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HomeMy WebLinkAbout6905 172nd St NE_PWD20110055_2026 w SITE CIVIL CONSTRUCTION PERMIT APPLICATION Department of Public Works a Engineering Division City of Arlington 238 N Olympic Ave • Arlington, WA 98223 • Phone (360) 403 3500 • FAX (360)403 3418 Project Name: Atonement Free Lutheran Permit No.: PWD�Olt6OSSII Project Location: 6905 172"d Street NE, Arlington,WA 98223 Staff' Intake Date: Description of Project: Addition to existing church wl associated parking. Review Fee: $ 3, baa• �!3 Does this project include a sto rmwater d etenti o n vault or retaining wall ? Aseparafebtildingpennitmaybereguired OWNER ' Y `' " ,�. Section 23 Township 31 N Range 5E :<Y1 Wei�ji< Name: Atonement Free Lutheran Tax I.D. No.: D5 a�0 300 CAOv Address: 6905 172nd Street NE Land Use Permit#: ?L'"201 DD-2(A ?(,iJZOII aa35 City: Arlington State: WA Zip: 98223 Approval Date: Phone: 360-435-9191 Site Qivil Construction: O Plat ❑ Short Plat q� Other: Email: Engineer's Cost Estimate:$ APPLICANT (Tofa!project cost) «•�. i r, Name: Same as owner Amount In Right of Way: $ 0 Amount Out of Right of Way: $ Address: Plans Submitted Are For: (check only one) City: State: Zip: '�B Site Improvements Phone: ❑ Right of Way Improvements Email: Plans Include: (check all that anal,ly) ENGI > � x ``. ? ❑ Water � Sewer III Storm ' t V� .^A tX.o.F r ❑ Street ❑ Curb & Gutter ❑ Street Lights Company: Insight Engineering, Inc. ❑ Grading—over 250 Cubic Yards sPPA REQUIRED Address: PO Box 1478 ❑ Street Use/Cut ❑ Traffic Control Plan City: Everett State: WA Zip: 98206 ❑ Channelization ❑ Other: I, hereby certify that 1 have read and examined this application. City of Phone: 425-303-9363 License No.: 36499 Arlington Land Use Code, Standard Plan& specifications. Performance of the proposed work shall follow all applicable laws and regulations- The owner/applicant shall assume full and complete Email: brian@insightengieering.net responsibility for said work and shall be responsible for the acquisition and compliance of all applicable permits and/or auttwrizations which may include, but not limited to, Right of Way Permit,WSDW Hydraulic Project Approval (HPA),WSDOE Notice or Intent(NOI), National Pollutant Discharge Elimination System NPDES,Army Corp-of Engineers Permits,the requirements of the Endangered Species Act,and the Forest Practices Application(FPA), RECEIVED Signature l JUL 27 2011 Print Name: "? <6 Date: 2,14A COA PERMIT CENTER SITE CIVIL SUBMITTAL CHECKLIST Department of Public Works • Engineering Division City of Arlington 238 N Olympic Ave • Arlington, WA 98223 • Phone (360)403 3500 • FAX (360)403 3418 Date: 7-22-11 Applicant: Atonement Free Lutheran Phone No. 360--435-9191 Project Name: Atonement Free Lutheran Complete package constitutes all items_ Only complete submittals will be accented. Application L"J Plans including importlexport quantities 8 full size plan sets 22" x 34" (some commercial projects may require an 9 h set) ■ 1 plan set 11" x 17" or PDF file ■ 1 full size set of landscape plans 22" x 34" 1�1 x Marysville Utility plans if applicable (4 sets) 17(Drainage Analysis including calculations and downstream analysis (3 sets) (I)eotechnical Report (3 sets) rafts of easement(s) dedication(s), and/or CAPE(s) for review RECEIVED Od Engineer's Estimated Cost of Construction 1 co JUL 2 7 ( PY} 2011 AL 22 COA PERMIT CENTER 2(plan Check Fee J i Od-�� a Intake Date: I—Z7 J > > Staff: K_AASV-C) Comments: A `JVV_A_ Nb Cftkf_r \, Complete Submittal: yes ❑ no (j\/- _ W_O- pq Ul?0 b-A P��s. INSIGHT ENGINEERING Letter of Transmittal COMPANY PO Box 1478 Everett,WA 98206 425-303-9363, (425)303-9362 Fax Date: 7-26-11 Info@lnsighEngineeOng.net Re: Atonement Free Lutheran TO: City of Arlington CONSTRUCTION PLAN REVIEW Attention: We are sending you: q Drawings —Letter _Prints _Change Order —Reports—Other Copies Date Page: of Description 1 7-26-11 Application 8 Full size Plans 1 11 x17 Plan 1 Landscape Plan 3 Drainage Analysis 1 Engineering Cost Estimate 1 Plan Check Fee$3,022.93 Check no. 1050 THESE ARE TRANSMITTED AS CHECK BELOW: For Your Use As Requested —For Review _For Approval RECEIVED Retumed For Corrections Submit _Copies For Distribution JUL 2 7 2011 COA PERMIT CENTER Remarks: Signed: Brian Kalab Delivered By: CITYOFARLINGTON GENERAL CONSTRUCTION NOTES: SW 114,SW 114,SEC.23, T,31N.,R�S�E., W.M. ALL WORK AND MATERIALS SHALL CONFORM TO THE CURRENT EDITION SNOHOMISH COUNTY, WASHINGTON OF THE Cm OF ARLINGTON PUBLIC WORKS STANDARDS AND SPECIFICATIONS AND THE CURRENT EDITION OF THE WASHINGTON LEGEND STATE OFPTHESED U IRANENTSSSHALLB E N SITE STANDARD ATONEMENT FREE L UTHERAN SPECIFICATIONS FOR ROAD,BRIDGE,AND MUNICIPAL CONSTRUCTION A © EXISTING MONUMENT(AS SHOWN) COPY OF THESE DOCUMENTS SHALL BE ON SITE DURING CONSTRUCTION. - ® PROPOSED MONUMENT �. PE IS THE SOLE HE CITY OF THE DEVELOPER/CONTRACTOR TO \� PWD2011 00✓✓ p OBTAIN A GRADING PERMIT RIGHT-OF-WAY PERMIT,AND UTILITY SECTION CORNER PERMITS,FROM THE Cm ALL REQUIRED PERMITS FROM OTHER AGENCIES MUST ALSO BE OBTAINED BY THE OEVELOPEft AGWRACTOR. • FOUND REBAR/CAP OR I.P.(IRON PIPE) PRIOR TO ANY CONSTRUCTION ACIIM,,THE DEVELOPER/CONTRACTOR SHALL ATTEND A PRECONSTRUCTION CONFERENCE WITH THE Cm THE \ W W " v "' 7BR TO BE REMOVED CONSTRACTOR SHALL SCHEDULE THE PRE-CONSTRUCTION CONFERENCE ��� �F ^ICI /� ❑ BASIN BY CALLING(360)403-3500.PRIOR TO SCHEDULING,THE CB RIM 153,15, `E \V `P `� WE�TL H I V '✓ ,4 v V� �V CATCH CONTRACTOR MUST SUBMIT AND RECEIVE APPROVAL FOR THE TRAFFIC INV 12"ADS(S)149.95' APPROXIMATE LOCATION PER CgsSADE ✓ \ STORM DRAIN MANHOLE CONTROL PUN,Cm PERMITS,MWPOBOND,ARY EROSION AND SEDIMENT IM/. 12°ADS(NW)149.85' .y ENCINEERING MAT RATED 12.�G.200 y, �, SQ SANITARY SEWER MANHOLE CONTROL PUN PERFORMANCE BOND,COPY OF OTHER AGENCY PERMITS A COPY OF ME COMPACTOR'S LICENSE,AND PROOF OF INSURANCE COVERAGE \\ � W¢R POLE N Al � � � � v � � � � /P � A COPY OF THE APPROVED CONSTRUCTION PLANS MUST BE on THE LAWN AREA � GUY ANCHOR JOB SITE WHEN CONSTRUCTION IS IN PROGRESS 1 \ �v \ w Ji W W U WATER VALVE 1 \ALL SITE WORK SHALL BE CONSTRUCTED/N ACCORDANCE WITH ME 1 - o MAILBOX WE VICIlVITY119 APPROVED PUNS.ANY DEK477ON FROM THE APPROVED PLANS WILL FIRE HYDRANT REQUIRE PRIOR APPROVAL FROM TIE OWNER,THE Cm ENGINEER, AND OTHER APPROPRL47F PUBLIC AGENCIES. GARAGE ` `1/ \U, LIGHT POLE SCALE i-2001 ALL OF THE LOCATIONS OF THE EXISTING UTILITIES SHOWN IN THE / / \ © POKER VAULT PUNS HAVE BEEN ESTABLISHED BY FIELD SURVEY OR OBTAINED FROM .✓/J SIGN POST AVAIUBLE RECORDS AND SHALL THEREFORE BE CONSIDERED / _ APPROXIMATE AND NOT NECESSARILY COMPLETE.IT IS 774E SOLE RESPONSIBILITY OF THE CONTRACTOR TO INDEPENDUMY VERIFY THE )T� I "a W T PROPOSED TYPE i NGPA SIGN ACCURACY OF ALL UTILITY LOCATIONS J^ RIGHT OF..AA Y ME CONTRACTOR SHALL LOCATE AND PROTECT ALL SAND ✓ / CB RIM 159 71' F LINE UTNBES WRING CONSTRUCTION AND SHALL CONTACT THE THE TIE r / INV.8 ADS w 150:1' S` EXG J'Cy UNDERGROUND UBLDiES LOCATE SERVICE(1-800-424-5555 OR 811) j GRAD LPARKING - CAL,E+: 1"— 30' .--- AT LEAST 48 HOURS PRIOR TO CONSTRUCTION. fV/ MODULAR ---- - BUSSING SETBACK LINE(8581.) INSPEC77ON AND ACCEPTANCE OF ALL WORK WILL BE ACCOMPLISHEDG BY REPRESENTATIVES OF THE Cm OF ARLINGTON.R SHALL BE THE ✓ - \ 30' is, 0 30 69 PROPERTY LINE / GRAVEL PARKING }y —X X EXISTING FENCE LINE COFIIRACTOR'S RESPONSYBA-To COORDINATE AND SCHEDULE r_, APPROPRIATE INSPECTIONS ALLOWING PROPER ADVANCE NOTICE.THE / /1 �'Ial�l® I� EJG:01-EXISTING PAVEMENT INSPECTOR MAY REQUIRE REMOVAL AND REPLACEMENT OF ITEMS THAT // 00 NOT MEET CITY STANDARDS OR WERE CONSTRUCTED WITHOUT " " INSPEC17ON. __ " XXX EX f vG 2oN70URS FOUND PROP. - r"- PROP05r: CONTOURS THE CONTRACTOR SHALL KEEP 174E ON-SITE AND OFF-SIIE STREETS /�/ I CB RIM 1561T o LINE STAKE fir— :RAINAGE PATTERN CLEAN AT ALL TMES BY CLEANING WITH A SWEEPING AND/OR VACWM y -INV.8'ADS N))154 33 I1 )I PROPOSc a TRUCK.WASHING OF THESE T STREETS WILL NOT BE ALLOWED WITHOUT I I ,1 INV. 10"ADS(W)154 23' m —'-� 100 PROPOSED STORM w/T1PE 1 CATCH BASIN PRIOR APPROVAL FROM ONE Cm INSPECTOR. m SEPTIC I. THE CONTRACTOR SHALL MAINTAIN TWO(2)SETS OF'A.S-BUILT' ' T TAP4�PTIC - GRAVEL PARKING — I x W )NO PROPOSED SEWER 1VANHOLE PUNS SHOWING ALL FIELD CHANGES AND MODIFICATIONS.IMMEDIATELY CB RIM 154.05' I I I S`' TANK - u' EQUfpMENTAND pR�CE�T AFTER CONSTRUCTION COMPLETION,THE CONTRACTOR SHALL DELVER if i 2'gOS(N)750.85' I SD - METHOD OF SURVEY: BOTH COPIES OF RED-LINED PIONS 70 THE CITY THE CAT/WILL V ,7•A 75I25' a SURVEY'PERFORMED BY FIELD TRAVERSE FORWARD ONE OF THE COPIES 7O THE DESIGN ENGINEER. IF) I j .-- ,. ..:- a - -�� '� o .'A PROPOSED TREES WSIRUNENTA7TON h' 10"ADS(S)151.05' TRANS. 3 pAD GRAVEL PARKING pI - s LEICA TCRA 1205 ROBOTIC ELECTRONIC TOT, h _— ( PRECISION: W N MEETS OR EXCEEDS STATE STANDARDS WIC A � PROPOSED ASPHALT BASIS OF BEAM NEW ADOM CQNC .° ( WAKING OFF CENTERLINE SR 531 EX.WELL THE PROP. AS THE SH D —1 LINE STAKE PROPOSED QpNCRF7F BM i B �158 C ERARY OF ELEV.= .13T I `'HEFT IlVDEX • SHEET DANM. CB RIM 153.95' _ U' ✓ C2 EXISTING CONDITIONS AND GRADING PUN CHURCH BUILDING // f' R\\\�Y MAID 88 INV 0 ADS SN)151.35 F.F.ELEA 163.6' /I�+° C3 TESL PLAN 1) I � INV 10"ADS E 151.45' I S t "i _ o / ca RQAo,DRAINAGE,No umm PLAN ENGINEER Si CB RIM 1AD'( - _ Iv✓. 10"ADS(VIj 752.26 \ SEPTIC n v 4"(S)7 2,76' / RSlGNI ENGWEETtINO CONPMIY _ Po BOX 1478 PO NO !V.4"(E) 7 23S `J EVERETi,WA 98206 EW SS / '.aV 4"(SE)15,56' / I - CONTACT.•BRMN R.KAUB 44 (425)303-8363 FAIT FAX(425)303-9362 FOUND PROP. �, WALL \by/ `U VINE sraxE s uew R / APPLICANT/OWNER I I I y JKC ADDITIONGRAVEL PARKING /1 ATOAGW 1\E FREE LTBNERAM 6690 ARLINOTON WA 98223 ss ARCHITECT/CONTACT LAWN AREA iRBi AR(X'91ECT5 1 (6` 21911 76TH AVE.W.STE.210 v LEGAL DESCRIPTION EDMONDS,WA 98026 I THE SOUTH 5 ACRES OF THE KES 9 ACRES OF THE FAST HALF OF THE CONTACT SIEVE BUTTERFIELD SOUTHWEST QUARIFR OF THE SCUT EST QUARTER OF SECTION 23 (,AX 778-1530 TOWNSHIP 31 NOR ,RANGE 5 S W M1, LYING NORTH OF COUNTY FAX(425)M S'. 774-7Ti0.3 �j E\ KING r ) R0.40. � ,,AH4NDONED \ STUA E INTHE couNrr of sNr,{owls.STATE OF wasHWcroN. PER HEALTH DISTRICTI \ f` WETLAND _ STANMRDSI A \ \ '` A APPROXIMATE LOCATION PFn^ "� A6 �" ENGINEERING MAP OAT"'2.s 2' -4; 2 PER Cm COMMENTS CONSTRUCTIONDRAWMrG REVIEW I PER Cm COMMENTS ( , -j II ACKNOWLEDGAMNT REV NO. DESCRIPTION OP IUPUN FiAS,BEEN E C;TY FD AND EVALUATED FOR GENERAL CON ORAA OF THIS E ' OL APPLIC4DES&EuWSD1AND \ \ �S LIOFIJLAU OS'GMT E FULL A '�--7E RESPOIMEJUTY OF THE 7UN0 PROP.T I 0 \Iy . r \ rR A ;AMP AND SIGNATURE APPEAR ON 15'RCP // THIS SHLLT A".KNOWLEO J ''NSTRUCTON DRAWING REVIEW LAWN AREA, IE-160.53' ':/ CONSTRUCTION ACTIVITIES THAT � � I L OE NOT �Y CITY AP / ( REG BE 0 -R COUNI,,S A `DERAL PERMIT REVIEW'AND r I / A°PRO✓A PROPER i S a ESPONSIBL nro„LICENSED DESIGN ENGINEER A,A P-CABLE PERM A � IGAJ77 N AND COMPLIANCE HPMA INCLUT& INSIGHT ENGINES BUT Art r0'IMIIER l / 'AULIC PROIFCT APPROVAL BOX-1� d / (BRA),WSDOE NOTICE OF tM , ANY CORP.OF ENGINEERS FILL EV P.O..OETT, -1 PERMITS AND THE REQUIREMEI_O -IE ENDANGERED SPECIES ACT. �425�3O3-J R T, 3C -�• +'mot .,,/A �_..... INFG@INSIGHTENGINP E°GLPV- / pSPH _ C y A-JreeF SI7E ADDRESS 6905 172ND ry' I b 15 LOGE RGt' 46` / '� DAIS- ARLINGTON,M I 56.9J 3q9 / / THIS APPRO✓A_ /PLOD FOR 18 MONTHS TAX ACCOUNT NO.'S J105230030( w / CB RIM 161,71" / /� INV IS RCP W 159.65 INV. 75`RCP(NE) 159,75" ^ / PWD201100 �1(�L c�mM.H�.1 N-w E 150 30 / /_ / N IU00 25% s P Y f SW 114,SW 114,SEC.23,T,3 ATONEMENTFREE. ( 0 ( -Off, DWG FILENAME DESIGNED BY. DATE �/ / / \'F fit F �O 100507-FINAL.OWG &ROSE 12 17 2010 TALL TWO(2)BUSINESS DAYS 'EFORE YOU DIG 1-800424-5555 ,L°°`�SPh / SR �� COVER SHEET SW 114,SW 114,SEC.23,T.3IX,R.5E., W.M. IA SNOHOMISH COUNTY, WASHINGTON xL V/ xV J/ A (AWN AREA II Vi xV \V VL Vi Vi W GB RIM 153.15" `V `V V� xV WE.L,`iND�l„Fin v, -.I,�� Vi INV.12°ADS(S) 149.95' / GARAGE / INV. 12 ADS(NW) 149-85' ENPINOXIMATE LOCATION PER CASCADE 7— LAWN AREA `-_ _ — AV ' CB RIM 15971" ' INV.$ ADS(W 190. 1 GRAV L PARKING / GARAGE � �Ji_� � GRAVEL PARKING- ! - - RIM 159 71 Iff//�'\ fLj �I a, TLj GRAV L PARKING .$ OS W 150.1" I 1�1/ CBRIMY 1562� LINE STAKE -MOOUINC I VV% BUILDING %I � �v✓ r HD�r, :5a23 SEPTIC GRAVEL PARKING ASEPTIC GRAVEL PARKING �' TANK 1-1-1 - )S(N))150.85: SD '§ --� I )S(E)151.2sT" �� 3 �. k NI s(s)1s1.oe' w TRAN SCALE: 1"= 30' PAL _J rr GRAVEL PARKING ' /�'/ CB 11 756.913 - %FOUND PROP r" ! LINE STAKE 30' 15' 0 30' 69 —7F INV.8 ADS(N 1554.2 F ml I ®e W --t INV. 70 ADS(W)154.23" v I r-x X CONC. NEW AMM / EX.WELL y FOUND PROP. SEPTIC - - - I IIE m SH ---�� LINE STAKE "'SEPTIC GRAVEL PARKING SOSMIG - -+. / CB RIM 154 05' S`' TANK Ir T IC"Ant(N 5085' SIS (MR) w T o o 3 TPHDS GRAVEL PARKING —` /1 „ONC z 395' / II i CHURCH BUILDING / F.F.ELEV. 4' - ----I DS(E)157.45' ` SO CF 76 i CQNC - - L.J / EX WELL FOUND PROP. ( J / IN (IM1)15226' - I � C NC�)•:, / SH �- LINE STAKE \ SEPTIC if '527" � rf 4 . ANK IN K. INV (SE, � ONC FOUND ROP N WALL —= \ / r' �T��+/� /p�j CHURCH BUILDING - LINE ST EKE I $$ / SS / NEW T GRAVEL PARKIfJG\AY/ I"EGETATLVL:LOVE Y/ 1 J BEFORE DEVELOPMENT V) 157.35' F.F-ELEV 763.6" +' \ / I w�_ID AD..IE) 751.a5' so �.� _ I J �) - I NATIVE VEGETATION ./ A O _ CB RIM 753 76 / � INV 10"ADS W 75226" \\\ / ) _ ,p,. 784.j9 / \I I \ SEPTIC INV a (s) 15z.76" , / -- �. 1 .7 q `C�{' j o AFTER DEVELOPMENT \ ANK INV a E IJ -6' _ - \. _ / ��' I a TYPICAL COMMERCWL LANDSCAPING IS PROPOSED AT / ss INV a^(sE)152.56' / `) \� / !a ',AREA I q `I' 'u' DEVELOPED PORTION OF THE SITE. GRAVEL (rar+J �c �'r/` �� �,, SOIL ME FOUND ROP. WALL LINE ST KE A / ss / SS / SEPTIC /d GRAVEL PARKING\�/ \/ io '`S,� 7 / p V' NORMAL LOAM 1 I TANK EXISTING / / DRAINFIELO / l+e'1 r v ' GRADINGQUf1NTflIES. HFALOI ' ! WETL,a t I' »C„ CUT. 100 CU.Yds. LAWN AREA S dd _ STAND4ROS)�� -.-4.2 o ti ?OXIMATE LOP 'PER CASCADE I FILL: 100 CU.Y(1S. 'IV / I I `�i 2Y 6 `iEERISC MAP DATED 12.302004 / d ® $ ¢ (GRADING QUANTITIES WERE CALCULATED USING THE LAND DEVELOPMENT DESKTOP COMPOSITE METHOD.CALCULATIONS DO NOT ACCOUNT FOR SOIL HUNG AND SHRINKAGE.) / / NO e, cur Mnr BE SPREAD ON s nNc d DRAINFIt-LD d/ � � \ / WETLAND ^/ T FOUND PROP. /d VVE I L^ND ^ LINE STAKE 163.68 ' 1TD A8WDD14ED I / Yi (, \ A _ _ 2. ANY SOIL REMOVED FROM THE SITE MUST BE HAULED TO A CITY PER F�ILTfI DISIRfCT ® f \ LAWN AREA I 1 APPROVED SITE APPROXIMATE LOCATION PER CASCADE I �� II 6 ENGINEERIN 1 / I 1% / 3. BEFORE CONSTRUCTION ACCEPTANCE BY THE CGR THE APPLICANT 1 G MAP DATED 12.302004 \ / I� /� W I \ __ ❑ SHALL ESTABLISHED A PERMANENT VECETATNE GROUND COVER. / EXI57xIG ASPiMLT TO 6E REMOVED V ( RE510RED lb VE M70L A 'IT' V �� V I I V CITY COMMENTS SJR f1-Ot-2af1 ev6 2 PER C el FOUND PROP, 1R \163. 18 / 1 PER CITY COMMENTS SIR 09-27-201 f LINE srAKE i / I`16:1"s M. , \ LAWN AREA I I )-76053' �� EpGE pSPN. REV.N0. DESCRIPTION INIRALS DATE 164.B S, -P(HE) 1 RIM I. CTR.CHAN. N-W-E 150.30 s 160.2 \ / jj EgcE N�Pe. / KPH. �� .—ems / / t / INSIGHT ENGINEERING CO. SIGN, 15"RGP A e a5 // i �cE DI]ce/ �� / t C� j 11 P.O.BOX-1478 j E=vss.y3" EVERETT,WA 98206 \ I CB / /' C�21 (425)303-9363 (425)303-9362 FAX \\ 7 \ / IINV,NV '59.65 / PH. / J 3 CE PS / SITE ADDRESS., �INSI6 6905 172N�E�ING•NET SSMH RIM 15&f,S' \._ E / `* {CD'J ED / / / CALL TWO(2)BUSMSS DAYS HE CTR.CHAN. N-, 1 .30 N jO� 1_ ,� / /' �P�.. cnavinTcPraN BEFORE YOU DIG 1-800-424-5555 ^' °N�96223 55 //�'� *j l�l 1 1 i / / / .� ECOE^l / / SCALE:1'-30" TAX ACCOUNT N0.5: 31052300.TW900 01 it ss / I co / / / / / CONSTRUCTIONDRAWINGAPPROVAL 1y R. k PWD20110055 53� \ / / °F wAsg7y SW I/4,SW 1/4,SEC.23,T.31N.,R.5E.,W.M. / PH / / / CRY ENGINEER APPROVED PER THE R4' 'Ip� / THE PLAN SHEET HAS BEEN REVIEWED AAD GE S� CONDITIONS ON TY,e 7iTLE SHEET. �� ATONEMENTFREELUTHERAN F, / BY DWG FlIEU DESIGNED BY.. DATE: SCALE JOB NO.: NS / / ,CITY OF ARU TON AC '�9 �q$� 100507-RNALOWG S.ROSE 12 17 2010 1'=40' 10.0522 / / EXISTING CONDITIONS A FSSAI�repti SHEET srue 11630, DATE: 1 �A' EXISTING CONDMONS / THIS APPROVAL VA D FOR 18 MONTHS AND GPADING PLAN Of T,E.S.C.NOTES: 1. APPROVAL OF THE TEMPORARY EROSION/SEDIMENT CONTROL(TESL) SW 114,SW 114,SEC.23 T.31N°,R°SE., W.M.f g PUN DOES NOT CONSTITUTE AN APPROVAL OF PERMANENT Ita1D OR SNOHOMISH COUNTY, WASH GTON / a� STORM DRAINAGE DESIGN. 2. A TESC PUN MEETING THE DOE STORM WATER MANAGEMENT MANUAL FQ 2 ADOPTED BY THE CITY SHALL BE SUBMITTED TO THE CITY FOR < APPROVAL PRIOR TO ANY WORK ON THE SITE.AN APPROVED COPY W V� \V `� `� 'y' ` R>=25'MINIMUM f DI MUST BE MAINTAINED ON-SITE AND BE READILY AVAILABLE TO THE CITY'INSPECTOR AT THEIR REQUEST MIN MINIMUM ' 3. THE TESL BMP'S SHOWN ON THE PUN MUST BE INSTALLED PRIOR TO \ �,I T F1 IXPANS ALL OTHER CLEARING AND GRADING N TIES AND IN SUCH A ..jr \I� �L Ji VIIEvyLANLNi A V� Ji \L v, PUCE AMOCO GEOTEXTILE T002 2f14 MANNER AS TO ENSURE THAT SEDIMEf4T-LAODEN WATER GOES NOT CB RIM 153.15' ENTER THE DRAINAGE SYSTEM,LEAVE THE SITE,OR VIOLATE INN. 11 ADS S)f49.95 APPROXIMATE LOCATION PER CASCADE FABRIC BENEATH ROCK APPLICABLE WATER QUALITY STANDARDS.MAINTENANCE REPALCEMENT, INY 12"ADS(NW)149.85' ENGINEERING MAP DATED 7240,2004 � .y � BAGDETAIL AND UPGRADING OF THE TESC PUN IS THE RESPONSIBILITY OF THE CONTRACTOR UNTIL ALL CONSTRUCTION IS COMPLETE AND APPROVED K �pT ADD WET WHEEL WELL BY THE CITY. I y \v � \v � y 1. INSTALLATION: THE AREA OF THE ENTRANCE SHOULD BE CLEARED OF ALL VEGETATION R0075 AND OTHER 4. THE BOUNDARIES OF THE CLEARING LIMITS SHOWN ON THE TESC LAWN AREA t SCALE: 1��= 30� OBJECTIONABLE 94TER14L THE GRAVEL SHALL BE PLACED TO THE SPE"CIIFIED DIMENSIONS ANY DRAINAGE PLAN,SHALL BE CLEARLY FENCED OR FLAGGED IN THE FIELD PRIOR 1 \1, J� `✓ FACILITIES REQUIRED BECAUSE OF WASHING SHOULD BE CONSTRUCTED ACCORDING TO SPECIFICATIONS IN TO STARTING CONSTRUCTION NO DISTURBANCE BEYOND THE FENCED t \� THE PLAN. IF WASH RACKS ARE USED,THEY SHOULD BE INSTALLED ACCORDING TO MANUFACTURER'S OR FLAGGED CLEARING LIMITS SHALL BE PERMITTED.THE FENCING ` SPECIFICATKHJS. AND/OR FLAGGING SFWLL TE MAINTAINED BY THE CONTRACTOR FOR "' �7T/J77/j-/ `V `� `! 3 `FS' 0 30' 6W 2 q E��, 1'REBAR FOR 840 THE DURATION OF THE CONSTRUCTION PROJECT. / �_ 4'TO 6'CRUSHED BALLAST ROCK WSDOT STANDARD SPEC)FrATION 9-03.9(I) REMOVAL FROM INLET 5. THE TESC FACILITIES SHOWN ON THE PLANS ARE THE MINIMUM yo GARAGE J. ENTRANCE DIMENSIONS REQUIREMENTS FOR THE ANTICIPATED SITE CONSTRUCTION.DURING THE / THE AGGREGATE LAYER MUST BE AT LE45T 6 INCHES THICK. IT MUST EXTEND THE FULL WIDTH OF THE DUMP STRAP CONSTRUCTION PERIOD,THESE TESL FACILITIES SHALL BE UPGRADED [((jam/ _ �� VEHICULAR INGRESS AND EGRESS AREA THE LENGTH OF THE ENTRANCE MUST BE AT LEAST 50 FEET. E AND ADDED TO AS NEEDED,FOR UNEXPECTED STORM EVENTS AND TO REFLECT CHANGED CONDITIONS,AS REQUIRED BY THE CITY �/T/7/7T/ l ®�- 4 IFACHON01710N5 ON THE SITE ARE SUCH THAT MOST OF THE MUD IS NOT REMOVED FROM VEHICLE nRES / I BY CONTACT WITN THE GRAVEL,THEN THE TIRES MUST BE WASHED BEFORE VEHICLES ENTER A PUBLIC 6. THE CONTRACTOR SHALL PROVIDE THE CITY A T4-HOUR EMERGENCY - - �.. ` \ ROAD.WASH WATER MUST BE CARRIED AWAY FROM THE ENTRANCE TO A SETTLING AREA TO REMOVE CONTACT PHONE NUMBER OF THE CONTRACTORS CERTIFIED EROSION \ SEDIMENT. AWASH RACK MAY ALSO BE USED TO MAKE WASHING MORE CONIENfENT AND EFFECTIVE. CONTROL SUPERVISOR PRIOR TO STARLING CONSTRUCTION. RIM 1 71' INN.8 ADS,W 150..1'. 5. MAINTENANCE GRAN L PARKING SILTSACK 7. THE TESC FACILITIES SHIALL BE INSPECTED DAILY BY THE CONTRACTOR f, THE ENTRANCE SHALL F AAY-THSD IN A CONDITION WHICH WILL PREVENT TRACKING OR FLOW IA MUD AND MAINTAINED AS NECESSARY TO ENSURE CONTINUED FUNCTION rj MODULAR / ONTO PUBLIC RIGHTS-OF-WAY.THIS MAY REQUIRE PERIODIC TOP DRESSING WITH 2-INCH STONE,AS CONDITIONS DEMAND,AND REPAIR AND OR CLEAN OUT OF ANY STRUCTURES USED TO TRAP SEDIMENT. AND OPERATION, / BUILDING =D SINS NU58'T�BEPREE ROPPHED OR TRACKED FROM VEHICLES ONTO ROADWAY OR INTO STORM 8. BETWEEN OCTOBER 1 AND APRIL 30,DISTURBED AREAS THAT ARE TO / - ,GRAVEL PARKING IMMEDIATELY LEFT UNWORKEDV R FOR MORE,SO Two PLASTIC DAYS SHALL G. rl EMPORARYCONSTRUCTIONEAMWCE IMMEDIATELY COVERED BY MULCH,SOD OR PLASTIC COVERING. / � � ®'� BETWEEN MAY i AND SEPTEMBER 30,DISTURBED AREAS THAT ARE TO / 3 NOT TO SCALE BE LEFT UNWORKED FOR MORE THAN SEVEN(7)DAYS SHALL BE IMMEDIATELY COVERED BY SEEDING OR OTHER APPROVED METHODS. Tu FRCPNOTES: 9. SEDIMENT DEPOSITS SHALL BE REMOVED FROM ALL CATCH BASINS /�/ � � CB IM 756,23' � u� LINE STAKE PUCE 12"OF J/4"-1-1/1"WASHED ROCK OR PFA GRAVEL ON BOTH SIDES OF THE PRE-TREATMENT/SEDIMENT POND,AND SEDIMENT TRAPS UPONqINY 8 ADS N I54.33 - T. _ �' FENCE TO CREATE A BE✓EL SFIAPRE4CNINC A DEPTH OF f1 INCHES. INY f0"ADS W)154.23' �� FABRIC SHALL COVER BOTTOM OF 81.12 TRENCH AND EMEND BEYOND THE LIMITS OF 10. ANY PERMANENT RETENfION/DETENTION FACILITY USED AS A SEPTIC THE GRAVEL.IN ORDER 70 MAINRAIN AN EXCESS OVERLAP OF 2'MINIMUM AS SHOWN. TEMPORARY SETTLING BASIN SHALL BE MODIFIED WITH THE NECESSARY TANEPTIC GRAVEL PARKING EXAST94G . " w fl1�TER FABRIC MATERIAL EROSION CONTROL MEASURES,SHALL PROVIDE ADEQUATE STORAGE CB RIM 154.05' SS TANK TNd1VE1 B 2 K 2'X 14 GA WWF CAPACITY,AND SHALL BE CLEANED OUT ENTIRELY ONCE THE SITE IS �INV. 12"ADS(N) 150.85' SO STABILIZED.IF THE PERMANENT FACILITY IS TO ULTIMATELY FUNCLTIM' LAIN. 10"ADS E 151.25' 1'14'DOUGLAS AS AN INFILTRATION SYSTEM,THE FACILITY SHALL NOT BE USED AS A INY 10"ADS(5) 151.05' wTRAN$. B p PROVIDE S//4'-i-f//2' FIR OR EQUAL TEMPORARY SETTLING BASIN. pqp ° - GRAVEL PARKING ._ WASHED GkAVEI BACKFILL " IN TRENCH AND ON BOTH 11. WHERE SEEDING FOR TEMPORARY EROSION CONTROL IS REQUIRED, SIDES OF FILTER FENCE FAST GERMINATING GRASSES SHALL BE APPLIED AT AN APPROXIMATE - FABRIC ON THE SURFACE R47E OF 120 LBS PER ACRE. W N '� NEW ADDITION - - -�� 3 CATCHBASIN11 CONIC, EX.WELL %FOUND PROP NOT 70 SCALE 12. WHERE STRAW MULCH FOR TEMPORARY EROSION CONTROL IS y I._xJ / REQUIRE$IT SR4LL BE APPLIED AT A MINIMUM THICKNESS OF 3 I ^. C NC ), / SH ---'� LINE STAKE �T 3 INCHES,OR 3.000 POUNDS PER ACRE. 13. SOIL STOCKPILES SHALL BE STABILIZED WITHIN 24 HOURS.WHEN / U ACTIVELY WORKING WITH THE SOIL STOCKPILE,STABILIZATION BY /1 / ONC. B F-- TES.C.LEGEND GROUND COVER BAPS SHALL OCCUR AT THE END OF EACH WORK ✓ tl WIRE MESH IE DAY. / I / •' OPENINGS EQUAL TO ...--�- ...-R CB RIM 153.95' f CHURCH BUILDING USDA SIEVE SIZE 70 SILT FENCING 14. STABILIZED CONSTRUCTION ENTRANCES SHALL BE INSTALLED AT THE IN'J 10 ADS N 151.35 rj F.F.ELEV 163.6' / -SF SF-S BEGINNING OF CONSTRUCTION AND MAINTAINED FOR THE DURATION OF IVV. ^0"ADS!E 751,45' I` SO RIM 1 / ,THE PROJECT ADDITIONAL MEASURES MAY BE REQUIRED TO INSUREDO THAT ALL PAYED AREAS ARE KEPT CLEAN FOR THE DURATION OF THE ( `_ U / INN 70 ADS W) 152.26 PROJECT. \\ SEPTIC - INN 4 (';) 152.36' 76' y. a ANK / INN 4 _, f52,552 ON / I 15. MAINTENANCE AND REPAIR OF TESL FACILITIES AND STRUCTURES / SS INN A.SSE; ' / .P E SHALL BE CONDUCTED IMMEDIATELY UPON RECOGNITION OF A / / / GRA XSR VEL NG TI E PROBLEM OR WHEN THE TESC MEASURES BECOME DAMAGED. I N q' (TITS) 16, UPON COMPLETION OF THE PROJECT,ALL BMP'S SHALL BE REMOVED FOUND ROP WALL I 7\ C FROM THE SITE AND RIGHT OF WAY. IF B.MP'S ARE REQUIRED TO / REMAIN IN PLACE FOR FURTHER PROTECTION,ARRANEMENTS FOR / ADDRpN ° X 1 LINE Si EKE I SS / SS SE�T!C 14EW d GRAVEL PARKING I I I \\ °w P REMOVAL SHALL BE MADE WITH THE CAT'INSPECTOR. /X I / / (MR) O I u u u u _ _ \1 LISS IYP. INUB BOT2"TRENCH TPOM Rl4L CCONSTRUCHONSEQUENCE s� ® 6 / I s-o MAX 1. PRIOR TO CONSTRUCTION ACTIVITIES THE CONTRACTOR SHALL / LAWN AREA 2 SILTPENCEDETAIL SCHEDULE AND ATTEND PRE-CONSTRUCTION CONFERENCE WITH THE ,/ I -_ 16.78 .�d I I 3 NOT TO SCALE MU M CITY OF ARLINGTON INSPECTION UNIT. Pp 2. FLAG CLEARING LIMITS AND INSTALL SILT FENCE AS SHOWN. 3. INSTALL ROCK CONSTRUCTION ENTRANCE .d t I EXISTING 4. CLEAR AND GRUB ROAD AREAS AND STOCKPILE AREAS.INSTALLDRAINFIELD TEMPORARY EROSION CONTROL AREAS, -(TO BE ABVMONED TIER HEALTH arsrBcr o ;A { WETLAND "C" B APRON 5. GRADE AND STABILIZE ROAD WITH GRAVEL BASE COVER EXPOSED / SIMNBIRDS) ' \ `® /° APPROXIMATE LOCATION PER CASCADE �1, F SOILS WITH MULCH,HOG FUEL OR HYDROSEED. ' Q / A6 ENGINEERING MAP DATED 12.30.2004 6. CONSTRUCT SEWER AND STORM UTILITIES.INSTALL GAS,POWER, ( / 1 EXISTING ASPHALT TO BE REMOVED `� �� TELEPHONE AND CABLE UTILITIES,AS REQUIRED. I ( -� oy, AND RESTORED ro V<CETATION AY 7. PAVE PARKING AREAS WITH ATE/ASPHALT AND PLACE STORM SYSTEM \ 1 t " CONSTRUCTION p =` 2 PER CITY COMMENTS INTO FULL OPERATION \ I /I B 8. - _ HYDROSEED REMAINING EXPOSED SOILS AND STABILIZE PROJECT 'uND PRO, CL J i PER CITY COMMENTS .. I 9. FLUSH STORM DRAINAGE SYSTEM AND REMOVED SEDIMENTATION IN ALLaE STAKE I �� 15"RCP A REV NO. DESCRIPTION CATCH BASINS AND THE PIPES. I LAWN AREA�1• �\ -- I IE®160.53' / CALL TWO(2)BUSINESS DAYS 10. STABILIZE ALL DISTURBED AREAS AND REMOVE ALL TESL MEASURES. Nwn� - CL y� - ---- SILTDIKEMY BEFORE YOU DIG 1-800-424-5555 Q d - j CUTSECTION 1 -------� \�,� STAPLES STAPLES CONSTRUCTIONDRAWINGAPPROVAL / �pN J"tP 8' x\\\ _\� THE PLAN SHEET HAS BEEN REVIEWED AND APPROVED PER THE INSIGHT ENOIN� - SIGN, /i' EpG- TRENCH W� CONDITIONS ON THE TITLE SHEET, P.O.BOX- FLO Is" .H� EVERETT,W D POINT n' DETAIL A A BY 3r (425)303-9363 (425)c (J t mv. 1 caw an EENNNER, of ARU G-70N IN HTENM INN 15"RCP(NE �.'s'i O STAPLES 9 /•t+ SITE ADDRESS: P G 6905 172N O(�IlVSI A / 0 POINT"B" THIS APPROVALDATE VALI FORMOMONIHS ARLING7UN, CSMH RIM CRAN.75N--HW-E 150.30 f�- N 10'0�25 j� ,tF(''S / / �1lul 1 / TAX ACCOUNT N0.'S: 310523003i / /�� 0 POINT p'MUST BE HIGHER THAN POINT 6'TO OSTAPLES SHALL BE PLACED WHERE PWD20110 �\ { � \� ENSURE THAT WATER FLOWS OVER THE DIKE THE UNITS OVERLAP AND IN THE R• k AND NOT AROUND THE ENDS. DETAIL B-B CENTER THE UNIT AS P o4 WAsgrq SW 1/4,SW 1/4,$EC.23,T. a SHOWN ON HE DIAGRAMS ATONEMENTFREI / ,-p�j �,,� •SR� TRIANGULAR SILTDIKEINSTALLATION �'� ��PORROADWAYDITCIIORDR&MGEDITCH y DwG nLEMME DESIGNED BY' wT / - NOTE: 4 NOT ro WALE f'G;S,r V. f00507-FlNAL.DWG S.ROSE 12,1171201 1. A CERTIFIED EROSION CONTROL SPEC411JST SHALL BE REQUIRED TO MONITOR THE sIGJn4 PROJECT SITE THE EROSION CONTROL SPECbALIST FOR THIS PROJECT SITE IS / / / PHONE NO. TEXPLAN NOTES: WAL OF THE TEMPORARY EROSION/SEDIMENT CONTROL(TUC) SW 114,SW 114,SEC.23,T.31N.,RSE, W.M. R�T DOES NO CONSTITUTE AN APPROVAL OF PERMANENT ROAD OR SNOHOMISH COUNTY, WASH( GTON / �`� ��,. FOA+ I OES NOT DESIGN. 0 PLAN MEETING THE DOE STORM WATER MANAGEMENT MANUAL ED BY THE CITY SHALL BE SUBMITTED TO THE CITY FOR DUAL PRIOR TO ANY WORK ON THE SUE AN APPROVED COPY \ Jr y R=25'MINIMUM DUMP STRAPS EACH BE MAINTAINED ON-SITE AND BE READILY AVAILABLE TO THE ` ISPECTOR AT THEIR REQUEST. 12"MINIMUM ESC BMP'S SHOWN ON THE PLAN MOST BE INSTALLED PRIOR TO so \ � L, 7f.XPANSION RESIRN THER CLEARING AND GRADING ACiVITIES,AND IN SUCH A / -F p NYLONR AS TOENSURE THAT SEDIMENT-UDDEN WATER DOES NOT CB RIM 153.95' `� `I' `� `I' `I' V EJYLAI�O� A W Vi ':k �. \R PLACE AMOCO GEOTEXR(E 2002MT WASHERS) THE DRAINAGE SYSTEM,LEAVE THE SITE OR V70UTE - IN 12"ADS(S)149.95' APPROXIMATE LOCATION PER CASCADE FABRIC BENEATH ROCK ABLE WATER QTHE TY STANDARDS MAIHEREAVINCF,SPOR3 REPALCEMENT, V. 12"ADS(NW) 749.85' � � � ENGINEERING MAP DATED 12.�10.2004 BAG DETAIL P4CTOR UN OF THE O SC PLAN N THE RESPONSIBILITY OF THE .. ' ACTOR UNTIL ALL CONSTRUCTION N COMPLETE AND APPROVED NOTES, ADO WET WHEEL WELL `Cm' 1 `P y �,• d �, v - N 1. INSTALLATION: FAWN AREA 1 THE AREA OF THE ENTRANCE SHOULD BE CLEARED OF ALL VEGETATION,ROOTS AND OTHER SHALL BE CLEARLY FENCED OR FLAGGED IN TH OUNDARIES THE CLEARING LIMITS,SHOWN HE THE FIELD PRIOR 1 SCALE: 1" = 30' OBJECTIONABLE MAIER&THE GRAVEL SHALL BE PLACED TO THE SPECIFIED DIMENSIONS,ANY DRAINAGE `� FACILITIES REQUIRED BECAUSE OF WASHING SHOULD BE CON51RUC7ED ACCORDING TO SPECIFICATIONS!N IRTING CONSTRUCTION.NO DISTURBANCE BEYOND THE FENCED I THE PLAN. IF WASH RACKS ARE USED,THEY SHOULD BE NSTAl1E0 ACCORDING TO MANUFACTURER'S IGGED CLEARING LIMITS SHALL BE PERMITTED.THE FENCING 1 SPECIFICATIONS. R FLAGGING SFW.L BE U41NTAINED BY THE CONTRACTOR FOR a y �77/lT//TT/ ''U �' �"' •G �' "v 15' 0 39 60'2. AGGREGATE: 1"RE FOR BAG CUI IFATTON OF THE CONSTRUCTION PROJECT. / 4"TO 6"CRUSHED BALLAST ROCK wSDOT STANDARD SPECIFICATION 9-03.9(1) REMOVAL FROM INLET SC FACILITIES SHOWN ON THE PLANS ARE THE MINIMUM GARAGE "' J. ENTRANCE DIMENSIONS: !EVENTS FOR THE ANTICIPATED SITE CONSTRUCTION.DURING THE / THE AGGREGATE LAYER MUST BE AT LEAST 6 INCHES THICK. IT MUST EXTEND THE FULL WIDTH OF THE DUMP STRAP RUCTION PERIOD,THESE TESC FACILITIES SHALL BE UPGRADED o VEHICULAR INGRESS AND EGRESS AREA.THE LENGTH OF THE ENTRANCE MUST BE AT LEAST 50 FEET.TIDED TO AS NEEDED,FOR UNEXPECTED STORM EVENTS AND TO / —� 4. WASHING b h+p POW T CHANCED CONDITIONS,AS REWIRED BY THE CAR: zVTTj/TTjTj�7 T IF CONDITIONS ON THE S17E ARE SUCH TMT MOST OF THE MUD IS NOT REMOVED FROM VEHICLE TIRES 7NTRACTOR SHALL PROVIDE THE CITY A 24-HOUR EMERGENCY ��// / • ,/, 71, BY CONTACT WITH THE GRAVEL,THEN THE TIRES MUST BE WASHED BEFORE VEWLES ENTER A PUBLIC 1 PHONE NUMBER OF THE CON77UCiOR'S CERTIFIED EROSION Y /I ROAD.WASH WATER MUST BE CARRIED AWAY FROM THE ENTRANCE TO A SMLWG AREA TO REMOVE I _ DUMP STRAf X SUPERVISOR PRIOR TO STARTING CONSTRUCTION / j CB RIM i I i SEDIMENT, A WASH RACK MAY AL50 BE USED TO MAKE WASHING MORE CONVENIENT AND EFFECTIVE. -INV.8"AD,..W 150, 1' SC FACILITIES SHAIJ.8E INSPECTED DULY BY THE CONTRACROR / � � GRAY L PARKING \ / 5 HE ENTRANCE SNALL BE MAINTAINED IN A CONDITION WHICH WILL PREVENT TRACKING OR FLOW OF MUD SILtsACK AINTAINED AS NECESSARY TO ENSURE CONTINUED FUNCTION �j MODULAR / - ONTO PUBLIC RKIKIS-OF-WAY.THIS MAY REWIlE PERIODIC TOP DRESSING WITH 2-NCH STONE,AS LL ' CONORONS DE7AAND AND REPAIR AND//OR CLEAN OUT OF ANY STRUCTURES USED 1O IRAP SEDIMENT. PERATION. BUILDING / / ALL NA7ERWS SP/LIED,DROPPED,WASHED OR(RACKED FROM VEHICLES ONTO ROADWAY OR INTO STORMS DEPTH=D 7HAT _ / DRAINS MUST BE REMOVED NMEDWmY. V OCTOBER 1 AND ULC 3Q DISTURBED AREAS RING ARE TO / { GRAY L°ARK'Nc `- - 1 TEMPORARYCONSTRUCTIONENTRANCE \�It T UNWORKED FOR MORE THAN TWO(2)DAYS SHALL BE ®I IV M COVERED E MULCH,S00 OR PLASTIC COVERING. N MAY 1 AND OR MORE ER 30,DISTURBED AREAS THAT ARE TO ,/% NOT TO SCALE T UNWORKED FOR MORE 7TWV SEVEN(7)DAYS SHALL BE Y � � YE � I •3 imY COVERED BY SEEDING OR OTHER APPROVED METHODS /, /� __ ®__ NT DEPOSITS SHALL BE REMOVED FROM ALL CATCH BASINS, -��I FOUND PROP. NOTES. 2FATMENT EDIMENT POND,AND SEDIMENT TRAPS UPON / CB RIM 75 2 °1 LINE STAKE PUCE 12"OF 3/4"-1-1/2"WASHED ROCK OR PEA GRAVEL ON BOTH SIDES OF THE Z h /": " 75433 �` Q, FENCE lO CREATE A BEVEL SHAPE. NG A DEPTH OF 12 INCHES. INV 10 ADS(W) 154 23' L.J -�_.'�YI FABRIC SHALL COVER BOTTOM OF 8 x12"TRENCH AND EXTEND BEYOND THE LAM OF ERM/JNQJT RETENTION/OEIENDON FACILITY USED AS A SEPTIC - THE GRAVEL IN ORDER TO MANTAN AN EXCESS OVERLAP OF 2"MINIMUM AS SHOWN. MRY SETTLING BASIN SHALL BE MODIFIED WITH THE NECESSARY TA - GRAVEL PARKING ��--��p ITT N CONTROL MEASURES,SHALL PROVIDE ADEQUATE STORAGE CB RIM 154G5' SS TANK _ °L TER' q ,.� ry ig AND SHALL BE CLEANED OUT ENTIRELY ONCE THE SITE IS INV 72"ADS(N) 750.85' sD x ZED.IF THE PERMANENT FACILITY IS 70 ULTIMATELY FUNCTION INV. 10"ADS(E)151.25' "' 2"x4"DOUGLAS INFlLiRATR7N SYSTEM,THE FACILITY SHALL NOT BE USED AS A INV 90"ADS(S) 151.05' TRANS. o PROVIDE G3k/14"-HfM-;K1/2" FlR OR EQUAL LIRY SETTLING BASIN 3 PAD GRAVEL PARKING - z WASHED IN TRENCH AND ON BOTH SEEDING FOR TEMPORARY EROSION CONTROLS REQUIRED, • y.:. aEw aonnroN - SIC OF FILTER SURFACE� 3 CATCHBASIN/INSERT SEEDI N NG GRASSES SHALL BE APPLIED R AN REQUIRED IF 120 LBS PER ACRE '� CONC ALOW EX.WELL %FOUND PROP, NOT TO SCALE STRAW MULCH FOR TEMPORARY EROSION CONTROL IS II \—i e / SH - —� LINE STAKE 3 'ED,IT SHALL BE APPLIED AT A MINIMUM THICKNESS OF 3 • C NC.(iIRNJ• / OR 3,000 POUNDS PER ACRE. •/ 8 ^� TOCKPILES SHALL BE STABILIZED WITHIN 24 HOURS.WHEN a / ILA Y WORKING WITH THE SOIL STOCKPILE,STABIL2AIION BY 1 I• g• F` TE.S.C.LEGEND 7 COVER BAPS SHALL OCCUR AT THE END OF EACH WORK " CB RIM 15J.95' ( I I .' OPENINGS EQUAL TO SILT FENCING WIRE MESH ... ..._ROCK K ZED CONSTRUCTION ENiPoWCES SHALL BE INSTALLED AT THE 1 ✓ CHURCH BUILDING / _. USDA SIEVE SIZE 70 INV. 10 A05(N) 151.35' / FF.ELEV. 163.6' �J+° LNG OF CONSTRUCTION AND MAINTAINED FOR THE DURATION OF INV 10"ADS(E) 151.45' 1 So OJECT ADDIFIOML MEASURES MAY BE REWIRED TO INSURE / d /( / 1 —SF BF—SILT FENCE LL PAVED AREAS ARE KEPT CLEAN FOR THE DURATION OF THE 1 I / Nv i) 152.26' v SEPTIC 76' I I "VCE AND REPAIR OF TESC FACILITIES AND STRUCTURES / 4 iSL 5 / _. < )� ENb7UIG I t%{ f t� TEMPORARY C BE CONDUCTED IMMEDIAmY UPON RECOGNITION OF A —�i-.-- ss raw crtwa 4 \_ ;, ENTRANGE 'M OR WHEN THE TESL MEASURES BECOME DAIA,AGEO. ' ) COMPLETION OF THE PROJECT,ALL BMP'S SHALL BE REMOVED FOUND BOP. WALL _______\y�_______ CATCH BASIN ME PLACE AND RIGHT OF WAY. IF ION, ARE RENTS F TO LINE ST'KE I SS 'TIC GRAVEL PARKING \/ I PROTECTION IN PUCE FOR FURTHER PROTECTION,ARRANEMFfDS FOR ,' /( ,IN SHALL LE.WIDE WITH ME CITY INSPECTOR. A ADDITION �� BURY BOTTOM OF MATERIAL u — / `a / 1IYP. u IN 8"X 12"TRENCH O CLEATING LAW, RUCTIONSEQUENCE � /ss s� Ae I I 6'-0"MaX CL TO CONSTRUCTION ACTIVITIES,THE CONTRACTOR SHALL i LAWN AREA - • / TFENCEDETAIL ILE AND ATTEND PRE-CONSTRUCTION CONFERENCE WITH THE l y f 164.78 A I 2 SIL ARLINGTON INSPECTION UNIT. / —� A: PL \ m 3 NOT TO SCALE :LEA MU MULCH k/OR 1 /� V /IT.� RING LIMITS AND INSTALL SILT FENCE AS SHOWN / 6/A'y � PU5LTC COVE ROCK CONSTRUCTION ENTRANCE A/ EXISTING I I m AND GRUB ROAD AREAS,AND STOCKPILE AREAS,INSTALL DRAINFlELD J )l✓ J' `� SEDIMENT IRA AIRY EROSION CONTROL BMP's. (70 BE ABANDONED /h SED 1 PER HEALTH DISTRICT J CA/ /y WETLAND "C' g APRON AND STABILIZE ROAD WITH GRAVEL BASE COVER EXPOSED / I 5TAI4RDS) ' '.,F/ ./ gppROXIMATE LOCATION PER CASCADE ' 7 FLOW ARROW WITH MULCH,HOG FUEL OR HYDROSEED. yQ 6 ENGINEERING MAP DATED CASCADE 4 tUCT SEWER AND STORM URLIIIES.INSTALL GAS,POWER, a DfISTW ASPHALT TO BE REMOVED A SOW ONE AND CABLE UTILITIES,AS REWIRED. ( / ,;, )' AND RESTORED 70 VE$ETA110N. A2pW WTKING AREAS WITH ATB/ASPHALT AND PLACE STORM SYSTEM 1. '' CONSIRI/CTfON JU OPERATION. �\ ENTRANCE � I PER CITY COMMENTS '. SEED REMAINING EXPOSED SOILS AND STABNZE PROJECT. 'ND PRO. \ \ ( CL B �� 2 TINE 5Afl / 1 PER CITY COMMENTS STORM DRAINAGE SYSTEM AND REMOVED SEDIMENTATION N ALL I \u� ' LI 1 - 15 RCP / A REV!NO. DESCRIPTION TNT BASINS AND THE PIPES \ LAWN.ARE, 4 IE=160.53 ��7 ZE ALL DISTURBED AREAS AND REMOVE ALL TESC MEASURES l �� CL ) �( ( (,ALL TWO�2�BUSINESS DAYS sILTDIxErINrr BEFORE YOU DIG 1-800-424-5555 CUTSECTION 7 STAPLES srarLEs •� _ �� CONSTRUCTIONDRAIGNGAPPROVAL SPIT / pSP J.m 6" _ Few THE WAN SHEET-1—REVIEWED AND APPROVED PFIr THE INSIGHT ENGINEERING H. / EDGE )BENCH \\ CONDITIONS ON T T❑;E SHEET. P.O.BOX-1478 Y (425)303-9363 (425)303-936 2g'93 / EVMETT,WA 98206 � oPOINT'A' DETAILAA B ENCI EER,cln of ARu"c7oN 71' INPG@INSIGIITENGINEERINGS 1159.7 / O STAPLES A T V 15 RCP(NE) )SALTS' / f � SITE ADDRESS: 6905 172ND NE �D) / o POINT$' DATE .` SSMH RIM 15813' ,L ,� MIS APPROVAL"VALID FOR 18 MONTHS ARLINGIDN WA 98223 CTR.CHAIN. N-W-E 150.30 N T 0� /1 N 1�J TAX ACCOUNT NO.'S 31052300300900 s /1 \ D.H 1 O / O POINT a'MUST BE HIGHER 7H4N POINT"B•TO osTAPLFS SHAL e -LACED WHERE N P"20110055 / ENSURE THAT WATER FLOWS OVER THE DIKE THE UNITS OVERLAP AND'N I-E '� !f' / / 1 �s1 / AND NOT AROUND THE ENDS. DETAIL B B CENTER OF THE 7 UNIT AS Q \ SW 114,,TS�W�1114,,S�BC�23,�T�31N�„RR.(5)1 / /— R �3 / SHOWN ON THE DIAGRAMS ATOIYP.IYIGJYl CREELUTH i � EDGE Asv TRIANGUL9RSILTDIKEINSTALLATION ('3�FORRDADWA_YDITCHORDRAINAGEDITCH Dwc FnENAME DEscNED Br• DATE: SCALE pN [1 NOT TO SCALE. A�d'E,C ss 99�j2' 700507-FINALD., S.ROSE 12 T7 20f0 1"=40' GGE os i NOTE.- 1. / A CERTIFIED EROSION CONTROL SPECIALIST SHALL BE REQUIRED TO MONITOR THE PROJECT SITE THE EROSION CONTROL SPECML157 FOR THIS PROJECT SITE IS TESC PLAN CI?YOFARLINGTON 2'COMPACTED DEPTH HMA 112'PG 64-22 STORM DRAINAGE NOTES: SW 114,SW 114,SEC.23,T"31N,,RSE,, W.M. ASPHALT CONCRETE 1. ALL S70RM DRAINAGE IMPROVEMENTS SHALL BE CONSTRUCTED IN ACCORDANCE WITH # 4"CRUSHED SURFACING TOP COURSE THESE APPROVED PLANS AND CITY STANDARDS AND SPECIFICATIONS.ANY DE1M77ON SNOHOMISH COUNTY, WASHINGTON 6 CRUSHED SURFACING BASE COURSE FROM THESE PLANS WILL REQUIRE PRIOR APPROVAL FROM THE OWNER,THE Cltt \�, y �, �, \v \L� \v # IF NEEDED ENGINEER,AND OTHER APPROPRIATE PUBLIC AGENCIES. 2. ALL PIPE MATERIALS SHALL MEET THE REDUIREMENTS OF THE CITY STANDARDS AND �, �, �, �, �, �, o x �' u,E"`••'`" t"u'c% SPECIFICATIONS.ACCEPTABLE STORM DRAINAGE PIPE MATERIALS INCLUDE CONCRETE PVC HDPE AND DUCTILE IRON.CORRUGATED METAL PIPES(GALVANIZED ALUMINUM OR 5TEELJ ARE NOT ACCEPTED BY THE CITY.ALL PIPE JOINTS MUST HAVE GASKEn AND SHALL BE WATER TIGHT UNLESS OTHERWISE DIRECTED BY THE CITY `I•o ^1�' ^ SIDEWALK FINISH GRW J. PIPE BEDDING MATERLAL SHALL BE 318-INCH MINUS PEA GRAVEL FOR ALL PIPE TYPES, CB RIM 153.15' �' `L' `L' `I' WEJL„I�'�'H `L' `I' ' `✓ `V COMPACTED SUBGRADE EXCEPT DUCTILE IRON.BEDDING MATEERIAL FOR DUCTILE IRON PIPE SHALL MEET THE INV 12 ADS(S) 149.95' APPROXIMATE LOCATION PER CASCADE REQUIREMENTS OF THE CVS STANDARDS AND IIICIFlDATION$(CHAPTER 4). INV. 12"ADS(NW) 149.85' 2 PARKING PANG SECTION y .1r ENGINEERING MA?DATED 12.y0.2004 �- .L I 4. ALL TRENCH O AT L L IN AREAS OF PAVEMENT OR STRUCTURAL LOADING SHALL BE MAIN Dl4 X 6'TEE Nis COMPACTED TO AT LEAST 95R OF THE MAXIMUM DRY DENSITY.ALL OTHER AREAS SHALL (SEE NOTE 1) '^ 4 BE COMPACTED TO AT LEAST 90%OF MAXIMUM DRY DENSITY. q, ' .,L. 6"SIDE SEWER STUB I 8'MANHOLE BUILT UP 5. ALL PIPE SHALL BE PLACED ON STABLE EARTH.IF IN THE OPINION OF THE CITY LAWN AREA MIN 1R SLOPE I CONCRETE CHANNEL INSPECTOR,THE EXISTING TRENCH FOUNDATION 15 UNSATISFACTORY,THEN IT SHALL BE 1 y y I• THIRD SIDE SEWER DIVIDERS EXCAVATED BELOW GRADE AND EA WITH GRAVEL BEDDING MATFRW.TO SUPPORT { \� - - - - - �- IF THERE IS NO THE PIPE. 6"MIN 7T/177�7T/ W W L" l 6"TEST TEE WITH PLUG(REQUIRED TFIRU CHANNEL DIVIDERS 8. LOT DRAINAGE SYSTEMS,STUB-OUTS AND ANY DRAINS BEHIND THE SIDEWALK MUST BE 6"MIN J 0.5R-2.0R INSTALLED AS REQUIRED PRIOR TO SIDEWALK CONSTRUCTION.STUB-OUTS SHALL BE / �j \ SEWER MAIN IF THE SEWER MAIN IS EXISTING APPROVED WATER TIGHT DMDERS 1 _ SLOPE -wcR MARKED WITH A 2x4 WITH J FEET VISIBLE ABOVE GRADE AND MARKED STORM.LOCATION o GARAGE `li`_� W SEE NOTE 5) PLUG -- -'- d DE$•,_ AND DEPTH OF THESE INSTALLATIONS SHALL BE SHOWN ON THE AS-BUILT PUNS / NOTES. S/Df SEWER ( \ SIDE SEWER _ SUBMITTED TO THE CITY. / _ t 1. AT THE C0NNEC77ON TO THE SEWER MAIN A MAIN DOA.X 6'TEE IS REQUIRED FOR NEW SEWER NUNS AND A ROMAC 6. ALL CATCH BASINS SHALL BE TYPE 1 UNLESS OTHERWISE SHOWN ON THE PLANS AND /lU • TAPPING TU OR CORE DRILLED INSERT A TEE REQUIRED FOR AN EXISTING SEWER MAIN. 5R'� APPROVED BY THE CITY,THE USE AND INSTALLATION OF INLETS IS D15COURACEO. Pj� ®® 2. 2x4 PRESSURE TREATED MARKER POST SHALL BE PAINTED WHI7E WITH BLACK LETTERS'SEWER LOT/INVERT DEPTH', � '. PLAN 1. ALL CATCH BASINS WITH A DEPTH OF 5 FEET(RIM TO INVERT)OR GREATER SHALL BE Vi ._ I 1�,\ TYPE 2 CATCH BASINS EQUIPPED WRH 3/4-INCH DMMETER SAFET)'MANHOLE STEPS OR �'j I \ J. 12 GAUGE WIRE SHALL BE CONNECTED TO PIPE AT INVERT AND WRAPPED AROUND MARKER POST. A MANHOLE LADDER PER Cltt STANDARD DETAILS. 4. DETECTOR TAPE REQUIRED FROM SEWER MAIN TO MARKER POST. ANN�Nfl' I'AT10N " 48'7)P OR 11 SOLID COVER SHALL BE MARKED RAIN.ALL AID BASINS AND MANHOLES SHALL BE I GRAV L PARKING :, RIM 7 7' 1 ~ 8. ALL GRATES SHALL BE MARKED'QUTFA4 TO STREAM-DUMP NO POLLUTANTS.ALL �I .IN'J.8 ADS W 150 7 5. TEST TEE SHALL BE INSTALLED AT THE SEWER MAIN WHEN A SIDE SEWER IS CONNECTED TO AN EXISTING SEWER MAIN. SEWER MANHOLE EQUIPPED WITH LOCKING FRAMES'AND LIDS OR GRATES PER CITY STANDARD DETAILS. �j MODULAR j/^+ I SIDE SEWER STUB 3 ONITORING MANHOLE BUILDING NTS PER STD C.O.A.DTI_55-130 9. ALL GRATES LOCATED IN THE GUTTER FLOW LINE(INLET AND CATCH BASIN)SHALL BE G / SS-090 DEPRESSED 0.1 FOOT BELOW PAVEMENT LEVEL. % ^ LF� 10. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ADJUSTING ALL MANHOLE INLET AND GRAVEL PARKING CATCH BASIN FRAMES AND GRATES/COVERS TO GRADE JUST PRIOR TO CURB - \ INSTALLATION AND/PAVING. III 11. ALL REIENT&DETENDON FACILITIES SHALL BE INSTALLED AND IN l7PERATI0N PRK1R T0, / __ p' OR IN CONJUNCTION WITH,ALL CONSTRUCTION ACTIVITY,UNLESS OTHERWISE APPROVED /� ,� I %FOUND PROP BY THE CITY. � (� LINE STAKE SEE CB IM 156.23" I ,o �I 12. DETEMION/RETENTION PONDS WITH SIDE SLOPES STEEPER THAN 3:1 OR WITH A y INV 8 ITS N 154.33 I\_/I /" MAXIMUM WATER DEPTH GREATER THAN 3 FEET SHALL BE ENCLOSED WITH A VINYL J INV. 10"ADS W)154.23' COATED CHAIN LINK FENCE. - (I SEPTIC 12. BIO-FILTRATION SWALES AND/OR FILTER STRIPS SHALL BE CONSTRUCTED,BEDDED OR TAfEpTIC GRAVEL PARKING }I t SEEDED AND IN OPERATION PRIOR 70,OR SODDED IN CONJUNCTION WITH,ASPHALT - x ,- PAVING.THE VEGETATION IN THE BIO-SWALE MUST BE WELL ESTABLISHED BEFORE CB RIM 154.05' S TANK PROM ROOF DRAIN PAVING BEGINS. INV 72"ADS(N)150.85' SD - INV. 10"ADS(E 151.25' - 13. STORM WATER RETEMION/OETENTION FACILITIES STORM DRAINAGE PIPE AND CATCH INV. 10"ADS(5) 157.05' WipQ�S. GRAVEL PARKING ' - BASINS SHALL BE FLUSHEED AND CLEANED BY THE DEVELOPER PRIOR TO THE CITY'S 2 -- ACCEPTANCE OF THE PROJECT 14. WHEN INFILTRATION FACIL177ES ARE CONSTRUCTED,COMPACTION OF SOIL IS NOT ALLOWED, 1 18O / EXISTING GRADE AS THE DESIGN IS BASED ON NATURAL SOIL IN THE ORIGINAL-LOCATION.VEHICLES SHALL w y CONC NEW ADDITION 1 P O¢OF PIPE NOT BE DRIVEN OVER THE INFILTRATION AREA DURING CONSTRUCTION. "a f 1 / EX WELL y \ %FOUND PROP. 15. IF THE CONTRACTOR ENCOUNTERS GROUNDWATER OR SOIL CONDITIONS DIFFERENT FROM { L-x-� •,, / SH LINE STAKE THAT SHOWN IN THE PLANS DURING INFILTRATION SYSTEM INSTALLATION,THE c _ CONTRACTOR SHALL NOTIFY THE CITY INSPECTOR. CITY OFARLINGTON I �J+• �`-' SEWER SYSTEM CONSTRUCTIONNOTW: o c^ Q 1. ALL WORK SHALL BE IN ACCORDANCE WITH THE APPROVED PUNS,ANA CURRENT EDI71ON OF THE CITY OF ARLINGTON STANDARDS AND SPECIFICATIONS.ANY CHANGES TO CB RIM 153 95' I r; CHURCH BUILDING THE DESIGN REQUIRES Cltt APPROVAL INV 10 ADS N 151 35 rj F.F.ELEV. 16J 6' INV 10"ADS(E 157.45' I` SD RIM i 7' INv. 10 ADs w 1s2zs CCOONNNECTT NEW�� SCALE: 1" = 30' 2. ALL M47ER14LS SHALL CONFORM TO THE CITY OF ARLINGTON STANDARDS AND / 70 �-' SPECIFICATIONS AND THE MATERIAL SUBMITTALS SHALL BE APPROVED BY THE Cltt \ E TIC INV 4"(5)152J6' BEFORE SCHEDULING THE PRECONSMC71ON CONFERENCE AND BEFORE THE MATERIALS \ TANK / INV 4"(E)152.36' ROOF DRAIN PIPING ,o^ONC �p'i / ARE DELIVERED TO THE JOB SITE.ONCE THE MATERALS ARE DELIVERED TO THE JOB / NOTE J S5 INV 4"(SE) I52.56' SYSTEM / • E MANUFACTURED TO MEET T E REQUIREMENTS OFITE THE INSPECTOR MOF ARLI CTON STANDARDS 1NE IF THE MA RAND SPECIFICATIONS BEFORE / / �l1//�/ / �17 IS II 30 bO iTSLf 8"P S-D"0T62FT N 1O287. THE MATERIALS CAN BE INSTALLED. / A 0774. o/� IE.FOUND JRPOP. / WALL ,. :• \ .,� RI 116 8"oM 3. ALL SEWER MAINS AND SIDE SEWER STUBS SHALL BE FIELD STAKED FOR GRADES AND LINE S7'KE SS / SS / SEPTIC NEW '•:.' GRAVEL PARKING � 1 \ ALIGNMENT BY A SURVEYOR PRIOR 70 CONSTRUCTION.THE CONSTUCTION STAKES MUST / / TANK AWIIfON 150 --- -------}- ------------ ---------- ---- SHOW THE STA710N AND OFFSET TO THE ALIGNMENT \ // / (�) Z { SS 1 \ l I SEX O/^\{`I' { `� E.f0742.96 Oil 4. THE CITY OF ARLINGT0N WASTEWATER DIVISION SHALL BE NOTIFIED A MINIMUM OF 48 1 SS SS NOTE 3 16 O O / { { HOURS IN ADVANCE OF A TAP OR CONNECTION TO AN EXISTINO SANITARY SEWER MAIN. / l RIM:i5Z54 THE INSPECTOR SHALL BE PRESENT AT THE TIME OF THE TAP OR CONNECTION. / CONNECT To o IE:150.55 8'IN LAWN AREA EXISTING OUTU7 SSMjf#2 ° ' 164.7E l I E. I50.65 8"OUT 5. GRIVItt SEWERS INCLUDING SIDE SEWERS,WITH 5 TO 14 FEET OF COVER SHALL BE / --.I PVC VA D 3054 SDR 35 GRAVITY SEWER MAINS WITH LESS IHAN 5 FEET OR GREATER THAN 14 FEET OF COVER SHALL BE DUCTILE IRON PIPE CLASS 52,OR C-900 / // ! 4• / { PVC.IF DUCTILE IRON PIPE IS USED FOR SEWER,THE PIPE INTERIOR SHALL BE EPDXY COATED(NOT CEMENT-LINED). \ ? PR(SPOS D PARKING/ W { EXISTING I V NGPA BOUNDARY DRAINFIFLD { ''� l P b •� 6. PRE-CASE MANHOLES SHALL MEET THE REQUIREMENTS OF ASTM C-478.JOINTS SHALL �• p II^^ BE RUBBER GASKETED AND GROUTED BOTH INSIDE AND OUTSIDE OF THE MANHOLE PER / (7G BE A84ND0Nm I / VVE 7I AND CRY OF MLINGTON STANDARDS AND SPECIFICATIONS.ALL LIFT HOLES CUT THROUGH THE { PER HEALTH DISTRICT /' �/J WALLS OF THE MANHOLE SHALL BE GROUTED FROM THE INSIDE AND OUTSIDE OF THE / { STANDARDS) 1 APPRO%IMA _ADON PER CASCADE PROPOSED TYPE 1 '-! MANHOLE TO BE WATERTIGHT,ADDITIONAL WATERPROOFING MAY BE REQUIRED. 6 =NGINEER ,-n DATED 123U.2On4 NGPA SIGN O 1' garp�� \ w 100LF0.C.(TYP,) - Z SIDE SEWER SERVICES SHALL BE PVC ASTM D 3034 SOR 35 WITH FLEXIBLE GASKETED l l PROPOSED 8"PVC ( .a t A•` j L' / 10+00 71+00 JOINTS.SIDE SEWER CONNECTIONS VVALL BE MADE BY A TAP TO AN EXISTING MAIN OR \ SEWER O 1R MIN. K / / A TEE FROM A NEW MAIN CONNECTED ABOVE THE SPRING LINE OF THE PIPE WYES ARE - PRdPaSEEEO DRAINAGE PATTERN "I / NOT ALLOWED ON LINES 8"OR URGER.SIDE SEWERS CAN NOT BE INSTALLED UNDER ( �C ? EXISTING STORM SYSTEM / SEWER PROFILE' DRIVEWAYS UNLESS APPROVED BY THE CITY INSPECTOR. \ \ r )TO x HORIZ.SCALE: 8. ALL SEWER PIPE SHALL BE INSTALLED WITH A CONTINUOUS TRACER TAPE 24'-48' FOUND PROP. \ \ ( 0 W' �' VERT SCALE:I"-3 UNDER THE PROPOSED FINISHED SUBGR?A OR AS DIRECTED BY THE CITY INSPECTOR, LINE STAKE ,>, X 1 15"pup / THE MARKER SNAIL BE PLASiICg NON-BIODEGRADABLE METAL CORE AND DETECTABLE, \ `� LAWN {L nC.53' WITH BACKING MARKED"SEWER. 111 I \ AREA /\ 1R j ; CALL TWO(2)BUSINESS DAYS 9. SIDE SEWERS SHALL BE INSTALLED BY THE DEVELOPER AND COORDINATED FOR S \\ // / _ G�- -i / BEFORE YOUDIG 1-800-424-5555 CLEARANCE WITH POWER,GAS,TELEPHONE CABLE AND OTHER UTILRIES.SIDE SEWERS \ \ \ \ SHALL BE A MINIMUM OF 10 FEET BEYOND PROPERTY'LINES AJND 5'BEYOND ANY Q EASEMENT. To. THE SEWER PIPE SIMLL BE INSTALLED STARTING FROM DOWNSTREAM OF THE POINT OF I� I� \� { / / CONSTRUCTIONDRAWINGAPPROVAL CONNECTION ON THE EXISTING SEWER OR FROM A DESIGNATED STARTING POINT.THE 15'CULVERT _ / ,/ INSIGHT fN01Nf�RiNO CO. SEWER PIPE SHALL BE INSTALLED WITH THE BELL END UPSTREAM. IIOLF l :O157.0 \\ / \ [.�E SPN //A,,A:t6 THE PLAN SHE T HASNDI IBEENONS ON,IEMEDTA S��PO��THE P.O.BMX-1478 11. ADEQUATE TRENCH SHEETING AND/OR SHORING SHALL BE PROVIDED BY THE IE OUT,158.87 -/ SIGN \ / EDGE / CONTRACTOR AS REQUIRED BY OSHA AND WISHA. `t 15"RCP / EVERETT,WA 98206 \ IE=156.93' / / BY_1x _ (425)303-9363 (425)303-9362 FAX \ 3 / - / CITY ENGINEER,Cltt OF ARUNG 12. TO PREVENT WATER OR DEBRIS FROM DISCHARGING INTO THE CITY'S ION TING SEWER 7N -, 161 71 i� - y INF0@INSIGI3'EENGINCBRINGNEC SYSTEM,THE CONTRACTOR SHALL INSTALL A PLUG IN THE CONNECTION MANHOLE OR AS \\ e !NV IS 159I5 �' / 1 DIRECTED BY THE CITY INSPECTOR.THE PLUG SHALL NOT BE REMOVED UNTIL THE SSMfI# / INV. 15"RCP(NE 1,9. - DATE 6, SIZE ADDRESS: ARLA TON, NE SEWER IS ACCEPTED BY THE CITY. \ {� '` �x THIS APPROVAL LID 1B S ARUNGTON,WA 9812J SSMH RIM 158.13' �+ / yp00 ZS/ , t t1�s 1` - / iN(ACCOUNT N0.'S: 3I052300300900 13, ALL SEWER LINES SHALL MAINTAIN A MINIMUM OF 10 FEET HORIZONTAL CLEARANCE AND CTR.CNAN. N-W-E 150.30 Z�..- N V j 11 A MINIMUM OF 18 INCHES VERTICAL CLEARANCE FROM WATER LINES.SEE STANDARDS V AND SPECIFICATIONS FOR ADDITIONAL REQUIREMENTS AND ALTERNATNES• \ i/ 5 �IXTEND 15"RCP / 1 / S 4.51E O 4.ZR pAtcN SS 4 IF*158.7J t�cu y. PWD20110055 14. PIPE BEDDING SHALL BE IN ACCORDANCE WITH THE CITY OF ARLINGTON STANDARD AND i v WSD01 STANDARD SPECIFICATIONS.3/8-INCH MINUS M4NUFAC7URE0 CLEAN TAP GRAVEL \\ / / / - 1 y P OF Hf'9 $W I/¢,$W 1/4,SEC.23,T.3IN,R.SE,W.M. IS THE REQUIRED BEDDING MATERAL.ALL PIPE SHALL BE LAID ON A PROPERLY PREPARED FOUNDATION.THIS SHALL INCLUDE NECESSARY LEVfUNG OF THE TRENCH / J +�y BOTTOM OR THE TOP OF THE FOUNDATION MATERMJS AS WELL AS PLACEMENT AND i pSPN (AQ / NOTE: ATONEMENT FREE LIITI�RAN COMPACTION OF REQUIRED BEDDING MATERIAL TO UNIFORM GRADE SO THAT THE ENTIRE /��' EDGE / alp -'� 1. THIS PROJECT IS EXEMPT FROM DETENTION AND WATER OUALM LENGTH OF THE PIPE WILL BE SUPPORTED BY A UNIFORMLY DENSE UNYIELDING 34M DWG FILENAME DESIGNED Bri DATE: SCALE JOB NO.: 2. THE PROPOSED DRIVEWAY PARKING ARE1 DRAINAGE SHALL BE --- 4 364g8 y / s e f00507-FNALD. S.ROSE 12172010 1"-a0' ]Q�522 15. THE CONTRACTOR SHALL COMPACT TRENCH BACIPILL WITHIN THE CITY RIGHT-OF-WAY TO / i/' EDGE PSPH• / ENTRANCE TOWARDS THE NISTING CATCH BASIN AT THE ACCESS s LE A ION SHEET AT LE49 90%MAXIMUM DRY DENSITY FROM THE BOTTOM OF THE TRENCH TO A DEPTH / 2 PER CRY COMMENTS SJR 11-07-2011 I)Z MC ROAD,DRAINAGE C4 OF 3'BELOW THE SURFACE THE TRENCH BACKFILL MUST BE COMPACTED TO AT LEAST / / 3. EXISTING 3 SEPTIC SYSTEMS SHALL BE DECOMMISSIONED IN 95R MAXIMUM DENSITY WITHIN 3'OF THE SURFACE ASPHALT MUST BE COMPACTED TO 19, / / ACCORDANCE WITH AMC 13.08.160,WAC 246-272-1850I,AND MEET THE REQUIREMENTS ON THE PLANS. ALL COMPACTION TESTS ARE AT THE / HEALTH DISTRICT STANDARDS.PROVIDE DOCUMENTATION OF 1 PER C/IY COMMENTS SJR OB-27-2011 AND UTILTTYPLAN Of DEVELOPER'S EXPENSE / / DECOMMISSIONING. REV.NO. 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CD 'J ON n a- w .6 � R p Z O = (D 2 O w ri _� 3 O 0 :. w b o � bG (r4 � .O-r� rig W (D Al W Z3, - A rn =' = fv w w v n 'C o0 oti o w ti 0 C m D Z7 Z7 v C cD O p N cs v (D p w w O D C CD cb ' C n 4 v R A w <DD h' 1 (D w p C'n CA (IQ [D < CD TOT r:LM • D CD � fn zy N C CD cr .. a m = N O n � D o p `o° W o o (D O (D cn o' (Q C n ro N a r CD C fD m m U < r o m o a w n O C SAD rt iU .�-• ru rwi 4j � N � lD CL Ua cD N �_ co CD n_ W 7 a r N N n OCD N Ca o N 1 O n 3 (D C7 O 238 N. Olympic Ave Arlington, WA 98223 REVIEW COMMENT FORM (360) 403-3500 Project Name: Atonement Free Lutheran Church Permit No.: PWD20110055 Review Date: 10/27/2011 Contact: Amy Rusko Phone No.: (306) 403-3550 Review Phase: 2rd Round Civil- Report Date: 10/11/2011 Revised Reviewing Dept.: Engineering Applicant: Insight Engineering DWG Issue Date: 10/14/2011 # Rev. Dwg. or Add'I Ref. Comment Response/Resolution City Spec. Ref. Checkoff 2• ES C1 Vertical datum shown as NAVD88 but also shown horizontal datum as NAD83. Requirement of as builts is to provide CAD files in these datums. Per our email communication horizontal datum will be provided along with as-builts. 2rd: Cover sheet needs to state vertical and horizontal datum. Currently only horizontal is shown. 3- ES General Show permit number on all plan sheets as Done on all Sheets. PWD2011 2rd: Please label ail plan sheets as PWD20110055. 5- ES C3 Plan The parkuig lot will be graded to the center and then drain Silt dikes have been removed. to the existing swale on 172nd. No BMP's are shown to Silt fence added to the south side is enough to address this runoff. Please revise accorduigly. control erosion since the area of disturbance is minimal. 2,d: Erosion control measures need to be onsite so that no silt laden water will leave the site. The silt dikes are shown offsite in the public ROW. Please revise accordingly. To expedite the next approval, send me a sketch of what you propose ahead of the resubmittal. 6. ES C4 Plan Roof drains from addition don't appear to be connected to Intent was to connect tot eh existing roof drain. We anything. Please show how this will be addressed. have shown and called out on the revised plan. 2 A: Roof leader connections are not shown for southern addition. Please add to plan or indicate how roof drainage will be addressed. 14• FR C4 Existing 4 septic systems shall be decommissioned in There are only 3 existing septic system. We verified accordance with AMC 13-08.160,WAC 246-272-18501, it with the Health District and revised the notes- and Health District standards. Provide documentation of decommissioning. Page 1 of 2 238 N. Olympic Ave Arlington, WA 98223 REVIEW COMMENT FORM (360)403-3500 Project Name: Atonement Free Lutheran Church Permit No.: PWD20110055 Review Date: 1 0127/2 0 1 1 Contact: Amy Rusko Phone No.: (306)403-3550 Review Phase: 2A Round Civil- Report Date: 10/11/2011 Revised Reviewing Dept.: Engineering Applicant: Insight Engineering DWG Issue Date: 10/14/2011 # Rev. Dwg. or Add'I Ref. Comment FResponse/Resolution City Spec, Ref. Check off 2" : Please show all 4 septic systems onsite. Currently only 3 are shown. 15. RS General Sewer connection and side sewer estimated fees for this Ok. project are S33,888.00 based on four(4)ERU. Final fees are figured at the time of building permit submittal.Please call Reta at 360-403-3524 with any questions. 16. MW C4 Show the location of the existing well Yes and is called out on revised plan. 2"d: Is this the area labeled"shed"on the plan? 21. AR General 8/15/11 -Approved Traffic Mitigation for this addition is Ok. 2.5 trips at$3,355.00 each equaling$8,387.50 23. AR General Performance Bond for TESL is required prior to Site Civil Ok. issuance in the amount of$6682.40. Please contact Amy Rusko for further information 360-403-3550. 24. AR General Resubmittal Requirements-4 full size plan sets,2 revised Ok. Drainage Reports and 2 O&M Manuals. 2"d: Make changes to plan and resubmit 2 full size plan sets for signature, along with responses to comments as an efile. 25 ES Cl 2"d: Show new addition outlines heavier to increase Done. contrast,and label as "new addition". CC: File:Documentl Page 2 of 2 CE INSIGHT ENGINEERING CO. STORMWATER SITE PLAN For ATONEMENT FREE LUTHERAN Prepared for City of Arlington 1812 Main Street, PO Box 257 Lake Stevens,WA 98258-0257 425-377-3222 Owner: Contact: Atonement Free Lutheran Steve Butterfield, 6905 172°d NE TGBA Architects Arlington, WA 98223 21911 76th Ave W. Suite 210, Edmonds, WA 98026 425.778.1530 Project Site Location: 6905 172"d NE Arlington, WA 98223 IECO Project: 10-0522 Certified Erosion and Sedimentation Control Lead: To be named by contractor Stormwater Site Plan Prepared By: Santhosh J. Moolayil, BSCE Stormwater Site Plan Preparation Date: 1s R• Ir April 28, 2011 Approximate Construction Date: �� z td February 1, 2011 wa 36499 t�q GISTV, sr'QVAL P.O Box 1478 • Everett, WA 98206 • P: 425.303.9363 F: 425.303.9362 • info@insightengineering.net TABLE OF CONTENTS SECTION I - PROJECT OVERVIEW SECTION II - EXISTING CONDITIONS SUMMARY SECTION III - OFF-SITE ANALYSIS SECTION IV - MINIMUM REQUIREMENTS SUMMARY SECTION V - STORMWATER CONTROL PLAN SECTION VI - STORMWATER POLLUTION PREVENTION PLAN SECTION VII - SPECIAL REPORTS AND STUDIES SECTION VIII - OTHER PERMITS SECTION IX - OPERATION AND MAINTENANCE MANUAL 1. PROJECT OVERVIEW The proposed project Atonement Free Lutheran is located at 6905 172nd St NE in the City of Arlington, Washington. More generally, the site is located in Section 23, Township 31 North, and Range 5 East of the Willamette Meridian in Snohomish County, Washington. Please refer to the Vicinity Map attached in the next page for more details. The project site is currently developed with a church building, a modular building, a garage and gravel parking areas. The majority of the site slope towards the west. Per SCC survey of Snohomish County, the project site contains Norma Loam that have a hydrologic classification of Type "C". Please refer to the soils map and descriptions attached later in this report for more details. The project development area contains approximately 3.61 acres. There are two wetlands located within the site. Wetland "A" to the north and Wetland "C" to the southeast. These wetlands will remain undisturbed. The proposal is to expand the church building and the parking at the access area along with a concrete sidewalk. The access to the site will be from Sisco Heights Road (SR 531). The project is exempt for Detention and Water Quality. See Section 5 for more details. VICINITY MAP 0 ~ 3 P U � Q D - - - - "' T r`� �� :2 Q F RBEGR FL I HARRIER DR LOST ct LLI Z I O �pOpa LO Q _ Ov S� m A cZ AV 6905 COWDOR 0R 172ND I ST %L A, Z ----------I------------- ------------------------- '�~' m 168TH 168TH ST NE ST NE I .t ¢ w RD z 02002 Thomas Bros.Maps PHOTO TAKEN FROM THE 2002 THOMAS BROTHERS°GUIDE CD-ROM FIGURE 1. VICINITY MAP EB Atonement Free Lutheran Arlington, WA 98223 INSIGHT ENGINEERING CO. P.O Box 1478 • Everett, WA 98206 • SCALE: DATE: 6/8/11 JOB#: 10-0522 1"=1,222' P: 425.303.9363 F: 425.303.9362 FILE NAME: info@insightengineering.net BY: BRK 10-0522/Doc/TIR-4-28-11 2. EXISTING CONDITIONS SUMMARY The proposed project Atonement Free Lutheran is located at 6905 172nd St NE in the City of Arlington, Washington. More generally, the site is located in Section 23, Township 31 North, and Range 5 East of the Willamette Meridian in Snohomish County, Washington. The project site is currently developed with a church building, a modular building, a garage and gravel parking areas. The majority of the site slope towards the west. Per SCC survey of Snohomish County, the project site contains Norma Loam that have a hydrologic classification of Type "C". SOIL MAP SOILS LEGEND 30- Lynnwood loamy sand,0 to 3 percent slopes. SITE SOIL MAP Atonement Free Lutheran a7c) Arlington, WA 98223 INSIGHT ENGINEERING CO. P.O Box 1478 • Everett, WA 98206 . SCALE: DATE: 6/8/11 JOB#: 10-0522 NONE P: 425.303.9363 F: 425.303.9362 FILE NAME: info@insightengineering.net BY: SJM 10-0522/Doc/TIR-4-28-11 3. OFFSITE ANALYSIS A site reconnaissance was performed by Brian R. Kalab, PE, on 10ffi February 2011, to verify the downstream flow paths and observe any drainage problems downstream of the site. The weather varied between sunny and overcast with a temperature of around 52 degrees. The project site is currently developed with a church building, a modular building, a garage and gravel parking areas. No visible on-site drainage problems were observed at the time of field investigations. Upstream Analysis Based on the site reconnaissance and the topographic survey of the area, the upstream flow entering the property is discharged into the wetlands on-site. This will not affect any development areas. Downstream Analysis The entire site drains to the west to the existing storm system on the west. It then drains to the North via a combined 10", 12" ADS pipes and catch basins along the west property line. It heads to the northwest and eventually ends up in the Wetland "A". This is where the downstream observations were stopped. No existing problems were observed, and no potential problems could be deduced at the time of the site visit. 4. 2005 DOE Minimum Requirements Summary MR: Minimum Requirement SWPPP: Stormwater Pollution Prevention Plan MR#1 Preparation of Stormwater Site Plan: This report follows Stormwater Site Plan requirements. MR#2 Construction of Stormwater Pollution Prevention (SWPPP): A SWPPP has been included with this report. MR#3 Source Control of Pollution: Onsite BMP's will be used to minimize the source of sediment. MR#4 Preservation of Natural Drainage Systems and outfalls: The proposal will not affect the existing drainage pattern. MR#5 Onsite Stormwater Management: Drainage will be directed to the existing storm system to the south. MR#6 Runoff Treatment: The project is exempt for water quality. MR#7 Flow Control: The project is exempt for detention. MR#8 Wetlands protection: There are two existing wetlands onsite that will remain undisturbed and protected. MR#9 Basins/Watershed Planning: There are currently no Basin or Watershed Plan requirements in the city of Arlington. MR#10 Operation and Maintenance: The operation and maintenance manual is located in section 9 of this report. 5. STORMWATER CONTROL PLAN The project development area contains approximately 3.61 acres. There are two wetlands located within the site. Wetland "A" to the north and Wetland"C" to the southeast. These wetlands will remain undisturbed. The proposal is to expand the church building and the parking at the access area along with a concrete sidewalk. The access to the site will be from Sisco Heights Road (SR 531). Page 2-32 of the 2005 DOE describes the flow control requirements by the threshold area. As per the above section, the project site will be exempted for detention if the peak discharge increase for the 100-yr/24hr developed site is less than 0.1 cfs, if the new effective impervious area is less than 10,000 SF and if the project coverts 3/ acres or more of native vegetation to lawn. This site increases the peak flow by 0.03 cfs only and the proposed new impervious area will be 6,708 SF(<10,000 SF). No native vegetation will be converted to lawn. Also, it appears to be no adverse impacts on the existing drainage features as per the downstream analysis described in section 3. Therefore, the project is exempted for detention. The proposed development adds 3,586 SF of new pollution generating impervious surface which is less than the threshold of 5,000 SF. Therefore the project is exempt for water quality. DRAINAGE CALCULATIONS EXISTING SITE Total area of analysis = 3.16 Acres (The area does not include wetlands on-site) Total Impervious area = 1.21 Acres Total Pervious Area = 1.95 Acres 100 yr peak Q =1.8921 cfs (see next pages for peak flow calculation) DEVELOPED SITE (DV): Total area of analysis = 3.16 Acres (The area does not include wetlands on-site) Total Impervious area = 1.31 Acres Total Pervious Area = 1.85 Acres 100 yr peak Q =1.9215 cfs (see next page for peak flow calculation) Peak Discharge increase = 1.9215 — 1.8921 = 0.03 < 0.1 cfs The peak discharge increase for the 100-yr/24hr developed site is less than 0.1 cfs. Therefore, the site is exempted for detention. CONVEYANCE ANALYSIS: The downstream drainage consists of 12-inch pipe system and there is no known downstream problems exist. A 12-inch pipe can carry 3 cfs with a minimum slope of 0.5%. The 100-yr developed peak flow for the project site is 1.9215 cfs and the proposed pipe size is 12-inches. Therefore the proposed and downstream system appears to be adequate to convey the developed flow rate. 6. STORMWATER POLLUTION PREVENTION PLAN Refer to the following pages for the SWPPP. 7. SPECIAL REPORT AND STUDIES None required. 8. OTHER PERMITS Right-of-Way is required from the City of Arlington 9. OPERATION AND MAINTENANCE MANUAL N/A GTC Gibson Traffic Consultants 2802 Wetmore Avenue Suite 220 Everett, WA 98201 425.339.8266 Atonement Free Lutheran Church Traffic Impact Analysis Prepared for: John Furstenwerth Submitted to: City of Arlington May 2011 RECEIVED JUN 16 2011 "$ RE42322.�� F COA PERMIT CENTER ` o 'AL ?1,NL-�'D11003`{ GTC#11-032 Atonement Free Lutheran Church Traffic Impact Analysis TABLE OF CONTENTS 1. DEVELOPMENT IDENTIFICATION................................................................................... 1 2. METHODOLOGY.................................................................................................................. 1 2.1 General........................................................................................................................... 1 2.2 Scope of Analysis........................................................................................................... 3 3. TRIP GENERATION.............................................................................................................. 3 4. TRIP DISTRIBUTION...........................................................................................................4 5. ACCESS ANALYSIS............................................................................................................. 7 5.1 Access Spacing. ............................................................................................................. 7 5.2 Collision Analysis.......................................................................................................... 7 5.3 Channelization Analysis................................................................................................. 8 5.4 Sight Distance Analysis.................................................................................................. 8 6. TRAFFIC MITIGATION FEES ............................................................................................. 9 6.1 City of Arlington............................................................................................................ 9 6.2 Snohomish County......................................................................................................... 9 6.3 Washington State Department of Transportation........................................................... 9 7. CONCLUSIONS................................................................................................................... 10 LIST OF FIGURES Figure1: Site Vicinity Map...........................................................................................................2 Figure 2A: Development Trip Distribution AM Peak-Hour......................................................... 5 Figure 213: Development Trip Distribution PM Peak-Hour........................................................... 6 LIST OF TABLES Table 1: Weekday Trip Generation Summary................................................................................4 Table 2: 3-Year Collision Rate and Frequency—January 1, 2007 to December 31, 2009 ........... 8 ATTACHMENTS Trip Generation Calculations......................................................................................................... A CollisionData.................................................................................................................................B Gibson Traffic Consultants May 2011 GTC #11-032 i Atonement Free Lutheran Church Traffic Impact Analysis 1. DEVELOPMENT IDENTIFICATION Gibson Traffic Consultants (GTC) has been retained to analyze the traffic impacts of the proposed Atonement Free Lutheran Church development. The development is planned to consist of an additional 3,926 square-feet (SF) of auxiliary church space with no additional seating capacity to the existing 7,755 SF building. The existing site is located on the north side of SR- 531 (172"d Street NE) east of 67th Avenue NE in the City of Arlington. A site vicinity map is shown in Figure 1. The development has an existing full access to SR-531 is proposed to remain. Matthew Palmer, responsible for this report and traffic analysis, is a licensed professional engineer(Civil) in the State of Washington and member of the Washington State section of ITE. 2. METHODOLOGY 2.1 General Trip generation for the Atonement Free Lutheran Church development is based on average trip generation rates from the Institute of Transportation Engineers' (ITE) Trip Generation, 81h Edition (2008). The concurrency analysis requires analysis of weekday traffic impacts; therefore, Sunday traffic impacts are not discussed in this report. The distribution of trips generated by the proposed church is based on an analysis of where current members of the church reside. The City of Arlington and Snohomish County have an interlocal agreement that provides for reciprocal mitigation fees. City of Arlington developments that impact road improvement projects with 3 or more directional PM peak-hour trips identified in Snohomish County's Transportation Needs Report (TNR) are required to pay mitigation fees to Snohomish County. Snohomish County mitigation fees can be calculated based on the default percentage in the interlocal agreement, which is 70%, or based on actual impacts. The interlocal agreement also requires Snohomish County key intersections impacted with 3 or more directional development trips during the AM and PM peak-hours to be identified. The City of Arlington also has an understanding with the Washington State Department of Transportation (WSDOT) that provides for mitigation fees to WSDOT for impacts to WSDOT improvement projects. WSDOT improvement projects and their associated fees are based on the most recent Exhibit C list, which is included in the attachments. City of Arlington developments are required to pay for any WSDOT improvement project on the Exhibit C list impacted with 10 or more PM peak-hour trips. Gibson Traffic Consultants May 2011 GTC#11-032 1 z to 1 N r _ VQ W Z V W U 0 LL H L N F- z F- W � o � N N Q/ a 3N 3AV H119 Z N z w +pt; W A z tt��Mii 3N 3AV H169 y r O Z N IfI I Z N z z w v 3N RAY 1SW 3AV HJ lti 0 uj z j z LLI fl F 0o w z r N S W r H v/ w y J J F QZ j � O 3N3AVH11Z w w LL LI_ 2 Z ~ J u~i y I"' W Z WE 9 o zo = LL m � D Q L) Atonement Free Lutheran Church Traffic Impact Analysis 2.2 Scope of Analysis The City of Arlington typically requires intersection level of service analysis at arterial intersections impacted with 10 or more development PM peak-hour trips. The analysis of WSDOT intersections is based on the WSDOT Developer Services Manual. WSDOT intersections that have fee-based improvements and are impacted with 10 or more PM peak-hour trips are not typically required to be analyzed, but traffic mitigation fee payments are typically required. WSDOT intersections that do not have fee-based improvements and are impacted with 25 or more PM peak-hour trips are typically required to be analyzed. The determination of which off-site intersections are required to be analyzed is based on the average PM peak-hour trip generation of the site over an entire week, Monday through Friday. Based on this methodology, there are not any off-site intersections for the City of Arlington or WSDOT that require analysis using the threshold of 10 or 25 average PM peak-hour trip threshold, respectively. The City of Arlington impact analysis guidelines identify the PM peak as the critical impact period whether weekday or weekend. As stated previously the additional space is for ancillary church use- i.e. Sunday bible class type activates for the the church goers who presently use the pastors house for this activity. There is no seating expansion of the sanctuary. Additionally, the church services today do not impact the PM peak as it is a Sunday morning service. Therefore, based on ITE critical trip variable seats there would be no Sunday increase in trip generation. Also, based on the churches schedule there would be no increase in Sunday PM peak trip generation and Sunday analysis is not required. 3. TRIP GENERATION Trip generation calculations for the Atonement Free Lutheran Church development are based on national statistics for the church land use contained in Trip Generation, 8`h Edition, (2008) by ITE. The average trip generation rate for ITE Land Use Code 560, Church, was used for the trip generation calculations, using "thousand square feet" as the independent variable as there is no seating variable for weekday data. The trip generation calculations are based on development of an additional 3,926 SF of auxiliary church uses with no increase to the seating capacity. Gibson Traffic Consultants May 2011 GTC #11-032 3 Atonement Free Lutheran Church Traffic Impact Analysis The Atonement Free Lutheran Church development is anticipated to generate 35.77 new average weekday daily trips (ADT) with 2 new AM weekday peak-hour trips and 2 new weekday PM peak-hour trips. The weekday trip generation calculations are summarized in Table 1. Table 1: Weekday Trip Generation Summary Average AM Peak-Hour Trips PM Peak-Hour Trips Land Use Units Daily Trips In Out Total In Out Total Church 3,926 SF 35.77 1 1 2 1 1 2 TOTAL 35.77 1 1 2 1 1 2 The trip generation calculations are included in the attachments. 4. TRIP DISTRIBUTION The distribution of trips generated by the Atonement Free Lutheran Church development is based on an analysis of where current members of the church reside. Approximately 33% of the development's trips will travel to and from the east along SR-531. The remaining 67%will travel to and from the west on SR-531 splitting at 671h Avenue NE with twenty-seven percent heading to the north and twenty percent continuing west and to the south. Detailed trip distributions are included in Figure 2A for the AM peak-hour and Figure 213 for the PM peak-hour. The interlocal agreement between the City of Arlington and Snohomish County requires impacts to Snohomish County key intersections to be shown. Snohomish County key intersections impacted with 3 or more directional peak-hour trips on any approach or departure are to be shown. The development will not impact any Snohomish County key intersections. Gibson Traffic Consultants May 2011 GTC#11-032 4 W Z Z ? LU z F- � M �� LL LL wVp 0 Q H w z M H U) WLU LU �/ N 4 J a 06 L CD OHO 3N 3AV H1L9 IJJ o CD N � H W 3AV OHC � Z W N ao � O z 3N 3Atl H169 h z z N e � 3N 3AV 1S69 L p 2" z 3AV H1L6 w = m he WWaa M F Wa U)_ h J c a � F o a z uj S m Y z Q 2CL uJ A w g W) S N ? J v Z Q Y J m: z L) LU 0 8 LL Lit L 3N 3AV H1LZ w w 2 Z v~i v~i � Z V J o W UL Z UL Z O US � ~ 00 � � 0 a N F-C', m Z � 0 Uq E# a �0 �_ Oa o� r r� LL "' LU VIP a o z (�7 F wLU N Ids Opp N It N 04 L H O p H 0 3N 3Atl H119 W o z m r ao N W O 2 Z M 3N 3Atl H169 Z M U7 �KJ F W LU 3N 3AVISM Z 3AV HLL4 U.o F WW= m / ui N F N = V1 1!-00 G f z N 2 F �o A Q w z ILr)) m 8 LU o 3N 3Atl HLL400 Z w w LL 2 Z ~ J y H ~ g Z Q z o o UL N m � ¢ J v Secondary STEM School Traffic Impact Analysis 5. ACCESS ANALYSIS The Atonement Free Lutheran Church development is proposing to use the existing full access on SR-531 located at milepost 8.75 which is approximately 845 feet east of 67th Avenue NE located at milepost 8.59. Along the development's frontage, SR-531 is a two-lane roadway and a posted speed limit of 35 mph. 5.1 Access Spacing The required access spacing for a WSDOT Managed Access Class 3 roadway is 330 feet for access on the same side of the roadway. The site's full access is located at milepost 8.75 on the north side of SR-531, 845 feet east of 67th Avenue NE at milepost 8.49. The access is also located approximately 580 feet west of the existing SR-531 at Private Road Access located at milepost 8.86. The existing/proposed access to SR-531 is anticipated to meet the access spacing requirement. 5.2 Collision Analysis The latest 3-year collision data between January 1, 2007 and December 31, 2009 has been obtained for the site vicinity from WSDOT. The access is located at approximately milepost 8.75 and therefore collision data was collected between milepost 8.65 and milepost 8.85, approximately 0.10 miles on either side of the access. Within 0.10 miles east and west of the site access location, the collision data shows that there were a total of 11 collisions within the 3-year reporting period, equivalent to 2.75 collisions per year. The existing accident rate is 0.91 collisions per million entering vehicle (MEV) based on 11,000 ADT on SR-531 from the 2009 Annual Traffic Report from WSDOT. Per the (2008) Washington State Collision Data Summary, the existing accident rate for Principal Arterials in the Northwest Region is 2.42 collisions per MVM. The collision rate at the study intersection is below the average accident rate for similar roadways in the Northwest Region. Based on the collision rate calculated, it does not appear that there are significant collision issues at the proposed access point. The collision data is summarized below in Table 2. Gibson Traffic Consultants May 2010 GTC#11-032 7 Secondary STEM School Traffic Impact Analysis Table 2: 3-Year Collision Rate and Frequency—January 1,2007 to December 31,2009 Collision Tti•pe Location Rear Roadway Fixed 3-Year Collision ADTI Rate End Ditch Object Others Total Frequency 1. SR-531 at Access 2 2 3 4 11 2.75 11,000 10.91 W 8.65 to 8.85 It should be noted that none of the collisions were driveway related and that five of the collisions were attributable to the driver being under the influence of alcohol. 5.3 Channelization Analysis The guidelines for left and right turn channelization are from the WSDOT Design Manual, Exhibit 1310-15a, Left-Turn Storage Guidelines: Two-Lane, Unsignalized and Exhibit 1310-19, Right-Turn Lane Guidelines. As the site generates less than 10 PM peak-hour trips no left or right-turn channelization will be warranted at the site access. 5.4 Sight Distance Analysis The posted speed limit along SR-531 at the proposed access is 35 mph. The required sight distance is based on American Association of State Highway and Transportation Officials (AASHTO) guidelines published in A Policy on Geometric Design of Highways and Streets (2004). The required sight distances for 35 mph are 250 feet of stopping sight distance and 390 feet for intersection sight distance. Also, based on WSDOT Design Manual, Exhibit 1340-6, Road Approach Sight Distance, the sight distance required is 250 feet, for an access serving more than 100 ADT. There is at least 400 feet of stopping and intersection sight distance in both directions within the right-of-way. I The Average Daily Traffic(ADT)assumes a design K-value of 10. Gibson Traffic Consultants May 2010 GTC 411-032 8 Secondary STEM School Traffic Impact Analysis 6. TRAFFIC MITIGATION FEES Developments in the City of Arlington are required to pay traffic mitigation fees to the City of Arlington. In addition, the City of Arlington has an interlocal agreement with Snohomish County and an understanding with WSDOT to provide for the payment of traffic mitigation fees to Snohomish County and WSDOT for City of Arlington developments. The traffic mitigation fees are based on the PM peak-hour development trip distribution shown in Figure 2B. 6.1 City of Arlington The City of Arlington has established a traffic mitigation fee system to help fund the transportation capacity improvements identified in its capital facility's plan and 6-Year TIP. The current traffic impact fee is $3,355 per new PM peak-hour trip. The Atonement Free Lutheran Church development is anticipated to generate 2 PM peak-hour trips, on a typical week from Monday through Friday. This equates to a traffic mitigation fee to the City of Arlington of $6,710 or$1.71 per square foot of church expansion (3,926 SF). 6.2 Snohomish County The City of Arlington and Snohomish County have an interlocal agreement that provides for reciprocal mitigation fees. City of Arlington developments that impact road improvement projects with 3 or more directional PM peak-hour trips identified in Snohomish County's Transportation Needs Report (TNR) are required to pay mitigation fees to Snohomish County. The development will not generate 3 or more directional PM peak-hour trips and should therefore not be required to pay Snohomish County traffic mitigation fees. 6.3 Washington State Department of Transportation WSDOT improvement projects and their associated fees are based on the most recent Exhibit C list, which is included in the attachments. City of Arlington developments are required to pay for the WSDOT improvement projects on the Exhibit C list impacted with 10 or more PM peak- hour trips. The Atonement Free Lutheran Church is anticipated to generate less than 3 PM peak- hour trips and should therefore not be required to pay WSDOT traffic mitigation fees. Gibson Traffic Consultants May 2010 GTC#11-032 9 Secondary STEM School Traffic Impact Analysis 7. CONCLUSIONS The current development application for the expansion of the Atonement Free Lutheran Church development consists of a request to construct 3,926 square feet of church space which would include no additional seating capacity. Based on the development application, the development will generate 35.77 new daily trips, 2 new AM peak-hour trips, and 2 new PM peak-hour trips. The development will not impact any Snohomish County arterial units in arrears with 3 directional peak-hour trips and will not significantly impact any WSDOT intersections. The development's traffic mitigation fees will total $6,710,which is equivalent to $1.71 per square-foot. Gibson Traffic Consultants May 2010 GTC#11-032 10 Trip Generation Calculations a r § R = c 2 3 z v V \ LU7 ] �2 - CD 0 0 P >. - LL § U o AM IL § o - om \ z 7 � m « x LU 2 § � k I-- c z � 0 � 0 £ * / � LU ° \ 0 + F- 2 & \ } } / / \ :3 § ° co q ee m = 9 . gig 2 k �° o 0 c o 12a Ko 2 \ _ ° � - - \ � E & § § / Rw J ° � [ tea $ o § E k ® 3 \ \ CL k � / wk 2 E ° Lo \ w YY � w ev CD ¢ \ k % � « � y � j § cd 4) § \ \ j w- ! � 3 � z 0 % § z k § K - = o o 0 LLIw a / § § 0 00 } = 0 0 / § m z £ E z § g § � 2 / ° r k k % E 4 » z w - w = CD / § § ~ ` 0 § + J o 2 � I — / � � � � 0 2 ■ ~ 0 + 1 � � F = L fo . a = o CLo _j + _ � k � ƒ / k kk - ® . 7 o ® ate . £ � ° ® dc0 \ § m R o » ƒ CDt � G $ c § ° o m \ © - � & S R @ ■ § \ CLa CO % § 2 / B � :3 � oy � � � � IL c� (Dc K m / kk § � k \ / w-2 r 3 ° 2 3 $ § § z o a > � �§ � o0 2 w q o 2 & § + � � a - w - I-- 2 LU k w o § B k ° 2 / \ § § ~ � E &dL ( 0 m � E _ � % -0 CL e c ® � � ° \ 7 $ « � / § o0 � � � � IL fo 2 2 2 f § 2 0 0 + 0 e c o I E � R 0 � . 0 gam o & u � o � G / E § Io / � N § C � G / @ § \ ƒ 2 . + k @z ® o $ d 2 CLa / � y 2 ] 6 � 2 ƒ o -W - goy _ § � ] 2 co y e � � + a. a w =y » / / j y � j § m m § E 2 { � \ / o w-J Atonement Free Lutheran Church GTC#11-032 AM Peak-hour New AM Peak Hour Trips New AM Peak Hour Trips % ADT In Out Total % ADT In Out Total 100°G 35.77 1 1 2 100% 36 1 1 2 1% 0.36 0.01 0.01 0.02 51°h 18.24 0.51 0.51 1.02 2°/, 0.72 0.02 0.0 00.04 520/ 18.60 0.52 0.52 1.04 31/ 1.07 0.03 0.03 0.06 53% 18.96 0.53 0.53 1.06 4°/ 1.43 0.04 0.04 0.08 540/c 19.32 0.54 054 1.08 51/1 1.79 0.05 0.05 0.10 550/1 19.67 0.55 0.55 1.10 6°/ 2.151 0.06 0.06 0.12 560/ 20.03 056, 0.56 1.12 70/ 2.50 0.07 0.07 014 570/, 20.39 0.571 0.57 1.14 80/ 286 0.08 0.08 0.16 580/ 20.75 0,581 0.5E 1.16 90/v 3.22 0.09 009 0.18 590/, 21.10 0591 0.59 1.18 10°/ 3.58 0.10 0.10 0.20 60°/ 21.46 0.60 0.60 1.20 11% 393 0.11 0.11 0.22 61%. 21.82 0.61 0.61 1.22 120/, 4.29 0.12 0.12 0.24 629X 22.18 0.62 0.62 1.24 13% 4.65 0.13 0.13 0.26 639/ 22.54 0.63 0.63 1.26 140/c 5.01 0.14 0.14 0.28 640/- 22.89 064 0.64 1.28 150% 5.37 0.15 0.15 0.30 65°/ 23.25 0.65 0.65 1.30 160/, 5.72 0.16 0.16 0.32 660X 23.61 0.66 0.66 1.32 170/c 6.08 0.17 0.17 0.34 67°/- 23.97 0.67 0.67 1.34 180X 6.44 0.18 0.18 0.36 680X 24.32 068 0.68 1.36 190/c 6.80 0.19 0.19 0.38 69°/ 24.68 069 0.69 1.38 200/ 7.15 0.20 0.20 0.40 70°/ 25.04 0.70 0.70 1.40 21% 7.51 0.21 0.21 0.42 71°/ 25.40 0.71 0.71 1.42 220/c 7.87 0.22 0.22 0.44 720/c 25.75 0.72 0.72 1.44 23% 823 0.23 0.23 0.46 730/, 26.11 0.73 0.73 1.46 24% 8.58 0.24 024 0.48 740/n 26.47 0.74 0.74 1.48 25°/ 8.94 0.25 0.26 0.50 75°/ 26.83 0.75 0.75 1.50 26% 9.30 0.26 0.26 0.52 76°/ 27.19 0.76 0.76 1.52 27% 9.66 0.27 0.27 0.54 770X 27.54 0.77 0.77 1.54 28% 10.02 028 0.28 0.56 78%• 27.90 0.78 0.78 1.56 29% 10.37 0.29 029 0.58 79°/r 28.26 0.79 0.79 1.58 300/ 10.73 0.30 0.30 0.60 800/1 28.62 0.80 0.80 1.60 31% 11.09 0.31 0.31 0.62 81°/ 28.97 0.81 0.81 1.62 32% 11.45 0.32 0.32 0.64 82°/� 29.33 0.82 0.82 1.64 33% 1180 0.33 0.33 0.66 83°/� 29.69 0.83 0.83 1.66 34% 12.16 0.34 0.34 0.68 84°/ 30.05 0.84 0.84 1.68 35°/ 12.52 0.35 0.35 0.70 850/ 30.40 0.86 0.85 1.70 36% 12.88 0.36 0.36 0.72 860/, 30.76 0.86 0.86 1.72 37% 13.23 0.37 0.37 0.74 87°/ 31.12 0.87 0.87 1.74 38% 13.59 0.38 0.38 0.76 88°/ 31.48 0.88 0.88 1.76 39% 13.95 0.39 0.39 0.78 890/c 31.84 0.89 0.89 1.78 400/ 14.31 0.40 0.40 0.80 901/ 32.19 0.90 0.90 1.80 41% 14.67 0.41 0.41 0.82 91°/ 32.55 0.91 0.91 1.82 420/ 15.02 0.42 0.42 0.84 92% 32.91 0.92 0.92 1.84 430X 15.38 0.43 0.43 0.86 93% 33.27 0.93 0.93 1.86 440/ 1574 0.44 0.44 0.88 940K 33.62 0.94 0.94 1.88 450/ 16.10 0.45 0.45 0.90 959/ 33.98 0.96 0.96 1.90 46°/ 16.45 0.46 0.46 092 96°/ 34.34 0.96 0.96 1.92 47°/> 16.81 0.47 0.47 0.94 970K 34.70 0.97 0.97 1.94 480/ 1717 0.48 .481 0.96 98°/ 35.05 0.98 0.98 1.96 490/ 17.53 0.49 0.49 0.98 99°/ 35.41 0.99 0.99 1.98 500/ 17.89 0.50 0.50 1.00 1 100°/ 35.77 1.00 1.00 2.00 A-4 Atonement Free Lutheran Church GTC#11-032 PM Peak-hour New PM Peak Hour Trips New PM Peak Hour Trips ADT In Out Total % ADT In Out Total 1000/1 35.77 1 ill 2 100°/ 361 1 1 2 1% 0.36 0.01 0.01 0.02 51% 18.24 0.51 0.51 1.02 2% 0.72 0.02 0.02 0.04 520/ 18.60 0.52 0.52 1.04 3% 1.07 0.03 0.03 006 53°/ 18.96 0.53 0.53 1.06 4% 1.43 0.04 0.04 008 54°/r 19.32 054 0.54 1.08 5°/ 1.79 0.05 0.05 0.10 55°/ 19.67 0.55 0.55 1.10 6% 2.15 0.06 0.06 0.12 560X 20.03 0.56 056 1.12 7% 2.50 007 0.07 0.14 57°/ 20.39 0.57 0.57 1.14 8% 2.86 0.08 0.08 0.16 580/ 20.75 058 0.58 1 16 9% 3.22 0.09 0.09 0.18 590/ 2110 0.59 0.59 1.18 10°/ 3.58 0.10 0.10 0.20 600/ 21.46 0.60 0.60 1.20 110/ 3.93 0.11 0.11 0.22 61°/ 21.82 0.61 0.61 1.22 120/ 4.291 0.12 0.12 0.24 62% 22.18 0.62 0.62 1.24 13% 4.651 0.13 0.13 0.26 630/, 2254 0.63 0.63 1.26 14%, 5.01 0.14 0.14 028 640X 22.89 064 0.64 1.28 15°/ 5.37 0.15 0.16 0.30 651/ 23.26 0.65 0.65 1.30 161h 5-72 0.16 0.16 0.32 660X 23.61 0.66 0.66 1.32 17°/, 6.08 0.17 0.17 0.34 670/c 2397 0.67 0.67 1.34 18% 644 0.18 0.18 0.36 680/c, 24.32 0.68 0.68 1.36 190/c 680. 0.19 0.19 0.38 69% 24.68 0.69 0.69 1.38 201/ 7.15 0.20 0.20 0.40 70°/ 25.04 0.70 0.70 1.40 21 0/c 7.51 0.21 0.21 0.42 71% 25.40 071 071 1.42 220/c 7.87 0.22 0.22 044 72%., 25.75 0.72 0.72 1.44 23% 8.23 0.23 0.23 0.46 73% 2611 0.73 0.73 1.46 24% 8.58 0.24 0.24 0.48 74% 26.47 0.74 0.74 1.48 25°/ 8.94 0.25 0.25 0.50 75°/ 26.83 0.75 0.75 1.50 260/c 9.30 026 0.26 0.52 76% 27.19 0.76 0.76 1.52 27% 966 0.27 0.27 0.54 77% 27.54 077 0.77 1.54 28% 10,02 0.28 0.26 0.56 78% 27.90 0.78 0.78 156 29% 1037 0.29 0.29 0.58 79°/; 28.26 0.79 0.79 1.58 30°/ 10.73 0.30 0.30 0.60 800V 28.62 0.80 0.80 1.60 31% 11.09 0.31 0.31 0.62 81°/ 28.97 0.81 0.81 1.62 321/, 11.451 0.32 0.32 0.64 820/: 29.33 0.82 0.82 1.64 330/ 11.801 0.33 033 0.66 83°/, 29.69 0.83 0.83 1.66 340/ 12.16 034 0.34 0.68 84-X 30.05 0.84 084 1.68 350/ 12.52 0.35 0.35 0.70 850/ 30.40 0.85 0.85 1.70 36°/ 1288 0.36 0.36 0.72 86°/ 30.76 0.86 0.86 1.72 37°/ 13.23 0.37 0.37 0.74 87% 31.12 0.87 0.87 1.74 38°/ 13.59 0.38 0.38 0.76 880/, 31.48 0.88 0.88 1.76 390X 13.95 0.39 0.39 0.78 890K 31.84 0.891 0.89 1.78 40°/ 14.31 0.40 0.40 0.80 90% 32.19 0.901 0.90 1.80 410/ 14.67 0.41 0.41 0.82 91%, 32.55 0.91 0.91 1 82 429/c 15.02 0.42 0.42 0.84 920/c 32.91 0.92 0.92 1.84 430X 15.38 0.43 0.43 086 930X 33.27 0.93 0.93 1.86 440/c 15.74 0.44 0.44 088 94% 33.62 0.94 0.94 1.88 45°/ 16.10 0.45 0.45 0.90 950/ 33.98 0.95 0.95 1.90 46% 16.45 0.46 0.46 0.92 96% 34.34 0.96 0.96 1.92 470X 16.81 0.47 0.47 0.94 97% 34.70 0.971 0.97 1.94 480/c 17.17 048 0.48 0.96 98% 35.05 0.98 0.98 1.96 49% 17.53 049 0.49 0.98 99% 35.41 0.99 0.99 1.98 17.89 0.50 0.60 1.00 100°/ 35.77 1.00 1.00 2.00 A-5 Collision Data B Washington State Transportation BURding Aveii ue SF Department of Transportation 310 Map'p Rarlk OIYMPi3'VVA98504-7300 Paula J.-Hammond,P.E. - - _360-705-7000 Secretary of Transportation TTY. '1-800-8-33-638e May 6,2011 Mr, Matthew Palmer Gibson Traffic Consultants 2802 NVetmorc Ave 4220 Everett WA 98201 Re, Collision Data Dear k1r, Palmer: In response to your May i request,Nve have prepared a history of reported collisions that occurred on SR 531 (milepost 8.65—8.85) for the period of 1101/2007— 10/31/2111 0 (2010 is preliminary)_ Federal law 23 United States Code Section 409 governs use of the data you requested. Under this law, data maintained for purposes of evaluating potential highway sat'ety enhancements- " . , shall not be subject to discovery or admitted into evidence in a federal or state court proceeding or con sidered,fibr other purpo.ws in actionfior darnages arising from arty occurrence at a location mentioned or addressed in such reports, surveys, schedules,lists, or data." (Emphasis added.] 'The Washington State Dep,%wrnent of Transportation(WSDOT) is releasing this data to you with the understanding that you will not use this data contrary to the restrictions in Section 409,which means you will not use this data,in discovery or as evidence at trial in any action for damages against the WSDOT,the State of Washington, or any other jurisdiction involved in the locations mentioned in the data. If you should attempt to use this data in an action for damages against WSDOT,the State of WashingtM, or any other jurisdiction involved in the locations mentioned in the data,these entities expressly reserve the right,under Section 409,to object to the use of the data, including any opinions drawn. from the data. If xve may be of auy further assistance, please contact Mr, Dan Davis, Collision Data and Analysis Supervisor, Collision Data and Analysis Branch at(360)570-245 1,or e-mail address davisd@wsdot.wa,gov, DaJnc ly, Davis Collision Data Analysis Supervisor Statewide Travel &_ Collision Data Office/Strategic Planning Division DMD:grh Cewe: Nafisa I'lleshiaz, Mark Voth& Lauretta Lew, WSDOT Northwest Region B - I w r Q w U 2 p ❑ z0 Q F — W U~ m W to H N 0(lJZZ �N 0 OxQ❑w �� C C C C WOO O CD O O rn �OU)> Oz z z z aU a w WO J N . >n Z W } D O CD 0 0 0 ❑U0Z r aa) aa) E a V U o Q 0 w U) L L L B L L L j LL UUv U UWWCOZU Zw 0: -J rN U I- '- O O NW— , _ O❑ co o0 owQ QLu0 O - O� Cn p Q CO a) C6 a) � N N m a) a) U)D O L) 0 O () L) O L) w? W U U a) LLI r F o �O o m ZOQQ Z) C C C � C C C C W a Q Q O ❑Z Z 2' O� a) MZ-Q 0 -0 -0 -0 > p _0 a3 O N Q J O X C C C X 'i= O C C O C CL (n X,UQ LL W D O 0 D W ❑ LL O Z) LL D O a J w E O a — p 0 0 0 ❑ F-o 0 0 zoa w _ > U) 3 JO �o -. . �o . 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If the project information changes the traffic mitigation cost estimate needs to be updated. If SEPA is required for the project WSDOT and Snohomish County may also require traffic mitigation fees. Average PM Peak Hour Trips by Land Use AVG Number LU Code Land Use Units PM/Unit Studies 10 Waterport/Marine Terminal 21 Commercial Airport Emp. 1.00 2 Avg Flights/Day 6.96 2 22 General Aviation Airport Emp. 1.46 5 Avg Flights/Day 0.30 3 Based Aircraft 0.52 4 110 General Light Industrial 1000 S.F. 6.97 18 120 General Heavy Industrial 1000 S.F. 0.68 2 130 Industrial Park 1000 S.F. 0.86 36 140 Manufacturing 1000 S.F. 0.75 50 150 Warehousing 1000 S.F. 0.58 14 151 Mini-Warehouse 1000 S.F. 6.12 11 210 Single-Family Det. Housing Dwelling Units 1.02 354 220 Apartment Dwelling Units 0.67 83 221 Low-Rise Apartments Occupied Dwelling Units 0.62 33 222 High-Rise Apartments Dwelling Units 0.40 17 223 Mid-Rise Apartments Dwelling Units 0.44 7 230 Resid. Condiminium/Townhouse Dwelling Units 0.52 50 231 Low-Rise Resid. Condominium/Townhouse Dwelling Units 0.52 6 232 High-Rise Condi mini um/Townhouse Dwelling Units 0.38 6 233 Luxury Condom inium/Townhome Dwelling Units 0.65 4 240 Mobile Home Park Occupied Dwelling Units 0.60 25 251 Senior Adult Housing- Detached Dwelling Units 0.35 2 252 Senior Adult Housing-Attached Occupied Dwelling Units 0.11 4 253 Congregate Care Facility Dwelling Units 0.20 2 260 Recreational homes Dwelling Units 0.31 8 270 Resid. Planned Unit Development (PUD) Dwelling Units 0.72 11 310 Hotels Occupied Rooms 0.67 17 311 All Suites Hotel Occupied Rooms 0.55 4 312 Business Hotel Emp. 7.60 3 320 Motel Occupied Rooms 0.69 25 330 Resort Hotel Emp. 0.31 4 417 Regional Park Emp. 12.77 3 430 Golf Course Emp. 2.08 3 488 Soccer Complex Fields 21.77 3 492 Health/Fitness Club 1000 S.F. 4.06 3 493 Athletic Club Members 0.08 2 495 Recreational Community Center 1000 S.F. 2.39 2 520 Elementary School Students 0.28 37 522 Middle/Junior High School Students 0.15 11 530 High School Students 0.28 62 534 Private School K-8 Students 0.90 7 536 Private School School K-12 Students 0.17 3 560 Church 1000 S.F. 1.41 8 565 Day Care Center Emp. 5.19 59 590 Library Emp. 6.39 9 610 Hospital Emp. 0.47 15 620 Nursing Home Beds 0.30 7 630 Clinic Emp. 1.31 2 710 General Office Building Emp. 0.46 173 714 Corporate Headquarters Building Emp. 0.38 20 715 Single Tenent Office Building 1000 S.F. 1.73 42 720 Medical-Dental Office Building Emp. 0.97 16 731 State Motor Vehicle Department Emp. 5.35 8 732 United States Post Office 1000 S.F. 14.67 12 750 Office Park Emp. 0.39 5 760 Research and Development Center Emp. 2.77 27 770 Business Park Emp. 4.04 12 812 Building Materials and Lumber Store Emp. 3.83 4 815 Free Standing Discount Store 1000 S.F. 5.43 22 816 Hardware Paint Store 1000 S.F. 5.43 3 817 Nursery(Garden Center) Emp. 2.61 12 818 Nursery(Wholesale) Emp. 0.67 8 Directional Distribution % Enter % Exit 47 53 49 51 55 45 55 45 50 50 21 79 52 48 22 78 52 48 64 36 61 39 64 36 62 38 59 41 64 36 55 45 68 32 60 40 61 39 59 41 53 47 60 40 44 56 64 36 58 42 42 58 60 40 54 46 51 49 44 56 43 57 33 67 51 49 61 39 40 60 45 55 52 48 32 68 55 45 41 59 59 41 47 53 52 48 37 63 40 60 50 50 17 83 11 89 15 85 39 61 51 49 15 85 50 50 50 50 50 50 50 50 51 49 VINY16TECH SEWER PIPE VINYLTECH- TECHNICAL DATA SUBMITTAL PVC-PIPE CONFORMANCE GASKET JOINT These specifications designate the requirements The gasket shall be reinforced with a steel ring for manufacturing and installing Vinyltech PVC and meet the requirements of ASTM F477. sewer pipe. Vinyltech pipe shall have an integral bell end with ASTM D 3034 - Standard Specification for Type a locked-in factory installed gasket and shall meet PSM Poly (Vinyl Chloride) (PVC) Sewer Pipe and the requirements of ASTM D 3212. Fittings ASTM F 679-Standard Specification for Poly(Vi- MARKING nyl Chloride) (PVC) Large-Diameter Plastic Grav- The pipe shall be marked in accordance with ity Sewer Pipe and fittings ASTM D 3034 and F 679. ASTM D 3212 - Standard Specification for Joints for Drain and Sewer Plastic Pipes Using Flexible Elastomeric Seals QUALITY CONTROL ASTM F 477 - Standard Specification for Elasto- Requirements for manufacturing and testing meric Seals (Gaskets) for Joining Plastic Pipe are conducted in strict accordance with ASTM ASTM D 1784 - Standard Specification for Rigid specifications and are outlined in ASTM D 3034 Poly (Vinyl Chloride) (PVC) Compounds and and F 679. Chlorinated Poly (Vinyl Chloride) (CPVC) Com- pounds INSTALLATION ASTM D 2152 - Standard Test Method for Recommended installation procedure of Extruded Poly (Vinyl Chloride) (PVC) Pipe and Vinyltech Corporation and the Uni-Bell PVC Molded Fittings by Acetone Immersion Pipe Association are outlined in ASTM D 2321, ASTM D 2444 - Standard Test Method for Underground Installation of Flexible Thermo- Determination of the Impact Resistance of Ther- plastic Sewer Pipe. Vinyltech recommends the moplastic Pipe and Fittings by Means of Tup(Fall- Uni-Bell Handbook of PVC Pipe as an invalu- ing Weight) able resource guide. ASTM D 2321 - Standard Practice for Under- e ground Installation of Thermoplastic Pipe for ASSEMBLING THE PIPE Sewers and other Gravity-Flow Applications ASTM D 2412 - Standard Test Method for Assembling of PVC Sewer Pipe is easily ac- Determination of External Loading Characteristics complished by hand or by using a bar and of Plastic Pipe by Parallel-Plate Loading block. A depth of entry mark serves as a visual IAPMO(File No. 2128)- Uniform Plumbing Code check for rapid, accurate joint inspection. Do (UPC) - Vinyltech sewer pipe is IAPMO listed for not over insert. ASTM 3034 SDR 35 4-15 inch and SDR 26 4-12 inch. 1) Remove any mud, sand, or other foreign matter from the belled and spigot ends of PIPE COMPOUND the pipe. Carefully clean the gasket area. The pipe shall be extruded from compounds 2) With a clean applicator (a brush or hand) meeting the requirements of Cell Classification lubricate the entire surface of the pipe from 12454-B, as defined in ASTM D 1784, Standard the spigot end to the depth of entry mark Specification for Rigid Poly(Vinyl Chloride)(PVC) and the contact surface of the gasket with Compounds and Chlorinated Poly(Vinyl Chloride) Vinyltech Brand Lubricant. (CPVC) Compounds. 3) Brace the bell to avoid disturbing the al- PIPE ready installed joints. Align the pipe, insert Vinyltech pipe shall be manufactured in accor- the spigot into the bell and push. dance with ASTM D 3034 and ASTM F 679. 4) Do not insert past the entry mark line. VINYLTECH PVC•PI Ph: 201 S.61 st Avenue •Phoenix,AZ 85043 AN S 01TERTAIL comPANY 0 602 233-0071 •602 272-4847 Fax •www.vtpipe.com `I Effective 04/10 VINYLTECH° GRAVITY SEWER MAIN TECHNICAL DATA SUBMITTAL PVC•PIPE 46 PVC SEWER PIPE NOMINAL SIZE OUTER MINIMUM 14'LENGTH 20' LENGTH (IN) (mm) DIAMETER (IN) WALL WEIGHT(LB/100') WEIGHT(LB/100') 4 (100) 4.215 0.120 105.7 104.2 6 (150) 6.275 0.180 232.6 229.0 8 (200) 8.400 0.240 417.8 410.3 10 (250) 10.500 0.300 657.4 643.9 12 (300) 12.500 0.360 944.1 922.7 15 (375) 15.300 0.437 1390.0 1361.0 D. NOMINAL SIZE OUTER MINIMUM 14'LENGTH (IN) (mm) DIAMETER (IN) WALL WEIGHT(LB/100') 4 (100) 4.215 0.162 150.0 6 (150) 6.275 0.241 320.0 8 (200) 8.400 0.323 580.0 10 (250) 10.500 0.404 900.0 12 (300) 12.500 0.481 1300.0 15 (375) 15.300 0.588 2000.0 0 NOMINAL SIZE OUTER MINIMUM 14'LENGTH (IN) (mm) DIAMETER (IN) WALL LB/100' 0 18 (475) 18.701 0.499 2115.0 *21 (560) 22.047 0.588 2962.0 *24 (630) 24.803 0.661 3740.0 0 . PS 115 PVC SEWER PIPE NOMINAL SIZE OUTER MINIMUM 14'LENGTH (IN) (mm) DIAMETER (IN) WALL LB/100' 18 (475) 18.701 0.671 2790.0 *21 (560) 22.047 0.791 3940.0 *24 (630) 1 24.803 10.889 4980.0 J * Northern Pipe Products VTNYLTECH v 201 S. 61 st Avenue •Phoenix,AZ 85043 PVC PIPE 602 233-0071 •602 272-4847 Fax •www.vtpipe.com AN OTfERTAIL COMPANY 0 238 N. Olympic Ave Arlington,WA 98223 REVIEW COMMENT FORM (360)403-3500 Project Name: Atonement Free Lutheran Church Permit No.: PWD20110055 Review Date: 8/11/2011 Contact:Amy Rusko Phone No.: (306)403-3550 Review Phase: 1st Round Civil- Report Date: 5/31/2011 Revised Reviewing Dept.: Engineering Applicant: Insight Engineering DWG Issue Date: 7/25/2011 # Rev. Dwg. or Add] Ref. City Spec. Ref. Comment Response/Resolution Check off 1 ES C3 Show boundary line for Natural Growth Protection Area (NGPA)for the wetlands 2• ES C1 Vertical datum shown as NAVD88 but also shown horizontal datum as NAD83. Requirement of as builts is to provide CAD files in these datums. 3. ES General Show permit number on all plan sheets as PWD2011 4. ES C3 Plan Silt fence will not be effective in current location as it will allow silt laden water to travel along the length and then dump into the drainage swale. Add an uphill return at the southern end of the silt fence to trap water before it discharges. 5. ES C3 Plan The parking lot will be graded to the center and then drain to the existing swale on 172°d. No BMP's are shown to address this runoff. Please revise accordingly. 6. ES C2 Plan Roof drains from addition don't appear to be connected to anything. Please show how this will be addressed. 7. ES Drain Rpt There appears to be three subbasins onsite;one basin that drains to wetland A,one basin that drains across the lawn to the west,and one basin that drains to 172°d. The report claims that the project does not increase flows more than 0.1 cfs,therefore the project does not meet the thresholds stated on page 2-32 of Volume 1 of the DOE drainage manual. The intent of that threshold is for projects that don't significantly impact the downstream system. Since there are three subbasins on site,the calculations for the 0.1 cfs increase should include only the subbasin in question,not the entire site. Refer to definition of"Threshold Area" on page 2-7 of Volume 1. Page 1 of 3 0 238 N. Olympic Ave Arlington,WA 98223 REVIEW COMMENT FORM (360)403-3500 Project Name: Atonement Free Lutheran Church Permit No.: PWD20110055 Review Date: 8/11/2011 Contact:Amy Rusko Phone No.: (306)403-3550 Review Phase: 1st Round Civil- Report Date: 5/31/2011 Revised Reviewing Dept.: Engineering Applicant: Insight Engineering DWG Issue Date: 7/25/2011 Dwg. or Add'I Ref. City Spec. Ref. Comment Response/Resolution Check off 8. ES Drain Rpt Section 3 The downstream analysis should describe the downstream system along 172nd and 671 as well,not just what goes to the wetland. 9• ES Drain Rpt Provide a sketch showing the pervious/impervious areas on site for both existing and proposed conditions. Sketch should also reflect subbasins on site. 10. ES Drain Rpt Section 5 Indicate Page 2-32 is in Volume 1. 2nd paragraph 11. FR C4 There had been discussion regarding installing an 8"sewer main line instead of a 6" service as though the entire property had the ability to develop and add more buildings?Current design is only adequate for existing buildings.Any further buildings will be served from the main line sewer on 172nd and a new service brought to any new structure. 12. FR C4 A multiple Monitoring Manhole is required at point of connection to existing side sewer services. Standard detail SS-130. 13. FR C4 Contact Fred Rapelyea for further discussions on the 8" sewer main extension to serve entire property or septic decommissioning forms at(360)403-3540 14. FR C4 Existing 4 septic systems shall be decommissioned in accordance with AMC 13.08.160,WAC 246-272-18501, and Health District standards. Provide documentation of decommissioning. 15. RS General Sewer connection and side sewer estimated fees for this project are$33,888.00 based on four(4)ERU.Final fees are figured at the time of building permit submittal.Please call Reta at 360-403-3524 with any questions. Page 2 of 3 0 238 N. Olympic Ave Arlington,WA 98223 REVIEW COMMENT FORM (360)403-3500 Project Name: Atonement Free Lutheran Church Permit No.: PWD20110055 Review Date: 8/11/2011 Contact:Amy Rusko Phone No.: (306)403-3550 Review Phase: 1st Round Civil- Report Date: 5/31/2011 Revised Reviewing Dept.: Engineering Applicant: Insight Engineering DWG Issue Date: 7/25/2011 # Rev. Dwg. or Add'I Ref. City Spec. Ref. Comment Response/Resolution Check off 16. MW C4 Show the location of the existing well IT TH LI.0 Please submit the landscape plan that was approved on August 3,2011 which was part of the design review process. 18. TH L1.0 Landscaping&wetland restoration plantings&materials shall be broken out as line items rather than a single line item for each. (i.e.plant materials,irrigation, labor/installation,5-year monitoring).A separate worksheet from the primary construction bond worksheet is encouraged. 19. TH CA On the sheet that shows the NGPA signs,the signs can be placed at 100' on center. 20. MW Drain Rpt Include an O&M manual that identifies cleaning of onsite CB's and contact person for drainage issues. 21. AR General 8/15/11 -Approved Traffic Mitigation for this addition is 2.5 trips at$3,355.00 each equaling$8,387.50 22• AR General ROW permit is required for any work in 172nd Street NE. Traffic control plan will need WSDOT approval prior to ROW permit issuance. 23• AR General Performance Bond for TESC is required prior to Site Civil issuance in the amount of$6682.40. Please contact Amy Rusko for further information 360-403-3550. 24• AR General Resubmittal Requirements-4 full size plan sets,2 revised Drainage Reports and 2 O&M Manuals. CC: File:Document] Page 3 of 3 238 N.Olympic Ave 0 Arlington,WA98223 REVIEW COMMENT FORM (360)403-3500 Project Name: Atonement Free Lutheran Church Permit No.: PWD20110055 Review Date: 10/27/2011 Contact:Amy Rusko Phone No.: (306)403-3550 Review Phase: 2nd Round Civil- Report Date: 10/11/2011 Revised Reviewing Dept.: Engineering Applicant: Insight Engineering DWG Issue Date: 10/14/2011 # Rev. Dwg. or Add'I Ref. City Spec. Ref. Comment Response/Resolution Check off 2• ES C1 Vertical datum shown as NAVD88 but also shown horizontal datum as NAD83. Requirement of as builts is to provide CAD files in these datums. Surveyor has left you a message on this. 2nd: Cover sheet needs to state vertical and horizontal datum. Currently only horizontal is shown. 3. ES General Show permit number on all plan sheets as Done on all Sheets. PWD2011 2nd:Please label all plan sheets as PWD20110055. 5. ES C3 Plan The parking lot will be graded to the center and then drain Silt dikes have been removed. to the existing swale on 172nd. No BMP's are shown to Silt fence added to the south side is enough to address this runoff. Please revise accordingly. control erosion since the area of disturbance is minimal. 2nd:Erosion control measures need to be onsite so that no silt laden water will leave the site. The silt dikes are shown offsite in the public ROW. Please revise accordingly. To expedite the next approval,send me a sketch of what you propose ahead of the resubmittal. 6. ES C4 Plan Roof drains from addition don't appear to be connected to Intent was to connect tot eh existing roof drain.We anything. Please show how this will be addressed. have shown and called out on the revised plan. 2nd:Roof leader connections are not shown for southern addition. Please add to plan or indicate how roof drainage will be addressed. 14. FR C4 Existing 4 septic systems shall be decommissioned in There are only 3 existing septic system.We verified accordance with AMC 13.08.160,WAC 246-272-18501, it with the Health District and revised the notes. and Health District standards. Provide documentation of decommissioning. Page 1 of 2 238 N. Olympic Ave 0 Arlington,WA 98223 REVIEW COMMENT FORM (360)403-3500 Project Name: Atonement Free Lutheran Church Permit No.: PWD20110055 Review Date: 10/27/2011 Contact: Amy Rusko Phone No.: (306)403-3550 Review Phase: 2nd Round Civil- Report Date: 10/11/2011 Revised Reviewing Dept.: Engineering Applicant: Insight Engineering DWG Issue Date: 10/14/2011 # Rev. Dwg. or Add] Ref. City Spec. Ref. Comment Response/Resolution Check off 2"d:Please show all 4 septic systems onsite. Currently only 3 are shown. 15. RS General Sewer connection and side sewer estimated fees for this Ok. project are$33,888.00 based on four(4)ERU.Final fees are figured at the time of building permit submittal.Please call Reta at 360-403-3524 with any questions. 16. MW C4 Show the location of the existing well Yes and is called out on revised plan. 2nd:Is this the area labeled"shed"on the plan? 21. AR General 8/15/11 -Approved Traffic Mitigation for this addition is Ok. 2.5 trips at$3,355.00 each equaling$8,387.50 23• AR General Performance Bond for TESC is required prior to Site Civil Ok. issuance in the amount of$6682.40. Please contact Amy Rusko for further information 360-403-3550. 24• AR General Resubmittal Requirements-4 full size plan sets,2 revised Ok. Drainage Reports and 2 O&M Manuals. 2nd:Make changes to plan and resubmit 2 full size plan sets for signature,along with responses to comments as an efile. 25. ES C1 2"d: Show new addition outlines heavier to increase Done. contrast,and label as"new addition". CC: File:Documentl Page 2 of 2 Series PLASTIC TRENDS G Quality • By D- • I Leo%001091, G 04 G V 0 - N � Plastic Trends supplies the SDR 35 PVC STITnn Gasketed Sewer Fittings only fittings with Injection Molded in Sizes 4" - 12" Triple Certification (Fabricated sizes 15"-36"are available) listing Features • 4" - 6" reducing branches on 8", 10" and 12" fittings have a minimum NSF SP` wall thickness of SDR 18. • Extended Pre-Alignment Entrance. • PVC One-Piece Injection Molded. • High Performance Gasket. • Generously Blended Branch Intersections. • Square Pipe Stop. • Specially Formed Raceway. • Heavy Duty Support at Branch Intersections. • Rounded Edges to Minimize Stress Points. Applications STITm Gasketed Sewer fittings are intended for non-pressure drainage of sewage and surface water. The Next Generation STITM fittings are the next generation of strength and quality in gasketed sewer fittings. They combine the latest in research and development, optimizing the best of today's Science,Technology and Innovation. Triple Certification Listing STITM fittings are the only fittings in the industry with triple certification listing. They are third party tested and listed by NSF, UPC and CSA to meet specifications defined in ASTM D 3034,ASTM F 1336 and CSA B182.2,where applicable. New Features A one-piece integral bell and an extended pre-alignment entrance aids in proper alignment of pipe and fittings. In addition to scientifically formulated resins,square pipe stops resist pipe push-through while extra heavy support is provided under the Our branch intersections are reinforced against pipe stop at branch intersections for added strength. stress and breakage to a degree never before available in a PVC sewer fitting. This means Setting The Standard the weakest point of competitors'fittings is just As the only manufacturer to offer a complete new line of innovative gasketed tooling, another strong point in Plastic Trends'fittings. Plastic Trends sets the standard for PVC fittings produced in the industry. STITM gasketed sewer fittings represent the latest evolution in PTI's continuous effort to offer the most technologically advanced fittings available. If you specify,distribute or install gasketed sewer fittings, demand the most advanced fittings available, STITM. See available configurations on the opposite side of this sheet. Form#0280 Rev.2/06 SDR 35 Configurations Available PVC STITM Gasketed Sewer Fittings Injection Molded in Sizes 4" - 12" Fabricated in Sizes 15"-36" TEE TEE TEE W/DWV BRANCH SANITARYTEE GxGxG GxSxG GxGxDWV H GxGxG Short Form Specifications 4"through 12" injection molded gasketed SDR 35 sewer fittings shall SANITARYTEE WYE WYE WYE W/DWVBRANCH be manufactured in accordance with GxSxG GxGxG GxSxG GxGxDWV H ASTM D 3034,ASTM F1336, and CSA B182.2.They shall be injection molded from virgin PVC compound having a cell classification of 12454 or 13343 in lip, accordance with, and certified by the COMBO WYE&1/8 BEND DOUBLE WYE DOUBLE WYE 2-WAY CLEANOUT National Sanitation Foundation (NSF), GxGxG GxGxGxG GxSxGxG GxGxG to meet ASTM D 1784. Gaskets shall be manufactured in accordance with ASTM F 477 or ASTM F 913. Gaskets shall be firmly seated in fitting in order to ensure proper installation and to prevent dislocation or misalignment 2-WAY CLEANOUT(DWV) CAP SPIGOT PLUG TEMPORARY PLUG during system assembly. Gasket joints GxGxDWVG G S S must comply with ASTM D 3212 Internal Pressure Test(exfiltration)and Vacuum Test(infiltration)at 5 degrees of gasket joint deflection. a a Where available, reducing branches on REPAIR COUPLING STOP COUPLING CONCENTRIC INC.COUPLING ECCENTRIC INC.COUPLING injection molded 8", 10", and 12" tees, GXG GxG GxG GxG wyes,and tee-wyes shall be minimum DR18 wall thickness in the reducing branch body and reducing branch hub below the gasket race. Gasketed SDR 35 sewer fittings shall CONCENTRIC INC.BUSHING ECCENTRIC INC.BUSHING ADAPTER DWVADAPTER SLEEVE be certified by the National Sanitation SxG SxG SWR S x DWV G DWV S x SWR G Foundation (NSF)and, in applicable configurations, by the International Association Of Plumbing And Municipal Officials(IAPMO)to meet ASTM D 3034, and by the Canadian Standards Association (CSA)to meet CSA 13182.2. RISER ADAPTER DWVADAPTER ADAPTER ADAPTER SxS SWRGxDWVG SWRSxSWRG SWRHxSWRG NSF IS "- Triple Certified Listing SWADAPTER DWVADAPTER DWVADAPTER ADAPTER 1/4 BEND SWRSxDWVG SWRSxDWVH SWRHxDWVG SWRSxSWRH GxG -�� PLASTIC TRENDS Plastic Trends,Inc. 56400 Mound Road (IP ilia A & & Shelby Twp.,MI 48316 1/4 BEND 1/4 BEND LONG 1/4 BEND LONG 1/8 BEND 1/8 BEND 586.781.2700•800.232.5690 GxS GxG GxS GxG GxS Fax:586.781.0888 www.plasfictrends.com 19Y1/16 BEND 1/16 BEND IN-LINE BACKWATER VALVE TERMINAL BACKWATER VALVE Royal Group Technologies GxG GxS GxG GxG For additional configurations, list prices and dimensional drawings visit www.plastictrends.com KOR-N-SEAL° I & II ``�• FLEXIBLE PIPE-TO-MANHOLE CONNECTORS SPECIFICATION SHEET Stainless Steel Korband Stainless Steel Pipe Clamp Reinforced Nylon Wedge or - Stainless Wedge ",Z EPDM OR POLYISOPRENE KOR-N-SEAL I - WEDGE KORBAND CONNECTOR ASSEMBLY _ ry Install Kor-N-Seal I -Wedge Korband Install Kor-N-Seal II-Wedge Korband Install Pipe Clamp(s) with Socket Wrench &Torque Limiter with Standard Torque Wrench with T-Handle Torque Wrench www.npc.com KOR MAL k 250 Elm Street • P.O. Box 301 Milford, NH 03055, U.S.A. Tel: 603-673-8680 • 800-626-2180 • Fax: 603-673-7271 02/06 KOR-N-SEAL° I & II Flexible Pipe-to-Manhole Connectors wor SPECIFICATION SHEET PERFORMANCE Test ASTM Method Test Requirements Kor-N-Seal®1&II Head Pressure C923-7.1 0° - 13 psi (30 ft)for 10 min. +13 psi for 10 min. 7° - 10 psi (23 ft)for 10 min. +10 psi for 10 min. Deflection Test C923-7.2.2 7° in any direction Over 7° in any direction Load Test C923-7.2.3 150 Ibs/in.pipe dia. Over 150 Ibs/in. pipe dia. Performed on all standard sizes of Kor-N-Seal Connectors. RESILIENT EPDM OR POLYISOPRENE RUBBER Conforms to ASTM C923 Test ASTM Method Test Requirements TESTRES®LTS Kor-N-Seal I & II Chemical Resistance D543,at 22°C for 48 h 1 N Sulfuric Acid No weight loss No weight loss 1 N Hydrochloric Acid No weight loss No weight loss Tensile Strength D412 1200 psi 1580 psi Elongation at Break 350%min. 500% Hardness D2240 (shore A durometer) 5 from the manufacturer's 48 5 specified hardness Accelerated Oven-Aging D573 70 1°C for 7 days Decrease of 15%, max. of original 10.1% tensile decrease tensile strength, decrease of 14.0% elongation decrease 20% max. of elongation Compression Set D395,method B,at 70°C Decrease of 25%, max. 13% decrease for 22 h of original deflection Water Absorption D471, immerse 0.75 by 2-in. Increase of 10%, max. .8% increase specimen in distilled of original by weight water at 70oC for 48 h Ozone Resistance D1171 Rating 0 Rating 0 Low-temperature Brittle Point D746 No fracture at-40oC No fracture at-40oC Tear Resistance D624,method B 200 Ibf/in. No tear at 210 Ibf/in. INTERNAL KORBAND Conforms to ASTM C923,ASTM A666,and A240 — Korband Assembly is manufactured of 300 series stainless steel. —Toggle Expander is made of 300 series stainless steel. —The 106/406 series Wedge Expander is made from reinforced nylon or 300 series stainless steel. —The 206/306 series Wedge Expander is made from 300 series stainless steel. EXTERNAL PIPE CLAMP Conforms to ASTM C923,ASTM A666,and A240 External take-up clamps are manufactured of 300 series stainless steel. www.npc.com 250 Elm Street • P.O. Box 301 Milford, NH 03055, U.S.A. 05/06 Tel: 603-673-8680 • 800-626-2180 • Fax: 603-673-7271 10/25/2011 12:26 4254239037 MAE LANDSCAPING INC PAGE 01 MA L LANDSCAPIN(;,INC. August 16,2011 Peter Gaffney Gaffinev Construction, Inc. 8105 Broadway I;verelt, WA 98203 Rli: Atonement Lutheran Church LandscapC W<rrh per Plats $ 17.350.00 1"Aclusions. sales tax, irrigation, rnaintenarce. clearing & g,rubhingy, subgrade, gravel bath 5inecrel,y, DUcIne Diede President OCT5 425•-3.55-9160 - Fax 425-423-9037 - 7424 Broadway " t?verett, WA 98203 10/25/2011 12: 26 4254239037 MAE LANDSCAPING INC PAGE 02 MA,-LengScaprgg,Inc. Bill of Materials Quote Sheet Atonement Church Landsc 3 Page 9 _.....__.... _. _.1ai25✓2o1112,24PM Description Takeoff Qty Order Qt _ y Unit Price 50 Evergreen Trees C noot (weep Alaskan Cedar 6-T) P nigra (Austrian Pine 5.61) 1,00 Each 1.00 Each 2.00 Each 2,00 Each 55 Deciduous Trees A rubrum (Autumn Blaze 1.75"cal) 4.00 Each 4.00 Each 60 Evergreen Shrubs Dwf, Rhod(PJM 21"-24") 10.00 Each M nervo„a (Longleaf Mah 3gal) 10.00 Each P mugo (Mugho Pine 18-21") 5-00 Each 6.00 Each F ovina (Blue fescue 1 gal) 15.00 Each 15,00 Each S douglasii(Douglas Sp 1 gal) 27.00 Each 27.00 {mach 25 Symphoricar Snow 1 al ,00 Each us 25.00 Each p { g ) 10.00 Each 10.00 Each 65 Deciduous Shrubs E alatus (Burning Bush 5ga1) 5.00 Each 5.00 Each R Champiain (Champlain Shrub Rose 29al) 6.00 Each 6.00 Each C serice.a (Red-Osier Dogwood lgal,) 10.00 Each 10.00 Each 70 Groundcover shrb A uva-ursi (Kinnikinnick 4") 220.00 Each 220.00 Each C dammeri(Coral Beauty lgal) 169.00 Each 169,00 Each Cerex Rossi tRossi Sedge Plugs] 4,000,00 Each 4,000.00 Each Carex Obnupta 4,000.00 Each 4,000.00 Each Scirpus (Small-fruited bulrush sprigs) 4,000.00 Each 4,000,00 Each 30 Soil Mulch &Amnd 3-way Topsoil 6" Beds 41,00 Cuyd 41,00 Cuyd Fine Bark Mulch 14.00 Cuyd 14.28 Cuyd f1(—T P = 14938 13" Bright Red Reflectors 6" - 0 0 0000Oo00000000000000000000000000000 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 _ 1 5 /z 11 14" RUNG SPECIFICATIONS All Lane Poly Steps meet the requirements of ASTM C-478 and AASHTO M-199. The polypropylene conforms to ASTM D-4101 . The %2" Grade 60 deformed reinforcing bar meets ASTM A-615. /Af ( ERA VA r 0 Afff,IAM j471'0;*VWZ J .47 mare SM84-0077 P.O.Box 926 Fax 50V684-0078 18067 SW Lower 8"es Ferry Rd. 1-800-666-0076 Tua,exin,oreWn 97062 01cp Quality Concrete Products, Inc., 4200 78th St. SW, Mukilteo, WA 98275, Ph: (425) 355-5510, Fax: (425) 355-5559 frame and cover — ti grade rings 1. < 24., ° d precast cone L a° steps ° ° °d d ° d a pre-cast riser section d d ' 48" - d 44 a e a e d. ladder \ d pre-cast base °d . a a e L L. L � n � 48" PRECAST MANHOLE WITH CONE MANHOLES ARE CONSTRUCTED IN ACCORDANCE WITH ASTM C478(AASHTO M199),ASTM C890 AND WSDOT STANDARD SPECIFICATIONS. RUBBER GASKET JOINTS PER ASTM C443. MANHOLE WALL REINFORCING IS MINIMUM 0.12 SQ. INCH/LINEAR FOOT. INTEGRAL BASE SLAB REINFORCING IS 0.15 SQ. IN/LINEAR FOOT IN BOTH DIRECTIONS. STEPS ARE POLYPROPYLENE MANHOLE STEP P-14938 AS MANUFACTURED BY LANE INTERNATIONAL.