428(CFS) Time of concentration = 9.99 min. Rainfall intensity = 3.547 (In/Hr) ++++++++++•I-++i-++++A--I•-I++i•++++++++++++-I•i-+a•+++-1+I-f-+++++++++-I•+++++.+++++++ Process from Point/Station 93.000 to Point/Station 94.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 800.000(Ft. ) Top (of initial area) elevation = 1696.000(Ft. ) Bottom (of initial area) elevation = 1632.000(Ft. ) Difference in elevation = 64.000(Ft. ) Slope = 0.08000 s(percent) = 8.00 TC = k(0.300) * [ (1ength^3) / (elevation change) ] ^0 .2 Initial area time of concentration = 7.207 min. Rainfall intensity = 4.148(ln/Hr) for a 100.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.896 Decimal fraction soil group A = 0. 000 Decimal fraction soil. group B = 0. 000 Decimal fraction soil group C = 0. 000 Decimal fraction soil group D = 1 , 000 RI index for soil (AMC 3) = 88.00 Pervious area fraction = 0.1.00; impervious fraction 0. 900 Initial subarea runoff = 2 .231(CFS) 'total initial stream area = 0.600 (Ac. ) Pervious area fraction = 0.1.00 ++-i--i-+++++++i•++-I•++++++-I-+++++-i-++++++++++++++++++++++-1-+++++-1 A-A-A-++--4--1•!•+•.+.- Process from Point/Station 94.000 to Point/Station 94.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1- in normal stream number 2 Stream flow area •= 0.600(Ac. ) Runoff from this stream 2.231 (CFS) Time of concentration = 7.21. rein. 4 Rainfall intensity = 4.1-48(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall. Intensity No. (CFS) (min) (In/Hr) 1 63 .428 9.99 3.547 2 2.231. 7.21 4.148 Largest stream flow has longer time of concentration Qp = 63 .428 + sum of Qb Ia/Ib 2..231 * 0.855 = 1.907 Qp = 65.336 Total of 2 streams to confluence: Flow rates before confluence point: 63.428 2.231 Area of streams before confluence: 19.700 0.600 Results of confluence: Total flow rate = 65.336 (CFS) Time of concentration = 9.988 min. Effective stream area after confluence = 20.300(Ac. ) ++++++-!••I+++++A-++A-+i-++A-+•I-+++++++++i-++++•1-+•I-+++++I.+++++++++++++a-+++i+++++ Process from Point:/Station 94.000 to Point/Station 96.000 *** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1632.000(F't. ) W �~ Downstream point/station elevation = 1618.000(Ft. ) Pipe length = 200.00(Ft. ) Manning's N = 0.013 No. of pipes = 1. Required pipe flow = 65.336(CFS) Nearest computed pipe diameter 27.00 (1n. ) Calculated i-ndi-vidual. pipe flow 65.336 (CFS) Normal. flow depth in pipe = 18.23 (In. ) Flow top width inside pipe = 25.29(ln. ) Critical depth could not be calculated. Pipe flow velocity = 22.89 (Ft/s) Travel time through pipe = 0.15 min. Time of concentration (TC) = 10.1.3 min. A.+-1-++++++•I-++++1-++++++-1-+a-++i•+++++•1-++i i+4.4.1-++++i i I+++I•I•++ +++i++++�i•1--I Process from Point/Station 96.000 to Point/Station 96.000 **** CONFLUENCE OF' MINOR STREAMS **** Along Main Stream number: 1.~ in normal stream number 1 Stream flow area = 20.300(Ac. ) Runoff from this stream = 65.336 (CFS) Time of concentration = 1.0.1.3 min. Rainfall intensity = 3.522 (In/Hr) 5 i-++++++++++++i+++++++++++i-++++++i-i-i-4-+++++++++++++i-+i-+i-++++++i-+i-i-i-i-+++i- Process from Point/Station 95 .000 to Point/Station 96 . 000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 610.000 (Ft. ) Top (of initial area) elevation = 1840.000 (Ft. ) Bottom (of initial area) elevation = 1620.000(Ft. ) Difference in elevation = 220.000(Ft. ) Slope = 0.36066 s(percent)= 36.07 TC = k(0.530) * [ (length^3) / (elevation change) ]^0.2 Initial area time of concentration = 8.453 min. Rainfall intensity = 3.843 (In/Hr) for a 100.0 year storm UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.886 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil (AMC 3) = 95.60 Pervious area fraction = 1.000; Impervious fraction = 0.000 Initial subarea runoff = 11.574 (CFS) Total initial stream area = 3 .400 (Ac. ) Pervious area fraction = 1 . 000 +++-f+.+.+++++++++++i-+i•+i--1-++i-++++++++++++++++++-I•+-I•+i•+++i-++++++++•i•+i•++-I•.I. Process from Point/Station 96.000 to Point/Station 96.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 3 .400(A.c. ) Runoff from this stream = 11.574(CFS) Time of concentration = 8.45 min. Rainfall intensity = 3.843 (In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 65.336 10.13 3.522 2 11.574 8.45 3.843 Largest stream flow has longer time of concentration Qp = 65.336 + sum of Qb Ia/Ib 11.574 0.917 = 10. 609 Qp = 75.945 Total of 2 streams to confluence: Flow rates before confluence point: 65.336 11.574 Area of streams before confluence: 20.300 3.400 Results of confluence: Total flow rate = 75.945 (CFS) 6 Time of concentration m 1.0.134 min. Effective stream area after confluence = 2.3.700(Ac. ) 1•I-++i !-I•+++++i-++•I-+a•!•-I•++++++++++++++++-1•++++.+++++I.++++++A-+A-4-1+1-+++++++++ Process from Point/Station 96.000 to Point/Station 100. 000 **** PIPEFLOW 'TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = �163.8,000(Ft. ) Downstream point/station elevation = 1603-.000(F1t. ) Pipe length = 360.00(Ft. ) Manning's N = 0.013 No. of pipes = 3. Required pipe flow = 75.945 (CFS) Nearest computed pipe diameter - 30.00(In. ) Calculated individual pipe flow - 75.945 (CFS) Normal flow depth in pipe = 21.28(In. ) Flow top width inside pipe = 27 .24(In. ) Critical depth could not be calculated. Pipe flow velocity = 20.39 (Ft/s) Travel time through pipe = 0.29 min. Time of concentration (TC) = 10.43 min. +++++1•++-I+++++++A-++A-+++++++++++++A-4 4•++++++++++++A-++++ { +-i++ +q-++ Process from Point/Station 100.000 to Point/Station 100. 000 *** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 i.3.z normal stream number 3. Stream flow area = 23.700(Ac. ) Runoff from this stream = 75.94:5 (CFS) Time of concentration = 10.43 min. Rainfall intensity = 3.474 (In/Hr) +a-i-+++++•I-++++1,++-1,+4-++++i+++++++++++a-+ +I.++++11++!++ -I 4+A.4.4+-1-+A-+ Process from Paint/Station 97.000 to Point/Station 98.000 **** INITIAL AREA EVALUATION **** Initial area flow distance =- 580.000(Ft. ) Top (of initial area) elevation = 2000.000(Ft. ) Bottom (of initial area) elevation = 1730.000(Pt. ) Difference in elevation = 270.000(F-t. ) Slope = 0.46552 s(percen.t.)= 46.55 TC = k(0.530) * [ (length^3) / (elevation change) )^0.2 Initial area time of concentration = 7.872 mi.n. Rainfall intensity = 3.976 (In/14r) for a 100.0 year storm UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.886 Decimal. fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal. fraction soil group D = 1.000 RI in-dex for soil(AMC 3) = 95.60 Pervious area traction = 1.000; Impervious fraction = 0. 000 Initial, subarea runoff = 9.516(CPS) Total. initial stream area W 2.700(Ac. ) Pervious area fraction = 1 . 000 ++++++++++++++i•+•1-++++++-I•i-+++++i-+i-A-i-++A-++++++i•++++++i•++++++++++i•++++++i Process from Point/Station 98.000 to Point/Station 99.000 **** NATURAL CHANNEL TIME + SUBAREA FLO[ni ADDITION **** Top of natural channel elevation =-T 1730.000(Ft. ) � End of natural channel elevation = 1616.000(Ft. ) Length of natural channel = 620.000(Ft. ) Estimated mean flow rate at midpoint of channel = 18. 856 (CFS) Natural valley channel type used L.A. County flood control district formula for channel velocity: Velocity(ft/s) = (7 + 8(q(English Units)^.352) (slope^0.5) Velocity using mean channel flow = 1-2 .65 (Ft/s) Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D-6.2) Normal channel slope = 0.1839 Corrected/adjusted channel slope = 0.1839 Travel time = 0.82 min. TC = 8.69 min. Adding area flow to channel UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.886 Decimal fraction soil group A = 0.000 Decimal fraction soil. group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 3) = 95.60 Pervious area fraction = 1.000; Impervious fraction - 0.000 Rainfall intensity = 3.792 (In/Hr) for a 100.0 year storm Subarea runoff = 17.801 (CFS) for 5.300 (Ac. ) Total runoff = 27.317 (CFS) Total area = 8.000 (Ac. ) ++++++++++++++++++++++A•++++++-I-i-i•+++++++-I•+-I•++++++-1•+++++++++++++4-+A-+i i-++ Process from Point/Station 99,000 to Point/Station 100.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 1616.000(Ft. ) - Downstream point el.evation..= 1601.000(Ft. ) Channel length thru subarea = 30.000(Ft. ) Channel base width = 0.000 (Ft. ) Slope or 'Z' of left channel- bank = 1.000 Slope or 'Z' of right channel bank = 1.000 Manning's 'N' = 0.015 Maximum depth of channel = 1.500(Ft. ) Flow(q) thru. subarea = 27.317 (CFS) Depth of flow = 0.911 (Ft. ) , Average velocity = 32 . 915 (Ft/s) Channel flow top width = 1.822 (Ft. ) Flow Velocity = 32 .92 (Ft/s) Travel time = 0.02 min. Time of concentration = 8.70 min. Sub-Channel No. 1 Critical depth = 2.125 (Ft. ) ' Critical flow top width = 3 .000(Ft. ) ' Critical flow velocity= 6.622 (Ft/s) ' Critical flow area = 4.125(Sq.Ft) +++++f++-+++f4+++•+-+++++++•+++-++•+-+•+++++++•++++++++•++++++•++•+•+++++++++++++++ Process from Point/Station 100.000 to Point/Station 100. 000 x* CONFLUENCE OF MINOR STREAMS Along Main Stream number: I in normal stream number 2 -- Stream flow area = 8.000(Ac. ) Runoff from this stream = 27.317 (CFS) Time of concentration W 8.70 min. Rainfall. intensity = 3.789 (In/Iir) Summary of stream data: Stream Flow rage TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 75.945 10.43 3.474 2 27.317 8.70 3.789 Largest stream flow has longer time of concentration Qp = 75.945 + sum of Qb Ia/Ib 27 .317 * 0.917 = 25.048 Qp = 100.992 Total of 2 streams to confluence: Flow rates before confluence point: 75.945 27.317 Area of streams before confluence: 23.700 8.000 Results of confluence: Total flow rate = 100.992 (CFS) Time of concentration = 10.428 min. Effective stream area after confluence = 31.700(Ac. ) +++-++-+++•++•+•++-++++++•++•++•+-++++•+++•++•++++++•+•+++-+++++•+++++++•+•++-++f ff++++•+-f+ Process from Point/Station 100.000 to Point/Station. 105.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **xx Upstream point/station elevation =• 1601.000(Ft. ) �- Downstream point/station elevation = 1596.000(Ft. ) Pipe length = 160.00(Ft. ) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 100.992 (CFS) Nearest computed pipe diameter - 36.00 (In. ) Calculated individual pipe flow - 100.992 (CFS) Normal flow depth in pipe = 25.64(In. ) Flow Lop width inside pipe = 32.60 (In. ) 9 Critical depth could not be calculated. Pipe flow velocity = 18.75(Ft/s) Travel time.through pipe = 0.14 min. Time of concentration (TC) = 10.57 min. +++++++++++++++++i-++++i-i-++++++++i•++++++++++i•+++++i-+ +++-1++++++++++++++ Process from Point/Station 105.000 to Point/Station 105.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 31.700(Ac. ) Runoff from this stream = 100.992 (CFS) Time of concentration = 10.57 min. Rainfall intensity = 3 .452 (In/Hr) Program is now starting with Main Stream No. 2 +++++i•+++++++i-i•i•+++i-i•++ i•++++++i +.-F+++++++4+i•-I--1-++++++++i•i•+i•++i i•+++++++ Process from Point/Station. 101 . 000 to Point/Station 102.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 650.000 (Ft. ) Top (of initial area) elevation = 1810.000 (Ft. ) Bottom (of initial. area) elevation =: 1606.000(Ft. ) Difference in elevation = 204.000 (Ft. ) Slope = 0.31385 s(percent) = 31.38 TC = k(0.530) * [ (length-3) / (elevation change) ] ^0.2 Initial area time of concentration = 8.915 min. Rainfall intensity = 3.746 (ln/I4r) for a 100.0 year storm UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0. 885 Decimal. fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil (AMC 3) = 95.60 Pervious area fraction = 1.000; Impervious fraction = 0.000 Initial subarea runoff = 12.936(CFS) Total initial stream area = 3.900(Ac. ) Pervious area fraction = 1.000 i+i-+i-+i-++++++-hi•+++++++•I•i•+i•i•i+i-++++++++i•++++i•+++++++++++++i•+i•+i•++++++++ Process from Point/Station 102.000 to Point/Station 105.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 1606.000(Ft. ) Downstream point elevation = 1596 .000(Ft. ) Channel length thru subarea = 20.000(Ft.. ) Channel base width -- 0.000 (Ft. ) Slope or 'Z' of left channel bank = 1.000 Slope or 'Z' of right channel bank = 1.000 Manning's 'N' 0.015 10 Maximum depth of channel = 1.500 (Ft. ) Flow(q) thru subarea = 12.936 (CFS) ]Depth of flow = 0.688 (Ft. ) , Average velocity 27.305 (Ft/s) Channel flow top width = 1.377 (Ft. ) Flow Velocity = 27.30(Ft/s) Travel time 0.01 min. Time of concentration = 8.93 min. Sub-Channel No. 1 Critical depth = 1.578(Ft. ) ' Critical flow top width = 3.000(Ft. ) ' Critical flow veloci-ty= 5.207 (Ft/s) ' Critical flow area = 2.484 (Sq.Ft) +++4++++++++!•++++•I-++-I•+++++++++i++++++++•1•+++++++•I-++++++1++++ +i++++!-1-a-+ Process from Point/Station 105.000 to Point/Station 105.000 **** CONFLUENCE OF MINOR STREAMS Along Main Stream number: 2 in normal stream number 1 Stream flow area = 3 .900(Ac. ) Runoff from this stream = 12.936 (CFS) Time of concentration - 8.93 min. Rainfall intensity = 3 .743 (in/Hr) •i++++++++-I+++++i-•I+1•I-+i-+i 3+++++++++•I++++++++A-++++++•I•+4.+++i+i+++++++++4-+ Process from Point/Station 103.000 to Point/Station 104.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 800.000(Ft. ) _ Top (of initial area) elevation = 1696.000(Ft. ) Bottom (of initial area) elevation = 1634-.000(Ft. ) Difference in elevation = 62.000(Ft. ) Slope = 0.07750 s (percent)= 7.75 TC = k(0.370) *[ (Length^3) / (elevation change) ]^0.2 Initial area time of concentration = 8.945 min. Rainfall intensity = 3 .740 (In/Hr) for a 100.0 year. storm CONDOMINIUM subarea type Runoff Coefficient = 0.885 Decimal fraction soil group A = 0.000 Decimal. fraction soil- group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil (AMC 3) = 88.00 Pervious area fraction = 0.350; Impervious fraction = 0.650 Initial subarea runoff = 3 .973 (CFS) Total initial stream area = 1.200(Ac. ) Pervious area fraction = 0.350 +A.++++++++++++++++++++•i++++++++++-1••1+++++++-I++++++++++I++i +++++!++ ++++ Process from Point/Station 104.000 to Point/Station 105.000 *** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** 11 Top of street segment elevation = 1634.000(Ft. ) End of street segment elevation = 1596.000(Ft. ) Length of street segment = 740.000 (Ft. ) Height of curb above gutter flowline = 6.0(In. ) Width of half street (curb to crown) = 22.000 (Ft. ) Distance from crown to crossfall grade break = 18. 000 (Ft. ) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [11 side(s) of the street Distance from curb to property line = 10.000(Ft. ) i Slope from curb to property line (v/hz) = 0.025 Gutter width = 2.000(Ft. ) Gutter hike from flowl.ine = 2 .000(In. ) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 5.618 (CFS) Depth of flow = 0.324 (Ft. ) , Average velocity = 5.091(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 9.883 (Ft. ) Flow velocity = 5.09 (Ft/s) Travel time = 2.42 min. TC = 11.37 min. Adding area flow to street CONDOMINIUM subarea type Runoff Coefficient = 0. 883 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.100 Decimal. fraction soil group D = 0.900 RI index for soil (AMC 3) = 87.64 Pervious area fraction = 0.350; Impervious fraction = 0.650 Rainfall intensity = 3 .333 (In/Ha:) for a 100.0 year storm Subarea runoff = 3.238 (CFS) for 1.100 (Ac. ) Total runoff = 7.212 (CFS) Total area = 2.3C0 (Ac. ) Street flow at end of street- = 7.212 (CFS) Half street flow at end of street = 7.212 (CFS) Depth of flow = 0.347 (Ft. ) , Average velocity = 5. 393 (Ft-/s) Flow width (from curb towards crown)= 11.003 (Ft. ) +++i-++++-{--4-++.i•++++++++++i-++++++.+a-+++++++++++++++++.I-i -f--i 4-+++-I•-1++-F++++++ Process from Point/Station 1.05.000 to Point/Station 105.000 * �* CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 2.300(Ac. ) Runoff from this stream = 7.212 (CN'S) Time of concentration = 11.37 min. Rainfall intensity = 3.333 (In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1.2 1 12.936 8.93 3.743 2 7.212 11.37 3.333 Largest stream flow has longer or shorter time of concentration Qp = 12.936 + sum of Qa 111b/Ta 7.21.2 * 0.785 = 5.663 QP = 18.600 Total of 2 streams to confluence: Flow rates before confluence Point: 12.936 7.21.2 Area of streams before confluence: 3.900 2.300 Results of confluence: Total flow rate = 18.600 (CFS) Time of concentration. = 8.927 min. Effective stream area after confluence = 6.200(Ac. ) ++++A-+ -++++++++++++++A-+++++++++I+++++++•i•I-4+A-++++++++++A-+++I+I-++ i++i+1 Process from Point/Station 105.000 to Point/Station 1.05.000 **** CONFLUENCE OF MAIN STREAMS * `** The following data inside Main Stream is listed: --- In Main Stream number: 2 Stream flow area = 6.200(Ac. ) Runoff from this stream = 18.600(CFS) Time of concentration = 8.93 min. Rainfall intensity = 3.743 (In/11r) Summary of stream data: Stream Flow rate TC Rainfall. Intensity No. (CPS) (min) (In/Hr) 1. 100.992 10.57 3 .452 2 18.600 8.93 3.74:3 Largest stream flow has longer time of concentration QP = 1.00.992 + sum of Qb la/Ib 18.600 * 0.922 = 17.151 QP = 1.18.143 Total of 2 main streams to confluence- Flow rates before confluence Point: 100,992 18.600 Area of streams before confluence: 31.700 6.200 Results of confluence: Total. flow rate = 118.143 (CFS) Time of concentration = 10.570 min. Effective stream area after confluence - 37.900(Ac. ) 13 ++++++++1•+++++++-1•+++++++++++++++++a•+I-1•i•I i• I•i•+++I+++++++I +i+i++i++++i i+ Process from Point/Station 105.000 to Point/Station 107.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) Upstream point/station elevation = 1596.000(Ft. ) Downstream point/station elevation = 1574.500(Ft. ) Pipe length = 80.00(Ft. ) Maanning's N = 0.013 No. of pipes = 1 Required pipe flow = 118.143 (CPS) Nearest computed pipe diameter - 24.00(In. ) Calculated individual pipe flow = 118.143 (CFS) Normal. flow depth in pipe = 3.9.83 (In. ) Flow top width inside pipe = 18.19 (In. ) Critical depth could not be calculated. Pipe flow velocity = 42.55 (Ft/s) Travel. time through pipe = 0.03 min. Time of concentration (TC) = 10.60 min. +•I-•b++A-+i.+++++++++++++++++i-+++++i-+++++++++++++++i•+i•+-I-++++++++++++++++++ Process from Point/Station 107.000 to Point/Station 107.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 37 .900(Ac. ) Runoff from this stream = 118.143 (CFS) Time of concentration = 10.60 min. Rainfall intensity = 3.447 (In/Hr) +++++4•+++++++++.A-+A-4+-I i-+A-+i•+++++++++++++++++++++1 i i++++i i++++A-++++++++ Process from Point/Station 106.000 to Point:/Station 107.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 200.000(Ft. ) Top (of initial area) elevation = 1574.800(Ft. ) Bottom (of initial area) elevation = 1573.800(Ft. ) Difference in elevation = 1.000 (Ft. ) Slope = 0.00500 s (percent)= 0.50 TC = k(0.530) * [ (length^3) / (elevation change) ] ^0.2 Initial area time of concentration = 12 .732 min. Rainfall intensity = 3.157 (In/Hr) for a 100.0 year storm UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.880 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.500 Decimal fraction soil group D = 0.500 RI index for soil (AMC 3) = 95.00 Pervious area fraction = 1.000; Impervious fraction = 0.000 Initial subarea runoff = 1.390(CFS) Total initial stream area = 0.500(Ac. ) Pervious area fraction = 1.000 14 ++i•+++++ +++++++++++++++++++i-+++++++i•+++i-+++++-1•++++++++i-•I-+•+•+++++++++++ Process from Point/Station 107.000 to Point/Station 107.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal. stream number2 Stream flow area. = 0.500(Ac. ) Runoff from this stream = 1.390(CFS) Time of concentration = 12.73 min. Rainfall intensity = 3.157(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (Sn/Hr) 1. 118.143 10.60 3.447 2 1.390 12.73 3.157 Largest stream flow has longer or shorter time of concentration Qp = 118.143 + sum of Qa Tb/Ta 1.390 0.833 = 1.157 Qp = 119.300 Total of 2 streams to confluence: Flow rates before confluence point: 1,18.14:3 1.390 Area of streams before confluence: 37.900 0.500 Results of confluence: Total flow rate = 119.300(CFS) Time of concentration = 10.601. min. Effective stream area after confluence = 38.400 (A.c. ) i•++++++++++A.i•+i-i-+++++++++i•+++1 i+++++++i•++++++i•i-+i-++++++++++++++++++i++ Process from Point/Station 107.000 to Point/Station 113.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) *x*x Upstream point/station�elevation = -1573.800 (Ft. ) Downstream point/station elevation = 1.561.000(Ft. ) Pipe Length = 540.00(Ft. ) MaYining's N = 0.013 No. of pipes = 1 Required pipe flow - 1.19.300 (C]?S) Nearest computed pipe diameter 39.00(In. ) Calculated individual. pipe flow - 119.300(CFS) Normal flow depth in pipe - 30.00(In. ) Flow top width inside pipe = 32.86 (ln. ) Critical depth could not be calculated. Pipe flow velocity = 17.42 (Ft/s) Travel time through pipe = 0.52 min. Time of concentration (TC) = 11.12 min. ++++i•++++++i•++++++++++++++++i-++i•++++++i i i i•A-44-++++i i++++i+i-I•i•i-+i-+i-+++i i Process from Point/Station 113 .000 to Point/Station 113.000 **** CONFLUENCE OF 14AIN STREAMS *** ` 15 The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 38.400(Ac. ) Runoff from this stream = 119.300 (CFS) Time of concentration = 11.12 min. Rainfall intensity = 3.369(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++-I.+4•+++•I-+++++++++-I•+++++++-I-+-1-i"-I-+i•+++++++++++++++++i.•I-++++++++ Process from Point/Station 108. 000 to Point/Statiion 1-09.000 **** INITIAL AREA EVALUATION xx"xx" Initial area flow distance = 400.000(Ft. ) Top (of initial area) elevation = 1573.100 (Ft. ) Bottom (of initial area) elevation = 1560.500(Ft. ) Difference in elevation = 12.600(Ft. ) Slope = 0.03150 s(percent)= 3.15 TC = k(0.530) * [ (length^3) / (elevation change) 1 ^0.2 Initial area time of concentration = 11.626 min.. Rainfall intensity = 3 .298(In/Hr) for a 100.0 year storm UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.884 Decimal fraction soil. group A = 0 . 000 Decimal fraction soil group B = 0. 000 Decimal fraction soil group C = 0 . 000 Decimal fraction soil group D = 1.000 RI index for soil (AMC 3) = 95.60 Pervious area fraction = 1.000; Impervious fraction = 0.000 Initial subarea run-off = 2.622 (CFS) Total initial stream area = 0.900(Ac. ) Pervious area fraction = 1.000 ++++++++•I-++++++-I•+++++++++++-I•-!-++++a•a•+++++-I•++-I-+•I+++++4-++++++++++++++++i+ Process from Point/Station 109.000 to Point/Station 113.000 *** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1.560.500(Ft. ) Downstream point/station. elevation = 1559.000(Ft. ) Pipe length = 150.00(Ft. ) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 2.622 (CFS) Nearest computed pipe diameter = 12.00(ln. ) Calculated individual pipe flow - 2.622 (CFS) Normal flow depth in pipe = 7.65 (In. ) Flow top width inside pipe 11.54(ln. ) Critical Depth = 8.33 (In. ) Pipe flow velocity = 4.96(Ft/s) Travel time through pipe = 0.50 min. Time of concentration (TC) = 12 .13 min. ++++++++++++++++++A•+++•I--I++++A-++++-I-++++Ih+++++++++++++..+++i+I+++i I I+ +I+ Process from Point/Sta-tion 113.000 to Point/Station 11.3.000 16 **** CONFLUENCE OF MINOR STREAMS ***� Along Main. Stream number: 2 in normal. stream number 1 Stream flow area = 0.900(Ac. ) Runoff from this stream = 2.622 (CFS) Time of concentration = 12.13 min. Rainfal..l. intensity = 3.231(In/Hr) ++++i I•+++++•I-+++++I-++a•+a•+++++i-++++++++++++-i-I-+-I•+•1+++-f-I +1-++++-I.++++++.i- -I•++ Process from Point/Station 1-10.000 to Point/Station 1.11.000 *x* INITIAL, AREA EVALUATION *** Initial area vflow distance =� 750.000(Ft. ) Top (of initial area) elevation = 1595.300(Ft. ) Bottom (of initial area) elevation = 15'78.000(Ft. ) Difference in elevation = 17.300(Ft. ) Slope = 0.02307 s(percent)= 2.31 TC = k(0.390) *( (Length^3) / (elevation change) ] ^0.2 Initial area time of concentration = 11.708 min. Rainfall intensity = 3.286 (In/14r) for a 100. 0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.876 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal. fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil (AMC 3) = 88.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 7.489 (CFS) Total initial stream area = 2.600(Ac. ) Pervious area fraction = 0.500 4•++++++A-+•1•4•+++++i+4 E+++++i i i++d-++++•I•+4.+++++++I I I++++I+i+-I•I-+4-++ +++ i I + Process from Point/Station 11.1.000 to Point/Station 113.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1578.000(Ft. ) +�--- -^ End of street segment elevation = 1561.000(F t. ) Length of street segment = 640.000(Ft. ) Height of curb above gutter fl.owl..ine = 6.0(In. ) Width of half street (curb to crown) = 18.000(Ft. ) Distance from crown. to crossfall grade break = 10.000(Ft. ) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 1.0.000 (Ft. ) Slope from curb to property line (v/hz) = 0.025 Gutter width = 2.000(Ft. ) Gutter hike from flow•line = 2.000(In. ) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 9 . 508 (CFS) 17 Depth of flow = 0.409 (Ft. ) , Average velocity = 4.476 (Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 14.133 (Ft. ) Flow velocity = 4.48(Ft/s) Travel time = 2 .38 min. TC = 14. 09 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.874 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 € Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil (AMC 3) = 88.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Rainfall intensity = 3.007 (In/Hr) for a 100.0 year storm Subarea runoff = 3.943 (CFS) for 1.500 (Ac. ) Total runoff = 11.432 (CFS) Total area = 4.9.00(Ac. ) Street flow at end of street = 11.432 (CFS) Half street flow at end of street = 11.432 (CFS) Depth of flow = 0.431 (Ft. ) , Average velocity = 4.679 (Ft/s) Flow width (from curb towards crown)= 15.220(Ft. ) +++++i-++++++++++++++++++++tt+ttt+++++++++++++++++t+++++i-++++++++++++++ Process from Point/Station 113.000 to Point/Station 113.000 **** SUBAREA FLOW ADDITION **** SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.874 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil (AMC 3) = 88.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Time of concentration = 14.09 min. Rainfall intensity = 3.007 (In/Br) for a 100.0 year storm Subarea runoff = 4.469 (CFS) for 1.700(Ac. ) Total runoff = 15.901(CFS) Total. area = 5.800(Ac. ) tt+t+.++++-h+++++..1•+++++-3-t++++++++.+A.++A-+++++a•++++.. i++++++-F+- ++4++ +t Process from Point/Station 113 .000 to Point/Station 113 . 000 ** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream numberM2 Stream flow area = 5.800(Ac. ) Runoff from this stream = 15.901 (CFS) Time of concentration = 14.09 min. Rainfall intensity = 3.007 (In/Hr) Summary of stream data: Stream Flow rate TC Rainfall. Intensity No. (CFS) (min) (In/1-1r) 18 1. 2.622 12 .13 3 .231 2 15.901 7.4.09 3.007 Largest stream flow has longer time of concentration Qp = 15.901 + sum of Qb Ia/lb 2.622 0.931 = 2.440 Qp = 18.342 Total of 2 streams to confluence: Flow rates before confluence point: 2.622 15.901 Area of streams before confluence: 0.900 5.800 Results of confluence: Total flow rate = 18.342 (CFS) Time of. concentration = 14.091 min. Effective stream area after confluence - 6.'700 (Ac. ) •i•+i•i--I-�-•i-•h-I•a•++i-�-++++i•i•�•+++•I-t-f-•h•f+++i-t•I•-!•-I•i••{•+•I-I-+�-•I•-}-a-a••1••1••!••I-+t+-h i•+i•+i-+i--f••1•+t t t•�• Process from Point/Station 113.000 to Point/Station 113.000 CONFLUENCE OF MAIN STREAMS *xxw The following data inside Main Stream is listed:In Main Stream number: 2 Stream flow area = 6.700(Ac. ) Runoff from this stream - 18.342 (CFS) 'Time of concentration = 14.09 min. Rainfall intensity = 3.007 (In/Hr) Summary of stream data: Stream FloW rate TC Rainfall Intensity No. (CPS) (min) (In/I-Ir) 1 119.300 11.12 3 .369 2 18.342 14.09 3 .007 Largest stream flow has longer or shorter time of concentration Qp = 1.19.300 + sum of Qa Tb/Ta 18.342 x 0.789 1.4.4.72 Qp = 133.772 Total of 2 main streams to confluence: Flow rates before confluence point: 119.300 18.342 Area of streams before confluence: 38.400 6.700 Results of confluence: Total flow rate = 133.772 (CFS) Time of concentration = 11.1,18 min. Effective stream area. after confluence = 45.3.00 (Ac. ) ]9 +ttt+++i+i+++t+++++•1-+i-+++i•+i•i i-i-+++t++t+t+t+++i•+++++++++++•I••hi•+i--h! i•+++-hi• Process from Point/Station 113 .000 to Point/Station 122. 000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1561.000(Ft. ) Downstream point/station elevation = 1560.500(Ft. ) Pipe length = 50.00 (Ft. ) Manning's N = 0.013 No. of pipes = ]. Required pipe flow - 133.7'72 (CFS) Nearest computed pipe diameter = 48.00(In. ) Calculated individual pipe flow - 133 .772 (CFS) Normal flow depth in pipe = 36.66 (In. ) Flow top width inside pipe = 40.78(ln. ) Critical Depth = 41.40(In. ) Pipe flow velocity = 12.98(Ft/s) Travel time through pipe = 0.06 min. Time of concentration (T1'C) = 11.18 min. +++++++i•++++tt•h++i•+++A-t++++i•+.+tt•+•tttt•ht•h+i•+i•+tttt++-I•i•+++i•+i•+i•+ ++++ti- Process from Point/Station 1.22.000 to Point/Station 122.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area. = 45.100(Ac. ) Runoff from this stream = 133.772 (CFS) Time of concentration = 11.18 min. Rainfall. intensity = 3 .360(In/Hr) Program is now starting with Main Stream No. 2 +++++++++++i-+t+++i•+++t-1•+++++++i-+++++++++++++i•i•+++tt++t++I A-A- I i-i-+++++++i Process from Point/Station 114.000 to Point/Station 116. 000 **** INITIAL AREA EVALUATION **** initial area flow distance = 940.000 (Ft. ) Top (of initial area) elevation = 1612.200(Ft. ) Bottom (of initial area) elevation = 1.594.000(Ft. ) Difference in elevation = 18.200(Ft. ) Slope = 0.01936 (percent)= 1.94 TC = k(0.390) * [ (1ength^3) /(elevation change) ] ^0.2 Initial area time of concentration = 13.272 min. Rainfall intensity = 3.095(ln/Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.875 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil. group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 3) = 88.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 5.416 (CFS) Total initial stream area = 2.000 (Ac. ) 20 Pervious area fraction = 0.500 +++i++i•+i•+t+t+.++i•+++++.. +++++++i++++++i-i••i•i-+++i-+i-++i•i i+i+i+++i•i•i•+++ Process from Point/Stat-ioll 116.000 to Point/Station 116.000 **** CONFLUENCE OF MINOR STREAMS Along Main Stream number: 2 in normal stream number 1 v Stream flow area = 2.000(Ac. ) Runoff from this stream = 5.416 (CFS) Time of concentration = 13.2'7 min. Rainfall intensity = 3.095(ln/Hr) +i-++i-++i-+i-i-+i-i-•F i-i••i•i-+i-++t i•i•+i•i•i•i-i-•i•i•++t+i•i-+i i•i-i-•I-i-i-++-}•i•i•i-i-i-t i-+i•i•++i i-i-�-i-i-•I- Process from Point/Station 11.5.000 to Paint/Station 116.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 940.000(Ft. ) Top (of initial area) elevation = 1612.200 (Ft. ) Bottom (of initial area) elevation = 1594.000(Ft. ) Difference in elevation = 18.200 (Ft.. ) Slope = 0.01936 s (percent) = 1.94 TC = k(0.390) * [ (length^3) / (elevation change) ) ^0.2 Initial area time of concentration = 13 .272 min. Rainfall intensity -- 3.095(In/Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.875 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil (AMC 3) = 88.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 21.392 (CFS) Total initial stream area _ 7.900 (Ac. ) Pervious area fraction = 0.500 ++++++++++++++++++! i i I i+++-I•i•++t+t++i+i++++++i Fi++}i-f-++i+++i-+++A-+++++++ Process from Point/Station 116.000 to Point/Station 17.6.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2�in normal stream number_ 2.__�_.__�__._____ Stream flow area = 7.900 (Ac. ) Runoff from this stream = 21.392 (CFS) Time of concentration = 13.27 min. Rainfall intensity = 3.095 (In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 5.416 13.27 3.095 21 2 21.392 13.27 3.095 Largest stream flow has longer time of concentration Qp = 21:392 A- sum of Qb Ia/Ib 5.416 * 1.000 = 5.416 Qp = 26.807 Total of 2 streams to confluence: Flow rates before confluence point: 5.416 21.392 Area of streams before confluence: 2.000 7.900 Results of confluence: Total flow rate = 26.807 (CFS) Time of concentration = 13 .272 min. Effective stream area after confluence = 9 . 900 (Ac. ) ++++++.++•i•+++++++++++•I•+++a-++++++-I•++++++++ + -+++++++++•{-+++++++++I-++++++ Process from Point/Station 116.000 to Point/Station 119.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION Top of street segment elevation = 1594.000(Ft. ) _mm End of street segment elevation = 1580.000(Ft. ) Length. of street segment = 230.000 (Ft. ) Height of curb above gutter flowline = 6.0 (In. ) Width of half street (curb to crown) = 18.000 (Ft• ) Distance from crown to crossfall grade break = 10.000(Ft. ) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street: Distance from curb to property line = 1.0.000 (Ft. ) Slope from curb to property line (v/hz) = 0.025 Gutter width = 2 .000(Ft. ) Gutter hike from flowline = 2.000(In. ) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break. to crown = 0.0150 Estimated mean flow rate at midpoint of street = 27.078 (CFS) Depth of flow = 0.489 (Ft. ) , Average velocity = 7.926 (Ft/s) Note: depth of flow exceeds top of street crown. Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 18.000(Ft. ) Flow velocity = 7.93 (Ft/s) Travel time = 0.48 min. TC = 13 .76 min. Adding area. flow to street COMMERCIAL subarea type Runoff Coefficient = 0.895 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil (AMC 3) = 88.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Rainfall. intensity = 3 .042 (In/Hr) for a 100.0 year storm 22 Subarea runoff = 0.544 (CFS) for 0.200(Ac. ) Total runoff = 27.352 (CFS) Total area = 10.100 (Ac. ) Street flow at end of street = 27.352 (CFS) Half street flow at end of street = 2'7 .352 (CFS) Depth of flow = 0.491(Ft. ) , Average velocity = 7.958(Ft./s) Note: depth of flow exceeds top of street crown. Flow width (from curb towards crown) = 18.000(Ft. ) +++++i•++++++++++++-I•++++1,+a--I,+I.i-+++++++++1.4.++A.++++++++i•I•+a•i-}+++++ i+� Process from Point/Station 119.000 to Point/Station 3.1.9. 000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 10.100(Ac. ) Runoff from this stream = 27.352 (CFS) Time of concentration = 13.76 min. Rainfall intensity = 3.042 (In/Hr) ++-I--1--1•+++++++++A-+-I-++3+++i•+-4-++a-++++++++++++++++++++++++A-+a-+i+i+ F+++++A-+A- Process from Point/Station 1,17.000 to Point/Station 1.18. 000 **** INITIAL, AREA EVALUATION **** Initial area flow distance =T 930.000(Ft. ) Top (of initial area) elevation = 1612.200(Ft. ) Bottom (of initial area.) elevation = 1.597.000(Ft. ) Difference in elevation = 15.200(Ft-. ) Slope = 0.01634 s (percent)= 1.63 TC = k(0.390) * [ (length-3) / (elevation ch.ange) ) ^0.2 Initial area time of concentration = 13.671 min. Rainfall intensity = 3.051. (In/Hr) for a 100.0 year storm S ING1,E FAMILY (1/4 Acre L,ot) Runoff Coefficient = 0.861. Decimal fraction soil group A 0.000 Decimal fraction soil group B = 0.500 Decimal fraction. soil group C = 0.000 Decimal fraction soil group D = 0.500 RI index for soil (AMC 3) = 82.30 Pervious area fraction = 0.500; Impervious fraction = 0. 500 Initial subarea runoff = 9.197 (CFS) Total initial stream area 3 .500 (Ac. ) Pervious area fraction = 0.500 +•I-+i i f+A.++A-+ +++++++++++I+++++A-+A-+•I--I d-A..1•-I-++•+-++++++•1•+++++++++++A.+A-A Process from Point/Station 118.000 to Point/Station 11.9.000 ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * ** Top of street segment elevation = 1597.000 (Ft. ) End of street segment elevation = 1580.000(Ft. ) ]length of street segment = 450.000(Ft. ) Height of curb above gutter flowline = 6.0(In. ) Width of half street (curb to crown) = 18.000(Ft. ) Distance from crown to crossfall grade brealf = 10.000(Ft. ) 23 Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [11 side(s) of the street Distance from curb to property line = 10.000(Ft. ) Slope from curb to property line (v/hz) = 0.025 Gutter width = 2.000(Ft. ) Gutter hike from flowline = 2.000(In. ) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 11.136 (CFS) Depth of flow = 0.407 (Ft. ) , Average velocity = 5.315 (Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 14.030 (Ft. ) Flow velocity = 5.32 (Ft/s) Travel time = 1.41 min. TC = 15.08 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.874 Decimal fraction soil group A = 0.000 Decimal fraction soil group H = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1. 000 RI index for soil (AMC 3) = 88.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Rainfall intensity = 2.910(In/Iir) for a 100.0 year storm Subarea runoff = 3.813 (CFS) for 1.500(Ac. ) Total runoff = 13.011 (CFS) Total. area = 5.000 (Ac. ) Street flow at end of street = 13 .011 (CFS) Half street flow at end of street = 13.011(CFS) Depth of flow = 0.425 (Ft. ) , Average velocity = 5.518(Ft/s) Flow width (from curb towards crown)= 14.938(Ft. ) +++++++++++++A-4 A•+•i-+4-+-i-+++++-I•++++-i-+++++++++++A--4-4-+••I+++A-•1++++I+•1-+++++++++ Process from Point/Station 119.000 to Point/Station 119.000 *** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 5.000(Ac. ) Runoff from this stream 13.011 (CFS) Time of concentration = 1.5.08 min. Rainfall intensity = 2.910 (In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 27.352 13.76 3.042 2 13 .011 15.08 2.910 Largest stream flow has longer or shorter time of concentration Qp = 27 .352 + sum of Qa Tb/Ta 13 .011 * 0.912 = 11.867 24 Qp = 39 .21-9 Total of 2 streams to confluence: Flow rates before confluence point: 27.352 13.01.1 Area of streams before confluence: 10.100 5.000 Results of confluence: Total flow rate = 39.219 (CFS) Time of concentration = 13.755 min. Effective stream area. after confluence = 15.100(Ac. ) a•1•++i###!+i++!+i•+++++++++•1-+++++++++9 !+9+I++++++-I++A-4-+++++i+i+3+-{+++•f++ Process from Point/Station 119.000 to Point/Station 121.000 **** PIPEFLOw TRAVEL TIME (Program estimated size) *' Upstream point/station elevation = 1580.000(Ft. ) Downstream point/station elevation = 1578.000(Ft. ) Pipe length = 30.00 (Ft. ) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 39.219 (CFS) Nearest computed pipe diameter = 21.00(In. ) Calculated individual. pipe flow = 39.21.9(CFS) Normal flow depth in pipe = 1.6.48(In. ) Flow top width inside pipe W 17.27 (In.. ) Critical depth could not be calculated. Pipe flow velocity = 19.37 (Ft/s) Travel time through pipe = 0.03 min. Time of concentration (TC) = 13 .78 min. +++A-++A-++A-++A-++++A-+++i+-!•-I+++4-+A-A-+++++++++++++++++A-+4+++4 4-+4-+++++++++++ Process from Point/Station 121..000 to Point/Station 121.000 **** CONFLUENCE OF MINOR STREAMS Along Main Stream number: 2 in normal stream number 1. -_-~�— Stream flow area = 1.5.100 (Ac. ) Runoff from this stream W 39.219(CFS) Time of. concentration = 1.3 .78 min. Rainfall. intensity = 3.039 (.I.n/Hr) ++A-++4-++++++++++A-+i i I i+++4+4- ++++++i-+i++++A-+•1••I••i•A-++A-A-+++I+++++++.41+.{•a-++ Process from Point/Station 120.000 to Point/Station 121..000 **** INITIAL AREA EVALUATION **** Initial area flow distance -- — 680.000(Ft. ) -- ���-- — Top (of initial. area) elevation = 1595.600(Ft. ) Bottom (of initial area) elevation = 1580.000(Ft. ) Difference in elevation = 15.600(Ft. ) Slope = 0.02294 s(percent)= 2 .29 TC = k(0.390) * [ (length^3) / (elevation change) ] ^0.2 Initial area time of concentration = 11.271 min. Rainfall intensity = 3.347 (In/Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) 25 Runoff Coefficient = 0.877 Decimal fraction soil. group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil (AMC 3) = 88.00 Pervious area. fraction = 0.500; Impervious fraction = 0 .500 Initial subarea runoff = 6.163 (CFS) Total initial stream area = 2.100(Ac. ) Pervious area fraction = 0.500 +I ..++++++++i•+++++++++++++++++i-i-+i•++++++++i-+-I t 3 I-++.+++ Process from Point/Station 121. 000 to Point/Station 121 , 000 **** SUBAREA FLOW ADDITION **** UNDEVELOPED (poor cover) subarea �^ Runoff Coefficient = 0.884 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 3) = 95.60 Pervious area fraction = 1.000; Impervious fraction = 0.000 Time of concentration = 11.27 min. Rainfall intensity = 3.347 (ln/Hr) for a 100.0 year storm Subarea runoff = 2 .958(CFS) for 1.000 (Ac. ) Total runoff = 9.121 (CFS) Total area = 3.100 (Ac. ) +++++++++•hi•++++++ I+++i-++++++++•I•+++++A•+•h-f++--1-+++++++++++i-+++++•I--I++++-I++I• Process from Point/Station 121.000 to Point/Station 121.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 3 .1.00(Ac. ) Runoff from this stream = 9.121 (CFS) Time of concentration = 11.27 min. Rainfall intensity = 3.34'7 (ln/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 39,219 13 .78 3.039 2 9.121 11.27 3.347 Largest stream flow has longer time of concentration Qp = 39.219 + sum of Qb Ia/Ib 9.121 * 0.908 = 8.282 Qp = 47.501 Total of 2 streams to confluence: Flow rates before confluence point: 26 39.219 9.121 Area of streams before confluence: 15.100 3.100 Results of confluence: Total flow rate = 47.501(CFS) Time of concentration = 1.3.781 min. Effective stream area after confluence = 18.200(Ac. ) ++++I•++++++•i++++i-++++++A.+++++++++++++++++++•I-++++•I-++•I-++++++i+i•++++++++A- Process from Point/Station 3_21.000 to Point/Sta.t.ion 122.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1580.000 (Ft. ) Downstream point/station elevation = 1560.000(Ft. ) Pipe length = 600.00(Ft. ) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 47.501(CFS) Nearest computed pipe diameter = 27.00(In. ) Calculated individual. pipe flow = 47.501 (CFS) Normal flow depth in pipe 18.94 (In. ) Flow top width inside pipe = 24.71(Sn. ) Critical depth could not be calculated. Pipe flow velocity = 15.93 (Ft/s) Travel time through pipe = 0.63 min. Time of concentration (TC) = 14.41 min. +a-+a-+++++++•I.++++++++++++I a-++++-i-+++++++-I•+++++++++++a+++a•++++++++++++1 1-1- Process from Point/Station 122.000 to Point/Station 1.22.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream 9-s listed: In Main Stream number: 2 Stream flow area = 18.200 (Ac. ) Runoff from this stream = 47.501 (CFS) Time of concentration 1.4.41 min. Rainfall intensity = 2.9'75 (ln/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CPS) (min) (In/Hr) 1 133 .772 11.18 3 .360 2 47.501- 14.41. 2 .975 Largest stream flow has 'longer or shorter time of concentration Qp = 133.772 + sum of Qa Tb/Ta 47.501 * 0.776 = 36.864 Qp = 170.635 Total of 2 main streams to confluence: Flow rates before confluence point- : 133.772 47.501- Area of streams before confluence: 27 45.100 18.200 Results of confluence: Total flow rate = 170. 635 (CFS) Time of concentration = 11.182 min. Effective stream area after confluence - 63 .300 (Ac. ) ++i-+++++++++++++++4-++++++++-1•+++++++++•i•+++++++++++++++++++++++++++++A-++ Process from Point/Station 122.000 to Point/Station 125.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) *** Upstream point/station elevation = 1560.000(Ft. ) Downstream point/station elevation = 1557.000(Ft. ) Pipe length = 220.00(Ft. ) Manning's N = 0.013 No. of pipes = ]. Required pipe flow = 170.635 (CFS) Nearest computed pipe diameter - 48.00(In. ) Calculated individual pipe flow = 170.635 (CFS) Normal flow depth in pipe = 40.13 (ln. ) Flow top width inside pipe = 35.55 (In. ) Critical Depth = 44.74(In. ) Pipe flow velocity = 15.20 (Nt/s) Travel time through pipe = 0.24 min. Time of concentration (TC) = 11.42 min. +++++-I-+++++++1-+++++++++i•++++++++-1•+++++-I-a-+++++++++-1•+-I++++++++-f•i-+-f-+++-i-++ Process from Point/Station 125.000 to Point/Station 125.000 *� ** CONFLUENCE OF MINOR STREAMS *� ** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 63.300 (Ac. ) Runoff from this stream = 170.635(CFS) Time of concentration = 11.42 min. Rainfall intensity = 3.326(ln/Hr) ++++++++++++++++A-++++d-++++i•+++-1•+-1•++++++++++•A-++++++++++++1-4-+++++i-i-+-I-A-++ Process from Point/Station 123.000 to Point/Station 125. 000 **** INITIAL, AREA EVALUATION **** Initial area flow distance = 960.000(Ft. ) W Top (of initial area) elevation = 1580.600(Ft. ) Bottom (of initial area) elevation = 1557.000(Ft. ) Difference in elevation = 23.600 (Ft. ) Slope = 0.02458 s(percent)= 2.46 TC = k(0.390) *( (length^3) / (elevation change) }^0.2 Initial area time of concentration = 12.760 min. Rainfall intensity = 3.154 (In/Hr.) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.863 Decimal fraction soil group A = 0.100 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.800 Decimal fraction. soil. group D = 0.100 RI index for soil(AMC 3) - 82.54 Pervious area fraction = 0.500; Impervious fraction = 0 .500 Initial subarea runoff = 6.532 (CFS) Total initial stream area = 2.400(Ac. ) Pervious area fraction = 0.500 ++++++f+I•++++t-I-++++++A. I I•I•++ +•I.•i+3-++++++++++i+i E i+++•I••f+I++++++•I-++++++ Process from Point/Station 1.25.000 to Point/Station 12.5.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 2.400(Ac. ) Runoff from this stream = 6.532 (CFS) Time of concentration = 12.76 min. Rainfall intensity = 3.154(In/Hr) ++++A-++++++-I•++++++.i i•++i-•F++++++++++++-l--I•+++++++++++++++++++++++1+i•++++++ Process from Point/Station 3.24.000 to Point/Station 1-25.000 **** INITIAL AREA EVALUATION **** Initial, area flow distance = 820.000(Ft. ) � �- Top (of initial area) elevation = 1574.200(Ft. ) Bottom (of initial area) elevation = 1557.000(Ft. ) Difference in elevation = 17.200(Ft. ) Slope = 0.02098 s(percent)= 2.10 TC = k(0.390) * [ (length-3) / (elevation change) )^0.2 Initial area time of concentration = 1.2.367 min. Rainfall intensity = 3.201 (In/Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.826 Decimal fraction soil group A = 0. 500 Decimal. fraction soil group B = 0.300 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.200 ].RI index for soil (AMC 3) = 67.80 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 5.815(CFS) Total initial stream area = 2.200(Ac. ) Pervious area fraction = 0.500 ++++1•++++++.1-+++-I•++++•I-++++++++1-1.+++++++++•I•+ +-I.1•+i-+t++ Process from Point/Station 125.000 to Point/Station 125.000 ** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 7. in normal stream number 3 Stream flow area = 2.200 (Ac. ) Runoff from this stream = 5.815 (CFS) Time of concentration = 12.37 min. Rainfall intensity = 3.201 (In/Hr) Summary of stream data: 29 Stream Flow rate TC Rainfall Intensity No. (CPS) (min) (In/Hr) 1 170.635 11.42 3.326 2 6.532 12.76 3.1.54 3 5.815 12.37 3.201 Largest stream flow has longer or shorter time of concentration Qp = 170.635 + sum of Qa Tb/Ta 6.532 * 0.895 = 5.848 Qa Tb/Ta 5.815 * 0.924 = 5.372. Qp = 181.855 Total of 3 streams to confluence: Flow rates before confluence point: 170.635 6.532 5.815 Area of streams before confluence: 63.300 2.400 2.200 Results of confluence: Total flow rate = 181.855(CFS) Time of concentrations = 11.423 min. Effective stream area after confluence = 67 .900 (Ac. ) •I•+++++i-++++++i+++ I i i++++�++++ I•+1• i• I-I-+++I �-++�+d++ti i I i I I++++I++i•I• F I• I•+ E++ Process from Point/Station 125. 000 to Point/Station 129.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = �1.557.000(Ft. ) Downstream point/station elevation = 1556.000(Ft. ) Pipe length = 50.00(Ft. ) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 181.855 (CFS) Nearest computed pipe diameter = 45.00(In. ) Calculated individual pipe flow - 1.81.855 (CPS) Normal flow depth in pipe = 40.31 (In. ) Flow top width inside pipe = 27.49 (In. ) Critical depth could not be calculated. Pipe flow velocity = 17.43 (Ft/s) Travel time through pipe = 0.05 min. Time of concentration (TC) = 11.47 min. +++I+1-.�..I--I I•+{-+++1-+ -++++++++++++•I•+++++-E+• 1-+-I+++++-I•+++++++-f i d•++++++++-I•+++ Process from Point/Station 1.29.000 to Point/Station 129.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 - Stream flow area = 67 .900(Ac. ) Runoff from this stream = 181..855 (CFS) Time of concentration = 11.47 min. Rainfall intensity = 3.319 (Iri/Hr) 30 +++++++++++++ i++++i•++++++++++++++i-+++++++++++++++++++i+i+i+i+++++++++ Process from .Point/Station 126.000 to Point/Station 127.000 **** INITIAL AREA EVALUATION **** Initial. area flow distance = 930.000(Ft. ) Top (of initial area) elevation = 1630.000(Ft. ) Bottom (of initial area) elevation = 1586.000(Ft. ) Difference in elevation = 44.000(Ft. ) Slope = 0.04731 s(percent) = 4.73 TC = lc(0.300) * [ (length^3) / (elevation change) ]^0.2 ' Initial area time of concentration = 8.502 min. Rainfall intensity = 3.832 (ln/Hr) for a 100.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.896 Decimal fraction soil group A = 0. 000 Decimal fraction soil group B = 0.050 Decimal fraction soil group C = 0.150 Decimal fraction soil group D = 0.800 RI index for soil(AMC 3) = 86.89 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial. subarea runoff = 2 .402 (CFS) Total initial stream area = 0.700(Ac. ) Pervious area fraction = 0.100 +i-i-+i i-++ +++i-+++++++++++++4+++•h•I•i•-I•+i-i+i•i+i-++i-+i i-+++i+i++i i t++++-1. . I +i. ..i- Process from Point/Station 127.000 to Point/Station 129 . 000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1586.000(Ft. ) End of street segment elevation = 1556.000(Ft. ) Length of street segment = 780.000(Ft. ) Height of curb above gutter f.lowline = 6.0(In. ) Width of half street (curb to crown) = 20.000(Ft. ) Distance from crown to crossfall grade break = 18. 000(Ft. ) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on. [1.] side(s) of the street Distance from curb to property line = 10.000(Ft. ) Slope from curb to property line (v/hz) = 0.025 Gutter width -- 2.000(Ft. ) Gutter hike from flowline = 2 .000 (In. ) Manning's N in gutterr. = 0.0150 Manning's N from gutter to grade break. = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 5.815 (CFS) Depth of flow = 0.340(Ft-. ) , Average velocity = 4.591 (Ft/s) Streetflow hydraulics at midpoint of street travel- Halfstreet flow width = 10.676 (Ftt. ) Flow velocity = 4.59 (Ft/s) Travel time = 2.83 min. TC = 11.33 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.839 Decimal fraction soil group A = 0.200 31 Decimal fraction soil group S = 0.700 Decimal fraction soil group C = 0.3.00 Decimal fraction soil group D = 0.000 RI index for soil(AN1:C 3) = 72.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Rainfall intensity W 3.338(In/Hr) for a 100.0 year storm Subarea runoff = 6.726 (CFS) for 2.400(Ac. ) Total runoff = 9.128(CFS) Total area = 3.100(Ac. ) Street flow at end of street = 9.128(CFS) Half street flow at end of street = 9.128(CFS) Depth of flow = 0.384 (Ft. ) , Average velocity = 5.103 (Ft/s) Flow width (from curb towards crown)= 3.2.891 (Ft. ) ++++++++++++++++++++++I-+++++++-I•++++i•+++++++-1•+•1•+++++++-I•-+•+-3•+++++++++++•I•I• Process from Point/Station 129.000 to Point/Station 3.29.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 3.100 (Ac. ) Runoff from this stream = 9.128(CFS) Time of concentration = 11.33 min. Rainfall intensity = 3.338(In/Hr) ++++++++++++++++A--I-+++•f-+++-I-++++++++•I-+A-++4+A-+++++++++++++++++I•++-I+++ ++ Process from Point/Station 128.000 to Point/Station 129.000 **** INITIAL, AREA EVALUATION Initial area flow distance = 780.000 (Ft. ) _.___•_^ Top (of initial area) elevation = 1584.000(Ft. ) Bottom (of initial area) elevation = 1556.000(Ft. ) Difference in elevation = 28.000(Ft. ) Slope = 0.03590 s(percent)= 3.59 TC = k(0.300) * [ (length^3) / (elevation change) ] ^0.2 Initial area time of concentration = 8.374 min. Rainfall intensity = 3.860(ln/Hr) for a 100.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.892 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.700 Decimal fraction soil group C = 0.300 Decimal fraction soil group D = 0.000 RI index for soil (AMC 3) = 77.92 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 2 .066 (CFS) Total initial stream area = 0.600(Ac. ) Pervious area fraction = 0.100 +++++i•-1-+++-1-++++i•+++++i-+++++++++++++ i-i d•+i•++++++i•+++A-+ +++++++i+i+i++ + Process from Point/Station 1.29.000 to Point/Station 129.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 3 32 Stream flow area = 0.600 (Ac. ) Runoff from this stream = 2.066(CFS) Time of concentration - 8.37 min. Rainfall. intensity = 3.860(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min.) (In/Hr) 1. 181.855 11.47 3.31.9 2 9.128 11.33 3.338 3 2.066 8.37 3.860 Largest stream flow has longer time of concentration Qp - 181.855 + sum of Qb Ia/Ib 9.128 * 0.994 = 9 . 075 Qb Ia/Ib 2 .066 * 0.860 = 1.776 Qp = 192.706 Total of 3 streams to confluence: Flow rates before confluence point: 181.855 9.128 2 .066 Area of streams before confluence: 67.900 3.100 0.600 Results of confluence: Total flow rate = 192.706 (CF'S) Time of concentration T 11.471 min. Effective stream area after confluence W 71 .600(Ac. ) End of computations, total. study area = 71.60 (Ac. ) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.745 Area averaged RI index number - 79.8 MAYERS & ASSOCIATES Civil Engineering, Inc. PLANNING•ENGINEERING•SURVEYING IV. EXHIBITS EXHIBIT A HYDROLOGIC SOILS MAP EXHIBIT B PRECIPITATION MAPS EXHIBIT C HYDROLOGY MAP Project No.08-0194-22 April 17,2009 , MAYERS & ASSOCIATES Civil Engincering, Inc. PLANNING•ENGINEERING•SURVEYING EXHIBIT""A" HYDROLOGIC SOILS MAP Project No.08-0194-22 April 17,2009 j I I�' S ��j�' MW pw off I I AIR � c &5 ..� ha4 - Y yj . NAP- 311E s ��l�� _.sr.�K- .e,;v��� a. �>�VV '�� r.-*���Qat\=� ����.����JM`-� •�1��� _ ' if JON Ms �, �.. �(xp J �y� Sly ' 11"l ♦ ,� , '�,t�.� t��„'G, ,�C;�Iy"? �r �� �.'7._ � •.�'� ° �' �/*� �e`'K',!AT.e � � r�{'�t��' �,��� G�rJ 5F� W �I �r 1. .�i �+.� . �� 'y� Y a� l �(.�•\Y �J O>,QQQe a��� FPn 8�, ,; �� � ' /��✓�� '��r t� '' �� `,fir. -`�. V-`�,�.� 1 �. ri��.y�4R•_.F�.c., i E���`r1:►��1�.4��`�"k\\�,._ ,JaN s, � .7A � }�,-'�'; �.. _ 2 1 _ fad irr .4► / ti��� .� LEGEND SOILS GROUP • • �; • ► " BOUNDARY • . SOILS / DESIGNATION RCFCaWCD PRECIPITATION- FOR 2- AND 100- YEAS$. I-HOUR 3-HOUR 6-HOU.R 24-HOUR 2-YEAS. 0.6 0.9 1.3 2.0 100-YEAR 1.5 2.25 3.25 6.0 _..- s_ -aR' •--- - ,• s. - .. .3�_ -•+y - .d 'Y .•.a-s,,,{ 1-i?'.. •„;.```� � ,Jf'` - .; --_' >7� `4..:__.. �� F �, 4 `i'{.:•�. ">;r iti r ` r !' W,t�s _tE•�_ �lT-`�':c:."=}'v?yt 5 -6 fj �� hl at Li'.: c- •+'�S•1.v _ •, a-AT_ � _�,� `�:'i� 3 �!� _ _ r ,t : pig 91 7� t ja L - _ �' .� w _....�.`. �'`•.�• <:= .L�P. �.�1:• Wi>l�- •i• Fes-_.. a � r-- ;• -"" _ _. .' ;•,�`'rr�'�'-:.•.sit,.• � �a�•••..,•:� �` "`^-':'tt •�.'_ �r� :� `1Y -_�-fir=�� 9�.• v.a� Y� --"r ::V.a:Q.c=+= ` i' .��(� i _i i d - -:..• z ! 7 154 ', „ - - rx. rn � _ .. , t4 ,c •lE- 1 E g ~ .,. '" '1 .s �teClhrsYEG NOW�y �' y .G rY t • Yew A' !ex• rf" _ t �: i.1) rryy��.Tf; �r ..n qq ` ,{ =F1 yrr• '� J-.ZicC�a.., _ L- ,y,"•« " + v :a :TR•"' J-t� - - y •-4{`^t",1• - sz,}i i'-„• � AJF._x:a;+xd. �••r -01- �i' �r.4� i"("!"; 1. i_.i� r 6t.,-3.,i��r �asA•Jc,,� �.tY_.t� 2. _:`+t- r. R:r•..n'::1„•.-;..t;-Y�! _•a..'^_�'GS s�:?',r- i�: t .i:`7�"-..� a ".'.rr_tt.. '! �•�•- q. c.'-a-c '?i -tt _ _.sue •v.••;j• �'-•• - -;•a�� -`{P (7 .�`fi-'* " °'�.tyi .,a, ,'�{"7•��.a �s[ ...♦ "rY+j` - '0.•._ .i-• - -- G"5.b. rig 'i.. ,,....�->�1 i• may-_ 3`--_' - �_ .., 'P_ yes,: - �5,,•�s-jZ{j• .L 1 !l :. _•6;� fr,• �+: � � _ �� t.�--t_,• - "J �.-11 ,'\ �_ y'Ii -.sn_l++ir.'nwrn.a'-ta., ..__f_, - - t K .,+ ••Y `r- .'Y:--i• ... -=axv. 'r-i+.. ti• .�.• ,:aTIFa : _y a t � r .::1�, wr ' ''�• •�.-r.♦.•aatr'2'.st'•��ar.rry �S.{1•+i.' _ �r r. ,.,.� �{�. -.r ',t.5 ` tom• .� "b:• �{ � � ar t� t�, , _ - z)� �e?, 'F`•r:°!C�i •f'C�--. ^': t .c'• �•sl ,.1:;•::. •.Gva.��: •2`_� a•at: 1w s.• t}, t de 'r.+_ L ..r e'- �� .. :e, _ Fy_ v .\ r.._ F��- .eo �'*-+::• •,s'it: •L •s '�:: •s:-' .i• ` i i !{' t. � r �:- - - - ': ._ C:a- 2 +oa L•.4- :'" .�� _ '.... r S!'�-1r*• _�� --_ -- -m..r..a.�.�.c..�-...• ty sa_<<♦i =r .T'� u�+. ^`.• �;:.:.?�'x��;: ,� �_- - r:---:� �,;:' ij, �e r`' _�h�- '�`�#' �}..s y _ �t- a 4 ..�^�' _:t... .z'.s. n�Z•' �� �e>_,:.J ,e,.-.,r--ae5� ! 1�s _ ,,�'; ,SF •rrI:•.!!'tt'� ;;::f'•4•�,�+�,...d-"'}:.1:.`r..J. -a•-'v�j, .:tiv_�`+ ��e.t'�•-.dy'••P Y:%t`-. r :an7' ,7:;�i '2e' .;a'.i::tt ]- _ �=� i@T��.'t�:;•r -,t' _ :�11��'rci33�`'�tP3�t - p•r:anx"3''- - . i'r .1 - a:.� - K 'eaij,a.z" '�1•+�'{_ _-� •r,.•,•-..: � .: -�' ;: -:au :_ �;S'C•'11��_••.:f:. � �7ti :.•s ':� � _y:�:r{��•{}; tea, l• _ / ,k*.-..�a:� - _ ;a_ .�.e" t , ��,� �.�•y�.i 15 d ,s .. _ _ •,r-:r-_ _\�� .•>• i �'f „s.c:e•, :�S r'l a•..>�- '� T;-t�p}��7., .La�:2t`�. Rr,. .a' ..� £.r `.�-. ...s ,a$ 8-'}L is t'�^ :ag `'# �� � -. `•�+! -eas,� �.���•_.[ •eer,. 'rr - tT'ti�a _ ..Li Y. �` 1.+. .�Ir. L�rA:'i]! L C !hi,7Y {. y� •„'i°- - - r �'isX®1�• '"i,ct' !�++1`..�'tiD�ig==u -!'C:�'-.�-:. -��. - c,> eat=';..~-eyes.< � ':ldt aro -- ::n_'-� i.ib vfn d;•�• `;�J>' ,rr` C,,`•%' '�r� �L.�Xa'1 '� "•ti, f fit,r�i+� taliDF'_` Y. _ '.•� � .�... -. r. -..'' `-'-_ .:"<r 'e-ti. erg•- ':1���. .'d ;t�.' •�,�e-iti► -w- .�IrS .-•J} •r F:' r�•i�� ...-' _ ..+`Sz rt �:q' 'h '7 ,'C- �} _ -_`. yr� x3 .•`1 1- evtf% �l:" t: r v -.:.iF':'•"x7�"'.t� .�� -- 1�•.- .S." .�_.erP. -- 85...-`• .;ij�` _ �1c� �;1;�;?wri: ..r s.. �z„��. isy.•+...f_<., `PG-,: 4 �. r!,-6�!.. yj ,,.,..s:-: _ �a,'•4 '- -.�, 'j`.I'8im: s L,�c:^'ra �E�'T" :�_a-_r• �' _.y>b �G' '}•.•.':` � `]��r' •r,. rr •`_..r.,�1�J �r -b.'•t•+#•S1rd.'P"�== ",-a6s•o=`.:-,o�_ r!. '�,� a'- '8�.•.S t A � •1'' r��� ,-t,� J-!" '.`0?:.1..,._-('G j_,.,., _�,r< r4a ��,�+� a... •'. y:t'.,c tL,t•�., +��`�����:•YLY�c; �` -"`' --ems' ,A'-.e' a'� -�k?P• �'��+r�t+e�l:.� _ �• _ �.. �` ti.�' '1••;•. rJ.' ��'��,=r-:t�, �: s:l-t.4_--. •a'{3�: e:.�:,e 4. .x .Y."`4`�ftS '..o: _ cbvc�. +: -+--- s.t'�. „a4' 4 �.r' '• - ••'€!' t,J:.-. -�..s c.. "♦rr'• '.rr �,.r L wit. 1 - �''.__'`'� ,e S• t.t a a Y• _ > -4 _ � r` vF �o-.r��,,,�c: r .. -. •-eP° C,,yi;,<-`> .,z.�yr�t. --t sr_t�'-•fa:+a'ya:,i:.`c t �_ :Lrf'! l is Q" @�• : ff i °- .� z�1� 'rSr,. o :z=► :r• P- -'�"4 F ;r :V q s _t �! .r - r - k r s_• -e.�� v• - . t•`J s.ta 7- .r4- �..'•''t1`: •,1-- �t - •'.w_i`�.=. E'LLi�. _ .,Q• •t �--ta.a - l s+.. r _:l:'- -ram R•R. .k a7,�.��ll„' i°t--�: w- •a ;�.. �_' :(r .� •: ` ..� ro '� y` -.•� C�' - a` ..,� :a. 'ti �"t �' •i. r�Ft'tr.: _„«,U. v'3� '•• r p'• ;. 'S'_: �R`+'�� zs•.•a `=ice jt�,.'�`:, 's. 1, ``-�.' =t9 f6: *:•' r.a• - i• ...?! ..!-i ¢L•' •'tz.. lr'71. }'f�'.• � 3•®1 .+,-.;.1... •��@tl� err:. •L+.P� 1� �� •� � a( � VA- MUM, �; ✓< „�'r'' '''"�`::•'.p' � '[T. ��" ��-aj,•�1.,_� r4'��.f1��'r ,.•�_ .r. ' '7 _1c.•.. .t$ih+�7's�� - - y.i.� - '`:•a" .i r� ��• ..R*it..�Z-�„ �r'�. r:`- .5..C.,t•1S+'w J`S•:.i r<'!. :a +C�`l ��iEi - _r;c ;..1� ar z . ( .c "ha. •r �LS'° •.c d4l(.:.fFLr,• ._�• �g4 .� '1••-<-3ia _ s-, w a '"tc5 rrr Y r�'� s• N t:' t'.•'";'!•g'�f ..r.C- `M.. •t a>'c. n --�'fif .' •,�-=: �,<. ....� �-"ir U,r-:{,. _-... ,!• :l�.h 1: �' �. .. _..a..�-i'ie'e-.` =a_�a., er 1�� " „, •••C! F e�Cq Rr r "i::.%s.4•t1s'tS•t•rL+' Crte`_,� 'a..t-\.- .._.,rrr.•.:.''' _•d♦ •e:_<1':_ _ ,«.- naac.."a++:-G' 4::.4.'-?,..,.`y .. �•°k• L 'Re• - ,i, � �. -- _ ..A.• � a r _ Sr'^ .:b '.l,o.•' �r:r('c,C-�.3:` _'•ti` t" ,<••s "` Y 3t' ,A t! 11'^- '•�° .j;-`\'at-+�•:.���>•tf�Y1,.i ' ••''"'sf�a.- ez•'" rt+'-•s� ' -1•:X..: t .z Lt_ ; '��D •-�. - _ t:r '•k,' �; ••�,r- :•36't•�t'�.. + _ - - - a:� 4 -� -✓t'>_. a -.��•,�. _- .,q•"'S;t'�ar--. •w?- e..: � Z � '�- v .�:. atf• a t �i,. �.E .fir 'a" J�t`��'- _. - -«• F •tLrf !„'. y' r�r�?`'`= �` ! �a� �'.•�• •r.P,�t,t .a�.l;. :•ro.�', '4 •: - •F} '•t• `•s._ _,+ ;146L•t � '� .�..•¢.- ::•% ,_ _ - .iCd ,-.^ ' ,�,�.ic•.d "'V "� W. - tUtr f - .1_ :r.._ a.. !•,;'Et �y _ _ ��.,•. �,p - ,.ls�^" F. ,l. '�`�° .� :;��'` .�!t-. •t." ..Et{f '�: ,�: --t. . •c. •c'.:'�. .a:•a.a�d fit:•=\�.S...L c,p .;� '.X;`:1T. - :'�-�.-�.. •w ,rt 1 t��-rt�•, {, -�•-'r.�•- "�,`-' •'if'�` --�.ya�.�� _ -..e'�6 .Gil L7��.-$`t '=�"'r'••r-w -t'Y':::• •_a:. '•���L• ;a'•! �:�:r�?v a�• •�i'%.f�•..,•tl�'4�:''i.'; - All, }. , � r'.•� �j �� \ +• f,''3 •�. � - =• ._..r P,S�, 'ry �'>1!.' '.�..�t�•c'it{_":s�+;3r,••�.` ��j . =t t'�i 'a S' a'ALA 3f � ' t� 4 �, �4 vc ,' ?rl rd aa. r ,v 6'ti9.;.'�! ",,.: ,r:• ,e<. � � -,•'r yy .f9: -`t,:,e -`t��•;t�.. •:�:3vS •�l�... �'t� �!r. �,�•S hC,a -ar+... ,.' �� L'➢ .. `i- >�{ 3�t•7 � ��!1a wry..!rq' -�•• 1� it, <�•:• -�► U. �? 3nv'�`--Jl .� Y� _ tS,6iti.= .� .,`� -iT ! ce�' �-:•" � d ♦ iYdl1, d' _ •--:VO• v -S 4 -17 � < <l9>•' 4_ '•^i`A•1�•'�'t:.:+l.•a+a >' .e. ar:' 't 'fit } �.t,.- �. #<• d t °�..•� a -° ,n s@ 14di`it<t�•�;.a�F tY iY1 € raG9 .• �.i z4. ' ••a, a -._i,t •,h- -.r.t�y� -+r r- -. riC`•' a 1, ':@..c. i/,t,:.`i. - ,QC,���,� - _ •�.;, r� ,1 t r g'� .. .. - _ r •a1R.ad /_" fa`9 C_) .1iE.1.1•' �'- r_ '~�.. 1`.y :tiC'••. - '1.f:N '^ t_". . , f'1..b •b4� r- tL @t:irEv� l. =�cjf1,� -t6`'<• 1s7 i- 4a t 5, _ q}�• i { :r _ �,y ,,- a� > ''� �=-C'.m.�.�r _ B .. .Z�-'•7.3 ��e:iz�':fin. f..l:Y ��j'r,� ���" �.fri�':-' :.�b���e't 1�� .-.�' .:c=--�.__��� ro••�'J�•`i.€���4n t•.'v.:._ -s '..•'�''�i�•�� ; r. -te) .`.ter.. rih: '�,C:s:_ A•'..�'t• h.41t.Lr, ''.d'' .'asG. _ fSi C.s;Z6rv. F.. 23S�+,r" •��gi°`y. .r.et --J®b'S _ +`1C( �.�:E'^t-�n"' .•A'4' 1'>.: . ♦� r• ztiR L. 1q♦ ,�', - 1T - y �!;,•F.••y- +„ - "'"Y--_ 1 b �"., •1..: _'r_.s.r 1 p •.'{"^" , ,,�5�;t "�:. k ��••'�rg�.y\g3ye}r(y: •f •, � }}�Jr1p. t' `sir:^_"'- .a,'.n.__ t�`fao �ti.r � � •iG_ %+ W.'.+:.e'tF�'ti {� a+SYW! `r l '��§•�' -•. : ' •'` !i'•'P:-wIT'•.�a, .i r� '$' �t, £i. Y4T .-.� _ � .S J�y� � Fj � c;,.Sl �?•l.y,. .:� �:,,,`. f'Lr' `�'S r-la. �1 �- +,�,� ..'c ! �;'•.. YI>,a r �xA T}} k�hs f e �P� ��_ _ E f.l i 'GJ .� •.`:'ih' ='1"- nl�_ f • 7.'.`9" -: 'is,' .i - �.y-`@-- j ftJpJt•�r`•-t`�- h. .a.. •tv .F.•.�',j ' <" • 'gyp �- j '� it �.1�`om-L�.<rr� ®141:98' 'QL .• ��f 11, S - A l,< ti- t r.- �-'. .�Y?•-! �. St''�f: 'L � '.C�. �� ,�l- �s '`:i e ;a` i-' - '�.. r•�?�!i•, e� '1+� v.. ,4�rt4. ",�.. _ � .ti..� , �- a •c"�P 1v .����,�� �- sA:•a a r' f m : a .a r ,_z• ,,. �:. •,..1'� t`L•.• iwa k�• r.Y : ''� �i �a `�y" `'�- •�- �'w'�'• wi-..:tom: yf--tw')>>.(ytit : sty. rf`SF`'F^s-+` s�{a�./�•�' - 1 .�f ' ,'.-1 a:- _ ..� J �` ; f �- <'.'_: --`. '�'� lL•.,• .�.r-r:•o1 l - •.t.' .j, i- +�'•' '�`}'`L.`CE'-« ....._►t... ( , _ :�' .�F 1 t �( .c..i• x FL^.t �r S-',- fir-.. tr�a.-d.� .,, r o1S-ti 'a �lr�,s•.-.. �k:. i�+iftu+T' _ sir $�. t tifm } ?% (]' k •�frw. ' a'ca }t ' ,tL^ d •r.�. ^1 � -,i'. - •r�r I' �= •n`4��-,i '•.'tv i e NOR kt4• •tib. <.nr� ,I,e �.\ n, .. p" „ 1 �' f �l. #c. h_-�. ,r� "`t w:aA C... -�r.. �e: '?''M �11�; r,,',• i,J.•✓ �' d;•..< , .>,f aA!• .A ;i�:f' L" •♦ ¢.` ` "e7 _::5'^re' s.a A f > - rS . _.ew-nyvt._c KN'�. ''� >g `i 5.f.s,, r<%:r ? .'�y1 l7"' , R r vim' �}' a4•r vCy� :�. p,N�, _ ai. a , ''^.ft [rea �:r s -!ts. a�3s�L� � . . r>' • 4'SaC•-•• , ®Afiiv.:! -��§X''�• 7� ••Q.,r•, . :'t 'I•'•' y :• -v. •c-• . :�1 .-l._e( '.C^ 'R1E ` aS �;1 l + ;r, + ltj a ®. _ 4 ! ;t •.ti, �-• py ?s r�r �?..e4,r� r` %� :: •i �' '<� y� •� `? I° L t't /L_�,:�4i}� i-�es:. .�• '"-' _ t•"`.a'.`:4 aus r tr`9¢. ti:'•.`".•.✓'-,,�s- •316i > -!�ii6 TlT..(•a-r�7r-'l�� 'r:- �ti�l +'r•,•.t Crc✓�}�._' ,.. '4•-:j�. .ti. ti,41 min �''�.- - -�.. ,.� •r e. •4�?l .l.:_ f.. ''t �� R rit1.`y ° 'F•4 !• ( v :a��p. ': ':'= <e tv - yrv. e "e• +3p ' �' ity t.rir - 'y, ,,. A7•• +s C L. h •: �ke_'9r t _ - ":�tr tl �, 'i' '' - l •r;-•.'r,. `1`` t' y t,'.� :c.+ �_. - a. ,1:.,.•f_ �� r. .r. a r•• P. -'s al[ t,_ t •*ISM. a .-d�` t C �� `S ,lc \ !f, -' '�I <:�•.. �. .;',ftr �;^: <...�. t-: '•'4"Ai�,'S1d� .+'il. .r-r ;5 �". �` si. r:,. �^7 r�_ �w 'r'.� f "' =`��,..•:," �,y� r� ;�ti,` .'•s-��Rl,� d�, �. alr�3 -`I n•a•'- i.�``;' .�_ N4*.. :ra�'or F°'6' @.s .�_s••..' ,r r� �%y(1;�4•• :tr =.r,_ 14���! � !a :-4t._ .4;. a1F'` •fit.- �', - t� A=9 a:r • ` 4.3T� f a:' .fir �t-',tQj `.• � "L� 1!-•,' ����.�`•Fr;• 1;'il •�C. Tt'. - :vim.,,_t u'.`i:• � 'r _-S _ , I'►�t, P�'• ! �ir`�'r'�' ...'l,l_ttd•tiJ•q'- ,)a _�5•l�n"` •�'r rrrt- `'fi(t •.•. - rA �O vSB_. -..,1 1 ^a'L �+lo! -__11'Q .�,*:�•.:c�S,'s'u-�'!;�`'''•!_.#-��ut , •�•L Min {�,'�"-L�� •L,,. 3s- >,�s � -ifa r '� c i is..str�y, 1 -,� -'/• ..::s.eu - ,:n.•,''el,�y `g.�P_t- �•vR ,o-. '; _ .4 °° -•tj� -Y`•�• ''`p� `- �\ 1 � ..� � ;,1'��5,,�' %�� .r• _ailt:r 3l\ �"< <`�' •fh!r. .Q}�, •�•a.S,• t, (;fj!•��j ;•;Gr aT..� �i, .•tea. CY:.I. 3••a: '1, r�q,ar^a!1 • .�' ''_'}�` N �pt� rt4 - � � r. •t _ 1 \ �. '--r\i_ �.Y'_'l. /�,' :�'1 �-:J� �.d 6t'ti` r, ti& ts1'1 S i y a. ( 1 " `Zl { ,,a s 'rlb j ,L¢4 ?• r $ ah . :•.. • ♦ r; wr.i:1.� , � #r' 1r: •�..:Ut:t :�� ttr. �.lY 1 �_ zy :F � >- iC.^p .: _ k t.,� V�.a :. �+ 1a. V)` cs '� y-4�.. �''i.1` a.�•}" .i. :� �'! •' n.':!`L = � 17rY�'�'+.0 , ..�@r of .� j�� 7i _ - at�._s�aT.�.�I .`•T. .;( �'. jld r.•-•n4P•_e•-< !�- � ��,. at. � ! l �' f �,r .F �( ,c: t� �- + � �tr�'t-. •c��'�P f:-'s- yf. ,�,f� �e. 7� TiFx�":�* m 5' <�-.,. ::�:'P":; tz�k w 1 'Y' c. dr' .,e i t= t p" J_�6 A,- •- - ti a1, N•.�. ,:r.� . Sd'.Y:l� a 1� y Q ..;�e,•••"�•' � � `�. � � �' _ r., _'� �- pk�,�•i: •dtfts• •:>x.':/,�f�,l ••a?.:��.52�� •r::i S:'%;111 �# '� -1a�4. �i;r_ r=ti t�.}._ �,., G. i ei r�.'i.:a _ .d. - ••� �, - {t+ ..t ':�>•:4:..\r.,�^t'Y'.-•er�*. ' :.a• •t, _. fir.<.�.. v:. - - - •.,.. ... +�-?''Erw--•° i•-`a rurY•. ,h rt•••S:-L.. .a♦ �_� __4i-:slr.•G'� ._Y,{t�gy'a � �( .�r� dr:�,: ��:= '¢`�'e1��.�':.'Y.ti. :�1�c .,,yam aJ : r�'.. �•2 i_ S`f'1► !'k �g� ! - ( r�wk4_e•�u _ f , :(q�:i i ri1� hSr` •h_. � ::-< n r �� ,•t"F fa\.t-` .w '� 'a' •Lf - - s���•_�_- {I'. 's•.; j.,. .� �P ; � •: .Vr3 x ;P _: .•s•z. R':4 z F71 _�.ci?'•-1< <c::r; r..( :�•.`�,_�'- - ' -S.,5,' !j=,`} 3� , ?,. • '1�r:ft rt ••� [!� FfiaiR Ft':K. 6F. - ._r t t C( V 1,6adt'vt. a }��s ` S 1 rZi y�l <♦.J(� . L:} 'Y'i'. �Tt�]Y�� "lyr:.3 ��t�� �r 1.��" �n 1!! fc^� •...>/wd9IV /Jln'_ I• •,1� ♦ a �H� T' MITE, .s-F.• �i..+ a.r($>L 6 - -:k:•x D✓•_.�' - 1�"�' � 1.r. l+l,� a 'i12La as :>'tai' :..1�: •'=f.4. v°�*- Y®-�,s� v�,`'�'sr, �1�!�.tf���tr � .H'i" � 1i;�' e�f 5,'i a.a d,:� 4T:�-; ':'ic_r3• .atA•r� - .& - ---- �: �. 1 l3s[i .:7�L:s+. t :r; •il "�� is r.' r �(r 6{$� r4 N-f.rS ���pt�i `4 +j L. i ^'t�,aK•_'�c• 1 awl ` \E�' -_ ^`W� r 3� \' S..aa�:.•f _.'i:-• ., ,,. ..�...a,V •�.'_�,` r. �`1••F(�� 1•`'tl,,t `,$ .[�+' j. ....�':�a�.�' �'i�7' -�Y 'H e•A:�i^'-,o-+`]P-a'l .-tr2<�f �a,. ir;ek^'".,�..a fl•a 2.'41 ��j 'le •!•�', _h, `Fy-'•B'1, "L�., '<�_ i f. G'i. • y- .�+iY ,� 'Y }`=.. r?!.' V r.(>tl� -1-.,{ K �r 41 .''•1•1 • tl••fNV,N%H1.+/ :.�• �<' 1 �� L. 3 '�- '',�j ,L;i�t br-`:-. .- ` .it c.5�4 _ �`SLt. ?ABr�* L r�s., FY (, PASS r P •lya - r�; t r,, %:3 a <"�:,:^ �l .;`�1(l., :cam , itxtrr}' •9'• .1._t, :•L:,!(.t. >": qat} : 1w3 s p , *JL�. yf . = -•r 8�> 'a . .: t r '1:� r rrr `tita`a.M1-«o.. .t' 't•r� _ I„ pai ��, '1 t�•'p•w'tt K`' u` '-- a.a 4"7 4- 'S'- r .•r=S:�:+; `li1 ['�d' :8:t� •-.. L t 1., �s'!t. i '1• i._1!'4!' :(':ti rs:•- ..,.0 ;-. ,r w'{j .•, f_ �;"_„v j�, 't." `�'':' ' tT�� v a �• K (j�, .�tu ,.? wStC •. - ,: f ':�„ �t_.Lgw,t =',:At aYrci'. f a,( .Sa,Y �. ^' . .. Y-� sue". li v�: -:i;� :► �st;. ti.i;a'•':;?i: :i. �i - •'(�►`' �{I.�f.1 .`S.. � c•`a.:"-'S5'fi T: r ! `de_JlF�� t- y•@� :sue,...s•"_q •?'4f .'.�C+s ,sY -, 'lw r at ��_l,� 'z� ;� f, `• �4. r^."1: :.•,'2'` .�a �jS.� Y si � ' � - :�«�• i s `r �••�•' -'t'f' �'�L •�? ..•r.t. -'�' ,u ..si '� d � �"a _ g. �; 1 rxFY-� .{V�!�-;"4'a.r .'+-Y `"�d_' a. ',, t •g. as �, a•�tl .` �t (i. :>�F, ` t. �"y.��r. �:• 1. _ ". _ 7 .,t4:•r �. .. fig. �'�� ��' � e ems' J t SM- �•`e!�'4!• z�..Y�iria e� r: �2� _ a CM1 d . �.a•�,-•.`v"i�e' 1• , r..r':= �, 3.... ,.a` .._tit v >�_` 'ram s4 .v•..e. NHS :.�,, ,. ,',i{, �`C �i'- �t,a +rcQ- y �>' - l •4,- sta i�Y' ,aS� _r• ..'a.{! �¢ t's`- >Ai.max, si_.., (�4K'• it y R }7`� z Ir'. •�.. ��I -E h .r•• -1' r,,.. 1 Yr''r i J� - ':scT"� a ®®�� y9r F 11 �j Y ,� .:.rl ?J,F7 a' _C P ._�-: ..a;-:i�,a-r.= - ,•L„ �,. �� •P :sa �,�4`'Y u ,r ••+>`� ,r -q'fl r::.,t t�y7<y •!-ri\.j,;• Yr�•, _ Rf `r•,11 ,:�' .,�,': 11•>�� .. <!a r.;P_' e11 y, j{'.,tt �.-.- _ :F' F "�•pW%rt. 6J. k�' a. ,a. r. `•�. P1 �� _ � i _: C 1, „�'�;?r - PI1, I 'K; ,,r c'': .y`�.�._..�:S,1, ,'M1;"4.•al'+.1•!"' :t: ii�� .e'- g'f•,-,t�z,=�'Kr rd} _ a-t,7 •t.La__�.r �r,,f/j9.. ..ant= cc n - ..�-• r_..7^!">' .w b: •� �� l i. •L "'' �.♦'fl r:�--r+ •: ?t'?•a. ?•_.:.els. ar x .a t �1_'t_ ^^`•ram•-,%,,.,.-.r �:'�4af>`-.•'l' �y9y`�k. �c s�_o .id% - „\;, y`•� iY �z 1 't ,< _ :�.�:ic�.G'�„'i' J:C,... •,••t'r_ -y w',. *o..•. � �` �x:! 1 4 "„' ((� ''�.Y - (y. 1c7 r... :, 's' 2+�.:!A4�iP .t f, ( /k:t, `�t .�. ,Y� _x`Vl.r aF�' :r_: •:-rt' ' y � \!V• _ s' !'r-, , 'rf•l4• Orr-Q.,^-,=` -�'it _ ���� �- ' t� Rrr.` �t'�M _ P �`• t "rtl e1 l' t y3t';al.'rd-•S17•, .ti`t.ea!<�+.., •- ,t l..r,s� .11 s= klt '�,•:t; .c,,« - j,,\ 1 !�I�i, !n� '�, `lt -_F( �� �`'_ � (`t'^" +r,,'' F`'e.Lt a(! N:� £+.: 3• 1}fYi _ �v - !� �� .lvllr�!::��f} ,1\' _ -�•�a' c ':�•' :l G �l�t _ R'. 7e. .►`: r. - t a �, '1�h,. t r;^ • .c - 'p -J�, - , s i-•h�" ,/:ix t '�;,� ,.I.o,r+' fC: e_^ lot � y'•s i r:. p-I I .t a aa :. _ 3 < a s .o=o. Cor:. q`.- .. 1- t < s. tlL � �r� ' ° L'` •rams.• •�td'xa:at .� �, •., Y.� � .. .: � " � ,t_� rt_rt>� a P •4..ajbra ,:�� 9i ts�� �! $. $,� 9#i+W' ' ' 'C.n�"" ' 'fi43'' � � �9i- 'S:1 <. � I(�a�y? . . f.�.• tt' .A } - _ . , 1 n. i �. .� f i� � .:s..•� } ' ... r ;, .l.a ,�.l �- � ` .?r' �„�.ta R• ,.er\"J,tn, f, 'Q' .,1-C. - `., y 4-• y F �J _ t• -ti 1,R�4t�:. ;�• < tib r:...3 ;�6�' �' +P-,3• '� F '',.-• J j� ''4'h�l �. 7,u �' {,' tL'j/• •.44ti d f 3» s �y j 6' ]r5 -" "rt, •!'L i! :a; 1b' a •t" j (t6bi a a e q[ sy� t ` r "Alf t .ly '.1f, �r + f�{�_ l�i .W 4:Y• - - (ytl '� P4• '• 1R "7'^= •.i.:�l .tj,,, •$li`7 .hY .. -,Yrt. ` • G '�.•r ,,,.w^'""'•� 4•-. l� d. �l +�t}� 0 C 1'1•tl.E.. L J_.rD' : ;�t gii•� ,r•!F' �', �, tf3` 4 t e.• t i r� �L�. ��t' • �'=�, 'tl 1 4 L AIL: r� �`•F,.-'a -': t. _ s,, ♦• _.S!•w` � v' '' l', 'p'<;, '•7 A• '• t$ bn! r 5�-',�! m, •.`j, ;y7,.. _ gy�p++ �4;1 y r' 1"'.&t'.,.�'� t�� l k...�. 1',_ f r , -.� 2Mi --r ,1. •''a. � '�+ ,�•k�-•t "P 4 ll'. `'i{+;`a '�/r 1T e�,� -r �. �xSf`s{✓ '4,. ♦ � , ; •�`- _Ytt�.=•.,iA't9riti.'•� (m'i'�,Srr'•-•� ..} $Pi•'! 'e >,fS t Mra.- �'t:;+ =J•�.e• g ,.41•y „�•..,„5+ •!r:-.,.'.. ° -t'._�yAu, .t '{S ro._ t,, r�N ®i c,; •r r r! v� a aN,�_ .r,S A. EXk+�l=�:n,ti ``rr,�,.,-., .'4yYa'� ..•,:X.t-aXt'- k:.�•?�' �'+' cE•'L'� t � 'd`'`��t "79r_L'' ♦ .t:•t:.ki:. �:y.-y'1...�cErvff�L�J ktii�'i"1.3@6 jja�rr• g ,r@<�jp.',e �1L _ s,•.. . ..+�, VS� 8 I• ,� k,.`a4 r•:4�. rw�1T„. 4 - q' .1-, � '�' W @'� : � a� I•�S� ta Ntt�{ ..,� :i ..=tu• .•r . -S •'dt-r e �,,. ^' . 't.' ;r "„' al'�• G w .I+i � rz ,fin _t�- "as' V. .' � ,.Yr� r. +•�.a� -.�Fa„♦- .rs}. ,} f. � A .8a M. ",d,' i4 AK ' '�� f •�t ''�ia�e:.-\.�ti"•,�:�t'•. •';�:•h% -� �'• y " , `e\o e - -'a�±igg.�, - 'CI' Ys :4 -/'�._ {��F .f• �, r:r'?t. C{r� I�--L .1/r PMr.r_.wh .��+ P ' �a f+X' .1V { 1..1 p � S b. rn � _a ,.5 r l - � �+ . "` '�'+ _ 7-'. L !S•t•r - e L' •< '1ty,' S•1a -'E s i'. ,` ( ..i! _�� -G, b. t _ K �a'P$'- ra��••tt'!!1 :,••. •..• -4 . ,�t fr �! '!�• .l _U.sLtw3Y.a.A�AS�SOF. •' �W�_Pwt R�`�^''_t!l�aq,y�{�� -.i :1F>' �q,�'.tyl Sf�{{'� n, ti` �. Q, .- +4•�S�.i•LIY:fiF!r. E..;3•`;, 'a^ r. s wy,`_ +sue t C�� t v3"',. <J^8• •yit-�py�►;. �i�1 I.V l• .-• .v 0.' - -f �t �16T: T19�-,'+"� A�� �3'd�.W � .� 0.> •f' 4• ,g i .F lrt'•"..;•e �r�!!��,- atH' r �--�f >s, W � •� t ��•.- t .;1.._. r• Y�..•:, _ -ti!a,t,.�r. � �v. �y`y,, ���'. .ram`. �.,tv i ,�e.:,.11'. 01 .i•: l°+�: <.p •1� r' T` - '1•�'Cll�'c� �d,1" .r-. �" ��.- yr �. �t4 3' "•_ " ./�i ..� �� S' ". .R' C •�7 ,.- .a.'r ��.-:._•<-,.. ,�" _S � AC=;•. r,_ ." r...,.�a +:1. t+;til7Q•^F. V+ �. t�` •, •=ARMx�p!•e�.�^• r.-'1'.,,tw E`I`'i�r -:•s, �.s !`.•_ w��J 6�' �t _ 'F}r.._ @ '�:•�ly�'��, �r' i:; �`ti r ,i..:_:S..,`".+� .r- 't• :... -��. '�'`, R +1� f'a':�- ..{dlgu"i• d t� u-.�) A SCE+.. + "��a a1' Ott• X.•. �^,: �F'.° :F 4rat�'_'.i::��`.. �e :•..r s: �. k. � ' '�.i. ..t •3 +ny. '•✓t ,"�3:`"� �, .;1 't`:, ^C'�'+ -r.� � en "C. - '•t,,:�/'e•'`•_s s','Fr� .%IS}��^•��..�- Y� �:ss-'eas-_ .z"" LI .� .a�,. :r,,�. {p$,(a� s :j¢^ 1, _��it)L'.... ,r'•i. ;i,Y,.••_+. � tf `L 'gyp,• _'t r,C r�� ,�`�'.aj.rr.. Y! ' ,v. y 4 ♦J",.- {�• �. .Y: r:�~• g` �i1;. .::Ln '•'s1__ f$L F+•.r�.. rR. '-t+l •e,E i «'' hr ��ti �... }, _ �x,;• f{i•.-:..1-- - '�C w•n 'FS, '&� rat `r.. :r • d1. .. •t. ,y }hl�• r .?�� ,-e•,-'�,,,e t®>._- a=` =,r' <f a!t•:' t •:y-: -- .E.. •- a9r,r `ti't`M 1=f r j a'jro C, ♦ ..r''-TG'y^ _,t.0 ,4 f+"�. 1' t r., o. , y ` i < ' .'4.7� .:k - 'tti{r:a _.3• . f. s a. r• i y l8• 1 wp s 7 @s �e a ��� o x •y t sds. ; ,r if? ;a ' .�}e i S� r` :r. .Jr -tit, tarty pa .+=..1.. F s r t iu � ti in•.. 115E- ,: _ n :` J. �: 7� {'P , r i�''r.` a s'.a { .T-' ..; -3 r- y •.q5' .e ,�]a •a,_. .�,..�•�p�.tyc;Nt: �� } sP+'.R`p? nrat �• �' �•::' .n.:'_^ p„' ;�,�" < � `.t`Yi;r.+ Fw. t. ;X ,,.. f,•y'-.:. �i; F_- (� .ice§.. .,,,..r:. - j7��.c1�d - t. iL' •,a~Im ,�,.,,.� #pC.- i ,L.4 :r •+ `^ g' Sr• '•. . i . -!, :.-�r _ ;'• si lc^?';-�':.,fl .4 lq rl "5 • ' "}' 6;� "k!'Ya^,,'.` �mAIIt'..3�af+ � " P >�+ • nt•W�1 ` F _ :�'r�'t 4 -i..+a•.. t' � •c "• �7. fr',I '. � ..3,^•.',� $=f jS� '•}�a �l a. triii�:�a". ZZ Us.{, � ae a ` : gib 1'. �c .�. Zt 1• 4 ,,.t.... v fo'(' r .i1�. ..y„ ''�.' •�y, ,c}P l('i�"a'G- r�=:�Y• P -+ice; * .��t�L.i; '+ Mal ��4� � _ +L,ff '� yL!Q..•� � 6 .lr , :tfh -., :' /'`a,^ :`++•s .-.� - «u�•f ;`jet `,• ., ��� �• t;� d- •_-,�'.'•:�•,� e •: fi�te ,� ,,.�, � ,',•A {�,f._ "tC}d7^,- spy..,., :j `` ,"�Cia:' -.+�,',,.,..;_C,� _ _., iya] RI �•t..a4'- C1�.�r S^,. r' .. K' ty >. 1�cfi aY.t.' "t° .r.r �� ",, 4 /•ti^_ ,�y (t ., �t �CB z: •;u •y t� r?:. . s �. L.,,Y� •s� ".7':. p `�f; - �1V 'tlz' t c ae I �a' •:lyjr'.y ei- N,. 4��,a3�1 tf. _ k �^\:. �'` '�a s,. ,, a "'tF".�'"•' L'ir. �` ��''r`��4-=, t- :�.��. '` � `:,i`•1 wf t] Cf• v,Y :,.. .>- j - '' �! •a,'41'y' i '\':_a....-:a �6*� ti. . t ..,4rt'-' �• y t -aa�`af,'f „r , - r .LP:'ttCC,";w''i`'`:" .Al.. �_.i rf" }'.a .P %-"• '+. �f `1.1.. • �`i5.1 - :t `a:t..3tg :�•CZt:�.`:6:1. .s•`�` 'A i - -- --- -- - -- - - - -- -- ..t +. �- - - IS �, �• .'�r �� �. - ••i• � �•,.� '9sa > yYy ., r„ arc--� - t_• >l 5.., •i '- e a { „.,.r.. .. �.,.a ice: ,. . '•Vv. `�,y"�..";i•`��""��u:�CrE'i i.Snroyfi�d •y�y�•s.Ly- •� A ,•,,cam, �'�F r ti •,� as�e3' a* •� e •._tk., ,, :_.'=(2�i,+1..'.� �:Yn1f� ,.,>R.f. .ate•s,:a_ .r� ..i`,ii "`'A'• '�1. + : ti, w�iti � �► ;�'s � .�i/ tit .'ib3h`. .'rY •� `x "6.- � ?�• ;ate:.#� r :�3S.k�'��� 's3tr �a`A:� .. �.- -- -- - - -- - - : ' ���� � ��5 � •,'t`t� '� ''s `1R�an=zR+a �' - -s j„ �'4'��,{�,t' . '�'AL,,};;5:"-t1�.���.+' ..NA=�:.ar�1�'�.••+•r-if��._�'t'��"•t PRO, !,.' - _+. S-•^ r `� CA0. _"""�c.F:a - /'� :i._ _ ' t' .'t''" Y' "V '°'Tc - r J •il'�i�"".rf e '_L:-- • _ x - , `�.�...•���rc-�n �:� ,�� d"Y•'pt' '` ��•�","r,.'.: �C::1� s-..._`•`�-•-'c'Sa.N"-_r �„-- t. W' i� - 1' '7' C9q'_�\i _- _ I -_ _ _ _ _'Pw-=�r J - -..'d''' _1:... 16S=Tad• .•i?,T=. i F irf,' .JS• - <p-�,• _r: ';,.:: .v ,� rE -i.,ri�;:pt-.•4..'ac ; 'c= �^ �!'C'r .-♦ _ - -- ' .�''' �l"-l„�r•�. �� CLn sa js _ ',lC•1�,��,*;; �• 6.. - _J• S_ _ l,{.'.V�- f''..��•-�y,,�, ,,yq Y ti� r •(i,r-•�T-Y. .,.�� -� ,... -_ ar; •^i�7 - `S' -.wc (4, r^� i�tGR.- %�'.`�j-t"!,_, •?;�..r�'2t•: - ,ry, v.' _ I 73`w a"'r:� "•.e.r,• 4 .@n... '.•>,\ T rTq,,41`. ''�•'1--•.-• w ' i..f -:t•= 5�4�� -N-„t„ X.; p- .� �la_ r§t� - - -'i- .� ��r, !4!<r,d _ _ � •{ �jt t- it�%dr _St?` ,rr}•c •rTv.�`•'• J'. �i'�d` �._+�'� . � +' 3� I- ��' �- a..9 ,y ln� - .1 •rv_ 'rj.. ;i. ti, e�:E'_,' .:.:-ttr vl 'Fi1'll�r •i:.� ..s2. •c'�.'r.._tn��trhR.r�tic�-'"`i F•^ r �� s.^'Y '.`b: i--'7F -:a:�a`^ :. y'• i 't^ F'a.' 4 T ^"S}c ,,,;.�►�t' •.,� %-- ''�_- ` '' �r{r➢fi� -S -;{m fai .-rJg- .'7"- , :{ -I.'t'r ,•r►, -.S-• lr. .,.�. ._`Z"` .'y i'34,- _ i�- - r _ :•'tT� <� "i,: ...a<e• - .L9'�i i•.t_s,�l W_:t::: - i• - '....ter �1y� �•, }. •--br Z'Va.c f- -ii`v^) �q �{ ,.,�,i, l _R -`t - y ' _ •4:Kf�� •" y. T�S�'r# �l�'v- _3• 5 `&- _ _$5:...•.<cl� - - �'s• tt j�.� •�'�.R asi9�,�y�"'! '°�,y `l:?: - �4.-Z.Y. ", .C,.:.y �:► �;� •,4_,� •;r:_ ^'yt �� „#R- - ' `�_ �,^Srt' _.1,_ =r-'�.- r:e, - :h'w•; f1,s:; •:C..-r :':C o_!:, T,. .,.�- Cr���.r -,.vd'7 '""�. t 4w �_,r. -'�l ,_ e t °9'-c�$j:•"'-.r�'� V � -- r„ vOFpay:. - £'- -[. i�1� - �:.i�-4- :� !E. p}a• r-1,•` .Iy.,. _ -'.xc-' �"•L••�:R�y�V �, - _ �, - �� t�`..•�•<r�. _ - L�i„''7µ�^�g��.__ - _ � mot. :� - k` ..Y a•,i l •�.' y�%'n - --•.T:%i', _ ,�c T( •S -•,-- -�t,. - s �-u. I ia-- - " - 'S,t ...� . ..., =4 ec.,"a ..!rn ?,•:ir f' 2 . ' j+' �••� ._z•- - [ i�%': 1' _-_ s.c•✓rr �'4�� Y 'Q�- `a„ �r r�1? ?`' .'� ya 17t/r:.... - �i ,� t°3,t, � "=rav•?' - 1�1Y• _ �- rs-:srt►,-. - ��:.•,.c a ,r a- P '�> .�i^.- _ _ _ _ _ •F, <�. _ _ t� F%`f � ?F I�:•� �_ yfi� P+a:sei3• =t:Fs`aFuf' "tf" 3 >� Ea..__ztrt: � -:'t•ir:' ,t%ii :t.` zee. - '��� �� �':+a. a: - ''[ _ Et •'� ex'r-ce_...:•• %�L , »-�- ?a1 SFr. ti� a _ ta tar . y `:•w ti.::J�_ w_ y ,�'2 t a �5 Y 4 :c of � lt{. ;r V er.:.:� •� d �. .e•_:}gey.:e��:� : =- C..-�Cr-• ;1'�i z!' 7.T':.t N t�, ..r.•�. :..� - .Eft '+F"5'':;•a 4K ,7t.. Imo- f, F.�-�' ;'�' �` �k=•RL ,+�r Yi :ice �EeTsr+l ±,:,:+f'•• - -.<,' ,.• t: 3rS'�_S:i`'f:ar f.;,:-[ ` - Neill:/• • t ._ j nci:+t �.•?._.. •S„ -k91. � it,.y[•.• ••GE4:i l - lkr'i ':--'�...-`, ""°t4s $� tt`+�• ✓�!. ki,� +� .r.�'i _•7�", ,.e .[y P Y hi t ¢;:��ae<; r Y'�`r'cj�F�'i'"•&aEl �� , "�"- .�•• - Y A•'� `• •� i-�% ,`r+ r�• ,'1(1P�-fis a :!-L, �s i90 S.l'� -_ • '-^.. - <J '.Zt:'- 3a,.:i• � !.:• �_ .fis <.:Sr"_ t.7 a 6a • a q� 'fit •`�- ..n,.,ve.`,r�.°s- .tt<'-'-'i_a"'^<t- t('�' Q �. �a ;jQW- ••.yet' ' : 1'F-, ti�'Gr _ t, .L yr :�;,. -.,:+}a'�• r? �rF ro ew '7 t''''_•;>,7: f.1... S'.;k..7 E., f-t-:, Jt7r aE4i•. 7� hoi rf.'�:-i„-r t�'i�ID.-�•s�y- :"#r �_ a � `?� rP. •o c� - ,rrt... `�_ ;' '»� _•rrt - (<>�s.• NO, �rF,.'•_ G _� , �,., .tnA,-,a?j� _ fl;Rr�. .�s• �:�-¢�,!. '9 _ ..! e`&� ' d:Wit,.• i� ►c.�;1{•�r•1 �"'-. � 1�!.�:•,alb.: G=� �,',d�••a � . w �`�` ^a7„r- - -\.t': - �p n ��r'.91 b a �: � Y:��.}=q ' •� 'a'. - ,..- �`e f'" 'Y:: .a• cG. ,t�� 'lam' a'• 5'.:G� :�s�+• 1. ,�. -Avg-, ` {S y ,r in•C':,iSrl�If'.n1:1i' 'r-t.._ +C ` -'a_ Y."-,.,' •Y:;c•!'.-�: -F',. 4�r"v •�a�,?,-` _R .1� �,4& _ - �.•' lte•,`� �� �IfIf3Ak..t-e••r+.��- �._:r'',.�3��..C• r• r_ �;�_ •? ��',• ;�4 �'� 6 ''7���'"L .'' ���a_• 't:r�-�.s:: _t rrr..�':,ra.My: � '�..�' ����.5r i,r.• �• '��1..+ 'Z+�•r•..n r.. `A �'�=� ��°lf. 3� ..®-. �g •.-•ae,4.�:_`• -=•.�_ae)IK .� ••�1;-• - 'n`r..',tk.,•i',��;��[`AtcZ'-.:fie:. �••�_F'�r.�r.. •4ti< __ .,..a a.�u-.::_•a�a. - ,r., - - 'a' s=p _ � r'?A' I' � s. fir_ -- ! � a s=�L ��i `4�-'' 'aF• `, i :Y. =, -,r1._ 'q,' F.'Hstaa ' «•.'�' ,:'Yr-':•. �- _.T1't ` �•�` .•_s: i '� �'+! ! •v'1!" } -r.., t4•�. +- 4. ,A... _.arC A.-e_sh::i ci"'^'\`"` �L¢•9F`:i.,_ 7.P:•.• .7, r,'c - _' - -.," _ 'a2• - 1. �¢ Ori t� =- •+-•,r,A�•.- cc. =•ziti_-:,''r .-•• T`ror h.rt." •j"- i i=. �l'Y-vwmliS ...M v^.•7' xy.:N.Mt�:R. a''y:3•-..:•. ;>.-:fi' i Ydlla .�' '°c' ,%}fir;; � '4:t;r l_ +7G -+•_f_y.,,7. - ;fir. � v «,�Vol ..•, `'ai ,t fir-' . „ - •rr-.'� +<•M l� '.1 /' M •'�. '�+. e -� r--r� cru.-.�• rw a.ti t r>- � _ .1 .8'�:a. - t: r .a,- 't'�1•' `3'' `r:<. +'�Y..�� �• � .a•tf �I:,•�•: f;i;'* •Pr'•'7• �'�t�•, -� r•+. 'pn t ,•`",?i' u:•• f� "-- ±F"C� t` 'd •{B�' �Ti:S� . c.t. R.'l;+t ea.,' ap i'' 1E i• a' Its �a..•r ; •\ `. .e,r. ,7_-� cM t}' <•:�, �f1•.•., '=`.�;:.•r-' :i 'ti iZ' �'' � r.-.x •. _; lSt ti..`� 1 gtJ9 j 7l a(4 9!Ya• �x r. R)"rts \ . � i u y. F_ •r:}r., r f: ?_��:. .a r. r � st q "4 _}} .� :e +y Tti%. tit.• Wit„ �r� ,..- 4ajP�l<,?�'� �ri:� - •� a =,,>r :�-- ...r -r,'94�,�, - •r-' -J<�s•�.,� r,.- �, 1 c .fir rc� .'a.c�_to ♦ �.•� �, .t '_•���� '� t 1w_� l• a _A: t"u.r:a,..r �„ "i:� • '-'` q� at- � ,v , . : s�G•: t :"ter.' ,��. -Al�+ �d < $C�a���•:.i.Y,._-=S'- •,.`� .2 t•t'��r -\. r�'Y l':3tl •'r��A r' -�` - r ?:�1:• `+.� - 5)'- ate.€' =bra., 1 F • ;1 >...,. ti,T , ,+f' '�,. `;yam_--°�. '��. .;� s z _t_ 7" ,,• _ tss , •:•�- -: =-i •jry[ _ ."�_ tom'" g"'ii .i,rla '}. R7y' .J}a,�'yw ®,;.[ }" r" �' pg1 .�y4fK" fdsf �c+ '!'`�rSk"r?�"y +.r 40- 't ,..,,rrE:}E YI ",7..��-r• • � t. 1�.t bl['V°.�"' x,•,- � t'4.',r...• -,�,E-•<O •. Ta.•a'a Sty'r.•`t* rIL� '.,.�L � '_S'.-.� -3'��!•t? r _ �.R�.,j f'v �3 `.:" .� a.•„�e[i l w��ya'c cc .7 ta- � .r v �- -� v .ra .-..,� 4_.�:,a�f •� �f� f6' �e asi.�t3���. syti: �- ._, -' �•.��-�.-a�..i. :y.._r '�C7'�r �'.;�7... �'sb�•�'t`�. - : .. y.,�{f• :+ '�i T��•' iW y. y1'�' '•`°�.'.7�.• .'..11 f-•- �Y q. ;�:e.�.��,, ;4:F F' .`�al�;�_,. -'a'rcJ�gl&� �aR �+ 't.£ b -•p-e'.'ti.. ,-• •�n�f-:' �.'V v-q�D3e F<:a•p:r�• '." 7 = :-��:' .gyp' a�r1,,. �Li`j`f - ix� 7 } v IFf `iy��_'f- a.•f..•- �'r s ''� .r_ fm-- c r?. _ „'?: }j f<ry vF� - .a.�' �'�\'fr: a. .�i "d� ,• ar. ._ ��ra t rc a �i w ��q, z k - 5' `� mow 4t49'`-sue, n J $�S'INK _ _o a a P"•�..,r _ � JJ�R ° 3}' aar t\ � �cn rd_ re t a a_s .�.> A •owr :F^� G - y�6� ' aliY� :,,: YT;. Ef d J .t.�: _• •'a , „.mil `!r�`a �, ry `Si•'� -,, 7?d -„y:�d�•`� t. 'Na il. �°.•,rb'•: --- ' "�.ksyit'r �a ^T� +�' •-n: .i,•.fi='" •7]=Sr- 'it<� ��, ;'`5,`t :+. -''_•'t�•�•T` " �A- i e. ;a5r,�'�'-'`-•`• p v`{ t�1.rt'Cl.r + ,Y, i.:�e�: ,_`• -,-,'�' a i�`5;:: i ' ':t•. t ?aii�'r•TZ•:y.,`}r'Pe ��, �Rra� at. ,s. -lL_ S'. Gr: ''�-^ `' a.a� b i a t S '1 i r._. is•-�• � � - �� ;�t �la. f,^ F1�t, t.B r-�••�e:� i' LF yy h ?t•t•, • ,;s-��yy;:•'t ;r -�.•.E.,. �t' =.',��- .n.,I c�.:�'- :•� i •-�':``�a � `.L �I/ 'C''•$l4h� � ' �''F'` :7�''x-.. '•fib: •rr.•. `Im.Y .. .,,!���-_ '-`:` �'`.:�. 1,+1'- 5�,� •:�' fir•: ' C.r•t�f t, ? `6 = EJ -�.� >� �fi �i ' t } , 't•'�f a B i,'_ �' -,�. {� "<:-��'i � a:t:r.,n r ;.;4T 1 t.. �r.,r� a <, "�r q� -;'ter ,`r '• r�7 •ii' 'rr - •rt y -'. . _ _ ,S"yt� a1.^s:.7r `-- -uf•,4. E ^_[ ,� s"�-i tq��Irtr•,<v .Y ` ..l-X. ,. e.n`•e`- '•t, `'°4�• +� + ;1'r:- r._t-'+w�{i=:deb• ,- ..•tii':_`9,2Yt�i a��• :'d(ti. t_, t ;� �R ,g .�" �.i. T'i�+�-� �••;- �i.,.a.-,- �e.' •'ti.�. !6sV4a •-t@ .a'Y?s•w.-s d3^�►•s.^*w :a:::tt s^:' �F�'L°F_ •'.t'�r� .�': - tb:��-,�.:,.�ra r„� i.�_4-ai; �, - gip+ ,ti^_ � -! ' �a- �,e• •r -.e:�r,7P,�aF;�rii-o'ti: �•,lr. - s-'- o "-a�".� ..F,`: n.<lt,, ♦. 3 •: ...t<• f � e,, ,, �Y'. l• t `Cta••�. �� ?1' 'F.• za. a;1;r•Y,X��`�, a •O® -. '+'` y-' w.a►:'� - 6+�.cr4, P - �•' - +� .,i�8 f7� ., t�;i �T cf _ r-., .., firt'V.'YrS;;%:'ir+C�.- - •at. `_/-•. •aft: `d' Y9 a`� ,'R��'• it, E7 1► ��r � ��it •' _ �A 1F_ti-.� 0-r F�.: e__ es a[an .e�f -�: v'ar' ar>' 'H�•. :' 'ifit':• v- V����ygp�p - V •e rt+1�tt tVie", �- '�. �.i NP' •r, °P7='V. �`�'si!:� a .1��p{" - r "`'a. :-• .t' -.c►a ra�1Li.: �`r. �\' 5,. S'E.or�. .� ,Hlt_"t-,,.,l A,�'*�i'tic'• _ 't'`t+ -�4 ��� � .n�.b. `n dFyB r•. :. .�r.lcc,scr.�m:.. t�.riY�13J� i • 1 ti�r-t .,i` ,: •,. •�t-it - �,. 4�,r�t. ,�ti� ,rms? ;�S��r• � " ��4 ..-J._ 'rs� ��r lti rI'� gin.t�e,. :�; ;•���Je,� :C^-v .r.•ty7;j; �k �•TI'�'•-'�'e'i ors --+� :. �%a. -r; ..�1�' L•1 _ �• ,m•F`r%t"-y��.1IRI�W :oF _ .. � ..r=.. .1,.•� -M � Jr �•P ,•y"a ,t 4ti�f• f `ei',+r " :3 'f.3• ,.� - .`.i'r�•tif` ,.,$ '� - y �R •--.r-•o -,3.hwA�Y _��� ,,��pp,,��,.T 1� �` -t24 ,.f `s` w�S, ,.,�. .l•"#- e:vir�r 1.tt,, �5=§ .v•. :� •^ti.•t:•'4tt,,{��,t�.� 1oT. L�r. g, <,-- """'1:.,._� a _ .`r'S i-�'•v .� .T,T•�' •�bs� '•i- _��:{,� rM-. �.. y,.,: ..t .Rl>''�°o f`'A,..};,_•..+?tlEF;9it/r •' s{':ltf, l*1" @t 1�`n t t. ' 'C' - 'Z'�. -� .,..0 ' r �} �` i•�� l.St ., r :.<1 �%�.v - tr $§, , '.t:•� - \,. y: .ar F:4,,.yi.°-°•' .�. F:-4..,-•... „7 �_ <.-�- '•-t• ,�>, •�.,{ -a<'r• q r,. 1 M_ `'.mai* _ - .s a _ � '+`ETA'+• is•:-;'.r`aS�� '•,' .L.ra _ `��'a :<r'•a ,:4 T� q_":tom=.ii•s,: �?eiV•. •' t /r,Q.c"'� _•'- ,r.- ,,44 per, � :•, a.$i P+t",,((.r.57�;'r:.E.}:g ,ll:** .-'. .tea e!(�°t• � �t ___ �,-z' `.�� \v �='-:a a^,�i r „y '-- -- •x �. S> ti tt•@!� Y 7;.•�•,- tat7� .•P=a '+Y '` !� t+i•�J. - � RW, �" ,°�L: ..l •,p c•,wew `r•'%' -il••; 'Yjr..\a3• \{I`:ILJ S.F,i•�':: - .t�, -43• _ j,'' r 'l ':-'1..'•(. _7 •'p t;_ (f"_-' ^ -rr<e r ev, h� r .- A." a.'r�� r�. : n,_ w • _t �lea +fy' •'`e'' ;Y �W41; s' ����, ; � � l , 14.•. �{ t{,. ,dc� q.� !t F�fi'' y Q N ro -., �,f. - u •4S,�tr?:,Jy}a,•\\• •••' .:�:,i�,,,r � -�='�� '_,�,. R ,`` � ¢ 1� `s ��t}�.jr¢(a t „ S- ••u.•f � �i•" :l, s1 5 _ q'1. �„� ��� � }� D� � CK.jA!+/"' - •��,,tr�.t l,: �" �`tlt`��,�� �I.i.- '•• r• rt ;�il .� °.�+ '� ." yy��` •• t , i� .kB.t_ 1 ., '•.� , `'S'f'1? • __ •t��r_9..• :zF �'a: t r < `'- ,a. 'tq�',11N'4 ?T. "i' •��.r,-�'.! _lfaatc,;�r•-�t,_,,:� ._:G 1;,.',.,n•'.rod..,x.. .,° •'c, a,o,�, !4fb�� .wru F� ,.y;• _„Pr;i'•1 _ •t1E! '('.a�ti,l;•K.. �'f'`+Isb %U-•7'. r :rrti� t 1. '��t� '� ,.•t'•E. S :n- i _Y. �;;••,t • n-._ ��r,1`• •tipY •'� :ate.!'. wT , :. ,y ar •. .��-•, 1; vT• 1 r�r• .t� L�uit - `,ar:q yip �yyw _.!,. ., �_. ,,.�1 v' :4� 'S`._.•st('•�iy F'l i -.Yr nf�, q1�."" ^•�•; -'J'I''4k•.��� .�' Ftf41... t' d t: ] ti•` � �`•a T" .� rr. i.a.a j`��j n��i'+ �� +�' � -zs...cF.'.h r�,a'_PXi 4i Ji: •v4 ._y. ra. F.w -••"a �• „t.', ;F � -1#, 'la. r - t3' ,a:�G'•R. (a� .g'.y 5•- • :-% .a •_n" t,` S`r?ti. h... �� ,v�;`F•. -�• r �'k {.'i\• '�xs��' 9•a � �' YPgrp ')� fPTti::r`.7AT�' -ft. _ . �{�:s�. ,u 'a'Sr fit• + r m 7 Ti',': tY ., �.,,t,•S+F;:t1.=fa1 ar.� l t.{ r :t:J',4ie•' �C'�-r'�, +3'",a4 ':<4 a ..•Y',a Svr' 1 , :at�•,.s ���",1'�fe-.•- 1 _ S;it .r4FYf�' •s,•'�'•`'' �u•:^y 4'1--tv 4[: ai`sd ,., ..;':-' - �cs-._ a h. 7��sg S7 `R,tap7� *: n�< t3rX � l` a W .`il'�d� r'.i:`al i y-i' b l � c' -•.de,�-.c^ Sc l ` a.4. >P f,�F'$ • �7i,J aid�.,� .Ho.. rar 'i _ .-.0 `t �7I :- } rrrr,_5 R. � >L j� }1:•1Y,:.. ` '. � t 1 �. "t - w'-L .rw,''•ti, Q` `vim? . a yr „_.s ' -• •�m W _ t^:s�'a"dSot� * _ ,v.,_._ 2 K°ra•s _- ;" ,r. G1t�1�.••y� :.-brrra t.'fir.r�i.a.'rp�. ^tr i °pir 1r1�'fl��' .. a '�: ."r"'.' �1 •h r�``. .-�°'®} 4.�7r��r._' y� .�.� k•t +..r.' 7. !.!� _ YF.' t 4;.; "it.3; - •3'rr , r. i lu 'ii.<ia._.-a. - u:pr,.��4• vKt a .�_.�. �5. '� ' •.!<r - D`9 - .,�• 'aa r.l t! .. �? - .t a ,,r \ l• .�a '1a {St " 1. 'Yi `,J �.• `17'�'� •:� ia` qs _ '" •, L z._ , •r ,�g�.,, s: £ t f? „ �{,, _ �.'i^ -'r. ,�f ,�,s0 M+-., :cy� t�:ti:•a7.t.h� •y -`� �. i r -r- <rFa'o:.'1�4 .::�'xf'� •''+i. -•3-' ,�.i�•Y' •€,Yl,•""'®'1L*.. '4r'x� �y,,�. .�`�, _� 4 {� � :•�'\►`•3.`' � d�r,Q � ��..y •C -Q' a-' '.y. _ ir^'`M` �t ..�}?� ��v•,--, \f:r":.t. +a i�: ': •/,['s, f,•.�"i. +� '' ,WZ'. '} 91 .Kwa t.. I�itr.,s�•w.-.mot fit_: _ "7ar7i i. 'r _i� •':X`•._ i Y Y;y�a•�,' •=•`S •�1t �- �fi '�� j.. :y,- na. - R �,,"� ,i-4,a ..l,�L`iL•V'�'-:; :,�•7's` :r•s sr: 2 , `i •.� +: Jye: l y� _ [-q •` +'.t 6 .5 ,s •9_ � a`3!tSF+r:?�tt.. 't•', t �+"t'.�}{-rAr.'t (t$�' ti 'QS, ri °1LlA'[ :?::J '', y ct,.a ` C�'$�rjCa. <t •6 '•�- ,_z-M•�FI-ice\':t1. � •�. -r..• 7aii: _ �_ Y ....t, ;�r - •s�, f, ..' •°.`' .'•G:sJ<. <N. •r. .L•-=Y�w.rC�• j '� I•� i' 1 aa� .P,c - rr.. e t9�,.L:ra f�.9:'►.�'. +, .<W__? . - •t ,`}�+n r,y p tidk.P > b �•'' �S� -i '}��cr'"° �{_ `.�''• r14+r' "I f` - y .66?. Te _ v'` <F •�' i.' x sr (` ,Z' ZSf -'tp, �a�l 'I� o- ' 'ter,aj.: Fl•1:. i i�i^.wa !':e: � S�'• d '�� �_ ��r�-'� ...� gyp' J �,."r ,•�„S! 4-_"' -• �,,�����•� .J h�t�tt�,��• '"f; � �� � � '� ^t�J� n'b-r �• - ,;. �`df;<x•: •c. �F}, tY[�.,,, ,,.1 k- ` .�• Y7.. " �:.•- q .S _ A�� 4� -:'� -P �r,-�'Y-d k "T'Crt. ri �`q'� ... \\a:�'S�=t•p � 1'2�'jM1 d rI ;:. t rr` t1 '„ " t.'-ne. '�'t'J �:..+{`• ;•- y tti;:.•K}o <,. _ •iF + 1 ,� ae- t s'�".rg. t• •- .+r+� 1 � �tea' t, �•e,�, 4 a.�- a-c•r_ ,g�`,:t. sir• a 4ii. e. Y ( Y4 f } : tom- :�r_�elr'i-Y� - �al= T F 4'.U ,a y. _r ,ri ,1• -0 `5' °dt?fi�¢ a� .-.1:,`••f: ri�t Rt"t _ q •'y�t�_•H t; �,�j "��y 5 .'�s1Ler 1, �C_ ttt_"`a. ram.`._..., 1' / r. ,1i; +t�• r2�' 'y .�';y`'"7 = :11 ���[1_ l•`a3�lt .'t... .1---„ p�•p "tp��!�•�•� ♦ y._.-`�sl',K•�•.4�ry '.,rF.•.(�,r,1.fit' �Iy. �7 y +r' �•- �t� '•7 A �C•F ,}� ,�• T J1 wC' �' r ��( - A.Qp� 1 � l'•}� {,F a',j ,I.•„ �n-. 1,1 Sf$:.� _ �_ • 'r4� 1• .i�'g6bb, t\ - �-�!' Y ,�a+-r, LSO., �,Z 3• y �•� i�tr�r„J••L '`^ Ct' 1.'.,�" -,•ttt $ '"+ _�..at."v�-l. :,ratrs`"7. -a .1 .fq•: .r7 .y..,y,,- _ i ``Vr�7i - ..P^ _ a _, , : �. •( i'r`t ••s,;:�•}� '3)' 7A.t �vo -r "7^cf?` r,•,r r,. a t y j'-`-� �7 , Y 1 _ � ,.s aT��� ry' ��r{i k,.0 x7',x�•ttt�t+. � ••. t��ti!�`• h �i�ti -ems". -r;�`�' _ -�'�{ �; � 1. `11y,+L�flt'; ,.e ,,a F.-- a ,7 .� •;]'�ac�a �\F.,l�I.:�`o:�..w� :!�. .'tv�„�_ � .ti.. 7 �.�••' -q�I�� •_�;��5{�:t��,is .+ice �. F. `fie e:� ,yr"Y t i ,'�'FS`Y.• 1�<�•,,F Y�,. •�.'" �{:h �:,�..�ty�y44.rt1•t.CSiR Vi 4.a�1„"rili _ � - �� r t '1'Ls,. -''�:^.••fc•ta. hE ! _L:,I,C�'r-q, �'. _'fie+ .•3--v 1 r•'`3,��,yc , � -�j ••u ,j _ n`��6 ,n ..r.�r.- raj 1K NNIV � . ��:' �r�j s+ rg� ,• t!s,: n Im � $� s !Y � � �i'. ;� s��� je 55r?.qp. r �� -:' ��a ol6�a�: - t :,''d vd ' < o�• l_ £. ,r• ` tr�i, ,/� ,® '7 $iitj=. _ - Ev�i ..,�iZ ram'.Y:z-• 2:.v@t1. n _ ��7, T. /'-)' • •7�w Rr i s` i 7. r {k �E �{ "; ':4. •. F p „4e a� k t9t <Y t ! i .e• 1 a 9 ' « e�:- A ;e. �4 •� �V .fc� ' .s_ts.__1_S� ti ltx b 7 k l a {ct+`jar „e a r�-a ..s 4 c .�5 tr ti•i 4, p �l`�.t.y"Ls,'4-'6t.' C ti )- KSa" w 'i• �,"r` v t a,�[ J .rS s}• 1 vi, .•,'a.�.�i C"1�} ,4b f r'' i• S,T��,'�', .r..•.•w r -y 7== �r �•`., P•:1'k•a,ari.,iT,e•f>r�,i�ice- t '�-�, _ ra._ e `�- es. .a1' �v 7 r•'r Qs l <•c` a r:ra aclt�e��m �•�yj fsi�i . .4„G, v 'nh ` x ; Q,S3"j" y },_ , • r. •� !, y `-cam: � •a tt,,,�`+_•�: �= _ �,'•!`�tai� (' .. _.% �__ `.�f•j"" '� r{4 tea" c � _+.0 �•'• y •h9S rr a .t. ' g a74pr� n+ .l.•;� -l.rr•' •S ,P3� rs_'?G''�` 1'`rr1i! ,rrl.:v.tta• ♦i�•rva't•• '� .•��+ i� a. d ter yf+ f r,.. a ;/ �rrm' sz„fit i F- �� a.. 't ��.v E ° t� •"'T. 1 ..G1r•;y �;`cL ,P '1 r.r i r .� ,• � !' •�. �.. ��. �_ �'. w„ �f' 'a � .`',w ^.^'Y1 •..�.. •► I/. a r-r •.talT� "'IS., Tr:� I•.� '7�i'-'tr! ''Su,• ,� fib yt e' •c' ;;'- e c •i, \ .,cat•. a>F t'`+• fd , :q;._ r' s �a _ �t'rXf." -P. {f p �' d;4 G '!4 .� �Jt ems'-L'0_ , �'at 'g 'l4 �.Prf`=.y efc�....L" '�+: �-+ ��r`,dywt ?:n 6 ,r.r•: �^r�.,+-`a { I•.., a -. t: , ,; ., .9 - p• r-' _ t` .r,�} .. -i' `-: db:.a�_L<r_: _a.`• ,z:;:;t W�' : ;;`-• �! t� G;`"-�3ryJ+i a r: { 7� '� 3•,y�r, lp'trx p r, : ' a f @. � a g r`: .. �Sfr' , � •: ''��° yi �. r ' ,: 4 .$�� - „a• ' _ E'0.., 3 rr^ct ,t•,�+••+''t. k'.:,� .:3`. 1 8• r'�:.- + Al 'b. i :f+=� i. ., r7 � <� 4 'ti� � 91 stt 'ti! 1._1 pf._ .�.rS". � �r Eg: YC>.i� � �frrF �• i4 lt... a1 4 �6'r +r m. �':;.�- �� L l' ,. 6�K it_:. 5. L.._,.e13 .v-ea"� v\. �.., +�_5..i.',, -..t-••,3. t n• ," •t: -P ti 4Rw �a ri / � i a3 �1 1 l�°'t ar tl R"'aY yp�r v tv y Mal, .. ; t,* r.� • A 1" 1 .�r�._r�', � t n1 e3 r . y ,r u a �]r t, `, . .t . afr7-;'; � :r-yr - - "pi- •�1'�)'°l�"• -lf�%'•':',i�Q� ec ���� _ �� �•�_�a:.�..i, -<;► 1'd^ a rs� � 4 �,1i,... ! R_a:+` ^ '• ^ J o '� y '� �lYI r. . . •• s �r yS t .► _ ,.4t .i '!;.,' .p< •-S' r.T .�t.L-�C`.••"1�Y`•:�-::.aa••[•. rc,�'.�'•~ ,s�t�+; (!ar, 7'a!- `�•y i• ••�.' - ';s ( � .Y S..r r�•aq F °!`'•� � �• ,fai. :^� <tCr, ..r ,. '. �Sd�-� �, � � rPra:r'{� .'`'�jjf;�-"^ il'"r ,l ti•!'rc•_ r. 'Su �` {. � � r�F ,y •i vt,.a tt�� 'J a 5� L'xY•$ � =s"-� t s• ..1 ,,4 2!'�•,� � �; :!aal,�-•+, 4 taJ 1•.rr ,:• -: 7 F +/ r �ir�, ArW .�„ •CJk'`A +,. -r� �- .t-\ �-'`� �'k�(�'-s�•'`:S4:iw._:�' `j.��`•hC�)°'✓ari. r �; S ;F r t, t���` H�v 4 - r� it• a- C s F9� * YSI a. '. '�€ [' :^4 c'f S ( rt `'� t }jrLll �f �'-: j �•rhW;� 3_ -�,� Mal- iszar, r,� �'♦Nk :. o . .. .r W 'uy .vN-.! . a • ,d ..� :mil �'. - eQ ,��. ; .; L` a"S�j gas' v t f,cr„+-.� :� `)-• 1- ! 1)F7R a e ♦ •, a _'i;:. •1. .:b1ia ! b�'' t"S '1'^'',�t `�irf ° '.ti.'t�'it F' 'r' .�• Juii'•-�L•§•l•. •..�t�r+.•r°r# . Y'<R.'-`^.ctSr4s J5' ''". {�•^' �'al.•._'.qua a �zR+ •• n� •�(.' .:<', _ve a-rev:' �.t'f; '•.�- - .l .t ..9 `7 '\r1 .�•1:�'�� y`$ r%.!a• �'.- �,t''� ,#, er���' ,• ._ 7 ..rk''hpy�''}'` •a ��u'•Y.'i �:K �� a'•<[ r •'-F e%C '.i- �/��dt" R`'' 75t .. ,€ a. .• a%r+4-r'•:+ _yy�, AFC - .yFt..a a:* <��.•e�,, _•lt'.-,3. -S:� y �•1• 7,,,•- a •c1.? /r-;-71 6. , =J".r' - +�df '1` .,s•r :•.7.1. 'r:•v` _3 ,� 'i�•«. -a,.... .► .`r, t+,mow if.� 1 v_-�4 en` t, m G ';�y'.+t v".-'`,=7 'S`. •s.- i-. �:..,"f .,"#-. ,hr� _.s•ai<-:1.r3'^rf '7`.4' `• fi• . _�•- z,g :H.•�t.,1Y'R`i :.- !r:;r•g:r. '..r':.� yy - - - - - - -- - --- bi�� 7. F C t S• T' :fx §. i <".• I av" 3 s 4 t �aT5ir 1 ' ijr�i h.,. ryy e4p r,t ,. ;7 a h4 A 1 4• n E fi',(y�' :4 -ti:..3,d r',F� t -mot ' 7 .c� ti• '�i ��`5�: 4. •.�j•,.•A'1 s- a (F�� } COT {.r •rgr, -a.y �l\�;Y:� - - - �m`. ��,r.:b i^ . r,.a�7i ., "• i'' 4ap..,• yr r .GL• .�5fb"�il+w, �9�' - �` .•ae';<4'-- Y 'G,ey r i .V P"ZI �"' q'c'5.:,.: � +�':,qd"• yj .*c.•. "�.r���fiY,H.- rt - •3^r 1,. !.} DD�..J'�'? � 14, P.tY•-• �'''se;`''t<`F- ��l1��,,,y,y,,..'7rQ{+'•t}�},� S.- �'.2:i M'-'er. A SOL N� 'Ir .�8 r �' •�L�'�s'. t�t� rr, gin. - - - a` '.•l �',3 t "f• `@7;, JJ/ M�1' !t' 09• ,, P,•e cr 9�,. r ar t? ;f�}, i t''' . r .�_.,_t, �Hi - - �:+tiFi `r`�a1�J +�.�P; e!�d•`r a ai.:r� ,, E+ FP': y �ipi��'C.'".`Zt�T:rUti..., _ :.r-.•v,r +� at .,.•. fir.� '�r"i"�:,,:;�_:' t'"��l{..•.:�:� _. e`.�aj� � �� .iR,� ,�,'�x. -•;`�Y•�.. .i- � iz.`,'S'f�.,.x���-�,,,•_te' !� a._ ++l':<�;p e`iE :n.:r: .a•. {t'�.�-�i -..,.�`;t•:''j.�;� ,,�..... ------------- - --- - -- -- ---� '� \`��'.E���� � 1� �;_ ,d:a ;..�}--,�,�...•.,ati ,, a1 ''r`f, _ t,:r. ,q� y, .1 S -�,•-+.f}'c•f:°. C ��•� -e�.fw aY'�,` 1a3,`•t.�n4, �-�F� �;K..•':yT'(�.,;;;_ :�-s<t jiy�v Qy�,t,, v,l•-lS .nr,rr� y - _n Y-.. =7� Yp y qr� �. 'ti � r ,rr, a': -•`r tr;nU p. `\:' .e•1%m+,t4` llb �!� E�a�'• {��{}��,,�� 'y`L ate'. ,n� t`-(t��];fraR�y�3-S• (•:thy ."'.}:sr - `_ � 'j', .a°/j•:•° •'•t��r7';•- ��9yy '��i q$'�<•y{ _ c 1-r '' �r./f!;Y:•',"'�P"�,". 3'v-Sy J�i_5't-(•ti'!•�'yti"m: } to _ • ,4T G" L. .5 /�^i - !. 1-"'f��l, Li,�',i:.r 'fir y!'r_(��6�T,�2�.:-. i '•X; 'T •j-i,'�• �..�11s :iis� _ •,•_ 1 M i<. �I.�i��I'rT',?�[47 '1 V f ..1.• .�;F 1�ii+ 1� _ yY '�y 4..� a' 4 .yy •t' 1J� .�`f•.� -�� ��'!i, .-�� �� •� _ _ �t - __ _ __--_ --_ - _ r r� •eft yy }}:;7, •� .y� ! ��` 11 11. i .� . •rc;: .7- i i �'i'Yr. k ,i*.ri-•','_t,,'�t''�r��r�- f TC�w!.R� ���'6r° M. � �-r'�IS�?y%. _ _ - _ _ t• " -_ - " ._ _.. .'•- � -� - - - '•-- 'dr. .. �v�'.►'"•'.u.•i,..` :,`� ,_.',•� �r ai"a s --- �h..''M� 'ti - ��*,kt. _4r^,`L� ��..�=4�:f- _ �� - - - - '-�'B. -- - '?� -- - --- - -- -- - ---' _ - 7 .ram :. "- -"�•..�+ ��j"1i_-`�. :,-i Y- � i • 'Fr h'. S:�.v. .C,. '` -� .�� `S-�: �,•.•$�r.Zt. ,.� w. yam( - �yr!i _ - r� � _ p-:`],r:R'^., �r� _ .r..1+ r" H,. - 1'f ` -- -.. � r.,._ `T,, F.w- �i"'•S�(h�,��'f4 :� ,' - V d-' "a..�rit� �.,•{a.'"�.-� � _ ��fi P• �' -`r+ti .• � � -y. r ' !H#J--. � ._ _ •,�` �^��.rq..�q t' '� �� � t,. :� , _ �4�' a.•"` :4 (` -ca.u..., - .7• ) aa:7 '`fir �• �-'a��.r=.Y -_ �� -_ _ _ _+:.E �. �(�, . : �µ �3n.;•.�.r��=j� ,.. `ate (+�•� f.`c')'rE � r. = a`�Y�+ _ 4:a*`E:.r i•:Jcf `°S�s :`°t _�`'`�'..' .. e- ��'�_� ,._.� _-.. - - __ -� �Lt�l >.ajq[2'm,_ __ t _ ta�'�.x•: :�,.. _„i7� .r',a-'.' lF} � _,$..�� .�;�t�t�'.-�,3 '�'- cry ! �= ��i_,.,_ + 7'„Fs1_ .ate Ft �'� ^t=`? :.._ u _ � �- �. -.�� r-�•� - .r ^:ram'lacy af:-�t'F: .s. � ��`i j_.�'.`�,�x4'� 2 �r MENrf "f^ j � ;rP �_ .; �♦3,_-p a Lr. .r_ ^��'' + `"4° ::� s� .r. rr. kl+. _r :"r M per. it QSTI�+. '�-s- - .....-. _r= - .-.�.._-,ram�-+ ... �- �3:»�.Jq. _ 1`•� V a{�a+S� :ti.� .a�p`R :Y• �. t r+:: •,.R-tR• .-s,-rBP ':E'-=-•�.,. �- 5., ,�.r c _ ij''y.µ �.. .�•,ate � Tx- ._ -. r2i a u:�-,.,� •� -''i b f�6 •-ap �'i y, � �r-� �=I ` �c Nt' � F�� -+i^: /:Y i.r ,•t�� ! S �� ik � `M {. tt f�� � /A�$i _ �y� �•' �ysr: �.�.�art<+:�:... a.:. 1e,'>{,.tr`?�,id%.-,��!�v ,f E, r�.'._. J r', %s, t i:i a- 4 f Y 7 r� ,�. 's,�,�:' •�1 ,k.,' .Y-, ^ 7:. �'(����� `- j_ •.�'v - ew 7�.'i?6� S Y -r••, L�.C' •.rar {{y, + 'Yt.. B'3• Fes, ;=:Y�•' �v5.3.v. ,;�'+��'_,\� .a�S'=a `'..'� •,::. .•;-(•s�7F rt-p ..i a§� e :` F _ 7aaB 4�i. - � ! �'�'xr�rR BIER.! 'C.- 'd�' �'a' •; �.t ejt.. :. �: •i_- rsG.-.,�jL,-w....> l,,�\�� _�.��1:,na E{,c� .i'�2-"•3-' '�� F a1 .,�,.'. - .`ri`4:V+� R. '`•)• 1-' �-f"` -.1F c'e: •1 - -�_;i-�:' `IR � .'4. '� +tC't'7a '�'k•.?E?E�-.-'i�" Ay.7.^' .1. •, 1ef•:� _ :•.� .aiq'+�,+�s ^'t 'ir" 1 @. ^L ,•. 1 .,.lai5 \�;t,' .F ���•r���.rr +R - +:. �. _�:'.>r-•ra:�s _ --_i' �:C: -- `b � - r .wti.•.•L)`- ?L� -��.�� �?'" .:�7t�,='� .. _r...ar .��yQ�.. .,a:�:.o•tt�%-. j: .�+.. �� .+t �.'�; .•,1 'r f�z-.'f.9 �"`., ,�- `�c' - .."..a^u.<..� :Ir(;�_ �a'� M-IL•k�3:'47_ _ _ - i'R � rs. :� -'ra.r• t+% ,`•:Y J� - .C. .Ja .``'•+��: i �R. -/ ��6;,,' - .���`�a�� a:'? �` �ni :id� _ •��' •1_ .m `c•Yr- :+c q� p :ti V•r" 'l.::J„`.-. {/ -r^.'.- � `� ��.,�'„��., •,f. `�: j��,�.+.: ,fir. hart -�l?ss:-iY.rl ":,;a �` .� � 1 A•� »$..' {Yftt 'ice• :: =Ga• _.t'.•.- - +.t.i.;•.'�* t! �t,T4•--•, _�d ,vs• �r! aLe • I,rt`?'. �' .n. #.. ��?F.-Z:•^;ti' 8_ l�„ -�; P•r., �vy�r- -'.. per, irx �� _ -' *4 , <..t ��- Y4. •a. �.'rs��-'rucr_� - H •c'� J,y{( `� �� e9C� ;uta•..c.. �•!,: _ _ i�:l :..?. :�t,a-'c_M13dl..e-, dr.^ � _.�Y� 3L-'a?"�Yr: --e•:. J" -.a?.'a4 ... .,r i:' •;•-r _ - 'rr�- t•r "rs ^i .'t `•i - ^ass;' �t�.:. �.. - •sue '.'[ !1' L5� s�i ,•-r• �..=.�'� tertL .t:!ea. 'Ar- - c. .(9 ;Fig• -_^J.. -- . .: s _ �•�.. y mat • r>'' �*•7R '� � c••_-_-��_= •-rj"' •�t(t•� l�"• �Y`,•t��'-1':�� 8i��}:.-'; �+�`;?►�:,�'= `� wg', 3,�}• .�i, ��+.. .�•r` a '� 0- a 4e"' .r ,� tis' r�k. ^�`- t-.r•r. ��,i:'. _r^i. _•,.,'�:(' .,� a.... v�.l�, r `.S:` l c�"a' _t ice,; �- t• -''!`% `.r✓ ha1^.._. .ant'g�;-gtq 1Gv Y.' rf•S9i :.!C'c:;C:t�.en3••r•'-?•,i .`.�a.>'�i� ° �..�• t. ' p <..i�:i h-, '. .� Ic �,+�9'��� +Q�' � �' �riEJ° ��ifti'i��0.`c 6l'�fi_'n`2. _ _ap���.'��r�3..tX ::F-'y'/-�s �•rr. •t: -r..-.•~M,:«..' y! ���Raa��",,' '�Y' ?.�� YJ,• •� ,r �•.q,v.+. - d r6 JH � C_ � - x' ri S. v�•YSr Q ti►a'- - _ !):a a' ,.J'��.1f� a' � �3_ ,.1v t • v •bv. Ety ,ayte� �jtib4gnm' s+ ? t •rK9�r t �a.cY9` _ by�j 9t` .ter % '_. r`T.d�x1-�J.,,�. •.4^F w�• .;. c�;�r�_ '-4Jfd , •9-._. - w • 'T' ., !r_.r9T.�'r?(.la i•3v::�1tiiar1 ul -1! 'l-:f.: _K} '•--_-�eF- 1`J_ �.'l.n.c_ri g'• .5�,.,. Y` S w.�•RJ'P� ...:.r� :.jiiti= '+a . -•r 11it'�. ,�` F L S.'. 'i.• �� ,.• _ `✓ ova a-:•� i-. •+.aY:.a L ...'..-.r. •,&' :1Titi3tY ' ::r'.r. Y 7:,.. -^•:fS�3:� '�': :•i'v: :.:•=y`z*.` :- �6,','7 `..w'`3'-_a.. �.rf .•F _ ",.•7» ay' _ ,� .�.. I�yT, .•�LA ,"•@� •.'�;%D�, '!n C;_:,a'+'��. _ _.�a,.�,�-.e�...=,.s-....����,_ - _ ....: r .nt- r _ w��e:•!- �rA • ._.., -- G+Issl�7, �•Y - .^c•`�• - ._;'a 4ae. ,L>c�n�e'L..... �.0 t. ...4.. -„>vr�.�t,., tr �. :.,i .e,'�` 3'f` ,� � s St!'•r•.kr ^f 4 ° F Cal ra rs _ p l•,°�' +cr,* � .Ycc - I,t� � •�_r�.�•�r���`.�,tti •-v' ''k,' -4t�►�-•w�� �•� :�`r_Y a�«.i�L♦iJter�..._ ,,;,. ..I•i:/.Tr`�t��S� r, � �"r t z � ,� �sa�..7•'mad' '��f p'Y-, �' i °r 1t�GF kg, �irtlrt ,oyz. P �tx Tf [ 9kx �-v--"! rr tfc�t axe-`sRrJe' '- r• of•:.".t4'.�c .i: ;.:.: , -g� 4c: ��•1.: :�5 't:v ar fi' .5 -A �� •11 t{ w. v 'j ,` _ _ :`.< •r 4'-'�_. •-4S. � y[�s P, ,j/.._ la�-� J,;1, 'rr� +i..: 't' �rti' tr- (,_l -- - ".e•++' w .1r_ r .i' �• 7'e _ _ Q ''�}(�-r� 4',jr'�La-?a�c r =i%-rb•y� r• ��j�:.:`• �::Z`'-r `t � i _ _Ja'. `e• 'fit. � < •'+•ti•:j�l::•. ��.,, -+A. 4��i• k; _?�b! ri+ .e. 1��•pse.'�•.e .e �•. `� r'`�•�,,� 'M1� .;ri_ � 'tr o-c r: �'lt e�`"s:-'�11-%`-•'t�,l r•..c'�t .:*`= :�C.- ;..r.-r• i�.�+ .�.L..i" E'N _`Y�L�. ri1� t� r�`n.i. ^t.-• --nF P,.. S�'>�� f>•.•¢, r�. -_57r--�.;. ��'v,- sg - ����{L„!-c�-`� i �p �� �a �•R,6". _*�.'r.2La L,ri+.••w�'�wr.�: s;�+j-a �.-� ;.�''s® y 'tE k'II; :?� - -Sr. 3 .'-"•'3'. :.`.�'•"� -r �p-., tmE --a`�� 1: N.'P,j tG'� ` `!:•JC"`.3' yai!_� 4t 4f- ��1 _ i,,*a .L.! _ _ r;eJr'"_'r= �5t,' %./�-� ,. �`� 'I:c y •a. �`-}7l�- s i""F*' - - °o:a:• A ej;, � 'gaa ,DY•.4r:_-FZ' '--` :..s. ►`s"t../_r.✓:'PC!►`st(r..:•n'_•.an.. ehM __� . ,.� _ � �-:i' �'! •`t�: P. J 5j ='I± ` K_' •S .c �..�,,.-_ ..ri.r-.. a, >`.• srCa- �ti. f:- ?ya"tLl9 r' `l- s. +'SI _S.d 1S'6�L '' 's'7Y \ tJ -i-v��a.; '�G',M.i 5.•R ��! ^ ` u ..ta � �V_ �vr.. a > u r 3.:a:J•.d% -'L:v ay.- 8+••` .T. "t..a•, lP''+ '• - r�� ZtiW •e ;gam r„ k �F. L -'i� •: � .:•'F3^+•� 5.a.. \,i t C_: t "@'e- '�i'' t�-.� -m,:'`Ir ••i•r (9 f.,-' -ra :'k•� �,'�y� g.s .�-, v .�, r w_ •+ �'��. i '� � ;� ''r^� '#.t i?" i �s°.{;:y>is t�z �� Ar�'r'� fi. .t�ic�+w � ln�� � �' >l.. -�•,ad� � ]1 yl�u��,1, - � rY,t ,y`f�- :L- •.'fie` +" t.9.pti ;ir:�». �.. - •,�`,.' �� _r !_' _.�' - P,>;'� •,yy6ul��•� ';?: J@f� a3} .• n,t_'W` K �T' _ '• •: $ ` __ +.Si�- T .lJ. - •.$3�� }.� �!A4;'DF•,.,.r. ,h + t_ ' 2 ?Y(.rx -c- .l C'" `V A �#I�;f'� •Slb"' ,4r `1 --'7i4�� \ .yam. OFT '� •-.: `- 'i`'� .�i+::�i'y `� !•- y, ... 9[ �. I 'L p'� ✓t.iT f T6' �•'.. j _ mac,, '! ,ti•,1'Pyi`•'^' •ST .r�_Y i �` Rf , w r,,i'tv.-r ,�W-a- RA a: - _ _ vt• c. e _ �'•,'?,] �"•k�f•-t•6;d�i�'' ai.52.r},t: � .t�• 4;_ '�� .�• lr� ��a i:61 .' J �.. s.. _n., r + am'_ - -' 7 1�;' • g .t. e y r�q� - a - s_.,-1 _ Y` _7 �', -'r :;,r - ram! dRil : ..rJ, ,�� %':_i+n�' _^.� #�.JT-.L ,v:adc - � f.�� { +� '. 7�• pJ. �a.,;,'••"3!' i•^;::f t,av�' .Y:c. •.'°"f v ',_p `!:Cn4 Ic-Px�e.�.. :tr'._,:... �.a I •.i s^,•y�tt u•�. M: f3!� _ •.�- °.^ _ +54.r $!.. 1'. ..» �}�w �Y'.a SrE^a�' t'���.,S�q {�apy ''a.., •4 .j5 ...,y s.J ...�r:` y1�t s_ ijy ..iC_• �•�e'�3.•rc,:rA•l`',. -' � �' ti !') •.�L.�{ �''` !.- �.N {,�.[a'ty {�c}�:�, � `711F+ .mac �� - t• :o ii.'.� .c ••u. .•�;1�•''rdl, r��_ �p•r. �4•`•t - �2,.!v,! �� I.'T --� �1 fif6B.� , .:'1!G'a `--� f'r:iSX'!' < �r'-._ .�.•!�.' ,i�':%^ - - �`ei3 'V+ar s•o_-, °c' - '�'"�`Ci•'_�l:' �'`: 4'::'),.�:� _ _c ..'k3 PM. ..`t' - •ae®• -r4 � ,�n - a- __� 5dr ._� r'�•.�i� .w.. "K. a F_' 'YtDli ",1 .f#• 1• _�a L• ra'r tea. T• L ''�`- n:+- ° .� z�'.. h_ w.°- t •a,✓ C.. TJ;'r -''J. tr •`t'."'L L}�i_.Y_'t,!St.._� -.^ :1`:iir i :`1Y/JYd-',c�,oat _ } Q': bX -�y._•a. _ P.1 s .n.s +:2.;, ',r, 4T p}�y..e •�� {I ,-..3 t" �F�l�;+ci _`•n'. yw-. {qt� �'''r`,�{i� ;��^, L•�' �,�'._�`n•`a �;�. � - A, ''���?.. •ti-7/,�_'�;� - -�-a':.`C�+a. ;:y_• "E• _ l5.•.: a y •t1.•-. r. !.stla�d< t yr, L �'w- t: .•s ��®[i�l�_ �`•r�fal._ $� �. •'t`-J� � `' �(g. •..•i:-1 ';r, 5s�z..� - .,z,:.s.. jJ r "4 tip r-•�,�,� __ •ec n � �, '@ f''y''< c6J�f �(.rr /( lo: ".® ! _- _Lf 7 .1d � • t`i a.'t.•' :r:c; Via,. � -�a41��F (e+ •^r '�,�•; rfalrs•y/r••71.�.•.; ,7•a1'-'�titi .a +� �r. "<=�•.4 f .f��'�]� a` L:.: }♦ .- d57.S' WN ,••. key aek x�1�,. Y �,4 � '_.t•:.•� ••�'-- - G •.�Ip__.} , c- `♦ +J'_G%R"1,� '4 r F -t •.�3--►-'``P.1. '�'R r �T� 'frut 'li'+ War ". ,Tr" ..6,,. iH..�t �� Sr�',11.•�• 1'�,,!i 3'.i�: i •� r 5r.• L-� "••NN � � Si�-� �--- - �' a..�t� �_ `t � = � .t;:-.ia <a..t' r•�:•[r;;F:� :p:i 'C:i t +ii 9 v s -- W <L .,:, -,Cl` to ,/•' .iL� tvc.. •! .p. - "` :t.. ''�!�'M ar[z A'`'-1 rt:S•.f+ •,.J?° �• �°ti:�.e<` .�„ .� �,�° ".��� -a _LR 4 d�- j d� +r `l^.1•�;. Y'>~,' -71." -'�!.(l+•E•`�i '-i `?<:- e� �t _ 4`tR ��G }. :aMom .�` SF''' ¢?:.�} •Y; .; _ t'',. ,.�, - - ,,�9' { .. \ ire y } =t�a i - ,5'•'a.'rJb'F'" J a«,t'��: +-T .k .t-i•'..- ' ta: _ F'� � ��.._ b-..d.-.kc• („ _ rlC! - •I`r' '1 _ ,.Y .'{t. •a .r; •,"",r'_` s.3 "�' •L:• rrt` '� -.9t 4• r `l ��t.• ,' '')Q.•r .e1 .•..:r. T ! - 'r• ."fl,� `� �,6,' r•e `�6� rr"v_ru:,r•�F`i'`a'+'•� y� p _ r ., n �,1 •t_fyr, .. C '-:s .opt' Y`�. .�i.�•-: „ -o- �g> `.,.• C 0 + "� r-: �:s �,4t ?y�..rL,�'k{.:.v. `• .�k,-I�'�., :.€aa_-.I'� `ti, ,Il '� •��.. g' •{'�• ±,c I L dG , J7�+�[[,-�J �•, 9, 1 a. ..�i�, r�r' { ` taw.k.f-" /U! � c' Ej��,•, �7 %t�'S•'.,ga'+�^ 'q_'� ' S-I 'y�Pr'�tl.., f' '�5•Yi'1:;'N�1�.- + '� 11.E r1�:.1 •.}•aiT+ - !q;y.�'i. .5:�'�;-•�:. r ���',^, �+•�; '^"ty.r- ,� '� :'t cL+i �+1� �.,. .�� c g1'•- �`L,` Y 7• (Y{ "�• IS.: :tk _ Fi- T � t -.Jyl$�`}�y�.tbr �i:�,.. }}� '7'x •=b9 .•-O.•;.ti4fta'Lf,•ro f 4... 5t?''�' f� 'u=. ..mac,•• f �ry '. ^..4.,,,.-,ri,'•�1'i ;1 t('^, �.:•."!.cc. `'. •a.. � .l!°-= ,• - ,Y� - r';:.•?' ,•sa ,� `.-' �.•-. y�. ..<� "�,J4 A. �. ,� - '} �!�. .� -,Jo' - `� E ., rd L. •a r :�� ro t _•�T� = tr �'+{ , ,6� �.r ;�. k �trY� �i }� �. '6j Z .i Cc!s: q. � i�i� :Y[C2 � ':L_:•5�.a•�•s e`�'•:d:...b1 .•{�+.��e Ir '•T :'Lvt-•' a ;..?__ `�tr-.a��g .r �F Cl��p�.;y���� �_,�p.\ �g�� � \\ �{,'i b. . .�LF:ti�r F�t.•2e -e �'?! Lw�•y�_,� •'¢���`s'Lra _ - `Teo- srs�} E j •r'� J. y. - •{.-„.:'fl . a• , r n' •�-•! •.r,,...n "'_p_� "{: ^+�•! I��LZ' iF. !2.i®-� ?'79W. �+ ilC. �i'.�.', �,.t*� k l• .`. �•i•- '°�- ^�J- - ^lYT..yr`l.: �acP�La,'W. J➢BF$x, '�. t W. 'l1. h..�_ .t"_•-i _d` .R. :.a, li''- •1;, ra?, v+:}, .r •� J .t• .' a. ( a_• �"k'Jl �i ;. _ _r a; a p5: r•.5 (,+':r'•�7 ♦" t - C �y .sl. !7+r: � 3fi ....;sip, �g���-' ..[ ,''l 1'r; � � �d t { -w ,t!jE�S�-ay� ��of � � 1,., •H.t:'�� �I"a:?.<a1:�%.a�����fo �"`�. ! •..- � U � _ -..Y 'a�.v:.r.t,J{L, `i ,�YP � .F u,F .,� ,�`r �-. �_ -� ��.,.a_.w.. s�-�SL _ r• ...7•'� :9F Sh`� y, •i tt�y`•�+ JlL.-M:ir1. ; � a ,/•yn t�: �};rJ � 'S-,'� , - - _ ! =7""�. i; c ri�_. '2 � �'� �f^ u'tZe•,�i;1:: :. .�<.:..y,l`�E�-t,••�• g �5• ra ',� , �® j1'LL L•Y Z•lF °♦ - •�`.•':c `�.. .ice d pF '`='- -i9` iT¢: • p•' '1F ! -. 45n�•`}"s 'f 1 ,>,`! Y•s:.�4 '.a� f '•►'1S"rri-Vfu9 ''r' lc� i- ,, li.II"r•, '� .. -i:.o ' ne5•'+i'.+'r;G(t+ as -�.., .d','••!�y,$ ` y c ..�_ �` +` f`, `�Pi � y,C+ .r�=`-�i a• -)4 d �` 1 - y� s��{ ..IT-.t.i .� {'.••ate-..'�-.�• ••?} t. .••?L. t.� Wig: :•r't••c_�•-.is- •c.!L"atw •a.�.Iq� „3v'"Ma!:•br%'a"•�, r P;e 4 a _ _ v' •r• �. 9. r r i• c.•eer: an cIO- �• �y`:.� q lF',�.� .1-:., y., .• C' �ll sl a _.''�' '" c,i- ,L,•F=5a '�'[n a' _ -• C- Llr; k, r•` m l•fir' E - ,1r •c}I •�,]f,.� a. .f. •ate t'r w�Y.,t�var'•;`-'M:a. k` .''� r_ "`jC+• its. �.'�" ', 4i' �<, _r.:r i. :p:l (.__ ;.ary •JTr - - b,g. k-'p;,�e .nC�• � '•c�� iD �� � "v .,ty,tL�. t;Bd�� 'fir• ••��' F• •.i. •' to•: �,'4Ti`,:fr ati.��:T.`;:"ti:�•`3,3. J. •t5 r_✓r-'u,,.,1L^ �M ``,•. -ast�, `�- e 2 4 ,._.. rg�'�'IyLa. __ _ 'a �t•�`V. ,t;•_ '1�.aV � Y�i'": �`••T,;� •�' r '�)b... ?`.i� _ .' N I 'S'� `1';:.c v r.A.:, •�.,: •� �•�.�_ ,:�`, � aG. �.�''%.,s+2•t 1r��� - - :a .y •�!� �'1 �. .:�,•. _ •'s. £.' " .^-Z�'v. r•- t �, I ..tt - - -•. af'.alllet N •j... ..a._�\;:r: i. - �1• Lf } i :.,G�"• :i - , a i*<`r ' ¢� '1 jam* •J„�,r,`{6 '.sV c` ,.� .!,M v'u w,J : -- .s -.,�,;- '^}',= $ a ?,'-s ! _.-��y'F= !�-•.: y "L i,,,a I -...ram 2 ,.a 3J '•F -, - 'i.��JJ <_r': r.' "r.;"Gr1t. 'yY '.cY .+•-gip !- L 1 p� �.?�• �'S' q' -a^, ✓•._ Si•�a,�.� '" •. .t�•� ��'••'.`� - . ,a', a 'C- t: �r1%� �• � 6 '� i,y; t'-r�CSYS.r. 7P - ;r; ��..... e.' ';,}! T5 t, r �a(t'- :'.1t1� 1 i +�:d Jrk .t•,, •2�r?Y •tk�s%�'� •�.5. -ti',aa' -.>;,.r'"• �rr. �.s , � t�; •',.. i':�, I ,F,'}.� � � ) �t1) ?� _� 4 :a'i'.l- � __ _ -...r_. �'3�Y• ___ �. t irl{� ��:, ,err.�J_ ,E( - �•, ,. `t=tly. �4g �'�] ,i^^f: V ;r+ !��..� ti=L: q. •�A' .•.,;r-o::�:" J �y/- i(yya J!pg ri;. (� �,`. 'ty'' ,rs V• •`-C:�..t;;�t� _vh.�-s:�LTc^.tt&�:< �le�..>��` �" :�,-_ "r .k, hrr ":g_ :�.. 'r-a+�.t�� �`i �+`. +•Y_°71 � �V4' '�'�.•ffq�:a•� 'R '�'_•'� � f� -,�•�,;'' �.,_ 1F' -c`Y. 'Ltil ,!� •�,'.�• •::,s" '�r'-•i,• .;?J:r.:*r.•r•:�te`C".'�;'�•i'w{r'' ,�."rd�`Z 'i '�'"v- - :d: �. 1��,.�+ ,1�. - '�w. '�,'ar, .eja-itIx, �c»v�+c *' �-• �r ti �i�� CIA tea• klw `�•. a �..:.� c' ». 6:G. _ �., -- :Ttl 4-e ;' • l ' ` `=`'S1. t"R•����� � ' `r!. .: E F r`mr�x. 1 . `(� ,_ � �• c:H�n,�•. J .-S, 3 �' "1. r r•-,..-`�,+' �S 1'`. �� r `I �' fi^•vti--• .r_: yy .P" 1 }� K : tr `i .•.:' F`-''f.:1C tom, �•'�., !¢� F - y+.a Ki a•r• :t,.. ti' tk- st- :at.r.,ci•�.����.El .� ..�°G {�, r r �, e9)f -Jra 'gi.` :a�"'< �` .'Y1St � `-� ♦' > g r f, .�.`rF��`c.' .�}�arcfq�� •F, g�1, f .�,' ••CJr `araaJ'�iy. '�{y,. "/ "�•�. . � _ 1 `'� �p r'r: -' .: � r•�: •'kttd . ' �+rt � ,y%'r*' 5.. � r s.:: � � t y�� .r spa• , I .4 �.. v;!•..a.:`:tlg.�;i, � h� �; �a ��.•.:J•'�'" 1v-:"1' it.:- :�. t�'Ill�+� _ 1L��� '�5 N�§• :r � i7t',�`•° o�t i;7" f,t �:�' ,,.. �, y��� '� ,-�i'�'`�T•. q t`i51c'�r ?a� 43�;'���e��'. � � .F .sti;` milk � � ;�•y ✓ ° ?3 1 a1 Ike.n 1 ., �.g :l e y r-::;e� "4 , } g �k 'P4 f (l. , `� .ly�y.• er f' a t 7 ..4 ti} I i fyfF` = y [ ! ,t y �r�Y It{•. H -�.. ✓' .��� i0 �t,.• t?f .� :.r .6 + � . .o. wR'.. lx ' �. •.i yI �v: IN v fiP } 1� o i ;r $, 'fie. : i.,tl a 5 a J -i "° r �¢� a'N' ti r > ^ ♦ e 5 " , n li`c € fj1J._,.�+ . Pirl�"' rsti A."r -ar?9•r. � : i irt'_. a °_ <s r :d y. a„6aa'JE*a itl',J', �kS°x .r•• I"`i`"..�.,�ra. nc..,'ETP.•1,{�;r�.+J�.....z _ r [[y.'Al "t "�' ` , � 'S, 4 'Y,�ti ^•�.tE�+ �y t� ems, L iE�: ,a. t,�t _T:.:.. .. C•.,.,�t1-s�Lt � A.E"4�i1b - - cis' '•.lc ei r"ir +•1.tr ,,.:_.,_� S..� V -Lca tics 1_ 'v`L,- !_hfr :py�, .t?... J6. >±,v ,. `t r•� `�" ,,• .rg„` 'SU rr: :L''1'.+k''t %tt t•` `�-."'tf5':_.� -.r,�u: f�tiffiS1� 2 G 'u„r9_� - -yid. d .� -}.••�F•a;a y v wwr�•!�J••ti ��171<�3� q• L�-`� Ti� `e ,qe r$ iF' �q �j-, _�;`� a1•_!,�.,..r ��� !'A:q'•Rr'.2�`L•-vA-•� ,,�•g,a" y ..�, :�, y,J�,t•r�:n�,�� { ,. �a 'y •�,•• � li i�` �•.-�,..�..��� 1 ",i.�>� 'y:~z' AAW ��� ` t .:.w •�` " ' '�rt-rA , . ` � -"I�Pa- Sk � },y$Y `7 �=1,•':1 Z'��t�` _ r r. (, f '� 'ti '� e47 4 ,t� .'�jiq +l�L. ..`� _ !'>r '�� r-Jk-•.C:r (;. '� + S 'R__`• { ?I _'. '?�B,•�. �$ Ir.. .may �.�..'�'y.�.}.. r ,'�•.J.'.'�,�, ..y,` ] 4. ,�y•...t.'.ay •�.`a� '!- ',,.'.•'. -,. �; cr r rF';•3 - .��.['r pp Gr. � {'P• r :1 � �y ? _�� �{'7�:['4f!�ys4:�'-?.d1k�q�T�• i� 5'"` �sn4ati'.e,:. - ul i:� ,'_�•^�• .a o _ •ft .a '•3 ,v.�C'•ws-t..SA L.t L.� •.41iv'� .E�! f:. .�_.K-�1k5„ _i.BQw_ �nL3 .,,.,..,,:�`.F - - - .� .� y {t t _ ���'`�.' 'fie >L - <e•�s •.< _ a�a..�•. C�,I.e �::� 7v. E to er. ..["��- M. '�rn`:i4'P °L.`'!`',�5 tea`•.-a••-.`#'•k!�) �':-?r•,: .c--,,gq..y_ ,v� ri '• %r : .: tr _ c., f £'ram.'' r��5• _�a-..» 3 '~ /:• c� �„i. ! r „ :r.rr ,r.-• �'''' �';5�{r 3 `��is- «•:"•"ri'r N a. .0_].itr;;s!I';... ,F •1� � s' 'xa 'i 7•k '.i.L .�:.''l`.3-`'v \4.: ,-.P. :v l ^:�,..3. �j'JG �; �$ y. - - eG `,. f•' ..2. `.r._..`y•rr1 Au. St =�' ,l•`'F .:}•Tr'�I_4� - kph •K=�'. ,�. � ,,!!��'Jr� -- e'er" �l� ROM r ,¢: 'o _.v , ..t�` �.c ,� '�.'w�.,a,.� `c•::: �" } ryr r`y er loJ S6`A•wxrp ;Alp..:'1.J.' _ !•}! of �?.' - <3 T.` �,- :. :1, `� i'-yrEA<N •'�i;,, pt� - �. � :M -.'L -:. - d - �..et�: �. ,�'. .d�. R:.•:� .�' ;3 ,6 :t r''Yu�• �•wit�9i 'r�.�, �.t a,, '' t• i ,{.( '•`cr�^J«/t "' v4•,-S:•' • .7,c �''',�� "' ' �Z: 4 t - �' .,y..rLa +a�•a'�.� .•�. �` '-}-. i{-'.�••�{'~ - rT�♦ t1B9 Y,^ -,� (r'A�- _ f '#R• v�Y- ••'.'-!tl/ 'rls;'�` •c:Y k. �ij,' TS •I�r,;.. 4 l�t� .� r��+d 'i sL"� -��% - :�` E'•5. '„� - T��k...i}� ..s(.. .Y'�`t�-,;•,r.•v �.. �y".�/rr-`[t.fy�•c"= r j� r1 o�.l.a�$ r �'„ ^.•.,t,. f:• �-r.l' ,,),J �, _ ,,ri E•d.... �,"��r ir�'.e r�r 't t - (� r��'".C....:^�,� ,.,- ..� t• ..,:. 'i `fir, ate.-�L .'/ • : - �I 'Tit }�'Y.. .�j K. :�' _ �.ir:• 'SY'` •�i. - j �Fr. �'t`�L' ug''.,'``cs'' � f_ n - ''+'Sn ti 8 ♦..,`-'.-r..•. t14.�1'•`••1 `.: .�'1 .::, "•„-�.}_ ,R 'Y .i :.j D' ��.J, f� F - �$�i� _ �" � Y Yl.•.�•�� .rl ta-L:. •i '�a.r...-�.r. 7•.,,r„ 4Fy`(t,' ¢ • , .a » :r' .a _ - _. r'v -rcxuu '�2 =.' r., a--'•} 1.C,J ' !1 `}•: ~Jy :`•..: �i. :V.7.._i^- •' _r•i..... L'�,} •J'y�' _# M-( •,�' . t'r a d, z _� '�aP��+e �- .'�?..,ls�,_::g,�... �1+uK!.•,:'� ,,Iy :e:F q,�i, .J. .r ��,•, .1 2:' $'- ,' ."r 'a- - r - Y'. S'arL.. � .:;ec..•.s ":e -(4 :1t;1`+••;S':.'{.:..:,t,�� ;r., pg.�ry. Sr;•-�. 3�7C= � .:rt• � �-`:t tec•.._ 4E' 'S'��° �S•V :1}`� .�. �L`y, r„- __ �rrt��•.. "kTb';�1"r�,°1 a'aT.. r�•.. :a` �J .� �.,, t_._•;, ti. u...=_�.ti'. r,�� •� 4�: t1 - •.i�i�? �e+. : •Y^ a '. '� 'v,•' .rr, `-r."r .r, :,}.z "�rSL '• is R - i ': fs' .; ',Fa ri+.+ .•- t:.�:r ^.e' 'i rr eg_I ', wl� 4 All y,.r fr rf ' :.ate_:. T E t f•'r-L "�';��,b r tit c hib •, .ti."!'�•LF, a,t. ,��. 't'c f k. 'r:4 •,;b %� i'11�1Pr•+� ' .h"' .�c� a �,`i' 'y •i•�' .� .�k� aT: =`•fL r_ -[ fQ' x,✓ sec ! .a r .• � F ,�'�Glr -� rn�.= , t4' .}i-fay„ s.r <<k; �1�yri.... '•� I�ifd { rU- 1i\. A5r f^"'t �rgf(yhT x, •` [ 7 i 'A ,.A4a'�`, •�C. l '.e :'!.'^"r `t,. a. "•'.'l�)•. `4 aF.'�• ?, 1 �,-j?!1$ ( f.3 u•� l.f ✓'1R•. p `r' UAW,!Y: 'r •��• .. �� of t K-J.. -,C F.�..• :wL1.k.Jaf.t•:t /i i.d.-- ++ e� 7 � t j L! j1?.s _a:',.'a74 ,.1., �t� <'t t ._.a `�6?y7 r_ " e3 ' `. 1T. J ': -•l' u .r ., 7. ,•"` 'e =y�i.- :•^ 's� 5£y°,�. .2:..4.1-•' ,f j�. � d�t� w a5"'1 +. %..� +^± 1' "_tl•- • -'Y 5, 6 R F @ �1a• r M+ , r.Jt� .'�.: , tic. A♦y,,s ( r� !' v�'\4 r q `E`• � � k^ate • 1'1 q. ,C }P•.'ri'r .1 �{��•4 , '.?7.t? .•f•4 w� :il``t•"•/ - -.5 " - t • ,,;,tp,":: -tt� t. n A �l�Jf •V (�✓''..Ct.q ,.r+'• ... j, , '''•: '•-,1� II. �1` - { °et . �� q -4 z°'" •-n. i ',��•-i Y'�`.°! .�rcrC-~.:ri�f'a`fyl�y_ - �� � �� - .Ar� ',�' -,��•v' '<� x, ,.•,15�vtia:+;� ' yy °-��'$ 's`'L_��_�•G1 - :�+. .,, R`�� "�..��w.. '�• �'U!�,Y:� >�"i .1�'t^ � t.•., if°.,': >« °it.. � �.,.5 r: :• .-.� - r -•yj,'v .a:�1f� y' .� t rL ,F• 'trrtl�. iJa a�1€ t t'- +� '.< •vim,.' '•.••\..�"vt„Yf'tL-=C._•,�,'t��S•�,,'Y'c-,y.:� r.t` .L$fl�v,:T'.'i' .S.a,sr r. . �.k•:[•E.LI fI.�L.'e ..',. ,r.,_ et'ry 1:1�§!1 s !`}�. '�': , '� �`ii`'�.'�� ,\F+${¢6'' aly��',r' ,� Q�f�c '-�"•,,atT.a•.:sa•f F •,r - ''' y t:v.✓.�H.snR,.it �'�` !1'= ��• y+� Y�`r!rr-. '.!_,{(�• _ >?�' +�y�^-ry' i! :00'._ a _ -HOUR `te,. r-'rR; % t .+. J Y y •rl�E „ _ 7,1 .� • . .% - 9Jt8a•_ti; l L ry •- . erf, tt .v " D M �. ..L.. .f�:l'L. S.�.YC._ s:Yl,'. a[,N r..l-.` ::,. - - �-.S{L .? •.. csi ...+r. .�. •��w•`g '4� 'r t.. eF' os'•�C' w..., 1 e-ram" �g -�`.AI.�N� •�•, _t•,�R`: f-- •ir.$'-"eTi` _ `. . .x 'rf �`p_ ir:'r.,,r' �-per"', rs, < '�, :{F1�t',�-4r:� i�+Ti.�i �,�s,"' 'i-�' �;;,.4,�._ �Ls�`''iy=,�:.`�!• �_ fT�- � Fs.-+�':_,r-•,�„•�. ` Y a1;:r;�y5cg'r��r,. . '�L ,. > f `'` f ,�i�5/"^ 4 r ` �•:' ii�J.f,I;.•s� .,� L4i1oy,... ? - ,ay¢,.,., J y .. !. •:SK.?:t 6`_` '4 f9'Prd_ 't-."� II �"•,),,�`+�l�i.�"pL. a"15• ' �+"`+-n� :ior f..• r. •'t'•^�'°'+3$� �,;}6t '+ .,�-,:' �. ,r•"•f��,:�:.r�S• J •'�` .�q- .+X,"'9 r '� -- r ) :rt $y' y�lt4 � 1�". - .at-.. ..i:b►.s xx:' ��'. �{�_ ('�--� yii0ht ' pc .tt Ese _ _ MAYERS & ASSOCIATES Civil Engineering, Inc. PLANNING•ENGINEERING•SURVEYING EXHIBIT"C" HYDROLOGY MAP Project No.08-0194-22 April 17,2009 �. - - - -- -_=yrt -:r�}.�.:YF+ •/,rja _ ...;t-ic 7'a Ia .•. `J :`��t- `•i.. r _e� � rr.>�'aE y„4•� 52^v ; .-"` .- ���. - _ '�.� f@�+ •�Z � �.. _ 6„ _ 23 -•;t �.,_• �••,cam= v-f�� a.�t•' 'il �.R"" � � ..- -- 3F ! .: } •.M::k.ir�T.yY-Ss- ..e Ft3 L'S.;Y]P, .,4 .•--' 1 'ab ,'„-" - -C:t z•ck a•e � 7T'��` �s�"�9�..,� t•�r��= " t 'r� a ":p'.p' y .t••P:1ZM ya• - ` 'T•-+,, !Fp .91�•'. _ ZS'2mJ 1: f Gi Y r'.- _ 11. - - •� '• - - � "'::•,t,.jFJ ._� INC -�;� •Fe�, ` 1•`ir. 'E.� ,a. ;zz"�7_ F - `cE. �"' - '' `;c h_ ® ~ .0 5a ,y_ ••cF:t>�rccr ' ,f..� _ �'�.." r .Ai,' _ �` _ - is '�'� ®- '',g` '`- •r4r .xa� f tyRf! -M �• '°���. F{Cr t=.c FA atitlt it•V rt ii .r ' tr-:x- �Y'ct• d :i F.{- .:- sc - �";y�lb4. "h'. 11 • .t - - ^_-SN ':;o .t',` �y �j=ffr.: .`.`'f .� -- t ^3 3 aa'•t••s=. i 1 .r.anJ�_ R'4 'w•i :t t !J - : . _..t:.,fii�. .ta '••ISrE '- w, - - rr Imp, Mv, �x"��c- -r`�-'•'r"'�•cr ::'•''�+�5: .,.mot ,a .a=' � "�'...= #?'�,• � 'a�� - '���..r __ ^��.•.-r.-� � ti^. � � - ,l.it= �' _ - a : _ i, .Y:7_ w�r� •r �T r..- s:w�: t Iaq � -�• b - ; •r�,. _ .a:•► ji^` l ��9"� .�. =T.• '�".•.':•`i't��- �• "t�, '?r� � -`� -2'�-;-f z. a Il..yl i "syi -e�.•3r+r`_• - _ drm+.'"� _ _ �F.� w �:- .A:'�t•:_�H. t, :o-cfa r' '!;•t•6:<Yi`r w. Wit-: -'tif. '..3:.�3� L��'r•. :1_'a l.� �J:-:r \q .;r J" ":,r-..1' -q� t�„ �y �` -l. j` _rY;�!•l .L- 4 - ..pre '{ _ .-•-_ - 1^ �'.�F�`� Lp��� ��f r.. J=.r,V. 1 � ~.�E : �' ye ''/_.7. VC•`,-...:'•., •:!`' ('. it:v�s••.l - �S� - - 1�' _�� ��&il��.r➢; 't r�g _�E - �E' ,�t�•'3'�.•!...�,y,i .�•����-P•' ��:+?j:Ar�w•: ='' 1•v:• :i`` :S�.�r`,`:" :tr !' •c_�'►k ""` ="] :'i.�£:'��:r ¢L43`� _ b't {�.Y'- �. �,1 -fir _ t � •-� C..� .k- l,i� �- .. „tl.Y -P(-,, ^�.r_• ;•at• c. &'r�.. .�' ��iE'•t•a�.' _ :Y t .13>;y8. `-••1 wAT.a>fa��•��_�,���y�t9S„n+•-- P} ! J H0�t'3r ••-.tt •ate.. : :. _ :.y� av�a __ •� �..r -:''+_q { J� �t•` r!r`_a''w>�-`'�`zs =c!! fL"1j.g .'s �•'qr ?Af': 7T.:.C:_^l- Cr vi. �..�. `7BL .!• _. 1t .ty'�ti.Y e_`�,}. _ .i. :fa:,1 t }lti• ,g P l� a-.• ..bnL'�__ _1 ^t!i �h! _ :"-@.'n y, •ftr-.d Bt" �t�t':e t;��sEl• - w ....-r�:SG� , `-� �--��.n Q' �•t.:�g::1.i,....' _•[.. �`_v- ,t ?..:" '� dF.�:.,��ta2':• e.t►.,. er�'t.�. Fj t. - �}'1 •-Y �', f fir'. C ,c .i'•{; r-ft. �y/cP-- _ -« Tn;lf -•vr� ,� t. ,�'=!` t'.c Y' '� 3[�t... :.ti" -:r F..r• .. Si. -j„ t.., .h�t a•, .���1�Y• ���• .Y. � '. _ ,i:' ;`•:rf��,:..,%� - :i�'lff9dF � va ,ice S � _ �' ea• '_:�,° - .,r f:a„•�::''ic`:='�.-:� `� �.v-' � �r " ter. - U;. ,'•�:�6 Li��.•L � ';4._. - . _ - r•r�a3s o, ..,.� riT + . i, - :� ��rto fF' ' ' i.'G;L•6f:^ .��Fa:btvSp'- ^C - ...,sue=l� .�� ve_ ¢' -1a__e.• _-.. _<. r (Bff ESA ! R :t v �; 6~ _.t�: :. ^?1�;.':• `1r�f �E y f }� • .Q• . _><+ taF .a .J _- ..„ - :`. •`. L*_ _ ..t _y -',�"'� .- •�'{'; {1f4Est.'-�-,,, tK1.1fY¢i� -'i ..; ¢ 1 `.*. 'af:, �'r-' .S3�lEEa _ .rw� _ _ ,Q�-•w.• _ .�'2: �:f a,.Eh „`� ,.`�..,,� rz ter` •arrEa %�sa(fiE:- -a -�` - _ '•- v 3A• a. kMf:./- _ L '•P, :-.,L+' 1�: • _ •,4't3'Y:J<w. .- - ��"•^,,.•_ ,�7 i?.esf �v�- .�1. 'Yp--t• 4-,, ti;�si'ti`� 1'tk. .`\-^'���-r=::%• - ��- C' t �. r,.�_ � ,by,�.1,: _ �A•, _ >�3 - .--.E�,-�„�{ ��, ':`c�i"'ig'Y-". �G-�_-cs-.-•� _ _ -i'44�4 'Ci S-'_" aavt�' �e'•� - .IR' F.!';+'� - �,F_'' ! - •`lK' '�•^ 1L•.•r 4. ��� Y •F. � ��, - a .4. Iti.• _:�! • �.�- .."1i.�in"a•r'.,,�•..-.� _ -- a .r•1 .•+t: t'.Ts�.F�o �r ��..� ����' r` i:• .y':i(i:�_��...�.. 5,... ..:F >� �, .�,�,:E,7i;��....�_+<Yt�}.'•!1rj►`ka� stt-a•ir• �' ,: -''�s=tt,•'•d�.l� _ s r,�-� •`L-? * r •n�7• "tli • :.�,�' •'. �a,..f•. •f`71Eif t. 1' _ 1. ., �r� �i.fi!`dna�]�'aar,.-h•'�- - - - - - i IY �-g'•.1,'u+ t �-'•',3=6�i�s. :.,.t .t •;.F; l 't .'fig- .,tT"-��¢, � •' '.• Y� ,f• its e��V'' �'��-" .lpP s•,," a1 ..`'f� '!�. °+ii .i. Ec F .r,.p• '7�'' r- r, .�L��e E k; .'Tn-I .t C r' �} : _ .i•.s t-qe,.tip js" V'.' Y.•e, -. +' 'trF4 �y - ,;,. !,•ar.: Y[ � �5 v .lY_. of 'd1A'�•.: - / .. 5a _ :tii, -t• a t h .�' R ..�; ;.1 :' a i ._�IEE>:2:'.3... _cb .i ti. -.ti 1."�-= \•ti+ '•• `4If. �:'-ir .ti:••.- ® ' r���•f E�ti•.ram 4{. 1 t i. .a ..T�'•"'< - .,sv � •awat� ���tn:,�.� �� :r- ••r - � ���- .�'�7:r^.'„�tit:*�• v1 � ,+ ��-.. ���i'�Y•_a� `�t... .�r�•,n. �l �t 1 •� n•.r ,F- .,1�'L--'+• TYfd". at'':& L,.t , _ ro,a+=f ">i� -Lb a " faETi'6•: „vim®ll._ :✓•_Lc '�.y. = '? `___ a''�•_a •.l=avrcx. . r�h� .�i .l.r.;S. �d'- � _ k'1 f•-rq.a.Fl. �.. .'�, ti+t:-•�ri�. E. '�. I �t:a^�:'t:.f-^„�,:• •;,�1�,° '�'•.< 'R-� � �`'�` i•�wl. -'t�,[�y 4 H •`�'-'�-;cytlk-t'l r,� t' •J•1II` '.r r b•a; Y. ^:L:L'1 ♦•'ti �� •� c6. � • �" ..:{•. ..fiy{1:f'��r:`:47. - 1 T..:;'� .K�i11 ,b H:�c. tl%.d.,--r VL�>..r+ i ftm ..`��.- •y�p•,,E{V �rC'� a(_ 1A_ 4 '1. 3! t % - '`Y E4O+.p ' yJ .Y o. ,e6! 1_ .ji.-:'{'i �.-..._ ♦ f:.Q•.g '.. �.'�.'f.�? w .. �� j/1,t+, Ls_ d' ♦r,r `' - r 1�4•.: q 'l+•r `'%�+ ' Ci �� te- /l ��t - ' `- !•�.' .: tr ' _ •r _ ` � I •t- ,a�^`G�'.- 1ap�g .. -f ' ,. } 'ems- -- '+ '^a•' jli E.r.•.. •r:_ ^„„ . 3 �'°' pEr, bar }��� fr', _ ^,� .t i •c,r�id `•";t` �",� r=•N' !�-• .`a{',', ..s.�_�1R f` 1 .�•.:ri. .,P. :-}�: t-t-. � - vv`,( t'�:- fi �X .Ci�ti'• zs'•r� •n 1,,. � '�r,. �n�-.1c4 .�{fw`� E. y. ..r.w " •' *tT' T. yy ,t- :. ••e !j_.S.t"`P'� i .i . �:`+. • 'tJ'�'[ :o t.:.• ' ��<s �t_-ro• t - 'A � �; �:( �3=5= �� 1•�1.. ii "$•+' ,�. iv` •!P` y'rlac .> �t1 .t�i� -'}..�r. . yt - ,T. .t s}y ,.�;r• 'n �.•-: '.�G .:T•, s'tgt, t.' �� - Pi A6"ata.- 'r L -:', _,.:. .� .r� .,.:.r , J ,rs R. �:T 1' r. '! 1.tj �Y' tiC'sg- < , ^V� i..yt �_..k' t�-.r .[� a • Il s . Y' �� t�q• .MN w .�. im " Ph �.$'`4� `�. r " :� 11t'' ';-- 1'. ' _.t a �r U `r .� �Y k.• �Jtf3f�j= ".2'r s a s owl r y.s k, ,i-••: r. . . ` ¢-" 1 '.<o•�'p.� _ a i {• ,.,, ; G -• 1!- i,� s�..,,:` _4:ww�.-•�,�•a i 3, - p.{j1• a ,� �%" � _ 7i t;«•a 1��`C 1! '�j` «G����� E '��.,�'. . $ '- .__+� ems.. f ' L ��E' was •a � „� b of rr . 1i t _ '' _ OY• �.r, �.. ! Y J .�M •Y�lf�.. - s`•l'- .<.l.'." ai' '.._ 7Lnto- a.'.�T� .�f �� L i.�. � st.r ^I� f ��y'+•s r;, a'a!:.r'l 5 s ."'?^f- t/ F-+n-�.?�` +�' Z alt: g. -a,•>vCi Sr��.RSF. .- .tw3+!4��d... Y• �/,•S .�a�-1:H: E¢1�:.: � .�r� � � A . � .1�,•S•� �.-:� a' y.�,f fit! � ll1y 4r t-ErcS ,,+��a`� "S�riSt{K6tiat1 W4'.: '{� r _ .,.,rt.. 1 f `, t �h. �r� �•--- .rv..�'-it.E ,�`s�.. �•Zt..._.LvoFat 4-•e.7A ' _" .-`TBO:r.'' �j� �,'.�+ `�-•":ria- '4 L •F`� k e�.'-`..a. - .� • P�F - <a:'i . ,.,ten,- yf :,,+ .�. te._- ^i:-�2 n� �,..'rn;. �_� tL�':7C. u� p,_ - SYS Eia01 �''`�'�;7't!'®--� _i_•.`^yc-.i.;_EP-�� �� yp fps ` y-•"�. a.. =, .r �x v+- � .: - .:�''�,..0 <`` .Z;•: t ..`vi'1\",k�';.1 � � .?•i •``"�� t ♦ t,:•'n ..-t �. �..'iEl@q ,E., a' ':+.F'+i!? k: ` c_ `J..��_� t _ r; `' ` t F'HLr'�t". � r. :1�2\'.1. -' ,( y, y '_2'i, z. L ' fir �' -•e �.:,•r,rf;•s. Ss _m. e icxy� ;4t r Lit f .1 r _ ►r < r `• :. {C t V4' va' ,aiE; ; i- a :-'- _ ':i +=Tl. ►^ + t f: :-f. ryr7ttfi t a.�Ltrr.q� 3 Lt. $: ._• + 4.. '..--�h•t`.SS'`;tVID11 ma's '=`�,• " i� b. - \ ,r' - ::Y` +- .• •M �P.�.:+:,'E�_:'�, .,y `'�r'.<.-,"' r-. .:s 17,N1 xylas ,� �- + 4w- ePJt: ���ri 4r Iv 1 � c'V1 3.�,,�.� 'j r,; }� =xi .i•.r1:,R..�... •d t:+. �:: . .. f^- ' li'p .t.�` '�t v.!e:4r `t' wt�� 3• - '- '•�`:: �•:� .. rtld%�.ir:" - , ,"k.' -�,., .'EE'!i' '`� , .g, .Fsif :•.. .t•,al, '•.�Y •4 dY _ W TL - - ' .t ' �yP e F h..•_V, :r�!. •r iv• @3r f: r .f}•^ �•?Qi¢19- •.�` .: ':i�: �.i_ 'P '��,• .a �'P:'. '8' .>•�'•�I •i7`�rt's3;•,....✓•`:,' .t�,,•r.•f. j`1+ `I t P c > :`,`�.' 'ry t.:ir•.y : - f+ +,i,r __ w s•'i�.„�i t�anp .�+t��..l. t;-�i.. �`•.s .t.-. � �h; �. _ fi.Fd', m� ti`�r ;, tt �:�'•'��-.l I - e is p v:N�tjti" q ' ,t ,_¢},.,f, :. � w:n �4.i ,y�fi.�rc.� r 4" P.•.{,. C's ^ (( „y.��,� 1e• ,!-'.<7�'4 ..E2'; •_ _ irsT'�-0 �` '. S"'%'��,a 1-•r.• r• rr�p��!y�-i�j -Q'_-F r �� �tE�l _ -v- j :f..Fij ?J. 6�o`f_'r�•,�.�..'"Ev' f t4'r":"r6}wNf r,r :-.r:'r �-•`., I..t;i a .l"�S'' .. -_ -." - >:3�1T - .:,;rh, , ?,+ I<t•rl •* �C:,� 'Yf S�.rv.+VR �lr�s.lc r ;1 ffi.;:'t�`�. - a2iT� �-��-a�t`:�s4 .!a 1� v - :� �•-;;". - 1. •:'.., - •�"rw r �s, th S9 �e _ ';�`:t ---+.: ,p« - �'Y a�� �.- trom.,,,}:' -�i..:.;'1.=_.•, 1 . _ yk�lr v-= ti: i�'a=•;,-Vie'`#`- ��.f�t:f:"iF pry�� ??a ro- f� f ) r ..rL.j,^�1ft� +r .�. �.,:<< Il:_. :�'- - ,S�- - -•t�r. .�-,b' ^"W �. '� .t +' �`-S-¢r�-�• •� a<i=rS.e: _'a _ „�.r -r y, ay :i:+ �at�.__•,a ,,•g,S•�)lS �a : � �'b"�1e .Yv .�--` .r. _p _ � r, c� :.fi ;a• 7y�', u ...! ta'y. Er jj •T• A,•1 .+:•^�.a 'h .'ir%''` ! 1 k� �¢ t' _,j•, ? Y •-.Y; 7°�.tYl.�' . - �-'t 'E+'`'»mod •,��, 4 War' ,-Y t:='t J.•f� }U,'.. �•rC ila "'Z r,� ,►a '•liar. �.•• �+o .-•r l \� •�'J'i'�_ �9M ��I TI_ r•�,y . +fir... .7'IF,:.` �E 11''unV�. .�++_ 'sl '�'�-.•-.•. ni-r'�'ti i('.� •t. .�,. •.'h�i�s- �`i'•►,! ,: � r ��`�rt�___t w f ,r 4. `c•�.,.fAE� .a�'"s-:..1 1l .X,- nra. _ � 7 '`�1�-�F'., a�. •,z• S.. evo .C- v, 1 �, ¢ tt. s`-•�'�_,: +L r -��` tif? IC! 1 �'{ .-r;• - �'� ..��c `4._.t. _I'" - �=�•'^ t. •('ur �_ �`°�-.-.a-'- _ ��[s��- _rti.",,�,� `'�£:' .:2_; *s r +tie-�" � . av• 5�. _.r' _ -e•�.: ""' "� "i? tt '�•�!a'r�a-�,:�:�,'�-r�.t;;• rr�. .� v�. �:.aa *<:1:1` !ta> •r't .. �" t' s. s s0 ;d°0�'! : /._ ;,.•'.E .•sa`�l�y b. -1.. i9e-.e�?� '.F' may- �t• 'd ,a.Y�r i;, .r. - {,=.,•.{ it:�r :7 �y f, .:a..,� u•�r �, ..Kt+..:• ='3E .� : ,IT i v +. 1,•! `;4�. 6dI'"r + - b-`..�. `v-r -Y •fa E�,., ]l� Yl,..Q il.• i t W. �.--i':: - ..s c. '*r•srr: 'i!: S.f.y -►lT r,Ej ' .• �:;1••;,;s:< � `_•�.r.E• +gym .i ��q ,ir1 }, �a�"k e, •yq.,•, `,F rF'°g �r" �' ^y, f .�� J. 1 ., 9 }.a•.1.!�•.vl L +•a :;t�-T�•.'r' n, _ ,•'Y 13N 'lo `''t ::�:uE .a.r• I _ •L``\:f 1•.:'•i r'. a�'^ °r _ - d ;9@;. .FY' tl Z 1 ..r• ,: .1 lav 1},�<•'r, 5` t§ 'LAI '�"�f,.-tda �. l.i r-'�Y.' tc: pia r• { , � �. ��p 41_ y .2:y'j; •y •,•,1p•�, V t j�'� ): 'y'k,r' ..1 �4�t `Ac R., ,. ••�.•'dc:.' 0 �.S.••-. r.- �r :�"i•• `titer pkfaN •5•. ;4,r�e�:,•� '!" t••.b ��`v�T ,,E. •�-F �'f`?�t., L'�G s W ,P "t•E'.'Y a._,"' •C' .v� `•4`�l'a• L EA ��.. ..rykk ;'F•r. ...':,•'", ,t�".Ro j�, � �y�6_:• }�,E 1( - lir`''�r:v. yrl�,c�,-�• d�y ''�` �• -..� �_ t1�1.�C�t�N-t��;.k,:�''��;`i. 'f. :,• T. G.n11ri' r� 1�� ~.f , +, ,n. w 1. .w.1i 1 S•�t,y 1 _:�-.�t 'fiYW+ Y!'Y �{ .¢fY a �'.�� .-. �• 'f �,�t .cLY. �St/ '. L. '(tet- vv...° ® ` d2;' �.' t � rr•J �.f-. ! -49., . yu,�.eA. �1u .1� sa lL ,,/� 1 rb .,,a'FG:� -- •^.:r} ¢ C 'ter a` i tom, n'6 if.,_.1' -r"=`''`r i';, :,,•-r,,:, . �c>'v�ttS�1•:�713�9�_..°L e h` a +qT-<<$:• 'r•?} -}a �, r ti sur- •c�..tra-.:`v M1• .6 ry •���/ !.L. 1576`� t�,.. t '.�. :A�..-.TR `y.`.t =ld •'y 5�`.S• P-�v�'7'- p.?i'�A - �. d \ .1 -�n:F'.• i• , ('r... for-�. 'tcXi rs� aA,c _ v,�, • ...::t� •'I1• 'i 1'' :i: _ <$z C-'SfG+sRt:�e sr �•o- -Ta-,'�`„`.: `��' d,'g e• 'ti 1 - =SYr� ���qq�--^i ,_. ,`�+p .Y%w _:/.:.• :ti•t:'•t.r•� '.•a�•_ -e�' -r•r t+a - - GF't' ',� n-v7z d� � :c` �x( - .� �� :,rat-• •� >�•� _t,':t,:'•' - - MI, Y'a�,v!'- � E, "i 1w �• �'LY �� � •r11 ) � ,h, �-1y .r a ��?y}%3� � - 3 -.'�.�-. l +�F�.'va� c-�,_.7 r..�, D`�. � d. vr.. i+''.�,�, ..�. `r:=`. •� `4'F�, F "v- u' - R <�. , ,-.' •:r• -t �v,agAr•�� �;�W ff__ Y:.:.. .ti n_ �.g': _ '_,�. t�:- t. •a(°. -�''' "`; �i, • .� •�: tS"`.`E�z ?` Y '�`' •. c �C.Y':`ln�Ttp'rJ`?�y3%rx t (: - • ' t?4°. '£^^9 L.•}fy`��<`''t- mot\ Ir.,� 'Ifr` F r .0 .f ..i'EE• .. t. k Y`�.i°°-`« .f/{ a,.r..a Trt•nc•r <(,`�`. 9 ,[r-43Yv'..',�s'3'r�,4�x•. ,[„`fs._vs•:lr �r�r• +'". .�'{tAtl }FL_<s i �n.hr.- �r.. •�. x. �- K,.�^,. eft -1'1.��''II `�.s' t t!�`tl l_M 1+F_.�-_ i, ,,« ••s - - .,tY,. ..R. 9 s.�{R _ \_ , ;-- e[",:, as�%v" ;=�!•a= 4� ; 'p '+` ' i.er_2. @- •�riT-� T«1 r ! F• a'>•p. ,`..tt'' t.�.•, _t. -;aE• -.,v �.' 'P.fi', ; _ '"� `'t!ra „ '!� - _� t_, ••C.!.¢. '-�li .�•,.. v t�, 4< •'ti�Y. M. f. ,t. •9 �• •,� t� , ) ,L- ti% 'L�w"^��j`tf�' '�:�y� i ••fS.� ,yam,.. I+_ a:�. '� ,t<1:..j ...:,y,•t�lr .1. r.�ti. A .�, �ay � T� �~ ..�`.. � .�`.L- a. }i•^ •t- .�t :1•e} ' .�`K_ - `'rC. �ttn�r:;d!-t¢:•!M1- .t ..,, ;:_',: ��• .Fx.E,.�. �h ��";"'�t_�,,� �_ �',` '�. .ra az{ .V �, �F-, '+� _+. ;f ;�* � `�t`�l�:� ': .,• ':$•r:'� :'-�".i >�, -•:�• 1` L,'�•'. i - �,,,. •"?i 1 p:�ii sr :r': �'::}_tp:;•' .i?..-q. �. �•n. k Sl ,,, �, ..,. � '7' Q - b �_ .c•b,•e._�: reQR`:• �j`- t �...s_.�;d.�..'1� i.:�a `r. - '�• .�•p�1't'h "�•' :F� j -t- •,>' ''LL.�N ..rntn.. �"5'r.t, t+ .� y��S ^r� r �n _- `i MT_-°���'1�'- �'' ram, �y ',�fe�.rET s.• 'I.tF a irY" ¢.:�`:.c dt'i4 �:k�•S ,yi .t,_ .�. :^: :•'ifs ff,.t+-- ii''��.,' �1�4: ��`f _ M_J�j '-� ':Y-' '.lh a '1� `�,C`��.+r .f� N.- /'' _ _ _ � �y4 '`i- ,`'�1..ty"r •+� i .t iC•����F_Y�'� ..t5 -7� -r:: � _ �, `�:, .Y�y .i.t��'i��� �: �+.-:faY r v'f' ra.�;,i : .1� �t �•1• �� ` fg(-�t��? f,, }5�•rir�-.� - :r;.. .R'+1 - t,3J' / .�,.. '.&. � ,r...� .�..>E.�SN�J• rr';- .•; ,.if `li ,� �, . �,�� i' 'i""'�•�'Sr;,'7 ti'a,I�.y.a:...,.r•i ''R�' '\- "!•�'.i� _ �••L g� P�j d',',�,_FT .i 4.` ` .l T�-,.��f'L: P.t [(, 't L' t {i' r• Y}T •• �' • - �• � ,i.l�• # $.e•• .�.YY, :'/;-,.•.Y/, t� .++.i,` ...'y��',��•'. t"nk.ic-:d` - �1E .TY F1:+%I.CF�... '�^y'rY ,}yf, �?tl 7c•�' - :. Y! fi. �.1r•. r�...�.-. '� 1^ (� to � ._y - �•� ��"'ii_• :�•� ��'. •F - N• -1 !, '+h � lr � x`s� ,.:-r ,}I � �.�t•r's••,_^:a:' .,� .�.� rl � �A, i _?J,,:`b"' =1M t:j�� l` ,Y' / to - _N'k�;:tr`:�S` � � ��.� � ���.•"��:�r �_. iQ, i� �¢.t: a 4 i;.. �L�r 4. � 'w. `S ,L Cef ..a• d�A .?+° ,"»ay"�.aE� ar,3t�,5.�� } �'� ,`� a.st/�' •n?- ,��.�._ry:,l`'� �e,,/s`P e1•' .�:o.s. - t _ F35:1 -€L,.4•,v.r?'s .DR!-. „ <:CL.�'�a,�._.�Ar^f:.._• �f"."r S� ,v i'-�- •. t'wa.-a'x .;4't%ti- rr.� -ti•-. T... \Ri ' •+'r•,•. v' vfj. ..�!•;,c o•.','a,.�ts'�Gl lXl�_''.S.+ av +...,vr-::.9/,! ,L' .. - k}yt.^,. -•y"``�Lt?L. t,:' .. �'F li oif . •t:`.�•�-ice:':/•. - t' a °.` >'? - ,l3� Ji•t,' -:.&S" `,,� w~�`4!G. ..t - \ i. ArJ '1.�1` v�+4':a 4- _ •'-,e¢., a�`,��+ �" :lF., � 1, 5�,�{ ;-t wi�"•y''�+`"_LL_"q'y�e, uan��_ sqr + a•° �,may, �• .i, � � t>ll��, �'`r.- '_l ':• L. �d' :,+. t. S�v,t4i:.:`rl•'"' '"'�"k' .fig�,t�..j�„r�f:ru' m �a t, •� �.: rr•9'+ r- _� ,�';T�"art. t.. A_., ��t�, ,Ct�.l .�, 4 r �^.. F 11�.rik',: _ `: , ~•j4`' - ti ,[ ' a5•-+S_ SO^ ;'„V�•�4, u'..t.t� -•l�,.T�M.,R `,r V 't2 i � .j k :E. t ,c`144i^C .?1� 'F.�, y�f'FTiK"-:`.9' 6• ! �4 :�,� �n1• r{l Yi�`tr'...� i� '� •'�' � 2 �f _ is 74 q1. t' c vb�.,a r "�._, _ 'C r^ E'• - ��. $a 1:f, d. �: :u mot;... ?� k ��'i _ 1'� 'S+/tr- .adw-!��:-"-�.• ��R r;4; "';tit t �$.,str: a � � �,'t�•r"t`, .r ����s - •r..r i 'cy '�,�P-P-ti-� ! `� - �6`, p •.�=:-��a \!. a�-'tom.r"L� .•. �� '�l�r; �5a�� r c tc t •...� t•a:^ :afr;�:•,aI * °76.�' t'L" �,.r_,. �•�•v`a�.-'.` , �.,: � �.�.•:' .� �_Lr' •7t-.� � ..`t.�]'{sty✓ -G' a�S:: t•:.K' �r .-�,. y,,�� t� { e. fl:� '1c' ••t. 'S.. ate: {_ r a .u. .�1�•.-•�'"a.=ya•_ �. j`' `r� e v'Y �'�` �• , cry .td // /pR: qi>':=C.yCfc.+'�:"� .. d'i•:: .VT.•3n �,_ }e. y4o .& + •mot' .. .v,.- a.,'1•''. 1-• "r 1 •f} F I,+•`:..Jl• �"^.yt}:,.•,..$t W - `l. - r ;� i4, �• 1!':' t' -, 4 1i rT '" r 4'"'�Yiit'Lt !' �pa".1 U��+j .'lC• tr 'jj \ :! i� _' t •b =.t/.,�, '' � � .aal �♦ 4u, i� "si gn g}:St�,d.Lr .� � 1 f41C _n�zsH 1 t ♦ �a, 't'. .t f r•. `_•iMY.,. - • 'S 'SR' -t i•. �`� '� ' . ^�•; '.`�:. Vrl1 :t r IfTF 'f+. vi} ., .ma`s �.y.-• _ ..t.:•.y :F,:• � < f �H :.•�' '�•`rJly,,s.,. �! -[•�. � :,1. 1 4 d 1-?7' Wit" '�1k:a�'S, �• �• ��}a.� rtN¢: �Erp -;�. r-•• .£....irt t `3 d r �• � E:.CG w py Is •u& •G •,rt K'v '-� 1.. `•,{_,yS'-'` � .. kfi ,,..y� •� c �E �..1 _d:,r••�e t�•v�; -rP 2 �'' 1k;..' i .�i` �Yr��'c 'r1tUt -`v�++f en •.� Y .�,,51� r Y. � „t� 9'YJ. ¢ i.. - � 'k*:"_�:._` i �•ti-•m _,.'`f �Z:sa=.:%'L. ., :7 7 'i' '•i' �i�- ti;l,Y'.a�,�u-,`�s� n'1',It�:'it� rir •a• .t- ?f ~ ,•, •1. ?. '-- a= •` r -dY.t t. '+ @, t taa. cp •, -t�l.t.� e. ,tom-•1Gft tiT4'f -t_;,+ �, j� .r.a'n�y�•:t°:( :C"',.: .':'$• ._ ....ft:.L':&: ' �. m t+ •i e V ,Ys:. `A• aE r l�: " a• -r .{i.:,c.s r °li r r•=is�4.i'�LFs,,s. S c s•:»r 1-$t'' �@• Pqr. r tibn0# *• rtr t'f'•`s• Pa �I ea e p �i3 � f g �.. �e ..i` .��L: _ AStaErl�rra�.z:�anar J ,��.•�• .�,gg"'�. -'.t`.�1 t •4y�na'.`:!'>r. �..^ .o. �0�. rt :lef:�"cam q' �'-` A� dC�i�`'�r�.{ _ i wy � '•�-Fir•• .> p •}'.:a1�„ � cuw;y � .r �Yl-- .,t.. �. � a� r�, ♦T .i, ! ,{ . ..i tL�m: •F•• iY,...;1. `!i!:,iL:.l.:. ':i - k _ `� .'�., q,,, V 'i.• -C p 3 -•.:�r '1!+ '� t_xF �,� 1 ah.,B,1 �. _ r.vt:Y. f•'-::�:�'cT- q:,,�� ,'�21 E:` • el tow, ,=.- �� .tY�•:•fr,'FrFY w-�v.� �.,`�g'�'!:_ r��y, w:�r•.�h-.`� _ `'a's2 �ty =�`_ � +1 d 4{ t�.� �''Ca.r_• r;. '!" _ .y`:�.'._:•'' �;.� ...r����9 .rf� }� �"^'{. i^••'K1'e, .nos Ld7 -f• .i `•!^!:4 •►y,- cy_csfltxiLi3;�' •`Z' 'lr. :rF' 6 4_�"' �E rl.{+ T2.,N..' q','�g�E '�, ^toi;}'' ,�..,Tt :a ir ..t. io M`,C°' "`' .t., �1.g• _ :a� ..i !�` ^.:sl3r..:.,k7S: etr�-:;,• 1(.1':..+;F, y. pa.y,-Ia�.• � Vl/ - t,,�+` f rye, _ -. .1�•,..5,: f. � r+�' _�-.. •; /i:f. ?ii•- 'r �et. � 1E'T'y"•'�7h'-r a� •t} QQ i, n� •t S.j San'. _ �e �,{rt._•�I 1 ".SS 'e@ @r ^�`"� r?r `,�fi9' �t t '1 '�• .. q.::� ��t:r_: �� ,er `s. L`.'.`. �^ .:-'r:-' tb. - `t� '1• l i1••���� .1: ,f, trr. a• ` •ti ,,• t �au w E..'.;,V}.. _ ll •� .'I�@ _ , :i.•I ,1 .•�'•�� 1yy - +•'�'irr_:}. ./E.:\•7�t.. r-�.� r. 9yp�� �✓ � i t �t �y��f v� yy ;F�• P%!' .-c� tc`•'� ,/�' �:�.,�.�',� •"�.. � _ , '�• ` .�.q(�Y��' �.5 t�� -4.. �}•J,. _ C•Cp, •_'9 .L'<<�' �f FMB f's�. If'•`59.4 •Y 'Y-��!f }'�'� ', '0;1 • 't.-.t. '__•l. y-)` .f'.'_ �+t t. is •t f rar�`�'• - r• .'C�. i _ _sx1 ,,��}},(}! >'?} �1 •',-fy,, 4�'i •�C' - [ 5. „1_ _a 4 �•',',c r..�;<. 'a `1P .. a •t a �, •n s•,� '�:- •t,,±a_� r� y �S;a}• 5 ti'� � I'$ � •' „rti ¢ � t �i .a.S_'t6- �, ,yr ya•{ �/ '.fiir& i/( F- •� .yi:. Q � • � ;}CQ.Q.� �} �:�� .,/.,• t3' `�{ '�?��.,r f,d,E:,r'v:�i" ¢• R.r•F-.•-'M>+!<•. 'r•-l. i`• i r *. H t{r 't - ?"•1-,e,` �3..r ...... .-i f� .t+. '�i'.,` _.! e�..r' le:, _ 'B`.�'' d t.+' �5_ ,::•a"-�`F1•�t l�,�iT �k .�a*t �`::"- - t;` r�;�� �n t'•-� :a- v. i t` b'+ __+�� •J� .;t.� i- t�,« �, .r8= _ vP d'C ,q:h'1'�i' ,,4-..�1 ti��"'•�e ?(`' F- '!`•a'r:_ .,it^x� • F t <.s •::d V�p , 1 ., :Ya'C L t.,4,••� , 1ry ..V:..�."P _ t, ��`'id41t •La" vgglm c�F� r, c. ?,! .f t a• gg }},, .r i � .' m.r. ! c 22 1�� err ��'A Pd� •t V�-t4,~i,w '� + ral f"•��1:� eL.. 'a•C _4-reC' !:'/ f.•.. �'T •`i !� -•r{•�,,, „ �. ._cc;. r 7 -s. 7 F ��iriy�, 9:�,•::�yE►=. rJ ;ltC-•�1 ...t.,e:t'` a1a.A' .�E V -<( t�.1a,1t'Lc^-E Y�.�_t- '.T'_; ..sr ��•'-.� w _1•li•- 1G'ss ,N. .P�4it. •lie�;J� y �::��-�' .t..• `;lt.y. rt _nc'°.'•i' filfru3lT'._.u.. .S ,L y�.�i. .. -.C:c'� � �a. .`ci+�" 1�ti:t.A. ¢� -� Pi L'r��'��-d A¢�^/" �� � •�S d7.0 'i�'r�,.:' --•a.r :.E. ...,-��:,.:� •��'a• •�, 'i'fZti:.. ,;,�. 1.-� tl y �L 't• °v7. •'yra._[1r•: .- ,£` "a' � '•••L. kilk s t `•,-h �;�,a.^i � t'r .�, �i1 tF':t' :mt �.!•PrfiR. '� v ' •.it YLrl;. .F-e S'tlu, t' �C.$••�9.1` •:? _ i~`;�}.,Pl,�a:r F' Y'`�fs ► 'cC`E. •,� ..Zi.:kL ...ai,- ti' r: I•t •t4 r � t• 4.r o 'Sri; •a yam' ,f,, tw St^` r r t .�;;. a•?�•tom t :�V, y ":1.; f' .�'.3.raa`S:- ,. •G-ryas, , r K -s -r �17A3:�'b+h r...+.'- 1 4• - •�'- tE.�l :..., w.,tppv 8 `. 1 `.,f- P .,tf ,4e .�r �d,f,[ '•Y l' `, •F �, • A. ��•e'�1�� qtr','�,. � f to � rP. t k:� •+ t- ice' ?"r, rT M'r`�crS �,:r .�•e; .Oti t-"Ar �k� .-_ �"� J+'•..:. �a'i:Z � ri��uu, -. rr .� a. ,l�a " (�. ww •t ,rr•-.'� � s f�' a.+' � t r ! tl � _ � ��•, �:� ;f't� . •t-;::. c G 7•tiW '•'e. t C+,: ff d a.P ..K o*" p�a 2� tom,. � •rr.�; ►T 3�• ,� '�` 6 :;4 TS. �•„+ �ry�,>•iw �C�;rfyTs«.clt ���wiatirrl`_,•3 .a��°'a}�•�sc4.. l F-•..:il_•'�. ,ye, s�:tN_'Y.:.aw-�+`s, 3. �%''7:t IL.-E'r s11�• a�C� � .� .Y�, :1' G te.� [c t• 5 'fl_ 1 i ,d is' h o/e- •... t�'s 1'.,,t clp e '• _' .o 't .'� .�. .l. 1'•l:.Yt4f �_,j,•�• _ adt-*,v tlr. r,ay,�.r�,r �y '�!�: n t Y f E ? to n OWN - �Se� S � ,a1Gu �at. 7< sty ;ad,n •r S 30 " ti;t�. ., r_3? f(�, .?r a _`I:r•• 'F AY Y¢ .�5•ta �.�= -'$tR-`.C {" �, ` fif ,.i. ,1. �K, '^T. «t. 7r.-"'"'-"1. a ��y'r< , yC• r,,• ^t .'�E.•�,r•• -� ' r..F> >S,(.✓,• .r(y<• �'f:#8� '.�-'�.•.N'' :2. .t �. �j�Li .e t, n. 1�_1 c"�', :;.: :a 'r'i ri: F'd •`al .(".a\ ` �tt"�,1 r•S:ii �"•'.a►tir:t Y°�� - V' <; ��. r, l'.0 t•1 Ai�it ¢&: •�T_ `.'G. Y K a p 7�.. S' 1• ":4 lr$. tt f'_.. `�.1; s. E..:i'.. '; , _�f4Ti. i"(rarriE•<a a ` t: "a�. •i< --.t •.Lc} S'q � %' � � ' f .• }`. !` ,•`.,•ier �a.• 0Y t ,. r, F;f'`�`• t. � �L.� t.;a•, .�' �, �. eL' ' �>r-�`'E •••ia _ ttr,. f -' 'dLr ,p [Arrt�si. + 1. ��7 ,.,fy£'1 a•' ':. t:"r�'."R" •1-•..�r.•:.:.:'•�0j,F. �rrT '.•. Fi i fi•1� ,iayd'rT.,�5, �c n• T .lt,.�?_I¢�. ?cl.' `•' .r. o ,risy" ..• 1r•'" ' • .:1' ,fl �'T{�' s'Szt•. j<,' t� _.�,. tr,B:y; Y Y' C.1"n:, r�: �t,'S�[ •^; •.,,' =8a}.e.. -'r�w� �f _ j - .7':: _ 1! -_ __ F. '-^' 7q� ;. ' 'y'` 1 '`;,' a:r,a�A't'i�9:.ai �.:1' Q'•:x '�a�•a �;`,`-�re."ik` ` }ter ^_ .$3_ iv4Tt-.. 1 _`•�''• ;�,a" Et@1. : r t ' .. 1 i !°" •..t. fk�SJ, � L kr.� ..,:- ':t.. rE f ,y�e�s<-•• 't 1.. 1 __,2 n®-e.. '`r+-y_'.J.:'t�.aYa'�•ai:�cal 'tr s ,. ... y� -f r .� i." � *E 'y:" 'Ib r, .-: m_ C ( J r{L:-F•iti... `_'.�?tr"'�BB..Y'� t3 _F. -��' �'-r� y� .3!r' i� E- !. - �.rr l- .t�.Sr !•.;t, y 0. ! 'F '`F - r• 't fly....:.'.v,L!''f`•:LJll i ,ita• 9C _ c r !•i/-- 4 g eI 'cr '!• i�;. f ,,�5t. .t •ur, '` �s,�• 'i'S. ry 'ar'. t,•t,�.r.a� in '��� 1c•a:. -. ._..F L` 'f- f w y _ Y f .. .LG •'�a�'l��.t� ``¢� ���•� .,.., ,�! ::•�:fiL'�'� 'a;+4.::-,.��'+�•?.,- �:tr':�; �':-.a Er.'�•"«�`'l sty s:At. .-i° a •� _ _ __ _ __ '- a� ssLClx br, ��- Yf ,�.�' 3TION . st;l�SPRa .s ✓ rti 1 .1 �'1�.t.1, j.. `,'?•^�• t�_ t, frr,�, w�,r •:•� -.,y,��-.'G :..•t••:- '1 ,. �� & ,Q r• tiq•Cyr��gr• =s,i, .�.,b e�.. ,,.`k� j ?~ �. K'1y ':,:.�•tg,. i •z.,ar � - � y � �t�t..:,,t�tr• �;� „- w•'-:�- ,�..�`n-.r•�. _:t�. •� e fe f +➢� .:�A..���,. '"•�+,��j t"�'r:.a;. i•<hi= 6��: .�x t`a�,gt,;;,: f ; t)jY: : 1' ��- r •s.`• \F,1.'1-tEr• .CIKv ;:�'•d.:: . "�`•� _ ��"ta �, �� ws c ,y, u,�, elr. _ r�1 r f � .. t,•i +}a.: f n .sf lit ,.},t`' riF • < Ar.t om ``'a' •'�r-rr aN,':..e�- IB,<t '�7� ��'�,� L� � 1 r r tlj� ,y�.'k • ,i _'.F.14 ` '•rw�$•'�!� "'� 1^,,r` 06�� M'� �'�����"lnlFi�S«t��r�•.•' 4�' +Ywl �¢•. _ _ -_ ____ - _ _ _ - __-_-- `1•!.J mot. 4*^-s. p ... � •.��q - - 3,::'"i[�,'+1. i _`� t.dg•'"'r"„ _ ..,✓� -t./ � 4�o- n- (}t- �i�• �t,1,^ `t ^�Yd"r L:i.� _ �L.r-!iA.�-'.�1.t� n.'F.` �Y<... .r .. k r� t •�t 4} t Jl?F=t'• 6 Y.aria --- = � _ .0.sr «' z•'�'-•''ryc,t •d '�w'�•' [,Qr _ •"��.. r . •`�-" p� �� -ef `� �� .✓-^8. �� �vh_ ;'�"! - - _�M _ .^ E •...[ ahJF5�4 9v ::j "'}-�}'�3, ,'<.l-9 .c ,€,r .,4 �,`,: yJ -1 '4, •� '�r. e ,X-- T• {M1`T i L..aa __ Y s ! n.'•7'- X, i•PCri'r =�3a d?s.`j'-, m F Ki 9 t �Id -k� _ `, - �,.1j; M, k, r' 4 - -� w ww, •uC� 1.�y�y s- �-rd2 3 r :s.' GBa y,,,� 1 1 `b .�, a k�' ga`'•�. "y'!- Cf'.G[t {�,y ��L ar -�4 _ ;t r-�•; -=L�il!''t. _ •t• ?r'k - -.ti �` '- �" -_".'.T2. S _ :?•� 1e� � ..�,F� ���' o 'a}..t� �4'.:�= _ .-•r= -age a- � '� ��-- �• j _ �'.,�a _}w-Y_ R� 'f' -� - -_y,a_ ~�� »-ia-p� �}yr.. - � i a�_raa' �•t ,.� �<C!t. : � t -.:(+.o �,ay.•� '2••�" - .�.P`• � r..r,;�%'. �.t8e��ii�- --�• ,"' _ r QFf)r9� ?>' 1 :_: r,. rrr yyt�t :rr,:. � °yr>t+�. .,i; t ,, i L.R 3 .c;:u L.'!�L• i.7:- K. C.J- ti. o'. t1 R•Trt` ~' r l �8r��1 �ii'.. ��`ffi.��7cd� � r� • !. _ !+s .r:-.'a ii..'>rir_�.•<Ta_„t '.;R. ''t;. ¢ --yzx''-�'Yi. tw- ,.r_ y• •t: �7;rsj ..r..,_�••rr_ •�^,�� - >,w - - ,�.��1`.. .:F: {sF- v "---•- r� "'6 ;,� •���� -- - -- - - ` "sv _4 .,-��E•_�.'..( l'G!�•F t.'E-•,.� .iS•�u5f R, :-• • a � �,,.., �� � '\. •e ��'4a•,�,c ts� _ �' - - � �� _':i_ ,'Lat�i�•�- w�. ty�tr�.t_.a;.•,'L��F�•<tt't asiy`'• `trr..••.Yj`r`CT�•+1, � -...r•;ram;. �.A.to i•rrR•4?•�-- •n. 6_�- =f�:' .a:�E�l�_�� _ - !r - �r•'_"•%'�- .:' •:! ;.a-�:d� a,..�'•eryt s�2r;:•= c.'�._..: '}• - _r.. •�_ .t.�. .� i-=t. j.,t '�leu.�x! - - ts� r .R: - a ,'' r:t . ' f _ h r.,. .\ 41• f � �iS ^'7 c1WUAl SH ? � �f Ii _"'.:a� +� r•1'a� �'- - -.bw- tfa�'�__ - �,...�• " Pjq i > r '" Z�,«S :i�.}•a •�•:i.'�'1•.`.. `-.�- . X'.- L :T`+F/ �.r i� qk b...- - .. , ,f 'i?" PI�4lt� E 6f=•,..., ::r. r .�onr -.f`�` r:=c�,x.._ - j�� � _ t{ .rf t ♦�' +,�,-ta._.i. ► .:•4i� �r s.r- :S•i�.y,• i ..y1�• �iFi4li .?�' �i�,.:. u,r"•.,�y g�}'=.�E -:...cp' -... .."Y`�` .t y 9... iies'°ev.:.e a�,_.:i Ems'^.. ,ems: ...-A. d -.:.r C- ,:d• '�i_;` 1• -, •i: 'i^e.. 0<.,,.E. .,,••• :4 �`.�•t,a: k., �:CS' tl. Ib -" G } R.<IZ t� r rt'•._ +:t _ _ .,o._ - rlf p_ r _t33 4' c QvseG . s'il .7� lM - "`°S=sa vivo !«(fir. ' ..; t' st'. .. _ _ _ .! C•a.•a_i-e•,.-_.:. _. �? r� -�"^: _ .,, .4 ':k .:lr :.:�%- .G: r; mat l .� - `y, j >" -t►^ l - r-4�.,:.-J ,a...- t : --`�.`�>�?` i >ti•.. •rj.. _ •.j r't: ..ho-« w- '`•� "v f� `-' • j`r ' � A•c •.l Vt r B ,r. 4'S.iS s'` -_ .� 3.t7• ? --its _ r: S,x �eAi1s .. 1`� -. r:, . 'K{ _ h. 3 &" } ` P. i�::�r-- - - S�"f: •i� :?�. 4 <!t 4 •,1tr' <. G�'ru t •3r:. r .a t t� :! ' }�• t o• '� .:_C;'•-:.24� ' , e•,� y` i.Y_•PiT_T'.^.7 f1?T•, : 'E rL•�s•,sL' ` �'>-`'y-:. .{{ta`" c. .r•..M r, -3.b a:� {• -` ? <` -n.Y �r'``e�• •J=Y rc• . r.t, -+•':try+''®,"_.u!!9H5^ .9i ��.,a�t� - . c�:v" 3-.,..1.�•t} dy'�'C•a-s,- ,j. <Q=.7T •"q =-� � .t •..•�fy 'tz'ura' .1t.`1c� 'CpFS;,�T.:}!•- ;+�i-F -6'..ss••'_'•t�T,e.:',yj_~�• -,�.'!"�. :-. ,;'E,:C,ce.^.t`' J,- rt-�q` ,[�"' •G ,L-- :z ^9t.� r 'ti . } . s[rA ,�p 11, vkftl :Rtt: K fs"�' ,t� r'_:d •�'tr�- r��� .. = (�' - :.&Vt�1�wyC':L' t .2' 1,�®"' . .J •ffi�+6U,'�.'•ad - .v.t'�.a 'P` -,� ! e' g4'1 •4r.' .!. .✓' 'F. :.�.-L (: .'1• L•+`•i. " Jti:�. _ T!' ..5 C^ •� ls! - G .'� _ pr,.s.,. iC/f*1 < .( t t ..r.. ` ..t•.s., _ ••' ..«•,, ttjr4 -dl a _ �,y�,�p t''c.;" :�'�4.1' �jf ��iR aY ti'Ft _ - - r..• ! �4vi _ 3...L". .k,:�.t•_-`I` r.� 1�`7''" �o.. °...5/i 'Xte>- 'R �2_ [,� �,a•aL9 .. -�• Y` My 1:y� "- ,n4.` � t; .}e, �,�,,,:..;N•!'�a: -_ ,;vr.y.:.+iia � '_^t 1-u �, _.,.c M L 2M�Fcry- -;•' �l�,.i a.�* Yr:f' ?'='k ski. , .tPCI IV.iGE9 tdC-4^-v "•r'tw•`- .,a v .-uu-�- :-'�. -` 1..� wr •fir y.- :_t" �.o. :,i='r =E • -1. .: F, Ffi , -t ci":�' 'i;� L� � = .�,� °�.-. Vq�,.� :;tea- [ :E '4L +": '•',3.�` i:' :-•� a L'£'�<..:.: C:.' t-„r_ ,(m- ,' f .` . • W' ., \ � s " �,, -_D =1 - .�� _ `tt., . '��' - io y., �: ��e�.�.�G..:Ct�7ir4r�•-., zap �{ -� \.•t e.r.d. �� }�- ».rr'i'�' t• ► :L,.:'tiC - •` j, .r:•.�, `ks- ' fr• : .> >�Ed• i -r• _ y}� l: J�� !� r'.-r a,�', .1.. �.. 1 r ;a s, ..t. � L• ' - •('' C-?Y - (,�ir- •�` '� ur.. -- �•�::=2 N t'J.�. .-.3.- ._4.a. `•L 1 r S� J`aei. �•r.- _ tom ::_ cy ;�- •t e" _.a�M� .r'E _ fie. x- .7� .^ 17 - '1 fit, 5 _ y'►�' .. .. .-L �/�.r-iIVS S'• L�a�.+•.:1.•i'4e.>�a+� _ _ ._ �. •rsi.w_�. -,�_.ti•;,. ;C�'wc^S. �'l:.S'F' •` fr�� .tl,^ f �g � ....h .....� J' t r �.n :�•r �'.ryr � 4�i:::a t!w _'' ♦:J^' �' F` -:F,.'fc_ :t:�}.•G?.••7. !iM 2lxri:.-.ad .t"'.i'sY� i�-- -` �•.`ts•a c a !.fit"` `.}{� a Y•". .� 'L. -`V'.'' 1t Vr. lea �ic ,.x..z, �� _ r "4 C�'.v� 'o- v'34' - - d . - �•r. �r�2 rtv�:'?'"' i (•SR` b ti 3;_ ar P a� __ T-- .ems- 't' •.Y"` .:•,� t ar:, h �_ �' ��r �' `"ti- r3.- p; �YS �•'w �' .�.. -b f. e�va•�� - - efft f, :lan- e'" ter-•'� .� asj."U'F%[Ft •F '�• - L 1 �_ `sTii-3` •.-I t3= t „r.. .'iC',! ..,a•y " �iw" - :;i-. ,d 1" 7, COfd'- ( I�r;' .' ^:tr.+. �i^s- •i. t• 3 ��y1 .�i �! :i'..�',,s, .��L':rp'' L.•� �. = - ••LaL.�k",'1 '7�:Yi� 1a ••1. .e�47JF c'+• .�� � •� � ,P .1�.''' � _ aI''E. • •."r'.'v. , Ti►� �-Lt�'� ,`'>�,J; -r! Y ti. Y } C8 ?�.�e. __+ L'•rf,,:,_ �rt`�.�`E• �v....a.. �'��L4��{'t..r r'F#f� a�C-t. � 'Z`tY.;3"F". ln• 'Crf-'ft 3 ,r'' •} .- q . ir .�. i`:c4 #a .�t='- ifls� t �:�'4�t - i x' •! `,z+ f -%:1!'_.3' 'J��•'`�lrC'-�c•,i�; .Y•� 'r. 1 " --- �%• - :: � .:t :. •...'4 ' 1. -',.tjdri _ .;�^ 7' i.C•' r,t\y9f `U. _ .; ^'[•• - •� ..ai4'7 «i a. _ - Q% K 5`4 TL.�� .F f- `fMZ•.r. •r'`•` •! ,<t• P . 'VG56s�.�_ti4 r. �'i+fir". � t 1K yk• 'J'�.g'•�rr.'.�' ,�/W.( .t•Y1.f-K9;hSt!� 4r P` j� '-C +y, -`v -.D 'C g ��+p� 6 •_._SL31F:.;T F ,'•�(r^Y .r'•,L�;` ` .,;, �1~f:g�:.7Rr's�•1i. p,<•rN -:_�m�. .may\' _ ilr,�•- },��.} mow\ a. - ) RRi@ Nf `: Q i,.e 'i -"1"' . y�' i•[3`7r _ •� \� . +?a fit.. .a �i .)R7}S. ,.4'R_,tol._ . .�i +,e -.. ... . 3 .r a� , -t,r• �� �.7�_- vel }R J rlS!; .•)! F. M"`!� 1 La., L r. ►.`_ ' . ' }"`�' '. �,whn - .ala� .tll ��'!�• G7!'-"''�- l�r-a:. ,�� ��� ® --- �g�-.7_'�r- •+1y. \Ra-7h '�:�v �,.�'„-', us 4 � .5.,�.L �' r. e - r,,•`„,C_!i'- r ��ary.: � •rr_ ... .� sna',{'�-�� _ _� _ � V�?l�• �9'. r�� �p '"4t_�...=•"'< ,�'•`•-�:s''+��` tD�+-. ��_ '� rt+'i� � - _f-•-� ,.6!! b��,4. •fif.�. _ �. -r'+t J•r ?Tl�" .. s�'� �('� j=, ?M t•• �a.',.0 �1�'FF'- }v'`sr.[-.�'F G`,�3y� , _ �,a�.r °i.. I �. y, _.`- FL iF*t�}�g? k v, a� i�3Yr= �s l Y }F tJ' -9 •� q3 �, e� c i. n+4 77 ��< T ( � t NgR �i y5 j{xy- Tt►,�5, •t -. x!; -4+ -15Fr' <as _ • t 1 .p 1'.; F ; -5 _ __.'.,--r�.' -'Y` _ s tia - .Ma.>< 1,' - psr '•t�', r-.� J 1 '� Tp ,�, i�(�i• i.�. '�','� ,�tti�' 'a" - �,�r���,i y P•;. tk� i..�• `�+•.�y •'iz$, �' "�.i� '�s� '*�' �Fi-:v, '►��tr•`.i ' F•,: G, ,•�•- �: � 'iPm v. t; _',. V �� ..} - .,',';F^"„a � a f i �•5✓.,. i' .11E' �'. i � 1y,^�' .-.g.2-i•'i.>;'ST.�t,i `7 s @ r/ f,E 4' F.P' ,Ir a '" �•'i 'L•••e••- c.r.-.e Ted^.,,^� �._ _Z `e � � l _ °e`f„7P,. �� F .}cij'9'�'�- ie- •� [�.fi�• 1' '.�'. •-!;�t- "tea=r•Y .- '3�,'3 �''-9a." ��i ••,H f"'.`-°<^ -�`.." in-:�,'b±.: `'-' - k. 1 �'i t ttf"a.�-_:�:+r.- •!L't !r- t'J' 1.'. .5 1�-9 yy,�e /]'� .E'4rae•<. r =- `� 4t:.,yq, .�_.1�$`y'! ':.,' '� Ems. e,f 3� l 1h1�`a.••' ,. �'. het el M1a4�y a. f•i WA % '. fpe: - '� _ •. 1�, {f bP[' s.'.IC{ l"C' 'f ,fir s _ �+,.,:CC' .�:t%•• F ,/j' lr;•:k=. .. "*r`.. i.. v P'. i.. .d°-r •r.•Y cs�.fi f�`w •# •'>T.-<.... -R`Y � �� -��C�g`.a:. t..�' ���. t -•!h'�-I•1`��`- ,' ,"4�F-• • •1 �l'7! ^.t:4i t �! 4.,��j`t fi}"]da!-1N .1.4r.•: } .Y 'ti. �� : 'G .[�`�'A �' � _ c.S� - "'�' �".r- .� �.�sgr�?!k_� e+)v'��'o �ti�P`'}iy..r•r:` ..1_•:� `��"��''f�yt��r. .i �N :�c r� � r'; t a. t�� rl L.�� I }. 't..•t,+"� 1 a<_ 4� ,y-•. <a '�it`•`-� ti•:S.b.s -�3 .!a..��:�!1, •__'" Y�y. .�� _ � x. ,�,, .Y+` ...c.�� - t`: '' `5,.'�. --`•�� � dr. �fr � 'fit 1Pr-tl� _ !. �•.w:;� I -.•�i, a ,•�it;.�, ��` ,' ra-_ o� ,,. .+� ,�," i,F�• S ��ii�`rau+� ;... �e � '� s �:�f �,.:'°�'••?� .�+t �. .� F%�^:^4\-�G�• J7�-• 1°` � t1mmF4?r�-�z.3, � `'�? h� io _e�11-. • - �� 1 �' �l¢�. .•f•.i��c� f } Q, .,'45:-.y�s�a ae° l,:,ay„ /" .� .� ,rd�,�'Wc�"�4fl �.,.s,���1K/ :ru i �- - _^r •�:` -�i' - j'��tio`��t•'W'" ,l" �::''::``,:.i/' �r'`,=+S '�s:6•, ? 6 1��4ry19', i�`Ei�`s. 6: _�� }r.' y��wtl- _ 'j':V'�'��'.'{�.:.1�:LC�,'!�. J�•'1" t>ev_ '••<, ;?�_1� 7 a+tiP" �}jt} (� ~�"�.'`0}C.. e"'-mtr;;�` �Ee�+..`, '+� �l�r••.., r "�+; _•. �•,)y tt.;+. rr ! '�G .... r (Fla_ . ../ - /:l@ , s�.•.. 4t.�.'n- -+"r'� : ;i''.', ' 1'• 41f`;i' r_ r'-'-'C:.I�r.�. 14..:..�^ ~�- J.o-..i`., s• „v •t. �P�\ -"�. -` ,,`;•�,-E.`l,tS. s �-. S'r. '.- •%'a... �'Y: .. Ow feYoi%�r.�),•- ° ate:.. ,rs.-r��P-. ..s-'u. •1 >;,C'+:_tY�. $ ,.,.`i•':ivy" a)t - `y ,r.-r-i �',s �.Fr -•a. „••F/.11.._F.,l..' • ' F• I :li.:a .•�-s.`�'i'ri'ir _ �. e. u'-`; sue., 'c° �y@�L� i[. .L ) i y eg ra. '%r� _ S:r.. ;''&! r,> {q.l,-•"s•j, '•9 E1F� /vra+••'` .w 'Ct tom, :T y!' 17' �ti:- ';:*� - =< :''-3�f _ .. }t!CS _..C� _4- �iflCa;.(}._,:s's�:t rL.�..:¢.=.i;•',.:. tir. `.ti�t},'�`} pis_ �® t;�,s'•'a` ->1' "rc�•..rej_•�,.,.•4i ptY`�J •"?t;��:• i�. �. a �tt - , �S. . \ a-;• �_ �.•>rx: 1: ., -yam:. ,lea q` � -�'r>_.•-� j� {�' a. •t �• :. (lb:•"� t. „rf. .,-t -!s•���s�£ •-4 .a,w- 'y��1 Y'v' ! ,..._4.J1.-''�i�:T�.,..'a 1 x. L .t,�1."�",/L.:.is- t•�' `is•?`• ^r:i:, -=:Y �' :�y,.B. 'd�W� r-'. -+ate•'-'ax ea:.�-__ ..o .�G�t� .'.`,`=c`•.fc- ',k�' t 1 f=. a � ♦ mf - � }��RtI �•� r= F:[:`•�7• }�.•tr�rf.';',a-�•. .';.1,. � � 9- _.� ...•-�� ,ti �f--.,tr � W H`L'•Y ,t't •1'J .k.y' ,-5'r" �+ '`. '1••'��*FL4r r.�.yE> v y dr3.lt s 1 { a4Y! :L' r �G ia6l, N. _ r�,r;�,La...r�}.,`iHS.. '•acs N. Q r.�+a_:Q:, c_� .µ,�- f i1, $ �r• .:g.,n -c- - V`';t.. is "crti6,�."`i S_.:�, rt., 1 ti�„r`,."•�6-� •�QT•v'�:.7:- .Sc E� a`T.• ('s Y•�{ �_J:t7,��.,r+•s`.'v't �a •1`�r,...<_?,"^R:::^L• `4...-:f�• �e '�,j.t f, r•!. T:!' t'� t%4 - .�• _ d-pl, (4 $Aa rti. 'Sf.Js. ..�)R.•.�r�°d�1.sT .t :,Ct• •'Iz f._- .! A}.•.��},... 5:+1'{-il •.k'i-F: +�i°`, ti.{•• 7-v.��R.cam,:•- -�L�`f�` _ �? ,--' r _ -../ `r<:• a. p .r,.. �- _� .i£ -�':f.rl/ �:? -:. �ofi4 ?a! -�y -'I.*.f•.. `rga„S ':,,... .d - ,4 t s .S'7 m � ••u, d ' + - 'n a 'cK:"`. �:ry,r�?:.5' 'f a.l•.a .i[n5�t'•I!� Z -. '-fP';� � F�: tr �(;•i `•r f at':.%�v':i^r,p.,-_�-� ttr•, r} AF .1"" .%' + 4�2"�ff _ -,y ,v.`/`4 .`fir d. - �S °e4 1 ��. ..t-: -Y.:.• :f, ':.r_eY!- a.. ?; '+'- 1..•a 'd• '�"r- `..1. ..V -7•. `$r ,'•i•,y >•W. c. -[•-�`• r;c !,7. Cl,r Y-r T.7 .ntP�' 1. p 'F�'ji- �,.e .'�i. 1° .. '_y,.� •.la;,L ,��'• .A�•+ A�. .r, �r:- .Es ` F s,1_!•t F�iv r,� �P. :E;'r•r• �.� gyp, • � . • '�Lfs✓Ta� �w'`.`��•#__ <'.•� lr� �� ��f'' 'C• '."•� pl���, ' .r.��` � .-l�n R (�i✓ +-i � '��a�,a 9 ��- r"c`�-� 9'ccn-�, < �! RaL{�!w• ..•�i�t_4 �9 'v.� "`•:P'�'v .ri. � •' ( !'' tr _ "�- _ �. 'Li- �'1° r •r :y:-aj.►6' :i+: ' .4' 1�.!t'�.'� 1, � •f .k1 w � / T•_ S.t Y, ���r _ _ - ' rEA-;NS'�T r: � .t t Fy P?'s' 1 Er}• «. 1 4 t�j �rRr� rF r �,,Ers :t -n? �rz ti r �; ` _ er�'. �r.al. � =d.•l 5S,,�.�,�_' 4 f t. f� '/�}yy+p.-,�� � ��g�9�.�.. l;-��yr�. 4�'4lli� '�.'.R�:: 4:.•.'t i p�.,ram• r�,. y=;• "• •,vs� �•h• _- L;>ai` t :6i� � 1hflF . _ ,•;7; 'b'� J• re..`>Ya'i - mac; �:7>;:.. ., '.:.- r -•- - 1-.-., -•,i iJY>ttit%� _ _ j�_ .ii.I• .:i. .r• �-t, 1 �l Tr ..T•_.., ..s c'e^ _ ..y-.-- •�_�' ii .�y .. ti.,..P r - ..i;` @@ekl7R�_ :.aaax _ s •.`�'- v.• `'.+i :-`L=•:i9 to-i_. S',�i --- {5 �•f:'�t �[ �n �•,.� � - wtt. � � � I �.,i+ti'�'.�Y`, 'A;R �''•. .5 _n-•� ��: - .+>�. _�• � - - x..t� s �Ott(iy. (. �!'2!yAG" � ! �1 - ��'� �A ?.`� '; 1: .., p�t�.e'¢sl� ..V 1:i�' :{,. �`e� ��i�..`�5 - _ -f=-+ a"° 7.-. --���a_}!t �•�� � ,�p�•�' ,,7p��,• f �4 v�s _Yf ^'�S�V�• .!.••. "r 9Y' .LI� 7i u'`I-J'' r. e.�usa ,C 4tGr- ,t.. =�avr "' ,�,.a•+.,:ti,t[i F� L'at�`,,.ts.i l+t,.�� fle` '�,.iiese !`-(�� f.L - -- - - �. � ►J'_ � .4 d ( •�: +.ram ,�, .t[, ,, '}�c,'�2 ✓ _ 13 V^' -,. rW Z, t _ f r -,., •-'� �d to .:35 L ` '•yf '.•C�-p�s .?,• u-;.G-. a :�..'v„ �^"i1,`y�c• `�? : ". .:r a!`4 �i Z� ..4, .1, ? � �. "Yarn. .5v rY'' 4F- Y L "S`: yy_P • !t :,�!• vu t 2 _ its � { a�4 'T�1 t, aF. • {.'i 4 .1 ,1 •���7�p, 't - ( ��c' Ci6 LT�� ��•• �!}'�, (y9 aA ••Yt• �•t': .[j T~ `•�' h.. :P. y ® � '1?CiY @ [�Wa,, L �'f F'-�•�.M: � ,.+Si-•• n..`!{ f 4� ''l.V 1•-e. '..1..•b �„� F'::I. _t �r•,< _6•) `C� ..`'� " --•1" �I"r:111Zj'n '� '.� ..!r�� t�1sE�- 'g ,' ,5 '' '1.4�'.7.,��r. -t�. j. r:£ _F c� �.. >.r:•;.` f! - ° •!(,.. ��, 5 -4 fcfi-.-. r 5t-`•:.i;,: ..,!an;,:� !`v _�'�i� h .�_ ,� .q �,, L � ..ro �.- ` a=4 ..,j, �y'-�. f� ��`•, . �tr�el��' y�y _ ei1q ' z "I" ''� - �+ 'R?rP..;t?•rti= ' ,. 1. ' . . . ' " ,1. '• --• ?r�"thl' d" � i r,t r✓ r� _r r�. .1 t}F R-.. "�° �`^ - 5 � �R ,{ e:. ?d�' �{'i' �"� -.! l 'fi' .a-.e•�'•= '\ •• _, •t';_l••.•:L��°G'i+ �`F.. , ,_j 7L�t •4J-_�•;«:L`..r. r ;.t,' y� + �,r.-•-'�-� t>� C+•�_���!r '.^�,.. .a•. :t.p`:f.�.`�p >� .. ¢t, � ,��J: .t.f :.�: '� ��' •`' y�:F!•.•a• �''- rt 'ia���h,�[�cc�' _ •r•?..l i.:.l,r � w t.. ' t i`.1'•'a•. - � 1 '�'�Y�Sv':F:.S xS , _ .! 1 A 7-, 'e.'!.rl�• , 1F •ri s.-.,._ • r[�=r-y:� .,- .4° -J v '• ,p c /r�s�9 ,.�•tr k f S�\�, t tr.t4:c �.:crLL".s- !i+'. _ t' t1.J ;�'pt tiJ-. 1 r �: + ),�•�. �bsP' } 4i..•s rr;f�i3. '!, .t} �p •i'`.' ...:.:d9•.T.�itr.+�iY-i 1:'1Yc Fta `i`t':'.�b r! .1R°; �•i _•. - �y Q r'fq[f.,, u;IA Y y+a r.. .(,LM-.R.• i -`' J �'!y ;. •1' el`- '1 � ri-c"Y. i� 49v8E'1J. _ - •:4_ wt 1' ..�.- w �..Ct... T• t�"\S°�'.n dt.S t`. {'a_ �.Y r1:9a1E�1� .'r ,f��! ''V a:'r:' H'�'.I {jG' 'r �'"�hnr•�..'u s ..x«�.ir:S:s. - -- nzs" •-aJ•"-.•V_� .,r�•crA • �•.•...;1:'� _ �,1 r;}�rit •.r., -.-'�-_ cptp},,,, F*t_ - der '-1 .'*R[ C�� •to•• ,��yy� •r '!w' � r0 y� [ -- !``'� .�.teP.f�yr,� - - .:1} .�l:r..i! '�', �!-.'`.•- .=p. , rb,.y _ . ..3f; ! " '_F" �Ayyr�� ' ��d." t�'t -r- �. YF / s 1 - ti 7$S rl R••. a:' 'ak° i `' C =r''1-•1 :1n VfF-. �1. /.._ x,. ,•',:,�'J."_Cn'T. ��; •� ty;� 1�••/•i,'i` ` 4 �. r�•- ,[p��1�,!J�'[+ `..�. �q• :l vhL"°d. ,1. L., 'C�( d`(� _ '�y�•• -"..� rt-.'n..�',kSkil' {{ `.',_1 �C. •¢11. fi,S r =j �s,blJr.` .��''a. •. `PI'f \ .F :`.:K7 •�-may ; ,- Y4 �e-;.'Y' - - _ S r ..tk•r.K,'E< 't; . LR�' ,;��,Y!®i `iRT'�a"od � S - t •f^+i� ,t�e =N"d cij- • .,.,��y`b.,r„r' •�r� _.,(t ,]' 1.L,.F. s�Yr �„�< t• M` i Cr n.`cl - t �. ,�;i�i t, gcp' �• "}' g o f-t _C �t�� s1 •a { 1 y �+k, :a:` -�•t'. f. y�l✓ <-�.'. ,: a$"+'' D ,w - �. .'yt•�-'r'_ ..� �j��l, �^'•�' .?t•l£5f7��i,' � ../1.::?fyj .i t� �_� \I _ ; •�''-"-' •-^; r _s .ET' ' Tv P•,Y a2. la .•1 ' y '' �_ -{•i r4.r t i }!r „ . ya°S �ri'i r r ai 'r t �'C�t.f' ea - p f o='.}e .T=°.r 7:�' } ,. `' ZY r `, } f f: �1 p•?.;v • •,S: e• 1.fit„ bF' ?'f r• ;' ; ' i ^d�' t ��'1�!`,,� �`.:'!c:•t-,>=�` ' .r,.d�? ,a - v'��D', +�}.�A _ -.\ -i's =4 n� � - ?"•'} t�,.�`- ���`v'>alTa--.f"8�r^ �1� ✓. S''?r !,ti::`.3y ` �t ..•i- f•'f 't•:•tp�•�•t. - r•-.a._,��•y, 1 a.. iy °' ( 'Sl,:'^i �_s k•bow:h. `G'Yt.r .. t •1? ',., r �_.. �'�'y$iLj`a.-e?_•. �,1qp' ' :• '. - fY_ sC.f ' _ 7,xx = ;.1'• �y,, - •u8• -ti #� a Vie:' .•ev•.• �}11 1• " � ;;sr {, ./-'a /+' I•' - i _"^� '�i a. '•:,.'" -°'F•e'• - t �i� t3 1 _ he �. �' r• `ir ,�i+` • ' `•�' �r•, �' 1& ;r,- i z'3 ,�4C.r-3 _ - .,dt'i`i �Y:'•" •�1.�44-�� :r• •1�' � t-•-r ;i •,� ;:y.tJ:v .)`•a'-s '' .t,.•?, ` '1 p-�d + �t a twd - ,r' '�.+-., .'n'• ,' ?.' - i.►•'! aL" 0..5� 4i. 'n 1 '�'1a., 1^ 'W; ;}. r Y:��,v• Z:- ty{j��It, f� ~� ® �5. i <[ . . .,, ..rrF•.f,.V:•�I,rrp�`'r• .X .'`. �'� 0 f _S :Y.'y b}• .:. - L: 1rc-I<�, 1 : •"iy'f '`:y..c d't-_.• ''.e. w' .r,xiFrf� try `� Y'!r;: �•. yF<*'�Ai, :'t'i?'__�.•.`a.`.-.*.16**`• U!'�t r9 rs.... 1 A �s -.Y`}C+. t r-P•.• r. m a• & }e tD !t`on4 .c �a �.�§�r: u r.r �/ t7 ,. y .ti F. is Ct � �6> _. �lhi4lb �x`�i '= •' Y.�.A. Lf` .�p._!F O_tL � i .t • 4> ' { • v. L t .� F���P•"v, o., , r1.•i{". R}, ..rr� f..;� � .'{. : .Pr ,( yl' . - S` .il! - yr-• 6 .d , ��' l..•e +�•v+t ..'t..ia {-'t}r'7. �`,•'�i I}+1�r14. • �''" .'� lsL- _ ,yam p, .pat„rL. '�Ra. dita:a_:J i. �.nu•7$Vc... -r'-t�-w�` 'eK`J.t!!'-' (' o S! '_` af"" E. i�}�,,'�'i _ _. ..a_ \",9 �"iZT'�'F.-- .2•_ i t(.`� - a ,[+•. - ri are. �} �¢¢ )'}. .:sE ..�r�tilJfhk' f' �LGG.�9' `{;.�i•: w« 58. ��/ p� .a � 5'r �Fa,;+�ff�. @j. �y}lmr r'^ •'�,�t •;,,�.•'::.rAZav,riy�,,�i f'„' rl�fi'� �, 5.:�"+,i�slF` ti��v'.t:_" ..\ 1.' ,,^��• � :� r•({a-rmS.tdt'i , :�V``i'.- 's. ,d'Atii�l:l.'. ?' -:6� T fiiyn ^t< mar•-•- l� � �:"��+ 4.,•6�^� �,1'-• •2�a �.�5� Yc.�st.E�t�;!_�•aTa*153�t��it' ;'.•�°,:a a 7��4 +ti.s.-,(� ,a'.;�Yt'!>• .t ./ - :r -Nq' � r �? .R f_`.•, �,�i,s. � �t n-t�, ctgS• ® )... ..� .y - � '•}`.,<•::c, - _ t .r.. •'vir!•''Cs,i1- rr!�:'�£J.•�.:1 ra k' ���. -(,t_ � .`�� - .f /` -:[t����Ewk•-s^ ;+ .ri'-� -`•� 1�t �1,r "J�' Y •-a �^�: at c _.� �ap;tq•,Ay*�•'•" - -4'-+„`'c� �V a't 'r �..�.+"" ':es �.�. ,�-+•.... ..,.,.::.�-:_•�.; .�•:rr � �® ,. ii ry7,, }:e:,•••:y :43t. '• �• ., Q L41oa°.i. �}, J^ J' :!pq T."i{b:+!n.�•r - (,' yr °Y Wi' "�' �'$. '-" r -'�HG: :.g.• _. ^y, 9 .}� 13•r{ '�f`P.*.;.!t4 .�} i `�'t1S •'emu .�J••F+ Ji - .wT: "Q' r ,�t�..'"- =:,•. c '?li �✓/o))�' :7' -:°y`• '\`T� ' Q -(`W J. �' 19 _ ' $ ) +� �:�� a; .- � L9h• ,spdss• a:c ra .. �r- � "ir } ,.-•' �4,°g`!Cpm, ' -141 kYr.�-. �'s9•. >.. : F •c7`!,r ,.si -'�i 'T' ,y, _'! r' - ,k:. 4.r !w, ra s ..sL aii..'P '.0; 1+ s os.�}. �e, 4.v,_ �..�i. •.i `!•zr-s, ' {.q��,�C._f, i 1!'G 14 - �. -. .- - t ..:h ,, - '•m �`. .r, •y'.Y 5S�` �'_ --`.•- :: `- .. , _ r . $ f•4Lg� •lr. 1a r/�k.'`_r�'"i:. to IF'v'A��}. '!:' A ••y. ;i: s 'N 1 ;'i-le�?L.:'v.� _ ''�-:.. `'y .� 'tb. j.^ � .I.a� G.wh �r _.•Z •�•-' '.:T, _ ''�-+r �. }? tk!;�. t ,.9, .� E 1 _. fir �t ,•.� .c: `•'•�X: r; '. •..6. !�o -e �;• .-�••tr •r �• N,1'a yR;r 14!s91,_ ,fie - -a 4�r�. •�`:t->`'^:'8:�' , e.ffrv:`_•.,•t._ .its' $,i.:;_ ''A►., .s. �t ! j. �r`� c 3!' Z, •-.rr•r._ -'�1: ,,✓ ,;. ..ta. �r/2.} '�' •��r�.r .p, SA 1:�-^"'-'+ "Fmk !' q� L 7Y(, s .r r• • '�,�, ' ) � ° 'ft .,,fE,�„ l', ;, • :, I.:a-._.i SQ- , A e,..T e, IN t!'rs _i=` s 'F y L"� yR�s :w.d�i �is-3 -",'�. faa'"�! ,y* ,. .a5 :. -.�"o,:• - t i� -p..CF f�:�,t..i,r 11'�' r� ,F67t :+ :r,--�-ta:K`' •�.r'. v .u9 t7. _ .1� , -f�6'.• �r�- ..� (�1,.._ ..C• _ �c� p Yi5oC :?' •,` •4'f r.� •�j 7. P„•�1_. _ V' Offl, � - r- � y.� i, ' i) r4...rl$ _ ` '"' !nlF. ��:L'f.•� _ af" �-`:w.i.f'_'t <ad�1 � .•��<�•-n 1. - y.. _ �,. 'r .a: � 3 •}^ � �r �` .ti•.-. s_• _ ..� , •��s. �1! �. ,..t ''•li. { ►,":• ]� `�- .►l?Sa."}�'y�,�ggyrg i"' a 'v _ w�: r � F �`�F:L, b� ti � �'s�}i:,r.[�. .�ti�,,�<:rp�,1-•�.;�• �r'�:.��cil �=nr,:. v.t.. , •'6' `Fi: •"I. y '! ;,x�; 1: •'�'•^�. ?��Iw• �l � ��i;:ff�5�gh� �, [tl _ l- jk �♦ h- ..� ,�I' .�� '`• V{Q �'ps,f.�,7k. �• v. - •ram r / �' '?• a t= •JJ4.•. .e/a''s.-��,� )erg i�� "` 1�1,� ti � �rJ ?�f �."2;t 1. x,t I•. any •' '.� - .?•: a � - {5�,�, { Gnf ,+ ', E1 •{l a•' !^?.. "t / <YL ' qS /.7 -I �d" L T.� L� t =p'. r `a�� I•. fr •t• i F l t� t�� Lt• . .tv.n �.•- �t r ll!i:"• 't s.• (p� .., y w- .r'`-_ •s ��•"' 9 ' Jtt i A{•CC.��:.zb�� rt 1 ras:.}.(:4:1� KIT'• .P�. 1`G�. .1r 3!r• _9,�f { `3 .- :r_ a n.� "}i ��.e_ r•+ �*,,,�P- _••i(�, r. F�•` •,rd ,�• �,,. ✓•` �i�g' -x �' :! � fY°-•i � %af' L �a5;+.i�",•:r� rd' i a'? r4 .� •� 37r' �`-�L`S `� Q'r`s {ice[ Jf it'�..Ri`iA •hr d�r'S••i� C <a �LS� Q. y �--:t. ✓ yr`I:--,.�i S. d'C:ri• ... c u,',t•'�,y . ..-..S ;2•• r- - L ,°' aN �•atr;r'tiy' i � INN; '�•. �f-•;,_Hy,a`r•�.r t ti.`'kG� a!?.:t `! .r� • 'R. I (at � �.•!- eIc,•' - F •���} � t16rr )} i - a ,. .� . �4-"+ r, `b`;N? r �. f tr.. '"' ;.� �_: -a .1,.•.� }.:. ynr 1�,,�'r•. {�'�1a. 5 a� .?��,}: •�'. �'•��I.C-r„4 t:/' {:I[r;f'j:I'1 � 'sP. t�"3.■,g .:'O^L �/� t' ��1tlr�- -..•..-rc��r ���• ?' �9 f: W :r •.s t, .}.1�'d l5�4 CA`.,. :L:� r M�3�•Yrl°a• }. a4rs tl U 4 ` -. ° P c �?' ( ati3 ._ `'� sr g..v `. +.Y� r Po-•l• a e}�,Q- .. �`tr•` : �'"':•! .i•`: :,:y 2{p ��t� �y('.?"Try? Ft 5v c Yr:Y:sj�•� ps�} .>L. ?r h Y, a c< F; 7b{�.o �(-41 r"y .•f :1,_ .�•. .:\<<:•' •,,,,' .- 6 l;bvs;•�!.- yir " r.L .�-•-e`•--'4;� -- _i� •�iF i"' �f . ei: 'sc *`l '# tFPi'r�a Y :••LG'Ccti,; `"ti•_ _i `r•.�.:bl' i_,--;jt."t�Gr[lw I .•;--t r at -.:tiL !._ `Y'4 t - - 31i7 .�.f. -!t- .� r(,3 P gdy`.4..�� *r:t,c '11�Y "' i °.t}.��t ic'?•'.''�:: * `r�1$'•1:s�. .. �l'� l.'' �i"¢=:j •"' !r, i : ,x•'-U� �+.;- -f``' - - - - --- Wr p. 4,'It -r�r •i!!-1�1'3i,1 {•° :t.•.F•-t ll4L•r 71�T .:t. �,!" �,� . c 1•'t�� Y` a++a..;�s},ii •'}a w.r- y� y.• -'� r� :Qe..a •_t r•. ,.� :a,�:: g^f'q +�-` R Tn.:''• !.� �.:� �'. ,�, "6 �!�,c:, :�� �1'f!_ •fir' 4` �' w �1}(uil�t.." 3>, '�r L s� .cm: •�` :'.vCr.'a=-:�' •• :Fi? E •� t,. - 'J _ ` L• _ ( s'.a [(`v�li i.. ';� r _r 9- s �•��.t. ;�{/, t` `ifi Lcr �"/iy -YEAR '---* re-HOUR e L +.µO••'• .,t- • i ••R' 5��� y YS• q� L 1 - q2i- _ �ia - a6,S... •'% \ _ `�:.t's'Y•�,%%t i' 4 d •I "++w< :,'.a' ,�'7.'- •cL' �...`•�i'..:. ••s+' `t1� 4.d i:s t-r , > '•3rt'.b, ,�Y ff i' :�r{'Ii`' .-Pia:•^ . _ - \.. f _`•. `r� �' f.. 4rF+ d�1 L�rF,rt..;r ..P/ t "[{• ,�F:Yip., ,t C` 84"r 4 r.` t Jt;::. ►y�-i'� .\"{r'-'.•`a _..I �ti vrr(p��}� �..te �,ts: a,3}lr r.r �4" r't^-° -•1;atr •�.J;x _ •tiL,+;� 4. � s ,Y' ,IrSL .x:�i• '. :) .,1.•f, i �'l�i"•r. rt p'' ;. `.•K �E2. "-fi•'+�.�• a4q `I ., n. , f p:r:• .,�i-s( ^3'•r is`?.-•' ;s.Fu r'},,,�'t'k a. �T�'t..S;t. �t� r -•�''•°,c .'t ?' '- .5.�`.L.y �.y- �` �" tQl;- : 1 ••dfY . ,,, lt�:�. �1.3'`"};t Ana. ...--rtawk5�s`c�kTMi n� _ e , r .', •°a 7 , cy`'•t t�'^R 'A�"3 �• !M1;' i .(nS:t•-< +18 r?'t.'AI.\`�"ic l`srl�, 'S +'.>tJ.. .N• 1...- ,..-xri,•.cy ->y :ice' ti' s. �g ?I _�d • il. rt•. \�? Li3„ctrt. -- - -- --- -- - - •. •`_-'�jk7c}.:}sb: -: - .-ra='_ F• ,1. "'+sy= '4;.='ti ,•tee.. i^ fit . 7 ejl. 'r '6•r�,x.,.l:- .3.ar<;lc'°. ;R-Vc_(j. ..}; `�. P _ -.J .i^ t}; L _ �,+,,, t:•a,f �_ 4':•-v - 'r :Ar° E. `Hs r •..r h A �� ty� ap- a -a *d-' ` �!°'. `"' •�{� 'I '1•i►�' �� .�..- l f. r•.r.. � �. ._ 'Va�• 1 s•. �. t.. ,, � •i }....., t:l [f"i`.">t.•44� "\ 'k G.?°'r-. 74! I,. ,�p•'1' .ri {_• '' f f:t- '1 T b` . ! r�,,Y. : - t :f, y" Y.!�s. IWEt �. 8' � `I.rr.�'• .w*k-y .u; 3 r •t P,_ •Q' T Key..-: i,• ,EY' i ���� .Y"'+4. :r >'.at�r� =Y �C/�`,g1�. it ,9- fjt<l„u P;^.t4�, g�'•`.",uv.°}yl' '' •,�} r-4" � ',s�atl;..r`�3�� ,•tx;''��' 'r >. j �Er'.: i,�•�'S� ,�,.��� 4+ �5' .• �� ,�,°,��'F["f'���'wr��p -.j'�Mr,,y�d�; rr ` ^�� �. „ •r ��,� e�-`i�_'� .� ��, g a•.- �+•� rsj:= fY'.:1- - - --- -�t �tv,6•S �' i`��?' Es.,1 ll�' �.y ��rr�w„��;"� F" `Ki�ii -' s����:;Sk6L��"K.�'�dE'`'' .� i`: 1 �}@tb?i �- :r da -`s`ts'$a4�N'F-:�r E:'[ - _ _ - _ _ _._ _� ... ...:T�- -""-i �.��.. _. •rcay?+�- .S_� .t`__ r. yr - - _ d`�r... t . ',, :.a .• .�Yi�J:. * - jjdsjl�'" - - - --- -_s �. _.. ...,- _ .,j"ram- ��.t�`,.�' ea : r" •:! �R.. ,- '.•'+3. 1; .€ Sa _ 'a: , .h'.,��r o♦S4S Y r� .-, -�M:io _ t.'o _ ° #_-_p. _ .• �1r'`fs3•<> .i _�iei "9 �Ja,,.. ,f 5,.-, -,3. d _ �r "a' ai",-Fs- 'fir PStt•' "4 -•:`s xT' Ya,r�' _ate- �u ! ` ' °'� .-.,..a Esc - 'i r'? .q. rt ;•t�4._ :A•f"Y "\!a`�"� v+fi' :•••s_. •,•.c'- :•. .� `,'^<�_ ,!� .•s M r�. , .��_"'�'cs*•, "�" � Y -s� � �tX_ f` D`a� ��•�� �_4� .Y _ _ �� -,..=ice ^' d.- S�� �� J� S.q;_Ir�•�'. �� .. :. _ .... � -_ .. � -• ������.� � x� +{�. 9'� ;`{...6ti-:r�r Z` 4• 4..Y - it^- � f� -i� � _ _ � <_ • __ -_ _ _ _ _ _ _ �� ■■!7 _ '� +�gfy�: ze� 1y. e 't� tasyX� t.:•i a-F,w1•_-• !C• _S�• �'. �'� ^,r,P. �•�F?--l'.ti.V:.tT., -fJ�,�lt,.•f. ..t". f�a'� _K; �'1 ,�2r�, ;�N _ ^� < .� `k� K ts'"`�W si6Zt:: n�. '�¢�T� E�. t�1�g�,.j!^.'3 a�,' 'r-C.�'t`` i�_ ,1 ,i"•*,,, -'•f�Y4ti t•�+�,'�l _ - •: a - v-• - d--.•-f��13 ." +c7,t �F`aeii-' Y_.- -- __ - - ___ :r � li,:ra.> ,_:' •' "w-A3% `.�••%1�" v`�'• ���, ern' .-�,frl-:tf C:_.�• a,��}v"1.��� +,� • -;l3tf: � � � �, p ..� - : m1;}_t PS 6 t.,!:' - .>r`•L- u,•�», •�.; .tit -+rJtt'�C•�5., a�S.-.'C`7t ,l,].. .t. - - �.`,:,:'' - 'it` '�•�•r - ¢.trf"a-'�,' C-.• �$ Ytb `6i6n� L_. ,..,r �� K,�• �_ L� �'A+ _ 4'... .-,,,t:. 'r�•'r trr t .aDi7v � t )J .1• ._ -sa.•„c�y4-� rc 'rf'�. - t vr,®. - •<ac- tcs •'•cam- _] 7i,, t:-,�, r cF..:a?t:y� _ .j::'1 :'1•'•'c:£{::- .W J �•�>,:tS•,J% SR....•r 1d. = - _ . - `-'w =.a�•,m:b:�..�-..` = - - -'v F%.-_'�v�� `;'` ut> �' �` ',<��,*., iKr'F,RRr. :t' y• •.tSrs:YC '�f-:d-fw'�_ :ram►: 'r�.[',�;m�la..` t1t. t•� jy,a'� 4i .r' Y'�' „�_ ` s. 'a r+'s t. �• ity =i _ .�R, - -.q - fit"'.' �i+�FFre.{ •_p-,xi•i 'i.r ,. R. t...�.� .y: .j 'Eo-,•f^- I.y�0 '„ '�{ '! ''�•"` •�. (+f. �� ���ME ;.�'BuR _.�,RT�. -?'fKa'�i~� �.�s�t:.r:.V,rf'v'P: .,.rr -�'• �. � .r�Sah >_:.;.f :t'f�•�S'c: fir"-`."i�f-• =S 't�t �q�c fit''- i -�r`,8� •'t k��t.�.. S .a 7 c •-;, !_ T �_C�C'y--t'7- L ."4. YJSr� iti�C -r. !:r' kt: •� ��'v','F=`- r "'•N� �9t"!z�} [ �. !.i•..`' i*<' •a: riv i�, .-:.,,�: '-r: Yt a, C` cl.:•.t- -. r j,.. �.-!.. •• -.t _^:�(: }.. .?i y :� �R-y �..� .:it7'"Rs • .,d, C•„ • _"- - = -Ire�r`.rt`, - _ - y Cf ci,.. . ,. " ,:`_ - :.• w'r�r y�e;_ A:' �C , '-'1� r ,-?•:'= %' ."--arr.-� "^ 5 a .KrSt-` .Tr.-_ `.-, �.4 -n �._ Z•1 t, '7c� @s �?a`.rL= ,,,dF� .: �htr.. ' ''�: .. '.es^ as `sir t::� -•m 'i: � ¢ d yb'��` _ '•iv.! _ � . - +..s. - _ "�+, .•��� -:..d.• C►"� -S� .r,„_ -sue•• -!.Z It'.tr.`�1r.0 POT _ - -''QQ •ry g -•..,=, `r^_aria --•@y4a�r 4,: Gr_. •. _ �.,.'.y'._ - H4 , .•r-.r •�'-1f !> j`;ji�lfw.. +�4.T7'>�'•=T, :' �.. -L .wa n: -•t-C':: - � _._�-� :1:_•' i� der ri••;•, `�• "_� ;F Fts'vj+�• ��« �.'�:•, 3} _ ,� �y� < -.,•+I-• "�"� ;,s'.u'_�W: �'. i.7r�^-^t a-. tr• - ? .�.., ,4'` -t 'e_-- �4's' •�' :s:•bi, '?�_:3�' rvb WOE ' i �•,d•t. Mal, L', �1 i �,. ,•,y�,�'� Qa :._Si `r �•af �� -- - _E-' KJ ..Efearls �a "�e]s :, c-,�z tee} ." xc •'•t!i .. r s - ,�wt4�,}..����'t�.',rv-a .,y:*�f. r-�-�•:•'`-`-.c"-- -a n►�'y,a�t ice'�: -•, ��� �!6r�..a:a s �S,' •X LG:� t`• =r.:. - •`a ram.:=. .!atFt�irk`•-- � _ tT'At,,r.. ;1�cy.,.;,ac':� ,•rry� � - t., •c�..... `==-r® 1r•'Y'ti' �' •sr �, .r�, _Ns -� ' ' r � •,s^ �.' Lac '.•? • �;'. , .� ^� ` �' <.i . � a _ - - :fit•-•-Zr.. \L•4rt�2sk-. E S:S , _ . ... � . �.T '1�2 .._• „ ._, r.� 7`•..- _ _ x,.,4,: _ n. r. , •� !i` O r'1 � '^.. _aC'"- _ d '1 •..1 + F ,i' :;aY3)u „ wsr 4r1.c }� ,p �aQri. 'E•Z� _ .•,ra- ((•-,'���� .h - '•'r'/'Yt, •:r '�`<.'" k .'�y a'•E='- �•� a l- a: .<,b�. :w a.^,:.•-- 'aa�..�a��qq',��:- 6•' 'irt•^... -.�i r• °r, :t�'•`+•"•' a ,F► L ,,tc �i 'L 'z`r•': •S ,,♦:,• t. 7 't70�0 .;!d •r ,M1a, • �` '�:.� r•l _ •r @ �'y�,5e.i1ll.,.fL:•u-=t.4 � :�4d -- ..ra..n�3,aw0i,Fr:� •C {,per., _,7., ^�.. v, - • }"�• •}•` `ri •y7 -•F, r_. .�qt�:i.;� .11:.q �•. �:7k•�.,.,. � �,�,-�_ a- 'J' Lt• `., .Vr._r _ ♦9 -\:..::.' - �`!;i:•:4tr`.': .. Fi:frl�}E+i. •r+i, -•.,.�. , - > -t.k '7 :c .•�•;• 'tt- ^tom- at' ..?.•r� • ti a yp/� /,•.{�.�,_ �(((,...f,,, ��,.0 •�� y 6�eF K. S !r _ �� �F,/.�', I�v"'.�y �t•l'• jC,.tf�1.-„+• A•D G1=t7a:3]�,.• ♦:A�~�cMr<••- �A.,`•��,r _ -- I:I.. •lam-4: - l'•,•„< �{,:•13r:- rfw�-�* ,Y�" ¢ LFti yJ •T _ 7�_ :ti"PR:��'...��"'!�:'d,ram• �-!a ��ff!!}}jj'' -T�f�� :,�j•st:V? •a,gcs - ..�- „i. •Y t. „•r:�• •,1,' :�.r�•st• ...y>.��ar._..�e, .�.-n+-.:a•�1•-i mx y'4 •� _ .�,•�`x,. - �1 .. .,,,_e _.�a.'i -, 'C. +•,.Skt 4�.P.7�•• _ ^-Za`:Vv _`�_""" `-r:- - ._. '',:'d.'i7...• '�h -a»,•_,;.. _ �.''_ _i� 'E ,,,�-r:.+-�,�97� �+, {r,�• _ .7. C+ e z c i �•Ly,r,.4a ®t � _ 4F. • t •:J- 1'L��+_'irD - A- ,V�a. '�'t :r•' ri�ad4 1'.!d' =. ftwt, Sr .� �' ,:r6�_ � rr. :.' l�'.�C,¢�1a a .z"•• .. `, '7tE r.; 5 ''1• _Ca.• a i„a + 'a .L•1. F �t }, 't y Vie':^ rr '€Fe,tufh> ' v - ::ic;'. ii_< 6:7L.::1 - •'•e ,.Sa '�.'t -, -"� ai- ,,. ,.-:.,tii"L.r•�3i .9 - S_ aey.• . •�•. �r 'x,,(- .#►t�,.� `', L' i;t^ r "a1ear P�•k= `}�'.='.`�Y'- mil= D t = d' : ►w. •-i •:�A r.. ✓ i., „�.•. -6 $ � :::`�"•z'.y. v - 9c..Saj• •.,:. �,"'`i ae.5 - •`5 -��f �e, `•'_ ��'ysky }• � i+4�'., .'1_ ..�! r,• f -a 1'"- t. -a_ � ; ` _ •': yr'�` _..a fS; :Q_-- =•� ltii t/_ -r•• h - ,�Qt$ -� .2rS,""� r��.. ti'i� g� r��@f ��•�'Mj�'r�7..y�'. Vf� vti:-. _.;tC' < d•r ���a�'�4� _ `<��._ `,'r''�1-.�1. '' `c� .'.ti•.^e+�'�Y7;•!.' •S';���'`4. - 4.._ ''r�� �u� •\ 1"�'.•.- U er•.' �e•k,t ./. ;t �_'" L� ,ikry.. 8�5 '"�lr2 '!'^ $L Ij°:7.�1'GtFS •'��:. •..i�rllf/r.+l�is•.-`t./ Ski:'Vt`Y-. :.J� j.t}..'�y' � 'V 1.°■ -tea . a r •,? .,�C`.9 `s3YfH..a �} 1 �cA � jc_, .. �.. _ , 'U3 tk q H� Y `� gr53E-�rr�•�1 �c ' ...7xa+c":1r' >k,•.•�_L. _ '•� a i ?.N, yi�7i1:y�:8' `l '+�°%j 71 � H _ E1 flL : `i')!fi _ `• _ �,. � _.��s:] r c.. lt : -. � rF {�' !' P t � , m L�*4 ^."s _ ro_ p' _ ; ' � .• ' � ". f*1 S,ty' �. ,..rl' :L� `• _-. �..•E. :�"" `K �' �s .i.,,, ttir f •�' ;r`.c �: _ rr�C•, �. �'..�.-'� !?'.•r,.� _ �.._,. C:kr, ..p• �r -'�' �i..i`'�� �`�it1,;1 �-.._ \�'R.r su - f C(••':R1�' rR-r• F1 f `�- Fyr.4 _ ,_ti: �j �•°"ri @: :t. • = -•7 •s- 't 'tea e -�ii-,;�.:` , ,} s'..l z�.e�..�•,. f;G +.r "�.•eti :e9:ffl=r-► !'Re �,.- .�. .of i7 ^n n ..rr• [.' ~+a�c �`� F ,ry of s •.s. L 7 :Y �` "� .'V tw.. LC _�•.t` _r3- •may: ) .�,.Nr�i- _ c_`.t5'•t�.til/''= C. t' �W t 1 .: e• �'•Z"'itr �•�,^a 1 _�'i•={a y. `+= p: + � ° I b 7} 1u ( C� ,fir.=�• r. _4i ttia.a-v 1 `'T t, •'t` L` �Ters}f i+ c�7 . r1K'R. g. ����f.B'�. sr �[� „.��_ y a ,`.`�r��5 �r_ =�`'� �.T•.y� c,�.. .�� •.:_;,�/•,F�,1"•'�i.. :,`�{, �• � r.r ;i.Y ,PVZi�4 'L6•''0 / , i •h.•F��y _ fib. k `�`•iS Dy�t+..� ��.`.� .a l'le.'+ v_ �. :1�' < ��� �a+.P' e•' 'S",-`+ ..o}:. >' B'aar •' ,rr _ g. r�,,;- - „V" -i� R of ,* ''Ct - �R( .'3 ?7F' `�.s ;; '$�'t:•.:.y Ge`�ri'�:pc.• .,•,.,r�.�r��i'-_�' t e;.,R. �, _ q, r._•j ''?-•, d".TKE''T.Ye,hJts, ,.,y�±+.[_(a,,�<7 . . „t; .'•!. <:i.•i- :ac:Cl�}� .rr+. S- �•,.7:._. _ 'lt t 4 '3 $ 1.7u� ,r�r_ }.� •t r r {,:^s'"'r••._� - ems.• / �i. Ylc..'f s._..,a.'•� r. ; �'..•;a�+9D' `? ca; �:��'`' -�. 1.� �'-*' ,.`�,.;, .ar't•,r.�.1 k _ �:til. e��•�.,:��4. � �} �� �'�' 4'::tlaa •Et.' _ `�' - _ q. `-�- ' , 4• Syr'� 'l "�- p.•,. '� Is _ fig,,*/ iJ 1^ f, � .C.rJ '�.• �,+--#' �'ai t. � �} -''.iG_. t,�. 'e.`t" �, '»-•,.. "•or'Ey r ;J; \�'a)� T}�q :Sa ,�- " � r --��- - tat haetw��.�ac4,�..7�+ .� ����i�yi�,�•«•$d.',. ., r �'�.: ,,: Q(f� 6't'- .lwa:♦:�,ott•.M�• "^o � �.•`9 vr� oith�6q�'Y�. •ti ��.`�t))e ,t ' ' LY�'tq'••, �.4 �G V ��h,•. 4 ..4':f`-�la,d'r, `_I �•°i rD�•rr X _1.�5'�If�W01•�auc.� v - d 'AL, :a ..'`;,'• r,a' -A.4 ca.•ta ?:'1iCN.t :•,.'sL'aST' '�•^ -•t ,� ?',add r..�\:5, 9 -.' rl_r�.. _ .-4saf• .'+L •a` A �.:i_- -rsati_ts ,.aT9 F3a. .t T � Pst tin w • . ,mot•. �• ( ::• t �$" �` a.. ,t.•, +r, s• _ .-a �.::+. $g '.i•:tlf}�r _ `Ltj'.' , ri �� � h�•r!'• r ,S -,•4•,. rb..'�-f.'. - r •�;41 :v -8 .� "-ec.4 !b," .`4a••i,`••' Ark .�, Ra •. .'tw:' %-.✓•e ' , L'u_ @' T(? F� G �+-' `x 4'• _ �"(.ti•.•'��W ��.a�. _.t...: ca :[ w �, �,�`y{.v7 \ -.;7,>:r •'r u •k'r, a. .�®�C"�. , J''CLf^!`.al•�,MC r .s'�,.4•..`a•1-.�'�ti.._it 1"f. - .,E;�Y•i•r: sw ;V W: `�,t_1 - •F1rJ i'}�C: �� t• :� •,. t^1�1 ''l u` "It:.. t - :suep� Z •. ', s. _s a � 7r, t.• r ;�.. ., tt•. ` f F'r :1'r�7•� Y 7.� , �i, ='f t_,:.�• ��i•' ..:•.a�•i��tP_ Nt;R� '�!',.� ,: <t[ 4 � •�i't�� `!'1+f{ :3:: � .� �,\ ui � � �Q `T: -�' ��l„r - :i•'s•^�' b. � •x^r: •R"✓•�T;• 4:. " 1�6�' t,Q•fa Fgtlh r `•4•Ys+}'' �r k4 7.!Sr�4S• �.. IF ".tea-' �vwr�G��, �. F,i� .r^�• �',n..,r,. .?l,,! - •.�ci4 -- - ;at" .�J,11-i4'.,� �. `1c�,.=L- 7,•,uf`-xy. C' r,r•° rPl<• r t�.� �„ ,p. L� R� i_- sc' � L '�:,' '� _ N -_;\`• ? S •-'T§Y t � t ;�¢,/'1p�L•r`C� t .t q q r,T,>_ rta� :P,. �P-.+• d ,pn y } .,4 .2,t c- d -i• � � fOPll} ��4. .-<e.�, a •i.• �, r t: _r:F.. '1� ' t -_ -- -...t'' '1..,-� i i`•� •�1'�-`d-4c�9 '"t' ,. k' �:J»c,.tt`a 4>:,4,xi .rt - fi f, '`'. ,. 1 .2:'�'it ,[�fGC �.' .t,J! •,ar .:l�v.:-_at.x F -R: �, •S►er •'�r .. y a,.. "�.a �N� Pull, _�•C`V. �Ym•: r�i . rt .'t"+ .i :••1rv� �.z17rEt�.. :.}Q' �+ .�• nab.�:�. �ri�:s tt teyr^' ((L 'n 9a` ari ra % :ca°IMsf,�A. Ulc- _ - i' = W�y .F �'ic .�- i• S, 1�� �11Y• y j _ _ i t�as��•v�,t4�h5 aF�'7.�A1-. �tsetr �: 7� �_ 44�• !`�< ar• ��'��� ','� .�`+• a.� _ :ss . -' -i •i• w; .t_4:4• - f`C ::�. b �' P' i �s r- a•St. k �•_ -S1. Q!'c •{•.' y't»a � ur• \ a .� �4.a :,�-' ��' �h .�., F r r ���'�• �:?,y, - � �+ rP:.. -��� r5`���;.,1�-t�-�,'_ :t,yat ".!•.. � �a7.7 ,�4`' •�.: ��.:d �, .i+�- T �" •' �y'� .:5 � :vfz.:,iy..•_ •a:n. j.,j.:t ��:ta ��Fi:.�Zyll�`.'_ a ��p �$a�?>� e;4���•itn 7► `�' , ..f •{.fig itta - '. 1• r -- '•'r•�--,- lsi='x �4. �: SCt�•.",i ..,....a _ �,,, :nlr.''� •'Sb' "•t• -�' 9r - ,i .t...; :'C+� '�rG4.Y �� le •�'~ �+�.; ."ti] ":``'�~ - ',f 'ib -�•� �: �1 _ ,. t.,.,�" _ ,i,..a..+.V t. , •F4 r.tc, .%� :1 ��"'_ �r.Y ♦ -r`» t •�•^'tr-rr.,,. .M r,t,•Y :.,� t°d •�tiBNL�' - .�: �' x..JUC , r1 °d} iAM �a>�6�' :{ 1 t`` '�f�y,, .a1 .� P+.•, _ W�c�d 4. _ ,V C, lY �,br .7jt: �•t- '�'�•.'+ri"'iF `: 1. �.T+-. trp.9�a:a Y 1 _`• G. `�+,�,, ;' :t;r•`d'yyy�,�'r::f•:�.-`:_'�, .?:]ht'1@_....r•. :'�.'Q?t6i'!.:''• '•�= :1\r•�7. ti "'r�l M?R. = iY -,YE .tE:nRt>F• - q- w •��1ti. � .t- f-44,:{_ ez3 /-''•Ci•%=`l•;�1a3::.� �r � 1.„ 7C:Y.: ai =•itt`•�1•t .\ •r•,yr ss a`W , r !r + -t ",r ' ..'�'r ^ter t.-+�:5'� r �,-t a.+._"l• YS _ 7�- t iJ rf.,,. .: t' Si•r ♦ .! » rT{°s:-� (� .;' w< r 'c ttL yy, (`l-.• �•1� }•,� rrl Ic-r�� t,7. R'y�x,�`*'t.• �,.: .ji:rr <t •..a,`!"i:. t :� •1�" --C.a ' `(�fb- e{" y.iRJ,` ".7� • t`' �gt': �.`1,�t-7`L'1'�l:i=F A �;,.'L�'•P. -:.y'j� .si,oti A1^vi� r•�.''.i..J r�. iC _ 54.7c.�. ''.:'9•:- ,�,�1: N` '•' A,�A, d, t '� "��'� ^'i ..�r�.�� 4"y�M 4• {,4'�� 2��1"ti�p1'vt61';,i" 7i1:',• -•��j••^�4 �=<•' ,i\T �: 1 ' - w�� y b�k 7 •4�-';+(:�iai°.i• dt 'H� ,i�: .11Sj�•�.::� 4 {�, ,i.� � tt. i ti.r 'r.'J'� a y i t a . • t _ 1 vr.? :. - 1 F� < fi ,r .•l j r _ - tt,f: •t.r,r�:v..; •�. _r.R~_ •�' ' r� •C 91' ,ram= __- 'C7arf k ¶'`„M <+C "rig ' •hre- ad .ir •r.'9'i••:, <'_t. N _r l7• �, L19�t _� d:. °�- "''•a�',�r�il . :•r!'4 r•: ,'d9. - 'i - !`•'_.t G+ Y -a ,� � �t' "G'rs,r;" 4'! �-F' r � :.�...�.0 .,��t +�€� r c � 'u\ �?�m.��.��.� i ���. •1r•r •ka "r: '� i-" '''� i,4, `'$ 7 .Cr `.a''S�'' t� 1 'E` y..-. !' "�' ,� t<•c.�a\-itiA F_'t 7_ .+`<?. ..L�p�,t�/�R,,� �a�[r.0"`�� : � � .: ����.•������ ,' ''i�� r:t•i ,}, ',r }� ..t.+ ,• '1: '�+ �C� [ `f} -,.. h - 1��' 0tut.J.gRY.� 4.@Iaj'_.tr �.5.. �.l�O.r.. .�_ 1•'."f.�'ieL��. "��`,. - ,�.. !_ .'^i�'' ..,�-.�. .L4f•�, •G,M. .�: � ���vi r I �}' -•G;%k I' L`5 �t�y _.,t +\1;a!,+Fd-.+�.�,���5439�, ..�, _ r. �.� �. :,o„ ,y3, �._ ta:?�6 m._•!.,+'•;h^,*',. 7 tl><t _•s.: c,•t,T,- Y� i �i'^•�;�', .-'w�. 7•-•q'L -.-' 'S,rr { ',: .y r•::,.. ' �i. '� ;� ` �- .y�,sty � (+ 7� •,tom �?.' /�. r4i, S� t��-{g �},, - t•i.o a. y:•' � ��sf{;'%�'R��, �y1/1�' c. ` i!R_ ,u r q�'j t':w' i:"" .R`^ � � ��,'' i k ` :_S _ ••ap•r•Fy� i! ry4 ,�r -�t,'♦., :�1,4 i.ei':'a}. �i� 31p_� aOe \` �•`�114•-'�i:ah;•`�:Rtif�o��'�,�t�'r. .-sw-=�\ 1"s't,._•'S ` .`aA.•$"�- ii e. r(;� ,r,T:f�"ri-': ' '�- ,,• .�` •t�.^�•,� r r«ee r l�_-�_y�-a►♦~ (+��tt55,.44..�� -\%��':•F - f- .k''' P �r1� '9 .,,.r- �. �•' i• ` V:+ :l" wa '4.,/, - `� -�pm't,� 1 tar (: Y� '• Y - e `7•..� �r" r - w �, t r _3:- •�-t' .� - '• -'1'if ..7;r4 :e a•y`.',•,Crfi.:4!. rP'S{�iL.ly�� ,`r�, ;. p''„a�_ ,w9Al." L S t9, G ;P -m 'c^m'.1k» , '?�4';y'�'-r.`��,'-'4er,^.�'�,.`' ^fj Q,_! �yy:� 5C.'• n". ,_"'I`�- ,rgyry� \. 1 ,'S Y >�pa',+ri' =".•.+? rwEi ;p/a.+a x rtnp i< +, �t@ Mar• �+ r\•<a' tr' ° j tJ' 1 Y <' Y, ?•! P C .< •+e:rr •....�. a •`.�tl• 'c.r' - V f 1,, P" "+ .a-* r 'ems `V'�p'�.5. ` _�i•: ;t` ..,y .�i -r, :l '-, v - ���j► � ,y��,@�t do •a 1 r-a. 'Sa.. r. .r , ."�!1. - ..: rn;• \� q- �'�,y,�� Yj,`i•� �k�, � '`'';�t. - a-i>k. - a ei'" r-c� r a �" - ti `4` ��- .-��j., �t Y ..ti .= -t. ��.. �' - ta 'f' c:�y,•rZc'�•Fp r. \�� �p�iS.1•PS� �^, n. - J.c,:. 5 •:� ,�'•'�ti�a�r`t''.��� t 1� ''�. �, � ��{1 '11}.-.;t i.K::r•r I. - .'�,aY��� .•� 11 ::a�p,� •,�yt '' 'r/ Y '� $tb .•C.>.- _ t. �la'� �k l.�Y'y ' .\D �• .xri,•'Rla y c�,c, u. .r"•e " ; •V �,. ;t_F t •�. ;%•� # �k. "F?- 3'�,r. fir, t r t;• ..-yam ,.� :e may. c. �u.:.•+`.. "�J 1.+1.''. '�'��! .I �•5e.�.r; :+,: .1►.A:t ,t _•�ct,C 1 ,nC^�,,re^3a�'"'� �r�=�rrb':�ii,�a. ef'T �1 �'"*hT"+r.�I����' •a ` .1s '9`s'�. - `�- �''k-\_,'--y�_ ' -a,r �\ �� ;,'�.•�5.�,"`�, L}� +�-O .�t aac.., f{r� ,'.••'•nF _r< g�;�'•€= ' ''f '�.`'S' Y'rdr;i- _ ems• �,af _ - t - `�"„v, 7 .0 ,ti- , c:. !j<A,� 'i'�r` T�: .7(�,,a�!..tz�`• ,� `. '�'- �I� ��, �3e; ! 1 ....,.3 A''� t,, �4 },'at't v71,`.,r.� 4c. cx•�� gG J - >, a�� v.�p<�k- a tdr� r(j�• t {•••_ �, �r�. ta„C4„r�„fggf a� G ,,f� Z!tLr'J r.`J.yn• -i'•r..5: �1 ,l v•.i dde3-� r „)�1fr t' � T y'^•ia y�,. `xr-+,�� 4 hf�:�1K �{R lam 11�. Milt", ""-r_ '(;.y,1t '1 0.: �.�:- 4-•C F" 1 _` �:`�>=--�t,, '• .Pf♦ y p. . .:�• •'`fr6 _a f..,h.^C' •k'. �TS>_ .< ri• .,t t { �. 1, 4,.. t"f tf , \ rt{ <:.<. 4 661 P t 0 ,v� yJ� v ,1rb• �. t x .51'.:k �3P�t <f.�}g w - ks�s aY• �:1:' 4 i•� b<'fi• -r i :� ¢n i1y' r L. '. p.e3�..i L= .7 .'.'f.'��tS� k rk,..C v. r� ♦ ♦ �' ale o 3 t:•:_ •.e t -;:m, - ...7. aa. !e :rs t R ♦ t'. n7 f.r § d, _ it, .fr• .'�,- ,s- e:y`t•..aFt,..�l :t-' 6• t ut4'�lsve glFl o r 'cry , �' N (�L '4.- I,F•f• \.'ar. a -":� .,,_�rs :a. r^ •. rdda°:' � ll� .•avtnlz i `rd't +rl: :. tt �ti-�CNt. c�..:,�fs� `�.,...-�+�• t ��� =, e �a •� '�. r4 t- r iiC; Fh \1 • E' 1 r.• �,y -$ +.•a: `• t {� `atie�r„'a'•�%dNi-jr>�`�`s ec.a a:.- + +•vk�' s� �1:�`Ads is"��t``,�^.s..` arc_ *�ncresl�2>`'a�s: gy :. e1 .� �CC �:t', r�._F• ,fta$,t �t(, �, ,✓•"',` ar,•c. b. i...1" .,3 ,• �v: r *•< f .A i '»Y; ,;t�W f+tv�:�::h• Ot• '• Y- ./F�.1 •a. 'C4 „'4=�'t -- - -- i�r. F - _ "tr�° +e�t'!.•r::.- �+:9!+'�a'�p 1� ;4\vg•' ? ' 1 '. f , '.Rrr�_ 2 eas T.�Y-� �4+ �y r 4. �i�,F a ,. `QH r tr , qi' 1; , .r �: ".9 wfr' .;`a3: � }4• l�; .r"s..r ,.r! Ce .i @ t 'y• M., .';� {� ii' t Y ! l4t t,�r • � r `- > i.' rV�• �. ,r,:..r , n - ..�' re. ._ •'£ � jsJ - !: e b_ _e.,% fi.sgJ. 1 I S:. !• 3i" Ss?3ioe1. ._e• L - .+•, �,}�-y ... r:"•�.�. f j�Y�' .-••`vx'•bi�a •a t v yy `!�•- c _ a: � i'a 1 ,Q' �:-•a. �`4i. v r.. `t•. J.:•=j.tSc, .r.'•t 4 ,'.1 fr!�.','�� - "- Y �• J' 1,!D- e� •4 - l,. . !4:k j �.p _'fr �°S�� y= _ .�.�`- •� < :$ �0 } �; • s p, ♦ �. 'fi as. v lrLta 5 'V - H "E A� �!`�' �' r ;w 1•- _r c.u! 'z. r`_ aa" •►r3'-z� -7 '5i. d �,} r -`9.. -'.i L:, ti•�Er. ,< rQ �:. j<. �r F - `• 't.; tr- •l4 i�'. ', r'.• 't ` :C-#' 'f'r .. sr.aF)k,, .�..' :.er _ •�I( 'v ti. :4�-r, •Ptrf �` 1 ail�'•• %•s'� y .A rt. -•^:til t.r�, . .�•�7 lw'r,_ ,y- '?;"_ -£ ,' :4s'-_ 'a•Y••.; .e 1.-.Y ��Ar: :a�`-• �'4�:'1•�,fi,, i ^'. .rE.r.r. ,..c •ra •�+-.!!} .�fa"_ ' K Ct '.:�. ,'{•raan' r -°n''- b ,5e•f^r:Ovr. --r :..• NJ, ". - ♦ 'e••,.CS. J 7!'- L •b ••' �r�StY fir•. �..t,1`! �'1'c°` fit•- ,,, a F � u, ♦ I -fz�l- rik , r,r_A 'oy�, Y�.•' al f ,•t+s.. •Sr+g*, t-'� :'� 1.• r"r ,a� d.r �.�' S'7�i` ..'.i`' ,� PL! xa' ' ,�•91• .., st, w'G-- FY'.'.'i•=r. � y. '1 � fa�1 ::r '';':ir..rilr�E.�;•c:_t � Y�� t �Tf E-r} E.r _? 4' s'. �s,. _ ,p��i _ h 'r3,.-,sS��@:4y��,����r.._�.,�i�=• `v�`•t i •f' - ��{ � Ct G9 -�„r�1 :'t,�5%P,. •JF 's�t.`:'r'�-y �.�:,;a. ,.� �. 1 J G -.i r'�c.`� r �tl �'r �a- ,�y ."R: l '•c`A ��r�,\•. \1+•,Lg >,.^a q .�. °.�°_ :�S�• .t`•J'< ✓sSY,�i;p ^� t •(. 1 B _ ,C�' :,•i N' -` L `v :!'-fir P � ��pp 7V, j'� r. -'t P:�':• - G� :F� Nr �f1.•' rti,r�� �.3"�, s�RFift"_. 4i..��is_„• - ♦-:4a•5 :_ - •:i': W7�L',��" �•'' !��'J� �� Y.1.7 .*.._ e a y �.' ,by, C1.gi•• �.., \vr sLi!. u'.P: „a:Cl_ ,��, F v �n _ 3e,. - - c\' to k`,r,.��-v. .fi ,L\:c.�i�.t - " 'V: .r.e"��._..: :ar �a _ •4g'�i�,l�i t� ,a•'.[ .0. .air: :Y` Y:r'� .�tr '• i .'9 T �•��'' 'p.,-_sd�f+-'s t _�.._.C,• ) ,}{C� }1 �+ \yr' =`h ,F, •,.,\. -r.,��:�,. .r.S'!; '' t,._ -4_Y ,7) �! & _51r .�4!�.,�� �,�"`h +��r ��t \�'�• � \!•L i�)'• .is-7�:7' "':S:. �t•:i4%'Er^ ,e��Y�. .'l:?V5: 77.4 �� .,•Pr„7'� :l"'��c:'s1.• _'• ..X ,f+ +' yy c :ia'k,?i:( '�'`r3-1•r•�: t'.c�$!" •T 'i i" ,?tp, ,y;.. $:der ,-D �ti �•. i•,,,_ �tt'.4.' ��r '� _ F•r� � ..�.e, ,•7 is -..�: ,�.r.. _:,. .�. r:'l- _ �4. - :dar.s• "td: i!'�vgJ. ' �,r- }r .c.... r.e:••- rrs t ._ 1' -i, `:::'Ya;'t r�.. 7Ci .'fir--.. _Wit' �1 te�rr r"t''L ��'� ;`tY I'drr •,' 6� .6� (•7 �. \ - f. �).u4t ,t•- A' -a• .� r , y.-,-� ram. .. �yh,_ '�, - ��.sy�}yiF,+'l a!r ..L 4�F1i:.:..!==i`=.`r'� =t J}�!"� :•'`".-.} � '.� _•.:a�¢�• .ur. y' r :tJ.. .L r._f !f' L '!.'{.ads,'!! ',y ',,`Y _ ,_ It9 •"� .�, - d�,.,$ „f. Y'• t...` rr`l.: ^4/¢.'".h�.� :/: w �!-r�•0 76`cz t Iir :�Jvs`. P•.r„`°'$.,1;:L"� c�'r'x ..ir •"�. `•�'t�,.t 'Sv_�.:.t^ `F"'_x, •'- n.- „1 t ► t(n>.' _�ws,:•.q'r'1'.a:.'•S ,; t:'Y`v.s _.r • yy • .. to �a j eC •a• ,' 11 4i1' S �. W em. a Fri tE P_ ^ 1 5`i. n•rEy *tt .;ti �n�a.e k': ,t`. ,. ���� as d��' � •tct�.,?: "-n1°-.`1s" et.,r .S w � •1� `�-'ts- •cY r -•�C�.''"" '�,,��' ���- rlN•� Y� SC, A., 4,�♦'� ir;: fi €+. 1.r/. y.-t �� •i ,r�,'^ P ? r' g - vl,- _ 'P •. •.?.:. :L: w.�,, '^� r=•% ,,lyr. � -•.: �.:9+ ;t•S -'r4 _ - a � '�'¢ .,: t�vL- .,`.,c 'Y;•^. �t c.�'�'�„ R't ::7( ;},.'� �• rri•. J' r c=1 -f S.E•F.'r 'i', -L._ _ ',ett 0'\` •!, r y}�.� C(- ,.a .4.' _ w$9 . e 1c,-aye'!t- �i'i:� T l -�c=�7 t•<n•.7•: o :v'f E�:�y,,�. ry .�:.4'r�E�✓.r`r' Zr L : -rJC4�.'!•r>` 'r'.e�}•r. r„H <°f!�' �yC''�� ."( .T="`✓f'`rRSti� a5t, _ h,•+.a._. P•;.1 .. `r,.=�.. �_ "rJ. r:-:+{.., ..1.-,•. .i •, r�y+'lZ.t• r,• ,as _ � 4t, r��}�t � •�•!✓: y..�:f=+'�1'^d' •- ..���' .it' � 7..�+. ,r' .1 � ,'�<",,7• .+ ♦_ r ':.d J �r- ,4. -=i'r -...�_" 4+ ;:i::`•c4.e_'•�`d:q4,• ��a'...' ,l v:- W cV l .»l' + t f'• - r,:fp" a4_ .�i t �.... _�t> 5�: �Y'` `:t'i.:fir• - - ``i • - .I �r^t-. �. .�: :� <.lJ 4`•'h'tb�.. �*e .da � a _ 1t4+•�i T i � ��', -\�' 'e`� lr^T;. t ..r.• t 4.��. �. - •n e•rr� � x� '+�• •'k�F„R" :�;!` a�. .�f� � ��' .s w •�,, •7 _ f�A c, •.. =i �:r�r_ brE!P•;' Fir 1 a. �Zt�y :- �'__++JJ.� a F' •�sn; �r u' `w ''+"M .yy.���'.;a�� ..� -.F '<' - 'ki•.,,I�'?7�` •.e� .��"l'1c:.r��""- � ...,;•`:7�- `r• G , '�'a•_r•{.@1j�q",,,1 fr `�"• - f S, it. "'41,A � �1Q :t1. E' 4r eis•• u1'. � .,¢Y'. 4•_-. 'c:,,.r... �•-.a? ty„� il�.'•� ra��y 1� �,.� `' }- 'fF`' '�•`sic.: �aa' -bs'* Tfts1t�• p Q.fxq� .. 1,��"�.. Y'� t' '�mot•• C a.l L f .i•:i> �1.'P..'4''�: w- i'�j•, r'rt.t���►l.- \^V•?i , :�• ~. ,,,�'2 it .:AflT�ib'.�' ��6c '".".r._'. Q...4._ 1,. 1. I:a!_1:.� l ��.. �• _ t? r�"� k _ .i'Yr�ea.���ir��• ! ;, i�• ;e�}' -. n,4 � �:`r:is�Yd4 .d: <n..F%�' •5rf. �:~� -`iYr o:rye p lE ,i- - t+a,r .fy =SwP�:r�r•• :_„],s `itst -1 t:±! '. a :1 ',s '` Ll ,r; "t �tr Yi �ii@.Z�C'�i� �'tu"1 st> .6t' t„ry`� ^ , • A a F ck r iJr x � i � 'H VI"aLL° \xy{+ �'tt�y�y% F} d '�t ..V'..`•. - .. .1r •�'9`` �" •,-s•'1• 1•` '+ •�' '.:• -0a.acl,'Y� p ir__•i »''L^ f �a ,• ,ramYF' _ 1•', ., , ,t ,n�,�.g�}� .a}ar \..•=•c,lrl t't F 4 rsal -l: 'ns__ gg� �1,,'c:' ,'• n:ia�.'. Y q/p�f4 w:,: �;, ':yT•7*.^ ,4tn :' �''�ct�a r." c. ` .,:t a Ei3 ;`5• :r1Lit' S�•'• e ,. ( , d•' f!to . 4� i_ `'' , ".'.`.-�- ..d"' - 'i•• "r ;M' •`@'*.'^- '� 1..- y� •;-x - �. r il l e. r 76. ,a,z DISTRICT _`r; ; L .,• '"• '' S., r_y, � .? /F-}'at}, +b J" a rd,i:� -. .:'�.".• .� 'DFt'! 'a'- -s +�' ~ y' ��r _ l ! r ' •F71't�' 1;'�C�' ••F•, ... t �: - ��� q� `Y7 ;N a"� ��� =<ie;iRe.-�f','!.•..a ;Y.S�'IawJ'• '�.._ rE:•��, ;r - - -- -- -- i �. �°i r `�'�� �,�s�r�..,.'`; J,y ,�!''i o' �1, �4` a e•,ply r•a• ,w � � •iti.•i ,.,� u�_�� �r fir• ty 'AI•.'; - � _,+P ,a dui irP ?r=•;}tC a,. .. "'"'^,'.r:? :Y.,.».nti� -F.. 3 '� i :,1 ..,' a W, may{ �} {< .,.t. .-S r_ -•J•,6.� �• • t. �{• _ J��- �� 4 _ '1, _ ,a,.. _��� , 2�1,.. r• .,yAI _<,.•�r,CP TrY; ,c.;$f {. a;l r S. �.• - ,,{ '�4-.�}'•• ��aW''- _"S• 'M�YP'�'n" nD� ''o-Jt, ! .N.• f_ ':, ,-t: _ _ i I ia- 3` 7n7dX J44r4<� wi - { A ha�.cet,bl HYF 4-5 K a , � _ t„ .FS`!-;a Ci •-� UR 4a.r, 1 T ,rk+ a xi� _,l, .rJ `r+ ,'r�`. � u :�ttv• ... � , ,. 1: -���, ��. - \ '2e!' ' t» 'fr'e.... _ .'tt..0:.. ••rr' ..St:^w •L7,. �• - g; :,r�•"` �p7}t�t,\ •�� m1�,yt ' ^ or `.}it iF T ,�y f "y�M j f� .: •as�'f'�' - tiT C c�•tr.-•c'1ht t' ,s nae s cd n- 'Y""' k'• '�'_ _ j\ '��3" *`f vc y. - n G-- ` £ p t)f ,rt���f/`�``,F' l.• a iL ;.i�'. r G:_m r •C"y'�, ! f'at \s, ip r�t,.f•'.'.1 lipiC r ''<" ,,���e.�,` ,rf� +< , w#"•,� � �-,am,•. _ c/:,�•+i:. v , .ci;i: .n.. C .•iL_ �, r. y1jga-. ..� �� ,.r� LDS,; .: 'Ly. "wq�'q, �(.a •" .1r I - _- _. \ ra•• gyp• y �jis 5,; -Ft, •�Y•:i=�`. 1 �rivi:'r•-:4!-^I. 11�-F� �x ION l F-ASS{-1`idl�t�iCs•T'�� i'i', 'r`}:, rJ"'•a''u:'1♦ '-{: nf' y, �.,t. } irs .3 =;g l� td •1� '3 ,t-' Ala-f': `4"'.rPC' Yt• - $ �� f>ty PDT, •�'� ,SL. ' 1 �vt€��y C.. �Q :��ti•{ :7.•Xrus:r t«�"'i-r •�"�r"'' +� sF.�t:, b�.,y; b Yr�- i• ���+'�.••�� 1.irz�•;-+,� �:��•,;;g:r�,� -._., .'T'`�,N1�r' t,;,41 � `,�f c•. ��,r� ft�y{''�ry 'S r•a•' � r <e 11' •• j- ,��';-'�-< � �•l •.�. r' $, •i%c ai , f�iC.-, _ ��.� ^ly •r,S•` .S�A '('. .�, ,:� ir" r`•"'6'7-6.a,fe•�`.`�wt'§9 .'�� �..r� 'n'r`is'`..,.•::.�':y+ ��"'': 't�:�,. r'^.n�'' f A_ 4 �",f.•P'al' �'A Paxa�i•ta•' lA E.f r• ! '! !�'i,a� a� A�./'- fa.' ev�r:..r'�n6rt t�trJS`�,+7}a�' .7c 5.���' 'tit_';_•1'tlir•� �trrNtl.� ��i _r' ,.�!'ss ,SlJt_tt.�> ,cb � - - - - - F -- - - �" Y ZM7fP1•wiA- • Im Ism, Ro M,M Un X_ 15 • ANA.-W-nig- W 'Mm5m np-M >q'.'a�i.:+ :' .�&.91G�Ss'¢'..cl _ '-,►n Sw:r•,+^' .eY .1- '-ya'-� - �r..a / A f•.c4t ''f(� r"Wup V U RWil TWO R ®R" ZIA ct, OP Wilt M OU, Z wsag,L, k__ IN I 5 0*2.0 Lo ON! Mill sw WWI R wo M -- 4 N_Qk, Ck' x" --ka pf 53�1. d , Nry -.,:r L Q M,11A Tm IW��,... -7 T*z OV&f� RM7 ,W- 1 ri R SAM C 07 WW1.!L ..4 - ; OW, Wow—--_ �' q Jr Mjm� _Z1_M= R MM, E Ju z CA, — AMP ma ­f�;,,41 ,w, R V.1 fIR N Is 1 �At wk. -- -xv WA Ile 1;11 1.�Xz L TO ti,-mm AtA Am -R-110_111!vfM#_ I " 1- -1 y. 10� ICA, w -INN I 2"r-'r jkT, AMR,"I ;L _z___Aw-vo - - i- .fw'j*-� REM "WOMM4&'--_I ­W, Ali �Nl L. WON, !.i RM", - - Nllm_ *14 & to VtZ m A va;g �L�31 i I d, A Mt t9p, WN.," Mt 0, A 7 MEMO* .Vpf, 1w T­'---j,.-- - -t rj —111, L 0 AMA i ,ffij ow, S�V­ OF ot r W. 6o� w", AWN Wrrbb'[[,,���� cr .�t�'r. �.�tri`'a' S•�.. '>dS"�} �.rh Y��, f. lr _ �$, tr� r.',_ 1"�4 '. '�K •'EM-2- I�R C-00 a tv Igo IWI Q r�NPml IrWA P -WS 7, �76UN, Nlw_ R� W", WPM R I Via. AW "A' ,1,1 r.KA. manclw A�_ ROWN41 5A. NMI, —r-4, M W.-A T ggR�gp-o-, q�'I, ALL, ORalas 4a--,in AMU,N I Not R'4 h �n a. L A1132-ioks, , ggv w M, Ill ---I RjzN3%,v4 J� ION Pn 1'161 7 M•N • LV r1i -A. 1,OPP�z Sri At �[�"iiim ms 7; RA_ pt*% C.:T4!1'f-,4.vM r "A"WA: N --On ff"'N IS, Z; My:—gi_m CQ jt on, uyY. FIR W, or 0 PJ A ZI.fu tilt Iwo 4E fir C 11,MIN IF jy k,k g";4o -Tg-,t M.-N ARA F.�p • - .4, "I ma- a VNx:.a tc,"�4"r' ;: ! oik ?ii �r;p.�a w wF I-I 6t A N%E) :,TION DISTMCT c. �n4 m Sava �Faz3• �^ _ ktx.f•':c ,• _.iyG� l. ..L, — —Z� '"4<I' .i!C�'" 's.3t -4'iV. Mass" F?j RV I W-11- a ON W L 100-YEAR I HOUR r tggg-W11 AFF 'A;j 4' • • w tv"ZIN 5vign! CS s an PRMPI TATION Y. M_ -,I;. -lip '� - ��.eU�-. ^.s wr- ••�.t - Zt9 J=f,.."�'```"�TI,'�t""+Iy-3m➢�.��.11st j "u. _ arz--..•f'�>•f4�',3[:4�a'=FY?< '.:�(_'._-_tC.?.:-!{ •i-,+s�Q '_,'"'%e<;•k Yai F;•S�- si{ "- '1_,r't�j.- •D:1 6.3'SF r*_i-•"4,t,dr``'-� "a` •s ft v y � §y� �:•.�.-Y•'F.C,a•t ,.�7 7+2-F.�`- �,e•<�i�_�[;' �1.9•__ '•_r r�.^ -...' _ -y�£�.'y - -.x r_1 _ �J£1 - - `' N - Sr.• `}j �_e Yi;_ P af3�r F.� t'•r_ 41"C}..Sv':'L'"�t- _ r _ _ - � ""F .3: "a \ -w_vr .!-_- n '� ,�' �_.`':..""-a��- r 7• .�t� � •"���� � -•t• 4'� a- - ���wt =.+"1'.r.-...... 'k-�'l '-7L ds G ..� ':r,F.� -L•�,,Y' k tp �. aIN�#� >� z � ..' -..c Ly. _. � )F.t_. 4 -:-,�• --„,rq� '?-,-•a>.'� -..{ ?�. ..1 iYtc•' Jf�j�1t ^ '� .•. •7gl.ef..r: � r _ P - �,� "�'+.- _ �.r- < � 1.'�,�jtL�!_ < {.f :T»�: f::Y.,��.� f'w 1,' fib�c 1 f-•^ q�� _ _ 7i�-W `a' �' �"'�} ,a .t• - �� t."-�� M•- 'i.L -_.' _ ��1�.�7�"..r ''.t-!L,:^?7t� -l�`.�rs." -d=•r�a .. �t..�•� s p����`{�`'� ..rf.1�.� i'6•'."�<�l• - J c•. f. .( ��i qA tK•i1 '� _� �. - -,�.•,...,TC .� ..� �,u. �'- :J•_y f� -'A1�: ar '•.. --�L'sG' :,N��1;� � _ _ _ +«�T Ac�'ii { ��,)%i _ � � ?�i,,� ,�-_` _•,=,__ �� �, ,�?s�rr.' 'h':- ;.,.cloy �•�'�^t:T�'_, �, .r�r . -'1;,'c.e;�t`ir,' ^:�. '��• 1'h*. #` ,at+'': - ''\ '*. _ - -�� ..:_r�•3 _.��"�-"Z , -�' -:a• ��y f�t�`t°�•.��,.' �c'�.'-<:• ,�`� .'.r.�� ..ir •.sue .r+ti.L. t.sl•:��li� '�aw�>�:;';'� .' .- i�_. .�.�., _ �_•$' ''.F-! je�� - -.•=a ''�'cn .,,J,4� �-!� _ :1-• 's ,:�.,.5'. 'S �.y`}s -`". .+.t• ••'".aj t:h• 'a'i'• �r•.+l�.f+'Y4c.i� - 1. :ts. 1 L ..-.). •j' ( - w ,`�y� ,us %.. - ;;`( : =y�`•��- "'a;an-_. ��;i3�, y{'�M _ ' -'k�..,i ,1�' f`c�-.' ,•� :`r.- -n�R -_.•.G,.'!�.r;%::i' •�.•. '.�1'�`.:A• t '!' n 's^,..•,.,']'''a.;.c `;�... -..v`Suit-.�� �+c�''' - 9�.. • _ •d '4 -r .ot i...r.�. v tr•�r _ ..� - �. 't±s:.ta:= a�a➢ q.' *': ••T x>, ,. r.�jf"-c� "�l§-=-I "•`S•t>Fr 9�y: '• �➢F`� �'k' .:•;•`�:�a_ '�'" .♦.t tk�•••. -s, =ia• e m s-qf - .iti;s ti d -"�'' -c•,e- "t. - -:»_; �' •43•'�.f.• ..fiW'. :t-=e„t�;r�.v _ax :` '° ! .r• ' i -�'s<•jr� - 5' -< -=;'�`w. c `�j�{t _-i•,.ar a.+ e'.•w: - F` '3'"S�Ir➢.rack _=.L .5.,_ `1•, tF_k .,#' � + `.^-- p =.m�4�-•.] 'e5'- "F. -. fi ` 23= 'r- _ !`- Tom,•T. }� l�r -•➢.� ?!t^ q`a' �'.. •_t• r.�- }t: <•.-Y:+....3r.`,!•- =4.c;• fir. Y n - _ '-yam' _'(' ? - ' rt- .z -:kCd 'gd6•G t, . i �'�. 1. a '�r ,z. -'F`�- -:s-r:.:-C_-`a% r�4:. .C.. i�.::.'..+1.i➢::t''l�'r:,.r ,3-+�.•-G', y y` r'G.,;.. ( .'¢•.._,,,�..;� z+�k rz.u: ti� _ '£a' c>, ►, !•�� '�'>� € - w� sae �! _i. , "-.. =t�� � :�.�--.,s=A[b3-"'^•r K�}.' f, i- .. e� _ ..r.'' �•�,'""f-'r- '?I- 1' ����y r�'{�i�s`.i ��+Z,_ pppai:;r,Z''i� .r � j4. - `Ef �T -l'ir �'_�•.+. 1 - Yf r=-! r -... - ,.-_� ..•-,�..-. -_a• •A� -�-ya. 1 ri-• j' [ r>' - +' _ _ 1 1 - 4 f'+f�-,.fir`� d,. :"5-.'w'j(•_ �a:'w.,d, �s• �t _ . . �Si� S•a.�' q�, S%--'?'" .wY•:. �u� 1:�Y`.�- - .t5,..�:Y'-� :r }'r$: -•t�- ��.,.•.� �4:_ - _s�V:S69r'��j.,..A•T' •' •}s--`3��B�Ya� �.,' ( e,•.. ,..;t..•�� ,.v' Q9" �ea•�'y.'°iextz �a.a.Y -_d�^:-sti_ - •+{�; �_ t - 68.-... .:.6�t •,» ro..a'1:_._.:r"'1 r-t e. _ _"�=• '��. _ iy,tycr4s_a v f - ��.:..♦>' - -.w--e--►"'=-`'ye'' te��2'? - •teas" - s`U:7�- -•n_' � �' �ec 1-:: ➢ '`�� %t�"'.'�`-':6, rar:; +�,�1+'(r�`-.•s^L', r-,. :��f4='S: �f- '�.::e�... ,a`^� 4, �a S. �!/+ FG4P-�,►.�ksy"` 'N - ----�'c `i(>�� c� q.. '� ,h: -'±}t�. ��c` •�''� I°`+1�E+ »� t. .'T"�'�i' ,'?' 9;�.,bL�.• �C?s,.�� a�- _ • �,>�"".. _ !� _ t� �1',. '' ,�R�k_-�'•� �, r:c� �T ,� WIN �� -r '+:: •t,a. `�`_ f��"-� �`fS:_.a �.-..�tt.;ci!�.� .;•;tt(•i�.31�<+[�+`3', . •�•y����� <c;. .slt! ..•,. 1' e .�'�:r• �..1•.+,. R �7 w.. __':Y.l _ o 64''Z{ 1. . .'}�,ya�r`'A�L•�,-�a'c� t ��-T�1',_.-,• .-;(r�•••,� ;.�:. t�' - ��. •.. -:-a-'- ' rt'�' - � '., }-r �, ;�p �" `.'+.* ,`;��".���..=+. •`-r�s'tYi!^•�mj: �g•f �r3td,r ` :� p r•��[y •� h��' .�\rt��_•( �� �c y �' �. +� it•.r f� k. t t.:• .:^�S• _ - ��Y.4 .11 � - 'C� LR� �" �~4'L/,•.f k a•.• _�}� � _ mac• r4 rs^ P• 'Zr-r '^ -.➢ry +•• ..sr-'..,^� } •r _ ry:��� r., f:-y� � :. •r "y�, )•f•' j.."^.� �,;i',[(. '�!+:'wn� �3�'''°�'�`d�'�. �`ia-�. � '� �,,{k�t ��"' �`'�'4"t(•!`=- - '- �''rt• .-r a.7`t' ti.. .G'�NJed *•c�.��:.rr.:_�.b.•i,'tr ,� to •y.� '' ><` -�•t- �t "riE7..•1� t' Tom"..: :�-)Li� �� ,.����. [,:-'71�.•`�Li�•f,'c•.rix 4�':,: ..- '� r• -r-i..'a?m .�-; 1'S: - '3'i Wi �• - 1ti�' .., d - _yip �_or� �,r•!'�a � ten, ,\.K.. ,,, � a4-, _ ':�7h"'t _ t! �YF,. '.p:Y=�. rt.- � •j� C•�.Q'�:. ,r�. .!���at� ➢➢ ®®+�;, s .�Sw�,�_: "pyV, !"' - ..�Y. � S�C� .-�- .�S•��%;��.;�,Jbr�� _ •3•r,..�.,• ..,,;, - 1.�'��.r..y.ia '� ,,.:,�� ri••,-.Sts ��FRr-. �� -- _ r-.'�.�:.�`��' !"/ - ��' �• ��_a; �o.apt. - �'��+�,•`�4,5}�FiPiA�.���.f' ,r47fl%'r•.`_ J5�'' €../r+�- ..�`�N�R ..a...-' _`�_ - - ;�A.._<.� �:. r .�., -�•.•-..nv •.'t•-rr.. _ -'--C,`LF..' r ram}3(t•`°n al/'�"'•'�'Z`, .-:.'-�'st -'L� � '"'`•�'-�'-- , ��`= � C�r < ,�. � _-�'f=�i, � � - - -�..�i eryP;L. '{'a'-+'r3'r; e� '.+.��,• ... •.f s•�°'•:Er":� :T_ ? _ '➢i '.L�e- ��L�'7F �.R,��t�r -� � T.�y.�, �qy� 4Y=� p ..._•y;-�E. s -� ti.. ��''-:�^.J� -i�'�-� '�-,• ..� fr�j.` -�.'i .lF�.t. s(.�:r�r»�,F;l.�). .=S Idil .k=� - � .i;, ��7i4'i � +t" . _ E •a. ._� '' � i,:.. ^a'i'i'a�,•��` T.t: "1. *Y,' ��t..•'�.� 4� - SYCTeAl .:1 -•a �_rC.�Ai �(s.•.� .:8� _ �� <c x^ r� _ i� vti:�a •.. +St-�i ; - �': WWII Lgg�c �.a Z '\ :lea .iy,G. �9! •sue....d�?a:t.t•)c �._ %.:.Q;9Er•+�To� �` _ F:i'•r' ',_tit" ai Z•.•�;+•. S- .:., q_� r �F:'^:> -CT _.a➢3 ,!'s s `•..- _ ;if -j,a. ae, F• �. •'S."Tt.- T t• :,f w t't'�' '1WOW _• !' " �. -..s •z,w�-4> iv. `Dt'?�r.. - s' r^h - ;•.W%r ", `- r,,vF�•r,�� ,:`�f: } ,yw F.� '•�: B➢' 'fs� "`• .rac.:srr'aLt.r r. r° A .4.'� 1��� ''7'+.ta.�' -rr' ..ate-'� rya ►� �iTSlb" - .Q2 •T _'rc ti,,.� •v*�" k, i.h �§➢�` 5a.Gk4• _ -+Lyr-ncs•xz, a;,y t.F�y_ } __. �" r._ R, .e - .t;�h(• '' � u.� �i�. { .Y. �i iK tFL _ _ - ..�. - _ •A. _:;,.e` !`' --- - �.� _ •14gS4' 't t• $.4,; _ •rs .<r `a;, #..• ,;tR r. :.t..•-i, ,j,+,3 Fssi;�r _ t '�• _.... t.Y�.c- .� ie tie, f:-.+-, _ �••r� i`%:: jJE-' 51 - ,�s. rL. •c::... •.+ . +''; ''t�t�i {��(��q, t--R' - �.(.'4:"i ;ti•a-'�:• �1' �� `�: t= �_`- -- .•c r,. �� � �' `a•-•� }$ 4:L. - _ y. wT� _c,^(r•x�' i'++F� >f�.-�-� �"�S r• 'A•�- �.� ,gyp r �. ,.' �.'.`t � a.. " - <��•f Y L -➢ Lze �.-..t•'>:--- �+. ®_ j �_ G _.n M i4•Fa_ '' Its..i.. .[•,•f::{ M •tj� , _ �s`�- F , .�=.•Z_.�- J'''-_ �r ,'! _ .d. '���' _.•!19� C, ..It t w{➢at 5't - 6' :J'r :1' < ? _ .Fi � :,@� r..�a' . y g - ice . •e`C',e'1 'qic"•,'-` L-`-''I t c _`q s "y i c? ;� _ a® .c 4.➢ 4f,Lh a f` ` `: :3. 1 �w, F2�,t c� ? C... (,T' •r"a'1'-: 1' :•G:,. 1 _ `L '-.�r �. s +tr •Ytt1Yr t Et ^ ":r i �6.r S:��'t'�''• t m�t• 1 ' t cd - .[-. hl•�?'4 C'••�t - t •. r..., y�a'`- �F C ;x, y •b '• (jy;i. ,�i '� .¢. �' - 1 ,r 1p% .s3'•. y � E oY cr`...1w- .•, yE; a .}13t, .,^t4• .; C3G.1 .L`.• a' .-, ':,tr 1_ �'- v .a•.,d'1h'1L!v4.',"..rs •11 da_ �`'�1� V `':'n°.t:' '` � -�i5'1'. ' �. i.-� rt•3 _ •"4,, '('.: _.s:_c `-�lP v�:t'- x`: , (a L ➢-t:r -r, `:9•'� Ff.... 'r'. �+. v r ,, �''� .:T.'i; `:f' _ �' `. ( `;-r " -,"..,y, rl'J.. � L '' I.:p,,- >. �'"'r r?.r:ti.;♦ �rY t! ' 1:1i3 .. •t r ' '. rr,i ., 1xy', 4 :. .i+' •?➢..: s.>--. - -'r- rNa,• �, •' 4 ' vti-.. ,_., 44Xh;L ah31i- �?': .•I a ww� q'e�'(`�� _ �`�f��````�-"��' �'�p��;1:�� W;'� �{ -T]«�"C�� '"�' '^Sr _ "$n k�{,. �:-, �, _•'f' 'e. '"ti9➢� 7 `J> r _r�'r�" .y-.. `. � y •:.=-r'�;i'�r.•_L..t i !1 �4 .q Y'C'•:'^' r�rJ�'j�._ : •� - � � � C Si••� _ 4i:y�, �-r�J(� n�'.;�l.K �-`�•a':.• !(�.� � .. L5�.:.4(r.T;�.b�.�.' ••-tr- ^�'•�' _• a -r LrRt: ``_' dt`ny�. y[+' I -''n T '.^¢. - r.t 'r `i1 Fri. r.�y {. ¢ ;•�-, ...�-+�k:}F?` Fa- r'^"•'�a t`i`v. �i 4-4 � '` •R. -.�• -- •'ty`r ';`.ti n•:� ,,4 `F. 1 dE y g •tS ��r`�1.� ;at2>�'�±+'l� < �-"r_ct.�q O,•-': `-�.<' e - •Y -i !.� ,.sy.- !. ( •-.� �} ,m1�fa .rrT� �•$tCv" ^!✓:• 3r..,o>+.t`..1��1Y%i. an_'t•=•"4�. '•t.•P.` ..��.:a,.< �J�,•&,� fir. y .�,.'8. tt., A• tr- an.r ,at- " •F`. ''-'• -M'(`��r�• �'a �'• �.'; ��t •�- 6z.,- � t � �;..,es - - __ wC!Y;tS'A�. ->ti• P�'�:- •k:1T� •;:�r- ��F��l. �t.:. i4' ' �,•, µ&,�`:. ••a[��F+.<�• - a �r�._ �- '"� trL� Aya���C, •�, �����(�_r� c�'�" _.„� .. :••u �a ,D ➢'S =iy t➢� - ^"`-�- '..f•` _) tl�� r eii• 16� -: t..�•..'>al �, ..1 ;i; •:�J .f.. LL5 `a �'� •ti.: a4'" -�,,.. c.t . •:..*.J�• ''9' r. .`•'•a'vl. a .e.�,.,- -Rm�1L.•:y��y - - '•�%A7t � �• - t� `t. �T "• .a•C� _z, •�-'+'Y,,�^••tib�Y.➢ ° •'.l>ll�yi.J 2�r �e�. w `�'_�`-3��� 1 �L6�8 x C••� 4l.Xo F_..a.74 •>y' is:- a:%L:.,� ..• ,a:: •r it_ d" '_ 'i�-` S �:, � , ,may .,� sr�+�..:.F•-='y� i +n••:.:. ::F•.%r;l�' ➢c ^r? �y _ �, kV Lk.i.--.wT6:,-f^r•�ry�y� :aGr� �. ROW .c ,-.°!�'6' _ fib, l_- ♦ �.,. .� . ;4...,hE•97§ 'M I [sS ( � yN TtY .✓• 4 •1� v..W��..� �`•l •� �"4 � - •y:Y\� u`x �i�l!^� �,1:. Yr'.. . C• Y.t ( i,,� .,r ._r .f- f•���. .i. 'ffi' r-,, L ..� k i.;�. i •..t' t,�a•- t t}'•:?:,' ,� '+�.' ar•*.• :'� r.. �f..-e•- ''�.<r G .,a�. �• ,-4�, i� ?`'11'r•_'-.:✓.rid y� *•h 1 F a (".,t ] f. d S L,.aT� II._® 3 .i � E• 4.. - !)' !�(,.� istt S6', •1:`N` '�' RTecvat'.•l3 :,. - ��,".���" �f r�rt�, L:�_-'� --i-4'P" �'� 16b'"�t�� a• 1.c jE:�` 4' ► P�� �aa� v.LII.,"'® � .. � p�. {a.,=�c}-'C ➢ � np. "_3b }+v'th� j�. t R t 1` -1:FF L , L 4 t ^�"1 b >N�:.• _ r�r }�}Str. _ ➢. �• i .s_e (�,t.r 4�.,�liaarfe r JL �Jf�(1 1- iv#':�Yz•rt '-.. '"ei�7`•i � :. 'S, t '- 'r wri: •r'r, �L�c a _ .r.` �_r..r .,.:• -t yp+. '� -.'.a-• '!"k. ��tti.a et. ;ti _ -f .+s�t•t�, y:;.-•r�'q•#at Ta�'''r .r�_ �l..aL' �11..,�� e.-��i'a' m.. - .�`-' �J, -.�'\ �.�':.. +trt .t>+f,•' ��t`Lri_';�'.", r �° ,/ '`4= •tt etL'a :E 4,P.c.i'��.^..a.`Er _ac �''.,. �`-r" ''�^ rry�uR;�. � ,. '� g •.`tau t,n Sw•:�r�r �,E'�YY4'+':�.r' S.cr4�o'7. l.:��•GS�•. "..�a -i�: y' fi?.. d �t'G, `+, c St < .'•a-.. '4;r2�-, JZ; k`. .. y �f �'\ r•. _ _ ,ar, 1'� '�•= •>,,f:•'-ncr,� Qd 't'.%'f.:y' 4.v�t ?!;�.i.cntJ n, e, � '.fir( >•,� •i' .a � .� � ��j�,,+v rr k � .75,r t'�''��- :4 ,•d=°' �� �. F..c�`-� � "'(�v, �v; `�•` :�, •:-ir qaa Q'� i,,{� ,: 1 �:• 'h�-'( 't :l�p r tir'- o _ '.',, (�-'' ;ry`-' R (tee, \; .t". 4_ r°' 1�'ir•.. .tR-' .\ i•\X 2A' � _ .�"`•• ' `�;' 1fe , ,.LI - _ t.�i'�. E NSiL. -�, - )'� 'S�r.".`^ •�3.. , .� Y,fir . !b,. .Ta•ia•t• tq •°iJ"+ lf-. � •.i }(�r' t (Y rh �� :Jie�_fs '•riyCa. Y'i>�:- '�•,!t',1:.:i'..> a,�!- ..w,r'P,r,, c�� ....�➢, � .,-i f,, _ . # :4: Sa ?. ++-�'' q� ){ Sd 4` a ( `�6 pr +.:^ d ffi .1i r r)N + :r Y• y -_ ..: =•%d'r1F?� �aa- �� LHa�•.x:1�S r#. . nti �'r:r x rf'.v . 4 ..�rLL-:• +..ra•••''�`-Fp'• .r' 'cJ� � .il . y 7� __ `;:._ ,(,$S'3 '.r\++ !'fin i. r7r'.•.^• �.� <<t i 1�:t.-': .•t - "f'_• �' FIE ••r- •, + w •'�U<• fl0\EFj a-+>_ a � /� �"� ,a. _ f •c ��S•. &b� src� tir _ ::. �.y t,•. Wit' �" f ••:1�'':;� ..k }Z 4'fi' P t: t h, �f�(mE1' ',> r WIN .Bra__ � -.a�s::r r •` r t t E c'ivii e1 a .o�Y.-t• -ra'. f. .tF, -c • .f }. t,fie} C' �y, � RY..y ~k� f@(s9 frliA, m,- e}7r }.\t_ C 1 Ti ':a .Ifcr a«rU t...Ti. A!►a.� ., =�d Sr • t�' - � .Y7- {j A d{ r T?r . ; "s ➢ #� ( :. ,a4_dw� 1y a. S:`rS g�ri r��.lrn. y.. :{ .•...� f ' _. ••4y..',j'; ,rFI,..S„> '%y•��F1+_t ��L,',i'�'..4i�4in. TCs�``�••-i(. >? [i _µ -r of ifia i ,a�-'f. ®+ ri .. .. .pr.... �'$.� _ �� �' , •f- , k n'.::c ���:Ltr_f may°``_ `'ti.'1f;, ` J,C�eFtr'L1➢he Y•.* .•�-_,;:+.a�_ .4e.a7sal - - � -- - CY?:. lM•e:�� Z 1� (� 1•� y.� ® .1 's".l++sc.�. osP•- _a•Gr•(yam °:�ti:rsl��,'f;• � 1r,:;.,�•�`f .Ss; v - _ S� 1�,q��°�St'.^,�i ��' +'�r• _ �.'••q }-rss• c-r t^•''^ ttC(+ C73tf1 M-5 �4._ . i � � .1. =. s} •;. •• . .., 1 -v4 _ . 1, d _ to s , All - . ._ r _ j : rf, j :d•yR ', c�?:::Salr "." .(. r<.F, r -1 -:o '• a - t ,., r ,4 '�` . rl..-t ;J(,.r•ns,° :;,:�+a +• Fx i'. tr.t' � ;f $ P ,tS `.'s _ram- tom. 5. �4. ;1;✓ ;A i:, !t?.- ,f' ,.'k�FF4'rtl? 1b^.,: a• n 'c'• "sn 'a">� .➢ �,.f.. �'j\�' -er% ;c-`a• _s•• _ y 'c .,fir• -T':.�••- r y .dS •-'a' aE M _4r ItT.-' I `.J_ ;Vt l' .! ski } <• v\, -- ,C.rr f, _ O e, c r a.`•'1"vTF 1 ! t + y. s a. (,l r BT s may+ 74ta r. w f, .•tiEa'•:• - '•1.•.Yt': ± ^:,,.- .••L�`- .E�' •`.LC'. '�`►. '•.�'a�'°t? t / Ca F d a. jL:!�-.. 4 Fun��,-. .✓r* 2 L 1�: �} t.•,y. v{ �.:, b c •Il-, \t:-'� r _ �•. 1 c, (�� �� _ 1.4`"' ••'7 'r"y •w�`!C•- n - C':.-r }�S.'• )L ..� ,y{•a� • \ ,}`•7:. 1r' (yy .b'(,. rf - a" .:( G 1 •f•gyp,�34„k 2:. -aF.1ti a �. .c r. l 5 ti •i�-�. �'.7 t:IR ! ivf 'V'i• '4'-"`: 'Y (_ F�: fr•. •.'•rl - 1s=� T l -t'� ,t ^�. l- `• y- � -r�r � tr --'�• 'Y�r�y. t '• jam, ' ''c'-,t+..Q� • ter 4''y .�� '"u:7•., a' o'C?T t+l F -•.V- - � <�. 5dJ`.id®i yy "f7,'" _ .(<f•_ q t Z+.� 4F•p {.-•.�j` 't,•�.x. a1., r-'-'y� r: . _ t�''�`_'. 0.,•�•''i 4 .Y:�^,}f.~. ..rt,c}�F'�C•�•4➢•I}'P dE%T ��. "'M"'_ i}���j � �bitYC.�i! -PA _ '"' ;S ::` A =Tt ,.ram-' �•'lt. _TP . +) •:k •. a';., ry`•w �-_ xF R, `+�. • sril �" �..t •I' `Fq'r,y'Y T` Yr : r. ,`:!�"l=-•,:.. �-'A.;g�' :,ram •�� 'E-a_ t_ ,- r' < [; e s,.�.\,,�y�$ n. E. ,i dT. -` :alp' ✓t ry�y: a<' ♦ •'�/' - •\w,t.,( `R l� ta�(.,• /lii�. - J•••."Y.'r T, ' ,r -.r6 \,.`y�-TrL.ar `l-, .�r►. `rlt;' �. -SC L:: tu� «xes Es:,s:•.�•tC£r.!'_`�`+" _v ;,• .�r� 8""T. t. :} .may k -;,-erA: .,..,7�. '( •. ..jl.,,,r r r `� :♦)r `•w. •lt •�.i!, w ;* 'fl�,.•d : 6rte - i t gam•tt FaSc:C. t '+� 3 . - '• .. �. Ls« ':: l' c r ' r'F»•'t, .p '. G ^t�.'t a,T(.SC. ni{'... 'F .� 1 +3�I� ' _ .i' ➢..ZZ ��y , fr o 1tl•c :tS•�i. �PCTf"-�2 I-5 . r-. '`{lF r it r "" t, 5 ,{. t=• ��' 7�(��_St�aii.u�.l.r.�.•.v..�•!' �ct.., 1.. ..,i7'.. �1` y.. :i` :P' +ey �'l ✓+ - !r lr '�k•..• ➢�i �� s �it L .� �:>c.3•a F� �'J� � ,'1��_1�.• ?. �� } - `'t:•-r.-P. .ri:� vyi"•"� .!,�"-':.,°"dr�h��r,> •- � i_" t - 'ma•�' -:1 ,4,, µI rtS• , _+. ' ,*, .�,,_ ,' ,�, _ erg,{ia• t ,� �. Y't �t,i ec".��;�,•r:= cfw•�-«u •r ` a ;f ,r.-' ,+tY": LzgF�rn' .�, 'e . t t. 1� ) c S,.tS:�tA.y t, 1 .ts+ )' 'l a�� t 1 •. 1 "a$ �+➢�': ��.�� 1� � a- .t 1�- 'Y 5 e•.. '�{�'_ �;•.'•• � � i acR..,�. Ct "F �� ��. � �` 5 .r.,�.q � 1 �ii!=. _ :µEt irt�•1C='�C•. -IRS g5?: �•, %. �l� �:.�'. '.S'"'+ •� �.�, of �• �_ :��tr,. �ye�,•y e.? 5�-�-}� � I� �'.-:'l7 ),�„�' K' P v _:'�-`.�.. S� ''. }•=` '.ti.t.. �' {'y"'.r"I tl4.v�' gc:�� ! �Y- '•. q -{�.h.ci+.'!! tr�� 5!T�f +�w' (.'j ....'rti .#:`A�`''1�' - `�)� " � Fv `��9•_y s�� 5 L., ! r�:�`�kf t b -?! [ i _i`CV a��g c• i~ ;t ;` , - ': w 'a '. 4tc: •�i R.. :�(-,•? a`�ers '�"' .-r 'c� *, �` �e, d•tR ; �$•t.rF: .ye 7•r•,.., :i;.(-.. , `" OR 9 ' � l .G T2 t r.. .et .er F rsfia �� .� ' M�'4 , 1c r, t = .a a ;,, i•. q. ;�. .Fz. .'t, ,� `:<. •ta.�� 'v*T. __ -1 - ..r, - { '` Ik .:.r :rP -'rc� �` �te '..riy:`,ry;7., ?.: '•!�. 7 .1 •.+1_ �,.� ,a .?\_ .w, r t 1 1'4, r' ? < : 'pS �.r } re' 4 P. aide �iLa'•, 1h A'' ' '- -ff :.st��,t !t `'a4>- it'. �.Y�" gpp�� r b ,'�' .-�.~fir.' •-�. � � .h`w`` �l` 'vV,r ,,1 ./ ur.�r •; �'[L�•!q!T."_F.:�+.r' ., �. �. A r a ._� .�. .1r ('_ r..l1 '.�"O .'.tf, ,tEi,°r,F jq :\ ,}, •�y'�Fy.r �.Cv.4 E_ z4 r ..(g - 7 to-.a•ma >l - }. 'If. =.�� - -f 1 ;LI �:?'� r �'iy <fi, `. 4 ..rr'. Z"`' a} • ' r 69 ,.?f !M3 c�-P _c (i e,` i d r SL c 7y s��- L� ! ,-s�➢ y �'-`Ln ;.. ♦�: l-ly f. '1 :S.i• }. " f 1'. .- .k-• .31� The`.�?,.s�<*ifi ;fi;k R�'' qjp }f :.'ti; s..i L"'.6•" a n. fS�•�. '!' a ,. rr;Tft : ac<. n'� 1 tdna�a Sbd� 4„ li `. ' 'r - t:A�`:.>m,r, a.• ukr'J '""r �. F_ - , s" 1._. 1�. ,.a , -:5++- f'�.t9�,'�.' >• a',5-"•. �:?. -=wx _tzs.ge(mrasbw�esay .tF A -,�i ,�i M-.. '>•�i*'r�r� ...e m�. <�a i�4';'� �' .tgi ' - _,rf.,; '°ff-• ':a ro„ ;h3�+- sY ': m -S' ' .•arc' ,r'�r+--. _ !: :r:•. F ='.'3' C:-''t'•_� ..r'r .•i+ •.�}- �n t•F"�'•`v9(' -Z`� � F- i ( � ' ? Rtllt "_= - `-' , (mot. .1 r �}'•'!�ct: ut+ -'%" a.- tf. ri �•,.= v.:f: r.. .{S'p��. ai+,"4�( +r`�j)�: 1�_2.iF,7.•t.,��',y�: - +-a : rr. '/r� ,.wt9 !4-•+�-�••C` t, ,�.�, _"v. y` •. •?1 ..+��i-+•."j�ii:••::q '. s:'w`1`\ "'a�A • �s,+�' 1 ./' y CA-,Ya; ti .,:Jn'- .q- ' _ _ -;r.�+,t, '�l i .`C .f'. `.$' -?- + 1 t-r!2' t -�! -c #i '�`•w� ...,r {•{ £'N".111a•,� 'q., . r- ..:nL. .�,g. •w�:"`u � 6 .t>ai„ , '� _BFtT�.�- � •; �-v:Tr ♦t1.�9-.� �+..:t,<+t.- Y °l• ap�,��:, ,,- r., .:�. 4( ����� r+'��J fi � 1� ^� �� ��,. �: ,e� � r S.: ,�- �< f .d-.•4i�- _ '] „f'n♦ r*�' <,r,�F1�':c ,t'c t-'it:. 0 - � 6 J�', •�� _ - 4 t .�:Tt''- � - _ -"} _ , ➢ f' •$`J.� -•.�} yI�'T"Y}r' tir:P'ti1`••S „r �' 'a ♦ ,�:G�:-•4!..`4'� o ';!"��r �� __ .R # '� ;i ,t Y � r ,KIl44pP21Y...,.�a. •7.. ?'•.'t�'h. ���•�%�r-` P a��:r;_' yr}e�:,�,"'i .'.: �1 . ?i . r��'1 r� v.Y.k '1'�7: � Xlt Sh�`i;.. .:r.�r��"_`� �• r •�'4t yW'tS 'ih � '1•.h i � � ` y a- '�: -� •br91d£.'. � f,�`. r%: _ :r r.r. .t:.`. 6,''� 'r-' i !/(. `i_. .,'• •C ' '➢ .3' ... .Ci nj . .9 F7 •It`l` yti f }c :�c,.i: �ry'Y .�•.... '' r •.�L _ �,l� i ell. a ,>�t' '�• \ ' ' y. •+ :aE1. '@ }f '°' _ `.'•FS.n• JA r .v:•7it'C:rE�!' ,Ti I .JY', ,�, ;5t�+ ':K-� y Jr, •... •e ,:,d_Offin pc!vYl . .• . F' ♦ ' 't_.�_� �ti `rt". � + - �•;� �..� 'a �. � tT n + c,.. ,� 9 4-,F :� i�.i'`! 9 - / c-}',G - : 4't. � � �' r`� q - • n+-,?lO�-. L' -da' e -Syr'S} _ .-• bn ?;, 4 s- �ep,,�-- `�'_ ry _ c ,: \.@� r1 . � sC, . ,, _ +3� '� ::fa• •v, r<• r- ,�+Y! rx•• B}'I.9 �-�s". .t. �q f +r .E•t►}. ••• 4,. _ =• '::t._ , p� '''r„ _ "y'• _ -.[ WPM , S ' m➢� , , ." -, t!' t, ><s:' ].3s -(,r. .r '1r'� fin.. ;� r-"tc'<"-'•�,� •�•L I`� : �.-t,:`➢.•` -••f' �g' c.:j 'th�<14?,+ Y tom!' Nea 7�`� a b✓ ��p .1' E t' "` R.'.f 'it\$'"a :_L'�1>\ r•. t ey' �" p,� ` "�� v: •�-�'� �-- , •1E4..t+- ,' .�Y1' i' C v;`._•_ � `rl .cL.. ti .1;' � \.[f i y 'e a. ,ra �`+ ?�df�4a&>zas..aY�.' ..�' f �' - ?•> c° s„ ,� 4a1 1 r� + J ''¢ tr a =� w rt� f.f bir; . aye f � w f{`� <'f ,o + . t� r i - :rX iL �$ :. p t :.,::. tY,•:.iE£ _: , x�= :`3%' r .r.: '• •T�i '�. .J' omq YA,1�a, �'r ...-fi[ � ]N,.;. 1'!' ➢'tom:* � � q � yg `�Y``.et -T --a. .E` 1 c. :�,._ ..7' � �-r :-1., - �l:�y� .(� .,� ^<`!' ..i.• cr f' ,1'�• t t jG' �s_�g � ;ya :.J•1 _ - t� +.°' - •�yyr?,e,`. .� .1..<1- wd.".•:; }a...f � �ir_".-� 'l '�_�:-�T,r�t�. '� ',a+-�_'. Kt 'E`` � a �'7q'��yt.'t,4: .'E `'•:e� _ 5§, [�L.,:F`�^• •.�� �Y.•.�L:.:X4'.'� '•'t? :.'r�,, ..': .. a- 1 �� :C•' r*"'", �c -��{ �' •,k .T .-i. � �!+�:8+i t •• •R'c't•"•�'~ t' ��it`•" YO � � �:,� E f ' T'��` gy6Y:nh�� p.ttT''r '1• 'A� `�i'��lrvt .�1,; �..:ta_. '� �� Yi •�1rAa�« �w L 9>r�S.�s � �y`,,-�J• 4 !./ •; r L( �r. ( }' Y'�f ,S• t,>•• � r,._, �,• ' rb. �hi X .,r "¢t. •' Imo- .f. 4. .• .�t!�ca .d" � �+r ,a•"" i'r 'Ni ���r °?; G. -Fw3 � ,.f� �• C-+f.:.(. ,.xl(�•"�}r. _7 .4. .. rT'"•-�.Sf '!Y!,'3•�,� 4r1 x � t.. 'i ,L.- S, .a'. .; 'j't ��t''.�' •��$L7'� t•..r o- 9h.: y�Lrr�'s t 1}� ti, �" ! -.L �1i� 1r- u,. .r: i •c�_'i p7 ,.J _.�, 'v�. T"'R. .n'j. 5 x 'Sy. �`�� Y qr�i•' ^V. � --*y,�: tk I�e��F� ..,•.� J��StCt�K+',Y�4r..11s��e'�•�•-1>. - )g��.s�,h���:_'r 'Ci Ortp.��,�•:n,,.� :�': 13: 'S - ��`i��,!•,:' JQ<.gti' -G• ,r }�9•,.-.a+•J.'i*1:�"-�- ':,��L.•?r �`aytw--�r''lu.�'s,. J�����:�. •.R•rr.•-ar• c� ,a-� �. +q'cl S. .�. z'Z .t«�(sY• ° cL.i "�� r :(f Prr�."w�%+ �.-� ;r:x- i'•.. r •k .-ys:.>� r-�;,h'cp�i';•":���"'l,F +.��� �0,. d` rY,i>�..- �+{i��.�• �� ���}v'!,', G ( b " n 9 C e � i�l S L' - ft. . ( ^"a7>n ( fc, 4�•Pi_ r�.. ` l p p�h_ ��.�,-Vi �) ��Z'•. tar �,�.�n�T[' �•'{�, �'�e t�� '+G ,� 'Z•.: ..r� ',l Fr r, l �tl�-?:4?ky�'lr)}y� � .��T Ts"� p,'�,..i -"�'���"Ti� n`�a .•+ "vT, Y'Y<?fa`•t` .tr''r.•�?7�i➢,` �t' "b,: L•.�`��3' :t ut 1. �' tP + t' A,..� 7a: ,♦_4 •..�hf. �,. }" t d kr -",k���� , ',-y, :n�L`k•-: ' ~ it`{tl a a � tU it` a y« .tt• 't. :� rP�',f"i �.µ { � Y:t ivl�_r .�, R �trF-�'W',�. �El��:}61 tr '� }V�,.• ��`4.• D .,'r.��31:s' .'� ..ti. �r q - t .i s,F`' 't .•,.Y: .7'r•. - - -- --- - --- - -- -- . r _ .�.( E r '' '�. e.•� '/�' i .'1',, r�a Y.a':IG. � s - ><• ..,, .F�.t.. �:RSS -q �..,�` �. 1� }� �( .1,. .t. El. � •tir_;t�, .{..,It � -�.r. p^aynt� yr1,;, .��',;;• ,�� . F: ^N - 1'�1 � t •• •!I W,w, "L t 1i. rya alp y, h a•t `,�. .� f< < '-A.`r t __ 'v •.b•.'�•+ � �GV,$�-'�:^r�' �--7! t 1'h� � _ 9a,";T .`a9�t';w 'i. » t _. .r•l[ e�). � � !eY-'" Y.;7 `- J �i:�'� i too _ - _- _ �'� } ,�•>, py �3 �•d � - �.}, ��'({guy� ''"" :�a t .�P*�;.� `�'.m�.a.. l� '^ �,40. �� , � i�•"'C� E;. � h^�. 4: i _qu•:"Z. - 1v q -FrY i.'^' �� ZL` 4' k: • 'Vy•"'�.r._ (`l alL ':• ,, �< -.r` . ,�i: �. 1 e r' 1p �. It-t(4>..:: s. x t` Y``. .Lf !' - >r •� rt➢ Y ..,T-•".»� `y-' .n.,r i.. K ,�'t •.:m �al :\ -�L �, `� •'w-.. ....�"?, k�:t, .,. rt2'c.�.,o. s- 8: :R tp ..'�''r } �•%'+F`'. .� 1t K W"�4'r .u_ a R r. r. 3.' -,.y ,ir i:"`:, tS. .<f. ?fl... d __ �.. "� C3L•yf�,� :y-•V '. � 'f , J' t"- '' \ r M,' •.., F✓1�' ..i �t_'�'• j� , >r ➢r+ ( ,,, , +Y•�a • ,ram 4t..:_ >it ' -. _ > •.'SjV,tCY,'y:'"4ir' r C" > nN. P.(, ,3•. : i"fCiS i„' i`Q` err �_ �nW ,}S.,! :i" Y•'.. '{^- !.(`' r:1g .. s,,ar _- ..e - .� ..�.r _ti.r .•( �" .'4-..; 'ar` ' - ,*�, :' ..�°.<. r .rS .:;�' .•.��1�3:s it .W�. , ��,C -tY u-.�:•,�•y, y `:<s"::`.•F-' }►: -aq: :�'� t t'Sr� .y-;�'' ry 's-a,T,��.•"r'--_�' f '''. �i.j'ie `= .➢i•Y f�1• 1 y i .'7;�` .a' :. t'•J .�, rQ y 4 6 3 ti•ioi' ;. ';;'•�, �i• b•� �' ♦ T.• �.r.�,r,�y,,..., :s.•' •-.' y`-ii•M. _ a r��t..���-t F �"�c" .nh r. �:; '^C`_• '1.,�1 r �u{,:,.1 d�_ J rw.NOW '1 �a„ '€, 9`E d� 5(T �f�... �st i ,� < �`Y:`: -'•.'� >z& �"•r'.'+ ' u. t#:fta�t' .n.b: -' -�.£`"' ..z� "®.ic..'d� h4ipt+Ftj44 y,. .ia :I-r' c1.,• � '�qJ,f-< ( ♦. '�}'Ti�t�,t� �:p- -Y�j� L�ni•t� _ _ _- _ `__ -_ _ - y;,�. - =� - -:� - �.- - - - - -➢><- ,,Ay�mm'.+'"�•J,a•� »�� -a.}y •'a .r -'�� rK�a`z'� �,ryr3r t-2u.�. �'--�1'\,,Yy4�s'^��„� - fitf'' ,K�z ,�n •.+1 'a `- `� •4 'et^ Js,;r_r'" !r`v:±�.�•,,,�.t. Ai't. ;" ~fie �.s _ �; 'y ._ -ofi. ..e. 55 A-4'�'� .rF�� ^ .� .�5:.,, t-. t-., Y ,• .,t s r +� sp? ..- � 4�`&'`:� 'r "" _ ''a ;_'Af �p � :r c r_� 4 s: _ i r � •: Wit• r- _t.._ J s�z+ sr` P u � - �F !H4J "ik,� _ '`e`,' ;�,. ^'��s_ k- Ti ��' - t '�`--•._ e G_ F4�S' • y`tYr ; �_<✓,R.S:-"t•k' -S.Jt,{•t�'- - p�' '1 .�c.�n....�+.•.��'�a�� - � C�'"�r'-.:•' `•=� <• :'v�ss. _ ��c � _ -a..� 7. �:1, f �?-• raj y�- • �� -.m � -r .-.--- na. � ';. _-.,�.u4.=�• -�_ .� -�yc,,..i"1��, - t'--�`�aJt`'� ac' 'Y [' =tY•.' "iNc :.JJ 4�y ;���� •.L�',',1`'tak Zc.Sc.- 1- �- f `` p•�y� � u fi�3iLr. ..a +k`-'SJ'c•�`��=�4t"-�:c=: . .. �a. rP�' .��h---.. �".:r�+ers•r ...,J`r tit- - �� � - '.:.,•;'r.''. '.�. J�li �- .."'"-.,�__ s.t,+_T"i r1 � _ E_ 1 !1R F' ti,. { _ _s�� ry:' w ..-c_c _.>;.r. J� a' a' Eag'"- ^ems.% u4� !�- �..,_ ••,S.- -a.: ,.'a�6+ ':•.. '�•�-.•a ,r{-p.•` ;YY�' _ Le� -�, _ - _ - -Pur _ it p >� �'�'�e•'a• -`-C���`:'p•ti 7,'�ii. .. ,`•r'F .;t '�-ag..:: •:: S +�i ,.r..��.-. ! .•t, �" der'°" r r Eto'ty:,•• 't,°S_`- {�'� e,�_��, _ y"ryS' F��Pa+_y... .•;�yKr... r 'sr,'"Ka '� r ' `. .�f w - ,�iJ¢g• er,tl •a.• .:c- +�t:. a• '�• •.h.: 4`_�:.,+�.-... _-=• -•``;'1�:..,• rt•t his .- •tT _ _ � �-- -'t_ _ :r•Er �!-t" ; _- I' .\r ..c_..-. :•..:`.'__' i[ .7•+ •' " ! 1 .i I�R ! : _ _ _�a � 'ram h. �.� ' Kc" -'i�' 9: '�-� = ( + �� tF tom' r fi s•.s'jmx;'g2 .., .'�'t.. '4 d .. �- ,�,". _ e { t• at•`:<., - .� .d «-c"� ';;;.:�7t•._�`l ,a•¢_r �1.: ..i:....+.._ ,. 5_r �f� � a ..i r tt t. ••r __�. t t+.;^•?sk:..:. � 8 P-SG - - 4 � a_i�i�:: y: r -' .ar'�. •�;�_r .,.,, •`� 1• j -' _ .'fi -_N' �� ' a....�`�_ :E '�° ro •_� rein K u ,..;.•v g :At,.r" 6a�:�_r=_c ..Jalr�^-?' -f+, ��,,yy F�-- � �' � ACI�. `"' iif %��• r 9Kir -JL rfsiF.ryy�u!• G'?a.:s6 '"r: pd�•.• .a( .F?rs'-'[ � r`a��r y� - � ?1..:��iir'�e'. •. 'ems, .�_: -�_ .`wJ:lat:j:f.'•'ay�/�''�� a.._. A '!J,-.�. •�..�r:•�,}Ip. a-1'n:•<-_ - � �r'�-. _7 `E. v ;�• 8. �Si - - r fl a•.,e• •►:.. '._1 ..T. •vAr�cU1?'l•"r< •,`s.^' Y. �" ii. cam. .1�5-, ite=-'Lce�.-ztr,, �.t•-„ -.j -•+.. : d i9FL°C�_a rp g� F3, tF_ '' ._..r r4 K trot. c_' _ r 1. .t r n. ._r; 4`}:. ti.• d a5-..C4 '._„'..es�:i;•[S._"'S7:r! .c.. 1' �.R �• _ L�'•• _ ,y y �,eyxc. `-6y•2!,.+a. - .1 ._2. -. . '�ri'1• '.��1 t;• �" 'S�,w�;t�e��r� �'�:•:"_',�,,,�'3` •.�•� _ - •r.._.F.,. - r• iv- e`'Blig' '.�P�`g �- ---•;.ram-- [ �Sis �L..�..��Jr f.�*',�" '1�.\•,K' Ctl� ...y.� - .•.J`� i `rf. �. t--_1 .3'➢,-'.L ii"rA. .s?i�.�. .e 4 n e .r �'fv.S',st -^e.r •E pt: �:. YI •� � ,.� �v r f]" ';c 6etR cS3, $a K - �'Y trn " ai4Cmp'_.r,�am=+c'!'.r`:.i:.t._. ..e.-r- - - G•• .J, a_..._•,.. - - m. • 4:1 ,. 1 NAWAk ti "t.. _ • -ae:`��-;1« ,. 't7,[•� '[JR .s-`1 Y $� .iR,�..J c' ::.�.• ry .9 ""`.r. *.,' ( •+` "i�' v w�. � ?a ter. -�� to a vt � :p� `4 g' ~:a.�.v� ;�> 1 i�S: �`e' ter .. r ,.- :a x•;-a _ ] f< t _ �* °c •f � ar< t q c y ,y `/ -'& 1� '' L vafi+I: �•,: r �y'a,' c� �p ` w�. .aye�f �;L�-c i ',lr"., f�_,,: Ts s _ `r.A� !•`v• -Y •:,� •s.e'�'F:`,-r-':..tw.• s4.�_J�-� ;1♦ .'-Y,.. .�,,, r:,.r_4ik. .nF�"}- ..! + .f ,mac ._ , Ir .� .: rt 37[r�a , .p,'� � '� .+vim ;v.. • ._a_.`C: �y C a _ -•� '1 .Ill I C _�. Js 'c:'� t^' (,'y,. y, ft" .::"r• S'•- -' _'„' i a "�i.? 6c.-.RCI �v - .r.Y`J•tiai_C:c ktn3•.-4x.`.. '` tat -.. .. - '_ �,,�j-,,� �4'c:��!o-�„1 ! �0.$ci' � ia'R"�''lflY .�Y.r� ,�k :�•�F""r :,':•-.c�. � _ e•�-- _ y r a <.• �"+��iN � � " �i --,♦. ,1. . � 3 'C►Q_ _ •c• S.r- - �� ,, ��•� - T ,^ i'F '.y'�� t.2.� -•1 �S. a `jg `i3f•°•a rd �y \ ''� + ''a= 4u. o : w qr Y -ci. �-..-.8�f 8t•vr.. �, 4:• _ :>:�a �'�' ,'r '�"�.q�••' _ :r'^ `!''�' �('- �,r �' ./<F•. .2•y!s' aln- 4"!�^�.• ` -'S''a:��` .7' ,.� . + :.��i''aa'i;..ii'. aGSr`L.3`1. ,r _.. w� •.-, ,r - 'Lr; - '� �t' �; `�'' c. v_' _ '� ._.� m ';� y�'r��`r. �i,4r�:?l.aA-.i�;•7�_�''r�.1: :=.•" ��" 1..t.�t, �C.g' '�i<.:• -- T._:.:�4�?•'-,rt�� ti{"':�';L. ® �o = a �tr ',F •••`dt. 'a{Y-r•. .:'�:? � t _ .a,�:+ rf �ir..��'. ';�. n t - lawa. tG-- w � 'sc _ 1}�� ++� _ s�1 !'S:ctif. t,L'�..•^.: 't .(1 w:'0..7•t'C' ,.,:•''i_'`v w� "\ .•�%.'t,- `-�: .:);._r �a^y .:,s y .QJ� c,�` •`n �r - _ lr . �t�•-�_ !. �. � ire. IIS _ •,� -J�1PJ�°zi.�.3- - --'��\5.+�'``P ...5�"?r �. •'r..�r•'.+'��-ii�' � 'Ar�.4�.9 ,��T�4 :'llf9@'�'•7'Q.k1'*r_ �YSA..r x•.Y :F" ':.t K.I J.. `�. " J`�}. - `•,$.Ar�° � �. .�o -.s.,M�,v _ _ .:l�1.1.`'N.^ , .Jr�.. ';�..5•,.i..::.7+r•.T,w.�- -_ _ �r.'a?v5-.es r�vw.rcr: i Y�"�'•r 's p � :.� .;I�1i�S,., I-�y� '�;�iHI ..,�Sk_--.•t:1� ::j�1� .�2+'� `°i..^ - - - - _ . . _ r.•:� •• .-�,.�:.nr .'t,_. -r -"t-.�f-.�?�t - •'-y.-��g .a+nvcs a •i .:fir '„ %�'f*�' •,S:• 4�`c�' ...,'�s.- �,f's`^F�6'�'-!;, f' � T.. ._ .,�,: Ja►+: _ F,: -te''s'� k -.l' y ,�"^-`Si-'i5w. .,,:. a�� •�!'"'r.7 r. t t ~�v. •.t'Z,. :t _ r•-V�''`}••;-3 -m'4 e" ,, + ' rM_ `i Y•r y - csb?. I- r te�: - -his% �-�-''y�:z;`�;� :-,�,•�ft�rY'#.st�` -�� * ,,.J .`r•r:r- i!� :��•.x _ '� i�"� �� e-.�: � v e�� fP:�.�s' - �c 7 grrr r ti .trC ,.�v - �f:r i. .r �•. 1 ^v' :6,'_ - .�l�'i N'( 'x.'s = sA•r-:.t .�• .i-� - ,r•.a.ai.t. ! r r- t _'fs{�rf.. ..r3 ... ..�. .f Yd•• ` t'' iris T 'F is R .�•o�!' u� .._ Fi,•:•- - r.,Tcn► F°��, .,rj, W-1-1 � �t�{'•�"•S- .,P ��� �s-. r •.'��'�'%,�: " ;a :Z='''�`„' ,p{� r�� ?�. '� _n•+�i'�•r�� 4F�Sr" k ''vy- �cd:.iP�y _a' �. "�d �;A r, M1 cyst. •.a.- kVT,'4'.c- .� 15 taw, a '�.. ..'tf•C._ t 1'Y: �, _t"'- z73,S. -_• .x� - y - 5. ��4,�:t• . !`Fe � :..- »,c�'�'•''. ly�r��SS r., '�" �f.�- �+����'• i 'C6p `��' '>tY� -� `` �' Su.:'Zs � .��' .�t• •..:� •� s� e: � '� :�Ac?!;•,. .'w`.`.+�• •�q - Y .;ra `Y'rf, ` is z1>}`_�-.t=t�' rf' it .� _ .r. �,! _ �Y". .X;..�''f= r�: ` S' w2• `tJ'• 1af• {� • ,3 '�M e � t `'} Ji `.lr�%tLibtG..r.;n...4 '�lr':ert CS'l �_.;a[w'&•n.i: `it'r,�`. �sf. arc:'.ate. •»e { x t,, y r-ee� A, Lr=. �14• + e r' ..s• J Csrj .�? rr. �4•R�• pf. 'Y..1 ± G 1r¢{p. 1t���^`°Jfall. �Y:#:`r'.im- i �-r:s•r _..rLr .jai :f:S ?r`� �^. -r oi,��.7 �"C.:s.' Sk•.il•j=!=j`r?'• ,+••-. fra_c.°� •r•+ . .-fie 9 •Cli a. t Y^'c< - " �., s r ta�J 7. ` -S.e S `OS.,..�s ,+, i ,¢• .a'k 3r-' `3. .JSar' �,,,�r�.,}(�' ' �qq,�itc `r `�`s-"', r '....•`J� �4(� T� .J�, 7'y1u ,'`�l- :'< ieF• fJ. to>••: � c.L-L�•` _.r ` �_ �'�`.- FV,'rbT \-�, �% •.•F!_v•• \:; -5�a, _F _ "": .',�LiJ _ � .`iPpr�+,,`i'irPt� i_f^f:. --a J-�C, .�,7-" pg1_s -'� .✓'S 1tix-:. {��• n,- r L9i ��'"3 .:C�`.�. - ;+t '�� •� �f�ti:!s '�� 'v' r7- '• w _ n _ 9&� v- •"t { P� - - - F^ �I"_ � L.Sr a-`- J•Y .tilt. .t:1.t• tit'?s'��.�� ;t11' �' • _ •�.d;�ti � .:;'•:�:i t 'r ��^y;._ rJ•t k. �t�,P' '''��.. �, i� �- R �I �qti`{�� t ^'• , .ri,'.v: t ..r � )i -may,•-• '--'z � as. r y�`�- "..t � rk �..�1 ► y..,ca ��l:y 9 ,t_•_ k i'i. :F ",F•yu >=a �E � a i_it G' �a .:i. 1!M Ri[P, ..,.' :5� •U ! tR 'r,' *' -s a I Tii`` { �IDta7• _r}��: �d .. xt ,�C.,X• `.. }2 -fls''�l f (�� ga. t'1,1 .�,t. rt• ... p•�t�•' to `^ k `� LS• 6 `j ±d .....+ `'',.�•.*. �,E2�a ifs�F'N'yi p; p4.{ 1', L #. t Qr- I`(• / .}.r lt�.'.. ,.� '�a , W' � ••�,,.,,.�♦ tv,,�a..' S. - }- ..SF l � '.•'r a 'r� '•'-_C '� - /•-� •'�'l.:1,. - {�y.0 �,; .R Q 'a• $`a+.,� .•�r6- t �+ Y,1P . d •Arrt ` �' .rr:,�sy� �y Nn J62 ` --7;a w. -'yak, ' gin„ :tyrr-.-. .,r :�4•` _na.dSif v[E. .•�.1.. r�T� a�•��•q c: x. e� trf M016 ;f it - •1� i� -� F: .sue -41 . .`ach f.�.�.r , y � -d- .:;", '_ _ ,}. .r a r,, p +�:,.. y I' Tc`t7i' a •,17'•�:r:4+n .' '"'�,`.-c`, ) °k, -�\�, zqa o-t .. ,-p �Jp� .,-. '4 l'3;.� v {4�i _, a� y_,�• .{ _ �..y'- I.::Ca,a� \. .:Sr..k. 1'• c.PiV �� � C�yp�, 1w���x •r ! ��• 't� J•�� t=�}'Y r 1►�j `n. .�P�.e'�,Fr a.;^ a �i. $•Y. _ r:,.v t �e�.-f..J-t.7. ..`•,.. ):; .t$�' pp' Zl,J �=•, lJ::' w ..d.�4i nfd n¢aw.. '!'t=tii:i'SaClm,✓ac.r,:.....;�4- �•.. ':•r)r.r 'w •L' yard ti�,+orJ. s'�_'•- `r' "�T'"4'C"_' ).kt'�,?.."y2i�t',`•:.,Y.•.f1 t•:`J..e:-.:� M ::�ri t• .tri R _N y ^i� RM -vela "YI- ^v'�.,,.r. r, _ a- '� - -�f^'-yam.- 4t V{5 .e.'s ,I�a a t` fol ..{� •�'y r��tLh eF1us ,{{ �' b" i 1 1ai- Y Y a} s eP ti :"'l E,`a i =Lit•_ ZF zEf>v`• - t ''rd--�X.vw•� y� �- ��:®[slR�i_�. _ •F _ •"k,_! � A �, Ar, vc.•- Fjfe,'� {r1:1 ' ../.�}'� :..ri:�;� :�. `��''� �'�r':�:�.:� � � ,� "o- - r 4 'Aa•a+f•6t. �r„-.,t r�,� '"'J'�' `_.`:a `ve�'r;� '�ir...,�^r��7 i�i--`�vtoaA,�� .Fr�f" �`:-{J��- 'r':C:` �,s fL'}.. t.'�c' 'j"'�;�L-1'c�.��°•,.s-, �,,,s>.a5\"�';lz,������`'S,7a}- F.�tG'xt...,_a � �!3. � y.. �;�,. �L_.�y-f�" �( v r� \� t _" _ - - r s�''��:ts V•�-?+ ,i;q .,.. "`�_��. �c ♦♦r't .'fry�{{ � � 7$'�4 •:{�-.at t ?:i '..7/�`,. _ q �•t• �. t ®�{♦5��� T a �'- t '�• 1 •1r r -•2'�_�..r L 1t �ifa - T �y t.Y a ,'�•: �[v>~ ''"SS9999 '�'y- Fi''}�j_�.��,,,,���"e_. __ u C �f����Fin•; e,. C' „ � _c < :f c, � <ic..\ r.:•ln�_ p, �l .riJ� "d`• - �, 4!nr"1`"',�.a1 S` �3-.r l�'r'1(j • [ f1' -'f'{ l"y "� �: � ;ol►. '.�� � :L � � �2^ ¢ .•t.,c•a ,t-;•� ♦• `r�., ,r.,: �_nY'i;1..:4A-. :.� a.r r + � `4 C d�: t...t"�r7< {.'. 41.. �'cars✓.- L,�. •'rrs f - � f.t�. ti (' .`.�C'.Y.. � 't. `7. •�•' .� +1 Y•.- T� �� .a +T J t..,.-iFy _c � t{ •�1 �.::� ..<- �' y�i�j :-L�. ,<z; � ��L �.�•, �.. ar+t_ 1,'sal." r-:��• .. ,s ;;t�::� ,.. �- p`#.�.' �cy®7 - rs ":� ;;�'•�" ;� �f-i:.�:,'� S,.( .Ep�i��r•�E;r :c4��. ?, p' IY - = 'lee f' i7 S ^R�tae,. rs �'- +t .�,! e.R,'1r_.i, �.,i'..••t. - if.:.1 .r-- ', S1 , } �{ggg��� '�ey�• '�� b. .•LIt, mr. f_..i" �=a`'�� ; rKr`�,' 7i`i••c .el.r �y -•t4�."..a Y',d•. �.a ® 6 f - Y �YdtfA+.e �vy'I i•��` .i�� :y. fat' -Sr��4, 'i>` �,5-_ �r�`,,�. 1M t1� i:•. \1 .•.K. `'t..�21?�.�� $+v •�'•Yp�in .,v. �E! 'rtR.r.� f•-'��,A_;� •� �4`�._• ,•at.xr.y� �.,y�F•`i �� C tt a':c•`:;� o-ti-�►��. y `�7.�• -n i � i + 1�- ._��.. a"`kt r�' �f•�-•r' '�'';.i.�+ p,J��,"JQ,ay�' .lar :>s � •.g�_,af P,a.F @�q<;�4 FYtp,,n:S ot_Fti. F�. t'' ♦ '1x'„ '. -i - .Sp:, ,fit 't.r !sue{ I•.' A f i'•. _ 7 .tfLX.jt,. L.y, i�;<' .+i .I W : J,AWIV ! c �_} rah 'r IPG�y,' Ir "A' J `� �y - E;iC -t iy •`1... S +y" r'f."a+fs'4gu'1!• `•ai:••-•T`: i: .�? •4� .�-'`c'?.•� 'L`t,. _ ER _> i t a ,a -r- �- ri `•1�. -+� 'Y ^r,'J: j'41%•r �,' :••vdk"�i`:c'-A�!E4 �'I-�a •$;.;'i.1 @=' h. ..� S. ..ya; V:•9'4 - - r C`_•` pia-.>t t •a `` -• .l-i C. •f ..6 ,,t.i' ' �-�l=Y r4 S Sd V a• 1. v•' ,,,ram:.. d ay,.r�ft6:il i� " + _ . +J�L.:y:.r'u� ♦, i ae ti {`• i se H � Y - _ �A ,5� '!E .`'♦`.L •f�: i• c.�.. �`.s`R r`_."r :. =al , _ y�`4J.,I �S r`�t -a.'+'hP• w �' lC 1 vY:�. -!O_J•- "F7�:'f.,r1 yr [[ �j ..at ' • ., j a' Ri�F11�i ia� TPl4� }tt � ,��Al: 1. .[^vsc v6 t .iy 'y. jwt to irM^ a y , ♦t ict,iyert3 I¢�.osz ' -ca.+r:a.`�'�k.9a�-sr.r',; a•.•r:"64 ., . ..'•�'iY�A�`�d'e`�rt+T�,'Y3fr:L�,r{ �7.. � .AL r ��� �'+• .'� ---�:. �'.v.'t�'r� { 1,°,M1 �`�.51.ta 'ZE� l.r Fes'-_' - :►a�:, f?IN i .'>t P _.�".�V�x.t�+'gA�N' la�r,t''�fc ,.Y,,j�! •bk� 't 5� _ ..e � ,_,,� +ziXtlifi -'"`""„?"r , 'i-• '$� o "',t�Y�` ,i' �ia . r'•+•T.. IF`st< ` �L 6 r.',�C'L r •:. f�+-Yvd � � v y. �; l �a9� _ "F, � ;E�t•. C6;-li't,.. --'��, c7" t 1 �.. a. '`�.�'- 1 2. 'i �J,' P tad ,► 1 ''.,d:r. •f C:�. J"•.5;• ', J' c !. Y++"' ti,Si6 3 ` S:.t'E•�.'/SI'ru ° = any: u L ` - •~ cv S•. ;:>._ •�� '`w t•r '•'\� I' 1 car+ � -was• ♦ fl ,{� �r �,�� 4.a' ��'}�7 ��� ,.fr:v..�s-��y:+ `^yy .�,.�':•r�. .�`� +� s�� 1,,. L' - �H'- A9�.. �i� yy��rY�t,Rq ;yr+i �-_7:.-"` �� -r �-t','• LJ tJ_ :��.�.e""7`'+�,.,�'•S ' :E�i+,7 L: :`�� Yawl '•?S .f,� `n•._t. •k y..c " qfr - •.tea `Rr, _et�!C-c 1e i• caet :u,c�+.P-r`> .a. s,r,_ ;4t'ra •, ,?H _5-^ �y-•i i: t+�, fr`. :� c.•a t ��' `e • ��'Sr a 1 I •i %.J�- r$ a.iiMCi !`a 6 T�.c pt 1" . -1 ;:j' ru�Y JTnr,s> y` nr �93s ._fi-t ._ t• �r E.Yi t 4N e `ast' 34tt i7L �nw._ �k; sxay A y r � i �q!•.Ftt'r t vRo�. `Z,� �avasP a _rFj :f1 'dJ. `�y �� !�7 i �I , �...' t. y.: " J . V._ _y� 4.��r.7Tr.•;. :,'J.'c' r.:.r.A-°_`rr,'`7f-!g` .t? fj'q,`=^ l�,b�-`3�i's' 6 tyrie ,�'! '4�I'•�: r` 1 a !�}�. �'M '�:���, y�{r": 4..z _. `,pc t l r 'i •'�i•�``l� 'P "-1� y •y 'i�;vdK v c.G v �� .a $ t •K8 g _ y�`r ''Ca ra. •r t� at•'"-tc ��•'��.'r :.s.'.i;.'�a'^t- •ta.` •� �fg� - t Sri: :`3f� -R - Uls,=.�.-a-.��.'s91Fa �1�_�`G�,�:n Fr�Q..+.�J, it^ti= � :♦• � Srt-�'�. Z s,£ir. �;�.•y,- `�ri]i t. ..f�- •a �pJ i ...•s�`c .F:` 't'c r � c•; �"_. S'',�- _ ..i - _- 5� - �'p -,t L• tc� �i ,.s of :�- - -Y ..f� •:r,`:f4R;�.,,..rG,rt.. s.` - -�a';;,.:A� -t m: •`! a p� '"L , .'`• , .,. `;'9 Ci?'�r.r.;!'r hl i a� a��` �•, ..ar •'•` :y .t�•a a.rr -tt"fti�� - rr c �_ p-a �f ..t. 4i �. �.. �Q +' •-ti.�:+' t°Y'e: .�'t ,� '+ y � !� �_•_.-c�i.z�' �'_ t. 1+x:F�... .. ?C.�:.._::�rpc.• � �16J. asll'J, l,�R ri t�..e�.:.•- .'�3' r'.�.; �- '•`a`r+C. YF.E- d -� �� .r� >r� Q :;�;6 }G.. ''r' �, $,q �.�-,� t __ �'`��"L'r� ,�c.�$.-�.. � '� 'p�% - c. ` r��g��g •`:v! c. .1..ti•.. �k; .mom .j�,_, j Mpg y, y. `'}7r �i�4i..[;;. rSn.T`.::. LY.� F'r E,n`L,.'ac4 . 'siy2 ^:- , - !4 :.r �vi4'h.+ �y��- `{yam `R.'*=L'til�rg�.. _ T �,S, c _. IYsi ® Sh�''.sAV`• .t _•b.-s-.a 0fr, `t 1V@' f vi••{�:`� N .'F '"' A. •'-S'ir� ''• '�1 J _ - - ,G= -fr-...... s• .i'r'•9-,' f �s ,�rP j, :' „ .;3{ - h S r... •. s• yy a'�' o �,7a rl 'f-'-.•.c _ .-J•:_§ Ao ��r �tt'^t,. t� tl- •wc.r`'Q.('`- r.y-.r`a �.-t •� � �>.�s �" Yi- -.�' .7�'���. t;`'A. i, -- �J 'S'r , U •-`;,�`_�.-3'• -� y f•i `�•�'•'�- ;.,. 's .x < .'��' _+ _ +�3 �-, �����.�� �� � 't. -�,���(��r `t(i -ram, a ..� � �.••ti<;c.Ss`' ro 1 %}� -•r-'c;.$ tr«,�i!•'.� �.;d� --•.{- '' ,;A SR, -`r _�' :.`f ,�...:`� Yrr� .�.b •2a.' - f+,. .ir M� ii`.... � n.a:�i�Va'r' .� :``�"• �,'". .! l '.4,, '•��. 'rt .2._ ap t' �t; -rag t b' <'t 1� J y ^� r ;='iit� 4f n. ys_.� cti a +• R' \ "l_ 4r' ~'t't St ��' 'F, ii�' , 'a r' -G..:,�?,•-: _. �-a� - `or'7 _ �.._{- r!: - \ `a..• ,o ,,. \. f :..r w �I .L,•,r s. _ ,� h� �e- f p •p� c'; ,r,£`'�:;£,•. .�. ray, !� A2 '•ty'',^-`.Tqv"�.:Bt � . - - - f tom- ; �9 14:tbla'a.:q,, 'x•. •= �S"= E µ `ti.:��'3Ji�4 `�y�,'._" .�'" � "..�..�.r•. C e� '�- try •.-t '_r'�„`y f rr""'-'ly,q� �'y k', e�ep A- •"~v :y/J'•�. •r,,, >r r, �s ,[ --m-�'e .k., y� ,r ','lF.'e:Hi�.�n �'7�� �'• - T r .[! �:'�L•i. Y_-n-c.+ �..0 'r"`�EjRC\ 65 mil%. t_ Y;Q; 7{ s1 i. Y `• -r h,.,, "E 1 'ua }r A. .:y L -f 6 :.#ri.'S:ftv..:t^ ,' ';ii!'t,�,l.� re. �q - + r,� �cU.. ,. )1 .a .� is:..- .ti> �+': t 1+ 1• :'P�" p�€; G.. A:1r a•.:C01f: ,lt.,`' `t.i.r'. �`cT `�•.r f ts. !:• (. �"1 ti;�{1 .r`7• l+Tr t.' act '• 'p. } "� '/ Na „'1b.i�'� i ' . a r� � ` a'yi' .�;, # t'k' - ,�j -r. { > i: ,t .' �'(i �y.S •t'+r•.4. !„ p,... .i' ,-.. - c�cs. � _ r 3(r •:i:�. a C f i 1 , a , fi, v�• h v1 F•-- '�-`. 1� 1�• `t. tit+? q i1r' t•i=� z 54...•av 'BBC, tt.N ` ! q ? � 1''��7 Ii'i t�r.'rnl ..�. �... t R Fr- i^s �9 , '�.., a r -0• ,� f-. L A^4��.'. 4.. } 9•!•s: � !s.r , f• .� '�At °. .,.:: .t� � 'N.Jp � ARM MUM �1 r' '+i ,r�, t.-Rr• 41;. ♦.�i,.�1-?y.. .� 4Y ,rl j�i��_Ja1r Mai �Y�� Tc- .G 'i',' �• m s - •rt•i;'.�]' , - �.: 't _ a We=' ►+�� ':rt. .rP. - J ((! 11� .L,tr`" a._ ♦ r1 /ar�? J :r.,s V\'•,('• F_ '� Q' - ,+ •'i-'G1t- 'C•+l�y i {r' 'I. iFr. -.G: • T� �xa, r asf+F ��r _ r•._ u_.'EJAdct. ,3- �,._ !.• , � -�• t '� Y v f,` � �. 1• {�' �ti1'i_:.t-._y�t'��`�'_`iiF:�'�-:(;:ic'.- r,Egri,��.E..,.. }� ..z7, .t Rik q� - '^ r• C,�s�,..F a}Jr - ;J1y ,y♦ "G v,' S- '' ,%r_ziF 'u`"t "- i. t� l,'• •� '.c� 1r b''a }t.C• - .tit ' '-+.cza"-.•`L'1+:_ _ " '�v,�' •�r. �r1R Yx• ,,1' !•.ItY „�•��.�i. , � � � � _•-.:'1ditT SLL':.,Y1�.1�! �`�c iiP.D9�= `'�''< -.a. .f S".ti4�,aj•�r ip a+�Ta �y�ty°c�_ !a_- v_a-a:. vr'`f�Frll��Fn�E.c>� �;.Q{7� 'to-- � ��� r •;3 i rI :�•., rl9''�� } y. k , t' �r t Y j �. I t. 44 .;:, @ e tf t •Axw:. ?a,;J.er.♦'`'� J `"' _��•� y ,q •�r•ri - %Yr C: r•-'-'`3��� ra, .,y ,.°1yy,y�y! v[ v .<,{�c t �4 _ '�•'•c{• •f. - 1} �>.L- vLl 1ttr1 .A,a .•a.-.'. •t :� r. �„ V� 'r6 -:.,�[•�q a�' j' F l�. -+tr�• 1.` q lS�, t.. �o� "y t'�P S._. sf _ �jy F`.,r I'$jr 4-''...�9G � f`,�'�i•"��, .4,_ �,- �' .� � y' �r .. �. _ f a -,� .• •a,}�G Y_,,�}R '2. Cv.. i 4+: Q, i a-,�• � m9'd� 5:nil - 'S•'- �•«� C tq �:t`:'- .�. [q�'�;`�4 tt a,���tt�.:_ P .<r:L>�� J 'r .b1 .. /. '�'•�� Ity� .t�,'}'?�'�/.£V;r`. -Jss?•;'•e-_7- v�y. °'�F, ,i- .-, -L' a - ,.�, - ,.e dt �i' {3 ,i'-i.- -•G2_"!c•r `�X( a. .t S•..==u.. !s:'s 't 9 { yr- t 1''L r` ..r. t`'.• �y�,q�} \ t '}i• t •a rd. .�•Q' .�4 , 'Rt .•T jY( 3• �j]',Y'• -CZY ti', �a _r It �` J 9.F., rS4. .� s 7 r. 3,r1 -i t --• r'' FRS@ �%". �� �,,_ ..r2•..5` .r^" - - la' ,tp ..Ce-a^s !: � 'L4 ,.,! 'LJ,.�.•rd�,ii.'I�F: 'a�,�•� a_re.-1:5. ,;.,.- y .6,1 L`J;'�, ) -tat ,,.1 `r} ` ��s�all�,�-�.,,.�' r� ,p7- .x ai6's} - `>'•- J ..r�"' .n � �p;••y Al" � 8k'S. :":�� T + .F' v.r�._L,:'+t'd� a"rr�,;•- ,e 'd•'�` r 3'• 'i1E.�- -C�. 6 -`'�,4•,:,. �`� _ - .SE .} •t j.. .E�t:�irlf :'r:,�^ aid. .,'r"t rq ., ` ^.mow•" •e^:S:aC-rarc'f {r ,r"' -7r 'liv r••c.ii a:•• ,3 1+�''•' .. � yA� t"•k.7 \;f .,j1� •.ihi+ s,i`',r.s"-r a"' , 1N �J'.: .F,1 1 i a•r�. .f1_'. \.'�'. S 1 �r'tl,� ,!` , r� .t� g�-� :�y �,v�q. v.+ ?+.�«. "tea. ,va v- `^aC'• a `.�1. r4. ,• �4-'• :1 a, t� •. - i�tlb:['8'•-i'3? J'�' .,rV13R!' �r >Ysna' ,.t1 tcF.: �ae.a '�. �_:�r ..� ri�-,.a.:,•''. :ir.:•w\aC':fi: �4d$ y.. - l•.:�T� '�• ,a•'•7'v'f may,.f y:_.•.-?• ti. 6 W.. a.dlkiaQw:_ :�, ��s.C.'.,,3..[,7Yc:+;�3� �,a` f'`-"-< r•c�- .[3R.' h' nti f :. fsv sn::yet , 3 4 " r �t�Y ;;/S; ly +•. �r....__.� J �y 1. CF4r' ,�,"' _ _. . 1 • >flj T -� t. 1 A..-3 •[wi F,7�'}•»r ,I. . � . _. .. ,v r�j�;<' 1,,.� ':�• :'.�-y"t - :v J•f'": .t ,'� v.'.-?`r a;'l. : �:4x t ' v r . - ."� 1,�i .� r ..C-; ,•�cct•, ti''•_i -,v p. t -ajtrV+, �.r}�aJ.'. {�..•d�7 tr k"' - •c 7 =Win• .. r:i'`I.'. �j- _ y'l.p'" 's -�'`� 4. _ : '. k�� < :E''"tcFrSf ar+v+et•r.r,rl--eSE. •:J.• !•ri �r L 'T.R r - 4-� .. ,gyp: " a ''d - •C :�i'.- ` .e ;%` '����4�4+ r' •r�n.'�a.f:r:.� d�.L.- Y)_S..-` J ,f�;g {. _ ��L•, +��._ � ��1� f.^.�d..'�••r•�.cl�n1.;._. ar,-. r.c.,. ••. :5;.i J¢A s i c •..try1'�r '•••_..,.., XC`'�• .F. . ,.ct�# ,:r,Y L , ct , .t''P -.::`.c: Y ' _ :;,t a i+c,ti. '�. V'- Y`- .-1F.;-�•ie'::i�•:- i. ..;tr:. r•. ®9 .•- P a' -`-g� rc•'- i - .e• rr, ry. .,I a#®"fJ .,,•^ ::•- •ys-r;YP' `r¢' -.rn gtl$r, \ y -. F...< • PVT '.a: Jap rL Rx � �' .5. `).. _- f �t....r S ;.• _ `.:E: .'^e�."t+r;;r�: �,�.-_ i y� .. 1'•�. L u 'w:x• r .ar •F. r.ti,• t rlr '"j .. ar ,Yt ,� r "�.L�i�•'i: :-.LL45`it Y. ^.Y1.�s^4='..•.4>tit: `1.-C`_ _ .�' _ Tb'�.-�'�t/ .s ��v• q1,a P 4%•._r �. ... "R:P YP-3e'. r� J''i:, .U, e... c �./..,a t•, . 41Y ywyt• +3+ R ?• t- •Y ..-.y't,. rfiE. a. _is a, '-v`.. t�t,3 :. i_lc, ..6 'i^.":Ve'7..._. •i It t S.v., .. ,T f t=?' 1�,;` '\ .�q' � �'c ev a�A'•; r.�. --�` `'a'�.. ` - _ � `a-:• >,1..-%irr ' .'� rl�� �, �vT''�$ •i'�sC•o,. i f' d,, d��- '-aT".��' -{�4"`�tL.+.�°'j'..tii:3a ti_•i, •fr,c,r�, :J:-n�•:F,` :.F_R�L�, ' �_ rpt A' :r !t +e_+l@%. i °'.gaS:� Ps:-�_.. er .u .-ra u7...n ( .�. i? iy'y St-.i• ,� •:.f gyp, •Rg:-* „F �_ ;rr y a..'r.-,•_'` 'ti rl��°i, , t} �' `�• .,.a. ,,.ys.t �,+.'a,,p , iy. ,;, a�rC. __a7,.oF •;rt.^.r4 .-i �Lf '.':ht•- s�� r�� /, c -t'•`to 1 �s r. spy' - .�Y .�Y" eiok 3-� rv'Tf,"k'. t:Yf r �y _ a`•:=Si '.r:th ,t ':-.:'.• 3... •...at_. t�$r' e. iF'~.A ar '�' 'r+..�" , t` > 'ti.✓'.•_ a�{.ra.r4'f. i. _ `j `� i' �•q' 9 ,:;- F.•r. ,ZA7.`f. `�••.• _ `j 4.4 4 ✓i .f '''aer .' x L t , ' ,7vt _F�'✓Jr 'r : i`'•'�•3h• !,,�!h�1c- :.i' 'ar:a„ ,:ff r- ,�a'•7a- a4 Lo-: p' �1 `�. .! ..r t`']-,(Pa .. Sc p f-;�L �•. i•.2,�•f ,r 'l+ "l�S� - .r :. l�j -�d.'�h + : .�3 ��' t'�f_"4•_ s-„ �: 1�t� ,.o, �, •N if j_�( _ -y['(.-. F� U��i4 S- r. y�Y�Q} - '. T f. t ' '� q, $may •. i '•'1r�,ir11�• �yM '..�/. .���[�"( • 1 i'. r� /y4✓�L.` •: _ 'd� �,� v �\,. Y,.P'l�R' a� C4, t ''Y.A.7..+f.a•.'- 1.•`ii '_.J.it ''1 I. -h:.\ .:F.'T l`j'•'r�'S�'-�' ,.T J. '•��' `.' ..a "_"'9J0 '+L`` •....�tWJL<-1� .rA "�'St`t�• i. 1�. ra.••:r Lu 3-. _ _,-5@t_.l ta•r_!}',:t'a" ` -`tsti � $�'�• �r�....Z.a Fa=s..ann�h�•.. ..sa:ti- _ - ;w m'e,•-� 1' �?-�S' o`, 'vna°•% ':,:1-•' <.fi��S.'t `4^`•``i �S'�"� pj; ,- i;. "t' s d - ~ �y. ...,,;. .�"y' ` " r.(•. i!. c+•, �, i Md,'i9 `r5,R'!�F'tyr A;l�?F,;Ae�.',k' 3°y6' �. ,' .. yrt.,- r:y t.'' p -'r! t. ;..ar. yy3�'•,. _� ,!1 d c�'.cr F,• ' 'Wai .' +8't,,, 3r$,•1\„ ,(G'� .�• `S,` �.+ Okic �•yd''6" - c LVr { •�-.`�i_: .�t, :•F�••.�Y �. x. i bP 44fP z a' r" lKP ��"t.R.•u !4 iFa IL: :� >i roFt la 1 >;pVV `d r*r• a> S �Y r`tSS� Y(g• p7sy Z� eta .*trt•• :�. .erY- fAl 3 i. %t= ,kk WteFsa . r.'�. r ► , k: 1^ tl (t ,t Al f. mat `:. -{•xr.�'. �i,��., �-�ti,i= ... �'�k 'N.. ,� -a.� ~r' i.b `=9 JJ'ry "''`.. �.-C t. t�(y[{° i. Il .`•t..`r, s-.�^-'.`•.'+'Jc= '�` 'c. r:/ .ay:E "t1 fl a. _ - • ial. 'lye �r •.r;niL`^:•i ,. .�f"= �3:'. ngt 1Y-1 { `i•'p`5'�,� "r e, - .r ' sq -- �� �r ems' tr,�y °E' �• -,:.Jn: ,,.�a y.?"3 rt. r. 'E""' Jr• re(,1�:.e;^`, ,..�_ :t .,? '«eF�r `. J° ( t' :h ?'•• •�w'L,r.<"'yii� V., �•.nV IC:�' d �^c'• s ,& 'ter_ .Ft.••'•�'�?�t.`'i „� -R''cS.F �"' `s k+zr i' '�`a a`f., fl - ^t'=x`�iti .•rtt•{,. � ,f. i1�: A - i :r :;�,.��.- n;:..-. .,-o ti�.�,� L. :7�-' � ,r��JJ,,,, +_��(, u - - '�' ''� �•CI• r •+' r11 � (`•; r •t+' � �j'•- `' `' 1t17J. ,�'j 1c fP-•a,. .r• +►rya �'•.�:icY[i}.4{ °t,..� � .F ,G`. �°-k ►•�.7 �1� t� � y4, 'Y� t rr rr `'t .•G .. 2Kd3£i• t l.h. "Fl c r •tJi'f-r "? i :4 t>i• tr aa•• r7-,'. p� r ` � •�A,�'r 'K`s.,`'st� �'�"• l�' �Y.�._..fi� _ e .1?•4.Ccky;{. L4" 1 't 'y v r r£a f�. .,A.-i•.: :_d:•.Y�, �3 .^` try G� _ ••.a i't, r.: - •n.•' y�;,4 .a r - '•.-. �,� c � 'tom°- �' :r•.,o�' •'�' !�"' 'ka< i, �. % 1 7:P :z ''k S:N.lr.rs ;..• - -- .3''"�`,>ir �; ��•tC.1 r l -, �'vtr�•,�tc�'M""'���L�' _..fir"¢s;E`'ri�,�:�;�i�9ti�-y.'::� �r`"°'e�"`";��•. ,�.� •�,• .� t�'ty �.v� 'lis3%" �9yd.��• �ti, ����w��. - •� 5•rI.'1" 'Crf-i� �'k9'�TJ�: �� {�+ t. �j j ��' '`t�l�•.�'w�e ..lb• i' ,iA3,+,.. i rf.,° t'n`.�i yam. _ a _ �,a.F ���• ��'�)- -•�t~"- ��C IktlWlktilst' ''" s,:� o .,c � ���°� �q .�'rf�` : .k`F;' .:qn�_ •a n� _.'$ c-. j' sS. "f• f's ,.., �...e ,ray i y ., t ��� � ' `.t'>�� rL: { �.t� `��. 4Y,s+ '_ -�� ._.�'�3 �:rt"e.si:a�;`,P��':1S��r_+•.:_. �,�'��:- ,r^�,sS+:J�+�i�ti:1gg°f�€ 1"!_. >r�r.- �^4�Y= - - --- - -- - ----- - - - - ,.nry;' P'' .• ,•_:At.'%-±� �`-`'3"�+^n �':tk v, _. r6�.c�'!d: .n4iM7• r.