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Home My WebLink AboutSWP272300 tSTORM DRAINAGE REPORT PROPOSED PLAT ' VALLEY VIEW ESTATES 2100 SHN,r rUCK AVENUE SOUTH ' RENIUN, WASHINGION 99055 JOB NO. 69601 1 1 1 1 ' Prepared by H. Touma Engineers np S WAy ✓ ® ' 6632 S. 191ST P1 0 C X Suite E-102 r fir '- f Seattle Wa. 98198 PH. 206-251-0665 Irjl_F�. 1 TABLE OF CONTENTS CHAPTER. PAGES. w� I . PROJECT OVERVIEW . . . . . . . . . . . . . 1-2 PRELIMINARY CONDITIONS SUMMARY . . . . . . 1-5 Core and Special Requirements TIR form III . OFF-SITE ANALYSIS . . . . . . . . . . . . . 1-5 m� IV. RETENTION/DETENTION ANALYSIS AND DESIGN . 1-34 N� V. CONVEYANCE SYSTEM ANALYSIS AND DESIGN . . 1-9 VI . SPECIAL REPORTS AND STUDIES . . . . . . . 1-4 Bio-filtration . . . . . . . . . . . . . 1- N� VII . BASIN AND COMMUNITY PLANNING AREAS . . . . 1-1 ~~ VI II. OTHER PERMITS . . . . . . . . . . . . . 1-1 IX. EROSION/SEDIMENTATION CONTROL DESIGN . . . 1-1 w� X. BOND QUANTITIES WORKSHEET, . . . . . . . 1-3 N� XI . MAINTENANCE AND OPERATIONS MANUAL . ' . . . 1- XIl . APPENDIX N� SOILS REPORT, GEO-ENGINEERS I . PROJECT OVERVIEW N� This project involves about 8. 55 acres in the southwest quarter of the southeast quarter of Section 19, Township 23 Northr Range 5 East W. M. lhe proposal is for the creation of a 30 lot "Fill N� in" subdivision on this property. lhe streets are to have 32' of paving curb to curb, with 5' sidewalks placed in back of the curb N� and gutter . Existing homes on the abutting property will remain, but the sheds and out buildings will be removed to make room for the streets, lots and utilities. The proposed plat lies N� west of Shattuck Avenue, north of S 23rd Street , south of S 19th Street , and east of Lake Avenue S. (not open) . m� The existing site is composed of existing sheds, asphalt driveway, and gravel parking. The existing site vegetation is N� composed primarily of grasses on the east portion, with trees and brush on the westerly portion. The soils on the site are composed of Beausite gravelly sandy loam (BeC) and ('.Be[)*) per the N� King County Soi1 Survey (map enclosed) . The soil is characterized by the following; -- *» Permeability is moderately rapid w» Runoff is medium N� w� Erosion hazard is moderate The site has a hill centrally located in the middle which slopes N� down to the northeast , and west . Slopes to the west will carry any runoff flow to the valley floor and an existing Type 1 N� "wetland" lying on the east side of SR 167. This wetland drains to the west under SR 167 through twin 42" concrete pipes in twin 48" steel casings. (see copy of the SR 167 undercrossing N� enclosed) w� Slopes to the northeast flow to Shattuck Ave S. And a low area west of the existing house at the northeast corner of the N� proposed plat at Shattuck Hve S. The flows along Shattuck Ave S. drainage system flow north to S. 19th St . , then west to Lake Ave. S. I - I r N 8 7 A R IF M. :BM TV 'Field h W! U,# 13 �c L �rjwjjj --- Park B9 m 254 9 Z A 0-C I h BeC BeD LLL 4 1 �!!1! - . p ; F 14 h 00 A WO (t Me ct i 4 Ur I L; Wo ——— — --———— py 13 'Agc st AmC Ng Golf ourse Ur Wo 09THE: 3(0) ut DiSD sal -ji Sut A9(; Ng AgD 20 455 Ur 9 "F] P- Ur Pu M ngacrej Pu 0 E uv v. 515 -.1 2,1BjeC 1 to Py .H Ur 141 Ur (AgD r W. 2 9 Ur Ag(; Ur rvoir Ng So Tu Z 2 <_pj Pu Wo ,2,E M Pu u 4,v B m 29 . . 203 25 AgC 2 451 Py a Sk Wo Ur ur InC i, f m So AgD 7 Pu 194 ;1B Py Wo % A 1:A jw Ur N p, Nk U t 32' B M. 3§6.. 4, % —A II . PRELIMINARY CONDITIONS SUMMARY CORE REQU8REMENIS 1-5 CORE REQUIREMENT #1 : DIS'CHAR8E Al NATURAL LOCATION N� The allowable outflows from the site will be discharged to there w� natural locations and not rerouted to other drainage basins. It appears that , with the hill in the middle, there will be two N� directions of runoff flow. One will be to the northeast and north along Shattuck Ave. SW. , then west along S. 19th St . The I runoff direction will direct flow to the west or southwest N� toward the valley floor . An existing 12" culvert is in place under the gravel driveway N� along the north plat boundary. We do not anticipate connecting ~~ any new pipe to this existing culvert . The area north of this driveway culvert drains across an open field and into the N� backyards of homes fronting on S. 19th street . We plan to Utilize the existing storm drain system in Shattuck Ave. S. and S. 19th street for the plat outfall of runoff . N� CORE REQUIREMENT #2: OFF-SITE ANALYSIS A level one downstream analysis is a portion of this report . See N� the analysis later in this report below. w� CORE REQUIREMEN[ #3: RUNOFF CON[ROL N� The increased peak runoff , due to any change in pervious conditions and increase of impervious areas, will be attenuated using peak rate runoff contro1 devices. These will include orifice control and runoff vo1ume storage. CORE REQUIREMENT #4: CONVEYANCE SYSTEM N� The conveyance system will be designed at a using the rational II - I method. The drainage system will be designed to the City of Renton standards and specifications' The drainage runoff will be N� calculated using the King County modified rational method. The pipe system will be designed to handle a minimum 25-year storm. Then the system will be checked with a 100-year design situation m� to discover any overtopping situations. N� CORE REQUIREMENT #5: EROSION/SEDIMENTATION CONTROL PLAN The erosion control plan will be designed using the King County N� storm manual . A series of sediment traps are anticipated at various locations. lhese will be situated and constructed to minimize any impact to downstream or offsite areas. SPECIAL REUUIREMEMIS: THOSE APPLICABLE TO PROJECT 1 . Critical Drainage Area - N/A 2. Compliance with existing Master Drainage Plan - N/A N� 3. Conditions Requiring Master Drainage Plan - N/A 4. Adopted Basin or Community Plans - N/A 5. Special Water Quality Controls - Required when threshold discharge from a proposed project contains more than 1 acre of N� new impervious surface discharging to a Class 1 wetland. Runoff leading to wetlands will use a wetpond and/or a wetvault N� configuration before release. 6. Coalescing Plate Oil /Water Separators - N/A 7. Closed Depressions - N/A N� 8. Use of Lakes, Wetlands, or Depressions for Detention - N/A N� 9. Delineation of 100 Year Flood Plain - N/A 10. Flood Protection for Type 1 and 2 Streams - N/A II - 2 11 . Geotechnica1 Analysis and Report - A Hillside Subdivision with slopes greater than 151 requires a geotechnical report , to N� control grading, foundations, and land clearing operations. The analysis should include the investigation of coal mines, landslides, and erosion hazard areas as inventoried on the City N� of Renton "Critical Area Inventory Map" . N� 12. Soils Analysis and Report - Would be a portion of the 6eotechnical Report . II - 3 Page 2 of 2 King County Building and Land Development Division TECHNICAL INFORMATION REPORT (TIR) WORKSHEET PART 8 DEVELOPMENT LIMITATIONS REFERENCE LIMITATION/SITE CONSTRAINT ' U Ch.4-Downstream Analvsis Standard Retention/Release 10/10 year ------- ---- F-1 Additional Sheets Aftatched PART 9 ESC REQUIREMENTS MINIMUM ESC REQUIREMENTS MINIMUM ESC REQUIREMENTS DURING CONSTRUCTION FOLLOWING CONSTRUCTION RD Sedimentation Facilities FX-1 Stabilize Exposed Surface ' �X) Stabilized Construction Entrance Remove and Restore Temporary ESC Facilities Perimeter Runoff Control Clean and Remove All Silt and Debris Clearing and Grading Restrictions Ensure Operation of Permanent Facilities LXI Cover Practices Flag Limits of NGPES Construction Sequence Cl Other Cl Other PART 110 SURFACE WATER SYSTEM IX-1 Grass Lined Channel 1:X1 Tank El Infiltration Method of Analysis X] Pipe System Vault [:] Depression Hy JrQ-qrapjjs---- Open Channel Energy Dissapator [:::] Flow Dispersal Compensation/Mitigation ' (� Dry Pond Wetland 0 Waiver of Eliminated Site Storage Wet Pond Stream Regional Detention ------- Brief Description of System Operation - ---- Ins-tall --wetvaults before restrictors and then release to existing class 1 wetland to the west of the project. Facility Related Site Limitations E::] Additional Sheets Attatched Reference Facility Limitation PART 11 STRUCTURAL ANALYSIS PART 12 EASE ME NTSfTRACTS (May require special structural review) Drainage Easement FY Cast in Place Vault EJ Other Access Easement Retaining Wall 0 Native Growth Protection Easement Rockery>4'High F-1 Tract El Structural on Steep Slope Other PART 14 SIGNATURE OF PROFESSIONAL ENGINEER I or a civil engineer under my supervision have visited the site. Actual site conditions as observed were incorporated into this worksheet and the attatchments. To the best of my knowledge the information provided here is accurate. 0 1 Page 1 of 2 ' King County Building and Land Development Division TECHNICAL INFORMATION REPORT (TIR) WORKSHEET PROJECTPART I PROJECT OWNER AND PART 2 PROJECT LOCATION AND DESCRIPTION ' ProjectOwnerMr. John M. Taylor Project Name __-V-a,llev _V_ew Estates _ Addres001 Parkplace #31 1 , Kirkland Location Phone !__2.06-_822-5528 Township_ 23 ______ ' Project Engineer Mounir H. Touma Range 5 Company Touma Engineers Section 19 p y — -- ------ _ Project Size _ -_8 ._55 AC ' -0665 Upstream Drainage Basin Size _ AC Address Phone 1 -206-251____ --__ 0 PART 3 TYPE OF • OTHER [_ ] Subdivision (_] DOF/G HPA Shoreline Management [l Short Subdivision [- COE 404 Rockery L-] Grading F_] DOE Dam Safety Structural Vaults ' F-] Commercial [ FEMA Floodplain Other [_] Other [2 COE Wetlands HPA COMMUNITYPART 5 SITE r bFIAINAGE BASIN Community ' Drainage Basin Black River via "P" channels PART 6 SITE CHAAACTEAIStICS 0 River - ----- -- ] Floodplain - - --- --- ------- ' 0 Stream - - --- ---- [—] Wetlands - ---- - --- Critical Stream Reach Seeps/Springs Cj Depress io ns/Swales High Groundwater Table L] Lake Groundwater Recharge E:1 Steep Slopes - [_-] Other - �1 Lakeside/Erosion Hazard PART 7 SOILS Soil Type Slopes Erosion Potential Erosive Velocities ' Be(C) 6 - 15% Med. _ 5 fps Be(D) 15 - 30% Med. 5 fps ( . 1 Additional Sheets Attatched too -~ I11. OFF-SITE ANALYSIS N� CORE REQUIREMENI #2: OFF-SIlE ANALYSIS LEVEL 1 ANALYSIS A: UPSTREAM ANALYSIS This proposed plat will not have any runoff entering from offsite. There is higher ground lying offsite to the east of N� this proposal , but the Shattuck Ave. S drainage system intercepts any runoff and directs the flows northward around this site. Enclosed is a City of Renton Sketch that depicts the catch basins m� and pipes in the vicinity. Runoff from the east on S. 23rd St . will flow north along Shattuck Ave S. in roadside ditches and 12" concrete pipes per the attached sketch. The site is bisected into a northeast basin and a western drainage basin, by a central ridge line. The runoff will N� generally run toward Shattuck Ave S. on the east and to the Class 1 wetland on the west . B: DOWNS UREAM ANALYSIS The drainage from the site flows in two directions because of the N� hill that is in the middle of the proposed plat . One direction is northeasterly to, Shattuck Ave. S. and S. 19th St . the other , N� westerly directly into the class 1 wetland adjacent to the east side of Hwy. 167. N� DRAINAGE TO THE NORTHEAST = Slopes to the northeast flow to the north along Shattuck Ave. S to S 19th St . The drainage in Shattuck Ave. S is carried in m� roadside ditches and 12" concrete pipes to S. 19th St . The Drainage in S. 19th St . is in 12" concrete pipes to the street N� corner on the east side of Lake Ave S. A 12" concrete pipe crosses under Lake Ave S. and daylights about 15' below the street grade. This pipe empties and spreads onto a concrete N� splash pad. There was no evidence of erosion or exposed gravel III - 1 or sands around this splash pad. The runoff spreads and continues westerly down slope to the valley floor in a broad N� swale with no clearly defined channel . The broad swale is vegetated with grasses, blackberries, brush, alder and cottonwood trees. No erosion was noted along this portion of the drainage w� system. N� From the proposed plat the terrain slopes to the north to a low area west of the existing house at the northeast corner of the proposed plat . This low area flows under an existing driveway in N� a 12^ conc . culvert northwesterly toward S. 19th St . at Lake Ave. S. Any runoff in this area would flow across the back yards of the existing houses fronting on S. 19th St . There is not a w� defined ditch, only a broad swale vegetated with lawns, yard shrubs, and trees. The draiage plan for the plat will direct the N� runoff from the plat into the Shattuck Ave S. drainage system, as noted above. N� DRAINAGE TO THE WEST The west side of the property slopes down to the west with runoff N� flowing to the valley floor and into the wetland on the east side ~~ of Hwy. 167. The drainage into this area spreads then flows westerly to two 42" culverts inside two 48" steel casings under N� Hwy. 167. The flow continues westerly under East Valley Road in a 48" dia. concrete pipe to the "P-9" channel . This large channel continues flowing westerly and under Lind Ave. S. This N� valley channel drainage system connects with the constructed drainage channel system that flows northerly to the Black River N� Pump Station. There did not appear to be any evidence of flooding or washing N� along Shattuck Ave. S or S. 19th St . We would not anticipate any more stringent flow restrictions than the peak 10-year existing conditions allowable runoff. Detention storage calculations will m� be per the King County Surface Water Design Manual . III - 2 �I I �n -. i I I{ . I � (11/) 1 t 1''� t �-. � !�.Pr-`•^�"\ -.._ � j•• I I No I ,• ,�, � ,, � •p� � •AgD -s:::>:.:.:.: w 1 n�c. IM 'Itiyer K;Nb , 0 CC II I Ji � t-� BrC DeD At f 9m) .�. 33 M aL, Pdrk PC i.i I ra<;, '' t 4'� i • is en • � �+` e I 25 Ip BeC - Rh 1 1 BeD � ,BeC• `Y••. . S• - Se > � �`A C .AitF' I 'v r OHO 'RA ROAD TU RgOE 'y •I• •j ' • Fc rd .h 9 Wo An Wo I rll•_d-r `4'-� �lyss 13 • t g Pu Ur Py Ng -- I - eta - A -1 BeC • Golf�ourse Ur I �, . f --' - Y• s �` GBM sail 30 = Sew Re ORTHE •• , , ` ,° • sip` ti ' ■► Disp sal _ :p, ° t� - Substai AInCr f m 2 AgC I �P ' NK Ur lJr •� t S120 ! O N AgD 20 �I .. r; .t •••1•.� `455 llr '« - ,A •� ��' (16 11 •Pu 9 •s ' r • - I Pu Longacre$I�Ii;L Pu 0 1: 515 1) C I / O ••'• i ii R1 ri�� PY Iwo D � �"ec w / 4 Ur « r ;YF�Ur ; = I �sr Ur •ii• .l I IAgD �—,•••'•� • Track I I •'n��. 31 a -I Ur 1 AgC' • 'l Ilr ti , I O R 5 rvoir f . So Tu z • � O W J Pu Sk -� wo M U I ' Pu I aD ru 1 .a �� 25Q ao3 Ago 29• >, , Age i n Wo .Jr ,'cr,• k1k?ya ,-r x;: "` r_ j t I•A¢t a rteY '' 1",nkA�' •.. mC y{ AR m jUr I + .i So Pu s'y I Wo \ Wo \�M 194 i a M•', 't f= • i AgB..• I 1. r • • .`�i'S{r .1 . t � 3 � Arne Ur CIO Nk n 8a, .i r Np e I _i J-5 s''a IBM Apr ''r .................................... s t 1,J H TTUd K 31\ IS SHIATTi irK Avc AVE ru I MORRIS w !'J, AVE WHITWORTH AVE $ 11L SMITHFR� �T MOR!l IS AV Cil 00 ... SMTHERS AVE S WILLIAMS j j —I j / +V N AVE S Ada. 33S t� MATCHLINE STA L 1119+00 ' I � m I m IkA m r x 14120 I ro rn p z m I -x o c , Tw' 1, roo I � r _, m S EE WING LA 90 LA I I 71 ' mmr m m l IR' azr) m j --r m + r3Eo .Sr z - / I W. DiA r Q 45, j y � � � I I r �1 I II m N ~ ° n I • r I I I I I 1 � I II I I , I , �G L 1127+97.20 P.O.T. HK.= kko EE 975+33.20 P.C. AHD. I W 2 I �� 2 MA IV. RETENTION/DETENTION ANALYSIS AND DESIGN N� The drainage from the site was described above in the "Downstream analysis" section. The detention for the northeast , west and southwest areas is calculated below. RUNOFF 'TQ THE NORTHEAST N� EXISTING CONDITIONS AREA = 2. 97 acres EXISTING SOIL Beausite Hydrologic group N� EXISTING CN NO. Cn = 85 MEADOW AND PASTURE N� TIME OF CONCENTRATION; L" = 3001 , S = 17%, N, = . 15, PASTURE Lu = 1501 , S = 13%, Kz = 9, SHALLOW SWALE T, = . 42( . 15X300) 'uY (2/ 's X *( . 17) ` =12. 68 min s T2 = 15�}' /9( . 13) ' (60) =-0.22 min w� 13. 45 min N� DEVELOPED CONDITIONS AREA = 2. 74 acres EXISTING SOIL Beausite Hydrologic group "C" ~~ DEVELOPED CN NO. Cn = ? 19 DU/2. 74 AC = 6. 93 DU/GA = 56% IMPERVIOUS N� . 56 X 2. 74 = 1 . 53 AC @ CN = 98 2. 74 - 1 . 53 = 1 . 21 AC @ CN = 86, LANDSCAPE & GRASS TIME OF CONCENTRATION; N� L, = 1001 , S = 15%, N» = . 15, LAWN ~~ Lu = 130' , S = 15%, Q = 27, GUTTER Lu = 135' , S = 11%, K» = 21 , CMP N� Lu = 115' , S = 0. 5%, Kw =21 , CMP IV - I T, = . 42( . 15X100)/ (2) ^o X ( . 15) ^* = 5. 54 min N� Tu = 1301 /27( . 15) 0(60) = 0. 21 min Tn = 1351 /21 ( . 11 ) 0(60) = 0. 32 min T* = 1151 /21 ( . 005) '5(60) =_1"2amin m� 7. 36 min 1 . 21 ac @ cn = 86 pervious 1 . 53 ac @ cn = 98 impervious N� RUNOFF TO THE WEST EXISTING CONDITIONS AREA = 4. 83 acres N� EXISTING SOIL Beausite Hydrologic group U� EXISTING CN NO. 0. 04 AC EXISTING kOOF & D/W CN = 98 0. 52 AC MEADOW AND PASTURE CN = 85 N� q"2Z_AC SECOND GROWTH & BRUSH CN = 81 4. 83 Average pervious CN N� 0. 52 X 85 = 44. 20 112Z X 81 = M"_az N� 4. 79 390.07 390.07/4.79 = 81 .43 say 82 N� 0. 04 ac roof & driveway CN = 98 See the attached performance curves for the ''West " basin. TIME OF CONCENTRATION; L, = 701 , S = 15%, Ns = . 15 Lu = 1501 , S = 37%, Kw = 3 N� La = 70' , S = 35%, Km = 5 IV - 2 . 42( . 15X70) 'e/ (2) '5 X ( . 15) '* = 4. 16 min Tz = 1501 /3( . 37) 'o (60) = 1 . 36 min N� Ts = 701 /5( . 35) "(60) = Q�12min total 5. 91 min DEVELOPED CUNDl |lONS N� AREA =5. 06 acres EXISTING SOIL Beausite Hydrologic group "C" DEVELOPED CN NO. Develope 3. 33 acres lots & detention area N� Cn = ? ~~ 1 . 75 ac unchanged in SW corner 5. 06 ac - 1 . 75 ac = 3. 31 for development N� 10 DU/3. 31 AC = 3. 02 DU/GA = 38% IMPERVIOUS . 38 X 3. 31 = 1 . 26 AC @ CN = 98 3. 31 - 1 . 26 = 2. 05 AC @ CN = 86 LANDSCAPE & GRASS 1 . 75ac @ CN = 81 Avg. CN = 2. 05 x 86 = 176. 30 1 . 75_x 81 = N� 3. 80 318. 05 318. 05/3. 80 = 83. 70, say 84 m� CHECK 3. 80 + 1 . 26 = 5. 06 acres OK TIME OF CONCENTRATION; Lj. = 601 , S = 10%, N, = . 15 LAWN Lu = 751 , S = 2%, K, = 27 GUTTER La = 1501 , S = 1%, Ko = 42 pipe Ls = 2701 , S = 9%, K, = 42 pipe N� T,, = . 42( . 15X60) '9/ (2) '» X ( . 10) '« = 4. 32 min Tu = 751 /27( . 02) 's (60) = 0. 33 min Tn = 1501 /42( . 01 ) '»(60/ = 0. 60 min Ta = 1501142( . 09) 060) = L�21 min I\/ - 3 ~~ 5. 45 min 3. 80 ac @ cn = 84 pervious N� 1 . 26 ac @ cn = 98 impervious RUNOFF TQ THE SOUTHWEST EXISTING CONDITIONS N� AREA = 0. 75 acres N� EXISTING SOIL Beausite Hydrologic group "C" EXISTING CN NO. N� 0. 04AC EXISTING ROOF & D/W CN = 98 Q^ZJAC SECOND GROWTH & BRUSH CN = 81 0. 75 TIME OF CONCENTRATION; — L, = 1301 , S = 27%, Nn = . 40 N� TI = . 42( .40X130) 'o/ (2) '5 X ( . 27) '4 = 11 . 8 min DEVELOPED CONDITIONS AREA =0. 75 acres EXISTING SOIL Beausite Hydrologic group "C" N� DEVELOPED UN NO. Develope 0. 75 acres with 4 lots. 4 DU/0. 75 AC = 5. 33 DU/GA = 50% IMPERVIOUS w� .50 X 0. 75 = 0. 38 AC @ CN = 98 0. 75 - 0. 38 = 0. 37 AC @ CN = 86 LANDSCAPE & GRASS IV - 4 TIME OF CONCENTRATION; Q = 28' , S = 2%, Ng - . 011 asphalt N� Lx = 2001 ' s = 6%, k, = 27 N� Tz = . 42( . 011X200) 'o/ (2) ^» X ( . 06) '* = 1 . 7 min ~� T2 = 200/27( 06) 5(60) ^ ^ = Q"&Lmin = 2. 2 min N� 0. 37 ac @ cn = 86 pervious 0. 38 ac @ cn = 98 impervious Computer input for north, and west , & southwest basins; ~~ NE = 2. 97, 85, 0, 98, 13. 45 : NORTH EXISTING ND = 1 . 21 , 86, 1 . 53, 98, 7. 36 : NORTH DEVELOPED N� WE = 5. 48, 82, 0. 1 , 98, 7. 18 : WEST EXISTING WD = 4. 21 , 84, 1 . 60, 98, 10. 38 : WEST DEVELOPED SWE = 0. 71 , 81 , 0. 04, 98, 11 . 80: SOUTHWEST EXISTING w� SWD = 0. 37, 86, 0. 38, 98, 2. 2 : SOUTHWEST DEVELOPED N� P2/3 = 0. 67, Px =2. 0, Pm =2. 9, P25 =3. 4, Pum =3. 9, The copies of the hydrograph calculations are at the end of this N� chapter . The storage calculations are based on King County "HYD" program requirements. The R/D facility calculations t ndicate that the north sub-basin will require about 2036 cu. Ft . f live storage. The west sub-basin will require about 2725 cu. Ft , of live of storage. The southwest basin will require about N� 1249 cu. ft . of live storage. WETP0ND CALCULATIONS The wetpond ca1culationsm for the final design are to be based on the following criteria: Design Water Volume - Based on the runoff volume from one third of the 2 year storm for the drainage sub-basin. N� pu/3 = 0. 67 N� IV - 5 �� w� Design Water Surface Area - Based on one percent of the impervious surface in the drainage sub-basin Design Water Uuality Peak Rate - Based on the peak rate of runoff from one third of the 2 year storm for the drainage m� sub-basin. NORTH BASIN The north sub-basin will be designed with a minimum surface area N� of 666 sq ft of wetpond, and min. 2902 cu ft of wet storage. The peak rate of flow through the facility will be limited to 0. 19 cfs. The live storage required is 2036 cf , and will be stored m� above the wet storage. A wetvault will be utilized due to the limited right of way width for the construction of the street N� improvements and detention facilities. SA. = 1 . 53 ac (43560) = 66, 646 sf 1% = 666 sf Vol . = 2902 cf min. Determine vault size ( inside dimensions) N� Try 9' wide, 108' long: 1 ' dead storage 3' wet storage N� 2. 3' live storage SA = 9' x 108' = 972 sf OF.:: Wet Vol . = 9' x 108 x 3' = 2916 cf OK N� Live Vol . = 9' x 108' x 2. 3' = 2235 cf OK The two 8" thick partition walls will require the overall inside N� lenght dimension to be about 110' long, 9' wide, and have water 6. 3' deep. N� WEST BASIN The west sub-basin will be designed with a minimum surface area of 697 sq ft of wetpond, and 2698 cu ft of wet storage. The live m� storage required is 2725 cf . The peak water quality flow will be limited to 0. 20 cfs. * wetvault will be utilized due to the close N� proximity of side hill slopes. SA. = 1 . 60 ac (43560) = 69, 696 sf 1% = 697 sf Vol . = 2698 cf from Pz/3 storm wet storage N� Vol . = 2725 cf from R/U facility program IV - 6 m� Calculated hydrographs are a portion of this report and are presented in this chapter . Determine vault size ( inside N� dimensions/ Try 12' wide, 108' long: 1 ' dead storage N� 3' wet storage 3. 1 ' live storage N� SA = 12' x 75' = 972 sf OK Wet Vol . = 12' x 75 x 3' = 2700 cf OK N� Live Vol . = 12' x 75' x 3. 11 = 2790 cf UK The two 8" thick partition walls will require the overall inside lenght dimension to be about 77' long, 12' wide, and have water N� 7. 11 deep. The roof to slab depth will be IV - 7 ' JOB TOUMA ENGINEERS SHEET NO. OF 15668 West Valley Highway CALCULATED BY DATE 1 SEATTLE, WASHINGTON 98188 (206) 255-4100 CHECKED BY DATE SCALE 1 1 1 1 1 1 M I i 1 w a N. i 7 1 _ ' PRODUCT 204-1)Single Sheets)205 1(Padded) Inc_Groton.Mass.01471.To Order PHONE TOLL FREE 1 800-225-6360 ' JOB TOUMA ENGINEERS SHEET NO. OF ' 15668 West Valley Highway CALCULATED BY DATE SEATTLE, WASHINGTON 98188 (206) 255-4100 CHECKED BY DATE ' SCALE (711 o tea N �1 U 1Av_ Q n. W � C }� ' Z N _ 'z E v N Db z I \ ti n c, ' 0 to w a- W ``l Cl Lo PRODUCT 204-1(Single Sheets)2051(Padded)t:�•.:J F.Inc Groton,Mass 01471.To Order PHONE TOt L FREE 1 800 225-6380 xOUMA u-NGIv»x_o-vvS n+a, NO. "~____�_____ WEST VALLEY EXECUnVE PARK CALCULATED a, ___��_____ e02 snun+ /y/srpcAos S*nc c-/oo "xemc ww 98032 m*mEo BY o^nr �� PHONE (�6) os/-mam5 FAX (�m) 251-nexy ------'-------------- ---'----'— 'I ! Q 1 nj aid _ �Z A. df— E � I i i bl i I Q �dO-7:9A--JQ Ogg i I 'I KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL ' r1 " rr rr L ULATIONS FOR HYDROGRAPHS TABLE 3.5.2C n AND k VALUES USED IN TIME CA C n;Shc,t Row Equation Manning's Values(F(r the Initial 300 h of travel) ' Smooth surfaces(concrete,asphalt,gravel,or bare hard packed soil) 0.011 Fallow fields or loose soil surface(no residue) Cultivated soli with residue cover(s <=0.20 fl/") 0.06 ' Cultivated soil with residue cover(S>020 ft/fl) 0.17 Short prairie grass and lawns 0.15 0.24 ' Dense grasses 0.11 Bermuda grass 0.13 Range(natural) Woods or forest with light underbrush 0.40 ' Woods or forest with dense underbrush 0.80 •Manning values for sheet flow only,from Ovedon and Meadows 1976(See TR-55.1986) ' 'k'Values Used In Travel Time/Time of Concentration Calculations Shallow Concentrated Flow (After the initial alb ft.of sheet flow,R -0.1) k. ' 1. Forest with heavy ground litter and meadows(n=0.10) 3 2. Brushy ground with some trees(n a 0.060) 5 3. Fellow or minimum tillage cultivation(n -0.040) 8 ' 4. High grass(n = 0.035) 9 5. Shod grass,pasture and lawns(n-0.030) 11 6, Nearly bare ground(n=0.025) ' 7. Paved and gravel areas(n=0.012) 21 Channel Flow(Intermiuent)(At the beginning of visible channels:R-0.2) 1. Forested swafe with heavy ground Inter(n = 0,10) 5 2. Forested drainage course/ravine with defined channel bed(n=0.050) 10 ' 3. Rock-lined waterway(n=0035) 15 4. Grassed waterway(n-0.030) 17 5. Earth-lined waterway(n=0.025) 20 ' 6. CMP pipe(n=0.024) 21 7. Concrete pipe(0.012) 42 8. Other waterways and pipes 0.508/n Channel Flow(Continuous stream,R =0.4) k• ' 9, Meandering stream with some pods(n -0.040) 20 10. Rock-lined stream(n=0.035) 23 ' 11. Grass-lined stream(n-0.030) 27 12. Other streams,man-made channels and pipe 0.807/n" **See Chapter 5,Table 5.3.6C for additional Mannings'n'values for open channels 3.5.2-7 _ - ! 1190 KING COUN 'I' Y, WASIIING 'I' ON, SURI' AC11" WATER DESIGN MANtJAI, 'FAII31,11i,3.5.2B SCS 1irl STGIZN IVASIJINGFON IZUN01-11 CUIZV11"NUMBE16 SCS WESTERN WASHINGTON RUNOFF CURVE NUMBERS (Published by SCS in 1982) Runoff Curve numbers for selected agricultural, suburban and urban land use for Type 1A rainfall distribution, 24-hour storm duration. CURVE NUMBERS BY HYDROLOGIC SOIL GROUP LAND USE DESCRIPTION A B C D Cultivated land(l-):- winter condition 86 91 94 95 1 Mountain open areas: low growing brush and grasslands 74 82 89 92 Meadow or pasture: 65 78 (85 89 Wood or forest land: undisturbed or older second growth 42 64 76 81 Wood or forest land: young second growth or brush 55 72 81 86 Orchard: with cover crop 81 88 P2 94 Open spaces, lawns, parks, golf courses, cemeteries, landscaping. good condition: grass cover on 75% or more of the area 68 90 (D 90 fair condition: grass cover on 50% to 75% of the area 77 85 90 92 Gravel roads and parking lots 76 85 89 91 Dirt roads and parking lots 72 82 8.7 89 Impervious surfaces, pavement, roofs, etc. 98 98 go 98 Open water bodies: lakes, wetlands, ponds, etc. 100 100 100 100 Single Family Residential (2) Dwelling Unit/Gross Acre % Impervious (3) 1.0 DU/GA 15 Separate curve number 1.5 DU/GA 20 shall be selected 2.0 DU/GA 25 for pervious and 2.5 DU/GA 30 impervious portion 3.0 DU/GA 34 of the site or basin 3.5 DU/QA-- 38 4.0 DU/GA 42 4.5 DU/GA 46 5.0 DU/GA 48 5.5 DU/GA 50 6.6 bU/6A 52 6.5 DU/GA 54 7.0 DU/GA 56 Planned unit developments, % impervious condominiums, apartments, must be computed commercial business and industrial areas. (1) For a more detailed description of agricultural land Use Curve numbers refer to National Engineering Handbook, Section 4, Hydrology, Chapter 9, August 1972. (2) Assumes roof and driveway runoff is directed into street/storm system. (3) The remaining pervious areas (lawn) are considered to be in good condition for these curve numbers. ' �' 3.5.2-3 11/92 10 w� R/D FACILITY DESIGN ROUTINE SPECIFY TYPE OF R/D FACILITY: / 1 - POND 4 - INFILTRATION POND 2 - TANK 5 - INFILTRATION TANK N� 3 - VAULT 6 - GRAVEL TRENCH/BED 3 1 ENTER: EFFECTIVE STORAGE DEPTH( ft ) BEFORE OVERFLOW N� 2. 3 ENTER [d: ] [path] filename[ . ext ] OF PRIMARY DESIGN INFLOW HYDROGRAPH: N� ND10YR w� PRIMARY DESIGN INFLOW PEAK = 1 . 54 CFS N� ENTER PRIMARY DESIGN RELEASE RATE(cfs) : ~~ 1 ENTER NUMBER OF INFLOW HYUROGRAPHS TO BE TESTED FOR PERFORMANCE (5 MAXIMUM) : N� 2 ENTER [d: ] [path] filename[ . ext ] OF HYDROGRAPH 1 : N� ND2YR ENTER TARGET RELEASE RATE(cfs) : . 46 IIENTER [d: ][path] filename[ . ext ] OF HYDROGRAPH 2: ND100YR ENTER TARGET RELEASE RATE(cfs) : 11 1 NUMBER OF ORIF'ICES, RISER-HEAD( ft ) , RISER-DIAMETER( in),, ENTER, 2, 5. 387, 15 RISER OVERFLOW DEPTH FOR PRIMARY PEAK INFLOW = . 25 FT IISPECIFY ITERATION DISPLAY: Y - YES, N - NO N IISPECIFY: R - REVIEW/REVISE INPUT, C - CONTINUE C INITIAL STORAGE VALUE FOR ITERATION PURPOSES: 7368 CU-FT BOTTOM ORIFICE: ENTER Q-MAX (cfs) .46 N�DIA. = 2. 71 INCHES TOP ORIFICE: ENTER HEIGHT( ft ) 4. 15 DIA. = 4. 25 INCHES PERFORMANCE: INFLOW TARGET-OUTFLOW ACTUAL-OUTFLOW PK-STAGE STORAGE DESIGN HYD: 1 . 54 1 . 00 1 . 00 5. 37 1565 N� TEST HYD 1 : . 95 . 46 . 56 4. 27 810 TEST HYD 2: 2. 22 1 . 00 2. 22 5. 58 1740 IIESPECIFY: D - DOCUMENT, R - REVISE, A - ADJUST ORIF, E - ENLARGE, S - STOP 11 ENLARGEMENT OPTION: ALLOWS FOR INCREASING STORAGE AT A SPECIFIED STAGE HEIGHT , TO PROVIDE A FACTOR OF SAFETY. —�� ~ �-- |Eb | H,u 1 : . '|L' . W +. 0r u1 4.) TES [ HYD 2: 2. 22 1 . 00 2. 22 5. 58 1740 SPECIFY: D - DOCUMENT, R - REVISE, A - ADJUST ORIF, E - ENLARGE, S - STOP E ENLARGEMENT OPTION: ALLOWS FOR INCREASING STORAGE AT A SPECIFIED STAGE HEIGHT, TO PROVIDE A FACTOR OF SAFETY. LNTER: STORAGE-INCREASE(%) , STAGE-HEI6HT( ft ) 30, 5. 37 cy /bw �re N� PERFORMANCE: INFLOW TARGET-OUTFLOW ACTUAL-OUTFLOW PK-STAGE STORAGE DESIGN HYD: 1 . 54 1 . 00 . 91 5. 07 1772 TEST HYD 1 : . 95 . 46 . 40 4. 15 950 N� TEST HYD 2: 2. 22 1 . 00 2. 22 5. 58 2220 SPECIFY: D - DOCUMENT, R - REVISE, A - ADJUST ORIF, E - ENLARGE, S - STOP D PERFORMANCEx INFLOW TARGET-OUTFLOW ACTUAL-OUTFLOW PK-STAGE STORAGE DESIGN HYD: 1 . 54 1 . 00 . 91 5.07 1772 N� TEST HYD 1 : . 95 . 46 . 40 4. 15 950 ~~ TEST HYD 2: 2. 22 1 . 00 2. 22 5. 58 2220 cTO C_' AG �� f� �} D 11STRUCTURE DATA: R/D-VAUL� - ' ,,RISE"-HE"D VAULT-BOTTOM-AREA STOR-DEPTH ST LUME 5. 37 FT 885. 4 SQ-FT 2. 30 FT 2036 SU-F*T' DOUBLE ORIFICE RESTRICTOR: DIA( INCHES) HT(FEET) Q-MAX (CFS) BOTTOM ORIFICE: 2. 71 .00 . 460 W� TOP ORIFICE: 4. 25 4. 15 . 540 ROUTING DATA: -STAGE(FT) QISCHARGE(CFS) STORAGE(CU-FT) PERM-AREA(SO-FT) . 00 . 00 . 0 .0 N� . 54 . 15 . 0 .0 107 .21 . 0 . 0 1 . 61 . 25 . 0 . 0 2. 15 . 29 .0 .0 N� 2. 68 . 33 .0 .0 mm 3. 22 . 36 134. 6 .0 3. 76 . 38 610. 0 .0 N� 4. 15 . 40 956. 2 . 0 4. 30 . 60 1085. 5 . 0 4. 83 .84 1561 . 0 . 0 5. 37 1 . 00 2036. 4 .0 N� 5. 47 1 . 41 2125.0 . 0 5. 57 2. 14 2213. 5 .0 5. 67 3. 08 2302.0 . 0 N� 5. 77 4. 18 2390. 6 . 0 5. 87 5. 30 2470. 1 . 0 AVERAGE VERTICAL PERMEABILITY: . 0 MINUTES/INCH SPECIFY: F - FILE, N - NEWJOB, P - PRINT IF/OF, R - REVISE, S - STOP 10 �r R/D F vILITY DESIGN ROUTINE ��{��7 I}[�-T 5�/�7-\ nr/ / U�� T- �� C^ �-T- � ) F|L� � |�� / ��= '�� . / TYPE OF R/D FAClLITY: `v ~-IISPEOIrY ��1 - POND 4 - INFILTRATION POND 2 - TANK 5 - INFILTRATION TANK 3 - VAULT 6 - GRAVEL TRENCH/BED N� 3 ENTER: EFFECTIVE STORAGE DEPTH( ft ) BEFORE OVERFLOW N� 3. 6 ENTER [d: ][path]filename[ .ext ] OF PRIMARY DESIGN INFLOW HYDR08RAPH: N� WD10YR �� °= PRIMARY DESIGN INFLOW PEAK = 2. 27 CFG ENTER PRIMARY DESIGN RELEASE RATE(cfs) : 1. 51 ENTER NUMBER OF INFLOW HYDROGRAPHS TO BE TESTED FOR PERFORMANCE (5 MAXIMUM) : N� 2 ~~ ENTER [d: ][path] filename[ .ext ] OF HYDRO8RAPH 1 : I WD2YR I ENTER TARGET RELEASE RATE(cfs) : .64 N� ENTER [d: ][path]filename[ .ext ] OF HYDROGRAPH 2: WD100YR ENTER TARGET RELEASE RATE(cfs) : 1 .51 ENTER: NUMBER OF ORIFICES, RISER-HEAD( ft ) , RISER-DIAMETER( in) 2, 7. 1 , 12 RISER OVERFLOW DEPTH FOR PRIMARY PEAK INFLOW = . 38 FT N� SPECIFY ITERATION DISPLAY: Y - YES, N - NO N� N SPECIFY: R - REVIEW/REVISE INPUT, C - CONTINUE fNITIAL STORAGE VALUE FOR ITERATION PURPOSES: 8355 CU-FT BOTTOM ORIFICE: ENTER U-MAX (cfs) .64 11DIA. = 2. 98 INCHES TOP ORIFICE: ENTER HEIGHT( ft ) 5 DIA. = 4. 71 INCHES — PERFORMANCE: INFLOW TARGET-OUTFLOW ACTUAL-OUTFLOW PK-STAGE STORAGE DESIGN HYD: 2. 27 1 . 51 1 . 51 7. 10 2094 N� TEST HYD 1 : 1 . 21 . 64 . 69 5. 20 990 TEST HYD 2: 3. 55 1 . 51 3. 55 7. 44 2360 SPECIFY: D - DOCUMENT, R - REVISE, A - ADJUST ORIF, E - ENLARGE, S - STOP N� E IIENL"RGEMENT OPTION: ALLOWS FOR INCREASIN8 STORA8E AT A SPECIFIED �� }�STAGE HEIGHT, TO PROVIDE A FACTOR OF SAFETY. �� ' ' NLAR8EMENT OPTION: ALLOWS FOR INCREASING STORAGE Al A SPECIFIED STAGE HEIGHT, TO PROVIDE A FACTOR OF SAFETY. NTER: STORAGE-1NCHEASE(%) , STA8E-HEI8HT( ft ) N�0, 3^ 6 .°�-^'�� 7 o//n V � L / �� 5 �~ ERFORMANCE: INFLOW TARGET-OUTFLOW ACTUAL-OUTFLOW PK-STAGE STORAGE itDESIGN HYD: 2. 27 1 . 51 1 . 39 6. 66 2393TEST HYD 1 : 1 . 21 . 64 . 54 4. 97 1110 HYD 2: 3. 55 1 . 51 3. 55 7.44 3090 ,,TEST PECIFY: D - DOCUMENT, R - REVISE, A - ADJUST ORIF, E - ENLARGE, S - STOP D IIERFORMANCE: INFLOW TAR8ET-OUTFLOW ACTUAL-OUTFLOW PK-STAGE STORAGE DESIGN HYD: 2. 27 1 . 51 1 . 39 6. 66 2393 TES� HYD 1 : 1 . 21 . 64 . 54 4.97 1110 TEST HYD 2: 3. 55 1 . 51 3. 55 7. 44 3090 RUCTURE DATA: R/D-VAULT / j;>��L� |G�� I� RISER-HEAD VAULT-BOTTOM-AREA STOR-DEPTH STORAGE-VOLUME 7. 10 FT 757. 1 SO-FT 3. 60 FT T T(FEET) Q-MAX (CFS) OUBLE ORIFICE RESTRICTOR: DIA( INCHES) H � BOTTOM ORIFICE: 2.98 .00 .640 TOP ORIFICE: 4. 71 5. 00 . 870 ROUTING DATA: DISCHAR8E(CFS) STORAGE(CU-FT) PERM-AREA(SQ-FT) 116TAGE(FT), 00 ,00 . 71 . 20 . 0 . 0 1 . 42 . 29 . 0 . o 2. 13 . 35 . 0 .0 2. 84 . 40 . 0 . 0 3. 55 .45 37. 9 . 0 N� 4. 26 . 50 575. 4 . 0 4. 97 . 54 1113.o . 0 5. 00 . 54 1135. 7 . 0 5. 68 1 . 07 1650. 6 . 0 6. 39 1 . 31 2188. 2 . 0 7. 10 1 . 51 2725. 7 .0 7. 20 1 . 84 2801 . 4 .0 N� 7. 30 2. 43 2877. 2 ~0 ~- 7. 40 3. 18 2952. 9 . 0 7. 50 4.00 3028. 6 .0 . . N� 7 60 4 30 3104. 3 .0 AVERAGE VERTICAL PERMEABILITY: . 0 MINUTES/INCH ISPECIFY: F - FILE, N - NEWJOB, P - PRINT IF/OF, R - REVISE, S - STOP 10 m� R/D FACILITY DESIGN ROUTINE Lm�)'H \r8F_ c,-- [} 6Trrr7-/o ^/ �� / ��/ SPECIFY TYPE OF R/D FACILITY: �� / /�/�� 1 - POND 4 - INFILTRATION POND 2 - TANK 5 - INFILTRATION TANK N� 3 - VAULT 6 - GRAVEL lRENCH/BED 2 N� ENTER: TANK DIAMETER ( ft ) , EFFECTIVE STORAGE DEPTH ( ft ) N� 5, 4. 5 ENTER [d: ][path] filename[ . ext ] OF PRIMARY DES16N INFLOW HYDRO8RAPH: IISWD10YR PRIMARY DESIGN INFLOW PEAK = . 50 CFS N� ENTER PRIMARY DESIGN RELEASE RATE(cfs) : . 21 ENTER NUMBER OF INFLOW HYDROGRAPHS TO BE TESTED FOR PERFORMANCE (5 MAXIMUM) : 112 ENTER [d: ][path] filename[ . ext ] OF HYDRO8RAPH 1 : N� SWD2YR ENTER TARGET RELEASE RATE(cfs) : 11 , 09 ENTER [d: ][path]filename[ .ext ] OF HYDROGRAPH 2: SWD100YR ENTER TARGET RELEASE RATE(cfs) : 11 .37 ENTER: NUMBER OF ORIFICES, RISER-HEAD( ft ) , RISER-DIAMETER( in) N� 2, 4. 5, 12 �� RISER OVERFLOW DEPTH FOR PRIMARY PEAK INFLOW = . 14 FT ISPECIFY ITERATION DISPLAY: Y - YES, N - NO N N� SPECIFY: R - REVIEW/REVISE INPUT' �C - CONTINUE - ~ N� INITIAL STORAGE VALUE FOR ITERATION PURPOSES: 1884 CU-FT BOTTOM ORIFICE: ENTER Q-MAX (cfs) .09 N�QIA. = 1 . 25 INCHES TOP ORIFICE: ENTER HEIGHT( ft ) 12.3 �DIA. = 1 . 73 INCHES � PERFORMANCE: INFLOW TARGET-OUTFLOW ACTUAL-OUTFLOW PK-STAGE STORAGE DESIGN HYD: . 50 . 21 . 21 4.49 960 N� TEST HYD 1 : . 30 . 09 .09 2. 50 580 TEST HYD 2: . 73 . 37 . 65 4.62 960 N�GPECIFY: D - DOCUMENT, R - REVISE, A - ADJUST URlF, E - ENLARGE, S - STOP --E ENLARGEMENT OPTION: ALLOWS FOR INCREASING STORAGE AT A SPECIFIED m� STAGE HEIGHT, TO PROVIDE A FACTOR OF SAFETY. ENTER: STORAGE-INCREASE(%) , STAGE-HEIGHl ( ft ) 30, 4. 5 _� [� o/n "V?L�� ^�� `' / ' PERFORMANCE: INFLOW TARGET-UUTFLOW ACTUAL-OUTFLOW PK-STAGE STORAGE N� DESIGN HYD: . 50 . 21 . 17 3. 57 1080 TEST HYD 1 : . 30 . 09 .06 2. 27 680 TEST HYD 2: . 73 . 37 . 73 4. 64 1240 SPECIFY: D - DOCUMENT, R - REVISE, A - ADJUST ORIF, E - ENLARGE, S - STOP D PERFORMANCE: INFLOW TARGET-OUTFLOW ACTUAL-OUTFLOW PK-STAGE STORAGE DESIGN HYD: . 50 . 21 . 17 3. 57 1080 TEST HYD 1 : . 30 . 09 . 06 2. 27 680 TEST HYD 2: . 73 . 37 . 73 4. 64 1240 N� STRUCTURE DATA: R/D TANK (FLAT GRADE) x n9�� 0W /A�� ]� ~ ~- 5T�k?,Ac-,F_ RISER-HEAD TANK-DIAM STOR-DEPTH TANK-LENGTH STORAGE-VOLUME 0� 1249 CU-FT 4 50 FT 5 00 FT 4 50 FT 67. 1 FT . . . DOUBLE ORIFICE RESTRICTOR: DlA( INCHES) HT(FEET) Q-MAX(CFS) BOTTOM ORIFICE: 1 . 25 . 00 . 090 TOP ORIFICE: 1 . 73 2. 30 . 120 ROUTING DATA: w� STAGE(FT) DISCHARGE(CFS) STORA6E(CU-FT) PERM-AREA(SO-FT) . 00 . 00 . 0 . 0 .45 . 03 105. 8 .o . 90 . 04 233. 5 . 0 1 . 35 . 05 374. 7 . 0 1 . 80 . 06 523. 4 . 0 N� . 2. 25 06 674. 2 . 0 2. 30 . 06 690. 9 .o 2. 70 . 12 822. 3 . 0 3. 15 . 15 962. 3 . 0 N� 3.60 . 17 1088. 1 . 0 4.05 . 19 1190. 7 . 0 4. 50 . 21 1249. 4 . 0 N� 4.60 . 52 1249. 4 . 0 - 4. 70 1 . 09 1249. 4 . 0 4. 80 1 .82 1249. 4 . 0 N� . 4. 90 2. 62 1249. 4 . 0 �= 5.00 2. 90 1249. 4 . o AVERAGE VERTICAL PERMEABILITY: . 0 MINUTES/INCH ~~ SPECIFY: F - FILE, N - NEWJOB, P - PRINT IF/OF, R - REVISE, S - STOP �� /� C: \SCS\V-VIEW>2 SBUH/SCS METHOD FOR COMPUTING RUNOFF HYDROGRAPH STORM OPTIONS: S. C. S TYPE 1A «� ~ - [) �� \/ OF i) /"�� /� Co��/7r/ [�� S. 2 - 7-DAY DESIGN SlURM 3 - STORM DATA FILL ~- SPECIFY STORM OPTION: 1 0� S. C. S. TYPE-1A RAINFALL DlS7Rl8U | ION ENTER: FREQ(YEAR) , DURAT1ON(H8Uk) , PREClP( INCHES/ N� 1 , 24, . 67 ******************** S. C. S. TYPE-IA DISTRIBUTION **------------------- ********* 1-YEAR 24-HOUR STORM **** ^ 67" TUTA��*********** N� L p'wECIP. ********* __________________________________________________ ENTER: A(PERV) , CN(PERV) , A( lMPERV) CN( IMPERV) -------------------- 2^ 97, 85, 0, 98, 13. 45 ' ' T c �uM BASIN NO. 1 DATA PRINT-OUT: N� AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) A CN A CN 3. 0 3. 0 85. 0 . 0 98. 0 13' 4 w� PEAK-Q(CFS) [-PEAK(HRS) VOL(CU-FT) .01 23. 83 520 ENTER [d: ][path] filename[ . ext ] FOR STORAGE OF COMPUTED HYDROGRAPH: SPECIFY: C - CONTINUE, N - NEWSTURM, C P - PRINT' S - STOP m� ENTER: A(PERV) , CN(PERV) , A( IMPERV) " CN( IMPERV) --------------------- N� 1 ^ 21 , 86, 1 . 53, 98, 7, 36 ' /c FOR BASIN NO. 2 DATA PRINT-OUT: AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) A CN A CN 2. 7 1 . 2 86. 0 1 . 5 98. 0 7. 4 PEAK-Q(CFS) T-PEAK(HRS) yOL(CU_FT) 6�f� (� u( � /��z, W/ -�"o'r^ b . 19 2902 7^ 83 ^�-- f Z ~- ENTER [d: 1 [path] fi1enameL . ext ] FOR STORAGE OF COMPUTED HYDROGRAPH: NDIYR 0� SPECIFY: C - CONlINUE, N - NEWS[ORM, P - PRINT S STOP N ' - 11STORM OPTIONS: 1 - S.C. S. TYPE-IA 2 - 7-DAY DESIGN STORM 113 - STORM DATM F1L� AA - S.C.S. TYPE-1A - 7-DAY DES 16N S T URM 3 - STORM DATA FILE ' SPECIFY STORM OPTION: 1 ' S. C. S. TYPE-IA RAINFALL DISTRIBU l ION ENTER: FRE U(YEAR) , DURAT I UN(HOUR) , PREC I P( INCHES) 2, 24, 2 � -S. C. S. yEYP! -In DISTRIBUTION 2-YEAR 4-HOUR S ORM 00- TOTAL PREC I P. -AN.-.._.._-- _._._------._ --_ _..---_..-_-_ _._ ..----__--...._.._...._.._...-..-..__...__- -_._...__._._.... ___.- --_...__-.._.._.._..._..-- _.__-•-- ----- TER: A(DERV) , CN(DERV) , A( I MPf_RV) , CN( I MPERV) , TC FOR BASIN NO. 1 2. 97, 85, 0, 98, 13. 45 ' DATA PRINT-OUT: ' AREA(ACRES) PERVIOUS IMPERVIOUS T G(M.I:NU 1 E_S) A CN A UN 3. 3. 0 85. 0 . 0 98.0 13. ..E ' PEAK-W(CFS) T-PEAK(HRS) VOL(u U-F T) . 46 7. 83 8554 ' ENTER Cd: J Cpath J f i l nnameL . ext J FOR STORAGE OF COMPUIED HYDROGRAPH: NE2YR SPECIFY: C - CONTINUE, N -- NEWSfURM, P - PRINT , S - STOf-` ENTER: A(DERV) , CN(PE RV) , A( I MPERV) , CN( I MPERV) , TC FOR BASIN NO. :z'_ ' 1. i 1 , E36, 1 . 53, 90, 7. .3S DATA PRINT-OUT: ' AREA(ACRES) PERVIOUS IMPERVIOUS Ti_(MINUTES) A (:N A '--:N 2. 7 1 . 2 86. 0 1 . 5 98.0 7. 4 ' PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT) .95 7. 83 1'3581 ' ENTER C d: J C pat h J f i I ename L . ex t J FOR STORAGE OF COMPUTED HYDROGRAPH: NDLYR SPECIFY: C - CONTINUE, N -- NEWSTORM, P - PRINT, S -- STUF' N ' STORM OPTIONS: 1 S. C. S. TYPE-IA 2 - 7-DAY DESIGN STURM ' 3 -- STORM DATA FILE SPECIFY STORM OPTION: S.C. S. TYPE-IA RAINFALL DISTRIBUTION _ ENTER: FREG!(YEAR) , DURATION(HOUR) , PREi:I P( INCHES) it-,� 1-- �_3__.-_---_--_-_-_.---__--.--------___-__.----_-__------__---___---__-_.-__..-___--- a� **� � at** � •� H. C. S. f i P --l o D I M I I t"1 1 0M .N. , ..�..� :�. .�.%.. .y. •rr�t 1� I. S. TYPE-IA RAINFALL DISTRIBUTION ENTER: FREQ(YEAR) , DURATION(HOUR) , PRECIP( INCHES) 10,24, 2.9 N� ---------------------------------------------------------------------- S.C. S. TYPE-IA DISTRIBUTION ******************** ********* 10-YEAR 24-HOUR STORM **** 2. 90" TOTAL PRECIP. ********* ~� ______________________________________________________________________ ENTER: A(PERV) , CN(PERV) , A( IMPERV) , CN( IMPERV) , TC FOR BASIN NO. 1 1 . 21 ,86, 0, 98, 7. 362. 9/,85, 0, 98, 13. 45 DATA PRINT-OUT: N� AREA(ACRES) PERVIOUS IMPERVIOUS [C(MINUTES) N� A CN A CN 3. 0 3. 0 85. 0 . 0 98. 0 13. 4 PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT) 1. 00 7. 83 16191 N� ENTER [d: ][path] filename[ . extJ FOR STORAGE OF COMPUTED HYDROGRAPH: NE10YR SPECIFY: C - CONTINUE, N - NEWSTORM, P - PRINT, S - STOP N� C ______________________________________________________________________ ENTER: A(PERV) , CN(PERV) , A( IMPERV) , CN( IMPERV) , TC FOR BASIN NO. 3 N� 1 .21 , 856, 1 . 53, 98, 7. 36 DATA PRINT-OUT: m� AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) A CN A CN 2. 7 1. 2 86. 0 1 . 5 98.0 7. 4 PEAK-Q(CFS) T-PEAK(HRG) VOL(CU-FT) 1. 54 7.83 21746 m� ENTER [d: ]Lpath] filenameL . extJ FOR STORAGE OF COMPUTED NYDRO6RAPH: ND10YR SPECIFY: C - CON[INUE, N - NEWSTORM, P - PRINT, S - STOP N N� STORM OPTIONS: 1 - S.C. S. TYPE-10 2 - 7-DAY DESIGN STORM 3 - STORM DATA FILE SPECIFY STORM OPTION: 1 S.C. S. TYPE-IA RAINFALL DISTRIBUTION N� ENTER: FREQ(YEAR) , DURATlON(HOUR) , PREClP( INCHES) =� 25, 24, 3.4 ______________________________________________________________________ ******************** S.C. S. TYPE-IA DISTRIBUTION ******************** 25-YEAR 24-HOUR STORM **** 3. 40" TOTAL PREClP. ********* ______________________________________________________________________ N� ENTER: A(PERV) , CN(PERV) , A( IMPERV) , CN( IMPERV) , TC FOR BASIN NO. 1 ~~ 2: 97# 85#0# 98` 1I. 45 AC. S. TYPE-IA RAINFALL DISTRIBUTION N� S. FREQ(YEAR) , DURATIQN(HOUR) , PRECIP( INCHES) 25, 24, 3.4 _ ___________________________________ S. C. S. TYPE-1A DISTRIBUTION ******************** 25-YEAR 24-HOUR STORM **** 3. 40" TOTAL PRECIP. ********* N� ---------------------------------------------------------------------- N� ENTERx A(PERV) , CN(PERV) , A( lMPERV) , CN( IMPERV) , TC FOR BASIN NO. 1 2. 97,85,0, 98, 13. 45 N� DATA PRINT-OUT: AREA(ACRES) PERVIOUS IMPERVIOUS W(MINUTES) N� A UN A CN ~~ 3. 0 3. 0 85. 0 . 0 98. 0 13. 4 PEAK-Q(CFS) T-PEAK(HRS) VOLtCU-FT) N� 1 . 32 7. 83 20766 ENTER [d: ][path] filename[ . ext ] FOR SlORA8E OF CUMPUlED HYDROGRAPH: N� NE25YR SPECIFY: C - CONTINUE, N - NEWSTORM, P - PRINT, S - STOP C N� ---------------------------------------------------------------------- ENTER: A(PERV) , CN(PERV) , A( IMPERV) , CN( IMPERV) , TC FOR BASIN NO. 2 1 . 21 ,86, 1 . 53, 98, 7. 36 — DATA PRINT-OUT: AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) N� A CN A CN 2. 7 1 . 2 86. 0 1 . 5 98. 0 7. 4 N� PEAK-Q(CFS) T-PEAK(HRS) VOLtCU-FT) 1. 88 7. 83 26413 ENTER [d: ] [path] filenameL . extJ FOR STORAGE OF COMPUTED HYDROGRAPH: m� ND25YR SPECIFY: C - CONTINUE, N - NEWSTORM, P - PRINT, S - STOP N STORM OPTIONS: 1 - S.C. S. TYPE-IA 2 - 7-DAY DESIGN STORM 3 - STORM DATA FILE SPECIFY STORM OPTION: 1 S.C. S. TYPE-IA RAINFALL DISTRIBUTION ENTER: FREg(YEAR) , DURATION(HOUR) , PRECIP( INCHES) 100, 24, 3.9 N� ---------------------------------------------------------------------- ******************** S.C. S. TYPE-IA DISTRIBUTION ******************** ********* 100-YEAR 24-HOUR STORM **** 3. 90" TOTAL PRECIP. ********* � ______________________________________________________________________ ENTER: A(PERV) , CN(PERV) , A( IMPERV) , CN( lMPERV) , TC FOR BASIN NO. - 1 2. 97,85,0, 98, 13. 45 �ST _2 cJ **xx****° /o, ' uv ^ W ' ' ^ ' N� --- -�- ------- --------- ---------- ----------- -- --- ----- --- - - ENTER:-A(PERV) ,-�N(PERV) , -A� lMPERV) ,-CN( lMP�RV) ,-TC-�OR-BASIN-NO.--1-- 2. 97,85,0, 98, 13. 45 N� DATA PRINT-OUT: AREA(ACRES) PERVIOUS IMPERVIOUS W(MINUTES) N� A CN A CN N� 3. 0 3. 0 B5. o . 0 98. 0 13. 4 PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT) 1.66 7. 83 25494 ENTER [d: ][path] filename[ . ext ] FOR STORAGE OF COMPUTED HYDRUGRAPH: N� NE100YR SPECIFY: C - CONTINUE, N - NEWSTORM, P - PRINT, S - STOP N� _________________________________------------------------------------- ENTER: A(PERV) , CN(PERV) , A( IMPERV) , CN( lMPERV) , IC FOR BASIN NO. 2 1 . 21 , 86, 1 .53, 98, 7. 36 DATA PRINT-OUT: N� AREA(ACRES) PERVIOUS IMPERVIOUS VC(MINUTES) A CN A CN 2. 7 1 . 2 86. 0 1 . 5 98. o 7. 4 N� PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT) 2. 22 7. 83 31140 N� ENTER [d: ][path] filenameL . extJ FOR STORAGE OF COMPUTED HYDR8GRAPH: ND100YR SPECIFY: C - CONTINUE, N - NEWSTORM, P - PRINT, S - STOP N� 2 S8UH/GCS METHOD FOR COMPUTING RUNOFF HYDRO8RAPH N� STORM OPTIONS: ~~ 1 - S.C. S. TYPE-I() N� 2 - 7-DAY DESIGN STORM 3 - STORM DATA FILL SPECIFY STORM OPTION: 1 S. C. S. TYPE-IA RAINFALL DISTRIBUTION N� ENTER: FREQ(YEAR) , DURATIUN(HOUR) , PREClP( INCHES) 1 , 24, . 67 ______________________________________________________________________ S.C. S. TYPE-IA DISTRIBUTION ******************** 1-YEAR 24-HOUR STORM **** . 67" TOTAL PRECIP. ********* N� ENTER: A(PERV) , CN(PERV) , A( IMPERV) , CN( IMPERV) , TC FOR BASIN NO. 1 4. 79,82, . 04, 98, 5. 91 N� DATA PRINT-OUT: ~~ AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) A CN A CN N� 4. 8 4. 8 82. 0 . 0 98. 0 5. 9 PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT) N� .01 23.83 451 ENTER [d: ][path] filename[ . extJ FOR STORAGE OF COMPUTED HYDRO8RAPH: WE1YR SPECIFY: C - CONTINUE, N - NEWSTORM, P - PRINT, S - STOP C N� ---------------------------------------------------------------------- ~� ENTER: A(PERV) , CN(PERV) , A( IMPERV) , CN( IMPERV) , TC FOR BASIN NO. 2 3. 80, 84, 1 . 26, 98, 5. 45 N� DATA PRINT-OUT: AREA(ACRES) PERVIOUS IMPERVIOUS TC(MlNUTES) N� A CN A CN 5. 1 3. 8 84.0 1 . 3 98. 0 5. 4 PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT) V157- Pn^'/1-:) IS7n Ile fla`�� N� . 17 7. 67 2698 V () LW " (�F ENTER [d: ][path] filename[ . ext ] FOR STORAGE OF COMPUTED HYDROGRAPH: N� WD1YR SPECIFY: C - CONTINUE, N - NEWSTORM, P - PRINT, S - STOP U� N STORM OPTIONS: 1 - S. C. S. TYPE-IA 2 - 7-DAY DESIGN STORM 3 - STORM DATA FILE -- - ~~ SPECIFY STORM UPTIUN: � TYPE-IA RAINFALL DISTRIBUTION �� ENTER: FREQ(YEAR) , DURATI8N(HQUR) , PRECIP( INCHES) 2, 24, 2 ---------- ------- _------------------ DISTRIBUTION ******************** ********* 2-YEAR 24-HOUR STORM **** 2. 00" TOTAL PRECIP. ********* N� ---------------------------------------------------------------------- ENTER: A(PERV) , CN(PERV) , A( IMPERV) , CN( IMPERV) , TC FOR BASIN NO. 1 4. 79,82, .04, 98, 5. 91 N� DATA PRINT-OUT: AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUlEG) N� A CN A 0N ~~ 4. 8 4. 8 82. 0 . 0 98.0 5. 9 N� PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT) .64 7. 83 11536 ENTER [d: ] [path] filename[ . ext ] FOR STORAGE OF COMPUTED HYDROGRAPH: N� WE2YR SPECIFY: C - CONTINUE, N - NEWSTORM, P - PRINT, S - STOP N� C ~~ -__________________________________________________________________-__ ENTERo A(PERV) , CN(PERV) , A( IMPERV) , CN( IMPERV) , TC FOR BASIN NO. 2 3. 80, 84, 1 . 26, 98, 5. 45 DATA PRINT-OUT: U� AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) A CN A CN 5. 1 3. 8 84.0 1 . 3 98.0 5. 4 PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT) 1. 21 7. 67 18376 N� ENTER [d: ] [path ] filename[ . ext J FOR STORAGE OF COMPUTED HYDROGRAPH: W D 2 Y R. SPECIFY: C - CONTINUE, N - NEWSTORM, P - PRINT, S - STOP w� N STORM OPTIONS: 1 - S. C. S. TYPE-IA 2 - 7-DAY DESI8N STORM N� 3 - STORM DATA FILE SPECIFY STORM OPTION: 1 S. C.S. TYPE-IA RAINFALL DISTRIBUTION ENTER: FREQ(YEAR) , DURATION(HOUR) , PRECIP( INCHES) N� ,10, 24,2.9 m� ______________________________________________________________________ ******************** S.C. S. TYPE-IA DISTRIBUTION ******************** ********* 10-YEAR 24-HOUR STORM **** 2. 90" TOTAL PRECIP. ********* ______________________________________________________________________ ENTER: A(PERV) , CN(PERV) , A( IMPERV) , CN( lMPERV) , TC FOR BASIN NO. 1 -7 -7 N� 4. 79, 82, .04,98, 5. 91 ' EIVII, I•': 11;EG!IYEFaI ) , L)(.Jl :f)11ON(.I•TOIJI�:) , F=F,:E(..:.[PkIIV(�HLS) ,If)? 24, 2.9 :. S. T Y F'H -1 A D I S_F F:I D lJ T I O hJ i 0-YEAR '-4--HOUR STORM If.�..*� '. '90" -1 OTAL- PF:E)_I P. ' ENTER: A(PE RV) , CN(PE.RV) , A( I I�IF'EF:V) , C N( I MPEF?V) , T C: F OF: 13AS I N NO. i 4. 79, 82, .t)4, 98, 5. 191 DATA PRINT-OUT: AREA(ACRES) DERV I OUS I MF•L—RV I(:JUS I'C:(M I NU T ES.') A I-:N A C:N ' '1. 8 4. 8 82. 0 . 0 98. 5. 9 PEAK--Q((::F S) 1---PEAK::(HRS.') VOL(. ENTER [d: J[path J f i 1 enameL . ex:t :1 F OFt: S l ORAGE OF COMPUTED HYDROGRAPH: WE 1��YR ' SPECIFY: C: - CONTINUE, N -- NEWS TUF:M, P -- PF-':I N I , S - STOP ' ENTER: A(DERV) , CN(DERV) , ( . I MPERV) , CN( I MPERV) , '1 1--: FOR BASIN NO. :2 3. F3(-),814' 1 . 26, 98, S. 45 ' DATA PPINT-OUT: AREA(ACRES) F'EF:V 10US IMPERVIOUS TC(M I NUTES) ' A C'N A CN 5. 1 3. 8 84. (-) 1 . 3 98.() 5. 4 PEAK-Q(C:FS) r-PEAL:(:HF:S► VOL(Cl.J---FT ' 2. 27 7. 67 31992 ENTER Id% 3(path IfilenameL . extJ FOR STORA13E OF COMPUTED HYUROGRAPH: ' WD I OYR SPECIFY: C: - CUNTINUF-, N -- NE:WSTORM, P _. PRINF , S - STOP N STORM OPTIONS: ' i - S.C.S. TYPE-IA - 7-DAY DESIGN STORM 3 - STORM DATA FILE ' SPEC'IFY STORM OPTION: 1 TYPE-IA RAINFALL DISTRIBUTION ENTER: FREO(YEAR) , DURATION(HOUR) , F'REi_IP( INCHES) 25, 24, 3. 4 -S.(_. S. _TYPE--1A DISTRIBUTION 5-YEAR 24-HOUR STORM 3. 40" TOTAL PREC.:I P. ENTER.; A(PERV) , .-I-':N(:F'E RV) , A(-I MF'ERV) , CN( I MPERV) , J FOR E(AS I 4. 79, ei, . 04, 98, 5. '-j 1 DATA F'F:INT-UUi': ARLA(AGRFR) 1,V F"V I Ot K4 I: l'F+f4v)c111C I : 141IN0tiF'.`'v ********^*********** Sm. S. TYPE-IA UlS|Rl8U11UN ******************** 25-YEAR 24-HOUR STORM **** 3. 40" TOTAL PRECIP. ______________________________________________________________________ ENTER: A(PERV) , CN(PERV) , A( IMPERV) , CN( IMPERV) , IC FOR BASIN NO. 1 m� 4. 79,82, . 04, 98, 5. 91 DATA PRINT-OUT: AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) A CN A CN N� .4. 8 4. 8 82. 0 . 0 98. 0 5. 9 PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT) 2. 06 7. 83 30024 — ENTER [d: ]Lpath] filename[ . ext ] FOR STORM8E OF COMPUTED HYDROGRAPH: WE25YR m� SPECIFY: C - CONTINUE, N - NEWSTORM, P - PRlNl , S - STOP C ' ________ __________ N� ENTER: A(PERV) , CN(PERV) , A( IMPERV) , CN( IMPERV) , TC FOR BASIN NO. 2 3. 80" 84, 1 . 26, 98, 5. 45 N� DATA PRINT-OUT: AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) A CN A CN N� 5. 1 3. 8 84. 0 1 . 3 98.0 5. 4 PEAK-Q(CFS) T-PEAK(HRS) VOL(.C(J-FT) N� 2. 90 7. 67 40018 ENTER [d: ][path] filenameL . ext ] FOR STORAGE OF COMPUTED HYQRO6RAPH: N� WD25YR SPECIFY: C - CONTINUE, N - NEWSTORM, P - PRINT, S - STOP N STORM OPTIONS: N� 1 - S. C. S. TYPE-1A 2 - 7-DAY DESIGN STORM 3 - STORM DATA FILE N� SPECIFY STORM OPTION: I N� S.C. S. TYPE-IA RAINFALL DISTRIBUTION ENTER: FREQ(YEAR) , DURATION(HOUR) ° F`RECIP( lNCHES) 100, 24'3. 9 N� ---------------------------------------------------------------------- S.C. S. TYPE-IA DISTRIBUTION ******************** ********* 100-YEAR 24-HOUR STORM **** 3. 90" TOTAL PRECIP. ********* N� ---------------------------------------------------------------------- ENTER: A(PERV) , CN(PERV) , A( IMPERV) , CN( IMPERV) , TC FOR BASIN NO. I 4. 79,82, . 04, 98, 5. 91 w� DATA PRINT-OUT: -�T_� � AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) -�� ^~ / A CN A CN �� ' i II11.i,: + i I (:,!! iL_rW W.. All Lt..NIII.IUV.) , I I,t._t_ II t 11I0IN.&? 100 24, 3. '-;) ----------------------------------------------------------------------- S. 1: . S. TYPE-IA D I S T R i B U T I U N 1 i Ic i—YEOR 24-•HOUR STORM **** 3. 9 ►" TOTAL PREC I P. ----------------------------------------------------------------------- ENTER: A(PERV) , 1: N(PERV) , A[ I MPERV) , U N C 1 MPERV i , T►::: FOR BASIN NO. 1 ' 4. 79,8'.=', . 04, '38, 5. 91 DATA PRINT-OUT: ' AREA(ACRES) PERVIOUS IMPERVIOUS TG(M1NUTES) A CN A C:N ' 4. 8 4. 8 82. 0 . ci 98. 0 5. ' PEAK-Q C C:F S i l PEMK(HRS) VOL t C U-F 1 ► 2. 62 7. 83 37354 ENTER Cd: J Cpath J f i 1 enameL . ext J FOR STORAGE OF COMPUTED HYDE'OGRAPH: WE 1 i ii►YE' ' SPECIFY: C - CONTINUE, N - NEWSTOE'M, P - PRINT, S -- STOP C ' - ENTER: A(PERV) , C:N(DERV) , A 1: I MPERV) , CN( I MPERV) , TC FOR BASIN NO. 2 -- 3.00,04, 1. 26, 98, 5. 45 ' DATA PRINT-OUT: AREA(ACRES) PERVIOUS IMPERVIOUS 'TG(MINUTES) A C:N A CN ' 5. 1 3.8 84. 0 1 . 3 96.0 5. 4 PEAK-Q(►=:F S) 'T-PEAK(HRS) VOL(CU-F T) ' 3. 55 7.67 48258 ENTER Cd: J Cpath J f i 1 enameL . ext J FOR STORAGE OF COMPUTED HYf)RO►RAPHt ' WD101.)YR SPECIFY: C: - CONTINUE, N - NEWSTORM, P - PRINT•, S - STOP S. C. S. TYPE-IA RAINFALL DISTRIBUTION ENTER: FREQ(YEAR) , DURATION(HOUR) , PRECIP( INCHES) N� 1 , 24, . 67 ______________________________________________________________________ ******************** 6. C. S. TYPE-1A DISTRIBUTION ******************** 1-YEAR 24-HOUR STORM **** . 67" TOTAL PRECIP. ********* ______________________________________________________________________ ENTER: A(PERV) , CN(PERV) , A( IMPERV) , CN( lMPERV) , TC FOR BASIN NO. 1 �� . 71 ,81 , .04, 98, 11 . 8 DATA PRINT-OUT: -- AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) A CN A CN N� .8 . 7 81 . 0 . 0 98. 0 11 . 8 PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT) .00 7. 83 109 ENTER [d: ] [path] filenameL . ext ] FOR STORAGE OF COMPUTED HYDROGRAPH: SWE1YR m� SPECIFY: C - CONTINUE, N - NEWSTORM, P - PRINT, S - STOP C N� -- --- -------- --------- -------------------------------------------- N� ENTER:- -A(PERV) , -CN(PERV) , -A( IMPERV) , CN( IMPERV) , TC FOR BASIN NO. 2 . 37,86, . 38, 98, 2. 2 N� DATA PRINT-OUT: AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) A CN A CN PEAK-Q(CFS) T-PEAK(HRS) VOL(CU_FT) wyrl- tj ANt-T ��t-�- yJA/W�'IF /) .06 7.67 736 /9& Cc: �� ENTER [d: ] [path] + i1ename[ . ext ] FOR STORAGE OF COMPUTED HYDROORAPH: N� SWD1YR SPECIFY: C - CONTINUE, N - NEWSTORM, P - PRINT, S - STOP ' \ 27--- F \ 2 SBUH/SCS METHOD FOR COMPUTING RUNOFF HYDROGRAPH N� STORM OPTIONS: 1 - S.C. S. TYPE-10 2 - 7-DAY DESIGN STORM � � / yN m� 3 - STORM DATA FILE ' SPECIFY STORM OPTION: S. C. S. TYPE-IA RAINFALL DISTRIBUTION N� ENTER: FREQ(YEAR) , DURATION(HOUR) , PREClP( INCHES) 2, 24, 2 ______________________________________________________________________ ******************** S.C. S. TYPE-IA DISTRIBUTION ******************** 2-YEAR 24-HOUR STORM **** 2.00" TOTAL PRECIP. ********* _____________________ N� ENTER: A(PERV) ' CN(PERV) , A( IMPERV) , CN( IMPERV) , lC FOR BASIN NO. 1 . 71 , 81 , .04, 98, 11 . 8 N� DATA PRINT-OUT: AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) A CN A CN N� .8 . 7 81 . 0 .0 98. 0 11 . 8 PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT) L)��\/��L_ n N� .09 7. 83 1812 ENTER [d: ] [path] filename[ . ext ] FOR STORAGE OF COMPUTED HYDROGRAPH: SWE2YR SPECIFY: C - CONTINUE, N - NEWSTORM, P - PRINT, S - STOP C N� ---------------------------------------------------------------------- N� ~ NTER: A(PERV) , CN(PERV) , A( IMPERV) , CN( IMPERV) , TC FOR BASIN NO. 2 . 37,86, . 38, 98, 2.2 DATA PRINT-OUT: AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) N� A CN A CN N� .8 . 4 86. 0 .4 98. 0 2. 2 PEAK-Q(CFS) T-PEAK(HRS) V8L(CU-FT) N� .30 7. 67 3589 L/u aaLo I-W- L/ ENTER [d: ][path] filename[ . ext ] FOR STORAGE OF COMPUTED HYDROGRAPH: N� SWD2YR SPECIFY: C - CONTINUE, N - NEWSTORM, P - PRINT, S - STOP N� N STORM OPTIONS: N� 1 - S. C. S. TYPE-IA 2 - 7-DAY DESIGN STORM 3 - STORM DATA FILE SPFCIFY STORM OPTION: 1 I ' S. C. S. TYPE:--1A RAINFALL DISTRIBUTION ENTER: F RE(:I(YEAR) , DURATION(HOUR) , PREi_I P( I NC:HES) 10, 24, 2.9 -..--.---- -_..---.-._..--_....--.-_.--...-......--.- --...------- - -1A-_.--.....-........_4_-_. -..^_..--.----.........----_-_.----..-...._...-_....._•-_-..-_-..._-•_-........-... � x S.C. S. T'YP DISTRIBUTION 10—YERR 24—HOUR STORM *.*.*..* 2" 9()" TOTAL PREOI P. --_.._...-.----_.._...----..------..---..-.-----_-.-...---__-_---.----------_...-...---•--••_•_--.----_.----...-__--_...-..--.-...-..--••--•-•--.-.-...- ENTER: A(DERV) , CN(PEwF V) , A( I MPERV) , GN( I MPE:RV) , Ti= FOR BASIN NO. i DATA PRINT—BUT: ' AREA(AC RE±S) F'E:RV 1 UUS IMPERVIOUS TC:(M T NUTES) A A -N .8 . 7 81 .0 . 0 98. 0 11 . 8 PEAK—Q(( FS) F—PE=AK(HRS) VOL.-(( U-•F T . 1 ��71 (.Cf-)UF;-v(r(.._ (.71 'e- L) 7. 83 ' ENTER L d: J L-pat h J f i I ename L . ex t J FOR STORAGE OF COMPUTED HYDROGRAPH: SWE 1 C iYR ' SPECIFY: C: - CUNT l NUL:_, Ira - NEWS T'CJRM, P - PRINT, S - STOP is ' ^ E�:NTC�fR A�:P RV) , CN(DERV) , -W I MPE_RV) , i:N( I MPERV) , TC FOR BASIN NO. :ems. . 37, LJ6, . 30, 90, 2. 2 ,j DATA PRINT--OUT: AREA(ACRES) PERVIOUS IMPERVIOUS TC=(N 1 NU T E_S A CN A C:N .4 86. 0 . 4 98. 0 PEAK-Q(CFS) T-PEAF (HRS) VOL(i_U•-FT .50 7.67 5801 to E L 0 P fc- ' ENTER Ld: J Lpath J f i 1 enamel . ext J FOR STORAGE ORAGE* OF COMPUTED HYDROGRAPH: SWD 10YR ' SPECIFY: C: - CONTINUE, N -- NE WST'ORM, P - PRINT, S -- STOP N ' STORM OPTIONS: 1 - S. C.S. TYPE-IA 2 - 7-DAY DESIGN STORM 3 ••- STORM DATA FILE ' SPECIFY STORM OPTION: 1 S.C:.S. TYPE-IA RAINFALL DISTRIBUTION ' ENTER: FREQ(YEAR) , DURATION(HOUR) , PREC:I P( I NC:HES) 25, 24, 3. 4 ----------------------------------------------------------------------- ** ******* ** *** S.( . S. TYPE-IA DISTRIBUTION 25-YEAR 24-HOUR STORM .*..*** 3. 40" TUTAL PREC IF'. _._.._._..___..-•----_------------_._--- -_--________._.._..._- -_.-_...-_._----_--__.---_-__..._..__.....__._.-_..- -..----..--.. ' ENTE:R: A(PERV) , CN(PERV) , A( IMPERV) , C:N( IMPERV) , IC: FOR BASIN NO. 1�-? x-'i 1 , t:tt�,•=A��,f�1 , , !It#a ''�S r 1 i . S-1 L.:.11IL:,I :. i I.A..:.►.!(. rL._i►k ) , W11 . ►I I.L!iI"il111.J),1 , 11 .1...1.1.I (. AiR-Ii�.::a.� 25, 24, 3. 4 S. C. S. T Y F'E-1 A DISTRIBUTION 5-YEAR 24-HOUR STORM **** 3. 4 ►" TOTAL PREC I P. -._..___---._.__._------.____ ENTER, A I DERV) , i W I DERV) , M( I MPERV) , r: N( I MPE RV) , TC FOR BASIN NO. 1 ' . 71 , . 04,9B,81 , . 04, 98, 11 . 0 DATA PR I N•T-UUT : ' AREA(ACRES) PERVIOUS IMPERVIOUS TU(MIMUTES) A CN A CN ' _ . H - . 7 81. Li .c_i 138.Q 11 . H F'EAk:: Q(CF S) T-PEAK(HRS) VOL(CU-F T . 9 7. 83 464'� v F L_�� f r�_ 4 �r 1� 16 ' ENTER Ed: ]Epath l f i I enameE .ext ] FOR STORAGE OF COMPUTED HYDROGPAPH: SWE25YR SPECIFY: C - CONTINUE, N - NEWSTORM, P - PRINT, S - STOP C ' -------- ENTER: A(PE RV) , CN(DERV) , A( I MPERV) , C N( I MPERV) , T�� FOR BASIN NO. 2 .37,a6, . 38, 98, 2. 2 ' DATA PRINT-OUT: AREA(ACRES) PERVIOUS IMPERVIOUS TC(M I NUT ES) A CN A CN .8 . 4 86. i i . 4 98. 0 ,_ PEAF --Q(C FS) f-PEAK(HRS) VOL_(CU-F T) . E1 7.E7 7070 L_0pr- L ENTER Ed: ] Epath] f i IenameE . ext ] FOR STORAGE OF COMPUTED HYDROGRAPH: ' SWD25YR SPECIFY: C: - CONTINUE, N - NEWSTORM, P - PRINT, S -- STOP N ' STORM OPTIONS: ' i -- S.�:.S. TYPE-1A - 7-DAY DESIGN STORM _ 3 STORM DATA FILE SPECIFY STORM OPTION: 1 S. C. S. 'T'YPE-IA RAINFALL DISTRIBUTION ' ENTER: FRECI t:YEAR) , DURATION(HOUR) , PREC:I P( INCHES) 100, 24, 3. 9 -----•------- ---- ' S. C. S. TYPE-IA DISTRIBUTION * * 100-YEAR 4-HOUR STORM 3. 90" TOTAL PRECIP. ' ENTER: A(PERV) , CN(PERV) , A( I MPERV) , CN( 1 MPERV) , T►= FOR BASIN NO. 1 . '71 , 81 , .04, '38, 11 .8 ' DATA PRINT-OUT: OREA(AC:RES) PERV. O"s IMPERVIOUS fucmtmulLs) ' SPEu I F Y S I UN:hI UI=' I .l ail l 1 S.C:S. TYPE-IA RAINFALL- DISTF:IBUT•ION ENTER: FREQ(YEAR) , DURATION(HOUR) , PREC I P( I Ni_HES) 100, 4, 3 9 -S. C. S. -TYPE-10 DISTRIBUTION ' as*• 1 i ii r-YEAR 24-•HOUR STORM 3. 901, TOTAL PRE( I F'. ENTER:-A(DERV) , -C:N(DERV) , A( T MP RV) , -u N( I MPERV) , TC FOR BASIN NO. 1 DATA PRINT-OUT : AREA(ACRES) PERVIOUS IMPERVIOUS TC:I M I NU T ES) A CN A 1 :N ' ,8 . 7 81 . 0 . 0 98. 0 11 . t3 PEAK-Q(CFS) T-PE.AK(HRS) VOI__(CU-FT) IA D t=V F L L� f-' r b . 37 7. 83 5777 ENTER Ed: J Cpath J f i I enamel . e t J FOR STORAGE OF COMPUTED HYDROGRAPH: ' SWE 1 C►0YF:' SPECIFY: C - CONTINUE, N - NEWSTORM, P - PRINT, S - STOP ENTER: -A(FERN) , -�=:N(F'E1=:V) , -A( I MF'EC::V) , -JN( I MF'ENV) , 'T'��: F"UF; F+AS I N NO. 2 . 37,86, . 38, 9B, 2 ' DATA PRINT-OUT: AREA(ACRES) PERVIOUS IMPERVIOUS TC(M I NU•TES) A C:N A u p'a .8 .4 86.0 . 4 98. 0 2 PEAK-Q(CFS) T-PEAK(HRS) VOL t CU•-F ) ' . 73 7. 67 8 357 LIP �. ENTER Cd: l Cpath:l f i I enamel . ew:t J FOR STORAGE OF COMPUTED HYDR0(31=:(lf-H: ' SWU 100YR — V. CONVEYANCE CALCULA-rlQNS N� The conveyance calculations are based on the 2 - year through 100 - year isopluvials per K. C. S. W. D. M. page 4. 3. 3-3. The pipes are calculated to handle a 25-year storm with no backups, or head m� required. The 100-year storm is used to check if there could be any backups. The following sheets show the area map and the N� calculations. l/ - I ' J/ L. yetE'mC, Ln P Age I VAL-.I.-.EY VIEW I=;-31 a0IES f'IF'E (_UNVEYANiE .IUN', ' REAC"Al SLJMI`1AF:'Y ' NC'Utinq bas-,eci to V--V:I.1_W family @ ':a yr frecl Netwc-r1:: I inc?'2: ' Pipe Reach Basin Area --c- --c*A- --Sum- ---Tc- --i-- --QAct Dia -Mann -Slope -QFull Vfull -Vact -Length --tt-- ---------- ld ac --c*A- - min in/hr cfs in --n-- ft/ft cfs fps fps ft min p11 cbll 0.66 0.48 U.31 U.31 b.30 2.13 U.Bb 12 0.012 0.t318 14.05 17.89 9.90 110.00 0.19 Netw�_�rl:: 1 ine�;: Pipe Reach Basin Area --c- --c*A- --Sum-- ---Tc- --i-- --QAct Dia -Mann -Slope -QFull Vfull -Vast -Length --tt-- ' ---------- Id ac --c*A- - min in/hr cfs in --n-- ft/ft cfs fps fps ft min p4 cb4 0.06 0.90 0.05 0.05 6.30 2.73 0.15 12 0.012 0.0100 3.87 4.93 2.37 54.00 0.38 ' p5 cb5 0.42 0.61 0.25 0.31 6.68 2.66 0.82 12 0.012 0.4700 26.53 33.79 15.25 11.00 0.01 Net w�-Irk: 1 in(.?4: Pipe Reach Basin Area --c- --c*A- --Sum- ---Tc- --i-- --@Act Dia -Mann -Slope -@Full Vfull -Vact -Length --tt-- ' ---------- Id ac --c*A- - min in/hr cfs in --n-- ft/ft cfs fps fps ft gill p6 cb6 0.06 0.90 0.05 0.05 6.30 2.73 0.15 12 0.012 0.0100 3.87 4.93 2.37 54.00 0.38 ' p7 cb7 0.34 0.73 0.25 0.30 6.6B 2.66 0.80 12 0.012 0.4700 26.53 33.78 15.14 11.00 0.01 Netw,-1rk: 1 ine5: Pipe Reach Basin Area --c- --c*A- --Sum- ---Tc- --i-- --QAct Dia -Mann -Slope -QFull Vfull -Vast -Length --tt-- ---------- Id ac --c*A- - min in/hr cfs in --n-- ft/ft cis fps fps ft min p3a shatt 1.09 0.34 0.37 0.37 6.30 2.73 1.01 12 0.012 0.0929 11.80 15.02 9.18 35.00 0.06 ' p3 0.37 6.36 2.72 1.01 12 0.012 0.7100 32.61 41.52 18.72 10.00 0.01 Net w.ark: I irieI : Pipe Reach basin Area --c- --c*A- --Sum- ---Tc- --i-- --@Act Dia -Mann -Slope -@full Vfull -Vact -Length --tt-- ' ---------- Id ac --c*A- - min in/hr cfs in --n-- ft/ft cfs fps fps ft min p10 010 0.50 0.68 0.34 0.34 6.30 2.73 0.93 8 0.012 0.0200 1.86 5.32 5.32 30.00 0.09 ' p9 cb9 0.37 0.57 0.21 0.55 6.39 2.71 1.49 12 0.012 0.1489 14.93 19.01 12.15 132.00 0.18 p8 0.86 6.58 2.68 2.31 12 0.012 0.1591 15.44 19.65 14.13 44.00 0.05 pea 1.47 6.69 2.65 3.91 12 0.012 0.5100 27.64 35.19 24.89 6.00 0.00 ' p2 1.84 6.70 2.65 4.89 15 0.012 0.0100 7.02 5.72 6.18 35.00 0.09 pl 1.84 6.79 2.64 4.86 15 0.012 0.0100 7.02 5.72 6.17 102.00 0.28 N e t w--Irk: 1 ine7: t Pipe Reach Basin Area --c- --c*A- --Sum- ---1c- --i-- --@Act Dia -Mann -Slope -@Full Vfull -Vast -Length --tt-- ---------- Id ac --c*A- - min in/hr cfs in --n-- ft/ft cfs fps fps ft min p15 - cb15 0.10 0.90 0.09 0.09 6.30 2.73 0.25 12 0.012 0.0389 7.63 9.72 4.44 98.00 0.37 Net we,r l.: 1 i rTeB: Pipe Reach Basin Area --c- --c*A- --Sum- ---Tc- --i-- --QAct Dia -Mann -Slope -QFull Vfull -Vast -Length --tt-- ' ---------- Id ac --c*A- - min in/hr cfs in --n-- ft/ft cfs fps fps ft min p20 cb20 0.75 0.64 0.48 0.48 6.30 2.73 1.31 8 0.012 0.0541 3.05 8.75 8.41 17.00 0.03 ' p19 0.48 6.33 2.72 1.31 60 0.012 0.0050 200.04 10.19 2.87 69.00 0.40 p18 0.48 6.73 2,65 1.27 12 0.012 0.3961 24.36 31.01 16.36 103.00 0.10 ' i/ a/'_iEi E=nc)eniva Systems, Irr_ page a_ VAI.._I.-F Y VIEW LSTA71-1.3 PIP i_:(:)NVF-YONI'..1_ i_AI.._i: l_ll....FA*T IONS ' 1;'EO1._:H SU111M(4F'Y ' Net wi_rrk: I ine6-. Pipe Reach Basin Area --c- --c*A- --Sue- ---Tc- --i-- --@Act liia -Mann -Slope -@Full Vfull -Vact -Length --tt-- ' ---------- Id ac --c*A- - min in/hr cfs in --n-- ft/ft cfs fps fps ft min p12 cbl2 0.56 0.59 0.33 0.33 6.30 2.73 0.90 12 0.012 0.0117 4.19 5.33 4.24 64.00 0.25 p13 cbl3 0.13 0.71 0.52 0.85 6.55 2.61 2,21 12 0.012 0.0200 5.41 6.97 6.65 21.00 0.05 ' p14 0.94 6.67 2.66 2.50 12 0.012 0.5578 28.90 36.80 22.54 23.00 0.02 pl4a 0.94 6.69 2.66 2.49 12 0.012 0.1250 13.6B 17.42 13.25 32.00 0.04 p16 0.94 6.73 2.65 2.49 12 0.012 0.1121 12.96 16.50 12.73 192.00 0.24 ' p17 1.42 6.96 2.60 3.69 12 0.012 0.2000 17.31 22.04 17.52 30.00 0.03 dl 1.42 6.99 2.60 3.69 xxx 0.035 0.0200 0.33' deep 2.49 200.00 1.34 1 1 1 1 ' 9/ 19119E, LngeniCIus Systems, Int_ page 1 VAI.._I.-F_Y VIEW hS'T(-)'TEI.-3 F,I F'E i-:ONVEYoNi_:F ►:_O1-.i UL..(a I I0N:� StJ IN .Y ' F-:,-,uting bused rDn V--VIEW family L liiii yr freq Network I i.ne2: ' Pipe Reach Basin Area --c- --c*A- --Sum- ---Tc- --i-- --QAct Dia -Mann -Slope -QFull Vfull -Vast -Length --tt-- ---------- Id ac --c*A- - min in/hr cfs in --n-- ft/ft cfs fps fps ft min ------------------------------------------------------------------------------------------------------------------ ' p!! cb11 U.b6 U.48 0.3t 0.31 6.30 3.19 1.00 12 0.012 0.1318 14.05 17.89 10.36 110.00 0.18 Net wor k: 1 i ne;l: Pipe Reach Basin Area --c- --c*A- --Sum- ---Tc- --i-- --QAct Dia -Mann -Slope -QFull Vfull -Vact -Length --tt-- ' ---------- Id ac --c*A- - min in/hr cfs in --n-- ft/ft cfs fps fps ft min p4 cb4 0.06 0.90 0.05 0.05 6.30 3.19 0.17 12 0.012 0.0100 3.87 4.93 2.48 54.00 0.36 ' p5 cb5 0.42 0.61 0.25 0.31 6.66 3.11 0.96 12 0.012 0.4700 26.53 33.78 15.90 11.00 0.01 Net wcnrk I i n e 4: Pipe Reach Basin Area --c- --c*A- --Sum- ---Tc- --i-- --gAct Dia -Mann -Slope -QFull Vfull -Vact -Length --tt-- ---------- Id ac --c*A- - min Why cfs in --n-- ft/ft cfs fps fps ft min p6 cb6 0.06 0.90 0.05 0.05 6.30 3.19 0.17 12 0.012 0.0100 3.87 4.93 2.48 54.00 0.36 ' p7 cb7 0.34 0.73 0.25 0.30 6.66 3.11 0.94 12 0.012 0.4700 26.53 33.78 15.07 11.00 0.01 Netwc-it k: I ine`j: ' Pipe Reach Basin Area --c- --c*A- --Sum- ---Tc- --i-- --QAct Dia -Mann -Slope -gFull Vfull -Vact -Length --tt-- ---------- Id ac --c*A- - min in/hr cfs in --n-- ft/ft cfs fps fps ft min pia shaft 1.09 0.34 0.37 0.37 6.30 3.19 1.18 12 0.012 0.0929 11.80 15.02 9.61 35.00 0.06 p3 0.37 6.36 3.18 1.18 12 0.012 0.7100 32.61 41.52 19.63 10.00 0.01 Netw,-Dr1:: 1 inei : ' Pipe Reach Basin Area --c- --c*A- --Sum- ---Tc- --i-- --QAct Dia -Mann -Slope -QFull Vfull -Vact -Length --tt-- ---------- Id ac --c*A- - min in/hr cfs in --n-- ft/ft cfs fps fps ft min p10 cb10 0.50 0.68 0.34 0.34 6.30 3.19 1.08 8 0.012 0.0200 1.86 5.32 5.52 30.00 0.09 ' p9 cb9 0.37 0.57 0.21 0.55 6.39 3.17 1.74 12 0.012 0.1489 14.93 19.01 12.71 132.00 0.17 p8 0.86 6.56 3.13 2.71 12 0.012 0.1591 15.44 19.65 14.78 44.00 0.05 pBa 1.47 6.67 3.11 4.58 12 0.012 0.5100 27.64 35.19 26.05 6.00 0.00 ' p2 1.84 6.68 3.11 5.73 15 0.012 0.0100 7.02 5.72 6.38 35.00 0.09 pl 1.84 6.77 3.09 5.69 15 0.012 0.0100 7.02 5.72 6.37 102.00 0.27 Net w,-Ir k: 1 i ne'7: ' Pipe Reach Basin Area --c- --c*A- --Sum- ---Tc- --i-- --QAct Dia -Mann -Slope -QFull Vfull -Vact -Length --tt-- ---------- Id ac --cfA- - min in/hr cfs in --n-- ft/ft cfs fps fps ft min ------------------------------------------------------------------------------------------------------------------ ' p15 cb15 0.10 0.90 0.09 0.09 6.30 3.19 0.29 12 0.012 0.0389 7.63 9.72 4.65 98.00 0.35 Net wc,r-k: 1 i n e 8: ' Pipe Reach Basin Area --c- --c*A- --Sum- ---Tc- --i-- ---QAct Dia -Mann -Slope -QFull Vfull -Vact -Length --tt-- ---------- Id ac --c#A- - min in/hr cfs in --n-- ft/ft cfs fps fps ft min p20 cb20 0.75 0.64 0.48 0.48 6.30 3.19 1.53 8 0.012 0.0541 3.05 8.75 8.75 17.00 0.03 ' p19 0.40 6.33 3.10 1.53 60 0.012 0.0050 200.04 10.19 3.01 69.00 0.38 p18 0.48 6.71 3.10 1.49 12 0.012 0.3961 24.36 31.01 17.16 103.00 0.10 Iz.ogenious 6ystems, 1/u page � VALLEY VlEW ESTAlES N� PIPE CONVEYANCE CALCULATlONS ===================================================================== REACH SUMMARY N� Network line6: Pipe Reach 8aao Area -c- -c*A- --Sum- --lc- '-i- --QA t Uia -Mann -Slope -QFu)l Vfull -Vaut -Length -'tt- ----- [d oc --c»A- - min io/hr c/s in --n- ft/ft cfs fps fps ft min p12 ch12 0.56 0.59 0.33 0.33 6.30 3.19 1.05 12 0.012 V.V}D 4.19 5,33 4.43 64.00 0.24 p13 cb13 0,73 0.71 0.52 0.85 6,54 3.14 2,66 12 0,012 0,0200 5.47 6.97 6,92 21.00 0.05 pN 0.94 6,65 3.11 192 D 0.012 0.5578 20.90 36.00 23.61 23.00 0.02 p14o 0.94 6,67 3.11 2.92 12 0.012 0,1250 13.68 17.42 13.06 32,00 0,04 pQ 0.94 6.71 3.10 2.91 12 0.012 0,1121 12.96 16,54 13.31 102.00 0.23 pD 1.42 6,93 3.05 4,33 12 o.012 0,2000 17,31 22,04 0.33 30.00 0.03 dl LQ 6.96 3.05 4.32 xxx 0.035 0.0200 0,36" deep 2.61 200.00 1.20 8/30/96 Engenious Systems, Inc page 1 ~� VALLEY VIEW ESTATES PIPE CONVEYANCE CALCULATIONS N� RATIONAL DRAINAGE AREA SUMMARY N� Drainage Area Id: cb10 Description. . . . . : to cb#10 <---Description--> SubArea SubC L ( ft ) Slope -Kr-- (min) N� aspalt & roof 0. 33 0. 90 200. 00 0. 1400 20. 00 0. 45 ~~ landscaping 0. 17 0. 25 Composite "c " Value. . . . . . . . 0. 68 Time of Conc (min) . . 6. 30 Drainage Area Id: cb11 Description. . . . . : to cb#11 N� <---Description--> SubArea SubC L ( ft ) Slope -Kr-- (min) roof 0. 23 0. 90 landscaping 0. 43 0. 25 Composite "c " Value. . . . . . . . 0. 48 Time of Conc (min) . . 6. 30 Drainage Area Id: cb12 Description. . . . . : to cb#12 - <---Description--> SubArea SubC L ( ft ) Slope -Kr-- (min) aspalt & roof 0. 29 0. 90 N� landscaping 0. 27 0. 25 Composite "c " Value. . . . . . . . 0. 59 Time of Conc (min) . . 6. 30 Drainage Area Id: cb13 Description. . . . . : to cb 413 <---Description--> SubArea SubC L ( ft ) Slope -Kr-- (min) N� aspalt & roof 0.52 0. 90 landscaping 0. 21 0. 25 Composite "c " Value. . . . . . . . 0. 71 Time of Conc (min) . . 6. 30 Drainage Area Id: cb15 Description. . . . . : to cb#15 N� <---Description--> SubArea SubC L ( ft ) Slope -Kr-- (min) asphalt 0. 10 0. 90 Composite "c " Value. . . . . . . . 0. 90 Time of Conc (min) . . 6. 30 Drainage Area Id: cb20 Description. . . . . : to cb#20 N� <---Description--> SubArea SubC L ( ft ) Slope -Kr-- (min) aspalt & roof 0' 45 0. 90 landscaping 0. 30 0. 25 N� Composite "c " Value. . . . . . . . 0. 64 Time of Conc (min) . . 6. 30 Drainage Area Id: cb4 Description. . . . . : to cb 4 <---Description--> SubArea SubC L ( ft ) Slope -Kr-- (min) asphalt 0. 06 0. 90 N� Composite "c " Value. . . . . . . . 0. 90 Time of Conc (min) . . 6. 30 \/- L- kngenious Systems, Inc. page L VALLEY VIEW l-:S FA T ES ' PIPE CONVEYANCE YANG_E GAL_( UL AT I ONS RATIONAL DRAINAGE AREA SUMMARY ' Drainage Area Id: cb5 Description. . . . . : to cb#b <:;---Description-...- SubArea SubC L._ ( ft ) Slope --Kr--- (min) asphalt & roof u. 23 0. 90 ' landscaping u, 19 0• a`; "c " Value. . 0. 61 Time of Conc (min) . . 6. 3i) composite - ' Drainage Area Id: cb(.� Description. . . . . : to c:b #6 . . ---Descr ipt ion-._.._> SubArea Sub( I.._ ( ft ) Slope -Kr - (min! ' asphalt his 06 Li. 90 Time of Conc (min) . . 6. 3C1 Composite "c " Value. . (. . 90 ' Drainage Area Id: cb7 Description. . . . . : to cb#7 <;----Descr ipt iron--> SubArea Kubi_: L ( ft ) Slope -Kr-- (min? ' asphalt & roof 0. 25 0. 90 landscaping 0, 09 0. 25 Composite "c " Value. . . . . . . . 0. 73 Time of Conc (min) . . 6. 30 Drainage Area Id: cb9 ' Description. . . . . : to b#'9 <:---Description-••-> Subarea bubiW L. ( ft ) Slope -Kr- -. (min) aspalt & roof 0. 18 i. 90 landscaping 0, 19 0. 25 ' . . . . . . 0. `�7 Time of Conc (min) . . 6. 30 Composite '��: �' Vall.le. ' Drainage Area Id: shatt Description. . . . . : to culvert at shattucl: .---•-Descr ipt i.on--> SubArea Subs= L_ ( ft ) Slope -Kr.--- (min) asp a l t & roof 0. 15 0. 90 160, 00 0. 1400 7. 00 1 .02 ' 0. 94 c: -c 200. 00 0. 1000 15. 00 0. 70 landscaping �• � � Composite Value. . . . . . . . 0. 34 Time of Conc (min) . 6. 30 1 � - 1 1 c L ` , ..• ~+, / , � �'� :' \` is „: �\ , ��_��•s` ,� Ot I toNJ may; Na v 1 1 1t. \ �ti ��•'21 t.ST \ \1 \ l c, ) 5 I Vl l 14 V. .a S. 23RD S T. r Sheet1 r JOB NAME: _ VAL_LE_Y VIEW ESTATES (RENTON) MODIFIED RATIONAL METHOD r _152 2.0_ -- -- _---_-0-0 TOT------L--P RE CI_---AP IT -T--IO __- -- N Ps 2.40 IN INCHES Plo 2.90 P2s 3.40 Pso 3.40 Ploo 3.90 TIME MIN_. 2-YEAR 5-YEAR 10-YEAR 25-YEAR 50 YEAR 100-YEAR ' 0 1.09 1.75 2.18 2.73 2.83 3.19 6.3 1.09 1.75 2.18 2.73 2.83 3.19 10 0.83 1.31 1.62 2.02 2.09 2.39 r 15 0.66 1.02 1.25 1.56 1.61 1.85 20 0.56 0.85 1.04 1.29 1.33 1.54 25 0.49 0.74 0.90 1.12 1.15 _ 1.34 ' 30 0.44 0.66 0.80 0.99 1.02 1.19 40 0.37 0.55 0.67 0.82 0.85 1.00 50 0.33 0.48 0.58 0.71 0.74 0.87 60 0.29 0.42 0.51 0.63 0.65 0.77 r 80 0.25 0.35 0.43 0.52 0.54 0.64 100 0.22 0.31 0.37 0.45 0.47 0.56 r 1 1 r r r r r Page - 1 ~~ V% . SPECIAL REPORTS AND sTUDlES N� 8IOFILTRATION: The biofiltration on the west portion of the plat is required to help with the treatment of the runoff . lhe westerly biofiltration m� for this plat will be based on the 2 year existing condition peak runoff . The detention system and restrictor will be constructed N� before the swale. The combined 2 year peak runoff from the west and southwest basins is 0. 64cfs + 0. 09cfs = 0. 73 cfs. Per the KCSWDM the design parameters are; 0. 73 cfs 2 year existing condition 2. S = 2. 0% for sizing only m� 3. N = 0. 35 for sizing only 4. D = 6" winter rural design depth Required bottom width is 3. 271 . When the actual slope 2% and roughness are applied the swale is required to be 3. 50' at the N� bottom to keep the velocity below 1 . 5 fps. The 100 year peak flow was checked in the swale and only 0. 36' are required for N� depth. A swale depth of about 1 . 0' will be used for the design. See the bio-filter swale calculations on the following sheets. vI - l Trapezoidal Channel Analysis & Design Open Channel - Uniform flow Worksheet Name: VALLEY VIEW ESTATES m� Comment : BIO-FILTRATION DESIGN REQ' D. BOTTOM WIDTH Solve For Bottom Width Given Input Data: N� Left Side Slope. . 3. 00: 1 (H: V) Right Side Slope. 3. 00: 1 (H: V) Manning' s n. . . . . . 0. 350 Channel Slope. . . . 0. 0200 ft/ ft Depth. . . . . . . . . . . . 0. 50 ft Discharge. . . . . . . . 0. 74 cfs N� Computed Results: Bottom Width. . . . 3. 27 ft Velocity. . . . . . . . . 0. 31 fps _, Flow Area. . . . . . . . 2. 39 sf Flow Top Width. . . 6. 27 ft Wetted Perimeter . 6. 44 ft Critical Depth. . . 0. 11 ft Critical Slope. . . 3. 8589 ft/ ft Froude Number . . . . 0. 09 ( flow is Subcritical ) - ' �� l) /�/ C) /� '�. �� /w�� 4 D � � �/ ^� U� OF Z, �Y Q /8 }-w /� -Z - Yr,-A t,--1 70 4-? -L�� /~ He C-/C-- N� Open Channel Flow Module, Version 3. 4 (c ) 1991 Haestad Methods, Inc . * 37 Brookside Rd * Waterbury, Ct 06708 \U — Z Trapezoidal Channel Analysis & Design Open Channel - Uniform flow Worksheet Name: VALLEY VIEW ESTAlES w� Comment : 8IO-FILTRATION WITH DESIGN CONDITIONS Solve For Depth Given Input Data: N� Bottom Wzdth. . . . . 3. 50 ft Left Side Slope. . 3. 00: 1 (.H: V) Right Side Slope. 3. 00: 1 (H: V) Manning' s n. . . . . . 0. 035 m� Channel Slope. . . . 0. 0200 ft/ ft Discharge. . . . . . . . 0. 74 c f s N� Computed Results: Depth. . . . . . . . . . . . 0^ 13 ft Velocity. . . . . . . . . 1 . 45 fps ~~ Flow Area. . . . . . . . 0. 51 sf Flow Top Width. . . 4. 29 ft Wetted Perimeter . 4. 33 ft Critical Depth. . . 0. 11 ft Critical Slope. . . 0. 0390 ft /ft Froude Number . . . . 0. 74 ( flow is Subcritical ) '// ( L L i� �� , Oo'T- Open Channel Flow Module, Version 3. 4 (c ) 1991 Haestad Methods, Inc . * 37 Brookside Rd * Waterbury, Ct 06708 �7T _ 3 Trapezoidal Channel Analysis & Design Open Channel - Uniform flow Worksheet Name: VALLEY VIEW ESTATES w� Comment : BIO-FILTRATION WITH DESIGN CONDITIONS Solve For Depth Given Input Data: N� Bottom Width. . . . . 3. 50 ft Left Side Slope. . 3. 00: 1 IH: V) Right Side Slope. 3.00: 1 (H: V) N� Manning' s n. . . . . . 0.035 ~� Channel Slope. . . . 0. 0200 ft/ ft Discharge. . . . . . . . 4. 28 cfs Z)F-MOc' AM N� Computed Results: Depth. . . . . . . . . . . . 0.36 ft Velocity. . . . . . . . . 2. 60 fps 's Flow Area. . . . . . . . 1 .65 sf e/F" P_A-/-, L-/w /* u= Flow Top Width. . . 5. 66 ft M07- G1tx /11 6- Wetted Perimeter . 5. 77 ft N� Critical Depth. . . 0. 33 ft Critical Slope. . . 0. 0284 ft/ft Froude Number . . . . 0.85 ( flow is Subcritical ) F fzSD �� 0N /� � -�� O&/ ' P7�� 71 | ()C7 _yLl-tl P- rL0W DE P77f N� Open Channel Flow Module, Version 3. 4 (c ) 1991 Haestad Methods, Inc . * 37 Brookside Rd * Waterbury, Ct 06708 -U _ I ' V I I . BASIN AND COMMUNITY PLANN I NU AREAS ' VII - 1 V III . U IHER PERM I IS 1 1 ' VIII - 1 IX. ER0SI8N/SEUfMENTA[I0M CONTROL DESIGN The temporary erosion plan will be designed to reduce the chances that any construction related silty runoff will leave the site N� and affect downstream facilities. The amount of cleared area in each of the three areas, and the 2-year hydrograph runoff is as N� follows: UASIN 8 H.:L.(-i North 1 . 40 ac 0. 32 cfs N� West 1 . 52 ac 0. 33 cfs Southwest 1 . 23 a 0. 28 c f s m� From page 5. 4. 5. 1-1 of the KCSWDM a sediment trap should contain a minimum surface area at about 3. 5' deep to allow settling of N� the particles. This surface area should be based on the formula; SA = FS(Qz/Vm) where FS = safety factor = 2. 0 Qu = peak 2-year developed flow Vz = particle settling velocity = 0. 00096 f/s w� SA = (2) (0. 32) (0. 00096) = 667 sf for north basin SA = (2) (0. 33) (0. 00096) = 687 sf for west basin N� SA = (.2/ (0. 28) (0. 00096) = 583 sf for southwest basin The sediment trap should have a length to width ratio of at least N� 3: 1 across the bottom. A trap that has 3: 1 side slope, is 22' x 36' at 3. 5' of depth, and has 1 ' of freeboard will have the N� following dimensions: bottom 1 ' x 15' IF 7' x 21 ' 2' 13' x 27' 3' 19" x 33' N� 3. 5' 22' x 36` = 792 sf OK 4. 5' 28' x 42' N� This size will be adequate for all 3 sediment traps. Ix - � � x � PLAT IMPROVEMENTS ' DATE 9-Sep-96 PROJECT NO. 696-001-951 PROJECT NAME VALLEY VIEW ESTATES ' SITE ADDRESS 2100 SHATTUCK AVE S. ITEM UNIT PRICE UNIT QUANTITY PRICE ' R/W IMPROVEMENTS CLEAR & GRUBB SITE $4,000.00 AC 2.7 $10,800.00 ' DEMOLITION $15.00 SY 300 $4,500.00 EXCAVATION $3.00 CU 4500 $13,500.00 EMBANKMENT $10.00 CU 2550 $25,500.00 ' AC. PAVING $7.00 SY 5795 $40,565.00 CRUSH C.T.C. $3.00 SY 5795 $17,385.00 CRUSH S.B.C. $3.00 SY 5990 $17,970.00 ' CONC. CURB& GUTTER $6.80 LF 2757 $18,747.60 CONCRETE SIDEWALK $12.00 LF 2180 $26,160.00 ASPHALT WALK $5.00 LF 570 $2,850.00 ' SUBTOTAL $177,977.60 EROSION/SEDIMENTATION FILTER FENCE $2.50 LF 1300 $3,250.00 HYDROSEED $0.40 SY 4100 $1,640.00 ' ROCK CONSTRUCTION ENTR. $1,800.00 EA 1 $1,800.00 TEMPORRY SEDIMENTATION TRAPS $2,000.00 EA 3 $6,000.00 SUBTOTAL $12,690.00 ' STORM DRAINAGE ' 6" PIPE PVC $6.00 LF 1350 $8,100.00 8" PIPE $12.00 LF 47 $564.00 12" PIPE $18.00 LF 1023 $18,414.00 ' 15" PIPE $20.00 LF 137 $2,740.00 36" PIPE $45.00 LF 4 $180.00 60" PIPE $80.00 LF 65 $5,200.00 ' CB TYPE I AND 1L $850.00 EA 12 $10,200.00 CB TYPE II - 48" $1,600.00 LF 4 $6,400.00 CB TYPE II- 60" $2,200.00 EA 3 $6,600.00 ' RESTRICTOR/SEPARATOR - 12" $400.00 EA 3 $1,200.00 RIRRAP $25.00 CY 50 $1,250.00 EXCAVATION FOR VAULTS $5.00 CY 1200 $6,000.00 CONCRETE WETVAULT $60,000.00 EA 2 $120,000.00 ' BIOFILTRATION SWALE $20.00 LF 200 $4,000.00 SUBTOTAL $190,848.00 1 ' Page - Z ' ITEM UNIT PRICE UNIT QUANTITY PRICE SANITARY SEWER SYSTEM ' SEWER SERVICE 6" DIA. $500 EA 34 $17,000.00 SEWER PIPE 8" DIA. PIPE $15.00 LF 1151 $17,265.00 ' SANITARY SEWER MH. 48" DIA. $1,850.00 EA 8 $14,800.00 CONNECTION TO EXISTING $2,000.00 EA 1 $2,000.00 SUBTOTAL $51,065.00 WATER SYSTEM 1 WATER PIPE 6" DIA. D.I. $14.00 LF 59 $826.00 WATER PIPE 8" DIA. D.I. $19.00 LF 1540 $29,260.00 ' FIREHYDRANT $2,000.00 LF 3 $6,000.00 SERVICE CONNECTION $750.00 EA 34 $25,500.00 CONNECTION TO EXISTING $2,000.00 EA 2 $4,000.00 ' AIR RELIEF ASSEMBLY $600.00 EA 3 $1,800.00 SUBTOTAL 567,386.00 tSTREET ILLUMINATION SYSTEM STREET LIGHTS $2,000 EA 6 $12,000.00 ' ILLUMINATION TRENCHING $6.00 LF 1450 $8,700.00 SUBTOTAL $20,700.00 1 ' R/W IMPROVEMENT $177,977.60 EROSION/SEDIMENTATION $12,690.00 STORM DRAINAGE SYSTEM $190,848.00 ' SANITARY SEWER SYSTEM $51,065.00 WATER SEWER SYSTEM $67,386.00 STREET ILLUMINATION $20,700.00 ' TOTAL IMPROVEMENTS $520,666.60 1 1 Page _ 3 ' XI . MAINTENACE AN OPERATIONS MANUAL 1 ' XI - 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 XII . APPENDIX 1 1 x,= 1 1 i , i 1 i l i , > jReport Geotechnical Engineering Services Proposed Busch Subdivision ! Renton, Washington December 19,' 1995 1 For PanWest, Inc. I r G e,o E n g i n e e\r s File No.4750-001-RO21121995 Gee 11114 Engineers L�_[ December 19, 1995 Consulting Engineers and Geoscientists Offices in Washington, oregon,and Alaska PanWest, Inc. 550 Kirkland Way, No. 408 Kirkland, Washington 98033 Attention: Mr. Christopher Oosterhoff We are pleased to submit two copies of our report of geotechnical engineering services for the proposed 34-lot, single-family residential subdivision in Renton, Washington. Our services were conducted in general accordance with the scope of services described in our proposal dated October 27, 1995. We appreciate the opportunity to be of service to you on this project. Please contact us if you have any questions regarding our findings or report. Yours very truly, GeoEngineers, Inc. � I I o McFadden, P.E. Project Manager Jon W. Koloski Principal JHC:JJM:JWK:vvl Document ID: 4750001.11 cc: Mr. Tom Touma Touma Engineers 15668 West Valley Hwy. Seattle, WA 98188 File No.4750-001-R02 GeoEngineers,Inc. 84111 154th Avenue N.E. Redmond,WA 98052 Telephone(200)861-6000 Fax(206)801-6050 Pi„t.I,, i ,b.J ns, i I CONTENTS Page No. tINTRODUCTION . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1 I SCOPE . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1 SITE CONDITIONS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2 ' SURFACE CONDITIONS 2 SUBSURFACE CONDITIONS 2 COAL MINE FEATURES 3 OTHER GEOLOGIC HAZARDS 4 CONCLUSIONS AND RECOMMENDATIONS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4 GENERAL 4 ' SITE PREPARATION AND EARTHWORK 4 STEEP SLOPE HAZARDS 5 COAL MINE HAZARDS 5 EROSION HAZARDS 6 LANDSLIDE HAZARDS 7 LIMITATIONS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 7 FIGURES Figure No. Vicinity Map 1 M, Site Plan 2 ' APPENDICES Page No. Appendix A - Field Explorations A-1 APPENDIX A FIGURES Figure No. ' Soil Classification System A-1 Logs of Hand Borings A-2 ... A-4 I' I' �' G e o E n g i n e e r s 1 File No.4750-001-11021121995 REPORT GEOTECHNICAL ENGINEERING SERVICES PROPOSED BUSCH SUBDIVISION RENTON, WASHINGTON FOR PANWEST, INC. INTRODUCTION This report presents the results of our geotechnical engineering services for the proposed Busch single-family residential subdivision. The project site is located west of the 2100 block of Shattuck Avenue South in Renton, Washington. The location of the site is shown on the Vicinity Map, Figure 1. Based on information provided by Mr. Tom Touma of Touma Engineers, we understand that the proposed subdivision will include 34 lots. We expect that the lots will be developed as one or two-story single family residences with relatively light foundation and floor loads. The existing and proposed site features are shown on the Site Plan, Figure 2. SCOPE The purpose of our services is to provide you with an assessment of the critical areas hazards at the property and respond to the requirements set forth by the city of Renton. Specifically, our scope of services includes the following tasks: 1. Review available geologic information for the site and surrounding area from published reports and maps, and our files. This included reviewing historical information on coal mines in the project area and copies of the Critical Areas Inventory maps. 2. Complete a geologic reconnaissance of the site and immediately adjacent area to identify any apparent signs of instability or erosion hazard. This included reconnaissance of roadway cut slopes and excavation of shallow hand borings to evaluate the general shallow subsurface soil conditions. 3. Provide guidelines for earthwork including stripping, removal of soft, organic or other unsuitable material and grading. This includes evaluating the effects of weather and construction equipment on the site soils. 4. Provide recommendations for suitable building setback from adjacent steep slopes. 5. Provide an assessment of potential coal mine hazards and delineate coal mine hazard areas which might affect development of the property. 6. Provide an assessment of potential landslide hazards and describe any evidence of existing or past instability evident during our site reconnaissance. This includes recommendations i for fill placement on or near slopes. G e o E n g i n e e r s 1 File No. 4750-001-R02/121995 7. Provide an assessment of potential erosion hazards and describe any existing erosion problems evident during our site reconnaissance. This includes discussion of potential impacts and necessary mitigating techniques. SITE CONDITIONS SURFACE CONDITIONS The site is situated in Section 19, Township 23 North, Range 5 East, Willamette Meridian. The area proposed for development consists of about six acres of land located at the northern tip of a northwest-southeast trending ridge that is west of Shattuck Avenue South and east of the extension of Lake Avenue South. The site is bordered by residences to the east and southeast, open space to the southwest, a steep slope to the west, and residences to the north. The crest of the ridge.and the portion of the site generally located east of the crest consists of a grassy field with scattered deciduous and fruit trees. The western portion of the ridge is vegetated with a dense second growth forest of mixed coniferous and deciduous trees with a moderately dense understory of oregon grape, sword fern and shrubs. We did not observe any evidence of surface water drainage at the site. Slopes at the site include the nearly level ridge crest, the moderate east and north flanks, and the moderate to steep west flank of the ridge. Our field measurements indicate that the slopes on the eastern flank of the ridge are less than 40 percent. Slopes at the northern end of the ridge may locally exceed 40 percent where cuts have been made for an access road along the northern property boundary. Most of these roadway cut areas are on adjacent property. Slopes along most of the western flank of the ridge are generally less than 40 percent with the exception of the northwestern and southwestern site corners. Slopes at the northwestern corner of the site are approximately 80 percent below a break in slope at about Elevation 170 feet. Slopes at the southwestern corner of the site exceed 40 percent in cut slopes for two unpaved roadways located below about Elevation 150 feet. Steep slopes are also present north, west, and south of the proposed development. We observed debris piles consisting of household and construction debris at several locations on the site, including the top of the slope west of the existing Busch residence and near the woodshed. A large debris slope is present near the southern boundary of Lot 22 and to the south of the lot along the slope. SUBSURFACE CONDITIONS 1 We reviewed the Geologic Map of the Renton Quadrangle, King County, Washington, by D.R. Mullineaux, dated 1965, for information regarding site geology. The site and vicinity are mapped as Tertiary Renton Formation, which generally consists of sandstone, mudstone, and shale that has been folded and faulted. Coal is found in seams within this formation beneath a portion of the site. G e o E n g i n e e r s 2 File No. 4750-001-R02/121995 j We explored shallow subsurface soil and round water conditions during our reconnaissance P g g e at the site on November 16, 1995 by excavating 5 borings with hand tools to depths ranging from 3.0 to 4.0 feet below the ground surface. The approximate locations of the hand borings are shown in Figure 2. Details of our field exploration programs together with the hand boring logs are presented in Appendix A. The shallow subsurface conditions, as encountered in our hand borings, are relatively uniform across the site. Soils in the hand borings in the open grassy portions of the site typically include a surficial sod layer approximately 3 to 4 inches in thickness overlying a topsoil layer that extends to a depth approximately 1 to 1.2 feet below the ground surface. This topsoil layer was about 5 to 6 inches thick in 1113-4, located in a forested portion of the site. The soils underlying the topsoil consist of medium dense silty sand with occasional gravel that typically grade to dense at depths of about 3 to 4 feet below the ground surface. This material is weathered bedrock of the Renton Formation, based on the geologic map and our observations of outcrops on and near the site. We observed weathered bedrock in a cut made for a garage/shed on adjacent property "s near the northwestern corner of the site. We observed relatively competent bedrock in an outcrop near a junction of two unpaved roads along the western portion of the site. The bedrock at this location consists of poorly cemented sandstone and dips steeply to the north. Ground water seepage was encountered in hand boring HB-2 at a depth of 3 feet below the ground surface. We did not encounter ground water in our other hand borings. Based on our observations at the northeast portion of the site and our conversations with the site owner, Mrs. Busch, we expect that the water table in the northeast portion of the site is at or within a few feet of the ground surface during the wet season. In general, ground water conditions at the site fluctuate as a function of precipitation, season and other related factors. Shallow perched ground water should be expected during extended periods of wet weather where excavations !` extend to the underlying bedrock. COAL MINE FEATURES We reviewed a study of coal mining in the Renton area by Morrison Knudsen titled, "Engineering Investigation for the Renton, Washington Area," dated January 1985. This study provides information regarding the location and history of coal mining activity on and near the site. We also reviewed coal mine maps available from the Department of Natural Resources. i� Based on information from these sources, we understand that workings of the Sunbeam Mine are located approximately 150 feet beneath the ground surface near the south portion of the site. The coal seams mined in the workings dip steeply to the north-northeast at about 60 degrees following the trend of the bedrock structure. The Sunbeam Mine began operation in about 1925 and closed in 1929 as a result of a mine fire. The approximate locations of the coal mine workings are shown in Figure 2. We did not observe any sinkholes, spoil piles or other features that appear to be related to coal mine activity on the site. We understand from maps of features observed by others that some of these features may be present on undeveloped land south of the site. G e o E n g i n e e r s 3 File No.4750-(X)1-Ro2/121995 OTHER GEOLOGIC HAZARDS The northwestern and southwestern portions of the site are mapped as high landslide hazard areas by the city of Renton. We did not observe evidence of slope instability on undisturbed slopes with the exception of scattered tilted or butt-bowed conifers. We observed an area of shallow landsliding on the cut slope of an unpaved roadway about 100 feet south of the site. We did not observe evidence of significant existing erosion at the site with the exception of evidence of soil creep and slope ravel on steep cuts on and adjacent to the site. CONCLUSIONS AND RECOMMENDATIONS GENERAL In our opinion, the site conditions are generally favorable for development as proposed. However, several proposed lots on the western portion of the site contain steep slopes and are within landslide or erosion hazard areas as mapped by the city of Renton. Individual lots within this area may require site-specific investigations, as described in the following sections. Based on existing site grades, we expect that cuts and fills will be required to attain design grades. Unless earthwork operations are completed during periods of extended dry weather, imported fill will be required for structural fill since the on-site native soils are moisture sensitive. Cuts greater than about 4 feet below the ground surface or near the surface in local areas may encounter competent bedrock that will require ripping with heavy equipment or jackhammering to remove. Our specific geotechnical recommendations for the subdivision are presented in the following sections of this report. SITE PREPARATION AND EARTHWORK The following recommendations apply to all earthwork and structural fill placement and compaction for roadway construction and will generally apply to development of individual lots. • We recommend that the existing sod and vegetation be stripped to a depth of about 4 to 6 inches. We recommend that the topsoil and any loose soil underlying the sod and vegetation be removed to expose a firm base. We expect that the total stripping depth will be about 6 to 12 inches or more below the existing ground surface. • The exposed subgrade should be compacted to a firm, nonyielding condition prior to placing structural fill or formwork. • Imported structural fill should consist of sand and gravel containing less than 5 percent fines by weight relative to the fraction of the material passing the 3/4-inch sieve. Structural fill should be free of rock fragments larger than 6 inches, debris and organic materials. G e o E n g i n e e r s 4 File No.4750-(X)1-R02/121995 • Structural fill placed within 2 feet of pavement subgrade in proposed roadway areas must ' be compacted to at least 95 percent of MDD (maximum dry density) as determined in accordance with the ASTM-D1557 test standard. This will also apply to all structural fill for foundation and floor slab support. Structural fill placed below a depth of 2 feet to ' pavement subgrade should be compacted to at least 90 percent MDD. • Structural fill placed in utility trenches should be compacted to at least 90 percent of MDD ' in accordance with ASTM-D 1557, except in any areas to be paved. In these areas, the upper 2 feet below finished subgrade elevation must be compacted to at least 95 percent of the same standard. • During periods of wet weather, subgrade areas being prepared should be limited in size such that the exposure of the subgrade to wet weather is minimized. STEEP SLOPE HAZARDS The city of Renton defines steep slopes as slopes inclined at more than 40 percent. According to the city of Renton greenbelt regulations, development is prohibited on slopes greater than 40 percent. In addition, we recommend the following setbacks from the tops of steep slopes: • A combined buffer and setback of at least 25 feet should be maintained from the tops of ' slopes steeper than 40 percent and greater than 20 feet in height. This will consist of a 10-foot buffer where the existing vegetation is maintained and a 15-foot setback to the building. • Slopes steeper than 40 percent and less than 20 feet in height may be regraded to a slope flatter than 40 percent or may be subject to a shorter combined buffer and setback as I, determined by a qualified geotechnical engineer or engineering geologist. COAL MINE HAZARDS (' Based on our review of published literature and our site observations, it is our opinion that coal mining activity in the vicinity of the site is limited to workings of the Sunbeam Mine. Documented surficial features related to this mine are situated south and west of the site. We did not observe any mine-related features that would impact the development of the site. We recommend, however, that access to the documented features south of the site be actively (, discouraged. This can be accomplished by methods such as fencing, maintaining the present blackberry cover, and other means. Based on our review of available information, underground mines exist approximately 150 feet below the ground surface at the south portion of the site. These workings are shown Ion Figure 2. The generally accepted depth or thickness of overburden for "safe" surface ' development over underground mines is 200 feet. The 200-foot-depth represents a risk of less than 1 percent for the possible occurrence of a sinkhole(subsidence feature) based on case history I' studies in underground mining areas in Colorado. Based on our research in King County, no �� G e o E n g i n e e r s 5 File No. 4750-001-R02/121995 known sinkholes have been observed where the depth to the workings is in excess of 50 feet. It is therefore our opinion that the risk of sinkhole occurrence is small for the workings underlying the south portion of the site. It is our opinion that the south portion of the site is at risk regarding regional downwarping ' of the ground surface caused by collapse of the abandoned underground workings. The damage to structures built in this portion of the site as a result of regional downwarping may be manifested by jammed doorways or windows, or cracks in drywall or masonry finishing. The structural damage could be similar to that expected for most new, wood-framed construction as a result of ground adjustments to the home foundation loads. We do not characterize this type of damage as threatening to the structure. The northward limit of anticipated downwarping is shown in Figure 2. There is an inherently higher risk of potential damage to a structure built on the subject lots as compared to a similar home built in an area with no underground mines. This is because of the possibility of undocumented underground workings and prospects, and the unknown nature by which regional downwarping is manifested in this area. The area mine workings have been abandoned for several decades, and for this reason, a substantial amount of the collapse in the deep workings should have already occurred. In order to minimize the risk of structural damage because of potential regional downwarping, we recommend that the use of extra rigid foundations supporting a flexible superstructure be considered in the general design. A small, square or a nearly square-shaped building pad is favored over a large, irregularly shaped building pad. Consideration in design of the superstructure should include the ability to relevel the building and any gravity-dependent utilities (sanitary sewers, for example). Utility couplings should be flexible enough to anticipate some post-construction ground movement. We recommend that we be present at the site when the site preparation is initiated. The purpose of our site observations during grading would be to observe the underlying soils to see whether any mining related features (subsidence, sinkholes, adits, air shafts, portals, etc.) are exposed. EROSION HAZARDS We recommend that an Erosion and Sedimentation Control Plan (ESCP) detailing specific locations for engineering controls be prepared for use during and after construction. Erosion control measures should be designed in accordance with the King County Surface Water Design Manual and with applicable city of Renton regulations. The ESCP should incorporate the recommendations described below. • Erosion control measures should be specifically developed to address the individual causes and sources of erosion and sedimentation, and should emphasize erosion control rather than relying primarily on sediment control. G e o E n g i n e e r s 6 File No.4750-(K)1-R02/121995 ' • The erosion control system should include redundancies or backup protection, such that no single element of the system is relied upon to completely control erosion and sedimentation, and should be monitored and maintained. • Preventative erosion control measures that should be implemented on the site include ' minimizing the area of site disturbance, site grading to avoid concentration of surface runoff onto or off of cut or fill slopes and natural slopes, and reestablishing ground cover and vegetation as soon as possible in disturbed areas. • Preventative sediment transport measures that should be implemented along the site boundaries include installation of silt fences, straw bales, or other devices and techniques that will trap sediment and prevent it from moving off site. LANDSLIDE HAZARDS We recommend the following measures to mitigate potential landslide hazards at the site: • An erosion and sedimentation control plan (ESCP) should be developed and implemented i as described in the Erosion Hazards section of this report. I • Combined buffers and setbacks should be maintained as described in the Steep Slope Hazards section of this report. ( � • No fill should be placed on slopes steeper than 4H:IV (horizontal to vertical) without an evaluation of the proposed fill configuration by a representative of GeoEngineers. LIMITATIONS I' We have prepared this report for use by PanWest and Touma Engineers and other members of the design team in the design of a portion of this project. The data and report should be ' provided to prospective contractors for bidding or estimating purposes. However, our report, conclusions and interpretations should not be construed as a warranty of the subsurface conditions. The conclusions and recommendations in this report should be applied in their �1 entirety. The project was in the preliminary planning stage at the time this report was completed. ' We therefore expect that modifications to the proposed plat layout may be made as plans are finalized. If there are any changes in the locations or type of improvements to be constructed, the 'i conclusions and recommendations presented in this report might not be fully applicable. if any such changes are made, we should be retained to review our conclusions and recommendations and to provide written modifications or verifications of these recommendations. Variations in subsurface conditions are possible between the locations of the explorations. Such variations can also occur over time. A contingency for unanticipated conditions should be included in the project budget and schedule for such an occurrence. G e o E n g i n e e r s 7 File No.4750-001-1102/121995 Within the limitations of scope, schedule and budget, our services have been executed in accordance with generally accepted geotechnical practices in this area at the time the report was prepared. No warranty or other conditions, express or implied, should be understood. We appreciate the opportunity to be of service to PanWest, Inc. Please call if you have any questions regarding this report or require additional information. ' Respectfully submitted, ' GeoEngineers, In ; net H. Curran IEngine%ing Geol gis 1 SIU:JE�� iZ`t� cFadden, P.E. EXPIRES 3 7 roject Engineer i L� on W. Koloski Principal 1HC:JJM:]WK:vvl Document ID: 4750001.R Copyright© 1995 by GeoEngineers,Inc.,All rights reserved G e o E n g i n e e r s 8 File No. 4750-001-R02/121995 — -- +� S Y `. f •. RLROAO 1 ,+•• �f""+4a �,`1 , -ip F d r y I `.: + r` BM - Gulf GOUlSE ■ SRN'•' • �' Sewage URl-. yl-o-sposa�- - iar. J� \ Sub p' 3 455 19• •r .i _ .�_ •, ail %�. •� (I t „ �I(--' ;:Longacre4 §I i ;; � „_^ SITE1. 1 ----- - --- �� Track - - y. BNF. I -- -- ` _' - 22 - — r-7--- j a 6 _ ---- -- -� vp _ I BM I29 !I' I• I 11 I o \ _ E Reservoir \ ; L• / \ 2 ■ � 'CIF ,�•� �• ',I I'� � � ' Bm I �{ i '- -- -- -- 30 �, I B • 1 25 2 I� l 45 le �I v 0 0 — 2000 _ 4000 SCALE W FEET Reference: USGS 7.5' topographic quadrangle map 'Renton, Wash.,' photorevised 1973. A�t�. VICINITY MAP Geo�w Engineers FIGURE 1 IF L J -1 r---- Ir Imo_- -, fo ca wao a xi.o 1 iL J j� HB 2J HB-5 •R ,.' `�. III � i se i , i , / Residence HBN 1 To J r0 d o 10 1 f0" .a ,-�,,, ,� Site Boundary I ■ I I � r + r-kq << -r#a.- X/ 0 100 200 SCALE IN FEET Woodshed 1 t �� ► S fk'Jl'JI'� F~-, /fpp' I N V YHB \ w r I 'g67 � � � - I I ♦ �N I _ I\ I J - _ ♦`♦ $U i '\ �O I I Zip I . ,♦ \ \ ' \ \� J Limit of Area ' ` �� 2 0 ' �� ♦♦� \ of Potential I.L, EXPLANATION: Subsidence_+ I \ o g I l HB-1 HAND BORING Residence I ` ` COAL MINE WORKINGS 1 HB-4 \ ' I `4p \ 1 \ 1 1 71 1 \ III I T f . I � - �� SITE PLAN ma I - S. 23RD s T. G e o��Engineers ' FIGURE 2 Q X _ W - CL a - Q � . ow ow imp imp r! �".S'-'"'..�.Sa�.r."``"''%��aiarAdtiWe:w�.itw. •".••:.5�:,i..:;tii8".'L�37411tlNiLYilt4'YW411:nM.3/,d tt'..:W6.:. +.:.:::l..w. APPENDIX A FIELD EXPLORATIONS Subsurface soil conditions were explored by excavating 5 hand borings at the approximate locations shown in Figure 2. The explorations were located in the field by taping from existing site features. The hand borings were excavated on November 16, 1995 by an engineering geologist on our staff using hand tools. The hand borings were excavated to depths ranging from approximately 3.0 to 4.0 feet below the existing ground surface. The explorations were backfilled with the excavated material and compacted with hand tools upon completion. Our representative visually classified the soils encountered, obtained representative soil samples, observed ground water seepage conditions and prepared a detailed log of each exploration. Soils encountered were classified in general accordance with the classification system described in Figure A-1. The hand boring logs are presented in Figures A-2 through A-4. G e o E n g i n e e r s A - 1 File No.4750-001-RO2/121995 SOIL CLASSIFICAT ION SYSTEM GROUP MAJOR DIVISIONS SYMBOL GROUP NAME GRAVEL CLEAN GW WELL-GRADED GRAVEL, FINE TO COARSE GRAVEL COARSE GRAVEL GRAINED GP POORLY-GRADED GRAVEL SOILS More Than 50% of Coarse Fraction GRAVEL GM SILTY GRAVEL Retained WITH FINES on No. 4 Sieve GC CLAYEY GRAVEL More Than 50% SAND CLEAN SAND SW WELL-GRADED SAND, FINE TO COARSE SAND Retained on No. 200 Sieve SP POORLY-GRADED SAND More Than 50% of Coarse Fraction SAND SM SILTY SAND Passes WITH FINES No. 4 Sieve SC CLAYEY SAND FINE SILT AND CLAY ML SILT GRAINED INORGANIC CL CLAY SOILS ' Liquid Limit Less Than 50 ORGANIC OL ORGANIC SILT,ORGANIC CLAY SILT AND CLAY MH SILT OF HIGH PLASTICITY, ELASTIC SILT More Than 50% INORGANIC Passes � CH CLAY OF HIGH PLASTICITY, FAT CLAY No. 200 Sieve Liquid Limit 50 or More ORGANIC OH ORGANIC CLAY, ORGANIC SILT HIGHLY ORGANIC SOILS PT PEAT NOTES: SOIL MOISTURE MODIFIERS: 1. Field classification is based on visual examination of soil Dry- Absence of moisture, dusty, dry to the touch in general accordance with ASTM D2488-90. Moist - Damp, but no visible water 2. Soil classification using laboratory tests is based on ASTM D2487-90. Wet - Visible free water or saturated, usually soil is obtained from below water table 3. Descriptions of soil density or consistency are based on interpretation of blow count data, visual appearance of soils, and/or test data. a 0 C � SOIL CLASSIFICATION SYSTEM W Ge0 M�Engineers FIGURE A-1 LOG OF HAND BORING DEPTH BELOW SOIL GROUP GROUND SURFACE CLASSIFICATION (FEET) SYMBOL DESCRIPTION HAND BORING II13-1 Approximate ground surface elevation: 192 feet 0.0-0.3 Sod 0.3 - 1.0 Topsoil 1.0- 3.0 SM Brown and gray silty fine sand with occasional fine to coarse gravel(medium dense, moist)(weathered bedrock) 3.0-4.0 SM Tan and orange silty fine sand(medium dense,moist)(weathered bedrock) Becomes sandier,dense at 4.0 feet Hand boring completed at 4.0 feet on 11/16/95 No ground water seepage observed Disturbed soil sample obtained at 3.5 feet ' HAND BORING HB-2 Approximate ground surface elevation: 145 feet 0.0-0.3 Sod 0.0- 1.2 Topsoil 1.2-3.5 MIL Dark brown sandy silt with occasional fine to coarse gravel(medium stiff, moist) I Grades to brown at 2.5 feet Grades to wet at 3.0 feet 3.5 - 3.8 SM 'ran and orange silty fine sand with occasional coarse sand and gravel (medium dense,moist)(weathered bedrock) Hand boring completed at 3.8 feet on 11/16/95 Slight ground water seepage observed at 3.0 feet Met refusal on gravel at 3.8 feet Disturbed soil sample obtained at 3.7 feet THE DEPTHS ON THE HAND BORING LOGS,ALTHOUGH SHOWN TO 0.1 FOOT,ARE BASED ON AN AVERAGE OF MEASUREMENTS ACROSS THE HAND BORING AND SHOULD BE CONSIDERED ACCURATE TO 0.5 FOOT. iA LOG OF HAND BORING Geo qp Engineers FIGURE A-2 :9N11 JMUtl'tWY6NiKt0:LYdb:i:+YWMBWIW,IEiPYM1!MYbYYVY'.+M:1.�'LW4.�s'uariY'RwciL:NOIMOIiJYaLYPNHY#:vwe�..Hr�nae[yfYwmnwanwan�,Y.w+ewtmvxwmm�ew��bvu+brmw+w�u 1 LO G OF HAND BORING DEPTH BELOW SOIL GROUP GROUND SURFACE CLASSIFICATION (FEET) SYMBOL DESCRIPTION HAND BORING I113-3 Approximate ground surface elevation: 200 feet 0.0-0.5 Topsoil 0.5- 1.0 ML/SM Topsoil with lenses of tan and orange silty sand with occasional fine to coarse gravel (medium stiff/medium dense,moist) 1.0-3.0 SM Tan and orange silty fine to medium sand(dense,moist)(weathered bedrock) Grades to very dense at 3.0 feet Hand boring completed at 3.0 feet on 11/16/95 No ground water seepage observed Mel refusal on very dense weathered bedrock at 3.0 feet Disturbed soil sample obtained at 2.5 feet HAND BORING 11134 Approximate ground surface elevation: 175 feet 0,0-0.4 Topsoil 0.4-3.0 SM Brown silty fine sand with medium sand and occasional fine to coarse gravel(loose, moist) Grades to medium dense at 2.0 feet 3.0-3.8 Sp-SM Orangish brown fine sand with silt(medium dense,moist) Lenses of gravel at 3.5 feet Hand boring completed at 3.8 feet on 11/16/95 No ground water seepage observed Disturbed soil sample obtained at 3.7 feet THE DEPTHS ON THE HAND BORING LOGS, ALTHOUGH SHOWN TO 0.1 FOOT,ARE BASED ON AN AVERAGE OF MEASUREMENTS ACROSS THE HAND BORING AND SHOULD BE CONSIDERED ACCURATE TO 0.5 FOOT. ;<�' `gtv' LOG OF HAND BORING Geo pEngineers FIGURE A-3 LOG OF HAND BORING DEPTH BELOW SOIL GROUP GROUND SURFACE CLASSIFICATION (FEET) SYMBOL DESCRIPTION HAND BORING IIB-5 Approximate ground surface elevation: 182 feet 0.0- 1.0 Topsoil 1 0- 3.7 SM 'Can silty fine sand with occasional coarse sand(medium dense,moist) Hand boring completed at 3.7 feet on I I/16/95 No ground water seepage observed Disturbed soil sample obtained at 3.7 feet i THE DEPTHS ON THE HAND BORING LOGS, ALTHOUGH SHOWN TO O.I FOOT,ARE BASED ON AN AVERAGE OF MEASUREMENTS ACROSS THE IIAND BORING AND SHOULD BE CONSIDERED ACCURATE TO 0.5 FOOT. �� LOG OF HAND BORING Geo��Engineers FIGURE A-4