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Drain Report_BLD20191534_APPROVEDDATRICR /N & AMOC[ATES. LLC Engineering & Planning 14900 Interurban Ave. S, Suite 279 Seattle, WA 98168-4635 Ph: 206.674.4659 www.patrickharron.com Murphy Residence Storm Drainage Report Site Location: 406 2nd Ave N. Edmonds, WA 98020 Parcel #: 00592200000600 Prepared for: Claire and John Murphy 406 2nd Ave N. Edmonds, WA 98020 AOS/4 "` /ONAL �w COMPLIES WITH APPLICABLE C )E Schwin Chaosilapakul, P.E. — Nick Millman, E.I.T. PATRICK HARRON & ASSOCIATES, LLC 14900 Interurban Avenue South, Suite 279 Seattle, WA 98168 PHA Project #: 19139 Date: December 2nd, 2019 Revised: March I ld', 2020 Murphy Residence Storm Drainage Report PA2019\19139_Murphy Residence - Edmonds\Text\Storm Reports\19139_Storm Report.docx Murphy Residence Storm Drainage Report TABLE OF CONTENTS 1. PROJECT OVERVIEW..................................................................................1 2. EXISTING CONDITIONS..............................................................................3 3. PROPOSED CONDITIONS............................................................................5 4. REQUIREMENTS SUMMARY.....................................................................6 Imperviousand Pervious Area Calculations............................................................8 5. INFILTRATION RATES/SOILS REPORTS..............................................10 6. OFF -SITE CAPACITY ANALYSIS.............................................................10 7. HYDROLOGIC / HYDRAULIC ANALYSIS.............................................10 LIST OF APPENDICES Appendix A — Stormwater Site Plans Appendix B — Storm Calculations Appendix C — Soils Letter Appendix D — Maintenance Standards for Drainage Facilities Appendix E — Stormwater Pollution Prevention Plan (SWPPP) LIST OF FIGURES Figure1 Vicinity Map.................................................................................................................. 2 Figure 2 Existing Conditions Exhibit........................................................................................... 4 Figure 3 Proposed Conditions Exhibit......................................................................................... 5 Figure 4 Flow Chart for Determining Requirements for Development ....................................... 7 P:\2019\19139_Murphy Residence - Edmonds\Text\Storm Reports\19139_Storm Report.docx Murphy Residence Storm Drainage Report 1. PROJECT OVERVIEW This Storm Drainage Report is submitted in support of a Building Permit application for the Murphy Residence. The following tabulates the project site data: Address: Parcel Number: Total Property Area: Site Area: Zoning: Drainage Basin: 406 2nd Ave N, Edmonds, WA 98020 00592200000600 7,905 sf (0.30 acres) 5,586 sf (0.18 acres) RS-6 (Single Family, 6,000 sf lots) Puget Sound This Storm Drainage Report was completed using the format set forth in the 2014 Stormwater Management Manual for Western Washington (SWMMWW), as adopted by the city of Edmonds with Addendum. Project Description: Please refer to Figures I — Vicinity Map and Figure 2 — Site Plan on the following pages to aid in the project description. These stormwater calculations are provided in support of the permits required for the construction of the proposed single-family residence. The project proposes more than 2,000, but less than 5,000, square feet of new plus replaced hard surfaces. Therefore, minimum requirements #1-5 are to be addressed per Fig 3.1 of the Edmonds Stormwater Addendum. Per ECDC 18.30, Category 1 stormwater site plans are also required. The project site is located on the east side of 2nd Ave N, located north of Edmonds Street in the city of Edmonds. The property is roughly rectangular in shape (approx. 68' x 116') and is fronted by 2nd Ave N to the west, and single-family properties to the north, east, and south. The existing single-family home, both driveways and driveway entrances, and the adjacent rear structure are to be demolished. A new single- family residence, including a new driveway, walkway, and patio, are proposed, which will create approximately 3,448 sf of new and replaced impervious surfaces. The 312 square -foot existing shed to the east, and the fence along the southern edge of the property are to be preserved. Impervious runoff from the rooftop and driveway will be collected and directed into the 2nd Ave N storm system via a direct stub -out connection to a new catch basin and underground pipe system that connects to an existing catch basin within 2nd Ave, approximately 30 feet north of the property. Please also reference Appendix A for Stormwater Site Plans. The following documents have been used as a basis for the drainage design: ■ 2014 DOE Stormwater Management Manual for Western Washington ■ 2017 City of Edmonds Stormwater Addendum ■ Topo and Boundary Surveys by Terrane dated March 29, 2019. ■ Architectural Plans by H21) Architecture + Design dated August 19, 2019. PA2019\19139_Murphy Residence - Edmonds\Text\Storm Reports\19139_Storm Report.docx Page 1 of 10 Murphy Residence Storm Drainage Report Figure 1 — Vicinity Map 7 Aloha Way Car way More generally, the site is located within Section 23, Township 27 North, Range 3 East, Willamette Meridian, Edmonds, Washington. PA2019\19139_Murphy Residence - Edmonds\Text\Storm Reports\19139_Storm Report.docx Page 2 of 10 Murphy Residence Storm Drainage Report 2. EXISTING CONDITIONS There is an existing single-family residence on the property, with a fenced -in yard. Access to the property is on 2nd Ave N, on the northwest edge of the property. Topography The site is generally flat, with the existing residence located in the center of the property. See attached construction plans for contour information. Groundcover The site is developed, with an existing single-family residence and two driveways, one covered. Front and back yards are covered in grass. Drainage Existing downspout systems either drain via sheet flow over existing lawn then onto 2nd Avenue N. or surface discharge onto the north concrete driveway which drain towards 2nd Avenue N. Soils According to the soils letter provided by the property owner, the soils on site have been visibly saturated during the winter months, and groundwater is too high for feasible on -site infiltration. Critical Areas No critical areas have been identified on or near the project site, per the Snohomish County Hazards Map. Adjacent Areas The property is immediately surrounded by other single-family zoned properties. Beyond that, there are multi -family and downtown mixed -use properties to the south. P:\2019\19139_Murphy Residence - Edmonds\Text\Storm Reports\19139_Storm Report.docx Page 3 of 10 mz� c � 2A2z Qgg22 /\«%K a2«G« � y7 � AGy 57 � � � � � �) f / � Murphy Residence Storm Drainage Report 3. PROPOSED CONDITIONS Please refer to Figure 3 — Developed Conditions Exhibit to aid in the following description. Due to the size of the lot, onsite soils that do not support infiltration BMPs, and a high groundwater level, a direct stub -out connection is proposed. Impervious runoff from the rooftop and driveway will be collected and directed into the 2nd Ave N storm system via a pipe stub -out connection to a new catch basin and underground pipe system that connects to an existing catch basin within 2nd Ave, approximately 30 feet north of the property. Please also reference Appendix A for Stormwater Site Plans. Figure 3 — Developed Conditions Exhibit TYPE (NEW, Ih-s* APP70RIYATE L:±C4TI:1N OF NEILH8CPo5 OMwEwhr PER GODGL.E FE)+GE 0. YE SA' 1.1 ti W_6 iV'E PoY '201 c' IE Z ;IN —El r- IE 39.6 ;IN-SN) 1 IE 39.6 :!111i-h., EMTE) IELOPEDAREA HOfd 2CMAL SALE i� Feum 2rnaafcsr Ls/ i�Pt � FRCP GOF P:\2019\19139_Murphy Residence - Edmonds\Text\Storm Reports\19139_Storm Report.docx Page 5 of 10 Murphy Residence Storm Drainage Report 4. REQUIREMENTS SUMMARY Project Regulation: Please refer to Section 6 for detailed calculations of areas to aid in the following discussion. Requirements Determination: The project will create 3,448 sf of new & replaced hard surface area. See Section 6. Per Figure 4 (Figure 3.1 of the Edmonds Stormwater Addendum), minimum requirements #1-5 will apply to this proiect. P:\2019\19139_Murphy Residence - Edmonds\Text\Storm Reports\19139_Storm Report.docx Page 6 of 10 Murphy Residence Storm Drainage Report Figure 4 — Flow Chart for Determining Requirements for Development EDMONDS STORMATER ADDENDUM JUNE 2017 Does the project result in 2-000 square feet, or greater, of next' plus replaced hard surface area? OR Does the land disturbuig activity total 7,000 square feet or greater' Yes No Mnimum Requirements No_ 1 through 5 apply Mmurium Requirement No. 2 applies Meat Question Does the project add 5,000 square feet or more of new plus replaced hard s>rfaces" OR Convert 0-75 acres or more of vegetation to laR"n or landscaped areas OR Convert 2-5 acres or more of native vegetation to pasture? Yes No No IF Yes is this a road related project' Does the project add 5,000 square feet or No more of new hard surfaces? gy Yes All 11ntnimum Requirements apply to the new and replaced Yes Do neu hard surfaces add 500/6 or hard surfaces and converted mare to the emstmg h.-rd surffices vegetation arts. -within the project limits" All N it,im,fm Regiurements No apply to the new hard surfaces re additional equirements. and converted vegetation areas_ Figure 3.1. Flow Chant for Determining Requirements for Development. P:\2019\19139_Murphy Residence - Edmonds\Text\Storm Reports\19139_Storm Report.docx Page 7 of 10 Murphy Residence Storm Drainage Report Impervious and Pervious Area Calculations Please refer to Appendix A — Storm Plan to aid in the following description. The table below breaks down proposed basin areas as shown in Appendix B. Total Site: 7,906 sf House + Garage Roof 2,559 sf Undisturbed Vegetation 2,022 sf Driveway 396 sf Replaced Vegetation 2,124 sf Walkway 138 sf Patio 355 sf Ex. Shed 312 sf Total New + Replaced Impervious 3,448 sf Total Impervious 3,760 sf Total Pervious 4,146 sf % Impervious 47.6% % Pervious 52.4% The roof area for the proposed home is larger than the foundation, covering parts of the driveway, walkway, and patio areas. Proposed BMP Design With the project exceeding 2,000 sf, but less than 5,000 sf of new plus replaced hardscape surface, Core requirements 1-5 are addressed: Minimum Requirement #1: Preparation of Stormwater Site Plans Engineering plans have been prepared as part of this submittal, see Appendix A. Minimum Requirement #2: Construction Stormwater Pollution Prevention (SWPPP) SWPPP has been prepared as part of this submittal, see Appendix E. Minimum Requirement #3: Source Control of Pollution Soil amendment to post -construction soil quality and depth standards are proposed. Minimum Requirement #4: Preservation of Natural Drainage Systems and Outfalls Stormwater runoff from the developed site will generally drain towards 2nd Ave N as it does in the existing condition. Minimum Requirement #5: On -site Stormwater Management Lawn and Landscape areas - Post -Construction Soil Quality and Depth (T5.13) — All disturbed areas of the project to be landscaped shall implement T5.13 to restore soil quality and depth. PA2019\19139_Murphy Residence - Edmonds\Text\Storm Reports\19139_Storm Report.docx Page 8 of 10 Murphy Residence Storm Drainage Report This project will meet the List #1 Onsite Stormwater BMPs. Lawn and Landscaped Areas: 1. Post -Construction Soil Quality and Depth: Feasible. Will be applied to all exposed areas. Roofs: 1. Full Dispersion: 2. Downspout Fill Infiltration: Not Feasible. A minimum flowpath of 100 feet in length cannot be achieved. Not Feasible. There is less than 3 feet of permeable soil between the finished grade and the seasonal high groundwater. 3. Bioretention (Rain Garden, Bioswale, etc.): Not Feasible. There is less than I foot of separation between finished grade and seasonal high groundwater. 4. Downspout Dispersion System: 5. Perforated Stub -out Connection: 6. Detention Vaults and Pipes: Other Hard Surfaces: 1. Full Dispersion: 2. Permeable Pavement: 3. Bioretention: 4. Sheet Flow Dispersion: Feasible with dispersion trench in the backyard, but not selected because flows would have to be diverted from their natural flowpath toward 2nd Ave N. Also, this option would put stormwater towards the neighbor's property to the east which is not preferred. Not Feasible. There is a likelihood of groundwater entering the city storm system. Not Feasible. Discharge elevation is too shallow and not applicable for the size of this project. Not Feasible. See above. Not Feasible. Per description of soil conditions provided by owner, saturated soil conductivity is assumed to be less than 0.3 in/hr. Not Feasible. See above. Not Feasible. See Downspout Dispersion above. Due to lack of feasibility, the project will not implement any of the List W BMPs. A direct stub -out connection to the existing storm system within 2"d Ave N is proposed. PA2019\19139_Murphy Residence - Edmonds\Text\Storm Reports\19139_Storm Report.docx Page 9 of 10 Murphy Residence Storm Drainage Report 5. INFILTRATION RATES/SOILS REPORTS A soils letter, provided by the property owner, is included in Appendix C. The site appears to have high groundwater and dense soil conditions which do not support on -site infiltration. 6. OFF -SITE CAPACITY ANALYSIS Downstream From associated research (City of Edmonds GIS & Snohomish County GIS), no drainage issues are known to exist within the area. Onsite stormwater, in the existing condition, generally sheet - flows to the northwest, into the 2nd Ave N storm system, and then into Puget Sound. The existing flow path for surface runoff will be maintained in the developed condition. Upstream No significant flows appear to enter the property from upstream areas. 7. HYDROLOGIC / HYDRAULIC ANALYSIS No hydrologic analysis provided for the proposed direct stub -out connection. Pipe conveyance capacity analysis is provided as part of Appendix B. P:\2019\19139_Mivphy Residence - Edmonds\Text\Stone Reports\19139_Stonn Report.docx Page 10 of 10 Murphy Residence Storm Drainage Report Appendix A Stormwater Site Plans P:\2019\19139_Murphy Residence - Edmonds\Text\Storm Reports\19139_Storm Report.docx V ao 0. ^ J �ry NMtl NOISNIa ON1833NION3 A110 .Ae 07311N1Ya0 d0 1M1NV370 a3M3S AWUMS DOSS NMOHS SV .tee :31VO 370HA(M a3M3S AaVUMS HYSS a3M3S AWUMS SS SONO/NO3 d0 A-LIM 35 V a3M35 OZOZ/9O/bO ai NO/10l1215N00 am-4 03A02/ddV 831VM VM 831 YM N/Ya0 HJN3a1 Ol N(VYG ON11001 03 NR/a010oa 0a iW11o8 109 93S C 3OYOIS V30 335 935 30Y3a31N1 3OYa0LS OY30/3A17 0/7 3OVJNnS a31VM NOIS39 SMO 77314 NOl1VA83S80 M'0 T M0873 03N&nI-d17 31n �J M0873 03NN01-NM00 110 v o 0/7 ON1X007 onOS 77S A m 5 2 NM 37/1000 70 K A m 1N3ANl 3d1d 3/ p m D InONV370 NIT MIS OOOS Z 37OHNM NIVNO Na01S HNOS y Z O N/Sb8 HJIVO 80 0 O I Na015 a x o>m Z !^ oz VJ c o mx m Z m aS arae OS 6S161 � A O p(D m2 Fri jE3 A J � 3mm CD X J c om mN fA � p� A V! j 1 yy m0 O gom C m N r_ Cl) < m V r 90 z D m C m U1 C7 A O z N313H N31 VM El NM 03/ON SV 71VN 3Nn 831 YM (MON SV) 3381 O 3d.11 31IS 3Nn NIVNO NNO15 3Nn HWE A a3X90a� (135) dV0 M YV838 1HO17 /M 370d Y-Wd o�w (OV3H83A0) HA a313N a3MOd ❑ d (N/70J) 63ION SV 3d1d N08118 83a (ONXJ) 35VO Nl INWNON O l0n35V3 A1/7/1n A SS30JV 8313N SVO ❑ 0 3N17 SV9 (6001A) 3N17 3001 ()Nn NIVHJ) 3N17 3001 77YM 5NINIV138 3JVJHnS 3138JNOJ 0 M08 3N17831N3J ON107/08 3JV,WnS 17VHdSV - ON303-7 dYPV35YH NOI1VA.773 17 3N17 M07J 7J 86, n0 JO H01106 06 881?0 JO d01 01 800 & HSINIJ JJ INIOd M07 d7 INIOd H01H dH 30V80 ONl1SIX3 03 30Va0 HSINl3 OJ ONIOVYD 35N1700 3SV8 3OYJ8/7S GSWYO 0650 3SanOJ d01 3OYJ8/7S GSWYO 0150 auoa 3Nn XJb8135 76 ONVA av3a AN ONVA 3015 AS ONVA INONJ A3 3115 37VO5 01 ION SIN 7VJ1dA1 dA1 ONl1SIX3 X3 nVN3N3O SN0l-LWlA32155b' S71VI39 Y 1W7d 00 OZZO t 571V130 AflUfl OfVV OMOH l'10 f S7IV130 AL7lf/) W 3lls W om l'l0 d NN7d AL7lf/) P 39S Y I33HS 83AOO 040 l HOILdAYOS30 3 W # 13316 376W-L 15/7 1331-45 +0'LE 31 „9 +8 lb Aid SIIOHXIH .f /M MAW 3IOHdWVI 10 ,.61 /M � \ 'SOaY0NV15 SONON0310 a00 doad JO \ ,EZ'0 d N,80'0 M AHO aid X7YM30/S ONV 831,0 '8a0J HlbW 03JV7d3a ONV 03AOH38 38 77VHS 1170 AVIA31Va0 Z \Id N.AI aNNO / \ , S31V7I10 a3H10 77V n%Y N0UVYVd35 7VIN021a0H HnNIN1N ,f 3AVH 01 S38/71IR Aa0 77V 9 \ 038/0038 38 77/M 37OHNVH 11 3dA1 V N3H1 133J 9 S033OX3 NOI1Vi1373 183AN1 01 MY 3H1 Jl 'S NO1103dSNl 371703HOS 01 '9FZ0-IZZ-SZb NO/SNIO a3M35 SNNOM 0178nd SGNON0310V1N00 '63NM0 U63dONd A8 03OV7d3N 38 a00 30N3J 77VHS 7Va31V7 378V5n-3N ION J/ 35n-38 01 378VId3J0V S/ 1/ J/ 3NIN63730 01 7V831V7 3H1 AL 01 MN 77/M INDMI&Vd30 SNNOM 0178nd S.AVO 3H1 03508 38 01 0350d0Hd �':::::; " '-' mll ld 01 5l (NIVN N3M35 3H1 O1 1N31Y35V3 JO 3003 N0a3 3Nn) 7Va31V7 63M3S ONl15IX3 3H1 'b ::: :, - a3HS ONILSIX3 '03Jb7d3N 38 77VHS N3M35 391S 379VSR39 ION JI ASO-3N 01 7VAONddV ONV M3/A38 NOJ Al/J 391 01 031//N805 38 ISnN 03o1A ONV NOIJVNINOJ 3/l1 AB ' O.AL 39 Ol 033N 77/M (1N3Y35V3 JO 3003 01 3970H H%Y 3N/7) a3M3S 30I5 ON/1SIX3 3H1 'F 63810038 Sl AVU3A0 H10/M 77171 V NMI UNV7 73Va1 H108 OINI ON3lX3 53HJ1Yd A117110 383HM AYMOV08 JO 3Nna31N30 3H1 01 ON31X3 77VHS AVINTO 3H1 3NV7 73AYa1 3NO N1H11M A73N8N3 77V1 53HOI& Ul78n 3a3HM 30MUHMS10 10 1N31X3 3H1 NO ON10N3d30 63810038 ?....... 38 77M AVM340 H10/M 17VH 80 Hl9bW 77NJ ONV 03NIRHOO 39 77M1S 53HOI& A117817 '80133dSNl ON1833N1ON3 ANJ 3H1 A8 03N1N83730 SV Q3JV7d3N oNV 03AON38 38 77VHS 1NYndnoo YOY-NON 80 '0 ovm '9N171Y3 38v 1MH1 sm3N3AOadNI 3ovIN a3 90sin ! 5310N NNN'3N 01 1N7A35V3 .(l Z0 ONV SS300V ONUSIX3 'l 51N3W35tY3 / /✓ a3MOd Ond 'b 00NNOO NOMf 335d 17 3OX3 L7 V 31VXJ 3Nn 3J/Aa35 SVO7dN ON/15N01 Ol ONV O SIX3 1 'F 'S300J 1N3NNn0 H1IM NOO lV0 l NOJ 5/ N0/1J3NNOJ 03OW NOIIn IV V I 03L7N 30/AONd 'ON107/n8 3H1 NOMf 3d075 60'Z JO NnIYININ V 1V g 3HI 0 " / 30VN 38 NVJ 3JMN35 N3M35 30I5 0350dONd NO.Y N0/1J3NN0J 1VH1 3Nn N3M35 30/5 ONl15IX3 JO NOWON00 ONV 'H1d30 N011VJ07 Af/aP >' 01 NOIJVNINOJ 3Nn N3M35 30I5 ONl15IX3 01 103NNOO ONV 31V007 Z SONVONNIS NOo r 3N ' ?%+,EZ a0D doad JO M,ZI'012 N,Zao l9Sb #Sl dvo/avom aNHm , �3 v3 NOv913S 30IS .0'9 %9'Lb snowado/I b'ZS -01-ad % 09L`£ snowaduq pgo,I, 9bT`b snoucadlgloL 8bb`£ snopuaduq poarldaH +MaK le;o,L ZI£ pa4S'X'd SS£ 048d 8£I iRmjum bZi`Z uO„M090A paoeldoN 96£ , vmmua ZZO`Z uoge;aBaA paginis/puR 655`Z 300� aBa�eO + asnog oNoo VD Aid z a5 was %9.0 as „b a, El \\\ Dole 3N ,1'0 MS .L'0 Noo 3ON33 ON3 30NII 11 fl15 / lONN N Allfl 55300v ,0'0l Ov91IS / WK 31 V +97b Aid / r:. 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M. SEE APPLICABLE STANDARD DETAILS FRAME AND GRATE PIPE ALLOWANCES PIPE MATERIAL MAXIMUM INSIDE DWAEER REINFORCED OR 12' PLAIN CONCRETE ALL METAL PIPE 15' CPSSP" 12' (WSDOT SID SPEC 9-05.20) SOLID WALL PVC 78• (WSDOT STD SPEC 9-05.12.(1)) PROFILE WALL PVC IS' (WSDOT STD SPEC 9-05.12(2)) 0• �'J• " CORRUGATED POLYETHYLENE ✓Jy� 9 I STORM SEWER PIPE 4', 6", 1 OR 12" RISER Sjl$�$�,j NOTES: 1. CATCH BASINS SHALL BE CONSTRUCTED IN ACCORDANCE OQYj ] WITH WSDOT STANDARD SPECIFICATION 9-05.50(3). 2. AS AN ACCEPTABLE ALTERNATIVE TO REBAR, WELDED WIRE AA /• FABRIC HAVING A MIN. AREA OF 0.12 SQUARE INCHES PER FOOT MAY BE USED. WELDED WIRE FABRIC SHALL COMPLY TO ASIM A497 (AASNTO M 221). WIRE FABRIC SHALL NOT BE PLACED IN KNOCKOUTS. 3. APPLY NON -SHRINK GROUT TO INSIDE AND OUTSIDE OF ALL JOINTS, RINGS, RISERS AND FRAMES. 4. ROUND KNOCKOUTS MAY BE ON ALL 4 SIDES, WITH MAX DIAMETER OF 20'. KNOCKOUTS MAY BE ETHER ROUND OR D" SHAPE. 5. THE MAX DEPTH FROM THE FINISHED GRADE TO THE PIPE INVERT IS 5'-0". 6. THE TAPER ON THE SIDES OF THE PRECAST BASE SECTION F AND RISER SECTION SHALL NOT EXCEED 1/2-/FT. 7. CATCH BASIN FRAME AND GRATE SHALL BE IN ACCORDANCE T WITH STANDARD SPECIFICATIONS. MATING SURFACES SHALL BE FINISHED TO ASSURE NON -ROCKING FIT WITH ANY COVER POSITION. (MEASUREMENT AT THE TOP OF THE BASE) PRECAST BASE SECTION S. VERTICAL EDGE OF RISER SHALL NOT BE MORE THAN 2" FROM VERTICAL EDGE OF CATCH BASIN WALL REVISION DATE CITY OF EDMONDS JANUARY 201a CATCH BASIN TYPE I PUBLIC WORKS STANDARD DEPARTMENT DETAIL �s1 Ig9� APPROVED BY: R. ENGLISH SD-303 UNDISTURBED PLANTS UNDISTURBED TURF (LAWN) (SEE NOTE 1) AREAS (SEE NOTE 1) UNDISTURBED NATIVE VEGETATION 0" TURF/LAWN/LANDSCAPE UNDISTURBED NATIVE SOIL I � � JUND16TURSED UNDISTURBED NATIVE SOIL OPTION 1 - NO DISTURBANCE PLANTING BEDS TURF (LAWN) AREAS 2" ORGANIC MULCH 9RASS: SEED OR SOD 3" OF COMPOST1-IIClll-11 -11R 1.75' OF COMPOST INCORPORATED INCORPORATED INTO 5' OF I]--I-1-II -LLI -m INTO 6.25" OF SITE SOIL (TOTAL SITE SOIL TOTAL AMENDED ( -(]I- ILL -IT -ILL AMENDED DEPTH OF 9.5", FOR A DEPTH OF 9.5", FOR A -T IIF2111EII -E III-ITIT-I-I III SETTLED DEPTH OF 8") SEALED DEPTH OF B') I� LIJJI- MI IJr Il-I 1 SUBSOIL SCARIFIED 4' BELOW 'I' _ - -1 SUBSOIL SCARIFIED 4" BELOW COMPOST AMENDED LAYER (12" BELOW SOIL SURFACE) _ - = - -.. 12" - - - :I�� COMPOST AMENDED LAYER (12" BELOW SOIL SURFACE) OPTION 2 - AMEND IN PLACE OR STOCKPILE AND AMEND GENERAL NOTES: PLANTING BEDS TURF (LAWN) AREAS 2" ORGANIC �y �� %/�i"//" SEED 1. AREAS OF NO DISTURBANCE SHALL BE FENCED AND EXISTING VEGETATIONOIL SHALL BE MULCH ��/��/�/� 0 0" - T. OR SOD MOMS CONSTRUCTION IMPACTS. 11.. 1 6" IMPORTED 6" IMPORTED 2, TO MEASURE SETTLED DEPTH, WATER SOIL SUFFICIENTLY TO TOPSOIL MIX (COMPACTED 0101 TOPSOIL MIX (COMPACTED FULLY SATURATE WITHOUT CAUSING EROSION. DEPTH) 6" it - DEPTH) - - - 3. COMPOST SHALL MEET SPEC. REQUIREMENTS IN THE 2017 SUBSOIL IS fi =1_' 'I' I' L- SUBSOIL IS EDMONDS STORMWAER 7). SCARIFIED �_� SCARIFIED 6' ADDENDUM (CHECKUST BELOW IMPORTED _ - _ - BELOW IMPORTED 4 OF TO TOPSOIL MIX 12" - TOPSOIL MIX REQUIRED) TO BECOMPACTION 65% (PSOIL MERE AX) OF THE MAXIMUM DRY DENSITY OPTION 3 - IMPORT TOPSOIL PER MODIFIED PROCTOR TEST (ASTM D1557). lmlkii�CITY OF EDMONDS PUBLIC WORKS DEPARTMENT Fs1 iB90 POST CONSTRUCTION SOIL QUALITY AND DEPTH DECEMIBER 2A01] STANDARD DETAIL SD-642 APPROVED BY: MECHANICAL PLUG TRAFFIC RATED, LOCKING EXTEND CLEANOUT 2' ABOVE CAST VALVE BOX PER DESIGN PPLAN ELEVATION P AS HALT / fCIIOULAR MANUFACTURER OR PER PLAN CONCRETE RECOMMENDATIONS, SEE NOTES 1 AND 2 4' STREAMBED COBBLES PER WSDOT 9-03.11(2) DESIGN PONDING ELEVATION _ r v ^`� MECHANICAL PLUG ADD VALVE BOX EXTENSION OR SOIL L PIPE AS NECESSARY O.D. OF RISER PIPE SOIL TIGHT 45 BEND CLEANOUT COVER IN WYE PAVED AREA SOIL TIGHT LAWN/ 4(NOTES O SERIES VALVE COUPLER LANOSCAPEH LOCKING OR EQUAL. SEE UNDERDRAIN PIPE. ANO 2. PER PA S PLUG OR CONTINUED UNDERDRAIN CRUSHED4SURFACINGCONNECTION TOP COURSE (CSTC)NICAL PLUG CLEANOUT PER WSDOT 9-03.9(3 (SHOWN WITHIN BIOREENTION FACILITY) CLEANOUT COVER IN LANDSCAPE AREA GENERAL NOTES: I. CLEANOUT PIPE SHALL BE SAME SIZE AND MATERIAL AS UNDERDRAIN PIPE. 2. CLEANOUT SHALL BE INSTALLED TO ALLOW FOR MAINTENANCE ACCESS TO ALL PIPES. 3. ALL FITTINGS SHALL BE SOIL TIGHT. 4. CLEANOUT RISER TOP SHALL BE LOCATED OUTSIDE OF PONDING AREAS WHERE POSSIBLE. NOTES: I. CLEANOUT COVER TO BE LOCKING WITH ALLEN HEAD BOLT, MARKED "DRAIN CLEANOUT; "CLEANOUT; "CO," OR SIMILAR. 2. TRAFFIC RATED LID REQUIRED IN AREAS WITH VEHICULAR LOADING. CITY OF EDMONDS STORM DRAINAGE CLEANOUT ION DATE BER 2017 NDARD LS PUBLIC WORKS DEPARTMENT Fs1 100 TAIL -619 APPROVED BY: R. ENGLISH 2' MIN SAWCUT SEE NOTE 10 R-1' HIM 4" OR MATCH EXISTING, WHICHEVER IS I" BATTER GREATER R-I SEE NOTE 12 0.05 FT FT 0 d 18" STANDARD �6"-5/8" SEE NOTE 11 MINUS CSTC SFANDARD TYPE 'A' CURB/GUTTER (NOT TO SCALE) NOTES: 1. CITY INSPECTION REQUIRED ON FORM WORK PRIOR TO POUR. 2. FORMS SHALL BE TRUE TO UNE AND GRADE AND SECURELY STAKED. 3. EXPANSION JOINTS SHALL BE PLACED ADJACENT TO ANY STRUCTURE. 4. EXPANSION JOINTS SHALL BE EVERY 10 FEET. 5. EXPANSION JOINTS SHALL HAVE 1/2' TO 5/8- WIDE PREMOLDED JOINT FILLER. 6. CONCRETE SHALL BE CLASS 3000. 7. FINISH SHALL BE UGHT BROOM. 8. CURB SHALL BE SPRAYED WITH CLEAR CURING COMPOUND OR SHALL BE COVERED AND KEPT MOIST FOR 72 HOURS. 9. REMOVAL/REPLACEMENT OF CONCRETE CURB SHALL BE FROM EXPANSION TO EXPANSION JOINT, UNLESS OTHERWISE DIRECTED BY CITY ENGINEER. 10. A 2-FT MINIMUM ASPHALT SAWCUT MAY BE REQUIRED AS DETERMINED BY C17Y ENGINEER. 11. CURB/GUTTER SMALL BE 18" OR AS DIRECTED BY CITY ENGINEER. 12. ALL VERTICAL EDGES SHALL BE TACKED. ^� CITY OF EDMONDS CONCRETE CURB AND GUTTER REVISION DATE JANUARY 201a STANDARD PUBLIC WORKS DEPARTMENT Fs1_ IB9� DETAIL TR-520 APPROVED BY: R. ENGLISH DOWNSPOUT III OR 1L PER STANDARD D-303 OR 304 N) LEVEL TRENCH WITH ATED PVC UNDERDRAIN PIPE - ROOF)--"-I�� TO STORM DRAINAGE SYSTEM 00' (MIN) > S. (MIN), ^� TO STORM DRAINAGE SYSTEM DOWNSPOUT LOPE 10 (MIN) LEVEL TRENCH WITH TYPE 1 OR 1L PER STANDARD PERFORATED PVC UNDERDRAIN PIPE DETAIL SD-303 OR 304 P�(v NTS 1'(MIN) COVER COMPACTED BACKFILL SLOPE SEE WASHEDDRAINR331N ROCK, til�CB Q 4" (MIN) PVC UNDERDRAIN PIPE PER I. (MIN) ABOVE SEASONAL WSDOT SPEC. 9-05.1(6), LAID LEVEL HIGH GROUNDWATER TABLE, OR HYDRAUUCALLY I--24" (MIN) GEOTEMILE, SEE NOTE 2 RESTRICTIVE LAYER SECTION A NTS GENERAL NOTES: 1. REFER TO THE 2017 CITY OF EDMONDS STORMWATER ADDENDUM FOR SETBACK (CHECKLIST 15) AND INFEASIBILITY REQUIREMENTS. 2. TRENCH LENGTH TO BE 10 FEET IN LENGTH FOR EVERY 5,000 SQUARE FEET OF CONTRIBUTING ROOF AREA. NOTES: 1. CLEANOUTS RECOMMENDED AT PIPE BENDS. 2. GEOEXTILE SHALL CONFORM TO WSDOT SPEC. 9-33.2(1), GEOTEXTILE FOR SEPARATION, NON -WOVEN TYPE. 3. WASHED DRAIN ROCK SHALL CONFORM TO WSDOT SPEC. 9-03.12(5), GRAVEL BACKFILL FOR DRYWELLS. q� REVISION DATE 11 CITY OF EDMONDS TYPICAL PERFORATED NOVEMBER 2018 STUB -OUT CONNECTION ® PUBLIC WORKS STANDARD DEPARTMENT DETAIL FsR 1890 APPROVED BY: R. ENGUSH SD-639 0' EXPANSION DUMMY JOIN JOIN e a f a.a A 4 a PLAN VIEW (NOT M SCALE) 5' MIN 1' FULL DEPTH 1/2" EXPANSION 7 CURB/GUTTER JOINT MATERIAL SEE DOE STD MAX DTL TR-520 _2R Z'J 1/2- R d 1/2' R-/ 'W a ° G W. 2" MIN 5/8" MINUS CSTC ON NATIVE BEARING SOIL SECTION VIEW SEE NOTE 9 NOTES: (NOT TO SCALE) 1. CITY INSPECTION REQUIRED ON FORM WORK PRIOR TO POUR. 2. CONCRETE SHALL BE CUSS 3000. 3. FINISH SHALL BE LIGHT BROOM. 4. SIDEWALK THICKNESS SHALL BE 4". 5. SIDEWALK THICKNESS AT DRIVEWAYS SHALL BE 6' THICK. 6. CURB AND DUFFER SHALL BE POURED SEPARATELY FROM SIDEWALK. 7. LIDS FOR JUNCTION BOXES AND UTILITY VAULTS SHALL BE NON-SKID AS SPECIFIED BY ENGINEER. 8. SEE COE STD DTL TR-550 FOR POSSIBLE ROOT HARRIER INSTALLATION. 9. SUBGRADE SHALL BE COMPACTED TO 95X MAXIMUM DENSITY. 10. ALL EDGES WITH EXPANSION JOINTS SHALL HAVE }" RADIUS REVISION DATE CITY OF EDMONDS JUNE 2019 4CONCRETE SIDEWALK PUBLIC WORKS STANDARD DEPARTMENT DETAIL Fsi iB90 APPROVED BY: R. ENGDSN TR-531 GENERAL NOTES 1. ALL MATERIALS AN O WORK SHOWN ON THESE PLANS SHALL CONFORM TO THE CITY OF EDMONDS STANDARD PLANS AND DETAILS, THE FOLLOWING SPECIFICATIONS AND CODES, AND ALL OTHER APPUCABIE LOCAL MUNICIPAL, STATE, AND FEDERAL CODES, RULES AND REGULATIONS: 1.1. CURRENT INTERNATIONAL BUILDING CODE (IBC) 1.2. 2016 WSDOT/APWA STANDARD SPECIFICATIONS FOR ROAD, BRIDGE AND MUNICIPAL CONSTRUCTION 1.3. WASHINGTON STATE DEPARTMENT OF ECOLOGY STORMWATER MANAGEMENT MANUAL FOR THE PUGET SOUND BASIN (CURRENT EDITION) 2. STANDARD PLAN AND TYPE NUMBERS INDICATED ON THESE DRAWINGS REFER TO CITY OF EDMONDS STANDARD DETAILS,UNLESS NOTED OTHERWISE 3. A COPY OF THESE APPROVED MNS MUST BE ON THE JTHE E WHENEVER CONSTRUCTION IS IN PROGRESS. 4. DEVIATIONS FROM THESE PLANS MUST BE APPROVED BY THE ENGINEER OF RECORD AND THE LOCAL GOVERNING AUTHORITY. 5. CONTRACTOR SHALL RECORD ALL APPROVED DEVIATIONS FROM THESE PLANS ON A SET OF 'AS -BUILD DRAWINGS AND SHALL SUMMARIZE ALL ASBUILT CONDITIONS ON ONE SET OF REPRODUCIBLE DRAWINGS FOR SUBMITTAL TO THE OWNER PRIOR PROJECT COMPLETION AND ACCEPTANCE. A SET OF AS -BUILT DRAWINGS SHALL BE SIIBMITTED TO THE qtt OF EDMONDS PRIOR TO FINAL APPROVAL OF THE BUILDING OCGIPANCYMNAL PROJECT APPROVAL. 6. ELEVATIONS SHOWN ARE IN FEET. SEE SURVEY FOR BENCHMARK INFORMATION. 7. THE LOCATIONS OF EXISTING UTILITIES AND STE FEATURES SHOWN HEREON HAVE BEEN FURNISHED BY OTHERS BY FIELD SURVEY OR OBTAINED FROM AVAILABLE RECORDS AND SHOULD THEREFORE BE CONSIDERED APPROXIMATE ONLY AND NOT NECESSARILY COMPLETE IT IS THE SOLE RESPONSIBILITY OF THE CONTRACTOR TO INDEPENDENTLY VERIFY THE ACCURACY OF ALL UTILITY LOCATIONS SHOWN AND TO FURTHER DISCOVER AND PROTECT ANY OTHER UTIUTIES NOT SHOWN HEREON 'MRICH MAY BE AFFECTED BY TIRE IMPLEMENTATION OF THIS PLAN. CONTRACTOR SHALL VERIFY LOCATION, DEPTH, SIZE, TYPE AND CONDITION OF EXISTING UTILITY UNES AT CONNECTION OR CROSSING POINTS BEFORE TRENCHING FOR NEW UTILITIES. ENGINEER ASSUMES NO RESPONSIBNTY FOR THE COMPLETENESS OR ACCURACY OF THE EXISTING UTIUTIES AND SITE FEATURES PRESENTED ON THESE DRAWINGS ENGINEER SHALL BE NOTIFIED IMMEDIATELY OF CONFLICTS THAT ARISE B CONTRACTOR SHALL LOCATE AND PROTECT ALL UTIUTIES WRING CONSTRUCTION AND SHALL CONTACT THE UNDERGROUND UTILITIES LOCATION SERVICE (1-800-424-5555) AT LEAST 48 HOURS PRIOR TO CONSTRUCTION. 9. CONTRACTOR SHALL VERIFY ALL CONDITIONS AND DIMENSIONS AT THE PROJECT SITE BEFORE STARTING WORK MID SHALL NOTIFY OWNER'S REPRESENTATIVE OF MY DISCREPANCIES. 10. PIPE LENGTHS WHERE SHOWN ARE APPROXIMATE AND MAY CHANCE DUE TO FIELD CONDITIONS. 11. CONTRACTOR SHALL OBTAIN A COPY OF THE GEOTEMNICAL REPORT (WHERE APPUCABLE) AND SHALL THOROUGHLY FAMILIARIZE HIMSELF WTH THE CONTENTS THEREOF. ALL SITE MURK SHALL BE PERFORMED IN STRICT COMPUMCE NTH THE RECOMMENDATIONS OF THIS REPORT. 12 STRUCTURAL FILL MATERIAL AND PLACEMENT SHALL CONFORM TO THE RECOMMENDATIONS OF THE PROJECT GEOTECHNICAL REPORT. 11 SUBGRADE SOILS IN ALL AREAS WHERE RAIN GARDENS, INFILTRATION OR PERVIOUS PAVEMENT IS TO BE ARCED SHALL BE DEUNEATED AND PROTECTED AT ALL TIMES FROM COMPACDTEE ACTIVITIES I.. HEAVY EQUIPMENT STOCKPILING . 14. MANHOLES, CATCH BASINS, UTILITIES AND PAVEMENT SHALL BEAR ON MEDIUM DENSE TO VERY DENSE NATIVE SOIL OR COMPACTED STRUCTURAL FILL IF SOIL IS DISTURBED, SOFT, LOOSE, WET OR IF ORGANIC MATERIAL IS PRESENT AT SUBGRADE ELEVATION, REMOVE AND REPLACE WTH COMPACTED STRUCTURAL FILL PER GEOTECHNICAL REPORT. 15. SEE SURVEY AND ARCHITECTURAL DRAWINGS FOR DIMENSIONS AND LOCATIONS OF BUILDINGS, LANDSCAPED AREAS AND OTHER PROPOSED OR EXISTING SITE FEATURES. 16. SEE ARCHITECTURAL DRAWINGS FOR PERIMETER FOUNDATION DRAINS. FOUNDATION DRAINS SHALL BE INDEPENDENT OF OTHER SITE DRAIN UNES AND SHALL BE TIGITIINED TO THE STORM DRAIN SYSTEM WHERE INDICATED ON THE PLANS. 17. ALL REWIRED STORMWATER FACUTIES MUST BE CONSTRUCTED AND IN OPERATION PRIOR TO INSTALLATION OF ANY PAVEMENT UNLESS OTHERWISE APPROVED BY THE ENGINEER. 18. ALL ROOF DRAINS, PERIMETER FOUNDATION DRAINS CATCH BASINS AND OTHER EXTERNAL DRAINS SHALL BE CONNECTED TO THE STORM DRAINAGE SYSTEM, UNLESS NOTED OTHERWISE 19. ALL FOOTING DRAINS SERVING BUILDINGS, WAITS, ROOKERIES, ETC. SHALL CONNECT TO THE DRAINAGE SYSTEM DOWNSTREAM OF THE SITE STORMWATER DETENTION SYSTEM. 20. CONTRACTOR SHALL OBTAIN AND PAY FOR ALL PERMITS REQUIRED FOR INSTALLATION OF ALL SITE IMPROVEMENTS INDICATED ON THESE DRAWINGS. 21. A SEPARATE IRRIGATION PERMIT MUST BE OBTAINED FROM THE CITY PUBUC WORKS DEPARTMENT. PRIOR TO FINAL CONSTRUCTION ACCEPTANCE, PROVIDE TO THE CITY WATER QUALITY TECHNICIAN, A COPY OF THE BACKFIAW TEST REPORT. TEST REPORTS CAN BE FAX TO 425-744-6057 OR EMABED TO ,EFF.KOBLYKOEDMONDSWA.GOV. BACKFLOW TESTING SHALL BE COMPLETED BY THE OWNER ANNUALLY THEREAFTER. 22. AS A MINIMUM REQUIREMENT, ALL DISTURBED AREAS ON AND OFF STE SHALL BE RETURNED TO THE EQUIVALENT OF THEIR PRECONSTRUCTION CONDITION IN ACCORDANCE WTH APPROPRIATE REQUIREMENTS AND STANDARDS 23. ALL DISTURBED SOIL AREAS SHALL BE COMPOST AMENDED AND SEEDED OR STABIUZED BY OTHER ACCEPTABLE METHODS FOR THE PREVENTION OF ONSIIE EROSION AFTER THE COMPLETION OF CONSTRUCTION. SEE EROSION CONTROL PLANS FOR SPECIFIC GRADING AND EROSION CONTROL REQUIREMENTS. 24. THE CONTRACTOR SHALL KEEP OFF -SITE STREETS C1EM AT ALL TIMES BY SWEEPING WASHING OF THESE STREETS CULL NOT BE ALLOWED WTHOUT PRIOR APPROVAL. 25. THIS PROJECT IS NOT A BALANCED EARTHWORK PROJECT. BOTH EXPORT AND IMPORT OF SOIL AND ROC( MATERIALS ARE REQUIRED. 26. 2SLOPE OF FINISHED GRADE SHALL BE CONSTANT BEPEIIM FINISHED CONTOURS OR SPOT ELEVATIONS SHOWN. 27. FINISHED GRADE SHALL SLOPE AWAY FROM BUILDING WAITS AT MINIMUM 5% SLOPE FOR A MINIMUM DISTANCE OF 10 FEET. 20. CONTRACTOR SHALL BE RESPONSIBLE FOR AND SHALL INSTALL AND MAINTAIN SHORING AND BRACING AS NECESSARY TO PROTECT WORKERS, EXISTING BUILDINGS, STREETS, WALKWAYS, UTILITIES AND OTHER EXISTING AND PROPOSED IMPROVEMENTS AND EXCAVATIONS AGAINST LOSS OF GROUND OR CAVING EMBANKMENTS. CONTRACTOR SHALL ALSO BE RESPONSIBLE FOR REMOVAL OF SHORING AND BRACING, AS REQUIRED. 29. CONTRACTOR SHALL OBTAIN APPROVAL FROM THE CITY AND FOLLOW CITY PROCEDURES FOR ALL WATER SERVICE INTERRUPTIONS, HYDRANT SHUTOFFS, STREET CLOSURES OR OTHER ACCESS RESTRICTIONS. CONTRACTOR SHALL NOT RELOCATE OR ELIMINATE ANY HYDRANTS WTHOUT FIRST OBTAINING WRITTEN APPROVAL FROM THE FIRE MARSHAL 30. COORDINATE AND ARRANGE FOR ALL UTILITY CONNECTIONS UTILITY RELOCATIONS AND/OR SERVICE INTERRUPTIONS WTH THE AFFECTED OWNERS AND APPROPRIATE UTILITY COMPANIES. CONNECTIONS TO EXISTING UTILITIES SHALL BE MADE ONLY WITH ADVANCE 'WRITTEN APPROVAL O THE AUTHORITIES GOVERNING SAID UTIUTIES 31. ALL UTIUTIES SHALL BE PLACED UNDERGROUND. 32. EXISTING UTILITY ONES IN SERVICE WHICH ARE DAMAGED DUE TO CONSTRUCTION WORK SHALL BE REPAIRED AT CONTRACTOR'S EXPENSE AND INSPECTED AND ACCEPTED BY CITY OF EDMONDS AND OWNER'S REPRESENTATIVE PRIOR TO BACKFIWNG. 33. NEW UTIUTY LOCATIONS ARE GENERALLY SHOWN BY DIMENSION WHERE NO DIMENSIONS ARE INDICATED LOCATIONS MAY BE SCALED FROM DRAWNGS. FIELD ADJUSTMENTS SHALL BE APPROVED BY OWNER'S REPRESENTATIVE AND qtt. 34. FIELD STAKE ALL UTIUTY STUBS AT THE PROPERTY UNE 35. TRENCH BACKFILL OF UTILITIES LOCATED WTHIN THE CITY RIGHT-OF-WAY SHALL BE COMPACTED TO 95X COMPACTION TEST REPORTS SHALL BE PROVIDED TO THE CITY PRIOR TO PAVING 36. 'WHERE NEW PIPE CLEARS AN EXISTING OR NEW UTILITY BY 6' OR LESS, PLACE POLYETHYLENE PLASTIC FOAM AS A CUSHION BETWEEN THE UTIUTIES. 37. SEE MECHANICAL DRAWINGS (WHERE APPLICABLE) FOR CONTINUATION OF SITE UTIUTIES WITHIN THE BUILDING. 38. SEE ELECTRICAL DRAWINGS (WHERE APPUCABLE) FOR EXTERIOR ELECTRICAL WORK 39. SEE LANDSCAPE DRAWINGS (WHERE APPLICABLE) FOR SITE IRRIGATION SYSTEM. 40. PIPE MATERIAL AND SIGNAGE SUBMITTALS SHALL BE PROVIDED TO CITY ENGINEERING DIVISION FOR APPROVAL PRIOR TO INSTALLATION. z 0 F a U W 06 VJ J W a 0 Z J_ m R ;139 SIC CJD wSC n l J Z W APPROVED FOR CONSTRUCTION T' 04/0612020 CITY OF EDMONDS DATE: "�' AS/'SHOWN BY: C1.1 CITY ENGINEERING DIVISION 2 - 4 MURPHY RESIDENCE NE 4, SEC 23, T 27, R 03, W. M. RESIDENCE BEND AND CAP CLEANOUr (MAX) rI-(T!P) OT TO EXCEED 100' BETWEEN CLEANOUTS CLEANOUT (WYE WITH CAP AND CLEANOUT COVER) AND CONCRETE LEVELING COLLAR i w 12" LOCKING COVER 12"3 FINISHED GRADE & 3 SEE NOTE 3 & END OF PIPER GRIPPER PLUG 2 (CHERNE 27061 OR APPROVED rc EQUAL) P TRRISER LEVELING COLLAR SEE NOTE 4 12' FVC SLEEVE6' RISEROR 6SDE SEER S.WYE AND 6' CITY SNB GENERAL CLEANOUT DETAIL 45' BEND 4" OR 6" 12' LOCKING COVER SIDE SEWER CLEANOUT DETAIL a� SEE NOTE 3 LEVELING COLLAR AT PROPERTY IJNE/CITY EASEMENT NOTES: W SEE NOTE 4 a ASPHALT SURFACE 1. SEWER PIPE SHALL BE SOR-35 AND JOINTS SHALL BE GASKETED. 12•f 2. PIPE SLOPE TO BE 2% MIN AND UP TO 50% MAX. 3. SEWER CLEANOUT COVER TO BE EAST JORDAN IRON WORKS 1 FOOT LONG 12" PVC PRODUCT #00366102 STAR PIPE COSP48L OR APPROVED SLEEVE EQUAL 6' RISER END OF PIPE GRIPPER 4. LEVELING COLLAR SHAG. BE CONSTRUCTED AS FOLLOWS: PLUG (CHERNE 270261 OR APPROVED EQUAL) • IN ROADWAYS PER COE STD DWG GU-424 TYPICAL CLEANOUT OR CONCRETE IN SIDEWALK/LANDSCAPED AREAS, EITHER 24"v24'v6" DEEP CONCRETE COLLAR OR 24' DIAMETER a 6' DEEP UNDER ASPHALT CONCRETE COLLAR _� REVISION DATE CITY OF EDMONDS SEWER CLEANOUT DETAILS .MNUARY 2018 PUBLIC WORKS 4sl, STANDARD DEPARTMENT DETAIL 1890 APPROVED BY: R. ENGLISH SS-200 TRANSMON PANEL DRIVEWAY WIDTH OS STANDARD 1/2"FULL _ 11 EXPANSIONHJOINT NC S�DEWALK Q (TYp) SEE C SID ® DTL TR-531 3� O3 Tn PLATER MANTER Q CONCRETE CURB DRNEWAY APPROACH 3 AND GUTTER, SEE F .ME 8 SIDE SLOPE (IYP) COE STD UTL O SLOPE AS NEEDED TR-520 DR N Y A P TO MATCH PLANTER GRADES DRIVEWAY APPROACH WIDTH VARIES© 5' MIN MIN 7WCUi SA O 8 %VARIES 211 M4% SLOPE l � ROUNDING CONCRETE DRIVEWAY APPROACH �6' 2' 5/8' MINUS CSTC COMPACTED SUBGRADE 10 SECTION A -A AND GUTTER SHALL BE POURED SEPARATELY FROM SIDEWALK. CITY INSPECTION REQUIRED ON FORM WORK PRIOR TO POUR. COMM E SHALL BE CLASS 3000. 3 FINISH SHALL BE LIGHT BROOM. 8 ® FULL DEPTH 1/2" THRU EXPANSION JOINTS SHALL BE PLACED AT BACK, SIDES AND FRONT. MAXIMUM EXPANSION JOINT SPACING IS 1 CENTER TO CENTER. WHERE DRIVEWAY WIDTH IS LESS THAN 20'. EXPANSION SHALL BE PLACED AT CENTER OF DRIVEWAY. O DRIVEWAY WIDTHS TO BE CONSISTENT WITH CITY STD DTL TR-541. DRIVEWAY WIDTH DOES NOT INCLUDE ADJACENT RAMPS. © A MINIMUM 4' RAMP TO BE INSTALLED UNLESS APPROVED OTHERWISE BY CITY ENGINEER. O FULL DEPTH 1/2' EXPANSION JOINT REQUIRED BETWEEN CURB AND DRIVEWAY APPROACH. ® MAINTAIN 1/2' OP AT GUTTER ADJACENT TO DRIVEWAY APPROACH. O 2' ASPHALT SAWCUT MAY BE REQUIRED WITH CURB/GUTTER INSTALLATION. REFER TO COE STD DTL TR-520. 10 SUBGRADE SHALL BE COMPACTED TO 9511 MAXIMUM DENSITY. 11 INSTALL MINIMUM 5-FT TRANSITION PANEL BETWEEN DRIVEWAYS AND WHEN CONNECTING TO EXISTING SIDEWALK. DRIVEWAY APPROACH REVISION GATE [ANUARY 201a CITY OF EDMONDS TYPE III STANDARD PUBLIC WORKS DEPARTMENT DETAIL sl Ig9� TR-543 APPROVED BY: R. ENGLISH 7 LOCKING CLEANOUT COVER SEE COE STD DTL SS-200 6' LATERAL SEWER f 22.5' OR 45' BEND SLOPE - 2% MIN TU 50R MAX 6' TEE T -IF r POSSIBLE y yr- SEWER MAIN LOCATION FERN STRONGBACK RC SERIES 22.5' OR 45' BEND REPAIR/RECONNECTION COUPLING OR ROMAC COUPUNG 6" TEE POSSIBLE SEWER MNN LOCATION NOTES, 1.IF SEWER LATERAL IS DAMAGED OR HAS TO BE RELOCATED DURING CONSTRUCTION, RELOCATE/REPAIR SEWER PIPE AND RECONNECT USING A FERNCO RC SERIES STRONGBACK COUPUNG OR ROMAC COUPUNG. 2. A CONCRETE/PVC ADAPTER SHALL BE USED TO CONNECT PVC TO CONCRETE. 3. INSPECTION OF WORK IS REQUIRED AND MUST BE APPROVED BY THE ENGINEERING DEPARTMENT. 4. BORING OF SERVICES WITHIN RIGHT OF WAY IS NOT ALLOWED. 5. SEWER PIPE SHALL BE SDR-35 AND JOINTS SHALL BE GASKETED. REVISION DATE CITY OF EDMONDS SIDE SEWER JANUARY 2018 RELOCATION/REPAIR PUBLIC WORKS STANDARD DEPARTMENT DETAIL sI Ig9� APPROVED BY: R. ENGLISH SS-20 1 (IF STUB FOR FUTURE DEVELOPMENT) SEWER STUB SHALL BE LOCATED 10' INSIDE PROPERTY ONE & STAKED. PLACE 2"x4" TIMBER AT END OF SIDE SEWER STUB AND CUT TO LENGTH TO ENSURE 3 FEET EXTENDS ABOVE GRACE. PAINT TOP 18 INCHES WHRE. IN 3 INCH HIGH LETTERS, STENCIL THE NUMBER OF EVEN FEET FROM GROUND ELEVATION TO THE SEWER STUB INVERT. 8 GAUGE WIRE TO BE DOUBLE WRAPPED AROUND PIPE AND 2 u 4 STAKE AT OR ABOVE FINISHED GRADE. LOCKING CLEANOUT COVER PER COE STD DTL SS-200 22.5' OR 45' BEND 6" TEST TEE 6" LATERAL SEWER SLOPE - 2% MIN TO 50% MAX 6" WYE/6' ROMAC SADDLE SEE NOTES 1 AND 2 POSSIBLE SEWER MIN LOCATION 22.5' OR 45' BEND 6" TEST TEE 8" TEE POSSIBLE SEWER MAIN LOCATION NOTES: 1. WHEN TAPPING INTO EXISTING MAIN A ROMAC STYLE CB SADDLE SHALL BE USED. PLACEMENT OF TEE SHALL DEPEND ON DEPTH OF SEWER MAIN. AS A MINIMUM, THE TEE SHALL BE PLACED AT A 45 DEGREE ANGLE FROM PIPE SPRINGUNE. 2. IF NEW MAIN IS BEING INSTALLED OR MAIN IS BEING REPLACED, SERVICE CONNECTION TO THE MAIN SHALL BE DONE WITH A WYE. WYE SHALL BE AT A 45 DEGREE ANGLE FROM PIPE SPRINGLINE. 3. IF CONNECTING EXISTING PRIVATE SIDE SEWER TO NEW CITY LATERAL, A CONCRETE/PVC STRONGRACK FERNCO RC SERIES OR ROMAC COUPLING SHALL BE USED AND SECURED PER MFR'S INSTRUCTIONS. 4. BORING OF SERVICES WITHIN RIGHT OF WAY IS NOT ALLOWED. 5. SEWER PIPE SHALL BE SDR-35 AND JOINTS SHALL BE GASKETED. 6. IF STUB FOR FUTURE DEVELOPMENT, USE RUBBER JOINT BISCUIT PLUG OR OTHER APPROVED WATERTIGHT PLUG. REVISION DATE NEW LATERAL SEWER CITY OF EDMONDS MAY 2018 PUBLIC WORKS STANDARD DEPARTMENT DETAIL Fsi 1g9� APPROVED BY: R. ENGLISH SS-202 FINAL JOINT SHALL BE A NEAT STRAIGHT illikk CLASS 1/2' ONE. ALL EXPOSED VERTICAL EDGES SMALL PG 581-1-22 BE TACKED NEATLY PER WSOOT STANDARD (SEE NOTES 4 & 5) SPECIFICATIONS 5-04.3(5)A APPROVED TACK OR APPROVED EQUAL AND SEALED PER 1 1 WSDOT STD 5-04.3(5)C. SLOPE EXCAVATION TO AVOID UNDERMINING EXISTING PAVEMENT. EXISTING J HMA .. d d / MILK 4 CQ IMPORT OR NATIVE MATERIAL J/ CRUSHED SURFACE BASE COURSE PER WSDOT STD SPEC 9-03.9 (SEE NOTE 3) SACKFILL SHALL BE COMPACTED TO 95% MAXIMUM DENSITY (SEE NOTE 2) TRENCH WIDTH NOTES: 1. SEE CITY OF EDMONDS MODIFICATIONS TO DMSION 9 OF THE CURRENT WSDOT STANDARD SPECIFICATIONS FOR BACKFILLINO REQUIREMENTS. 2. SUBMIT PROCTOR AND DENSITY TESTS FROM CERTIFIED TESTING COMPANIES DOCUMENTING THAT THE BACKFILL MEETS A MINIMUM OF 95% DENSITY PER ASTM D 1557. 3. CSSC DEPTH SHALL BE A MINIMUM 6" OR MATCH EXISTING WHICHEVER IS GREATER. WHEN MATCHING EXISTING CSBC DEPTH GREATER THEN 6', THEN CSBC SHALL BE INSTALLED IN MULTIPLE EQUAL THICKNESS LIFTS NOT EXCEEDING 6". 4. ROADWAY HMA DEPTH SHALL BE A MINIMUM OF 4' THICK. UNLESS APPROVED BY THE ENGINEER, ANY DEPTH GREATER THAN 4" SHALL MATCH EXISTING. 5. ALLEY HNA DEPTH SHALL BE A MINIMUM OF 2" THICK. UNLESS APPROVED BY THE ENGINEER, ANY DEPTH GREATER THA N 2" SMALL MATCH EXISTING. 6. UNLESS APPROVED BY THE ENGINEER, THE HMA SHALL BE INSTALLED IN MULTIPLE EQUAL THICKNESS LIFTS NOT EXCEEDING 2'. 7. FINAL PAVEMENT JOINTS SMALL BE NEATLY AND UNIFORMLY SEALED WITH WSDOT STANDARD SPECIFICATIONS 5-04.3(5)C APPROVED JOINT SEALANT OR APPROVED EQUAL REVISION DATE v CITY OF EDMONDS TYPICAL HMA AND FEBRUARY 2020 UTILITY PATCH PUBLIC WORKS STANDARD DEPARTMENT DETAIL Fs �, 1g9U APPROVED BY: R. ENGLISH GU-410 z 0 F- a. U TD 0 W a 0 Z J_ m Iu O C cli o N t�D /1 o� C /n a C . � a N � yN m r 1f1��_,,dII V LL C > N chi 11Ju V U N oda m oa 4) �a3 R ;139 wSC 1JID wSC n l J Z Lu , APPROVED FOR CONSTRUCTION TE 04/0612020 CITY OF EDMONDS DATE: AS SHOWN BY: .WIN. N. C1 .2 CITY ENGINEERING DIVISION s - 4 MURPHY RESIDENCE NE 4, SEC 23, T 27, R 03, W. M. I 0 10 20 HORIZONTAL SCALE P 1 Y N o' 28.36' 3 3. 2' x 2' WOOD/STEEL FILTER FABRIC SECURED - TO 2'xRI 14 GA WIRE FABRIC EQUAL 2,_D• 12' X NATIVE BACKFILL MATERUII I 9' FILTER FABRIC MATERIAL IN CONTINOUS ROLLS USE STAPLES OR WIRE RINGS TO ATTACH FABRIC TO WIRE 2' x 2' WOOD/STEEL POSTS 1 WIRE MESH FENCE TO SUPPORT FILTER 2'-0' FABRIC 2'-6' \-BURY BOTTOM OF FILTER I MATERIAL 812' NIL 6' MAXM NOTES 1. CONTRACTOR/DEVELOPER SHALL MAINTAIN AND ENSURE PROPER EROSION CONTROL THROUGHOUT PROJECT. 2. SILT FENCE TO BE PLACED DOWNSLOPE OF CONSTRUCTION ACTIVITY. CITY OF EDt�IONDS PUBUC WOR DEPARTMENT CITY INSPECTION REQUIRED ON ALL EROSION CONTROL METHOD BEFORE OTHER WORK CAN BEGI`. FILTER FABRIC FENCE JAN�UARY' 22018 FILTRATION SYSTEMS STANDARD DETAIL IPEEQIiI® ■e R. ENGLISH ER-900 .LS V TH N )E FULL WIDTH 3RESS/EGRESS DETAIL NOTES: O THE MINIMUM LENGTH SHALL BE EXTENDED AS NECESSARY TO ENSURE MATERIAL IS NOT TRACKED OFF SITE AND/OR INTO THE PUBLIC RIGHT-OF-WAY. O AT13 DRIVEWAY RAMP AND/OR SITE ACCESS ROAD 15' WIDE MIN. SEE TABLE BELOW FOR REQUIRED LENGTH. NOTES: 1. SURFACE WATER - ALL SURFACE WATER FLOWING OR DIVERTED TOWARD CONSTRUCTION ENTRANCES SHALL BE PIPED ACROSS THE ENTRANCE. IF PIPING IS IMPRACTICAL, A MOUNTABLE BERM WITH 5:1 SLOPES WILL BE PERMITTED. 2. MAINTENANCE - THE ENTRANCE SHALL BE MAINTAINED IN A CONDITION WHICH WILL PREVENT TRACKING OR FLOWING OF SEDIMENT OFF SITE AND/OR ONTO PUBUC RIGHT-OF-WAY. THIS MAY REQUIRE PERIODIC TOP DRESSING WITH ADDITIONAL QUARRY SPALLS AS CONDITIONS DEMAND AND REPAIR AND/OR CLEANOUT OF ANY MEASURES USED TO TRAP SEDIMENT. ALL SEDIMENT SPILLED, DROPPED, WASHED OR TRACKED OFF SITE AND/OR ONTO PUBUC RIGHT-OF-WAY MUST BE REMOVED IMMEDIATELY. 3. WHEELS SHALL BE CLEANED TO REMOVE SEDIMENT PRIOR TO LEAVING THE SITE. WHEN WASHING IS USED, IT SHALL BE DONE ON AN AREA STABILIZED WITH QUARRY SPALLS AND WHICH DRAINS INTO AN APPROVED SEDIMENT TRAPPING DEVICE. 4. INSPECTION AND NEEDED MAINTENANCE SHALL BE PROVIDED AFTER EACH RAIN. PROJECT SIZE MIN LENGTH OF (FEET) QUARRY SPALLS. < 1/4 ACRE 30 < 1 ACRE So < 3 ACRE 100 > 3 ACRE 100 -PROVIDE ATB OR ASPHALT TRANSITION WHERE FRONTAGE ROAD IS AN ARTERIAL. LENGTH TO BE DETERMINED BY CITY INSPECTOR. CITY INSPECTION REQUIRED ON ALL EROSION CONTROL METHODS BEFORE OTHER WORK CAN BEGIN CITY OF EDMONDS STABILIZED CONSTRUCTION JAN�U� 22018 ENTRANCE PUBLIC WORKS STANDARD DEPARTMENT DETAIL Fsy, ig9� IpFl1pLRD [R R. ENGLISH ER-901 RECOMMENDED CONSTRUCT/CN SEQUENCE 1. SCHEDULE A PRE -CONSTRUCTION MEETING WTH CITY ENGINEERING DIVISION AT 425-771-0220, EXT. 1326. TWO DAY (48 HR) NOTICE IS REQUIRED. 2. RENEW TEMPORARY EROSION AND SEDIMENT CONTRONOTES 3. CALL FOR UTIUTY LOCATES. 4. INSTALL TESC MEASURES AS SHOWN AND MAINTAIN DUST CONTROL WHILE PREVENTING DISTURBANCE OF ANY AREAS OF VEGETATION OUTSIDE THE CONSTRUCTION ZONE 5. HAVE FROHON CONTROL MEASURES INSPECTED BY CITY OF EDMONDS OTY ENGINEERING INSPECTOR. ALL TEMPORARY SEDIMENTATION AND ER09ON CONTROL MEASURES MUST BE IN PLACE AND INSPECTED PRIOR TO ANY CONSTRUCTION OR SITE CLEARING EROSION AND SEDIMENTATION CONTROL PRACTICES AND/OR DEVICES SHALL BE MAINTAINED UNTIL PERMANENT VEGETATION IS ESTABUSHED. 6. DEMOJSH EXISTING STRUCTURES, BUT EXISTING FOUNDATIONS TO REMAIN. 7. REMOVE EXISTING DRIVEWAYS AND DRIVEWAY APPROACHES 8. ROUGH GRADE SITE AS REWIRED TO INSTALL DRAINAGE FEATURES 9. CLEAR, GRUB B ROUGH GRADE SITE REVEGETATE DISTURBED AREAS NOT SUBJECT TO ADDITIONAL SURFACE DISTURBANCE IMMEDIATELY PETER ROUGH C4RADING (OTHER EXPOSED AREAS SHALL BE STABILIZED PER EROSION CONTROL NOTES BELOW) 10. INSTALL UTILITIES AND OTHER SITE IMPROVEMENTS, INCLUDING FRONTAGE IMPROVEMENTS. 11. STABIUZE AND COMPOST AMEND ALL EXPOSED SOILS PRIOR TO REVEGETATION OF ENTIRE SITE. 12. ESTABLISH LAND SWING AND PERMANENT VEGETATION. ALL TEMPORARY EROSION CONTROL MEASURES SHALL BE REMOVED UPON FINAL SITE STABILIZATION AND APPROVAL BY OTY INSPECTOR. I. ALL DISTURBED AREAS TO BE COMPOST AMENDED PER 2014 SWAMWW GNP T.5.13 2 INSTALL AND MAINTAIN ALL TESC MEASURES ACCORDING TO APPROVED PLANS, Ott OF EDMONDS STANDARD DETAILS, AND ALL OTHER MEASURES THAT MAY BE REWIRED DURING CONSTRUCTION 3. HAULING ROUTE. THE ROUTE WALL BE 2ND TO GASPERS, 9TH AVE, PUGET DR, 196TH TO HIGHWAY 99 OR 1 5. 4. FILTER SOCKS WLL BE ADDED TO ANY CATCH BASINS DOWNSTREAM FROM THE CONSTRUCTION SITE. INCORPORATE AND REFERENCE CITY STANDARD DETAIL ER-902. 5. LOCATE AND DISCONNECT EXISTING WATER SERVICE LINE AT METER AND INSTALL A HOSE BIB WATH AN AYH. — — — — — — — — — CLEARING LIMITS SAWOUT — SF SILT FENCE PER DETAIL ER-900 OINLET PROTECTION PER DETAIL ER-902 O CONSTRUCTION ENTRANCE PER DETAIL ER-901 EXISTING CONCRETE SURFACE ® CONCRETE SURFACE TO BE DEMOLISHED CATCH BASIN GRATE FILTER SOCK WITH OVER FLOW HOLES MR) CATCH BASIN NOTES: 1. CONTRACTOR/DEVELOPER SHALL MAINTAIN THIS APPUCATION AT ALL TIMES DURING CONSTRUCTION PERIOD. 2. ANY SEDIMENT IN CATCH BASIN INSERT SHALL BE REMOVED WHEN INSERT IS ONE-THIRD FULL. 3. CITY INSPECTION REQUIRED ON ALL EROSION CONTROL METHODS BEFORE OTHER WORK CAN BEGIN. TEMPORARY SEDIMENT TRAP FOR CATCH BASINS APPIW m Nr R. ENGLISH � o111! JANUARY 2018 STANDARD DETAIL ER-902 z 0 U U W O W H 2 Z VJ a Q J J z a o ULu J r^ V/ Q m W I— a d � o c Uv c a N 2". . . c � �� In LL cW StRf U aco moy �a3 R ;139 wSID CJD wSC APPROVED FOR CONSTRUCTION TE 04/0612020 CITY OF EDMONDS DATE: AS SHOWN BY: CZ.O CITY ENGINEERING DIVISION 4-4 Murphy Residence Storm Drainage Report Appendix B Storm Calculations P:\2019\19139_Murphy Residence - Edmonds\Text\Storm Reports\19139_Storm Report.docx Murphy Residence Storm Drainage Report WWHM12 Output Hydrologic analysis was performed using continuous modeling with the Western Washington Hydrologic Modeling Version 12 (WWHM12) program. WWHM12 output is provided within the following sections. Site outflow modeling has been performed for 1 acre of impervious area, then prorated for the impervious area in the proposed condition. Site Location KI Snohomish2n12 Snohomish2012 Map Controls AA.�J- A P:\2019\19139_Murphy Residence - Edmonds\Text\Storm Reports\19139_Storm Report.docx OD537 Site Information Site Name Edmonds 1-Acre Address 4062nd AveN City Edmonds, WA Gage Everett Precip Factor p.gpp ❑ Use WS-DOT data Murphy Residence Storm Drainage Report Predeveloped Basin E�1• Basin 1 Predevelaped I E I Subbasin Name= Basin 1 Surface Interflow Groundwater Flows To : Area in Basin F- Shaw Only Selected Available Pervious r A/B, Forest, Flak A/B, Forest, Mad F— A/B, Forest, Steep F— A/B, Pasture, Flak F— A/B, Pasture, Mad A/B, Pasture, Steep A/B, Lawn, Flak A/B, Lawn, Mad A/B, Lawn, Steep r7o C, Forest, Flak C, Forest, Mad C, Forest, Steep C, Pasture, Flak C, Pasture, Mod C, Pasture, Steep C, Lawn, Flak C, Lawn, Mad C, Lawn, Steep SAT, Forest, Flak SAT, Forest, Mod SAT, Forest, Steep Acres 0 Pervious Total 0 Acres Impervious Total ® Acres Basin Total 0 Acres Deselect Zero Select By: Available Impervious ROADS/FLAT ROADS/MOD ROADS/STEEP ROOF TOPS/FLAT DRIVEWAYS /FLAT DRIVEWAYS/MOD DRIVEWAYS/STEEP SIDEWALKS/FLAT SIDEWALKS/MOD SIDEWALKS/STEEP PARKING/FLAT PARKING/MOD PARKING/STEEP POND Porous Pavement GO P:\2019\19139_Murphy Residence - Edmonds\Text\Storm Reports\19139_Storm Report.docx Acres 0 0 0 0 0 0 0 0 0 0 0 0 Murphy Residence Storm Drainage Report Developed Basin E�1• Basin 1 Mitigated Subbasin Name. Basin 1 F- Designate as Bypass for POC: Surface Interflow Groundwater Flows To Area in Basin F- Shaw Only Selected Available Pervious r A/B, Forest, Flak A/B, Forest, Mad F— A/B, Forest, Steep F— A/B, Pasture, Flak F— A/B, Pasture, Mad A/B, Pasture, Steep A/B, Lawn, Flak A/B, Lawn, Mad A/B, Lawn, Steep Iv C, Forest, Flak C, Forest, Mad C, Forest, Steep C, Pasture, Flak C, Pasture, Mod C, Pasture, Steep C, Lawn, Flak C, Lawn, Mad C, Lawn, Steep SAT, Forest, Flak SAT, Forest, Mod SAT, Forest, Steep Acres Pervious Total ® Acres Impervious Total 0 Acres Basin Total 0 Acres Deselect Zero Select By: Available Impervious ROADS/FLAT ROADS/MOD ROADS/STEEP F,W ROOF TOPS/FLAT DRIVEWAYS /FLAT DRIVEWAYS/MOD DRIVEWAYS/STEEP SIDEWALKS/FLAT SIDEWALKS/MOD SIDEWALKS/STEEP PARKING/FLAT PARKING/MOD PARKING/STEEP POND Porous Pavement GO P:\2019\19139_Murphy Residence - Edmonds\Text\Storm Reports\19139_Storm Report.docx Acres 0 0 0 0 0 0 0 0 0 0 0 Murphy Residence Storm Drainage Report Flow Frequency 0 ®� o Cumulative Probabil ty x o x x x x xxxxx = x x N + + + } 501 IL +}+ 4 I I- x 801 + + 11 0.0U1 0.001 0.5 1 2 5 10 20 30 50 70 80 90 95 98 99995100 Stream Protection Duration LI� Flow Frequency Water Quality Hydrograph Wetland Input Volumes LID Report Recharge Duration I Recharge Predeveloped I Recharge Mitigated Analyze datasets Compact WDM Delete Selected r Monthly FF All Datasets I Flow Stage Precip Evap PDC 1 Flood Frequency Method r Log Pearson Type III 17B r Weibull C' Cunnane C Gringorten Flory Frequency n Flory(c£sj Predeveloped Mitigated 2 Year = 0.0121 0.3204 5 Year 0.0188 0.4369 10 Year = 0.0229 0.5225 25 Year = 0.0277 0.6409 50 Year = 0.0310 100 Year = 0.0340 0.8392 Ruuinal Peaks 1949 0.0018 0.2976 1950 0.0156 0.4014 1951 0.0111 0.3418 1952 0.0086 0.2927 1953 0.0071 0.3999 1954 0.0166 0.4964 1955 0.0210 0.3728 1956 0.0170 0.1765 1957 0.0195 0.3000 1958 0.0133 0.7237 1959 0.0129 0.3083 1960 0.0118 0.2672 1961 0.0134 0.9718 1962 0.0080 0.3617 1963 0.0104 0.4337 1964 0.0116 0.2296 1965 0.0123 0.2296 1966 0.0065 0.2346 1967 0.0174 0.6671 1968 0.0171 0.3581 1969 0.0090 0.6370 1970 0.0095 0.2539 1971 0.0144 0.3713 1972 0.0134 0.4751 1973 0.0073 0.3805 1974 0.0113 0.4817 1975 0.0102 0.3640 1976 0.0099 0.2530 Site Outflow Impervious runoff will be directed into the 2nd Ave N storm system via a direct stub -out connection. Total Impervious Area = 3,760 sf (0.0863 ac) 1-Acre, 100-year Outflow = 0.8392 cfs 0.068 Acre, 100-year Outflow = 0.0724 cfs P:\2019\19139_Murphy Residence - Edmonds\Text\Storm Reports\19139_Storm Report.docx Murphy Residence Storm Drainage Report Pipe Capacity Analysis Using Manning's equation to determine pipe capacity for a 4" diameter pipe (minimum designed) at 0.5% minimum slope: Channel Section Type= Circular -CL -CL 0.33 100.00 0.50 0.012 Q vs Depth 10 Btm Width (ft) Side Slope, z1 = Di ameter(ft) = Inv Elev(ft)= Slope(%) = n-value = Calcs Compute by= Increments = Depth Q Area Velce Wp Ye TopWIdth Energy (ft) Ws) (sgft) {%s] (ft) (it) (ft) (ft) 0.17 0.071 0.043 1.66 0.52 0.15 0.33 0.21 0.20 0.096 0.054 1.79 0.59 0.18 0.32 0.25 0.23 0.119 0.D64 1.36 0.66 0.20 0.30 0.23 0.26 0.139 0.073 1.39 0.73 0.21 0.26 0.32 0.33 0.142 0.096 1.66 1.04 0.22 0.00 Maximum pipe capacity = 0.151 cfs 100-year Site Outflow = 0.072 cfs Pipe Capacity = 0.15 cfs > QDEvloo-YR = 0.07 cfs 4 OK P:\2019\19139_Murphy Residence - Edmonds\Text\Storm Reports\19139_Storm Report.docx 0.37 Murphy Residence Storm Drainage Report Appendix C Soils Letter P:\2019\19139_Murphy Residence - Edmonds\Text\Storm Reports\19139_Storm Report.docx To: City of Edmonds, Public Works Engineering Division Permits & Development Plan Review Attn: Stormwater Engineering From: John Murphy, property owner 406 2nd Ave. N Edmonds After consultation with City of Edmonds Development Engineering staff, this letter defines the steps I took and the results of monitoring soil & water tests I conducted at our property in support of our planned new single family home construction project. On Friday, 8/30/2019 I met at our property with the project civil engineer, Schwin Chaosilapakul from Patrick Harron & Associates. In preparation for that meeting, earlier that morning I met with City of Edmonds planning and engineering staff to ask questions regarding required soils and stormwater geo-tech testing. They said that we would need to have a GeoTech engineer attest to the water conditions on site before the on -site retention requirements could be waived. I was provided with a copy of "Checklist 4: Methods for Determining Infiltration Rates" showing that the normally required test would be the Small-scale Pilot Infiltration Test (PIT). It was also suggested that before we spent the time and effort to dig the 3' x 4' test pits to a minimum depth of 3', I should just dig a small hole and see if I hit water or "glacial till" before I got to 3'. If I did find either of these, then that could be documented to demonstrate the infeasibility of retention systems, which is the purpose of this letter. After meeting with Schwin on August 30th, I dug one exploration pit about 8" in diameter down to a depth of 37". This test hole is about 3' N of the NE corner of the existing house where the ground elevation is shown as being 42.2'. The location of this exploration pit is added on the copy of the property survey map with the sewer line, appended to this letter. That map also includes the side -sewer locations and depths from the recent Hydro -Physics sewer scoping. The soil was hard enough that I had to borrow a digging bar from my neighbors who said they had to use it even for digging holes for large plants. I don't know what "glacial till" is but this ground was very hard, and the neighbors thought that it was/is the density and impermeability of the local topsoil which caused the lawns to be boggy in winter. As shown in the included photos below, I covered that 37" hole with garden blocks and then revisited it on the following Monday (9/2) and found water sitting at 34.5" deep. I have since checked it several times, including on September 14th when the first two photos below were taken and on October 271h when the third photo was taken. Checking after dry days and after rains, the water level has remained between 33" and 36" below the surface. This letter is provided as suggested by the engineering staff at my September 261 conversation at the planning desk and is intended to provide the needed documentation to support the stormwater drainage plan submitted as part of our project planning package. The intent is that this would be in lieu of a full GeoTech study and report, and I am willing to provide any additional needed documentation for this purpose. I also wish to express my sincere thanks for the helpful insight and direction of the Edmonds planning and engineering staff in guiding me through this process. John A. Murphy, property owner Exploration hole covered with concrete garden Exploration ¢its* " Ile �Yr tWitwk-, WcHVa.\WtthwiVtTr SWf aIt-14%' V/11 I4 Exploration hole with water surface at 35.0" 10/27 /) Murphy Residence Storm Drainage Report Appendix D Maintenance Standards for Drainage Facilities P:\2019\19139_Murphy Residence - Edmonds\Text\Storm Reports\19139_Storm Report.docx Murphy Residence Storm Drainage Report Section 1— Project Description These stormwater calculations are provided in support of the permits for the construction of the proposed single-family home and attached garage. The project proposed to build a two-story home, detached garage, driveway and septic system. Water system is offsite and extended to the lot. This project proposes to clear only the portion of the backyard necessary for construction. All disturbed areas will have the soils amended. Project Areas for runoff collection: House Roof: 2,559 sf Onsite Driveway 396 sf Walkway 138 sf Back Patio 355 sf Existing Shed 312 sf Total Impervious Area 3,760 sf The roof area for the home is larger than the foundation, covering parts of the driveway, walkway, and patio areas. Areas shown above are adjusted to reflect actual runoff generating areas. Section 2 — Maintenance Importance and Intent The importance of maintenance for the proper functioning of stormwater control facilities cannot be over- emphasized. A substantial portion of failures (clogging of filters, resuspension of sediments, loss of storage capacity, etc.) are due to inadequate maintenance. Stormwater BMP maintenance is essential to ensure that BMPs function as intended throughout their full life cycle. The fundamental goals of maintenance activities are to ensure the entire flow regime and treatment train designed for this site continue to fully function. For this site these include: • Maintain ability of storm facility to attenuate flow rates • Maintain ability to safely convey design stormwater flows • Maintain ability to treat stormwater runoff quality • Preserve soil and plant health, as well as stormwater flow contact with plant and soil systems • Clearly identify systems so they can be protected • Keep maintenance costs low • Prevent large-scale or expensive stormwater system failures • Prevent water quality violations or damage to downstream properties. The intent of this section and manual is to pass on to the responsible party(s) all the information critical to understand the design of the system, risks and considerations for proper use, suggestions for maintenance frequencies, and cost so that realistic budgets can be established. P:\2019\19139_Murphy Residence - Edmonds\Text\Storm Reports\19139_Storm Report.docx Murphy Residence Storm Drainage Report Section 3 — Responsible Parties Contact information for Responsible Party(parties) for Maintenance of Stormwater Facilities Name: 24hr Contact number: Fax number: Address: Section 4 — Facilities Requiring Maintenance - Driveway collection drain - Roof drain pipe - New CB within 2nd Ave N. Section 5 — Maintenance Instructions The facility -specific maintenance standards contained in this section are intended to be conditions for determining if maintenance actions are required as identified through inspection. They are not intended to be measures of the facility's required condition at all times between inspections. In other words, exceedance of these conditions at any time between inspections and/or maintenance does not automatically constitute a violation of these standards. However, based upon inspection observations, the inspection and maintenance schedules shall be adjusted to minimize the length of time that a facility is in a condition that requires a maintenance action. P:\2019\19139_Murphy Residence - Edmonds\Text\Storm Reports\19139_Storm Report.docx Table V-4.5.2(5) Maintenance Standards - Catch Basins Results Maintenance Conditions When Maintenance is Expected Component Defect Needed When Main- tenance is performed No Trash or debris loc- Trash or debris which is located imme- ated imme- diately in front of the catch basin opening or diately in is blocking inletting capacity of the basin by front of catch more than 10%. basin or on Trash or debris (in the basin) that exceeds grate open- 60 percent of the sump depth as measured ing. from the bottom of basin to invert of the low- No trash or est pipe into or out of the basin, but in no debris in the Trash & case less than a minimum of six inches catch basin. Debris clearance from the debris surface to the invert of the lowest pipe. Inlet and out- let pipes free Trash or debris in any inlet or outlet pipe of trash or blocking more than 1/3 of its height. debris. General Dead animals or vegetation that could gen- No dead erate odors that could cause complaints or animals or dangerous gases (e.g., methane). vegetation present within the catch basin. Sediment (in the basin) that exceeds 60 per- cent of the sump depth as measured from the bottom of basin to invert of the lowest pipe into or out of the basin, but in no case No sediment Sediment less than a minimum of 6 inches clearance in the catch from the sediment surface to the invert of the basin lowest pipe. Structure Top slab has holes larger than 2 square Top slab is Damage to inches or cracks wider than 1/4 inch. (Intent free of holes Frame and/or is to make sure no material is running into and cracks. Top Slab basin). Frame is sit- 2014 Stormwater Management Manual for Western Washington Volume V - Chapter 4 - Page 838 Table V-4.5.2(5) Maintenance Standards - Catch Basins (continued) Results Maintenance Conditions When Maintenance is Expected Component Defect Needed When Main- tenance is performed Frame not sitting flush on top slab, i.e., sep- ting flush on aration of more than 3/4 inch of the frame the riser rings from the top slab. Frame not securely or top slab attached and firmly attached. Basin Maintenance person judges that structure is replaced or unsound. repaired to Fractures or design stand - Cracks in Grout fillet has separated or cracked wider ards. Basin Walls/ than 1/2 inch and longer than 1 foot at the g Bottom joint of any inlet/outlet pipe or any evidence Pipe is of soil particles entering catch basin through regrouted cracks. and secure at basin wall. Basin Settlement/ If failure of basin has created a safety, func- replaced or Misalignment tion, or design problem. repaired to design stand- ards. No veget- Vegetation growing across and blocking ation block - more than 10% of the basin opening. ing opening to basin. Vegetation Vegetation growing in inlet/outlet pipe joints No that is more than six inches tall and less veget- than six inches apart. ation or root growth present. Contamination See "Detention Ponds" (No. 1). No pollution and Pollution present. Cover Not in Cover is missing or only partially in place. Catch basin Catch Basin Place Any open catch basin requires main- cover is tenance. closed Cover Locking Mech- Mechanism cannot be opened by one main- Mechanism anism Not tenance person with proper tools. Bolts into opens with 2014 Stormwater Management Manual for Western Washington Volume V - Chapter 4 - Page 839 Table V-4.5.2(5) Maintenance Standards - Catch Basins (continued) Results Maintenance Conditions When Maintenance is Expected Component Defect Needed When Main- tenance is performed Working frame have less than 1/2 inch of thread. proper tools. One maintenance person cannot remove lid Cover can be Cover Difficult after applying normal lifting pressure. removed by to Remove (Intent is keep cover from sealing off access one main - tenance per - to maintenance.) son. Ladder meets design stand Ladder Rungs Ladder is unsafe due to missing rungs, not ards and Ladder Unsafe securely attached to basin wall, mis- allows main - alignment, rust, cracks, or sharp edges. tenance per- son safe access. Grate open - Grate opening Grate with opening wider than 7/8 inch. ing meets Unsafe design stand- ards. Metal Grates Trash and Trash and debris that is blocking more than Grate free of (If Applic- Debris 20% of grate surface inletting capacity. trash and able) debris. Grate is in Damaged or Grate missing or broken member(s) of the place and Missing. grate. meets design standards. Table V-4.5.2(6) Maintenance Standards - Debris Barriers (e.g., Trash Racks) Maintenance Condition When Maintenance is Results Expected Com- Defect When Maintenance is ponents Needed Performed Trash and Trash or debris that is plugging Barrier cleared to design General Debris more than 20% of the openings in flow capacity. the barrier. Damaged/ Bars are bent out of shape more Bars in place with no Metal Missing than 3 inches. bends more than 3/4 2014 Stormwater Management Manual for Western Washington Volume V - Chapter 4 - Page 840 Table V-4.5.2(17) Maintenance Standards - Coalescing Plate Oil/Water Separators (continued) Maintenance Component Defect Condition When Main- tenance is Needed Results Expected When Maintenance is Per- formed Cracks wider than 1/2-inch at the joint of any inlet/outlet pipe inlet/outlet pipe. or evidence of soil particles entering through the cracks. Ladder is corroded or deteri- Ladder replaced or Access Ladder orated, not functioning prop- repaired and meets spe- Damaged erly, not securely attached to cifications, and is safe to structure wall, missing rungs, use as determined by cracks, and misaligned. linspection personnel. Table V-4.5.2(18) Maintenance Standards - Catch Basin Inserts Maintenance Conditions When Main- Results Expected When Component Defect tenance is Needed Maintenance is Performed Sediment When sediment forms a cap No sediment cap on the over the insert media of the Accumulation insert and/or unit. insert media and its unit. Trash and Trash and debris accumulates Trash and debris removed Debris Accu- on insert unit creating a block- from insert unit. Runoff mulation age/restriction. freely flows into catch basin. Media Insert Effluent water from media Effluent water from media Not Remov- insert has a visible sheen. insert is free of oils and has ing Oil no visible sheen. General Media Insert Catch basin insert is saturated Water Sat- with water and no longer has Remove and replace media urated the capacity to absorb. insert Media Insert- Media oil saturated due to pet- Remove and replace media Oil Saturated roleum spill that drains into insert. catch basin. Media Insert Media has been used beyond Remove and replace media Use Beyond the typical average life of at regular intervals, depend - Product Life media insert product. ing on insert product. 2014 Stormwater Management Manual for Western Washington Volume V - Chapter 4 - Page 859 Murphy Residence Storm Drainage Report Appendix E Stormwater Pollution Prevention Plan P:\2019\19139_Murphy Residence - Edmonds\Text\Storm Reports\19139_Storm Report.docx Construction Stormwater General Permit (CSWGP) Stormwater Pollution Prevention Plan (SWPPP) for Murphy Residence Prepared for: Department of Ecology Bellevue Office Permittee / Owner Developer Operator / Contractor Claire and John Murphy 406 2nd Ave N. Edmonds, WA 98020 Certified Erosion and Sediment Control Lead (CESCL) Name Organization Contact Phone Number SWPPP Prepared By Name Organization Contact Phone Number Nick Millman Patrick Harron & Associates 206-674-4659 SWPPP Preparation Date Project Construction Dates Activity / Phase Start Date End Date List of Acronyms and Abbreviations Acronym / Abbreviation Explanation 303(d) Section of the Clean Water Act pertaining to Impaired Waterbodies BFO Bellingham Field Office of the Department of Ecology BMP(s) Best Management Practice(s) CESCL Certified Erosion and Sediment Control Lead COz Carbon Dioxide CRO Central Regional Office of the Department of Ecology CSWGP Construction Stormwater General Permit CWA Clean Water Act DMR Discharge Monitoring Report DO Dissolved Oxygen Ecology Washington State Department of Ecology EPA United States Environmental Protection Agency ERO Eastern Regional Office of the Department of Ecology ERTS Environmental Report Tracking System ESC Erosion and Sediment Control GUILD General Use Level Designation NPDES National Pollutant Discharge Elimination System NTU Nephelometric Turbidity Units NWRO Northwest Regional Office of the Department of Ecology pH Power of Hydrogen RCW Revised Code of Washington SPCC Spill Prevention, Control, and Countermeasure sU Standard Units SWMMEW Stormwater Management Manual for Eastern Washington SWMMWW Stormwater Management Manual for Western Washington SWPPP Stormwater Pollution Prevention Plan TESC Temporary Erosion and Sediment Control SWRO Southwest Regional Office of the Department of Ecology TMDL Total Maximum Daily Load VFO Vancouver Field Office of the Department of Ecology WAC Washington Administrative Code WSDOT Washington Department of Transportation WWHM Western Washington Hydrology Model Project Information (1.0) Project/Site Name: Murphy Residence Street/Location: 406 2nd Ave N. City: Edmonds State: WA Zip code: 98020 Subdivision: Receiving waterbody: Puget Sound Piped Existing Conditions (1.1) Total acreage (including support activities such as off -site equipment staging yards, material storage areas, borrow areas). Total acreage: 0.30 acres Disturbed acreage: 0.18 acres Existing structures: Single-family residence and shed Landscape topography: Generally flat, slight grade to the northeast Drainage patterns: Drains to 2nd Ave N. and on to Puget Sound Existing Vegetation: Existing lawn Critical Areas (wetlands, streams, high erosion risk, steep or difficult to stabilize slopes): None List of known impairments for 303(d) listed or Total Maximum Daily Load (TMDL) for the receiving waterbody: Table 1 includes a list of suspected and/or known contaminants associated with the construction activity. Table 1 — Summary of Site Pollutant Constituents Constituent (Pollutant) Location Depth Concentration Proposed Construction Activities (1.2) Description of site development (example: subdivision): A new two-story, single-family residence, including new driveway, front walkway, and back patio, is proposed. Description of construction activities (example: site preparation, demolition, excavation): The existing single-family residence and driveways will be demolished, and the new residence, driveway, walkway, and patio will be constructed. The foundation of the existing residence is to be retained, and the backyard shed is to be protected during construction. Description of site drainage including flow from and onto adjacent properties. Must be consistent with Site Map in Appendix A: Surface flow generally enters the site from the southwest, and leaves the site to the northeast. Description of final stabilization (example: extent of revegetation, paving, landscaping): Lawn will be restored, and disturbed soils amended. The cut portion of the street for CB and pipe installation will be filled and repaved. Contaminated Site Information: Proposed activities regarding contaminated soils or groundwater (example: on -site treatment system, authorized sanitary sewer discharge): There are no contaminated soils or groundwater to our knowledge. Construction Stormwater Best Management Practices (BMPs) (2.0) Describe the BMPs identified to control pollutants in stormwater discharges. Depending on the site, multiple BMPs for each element may be necessary. For each element identified: • Clearly describe the control measure(s). • Describe the implementation sequence. • Describe the inspection and maintenance procedures for that specific BMP. • Identify the responsible party for maintaining BMPs (if your SWPPP is shared by multiple operators, indicate the operator responsible for each BMP). Categorize each BMP under one of the following elements as listed below: 1. Preserve Vegetation / Mark Clearing Limits 2. Establish Construction Access 3. Control Flow Rates 4. Install Sediment Controls 5. Stabilize Soils 6. Protect Slopes 7. Protect Drain Inlets 8. Stabilize Channels and Outfalls 9. Control Pollutants 10. Control Dewatering 11. Maintain BMPs 12. Manage the Project 13. Protect Low Impact Development • BMPs must be consistent with the most current approved edition of the Stormwater Management Manual for Western Washington (SWMMWW) at sites west of the crest of the Cascade Mountains; the Stormwater Management Manual for Eastern Washington (SWMMEW) for sites east of the crest of the Cascade Mountains at the time the general permit was issued; or other Ecology -approved manual. • Note the location of each BMP on your Site Map in Appendix A. • Include the corresponding Ecology source control BMPs and runoff conveyance and treatment BMPs in Appendix B. o SWMMWW Volume II Chapter 4 Sections 4.1 and 4.2 — https://fortress.wa.gov/ecv/publications/SummaryPages/1410055.html or o SWMMEW Chapter 7 Section 7.3.1 and 7.3.2 — https://fortress.wa.gov/ecv/publications/summa rVpages/0410076. html o If it can be justified that a particular element does not apply to the project site, include a written justification in lieu of the BMP description in the text for the appropriate element. The SWPPP is a living document reflecting current conditions and changes throughout the life of the project. These changes may be informal (i.e. hand-written notes and deletions). Update the SWPPP when the CESCL has noted a deficiency in BMPs or deviation from original design. The 12 Elements (2.1) Element 1: Preserve Vegetation / Mark Clearing Limits (2.1.1) Describe the methods (signs, fences, etc,) you will use to protect those areas that should not be disturbed. Describe natural features identified and how each will be protected during construction. Trees that are to be preserved, as well as all sensitive areas and their buffers, shall be clearly delineated, both in the field and on the plans. Describe how natural vegetation and native topsoil will be preserved. List and describe BMPs: Clearing limits will be marked with construction fencing. Installation Schedules: TBD Inspection and Maintenance plan: TBD Responsible Staff: TBD Element 2: Establish Construction Access (2.1.2) Describe how you will minimize dust generation and vehicles tracking sediment off -site. Limit vehicle access to one route, if possible. Recycled concrete used to establish construction ingress or egress may be a stormwater pollutant source that requires treatment prior to discharge. Street sweeping, street cleaning, or wheel wash/tire baths may be necessary if the stabilized construction access is not effective. All wheel wash wastewater shall be controlled on -site and CANNOT be discharged into waters of the State. Install site ingress/egress stabilization BMPs according to BMP C105. Describe how you will clean the affected roadway(s) from sediment which is tracked off -site. List and describe BMPs: A stabilized construction entrance will be installed and utilized for construction access Installation Schedules: TBD Inspection and Maintenance plan: TBD Responsible Staff: TBD Element 3: Control Flow Rates (2.1.3) Describe how you will protect properties and waterways downstream of the project from increased speed and volume of stormwater discharges due to construction activity. Construction of stormwater retention and/or detention facilities must be done as one of the first steps in grading. Assure that detention facilities are functioning properly before constructing site improvements (i.e. impervious surfaces). If applicable, describe how you will protect areas designed for infiltration from siltation during the construction phase. Will you construct stormwater retention and/or detention facilities? Yes No Will you use permanent infiltration ponds or other low impact development (example: rain gardens, bio-retention, porous pavement) to control flow during construction? Yes No List and describe BMPs: A temporary silt fence will be installed along the downstream edge of the property, and will control flow rates leaving the site. Installation Schedules: TBD Inspection and Maintenance plan: TBD Responsible Staff: TBD Element 4: Install Sediment Controls (2.1.4) Describe how you will minimize sediment discharges from the site. Construct sediment control BMPs as one of the first steps of grading. These BMPs must be functional before other land disturbing activities — especially grading and filling — take place. Describe the BMPs identified to filter sediment prior to it being discharged to an infiltration system or leaving the construction site. Describe how you will direct stormwater for maximum infiltration where feasible. Describe how you will not interfere with the movement of juvenile Salmonids attempting to enter off -channel areas or drainages. Describe how you will respond if sediment controls are ineffective and turbid water is observed discharging from the site. Consider the amount, frequency, intensity and duration of precipitation, soil characteristics, and site characteristics when selecting sediment control BMPs. List and describe BMPs: A temporary silt fence will be installed along the downstream edge of the property, and will control sediment leaving the site. Inlet protection will also be put in place for the duration of construction. Installation Schedules: TBD Inspection and Maintenance plan: TBD Responsible Staff: TBD Element 5: Stabilize Soils (2.1.5) Describe how you will stabilize exposed and unworked soils throughout the life of the project (i.e. temporary and permanent seeding, mulching, erosion control fabrics, etc.). Describe how you will stabilize soil stockpiles. Describe how you will minimize the amount of soil exposed throughout the life of the project. Describe how you will minimize the disturbance of steep slopes. Describe how you will minimize soil compaction. Describe how you will stabilize contaminated soil and contaminated soil stockpiles if applicable. Exposed and unworked soils will be stabilized according to the time period set forth for dry and wet seasons, on the west or east sides of the crest of the Cascade Mountains. Select your region's table and delete the others. West of the Cascade Mountains Crest Season Dates Number of Days Soils Can be Left Exposed During the Dry Season May 1 — September 30 7 days During the Wet Season October 1 — April 30 2 days Soils must be stabilized at the end of the shift before a holiday or weekend if needed based on the weather forecast. Anticipated project dates: Start date: TBD End date: TBD Will you construct during the wet season? Yes No List and describe BMPs: [Insert text here] Installation Schedules: TBD Inspection and Maintenance plan: TBD Responsible Staff: TBD Element 6: Protect Slopes (2.1.6) West of the Cascade Mountains Crest Describe how slopes will be designed, constructed, and protected to minimize erosion. Temporary pipe slope drains must handle the peak 10-minute flow rate from a Type 1A, 10- year, 24-hour frequency storm for the developed condition. Alternatively, the 10-year, 1-hour flow rate predicted by an approved continuous runoff model, increased by a factor of 1.6, may be used. The hydrologic analysis must use the existing land cover condition for predicting flow rates from tributary areas outside the project limits. For tributary areas on the project site, the analysis must use the temporary or permanent project land cover condition, whichever will produce the highest flow rates. If using the Western Washington Hydrology Model (WWHM) to predict flows, bare soil areas should be modeled as "landscaped area". Describe how you will reduce scouring within constructed channels that are cut down a slope. East of the Cascade Mountain Crest Describe how slopes will be designed, constructed, and protected to minimize erosion. Temporary pipe slope drains must handle the expected peak flow velocity from a 6-month, 3- hour storm for the developed condition, referred to as the short duration storm. Describe how you will reduce scouring within constructed channels that are cut down a slope. Will steep slopes be present at the site during construction? Yes No List and describe BMPs: Not applicable. Installation Schedules: Not applicable. Inspection and Maintenance plan: Not applicable. Responsible Staff: Not applicable. Element 7: Protect Drain Inlets (2.1.7) Describe how you will protect all operable storm drain inlets so that stormwater runoff does not enter the stormwater conveyance system. Describe how you will remove sediment that enters the stormwater conveyance system (i.e. filtration, treatment, etc.). Keep in mind inlet protection may function well for coarse sediment but is less effective in filtering finer particles and dissolved constituents. Inlet protection is the last component of a treatment train and protection of drain inlets include additional sediment and erosion control measures. Inlet protection devices will be cleaned (or removed and replaced), when sediment has filled the device by one third (1/3) or as specified by the manufacturer. Inlets will be inspected weekly at a minimum and daily during storm events. List and describe BMPs: Inlet protection will be installed for the duration of construction. Installation Schedules: TBD Inspection and Maintenance plan: TBD Responsible Staff: TBD Element 8: Stabilize Channels and Outlets (2.1.8) Describe how you will prevent downstream erosion where site runoff is to be conveyed in channels, discharged to a stream or, discharged to a natural drainage point. West of the Cascade Mountains Crest On -site conveyance channels must handle the peak 10-minute flow rate from a Type 1A, 10- year, 24-hour frequency storm for the developed condition. Alternatively, the 10-year, 1-hour flow rate predicted by an approved continuous runoff model, increased by a factor of 1.6, may be used. The hydrologic analysis must use the existing land cover condition for predicting flow rates from tributary areas outside the project limits. For tributary areas on the project site, the analysis must use the temporary or permanent project land cover condition, whichever will produce the highest flow rates. If using the WWHM to predict flows, bare soil areas should be modeled as "landscaped area". East of the Cascade Mountain Crest On -site conveyance channels must handle the expected peak flow velocity from a 6-month, 3- hour storm from the developed condition, referred to as the short duration storm. Provide stabilization, including armoring material, adequate to prevent erosion of outlets, adjacent stream banks, slopes, and downstream reaches, will be installed at the outlets of all conveyance systems. List and describe BMPs: Installation Schedules: Inspection and Maintenance plan Responsible Staff: Not applicable. Not applicable. Not applicable. Not applicable. Element 9: Control Pollutants (2.1.9) The following pollutants are anticipated to be present on -site: Table 2 — Pollutants Pollutant (and source, if applicable) Describe how you will handle and dispose of all pollutants, including waste materials and demolition debris, in a manner that does not cause contamination of stormwater. Describe how you will cover, contain, and protect from vandalism all chemicals, liquid products, petroleum products, and other polluting materials. Describe how you will manage known contaminants to prevent their discharge with stormwater to waters of the State (i.e. treatment system, off -site disposal). List and describe BMPs: Installation Schedules: Inspection and Maintenance plan: Responsible Staff: Will maintenance, fueling, and/or repair of heavy equipment and vehicles occur on -site? Yes No If yes, describe spill prevention and control measures in place while conducting maintenance, fueling, and repair of heavy equipment and vehicles. If yes, also provide the total volume of fuel on -site and capacity of the secondary containment for each fuel tank. Secondary containment structures shall be impervious. List and describe BMPs: [Insert text here] Installation Schedules: [Insert text here] Inspection and Maintenance plan: [Insert text here] Responsible Staff: [Insert text here] Will wheel wash or tire bath system BMPs be used during construction? Yes No If yes, provide disposal methods for wastewater generated by BMPs. If discharging to the sanitary sewer, include the approval letter from your local sewer district under Correspondence in Appendix C. List and describe BMPs: [Insert text here] Installation Schedules: [Insert text here] Inspection and Maintenance plan: [Insert text here] Responsible Staff: [Insert text here] Will pH -modifying sources be present on -site? No 1rIf yes, check the source(s). Table 3 — pH -Modifying Sources None Bulk cement Cement kiln dust Fly ash Other cementitious materials New concrete washing or curing waters Waste streams generated from concrete grinding and sawing Exposed aggregate processes Dewatering concrete vaults Concrete pumping and mixer washout waters Recycled concrete Other (i.e. calcium lignosulfate) [please describe] Describe BMPs you will use to prevent pH -modifying sources from contaminating stormwater. List and describe BMPs: [Insert text here] Installation Schedules: [Insert text here] Inspection and Maintenance plan: [Insert text here] Responsible Staff: [Insert text here] Adjust pH of stormwater if outside the range of 6.5 to 8.5 su. Obtain written approval from Ecology before using chemical treatment with the exception of CO2 or dry ice to modify pH. Concrete trucks must not be washed out onto the ground, or into storm drains, open ditches, streets, or streams. Excess concrete must not be dumped on -site, except in designated concrete washout areas with appropriate BMPs installed. Element 10: Control Dewatering (2.1.10) Describe where dewatering will occur, including source of the water to be removed. State clearly if dewatering water is contaminated or has the potential to be contaminated. Water from foundations, vaults, and trenches with characteristics similar to stormwater runoff shall be discharged into a controlled conveyance system before discharging to a sediment trap or sediment pond. Clean dewatering water will not be routed through stormwater sediment ponds. Only clean, non -turbid dewatering water (such as well -point groundwater) may be discharged to systems tributary to, or directly into, surface waters of the State, provided the dewatering flow does not cause erosion or flooding of receiving waters. Describe how you will manage dewatering water to prevent the discharge of contaminants to waters of the State, including dewatering water that has comingled with stormwater (i.e. treatment system, off -site disposal). [Insert text here] Check treatment of disposal option for dewatering water, if applicable: Table 4 — Dewatering BMPs Infiltration Transport off -site in a vehicle (vacuum truck for legal disposal) Ecology -approved on -site chemical treatment or other suitable treatment technologies Sanitary or combined sewer discharge with local sewer district approval (last resort) Use of sedimentation bag with discharge to ditch or swale (small volumes of localized dewatering) List and describe BMPs: [Insert text here] Installation Schedules: [Insert text here] Inspection and Maintenance plan: [Insert text here] Responsible Staff: [Insert text here] Element 11: Maintain BMPs (2.1.11) This section is a list of permit requirements and does not have to be filled out. All temporary and permanent Erosion and Sediment Control (ESC) BMPs shall be maintained and repaired as needed to ensure continued performance of their intended function. Maintenance and repair shall be conducted in accordance with each particular BMP specification (see Volume 11 of the SWMMWW or Chapter 7 of the SWMMEW). Visual monitoring of all BMPs installed at the site will be conducted at least once every calendar week and within 24 hours of any stormwater or non-stormwater discharge from the site. If the site becomes inactive and is temporarily stabilized, the inspection frequency may be reduced to once every calendar month. All temporary ESC BMPs shall be removed within 30 days after final site stabilization is achieved or after the temporary BMPs are no longer needed. Trapped sediment shall be stabilized on -site or removed. Disturbed soil resulting from removal of either BMPs or vegetation shall be permanently stabilized. Additionally, protection must be provided for all BMPs installed for the permanent control of stormwater from sediment and compaction. BMPs that are to remain in place following completion of construction shall be examined and restored to full operating condition. If sediment enters these BMPs during construction, the sediment shall be removed and the facility shall be returned to conditions specified in the construction documents. Element 12: Manage the Project (2.1.12) The project will be managed based on the following principles: • Projects will be phased to the maximum extent practicable and seasonal work limitations will be taken into account. • Inspection and monitoring: o Inspection, maintenance and repair of all BMPs will occur as needed to ensure performance of their intended function. o Site inspections and monitoring will be conducted in accordance with Special Condition S4 of the CSWGP. Sampling locations are indicated on the Site Map. Sampling station(s) are located in accordance with applicable requirements of the CSWGP. • Maintain an updated SWPPP. o The SWPPP will be updated, maintained, and implemented in accordance with Special Conditions S3, S4, and S9 of the CSWGP. As site work progresses the SWPPP will be modified routinely to reflect changing site conditions. The SWPPP will be reviewed monthly to ensure the content is current. Check all the management BMPs that apply at your site: Table 5 — Management Design the project to fit the existing topography, soils, and drainage patterns Emphasize erosion control rather than sediment control Minimize the extent and duration of the area exposed Keep runoff velocities low Retain sediment on -site Thoroughly monitor site and maintain all ESC measures Schedule major earthwork during the dry season Other (please describe) Optional: Fill out Table 6 by listing the BMP associated with specific construction activities. Identify the phase of the project (if applicable). To increase awareness of seasonal requirements, indicate if the activity falls within the wet or dry season. Table 6 — BMP Implementation Schedule Phase of Construction Project Stormwater BMPs Date Wet/Dry Season [Insert construction activity] [Insert BMP] [MM/DD/YYYY] [Insert Season] Phase of Construction Project Stormwater BMPs Date Wet/Dry Season [insert construction activity] [Insert BMP] [MM/DD/YYYY] [Insert Season] Element 13: Protect Low Impact Development (LID) BMPs (2.1.13) Describe LIDs. Permittees must protect all Bioretention and Rain Garden facilities from sedimentation through installation and maintenance of erosion and sediment control BMPs on portions of the site that drain into the Bioretention and/or Rain Garden facilities. Restore the facilities to their fully functioning condition if they accumulate sediment during construction. Restoring the facility must include removal of sediment and any sediment -laden Bioretention/Rain Garden soils, and replacing the removed soils with soils meeting the design specification. Permittees must maintain the infiltration capabilities of Bioretention and Rain Garden facilities by protecting against compaction by construction equipment and foot traffic. Protect completed lawn and landscaped areas from compaction due to construction equipment. Permittees must control erosion and avoid introducing sediment from surrounding land uses onto permeable pavements. Do not allow muddy construction equipment on the base material or pavement. Do not allow sediment -laden runoff onto permeable pavements. Permittees must clean permeable pavements fouled with sediments or no longer passing an initial infiltration test using local stormwater manual methodology or the manufacturer's procedures. Permittees must keep all heavy equipment off existing soils under LID facilities that have been excavated to final grade to retain the infiltration rate of the soils. Describe how you will protect LID facilities from sedimentation, protect soils from compaction, and maintain the infiltration capabilities. Describe how you will clean permeable pavements fouled with sediments. [Insert text here] Pollution Prevention Team (3.0) Table 7 — Team Information Title Names Phone Number Certified Erosion and [Insert Name] [Insert Number] Sediment Control Lead (CESCL) Resident Engineer Emergency Ecology Contact Emergency Permittee/ Owner Contact Non -Emergency Owner Contact Monitoring Personnel Ecology Regional Office [Insert Regional Office] [Insert General Number] Monitoring and Sampling Requirements (4.0) Monitoring includes visual inspection, sampling for water quality parameters of concern, and documentation of the inspection and sampling findings in a site log book. A site log book will be maintained for all on -site construction activities and will include: • A record of the implementation of the SWPPP and other permit requirements • Site inspections • Stormwater sampling data Create your own Site Inspection Form or use the Construction Stormwater Site Inspection Form found on Ecology's website. https://www.ecology.wa.gov/Regulations-Permits/Permits- certifications/Stormwater-genera l-permits/Construction-Stormwater-permit File a blank form under Appendix D. The site log book must be maintained on -site within reasonable access to the site and be made available upon request to Ecology or the local jurisdiction. Numeric effluent limits may be required for certain discharges to 303(d) listed waterbodies. See CSWGP Special Condition S8 and Section 5 of this template. Complete the following paragraph for sites that discharge to impaired waterbodies for fine sediment, turbidity, phosphorus, or pH: The receiving waterbody, insert waterbody name, is impaired for: insert impairment. All stormwater and dewatering discharges from the site are subject to an effluent limit of 8.5 su for pH and/or 25 NTU for turbidity. Site Inspection (4.1) Site inspections will be conducted at least once every calendar week and within 24 hours following any discharge from the site. For sites that are temporarily stabilized and inactive, the required frequency is reduced to once per calendar month. The discharge point(s) are indicated on the Site Map (see Appendix A) and in accordance with the applicable requirements of the CSWGP. Stormwater Quality Sampling (4.2) Turbidity Sampling (4.2.1) Requirements include calibrated turbidity meter or transparency tube to sample site discharges for compliance with the CSWGP. Sampling will be conducted at all discharge points at least once per calendar week. Method for sampling turbidity: Check the analysis method you will use: Table 8 — Turbidity Sampling Method Turbidity Meter/Turbid imeter (required for disturbances 5 acres or greater in size) Transparency Tube (option for disturbances less than 1 acre and up to 5 acres in size) The benchmark for turbidity value is 25 nephelometric turbidity units (NTU) and a transparency less than 33 centimeters. If the discharge's turbidity is 26 to 249 NTU or the transparency is less than 33 cm but equal to or greater than 6 cm, the following steps will be conducted: 1. Review the SWPPP for compliance with Special Condition S9. Make appropriate revisions within 7 days of the date the discharge exceeded the benchmark. 2. Immediately begin the process to fully implement and maintain appropriate source control and/or treatment BMPs as soon as possible. Address the problems within 10 days of the date the discharge exceeded the benchmark. If installation of necessary treatment BMPs is not feasible within 10 days, Ecology may approve additional time when the Permittee requests an extension within the initial 10-day response period. 3. Document BMP implementation and maintenance in the site log book. If the turbidity exceeds 250 NTU or the transparency is 6 cm or less at any time, the following steps will be conducted: 1. Telephone or submit an electronic report to the applicable Ecology Region's Environmental Report Tracking System (ERTS) within 24 hours. https://www.ecology.wa.gov/About-us/Get-involved/Report-an-environmental-issue • Central Region (Benton, Chelan, Douglas, Kittitas, Klickitat, Okanogan, Yakima): (509) 575-2490 • Eastern Region (Adams, Asotin, Columbia, Ferry, Franklin, Garfield, Grant, Lincoln, Pend Oreille, Spokane, Stevens, Walla Walla, Whitman): (509) 329-3400 • Northwest Region (King, Kitsap, Island, San Juan, Skagit, Snohomish, Whatcom): (425) 649-7000 • Southwest Region (Clallam, Clark, Cowlitz, Grays Harbor, Jefferson, Lewis, Mason, Pacific, Pierce, Skamania, Thurston, Wahkiakum,): (360) 407-6300 2. Immediately begin the process to fully implement and maintain appropriate source control and/or treatment BMPs as soon as possible. Address the problems within 10 days of the date the discharge exceeded the benchmark. If installation of necessary treatment BMPs is not feasible within 10 days, Ecology may approve additional time when the Permittee requests an extension within the initial 10-day response period 3. Document BMP implementation and maintenance in the site log book. 4. Continue to sample discharges daily until one of the following is true: • Turbidity is 25 NTU (or lower). • Transparency is 33 cm (or greater). • Compliance with the water quality limit for turbidity is achieved. 0 1 - 5 NTU over background turbidity, if background is less than 50 NTU 0 1 % - 10% over background turbidity, if background is 50 NTU or greater • The discharge stops or is eliminated. pH Sampling (4.2.2) pH monitoring is required for "Significant concrete work" (i.e. greater than 1000 cubic yards poured concrete or recycled concrete over the life of the project).The use of engineered soils (soil amendments including but not limited to Portland cement -treated base [CTB], cement kiln dust [CKD] or fly ash) also requires pH monitoring. For significant concrete work, pH sampling will start the first day concrete is poured and continue until it is cured, typically three (3) weeks after the last pour. For engineered soils and recycled concrete, pH sampling begins when engineered soils or recycled concrete are first exposed to precipitation and continues until the area is fully stabilized. If the measured pH is 8.5 or greater, the following measures will be taken: 1. Prevent high pH water from entering storm sewer systems or surface water. 2. Adjust or neutralize the high pH water to the range of 6.5 to 8.5 su using appropriate technology such as carbon dioxide (CO2) sparging (liquid or dry ice). 3. Written approval will be obtained from Ecology prior to the use of chemical treatment other than CO2 sparging or dry ice. Method for sampling pH: Check the analysis method you will use: Table 8 — pH Sampling Method H meter H test kit Wide range pH indicator paper Discharges to 303(d) or Total Maximum Daily Load (TMDL) Waterbodies (5.0) 303(d) Listed Waterbodies (5.1) The 303(d) status is listed on the Water Quality Atlas: https://ecologV.wa.gov/Water- Shorelines/Water-quality/Water-improvement/Assessment-of-state-waters-303d Circle the applicable answer, if necessary: Is the receiving water 303(d) (Category 5) listed for turbidity, fine sediment, phosphorus, or pH? Yes No List the impairment(s): [Insert text here] The receiving waterbody, insert waterbody name, is impaired for: insert impairment. All stormwater and dewatering discharges from the site are subject to an effluent limit of 8.5 su for pH and/or 25 NTCWturbidity. If yes, discharges must comply with applicable effluent limitations in S8.0 and S8.D of the CWWGP. Describe the method(s) for 303(d) compliance: List and describe BMPs: [Insert text here] TMDL Waterbodies (5.2) Waste Load Allocation for CWSGP discharges: [Insert text here] Describe the method(s) for TMDL compliance: List and describe BMPs: [Insert text here] Discharges to TMDL receiving waterbodies will meet in -stream water quality criteria at the point of discharge. The Construction Stormwater General Permit Proposed New Discharge to an Impaired Water Body form is included in Appendix F. Reporting and Record Keeping (6.0) Record Keeping (6.1) This section does not need to be filled out. It is a list of reminders for the permittee. Site Log Book (6.1.1) A site log book will be maintained for all on -site construction activities and will include: • A record of the implementation of the SWPPP and other permit requirements • Site inspections • Sample logs Records Retention (6.1.2) Records will be retained during the life of the project and for a minimum of three (3) years following the termination of permit coverage in accordance with Special Condition S5.0 of the CSWGP. Permit documentation to be retained on -site: • CSWGP • Permit Coverage Letter • SWPPP • Site Log Book Permit documentation will be provided within 14 days of receipt of a written request from Ecology. A copy of the SWPPP or access to the SWPPP will be provided to the public when requested in writing in accordance with Special Condition S5.G.2.b of the CSWGP. Updating the SWPPP (6.1.3) The SWPPP will be modified if: • Found ineffective in eliminating or significantly minimizing pollutants in stormwater discharges from the site. • There is a change in design, construction, operation, or maintenance at the construction site that has, or could have, a significant effect on the discharge of pollutants to waters of the State. The SWPPP will be modified within seven (7) days if inspection(s) or investigation(s) determine additional or modified BMPs are necessary for compliance. An updated timeline for BMP implementation will be prepared. Reporting (6.2) Discharge Monitoring Reports (6.2.1) Select and retain applicable paragraph. Cumulative soil disturbance is less than one (1) acre; therefore, Discharge Monitoring Reports (DMRs) will not be submitted to Ecology because water quality sampling is not being conducted at the site. Or Cumulative soil disturbance is one (1) acre or larger; therefore, Discharge Monitoring Reports (DMRs) will be submitted to Ecology monthly. If there was no discharge during a given monitoring period the DMR will be submitted as required, reporting "No Discharge". The DMR due date is fifteen (15) days following the end of each calendar month. DMRs will be reported online through Ecology's WQWebDMR System. `sign up for WQWebDMR go to: https://www.ecology.wa.gov/Regulations-Permits/Guidance-technical-assistance/Water-quality- permits-guidance/WQWebPortal-guidance Notification of Noncompliance (6.2.2) If any of the terms and conditions of the permit is not met, and the resulting noncompliance may cause a threat to human health or the environment, the following actions will be taken: 1. Ecology will be notified within 24-hours of the failure to comply by calling the applicable Regional office ERTS phone number (Regional office numbers listed below). 2. Immediate action will be taken to prevent the discharge/pollution or otherwise stop or correct the noncompliance. If applicable, sampling and analysis of any noncompliance will be repeated immediately and the results submitted to Ecology within five (5) days of becoming aware of the violation. 3. A detailed written report describing the noncompliance will be submitted to Ecology within five (5) days, unless requested earlier by Ecology. Specific information to be included in the noncompliance report is found in Special Condition S5.F.3 of the CSWGP. Anytime turbidity sampling indicates turbidity is 250 NTUs or greater, or water transparency is 6 cm or less, the Ecology Regional office will be notified by phone within 24 hours of analysis as required by Special Condition S5.A of the CSWGP. • Central Region at (509) 575-2490 for Benton, Chelan, Douglas, Kittitas, Klickitat, Okanogan, or Yakima County • Eastern Region at (509) 329-3400 for Adams, Asotin, Columbia, Ferry, Franklin, Garfield, Grant, Lincoln, Pend Oreille, Spokane, Stevens, Walla Walla, or Whitman County • Northwest Region at (425) 649-7000 for Island, King, Kitsap, San Juan, Skagit, Snohomish, or Whatcom County • Southwest Region at (360) 407-6300 for Clallam, Clark, Cowlitz, Grays Harbor, Jefferson, Lewis, Mason, Pacific, Pierce, Skamania, Thurston, or Wahkiakum Include the following information: 1. Your name and / Phone number 2. Permit number 3. City / County of project 4. Sample results 5. Date / Time of call 6. Date / Time of sample 7. Project name In accordance with Special Condition S4.D.5.b of the CSWGP, the Ecology Regional office will be notified if chemical treatment other than COz sparging is planned for adjustment of high pH water. Appendix/Glossary A. Site Map The site map must meet the requirements of Special Condition S9.E of the CSWGP B. BMP Detail Insert BMPs specification sheets here. Download BMPs from the Ecology Construction Stormwater website at: https://www.ecology.wa.gov/Regulations-Permits/Guidance-technical- assistance/Stormwater-permittee-guidance-resources/Stormwater-manuals C. Correspondence Ecology EPA Local Government D. Site Inspection Form Create your own or download Ecology's template: https://www.ecology.wa.gov/Regulations-Permits/Permits-certifications/Stormwater- general-perm its/Construction-stormwater-permit E. Construction Stormwater General Permit (CSWGP) Download CSWGP: https://www.ecologV.wa.gov/Regulations-Permits/Permits- certifications/Stormwater-general-permits/Construction-stormwater-permit F. 303(d) List Waterbodies / TMDL Waterbodies Information Proposed New Discharge to an Impaired Water Body form SWPPP Addendum addressing impairment G. Contaminated Site Information Administrative Order Sanitary Discharge Permit Soil Management Plan Soil and Groundwater Reports Maps and Figures Depicting Contamination H. Engineering Calculations