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20010804.pdfD�TERECEIVED [PERMIT EXPIRES L CITY OF EDMONDS USE E ZONE UR T 45 Le, PN "IMBIE R CONSTRUCTION PERMIT APPLICATION Ao�BRESS SUITE/APT# ;�i I q Ne 6. — PI -AT NAMEISUBDIVIIIO� 10. LOT NO.,� L5 �o_ 96 1 LID FEE $ jplNGAD.FESS Rc 2--714t3 PUBLIC RIGHT OF WAY PER OFFICIAL STREET MAP 0- .0 L�, 6 = I- R­ CITY ZP qt�) TELEPHONE 2a, -7) 4-- t, 1,6 9; EMSTING PROPOSED REQUIRED DEDICATION de IT 42 hfi�ah NW METER SIZE 4 111 5 RV SOUR C, Y x NO 0 S I I: ADDRESS AVe IM1,5 14_7 qI �JF &I loo R MARKS OWNERICONTRACTOR RESPONSIBLE FOR EROSION CONTROUDRAll-G. CITY 11P _ITELIPIIN yl I qwl Lr,-44�5-4-lo vwRw _9zl alce 9) _li�elf 411�1,- 4*20el 5'. p ADDRESS El Pb BA 12 -1146 FIRE REVIEWED BY DATE qezlp TELEPHONE 6 STATE LICENSE NUMBER Co A17A CU [ SH07 OR ADS. INSPECTION RE YESQZN. BOND J'NG MR-Ri-x- alto (2- Be. REVIEW S�.N AREA HEIGHT PROPXq;o TPAZRC;EL4NO 4FA A COMPLETE I 11�71`T �p ALL.W,��RGP.SE. ALLOWED I PRO GEED [13�. SMENIIAL E-- LOT COVERAGE ALLOWED REQUIRED SETS PROPOS D SETBACKS (FT) F11j, Ull&1EA.1 ADDITION E] COMMERCIAL ci C MPLIANCE 08 CHANGE OF USE PROPOSED 6v% -_107"l FRONT SIDE go 10, PARKING E_ T C] REMODEL 0 APARTMENT C] SIGN Fl§� PROVIDED JVZIIO.q� Iq Iq/ C] REPAIR FT) C] TANK C] OTHER E] RETAINING WALL RENEWAL -w— ROCKERY EXPLAIN ECKE.Sl ITYPEOFCONSTAUCTION 'C U 0 C Can- Fou""p,-, NUMBER OF NUM ER OF DWELLING UNITS JA C"TCA NREA. U..Ea SPECIAL INSPECTOR RE QUIRED JAREA OCCUPANT/ LOAD 10 0 STORIES DESCRIBE WORK TO BE DONE 0 YES Ind EMARKS PROGRESS INSPECTIONS PER UBC 108/FINAL INSPECTION REO'D iE 01 (o 4 A PLAN FEE L WNW` U L BUILDING &g"CE 7yZWGlq,q PLAN CHECK NO: IVESTED DATE rCHECK LUM I G PLUMBING P�_ In ME; " L THIS PERMIT AUTHO DES ONLY THE WORK NOTED, TH:S PERMIT COVERS WORK TO t: BE DONE ON PRIVATE PROPERTY ONLY. ANY CONSTRUCTION ON THE PUBLIC I 90 2 D OMAIN (CURBS.SIDE LKS, DRIVEWAYS. MARQUEES, ETC.) WILL REQUIRE OR GRADING"'Ll. G""L :I SEPARATE PERMISSION. STATE SURCHARGE �E MIT APPLICATION: 180 DAYS PERMIT LIMIT. I YEAR - PROVIO D WORK IS STARTED WITHIN 18D DAYS ENG. REVIEW FEE SEE BACK OF PINK PERMIT FOR MORE INFORMATION 'A P ICANT. ON BEHALF OF HIS OR HER SPOUSE� HEIRS. ASSIGNS AND SUCCESDRS P L ENG. INSPECTION FEE IN INTEREST, AGREES TO INDEMNIFY. DEFEND AND HOLD HARMLESS THE CITY OF LANDSCAP NO 2 EDMONDS� ASHINGTON. ITS OFFICIALS. EMPLOYEES, AND AGENTS FROM ANYAND ALLC�IMS FOR DAMAGES OF WHATEVER NATURE. ARISING DIRECTLY OR IND AECTLY INSPECTIONFEE B 11 FROM THE ISSUANCE OF THIS PERMIT, ISSUANCE OF THIS PERMIT SHALL NOT E DEEMEDTOMDDIFY. WAIVEOR REDUCE ANY REOUIREMENT OF ANY CITY ORDINANCE PLAN CHECK DEPOSIT IRECEIPT 15AD NOR LIMIT INANYWAYTHE CITY'S ABILITYTO ENFORCE ANYORDINANCE PROVISION,' CEIPT TOTAL AMOUNT DUE IF, .60 1 I HEREBY ACKNOWLEDGE THATI HAVE READ THIS APPLICATION. THAT THE INFORMATION APPLICATION APPROVAL GIVEN 19 CDR ECT. AND THA I AM THE OWNER. OR THE DULY AUTHORIZED AGENT OF THE OW ER GREE TO COMP Y WITH CITY AND STATE LAWS REGULATING CONSTRUC CALL T­ IPP1,111,11.1 ­1 . ­­t �lpld by ­ TION A IN ING THE WORK AUTHORIZED THEREBY. NO PERSON WILL BE EMP DYED I N V16 10 OF THE LABOR CODE OF THE STATE OF WASHINGTON RE LAYING TO I S�.I­g DIL-I D­11 F­ - , l FOR INSPECTION V WORK NS OMF�NSA�IONI INSURANCE AND RCW 18 27, OFF/�I�LsIlINAIII&, DAY sl:14.ow DATE S DIED (425) 7T " " � -/&,ol 771-0220 i a i 4 I Wrmv P,04 EXT 1333 PFLCASEDr DATE IT IS UNLAWFUL TOI "", 1 -0221 191 /R A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR A CERTI Fl- ORISINAL 111-0 YELLOW - 1112E�. CATE OF OCCUPANCY HAS BEEN GRANTED. UBC SECTION 109 FAX PINK OWNER GOLD -ASSESSOR z 0 4 J 0 0 M M 0 0 M M 10 E: O"n n M M 0 0 In Fn C 0) (a 0 z ca z 0 M 'NOTIC& I# ITIE 'DOCUMENT INTHIS FRAME IS EtSCILEWTHAN THIS NOTICE IT IS DUE TO THE QUALITYOF THE DOCUMENT pamolle jenaoe -sag4a > 22.vgz P 0, v L, XE AJOD A113 31W11,3LI apzjBBplq*BAE-SZ9*ZSZ< =VJS-OW� T;,,;V;03 �O ki:o 3 :7 73 A1,20 Lt -dK'e A lilb -L"141 z5z 7— 'M N >IVM o-q 1 1, ., > z GG,!GZ: �GVIG 1H i 0-1 -17 Gz:,igz: :,a:Gc;,-jn 0 lo > 41 < @ �p ----- ----- lu N 30 m 00 — — — — — — — — — — — — — — — — — — — — --- — — — — a Al2-1-1v H3H10 gals SNOUJ :S)lov819s ea xew 8'8L :111:1 WWI aildea xew BW ano iem 3NOZ S31V:) ONIOV80 NL Q=G u 00*ESZ :3 os zsz :EI sz*zsz :v SNOIIVA313 30V8VO pamolle jen3pe S719*UZ > 28'siz pamollv,34 xew - SzV9a I!Wll *3q sz+ GPeJB BPjq 'BAB -,SZ9'ZSZ =1?/S*VW� os*�Sz :cj Sz . zsz ::) OS'OSZ :8 SZ'OSZ :v SNOIIVA313 -3snOH vm "00 LISIWOLIOUS IdSHV� 201 N011d1SDS3(3 IV031 zzzz :IE201 zos :L13J0d18A1JQ OZV� :a6p-jeo/asnoH GBSOdOdd %C22 TON 101/ea-1V PA03 zzzz :eaiv PAO:) SeS9 :eaiv 301 SOW) 3OVd3AO:) 101 I,6Z86 VM'4S1w0140US S6L XOS Od Ja30A essilaw/moaal alinr 10VIN03 SZL86 VM'8133M SKLE X08 Od uol:prL4suo:) joBuejo d:) �3NMO F FEB 2 3 2001 E ' 23 21 4 pLANNING DEPT. DEAN HOUGH & ASSOCIATES 8918 11th St NE RECEIVED Everett WA 98205-1407 Z 6 001 Phone & Fax: 426-335-0262 FEB 16 2001 EWINEERING DIVISIO, .......................................... I .................. ............................ JNF611MATION REPORT TECHNICAL for City of Edmonds. ShortPlat tit 91 1 Moie;st .......... .................................................. ........................................................ For Mr Donald Fiene Assis . tant City.Engineer city:Engineering DfiWalon City of Edmondsi WA owner. C P Granger construction. Inc. Prepared by Ho Dean M Hough, PE Consulting Engineer Lr February 23, 2001 FFAMM 4151 1 71 M C C�2' J.� k 0 " M .1,16fr6ductio'n to F�eport 47- This T. 1. FL is submitted along with the three construction plans for the City of Edmonds 2 lot short plat # S-2000-96 addressed as 911 Maple St for C P Granger Construction, Inc. and is to comply with City of Edmonds Engineering Division requirements found in the Citys Planning Planning Division Findings. Conclusions and Decision dated January 9, 2001. The submittal is also to comply with the Edmonds Community Development Code(ECDC) and the D.O.E. Surface Water Design Manual requirements. Part I The Project Proposal This short plat will clear all impervious surface - the two e)dsting houses, a garage and concrete slabs to provide two homes and new sidewalk along'the Maple St frontage. AJso the alley access at 9th Av S will be widened from 11' to about 14'to provide better access. A portion of an e)dsting retaining wall on the north side of the entrance at 9th Av is slightly into the 15'wide right-of-way which reduces the entrance somewhat. New water and sewer services will be installed to replace the old services and the old sewer service line capped. The e)dsting fire hydrant on the southeast comer of Maple and 9th is at a ma)dmum distance of 250'to the front of the farthest house and is adequate in distance. A large detention pipe will be installed on the south side of the site along Maple St to Pickup all on -site roofs and pavement to prevent concentrated flows from leaving the site and damaging adjacent properties. These storm flows will be dammed up in the detention pipe and released at the release rate that occurred before development. See Part III on the detention system safety factors. part 11 Offelte Drainage Analysis A general offs1te analysis was done in the field on February 21, 2001 to determine the direction of flow from the site and the distance from site to stream -if it joins a stream. Each manhole cover was popped from the crossing of 9th Av S at Shell Creek going south to the site on the basis that flaw comes to the creek and looking for any diversion from this trajectory. Accoroing to the USGS Quad an 1 C M 00 C' 'M ?S rn, C M_ approximate cover over the creek is 55' to 70' and 9th Av going south rises to Main St, dips about 4'going south to Dayton and rises another 30'to the site. At a CB manWe on the southeast comer of Bell St a number of green painted arrows on the pavement have been set by others to indicate the direction of storm flow. The removed manhole cover at the southeast comer of 9th and Edmonds shows flow turning to go northwest. Because of this it is believed that the 18!'CP storm trunk goes northwest and then north through a backyard to Shell creek. The trunkline is believed to go south from the creek up to Edmonds, then through this backyard on the west side of 9th into Bell Street on the east side of 9th Av. From the Bell St right-of-way it turns southeast to the east side of 9th Av and then due south along the east side of 9th Av to the site and on south. At Maple St. a dead end CB(typel) picks up all the drainage coming a block and a half west to this CB and into an 8"CP which joins directly into the subject storm trunk without a manhole to maintain the junction. There was no indication of a manhole cover in the pavement at this location. There has been some rain over the last week, about 0.25" and the drain was filled to about 10% of capacity. All along the trunk no diversions were found and so to conclude, all drainage from about the 220th St Snohomish County grid north to the site and east from 9th Av for about 2 blocks drains into this system, an area of - about 50 acres. Because a number af intersecting easttwest streets intercept flows like Maple St, the site is protected from large sheet flows. Approximately a half acre sheet flows onto the site from the southeast to the northwest comer at the alley(Maple Way) . No streams or swales are found on site and the site slopes from southeast comer to the northwest comer at about a 5% slope. This proposal will provide a storm drain/detention system for the two now houses and pick up 80% of the sites area and drain into the proposed detention system before it is released at the existing or less release rate at the southwest comer of the site at a type 1 CB which goes due west to the above noted storm trunk and then north to Shell Creek in more than 1200' or a quarter mile. The maximum onsite concentrated flow of 0.17cfs will be released at the existing rate of 0.10 ds over a longer period of time. See Appendix A, page 1. Part III Short plat Detention design Calculations impervious Area Calculations: A calculation of the actual impervious surfaces for both existing and developed conditions to determine the 2, 10 and 100 year -24 hr storm 2 4- Z' 0 M M rl 8� 0 — 0 C- z Mi. z rn hydrographs is shown in the Hydrograph Input Table in the Appendix B, pagel. Existing conditions: Page 2 of Appendix B shows the City ordinance requirement for the existing conditions curve number, that is to make all impervious surface for redevelopment - in this case all impervious surface is to be removed - as Meadows or Second growth forest Here the pervious area is really more like meadows; therefore, the Cn is 85 as used. A lot of the impervious areas of the houses and driveways mere determined by Autocad. Also on this table the slope and data for time of flow is shown for existing conditions and calculated by Lotus 1-2-3 spreadsheet. The curve number of Cn of 98 and 85 respectively are for impervious and meadows. After development the Cn rises to 90 for 50 to 75% grass on this type C soil. The Appendix B, page I table shows that the difference between the old imp6rvious surface and the now is only 603 sf. Whereas in the existing conditions the impervious surface ran off into the existing grass and was most likely infiltrated; the new requirements requires this detention system to collect the concentrated water and detain it and release at a lower rate to the storm drain system; namely at the existing release rate if the sight ms totally meadows. This creates a safety factor of almost 3 since even a 100 year storm year storm on the additional impervious surface amounts to 603 SF at 3" of rain in 24 hours requiring a volume of 150 cu ft. The implied condition of going meadows to 4946 sf of impervious surface requires a detention volume of 396 cu ft - see page 6 of Appendix A For the existing condition of meadows the longest route that water travels on site and the longest time water travels is from the southeast comer of site to the middle of the west property line which fronts on 9th Av; going as sheet flow for 142.8 feet at 5.32% slope. The actual flow time as shown on page 1 of Appendix A is 28 minutes which is reasonable for 143 feet of sheet flow to cross the site. The Waterworks software determines the various peak storms on site by creating six hydrographs - See page I of Appendix A. The Waterworks calculations shows that the maximum peak increase from this site in storm flow to be about 0.07 ds for the 100 year-24 hour between Basin B1 00dev and BI 00ex which is not much flow increase. DeveloDed Conditions. The minimum standard time of 10 minutes time was used for concentration of flow from the developed site since the project site will have a more impervious area and developed flows will be concentrating much faster 3 L-1-11 p 52 M of, AM 0 0 rn, Z than in the.e)dsting conditions. With the minimum time the hydrograph for the developed conditions is ma)dmum and will provide the greatest possible difference and amount of storm flow to be detained. This will protect the e)dsting downstream structures and steam to a much greater degree. For the calculation of detention DHA used 30' diameter pipe; therefore, the I Or of 3011 diameter pipe provides 490 cu. ft. This length is sufficient to provide the 396 ft required to store the 2, 10 and 100 year storms and is showri on page 6 of Appendixk The detention pipe was reduced in length since the manholes create detention volume which is not calculated in the Waterworks software. The upstream manhole alone creates J." of vertical storage in the 48" diameter manholes used. This is approximately T of depth Man both manholes are used. Asa result 3' of 48" pipe(manhole) is equal to 9' and more of 30" pipe; so, 91 was taken off 116 lineal feet Of Pipe shown on page 4 of AppendixA to make the 107' of pipe shown on the construction plan. 4 I.APPENDIQ.ES, Waterworks Printouts: A. Detention Design Calculations B. Hydrograph Input Tables page 1 -6 page 1, 2 2/20/01 2:2:0 PM Dean Hough & Associates page CITY OF EDMONDS S/P#�000-62:C P GRANGER ADDRESS: 911 MAPLE ST APPENDIX A:DETENTION CALCULATIONS:2-100Y BASIN SUMMARY BASIN ID: B100DEV NAME: BASIN B i0o YR-24HR DEV C)OND SCS METHODOLOGY :t. TOTAL AREA ....... 0.32 Acres BASEFLOWS: 0 * 00 CES TYPElA PER�V IMP RAINFALL TYPE .... A 0.00 Acres PRECIPITATION .... 3.00 inches APEA..: 0.32 c TIME INTERVAL .... io.00 min CN ..... 92.87 0.00 TC .... : 10.00 min 0.00 min ABSTRACTION COEFF: 0.20 0.06 Ac-ft TIME: 500 min PEAK RATE: 0.17 cfs VOL: BASIN ID: B100EX NAME: BASIN B 100 YR-24HR EX. COND. SCS METHODOLOGY TOTAL AREA ....... 0.32 Acres BASEFLOWS: 0.00 cfs IMP RAINFALL TYPE .... TYPElA PERV PRECIPITATION .... 3.00 inches AREA..: 0.32 Acres 0.00 Acres TIME INTERVAL .... 10.00 min 0; .... 85.00 0-00 TC .... 28.20 min 0.00 min ABSTRACTION COEFF: 0.20 TcReach - Sheet L: 142.80 ns:0.4000 p2yr: 1.50 s:0.0532 PEAK RATE: 0.io cfs VOL: 0.04 Ac-ft TIME: slo min - � , 6, DEV COND BASIN ID: B10DAV NAME: BASIN B 10 YR-24HR SCS METHODOLOGY TOTAL AREA ....... 0.32 Acres BASEFLOWS: 0.00 cfs RAINFALL TYPE .... TYPElA PERV IMP PRECIPITATION .... 2.00 inches AREA..: 0.32 Acres 0.00 Acres TIME INTERVAL .... 10.00 min CN .... 92.87 0.00 TC .... io.00 min 0.00 min ABSTRACTION COEFF: 0.20 PEAK RATE: 0.10 cfs VOL: 0.03 Ac-ft TIME: 500 min BASIN ID: B10EX NAME: BASIN B 10 YR-24HR EX. COND. SCS METHODOLOGY TOTAL AREA ....... 0.32 Acres BASEFLOWS: 0.00 cfs RAINFALL TYPE .... TYPEIA PERV IMP PRECIPITATION .... 2.00 inches AREA..: 0.32 Acres 0.00 Acres TIME INTERVAL .... 10.00 min CN .... 85.00 0.00 TC .... 28.20 min 0.00 min ABSTRACTION COEFF: 0.20 TcReach - Sheet L: 142.80 ns:0.4000 p2yr: 1.50 s:0.0532 PEAK RATE- 0.04 cfs VOL: 0.02 Ac-ft TIME: 510 min 0/ 6 (0,3 4erej OK 4- 0 M -4 0 Z Fic 0 z/zo/oz z.z.0 pm Dean Hough u Associates n=se z czrr OF oomomno o/e#2000'62.c e GRANGER ADm000a. 911 pmpLn or upeEmozX A:ooromrzom cALcoLATzoaa.2'100Y ` oAorm aommuor ` BASIN zo. B2oEV NAME. BASIN o z Yn'24eo oEV COND ocy MozHnoouoor... o.sz Acres o�oonu�a. o.o» �ce TOTAL '---- eEav rmp RAINFALL TYPE �. z�eoz� paucznz�zom��... 1.50 inches AREA..: o.sz Acres 0.00 Acres ' zzmo zmruavu��.... zn.00 n�� cm..... 92.87 0.00 � zc..... 10.00 min o.no min nBozoArrzom coupn. 0.20 poAo oAro. 0.06 cca VOL: 0.02 oc-ct TIME: suo min BASIN ID. B2KX NAME. BASIN u nR-u«HR EX. COND. _ ' oco mozaonoLoon TOTAL AuEA........ 0.32 Acres eASoruoWo. 0.00 =c" RAINFALL rreo..... TYPnIA PEav IMP pouczmzTATzom..... 1.50 inches AREA... o.»a Acres 0.00 Acres rz�x zmroov�...�.. �o.00 min cm....as.00 o�oo . rc..... 28.20 min 0.00 min ABSzoAcrzom cooFF. 0.20 ' zoaeacu ' Sheet a. 142.80 ns. yso o.0.0532 eo�� aoo�. o.oz cco vn�. 0.01 uc'zt TIME: suo min . ' ` ' ^' 2/;0/01 2:2:0 PM Dean HoUgh & Acsociates page 3 CITY OF EDMONDS S/P#2000-62:C P GRANGER ADDRESS: 911 MAPLE ST APPENDIX A:DETENTION CALCULATIONS:2-100Y HYDROGRAPH SUMMARY VOLUME ..... . PEAK TIME HYD RUNOFF OF OF Contrib Area NUM RATE PEAK HYDRO in. cf\AcFt Acres cfs 950 cf 0.32 f 0.32 2 0.041 0 1447 C 5 2490 cf 0.32 30 0.097 T,� 3 tm, gill 0, 2/20/01 2: 2: 0 Pm Dean Hough Associates page 4 CITY OF EDMONDS S/P#2000-62:C P GRANGER ADDRESS: 911 MAPLE ST APPENDIX A:DETENTION CALCULATIONS:2-100Y STORAGE STRUCTURE LIST UNDERGROUND PIPE ID No. S1 Description: STORAGE UNIT, S1 Diameter: 2.50 ft. Length: 116.00 ft. Slope... : 0.0000 ft/ft Upstr: dnstr: 2/2o/oi 2:2:1 pm Dean Hough & Associates page 5 CITy OF EDMONDS S/P#2000-62:C P GRANGER ADDRESS: 911 MAPLE ST APPENDIX -LCULATIONS:2-100Y A:DETENTION CA DISCHARGE STRUCTURE LIST MULTIPLE ORIFICE ID No. 01 Description: ORIFICE STRUCTURE, 01 Outlet Elev: 247.00 Blev: 245.00 ft Orifice Diameter: 0.8643 in. Elev: 247.90 ft Orifice 2 Diameter: 1.2627 in. Elev: 248.20 ft Orifi ce 3 Diameter: 1.3770 in.