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20507 88TH AVE W.PDFIIIIIIIIIIII 8472 20507 88TH AVE W 7� AV& \\j TAX ACCOUNT/PARCEL NUMBER: 6V5 BUILDING PERMIT (NEW STRUCTURE): M- �7 COVENANTS (RECORDED) FOR: CRITICAL AREAS:. 6y —136� — DETERMINATION: E] Conditional Waiver E] Study Required ?kwaiver DISCRETIONARY PERMIT 4'S: I/ DRAINAGE PLAN DATED: q Li /Zj( n;,� &/1010 5 PARKING AGREEMENTS DATED: EASEMENT(S) RECORDED PERMITS PLANNING DATA CHECKLIST DATED: SCALED PLOT PLAN DATED: SEWER LID FEE $: LID #: SHORT PLAT FILE: lf,�? - LOT: )NI BLOCK: SIDE SEWER AS BUILT DATED: SIDE SEWER PERMIT(S) #: 6-7 2- GEOTECH REPORT DATED: STREET USE / ENCROACHMENT PERMIT #: WATER METER TAP CARD DATED: -71 1,S) K5 LATEMPOST"sTomiAStreet File Checklist.doc USE 27u=��,',�; �>O 374 ZONE CiTY S — --------- CONSTRUCTION PERMtT APPLICATION OBR �-jlqe Do ESS N A' A01 E (OR NAME 01' BUSINESS) EGAL DESCAIPTU�i URN SUBDIVI�ION NO. NO N M TESCP G kODRESS 4�N APPROVED By z oil M RIGHT OF WAY PER OFFICIAL STREET MAP. TELEPHO N BER PUR CI TI.D 60-- REQUIRED DEDICATION —10-- EXIS L) 7-7 PROPOSEF:!�­ vv\1,4�1 UIRED.. INAME Fir UCTION PERMIT RE, 11 �T OF WAY CONSTR I STREET USE PERMIT REQUIRED REVIEW By ADDRES SEE ENGINEERING MEMO DATED (D TELEPHONE NU CITY ;"C�" REMARKS 7 RIO./ .e,9 FIXTURE UNITS 7.1 DING SUPPLY SIZE ADD BLA / /I As bo TELEPHONE NUMBER 3: TY L REMARKS v%, ADS NO, STATE LICENSE NUMBER S111111 ENV. REVIEW A VIED PROPOSE COMPLETE I EXEMPT SMO LLO SI R INEN t?, L iptlol of I ops! I, Ini3lude all easements ,ga, Des .,V bell or at ach four copies) z -------------- ------ PLANN'N'�� PEVIEW By ARIANCE OR CU 4# LOT C3'%,EROG EIGHT YARDS SIDE REAR FRONT HEMARKS W A6W.0 7V PLUMBING NE REWDENTIAL MECHANICAL AD ALTER COMMERCIAL REPAIR RETAINING WALL El SIGN CODE HEIGHT, CH Y TYPE OF CONSTRUCTION EXCAVATE FENCE DEMOLISH OR FILL I_ x _FT) EA orCUPANT4. SP CIA INSPFCTO G 0 P LOAD PRE -MOVE INSPJ REQUIRED REMODEL ­­&NCE INS LI YES N In 000 STOVE! SERT [I APT.BLDG RENEWAL RE F�w PROGRESS INSPECTIONS PER UBC 305 PfA 1'7,fb WtT y PIE RE944.41- -PIS sTORIE NUMSER 0 G N BE DONE tT�TPT� H PLOT PLAN) /Qao FEE VALUATI i ffl� PLAN CHECK FEE BUILDING PLUMBING ---------- MECHANICAL GRADINGIFILL one on private properly ONLY. This Permit covers work to b lic domain (curts, sidew?lks, Any cons,,ruCtion on the p ill STATE SURCHARGE drivew3ys, marquees. etc.) require separate permission. ENERGY CODE Pe ppr,,:. I imit: I Year - Provided Wori� is Started Within 180 Days p _Ii ant, on behalf of his or her spouse h,3irs, assigns and SUC S r in interest, agrees to indemnif�l defend and hold har le t e City of Edmonds, Washington, its officials, ims for damages of emplo e , and agents from any and all cla —/00 - C) 0 whate r ture, arising directly or indirectly from the issuance PLAN CHECK DEPOSIT : pRj "4 . hail not be deemed to 3 of this permit S a of this permit. IssuanCi, any requirement 01 any city ordil)ance e 's ability to en e ml:�dify waive or reduc force any ordinance TOTAL AMOUNT DUE 0 nor limit in any way th City provision." I In reby acknowledge that I have read this application; that the ATTENTION APPLICATION APPRCVAL 6 ,ect' and that I am the owner, or the duly inj ormation given is cofl I agree to comply with city and THIS PERMIT This appilcation is not a permit until au Ow AUTHORIZES IcIal or his thorized agent of 'halstruction; nnd in doing the work authoriz- signed by the Building Off "n state laws regulating co, or ONLY THED receipt Is will be employed in violation of the Lab WORK NOTE Deputy: and iees are paid, and ed thereby, no p�rSon kmen's Compensa. acknowledged in space provided. ? � . ,.late of Washington relating to W Cod INSPECTION 7 PARTMENT DATt: DE n AG r.)ATE SIGNED OFFICIAL*S SIGNATU5_111 4 CITY OF E 0 M 0 N D 9S, "1111:: 111;;; 111::: iii III T 771-,W TEN 70 CUPY A J3UILDING OR STRUCTURE ORIGINAL — File YELLOW — Inspector IT IS UNLAWFUL/ USE OR OC A FINAL INS ECTION HAS BEEN MADE AND APPROVAL OR �NTIL BEEN GRANTED. UBC OINK — Owner GOLD — Assessor (�IFRTIPICATE 0 OCCUPANCY HAS STANDARD DETENTION SYSTZM-WORKSHZZT (5000 SF OR LESS) .2 ADDRESS: BY: CALC. Vic PHONE: DATE: IMPERVIOUS SUFACE AREA ---,-;zV�--jPJPEDIA. LE-1 ���P�IPELENGTH FOOTING DRAINS SHALL NOT RIM 6LEV, FINWED GRADE TIGHTLIN DETENTION PIPE LENGTH --?X-TO i. - 0% SLOPE ELEV, —LLL� UPPER CATCH BASIN 01A CONTROL CS -2' 'XI-r n1=0 BE CONNECTED TO CCKING LID (TYP.) IM ELEV. 6" MIn. dearamo Mossurod from top of Ir r Conc- box or fisv DETENTION S yS TEM eLovll TO CITY CONVEYANCE \-4NV. L` ELEV. \--OUTLET CONTROL 9 '--ORIFICE RIM ELEV. INV. ELEV. Cn (4'-0* QUARRY SPALLS OR EQUAL) CONTROL CATCH BASIN SPALLS' FROM CONTROL CS OVER SMALL BE PERPENDICULAR y CONTROLCB M Tj TO SPREADER TRENCH rRENCH SHALL HE LINED PERF. PIPE SHALL BE W.TH MIRAF1 &ON TOP 1EVEL 9 CAPPED AT ENDS RIPRAP OUTLET SPREADERTRENCH "11" WASHED DRAIN ROCK �n, )VOTES CALL ENGINEERING DIVISION (771-0220 EXT. 1326) 24 HOURS IN ADVANCE FOR A TIGHTUNE AND DETENTION SYSTEM INSPECTION BEFORE BACKPILLING, AND FOR FINAL INSPECTIONS. 2. Res�onslbility for operation and maintenance of drainage systems on private Property Is the responslollity of the property owner. Material accumulated In the storage pipe mvst be flushed out and removed from catch basins to alloN proper operation The outlet control orifice must be kept open at all times. CITY STORM CONVEYANCE SYSTEM SPREADER TRENCH SHALL BE AMIN. OF 10' LONG AND PERPENDICULAR TO CONTROL CS DATE 10I 0 IMPERVIOUS SURFACE CALCS: BUILDING/GARAGE ROOF OUTLINE (INCLUDING COVERED DECK): REPLACED NORTH WALKWAY: EXIST. DRIVEWAY & ENTRY WALK: EXIST. PATIO TO REMAIN: EXIST. SOUTH WALKWAY: TOTAL: 3381 SF 89 SF 2437 SF 1047 SF 69 SF -7n) I Cr , 365' DgAiNftar-, *t>"ic"fj i C*Lf-s. 0 PROPERTY OWNER: KURT & ANNE KUTAY PROPERTY ADDRESS: 20507 88TH AVE. W. EDMONDS, WA 98027 TAX ACCOUNT PARCEL NO: 00544600000601 Ar,n' TOTAL IMPERVIOUS SURFACE = 7023 SF EXISTING DETEN11ON SYSTEM NOT FOUND NEW DETENTION SYSTEM CAPACITY PIPE 150 CF POND 1,000 CF TOTAL- 1, 150 CF ACCEPTABLE TIGHTLINE MATERIAL SDR 35 SCH 40 N - 12 F810 HANCOR OWNER/CONTRACTOR IS RESPONSIBLE FOR EROSION CONTROL AND DAMAGE CONNECT ALL DOWNSPOUT TO PROPOSED CATCH BASIN OD SURFACE STORAGE AREA -IE=347 �.-r f:-ootjco SURFACE STORAGE. -1,000 CF NOTE: SITE PLAN /DRAINAGE PLAN /ESC PLAN BASED ON CLIENT & CITY OF EDMONDS PROVIDED INFORMATION INCLUDING MAY 24, 1988 PLOT PLAN. DAL DRAINAGE ' 7- 1 — 20'-0" 05.30.05 20, lo' o' 20' 40' 1 6;—=� mmmmommmoi 0 0 0 PLANNING DATA I NAME: --DATE: 2 SITEADDRESS: aQ—�,0-7 PLAN CHK#:C)G- PROJECT DESCRIPTION: (2>,­1 d a--- - -V-<::> REDUCED SITE PLAN PROVIDED?(�/ No MAP PAGE: CORNER LOT: (Yes FLAG LOT: Cy-es—,E) ZONING: CRITICAL AREAS DETERMINATION #:OLI- C�) L3 Study Required: Ll Conditional Waiver SEPA DETERMINATION: Ll Fee LJ Checklist Ll APO list / notai,ed form Q(Needed for 500 cubic yards of grading, Shoreline Area- site within 200 ft. of Puget Sound or Lake Ballinger) lj�y Exempt SO C,-) . 3y,_-z cA , 75 SETBACKS: Required Setbacks: Street: .2S Left Sidel 6 Right Side: k 0 Rear: D- Actual Setbacks: I ':�c Street: S I Left Side: 10 Right Side: Rear: Street map checked for additional setback required? (Yes I No / DNA) LJ DETACHED STRUCTURES: LJ ROCKERIES: LJ FENCES/TRELLISES: Q BAY WINDOWS / PROJECTING MODULATION LJ STAIRS/ DECKS: PARKING: Required:.2.,_Actual: LOT AREA: �Lj -7 1 Q LOT COVLKAbtf' Calculations: BUILDING HEIGHT: Datum Point: A J, -JVrX:D Datum Elevation-7--t 0 (1 'b-' , 0 Maximum Allowed: Actual Height:_ 12 !�2 A.D.U. CREATED?: (No / Yes) , S SUBDIVISION: LEGAL NONCONFORMING LAND USE DETERMINATION ISSUED: (Yes / No OTHER: Plan Review By: -2 NewBPP1anningDataForrn.D0C IMPERVIOUS 6Uf;;?I=Ar-E CALC6- PROPERTY OWNER- 5UILDING/GARAGE ROOFAVTLINE DKURT 4 ANNE KUTAY (INCLUDING COVERED DOW); 3381 5F i�' __ REPLACED NORTH WALKWAY: ala 5F 5 2005 PROPERTY ADDRESS: EXIST. DRIVEWAY 4 ENTRY WALK,- 2431 SF 20501 a8TH AVE. W, EXIST. PATIO TO REMAIN: 1041 SP EDMONDS, WA e5021 CoUNTER EXIST- SOUTH WALKWAY: (oe er- MIT TAX ACCOUNT PARCEL NO; TOTAL: (110, 113aa) 310' '102 00544600000601 104-00' HEIGHT CALCS_- FIMPERVIOUS SURFACE ADDED A 102.0' UN ER TH15 PERMIT; 5 13,15, NEW BUILDING ROOF OUTLINE - C c34-O' EXISTING PATIO 582 SF D ='32.5' 25' REAR 585L AVERAGE ='371' Walt—MCUNT - k t- 0 —T k_� - ':C- r P k-SIBIE 'GRADE (110, I-E MAX HT ALLOWEr-)=cJ'11+251 FOREROSION' fROLANDDAMAOE 122' ACTUAL HT (EX15TING)=120' EXIST. ROCKERY/ CONTOURS USED FOR 3(05 RETAINING WALL HEIGHT CALC6_ SEE MAY 24,1558 SITE PLAN ON FILE AT CITY OF EDMONDS, (P TYPICAL- 360 LOT AREA: 21,11S 6F EXIST- LOT COVERAGE ALLOWED 105, (35)21,11'3=1602 SF a PATIO NEW COVERED IST_ LOT COVERAGE ACTUAL DECK 02.0' A-1 NEW — — — — --- ATIO (EXIST. HOU6E/GARAGE+ I �2 lu PROPOSED ADDITION), - d) WE) C)Ec!�j r ='3 n, =� (2138+'102)=2840 6F wx to- ,0 7 1 7, LOT SLOPE. 210'/I1'=iI2A% PROPOSED EXIST, ADDITION' RESIDENCE IINI ca GRADING CALCULATION: Lu q I e�t& 5F) (MAIN FLR_ 1363 SF 100, 40 CUBIC YARDS (LESS THAN 50 CUBIC UPPER _j YARDS) Lu cli EXIST, 5F- 351, GARAGE -EXIST. (115 6F) WATER FO&7� @—WNW FlEt i FILE CONTROL LVE 7-1 L! 7!77=7 L..:- D S25' one Comer Flag Reguired Actual ronf! Sides Rear w 5SUMED UTIL. = /it, Other* LOC. VERIFY MIQ /:a19 EXIST, DRIVEWAY AP ED AS TE A I -RING AFIPROV WKIN let I rj ,~ A X .69 A-1 a a Date: 25' STREET BSeL N 1':Ja6 DATUM 100' __T I FIRE HYDRANT G-3 EXIST, 0*140TEs PHONE 4 CABLE SITE PLAN /DRAkAW PLAN /ESC ExI AN BASED ON CLIENT 4 LA IRRICiA,TION N C TY QF EDMONDS PROVIDED INIIZ�ATICIN CON"ROL VALVES NCLUDING MAY 24, IWO — . — — A PLOT PLAN. 104-00' S 0STORM SEWER) AN NORTH FL (0y III = 20 1 -011 12-21-04 (WATER) "-352' 20' 10' 0' 20' 401 (SEWER) 85th AVE. WEST -p 'X= A 2D OD co co ZD too' LL. 1z) LAJ 2b" CWA Sl 10 oo CO Apo Ilk to -M mm 611, If +1 F 0 #P20 CA File No: Critical Areas Checklist Site Information (soils/topography/hydrology/vegetation) 1. Site Address/Location: lillj-5 1,,V 2. Property Tax Account Number: 0 00 0 0 6 0 3. Approximate Site Size (acres qr square feet): 7— 57 C' Is this site currently developed? ��es; _ no. If yes; how is site developed? 110 rn e�.. e- 5. Describe the general site topography. Check all that apply. Flat less than 5-feet elevation change over entire site. _1Z1*,RoUing: slopes on site generally.. less than 15% (a vertical rise of 10-feet over a horizontal distance of 66-feet). Hilly: slopes present on site, of more than 15% and less than 30% (a vertical rise of 10-feet over a horizontal distance of 33 to 66-feet). Steep: grades of greater than 30% present on site (a vertical rise of 10-feet over a horizontal distance of less than 33-feet). Other (please describe): 6. Site contains areas of year-round standing water: Approx. Depth. 7. Site contains areas of seasonal standing water:. Approx. Depth: What season(s) of the year? 8. Site is in the floodway -A-11A floodplain of a water course. 9. Site contains a creek or an area where water flows across the grounds surface? Flows are . year-round? Flows are seasonal? — (Vihat time of year? 10. Site is primarily: forested meadow shrubs mixed urban landscaped (lawn, shrubs etc) 11. Obvious wetland is present on site: For City Staff Use Only 1. Plan Check Number, if applicable? 2. Site is Zoned? R S — I k 3. SCS mapped soil type(s)? rw R Cd , P k) ( 9' - 15 clo— s —�e 4. Critical Areas inventory or CA map indicates Critical Area on site? A10 5. Site within designated earth subsidence landslide hazard area? NO WAIVER Reviewed 0ifical Arm Checklist/3.252004 0 020 0 ED&O City of Edmonds Development Services Department Plann ing Division Phone: 425.771.0220 1890 Fax: 425.771.0221 - Date Received: l'U- X-40-&�-A City Receipt #: -749 Critical Areas File #: —0/a-571 Critical Areas Checklist Fee: --'W5.00 Date Mailed to ADDlicant: ljl,,2j 2 n0<1 7be Critical Areas Checklist containe� on this form is to A property owner, or his/her authorized representative, be filled out by any person preparing a Development must fill out the checklist sign and date it, and submit it Permit Application for the City of EdmondWior to to the City. The City will review the checklist, make a his/her submittal of the application to the City. L r 6 precursory site visit, and make a determination of the '0 The purpose of the Checklist is to* enable City ;?� subsequent steps necessary to complete a development r* . permit application. determine whether any potential Critical Areas are,� may be, present on the subject property.. The information fVease submit a vicinity map, along with the signed copy needed to complete the Checklist should be easily is form to assist City staff in finding and locating the available from observations of the site or data available at piece of property described on this form. In City Hall (Critical areas inventories, maps� or soil padotlu - the applicant shall include other pertinent surveys). infoltion (e.g. . site plan, topography map, etc.) or studies in conjunction with this Checklist to assistant staff in completing their preliminary assessment of the site. The undersigned applicant, and his/her/its heirs, and assigns, in consideration on the processing of the application agrees to release, indemnify, defend and hold the City of Edmonds harmless from any and all damages, including reasonable attorney's fees, arising from any action or infraction based in whole or part upon false, rrAsleading, inaccurate or incomplete information furnished by the applicant, his/her/its agents or employees. By my signature, I certify that the information and exhibits herewith submitted are true and correct to the best of my knowledge and that I am authorized to file this appXation on* behalf of the owner as listed below. siGNATuRE OF APPijcAw/AoENT DATE — Property Owner's Authorization I - By my signature, I cer* that I have authorized the abive Applicant/Agent to apply for the subject land use application, and grant my permission for the public officials and the staff of the City of Edmonds to enter the subject property for the purposes of inspection and posting 9pendant to this application. SIGNATURE OF Owner/A plicant: ple /<,00'0' 'A Name 0 5-0:Z Street Address city State zip Telephone: -112- 5- - i� 2S 606- 6 Email address (optional): rc,-51e- / 3 5'2-& co 7, n e / DATE Appflcant Representative: Name Street Address city State Telephone: Email Address (optional): zip 20 uppe R: C N-rc-H ""r""T'O" P'-" --- '7 t 1A EASIN WE rv",T,o P", c 0 "T 'Lo (Yr,"T) C:OVER. /17. 5. r,?z — �-j 4� SYSTEM C ROSS SECTION SEE PAGE 3 FOR OUTLE-T CONTROL DETAIL OVTLCT C04TRot: iy-� A, 1�ap� T 70 OUTL.E-r (SJP;ZA,;- OR P,UNOFF .S?REXDF-V,) 4 Z- 3' ozz;,, C--,zU5%4E0 ;ZOC,4 C U L CON—ROL RiPc;A-:) OUTLET O%;--7%.4W TKZNC�4, MIN 10' LONG. A' PCPP POPE -M 5C %.P-VIZL. L—r —.1 F:zc.m : f C V —I_ E� CZ- N --'RO L ?ZR;: ptpia Wt. W CAP's RUNOFF SPREADER OUTLET STANDARD DRAIW-G':— :�LAN DEIRNTION SYSTr—.'-', PACE I OF 3 for locatic plan b) phor dal DESIGN DATA - System Impenn Pipe Pipe Orifice Number Area Oiam Length Oiameter NOTES 1. Call Engineering Oivision (771- - 3202) for prebackfil-1 and final ilsPectiOns- 2. Responsibility for operation and maintenance of drainage Systems on private property is the r--Soonsibility of the property owner(s). Material accumulated in the sto.39. Pipe must be flushed out.and re.-..O,;!" from catch basins to allow proper. opar!tion, The outlet control orifice :-.,zst be kept open at all times. 41, 7 CITY OF EOrylONOS .0 e-i7 L6 MMP ION VOT 5!otvl VIC! JJ 4,71 9 ev� 6 2 A t,411�51 veQ J-V? 97'1 I 41rp 4)4 Q eel UA . .,PO ,oil CITY of E D M_JJ D.S For In T77F f STREE .1L JUL 15,1968 Address of Construction: ,SifE SEWER-P.ER.A-M-1-T, PERMIT NO. 07872 0,W A�e, zJes f Prope . rty Legal Description (Inc . lude al 1 1 easements):' IDMONDS Owner and/or Builder: TREATMENT PLANT Contractor & License No: # 2?9037 Single Family Residence Multi -Family (No. of Units Commercial (No. of fixture Units, Invasion into City Right -of -Way: No Yes (IfYes, Right -of -Way Construction Permit required. Call One -Call -Center (1-800-424-5555) before any excavation.) Cross other Private Property: No Yes (If Yes, easement required, I attach legal description and county easement number.) PLE,XSE REAO THE ITEMS"LISTED ON,,THE BACK tffat I/hale read and snll comply with the items/li;?ed on the back. I- I �_- W Date 00' � � Vrzzzzzz 01 now W 121501511,01WI Fri r ? 0110=1110 =ZZ0.1; P ZAIMMMMMAe .. 1 '30. Permit Fee: Trunk Charge: Assessment Fee: Issued By: Date Issued: ,.Receipt No.: Partial Inspection: 'Comments Date Initial Final Inspection Approved: Date I n i fi a 1 by 00 Rejected: —Tafte —1 . —nitial Reason PERMIT MUST BE POSTED ON JOB SITE Wh.ite Copy File Green Copy -:Inspector Buff Copy - Applicant NOTICE: -a- Nb­wa r-r a h - Y ... 0 . ' he attached The -information shown on t map(s) was compiled for use by the CitY Of Edmonds/ its Employees and Consultants. Th,e City of 'Edmonds does. not.warrant the cy of anything set forth on these accura r entity -requesting a map(s). Any person o independent copy should conduct an a . tion shown on e inform inquiry regarding th t5e -map(s),, including, but not limited tol -er stub shown. SUC the lotation of any sew sewer stubs may or may- not e.xst and maY at the location shown. or may not exist Neither the City of Edmonds nor its forthe emp-1-o-yee*s o,r office-rs -shail be 1--ia-b-1--e. information given' on this map(5), nor for ovided based any one representation pr upon said. rnap(s). & I The City of Edmonds Side Sewer Drawing EASEMENT NO - -------------------------------------------- NEW CONSTRUCTION REPAIRS LID NO - ------------------ - ASMT. NO . ..... ............ OWNER ------------------------------------------------------------------------------------------------ CONTRACTOR&�A��Q()'-;� ...... 0 — --------- PERMIT NO. --- ----------- j 0 B A D D R E S S ------ ...... 4u- � . ...... W ----------- LEGAL DESCRIPTION: LOT NO - -------- A ------------------ ... ......... BLOCK NO - --------- -------------------------- sA 0 0 NAMEOF ADDITION --------------------------------------------------------------------------- Au Approved: ---- ---------- =bbDM-b0,NlDb8 ------- _T_E?_�.AIM�NT PLAN T_[3 ................. PWW-0001 -11/75 (REV. 11/78) I DATE ...... ------- 8 9 0 - I-o-9 - ip City" ,Qf ;.EdmonM RIGHT-OF-WAY CONSTRUCTION-, PERMIT, -Permit Number. Issue Date: A. Address or Vicinity of Construction: 90-56'1 TVA Ij B. Type of Work (be specific): —11?EAIQ4 JkJ a/) W DUJr 101011INW— ZS" DAUE-20HY R6967 C. Contractor: OffArMWES 0)4&- F.- Contact: -Tim OqAvEaseyi Mailing Address: 15- 4T7— Phone: R:R IJAIAJ - State License #: & io)&A Liability Insurance: _ Bond: $ D. Building Permit # (if applicable): Side Sewer Permit # (if applicable): E. [3 Commercial F] Subdivision F1 City Project Utility (PUD, GTE, WNQC���.ATER) n Multi -Family E] Single Family F Other INSPECTOR: INSPECTOR: F. Pavement or Concrete Cut Yes G. Size of Cut: x H ChargqA APPLICANT TO READ AND, S,,GN "damages, or INDEMNITY. Applicant understands and by his signature to this application, agrees t� ty ofEdmondg harmless from znjuri�s� claims of any kind or deser7tiondwhatsoever, foreseen or unforeseen, that may be " against the City of Edmonds, or any of its departments or li, . t employees, including or no. unite to the defense ofany legal proceedings including defense costs, and attorney fees by reason ofgranting this permit. THE CONTRACTOR IS RESPONSIBLE FOR Wo"MANSHIP AND MATERIALS FOR A PERIOD OF ONE YEAR FOLLOWING THE FINAL INSPECTION AND ACCEPTANCE & THE WORK ESTIMATED RESTORATION FEES WILL BE HELD UNTIL THE FINAL STREET PATCH IS COMPLETED BY CITY FORCES, AT WHICH TIME A DEBIT OR CREDIT WILL BE PROCESSED FOR ISSUANCE TO THEAPPLICANT. Construction drawing of proposed work required with permit application. A 24 hour notice is required for inspection; Please call the Engineering Division, 771-0220. Work and material is to be inspected during progress and at completion. Restoration is to be in accordance with City Codes. Street shall be kept clean at all times. Ti affic Control and Public Safety shall be in accordance with City regulations as required by the City Engineer. All street cut ditches shall be patched with asphalt or City approved material prior to the end of the working day; NO EXCEPTIONS. Ihave read the abovestatements and understand the permit requirements and thepink copyof thepermit will be available on �1&� all es for inspection purposes. Signature: Date: &A A& (Cintractor or Agent) CALL DIAL -A -DIG PRIOR TO BEGINNING WORK' FOR CITY USE ONLY APPROVED BY: _4A RIGHT OF,WAY DEPOSIT TIME AUTHORIZED: V010—AFTER, YEA rt-- DAYS' '.-DISRUPT-ION FEE/FUND III:, SPECIAL CONDITIONS: 610 AC-P 1�—UT,5 .RESTORATION FEE:­4"_ AL(_(3WF_Q t AJ AQ F_ 2 PERMIT FEE- '"IC ?A v I �J 9-0 A 0 TOTAL FEE: COMMENTS: "RECEIPT. FEE- 12a _,DATE.. ISSUED BY:. NO WORK SHALL BEGIN PRIOR TO PERMIT ISSUANCE Eng. Div. 1994 -Z[)5-+lXST SLJ DO C�o ZOS-07 qg+K )::�V W -7- 171, o 7 -E,4 11 m6h IQ ql,/z,j Plve-- 1NcLr-)w6- z-s"r)RiL)r=ohy Gor,,s-, ( C] CITY OF EDMONDS 'NEW ADDITION RETIREMENT 9q 07REE-f flLE AS* INFORMATION SHEET ASSET NO. ADDITION TO ASSET NO. Pro 2 0-f:, CITY iig &- n IDESCRIPTION I e-11 -*— Z/ llil As',; LOCATION PURCHASE ORDER NO. PURCHASE ORDER DATE COST B.A.R.S. ACCOUNT NO. ESTIMATED LIFE INITIATED BY DATE N�2 05691 I] V, a 0 kN, [07, *PROJECT NUMBER &jf=ay� PROJECT COMPLETION DATE &wj6fl COST 1pe� APPROVED BY "SUBMIT ASSET INFORMATION SHEET WITH FINAL PAYMENT REQUEST *SUBMIT ASSET INFORMATION SHEET UPON CLOSE OF PROJECT ACCOUNTING ONLY DEPRECIATE MONTHLY DEPRECIATION AMOUNT ANNUAL DEPRECIATION AMOUNT 40 G.L. ENTRY REFERENCE ktnp INITIAL DATE Arl� VERIFIED BY PROCESSED BATCH NO. DEPARTMENT FILE Side Sewer Drawing The City of'EdMonds EASEMENT NO . ................. NEW I CONSTRUCTION REPAIRS F] LI'D NO . .................. ASMT. NO . .................. OWNER ....................... .......... ............................. ................................ ........ ............ PERMIT NO. v JOB ADDRESS ;,, A ........... -7 ....... a.6.� --------- 4p.�n ...... . ........... LEGAL DESCRIPTION: LOT 'NO . ...................................... BLOCK NO . ............................... �A- ..................................................... ....................................................................... ............................ T EDMOTNDS ....... NAME OF ADDITION ........... 7- ................................................................. . T P�T _Rf,.AljylENT PLANT ................... t Approved: 0 0'.00 130, is, 7 o*.z5 I 4j /353 .00< a L4 co N co ,36' 30' --l# �) �i 91c, llcl6e-D 1567- IV. 34c?.04 4EXISTIA-IG F. 7G E7- -1A.11,5A46D COA-)TOUR-5 �,.l-,:,—EX1S771A.1G COA.17OUR-5 lvou-5E 18'*CA4P 70 Be S,4CIeFALLED WISA41D AA.1D COA4PWT67D. PLACE,3'A411,1. 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RESIDENTIAL DRAINAGE DESIGN Kurt & Anne Kutay .20507 88"' Ave. W. RECEIVED Edmonds, WA 98027 JUN 2 - 2005 ENGINEEFUNG DIVISION PREPARED FOR AJC General Contractors, Inc. EN 0 -1 W Sly/ 0 (0, 425 NAL '-Co EXPRI May 30,2005 By Prepared for and on behalf of Se� TLP Pacific, LLC 1j 17624 NE 30'bPlace Redmond, Washington 98052 qr6s STREET FILE a'. 'i f - .1 PROJECT OVERVIIEW The Proposed Development consists of redeveloping the existing residential house with approximately 702 sf of new roof area. Impervious surfices will include driveways, roof tops, patios and walkways which will all be detained on site prior to being released into the 88h Ave. W. storm sewer system. PRELIMINARY CONDITIONS SUMMARY The existing parcels consist of a total of 0.5 acres of residential zoned property. A single family structure exists with an associated driveway and patios. The original house permit drawings were obtained- for the city of Edmonds and showed an existing detention system adjacent to the house. This detention system could not be found in the field and is assumed to have not been installed during the original construction. An existing 18" corrugated metal pipe conveys water from a closed depression in the yard and will be used for the proposed detention along with the closed depression as indicated on the attached drawing. A new catch basin will be required to be installed for the proposed release structure. The existing catch basin receives tight lined stormwater runoff from the existing house to the north of this site and for that reason can not be used for the proposed release structure. PROPOSED DRAINAGED IMPROVEMENTS PROPOSED DESIGN CRIT • Detain strormwater runoff from an area approximately 0.5 acres. • Existing area 0.50 acres with a CN of 84 • Proposed area 0. 16 acres with a CN of 98 and 0.34 acres with a CN of 84 • Design Storm 24-hr, standard SCS Type IA rainfall distribution. • Precipitation for this area from City of Edmonds * 1-5- inches for the 2-year storm. * 2.0-inches for the 10-year storm. * 3.0-inches for the 100-year storm. • Hydraflow 2004 was used for the Level Pool routing routine. Results are attached. ,f . CONCLUSION The proposed detention pipe was modeled at 400 feet long. Actual pipe is 84 feet therefore an equivalent area of 316 linear feet of 18" pipe will be equal W-�& cf of required storage. The existing pond area was surveyed and calculated using the average area and found to be approximately 1,000 cf. Since the existing detention area is larger then required and to keep consulting cost to a minimal the hydrograph model was not fine tuned to match the pre -developed I Oyr and I 00yr events. We are confident the proposed system will detain more then the required amount. The existing property did not have a detention system prior to the proposed remodel and there has been no indication of downstream flooding to this point. The proposed system with be constructed to the standards of the City for system with less then 5,000 sf of impervious surface and those are attached. SCOPE OF CONSTRUCTION This project will include the following work: Contractor to take all necessary measures to ensure erosion and sedimentation is not deposited into the existing and proposed storm systems. Install a new Type I L Catch Basin 16 upstream of the existing CB. Ensure all proposed and existing downspout drain to the proposed system. Install trash rack on the end of the existing 18" CUP Pipe. Construct new residential addition. , - Hydrograph Plot Hydraftow Hydrographs by Intellsolve Tuesday, May 312005, 9:15 PM Hyd. No. 3 <no descdption> Hydrograph type = Reservoir Peak discharge = 0.02 cfs Storm frequency = 2 yrs Time interval = 3 min Inflow hyd. No. = 2 Max. Elevation = 346.30 ft Reservoir name = New Pondl Max. Storage . = 102 cuft Storage Indication method used. Hydrograph Volume = 987 cuft <no description> Q WS) Hyd. No. 3 — 2 Yr 0.10- 0.09 - 0.08 -� 1 0.07-- 0.06 0.05 0.04 0.03 0.02 0.01 0.00 0 3 5 8 10 — Hyd No. 3 — Hyd No. 2 Q (Cfs) 0.10 0.09 0.08 0.07 3.06 ).05 ).04 0.03 0.02 0.01 n nn 13 15 18 20 23 25 28 Time (hrs) y , P ond Report Hydrallow Hydrographs by Intelisolve Tuesday, May 312005, 9:15 PM Porid No. I - Now Pondl Pond Data Pipe dia. = 1.50 ft Pipe length = 400.0 ft No. Barrels = '1 .0 Slope = 2.40 % Invert elev. 345.00 It Stage I Storage Table Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage Icult) Total storage (cuft) 0.00 345.00 00 0 0 0.56 345.56 00 40 40 1.11 346.11 00 54 94 1.67 346.67 00 24 118 2.22 347.22 00 0 118 2.78 347.78 00 0 118 3.33 348.33 00 0 118 3.89 348.89 00 0 118 4.44 349.44 00 0 118 5.00 350.00 00 36 154 5.55 350.55 00 200 354 6.11 351.11 00 200 553 6.66 351.66 00 36 589 7.21 352.22 00 0 589 7.77 352.77 00 0 589 8.32 353.33 00 0 589 8.88 353.88 00 0 589 9.43 354.44 00 0 589 9.99 3.54.99 00 24 614 10.55 355.55 00 54 667 11.10 356.10 00 40 707 Culvert I Orifice Structures [A] [13] [C] Rise (in) = 18.00 0.90 0.00 Span (in) = 18.00 0.90 0.00 No. Barrels = I 1 0 Invert El. (ft) = 345.00 345.01 0.00 Length (ft) = 200.00 0.00 0.00 slope (0/0) = 2.40 0.00 0.00 N-Value = .013 .013 .000 Ortf. Coeff. = 0.60 0.60 0.00 MUM -Stage = nja yes No Stage (ft) 12 '00 T 10.00 - 8.00-- 6.00-- 4.00-- 2.00 0.00 0.00 Weir Structures 11)] [A] [B] [C] ID] 0.00 Crest Led (ft) = 4.71 0.00 0.00 0.00 0.00 Crest El. (it) = 346.40 0.00 0.00 0.00 0 Weir Coeff. = 3.33 0.00 0.00 0.00 0.00 Weir Type = Riser - - - 0.00 muld-stage = Yes No No No 0.00 .000 0.00 No Exfllftdon = 0.000 in/hr (Wet area) Taihvater Elev. = 0.00 It Note: CulwaVOrifice oufflows have been analpm wuler inlet and millet contral. Weir riser dvmkW W office condifiarm. Stage I Discharge stage (it) I 1 1 12.00 e..UV 14.VU O.UU b.UU 10.00 12.00 14.00 16.00 18.00 20.00 Total 0 10.00 8.00 6.00 4.00 2.00 1 0.00 22.00 Discharge (cis) , - Hydrograph Plot Hyd. No. 3 <no description> Hydrograph type = Reservoir Storm frequency = 10 yrs Inflow hyd., No. = 2 Reservoir name = New Pond 1 Storage Indication method used. <no description> Q WS) Hyd. No. 3 — 10 Yr 0.50- 0.45 -- 0.40 - 0.35 0.30 0.25 - 0.20 0.15 0.10--. 0.05 0.00 0 3 Hyd No. 3 5 8 10 Hyd No. 2 Tuesday, May 312005, 9:15 PM Peak discharge = 0.12 cfs Time interval = 3 min Max. Elevation = 346.43 ft Max. Storage = 107 cuft Hydrograph Volume = 1,640 cuft Q (CfS) 0.50 0.45 0.40 0.35 0.30 0.25 0.20 0.15 0.10 0.05 n nn 13 Is 18 20 .23 25 28 Time (hrs) I . R ond Report Hydraflow Hydmgmphs by Intelisolve Tuesday, May M 2005,915 PM Podd No. I - New Pondl Pond Data Pipe dia. = 1.60 ft Pipe length = 400.0 ft No. Barrels = 1.0 Slope = 2.40 % Invert elev. 345.00 ft Stage I Storage Table stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cuft) Teal storage (cuft) 0.00 345.00 00 0 0 0.56 345.56 00 40 40 1.11 346.11 00 54 94 1.67 346.67 00 24 118 2.22 347.22 00 0 118 2.78 347.78 00 0 118 3.33 348.33 00 0 118 3.89 348.89 00 0 118 4.44 349.44 00 0 118 5.00 350.00 00 36 154 5.55 350.55 00 200 354 6.11 351.11 00 200 653 6.66 351.66 00 36 589 7.21 352.22 00 0 589 7.77 352.77 00 0 589 8.32 353.33 00 0 589 8.88 353.88 00 0 589 9.43 354.44 00 0 589 9.99 354.99 00 24 614 10.55 355.55 00 54 667 11.10 356.10 00 40 707 Culvert I Orifice Structures Weir Structures [A) [B] [C] [D] [A) [B] [C) [D] Rise (in) = 18.00 0.90 0.00 0.00 Crest Len (ft) = 4.71 0.00 0.00 0.00 Span (in) = 18.00 0.90 0.00 0.00 Crftt El. (ft) = 346.40 0.00 0.00 0.00 No. Barrels 1 1 0 0 Weir Coeff. = 3.33 0.00 0.00 0.00 Invert El. (ft) 345.00 345.01 0.00 0.00 Weir Type = Riser - Length (ft) 200.00 0.00 0.00 0.00 mum -stage = Yes No No No Slope (%) 2.40 0.00 0.00 0.00 N-Value .013. .013 .000 .000 Orif. COW 0.60 0.60 0.00 0.00 multi -Stage n/a Yes No No ExOftratlon 0.000 in/hr (Wet area) Tallwater Elev. = 0.00 ft NoW CuWwWnrme auft" hm bw am479d La xkm InWt WW 0" corftL Wm nw dm*W ft Wdim Ommomm Stage (ft) Stage I Discharge Stage (11) 4 It nfi 10.00 8.00 6.00 4.00 2.00 0.00 12.00 10.00 8.00 6.00 4.00 2.00 n nn V.VU 6.UU 8.00 10.00 12.00 14.00 16.00 18.00 20.00 22.00 . - Total a Discharge (cls) r . Hydrograph Plot Hydraffow Hydrographs by Intelisolve Hyd. No. 3 <no description> Hydrograph type = Reservoir Storm frequency = 100 yrs Inflow hyd. No. = 2 Reservoir name = New Pondl Storage Indication method used. Q (Cfs). <no descripfion> Hyd. No. 3 — 100 Yr 0.50 - 0.45 -- 0.40- 0.35 -- 0.30 0.25-- 0.20-- 0.15 0.10 0.05 0.00 Tuesday, May 312005, 9:15 PM Peak discharge = 0.21 cfs Time interval = 3 min Max. Elevation = 346.45 ft Max. Storage = 108 cuft Hydrograph Volume = 3,092 cuft Q (Cfs) 0.50 0.45 0.40 0.35 0.30 0.25 0.20 0.15 0.10 0.05 n nn 0 3 5 8 10 13 15 18 20 23 25 28 . — Hyd No. 3 — Hyd No. 2 . Time (hrs) 11 Pond Report I Hydraflow Hydrographs by Intelisolve Tuesday, May 312005, 9:15 PM Pond No. I - Now Pondl Pond Data Pipe dia. = 1.50 ft Pipe length = 400.0 ft No. Barrels = 1.0 Slope = 2.40 % Invert elev. 345.00 ft Stage I Storage Table Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cuft) Total storage (cuft) 0.00 345.00 00 0 0 0.56 345.56 00 40 40. 1.11 346.11 00 54 94 1.67 346.67 00 24 118 2.22 347.22 00 0 118 2.78 347.78 00 0 118 3.33 348.33 00 0 118 3.89 348.89 00 0 118 4.44 349.44 00 0 118 5.00 350.00 00 36 154 5.55 350.55 00 200 354 6.11 351.11 00 200 563 6.66 351.66 00 .36 589 7.21 352.22 00 0 589 7.77 352.77 00 0 589 8.32 353.33 00 0 589 8 . 88 353.88 00 0 589 9.43 354.44 00 0 589 9.99 354.99 00 24 614 10.55 355.55 00 54 667 11.10 356.10 00 40 707 Culvert I Orifice Structures Weir Structures [A] [B) [C] [D) [A] [B] [C] ID) Rise (in) = 18.00 0.90 0.00 0.00 Crest Lon (ft) 4.71 0.00 0.00 0.00 Span (in) = 18.00 0.90 0.00 0.00 Crest El. (ft) 346.40 0.00 O.OD 0.00 No. Barrels = 1 1 0 0 Weir Coeff. 3.33 0.00 0.00 0.00 Invert El. (ft) = 345.00 345.01 0.00 0.00 Weir Type Riser - - - Length (ft) = 200.00 0.00 0.00 0.00 Multi -Stage Yes No No No Slope (%) * = 2.40 0.00 0.00 0.00 N-Value = .013 .013 .000 ODO 01if. Coeff. = 0.60 0.60 0.00 0.00 Mum -Stage = n/a Yes No No ExfiltrAon 0.000 in/hr (Wet area) Tailwater Elev. = 0.00 it stage (ft) 12. 00 T 10.00 -- 8.00-- 6.00 -- 4.00-- 2.00-- 0.00 -- 0.00 NaW: WmWnrxe ouOlms hwe bmn aneWW undw uft and a" ax ib Weir nw dvxkad for co owdibm Stage I Discharge Stage (ft) I I I I I 1 12.00. 2.00 4.00 6.00 8.00 10.00 12.00 14.00 16.00 18.00 20.00 Total Q 10.00 8.00 6.00 4.00 2.00 0.00 22.00 Discharge (cfs) Hydr'ograph Summary Report Hyd. No. I Hydrograph type (origin) Peak flow (cls) TimeI interva (min) Tzi to k (min) Volume (Cuft) Inflow hyd(s) Maximum elevation (ft) Maximum storage (cult) Hydrograph description I SCS Runoff 0.07 3 480 1,266 — Existing 2 SCS Runoff 0.11 3 480 1,642 — Proposed 3 Reservoir 0.13 3 477 1,641 2 346.43 96 <no descriplion> K2.9PW Return Period: 10 Year TueSda'y, May 312005, 5:39 PM Hydraflow Hydrographs by Intelisolve . . Hydrograph Plot Hymnow myarograpns Dy inteiisowe Hyd. No. 3 <no description> Hydrograph type = Reservoir Storm frequency = 10 yrs Inflow hyd. No. = 2 Reservoir name = New Pond I Storage Indication method used. Tuesday, May 312005, 5:39 PM Peak discharge = 0.13 cfs Time interval = 3 min Max. Elevation = 346.43 ft Max. Storage = 96 cuft <no description> Q WS) Hyd. No. 3 — 10 Yr 0.50 - 0.45-- 0.40 - 0.35 0.30 0.25 0.20 0.15 0.10 0.05-- 0.00 0 3 5 8 10 — Hyd No. 3 — Hyd No. 2 Hydrograph Volume = 1,641 cult Q (Cfs) 0.50 0.45 OAO 0.35 0.30 0.25 0.20 0.15 0.10 0.05 n nn 13 16 18 20 23 25 28 Time (hrs) Hydrograph Summary Report Hyd. No. Hydrograph type (origin) Peak flow (Cft) Time Interval (min) Time to peak (min) Volume (CUM Inflow hyd(s) Maximum elevation (ft) Maximum storage (cuft) Hydrograph description I SCS Runoff 0.17 3 477 2,580 Existing 2 SCS Runoff 0.21 3 477 3,094 — — — Pmposed 3 Reservoir 0.22 3 474 3,092 2 346.45 96 <no descriphon> K2.gpw Retum Period:.100 Year TueSday, May 312005, 5:39 PM Hydraflow Hydrographs by Intelisolve Hydrograph Plot Hydraftow Hydrographs by Intelisolve Tuesday, May 312005, 5:39 PM Hyd. No. 3 <no description> Hydrograph type = Reservoir Peak discharge = 0.22 cfs Storm frequency = 100 yrs Time interval = 3 min Inflow hyd. No. = 2 - Max. Elevation = 346.45 ft Reservoir name = New Pond 1 Max. Storage = 96 cuft Storage Indication method used. Hydrograph Volume = 3,092 cuft Q (Cfs) <no description> Hyd. No. 3 — 100 Yr 0.50- 0.45-- 0.40 0.35 0.30 - 0.25 - 0.20 0.15 - — 0.10 0.05 0.00 0 3 5 8 10 — Hyd No. 3 — Hyd No. 2 Q (Cfs) 0.50 0.45 0.40 0.35 0.30 .0.25 0.20 0.15 0.10 0.05 A nn 13 15 18 20 23 25 28 Time (hrs) Table of Contents K2.gpw Hydraflow Hydrographs by Intelisolve Tuesday, May 312005, 5:25 PM Hydrograph Return Period Recap ................................................................... I 2 - Year SummaryReport .............................................................................................................. 2 HydrographReports ........................................................................................................ 3 Hydrograph No. 1, SCS Runoff, Existing ....................................................................... 3 10 - Year SummaryReport .............................................................................................................. 4 HydrographReports ........................................................................................................ 5 Hydrograph No. 1, SCS Runoff, Existing ....................................................................... 5 100 - Year SummaryReport .............................................................................................................. 6 HydrographReports ........................................................................................................ 7 Hydrograph No. 1, SCS Runoff, Existing ........................................................................ 7 Hydrograph Return Period Recap Hyd. Hy�roqraph Inflow Peak Outflow (cfs) Hydrograph No. b" Hyd(s) I-Yr -Yr I 3-Yr I S-Yr I 10-Yr I 26-Yr I SO-Yr 100-Yr description (origin) 1 1 2 1 I SCS Runoff — — 0*03 — — 0,07 — — 0.17 Existing 2 SCS Runoff — — 0.06 — — 0.11 — — 0.21 Proposed 3 Reservoir 2 — 0.03 — — 0.13 — — 0.22 <no description> Proj. file: K2.gpw Tuesday, May. 312005, 5:39 PM Hydraflow Hydrographs by Intelisolve Hydrograph Summary Report Hyd. No. Hydrograph . type (origin) Peak flow WS) Time Interval (min) Time to peak (min) Volume (cuft) Inflow hyd(s) Maximum elevation (ft) Maximum storage (cuft) Hydrograph description 1 SCS Runoff 0.03 3 480 705 Existing 2 SCS Runoff 0.06 3 480 989 — — — Proposed 3 Reservoir 0.03 3 531 987 2 346.38 93 <no description> K2.gpw Return Period: 2 Year Tuesday, May 312005, 5:39 PM Hydraflow Hydrographs by Intellsolve Hydrograph Plot Hydraflow Hydrographs by Intelisolve Hyd. No. 3 <no description> Hydrograph type = Reservoir Storm frequency = 2 yrs Inflow hyd. No. = 2 Reservoir name = New Pondl Storage Indication method used. <no description> Q (Cfs) Hyd. No. 3 — 2 Yr 0.10 - 0.09 - 0.08- 0.07 - 0.06 0.05 0.04- 0.03 0.02 0.01 0.00 U 3 5 8 10 — Hyd No. 3 — Hyd No. 2 Tuesday, May 312005, 5:39 PM Peak discharge = 0.03 cfs Time interval = 3 min Max. Elevation = 346-38 ft Max. Storage = 93 cuft Hydrograph Volume = 987 cult Q (Cfs) 0.10 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 n nn 13 15 18 20 23 25 Time (hrs) Post -Developed -REV Type 1A 24-hr 2-year Rainfall= 1. 50 " Prepared by Saywers Engineering Page 5 HydroCAD@ 7. 10 s/n 003380 @ 2005 HydroCAD Software Solutions LLC 6/6/2005 Pond 2P: Pond Inflow Area 0.500 ac, Inflow Depth = 0.63" for 2-year event Inflow 0.07 cfs @ 7.99 hrs, Volume= 0.026 af Outflow 0.02 cfs @ 9.36 hrs, Volume= 0.026 af, Aften= 67%, Lag= 82.2 min Primary 0.02 cfs; @ 9.36 hrs, Volume= 0.026 af Routing by Stor-Ind method, Time Span= 0.05-72.00 hrs, dt= 0.01 hrs / 2 Peak Elev= 347.79'@ 9.36 hrs Surf.Area=314sf Storage=136d Plug -Flow detention time= 59.5 min calculated for 0.026 af (100% of inflow) Center -of -Mass det. time= 59.4 min ( 885.6 - 826.2 ) Volume Invert Avail.Storage Storage Description #1 347.00' 1,922 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubit -feet) (cubic -feet) 347.00 31 0 0 348.00 390 211 211 349.00 815 813 350.00 1,403 U.-Ii �O9 1,922 Device Routing Invert Outlet Devices #1 Primary 345.00' 1.0" Vert. Orifice/Grate C= 0.600 #2 Device 1 347.00' 18.0" x 83.3' long Culvert CMP, end -section conforming to fill, Ke= 0.500 Outlet Invert= 345.00' S= 0.02407' Cc= 0.900 n= 0.025 Corrugated metal Primary OutFlow Max=0.02 cfs @ 9.36 hrs HW=347.79' TW=347.00' (Fixed TW Elev= 347.00') 't--l=Orifice/Grate (Orifice Controls 0.02 cfs @ 4.3 fps) t--2=Culvert (Passes 0.02 cfs of 1.58 cfs potential flow) Post -Developed -REV Type 1A 24-hr 2-year Rainfall= 1. 50" Prepared by Saywers Engineering Page 6 HydroCAD@ 7.10 s/n 003380 @ 2005 HydroCAD Software Solutions LLC 6/6/2005 Pond 2P: Pond Hydrograph -- ------------ -------------- --------- N 111flo.—i 0.0 cfs - - - - - - - - - - - -- ------------ L --------------------------- M Primary I 0.075 I hfio' w Area=0.500 -ac. - 0.07- 0.065 Peak Elev:F34-7:7-9 0.067: --- ----------- ------- --- --Storag-e. -------- =136- cf - 0.055 0.05-: I--- --------- ---------------- 0.045-' ----------- 0.04,:: - - - - - - - - -- - - - - - - - - - - - - --- - - - -- - - - - CL 0.035' 0.03: 0.02 cfs - - - -- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - 0.025-. 0.02-' - - - - - - - - - - - - - -- - - - --- - - - - - - - - 0.015- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -- - 0.01. - - - - - - - --- - - - T - - - - - - - - - - - - - --- 5 10 15 20 25 30 35 40 45 50 55 60 65 70 Time (hours) Post -Developed -REV Type IA 24-hr 2-year Rainfall= 1. 50" Prepared by Saywers Engineering Page 7 HydroCAD@ 7.10 s/n 003380 @ 2005 HydroCAD Software Solutions LLC 6/6/2005 Hydrograph for Pond 2P: Pond Time Inflow Storage Elevation Primary (hours) (Cfs) (cubic -feet) (feet) (Cfs) 0.05 0.00 0 347.00 0.00 2.05 0.00 0 347.00 0.00 4.05 0.00 0 347.00 0.00 6.05 0.00 3 347.06 0.00 8.05 0.06 90 347.63 0.02 10.05 0.02 134 347.78 0.02 12.05 0.02 110 347.70 0.02 14.05 0.02 82 347.59 0.02 16.05 0.02 60 347.50 0.02 18.05 0.01 44 347.41 0.02 20.05 0.01 31 347.34 0.02 22.05 0.01 21 347.26 0.01 24.05 0.01 13 347.20 0.01 26.05 0.00 0 347.01 0.00 28.05 0.00 0 347.00 0.00 30.05 0.00 0 347.00 0.00 32.05 0.00 0 347.00 0.00 34.05 0.00 0 347.00 0.00 36.05 0.00 0 347.00 0.00 38.05 0.00 0 347.00 0.00 40.05 0.00 0 347.00 0.00 42.05 0.00 0 347.00 0.00 44.05 0.00 0 347.00 0.00 46.05 0.00 0 347.00 0.00 48.05 0.00 0 347.00 0.00 50.05 0.00 0 347.00 0.00 52.05 0.00 0 347.00 0.00 54.05 0.00 0 347.00 0.00 56.05 0.00 0 347.00 0.00 58.05 0.00 0 347.00 0.00 60.05 0.00 0 347.00 0.00 62.05 0.00 0 347.00 0.00 64.05 0.00 0 347.00 0.00 66.05 0.00 0 347.00 0.00 68.05 0.00 0 347.00 0.00 70.05 0.00 0 347.00 0.00 Post -Developed -REV Type 1A 24-hr 2-year Rainfall= 1. 50" Prepared by Saywers Engineering Page 8 HydroCAD@ 7.10 sIn 003380 @ 2005 HydroCAD Software Solutions LLC 6/6/2005 Elevation Primary (feet) WS) 347.00 0.00 347.02 0.00 347.04 0.00 347.06 0.00 347.08 0.01 347.10 0.01 347.12 0.01 347.14 0.01 347.16 0.01 347.18 0.01 347.20 0.01 347.22 0.01 347.24 0.01 347.26 0.01 347.28 0.01 347.30 0.01 347.32 0.01 347.34 0.02 347.36 0.02 347.38 0.02 347.40 0.02 347.42 0.02 347.44 0.02 347.46 0.02 347.48 0.02 347.50 0.02 347.52 0.02 347.54 0.02 347.56 0.02 347.58 0.02 347.60 0.02 347.62 0.02 347.64 0.02 347.66 0.02 347.68 0.02 347.70 0.02 347.72 0.02 347.74 0.02 347.76 0.02 347.78 0.02 347.80 0.02 347.82 0.02 347.84 0.02 347.86 0.02 347.88 0.02 347.90 0.02 347.92 0.03 347.94 0.03 347.96 0.03 347.98 0.03 348.00 0.03 348.02 0.03 348.04 .0.03 348.06 0.03 Stage -Discharge for Pond 2P: Pond Elevation Primary (feet) WS) 348.08 0.03 348.10 0.03 348.12 0.03 348.14 0.03 348.16 0.03 348.18 0.03 348.20 0.03 348.22 0.03 348.24 0.03 348.26 0.03 348.28 0.03 348.30 0.03 348.32 0.03 348.34 0.03 348.36 0.03 348.38 0.03 348.40 0.03 348.42 0.03 348.44 0.03 348.46 0.03 348.48 0.03 348.50 0.03 348.52 0.03 348.54 0.03 348.56 0.03 348.58 0.03 348.60 0.03 348.62 0.03 348.64 0.03 348.66 0.03 348.68 0.03 348.70 0.03 348.72 0.03 348.74 0.03 348.76 0.03 348.78 0.04 348.80 0.04 348.82 0.04 348.84 0.04 348.86 0.04 348.88 0.04 348.90 0.04 348.92 0.04 348.94 0.04 348.96 0.04 348.98 0.04 349.00 0.04 349.02 0.04 349.04 0.04 349.06 0.04 349.08 0.04 349.10 0.04 349.12 0.04 349.14 0.04 Elevation Primary (feet) (Cfs) 349.16 0.04 349.18 0.04 349.20 0.04 349.22 0.04 349.24 0.04 349.26 0.04 349.28 0.04 349.30 0.04 349.32 0.04 349.34 0.04 349.36 0.04 349.38 0.04 349.40 0.04 349.42 0.04 349.44 0.04 349.46 0.04 349.48 0.04 349.50 0.04 349.52 0.04 349.54 0.04 349.56 0.04 349.58 0.04 349.60 0.04 349.62 0.04 349.64 0.04 349.66 0.04 349.68 0.04 349.70 0.04 349.72 0.04 349.74 0.04 349.76 0.04 349.78 0.04 349.80 0.04 349.82 0.04 349.84 0.04 349.86 0.04 349.88 0.04 349.90 0.04 349.92 0.04 349.94 0.05 349.96 0.05 349.98 0.05 350.00 0.05 Post -Developed -REV Type 1A 24-hr 2-year Rainfall= 1. 50 " Prepared by Saywers Engineering Page 9 HydroCAD@ 7.10 s/n 003380 @ 2005 HydroCAD Software Solutions LLC 6/6/2005 Stage -Area -Storage for Pond 2P: Pond Elevation Surface Storage (feet) (sq-ft) (cubic -feet) 347.00 31 0 347.05 49 2 347.10 67 5 347.15 85 9 347.20 103 13 347.25 121 19 347.30 139 25 .347.35 157 33 347.40 175 41 347.45 193 50 347.50 211 60 347.55 228 71 347.60 246 83 347.65 264 96 347.70 282 110 347.75 300 124 347.80 318 140 347.85 336 156 347.90 354 173 347.95 372 191 348.00 390 211 348.05 411 231 348.10 433 252 348.15 454 274 348.20 475 297 348.25 496 321 348.30 518 347 348.35 539 373 348.40 560 400 348.45 581 429 348.50 603 459 348.55 624 489 348.60 645 521 348.65 666 554 348.70 687 588 348.75 709 623 348.80 730 659 348.85 751 696 348.90 772 734 348.95 794 773 349.00 815 813 349.05 844 854 349.10 874 897 349.15 903 942 349.20 933 988 349.25 962 1,035 349.30 991 1,084 349.35 1,021 1,134 349.40 1,050 1,186 349.45 1,080 1,239 349.50 1,109 1,294 349.55 1,138 1,350 349.60 1,168 1,408 349.65 1,197 1,467 Elevation Surface Storage (feet) (sq-ft) (cubic -feet) 349.70 1,227 1,528 349.75 1,256 1,590 349.80 1,285 1,653 349.85 1,315 1,718 349.90 1,344 1,785 349.95 1,374 1,853 350.00 1,403 1,922 Post -Developed -REV Type 1A 24-hr 10-year Rainfall=2.00" Prepared by Saywers Engineering Page 10 HydroCAD@ 7.10 s/n 003380 @ 2005 HydroCAD Software Solutions LLC 6/6/2005 Time span=0.05-72.00 hrs, dt=0.01 hrs, 7196 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind method - Pond routing by Stor-Ind method Subcatchment 1S: Runoff Area=0.500 ac Runoff Depth=1.03" Tc=5.0 min CN=89 Runoff=0.12 cfs 0.043 af Pond 2P: Pond Peak Elev--348.31' Storage=354 cf lnflow=0.12 cfs 0.043 af Outflow=0.03 cfs 0.043 af Post -Developed -REV Type 1A 24-hr 10-year Rainfall=2.00" Prepared by Saywers Engineering Page 11 HydroCADO 7.10 s/n 003380 @ 2005 HydroCAD Software Solutions LLC 6/6/2005 Subcatchment IS: Runoff 0.12 cfs @ 7.96 hrs, Volume= 0.043 af, Depth= 1.03" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.05-72.00 hrs, dt= 0.01 hrs Type IA 24-hr 1 0-year Rainfall=2.00" Area (ac) CN Description 0.160 98 0.340 85 0.500 89 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment IS: Hydrograph --------------- 0.13 0. 12 cfs 0.12- OV T - - - - T TY 1A 24,-hr: 1 0-year., 0.117 ----------- -------------------- -Pe ---- --------------- 0.17 ------- -------- -R�in.61.1=2:407,-- Runoff-Area=0.500- ac- ------------ 0.09- T -------- �---Run(')ff-Violutne=01-04-3-af-- z 0.08 --------- - : ----------- I ----Runo Depth=l,�.-03", 0.07 0 C=1 E 0.06- 0.05-- 1 T L ------------------ CN=89 0.04 I T r I- T - - - - T 0.03 ---------- - - - - - - - - 0.02 - - - - - - - - - - - - - - - 0.01 10 15 20 25 30 35 40 45 50 55 60 65 70 Time (hours) Post -Developed -REV Type 1A 24-hr 10-year Rainfall=2.00" Prepared by Saywers Engineering Page 12 HydroCAD@ 7.10 s/n 003380 @ 200� HydroCAD Software Solutions LLC 6/6/2005 Time Precip. Excess Runoff (hours) (inches) (inches) (cfs) 0.05 0.00 0.00 0.06 1.05 0.04 0.00 0.00 2.05 0.10 0.00 0.00 3.05 0.17 0.00 0.00 4.05 0.24 0.00 0.00 5.05 0.32 0.00 0.00 6.05 0.42 0.02 0.01 7.05 0.54 0.06 0.02 8.05 0.86 0.21 0.11 9.05 1.05 0.31 0.04 10.05 1.16 0.39 0.03 11.05 1.25 0.45 0.03 12.05 1.33 0.51 0.03 13.05 1.41 0.56 0.03 14.05 1.48 0.61 0.03 15.05 1.54 0.66 0.02 16.05 1.61 0.71 0.02 17.05 1.67 0.76 0.02 18.05 1.72 0.80 0.02 19.05 1.78 0.85 0.02 20.05 1.83 0.89 0.02 21.05 1.88 0.93 0.02 22.05 1.92 0.96 0.02 23.05 1.96 1.00 0.02 24.05 2.00 1.03 0.01 25.05 2.00 1.03 0.00 26.05 2.00 1.03 0.00 27.05 2.00 1.03 0.00 28.05 2.00 1.03 0.00 29.05 2.00 1.03 0.00 30.05 2.00 1.03 0.00 31.05 2.00 1.03 0.00 32.05 2.00 1.03 0.00 33.05 2.00 1.03 0.00 34.05 2.00 1.03 0.00 35.05 2.00 1.03 0.00 36.05 2.00 1.03 0.00 37.05 2.00 1.03 0.00 38.05 2.00 1.03 0.00 39.05 2.00 1.03 0.00 40.05 2.00 1.03 0.00 41.05 2.00 1.03 0.00 42.05 2.00 1.03 0.00 43.05 2.00 1.03 0.00 44.05 2.00 1.03 0.00 45.05 2.00 1.03 0.00 46.05 2.00 1.03 0.00 47.05 2.00 1.03 0.00 48.05 2.00 1.03 0.00 49.05 2.00 1.03 0.00 50.05 2.00 1.03 0.00 51.05 2.00 1.03 0.00 52.05 2.00 1.03 0.00 53.05 2.00 1.03 0.00 Hydrograph for Subcatchment 1S: Time Precip. Excess Runoff (hours) (inches) (inches) (Cfs) 54.05 2.00 1.03 0.00 55.05 2.00 1.03 0.00 56.05 2.00 1.03 0.00 57.05 2.00 1.03 0.00 58.05 2.00 1.03 0.00 59.05 2.00 1.03 0.00 60.05 2.00 1.03 0.00 61.05 2.00 1.03 0.00 62.05 2.00 1.03 0.00 63.05 2.00 1.03 0.00 64.05 2.00 1.03 0.00 65.05 2.00 1.03 0.00 66.05 2.00 1.03 0.00 67.05 2.00 1.03 0.00 68.05 2.00 1.03 0.00 69.05 2.00 1.03 0.00 70.05 2.00 1.03 0.00 71.05 2.00 1.03 0.00 Post -Developed -REV Type 1A 24-hr 10-year Rainfall=2.00" Prepared by Saywers Engineering Page 13 HydroCAD@ 7.10 s/n 003380 @ 2005 HydroCAD Software Solutions LLC 6/6/2005 Pond 2P: Pond Inflow Area 0.500 ac, Inflow Depth = 1.03" for 10-year event Inflow 0.12 cfs @ 7.96 hrs, Volume= 0.043 af Outflow 0.03 cfs @ 11.23 hrs, Volume= 0.043 af, Atten= 76%, Lag= 196.5 min Primary 0.03 cfs @ 11.23 hrs, Volume= 0.043 af Routing by Stor-Ind method, Time Span= 0.05-72.00 hrs, dt= 0.01 hrs / 2 Peak Elev= 348.31'@ 11.23hrs Surf.Area=524sf Storage=354cf Plug -Flow detention time= 145.9 min calculated for 0.043 af (100% of inflow) Center -of -Mass det. time= 145.8 min ( 941.4 - 795.6 Volume Invert Avail.Storage Storage Description #1 347.00' 1,922 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 347.00 31 0 0 348.00 390 211 211 349.00 815 603 813 350.00 1,403 1,109 1,922 Device Routing Invert Outlet Devices #1 Primary 345.00' 1.0" Vert. Orifice/Grate C= 0.600 #2 Device 1 347.00' 18.0" x 83.3' long Culvert CMP, end -section conforming to fill, Ke= 0.500 Outlet Invert= 345.00' S= 0.0240? Cc= 0.900 n= 0.025 Corrugated metal Primary OutFlow Max=0.03 cfs @ 11.23 hrs HW=348.31' TW=347.00' (Fixed TW Elev= 347.00') 't-11=0rifice/Grate, (Orifice Controls 0.03 cfs @ 5.5 fps) t--2=Culvert (Passes 0.03 cfs of 4.57 cfs potential flow) Post -Developed -REV Type 1A 24-hr 10-year Rainfall=2.00" Prepared by Saywers Engineering Page 14 HydroCADO 7.10 s/n 003380 @ 2005 HydroCAD Software Solutions LLC 6/6/2005 Pond 2P: Pond Hydrograph FM Inflw 0.12 c s 8 Pdmary 0.13- Inflow =0,500 0.12- --- -Area' -ac, -------------------------- Peak Elev=348 w3l-'-! - 0.11- 0.1- ---- --- ---- -- Storaige*3 54-cf - 0.09- 0.08- -------------------- - 0.07 0 M 0.06' 0.05- 0.04 0.03 cfs 0.03 - - - --- - - - -- - - - - - - - - -- - - - 0.02-. KIM Post -Developed -REV Type 1A 24-hr 10-year Rainfall=2.00" Prepared by Saywers Engineering Page 15 HydroCAD@ 7.10 s/n 003380 @ 2005 HydroCAD Software Solutions LLC 6/6/2005 Hydrograph for Pond 2P: Pond Time Inflow Storage Elevation Primary (hours) (Cfs) (cubic -feet) (feet) (Cfs) 0.05 0.00 0 347.00 0.00 2.05 0.00 0 347.00 0.00 4.05 0.00 0 347.00 0.00 6.05 0.01 7 347.13 0.01 8.05 0.11 207 347.99 0.03 10.05 0.03 345 348.30 0.03 12.05 0.03 348 348.30 0.03 14.05 0.03 326 348.26 0.03 16.05 0.02 295 348.20 0.03 18.05 0.02 259 348.12 0.03 20.05 0.02 217 348.02 0.03 22.05 0.02 170 347.89 0.02 24.05 0.01 121 347.74 0.02 26.05 0.00 3 347.07 0.00 28.05 0.00 0 347.00 0.00 30.05 0.00 0 347.00 0.00 32.05 0.00 0 347.00 0.00 34.05 0.00 0 347.00 0.00 36.05 0.00 0 347.00 0.00 38.05 0.00 0 347.00 0.00 40.05 0.00 0 347.00 0.00 42.05 0.00 0 347.00 0.00 44.05 0.00 0 347.00 0.00 46.05 0.00 0 347.00 0.00 48.05 0.00 0 347.00 0.00 50.05 0.00 0 347.00 0.00 52.05 0.00 0 347.00 0.00 54.05 0.00 0 347.00 0.00 56.05 0.00 0 347.00 0.00 58.05 0.00 0 347.00 0.00 60.05 0.00 0 347.00 0.00 62.05 0.00 0 347.00 0.00 64.05 0.00 0 347.00 0.00 66.05 0.00 0 347.00 0.00 68.05 0.00 0 347.00 0.00 70.05 0.00 0 347.00 0.00 Post -Developed -REV Type A 24-hr 10-year Rainfall=2.00" I Prepared by Saywers Engineering Page 16 HydroCADO 7.10 s/n 003380 @ 2005 HydroCAD Software Solutions LLC 6/6/2005 Elevation Primary (feet) (Cfs) 347.00 0.00 347.02 0.00 347.04 0.00 347.06 0.00 347.08 0.01 347.10 0.01 347.12 0.01 347.14 0.01 347.16 0.01 347.18 0.01 347.20 0.01 347.22 0.01 347.24 0.01 347.26 0.01 347.28 0.01 347.30 0.01 347.32 0.01 347.34 0.02 347.36 0.02 347.38 0.02 347.40 0.02 347.42 0.02 347.44 0.02 347.46 0.02 347.48 0.02 347.50 0.02 347.52 0.02 347.54 0.02 347.56 0.02 347.58 0.02 347.60 0.02 347.62 0.02 347.64 0.02 347.66 0.02 347.68 0.02 347.70 0.02 347.72 0.02 347.74 0.02 347.76 0.02 347.78 0.02 347.80 0.02 347.82 0.02 347.84 0.02 347.86 0.02 347.88 0.02 347.90 0.02 347.92 0.03 347.94 0.03 347.96 0.03 347.98 0.03 348.00 0.03 348.02 0.03 348.04 0.03 348.06 0.03 Stage -Discharge for Pond 2P: Pond Elevation Primary (feet) (Cfs) 348.08 0.03 348.10 0.03 348.12 0.03 348.14 0.03 348.16 0.03 348.18 0.03 348.20 0.03 348.22 0.03 348 .24 0.03 348.26 0.03 348.28 0.03 348.30 0.03 348.32 0.03 348.34 0.03 348.36 0.03 348.38 0.03 348.40 0.03 348.42 0.03 348.44 0.03 348.46 0.03 348.48 0.03 348.50 0.03 348.52 0.03 348.54 0.03 348.56 0.03 348.58 0.03 348.60 0.03 348.62 0.03 348.64 0.03 348.66 0.03 348.68 0.03 348.70 0.03 348.72 0.03 348.74 0.03 348.76 0.03 348.78 0.04 348.80 0.04 348.82 0.04 348.84 0.04 348.86 0.04 348.88 0.04 348.90 0.04 348.92 0.04 348.94 0.04 348.96 0.04 348.98 0.04 349.00 0.04 349.02 0.04 349.04 0.04 349.06 0.04 349.08 0.04 349.10 0.04 349.12 0.04 349.14 0.04 Elevation Primary (feet) (Cfs) 349.16 0.04 349.18 0.04 349.20 0.04 349.22 0.04 349.24 0.04 349.26 0.04 349.28 0.04 349.30 0.04 349.32 0.04 349.34 0.04 349.36 0.04 349.38 0.04 349.40 0.04 349.42 0.04 349.44 0.04 349.46 0 .04 349.48 0.04 349.50 0.04 349.52 0.04 349.54 0.04 349.56 0.04 349.58 0.04 349.60 0.04 349.62 0.04 349.64 0.04 349.66 0.04 349.68 0.04 349.70 0.04 349.72 0.04 349.74 0.04 349.76 0.04 349.78 0.04 349.80 0.04 349.82 0.04 349.84 0.04 349.86 0.04 349.88 0.04 349.90 0.04 349.92 0.04 349.94 0.05 349.96 0.05 349.98 0.05 350.00 0.05 .4 Post -Developed -REV Type 1A 24-hr 10-year Rainfall=2.00" Prepared by Saywers Engineering Page 17 HydroCAD@ 7. 10 s/n 003380 @ 2005 HydroCAD Software Solutions LLC 6/6/2005 Stage -Area -Storage for Pond 2P: Pond Elevation Surface Storage (feet) (sq-ft) (cubic -feet) 347.00 31 0 347.05 49 2 347.10 67 5 347.15 85 9 347.20 103 13 347.25 121 19 347.30 139 25 347.35 157 33 347.40 175 41 347.45 193 50 347.50 211 60 347.55 228 71 347.60 246 83 347.65 264 96 347.70 282 110 347.75 300 124 347.80 318 140 347.85 336 156 347.90 354 173 347.95 372 191 348.00 390 211 348.05 411 231 348.10 433 252 348.15 454 274 348.20 475 297 348.25 496 321 348.30 518 347 348.35 539 373 348.40 560 400 348.45 581 429 348.50 603 459 348.55 624 489 348.60 645 521 348.65 666 554 348.70 687 588 348.75 709 623 348.80 730 659 348.85 751 696 348.90 772 734 348.95 794 773 349.00 815 813 349.05 844 854 349.10 874 897 349.15 903 942 349.20 933 988 349.25 962 1,035 349.30 991 1,084 349.35 1,021 1,134 349.40 1,050 1,186 349.45 1,080 1,239 349.50 1,109 1,294 349.55 1,138 1,350 349.60 1,168 1,408 349.65 1,197 1,467 Elevation Surface Storage (feet) (sq-ft) (cubic -feet) 349.70 1,227 1,528 349.75 1,256 1,590 349.80 1,285 1,653 349.85 1,315 1,718 349.90 1,344 1,785 349.95 1,374 1,853 350.00 1,403 1,922 -6 Post -Developed -REV Type 1A 24-hr 100-year Rainfall=3.00" Prepared by Saywers Engineering Page 18 HydroCAD@ 7.10 s/n 003380 @ 2005 HydroCAD Software Solutions LLC 6/6/2005 Time span=0.05-72.00 hrs, dt=0.01 hrs, 7196 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind method - Pond routing by Stor-Ind method Subcatchment IS: Runoff Area=0.500 ac Runoff Depth=1.90" Tc=5.0 min CN=89 Runoff=0.24 cfs 0.079 af Pond 2P: Pond Peak Elev--349.31' Storage=1,094 cf Inflow=0.24 cfs 0.079 af Outflow=0.04 cfs 0.079 af -Ib Post -Developed -REV Type A 24-hr 100-year Rainfall=3.00" Prepared by Saywers Engineering Page 19 HydroCAD@ 7.10 s/n 003380 @ 2005 HydroCAD Software Solutions LLC 6/6/2005 Subcatchment 1S: Runoff 0.24 cfs @ 7.92 hrs, Volume= 0.079 af, Depth= 1.90" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.05-72.00 hrs, dt= 0.01 hrs Type IA 24-hr 1 00-year Rainfall=3.00" Area (ac) CN Description 0.160 98 0.340 85 0.500 89 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 1S: Hydrograph 0.26- 0.2 cfs - - - - - - - --- - - - 0.24 P e-IA-24-,hrI0-0--y'e-ar,,-- 0.22- -R�M611=3:'.00" 0.2— I T ---------- -Runoff--Area=0.500- ac- 0.18- -Rund ff-VoIWne=O.-079 -af- 0.16- 0.14. 0 E 0.12-. - - - - - - - - - - - - - TCF somin 0.17 —I T — — — — r - — — — — — — — — CN=89 — — — --- — — — - — — — — -- — — — --- — — — 7 — — — — — — — — 0.08- - - - - - - - - - - - - 0.06- 0.04 0.021, 10 15 20 25 30 35 40 45 50 55 60 65 70 TIme (hours) Post -Developed -REV Type 1A 24-hr 100-year Rainfall=3.00" Prepared by Saywers Engineering Page 20 HydroCAD@ 7.10 s/n 003380 @ 2005 HydroCAD Software Solutions LLC 6/6/2005 Time Precip. Excess Runoff (hours) (inches) (inches) (cfs) 0.05 0.00 0.00 0.00 1.05 0.06 0.00 0.00 2.05 0.15 0.00 0.00 3.05 0.25 0.00 0.00 4.05 0.35 0.01 0.01 5.05 0.47 0.04 0.02 6.05 0.63 0.09 0.03 7.05 0.81 0.18 0.05 8.05 1.30 0.48 0.22 9.05 1.57 0.68 0.08 10.05 1.74 0.82 0.06 11.05 1.88 0.93 0.05 12.05 2.00 1.03 0.05 13.05 2.11 1.12 0.05 14.05 2.21 1.21 0.04 15.05 2.31 1.29 0.04 16.05 2.41 1.37 0.04 17.05 2.50 1.45 0.04 18.05 2.58 1.53 0.04 19.05 2.66 1.60 0.04 20.05 2.74 1.67 0.03 21.05 2.81 1.73 0.03 22.05 2.88 1.79 0.03 23.05 2.94 1.85 0.03 24.05 3.00 1.90 0.02 25.05 3.00 1.90 0.00 26.05 3.00 1.90 0.60 27.05 3.00 1.90 0.00 28.05 3.00 1.90 0.00 29.05 3.00 1.90 0.00 30.05 3.00 1.90 0.00 31.05 3.00 1.90 0.00 32.05 3.00 1.90 0.00 33.05 3.00 1.90 0.00 34.05 3.00 1.90 0.00 35.05 3.00 1.90 0.00 36.05 3.00 1.90 0.00 37.05 3.00 1.90 0.00 38.05 3.00 1.90 0.00 39.05 3.00 1.90 0.00 40.05 3.00 1.90 0.00 41.05 3.00 1.90 0.00 42.05 3.00 1.90 0.00 43.05 3.00 1.90 0.00 44.05 3.00 1.90 0.00 45.05 3.00 1.90 0.00 46.05 3.00 1.90 0.00 47.05 3.00 1.90 0.00 48.05 3.00 1.90 0.00 49.05 3.00 1.90 0.00 50.05 3.00 1.90 0.00 51.05 3.00 1.90 0.00 52.05 3.00 1.90 0.00 53.05 3.00 1.90 0.00 Hydrograph for Subcatchment 1S: Time Precip. Excess Runoff (hours) (inches) (inches) (cfs) 54.05 3.00 1.90 0.00 55.05 3.00 1.90 0.00 56.05 3.00 1.90 0.00 57.05 3.00 1.90 0.00 58.05 3.00 1.90 0.00 59.05 3.00 1.90 0.00 60.05 3.00 1.90 0.00 61.05 3.00 1.90 0.00 62.05 3.00 1.90 0.00 63.05 3.00 1.90 0.00 64.05 3.00 1.90 0.00 65.05 3.00 1.90 0.00 66.05 3.00 1.90 0.00 67.05 3.00 1.90 0.00 68.05 3.00 1.90 0.00 69.05 3.00 1.90 0.00 70.05 3.00 1.90 0.00 71.05 3.00 1.90 0.00 Post -Developed -REV Type 1A 24-hr 100-year Rainfall=3.00" Prepared by Saywers Engineering Page 21 HydroCAD@ 7.10 s/n 003380 @ 2005 HydroCAD Software Solutions LLC 6/6/2005 Pond 2P: Pond Inflow Area 0.500 ac, Inflow Depth= 1.90" for 1 00-year event Inflow 0.24 cfs @ 7.92 hrs, Volume= 0.079 af Outflow 0.04 cfs @ 16.49 hrs, Volume= 0.079 af, Atten= 83%, Lag= 514.1 min Primary 0.04 cfs @ 16.49 hrs, Volume= 0.079 af Routing by Stor-Ind method, Time Span= 0.05-72.00 hrs, dt= 0.01 hrs / 2 Peak Elev= 349.31'@ 16.49 hrs Surf.Area= 997 sf Storage= 1,094 cf Plug -Flow detention time= 349.8 min calculated for 0.079 af (100% of inflow) Center -of -Mass det. time= 349.9 min ( 1, 109.5 - 759.6 ) Volume Invert Avail.Storage Storage Description #1 347.00' 1,922 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation SurfArea Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 347.00 31 0 0 348.00 390 211 211 349.00 815 603 813 .350.00 1,403 1,109 1,922 Device Routing Invert Outlet Devices #1 Primary 345.00' 1.0" Vert. Orifice/Grate C= 0.600 #2 Device 1 347.00' 18.0" x 83.3' long Culvert CMP, end -section conforming to fill, Ke= 0.500 Outlet Invert= 345.00' S= 0.0240T Cc= 0.900 n= 0.025 Corrugated metal Primary OutFlow Max=0.04 cfs @ 16.49 hrs HW=349.31' TW=347.00' (Fixed TW Elev= 347.00') t--l=Orifice/Grate (Orifice Controls 0.04 cfs @ 7.3 fps) 't-2=Culvert (Passes 0.04 cfs of 8.07 cfs potential flow) Post -Developed -REV Type 1A 24-hr 100-year Rainfall=3.00" Prepared by Saywers Engineering Page 22 HydroCAD@) 7.10 s/n 003380 @ 2005 HydroCAD Software Solutions LLC 6/6/2005 Pond 2P: Pond Hydrograph - - - - - - - - --- - - - - - - - - - - - - - - - - - - - - - 0.2 cfs ---------- - - - - - - - - - - - - - - - - - - - - - - -- - - - - - - Primary 0.26 - - - - - - - - - - - - - - - - - inflow AreA=O. 0 0 0.24- 0.22 --- Pea-k-Elev"349::. 0.2- --------- t - - - - - - -0 S Qrage :10 c 0.18, - - - - - - - - - - - - - - - - - --- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - 0.16- 0.14-' --------- -------- ------ ---------- ---- -------- ------------------- ------------- 0.12-. - - - - - - - - - - - - - - - - - - - - - - - - - - : - - - - - - - - - - - - - - - - - --- - - - 0.1 0.08- 0 06 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - --- - - - - 0.04 c s - - - - - - - - - - - - - - - - - - - - - - 7 - - - - - - - - - - 0.04 --------------------------------------------- --- f 1 0 15 20 i5 35 40 45 50 55 60 65 -- 7 1 0 Time (hours) Post -Developed -REV Type 1A 24-hr 100-year Rainfall=3.00" Prepared by Saywers Engineering Page 23 HydroCAD@ 7.10 s/n 003380 @ 2005 HydroCAD Software Solutions LLC 6/6/2005 Hydrograph for Pond 2P: Pond Time Inflow Storage Elevation Primary (hours) (Cfs) (cubic -feet) (feet) (Cfs) 0.05 0.00 0 347.00 0.00 2.05 0.00 0 347.00 0.00 4.05 0.01 4 347.09 0.01 6.05 0.03 54 347.47 0.02 8.05 0.22 551 348.65 0.03 10.05 0.06 926 349.13 0.04 12.05 0.05 1,031 349.25 0.04 14.05 0.04 1,076 349.29 0.04 16.05 0.04 1,093 349.31 0.04 18.05 0.04 1,086 349.30 0.04 20.05 0.03 1,055 349.27 0.04 22.05 0.03 1,000 349.21 0.04 24.05 0.02 921 349.13 0.04 26.05 0.00 658 348.80 0.04 28.05 0.00 418 348.43 0.03 30.05 0.00 209 348.00 0.03 32.05 0.00 48 347.44 0.02 34.05 0.00 1 347.01 0.00 36.05 0.00 0 347.00 0.00 38.05 0.00 0 347.00 0.00 40.05 0.00 0 347.00 0.00 42.05 0.00 0 347.00 0.00 44.05 0.00 0 347.00 0.00 46.05 0.00 0 347.00 0.00 48.05 0.00 0 347.00 0.00 50.05 0.00 0 347.00 0.00 52.05 0.00 0 347.00 0.00 54.05 0.00 0 347.00 0.00 56.05 0.00 0 347.00 0.00 58.05 0.00 0 347.00 0.00 60.05 0.00 0 347.00 0.00 62.05 0.00 0 347.00 0.00 64.05 0.00 0 347.00 0.00 66.05 0.00 0 347.00 0.00 68.05 0.00 0 347.00 0.00 70.05 0.00 0 347.00 0.00 Post -Developed -REV Type 1A 24-hr 100-year Rainfall=3.00" Prepared by Saywers Engineering Page 24 HydroCAD@ 7.10 s/n 003380 @ 2005 HydroCAD Software Solutions LLC 6/6/2005 Elevation Primary (feet) (Cfs) 347.00 0.00 347.02 0.00 347.04 0.00 347.06 0.00 347.08 0.01 347.10 0.01 347.12 0.01 347.14 0.01 347.16 0.01 347.18 0.01 347.20 0.01 347.22 0.01 347.24 0.01 347.26 0.01 347.28 0.01 347.30 0.01 347.32 0.01 347.34 0.02 347.36 0.02 347.38 0.02 347.40 0.02 347.42 0.02 347.44 0.02 347.46 0.02 347.48 0.02 347.50 0.02 347.52 0.02 347.54 0.02 347.56 0.02 347.58 0.02 347.60 0.02 347.62 0.02 347.64 0.02 347.66 0.02 347.68 0.02 347.70 0.02 347.72 0.02 347.74 0.02 347.76 0.02 347.78 0.02 M7.80 0.02 347.82 0.02 347.84 0.02 347.86 0.02 347.88 0.02 347.90 0.02 347.92 0.03 347.94 0.03 347.96 0.03 347.98 0.03 348.00 0.03 348.02 0.03 348.04 0.03 348.06 0.03 Stage -Discharge for Pond 2P: Pond Elevation Primary (feet) (Cfs) 348.08 0.03 348.10 0.03 348.12 0.03 348.14 0.03 348.16 0.03 348.18 0.03 348.20 0.03 348.22 0.03 348.24 0.03 348.26 0.03 348.28 0.03 348.30 0.03 348.32 0.03 348.34 0.03 348.36 0.03 348.38 0.03 348.40 0.03 348.42 0.03 348.44 0.03 348.46 0.03 348.48 0.03 348.50 0.03 348.52 0.03 348.54 0.03 348.56 0.03 348.58 0.03 348.60 0.03 348.62 0.03 348.64 0.03 348.66 0.03 348.68 0.03 348.70 0.03 348.72 0.03 348.74 0.03 348.76 0.03 348.78 0.04 348.80 0.04 348.82 0.04 348.84 0.04 348.86 0.04 348.88 0.04 348.90 0.04 348.92 0.04 348.94 0.04 348.96 0.04 348.98 0.04 349.00 0.04 349.02 0.04 349.04 0.04 349.06 0.04 349.08 0.04 349.10 0.04 349.12 0.04 349.14 0.04 Elevation Primary (feet) (Cfs) 349.16 0.04 349.18 0.04 349.20 0.04 349.22 0.04 349.24 0.04 349.26 0.04 349.28 0.04 349.30 0.04 349.32 0.04 349.34 0.04 349.36 0.04 349.38 0.04 349.40 0.04 349.42 0.04 349.44 0.04 349.46 0.04 349.48 0.04 349.50 0.04 349.52 0.04 349.54 0.04 349.56 0.04 349.58 0.04 349.60 0.04 349.62 0.04 349.64 0.04 349.66 0.04 349.68 0.04 349.70 0.04 349.72 0.04 349.74 0.04 349.76 0.04 349.78 0.04 349.80 0.04 349.82 0.04 349.84 0.04 349.86 0.04 349.88 0.04 349.90 0.04 349.92 0.04 349.94 .0.05 349.96 0.05 349.98 0.05 350.00 0.05 a, Post -Developed -REV Type 1A 24-hr 100-year Rainfall=3.00" Prepared by Saywers Engineering Page 25 HydroCAD@ 7. 10 s/n 003380 @ 2005 HydroCAD Software Solutions LLC 6/6/2005 Stage -Area -Storage for Pond 2P: Pond Elevation Surface Storage (feet) (sq-ft) (cubic -feet) 347.00 31 0 347.05 49 2 347.10 67 5 347.15 85 9 347.20 103 13 347.25 121 19 347.30 139 25 347.35 157 33 347.40 175 41 347.45 193 50 347.50 211 60 347.55 228 71 347.60 246 83 347.65 264 96 347.70 282 110 347.75 300 124 347.80 318 140 347.85 336 156 347.90 354 173 347.95 372 191 348.00 390 211 348.05 411 231 348.10 433 252 348.15 454 274 348.20 475 297 348.25 496 321 348.30 518 347 348.35 539 373 348.40 560 400 348.45 581 429 348.50 603 459 348.55 624 489 348.60 645 521 348.65 666 554 348.70 687 588 348.75 709 623 348.80 730 659 348.85 751 696 348.90 772 734 348.95 794 773 349.00 815 813 349.05 844 854 349.10 874 897 349.15 903 942 349.20 933 988 349.25 962 1,035 349.30 991 1,084 349.35 1,021 1,134 349.40 1,050 1,186 349.45 1,080 1,239 349.50 1,109 1,294 349.55 1,138 1,350 349.60 1,168 1,408 349.65 1,197 1,467 Elevation Surface Storage (feet) (sq-ft) (cubic -feet) 349.70 1,227 1,528 349.75 1,256 1,590 349.80 1,285 1,653 349.85 1,315 1,718 349.90 1,344 1,785 349.95 1,374 1,853 350.00 1,403 1,922 iss 2P Z4 Pond ��4 F�� [�8 Post -Developed -REV Type 1A 24-hr 2-year Rainfall= 1. 50" Prepared by Saywers Engineering Page 2 HydroCAD@ 7.10 s/n 003380 @ 2005 HydroCAD Software Solutions LLC 6/6/2005 Time span=0.05-72.00 hrs, dt=0.01 hrs, 7196 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind method - Pond routing by Stor-Ind method Subcatchment 1S: Runoff Area=0.500 ac Runoff Depth=0.63" Tc=5.0 min CN=89 Runoff=0.07 cfs 0.026 af Pond 2P: Pond Peak Elev=347.79' Storage=136 cf Inflow=0.07 cfs 0.026 af Oufflow=0.02 cfs 0.026 af 0 Post -Developed -REV Type 1A 24-hr 2-year Rainfall= 1. 50" Prepared by Saywers Engineering Page 3 HydroCAD@ 7.10 s/n 003380 @ 2005 HydroCAD Software Solutions LLC 6/6/2005 Subcatchment IS: Runoff 0.07 cfs @ 7.99 hrs, Volume= 0.026 af, Depth= 0.63" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.05-72.00 hrs, dt= 0.01 hrs Type IA 24-hr 2-year Rainfall=1.50" Area (ac) CN Description 0.160 98 0.340 85 0.500 89 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (fUft) (fUsec) (cfs) 5.0 Direct Entry, Subcatchment IS: Hydrograph 0.075-' j 0.0 CfS 0.07' Type; IA-24-hr-2-year,,- 0.065-' --------------- 0.06-: 0.055- Rum Area=0.500 ao -ff- 0.05' 0.0457 Runoff Dep 63", t"h=o: 4� 0.04. miEo 0.035-� ------------------- --------- Tc:F,5,0, 0.03- C N=89- - 0.025- 0.02� -7 0.015- 0.011" - - - - - - - - - - - - - - - - - - I - - 0.005 5 10 15 20 25 30 35 40 45 50 55 60 65 70 TIme (hours) Post -Developed -REV Type 1A 24-hr 2-year Rainfall= 1. 50 " Prepared by Saywers Engineering Page 4 HydroCAD@ 7.10 s/n 003380 @ 2005 HydroCAD Software Solutions LLC 6/6/2005 Time Precip. Excess Runoff (hours) (inches) (inches) (cfs) 0.05 0.00 0.00 0.00 1.05 0.03 0.00 0.00 2.05 0.08 0.00 0.00 3.05 0.13 0.00 0.00 4.05 0.18 0.00 0.00 5.05 0.24 0.00 0.00 6.05 0.31 0.00 0.00 7.05 0.41 0.02 0.01 8.05 0.65 0.10 0.06 9.05 0.78 0.16 0.03 10.05 0.87 0.21 0.02 11.05 0.94 0.25 0.02 12.05 1.00 0.28 0.02 13.05 1.05 0.32 0.02 14.05 1.11 0.35 0.02 15.05 1.16 0.39 0.02 16.05 1.20 0.42 0.02 17.05 1.25 0.45 0.02 18.05 1.29 0.48 0.01 19.05 1.33 0.51 0.01 20.05 1.37 0.54 0.01 21.05 1.41 0.56 0.01 22.05 1.44 0.59 0.01 23.05 1.47 0.61 0.01 24.05 1.50 0.63 0.01 25.05 1.50 0.63 0.00 26.05 1.50 0.63 0.00 27.05 1.50 0.63 0.00 28.05 1.50 0.63 0.00 29.05 1.50 0.63 0.00 30.05 1.50 0.63 0.00 31.05 1.50 0.63 0.00 32.05 1.50 0.63 0.00 33.05 1.50 0.63 0.00 34.05 1.50 0.63 0.00 35.05 1.50 0.63 0.00 36.05 1.50 0.63 0.00 37.05 1.50 0.63 0.00 38.05 1.50 0.63 0.00 39.05 1.50 0.63 0.00 40.05 1.50 0.63 0.00 41.05 1.50 0.63 0.00 42.05 1.50 0.63 0.00 43.05 1.50 0.63 0.00 44.05 1.50 0.63 0.00 45.b5 1.50 0.63 0.00 46.05 1.50 0.63 0.00 47.05 1.50 0.63 0.00 48.05 1.50 0.63 0.00 49.05 1.50 0.63 0.00 50.05 1.50 0.63 0.00 51.05 1.50 0.63 0.00 52.05 1.50 0.63 0.00 53.05 1.50 0.63 0.00 Hydrograph for Subcatchment 1S: Time Precip. Excess Runoff (hours) (inches) (inches) (cfs) 54.05 1.50 0.63 0.00 55.05 1.50 0.63 0.00 56.05 1.50 0.63 0.00 57 .05 1.50 0.63 0.00 58.05 1.50 0.63 0.00 59.05 1.50 0.63 0.00 60.05 1.50 0.63 0.00 61.05 1.50 0.63 0.00 62.05 1.50 0.63 0.00 63.05, 1.50 0.63 0.00 64.05 1.50 0.63 0.00 65.05 1.50 0.63 0.00 66.05 1.50 0.63 0.00 67.05 1.50 0.63 0.00 68.05 1.50 0.63 0.00 69.05 1.50 0.63 0.00 70.05 1.50 0.63 0.00 71.05 1.50 0.63 0.00 0 ON 0 No a on a -0 a moommms E I a sm�mmoom 9 a IN 0 moons--- a 2 1111111111 ff"W"Eup a NINE no Mason an PFA ;.81 110 mass 50AI 0 ISO 0 QWMVIQ q Nis MR a 0 a a 0 mammon Mml==Iliim 0 a small No kmamom-noml I No no a llmmm"mam" 0 0 0 IMMISMONESS a so a ommmon on 1111111 No IMMMOM immillommusim! 001100 mmmmgMM 0 0 js a ME on a Elm a 0 9 MEN 0 on a a 0 I a a a OMENS MENNEN MEN IN 0 a, opal moll so v a a Oman --am mossoow 0 a in MEN a MEN Mason 0 MONSOON ---a momoLolom "me Samoan ME 0 MUM[ an �nnommolummom 0 ------ OEM mammon a MEN! mism a MINES soon man a ME a a IN "a 0 a 0=1 0 2 III UNION 0 am no I so ME so a a 0 0 a a a MM11 01 IN IIIIIIII ILMMI lagli Imr 0 NJ a 0 an a I junnu 0 0 no 101 OMEN in a onommemosoms Illnumul 110111111110i r salmon son NJ IN In 0 loom I Is ME I 0 m— no a 0 no ro W 11 NONE OMENS lingi main 0 a I 1 0 onminummum�mmism � 0 0 ON IMM JIM noun MUM somas son 0 No 0 a Enmannommmumnsmomm HOME MENNEN 0 0 No 0 a PH 1 11 a 011 IN mmm=N= a, 0 0 1 NEI on 11111 1110 IN 1 ON a I Hall 11111111 a Jim 0 0 I mnmnmmmmmmm HEIM on 0 loom 0 11111111 momonsmarmormonum a a a isminimmmm=mmmmummm 1111 11 MENOMONEE Emus 0 0 0 r.... wassonamm 0 1IMMIM 1111111 ME an 0 1 0048 sign 0 P1 No HEIN MUM loss I 1101 MEMNON mommomm is simils IN 111111,111111 MENNEN 0 NEE" a 9 low MR ruill USE a a ON so no NJ a 11 M0111111 0 0 11 I a no go a I a a I a a an NMI .1 oil oi 1 0 a so No a a 0 0 a a an NJ owl a an 0 0 so 0 ME MUNN j0p, NMI MEN 0 an a a a a OfAmommolom a gin a 0 on simmon a sommoung assommommong EHNEN monsommommmum muss so I an "awl an mom 0 0 ME 'IN 11111111 man on a a a a an 0 a on a ON I a on 0 0 a 0 so US a----- 0 p MR& '40 dqX2 M!A:049 -jMrA=f4%VAMWM a MENOMONEE MENNEN a 0 an on I I I um Sun =a lmmmmon=nnum 0 0 so I MIN miummmmmmm:lmlul am monsoon --a- on MIN I -=a Mo"mm on =a NONE mass 11111 0 a I MUM a a am 0 I an ME in III am a 0 - I 0 own III a a a 0 0 MMIIMII Milo in ME am ON OMINOUS mom HIM SEEM =Nnmmmlm somilanommosomom ommmmonummomEn IIIIIIIINE solo 11111111 a M!GMEE Emus ON NMI a 1 an cm a ME a am so 0 MONSOON a 0 am I on 0 an Pumimil INKIIIIIIIII 0 no am immonan 11 11. 0 immulinsirmon4oimmllurn 00 in ON mosommosomposse an HOME 0 UMM IPMFPM a no III 0 om a UN a on a I m- a 1 111i a BEEN 2 No I I mu mum Emus Ellom No a moons L HOL"NiEiAt am 0 POWER! IF RPIPI-RUJ,91 a Pip dwill, son I a ommonummunumn nomm=nmmmmnm IR NO a IC onsollossomme a W_ AMmMMMNMIIIIMS1IMU a a so am MR OMEN 11111111 an mums mom 0 0 0 )6113 cc IV I ro'- 1X_1V- 3417.04 ,=1AJ1SA4ED COAJ70URS -IAJG COAJ70UR,5 EX IS7 SECTIOA� f 0'.<90 56C710V a! lo o*.a5 ',,I It III 4j It LECTIO" 13 I I �l I . A r7i 1 0:46 18"CMP 70-8E a4Ck�9-1e_.LE0 WIS,41-161 '36 1 Uj M=6,el.44L OVffe CUILVERr If CO")94C7 t 1XJ 1e- hc7S SEFOR45 C0A,15;rZUC7'10A.1 100.< % 'r-j u) 1A.1T4KE 111V 341?. 7G 136 1 30' GR4011-IG "07-ES: PREP ION Or GRgU-ND. THE GROUND SURFACE SHALL BE PREPARED TO RECEIVE FILL BY REMOVING VEGETATION, NON- COMPLYING. FILL, TOP-SO'IL AND OTHER UNSUITABLE MATERIALS SCARIFYING TO PROVIDE A BOND WITH THE NEW FILL. 2. FILL- MATERIAL'�' DETRIMENTAL AMOUNTS OF ORGANIC MATERIAL SHALL NOT BE PERMITTED IN FILLS. EXCEPT AS PERMITTED BY -THE BUILDING OFFICIAL, NO ROCK OR SIMILAR IRREDUCIBLE MATERIAL WITH A MAXIMUM DIMENSION GREATER THAN 12 INCHES SHALL BE BURIED OR PLACED IN FILLS. 3. 9OMPACTION. ALL,FILLS SHALL BE COMPACTED TO A MINIMUM OF 95 PERCENT OF MAXIMUM DENSITY AS DETERMINED BY U.B.C. STANDARD NO. 70-1. FIELD- DENSITY SHALL BE DETERMINED IN ACCORDANCE WITH U.B.C. STANDARD NO. 70-2 OR EQUIVALENT AS APPROVED BY THE BUILDING OFFICIAL. 4. SLOPE. THE SLOPE OF CUT SURFACES SHALL BE NO STEEPER THAN IS SAFE FOR THE INTENDED USE. CUT SLOPES SHALL BE NO STEEPER THAN TWO HORIZONTAL TO ONE VERTICAL (EXCEPT AS ,NOTED ON PLANS). FILL LOCATION. FILL SLOPES SHALL NOT BE CONSTRUCTED ON NATURAL SLOPES STEEPER THAN TWO TO ONE. 0<1'ect s - i IONAL 71.9.63 0 VICIIJ17-Y MAC' .41 E: I- E 20570 7 oo(? ___ - - __ - f /Ift F1 L G'L, i ,A'N -7 1988 PERMIT COUNTER GRADING PLAN jUN - 7 1988 FOR SEAWOOD HOMES INC. IN SW 1/4, SECTION 19, T. 27 N., R. 4 E.jWM- CITY OF EDMONDS, WASH I N GTON 96113 r4w pt/ cc IV I rOla' --166D 11VV. 34c?.04 iEX1S771,Q(S 2� SCCTADA) I o*.a5 IN It 18"CA4p 70 BE -54ck�g_lu_ED wls4A�10 COA4PWTED. C&1_ VERr 5F COA4,-4C7 A447-6(2-1.44� 01/6—, 14'4. V3 /X/ v% N 36, -4- 30' 141V 34e?. 76 008-84' PRERAM-ION OF GLROND. THE GROUND SURFACE SHALL BE PREPARED TO RECEIVE FILL BY REMOVING VEGETATION, NON- COMPLYING FILL, TOP-SdIL AND OTHER UNSUITABLE MATERIALS SCARIFYING TO PROVIDE A BOND WITH THE NEW FILL. 2. FILL MTERI-AL. DETRIMENTAL AMOUNTS OF ORGANIC MATERIAL SHALL NOT BE PERMITTED IN.FILLS. EXCEPT AS PERMITTED BY -THE BUILDING OFFICIAL, NO ROCK OR SIMILAR IRREDUCIBLE MATERIAL WITH A MAXIMUM DIMENSION GREATER THAN 12 INCHES SHALL BE BURIED OR PLACED IN FILLS. 3. COMPACTION. ALL.FILLS SHALL BE COMPACTED TO A MINIMUM OF 95 PERCENT OF MAXIMUM DENSITY AS DETl'!,RMINED BY U.B.C. STANDARD NO. 70-1. FIELD DENSITY SHALL BE DETERMINED IN ACCORDANCE WITH U.B.C. STANDARD NO. 70-2 OR EQUIVALENT AS APPROVED BY THE BUILDING OFFICIAL. 4. SLO12E. -THE SLOPE OF CUT SURFACES SHALL BE NO STEEPER THAN IS SAFE FOR THE INTENDED USE. CUT SLOPES SHALL BE NO STEEPER THAN TWO HORIZONTAL TO ONE VERTICAL (EXCEPT AS NOTED ON PLANS). ,5- FILL LOCATION. FILL SLOPES SHALL NOT BE CONSTRUCTED ON NATURAL SLOPES STEEPER THAN TWO TO ONE. 41 1101 AS 4* IONAL FT4E- VICII-117-Y A4,4,40 5C41 _E: 11Z M11 E 0- G RADING PLAN FOR SEAWOOD HOMES INC. IN SW 1/4, SECTION 19, T. 27 N, R. 4 E.jWM. CITY OF EDMONDS, WASH I N GTON Lov'ell-Sauerland & Associates, Inc. ENGINEERS SURVEYORS PLANNERS 23106 100TH AVE. W. EDMONDS WA. 98020 PHONE 775-1591 DRAWN CHECKED JDATE F.B. I SCALE : FILE NO. MA,j )esj G -3 - I O_R5 /11 20/ 1 1 I