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1049 8TH AVE S.PDF111111IIII lillIII III8646 1049 8T H AVE S Certificate of Building Division 'iC. 1 89v ccuD.anc This certificate is issued in accordance with the requirements of Section 111 of the 12 International Building Code certifying that at the time of issuance this single family residence was in compliance with the applicable provisions of the codes and ordinances of the city regulating construction and use of buildings. Description: 64 - Single Family Residence New Site Address: 1049 8TH AVE S, EDMONDS Construction Type: VB Owner: ANDY DUFFUS 932 ALDER ST EDMONDS, WA 98020 m151 li mol i illi EMM. 0. i mN ilding Official Permit No: Parcel No: Occupancy Group POST IN A CONSPICUOUS PLACE BLD20140311 00619400200602 R-3/U 02/23/2015 Date Issued r PLANNING DATA SINGLE FAMILY RESIDENTIAL STREET =FILE Name: �T x : � oZGi�(v2 Date: Site Address: , Plan Check #: > t Project Description: a C Reduced Site Plan Provided: QP/ NO) Zoning:; Map Page: Corner Lot: (YES / Flag Lot: (YES / ) Critical Areas Determination #:C— ❑ Study Required Mwaiver SEPA Determination: Exempt ❑ Needed (for over 500 cubic yards of grading) ❑ Fee ❑ Checklist ❑ APO List with notarized form Required Setbacks Street: Z� Side, Side: Rear: ` Actual Setbacks Street: Z o Side: Side- v r� j Rear: 3 3 ❑ Detached Structures: ❑ Rockeries: ❑ Fences/Trellises: -Bay Windows/Projecting Modulation: (aCr�h % ❑ Stairs/Deck: Buildin Height Datum Point: 46GV` @ S 0 C,)rn-P-F Datum Elevation: Maximum Height Allowed: 2 Zy , :e Actual Height: z 3_ �. C 'Z 2- j Other Parking Required: Parking Provided: Z' C/�C (G Se Lot Area: $ Maximum Lot Coverage: 35% Proposed: Lot Coverage Calculations: ADU Created: (YES / NO) Subdivision: 6 S 60 Legal Nonconforming Land Use Determination Issued: (YES / ) C _ Comments (c1am'y-e/iscv't�dffl �� t 16d aAy d - 201 -off ! Y Plan Review By: f' G7 Planning Data Form 04-11-06.doc _" RECEW _�.c�_) �P&15,ffl 12-i A APR 0 4 2614 0EVELURViei4 if SE AVICES CTR. CiTr OF EDtAWADS The project's Site Classification will dictate the specific stormwater management requirements applicable to your site. Completing this worksheet will help determine the amount of regulated impervious surface and whether your project falls into the classification of a Small Site (Category 1 or Category 2), or a Minor Site. Please reference the Glossary (up. 10-11). Figttres D and E, (pu. 8-9). and Examples (pp. 11-12). to assist with completion of this worksheet. 1) Is Permeable Pavement Proposed For Use on this Site? El Yes [& No Refer to Stormwater Supplement Chapter 5.1 If YES, the subject area is to be considered impervious for initial site classification purposes. Include total permeable pavement area in the calculation of Non -Regulated, Replaced and/or New impervious surface areas in the table below. 2) Determine the Amount and Type of Existing & Proposed Impervious Surface for the Site Refer to Stormwater Supplement Chapter 2 and Fig. C Line 1: Identify the Non -Regulated Impervious Surface Area. Line 2: Identify the Replaced Impervious Surface Area, dividing the total between Exempt and Replated; lated; either or both may be zero. Note: For project classification purposes, Replaced Impervious may only be considered exempt under certain conditions. Refer to the Glossary and Figure D. Line 3: Identify the New Impervious Surface Area for your project. All impervious areas created post -July 7, 1977 or after the date of annexation into the City are regulated & should be included in this total unless they can be categorized separately as a Replaced -Regulated area. Line 4: Enter the sum of the total Replaced -Regulated plus the total New impervious areas. Line 5: Identify the total area currently mitigated by an existing city -approved stormwater management system. Line 6: Enter the sum of the value in Line 4 less the value in Line 5 to identify the total Regulated area in which stormwater controls have not yet been applied. Line : Identify the total area proposed to be mitigated through the use of Low Impact Development Techniques. Line 8: Identify the total area proposed to be mitigated through conventional Stormwater Management Techniques. ** Provide a copy of the following table on the drainage plan sheet for the proposed project ** Line Type Area (square feet) 1. Non -Regulated Exempt Regulated 2. Replaced 3 31-1 S 7 3. 4. New (Post 1977) 4 4 4 4 4 4 4 4 4 Total Regulated Impervious Area Mitigation required i in excess o 2000s + qib —4 SQ = 5 LJ"I50,'1� R Total AreaMitigated by Existing Stormwater Management System(s) Regulated Area Not Yet Mitigatedrea - 33 I-7. Proposed to be Mitigated by Low Impact Development Techniques = 33► 8 -7 rea Proposed to be Mitigated through Conventional SWM Techniques I (e.g. porous asphalt, porous concrete, paver blocks, concrete open celled paving grids, or plastic lattices filled with turf or stone) Revised on 310512012 E72-SWM Erosion_Control-03.05.12.doc Page 5 of 12 ov 1:041 v v /11c 1 ";'V 3311 "1 *1 3) Determine the Total Area of Land Disturbing Activity 3itElt sf Refer to Stormwater Supplement Chapter 8 4) Determine the Quantity of Grading, Fill and/or Excavation C)11' (,, wOS cy 5) Will the project convert 3/ Acre or More of Native Vegetation to Lawn or ye No Landscaped Area? 6) Identify the Watershed the Existing Site Runoff Discharges to Refer to Stormwater Supplement Chapter 2.3 Based on Site Location and Watershed Map — Figure-C. Check all that apply. A. ❑ Direct Discharge B. (Creek or Lake Basin ❑ Edmonds Way Basin ❑ Puget Sound Basin ❑ Puget Sound Piped Basin DETERMINE PROJECT CLASSIFICATION USING THE INFORMATION ABOVE AND THE PROJECT CLASSIFICATION CHART (Figure B, pg 4) ❑ Small Site - Category 1 XSmal1 Site - Category 2 ❑ Minor Site Stormwater Supplement Stormwater Supplement Stormwater Supplement Chapter 5 Chapter 5 Chapter 6 Revised on 310512012 E72-SWM Erosion_Control-03.05.12.doc Page 6 of 12 % Table 5. Bioretention and Infiltration BMP Sizing Factors. Sizing Factor (% of contributing Native Soil Design impervious area) Category Category Infiltration Rate BUF Facility Overflow Depth (inches/hour) 1 Sites e 2 Sites b Sizing Equation Bioretention 6 inch ponding depth 0.25 9.7% 9.7% Bioretention Bottom Area (square Cell c.d 0.5 6.8% 6.8% feet) = Impervious Area (square feet) x Sizing Factor (%)/100 2.0 3.6% 3.9% 12 inch ponding depth 0.25 6.2% 6.2% 0.5 4.2% 4.2% 2.0 2.2% 2.3% Infiltration 1.5 foot depth 0.25 9.1 % 9.1 % Infiltration Trench Length (feet) -- Trench ` 0.5 6.2% 6.2% Impervious Area (square feet) x Sizing Factor (%)/100 2.0 2.3% 2.9% 3 foot depth 0.25 5.4% 5.4% 0.5 4.0% 4 0 2.0 1.8% Gravelless NA 0.25 3.7% . % Gravelless Chamber Length (feet) Chamber 0.5 2.7% 2.7% = Impervious Area (square feet) x Sizing Factor (%)/100 2.0 1.3% 1.4% Drywell ` 4 foot depth 0.5 6.2% 6.2% Drywell Area (square feet) _ 2.0 3.0% 3.1 % Impervious Area (square feet) x Sizing Factor (%)/100 6 foot depth 0.5 4.7% 4.8% 2.0 2.4% 1 2.5% Sizing factors developed to limit the post -development 10-year recurrence interval flow to 0.25 cubic feet per second (cfs) per acre of impervious surface area. b Sizing factors developed to limit recurrence interval flow rates to: 2yr=0.07 cfs/acre; 10yr=0.25 cfs/acre; and I00yr=0.45 cfs per acre of impervious surface area. BMP area is calculated as a function of impervious area draining to it: BMP Area (square feet) = Impervious Area (square feet) x Sizing Factor (%)/100. d Sizing factors are for bioretention facility bottom area. Total footprint area may be calculated based on side slopes (311:1 V), ponding depth, and freeboard. ` BMP length is calculated as a function of impervious area draining to it: BMP Length (feet) = Impervious Area (square feet) x Sizing Factor (%)/100. -9- 68 \'. 202 i 200 N 8945749" E 118. 0' 15' i TEST FiC1.E LCCAICN p TP -1 ` Q N i i C N 89957'52;E' 118.80' , 00 i i o I N MARK DODDS, P.E. PLATE 2 Job Number 40403 Site Plan 1049 81h Avenue South Edmonds, Washington 1UL 15 2014 STREET CIN FILE aU► CITY OF EDMOt DS RECORD OF TEST PIT PROJECT NAME: Duffus Single Family Residence PROJECT NO. 40403 ADDRESS: 1049 8th Avenue South DATE EXCAVATED: 4/08/14 CITY, STATE Edmonds, Washington LOGGED BY: MKD BORING NO. TP-1 ELEVATION: Flat Yard PAGE NO. 1 of 1 Brown Organic -rich Silty Sand with trace to some Gravel, moist, loose. Brown Sand with trace to some Silt and Gravel, moist, medium -dense. 5 to Stopped at 3.0 feet. No groundwater seepage noted during test pit excavation. Test Pit Log #1 1049 8th Avenue South Edmonds, Washington BUILDING DEPAFINEP t9Tf OF EDMONDS Mark Dodds, P.E. Soleii LLC 300 Queen Avenue Ave. N., #369 Seattle, WA 98109 STREET FILE Subject: Design Infiltration Rate Proposed New Residence 1049 8th Avenue South Edmonds, Washington �SUB jUL 0 7 2014 BUILDING DEPXR_1'MENT C11 ( of EDNONDS Job Number 40403 July 7, 2014 Reference: 1) Appendix C of Exhibit A (Stormwater Code Supplement) 2) Letter dated April 10 ,2014 entitled "Infiltration Investigation and Analysis" by Mark Dodds, P.E. Dear Andy: This letter summarizes our on -going work for the proposed infiltration trench to be constructed for the proposed new residence at 1049 - 8th Avenue South in Edmonds, Washington. The purpose of this additional work was to develop a design infiltration which complies with Appendix C (Reference 1). The scope of our new work consisted of revisiting the property and sampling a test hole dug specifically for the infiltration rate determination, and then having the sampled soil tested per ASTM D6913-04 (2009) (sieve gradation) and ASTM D4318 (Plasticity). The test results are attached to this letter. Note that the soil did not have a plastic or liquid limit (PL or LL via ASTM D 4318) and so there was no clay in the soil sample. The analysis therefore indicates that there is approximately 85% sand and 15% silt in the sample. This plots as "SAND" in the USDA Textural Triangle provided in Appendix C (Reference 1). Therefore, using Table C-1 in Reference 1, a long-term infiltration rate of 2 inches per hour is appropriate for use at this site. P.O. Box 453 ■ Kirkland, WA 98083 ■ Tel: 206.816.4232 r MARK DODDS, P.E. Job Number 40403 July 7, 2014 Page 2 If you have any questions regarding this letter, please do not hesitate to contact me directly. Thank you, Mark Dodds, P.E. of Emilio I NEIINliiilmiiiili n �� IUq IHN11 in I MINE 11 llmooli =III 11 MINORLmaim Fine Coarse' Medium Fine- Silt Clay TEST RESULTS Opening Percent Spec Pass? Size Finer (Percent) (X=Fail) 3/4 100.0 3/8 95.3 #4 88.3 #10 W7 #40 62.8 #60 45.2 #100 27.6 #200 15.4 #270 11.7 #325 1 10.4 i Material Description Brown silty sand Atterberg Limits (ASTM D 4318) PL= NP LL= NV PI= NV Classification USCS (D 2487)= SM AASHTO (M 145)= A-2-4(0) Coefficients D90= 5.5643 D85= 3.3996 D60= 0.3853 D50= 0.2852 D30= 0.1629 D15= 0.0726 1310= Cu= Cc= Remarks Equipment: 53 58 66 141 Natural Moisture: 20.7% Date Received: 7/2/2014 Date Tested: 7/3/2014 Tested By: J. hoover Checked By: Mike Blackwell Title: Laboratory Manager (no specification provided) Source of Sample: 10049 8th Ave South, Edmonds Depth: 4' Below Grade Date Sampled: 7/2/2014 S r: 01 _ A.A. R. Client: Mark Dodds Testing Project: Misc Testing LaboratO Inc. Pro' ct No:. 14-108�' 4- APPROVED BY ENGINEERING 2-ol 4-03 I l c it - monds development information Ins. 1890 Residential Lift Unit ST181"Eff FILE and Force Main Calcs Submittal for: 1049 8th Ave S Regulations for Private REVISION Edmonds, WA 98020 Residential Sewage Pumps in Edmonds NOV 2 5 2014 (Single Family Residential Only) BUILDING DEPARTMENT CITY OF EDMONDS GENERAL The following regulations apply only to single family, residential dwellings. These regulations do not apply to multi -family or industrial use. All other applications shall be reviewed on an individual basis. Any extension of the City's Sanitary Sewer System shall be completed in accordance with the terms of a Side Sewer Permit. All extensions must conform to the State of Washington Department of Ecology (Ecology) and City of Edmonds requirements. Side sewers that require sewer pumps are subject to Engineering approval in all cases and shall require Building Division approval if the sewer pump is built. within the confines of the structure. Ejector systems may be used within the dwelling when any portion of the dwelling sewer system cannot gravity drain and in all cases shall require Building Division approval. See separate handout for ejector system requirements. It is the City's policy that conveying sewage by gravity is the best system. Sewage pump stations will be permitted only in those circumstances when a gravity sewer service would be impractical, unreasonably expensive, environmentally destructive, or otherwise not feasible. If a portion of the dwelling cannot gravity drain, an ejector system may be used to pump those systems to the house gravity line. In all cases, the ejector system shall be approved by the Building Official. Sewage pump stations shall be complete and operational package grinder pump stations. All equipment shall be factory installed, except for the externally mounted control panel, electrical power connections, gravity sewer inlet hubs, and the pump assembly, which are to be installed in the field. The Engineer of Record must be registered in the State of Washington and have had prior experience in designing similar systems to the satisfaction of the City Engineer. Qualifications shall be included within the design report. DESIGN STANDARDS Pump station design shall conform to the current edition of the Ecology Criteria for Sewage Works Design, the Uniform Plumbing Code, and City of Edmonds requirements. The Ecology criteria include design standards and guidelines for lift station location, pump sizing and selection, wet well sizing criteria, alarm system, emergency response criteria, lighting, and ventilation. Page 1 of 7 Revised 02/03/04 #E62 Design flow rates shall be based on peak water demands of all fixtures and roughed in plumbing, as outlined in the current edition of the Uniform Plumbing Code, Appendix A. Future additions and remodeling construction that affect the number and type of fixtures shall submit revised calculations showing the revised peak flow rates. Exterior hose bibs should not be included in these calculations. CONSTRUCTION STANDARDS All materials, installation, and workmanship shall be in accordance with City standards and shall be in compliance with OSHA, UL, ASTM, NEC, and other applicable codes and regulations. In addition, the grinder pump station standards, materials, and installation shall comply with the manufacturer's engineering data and specifications. PUMP STATIONS Pump stations will not be allowed in areas where gravity sewer service is currently available or where sewer service would be available through the construction of trunk or lateral gravity sewer lines. Pre -Design Report A pre -design report to justify the installation of a pump station must be submitted to the City Engineer prior to design. The City Engineer must give approval of a pump station prior to issuance of a Side Sewer Permit. The report shall include the following information. A checklist of the pre -design report items is included at the end of these regulations for the applicant's use. 1. Service area map that includes a topographical representation of the proposed grinder pump station with the entire potential collection system to the pump station. This includes property boundaries, existing services, and the 100-year flood plain line. The nearest collection system and the proposed connection of the force main to the sewer lateral shall also be shown on this map. 2. _Design Calculations: This would include present, ;design, and ultimate water fixturecount !and their associated flown (Pump aiid system curves shall be developed and presented using actual proposed equipment. Hydraulic computations presented shall includepmp c_ ly mce g (time, wet well capacity, flushing velocity, force main hvdraulic losses, minor losses. nett positive suction head, sump basin flotation, electrical power re uirements, and other applicable calculations. See LDC Calcs: Pages 1-10 Below 3. List of acceptable manufacturers of packaged grinder pump station, unless otherwise approved by the City Engineer: • Myers • Barnes From Previous Submittals we understand that Zoeller Pumps/ • Hydromatic systems are prer-approved #E62 General Design Pump stations are subject to review and approval by the City Engineer. Pump stations shall be simplex or duplex grinder pump units consisting of a sump basin, grinder pump assembly, guide rail system, discharge piping, control panel, and sump level controls. Plans and details shall include the following: Site Requirements See SS-01 for Force line, lift unit, and connection siting. 1. Grinder pump station shall be located externally of the residential dwelling, unless otherwise approved by the City Engineer. 2. The location of the grinder pump system shall be chosen to reduce negative pressure and air entrapment. 3. The pump station, including electrical panel box, shall be protected from the 100-year flood. 4. Pump station shall be installed no closer than 5 feet from any structure, rockery, etc. 5. Pump station lid shall be installed no less than 2 inches above the surrounding grade in dirt, grass, or garden areas. Lids shall be installed flush in concrete or asphalt surface areas. If located in an area subject to vehicular traffic, lids shall be traffic rated and shall be installed flush to concrete, asphalt, or surrounding ground surface. 6. No potentially large shrubs or trees shall be placed along the force main alignment. Sewer lines shall not be installed directly under large trees or shrubs. 7. Hose bibs on the house shall be within 15 feet of the grinder pump. Structural Requirements 1. The pump station shall be designed and located to allow easy access to the sump basin and installed equipment. Hatches and other openings shall be provided to permit access for inspection, repairs, equipment removal, and cleaning. Wet well covers shall include provision for padlocks. 2. Pump stations shall be equipped with ventilation that complies with NFPA code. 3. Unless otherwise approved by the City Engineer, the sump basin shall be filament wound non -tapered fiberglass or high density polyethylene basin with a minimum wall thickness of 1/4 inch. An anti -flotation flange or steel plate shall be molded into the bottom of the basin. A c�rete anti -flotation bates 11 be poured around the sump basin base and encapsulate the anti -flotation flange/plate revent buoyant forces from displacing the sump basin while empty. Calculations shall ass a that the groundwater table is at grade with the pump station lid and include a 20 percent fac of safet . Submit floatation calculations to the City Engineer for review and approval. See LDC Calcs page 10 4. The sump basin shall provide for the volute of the pumps to be fully submerged. 2ft working ht 1,qhnvP tnn of t 5. For sump basins greater than 3 feet in diameter, the sump floor shall be sloped for proper installation and function of the pump inlet. The sump basin and piping system shall minimize vortexing, debris buildup, and other inlet problems. No down spouts, footing Page 3 of 7 #E62 drains, or floor drains shall be connected to any sanitary sewer line either through a gravity or forced sewer line. See LDC Calcs Page 10 6. Pump station sump basin shall be installed a firm earth base or washed gravel. Calculations must show that the soil bea g pressure is adequate for a sump basin full of water. 7. Backfill material around the pump station and sewer lines shall be free of debris, rocks greater than 1'h inches in diameter, concrete, etc. See Notes: Sheet SS-01 8. Sumps and receiving tanks shall be watertight and shall be constructed of fiberglass or high density polyethylene, unless otherwise approved by the City Engineer. Minimum sump basin capacity shall 5 gallons. In addition, the sump basin capacity between pumpt p ee 0 starts per hour. Sump Reservoir Capacity 255 6.32 Starts/hr - See Gal - See Calcs Paae 7 Calcs Paae 2 9. Sumps and receiving tanks s a e prove ed wiWi su s an is covers aving a bolt and gasket -type manhole or equivalent opening to permit access for inspection, repairs, pump removal, and cleaning. Provide a vent pipe to extend back to the dwelling and terminate through the roof. Mechanical Requirements See Pump/System Specifications attached See Attached Letter from HB Jeager 1. All components used within the pump station or part of the pressure main shall have a source of supply and/or repair located within a 4-hour delivery time. Documentation of these sources shall be provided to the City Engineer at the time of submittal. 2. Pumps shall have double mechanical seals. Pumps shall have a replaceable impeller and replaceable volute wear ring. 3. The pump grinder unit shall be capable of cutting solid material found in normal domestic sewage, including reasonable amounts of foreign objects, such as plastic, rubber, sanitary napkins, and disposable diapers into a fine slurry that will pass freely through the pump, service line, and force main. 4. The pump motor shall be of the submersible type rated for minimum 2 horsepower, unless otherwise approved by the City Engineer. 5. All hardware in the wet well and other vaults, including pump rails, float hangers, anchor bolts, etc. shall be 316 stainless steel. Fiberglass reinforced plastic (FRP) float hangers will also be accepted. 6. The sewer pump discharge line shall be provided with an accessible check valve and gate valve within the tank. 7. A 4-inch cleanout is required on the Eavity sewer line between the building and the grinder pump. See plan: Sheet SS-01 8. Building sewers that receive discharge from any pump or other mechanical device shall be adequately sized to prevent overloading. Two fixture units shall be allowed for each GPM of continuous flow (refer to Uniform Plumbing Code, Chapter 4.) 9. All grinder pumps shall be on a rail system and shall be installed for easy removal of the pump, unless otherwise approved by the City Engineer. D--- A _C �Y #E62 See Pump/System Instrumentation Requirements Specifications attached 1. Pump on, off, and alarm levels shall be controlled by three mercury tube float switches or by ultrasonic level measurement of a manufacturer approved by the City Engineer. A fourth level control is recommended for redundant off/low water alarm. 2. Provide alarms for high wet well and pump failure. Provide an audible (minimum 100-dB level), as well as visual, alarm panel located inside the residence. A battery operated backup power supply for the alarm system is required. The high wet well alarm should activate when more than two-thirds of the wet well tank depth is exceeded. 3. Pump stations shall be provided with a red, flashing alarm lamp mounted to be visible from the nearest public right-of-way. The red alarm lamp shall be energized only upon high wet well level or when the test switch is enabled. 4. Controls shall automatically re -start after disruptions in power supply. Electrical Requirements See Pump/System Specifications attached 1. Pump control panel shall be a NEMA 4X cabinet and located in direct line of sight from the pump station. The panel shall have a dedicated circuit from the dwelling's panel board. 2. All electrical controls except audio alarm must be installed outside of the home and accessible. 3. All electrical leads to grinder pumps and accessories must be installed in buried, non-metallic conduit. 4. State electrical permit is required. This can be obtained at the State Department of Labor & Industries. 5. All electrical connections, conduit, etc. must be inspected by the State Electrical Inspector. Force Main Requirements See Notes/CaIlouts on SS-0 1, and pipe specifications on sheets attached 1. All pipe and fittings for the grinder pump system shall be 2-inch High Mol (200 psi) polyethylene pipe from the grinder pump to the 6-inch gravity sewer stub at the property line. The polyethylene pipe shall be joined by brass fittings with stainless steel inserts. The pipe location shall be identified by installation of a 12-gauge tracer wire wrapped and taped every 10 feet to the force main. Minimum cover on force mains shall be 3 feet (or as required to provide minimum clearance from water mains and other utilities). 2. Force main diameter shall be sized for a minim minimum force main diameter shall be 2 inches. FM Diam is 2" IPS, Flush Vel = 3. All discharge pipes should be located within priva e prope y an connec o a si a sewer cleanout at the street right-of-way per City of Edmonds Standard Detail E6.9. See Connection Sheet 4. Fittings along the force main, such as bends, will not be allowed. Pipe couplings snall De n1 brass compression with stainless steel inserts. Page 5 of 7 #E62 Other 1. All sewer lines must be left exposed in the trench for City inspection and location recorded. See Notes Sheet SS-01 2. Prior to the construction of the grinder pump station and permit issuance, the Engineering Division must approve the plans and profile. A separate right-of-way permit must be secured for all work in the City right-of-way. Only licensed and bonded contractors can obtain this permit. All sanitary side sewer line installations in the City right-of-way must be constructed of 6-inch or larger PVC or ductile iron pipe. Any deviation from these rules and regulations must receive the prior approval of the City Engineer. See Plan and Profile on Sheet SS-01 poor 6 of 7 SIMPLEX JUNCTION BOX, STRUCT. PLASTIC 1 1/2' C❑NDUIT FLANGE EY C❑NDUIT SEAL (REQ'D BY OTHERS) 18' MIN, ELECTRICAL CONDUIT - AIR VENT, CONNECT TO DWELLING PLUMBING VENTILATION, 2' MIN INLET FITTING, TYP, (FIELD INSTALLED) - �_ 4' INLET ,GLASS OR HIGH --� [TY POLYETHYLENE BASIN 24' BASIN COVER, STRUCT, PLASTIC ASSEMBLIES SHOULD NOT BE PLACED IN AREAS SUBJECT TO VEHICULAR TRAFFIC. IF LOCATED IN TRAFFIC AREAS, THE LID SHALL BE TRAFFIC RATED AND SHALL BE INSTALLED STAINLESS STEEL FLUSH IN ASPHALT VALVE EXTENSION OR CONCRETE. HANDLE SST FASTENERS \ / r- 2' /--FINISHED GRADE 12" RAIL M❑UNTING FLANGE LIFTOUT CHAIN -ANTI-SIPHON VALVE, PVC (IF REQ'D.) TOP HOLDDOWN ---RISER PIPE 2' I MH MOL POLY FORCE MAIN 2' BRASS MIP X IPS C❑MPRESSION FITTING WITH STAINLESS STEEL STIFFENER -HIGH WATER 'ALARM' LEVEL SHALL BE A MIN, OF 6' BELOW INVERT OF 4' SEWER INLET --_-RAILS -----PUMP 'ON' LEVEL GUIDE PLATE-- , .. PUMP 'OFF' LEVEL GRINDER PUMP CONCRETE ANTI -FLOTATION BASE DISCHARGE PIPE SWING CHECK VALVE & DISCONNECT ASSY DISCHARGE CASE ANTI -FLOATATION PLATE CITY INSPECTION REQUIRED OR FLANGE REFER TO CITY HANDOUT PRIOR T O B A C K F- I L L #74 FOR DESIGN AND PERMIT REQUIREMENTS ' ago- 199V PPROVED B VISIONSDATE STANDARD DETAIL D. GEBERT 6/16/03 24" SIMPLEX GRINDER PUMP WITH REMOTE MOUNTED CONTROL PANEL D. GEBERT 6/23/03 D. GEBERT 10/6/03 DATE 5/9/02 SCALE NTS DWG No. E6.7 —�- c__ GRAVITY FLOW FROM DWELLING DWELLING PROPERTY OWNER PUBLIC RIGHT—OF—WAY PUMP CONTROL PROPERTY LINE PANEL LOCKING LAMPHOLE COVER FINISHED GRADE 12' PVC SLEEVE 6' RISER 3' MIN COVER 6' WYE AND 45' I AND 1/8 BEND 5' MIN \ r I 2'— I — ( TYPICAL SIDE SEWER =I I SEE DETAIL 'A' FOR CONNECTION IN THIS AREA GRINDER PUMP ASSEMBLY FORCE MAIN 2' IPS POLY HI—MOL PIPE (200 PSI) 2' FORCE MAIN GRINDER PUMP SERVICE LINE NOTES 1. WRAP AND TAPE 12 GAUGE TRACER WIRE EVERY 10' TO THE FORCE MAIN. 2. THE LOCATION OF THE STUB SERVICE TERMINATION SHALL BE MARKED BY THE CONTRACTOR WITH 2' X 4' TIMBER EXTENDED VERTICALLY FROM THE PLUG END TO A MINIMUM OF 3' ABOVE THE GROUND SURFACE, A 12—GAUGE GALVANIZED WIRE SHALL BE ATTACHED TO THE TIMBER FROM END TO END. NEITHER THE WIRE NOR THE 2' X 4' SHALL BE ATTACHED TO THE SEWER PIPE OR PLUG, THE EXPOSED PORTION OF THE 2' X 4' SHALL BE PRE —PAINTED TRAFFIC WHITE WITH THE WORDS 'GRINDER PUMP SEWER CONNECTION' STENCILED ON WITH BLACK PAINT. THE END OF THE 2' X 4' SHALL BE PRE —MARKED IN PERMANENT INK WITH THE LENGTH OF THE TIMBER INSTALLED. 3. GRINDER PUMP VENTILATION SHALL BE CONNECTED TO THE HOUSE SEWER VENTING SYSTEM, PER NFPA CODE, 'd90-199V ROADWAY GRAVITY SEWER MAIN I PROPERTY OWNER I PUBLIC RIGHT—OF—WAY GLUED 6' SDR 35 PIPE L 6' SDR 35 SPIGOT (W/ 6' GASKET) 4 X 4' SCH 40 HUB 4' X 2' SCH 80 SLIP X THREAD BUSHING 2' BRASS MIP X IPS COMPRESSION FITTING WITH STAINLESS STEEL INSERT DETAIL 'A' CITY INSPECTION REQUIRED PRI❑R TO BACKFILL ..C.4TY'-..-0-F.-. _ REVISIONS STAN DAR D D ETAI L A GESM 6/16/03 GRINDER PUMP SERVICE CONNECTION TO GRAVITY SEWER MAIN D. GEKWF 6/23/03 DATE 5/9/02 1 SCALE NTS I DWG NO. E6.9 Your Peace of Mind is Our Top Priority@ R SECTION: 5.10.030 -Q FM1326 Product information presented 00603 here reflects conditions at time Supersedes of publication. Consult factory PUMP COMPANY0901 regarding discrepancies or inconsistencies. Zoeller family of Water Solutions - MAIL TO: P.O. BOX 16347 • Louisville, KY 40256-0347 visit our web site: SHIP TO: 3649 Cane Run Road • Louisville, KY 40211-1961 www.zoeller.com (502) 778-2731. 1(800) 928-PUMP • FAX (502) 774-3624 GRINDER PUMP SIZING AND SELECTION WORKSHEET See back side for sizing and selection worksheet. Fill out front side and return to representative or Zoeller Pump Company for system sizing and selection assistance. Complete shaded boxes if sizing of pumps is required. Complete unshaded boxes for system selection. CONTROLS (840 ONLY) SIMPLEX DUPLEX AUTO REVERSING Q Q MANUAL REVERSING Q Q NOW REVERSING 0 Q PUMP MODEL 820 Automatic ❑ Nonautomatic ❑ ALARM Iii! PUMP MODEL 840 B VOLTAGE 30v L w a4..,. PHASE �Sin'gle' FITTINGS CHECK' VALVE 90° ELBOW 45° ELBOW GATE VALVE TEE OTHER raw - • .... .=a.nw QTY. ' SIZE ASSEMBLY TYPE INDOOR OUTDOOR PRE- ❑ PACKAGED FIELD ASSEMBLED TOTAL PIPE G� LENGTH / 135 T. — —// SEWER PRESSURE P.S.I. II o® I I Lid/Slab Elev: 198 II TOTAL STATIC HEAD I I a2 FT. II �Clarm Elev.: 194.63 "On" Elev: 194.13 BASIN DEPTH T-7T."'O IN. OFF POINT — "Off' Elev.: 192.17 Reservoir Base Elev.: 191 BASIN DIA. }36. y , IN. SK1458 CUSTOMER Soleil Homes ADDREss ©uffius -Lot 1: 1049 8th Avg So. / Edmonds JOB JOB# REP. Jim Rose (HB,J g'e�r) G.P.M. 45 AT T.D.H. OF 13.2 ft © Copyright 2012 Zoeller Co. All rights reserved. LDC, Inc. 1049 8th Ave S One Pump Running Edmonds, WA 98020 Lift Station Design Calculations Soleil - Edmonds Lot -1 Jurisdiction: City of Edmonds Client Name: Soleil Homes Project No.: 14-169 Project Name: Duffus Prop - Design Date: Oct. 2014 Desian Flow Calculations: 35<< Fixture Drain Units (For Residential Eval based on UPC) Average Daily Flow = 0 Igal/day/LUE (estimted) Peaking Factor % Inflow and Infiltration =0gal/day/acre Area upstream=Dacres total # of LUE's Total Inflow and Infiltration = 0 gals/day 0.0 gals/min. Average Daily Flow = 0 gals/day (avg.) 0.0 gals/min (avg.) Maximum Daily Flow = 0 gals/day (peak) Based on FDU's = 24.8 gals/min (peak) Page 1 Lift Station Design - Submursable LDC, Inc. One Pump Running Wet Well Design Calculations: Enter pump capacity = 45.0 gal/min. (based on Zoeller 840 Grinder) Using FU�Residential Flow= gals/min (IVIDF) 20 net outflow in gallons per minute Using ADF inflow = 0.0 gals/min (ADF) - net outflow in gallons per minute 3' Dia. Well: 52.9 gals/foot of depth 3 Time to Pump Down Time to Fill Wet Well Total Cycle Time Depth to 1st "on" stage Working Volume (gal.) AD Flow (min.) MD Flow (min.) AD Flow (min.) MD Flow (min.) AD Flow (min.) MD Flow (min.) 1 52.9 - 2.6 - 2.1 - 4.7 2 105.7 - 5.2 - 4.3 - 9.5 3 158.6 - 7.8 - 6.4 - 14.2 4 211.5 - 10.4 - 8.5 - 19.0 5 264.4 - 13.1 - 10.7 - 23.7 6 317.2 - 15.7 - 12.8 - 28.5 7 370.1 - 18.3 - 15.0 - 33.2 8 423.0 - 20.9 - 17.1 - 38.0 9 475.9 - 1 23.5 - 1 19.2 - 42.7 Denotes chosen wet well working depth Y4 '6'32<:;>xstarts%hour";' Page 2 Lift Station Design - Submursable LDC, Inc. One Pump Running Total Dynamic Head Calculations: Discharge Pipe: 10.5 Linear Feet roughness, c = 180 Material: PVC diameter, d = 6 inches flow, q (gpm) = 45 (pumping capacity) f= 0.2083 X (100/c)^1.85 X q ^1.85 dA4.8655 f= 0.013 feet/100 ft of pipe Velocity, v = 0.5 fps Velocity out of range! Total Friction Loss = O:OO feet (3 to 6 fps is an acceptable range) Minor Losses in Discharge Pipe: HL= KxVA2 2g Number of 90 deg. bends = 0 Number of 45 deg. bends = 0 Number of 22.5 deg. bends = 0 Number of Swing CVs = 0 Number of Gate Valves = 0 where ; K= 0.9 for 90 deg. bends K= 0.5 for 45 deg. bends K= 0.3 for 22.5 deg. bends K= 2.5 for Swing Check Valve, open full K= 0.2 for Gate Valve, open full Total Minor Losses = 0.0 feet Force Main: 135 Linear Feet roughness, c = 155 Material: I HDPE diameter, d = 2 inches flow, q (gpm) = 45 (pumping capacity) f= 0.2083 X (100/c)^1.85 X q ^1.85 dA4.8655 f= 3.63 feet/100 ft of pipe Velocity, v =: ' :4 6 `:fps Okay. Total Friction Loss = 4.9'feet (3.0 to 6 fps is an acceptable range) Minor Losses in Force Main: HL= KxVA2 2g Number of 90 deg. bends = 2 Number of 45 deg. bends = 4 Number of 22.5 deg. bends = 0 Number of Swing CVs = 1 Number of Gate Valves = 1 where ; K= 0.9 for 90 deg. bends K= 0.5 for 45 deg. bends K= 0.3 for 22.5 deg. bends K= 2.5 for Swing Check Valve, open full K= 0.2 for Gate Valve, open full Total Minor Losses 2.1 feet Page 3 Lift Station Design - Submursable LDC, Inc. One Pump Running Elevation Head: Total Unit Depth Slab el.= 198.5 MSL = Top/Res Pad Elevation ' 7 " 84 197 MSL = Max. Emergency Storage el. feet inches 194.63 MSL = Alarm el. Working height Grav Sew. In. (IE) = 195.3 MSL 3.2 - =Inv. Depth Below Slab - MSL = 2nd Pump "on" el. Based on c cle time 194.13 MSL = 1st Pump "on" el. , ,,,,4,;22> min Cyc. Time Working Volume = 20 feet===> 103.63•GAL - wrkwol Pumps off el. = 192.17 MSL or 192.17 1= Lowest elevation of FM (if < WW inv.) WetWellinv.el.=l 191.5 MSL 193.7067 =FM Pipe IE 2;29 _ j FM con Center + WW Inv. = 2.87 feet from 1st "on" stage to Emerg Stor FM outfall el. _ ' 198.29` . MSL = 6.12 feet of elevation head SUMMARY OF HEAD LOSSES: Force Main Friction Loss = 4.9 Force Main Minor Losses = 2.1 Discharge Pipe Friction Loss = 0.0 Discharge Pipe Minor Losses = 0.0 Elevation Head = 6.12 feet Total Dynamic Head, TDH 13.2 Ifeet Page 4 Lift Station Design - Submursable LDC, Inc. One Pump Running EMERGENCY STORAGE PROVISIONS: Wet Emergency Well Size =1 7.068583 Ifeet square 3,ft Diam ell Max. Allowable Storage Elev. = 197 MSL Depth used for Ermerg. Storage = 2.87 feet (1st Pump "on" to the emerg. elev.) Wet Well Storage Volume = 151.7 gallons Additional/Emergency Storage Tank Size = 3 feet in diameter Inflow Elev. = 0 MSL Outflow/Bottom Elev. = 0 MSL Additional/Emerg. Storage Tank Volume = 0.0 gallons Incoming Gravity Line Size = 4 inches Gravity Line Storage Length = 50 feet Gravity Line Storage Volume = 32.6 gallons Incoming Gravity Line Size = 0 inches Gravity Line Storage Length =1 0 ifeet Gravity Line Storage Volume = 0.0 gallons Manhole Diameter = 0 feet Accumulated MH depth used for Storage = 0.0 Vertical feet Manhole Storage Volume = 0.0 gallons Total Emergency Storage Volume = 184.4 Total Storage Volume ,=[ 288.0 Using an ADF inflow of 0 gpm, Using MDF or Res. inflow of 24.8 gpm, gallons *including pipes gallons Storage Duration = #DIV/0! minutes Storage Duration = 12 minutes Page 5 Lift Station Design - Submursable LDC, Inc. One Pump Running Head Loss Curves: Roughness Coefficient, C= 155 Force Discharge Discharge Pumping Main Pipe Minor Cap. Velocity Losses FM Minor Losses Losses Elevation TDH (gpm) (fps) (ft) Losses (ft) (ft) (ft) Head (ft) C=155 20 2.04 1.09 0.42 0.00 0.00 6.12 7.64 25 2.55 1.65 0.66 0.00 0.00 6.12 8.43 30 3.06 2.32 0.95 0.00 0.00 6.12 9.39 35 3.57 3.08 1.29 0.00 0.00 6.12 10.49 40 4.09 3.95 1.68 0.00 0.00 6.12 11.75 45 4.6® 4.91 2.13 ©.00 0.0© 6.12 13.16 50 5.11 5.96 2.63 0.00 0.00 6.12 14.72 55 5.62 7.11 3.18 0.00 0.00 6.12 16.42 60 6.13 8.35 3.79 0.00 0.00 6.12 18.27 65 6.64 9.69 4.45 0.00 0.00 6.12 20.26 70 7.15 11.11 5.16 0.00 0.00 6.12 22.39 Roughness Coefficient, C= 180 Force Discharge Discharge Pumping Main Pipe Minor Cap. Velocity Losses FM Minor Losses Losses Elevation TDH (gpm) (fps) (ft) Losses (ft) (ft) (ft) Head (ft) C=180 20 2.04 0.83 0.42 0.00 0.00 6.12 7.37 25 2.55 1.25 0.66 0.00 0.00 6.12 8.03 30 3.06 1.76 0.95 0.00 0.00 6.12 8.83 35 3.57 2.34 1.29 0.00 0.00 6.12 9.75 40 4.09 2.99 1.68 0.00 0.00 6.12 10.80 45" 4.60 3.72 2:13 Oi00�0 00612' ^4'"11:97 50 5.11 4.52 2.63 0.00 0.00 6.12 13.27 55 5.62 5.39 3.18 0.00 0.00 6.12 14.70 60 6.13 6.33 3.79 0.00 0.00 6.12 16.25 65 6.64 7.35 4.45 0.00 0.00 6.12 17.92 70 7.15 8.42 5.16 0.00 0.00 6.12 19.71 Page 6 Lift Station Design - Submursable Schematic Diagram: DIAM 3 ft LDC, Inc. One Pump Running Top of Slab/Pad el. =1 198.5 Emergency Storage el. =1 197 (max. allowable) Wet Well 7.069 ft Emergency Storage Volume = 2.9 feet square I1 -151.75 Gal . 195.3 1 =Lowest inv. (in 6' min. 192.17 1 = Pumps off el. Alarm el. =1 194.63 2nd Pump "on" el. = NA 1 st Pump "on" el. = 1 44.13 Working Volume =1 2.0 Wet: well inv. el. = .5 6" min. to alarm ')I it = 103 71 et I 103.63, Gal .,.::; )tal Storage Vol (Reservoir Only.).• 255.3766 Page 7 Lift Station Design - Submursable LDC, Inc. One Pump Running Force Main Flush Time Tflush = (tf + tA) x Length of Force Main (Ct/2) x Vfm x 60 sec/min tf = V / i tf = time to fill wet well to = V / (q-i) to = time to empty wet well V = volume of wet well between pump "on" & "off' V = 2110.9 gallons tf = 85.3 min i = average dry weather flow = F (or Residential Flow) F = 25 gal/min to = 104.2 min q = pump capacity q = 45 gal/min Ct = 189.5 min Vfm = 4.6 fps Tflush = 1.0 min if Tfi„sh < 30 min., No odor control is required. Ngodor control is required: Page 8 Lift Station Design - Submursable LDC, Inc. One Pump Running Water Hammer Calculations: PC 200 / DR 9 HDPE (PE 3608 or Better) Water hammer pressure, p = (a) x v 2.31 x (g) a = 4660 [ 1 +((k*d)/(E*t))]o.s a = pressure wave velocity (fps) g = acceleration of gravity (32.2 ft/sec2) k = bulk modulus of water (300,000 psi) d = inside diameter of pipe (inches) E = Young's modulus of pipe (psi) t = pipe wall thickness (inches) v = flow velocity of pipe (fps) operating pressure = TDH in psi where: d = 2 inches E =s, 150,0001psi t = 0:264 inches v = 4.60 fps a= 1160 fps Safety p = 71.6 psi 'Okay. Factor = . 2.79 For HDPE Pipe, rated working stress = 200=PSI Max allowed Surge Pressure (Recurring)= 240 PSI Page 9 Lift Station Design - Submursable LDC, Inc. One Pump Running Hydrostatic Uplift - Balast Estimate There is no evidence from geotechnical investigation, of any possibility that ground water could interact with any portion of the proposed residential lift stations specified for this project. Min Soil Allowable Soil Bearing Pressure / Design Soil Bearing Pressure = 2000 Ib/ft2 Min Req. Soil Bearing = 644.41 Ib/ft2 Soil Beari g is S� Volume of proposed lift Reservoir= Vol = 49.48 ft3 Unit Diam= 3 ft Unit Circumferance = 9.42 ft Unit Cross Sectional Area= Area = 7.07 ft2 145 Unit Depth = 7 ft FOS Displaced Water Mass = 3705.07 Lbs. (with factor of safety) Weight of Proposed Reservoir and system = 8501 Ibs Unit Mass Deficit = 2855.07 Ibs ...A lb/ft3 Req. Concrete Volume = 19.69 tt- Proposed Concrete Base Ring Width = `"1ft (Min) Concrete Ring around , Proposed Concrete Base Ring Height = sr f . 2.10 ft Base of Reservoir OR Balast Slab to which Reservoir is bolted = offffmMft Conc. Slab Under Unit Proposed Concrete Volume = Proposed Concrete Volume = 19.79 ft3 RING OR 19.79 ft3 BASE `k Proposed Unit Installation Must provide total Installed IVlass`of" 3705a07='' ibs'at minirriu'mr or resistance for same force by other method. Page 10 Lift Station Design - Submursable Soleil Homes Duff us Prop - Lot 1 - Fixture Drain Count Fixture category Unit multiplier Fixture Count Fixture Units Bar Sink 1 0 0 Bath Tub 2 0 0 Bathroom total # bathrooms 6 2 12 Shower 2 3 6 Bidet` 1 -2 -2 Dishwasher 2 1 2 Clothes Washer 3 2 6 Lavito /Sink 1 °2 2 Kitchen Sink 2.'1 `, 2 Laundry Sink 2 ;`2 .> 4 toilet 3 1 3 FU total 35 Bathroom fixtures based on 1 sink, 1 toilet, 1bidet, and 1 tub/shower negative count for bidets based on bathrooms that don't contain bidet. Pump Curves LDC, Inc. Page 1 25 20 5 0 Pump Head Capacity Curve 20 25 30 35 40 45 50 55 60 65 70 Pump Capacity (gpm) —�-TDH C=155 f TDH C=180 Soleil Homes - Edmonds 1-lot Page 1 Lift Station Design - Submursable QVi lIrr PUMPS TProductinformabon presented here reflects conditions at time of publication. Consult factory regarding discrepancies or inconsistencies. t Z J PUMP !O: MAIL TO. P.O. BOX 16347 • Louisville, KY 40256-0347 SHIP TO. 3649 Cane Run Road • Louisville, KY 40211-1961 (502) 778-2731. 1 (800) 928-PUMP • FAX (502) 774-3624 840 GRINDER PUMP FEATURES: • Durable heavy-duty finned cast iron construction • 2 HP, 60 Hz, 3450 RPM • Oil -filled, hermetically -sealed motor with Class-F insulation • Hardened stainless steel cutter and disc • Cutters protected from abrasive solids • Cutters can automatically alternate direction to enhance blade Life and free hang-ups. (Automatic or manually) • Stainless steel.screws, bolts, and lifting bail • Easily adapts. to many existing competitors' rail systems • Tandem seals with leak detection • Automatic thermal overload protection (single phase) • Thermal sensor protection (standard on 3 phase) • Legs provide for free-standing installation • Preassembled systems available • Corrosion -resistant powder coated epoxy finish Note: All variable level float switches in this section are mechanically activated and do not contain mercury. SECTION: 2,50.040 FM1232 1112 Supersedes 0408 visit our web site: www.zoelter.com .PUMP SYSTEMS AND REVERSING CONTROLS 840 SERIES Product may not be exactly as pictured. L;opyngnt:;4wz Zoeller Co. All rights rese'NJ d. T rig ;POWDER UL Tested to UL Standard UL778andCed fled toCSA Standard C22.2 No. 108. Submersible Wastewater Pum Assotiation ,S.,11 a., = {, US a 51" , - ( GRINDER, SMS YSTE (A) taRiNDER MODEL - 840 2 Hp,1'%" N.P.T.: (t3) CONTROL PANELS 'VERTICAL DISCHARGE - 20 FT. CORDS SIMPLEX DUPLEX P/N W t. MODEL VOLTS PH AMP NEMA 4X NEMA 4X . 230 1 a PIN W ,i 137• E840 W t . MODEL PM ❑ 84Q OOt75 137 1840 200 1 n 20.0 E or: 1840 D .10-0393. 15 .010-0397 21 L=084 132 F840 230 3 10.80 6d 10-0420` 0 10-0512' 23 :132' ; J 40 ' .200 :3 � 12.3 ; FoJ'840': _ C7 10 0394 r „ :18. �id ;10=0398 . , 21 -132 G840 460 3 5.5 G840 D:10-0395. .132 BA840 - 575 3 4;5' BA840 D'1Q0396 -A8 D 10-0400 21 } 4 e Sfnpb se.units fegtAfO 8 8et or eepedMtl efld reldy,lt�tlng cornD •VN1h Aud�blo end V1alMeHigl1 Water AWnf1 r ,STANDARD AEAT,ItRES (B). , CONTROL;PANEL. Rersfble ciltter:ac4lon manual /auto" SfANpARD FEATyRE$• ,.0P770NS l • 1%* Npt'vertical discharge NEMA4X`outdoor rating;. ., udible hi h'.weter a,a , i • Carbon/ceramigtandem_seals S11 tarring"_control, end alarm dtctiits; lecher. or g ;wa era E ? Thenal sensors" (O.L. On 1ph) Thermal cut out Circuit 3 hale on. 18ht _ s • Moisture probes•" <" (. ). Cirtxtit breaker and;rated motor contactor O Menuat reset Of high water Halandd bronze Impegers alarm Stalnleas steel cutter and plate (R-C 55.60) . (single phase) t f z. •' Stainiesssteelshaft • ,Capacitors and'motoi starting relay on ;O IMrinsicaly safe relays 5 r ` Statniess steei'lifting bait; single,phase Elapsed time meters t CaroslCnxesistant powder ooeted epoxy paint - Motor profective switch (dreuit breaker /.adJ ❑ Dry Solflary contact 20' povuer cad - 20 sensor cord overloads) and rated motor contador;(3'Phasa) '.d For:other optlorts, oortsult : Altemat c,ra,iE' du lax facto UL listed ir!9 ( p , ,) factor OPTIONS ' Automatic reversing clrcui{ ' k 17 :.Extended cord lengths . , ' { • High water:alarm`Iight r , D Ahtl=slphon deWcelight n i' eel.leek i I terns s- �+ function ., P` nLto acres arouif'iri ConUo . a @witches end llotal •ht s) rep pHOA s p 9.( c. • • 7, Terminal strips y i (C)' UARIABL@ LEVEL'FLOAT .SWITCHES Padlock hasp„ 0' ` aNDOOR SY3T8M Cepacitors/aterCrelay (single phase)• 3 Switches end vyelghts without brackets t7sPM ,10 0347 :Wgt.9:5 SIMPLEX'REVER8ING CONTROL' BOXES* _ FOR GRINDER PUMPONLY3l, { ? 4 Switches and weights vAthout brackets Slnpte <phase urr,p ` `acres y O PlN 10-0348 . Wgt.13.0 AUTOMATIC MANUAL aepacttors and -a mortor. btaning OUTDOOR SYSTEM MODEL PIN Wgt P/N gt'. relsyfac *,R,6 inted In a NEMA4X ; gTvvaightsd fiFa atarter'pack : j t <"29 N E840 ` ❑ 10-0352 _ 8 O'' 80 7 p� 10-037a Wgt:;7 a Switches with wetghts'and brackets I840 O 10=0352 8' 10-03ti0 ): , k O: PM 10.0330 Wgt.-14.0 'F840- O 10-035 8 D 1t3 0381 5_ - �padtora:and motor steNn9 r .- -- 2 raip shipped loose to be mounted !}; • t J840 D 53 6 D'10=0361 5,. in'ezletmgpanel, �.•, Note: Ali variable level float Gt340 10-0353 ` 12 O 10-0361 • 5 o PM 10-oseo wet, 2 ' 1. switches in this section are g D 1 M355 12 D 10-0362 5 THE MODEL a40 GRINDER WILL - 1; � &too - • - machanically.activated and - � . � - FIT ONMYER`S RAIL ) do not contain mercury. Q o eS 40 �- PPP (y PIN RVMI @ (1 required) g (2 required) by using f •• Zoeller's'adepter 11 t "°"`" °' • These control boxes consist of the reversing inacha•. 3' nisms and capacitorsi(1Ph units onlyy Tti will not OK1323 control mpps:RefertoSectionBlorcOmpplee�system pPMlatlsal VVgt.a'. CO�tr013u For duplex applications US@ two simplex Hydro-O-Ma0c's Hydr-O-RaU° (Dj CHECK VALVES reversingcontr,ibex@s.(forpumppre0xldentiflcation �dtrectywModelsaoby:using f see News &Views Q052 base adapter. 4 as ron P lema 30-0163 AnnSfhr When anderim • I+I' ` 1W Cast Iron NPT female, , .D : P/N 36-0164 wgt. 7.5 py . »w 2" Cast Iron NPT female (E) JUNCTION BOXES - TYPE 4X .' ,• O P/N 30.0152 Wgr. 10.0 l .ew:e,xu. SIMPLEX, 5 holes with seats for (1) power cord,w y7ii �i. s:1 ill3 P/N 10-0331 Wgr: 2.6 3-float syale a. f I DUPL64 8 holes with seals for (2)-power cords, (2) sensor cords; (3 or 4) float switch cords: • w G P/N' 10-0332 W4t.2.5 3 float system O P/N 10-0421 Wgt:2.5 4-floatsysterri ti t1S i -. (i SI(IajO xex. 6; 8K1»1 i 7 S �• i. ( Copyright 2012 Zoeller Co. Aij •rights reserved" jj (F) `1NDOpR BASIN,`COVER; AND:HARDWARE'- PREPACKAGED STANDARD EQUIPMEN (1) BALL VALVE c ;; Fib®rgtass basin' Rust -resistant steel cover (epoxy. coated only) tocowfRa s NOT P/N 30-0165 '.`Wgt. 2 0 ;. inspectlon plate_ . iNCLtlOED 1' ' O P/N 30-0166' Wgt. 2.0 Individual pump covers .: a. 2". IPS • 3" Adaptaflex vent seal •'' f q D P/N 30-0167 Wgt. 2.5 - 1'/." Adaptaflex discharge pipe seal(s) • Cord seal(s) • 1-4" Rubber lniet;pipa seal (field Installed) Pump support hardware 11W Check valve('s) Bali valve($) SIMPLFat i O 24" x 36" " P/N 32-0005' . , 107 ! Y DUPLEX ours x 2- 08`' Wgt; 154 err 3- _' system t ; D'30° x P/N`32.0007 Wgt. 154 �r' �' 'r 4=cleat"system '° O� rs_ N u %? A P P t Y KWO Roureoao'ro eN FEAWRES slue ex�sss' 1 (G) :OUTDOOR BASIN, COVER, AND;RAIC SYSTEM ASSEMBLIES ;STANDARD EQUIPMENT (J)'PULL RODS FOR SQUARE#, 1 Fiberglass basin.inriih anti-fletatton ring GUIDE RAIL SYSTEMS -ONLY I 1%.` Galvanized Pump discharge piping to disconnect . -------------- S (FIBId.lnstelled'SyBteme); • JI%- pipe, from diaconneci PVC discharge pi I %. Adaptaflex discharge pipe seal Stainless steel square guide rall 39-00t39 Wgt' I, SS king cable for basin depths D PM 39=0008 . W9t 1 0 '• to 84"-(1'Z6S lifting cable for r. F 3D PIN 3 basin depths of 98"j 9-0007 .� •>.1'/," PV,C ball valve(s) i C.L: check valves) a 'P/N 39 0008 Wgt, 1, 4 1-4" Rubber iniet pipe seat c 0 P/N 39=0009 Wgt. 2 0 (field Insteged) (" Fiberglass cover _ SIMPLEX D`24' x48" P/1V33-0022 Wgt. 206 24" x 60" P/N 33-0023. W9f. 219 I O'24" x 72" P/N 33-0024 Wgt. -233 D 24" x:84" PAV, 33.0057 Wgt. 264 k 0 24" x 98" P/N 33-0025 Wgt. 277 DUPLEX, ❑ 36" x 48" P/N 33-0034 Wgt. 3e7 „ D 36" x 60" P/N 33-0035 Wgt. 389 D 36" x 72" P/N 33-0036 Wgt. 472 r ' x PUMP NOT INCLUDED D 36" x 96" 52$ sucw aortas OPTIONS: -Ail SS fitted r LaMar dlameter or dee r basins allow for overhead clearance Square Guide Rall.System for K SS LIFTING CABLE 1 .(H) 'RAIL SYSTEMS- (FIELD INSTALLED) { ! • I systems lase than.98".deep) (Field Installed S stems). E-Z out Rail System for 1y:'. BASIN DEPTH j pump discharges (Rail System „ D 48" P/N �39-0054 Wgt. 905 39-0031 tNgt dischargo is 2" NPT male WNW D 60" PM 39-0056 Wgt 94.5 12 Ft ^� " % 9-0056 D P/N 3MW2 Wgt. 1.0 .Galvanized Fitted 0 18 Ft 0 P/N 39-0087 Wgt. 43 01 D`Pt�" Fits both round and square basins O P/N 34-0033 Wgt. 1 0 Stainless Steel Fitted�T. Includes square guide rail 20 Ft 0 P/N 39-0088 Wgt, 43 D P/N 39-0034 Wgt. 1 0 Basins over 72'• deep require one I Intermediate Stabilizer Bracket * additional angle arm bracket:, 24 Ft ; for every 4 of depth: D P/N 39-0070 Wgt. 11 D P/N 39-0035 Wgt. 1�0 Galvanized ❑ P/N 39-0089 Wgt 6.0 Stainiess5tesl ❑ P/N 39-Mo Wgt 6.0 a ^aa ,access J gar' .. ,sKiexe sx�iis' • Copydght'2012 Zoeller Co. Ail nghla reserved; yy PREPACKAGED AND JOB READY SYSTEMS SIMPLEX - DUPLEX .. ! REQ. REQ.... 1 Grinder P/N (A ers P/N, (A) 1 x control panel P/N (B) 1 Duplex control panel P/N, .(B) 1 e level fl. sw. �Qi P/N -- . , (C) 1 Variable level fl. sw. assm. P/N,, (C) 1 and hardware P/N;. (F) 1 Basin, cover and hardware P/N; -..,(F) FIELD -MOUNT SYSTEM SIMPLEX.. REQ. 1 Grinder (A) . 1 Simplex control panel //N- (B) 1 Variable level float sw. assm. . _..._.._..,'(C) 1 Junction box ; P/N; -,-,-. , - _(E) 1 Rail systemAbret* P/N ' .(H) 1 Angle arm/intermediP/N ;(H) 1 Pull rod**P/N_1 Stainless steel liftingP/N ----------. (K) REQ. 2 Grinders P/N (A) 1 Duplex con of panel P/N (B) 1 Variable vel float sw. assm. P/N (C) 1 Juncti box P/N (E) 2 Rail stems P/N .---.- - (H) 2 A le arm/intermediate bracket* P/N (H) 2 ull rods** P/N (J) Stainless steel lifting cables P/N : . __ (K) DUPLEX riders ;P/N: __ . _..______..(A) plex control panel P/N.'. ' ( :.. _-.(B) •iable level float sw. assm::• P/N (C) ox P/N . (E) i sin, cover and rail system ' P/N < ,; >; ." -- .(G) is SK1322 PUMP PERFORMANCE CURVE LL MODEL 840 110100 I — r so I � e— 24 o U - <70 5 20Go , Y � 1 50 Required for basin depths over 72' (Square Guide Rail) and over 12' i (E-Z Out Rail). Allow for overhead clearances.30 is " For Square Guide Rail only. Access doors available on field mount systems - consult factory 10 i Special basin configurations - consult factory' 111, Junction box mounting & assembly - consult factory i o ... Manufacturers of... s ,o ao » >o ss a is :ao GALLONS /-7 /, �� .0 40 eo 120 160 QU.4L/TY PUMPS J//1'CE FLOW PER MINUTE • - -� 009960A © Copyright 2012 Zoeller Co. All rights reserved Your Peace of Mind is Our Top Prioritye Product information presented here reflects conditions at time of publication. Consult factory regarding discrepancies or inconsistencies. Submersible Wastewater Pump Assodation SW(M 0. ZM�LER Zoeller Family of Water Solutions - MAIL TO: P.O. BOX 16347 • Louisville, KY 40256-0347 SHIP TO: 3649 Cane Run Road • Louisville, KY 40211-1961 (502) 778-2731. 1(800) 928-PUMP • FAX (502) 774-3624 Model 840 Grinder Pump ENGINEERING SPECIFICATIONS SHEET APPLICATIONS • Pumping Stations • Housing Developments • Pressure Sewers SPECIFICATIONS PUMP: • Discharge Size -1'/4" NPT Vertical. • Seals - dual mechanical carbon/rotary, ceramic/stationary, with Buna-N elastomers. • Construction - Cast Iron ASTM A48, Class 30, 30,000# tensile strength. • Corrosion resistant powder coated epoxy finish. • Bi-directional Stainless Steel cutter and plate hardened to TOTAL DYNAMIC HEAD/FLOW Rockwell C 55-60. PER MINUTE SEWAGE • Attaching Hardware and Lifting Bracket - 304 stainless steel. • '0" Ring Seals - Buna-N. • Impeller- bi-directional - ductile iron vortex impeller with top pump out vanes. • Moisture detection system. OPTIONAL: ❑ Additional cord length ft. ❑ Rail systems ❑ Bronze vortex impeller ❑ Pre -packaged Systems MOTOR: • 2 HP 3450 RPM MODEL 840 Feet Meters Gal. Liters 5 1.5 45 170 10 3.0 45 170 20 6.1 45 170 30 9.1 44 167 40 12.2 42 159 50 15.2 36 136 60 18.3 30 1 114 70 21.3 23 87 80 24.4 16 61 90 27.4 10 38 100 30.5 3 11 Shut-off Head: 104 ft.(31.7m) • 1 Phase - 200/230 Volt with integral Thermal Overload. 009960A • 3 Phase - 200/230/460/575 Volt with Thermal Sensor and leads. • Stainless Steel Motor shaft. • Stator - Class F insulation and lead wires. Nema B design. UL Q ® • Housing - Cast Iron, oil -filled, protected by cooling fins. u5 • Ball Bearings - Dual high carbon chromium steel. Tested touLStandard uu78sCertified • Power Cable Length - 20'. to CSA Standard CSA C22.2 NO08. DIMENSIONS: Height: 21 3/8", Major Width: 14 5/8", Weight: 135 lbs. SECTION: 2.25.075 FM1627 1014 Supersedes 1205 visit our web site: www.zoeller.com o b l ZEPA0374 FEATURES EASY INSTALLATION: Motor is normally supplied with twenty foot of multi- conductor, Capacitor Start/Capacitor Run motor (11) provides extra start and run torque for cutting. power cable and control cable (1) as standard. Alternate cable lengths are available. Complete environmental protection - Buna-N 0-rings (12) and heavy duty cord connec- Units have 3 legs (#2 on drawing) as an integral part of pump housing for free standing tors (13) keep liquid from entering the motor assembly. Pump castings are constructed of requirements. Pump and motor assembly can be easily lowered into position, without finned epoxy coated Class 30 cast iron (14). Hardware (15) is stainless steel. Seal faces disturbing the piping, by use of a rail system. Pump is furnished with a stainless steel (16) are carbon and ceramic for corrosion resistance. Inner (17) and outer seals (18) lifting bracket (3). provide complete protection for motor internals. Both have stainless steel and Buna-N Long lasting internal components - Special Class F insulation system (4) rated for components. Silicon carbide seal faces are available for those extra abrasive applications. continuous duty in 130°F (54•C) liquids at 1.15 service factor. Thermal protection (5) Moisture detection system (19) with upper and lower probes, protecting the motor from standard on all motors. Conservatively rated locked antifriction ball bearings (6) for thrust liquid entry. Vent hole helps prevent air locking. Balanced bi-directional ductile iron vortex loads. Finned motor housing (7) for greater heat dissipation, and cooler running motors. impeller (20) with top pump out vanes for seal protection is keyed and bolted to the shaft. Reversing Cutter Action - (8) doubles cutter life vs. conventional grinders by allowing Concentric case (21) with center discharge reduces radial loading for longer bearing and both sides of the cutter to work. Reversibility also allows the pump to clear troublesome seal life. All pumps come with 1'/4" NPT female vertical discharge (22). Pump is designed jams and hangups thus reducing maintenance costs. Cutter and plate (9) can be resharp- to provide same performance in both a clockwise and counter -clockwise rotation of impel- ened to extend pump life. Both are made of high quality stainless steel and hardened to a ler/cutter assembly. value of 55-60 on a Rockwell C scale. Protective cutter ring (10) helps to extend cutter life. © Copyright 2014 Zoeller® Co. All rights reserved. ( Model 840 Control Panels ENGINEERING SPECIFICATIONS SHEET Standard Features: NEMA 4X Thermoplastic Enclosure UL Labeled Automatic Reversing Circuitry Simplex or Duplex Configuration �. Control Side Fuses` •4 Control On/Off Switch Lockable Hasp r, HOA Switch(es) 111 111 I.E.C. Rated Motor Contactor(s) 120 Volt Control Circuit Pump Circuit Breaker(s) or Motor Overload Protection w/ Disconnect (3 Phase) External High Water Alarm Light Seal Fail Indication Light 4 Panels may not be furnished exactly as picture, Green Pump Run Light(s) Standard Options: Capacitors and Start Relay (1 Phase) ❑Audible Alarm w/ Test Switch ❑Dry Auxilliary Contacts ❑Event Counter(s) Alternating Circuit Board (Duplex) ❑Flasher for High Water Alarm Light ❑Elapsed Time Meter(s) ❑Dead Front Enclosure ❑Manual High Water Alarm Reset ❑Anti -Condensation Heater ❑ Lightning Arrestor Float Status Indicator Lights ❑Seal Fail Relay w/ Indication ❑Redundant Off ❑Intrinsically Safe Relays For other options, consult factory. CONTROL PANEL: _ The control panel is housed in a NEMA 4X enclosure and is of a?❑ simplex design which. controls a single pump from a 3-float system or a ❑ duplex design which controls two pumps in an alternating lead/lag cycle sequence from a ❑ 3 or ❑ 4-float system. The panel contains the required starting, 'control, & alarm circuits. Rated motor starters and circuit breakers are fumished for each pump. The 115 volt control circuit has short circuit protection. The panel features pump run pilot light(s) and pump selector switches. The panel is equipped with circuit(s) which automatically reverses the direction of the cutter blades after each pumping cycle. A seal leak indicator light is furnished as well as a thermal cut-out connection for 3 phase systems. A padlock hasp is provided. High water conditions shall be indicated by a visible light with polycarbonate cover. Numbered terminal strips are furnished to speed the connection of each pump. A wiring schematic and trouble shooting guide are included with each panel. The panel is UL listed and labeled as such. For additional information on Zoeller Grinder pumps, refer to catalog on Performance information, FM1235; Prepackaged systems, FM1232; Guide specifications, FM1240; Replacement parts list, FM1308; and Installation and Service instructions, FM1239. 'SIMPLEX CONTROL PANEL) DUPLEX CONTROL PANEL MODEL VOLTS PH AMP PANEL AMP RANGE PIN WGT. DIMENSIONS PIN WGT. DIMENSIONS (E840) (230) (1) (17.2) (20 Max) 10-0393) (15) (14" x 12" x 6") 10-0397 21 18" x 16" x 9" 1840 200/208 1 20.0 20 Max. 10-0393 15 14" x 12" x 6" 10-0397 21 16" x 14" x 6" F840 230 3 1 10.8 9.0-14.0 10-0394 18 12" x 10" x 6" 10-0398 21 14" x 12" x 6" J840 200/208 3 12.3 9.0-14.0 10-0394 18 12" x 10" x 6" 10-0398 21 14" x 12" x 6" G840 460 3 5.5 4.0-6.3 10-0395 18 12" x 10" x 6" 10-0399 21 16" x 14" x 6" BA840 575 3 4.5 4.0-6.3 10-0396 18 12" x 10" x 6" 10-0400 21 16" x 14" x 6' ® 0 O`/ / `- MAIL TO: P.O. BOX 16347 • Louisville, KY 40256-0347 "L` SHIP TO: 3649 Cane Run Road • Louisville, KY 40211-1961 n (502) 778-2731.1 (800) 928-PUMP • FAX (502) 774-3624 - . Your Peace of Mind is Our Top Priority® visit our web site: www.zoeller.com © Copyright 2014 Zoeller® Co. All rights reserved. Matthew Merritt From: Jim Rose <jimr@hbjaeger.com> Sent: Thursday, October 30, 2014 8:14 AM To: Matthew Merritt Subject: Edmonds Single Family Residental Lift Station Matthew, In reference to City of Edmonds E-62; Regulations for Private Residential Sewage Pumps in Edmonds requiring documentation of source and/or supply located within 24 hour delivery, H.B. Jaeger Company is capable of meeting this requirement. Our branch in Snohomish has inventory on hand to accommodate replacement or repair of all components in this system. Please feel free to contact me @ 360.568.5958 (office) or 425.754.2288 (cell) if there are any questions. Thank you Jim...... Jim Rose On Site Sales 1830 16th st Snohomish, WA 98290 360.568.5958 (phone) 360.568.7506 (fax) 10/21/2014 Polyethylene Piping - Calculator Reference: PPI Polyethylene Design Handbook Underground Minimum bending radius Dref. Table 4, Chopfer 7, p.292 ffun '- fR Information Date 10-21-2014 Project Soleil Homes - Edmonds Single Lot Engineer Name Matthew Merritt Comments 2" PE3406 (IPS), Min. Bend Radius Variables Do 2.375 Pipe Outside Diameter, in fR 20 Dimension Ratio Result Rmin 3.958 Minimum Field Bending Radius, ft httpJ/www.hdpipecaic.com/ 1/1 PERFORMANCEMPE A DIVISION Of CHEVRON PH1111PS CHEMICAL COMPANY LP www.performancepipe.com Dimension Ratio Thermoplastic pipes are commonly produced in accordance with a dimension ratio system. The dimension ratio, DR, is the ratio of the pipe's average outside diameter to its minimum wall thickness. As diameters change, the pressure rating remains the same for a given material, dimension ratio, and application. Certain dimension ratios that meet an ANSI -specified preferred number series are Standard Dimension Ratios (SDR). SDR's and DR's are the same measure, but making pipe to SDR's allows manufacturers to standardize on product offerings.. Standard Dimension Ratios are: 41, 32.5, 26, 21, 17, 13.5, 11, 9, and 7.3. From one SDR to the next, there is about a 25% difference in minimum wall thickness. Pressure Ratings for Specified DR's Table 5 gives the pressure ratings for PE3608 and PE4710 pipe rounded to the nearest five or zero. Table 5. Pipe Pressure Rating for Water at 80OF for HDPE Pi e4 Pipe Pressure Ratings DR PE3608 RE471;0 ` ; 7.3 255 317 Q 200 250 11 160 200 13.5 130 160 17 100 125 21 80 100 26 65 80 32.5 50 63 4 ASTM F 714 states the following, "The actual choice of pressure rating for a particular application rests with the system designer, taking into account applicable Codes and Regulations, transportation and on -site handling conditions, the quality of installation, the fluid being transported, the external environment, and the possibility of deviation from design operating conditions of internal pressure or external load. A reduced pressure rating should be applied at the designing engineer's discretion where warranted by consideration of these or other conditions for the particular application." Bulletin: PP 816-TN February 2011 Supersedes all previous publications Page 6 of 7 © 2007 Chevron Phillips Chemical Company LP Performance Pipe, a division of 5085 W. Park Blvd, Suite 500 Phone: 800-527-0662 Chevron Phillips Chemical Company LP Plano, TX 75093 Fax: 972-599-7348 �11 JMM JMM HIGH DENSITY POLYETHYLENE (HDPE) PE3408/PE3608 PRODUCT SPECIFICATION Description: JMM manufactures High Density Polyethylene (HDPE) water pressure pipes for municipal and industrial transmission systems. Our pressure pipe is used in many types of applications such as: potable water, sewer, drain, mining, irrigation, slip lining, and reclaimed water. Materials: JMM HDPE pressure pipes are manufactured with premium, highly engineered PE3408/PE3608 resin that provides maximum performance benefits to service today's municipal and industrial water needs. The PE3408/PE3608 material conforms to ASTM D3350 with the cell classification of 345464C/E and is listed with the Plastic Pipe Institute's (PPI) TR4. It is formulated with carbon black and/or ultraviolet stabilizer for maximum protection against UV rays for added assurance. Size Type DR Standard (If Applicable) 4" — 63" IPS / DIPS 7 — 41 ASTM F714, AWWA C906, NSF W — 3" IPS 7 — 32.5 ASTM D3035, AWWA C901, NSF Quality Assurance: JMM takes great pride in the quality and workmanship of all of our products. JMM quality control programs encompass three critical aspects of the manufacturing process: the incoming raw material, pipe production, and the finished goods. Incoming material is inspected and tested to ensure the material meets all applicable requirements for production. During production, the pipe will be examined and pipe samples will be collected for physical verification and testing for compliance. The finished product is subjected to further visual inspection to ensure it has met all the appropriate specifications and packaging requirements. Without exception, our pipes are constantly monitored throughout the entire manufacturing process to validate that they are in accordance with all applicable specifications. Certificates of Compliance are available upon request. Lengths & Bending Radius: Standard laying lengths of HDPE pressure water pipe is 40/50 foot lengths. Pipe sizes under 6" may be coiled at continuous longer lengths upon request. Marking: Our standard markings printed on JMM pipes generally consist of the JMM logo, nominal size and OD base, material code, dimension ratio, pressure class, current AWWA C906 (if applicable), ASTM F714 (if applicable), and production date (day, month, & year). J-M Manufacturing Company, Inc. burfdin e'ss`entra s for a be ter tomorrow- JM M Website: Please visit our website at www.imm.com for more information. Note: Information provided here is a general guideline of JMM PE products. JMM reserves the right to modify any information as necessary. For more detailed information, please contact your JMM sales representative. Always follow project specifications and adhere to local rules, codes and regulations. HDPE IRON PIPE SIZE (IPS) PRESSURE PIPE PE3408/PE3608 DR 7 (265psi) DR 7.3 (254psi) DR 9 (200psi) DR 9.3 (200psi) DR 11 (160 s) DR 13.5 (128psi) Pipe Size Avg OD Min Wall AvgID Weight Ib/ft Min Wall AvgID Weight Ib/ft Min Wall AvgID Weight Ib/ft Min Wall AvgID Weight Ib/ft Min Wall AvgID Weight Ib/ft Min Wall AvgID Weight Ib/ft 1 /2 0.840 0.120 0.59 0.12 0.115 0.60 0.11 0.093 0.64 0.10 0.090 0.65 0.09 0.076 0.68 0.08 0.062 0.71 0.07 3/4 1.050 0.150 0.73 0.19 0.144 0.75 0.18 0.117 0.80 0.15 0.113 0.81 0.15 0.095 0.85 0.12 0.078 0.88 0.10 1 1.315 0.188 0.92 0.29 0.180 0.93 0.28 0.146 1.01 0.23 0.141 1.02 0.23 0.120 1.06 0.20 0.097 1.11 0.16 2 2.375 0.339 1.66 0.95 0.325 1.69 0.91 0.26_4 1.82 0.77 0.255 1.83 0.74 0.216 1.92 0.64 0.176 2.00 0.53 3 3.500 0.500 2.44 2.06 0.479 248 1.98 0.389 268 1.66 0.376 2.70 1.61 0.318 2.83 1.39 0.259 295 1.16 4 4.500 0.643 3.14 3.40 0.616 3.19 3.28 0.500 3.44 2.75 0.484 3.47 2.67 0.409 3.63 2.30 0.333 3.79 1.91 5 3/8 5.375 0.768 3.75 4.85 0.736 3.81 4.68 0.597 4.11 3.92 0.578 4.15 3.81 0.489 4.34 3.29 0.398 4.53 2.73 5 1 5.563 0.795 3.88 1 5.20 0.762 3.95 5.02 0.618 4.25 4.20 0.598 4.29 4.08 0.506 4.49 3.52 0.412 4.69 2.92 6 6.625 0.946 4.62 7.36 0.908 4.70 7.12 0.736 5.06 5.96 0.712 5.11 5.79 0.602 5.35 4.99 0.491 5.58 4.15 7 7.125 0.976 5.06 8.23 0.976 5.06 8.23 0.792 5.45 6.89 0.766 5.50 6.70 0.648 5.75 5.78 0.528 6.01 4.80 8 8.625 1.232 6.01 12.48 1.182 6.12 12.06 0.958 6.59 10.09 0.927 6.66 9.81 0.784 6.96 8.46 0.639 7.27 7.03 10 10.750 1.536 7.49 19.40 1 1.473 7.63 1 18.74 1.194 8.22 15.68 1.156 8.30 15.24 1 0.977 8.68 13.14 0.796 9.06 10.92 12 12.750 1.821 8.89 27.28 1.747 9.05 26.36 1.417 9.75 22.07 1.371 9.84 21.44 1.159 10.29 18.49 0.944 10.75 15.36 14 14.000 2.000 9.76 32.90 1.918 9.93 31.78 1.556 10.70 26.61 1.505 10.81 25.85 1.273 11.30 22.30 1.037 11.80 18.52 16 16.000 2.286 11.15 42.97 2.192 11.35 41.51 1.778 12.23 34.75 1.720 12.35 33.76 1.455 12.92 29.12 1.185 13.49 24.19 18 18.000 2.571 12.55 54.37 2.466 12.77 52.53 2.000 13.76 43.97 1.935 13.90 42.73 1.636 14.53 36.84 1.333 15.17 30.61 20 20.000 2.857 13.94 67.13 2.740 14.19 64.85 2.222 15.29 54.28 2.151 15.44 52.77 1.818 16.15 45.49 1.481 16.86 37.79 24 24.000 3.429 16.73 96.68 3.288 17.03 93.39 2.667 18.35 78.18 2.581 18.53 75.98 2.182 19.37 65.52 1.778 20.23 54.44 26 26.000 2.889 19.881 91.75 2.796 20.07 89.17 2.364 20.99 76.89 1.926 21.92 63.89 28 28.000 3 111 21 401 10640 3.011 21.62 103.42 2.545 22.60 8915 2074 2360 7409 30 30.000 3.333 22.93 122.13 3.226 23.16 118.72 2.727 24.22 102.35 2.222 25.29 85.04 32 32.000 2.909 25.83 116.46 2.370 26.98 96.76 34 34.000 1091 27.45 131.48 2.519 28.66 109.26 36 36.000 3.273 1 29.06 147.41 2.667 30.35 122.49 J-M Manufacturing Company, Inc. .burlctirtg essentials for a better to`inorro'wTM Table 1 Detention Pipe Look -Up Table Category 1 Small Site Projects Contributing New Plus Replaced Impervious Surface Area (sf) Len th of Pipe (ft) For Given Inside Diameter 18-inch 24-inch 30-inch 36-inch 2,000 .41 22 15 11 2,500 49 30 18 12 3,000 61 33 23 16 3,500 74 38 24 17 4,000 81 45 29 20 4,500 95 49 32 23 5,000 56 35 25 sf — square feet Orifice Size: = 0.5 (1/2) inch diameter = 0.75 (3/4) inch diameter = 0.625 (5/8) inch diameter .;, = 0.875 (7/8) inch diameter Note: Multiple pipes in parallel connected together (manifolded) can be used to meet length requirements, if site has constraints. Table 2 Approved Detention Pipe Material and Catch Basin/Manhole Structure Sizing Detention Pipe Inside Diameter WDOT (inches) Detention Pipe Material Catch Basin/Manhole 18 All types in list below table Type 1L Catch basin 24 All types in list below table Type 2, 48-inch diameter manhole 30 All Metal & RPP Type 2, 48-inch diameter manhole All Concrete & CPEP Type 2, 54-inch diameter manhole PVCP Type 2, 60-inch diameter manhole 36 Metal & RPP Type 2, 54-inch diameter manhole All concrete, CPEP, & PVCP. Type 2, 60-inch diameter manhole WDOT— Washington Department of Transportation List of Approved Pipe Materials for Detention Metal: ACSP — Aluminized Corrugated Steel Pipe (Type 2 meets AASTO designations M214 and M36) ASRP - Aluminum Spiral,Ribbed Pipe (16 gauge or better) CAP —Corrugated Aluminum Pipe (16 gauge or better) DIP — Ductile Iron Pipe (Class 50 or better) Concrete: PCP — Plain Concrete pipe RCP — Reinforced Concrete Pipe .a� Plastic: PVCP — Polyvinyl Chloride Pipe (SDR 35 or better) CPEP — Corrugated Polyethylene Pipe (smooth interior wall, or N-120 pipe) RPP- Ribbed Polyvinylchloride Pi -2- Revised 9/30/13 FIGURE 1 CROSS—SECTION of TYPICAL DETENTION SYSTEM CATEGORY 1 SMALL SITE PROJECTS ADEQ TE DEPTH TO PREVENT DAMAGE TO PIPE RUNOFF FINISHED GRADE FROM SITE CdhfIROL CATCH E1451N Dsa C TO 0,75Y SLDP� SEE FIGURE 2 DETENTION PIPE LENGTH _I REFER TO TABLE 1 FIGURE 2 DETAIL OF CONTROL CATCH BASIN RIM LOCKING ELEVATION g' MIN. MEASURED FROM IJD I THE TOP OF THE CANORETE BOX OR RISER 0.5 In below high pdr inrdra dtlwiffian p'ph awrnaw pipe — of mr E in diow&v ar 10 In dlomw6ar — Sae rvAm undmi TabIr, 1. same DETENTION PIPE —'z 3 N TO APPROVED COLLECTION POINT ' ' �RIFICE SIZE PER TABLE 1 -3- Revised 9/30/13 I O H P I }' IMPERVIOUS AREA: i LLI HOUSE W/ EAVES: 2,515.87 SQ. FT. I // OH i J PATIOS: 70.00 SQ. FT. \ DRIVEWAY: 2.00 S . FT. 202 Q DRI 73 Q I� LoJ.r�r012"LOLKIN6 198 200 I TOTAL: 33i7.875Q. FT ELOVEK N 89°5T49" E 118. D' W, V2",NFL( SOWS I 5•D LOT SLOPE: 4% E-W IE=s .50' ---- POWER cn W \\q� 4 OVORHA � I 11 co5" 55 C" I ' NEW I" WATER INE APPROVED PE PIPE — r --co — -----I I W/TRACER WIR WM GAS / I I 4' ETE P TIO 33't tNC Lu I I y -I EXISTING 51) W PROPOBED kESIDENCE L SL-Affi OHP 3l U I I 11 I 1 UT CAP EXISTING SD N�� > K W I 5D W B, TYPE 1-L T 203.25 CABLE ..... C I I ' TF. i C MP OR) = 7 nn 7c 0o I-- .!7mr !TTMTTBkLAIN I I 55 PHONE c� c — ,,_ _. .,, _ - &cc;=t97.96 ari34 PVC@g% �c � � l 35' - 2 STORM IBN % Lfi I ' EX. S MH To z, TYP$ a N 59'5T52" E / B-a, E aL DATUM PO/ 12'12 LANDSCAPE I �Ya9S.00 118,80 TOP=a98.5o . Pi SET REBAR I� IE = 196.5o / AREA BIE BETWEEN &CAPV581 IE=a96.go(OUT) PRO D Y PLAN I ROAD & EXTENDED G ( I ELE 196.68' = a96.5o (OUT) SIB SS = Ot P�yMN t G DRIVEWAY. A j qE5 5ED GRADE m JG GRADE r Mon rn REVISION AUG 0 7 2014 BUILDING DEPARTMENT CITY OF EDMONDS I12-124 I LL UTILITIES MUST s L Zv - u S W ' 0 UNDERGROUND HP ,J I ' I / 3' SEPARATION J LEGAL DESCRIPTION: k -1, ao GYIG � � r IN ER' YOST 1ST ADDD TO EDMONDSPLAT OF BLK 002 D-02-N 6oFT OF LOT 6 Setbacks EegEired Actual TAX ACCOUNT NUMBER: oo61940020o602. Front mf. 7-0 -7 v ® - � F ZONING: RS-6, 7,138.69 SQ.FT. Sides NlS S - ` — s � \ S �� _,� J G, �1A V it (I Rear C LOT COVERAGE: 2,128.00 FOOTPRINT OF HOUSE/7,138.69 SQ. FT. (LOT SIZE)= 30% Other 5¢6 s kTx;� �U4N HEIGHT CALCULATIONS: Height Z a 3 , (� >, P3, P4� EN611J WN A.198.20' _. __ .__.."._ _ ._ v E -4AiHe*-,SrS . B. 201.95' C. 201.05' D. 197.95' -11TE 799.15/4=199.78' AVE GRADE PLA.N MAX HT: 224.78' SCALE: 1" = 20'-0" ACTUAL HT: 223.58' I` • ti, � N 5TH AVE 5OUTH a � O 7Q A Tm 5.t1u cr 1 �g �� M�.l.�ie �gG•7o 23 L i l 9?. 7 9 OLAT�1Wl:. _ jp1:7s" Z 197. Y5- % � y . 8 5 0 RAM poll - d m • o • a = ALLEY Al I I`Y RECEIVED FEB 18 2015 Sege-t` ENGINEERING DIVISION >DO- 'a 0 V co B m rE L .0 �. Tta L T ♦♦ ✓ N 0 � 0 aft 9 < 's �' `0 NEMA 4x ELECTRIC CABINET PER PRE PACKAGED LIFT UNIT SPECIFICATION WITH ALARM LIGHT BE VISIBLE FROM ROW AND :.:.:.:.: :.:.:.:::::::::::: ::: I ::.:::.:.:_:.:. :.:.:.:.:.:.:,:.:.;.'.LIFT STATl N .... ............. t - U ' ' '':':':':':':':':':':':':':';':': :':':.:.:.: ... ':';':':';':':.:.:.:.:.:.: N=fl50.19 ........E=1030.00 I ........ .... ......... ............. ' .............. a :::::�.:::::::::::::::.:g...::':':':':':':'::::':::':':':' ::': :.... ...............:•:b'..:...,,Imo,,,.... . :�. .. '�c,N:::::::: :: : a:: I ::...... .... ..... I pAt 'if ' p�r�'.....: ...:• ::::•.. :'PROPO D GAS •.'$T . ....: ... '•''tQ>r TAtL :' :�:.... POS D TWAT �.. .... �. ... . �. ...... ..1 . .. . . i............ c, cn..... ........ P.,,.P. . 6i. .. .... .. .... i.. . �... {. . ..... . . . . Ia ........ . I' .• . •........... . '� ................... .. I ": %c!;`?,'.l.F:,,i. ` .>�..r`aM •!k'.', .`�. '"..i,'Gi.tr:t�i;'+:.y•sMY4.n:4.<y;.:_•;.k' w.ti, in"� ;��.h . 'r iti;✓: .1! .... .Y. �.•. .vl . . .. . . .. . .�. . . . . . . \ •. . ...... . . .t4� ac.. ,[may .. . . . . .. .. j . .. . . ....� . . . . .. . .. . . . . . n, .,,1ir ,.��:,.•v.•=zh...� �wt;::j .. :PRa�:..�:N: .f..<:.�..!: .. ..� . .. .. .. .. .. .. .. .. - .,..tour: if,,''>< ... . . .. // ... ....... .. ....I.... ... . .. . . .. .. . . ra'r ''.:iti�j^X h•.� ; gin; �i .':its .. �. .. ?'i ........ ................ ......... ............ .. :�........:.:.:.:.:.:.:.:.:.:.:.:.:::........•.•.•....:.:.;.:.:.:.:.:.:.:.:. ;........ ....f.......... DO' - o .. ........••. ..... 3a :..f :.-.. :.. : ::•i•- - P1 . �..�...................:':':..:.:':':'.':. '.'.. :':': N=1 .10 / Fw* NS }T E- 13,,0 00 c To B� TIED DRFN SYS M s I o. 00 Lo 6 196 1 qqr 't N •7 0 a MIR W N 0 0) c 0 U c 188 0 0 N rn 3 v 0 c 0 E W I CONCRETE DRIVEWAY I` D \ - \ c 'Y \ + , o 1 1'- c 0 SE 1/4, NW 1/4, SEC 25, T WN 27 N, RGE 3 E, W. Ml., SNOHOMISH COUNTY, WASH/NGTOl1! 0b x 2"IPS HD Sw�Zt� t✓1i�t i SHED MIN SEPARATI l BETWEEN'v.'.'..'� t` " e~11�t.I�>zp• j 0.9SANITARY SEWER FORCE MAIN: ::..:� ``�95749 E 1 118.80 I LA.D P PW R�INS,� TIQN (TY ): ��.•. , ,. 10 20 10+ - - - - - - ! . �,' ....:. N= 150 27 ss I.0 SSFM ssm SSFMV"\ '10,80 \ T cP ALL GRADING/UTILITY CONSTRUCTION s5 ` I 'D. OR INSTALLATION TO BE COMPLETED \ 8 0.73' ON -SITE. NO WORK ALLOWED OVER - �' ' ' ' ' ' ':'�':'..A f N~ NORTHERLY PROPERTY N� . x HT2x8,6 ,\ r CONNECT TO EXISTING 8" O GRAVITY I�i .. SEWER MAIN, SEE. DETAIL E6.9 . POWER/HOUSE � 5, ��..•.•. , CO NE ION W E�Rt'§EPARATION IS 2' r .:: N, r4 4e oe -' /-SSFM TO BE INSTALLED PROPOSED P�WER - SSCO-2, / WITHIN 6" PVC ENCASEMENT s�� ' ...,, : � � -» 0 SCALE: 1" - 10' N=1132.85, E=1060.22 / (GROUTED ENDS) �'tS 01�lE ' t3Y cm/ �' '•'•'•'•'•'•'• •'• • •', Ob a. x�........ .. . ryo OF V0MoMbS r_L> hIP izilac, IN10 0 10 20 1+.. J , nHT8 117 LF t HDPE PC200 DR9 PE3406 12LF4" PVC 2.00X MIN // W/ TRACER WIRE ®4.06� (AVG.) o a.':'. :'•':'.; W �L�sT NOTE: SCALE WILL BE 1 =10' ONLY IF PRINTED Zoe �� / `� SSCO-1, q , :1:7' ' :�; � 1�� FULL SIZE ON 24 x36" SHEET. -�bs�� / N=1124.54, E=1147.80 `':::: '':''a �MPNo� c�ov�rn' bb .. vv H'E1Ct IDt.7S . SIMPLEX EASYELECTRIC FACTORY - o PREWIRED BASIN PACKAGE WITH I TOP OF SLAB 198.75 100 EL:?_ JUNCTION BOX (3' DIAMETER). I It N LD 7 N=1149.19, E=1036.04- I �.4` : GRAVITY SEWER SERVICEswr -HOSE BIB I 1 o;:::::: :':' ' 10.5 LF�fi' PIfC -® 2.001 L�nt� Al So%kTowe i All TN'� L1�1'CC'!� 1CSi1'b>IN• �BR as �.............. �, O N O �.'.'.'.'.'... as as •t". xe r a . 1 0 / 1 ... .... .... . . 5. . . `.. . ..-98 r 200 FLO T fi 1. - - ... - ... - ... - ... - 7P1 I:......... Rio WR�tosErtzouoaC. N89'ST52 Et-1118.80' i E=1148.80' " ACCEPTy10311 TIGHTL INIE CB-2, TYPE 1-L - / CB-111 , TYPE 1-L i �.' ' ' ' ' ' ' ' ' ' ' ' _ -- - LU��, - WOOD FENCE ' CONC r.. .. l r�.. ' ""Oil 5 PROPOSED STORM DETENTION PIPE 63.24' it1- 12 ' F810 HANCO<< C6 �+� 15 I�srtc� I"AtPptZo tocl-rlWO c P C�IYL13 L1 ve Im PIPE. I- SLAPE co ± yy" Al-12,F196 E 0-sbvi CROSSING FIDE + ss' `% I'pt elty O ¢ 12" SD DEPTH UNKNOWN 2" SS TOP=198.5 f ALL �u 1W11°M dU1S S 'US GE'o�__jc To lee; GULF FINISHED GR DE �u �Ist, srrrr ST wr EXISTING G E AT PIPE (� / a AT PIPE / � LLI > O i U PRO OSED POWER N, i � SA.011 + I 17.24, >/N=1124.54,=1147.80 _ IM=202.29 E=198.46 20 IPS HDPE FM) N E=198.29 (6"0 PVC) OUT M CONNECTIONS PER STD. DEf E6.9 CONCRETE BALLAST --,,I I� 117 L.F. 2" hDPE PC200 (DO9) PE3406 10.5 LF. 4" PVC ® 2.Q0% W/ TRACER RE ® 4.06% (AVG.) - EX 8" SS ST, . 11 +27.91, q SIMPLEX CTRIC FACTORY PREWIRED IE 198.00 8"0) (� �6"0 ONTRACTOR TO VERIFY) BASIN PACKAGq WITH JUNCTION BOX (3' IE� 198.08 P) fC) DIAMETER). SEEi OPERATION SPECIFICATIONS, ELEVATIONS AND CALCULATIONS SUBMITTED SEPARATELY. STA. 10+00.001 CL/N=1141.20 E=1051.99 RIM=198.50 IE=195.30 4" 9, PVC) IN FROM HOUSE SSFM IE=193.71 2" IE=191.50 RESERVOIR) IPS HDPE FM) OUT SALE: 1° HOR: 1"=0 �' VER: 1"= ocj hr<�o c� qj of c7i ai o cy t Y c� ni �` �i N rn � , t N 9+60 9+80 10+00 10+20 LEGEND 69 WATER METER TELEPHONE T FEW CATCH BASIN, TYPE 1 L WATER w Q SANITARY SEWER CLEAN OUT GAS c WOOD FENCE POWER P C CABLE sSFM SANITARY SEWER FORCE MAIN 196 192 10+40 10+60 10+80 11+00 11+20 11+40 NOTES' i f : ' r) P4 1: LOCATIONS OF UTILITIES AS SHOWN WERE PROVIDED BY OTHERS, AND 7. ALL NON-INPERVIOUS R.O.W. AREA DISTURBED WITH CONSTRUCTION TO E , 2 - 2014 THE EXACT HORIZONTAL AND VERTICAL LOCATIONS OF UTILITIES ARE BE RESTORED PER CITY OF EDMONDS SPECIFICATIONS (E72C) BY UNKNOWN: CONTRACTOR TO VERIFY PRIOR TO BEGINNING CONSTRUCTION. CONTRACTOR. BUILDING DEPARTMENT 2. PUMP STATION LID SHALL BE INSTALLED NO. LESS THAN 2 INCHES 8. DRIVEWAYS REMOVED OR DAMAGED DURING CONSTRUCTION TO BE CITY OF F0Vo4NIia3 ABOVE THE SURROUNDING GRADE IN DIRT, GRASS, OR GARDEN AREAS. REPAIRED/REPLACED IN KIND UNLESS IDENTIFIED AS PERMANENT 3. BACKFILL MATERIAL AROUND THE PUMP STATION AND SEWER LINES REMOVAL. SURVEYINFORMATION LEGAL DESCRIPTION VICIN/TYMAP NOT TO SCALE THE NORTH 60 OF LOT 6, BLOCK 2, YOSTS 1st ADDITION TO PLAT OF EDMONDS ACCORDING TO THE PLAT THEREOF, RECORDED IN VOLUME 8 OF PLATS, PAGE 6, RECORDS OF SNOHOMISH COUNTY, WASHINGTON. APN: 006194-002-006-02 I SITEADDRESS 1049 87H AVE" S EDMONDS, WA 98020 CONTACT LIST OWNER/APRUCANT. CIVIL ENGINEER: STRUCTURAL ENGINEER.- SOLEIL HOMES LDC, INC. SOUND STRUCTURAL SOLUTIONS ENGINEERS 300 QUEEN ANE AVE N. #370 14201 NE 200774 ST J100 6628 212TH ST SW, SUITE 205 SEATTLE, WA 98109 WOODINVILLE, WASHINGTON 98072 LYNNWOOD, WA 98036 CONTACT ANDY DUFFUS CONTACT MATTHEW MERRITT,, P.Er CONTACT- - DAMON FLEMING PHONE (425) 760-5610 PHONE' (425) 806-1869 PHONE- (425) 778-1023 FAX (425) 482-2893 EMAIL: intake@ssseng.com EMAIL: mmerritt®Idccorp.com SURVEYOR.• 577E DESIGNER. EMERALD LAND SURVEYING, INC. AMY THOMAS P.O. BOX 13694 9515 215TH Sr SW MILL CREEK, WA 98082 EDMONDS, WA 98020 CONTACT BRENT EBLE, PLS PHONE- (206) 579-8046 PHONE (425) 359-7198 EMAIL: thomos.amyO7®gmail.com DWELLING , PROPERTY OWNER PUBLIC RIGHT-OF-WAY PUMP CONTROL ..-- PROPERTY LINE PANEL LACKING LAMPHOLE COVER. FINISHED GRADE �'T 12 PVC SLEEVE B• RISER: lZ 3' MIN. COVER _- 6' lefYE AND45' _ AND 1/6 BEND _ 7- oe ROADWAY. 5' MIN. 2' -�r I TYPICAL SIDE SEWER _ I GRAVITY SEWER MAIN SEE DETAIL 'A' FOR CONNECTION -'" IN THIS 'AREA GRAVITY FLOW FROM DWELLING FORCE MAIN 2. IPS POLY HI-MOL PIPE (200 PSI) GRINDER PUMP I ASSEMBLY PROPERTY OWNER PUBLIC RIGHT-OF-WAY GLUED 2' FORCE 6' SDR 35 PIPE MAIN GRINDER PUMP SERVICE LINE NOTES 6' SDR 35 SPIGOT (W/ 6' GASKET)' 1. WRAP AND TAPE 12 GAUGE TRACER WIRE EVERY'16' TO THE FORCE MAIN. X 4' SCH 4D HUB 4' X 2' SCH.80 SLIP x THREAD BUSHING 2. THE LOCATION OF THE STUB SERVICE TERMINATION SHALL BE MARKED BY THE CONTRACTOR WITH 2' X.4' TIMBER'EXTENDED VERTICALLY FROM THE 2' BRASS MIP X IPS COMPRESSION PLUG. END Tq A MINIMUM OF 3'.ABOVE THE GROUND SURFACE A 12-GAUGE FITTING. WITH STAINLESS STEEL INSERT GALVANIZED .WIRE; SHAI.L BE ATTACHED .TO THE. TIMBER .FROM :END TO END: NEITHER THE WIRE NOR THE 2' X 4' 'SHALL BE ATTACHED TO. THE SEWER DETAIL 'A' PIPE, OR PLUG, THE EXPOSED PORTION -OF THE 2• X,4' SHALL BE PRE -PAINTED TRAFFIC WHITE WITH THE ,WORDS 'GRINDER PUMP SEWER CONNECTION' STENCILED ON WITH BLACK PAINT, THE END OF`THE. 2':X 4' SHALL ,BE PRE -MARKED IN PERMANENT INK WITH THE LENGTH OF THE' TIMBER INSTALLED. CITY INSPECTION IHN REQUIRED PRIOR 3. GRINDER PUMP VENTILATION SHALL BE CONNECTED TO THE HOUSE SEWER VENTING SYSTEM, PER.NFPA CODE. TO BA,CKFILL. .06 D M N.' REVISIONS STANDARD DETAIL APPROVED BY DATE CCam{ mkt{/ e D: GEHERT b/]6/03IBM NLIYMUD Il IM D. GEHERT- DATE 5/9/02. SCALE NTS DWG No' EU SHALL BE FREE OF DEBRIS AND ROCKS GREATER THAN 1-1/2 INCHES 9. SEPARATE RIGHT-OF-WAY PERMIT IS REQUIRED FOR ALL WORK IN CITY SURVEYDIMMMER IN DIAMETER. ROW TOPOGRAPHIC SURVEY INFORMATION HAS BEEN 4. 4-INCH CLEANOUT IS REQUIRED ON THE GRAVITY SEWER LINE BETWEEN 10. A ROW PERMIT APPLICATION WITH CONTRACTOR'S SIGNATURE SHALL BE PROVIDED BY EMERALD LAND SURVEYING, INC. LDC, THE BUILDING AND THE GRINDER PUMP. PROVIDED TO CITY. INC. (LAND DEVELOPMENT CONSULTANTS, INC.) 5. PROVIDE AN AUDIBLE (MINIMUM 100-dB LEVEL), AS WELL AS VISUAL, 11. CITY TO TV SEWER MAIN IN ALLEY PRIOR TO FINAL ACCEPTANCE. ASSUMES NO LIABILITY AS TO THE ACCURACY AND ALARM PANEL LOCATED INSIDE THE RESIDENCE. A BATTERY OPERATED 12.INSTALL 12" CAST IRON LAMPHOLE COVER 2/ 1/2" HEX BOLTS OVER COMPLETENESS OF THIS DATA. ANY DISCREPANCIES BACKUP POWER SUPPLY FOR THE ALARM SYSTEM IS REQUIRED. THE CLEANOUT AT THE PROPERTY LINE (SSCO-1). FOUND BETWEEN WHAT IS SHOWN ON THE PLANS AND 6. ALL SEWER LINES MUST BE LEFT EXPOSED IN THE TRENCH FOR CITY 13. A MINIMUM OF 3' HORIZONTAL FT OF SEPARATION ARE TO BE WHAT IS NOTED IN THE FIELD SHOULD BE BROUGHT INSPECTION AND LOCATION RECORDED. MAINTAINED BETWEEN WET AND DRY UTILITIES. IMMEDIATELY TO THE ATTEN77ON OF THE ENGINEER. REF: APPROVED FOR CONSTRUCRON F WINDS to 0 FL Cn in z W 0 U N� EC W CL 0 W N i N tm Ccli �2_rn c CL to W AP a U Z z 8 rJ � W Z z uj 8T ••_� �'GITF ¢F � SIDNAL JOB NUMBER: 14-169 DRAWING NAME: DESIGNER: MWM DRAFTING BY: RCR DATE: 10-30-2014 CPAs M DA Mo BY - CITY ENGINEERING DIVISION SHEET 1 OF 9-EPLw_x5 puA" neer Pi v-um ojuel Vft� �N13M1' CONSTRUCTION SEQUENCE G I SS OF DIRT & DE13IR5 DURING EXCAVATION5 & FILL OPERATIONS CITY A'/SPECROV REWIRED ON ALL EROSM CONTROL MEASURES BETME OWK CAN SEM rRI i' + �rr CATCN STRAW BALES MAY BE USED /N CERTAIN aRCUMSTANCES (SEE DETAIL Ef.1.1), INS AMICA M SNALL BE MAWTAWED AT ALL TIMES DUM MSTRUCITON PMOD. 1. REVIEW TEMPORARY EROSION AND SEDIMENT CONTROL NOTES. 2. CALL FOR UTILITY LOCATIONS 3. INSTALLATION TE5C MEA5URE5 & MAINTIAN DUST CONTROL WHILE PREVENTING DISTURBANCE OF ANY AREAS OF VEGETAIION OUTSIDE THE CONSTRUCTION ZONE. 4. HAVE EROSION CONTROL MEASURES INSPECTED BY CITY OF EDMONDS CITY ENGINEERING INSPECTOR. ALL TEMPORARY 5EDIMETATION & EROSION CONTROL MEASURES MUST BE IN PLACE & INSPECTED PRIOR TO ANY CONSTRUCTION OR SITE CLEARING. EROSION & 5EDIMENTAION CONTROL PRACTICES &/OR DEVICES SHALL BE MAINTAINED UNTIL PERMANENT VEGETATION 15 EST 5. ROUGH GRADE SITES AS REM) TO INSTALL DRAINAGE FEATURES 6. CLEAR, GRUB & ROUGH GRADE SITE. REVEGATE DISTURBED AREAS NOT 5UBJUECT TO ADDITION SURFACE DI5TUR5ANCE IMMEDIATELY AFTER ROUGH GRADING.. (OTHER EXPOSED AREAS SHALL BE STABILIZED PER EROSION CONTROL NOTES BELOW) 7. UTILITY ACTIVITIES & OTHER IMPROVEMENTS 8. STABILIZE & COMPOST AMEND ALL EXPOSED SOILS PRIOR TO REVEGETAION OF ENTIRE 51TE 9. ESTABLISH LANDSCAPING & PERMANENTVEGETAION. ALL TEMP EROSION CONTROL MEASURES SHALL BE REMOVED UPON FINAL SITE STA13LIZATION & APPROVAL BY CITY INSPECTOR. TE—HPOMBY S.��7I ENT MAP aR G 'S CON5TUCTION 5WPP ELEMENTS #1-12 NOT TO SCALE Edmonds STD E1.3 ELEMENT 1: MARK CLEARING LIMITS ELEMENT 2: ESTABLISH CONSTRUCTIONS ACCESS 2X2 DF ELEMENT 3: CONTROL FLOW RATES FILTER FABRIC 8 OR BETTER ELEMENT 4: INSTALL 5EDEMENT CONTROLS CONTINUOUS THROUGH ELEMENT 5: 5TA13LIZE SOILS TRENCH ELEMENT 6: PROTECT SLOPES. CUT AND FILL 5LOPE5 7/8" WASHED SHALL BE DESIGNED AND CONSTRUCTED IN A MANNER GRAVEL 36 THAT WILL MINIMIZE EROSION. FLOW ELEMENT 7: PROTECT DRAIN INLETS i 12" ELEMENT &: 5TABIZE CHANNELS AND OUTLETS ELEMENT 9: CONTROL POLLUTANTS. ALL POLLUTANTS, BURY FILTER FABRIC INCLUDING WASTE MATERIALS AND DEMO DEBRIS. THAT IN GRAVEL -LINED TRENCH 3' 0" O.C. BURY BOTTOM OF FIL ABRIC IN TRENCH OCCUR ON SITE DURING CONSTRUCTION SHALL BE MOUND HANDLED AND DISPOSED OF IN A MANNER THAT DOES FENCE ATT BOTH RID F THE SURFACE 2x the spacing of City of Edmonds Requirements NOT CAUSE CONTAMINATION OF 5TORMWATER _ INsTf-u- p� �motoos ELEMENT10: CONTROL DE -WATERING. NO DE -WATERING FILTER FENCE PETAIL s-Ty.VNO'C° ,0cTPf1L e'1'1' 15 ANTICIPATED ON THI5 51TE NO SCALE ELEMENT 11: MAINTAIN BMP'S EARTHWORK RE5TRICTION NOTE: / EARTH WORK RESTRICTED BETWEEN OCT. 1- AFRIL30 / & ANY EARTHWORK IN THIS TIME PERIOD REQUIRES APPROVAL FROM BOTH THE GEOTECHNICAL ENGINEER OF RECORDED & THE CITY BUILDING OFFICIAL. �OPQ TOP501L PRE5ERVATIN NOTES: o \\G ti, ro F�o TIES SHALL 13E CONDUCTED �\ �N�� NIT SUCH A MANNER A5 DIH 1TO MINIMIZE ANY D 5 URBANCE / FXp Fo c Fp OF THE NATIVE LOOSE ORGANIC TOPSOIL LAYER. OSF SOTS M�'l MAINTAIN A SEPARATE TOF501L STOCKPILE. `SS ENSURE AT LEAST EIGHT INCHES OF TOPSOIL OVER ANY AREA THAT D15TURMBED DURING CONSTRUCTION ACTIVITIES. fl GRADING QUANTITIES ON SITE Z _ tS) R=25' MIN. PROPOSED HOUSE w U 199.78' AVE.-198.75' F I N I5 H =1.03' °� V- �� 1.03' X 1,875 5Q. FT. (NEW BLD FOOT PRINT) _ 19 - 12 MIN. 1931.25 U. FT. 27 = 7 z C / 2 CUBIC YD. T CU O YARD 199.37' AYE.-198.75' FINISH = .62' < .62' X 613.37 5Q. FT. (NEW BLD FOOT PRINT) _ 4" - 8" QUARRY 5PAL5 383.35 CU. FT./27 =14 CUBIC YID. CUT (T- J" ")ro CUT TOTAL = 86 CUBIC YD5. PROVIDE FULL WIDTH OF IN EGRESS AREA DRIVEWAY: TEMPORARY 2' (AVE) X 600 5Q. FT = O 1200.00 CU.FT./27 = 45 CUBIC YD. FILL N ROADENTRANCE DETAIL — p02. MMOOns S'T?1NORU OtFTAIL G1. 2 • YARD: �j• cs� SCALE: 1.0' (AVE) X 1703.36 5Q. FT. _ �-+ r „ 1703.36 CU.FT/27 = 63 CUBIC YD. FILL O >. < FILL TOTAL:105 CUBIC Y15. C.��. Z O o� LU Wiffi /OON i � :its i OR IS RE PONE RLO FOR ER08ICN', lJl_W A I? ORAINIAG 4.4.14 REVISIONS: 0"TREET FILE t ,::,` , l r;,:.PRINTED• 0 0 a 4.4.14 SCALE: 1" = 20'-0" December 2000 Page 6H-31 Figure 6H-13. Temporary Road Closure (TA-13) 9A,c -� - Note: See Tables 6H-2 and 6H-3 for the meaning of the symbols and/or letter codes used in this figure. -77LC.'i—t-- GC) c'J( 6 P— �d 0. G �i•-.SLR S'C `—� Typical Application 13 v Sect. 6H.01 December 2000 Figure 6H-18. Lane Closure on Minor Street (TA-18) Typical Application 18 Page 6H-41 Note: See Tables 61-1-2 and 6H-3 for the meaning of the symbols and/or letter codes used in this figure. Vork Vehicle (optional) 'ruck -Mounted Attenuator (optional) Buffer Space (optional) 30 m (100 ft) max. Sect. 6EL01 q GENERAL NOTES (PER CITY OF EDMONDS): EROSION CONTROL CLEARING & GRADING STREET. & UTILITIES: 1. ALL MATERIALS & WORK SHOWN ON THESE PLANS SHALL CONFORM TO THE CITY OF EDMONDS STANDARD PLANS & DETAILS, THE FOLLOWING SPECIFICATIONS & CODES, & ALL OTHER APPLICABLE LOCAL MUNICIPAL, STATE, & FEDERAL CODES, RULES & REGULATIONS: CURRENT IBC -2012 WSDOT/APWA STANDARD SPECIFICATIONS FOR ROAD, IRIDGE, & MUNICIPAL CONSTRUCTION - WASHINGTON STATE DEPT. OF ECOLOGY STORMWATER MANAGEMENT MANUAL FOR THE PUGET SOUND GASIN (CURRENT EDITION) 2. STANDARD PLAN & TYPE NUMBERS INDICATED ON THESE DRAWINGS REFER TO CITY OF EDMONDS STANDARD DETAILS, UNLESS NOTED OTHERWISE 3. A COPY OF THESE APPROVED PLANS MUST BE ON THE JOBSITE WHENEVER CONST. IS IN PROGRESS. 4. DEVIATIONS FROM THESE PLANS MUST BE APPROVED BY THE ENGINEER OF RECORD & THE LOCAL AUTHORITY 5. CONTACTOR SHALL RECORD ALL APPROVED DEVIATIONS FROM THESE PLANS ON A SET OF "AS -BUILT" DRAWINGS & SHALL SUMMARIZE ALL AS -BUILT CONDITIONS ON ONE SET OF REPRODUCIBLE DRAWINGS FOR SUBMITTAL TO THE OWNER PRIOR PROJECT COMPLETION & ACCEPTANCE. A SET OF AS -BUILT DRAWINGS SHALL BE SUMITTED TO THE CITY OF EDMODNS PRIOR TO FINAL APPROVAL OF THE BUILDING OCCUPANCY/FINAL PROJECT APPROVAL. 6. ELEVATIONS SHOWN ARE IN FEET, SEEE SURVEY FOR BENCHMARK INFO. 7. THE LOCATIONS OF EXISTING UTILITIES & SITE FEATURES SHOWN HEREON HAVE BEEN FURINISHED BY OTHERS BY FIELD SURVEY OR OBTAINED FROM AVAILABLE RECORDS & SHOULD THEREFORE BE CONSIDERED APPROXIMATE ONLY & NOT NECESSARILY COMPLETE. IT IS THE SOLE RESPONSIBILITY OF THE CONTRACTOR TO INDEPENDENTLY VERIIFY THE ACCURACY OF ALL UTILITY LOCATIONS SHOWN & TO FURTHER DISCOVER & PROTECT ANY OTHER UTILITIES NOT SHOWN HEREON WHICH MAY BE AFFECTED BY THE IMPLEMENTATION OF THIS PLAN. CONTRACTOR SHALL VERIFY LOCATION, DEPTH, SIZE, TYPE & CONDITION OF EXISTING UTILITY LINES AT CONNECTION OR CROSSING POINTS BEFORE THRENCHING FOR NEW UTILITIES. ENGINEER ASSUMES NO RESPONSIBITIY FOR THE COMPLETEENESS OF ACCURACY OF THE EXISTING UTILITES & SITE FEATURES PRESENTED ON THESE DRAWINGS. ENGINEER SHALL BE NOTIFIED IMMEDIATELY OF CONFLICTS THAT ARISE. 8. CONTRACTOR SHALL LOCATE & PROTECT ALL UTILITIES DURING , CONSTURCTION & SHALL CONTACT THE UNERGROUND UTILITIES LOCATIONS SERVICE (1-800-424-5555) AT LEAST 48 HOURS PRIOR TO CONSTRUCTION. g. CONTRACTOR SHALL VERIFY ALL CONDITIONS & DIMENSIONS AT THE PROJECT SITE BEFORE STARTING WORK & SHALL NOTIFY OWNER'S REPRESENTATIVE OF ANY DISCREPANCIES 1o. POPE LENGTHS WHERE SHOWN ARE APPROXIMATE & MANY CHANGE DUE TO FIELD CONDITION. 11. CONTRACTOR SHALL OBTAIN A COPY OF TH EGEOTECHNICAL REPORT (WHERE APPKICABLE) & SHALL THROROUGHLY FAMILIRIZE HIMSELF WITH THE CONTENTS THEREOF. ALL SITE WORK SHALL BE PERFORMED IN STRICT COMPLIANCE WITH RECOMMENDATIONS OF THIS REPORT. 12. STRUCTURAL FILL MATERIAL & PLACEMENT SHALL CONFORM TO RECOMMENDATIONS OF THE PROJECT GEOTECHNICAL REPORT. 13. MANHOLES, CATHC BASINS, UTILITIES & 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 ELEVATIONS, REMOVE & REPLACE WITH COMPACTED STRUCTURAL FILL PER GEOTECNICAL REPORT. 14. SEE SURVEY & ARCHITECTURAL DRAWINGS FOR DIMENSIONS & LOCATIONS OF BUILDINGS, LANDSCAPED AREAS & OTHER PROPOSED OR EXISTING SITE FEATURES. 15. SEE ARCH. DRAWINGS FOR PERIMETER FOUNDATION DRAINS. FOUNDATION DRAINS SHALL BE INDEPENDENT OF OTHER SITE DRAIN LINES & SHALL BE TIGHTLINED TO TH ESTORM DRAIN SYSTEM WHERE INDICATED ON THE PLANS. 16. ALL REQUIRED STORMWATER FACILITIES MUST BE CONSTRUCTED & IN OPPERATION PRIOR TO INSTALLATION OF ANY PAVEMENT UNLESS OTHERWISE APPROVED BY THE ENGINEER. 17. ALL ROOF DRAINS, PERIMETER FOUNDATION DRAINS, CATCH BASINS & OTERH EXTERNAL DRAINS SHALL BE CONNECTED TO THE STORM DRAINAGE SYSTEM, UNLESS NOTED OTHERWISE. 18. CONTACTOR SHALL OBTAIN & PAY FOR ALL PERMINTS REQU'D FOR INSTALLATION OF ALL SITE IMPROVEMENTS INDICATED ON THESE DRAWINGS. 19. AS A MON. REQUIREMENT, ALL DISTURBED AREAS ON & OFF SITE SHALL BE RETURNED TO TH EEQUIVALENT OF THEIR PRECONSTRUCTION CONDITION IN ACCORDANCE WITH APPROPRIATE REQUIREMENTS & STANDARDS. 20. ALL DISTURBED SOIL AREAS SHALL BE SEEDED OR STABILIZED BY OTHERS ACCEPTABLE METHODS FOR THE PREVENTION OF ON -SITE EROSION AFTER THE COMPLETION OF CONSTRUCTION. SEE EROSION CONTROL PLANS FOR SPECIFIC GRADIN G& EROSION CONTROL REQUIRMENTS. 21. THE CONTRACTOR SHALL KEEP OFF -SITE STREET CLEAN AT ALL TIMES BY SWEEPING. WASHING OF THESE STREETS WILL NOT BE ALLOWED WITHOUT PRIOR APPROVAL. 22. THE PROJECT IS NOT A BALANCED EARTHWORK PROJECT. BOTH EXPORT & IMPORT OF SOIL & ROCK MATERIAL ARE REQUIRED. 23. SLOPE OF FINISHED GRADE SHALL BE CONSTANT BETWEEN FINISHED CONTOURS OR SPOT ELEVATIONS SHOEN. 24. FINISHED GRADE SHALL SLPPE AWAY FROM BUILDING WALLS AT MINIMUM 5% SLOPE FOR A MIN. DISTANCE OF 1o'. 25. CONTRACOTR SHALL BE tESPONSIBLE FOR & SHALL INSTALL & MAINTAIN SHORING & BRiCING AS NECESSARY TO PROTECT WORKERS, EXISITNG BUILDNGS, STREETS, WALKWAYS, UTILITIES & OTHER EXISING & PROPOSE) IMPORVEMENTS & EXCAVATIONS AGAINST LOSS OF GROUD OZ CAVING EMBANKMENTS. CONTRACTOR SHALL ALSO BE RESPONSIBLE FOR REMOVAL OF SHORING & BRACING, AS REQUIRED. 26. CONTRACTOR SHALL OBTAIN APPROVAL FROM THE CITY & FOLLOW CITY PROCEDURE FOR ALL WATER SERVICE INTERRUPTIONS, HYDRANT SHUTOFFS, STRFZ CLOSURES OR OTHER ACCESS RESTRICTIONS. CONTRACTOR SHALL NOT RELOCAE OR ELIMINATE ANY HYDRANTS WITHOUT FIRST OBTRAINING WRITTEN APPROVAL FROM THE FIRE MARSHAL. 27. COORIDNATE & ARRANGE FOR ALL UTILITY CONNECTIONS, UTILITY RELOCATIONS & OR SERVICE INTERRUPTIONS WITH THE AFFECTED OWNEERS & APPROPRIATE UTILITY COMPANIES. CONNECTIONS TO EXISITNG UTILITIES SHALL BE MADE ONLY WITH ADVANCE WRITTEN APPROVAL OF THE AUTHORITIES GOVERNING SAID UTILITIES. 28. EXISTING UTILITY LINES IN SERVICE WHICH ARE DAMAGED DUE TO CONSTRUCTIONS WORK SHALL BE REPAIRED AT CONTRACTOR'S EXPENSE & INSPECTED & ACCEPTED BY CITY OF EDMONDS & OWNER'S REPRESENTATIVE PROIR TO BACK FILLING. 29. NEW UTILITY LOCATIONS ARE GENERALLY SHOWN BY DIMENSION, WHERE NO DIMENSIONS ARE INDICATED, LOCATIONS MAY BE SCALED FROM DRAWINGS. FIELD ADJUSTMENTS SHALL BE APPROVED BY OWNERS REPRESENTATIVE & CITY, 30. WHERE NEW PIPE CLEARS AN EXISTING OR NEW UTILITY BY 6" OR LESS PLACE POLYETHYLENE PLASTIC FOAM AS A CUSHION BETWEEN THE UTITLITES. 31. SEE MECHANICAL DRAWINGS (WHERE APPKICABLE) FOR CONTINUATION OF SITE UTILITIES WITHIN THE BUILDING. 32. SEE ELECTRICAL DRAWINGS (WHERE APPLICABLE) FOR EXTEROR ELECTRICAL WORK. 33• SEE LANDSCAPE DRAWINGS (WHERE APPLICABLE) FOR SITE IRRIGAION SYSTEM. NOTES y 3� rRiviff iR W.W11114111foliff o SEE TEXT SECTION ;5-06 -SOOT 1 APWA PLAN I-A PRECA57 94SE SECIM (MWiftMff AT TWTOP OF IW ): fin 0 4 6(;' 0F rf3ivi�i W z 0 Z� U = cd Lei.. z <C L .4.14 :EVISIONS: PRINTED: