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SWP271434
TECHNICAL INFORMATION REPORT for PA,GCAR Parts Division Office Building by BUSH, ROED & HITCHINGS, INS. 2009 MINOR AVENUE EAST `SEATTLE, WASHINGTON t (206) 3234144 BRH JOB NO.90337 MARCH 18, 1991 CRY of REKrON E C E I V E RD JUN 1 8 1991 /.. BILILDING DIVISION TABLE OF CONTENTS Page No. I. Project Overview II. Preliminary Conditions Summary �p . III. Off -Site Analysis 2 . IV. Retention/Detention Analysis and Design �p , V. Conveyance Systems Analysis and Design �3 . VI. Special Reports and Studies n l02 [��cp•rEc� , 1i:EPoRT VII. Basin and Community Planning Areas VIII. Other Permits IX. Erosion/Sedimentation Control Design Cl (0 X. Bond Quantities Work Sheet, Retention/Detention Facility, / QQ • Summary Sheet and Sketch, and Declaration of Covenant I. PROJECT OVERVIEW Page 1 of Z. King County Building and Land Development Division TECHNICAL INFORMATION REPORT (TIR) WORKSHEET ProjectOwner FACC P,� Address 1 %�004 ' ) r- ?l err ; 30 Phone %2 5 - 52 70 Project Engineer 2 o� 'vJEtD Company 3�JSU ,ZDF D Address Phone 3Z3 - 4144 t Q Subdivision Short Subdivision (] Grading Commercial 0 Other Community Project Name Location Township 2 3 Range SC — Section S Project Size 0 , 1 s AC Upstream Drainage Basin Size AC 0 DOF/G HPA 0 Shoreline Management 0 COE 404 0 Rockery 0 DOE Dam Safety 0 Structural Vaults 0 FEMA Floodplain (] Other (] COE Wetlands 0 HPA Drainage Basin L4kG p River (] Stream El Critical Stream Reach ED Depressions/Swales El Lake ED Steep Slopes (] Lakeside/Erosion Hazard Soil Type Slopes J 2GP+J = Additional Sheets Attatched Floodpiain Wetlands Seeps/Springs High Groundwater Table Groundwater Recharge Other Erosion Potential Erosive Velocities 1/90 Papo 2 of 2 3. King County Buliding and Land Development Dlvlslon TECHNICAL INFORMATION REPORT (TIR) WORKSHEET REFERENCE LIMITATION/SITE CONSTRAINT Q Ch. 4 - Downstream Analysis LC— ✓E L ` kJG' , i.t�MPL S T 0 0 a Q Additional Sheets Attatched MINIMUM ESC REQUIREMENTS MINIMUM ESC REQUIREMENTS DURING CONSTRUCTION FOLLOWING CONSTRUCTION Imo] Sedimentation Facilities Q Stabilize Exposed Surface Stabilized Construction Entrance Q 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 Q Cover Practices Flag Limits of NGPES Construction Sequence Q Other Q Other ® Grass Lined Channel ERY Tank 0 Infiltration Method of Analysis ® Pipe System Q Vault Q Depression Q Open Channel Q Energy Dissapator Q Flow Dispersal Compensation/Mitigation Dry Pond 0 Wetland Q Waiver . of Eliminated Site Storage Wet Pond Stream 0 Regional Detention Brief Description of System Operation SP E ET FLO F i L 7 Ek 5-r-k 12 0 Z B) oF� SPE L,orJ ✓cy/4,✓t E To Z 7r- 70/ y✓C,N Facility Related Site Limitations Q Additional Sheets Attatched Reference Fadity Umitation Q Drainage Easement ED Cast in Place Vault Q Other Q Access Easement Q Retaining Wall Q Native Growth Protection Easement Rockery > 4' High Q Tract Structwal on Steep Slope Q Other 'ART 14 SIGNATURE OF •• • I or a civil engineer under my supervision haw visited the site. Actual site conditiois as observed were Incorporated Into this worksheet and the attatchments.. To the best of my knowledge the Information provided here Is accurate, Zz, a'. LIB .. 6a1My 1011FA MIALfl i MAI The PACCAR Parts Division office building is a 6.15 acre project located at 502 Houser Way North. The existing site consists of a combination of existing gravel and paved park- ing areas and some relatively barren land west of Houser Way North. 'The proposed improvements consist of a 58,875 square foot office building with associated parking lots. This project will incorporate grass filter strips and biofiltration swales for water quality considerations. Storm water detention will be provided in underground storage pipes. Oil/water separators will also be provided prior to discharge to the existing 24 inch storm drain in Houser Way North. m SITE ISSAOUAN An All A.0 VICINITY MAP SCALE 14COI L� II. PRELIMINARY CONDITIONS SUMMARY `7. KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL FIGURE 3.S.2A HYDROLOGIC SOIL GROUP OF THE SOILS INKING COUNTY SOIL GROUP HYDROLOGIC GROUP' SOIL GROUP HYDROLOGIC GROUP' Alderwood C Orcas Peat D Arents, Afderwood Material C Oridia D Arents,. Everett Material B Ovall C Beaushe C Pilchuck C Bellingham D Puget D Briscot D Puyallup B BucWey D Ragnar B Coastal Beaches Variable Renton D Eadmont Silt Loam D Riverwash Variable Edgewick C Salal C Everett A Sammamish D Indianola A Seattle D Kap C Shacar D Klaus C Si Silt C Moved Alluvial Land Variable Snohomish D Neilton A Sultan C Newberg B Tukwila Nooksack C Urban ^` Normal Sandy Loam D Woodinville HYDROLOGIC SOIL GROUP CLASSIFICATIONS A. (Law runoff potentiao. Soils having' high infiltration rates, even when thoroughly wetted, and consisting chiefly -of deep, well -to -excessively drained sands or gravels. These soils have a high rate of water transmission. B. (Moderately low runoff potential). Soils having moderate infiltration rates when thoroughly wetted, and consisting chiefly of moderately fine to moderately coarse textures. These soils have a moderate rate of water transmission. C. (Moderately high runoff potential). Soils having slow Infiltration rates when thoroughly wetted, and consisting chiefly of soils with a layer that Impedes downward movement of water, or soils with moderately fine to fine textures. These soils have a slow rate of water transmission. D. (High runoff potential). Soils having very slow infiltration rates when thoroughly wetted and consisting chiefly of clay sods with a high swelling potential, soils with a permanent high water table, soils with a hardpan or day layer at or near the surface, and shallow soils over nearly Impervious material. These soils have a very slow rate of water transmission. ' From SCS, TR-55, Second Edition, June 1W. Exhibit A-1. Revisions made from SCS, Soil Interpretation Record, Form N5. September 1988. se - g 3.5.2-2 I/90 KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL a TABLE 3.51B SCS WESTERN WASHINGTON RUNOFF CURVE NUMBERS W SCS WESTERN WASHINGTON RUNOFF CURVE NUMBERS (Published by SCS in 1982) Runoff curve numbers for selected agricultural, suburban and urban Land use for Type 1 A rainfall distribution, 24-hour storm duration. CURVE NUMBERS BY HYDROLOGIC SOIL GROUP LAND USE DESCRIPTION A B C D Cultivated land(1): winter condition \ 86 , 91 94 95 Mountain open areas: low growing brush and grasslands 74 82 89 92 Meadow or pasture: 65 78 85 89 Wood or forest land: undisturbed 42 64 76 81 Wood or forest land: young second growth or brush 55 72 81 86 Orchard: with cover crop 81 88 92 94 Open spaces, lawns, parks, golf courses, cemeteries, landscaping. good condition: grass cover on 75% or more of the area 68 80 86 90 fair condition: grass cover on 50% to 75% of the area 77 90 92 Gravel roads and parking lots 76 85 89 91 Dirt roads and parking lots 72 82 87 89 Impervious surfaces, pavement, roofs, etc. 98 98 98 98 Open water bodies: lakes, wetlands, ponds, etc. 100 100 100 100 Single Family Residential (2) Dwelling Unft/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/GA 38 4.0 DU/GA 42 4.5 DU/GA 46 5.0 DU/GA 48 5.5 DU/GA 50 6.0 DU/GA 52 6.5 DU/GA 54 7.0 DU/GA 56 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 Nationar tngineenng 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 pawn) are considered to be In good condition for these curve numbers. -fIL 'Fmvlou \S A,91EA s 1 3.5.2-3 I/90 12. III. OFF -SITE ANALYSIS Is. DOWNSTREAM ANALYSIS The PACCAR property will discharge its storm water into the 24 inch storm drain in Houser Way North (vacated) which flows north to North 8th Street. The PACCAR site is contained in a sub -basin area of 130 acres. At the intersection of North 8th Street & Houser Way North, another sub -basin (highlands) of 402 acres enters the 42 inch storm drain which flows 1200 feet west to Garden Avenue North. Drainage then flows north in a 48 inch storm drain about 3000 feet to a series of ponds before discharging to Lake Washington. The PACCAR site is in a total basin area of 716 acres (see basin map next sheet). There are documented problems downstream as indicated in the attached report. Howev- er, the PACCAR site in the developed condition will be releasing drainage at or below the pre -developed flow rate. Because of this there will be no negative downstream effects due to the proposed development. ,��o �Q� mr y 4. r. 1 N•E. loth St. Flooded streets in the area. CAUSE; Small storm drain conveyance pipes and not enough & Monroe Av, NE downstream capacity. I 2. Park Av.N.(Boeing) Flooding in Boeing parking lot. CAUSE; Plugged storm drains, and debris blocking culvertsv and N. 8th St. flowing into Coulon Park. J-1 y ' `'1''4- ` -t 3. N. 8th & Garden Flooding over large street area. CAUSE; Inadequate capacity of pipes, and some debris + Av. N blockage. ' Lake Wash B1vd.N. Landslide from Coulon Park Entrance to 1/2 mile south of 4. north Coulon Park Entrance.. hill that is adjacent to Lake Wash. CAUSE; Steepness of Blvd., and runoff from I-405. Houser Way N. Flooding at and near intersection with NE. Lake Washington 5. Blvd. N. CAUSE; Inadequate capacity of pipes in this area. 6. 1416 Kennewick Flooding on private resident's yard. Catch Basin CAUSE; Pump not functioning and plugged Av. NE downstream. 7. N.E. loth St. Flooding of streets in area. & Kirkland Av. NE. CAUSE; Inadequate capacity of pipe (where downstream pipes are downsized form 10" to 8" in diameter The flooding in this basin is largely due to the inability of the system in the lower portion of the basin to handle the drainage from the Highlands. The 72" diameter pipe being constructed along Garden Av. N. will help this situation.. There are also capacity e to Coulon Park. Increased detention storage in the problems that were seen at. the entranc nes in selected areas in the lower portion of Highlands along with larger storm drain li North Renton Basin appear to be the best solutions to future flood damage in this area. The drainage from I-405 should be examined further in order to mitigate future landslides on Lake Washington Blvd. N. t ROLLING HILLS BASIN (MAP 7) Location Problem/Cause 1. Victoria Hills When the pond reached capacity, it Detention Pond used the designed spillway, causing minor downstream erosion. CAUSE; Decreased capacity caused by large amount of siltation. roximatel 300 ft. north of 2. Talbot & I-405 Talbot Road flooded from app Y the intersection to directly under 1-405. CAUSE; Storm system downstream .was under capacity. 3. S. Grady Way Flooding of South Grady Way from Rainier Av. S. to Talbot Rd. S. x z �. o O z z w w �a1oa —'1_ 3N AY NO1D15 REDWOND AV 3 N AV NE N3311O REDUOND AV o i z S PIERCE �� e o ai s 30a z FWONRJOC AV 40NROE AV HE IYNWOOO AY O L KIRKVJIO AY HE D � G ,�}�RSOt1 r� JEFFEHSON IAV ONY1XNDi O �S os {NDEX Pl NE J3FERSON AV M WDEX AV NOl3N1NwH �O AY NOIDNI80H z NolOmarnH ,y OOQNr(3-p AV NO1,�YO G NOLIVO a t G AT SYrnD t 7(* r z ? AY 1"18 4if Y y� N33O2DElY `35�� � AY H33ODOV N AY May at 1. LS A31E11NOM N10OHf1 N1L3X � � lk w Z v_( 5IC r" Z AbC110YJ aJ C, �N H $ = N AT N MOOY3H �� z N AY K30XY9 H AY F AV )IdYd C� AY XHYd N AV ;W_d I X AV ATD.! NAY (�—c�ti M Y STU& 4D G. t IV. RETENTION/DETENTION ANALYSIS AND DESIGN KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL RETENTION/DETENTION SUMMARY SHEET 1-7 11 Development PACCd.V— PAST —Date (�> r I ?)'9 Location ReNTpN ENGINEER Name .L ON A WEeP Firm _13ft15N 1ZoE1D � 4117041.G Address 7-010`t MIN69. AJE E. SEA rTLC l'/A `1$107 Phone 3- 3 — 4+ /!+ • Developed Site (- 15 acres Number of Lots • Number of Detention Facilities On Site Z • Detention provided in regional facility Regional Facility location • No detention required 0 Acceptable receiving waters • Downstream Drainage Basins Immediate Basin A Basin B Basin C Basin D DEVELOPER Name PAI C C A, Q- 1 1�4 C Firm Address i Q 6 04 MC Major Basin ar— W A.*,N 1"GToV-3 Drainage Basin(s) Onsite Area Offsite Area Type of Storage Facility Live Storage Volume TOTAL INDIVIDUAL BASIN A "->IT C D �• 3�1 3.76 -g -A TA►-tt v 73f�3c (fl T S� Predeveloped Runoff Rate Postdeveloped Runoff Rate Developed Q 2 year 10 year 100 year 2 year 10 year 100 year O�ZC D•43 cF 1. 33 • • 0. bT6 1 '43 0 1 . !4 1 .31 1.601. Z,54• • Type of Restriction Size of Orifice/Restriction Orifice/Restriction No.1 No.2 No.3 No.4 No.5 - •r T 3 f •�Z.. �� .,ep •� 1 /'90 Dn.1 r I "I .I I l i ��� �; •� w 34.8 �, ;rih ,35.1k ��•� 'n T R' F S V X 37.3 I, 36.0 \ c .M oet x �\� 37.1 2 J 40.4 V• 6. i I. x \ _ !rr 9• ` TREE 31.3 g a f \ VJ < x 37.1 i I .V I r; 1xt , h. 41.1 , V", Xo.t , « o X y .� 41 � 3i.i I• ."I r �' 7. 40.4 ' ul 37.10� _ t 1 R M J x _ \ !0 ' < 1 - Paved `\ \\\\ \ < J .r— — \ \\ `�.\ Pun, 38.6 17.1 37.7 Y J q �• 1 � C7 C2t � t `� � • \ � 2 X rN 3B 4 CONC. Paved \ Y \'\'• \ X — r A \ ,Y / I 36.2 I r. ��..• CONC. �g \•\ 4 Paved 17.6 : r 3B. ` , 1 1 �' 36.2 .1 . W.. A. �t-I+ •t1i.L7.. « .•rr%iw...�.L, - X• 8.5 rt: • i::r., �•L ^1 � 1 b ! I _ .10 qf 4.4 17.1 38.9 37 , a 37.2 X V 2 Pave .._. I 1.. 36.8\ -� \ , Ftdre \ ` .-- - � ,� a � vT ? � Paved \ ' X uj 4 4 �. 37.1 ' O X 36.6 y' CONC �Z Paved I ti I K�. 37,1 I • � � 4• � . > to Paved , hl i N Z ct JfY f n , X J � z¢ '1 sS � - trG - -•-- t t.G i .<D��ZJO � - - -- - j�.•>, .. -- • / - •v-(:'�s : l - -- - .i l�' =► - j 1'l l 1 __ I—i. :To `�•`+IIO'. r -� --- - - --ft � _ - - _ � r. •T-- .9 i .. _ -yft _ _ . _ . _ . _ _ R - ;� - - - _ .....� r _ • _ _ _ _ _ . ; y' . ^ ' � � . r 42 O � O. •J -� `• -: -. � X - ti� ♦ • \' '� ...__i—��•,r.�_r-v�^`' - �.-----� . i � •'xi .1"'� • . .; • .—� . �z " ,1 � ;Y.r.i„' 1 \ X" . 1{'•1'tK R _ _ _ -- -_� ter__ .... � • � l• , � e �. ' .. • ... .— _" :s at'� -.- .- - • - - � Ifl :'t y, . �. X \ .9 i.'1 _ nle ,Wlf (Jq 4 ri."/ — 3t .1 l� �' j .:.j}.'o'_^t'W'C,'�1i. _ __-••-__ :--I fi .L4c(S-.ITQ/� .7.•''�•(�ic.X'r� // 1� 1 1 ,, �.... ._____ f I Y�, �i � ►�� '�]I -- -! r'-- i L t '• � ' ID� i'�'`�' . � :i- • i. - --,.. _.... -�"T" ! il; :�ifY'�:Fl�la •a iJ `i �('N '� s_" •' /'//• F.f' .e \ ..4 . t i+ i_ k - " •-d' i...LV::- 4l.t, _ `r i. X i y a / .r� i i� 1` W/,eE Sil Y;ic, �:;i�.'' �•1y �y}y J t� .'+r:f ! 7 �Z f ,It's. �t•i//h. � /�/' •-- cx �• �; F'�— •,�—��1. 1 t+;• 1 �•''s� f t• Azz.L-7 I�;T... r ( � ,.i- `` `-(. `�'''' ,,`�� � � " � F' .'�• '�'.� • � �.�••s�' =20'28"4 . R=890.91 18 • � r-..�-��'/-�/l _ is 4 3s o. s/ ACCAR. IAPTS - - PR.Gftsev Tco RID VTi1JC� MAP - S" 0 9e337. o0 File Basin Hydrograph Storage Discharge Level pool 3MMMMNUIFff4NMIC410OU4Y24MMY04MMMMMYMMMMMMMMMY24MY24MMMM 8 3 INPUT, MODIFY OR BROWSE DATA 3 BASIN ID EE02 SBUH HYDROGRAPH 3 :suES4 MMMMMMMMNmMMMM8 3 3ARE3 TIME OF CONC WORKSHEET 3NFALL CHOICES 3 3RAI3 < ---- Tc Reach Type ---- > Tt(min) 3TYPE IA 3 3TIM3 3TYPE I 3 3TIM3REACH 1 [SHEET][SHALLOW][CHANNEL] 4.35 3TYPE II 3 3RAI3REACH 2 [SHEET][SHALLOW][CHANNEL] 3.99 3TYPE IIA 3 3ABS3REACH 3 [SHEET][SHALLOW][CHANNEL] 0.00 3TYPE 3 3 3BAS3REACH 4 [SHEET][SHALLOW][CHANNEL] 0.00 3USER 1 3 3ST03REACH 5 [SHEET][SHALLOW][CHANNEL] 0.00 3KC 7 DAY 3 3 3 3CUSTOM 3 3PER3Tc, sum of travel times (min).... 8.34 3 3 3ARE3 3 3 3CN 3F10Key: QUIT F5Key: CLEAR 3 3 3 T MMMMMMM> 3 3 3 _. 3 3 3 3 3 > File Basin Hydrograph Storage Discharge Level pool 3MMM5 810000UOOM8 3 3 SHEET FLOW CALCULATOR - INITIAL 300 FEET 3 3 3 3 3 3 ;3Mannings Sheet Flow.....: 0.0110 3 3 3.-.AE3Flow Length (ft)........ : 300.00 3HOICES 3 3RAI32 yr 24 hr rainfall (in): 2.00 3 3 3TIM3Land Slope (ft/ft)...... : 0.0133 3 3 3TIM3 COMPUTED TRAVEL TIME (min): 4.35 3 3 3RAI3 TYPICAL MANNINGS VALUES FOR INITIAL 300 FT 3A 3 3ABS3 3 3 3BAS3Smooth Surfaces ................................... 0.011 3 3 3ST03Fallow Fields of Loose Soil Surface ..............: 0.05 3Y 3 3 3Cultivated Soil with residue cover (s<=0.2 ft/ft): 0.06 3 3 3PER3Cultivated Soil with residue cover (s>0.2 ft/ft).: 0.17 3 3 3ARE3Short prairie grass and lawns ..................... 0.15 3 3 3CN 3Dense grasses ..................................... 0.24 3 3 3 3Bermuda grass ..................................... 0.41 3 3 3 3Range (natural) ................................... 0.13 3 3 3PEA3Woods or forest with light underbrush ............: 0.40 3 3 3PEA3Woods or forest with dense underbrush ............: 0.80 3 3 3TOT3 3 3 33F10Key: QUIT F5Key: CLEAR 3ete 3 3 P(gTMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMM>it 3 T > 21. File Basin Hydrograph Storage Discharge Level pool 3MMM5 MMMMMMMMMM 8MM8 3 CHANNEL FLOW CALCULATOR 3 3 3 3 3 3uES3Flow Length (ft)...: 450.00 3 3 3ARE3Land Slope (ft/ft).: 0.0020 3 3 3RAI3Kc, Velocity Factor: 42.0 3 3 3TIM3 COMPUTED TRAVEL TIME (min): 3.99 3 3 3TIM3 TYPICAL VELOCITY FACTOR VALUES 3 3 3RAI3 3 3 3ABS3 Intermittent Flow - R=0.2 3 3 3BAS3Forested swale w/ heavy ground litter (n=0.10).................: 5 3 3 3ST03Forested drainage course/ravine w/ defined channel bed (n=0.50): 10 3 3 3 3Rock-lined (n=0.035)... : 15 Grassed (n=0.030)... : 17 3 3 3PER3Earth-lined (n=0.025)..: 20 CMP pipe (n=0.024)..: 21 3 3 3ARE3Concrete pipe (n=0.012): 42 other..........: 0.508/n 3 3 3CN 3 Continous Flow - R=0.4 3 3 3 3Meandering stream w/ some pools(n=0.040)....................... 20 3 3 3 3Rock-lined stream(n=0.035)..................................... 23 3 3 3PEA3Grassed-lined stream(n=0.030).................................. 27 3 3 3PEA30ther streams, man-made channels and pipe .................: 0.807/n 3 3 3TOT3 3 3 33F10Key: QUIT F5Key: CLEAR 3 3 3 PgT > 3 T > File Basin Hydrograph Storage Discharge Level pool 3 MMMMM MMMMMMMMMMMMM� 8 z 3 3 3 DES 4MMMMMMMMMMM4MMMMMMMMMMMMMMMMMMMMMM10094MMMM8 3 3ARE3 TIME OF CONC WORKSHEET 3 3 3RAI3 < ---- Tc Reach Type ---- > Tt(min) 3 3 3TIM3 3 3 3TIM3REACH 1 [SHEET][SHALLOW][CHANNEL] 5.29 3 3 3RAI3REACH 2 [SHEET][SHALLOW][CHANNEL] 3.08 3 3 3ABS3REACH 3 [SHEET][SHALLOW][CHANNEL] 5.51 3' 3 3BAS3REACH 4 [SHEET][SHALLOW][CHANNEL] 0.00 3 3 3ST03REACH 5 [SHEET][SHALLOW][CHANNEL] 0.00 31 3 3 3 31 3 3PER3Tc, sum of travel times (min)...: 13.88 3 3 3ARE3 3 3 3CN 3F10Key: QUIT F5Key: CLEAR 3 3 3 TMOOOMMMMMU04MMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMM> 3 3 SUMMARY DATA 3 SPEAK HYDROGRAPH TIME: 8.00 hrs 3 3PEAK HYDROGRAPH FLOW: 0.8913 cfs 3 3TOTAL HYDROGRAPH VOL: 0.3142 ac-ft 3 3 HOME END Fl:Find F2:New F3:Get F4:Tc-Calc F5:Delete 3 3 Pgup Pgdn F6:Compute F7: F8:Method F9:Template F10:Exit 3 File Basin Hydrograph Storage Discharge Level pool 3MMM5 8 M14MM19U0= 8 3 3 SHEET FLOW CALCULATOR - INITIAL 300 FEET 3 3 3 3 3 33Mannings Sheet Flow.....: 0.0110 3 3 3ARE3Flow Length (ft)........ : 235.00 3HOICE!� 3 3RAI32 yr 24 hr rainfall (in): 2.00 3TIM3Land Slope (ft/ft)...... : 0.0050 3 3 3TIM3 COMPUTED TRAVEL TIME (min): 5.29 3 3 3RAI3 TYPICAL MANNINGS VALUES FOR INITIAL 300 FT 3A 3 3ABS3 3 3 3BAS3Smooth Surfaces ................................... 0.011 3 3 3ST03Fallow Fields of Loose Soil Surface..............0.05 3Y 3 3 3Cultivated Soil with residue cover (s<=0.2 ft/ft): 0.06 3 3 3PER3Cultivated Soil with residue cover (s>0.2 ft/ft).: 0.17 3 3 3ARE3Short prairie grass and lawns ..................... 0.15 3 3 3CN3Dense grasses ..................................... 0.24 3 3 3 3Bermuda grass ..................................... 0.41 3 3 3 3Range (natural) ................................... 0.13 3 3 3PEA3Woods or forest with light underbrush ............: 0.40 3 3 3PEA3Woods or forest with dense underbrush ............: 0.80 3 3 3TOT3 3 3 33F10Key: QUIT F5Key: CLEAR 3ete 3 3 PgTMMMMMMMMMMMMMMM MMMMMMMMM >it 3 ,I, MMM > G _ EA S r' >2o��osez> Z/Z 25. File Basin Hydrograph Storage Discharge Level pool 3MMMMMF94Y24MIU4MYMMMMMMMMMMMMMMMMMMMIU4MMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMM8 INPUT, MODIFY OR BROWSE DATA 3 5 MMMMMMMMMMMMMMMMMMMMM MMM MMMMMMMMM8 3 "sL)ES3 SHALLOW CONCENTRATED FLOW CALCULATOR 3 3 3ARE3 3 3 3RAI3Flow Length (ft)...: 135.00 3 3 3TIM3Land Slope (ft/ft).: 0.0044 3 3 3TIM3Kc, Velocity Factor: 11.0 3 3 3RAI3 COMPUTED TRAVEL TIME (min): 3.08 3 3 3ABS3 TYPICAL VELOCITY FACTOR VALUES - R=0.1 3 3 3BAS3 3 3 3STO3Forest with heavy ground litter and meadows (n=0.10).: 3 3 3 3 3Brushy ground with some trees (n=0.060)............... 5 3 3 3PER3Fallow or minimum tillage cultivation (n=0.04)....... : 8 3 3 3ARE3High grass(n=0.035).................................. 9 3 3 3CN 3Short grass, pasture and lawns (n=0.030).............: 11 3 3 3 3Nearly bare ground(n=0.025).......................... 13 3 3 3 3Paved and gravel areas (n=0.012)...................... 27 3 3 3PEA3 3 3 3PEA3F10Key: QUIT F5Key: CLEAR 3 3 3TOTT > 3 3 HOME END Fl:Find F2:New F3:Get F4:Tc-Calc F5:Delete 3 3 Pgup.Pgdn F6:Compute F7:,' F8:Method F9:Template F10:Exit 3 T > Basin `�iydrograph 7eve7po7l Fi3e Storage Discharge 3MMM5 8MM8 3 3 CHANNEL FLOW CALCULATOR 3 3 3 3 3 ,3Flow Length (ft)...: 380.00 3 3 �).,RE31,and Slope (ft/ft) .: 0.0030 3 3 3RAI3Kc, Velocity Factor: 21.0 3 3 3TIM3 COMPUTED TRAVEL TIME (min): 5.51 3 3 3TIM3 TYPICAL VELOCITY FACTOR VALUES 3 3 3RAI3 3 3 3ABS3 Intermittent Flow - R=0.2 3 3 3BAS3Forested swale w/ heavy ground litter (n=0.10).................: 5 3 3 3STO3Forested drainage course/ravine w/ defined channel bed (n=0.50): 10 3 3 3 3Rock-lined (n=0.035)... : 15 Grassed (n=0.030)... : 17 3 3 3PER3Earth-lined (n=0.025)..: 20 CMP pipe (n=0.024)..: 21 3 3 3ARE3Concrete pipe (n=0.012): 42 other..........: 0.508/n 3 3 3CN 3 Continous Flow - R=0.4 3 3 3 3Meandering stream w/ some pools(n=0.040)....................... 20 3 3 3 3Rock-lined stream(n=0.035)..................................... 23 3 3 3PEA3Grassed-lined stream(n=0.030).................................. 27 3 3 3PEA3Other streams, man-made channels and pipe .................: 0.807/n 3 3 3TOT3 3 3 33F10Key: QUIT F5Key: CLEAR 3 3 3 PgTMMMMMMMMMMMVDUiMMMMMMMMMMMMM > 3 T > T� -- 1 >' -C-}! . Yz File Basin Hydrograph Storage Discharge Level pool 3MMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMyff4MMMMMMMMMMMMMMMMM1024MMMMMMMMMMMMMMMMMB INPUT, MODIFY OR BROWSE DATA 3 BASIN ID WE02 SBUH HYDROGRAPH 3 3L)ES4MMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMM8 3 3ARE3 TIME OF CONC WORKSHEET 3 3 3RAI3 < ---- Tc Reach Type ---- > Tt(min) 3 3 3TIM3 3 3 3TIM3REACH 1 [SHEET)[SHALLOW](CHANNEL) 25.18 3 3 3RAI3REACH 2 [SHEET][SHALLOW][CHANNEL] 16.71 3 I 3 3ABS3REACH 3 (SHEET][SHALLOW][CHANNEL) 0.00 3 3 3BAS3REACH 4 [SHEET][SHALLOW][CHANNEL) 0.00 3 3 3ST03REACH 5 [SHEET][SHALLOW][CHANNEL) 0.00 3 3 3 3 3 3 3PER3Tc, sum of travel times (min)...: 41.89 3 3 3ARE3 3 3 3CN 3F10Key: QUIT F5Key: CLEAR 3 3 3 TMMMMMMMMMMMMMy3U4MMM> 3 3 SUMMARY DATA 3 3PEAK HYDROGRAPH TIME: 8117.hrs 3 3PEAK HYDROGRAPH FLOW: 0.4'254',cfs 3 3TOTAL YDR06RAPH V9L: 0/2730 ac t 3 HOME )END Fl:Find' F2:New F3:Get F4:Tc-Calc F5:Delete 3 3 3 Pgup Pgdn F6:Compute F7: FB:Method F9:Template F10:Exit 3 T > File Basin Hydrograph Storage Discharge Level pool 3MMM5 8 8 3 3 SHEET FLOW CALCULATOR - INITIAL 300 FEET 3 3 3 3 3 33Mannings Sheet Flow.....: 300.0000 3 3 !3ARE3Flow Length (ft)........ : 0.05 3HOICES 3 3RAI32 yr 24 hr rainfall (in): 2.00 3 3 3TIM3Land Slope (ft/ft)...... : 0.0034 3 3 3TIM3 COMPUTED TRAVEL TIME (min): 25.18 3 3 3RAI3 TYPICAL MANNINGS VALUES FOR INITIAL 300 FT 3A 3 3ABS3 3 3 3BAS3Smooth Surfaces ................................... 0.011 3 3 3ST03Fallow Fields of Loose Soil Surface ..............: 0.05 3Y 3 3 3Cultivated Soil with residue cover (s<=0.2 ft/ft): 0.06 3 3 3PER3Cultivated Soil with residue cover (s>0.2 ft/ft).: 0.17 3 3 3ARE3Short prairie grass and lawns ..................... 0.15 3 3 3CN 3Dense grasses ..................................... 0.24 3 3 3 3Bermuda grass ..................................... 0.41 3 3 3 3Range (natural) ................................... 0.13 3 3 3PEA3Woods or forest with light underbrush ............: 0.40 3 3 3PEA3Woods or forest with dense underbrush ............: 0.80 3 3 3TOT3 3 3 33F10Key: QUIT F5Key: CLEAR 3ete 3 3 PgT MMMMMMMMM MMMMMMMMM >it 3 T MMMMMMMMMM > -r' — wEs7r 15x, 7-A zs. File Basin Hydrograph Storage Discharge Level pool 3 8 3 INPUT, MODIFY OR BROWSE DATA 3 5 MMMMMMMMMMP+�MMM 8 3 _-ES3 SHALLOW CONCENTRATED FLOW CALCULATOR 3 3 3ARE3 3 3 3RAI3Flow Length (ft)...: 760.00 3 3 3TIM3Land Slope (ft/ft).: 0.0034 3 3 3TIM3Kc, Velocity Factor: 13.0 3 3 3RAI3 COMPUTED TRAVEL TIME (min): 16.71 3 3 3ABS3 TYPICAL VELOCITY FACTOR VALUES - R=0.1 3 3 3BAS3 3 3 3ST03Forest with heavy ground litter and meadows (n=0.10).: 3 3 3 3 3Brushy ground with some trees (n=0.060)............... 5 3 3 3PER3Fallow or minimum tillage cultivation (n=0.04)....... : 8 3 3 3ARE3High grass(n=0.035).................................. 9 3 3 3CN 3Short grass, pasture and lawns (n=0.030).............: 11 3 3 3 3Nearly bare ground(n=0.025).......................... 13 3 3 3 3Paved and gravel areas (n=0.012)...................... 27 3 3 3PEA3 3 3 3PEA3F10Key: QUIT F5Key: CLEAR 3 3 3TOTT > 3 3 HOME END Fl:Find F2:New F3:Get F4:Tc-Calc F5:Delete 3 3 Pgup Pgdn F6:Compute F7: F8:Method F9:Template F10:Exit 3 T > Z(,P. File Basin Hydrograph Storage Discharge Level pool 3 MMMMMMMMM NII`C*IM 8 3 3 3UES4MMMMMmmmmMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMmMMMMMMMMMM8 3 3ARE3 TIME OF CONC WORKSHEET 3 3 3RAI3 < ---- Tc Reach Type ---- > Tt(min) 3 3 3TIM3 3 3 3TIM3REACH 1 [SHEET][SHALLOW][CHANNEL] 0.92 3 3 3RAI3REACH 2 [SHEET][SHALLOW][CHANNEL] 7.39 3 3 3ABS3REACH 3 [SHEET][SHALLOW][CHANNEL] 0.56 3 3 3BAS3REACH 4 [SHEET][SHALLOW][CHANNEL] 13.02 3 3 3ST03REACH 5 [SHEET][SHALLOW][CHANNEL] 0.44 3 3 3 3 3 3 3PER3Tc, sum of travel times (min).... 22.34 3 3 3ARE3 3 3 3CN 3F10Key: QUIT F5Key: CLEAR 3 3 3 T Y24MY *94MM> 3 3 SUMMARY DATA 3 3PEAK HYDROGRAPH DIME: 8.00 hrs 3 3PEAK,HY ROGRAPH F OW: 1.1452 cfs `,� 3 3TOTAI\ DR\QG�APH VQL:i \0.A675 \ac-ft 3 3 HOME ND F1:Find F2:New" F3:Get F4:Tc-Ca1cl.._F5:Delete 3 3 Pgup Pgdn F6:Compute F7: F8:Method F9:Template F10:Exit 3 T > File Basin Hydrograph Storage Discharge Level pool 3MMM5 8 8 3 3 SHEET FLOW CALCULATOR - INITIAL 300 FEET 3 3 3 3 3 3 33Mannings Sheet Flow.....: 0.0110 3 3 3nRE3Flow Length (ft)........ : 58.00 3HOICES 3 3RAI32 yr 24 hr rainfall (in): 2.00 3 3 3TIM3Land Slope (ft/ft)...... : 0.0240 3 3 3TIM3 COMPUTED TRAVEL TIME (min): 0.92 3 3 3RAI3 TYPICAL MANNINGS VALUES FOR INITIAL 300 FT 3A 3 3ABS3 3 3 3BAS3Smooth Surfaces ................................... 0.011 3 3 3ST03Fallow Fields of Loose Soil Surface ............... 0.05 3Y 3 3 3Cultivated Soil with residue cover (s<=0.2 ft/ft): 0.06 3 3 3PER3Cultivated Soil with residue cover (s>0.2 ft/ft).: 0.17 3 3 3ARE3Short prairie grass and lawns ..................... 0.15 3 3 3CN 3Dense grasses ..................................... 0.24 3 3 3 3Bermuda grass ..................................... 0.41 3 3 3 3Range (natural) ................................... 0.13 3 3 3PEA3Woods or forest with light underbrush ............: 0.40 3 3 3PEA3Woods or forest with dense underbrush ............: 0.80 3 3 3TOT3 3 3 33F10Key: QUIT F5Key: CLEAR 3ete 3 3 PgTMMMM mmmmmmmmmmmmmmmmyu4mmMMMEMMMMMMM>it 3 TMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMM> z7. File Basin Hydrograph Storage Discharge Level pool 3MMMMMMMMMMMMMMMKMMMMMMMMMMMMMMMMMMMmmmmMmmMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMM8 ' INPUT, MODIFY OR BROWSE DATA 3 5MMMMMMMMMMy24MMMMMMMMMMMMMmNnqmmmmmmMMIC4MMMMMMMMMMMMPn,4M VDR4MMMMMMMMM8 3 3DES3 SHALLOW CONCENTRATED FLOW CALCULATOR 3 3 3ARE3 3 3 3RAI3Flow Length (ft)...: 345.00 3 3 3TIM3Land Slope (ft/ft).: 0.0050 3 3 3TIM3Kc, Velocity Factor: 11.0 3 3 3RAI3 COMPUTED TRAVEL TIME (min): 7.39 3 3 3ABS3 TYPICAL VELOCITY FACTOR VALUES - R=0.1 3 3 3BAS3 3 3 3ST03Forest with heavy ground litter and meadows (n=0.10).: 3 3 3 3 3Brushy ground with some trees (n=0.060)............... 5 3 3 3PER3Fallow or minimum tillage cultivation (n=0.04)....... : 8 3 3 3ARE3High grass(n=0.035).................................. 9 3 3 3CN 3Short grass, pasture and lawns (n=0.030).............: 11 3 3 3 3Nearly bare ground(n=0.025).......................... 13 3 3 3 3Paved and gravel areas (n=0.012)...................... 27 3 3 3PEA3 3 3 3PEA3F10Key: QUIT F5Key: CLEAR 3 3 3TOTT > 3 3 HOME END Fl:Find F2:New F3:Get F4:Tc-Calc F5:Delete 3 3 Pgup Pgdn F6 : Compute ,, F7 : / F8 : Method F9 : Template F10 : Exi.t-�_. 3 T > File Basin Hydrograph Storage Discharge Level pool 3MMM5 8MM8 3 3 CHANNEL FLOW CALCULATOR 3 3 3 3 3 33Flow Length (ft)...: 115.00 3 3 3ARE3Land Slope (ft/ft).: 0.0262 3 3 3RAI3Kc, Velocity Factor: 21.0 3 3 3TIM3 COMPUTED TRAVEL TIME (min): 0.56 3 3 3TIM3 TYPICAL VELOCITY FACTOR VALUES 3 3 3RAI3 3 3 3ABS3 Intermittent Flow - R=0.2 3 3 3BAS3Forested swale w/ heavy ground litter (n=0.10).................: 5 3 3 3ST03Forested drainage course/ravine w/ defined channel bed (n=0.50): 10 3 3 3 3Rock-lined (n=0.035)... : 15 Grassed (n=0.030)... : 17 3 3 3PER3Earth-lined (n=0.025)..: 20 CMP pipe (n=0.024)..: 21 3 3 3ARE3Concrete pipe (n=0.012): 42 other..........: 0.508/n 3 3 3CN 3 Continous Flow - R=0.4 3 3 3 3Meandering stream w/ some pools(n=0.040)....................... 20 3 3 3 3Rock-lined stream(n=0.035)..................................... 23 3 3 3PEA3Grassed-lined stream (n=0.030)........ ......................... 27 3 3 3PEA30ther streams, man-made channels and pipe .................: 0.807/n 3 3 3TOT3 3 3 33F10Key: QUIT F5Key: CLEAR 3 3 3 PgTMMMMMMMMM > 3 TMY24MMMMMMMMMMMY24MMMMMMMMMMMMMMMMMMMMMMMMMY24II IMMMMMMMMMMMMMMMM M> TL- KJsSr 3/:;. File Basin Hydrograph Storage Discharge Level pool 3MMM5MM M 8MM8 3 CHANNEL FLOW CALCULATOR 3 3 3 3 3 3UES3Flow Length (ft)...: 420.00 3 3 3ARE3Land Slope (ft/ft).: 0.0010 3 3 3RAI3Kc, Velocity Factor: 17.0 3 3 3TIM3 COMPUTED TRAVEL TIME (min): 13.02 3 3 3TIM3 TYPICAL VELOCITY FACTOR VALUES 3 3 3RAI3 3 3 3ABS3 Intermittent Flow - R=0.2 3 3 3BAS3Forested swale w/ heavy ground litter (n=0.10).................. 5 3 3 3ST03Forested drainage course/ravine w/ defined channel bed (n=0.50): 10 3 3 3 3Rock-lined (n=0.035)...: 15 Grassed (n=0.030)... : 17 3 3 3PER3Earth-lined (n=0.025)..: 20 CMP pipe (n=0.024)..: 21 3 3 3ARE3Concrete pipe (n=0.012): 42 other..........: 0.508/n 3 3 3CN 3 Continous Flow - R=0.4 3 3 3 3Meandering stream w/ some pools(n=0.040)....................... 20 3 3 3 3Rock-lined stream(n=0.035)..................................... 23 3 3 3PEA3Grassed-lined stream (n=0.030)........ 27 3 3 3PEA30ther streams, man-made channels and pipe .................: 0.807/n 3 3 3TOT3 3 3 33F10Key: QUIT F5Key: CLEAR 3 3 3 PgT > 3 T > File Basin Hydrograph Storage Discharge Level pool 3MMM5 8MM8 3 3 CHANNEL FLOW CALCULATOR 3 3 3 3 3 33Flow Length (ft)...: 70.00 3 3 3ARE3Land Slope (ft/ft).: 0.0157 3 3 3RAI3Kc, Velocity Factor: 21.0 3 3 3TIM3 COMPUTED TRAVEL TIME (min): 0.44 3 3 3TIM3 TYPICAL VELOCITY FACTOR VALUES 3 3 3RAI3 3 3 3ABS3 Intermittent Flow - R=0.2 3 3 3BAS3Forested swale w/ heavy ground litter (n=0.10).................: 5 3 3 3ST03Forested drainage course/ravine w/ defined channel bed (n=0.50): 10 3 3 3 3Rock-lined (n=0.035)... : 15 Grassed (n=0.030)... : 17 3 3 3PER3Earth-lined (n=0.025)..: 20 CMP pipe (n=0.024)..: 21 3 3 3ARE3Concrete pipe (n=0.012): 42 other..........: 0.508/n 3 3 3CN 3 Continous Flow - R=0.4 3 3 3 3Meandering stream w/ some pools(n=0.040)....................... 20 3 3 3 3Rock-lined stream(n=0.035)..................................... 23 3 3 3PEA3Grassed-lined stream (n=0.030)........ 27 3 3 3PEA30ther streams, man-made channels and pipe .................: 0.807/n 3 3 3TOT3 3 3 33F10Key: QUIT F5Key: CLEAR 3 3 3 PgTMMMMM M > 3 TYaOU4MMPUM4MMMMYaa4MY24MMMYR4MMMMMMMMMMMMMMMMY04MMMMMYRIMM> 2 9, 6/ 5/91 Bush, Roed & Hitchings, Inc. page 1 PACCAR PARTS DISTRIBUTION BASIN SUMMARY M o %-T E A`-7c- rLY BASIN ID: BF1 NAME: BIOFILTRATION SWALE # 1 SBUH METHODOLOGY TOTAL AREA.......: 0.38 Acres BASEFLOWS: 0.00 cfs RAINFALL TYPE....: USER1 PERVIOUS AREA PRECIPITATION....: 2.00 inches AREA..: 0.23 Acres TIME INTERVAL....: 10.00 min CN.... : 85.00 TIME OF CONC.....: 5.38 min IMPERVIOUS AREA ABSTRACTION COEFF: 0.20 AREA..: 0.15 Acres CN..... 98.00 TcReach - Sheet L: 240.00 ns:0.0110 p2yr: 2.00 s:0.0050 PEAK RATE: 0.11 cfs VOL: 0.04 Ac-ft TIME: 470 min SwA�i. At-QV�C� NOU! --CV- of 140-ASEYT _ BASIN ID: BF2 NAME: BIOFILTRATION SWALE # 2 SBUH METHODOLOGY TOTAL AREA.......: 0.56 Acres BASEFLOWS: 0.00 cfs RAINFALL TYPE....: USER1 PERVIOUS AREA PRECIPITATION....: 2.00 inches AREA..: 0.18 Acres TIME INTERVAL....: 10.00 min CN....: 85.00 TIME OF CONC.....: 2.31 min IMPERVIOUS AREA ABSTRACTION COEFF: 0.20 AREA..: 0.38 Acres CN..... 98.00 TcReach - Sheet L: 145.00 ns:0.0110 p2yr: 2.00 s:0.0150 PEAK RATE: 0.25 cfs VOL: 0.07 Ac-ft TIME: 470 min BASIN ID: EE02 SBUH METHODOLOGY TOTAL AREA........ RAINFALL TYPE....: PRECIPITATION....: TIME INTERVAL....: TIME OF CONC.....: ABSTRACTION COEFF: TcReach - Sheet L: TcReach - Channel L: PEAK RATE: 0.82 cfs NAME: EAST EX. 2YR 2.39 Acres BASEFLOWS: 0.00 cfs USER1 PERVIOUS AREA 2.00 inches AREA..: 0.98 Acres 10.00 min CN.... : 65.00 8.34 min IMPERVIOUS AREA 0.20 AREA..: 1.41 Acres CN.... . 98.00 300.00 ns:0.0110 p2yr: 2.00 s:0.0133 450.00 kc:42.00 s:0.0020 VOL: 0.27 Ac-ft TIME: 480 min 30. 6/ 5/91 Bush, Roed & Hitchings, Inc. page 2 PACCAR PARTS DISTRIBUTION --------------------------------------------------------------------- --------------------------------------------------------------------- BASIN SUMMARY BASIN ID: EE10 NAME: EAST EX. 10YR SBUH METHODOLOGY TOTAL AREA.......: 2.39 Acres BASEFLOWS: 0.00 cfs RAINFALL TYPE....: USER1 PERVIOUS AREA PRECIPITATION....: 2.90 inches AREA..: 0.98 Acres TIME INTERVAL....: 10.00 min CN....: 85.00 TIME OF CONC.....: 8.34 min IMPERVIOUS AREA ABSTRACTION COEFF: 0.20 AREA..: 1.41 Acres CN..... 98.00 PEAK RATE: 1.33 cfs VOL: 0.44 Ac-ft TIME: 480 min BASIN ID: EP02 NAME: EAST PROPOSED 2YR SBUH METHODOLOGY TOTAL AREA.......: 2.39 Acres BASEFLOWS: 0.00 cfs RAINFALL TYPE....: USER1 PERVIOUS AREA PRECIPITATION....: 2.00 inches AREA..: 0.48 Acres TIME INTERVAL....: 10.00 min CN....: 85.00 TIME OF CONC.....: 13.88 min IMPERVIOUS AREA ABSTRACTION COEFF: 0.20 AREA..: 1.91 Acres CN....: 98.00 TcReach - Sheet L: 235.00 ns:0.0110 p2yr: 2.00 s:0.0050 TcReach - Shallow L: 135.00 ks:11.00 s:0.0044 TcReach - Channel L: 380.00 kc:21.00 s:0.0030 PEAK RATE: 0.89 cfs VOL: 0.31 Ac-ft TIME: 480 min BASIN ID: EP10 NAME: EAST PROPOSED 10YR SBUH METHODOLOGY TOTAL AREA.......: 2.39 Acres BASEFLOWS: 0.00 cfs RAINFALL TYPE....: USER1 PERVIOUS AREA PRECIPITATION....: 2.90 inches AREA..: 0.48 Acres TIME INTERVAL....: 10.00 min CN....: 85.00 TIME OF CONC.....: 13.88 min IMPERVIOUS AREA ABSTRACTION COEFF: 0.20 AREA..: 1.91 Acres CN..... 98.00 PEAK RATE: 1.37 cfs VOL: 0.48 Ac-ft TIME: 480 min 6/ 5/91 BASIN ID: EP25 SBUH METHODOLOGY TOTAL AREA.......: RAINFALL TYPE....: PRECIPITATION....: TIME INTERVAL....: TIME OF CONC.....: ABSTRACTION COEFF: Bush, Roed & Hitchings, Inc. PACCAR PARTS DISTRIBUTION BASIN SUMMARY NAME: EAST PROPOSED 25YR STORM 2.39 Acres BASEFLOWS: 0.00 cfs USER1 PERVIOUS AREA 3.40 inches AREA..: 0.48 Acres 10.00 min CN....: 85.00 13.88 min IMPERVIOUS AREA 0.20 AREA..: 1.91 Acres CN..... 98.00 PEAK RATE: 1.64 cfs VOL: 0.58 Ac-ft TIME: 480 min BASIN ID: WE02 NAME: WEST EX. 2YR SBUH METHODOLOGY TOTAL AREA.......: 3.76 Acres BASEFLOWS: 0.00 cfs RAINFALL TYPE....: USER1 PERVIOUS AREA PRECIPITATION....: 2.00 inches AREA..: 3.46 Acres TIME INTERVAL....: 10.00 min CN....: 85.00 TIME OF CONC.....: 41.89 min IMPERVIOUS AREA ABSTRACTION COEFF: 0.20 AREA..: 0.29 Acres CN..... 98.00 TcReach - Sheet L: 0.05 ns:300.0000 p2yr: 2.00 s:0.0034 TcReach - Shallow L: 760.00 ks:13.00 s:0.0034 PEAK RATE: 0.43 cfs VOL: 0.27 Ac-ft TIME: 490 min BASIN ID: WE10 NAME: WEST EX. 10YR SBUH METHODOLOGY TOTAL AREA.......: 3.76 Acres BASEFLOWS: 0.00 cfs RAINFALL TYPE....: USER1 PERVIOUS AREA PRECIPITATION....: 2.90 inches AREA..: 3.46 Acres TIME INTERVAL....: 10.00 min CN....: 85.00 TIME OF CONC.....: 41.89 min IMPERVIOUS AREA ABSTRACTION COEFF: 0.20 AREA..: 0.29 Acres CN..... 98.00 PEAK RATE: 0.87 cfs VOL: 0.50 Ac-ft TIME: 490 min page 3 6/ 5/91 Bush, Roed & Hitchings, Inc. PACCAR PARTS DISTRIBUTION BASIN SUMMARY BASIN ID: WE100 NAME: WEST EXISTING 100YR STORM SBUH METHODOLOGY TOTAL AREA.......: 3.76 Acres BASEFLOWS: 0.00 cfs RAINFALL TYPE....: USER1 PERVIOUS AREA PRECIPITATION....: 3.90 inches AREA..: 3.46 Acres TIME INTERVAL....: 10.00 min CN.... : 85.00 TIME OF CONC.....: 41.89 min IMPERVIOUS AREA ABSTRACTION COEFF: 0.20 AREA..: 0.29 Acres CN..... 98.00 TcReach - Sheet L: 0.05 ns:300.0000 p2yr: 2.00 s:0.0034 TcReach - Shallow L: 760.00 ks:13.00 s:0.0034 PEAK RATE: 1.43 cfs VOL: 0.77 Ac-ft TIME: 480 min 37, page 4 1) Po (- K D.P TO BASIN ID: WG25 NAME WEn. ST SUBGRADE& 25YR STORM '�RACsE woe, SBUH METHODOLOGY TOTAL AREA.......: 3.76 Acres BASEFLOWS: 0.00 cfs RAINFALL TYPE....: USER1 PERVIOUS AREA PRECIPITATION....: 3.40 inches AREA..: 3.76 Acres TIME INTERVAL....: 10.00 min CN....: 85.00 TIME OF CONC.....: 22.34 min IMPERVIOUS AREA ABSTRACTION COEFF: 0.20 AREA..: 0.00 Acres CN..... 98.00 PEAK RATE: 1.42 cfs VOL: 0.60 Ac-ft TIME: 480 min BASIN ID: WP02 NAME: WEST PROPOSED 2YR SBUH METHODOLOGY TOTAL AREA.......: 3.76 Acres BASEFLOWS: 0.00 cfs RAINFALL TYPE....: USER1 PERVIOUS AREA PRECIPITATION....: 2.00 inches AREA..: 1.08 Acres TIME INTERVAL....: 10.00 min CN....: 85.00 TIME OF CONC.....: 22.34 min IMPERVIOUS AREA ABSTRACTION COEFF: 0.20 AREA..: 2.68 Acres CN..... 98.00 TcReach - Sheet L: 58.00 ns:0.0110 p2yr: 2.00 s:0.0240 TcReach - Shallow L: 345.00 ks:11.00 s:0.0050 TcReach - Channel L: 115.00 kc:21.00 s:0.0262 TcReach - Channel L: 420.00 kc:17.00 s:0.0010 TcReach - Channel L: 70.00 kc:21.00 s:0.0157 PEAK RATE: 1.15 cfs VOL: 0.47 Ac-ft TIME: 480 min 33. 6/ 5/91 Bush, Roed & Hitchings, Inc. PACCAR PARTS DISTRIBUTION BASIN ID: WP10 SBUH METHODOLOGY TOTAL AREA.......: RAINFALL TYPE....: PRECIPITATION....: TIME INTERVAL....: TIME OF CONC.....: ABSTRACTION COEFF: BASIN SUMMARY NAME: WEST PROPOSED 10YR 3.76 Acres USER1 2.90 inches 10.00 min 22.34 min 0.20 PEAK RATE: 1.80 cfs VOL: 0.73 BASIN ID: WP100 SBUH METHODOLOGY TOTAL AREA........ RAINFALL TYPE....: PRECIPITATION....: TIME INTERVAL....: TIME OF CONC.....: ABSTRACTION COEFF: BASEFLOWS: 0.00 cfs PERVIOUS AREA AREA..: 1.08 Acres CN.... . 85.00 IMPERVIOUS AREA AREA..: 2.68 Acres CN....: 98.00 Ac-ft TIME: 480 min NAME: WEST PROPOSED 100YR 3.76 Acres BASEFLOWS: 0.00 cfs USER1 PERVIOUS AREA 3.90 inches AREA..: 1.08 Acres 10.00 min CN....: 85.00 22.34 min IMPERVIOUS AREA 0.20 AREA..: 2.68 Acres CN..... 98.00 PEAK RATE: 2.55 cfs VOL: 1.03 Ac-ft TIME: 480 min BASIN ID: WP25 SBUH METHODOLOGY TOTAL AREA.......: RAINFALL TYPE....: PRECIPITATION....: TIME INTERVAL....: TIME OF CONC.....: ABSTRACTION COEFF: NAME: WEST PROPOSED 25YR STORM 3.76 Acres BASEFLOWS: 0.00 cfs USER1 PERVIOUS AREA 3.40 inches AREA..: 1.08 Acres 10.00 min CN....: 85.00 22.34 min IMPERVIOUS AREA 0.20 AREA..: 2.68 Acres PEAK RATE: 2.17 cfs VOL: CN..... 98.00 0.88 Ac-ft TIME: 480 min page 5 6/ 5/91 Bush, Roed & Hitchings, Inc. page 6 PACCAR PARTS DISTRIBUTION HYDROGRAPH SUMMARY PEAK TIME VOLUME HYD RUNOFF OF OF Contrib NUM RATE PEAK HYDRO Area cfs min. cf-AcFt Acres --------------------------------------------- �1~�Z 1 0.823 480 11910 cf 2.39 �EA� eZ2we. 5'73eYv, EG-ita 2 1.329 480 19012 cf 2.39E—FAST E,C• Jo y2•sror�.✓� G-P3 0.891 480 13688 cf 2. 39PC~C> z. v2. srDe-/yl �?J 05 4 1.373 480 21124 cf 2. 39.. -F/AN ?e�P°sEa �v Y�• s�R'� wEmZ 5 0.425 490 11892 cf 3.76E— v1E5r E-x• ZN2 sToem WE 10 6 0.875 490 21767 cf 3 . 76F- WCsr, EX. /D v2. sToe.�►� \.JPd17 1.145 480 20362 cf 3.76.<-- WCC-, PFaP0SC-D 2yp-•5 oKM WP10 8 1.801 480 31837 cf 3.76E—wet FC'aPos&,>'o v2. seen $F 1 9 0.115 470 1630 cf 0.38E--B�cFi�T�A'r�a� 3F2 10 0.254 470 2968 cf 0.56E-- 0PF,L-;leADJ 6-JA-&'FZ F-pZ s l l 1.643 480 25318 cf 2. 3 9 E-- S ST 25' `f e. $ee "'l �,rS12 2.172 480 38345 cf 3.76-,-- vxsr PapP°Sr-D zs Y,e,Y7,11� yJ4 2.6 13 1.425 480 26322 cf 3.7 6c- 25 \1 • S"QH' vJ6 14 1.434 480 33696 cf 3.76E--/Do yQ' 5.7DPrn C 15 0.425 560 20362 cf 3 .76 -t-ZYe• DExJ, oOTTLD'-J 4yz>z • 16 0.875 540 31837 cf 3 .76r- ioye • D--o. o�rr--D,.J N4 vJ6s10 17 0.426 560 20362 cf 3 . 76E•- 2 4t mow. o,rF", - J «r) 18 0.875 540 31837 cf 3.76E—/oVR.TX-0-DoTr---) •��,+sr) wFloo 19 2.547 480 44913 cf 3 .76.c--- FW-v�s6-D /Pv ye 20 1.434 530 44913 cf 3 .76�-/60 YP- • D���� °`-rF� �yDQ • (,)``'T� 35 File Basin Hydrograph Storage Discharge Level pool Bush, Roed & Hitchings, Inc.2MMMMMMMMMMMMMMMMM8 401MMMMMMMMMMM MMMMMMMMMMMMMMMMMMMMMMMMM8 3 LEVEL POOL ROUTING INSTRUCTIONS 3 3 J PRE INFLO STG STG OUTFL 3 3 3 DESCRIPTION HYD # HYD # STOR DIS HYD # 3 3 3 ID ID 3 3 3[2YR STORM [1 )Ve ] [2 ] [2 ] [ 17] 3 3 3[10YR STORM [2 �.) I4 ] [2 ] [2 ] [ 181 3 3 3 Z 7E/Zq -Q `�ToevH [ -� ; } [ J [ [ ] [ ] 3M> 3 Fjz S-Torm % ) "t J [ ) [ ] [ ) [ ) 3 3 3[ J [ ] [ ] [ J [ J [ ] 3 3[ ) [ ] [ ] [ ] C ] [ ] 3 3[ ) [ ] [ ) [ ) [ ] [ ) 3 3[ ] [ ) [ ) [ ) [ ] [ ) 3 3 3 3 3 3 F6: CLEAR F10: EXIT 3 T > Overlay loaded to Expanded Memory Available Memory remaining: 129405 bytes Current Data Set Name: D:\WORKS\PROJECTS\90337 File Basin Hydrograph Storage Discharge Level pool Bush, Roed & Hitchings, Inc.2MMMMMMMMMM24MMMMMM8 3 8 ROUTING COMPARISON TABLE 3 MATCH INFLOW STO DIS PEAK PEAK OUT 3 DESCRIPTION PEAK PEAK No. No. STG OUT HYD 3 3 32YR STORM 0.82 0.89 2 2 32.56 0.82 17 3 310YR STORM 1.33 1.37 2 2 32.97 1.33 18 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 91MMMMM . > Overlay loaded to Expanded Memory Available Memory remaining: 129405 bytes Current Data Set Name: D:\WORKS\:PROJECTS\90337 340. � s � srs; E,�►-, File Basin Hydrograph Storage Dischargp T.-Niel pool 3MMMMMMMMMMMMMMMMMMMY24MMIOU4MMYfY24MMS 3 UNDERGROUND PIPE 3 3 STORAGE STRUCTURE ID: 2 3 3 3 3Name: EAST DETENTION PIPE 3 3Pipe Length (ft)...: 150.00 3 3Pipe Diameter (ft).: 2.50 3 3Pipe Slope (ft/ft).: 0.0030 3 3Stage-Sto Increment: 0.10 3 3Starting Elevation : 31.84 3 3Structure Vol (cf).: 736.31 3 3 Ac-ft.: 0.02 3 3 3 3PGUP PGDN F3: Get F6: Delete F10: Exit 3 TMMMMMMMMMMMMMMM24MMMMMMMMMM > Overlay loaded to Expanded Memory Available Memory remaining: 129405 bytes Current Data Set Name: D:\WORKS\PROJECTS\90337 File Basin Hydrograph Storage Discharge Level pool 3 8 3 MULTIPLE ORIFICE 3 DISCHARGE STRUCTURE ID:2 3 3 3Name: EAST FLOW CONTROL STRUCTURE 3 3Peak Dsgn Release Rate: 0.00 cfs Orif /flow/elev 3 30rifice Coefficient...: 0.62 ,� Dia (in)/cfs/ ft 3 3Lowest Orifice Dia (in)..: 5.95 use ` 4-5.95 1.02 cfs 3 3h1: Outlet to 2nd Orifice: 0.85 32.69 ft 3 3Second Orifice Dia (in)... 4.60U z r---4.60 0.30 cfs 3 3h2: 2nd to 3rd Orifice...: 0.00 3 3Third Orifice Dia (in)... 0.00 3 3h3: 3rd to 4th Orifice...: 0.00 3 3Fourth Orifice Dia (in)... 0.00 3 3h4: 4th to 5th Orifice...: 0.00 3 3Top Orifice Dia (in)..: 0.00 3 3 3 3Elevation of Lowest Orifice....: 31.84 3 30utlet Elevation ................ 31.84 3 3Max Elev Above Outlet..........: 32.97 3 3Stage-Disch Increment........... 0.10 3 3 3ry Av3PGUP PGDN F3: Get F6: Delete F10: Exit 3 CuTMMMMt*ff4MMM MMMMM MMMM > 37. 1!7-A c,r 2 yP- P.),j-r,,,jc-, Hyd No.: 3 Rate: 0.89 cfs Time: 8.00 hr Vol 0.31 Ac-ft Int: 10.00 min Hyd No.: 17 Rate: 0.82 cfs Time: 8.17 hr Vol : 0.31 Ac-ft Int: 10.00 min 37 A 3/19/91 Bush, Roed & Hitchings, Inc. PACCAR PARTS DISTRIBUTION page --------------------------------------------------------------------- --------------------------------------------------------------------- DETAIL HYDROGRAPH SUMMARY HYDROGRAPH No. 17 - LYE ��-'�• yUTc�"`�`' 7'' 0r�UC�KQP}-� Peak runoff: 0.8169 cfs Total Vol: 0.31 ac-ft TINE DESIGN TINE DESIGN TINE DESIGN TINE DESIGN TINE DESIGN RUNOFF RUNOFF RUNOFF RUNOFF RUNOFF (mint (cfs) (min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs) --------------------------------------------------------------------------------------- --------------------------------------------------------------------------------------- 10 410 0.2031 810 0.1523 1210 0.1073 1610 20 420 0.2284 820 0.1517 1220 0.1080 1620 30 430 0.2629 830 0.1502 1230 0.1074 1630 40 440 0.2842 840 0.1509 1240 0.1081 1640 50 450 0.3196 850 0.1500 1250 0.1075 1650 60 460 0.3703 860 0.1509 1260 0.1081 1660 70 0.0007 470 0.4734 870 0.1501 1270 0.1076 1670 80 0.0036 480 0.6719 880 0.1511 1280 0.1082 1680 90 0.0082 490 0.8169 890 0.1503 1290 0.1077 1690 100 0.0133 500 0.8055 900 0.1464 1300 0.1083 1700 110 0.0183 510 0.6467 910 0.1384 1310 0.1077 1710 120 0.0252 520 0.4484 920 0.1360 1320 0.1084 1720 130 0.0332 530 0.3802 930 0.1336 1330 0.1078 1730 140 0.0400 540 0.3304 940 0.1338 1340 0.1084 1740 150 0.0458 550 0.2714 950 0.1327 1350 0.1079 1750 160 0.0509 560 0.2465 960 0.1334 1360 0.1085 1760 170 0.0555 570 0.2327 970 0.1327 1370 0.1080 1770 180 0.0631 580 0.2286 980 0.1335 1380 0.1086 1780 190 0.0723 590 0.2252 990 0.1328 1390 0.1081 1790 200 0.0788 600 0.2255 1000 0.1336 1400 0.1087 1800 210 0.0839 610 0.2243 1010 0.1329 1410 0.1082 1810 220 0.0881 620 0.2256 1020 0.1267 1420 0.1087 1820 230 0.0917 630 0.2249 1030 0.1156 1430 0.1082 1830 240 0.0992 640 0.2264 1040 0.1115 1440 0.1088 1840 250 0.1088 650 0.2257 1050 0.1086 1450 0.1083 1850 260 0.1149 660 0.2163 1060 0.1083 1460 0.0802 1860 270 0.1192 670 0.1995 1070 0.1071 1470 0.0373 1870 280 0.1225 680 0.1933 1080 0.1076 1480 0.0179 1880 290 0.1253 690 0.1890 1090 0.1068 1490 0.0081 1890 300 0.1336 700 0.1886 1100 0.1075 1500 0.0042 1900 310 0.1447 710 0.1871 1110 0.1068 1510 0.0016 1910 320 0.1512 720 0.1879 1120 0.1076 1520 0.0011 1920 330 0.1553 730 0.1870 1130 0.1069 1530 0.0002 1930 340 0.1585 740 0.1882 1140 0.1077 1540 0.0004 1940 350 0.1613 750 0.1874 1150 0.1070 1550 1950 360 0.1710 760 0.1886 1160 0.1077 1560 1960 370 0.1840 770 0.1879 1170 0.1071 1570 1970 380 0.1916 780 0.1787 1180 0.1078 1580 1980 390 0.1966 790 0.1626 1190 0.1072 1590 1990 400 0.2002 800 0.1564 1200 0.1079 1600 2000 EAS'r / v `,12 ZOJ r,rJ6i o■ I ! riya No.:08ye: b:�� F�Sft 1IH; 16:88 Mn Hyd No.: 4 Rate: 1.37 cfs Time: 8.00 hr Vol 0.48 Ac-ft Int: 10.00 min Hyd No.: 18 Rate: 1.33 cfs Time: 8.17 hr Vol : 0.48 Ac-ft Int: 10.00 min Man J � r 3/19/91 Bush, Roed & Hitchings, Inc. page 4 PACCAR PARTS DISTRIBUTION --------------------------------------------------------------------- --------------------------------------------------------------------- DETAIL HYDROGRAPH SUMMARY HYDROGRAPH No. 18 Peak runoff: 1.3267 cfs Total Vol: 0.48 ac-ft TINE DESIGN TINE DESIGN TINE DESIGN TINE DESIGN TINE DESIGN RUNOFF RUNOFF RUNOFF RUNOFF RUNOFF (min) --------------------------------------------------------------------------------------- (cfs) (min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs) --------------------------------------------------------------------------------------- 10 410 0.3223 810 0.2294 1210 0.1604 1610 20 420 0.3588 820 0.2273 1220 0.1606 1620 30 430 0.4112 830 0.2261 1230 0.1605 1630 40 440 0.4438 840 0.2259 1240 0.1607 1640 50 0.0005 450 0.4934 850 0.2256 1250 0.1606 1650 60 0.0043 460 0.5561 860 0.2258 1260 0.1608 1660 70 0.0124 470 0.6831 870 0.2257 1270 0.1607 1670 80 0.0222 480 0.9760 880 0.2260 1280 0.1608 1680 90 0.0318 490 1.3267 890 0.2259 1290 0.1608 1690 100 0.0408 500 1.2384 900 0.2189 1300 0.1609 1700 110 0.0488 510 0.9200 910 0.2080 1310 0.1608 1710 120 0.0605 520 0.7632 920 0.2032 1320 0.1610 1720 130 0.0743 530 0.6280 930 0.2007 1330 0.1609 1730 140 0.0847 540 0.5257 940 0.1998 1340 0.1611 1740 150 0.0930 550 0.4221 950 0.1992 1350 0.1610 1750 160 0.0999 560 0.3740 960 0.1992 1360 0.1612 1760 170 0.1058 570 0.3548 970 0.1990 1370 0.1611 1770 180 0.1172 580 0.3465 980 0.1992 1380 0.1612 1780 190 0.1314 590 0.3426 990 0.1991 1390 0.1612 1790 200 0.1407 600 0.3412 1000 0.1994 1400 0.1613 1800 210 0.1473 610 0.3407 1010 0.1993 1410 0.1612 1810 220 0.1524 620 0.3409 1020 0.1890 1420 0.1614 1820 230 0.1565 630 0.3411 1030 0.1734 1430 0.1613 1830 240 0.1674 640 0.3416 1040 0.1662 1440 0.1614 1840 250 0.1815 650 0.3420 1050 0.1627 1450 0.1614 1850 260 0.1899 660 0.3271 1060 0.1613 1460 0.1189 1860 270 0.1957 670 0.3027 1070 0.1604 1470 0.0559 1870 280 0.2005 680 0.2912 1080 0.1603 1480 0.0263 1880 290 0.2046 690 0.2861 1090 0.1600 1490 0.0123 1890 300 0.2180 700 0.2837 1100 0.1601 1500 0.0059 1900 310 0.2358 710 0.2828 1110 0.1600 1510 0.0027 1910 320 0.2457 720 0.2825 1120 0.1602 1520 0.0013 1920 330 0.2532 730 0.2825 1130 0.1601 1530 0.0006 1930 340 0.2575 740 0.2826 1140 0.1602 1540 0.0003 1940 350 0.2619 750 0.2828 1150 0.1601 1550 1950 360 0.2754 760 0.2830 1160 0.1603 1560 0.0001 1960 370 0.2959 770 0.2833 1170 0.1602 1570 1970 380 0.3069 780 0.2689 1180 0.1604 1580 1980 390 0.3140 790 0.2457 1190 0.1603 1590 1990 400 0.3186 800 0.2345 1200 0.1605 1600 2000 File Basin Hydrograph Storage Discharge Level pool Bush, Roed & Hitchings, Inc. 2 8 'R MMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMM8 3 LEVEL POOL ROUTING INSTRUCTIONS 3 3 3 PRE INFLO STG STG OUTFL 3 3 3 DESCRIPTION HYD # HYD # STOR DIS HYD # 3 3 3 ,is- a L ,.JP �0z ID ID 3 3 3[2YR STORM ] 5 ] [7 [6 ] 11 ] [ 151 3 3 3 [ 10 YR STORM [ 6 ,Jc , ( 8 ,J?' a ] [ 6 ] 11 ] [ 16 ] 3 3 3[100YR STORM [14 -7 ] [19 r [6 ] 11 ] [ 20] 3M> 3[ [���,�y) (��r�u [ ] [ ] [ ) 3 3[ u%�.t.-r Ex 'L�'+� ] [ l [ w�- ,T [ocV. ZX2., [ ] 3 3[ ►ova ] [ ] [ ., ] [., ,aly[ J 3 3 [ J [ ) [ J [ ) [ �J- Y L' ) 3 3[ ) [ l [ J [ ] [ ) [ ] 3 3[ ) [ J [ ] [ ] [ ] [ ] 3 3 3 3 3 3 F6: CLEAR F10: EXIT 3 T > Overlay loaded to Expanded Memory Available Memory remaining: 129405 bytes Current Data Set Name: D:\WORKS\PROJECTS\90337 File Basin Hydrograph Storage Discharge Level pool Bush, Roed & Hitchings, Inc.2 8 3 8 ROUTING COMPARISON TABLE 3 MATCH INFLOW STO DIS PEAK PEAK OUT 3 3 DESCRIPTION PEAK PEAK No. No. STG OUT HYD 3 3 32YR STORM 0.43 1.15 6 1 35.08 0.43 15 3 310YR STORM 0.87 1.80 6 1 36.31 0.87 16 3 3100YR STORM 1.43 2.55 6 1 37.92 1.43 20 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 T > Overlay loaded to Expanded Memory Available Memory remaining: 129405 bytes Current Data Set Name: D:\WORKS\PROJECTS\90337 34�4: r-o2 ►JEST Si Z7,c- aF f wsez y . P *�-/ do Spar — i�JvE2f !s �tT = 38,00 �L 37, (-'ooT Mte-iCe 4. l 6-LC- %A- r7 PcV �G, POW1 = O. 16 = O. oq 2- VW. _ (Ar-A) = l- G 2 cr- 3 G2. 3 `7 . &0 (fit vc> cvQ To Ag-r,a- r? &-t- , 3 7.1 S ) z 3 zio.9�F , / 0, 94 Gr- -t /. LZ cF = 212, O(, Cr E t- • 38. oo (�+� o� ry ,4fz�- G.v 37• (�8 ) fr�Lt�- : 190x2� _ 2375s� col, = 0,32/3 CZ37Sty78 �- 2375� 9�8 ) = SzD, 2 � �—� ToT• ✓�� = SZo. Z t 2� Z = '73Z Z cF 3013, 6o r/D) Ft c.-TC-2 sM r P 4'- 3 E�L . 37, ( 8 L Z .VOL = ZZ , 2 cF eL - 38, oo CAW TV aRa O Z-Z-. 3'71-C�S D=O.s� z 3 = 30S,45 c-F ✓a 1 @ 38.o 30,-s - 46' GF 2- 37,r7, cos ��. 37, 6-8 14✓'C-, 2 14v-&,4 ooe,x'7 = 3So5F Z 1101_ o- 21,1(,cF �- 3 311--7c1 c - E C q-4- c s (Co'1T'r;>) F ( L--r- r s7a i P =*- 4 (<cvT '6 ) 072 f 3oot 97Z ,tt.3oo 3 /93. 3 L� _ G Toe = X 32� = �1G SF BoT = Z "X Z� - 4sF '� VOL , = Z, U �� XQQ.60 —�QO�X 33.8o 1 Q` l • .• �� 11 i1� 1 11 Sam Now dd x3'1.80ID ti� 6y QA r BLF-1D c�• +M 7 .P I _ 31 2P sula.Le (9 0. ME, (5-7) P O LOPE(Ty?) i IG= 9 -48•CMP 90'C",' -- -i�rPAN iA�►�w��► "� 3,7y. 151r/1+6,C— — 577,R-A-(-,& CI-t-C-s CC-c,,, J D) r—� iw i L/ r— cA L c o LA-r of r-p2 Poor, c ai L.L- ( G ✓C- : F-,e-vM Lsw-i2 -ram "0- l( (1-8` 0) i,J2� Fv2 D cvo Vie_ Aer-A OF 3.09? 5� <7 T� ✓Dt�J,M E /�J Tlf 1 S ZFx� f n � PE l S �£-2E��� 3 A'LL oTW'r--C CRuv L-A-n ocJs AIP-E FLUID STATICS AND DYNAMICS 3-43 Appendix E: Area, Wetted Perimeter and Hydraulic Radius of Partially Filled Circular Pipes d D are. D' -t. per. D hyd. rod. D d D DI wct. per. D Lyd. rid. D 0.01 0.0013 0.2003 0.0066 0.51 0.4027 1.5908 0.2531 0.02 0.0037 0.2838 0.0132 0.52 0.4127 1.6108 0.2561 0,03 0.0069 0.3482 0.0197 0.53 0.4227 1.6308 0.2S91 0.04 0.0105 0.4027 0.0262 0.54 0.4327 1.6509 0.2620 0.05 0.0147 0.4510 0.0326 0.55 0.4426 1.6710 0.2649 0.06 0.0192 0.4949 0.0389 0.56 0.4526 1.6911 0.2676 0.07 0.0242 0.5355 0.0451 0.57 0.4625 1.7113 0.2703 0.08 0.0294 0.5735 0.0513 0.58 0.4723 1.7315 0.2728 0.09 0.0350 0.6094 0.0574 0.59 0.4822 1.7518 0.2753 0.10 0.0409 0.6435 0.0635 0.60 0.4920 1.7722 0.2776 0.11 0.0470 0.6761 0.0695 0.61 0.5018 1.7926 0.2797 0.12 0.0534 0.7075 0.0754 0.62 0.5115 1.8132 0.2818 0.13 0.0600 0.7377 0.0813 0.63 0.5212 1.8338 0.2939 0.14 0.0688 0.7670 0.0871 0.64 0.5308 1.8546 0.2860 0.15 0.0739 0.0929 0.65 0.5404 1.8755 0.2881 0.16 10.7954 0.0811 0.8230 0.0986 0.66 0.5499 1.8965 0.2899 0.17 0.0885 0.8500 0.1042 0.67 0.5594 1.9177 0.2917 0.18 0.0961 0.8763 0.1097 0.68 0.5687 1.9391 0.2935 0.19 0.1039 0.9020 0.1152 0.69 0.5790 1,9606 0.2950 0.20 0.1118 0.9273 0.1206 0.70 0.5872 1.9823 0.2962 0.21 0.1199 0.9521 0.1259 0.71 0.5964 2.0042 0.2973 0.22 0.1281 0.9764 0.1312 0.72 0.6054 2.0264 0.2984 0.23 0.1365 1.0003 0,1364 0.73 0.6143 2.0488 0.2995 0.24 0.1449 1.0239 0.1416 0.74 0.6231 2.0714 0.3006 0.25 0.1535 1.0472 0.1466 0.75 0.6318 2.0944 0.3017 0.26 0.1623 1.0701 0.1516 0.76 0.6404 2.1176 0.3025 0.27 0.1711 1.0928 0.1566 0.77 0.6489 2.1412 0.3032 0.28 0.1800 1.1152 0.1614 0.78 0.6573 2,1652 0.3037 0.29 0.1890 1.1373 0.1662 0.79 0.6655 2.1895 0.3040 0.30 0.1982 1 1 1.1593 1 0.1709 0.80 0.6736 2.2143 0.3042 0.31 0.2074 10.1755 0.81 0.6815 2.2395 0.3044 0.32 0.2167 11.1810 1.2025 10.1801 0.82 0.6893 2.2653 0.3043 '0.3041 0.33 0.2260 1.2239 10.1848 0.93 0.6969 2.2916 0.34 0.2355 1.2451 0.1891 0.84 0.7043 2.3186 0.3038 0.35 0.2450 1.2661 0.193S 0.85 0.7115 2.3462 0.3033 0.36 0.2546 1.2870 0.1978 0.86 0.7186 2.3746 0.3026 0.37 0.2642 1.3078 0.2020 0.87 0.7254 2.4038 0.3017 0.38 0.2739 1.3284 0.88 0.7320 2.4341 0.3008 0.39 0.2936 10.2061 1.3490 0.2102 0.89 0 7384 2.4655 0.2996 0.40 1 0.2142 0.90 0.7445 2.4981 0.2980 0.41 10.2934 0.3032 11.3694 1.3898 0.2181 0.91 0.7504 2.5322 0.2963 0.42 0.3130 1.4101 1 0.2120 0.92 0.7560 2.5681 0.2944 0.43 0.3229 1.4303 0.2257 0.93 0.7612 2.6061 0.2921 0.44 0.3328 1.4505 0.2294 0.94 0 7662 2.6467 0.2896 0.45 0.3428 1.4706 0.2331 0.95 0.7707 2.6906 0.2864 0,46 0.3527 1.4907 0.2366 0.96 i 0.7749 2.7389 0.2830 0.47 0.3627 1.5108 0.2400 0.97 1 0.7785 2.7934 0.2787 0.48 0.3727 1.5308 0 2434 0.98 1 0.7816 2.8578 0.2735 0.49 0.3827 1.5S08 1 0 2467 0.99 10.7941 1 2.9412 0.266r. 0.50 0.3927 1.5708 10.2S00 1.00 0.7854 3.1416 0 250C PROFESSIONAL PUBLICATIONS INC. • P.O. Box 199. Son Carlos, CA 94070 .5lAc-,c- W I 2 3 S 7 �v. .� 33,18 33,f.8 34.1B 34.6 3s/8 sus �¢ - G•Z8 l7.5-7 S 2S,14 31,40 3 7. 68 45,% 5Z2.24 6o,22 PIPE F�o•� _ , 2aS 77.'R /70,37 llol , Y I 510,5qLy. / 235b, Zbbl.! bS, [3 to CBI Z PFPE FROM cs 14 7aCZ t — 31 l mo.1 2J 47,4 240-Z I �Z ri Lit-Q �3 - _� - �•28 12.s7 �r.as zs�4 3�•4 37.G8 4� 44-. - _ ►'�� ►� ZZ•� 0. / 4?G3. 2•% TorAL ST L-1 140 File Basin Hydrograph Storage Discharae Level pool Bush, Lvts� U ST ap M 3 MMMMMMMM - MMMM 8 3 CUSTOM STG-STO LIST 3 3 STORAGE STRUCTURE ID: 6 3 3NAME: PONDING FOR 100YR STORAGE 3 3INCREMENT: 0.10 3 3 3 3 STAGE STORAGE STAGE STORAGE 3 31: 32.68 0.00 6: 35.18 3129.50 3 32: 33.18 122.40 7: 35.68 3985.30 3 33: 33.68 670.10 8: 36.18 4763.20 3 3 4 : 34.18 1414.10 9: 36.68 53819G 3 35: 34.68 2254.00 10: 38.00 6965 3 3 3 3PGUP PGDN F2: VOL F3: GET F6: Delete F10: Exit 3 T >ry Available Memory remaining: 129405 bytes Current Data Set Name: D:\WORKS\PROJECTS\90337 File Basin Hydrograph Storage Discharge Level pool 3 8 3 MULTIPLE ORIFICE WEST 5Y 3 DISCHARGE STRUCTURE ID:1 3 3 3Name: WEST PARKING LOT CONTROL MH 3 3Peak Dsgn Release Rate: 0.00 cfs Orif /flow/elev 3 30rifice Coefficient...: 3Lowest Orifice Dia 0.62 3.18U5E 0 Dia in)/cfs/ ft 0.63 cfs 3 3 (in)..: 3hl: Outlet to 2nd Orifice: 3Second Orifice Dia ( in) ..: 2.50 3.49 U5E 3 �2 ->G 35.18 ft 0.56 cfs 3 3 3h2: 2nd to 3rd Orifice...: 3Third Orifice Dia ( in) ..: 1.20 2.77 �5e 3 � Z�� - 2.77 36.38 ft 0.26 cfs 3 3 3h3: 3rd to 4th Orifice...: 0.00 3 3Fourth Orifice Dia (in)... 0.00 3 3h4: 4th to 5th Orifice...: 0.00 3 3Top Orifice Dia (in)..: 0.00 3 3 3 3Elevation of Lowest Orifice....: 32.68 3 30utlet Elevation ................ 32.68 3 3Max Elev Above Outlet..........: 38.00 3 3Stage-Disch Increment........... 0.10 3 3 3ry Av3PGUP PGDN F3: Get F6: Delete F10: Exit 3 CuT > UTUi 00 - OT : -4UI -43-OV LV ' 0 zu £C'6 :auzT,L S30 cv'0 UTUi 00'OT :4UI 43-aK LV'0 _qu 00'8 :autTy sJ0 ST-T Ton :a-4eg ST :'OH PAH Ton :a�eg L 'ON PAH Ml IN -lot "° IIIVNIIIII III �II is V � . S W— ZjC h-4 `.40 � W1 ESQ 10 y R , S"rDZ rn rrf \4 � C- Z A?N S Hyd No.: 8 Rate: 1.80 cfs Time: 8.00 hr Vol 0.73 Ac-ft Int: 10.00 min Hyd No.: 16 Rate: 0.88 cfs Time: 9.00 hr Vol : 0.73 Ac-ft Int: 10.00 min WEST /oo YQ . STO;Zv" h y DCOG;ZA-Pf-t S, Hyd No.: 19 Rate: 2.55 cfs Time: 8.00 hr Vol 1.03 Ac-ft Int: 10.00 min Hyd No.: 20 Rate: 1.43 cfs Time: 8.83 hr Vol : 1.03 Ac-ft Int: 10.00 min \,J CST SVS%E.v-, 6/ 6/91 Bush, Roed & Hitchings, Inc. page 1 PACCAR PARTS DISTRIBUTION ROUTING REPORT STORAGE LIST ID No. 6 Description: PONDING FOR 100YR STORAGE MULTIPLE ORIFICE ID No. 1 Description: WEST PARKING LOT CONTROL MH Outlet Elev: 32.68 Elev: 32.68 ft Orifice Diameter: 3.1816 in. Elev: 35.18 ft Orifice 2 Diameter: 3.4922 in. Elev: 36.38 ft Orifice 3 Diameter: 2.7656 in. I[ • ol,L�ali]'MUD STAGE STORAGE OU"TFL9W 0+2S STAGE STORAGE OUTFLOW 0+2S STAGE STORAGE OUTFLOW 0+2S (ft) (cf) (cfs) cfs-min (ft) (cf) (cfs) cfs-min (ft) (cf) (cfs) cfs-min 32.68 0.0000 0.0000 0.0000 34.50 1952 0.3706 6.8760 36.40 5035 0.9247 17.709 32.70 4.8960 0.0388 0.0552 34.60 2120 0.3806 7.4460 36.50 5159 0.9890 18.186 32.80 29.376 0.0952 0.1931 34.70 2289 0.3904 8.0205 36.60 5283 1.0356 18.645 32.90 53.856 0.1288 0.3084 34.80 2464 0.4000 8.6137 36.70 5406 1.0762 19.096 33.00 78.336 0.1554 0.4165 34.90 2639 0.4093 9.2067 36.80 5526 1.1133 19.533 33.10 102.82 0.1780 0.5207 35.00 2814 0.4184 9.7995 36.90 5646 1.1480 19.967 33.20 144.31 0.1991 0.6791 35.10 2989 0.4273 10.392 37.00 5766 1.1809 20.400 33.30 253.85 0.2163 1.0625 35.20 3164 0.4829 11.029 37.10 5886 1.2122 20.831 33.40 363.39 0.2331 1.4444 35.30 3335 0.5593 11.676 37.20 6006 1.2423 21.261 33.50 472.93 0.2488 1.8252 35.40 3506 0.6083 12.295 37.30 6125 1.2714 21.690 33.60 582.47 0.2635 2.2050 35.50 3677 0.6485 12.906 37.40 6245 1.2995 22.118 33.70 699.86 0.2774 2.6103 35.60 3848 0.6839 13.512 37.50 6365 1.3268 22.545 33.80 848.66 0.2907 3.11% 35.70 4016 0.7160 14.104 37.60 6485 1.3534 22.971 33.90 997.46 0.3034 3.6283 35.80 4172 0.7458 14.652 37.70 6605 1.3793 23.397 34.00 1146 0.3156 4.1365 35.90 4328 0.7738 15.199 37.80 6725 1.4046 23.822 34.10 1295 0.3273 4.6442 36.00 4483 0.8002 15.744 37.90 6845 1.4293 24.246 34.20 1448 0.3387 5.1643 36.10 4639 0.8254 16.288 34.30 1616 0.3496 5.7352 36.20 4788 0.8496 16.809 34.40 1784 0.3603 6.3058 36.30 4912 0.8729 17.245 '4 L A . 6/ 5/91 Bush, Roed & Hitchings, Inc. PACCAR PARTS DISTRIBUTION LEVEL POOL ROUTING TABLE 2YR STORM Wel_tT MATCH Q (cfs) 0.43 INFLOW Q (cfs): 1.15 PEAK STAGE (ft): 34.85 PEAK OUTFLOW 0.43 PEAK TIME: 560.00 min. INFLOW HYD No. : 7 OUTFLOW HYD No.: 15 LEVEL POOL ROUTING TABLE page 2 I1 I2 2S1 SUM 01 02+2S2 STAGE TIME <---------------------- cfs min ---------------------> (ft) (min) 0.0000 0.0007 0.0000 0.0007 0.0000 0.0007 32.68 60.00 0.0007 0.0036 0.0002 0.0045 0.0005 0.0040 32.68 70.00 0.0036 0.0085 0.0011 0.0133 0.0028 0.0104 32.68 80.00 0.0085 0.0145 0.0030 0.0261 0.0074 0.0186 32.68 90.00 0.0145 0.0209 0.0053 0.0408 0.0133 0.0275 32.69 100.00 0.0209 0.0293 0.0079 0.0581 0.0196 0.0385 32.69 110.00 0.0293 0.0393 0.0110 0.0796 0.0275 0.0521 32.69 120.00 0.0393 0.0485 0.0149 0.1027 0.0372 0.0655 32.70 130.00 0.0485 0.0569 0.0212 0.1266 0.0443 0.0823 32.71 140.00 0.0569 0.0646 0.0309 0.1524 0.0514 0.1010 32.72 150.00 0.0646 0.0715 0.0418 0.1778 0.0592 0.1185 32.73 160.00 0.0715 0.0811 0.0519 0.2045 0.0666 0.1379 32.74 170.00 0.0811 0.0927 0.0632 0.2370 0.0747 0.1622 32.76 180.00 0.0927 0.1022 0.0773 0.2722 0.0850 0.1872 32.77 190.00 0.1022 0.1102 0.0917 0.3041 0.0955 0.2086 32.79 200.00 0.1102 0.1169 0.1054 0.3325 0.1032 0.2293 32.81 210.00 0.1169 0.1228 0.1198 0.3595 0.1095 0.2501 32.83 220.00 0.1228 0.1322 0.1343 0.3893 0.1157 0.2736 32.84 230.00 0.1322 0.1440 0.1507 0.4269 0.1229 0.3040 32.86 240.00 0.1440 0.1530 0.1720 0.4689 0.1321 0.3368 32.89 250.00 0.1530 0.1601 0.1959 0.5090 0.1409 0.3680 32.92 260.00 0.1601 0.1659 0.2192 0.5451 0.1489 0.3962 32.95 270.00 0.1659 0.1707 0.2402 0.5768 0.1561 0.4207 32.97 280.00 0.1707 0.1806 0.2584 0.6097 0.1623 0.4474 33.00 290.00 0.1806 0.1938 0.2790 0.6534 0.1684 0.4849 33.02 300.00 0.1938 0.2033 0.3081 0.7052 0.1769 0.5283 33.06 310.00 0.2033 0.2105 0.3416 0.7554 0.1867 0.5688 33.10 320.00 0.2105 0.2164 0.3735 0.8004 0.1952 0.6052 33.14 330.00 0.2164 0.2216 0.4023 0.8403 0.2029 0.6374 33.18 340.00 0.2216 0.2334 0.4276 0.8826 0.2098 0.6729 33.21 350.00 0.2334 0.2494 0.4553 0.9381 0.2176 0.7205 33.25 360.00 0.2494 0.2614 0.4925 1.0033 0.2280 0.7753 33.30 370.00 0.2614 0.2706 0.5359 1.0678 0.2393 0.8285 33.37 380.00 0.2706 0.2780 0.5785 1.1270 0.2500 0.8770 33.43 390.00 0.2780 0.2841 0.6174 1.1795 0.2595 0.9200 33.49 400.00 0.2841 0.3121 0.6524 1.2487 0.2676 0.9811 33.54 410.00 0.3121 0.3546 0.7026 1.3693 0.2785 1.0908 33.61 420.00 0.3546 0.3839 0.7972 1.5357 0.2935 1.2422 33.72 430.00 0.3839 0.4329 0.9352 1.7520 0.3069 1.4450 33.81 440.00 0.4329 0.4949 1.1210 2.0487 0.3241 1.7247 33.94 450.00 0.4949 0.6392 1.3798 2.5138 0.3449 2.1689 34.11 460.00 6/ 5/91 Bush, Roed & Hitchings, Inc. PACCAR PARTS DISTRIBUTION ----------------------------------------------- LEVEL POOL ROUTING TABLE LEVEL POOL ROUTING TABLE page 3 I1 I2 2S1 SUM 01 02+252 STAGE TIME <---------------------- ----------------------------------------------------------------------- cfs min ---------------------> (ft) (min) ----------------------------------------------------------------------- 0.6392 0.9701 1.8121 3.4214 0.3568 3.0647 34.21 470.00 0.9701 1.1452 2.6995 4.8148 0.3652 4.4496 34.28 480.00 1.1452 1.0266 4.0717 6.2435 0.3779 5.8656 34.40 490.00 1.0266 0.8627 5.4751 7.3645 0.3905 6.9740 34.51 500.00 0.8627 0.7291 6.5740 8.1658 0.4001 7.7657 34.60 510.00 0.7291 0.6453 7.3582 8.7326 0.4075 8.3251 34.67 520.00 0.6453 0.5615 7.9102 9.1171 0.4149 8.7022 34.75 530.00 0.5615 0.4773 8.2809 9.3198 0.4212 8.8986 34.81 540.00 0.4773 0.4244 8.4741 9.3758 0.4245 8.9513 34.84 550.00 0.4244 0.3911 8.5260 9.3415 0.4253 8.9161 34.85 560.00 0.3911 0.3705 8.4914 9.2530 0.4248 8.8282 34.85 570.00 0.3705 0.3577 8.4049 9.1331 0.4233 8.7098 34.83 580.00 0.3577 0.3500 8.2884 8.9961 0.4214 8.5748 34.81 590.00 0.3500 0.3455 8.1557 8.8511 0.4191 8.4320 34.79 600.00 0.3455 0.3429 8.0153 8.7037 0.4167 8.2870 34.77 610.00 0.3429 0.3417 7.8728 8.5574 0.4142 8.1431 34.74 620.00 0.3417 0.3412 7.7313 8.4142 0.4118 8.0023 34.72 630.00 0.3412 0.3412 7.5926 8.2750 0.4097 7.8653 34.70 640.00 0.3412 0.3301 7.4569 8.1282 0.4084 7.7198 34.68 650.00 0.3301 0.3120 7.3127 7.9548 0.4071 7.5478 34.67 660.00 0.3120 0.3007 7.1423 7.7549 0.4055 7.3495 34.65 670.00 0.3007 0.2937 6.9459 7.5402 0.4036 7.1366 34.64 680.00 0.2937 0.2894 6.7350 7.3182 0.4016 6.9166 34.62 690.00 0.2894 0.2870 6.5170 7.0934 0.3996 6.6939 34.60 700.00 0.2870 0.2856 6.2962 6.8687 0.3976 6.4711 34.58 710.00 0.2856 0.2849 6.0754 6.6458 0.3957 6.2501 34.56 720.00 0.2849 0.2846 5.8563 6.4258 0.3938 6.0320 34.54 730.00 0.2846 0.2846 5.6401 6.2093 0.3919 5.8174 34.53 740.00 0.2846 0.2848 5.4273 5.9968 0.3901 5.6067 34.51 750.00 0.2848 0.2851 5.2185 5.7884 0.3882 5.4002 34.49 760.00 0.2851 0.2745 5.0138 5.5734 0.3864 5.1870 34.47 770.00 0.2745 0.2570 4.8025 5.3341 0.3845 4.9496 34.46 780.00 0.2570 0.2461 4.5673 5.0704 0.3824 4.6880 34.44 790.00 0.2461 0.2392 4.3080 4.7932 0.3801 4.4132 34.42 800.00 0.2392 0.2349 4.0356 4.5097 0.3776 4.1321 34.39 810.00 0.2349 0.2323 3.7571 4.2244 0.3750 3.8494 34.37 820.00 0.2323 0.2308 3.4770 3.9401 0.3724 3.5677 34.35 830.00 0.2308 0.2299 3.1978 3.6585 0.3699 3.2887 34.32 840.00 0.2299 0.2294 2.9214 3.3807 0.3673 3.0134 34.30 850.00 0.2294 0.2292 2.6487 3.1074 0.3647 2.7426 34.28 860.00 0.2292 0.2292 2.3805 2.8389 0.3622 2.4767 34.26 870.00 0.2292 0.2293 2.1171 2.5756 0.3597 2.2159 34.23 880.00 0.2293 0.2242 1.8587 2.3122 0.3572 1.9550 34.21 890.00 0.2242 0.2160 1.6026 2.0428 0.3524 1.6905 34.17 900.00 0.2160 0.2108 1.3467 1.7734 0.3438 1.4296 34.10 910.00 0.2108 0.2076 1.1069 1.5252 0.3228 1.2024 33.93 920.00 0.2076 0.2056 0.8989 1.3121 0.3035 1.0086 33.79 930.00 4Z C- . 6/ 5/91 Bush, Roed & Hitchings, Inc. page 4 PACCAR PARTS DISTRIBUTION --------------------------------------------------------------------- --------------------------------------------------------------------- LEVEL POOL ROUTING TABLE LEVEL POOL ROUTING TABLE I1 I2 2S1 SUM 01 02+252 STAGE TIME <---------------------- ----------------------------------------------------------------------- cfs min ---------------------> (ft) (min) --------------------------------------------------------------------- 0.2056 0.2044 0.7260 1.1360 0.2827 0.8533 33.64 940.00 0.2044 0.2037 0.5984 1.0065 0.2549 0.7516 33.46 950.00 0.2037 0.2033 0.5172 0.9243 0.2345 0.6898 33.34 960.00 0.2033 0.2032 0.4685 0.8750 0.2213 0.6537 33.27 970.00 0.2032 0.2031 0.4403 0.8466 0.2134 0.6333 33.23 980.00 0.2031 0.2032 0.4244 0.8307 0.2089 0.6218 33.20 990.00 0.2032 0.2032 0.4154 0.8218 0.2064 0.6154 33.19 1000.00 0.2032 0.1959 0.4103 0.8095 0.2051 0.6044 33.19 1010.00 0.1959 0.1839 0.4017 0.7814 0.2027 0.5787 33.17 1020.00 0.1839 0.1762 0.3813 0.7414 0.1973 0.5441 33.15 1030.00 0.1762 0.1715 0.3541 0.7018 0.1900 0.5118 33.11 1040.00 0.1715 0.1685 0.3288 0.6687 0.1829 0.4858 33.08 1050.00 0.1685 0.1666 0.3087 0.6437 0.1771 0.4667 33.06 1060.00 0.1666 0.1654 0.2939 0.6259 0.1728 0.4532 33.04 1070.00 0.1654 0.1648 0.2834 0.6136 0.1697 0.4439 33.03 1080.00 0.1648 0.1644 0.2763 0.6054 0.1676 0.4378 33.02 1090.00 0.1644 0.1641 0.2715 0.6000 0.1662 0.4337 33.01 1100.00 0.1641 0.1640 0.2684 0.5966 0.1653 0.4312 33.01 1110.00 0.1640 0.1640 0.2665 0.5945 0.1648 0.4297 33.01 1120.00 0.1640 0.1640 0.2653 0.5933 0.1644 0.4289 33.01 1130.00 0.1640 0.1641 0.2646 0.5927 0.1642 0.4285 33.00 1140.00 0.1641 0.1641 0.2643 0.5925 0.1641 0.4283 33.00 1150.00 0.1641 0.1642 0.2642 0.5925 0.1641 0.4284 33.00 1160.00 0.1642 0.1643 0.2643 0.5928 0.1641 0.4286 33.00 1170.00 0.1643 0.1644 0.2644 0.5931 0.1642 0.4289 33.00 1180.00 0.1644 0.1644 0.2646 0.5935 0.1642 0.4292 33.00 1190.00 0.1644 0.1645 0.2649 0.5939 0.1643 0.4296 33.00 1200.00 0.1645 0.1646 0.2652 0.5943 0.1644 0.4299 33.00 1210.00 0.1646 0.1647 0.2655 0.5948 0.1645 0.4303 33.01 1220.00 0.1647 0.1648 0.2657 0.5953 0.1646 0.4307 33.01 1230.00 0.1648 0.1649 0.2660 0.5957 0.1647 0.4311 33.01 1240.00 0.1649 0.1650 0.2663 0.5962 0.1647 0.4315 33.01 1250.00 0.1650 0.1651 0.2667 0.5967 0.1648 0.4319 33.01 1260.00 0.1651 0.1652 0.2670 0.5972 0.1649 0.4323 33.01 1270.00 0.1652 0.1652 0.2673 0.5976 0.1650 0.4326 33.01 1280.00 0.1652 0.1653 0.2675 0.5981 0.1651 0.4330 33.01 1290.00 0.1653 0.1654 0.2678 0.5986 0.1652 0.4334 33.01 1300.00 0.1654 0.1655 0.2681 0.5990 0.1653 0.4338 33.01 1310.00 0.1655 0.1656 0.2684 0.5995 0.1653 0.4342 33.01 1320.00 0.1656 0.1657 0.2687 0.6000 0.1654 0.4345 33.01 1330.00 0.1657 0.1657 0.2690 0.6004 0.1655 0.4349 33.01 1340.00 0.1657 0.1658 0.2693 0.6009 0.1656 0.4353 33.01 1350.00 0.1658 0.1659 0.2696 0.6013 0.1657 0.4356 33.01 1360.00 0.1659 0.1660 0.2699 0.6018 0.1658 0.4360 33.01 1370.00 0.1660 0.1661 0.2701 0.6022 0.1658 0.4363 33.01 1380.00 0.1661 0.1661 0.2704 0.6026 0.1659 0.4367 33.01 1390.00 0.1661 0.1662 0.2707 0.6031 0.1660 0.4370 33.01 1400.00 6/ 5/91 Bush, Roed & Hitchings, Inc. page 5 PACCAR PARTS DISTRIBUTION LEVEL POOL ROUTING TABLE LEVEL POOL ROUTING TABLE I1 I2 2S1 SUM 01 02+252 STAGE TIME <---------------------- cfs min ---------------------> (ft) (min) ----------------------------------- ----------------------------------- 0.1662 0.1663 0.2710 0.6035 0.1663 0.1664 0.2712 0.6039 0.1664 0.1665 0.2715 0.6043 0.1665 0.1665 0.2718 0.6048 0.1665 0.1361 0.2720 0.5747 0.1361 0.0863 0.2491 0.4716 0.0863 0.0548 0.1778 0.3189 0.0548 0.0347 0.0901 0.1796 0.0347 0.0220 0.0327 0.0894 0.0220 0.0140 0.0105 0.0465 0.0140 0.0089 0.0058 0.0286 0.0089 0.0056 0.0040 0.0185 0.0056 0.0036 0.0024 0.0116 0.0036 0.0023 0.0016 0.0074 0.0023 0.0014 0.0010 0.0047 0.0014 0.0009 0.0006 0.0030 0.0009 0.0006 0.0004 0.0019 0.0006 0.0004 0.0003 0.0012 0.0004 0.0002 0.0002 0.0008 0.0002 0.0001 0.0001 0.0005 0.0001 0.0001 0.0001 0.0003 0.0001 0.0001 0.0000 0.0002 0.0001 0.0000 0.0000 0.0001 0.0000 0.0000 0.0000 0.0001 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 --------------------------------- --------------------------------- 0.1661 0.4374 33.01 1410.00 0.1662 0.4377 33.01 1420.00 0.1662 0.4381 33.01 1430.00 0.1663 0.4384 33.01 1440.00 0.1664 0.4083 33.01 1450.00 0.1591 0.3125 32.99 1460.00 0.1346 0.1843 32.90 1470.00 0.0943 0.0853 32.79 1480.00 0.0526 0.0368 32.72 1490.00 0.0263 0.0202 32.69 1500.00 0.0145 0.0142 32.69 1510.00 0.0101 0.0084 32.68 1520.00 0.0060 0.0056 32.68 1530.00 0.0040 0.0034 32.68 1540.00 0.0025 0.0022 32.68 1550.00 0.0016 0.0014 32.68 1560.00 0.0010 0.0009 32.68 1570.00 0.0006 0.0006 32.68 1580.00 0.0004 0.0004 32.68 1590.00 0.0003 0.0002 32.68 1600.00 0.0002 0.0001 32.68 1610.00 0.0001 0.0001 32.68 1620.00 0.0001 0.0001 32.68 1630.00 0.0000 0.0000 32.68 1640.00 0.0000 0.0000 32.68 1650.00 0.0000 0.0000 32.68 1660.00 0.0000 0.0000 32.68 1670.00 0.0000 0.0000 32.68 1680.00 0.0000 0.0000 32.68 1690.00 0.0000 0.0000 32.68 1700.00 0.0000 0.0000 32.68 1710.00 0.0000 0.0000 32.68 1720.00 4zE. 6/ 5/91 Bush, Roed & Hitchings, Inc. page 7 PACCAR PARTS DISTRIBUTION LEVEL POOL ROUTING TABLE 10YR STORM W t; T L MATCH Q (cfs) 0.87 INFLOW Q (cfs): 1.80 PEAK STAGE (ft): 35.94 PEAK OUTFLOW 0.88 PEAK TIME: 540.00 min. INFLOW HYD No. : 8 OUTFLOW HYD No.: 16 LEVEL POOL ROUTING TABLE Il I2 2S1 SUM 01 02+252 STAGE TIME <---------------------- cfs min ---------------------> (ft) (min) 0.0000 0.0004 0.0000 0.0004 0.0000 0.0004 32.68 40.00 0.0004 0.0042 0.0001 0.0048 0.0003 0.0045 32.68 50.00 0.0042 0.0128 0.0013 0.0183 0.0032 0.0151 32.68 60.00 0.0128 0.0239 0.0043 0.0410 0.0108 0.0302 32.69 70.00 0.0239 0.0359 0.0086 0.0684 0.0216 0.0468 32.69 60.00 0.0359 0.0477 0.0134 0.0970 0.0335 0.0635 32.70 90.00 0.0477 0.0590 0.0200 0.1268 0.0435 0.0833 32.70 100.00 0.0590 0.0738 0.0315 0.1642 0.0518 0.1124 32.72 110.00 0.0738 0.0911 0.0484 0.2133 0.0640 0.1492 32.74 120.00 0.0911 0.1060 0.0697 0.2668 0.0795 0.1873 32.77 130.00 0.1060 0.1187 0.0918 0.3164 0.0955 0.2209 32.79 140.00 0.1187 0.1297 0.1140 0.3624 0.1069 0.2554 32.82 150.00 0.1297 0.1392 0.1381 0.4069 0.1174 0.2895 32.85 160.00 0.1392 0.1536 0.1619 0.4546 0.1277 0.3270 32.88 170.00 0.1536 0.1713 0.1885 0.5134 0.1384 0.3750 32.91 180.00 0.1713 0.1850 0.2243 0.5806 0.1506 0.4299 32.95 190.00 0.1850 0.1958 0.2654 0.6462 0.1645 0.4817 33.01 200.00 0.1958 0.2046 0.3056 0.7060 0.1762 0.5299 33.05 210.00 0.2046 0.2119 0.3428 0.7594 0.1870 0.5724 33.10 220.00 0.2119 0.2252 0.3764 0.8135 0.1960 0.6175 33.14 230.00 0.2252 0.2423 0.4120 0.8795 0.2055 0.6739 33.19 240.00 0.2423 0.2549 0.4561 0.9532 0.2178 0.7354 33.25 250.00 0.2549 0.2650 0.5043 1.0242 0.2311 0.7931 33.32 260.00 0.2650 0.2738 0.5501 1.0888 0.2430 0.8458 33.39 270.00 0.2738 0.2815 0.5924 1.1476 0.2534 0.8942 33.45 280.00 0.2815 0.2980 0.6314 1.2109 0.2628 0.9481 33.51 290.00 0.2980 0.3204 0.6753 1.2937 0.2728 1.0209 33.57 300.00 0.3204 0.3369 0.7364 1.3936 0.2845 1.1091 33.65 310.00 0.3369 0.3497 0.8139 1.5005 0.2952 1.2053 33.73 320.00 0.3497 0.3598 0.9016 1.6111 0.3037 1.3073 33.79 330.00 0.3598 0.3682 0.9948 1.7229 0.3125 1.4104 33.85 340.00 0.3682 0.3868 1.0892 1.8442 0.3212 1.5230 33.92 350.00 0.3868 0.4120 1.1925 1.9913 0.3305 1.6608 33.99 360.00 0.4120 0.4301 1.3194 2.1615 0.3414 1.8200 34.08 370.00 0.4301 0.4436 1.4720 2.3458 0.3480 1.9978 34.14 380.00 0.4436 0.4541 1.6440 2.5418 0.3537 2.1881 34.18 390.00 0.4541 0.4626 1.8311 2.7479 0.3569 2.3909 34.21 400.00 0.4626 0.5062 2.0321 3.0009 0.3589 2.6420 34.23 410.00 0.5062 0.5728 2.2808 3.3599 0.3612 2.9987 34.25 420.00 0.5728 0.6180 2.6341 3.8250 0.3646 3.4604 34.28 430.00 0.6180 0.6941 3.0915 4.4037 0.3689 4.0348 34.31 440.00 42 F 6/ 5/91 Bush, Roed & Hitchings, Inc. page 8 PACCAR PARTS DISTRIBUTION LEVEL POOL ROUTING TABLE LEVEL POOL ROUTING TABLE I1 I2 2S1 SUM O1 02+252 STAGE TIME <---------------------- cfs min ---------------------> (ft) (min) ----------------------------------------------------------------------- ----------------------------------------------------------------------- 0.6941 0.7906 3.6607 5.1454 0.3741 4.7713 34.36 450.00 0.7906 1.0160 4.3905 6.1971 0.3808 5.8164 34.42 460.00 1.0160 1.5323 5.4263 7.9746 0.3900 7.5846 34.51 470.00 1.5323 1.8011 7.1788 10.512 0.4058 10.106 34.66 480.00 1.8011 1.6100 9.5862 12.997 0.5202 12.477 35.04 490.00 1.6100 1.3499 11.762 14.722 0.7156 14.006 35.41 500.00 1.3499 1.1382 13.207 15.695 0.7993 14.895 35.67 510.00 1.1382 1.0052 14.050 16.193 0.8458 15.347 35.83 520.00 1.0052 0.8730 14.479 16.357 0.8684 15.489 35.91 530.00 0.8730 0.7409 14.613 16.227 0.8753 15.352 35.94 540.00 0.7409 0.6577 14.483 15.882 0.8687 15.013 35.91 550.00 0.6577 0.6053 14.161 15.424 0.8517 14.573 35.85 560.00 0.6053 0.5725 13.744 14.921 0.8291 14.092 35.77 570.00 0.5725 0.5522 13.289 14.413 0.8038 13.609 35.68 580.00 0.5522 0.5396 12.831 13.922 0.7788 13.144 35.60 590.00 0.5396 0.5321 12.390 13.462 0.7537 12.708 35.52 600.00 0.5321 0.5277 11.979 13.039 0.7290 12.310 35.45 610.00 0.5277 0.5253 11.604 12.658 0.7054 11.952 35.39 620.00 0.5253 0.5242 11.270 12.319 0.6826 11.636 35.33 630.00 0.5242 0.5238 10.975 12.023 0.6613 11.362 35.28 640.00 0.5238 0.5065 10.720 11.750 0.6416 11.109 35.23 650.00 0.5065 0.4783 10.486 11.471 0.6227 10.848 35.19 660.00 0.4783 0.4607 10.248 11.187 0.6006 10.586 35.15 670.00 0.4607 0.4497 10.007 10.918 0.5785 10.339 35.11 680.00 0.4497 0.4430 9.7900 10.683 0.5494 10.133 35.07 690.00 0.4430 0.4389 9.6097 10.492 0.5236 9.9680 35.04 700.00 0.4389 0.4365 9.4652 10.341 0.5028 9.8378 35.01 710.00 0.4365 0.4352 9.3503 10.222 0.4875 9.7345 34.99 720.00 0.4352 0.4346 9.2567 10.127 0.4778 9.6488 34.98 730.00 0.4346 0.4344 9.1791 10.048 0.4697 9.5784 34.97 740.00 0.4344 0.4345 9.1154 9.9843 0.4630 9.5212 34.95 750.00 0.4345 0.4347 9.0636 9.9327 0.4576 9.4751 34.95 760.00 0.4347 0.4184 9.0218 9.8749 0.4533 9.4217 34.94 770.00 0.4184 0.3916 8.9734 9.7835 0.4482 9.3352 34.93 780.00 0.3916 0.3747 8.8952 9.6615 0.4401 9.2215 34.92 790.00 0.3747 0.3641 8.7917 9.5305 0.4298 9.1007 34.90 800.00 0.3641 0.3575 8.6729 9.3946 0.4278 8.9668 34.88 810.00 0.3575 0.3534 8.5412 9.2521 0.4256 8.8265 34.86 820.00 0.3534 0.3509 8.4033 9.1076 0.4233 8.6844 34.83 830.00 0.3509 0.3495 8.2634 8.9638 0.4209 8.5429 34.81 840.00 0.3495 0.3486 8.1243 8.8224 0.4186 8.4039 34.78 850.00 0.3486 0.3482 7.9877 8.6845 0.4162 8.2683 34.76 860.00 0.3482 0.3480 7.8544 8.5506 0.4139 8.1367 34.74 870.00 0.3480 0.3480 7.7250 8.4211 0.4117 8.0094 34.72 880.00 0.3480 0.3403 7.5996 8.2879 0.4098 7.8781 34.70 890.00 0.3403 0.3276 7.4695 8.1375 0.4086 7.7289 34.69 900.00 0.3276 0.3197 7.3217 7.9691 0.4072 7.5619 34.67 910.00 4 Z C? , 6/ 5/91 Bush, Roed & Hitchings, Inc. PACCAR PARTS DISTRIBUTION LEVEL POOL ROUTING TABLE LEVEL POOL ROUTING TABLE page 9 I1 I2 2S1 SUM 01 02+252 STAGE TIME <---------------------- cfs -------------- min -------> ft ) '� min) 0.3197 0.3147 7.1563 7.7907 0.4056 7.3851 34.66 920.00 0.3147 0.3116 6.9812 7.6075 0.4039 7.2036 34.64 930.00 0.3116 0.3097 6.8014 7.4227 0.4022 7.0205 34.62 940.00 0.3097 0.3086 6.6200 7.2384 0.4005 6.8379 34.61 950.00 0.3086 0.3080 6.4390 7.0556 0.3989 6.6567 34.59 960.00 0.3080 0.3076 6.2594 6.8750 0.3973 6.4777 34.58 970.00 0.3076 0.3075 6.0819 6.6970 0.3958 6.3012 34.56 980.00 0.3075 0.3074 5.9070 6.5219 0.3942 6.1276 34.55 990.00 0.3074 0.3075 5.7349 6.3498 0.3927 5.9571 34.53 1000.00 0.3075 0.2963 5.5658 6.1696 0.3913 5.7784 34.52 1010.00 0.2963 0.2780 5.3886 5.9630 0.3897 5.5733 34.50 1020.00 0.2780 0.2665 5.1853 5.7298 0.3879 5.3419 34.49 1030.00 0.2665 0.2592 4.9561 5.4817 0.3859 5.0958 34.47 1040.00 0.2592 0.2546 4.7121 5.2259 0.3837 4.8422 34.45 1050.00 0.2546 0.2517 4.4608 4.9671 0.3814 4.5856 34.43 1060.00 0.2517 0.2499 4.2065 4.7081 0.3791 4.3290 34.41 1070.00 0.2499 0.2488 3.9522 4.4509 0.3768 4.0741 34.39 1080.00 0.2488 0.2482 3.6996 4.1966 0.3745 3.8221 34.36 1090.00 0.2482 0.2478 3.4499 3.9459 0.3722 3.5737 34.34 1100.00 0.2478 0.2476 3.2038 3.6992 0.3699 3.3293 34.32 1110.00 0.2476 0.2475 2.9616 3.4567 0.3677 3.0890 34.30 1120.00 0.2475 0.2475 2.7236 3.2186 0.3654 2.8531 34.28 1130.00 0.2475 0.2475 2.4899 2.9849 0.3632 2.6217 34.26 1140.00 0.2475 0.2476 2.2607 2.7557 0.3610 2.3947 34.25 1150.00 0.2476 0.2476 2.0358 2.5310 0.3589 2.1721 34.23 1160.00 0.2476 0.2477 1.8153 2.3106 0.3568 1.9538 34.21 1170.00 0.2477 0.2478 1.6015 2.0970 0.3523 1.7447 34.17 1180.00 0.2478 0.2479 1.3991 1.8947 0.3456 1.5492 34.11 1190.00 0.2479 0.2480 1.2166 1.7124 0.3326 1.3798 34.01 1200.00 0.2480 0.2480 1.0611 1.5571 0.3187 1.2384 33.90 1210.00 0.2480 0.2481 0.9318 1.4280 0.3066 1.1214 33.81 1220.00 0.2481 0.2482 0.8251 1.3215 0.2963 1.0252 33.73 1230.00 0.2482 0.2483 0.7400 1.2366 0.2852 0.9514 33.66 1240.00 0.2483 0.2484 0.6780 1.1747 0.2734 0.9013 33.58 1250.00 0.2484 0.2485 0.6372 1.1341 0.2641 0.8700 33.52 1260.00 0.2485 0.2486 0.6118 1.1089 0.2581 0.8508 33.48 1270.00 0.2486 0.2487 0.5964 1.0936 0.2544 0.8393 33.46 1280.00 0.2487 0.2488 0.5871 1.0846 0.2521 0.8324 33.44 1290.00 0.2488 0.2488 0.5816 1.0792 0.2508 0.8284 33.44 1300.00 0.2488 0.2489 0.5784 1.0762 0.2500 0.8262 33.43 1310.00 0.2489 0.2490 0.5766 1.0745 0.2496 0.8250 33.43 1320.00 0.2490 0.2491 0.5756 1.0737 0.2493 0.8244 33.43 1330.00 0.2491 0.2492 0.5752 1.0734 0.2492 0.8242 33.43 1340.00 0.2492 0.2493 0.5750 1.0735 0.2492 0.8243 33.43 1350.00 0.2493 0.2494 0.5751 1.0737 0.2492 0.8245 33.43 1360.00 0.2494 0.2494 0.5752 1.0740 0.2493 0.8248 33.43 1370.00 0.2494 0.2495 0.5755 1.0744 0.2493 0.8251 33.43 1380.00 6/ 5/91 Bush, ROed & Hitchings, Inc. page 10 PACCAR PARTS DISTRIBUTION LEVEL POOL ROUTING TABLE LEVEL POOL ROUTING TABLE I1 I2 2S1 SUM 01 02+2S2 STAGE TIME <---------------------- cfs min ---------------------> (ft) (min) 0.2495 0.2496 0.5757 1.0748 0.2494 0.8255 33.43 1390.00 0.2496 0.2497 0.5760 1.0753 0.2494 0.8258 33.43 1400.00 0.2497 0.2498 0.5763 1.0758 0.2495 0.8262 33.43 1410.00 0.2498 0.2498 0.5766 1.0762 0.2496 0.8266 33.43 1420.00 0.2498 0.2499 0.5770 1.0767 0.2497 0.8270 33.43 1430.00 0.2499 0.2500 0.5773 1.0772 0.2497 0.8274 33.43 1440.00 0.2500 0.2043 0.5776 1.0319 0.2498 0.7821 33.43 1450.00 0.2043 0.1296 0.5413 0.8752 0.2407 0.6344 33.38 1460.00 0.1296 0.0822 0.4253 0.6371 0.2091 0.4279 33.21 1470.00 0.0822 0.0521 0.2639 0.3982 0.1640 0.2342 33.00 1480.00 0.0521 0.0331 0.1232 0.2084 0.1109 0.0975 32.83 1490.00 0.0331 0.0210 0.0397 0.0937 0.0578 0.0360 32.73 1500.00 0.0210 0.0133 0.0103 0.0445 0.0257 0.0188 32.69 1510.00 0.0133 0.0084 0.0054 0.0271 0.0135 0.0137 32.69 1520.00 0.0084 0.0053 0.0039 0.0177 0.0098 0.0079 32.68 1530.00 0.0053 0.0034 0.0023 0.0110 0.0057 0.0053 32.68 1540.00 0.0034 0.0022 0.0015 0.0071 0.0038 0.0033 32.68 1550.00 0.0022 0.0014 0.0009 0.0044 0.0023 0.0021 32.68 1560.00 0.0014 0.0009 0.0006 0.0028 0.0015 0.0013 32.68 1570.00 0.0009 0.0005 0.0004 0.0018 0.0009 0.0008 32.68 1580.00 0.0005 0.0003 0.0002 0.0011 0.0006 0.0005 32.68 1590.00 0.0003 0.0002 0.0002 0.0007 0.0004 0.0003 32.68 1600.00 0.0002 0.0001 0.0001 0.0005 0.0002 0.0002 32.68 1610.00 0.0001 0.0001 0.0001 0.0003 0.0002 0.0001 32.68 1620.00 0.0001 0.0001 0.0000 0.0002 0.0001 0.0001 32.68 1630.00 0.0001 0.0000 0.0000 0.0001 0.0001 0.0001 32.68 1640.00 0.0000 0.0000 0.0000 0.0001 0.0000 0.0000 32.68 1650.00 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 32.68 1660.00 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 32.68 1670.00 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 32.68 1680.00 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 32.68 1690.00 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 32.68 1700.00 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 32.68 1710.00 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 32.68 1720.00 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 32.68 1730.00 6/ 5/91 Bush, Roed & Hitchings, Inc. page 12 PACCAR PARTS DISTRIBUTION LEVEL POOL ROUTING TABLE 100YR STORM w� MATCH Q (cfs) 1.43 PEAK STAGE (ft): 37.51 PEAK TIME: 530.00 min. INFLOW HYD No. : 19 LEVEL POOL ROUTING TABLE INFLOW Q (cfs): 2.55 PEAK OUTFLOW 1.43 OUTFLOW HYD No.: 20 I1 I2 2S1 SUM 01 02+2S2 STAGE TIME <-------------- cfs min ---------------------> (ft) (min) 0.0000 0.0005 0.0000 0.0005 0.0000 0.0005 32.68 30.00 0.0005 0.0064 0.0001 0.0071 0.0004 0.0067 32.68 40.00 0.0064 0.0206 0.0019 0.0289 0.0048 0.0241 32.68 50.00 0.0206 0.0390 0.0069 0.0665 0.0172 0.0493 32.69 60.00 0.0390 0.0586 0.0141 0.1117 0.0352 0.0766 32.70 70.00 0.0586 0.0776 0.0276 0.1638 0.0490 0.1148 32.71 80.00 0.0776 0.0951 0.0498 0.2224 0.0650 0.1574 32.74 90.00 0.0951 0.1109 0.0745 0.2804 0.0829 0.1975 32.77 100.00 0.1109 0.1322 0.0977 0.3408 0.0998 0.2410 32.80 110.00 0.1322 0.1573 0.1280 0.4175 0.1130 0.3045 32.84 120.00 0.1573 0.1777 0.1723 0.5073 0.1322 0.3751 32.89 130.00 0.1777 0.1944 0.2244 0.5965 0.1507 0.4458 32.95 140.00 0.1944 0.2083 0.2778 0.6804 0.1681 0.5123 33.02 150.00 0.2083 0.2198 0.3293 0.7574 0.1831 0.5743 33.08 160.00 0.2198 0.2389 0.3779 0.8366 0.1964 0.6402 33.14 170.00 0.2389 0.2627 0.4298 0.9314 0.2104 0.7210 33.21 180.00 0.2627 0.2804 0.4929 1.0360 0.2281 0.8079 33.31 190.00 0.2804 0.2941 0.5619 1.1364 0.2460 0.8904 33.41 200.00 0.2941 0.3054 0.6283 1.2278 0.2621 0.9657 33.51 210.00 0.3054 0.3157 0.6896 1.3107 0.2761 1.0346 33.60 220.00 0.3157 0.3357 0.7481 1.3995 0.2866 1.1129 33.67 230.00 0.3357 0.3622 0.8174 1.5153 0.2955 1.2198 33.73 240.00 0.3622 0.3822 0.9148 1.6592 0.3050 1.3542 33.80 250.00 0.3822 0.3980 1.0377 1.8179 0.3165 1.5014 33.88 260.00 0.3980 0.4107 1.1727 1.9814 0.3287 1.6527 33.98 270.00 0.4107 0.4214 1.3119 2.1440 0.3408 1.8032 34.08 280.00 0.4214 0.4448 1.4558 2.3219 0.3475 1.9745 34.13 290.00 0.4448 0.4764 1.6215 2.5427 0.3530 2.1897 34.18 300.00 0.4764 0.4994 1.8328 2.8086 0.3570 2.4516 34.21 310.00 0.4994 0.5165 2.0922 3.1081 0.3594 2.7487 34.23 320.00 0.5165 0.5299 2.3865 3.4329 0.3622 3.0707 34.26 330.00 0.5299 0.5407 2.7055 3.7760 0.3653 3.4108 34.28 340.00 0.5407 0.5662 3.0424 4.1493 0.3684 3.7808 34.31 350.00 0.5662 0.6014 3.4090 4.5766 0.3718 4.2048 34.34 360.00 0.6014 0.6262 3.8292 5.0567 0.3757 4.6810 34.38 370.00 0.6262 0.6443 4.3010 5.5715 0.3800 5.1915 34.41 380.00 0.6443 0.6580 4.8070 6.1093 0.3845 5.7248 34.46 390.00 0.6580 0.6688 5.3355 6.6623 0.3893 6.2731 34.50 400.00 0.6688 0.7301 5.8791 7.2780 0.3940 6.8840 34.54 410.00 0.7301 0.8242 6.4847 8.0390 0.3993 7.6397 34.59 420.00 0.8242 0.8872 7.2334 8.9448 0.4063 8.5385 34.66 430.00 6/ 5/91 Bush, Roed & Hitchings, Inc. page 13 PACCAR PARTS DISTRIBUTION LEVEL POOL ROUTING TABLE LEVEL POOL ROUTING TABLE I1 I2 2S1 SUM 01 02+2S2 STAGE TIME <---------------------- cfs min ---------------------> (ft) (min) 0.8872 0.9940 8.1200 10.001 0.4185 9.5828 34.78 440.00 0.9940 1.1295 9.1193 11.243 0.4634 10.779 34.96 450.00 1.1295 1.4468 10.185 12.761 0.5948 12.166 35.14 460.00 1.4468 2.1728 11.470 15.089 0.6962 14.393 35.36 470.00 2.1728 2.5467 13.574 18.293 0.8196 17.473 35.74 480.00 2.5467 2.2722 16.416 21.235 1.0578 20.177 36.31 490.00 2.2722 1.9021 18.906 23.081 1.2703 21.810 36.92 500.00 1.9021 1.6014 20.432 23.936 1.3780 22.558 37.30 510.00 1.6014 1.4120 21.134 24.147 1.4239 22.723 37.47 520.00 1.4120 1.2247 21.289 23.926 1.4339 22.492 37.51 530.00 1.2247 1.0384 21.072 23.335 1.4200 21.915 37.45 540.00 1.0384 0.9207 20.531 22.490 1.3845 21.105 37.32 550.00 0.9207 0.8465 19.773 21.540 1.3328 20.207 37.13 560.00 0.8465 0.7999 18.935 20.581 1.2724 19.309 36.93 570.00 0.7999 0.7708 18.101 19.671 1.2079 18.464 36.72 580.00 0.7708 0.7528 17.321 18.844 1.1430 17.701 36.53 590.00 0.7528 0.7418 16.623 18.117 1.0784 17.039 36.36 600.00 0.7418 0.7352 16.025 17.502 1.0142 16.488 36.22 610.00 0.7352 0.7314 15.535 17.001 0.9531 16.048 36.11 620.00 0.7314 0.7294 15.137 16.598 0.9114 15.686 36.04 630.00 0.7294 0.7285 14.801 16.259 0.8849 15.374 35.97 640.00 0.7285 0.7041 14.505 15.937 0.8698 15.068 35.92 650.00 0.7041 0.6647 14.213 15.582 0.8544 14.727 35.86 660.00 0.6647 0.6399 13.890 15.195 0.8372 14.358 35.80 670.00 0.6399 0.6244 13.540 14.804 0.8177 13.986 35.73 680.00 0.6244 0.6148 13.188 14.427 0.7983 13.629 35.66 690.00 0.6148 0.6089 12.849 14.073 0.7798 13.293 35.60 700.00 0.6089 0.6054 12.531 13.745 0.7618 12.984 35.55 710.00 0.6054 0.6034 12.239 13.447 0.7450 12.702 35.50 720.00 0.6034 0.6023 11.974 13.179 0.7287 12.451 35.45 730.00 0.6023 0.6018 11.737 12.941 0.7140 12.227 35.41 740.00 0.6018 0.6017 11.527 12.730 0.7001 12.030 35.37 750.00 0.6017 0.6018 11.343 12.546 0.6876 11.858 35.34 760.00 0.6018 0.5791 11.182 12.363 0.6767 11.686 35.31 770.00 0.5791 0.5419 11.021 12.142 0.6649 11.477 35.28 780.00 0.5419 0.5184 10.827 11.887 0.6499 11.238 35.25 790.00 0.5184 0.5036 10.605 11.627 0.6327 10.994 35.21 800.00 0.5036 0.4943 10.381 11.379 0.6130 10.766 35.17 810.00 0.4943 0.4885 10.172 11.155 0.5937 10.561 35.14 820.00 0.4885 0.4850 9.9850 10.958 0.5764 10.382 35.10 830.00 0.4850 0.4828 9.8273 10.795 0.5548 10.240 35.08 840.00 0.4828 0.4815 9.7033 10.668 0.5370 10.131 35.06 850.00 0.4815 0.4808 9.6074 10.570 0.5232 10.047 35.04 860.00 0.4808 0.4805 9.5339 10.495 0.5127 9.9825 35.03 870.00 0.4805 0.4804 9.4779 10.439 0.5046 9.9341 35.02 880.00 0.4804 0.4696 9.4356 10.386 0.4986 9.8870 35.01 890.00 0.4696 0.4521 9.3943 10.316 0.4926 9.8233 35.00 900.00 42 K. 6/ 5/91 Bush, Roed & Hitchings, Inc. page 14A PACCR PARTS DISTRIBUTION LEVEL POOL ROUTING TABLE LEVEL POOL ROUTING TABLE I1 I2 2S1 SUM 01 02+2S2 STAGE TIME <---------------------- cfs min ---------------------> (ft) (min) 0.4521 0.4410 9.3371 10.230 0.4862 9.7440 34.99 910.00 0.4410 0.4340 9.2653 10.140 0.4787 9.6617 34.98 920.00 0.4340 0.4297 9.1908 10.055 0.4709 9.5836 34.97 930.00 0.4297 0.4270 9.1201 9.9768 0.4635 9.5133 34.96 940.00 0.4270 0.4254 9.0564 9.9089 0.4569 9.4520 34.94 950.00 0.4254 0.4244 9.0009 9.8507 0.4511 9.3996 34.93 960.00 0.4244 0.4239 8.9535 9.8018 0.4461 9.3556 34.93 970.00 0.4239 0.4236 8.9136 9.7611 0.4420 9.3191 34.92 980.00 0.4236 0.4235 8.8806 9.7277 0.4385 9.2891 34.91 990.00 0.4235 0.4235 8.8534 9.7004 0.4357 9.2647 34.91 1000.00 0.4235 0.4080 8.8313 9.6628 0.4334 9.2294 34.91 1010.00 0.4080 0.3828 8.7993 9.5902 0.4301 9.1601 34.90 1020.00 0.3828 0.3668 8.7313 9.4809 0.4288 9.0521 34.89 1030.00 0.3668 0.3567 8.6251 9.3487 0.4270 8.9217 34.87 1040.00 0.3567 0.3504 8.4968 9.2039 0.4249 8.7790 34.85 1050.00 0.3504 0.3464 8.3565 9.0533 0.4225 8.6308 34.82 1060.00 0.3464 0.3439 8.2107 8.9010 0.4200 8.4809 34.80 1070.00 0.3439 0.3423 8.0634 8.7496 0.4175 8.3321 34.77 1080.00 0.3423 0.3414 7.9171 8.6008 0.4150 8.1858 34.75 1090.00 0.3414 0.3408 7.7732 8.4554 0.4125 8.0429 34.72 1100.00 0.3408 0.3405 7.6328 8.3141 0.4101 7.9040 34.70 1110.00 0.3405 0.3403 7.4952 8.1760 0.4088 7.7672 34.69 1120.00 0.3403 0.3403 7.3597 8.0403 0.4075 7.6327 34.68 1130.00 0.3403 0.3402 7.2265 7.9070 0.4063 7.5007 34.66 1140.00 0.3402 0.3403 7.0957 7.7763 0.4050 7.3712 34.65 1150.00 0.3403 0.3403 6.9674 7.6480 0.4038 7.2442 34.64 1160.00 0.3403 0.3404 6.8416 7.5224 0.4026 7.1197 34.63 1170.00 0.3404 0.3405 6.7183 7.3992 0.4014 6.9977 34.62 1180.00 0.3405 0.3406 6.5974 7.2785 0.4003 6.8782 34.60 1190.00 0.3406 0.3406 6.4789 7.1601 0.3992 6.7609 34.59 1200.00 0.3406 0.3407 6.3627 7.0441 0.3982 6.6458 34.58 1210.00 0.3407 0.3408 6.2486 6.9302 0.3972 6.5330 34.58 1220.00 0.3408 0.3409 6.1367 6.8184 0.3962 6.4222 34.57 1230.00 0.3409 0.3410 6.0269 6.7088 0.3953 6.3135 34.56 1240.00 0.3410 0.3411 5.9192 6.6012 0.3943 6.2069 34.55 1250.00 0.3411 0.3412 5.8134 6.4957 0.3934 6.1023 34.54 1260.00 0.3412 0.3412 5.7097 6.3921 0.3925 5.9996 34.53 1270.00 0.3412 0.3413 5.6080 6.2906 0.3916 5.8989 34.52 1280.00 0.3413 0.3414 5.5082 6.1909 0.3908 5.8001 34.51 1290.00 0.3414 0.3415 5.4102 6.0931 0.3899 5.7032 34.51 1300.00 0.3415 0.3416 5.3142 5.9972 0.3891 5.6082 34.50 1310.00 0.3416 0.3417 5.2200 5.9032 0.3882 5.5150 34.49 1320.00 0.3417 0.3417 5.1276 5.8110 0.3874 5.4236 34.48 1330.00 0.3417 0.3418 5.0370 5.7206 0.3866 5.3340 34.48 1340.00 0.3418 0.3419 4.9482 5.6319 0.3858 5.2461 34.47 1350.00 0.3419 0.3420 4.8611 5.5450 0.3850 5.1600 34.46 1360.00 0.3420 0.3421 4.7757 5.4598 0.3842 5.0755 34.45 1370.00 9zL-. 6/ 5/91 Bush, Roed & Hitchings, Inc. page 15A PACCR PARTS DISTRIBUTION ---------------------------------------------- ---------------------------------------------- LEVEL POOL ROUTING TABLE LEVEL POOL ROUTING TABLE I1 I2 2S1 SUM O1 02+252 STAGE TIME <---------------------- cfs min ---------------------> (ft) (min) 0.3421 0.3421 4.6921 5.3762 0.3835 4.9927 34.45 1380.00 0.3421 0.3422 4.6100 5.2943 0.3828 4.9116 34.44 1390.00 0.3422 0.3423 4.5295 5.2140 0.3820 4.8320 34.43 1400.00 0.3423 0.3424 4.4507 5.1353 0.3813 4.7540 34.43 1410.00 0.3424 0.3424 4.3734 5.0582 0.3806 4.6775 34.42 1420.00 0.3424 0.3425 4.2976 4.9825 0.3800 4.6025 34.41 1430.00 0.3425 0.3426 4.2233 4.9083 0.3793 4.5291 34.41 1440.00 0.3426 0.2800 4.1504 4.7730 0.3786 4.3943 34.40 1450.00 0.2800 0.1776 4.0169 4.4744 0.3774 4.0970 34.39 1460.00 0.1776 0.1126 3.7223 4.0125 0.3747 3.6378 34.37 1470.00 0.1126 0.0714 3.2673 3.4513 0.3705 3.0808 34.33 1480.00 0.0714 0.0453 2.7155 2.8322 0.3654 2.4669 34.28 1490.00 0.0453 0.0287 2.1073 2.1813 0.3596 1.8217 34.23 1500.00 0.0287 0.0182 1.4737 1.5206 0.3481 1.1726 34.14 1510.00 0.0182 0.0116 0.8718 0.9015 0.3008 0.6007 33.77 1520.00 0.0116 0.0073 0.3987 0.4176 0.2020 0.2157 33.17 1530.00 0.0073 0.0046 0.1103 0.1223 0.1053 0.0170 32.82 1540.00 0.0046 0.0029 0.0049 0.0124 0.0121 0.0003 32.69 1550.00 0.0029 0.0019 0.0001 0.0049 0.0002 0.0047 32.68 1560.00 0.0019 0.0012 0.0013 0.0044 0.0033 0.0010 32.68 1570.00 0.0012 0.0008 0.0003 0.0022 0.0007 0.0015 32.68 1580.00 0.0008 0.0005 0.0004 0.0017 0.0011 0.0006 32.68 1590.00 0.0005 0.0003 0.0002 0.0009 0.0004 0.0005 32.68 1600.00 0.0003 0.0002 0.0002 0.0006 0.0004 0.0003 32.68 1610.00 0.0002 0.0001 0.0001 0.0004 0.0002 0.0002 32.68 1620.00 0.0001 0.0001 0.0001 0.0003 0.0001 0.0001 32.68 1630.00 0.0001 0.0000 0.0000 0.0002 0.0001 0.0001 32.68 1640.00 0.0000 0.0000 0.0000 0.0001 0.0001 0.0000 32.68 1650.00 0.0000 0.0000 0.0000 0.0001 0.0000 0.0000 32.68 1660.00 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 32.68 1670.00 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 32.68 1680.00 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 32.68 1690.00 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 32.68 1700.00 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 32.68 1710.00 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 32.68 1720.00 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 32.68 1730.00 4 S. Y. GonIVEYAr1 C E CALCULATIONS L J v Nt!Z. mm m 45, In wl,aca-e-�/% 2 L----------- X ------ bx\ i -SAN P* AW Am .......... . 7 .............. 7 0.1 ........... 77; dq j6 .......... tj A - ex ' A =2028 48 R=89agv =316.45 FACCAlk I>AIZT-S Pgzroser> We0as"r I 0510300—SA-eW MAP M" 0 90 3Y7. 00 4(0. 1p 1 !?C S 1 Z 1 rJC7 CALC Ol-A�1 b/lJ S- Efts% S/7;>c J **** STORM WATER HYDROLOGY ***x: Runoff by Rational Method STEEL EQUATION COEFFICIENTS: K = 39 09, .0 25 V2 b = 9.48 C.DEFF,C-,k"r6. WATERCOURSE TYPES: 1 FOREST wi HEAVY GROUND LITTER 2 MINIMUM TILLAGE CULTIVATION 3 SHORT GRASS PASTURE & LAWNS 4 NEARLY BARE GROUND 5 GRASSED WATERWAY 6 PAVED AREA 7 OTHER. PACCAR 25 YR RATIONAL CONVEYANCE OF H-009--'9- w"' I N I T Tc = 5.00 min C.4.LC.� s INIT IAC = 6.00 OVERLAND FLOW: TYPE LENGTH %SLOPE VEL TIME 6 35.00 2.00 2.83 0.21 TYPE LENGTH %SLOPE VEL TIME 5 1.45.00 0.78 1.32 1.82 RUNOFF: POINT CB#1 TO C#c Tc = 7.03 min AREA = 0.40 acres C = 0.90 LAC = 0.36 1 = 2.37 in/hr Q DESIGN = 0.85 cis V DESIGN = 2.72 ft/sec PIPE: INVERT 1N = 33.64 it iNVERT OUT = 33.31 it LENGTH = 92.00 it n = 0.01'2 DIAM = 12.00 in SLOPE = 0.36 �e FULL = 2.32 cis V FULL = 2._:15 it/sec FLOW TIME - 0.56 min POINT C6#2 TO C8#3 Tc. = 7.59 min AREA = 0.60 acres C = 0.90 SAC = 0.36 i = 2.29 in/hr iI! DESIGN = 0.82 cts V DESIGN = 2.67 itisec PIPE: INVERT IN = 33.31 it INVERT OUT = 32.89 it LENGTH = 120.00 it n .. = 0.012 DIAM = 12.60 in SLOPE = 0.35 %: Q FULL = 2.28 cts V FULL = 2.91 it/sec FLOW TIME = 0.75 min POINT CB#3 TO C8#4 Tc = 8.34 min AREA = 0.38 acres C = 0.90 IAC = 0.70 I = 2.19 inJhr Q DESIGN = 1.54 cis V DESIGN = 2.54 ftfsec PIPE: INVERT IN = 32.89 ft. INVERT OUT = 32.65 it LENGTH = 80.00 ft n = 0.012 DIAM = 12.00 in SLOPE = 0.30 % Q FULL = 2.11 cis V FULL = 2.69 ftJsec FLOW TIME = 0.45 min POINT CB#4 TO CB#5 Tc = 8.80 rein AP.EA = 0.70 acres C = 0.90 IAC = 1.33 I = 2.14 in!hr Q DESIGN = 2.85 cis V DESIGN = 3.42 ft-sec PIPE: INVERT IN = 32.65 it INVERT OUT = 32.23 it LENGTH = 120.00 it n = 0.Al2 DIAM = 15.00 in SLOPE = 0.:d0 % Q FULL = 3.83 cis V FULL = 3.12 tt%sec FLOW TIME = 0.58 min 47. POINT C8M5 TO C8*6 Tc = 9.38 min AREA = 0.00 acres C = 0.90 SAC = 1.33 I = 2.07 inihr Q DESIGN = 2.76 cis V DESIGN = 3.28 ftisec PIPE INVERT ,IN = 32.28 f t INVERT OUT = 31.84 ft LENGTH = 150.00 it n = 0.012 OIRM = 30.00 in SLOPE = 0.30 % Q FULL = 24.33 cfs U FULL = 4.96 ftisec FLOW TIME = 0.76 min EA ST S, or- :-7 ( 100 N 12 . CAL (- S) **** STORM WATER HYDROLOGY **** !---------- Runotf by Rational Method POINT CBi12 TO C843 l FOREST wi HEAV1 GROUND LITTER Tc = 8.67 min 2 MINIMUM TILLAGE CULTIVATION RREA = 0.00 acres 3 SHORT GRASS PASTURE & LAWNS C = 0.90 4 NEARLY BARE GRGUND i.A,- = 0.36 5 GRASSED WATERWAY 1 = 2.75 inrhr 6 PAVED AREA Q DESIGN = 0.99 cis 7 OTHER V DESIGN = 2.80 fusee (9-A S, Or- N DUSE2 WA -I PIPE: INVERT IN = 33.31 it INVERT OUT = 32.89 it PACCAR 100YR RATIONAL CONVEYANCE LENGTH = 120.00 it n = 6.012 INIT Tc = 6.30 min DIAM = 12.00 in INiT 28C = 0.00 SLOPE = 0.35 % _. 0 FULL = 2.28 cis OVERLAND FLOW: V FULL = 2.91 ft%'sec FLOW TIME = 0.71 min TYPE LENGTH %SLOPE VEL TIME 6 35.00 2.00 2.83 0.21 ---------- POINT CBM3 TO CBi14 TYPE LENGTH %SLOPE VEL TIME 5 145.00 0.78 ' 1.32 I•_82 ti - Tc = 9.58 min r ,. • RUNOFF ' Y .. y AREA `a:r _ 0.3$ acres 4 J. y �, . r r-#.r..DESIGN I' •. , :, 'T"'� 2 : 65 _-�F';.1.86 infh'," . '. ;.POINT CB111 T0.CBf12�.?��p� �'V DESIGN a _ 3.94 Cf'!. ftso f r 8.33 min. PIPE' AREA = 0.40 acres INVERT IN = 32.89 ft C = 0.90 INVERT OUT = 32.65 ft W Yr,. 7AC 0.36 LENGTH = 80.00 it I _ 2.85 inrhr n 0.012 1h1T�:7Jstt 0 DESIGN - 1.03 cis DIAM = 12.00 in c`vtr. FY V DESIGN = 2.86 ftisec SLOPE = 0.30 % wAS �N.nclr O FULL = 2.11 cis PIPE V FULL = 2.69 it/sec INVERT IN = 33.64 it FLOW TIME 0.44 min CA t-c INVERT OUT = 33.31 it LENGTH = 92.00 it � n = 0.012 DIAM = 12.00 in SLOPE = 0.36 % Q FULL = 2.32 cis /00Y2 • Smewl (-v.'JD,na.JS V FULL = 2.95 ft/sec FLOW TIME 0.54 min rJr4S ;>oSsi & & ()P TD ?FN S r�O,.1 T. G02 rjr}CK�.JAi C� GALWLA-no-)S F02 TWO- ,PD->57eE*'vk p,P-S, SEE nJekr PA'Che . 3A-LK vJ tE�2 A►�Y S/ 5 {-off �A'ST r t7E a� MJJS� vlf+^� . La C- To Lbw -� so" 3. l00 yelq'k- /��S/c�nJ f�� E f-62 7-7+1.S P//or- /S g�q-4��-D o•j A A • G 33 AceE5 •L C SEE ZS y,e . L/tz_c 's r-oa err S. /�C— A GGr1GG..�TQ�,-rir�J of /D, OZ �.�JS /�a v2 ]�iPE LAtLS F�2 PIPES (�(3'S rD Ll3q �QEcJ,�vs P.aG,�� T ..,^ E ozog Pi P t> PS T>2E,o�-r1 r�F ?7t75 Pi P� . �NvS 'rJF-E To%/�-L. c. �W -r1h5 ��i PC- � S /p , !o i v+� ,.✓t . --------------- 6-7 7715 PrZD Ors = 3,33 0,2r7. co � F 16, vQ E �j . 314 J J4-E �,c� a o r 17+6 7-VJ. G--L , B A C K W A T E R C A L C U L A T I 0 H S H E E T Pipe Segment CB to CB (1) 9 (ofs) (2) Lngth (ft) (3) Pipe Size (4) ..n" Value (5) Outlt Elev (ft) (6) Inlet Elev (ft) (7) Barrel Area (sgft) (6) Barrl Val (fps) (9) Bar Val Head (ft) (10) TW. Elev (ft) (11) Fric- tion Loss (ft) (12) Entr HGL Elev (ft) (13) Entr Head Loss (ft) (14) Exit Head Loss (ft) (15) Outlt Contr Elev (ft) (16) Inlet Contr Elev (ft) (17) Appr Val Head (ft) (IB) Bend Head Loss (ft) (19) Junc Head Loss (ft) (20) HW Elev (ft) izo �s' ,2 2.2g 3z•�l•Z3 Z,11 Z 3r7 1.2O 0.11433.r0,'36 0.0� ©.a1534, 33.-72 o, ia, a,oi 33• 0 .ii433.21 31•0 ?. i� 34,Z5- — 9.oy — — 7Z 9 9D Z" O,o, 2 0.01 32.65 3Z,� 33.31 32.89 33.31 o•7X ,7gS 33.9 I 34.�3 .04 •o`r — o. ou 0,0 — 31 72 ,az o.oL� 0,OZI — 02 — — 14 0.0a 33, to4 o,rmT 1.312 a-7 34,14 0.0(v5 . 0136 — — o,o/ —34.Zb — LB�t TN � S i S C3ELoVJ � Tom• =36.30 -- 0 rn I ,'JEST s, yr-�s�� **** STORM WATER HYDROLOGY **** RUnoti by Rational Method STEEL EQUATION COEFFICIENTS: K = 39.09 b = 9.48 WATERCOURSE TYPES: i FOREST wl HEAV't GROUND LITTER 2 MINIMUM TILLAGE CULTIVATION 3 SHORT GRASS PASTURE & LAWNS 4 NEARLY BARE GROUND 5 GRASSED WATERWAY 6 PAVED AREA 7 OTHER PACCAR WEST 25YR RATIONAL CONVEY INIT Tc = 6.30 Min INIT EAC = 0.00 OVERLAND FLOW TYPE LENGTH %SLOPE VEL. 6. , 58::0@ 5r';� 40'w3 10'+1 TYPE LENGTK %SLOPE VEL x I 150.00 0.5@:= 1 06;'236 RUNOFF.,~ POINT-___- CULVERT FROM IE 38.00 TO 37.91 Tc = 8.97 min AREA = 0.47 acres C = 0.90 ZAC = 0.42 i = 2.12 infhr Q DESIGN = 0.90 cis V DESIGN = 3.11 ftisec PIPE: INVERT IN = 38.00 it INVERT OUT = 37.91 it LENGTH = 18.00 it n = 0.012 DIRM = 12.00 in SLOPE = 0.50 %* Q FULL = 2.73 cis V FULL = 3.48 ftfsec FLOW TIME 0.10 min *****"f)*** INIT Tr_ = 6.30 min INIT ZAC = 0.00 OVERLAND FLOW: TYPE LENGTH %'SLOPE VEL TIME 6 58.00 2.40 3.10 0.31 TYPE LENGTH %SLOPE VEL TIME 5 345.00 0.50 1.06 5.42 RUNOFF. FOINT CULVERT FROM IE 37.00 TO CB#lIA Tc = 12.03 min AREA = 1.03 acres C = 0.90 ZAC = 0.93 I = 1.82 infhr Q DESIGN = 1.68 cis •V DESIGN. = 6.75 ft%sec'< s.4 ;,PIPE= xINVERT INi •= 37.00 ft THVERT- OU-T71Ia 35.30 f LENGTH yts 2 fir.; 65 :00 ElIAM 12.00 SLOPE 2.62 y ..,�, �7k Q FULL _ 6.25 cfs.'yt,y . �. V FULL 7.96 ft%sec FLOW TIME = 0.16 min POINT C8M118 TO CBM11 Tc = 12.19 min AREA = 0.64 acres C = 0.90 1.50 i = 1.80 infhr Q DESIGN = 2.71 cis V DESIGN = 6.94 ftfsec PIPE - INVERT IN = 35.30 it INVERT OUT = 34.30 it LENGTH = 50.00 it n = 0.012 DIAM 12.00 in SLOPE 2.00 % Q FULL 5.46 cis V FULL = 6.95 ftfser_ FLOW TIME 0.12 min --'� c.ate'- /D 7,6 Y e, k'1c�a t- eAG rHOL. C.s veYIWC6 �VJ,55r aF tfo'K'-&,2 &,$I) INIT Tc = INiT 2HC = OVERLHND FLOW: RUNOFF: 6.30 min 0.00 INIT Tc = INIT ZAC = OVEP.LHND FLOW: RUNOFF 6.30 min 0.00 POINT CB*13 TO C6M12 F'OINT Tc = 6.30 min CB815 TO CONTROL STRUCTURE N14 AREH = 0.64 acres C = 0.90 Tc = 6.30 min 1HC = 0.58 AREH = 0.43 acres I = 2.48 in%hr C = 0.90 0 DESIGN = 1.43 cfs 28C = 0.39 V DESIGN = 7.74 inset I = 2.48 inihr 0 DESIGN = 0.96 cis PIPE: V DESIGN = 5.22 ft%sec INVERT IN = 35.19 it PIPE INVERT OUT 33.00 it LENGTH 50.00 f t;4 ; ,;' - •INVERT IN 35.90 f t INVERT OUT., _ 34.84 ft t t12 002ir1.t,:�� LENGTH { _ 53.00 f t ,�'d F i SLOPE `� :'. Yr.'4 38x'�n 7' �E+_ _E 0.012,1" t+:µ :. ;. • ` DIAI 22�00 r av+x Q tFUL��" $ 87 4f;•c "SLOPE �z 2: 00 V FULL 16 2;(-Pt-ASe „ , , 4 ' . FLOrt iME � @ iTrtiin �'� tQ FULL �,�� :� a! 5-46 cfSw '.*.�. r � �: °Y FULL 6:95N t/SQdk- .a`• z .�a ,iyoe�s •�r.� ' ► FLOIi TIME-..�:.. �, 0•. 17 ' win.' .. ... .. .. - .. , gip..,.. • . _ -.- _. - ... >3SC'v_. *M** STORM WHTER HYDROLOGY :a*** Runoft by Rational Method I FOREST wl HEAV)' GROUND LITTER 2 MINIMUM TILLAGE CULTIVATION 3 SHORT GRASS PASTURE & LAWNS 4 NEARLY BARE GROUND 5 GRASSED WATERWAY 6 PAVED AREA 7 OTHER / je_N CG kDJSEit vJ/W / PACCAR WEST 100 1R. RAT. CONVEY INIT Tc = 6.30 min INIT 2RC = 0.00 OVERLAND FLOW: TYPE LENGTH %SLOPE VEL TIME 6 58.00 2.40 3.10 0.31 TYPE LENGTH %SLOPE VEL TIME 5 150.00 0.50 1.06 2.36 RUNOFF: i" POINT CULVERT IE 38: 00 'TD 5W."T �Y XAC = 0.42 , ".I = 2.75 inihr� Q DESIGN = 1.16 cis V DESIGN = 3.34 ftisec PIPE: INVERT IN = 38.00 it INVERT OUT = 37.91 it LENGTH = 18.00 it n = 0.012 DIAM = 12.00 in SLOPE = 0.50 % W FULL = 2.73 cis V FULL = 3.48 ftisec FLOW TIME = 0.09 min INIT Tc = 6.30 min INIT 2RC = 0.00 OVERLAND FLOW: TYPE LENGTH %SLOPE VEL TIME 6 58.00 2.40 3.10 0.31 TYPE LENGTH %SLOPE VEL TIME 5 345.00 0.50 1.06 5.42 RUNOFF POINT CULVERT IE 37.00 TO C80118 Tc = 12.03 min AREA = 1.03 acres C = 0.90 2AC = 0.93 1 = 2.35 inihr 9 DESIGN = 2.18 cis V DESIGN 7.24 ftisec: PIPE-- INVERTIN , �`= 37•. 00 f `sI•NVERT, OUT LENG.TH� -` ft012 .00 "y12:06 SLOPE ' Q-FULL _ ;" 6.25 c4sA4 * V FULL = 7.96 ftisec" FLOW TIME = 0.15 min POINT CBN11A TO CB811 Tc = 12.18 min AREA = 0.64 acres C = 0.90 ZAC = 1.50 1 = 2.30 inihr Q DESIGN = 3.46 cts V DESIGN = 7.35 ft/sec PIPE: INVERT IN = 35.30 it INVERT OUT = 34.30 ft LENGTH = 50.00 it n = 0.012 DIAM = 12.00 in SLOPE = 2.00 % W FULL = 5.46 cts V FULL = 6.95 ft/sec FLOW TIME = 0.11 min �i co.j J 'ri /00 `rz. RATio.Ja2. rNe7wv,> � v�.-�c� (vJ�sroF f�v� wv•) INIT Tc = 6.30 min INIT Tc = 6.30 min INIT ZAC 0.013 INIT ZAC 0.00 OVERLAND FLOW: OVERLAND FLOW: RUNOFF: RUNOFF: --------- ---------- POINT CBM13 TO C6i112 POINTC8#15 TO CONTROL STRUCTURE #14 Tc = 6.30 min AREA = 0.64 acres Tc = 6.30 min C = 0 90 FIRER 0.43 acres XAC = 0.58 C = 0.90 I = 3.15 inrhr LAC = 0.39 Q DESIGN = 1.81 cis I = 3.15 inrhr V DESIGN = 8.28•ftisec• Q DESIGN = 1.22 cis V DESIGN 5.59 ftisec PIPE PI:PE.T: �cl ►�n �. r:•. r r> • INVERT' IN.INVERT"IN 19 nft. INVERT"pUT.ftc 35.90 _fV ��LENGTMOUTHV£ YD1AhA.'�•@88@ LOPESLOPE FULLrFUL VFULL " a8x29=f'te . *!:;'V FULL ,: # . FLOW TIME _.;.� - 8.I@ min FLOW TIME r : 6.95 fri'sec 8.16 min i 3/ DF I L i ZA-7- 10 P-) SyJi4-4- G.4 LC v)L A-: —I, s T 24Cc) 7,4Z4- 5F iN��Ek;/,v✓S ►/Errc-v�,2 s�e�.acc = 0.3 8 Ae- ZC- (�. = 0, i o c,;s 51t1,,)c 7rt sv)AI-e w/71r r),I/YV-k)r,)L-,'s ac„—� , I+rlo U:�v,✓C-, A- 's i'> " VA-c-v & = 0, 01 Fog 77,�C- RURit!_ S��Dii✓Ej rvt uC7U2E S,�r�c-T�� i47JD 4- aP77"D,n SIoPE aF —'> 05t A 3 ' 1z3o7iDM Tim c`,'Jslorj 41, -) G i7f-(S Sv AAt-C / S 13 S LF % � 5 we FAc E rz�.4 vF 7 +7 sr M 7 e�e EXc.�E �� rite- -6,A,2�LF Ek of A 2 5 L✓pt c r U Si," G� r� ` o. c / S - O' 44 X. c.J = 3 (J. 5 AFf-c.E or 2�'sVl*t _ (p ,9 9 +- o, 3-3 Z )) 2zo _ q t?4,m5F Till A-C-� £ -, > S E 1, -A 4::. rJ Z:C-P77 14 aF 0, 1 / /�+J� 7W &i?- E-P3;Z 51. 1 (0.23)(o-ZS) (�s,00 A - J 3F3 - _36 0 = olz AurUAC. S�.�HH c.E S,c.�c � o - 4 -) , 7-hT, z;,of FC�� i nJ 7-04-� c..>) LL, Be �4 = PD, ' 24 wF4 c,+ I s r--&ss 7v.,a„1 C Ec-K. ✓ e7L.O c., fj 4—i 77% b boo yK r4-V,J ZA-re 3 3 0,24)t074(3) o.Z4 3 43 D. � 5.4rc" o, 7j t 5'� 5'Z . - -> 1 a ;�- i L T2.ATIZ�'3 G�2C cac�,4 �i �JS SVI�Lr-- *- 2 i` _ /2S�@ /. S / => T = 2, oG m,as Af2EA = Z-J, 3ci¢ s F = 0 - 5-oAc.7-e Q = D, Z,5 0,09 ell f3o7rorvt �„►� �on� _ /, � 5' V 5� ,�- 3 � B�'TrD^�- Di✓�FJS✓�ti! FDA DEsic�r✓ 7'#75 $,JA C- / S OIJ LY (ZO Lf:: , /e Er OF . -!S bi,,YtizE n�wrT T ((� �'CE ms) 7f+'� F/►c A,,A �F A Zoo S, Ae.FAr-- a rF /4- 20o Sw+�LE GJi Tft / • 'g S / vJ.s, = (/,45'4-0./&-7(3*7-))Zoo' = .190,4 5):::- ,,i.5. O.K. S•3. 3ioF i �-rR�� S,�IAzE -#2 C i oo Yk (/��:)�At rrD) o� vF�Y/47✓ c E zs) f o.38ua.?) o, s` P,00 = 3 9 w CL=D,lc9 Tlt - 0•4 L' t,. ttlGµ /5 L&55 774�,?n/ rrfc nE� G •J D&P-r f o F b O / V, O- K- t OF �Lo� = C� o g Z) f` 0,47 (3 ) / . 37 5F 1.5-7 sew Sew sT ,ING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL TABLE 4.3.7E VALUES OF THE ROUGHNESS COEFFICIENT, "n" Type of Channel Manning's Type of Channel Manning's and Description "n" and Description "n" (Normal) (Normal) A. Constructed Channels 6. Sluggish reaches, weedy 0.070- a. Earth, straight and uniform deep pools 1. Clean, recently completed 0.018 7. Very weedy reaches, deep 0.100 2. Gravel, uniform section, 0.025 pools, or floodways with clean heavy stand of timber and 3. With short grass, few 0.027 underbrush weeds b. Mountain streams, no vegetation b. Earth, winding and sluggish 0.025 in channel, banks usually steep, 1. No vegetation 0.025 trees and brush along banks 2. Grass, some weeds 0.030 submerged at high stages 3. Dense weeds or aquatic 1. Bottom: gravel, cobbles, and 0.040 plants in deep channels 0.035 few boulders 4. Earth bottom and rubble 2. Bottom: cobbles with large 0.050 sides 0.030 boulders 5. Stony bottom and weedy B-2 Flood plains banks 0.035 a. Pasture, no brush 6. Cobble bottom and clean 1. Short grass 0.030 sides 0.040 2. High grass 0.035 c. Rock lined b. Cultivated areas 1. Smooth and uniform 0.035 1. No crop 0.030 2. Jagged and irregular 0.040 2. Mature row crops 0.035 d. Channels not maintained, 3. Mature field crops 0.040 weeds and brush uncut c. Brush 1. Dense weeds, high as flow 1. Scattered brush, heavy 0.050 depth, 0,080 weeds 2. Clean bottom, brush on 2. Light brush and trees 0.060 sides 0.050 3. Medium to dense brush 0.070 3. Same, highest stage of 4. Heavy, dense brush 0.100 flow k 0.07QJlq Trees 4. Dense brush, high stage %1. Dense willows, straight 0.150 B. Natural Streams 0.100 2. Cleared land with tree 0.040 B-1 Minor streams (top width at stumps, no sprouts flood stage < 100 ft.) 3. Same as above, but with 0.060 a. Streams on plain heavy growth of sprouts 1. Clean, straight, full stage 4. Heavy stand of timber, a few 0.100 no rifts or deep pools 0.030 down trees, little 2. Same as above, but more undergrowth, flood stage stones and weeds 0.035 below branches 3. Clean, winding, some 5. Same as above, but with 0.120 pools and shoals 0.040 flood stage reaching 4. Same as above, but some branches weeds 0.040 5. Same as 4, but more stones 0.050 Note, these "n" values are "normal" values for use in analysis of channels. For conservative design for channel capacity the "maximum" values listed in other references should be considered. For channel bank stability the minimum values should be considered. 4.3.7-7 1 /90 ss 572!? C-A-L c Jc A-7%CYJ ::� te*C-�r-�o ���% 5r 'fENl.'riJ�,�t2 /rrfPc� �farJS �, �-���� Tit tx�7Y��t % �• `� �c�-s �,,� ,rAP) (0, %4,) = 17 4 24 sF / 7,4 Z4 !Z GLOSS — s L o � � o SiC-,r.) in�Ii7Tf- (� 5 Mir)) /✓1 A��l � rr� v Y►'1 ! rM P�iW� ovs S d2F�c-C- _ (� p � _� YYi i���r� vv✓� w� tit+ L�r �c� ay �0.23 ) (!�o' � = l 3.8 � h- i s L.E 55 i S / 50 v.Sg / S r' `''sue �C'� -2 ge), 'o(we .0 CZ 10 :z •' Ste sty - .�., Z� •0 `EZ,ax�,o��L1•a��SZ,Q> Qc- wZf'nlq - 't /yA sZ 3fa . 55n-971Qj �Ci l lv 0.2 3a i-i ssil9 - Z1S 37dM5; 1-3;�1� •15 57, r F t 1,Ti5%z- 571E 1 P 51Z1/J h - (.JCST Sim OF hii)WC� - - ! DES,/-,,J c.je--,774 : Foz cAt µ si rP&- -t+C- V�rrA)4- PAX ✓, vu S- e 4Z4;-,r lr� I-Wf 21 A-CRe yl/o 5F l l o 5G - S / Fl LTC-,e s-f-1 P10-4. /40.�lF•-t5-mtP —� p4b✓iDcA l4J / VP- Ivry P&4 Ui OJS s v►2 JCAc a �� �► � a'a = `SS /) c/o. 7 3 = i2, 7 Ye- L-03AL AS 6E Ff� c a--11-CA = 0, 7s 0.47 wv , .5f 7c F, i-rc,e —> 'MY A / / ✓- D,'tGif I4S 3��DB� 5 =O• S i� D.p`% �a 7lar►'> ; D. 2 Q= 3.0 c-Ts > CA /O.pc, j S��.J L�t�✓CaTJf Foe- L6 TvT, /.✓%PE�2✓�ovs W D . Z¢ At S fLr' /D, -f SG l4o S�Ft- srnip /85 / IO.koe --prA L W , U714- OF i k'I P• S dCFA-c- E = SS � Z Sv✓Ate s�z ���� • Co 7 C .7 1 s7. -� * z L (-Z>")-r ' D) (0--7 Z,?- r I L '-LP- ,57 2 (?:$-'- 3' DES4 A) Lei &MY : F-ck &Atp, SiT, r>SC- TDi , I n ft-4V I W S = O • � 3 /� CQ IF or /O,/oo.SF IDO SG = 77- 2eoortE r,> -%L ORIP L,4) IO ��•0 3?j !��'O ava�9 • 2f119 / s" d l -aUs -jo cs-HsaQry C` 0 • a>I,G c�a nc�� S / 15S L W F: - -006£ • ;,i3O�/ £ * d 1-7Ij %S 10 i <Q, Lr,'C -�?J �:-* C r' Z � � O = Q�C �/� end �d o7s' �7�•dN'S w� �-+� ��� t.�+ �-- 5f71 ( <, I- ra7) -9 (0) 10�-. VI. SPECIAL REPORTS AND STUDIES (03. HA. RTCROWSEF? Earth and Environmental Technologies Preliminary Geotechnical Engineering Design Report Proposed PACCAR Parts Office Building Renton, Washington Prepared for PACCAR July 24, 1990 J-3023-01 Seattle, Tacoma, R,chland. Anchorage. Portland, San Francisco Hart Crowser J-3023-01 CONTENTS PURPOSE OF OUR WORK SCOPE OF OUR WORK LIMITATIONS OF OUR WORK OUR UNDERSTANDING OF THE PROPOSED PACCAR PARTS OFFICE BUILDING SUMMARY OF OUR RECOMMENDATIONS SUBSURFACE CONDITIONS PRELIMINARY GEOTECHMCAL ENGINEERING DESIGN RECOMMENDATIONS Design Issues Site Preparation and Grading Preload/Surcharge Fills Excavations and Dewatering Considerations: Overexcavation of Unsuitable Materials Use of Shallow Foundations: 2-Story Building Only. Use of Deep Foundations: 2- or 3-Story Building Drainage Compacted Fill Use of On -Site Soils , ENVIRONMENTAL ISSUES ADDITIONAL STUDIES AND CONSULTATION FIGURES 1 Vicinity Map 2 Site and Exploration Plan ae 1 2 2 2 3 4 �1 5 6 7 9 11 12 13 14 14 15 15 Page i �6. Hart Crowser J-3023-01 Pay-e APPENDIX A FIELD EXPLORATIONS N1 1=ODS AND ANALYSIS A-1 Explorations and Their Location A-1 The Use of Auger Borings A-1 Standard Penetration Test (SPT) Procedures A-2 FIGURES A-1 Key to Exploration Logs A-2 through Boring Log B-8 through B-11 A-5 APPENDIX B LABORATORY TESTING PROGRAM B-1 Soil Classification B-1 Water Content Determinations B-1 Atterberg Limits (AL) B-1 FIGURES B-1 Unified Soil Classification (USC) System B-2 Liquid and Plastic Limits Test Report Page ii Hart Crowser J-3023-01 PRELIMINARY GEOTECHNICAL ENGINEERING DESIGN REPORT PROPOSED PACCAR PARTS OFFICE BUILDING RENTON, WASHTNGTON This report presents the results of our subsurface explorations and preliminary geotechnical engineering study for the proposed PACCAR Parts Office Building. We have organized this report into several sections. The first several pages summarize the purpose, scope, and understanding of the project, as well as key conclusions and recommendations. The main body of the report presents our design level recommendations in more detail. Finally, the field exploration logs are presented in Appendix A, and the soils geotechnical laboratory data in Appendix B. PURPOSE OF OUR WORK The purpose of our work is to provide PACCAR and their design engineers with preliminary geotechnical engineering recommendations related to the design and construction of the proposed structure. The nature of the proposed building is not yet certain; therefore, the recommendations in this report are preliminary and subject to changes as project requirements become known. For this preliminary study, we make specific recommendations regarding: ► Site Preparation and Grading; ► Preload and Surcharge Design; ► Excavations and Dewatering Considerations: Overexcavation of Unsuitable Materials; ► Use of Shallow Foundations; ► Use of Deep Foundations; ► Drainage; ► Pavement Design; ► Use of On -Site Soils; ► Environmental Issues; and ► Additional Studies and Consultation. Page 1 Hart Crowser J-3023-01 (7. SCOPE OF OUR WORK Our scope of work for this project included: ► Drilling four deep borings (to depths of 39-1/2 to 50 feet) and nine shallow borings (to depths of 10 feet); excavating 8 test pits and one trench; ► Laboratory testing of soil samples; 3. Completing geotechnical engineering analyses; and P. Producing this preliminary geotechnical engineering design report. LIMITATIONS OF OUR WORK Hart Crowser's work was conducted in accordance with our proposal dated June 27, 1990. This report has been prepared for the exclusive use of PACCAR and their design engineers for specific applications to the subject project and site. This study has been performed in accordance with generally accepted geotechnical engineering practices in the same or similar localities, related to the nature of the work accomplished at the time the services are performed. No other warranty, express or implied, is made. OUR UNDERSTANDING OF THE PROPOSED PACCAR PARTS OFFICE BUILDING The existing site grade is relatively flat. The area appears to have some fill; the grade is slightly higher than Houser Way. The location of the existing metal building is shown on Figure 2. Asphalt pavement and various concrete slats surround the building. Our understanding of the proposed structure is based on conversations with PACCAR. The structure is in the preliminary design phase and details are likely to change. PACCAR provided the following information: ► Intended building use is office space. ► Total floor space of approximately 60,000 square feet. Page 2 Hart Crowser J-3023-01 ► Either three floors with a building footprint of approximately 100 feet by 200 feet or two floors with a building footprint of approximately 150 feet by 200 feet. ► Proposed building structure is steel frame and precast panels or concrete frame. ► The site grade will stay at approximately the same elevation. Using this preliminary information we assumed the following loading conditions for our analyses: ► Slab load of 150 psf. ► Overall building load of 350 psf (2-story building). SUMMARY OF OUR RECOMMENDATIONS The following summarizes the principal conclusions and recommendations made within the report. We address two types of foundation systems and the corresponding geotechnical aspects of each. The text of the report should be consulted for discussion of each point, as well as for other recommendations. ► The site's subsurface conditions can be generalized as 20 to 30 feet of medium stiff to stiff silt and clay, medium dense silty sands, and peats overlying very dense granular material. ► Shallow foundations may be used for 2-story structures given site modifications (e.g., overexcavation, preload, surcharges). Deep foundations are recommended for a 3-story structure and can also be used for a 2-story structure. ► A structure supported on a shallow foundation will require either overexcavatic n and a preload program or a preload/surcharge program. - Footings will bear on compacted structural fill; - Footings can be designed for a bearing pressure of 3,000 psf. Page 3 W Hart Crowser J-3023-01 b. A structure supported on a deep foundation will require piling: 7- and 9-inch tip diameter wood piling can be designed for capacities of 20 and 30 tons, respectively; 12- and 14-inch-diameter augercast piles can be designed for capacities of 35 and 45 tons, respectively. ► Overexcavations of compressible material deeper than approximately 4 feet will require some type of open cuts and/or shored excavations. Dewatering will also need to be considered. ► On -site soils appear to be too silty to reuse as structural fill; granular material may need to be imported for structural fill. ► Environmental remediation of subgrade soils beneath the existing structure may be required and could be beneficial with respect to foundation design. SUBSURFACE CONDITIONS Subsurface conditions were based on four deep borings (39-1/2 to 50 feet at borings B-8 through B-11) and nine shallow borings (up to 10 feet) accomplished by Hart Crowser, Hart Crowser's past experience in the area, and a previous geotechnical report for a structure south of the site. Subsurface soil conditions interpreted from explorations accomplished at the site and laboratory tests formed the basis for developing the recommendations contained within this report. Depending on final building location, type, and selected foundation system, additional explorations and testing may become necessary. Details of the conditions observed at borings B-8, B-9, B-10, and B-11 are shown on the logs included in Appendix A, and should be referred to for specific in€ormation. Explorations logs of borings B-1 through B-7, B-12, B-13, and the test pits and trench excavations will be provided in the following environmental assessment report. The site's subsurface conditions can be generalized as 20 to 30 feet of medium stiff to stiff silt and clay, medium dense silty sands, and peats overlying very dense granular material. A thin (up to one -foot -thick) sand fill layer exists at the surface or just beneath pavements. In the northwest corner of the site the very dense granular material is not Page 4 Hart Crowser J-3023-01 7o. encountered until a depth of about 30 feet. This upper material will compress under any significant surficial loads. Consideration of this compression is a major design issue. The organic silt and peat material encountered in our subsurface explorations is subject to long-term settlements as well, and presents a second issue for foundation design. The organic silt/peat material varied in thickness from zero to 5 feet across the site; generally, it tended to be thicker to the west though it was not encountered in all explorations. The organic silt and peat occurred within 8 to 13 feet of the existing ground surface. The very dense material is a suitable bearing layer for deeper foundation support. Groundwater was encountered between 3-1/2 and 8 feet below the ground surface. We believe this might be a perched groundwater zone above the peats and silts and that a lower groundwater level exists below the peats and silts. Previous monitoring in the lower groundwater zone encountered high pressures with levels at or above existing grade. However, it must be noted that fluctuations in the level of the groundwater occur due to variations in rainfall, temperature, and other factors at the time measurements were made. PRELBUNARY GEOTECHMCAL ENGINEERING DESIGN RECOMMENDATIONS Design Issues There are two main foundation support systems each with different options: Shallow Foundation System (2-Stow Building Only) ► Support the wall and column loads on footings and construct the slab -on -grade. This will require a preload and surcharge to mitigate potentially damaging settlements to the slab and structure. A structural slab may be required if differential settlements between the columns and slab -on -grade are intolerable. Page 5 Hart Crowser J-3023-01 ► Support the wall and column loads on shallow footings and construct the slab -on -grade in conjunction with overexcavation of organic silt/peat soils and preloading (see related ENVIRONNfENTAL ISSUES section). Deep Foundation System (2- or 3-Story Building) ► Support the column loads on piles and construct the slab -on -grade. This may require a preload and surcharge to mitigate potentially damaging settlements to the slab and downdrag on the piles. ► Support the column loads as well as the structural slab on piles. No preload or surcharge is needed. Site Preparation and Grading We recommend that initial preparation of the site's construction and pavement support include the following: ► Identify and locate all utilities at the site. If a preload/surcharge program will be used and utilities exist, prepare procedures for utility relocation or protection from the large preload/surcharge settlements. Large ground surface settlement close to as well as beneath the preload area should also be anticipated. ► Demolish e)dsting pavement and structures down to soil subgrade, including removal of old footings. Site preparation and grading will be largely influenced by environmental remediation at the site. Overexcavation and removal of clean or contaminated soils to depth will affect site preparation and grading. Overexcavation - There are several geotechnical issues concerning overexcavation of soils: 10. Stability of open cuts; P. Groundwater control; and ► Backfilling of overexcavations. Page 6 7Z . Hart Crowser J-3023-01 Stability of open cuts and groundwater control is addressed in the Excavations and Dewatering Considerations section. Backfilling of any overexcavations is addressed in the Compacted Fill section. Preload/Surcharge Fills Once the site is graded the subgrade is ready for preloading/surcharging, if that is the desired option. A preload is designed to impose stresses equal to or greater than those created by the proposed structure. The surcharge is used to induce settlements in soils (during the surcharge period) equal to or greater than the long-term settlement expected during the life of the structure. The concept is that the preload or surcharge will induce settlements within the sand, silt, or clay soils before the building is constructed. The main purpose of the surcharge will be to mitigate the long-term post - construction settlements expected from the secondary consolidation of the peat/organic silt materials. Recommendation The final required preload, if any, will depend on the building weight. The final required surcharge, if any, is independent of the total building load. For preliminary design we make the following recommendations: ► A preload height of 3-1/2 feet would correspond to an assumed total building load of 350 psf. Below are other preload heights corresponding to different total building loads; these preload heights consider the unit weight of the preload material as well as the expected induced settlements: • 150 psf would need a 1-1/2-foot-high preload; and • 500 psf would need a 5-foot-high preload. ► Construct the surcharge to a height of 4-1/2 feet above the preload top. This 4-1/2 feet includes the 3-1/2 feet required to induce the expected secondary consolidation of the peat material from the building loads and the additional 1 foot of settlement resulting from the surcharge weight. Page 7 73. Hart Crowser J-3023-01 ► Extend the preload/surcharge to full height 10 feet past the building footprint. ► We estimate that the time required for the preload to be in place will be about 1 to 3 months depending on the thickness and properties of the existing peat, silt, and clay layers. The longer time period (3 months) is based on soil conditions at boring B-8 which are not representative of the entire site. Further subsurface explorations and laboratory tests on undisturbed samples at the site may refine and reduce this time period. nit rin We recommend the settlements be monitored during preloading/ surcharging. Without settlement monitoring, the preloads/surcharges must be left in place the full time planned, and predicted post - construction building settlements would still be regarded as approximate at best. With proper instrumentation, the settlement progress can be more closely monitored, future settlements predicted with more confidence, and the basis of the design can be verified. Through analysis of the monitoring data, we can implement design revisions, if necessary, or remove the preload/surcharge early, if possible. An early removal or design revision decision would be based on the settlement rate, the construction benefits, and the settlements predicted for the building. We make the following recommendation concerning settlement monitoring: ► Install one settlement plate monument for every 4,000 to 6,000 square feet of preload/surcharge area (5 plates in the corners and center of the footprint). ► Survey points should be installed on immediately adjacent utilities to monitor any settlements. ► The settlement should be monitored with conventional surveying techniques. The settlement plates should be installed after nrenarinc the suberade prior to placing any site grading fill. Initial settlement plate readings should be obtained by a surveyor immediately after placement of the plates and prior to placement of Page 8 74 . Hart Crowser J-3023-01 any preload/surcharge fill. Readings of settlement plates should be taken by standard differential leveling to the nearest 0.01 foot, and should be taken at regular intervals. Measurements should be made at least twice a week for the first 2 to 3 weeks and at least one measurement should be made every week afterwards during the entire pre loading/surcharging period. Uncertainty in the Settlement Estimate Settlement calculations were based on laboratory data from field samples at areas of the PACCAR property (to the south and west) and index tests on samples from the proposed Parts Office Building site. We feel additional subsurface explorations for the design phase will allow us to make better estimates of preload/surcharge design height and time requirements. Excavations and Dewatering Considerations: Overexcavation of Unsuitable Materials Excavations will be needed for the construction of certain portions of the project including but not limited to: ► Utilities; and ► Overexcavations of poor subgrade soils. S Excavations deeper than approximately 4 feet will involve open cuts or shored excavations. Open Cuts. Stability of cut slopes depends on a number of factors including: 1. Type and density of soils; Presence and amount of any seepage; ► Depth of the cut; Page 9 75, Hart Crowser J-3023-01 ► Proximity of the cut to any surcharge loads near the top of the cut, such as stockpiled materials, traffic loads, or structure, etc., and the magnitude of these surcharges; Duration the excavation is open; and ► Care and methods used by the contractor; Stability and safety of temporary construction slopes depend on all of these factors. We make the following recommendations regarding open cuts: ► Temporary slopes and the need for any slope protection or shoring should be the responsibility of the contractor. The contractor is in control of the construction operations and is continuously at the site to observe the nature and conditions of the soil. ► Final design should not allow any unsupported temporary excavation slopes steeper than 1-1/2H:1V in the loose to medium dense or soft to stiff surficial soils. Flatter slopes may be needed locally, especially where groundwater seepage is encountered. ► Shoring or a trench box should be required if the contractor elects to use steeper cut slopes. Local and state safety requirements will apply, and the contractor is expected to be familiar with the current practices. Dewatering Considerations Dewatering will be required in the excavations below the water table to reduce uplift pressures, prevent water -seepage -induced slope instability, and to provide reasQnable working conditions. As stated in the SUBSURFACE CONDMONS section, the groundwater table is very dependent on the season and construction location. Because of this variability and the lack of specific excavation plans, dewatering considerations can only be generally addressed in this report. We recommend that the specific dewatering system design be the responsibility of the contractor. We recommend Hart Crowser review any dewatering system design. Page 10 ?G. Hart Crowser J-3023-01 Contaminated Water. Any water removed from the ground by a dewatering system should be considered as being potentially contaminated. As part of the remediation design, a procedure for collecting, sampling, testing, and disposing of collected groundwater will be addressed. Use of Shallow Foundations: 2-Story Building Only A shallow foundation system for column or wall loads could be used if a site modification program, including preload/surcharge possibly in combination with overexcavation has been applied. Without this program we estimate settlements of 1/2 to 3 inches across the site at the buildings' edges with up to 9 inches of settlement at the building's center. Also without preloading or surcharging the building may experience an additional 3 to 7 inches of secondary settlement over the next 50 years. Post -construction settlements after a preload/surcharge program will be significantly reduced from the values presented above, generally to an acceptable level. However, post -construction settlements will still occur. The settlement magnitude will depend on building size, location, and nature, as well as on preload/surcharge performance. We recommend all footings bear on compacted structural fill. We make the following recommendations for design and construction of shallow footings for the structure: ► Overexcavate beneath the bottom of all isolated footings a minimum of 24 inches and below all continuous footings 18 inches. The minimum lateral limits of the overexcavation beneath footings should be defined by a line extending downward and out from the outer edge of the footing to the top of the bearing soils at an angle of 1H:1V. Backfill'these overexcavations with compacted structural fill. A separation geotextile may be needed between backfill and existing soils. ► Embed all footings a minimum of 18 inches below lowest adjacent grade; P. Design all isolated footings with a minimum dimension of 24 inches. Page 11 77. Hart Crowser 1-3023-01 0. Design all continuous footings with a minimum width of 18 inches; ► All footings can be designed for an allowable soil bearing pressure of 3,000 psf given the above recommendations. A one-third increase in allowable bearing pressure can be used to resist transient loads such as wind and seismic loads; and ► If foundation subgrades become loosened or disturbed during construction, remove the loose material and replace with structural M. Assuming proper subgrade preparation, including preload/surcharge (see above), we estimate total settlement of the footings to be about 1 to 1-1/2 inches and differential settlement to be one-half or less of the total settlement. Slab -on -Grade For a slab -on -grade preceded by a preload/surcharge we recommend: ► Place at least 8 inches of compacted structural fill, beneath the slab. This material will serve as a cushioning layer and as a capillary break and drainage layer; ► Prior to slab -on -grade preparation the subgrade should be proof rolled. Subgrade at this point will contain structural fill from the preload and surcharge fills. Any soft areas need to be overexcavated and replaced with structural fill; and ► The use of slab -on -grade should consider differential settlements across the slab and between the slab and shallow foundations. Should such differential settlements potentially affect acceptable slab performance ,or appearance, a structural slab may be necessary. Use of Deep Foundations: 2- or 3-Story Building A deep foundation system can be used to support either the column loads, the structural slab load, or both. We recommend deep foundations for the 3-story building option. For this preliminary design report we analyzed two different pile types: driven timber piles and augercast concrete piles. Page 12 0 Drainage Hart Crowser J-3023-01 Vertical Pile Capacity The following estimated vertical allowable pile capacities are given for different pile types and sizes: P. 7-inch tip diameter timber piles should have a capacity of 20 tons; ► 9-inch tip diameter timber piles should have a capacity of 30 tons; ► 12-inch-diameter augercast piles should have a capacity of 35 tons; and P. 14-inch-diameter augercast piles should have a capacity of 45 tons. Piles should be embedded 8 to 10 feet into very dense bearing material. This would correspond to piles 30 to 45 feet in length. The longer piles correspond to boring HC-8. These pile length ranges will be refined in our final report. These capacities assume that there is no downdrag on the pt7es. Any surficial loads (slab, etc.) applied after pile installation may induce downdrag loads. Downdrag from surficial post -construction settlements could reduce the capacities 5 to 15 tons. These capacities also assume the piles are structurally capable of carrying these loads. A structural engineer will need to evaluate this. It should be noted that soil cuttings derived from augercast pile construction in near -surface soils (say upper 5 to 10 feet of soil) may be potentially contaminated. Procedures should be developed during design to stockpile, sample, test, and dispose of these soil cuttings. We make the following recommendations concerning drainage: ► Provide subsurface drains of slotted or perforated drain pipe, typically 4 inches in diameter. The subsurface drains should be placed around and below the structure and include cross drains beneath the building; ► Provide drainage for any low or depressed areas which may occur as a result of landscaping or other reasons; Page 13 71, Compacted Fill Hart Crowser J-3023-01 ► Grade the site in such a way that surface water will not pond near the structure; and ► Slope roof drains to a suitable outlet away from the proposed buildings. Do not connect the roof drains to the foundation drainage. Structural soil fill will be required for backfilling of overexcavations, pile caps, and utilities, as well as beneath slabs and pavements. We make the following preliminary recommendations regarding structural fill: ► Import a select soil to be used as structural fill if on -site soils do not suffice. We recommend using a clean, well -graded sand or sand and gravel with less than 5 percent by weight (based on the minus 3/4- inch fraction) passing the No. 200 mesh sieve be used. Compaction of material containing more than about 5 percent silt may be difficult if the material is wet or becomes wet during rainy periods. In wet subgrade areas, clean material with a gravel content (material coarser than a U.S. No. 4 sieve) of at least 30 to 35 percent and less than 5 percent fines may be necessary. ► A separation geotextile may be required between existing soils and structural fill to facilitate compaction. Use of On -Site Soils Visual observation of samples taken throughout the site indicate that: ► Soils from excavations will be in siru fill and natural soils. Peats, saturated silts, and very silty sands, plastic silts, and clayey materials should not be used as structural fill. Sands and gravels with low fines contents such as the thin laver of on -site fill could be usable as structural fill in most conditions. Page 14 M Hart Crowser J-3023-01 ► All near -surface, on -site soils should be considered as potentially contaminated. Our forthcoming environmental assessment report will provide further details. ENVIRONMENTAL ISSUES Preliminary indications from shallow borings within or nearby the existing building are that the near -surface soil beneath the existing building may be contaminated from past site use. Typical remediation of such soils often includes excavation with treatment or disposal. Final analytical results and future work will determine the extent, scope, and nature of remediation. However, should remediation involve excavation, the organic silt/peat soils beneath a portion of the footprint may be removed. This remediation excavation could result in smaller preload/surcharge fills or more economical conditions for overexcavation of organic silt/peat soils beneath the entire proposed building footprint. J It should be noted that with overexcavation of organic silt/peat soils only, a preload still may be required for the remaining silt and clay soils. ADDITIONAL STUDIES AND CONSULTATION Hart Crowser should be consulted during the remainder of the design phase to refine our recommendations as more information about project requirements becomes available. It should be noted that these recommendations are preliminary; final recommendations will depend on selected size, location, and type of building. Add itiQnal,geotechnical exploration, testing, and analyses will be necessary for final design. Page 15 Hart Crowser J-3023-01 21 We trust this report will meet your immediate needs. Please call us if you have any questions or if we can be of further assistance. HART CROWSER, INC. tAsso ES H. KLERP P.E. HN R. VERDUIN III ciate Staff Engineer 1 H K�FA >E 0 201 914 ¢ 1' } �f C/ STEM "� .tk'�� JHMRV-sde PACPARiS.fr Page 16 �YTF • . �. c, y t • "' � f�e1 ... `. . d�KG• - ai�C 1n�R renllrr I I i ltk / ; .Y '��.� � I; r ♦ (� urea I . •91::..rl� ^,, � l '[•fir �. � L �F, t'• ' -- •• c�rii� ` ,•n;:..... '.. ,:..— Milo ]f• -�- • Iwr Ua _ `"' At tz �+i .—I--�: :.`. .,:....N �I fly L. e• �' A1LY Y11 "+iN! U, ,unv,w _ � Ej� K fir, �t-P ,♦. Av.T TV K 1! 1 Al r _ r t AY r Y I ,� i I-._..fAii° e t i. i_ !- k i.ti��f Ai rR k ^ I a� .,42 co I%T1" F rf-�` I T ♦a �i its l•,V 1�� f h; �?� jIv Q,; !I � 31 �• r �t ten► (� a p ���' ry� a`- - '•• ,,ri ti vl. .f lire N- -C C �i Y• r, 1 - Q - m Site and Exploration Plan Fence 0 *� Proposed PACCAR */*/ Partts Office Building *� (30.000Square Feet Footprint) I- - ------------------- /+� I I Electrical Co, I F x ( / Stockpile Area (Soil from Test Pits and Excavation) SP-2 SP-1 -_j 7t- - TP-1 TP-4 1 --- T" T" S. 9 S-12 B-6 I Existing Building to be Dwroolishe HOUSER WAY B-13 B-8 ' SO-7 Proposed PACCAR Parts Office Building (20.000 Square Feet Footprint) Notes: 1) F 2)l �W Hart Crowser J-3023-01 APPENDIX A FIELD EXPLORATIONS METHODS AND ANALYSIS This appendix documents the processes Hart Crowser uses in determining the nature of the soils underlying the project site addressed by this report. The discussion includes information on the following subjects: ► Explorations and Their Location ► The Use of Auger Borings ► Standard Penetration Test (SPT) Procedures Explorations and Their Location Subsurface explorations for this project include thirteen hollow -stem auger borings, eight test pits, and one trench excavation. This appendix presents the results from borings B-8 through B-11 only. The forthcoming environmental assessment report will provide the remaining exploration logs. The exploration logs within this appendix show our interpretation of the drilling, sampling, and testing data. They indicate the depth where the soils change. Note that the change may be gradual. In the field, we classified the samples taken from the explorations according to the methods presented on Figure A-1 - Key to Exploration Logs. This figure also provides a legend explaining the symbols and abbreviations used in the logs. Location of Explorations. Figure 2 shows the location of explorations, located by hand taping or pacing from existing physical features. The ground surface elevations at these locations were interpreted from elevations shown on map prepared by Dodds Engineers entitled "PACCAR Topographic Survey" dated February 1990. The method used determines the accuracy of the location and elevation of the explorations. The Use of Auger Borings With depths ranging from 7-1/2 to 50 feet below the ground surface, 13 hollow -stem auger borings, designated B-1 through B-13, were drilled from 7/2/90 to 7/6/90. The borings used a 3-3/8-inch inside diameter hollow -stem auger and were advanced with a truck -mounted drill rig Page A-1 0s. Hart Crowser J-3023-01 subcontracted by Hart Crowser. The drilling was continuously observed by an engineering geologist from Hart Crowser. Using the Standard Penetration Test (SPT) we obtained samples at 2-1/2- to 5-foot-depth intervals. It should be noted that for all borings except B-8, the upper ten feet of samples were sampled by driving the split -spoon sampler 24 inches instead of 18. The borings logs for B-8 through B-11 are presented on Figures A-2 through A-5 at the end of this appendix. Standard Penetration Test (SPT) Procedures This test is an approximate measure of soil density and consistency. To be useful, the results must be used with engineering judgment in conjunction with other tests. The SPT (as descnbed in ASTM D 1587) was used to obtain disturbed samples. This test employs a standard 2- inch outside diameter split -spoon sampler. Using a 140-pound hammer, free -falling 30 inches, the sampler is driven into the soil for 18 inches. The number of blows required to drive the sampler the last 12 inches Qnly is the Standard Penetration Resistance. This resistance, or blow count, measures the relative density of granular soils and the consistency of cohesive soils. The blow counts are plotted on the boring logs at their respective sample depths. Heaving soils were encountered in one boring (B-8). Samples taken subsequent to soil heave in the augers are noted in the boring log; blow counts during such sampling should be regarded as questionable. These samples are identified by letter H on logs. Soil samples are recovered from the Split -barrel sampler, field classified, and placed into water tight jars. They are then taken to Hart Crowser's laboratory for further testing. In the Event of Hard Driving Occasionally very dense materials preclude driving the total 18-inch sample. When this happens, the penetration resistance is entered on logs as follows: Penetration less than six inches. The log indicates the total number of blows over the number of inches of penetration. Page A-? Hart Crowser J-3023-01 Penetration greater than six inches. The blow count noted on the log is the sum of the total number of blows completed after the first six inches of penetration. This sum is expressed over the number of inches driven that exceed the first 6 inches. The number of blows needed to drive the first six inches are not reported. For example, a blow count series of 12 blows for 6 inches, 30 blows for 6 inches, and 50 (the maximum number of blows counted within a 6-inch increment for SPT) for 3 inches would be recorded as 80/9. Page A-3 Key to Exploration Logs Sample Descriptions r Classification of sc:ls :n tnis report is baseC on visual field and laboratory observations wnicn inciuc cens:_y/consistency, moisture condition. grain size. ane olast:c:ty estimates Ina snoulC not be cdr.strued to imply fieic nor laboratory testing unless presented here:n. Visual -manual class:ficat:on metn00s of ASTM 0 2468 'were used as an icent:fication guide. Soil aescriotions ccnsist of the following: Oensity/consistency. moisture. color. manor constituents. MAJOR CONST7UENT, additional remarks. Density/Consistency Soil density/consistency :n borings is related primarily to the Standard Penetration Resistance. Soil density/consistency in test pits is estimated based on visual observation and is presented parenthetically on the test pit logs. Standard Standard Approximate SAND or GRAVEL Penetration SILT or CLAY Penetration Shear Resistance Resistance Strength Density in Blows/Foot Consistency in Blows/Foot in TSF Very loose 0 - 4 Very soft 0 - 2 <0.125 Loose 4 - 10 Soft 2 - 4 0.125 - 0.25 Medium dense to - 30 Medium stiff 4 - 8 0.25 - 0.5 Dense .30 - 50 Stiff 8 - 15 0.5 - 1.0 Very dense >50 Very stiff 15 - 30 1.0 - 2.0 Hard >30 >2.0 Moisture Dry Little perceptible moisture Damp Some perceptible moisture. probably below optimum Moist Probably near optimum moisture content Met Much perceptible moisture. probably above optimum Legends Sampling BORING SAMPLES ® Split Spoon Shelby Tube Cuttings MCare Run �E No Sample Recovery P Tube Pushed. Not Driven TEST PIT SAMPLES ® Grab (Jar) Z Bag Q Shelby Tube Ground Water Observations Surface Seal Ground water Level an Date (ATC) At T:me of Drilling E Observation well Tip or Slatted Section 0 Ground water Seepage (Test Pits; Minor Constituents Estimated Percentage Not identified in description 0 - 5 Slightly (clayey, silty, etc.) 5 - 12 Clayey, silty, sandy, gravelly 12 - 30 Very (clayey, silty. etc.) 30 - 50 Test Symbols GS Grain Size Classification CN Consolidation TUU Triaxial Unconsolidated Undrained TC'J Triaxial Consolidated Undrained TCD Triaxial Consolidated Drained GU Unconfined Compression CS Direct Sheen K Permeability PP Pocket Penetrometer Approximate Compressive Strength in TSF TV. Torvane Approximate Shear Strength in TSF CBR California Bearing Ratio MD Moisture Density Relationship AL Atterberg Limits r—�- water Content in Percent j Liquid Limit Nattural Plastic Limit r! L� HAffCROWSER J-3023-01 7190 Figure A-1 Boring Log B-8 Soil Descriptions ram,nd S.riace Elevation n Feet 38.5 Medium dense, damp, gray, coarse SAND. Medium dense• damp, gray, very silty SAND to sandy SILT. Medium stiff, wet, organic SILT and very sandy SILT. Stiff, wet, tan, slightly silty CLAY. Medium dense, wet. SAND with occasional cobbles. Becomes very dense. Bottom of Boring at 36.5 Feet. Completed 7/3/90. Depth A reel 1. Refer to Figure A-1 for explanation of descriptions and symbols. 2. Sod descriptions and stratum lines ore nterpretive ona actual changes may be gradual. 3. Groundwater level, if indicated, is at time of drilling (ATD) or for date specified. Level may wry with time. 10 15 Sample S-1 S-2 S-3 S_4 S-5 S-6 20 S-7 25 H S-8 .30 - 35 H S-5 - 40 - 45 r 5D 55 60 STANDARD PENETRATICty LAB RESISTANCE TESTS A Blows per Foot IE • water Content in percent 0 = J-3023-01 7/90 Figure A-2 1/1 H Heave in auw prior to sampw,, . 8q , c Boring Log B-9 Soil Descriptions Ground Surface Elevation in Feet 38.5 (Medium dense), domp, gray, slightly silty to silty SAND. — Approx. 1—foot—thick sandy silt layer. (Stiff), wet, brown, silty CLAY. (Medium dense), wet, block —gray SAND. STANDARD PENETRATION LAB RESISTANCE TESTS Depth • Blo.s per Foot M Feet Sample 1 2 5 10 20 50 'CO T 0 IIS-1 I S-2 M 15 S-3 • S-4 10 S-5 15 S-6 Ik 20 Very dense, wet, block —gray, slightly silty SAND. Bottom of Boring at 50.0 Feet. Completed 7/5/90. S-7 • 25 S-8 30 S-9 • /5 35 S-10 /3 ♦0 S-11 45 .. S-12 50 55 160 � n l inn 1. Refer to Figure A-1 for explanation of descriptions and 3ymo "is. 2. Soil descriptions and stratum lines are irit•fpretiva and actual changes may Ce gradual. 3. Groundwater level, ,f indicated, is at time of drillinq (ATD) or for date specified. Level may vary with time. • Water Content in PerCent M. 77MMM J-3023-01 7/90 Figure A-3 1/1 qor Boring Log B — 1 o STANDARD PENETRATICN LAB Soil Descriptions RESISTANCE TESTS Depth A Blows per Foot Ground Surface Elevation in Feet 37.0 in Feet Sample 1 2 5 10 20 50 'Do 10—inches of loose SAND over (Medium stiff), damp, gray, clayey SILT. (Medium dense), wet, gray, silty to very silty SAND. Stiff, damp, brown, silty CLAY. Medium dense, wet, black —gray, slightly silty SAND to SAND. Very dense, wet, block —gray, slightly silty SAND to SAND. Gravelly. Hord, wet, gray, slightly fine sandy SILT to SILT. Hord, wet, brown, slightly fine sandy SILT to SILT. Very dense, slightly silty, fine to medium SAND with very silty sand pockets. Bottom of Boring at 50.0 Feet. Completed 7/5/90. 10 S-5 t5 S-6 20 S-7 25 S—B 30 S-9 35 S-10 4-0 S-11 ♦5 S-12 55 60 ili I II�ilfl E • water Content in Percent 1. Refer to Figure A-1 for e.plonation of descriptions and synbols. ULCn LU 2. Sal descriptions and stratum lines ore interpretiwr J-3023-01 7190 and actual changes may be gradual. 3. Groundwater level, if indicated, is at time of drilling Figure A-4 (ATD) or for dof• specified. Level may wry rah time. y/. Boring Log B-11 Soil Descriptions Cround Surface Elevation in Feet 37.0 STANDARD PENETRATION LAB RESISTANCE TESTS Depth A 810.9 per Foot in Feet Semple 1 2 5 10 20 50 '00 (Medium dense), (lamp, brown SAND and (medium stiff), damp, gray, sonCy SILT. (Soft). block, wet, fibrous PEAT. (Medium dense), wet, gray, very silty SAND. Medium stiff, wet, brown SILT. Dense, wet, brown, slightly silty SAND. Very dense, wet, gray, silty, fine to medium SANG. Very sandy silt pockets. Wood fragments. Bottom of Boring9 of 50.0 Feet. Completed 7/6/90. 0 S-1 S- 2 �. 5 S- 3 300 AM S-4 • 10 S-5 15 S-6 20 S-7 25 S-11 4.5 S-12 50 ;- 55 L 60 2 S • Waw Content in Percent 1. Refer to Fgure A-1 for eeplonation of descriptions ^ p rY.l2'c� and cymbals. (�JV�ee-'JJ!U 2. Soil descriptions and stratum lines are interpretive J-3023-01 7/90 and cctud Changes may be gradual. 3. Groundwater level, if ina,coted. is ill time of drilling Figure A-5 1/1 (AM) or for date specif e0. Level may Wry with time. 92 - Hart Crowser J-3023-01 APPENDIX B LABORATORY TESTING PROGRAM A laboratory testing program was performed for this study to evaluate the basic index and geotechnical engineering properties of the site soils. Disturbed soil samples were tested. The tests performed and the procedures followed are outlined below. Soil Classification Field Observation and Laboratory Analysis. Soil samples from the explorations were visually classified in the field and then taken to our laboratory where the classifications were verified in a relatively controlled laboratory environment. Field and laboratory observations include density/consistency, moisture condition, and grain size and plasticity estimates. The classifications of selected samples were checked by laboratory Atterberg limits determinations. Classifications were made in general accordance with the Unified Soil Classification (USC) System, ASTM D 2487, as presented on Figure B-1. Water Content Determinations As soon as possible following their arrival in our laboratory, water contents were determined for most samples recovered in the explorations in general accordance with ASTM D 2216. Water contents were not determined for very small samples nor samples where large gravel contents would result in values, considered unrepresentative. The results of these tests are plotted at the respective sample depth on the exploration logs. In addition, water contents are routinely determined for samples subjected to other testing. These are also presented on the exploration logs. Atterberg Limits (AL) We determined Atterberg limits for selected fine-grained soil samples. The liquid limit and plastic limit were determined in general accordance with ASTM D 4318-84. The results of the Atterberg limits analyses and the plasticity characteristics are summarized on the Liquid and Plastic Page B-1 93, Hart Crowser J-3023-01 limit Test Report, Figure B-2. This relates the plasticity index (liquid limit minus the plastic limit) to the liquid limit. The results of the Atterberg limits tests are shown graphically on the boring logs. Page B-2 Unified Soil Classification (USC) System Soil Grain Size l Size of Opening in Inches I Number of mesh per Inch Grain Size In Millimetres (US Standard) w 0 0 0 0 0 0 0 0 0 0 0 t 1 L 11' I I I I f I I I I I I 1 1 1 111 I! I I 1 I o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Grain Size In Millimetres COBBLES GRAVEL SAND SILT and CLAY Coarse -Grained Soils Fine -Grained Soils Coarse -Grained Soils G W G P G M G C S W S P S M S C Clean GRAVEL <5% fines GRAVEL with >12% fines Clean SAND <5% fines SAND with >12% fines GRAVEL >50% coarse traction larger than No. 4 SAND >50% coarse fraction smaller than No. 4 Coarse -Grained Soils >50% larger than No. 200 sieve D60 for 6 W (030)zG W and S W-1>4 6 1= 6 3 G P and S P Clean GRAVEL or SAND not meeting 0,0 >6 for S W O,OX D60 requirements for G W and S W G M and S M Atterberg limits below A Line G C and S C Atterberg limits above A Line with PI <4 with PI >7 Coarse -grained soils with percentage of fines between 5 and 12 are considered borderline cases requiring use of dual symbols. 010. 070. and 060 are the particle diameter of which 10, 30. and 60 percent, respectively, of the soil weight are finer. Fine -Grained Soils M L C L 0 L M H C H 0 H Pt SILT CLAY Organic SILT CLAY Organic Highly Organic Soils with Liquid Limit <50% Soils with Liquid Limit >50% Soils Fine -Grained Soils >50% smaller than No. 200 sieve 60 50 x 0 40 C " 30 u 9 20 a 10 0 C H C L V-1p P M H or 0 H C— M L M L or 0 L 0 10 20 30 40 50 60 70 60 90 100 Liquid Limit AM L HARTOWv SER J-3023-01 7190 Figure B-1 LIQUID AHD PLHZSTIG LIMITS TEST REPORT .im m w 40 Q z � 30 J • y I I i CH or OH I ' i I -fi CL or OL i I HATCHED AREA IS ML-CL J ML or OL MH or OH 10 20 30 Location + Description B-8, S-7 DEPTH 2O.0-21.5' NAT. WC. = 44 B-10, S-5 DEPTH 13.5-15.0 NAT WC. = 36 % s B-11, S-5 DEPTH 13.5-15.5 NAT. WC. = 40 % Remarks: 40 50 60 70 LIQUID LIMIT LL PL PI -200 56 26 30 100 39 24 15 100 44 27 17 100 ASTM D 2487-85 CH, c 1 &w CL, clay ML, Silt Project: PROPOSED PACCAR PARTS OFFFICE BUILDING Client: PACCAR Location: RENTON, WA. it IIArN { J-3023-01 07i10� 1 TCr? 0VVPSM� Figure B-2 IX. EROSION/SEDIMENTATION CONTROL DESIGN q 7, W e ST o F \.Jr�l o f Z 5-Y ��7z �2� !tO J2 S Z2 G F. !�}� �jJ D,�J C-, �� •,� rs �'Or ��CN ?Jr�r�•�f-��i4 �� /- S� L L 3E FoL) 3Y Ag-C—Art- Z) s 774le VC7LUr✓�� �C 3C U 3y 6i' cI-f PaJ1> �JtLL- BC f}pPLy/„lC-? 7W FL-7 A i4 � .4 RA�iv To 7h VDLoe,-\-aG 7i5 Zs MAP) j4f,eA -Pbi> -,4630 o. ZZ17 620z8 ©, 2I Z S v,i�3 55S8( SS -SG 3Z Cr ?t; >,,J C-, l_f M ,7 S • r? L: F TV-10 "+ t-C r ; c' )5 C'D 7D G/'YL C--U -WC- P,>. ->/ --/ h L I r" 1 /75 1 3 3 0 U�%^JC-7 71 e tiQ�J r-OIL A FPO, -JD L-J1_177POO<.,q f� 3 13 -2-0o FOC-PtWZP . t.J,/o. , FtAer tlrro.r, _... _,._. _. �—-..o%•._ = 38 • U511,Jc C=" r-o2 ?o,-) D W/o Fc.pr do7ro M (/4/) 1,0 3 ✓D, � , ra EGZ—�J FO(Z `?ID J D k)IfW FLAB% ao77� 37, 0 ( rJSoo t 7 s t 3 = 5-S S` 5-98 G crF /o ,,f S oco S F Too s r Bo?IUy�, JAI--- - _. _ ..........e ..... . �z a c�J rb9 GLUT �?J _ . �.�..:......o._.... r.�...., ....._ ... C 4355 L� �- �-zy2 ✓ o,��. X. BOND QUANTITIES WORK SHEET, RETENTION/DETENTION FACILITY SUMMARY SHEET AND SKETCH, AND DECLARATION OF COVENANT Ivl, King Canty (luf (ding and Lard Developmm t Division BOND QUANTITIES AORKSHEET COXMERCIAL/XULTIFAXILY GROUP Page 1 of 2 Date: 9� - / p _ h IM Prsjeee,#a;-:-r.�/j/V16 g 3 Z r% , �A ' Project Mauve: CL�R P�R'^5 1 [ I r � I Site Address: -PL Z -y/L Fitt in those items which pertain to this project and return to the Comaercial/Multifamily Group - Site Development Review Unit. I PUBLIC ROADWAY IMPROVEMENTS I PRIVATE ON -SITE IMPROVEMENTS I Unit Price Unit I Ouantity Price A.C.Pavement . . . . . . . . . . S 8.00 SY I S Cement Conc. Curb i Gutter . . . 9.00 LF I f Extruded Asphalt Curb . . . . . 2.50 LF I S Concrete Sidewalk . . . . . . . 9.00 LF I S 6" pipe . . . . . . . . . . . . 7.50 LF I S 8" pipe . . . . . . . . . . . . 10.00 LF I S 12" pipe . . . . . . . . . . . . 15.00 LF I S 15" pipe . . . . . . . . . . . . 16.00 LF I S 18" pipe . . . . .. . . . . • . . 20.00 LF I S 24" pipe . . . . . . . ... . . . 26.00 LF I S 36" pipe . . . ... . . . . . . . 30.00 LF I S .48" pipe . . . . . . . . . . . . 50.00 LF I S 60" pipe . . . . . . . . . . . . 65.00 LF I S 72" pipe . . . . . . . . . . . . 80.00 LF I f Curb inlet . . . . . . . . . . . 500.00 EA. ( S C11 TYPE I t 1-L . . . . . . . . 750.00 EA. I S CB TYPE 11 - 48" . . . . . . . . 1400.00 EA. I S C8 TYPE 11 - 54" . . . . . . . . 2100.00. EA. I S CS TYPE 11 - 72" . . . . . . . . 3400.00 EA. I S CS TYPE 11 - 96" . . . . . . . . 4000.00 EA. I f Restrictor/Separator 12" . . . . 450.00 EA. I S Restrictor/Separator 15" . . . . 500.00 EA. I S Restrictor/Separator 18" 600.00 EA. I S Restrictor/Separator 24" 750.00 EA. I S Fencing (around pond) . . . . . 10.00 LF I S Riprap . . . . . . . . . . . . . 30.00 CY ( f Rockery, Gabion t ecology wall . 7.00 SF I f Concrete Retaining Watt . . . . 8.00 SF I S Excavation for Pond . . . . . . 5.00 CY ( S Infiltration Trench . . . . . . 15.00 LF I S Flow Spreader . . . . . . . . . 15.00 LF I S Trench Drain . . . . . . . . . . 15.00 LF I S Trash Rack . . . . . . . . . . 100.00 EA. I s Detention Pipe Riser . . . . . 400.00 EA. f Ve?, �CA,L CJa3 t--F I s 0 I L_ S -; PR R A i'. _ �- ciXh� 4E G+A I s I I SUBTOTAL S Ouantity /4 , s/ 3 Price f /l J 23c7 s o70 f - S IZ0 S fyZo ` S f / O s45:-00 S - S - t s oo / s -A. 4 CO - S - f - S - S - S • S �D s - S S - s - S S - L S f Uw S I S �w Z,570 s io,Z8g SUBTOTAL : f I 1/90 t 3. 4conb BOND QUANTITIES WORKSHEET King county wilding and land oevelop ent Division rcisl/Ilultifoofty Group I EROSION/SEDIMENTATION I CONTROL FACILITIES I Unit Price Unit I Quantity I Silt Fence . . . . . . . . . . . S 3.00 LF I 2Z �P�rtc* ;SCE I Seeding/Hutch . . . . . . . . . 3000.00 ACRE TawWary Pond . . . . . . . . . 5.00 CY I ; I Standpipe . . . . . . . . . . . 200.00 EA. I — S CIS Interim Protection . . . . . 25.00 EA. Quarry Spall/Rip-rap . . . . . . 30.00 CY Rock Construction Entrance . . . 300.00 EA. I S3, _ I Pipe ( inch die.) . . . . . . LF I f i I SUBTOTAL I ; �I I 4� ram•. page 2 of 2 = Lure: % ( Telephone No.: ! { lam+• (�C -t Firm Name: u ` (Zp �D � t-4'! TG!-f' � �% C-� S �i✓ G I The following information will be completed by the King County Site Development Review Unit. PUBLIC ROADWAY IMPROVEMENTS: S PRIVATE ON -SITE IMPROVEMENTS: S EROSION/SEDIMENTATION CONTROL : f SUBTOTAL f 20% CONTINGENCY : S l I TOTAL BOND AMOUNT f_ l � RIGNT•OF•WAY BOND : S 08:BONOSNEE.WPF 11/25/1989 THIS DOCUMENT HAS BEEN PREPARED CALL 2 DAYS FOR PERMIT APPLICATION AND IS SUB- JECT TO REVIEW AND MODIFICATIONS p n` %NC. BY GOVERNMENTAL AGENCIES. Z BEFORE YOU DIG �� �� N DO NOT USE FOR CONSTRUCTION,,,, a DATE: a, 1- 00-424.5555 0 W o� _ = see a Ssee PEt-N`r��lL x SHT 6 OF 6) ° CV CD co O 39 0 iN - _ O7 ' 39.0 '� Q 39.0O 40. 00 40. 00 4a oo 4o• s}o. a - - -00 Z -- iOP OFSLOP� r7YP.� 39 00 3 : / MIN.) sa 0 �}A cn w x 4005 A� 4O x I.OS X o5 x Jr - h� � ¢ �� f 41 � � 3y5� w � �E� = 34`� St Sf- Z > 80 39.80 40, 40. l� % ��, I •ra0 COO } 1A o = CIO `�,• 40•90 �� s or Q, (o C ce , eGA% 3A l Z s �� .? I AC � AREA 2 � 74 (� s� _ �4 � o _ J j - �_ j T IN x 39.45 39. 40 x 40.45 % 40.45 x� a�� 5 40•25 � d1 �} x � Z � Cl) Loy • ij W X X.20 00 40"2o Qo.� x , a x 40.E / 1 �r 5 z 3 (40 ' StA38 � �• w x 3y� "> 'Q X o x 1W SF 5 / o z 38 13x-38d \ / rn r� +%,or..t'1'o U 30� x-3s3o- x3s.3o / o LzAs YfZ -- z-ew 1 ___ 38. o, RAW t� ►.!G L- 4 s (ZS -rYe- --24 4 P_ �U A � L4 M rl%. a0 4 Soo � Qi'\' .38.35 AGO t�t'fOU tz 38 II =;.o o c�� �+. ..� F�►..�DIIJG t.lMrrs x 1 • o' AL f ' - 1 1 lh a o c• 8*: �,Q '�aDO o~ �`-CONSr#kUCr/CN fjN774�4NCE (SEE X 38.90 _ n - ' j8.8o ': f 38.50TAlL''S!{T 4 0 x 39•05 + L a -� • 39 _ . _ - - - �Tn " P SLOPE�7Yp) oy •o o = o• s • v �- _ _ __x x n -�% ,c ,a- •c .� �., t< _ ?A TOE QF SLC�(TYi•) !�\ r �' ++ o o - o / ' a LIMITS O� CLr:ARlNC �c_E OF P..M'-r PROTN, CIS? eliLT Fe►Jc-e t 'C k40/1V< (-Tyr) PROTECT EXIST F7'ICC N Y1�RANT v^T� > BHT- C ar G c� -> r I40 H 0 U S E R WAY ss / + a o _ _ 4o7O1fL M M4�t 1-►a�.� a EROSION CONTROL NOTES CONSTRUCTION SEOUEN / �E6 E RO41cti GowtTRoL. 1. BEFORE ANY CONSTRUCTION OR DEVELOPMENT ACTIVITY OCCURS, A PRE- CONSTRUCTION MEETING MUST BE HELD WITH THE CITY OF RENTON lr7 - to - 90 DEPARTMENT OF PUBLIC WORKS, DESIGN ENGINEER. 2. INSTALL SILT FENCE / lion rvation as prescribed on the plan shall be � ^PRANCE 9. / � `-- ' •� :.... `° �--: �; � i ° d of vegetation p INSTALL CONTRUCT ON E f and arras e8 P S. 2. All limier o clearing clearly •fla=ged in the field and observed during construction. .. 4. SET UP EQUIPMENT WASH AREA -- - . ' ; a .mow -_ - ------ tttionJerosion ------ Contra facilities must be constructed and in operation pr o. -" --- p 3. An�Qwined ledin a �, Orr"r --�- p }' 1D lan0 =&or Other OmUuction to insure that sediment laden water does not ent�th AND SOUTH PORTIONS w -ot - Ishu-al �. All erosion and sediment facilities :hail be maintained in a satisfadto) S. PLACE IMPORTED SUBGRADE FILL ON NORTH, EAST, _ - / /�e eft --ti potential for on�ic F THE WORK AREA PERIMETER FOR EROSION CONTROL ` - conditinn Vaal dsna mat c)eann and/or vlMa10 stn�..Yon is completed and Y W ���� r w � .,,�. �It erosion ha( 711,re tation, maintenance, �'&ceamt and itions w g ■■y In - erosion/udimentatioo Control systems shall be the responsibility Of the permitr.ee. g. CLEAR VEGETATION AND SURFACE OBSTRUCTIONS � �� i '� �"*� r ( s I \�-' '41 _ i � ti+ � row j, cr � n \ •� +4. 'ice eroslorl and sediMntation Control systems depicted on this drawing arse Intended to be 7. EXCAVATE NATIVE SOIL AND PLACE IMPORTED SUSGRADE ,` /�'�`�� . 1 w "' - Q . As constructionprogresses and ry +�,,� { "-�� - tY minimum toquirm"U >O mat anticipated site conditions FILL TO MEET "GRADE ELEVATIONS rt j � r Ion �, t., � 3 �,. - � n � ,, r � Q � unexpected or seasonal conditions dictate, the permittec shall anticipate that more a os MA1'' sedimentation control facilities will be necessary to insure complete siltation control on the - z , i i g r �_� EI:�x d � nstruction it shall be Iha obligation and responsibility o' ' g. INSTALL STORM DRAIN AND WATER MAIN UTILITIES ' proposed site. During the course of caE p,, E` 7 at may be created b his activities and to provide � RK '� r r ;� � �.- «� r the ittee to address an new conditions that y OR .,' ...: w• .., w ,'� `y • I� � st gun � i ! � ' n "'� +T L P y l .� .L minimum requirements," may be needed to protect � STRUCTURALFILL AND ASPHALT PAVEMENT d above m Y TR ('TU additional facilities, over an req g. PLACE S u , -- adjacent properties and water quality of the receiving drainage system. 1 . INSTALL CURBING, LIGHTING, AND APPURTENANCES ""' f �' "' C. 5. • Approval of this plan is for erosion/sedimentation control only. It does not constitute an 0 9 ` ` I i -Z 1 or location of i restrictors, channels, or retention 1 Q 0 -. approval of storm drainage design, size n pipes, a.'`#� " '� ' n p a # _ 0 facilities. 11. PLACE LANDSCAPE VEGETATION /� o K. ' � ` UrbCd soil areas reate • 4 f If , ' LL 6. During the tirrt0 perdAot November.l>rough March 31, all project disc g t to >3e left unworkcd for more than twelve (12) hours, shallsbc a t' "the are R 1TO :tDan 3,000 sgtara f ---- --- ---- --- -- tovered by muIC14 sodd'Ing, or plastic covering. '7. In an area which has been strip of vegetation and whereown no further work is anticipated for y or mom all disturbed areas must be immediately stabilized with mulching! r >; period of 30 days n. grass planting at other approved erosion control treatment appiicable to the time of year in ► ""' UT j uestion. Grass sdlDdin alone will be acceptable only during the rnogths of April through :1 In UT ''` I E DRAWN sY CHECKED 9Y qq I Septembu inclusive: $ceding Inay. pioceed, however, whenever it`is to the interest of the ''° mulchin netting, or other treatment approved by th �� I ---- - I - . but must be au with � � � _,�__ " x � R permitter, g, g, - �-Iz^�`= � -1- - - - � � - - -- - � �- L - - a. _ � - � ' ilied time period,City of Renton outside the ' SCALE ATE �.., - x� i" 20' 8. for all erosiorsfsedi `htation control ponds where the bead storage depth exceeds 6 inches, a _ fence, a minimum of feet high is required, with 3:1 side slopes. L t I "I" Y M A P NO tV ��A�E: 1 =2seo' $ED �a90337 OO ,- -.. - } .-3j�1AIT •., . 9. A tcmlporazy gTaveT.onstruction entrance, 24' x 50' x 8 of 4- to 6- inch quarry spells s.11 �e MAR 15 91 ._. allll I >tf� 19 located at is of vehicular ingress and egress to the construction site. �. P SHEET 5 ro IS I L T PENCE (See OEWL A&Yr 10 OP 0) .............................. -".10 10AC# A?J 300(ol 5F or, 0. (09 /A 30 x x_-V 50 1 q LOY 1 x 0.70 .3970 5790 M70 IL ,,, 1rf . 0 A ic as"25 4r) Da.asai! 75 A L 0, **.a t Ir cT Faoerr cs" L L 1pgarecr ExIsr rIAZ iVY0A4AfT _z=.4 7T AV-6A-L ?Alri 5, 3,7 �v A-r-Zes"") PolXc> AUA r>-)C) I 10-7, AtC—A 4aso Filter Fabric Material Or wide roisv z co 0,z I? Use staples or wire rings to aftich fabric io wire r 2- by 14 Ga. VW" o,ZIZ Fabric or equiv. 3 b �Bu5ttomOter material a mum M - by 12- (ranch 410 'Vile. ................ 0/ �:yrh ���.o,%al ;SIT V17 6"Wax. I 1 0 Fiber Fabric A Material by A* ,-,A ft- S. standard or better or U U equal alternate: SW lence Posts 2- by r by 14 Ga, Wre Fabric or equiv. 0 Provide 3/4* - IN washed gravel backfill in trench and on both sides 1. of fib" fence fabric on O&TA IV. _S11. T F461V C E ow surface NO SSC41LE 2* by 4* wood post Alt: S" lane Pow THIS DOCUMENT HAS BEEN PREPARED CALL 2 DAYS FOR PERMIT APPLICATION AND IS SUB- JECT TO REVIEW AND MODIFICATIONS BY GOVERNMENTAL AGENCIES. BEFORE YOU M 00 NOT USE FOR CONSTRUCTION 1-800-424-5 DATE: 72 4 4 ip 40. OFF7 .00 .00 ir 39.410 t A-> too MID 0 x 3840 .A k l �• E, Y;Z- V_ Pt:4J I W G, L4 M W4 38 � lee 80 3�- 3 3,.� 05P �° jr 90 JR7 if I& c4r,>ke-roli .70 Af- raw < IF, cit X500 /00' 11 Lry N HOUSER WAY dS 4? - Kiz W' 0 A1kqMX1A4 OVeg EX/sT Galt-, PVm1T secrlom g,> " A C SWA Le COAAC. cu" (7yF, -40 FYAIISH % % LIMIrs Of=l\\. REMOVAL F90P0616=0 00 _x {-4r CEMENT CTA 0.5'COAIMMIAIATErO SO//- REMOVAL LIMITS 0)w CO TYPICAL S4FCT10111 -A 64:�k ES: W /,-W' (y) ef MAR 15 Vu� 9,Y, L) o co 1 z< 0) 00 UD Lu >- LLJ LLJ U) Z> mu) 0 0 _j C,6 ots Cl) cc LIJ LLJ w z • 0z C Cr5 LLi < Uj _> > a: w 0 rn C) C) 0 z "2 d 4) -2 N-3 id J 17 0 DRAWN BY CkiECKEDBY PG J. J. W. SCALE DATE 2_0' roe NO �90337. 00 6 SrIEET Of Mo.