The URL can be used to link to this page

1024 9TH AVE S.PDFIIIIIIIIIIII 9909 1024 9TH AVE S y4A' ADDRESS: ib iq q7-k flye.S TAX ACCOUNT/PARCEL #: BUILDING PERMIT (NEW STRUCTURE) #: COVENANTS (RECORDED) FOR: CRITICAL AREAS #: DETERMINATION: ❑ Conditional Waiver ❑ Study Required ❑ Waiver CRITICAL AREAS #: DETERMINATION: ❑ Conditional Waiver ❑ Study Required ❑ Waiver DISCRETIONARY PERMIT #'S: DRAINAGE PLAN DATED: PARKING AGREEMENTS DATED: EASEMENT(S) RECORD FOR: PERMITS (OTHER — list permit Vs): PLANNING DATA CHECKLIST DATED: SCALED PLOT PLAN DATED: SEWER LID FEE $: LID #: Qk SHORT PLAT FILE: LOT: BLOCK: SIDE SEWER AS BUILT DATED: SIDE SEWER PERMIT(S) #: GEOTECH REPORT DATED: STREET USE/ENCROACHMENT PERMIT#: FOR: WATER METER TAP CARD DATED: OTHER: L:\TEMP\DST's\Forms\Jana's Street File Checklist 5-14-08.doc PLANNING DATA S SINGLE FAMILY RESIDENTIAL y FSREET FILE Name: Date: Site Address: Oa ��-- (-}�rti S Tax Parcel p p 619 L-10 0I Do)- O O Project Description: A S Plan Check #: a 013 D $ o Reduced Site Plan Provided: (YES / NO) Zoning: Map Page: Corner Lot: (YES / NO Flag Lot: (YES Critical Areas Determination #c C, a-n k aLo nnl D Study Required 4e_,ro S%ko,-- ❑ Waiver SEPA Determination: Er Exempt ❑ Needed (for over 500 cubic yards of grading) ❑ Fee ❑ Checklist ❑ APO List with notarized form Required Setbacks Street: Sidr: f u N Side: / v Rear: Z Actual Setbacks Street: S Side: 9� 7 Side: 10 Rear: ❑ Detached Structures: _ ❑ Rockeries: -o sae r v� ❑ Fences/Trellises: ❑ Bay Windows/Projecting Modulation: Stairs Deck: Buildin Height Datum Point: �q �. �,,� S Datum Elevation: 3�2 , —7 6 Maximum Height Allowed: 33% O ��' Actual Height: Other Parking Required: 12 -. Parking Provided: ff Lot Area: t6 t 3 (b Maximum Lot Coverage: 35% Proposed: 2 y. 3 Lot Coverage Calculations: ADU Created: (YES / 00 Subdivision: Legal Nonconforming Land Use Determination Issued: (YES / ) Comments 0 Plan Review By: .-� Planning Data Form 07-1409.doc 0 PLANNING DATA STREET=FILE Plan Review By: Planning Data farm 07-14-09.doc APPLICATION for FILE The City of Edmonds �. "' ' ' SIDE SEWER PERMIT 108-01600 NEW CONSTRUCTION El REPAIRS EASEMENT No........................................... . OWNER ........ Th.Qma5.... E.,.... ' Murphy y...................--........................ ---------- CONTRACTOR........................................................ ............................. ..... PERMIT No...................... ADDRESS .... 7 24...-...9ah..Avenue---S.----------------.................... --------- LEGAL DESCRIPTION: LOT No. ......... .................................... BLOCK No. ............................................ NAME OF ADDITION............................................................- DYE TESTED ON SEWER JULY, 1972 Approved: DATE............................................... By.................................................................. -. LD Engineering, LLC Land Development & Geotechnical Services 105 Harvard Ave E, Suite106, Seattle, WA 98102 Cell:206.412.6660 Email: ld_engineedng@yahoo.com Stormwater Drainage Report For The Thompson Residence Located at: 1024 9th Ave S, Edmonds, WA 98020-3909 (Tax Parcel: 00619400100200) Revised August 14, 2013 ' '1)- III I1' •I TI 1 ;ill �� I I W! it it HOLLY.' t DR - li I i i it Ir j . I WItY fi)W -SPRUCELLI-ST- a _'!', i I I , 1 , i. I . - ,1• } nfDi} -i - -1i �. i — I I Lt"I I �' i� l LI I 1, IkI �I' l r i ¢� C'I�' l �dllllil 31 CDR - 'I _ •I _ _ L�A'URE_L ST r n vE' .Si) i C.ay i�f l dmuds nSW 1024 9TH AVE S. EDMONDS. 98020-1909 W-SW - II l 217TH l ST - SW >I- ' I RDII I- --- ,FIR I ELM WAY ST .2za III ! I TH _ST_ ISW III ' i�T-IiSw-I� ELM. - _ OPLh 1i '> �.. tij It l _ "14TH -ST- SW "� ' 224THI ST -SLY I Q224TH�- f-� SR y11 — 141 44 --- 1 _ --- sS�s`1i 2 Vicinity Map �O D I FRq QF WASy,, 0TREET RLE c �� AF1037862 'n '1 STtit�" SSA ONAL Prepared by Leonard DiFrancesco, MS, PE � C rF" AUG 15 2013 BUILceM DEPARMENT orry OF EMIN Thompson Residence Drainage Report by LD Engineering, LLC Project Narrative GpnP,rill The project is to construct a new residence on a 0.37-acre (16,316 sq.ft.) parcel. The site is currently occupied by a single family residence that appears to have fire damage. The drainage design adheres to the -City of Edmonds Storm Water Management Chapter 18.30 and EXHIBIT ASTORMWATER CODE SUPPLEMENT TO EDMONDS COMMUNITY DEVELOPMENT CODE CHAPTER 18.30, dated 4/20/2010. Site Conditions: The project site is located two properties south of the southwest corner of 9th Ave S & 216th St SW (Pine St) intersection, see Vicinity Map. Site access is off of 9th Ave S along the east side of the property. To the north and south sides are adjacent residences. The site generally slopes at an average of 19% from east to west with an alley bounding the west side of the property. The site has relatively flat benches for the front and back yards at 5% slope. An 8-foot high, 2:1 slope along the west property line transitions the backyard down to the alley. Running along south end of the west property line and edge of alley is a 2.5-foot high concrete keystone retaining wall. A concrete retaining wall, approximately 4 feet high running along the south and east property lines is leaning towards the site in places. Pre -developed condition: Existing house exists on subject lot. Existing Impervious areas: The existing house, walkways and associated drive totals approximately 3,379 sf, see Appendix Areas Map. Soils and Infiltration Feasibility See the Appendix report, "GEOTIECHNICAL STUDY For the 'Thompson Residence". The report identifies the site soil as a sandy loam. The USIA Soil Survey, see Appendix designation is Alderwood-Urban land complex with a Hydrologic Soil Group B rating. Offske runoff There are no upstream areas draining to the site. A storm system upgrade of the site in 91h Ave S collects and drains upgrade areas. Existing Drainage Pattern: The existing house has roof leaders that enter the ground at the house corners. It is not known whether these drain to an infiltration system, or tie into the existing drainage system within the alley. Any runoff from the existing drive and other pervious site areas that does not infiltrate would drain overland to the catch basins located in the alley. Proposed Impervious area: 811412013 page 2 Thompson Residence Drainage Report by LD Engineering, LLC The proposed house, drive, walks and decks total 5,844 impervious, see the Appendix, Areas Map. Project Classification & Requirements. - Based on the Appendix "Figure 2-1: Project Classification' Flowchart and completed Site Classification Worksheet, Appendix the project is defined as a Category 2 Small Site Project and must meet the following requirements: Category 2. For small site projects that include 5,000 square feet or greater of new, replaced, or new plus replaced impervious surface area; or convert three -fourths acre or more of native vegetation to lawn or landscaped area; or, through a combination of creating effective impervious surface and converted pervious surfaces, causes a 0.1 cubic foot per second increase in the 100-year flow frequency from a threshold discharge area as estimated using an approved model. The following SSMRs shall apply: 1— Preparation of Stormwater Site Plan; 2 — Construction Stormwater Pollution Prevention Plan (SWPPP); 3 —Source Control of Pollution; 4 — Preservation of Natural Drainage Systems and Outfalls; 5 — On -Site Stormwater Management; 6 — Runoff Treatment; 7 — Flow Control; 8 — Wetland Protection; 9 — Operation and Maintenance; 10 — Off -Site Analysis and Mitigation; 11— Financial Liability. 1 — Preparation of Stormwater Site Plan: See Appendix reduced Civil Plan Sheet, Cl. 2 — Construction Stormwater Pollution Prevention Plan: See Appendix reduced Civil Plan Sheets, C2 & C3 for the Erosion Sediment Controls. A Stormwater Spill Prevention Plan is not required, since the site is a residential development. 3 — Source Control of Pollution: Per Edmonds Code no specific controls required for single family residential sites. 4 — Preservation of Natural Drainage Systems and Outfalls: The existing drainage patterns will be maintained. Runoff will be directed to the existing storm drainage system located within the alley running along the west property line. 5 — On -Site Stormwater Management: 811412013 page 3 Thompson Residence Drainage Report by LD Engineering, LLC The project intends to mitigate 100% of its 5,844 sf impervious. A storm water detention system will mitigate 4,695 sf impervious, while LID in the form of pervious pavement will mitigate the remaining 1,149 sf impervious. Below is a breakdown of the impervious areas and method of mitigation: The project proposes a total of 5844 sf new impervious (see Storm Drainage Report Appendix, "Area Table") which will be 100% mitigated as follows: To detention: 4495 sf roof (house & covered deck) + 200 sf driveway over 5% slope (standard concrete) = 4695 sf. Since less than 5000 sf impervious will be directed to the detention system, the simplified sizing approach is applicable. Total LID: 871 sf pervious pavement (uncovered drive under 5% slope) + 278 sf pervious pavement (walkway) = 1149 sf. There is a small portion, 90 sf of the driveway approach within the 9th Ave S ROW that will flow to the street. The design infiltration rate is based on the site being underlain by a sandy loam determined by a Geotechnical Study, see Appendix. Per Appendix, 'fable C-1 the long term infiltration rate is 0.25 in./hr for a sandy loam. Per the City of Edmonds Storm Water Supplement, dated 4/2010, Chapter 5.0 SMALL SITE REQUIREMENTS 34, p.34, "A correction factor shall be applied to the measured infiltration rate to convert to the design infiltration rate. This correction factor shall be different based on the time of year of the test. If the test is conducted from May 1 through October 31, the correction factor shall be two times the correction factor listed in Table C-1 (USDA method)". Thus, the design infiltration rate is 0.13 in./hr which is suitable for permeable pavement. The detention design is per the City of Edmonds Development Information Handout #E72 A, see Appendix. The simplified sizing method, shown in the Handout #E72 A, Table 1 results in a system of the following size: • 25 if of 36-inch CPEP Pipe • 5/8-inch diameter orifice • Two (2) Type 2, 60-inch diameter manholes on each end. • Overflow and downstream pipes 8-inch diameter. Note that code requires a 10- inch pipe, however the pipe capacity analysis presented in the Appendix shows 811412013 page 4 Thompson Residence Drainage Report by LD Engineering, LLC that the 8-inch pipe is suitable. The 100-year peak flow is 0.11 cfs (SBUH Method) while the 8-inch pipe @2% slope capacity is 1.71 cfs. All disturbed pervious surface areas will be amended per BMP T5.13. 6 — Runoff Treatment. - Runoff treatment is not required since the project is a single family residence and is not within the Greater Lake Ballinger Watershed 7 — Flow Control: The project is within the Shellabarger Watershed Creek Basin, see Appendix Figure B-1 and proposes flow control for 4,695 sf impervious which requires: Recurrence interval flows for the developed condition shall be determined using a continuous hydrologic model. For sites with 2,000 square feet or greater (and less than or equal to 5,000 square feet) of new plus replaced effective impervious surface area the post -development 10-year recurrence interval flow shall not exceed 0.25 cubic feet per second (cfs) per acre of impervious surface area. A pre -sized approach for sizing flow control BMPs has been developed for Small Site Projects in Edmonds with between 2,000 and 10,000 square feet of new and replaced impervious surface area. This approach allows the designer to size selected BMPs to meet the numerical flow control standards without the use of a continuous hydrologic model. Guidance for using the simplified sizing approach for flow control BMPs is provided in handouts available from the City Engineering Division. The simplified approach was used and is the basis for sizing the detention system. 8 — Wetland Protection. - The project has no wetlands nor proposes to discharge to wetlands. 9-0 peration and Maintenance: BMPs shall be maintained in accordance with the provisions in Chapter 7 of the City of Edmonds Storm Water Supplement. 10 — O, ff-Site Analysis and Mitigation: No onsite erosion, evidence of ponding or downstream drainage problems are known to exist. 11 — Financial Liability.• The project is exempt since it does not meet any of the required conditions for financial liability. 811412013 page 5 Thompson Residence Drainage Report by LD Engineering, LLC A ppendtx • Civil Sheets, C 1 —C3 • Areas Map • Site Classification Worksheet • Figure 2-1: Project Classification • Table C-1, CF for Infiltration Rates • Figure B-3 City of Edmonds Slope Map • Figure 13-1 City of Edmonds Watersheds Map • E72—A Detention Sizing Handout-6.9.11-FINAL • Geotechnical Study 811412013 page 6 PROJECT: THOMPSON RESIDENCE IAMMA I HCSLC 4495 SF ROOF (HOUSE,DECK) OR 1071 SF UNCOVERED PGIS DRIVE O 2M SF WALK (UNCOVERED) O 5844 SF TOTAL ONSITE IMPERVIOUS 4695 SF (4495 ROOF + 200 STANDARD CONCRETE DRIVE): TO DETENTION 1149 SF (871 DRIVE + 278 WALK PERVIOUS PAVE): TOTAL LID 90 SF OFFSITE --A -- 0- ---- p _ _------------304 _—302----- �-_===--__= HEDGE LO \ \ IkM&3 S � O _- ---- F HED p w NEcoY,owe — — -- _ � O CV (6 �o-- OF OI _3j 0 AT YAW FLOOR _T - --- - —TT 1 W c) 00 O O - } _ CEO Z - \ .'OF_. - - 95 SF O _ _ O. _ _ - OF D C-) PROPOSED SwOIE . _ _ _ ROOF Z OVERHANG p N 00 m y OF, E CtF w - - _�310 70 6E ROIOVED Z -- ---;- - - m D r _ z W m O I ZD 12. Proposed_ ,n �io L00WM DEa-- 11: � m(n_x M RIOGE-EL--,&x74- - Yw PAYR00 �'-O'p � Z _ _N m --I F ROCK Yd� I -P z z O O rn f!1 4400 SF ROOF - 376,- W L f0 0 20 tf O - 1 inch = 20 ft. "=20' o /Fm Z 278 SF -320- SCALE: 1 � II II + � NW OP Cn rrI ^ — LD ENGINEERING, LLC LAND DEVELOPMENT & GEOTECHNICAL SERVICES 105 Harvard Ave E, Suite #106, Seattle WA 98102 phone 206.412.6660 email LD-EngineeringOyahoo.com — —614— - I� -72 SF CO ED DRIVE (PAR OF I ROOF AR _ 00°30-59"W 1 F 11120.2-V oNS 31 rE ILnd / J CONCRE BO SF OFFSIW 'K- V DRIVE M r- m n City of Edmonds pF EpyO� a Site Classification Worksheet Page 1 of 2 'g9° 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 (pp. 10-11), Figures D and E, (pp. 8-9), and Examples (pp. 11-12), to assist with completion of this worksheet. 1) Is Permeable Pavement' Proposed For Use on this Site? I 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, lam, 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 Lined: Identify the Non -Regulated Impervious Surface Area. Line 2: Identify the Replaced Impervious Surface Area, dividing the total between Exempt and Regulated; 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 7: 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 ELF F Exempt Regulated 2. Replaced 0 SF 10 SF 3. ---- W------ 4. New (Post 1977) 4 4 4 4 4 4 4 4 4 ----------/OL/4OOSYilI------/OYpiA/d/IO!P------/ Total Regulated Impervious Area Mitigation required if in excess of 2000s + 5844 SF = 5844 SF 5. sooiosroa®reooiieieo�oi000sri�siosorsoosi000iov000000s000ioo 6. Total Area Mitigated by Existing Stormwater Management System(s) Regulated Area Not Yet Mitigated 10 SF = 5844 SF Area Proposed to be Mitigated by Low Impact Development Techniques = 1 1 49 SF d8.7. Area Proposed to be Mitigated through Conventional SWM Techniques i = 4695 SF t (e.g. porous asphalt, porous concrete, paver blocks, concrete open celled paving grids, or plastic lattices filled with turf or stone) Revised on 3/05/2012 E72-SWA1_Erosion_Control-03.05.12.doc Page 5 of 12 City of Edmonds Site Classification Worksheet Page 2 of 2 3) Determine the Total Area of Land Disturbing Activity 16,316 A Refer to Stormwater Supplement Chapter 8 4) Determine the Quantity of Grading, Fill and/or Excavation IFILL 200 _cy 5) Will the project convert 3/ Acre or More of Native Vegetation to Lawn or ❑ yes ] 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 ❑ Edmonds Way Basin ❑ Puget Sound Basin ❑ Puget Sound Piped Basin B. F]Creek or Lake Basin DETERMINE PROJECT CLASSIFICATION USING THE INFORMATION ABOVE AND THE PROJECT CLASSIFICATION CHART (Figure B, pg 4) Small Site - Category 1 X❑Small Site - Category 2 ❑ Minor Site Stormwater Supplement Stormwater Supplement Stormwater Supplement Chapter S Chapter 5 Chapter 6 Revised on 3/05/2012 E72-SWA1_Erosion_Control-03.05.12.doc Page 6 of 12 APRIL2010 :�1��►�► `f �:1u�G N: �� `..ate :►�:►1 Figure 2-1: Project Classification Does the project involve 11 yes acre or more of land-` disturbing activity? f No Yes Is the project part of a larger) `common plan of development) nor sale where the total) `disturbed area for the entire,' ;plan will total I -acre or more) `of land -disturbing activity?) No Does the Project involve one or more of the Yes following: `2,000 square feet or more of new impervious) `surface, replaced impervious surface or new) ;plus replaced impervious surface?) OR 7,000 square feet of land -disturbing activity? OR 50 cubic yards or more of either grading, fill, or excavation as defined in Chapter 18.40.000 ECDC? No Minor Site Project: Read Chapter 3 and see Chapter 6 for requirements 10 Large Site Project: Read Chapter 3 and see Chapter 4 for requirements lDoes the project create or add 5,000 square feet of) (new impervious surface, replaced impervious surfac�e `or new plus replaced impervious surfaces OR Convert 3/, acre or more of native vegetation to lawn or landscaped area OR Through a combination of creating effective impervious surface and converted pervious surfaces, causes an increase of 0.1 cubic feet per second in the 100-year flow frequency from a threshold discharge area as estimated using an approved model? No Yes Category 1 Small Site Project: Read Chapter 3 and see Chapter 5 for requirements 1 Assumes the project in question meets applicability requirements of ECDC 18.30.030. Category 2 Small Site Project: Read Chapter 3 and see Chapter for requirements dj j0B-04140-000edmondsstormwatersupplenrentffnal.doc 2.0 CLASSIFYING PROJECTS 5 APFCzmo �� • �. •-. o- ••� � �-- a io Appendix C - Approved Methods for Obtaining Design Infiltration Rates This appendix supplements the infiltration requirements found in Sections 4.5.2 and 5.5.2 of this document. The Unites States Department of Agriculture (USDA) textural classification or the modified pilot infiltration test (PIT) may be used to obtain a site design infiltration rate. The City may require the modified PIT procedure on large sites and/or on sites that demonstrate considerable variability between samples using the USDA textural classification. USDA Textural Classification Short-term infiltration rates may be estimated from soil grain size distribution (gradation) data using the USDA textural analysis approach. This estimated short-term infiltration rate can then be converted to a design infiltration rate using information in the Stormwater Manual. The soil particle size distribution and soil texture analysis to obtain a short-term infiltration rate should be implemented in accordance with the USDA (Soil Survey Manual, USDA, October 1993, Chapter 3 pages 60-65). This manual only considers soil passing the #10 sieve (2 mm) (U.S. Standard) to determine percentages of sand, silt, and clay for use in Figure C-1. These short-term (field) infiltration rates should be used with the required correction factors in the Stormwater Manual to obtain the design (long-term) infiltration rates (Table C-1 below from the Volume 3 of the Stormwater Manual). With prior approval by the City of Edmonds Engineering Division, the correction factors may be reduced (to a minimum of 2.0) if there is little soil variability and there will be a high degree of long-term facility maintenance and adequate pretreatment to reduce total suspended solids in influent stormwater. Table C-1: Recommended Infiltration Rates Based on USDA Soil Textural Classification Estimated Design *Short -Term Correction (Long-term) Infiltration Infiltration Rate Factor Rate (in./hr) CF (in./hr) Clean sandy gravels and gravelly sands (i.e., 20 2 10 90% of the total soil sample is retained in the #10 sieve) Sand 8 4 2 Loamy Sand 2 4 0.5 Sandy Loam (11) 40 0.25 Loam 0.5 4 0.13 Source: Stormwater Management Manual for Western Washington (Ecology 2005). * From WEPASCE (1998). di ;'08-041d0-000edmondsstormwatersupptementfinaldoc APPENDIX[: 67 lope Pond Shellabarger Off; •eek Southwest Edmonds A !� f Creek Lq Southwest Edmonds B' r----- /. 'U .. dlinger �i Stilthouse Creek Gulch Talbot Park A aiboc� t, wdale A Talbot Park B S erraceCreek� wdale B Terrace Creek a :' _{`�,'.k�'; Cream Westgate Pond � ,n;, l l,,fit Creek �-----I Willow Creek act �_,, 00o a,000 6,00o a,000 `� ( jr`'�' 3 i villeC gin' aa J / fi (J Q L Iil Feet Puget ut?c tt't o j �x �1T bot `Park 1 in = 2,000 ft ?, �> �• c. � � 'l�l� : `1:T1E I I_i4 i{r�n_Ct i l 1 J i�T1 �- �'I�f !� 1 I �U Ibot�Park)B� -`v z rt ��t t� ,� � sort, including accuracy, fitness, or merchantability duct. i siry - rin rII�M, 1� t �� -j s�- t 1 A�. °�!`mj;.f .�� `•• �r i� ; + I _ � �'„'J ' a _ 1i � µ/-�, _,'Pti$5. tv r� Puget Dr stream Casper St O- 'r - , _ �-,•_, 200th St+SW Al Al''�i `G HopePo.nd jw. '-3 ��•, —1 YI206thISttSW �t ✓�� ,� Imo., •�; s I et,So d PIE Main U/ _ Dayton St i a \�•• nil$ -i`r-�'� v .. o- .�-ir �'ll�' :- a(li"a.!Fai;'' Y , i �"-+ r.r - 1`4 r G �y. �; 11 � - — - — - — - — - - --- t r h I } ,estgate Porgy, iH. Its Creek Project located in Shellabarger AI i Ll�� Cree I r i Fy CO t-st-sw l — 208th•Sfsw. t I LI #E72 A City of Edmonds Development Information ." I r" STORMWATER DETENTION SYSTEM SIMPLIFIED SIZING FOR CATEGORY 1 SMALL SITE PROJECTS This handout provides information on the design, construction, and maintenance of stormwater detention systems for Category 1 Small Site Projects. By designing and constructing a detention system using this handout, a Category 1 Small Site can meet the stormwater flow Control requirements in Small Site Minimum Requirement #7. For more details on stormwater management requirements, see Handout #E72, Edmonds Community Development Code (ECDC) Chapter 18.30, including Exhibit A: Edmonds Stormwater Code Supplement (Supplement). Introduction Generally, a Category 1 Small Site Project' will have between 2,000 and 5,000 square feet of new plus replaced impervious surface area that requires flow control under Small Site Minimum Requirement #7. If your site is a Category 2 Small Site Project' or a Large Site Project' that will have stormwater detention system, this handout cannot be used. See the Supplement for more details. A detention system is a drainage system that collects stormwater runoff from roofs, driveways, sidewalks, patios, or other impervious surfaces, stores the runoff in a large underground pipe, then slowly releases the runoff though a small hole (orifice) into an approved discharge point (usually the City's storm drainage system). Figure 1 shows a typical detention system for a Category 1 Small Site Project. Runoff enters the upstream catch basin where any sediment or other solids sink to the bottom. Regular cleaning of this and other aspects of the detention system is very important to keep the system operating properly (see Maintenance section below). The detention pipe is sloped towards the outlet to keep any solids that make it though the upstream catch basin moving though the system to the downstream catch basin. This downstream catch basin (or manhole) contains the flow control structure. This flow control structure is a riser "tee" with a small hole or orifice on the bottom connected to the outlet pipe. If the topography of the property is such that is not possible to discharge from the outlet catch basin by gravity to the approved discharged point, then the flow control structure may be replaced by a pump system, if approved by the City Engineering Division. See the City Engineering Division Pumping Policy for more details. I See Handout #E72 for site classification. Design and Construction Requirements Table 1 provides a lookup -table for sizing the detention pipe and outlet orifice size based on the amount of impervious surface area draining to the ystem. This table is based on a flow control standard for the 10-yr recurrence storm (storm that has a 10% chance of occurring in any given year). To use the table, first determine the impervious surface area draining to the proposed detention system. If your value falls in between values in the first column, use the next highest value (i.e. if you have 2,600 sf or impervious area, use the sizing requirements for 3,000 sf). The "length of pipe" value in the body of the table varies based on the diameter of the pipe chosen for use. The diameter of the pipe chosen will be based on your assessment of site specific factors such as slope, amount of cover over the system, physical constraints, and others. The different shading in the table provides information on the outlet orifice size required for any given combination of pipe length and pipe diameter to meet the flow control standard. Note that detention systems must be located entirely on private property and not in the City's right- of-way or easements. Table 2 provides the approved material for use as stormwater detention pipes and the required catch basin/manhole sizes (upstream and downstream) based on the size of the detention pipe connecting to it. Figure 1 show a cross section of a typical detention system for Category 1 Small Site Projects. Figure 2 shows a detail of downstream catch basin/manhole and the flow control structure. 2 0.25 cubic feet per second per acre of impervious area (cfs/acre- impervious). - 1 - 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=fiFiN 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 91 45 29 20 4,500 95 49 32 (23) (5;000) 112 56 35 9-Sj-5 sf — square feet Orifice Size: = 0.5 (1/2) inch diameter=10.75_(3/4)-inch diameter = 0.625 (5/8) inch diameter = 0.875 (7/8) inch diameter - Outlet pipes (including in the flow control structure) must be 8 in diameter for 2,000 to 4,000 square feet of new plus replaced impervious surface area. 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 concreterCPEP; & PVCP (T a 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 M274 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 Plastic: PVCP — Polyvinyl Chloride Pipe (SDR 35 or better) (CPEP = Corr ugated_Polyethylene Pipe(smoothl (interior wall, or NJ2rtpipe)) RPP- Ribbed Polyvinylchloride Pi -2- FGJRE 1 CRDSS—SECTION of TYPICAL DETENTION S'STEM 0jATEO0:?Y 1 SMALL SIT- PROJECTS RUNOFF FROM SFE DEPTH TO PR: -'VENT EAMACE -U PIPE FINISNm GRADE 0S)Z TO D.757 ZLO'r DETENTI❑6 RYE LEOGT4 F 2EFER TO TABLE 1 COMR431- MTCi 15113IN SE. FGUP.E 2 FI�UFE DETAIL OF C0\ITRDL uATCH BASIN RIA L=Ir1G E1E1 KrW 9' MIN. MEASLRED ROM LID THE TGP OF -HE CPNZRETE 30K OP RISER QS 3r he6w flah Pali inrda tlrlartGerr �� auvTlea pips — •ithir a in eionytr or 10 Ir dlotva6er — Sae rdAm An Tdbla 1. DETENTION PIPE 25TM � — 10 hPPP.4ko COLLE 3111 POIW N� �6 z -ICE SIZE PER TABLE 1 -3- Maintenance Requirements ECDC Section 18.30.090 requires privately -owned stormwater management facilities, such as detention systems, to be properly maintained. The owner of the property is the responsible party for such maintenance. The system must be kept in good working order by regularly removing build-up of sand, silt or other solids that may accumulate in the catch basins or the detention pipe. The entire system should be inspected once per year and cleaned as necessary. Keeping the flow control orifice clear of debris is of particular importance and it should be inspected on a regular basis and cleared, if necessary. A plugged orifice can defeat the function of a detention system and may cause private property or street flooding. The City may make periodic inspections of detention facilities to ensure they are operating properly. ECDC Section 18.30.100 contains the enforcement provisions the City can use to ensure the system is properly maintained. References City of Edmonds. 2010. Edmonds Community Development Code (ECDC) Chapter 18.30 (including Exhibit A: Edmonds Stormwater Code Supplement). Herrera. 2009. Basis for Updated Stormwater Management Standards for New Development and Redevelopment Projects in the City of Edmonds. Technical Memorandum prepared for City of Edmonds. Herrera Environmental Consultants. July 10, 2009. Washington Department of Transportation. 2010a. Standard Specifications for Road and Bridge Construction. M 41-10. Washington Department of Transportation. 2010b. Standard Plans. M 21-01. August 2, 2010. -4- Thompson Detention Outlet Capacity Worksheet for Circular Channel Project Description Project File untitled.fm2 Worksheet detention outlet Flow Element Circular Channel Method Manning's Formula Solve For Full Flow Capacity Input Data MIN. PIPE SLOPE Mannings Coefficient 0.013 ASSUMED Channel Slope 0.020000 Oft Diameter 8.00 in Results Depth 0.67 ft Discharge 1.71 cfs Flow Area 0.35 ft2 Wetted Perimeter 2.09 ft Top Width 0.00 ft Critical Depth 0.60 ft Percent Full 100.00 Critical Slope 0.017602 ft/ft Velocity 4.90 ft/s Velocity Head 0.37 ft Specific Energy FULL ft PROVIDED PIPE CAPACITY IS Froude Number FULL GREATER THAN THE REQUIRED Maximum Discharge 1.84 cfs 100 YEAR PEAK FLOW (0.11 CFS), Full Flow Capacity 921 cfs CHECKS! Full Flow Slope 0.020000 ft/ft 08/12/13 Academic Edition FlowMaster v5.17 11:45:40 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 Hydrograph Plot Hydraflow Hydrographs by Intelisolve Hyd. No. 3 4695 sf to detention Monday, Aug 12 2013, 11:26 PM SBUH HYDROGRAPH OUTPUT TO DETERMINE PEAK FLOW FOR THE DETENTION OUTLET PIPE. Hydrograph type = SCS Runoff Storm frequency = 100 yrs 4695 SF Drainage area = 0.11 ac IMPERVIOUS TO Basin Slope = 0.0 % DETENTION Tc method = TR55 Total precip. = 4.00 in Storm duration = 24 hrs Peak discharge = 0,11 cfs Time interval = 1 min Curve number = 98 Hydraulic length = 0 ft Time of conc. (Tc) = 5 min Distribution = Type IA Shape factor = 484 Hydrograph Volume = 1,550 cult 4695 sf to detention Q (cfs) Hyd. No. 3 — 100 Yr 0.50 0.45 0.40 0.35 0.30 0.25 0.20 0.15 0.10 0.05 0.00 0 2 5 7 9 12 14 16 19 21 23 Hyd No. 3 Q (cfs) 0.50 0.45 0.40 0.35 0.30 0.25 0.20 0.15 0.10 0.05 0.00 26 Time (hrs) LD Engineering, LLC Ila Land Development & Geotechnical Services 105 Harvard Ave E, Suite106, Seattle, WA 98102 Cell:206-412.6660 Email: ld_engineedng@rahoo.com Geotechnical Study For The Thompson Residence Located at: 1024 9th Ave S, Edmonds, WA 98020-3909 Tax Parcel: 00619400100200 HOLLY"J�W T " SPRUCE 11L ST I -�`.U! I_ I I'I �L�AUREL.IJI ST VET I- _S:T), _ city of Edmonds 216TH Sr'8W 1AL 024 9TH AVE S. EDIVIO19DS, 99010.909 :. __- 1 I PvT,'Rp I _ •?� - 1, 1217TH -STI -SW 2�17TH' ST I SW FIR' PL I I III-IFIRSTL 11 _ Of 1 ' - _ � - ,.- I -1 .� ELM_.i .. -.I- l -- - I +, 1- N — i i - 220TH S_T-- }SW ' ' 1 J 220T14i-'__ST- 1 1 I M.- I Q I I I COP, a I w '-,=:... ��, m, -_� � • Ii�I i '�,-i II r I )�i I I L I� � ill _ S. " i• i- - 14TH..ST. ISW�-i-L_ 224TH ST1 .Sw I Q _ 12247H I •M 0qi-lu. I � I i j�S� I rl _-I � • _I rI-; 'I� I -- � A '.'Q -I-I Vicinity Map tO D I F-Rq y pF WAS/y/ 4p A� 378" 4/ �C3 I STC4p �ONAL Prepared by Leonard DiFrancesco, MS, PE Thompson Residence Geotechnical Study by LD Engineering, LLC SITE CONDITIONS The project is to construct a new residence on a 0.37-acre (16,316 sq.ft.) parcel. The site is currently occupied by a single family residence that appears to have fire damage. The scope of work is to evaluate the site soil texture. Soil texture may then be correlated (see separate report, Drainage Report) to a design infiltration per the City of Edmonds code. The project site is located two properties south of the southwest comer of 9th Ave S & 216th St SW (Pine St) intersection, see Vicinity Map. Site access is off of 9th Ave S along the east side of the property. To the north and south sides are adjacent residences. The site generally slopes at an average of 19% from east to west with an alley bounding the west side of the property. The site has relatively flat benches for the front and back yards at 5% slope. An 8-foot high, 2:1 slope along the west property line transitions the backyard down to the alley. Running along south end of the west property line and edge of alley is a 2.5-foot high concrete keystone retaining wall. A concrete retaining wall, approximately 4 feet high running along the south and east property lines is leaning towards the site in places. SUBSURFACE EXPLORATIONS Two test pits were excavated on May 19, 2013 in the locations shown on the Test Pits Location Map. Site soil in each pit was observed to a maximum depth of five (5) feet. Subsurface Conditions Based on soil observations from Test Pit #1 (front yard), the soil is a moist, sandy loam. Mottling was observed from two (2) feet below grade which is indicative of a fluctuating high (perched) water table. The soil appeared to be in an undisturbed state (not fill). Based on soil observations from Test Pit #2 (back yard), the soil is a dry, sandy loam with occasional rounded stones, averaging 6 inches in size and root debris. The soil is fill, most likely placed in the back half of the site to create the flat portions of the yard. A gradation analysis was performed on samples from both test pits extracted at a depth of four (4) feet, see attached Particle Size Distribution Reports. Based on the gradation analysis and using the attached Textural Triangle U.S.D.A Tables, the soil from both test pits is a Sandy Loam. Ground Water Groundwater was not encountered in any portion of the excavation, but a seasonal, fluctuating perched water table is inferred from the soil mottling observed in front yard Test Pit #1. LIMITATIONS We have prepared this report for use by members of the Thompson Residence design team, for use in the design of a portion of this project. The data used in 512912013 page 2 Thompson Residence Geotechnical Study by LD Engineering, LLC preparing this report and this report should be provided to prospective contractors for their bidding or estimating purposes only. Our report conclusions and interpretations are based on data from others and limited site reconnaissance, and should not be construed as a warranty of the subsurface conditions. Variations in subsurface conditions are possible between the explorations and may also occur with time. A contingency for unanticipated conditions should be included in the budget and schedule. Sufficient monitoring, testing and consultation should be provided by our firm during construction to confirm that the conditions encountered are consistent with those indicated by the explorations, to provide recommendations for design changes should the conditions revealed during the work differ from those anticipated, and to evaluate whether earthwork and foundation installation activities comply with contract plans and specifications. If there are any changes in the loads, grades, locations, configurations or type of facilities to be constructed, the conclusions and recommendations presented in this report may not be fully applicable. If such changes are made, we should be given the opportunity to review our recommendations and provide written modifications or verifications, as appropriate. Within the limitations of scope, schedule and budget, our services have been executed in accordance with generally accepted practices in this area at the time this report was prepared. No other conditions express or implied, should be understood. Sincerely, 1-elal-�n_ LID Engineering, LLC Leonard DiFrancesco, MS, PE Principal 512912013 page 3 _ —-----.-------304—--302-- 300---_ _ -- TEST PITS LOCATION MAP — — — — — — — — — _ PROJECT: THOMPSON RESIDENCE I HEDGE OX. LOCATION t7oSTINc soE �J- I E_ TEST PIT 112 (BACK rARD) I O O _--- SHED O `O LOT-2 _ a CNni 18.318.3 SF Ew CpITOUR -�- -..-- V O C CO - - - — - — - ---- --- Sic--- - M i (OF � OVERIIANO ABOVE C4 O 1 = CO. ch MT.. car � L'' O—POsm SMILE Z CV Ln 0) m �I� I I x I- 00 Z D 71J EMEENCE m BE ._, D I 3 0-� - z . T I I W r M O ED r I I I — I� 112- t'r� c C ed _ -r II i LIA1W_iUIOR(EL.�T21.28'J LfSi_ I j I-- :•,,^ ° LOWER FL.00i L7_ 31'1.10 (/) X- YBL J WME PLANIFR00 ROCKFS� I Z .2Y Now- 0 20 1 inch = 20 ft. SCALE: 1 "=20' LD ENGINEERING, LLC LAND DEVELOPMENT & GEOTECHNICAL SERVICES 105 Harvard Ave E, Suite #106, Seattle WA 90102 phone 206.412.6660 email LD-Engineering®ychoo.com J ovE ALL E7 WALKS 3%A ANDD HA RDSCAPE — —314— -- IW-_I 318 I — — — — — — — - j CONC. DPoVE Z I O -_ I REN01 D� Fn 320 -4 ALL DOSTNG M ROOKERIES AND r NARDSCAPE S C T PIT#1 (FRONT D) —322— ,-_-- I�I CONCRETE WALL _ NO *30'59W 120.21' — — — —t— J IT r fT C i Q 0 AND Re1EovE EXIS11N0 DR1VEwAr p1RB CUT. REPAIR SOW AND INSTALL KM CI1RB rn I W Z LL Partide Size Distribution bubo® Report vrv�nv v�c� - nnn. %+3" % Gravel % Sand % Fines Coarse Fine Slit Clay 0 8 14 38 40 Test Results (ASTM D 422 & ASTM D 1140) Opening Percent Spec." Pass? Size Finer (Percent) (X=Fail) .75 100 .625 100 .50 99 .375 99 .25 98 #4 96 #8 93 #10 92 #40 78 #100 50 #200 40 - (no specification provided) Location: Front Yard Material Description Sample #5943: Olive gray silty sand Atterberg Limits (ASTM D 4318) PL= LL= Pi= Classification USCS (D 2487)= SM AASHTO (M 145)= A-4(0) Coefficients D90= 1.1814 D85= 0.6241 D60= 0.2229 D50= 0.1525 D30= D15= D10= Cu= Cc= Remarks Test Equipment ID: 5 Was sample soaked?: Not required Date Received: 5/20/2013 Date Tested: 5/22/2013 Tested By: A. Duong Checked By: W. Hansen Title: Project Manager Date Sampled: 5/20/2013 ®TT® RO� � I AU Client: LD Engineering, LLC Project: Thompson Residence 8-MOUATES9 �NC° P o'ect o: 13- ur 5943 100 90 80 70 0r W Z _ 60 LL Z 50 W U 40 W a ••i I■ 30 20 10 0 %+3" 0 Particle Size Distribution Report C . C O O O % Gravel 26 Test Results (ASTM D 422 & ASTM D 1140) Opening Percent Spec." Pass? Size Finer (Percent) (X=Fail) 2 100 1.25 94 1 92 .75 89 .625 88 .50 86 .375 84 .25 82 #4 80 #8 75 #10 74 #40 65 #100 43 #200 34 - (no specification provided) Location: Back Yard OTTO ROSENAU & ASSOCIATES, INC. 111V �IILC � IIIfII. % Sand % Fines Coarse Fine Silt 9 31 34 Material Description Sample #5944: Olive gray silty sand w/gravel Atterbera Limits (ASTM D 4318 PL= LL= PI= Classification USCS (D 2487)= SM AASHTO (M 145)= A-2-4(0) Coefficients D90= 21.6488 D85= 10.6416 D60= 0.3277 D50= 0.2067 D30= D15= D10= Cu= Cc= Remarks Test Equipment ID: 5 Was sample soaked?: Not required Date Received: 5/20/2013 Date Tested: 5/22/2013 Tested By: A. Duong Checked By: W. Hansen Title: Project Mana er Client: LD Engineering, LLC Project: Thompson Residence Date Sampled: 5/20/2013 aPRLzrno EDMONDSSTOR TERCooEsuPPLev>nvr Figure C-1: Soil Classification Based on the Textural Triangle I Textural Triangle U.S.D.A. loox a.y Test Pit #1 (Front yard) so 70 eo so Q� 40 Sand �0 10 40 4 �i O� 7� so so r In 70 100X sand 00 80 70 50 40 30 20 10 100% sl* Sandy Loam .�.� PNtaM iafl/ Shaded area is applicable for design of infiltration BMPs Modified Pilot Infiltration Testing (PIT) Method The Pilot Infiltration Test (PIT) consists of a relatively large-scale infiltration test to better measure infiltration rates for design of stormwater infiltration facilities. The PIT reduces some of the scale errors associated with relatively small-scale double ring infiltrometer or "stove -pipe" infiltration tests. It is not a standard test but rather a practical field procedure based on the methods recommended by Ecology's Technical Advisory Committee. Correction factors must be applied to the infiltration rate measured using PIT to establish a design infiltration rate for BMP sizing. dj 108-04140-000admondsstormvatersupplementhbaLdoc APPENDIXc 68 APFUL 2010 Figure C-1: Soil Classification Based on the Textural Triangle Textural Triangle U.S.D.A. Test Pit #2 (backyard) 100% a1•y so 20 70 SY 30 SO 40 ,0 e : SO Silt S0 clay Q� 40 Sand 60 ctoy j Clay illy lay 30 Sandy clay 04 loam 70 loam / V V 20 LO 80 10 100X sand o" iv " I w aW qu 30 ZO 10 100% am Sandy Loam -00" P'"t,"t aan+ Shaded area is applicable for design of infiltration BMPs Modified Pilot Infiltration Testing (PIT) Method The Pilot Infiltration Test (PIT) consists of a relatively large-scale infiltration test to better measure infiltration rates for design of stormwater infiltration facilities. The PIT reduces some of the scale errors associated with relatively small-scale double ring infiltrometer or "stove -pipe" infiltration tests. It is not a standard test but rather a practical field procedure based on the methods recommended by Ecology's Technical Advisory Committee. Correction factors must be applied to the infiltration rate measured using PIT to establish a design infiltration rate for BMP sizing. dj/06-04140-000edmondsstonmlatersuppLementh'naLdoc APPENDIXC 68 LD Engineering, LLC lip Land Development & Geotechnical Services 105 Harvard Ave E. Suite106, Seattle, WA 98102 Cell:206-412.6660 Email: Id_engineering@rahoo.com Geotechnical Study For The Thompson Residence Located at: 1024 9th Ave S, Edmonds, WA 98020-3909 Tax Parcel: 00619400100200 usa.ic�r—Lu_� _��,S1SL'_ rf L-?�iIri?l' �CLTiCT T��, _ ZT??I:iifl �[Iil1T1 LC71r11mlin ❑FI41�1liii��ifTf�lit 1 '---U T (ri-iL7i-'"' -a; �11�--'!:Iflr�,rtrl _'_,r�SPRUCE- ST�L� I- - i - J� I r11i-' f l I I - i_-!_I ' rrf-' , 'T'L"Al1REL-11� I i gT� TI I 7q . 7C•sw I. RI'V'Ei JUN 04 2013 DEVELOPMENT SERVICES COUNTER Vicinity Map O p IF oF wgsy�'C't�` i1 3 �� 37862 '� ' �c r sly° .� COREET �S�QNAL Prepared by Leonard DiFrancesco, MS, PE Thompson Residence Geotechnical Study by LD Engineering, LLC SITE CONDITIONS The project is to construct a new residence on a 0.37-acre (16,316 sq.ft.) parcel. The site is currently occupied by a single family residence that appears to have fire damage. The scope of work is to evaluate the site soil texture. Soil texture may then be correlated (see separate report, Drainage Report) to a design infiltration per the City of Edmonds code. The project site is located two properties south of the southwest corner of 9th Ave S & 216th St SW (Pine St) intersection, see Vicinity Map. Site access is off of 9th Ave S along the east side of the property. To the north and south sides are adjacent residences. The site generally slopes at an average of 19% from east to west with an alley bounding the west side of the property. The site has relatively flat benches for the front and back yards at 5% slope. An 8-foot high, 2:1 slope along the west property line transitions the backyard down to the alley. Running along south end of the west property line and edge of alley is a 2.5-foot high concrete keystone retaining wall. A concrete retaining wall, approximately 4 feet high running along the south and east property lines is leaning towards the site in places. SUBSURFACE EXPLORATIONS Two test pits were excavated on May 19, 2013 in the locations shown on the Test Pits Location Map. Site soil in each pit was observed to a maximum depth of five (5) feet. Subsurface Conditions Based on soil observations from Test Pit #1 (front yard), the soil is a moist, sandy loam. Mottling was observed from two (2) feet below grade which is indicative of a fluctuating high (perched) water table. The soil appeared to be in an undisturbed state (not fill). Based on soil observations from Test Pit #2 (back yard), the soil is a dry, sandy loam with occasional rounded stones, averaging 6 inches in size and root debris. The soil is fill, most likely placed in the back half of the site to create the flat portions of the yard. A gradation analysis was performed on samples from both test pits extracted at a depth of four (4) feet, see attached Particle Size Distribution Reports. Based on the gradation analysis and using the attached Textural Triangle U.S.D.A Tables, the soil from both test pits is a Sandy Loam. Ground Water Groundwater was not encountered in any portion of the excavation, but a seasonal, fluctuating perched water table is inferred from the soil mottling observed in front yard Test Pit #1. LIMITATIONS We have prepared this report for use by members of the Thompson Residence design team, for use in the design of a portion of this project. The data used in 513012013 page 2 Thompson Residence Geotechnical Study by LD Engineering, LLC preparing this report and this report should be provided to prospective contractors for their bidding or estimating purposes only. Our report conclusions and interpretations are based on data from others and limited site reconnaissance, and should not be construed as a warranty of the subsurface conditions. Variations in subsurface conditions are possible between the explorations and may also occur with time. A contingency for unanticipated conditions should be included in the budget and schedule. Sufficient monitoring, testing and consultation should be provided by our firm during construction to confirm that the conditions encountered are consistent with those indicated by the explorations, to provide recommendations for design changes should the conditions revealed during the work differ from those anticipated, and to evaluate whether earthwork and foundation installation activities comply with contract plans and specifications. If there are any changes in the loads, grades, locations, configurations or type of facilities to be constructed, the conclusions and recommendations presented in this report may not be fully applicable. If such changes are made, we should be given the opportunity to review our recommendations and provide written modifications or verifications, as appropriate. Within the limitations of scope, schedule and budget, our services have been executed in accordance with generally accepted practices in this area at the time this report was prepared. No other conditions express or implied, should be understood. Sincerely, Z LID Engineering, LLC Leonard DiFrancesco, MS, PE Principal 513012013 page 3 -----------------__ —300— ------------304—— TEST PITS LOCATION MAP \ N PROJECT: THOMPSON RESIDENCES I HEDGE _ � PRDX LOCATION j,i I E TEST PIT 02 (BACK YARD) D— `_ o LOT-2 — _ _ — 1,11 0 20 1 inch = 20 ft. SCALE: 1 "=20' LD ENGINEERING, LLC LAND DEVELOPMENT & GEOTECHNICAL SERVICES 105 Harvard Ave E, Suite #106, Seattle WA 98102 phone 206.412.6660 email LD EngineeringOyahoo.com LO 0) 00 .. J 11 \J76_ 37, v 1B.316.3 SF / /_� OONTOUR — O OF ROW �AT MAIN CA CJ) I rt W - o~ - D 0, OD �— IflP�m �IFtE I Z pLO N z I co .sD� mEi ro BE aNa `/ 3l \I Z 0 w J o _ I� ' -5) X } { —} —s i NDC S WOE PLAN1Fn %1.40 W in jI--I�--�Ioo — 1iI I I (7 /llwr�.. of ��%� II Z ;T PIT #1 —320— — —322- 120.21' ,o �— CONC. DRIVE � v 4� o d � C CONCRE 0 =—C u � /� NAa E�vAnoR-3a AND Rf710VE E)BS1010 DRIVEWAY CURB CUT. REPAIR SIDIaNX AND 06TALL NEW CURT 10l 9( 8( 7( w z eC Z 5C W W 4C w IL 3C 2C 1C Particle Size Distribution Report a� em f�n A► � u0 i lUU lU %+3" % Gravel 0 8 Test Results (ASTM D 422 81 ASTM D 1140) Opening Percent Spec." Pass? Size Finer (Percent) (X=Fail) .75 100 .625 100 .50 99 .375 99 .25 98 #4 96 #8 93 #10 92 #40 78 #100 50 #200 40 - (no specification provided) Location: Front Yard Sample Number: 5943 OTTO ROSENAU & ASSOCIATES, INC. "1 U."1 V.U1 V.VUI Y VILL - 111111. % Sand % Fines Parse Fine Slit 14 38 40 Material Description Sample #5943: Olive gray silty sand Atterberg Limits (ASTM D 4318) PL= LL= PI= Classification USCS (D 2487)= SM AASHTO (M 145)= A-4(0) Coefficients Dgp= 1.1814 D85= 0.6241 Dgp= 0.2229 Dgp= 0.1525 D30= 1315= D10= Cu= Cc= Remarks Test Equipment ID: 5 Was sample soaked?: Not required Date Received: 5/20/2013 Date Tested: 5/22/2013 Tested By: A. Duong Checked By: W. Hansen Title: Project Manager Client: LD Engineering, LLC Project: Thompson Residence Date Sampled: 5/20/2013 10( 9( 8( A 6C :cc W W w a 3C A Particle Size Distribution Report SPIN YOU 11111111111 10 IN 111111111111111101111111111 , -kok � I I I %+3" %Gravel 0 26 Test Results (ASTM D 422 & ASTM D 1140) Opening Percent Spec." Pass? Size Finer (Percent) (X=Fall) 2 100 1.25 94 1 92 .75 89 .625 88 .50 86 .375 84 .25 82 #4 80 #8 75 #10 74 #40 65 #100 43 #200 34 - (no specification provided) Lion: Back Yard NIV JILC - IIIIII. Sand % Fines Coarse Fine Slit 9 31 34 Material Description Sample #5944: Olive gray silty sand w/gravel Atterbera Limits (ASTM D 4318 PL= LL= PI= Classification USCS (D 2487)= SM AASHTO (M 145)= A-2-4(0) Coefficients D90= 21.6488 D8r,= 10.6416 D60= 0.3277 DgO= 0.2067 D30= D15= D10= Cu= Cc= Remarks Test Equipment ID: 5 Was sample soaked?: Not required Date Received: 5/20/2013 Date Tested: 5/22/2013 Tested By: A. Duong Checked By: W. Hansen Title: Project Mana er Date Sampled: 5/20/2013 ®��® ® IR®SElV/°1� Client: LD Engineering, LLC Project: Thompson Residence & ASSOCIATES, INC.PrQlect No: 13--U87 Figure 5944 APPoL2010 Et MONDSSrOF &M/ATER CODE SUPRF VENT Figure C-1: Soil Classification Based on the Textural Triangle I Textural Triangle U.S.D.A. 1100x clay 90 Test Pit #1 (Front yard) 60 70 60 •� SO Q� 40 Sand 30 20 20 30 40 ,e o� o� Silt So clay 04 60 ty lay loam 70 60 9 � 100% nand 90 so 7o 50 40 30 20 10 100% GIN Sandy Loam �` Po.e•nt SaM � Shaded area is applicable for design of infiltration BMPs Modified Pilot Infiltration Testing (PIT) Method The Pilot Infiltration Test (PIT) consists of a relatively large-scale infiltration test to better measure infiltration rates for design of stormwater infiltration facilities. The PIT reduces some of the scale errors associated with relatively small-scale double ring infiltrometer or "stove -pipe" infiltration tests. It is not a standard test but rather a practical field procedure based on the methods recommended by Ecology's Technical Advisory Committee. Correction factors must be applied to the infiltration rate measured using PIT to establish a design infiltration rate for BMP sizing. dj/08-04140-000edmondsetomwatetsupplementfinaldoc APPENDIXc 68 APRIL2D10 EDIVIOND6STOR"TROCDESUPPLEMENT Figure C-1: Soil Classification Based on the Textural Triangle i Textural Triangle U.S.D.A. Test Pit #2 (backyard) WOO clay --- �'_—�—�— tt0 tC . 80 20 70 Clay 30 80 40 ,o poi SO Silt 50 ,oa clay !� 4� /X/80 40 Sand ctoy j Clay illy 30 Sandy clay oa tom 70 loam 20 to so `aa► Silt 90 ' �, � x ,Hx..; loam Sllt +y end 100% land •o so 70 so so 40 30 20 10 1001 &IN Sandy Loa P• .Goal SWA J Shaded area is applicable for design of infiltration BMPs Modified Pilot Infiltration Testing (PIT) Method The Pilot Infiltration Test (PIT) consists of a relatively large-scale infiltration test to better measure infiltration rates for design of stormwater infiltration facilities. The PIT reduces some of the scale errors associated with relatively small-scale double ring infiltrometer or "stove -pipe" infiltration tests. It is not a standard test but rather a practical field procedure based on the methods recommended by Ecology's Technical Advisory Committee. Correction factors must be applied to the infiltration rate measured using PIT to establish a design infiltration rate for BMP sizing. dj/08-04140-000edmondsstomtvatetsoUptententfinakdon APPENDIX c 68 Cut / Fill CUT 80 CU. YDS. FILL 410 CU. YDS. NOTE: FILL QUANTITY INCLUDES BACKFILL FOR GARAGE. EXISTING RESIDENCE: I PROPOSED RESIDENCE: LOWER FLOOR T.O. SLAB EL. a 310' +/- LOWER FLOOR T.O. SLAB EL. a 311.40' T.O. FNDAT'N. WALL EL. a 319' +/- T.O. FNDAT'N. WALL EL. a 320.19' PROPOSED GARAGE: T.O. SLAB EL. a 320.00' T.O. FNDAT'N. WALL EL. a 320.15' I-' ALLEY fill � W gi;ai I I 19 aj8 B 4 f 9S4 >L_ u1i0 .I . I Dill �I .III s1 I a Ig��Ili I s I ilsi�lliisI� IIo s; Lill s I I II I I s1 •— III �llili� alIaa€s a �- ---- i ------ Ig i 3 ----- cM EXISTING CONTOUR b-) TO BE MODIFIED I 0 32m 00 z N0003,90"W 120.2 \324N m. — - - - - - - - -9-TH /A - -0 W INUR GWT-RAGTOR IS RE�POiqISIQLE FOR EROSION CONTROL AND DRAINAGE,, EN"EERING DIVISION E A NOTE 3 Date: ALL EXPO r SUMF ACES TO n F Grading Plan I" a 20' d 06 ' ' GRAPHICSCALER ES U B f_ AUG 15 2013 STREET FILE BUcmr Of EDMOONNDS "'°-m`'" CT JFj. Ed. L. Huri, Architect 6908 - 1681h St. SW., Lynwood, WA. 98037 Architectural Design & Planning (425) 286-3985 e-huri@msn.com Thompson Residence 1024 9th Avenue South Edmonds, Washin ton 98020 g A1 ■3 gLx MAYn.2M PROJECT: THOMPSON RESIDENCE 4495 SF ROOF (HOUSE,DECK) OR 1071 SF UNCOVERED PGIS DRIVE O 78 SF WALK (UNCOVERED) O 5844 SF TOTAL ONSITE IMPERVIOUS 4695 SF (4495 ROOF + 200 STANDARD CONCRETE DRIVE): TO DETENTION 1149 SF (871 DRIVE + 278 WALK PERVIOUS PAVE): TOTAL LID 90 SF OFFSITE 0 20 1 inch = 20 ft. SCALE: 1 "=20' LD ENGINEERING, LLC LAND DEVELOPMENT & GEOTECHNICAL SERVICES 105 Harvard Ave E, Suite #106, Seattle WA 98102 phone 206.412.6660 email LD—Engineering®yahoo.com -- ----------___ —300 ° -- -------------304— —— HEDGE LO = �— 18,M8.3 SF o 0 — - C0 — SHED v' w caNTouR — — — -- N co M �:-31 rLINE OF p AT MAIN F<° LM _ O L0 C7 _\O 5 SFOD Li _,_ N.FOF PROPOSED E ROOF.Z M _ 0 -FAIGLY'R3MCE' ` VERHANp rZ- ABOVE 00 I cLy_ rrI Z rrt /f°°RE9D� To 8°EO REMOVED _`310 �� z O o— D \ Lu 0 OI CO — t o_sed fit. Pro p�e LO MAIN FLOdi' EL.. t LOM FLOOR EL 571.40'W`-N_X._. .__-- .PopGE.p;,.-i3J8.74'_.----W, .0�0.(q. N - ��.- ._O-._. _ r ._ LOW. 3'MIDE PLANTER a0 co, z Z Q; ROCKF y ) Z - - -ca 0. 0.. - _ _ - __M_. 1400 SF ROOF -- — — 14-- -- __ SLOPE 72 SF. COVE ED t.DRIVE(PAR OF - ROOF AR * . OI. Z ONSITE'OR 1E— 0_ _ /O ------- -4;z d_ o c U _ - Z 278 SF 01 I r -urn m �I rn O O N dRaovL C rI� —320 d v 3 G" M c o 200 SF DRIVE I X CONCRETE tE 00°30'59"W 120.211 BOSFOFFSI DRIVE / — -AVE—— — —NAIL ELEVARON-3Tz — - — ` — FOUND CONCRETE MONUMENT WITH 2" DOMED DISK WITH AN "X" IN CASE DOWN 0.30' 314.61' O m Q Uj �w VJ (Q U� _ P O O z LO _8 FOUND CONCRETE MONUMENT WITH 2" BRASS DOMED DISK WITH AN "X" IN CASE DOWN 0.55' RECORDER'S CERTIFICATE______r_--�_—_ FILED FOR RECORD THIS —DAY OF_ 20— , AT M IN BOOK OF SURVEYS AT PAGE --AT THE REQUEST OF ALLIED LAND SURVEYING MGR. SUPT. OF RECORDS PORTION OF NE 1/4 SEC 25, T P 27N, RGE 03E, WIVI FOUND 2 1 /2" BRASS —\ SURFACE MONUMENT WITH ' AN "X" DOWN 0.15' PINE STREET N89°58'56"E 643.87 329.26' OF t hA EXISTING C } I RESIDENCE \ I ( El ECTRI SOX i J I N89'S9'16"E 1 5.2 ' J R 308.98 r f 0 I 14"PLU fit f J 4'CHAINLINK f1jENCE I 8 TWIN DECI J J f f off, d 1 II j J M � 1 sr j to I f n f1 0 31832 UI I', i /on d, A ri fr I I ' J "HULL •`° � t f ! " � � • aa. I of11) N •9' �a t III r III I Ili � f I I I I f 30923 I I Itt / ��• 1 308.65 CONCRET 0P-313.69 N89'59 36" E 1 O l TOP=318.11 I k T i t I TOE-312.50 i L0 _j N89'59'25"W 335.53 FIR STREET SURVEYORS CERTIFI CATE THIS MAP REPRESENTS A SURVEY MADE BY ME OR UNDER MY DIRECTION IN CONFORMANCE WITH THE REQUIREMENTS OF THE SURVEY RECORDING ACT AT THE REQUEST OF MR. MARC THOMPSON IN FEBRUARY 2013. --------------------------------------------------------------------------- U : 1 � o. ` ....--------------------40524----------------------- C NCR (T°fP)'. <, ° in 4a EXISTING 1 r+ya. I Z• • I f G• <I ' 319.45` I 20 10 0 20 40 SCALE IN FEET LEGEND FOUND CONCRETE MONUMENT 0 SET 1 /2" REBAR/CAP #40524 -0- UTILITY POLE POWER METER WATER METER 91 CATCH BASIN v 4 Q STORM DRAIN MANHOLE —OH— APPROX. OVERHEAD UTILITY LINE LOCATION DECIDUOUS TREE kx DATUM NAVD88 kt DESIGNATION: 2065 DESCRIP11ON: 1 1 /2" DOMED BRASS DISK WITH STAMPED "X" DOWN 0.80' LOCATION: 9TH AVENUE SOUTH BETWEEN WALNUT STREET AND CEDAR STREET t ELEVATION: 281,273 BASIS OF BEARINGS N 00'30'59" W ALONG THE MONUMENTED CENTERLINE OF x 9TH AVE BETWEEN PINE STREET AND FIR STREET- 4. s 4 NOTES INSTRUMENTATION FOR THIS SURVEY WAS A SOKKIA SRX ` ROBOTIC TOTAL STATION. [ { t +• �-• .. z x f PROCEDURES USED WERE FIELD TRAVERSE, MEETING OR Iz EXCEEDING STANDARDS SET BY WAC 332-130-090 < ALL U11LI11ES SHOWN WERE DERIVED FROM PHYSICAL { LOCATIONS ON THE GROUND SURFACE AT TIME OF ( Y, V , SURVEY. CONTRACTOR TO VERIFY PRIOR TO ANY EXCAVATION. THIS SURVEY WAS PERFORMED WITHOUT THE BENEFIT OF k t3 A TITLE REPORT AND DOES NOT PURPORT TO SHOW 1 t{ ALL EASEMENTS OF RECORD, OR OTHERWISE IF ANY. a , x *.i vf`^t y .F„ T r .y-,t4`,.F s�••• •e^ `"tr V -s' x, r LEGAL DESCRIPTION w� xw Yx LOT 2, BLOCK 1, YOST'S FIRST ADDITION TO EDMONDS, ACCORDING TO THE PLAT THEREOF RECORDED IN x N tVOLUME 8 OF PLATS, PAGE 6, RECORDS OF SNOHOMISH t cbxrIhnCOUNTY, WASHINGTON. z ` STRUCTURE LEGEND chi, 3 k b tt "Y CATCH BASIN RIM = 297.11 IE(S) 8"PVC = 295.01 4 ti rIE(W) 4"PVC = 295.76 d ' " IE(N) 8"PVC = 294.96 z *� y « Q CATCH BASIN 5. RIM = 324.44 IE(E) 8"CONCRETE = 321.54Olt- q !,5 h Y`f.4 *, .w^_j .y t�" j- . .Y� '?f.. tH'• i-S R r ❑3 STORM DRAIN MANHOLE ti fi RIM = 324.90 IE(N,S) 12"CONCRETE = 319.65 FOUND 2" BRASS SURFACE IE(W) 8"CONCRETE = 320.55 MONUMENT, WITH AN "X" RECEIVED 1 DOWN 0.30 ® CATCH BASIN RIM = 325.01 JUN 2013 DEVELOPMENT SERVICES COUNTER BOUNDARY AND TOPOGRAPHY Allied Land Surveying, Inc. FOR _ 2312168th Street Soatbeast 10 Bothell. Washinoton 98012 " , F (P) 425-482-0223 (} 425482-0224 MR. MARC THOMPSON DWN. BY: DATE: JOB NO. 1024 9TH AVENUE SOUTH MRW 2-19-2013 13020 EDMONDS, WA 98020 CHK. BY: SCALE: SHEET JRW 1" = 207 1 OF 1 SEWER NOTE: IF REUSING EXISTING SIDE SEWER, PROPERTY OWNER MUST HAVE CONDITION VERIFIED AND PROVIDE REPORT TO PUBLIC WORKS DEFT. IF REUSING SEWER LATERAL, CONDITION MUST BE VERIFIED BY PUBLIC WORKS DEFT. CONTACT THE SEWER DIVISION AT 425--111-0235. ---------------------------- _ B,5IN----------- --------------------------------------------------------- LOT-9 LOT-10 ----------------------------------------- E: ------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------ 11' ALLEY ❑ T � CLE AT PROPERTY LINE TOP=303.15 REQV. TO H 2" LOCKING TOF=30025 CAST IRON LAMPHO TOE=298.15 LOW POINT OF LOT -----To>==3mm.1>;-- ---- - ------ --fb--------298--------------- ------NQO°00'45"W 120.20' EL. = 298.00' EXISTING KEYSTONE ------`--_-_---------- -- ---7f0A"' RE?RX:--rCL--A-N-O-i-F-------____________----- -- _----- 300 - -_ PWALLTO REMA 302 - ---- 304 _----------_ � A PROX.LOCATION OF ---------------------------------------- E ISTING 4" 3034 ��--------JI G SKETED SIDE SEWER h LINE, LENGTH = 45'. LOCATE STORMWATER DETENTION SYSTEM TI•415 AREA. SEE DRAINAGE _ PLAN, SHEET C1. 310- , I _ _ _ - = 20' REAR SETBACK \ I EXISTING CONTOUR �_ EXISTING SHE 312 D TO 0y 8 TO REMAIN / I $E-REh�OVED -__ LOCAT STOCKPILES I ' I '-------------- � - �wLs A I 3%. I LOT-2 ---- ----- I 1631ro3 SF NEW CONTOUR _-- 1-'-___I ----- lDl-----------=- 310---------------- --- ---" --E - - \ I \ ` � i 4" SIDE SEWER LINE OFIDECK AT _LD�� CLEANOUT, INV. MAIN FLOOR ---------------- �� \ LJ ' I LINE OF ROOik I - W-- -��- LOl�1/ER FLOOR PATIO I I MoAINFFLOOR �ECK � OVERHANG ,aIBOVE 0 1 I 600 \\SF I OOTPRI�4T OF PRQPOSED ' aL L - �IrlGL.E 1L� RE.SIDENGE I EXISTING CCpNTOUR U N t0 BE MOD IfIED ( L I LOT-3 ��-- LOT-1 I z--I-----F-310-- 0 II I i WI W I ---�18 ----- i - 3I2- �I - LO 1 I I LI TOP=316.11 1 i FI I 320.19' O I TOE=312BO - -3�-0-� r 001 NEW RETAINING WALL TO BUTTRESS ADJACENT PROPERTY WALL WHICH IS LEANING. NEW WALL IN SETBACK TO NOT EXCEED 3'-0" ABOVE ORIGINAL GRADE ■■■i■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■c��ri■■■■I■■■■■■■■■s■■■■■■tea■■■■■■ - ,,,, ■■■■ C.... ■■■■■■■■■■■■■:ter%YI■ .............,.,......I�. �5■■■■■I■■■■■■■■■■■■■■■■■■�fi■■■■■:i■��! ..........................■a, _320,:1■■■■■■■■■■■I■■■■r�i■■■irrr■■cal%t?,Smm ■■■■■■■■■■■■n■■■■■■■■■■■■■■■■ I■■■■■■■■I SEEN* ■■�■■■n■■■n■■■■■Ii�O■■O■■G■■■� ■■■■■■■■■■■■■�i�C�IJ■■IL■�►�■■■■ -` x ■■■■■■■■■■■I■■■■■■■■■■■■■■■■I�niIILTi131■■■■I■■■■■■■� ■■■■■■■■■■■■■■1�1Ji■■�11S.ili�L1■Illy■■ , iiii■iiiii�iiiii■�iiiiii�iii■iiiie��■r.�� \3�6� I I I I vV�V�.�� VvvvVVVv VVV V V�V vVVVvvVVvv Vvv -�I I I v VVVvvVV VVvvvvv �VVV i '.ivVVVVVvv vvvVwJ• vVVV v --- I-- I I I N I I I 1�EG\ w - VvvV vvv�. v _ _ _ _ _ _ _ 5- IEMa,�D • ` ' v��v� ! �I-REM VE ALL EXISTIN3 WA on ------ 1 1 IAN HARDSCAPE I �� 3i I I - _ _ I LOCATE NEW ......� .. yy 1 3\ 8 GAS METER I \\��I ( - THIS AREA I I �� .,..�.......... ........., ate. W I \ l�O`E<NE1kX �� I Call W. CON(T,. BORDER I r- FOR PER .PAYERS CY) _ 25' ORONT SETBACK _ _ I _ _ _vvvvvvvvvvvvvvv _ vvvvv� vvv 0-) / I vvvvvvvvyvv y LOCATE NEW WALK 3 1 , vvvvvvv \ v VVVvvv I I VVVvvv vvvvv I . GAS PIPE THIS \ � EW�E 1/2 COPPER OR/APPROVED AREA00 EQ.WATER LINE W/ Z I ?RACER WIRE I 1------------ 320------I I „r I 17, I USE EXISTING ASPHALT I�� 1 REMO ALL EXISTING ST DRA \ i dl I 3/ / ICI I DRIVEWAY AS TEMP. I ROCKE IES AND " 14' LUl TO / / CONSTRUCTION ONSTRUCTION 7E2N-TR-_AN-C_Ej�.I1 -�, - r`- H)t�A\IR!�DS A_PE -------- TO DURINz� 9 OYED REWVE EXISTING ASI CONC. STAIRS- CONSTRUCTION. CONC. DRIAL� \ �/�/ TOP=32250 TOP=323.40 TOi57 24ID0 N0003 ' "VV 120.21' I IK� 1 XISTING CON( --- I �- TOE=32050- 1 LECTRIC BOX TOE=32000 WALL TO REMAIN __TOE=�21.00 /1R �- I ---------- UTILI i ---- ------------- ---- --------- --------- POLE NG CON - - - - - - \\ I TOP=3qr." r . - - - - -TOP=32250 �f'--'�� - - - - ALL ITO REM �IN ®WATER METER ------------ O OS NEW _ HIGH POINT OF WATER METER -' _ LOT EL. = 324.00' ____324------ � F9EXI$III�I�AT9-R EXISTING 5' CONC. SIDEWALK --lifffER C BASIN CURB EXISTING CONC. CURB _ o _ SITE BENCHMARK NAIL INSTALL NEW CURB CUT A 12' 0" ` �;RERAJII SIDEWALK AS REQUI D. ----------STORI�F-© -MANHOLE----------------------------------------------- -- ---------------------------- ELEVATION = 322.16 ___`_ ---------------------------------------------------------------------------------------------------------------------------------��--- ------------ ----------------------------------------------------------------------------- ----------------------- (sl DEMO AND REMOVE EXISTING I I DRIVEWAY CURB CUT. REPAIR SIDEWALK AND INSTALL NEW CURB 0� NOTE: ------ ------------------------- .I 9TR-AVE- ASPHALT (TYP) AN ASSESSMENT OF THE EXISTING CURBING AND SIDEWALK WILL BE DETERMINED ON SITE BY THE ENGINEERING INSPECTOR CURB OR SIDEWALK IN POOR CONDITION OR DAMAGED BY CONSTRUCTION _ ACTIVITIES SHALL REQUIRE REPLACEMENT. I North I 0' 10' 20' .40' GRAPHIC SCALE 0� �'�/• CURB ��• Legend ® CONCRETE MONUMENT ® REBAR/CAP #40524 -0- UTILITY POLE S POWER METER ® WATER METER 1111i CATCH BASIN STORM DRAIN MANHOLE -OH- APPROX. OVERHEAD UTILITY LINE LOCATION 0 DECIDUOUS TREE CITY INSPECTION REQUIRED ON WORK PRIOR TO POUR DCPAJJSION JOR4T 10. DUMMY JOINT p . • e 2' MR - �SAW CUT ACP A MR OP 2'FFWMPLAN GUTTER.EDGE o= FULL DEPTH 1/2' EXPANSION JOINT MATERIAL 5' TO 10' 77. SECTION \ca`1PAGTEDDNAT�14M�ATEwAL 2'MR UNLESS OTHERWISE SPECIFIED SAW CUT SY EMINEER 2"- 5/8" MINUS CST( NOTE: L CONCRETE SHALL BE CLASS 3- 3000 IN 2. CONCRETE SHALL BE 5ROOM FINISHED 3. SIDEWALK THIClOeSS SHALL 5E 5-IR'. 4. SIDEWALK TWI00 ESS AT DRIVEWAYS SHALL BE 6" THICK 5. CURS AND GUTTER SHALL ISE POURED SEPARATELY FROM SIDEWALK 6. CONCRETE SHALL SE SPRAYED UMT14 CLEAR CURM COMPOUND OR SHALL BE COVERED AND KEPT MOIST FOR 12 HOURS. 1 SAW CUT AND REMOVE ACP PAVEMENT A MN. OF 2' FROM GUTTER FACE TO INSJRE ADEQUATE COMPACTION OF ACP AND GUTTER SU GRAADE CITY OF EDMONDS REVISIOrIS STANDARD DETAIL D. err 10/6/M STANDARD DRIVEWAY ENTRANCE 7/24/01 CIE NTS NO. I326 REVL%M "/U/M RE%q= 8/17/% 2'MN SAW CUT FXISTIWs PAVEMENT NOTE: TYPE 'A" OURS AND GUTTER L IF DRIVEWAY WIDTH EXCEEDS OR IS', INSTALL A FULL DEPTH EXPANSION �• VERTICAL JOINT. (TO MATCH EXIST. ONLY) 2. DRIVEWAY APRON SHALL 13E A MR-0MIJ'I OF 6" THICK AND SHALL BE PLACED ON 2' OF 5/8" CSTC AND COMPACTED GRADE EXPANSION JOINT 6' 3. A MINIMJ•I 2' SAW OUT IS REQUIRED IN THE A8( I4ALT WIRE NEW CURB / GUTTER IS 1/2' LIP PLACED (SEE DETAIL ABOVE), oe I:1*2 6' CURS CONCRETE SHALL 5E CLASS 3- 300OPS1 CURS ,AND GUTTER SHALL 13E POURED DR1 a vER r1cD ALA1� SEPARATELY FROM T14E SIDEWALK. CITY INSPECTION REQUIRED ON FORM WORK PRIOR To POUR_ CITY OF EDMONDS PEVISICHS STANDARD DETAIL a G.CBM I STANDARD DRIVEWAY ENTRANCE 0. t�T W/13/OB WE 7/24/01 SCARF NTS ra "A' E226 FIEVISM -coo YEW FM CLARITY parr PM aau cur. NOTE: FOR DRAINAGE DESIGN, USE Impervious.Area:-584L(-F. OF IMPERVIOUS AREA. EXISTING NEWT REMOVED TOTAL ROOF 2,055 SF 4,400 SF 2,055 SF 4,400 SF IMP, WALKS 264 SF 260 SF 264 SF 250 SF DRIVEWAY ro00 SF 290 SF 600 SF 1 290 SF IMP. DECK 0 SF 655 SF 0 SF 655 SF IMP. PATIO 581 SF 600 SF 581 SF 500 SF TOTAL 3,500 SF 6,425 SF 3,500 SF ro,425 SF LOT AREA = 16,3163 SF SF ROOF AREA = 4,400 SF 4,400 / 16,316 = 2roo.91% NOTE: PATIO NOTED ABOVE IS 10051. COVERED BY IMP. DECK AT MAIN FLOOR SAID DECK IS 55% COVERED BY THE ROOF ABOVE. TOTAI AIPFA NOT COVERED BY AN ELEMENT ABOVE =_sagq SF. AREA OF DRIVEWAY NOTED AS PERVIOUS PAVERS MUST BE 5% SLOPE OR LESS. Floor Area: LOWER FLOOR 1,150 SF MAIN FLOOR 2 546 SF CONDITIONED SPACE 4,334 OF GARAGE a2ro SF TOTAL AREA 5,1roo SF Lot Slope HIGH POINT 324.00' LOW POINT 298.00' DIFFERENTIAL 26.00' DISTANCE 181.15' SLOPE (26.00 / 181.15) 143 °o Cut / Fill CUT 80 CU. YDS. FILL 410 CU. YDS. NOTE: FILL QUANTITY INCLUDES BACKFILL FOR GARAGE, Lot Coverage BUILDING FOOTPRINT AND DECK 3,e14 SF. 3,914 / 16,31ro = 24359. Zon:1, Corner N FIaa_tJ_ Setbacks_ EELt!A Actual Front Sides I S " I 0 Rear Other �� t ENGINEER Height Limit Calculations CORNER ELEVATION 1 310,15, 2 30121.00' 3 315BO, 4 318 50' Total 1,256.15' 1,25650' / 4 = 314,04' Base Elev. = 314.04' Allow. Height = 25' Height Limit = 339.04' BASE ELEVATION AND HEIGHT LIMIT SHOWN ON EXTERIOR ELEVATIONS AND BUILDING SECTIONS SHEETS A-1 THRU A-10. Whole House Ventilation System: I Whole House Ventilation (Prescriptive): SHALL BE CAPABLE OF PROVIDING AT LEAST 035 AIR CHANGES OPTION 2: f PER HOUR, BUT NOT LESS THAN 15 CUBIC FEET PER MINUTE PER INTERMITTENT WHOLE HOUSE VENTILATION INTEGRATED WITH BEDROOM PLUS AN ADDITIONAL 15 CF PER MINUTE. SYSTEM A FORCED AIR SYSTEM j SHALL SUPPLY OUTSIDE AIR TO ALL HABITABLE ROOMS THROUGH INDIVIDUAL OUTSIDE AIR INLETS, FORCED AIR HEATING I SYSTEM, DUCTING OR EQUIVALENT MEANS Chapter 9 Option P INTERMITTENTLY OPERATED SYSTEM SHALL BE CAPABLE OF CONTINUOUS OPERATION AND SHALL HAVE A MANUAL CONTROL OPTION la: AND AN AUTOMATIC CONTROL. HIGH EFFICIENCY HVAC EQUIPMENT 1: GAS, PROPANE OR OIL FIRED IFURN,ACE OR BOILER WITH NOISE: WHOLE HOUSE FANS LOCATED FOUR FEET OR LESS FROM MINIMUM AFU OF 929- OR AIR SOURCE HEAT PUMP WITH MIN. THE INTERIOR GRILL SHALL HAVE A $ONE RATING OF 1B OR LESS HAPF OF 85. MEASURED AT 0.1 INCHES WATER GAUGE. AIR INLETS: INDIVIDUAL ROOM OUTSIDE AIR INLETS SHALL PROVIDE NOT LESS THAN 4 INCHES OF NET FREE AREA OPENING Source Specific Exhaust Ventilation: FOR EACH HABITABLE SPACE. REQUIRED IN EACH KITCHEN, BATHROOM, WATER CLOSET LOCATE WHOLE HOUSE FAN IN UTILITY ROOM. COMPARTMENT, LAUNDRY ROOM AND OTHER ROOMS WHERE WATER VAPOR OR COOKING ODOR, IS PRODUCED. MIN. VENTILATION RATE PER TABLE M15062, FOR FLOOR AREA OVER 3,001 SQFT. AND THREE BEDROOMS = 15 CFM (CONTINUOUSLY OPERATING FAN). FOR INTERMITTENTLY OPERATING VENTILATION SYSTEM, THE RATE SHALL BE THE MIN. SOURCE SPECIFIC VENTILATION REQUIREMENTS. COMBINATION OF ITS DELIVERED CAPACITY FROM TABLE M15062 AND ITS VENTILATION EFFECTIVENESS AND DAILY FRACTIONAL BATH/TOILET ROOMS KITCHENS OPERATION TIME FROM TABLE 15083. INTERMITTENT OPER 50 CFM 100 CFM FAN FLOW RATE PER M15053: 15cfm / 050 = 150cfm CONTINUOUS OPER 20 CFr 25 CFM Energy Notes: SEC 105A A "RESIDENTIAL ENERGY COMPLIANCE CERTIFICATE" COMPLYING WITH SEC 105.4 IS REQUIRED TO BE COMPLETED BY THE DESIGN PROFESSIONAL OR BUILDER AND PERMANENTLY POSTED WITHIN THREE (3) FEET OF THE ELECTRICAL PANEL PRIOR TO FINAL INSPECTION. SEC 101.32.ro AND 503.102 DUCT LEAKAGE TEST RESULTS SHALL BE PROVIDED TO THE BUILDING INSPECTOR PRIOR TO AN APPROVED FINAL INSPECTION - SEC a02.45 BUILDING AIR LEAKAGE TESTING, DEMONSTRATING THE "SPECIFIC LEAKAGE AREA" LESS THAN 0.00030 IS REQUIRED PRIOR TO FINAL INSPECTION. THE TESTS SHALL BE POSTED ON THE "ENERGY COMPLIANCE CERTIFICATE". SEC 505 MINIMUM OF 50 PERCENT OF ALL INTERIOR LUMINAIRES SHALL BE HIGH EFFICACY LUMINAIRES. ALL EXTERIOR LIGHTING SHALL BE HIGH EFFICACY LUMINAIRES. PRESCRIPTIVE REQUIREMENTS FOR S.F.R. CLIMATE ZONE 1 I OPTION GLAZING U-FACTOR. O CEILING VAULTED WALL ABV. INT. WALL EXT. WALL FLOOR SLAB VERT. OVERHD. AREA U- ACTOR CEILING GRADE BELOW GR. BELOW GR. ON GR. I. 1390 034 05 020 R-49 OR0 R-38 R-21 R-21 R-10 R-30 R-10 R-38ADV II. 25% 032 050 020 R-090R R-38 R-21 R-21 R-10 R-30 R-10 R-38 ADV. III. UNLIMITE 03ID 050 020 R-49OR R-38 1 R-21 R-21 R-10 R-30 R-10 R-38 ADV. GLAZING AREA: ADD'L. SFR ENERGY EFFICIENCY REQUIREMENT: TOTAL GLAZED AREA = rorol.l SF CONDITIONED AREA = 4,334 SF OPTION la: PERCENT GLAZING 1525 Cab GAS FIRED BOILER WITH MINIMUM AFUE OF 92% = ONE OPTION OPTION II. (2551.) CREDIT. EXISTING EL. AT SW RECTANGLE WHICH INSCRIBES EXISTING EL. AT NW CORNER = 3�•100,15_ - - THE BUILDING FOOTPRINT- - _ - CORNER = 309.00' 1 EXISTING EL. AT SE CORNER = 31850' North- > EXISTING EL. AT NE CORNER = 318.50' JOINTSSilt Fence Details SPLICE POST.FABRIC TO POSTS W1 14 GA. WIREOR EQ. ,::C i:::::::::::::::::::::::re ::::in.... ................ - . - immanno i........................iimm so numimmm no ...... ................. ------------TT_____ i 6' MAX. \2 x 4 WOOD POSTS, REBAR OR METAL PO MAINTENANCE STANDARDS: 1. ANY DAMAGE SHALL BE REPAIRED IMMEDIATELY. 2. IF CONCENTRATED FLOWS ARE EVIDENT UPHILL OF THE FENCE, THEY MUST BE INTERCEPTED AND DIRECTED TO A SEDIMENT TRAP OR POND. 3. CHECK THE UPHILL SIDE OF THE FENCE ON A REGULAR BASIS FOR SIGNS OF CLOGGING AND REPLACE OR REPAIR FENCE. 4 SEDIMENT MUST BE REMOVED WHEN IT REACHES roll HIGH. 5. REPLACE FENCE IF IT DETERIORATES DUE TO WEATHER OR UV. EXPOSURE. Legal Owners: MARC AND DIANE THOMPSON 22314 50TH AVE WEST EDMONDS, WASHINGTON (20ro) 300-5.510 ma rc6everettt i refa ctory.com Contractor: STERLING GROUP DKI MICHAEL ROESCH, GEN, MGR 1326 96TH STREET EAST TACOMA, WASHINGTON S6445 (253) 405-8522 WA. ST. CONTR. LIC. NO.: 5TERL1983NW Architect: THE HURI ASSOCIATES ED. L. HURI, PRINCIPAL 6908 - 168th. ST. SW LYNNWOOD, WASHINGTON eaO31 (425) '143 -1312 e-hur i �msn.com Structural Engineer: FORSMAN ENGINEERING ARNOLD FORSMAN, PE 30014 - 2ND. COURT SOUTH FEDERAL WAY, WASHINGTON 98003 (253) 515-9182 forsmanene ineering,Ocomcast.net Drainage Engineer: LD ENGINEERING, LLC. LEONARD DIFRANCESCO, MS, PE 105 HARVARD AVE E., STE. 106 SEATTLE, WASHINGTON 98102 (206) 412-6660 Surveyor: ALLIED LAND SURVEYING, INC. 2312 166TH ST SE BOTHELL, WASHINGTON 138012 (425) 402-0223 Project Address: 1024 9TI--I AVE GOUT" EDMONDS, WASHINGTON 98020 Legal Description: LOT 2, BLOCK 1, YOSTS FIRST ADDITION TO EDMONDS ACCORDING TO THE PLAT THEREOF RECORDED IN VOLUE S OF PLATS, PAGE 6, RECORDS OF SNOHOMISH COUNTY, WASHINGTON Tax Parcel No.: 00019400100200 Zoning: RS-10 Project Description: DEMO EXISTING RESIDENCE DESTROYED BY FIRE AND CONSTRUCTION OF A NEW SINGLE FAMILY RESIDENCE. CONSTRUCTION TO BE STICK FRAME WITH MFGR'D. TRUSSES AND STICK FRAMED ROOF. Index: PAGE NO. CONTENTS Al SITE PLAN, SITE INFO., GENERAL PROJECT INFORMATION A1.2 SURVEY /\ 2 FOUNDATION PLAN A3 LOWER FLOOR PLAN A4 MAIN FLOOR FRAMING PLAN A5 MAIN FLOOR PLAN A6 ROOF FRAMING PLAN A7 BUILDING SECTIONS A -A, B-B, A8 BUILDING SECTIONS C-C, D-D A9 EAST AND SOUTH ELEVATIONS A10 WEST AND NORTH ELEVATIONS Al 1 DOOR AND WINDOW SCHEDULE SD-1 STRUCTURAL NOTES AND DETAILS SD-2 STRUCTURAL NOTES AND DETAILS CE-1 DRAINAGE _ o RESUB AUG 15 2013 3UC� OF EEDMONDS pARMAENT a N _ 4 o � 4 � LU N � z tu U �►n_r� X 3 d) d) LULU N u}1--�' I-W-H-1 W W Nt: 10 -Q CSWLL O LU CJ) 0 _ 0 � gNc(iz'`7W Oz�n�WWO?a: NV (L�,ipU LL)w �W_1_IOq� w N n w �Q LU Q I I 11 1 �D} N 00 O CU O E W Cn toad U) Q� i > Q N O }, coC E U CD- o co � C: E C 06�O Q C: .. -� . U) N 00 = U M CD N • :E 00 C� i W 0 Q LO 0 0 W F- c� z W W U) �a J o W Q o U) U7 tt1 1714 (Yi N O = N lu F Al OF ELEVEN STORM DRAINAGE - PLAN NOTES PORTION OF NE 1/4 SEC 25, T P 27N, RGE 03E, WM 1. A PRE -CONSTRUCTION CONFERENCE SHALL BE HELD PRIOR TO 15. ALL TRENCH BACKFILL SHALL BE COMPACTED TO 95 PERCENT DENSITY IN 4 THE START OF CONSTRUCTION. THE CONTRACTOR SHALL BE ROADWAYS, ROADWAY SHOULDERS, ROADWAY PRISM AND DRIVEWAYS, AND 85 N 315•••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••.••....•••.••.•..••••••.•.•"'•""•••'"•.....• 315 RESPONSIBLE FOR SECURING ALL NECESSARY PERMITS PRIOR I i�- _ _1__ _-~- [-_ CONNECT TO EX CB IE=295.00 17' ALLEY----------- ----- * 5, - --- d_ ._......_ .��c-z �•�-ter rsrr�,^. raa.{� ��a � -� 0..�-•-.,._ ,,;i.,....� 1_11 s iucnr 0 r� ��rs�o a• ss�sa ar rm �� v� tt �-u,r vas a ..••�,.,....,�«.,.�-K.y;y.�,.�,,,wvb•v�-^ear: e+^r,,1,Y.,..'--; � -.... ...,_. ' z (T- - -- _ _ _1:: B#_2 TYPE 1 L APPROXIMATu-OSSIl,GE LOT-2 - - =309f II II I L✓SEWER T. 4 3.Oi29,a�, aF -- �. 'X •filOa� BO OM EL=304.0 --�,t" `a _ _8_"SD IE=302.34 " "`" QI IE(18'OUT)=305.48 _ A � � ` - CONTRACTOR'T0-,V,,�IFY 95 - 18 HDPE 6" 1N - 306.20 S' ALL SERVICE CONNEC_nON- _ -® 0.51 % SHED ~ , N I ; CROSSINGSI `` -'- - �, 1 1 HDPE SD SD ~ ~60.5% CONNECT HOUSE 310 CB#1, PE 1L FOUnATION DRAINS --�� RIM=30 Of TO "-` ONC OUTLET, ° ®I N BOTTO EL=304.0 PIPE IE(1 OUT)=305.6 0 6" - 06.6 Mo con) _ CB 3 (CONTROL), SEE DETAIL S T1 COMPdSf'SOI FOR Lo 'IM�, 3 .0 " ,�, ALL DISTURBED PERVIOUS 00 IEr, & "-305.0 1 AREAS - �� I. CLEAN 0 \r, n �, m c� --2�' \t� F ROC6t:........... ;n :;u TOP TO DE 310f c7c�.............. ...... r z ` �CONNEC &DRAIN ALL ROOF __- : \ ° : • \ �� :::. es: : `:t z AREA 0 THIS LOCATION a \ m -- `3'r 40 II Kf 11 II II II it II ASPHALT (TYF II LEGEND ® FOUND CONCRETE MONUMENT O SET 1 /2" REBAR/CAP #40524 -o- UTILITY POLE ® POWER METER m WATER METER CATCH BASIN ® STORM DRAIN MANHOLE -OH- APPROX. OVERHEAD UTILITY LINE LOCATION Q DECIDUOUS TREE DATUM NAVD88 DESIGNATION: 2065 DESCRIPTION: 1 1/2" DOMED BRASS DISK WITH STAMPED "X" DOWN 0.80' LOCATION: 9TH AVENUE SOUTH BETWEEN WALNUT STREET AND CEDAR STREET ELEVATION: 281.273 TO CONSTRUCTION. PERCENT DENSITY IN UNPAVED AREAS. ALL PIPE ZONE COMPACTION SHALL BE o 95 PERCENT. 2. BEFORE ANY CONSTRUCTION MAY OCCUR, THE CONTRACTOR 16. THE CONTRACTOR SHALL BE RESPONSIBLE FOR PROVIDING ADEQUATE FINISHED GRADE SHALL HAVE PLANS .WHICH HAVE BEEN SIGNED AND APPROVED SAFEGUARDS, SAFETY DEVICES, PROTECTIVE EQUIPMENT, CONFINED SPACE z ® q OF PIPE BY THE CITY OF EDMONDS PUBLIC WORKS DEPARTMENT, -j PROTECTION, FLAGGERS, AND ANY OTHER NEEDED ACTIONS TO PROTECT THE Q 310................................................ ••••••••••••..•........••.•.••..••••.."""'.........""'•.. 310 OBTAINED ALL CITY, COUNTY, STATE, FEDERAL AND OTHER o REQUIRED PERMITS, AND HAVE POSTED ALL REQUIRED BONDS. LIFE, HEALTH, AND SAFETY OF THE PUBLIC, AND TO PROTECT PROPERTY IN N c CONTACT THE EDMONDS DEPARTMENT OF PUBLIC WORKS FOR CONNECTION WITH THE PERFORMANCE OF WORK COVERED BY THE CONTRACT. > m o THE CURRENT PLAN i SUBMITTAL PROCEDURES. ANY WORK WITHIN THE TRAVELED RIGHT-OF-WAY THAT MAY INTERRUPT NORMAL w 'c TRAFFIC FLOW SHALL REQUIRE A TRAFFIC CONTROL PLAN APPROVED BY THE °C N 3 ALL STORM DRAINAGE IMPRO CITY OF EDMONDS ALL SECTIONS OF THE WSDOT STANDARD 95 0 LF 18" S=0.51 % p VEMENTS SHALL BE DESIGNED AND CONSTRUCTED IN ACCORDANCE WITH THE LATEST EDITION OF SPECIFICATIONS, TRAFFIC CONTROL, AND THE MANUAL OF UNIFORM TRAFFIC CONTROL DEVICES U 0 305...... ..••.............................................................. . "•••• 305 THE CITY OF EDMONDS PUBLIC WORKS PRE -APPROVED PLANS (MUTCD) SHALL APPLY. 17 LF 18" DPE S=0.50% AND POLICIES AND THE STANDARD SPECIFICATIONS FOR ROAD, BRIDGE AND MUNICIPAL CONSTRUCTION, PREPARED BY WSDOT 17. NO FINAL CUT OR FILL SLOPE SHALL EXCEED SLOPES OF TWO (2) HORIZONTAL TCB#3, TYPE 1 L CB 2 TYPE 1 L AND THE AMERICAN PUBLIC WORKS ASSOCIATION (APWA). TO ONE (1) VERTICAL WITHOUT STABIUZA11ON BY ROCKERY OR BY A .- z CONTROL STRUCTURE RIM=309t STRUCTURAL RETAINING WALL. RIM=309.0 �� IE=306.20 .1 S) 4. ANY DEVIATION FROM THE APPROVED PLANS WILL REQUIRE WRITTEN APPROVAL ALL CHANGES SHALL BE SUBMITTED TO 18.' ALL MANHOLE LADDERS SHALL BE FIRMLY ATTACHED AND EXTEND TO WITHIN 1 300........1E=305'.0...10��'NW)..................................IE=305:48..�.18"..E)........... 300 IE=305.0 (18 E) BOTTOM EL=304.0 THE OF THE BOTTOM OF THE STRUCTURE. m m BOTTOM EL-303.5 CB 1 TYPE 1 L 5. A COPY OF THEAPPROVED STORM WATER PLANS MUST BE ON 19. APPROXIMATE LOCATIONS OF EXISTING UTILITIES HAVE BEEN OBTAINED FROM m c m c m D Ile d o > N g RIM=309t THE JOB SITE WHENEVER CONSTRUCTION IS IN PROGRESS. AVAILABLE RECORDS AND ARE SHOWN FOR CONVENIENCE. THE CONTRACTOR oc 3 m v_� '� m � a) m ° a N ;: IE=306.20 6" S) 6. ALL DISTURBED AREAS SHALL BE SEEDED AND MULCHED OR SHALL BE RESPONSIBLE FOR VERIFICATION OF EXISTING UTILTTY LOCATIONS m ` v 0 a °' v 0 a L o a °• ¢ 0 �o 0 295••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••.....IE=305:48••(.18-..E)"'........ 295 SIMILARLY STABILIZED TO THE SATISFACTION OF THE CITY OF WHETHER OR NOT THESE UTILITIES ARE SHOWN ON THE PLANS. THE BOTTOM EL=304.0 DEPARTMENT OF PUBLIC WORKS FOR THE CONTRACTOR SHALL EXERCISE ALL CARE TO AVOID DAMAGE TO ANY UTILITY. IF PREVENTI PREVENTION ON OF ON -SITE EROSION AFTER THE COMPLETION OF CONFUCTS WITH EXISTING UTILITIES ARISE DURING CONSTRUCTION, THE m d d o STORM PROFILE CONSTRUCTION. CONTRACTOR SHALL NOTIFY THE CITY CONSTRUCTION INSPECTOR AND ANY ,'- z NOTES: CHANGES REQUIRED SHALL BE APPROVED BY THE DEVELOPMENT ENGINEER m o 0 HORIZ SCALE: 1�"_ 20' 1. SEE PLANS FOR LOCATION 7. MINIMUM COVER OVER STORM DRAINAGE PIPES AND FACILITIES PRIOR TO COMMENCEMENT OF RELATED CONSTRUCTION ON THE PROJECT. c N • N � ' VERT. SCALE: & ELEVATION INFORMATION. 1 -5 SHALL BE 2 FEET, UNLESS OTHERWISE SHOWN AND APPROVED. ;� _ :� > coa` 20. THE UNDERGROUND UTILITY LOCATION SERVICE SHALL BE CONTACTED FOR FIELD •�- 2. ALL METAL PARTS SHALL 8. STEEL PIPE SHALL HAVE ASPHALT TREATMENT #1 OR BETTER LOCATION OF EXISTING UTILITIES PRIOR TO ANY CONSTRUCTION. THE OWNER OR BE CORROSION RESISTANT. INSIDE AND OUTSIDE. HIS REPRESENTATIVE SHALL BE CONTACTED IF A UTILITY CONFLICT EXISTS. FOR STEEL PARTS SHALL BE - -- UTILITY LOCATION IN KING COUNTY, CALL 1-800-424-5555. THE CONTRACTOR I� :• V.. ,-,� 5 0 5 1 0 9. ALL CATCH BASINS SHALL BE TYPE I UNLESS OTHERWISE IS RESPONSIBLE TO ENSURE THAT UTILITY LOCATES ARE MAINTAINED �° z r.. ;4 ° `C.O. (TYP) GALVANIZED AND ASPHALT NOTED. CATCH BASINS WITH A DEPTH OF OVER FIVE FEET 5' THROUGHOUT THE LIFE OF THE P � 1 - 5 ( ) ROJECT A, F .: .. ....;......................................... .�ti � � � •ate 1 ° z, A •• L'ONCRETE V TT ..,_______.w____N i ... 30 59 W ' ° -29: s p 0 b� N0°30'59"W,. 661.09 0 r� e STORM PLAN SCALE: 1 "=20' BASIS OF BEARINGS N 00°30'59" W ALONG THE MONUMENTED CENTERLINE OF 9TH AVE BETWEEN PINE STREET AND FIR STREET. LEGAL DESCRIPTION LOT 2, BLOCK 1, YOST°S FIRST ADDITION TO EDMONDS, ACCORDING TO THE PLAT THEREOF RECORDED IN VOLUME 8 OF PLATS, PAGE 6, RECORDS OF SNOHOMISH COUNTY, WASHINGTON. - COATED (TREATMENT 1 OR TO THE PIPE INVERT SHALL BE A TYPE II CATCH BASIN. TYPE II �o t• ` v�az vertical scale feet BETTER). CATCH BASINS EXCEEDING FIVE FEET (5') IN DEPTH SHALL 21. THE CONTRACTOR SHALL VERIFY THE LOCATIONS, WIDTHS, THICKNESSES AND OROUS PAVEMENT (SEE DETAIL) , 20 0 20 40 OR DRIVEWAY AREAS WEST OF 1 20 RENCI-I DRAIN hnri7nntnl ce-r,la fMmf PVC ® 1.0% MIN. (TYP) 211F ACO TRENCH DRAIN IOR EQUAL RIM = 320.50 PIPE IE (OUT)�=318.00 ° s 6 r \� r i r r 10" IE = 305.0 RESTRICTOR PLA WITH 3/4" 0 ORI (SHARP EDGE: C SHALL BE SHOP DRILLED, NOT CI FILTER SCREEN (FILTER MESH < ORIFICE SIZE) PERMEABLE PAVEMENT SURFACE PERM COU PAVER, ASPHA T OR CONCRETE) LEVELING COURSE (IF REQUIRED FOR PROPRIETARY PRODUCTS) DRAINAGE IMPROVEMENTS 3 AGGREGATE SUBBASE [° �' T1 DETAIL NDP-1: COMPOST AMENDED SOIL TO ALL DISTURBED AREAS PER TIER 1 SITE >. DESIGN REQUIREMENTS (REFERENCE D.O.E. BMP T5.13 SPECIFICATION. SEE DETAIL WITH m PLANSET. RESTORE DISTURBED SOILS BY TILUNG 2-3" OF COMPOST INTO UPPER 8" OF SOIL LOOSEN COMPACTED SUBSOIL, IF NEEDED, BY RIPPING TO 12" DEPTH. MULCH o LANDSCAPE BEDS AFTER PLANTING U) UNCOMPACTED SUBGRADE' v K5P POROUS PAVEMENT SEE DETAIL THIS SHEET. NOTES: 0 1. THE PAVEMENT SHALL NOT RECEIVE STORMWATER RUN-ON FROM OTHER AREAS 3 INCHES. IMPERVIOUS AREA 2. FORRSITES EWITH MOREDEPTH (OTHAN 5,00STORAGE0 SF OF MUST BE ERVI USTAREA WITH SUBGRADE SLOPES GREATER THAN 2 0 PERCENT, THE FLOW CONTROL STANDARD IS NOT ACHIEVED. THE MITIGATED AREA SHALL BE CALCULATE d- TOTAL SITE NEW IMPERVIOUS = 5844 SF USING THE FLOW CONTROL CREDIT (TABLE 4). 1- IMPERVIOUS TO DETENTION TANK = 4695 SF AGGREGATE SHALL BE WASHED GRAVEL WITH A MINIMUM VOID VOLUME OF 20 PERCENT. I IMPERVIOUS MITIGATED VIA UD = 1149 SF SLOPE OF THE SUBGRADE UNDERLYING THE PERMEABLE PAVEMENT SHALL BE LESS THAN 5 PERC NT. d- F NO UNDERDRAIN OR IMPERMEABLE LAYER SHALL BE USED. 0 FOR SUBGRADE SLOPES GREATER THAN 2 PERCENT, HIGHER FLOW CONTROL CREDIT MAY BE Ag IEVED IF N SOIL INFORMATION YOU DESIGN THE SYSTEM WITH SUBSURFACE, LOW PERMEABIL,LT�Y CHECK DAMS TO ENSURE WATER PER GEOTECHNICAL FIELD TEST SITE SOIL IDENTIFIED AS A SANDY LOAM. TORAGE ALONG THE ING SUBBASE. / \ / N USDA SOIL TYPE IS ALDERWOOD URBAN LAND COMPLEX ( GROUP B 1 j 0) HYDROLOGICAL SOIL) PER WEB SOIL SURVEY. S YM B-O L: PPS Q HAVE A STANDARD LADDER INSTALLED. ELEVATIONS OF ALL EXISTING PAVEMENTS AND STRUCTURES THAT ARE TO 10. ALL STORM DRAINAGE MAINEXTENSIONS WITHIN THE PUBLIC INTERFACE WITH NEW WORK. PROVIDE ALL TRIMMING, CUTTING, SAW CUTTING, ROUND SOLID RIGHT-OF-WAY OR IN EASEMENTS MUST BE STAKED FOR LINE GRADING, LEVELING, SLOPING, COATING, AND OTHER WORK, INCLUDING LOCKING LID COVER AND GRADE PRIOR TO STARTING CONSTRUCTION. MATERIALS AS NECESSARY, TO CAUSE THE INTERFACE WITH EXISTING WORKS TO BE PROPER, ACCEPTABLE TO THE ENGINEER AND THE CITY OF KIRKLAND, RIM EL. = 309.0 11. ROCK FOR EROSION PROTECTION OF ROADWAY DITCHES, COMPLETE IN PLACE AND READY TO USE. WHERE REQUIRED, MUST BE OF SOUND QUARRY ROCK, PLACED NOTES; TO A DEPTH OF ONE FOOT (1') AND MUST MEET THE 22. ALL INLET MANHOLE AND CATCH BASIN FRAMES AND GRATES SHALL NOT BE 1. PIPE SIZES AND SLOPES: FOLLOWING SPECIFICATIONS: 4"-8" ROCK/40%-70% PASSING; ADJUSTED TO GRADE UNTIL IMMEDIATELY PRIOR TO FINAL PAVING. ALL CATCH cc* a, E 0 PER PLANS. 2"-4" ROCK/30%-40% PASSING; 2"-MINUS ROCK/10%-20% BASIN GRATES SHALL BE SET 0.10 BELOW PAVEMENT LEVEL PASSING. o q 23. OPEN CUT ROAD CROSSINGS FOR UTILITY TRENCHES ON EXISTING TRAVELED C c 2. OUTLET CAPACITY: NOT 12. ALL PIPE, MANHOLES, CATCH BASINS, AND APPURTENANCES ROADWAY SHALL BE BACKFILLED ONLY WITH 5/8" MINUS CRUSHED ROCK AND r °1 LESS THAN COMBINED SHALL BE LAID ON A PROPERLY PREPARED FOUNDATION IN MECHANICALLY COMPACTED (UNLESS OTHERWISE APPROVED BY THE CITY). FOR a a INLETS. ACCORDANCE WITH THE CURRENT STATE OF WASHINGTON STREETS CLASSIFIED AS ARTERIALS OR COLLECTORS, BACKFILL FOR CROSSINGS STANDARD SPECIFICATIONS FOR ROAD AND BRIDGE SHALL BE CDF. CUTS INTO THE EXISTING ASPHALT SHALL BE NEAT LINE CUT m a) 3. ALL METAL PARTS TO BE CONSTRUCTION (WSDOT). THIS SHALL INCLUDE NECESSARY WITH SAW OR JACKHAMMER IN A CONTINUOUS LINE. A TEMPORARY COLD MIX 0 � CORROSION RESISTANT LEVELING OF THE TRENCH BOTTOM OR THE TOP OF THE PATCH MUST BE PLACED IMMEDIATELY AFTER BACKFILL AND COMPACTION. A o w (ALUMINIZED OR STAINLESS FOUNDATION MATERIAL AS WELL AS PLACEMENT AND PERMANENT HOT MIX PATCH SHALL BE PLACED WITHIN 30 DAYS AND SHALL BE c M STEEL). ALL PIPE PARTS TO COMPACTION OF REQUIRED BEDDING MATERIAL TO UNIFORM A MINIMUM OF 1" THICKER THAN THE ORIGINAL ASPHALT WITH A MINIMUM w i 'C •"'o BE ALUMINIZED OR PLASTIC GRADE SO THAT THE ENTIRE LENGTH OF THE PIPE WILL BE SUPPORTED ON A UNIFORMLY DENSE, UNYIELDING BASE. IF THE THICKNESS OF 2 p. SEE STANDARD D.02. - (U c '- am •d (PVC). NATIVE MATERIAL IN THE BOTTOM OF THE TRENCH MEETS THE "GRAVEL 24. ALL DAMAGES INCURRED TO PUBLIC AND/OR PRIVATE PROPERTY BY THE U�� ,, n REQUIREMENTS FOR BACKFILL FOR PIPE BEDDING," THE FIRST LIFT OF PIPE BEDDING MAY BE OMITTED PROVIDED CONTRACTOR DURING THE COURSE OF CONSTRUCTION SHALL BE PROMPTLY THE MATERIAL IN THE BOTTOM OF THE TRENCH IS LOOSENED, REPAIRED TO THE SATISFACTION OF THE CITY CONSTRUCTION INSPECTOR REGRADED, AND COMPACTED TO FORM A DENSE UNYIELDING BEFORE PROJECT APPROVAL AND/OR THE RELEASE OF THE PROJECT'S BASE. ALL PIPE BEDDING SHALL BE APWA CLASS B, TYPE I, PERFORMANCE BOND. s OR BETTER. PIPE SHALL NOT BE INSTALLED ON SOD, FROZEN c 'O EARTH, LARGE BOULDERS, OR ROCK. PIPE BEDDING FOR 25. GROUT ALL SEAMS AND OPENINGS IN ALL INLETS, CATCH BASINS, AND r_ F8 FLEXIBLE PIPES SHALL BE PEA GRAVEL TO THE SPRINGLINE OF MANHOLES. THE PIPE.r 18" IE = 305.0 26. WHEN WIDENING AN EXISTING ROADWAY WHERE AN EXISTING TYPE I CATCH 13. CONSTRUCTION OF DEWATERING (GROUNDWATER) SYSTEMS BASIN WILL REMAIN IN THE TRAVEL LANE, THE EXISTING FRAME AND COVER ^ o SHALL BE IN ACCORDANCE WITH THE APWA STANDARD SHALL BE REPLACED WITH A ROUND, LOCKING FRAME AND COVER. - SPECIFICATIONS. 14. ISSUANCE OF A BUILDING OR LAND SURFACE MODIFICATION LD ENGINEERING GENERAL PERMIT BY THE CITY OF EDMONDS DOES NOT RELIEVE THE ENGINEERING NOTES: OWNER OF THE CONTINUING LEGAL OBLIGATION AND/OR 1. EXISTING UTILITIES AND UNDERGROUND STRUCTURES SHOWN ON THE PLAN LIABILITY CONNECTED WITH STORM SURFACE WATER DISPOSITION. ARE BASED UPON THE BEST AVAILABLE PUBLIC RECORDS AND/OR PRIVATE FURTHER, THE CITY OF EDMONDS DOES NOT ACCEPT ANY RECORDS AS SUPPLIED BY THE PROJECT OWNER AND/OR DATA OBTAINED OBLIGATION FOR THE PROPER FUNCTIONING AND MAINTENANCE VERBALLY FROM OWNERS OR OFFICIALS ASSOCIATED WITH THE PARTICULAR OF THE SYSTEM DURING OR FOLLOWING CONSTRUCTION EXCEPT UTILITY. NEITHER THE OWNER NOR THE ENGINEER GUARANTEE THE AS OUTLINED IN THE CITY OF EDMONDS PUBLIC WORKS ACCURACY OR COMPLETENESS OF THIS INFORMATION AND ASSUME NO s I STANDARDS. RESPONSIBILITY FOR IMPROPER LOCATIONS OR FAILURE TO SHOW UTILITY w TYPE 1 L CB#2 - CONTROL CATCH BASIN SOIL AMENDMENT CHIP MULCHRIS WOOD GRASS SEED OR SCD r raw ■ r��4;r � r �;;� r • r •-• • • •�� r r ,u_-,r r r r,� r rs�stsrsrs�sr�s,4srf�rr �' 1�►t1�•r1t3r rl'� 1 w_�_w w • w_w • i i;-w w "�" �=i w w-.._:' . "�_�_'�.�'w a• MUST BE AMENDED WITH A MINIMUM OF 2" OF COMPOST AND PROBE TO 12" NOTES: 1. POST CONSTRUCTION SOIL AMENDMENT IS REQUIRED ON ALL AREAS NOT COVERED BY IMPERVIOUS SURFACE WHERE SOIL IS DISTURBED DURING CONSTRUCTION. 2. SOIL AMENDMENT CALCULATIONS SHALL BE SHOWN ON THE POST -CONSTRUCTION COMPOST CALCULATION WORKSHEET, 3. SOIL AMENDMENT MUST PASS A 12 INCH MINIMUM PROBE TEST. S YM B 0 L: T1 Pt T2 AND/OR 5 LOCATIONS ON THE CONSTRUCTION PLANS. OTHER UNDERGROUND I o = J ° Y FACILITIES NOT SHOWN ON THE DRAWINGS MAY BE ENCOUNTERED DURING N o THE COURSE OF THE WORK. ALL INVERT ELEVATIONS SHOWN ON THE 0 X z cv o DRAWINGS SHALL BE VERIFIED BY THE CONTRACTOR PRIOR TO m ma CMCONSTRUCTION. d d o o N o 2. IF CHANGED CONDITIONS ARE ENCOUNTERED, THE CONTRACTOR SHALL co °' NOTIFY THE ENGINEER PROMPTLY OF (1) PREEXISTING SUBSURFACE CONDITIONS DIFFERING FROM THOSE INDICATED IN THE PLANS, OR (2) PREEXISTING UNKNOWN SUBSURFACE CONDITIONS, OF AN UNUSUAL NATURE, DIFFERING MATERIALLY FROM THOSE ORDINARILY ENCOUNTERED AND GENERALLY RECOGNIZED AS INHERENT IN WORK OF THE CHARACTER PROVIDED FOR IN THE CONTRACT. THE CONTRACTOR AND/OR THE OWNER SHALL MAKE NO CLAIMS TO THE ENGINEER FOR RECOMPENSATION FOR EXTRA WORK RESULTING FROM CHANGED' CONDITIONS UNLESS THE ENGINEER Z LM Z HAS APPROVED THE WORK IN WRITING. (WSDOT SEC 1-04.7) 3. THE CONTRACTOR SHALL TAKE REASONABLE PRECAUTIONS AND EXERCISE0 I�e,LA4,1 I O SOUND ENGINEERING AND CONSTRUCTION PRACTICES IN CONDUCTING THE P� * WORK. THE CONTRACTOR SHALL PROTECT EXISTING PUBLIC AND PRIVATE Z 0.LL Sim (�� vmafl e(�-�0I UTILITIES FROM DAMAGE DURING CONSTRUCTION. IF EXISTING UTILITIES ARE DAMAGED, THE CONTRACTOR SHALL IMMEDIATELY NOTIFY THE OWNER AND uj Lu O THE ENGINEER. THE CONTRACTOR SHALL RESTORE THE UTILITY TO ITS ♦ rt ` `� �( C�j EXISTING CONDITION. (WSDOT SECTION 1-07.17 APWA SUPPLEMENT). THE %•r/ CONTRACTOR IS RESPONSIBLE FOR THE MEANS ANDin < _ METHODS OF , �LI � I U��, OY r� �G�,i`-�(/� , r CONSTRUCTION FOR DESIGNS SHOWN ON THESE PLANS. mmum �w 4. WHERE THE PLANS CALL FOR UTILITIES TO BE RELOCATED BY OTHERS, THE 0 CONTRACTOR SHALL NOTIFY THE UTILITY COMPANY AND COORDINATE HIS WORK SO AS TO AVOID CONFLICTS. 5. ENGINEERING DESIGN AND APPROVAL FOR STRUCTURES SUCH AS, BUT NOT LIMITED TO, WALLS AND VAULTS MUST BE PREPARED BY THE APPROPRIATE PROFESSIONAL ENGINEER AND ARE NOT A PART OF THESE PLANS. rm STREET A IL. ENGINE RI G DIVISIONrE-f P O E D S NOT Call 2 Working Days Before You Dig Date: 1-800-424-5555C1 .0 Utilities Underground Location Center (ID,MT,ND,OR,WA) R:\Projects\345 (Hoyt Hook)\001-14 (thompson traffic control)\Dwg\sheets\Drainage\TP-dr01.dwg 34x22 = f F. i Y i - \`-�- -P 8-E -N E S E-E -2 5 9 I V V 7l ,-R , !�/ M- - \\ \ ``"� - tiy\ \-\\�, '\- \\ �\ , . \ \. . I \ \ �� \\ ,\ \ `" \\ \ \�. \` \_____________________________________________________====�E:==_____________ `\ APPROX. LOCATION OF EXISTING I IF REUSING EXISTING SIDE SEWER, PROPERTY OWNER CONNECT TO EX I �/ MUST HAVE CONDITION VERIFIED AND PROVIDE REPORT \ \ � CB IE=295.00 KEYSTONE WALL CROSSING. � � A � � E , TO PUBLIC WORKS DEPT. \ EX TOE WALL=300± , TOP=300.25 \ TOP=303.75 "S =2�6 .� TQE 2 8- - E SI GAS R ATERAL 0 DI O U T,B \\ ----- 0. c - - -- \ �� \ �\ \ Y E T. C -r- -- _. -.. -LN \ - ----- - - - - - - - - _ NOTE•. , - - _ - - - - _ APPROX. - --292.0 EXISTING KEYSTONE 6" SEWEF�CCEA#OT-tNb` -L -(- - - 3 O U £�€AN�T AT PROPERTY LINE RE ' . H �E _ - 0-XISTING 4" 3034 GASKETED�117€-SEdvER-L-tNE-L-ENG-TkL �45'.- WALL T� f�EM�ifd- - _ > - - APPROX. LOCATION F t - 302- - - - - - - _ 12�LOCKING CAST IRON LAMPHO _�_---__�_---------------304-----_--__-------- "/ _ - - - - - - - - - - -- _ - - - - --- - - - -. C N-TRACTOR TO _ -�- - - - _ _ (�,DD VERTI�A�-, APPROXIMATE CROS/SfiNG;------(------ _-------_`_ _ - -- _ -r- - � Z, _ EX SEWER TOP=2,96.05 - - _ _ = 1 --:--\ I O O I B€IN,DS AS s - - -s=sue =30 .- y HEDGE _- _ _ f�l -0 NECCESS-,.RY FOR LE -0 T E IFY A LOT \ - 11 II CROSSINGS & , \ 3,,, 16,316.3 SF \ 310 C� SLOPE TO EX CB _ SERVICE CONNECTION CR S I 1 � I i - (I SDMH#1 \ O _--_ Cod - - - - SDTv11 #2 {-CaNTROL), SEE DETAIL I \I0) , CONN T HOUSE �'g RIM=309t - - � --,\ I FOUND ON DRAIN TO ��'/! 0 RIM=309f - 7 308_ BOTTOM EL=301.00 ` - - - BOTTOM EL=299.89 8"CON UTLET PIP 133•, IE(36"IN)=302.89 j ,IE(36"_OUT)=303.00 SHED o CONNECT TO _ - _ -�\ ) 0 SDMH �c'�. °'� - - _-'----- � IE=302.89 - - -I _ - 14' NEW CONTOUR - - ~\ `'' - CONNECT TO SDMH 6"PVC @2% MIN. O CV \ �t. 25LF 36"OCPEP©0.5% IE=306.00 COLLECTOR, ADD M\ � 310 6LF 6 PVC �/ VERTICAL BENDS AS T --� FNE OF DECK " @2% MIN. CIIS d %o V tI 31O_ 4" SIDE SEWER CLEANOUT, INV. EL.=307.0'T MAIN FLOOR � N 0 SLOPE �()CONNE CAI i I: CO N . DOWN UTS) O4T1)COMPOST SOIL FOR ALL LU 00 DISTURBED PERVIOUS AREAS ccj I O \ i -P -� LINE OF > Q0 00 It- - Z \ OOTPRINT OF I ROOF z I OVERHANG N n PROPOSED SINGLEL � I- O 0) � FAMILY RESIDENCE ABOVE - L6 0 0 0 CO _ ( M _ LOT-3 I FOOTPRINT OF EXISTING TOP TO GRADE 310f �'310 \ O LOT-1 II II 00 I ,_----RESIDENCE TO BE REMOVED IE 306.11 --`-=I 0- C,I C A Z � I CONNECT & DRAIN ALL / Fri D � ROOF AREAS TO THIS z I W N 00I f � LOCATION /El n O O � Fq / m 1 ProposedRrNEI O 320.1 Lid 1 MAIN FLOOR EL. = 321.25' iTl X 0 I o LOWER FLOOR EL. = 311.40'� - (J) _ O MIN. 3' WIDE PLANTER00 RIDGE EL. = .338.74' CA O � Cn v�- \ F- 16 N r� _+ . -Z r- R O C K Y 3 �}} 1 ITT 11 \- co Pzz �� - 0� 1 _9 �x I n (1� I FT�I L /- - _ 1- z z I o� \ 1 � 0 I I\ L SLOPE \ � I � � 316 . IJ J7,5 (A 11 00 a a CA I -! c0 I- / N z 01 z � \ CONC. DRIVE 11 IW I vce LOCATE NEW GAS - - - - - {- - ' `- 11 �`3 - - - - PPS POROUS PAVEMENT (SEE METER THIS AREA cD _ _ - N DETAIL) FOR DRIVEWAY `------------------ _---1. O AREAS WEST OF TRENCH DRAIN I .. I I L C7 1 12LF CO TRENCH DRAIN POROUS PAVEMENT (SEE PPS 3 DETAIL) FOR WALK AREAS co I 11, 11 O OR UAL -14"PLUM TO RIM n 320.50 � -� NEW 1 1/2" COPPER OR 0 � - N E REMOVED--` l PIPE E (OUT)=318.00 O O APPROVED EQ. WATER LINE 0 -f T 3 2 0- I � 1 (T1� W/ TRACER WIRE 70 - LOCATE NEW GAS O 11 11 3 Q0 PIPE THIS AREA pn 11 'iQ�-�,�� 0 N CA CJT _ _ "� _� _/ ST ARD CONCRETE FOR �'' =DT�22 - DRI WAY AREAS EAST OF � \� Ucwv r - � 13 THE CH DRAIN �\� i-:---= CONCRET WALL \ - - - - - _ - - - - - - - - - - - - 1 O �/�� \ ROPOSED NEW WA R MET 00030'59"V V 1 20.2 ' X STING WATER METER L` Iq � ,-�7Z�_ _ - -c�vt _ I s . �� ' 9, SI E C R ❑ - - 4WVF--------------------- NAIL ELEVATION=322.76 - II Iq --- ------------------- --- - \ GRAPHIC SCALE 11 \ I I 10 0 5 10 20 40 �� -- 11 I I ( IN FEET ) \ \ \ 1I 1 inch = 10 ft. -- I I - -� - 71II 11 _ _ _ N 00030' 59"W,�'� 661.09 / 0 LEGEND RUCTURE EGEND BASIS OF BEARINGS /� ® FOUND CONCRETE MONUMENT 1 ATCH BASIN N 00°30'59" W ALONG THE MONUMENTED CENTERLINE OF 0 SET 1/2" REBAR/CAP #40524 = 297.11 9TH AVE BETWEEN PINE STREET AND FIR STREET. � UTILITY POLE IE( 8"PVC - 295.01 ® POWER METER IE(W 4"PV = 295.76 LEGAL DESCRIPTION ® WATER METER IE(N) "PV = 294.96 LOT 2, BLOCK 1, YOST'S FIRST ADDITION TO EDMONDS, riff, CATCH BASIN ACCORDING TO THE PLAT THEREOF RECORDED IN VOLUME @❑ STORM DRAIN MANHOLE R2 CATCH SIN 8 OF PLATS, PAGE 6, RECORDS OF SNOHOMISH COUNTY, -OH- APPROX. OVERHEAD UTILITY LINE LOCATION RIM = 44 WASHINGTON. (D DECIDUOUS TREE IE(E) 8'CO RETE = 321.54 DATUM NAVD88 STOR DRAIN ANHOLE DESIGNATION: 2065 RIM 324.90 DESCRIPTION: 1 1/2" DOMED BRASS DISK WITH STAMPED IE(N, ) 12"CONC TE = 319.65 "X" DOWN 0.80' IE(W 8"CON(R T = 320.55 LOCATION: 9TH AVENUE SOUTH BETWEEN WALNUT STREET AND CEDAR STREET ® CAT H BASIN ELEVATION: 281.273 RIM = 325.01 DRAINAGE IMPROVEMENTS T1 DETAIL NDP-1: COMPOST AMENDED SOIL TO ALL DISTURBED AREAS PER TIER 1 SITE I- DESIGN REQUIREMENTS (REFERENCE D.O.E. BMP T5.13 SPECIFICATION. SEE DETAIL WITH N PLANSET. RESTORE DISTURBED SOILS BY TILLING 2-3" OF COMPOST INTO UPPER 8' LU OF SOIL. LOOSEN COMPACTED SUBSOIL, IF NEEDED, BY RIPPING TO 12" DEPTH. MULCH LANDSCAPE BEDS AFTER PLANTING. w Ps POROUS PAVEMENT, SEE DETAIL THIS SHEET. a N w IMPERVIOUS AREA J TOTAL SITE NEW IMPERVIOUS = 5844 SF IMPERVIOUS TO DETENTION TANK = 4695 SF IMPERVIOUS MITIGATED VIA LID = 1149 SF SOIL INFORMATION PER GEOTECHNICAL FIELD TEST SITE SOIL IDENTIFIED AS A SANDY LOAM. USDA SOIL TYPE IS ALDERWOOD URBAN LAND COMPLEX (GROUP B y a HYDROLOGICAL SOIL) PER WEB SOIL SURVEY. z w J Ll- L:L.i Q z W U- 1 - - - - - - - - - - - - - - - - - - - - - - - CA 1-1 0 1-1 \ PERMEAPLE PAVEMENT SURFACE PERMEABLE WEARING COURSE (PAVER, ASPHALT OR CONCRETE) LEVELING COURSE (IF REQUIRED FOR PROPRIETARY PRODUCTS) 3" AGGREGATE SUBBASE . . `.. - , . = UNCOMPACTED SUBGRADE� NOTES: 1. PERMEABLE PAVEMENT SURFACE AREA DIMENSIONS AND PAVEMENT SLOPE MUST BE SHOWN ON DRAINAGE CONTROL PLAN. 2. AGGREGATE SUBBASE SHALL BE TYPE 22-5/8"-3/4" CLEAR, CRUSHED GRAVEL. 3. PERMEABLE PAVEMENT SURFACE MUST BE LESS THAN 5% SLOPE .- �,& s0 6 L ewm ri:�,- h^R s9--t-" S-t&?-.n. �, -c-e- e-- w► %-r I C. Kn o N S SYMBOL: PPS i . i STORM DRAINAGE -PLAN NOTES STORM DRAINAGE -PLAN NOTES CONTINUED 1+ " _�v Sys !4'�- .i �i-: J �,4 , i , G Q`{ g. -sti. .. 4' 1t - L4 v .f 6.•yr f-f L�3 b � 1: t la..-S.�> SI._.L �_L_�1J �-' ,= Q `�� AN '' ` �`' €�,`'i -` TM'i� T ~� fr�=f- ° ': c'¢ �_� ^-Y I C w , 'Tg-.- i = - -z Tc-�-F �......-_� {, a �"-- • -- , T € F _- 1. A PRE -CONSTRUCTION CONFERENCE SHALL BE HELD PRIOR TO THE START OF 15. ALL TRENCH BACKFILL SHALL BE COMPACTED TO 95 PERCENT DENSITY IN ROADWAYS,<,_ J. I " L f •--f-r+-_...! I _ �- s . ((- _. �_r•4 I Ai iIL sY-� , - Ii-�M" 5 , "k i ice_" 4 .' - - `,.. ? . `'-' ' . "`. 4.u�i '•=-,'•r:: }- r �-� �- _: 1•' i "_tl'i." }.._'_ r�..r- �T�-�.>; ..r . ; I- - _-= r,, ; _ , CONSTRUCTION. THE CONTRACTOR SHALL BE RESPONSIBLE FOR SECURING ALL ROADWAY SHOULDERS, ROADWAY PRISM AND DRIVEWAYS, AND 85 PERCENT DENSITY IN � - -. --' 1 "`' �`A - ` fir, NECESSARY PERMITS PRIOR TO CONSTRUCTION. UNPAVED AREAS. ALL PIPE ZONE COMPACTION SHALL BE 95 PERCENT. " , :.,��AY = , ,1 . � 3�- ,?i .z1-- 2. BEFORE ANY CONSTRUCTION MAY OCCUR THE CONTRACTOR SHALL HAVE PLANS WHICH 16. THE CONTRACTOR SHALL BE RESPONSIBLE FOR PROVIDING ADEQUATEII SAFEGUARDS, f I J�- t �1-, L I € �R4+-, SPRuc�! i_ST� ... , . i � , , . �X'7€f'-: , -__ I 1 1�-1 _} =, - ? _: ,_.. �. _ --_,. - -I, HAVE BEEN SIGNED AND APPROVED BY THE CITY OF EDMONDS PUBLIC WORKS SAFETY DEVICES, PROTECTIVE EQUIPMENT, CONFINED SPACE PROTECTION, FLAGGERS, AND - .4-ReEh R,� - Tr T . Y ,' � 11, .- t .,,1z .A;�' __ C� �4 , F.;"1. 3,x`..'`"`.t.'l-i�'.`-'- V! -n �" 1..� , . DEPARTMENT, OBTAINED ALL CITY COUNTY STATE FEDERAL AND OTHER REQUIRED DEP , ANY OTHER NEEDED ACTIONS TO PROTECT THE LIFE, HEALTH, AND SAFETY OF THE 11r. fr#-i r- � , - .- ^° IP zs` ! i , �uJ I �` sTr 5 � I I - �� xums11E-0 tan sa n49,1 i - i � Y! PERMITS AND HAVE POSTED ALL REQUIRED BONDS. CONTACT THE EDMONDS PUBLIC AND TO PROTECT PROPERTY IN CONNECTION WITH THE PERFORMANCE OF WORK1-1V - t��' i- _!LU'-- -iR _; �zc9sr ` -� ' * 1= j' -Y�; r7li - LE -: _ y . 3� �:,c5� gV DEPARTMENT OF PUBLIC WORKS FOR THE CURRENT PLAN SUBMITTAL COVERED BY THE CONTRACT. ANY WORK WITHIN THE TRAVELED RIGHT-OF-WAY THAT �:^. ,' --'-.>,PL7�`l'-Fay= :- r��A. ={ :� _�--X _T - �,�t �� y�� f� , , o �,L PROCEDURES. MAY INTERRUPT NORMAL TRAFFIC FLOW SHALL REQUIRE A TRAFFIC CONTROL PLAN `,.` L _ _1_`I, 1- _ �`b -T�y, '1 c-11 ! �A_ -'-� I - T t ,-I ��;H Y Y� �;Y ,Y (� ,, �_7 "". .!.:� L_ �`'! - -) u� 1 -,r.-t 3. ALL STORM DRAINAGE IMPROVEMENTS SHALL BE DESIGNED AND CONSTRUCTED IN APPROVED BY THE CITY OF EDMONDS. ALL SECTIONS OF THE WSDOT STANDARD } ,_ ` -.--} �.L._..-�_.Y , r- qgF_ gUE+l .'. . _i.:..`'i j `,1i L -.._ r-,ia `, �c , -i,, _. i �f ,'-f r.a20T f -#. - . ;- Tt` r Vie f ,}J; I!(!p°r� �T ,`�N'; -�, w, sx {SW G.-t, iL� +i �L�I' " 7.- -�V�--'i " ACCORDANCE WITH THE LATEST EDITION OF THE CITY OF EDMONDS PUBLIC WORKS SPECIFICATIONS, TRAFFIC CONTROL, AND THE MANUAL OF UNIFORM TRAFFIC CONTROL -. !, - tom- 2^.:t----i." - .toy i .-, , I �tl�Vh jl-,-rr_",.' 3 T : if ,-' - 1 ,\ 7L L a. -1 t ;�, 4I a t = �, I . I �, PRE -APPROVED PLANS AND POLICIES AND THE STANDARD SPECIFICATIONS FOR ROAD, DEVICES (MUTCD) SHALL APPLY. --r;�.rraw�r 1 -� �,�, �-1;_; �� -I !- ,TRUCTION BRIDGE AND MUNICIPAL CONS PREPARED BY WSDOT AND THE AMERICAN PUBLIC 17. / NO FINAL CUT OR FILL SLOPE SHALL EXCEED SLOPES OF TWO 2 HPRIZONTAL TO ONE m -' z � ' .T=' �'�D ?_ ", -` a- LL , -Y k " ` '-' ,. �-- . �Y �IA�L;� �l) r- � " I i �7N (APWA). WORKS ASSOCIATION APWA . 1T 1 VERTICAL WITHOUT STABILIZATION BY ROCKERY OR BY A STRUCTURAL RETAINING ( ) 7 _--`_� s,I eo 2 5-�3 _ o------- #� QF {�_ , �� - � 11A u 11E - y $.. `fi� r I t + k,Pw""I'll~,yiT�l� 1, i1i '-i '>C�*- 4. ANY DEVIATION FROM THE APPROVED PLANS WILL REQUIRE WRITTEN APPROVAL, ALL WALL . _,_I!-�.: ; , � , - �� T I �_ W Y ., r=, � '-- Z , , ; '� S !- , , �-` CHANGES SHALL BE SUBMITTED TO THE CITY. 18. ALL MANHOLE LADDERS SHALL BE FIRMLY ATTACHED AND EXTEND TO WITHIN 1 OF THE w�_ ,r �- �' _ I-' ''�`E ; r�l L -:7 k` = ,';-� I I � i r- -1 - 4- �� , ' � �1� �- - � - ',_ -'� 5. A COPY OF THE APPROVED STORM WATER PLANS MUST BE ON THE JOB SITE WHENEVER BOTTOM OF THE STRUCTURE. - - - r° `--- _ ` I' = i � `' "lr ` �'K w ice``{ f - F g�_,;- -� =,, -<< ---ram fi�� d''_�-' { -1 ` CONSTRUCTION IS IN PROGRESS. 19. APPROXIMATE LOCATIONS OF EXISTING UTILITIES HAVE BEEN OBTAINED FROM AVAILABLE _: ' 1 , _-L ' ,` j ; .'z I ,�T, , �- ,�~ eTH ! Ii`T} - (. , ;: _:,{=l.l _--- - �, L� µ `� ,-,., r 6. ALL DISTURBED AREAS SHALL BE SEEDED AND MULCHED OR SIMILARLY STABILIZED TO RECORDS AND ARE SHOWN FOR CONVENIENCE. THE CONTRACTOR SHALL BE RESPONSIBLE ,, ° . ' P- - �r':.ri '�=i` �E"°^fT �y5 - ': j ` =r. THE SATISFACTION OF THE CITY OF EDMONDS DEPARTMENT OF PUBLIC WORKS FOR THE FOR VERIFICATION OF EXISTING UTILITY LOCATIONS WHETHER OR NOT THESE UTILITIES I ' � .� - --.. 3,�T � I - , �, - - �� - I - �'` IL� '` PREVENTION OF ON -SITE EROSION AFTER THE COMPLETION OF CONSTRUCTION. ARE SHOWN ON THE PLANS. THE CONTRACTOR SHALL EXERCISE ALL' CARE TO AVOID -� "� ��E'�-� .`� 7. MINIMUM COVER OVER STORM DRAINAGE PIPES AND FACILITIES SHALL BE 2 FEET, UNLESS DAMAGE TO ANY UTILITY. IF CONFLICTS WITH EXISTING UTILITIES ARISE DURING VICINITY M A P OTHERWISE SHOWN AND APPROVED. CONSTRUCTION, THE CONTRACTOR SHALL NOTIFY THE CITY CONSTRUCTION INSPECTOR 8. STEEL PIPE SHALL HAVE ASPHALT TREATMENT #1 OR BETTER INSIDE AND OUTSIDE. AND ANY CHANGES REQUIRED SHALL BE APPROVED BY THE DEVELOPMENT ENGINEER 9. ALL CATCH BASINS SHALL BE TYPE I UNLESS OTHERWISE NOTED. CATCH BASINS WITH A PRIOR TO COMMENCEMENT OF RELATED CONSTRUCTION ON THE PROJECT. LD ENGINEERING GENERAL DEPTH OF OVER FIVE FEET (5') TO THE PIPE INVERT SHALL BE A TYPE II CATCH BASIN. 20. THE UNDERGROUND UTILITY LOCATION SERVICE SHALL BE CONTACTED FOR FIELD ENGINEERING NOTES: TYPE II CATCH BASINS EXCEEDING FIVE FEET (5) IN DEPTH SHALL HAVE A STANDARD LOCATION OF EXISTING UTILITIES PRIOR TO ANY CONSTRUCTION. THEE OWNER OR HIS 1. EXISTING UTILITIES AND UNDERGROUND STRUCTURES SHOWN ON THE LADDER INSTALLED. REPRESENTATIVE SHALL BE CONTACTED IF A UTILITY CONFLICT EXISTS. FOR UTILITY PLAN ARE BASED UPON THE BEST AVAILABLE PUBLIC RECORDS 10. ALL STORM DRAINAGE MAIN EXTENSIONS WITHIN THE PUBLIC RIGHT-OF-WAY OR IN LOCATION IN KING COUNTY, CALL 1-800-424-5555. THE CONTRACTOR IS RESPONSIBLE AND/OR PRIVATE RECORDS AS SUPPLIED BY THE PROJECT OWNER EASEMENTS MUST BE STAKED FOR LINE AND GRADE PRIOR TO STARTING CONSTRUCTION. TO ENSURE THAT UTILITY LOCATES ARE MAINTAINED THROUGHOUT TIDE LIFE OF THE AND/OR DATA OBTAINED VERBALLY FROM OWNERS OR OFFICIALS 11. ROCK FOR EROSION PROTECTION OF ROADWAY DITCHES, WHERE REQUIRED, MUST BE OF PROJECT. ASSOCIATED WITH THE PARTICULAR UTILITY. NEITHER THE OWNER NOR SOUND QUARRY ROCK PLACED TO A DEPTH OF ONE FOOT 1' AND MUST MEET THE () 21. THE CONTRACTOR SHALL VERIFY THE LOCATIONS WIDTHS THICKNESSES AND ELEVATIONS THE ENGINEER GUARANTEE THE ACCURACY OR COMPLETENESS OF THIS INFORMATION AND ASSUME NO RESPONSIBILITY FOR IMPROPER FOLLOWING SPECIFICATIONS: 4"-8" ROCK/40%70% PASSING; 2"-4" ROCK/307.-40% OF ALL EXISTING PAVEMENTS AND STRUCTURES THAT ARE TO INTERFACE WITH NEW LOCATIONS OR FAILURE TO SHOW UTILITY LOCATIONS ON THE PASSING; 2"-MINUS ROCK/10%-20% PASSING. WORK. PROVIDE ALL. TRIMMING, CUTTING, SAW CUTTING, GRADING, LE�.1ELING, SLOPING, CONSTRUCTION PLANS. OTHER UNDERGROUND FACILITIES NOT SHOWN 12. ALL PIPE, MANHOLES, CATCH BASINS, AND APPURTENANCES SHALL BE LAID ON A COATING, AND OTHER WORK, INCLUDING MATERIALS AS NECESSARY, ,TO CAUSE THE ON THE DRAWINGS MAY BE ENCOUNTERED DURING THE COURSE OF THE PROPERLY PREPARED FOUNDATION IN ACCORDANCE WITH THE CURRENT STATE OF INTERFACE WITH EXISTING WORKS TO BE PROPER, ACCEPTABLE TO THE ENGINEER AND WORK. ALL INVERT ELEVATIONS SHOWN ON THE DRAWINGS SHALL BE VERIFIED BY THE CONTRACTOR PRIOR TO CONSTRUCTION. WASHINGTON STANDARD SPECIFICATIONS FOR ROAD AND BRIDGE CONSTRUCTION (WSDOT). THE CITY OF KIRKLAND COMPLETE IN PLACE AND READY TO USE. 2. IF CHANGED CONDITIONS ARE ENCOUNTERED, THE CONTRACTOR THIS SHALL INCLUDE NECESSARY LEVELING OF THE TRENCH BOTTOM OR THE TOP OF THE 22 ALL INLETMANHOLEAND CATCH BASIN FRAMES AND GRATES SHALL NOT BE ADJUSTED , , SHALL NOTIFY THE ENGINEER PROMPTLY OF (1) PREEXISTING FOUNDATION MATERIAL AS WELL AS PLACEMENT AND COMPACTION OF REQUIRED BEDDING TO GRADE UNTIL IMMEDIATELY PRIOR TO FINAL PAVING. ALL CATCH BASIN GRATES SHALL SUBSURFACE CONDITIONS DIFFERING FROM THOSE INDICATED IN THE MATERIAL TO UNIFORM GRADE SO THAT THE ENTIRE LENGTH OF THE PIPE WILL BE BE SET 0.10' BELOW PAVEMENT LEVEL. I, PLANS, OR (2) PREEXISTING UNKNOWN SUBSURFACE CONDITIONS, OF SUPPORTED ON A UNIFORMLY DENSE, UNYIELDING BASE. IF THE NATIVE MATERIAL IN THE 23. OPEN CUT ROAD CROSSINGS FOR UTILITY TRENCHES ON EXISTING TRAVELED ROADWAY AN UNUSUAL NATURE, DIFFERING MATERIALLY FROM THOSE ORDINARILY BOTTOM OF THE TRENCH MEETS THE REQUIREMENTS FOR "GRAVEL BACKFILL FOR PIPE SHALL BE BACKFILLED ONLY WITH 5 8" MINUS CRUSHED ROCK AND MECHANICALLY ENCOUNTERED AND GENERALLY RECOGNIZED AS INHERENT IN WORK OF THE CHARACTER PROVIDED FOR IN THE CONTRACT. THE CONTRACTOR BEDDING," THE FIRST LIFT OF PIPE BEDDING MAY BE OMITTED PROVIDED THE MATERIAL IN COMPACTED (UNLESS OTHERWISE APPROVED BY THE CITY). FOR STREETS CLASSIFIED AS AND/OR THE OWNER SHALL MAKE NO CLAIMS TO THE ENGINEER FOR THE BOTTOM OF THE TRENCH IS LOOSENED, REGRADED, AND COMPACTED TO FORM A ARTERIALS OR COLLECTORS, BACKFILL FOR CROSSINGS SHALL BE CDF. CUTS INTO THE RECOMPENSATION FOR EXTRA WORK RESULTING FROM CHANGED DENSE UNYIELDING BASE. ALL PIPE BEDDING SHALL BE APWA CLASS B, TYPE I, OR EXISTING ASPHALT SHALL BE NEAT LINE CUT WITH SAW OR JACKHAMMER IN A CONDITIONS UNLESS THE ENGINEER HAS APPROVED THE WORK IN BETTER. PIPE SHALL NOT BE INSTALLED ON SOD, FROZEN EARTH, LARGE BOULDERS, OR CONTINUOUS LINE. A TEMPORARY COLD MIX PATCH MUST BE PLACED IMMEDIATELY AFTER WRITING. (WSDOT SEC 1-04.7) ROCK. PIPE BEDDING FOR FLEXIBLE PIPES SHALL BE PEA GRAVEL TO THE SPRINGLINE OF BACKFILL AND COMPACTION. A PERMANENT HOT MIX PATCH SHALL BE PLACED WITHIN 30 3. THE CONTRACTOR SHALL TAKE REASONABLE PRECAUTIONS AND EXERCISE SOUND ENGINEERING AND CONSTRUCTION PRACTICES IN THE PIPE. DAYS AND SHALL BE A MINIMUM OF 1" THICKER THAN THE ORIGINAL ASPHALT WITH A CONDUCTING THE WORK. THE CONTRACTOR SHALL PROTECT EXISTING 13. CONSTRUCTION OF DEWATERING (GROUNDWATER) SYSTEMS SHALL BE IN ACCORDANCE MINIMUM THICKNESS OF 2". SEE STANDARD D.02. PUBLIC AND PRIVATE UTILITIES FROM DAMAGE DURING CONSTRUCTION. WITH THE APWA STANDARD SPECIFICATIONS. 24. ALL DAMAGES INCURRED TO PUBLIC AND/OR PRIVATE PROPERTY BY THE CONTRACTOR IF EXISTING UTILITIES ARE DAMAGED, THE CONTRACTOR SHALL IMMEDIATELY NOTIFY THE OWNER AND THE ENGINEER. THE 14. ISSUANCE OF A BUILDING OR LAND SURFACE MODIFICATION PERMIT BY THE CITY OF DURING THE COURSE OF CONSTRUCTION SHALL BE PROMPTLY REPAIRED TO THE CONTRACTOR SHALL RESTORE THE UTILITY TO ITS EXISTING CONDITION. EDMONDS DOES NOT RELIEVE THE OWNER OF THE CONTINUING LEGAL OBLIGATION SATISFACTION OF THE CITY CONSTRUCTION INSPECTOR BEFORE PROJECT APPROVAL (WSDOT SECTION 1-07.17 APWA SUPPLEMENT). THE CONTRACTOR IS AND/OR LIABILITY CONNECTED WITH STORM SURFACE WATER DISPOSITION. FURTHER, THE AND/OR THE RELEASE OF THE PROJECT'S PERFORMANCE BOND. RESPONSIBLE FOR THE MEANS AND METHODS OF CONSTRUCTION FOR CITY OF EDMONDS DOES NOT ACCEPT ANY OBLIGATION FOR THE PROPER FUNCTIONING 25. GROUT ALL SEAMS AND OPENINGS IN ALL INLETS, CATCH BASINS, AND MANHOLES. DESIGNS SHOWN ON THESE PLANS. AND MAINTENANCE OF THE SYSTEM DURING OR FOLLOWING CONSTRUCTION EXCEPT AS 26. WHEN WIDENING AN EXISTING ROADWAY WHERE AN EXISTING TYPE I CATCH BASIN WILL 4. WHERE THE PLANS CALL FOR UTILITIES TO BE RELOCATED BY OUTLINED IN THE CITY OF EDMONDS PUBLIC WORKS STANDARDS. REMAIN IN THE TRAVEL LANE, THE EXISTING FRAME AND COVER SHALL BE REPLACED OTHERS, THE CONTRACTOR SHALL NOTIFY THE UTILITY COMPANY AND COORDINATE HIS WORK SO AS TO AVOID CONFLICTS. WITH A ROUND, LOCKING FRAME AND COVER. 5. ENGINEERING DESIGN AND APPROVAL FOR STRUCTURES SUCH AS, BUT NOT LIMITED TO, WALLS AND VAULTS MUST BE 1=CTG DV`S BY THE APPROPRIATE PROFESSIONAL ENGINEER AND ARE NOTPREPARED TO BE TiED INTO NOT A PART OF THESE PLANS. DNS ►f-j'qTlOPd SYSTEM ACCEPTABLE TIGH s MATERIAL SDR &;; CH 40 N -12 F810 HANC019 ALL EX¢rD0 rD SURF 1 a13 BE COVERED vvrrijt1+4 2 DAy3 MAXIMUM DRIVEWAY SLOPE ALLOWED 14°.to r t i tE7 . f j. , ': 1 M- r . f- ,FOR -.r.'a ,.. =r ..,:i: - _.-,. .- SOIL AMENDMENT 2"-4" ARBORIST WOOD CHIP MULCH OR 2"-3" lire -------- --- jii�i��I on�U ti :C :R ti S C , ;c.I ...:.. t l:< iill�i2isi11titi.iisi.i_i_�_�ci i icis• •`iris'• • iric�.�a:�r�.1_i.�1.i'111, MUST BE AMENDED WITH A MINIMUM OF 2" OF COMPOST AND PROBE TO 12" NOTES: 1. POST CONSTRUCTION SOIL AMENDMENT IS REQUIRED ON ALL AREAS NOT COVERED BY IMPERVIOUS SURFACE WHERE SOIL IS DISTURBED DURING CONSTRUCTION. 2. SOIL AMENDMENT CALCULATIONS SHALL BE SHOWN ON THE POST -CONSTRUCTION COMPOST CALCULATION WORKSHEET. 3. SOIL AMENDMENT MUST PASS A 12 INCH MINIMUM PROBE TEST. SYMBOL: 0Pt @ AND/OR P2 CINCH ANCHOR WIRE ROPE CUP (SS) DEFORMED %"STEEL ROD (SS OR ALUMINUM) LENGTH TO FIT PVC PIPE & CROSS FLOW CONTROL STRUCTURE PIPE SUPPORT DETAIL B FLOW CONTROL STRUCTURE - . , NON-SHRMK GROUT COUPLING �'•'•:. PIPE 12" PVC PIPE CONTROL DEVICE ASSEMBLY TO BE REMOVABLE FROM INSIDE THE FCS SET SCREW TO PREVENT ROTATION IE=30289 GASKET (TIP) PVC PIPE CROSS- PVC ADAPTER- W/ 3/4"9 ORIFICE r4- DOUBLE GASKET r-r- AND ADHESIVE ! BONDED SAND FINISH DRILLED ORIFICE ON EXTERIOR. MIN 7" LONG IN PVC INSIDE CAP PLUG CAULK SPACE BETWEEN CONNECTION AN CONTROL DEVICE (SEE DETAIL A) OUTLET PIPE ALLOWA�CE- OUTLET LOCATIC (180- to 315') IN )ER. OR HAND HOLDS 'PROPYLENE q - FINISHED GRADE CATCH BASIN TYPE 2 PER WDOT STANDARD PLAN B-10.20-01 . r:. .. OVERFLOW ELEV=306.00 ' 6' 6„ . -�7H t MIN SUPPORT (2 REQ'D) PVC ADAPTER AND PIPE STUB ` I 1 ' - O' M I N DETAIL A CONNECTION & CONTROL DEVICE 1'-6" MAX DETAIL A CONTROL DEVICE -: OMFICE SEE DETAIL A - PVC INSIDE ' - o" G. CAP I 2� P25 LF OF 36"� CPEP .. .. , ' DETENTION PIPE FLOW CONTROL STRUCTURE shown w TYPE 2 MANHOLE (Details A & B shall apply to all designs where a shear gate would otherwise apply) *SPECIFIC DESIGN INFORMATION AS INDICATED ON APPROVED CONSTRUCTION DRAWINGS NOTE - Invert of detenkion pipe in manhole shall be equal to or higher than the invert of the outlet pipe. - PRIVATELY -OWNED CONTROL STRUCTURES SHALL NOT BE PLACED IN CITY RIGHT-OF-WAY ENGIN ERIN�I DIVISION R VEJNS NOT D 38.19' 29' CTR/CTR 53.01' Date:'z ( IS 25' LONG DETENTION PIPE I 1.......................I................ STANDARD LOCKING FRAME & COVER (TYP.) z w 1 PROPOSED GRADE. I. w . . 310......JI.................................. IJ 310 � 60" CONTROL MANHOLE WITH - w w IL THIS w FRCP T SEE DETAIL 0- C'S T` HE'r- o SHEET) SDMH #2 PER PLAN o 305 . .....=1........ ... ............... I... I. I... . ..... 36"O CPEP DETENTION PIPE *AT 0.5% GRADE .I I . . . . i = . . . . . . . . . . . . . . 305 =) 11 II I� o z RESUB AUG 15 2013 300................................. 300 DUILDING DEPARTMENT 60" TYPE II SDMH #1 NOTES: CITY OF EDMONDS PER PLAN 1. SEE PLANS FOR LOCATION & ELEVATION INFORMATION. 295 . ................. . ..................... ......... . 295 2. ALL METAL PARTS SHALL BE CORROSION I� RESISTANT. STEEL PARTS SHALL BE GALVANIZED SECTION DETENTION TAW AND ASPHALT COATED (TREATMENT 1 OR BETTER). 1"=5' HOR. & VERT. 00 z M O C„ 0 W J f� O 3: 1= W M �m W = . ON >-} F- �- U U �T I � Z V a(n N ` H W U 0)O \ Lu � � E J ai 0 00 (2-)(6 O z ,oa 4 U � �D x© 'T o � .c C7 , a� O c °� 0 (D *6) n W I- W W Lil N Q :� s N III.4 4 a o > Q co- O N W -0 E > W 0 L > L Q, (U c O 0 � p = 0- z J O PROJECT NO. 2013-17 DRAWN BY- LCD CHECKED BY: LCD LJ.1 0 0 L1J W 0. 00 US 0 W SHEET TITLE STORMWATER 1 UTILITY PLAN SHEET NO. C1 OF 3 Vr 0 = O M 0 w V > = I- CY) d- C14 O in f LU 1 -0 SEWER NOTE: LOT-9 IF REUSING EXISTING SIDE SEWER, PROPERTY OWNER MUST HAVE CONDITION VERIFIED AND \\ PROVIDE REPORT TO PUBLIC WORKS DEPT. A \ IF REUSING SEWER LATERAL, CONDITION MUST BE � VERIFIED BY PUBLIC WORKS DEPT. CONTACT THE SE ER DIVISION AT 425-771-0235. ' OVFK -EX CATCH BASIN- W/-TE1v�POTZARY — — — — — — — _ SIN— ST -SEDIMENT TRAP (SEE DETAIL, TYP OF 2— — — — ------------------------------- R NOTE:17' ALLEY CLEANOUT AT PROPERTY LINE I LOT-10 TOP=303.75 REQ D. TO HAVE 12 LOCKING TOP=300.25 TOE=300.75 CAST IRON LAMP i OLE _2 9 8 i TOE=298.75 0 �� LOW POINT OF - — — — -100 00 45 W 1 20.20 LOT EL. = 298.00' x xx x x EXISTING �"�LWL -- -- I x xx x — x �- _ 300 KEYSTONE— CLEANOUT, INV. EL. — 302— WALL TO =-m.0'(APPROX.� — REMAN-- —304 - - 306— - Ui APPROX. LOCATION OF EXISTING 4" 3034 GASKETED SIDE SEWER CONTRACTOR LOCATE WATTLE \ LINE, LENGTH = 45'. \ � WT (SEE DETAIL) AT OPTIMAL \ \ \ I LOCATION TO ACCOMMODATE LIKELY DISTURBANCE LIMIT. 310_ I 20' REAR SETBACK \ 312 EXISTING CONTOUR I 308 -EXISTING REMAIN EXISTING SHED_ TEE F REMOVED �� _ LOCATE STOCKPILES fit!% _A -RA. LOT-2 _ -- 16,316.3 SF NEW / CONTOUR — va I 310 f-4 SIDE SEWER CLEANOUT, —I WF nw np"Ck AT 31.6— ---\ LOT-3 - -34-8- TOP=318.11 TOE=312.50 TOP=317.00 TOE=314.00 —320 LINE OF ROOF OVERHANG A VE r r-EXISTING CO TOUR TO Y N BE MODIFIED 0 Q M m N Cn } w w�o - C O 320.19' 0 MIN. 3' WIDE PLANTER CC) z v� vvvvvvvv LOT-1 RESIDENCE EXISTING ALL EXI'0 EM SURFAC 3 10 BE COV D 'VYITiJflN 2 I)Nf -9" W. CON . BORDER FOR PERV. PAVERS IS ES-7-0"��:�.. DIVISION _ ELEVATION = 322.76 ERA1R SIDEWALK AS REQUIRE MH-eLE------------------------ --------------- ------------- ---- ----------------- --------------- ------------------------- USE EXISTING ASPHALT DRfV�WAY AS DEMO AND REMOVE EXISTING W \ TEMP. CONSTRUCTION ENTRANCS,(SEE CE DRIVEWAY CURB CUT. REPAIR o \ DETAIL). ASPHALT TO REMAIN DURINd ,- SIDEWALK AND INSTALL NEW O� CONSTRUCTION. `�24\ CURB NOTE: I AN ASSESSMENT OF THE EXISTING CURBING AND SIDEWALK WILL BE DETERMINED ON SITE \ BY THE ENGINEERING INSPECTOR. CURB OR LEGEND ® FOUND CONCRETE MONUMENT 0 SET 1 /2" REBAR/CAP #40524 -o- UTILITY POLE ® POWER METER ® WATER METER �1111 CATCH BASIN 0 STORM DRAIN MANHOLE -OH- APPROX. OVERHEAD UTILITY LINE LOCATION Q DECIDUOUS TREE DATUM NAVD88 DESIGNATION: 2065 DESCRIPTION: 1 1/2" DOMED BRASS DISK WITH STAMPED ' X" DOWN 0.80' LOCATION: 9TH AVENUE SOUTH BETWEEN WALNUT STREET AND CEDAR STREET ELEVATION: 281.273 ASPHAI T (TYP) 5 UCTURE L GEND BASIS OF BEARINGS fl TCH BASIN N 00'30'59" W ALONG THE MONUMENTED CENTERLINE OF RI = 297.11 9TH AVE BETWEEN PINE STREET AND FIR STREET. IE( 8"PVC 295.01 IE(W) 4"PVC = 295.76 LEGAL DESCRIPTION IE(N) "PV = 294.96 LOT 2, BLOCK 1, YOST'S FIRST ADDITION TO EDMONDS, ACCORDING TO THE PLAT THEREOF RECORDED IN VOLUME 0 CATCH IN 8 OF PLATS, PAGE 6, RECORDS OF SNOHOMISH COUNTY, RIM = 24. 4 WASHINGTON. IE(E) "CON ETE = 321.54 F3 STO M DRAIN NHOLE RI = 324.90 IE ,S) 12"CONCRE = 319.65 I (W) 8"CONCRETE - 320.55 ! ® CATCH BASIN RIM = 325.01 ,O� mmm- =m m ( IN FEET ) 1 inch = 10 ft. EROSION CONTROL LEGEND STRAW WATTLE WT x x CATCH BASIN TEMPORARY SEDIMENT TRAP ST TEMPORARY CONSTRUCTION ENTRANCE CE llp r -To- FILE RESUB AUG 15 2013 BUILDING DEPAR NT CITY OF EDMONDS M 00 Z 0 s MEIN VN a� o W V pp 0) N � E o Oi o J p U Q o V v (6 o z cn0 v 0) w �- C° o o - c o Ld V + o c VI W z L, j N d o 0 o > Q (6 _ o 'o N W "o > W L o 0 c 0 >> L o o t = 0- J O PROJECT NO. 2013-17 DRAWN BY: LCD CHECKED BY: LCD cr; 0 z 0 0 w • • SHEET TITLE GRADING 1 TESC PLAN SHEET NO. C2OF3 Aw W Q d- N O re O LL 5' MIN. RADIUS QUARRY SPALLS 2-4' MIN DIA 8'-12' MIN. DEPTH PR❑VIDE FULL WIDTH OF INGRESS/ EGRESS AREA CONTRACTOR SHALL MAINTAIN TEMPORARY C❑NSTRUCTI❑N ENTRANCE DURING THE C❑NSTRUCTI❑N PERI❑D. CITY INSPECTI❑N REQUIRED ON ALL ER❑SI❑N C❑NTR❑ MEASURES BEFORE. WORK CAN BEGIN, 1090-199V STAGGER JOINTS (TYP.; SEE NOTE FRI.,- REVISIONS STANDARD DETAIL_ APPROVED BY DATE D. GEBER.T 10/6/03 STAMEMSTUMEMM DATE SCALE DWG No. 7/24/01 NTS E1.2 WATTLE SPACING TABLE SLOPE MAXIMUM SPACING 1:1 19 = 0" 2:1 29 - 0" 3:1 39 - 0" 4:1 . 0' - 0" SPACING VARIES (TYP.) SEE WATTLE SPACING TABLE 7 WOODEN STAKE =RY 4'- 0" O.C. (TYP.) 2x2 x 3' - 0" WOODEN STAKE WATTLE �r TRENCH -- SEE NOTE 1 v v Z TYPICAL SECTION WATTLE DETAIL SEDIMENT TRAPPING AREA(TYP.) SPACING VARIES (TYP_) SEE WATTLE SPACING TABLE ------------- _1 o v „ L C r SECTION (A } RATE STRAW BALES MAY BE USED IN CERTAIN CIRCUMSTANCES (SEE DETAIL E1,1.1), THIS APPLICAIT❑N SHALL BE MAINTAINED AT ALL TIMES DURING C❑NSTRUCIT❑N PERIOD, NOTES 1. Wattles shall be in accordance with Standard Specification 9-14.5(5). Install Wattles along contours. Installation shall be in.accordance with Standard Speciflcation 8-01.3(10). 2. Securely knot each end of Wattle.. Abut adjacent Wattles tightly, end to end, without overlapping the ends. 3. Pilot holes may be driven through the Wattles and into the soil when soil conditions require. 4. Live stakes may be used for permanent. installation and shall be in accordance with Standard Specification 9-14.5(6). 5. Wattles shall be inspected regularly, and immediately after a rainfall produces runoff, to ensure they remain thoroughly entrenched and in contact with the soil. 6. Perform maintenance in accordance with Standard Speci- fication 8-01.3(15). WATTLE - SEE DETAIL STATE WASHINGTON REGISTERED LANDSCAPE ARCHITECT MARK Wo MAURER CERTIFICATE NO. 000598 NOT£-7W9P%ANlSNOTALEGAI.ENQAI�A7NQDOCIF AtE11l7'BUTAN6LET:7ROlMlC OR/lilCATE 7F OR168W4 SG&SOBY THE SVOMEENAAG APPROVEDFaRPGBGCA770N I3)WTGNFREATTHEWAS'M 3TONSTATEDEMRT- AnVT0FTNANS MMTWN. AcaPYmAYBEOBTABitEDwmFEQUES7... WATTLE INSTALLATION ON SLOPE STANDARD PLAN 1-30.30-00 SHEET 1 OF 1 SHEET APPROVED FOR PUBLICATION Pasco Bako>tich,111 09-20-07 STATE DMON.ENGINEER, DATE W nhingfon StateDepartmod of Transportation 0 - - - " 9-3/8A FOR BLOCK OR 1r-1 - o LL ° �,RRICK ,MH SECTION F- o in 9-1/2 FOR PRECAST MH SECTION � I ..�~+ 7" FOR MODIFIED STEP FOR PRECAST MH SECTION HANDHOLD STEP NOTES: 1. LADDER SHALL BE 13-3/4" MIN OLYPROPYLENE INSTALLED IN ALL CATCH LADDER TO PLASTIC STEP BASINS AND MANHOLES HANG FROM MH i 'WHEN DEPTH OF STRUCTURE STEP FROM TOP OF FRAME TO LOWEST FLOWLINE EXCEEDS ¢ ( _ FOUR(4) FEET. 2. DIMENSIONS FOR THE MH LADDER AND STEP ARE MINIMUM REQUIREMENTS ONLY. WALL SUPPORT-1 (TYP) a 3. STEPS AND HANDHOLDS SHALL BE INSTALLED AT © 1'-4" ON CENTER SPACING. o z WHEN THE DISTANCE FROM -I - THE HIGHEST STEP OR. N HANDHOLD. AT THE TOP OF �- THE MH FRAME EXCEEDS w 1'-4" AND ANOTHER STEP _J OR HANDHOLD CANNOT BE 11-3/4" INSTALLED BECAUSE OF THE to LOCATION OF THE MH FRAME, A HANDHOLD SHALL BE INSTALLED BETWEEN THE w TOP 2 LAWYERS OF BRICK. rn 4. IF BOTH STEPS AND LADDER Ld ARE REQUIRED IN ANY w STRUCTURE, THEY SHALL BE FROM THE SAME w MANUFACTURER. S. STEPS AND LADDER SHALL a BE POLYPROPYLENE AND Ld_ CONFORM TO ASTM D4101 CY WITH' 1/2" ASTM A61-9 GRADE 60 STEEL REINFORCING BAR. LANE 6" ¢ P-1393B, M:A.PS2-PF; OR EQUAL. 6. FASTEN LADDER TO FLOOR I d - MEH AND WALL SUPPORTS WITH 1-1/2" X 3-3/4" ANCHORS. - z ANCHORS TO BE INSTALLED `V a PER MANUFACTURER RECOMMENDATIC?NS. PREFABRICATED LADDER - • 1••T • •• D •ice 11_ REVISIONS STANDARD DETAIL APPROVED BY DATE R. ENGLISH 10/04/11 STEP AND LADDER DETAIL DATE SCALE DWG NO. F-St. 1891D 10/04/11 NTS E &10 4"-6'' MIN SEE NOTE 4 4"-6" MIN 11 /W . 4":6" MIN: ACO Polymer Products Inc. P.O. Box 245: Chardon; QH 44024, PH: 440-28577000 FX: 440-285-8617" e-mail: alesCacousa,com EXPANSION JOINT TO ENGINEER'S DETAILS SEE NOTE 3 CONCRETE SEE NOTE 2 BEDDING LAVER �- SUB BASE NOTES: 1. It is necessaryto ensuretheminimum dimensions shown aresuitablefortheexisting ground canditiorls. Engineering advice my bemquired. 2. A minimum concrete strength of 3000 PSI is recommended. The, con,crete.should be vibrated.to eliminate,.air pockets. 3. Expansion and crack control joints are recommended to.protect the .channel and the concrote_ surround. Engineering. advice may be required 4. The: finished level of the concrete surround must be approx- 1 /8" above..the top of the ,channel .edge. 5. Refer toACO'S latest insta116tion, instruct ionsfor COmpletedeta iIs, SPECIFICATION CLAUSE DRWG# 1240 Date:11.21:00 WWW.AGOLISA.CON1 . q 1 CCS Trench Drain S stern Cp Polymer Products Inc' P O. Box245 Chardon OH 44624 PH: 440=285=70.0:0 FX, 440-285-8517' e-mail: sales' acousa.com The, surfoce drainage system shall be polymer concrete K100S channel system with galvanized. steel o stainless steel K-rails as manufactured: by r APO Polymer Products, Inc_, Chard:o,n, Oh. Channels;shall be manufactured'from pa.lyester'resin polymer concrete with an integrally'-cast-irl galvanized:steel`or stainless:steel edge rail: The system shall:be 4 in6hes'(1.00rhm), nominal inside:width with, 6.6:1 in. (155mm) overallwidth and a built-in lape.'of 0.6 °lo, All channels shall be interlocking with a male/female ioint. Each channel shall have preformed 4 in. ('100mm) round and 6;in. (15Qmm) oval drill -outs on the bottom for vertical connection with underground piping. The: complete drainagesystdm shall be.by-AGO PotymerProducts, Inc. Any.'deviation or -partial system:design and/or improper installation will Void anyand all warranties provided. by ACO Polymer Products; Inc. Channel shall withstand loading to• Load Class:_ *(bll\l TO 580). Gratetype shall beappropriate to meet the. system load class specified and intended application..Grates shall be secured by, means of either,a bottl.ess locking."Quicklok device, or locking bq(t. and. bar. Channel and grate shall be, independently,:certiricd.:to rneet the specified DI N.19580:1oad:class.. Poly.menConcrete ,shall have rr terial;properties of;,compressive strength range between.; 14,a0:a-14,500;psi;.flexuratstrength between 3600 4500 psi, tensile. strength.of 1504 psi.:. The material water absorptionrata.shall.not exceed .0.1 l by weight and shall be resistant to prolonged.salt exposure repetitivefrostcyclesand chemically resistant,W dilute acids and alkalis. The'system shall be installed in accordance with the rrianufacttirer s instructions and recommendations: "Fill in as required- TIR", E F I L 5, RESUB AUG 15 2013 BUILDING DEPARWIENT CITY OF EDMONDS M M 00 MEN V 6J V N o w U ap O) Cn E �W J U Qi o p U () o (0 O z cnoN, O o c9 c1 o c (o ►- z Lj w N I 0- OJ > ¢ co — 0 .v N w _0 � > L L, 1 C, Oj L Q) C O v t o = a- z J O PROJECT NO. 2013-17 DRAWN BY: LCD CHECKED BY: LCD ♦W V O LLJ ® 0 O W W SHEET TITLE DETAILS SHEET NO. C3 OF 3 u z 0 M CD w :r; Ld rn CV O