Loading...
HomeMy WebLinkAboutSWP272324(1) 7-e SzY REVISED DRAINAGE REPORT FOR PROPOSED TOWNHOUSE S S7UEEN AVF_NUE N _ E _ c ? z 3 At B EXPIRES 2� 2 February 1997 Applicant : Engineer : West Tier Development Del Erickson , P . E. Peter Tiersma 15020 S. E . 46th St . P .O. Box 1029 Bellevue, Wa. 98006 Woodinville , WA. 98072 Tel : 747-5825 Tel : 486-9825 =EIV NARRATIVE; THE SUBJECT SITE IS LOCATED IN THE SW 1/4 OF THE SE 1/4 OF SECTION 9, TOWNSHIP 23 NORTH, RANCE 5 EAST, W.M. . IT LIES ALONG THE WEST MARGIN OF QUEEN AVENUE NORTH APPROXIMATELY 400 FEET NORTH OF N. E. 4TH STREET (CEMETARY ROAD) . IT IS BOUNDED ON THE NORTH BY A MULTI-FAMILY COMPLEX ALONG THE WESTERLY ONE THIRD OF THE PROPERTY LINE AND BY A LARGE SINGLE FAMILY LOT ALONG THE EASTERLY TWO THIRDS OF THE PROPERTY LINE. IT IS BOUNDED ON THE WEST BY A LARGE SINGLE FAMILY LOT, ON THE SOUTH BY A TRAILER COURT, AND ON THE EAST BY QUEEN AVENUE NORTH. CONTOURS FALL ACROSS THE PROPERTY TO THE EAST, SOUTH, AND WEST FROM A KNOLL LOCATED IN THE EAST HALF OF THE NORTHWEST CORNER OF THE PARCEL. AN ISOLATED DEPRESSION IS LOCATED IN THE SOUTHEAST CORNER OF THE SITE. SLOPES VARY FROM 24 PERCENT NEAR THE DEPRESSION TO 1 PERCENT OVER THE SOUTHEAST TWO THIRDS OF THE PARCEL. THE TOTAL SITE AREA IS 1 . 62 ACRES . AS STATED ABOVE, CONTOURS FALL TO THE EAST, SOUTH AND WEST FROM THE KNOLL LOCATED IN THE NORTHWEST CORNER OF THE PARCEL. CONTOURS ALONG THE NORTH LINE OF THE PROPERTY LIE GENERALLY PERPENDICULAR TO THE NORTH PROPERTY LINE. WITH THE EXCEPTION OF A SMALL OFFSITE AREA LYING IMMEDIATELY NORTH OF THE KNOLL NO OFFSITE FLOW ENTERS THE PARCEL. THE CONTRIBUTION OF FLOW FROM THIS OFFSITE AREA IS NEGLIGIBLE. SITE CONDITIONS - EXISTING: THE SITE CONTAINS A SMALL SINGLE FAMILY RESIDENCE WITH A CONCRETE PATIO LOCATED IN THE NORTHEAST CORNER OF THE PROPERTY. THE REMAINING PARCEL IN OVERGROWN WITH TALL GRASS, BLACKBERRYS, AND SCATTERED TREES. SITE CONDITIONS - DEVELOPED: THE EXISTING RESIDENCE AND PATIO WILL BE DEMOLISHED AND REMOVED FROM THE SITE. THE SITE WILL BE REGRADED AND A 25 UNIT TOWNHOUSE COMPLEX WILL BE CONSTRUCTED. THE COMPLEX WILL CONSIST OF FOUR BUILDINGS, TWO WITH EIGHT UNITS EACH, ONE WITH FOUR UNITS , AND ONE WITH FIVE UNITS . A PAVED ENTRY DRIVE WILL BE CONSTRUCTED BETWEEN THE BUILDINGS . THE SITE IMPERVIOUS AREA FOR BUILDINGS, PATIOS, AND DRIVEWAYS WILL BE 1 . 02 ACRES . THE REMAINING 0 . 60 ACRES OF THE SITE WILL BE COVERED WITH LANDSCAPING AND LAWNS. WATER QUALITY AND STORMWATER CONTROL: RUNOFF FROM THE BUILDING ROOFS, PATIOS, LAWNS AND LANDSCAPED AREAS WILL BE COLLECTED IN RAIN GUTTERS, DOWNSPOUTS , AND YARD DRAINS AND ROUTED TO INFILTRATION TRENCHES LOCATED IN THE PLANTER AREAS ALONG THE FRONTS OF THE FOUR BUILDINGS . RUNOFF FROM THE DRIVEWAYS WILL BE COLLECTED AND DIRECTED TO A WATER QUALITY VAULT AND INFILTRATION TRENCH LOCATED ALONG THE SOUTH SIDE OF BUILDING 2 . SOILS LOGS AND PERC TEST INFORMATION ARE INCLUDED IN APPENDIX A. PROFILE VIEW NO SCALE OBSERVATION PIPE 4" RIGID PERFORATED PIPE vAelE�� WASHED ROCK b:e a 1 MIN q FINEYll'. MIN ME511 CB SUMP W/ — SCREEN � SOLID LID VARIES —� 10' MIN A OBSERVATION PIPE 4-6' PVC PERF PIPE COMPACT BACKFILL w •� o 0 4" RIGID PERFORATED PIPE JARas ' e.'-T WASHED ROCK �j C leegg9. e WRAP GRAVEL ENTIRELY WITH FILTER FABRIC SECTION A NO SCALE cb PJC P IPE Svt np — co" cbPJC o�� = S = v.o�_ co' PJ C. / TrrE�� n1 E. F'L A�-1 V t Evu✓ h.1Tls q4,b �vtJIT' a -� PFtF PIPE vJ/ �b 1 o �F f -rrrEu Ll E S = -L-.o7A _5�.J F"1 L--- 2 IN1r 1 �� �� 2 EtiL C N BAIMA ENTERPRISES Contractor's #BAIMA•OBBJM On—Site Sewage Disposal Systems Custom Backhoe Work 13026 S.E. NIMORr WAY, BEUXVUE, WASHINGTON 98006 (206)643-3734 TAX (206)746-3884 January 27, 1997 Del Erickson P.E. Professional Engineering Services 15020 SE 46th Street, Bellevue, WA 98006 Dear Mr. Erickson: SUBJECT: Tiersma Construction "Townhouses and percolation testing for surface water recharge. 500 Block of Queen Avenue N.E. Renton. I investigated the above-subject site this morning. I found conditions as I had indicated to you in our conversation last week. It is clean medium to coarse, gravely sand. I used a one man power auger to start the test holes. Each of the 3 holes was cleaned and dug to a depth of 48 inches, in accordance with your instruction. Each hole was pre-soaked for 4 hours, to a depth above the test zone (bottom 6 inches of the hole). Percolation rates were timed. The test holes remain open for your inspection. Each is flagged and covered with plywood for safety. Data collection follows. Pere hole#1: Rate: 2 minutes per inch fall Pere hole#2: Rate: 5 minutes per inch fall Pere hole #3: Rate: 2 minutes per inch fall I hope this information provides the data necessary to complete this phase of your project. Please call if I can be of further assistance. Sincerely, BAIMA ENTERPRISES Steve fC. Baima Draintield Designer #D0036 At.o'1 G'*lTERv OF — _ 'mob pv h z 1 5. 1.O - a R/G L-C P1IG TAELL C TY { - � / �1C4� De4 G - REV, - SE CS' i 8 �� I 5Lr 7 \ ev 35e.L i F' �Co2-� SE. r.�Z3 \\� i \ v �i � Tw K raL L_ 9 o . C Coo' 1 v !1 Wi o r- Aac. , DKI�!>=vJ RY Pak N ! t 3 Z Ls- "i ` co" c, o . "m w� 1i, �Pp1JR -P l�EDI 7i "� PJ C C -5' . 4(o S= i .off, SE 3rJ- I.l4 D.S. nLf`t;�"Cb� i6 tJF I =t.I5TALL CbT! S: I.a°Tc lZ"m PIIC . =e17rt411_ "D E11E3"tn D nl .S z ► .c, G P.A-rE 359. f 4.011I SE£ DETA.t>_ SE Lt2") 3��G. N S NT 3 0�4 SITE PLAN 1„_ 20' Z� LAN / r�I p p5 20 10 0 20 40 60 14 IT EN'k ! �I \Kf �1G �t�G SCALE IN FEET (�c.a.Tt��t L} G, Z PEe +� T�-re5 t 3 can, ."I 9' rre.ccc nr nv.o,e c. _ - -- - .- — - ---- - - -- k" KLEINFFLDER transmittal Date October 8 , 1996 File 60-1520-02 to -, Mr_ De1 Erikson Copies 1-faxed to Client 15020 sp, 46.th street 1-mailed to Client Bellevue . wA 98006 _(206) 747-5825 Subject Clock Tower Square Property - U- S D A_ Soil Classification of site soils for infiltration tests. We are sending JkAttached ❑ Under separate cover The following:Page 4 . 5. 2-2 of the King County_, Washinatnn , gurFa� W=4-ar Design Manual, dared 11/94 . describing-maxi mum infiltration ra R for soil types and Kleinfelder' c revised test nit logs _ Platers 4-81, datad 7/31/96 showing converted TTSCS soil classification tunas to TTSDA sail types . (Dual (-lassificatinns indinate the infiltration ratQ will likely fall bpi-wean-the-two rates listed for each sail texture class ) Via: Remarks Please rnntaCt Gary Beckham at ❑ Messenger ertenainn 215_if )rou have any +ions it First Class Mail ❑ Air ar rannire additional information ❑ Express El United Parcel We annreniate fhe nnnnrfnni +-y fn he ❑Air Freight )� FAX o.f Cerxfi ce to von Transmitted: k{l As Requested ❑ for Approval k] For Your Use ❑ For Review & Comment 8j, Susan G. Harrison, EIT MHNFEIMR 13H0 1461h IIIau,SE SuiU• 110,Rr•ilewur,11'A 9H00;-64:2 Q061 562-4200 KING COUNTY, WASHINGTON' SURFACE WATER DESIGN MANUAL (4) The engineer shall perform sufficient tests to determine a representative infiltration rate for the site, but at least three tests shall be performed for each proposed tank or pond site, and at least 2 tests per acre and a minimum of 4 tests shall be performed for each closed depression. The measured rate shall have the following factor of safety applied: for the EPA method F.S. = 2.0; for ASTM D-3385, F.S. = 1.75. 45) A minimum of two soils logs, extending a minimum of 5 feet in depth below the bottom of each proposed tank and a minimum of two soils logs, extending a minimum of 5 feet in depth below the bottom of each proposed pond shall be obtained for each 10,000 square feet (plan view area) of proposed pond infiltration surface area. The logs shall describe the S.C.S. series of the soil, the textural class of the soil horizon through the depth of the log, and note any evidence of high groundwater level, such as mottling. TABLE 4.5.2 MAXIMUM INFILTRATION RATES FOR SOIL TYPES Maximum Infiltration Rates Maximum Infiltration Rates Soil Texture Class (U.S.D.A.) (Inches per Hour) (Inches Per Minute)__ 1. Coarse sands or Cobbles 20 0.33 0.0 0.13 2. Medium sand 3. Fine sand, loamy sand 2.4 0.04 4. Sandy loam 1.0 0.017 5. Loam 0.50 0.008 100-Year Overflow Conveyance An overflow route shall be identified in the event the tank or pond infiltration capacity is exceeded or the facility becomes plugged and fails. Ponds shall have an emergency spillway designed in accordance with the RID pond standards. All infiltration overflow systems shall be designed to convey the 100-year 24-hour design storm event to the natural surface outlet. All overflow systems shall meet the requirements of Section 1.2.1. Oil Spill Control All infiltration facilities must have an oil spill control device upstream of the facility to capture any oil or other floatable contaminants before they enter the infiltration facility. The oil control device may consist of a Tee section in a catch basin or manhole. The oil control device shall provide protection up to the 10-year design storm. Groundwater Protection Standards The protection of groundwater quality is recognized as an issue of greater concern than in the past and groundwater protection standards are changing rapidly. Increased safeguards are required. The applicant must check state and other local regulations such as the Critical Aquifer Recharge Areas ordinance, basin plans, community plans, King County Health Department regulations and check with local water purveyors to determine if there are sole source aquifers, wellhead of groundwater protection zones, or aquifer recharge areas which may impose more stringent requirements on infiltration facilities than those in this manual. Groundwater purveyors should be responsible for determining the capture zones of their water supply wells. If federal, state or other local jurisdictions have more stringent groundwater protection requirements than those contained herein, the more stringent requirements shall apply. In no case should infiltration ponds and tanks be placed closer than 100 feet from drinking water wells and springs used for drinking water supplies. Where water supply wells exist nearby, it is the 11194 a 4.5.2-2 TEST PIT LOG rGROUND BELOW ASTM SOIL GROUP SURFACE CLASSIFICATION DESCRIPTION EET) SYMBOL TEST PIT TP-1 Apprw imale ground surface elevation: 350 feet -0.2 Sod lawn 0.2-0.5 3 SM Dark brown silty fine to medium send with organic matter and roots (very loose,dry)(topsoil) 0.5-0.9 3' Z. SM Dark brown silty fine to medium sand with coarse sand and occasional fine gravel Goose,dry)(fill) 0.9-5.0 SP Brown fine to medium sand with coarse sand,gravel and a trace of silt (medium dense,slightly moist) (recessional outwash sand) 5.0- 10.0 SP Brown gray fine to medium sand with coarse sand,occasional fine gravel and a trace of sill(medium dense,moisO (recessional outwash sand) Test pit completed at 10.0 feet on 7/24196. No ground water seepage observed. No caving observed. Disturbed soil samples obtained at 2.5 and 4.0 feet. HE EPTHS ON THE TEST PIT LOGS, ALTHOUGH SHOWN TO 0.1 FOOT, ARE BASED ON AN AVE MEASUREMENTS ACROSS THE TEST PIT AND SHOULD BE CONSIDERED ACCURATE TO 05 FOOTRACE of TEST PIT LOG SU KLEINFELDER PLATE 4 TEST PIT LOG DEPTH BELOW ASTM SOIL GROUP GROUND SURFACE CLASSIFICATION (FEET) SYMBOL DESCRIPTION TEST PIT TP-2 US DA Approximate ground surface elevation: 350 feet. 0.0-0.2 Sod and tall grass 0.2- 1.0 3-Z Sh1 Dark brown silly fine to medium sand with organic matter and grass roots (very loose,dry)(topsoil) SM Brown silty fine to medium sand with occasional coarse sand,gravel and fine roots Ooose,dry)(fit[,weathered or hen land loll) 1.5-3.5 a SP/GP Brown gray gravelly fine to medium sand and sandy fine gravel (medium dense,moist)(recessional outwash sand and gravel) 3.5 - 11.5 SP Gray fine sand with occasional fine gravel(medium dense,moist)(recessional sand) Test pit completed at 1 L5 feet on 7/24/96. No ground water seepage observed. Slight to moderate caving observed from surface to 2.0 feel due to dry soils. Disturbed soil samples obtained at 2.0 and 4.0 feet. THE DEPTHS ON THE TEST PIT LOGS, ALTHOUGH SHOWN TO 0.1 FOOT,ARE BASED ON AN AVERAGE OF MEASUREMENTS ACROSS THE TEST PIT AND SHOULD BE CONSIDERED ACCURATE TO 0.5 FOOT. h" K L E 1 N F E L D E R TEST PIT LOG PLATE 5 t , TEST PIT LOG DEPTH BELOW A"SOIL GROUP GROUND SURFACE CLASSIFICATION (FEET) SYMBOL DESCRIPTION TEST PIT TP-3 USDA. Approximate ground surface elevation: 350 feet 0.0-0.3 Sod and tall grass 0.3-0.8 SM Dark brown silty fine sand with organic matter and grass roots (very loose,dry)(topsoil) 0.8. 1.6 -3 SM Brown silty fine to medium sand with coarse sand,occasional gravel and roots (hose,dry)(fill,weathered or farm land soil) 1.6-2.8 2, SP/GP Gray gravelly fine to medium sand and sandy gravel(medium dense,dry) (recessional outwash sand and gravel) 2.8- 11.3 3 SP Cray fine and with occasional fine gravel(medium dense,dry to slightly moist) (recessional outwash sand) Test pit completed at 11.3 feet on 7124196. No ground water seepage observed. Slight caving observed from surface to 2.8 feet. Disturbed soil samples obtained at 4.0 and 11.3 feet. THE DEPTHS ON THE TEST PIT LOGS, ALTHOUGH SHOWN TO 0.1 FOOT,ARE BASED ON AN AVERAGE OF MEASUREMENTS ACROSS THE TEST PIT AND SHOULD BE CONSIDERED ACCURATE TO 0.5 FOOT. h� K L E 1 N F E L D E R TEST PIT LOG PLATE 6 TEST PIT LOG DEPTH BELOW ASTM SOIL GROUP GROUND SURFACE CLASSIFICATION (FEET) S"IBOL DESCRIPTION TEST PIT TP-4 Approximate Ground Surface Elevation:351 feel. US 0P\ 0.0.0.2 Sod and tell grass 0.2-0.6 SM Dark brown silty fine sand with organic matter and gross roots (very loose,dry)(topsoil) 0.6-2.5 2'3 SM Brown silty fine to medium sand with fine gravel and fine roots(loose,dry)(fill) 2.5- 11.5 .3 SP Gray fine sand with occasional fine gravel(medium dense,dry to moist) (recessional oulwash sand) Test pit completed at 11.5 feet on 7124196. No ground water seepage observed. Slight caving observed from surface to 2.5 feet due to dry soils. Disturbed soil samples obtained at 4.0 and 9.0 feet. THE DEPTHS ON THE TEST PIT LOGS,ALTHOUGH S14OWN TO 0.1 FOOT, ARE BASED ON AN AVERAGE OF MEASUREMENTS ACROSS THE TEST PIT AND SHOULD BE CONSIDERED ACCURATE TO 0.5 FOOT. K LEI N F E L D E R TEST PIT LOG PLATE 7 TEST PIT LOG DEPTH BELOW ASTM SOIL.GROUP GROUND SURFACE CLASSIFICATION (FEET) SYMBOL DESCRIPTION TEST PIT TP-5 Approximate ground surface elevation: 350 feet usoA 0.0.0.5 Sod and tall grass 0.5- 1.2 3 SM Dark brown silty fine send with considerable organic matter,bark,Tree and grass roots(very loose,dry) (topsoil) 1.2-3.6 2--3 SM Light brown silly fine to medium sand with fine grovel and fine roots(loose,dry) (fill) 3.6-4.5 3 SP Brown gray fine sand with fine gravel and a trace of silt(loose to medium dense,dry) (recessional outwash sand and gravel) Becomes medium dense at about 4.0 feet 4.5-6.0 .� Sp Gray fine send with occasional fine gravel(medium dense,dry to slightly moist) (recessional outwash sand) 6.0- 11.0 3 SP Brown gray fine sand(medium dense,moist)(recessional outwash sand) Test pit completed at 11.0 feet on 7124/96. No ground water seepage observed. Slight to moderate caving observed from surface to 6.0 feet. Disturbed sail samples obtained at 2.0 and 6.0 feet. THE DEPTHS ON THE TEST PIT LOGS, ALTHOUGH SHOWN TO 0.1 FOOT, ARE BASED ON AN AVERAGE OF MEASUREMENTS ACROSS THE TEST PIT AND SHOULD BE CONSIDERED ACCURATE TO 0.5 FOOT. K L E I N F E L D E R TEST PIT LOG PLATE 8 c-`T> I .C'�JA_.R':Y' F: 1C?F%:R1.Y3 S'Q'i3�2�R�S� KING COUNTY, W ASHINGTON, SURFACE WATER DES ION MANUAL FIGURE 3.S.1C 2-YEAR 24-IIOUR 1SOPLUVIALS 2-9 co CV `Qy/ y 1Y r l I - i �� z _ :�,. t i ���• _ � s _ It •ti r .1 N�"R � �• f .w� Y � 2-YEAR 24-HOUR PRECIPITATION < e.3.4�— ISOPLUVIALS OP 2-YEAR 24-HOUR _ 35 TOTAL PRECIPITATION IN INCITES ry. - 0 1 2 3 4 S 6 7 !Mlles 3.5.1-8 ry ' `._ � __ - 1/90 Coo x58 34� 0 Z1a i � r S9a.o - Z t l� 15 Z4n.© Ej"L 8(n. 1 Z 0 . C) n:Sla CO .tO trC� fro me = o .co 4 q- Z Ty\ 1 � 1 S . C . S . TYPE-IA RAINFALL DISTRIBUTION ENTER: FREQ(YEAR) , DURATION(HOUR) , PRF.CIP( INCHES) 1 , 24 , 1 . 28 ---------------------------------------------------------------------- ******************** S . C. S . TYPE-lA DISTRIBUTION ******************** xxxxxxxxx YEAR 24-HOUR STORM **** 1 . 28" TOTAL PRECIP. ********* ---------------------------------------------------------------------- ENTER: A(PERV) , CN(PF.RV) , A( TMPERV) , CN( IMPERV) , TC FOR BASIN NO. 1 0 , 0 , 0 . 39, 98 , 6 . 3 DATA PRINT-OUT: AREA(ACRES ) PERVIOUS IMPERVIOUS TC(MINUTES) A CN A CN . 4 . 0 . 0 . 4 98 . 0 6 . 3 PEAK-Q(CFS) T-PEAK(HRS ) VOI,(CU-FT) . 11 7 . 67 1506 ENTER 1d : l [path.lfilename [ . extl FOR STORAGE OF COMPUTED HYDROGRAPH : new D EPrE-1 = I Soca. o = 0.�14� 2042�.0 ! � � S I Z E = N F= L T RAT =ON T R E N C H E S 4L-�- 2 �� I St,nPE2V i m,+5 C r`I = 98 2 1) ' 4(02 .co Zx ( 4D, .-uol - Zo80. o ((cox 2�) ` 1 (,C8 .0 (o ,c C24 x 3S� : 40. 0 WMti Lq- (44e51 I-LO_ o `L. 'L ( S x 18> = l Sao x V LL) (048 .0 Z� Coo i 4) ia— 9S� 8 .o �Qv GIAs 01 x zA = ZAo.o 84 xrl = 5a� .o 13(00.0 Lo(a(o 4. o Cass� Mc.t� Mrr`l� r�vM� ---------------------------------------------------------------------- ******************** S .C. S . TYPE-lA DISTRIBUTION *********x********** ********* 100-YEAR 24-HOUR STORM **** 3 . 90" TOTAL PRF.CIP. ********* ------------------------------------ --------------------------------- ENTER: A(PERV) , CN( PERV) , A( IMPERV) , CN( IMPERV) , TC FOR BASIN NO. 1 0 . 15 , 81 , 0 . 22 , 98 , 6 . 3 DATA PRINT-OUT: AREA(ACRES) PERVIOUS IMPERVIOUS TC (MINUTES ) A CN A CN . 4 . 2 81 . 0 . 2 98 . 0 6 . 3 PEAK-Q(CFS ) T-PEAK(HRS) VOL(CU-FT) . 29 7 . 67 4036 ENTER [d: 1 [pathlfilename [ . ext1 FOR STORAGE OF COMPUTED HYDROGRAPH: bldgl SUMMARY OF INPUT ITEMS 1 ) TYPE OF FACILITY: GRAVEL TRENCH/BED 2 ) STORAGE DEPTH( ft ) : 3 . 00 3) VERTICAL PERMEABILITY(min/in) : 6 . 00 4 ) PRIMARY DESIGN HYDROGRAPH FILENAME: bldgl 5) PRIMARY RELEASE RATE(cfs ) : . 00 6 ) NUMBER OF TEST HYDROGRAPHS: 0 7 ) NUMBER-OF-ORIFICES, RISER-HEAD( ft ) , RISER-DIAM( in ) : 0 , 3 . 00 , 12 8 ) ITERATION DISPLAY: YES ENTER ITEM NUMBER TO BE REVISED (ENTER ZERO IF NO REVISIONS ARE REQUIRED) : 0 INITIAL STORAGE VALUE FOR ITERATION PURPOSES : 4020 CU-FT ITERATION COMPUTATION BEGINS . . . TRIAL BOTTOM-AREA STOR-AVAIL STOR-USED PK-STAGE PK-OUTFLOW 1 4466 . 7 4019 108 . 08 . 28 2 2293 . 6 2064 108 . 16 . 28 3 1207 . 0 1086 108 . 30 . 28 4 663 . 8 597 236 1 . 15 . 15 5 463 . 5 417 348 2 . 49 . 11 6 425 . 1 382 381 2 . 99 . 10 7 424 . 7 382 382 3 . 00 . 10 PERFORMANCE: INFLOW TARGET-OUTFLOW ACTUAL-OUTFLOW PK-STAGE STORAGE DESIGN HYD: . 29 . 00 . 00 3 . 00 382 SPECIFY: D - DOCUMENT, R - REVISE, A - ADJUST ORIF, E - ENLARGE, S - STOP qZ 'SF S Last&q.. �• J, �2� ►.lc_�-I Fc) q � (� x 5�) = &o.o 9 XZ4 -1 ,. 3Z - ZZ4 .o C, X47, - -ZSZ . o (o ,c I Z-L = --7-J 1-1Z . CD tCDKM = ItIO .o I CD x iZ = I7-0. 0 I0 %4-LLa = Z.tao .o 8 -cZco = Zoa.o Io x l S = ISO- 0 59040 o . Igac_ -C"c. = Co. '�D �� . TP tmcb :�) .q 1 lG(,O s ---------------------------------------------------------------------- *'*x*k,t**,t,t,r*,t,t*xxx** S .C. S. TYPE-lA DISTRIBUTION *****************x** ********* 100-YEAR 24-HOUR STORM **** 3 . 90" TOTAL PRECIP. ********* -----------------------------------------------------------`---------- ENTER: A(PERV) , CN( PERV) , A( IMPERV) , CN( IMPERV) , TC FOR BASIN NO. 1 0 , 0 , 0 . 14 , 98 , 6 . 3 DATA PRINT-OUT : AREA(ACRES ) PERVIOUS IMPERVIOUS TC(MINUTES) A CN A CN . 1 . 0 . 0 . 1 98 . 0 6 . 3 PEAK-Q(CFS ) T-PEAK(HRS ) VOL(CU-FT) . 14 7 . 67 1862 ENTER [d: l [pathlfilename [ . extl FOR STORAGE OF COMPUTED HYDROGRAPH: bldg2 SUMMARY OF INPUT ITEMS 1 ) TYPE OF FACILITY: GRAVEL TRENCH/BED 2 ) STORAGE DEPTH( ft ) : 3 . 00 3 ) VERTICAL PERMEABILITY(min/in) : 6 . 00 4 ) PRIMARY DESIGN HYDROGRAPH FILENAME : bldg2 5 ) PRIMARY RELEASE RATE(cf4 ) : . 00 6 ) NUMBER OF TEST HYDROGRAPHS: 0 7 ) NUMBER-OF-ORIFICES , RISER-HEAD( ft ) , RISER-DIAM( in) : 0 , 3 . 00 , 12 8 ) ITERATION DISPLAY: YES ENTER ITEM NUMBER TO BE REVISED (ENTER ZERO IF NO REVISIONS ARE REQUIRED) : 0 INITIAL STORAGE VALUE FOR ITERATION PURPOSES : 1806 CU-FT ITERATION COMPUTATION BEGINS. . . TRIAL BOTTOM-AREA STOR-AVAIL STOR-USED PK-STAGE PK-OUTFLOW 1 2006 . 7 1805 51 . 08 . 13 2 1031 . 8 928 _ 51 . 16 . 13 3 544 . 4 489 53 . 32 . 13 4 302 . 0 271 114 1 . 23 . 07 5 214 . 4 192 164 2 . 55 . 05 6 198 . 6 178 179 3 . 00 . 05 7 199. 9 179 178 2 . 96 . 05 8 199. 2 179 179 2 . 98 . 05 PERFORMANCE: INFLOW TARGET-OUTFLOW ACTUAL-OUTFLOW PK-STAGE STORAGE DESIGN HYD: . 14 . 00 . 00 2 . 98 179 SPECIFY: D - DOCUMENT, R - REVISE, A - ADJUST ORIF, E - ENLARGE, S - STOP t�LL1 s 4' �Q Foe T�) ( T---)v 3 zx C iz ,� z31 ' Ssz.o zx (qurzl �- 2�� .0 � x ZCo = Z34.0 �354 .0 --------------------------- ------------------------------------------- ****#*************** S.C. S . TYPE-IA DISTRIBUTION *************x*** txx ********* 100-YEAR 24-HOUR STORM **** 3 . 90" TOTAL PRECIP. ********* ------------------------ --------------------------------------- ENTER: A(PERV) , CN( PERV) , A( IMPERV) , CN( IMPERV) , TC FOR BASIN NO. 1 0, 0 , 0 . 10, 98 , 6 . 3 DATA PRINT-OUT: AREA(ACRES ) PERVIOUS IMPERVIOUS TC(MINUTES) A CN A CN . 1 . 0 . 0 . L._ 98 . 0 6. 3 PEAK-Q(CFS ) T-PEAK (HRS ) VOL(CU-FT) . 10 7 . 67 1330 ENTER (d: ) (path) filename ( . extl FOR STORAGE OF COMPUTED HYDROGRAPH: bldg3 SUMMARY OF INPUT ITEMS 1 ) TYPE OF FACILITY: GRAVEL TRENCH/BED 2 ) STORAGE DEPTH( ft ) : 3 . 00 3) VERTICAL PERMEABILTTY(min/in ) : 6 . 00 4 ) PRIMARY DESIGN HYDROGRAP14 FILENAME: bldg3 5) PRIMARY RELEASE RATE(cfs ) : . 00 6) NUMBER OF TEST HYDROGRAPHS : 0 7) NUMBER-OF-ORIFICES, RISER-HEAD( ft ) , RISER-DIAM( in ) : 0 , 3 . 00 , 12 8 ) ITERATION DISPLAY: YES ENTER ITEM NUMBER TO BE REVISED (ENTER ZERO IF NO REVISIONS ARE REQUIRED) : 0 INITIAL STORAGE VALUE FOR ITERATION PURPOSES: 1332 CU-FT ITERATION COMPUTATION BEGINS. . . TRIAL BOTTOM-AREA STOR-AVAIL STOR-USED PK-STAGE PK-OUTFLOW 1 1480 . 0 1331 36 . 08 . 09 2 760 . 4 684 36 . 16 . 09 3 400 . 6 360 36 . 30 . 09 4 220 . 7 198 80 1 . 17 . 05 5 155 . 0 139 119 2 . 55 . 04 6 144 . 1 129 129 2 . 97 . 03 PERFORMANCE: INFLOW TARGET-OUTFLOW ACTUAL-OUTFLOW PK-STAGE STORAGE DESIGN HYD: . 10 . 00 . 00 2 . 97 129 SPECIFY: D - DOCUMENT , R - REVISE, A - ADJUST ORIF, E - ENLARGE, S - STOP Zx Cz o> o (!A -A ZI> = 14z.S .o z x C FbXZ91 = TEA .o (1 x 1 ) s L-)04 .o Cox CZ4 ,L3S1 = C--Nb4C).0 Cv ,c IS) ZaB.o 9058. o - c) ZX No- g xZl ICo8 .0 � � 21 1a9.o O o . o-1Ac- G = rv�✓1 `7 mcLos 71di=1L. C-Gt IL. = Co fY�Y� TYl ---------------------------------------------------------------------- S C S. TYPE-IA DISTRIBUTION ******************** ********* 100-YEAR 24-HOUR STORM **** 3 . 90" TOTAL PRECIP. ********* ---------------------------------------------------------------------- ENTER: A(PERV) , CN(PERV) , A( IMPERV) , CN( IMPERV) , TC FOR BASIN NO. 1 0 . 07 , 81 , 0 . 21 , 98 , 6 . 3 DATA PRINT-OUT : AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) A CN A CN . 3 . 1 81 . 0 . 2 98 . 0 6 . 3 PEAK-Q(CFS ) T-PEAK(HRS ) VOL(CU-FT ) 24 7 . 67 3311 ENTER [d : ] [pathlfilename [ . ext] FOR STORAGE OF COMPUTED HYDROGRAPH: bldg4 SUMMARY OF INPUT ITEMS 1 ) TYPE OF FACILITY: GRAVEL TRENCH/BED 2 ) STORAGE DEPTH( ft ) : 3 . 00 3 ) VERTICAL PERMEABII.ITY(min/in ) : 6 . 00 4 ) PRIMARY DESIGN HYDROGRAPH FILENAME: bldg4 5 ) PRIMARY RELEASE RATE(cfs ) : . 00 6 ) NUMBER OF TEST HYDROGRAPHS: 0 7 ) NUMBER-OF-ORIFICF,S , RISER-HEAD( ft ) , RISER-DIAM( in) : 0 , 3 . 00 , 12 8 ) ITERATION DISPLAY: YES ENTER ITEM NUMBER TO BE REVISED (ENTER ZERO IF NO REVISIONS ARE REQUIRED) : 0 INITIAL STORAGE VALUE FOR ITERATION PURPOSES : 3390 CU-FT ITERATION COMPUTATION BEGINS . . . TRIAL BOTTOM-AREA STOR-AVAIL STOR-USED PK-STAGE PK-OUTFLOW 1 3766 . 7 3389 89 . 08 . 23 2 1932 . 9 1739 89 . 15 . 23 3 1016 . 0 914 -89 . 29 . 23 4 557 . 5 501 185 1 . 09 . 13 5 382 . 1 343 282 2 . 44 . 09 6 348 . 0 313 310 2 . 97 . 08 7 346 . 5 311 311 3 . 00 . 08 PERFORMANCE: INFLOW TARGET=OUTFLOW ACTUAL-OUTFLOW PK-STAGE STORAGE DESIGN HYD: . 24 . 00 . 00 3 . 00 311 SPECIFY: D - DOCUMENT ; R - REVISE, A - ADJUST ORIF, E - ENLARGE, S - STOP 4 . ta1 ids S� .as i AA. Zo V.ZZ. t Z x Cl 14 tc?.Am ' 5k %to s tjo.o *&rt Ito % 46.o 9cao.cl "Lx CZA V a 4 e1. o .3V% Zl . o Gq.-L a ~ 'I x La 14©.ta K 7.X " . U 7-7.xzSM6 Sso.o leaxrlL 110. 0 IZ.x7.d1 z L68.o 1,9ac % 1 Loq?.o LoEaB.c� ©. 14 Ac.. �t►i1P' �Qr r �'� +C � • 98 7.2 Z.x ' 1 ") s ZA Zvra 19% % 'Eip - 447.s .0 l/d Icrx lc:�ON IZo.o V5411 42SIb. 1(,s-c Z31 .11CO8 .0 2n C LO «. 17,)w 460.0 It" )Z.0.3 z5o.O Mt Ito l �aZZ9 .0 " © . bS AC.. C. lcxz .9 ..Y..sJrI .... CA TL G . 0 min/on ---------------------------------------------- ----------- *akx`t*********x*** S.C.S . TYPE-IA DISTRIBUTION x*********xxxx****** *** y***** 100-YEAR 24-11OUR STORM **** 3 . 90" TOTAL PRECIP. x****x*x* ---------------------------------------------------------------------- ENTER: A(PF.RV) , CN(PERV) , A( IMPERV) , CN( IMPERV) , TC FOR BASIN NO. 1 0 . 14 , 81 , 0 . 35 , 98 , 6 . 3 DATA PRINT-01IT: AREA(ACRES ) PEILVIOti5 IMPERVIOUS TC(MINUTES) A CN A CN . 5 . 1 81 . 0 . 3 98 . 0 6 : 3 PEAK-Q(CFS) T-PF,AK(HRS) VoL(CI1-FT) . 41 7 . 67 5692 ENTER ld : ] [ patlilfilename] . ext ] FOR STORAGE OF COMPUTED HYDROGRAPH: drive SUMMARY OF INPUT ITEMS 1 ) TYPE OF FACILITY: GRAVEL TRENCH/BED 2) STORAGE DEPTH( ft) : :3 . 00 3 ) VERTICAL. PERMEABILITY(min/ in ) : 6 . 00 4 ) PRIMARY DESIGN HYDROGRAPH FILI?NAME: drive 5) PRIMARY RELEASE RATE(cfs ) : 00 6) NUMBER OF '1'ES'f HYDROGRAPHS: U 7 ) NUMBER-OF-ORIFICES , RISER-HEAD( ft ) , RISER-DIAM( in) : 0 , 3 . 00 , 12 8 ) ITERATION DISPLAY: YES ENTER ITEM NUMBER. TO BE RF,VISF.D (BNTER ZERO IF NO REVISIONS ARE REQUIRED) : 0 INITIAL STORAGE VALUE.. FOR ITERATION PURPOSES: 5574 CU-FT ITERATION COMPUTATION BEGINS. . . TRIAL BOTTOM-AREA STOR-AVAIL STOR-USED PK-STAGE PK-OUTFLOW 1 6193 . 3 5573 154 . 08 . 39 2 3182 . 6 2864 154 . 16 . 39 3 1677 . 3 1509 157 . 31 . 39 4 926. 1 833 339 1 . 18 . 21 5 651 . 8 586 494 2 . 51 . 15 6 600 . 5 540 538 2 .99 . 14 7 599 . 2 539 539 3 . 00 . 14 PERFORMANCE: INFLOW TARGET-OUTFLOW ACTUAL-OUTFLOW PK-STAGE STORAGE DESIGN HYD: . 41 . 00 . 00 3 . 00 539 SPECIFY: D - DOCUMENT; R. - RFVISF„ A - ADJUST ORIF, E - ENLARGE, S - STOP r oa " I vq - B�'O�ss r tL 3�Y. 1 i S S.o. AsSY PC oc C i TNI OF 0 QE�.1'ta►..I. SZbS. � I � ScYi�+ K N = 361,18 I I a INV ;o" ( MW !*i. 35°(• " NL°l001 2�' W - 30I - �I i VA L-VE(TtP> / � � ,. �j � \ N �\ �'• ^� ssH M = �v ,20 SOU �' INV. 81 VG N• 3�•w0 � /• \ AO It INV. S�� �G 5. 36b.55 �` - xl�-r• mac, PA I I^1 , v r G- RE ` I I ILo Iv, ` Rim = yv;'4• GMP mil, 'XOL°II INV, ID°G ' riP N• 355,10 FF 1 a\ ' 1 NV.Yo"G MI' S. 354 13 IN Y,S" GMr NE.5�,13 I NV.3�'GMI' E . 354.28 P N _ I'll o�P �t�E� T idHYMAWT iz:e . 9 ��, e 4' l o N I �.. _ -" _=---- V tIN b 6�t - .._ C I ARE - 141T o 'I h p p �O I �` 0 I D 21 V E.W A4 10 I � o Rev �Ev. �aQ I � -40 / CTY i Ngo 000l D ZI I �30, I 201 r I I L e1�S TY YE I ace i . 9 4 �.o. P�� N C,r/ off" SIT �� _ SAS E PLAN 1 - 20 14 f Af�KlN& i n K A s0 N �• 3 goy e Ito � ti z W W `.. `(/�) _ I , / ! (1{�.{�R7 /(• �Tip - h ' 1 M r~ 4 9a q 90 --- �° �- - / ti oAlpa� INV a1I �V&N. 3%,ro0 -Z�o � 2. �XI�iT \ °� '� �' j - -- INV, 6 f'VG 04 /� I R� KK 3 C 0l.1ST TN I C K E�.1ED :z'? °jam L T Z � o EDL�E G- REV, - R �c A- REV, ao - _ T- —� I ao -� I I I ' �xl�T, �� h�T � 5I !,2 �� 1�r ,,� t,�;�c�i %4 �� ►HE p E CN 0, CN 'I 10 IUN I ' —, co ,� t-tE �'�►� H �� �`' — - -r B LOG. 14--L — I i w Nor t I F' 23 �i. �_�Kt,ED ,0 ` �,M= �,NFP1k I� INv s" cMP �w. 'XOIPIII NN / '7 Ln W H QJ o /V� i' �� \ --- 'n� -+ I I \ i' INV, 10"ChP s. 354•!3 W ol �fl =9 _ -+- �� INY,S'"GMPNE.5�.13 � ; ,� I I I NV.�'cMP E. Z)�i-29 NOTE W o _ �� ,� ti �I I � z A � I I °Q GRADE AWAY FROM BUILDINGS A _ _ _ _ AT 2% FOR A MINIMUM OF 5 FEET . � j JO 1 5 i E H PIMH _ �X151, }t0U5E —— — —-� I I 511E 13EN6I•4K t C� �! �- ° fio � REM"ED-. `z' TOP CENTEfZ e INSTALL ADDITIONAL YARD V N �� 1 OF FIRE J - z� , - _► .��a ��.�� � i A _ Env = "a 47 , DRAINS AS REQUIRED . 0 o �yZ' �Dd �D - �� ol i I S w q M z ' BLS . 2, `^INKL�P Pr:K NFrA, BIZ r \,j A-ry 4 SALT ITA2Y � vlE.2 t F-+ w O -- — TKEE-r �►.n P�LWEMF►.1Tr�l O�� Z m Sr./l PKr� JE n✓tE�t rS r 10 I I I- �I i I 121 - I I'I I � I(r 21 Z 1 Z I lo I SITE PLAN 1" 20" Za ►o o � 40 6 n one BASIS Of' BEARING: KCAS SECTION BREAKDOWN v .. �. DIRECT OBSERVATION METHOD OF SUR _Fy. NO ADJUSTMENT NECESSARY INSTRUMENTATION: J" GEODIMETER Tow STATION SURVEY ACCURACY MEETS OR EXCEEDS W.A.C. J32-130-090 c VERTICAL DATUM; CITY OF RENTON. to to 9 BENCHMARK: CITY BENCHMARK NO 150J TOP OF CONC. bn MONUMENT O SOUTHWEST CORNER OF SEC 9-23-5 1111111111m if EC EV 401 02 0 I job no.: S 0 EE-r- 3 o� S