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9221 OLYMPIC VIEW DR.PDF11111111111111 9221 OLYMPIC VIEW DR STORMWATER REPORT FOR Lambrecht Short Plat (North Lot) A Single Family Residence at 9221 Olympic View Drive City of Edmonds Snohomish County, Washington PLN 20120016 January 2015 Prepared By: John Yuen Lovell-Sauerland & Associates 19217 36th Avenue W. Suite 106 Lynnwood, Washington 98036 W. �oF wok 0 O R�Q35420� �S10NALG '`✓ LSA FILE No: 5316 Section 1: Project Information Project Name: Lambrecht Short Plat Project Site Address: 9221 Olympic view Drive Edmonds, WA 98020 City File Number: PLN20120016 Project Engineer: Lovell-Sauerland & Associates, Inc. 19217 36th Avenue W., Bldg. B - Suite 106 Lynnwood, Washington 98036 Phone: (425) 775-1951 Project Applicant: Scott Schrieber 761 Daley Street Edmonds, WA 98020 Phone: 425-673-0163 Parcel Number: 27031300101200 Parcel Map: NE Quarter of Section 13, T. 27N, R. 3E, W.M. Zoning: RS-12 Project Total Area: 28,046 square feet (0.644 Acres) Number of Lots: Two (2) - single family residences Soils Data: Alderwood gravelly sandy loam, 15-25 percent slopes. Hydrologic Soil Group: B City Drainage Watershed: Direct Discharge Basin — Puget Sound Piped Site Classification., Category 2 Small Site Lovell-Sauerland and Associates Drainage Report LSA No. 5316 LMR Lambrecht Short Plat North Lot January, 2015 r Puget Sound iect Site • ._-___. RmicQ it m Id, Lincoln try4y t �lokyl a t48th St SW Sh { +� j� Y 0i m� a 525 148th St SW �y Meadow.k - Bca_NiIP af 4lartya t¢+r s2s 4 `V /// Me db U Meadowdele te4m StSW ,f is4m StS Plsynields r" a I th St SW 13.^74rc goy S 3 / - -- --" liBth St SN :E � • r Soudtwest �\4Rd P\ ��ert •.'g - - Wth&SW ytwsj 534 Pugetd Breekelt's Calm. i The Bowl of v Edmonds Edmonds s`— m M4:4 st o s-- °fin 580D w4y t 4a1t s Puce Park ` b Neipbomood 756th Sl SW m Pile Ridge Lynnwood Pak hktttieoal F Goe Cane 212m St SW seam St SW x i \ tSeth stsW s24 Lynnwood f-..isemSt sw sz4 204th St SW 208th St %V 2i2lh St SW � CqsdP k m m' S VICINITY MAP V Lovell-Sauertand and Associates Lambrecht Short Plat Drainage Report North Lot LSA No. 5316 LMR January, 2015 NE 13 27 3 SE-12-27-3 A d SE-13.27.3 SITE PARCEL MAP Lovell-Sauerland and Associates Lambrecht Short Plat Drainage Report North Lot LSA No. 5316 LWFI January, 2015 � o _ c _ 'r� 1Il ■ �jLL F (cu D 1� Qlymbc,rcl r t' � �5917U 14RP1�1r �jr(VjCPE: 200 ft ,Sotm Rfn.�ir: R a l oa m' al ; USA United States Department of Agriculture o '1 NRCS Natural Resources Conservation Service A product of the National Cooperative Soil Survey, a joint effort of the United States Department of Agriculture and other Federal agencies, State agencies including the Agricultural Experiment Stations, and local participants Custom Soil Resource Report for Snohomish County Area, Washington 9221 Olympic View Drive, Edmonds, WA March 18, 2013 Preface Soil surveys contain information that affects land use planning in survey areas. They highlight soil limitations that affect various land uses and provide information about the properties of the soils in the survey areas. Soil surveys are designed for many different users, including farmers, ranchers, foresters, agronomists, urban planners, community officials, engineers, developers, builders, and home buyers. Also, conservationists, teachers, students, and specialists in recreation, waste disposal, and pollution control can use the surveys to help them understand, protect, or enhance the environment. ' Various land use regulations of Federal, State, and local governments may impose special restrictions on land use or land treatment. Soil surveys identify soil properties that are used in making various land use or land treatment decisions. The information is intended to help the land users identify and reduce the effects of soil limitations on various land uses. The landowner or user is responsible for identifying and complying with existing laws and regulations. Although soil survey information can be used for general farm, local, and wider area planning, onsite investigation is needed to supplement this information in some cases. Examples include soil quality assessments (http://soils.usda.gov/sgin and certain conservation and engineering applications. For more detailed information, contact your local USDA Service Center (http://offices.sc.egov.usda.gov/locator/app? agency=nres) or your NRCS State Soil Scientist (http://soils.usda.gov/contact/ state_officesn. Great differences in soil properties can occur within short distances. Some soils are seasonally wet or subject to flooding. Some are too unstable to be used as a foundation for buildings or roads. Clayey or wet soils are poorly suited to use as septic tank absorption fields. A high water table makes a soil poorly suited to basements or underground installations. The National Cooperative Soil Survey is a joint effort of the United States Department ' of Agriculture and other Federal agencies, State agencies including the Agricultural Experiment Stations, and local agencies. The Natural Resources Conservation Service (NRCS) has leadership for the Federal part of the National Cooperative Soil Survey. Information about soils is updated periodically. Updated information is available through the NRCS Soil Data Mart Web site or the NRCS Web Soil Survey. The Soil Data Mart is the data storage site for the official soil survey information. The U.S. Department of Agriculture (USDA) prohibits discrimination in all its programs and activities on the basis of race, color, national origin, age, disability, and where applicable, sex, marital status, familial status, parental status, religion, sexual orientation, genetic information, political beliefs, reprisal, or because all or a part of an individual's income is derived from any public assistance program. (Not all prohibited bases apply to all programs.) Persons with disabilities who require alternative means for communication of program information (Braille, large print, audiotape, etc.) should ' contact USDA's TARGET Center at (202) 720-2600 (voice and TDD). To file a complaint of discrimination, write to USDA, Director, Office of Civil Rights, 1400 Independence Avenue, S.W., Washington, D.C. 20250-9410 or call (800) 795-3272 (voice) or (202) 720-6382 (TDD). USDA is an equal opportunity provider and ' employer. 3 Contents Preface....................................................................................................................2 SoilMap..................................................................................................................5 SoilMap................................................................................................................6 Legend..................................................................................................................7 MapUnit Legend..................................................................................................8 ' Map Unit Descriptions..........................................................................................8 Snohomish County Area, Washington............................................................10 3—Alderwood gravelly sandy loam, 15 to 25 percent slopes......................10 Soil Map The soil map section includes the soil map for the defined area of interest, a list of soil map units on the map and extent of each map unit, and cartographic symbols displayed on the map. Also presented are various metadata about data used to produce the map, and a description of each soil map unit. A Custom Soil Resource Report 1 1 1 1 1 1 1 Soil Map IV t 548150 548220 548290 T i � r _ Map Scale: 1:3,000 N printed on A size (8.5" x 11") sheet. N Meters ' 0 25 50 100 150 /L\v Feet 0 100 200 400 600 47° 50' 19' 47° 49 56' t / 2 k / � U) E k 0 D 2 W O W -i CL « � CL � E ca e e )0 £2) td M co Q m 0 a) # ) a a)2 -- f© ) / 8 a ` g 2 K 2 (/2 U3 X k -® 2 2 f - § { \k CL cc @b< �]2 / o f\§t f# ° D G= o£<= ) 04 E tee£. 0 {$ ® c 4)#°k (D £ $2 k§ / In2» \ \)\ }//D \\ U3 § z0E @� ono f e WM M 22 M § &k22 o-0»J §k #/>, ��\ §\ /m cc kM �K §( u-2 CL a) j/ /k) §§ 0 00 a = � / eE 7E EE m«o $f // R 68$2 CL \ _ L CL ] § $ c© 3 | 2! f J CL` ` • . � f J k\ d A k o §] )ƒ f g}) LL ; 2 8 - �CL J ( \ ) e \ C:�� § ) ■ 7 § #CL ■ 2 b _ • L ; § M | $ , E k W - C k 0 E ) ! § . ® # U \ e / ; CL , 3° £ § | / - % # % ) \ \ �} � 32 M O k \ k \ ] £ 3 § ƒ ) § U) k \ k k U \ $IL } Eli a N x_>+ 2$© 4 k m .0 Custom Soil Resource Report Map Unit Legend Snohomish County Area, Washington (WA661) Map Unit Symbol Map Unit Name Acres In AOI Percent of AOI 3 Alderwood gravelly sandy loam, 15 to 25 percent slopes 0.8 100.0% Totals for Area of Interest 0.8 100.0% Map Unit Descriptions The map units delineated on the detailed soil maps in a soil survey represent the soils or miscellaneous areas in the survey area. The map unit descriptions, along with the maps, can be used to determine the composition and properties of a unit. A map unit delineation on a soil map represents an area dominated by one or more major kinds of soil or miscellaneous areas. A map unit is identified and named according to the taxonomic classification of the dominant soils. Within a taxonomic class there are precisely defined limits for the properties of the soils. On the landscape, however, the soils are natural phenomena, and they have the characteristic variability of all natural phenomena. Thus, the range of some observed properties may extend beyond the limits defined for a taxonomic class. Areas of soils of a single taxonomic class rarely, if ever, can be mapped without including areas of other taxonomic classes. Consequently, every map unit is made up of the soils or miscellaneous areas for which it is named and some minor components that belong to taxonomic classes other than those of the major soils. Most minor soils have properties similar to those of the dominant soil or soils in the map unit, and thus they do not affect use and management. These are called noncontrasting, or similar, components. They may or may not be mentioned in a particular map unit description. Other minor components, however, have properties and behavioral characteristics divergent enough to affect use or to require different management. These are called contrasting, or dissimilar, components. They generally are in small areas and could not be mapped separately because of the scale used. Some small areas of strongly contrasting soils or miscellaneous areas are identified by a special symbol on the maps. If included in the database for a given area, the contrasting minor components are identified in the map unit descriptions along with some characteristics'of each. A few areas of minor components may not have been observed, and consequently they are not mentioned in the descriptions, especially where the pattern was so complex that it was impractical to make enough observations to identify all the soils and miscellaneous areas on the landscape. The presence of minor components in a map unit in no way diminishes the usefulness or accuracy of the data. The objective of mapping is not to delineate pure taxonomic classes but rather to separate the landscape into landforms or landform segments that have similar use and management requirements. The delineation of such segments on the map provides sufficient information for the development of resource plans. If ' intensive use of small areas is planned, however, onsite investigation is needed to define and locate the soils and miscellaneous areas. Custom Soil Resource Report An identifying symbol precedes the map unit name in the map unit descriptions. Each description includes general facts about the unit and gives important soil properties and qualities. Soils that have profiles that are almost alike make up a soil series. Except for differences in texture of the surface layer, all the soils of a series have major horizons that are similar in composition, thickness, and arrangement. Soils of one series can differ in texture of the surface layer, slope, stoniness, salinity, degree of erosion, and other characteristics that affect their use. On the basis of such differences, a soil series is divided into soil phases. Most of the areas shown on the detailed soil maps are phases of soil series. The name of a soil phase commonly indicates a feature that affects use or management. For example, Alpha silt loam, 0 to 2 percent slopes, is a phase of the Alpha series. Some map units are made up of two or more major soils or miscellaneous areas. These map units are complexes, associations, or undifferentiated groups. A complex consists of two or more soils or miscellaneous areas in such an intricate pattern or in such small areas that they cannot be shown separately on the maps. The pattern and proportion of the soils or miscellaneous areas are somewhat similar in all areas. Alpha -Beta complex, 0 to 6 percent slopes, is an example. An association is made up of two or more geographically associated soils or miscellaneous areas that are shown as one unit on the maps. Because of present or anticipated uses of the map units in the survey area, it was not considered practical or necessary to map the soils or miscellaneous areas separately. The pattern and relative proportion of the soils or miscellaneous areas are somewhat similar. Alpha - Beta association, 0 to 2 percent slopes, is an example. An undifferentiated group is made up of two or more soils or miscellaneous areas that could be mapped individually but are mapped as one unit because similar interpretations can be made for use and management. The pattern and proportion of the soils or miscellaneous areas in a mapped area are not uniform. An area can be made up of only one of the major soils or miscellaneous areas, or it can be made up of all of them. Alpha and Beta soils, 0 to 2 percent slopes, is an example. Some surveys include miscellaneous areas. Such areas have little or no soil material and support little or no vegetation. Rock outcrop is an example. 9 Custom Soil Resource Report Snohomish County Area, Washington 3—Alderwood gravelly sandy loam, 15 to 25 percent slopes Map Unit Setting Elevation: 50 to 800 feet Mean annual precipitation: 25 to 60 inches Mean annual air temperature: 48 to 52 degrees F Frost -free period. 180 to 220 days Map Unit Composition Alderwood and similar soils: 95 percent Minor components: 5 percent Description of Alderwood Setting Landform: Till plains Parent material: Basal till Properties and qualities Slope: 15 to 25 percent Depth to restrictive feature: 20 to 40 inches to densic material Drainage class: Moderately well drained Capacity of the most limiting layer to transmit water (Ksat): Very low to moderately low (0.00 to 0.06 in/hr) Depth to water table: About 18 to 36 inches Frequency of flooding: None Frequency of ponding: None Available water capacity: Low (about 3.0 inches) Interpretive groups Farmland classification: Farmland of statewide importance Land capability (nonirrigated): 4e Hydrologic Soil Group: B Typical profile 0 to 7 inches: Gravelly ashy sandy loam 7 to 35 inches: Very gravelly ashy sandy loam 35 to 60 inches: Gravelly sandy loam Minor Components Norma Percent of map unit. 5 percent Landform: Drainageways 10 t Z a o'o �---` _-_-_III 6 }aff- oTQr(--,fyaj� .'\r'�_i I J3j1i_—aL"`y `l��t;' %'��r' i�l'U+Cp"—�l' {q 'IIi1It-Y "V -.CO I•\•/�f'�(��OGUN, �y31{ i,�V��.{l`�;i-�'t r<_}j{k" d,?p-C�Q�I'~�- ' ' �ii'1jIII-'r.--f-It-f- _ �0Q41-'f.- 0-_!1�! �1l�'.1U .Gt4r.0l2'71-- ��Y-m1 r �`�}"TkI` �(1`IlII �-LY�f=a`NiiY-,53- s1Ga"'1_ � .)1-tr7�1 �i-� .i% '1 ��-{d'r .�...ma��=7'�! rxa_'z?_/„°•��-•:'+.ft3 ,. �' � M+„% rl� ,te`.-�'1rr� `i+��.{.>r''r .rr�:' : . -r__1-«"rrtit+�u -_'s�♦1-...�_. �Fi-F".y"..l .1rr:o.--al��—. 1— I a _x ijI:ir�iI j to C nax4_-.6 -ya�.,+ce\CQ4�-t4i,_`4J 19 y_4189=�n an I 1-- --`M_—'--:annJ_y Nc iS! 4w�-rw W ,'-j '—}a- nt�t.-1 —r rtm34" i) ir b—' ItL 'an 39E i!ILI ItA 1 418 N AnQ N NN 7 1 M "t (AMId41 ny 31dwAtp „tit o � LL I ., r t r�I_on r_ " -� 1=_ _, .(+_" —.y R;l_• -_, t 9 J1 tn H -QO mOO W L. yO -- no w 33iJ uj 4t3 aM c S anypji a °°v =oo " i on ba ( d 3 & -0-0 c M LL d) 3 3 L t a d N N N N7 U Ja -1 ID 0 LLJ 0 W !I I voNI I bD o O y (tuto 'wecu C C = Y O CO O O ric° _0 "0 0 m 9 108ji m k--- II1 -.� I- I�I'II I 1I I IrIiI' 3I- I i� 0 Section 2: Existing Site Conditions The existing parcel consists of about 28,046 square feet (0.644 acres) of land, and has been subdivided into two lots stacked in a south -north orientation. A new single-family residence and a detached garage have been constructed on the south lot, access to the new house is provided with a new paved driveway approach near the southwest corner of the south lot. A section of concrete retaining wall has been installed on the east side of the south lot (from the north end of the detached garage to the north property line). Two sections of concrete block walls have been installed along the west property line of the parcel. The north lot is currently occupied by a single family residence, which is accessed via a temporary driveway near the southwest corner of the north lot. Thick brush covers the ground along the northeast and east boundary areas, mature, very large and tall, evergreen and deciduous trees were found along the east boundary area. The site is saturated on the mid -slope of a westerly to northwesterly declining, moderate to steep hillside overlooking Browns Bay of Puget Sound. It is bounded by Kairez Drive (a private road) to the east, a joint -use paved driveway to the west, and adjoined by single-family residences to the north and south. Gabion retaining walls and rockeries were found along the east property line. The terrain within the north lot generally slopes down westerly at about 18 to 33 percent grade from off the site (along the east boundary area). In the north end area of the existing house, the ground descends northward at about 15 to 29 percent graded, to the flat graded area with an infiltration P g trench installed adjacent to the northwest corner of the lot. Lovell-Sauerfand and Associates Lambrecht Short Plat Drainage Report North Lot LSA No. 5316 L.MOR January, 2015 0 in W I eO _ Z y� a I 3 n '' j 1 OVOY31VAWd Men Z31ft yr' •�i , h s _ � d ° r < a � • /LcLSYR1AM WILY Lovell-Sauertand and Associates Drainage Report LSA No. 5316 Pro CD LLJ • JE , 'i•�a•w3• 0.7 ' �A �� r°� u L Lambrecht Short Plat North Lot January, 2015 Section 3: Developed Site Conditions The applicant proposes to construct a new single-family residence on the north lot, primary access to the new house will be provided with a new paved driveway near the southwest corner of the site, and a secondary driveway will be installed near the northwest corner of the site. Infrastructure improvements include frontage and road improvements, stormwater conveyance and infiltration system, and typical utilities -water, sewer, gas, electric, and communications. Based on the recommendations in the Geotechnical Report, infiltration trenches will be installed for disposing stormwater onsite. Three infiltration trenches will be installed for this development - two underneath the new primary paved driveway, and one along the western property line. The infiltration trench "A" underneath the driveway is designed to collected runoff from impervious areas such as roofs (south portion), and front porch/stairway. The infiltration trench "B" underneath the driveway is designed to collected runoff from the primary driveway. The infiltration trench "C" along the western property line is designed to collected runoff from impervious area such as roofs (north portion), patio, secondary driveway and the frontage road improvements which are included in this development. The existing structures and all vegetation on the north lot will be removed during grading activities in the development area. Lovell-Sauerland and Associates Lambrecht Short Plat Drainage Report North Lot LSA No. 5316 LMR January, 2015 Section 4: Project Stormwater Requirements Purpose: The Applicant is seeking City permits to demolish the existing structures, and construct a new single-family home on the north lot. City stormwater requirements (City of Edmonds Development Information - Handout #E72): 1. Based on Figure -A (enclosed), the site is subject to Stormwater Management requirements of ECDC Chapter 18.30. 2. Based on Figure-B (enclosed), the site is classified as "Category 2 Small Site Project", and is subject to the specific requirements in the City Stormwater Supplement, Chapter 5. 3. Based on Figure-C (enclosed), the site is within Direct Discharge Basin. 4. Based on Figure-D (enclosed), the proposed impervious area is NOT considered REPLACED area. 5. Based on Figure-E (enclosed), only those areas proposed with the project that are to be converted from pervious surfaces to impervious surfaces will be regulated as New Impervious Surface. 6. Per the City Stormwater Supplement, Chapter 5 - Small Site Requirements, All Small Site Minimum Requirements (SSMRs) are to be met. Lovell-Sauerland and Associates ' Drainage Report LSA No. 5316 LSF9 Lambrecht Short Plat North Lot January, 2015 Compliance with Small Site Minimum Requirements (SSMRs): SSMR #1— Preparation of Stormwater Site Plans A Site Development Plan (Sheet C2) with stormwater systems has been prepared and a reduced copy of the plan is included at the end of this Section. SSMR #2 — Construction Stormwater Pollution Prevention Plan (SWPPP) Applicable erosion and sediment control measures are shown in Sheet C3 and a reduced copy of the plan is included at the end of this Section. The total site disturbance area of the project is less than one acre, thus a formal Notice of Intent application for NPDES coverage will not be made to the Department of Ecology. SSMR #3 — Source Control of Pollution Not applicable. Source control of pollutants is not required for single family residential sites. SSMR #4 — Preservation of Natural Drainage Systems and Outfalls The natural drainage systems and outfalls have been maintained by infiltrating water at locations that follow the existing topography. With the proposed infiltration trenches, the stormwater runoff will be collected, dispersed, and fully infiltrated onsite, therefore, SSMR #6 and #7 will not need to be met. The proposed development will maintain the stormwater flow discharges to the Puget Sound. SSMR #5 — On -site Stormwater Management All disturbed areas not covered by impervious surface shall be subject to BMP T5.13 — Post -construction Soils Quality and Depth per City of Edmonds Handout #E72 C (see Appendix C. SSMR #6 — Runoff Treatment Not applicable. SSMR #5 is met. SSMR #7 — Flow Control Not applicable. SSMR #5 is met. Lovell-Sauerland and Associates Lambrecht Short Plat Drainage Report North Lot LSA No. 5316 L SR January, 2015 SSMR #8 — Wetland Protection Not applicable. Wetland protection is not required since there are no on -site or adjacent off - site wetlands. SSMR #9 — Operation and Maintenance. Operation and Maintenance of the BMPs has been included in this report's Appendix. SSMR #10 — Offsite Analysis and Mitigation Refer to Section 5 of this Report. SSMR #11— Financial Liability For single family residential sites, applies only to stormwater systems constructed in or adjacent to Critical Areas or Critical Area buffers. The Applicant will provide any City required documentation to meet this requirement. Lovell-Sauerland and Associates Drainage Report LSA No. 5316 Lambrecht Short Plat North Lot January, 2015 SURFACING LEGEND ® OOSTWG ASPHALT \ NEW ASPHALT / EXISTING CONCRETE � • NEW CONCRETE E%. 16 EEME. SEE EOF EET 1. DETAILS ,,``y,y```��••' I" WATER SERVICE PER CO E SM W/SEP) TEE • & Ft E MESH SCREEN/ `V," Etf � > /� •1 Ail N 6.39'00' E • MAIN FF-172MI0 BS T-157.5 \ uxe • as, SECTION 13, T.27N., R.3E., W.M. I I•I I O CB �4, TYPE u ti 1\1G I PRETREATMENT CB W/SEPARATOR TEE ' A FINE MESH SCREEN ' TOP 153.Ot , 48.80 (NW) INV7. 148.70 ie0:f (S I atVAWs1m ® ' ®Lo a an x�rsoA AWED I N Tors xort p SCALE 1'=20' 10 0 30 ' sosPEA[w\Ra \ I / O Of ir s Q 0- �9vHEW [ is W f CB /#l. , P ENT / 11 LANj U T-- VY/ FINE ME 1 OfINV- o� Pve o MARK KUR d WXAY� ' aM4i.Wr / 1 1 %' IeU�I I to I 1 2.10E SURFACE /- I w Sr N N aEEx FLOW ARROW 1 T iu. Ii' aaaEe. Y�Tyowo.mGI.w Ex. CB,rroE N..e- � 1 1I I, d," I nwnmr xonwJAP, UNREC D RDED PLAT D F I E sENEN, r xo nnn 1-. MAPLE MANO R SITE CLASSIFICATION WORKSHEET 1. PERMEABLE PAVEMENT PROPOSED - 0.0 S.F. 2. IMPERVIOUS AREA (SEE TABLE ON THIS SHEET) 3. TOTAL AREA OF LAND DISTURBING ACTIVITY - II,5D04 SF 4. EARTHWORK QUANTITY: EXCAVATION - 9005 CY FILL - 2002 CY THE QUANTITIES OF EXCAVATION AND FILL ARE APPROXIMATE ONLY AND SHALL NOT BE USED FOR CONTRACTUAL PURPOSES 5. PROJECT WILL NOT CONVERT 3/4 AC OR MORE OF NATIVE VEGETATION TO LAWN OR LANDSCAPE AREA 6. WATERSHED - DIRECT DISCHARGE - PUGET SOUND PIPED BASIN PROJECT CLASSIFICATION: SMALL SITE - CATEGORY 2 YrM i1 i V�vi [n 128 F.(MIN.) Ax,u INFILTRATION TRENCH A' TOP OF ROCK-161.64 BOTTOM OF ROCK-158.1♦ �MMlLF.164=1 a !' v� iti ti ec LINE TYPE AREA (SQUARE FEET) 1. NW -REGULATED 0 z REPLACED EXEMPT 0 REGULATED 0 J. NEW (POST 1977) 1 10.795 4. TOTAL REGULATED MPERMOUS AREA 10.795 S. TOTAL AREA MITIGATED BY EXISTING STORMWATER MANAGEMENT SYSTEM(S) 0 6. REGULATED AREA NOT YET MITIGATED - 10.795 7. AREA PROPOSED TO BE MITIGATED BY LOW IMPACT DEVELOPMENT TEOMIGUES - 10,79s & AREA PROPOSE TO BE MITIGATED THROUGH CONVENTIONAL SWAN TEOON10UES - 0 170 ISO 50 0.00 o0 PRIMARY DRIVEWAY QIEnR � noo Mart lan,mi w®.n,x ,wmo r e v nw¢ m.iro.ozr--runs rsc avvn mi O m�HA rMyor- - a-- Q P mO v. aTv. vn vLL -we xmma a r K1a R,Cp M vn. "II IM SFRAM. - (Eve NNIE DEWLO nm SEWEt S1Ue - E LOUhv'W 6150E PR9PERM1 U., [ SiAHaD. Awl P+A AT "W K SE Sfiq SI10 A,D an 1v = 1v Ex9xE J FEET EX1FRp5 AmK OMeE PANT lm le Wv6 r7 W J Hal MW UT. T SIFNOt M MA®1 6 E fEET fRaM 4eN10 EI£NwRal lv M SFW SIT® OH,ERi. a eAIM¢ Na: N E ONWME XRAFRD ARaIM PP[ NN L4 STAIS Ai at ABOVL iReCv CwSIDfaH IIXiaNG Ua JRmAe Hal �lEAsr Wino a1J 1& r WrE Axo As !TIED ,g es LA -AL 6 a-MN.mio Jai ANAL I = w A°Rna MNS W AT -1 ow RMc ,� as Al MOTEasj SEYaR YA11 r = �IDGAIIaI wAmmiT or�iEE�v�H�NLE�aTv ' TIEPIN OFSLNR MAW ASS A ATeA"'. EMI aE SNNL E USED MID SLQIISD PER 1FW51MSrtMC11alS TYPICAL SEWER LATERAL PM STA - 0+83.98 PM O.EV - 164.74 A.D. - -11.50 K - 1.74 I GENERAL NOTES 1. ALL TY OF EDMONDMATERIALS TO THE p TANDARD PLANS AND DETAILS THE FOLLLO MALL CONFORM ONS AND CODES. AND ALL OTHER APPLICABLE LOCAL MUNICIPAL, STATE, AND FEDERAL CODES RULES AND REGULATIONS Lovell -Sauerland - CURRENT INTERNATIONAL BUILDING CODE (IBC) - 2010 W'SDOT/APWA STANDARD SPECIFICATIONS FOR ROAD, BRIDGE AND MUNICIPAL & Associates, Inc. CONSTRUCTION - WASHINGTON STATE DEPARTMENT OF ECOLOGY STORMWATER MANAGEMENT MANUAL FOR Engineers/Surveyors/Planners THE PUGET SOUND BASIN (CURRENT EDITION) Development Consultants 2. STANDARD PLAN AND TYPE1NUMBERS INDICATED ON THESE DRAWINGS REFER TO CITY OF 19217 361.h Avenue W. EDMONDS STANDARD DETAILS. UNLESS NOTED OTHERWISE }, COPY OF THESE APPROVED PLANS MUST BE ON THE J089TE WHEREVER CONSTRUCTION Suite 106 I 6 IN PROGRESS. i Lynnwood, WA 98038 4. DEVIATIONS FROM THESE PLANS MUST BE APPROVED BY THE ENGINEER OF RECORD AND phone: (425)775-1591 THE LOCAL GOVERNING AUTNTY. I ORI S.CONTRACTOR SHALL RECORD ALL APPROVED DEVIATIONS FROM THESE PLANS ON A SET OF 'AS a -mail: infoOlsaengineering,cam -BUILT DRAWINGS AND SHALL SUMMARIZE ALL AS -BUILT CONDITIONS ON ONE SET OF REPRODUCIBLE DRANNGS FOR SUBMITTAL TO THE OWNER PRIOR PROJECT COMPLETION AND Web: Isaengineering.com ACCEPTANCE A SET OF AS -'BUILT DRAWINGS SHALL BE SUBMITTED TO THE CITY OF EDMONDS PRIOR TO FINAL i ROVAL OF THE BUILDING OCCUPANCY/FPIAL PROJECT APPROVAL 6. ELEVATIONS SHOWN ARE IN (FEET. SEE SURVEY FOR BENCHMARK INFORMATION. ]. THE LOCATIONS OF EXISTING UTILITIES MID SITE FEATURES SHOWN HEREON HAVE BEEN ax• FURNISHED BY OTHERS BY FIELD SURVEY OR OBTAINED FROM AVAILABLE RECORDS ANTI �1• SHOULD THEREFORE BE CONSIDERED APPROXIMATE ONLY AND NOT NECESSARILY COMPLETE OL �G IT IS THE SOLE RESPONSIBIUTY OF THE CONTRACTOR TO INDEPENDENTLY VERIFY THE ACCURACY OF ALL UTILITY LOCATIONS SHOWN AND TO FURTHER DISCOVER AND PROTECT ANY OTHER UTILITIES NOT SHOWN HEREON MICH MAY BE AFFECTED BY THE IMPLEMENTATION OF THIS PLAN. CONTRACTOR SHALL VERIFY LOCATION, DEPTH, SIZE. TYPE AND CONDITION OF EXISTING UTILITY UNES AT CONNECTION OR CROSSING POINTS BEFORE 3 TRENCHING FOR NEW UnUYES ENGINEER ASSUMES NO RESPON9BIUTY FOR THE `�ROg(A6 COMPLETENESS OR ACCURACY OF THE EXISTING UYUTIES AND SITE FEATURES PRESENTED ON ESE DRANNGS. ENGINEER SHALL BE NOTIFIED IMMEDIATELY OF CONFUCTS THAT 8. CONTRACTOR SHALL LOCATE AND PROTECT ALL DURING CONSTRUCTION AND V5h5 SHALL CONTACT THE UNDERGROUND UTILITIES LOCATION SERVICE (1-800-424-5555) AT LEAST 18 HOURS PRIOR TO CONSTRUCTION. 9. CONTRACTOR SHALL VERIFY KAN ALL ALL NO0N5 AND DMENSONSREPRESENTATIVE AT THE PROJECT 91E DISCREPANCIES STARTING WORN AND STALL NOTIFY OWNER'S REPRESENTATIVE OF ANY DISCREPANCIES 1 10. PIPE LENGTHS WHERE SHOWN ARE APPROXIMATE AND MAY CHANGE DUE TO FIELD CONDITIONS ,I 11. CONTRACTOR SHALL OBTAIN A COPY OF THE GEOTECHNICAL REPORT (WHERE APPLICABLE) AND SHALL THOROUGHLY FAMILIARIZE HIMSELF WITH THE CONTENTS THEREOF. ALL SITE WORK SHALL BE PERFORMED IN STRICT COMPUANCE NTH THE RECOMMENDATIONS OF THIS REPORT. 12 STRUCTURAL FILL MATERIAL AND PLACEMENT SHALL CONFORM TO THE RECOMMENDATIONS OF THE PROJECT GEOTEC HNICAL REPORT. 13, MANHOLES, CATCH BASNS IUTIUTIES AND PAVEMENT SHALL BEAR ON MEDIUM DENSE TO VERY DENSE NATIVE SOIL OR COMPACTED STRUCTURAL FILL IF SOIL IS DISTURBED, SOFT, LOOSE. WET OR IF ORGANIC MATERIAL IS PRESENT AT SUBGRADE ELEVATION, REMOVE AND REPLACE NTH COMPACTED STRUCTURAL FILL PER GEOTECHNICAL REPORT. 14. SEE SURVEY AND MCMIECTURAL DRANNGS FOR DIMENSIONS AND LOCATIONS OF BUILDINGS, LANDSCAPED AREAS AND OTHER PROPOSED OR EXISTING SITE FEATURES 15. SEE MC HITECTURAL DRAWINGS FOR PERIMETER FOUNDATION DRAINS FOUNDATION DRAINS SHALL BE INDEPENDENT OF OTHER SITE DRMN UNES AND SHALL BE TIGITUNED TO THE STORM DRAW SYSTEM WERE INDICATED ON THE PLANS 16. ALL REWIRED STORMWATER FACIUMES MUST BE CONSTRUCTED AND IN OPERATION PRIOR TO INSTALLATION OF MY PA ENT UNLESS ONERWSE APPROVED BY THE ENGINEER I 17. ALL ROOF DRAINS PERIMETER FOUNDATION DRAINS CATCH BASNS AND OTHER EXTERNAL o DRAINS ALL BE CONNECTED TO THE STORM DRAINAGE SYSTEM. UNLESS NOTED OTHERWISE. I 'EL CONTRACTOR SHALL OBTAIN AND PAY FOR ALL PERMITS REWIRED FOR INSTALLATION OF ALL SITE IMPROVEMENTS INDICATED ON THESE DRA-GS 19. AS A MINIMUM REQUIREMENT, ALL DISTURBED AREAS ON AND OFF SITE SHALL BE RETURNED TO THE EQUIVALENT OF THEIR PRECWSTRUCTION CONDITION IN ACCORDANCE WN APPROPRIATE REQUIREMENTS AND STANDARDS 20. ALL DISTURBED SOIL AREASI SHALL BE SEEDED OR STABILIZED BY OTHER ACCEPTABLE O j METHODS FOR THE PREVENTION OF ON -SITE EROSION AFTER THE COMPLETION OF CONSTRUCTION. SEE EROSION CONTROL PLANS FOR SPECIFIC GRADING AND EROSION 1 CONTROL REQUIREMENTS I J 21. THE CONTRACTOR SHALL KEEP OFF -SITE STREETS CLEM AT ALL TIMES BY SWEEPING. W WASHING OF THESE STREETS WILL NOT BE ALLOWED WITHOUT PRIOR APPROVAL 22. THIS PROJECT IS NOT A BALANCED EARTHWORK MOECT. BOTH EXPORT AND IMPORT OF ` Qi SOIL AND ROCK MATERIALSIARE REWIRED. ^ z 23. MOPE OF FINISHED GRADE SHALL BE CONSTANT BETWEEN FINISHED CONTOURS OR SPOT ELEVATIONS SHOWN. ,I O 0 24. FINISHED GRADE SHALL SOPE AWAY FROM BUILDING WALLS AT MINIMUM 5i SLOPE FOR A z � N z MINIMUM DISTANCE OF 10 FEET. 25. CONTRACTOR SHALL BE RESPONSIBLE FOR AND SHALL INSTALL AND MAINTAIN SHORING AND BRACING AS NECESSARY TO PROTECT WORKERS EXISTING BUILDINGS STREETS, J WALKWAYS, UTIUTIES AND OTHER EXISTING AND PROPOSED IMPROVEMENTS AND 0N EXCAVATIONS AGAINST LOSS OF GROUND OR CAVING EMBANKMENTS. CONTRACTOR SHALL ALSO BE RESPONSIBLE FORT REMOVAL OF SHORING AND BRACING. AS REWIRED. I'ri p Q 26. CONTRACTOR SHALL OBTAIN APPROVAL FROM THE CITY AND FOLLOW CITY PROCEDURES FOR ALL WATER SERVICE INTERRUPTIONS HYDRANT SHUTOFFS STREET CLOSURES OR Z O DINER ACCESS RESTRICTIONS CONTRACTOR SHALL NOT RELOCATE OR ELIMINATE ANY c HYDRANTS WITHOUT FIRST OBTAINING WRITTEN APPROVAL FROM THE FIRE MARSHAL I.1J L 27. COORDINATE AND MRANGEI FOR ALL UTILITY CONNECTIONS O UTILITY RELOCATIONS AND/OR QL 0 M I- SERM INTERRUPTIONS NOR THE AFFECTED OWNERS AND APPROPRIATE UTILITY COMPANIES CONNECTIONS TO EXISTING UTILITIES SHALL BE MADE ONLY NTH ADVANCE O O z WRITTEN APPROVAL OF THE AUTHORITIES GOVERNING SAID UTILITIES. J LA- C) LL 25. EXISTING UTILITY LINES IN SERVICE WHICH ARE DAMAGED DIIE TO CONSTRUCTION WORK LIJ (n O O SHALL BE REPAIRED AT CONTRACTOR'S EXPENSE AND INSPECTED AND ACCEPTED BY CITY % O } U OF EDMONDS AND OWNER'S' REPRESENTATIVE PRIOR TO BACKFIWNG. (LLJ 2.9. NEW UTILITY LOCATIONS ARE GENERALLY SHOWN BY DIMENSION, WHERE NO DIMENSIONS 0 O ~_ I ARE INDICATE°, LOCATIONS BE SCALED FROM DRANNGS FIELD ADJUSTMENTS SHALL LJ..I \� O (n BE APPROVED BY OWNER'S REPRESENTATIVE AND CITY. cC 30. WHERE NEW PIPE CLEARS AN DUSTING OR NEW UMTY BY 5' OR LESS. PLACE ~ L POLYETHYLENE PLASTIC FOAM AS A CUSHION BETWEEN THE UTILITIES N l O 31. SEE MECH 9CALL DR WINGS (WHERE APPLICABLE) FOR CONTINUATION OF SITE UTIUTIESWITHIN = W 32 SEE ELECTRICAL DRAWN GS (NITRE APPLICABLE) FOR EXTERIOR ELECTRICAL WORK. z 3J. SEE LANDSCAPE DRANNGSI(NERE APPLICABLE) FOR SITE IRRIGATION SYSTEM. UTILITY NOTES 1. ALL UTILITIES SHALL BE UND GROUND. LJa- 2. REQUIRED SEPARATION OF UTILITIES SHALL BE MET PER CITY OF EDMONDS AND INDUSTRY ..I STANDARDS I Z 3. IN ORDER TO REUSE 1 - -.11- -.- LATERAL. THE CONDITION MUST BE VERIFIED BY z CITY OF EDMONDS SEWER DIVISION OPERATIONS CREW. IF CONDITION IS NOT SATISFACTORY, A NEW LATERAL SHALL BEIEXTENDED TO THE MAIN. APPROVED FOR CONSTRUCTION SEMI ( CITY OF EDMONDS AS SHOWN DATE: D�►JTT CIIEDWY SHEET 2 Wa1dp Mrs Elsf- You Ob DATE-14-13 P.B. C 2 1 300-424-5555 BY: RED Ud!Iwgr ud Location CelMx CITY ENGINEERING DIVISION P"PLN20120016 (D,MTlA,ORWA) I LEA RIE NO 5316 OP 5 PARK RES ERV E EX MH :=�Taoe EPREmcx6i,sxT ,E�: a'. x_rvrte �Ev,Wsrnu¢x \ 1 B S 39'30'D0* W , 59.95' \ U N R E C O'�EDEL PLAT •s I MAPLE MN AOR s \\�+, ADDITIONAL \+� ROAD '• \I .• ' EASEMENT It \M14'32'00� MH IIna I N 247U.00.E io.9• .`� / ti Q /,aR ♦ f A.� A EXIS NO COIN xSPxxai ,wCK[HO E _ \\' �� \ �'.d•' 1s.00D. so It ASH \�� NWAS 6'39'00" E—_ ossn EX. C \� / , EX. CB.— N ZT, Ex 1 1 �.N.,IIaa � •:kj 1 xKx G' I `? SECTION 13, T.27N., R.3E., W.M. O�\aG I ti ' SCALE 11'=20' 10 0 30 0 20 xNRx .xa sw1� IN.OaTTopat10 BE REAT�II D) ; , EIT NTu(TO BE ) Of I S I) I I \R:4 8 1 Y Y� �m/A I -/ In • / AIRING P ,p 7 I \'4'� / y / INI .i IIrIy' /< wncortul 1' 1 1 2.10' LX. Ub— Z W w. ,ss.se HM I.c.xET°>E0°41 oxanuo uc SURFACING LEGEND SYMBOL ITEM CODE BMP/ C.O.E. STD. ' ® EXISTING ASPHALT —K—%— FILTER FABRIC FENCE FILTRATION SYSTEMS O C233 E1.1 NEW ASPHALT CLEARING UNITS DUST CONTROL (TO INCLUDE O C140 EXSTING CONCRETE SPRINKLING THE SITE WATER UNTIL SURFACE SURFACE IS WET) ' NEW CONCRETE TEMPORARY SEEDING O C120 STABILIZED CONSTRUCTION ENTRANCE O CIOS EI.2 11 H raVol�ol vr ®V CaML PYrv®u ? CRIWApn r- LAY r � raTOl rAW� nA,[WAL O mrtRnc To NaX Alacs T. .ol rAwrQr ¢ w .M SAW6.a. To vNu. voE x[n, alFfRr m asFv, m,rn r MNiCmAY W — 6 -no, ' r ,D r WIRVrl60N�T POTS (A .Ox,MC,W¢VCLDpI aWLC xMxiAp nm 6HA6 STRAY WWEs To auras: FWFfn DmsroN CIXim. CITY INSP I- RE-11 ON ALL E-- — HEI— !2f•DIE OTHER VV R CAM KGDL `.Cl:TI STANDARD DETAIL RTIRFUZF ERIMTtKMM �� Att PAml6 F•' ,Ux 0�A r-Iz xIW DEED, PlpVipE FILL vIDM O IHXNNESV CMER ARCA CONTRACTOR YMLL -.I- iEIPIpARY CONSMUCTION FNTRNRY DIRD4 THE CONSMX:I N PERT® CITY INSPECTHIN RE0.1NED ON ALL EROSION KEAStRCX RETIRE V/O'+IX U-CJN- �R:/GIX r b m .N I S STANDARD DETAIL DTI®®N61BATd IL11MR X- TREE TO BE REMOVED TREE PROTECTION NOTES WHEN TREE CUTTING OR LAND CLEARING WILL OCCUR PURSUANT TO A BUILDING PERMIT, PROTECTION MEASURES SHOULD APPLY FOR ALL TREES WHICH ARE TO BE RETAINED IN AREAS IMMETLIATELY SUBJECT TO CONSTRUCTION. THE REQUIREMENTS LISTED MAY BE MODIFIED INDIVIDUALLY OR SEVERALLY BY THE CITY IF THE DEVELOPER DEMONSTRATES THEM TO BE INAPPLICABLE TO THE SPECIFIC ON-STE CONDITIONS OF IF THE INTENT OF THE REGULATIONS WILL BE IMPLEMENTED BY ANOTHER MEANS WITH THE SAME RESULT. WHERE THE DRIP LINE OF A TREE OVERLAPS A CONSTRUCTION UNE THE FOLLOWING TREE PROTECTION MEASURES SHALL BE EMPLOYED: 1. THE APPLICANT MAY NOT FILL, EXCAVATE STACK OR STORE ANY EQUIPMENT, OR COMPACT THE EARTH IN ANY WAY WITHIN THE AREA DEFINED BY THE DRIP UNE OF ANY TREE TO BE RETAINED. 2. THE APPUCANT SNAIL ERECT AND MANTAN ROPE BARRIERS ON THE DRIP UNE OR PLACE BALES OF HAY TO PROTECT ROOTS IN ADDITION, ME APPLICANT SHALL PROVIDE SUPERVISION WHENEVER EQUIPMENT OR TRUCKS ARE MOVING NEAR ME TREES 3. IF ME GRADE ADJOINING A RETAINING TREE IS TO BE RASED OR LOWERED. ME APPLICANT SHALL CONSTRUCT A DRY ROCK WALL OR ROCK WELL AROUND ME TREE. ME DIAMETER OF THIS WALL OR WELL MUST 13E EQUAL TO ME TREES DRIP UNE 4. ME APPLICANT MAY NOT INSTALL (ROUND LEVEL IMPERVIOUS SURFACE MATERIAL WITHIN ME AREA DEFINED BY ME DRIP UNE OF ANT TREE TO BE RETAINED. 5. ME GRADE LEVEL AROUND ANY TREE TO BE RETAINED MAY NOT BE LOWERED WHIN ME GREATER OF ME FOLLOWING AREAS (A) THE AREA DEFINED BY THE DRIP LINE OF ME TREE. OR (B) AN AREA AROUND ME TREE EQUAL TO ONE FOOT IN DIAMETER FOR EACH ONE INCH OF TREE CAUPER. 6. ME APPLICANT YAT PRUNE BRANCHES AND ROOTS FERTILIZE AND WATER AS HORTICULTURALLY APPROPRIATE FOR ANY TREES AND (ROUND COVER WHICH ARE TO BE RETAINED. EROSION AND SEDIMENT CONTROL (ESC) NOTES L=^ ESC MINIMUM REQUIREMENT L CONSTRUCTION ACCESS ROUTE CONSTRUCTION VENCUE_- I. ACCESS SHALL BE WHENEVER PRACTICAL, UNITED TO ONE ROUTE ACCESS POINTS SHALL Lovell—Sauerland BE STABILIZED WITH QUARRY SPALLS ENTRANCE PER EDMONDS STANDARD DETAIL jEI.2 TO MINIMIZE THE TRACKING OF SEDIMENT ONTO PUBUC ROADS. IF SEDIMENT IS TRANSPORTED & Associates, Inc. ONTO A ROAD SURFACE, THE ROADS SHALL BE CLEANED THOROUGHLY AT THE END OF EACH DAY. SEDIMENT SHALL BE REMOVED FROM ROADS BY SHOVELING OR SWEEPING AND Engineer/Surveyors/Planners BE TRANSPORTED TO A CONTROLLED SEDIMENT DISPOSAL AREA "WIN 24 HOURS. STREET Development Consultants WASHING SHALL BE ALLOWED ONLY AFTER SEDIMENT IS REMOVED IN THIS MANNER. 19217 36th Avenue W. 2 ESC MINIMUM REQUIREMENT - STABIUZATION OF EXPOSED AREAS: ALL SOILS EXPOSED BY LAND DISTURBING ACTIVITIES SHALL BE STABIUZED BY SUITABLE Suite 106 APPUCATION OF BMPS, INCLUDING BUT NOT UNITED TO. SOD. HYOROSEEDING. OR OTHER VEGETATION, PLASTIC COVERING, OR MULCHING ALL BMPS SHALL BE SELECTED, DESGNED. Lynnwood, WA 9BO36 AND MAINTAINED IN ACCORDANCE WITH THE MANUAL THE EXPOSED SOILS SHALL M STABILIZED ACCORDING TO AN APPROVED TIMETABLE. (TYPICALLY, NO SOILS SHALL REMAIN Phone: (425)775-1591 EXPOSED FOR MORE THAN TWO DAYS FROM OCTOBER 1 THROUGH APRIL 30 AND NO MORE THAN SEVEN DAYS FROM MAY I THROUGH SEPTEMBER 30). e-mail: inloOlsaengineering.com J. ESC MINIMUM REQUIREMENT - PROTECTION OF ADJACENT PROPERTIES PROPERTIES SEAL BE PROTECTED FROM SEDIMENT DEPOSITION BY APPROPRIATE wet: IsaengineeRng.rnm USEADJACENTV USE OF VEGETATIVE BUTTER I OR BARRIERS OR ROPERS, DIKES MULCHING THESE MSURESSEDIMENT OR BY A COMBINATION OF THESE MEASURES AND OTHER APPROPRIATE GYPS . 4. ESC MINIMUM REQUIREMENT I MAINTENANCE: ALL. EROSON AND SEDIMENTICONIMOL BMPS SHALL BE REGULARLY INSPECTED AND MAINTAINED BY ME OWNER iTO ENSURE CONTINUED PERFORMANCE OF THEIR INTENDED FUNCTION. ALL MAINTENANCE AND REPAIR SEAL BE CONDUCTED IN ACCORDANCE WITH THE MANUAL I 5. ESC MINIMUM REQUIREMENT -, OTHER BMPS:ASREQUIRED BY ME CITY. OTHER APPROPRIATE BMWS TO MITIGATE THE EFFECTS AW INCREASED RUNOFF SHALL BE APPLIED. 6. ESC MINIMUM REQUIREMENT = UNDERGROUND UTILITY CONSTRUCTION: THE CONSTRUCTION OF UNDERGROUND UTILITY LINES SHALL SPECIFICALLY ADDRESS THE FOLLOWING. I A. EROSION CONTROL FOR EXCAVATED STOCKPILED MATERIALS B. THE PLACEMENT OF EXCAVATED MATERIAL MERE CONSISTENT WITH SAFETY AND SPACE CONSIDERATIONS SHALL BE PLACED ON ME UPHILL SIDE OF TRENCHES 1/5/15 C. TRENCH DEWATERING SYSTEMS (MUST DISCHARGE INTO SEDIMENT TRAPS, SEDIMENT PONDS, OR OTHER ACCEPTABLE MEANS): D. TRACKING AND SPIWNG,OF MATERIALS ON STREETS DUE TO HAULING E DAILY CLEANUP AND STREET MAINTENANCE 1. SCHEDULE A PRE-CONSTRUCION MEETING WITH CITY ENGINEERING OMSION AT 425-771-022G EXT. 1326. 2 RENEW ESC NOTES. 3. CALL FOR UTUTY LOCATES 4. INSTALL ESC MEASURES AN O MAINTAIN DUST CONTROL 1 5. HAVE EROSION CONTROL MEASURES INSPECTED BY CITY OF EDMONDS CITY ENGINEERING INSPECTOR. (ALL TEMPORARY SEDIMENTATION AND EROSON CONTROL MEASURES MUST BE IN PLACE AND INSPECTED PRIOR TO ANY CONSTRUCTION OR STE CLEARING. EROSION AND SEDIMENTATION CONTROL PRACTICES AND/OR DEVICES SHALL BE MAINTAINED UNTIL PERMANENT VEGETATION IS ESTABLISHED.) 1 6. ROUGH GRADE SITE AS REWIRED TO INSTALL DRAINAGE FEATURES 1 7. CLEAR, GRUB a ROUGH GRADE REMAINDER OF STE. REVEGETATE DISTURBED AREA NOT SUBJECT TO ADDITIONAL SURFACE DISTURBANCE IMMEDIATELY AFTER ROUGH GRADING (OTHER EXPOSED AREAS SHALL BE STABIUZED PER EROSION CONTROL NOTES BELOW) I B. INSTALL UTILITIES AND OTHER STE IMPROVEMENTS 9. STABILIZE AND REVECETATEIENTIRE SITE. 10. ESTABLISH LANDSCAPING AND PERMANENT VEGETATION. EROSON CONTROL FEATURES CAN BE REMOVED UPON FINAL SUE STABILIZATION AND APPROVAL BY CITY INSPECTOR. o '�^+ O� POST —CONSTRUCTION SOIL QUALITY AND DEPTHLLJ J - ALL DISTURBED AREAS ON ANDIOFF STE SMALL BE COMPOST AMENDED TO MEET REQUIREMENT$ OF BMP TS13 PER CITY OF EDMONDS HANDOUT /E72 C. ll _ Z Z Q O I CCD DEMOLITION NOTE CL N Z_ SEPARATE DEMOUTON PERMITS'ARE REQUIRED FOR THE DEMOUFION OF STRUCTURES, ~ N U) C/i " Q < 0 F- NOTES I O LLJ z U � �P�wn�OCKPILE AREA SHALL BE COVERED DURING NON -WORKING HOURS AND DURING Q � O O DRIVEWAY SLOPES SHALL NOTEXCEED14X PER EDMONDS COMMUNITY DEVELOPMENT CODE z O a r o~[_n U Z :2 0 �_ 0 S (Y W 0 C=l z v (n 1 � Lij Z l J z i APPROVED FOR CONSTRUCTION SCU2 CITY OF EDMONDS 1"=20' DATE: DAL�jn SHM DAfE . Cal 2 WDrtl,p Deya BWlors You DE,P.BC 1-14-1J � J 1-800-424-5555 BY: Mailllndar�outd LacaDorR CCITY ENGINEERING DIVISION P aErter 1''LN20120016 w ur nm,oEtww LSR, FILE N0, 5316 OF 5 Figure -A Determining Applicability of Stormwater Management Code ECDC Chapter 18.30 If any of the descriptions in the Blue Boxes apply to your project or project site, the Stormwater Management Code applies. Does your Project Site require the issuance of a City permit under any of the following: ECDC Title 18 - Engineering Division ECDC Title 19 - Building Division A Stormwater Permit2 No Are you submitting a Subdivision application per ECDC Chapter 20.75? No Does your Project site involve any of the following: 500 square feet or more of land -disturbing Yes activity, new impervious surface, or replaced impervious surface? A utility or other construction project consisting of 500 lineal feet or more of trench excavation? Is located in, adjacent to, or drains into (currently or as a result of the project) a Critical Area or a Critical Area Buffer? No Stormwater Management requirements of ECDC Chapter 18.30 are not applicable to your Project or Site 1 Yes Stormwater Management requirements of ECDC Chapter 18.30 are applicable to your Project or Site. Note: The definitions of the terms in italics are found in ECDC Chapter 18.30.010 and the Stormwater Code Supplement. This chart provides an initial screening for determining the applicability of ECDC Chapter t 8.30. The results from using this chart do not substitute for a determination of applicability by the Public Works Director or Designee per ECDC Chapter 18.30.030 and the relevant portions of the Supplement. 2 If ECDC Chapter 18.30 is applicable to the proposed project and it does not require any other City -issued permit, a Stormwater Permit and associated fees will be required. IRevised on 4121111 E72-SWM_Erosion_Control-Draft-04.21.11-FINAL Page 3 of 13 Figure-B Project Classification If you have determined that the Stormwater Management Code applies to your project (Figure -A), follow the Blue boxes in the chart below to determine the Classification of your project. Does the project involve I- Yes acre or more of land - disturbing activity' ? No Yes Is the project part of a larger common plan of development or sale where the total disturbed area for the entire plan will total 1-acre or more of land -disturbing activity? No Does the Project involve one or more of the following: 2,000 square feet (sf) or more of new Yes impervious surface, regulated replaced impervious surface or new plus regulated replaced impervious surface? Yes OR 7,000 sf or more of land -disturbing activity? es OR 50 cubic yards or more of either grading, fill, or excavation as defined in Chapter 18.40.000 ECDC? Yes No Large Site Project: See Stormwater Supplement Chapter 4 for specific requirements. Does the project create or add 5,000 square feet or more of new impervious surface, regulated replaced impervious surface or new plus regulated replaced impervious surface? Yes OR Convert 3/ acre or more of native vegetation to lawn or landscaped area NO 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 Minor Site Project: Category 1 Small Site Project: Category 2 Small Site Project: See Stormwater Supplement See Stormwater Supplement See Stormwater Supplement Chapter 6 for specific Chapter 5 or specific Chapter 5 for specific requirements requirements requirements Notes: Terms in bold italics are described in the Glossary on pages 10-11. The definitions of the all terms in italics are found in ECDC Chapter 18.30.010 and the Stormwater Code Supplement The Classification flowchart assumes the project in question meets the applicability requirements of ECDC 18.30.030. ' Land -disturbing Activity: Any activity that results in the movement of earth, or a change in the existing soil cover (both vegetative and non -vegetative) or the existing soil topography. Land disturbing activities include, but are not limited to grading, filling, excavation, and compaction associated with stabilization of structures and/or road construction. Revised on 4121/11 E72-SWM_Erosion_Control-Draft-04.21.11-FINAL Page 4 of 13 Figure-C . City of Edmonds Watersheds FIGURE 3 _ 114 CITY OF EDMONDS WATERSHEDS 0 Creek or lake Direct Discharge (includes Edmonds Way Basin) „.,6w,�;; ,SM S, sx 0 LOW 2,000 4,OW 6,000 s,Wo !" • � �"` ,y p Feet 1 in = 2,000 ft PROJECT SITE, �. No warranty of any sort, t including accuracy, Pu fitness, or merchantability ;: nt n v ,., t i j -' accompany this product. r. —lmms, Sw �.0 y So�sfd- a: z + f 1 -� ds irl is I. s. jftw_%:��,f Jj __ __—�.—.H295LL+31/L�,I•S,SW--.C.'_ A larger version of the Edmonds Watershed Map is available in the Development Services Office and on the City of Edmonds website at ci.edmonds.wa.us. Revised on 4121111 E72-SWM_Erosion_Control-Draft-04.21.11-FINAL Page 7 of 13 Figure-D What Qualifies as Replaced Impervious Surface? Is the Impervious Area being removed and replaced with new Area is NOT considered REPLACED No impermeable surface in the impervious surface area same footprint? Refer to Figure E for regulation of New Impervious Surface Areas Yes Was the existing impervious area created prior to 7M1977 Yes Area is considered or EXEMPT REPLACED prior to the date the parcel was annexed from impervious surface area Snohomish County? No Yes Is parcel zoned es Does the replaced impervious Single -Family Residential? area replace an existing driveway, walkway or patio in the same footprint AND will it remain the same use after replacement? No No Area is considered REGULATED REPLACED impervious surface area Revised on 4121111 E72-SWM_Erosion_Control-Draft-04.21.11-FINAL Page 8 of 13 Figure-E Regulation of NEW Impervious Surface Areas for Determining Site Classification Does the site have any existing impervious surface areas that were created on or after after July 7, 1977"? Yes, Have City -approved stormwatercontrols' been applied to all of the existing impervious areas? For example, does the site have an existing stormwater management system that collects stormwater runoff from all of the existing impervious surfaces? No Does the existing impervious area (not managed by an existing Yes stormwater system) exceed 21000sf? No All impervious surface areas created on or after July 7, 19772 Plus All impervious surface areas proposed with the project will be regulated as New Impervious Surface Area Yes Were the existing impervious areas constructed prior to the parcel being annexed into the City? I No Only those areas proposed vith the project that are to bE converted from pervious surfaces (native vegetation, etc) to impervious surfaces and permeable pavements will be regulated as New Impervious Surface Yes Was a waiver from the requirement to install a stormwater management 1'es system granted for the existing impervious area? No Note: For the purpose of this flowchart, it is assumed that all existing impervious surface will remain after the proposed project is complete. If any existing impervious surface will be demolished for this project, the project may contain a combination of new and replaced impervious surface. See Glossary, p. 10-1 I. 1 Mitigation requirements are based on the total cumulative impervious area created on a project site since July 6, 1977, the effective date of the City's first drainage control ordinance. 2 For parcels that were annexed into the City after this date, the date of annexation shall substitute for the effective date of the City's first drainage control ordinance. 3 For annexed parcels, a functioning Snohomish County -approved stormwater management facility can substitute for a City -approved facility. Revised on 4/2 //] 1 E72-SWM_Erosion_Control-Draft-04.21. I I -FINAL Page 9 of 13 of IoM City of Edmonds � v O 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 (np. 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? Yes ❑X No Refer to Stormwater Supplement Chapter 5.1 If YES, the subject area is to be considered impervious for initial site classification purposes. Include total permeable pavement area in the calculation of Non -Regulated, Replaced and/or New impervious surface areas in the table below. 2) Determine the Amount and Type of Existing & Proposed Impervious Surface for the Site Refer to Stormwater Supplement Chapter 2 and Fig. C Line 1: Identify the Non -Regulated Impervious Surface Area. Line 2: Identify the Replaced Impervious Surface Area, dividing the total between Exempt and 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 Exempt Regulated 2. Replaced Q 3. G:O/l/,'J.'DO 4. New (Post 1977) 4 4 4 4 4 4 4 4 4 + /G/ll/.'1.7,OOPC/ll/..YO.00'G/L.%IJ.:J000'G.LJ/l!.'7 J'D"Oro/lliJJ,;JGaL'/11.:7/BOG'O'/G'/d/.J'9.000'/O.%CJ/70.G Total Regulated Impervious Area ' = Mitigation required if in excess o 2000s 10,795 SF , 10,795 SF 5. �71.Y/1TO.G/O.i-%J/d'dO.O54%/J/Y/9G17/f'%IJ//l/�.'pp0/F./l!/l//�ll7J:GL%/Jr%l/;➢%pOG%O7//7Y�9Y,"Oi0%/?/%1i:7/,O'00/Pill/U/�JYdd'/O,� 6. Total Area Mitigated by Existing Stormwater Management System(s) ! Regulated Area Not Yet Mitigated = Q 10,795 SF 7. Area Proposed to be Mitigated by Low Impact Development Techniques = 10,795 SF 8. Area Proposed to be Mitigated through Conventional SWM Techniques _ Q (e.g. porous asphalt, porous concrete, paver blocks, concrete open celled paving grids, or plastic lattices filled with turf or stone) Revised on 3105/2012 E72-SWM_Erosion_Control-03.05.12.doc Page 5 of 12 City of Edmonds °fE°M0+ � � G Site Classification Worksheet Page 2 of 2 /12C.1g9° 3) Determine the Total Area of Land Disturbing Activity 11,500 sf Refer to Stormwater Supplement Chapter 8 4) Determine the Quantity of Grading, Fill and/or Excavation Fill = 200 cy, Excavation = 900 cy 5) Will the project convert 3/ Acre or More of Native Vegetation to Lawn or ❑ yes X❑ 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. FX-1 Direct Discharge B. ❑ Creek or Lake Basin ❑ Edmonds Way Basin ❑ Puget Sound Basin ® Puget Sound Piped Basin DETERMINE PROJECT CLASSIFICATION USING THE INFORMATION ABOVE AND THE PROJECT CLASSIFICATION CHART (Figure B, pg 4) ❑ Small Site - Category 1 ❑x Small Site - Category 2 ❑ Minor Site Stormwater Supplement Stormwater Supplement Stormwater Supplement Chapter 5 Chapter 5 Chapter 6 Revised on 310512012 E72-SWM_Erosion_Control-03.05.12.doc Page 6 of 12 Section 5: Offsite Analysis Field inspections of the project site and downstream systems investigation were conducted by Lovell-Sauerland on December 8th and 31 st, 2012. 5.1 Upstream Analysis There is no significant drainage onto the site from the existing single-family homes to the north and south of the site. Off -site runoff from the south of the joint -use paved driveway sheet flows northerly down the driveway, either being collected at the gravel lined ditch along the east side of the driveway, or travels along the west edge of the driveway, and being collected at an existing swale on the west side of the driveway. The runoff being collected at the gravel lined ditch along the east side of the driveway continues to flow northerly and enters a new installed short section of 12-inch diameter pipe with trash rack, the flow then continues north in the pipe and enters a new catch basin with grate, and discharges into the new infiltration system under the driveway for the south lot. The flow in the swale will continue flows northerly and enters an existing concrete channel. Lovell-Sauerland and Associates Drainage Report LSA No. 5316 Lambrecht Short Plat North Lot January, 2015 �-- • ' . � f I Rai" 4' � .,r •• ;(. f'••!f ��i1 cfAt t R Figure 5-3 (Looking North — New catch basin @ end of ditch) Figure 5-4 (New trash rack) Lovell-Sauerland and Associates Lambrecht Short Plat Drainage Report North Lot LSA No. 5316 LMR January, 2015 Figure 5-5 (Looking North — New catch basin) Figure 5-6 (Looking South — Joint -use paved driveway) Lovell-Sauerland and Associates Drainage Report LSA No. 5316 LMVW"_'Oa Lambrecht Short Plat North Lot January, 2015 ly. FI ' 1 ..,��; ,. ...:� may,. •�..,�� _�-.h�. � -- 5.2 Downstream Analysis The "Geotechnical Investigation and Recommendations" prepared by Liu & Associates, Inc. indicates that the site is underlain at shallow depth by dense sand deposit of the Olympic gravel soil unit, which is of moderate to high shear strength and is quite stable. It is also of moderately high permeability and would allow storm runoff to seep into the ground easily. Therefore, geologic hazards, such as erosion, landslide and seismic damage should be minimal within the site. Due to the fact that onsite fully infiltration is proposed, no quantitative analysis of the downstream system has been provided. Lovell-Sauertand and Associates Drainage Report LSA No. 5316 LC31 Lambrecht Short Plat North Lot January, 2015 Figure 5-11 (Looking North — Concrete channel) Figure 5-12 (Looking North — Concrete channel) Lovell-Sauerland and Associates Drainage Report LSA No. 5316 LMR Lambrecht Short Plat North Lot January, 2015 r Figure 5-15 (Looking South — Joint -use paved driveway) " $"yOlt Figure 5-16 (Looking North — Northwest corner of the site) Lovell-Sauerland and Associates Lambrecht Short Plat Drainage Report North Lot LSA No. 5316 LWR January, 2015 Figure 5-17 (Looking Southeast — End of concrete block wall) Figure 5-18 (Looking South — End of concrete block wall) Lovell-Sauerland and Associates Lambrecht Short Plat Drainage Report North Lot LSA No. 5316 LCR January, 2015 Figure 5-19 (Looking east — Existing building) O6 Figure 5-20 (Looking East — Area along north property line of the site) Lovell-Sauerland and Associates Lambrecht Short Plat Drainage Report North Lot LSA No. 5316 LSCR January, 2015 '•c �� - ' �.e ` - b tea' �`� I ,�°r `/ rN .- �j-�� -- ,. r '�. :V^ ram- •�t ,'��''1�y r-.1 Lovell-Saueriand and Associates Drainage Report LSA No. 5316 Srio_ Sea Ma tncorporatod Ctfts Tax Parcels TownshkdRaW GrN Section Grid r/ Saso flood Mavations O StWP Slaves Urban Growth Area l_ FbodHazardAroas food Plalm r—'"o t00�n. Goad mro Raitraadtrucks Major Watorbodba Baya FJ hats (tidal) Lake ar pond Sane or grovel In open water Me stream / river Streams Saslow stream "'rid no ^/ strosm Stream Habitats SMmUm of Stslewlde slgNgeance t Rsh Habitat ../J IhAnonr4 wnq'ped (Nr�% Non-0eh Habitat LLB: Lambrecht Short Plat North Lot January, 2015 Section 6: Stormwater System Methodology Based on the recommendations of the Project Soils Engineer, Liu & Associates (see enclosed report in Appendix), infiltration trenches have been proposed. The city pre -sizing tables have not been used; WWHM3 was used to size the facilities. Based on the In -Situ Infiltration Test (see enclosed report in Appendix), design infiltration rate of 2.5 in/hr was used to infiltrate 100% of the site impervious runoff directed to the trench. The WWHM3 calculations are included in this Section. WWHM3 documentations ttl File Edit View Help _ o X o Go®I(a l2b Ift �N Site Information Site Name Address City Gage Precip Factor ❑ Show DOT Zones 0 Whi DOT Region: SMONALW Isohyetal value UUMM On -site Area (North Lot): Off -site Area (Frontage Improvements) Total Area (On & Off -site): Lovell-Sauerland and Associates Drainage Report LSA No. 5316 13,046 SF (0.2995 Ac.) 3,167 SF (0.0727 Ac.) 16,213 SF (0.3722 Ac.) Lambrecht Short Plat L�R North Lot January, 2015 Predeveloued Condition Total Impervious Areas: Widened Joint -Use Private Road Total Pervious Areas: Developed Condition Total Impervious Areas: Roof Front Porch/Stairway Deck over Patio Primary Driveway Secondary Driveway Widened Joint -Use Private Road Total Pervious Areas: 3,167 SF (0.0727 Ac.) 3,167 SF (0.0727 Ac.) 13,046 SF (0.2995 Ac.) 10,795 SF (0.2478 Ac.) 3,979 SF (0.0913 Ac.) 93 SF (0.0021 Ac.) 622 SF (0.0143 Ac.) 2,152 SF (0.0494 Ac.) 782 SF (0.0180 Ac.) 3,167 SF (0.0727 Ac.) 5,418 SF (0.1244 Ac.) Lovell-Sauerfand and Associates Lambrecht Short Plat Drainage Report North Lot LSA No. 5316 L.MR January, 2015 Infiltration Trench "A" for South Portion of Building Total Impervious Areas: 1,783 SF (0.0409 Ac.) Roof 1,690 SF (0.0388 Ac.) Front Porch/Stairway 93 SF (0.0021 Ac.) File Edit View Help ❑ Go®I40I x %iift MitigatedBasin I - North Lot ©t�J Subbasin Name Basin 1 -North Lot r Designate as Bypass for POC: Surface Intedlow Groundwater i Flows To: Infiltration Trench "A" Infikration Trench "A" Area in Basin W, MOWN, ly Selected Available Pervious Available Impervious RODF TOPS FLAT 0388 � SID:EawaLKS MOD _00211 PerviousTotal 0 Acres 1 Impervious Total 0.0409 Acres Basin Total 10.0409 Acres Deselect Zero Select By: Lovell-Sauerland and Associates Drainage Report LSA No. 5316 GO LL=UR Lambrecht Short Plat North Lot January, 2015 = File Edit View Help _ o x ❑(9®161,XGbe Facility Name linfiltration Trench "A" Outlet 1 Outlet 2 Outlet 3 Downstream Connection 10 10 10 Facility Type IGrayel Trench/Bed r, Precipitation Applied to Facility Quick Trench �Evapotat'�Applie'_d to F chi Facility Bottom Elevation (ft) 10 Facility Dimensions Trench Length jg Outlet Structure Trench Bottom Width' Riser Height (ft) F Effective Total Depth q Riser Diameter(n) F4-- -' Bottom slope of Trench =01T,005 Riser Type Left Side Slope Notch Type Right Side Slope Material Layers for Layer 1 Thickness (ft) 0 Orifice Diameter Height OMax Layer 1 porosity OT35 Number (In) (Ft) (ds) Layer 2 Thickn= (ft) 0' 1 F0 -H Fo— J 0 Layer 2 porosity 2 r— _ 0 Layer 3 Thickness (ft) 0 3 F0 -1 Fo- -" i o Layer 3 porosity 0 Infiltration yES -7i Trench Volume at Riser Head (acre-ft) .003 Measured Infikration Rate [m/hr) 10 -:J Pond Increment 0.10 J Infiltration Reduction Factor 0 25 _.H Show Pond Table Open Table =-! Use Wetted Surface Area (sidewalis) N0 ^J, Total Volume Infiltrated(acre-ft) 15.518 Total Volume Through Facilky(acre4t) 15.518 Total Volume Through Riser(acre-ft) 0 Percent Infiltrated 100 1 /3/2015 14:06 PM Trench Length = 16.0 ft. Trench Width = 8.0 ft. Depth of Trench = 3.0 ft. Measured Infiltration Rate = 10.3 in/hr Infiltration Reduction Factor = 0.25 (Safety Factor = 4) Design Infiltration rate of underlying soil = 2.57 in/hr Infiltration rate used = 2.5 in/hr Porosity = 35% Percent of runoff Infiltrated = 100% Storage Volume required: Lovell-Saueriand and Associates Lambrecht Short Plat Drainage Report North Lot LSA No. 5316 January, 2015 = Trench Length x Trench Width x Trench Depth x Porosity = 16.0 ft. x 8.0 ft. x 3.0 ft. x 0.35 = 134 cf Required bottom area for a 3.0' deep rock trench = 16' x 8' = 128 sf Storage Volume provided: = Trench Bottom Area x Trench Depth x Porosity = 128 ft. x 3.5 ft. x 0.35 = 156 cf Flaw Frenuenev Analvcic e-a M Ede Edit Yew hklp S x FW kA_ ®_ [0_ 'A Ib - -- 501 POC 1 Predeveloped Flow Pregaency ® 10E 11010 801POC1Mrtglatedflow lov(CPS) Predeveloged Kitigated 2 Year 0.0000 0.0000 5 Year 0.0000 0.0090 10 Year = 0.0000 0.0000 U 10E 25 Year - 0.0000 0.0000 50 Year. = 0.0001 0.0000 100 Year 0.0001 0.0000 Qearly Peaks J 10E1 1940 0.0000 0.0000 IL 1941 0.0000 0.0000 1942 0.0000 0.0000 1943 0.0000 0.0000 1944 0.0000 0.0000 1OE- 1943 0.0000 0.0000 1 10 20 30 40 50 60 70 00 90 99 1946 0.0000 o.e000 Cumulative Probability 1947 0.0000 0.0000 1948 0.0000 0.0000 Diratgns Water OuafAy Fiydrograph Flow FreQxrcy Wetland Fluctuation 1949 0.0000 0.0000 1950 0.0000 0.0000 1951 0.0000 0.0000 Analyze datasets 1952 0.0000 0.0000 r R flow 1933 0.0000 0.0000 801 'O 1954 0.0000 0.0000 1955 0.0000 0.0000 i 1956 0.0000 0.0000 1957 0.0000 0.0000 1958 0.0000 0.0000 1959 0.0000 0.0000 1960 1961 0.0000 0.0000 0.0000 0.0000 All DataSEtS Flow S -- ------ - - - - - - Cage Precip Evap ap 1 POC2 Flood Frequency Method - -- - - - 1962 0.0000 0. 0000 ri Log Pearson Type III 17B 1 1963 1964 0.0000 0.0000 0.0000 0. 0000 f-) WeMd 1965 0.0000 0.0000 C)Cunnane I Boas n nnnn n noon Gr'ergorten 1/3/2015 2:38PM The analysis shows that no flow is released for the 100-year event, thus the facility is infiltrating practically 100% of its received runoff. Lovell-Sauerland and Associates Lambrecht Short Plat Drainage Report North Lot LSA No. 5316 LMR January, 2015 Eile Edit Dew tWp _ o x 0- ® In10031halonTrench"A'1 Stage Frequency 10E 110 (feet) 1003 1 2 Year 0.4391 5 Year 0.7913 10 Year = 1.1745 25 Year = 1.8935 50 Year 2.2554 100 Year 2.8814 Yearly Peaks 1940 0.4695 1941 0.4960 1942 0.6969 1943 0.1438 1944 0.1739 1945 0.4819 10 20 30 40 50 60 70 80 90 99 1946 0.2202 194 0.5106 Cumulative Probability 1948 0.3170 1950 33 0.4598 Flow Fre Water Quality H query y ydrograph Wetland Fhactuation 1950 1 7598 1951 0.1250 Analyze datasels 1952 2.1114 A") STAGE Ifitiaated 1953 0.7672 1007 iveway &Access Road STAGE Mitigated 1954 0.2374 1955 0.1438 1956 0.3286 1957 0.0972 1958 0.3555 1959 0.1261 1960 0.3516 1961 0.3594 AD Datasets Flow Slage Precip Evap POC 1 POC 2 Flood Frequency Method 1962 0.6501 1963 0.1032 Log Pearson Type III 17B 1964 0.4892 Web 1965 0.4710 f.-j Cunnane 1 ae#; n 1 0;0;1 f Grirglorten 1/3/2015 12:47 PM Per Chapter 3.3.7 - Site Suitability Criteria, SSC-4 Soil Infiltration Rate/Drawdown Time in Volume III of the SWMMWW, there isn't a maximum drawdown time for infiltration facilities designed strictly for flow control purposes (for 100% infiltration). Lovell-Sauerland and Associates Lambrecht Short Plat Drainage Report North Lot LSA No. 5316 LCF1 January, 2015 Western Washington Hydrology Model PROJECT REPORT Project.Name: 5316 Trench A Site Address: 9221 Olympic View Drive City Edmonds Report Date 1/5/2015 MGS Regoin Puget East Data Start 1939/10/1 Data End 2097/08/31 DOT Data Number: 03 WWHM3 Version: PREDEVELOPED LAND USE Name Basin 1 - North Lot Bypass: No Groundwater: No Pervious Land Use Acres A B, Forest, Mod .236 Impervious Land Use Acres Element Flows To: Surface Interflow Name Basin 1 - North Lot Bypass: No GroundWater: No Pervious Land Use Impervious Land Use ROOF TOPS FLAT SIDEWALKS MOD Acres Acres 0.0388 0.0021 Groundwater Element Flows To: Surface Interflow Groundwater Infiltration Trench "A", Infiltration Trench "A", Name Infiltration Trench "A" Bottom Length: 16ft. Bottom Width : 8ft. Trench bottom slope 1: 0.005 To 1 Trench Left side slope 0: 0 To 1 Trench right side slope 2: 0 To 1 Material thickness of first layer : 3 Pour Space of material for first layer 0.35 Material thickness of second layer : 0 Pour Space of material for second layer 0 Material thickness of third layer : 0 Pour Space of material for third layer 0 Infiltration On Infiltration rate : 10 Infiltration saftey factor : 0.25 Discharge Structure Riser Height: 3 ft. Riser Diameter: 4 in. Element Flows To: Outlet 1 Outlet 2 Gravel Trench Bed Hydraulic Table Stage(ft) Area(acr) Volume(acr-ft) Dschrg(cfs) Infilt(cfs) ' 0.000 0.003 0.000 0.000 0.000 0.044 0.003 0.000 0.000 0.007 0.011 0,003 0,000 0,000 0,007 0.133 0.003 0.000 0.000 0.007 0.178 0.003 0.000 0.000 0.007 0.222 0.003 0.000 0.000 0.007 0.217 0,003 0*100 0,000 0,007 0.311 0.003 0.000 0.000 0.007 0.356 0.003 0.000 0.000 0.007 0.400 0.003 0.000 0.000 0.007 0.444 0.003 0.000 0.000 0.007 0.489 0.003 0.001 0.000 0.007, 0.533 0.003 0.001 0.000 0.007 0.578 0.003 0.001 0.000 0.007 0.622 0.003 0.001 0.000 0.007 ' 0.667 0.003 0.001 0.000 0.007 0.711 0.003 0.001 0.000 0.007 0.756 0,003 0,001 0,100 0.007 ' 0.800 0.003 0.001 0.000 0.007 0.844 0.003 0.001 0.000 0.007 0.889 0.003 0.001 0.000 0.007 0,933 0,003 0,001 0,000 0,007 0.978 0.003 0.001 0.000 0.007 1.022 0.003 0.001 0.000 0.007 1.067 0.003 0.001 0.000 0.007 1.111 0.003 0.001 0.000 0.007 1.156 0.003 0.001 0.000 0.007 1.200 0.003 0.001 0.000 0.007 1.244 0.003 0.001 0.000 0.007 1.289. 0.003 0.001 0.000 0.007 1.333 0.003 0.001 0.000 0.007 1.378 0.003 0.001 0.000 0.007 1.422 0.003 0.001 0.000 0.007 1.467 0.003 0.002 0.000 0.007 1.511 0.003 0.002 0.000 0.007 1.556 0.003 0.002 0.000 0.007 1.600 0.003 0.002 0.000 0.007 1.644 0.003 0.002 0.000 0.007 1.689 0.003 0.002 0.000 0.007 1.733 0.003 0.002 0.000 0.007 1.778 0.003 0.002 0.000 0.007 1.822 0.003 0.002 0.000 0.007 1.867 0.003 0.002 0.000 0.007 1.911 0.003 0.002 0.000 0.007 1.956 0.003 0.002 0.000 0.007 2.000 0.003 0.002 0.000 0.007 2.044 0.003 0.002 0.000 0.007 2.089 0.003 0.002 0.000 0.007 2.133 0.003 0.002 0.000 0.007 2.178 0.003 0.002 0.000 0.007 2.222 0.003 0.002 0.000 0.007 2.267 0.003 0.002 0.000 0.007 2.311 0.003 0.002 0.000 0.007 2.356 0.003 0.002 0.000 0.007 2.400 0.003 0.002 0.000 0.007 2.444 0.003 0.003 0.000 0.007 2.489 0.003 0.003 0.000 0.007 2.533 0.003 0.003 0.000 0.007 2.578 0.003 0.003 0.000 0.007 2.622 0.003 0.003 0.000 0.007 2.667 0.003 0.003 0.000 0.007 2.711 0.003 0.003 0.000 0.007 2.756 0.003 0.003 0.000 0.007 2.800 0.003 0.003 0.000 0.007 2.844 0.003 0.003 0.000 0.007 2.889 0.003 0.003 0.000 0.007 2.933 0.003 0.003 0.000 0.007 2.978 0.003 0.003 0.000 0.007 3.022 0.003 0.003 0.011 0.007 3.067 0.003 0.003 0.056 0.007 3.111 0.003 0.003 0.120 0.007 3.156 0.003 0.004 0.199 0.007 3.200 0.003 0.004 0.290 0.007 3.244 0.003 0.004 0.392 0.007 3.289 0.003 0.004 0.504 0.007 3.333 0.003 0.004 0.625 0.007 3.378 0.003 0.004 0.754 0.007 3.422 0.003 0.004 0.891 0.007 3.467 0.003 0.005 1.035 0.007 3.511 0.003 0.005 1.186 0.007 3.556 0.003 0.005 1.344 0.007 3.600 0.003 0.005 1.509 0.007 3.644 0.003 0.005 1.679 0.007 3.689 0.003 0.005 1.856 0.007 3.733 0.003 0.005 2.039 0.007 3.778 0.003 0.005 2.227 0.007 3.822 0.003 0.006 2.420 0.007 3.867 0.003 0.006 2.619 0.007 3.911 0.003 0.006 2.823 0.007 3.956 0.003 0.006 3.032 0.007 4.000 0.003 0.006 3.246 0.007 Name Basin 2 - North Driveway & Access Road Bypass: No Groundwater: No Pervious Land Use Acres A B, Forest, Mod .219 Impervious Land Use Acres Element Flows To: Surface Interflow Groundwater MITIGATED LAND USE ANALYSIS RESULTS Flow Frequency Return Periods for Predeveloped. POC #1 Return Period Flow(cfs) 2 year 0.000045 5 year 0.000047 10 year 0.000047 25 year 0.000048 50 year 0.000065 100 year 0.000132 Flow Frequency Return Periods for Mitigated. POC #1 Return Period Flow(cfs) 2 year 0 5 year 0 10 year 0 25 year 0 50 year 0 100 year 0 Yearly Peaks for Predeveloped and Mitigated. POC #1 Year Predeveloped Mitigated 1941 0.000 0.000 1942 0.000 0.000 1943 0.000 0.000 1944 0.000 0.000 1945 0.000 0.000 1946 0.000 0.000 1947 0.000 0.000 1948 0.000 0.000 1949 0.000 0.000 1950 0.000 0.000 1951 0.000 0.000 1952 0.000 0.000 1953 0.000 0.000 1954 0.000 0.000 1955 0.000 0.000 1956 0.000 0.000 1957 0.000 0.000 1958 0.000 0.000 1959 0.000 0.000 1960 0.000 0.000 1961 0.000 0.000 1962 0.000 0.000 1963 0.000 0.000 1964 0.000 0.000 1965 0.000 0.000 1966 0.000 0.000 1967 0.000 0.000 1968 0.000 0.000 1969 0.000 0.000 1970 0.000 0.000 1971 0.000 0.000 1972 0.000 0.000 1973 0.000 0.000 1974 0.000 0.000 1975 0.000 0.000 1976 0.000 0.000 1977 0.000 0.000 1978 0.000 0.000 1979 0.000 0.000 1980 0.000 0.000 1981 0.000 0.000 1982 0.000 0.000 1983 0.000 0.000 1984 0.000 0.000 1985 0.000 0.000 1986 0.000 0.000 1987 0.000 0.000 1988 0.000 0.000 1989 0.000 0.000 1990 0.000 0.000 1991 0.000 0.000 1992 0.000 0.000 1993 0.000 0.000 1994 0.000 0.000 1995 0.000 0.000 1996 0.000 0.000 1997 0.000 0.000 1998 0.000 0.000 1999 0.000 0.000 2000 0.000 0.000 2001 0.000 0.000 2002 0.000 0.000 2003 0.000 0.000 2004 0.000 0.000 2005 0.000 0.000 2006 0.000 0.000 2007 0.000 0.000 2008 0.000 0.000 2009 0.000 0.000 2010 0.000 0.000 2011 0.000 0.000 2012 0.000 0.000 2013 0.000 0.000 2014 0.000 0.000 2015 0.000 0.000 2016 0.000 0.000 2017 0.000 0.000 2018 0.000 0.000 2019 0.000 0.000 2020 0.000 0.000 2021 0.000 0.000 2022 0.000 0.000 2023 0.000 0.000 2024 0.000 0.000 2025 0.000 0.000 2026 0.000 0.000 2027 0.000 0.000 2028 0.000 0.000 2029 0.000 0.000 2030 0.000 0.000 2031 0.000 0.000 2032 0.000 0.000 2033 0.000 0.000 2034 0.000 0.000 2035 0.000 0.000 2036 0.000 0.000 2037 0.000 0.000 2038 0.000 0.000 2039 0.000 0.000 2040 0.000 0.000 2041 0.000 0.000 2042 0.000 0.000 2043 0.000 0.000 2044 0.000 0.000 2045 0.000 0.000 2046 0.000 0.000 2047 0.000 0.000 2048 0.000 0.000 2049 0.000 0.000 2050 0.000 0.000 2051 0.000 0.000 2052 0.000 0.000 2053 0.000 0.000 2054 0.000 0.000 2055 0.000 0.000 2056 0.000 0.000 2057 0.000 0.000 2058 0.000 0.000 2059 0.000 0.000 2060 0.000 0.000 2061 0.000 0.000 2062 0.000 0.000 2063. 0.000 0.000 2064 0.000 0.000 2065 0.000 0.000 2066 0.000 0.000 2067 0.000 0.000 2068 0.000 0.000 2069 0.000 0.000 2070 0.000 0.000 2071 0.000 0.000 2072 0.000 0.000 2073 0.000 0.000 2074 0.000 0.000 2075 0.000 0.000 2076 0.000 0.000 2077 0.000 0.000 2078 0.000 0.000 2079 0.000 0.000 2080 0.000 0.000 2081 0.000 0.000 2082 0.000 0.000 2083 0.000 0.000 2084 0.000 0.000 2085 0.000 0.000 2086 0.000 0.000 2087 0.000 0.000 2088 0.000 0.000 2089 0.000 0.000 2090 0.000 0.000 2091 0.000 0.000 2092 0.000 0.000 2093 0.000 0.000 2094 0.000 0.000 2095 0.000 0.000 2096 0.000 0.000 2097 0.000 0.000 2098 0.000 0.000 Ranked Yearly Peaks for Predeveloped and Mitigated. POC #1 Rank Predeveloped Mitigated 1 0.0001 0.0001 2 0.0001 0.0000 3 0.0001 0.0000 4 0.0000 0.0000 5 0.0000 0.0000 6 0.0000 0.0000 7 0.0000 0.0000 8 0.0000 0.0000 9 0.0000 0.0000 10 0.0000 0.0000 11 0.0000 0.0000 ' 12 0.0000 0.0000 13 0.0000 0.0000 14 0.0000 0.0000 15 0.0000 0.0000 ' 16 0.0000 0.0000 17 r 0.0000 0.0000 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 51 52 53 54 55 56 57 58 59 60 61 62 63 64 65 66 67 68 69 70 71 72 73 74 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 75 0,1000 0.0000 76 0.0000 0.0000 77 0.0000 0.0000 78 0.0000 0.0000 79 0.0000 0.0000 80 0.0000 0.0000 81 0.0000 0.0000 82 0.0000 0.0000 83 0.0000 0.0000 84 0.0000 0.0000 85 0.0000 0.0000 86 0.0000 0.0000 87 0.0000 0.0000 ' 88 0.0000 0.0000 89 0.0000 0.0000 90 0.0000 0.0000 91 0.0000 0.0000 ' 92 0.0000 0.0000 93 0.0000 0.0000 94 0.0000 0.0000 95 0.0000 0.0000 96 0.0000 0.0000 97 0.0000 0.0000 98 0,0000 0.0000 99 0.0000 0.0000 100 0.0000 0.0000 101 0.0000 0.0000 102 0*1000 0.0000 103 0.0000 0.0000 104 0.0000 0.0000 105 0.0000 0.0000 106 1*0000 0.0000 107 0.0000 0.0000 108 0.0000 0.0000 109 0.0000 0.0000 110 0.0000 0.0000 ill 0.0000 0.0000 112 0.0000 0.0000 113 0.0000 0.0000 114 0.0000 0.0000 ' 115 0.0000 0.0000 116 0.0000 0.0000 117 0,1000 0.0000 ' 118 0.0000 0.0000 119 0.0000 0.0000 120 0.0000 0.0000 121 0.0000 0.0000 ' 122 0.0000 0.0000, 123 0.0000 0.0000 124 0.0000 0.0000 125 0.0000 0.0000 126 0.0000 0.0000 127 0.0000 0.0000 128 0.0000 0.0000 129 0.0000 0.0000 130 0.0000 0.0000 131 0.0000 0.0000 132 0.0000 0.0000 133 0.0000 0.0000 134 0.0000 0.0000 135 0.0000 0.0000 136 0.0000 0.0000 137 0.0000 0.0000 138 0.0000 0.0000 139 0.0000 0.0000 140 .0.0000 0.0000 141 0.0000 0.0000 142 0.0000 0.0000 143 0.0000 0.0000 144 0.0000 0.0000 145 0.0000 0.0000 146 0.0000 0.0000 147 0.0000 0.0000 148 0.0000 0.0000 149 0.0000 0.0000 150 0.0000 0.0000 151 0.0000 0.0000 152 0.0000 0.0000 153 0.0000 0.0000 154 0.0000 0.0000 155 0.0000 0.0000 156 0.0000 0.0000 157 0.0000 0.0000 158 0.0000 0.0000 POC #1 The Facility PASSED The Facility PASSED. Flow(CFS) Predev Dev Percentage Pass/Fail 0.0000 3189 2 0 Pass 0.0000 3077 2 0 Pass 0.0000 2965 2 0 Pass 0.0000 2848 2 0 Pass 0.0000 2760 2 0 Pass 0.0000 2681 2 0 Pass 0.0000 2589 2 0 Pass 0.0000 2454 2 0 Pass 0.0000 2357 2 0 Pass 0.0000 2281 2 0 Pass 0.0000 2198 2 0 Pass 0.0000 2108 2 0 Pass 0.0000 2040 2 0 Pass 0.0000 1956 2 0 Pass 0.0000 1879 2 0 Pass 0.0000 1805 2 0 Pass 0.0000 1730 2 0 Pass 0.0000 1676 2 0 Pass 0.0000 1607 2 0 Pass 0.0000 1548 2 0 Pass 0.0000 1487 2 0 Pass 0.0000 1419 2 0 Pass 0.0000 1363 2 0 Pass 0.0000 1318 2 0 Pass 0.0000 1262 2 0 Pass 0.0000 1204 2 0 Pass 0.0000 1151 2 0 Pass 0.0000 1099 2 0 Pass 0.0000 1038 2 0 Pass 0.0000 994 2 0 Pass 0.0000 956 2 0 Pass 0.0000 914 2 0 Pass 0.0000 874 2 0 Pass 0.0000 826 2 0 Pass 0.0000 783 2 0 Pass 0.0000 733 2 0 Pass 0.0000 689 2 0 Pass 0.0000 654 2 0 Pass 0.0000 620 2 0 Pass 0.0000 579 2 0 Pass 0.0000 553 2 0 Pass 0.0000 509 2 0 Pass 0.0000 479 2 0 Pass 0.0000 452 2 0 Pass 0.0000 421 2 0 Pass 0.0000 382 2 0 Pass 0.0000 357 2 0 Pass 0.0000 328 2 0 Pass 0.0000 297 2 0 Pass 0.0000 275 2 0 Pass 0.0000 250 2 0 Pass 0.0000 209 2 0 Pass 0.0000 172 2 1 Pass 0.0000 141 2 1 Pass 0.0000 112 2 1 Pass 0.0000 87 2 2 Pass 0.0000 69 2 2 Pass 0.0000 42 2 4 Pass 0.0000 28 2 7 Pass 0.0000 11 2 18 Pass 0.0000 11 2 18 Pass 0.0000 11 2 18 Pass 0.0000 11 2 18 Pass 0.0000 10 2 20 Pass 0.0000 10 2 20 Pass 0.0001 9 2 22 Pass 0.0001 9 2 22 Pass 0.0001 9 2 22 Pass 0.0001 9 2 22 Pass 0.0001 9 2 22 Pass 0.0001 9 2 22 Pass 0.0001 9 2 22 Pass 0.0001 9 2 22 Pass 0.0001 9 2 22 Pass 0.0001 9 2 22 Pass 0.0001 9 2 22 Pass 0.0001 9 2 22 Pass 0.0001 9 2 22 Pass 0.0001 9 2 22 Pass 0.0001 9 2 22 Pass 0.0001 8 2 25 Pass 0.0001 8 2 25 Pass 0.0001 8 2 25 Pass 0.0001 8 2 25 Pass 0.0001 8 2 25 Pass 0.0001 8 2 25 Pass 0.0001 7 2 28 Pass 0.0001 7 2 28 Pass 0.0001 7 2 28 Pass 0.0001 7 2 28 Pass 0.0001 7 2 28 Pass 0.0001 7 2 28 Pass 0.0001 7 2 28 Pass 0.0001 6 2 33 Pass 0.0001 6 2 33 Pass 0.0001 6 2 33 Pass 0.0001 6 2 33 Pass 0.0001 6 2 33 Pass 0.0001 6 2 33 Pass 0.0001 6 2 33 Pass Water Quality SMP Flow and Volume for POC 1. On-line facility volume: 0.0295 acre-feet On-line facility target flow: 0.01 cfs. Adjusted for 15 min: 0.049 cfs. Off-line facility target flow: 0.0246 cfs. Adjusted for 15 min: 0.0278 cfs. Flow Frequency Return Periods for Predeveloped. POC #2 Return Period Flow(cfs) 2 year 0.000042 5 year 0.000043 10 year 0.000044 25 year 0.000044 50 year 0.000061 100 year 0.000122 Flow Frequency Return Periods for Mitigated. POc #2 Return Period Flow(cfs) 2 year 0 5 year 0 10 year 0 25 year 0 50 year 0 100 year 0 Yearly Peaks for Predeveloped and Mitigated. POC #2 Year Predeveloped Mitigated 1941 0.000 0.000 1942 0.000 0.000 1943 0.000 0.000 1944 0.000 0.000 1945 0.000 0.000 1946 0.000 0.000 1947 0.000 0.000 1948 0.000 0.000 1949 0.000 0.000 1950 0.000 0.000 1951 0.000 0.000 1952 0.000 0.000 1953 0.000 0.000 1954 0.000 0.000 1955 0.000 0.000 1956 0.000 0.000 1957 0.000 0.000 1958 0.000 0.000 1959 0.000 0.000 1960 0.000 0.000 1961 0.000 0.000 1962 0.000 0.000 1963 0.000 0.000 1964 0.000 0.000 1965 0.000 0.000 1966 0.000 0.000 1967 0.000 0.000 1968 0.000 0.000 1969 0.000 0.000 1970 0.000 0.000 1971 0.000 0.000 1972 0.000 0.000 1973 0.000 0.000 1974 0.000 0.000 1975 0.000 0.000 1976 0.000 0.000 1977 0.000 0.000 1978 0.000 0.000 1979 0.000 0.000 1980 0.000 0.000 1981 0.000 0.000 1982 0.000 0.000 1983 0.000 0.000 1984 0.000 0.000 1985 0.000 0.000 1986 0.000 0.000 1987 0.000 0.000 1988 0.000 0.000 1989 0.000 0.000 1990 0.000 0.000 1991 0.000 0.000 1992 0.000 0.000 1993 0.000 0.000 1994 0.000 0.000 1995 0.000 0.000 1996 0.000 0.000 1997 0.000 0.000 1998 0.000 0.000 1999 0.000 0.000 2000 0.000 0.000 2001 0.000 0.000 2002 0.000 0.000 2003 0.000 0.000 2004 0.000 0.000 2005 0.000 0.000 2006 0.000 0.000 2007 0.000 0.000 2008 0.000 0.000 2009 0.000 0.000 2010 0.000 0.000 2011 0.000 0.000 2012 0.000 0.000 2013 0.000 0.000 2014 0.000 0.000 2015 0.000 0.000 2016 0.000 0.000 2017 0.000 0.000 2018 0.000 0.000 2019 0.000 0.000 2020 0.000 0.000 2021 0.000 0.000 2022 0.000 0.000 2023 0.000 0.000 2024 0.000 0.000 2025 0.000 0.000 2026 0.000 0.000 2027 0.000 0.000 2028 0.000 0.000 2029 0.000 0.000 2030 0.000 0.000 2031 0.000 0.000 2032 0.000 0.000 2033 0.000 0.000 2034 0.000 0.000 2035 0.000 0.000 2036 0.000 0.000 2037 0.000 0.000 2038 0.000 0.000 2039 0.000 0.000 2040 0.000 0.000 2041 0.000 0.000 2042 0.000 0.000 2043 0.000 0.000 2044 0.000 0.000 2045 0.000 0.000 2046 0.000 0.000 2047 0.000 0.000 2048 0.000 0.000 2049 0.000 0.000 2050 0.000 0.000 2051 0.000 0.000 2052 0.000 0.000 2053 0.000 0.000 2054 0.000 0.000 2055 0.000 0.000 2056 0.000 0.000 2057 0.000 0.000 2058 0.000 0.000 2059 0.000 0.000 2060 0.000 0.000 2061 0.000 0.000 2062 0.000 0.000 2063 0.000 0.000 2064 0.000 0.000 2065 0.000 0.000 2066 0.000 0.000 2067 0.000 0.000 2068 0.000 0.000 2069 0.000 0.000 2070 0.000 0.000 2071 0.000 0.000 2072 0.000 0.000 2073 0.000 0.000 2074 0.000 0.000 2075 0.000 0.000 2076 0.000 0.000 2077 0.000 0.000 2078 0.000 0.000 2079 0.000 0.000 2080 0.000 0.000 2081 0.000 0.000 2082 0.000 0.000 2083 0.000 0.000 2084 0.000 0.000 2085 0.000 0.000 2086 0.000 0.000 2087 0.000 0.000 2088 0.000 0.000 2089 0.000 0.000 2090 0.000 0.000 2091 0.000 0.000 2092 0.000 0.000 2093 0.000 0.000 2111 0.000 0.000 2095 0.000 0.000 2096 0.000 0.000 2097 0.000 0.000 2098 0.000 0.000 Ranked Yearly Peaks for Predeveloped and Mitigated. POC #2 Rank Predeveloped Mitigated 1 0.0001 0.0000 2 0.0001 0.0000 3 0.0001 0.0000 4 0.0000 0.0000 5 0.0000 0.0000 6 0.0000 0.0000 7 0.0000 0.0000 8 0.0000 0.0000 9 0.0000 0.0000 10 0.0000 0.0000 11 0.0000 0.0000 12 0.0000 0.0000 13 0.0000 0.0000 14 0.0000 0.0000 15 0.0000 0.0000 16 0.0000 0.0000 17 0.0000 0.0000 18 0.0000 0.0000 19 0.0000 0.0000 20 0.0000 0.0000 21 0.0000 0.0000 22 0.0000 0.0000 23 0.0000 0.0000 24 0.0000 0.0000 25 0.0000 0.0000 26 0.0000 0.0000 27 0.0000 0.0000 28 0.0000 0.0000 29 0.0000 0.0000 30 0.0000 0.0000 31 0.0000 0.0000 32 0.0000 0.0000 33 0.0000 0.0000 34 0.0000 0.0000 35 0.0000 0.0000 36 0.0000 0.0000 37 0.0000 0.0000 38 0.0000 0.0000 39 0.0000 0.0000 40 0.0000 0.0000 41 0.0000 0.0000 42 0.0000 0.0000 43 0.0000 0.0000 44 0.0000 0.0000 45 0.0000 0.0000 46 0.0000 0.0000 47 0.0000 0.0000 48 0.0000 0.0000 49 0.0000 0.0000 50 0.0000 0.0000 51 0.0000 0.0000 52 0.0000 0.0000 53 0.0000 0.0000 54 0.0000 0.0000 55 0.0000 0.0000 56 0.0000 0.0000 57 0.0000 0.0000 58 0.0000 0.0000 59 0.0000 0.0000 60 0.0000 0.0000 61 0.0000 0.0000 62 0.0000 0.0000 63 0.0000 0.0000 64 0.0000 0.0000 65 0.0000 0.0000 66 0.0000 0.0000 67 0.0000 0.0000 68 0.0000 0.0000 69 0.0000 0.0000 70 0.0000 0.0000 71 0.0000 0.0000 72 0.0000 0.0000 73 0.0000 0.0000 74 0.0000 0.0000 75 0.0000 0.0000 76 0.0000 0.0000 77 0.0000 0.0000 78 0.0000 0.0000 79 0.0000 0.0000 80 0.0000 0.0000 81 0.0000 0.0000 82 0.0000 0.0000 83 0.0000 0.0000 84 0.0000 0.0000 85 0.0000 0.0000 86 0.0000 0.0000 87 0.0000 0.0000 88 0.0000 0.0000 89 0.0000 0.0000 90 0.0000 0.0000 91 0.0000 0.0000 92 0.0000 0.0000 93 0.0000 0.0000 94 0.0000 0.0000 95 0.0000 0.0000 96 0.0000 0.0000 97 0.0000 0.0000 98 0.0000 0.0000 99 0.0000 0.0000 100 0.0000 0.0000 101 0.0000 0.0000 102 0.0000 0.0000 103 0.0000 0.0000 104 0.0000 0.0000 105 0.0000 0.0000 106 0.0000 0.0000 107 0.0000 0.0000 108 0.0000 0.0000 109 0.0000 0.0000 110 0.0000 0.0000 111 0.0000 0.0000 112 0.0000 0.0000 113 0.0000 0.0000 114 0.0000 0.0000 115 0.0000 0.0000 116 0.0000 0.0000 117 0.0000 0.0000 118 0.0000 0.0000 119 0.0000 0.0000 120 0.0000 0.0000 121 0.0000 0.0000 122 0.0000 0.0000 123 0.0000 0.0000 124 0.0000 0.0000 125 0.0000 0.0000 126 0.0000 0.0000 127 0.0000 0.0000 128 0.0000 0.0000 129 0.0000 0.0000 130 0.0000 0.0000 131 0.0000 0.0000 132 0.0000 0.0000 133 0.0000 0.0000 134 0.0000 0.0000 135 0.0000 0.0000 136 0.0000 0.0000 137 0.0000 0.0000 138 0.0000 0.0000 139 0.0000 0.0000 140 0.0000 0.0000 141 0.0000 0.0000 142 0.0000 0.0000 143 0.0000 0.0000 144 0.0000 0.0000 145 0.0000 0.0000 146 0.0000 0.0000 147 0.0000 0.0000 148 0.0000 0.0000 149 0.0000 0.0000 150 0.0000 0.0000 151 0.0000 0.0000 152 0.0000 0.0000 153 0.0000 0.0000 154 0.0000 0.0000 155 0.0000 0.0000 156 0.0000 0.0000 157 0.0000 0.0000 158 0.0000 0.0000 / POC #2 The Facility PASSED The Facility PASSED. Flow(CFS) Predev Dev Percentage Pass/Fail 0.0000 3153 0 0 Pass 0.0000 3028 0 0 Pass 0.0000 2904 0 0 Pass 0.0000 2814 0 0 Pass 0.0000 2733 0 0 Pass 0.0000 2640 0 0 Pass 0.0000 2532 0 0 Pass 0.0000 2413 0 0 Pass 0.0000 2324 0 0 Pass 0.0000 2238 0 0 Pass 0.0000 2164 0 0 Pass 0.0000 2081 0 0 Pass 0.0000 1996 0 0 Pass 0.0000 1926 0 0 Pass 0.0000 1849 0 0 Pass 0.0000 1768 0 0 Pass 0.0000 1701 0 0 Pass 0.0000 1645 0 0 Pass 0.0000 1575 0 0 Pass 0.0000 1519 0 0 Pass 0.0000 1458 0 0 Pass 0.0000 1402 0 0 Pass 0.0000 1341 0 0 Pass 0.0000 1292 0 0 Pass 0.0000 1238 0 0 Pass 0.0000 1165 0 0 Pass 0.0000 1105 0 0 Pass 0.0000 1048 0 0 Pass 0.0000 1004 0 0 Pass 0.0000 961 0 0 Pass 0.0000 924 0 0 Pass 0.0000 886 0 0 Pass 0.0000 828 0 0 Pass 0.0000 785 0 0 Pass 0.0000 751 0 0 Pass 0.0000 697 0 0 Pass 0.0000 658 0 0 Pass 0.0000 625 0 0 Pass 0.0000 592 0 0 Pass 0.0000 555 0 0 Pass 0.0000 518 0 0 Pass 0.0000 484 0 0 Pass 0.0000 457 0 0 Pass 0.0000 424 0 0 Pass 0.0000 387 0 0 Pass 0.0000 361 0 0 Pass 0.0000 329 0 0 Pass 0.0000 302 0 0 Pass 0.0000 279 0 0 Pass 0.0000 251 0 0 Pass 0.0000 201 0 0 Pass 0.0000 170 0 0 Pass 0.0000 135 0 0 Pass 0.0000 107 0 0 Pass 0.0000 86 0 0 Pass 0.0000 64 0 0 Pass 0.0000 41 0 0 Pass 0.0000 20 0 0 Pass 0.0000 11 0 0 Pass 0.0000 11 0 0 Pass 0.0000 11 0 0 Pass 0.0000 11 0 0 Pass 0.0000 10 0 0 Pass 0.0000 10 0 0 Pass 0.0000 9 0 0 Pass 0.0000 9 0 0 Pass 0.0000 9 0 0 Pass 0.0000 9 0 0 Pass 0.0000 9 0 0 Pass 0.0000 9 0 0 Pass 0.0000 9 0 0 Pass 0.0000 9 0 0 Pass 0.0001 9 0 0 Pass 0.0001 9 0 0 Pass 0.0001 9 0 0 Pass 0.0001 9 0 0 Pass 0.0001 9 0 0 Pass 0.0001 9 0 0 Pass 0.0001 9 0 .0 Pass 0.0001 8 0 0 Pass 0.0001 8 0 0 Pass 0.0001 8 0 0 Pass 0.0001 8 0 0 Pass 0.0001 8 0 0 Pass 0.0001 7 0 0 Pass 0.0001 7 0 0 Pass 0.0001 7 0 0 Pass 0.0001 7 0 0 Pass 0.0001 7 0 0 Pass 0.0001 7 0 0 Pass 0.0001 7 0 0 Pass 0.0001 6 0 0 Pass 0.0001 6 0 0 Pass 0.0001 6 0 0 Pass 0.0001 6 0 0 Pass 0.0001 6 0 0 Pass 0.0001 6 0 0 Pass 0.0001 6 0 0 Pass 0.0001 6 0 0 Pass 0.0001 6 0 0 Pass Water Quality BMP Flow and volume for POC 2. On-line.facility volume: 0.0067 acre-feet On-line facility target flow: 0.01 cfs. Adjusted for 15 min: 0 cfs. Off-line facility target flow: 0.0057 cfs. Adjusted for 15 min: 0 cfs. Perind and Impind Changes No changes have been made. This program and accompanying documentation is provided 'as -is' without warranty of any kind. The entire risk regarding the performance and results of this program is assumed by the user. Clear Creek Solutions and the Washington State Department of Ecology disclaims all warranties, either expressed or implied, including but not limited to implied warranties of program and accompanying documentation. In no event shall Clear Creek Solutions and/or the Washington State Department of Ecology be liable for any damages whatsoever (including without limitation to damages for loss of business profits, loss of business information, business interruption, and the like) arising out of the use of, or inability to use this program even if Clear Creek Solutions or the Washington State Department of Ecology has been advised of the possibility of such damages. Infiltration Trench "B" Total Impervious Areas: 1,887 SF (0.0433 Ac.) Primary Concrete Driveway 1,887 SF (0.0433 Ac.) Asphalt Approach Bypass to Trench "C" 265 SF (0.0061 Ac.) File Edit View Help rk r N 1 B 19 ■sa.� 114 M� ■ P„ Subbasin Name Basin 2 -North Lot r f).esignate as B.t�oass for PQC: Surface I nterflow Groundwater Flows To: Infiltration Trench "B" Infiltration Trench "B" Area in Basin :Show O'nly Selected: Available Pervious Available Impervious [ OR.11%ERWA1lsimaO .0433 PerviousTotal 0 Acres Impervious Total 0.0433 Acre; Basin Total 10.0433 K res i D eselect Zero__jSelect By: GO L�)�� ' ...id,y.9 • .b✓. s•.. .. ,i' ,. u ro +._ + .::.zPP.dllil...:.. '..: n. r.: ma3i%o-war.4aa:,z,..a.ka:&muit .,7:?ww ".iu'i'n'sF.iha ,. ,C,.,tr J Lovell-Sauerland and Associates Lambrecht Short Plat Drainage Report North Lot LSA No. 5316 LMF1 January, 2015 f3 Ede Edit view &lp _ o x Facility Name lInfiltiation Trench'B" Outlet 1 Outlet 2 Outlet 3 Downstream Connection 10 0 10 Facility Type Gravel Trench/Bed r Precipitation Applied to Facility ? Quick Trench I rJiEvya�'poia6�Apphed to F�ddji® Facility Bottom Elevation (ft) 10 Facility Dimensions Trench Length jg Outlet Structure Trench Bottom Width ' Riser Height (ft) F--.zl Effective Total Depth Riser Diameter(m) Bottom slope of Trench bT005 Riser Type Flat ^J Left Side Slope Notch Type Right Side Slope p Material Layers for Layer 1 Thickness (ft) Orifice Diameter Height OMax Layer 1 porosity 0F35 Number (In) (Ft) (cfs) Layer 2 Thickness (ft) 1 Fo—":"i Fo-- i 0 Laver 2 Porosity :0 2 F0 — !- ro — ^'i 0 Layer 3 Thickness (ft) 0 3 Fo—=-j Fo— " 0 Layer 3 porosity Infiltration ES —H Trench Volume at Riser Head (acre-ft) .005 Measured Infiltration Rate CwAv) 10 I Pond Increment 0.10 Infiltration Reduction Factor 0 25 -'i Show Pond Table open Table Use Wetted Surface Area (sidewals) ND Total Volume Infltrated(acre-ft) 16.813 Total Volume Through Facility(acre-ft) 16.813 Total Volume Through Riser(acre-ft) 0 Percent Infiltrated 100 1 /3/2015 13:04 PM Trench Length = 18.0 ft. Trench Width = 8.0 ft. Depth of Trench = 4.0 ft. Measured Infiltration Rate = 10.3 in/hr Infiltration Reduction Factor = 0.25 (Safety Factor = 4) Design Infiltration rate of underlying soil = 2.57 in/hr Infiltration rate used = 2.5 in/hr Porosity = 35% Percent of runoff Infiltrated = 100% Lovell-Sauertand and Associates Drainage Report L� LSA No. 5316 Lambrecht Short Plat North Lot January, 2015 Storage Volume provided: = Trench Length x Trench Width x Trench Depth x Porosity = 18.0 ft. x 8.0 ft. x 4.0 ft. x 0.35 = 201 cf Required bottom area for a 3.0' deep rock trench = 18' x 8' = 144 sf Flow Frequency Analysis ® Ede €cut Yfaw &IP _ s x ❑ 9091a1 6% Gb ® lOE 1 5M POC 1 Predevebped Flow PrequenCry 9M POC1 M60adflow Flow(CFS) Predeveloped Mitigated 2 Year 0.0000 0.0000 5 Year = 0.0000 0.0000 10 Year = 0.0000 0.0000 25 Year 0.0000 0.0000 U 10EG. 50 Year = 0.0001 0.0000 100 Year 0.0001 0.0000 V Yearly Peaks J IOE 1 1940 0.0000 0.0000 1941 0.0000 0.0000 1942 0.0000 0.0000 1943 0.0000 0.0000 1944 0.0000 0.0000 1OE_ 19d5 0.0000 0.0000 1 10 20 30 40 50 60 70 80 90 99 1946 0.000o 0.000e Cumulative Probability 1947 0.0000 0.0000 1948 0.0000 0.0000 1949 0.0000 0.0000 Dwaf ions Fbw Frequency Wet« Quality Hyhagraph W_I.M Fhxtuaten 19s0 0. 0000 0.0000 1951 0.0000 0.0000 raly Asze datase<s 1952 0.0000 0.0000 50 s 1953 0.0000 0.0000 Mi'idoo�",'o�og.w 1934 0.0000 0.0000 1955 0. 0000 0 1956 0.0000 ZZ 0.0000 1957 0.0000 0.0000 1958 0.0000 0.0000 1959 0.0000 0.0000 1960 0.0000 0.0000 1961 0.0000 0.0000 1962 0.0000 0.0000 Al Datasets FP (�� , POC 2 Fbq d Frequerwy Method 1963 0.0000 0.0000 ) Log Pearson Type III 178 1964 0.0000 0.00 00 C)Wedxd 1965 0.0000 0.0000 ;Cumene IaRe n nnnn n nnnn Gfingorten 1/3/2015 1 3:08 PM The analysis shows that no flow is released for the 100-year event, thus the facility is infiltrating practically 100% of its received runoff. Lovell-Sauertand and Associates Lambrecht Short Plat Drainage Report North Lot LSA No. 5316 LMR January, 2015 ' Fde Edit View Help a x ® ICE 1 1003 dhation Trench "B" Stage Frequency (feet) 1003 2 Year = 0.4705 5 Year = 0.8116 10 Year 1.1293 25 Year = 1.7802 ME 50 Year - 2.1610 100 Year = 2.6269 Yearly Peaks 1940 0.5443 10E 1 1941 0.5743 1942 0.6628 1943 0.1927 1944 0.3191 10E 1945 0.4936 1 10 20 30 40 50 60 70 80 90 99 1946 0.2019 194 0. Cumulative Probability 1948 0.4140140 1949 0.44891950 Durations Flow Frequency Water Qualdy Hydrocyaph Wetland Fha tuation 1.7219 1951 0.2647 Analyze datasets 1952 2.1209 1953 0.7916 1007 iveway 6 Access Road STAGE Mitigated 1954 0.2566 1955 0.1753 1956 0.3535 1957 0.1359 1958 0.4013 1959 0.1733 1960 0.4413 1961 0.4478 Al Datasets F6ow $tape Precgr Evap POC 1 rPOC 2 Flood Frequency Mettrod - - - 1962 745 0.1311 1963 0.1311 Ci Log Pearson Type III 17B 1964 0.6215 ("'Web 1965 0.5322 r' Cunnarre 7 Qrr n 1 f.7r. Gringoden 1/3/2015 13:09 PM Lovell-Sauerland and Associates Lambrecht Short Plat ' Drainage Report North Lot LSA No. 5316 January, 2015 DOE 2005 Volume III 3.3.7 48-hour drawdown analysis Requirement: `for an infiltration trench designed for treatment flow purposes, document that the 915t percentile, 24-hour runoff volume can infiltrate through the infiltration basin surface within 48 hours' Step 1: Calculate the 9151 percentile, 24-hour runoff volume with WWHM3: M We Fdt dew t[* ❑OQ101XRba so ffr-IL Water 9uardy Malysts 9 r%Lvie7BMP ;Oft'Liiie7BMP 24 has Vofwne 0' face feetl Standard Flow Rate (ds) 0_ 0�0_� Standard Flow Rate (c(s] 0?0034_� 15 Minute Flow Rate O'0087 15 Minute Flow rate — 6 x Durations Flow Frequency Water Oualrty Hydrograpfr Wetland Fhnctruton Maym datasets 1 Puget East 36 Evap -- 2 Puget East 36 Pteap 4I 501 POC 1 Redeveloped flow I �j 502 POC 2 Preukvd ed flow 702Inflow to POC 2 Mitigated 8M POC 1 Mitgated flow 802POC-2Mdgatedfbw AD Data Flow Stage t neap Evap POC 1 Flood Frequency Method POC 2 (- Log Pearson Type 11117E { Weibull (: Cunnane Grmgorten 1/3/2015 13:12 PM Step 2: Calculate the volume drawdown in 48-hours Volume = trench area x infiltration rate (in/hr) x 48 hr = = 144 sf x (2.5 in/hr) x (1 ftl12in) x 48 hr = 1,440 cf > 1,70 cf (0.0039 ac-ft) <ok> Lovell-Sauerland and Associates Lambrecht Short Plat Drainage Report North Lot LSA No. 5316 L.MR January, 2015 STREET FILE RESUB Western Washington Hydrology Model MAR 16 20115 PROJECT REPORT R1 11' DING DEPAR-UMENT CITY OF EDMONDS Project Name: default Site Address: 9221 Oylmpic View Drive City Edmonds Report Date 3/4/2015 MGS Regoin Puget East Data Start 1939/10/1 Data End 2097/08/31 DOT Data Number: 03 WWHM3 Version: PREDEVELOPED LAND USE Name Basin 1 Bypass: No Groundwater: No Pervious Land Use Acres, A B, Forest, Mod .2995 Impervious Land Use Acres Element Flows To: Surface . Name Basin 1 Bypass: No GroundWater: No Pervious Land Use Impervious Land Use DRIVEWAYS MOD SIDEWALKS MOD Interflow Groundwater Acres Acres 0.0433 0..0021 /---- Front Porch/Stairway Element Flows To: Surface Interflow Groundwater Infiltration Trench "B", Infiltration Trench "B", Name Infiltration Trench "B" Bottom Length: 18ft. I Bottom Width : 8ft. Trench bottom slope 1: 0.005 To 1 Trench Left side slope 0: 0 To 1 Trench right side slope 2: 0 to 1 Material thickness of first layer : 4 Pour Space of material for first layer 0.35 Material thickness of second layer : 0 Pour Space of material for second layer 0 Material thickness of third layer : 0 Pour Space of material for third layer 0 Infiltration On Infiltration rate : 10 Infiltration saftey factor : 0.25 Discharge Structure Riser Height: 4 ft. Riser Diameter: 4 in. Element Flows To: Outlet 1 Outlet 2 Gravel Trench Bed Hydraulic Table Stage(ft) Area(acr) Volume(acr-ft) Dschrg(cfs) Infilt(cfs) 0.000 0.003 0.000 0.000 0.000 0.056 0.003 0.000 0.000• 0.008 0.111 0.003 0.000 0.000 0.008 0.167 0.003 0.000 0.000 0.008 0.222 0.003 0.000 0.000 0.008 0.278 0.003 0.000 0.000 0.008 0.333 0.003 0.000 0.000 0.008 0.389 0.003 0.000 0.000 0.008 0.444 0.003 0.001 0.000 0.008 0.500 0.003 0.001 0.000 0.008 0.556 0.003 0.001 0.000 0.008' 0.611 0.003 0.001 0.000 0.008 0.667 0.003 0.001 0.000 0.008 0.722 0.003 0.001 0.000 0.008 0.778 0.003 0.001 0.000 0.008 0.833 0.003 0.001 0.000 0.008 0.889 0.003 0.001 0.000 0.008 0.944 0.003 0.001 0.000 0.008 1.000 0.003 0.001 0.000 0.008 1.056 0.003 0.001 0.000 0.008 1.111 0.003 0.001 0.000 0.008 1.167 0.003 0•.001 0.000 0.008 1.222 0.003' 0.001 0.000 0.008 1.278 0.003 0.001 0.000 0.008 1.333 0.003 0.002 0.000 0.008 1.389 0.003 0.002 0.000 0.008 1.444 0.003 0.002 0.000 0.008 1.500 0.003 0.002 0.000 -0.008 1.556 0.003 0.002 0.000 0.008 1.611 0.003 0.002 0.000 0.008 1.667 0.003 0.002 0.000 0.008 1.722 0.003 0.002 0.000 0.008 J 1.778 0.003 0.002 0.000 0.008 1.833 0.003 0.002 0.000 0.008 1.889 0.003 0.002 0.000 0.008 1.944 0.003 0.002 0.000 0.008 2.000 0.003 0.002 0.000 0.008 2.056 0.003 0.002 0.000 0.008 2.111 0.003. 0.002 0.000 0.008 2.167 0.003 0.003 0.000 0.008 2.222 0.003 0.003 0.000 0.008 2.278 0.003 0.003 0.000 0.008 2.333 0.003 0.003 0.000 0.008 2.389 0.003 0.003 0.000 0.008 2.444 0.003 0.003 0.000 0.008 2.500 0.003 0.003 0.000 0.008 2.556 0.003 0.003 0.000 0.008 2.611 0.003 0.003 0.000 0.008 2.667 0.003. 0.003 0'.000 0.008 2.722 0.003 0.003 0.000 0.008 2.778 0.003 0.003 0.000 0.008 2.833 0.003 0.003 0.000 0.008 2.889 0.063 0.003 0.000 0.008 2.944 0.003 0.003 0.000 0.008 3.000 0.003 0.003 0.000 0.008 3.056 0.003 0.004 0.000 0.008 3.111 0.003 0.004 0.000 0.008 3.167 0.003 0.004 0.000 0.008 3.222 0.003 0.004 0.000 0.008 �3.278 0.003 0.004 0.000 0.008 3.333 0.003 0.004 0.000 0.008 3.389 0.003 0.004 0.000 0.008 3.444 0.003 0.004 0.000 0.008 3.500 0.003 0.004 0.000 0.008 3.556 0.003 0.004 0.000 0.008 3.611 0.003 0.004 0.000 0.008 3.667 0.003 0.004 0.000 0.008 3.722 0.003 0.004 0.000 0.008 3.778 0.003 0.004 0.000 0.008 3.833 0.003 0.004 0.000 0.008 ` 3.889 0.003 0.005 0.000 0.008 3.944 0.003 0.005 0.000 0.008 4.000 0.003 0.005 0.000 0.008 4.056 0.003 0.005 0.043 0.008 4.111 0.003 0.005 0.120 0.008 4.167 0.003 0.005 0.221 0.008 4.222 0.003 0.005 0.340 0.008 4.278 0.003 0.006 0.475 0.008 4.333 0.003 0.006 0.625 0.008 4.389 0.003 0.006 0.787 0.008 4.444 0.003 0.006 0.962 0.008 4.500 0.003 0.006 1.148 0.008 4.556 0.003 0.006 1.344 0.008' 4.611 0.003 0.007 1.551 0.008 4.667 0.003 0.007 1.767 0.008 4.722 0.003 0.007 1.993 0.008 4.778 0.003 0.007 2.227 0.008 4.833 0.003 0.007 2.470 0.008 4.889 0.003 0.008 2.721 0.008 4.944 0.003 0.008 2.980 0.008 5.000 0.003 0.008 3.246 0.008 MITIGATED LAND USE ANALYSIS RESULTS Flow Frequency Return Periods for Predeveloped. POC #1 Return Period Flow(cfs) 2 year 0.000057 5 year 0.000059 10 year 0.00006 25 year 0.00006 50 year 0.000083 100 year 0.000167 Flow Frequency Return Periods for Mitigated. POC #1 Return Period Flow(cfs) 2 year 0 5 year 0 10 year 0 25 year 0 50 year 0 100 year 0 100% Infiltrated r Yearly Peaks for Predeveloped and Mitigated.- POC #1 Year Predeveloped Mitigated 1941 0.000 0.000 1942 0.000 0.000 1943 0.000 0.000 1944 0.000 0.000 1945 0.000 0.000 1946 0.000 0.000 1947 0.000 0.000 1948 0.000 0.000 1949 0.000, 0.000 1950 0.000 0.000 1951 0.000 0.000 1952 0.000 0.000 1953 0.000, 0.000 1954 0:000 0.000 19'55 0.000 0.000 1956 0.000 0.000 1957 0.000 0.000 1958 .0.000 0.000 1959 0.000 0.000 1960 0.000 0.000 .1961 0.000 0.000 1` 1962 0.000 0.000 1963 0.000 0.000 1964 0.000 0.000 1965 0.000 0.000 1966 0.000 0.000 1967 0.000 0.000 1968 0.000 0.000 1969 0.000 0.000 1970 0.000 0.000 1971 0.000 0.000 1972 0.000 0.000 1973 0.000 0.000 1974 0.000 0.000 1975 0.000 0.000 1976 0.000 0.000 1977 0.000 0.000 1978 0.000 "0.000 1979 0.000 0.000 1980 0.000 0.000 1981 0.000 0.000 1982 0.000 0.000 1983 0.000 .0.000 1984 0.000 0.000 1985 0.000 0.000 1986 0.000 0.000 1987 0.000 0.000 1988 0.000 0.000 1989. 0.000 0.000 1990 0.000 0.000 1991 0.000 0.000 1992 0.000 0.000 1993 0.000 0.000 1994 0.000 0.000 1995 0.000 0.000 1996 0.000-1 0.000 1997 0.000 0.000 1998 0.000 0.000 1999 0.000 0.000 2000 0.000 0.000 2001 0.000 0.000 2002 0.000 0.000 2003 0.000 0.000 2004 0.000 0.000 2005 0.000 0.000 2006 0.000 0.000 2007 0.000 0.000 2008 0.000 0.000 2009 0.000 0.000 2010 0.000 0.000 2011 0.000 0.000 2012 0.000 0.000 2013 0.000 0.000 2014 0.000 0.000 2015 0.000 0.000 2016 0.000 0.000 2017 0.000 0.000 2018 0.000 0.000 2019 0.000 0.000- 2020 0.000 0.000 2021 0.000 0.000 2022 0.000 0.000 2023 0.000 0.000 a a 2024 0.000 0.000 2025 0.000 0.000 2026 0.000 0.000 2027 0.000 0.000 . 2028 0.000 0.000 2029 0.000 0.000 2030 0.000 0.000 2031 0.000 0.000 2032 0.000 0.000 2033 0.000 0.000 2034 0.000 0.000 2035 0.000 0.000 2036 0.000 0.000 2037 0.000 0.000 2038 0.000 0.000 2039 0.000 0.000 2040 0.000 0.000 2041 0.000 0.000 2042 0.000 0.000 2043 0.000 0.000 - 2044 0.000 0.000 2045 0.000 0.000 2046 0.000 0.000 2047 0.000 0.000 2048, 0.000 0.000 2049 0.000 0.000 2050 0.000 0.000 2051 0.000 0.000 2052 0.000 0.000 2053 0.000 0.000 2054 0.000 0.000 2055 0.000 0.000 2056 0.000 0.000 2057 0.000 0.000 2058 0.000 0.000 2059 0.000 0.000 2060 0.000 0.000 2061 0.000 0.000 2062 0.000 0.000 2063 0.000 0.000 2064 0:000 0.000 2065 0.000 0.000 2066 0.000 0.000 2067 0.000 0.000 2068 0.000 0.000 2069 0.000 0.000 2070 0.000 0.000 2071 0.-000 0.000 2072 0.000 0.000 2073 0.000 0.000 2074 0.000 0.000 2075 0.000 0.000 2076 0.000 , 0.000 2077 0.000 0.000 2078 0.000 0.000 2079 0.000 0.000 2080 0.000 0.000 2081 0.000 0.000 2082 0.000 0.000 2083 0.000 0.000 2084 0.000 0.000 2085 0.000 0.000 2086 0.000 0.000 2087 0.000 0.000 2088 0.000 0.000 2089 0.000 0.000 2090 0.000 0.000 2091 0.000 0.000 2092 0.000 0.000 2093 0.000 0.000 2094 0.000 0.000 2095 0.000 0.000 2096 0.000 0.000 2097 0.000. 0.000 2098 0.000 0.000 Ranked Yearly Peaks for Predeveloped and Mitigated Rank Predeveloped Mitigated 1 0.0002 0.0000 2 0.0002 0.0000 3 0.0001 0.0000 4 0.0001 0.0000 5 0.0001 0.0000 6 0.0001 0.0000 7 0.0001 0.0000 8 0.0001 0.•0000 9 0.0001 0.0000 10 0.0001 0.0000 11 0.0001 0.0000 12 0.0001 0.0000 13 0.0001 0.0000 14 0.0001 0.0000 15 0.0001 0.0000 16 0.0061 0.0000 17 0.0001 0.0000 18 0.0001 0.0000 19 0.0001 0.0000 20 0.0001 0.0000 21 0.0001 0.0000 22 0.0001 0.0000 23 0.0001 0.0000 24 0.0001 0.0000 25 0.0001 0.0000 26 0.0001 0.0000 27 0.0001 0.0000 28 0.0001 0.0000 29 0.0001 0.0000 30 0.0001 0.0000 31 0.0001 0.0000 32 0.0001 0.0000 33 0.0001 0.0000 34 0.0001 0.0000 35 0.0001 0.0000 POC #1 c 36 0.0001 0.0000 37. 0.0001 0.0000 38 0.0001 0.0000 39 0.0001 0.0000 40 0.0001 '0.0000 41 0.0001 0.0000 42 0.0001 0.0000 43 0.0001 0.0000 44 0.0001 0.0000 45 0.0001 0.0000 46 0.0001 0.0000 47 0.0001 0.0000 48 0.0001 0.0000 49 0.0001 0.0000 50 0.0001 0.,0000 51 0.0001 0.0000 52 0.0001 0.0000 53 0.0001 0.0000 54 0.0001 0.0000 55 0.0001 0.0000 56 0.0001 0.0000 57 0.0001 0.0000 58 0.0001 0.0000 59 0.0001 0.0000 60 0.0001 0.0000 61 0.0001 0.0000 62 0.0001 0.0000 63 0.0001 0.0000 64 0.0001 0.0000 65 0.0001 0.0000 66 0.0001 0.0000 67 0.0001 0.0000 68 0.0001 0.0000 69 0.0001 0.0000 70 0.0001 0.0000 71 0.0001 0.0000 72 0.0001 0.0000 73 0.0001 0.0000 74 0.0001 0.0000 75 0.0001 0.0000 76 0.0001 0.0000 77 0.0001 0.0000 78 0.0001 0.0000 79 0.0001 0.0000 80 0.0001 0.0000 81 0.0001 0.0000 ' 82 0.0001 0.0000 83 0.0001 0.0000 84 0.0001 0.0000 85 0.0001 0.0000 86 0.0001 0.0000 87 0.0001 0.0000 88 0.0001 0.0000 89 0.0001 0.0000 90 0.0001 0.0000 91 0.0001 0.0000 92 0.0001 0.0000 u 93 0.0001 0.0000 94 0.0001 0.0000 95 0.0001 ) 0.0000 96 0.0001 0.0000 97 0.0001 0.0000 98 0.0001 0.0000 99 0.0001 0.0000 100 0.0001 0.0000 101 0-0001 0.0000 102 0.0001 0.0000 103 0.0001 0.0000 104 0.0001 0.0000 105 0.0001 0.0000 106 0.0001 0.0000 107 0.0001 0.0000 108 0.0001 0.0000 109 0.0001 0.0000 110 0.0001 0.0000 111 0.0001 0.0000 112 0.0001 0.0000 113 0.0001 0.0000 114 0.0001 0.0000 115 0.0001 0.0000 116 0.0001 0.0000 117 0.0001 0.0000 118 0.0001 0.0000 119 0.0001 0.0000 120 0.0001 0.0000 121 0.0001 0.0000 122 0.0001 0.0000 123 0.0001 0.0000 124 0.0001 0.0000 125 •c 0.0001 0.0000 126 0.0001 0.0000 127 0.0001 0.0000 128 0.0001 0.0000 129 0.0001 0.0000 130 0.0001 0.0000 131 0.0001 0.0000 132 0.0001 0.0000 133 0.0001 0.0000 134 0.0001 0.0000 135 0.0001 0.0000 136 0.0001 0.0000 137 0.0001 0.0000 138 0.000.1 0.0000 139 0.0001• 0.0000 140 0.0001 0.0000 141 0.0001 0.0000 142 0.0000 0.0000 143 0.0000 0.0000 144 '0.0000 0.0000 145 0.0000 0.0000 146 0.0000 0.0000 147 0.0000 0.0000 148 0.0000 0.0000 149 0.0000 0.0000 i 1 150 0'.0000 0.0000 151 0.0000 0.0000 152 0.0000 0.0000 153 0.0000 0.0000 154 0.0000 0.0000 155 0.0000 0.0000 156 0.0000 0.0000 157 0.0000 0.0000 158 0.0000 0.0000 POC #1 The Facility PASSED The Facility PASSED. Flow(CFS) Predev Dev Percentage Pass/Fail 0.0000 3203 0 0 Pass 0.0000 3093 0 0 Pass 0.0000 2958 0 0 Pass 0.0000 2843 0 0 Pass 0.0000 2.760 0 0 Pass 0.0000 2687 0 0 Pass 0.0000 2572 0 0 Pass 0.0000 2468 .0 .0 Pass 0.0000 2355 0 0 Pass 0.0000 2277 0 0 Pass 0.0000 2184 0 0 Pass 0.0000 2112 0 0 Pass 0.0000 2025 0 0 Pass 0.0000 1949 0 0 Pass 0.0000 1873 0 0 Pass 0.0000 1802 0 0 Pass /-0.0000 .1718 0 0 Pass 0.0000 1667 0 0 Pass 0.0000 1598 0 0 Pass 0.0000 1542 0 0 Pass 0.0000 1469 0 0 Pass 0.0000 1418` 0 0 Pass '0.0000 1351 0 0 Pass 0.0000 1307 0 0 Pass 0.0000 1249 0 0 Pass 0.0000 1197 0 0 Pass 0.0000 1133 0 0 Pass 0.0000 1081 0 0 Pass 0.0000 1025. 0 .0 Pass 0.0000 986 0 0 Pass 0.0000 946 0 0 Pass 0.0000 911 0 0 Pass 0.0000 856 0 0 Pass 0.0000 813 0 0 Pass 0.0000 772 0 0 Pass 0.0000 725 0 01 Pass 0.0000 676 0 0 Pass 0.0000 641 0 0 Pass 0.0000 .608 0 0 Pass 0.0000 574 0 0 Pass -. U 0.0001 536 0 0 Pass 0.0001 502 0 0 Pass 0.0001 465 0 0 Pass 0.0001 437 0 0 Pass 0.0001 404 0 0 Pass 0.0001 373 0 0 Pass 0.0001 344 0 0 Pass 0.0001 316 0 0 Pass 0.0001 289 0 0 Pass 0.0001 267 0 0 Pass 0.0001 226 0 0 Pass 0.0001 190 0 0 Pass 0.0001 156 0 0 Pass 0.0001 127 0 0 Pass 0.0001 97 0 0 Pass 0.0001 79 0 0 Pass .0.0001 52 0 0 Pass 0.0001 36 0 0 Pass 0.0001 11 0 0 Pass 0.0001 11 0 0 Pass 0.0001 11 0 0 Pass 0.0001 11 0 0 Pass 0.0001 11 0 0 Pass 0.0001 10 0 0 Pass 0.0001 9 0 0 Pass 0.0001 9 0 0 Pass 0.0001 9 0 0 Pass 0.0001 9 0 0 Pass 0.0001 9 0 0 Pass 0.0001 9 0 0 Pass 0.0001 9 0 0 Pass 0.0001 9 0 0 Pass 0.0001 9 0 0 Pass 0.0001 9 0 0 Pass 0.0001 9 0 0 Pass 0.0001 9 0 0 Pass 0.0001 9 0 0 Pass 0.0001 9 0 0 Pass 0.0001 9 0- 0 Pass 0.0001 9 0 0 Pass 0.0001 8 0 0 Pass 0.0001 8 0 0 Pass 0.0001 8 0 0 Pass 0.0001 8 0 0 Pass 0.0001 8 0 0 Pass 0.0001 7 0 0 Pass 0.0001 7 0 0 Pass 0.0001 7 0 0 Pass 0.0001 7 0 0 Pass 0.0001 7 0 0 Pass 0.0001 7 0 0 Pass 0.0001 7 0 0 Pass 0.0001 6 0 0 Pass 0.0001 6 0 0 Pass 0.0001 6 0 0 Pass 0.0001 6 0 0 Pass 0.0001 6 0 0 Pass 0.0001 6 0 0 Pass 0.0001 6 0 0 Pass 0.0001 6 0 0 Pass Water Quality BMP Flow and Volume for POC 1. On-line facility volume: 0 acre-feet On-line facility target flow: 0 cfs. Adjusted for 15 min: 0 cfs. Off-line facility target flow 0 cfs. Adjusted for 15 min: 0 cfs. Perind and Impind Changes No changes have been made. This program and accompanying documentation is provided 'as -is' without warranty of any kind. The entire risk regarding the performance and on of this program is. assumed by the user. Clear Creek Solutions and the Washington State Department of Ecology disclaims all warranties, either expressed or implied, including but not limited to implied warranties of program and accompanying documentation. In no event shall Clear Creek Solutions and/or the Washington State Department of Ecology be liable for any damages whatsoever (including without limitation to damages for loss of business profits, loss of business information, business interruption, and the like), arising out of the use of, or inability to use this program even if Clear Creek Solutions or the Washington State Department of Ecology has been advised of the possibility.of such damages. i t Western Washington Hydrology Model PROJECT REPORT Project Name: 5316 Trench B Site Address: 9221 Olympic View Drive City Edmonds Report Date 1/5/2015 MGS Regoin Puget East Data Start 1939/10/1 Data End 2097/08/31 DOT Data Number: 03 WWHM3 Version: PREDEVELOPED LAND USE Name Basin 1 - North Lot Bypass: No GroundWater: No Pervious Land Use Acres A B, Forest, Mod .236 Impervious Land Use Acres Element Flows To: Surface Interflow Name Basin 2 - North Lot Bypass: No Groundwater: No Pervious Land Use Impervious Land Use DRIVEWAYS MOD Acres Acres 0.0433 Groundwater Element Flows To: Surface Interflow Groundwater Infiltration Trench "B", Infiltration Trench "B", Name Infiltration Trench "B" Bottom Length: 18ft. Bottom Width : 8ft. Trench bottom slope 1: 0.005 To 1 ' Trench Left side slope 0: 0 To 1 Trench right side slope 2: 0 To 1 Material thickness of first layer : 4 Pour Space of material for first layer ' Material thickness of second layer : 0 Pour Space of material for second layer Material thickness of third layer : 0 Pour Space of material for third layer ' Infiltration On Infiltration rate : 10 Infiltration saftey factor : 0.25 ' Discharge Structure Riser Height: 4 ft. Riser Diameter: 4 in. ' Element Flows To: Outlet 1 Outlet 2 0.35 01 A Gravel Trench Bed Hydraulic Table Stage(ft) Area(acr) Volume(acr-ft) Dschrg(cfs) Infilt(cfs) 0.000 0.003 0.000 0.000 0.000 0.056 0.003 0.000 0.000 0.008 0.111 0.003 0.000 0.000 0.008 0.167 0.003 0.000 0.000 0.008 0.222 0.003 0.000 0.000 0.008 0.278 0.003 0:000 0.000 0.008 0.333 0.003 0.000 0.000 0.008 0.389 0.003 0.000 0.000 0.008 0.444 0.003 0.001 0.000 0.008 0.500 0.003 0.001 0.000 0.008 0.556 0.003 0.001 0.000 0.008 0.611 0.003 0.001 0.000 0.008 0.667 0.003 0.001 0.000 0.008 0.722 0.003 0.001 0.000 0.008 0.778 0.003 0.001 0.000 0.008 0.833 0.003 0.001 0.000 0.008 0.889 0.003 0.001 0.000 0.008 0.944 0.003 0.001 0.000 0.008 1.000 0.003 0.001 0.000 0.008 1.056 0.003 0.001 0.000, 0.008 1.111 0.003 0.001 0.000 0.008 1.167 0.003 0.001 0.000 0.008 1.222 0.003 0.001 0.000 0.008 1.278 0.003 0.001 0.000 0.008 1.333 0.003 0.002 0.000 0.008 1.389 0.003 0.002 0.000 0.008 1.444 0.003 0.002 0.000 0.008 1.500 0.003 0.002 0.000 0.008 1.556 0.003 0.002 0.000 0.008 1.611 0.003 0.002 0.000 0.008 1.667 0.003 0.002 0.000 0.008 1.722 0.003 0.002 0.000 0.008 1.778 0.003 0.002 0.000 0.008 1.833 0.003 0.002 0.000 0.008 1.889 0.003 0.002 0.000 0.008 1.944 0.003 0.002 0.000 0.008 2.000 0.003 0.002 0.000 0.008 2.056 0.003 0.002 0.000 0.008 2.111 0.003 0.002 0.000 0.008 2.167 0.003 0.003 0.000 0.008 2.222 0.003 0.003 0.000 0.008 2.278 0.003 0.003 0.000 0.001 ' 2.333 0.003 0.003 0.000 0.008 2.389 0.003 0.003 0.000 0.008 2.444 0.003 0.003 0.000 0.008 2.500 0.003 0.003 0.000 0.008 2.556 0.003 0.003 0.000 0.008 2.611 0.003 0.003 0.000 0.008 2.667 0.003 0.003 0.000 0.008 2.722 0.003 0.003 0.000 0.008 ' 2.778 0.003 0.003 0.000 0.008 2.833 0.003 0.003 0.000 0.008 2.889 0.003 0.003 0.000 0.008 2.944 0.003 0.003 0.000 0.008 ' 3.000 0.003 0.003 0.000 0.008 3.056 0.003 0.004 0.000 0.008 3.111 0.003 0.004 0.000 0.008 ' 3.167 0.003 0.004 0.000 0.008 3.222 0.003 0.004 0.000 0.008 3.278 0.003 0.004 0.000 0.008 3.333 0.003 0.004 0.000 0.011 3.389 0.003 0.004 0.000 0.008 3.444 0.003 0.004 0.000 0.008 3.500 0.003 0.004 0.000 0.008 3.556 0.003 0.004 0.000 0.008 3.611 0.003 0.004 0.000 0.008 3.667 0.003 0.004 0.000 0.008 3.722 0.003 0.004 0.000 0.008 3.778 0.003 0.004 0.000 0.008 ' 3.833 0.003 0.004 0.000 0.008 3.889 0.003 0.005 0.000 0.008 3.944 0.003 0.005 0.000 0.008 ' 4.000 0.003 0.005, 0.000 0.008 4.056 0.003 0.005 0.043 0.008 4.111 0.003 0.005 0.120 0.008 4.117 0.003 0.005 0.221 0.008 ' 4.222 0.003 0.005 0.340 0.008 4.278 0.003 0.006 0.475 0.008 4.333 0.003 0.006 0.625 0.008 4.389 0.003 0.006 0.787 0.008 ' 4.444 0.003 0.006 0.962 0.008 4.500 0.003 0.006 1.148 0.008 4.556 0.003 0.006 1.344 0.008 4.611 0.003 0.007 1.551 0.008 4.667 0.003 0.007 1.767 0.008 4.722 0.003 0.007 1.993 0.008 4.778 0.003 0.007 2.227 0.008 4.833 0.003 0.007 2.470 0.008 4.889 0.003 0.008 2.721 0.008 4.944 0.003 0.008 2.980 0.008 5.000 0.003 0.008 3.246 0.008 Name Basin 2 - North Driveway & Access Road Bypass: No GroundWater: No Pervious Land Use Acres A B, Forest, Mod Impervious Land Use .219 Acres Element Flows To: Surface Interflow Groundwater MITIGATED LAND USE ANALYSIS RESULTS Flow Frequency Return Periods for Predeveloped. POC #1 Return Period Flow(cfs) 2 year 0.000045 5 year 0.000047 10 year 0.000047 25 year 0.000048 50 year 0.000065 100 year 0.000132 Flow Frequency Return Periods for Mitigated. POC #1 Return Period Flow(cfs) 2 year 0 5 year 0 10 year 0 25 year 0 50 year 0 100 year 0 Yearly Peaks for Predeveloped and Mitigated. POC #1 Year Predeveloped Mitigated 1941 0.000 0.000 1942 0.000 0.000 1943 0.000 0.000 1944 0.000 0.000 1945 0.000 0.000 1946 0.000 0.000 1947 0.000 0.000 1948 0.000 0.000 1949 0.000 0.000 1950 0.000 0.000 1951 0.000 0.000 1952 0.000 0.000 1953 0.000 0.000 1954 0.000 0.000 1955 0.000 0.000 1956 0.000 0.000 1957 0.000 0.000 1958 0.000 0.000 1959 0.000 0.000 1960 0.000 0.000 1961 0.000 0.000 1962 0.000 0.000 1963 0.000 0.000 1964 0.000 0.000 1965 0.000 0.000 1966 0.000 0.000 1967 0.000 0.000 1968 0.000 0.000 1969 0.000 0.000 1970 0.000 0.000 1971 0.000 0.000 1972 0.000 0.000 1973 0.000 0.000 1974 0.000 0.000 1975 0.000 0.000 1976 0.000 0.000 1977 0.000 0.000 1978 0.000 0.000 1979 0.000 0.000 1980 0.000 0.000 1981 0.000 0.000 1982 0.000 0.000 1983 0.000 0.000 1984 0.000 0.000 1985 0.000 0.000 1986 0.000 0.000 1987 0.000 0.000 1988 0.000 0.000 1989 0.000 0.000 1990 0.000 0.000 1991 0.000 0.000 1992 0.000 0.000 1993 0.000 0.000 1994 0.000 0.000 1995 0.000 0.000 1996 0.000 0.000 1997 0.000 0.000 1998 0.000 0.000 1999 0.000 0.000 2000 0.000 0.000 2001 0.000 0.000 2002 0.000 0.000 2003 0.000 0.000 2004 0.000 0.000 2005 0.000 0.000 2006 0.000 0.000 2007 0.000 0.000 2008 0.000 0.000 2009 0.000 0.000 2010 0.000 0.000 2011 0.000 0.000 2012 0.000 0.000 2013 0.000 0.000 2014 0.000 0.000 2015 0.000 0.000 2016 0.000 0.000 2017 0.000 0.000 2018 0.000 0.000 2019 0.000 0.000 2020 0.000 0.000 2021 0.000 0.000 2022 0.000 0.000 2023 0.000 0.000 2024 0.000 0.000 2025 0.000 0.000 2026 0.000 0.000 2027 0.000 0.000 2028 0.000 0.000 2029 0.000 0.000 2030 0.000 0.000 2031 0.000 0.000 2032 0.000 0.000 2033 0.000 0.000 2034 0.000 0.000 2035 0.000 0.000 .2036 0.000 0.000 2037 0.000 0.000 2038 0.000 0.000 2039 0.000 0.000 2040 0.000 0.000 2041 0.000 0.000 2042 0.000 0.000 2043 0.000 0.000 2044 0.000 0.000 2045 0.000 0.000 2046 0.000 0.000 2047 0.000 0.000 2048 0.000 0.000 2049 0.000 0.000 2050 0.000 0.000 2051 0.000 0.000 2052 0.000 0.000 2053 0.000 0.000 2054 0.000 0.000 2055 0.000 0.000 2056 0.000 0.000 2057 0.000 0.000 2058 0.000 0.000 2059 0.000 0.000 2060 0.000 0.000 2061 0.000 0.000 2062 0.000 0.000 2063 0.000 0.000 2064 0.000 0.000 2065 0.000 0.000 2066 0.000 0.000 2067 0.000 0.000 2068 0.000 0.000 2069- 0.000 0.000 2070 0.000 0.000 2071 0.000 0.000 2072 0.000 0.000 2073 0.000 0.000 2074 0.000 0.000 2075 0.000 0.000 2076 0.000 0.000 2077 0.000 0.000 2078 0.000 0.000 2079 0.000 0.000 2080 0.000 0.000 2081 0.000 0.000 2082 0.000 0.000 2083 0.000 0.000 2084 0.000 0.000 2085 0.000 0.000 2086 0.000 0.000 2087 0.000 0.000 2088 0.000 0.000 2089 0.000 0.000 2090 0.000 0.000 2091 0.000 0.000 2092 0.000 0.000 2093 0.000 0.000 2094 0.000 0.000 2095 0.000 0.000 2096 0.000 0.000 2097 0.000 0.000 2098 0.000 0.000 Ranked Yearly Peaks for Predeveloped and Mitigated. POC #1 Rank Predeveloped Mitigated 1 0.0001 0.0000 2 0.0001 0.0000 3 0.0001 0.0000 4 0.0000 0.0000 5 0.0000 0.0000 6 0.0000 0.0000 7 0.0000 0.0000 8 0.0000 0.0000 9 0.0000 0.0000 10 0.0000 0.0000 11 0.0000 0.0000 12 0.0000 0.0000 13 0.0000 0.0000 14 0.0000 0.0000 15 0.0000 0.0000 16 0.0000 0.0000 17 0.0000 0.0000 18 0.0000 0.0000 19 0.0000 0.0000 20 0.0000 0.0000 21 0.0000 0.0000 22 0.0000 0.0000 23 0.0000 0.0000 24 0.0000 0.0000 25 0.0000 0.0000 26 0.0000 0.0000 27 0.0000 0.0000 28 0.0000 0.0000 29 0.0000 0.0000 30 0.0000 0.0000 31 0.0000 0.0000 32 0.0000 0.0000 33 0.0000 0.0000 34 0.0000 0.0000 35 0.0000 0.0000 36 0.0000 0.0000 37 0.0000 0.0000 38 0.0000 0.0000 39 0.0000 0.0000 40 0.0000 0.0000 41 0.0000 0.0000 42 0.0000 0.0000 43 0.0000 0.0000 44 0.0000 0.0000 45 0.0000 0.0000 46 0.0000 0.0000 47 0.0000 0.0000 48 0.0000 0.0000 49 0.0000 0.0000 50 0.0000 0.0000 51 0.0000 0.0000 52 0.0000 0.0000 53 0.0000 0.0000 54 0.0000 0.0000 55 0.0000 0.0000 56 0.0000 0.0000 57 0.0000 0.0000 58 0.0000 0.0000 59 0.0000 0.0000 60 0.0000 0.0000 61 0.0000 0.0000 62 0.0000 0.0000 63 0.0000 0.0000 64 0.0000 0.0000 65 0.0000 0.0000 66 0.0000 0.0000 67 0.0000 0.0000 68 0.0000 0.0000 69 0.0000 0.0000 70 0.0000 0.0000 71 0.0000 0.0000 72 0.0000 0.0000 73 0.0000 0.0000, 74 0.0000 0.0000 75 0.0000 0.0000 76 0.0000 0.0000 77 0.0000 0.0000 78 0.0000 0.0000 79 0.0000 0.0000 80 0.0000 0.0000 81 0.0000 0.0000 ' 82 0.0000 0.0000 83 0.0000, 0.0000 84 0.0000 0.0000 85 0.0000 0.0000 86 0.0000 0.0000 87 0.0000 0.0000 88 0,0000 0.0000 89 0.0000 0.0000 90 0.0000 0.0000 91 0.0000 0.0000 92 0,0100 0.0000 93 0.0000 0.0000 94 0.0000 0.0000 95 0.0000 0.0000 96 0.0000 0.0000 97 0.0000 0.0000 98 0.0000 0.0000 99 0.0000 0.0000 100 0.0000 0.0000 101 0.0000 0.0000 102 0.0000 0.0000 103 0.0000 0.0000 104 0.0000 0.0000 105 0.0000 0.0000 106 0.0000 0.0000 107 0.0000 0.0000 108 0.0000 0.0000 109 0.0000 0.0000 110 0.0000 0.0000 111 0.0000 0.0000 112 0.0000 0.0000 113 0.0000 0.0000 114 0,0000 0.0000 115 0.0000 0.0000 116 0.0000 0.0000 117 0.0000 0.0000 118 0.0000 0.0000 119 0.0000 0.0000 120 0.0000 0.0000 121 0.0000 0.0000 122 0.0000 0.0000 ' 123 0.0000 0.0000 124 0.0000 0.0000 125 0.0000 0.0000 126 0.0000 0.0000 ' 127 0.0000 0.0000 128 0.0000 0.0000 129 0.0000 0.0000 130 0.0000 0.0000 ' 131 0.0000 0.0000 132 0.0000 0.0000 133 0.0000 0.0000 134 0.0000 0.0000 135 0.0000 0.0000 136 0.0000 0.0000 137 0.0000 0.0000 138 0.0000 0.0000 139 0.0000 0.0000 140 0.0000 0.0000 141 0.0000 0.0000 142 0.0000 0.0000 143 0.0000 0.0000 144 0.0000 0.0000 145 0.0000 0.0000 146 0.0000 0.0000 147 0.0000 0.0000 148 0.0000 0.0000 149 0.0000 0.0000 150 0.0000 0.0000 151 0.0000 0.0000 152 0.0000 0.0000 153 0.0000 0.0000 154 0.0000 0.0000 155 0.0000 0.0000 156 0.0000 0.0000 157 0.0000 0.0000 158 0.0000 0.0000 POC #1 The Facility PASSED The Facility PASSED. Flow(CFS) Predev Dev Percentage Pass/Fail 0.0000 3261 2 0 Pass 0.0000 3151 2 0 Pass 0.0000 3032 2 0 Pass 0.0000 2915 2 0 Pass 0.0000 2807 2 0 Pass 0.0000 2733 2 0 Pass 0.0000 2645 2 0 Pass 0.0000 2524 2 0 Pass 0.0000 2413 2 0 Pass 0.0000 2327 2 0 Pass 0.0000 2226 2 0 Pass 0.0000 2164 2 0 Pass 0.0000 2082 2 0 Pass 0.0000 1988 2 0 Pass 0.0000 1923 2 0 Pass 0.0000 1849 2 0 Pass 0.0000 1753 2 0 Pass 0.0000 1699 2 0 Pass 0.0000 1645 2 0 Pass 0.0000 1578 2 0 Pass 0.0000 1513 2 0 Pass 0.0000 1458 2 0 Pass 0.0000 1402 2 0 Pass 0.0000 1340 2 0 Pass 0.0000 1288 2 0 Pass 0.0000 1238 2 0 Pass 0.0000 1179 2 0 Pass 0.0000 1116 2 0 Pass 0.0000 1059 2 0 Pass 0.0000 1010 2 0 Pass 0.0000 972 2 0 Pass 0.0000 934 2 0 Pass 0.0000 892 2 0 Pass 0.0000 839 2 0 Pass 0.0000 793 2 0 Pass 0.0000 765 2 0 Pass 0.0000 708 2 0 Pass 0.0000 666 2 0 Pass 0.0000 631 2 0 Pass 0.0000 593 2 0 Pass 0.0000 562 2 0 Pass 0.0000 528 2 0 Pass 0.0000 487 2 0 Pass 0.0000 461 2 0 Pass 0.0000 426 2 0 Pass 0.0000 391 2 0 Pass 0.0000 366 2 0 Pass 0.0000 339 2 0 Pass 0.0000 306 2 0 Pass 0.0000 281 2 0 Pass 0.0000 255 2 0 Pass 0.0000 221 2 0 Pass 0.0000 178 2 1 Pass 0.0000 147 2 1 Pass 0.0000 120 2 1 Pass 0.0000 89 2 2 Pass 0.0000 72 2 2 Pass 0.0000 51 2 3 Pass 0.0000 29 2 6 Pass 0.0000 11 2 18 Pass 0.0000 11 2 18 Pass 0.0000 11 2 18 Pass 0.0000 11 2 18 Pass 0.0000 10 2 20 Pass 0.0000 10 2 20 Pass 0.0001 9 2 22 Pass 0.0001 9 2 22 Pass 0.0001 9 2 22 Pass 0.0001 9 2 22 Pass 0.0001 9 2 22 Pass 0.0001 9 2 22 Pass 0.0001 9 2 22 Pass 0.0001 9 2 22 Pass 0.0001 9 2 22 Pass 0.0001 9 2 22 Pass 0.0001 9 2 22 Pass 0.0001 9 2 22 Pass 0.0001 9 2 22 Pass 0.0001 9 2 22 Pass 0.0001 9 2 22 Pass 0.0001 8 2 25 Pass 0.0001 8 2 25 Pass 0.0001 8 2 25 Pass 0.0001 8 2 25 Pass 0.0001 8 2 25 Pass 0.0001 8 2 25 Pass 0.0001 7 2 28 Pass 0.0001 7 2 28 Pass 0.0001 7 2 28 Pass 0.0001 7 2 28 Pass 0.0001 7 2 28 Pass 0.0001 7 2 28 Pass 0.0001 7 2 28 Pass 0.0001 6 2 33 Pass 0.0001 6 2 33 Pass 0.0001 6 2 33 Pass 0.0001 6 2 33 Pass 0.0001 6 2 33 Pass 0.0001 6 2 33 Pass 0.0001 6 2 33 Pass Water Quality BMP Flow and Volume for POC 1. On-line facility volume: 0.0039 acre-feet On-line facility target flow: 0.01 cfs. Adjusted for 15 min: 0.0067 cfs. Off-line facility target flow: 0.0034 cfs. Adjusted for 15 min: 0.0038 cfs. Flow Frequency Return Periods for Predeveloped. POC #2 Return Period Flow(cfs) 2 year 0.000042 5 year 0.000043 10 year 0.000044 25 year 0.000044 50 year 0.000061 100 year 0.000122 Flow Frequency Return Periods for Mitigated. POC #2 Return Period Flow(cfs) 2 year 0 5 year 0 10 year 0 25 year 0 50 year 0 100 year 0 Yearly Peaks for Predeveloped and Mitigated. POC #2 Year Predeveloped Mitigated 1941 0.000 0.000 1942 0.000 0.000 1943 0.000 0.000 1944 0.000 0.000 1945 0.000 0.000 1946 0.000 0.000 1947 0.000 0.000 1948 0.000 0.000 1949 0.000 0.000 1950 0.000 0.000 1951 0.000 0.000 1952 0.000 0.000 1953 0.000 0.000 1954 0.000 0.000 1955 0.000 0.000 1956 0.000 0.000 1957 0.000 0.000 1958 0.000 0.000 1959 0.000 0.000 1960 0.000 0.000 1961 0.000 0.000 1962 0.000 0.000 1963 0.000 0.000 1964 0.000 0.000 1965 0.000 0.000 1966 0.000 0.000 1967 0.000 0.000 1968 0.000 0.000 1969 0.000 0.000 1970 0.000 0.000 1971 0.000 0.000 1972 0.000 0.000 1973 0.000 0.000 1974 0.000 0.000 1975 0.000 0.000 1976 0.000 0.000 1977 0.000 0.000 1978 0.000 0.000 1979 0.000 0.000 1980 0.000 0.000 1981 0.000 0.000 1982 0.000 0.000 1983 0.000 0.000 1984 0.000 0.000 1985 0.000 0.000 1986 0.000 0.000 1987 0.000 0.000 1988 0.000 0.000 1989 0.000 0.000 1990 0.000 0.000 1991 0.000 0.000 1992 0.000 0.000 1993 0.000 0.000 1994 0.000 0.000 1995 0.000 0.000 1996 0.000 0.000 1997 0.000 0.000 1998 0.000 0.000 1999 0.000 0.000 2000 0.000 0.000 2001 0.000 0.000 2002 0.000 0.000 2003 0.000 0.000 2004 0.000 0.000 2005 0.000 0.000 2006 0.000 0.000 2007 0.000 0.000 2008 '0.000 0.000 2009 0.000 0.000 2010 0.000 0.000 2011 0.000 0.000 2012 0.000 0.000 2013 0.000 0.000 2014 0.000 0.000 2015 0.000 0.000 2016 0.000 0.000 2017 0.000 0.000 2018 0.000 0.000 2019 0.000 0.000 2020 0.000 0.000 2021 0.000 0.000 2022 0.000 0.000 2023 0.000 0.000 2024 0.000 0.000 2025 0.000 0.000 2026 0.000 0.000 2027 0.000 0.000 2028 0.000 0.000 2029 0.000 0.000 2030 0.000 0.000 2031 0.000 0.000 2032 0.000 0.000 2033 0.000 0.000 2034 0.000 0.000 2035 0.000 0.000 2036 0.000 0.000 2037 0.000 0.000 2038 0.000 0.000 2039 0.000 0.000 2040 0.000 0.000 2041 0.000 0.000 2042 0.000 0.000 2043 0.000 0.000 2044 0.000 0.000 2045 0.000 0.000 2046 0.000 0.000 2047 0.000 0.000 2048 0.000 0.000 2049 0.000 0.000 2050 0.000 0.000 2051 0.000 0.000 2052 0.000 0.000 2053 0.000 0.000 2054 0.000 0.000 2055 0.000 0.000 2056 0.000 0.000 2057 0.000 0.000 2058 0.000 0.000 2059 0.000 0.000 2060 0.000 0.000 2061 0.000 0.000 2062 0.000 0.000 2063 0.000 0.000 2064 0.000 0.000 2065 0.000 0.000 2066 0.000 0.000 2067 0.000 0.000 2068 0.000 0.000 2069 0.000 0.000 2070 0.000 0.000 2071 0.000 0.000 2072 0.000 0.000 2073 0.000 0.000 2074 0.000 0.000 2075 0.000 0.000 2076 0.000 0.000 2077 0.000 0.000 2078 0.000 0.000 2079 0.000 0.000 2080 0.000 0.000 2081 0.000 0.000 2082 0.000 0.000 2083 0.000 0.000 2084 0.000 0.000 2085 0.000 0.000 2086 0.000 0.000 2087 0.000 0.000 2088 0.000 0.000 2089 0.000 0.000 2090 0.000 0.000 2091 0.000 0.000 2092 0.000 0.000 2093 0.000 0.000 2094 0.000 0.000 2095 0.000 0.000 2096 0.000 0.000 2097 0.000 - 0.000 2098 0.000 0.000 Ranked Yearly Peaks for Predeveloped and Mitigated. POC #2 Rank Predeveloped Mitigated 1 0.0001 0.0000 2 0.0001 0.0000 3 0.0001 0.0000 4 0.0000 0.0000 5 0.0000 0.0000 6 0.0000 0.0000 7 0.0000 0.0000 8 0.0000 0.0000 9 0.0000 0.0000 10 0.0000 0.0000 11 0.0000 0.0000 12 0.0000 0.0000 13 0.0000 0.0000 14 0.0000 0.0000 15 0.0000 0.0000 16 0.0000 0.0000 17 0.0000 0.0000 18 0.0000 0.0000 19 0.0000 0.0000 20 0.0000 0.0000 21 0.0000 0.0000 22 0.0000 0.0000 23 0.0000 0.0000 24 0.0000 0.0000 25 0.0000 0.0000 26 0.0000 0.0000 27 0.0000 0.0000 28 0.0000 0.0000 29 0.0000 0.0000 30 0.0000 0.0000 31 0.0000 0.0000 32 0.0000 0.0000 33 0.0000 0.0000 34 0.0000 0.0000 35 0.0000 0.0000 36 0.0000 0.0000 37 0.0000 0.0000 38 0.0000 0.0000 39 0.0000 0.0000 40 0.0000 0.0000 41 0.0000 0.0000 42 0.0000 0.0000 43 0.0000 0.0000 44 0.0000 0.0000 45 0.0000 0.0000 46 0.0000 0.0000 47 0.0000 0.0000 48 0.0000 0.0000 49 0.0000 0.0000 50 0.0000 0.0000 51 0.0000 0.0000 52 0.0000 0.0000 53 0.0000 0.0000 54 0.0000 0.0000 55 0.0000 0.0000 56 0.0000 0.0000 57 0.0000 0.0000 58 0.0000 0.0000 59 0.0000 0.0000 60 0.0000 0.0000 61 0.0000 0.0000 62 0.0000 0.0000 63 0.0000 0.0000 64 0.0000 0.0000 65 0.0000 0.0000 66 0.0000 0.0000 67 0.0000 0.0000 68 0.0000 0.0000 69 0.0000 0.0000 70 0.0000 0.0000 71 0.0000 0.0000 72 0.0000 0.0000 73 0.0000 0.0000 74 0.0000 0.0000 75 0.0000 0.0000 76 0.0000 0.0000 77 0.0000 0.0000 78 0.0000 0.0000 79 0.0000 0.0000 80 0.0000 0.0000 81 0.0000 0.0000 82 0.0000 0.0000 83 0.0000 0.0000 84 0.0000 0.0000 85 0.0000 0.0000 86 0.0000 0.0000 87 0.0000 0.0000 88 0.0000 0.0000 89 0.0000 0.0000 90 0.0000 0.0000 91 0.0000 0.0000 92 0.0000 0.0000 93 0.0000 0.0000 94 0.0000 0.0000 95 0.0000 0.0000 96 0.0000 0.0000 97 0.0000 0.0000 98 0.0000 0.0000 99 0.0000 0.0000 100 0.0000 0.0000 101 0.0000 0.0000 102 0.0000 0.0000 103 0.0000 0.0000 104 0.0000 0.0000 105 0.0000 0.0000 106 0.0000 0.0000 107 0.0000 0.0000 108 0.0000 0.0000 109 0.0000 0.0000 110 0.0000 0.0000 111 0.0000 0.0000 112 0.0000 0.0000 113 0.0000 0.0000 114 0.0000 0.0000 115 0.0000 0.0000 116 0.0000 0.0000 117 0.0000 0.0000 118 0.0000 0.0000 119 0.0000 0.0000 120 0.0000 0.0000 121 0.0000 0.0000 122 0.0000 0.0000 123 0.0000 0.0000 124 0.0000 0.0000 125 0.0000 0.0000 126 0.0000 0.0000 127 0.0000 0.0000 128 0.0000 0.0000 129 0.0000 0.0000 130 0.0000 0.0000 131 0.0000 0.0000 132 0.0000 0.0000 133 0.0000 0.0000 134 0.0000 0.0000 135 0.0000 0.0000 136 0.0000 0.0000 137 0.0000 0.0000 138 0.0000 0.0000 139 0.0000 0.0000 140 0.0000 0.0000 141 0.0000 0.0000 142 0.0000 0.0000 143 0.0000 0.0000 144 0.0000 0.0000 145 0.0000 0.0000 146 0.0000 0.0000 147 0.0000 0.0000 148 0.0000 0.0000 149 0.0000 0.0000 150 0.0000 0.0000 151 0.0000 0.0000 152 0.0000 0.0000 153 0.0000 0.0000 154 0.0000 0.0000 155 0.0000 0.0000 156 0.0000 0.0000 157 0.0000 0.0000 158 0.0000 0.0000 POC #2 The Facility PASSED The Facility PASSED. Flow(CFS) Predev Dev Percentage Pass/Fail 0.0000 3153 0 0 Pass 0.0000 3028 0 0 Pass 0.0000 2904 0 0 Pass 0.0000 2814 0 0 Pass 0.0000 2733 0 0 Pass 0.0000 2640 0 0 Pass 0.0000 2532 0 0 Pass 0.0000 2413 0 0 Pass 0.0000 2324 0 0 Pass 0.0000 2238 0 0 Pass 0.0000 2164 0 0 Pass 0.0000 2081 0 0 Pass 0.0000 1996 0 0 Pass 0.0000 1926 0 0 Pass 0.0000 1849 0 0 Pass 0.0000 1768 0 0 Pass 0.0000 1701 0 0 Pass 0.0000 1645 0 0 Pass 0.0000 1575 0 0 Pass 0.0000 1519 0 0 Pass 0.0000 1458 0 0 Pass 0.0000 1402 0 0 Pass 0.0000 1341 0 0 Pass 0.0000 1292 0 0 Pass 0.0000 1238 0 0 Pass 0.0000 1165 0 0 Pass 0.0000 1105 0 0 Pass 0.0000 1048 0 0 Pass 0.0000 1004 0 0 Pass 0.0000 961 0 0 Pass 0.0000 924 0 0 Pass 0.0000 886 0 0 Pass 0.0000 828 0 0 Pass 0.0000 785 0 0 Pass 0.0000 751 0 0 Pass 0.0000 697 0 0 Pass 0.0000 658 0 0 Pass 0.0000 625 0 0 Pass 0.0000 592 0 0 Pass 0.0000 555 0 0 Pass 0.0000 518 0 0 Pass 0.0000 484 0 0 Pass 0.0000 457 0 0 Pass 0.0000 424 0 0 Pass 0.0000 387 0 0 Pass 0.0000 361 0 0 Pass 0.0000 329 0 0 Pass 0.0000 302 0 0 Pass 0.0000 279 0 0 Pass 0.0000 251 0 0 Pass 0.0000 201 0 0 Pass 0.0000 170 0 0 Pass 0.0000 135 0 0 Pass 0.0000 107 0 0 Pass 0.0000 86 0 0 Pass 0.0000 64 0 0 Pass 0.0000 41 0 0 Pass 0.0000 20 0 0 Pass 0.0000 11 0 0 Pass 0.0000 11 0 0 Pass 0.0000 11 0 0 Pass 0.0000 11 0 0 Pass 0.0000 10 0 0 Pass 0.0000 10 0 0 Pass 0.0000 9 0 0 Pass 0.0000 9 0 0 Pass 0.0000 9 0 0 Pass 0.0000 9 0 0 Pass 0.0000 9 0 0 Pass 0.0000 9 0 0 Pass 0.0000 9 0 0 Pass 0.0000 9 0 0 Pass 0.0001 9 0 0 Pass 0.0001 9 0 0 Pass 0.0001 9 0 0 Pass 0.0001 9 0 0 Pass 0.0001 9 0 0 Pass 0.0001 9 0 0 Pass 0.0001 9 0 0 Pass 0.0001 8 0 0 Pass 0.0001 8 0 0 Pass 0.0001 8 0 0 Pass 0.0001 8 0 0 Pass 0.0001 8 0 0 Pass 0.0001 7 0 0 Pass 0.0001 7 0 0 Pass 0.0001 7 0 0 Pass 0.0001 7 0 0 Pass I� 0.0001 7 0 0 Pass 0.0001 7 0 0 Pass 0.0001 7 0 0 Pass 0.0001 6 0 0 Pass 0.0001 6 0 0 Pass 0.0001 6 0 0 Pass 0.0001 6 0 0 Pass 0.0001 6 0 0 Pass 0.0001 6 0 0 Pass 0.0001 6 0 0 Pass 0.0001 6 0 0 Pass 0.0001 6 0 0 Pass I Water Quality BMP Flom and Volume for POC 2. On-line facility volume: 0.0067 acre-feet 'I On-line facility target flow: 0.01 cfs. Adjusted for 15 min: 0 cfs. Off-line facility target flow: 0.0057 cfs. Adjusted for 15 min: 0 cfs. Perind and Impind Changes No changes have been made. This program and accompanying documentation is provided 'as -is' without warranty of any kind. The entire risk regarding the performance and results of this program is assumed by the user. Clear Creek Solutions and the Washington State Department of Ecology disclaims all warranties, either expressed or implied, including but not limited to implied warranties of program and accompanying documentation. In no event shall Clear Creek Solutions and/or the Washington State Department of Ecology be liable for any damages whatsoever (including without limitation to damages for loss of business profits, loss of business information, business interruption, and the like) arising out of the use of, or inability to use this program even if Clear Creek Solutions or the Washington State Department of Ecology has been advised of the possibility of such damages. Infiltration Trench "C" for North Portion of Building & Off -site Joint -Use Private Road Total Impervious Areas: 7,125 SF (0.1636 Ac.) Roof 2,289 SF (0.0525 Ac.) Deck over Patio 622 SF (0.0143 Ac.) Secondary Driveway 782 SF (0.0180 Ac.) Bypass from Primary Driveway 265 SF (0.0061 Ac.) Private Road (Off -site) 3,167 SF (0.0727 Ac.) Total Pervious Areas: 5,418 SF (0.1244 Ac.) Forest, Lawn/Landscape 5,418 SF (0.1244 Ac.) File Edt View Help Subbasin Name Basin 3 -North Lot I r f esi-gnate as Bt7oass for P.O.C: Surface Interflow Groundwater Flows To : Infiltration Trench "C" Infiltration Trench "C" Area in Basin :Show Only Sele' cted Available Pervious Available Impervious r A f3�Lawr�►, Mod 1244 r f304f)�SQT)' .07r2�7 f3.OQFfTiQPSIM♦ .0525 DfiPYE�WA�tS�f'yI00_D' .0241 � SID.E,WALKS FL►A�T .0143 PerviousTotal 0.1244 Acres Impervious Total 0.1636 Acres I Basin Total 10.288 Acres Deselect Zero Select By: GO Lovell-Sauerland and Associates ' Drainage Report LSA No. 5316 L=R M Lambrecht Short Plat North Lot January, 2015 [= File gdit View Help _ 61 x ❑ ®� � � d% Facility Name llnfikration Trench" " Outlet 1 Outlet 2 Outlet 3 Downstream Connection 10 10j 10 Facility Type lGravel Trench/Bed Fj fecoitation Applied to Facility I Quick Trench �i`Lvapoiotim-TA e'd to F'acilitll® Facility Bottom Elevation (ft) 0 Facility Dimensions Trench Length 70 Outlet Structure Trench Bottom Width ' Riser Height (ft) F Effective Total Depth Riser Diarneter(m) Bottom slope of Trench 0 Riser Type Flat 0.005 Left Side Slope Notch Type Right Side Slope Material Layers for Layer 1 Thickness (ft) Orifice Diameter Height OMax Layer 1 porosity UF35 Number pn) (Ft) (cis) Layer 2 Thickness (ft) ' 1 lu -H W 1 -1 o Layer 2 porosity 2 I u— � — --H0 Layer 3 Thickness (ft) 0' 3 Fo ---A Fo--- A o Layer 3 porosity p' Infiltration yES -! Trench Volume at Riser Head (acre-ft) .017 Measured Infiltration Rate (in/hr) 10 --H Pond Increment 0.10 nfiltration Reduction Factor 0 25 j Show Pond Table Open Table Use Wetted Surface Area (sidewalls) N0 Total Volume Infiltrated(acre-ft) 63.4 Total Volume Through Faci6ty(acre-ft) 63.4 Total Volume Through Riser(acre-R) 0 Percent Infiltrated 100 1 /5/2015 110:38 AM Trench Length = 70.0 ft. Trench Width = 6.0 ft. Depth of Trench = 5.0 ft. Measured Infiltration Rate = 10.3 in/hr Infiltration Reduction Factor = 0.25 (Safety Factor = 4) Design Infiltration rate of underlying soil = 2.57 in/hr Infiltration rate used = 2.5 in/hr Porosity = 35% Percent of runoff Infiltrated = 100% Storage Volume required: Lovell-Sauerland and Associates Drainage Report LSA No. 5316 L� Lambrecht Short Plat North Lot January, 2015 = Trench Length x Trench Width x Trench Depth x Porosity = 70.0 ft. x 6.0 ft. x 5.0 ft. x 0.35 = 735 cf Required bottom area for a 5.0' deep rock trench = 70' x 6' = 420 sf Designed bottom area = 424.9 sf (CADD area) Storage Volume provided: = Trench Bottom Area x Trench Depth x Porosity = 424.9 ft. x 5.5 ft. x 0.35 =817cf Lovell-Saueriand and Associates Lambrecht Short Plat Drainage Report North Lot LSA No. 5316 L.MR January, 2015 Flow Frequency Analysis � � €dt dew ttdp ❑ I��I�I � R�i�, N W 10E-11 1 10 20 30 40 s0 60 70 80 90 99 Cumulative Probability Diaatiom Flow F,ep,xrcy Water Quality Hydrogtaph Wetland Rck atim Ana" datasets AU Datasets Flow Stage Precip Evap ® POC 2 Flood Frequency Method -- -- - Log Peason Type III 17B Web t) Cwane f•) Gri gaten -- - .o® Frequency .ow(CPS) Predeveloped Mitigated Year 0.0000 0.0000 Year 0.0000 0.0000 1 Year 0.0000 0.0000 1 Year 0.0000 0.0000 i Year 0.0001 0.0000 10 Year 0.0001 0.0000 early Peaks 940 0.0000 0.0000 941 0.0000 0.0000 942 0.0000 0.0000 .943 0.0000 0.0000 '.. 944 0.0000 0.0000 .943 0.0000 0.0000 946 0.0000 0.0000 947 0.0000 0.0000 948 0.0000 0.0000 949 0.0000 0.0000 950 0.0000 0.000000 951 0.0000 0.00 952 0.0000 0.0000 .953 0.0000 0.0000 954 0.0000 0.0000 .953 0.0000 0.0000 956 0.0000 0.0000 957 0.0000 0.0000 958 0.0000 0.0000 959 0.0000 0.0000 960 0.0000 0.0000 961 0.0000 0.0000 962 0.0000 0.0000 963 0.0000 0.0000 964 0.0000 0.0000 965 0.0000 0.0000 10:39 AM The analysis shows that no flow is released for the 100-year event, thus the facility is infiltrating practically 100% of its received runoff. Lovell-Sauedand and Associates Lambrecht Short Plat Drainage Report North Lot LSA No. 5316 LMM- R January, 2015 Mate Edit ylew tielp , - . , :- W� Im"In �"4-164mroll - 6 x 1007 filtration Trench "C' Stage Frequency 10E 1 (feet) 1007 2 Year = 0.8061 5 Year - 1.4588 10 Year - 2.1763 25 Year - 3.1024 1OE 0. 50 Year = 3.5067 100 Year - 4.0538 Yearly Peaks ° 1940 0.7479 10E 1 1941 0.0490 1942 1.2851 1943 0.3631 1944 0.4330 10E-2 1945 0.9939 1 10 20 30 40 50 60 70 80 90 99 1946 0.7334 Cumulative Probability 1947 0.9375 1948 1.1503 19. 8259 Durations Flow Frequency Water Quality Hydrograph Wetland Fkjctuation 1950 3.1775775 1951 0.4131 Analyze dalasets 1952 2.9198 1003 ch Bed 1 - North Lot STAGE M" ated 1953 1.2249 i� 1954 0.4142 1955 0.2838 1956 0.5289 1957 0.2308 1958 0.7249 1959 0.3129 1960 0.6115 1961 0.7620 AO Datasets Flow Stage Precp Evap POC 1 POC 2 Flood Frequency Method 1962 0.9765 0 Log Pearson Type III 17B 1963 1964 0.2317 1. 0385 Wertnill (; 1965 0.8788 r)Cunnane IgFF n 4aaa f:, Grurgorten Lovell-Sauerland and Associates Drainage Report LSA No. 5316 L=R 1/5/2015 110:41 AM Lambrecht Short Plat . North Lot January, 2015 DOE 2005 Volume III 3.3.7 48-hour drawdown analysis Requirement: `for an infiltration trench designed for treatment flow purposes, document that the 91St percentile, 24-hour runoff volume can infiltrate through the infiltration basin surface within 48 hours' Step 1: Calculate the 91s' percentile, 24-hour runoff volume with WWHM3: ME'.€a&-I* ® .... Water Quality I Run I Analysis j a x 0n Lm'e7BMP 10fF.URBMP 2a froru vohmre o?m 50 facie feet) Standard Flow Rate (cfs) 0?0218 Standard Fbw Rate (cis) 0?U124� 15 M'sxrte Fbw Rate 0?0246 15 Minute Flow rate 0?0180 Drnatioru Flow Frequency grater Quality Hydrograph Wetbard Fluctuation Analyze datasets 1 Puget East 36 Evap 2 Puget East 36 Precip 5D7 POC 1 Predeveloped flow 502 POC 2 Predeveb ed fbw 7021nfbw to POC 2 Mtigated 8M POC 1 Mitigated flow 802POC 2Mitigated flow— - __---- -- -- ._ji?I AO Datasets FI; Stage I Precip I Evap I POC 11 POC 21 Flood Frequency Method (', Log Pearson Type III 17B !j Weihull Cunnane Gringorten 10:43 AM Step 2: Calculate the volume drawdown in 48-hours Volume = trench area x infiltration rate (in/hr) x 48 hr = = 420 sf x (2.5 in/hr) x (1 11/12in) x 48 hr = 4,200 cf > 654 cf (0.0150 ac-ft) <ok> Lovell-Sauertand and Associates Lambrecht Short Plat Drainage Report North Lot LSA No. 5316 LBIR January, 2015 Appendix A. Small Site MR #9 - Operation & Maintenance B. Project Soils Reports C. City of Edmonds Development Information Handout #E72 C Lovell-Sauerland and Associates Drainage Report LSA No. 5316 [ R�---Tzz Lambrecht Short Plat North Lot January, 2015 SMALL SITE MR #9 - OPERATION & MAINTENANCE For Infiltration trench & catch basin Lovell-Sauerland and Associates Lambrecht Short Plat Drainage Report North Lot LSA No. 5316 LMR January, 2015 4.6 Maintenance Standards for Drainage Facilities The facility -specific maintenance standards contained in this section are intended to be conditions for determining if maintenance actions are required as identified through inspection. They are not intended to be measures of the facility's required condition at all times between inspections. In other words, exceedence of these conditions at any time between inspections and/or maintenance does not automatically constitute a violation of these standards. However, based upon inspection observations, the inspection and maintenance schedules shall be adjusted to minimize the length of time that a facility is in a condition that requires a maintenance action. Table 4.5 — Maintenance Standards intenance Defect Conditions When Maintenance Is Results Expected When Co onent Needed Maintenance Is Performed General Trash & Debris Any trash and debris which exceed 5 Trash and debris cleared fr site. cubic feet per 1,000 square feet (this is about equal to the amount of trash it would take to fill up one standard size garbage can). In general, there should be no visual evidence of dumping. f less than threshold all trash and ris will be removed as part of next sch led maintenance. Poisonous Any poi so us or nuisance No danger of poisonous vegetation Vegetation and vegetation w h may consti a where maintenance personnel or the noxious weeds hazard to maint nce p nnel or public might normally be. (Coordinate the public. with local health department) Any evidence of ious eds as Complete eradication of noxious weeds defined by St or local re tions. may not be possible. Compliance with State or local eradication policies (Apply r irements of adopted I required polici or the use of herbicides). Contaminant Any evidence of oil, gasoline, NO and Pollut' contaminants or other pollutants (Coordinate removal/cleanup with or- pollutants - local water quality response agency). Rodent Holes Any evidence of rodent holes if Rodents destroyed and or berm facility is acting as a dam or berm, or repaired. (Coordinate with I I health any evidence of water piping through department; coordinate with Ec y dam or berm via rodent holes. Dam Safety Office if pond exceeds zloell I acre-feet.) 4-30 Volume V — Runoff Treatment BMPs February 2005 No. 2 — Infiltration Maintenance Defect Conditions When Maintenance Is Results Expected When Component Needed Maintenance Is Performed General Trash & Debris See "Detention Ponds" (No. 1). See "Detention Ponds" (No. 1). Poisonous/Noxious See "Detention Ponds" (No. 1). See "Detention Ponds" Vegetation (No. 1). Contaminants and See "Detention Ponds" (No. 1). See "Detention Ponds" Pollution (No. 1). Rodent Holes See "Detention Ponds" (No. 1). See "Detention Ponds" (No. 1) Storage Area Sediment Water ponding in infiltration pond after Sediment is removed rainfall ceases and appropriate time and/or facility is cleaned allowed for infiltration. so that infiltration system (A percolation test pit or test of facility indicates facility is only working at 90% of works according to design. its designed capabilities. If two inches or more sediment is present, remove). Filter Bags (if Filled with Sediment and debris fill bag more than 1/2 Filter bag is replaced or applicable) Sediment and full. system is redesigned. Debris Rock Filters Sediment and By visual inspection, little or no water flows Gravel in rock filter is Debris through filter during heavy rain storms. replaced. Side Slopes of Erosion See "Detention Ponds" (No. 1). See 'Detention Ponds" Pond (No. 1). Emergency Tree Growth See 'Detention Ponds" (No. 1). See 'Detention Ponds" Overflow Spillway (No. 1). and Berms over 4 feet in height. Piping See 'Detention Ponds" (No. 1). See 'Detention Ponds" (No. 1). Emergency Rock Missing See 'Detention Ponds" (No. 1). See 'Detention Ponds" Overflow Spillway (No. 1). Erosion See 'Detention Ponds" (No. 1). See 'Detention Ponds" (No. 1). Pre -settling Facility or sump 6" or designed sediment trap depth of Sediment is removed. Ponds and Vaults filled with Sediment sediment. and/or debris February 2005 Volume V —Runoff Treatment BMPs 4-33 No. 5 — Catch Basins Maintenance Defect Conditions When Maintenance is Needed Results Expected When Component Maintenance is performed General Trash & Trash or debris which is located immediately No Trash or debris located Debris in front of the catch basin opening or is immediately in front of blocking inletting capacity of the basin by catch basin or on grate more than 10%. opening. Trash or debris (in the basin) that exceeds 60 No trash or debris in the percent of the sump depth as measured from catch basin. the bottom of basin to invert of the lowest pipe into or out of the basin, but in no case less than a minimum of six inches clearance from the debris surface to the invert of the lowest pipe. Trash or debris in any inlet or outlet pipe Inlet and outlet pipes free blocking more than 1/3 of its height. of trash or debris. Dead animals or vegetation that could No dead animals or generate odors that could cause complaints vegetation present within or dangerous gases (e.g., methane). the catch basin. Sediment Sediment (in the basin) that exceeds 60 No sediment in the catch percent of the sump depth as measured from basin the bottom of basin to invert of the lowest pipe into or out of the basin, but in no case less than a minimum of 6 inches clearance from the sediment surface to the invert of the lowest pipe. Structure Top slab has holes larger than 2 square Top slab is free of holes Damage to inches or cracks wider than 1/4 inch and cracks. Frame and/or Top Slab (Intent is to make sure no material is running into basin). Frame not sitting flush on top slab, i.e., Frame is sitting flush on separation of more than 3/4 inch of the frame the riser rings or top slab from the top slab. Frame not securely and firmly attached. attached Fractures or Maintenance person judges that structure is Basin replaced or repaired Cracks in unsound. to design standards. Basin Walls/ Bottom Grout fillet has separated or cracked wider Pipe is regrouted and than 1/2 inch and longer than 1 foot at the secure at basin wall. joint of any inlet/outlet pipe or any evidence of soil particles entering catch basin through cracks. Settlement/ If failure of basin has created a safety, Basin replaced or repaired Misalignment function, or design problem. to design standards. Vegetation Vegetation growing across and blocking more No vegetation blocking than 10% of the basin opening. opening to basin. Vegetation growing in inlet/outlet pipe joints No vegetation or root that is more than six inches tall and less than growth present. six inches apart. 1 4-36 Volume V — Runoff Treatment BMPs February 2005 No. 5 — Catch Basins Maintenance Defect Conditions When Maintenance is Needed Results Expected When Component Maintenance is performed Contamination See "Detention Ponds" (No. 1). No pollution present. and Pollution Catch Basin Cover Not in Cover is missing or only partially in place. Catch basin cover is Cover Place Any open catch basin requires maintenance. closed Locking Mechanism cannot be opened by one Mechanism opens with Mechanism maintenance person with proper tools. Bolts proper tools. Not Working into frame have less than 1/2 inch of thread. Cover Difficult One maintenance person cannot remove lid Cover can be removed by to Remove after applying normal lifting pressure. one maintenance person. (Intent is keep cover from sealing off access to maintenance.) Ladder Ladder Rungs Ladder is unsafe due to missing rungs, not Ladder meets design Unsafe securely attached to basin wall, standards and allows misalignment, rust, cracks, or sharp edges. maintenance person safe access. Metal Grates Grate opening Grate with opening wider than 7/8 inch. Grate opening meets (If Applicable) Unsafe design standards. Trash and Trash and debris that is blocking more than Grate free of trash and Debris 20% of grate surface inletting capacity. debris. Damaged or Grate missing or broken member(s) of the Grate is in place and Missing. grate. meets design standards. 1...�a .,r.,.._�.��rrri3-►raw a ance Defect Condition When Maintenance is Results Expected When Compon Needed Maintenance is Pe ed General nd Trash or debris that is plugging more Barrier ed to design flow Debris than 20% of the openings in the barrier. i y. Metal Damaged/ Bars ent ou�ofshape more Bars in place with no bends more Missing inches. than 3/4 inch. Bars. Bars are ing or entire ba Bars in place according to design. Bars are loose and rust is causing 50% Bar laced or repaired to deterioration to any part of barrier. design sta s. Inlet/Outlet Pipe Debris barrier missing or not attached to pipe Barrier firmly attache e February 2005 Volume V —Runoff Treatment BMPs 4-37 Lovell-Sauerland and Associates Drainage Report LSA No. 5316 PROJECT SOILS REPORTS LMR Lambrecht Short Plat North Lot January, 2015 LIU & ASSOCIATES, INC. Geotechn;cal Enameering Engineerijtg Ge-0:02Y September 1 I , 2011 Mr. Scott Schrieher 761 Daley Street. Edmonds, WA 95020 Dear Mr. Schrieher: Subject: Geotechnical Investigation and Recommendations Lambrecht Short Plat 9441 Olympic Vicw Drive Edmonds, Washington L&A Job No. 11-061 INTRODUCTION Eaft. Stience R WED WAY 0 3 2012 OEVO-OPME 4 SERVICES At your request, we have completed a geotechnical investigation for the {proposed short plat, located at the above address in Edmonds, Washington, to address two geoteehnical issues: 1) setback from the steep slope in the southeast corner area of the plat site, and 2) feasibility of onsite stormwater disposal. The general location of the plat site is shown on Plate 1 - Vicinity Map, attached hereto. Presented in this report are otir findings, conclusion- and recommendations on these issues. PROJECT DESCRIPTION We understand that the proposed development for the site is to plat it into two single- family building lot:, stacked in a north -south orientation, with a new single-family residence constructed on each of the lots. For our use in this investigation, you provided us with a topographic survey plan of the plat site. As sh(mm on this plan. presented on IM3 Kenlake Place NE - Kenmore, Washington 98028 Phone (426) 483-9134 • Fax (425) 486-2748 Attachment 6 PLN20120016 September 1 L 2011 L.ambrecht Short Plat L&A Job No. 11-061 Page 2 Plate 2, an area with slope of40"•o or more is mapped at the southeast corner of the site. This steep slope barely extend; into the subject plat site. the setback. of proposed development from this steep sloped area needs to be determined. Onsite disposal of storm runoff collected over impervious surfaces of the proposed development is planned. Feasibility- of utilizing infiltration trenches. located in the low-lying area at the north end of the -site, is to be evaluated. SCOPE To achieve the .1bove purpose, we propose a scope of.wnices comprising spe ical1V the following: 1. review geologic and soil conditions at and in the vicinity! of the subject property based on a published geologic map. 2. Explore subsurface (soil and groundwater) conditions in the area of proposed infiltration trenches ofthe site with backhoe test pits to depths where a soil stratum suitable for stormtvater infiltration is encountered or to the maximum depth (about 10 feet) capable k the backhoe used in test pit excavation whichever occurs first. 3. Conduct laboratory gradation tests, in accordance with ASTM D422, on two soil . samples obtained from a targeted soil stratum in the test pits. The test results are -'Jo be used in determining the design infiltration rate of the target sail stratum for in accordance with USDA Texture Triangle, per Washington State Department of Ecology 2005 Stormwater Design 1VlarivaI of Western Wash tg�on. 4. Prepare a written report to presentour findings, conclusions and geotechnical recommendations for the design of infiltration trenches. LW & ASSOCIATES, INC. ' September 1 t, 2011 -Lambrecht Short Plat L&A Job No. 11-061 ' Page 3 SITE CONDITIONS ' Surface Condition ' The site i; situated on the mid -slope; of a westerly to northwesterly declining, moderate to steep hillside overlooking Browns Bay of Puget Sound. It is hounded by Kairez Drive (a private road) to the east, a joint -use paved driveway to the west, and adjoined \+y. single- family residences to the north and south. According to the topographic map of the site provided to us. the terrain within the site generally slope, clown gently Restcrly at about 5 to 18 percent grade. In the southeast corner area of the site, the ground slopes down northwesterly at 40 percent or more i o n off the site to about 2 to 3 feet inside the site, then moderates to about 18 to 33 percent as it continues further into the site. In 'the north end area of the site, the ground descends i' northward at about 15 to 29 percent grade. A house and a detached garage currently occupy the central east side of the site. We understand these existing structures are to be demolished to make way for the proposed development of the site. The garage is accessed via a gravel -surfaced driveway entering the site at its southwest comer. The open area around the house and the garage is mostly covered by la%m grass. Dotting throughout the site are mature, very.. large and tall, evergreen and deciduous trees. Thick brush covers the ground along the north and east boundary areas of the site. LIU & ASSOCIATES, INC. September 11- 2011 Lainbrecht Short Plat Lb&A Job No. 11-061 fare 4 Geologic Setting The Geologic Map of the Edmonds East and Par of the Edmonds West Quadrangles, Washington, by James P. Minard, published by I.T. S. Geological Survey in 1983. --N°as ' . referenced for the acolog is and soil conditions at the residence site. According to this ' publication, the surficial soil units at and in the vicinity of the subject plat are mapped as a Transitional Beds (Qtb) soil unit underlain ley an Olympia Gravel (Qog) soil unit. The transitional beds soil unit is composed of glacial and non -glacial deposits Consisting ' mostly of massive, thick. or thin .beds and laniinae of gray to dark -gray fine -sandy to clayey silt. The fine-grained transitional beds soils were deposited in lakes at .sonic. distance away from the ice front and in fluvial systems prior to the adN.ance. of the glacial ice. The sediments were mostly deposited during the transitional period near the close of ' pre -Fraser .interglacial (Olympia Interglaciation) time and into early' Fraser glacial tune. The transitional beds deposits generally arc very -stiff to hard and of extremeh, low permeability in its natural, undisturbed state. This soil unit, however, was not encountered in the test pits excavated on the site The Olympic grdvel soil unit is evinposed of stratified sand and gravel -Aith vety, minor -- amount• of silt and clay, deposited during the Olympia interglaciation, Due to their generally granular composition, the deposits of this soit unit are of moderately high permeability, and drains well. the deposits had been glacially overridden and are generally dense to very -dense in their natural, undisturbed state, except the top few feet of ' soils which are normally weathered to a loose to medium -dense state. 'The underlying LIU & ASSOCIATES, INC. September 11, 2011 Lambrecht Short flat i.&A Job No. 11-061 Page J fresh Olympic gravel deposits in their native undisturbed state can provide good foundation support with little settlemient expected for light to moderately heavy structure,. Soil Condition Subsurface conditions in the area at the north end of the site were explored with two test pits. These test pits were excavated on elugu_St 29, 2011, with a rubber -tired backhoc to depths of 8,0 and 7.5 feet. The approximate locations of the test pits are shovvn on Plate 2 - Site; and Exploration Location Plan. The test pits were located with either a tape measure or by visual reference to existing topographic features in the .field and on the topographic survey map, and their locations should be considered only accurate to the: measuring method used. A geotechnical engineer from our office was present during subsurface exploration, who examined the soil and geologic conditions encountered and completed lags of test pits. Sail samples obtained from each soil layer in the test pits wereisualiy classified in general accordance with United Soil Classification System; a copy of which is presented on Plate 3. Detailed descriptions of soils encountered during site exploration are presented in test pit logs on Plate 4. Both test pits encountered a layer of loose organic topsoil from 12 to 18 inches thick., Underlying the topsoil is a layer of weathered soil of loose to medium -dense, slightly silty, pine sand, %ith a trace of fine gravel. and some roots, about 2.0 to 2.8 feet thick. The weathered soil is underlain to the depths explored by a dark -brown but clean deposit of LIU & ASSOCIATES, INC. September :1 L 2011 Lam.brecht Short Flat L&A Job No. 11-061 Pace b dense, tedium to coarse sand, with a trace of line gravel. This deposit is .interpreted as the Olympic gravel soil unit. Groundwater Condition Groundwater was not encountered by either test pits excavated on the site. the topsoil, weathered soil and the underlying Olympic gravel deposit are all of moderately high permeability and would allow stormwater to seep through easily. Oster infiltrating into the ground would parch on the surface of a low -permeability fine-grained deposit at such depth that it should have tnininial or no impact on the functioning of the proposed infiltration trenches. INSCUSSIOh AND RECOMMENDATIONS OtiNSITE STORMWATER DISPOSAL General Based on the soil condition encoumtered by the test pits excavated on the plat site, it is our opinion that the fresh Olympic gravel deposit of clean medium to coarse sand soil under the north cnd of the site at shallowr depth should be able to support the proposed infiltration trenches for disposing storrnwater onsite. Construction of the infiltration tretnclieg should be monitored by a geotecttnical engineer. Particle Size Distribution Tests Two soil samples, obtained from Test Pit I at 5.0 feet (referred to as Soil Sample 1) and. Test Pit 2 at 4.5 feet (referred to as Soil Sample 2) below grade, were selected for Particle LIU & ASSOCIATES, INC. F September 11, 2011 Lambrecht Short Plat L&A Job No. 11-061 Page It Size Distribution tests in laboratory to determine . the infiltration rate of . the targeted Olympic gravel deposit. The reports of these tests are presented on Plates A-1 and A-2 in the attached APPENDIX. As-sho vm on the Particle Size Distribution test reports, both soil samples were composed of gravelly fine to coarse sand, ivith a clay content of 4.9%0' and gravellsand content of 91.0% for Sail Sample 1, and clay content of 3.0% and graveL`satid content of 90.3° n for Soil Sample 2. According to the USDA Texture Triangle (froth U.S. Department of Agriculture) chart, shown on Plate A-3 in the attached Appendix.. berth soil samples can be classified as "sand". . Design Infiltration Rate for Infiltration Trenches -the Stormwater Management ?Manual for Western Washington. 2005 Edition. published by Washington State Department of Ecologv, is used to estimate the design infiltration rate of the target soil for infiltration trenches to be constructed at the north end of the plate site. According to the table of Recommended Infiltration Rates Based on 1JSDA Soit Textural Classification shocks on Plate A-3, the short-term infiltration rate is estimated to be 8 iph (inches per hour) and the long, -terns infiltration rate 2 iph for both soitsampics classified as "sand". ' As shown on the Particle Site Distribution test reports, the Dta size (the size of 10% passing) is 0.'0824 inch for .Soil Sample I and 0.0786 inch for Soil Sample 2. According ' to the table of Alternative Recommended Infiltration Rates .Based On ASTM Gradation LIU & ASSOCIATES, INC. September I.1, 2-011 flambreclit Short Plat L&A Job No, 1 1-Ohl Paae 8 Testing, presented on Plate A-4, the estimated long-term infiltration rate is 1 S8 iph for Soil Sample 1 and 1.49 iph for Soil Sample 2. Based on the above, we recommend a design infiltration rate of 1.5 iph be used for the design of the infiltration trenches to be constructed in the north end area ofthe site Infiltration Trench Construction The trenches should be cut at least 6 inches into the underlying clean sand of Olympic. gravel deposit.. To reach this target soil la}�er the infiltration trenches would have to be excavated at least 4.5 feet deep. The soil unit at bottom of infiltration trenches should be verified by a geotechnical engineer. The infiltration trenches should be set back at least 5 feet from property lines. at least 8 feet from nearby building foundations, and at least 20 feet from the top of the steep slope of 40% or more. The soil unit and trench cut bank stability should be verified by a geotechnical engineer during excavation. The schematic presentation of an infiltration trench Avith a single dispersion pipe is shown - -- _ on p-latc 5. The infiltration I=ch should be at least 24 inches wide. The schematic presentation of an infiltration trench with multiple: dispersion pipes is sh6XIMM on Plate 6.. Multiple dispersion pipes, if used in an infiltration trench, should be placed at least 2 feet off the trench walls and spaced at no closer than 4 feet on centers. LIU & ASSOCIATES, INC. September 11, 2011 Lambrecht Short Plat UA Job Net- 1 1-061 Page 9 -lhe side w-alls of the trenches should be lined with a layer of non -woven filter fabric, such as MIRAYT 140NS. The trenches are then filled with clean washed 14 to 1-lr'2 inch gravel or crushed rock to within about 10 inches of the finish grade. 'fhe dispersion pipes should be constructed of 4-inch rigid PVC pipes and laid level in the gravel or crushed rock filled trenches at about 16 inches below the top of trenches. `Ibc top of the gravel or ' crushed rock fill should also be coNcrcd Kith the filter fabric liner. The remaining trenches should then be backftlled with compacted onsite clean soils. Stormwater ' captured over paved driveways should be routed into a catch basin equipped i4ith an oil - water separator before being released into the infiltration trenches. SETBACK FRONT STEEP SLOPE According to the topographic reap provided to us, a steep slope is mapped at and to the east of the southeast corner area of the site. This steep slope descends northwesterly at ,grades of 40% or more from off' the site to within about ? to 3 feet inside the east houndan., of the site. then decreases to about 18 /c to 33% as it continues further into the site. According to the above -referenced geologic map and the soils encountered by the test pits excavated on the site, the site is underlain at shallow depth by dense sand deposit of the 01),mpic gravel soil unit. This deposit is of moderate to high shear strength and is - quits -stable, It is also_of rtioderately high permeability and would allow storm runoff to seep into the ground easily. Therefore, geologic hazards, such as erosion, landslide and seismic damage should be minimal within the site. It is our opinion that the proposed development for the site may. be set track at a horizontal distance of no less than 10 feet from the toe of 40% or more slope in the area of the southeast. corner of the site. LIU +& ASSOCIATES.) INC. September 11.2011 L ambrec_ht Short Plat L&A lob No. 11-061 Page 10 LIMITATIONS This report has been prepared for the specific application to this project for the exclusive use by Mr. Schriever and his Dissociates, representative, c©rlsuitants and contracturs. We recommend that this report, in its entirety, be included in the project contract documents for the information of the prospective contractors for their estimating and bidding purposes and for compliance with the recommendations in this report during construction. the conclusions and interpretations in this report., however, should not be construed as a warranty of the subsurface conditions. The scope of this study does not include s Tvices related to construction safety precautions and our recommendations are not intended to direct the contractor's methods. techniques, sequences or procedure.-s. except as ' specifically described in this report for design considerations. Our recommendations and conclusions are: based on the geologic and soil conditions encountered in the test pits, and our experience and crtginecring judgment. The ' conclusions and recommendations are professional opinions derived in a manner consistent with the level of care and skill ordinarily exercised by other members of the profession currently practicing under similar conditions in this area. No warranty, evressed or implied, is .trade. . The actual subsurface conditions of the site may vary from those encountered by the test pits. The nature and extent of such variations may not become evident until construction starts. If variations appear then, we should bo retained to re-evaluate the LIU & ASSOCIATM INC. September 11, 2011 Lambrecht Short flat L&A Job No. 11-061 Page I I recommendations of this report, and to verify or modify them in t;riting prier to proceeding further with the construction of the proposed development. CLOSURE We are pleased to be of smice to you on this project. Please feel Gee to contact us if you have any questions regarding this report or need further consultation. Fours v cry truly, LIU GLATFS. IBC. SU j,. J. S. Oulian) Liu. Ph.D.. P.E. Consulting Geotechnical Engineer Six Plates and Appendix attached LTu & ASSOCIATES, INC. i - ! • r+=r ' `tea i titys -;y (1, 91)1 F3 E. i7q PROJECT i SITE 1 i i I 2 1 —j 1 �•} :-rl ' 1,y`; �+.SST'' 3k lly 44 07 r Gz xtp ' i itls• :.1:..��j � •'BLU.E� �r 1nfE .t' Si' Si ` 'HEfiir ST yts st 131� _ 4 °LC 19'!i j5, Siirvl ml i i e l t.✓ .'/ -"• `I�4. ��' f. �!t- {{ tit^- Cj� .�) �� :. �,-4i•� `ll �� q ' I � J.b•rL `7�_ �ti.CJ^ �-•.v _ A 1�1 ,C T.f �i. ? �, ?` 1 er:scaaf ?°cZ:[ { _ v G i_- a; a% !"; _ • kJ. .ii�.fi! ._. : 396Tr1 STPUG � 'sw Vie +1 c,_ �:.. a jv¢' •Sy: a r3•• ' — is :i — r (l'i£?l• ^ 1 �— J! ,. 1 fx: NiClfF..r: V :itLAMit l5T Eia7i{�i , l�^�•T—'1 BY-VtNER? V inns � 1SPEAS !ST sT cu i - _ / '� i:iNiJi TLiTAYTSiA' Id1' 2CO1H sl SA LMf t Qwarm su N � cunt s. sm � 11N.1.' GLENi ST V 1 . 4L : • slum I! 71 S!' f la /' 1� �e>Fe f �•,-. 5-'La' �f/ Q COI �j 1 'q4 •ti•f Ii r.-9i' V,3 � 3 ►: vlj j F- '< ±s cr I ;✓ MllC PK Sr � en :b _Sk 4t, �1i <j iC4 r j== ,,i , PL9t . t- Z. �`• y1 go a au tl i*.ST TT . . ! .fXtS[PA r..,;� <t:x•. fOLLT.i?i!.:' ,ir_ VICINITY �/''� YI�.1INI Ti/ MAP LIU & ,ASSOCIATES, INC. LAMBRECHT SHORT PLAT $441 OLYMPIC VIEW DRIVE GeobwhffkM ErlginwrUrg •• Ergirmo_Iko GwkW - Earth $*on= EDMONDS, WASHINGTON 408 NO. 11-Mi DATE= PLATE 1 4� � i F �`' ... ter,,, •x , Ar At _,, 11 6�> iv r'✓ j.j; v J 1 , zr' • mot••% �+el � �• _ ' 1. F t • .. .j - •, � � 84-�•8'G6' W LIU +& ASSOCIATES, .INC. Gookc ieW seamy - ECM C,edogy - Earn Science SITE AND EXPLORATION LOCATION PLAN LAMBRECHT SHORT PLAT 9441 aLYMPIC VIEW DRIVE EDMONDS, WASHINGTON UNIFIED SOIL CLASSIFICATION SYSTEM MAJOR DIVISIONS GROUP , GROUP NAME SYMBOL GRAVEL CLEAN Geh' i NELL-GRADEC GRAVEL, F4N;r T,j CCA�SC G A`VEL COARSE` r�� THAN Ot GRAVEL I GP I =��RL�' GRADEa GPa�,'_L GRAVEL WITH GM SILTY GRAVE' - GRAINED COARSE FRACTION SOILS RE=AINEGONNO 4SIEVE FINES GC CLAYEY GRAVEL SAND CLEAN sw I A'LL GPLAIDED SAND. tiINE TC COARSE SA`:D rJP P!'�RLY.GRADELI SAND MORE THAN 509E MORE THAN 50%OF .SAND SAND WITH SM SILTY SAND RETAINED ON THE COARSE FRACTION SC vLA.Y`=1 SANG NO. 2G0 SIEVE PASSING NO. 4 SIEVE _TINES FINE- SILT AND CLAY INORGANIC ML �I`T CL CLA'ir GRAINED LIQLIIO LIMIT ORGANIC OL I ORGANIC SILT, ORGANIC CLAY SOILS LESS THAN 50'Po SILTY AND CLAY INORGANIC MH SILT. OFF: HIGH PLAST+Y'k; Y, ELASTIC SILT MC -RE TKAN 5CW, CH C--kY OF HIGH PL AS70TY, FAT CLAY PASSING ON THE uQUID LIMIT ORGANIC OH ORGANIC S L-, ORGANIC SQL" NO. 200 SIEVE W%OR MORE HIGHLY ORGANIC SOILS I PT PEAT AND OTHER HIGHLY ORGANIC &OILS NOTES' SOIL MOISTURE MODIFIERS: FIELD CLASSIFICATION IS BASED ON VISUAL E)(AMINATION DRY' - ABS;Nr E OF MOISTURE, DUSTY. DRY TO OF SOIL IN GENERAL ACCORDANCEVJTTH ASTM 02488.83. TF:E TOUCH 2. SOIL CLASSIFICATION USING LABORATORY TESTS fS BASED SL+CHTLY MOIST -TRACE MOISTURE. NOT DUSTY ON AST!d 02487-33. MOIST - ZRtrP, BUT NO VISIPE WATER 3: DESCRIPTONS OF SOIL DENSITY OR C;0MISTENCY ARE '&RY MvGST - VERY DAMP, MOISTURE FELT TO THE TOUCH BASED ON INTERPRETATION OF BLOW -COUNT DATA, V;SUAL VVET-'vlSI8LE FREE WATER OR SATURATED, APPEARANCE OF SOILS; ANWOR TEST DATA. USUALLY SOIL IS OBTA94ED FROM BELOW WATER TABLE LIU tit ASSOCIATES, INC. UNIFIED SOIL CLASSIFICATION SYSTEM Geotechnmitl Engmewmg Erglne" Geology Earth Sdenee PLATE 3 .._ _. TEST PIT NO. 1 Logged By: JSL Date: 8129/2011 Ground El. ± Depth 11. USCS CLASS. Soil Description Sample No.. W % Other Test OL Dark -brown. loose, organic, silty fine SAND, Wtn t he roots. dry 1 _ (TOPSOILP--_______________ ______ --- __ SP Grovm, loose to medium -dense, slightly silty, fine SAND. trace 2 gravel, with roots, dry 3 I 4 — — — — ----------------------------------ti14 SW Dark -brown, dense, dean, medium to coarse SAND, trace One f g gravel, moist 6 " 7 8 9 Test .pit terminated at 8.0 it, groundwater not encountered. t0 TEST PIT NO. 2 Logged By: JSL Date: 8/29/2011 Ground E.I. ± DeM ft. USCS CLASS iSamiple Soif Description No. W % Oilier Test OL Dark -brown, loose, organic, silty. One SAND, with roots, dry 1 (TOPSOIL) 2 —.-.-- ---------------------------------- SP Brown, loose to medium -dense, stigbtly silty, fine SAND, trace 3 gravel, with roots, dry a— -- —---------------------------------- SW Dark -brown, dense, clean, medum to coarse SAND, trace fine 5 gravel. moist 6 7 8 9 Test pit ternftAed at 7.5 ft groundwater not encountered. to UP +& ASSOCIATES, INC. GeQW.hnlcal €.MamemV - E-ngkwe tg CeOlM • Eafth Sdenc e TEST PIT LOGS LAMBRECHT SHORT PLAT I''#441 OLYMIPIC VIEW DRIVE EDMOND, WASHINGTON JOB No. 11-061 DA-M 915=11 1PLATE 4 0 �v LI V & ASSOCIATES, INC. GoOschaiml Engine • Eft&Wirtg Qedogy Eam sc iw= Cs! a u'1 � 7 cs -Z Ji 1.1. 2 ■= _= ,TRATION TRENCH - SINGLE DISPERSION PIPE LAMBRECHT SHORT PLAT 9441 OLYMPIC VIEW DRIVE EDMONDS. WASHINGTON -z > c ,l Zj�ILL FS VF All a J-Z -' d z V INFILTRATION TRENCH - M A.TIPLE DISPERSION PIPES L IU & ASSOCIATES. INC. LAMBRECHT SHORT PLAT 9"1 OLYMPIC VIEW DRIVE Geoiedmi a! Engineeft • Engineering dopy • EaM Science EDMOONDS, WASHINGTON JOB NO. 11-0fii DATE 9_ 11 PLATE 2i APPENDIX Particle Size Gradation. Test Report Lambrecht Short Plat 9441 Olympic View Drive Edmonds* Washington L&.A Job No. 11-061 LIU & ASSOCIA'TES$ INC. #A,%*Q-TTM C1 171136 Particle Size Distribution Report v DO A 80 70 j- so 40 30 20 i 1i 100 10 rZPAW SITE - mm GRAVEL % SAND % COBIBUCIM:m I FINE i S . f I CLAY . I S&T — -7 O.fi_.�43.0 439 -4.1 =42 . SMVEIPERCEKT Sty FINER SKC.* PERCENT PASS? (X=NO) 314 in. 1 100.0 5a iL 1 .98.5 1/2 in. 983, .373 is 98-5 *4 98-1 #10 97-9 #0 $2.9 #200 9.0 0,0326 mm 69 OM-08 tam. 5.9 0.0120-- 3.9 0.0085 mm 4.9 U061 mm 4.9 O.Mo-mm. 4.9 0.0012 M-M 3.0 Soil Descripti—an po(.Wlv galled and with sflt Atbpberg Urnits PL= LL= PJ= 085=060= 0.534 D50= 0.383 D30-- OID4 015!= oan Ole 0.0924 Cry- 6.48 Ce 0.95 uscr>= SP-SM AASKTO= A-3 F.K=0.03 swnple No.: 9908 Soul = of Sample- Lambrecht Short Pha (f] 1-060 Data: 9-9-2011 Lacadon: aleviDepft 5.W CUent: EAKil & A$Wdates _ Project: 2011 labbrak" Tesdug nr"eft N*: 0911-28 Robed 1111w,@n PLATE E IMI ASTM . CI 171136. Particle Size Distribution Report 00 90 A r 70 q 50 t t 30 10 GA31 0.001 500 too 10 f-molkiki ccrF -mm !BLES % SILT I CLAY C, FINE FINE f-ciii�-WE - .7 0-o 1 '3-5---t 55.0 32.4 3-19 1 0 SIEW SUE pERCEWI FMER $PeC.' PASS? PERCEW (X--MO) 1 r2 in. 100.0 375 in. 99.6 #4 993 #10 97.1 d10 42.1 HM .9-7 0-0314 mm- 7.9 0.0206 mnL 6.9 0.0120 mm. 5-9 CLOOSS MM, 4.9 0.0061 vm. 3.9 0,0030 =TL 3.9 0.0012 mm. 3.0 Solt welt-graded SMW wilh.sut Attedwa UnIft pt:-- LL= Fl= GoefficlerlLs D85= 1.45 DW 0.733 Ow 0.546 0-4n= 0173 Ms:= 0.1.17 010= 0.0786 Q; 9.32 C�f- L30 Classiftft"4 uscs_- sw-S&I AAWITO= A-1-10 F,bt--0.01 sample No., 9907 Source of Sample: jimbrocht Shwt Piz #11.060 Daft-. 0-9-201 L UevjDepth: 4.-Y Crter& Lafl &Assoduks JiN -1 "act 2011 Labmtory TcsIM9 cABoAE3u-- TtosTr4ca LaaaFRAmos4y. wjc'- 'feOrrf%la A& r.. eP�f4MOMMM.- MIL I%=*--%.&= projertNo. 0911.24 eftns. va= Q= MCI= I ___ RiDbert PLXT� A-t USDA Soil Textural Triangle Table Recommended Infiltration Rates based"on USDA Soil Textural Classification. 'S6ort-Term Correction Estimated 1.eng It. Soil Textural Classlfcation Infiitrslion Factor, i'.F (Design) Infiltration Rate Rate ULlhr inJhr Chan sandy gravels and 20 2 10 gra: ctly sands (i.c., 909'0 of the total Sao sample is re:aiacd in (he 040 slave Swd g 4 2 Lzamy Sand 2 4 0.5 Sandy Loam 1. 4. 0.25 Loam 0.5 4 0.13 "From WNIANCF, IM. FLATE. A,- 3 Currevtion factors higher than these provided in Table 3.7 should be eonsider—ed for situations where lung -term mainicnan will he difficult to implement, where litdc or no pre;treatmcnt is anticipated, or wherc site conditions are highly variable or unccrtain. These situations require; the use of best professional judgment by the site engineer and the approval of the local jurisdiction. An Operation and Maintenance plan and a financial bonding plan may be required by the befit jurisdiction. 2. AS1-M Gradation Testing at Full Scalc Infiltration Facilitte s As an alternative to Table 3.7, re ent studies by Nfassmann and Butchart (2000) were used to develop the correlation provided in Table 3.8. These studies compare: infilirdtion measurements from. full-scale infiltration facilities to soil gradation data developed using the ASTM procedure (AST1vI I3422). The Primary source of the data used by Massmann and Butchan was from Wiltsie (1998), who included limited infiltration studies only on Thurston County sites. However, IN4assmann and Butchart also incltded limited data. from King and Clark County sites in their analysis. This table provides re coatmended loner term infiltration rates that have been correlated to soil gradation parameters using the AST.M soil gradation procedure. Table 3.8 can be used to estimate long-term design infiltration rate's directly from soil gradation data, subject to the approval ofthc local jurisdiction. As is true of Table 3.7, the long -torn rates provided in Table 3.8 represent average conditions regarding site variability, the degree of long-term maintenance and pretreatment for TSS control. `1'he Icing -term infiltration rat= in Table 3.9 may need to be decreased if the site is highly variable, or if maintenance and influent characteristics are not well controlled, 1he data that forms the basis for Table 3.8 was from soils that would be classified as sands or sandy gravels. No data was available f6r finer soils at the time the table was developed. Therefore, Table 3.8 should not be used .for soils with a dlo size (10% pass-ing the size listed) less than 0.050 mm (US, Standard Sieve). y Alternative Recommended Infittration Rates based on ASTM Gradation Testing. Dro Size from AiST,Ai D422 Soil Gradation Test (mm) Estimated Lang -Term (Design) infiltration hate (fnittr) a.a. 9 03 G.�# 0.2 3.5* 0.1 2.0" 0.05 0.8 • Not "nolumaldw fot test • PAw to SWA acid &W,6 for tit woepcabl* aficHm tBJy'2= Volum W — Hydm1d1* Analysis and Flow CQMMI BMPS -- —4 LIU & ASSOCIATES, INC. Geotechnical Engineering Engineering Geology April 2, 2013 Mr. Scott Schrieber Ronscott Construction 761 Daley Street Edmonds, WA 98020 Dear Mr. Schrieber: Subject: In -Situ infiltration Test Lambrecht Short Plat 9441 Olympic View Drive Edmonds; Washington L&A Job No. 11-061 INTRODUCTION Earth Sdence We previously completed a geotechnical investigation to evaluate feasibility of onsite stormwater disposal for the subject development project, with our Findings of the project site conditions and our conclusion and recommendations presented in our 9/11/2011 report tilted "Geotechnical Investigation and Recommendations, Lambrecht Short Plat, 9441 Olympic View Drive. Edmonds, Washington." Test pits excavated previously on the site found it underlain by an advance outwash deposit of clean, medium to coarse sand ' at about 3.8 feet below the existing grade along the north side of the site. We also conducted soil particle size distribution test in laboratory on two soil samples taken from this advance outv.°ash deposit. From the test results and based on the DIo size method in accordance with the Washington State Department of Ecology 2005 Stormwater ' Management Manual for Western Washington, we determined the design infiltration rate 1 19213 Kenlake Place NE - Kenmore, Washington 98028 Phone (425) 483-9134 - Fax (425) 486-2746 April 2, 2013 Lambrecht Short Plat L&A Job No. 11-061 Page 2 for design of infiltration trenches constructed into the advance outwash deposit to be 1.5 iph (inch per hour). This rate determined by the Di,) size method may be on the conservative side for advance outrivash soil. At your request, we have conducted one in - situ infiltration test to determine more accurately the design infiltration rate of the advance outwash soil in the drainage area of the site. Presented in this report are the result of the infiltration test and our revised recommendations for onsite stormwater disposal. TEST PIT LOCATION AND SOIL CONDITION The location of the infiltration test, IT-1, is shown on Plate 2 attached hereto. The soil condition at this location was consisted of about 1.3 feet of topsoil, underlain by a layer of brown. slightly silty, fine sand, about 1.7 feet thick. This soil layer was underlain to the bottom of the test pit by a fresh advance outwash deposit of brown -gray, dense, fine to medium sand with trace gravel. Groundwater was not encountered by the test pit. INFILTRATION TEST PROCEDURE The in -situ infiltration test we conducted for this project was carried out in accordance ' with the procedure outlined in Washington State Department of Ecology 2005 Stormtvater Management Manual for Western Washington. First, a pit about 10 feet by 10 feet by 3.3 feet deep was excavated out at the test location. A smaller pit about 5.0 ' feet by 4.0 feet by about 2.0 feet deep was then excavated out in the middle of the larger pit. The inner smaller pit was measured for dimensions of its bottom area, then filled LIU & ASSOCIATES, INC. April 2, 2013 Lambrecht. Short Plat L&A Job No. 11-061 Page 3 with water for hours until the amount of water infiltrating into bottom of the pit reached a steady, state (i.e., the volume of water infiltrating into the ground through bottom of the pit was the sarne as volume of water discharged into the bit while water in the pit was kept at a constant level) for at least an hour. Clear tap water was used in the test. The infiltration rate into the inner smaller pit was then determined by the constant head method with the volume of water discharged into the pit measured with a flow meter attached to the hose conveying water from the faucet into the pit for a period of one hour. Over the elapsed time of one hour the flow meter measured 128 gallons of water being discharged into the pit. This converts to, with a bottom area of the pit at 20.0 square feet, an infiltration rate of 10.3 iph (inches per hour). CONCLUSION AND RECOMMENDATIONS The infiltration rate of the advance outwash sand deposit underlying the north side of the site was determined to be 10.3 iph. Based on a correction factor of 4, the design infiltration rate of the advance outwash sand deposit should be 2.57 iph. We recommend a design infiltration rate not to exceed 2.5 iph be used in design of the infiltration trenches to be constructed on the north side of the site for onsite stormwater disposal. The remaining recommendations in our 9/11/2011 report should still be applicable for the subject project. Ali geotechn.ical construction work of this project should be inspected by a geotechnical engineer. LIU & ASSOCIATES, INC. April 2, 2013 Lambrecht Short Plat L&A Job No. 11-061 Page 4 LIMITATIONS This report has been prepared for the specific application to this project for the exclusive use by Ronscott Construction and its associates, representatives, consultants and contractors. The conclusions and interpretations in this report, however, should not be construed as a warranty of the subsurface conditions. The scope of this report does not include services related to construction safety precautions and our recommendations are not intended to direct the contractor's methods. techniques, sequences or procedures, except as specifically described in this report for design considerations. Our recommendations and conclusions are based on the geologic and soil conditions encountered in the test pit, our experience and engineering judgment and the infiltration test results. The conclusions and recommendations are professional opinions derived in a manner consistent with the level of care and skill ordinarily exercised by other members of the profession currently practicing under similar conditions in this area. No warranty, expressed or implied, is made. The actual subsurface conditions of the site may vary from those encountered by the test pit. The nature and extent of such variations may not become evident until construction starts. If variations appear then, we should be retained to re-evaluate the recommendations of this report. and to verify or modify them in writing prior to proceeding further with the construction of the proposed development. LIU & ASSOCIATES, INC. April 2, 2013 Lambrecht Short Plat L&A Job No. 11-061 Page 5 CLOSURE We are pleased to be of service to you on this project. Please feel free to contact us if you have any questions regarding this report or need further consultation. Plate 2 attached. 'tAG S.- Yours very truly, Ll SSOCIATES,.INC. J. S. (Julian) Liu. Ph.D., P.E. Consulting Geotechnical Engineer LIU & ASSOCIATES, INC. ` Or - Oft .4 7' { r I J _ • 4 � � t I R1 I. 1 . � �,•...•!.=' , , � ` ' ~ � _ _,6,_ r; r/ {ski io I I ri 62.10' gg'ag'00' w t r, LIU & ASSOCIATES, INC. Geotechnical Engineering • Engineering Geology • Earth Science SITE AND EXPLORATION LOCATION PLAN LAMBRECHT SHORT PLAT 9441 OLYMPIC VIEW DRIVE EDMONDS, WASHINGTON CITY OF EDMONDS DEVELOPMENT INFORMATION HANDOUT #E72C Lovell-Sauerland and Associates Drainage Report LSA No. 5316 LSR Lambrecht Short Plat North Lot January, 2015 #E72 C OV E D& City of Edmonds Development Information ��c. 1890 COMPOST -AMENDED SOIL: HOW TO MEET THE STORMWATER MANAGEMENT REQUIREMENT FOR SMALL SITE PROJECTS This handout provides information on the options available to meet the stormwater management requirement for compost -amending soils on Small Site Projects. 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 This handout helps you to: 1. Determine which areas of your site, if any, require compost -amending. 2. Provides two options for meeting the requirement including detailed description of how to compost -amend the soil and what materials to use. The requirements in this handout only apply to Small Site projectsl. Large Site Projects that are subject to the requirements of the Western Washington Phase II Municipal Stormwater Permit (Ecology 2009) should not use this handout. If soil amending is required at a Large Site Projects, the soil quality and depth BMP T5.13 for compost -amending, in Chapter 5 of Volume V of the Stormwater Manual must be used. APPLICABILITY Small site projects that need to meet Minimum Requirement (MR) #5, Onsite Stormwater Management/Low Impact Development Techniques for Controlling Runoff and MR #7, Flow Control must also compost -amend soils in all disturbed pervious surface and converted pervious surface areas (see definitions below). This Best Management Practice (BMP) is required to restore the water holding capacity of the soil in these areas. The standards for MR#5 and/or MR #7 are based on the assumption that all disturbed pervious surface and converted pervious surface areas will be compost -amended 1 I See Handout #E72 for site classification. to City standards. For more information on whether your site is required to meet these requirements see Handout #E72, ECDC Chapter 18.30 and the Stormwater Code Supplement. DEFINITIONS Disturbed pervious surface: Any part of a pervious area that is disturbed during a development or redevelopment project, but remains pervious after the project is completed. Converted pervious surface: Land cover changed from native vegetation to lawn, landscape, or pasture areas. OPTIONS FOR MEETING THE STANDARD Table 1 provides two options: 1. Compost -amending existing soils 2. Importing a topsoil/compost mix. Either method is acceptable if the requirements in the table are met. The table is divided into two columns: the first column provides the information on how to comply with the requirement in turf (grass or lawn) areas; the second column provides the information on how to comply with the requirement for planting bed areas. Figures 1 and 2 are representative examples of a cross-section of the final product using compost -amending option. -1- f C p U U U kn o L- o sE--E S •p 'L! p y c C 0. c E 7 C 7 .p.. 0 c0 b0 U E U U L t •a E n x v o .E �_ o s s K° Ec+ e �c U O U 00 Ec cC y .� _•oxuE in U cC O ° c b0 m M y U 0 e 0o on , °o cEa o° IE `d �O c U U Co° O 00 U cyU t N ' aXi E G G O U C co cCC q i0 N' E •.C+ L U' 7 A p U K p c k U U` tT C «E 2 p •X w0 C > �U•, C O V kn E G.'C w0 d U O y m 0.0 L O E N E00 0 N y -0 W .� o ^sw u > .b .0 U 0 01 E cu o p ro y E 3 y ro p- o °U' x w y 3 L E " p o wT _ .'.'�� Q. _ w chi O cOd O _ w O = E O w" L , O s U h a U , O O C X • G COdOL inn 'o E ° O E y O � 0 E CC' .L Lc ! 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V " Q�p jL f I I -lam anon 1 LUT t"' R2 WF bl. -pk n6m z L r T V1 A L "LAMBRECHT SHORT PLAT' ro 9221 OLYMPIC VIEW DRIVE EDMONDS, WA :CO L S WITH APPLlCA6U MINATER CODE -STORMWATE_ R REPORT = ,. •-,.., •, .,, FOR Lambreclit :Shorn Plat :(North. -Lot) A -single Family Residence rat 7 9221 .Olympic. View -Drive r - = City of Edrnoncfs Snohomish'County.; Washington ..PLN 20120016 ... ; r. 44nuary,2015 r 334 0 , fONALV' Prepared 'By:)ohn Yuen` . Lovell- Sauerland & Associates - 19217.36th Avenue W. Suite.•106 Lynnwood, Washington 98036' LSA_FILE No: 5316 JAN":09.2015 , STORMWATER REPORT FOR Lambrecht Short Plat (North Lot) A Single Family Residence at 9221 Olympic View Drive City of Edmonds Snohomish County, Washington PLN 20120016 January 2015 Prepared By: John Yuen Lovell-Sauerland & Associates 19217 36th Avenue W. Suite 106 Lynnwood, Washington 98036 W. Y�F �o F wAsy�y k o� 0 R 35420 o �°o�sTe�N �SfOMAL G �� LSA FILE No: 5316 Section 1: Project Information Project Name: Lambrecht Short Plat Project Site Address: 9221 Olympic View Drive Edmonds, WA 98020 City File Number: PLN20120016 Project Engineer: Lovell-Sauerland & Associates, Inc. 19217 36th Avenue W., Bldg. B -Suite 106 Lynnwood, Washington 98036 Phone: (425) 775-1951 Project Applicant: Scott Schrieber 761 Daley Street Edmonds, WA 98020 Phone: 425-673-0163 Parcel Number: 27031300101200 Parcel Map: NE Quarter of Section 13, T. 27N, R. 3E, W.M. Zoning: RS-12 Project Total Area: 28,046 square feet (0.644 Acres) Number of Lots: Two (2) - single family residences Soils Data: Alderwood gravelly sandy loam, 15-25 percent slopes. Hydrologic Soil Group: B City Drainage Watershed: Direct Discharge Basin — Puget Sound Piped Site Classification: Category 2 Small Site Lovell-Sauertand and Associates Drainage Report LSA No. 5316 LSR Lambrecht Short Plat North Lot January, 2015 Pi Uneoln Way j1401h St SW -E•. 'E t ,t Puget S25 .°� Sound FisAm Ra 148th St SW � + MeadowdMe MoMiPork r s �� ¢3 ;E q� 0 nr pie i Meadowdele 161th$ISW • �`, ','7 �� - - i64/ S / Plarfioft ite ?, Project S�, 168tA st sW , 3',�* F.uarn Dar$e u 6 Bw �Rd County Park F I a 4$te a 184thStSW ';0 4chyy" 188dt St SW s24 Puy of 1661n st Sw t56tn s stv s24 . Lynnwood i�th st sw / sx4 Bracketfi CasamsS ..._ g -` LanCitfg N.th $ �q �© • Aldemood t = The Bowl of 3Q P Edmonds f 6 Edmonds m Ma:it St P"'e RidBe t.ynlwooA tf a > Park murkipal 208tA S7 SW u WaY GotlCou 4 �� SW 2121h st sw B�nw'ood 3 �08QbOs i Way ��' / a °gar Vtry Park � chi t tm •.. `-. s- � Pine Park n i y NetpboMood Lovell-Sauerland and Associates Drainage Report LSA No. 5316 VICINITY MAP �ww Lambrecht Short Plat North Lot January, 2015 NE 13 W�27 �3W j .� �..,-.,.�.• ...Y.�...�,��.v �....___W -� SE-f3-27-3 SITE PARCEL MAP Lovell-Saueriand and Associates Drainage Report LSA No. 5316 Lambrecht Short Plat North Lot January, 2015 USDA United States Department of Agriculture o NRCS Natural Resources Conservation Service Q A product of the National Cooperative Soil Survey, a joint effort of the United States Department of Agriculture and other Federal agencies, State agencies including the Agricultural Experiment Stations, and local participants Custom Soil Resource Report for Snohomish County Area, Washington 9221 Olympic View Drive, Edmonds, WA March 18, 2013 Preface Soil surveys contain information that affects land use planning in survey areas. They highlight soil limitations that affect various land uses and provide information about the properties of the soils in the survey areas. Soil surveys are designed for many different users, including farmers, ranchers, foresters, agronomists, urban planners, community officials, engineers, developers, builders, and home buyers. Also, conservationists, teachers, students, and specialists in recreation, waste disposal, and pollution control can use the surveys to help them understand, protect, or enhance the environment. Various land use regulations of Federal, State, and local governments may impose special restrictions on land use or land treatment. Soil surveys identify soil properties that are used in making various land use or land treatment decisions. The information is intended to help the land users identify and reduce the effects of soil limitations on various land uses. The landowner or user is responsible for identifying and complying with existing laws and regulations. Although soil survey information can be used for general farm, local, and wider area planning, onsite investigation is needed to supplement this information in some cases. Examples include soil quality assessments (http://soils.usda.gov/sgin and certain conservation and engineering applications. For more detailed information, contact your local USDA Service Center (http://offices.sc.egov.usda.govAocator/app? agency=nres) or your NRCS State Soil Scientist (http://soils.usda.gov/contact/ state_officesn. Great differences in soil properties can occur within short distances. Some soils are seasonally wet or subject to flooding. Some are too unstable to be used as a foundation for buildings or roads. Clayey or wet soils are poorly suited to use as septic tank absorption fields. A high water table makes a soil poorly suited to basements or underground installations. The National Cooperative Soil Survey is a joint effort of the United States Department of Agriculture and other Federal agencies, State agencies including the Agricultural Experiment Stations, and local agencies. The Natural Resources Conservation Service (NRCS) has leadership for the Federal part of the National Cooperative Soil Survey. ' Information about soils is updated periodically. Updated information is available through the NRCS Soil Data Mart Web site or the NRCS Web Soil Survey. The Soil Data Mart is the data storage site for the official soil survey information. ' The U.S. Department of Agriculture (USDA) prohibits discrimination in all its programs and activities on the basis of race, color, national origin, age, disability, and where applicable, sex, marital status, familial status, parental status, religion, sexual ' orientation, genetic information, political beliefs, reprisal, or because all or a part of an individual's income is derived from any public assistance program. (Not all prohibited bases apply to all programs.) Persons with disabilities who require alternative means for communication of program information (Braille, large print, audiotape, etc.) should contact USDA's TARGET Center at (202) 720-2600 (voice and TDD). To file a complaint of discrimination, write to USDA, Director, Office of Civil Rights, 1400 Independence Avenue, S.W., Washington, D.C. 20250-9410 or call (800) 795-3272 ' (voice) or (202) 720-6382 (TDD). USDA is an equal opportunity provider and employer. Contents Preface....................................................................................................................2 SoilMap..................................................................................................................5 SoilMap................................................................................................................6 Legend..................................................................................................................7 MapUnit Legend..................................................................................................8 MapUnit Descriptions..........................................................................................8 Snohomish County Area, Washington............................................................10 3—Alderwood gravelly sandy loam, 15 to 25 percent slopes......................10 4 Soil Map The soil map section includes the soil map for the defined area of interest, a list of soil map units on the map and extent of each map unit, and cartographic symbols displayed on the map. Also presented are various metadata about data used to produce the map, and a description of each soil map unit. 5 Custom Soil Resource Report Soil Map 47* 50' 16" 47' 4s_6 O (U.0 J UIU J Uou J OIOU J Ozzu J9 Uu . e1 I{ is tiT LA t_ rtA �� Jf �f�� --�; �� 'F"� i IS f , "�- raj � E4 ° �"_`. "a•� 4, �., • g.. `_ ems..._, - ' �r J f' s'� KT + -�{ (j i} .tr �\ �' ,ry J4 /p�•.FY� 'J�J .t i 547940 548010 548080 549150 S4R??n rAR2Qn m _ Map Scale: 1:3,000 K printed on A size (8.5" x 11") sheet. _ N N Meters N 0 25 50 100 150 Feet 0 100 200 400 600 47' 50' 16' 47' 49 55' 2 O � � � O LL z CL « � 0 2 W 0 W -j 0. « � f= o\£ S/§ §o$a §[0k rm- a L ,2.2 /E,=. 8 Eo (CX D E jEM k 2)2w OR, _cr- .0 CL m /� � j a EE§cm E \ Za co « 3' #2 CL 0° E mk k Si $20 k d 2 k k/ § / 8 $ E W S ` o 2 E 7 / /n 2 / 2 2 `-< � \k 75 62 § )n0 § - ƒ� 0 0 �) (D 0 7 =/ 0 ] 7 �La > q�E2 § -w 2 o�� 0_ �s � � �22\ �) ¥ \fk§ _ > .0 zk@ Co k/ /0] E \� t2 �jf 22 `m /§ E §�/] o 2, c k = 0- »$e. �E Z�r �) 2# ek S)'2 § o &# 0 U) _ £ \�cm o�EE )k /kG /E 2/ 3 &S£2 ! CL _ ) f co CL ƒ . ! ° 3 § 7 « ƒ ƒ / ` � ; ` © . E m - ƒ f k /d A k \ �) )2 ƒ g \ ) LL ; 2 L ) e CL 2 3�4 \ § / i a • ! § m | 7 k } | - - # , _ / , 0 3 - a k / \ % f - $ \ ) \ .2 k - kk 2 `CD co o k \ \ \ § § ƒ ) \ ) k \ d ) ( \ $ % } Eli a x, X� g k 4 k e s>+ 2 o A K oil a Custom Soil Resource Report Map Unit Legend Snohomish County Area, Washington (WA661) Map Unit Symbol Map Unit Name Acres in AOI Percent'of AOI 3 Alderwood gravelly sandy loam, 15 to 25 percent slopes 0.8 100.0% Totals for Area of Interest 0.8 100.0% Map Unit Descriptions The map units delineated on the detailed soil maps in a soil survey represent the soils or miscellaneous areas in the survey area. The map unit descriptions, along with the maps, can be used to determine the composition and properties of a unit. A map unit delineation on a soil map represents an area dominated by one or more major kinds of soil or miscellaneous areas. A map unit is identified and named according to the taxonomic classification of the dominant soils. Within a taxonomic class there are precisely defined limits for the properties of the soils. On the landscape, however, the soils are natural phenomena, and they have the characteristic variability of all natural phenomena. Thus, the range of some observed properties may extend beyond the limits defined for a taxonomic class. Areas of soils of a single taxonomic class rarely, if ever, can be mapped without including areas of other taxonomic classes. Consequently, every map unit is made up of the soils or miscellaneous areas for which it is named and some minor components that belong to taxonomic classes other than those of the major soils. Most minor soils have properties similar to those of the dominant soil or soils in the ' map unit, and thus they do not affect use and management. These are called noncontrasting, or similar, components. They may or may not be mentioned in a particular map unit description. Other minor components, however, have properties and behavioral characteristics divergent enough to affect use or to require different management. These are called contrasting, or dissimilar, components. They generally are in small areas and could not be mapped separately because of the scale used. Some small areas of strongly contrasting soils or miscellaneous areas are identified by a special symbol on the maps. If included in the database for a given area, the contrasting minor components are identified in the map unit descriptions along with some characteristics of each. A few areas of minor components may not have been observed, and consequently they are not mentioned in the descriptions, especially where the pattern was so complex that it was impractical to make enough observations to identify all the soils and miscellaneous areas on the landscape. The presence of minor components in a map unit in no way diminishes the usefulness or accuracy of the data. The objective of mapping is not to delineate pure taxonomic classes but rather to separate the landscape into landforms or landform segments that have similar use and management requirements. The delineation of such segments on the map provides sufficient information for the development of resource plans. If intensive use of small areas is planned, however, onsite investigation is needed to define and locate the soils and miscellaneous areas. 8 Custom Soil Resource Report An identifying symbol precedes the map unit name in the map unit descriptions. Each description includes general facts about the unit and gives important soil properties and qualities. Soils that have profiles that are almost alike make up a soil series. Except for differences in texture of the surface layer, all the soils of a series have major horizons that are similar in composition, thickness, and arrangement. Soils of one series can differ in texture of the surface layer, slope, stoniness, salinity, degree of erosion, and other characteristics that affect their use. On the basis of such differences, a soil series is divided into soil phases. Most of the areas shown on the detailed soil maps are phases of soil series. The name of a soil phase commonly indicates a feature that affects use or management. For example, Alpha silt loam, 0 to 2 percent slopes, is a phase of the Alpha series. Some map units are made up of two or more major soils or miscellaneous areas. These map units are complexes, associations, or undifferentiated groups. A complex consists of two or more soils or miscellaneous areas in such an intricate pattern or in such small areas that they cannot be shown separately on the maps. The pattern and proportion of the soils or miscellaneous areas are somewhat similar in all areas. Alpha -Beta complex, 0 to 6 percent slopes, is an example. An association is made up of two or more geographically associated soils or miscellaneous areas that are shown as one unit on the maps. Because of present or anticipated uses of the map units in the survey area, it was not considered practical or necessary to map the soils or miscellaneous areas separately. The pattern and relative proportion of the soils or miscellaneous areas are somewhat similar. Alpha - Beta association, 0 to 2 percent slopes, is an example. An undifferentiated group is made up of two or more soils or miscellaneous areas that could be mapped individually but are mapped as one unit because similar interpretations can be made for use and management. The pattern and proportion of the soils or miscellaneous areas in a mapped area are not uniform. An area can be made up of only one of the major soils or miscellaneous areas, or it can be made up of all of them. Alpha and Beta soils, 0 to 2 percent slopes, is an example. Some surveys include miscellaneous areas. Such areas have little or no soil material and support little or no vegetation. Rock outcrop is an example. 9 Custom Soil Resource Report Snohomish County Area, Washington 3—Alderwood gravelly sandy loam, 15 to 25 percent slopes Map Unit Setting Elevation: 50 to 800 feet Mean annual precipitation: 25 to 60 inches Mean annual air temperature: 48 to 52 degrees F Frost -free period: 180 to 220 days Map Unit Composition Alderwood and similar soils: 95 percent Minor components: 5 percent Description of Alderwood Setting Landform: Till plains Parent material: Basal till Properties and qualities Slope: 15 to 25 percent Depth to restrictive feature: 20 to 40 inches to densic material Drainage class: Moderately well drained Capacity of the most limiting layer to transmit water (Ksat): Very low to moderately low (0.00 to 0.06 in/hr) Depth to water table: About 18 to 36 inches Frequency of flooding: None Frequency of ponding: None Available water capacity: Low (about 3.0 inches) Interpretive groups Farmland classification: Farmland of statewide importance Land capability (nonirrigated): 4e Hydrologic Soil Group: B Typical profile 0 to 7 inches: Gravelly ashy sandy loam 7 to 35 inches: Very gravelly ashy sandy loam 35 to 60 inches: Gravelly sandy loam Minor Components Norma Percent of map unit. 5 percent Landform: Drainageways 10 Z.< L 0 al 4)) 0 0 C m r Ir -Af oj bA L L 61 0 ri 0 11:� PC� .-O 'A tA 0 0 E E ui w 4' 4' m m Ln (U 0 0 w m (U (U , U CA VI 3 3 0. 0. m 0 to 0 0 0 0 0 Z- CL CL CL CA 0 C:i FLIJ OJI 'L J L 0j In L-1 0 M>l 0. 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"Q • , • � .- l �N if ir+ �iT �� 1/ �'ti4; ,�{ ' l f ' �,..�i �'-� �1� i' . a" = Li':� il➢1 �fii� :' __i ooeu e �at'��!�t��® '� � `71!_�C c. •,• r �� " '`� s'��'•']'l-.`�,.+ o• _,.� i`'(�-''rslfi ,l►..�a��''' �/ .�1'=--.y�.�'�M I MIA, ��j�+�f �►r''��j�� :�� r�R,�^� �.�-�'�. _ .may y •��,31�' ��, ;<,�,:::_• t `: 1 - � f �; _� !►1��"' �,.��:. _ -- � ;. .s...,�� ,�s%s��z;_r _ ,�4�`►,%�_w�i .! ,.,,�;>-.�1.'..S,I�'" , r_- - �� ,v� �i�ir - � •,.�.-►v�i.��D .��•/�.I.AIIi��— c_� 't+r�� ass-�.;i!;:7�i�r��f� _ '�=�: '' (LI�� /J�� Tom• -�� `�%i �r,.��`_`��rT ��iw' rlf?(1 /�-'. \�� :1�/ ,�, ' �1:.'��~�� i � � - „lip � �#j' - �.-�•_��' ,�`• ,`l' YNOW 1 Nw- 111110 r Section 2: Existing Site Conditions The existing parcel consists of about 28,046 square feet (0.644 acres) of land, and has been subdivided into two lots stacked in a south -north orientation. A new single-family residence and a detached garage have been constructed on the south lot, access to the new house is provided with a new paved driveway approach near the southwest corner of the south lot. A section of concrete retaining wall has been installed on the east side of the south lot (from the north end of the detached garage to the north property line). Two sections of concrete block walls have been installed along the west property line of the parcel. The north lot is currently occupied by a single family residence, which is accessed via a temporary driveway near the southwest corner of the north lot. Thick brush covers the ground along the northeast and east boundary areas, mature, very large and tall, evergreen and deciduous trees were found along the east boundary area. The site is saturated on the mid -slope of a westerly to northwesterly declining, moderate to steep hillside overlooking Browns Bay of Puget Sound. It is bounded by Kairez Drive (a private road) to the east, a joint -use paved driveway to the west, and adjoined by single-family residences to the north and south. Gabion retaining walls and rockeries were found along the east property line. The terrain within the north lot generally slopes down westerly at about 18 to 33 percent grade from ' off the site (along the east boundary area). In the north end area of the existing house, the ground descends northward at about 15 to 29 percent graded, to the flat graded area with an infiltration trench installed adjacent to the northwest corner of the lot. Lovell-Sauertand and Associates Lambrecht Short Plat Drainage Report North Lot LSA No. 5316 `MM" FI January, 2015 0 1.IN, W n \� Z N ; i p 1 � W.1 Q ,Ma CIO`W �I CO I _ ��.. ` Qaoossotoo / _ QYCW �YA� �� tfYfl /• P Q ' ��..1_"`yam`. -�y� /• LU s ♦ ♦ � \a \ •�=j � p J < IL O J t � ♦ rr•Y }LOLS7RIAM Lovell-Sauerfand and Associates Lambrecht Short Plat Drainage Report North Lot LSA No. 5316 L=FI January, 2015 Section 3: Developed Site Conditions The applicant proposes to construct a new single-family residence on the north lot, primary access to the new house will be provided with a new paved driveway near the southwest corner of the site, and a secondary driveway will be installed near the northwest corner of the site. Infrastructure improvements include frontage and road improvements, stormwater conveyance and infiltration system, and typical utilities -water, sewer, gas, electric, and communications. Based on the recommendations in the Geotechnical Report, infiltration trenches will be installed for disposing stormwater onsite. Three infiltration trenches will be installed for this development - two underneath the new primary paved driveway, and one along the western property line. The infiltration trench "A" underneath the driveway is designed to collected runoff from impervious areas such as roofs (south portion), and front porch/stairway. The infiltration trench "B" underneath the driveway is designed to collected runoff from the primary driveway. The infiltration trench "C" along the western property line is designed to collected runoff from impervious area such as roofs (north portion), patio, secondary driveway and the frontage road improvements which are included in this development. The existing structures and all vegetation on the north lot will be removed during grading activities - in the development area. Lovell-Saueriand and Associates Drainage Report LSA No. 5316 LMR Larnbrecht Short Plat North Lot January, 2015 Section 4: Project Stormwater Requirements Purpose: The Applicant is seeking City permits to demolish the existing structures, and construct a new single-family home on the north lot. City stormwater requirements (City of Edmonds Development Information - Handout #E72): 1. Based on Figure -A (enclosed), the site is subject to Stormwater Management requirements of ECDC Chapter 18.30. 2. Based on Figure-B (enclosed), the site is classified as "Category 2 Small Site Project", and is subject to the specific requirements in the City Stormwater Supplement, Chapter 5. 3. Based on Figure-C (enclosed), the site is within Direct Discharge Basin. 4. Based on Figure-D (enclosed), the proposed impervious area is NOT considered REPLACED area. 5. Based on Figure-E (enclosed), only those areas proposed with the project that are to be converted from pervious surfaces to impervious surfaces will be regulated as New Impervious Surface. 6. Per the City Stormwater Supplement, Chapter 5 - Small Site Requirements, All Small Site Minimum Requirements (SSMRs) are to be met. Lovell-Sauerland and Associates Lambrecht Short Plat Drainage Report North Lot LSA No. 5316 1..MF1 January, 2015 Compliance with Small Site Minimum Requirements (SSMRs): SSMR #1 — Preparation of Stormwater Site Plans A Site Development Plan (Sheet C2) with stormwater systems has been prepared and a reduced copy of the plan is included at the end of this Section. SSMR #2 — Construction Stormwater Pollution Prevention Plan (SWPPP) Applicable erosion and sediment control measures are shown in Sheet C3 and a reduced copy of the plan is included at the end of this Section. The total site disturbance area of the project is less than one acre, thus a formal Notice of Intent application for NPDES coverage will not be made to the Department of Ecology. SSMR #3 — Source Control of Pollution Not applicable. Source control of pollutants is not required for single family residential sites. SSMR #4 — Preservation of Natural Drainage Systems and Outfalls The natural drainage systems and outfalls have been maintained by infiltrating water at locations that follow the existing topography. With the proposed infiltration trenches, the stormwater runoff will be collected, dispersed, and fully infiltrated onsite, therefore, SSMR #6 and #7 will not need to be met. The proposed development will maintain the stormwater flow discharges to the Puget Sound. SSMR #5 — On -site Stormwater Management All disturbed areas not covered by impervious surface shall be subject to BMP T5.13 — Post -construction Soils Quality and Depth per City of Edmonds Handout #E72 C (see Appendix C. SSMR #6 — Runoff Treatment Not applicable. SSMR #5 is met. SSMR #7 — Flow Control Not applicable. SSMR #5 is met. Lovell-Sauertand and Associates Lambrecht Short Plat Drainage Report North Lot i' LSA No. 5316 LSR January, 2015 SSMR #8 — Wetland Protection Not applicable. Wetland protection is not required since there are no on -site or adjacent off - site wetlands. SSMR #9 — Operation and Maintenance Operation and Maintenance of the BMPs has been included in this report's Appendix. SSMR #10 — Offsite Analysis and Mitigation Refer to Section 5 of this Report. SSMR #11 —Financial Liability For single family residential sites, applies only to stormwater systems constructed in or adjacent to Critical Areas or Critical Area buffers. The Applicant will provide any City required documentation to meet this requirement. Lovell-Sauerland and Associates Drainage Report LSA No. 5316 L.BR Lambrecht Short Plat North Lot January, 2015 SURFACING R EXISTING A -All EXISTING -CRETE NEW CON-TE EX 1 \ UNRECBTOP OF ROCK-14969 �V �. l7 ,,`,�`. �.., • E 1,, INV P4/� y\3 8� W D COVER \ T INV.1 (NE)-' 1 SF.'.IN.) IRSI L NCH P OF N OFF J7 TTOROCK-151 ; ,4g111 Ef. WINE ME ENRON ,. TA",6s o IuI N 85-4800, W ' J� E%. CP Ek. CB.,wE .ov aesERv.rox xTu - ° -' ( v-��Ts a RDEx-Ia.n ° 7 N/11.E V REE. SURFOWA III b° EX. CB, I I I II FA-EooTl 1.T 1o0 ' U N R E C O R D E D P L A 7 I DP I I E_ C;E .,E xD 2,25 T v M A P L E M A N D R SECTION 13, T.27N., R.3E., W.M. �5. 1,O CB %%4,TYPE 1L 7 PRETREATMENT CB W/SEPARATOR TEE • k FINE MESH SCREEN TOP 153.02 • I�NV�1® (NW) INV. 148.]0 (SW) Alo�cr Roo I; �T ro��o � �L � a ar I SfFED. ort P : • • N /Jy� �Y. 3 SCALE 1"=20' ' 10 0 30 dpnar R.E / a mA 0 20 ♦ 1 1 I � � -I x- ' r�� s sDuortA a os\qo° O /11 of\ 'I% a' IOU `D.' J ,� Q I CL - L t2 I Im EL' CM eE CB /pl' L P ENT ) m I I W U T-- W/ FINE ME u�NpAJ,.�161.w (se) o I ]c SITE CLASSIFICATION WORKSHEET 1. PERMEABLE PAVEMENT PROPOSED - 0.0 S.F. 2. IMPERVIOUS AREA (SEE TABLE ON THIS SHEET) 3. TOTAL AREA OF LAID DISTURBING ACTIVITY - 11,500* S 4. EARTHWORK WANTITY: EXCAVATION - 9D0! CY FILL - 2003 CY THE QUANTTES OF EXCAVATION AND FILL ARE APPROXIMATE ONLY AND SHALL NOT BE USED FOR CONTRACTUAL PURPOSES S PROJECT WILL NOT CONVERT 3/4 AC OR MORE OF NATIVE VEGETATION TO LAWN OR LANDSCAPE AREA 6, WATERSHED - DIRECT DISCHARGE - PUGET SOUND PIPED BASH PROJECT CLASSIFICATION: SMALL SITE - CATEGORY 2 0 ® vo IIII� III�� III�� / / /12 .•ETT a RDxDU� LLe I IE 170 160 (DIETER � � O O O O ntm� 4 O C O O I-WATIFSIDMCP-_ I- NTTINE R\11DPNENT SEWER STUB SHALL E U]CATED Itl INSIDE :R(PEn1Y LINE N STAIDD. PLA2 L4 Al ETO I SaE SEWEW STUB AIO CUT ro LENGTH TO ExARE S - DDFNOS - COME PAWT TP 1. NCHES MlE W J EILIH NION IFDETR STENQ THE - CF EYEH - FROM 1,1t0111O f1EVATW ro THE SETER STUB .-T. B - COPE ro E L WHIPPm ARDWD PPE AMD 2A4 STN2 AT M NOUN£ TM9MD _T_ LOIXNG IL Itl � lANR1ME W\4n c �N�aonJ k mJPF mj DRAs m3 i'�T B' WYE WN 4S ®ND d4 e• uTTxu Rw ro IUWc x• T¢ saos�Az a NN. ro Prn�LL �ndµ \ COMFLTIpI AT pnIT'°°'Tvm- m°nwT°tPwc AT • Axa� .PPRO .� Oa QiEAIIF SL N D T EYWER KNi µFNH TNMxOIx,� xx0 xMx aU0 rj� DGIIDx SfEE �i x=-D IN AT °Ng145 DEGIEE AMM�E. wNrECTR¢ su AT:.W ro Ezsr caxmeTE uTETNA4 A MAT. ALL BE USED ANp SEQIHED IPYitS WSiRUCT0115. TYPICAL SEWER LATERAL PM STA - 0a83.98 PM ELEV - 164.74 AD. - -11-W K - 1.74 0.00 PRIMARY DRIVEWAY 1+00 GENERAL NOTES 1. ALL MATERIALS AND WORK SHOWN ON THESE PLANS SHALL CONFORM TO THE CITY OF EDMONDS STANDARD PLANSIAND DETAILS, THE FOLLOWNG SPECIFICATIONS AND CODES. AND ALL OTHER APPLICABLE LOCAL MUNICIPAL STATE, AND FEDERAL CODES, RULES AND RE4VLATIONS: - CURRENT INTERNATIONAL BUILDING CODE (IBC) - 2010 WSDOT/APWA STANDARD SPECIFICATIONS FOR ROAD, BRIDGE AND MUNICIPAL CONSTRUCTION I - WASHINGTON STATE DEPARTMENT OF ECOLOGY STORYWATER MANAGEMENT MANUAL FOR THE PUGET SOUND BASIN (CURRENT EDITION) 2. STANDARD PLAN AND TPEINUMBERS INDICATED ON THESE DRAWINGS REFER TO CITY OF EDMONDS STANDARD DETAILS, UNLESS NOTED OTHERWISE 3. A COPY OF THESE APPROVED PLANS MUST BE ON THE JOBSTE WHENEVER CONSTRUCTION IS IN PROGRESS 4. DEVIATIDNS FROM THESE PLANS MUST BE APPROVED BY THE ENGINEER OF RECORD AND THE LOCAL GOVERNING AUTHORITY. 5. CONTRACTOR SHALL RECORD ALL APPROVED DEMATIONS FROM THESE PLANS ON A SET OF 'AS -BUILT- DRAWINGS ANDISHALL SUMMARIZE ALL AS -BUILT CONDITIONS ON ONE SET OF REPRODUCIBLE DRAWINGS FOR SUBMITTAL TO THE OWNER PRIOR PROJECT COMPLETION AND ACCEPTANCE. A SET OF AS, -BUILT DRAWNGS SHALL BE SUBMITTED TO THE CITY OF EDMONDS PRIOR TO FINAL APPROVAL OF THE BUILDING OCCUPANCY/FINAL PROJECT APPROVAL 6. ELEVATIONS SHOWN ARE IN FEET. SEE SURVEY FOR BENCHMARK INFORMATION. 7. THE H LOCATIONS OF EXISTING UTILITIES AN M ATUR SHOWN HEREON HAVE E D 9 FE ES SIO E EON RD BEEN FURNISHED BY OTHERS BY FIELD EDSURVEYAPPROXIMATE OR OBTAINED FROM AVAILABLE RECORDS AND SHOULD THEREFORE BE CONSIDERED E CONTRACTOR ONLY AND NOT NECESSARILY COMPLETE IT IS THE SOLE RES UTILITY LOCATIONS TI THE CONTRACTOR TO INDEPENDENTLY VERIFY THE ACCURACY OF ALL URUTY LOCATIONS SHOWN AND TO FURTHER DISCOVER AND PROTECT ANY OTHER UTWTIES NOT SHOWN HEREON OR H MAY E FY LOCATION. Y 111 TIED B E IMPLEMENTATION F THIS PLAN. CONTRACTOR SHALL VERIFY LOCATION, DEPTH, SIZE, TYPE AND CHINGIRON OF EXISTING S.UTILITYENG LINES AT ASSUMES NO E O CROSSING POINTS BEFORE TRENCHING FOR NEW CUUITES. ENGINEER ASSUMES NTI RESPONSIBILITY FOR THE COMPLETENESS IN ACCURACY OF THE EXISTING UM D ITIESMMEDIATELY AND SITE FEATURES PRESENTED ON TITHES DRAWINGS. ENGINEER SHALL BE NOTIFIED IMMEDIATELY OF CONFLICTS THAT ARISE. I B. CONTRACTOR SHALL LOCATE. AND PROTECT ALL UTILITIES DURING CONSTRUCTION AND SHALL CONTACT THE UNDEIIGROUNO UTILITIES LOCATION SERVICE (1-800-424-5555) AT LEAST 48 HOURS PRIOR TO'CONSTRUCTION. 9. CONTRACTOR SHALL VERIFYIALL CONDITIONS AND DIMENSIONS AT THE PROJECT SITE BEFORE STARTING WORK AND SHALL NOTIFY OWNER'S REPRESENTATIVE OF ANY DISCREPANCIES I 10. PIPE LENGTHS WHERE SHOWN ARE APPROXIMATE AND MAY CHANGE DUE TO FIELD CONDITIONS 11. CONTRACTOR SHALL OBTMJ A COPY OF THE GEOTEOHNICAL REPORT (WERE APPLICABLE) AND SHALL THOROUGHLY FAMILIARIZE HIMSELF WITH THE CONTENTS THEREOF. ALL STE WORK SHALL BE PERFORMED IN STRICT COMPLIANCE WITH THE RECOMMENDATIONS OF THIS REPORT. 12. STRUCTURAL FILL MATERIAL AND PLACEMENT SHALL CONFORM TO THE RECOMMENDATIONS OF THE PROJECT GEOTECH CAL REPORT. 13. MANHOLES CATCH BASINSIUTILITIES AND PAVEMENT SHALL BEAR ON MEDIUM DENSE TO VERY DENSE NATIVE SOIL OR COMPACTED STRUCTURAL FILL IF SOIL IS DISTURBED, SOFT, LOOSE, WET OR IF ORGANIC MATERIAL IS PRESENT AT SUBGRADE ELEVATION, REMOVE AND REPLACE WITH COMPACTED ISTRUCURAL FILL PER GEOTECHNICAL REPORT. 14. SEE SURVEY AND ARCHITECTURAL DRAWINGS FOR DIMENSIONS AND LOCATIONS OF BUILDINGS LANDSCAPED AREAS AND OTHER PROPOSED OR EXISTING SITE FEATURES 15. SEE ARCHITECTURAL DRAWINGS FOR PERIMETER FOUNDATION DRAINS FOUNDATION DRAINS SHALL BE INDEPENDENT COOTHER SITE DRAIN LINES AND SHALL BE TIGHTUNED TO THE STORM GRAIN SYSTEM WHERE INDICATED ON THE PLANS I 16. ALL REWIRED STORMWATER FACILITIES MUST BE CONSTRUCTED AND IN OPERATION PRIM TO INSTALLATION OF ANY PAVEMENT UNLESS OTHERWISE APPROVED BY THE ENGINEER. 17. ALL ROOF DRAINS PERIMETER FOUNDATION DRAINS CATCH BASINS AND OTHER EXTERNAL DRAINS SHALL BE CONNECTED TO THE STORM DRAINAGE SYSTEM, UNLESS NOTED OTHERWISE. 18. CONTRACTOR SHALL OBTAIN AND PAY FOR ALL PERMITS REWIRED FOR INSTALLATION OF ALL STE IMPROVEMENTS INDICATED ON THESE DRAWINGS 19. AS A MINIMUM REWIREMENf, ALL DISTURBED AREAS ON AND OFF SITE SHALL BE RETURNED TO THE EOUIVALENT OF THEIR PRECONSTRUCTION CONDITION IN ACCORDANCE WITH APPROPRIATE REQUIREMENTS AND STANDARDS 20. ALL DISTURBED SOIL AREAS SHALL BE SEEDED OR STABILIZED BY OTHER ACCEPTABLE METHODS FOR THE PREVENTION OF ON -SITE EROSION AFTER THE COMPLETION OF CONSTRUCTION. SEE EROSION CONTROL PLANS FOR SPECIFIC GRADING AND EROSION CONTROL REQUIREMENTS. 21. THE CONTRACTOR SHALL KEEP OFF -SITE STREETS CLEAN AT ALL TIMES BY SWEEPING. WASHING OF THESE STREETS WILL NOT BE ALLOWED WITHOUT PRIOR APPROVAL 22 THIS PROJECT IS NOT A BALANCED EARTHWORK PROJECT. BOTH EXPORT AND IMPORT OF SOIL AND ROCK MATERIALS ARE REWIRED. 23. SLOPE OF FINISHED GRADEISHALL BE CONSTANT BEINEEN FINISHED CONTOURS OR SPOT ELEVATIONS SHOWN. 24. FINISHED GRADE SHALL SLOPE AWAY FROM BUILDING WALLS AT MINIMUM 5S SLOPE FOR A MINIMUM DISTANCE OF 10 FEET. 25, CONTRACTOR SHALL BE RESPONSBLE FOR AND SHALL INSTALL AND MAINTAIN SHORING AND BRACING AS NECESSARY TO PROTECT WORKERS EXISTING BUILDINGS. STREETS. WALKWAYS, UTUTIES AND OTHER EXISTING AND PROPOSED IMPROVEMENTS AND EXCAVATIONS AGAINST LOSS OF GROUND OR CAWNG EMBANKMENTS. CONTRACTOR SHALL ALSO BE RESPONSIBLE FOR REMOVAL OF SHORING AND BRACING, AS REWIRED. 26. CONTRACTOR SHALL OBTAIN APPROVAL FROM THE CITY AND FOLLOW CITY PROCEDURES FOR ALL WATER SERVICE INTERRUPTIONS HYDRANT SHUTOFFS STREET CLOSURES OR OTHER ACCESS RESTRICTIONS CONTRACTOR SHALL NOT RELOCATE OR ELIMINATE ANY HYDRANTS WITHOUT FIRST OBTAINING WRITTEN APPROVAL FROM THE FIRE MARSHAL 27. COORDINATE AND ARRANGE FOR ALL UTIUTY CONNECTIONS UTILITY RELOCATIONS AND/OR SERVICE INTERRUPTWS WITH THE AFFECTED OWNERS AND APPROPRIATE UTILITY COMPANIES CONNECTIONS TO EXISTING UTILITIES SHALL BE MADE ONLY WITH ADVANCE WRITTEN APPROVAL OF THE AUTHORITIES GOVERNING SAID UTIUTES. 28, EXISTING UTILITY UNES IN SERVICE WHICH ARE DAMAGED DUE TO CONSTRUCTION WORK SHALL BE REPAIRED AT CONTRACTOR'S EXPENSE AND INSPECTED AND ACCEPTED BY CITY OF EDMONDS AND OWNER'S REPRESENTATIVE PRIOR TO BACKFTWNG. 29. NEW UTILITY LOCATIONS ARE GENERALLY SHOWN BY DIMENSION, WHERE NO DIMENSIONSARE INDICATED. LOCATIONS MAY BE SCALED FROM DRAWINGS. FIELD ADJUSTMENTS SHALL BE APPROVED BY OWNER'S REPRESENTATIVE AND CITY. 30. WHERE NEW PIPE CLEARS AN EXISTING OR NEW UTILITY BY 6' OR LESS PLACE POLYETHYLENE PLASTIC FOr AS A CUSHION BETWEEN THE UTILITIES 31. SEE MECHANICAL DRAWINGS (WHERE APPUCABLE) FOR CONTINUATION OF SITE UTILITIES WITHIN THE BUILDING. 32 SEE ELECTRICAL DRAWINGS (WHERE APNCABLE) FOR EXTERIOR ELECTRICAL WORK. 33. SEE LANDSCAPE DRAWINGSI INHERE APPLICABLE) FOR STE IRRIGATION SYSTEM. UTILITY NOTES I. ALL UTIUTIES SHALL BE I UKDERLROUND. L=^ Lovell- Sauerland & Associates, Inc. Engineen/Surveyors/Planners Suite 106 Lynnwood• WA 98036 phone: (425)775-1591 e-mail: mfoOlsaengineermg.com web: Isaengineering. com Ol J - LLJ 1'7 c _ Z O O z Q l ~ _ V) ?i LI J Q z g O Cl 0 L.L 1= Ld z L.L Ld L I � O O0 > 0 = O _ LLj � vr ^l U (n � \ r� O LL) O vz LLJ 2. REWIRED SEPARATION OF UTILITIES SHALL BE MET PER CITY OF EDMONDS AND INDUSTRY STANDARDS I z 3. IN ORDER TO REUSE THE EXISTING SEVER LATERAL TIE CONDITION MUST BE VERIFIED BY CITY OOR F EDMONDS SEWER DIMSION OPERATIONS CREW. IF CONDITION IS NOT SATISFACTORY, J ERZ A NEW LATERAL SHALL BEI EXTENDED TO THE MAIN. - Call 2 W-kbV Dan O.W. You APPROVED FOR CONSTRUCTION SCALE CITY OF EDMONDS AS SHOWN ORAEN CFDI DATE: Jrr �JWY y SHEET DATE P.B. C Z -14-1J BY: {, CITY ENGINEERING DIVISON P PtI''LN201 210016 L9A FO.D N0. 5316 OP SECTION 13, T.27N., R.3E., W. M. rTtTER r.iR PARK RESERV E / NnFr / _ 2 �Si � RA¢ L.,� IO[I w iK ONfIQa AdIA Y¢ IFA0.[r iN WITH tuais o' r°1A� ro�vlam An+a 11 ti0 , / vIR NCLx agOlT f ExmCBiu[w, wr,a E,m� ,\l e• / SCALE: 1'=20' \\\ / 10 0 30 nm soriw IF rn.r[R 0 20 M Y[Io.t r m Ir 59.95' U N R E C D �2 DM D PLAT .•s. ,�o sA,IAK M.scr, r��r v® rom I>o M A P L E\M A N D R :as Yo /' �\�\\` .' e • \ Aw ,.uN cit'o az REMOYkO) rreA� wFz rev um�H�rnr,�.� I ADDITIONAL \ '°P °f I ROAD \ 'PIA[T efTr TINB[CTIw RE411RE0 w ALL T• NCT— EASEMENT r ,\\\ •� OT,ER VW( rAW EGN etrll� R.100.00' \` M1� • \ ATu (TO BE M ) I l`•\ .0 STANDARD TEAL o-147Y00'C:I:: .I� �i�•. '0�:.:.� S';'.':•'. I / Maw FF=1i1' s F- I ITS I N 24*5600' E / , \ J. ' 'CE - J P� •( I i'^, I W y Ao. rormla 150.90'Ak I/•y .,\ \/ I rpomy nr.w �i! FINISH RCOW AIRING \ M. 1., rW3 [rGYws 04 RNC w [NTRAMx ---UAW_FF=,fia.o `� I � nsurc l,c mrsTRucilw PER®. 2 nir uFsvccTTw Rmul¢s w Au L"msluF cn1 15.000. son. \ - / / / I •\ CITY I CAPON von cw can[ N,PnAr ,\t�.:4:�'\t\\�. ` � •:� <' �,_ / .P v � I I I _ . C:�f � �; ��?<\\;. \�.� \\" I .\ � �' � l ,'' ,r •ti � (.I � ;:h< £QIvIQN:DS:. •:-. STANDARD DETAIL �i-I'••�.\\� •\� /��\\\�>.•... `\ ,dam` � � .. // / :'f u I � j •esa-:Too \ � a I A N 67900' \' \•' ) ,L Ex. c Ex. CB".— B5'4B'00' W TREE TO BE REMOVED ...I\ I I a , alD• �- .�' y� / ,, a/ I� ffi • \ EX MH I i TREE PROTECTION NOTES WH I \ I I, eurx[m I i arw SHOULD TREE CUTTING OR LAND GWIL L LL OCCUR PURSUANT TO A BUILDING PERMIT, E%. CB,TrPG i.r PROTECTION MEASURES APPLY FOR ALL TREES WHICH ARE TO BE RETAINED IN AREAS tit,• \'I, To sse (w< • Vp I IMMEDIATELY SUBJECT TO CONSTRUCT ON. THE REQUIREMENTS LISTED MAY BE MODIFIED INDMDUALLY OR SEVERALLY BY THE CITY IF TIRE DEVELOPER DEMONSTRATES THEM M BE M Hq INAPPLICABLE TO THE SPECIFIC ON-STE CONDITIONS OF IF ME INTENT OF THE REGULATIONS I WILL BE IMPLEMENTED BY ANOTHER MEANS WITH THE SAME RESULT. 12 WHERE THE DRIP LIRE OF A TREE OVERLAPS A CONSTRUCTION EWE, THE FOLLOWING TREE PROTECTION MEASURES SHALL BE EMPLOYED: 1. ME APPLICANT MAY NOT FILL EXCAVATE, STACK OR STORE ANY EQUIPMENT, OR COMPACT THE EARTH IN ANY WAY WITHIN ME AREA DEFINED BY THE GRIP LINE OF ANY TREE TO BE LEGEND RETAINED. SURFACING LEGEND 2. ME APPLICANT SHALL ERECT AND MAINTAIN ROPE BARRIERS ON THE DRIP LINE OR PUCE SYMBOL ITEM CODE B.Pj C.O.E. STD. BALES OF HAY TO PROTECT ROOTS. IN ADDITION, THE APPLICANT SHALL PROVIDE ®SUPERVISION WHENEVER EQUIPMENT OR TRUCKS ARE MOVING NEAR THE TREES EXISTING ASPHALT —X—X— FILTER FABRIC FENCE FILTRATION SYSTEMS O C233 CIA 3. IF THE GRADE ADJOINING A RETAINING TREE IS TO BE RAISED OR LOWERED, THE APPUCANT SHALL CONSTRUCT A DRY ROCK WALL OR ROCK WELL AROUND THE TREE. THE NEW ASPHALT (WYWI'l GEARING LIMITS DIAMETER OF THIS WALL OR WELL MUST BE EQUAL TO THE TREES DRIP LINE W 4. THE APPLICANT MAY NOT INSTALL GROUND LEVEL IMPERVIOUS SURFACE MATERIAL WITHIN EXISTING CONCRETE DUST CONTROL (TO INCLUDE O C`_THE AREA DEFINED BY THE DRIP LINE OF ANY TREE TO BE RETAINED. SPRINKLING THE SITE WITH S ME GRADE LEVEL AROUND ANY TREE TO BE RETAINED MAY NOT BE LOWERED WITHIN THE WATER UNTIL SURFACE IS WET) GREATER OF THE FOLLOWING AREAS (A) THE AREA DEFINED BY THE DRIP LINE OF THE NEW CONCRETE TEMPORARY SEEDING O G20 TREE OR (0) AN AREA AROUND THE TREE EQUAL TO ONE FOOT N DIAMETER FOR EACH ONE INCH OF TREE CAUPET. STABIUZED CONSTRUCTION ENTRANCE O GOS EI.2 6. THE APPLICANT MAY PRUNE BRANCHES AND ROOTS, FERTILIZE AND WATER AS HORTICULTURALLY APPROPRIATE FOR ANY TREES AND GROUND COVER WHICH ARE TO BE RETAINED. EROSION AND SEDIMENT CONTROL (ESC) NOTES L=^ 1. ESC MINIMUM REQUIREMENT L CONSTRUCTION ACCESS ROUTE CONSTRUCTION VEHICLE: ACCESS SHALL BE WTIENEVER PRACTICAL, UNITED TO ONE ROUTE ACCESS POINTS SHALL Lovell- Sauerland BE STABILIZED WITH QUARRY SPALLS ENTRANCE PER EDMONDS STANDARD DETAIL JEI.2 TO OF SEDIMENT & Associates, Inc. MINIMIZE THE TRACKING ONTO PUBUC ROADS. IF SEDIMENT IS TRANSPORTED ONTO A ROAD SURFACE. THE ROADS SHALL BE CLEANED THOROUGHLY AT THE END OF EACH DAY. SEDIMENT SHALL! BE REMOVED FROM ROADS BY SHOVELING OR SWING AND Engineers/Surveyors/Planners BE TRANSPORTED TO A CONTROLLED SEDIMENT DISPOSAL AREA WITHIN 24 HOURS STREET WASHING SHALL BE ALLOWED ONLY AFTER SEDIMENT IS REMOVED IN THIS MANNER. Development Consultants REQUIREMENT I STABILIZATION 2. ESC MINIMUM OF EXPOSED AREAS W ALL SOILS EXPOSED BY LADISTURBING ACTIVITIES SHALL BE STABILIZED BY SUITABLE 19217 36Lh Avenue W. $idle 106 APPLICATION OF GYPS. INCLUDING, BUT NOT UYITED TO, SOD, HYDROSEEDING, OR OTHER VEGETATION, PLASTIC COVERING, OR MULCHING. ALL GYPS SHALL BE ELECTED. DESIGNED. Lynnwood, WA 98036 AND MAINTAINED IN ACCORDANCE WITH THE MANUAL THE EXPOSED SOILS SHALL BE phone: (425)775-1591 STABILIZED ACCORDING TO AN APPROVED TIMETABLE (TYPICALLY, NO SOILS SHALL REMAIN EXPOSED FOR MORE THAN TWO DAYS FROM OCTOBER 1 THROUGH APRIL 30 AN NO YORE THAN SEVEN DAYS FROM MAY 1 THROUGH SEPTEMBER 30). ]. ESC MINIMUM REQUIREMENT - PROTECTION ADJACENT PROPERTIES : e-mailintoOlseengineenng.com D ADJACENT PROPERTIES STALL PROTECTED MOM SEDIMENT DEPOSITION BY APPROPRIATE web : IsaengineeTing.com RI USE OF VEGETATIVE BUFFER SERIFS, SBARRIERS OR FILTERS DIKES MULGMULCHING.OR BY A COMBINATIONOF THESE MEASURES IR6 AND OTHER APPROPRIATE GYPS 4. ESC MINIMUM REQUIREMENT MAINTENANCE; ALL EROSION AND SEDIMENT CONTROL BMPS SHALL BE REGULARLY INSPECTED AND MAINTAINED BY THE OWNERITO ENSURE CONTINUED PERFORMANCE OF THEIR INTENDED FUNCTION. ALL MAINTENANCE AND REPAIR SHALL BE CONDUCTED IN ACCORDANCE "M 91� THE MANUAL O/ 5. ESC MINIMUM REQUIREMENT - OTHER BYPS: AS REWIRED BY THE CITY. (OTHER APPROPRIATE BMP'S TD MITIGATE ME EFFECTS INCREASED RUNOFF SHALL BE APPLIED. I- 6. ESC MINIMUM REQUIREMENT UNDERGROUND UTILITY CONSTRU MON: ME CONSTRUCTION OF UNDERGROUND UTILITY LINES SHALL SPECIFICALLY ADDRESS ME ]HID `A`i-p�•�M'1-A_L FOLLOWING: I A. EROSION CONTROL FOR EXCAVATED STOCKPILED MATERIALS; B. THE PLACEMENT OF EXCAVATED MATERIAL MERE CONSISTENT WITH SAFETY AND SPACE CONSDERATIONSISHALL BE PLACED ON THE UPHILL SIDE OF TRENCHES: C. TRENCH DEWATERING SYSTEMS (MUST DISCHARGE INTO SEDIMENT TRAPS, SEDIMENT E�i�15 PONDS. OR OTHER ACCEPTABLE MEANS): D. TRACKING AND SPIWNG OF MATERIALS ON STREETS DUE TO HAULING E. DAILY CLEANUP AND STREET MAINTENANCE CONSTRUCTION SEQUENCE NOTES 1. SCHEDULE A PRE-CONSTRUGTON MEETING WITH CITY ENGINEERING DIVISION AT 425-771-0220, EXT. 1326.1 2. RENEW ESC NOTES 3. CALL FOR UTILITY LOCATES( 4. INSTALL ESC MEASURES AND MAINTAIN DUST CONTROL 5. HAVE EROSION CONTROL MEASURES INSPECTED D CITY OF CONTROL EA ENGINEERING INSPECTOR. (ALL TEMPORARY SEDIMENTATION AND EROSION O CONTROL MEASURES MUST BE S PLACE AND INSPECTED PRIOR TO ANY CONSTRUCTION OR SITE CLEARING EROSION AND PERMANENT VEGETATION CONTROL PRACTICES AND/OR DEVICES SHALL BE MAINTAINED UNTIL PERMANENT VECETATOU IS IESTABLISHEDJ 6. ROUGH GRADE SITE AS REQUIRED TO INSTALL DRAINAGE FEATURES 1 7. CLEAR, GRUB t ROUGH GRADE REMAINDER OF SITE REVEGETATE DISTURBED AREAS NOT SUBJECT TO ADDITIONAL SURFACE DISTURBANCE IMMEDIATELY AFTER ROUGH GRADING. (OTHER EXPOSED AREAS SHALL BE STABILIZED PER EROSION CONTROL NOTES BELOW) I Is. INSTALL UTUTIES AND OTHER SITE IMPROVEMENTS g, 9. STABILIZE AND REVEGETATE, ENTIRE SITE W 10. ESTABLISH LANDSCAPING AND PERMANENT VEGETATION. EROSION CONTROL FEATURES CAN BE REMOVED UPON FINAL SITE STABILIZATION AND APPROVAL BY CITY INSPECTOR. Q POST -CONSTRUCTION SOIL QUALITY AND DEPTH J ALL DISTURBED AREAS ON AND OFF SITE SHALL BE COMPOST AMENDED TO MEET w REQUIREMENTS OF BMP T5.13 PER ED CITY OF EDMONDS HANDOUT OE12 C. z - Z Q Q O DEMOLITION NOTE I N Z_ SEPARATE DEMOLITION PERMITS ARE REQUIRED FOR THE DEMOLITION OF STRUCTURES ~ N N Q z J Z g LIIf):f� �� NOTES ( O TEMPORARYTOCKPILE AREA SHALL BE COVERED DURING NON -WORKING HOURS AND DURING Q N 0 TIONS IZ DRIVEWAY SLOPES SHALL NOT E%GEID 14; PER EDMONDS COMMUNITY DEVELOPMENT CODE Q z U) v p O of LLI O c� V z Z LLJ J z APPROVED FOR CONSTRUCTION SCALE CITY OF EDMONDS 1"=20 if Dun CHECKED DATE: JTT J,.,. $BEET call 2 W.*kV Day. EW— You lit DATE FB C 3 1-800-424-5555 BY, MIN U`darter arW=d Location CCITY ENGINEERING DIVISION P'LN20120016 (DMT.NDoRWA) I USA LTE No. 5316 OF 5 Figure -A Determining Applicability of Stormwater Management Code ECDC Chapter 18.30 If any of the descriptions in the Blue Boxes apply to your project or project site, the Stormwater Management Code applies. Does your Project Site require the issuance of a City permit under any of the following: ECDC Title 18 - Engineering Division ECDC Title 19 - Building Division A Stormwater No Are you submitting a Subdivision application per ECDC Chapter 20.75? No Does your Project site involve any of the following: 500 square feet or more of land -disturbing Yes activity, new impervious surface, or replaced impervious surface? A utility or other construction project consisting of 500 lineal feet or more of trench excavation? Is located in, adjacent to, or drains into (currently or as a result of the project) a Critical Area or a Critical Area Buffer? I k,n Stormwater Management requirements of ECDC Chapter 18.30 are not applicable to your Project or Site ' Yes Stormwater Management requirements of ECDC Chapter 18.30 are applicable to your Project or Site. Note: The definitions of the terms in italics are found in ECDC Chapter 18.30.010 and the Stormwater Code Supplement. This chart provides an initial screening for determining the applicability of ECDC Chapter 18.30. The results from using this chart do not substitute for a determination of applicability by the Public Works Director or Designee per ECDC Chapter 18.30.030 and the relevant portions of the Supplement. 2 If ECDC Chapter 18.30 is applicable to the proposed project and it does not require any other City -issued permit, a Stormwater Permit and associated fees will be required. 1 Revised on 4121111 E72-SWM_Erosion_Control-Draft-04.21.I I -FINAL Page 3 of 13 Figure-B Project Classification If you have determined that the Stormwater Management Code applies to your project (Figure -A), follow the Blue boxes in the chart below to determine the Classification of your project. Does the project involve 1- Yes acre or more of land - disturbing activity' ? Is the project part of a larger common plan of development or sale where the total disturbed area for the entire plan will total 1-acre or more of land -disturbing activity? No Does the Project involve one or more of the following: 2,000 square feet (sf) or more of new impervious surface, regulated replaced impervious surface or new plus regulated replaced impervious surface? Yes OR 7,000 sf or more of land -disturbing activity? OR 50 cubic yards or more of either grading, fill, or excavation as defined in Chapter 18.40.000 ECDC? Yes Q1^ Minor Site Project: See Stormwater Supplement Chapter 6 for specific requirements Large Site Project: See Stormwater Supplement Yes Chapter 4 for specific requirements. Does the project create or add 5,000 square feet or more of new impervious surface, regulated replaced impervious surface or new plus regulated replaced impervious surface? Yes OR Convert 3/4 acre or more of native vegetation to lawn or landscaped area NO 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 Category 1 Small Site Project See Stormwater Supplement Chapter 5 or specific requirements Category 2 Small Site Project: See Stormwater Supplement Chapter 5 for specific requirements Notes: Terms in bold italics are described in the Glossary on pages 10-11. The definitions of the all terms in italics are found in ECDC Chapter 18.30.010 and the Stormwater Code Supplement The Classification flowchart assumes the project in question meets the applicability requirements of ECDC 18.30.030. ' Land -disturbing Activity: Any activity that results in the movement of earth, or a change in the existing soil cover (both vegetative and non -vegetative) or the existing soil topography. Land disturbing activities include, but are not limited to grading, filling, excavation, and compaction associated with stabilization of structures and/or road construction. Revised on 412//] 1 E72-SWM_Erosion_Control-Draft-04.21.II-FINAL Page 4 of 13 Figure-C City of Edmonds Watersheds A larger version of the Edmonds Watershed Map is available in the Development Services Office and on the City of Edmonds website at ci.edmonds.wa.us. Revised on 412 /// 1 E72-SWM_Erosion_Control-Draft-04.21. I I -FINAL Page 7 of 13 . Figure-D What Qualifies as Replaced Impervious Surface? Is the Impervious Area being removed and replaced with new impermeable surface in the same footprint? Yes Area is NOT considered REPLACED io) impervious surface area Refer to Figure E for regulation of New Impervious Surface Areas Was the existing impervious area created prior to 7/7/1977 Yes or prior to the date the parcel was annexed from Snohomish County? No Area is considered EXEMPT REPLACED impervious surface area Yes Is parcel zoned es Does the replaced impervious Single -Family Residential? Noarea replace an existing driveway, walkway or patio in the same footprint AND will it remain the same use after No replacement? No Area is considered REGULATED REPLACED impervious surface area Revised on 4121/11 E72-SWM_Erosion_Control-Draft-04.21.I ]-FINAL Page 8 of 13 Figure-E Regulation of NEW Impervious Surface Areas for Determining Site Classification Does the site have any existing impervious surface areas that were created on or after :N. after July7, 1977'? Yes Have City -approved stormwater controls3 been applied to all of the existing impervious areas? For example, does the site have an existing stormwater management system that collects stormwater runoff from all of the existing impervious surfaces? No Does the existing impervious area (not managed by an existing Yes stormwater system) exceed 2,000sf? No All impervious surface areas created on or after July 7, 19772 plus All impervious surface areas proposed with the project will be regulated as New Impervious Surface Area Yes Were the existing impervious areas constructed prior to the parcel being annexed into the City? I No Only those areas proposed vith the project that are to bo converted from pervious surfaces (native vegetation, etc) to impervious surfaces and permeable pavements will be regulated as New Impervious Surface Yes Was a waiver from the requirement to install a stormwater management Yes system granted for the existing impervious area? No Note: For the purpose of this flowchart, it is assumed that all existing impervious surface will remain after the proposed project is complete. If any existing impervious surface will be demolished for this project, the project may contain a combination of new and replaced impervious surface. See Glossary, p. 10-11. Mitigation requirements are based on the total cumulative impervious area created on a project site since July 6, 1977, the effective date of the City's first drainage control ordinance. 2 For parcels that were annexed into the City after this date, the date of annexation shall substitute for the effective date of the City's first drainage control ordinance. 3 For annexed parcels, a functioning Snohomish County -approved stormwater management facility can substitute for a City -approved facility. Revised on 4121/11 E72-SWM_Erosion_Control-Draft-04.21.II -FINAL Page 9 of 13 oF EoM City of Edmonds Site Classification Worksheet TMF Page 1 of 2 "nc. ISCO The project's Site Classification will dictate the specific stormwater management I 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. I 1-12), to assist with completion of this worksheet. 1) Is Permeable Pavement' Proposed For Use on this Site? Yes ❑X 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, 1�, Replaced and/or New impervious surface areas in the table below. 2) Determine the Amount and Type of Existing & Proposed Impervious Surface for the Site Refer to Stormwater Supplement Chapter 2 and Fig. C Line 1: Identify the Non -Regulated Impervious Surface Area. ' Line 2: Identify the Replaced Impervious Surface Area, dividing the total between Exempt and 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 Exempt Regulated 2. Replaced 0 3. aiuirsiovd 4. New (Post 1977) 4 4 4 4 4 4 4 4 4 + io;�iivio.:voaioi�iiris�osviiresoirvv ai�ir�svivrrErrnix�vearr/isios.oari�uag ¢o%arv�aray.c Total Regulated Impervious Area = Mitigation required i in excess o 2000s 10,795 SF _ 10 795 SF ' 5. %7/dpOO 0i- 6. Total Area Mitigated by Existing Stormwater Management System(s) r %J/d%dd�R/!7/✓O'AB/i%/7//J/�dBA//iO//J/BOO.O%i.%/J/!J/JOOO:ii%/O/:7/OGO/G%U/lJi7/dCPiG/O/ry.7LB,0%i, Regulated Area Not Yet Mitigated = 0 10,795 SF 7. Area Proposed to be Mitigated by Low Impact Development Techniques = 10,795 SF 8. Area Proposed to be Mitigated through Conventional SWM Techniques = 0 (e.g. porous asphalt, porous concrete, paver blocks, concrete open celled paving grids, or plastic lattices filled with turf or stone) Revised on 310512012 E72-SWM_Erosion_Control-03.05.12.doc Page 5 of 12 City of Edmonds OV E04, o Site Classification Worksheet Page 2 of 2 1g90 3) Determine the Total Area of Land Disturbing Activity_ 11,500 sf Refer to Stormwater Supplement Chapter 8 4) Determine the Quantity of Grading, Fill and/or Excavation Fill = 200 cy, Excavation = 900 cy 5) Will the project convert 3/4 Acre or More of Native Vegetation to Lawn or ❑ Yes 91 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. X❑ Direct Discharge B. ❑ Creek or Lake Basin ❑ Edmonds Way Basin ❑ Puget Sound Basin ® Puget Sound Piped Basin DETERMINE PROJECT CLASSIFICATION USING THE INFORMATION ABOVE AND THE PROJECT CLASSIFICATION CHART (Figure B, pg 4) ❑ Small Site - Category. 1 Cl Small Site - Category 2 ❑ Minor Site Stormwater Supplement Stormwater Supplement Stormwater Supplement Chapter 5 Chapter 5 Chapter 6 Revised on 310512012 E72-SWM_Erosion_Control-03.05.12.doc Page 6 of 12 1 Section 5: Offsite Analysis Field inspections of the project site and downstream systems investigation were conducted by Lovell-Sauerland on December 8th and 31 st, 2012. r 5.1 Upstream Analysis There is no significant drainage onto the site from the existing single-family homes to the north and south of the site. Off -site runoff from the south of the joint -use paved driveway sheet flows northerly down the driveway, either being collected at the gravel lined ditch along the east side of the driveway, or travels along the west edge of the driveway, and being collected at an existing swale on the west side of the driveway. The runoff being collected at the gravel lined ditch along the east side of the driveway continues to flow northerly and enters a new installed short section of 12-inch diameter pipe with trash rack, the flow then continues north in the pipe and enters a new catch basin with grate, and discharges into the new infiltration system under the driveway for the south lot. The flow in the swale will continue flows northerly and enters an existing concrete channel. Lovell-Sauertand and Associates ' Drainage Report LSA No. 5316 Lambrecht Short Plat North Lot January, 2015 Figure 5-1 (Looking South — Existing joint -use paved driveway) Qbl *Vt � c2,7.� �•c vo_8R„ Po � �. a P � i - '' lit ♦ao S � ,Y �c l'h�"i i. �h1 is "'Sfj`s - 1n0.� � t r, c� � � �' ^� � � �� _ ��¢ �, *"^ ray � y � .,�� rS•�- �o Figure 5-2 (Looking South — Existing gravel lined ditch) Lovell-Sauerland and Associates Drainage Report LSA No. 5316 I.MR Lambrecht Short Plat North Lot January, 2015 Figure 5-3 (Looking North — New catch basin @ end of ditch) Lovell-Sauerland and Associates ' Drainage Report LSA No. 5316 Figure 5-4 (New trash rack) L.WRI Lambrecht Short Plat North Lot January, 2015 �--1--�...� _ C�.' �BfT {mil ... 1 � • ''��'� � J �� ,� .� __�?-�-,,y _ tip _.. � �iA;f�� ,-+� -" . �;;� - � - -�� - �„ o �.p � . _. a-- .. � a - — - -- �.- � - .. - - _ � r _ _ - .�,. . ,�.� r¢ ✓ r� .� � i i; � 1 o '�' ,. ,. , a #�i a h �t � � �-�� f J i} a$ _ A Q f. _ L O (s ' - � .. �� - 6�� r- _7.. - f" �dto� _ tl a r " -�,�n.� .,{a �- •,fir � r5. � ,..7.. ... �� r' -ice': ..tiY. .�� :}�:.. r. _ _ .. 5.2 Downstream Analysis The "Geotechnical Investigation and Recommendations" prepared by Liu & Associates, Inc. indicates that the site is underlain at shallow depth by dense sand deposit of the Olympic gravel soil unit, which is of moderate to high shear strength and is quite stable. It is also of moderately high permeability and would allow storm runoff to seep into the ground easily. Therefore, geologic hazards, such as erosion, landslide and seismic damage should be minimal within the site. Due to the fact that onsite fully infiltration is proposed, no quantitative analysis of the downstream system has been provided. Lovell-Sauertand and Associates Lambrecht Short Plat Drainage Report North Lot LSA No. 5316 LMR January, 2015 sue---- F,�i _d,�'�- ° C.�y ,yti r9• _ . y q � �a t - "r;� Figure 5-11 (Looking North —Concrete channel) Figure 5-12 (Looking North — Concrete channel) Lovell-Sauerland and Associates ' Drainage Report LSA No. 5316 Lambrecht Short Plat North Lot January, 2015 Figure 5-15 (Looking South - Joint -use paved driveway) Figure 5-16 (Looking North - Northwest corner of the site) Lovell-Sauerland and Associates Lambrecht Short Plat ' Drainage Report .-. North Lot LSA No. 5316 Lis = January, 2015 Figure 5-17 (Looking Southeast — End of concrete block wall) Figure 5-18 (Looking South — End of concrete block wall) Lovell-Sauerland and Associates Drainage Report LSA No. 5316 o:e Lambrecht Short Plat North Lot January, 2015 Figure 5-19 (Looking east — Existing building) �.MAL n _ c 4 o• � o- o . Figure 5-20 (Looking East — Area along north property line of the site) Lovell-Sauertand and Associates Lambrecht Short Plat Drainage Report North Lot ' LSA No. 5316 L=� January, 2015 Figure 5-21 (Looking West — Native vegetation area, downstream flow path) Figure 5-22 (Looking Northwest — Native vegetation area) Lovell-Sauerland and Associates Lambrecht Short Plat Drainage Report North Lot LSA No. 5316 L._FI January, 2015 Lovell-Saueriand and Associates Drainage Report LSA No. 5316 SM o_ Scap dMaLLegend tncorporated Clues Tax Parcels TovmshlplRange Grid Section Grid Base Flood Elovadons - Steep Slopes Urban Growth Area �_ Flood He— Areas Flood Mains teeV. Goad k Raitroad trail. Major Watorbodlas Bryn Flab "I) Lake or vane sane ar oravat in open water wMs stream I mer Streams Seaswt stream prdarmieent) �/ Senam Stream Habitats ✓ SMnsne o1 StsbWde slwdawnu Rsh namtn Unknosm, umyped nnnesh ttamtat LMR Lambrecht Short Plat North Lot January, 2015 Section 6: Stormwater System Methodology Based on the recommendations of the Project Soils Engineer, Liu & Associates (see enclosed report in Appendix), infiltration trenches have been proposed. The city pre -sizing tables have not been used; WWHM3 was used to size the facilities. Based on the In -Situ Infiltration Test (see enclosed report in Appendix), design infiltration rate of 2.5 in/hr was used to infiltrate 100% of the site impervious runoff directed to the trench. The WWHM3 calculations are included in this Section. WWHM3 documentations WWHM3 5316-North Lot -[Map] Q It] IX:1 Ede Edit Vie. Help C31 X Li Site Information Site Name Lambrecht Short Plat. Address City Edmonds tv Gage Precip Factor l7ffl.eD@JT data [3 Show DOT Zones DOT Region: JftN,* Isohyetal valuert Map Controls ga"-- i. C 11/3/2015 14:48 PM On -site Area (North Lot): Off -site Area (Frontage Improvements): Total Area (On & Off -site): Lovell-Sauerfand and Associates Drainage Report LSA No. 5316 13,046 SF (0.2995 Ac.) 3,167 SF (0.0727 Ac.) 16,213 SF (0.3722 Ac.) Lambrecht Short Plat North Lot January, 2015 Predeveloned Condition Total Impervious Areas: 3,167 SF (0.0727 Ac.) Widened Joint -Use Private Road 3,167 SF (0.0727 Ac.) Total Pervious Areas: 13,046 SF (0.2995 Ac.) Developed Condition Total Impervious Areas: 10,795 SF (0.2478 Ac.) Roof 3,979 SF (0.0913 Ac.) Front Porch/Stairway 93 SF (0.0021 Ac.) Deck over Patio 622 SF (0.0143 Ac.) Primary Driveway 2,152 SF (0.0494 Ac.) Secondary Driveway 782 SF (0.0180 Ac.) Widened Joint -Use Private Road 3,167 SF (0.0727 Ac.) Total Pervious Areas: 5,418 SF (0.1244 Ac.) Lovell-Sauerland and Associates Lambrecht Short Plat Drainage Report North Lot LSA No. 5316 I.MR January, 2015 Infiltration Trench "A" for South Portion of Building Total Impervious Areas: 1,783 SF (0.0409 Ac.) Roof 1,690 SF (0.0388 Ac.) Front Porch/Stairway 93 SF (0.0021 Ac.) Efle Edit View Help M., Ind nrm"-MIEM11I- Subbasin Name Basin 1 -North Lot r- ©esignate as Bypass =0 P05d Surface Intedlow Groundwater Flows To Fin —filtration Trench"A" -]Infiltration Trench "A" Area in Basin Available Pervious Available Impervious PerviousTotal 0 Acres-- j Impervious Total 0.0409 Acres Basin Total 10.0409 Acres D eselect Zero Select By: GO Lovell-Saueriand and Associates Drainage Report LSA No.5316 L.MIR M, Lambrecht Short Plat North Lot January, 2015 F7e Edit View Help _ ' o3 x Facility Name 11Hkation Trench "A" Outlet 1 Outlet 2 Outlet 3 ' Downstream Connection 0 j 10 0 Facility Type IGrayel Trench/Bed 1[7jPF ecipitation Applied to Facility Quicktrench I . Facility Bottom Elevation (ft) 10 Facility Dimensions Trench Length 16 Outlet Structure t Trench Bottom Width 8 Riser Height (ft) I3 Effective Total Depth 4 Riser Diarreter[n) F4--1� Bottom slope of Trench 0.005 Riser Type Rat Lek Side Slope 0 Notch Type ' Right Side Slope p Material Layers for Layer 1 Thickness (ft) 0 Orifice Diameter Height QMax ' Layer 1 porosity 0.35 Number (ln) (Ft) (Cis) Layer 2 T hickress (ft) 1 Fo---H r- J 0 Layer 2 porosity 0 2 Fp-:"I F J 0 ' Layer 3 Thickness (ft) 3 Fp -=" Fo- 0 Layer 3 porosity Infiltration RES--d Trench Vokmre at Riser Head (acre-ft) .003 ' Measured Infiltration Rate (m/hr) 10 J Pond Increment o.10 'J Infiltration Reduction Factor 0 J Show Pond Table Open Table J Use Wetted Surface Area (sidewalls) NO J Total Vokime lr fJtrated(acre•ft) 15.518 Total Vokime Through Facility(acreft) 15.518 ' Total Vokime Through Riser(acre-ft) 0 Percent Infiltrated 100 1/3/2015 14:06 PM ' Trench Length = 16.0 ft. Trench Width = 8.0 ft. Depth of Trench = 3.0 ft. Measured Infiltration Rate = 10.3 in/hr Infiltration Reduction Factor = 0.25 (Safety Factor = 4) ' Design Infiltration rate of underlying soil = 2.57 in/hr Infiltration rate used = 2.5 in/hr Porosity = 35% ' Percent of runoff Infiltrated = 100% Storage Volume required: Lovell-Sauerland and Associates Drainage Report _ LSA No. 5316 L= Lambrecht Short Plat North Lot January, 2015 = Trench Length x Trench Width x Trench Depth x Porosity = 16.0 ft. x 8.0 ft. x 3.0 ft. x 0.35 = 134 cf Required bottom area for a 3.0' deep rock trench = 16' x 8' = 128 sf Storage Volume provided: = Trench Bottom Area x Trench Depth x Porosity = 128 ft. x 3.5 ft. x 0.35 = 156 cf Flaw Fremienry Annlvcic We Edit Yi' H _ a x FolkwO ® 10-Mi Ib 501 POC 1 Predevebped Flow Fregaens.Y ® ICE t Po 801 POC1 Mtigatedfbw low(CFS) Predeveloged 14itigated 2 Year 0.0000 0.0000 5 Year 0.0000 0.0000 QJ 10 Year 0.0000 0.0000 ¢ U ME50 25 Yeary 0.0000 0.0000 Year 0.0001 0.0000 100 Year 0.8001 0.0000 early Peaks taE-t 1940 0.0000 O.o0o0 1941 0.0000 0.0000 1942 0.0000 0.0000 1943 0.0000 0.0000 1944 0.0000 0.0000 1OE- 1945 0.0000 0.0000 1 10 20 30 40 50 60 70 80 90 99 1946 0.0000 0.0000 Cumulative Probability 1947 0.0000 0.0000 1948 0.0000 0.0000 Durations Flow Frequency water quality Hydrograph wetland Ppstuation 19 0.0000 0.0000 1950 0.0000 0.0000 1951 0.0000 0.0000 An*ze datasets 1952 0.0000 0. 0000 1953 0.0000 0.0000 1954 0.0000 0.0000 ! 1955 0.0000 0.0000 I 1956 0.0000 0.0000 1957 0.0000 0.0000 1958 0.0000 0.0000 1959 0.0000 0.0000 1960 0.0000 0.0000 1961 0.0000 0.0000 -. .._ 1962 0.0000 0.0000 _- ADDatasets Fbve Stage Precgr Evap p0C1`: POC2 FbodFrequencyMetimd j Log Pearson Type III 17B - 1963 1969 0.0000 0.0000 0.0000 0.0000 £-' Wei 1965 D.00oO 0.0000 1") Cunnane P i oes a nnnn n noon r Gringorten _ 1 /3/2015 2:38 F;fv1 The analysis shows that no flow is released for the 100-year event, thus the facility is infiltrating practically 100% of its received runoff. Lovell-Saueriand and Associates Lambrecht Short Plat Drainage Report North Lot LSA No. 5316 LammoT'o January, 2015 1003 Rration Trench "A"I r 10E 1 0 10E tage Frequency feet) 1003 Year = 0.4391 Year 0.7913 0 Year = 1.1745 5 Year = 1.8935 0 Year = 2.2554 00 Year = 2.8814 1OE-1 11 1940 1941 o II 42 1943 1944 1OE- 1945 1 10 20 30 40 50 60 70 80 90 99 1946 1947 Cumulative Probability 1948 Draabons Flow Frequency Water 0uaGty Hydrograph Wetland Flu1 ctuation 1995490 1951 Analyze datasets 1932 1953 1007 iveway & Access Road STAGE Mitigated 195 1955 19567 1957 1958 1959 1960 1961 T--T-- All Datasets Flow Stage Precip Evap POC 1 POC 2 Flood Frequency Method- - -- - _ 1962 _ 1963 r' Log Pearson Type III 17B 1964 �J Weibull 1965 �Cunnane- soeF C•') Gringorten -------- -� 1/3/2015 Peaks 0.4895 0.4960 0.6969 0.1438 0.1739 0.4819 0.2202 0.5108 0.5170 0.4533 1.7598 0.1250 2.1114 0.7672 0.2374 0.1438 0.3286 0.0972 0.3555 0.1261 0.3516 0.3594 0.6501 0.1032 0.4892 0.4710 2:47 PM Per Chapter 3.3.7 - Site Suitability Criteria, SSC-4 Soil Infiltration Rate/Drawdown Time in Volume III of the SWMMWW, there isn't a maximum drawdown time for infiltration facilities designed strictly for flow control purposes (for 100% infiltration). Lovell-Sauertand and Associates Drainage Report LSA No. 5316 LMR Lambrecht Short Plat North Lot January, 2015 Western Washington Hydrology Model PROJECT REPORT Project Name: 5316 Trench A Site Address: 9221 Olympic View Drive city Edmonds Report Date 1/5/2015 MGS Regoin Puget East Data Start 1939/10/1 Data End 2097/08/31 DOT Data Number: 03 WWHM3 Version: PREDEVELOPED LAND USE Name Basin 1 - North Lot Bypass: No GroundWater: No Pervious Land Use Acres A B, Forest, Mod .236 Impervious Land Use Acres Element Flows To: Surface Interflow Name Basin 1 - North Lot Bypass: No GroundWater: No Pervious Land Use Acres Impervious Land Use ROOF TOPS FLAT SIDEWALKS MOD Acres 0.0388 0.0021 Groundwater Element Flows To: Surface Interflow Groundwater Infiltration Trench "A", Infiltration Trench "A", Name Infiltration Trench "A" Bottom Length: 16ft. Bottom Width : 8ft. ' Trench bottom slope 1: 0.005 To 1 Trench Left side slope 0: 0 To 1 Trench right side slope 2: 0 To 1 Material thickness of first layer : 3 ' Pour Space of material for first layer Material thickness of second layer : 0 Pour Space of material for second layer ' Material thickness of third layer : 0 Pour Space of material for third layer Infiltration On Infiltration rate : 10 Infiltration saftey factor : 0.25 Discharge Structure Riser Height: 3 ft. Riser Diameter: 4 in. ' Element Flows To: Outlet 1 Outlet 2 0.35 0 X Gravel Trench Bed Hydraulic Table ' Stage(ft) Area(acr) Volume(acr-ft) Dschrg(cfs) Infilt(cfs) 0.000 0.003 0.000 0.000 0.000 0.044 0.003 0.000 0.000 0.007 0.089 0.003 0.000 0.000 0.007 ' 0.133 0.003 0.000 0.000 0.007 0.178 0.003 0.000 0.000 0.007 0.222 0.003 0.000 0.000 0.007 0.267 0.003 0.000 0.000 0.007 0.311 0.003 0.000 0.000 0.007 0.356 0.003 0.000 0.000 0.007 0.400 0.003 0.000 0.000 0.007 0.444 0.003 0.000 0.000 0.007 ' 0.489 0.003 0.001 0.000 0.007 0.533 0.003 0.001 0.000 0.007 0.578 0.003 0.001 0.000 0.007 0.622 0.003 0.001 0.000 0.007 0.667 0.003 0.001 0.000 0.007 0.711 0.003 0.001 0.000 0.007 0.756 0.003 0.001 0.000 0.007 0.800 0.003 0.001 0.000 0.007 0.844 0.003 0.001 0.000 0.007 0.889 0.003 0.001 0.000 0.007 0.933 0.003 0.001 0.000 0.007 ' 0.978 0.003 0.001 0.000 0.007 1.022 0.003 0.001 0.000 0.007 1.067 0.003 0.001 0.000 0.007 1.111 0.003 0.001 0.000 0.007 ' 1.156 0.003 0.001 0.000 0.007 1.200 0.003 0.001 0.000 0.007 1.244 0.003. 0.001 0.000 0.007 1.289 0.003 0.001 0.000 0.007 ' 1.333 0.003 0.001 0.000 0.007 1.378 0.003 0.001 0.000 0.007 II 1.422 0.003 0.001 0.000 0.007 1.467 0.003 0.002 0.000 0.007 ' 1.511 0.003 0.002 0.000 0.007 1.556 0.003 0.002 0.000 0.007 1.600 0.003 0.002 0.000 0.007 1.644 0.003 0.002 0.000 0.007 ' 1.689 0.003 0.002 0.000 0.007 1.733 0.003 0.002 0.000 0.007 1.778 0.003 0.002 0.000 0.007 1.822 0.003 0.002 0.000 0.007 1.867 0.003 0.002 0.000 0.007 1.911 0.003 0.002 0.000 0.007 1.956 0.003 0.002 0.000 0.007 ' 2.000 0.003 0.002 0.000 0.007 2.044 0.003 0.002 0.000 0.007 2.089 0.003 0.002 0.000 0.007 2.133 0.003 0.002 0.000 0.007 ' 2.178 0.003 0.002 0.000 0.007 2.222 0.003 0.002 0.000 0.007 2.267 0.003 0.002 0.000 0.007 2.311 0.003 0.002 0.000 0.007 2.356 0.003 0.002 0.000 0.007 2.400 0.003 0.002 0.000 0.007 2.414 0.003 0.003 0.000 0.007 2.489 0.003 0.003 0.000 0.007 2.533 0.003 0.003 0.000 0.007 2.578 0.003 0.003 0.000 0.007 2.622 0.003 0.003 0.000 0.007 ' 2.667 0.003 0.003 0.000 0.007 2.711 0.003 0.003 0.000 0.007 2.756 0.003 0.003 .0.000 0.007 2.800 0.003 0.003 0.000 0.007 ' 2.844 0.003 0.003 0.000 0.007 2.889 0.003 0.003 0.000 0.007 2.933 0.003 0.003 0.000 0.007 2.978 0.003 0.003 0.000 0.007 ' 3.022 0.003 0.003 0.011 0.007 3.067 0.003 0.003 0.056 0.007 3.111 0.003 0.003 0.120 0.007 3.156 0.003 0.004 0.199 0.007 3.200 0.003 0.004 0.290 0.007 3.244 0.003 0.004 0.392 0.007 3.289 0.003 0.004 0.504 0.007 3.333 0.003 0.004 0.625 0.007 3.378 0.003 0.004 0.754 0.007 3.422 0.003 0.004 0.891 0.007 3.467 0.003 0.005 1.035 0.007 ' 3.511 0.003 0.005 1.186 0.007 3.556 0.003 0.005 1.344 0.007 3.600 0.003 0.005 1.509 0.007 3.644 0.003 0.005 1.679 0.007 ' 3.689 0.003 0.005 1.856 0.007 3.733 0.003 0.005 2.039 0.007 3.778 0.003 0.005 2.227 0.007 ' 3.822 0.003 0.006 2.420 0.007 3.867 0.003 0.006 2.619 0.007 3.911 0.003 0.006 2.823 0.007 3.956 0.003 0.006 3.032 0.007 4.000 0.003 0.006 3.246 0.007 Name Basin 2 - North Driveway & Access Road Bypass: No GroundWater: No Pervious Land Use Acres A B, Forest, Mod Impervious Land Use Element Flows To: Surface MITIGATED LAND USE .219 Acres Interflow ANALYSIS RESULTS Groundwater Flow Frequency Return Periods for Predeveloped. POC #1 Return Period Flow(cfs) 2 year 0.000045 5 year 0.000047 10 year 0.000047 25 year 0.000048 50 year 0.000065 100 year 0.000132 Flow Frequency Return Periods for Mitigated. POC #1 Return Period Flow(cfs) 2 year 0 5 year 0 10 year 0 25 year 0 50 year 0 100 year 0 Yearly Peaks for Predeveloped and Mitigated. POC #1 Year Predeveloped Mitigated 1941 0.000 0.000 1942 0.000 0.000 1943 0.000 0.000 1944 0.000 0.000 1945 0.000 0.000 1946 0.000 0.000 1947 0.000 0.000 1948 0.000 0.000 1 i 1949 0.000 0.000 1950 0.000 0.000 ' 1951 0.000 0.000 1952 0.000 0.000 1953 0.010 0.000 1954 0.000 0.000 ' 1955 0.000 0.000 1956 0.000 0.000 1957 0.000 0.000 1958 0.000 0.000 1959 0.000 0.000 1960 0.000 0.000 1961 0.000 0.000 ' 1962 0.000 0.000 1963 0.000 0.000 1964 0.000 0.000 1965 0.000 0.000 ' 1966 0.000 0.000 1967 0.000 0.000 1968 0.000 0.000 1969 0.000 0.000 ' 1970 0.000 0.000 1971 0.000 0.000 1972 0.000 0.000 ' 1973 0.000 0.000 1974 0.000 0.000 1975 0.000 0.000 1976 0.000 0.000 1977 0.000 0.000 1978 10.000 0.000 1979 0.000 0.000 1980 0.000 0.000 1981 0.000 0.000 1982 0.000 0.000 19" 0.000 0.000 1984 0.000 0.000 1985 0.000 0.000 1986 0.000 0.000 1987 0.000 0.000 1988 0.000 0.000 1989 0.000 0.000 1990 0.000 0.000 1991 0.000 0.000 1992 0.000 0.000 1993 0.000 0.000 1994 0.000 0.000 1995 0.000 0.000 1996 0.000 0.000 1997 0.000 0.000 1998 0.000 0.000 1999 0.000 0.000 ' 2000 0.000 0.000 2001 0.000 0.000 2002 0.000 0.000 ' 2003 0.000 0.000 2004 0.000 0.000 2005 0.000 0.000 2006 0.000 0.000 2007 0.000 0.000 2008 0.000 0.000 2009 0.000 0.000 2010 0.000 0.000 2011 0.000 0.000 2012 0.000 0.000 2013 0.000 0.000 2014 0.000 0.000 2015 0.000 0.000 2016 0.000, 0.000 2017 0.000 0.000 2018 0.000 0.000 2019 0.000 0.000 2020 0.000 0.000 2021 0.000 0.000 2022 0.000 0.000 2023 0.000 0.000 2024 0.000 0.000 2025 0.000 0.000 2026 0.000 0.000 2027 0.000 0.000 2028 0.000 0.000 2029 0.000 0.000 2030 0.000 0.000 2031 0.000 0.000 2032 0.000 0.000 2033 0.000 0.000 2034 0.000 0.000 2035 0.000 0.000 2036 0.000 0.000 2037 0.000 0.000 2038 0.000 0.000 2039 0.000 0.000 2040 0.000 0.000 2041 0.000 0.000 2042 0.000 0.000 2043 0.000 0.000 2044 0.000 0.000 2045 0.000 0.000 2046 0.000 0.000 2047 0.000 0.000 2048 0.000 0.000 2049 0.000 0.000 2050 0.000 0.000 2051 0.000 0.000 2052 0.000 0.000 2053 0.000 0.000 2054 0.000 0.000 2055 0.000 0.000 2056 0.000 0.000 2057 0.000 0.000 2058 0.000 0.000 2059 0.000 0.000 2060 0.000 0.000 2061 0.000 0.000 2062 0.000 0.000 2063 0.000 0.000 2064 0.000 0.000 2065 0.000 0.000 2066 0.000 0.000 2067 0.000 0.000 2068 0.000 0.000 2069 0.000 0.000 2070 0.000 0.000 2071 0.000 0.000 2072 0.000 0.000 2073 0.000 0.000 2074 0.000 0.000 2075 0.000 0.000 ' 2076 0.000 0.000 2077 0.000 0.000 2078 0.000 0.000 2079 0.000 0.000 2080 0.000 0.000 2081 0.000 0.000 2082 0.000 0.000 2083 0.000 0.000 2084 0.000 0.000 2085 0.000 0.000 2086 0.000 0.000 ' 2087 0.000 0.000, 2088 0.000 0.000 2089 0.000 0.000 2090 0.000 0.000 ' 2091 0.000 0.000 2092 0.000 0.000 2093 0.000 0.000 2094 0.000 0.000 2095 0.000 0.000 2096 0.000 0.000 2097 0.000 0.000 2098 0.000 0.000 Ranked Yearly Peaks for Predeveloped and Mitigated. Rank Predeveloped Mitigated 1 0.0001 0.0001 2 0.0001 0.0000 3 0.0001 0.0000 4 0.0000 0.0000 5 0.0000 0.0000 6 0.0000 0.0000 7 0.0000 0.0000 ' 8 0.0000 0.0000 9 0.0000 0.0000 10 0.0000 0.0000 11 0.0000 0.0000 ' 12 0.0000 0.0000 13 0.0000 0.0000 14 0.0001 0.0000 ' 15 0.0000 0.0000 16 0.0000 0.0000 17 0.0000 0.0000 POC #1 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 51 52 53 54 55 56 57 58 59 60 61 62 63 64 65 66 67 68 69 70 71 72 73 74 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 75 0.0000 0.0000 76 0.0000 0.0000 77 0.0000 0.0000 78 0.0000 0.0000 79 0.0000 0.0000 80 0.0000 0.0000 81 0.0000 0.0000 82 0.0000 0.0000 83 0.0000 0.0000 84 0.0000 0.0000 85 0.0000 0.0000 86 0.0000 0.0000 87 0.0000 0.0000 88 0.0000 0.0000 89 0.0000 0.0000 90 0.0000 0.0000 91 0.0000 0.0000 92 0.0000 0.0000 93 0.0000 0.0000 94 0.0000 0.0000 95 0.0000 0.0000 96 0.0000 0.0000 97 0.0000 0.0000 98 0.0000 0.0000 99 0.0000 0.0000 100 0.0000 0.0000 101 0.0000 0.0000 102 0.0000 0.0000 103 0.0000 0.0000 104 0.0000 0.0000 105 0.0000 0.0000 106 0.0000 0.0000 107 0.0000 0.0000 108 0.0000 0.0000 109 0.0000 0.0000 110 0.0000 0.0000 111 0.0000 0.0000 112 0.0000 0.0000 113 0.0000 0.0000 114 0.0000 0.0000 115 0.0000 0.0000 116 0.0000 0.0000 117 0.0000 0.0000 118 0.0000 0.0000 119 0.0000 0.0000 120 0.0000 0.0000 121 0.0000 0.0000 122 0.0000 0.0000 123 0.0000 0.0000 124 0.0000 0.0000 125 0.0000 0.0000 126 0.0000 0.0000 127 0.0000 0.0000 128 0.0000 0.0000 129 0.0000 0.0000 130 0.0000 0.0000 131 0.0000 0.0000 132 0.0000 0.0000 133 0.0000 0.0000 ' 134 0.0000 0.0000 135 0.0000 0.0000 136 0.0000 0.0000 i� 137 0.0000 0.0000 138 0.0000 0.0000 139 0.0000 0.0000 140 0.0000 0.0000 141 0.0000 0.0000 ' 142 0.0000 0.0000 143 0.0000 0.0000 144 0.0010 0.0000 145 0.0000 0.0000 146 0.0000 0.0000 147 0.0000 0.0000 148 0.0000 0.0000 149 0.0000 0.0000 150 0.0000 0.0000 151 0.0000 0.0000 152 0.0000 0.0000 153 0.0000 0.0000 154 0.0000 0.0000 155 0.0000 0.0000 156 0.0000 0.0000 157 0.0000 0.0000 158 0.0000 0.0000 POC #1 The Facility PASSED The Facility PASSED.. Flow(CFS) Predev Dev Percentage Pass/Fail 0.0000 3189 2 0 Pass 0.0000 3077 2 0 Pass 0.0000 2965 2 0 Pass 0.0000 2848 2 0 Pass 0.0000 2760 2 0 Pass 0.0000 2681 2 0 Pass 0.0000 2589 2 0 Pass 0.0000 2454 2 0 Pass 0.0000 2357 2 0 Pass 0.0000 2281 2 0 Pass 0.0000 2198 2 0 Pass 0.0000 2108 2 0 Pass 0.0000 2040 2 0 Pass 0.0000 1956 2 0 Pass 0.0000 1879 2 0 Pass 0.0000 1805 2 0 Pass 0.0000 1730 2 0 Pass 0.0000 1676 2 0 Pass 0.0000 1607 2 0 Pass 0.0000 1548 2 0 Pass 0.0000 1487 2 0 Pass 0.0000 1419 2 0 Pass 0.0000 1363 2 0 Pass 0.0000 1318 2 0 Pass 0.0000 1262 2 0 Pass 0.0000 1204 2 0 Pass 0.0000 1151 2 0 Pass 0.0000 1099 2 0 Pass 0.0000 1038 2 0 Pass 0.0000 994 2 0 Pass 0.0000 956 2 0 Pass 0.0000 914 2 0 Pass 0.0000 874 2 0 Pass 0.0000 826 2 0 Pass 0.0000 783 2 0 Pass 0.0000 733 2 0 Pass 0.0000 689 2 0 Pass 0.0000 654 2 0 Pass 0.0000 620 2 0 Pass 0.0000 579 2 0 Pass 0.0000 553 2 0 Pass 0.0000 509 2 0 Pass 0.0000 479 2 0 Pass 0.0000 452 2 0 Pass 0.0000 421 2 0 Pass 0.0000 382 2 0 Pass 0.0000 357 2 0 Pass 0.0000 328 2 0 Pass 0.0000 297 2 0 Pass 0.0000 275 2 0 Pass 0.0000 250 2 0 Pass 0.0000 209 2 0 Pass 0.0000 172 2 1 Pass 0.0000 141 2 1 Pass 0.0000 112 2 1 Pass 0.0000 87 2 2 Pass 0.0000 69 2 2 Pass 0.0000 42 2 4 Pass 0.0000 28 2 7 Pass 0.0000 11 2 18 Pass 0.0000 11 2 18 Pass 0.0000 11 2 18 Pass 0.0000 11 2 18 Pass 0.0000 10 2 20 Pass 0.0000 10 2 20 Pass 0.0001 9 2 22 Pass 0.0001 9 2 22 Pass 0.0001 9 2 22 Pass 0.0001 9 2 22 Pass 0.0001 9 2 22 Pass 0.0001 9 2 22 Pass 0.0001 9 2 22 Pass 0.0001 9 2 22 Pass 0.0001 9 2 22 Pass 0.0001 9 2 22 Pass 0.0001 9 2 22 Pass 0.0001 9 2 22 Pass 0.0001 9 2 22 Pass 0.0001 9 2 22 Pass 0.0001 9 2 22 Pass 0.0001 8 2 25 Pass 0.0001 8 2 25 Pass 0.0001 8 2 25 Pass 0.0001 8 2 25 Pass 0.0001 8 2 25 Pass 0.0001 8 2 25 Pass 0.0001 7 2 28 Pass 0.0001 7 2 28 Pass 0.0001 7 2 28 Pass 0.0001 7 2 28 Pass 0.0001 7 2 28 Pass 0.0001 7 2 28 Pass 0.0001 7 2 28 Pass 0.0001 6 2 33 Pass 0.0001 6 2 33 Pass 0.0001 6 2 33 Pass 0.0001 6 2 33 Pass 0.0001 6 2 33 Pass 0.0001 6 2 33 Pass 0.0001 6 2 33 Pass Water Quality BMP Flow and Volume for POC 1. On-line facility volume: 0.0295 acre-feet On-line facility target flow: 0.01 cfs. Adjusted for 15 min: 0.049 cfs. Off-line facility target flow: 0.0246 cfs. Adjusted for 15 min: 0.0278 cfs. Flow Frequency Return Periods for Predeveloped. POC #2 Return Period Flow(cfs) 2 year 0.000042 5 year 0.000043 10 year 0.000044 25 year 0.000044 50 year 0.000061 100 year 0.000122 Flow Frequency Return Periods for Mitigated. POC #2 Return Period Flow(cfs) 2 year 0 5 year 0 10 year 0 25 year 0 50 year 0 100 year 0 Yearly Peaks for Predeveloped and Mitigated. POC #2 Year Predeveloped Mitigated 1941 0.000 0.000 1942 0.000 0.000 1943 0.000 0.000 1944 0.000 0.000 1945 0.000 0.000 1946 0.000 0.000 1947 0.000 0.000 1948 0.000 0.000 1949 0.000 0.000 1950 0.000 0.000 1951 0.000 0.000 1952 0.000 0.000 1953 0.000 0.000 1954 0.000 0.000 1955 0.000 0.000 1956 0.000 0.000 1957 0.000 0.000 1958 0.000 0.000 1959 0.000 0.000 1960 0.000 0.000 1961 0.000 0.000 1962 0.000 0.000 1963 0.000 0.000 1964 0.000 0.000 1965 0.000 0.000 1966 0.000 0.000 1967 0.000 0.000 1968 0.000 0.000 1969 0.000 0.000 1970 0.000 0.000 1971 0.000 0.000 1972 0.000 0.000 1973 0.000 0.000 1974 0.000 0.000 1975 0.000 0.000 1976 0.000 0.000 1977 0.000 0.000 1978 0.000 0.000 1979 0.000 0.000 1980 0.000 0.000 1981 0.000 0.000 1982 0.000 0.000 1983 0.000 0.000 1984 0.000 0.000 1985 0.000 0.000 1986 0.000 0.000 1987 0.000 0.000 1988 0.000 0.000 1989 0.000 0.000 1990 0.000 0.000 1991 0.000 0.000 1992 0.000 0.000 1993 0.000 0.000 1994 0.000 0.000 1995 0.000 0.000 1996 0.000 0.000 1997 0.000 0.000 1998 0.000 0.000 1999 0.000 0.000 2000 0.000 0.000 2001 0.000 0.000 2002 0.000 0.000 2003 0.000 0.000 2004 0.000 0.000 2005 0.000 0.000 2006 0.000 0.000 2007 0.000 0.000 2008 0.000 0.000 2009 0.000 0.000 2010 0.000 0.000 2011 0.000 0.000 2012 0.000 0.000 2013 0.000 0.000 2014 0.000 0.000 2015 0.000 0.000 2016 0.000 0.000 2017 0.000 0.000 2018 0.000 0.000 2019 0.000 0.000 2020 0.000 0.000 2021 0.000 0.000 2022 0.000 0.000 i 2023 0.000 0.000 2024 0.010 0,000 ' 2025 0.000 0.000 2026 0.000 0.000 2027 0.000 0.000 2028 0.000 0.000 2029 0.000 0.000 ' 2030 0.000 0.000 2031 0.000 0.000 2032 0.000 0.000 2033 0.000 0.000 2034 0.000 0.000 ' 2035 0.000 0.000 2036 0.000 0.000 2037 0.000 0.000 2031 0.000 0.000 ' 2039 0.000 0.000 2040 0.000 0.000 2041 0.000 0.000 2042 0.000 0.000 2043 0.000 0.000 ' 2044 0.000 0.000 2045 0.000 0.000 2046 0.000 0.000 2017 0,000 0,000 2048 0.000 0.000 ' 2049 0.000 0.000 2050 0.000 0.000 2051 0.000 0.000 2012 0.000 0,000 2053 0.000 0.000 ' 2054 0.000 0.000 2055 0.000 0.000 2056 0.000 0.000 2057 0.000 0.000 ' 2058 0.000 0.000 2059 0.000 0.000 2060 0.000 0.000 2061 0.000 0.000 2062 0.000 0.000 ' 2063 0.000 0.000 2064 0.000 0.000 2065 0.000 0.000 2066 0.000 0,000 2067 0.000 0.000 ' 2068 0.000 0.000 2069 0.000 0.000 2070 0.000 0.000 2071 0.000 0.000 ' 2072 0.000 0.000 2073 0.000 0.000 2074 0.000 0.000 2075 0.000 0.000 2076 0.000 0.000 2077 0.000 0.000 2078 0.000 0.000 2079 0.000 0.000 2080 0,000 0.000 2081 0.000 0.000 2082 0.000 0.000 2083 0.000 0.000 2084 0.000 0.000 2085 0.000 0.000 ' 2086 0.000 0.000 2087 0.000 0.000 2088 0.000 0.000 2089 0.000 0.000 2090 0.000 0.000 ' 2091 0.000 0.000 2092 0.000 0.000 2093 0.000 0.000 2094 0.000 0.000 2095 0.000 0.000 2096 0.000 0.000 2097 0.000 0.000 2098 0.000 0.000 Ranked Yearly Peaks for Predeveloped and Mitigated. POC #2 Rank Predeveloped Mitigated 1 0.0001 0.0000 2 0.0001 0.0000 3 0.0001 0.0000 4 0.0000 0.0000 5 0.0000 0.0000 6 0.0000 0.0000 7 0.0000 0.0000 8 0.0000 0.0000 9 0.0000 0.0000 10 0.0000 0.0000 11 0.0000 0.0000 12 0.0000 0.0000 13 0.0000 0.0000 14 0.0000 0.0000 15 0.0000 0.0000 16 0.0000 0.0000 17 0.0000 0.0000 18 0.0000 0.0000 19 0.0000 0.0000 20 0.0000 0.0000 21 0.0000 0.0000 22 .0.0000 0.0000 23 0.0000 0.0000 24 0.0000 0.0000 25 0.0000 0.0000 26 0.0000 0.0000 27 0.0000 0.0000 28 0.0000 0.0000 29 0.0000 0.0000 30 0.0000 0.0000 31 0.0000 0.0000 32 0.0000 0.0000 33 0.0000 0.0000 34 0.0000 0.0000 35 0.0000 0.0000 36 0.0000 0.0000 37 0.0000 0.0000 38 0.0000 0.0000 39 0.0000 0.0000 40 0.0000 0.0000 41 0.0000 0.0000 42 0.0000 0.0000 43 0.0000 0.0000 44 0.0000 0.0000 45 0.0000 0.0000 46 0.0000 0.0000 47 0.0000 0.0000 48 0.0000 0.0000 49 0.0000 0.0000 50 0.0000 0.0000 51 0.0000 0.0000 52 0.0000 0.0000 53 0.0000 0.0000 54 0.0000 0.0000 55 0.0000 0.0000 56 0.0000 0.0000 57 0.0000 0.0000 58 0.0000 0.0000 59 0.0000 0.0000 60 0.0000 0.0000 61 0.0000 0.0000 62 0.0000 0.0000 I 63 0.0000 0.0000 64 0.0000 0.0000 ' 65 0.0000 0.0000 66 0.0000 0.0000 67 0.0000 0.0000 68 0.0000 0.0000 69 0.0000 0.0000 70 0.0000 0.0000 71 0.0000 0.0000 72 0.0000 0.0000 73 0.0000 0.0000 74 0.0000 0.0000 ' 75 0.0000 0.0000 76 0.0000 0.0000 77 0.0000 0.0000 78 0.0000 0.0000 ' 79 0.0000 0.0000 80 0.0000 0.0000 81 0.0000 0.0000 82 0.0000 0.0000 83 0.0000 0.0000 ' 84 0.0000 0.0000 85 0.0000 0.0000 86 0.0000 0.0000 87 0.0000 0.0000 88 0.0000 0.0000 89 0.0000 0.0000 90 0.0000 0.0000 91 0.0000 0.0000 92 0.0000 0.0000 93 0.0000 0.0000 ' 94 0.0000 0.0000 95 0.0000 0.0000 96 0.0000 0.0000 97 0.0000 0.0000 ' 98 0.0000 0.0000 99 0.0000 0.0000 100 0.0000 0.0000 101 0.0000 0.0000 102 0.0000 0.0000 ' 103 0.0000 0.0000 104 0.0000 0.0000 105 0.0000 0.0000 106 0.0000 0.0000 107 0.0000 0.0000 ' 108 0.0000 0.0000 109 0.0000 0.0000 110 0.0000 0.0000 111 0.0000 0.0000 112 0.0000 0.0000 113 0.0000 0.0000 114 0.0000 0.0000 115 0.0000 0.0000 116 0.0000 0.0000 ' 117 0.0000 0.0000 118 0.0000 0.0000 119 0.0000 0.0000 120 0.0000 0.0000 121 0.0000 0.0000 ' 122 0.0000 0.0000 123 0.0000 0.0000 124 0.0000 0.0000 125 0.0000 0.0000 ' 126 0.0000 0.0000 127 0.0000 0.0000 128 0.0000 0.0000 129 0.0000 0.0000 130 0.0000 0.0000 ' 131 0.0000 0.0000 132 0.0000 0.0000 133 0.0000 0.0000 134 0.0000 0.0000 135 0.0000 0.0000 136 0.0000 0.0000 137 0.0000 0.0000 138 0.0000 0.0000 139 0.0000 0.0000 140 0.0000 0.0000 141 0.0000 0.0000 142 0.0000 0.0000 143 0.0000 0.0000 144 0.0000 0.0000 145 0.0000 0.0000 146 0.0000 0.0000 147 0.0000 0.0000 148 0.0000 0.0000 149 0.0000 0.0000 150 0.0000 0.0000 151 0.0000 0.0000 152 0.0000 0.0000 153 0.0000 0.0000 154 0.0000 0.0000 155 0.0000 0.0000 156 0.0000 0.0000 157 0.0000 0.0000 158 0.0000 0.0000 POC #2 The Facility PASSED The Facility PASSED. Flow(CFS) Predev Dev Percentage Pass/Fail 0.0000 3153 0 0 Pass 0.0000 3028 0 0 Pass 0.0000 2904 0 0 Pass 0.0000 2814 0 0 Pass 0.0000 2733 0 0 Pass 0.0000 2640 0 0 Pass 0.0000 2532 0 0 Pass 0.0000 2413 0 0 Pass 0.0000 2324 0 0 Pass 0.0000 2238 0 0 Pass 0.0000 2164 0 0 Pass 0.0000 2081 0 0 Pass 0.0000 1996 0 0 Pass 0.0000 1926 0 0 Pass 0.0000 1849 0 0 Pass 0.0000 1768 0 0 Pass 0.0000 1701 0 0 Pass 0.0000 1645 0 0 Pass 0.0000 1575 0 0 Pass 0.0000 1519 0 0 Pass 0.0000 1458 0 0 Pass 0.0000 1402 0 0 Pass 0.0000 1341 0 0 Pass 0.0000 1292 0 0 Pass 0.0000 1238 0 0 Pass 0.0000 1165 0 0 Pass 0.0000 1105 0 0 Pass 0.0000 1048 0 0 Pass 0.0000 1004 0 0 Pass 0.0000 911 0 0 Pass 0.0000 924 0 0 Pass ' 0.0000 886 0 0 Pass 0.0000 828 0 0 Pass 0.0000 785 0 0 Pass 0.0000 751 0 0 Pass ' 0.0000 697 0 0 Pass 0.0000 658 0 0 Pass 0.0000 125 0 0 Pass 0.0000 592 0 0 Pass 0.0000 555 0 0 Pass 0.0000 518 0 0 Pass 0.0000 484 0 0 Pass ' 0.0000 457 0 0 Pass 0.0000 424 0 0 Pass 0.0000 387 0 0 Pass 0.0000 361 0 0 Pass 0.0000 329 0 0 Pass 0.0000 302 0 0 Pass 0.0000 279 0 0 Pass 0.0000 251 0 0 Pass ' 0.0000 201 0 0 Pass 0.0000 170 0 0 Pass 0.0000 135 0 0 Pass ' 0.0000 107 0 0 Pass 0.0000 86 0 0 Pass 0.0000 64 0 0 Pass 0.0000 41 0 0 Pass 0.0000 20 0 0 Pass 0.0000 11 0 0 Pass 0.0000 11 0 0 Pass 0.0000 11 0 0 Pass 0.0000 11 0 0 Pass 0.0000 10 0 0 Pass 0.0000 10 0 0 Pass 0.0000 9 0 0 Pass 0.0000 9 0 0 Pass 0.0000 9 0 0 Pass 0.0000 9 0 0 Pass 0.0000 9 0 0 Pass 0.0000 9 0 0 Pass 0.0000 9 0 0 Pass 0.0000 9 0 0 Pass ' 0.0001 9 0 0 Pass 0.0001 9 0 0 Pass 0.0001 9 0 0 Pass 0.0001 9 0 0 Pass 0.0001 9 0 0 Pass 0.0001 9 0 0 Pass 0.0001 9 0 0 Pass 0.0001 8 0 0 Pass ' 0.0001 8 0 0 Pass 0.0001 8 0 0 Pass 0.0001 8 0 0 Pass 0.0001 8 0 0 Pass 0.0001 7 0 0 Pass 0.0001 7 0 0 Pass 0.0001 7 0 0 Pass 0.0001 7 0 0 Pass 0.0001 7 0 0 Pass 0.0001 7 0 0 Pass 0.0001 7 0 0 Pass 0.0001 6 0 0 Pass 0.0001 6 0 0 Pass 0.0001 6 0 0 Pass 0.0001 6 0 0 Pass 0.0001 6 0 0 Pass 0.0001 6 0 0 Pass 0.0001 6 0 0 Pass 0.0001 6 0 0 Pass 0.0001 6 0 0 Pass Water Quality BMP Flow and Volume for POC 2. On-line facility volume: 0.0067 acre-feet On-line facility target flow: 0.01 cfs. Adjusted for 15 min: 0 cfs. Off-line facility target flow: 0.0057 cfs. Adjusted for 15 min: 0 cfs. Perind and Impind Changes No changes have been made. This program and accompanying documentation is provided 'as -is' without warranty of any kind. The entire risk regarding the performance and results of this program is assumed by the user. Clear Creek Solutions and the Washington State Department of Ecology disclaims all warranties, either expressed or implied, including but not limited to implied warranties of program and accompanying documentation. In no event shall Clear Creek Solutions and/or the Washington State Department of Ecology be liable for any damages whatsoever (including without limitation to damages for loss of business profits, loss of business information, business interruption, and the like) arising out of the use of, or inability to use this program even if Clear Creek Solutions or the Washington State Department of Ecology has been advised of the possibility of such damages. Infiltration Trench "B" Total Impervious Areas: 1,887 SF Primary Concrete Driveway 1,887 SF Asphalt Approach Bypass to Trench "C" 265 SF File Edit View Help 100 1& 19 i- I I M 12 M (0.0433 Ac.) (0.0433 Ac.) (0.0061 Ac.) Subbasin Name Basin 2 -North Lot r ®esigraete as Bypass for PAC: Surface Interflow Groundwater Flows To : Infiltration Trench T-- I Infiltration Trench "B" Area in Basin +:Show Only SelectedJ: Available Pervious Available Impervious DRI,UE?W4�Y.tSjM©D.F, PerviousTotal 0 i4cres ! Impervious Total 0.0433 0 Basin Total 10.0433 Acres i Deselect Zero Select By: Lovell-Sauertand and Associates Drainage Report LSA No. 5316 GO Lambrecht Short Plat K. �� North Lot January, 2015 I . File Edit View Celp _ o x Ll,-d� 41T Facility Name Infikration Trench'B" Outlet 1 Outlet 2 Outlet 3 Downstream Connection 10 10 10 Facility Type Gravel Trench/Bed r Precipitation Applied to- Facaity _ I Quick Trench Evaporation!Applie'd[to�Fiacility( Facility Bottom Elevation (ft) 10 Facility Dimensions TrenchLength Outlet Structure Trench Bottom Width ® Riser Height (ft) Effective Total Depth 5 Riser Diameter(in) F4- --i Bottom slope of Trench OT005 Riser Type Flat Lek Side Slope Notch Type Right Side Slope p � Material Layers for Layer 1 Thickness (ft) ® Orifice Diameter Height OMax Layer 1 porosity OF35 Number (In) (Ft) (CIS) Layer 2 Thickness (it) p 1 r—,_1 Fo—,_.I 0 Layer 2 porosity 2 Fo— Hfo— H 0 Layer 3 Thickness (ft) 3 lu _ --H W -� 0 Layer 3 porosity Infiltration ES --H Trench Volume at Riser Head (acre-ft) .005 Measured Infiltration Rate [m/hr) 10 J Pond Increment 0.10 —'1 Infiltration Reduction Factor 0 .� Show Pond Table Open Table Use Wetted Surface Area (sidewalls) N0 Total Volume Infdtrated(acre-ft) 16.813 Total Volume Through Facility(acre•ft) 16.813 Total Volume Through Riser(aae-ft) 0 Percent Infiltrated 100 ' Trench Length Trench Width Depth of Trench = 18.0 ft. = 8.0 ft. = 4.0 ft. 1 /3/2015 13:04 PM Measured Infiltration Rate = 10.3 in/hr Infiltration Reduction Factor = 0.25 (Safety Factor = 4) Design Infiltration rate of underlying soil = 2.57 in/hr Infiltration rate used = 2.5 in/hr Porosity = 35% Percent of runoff Infiltrated = 100% Lovell-Saueriand and Associates Drainage Report LSA No. 5316 L.MR Lambrecht Short Plat North Lot January, 2015 Storage Volume provided: ' = Trench Length x Trench Width x Trench Depth x Porosity = 18.0 ft. x 8.0 ft. x 4.0 ft. x 0.35 = 201 cf Required bottom area for a 3.0' deep rock trench = 18' x 8' = 144 sf Flow Frequency Analysis 501 POC1 Redeveloped Ploy Frequency ---- --- -_- ® 10E 1 8M POC1 Mitigated flow lov(CFS) Predeveloped Mitigated 2 Year a 0.0000 0.0000 5 Year = 0.0000 0.0000 10 Year = 0.0000 0.0000 F 25 Year - 0.0000 0.0000 1DE 0 50 Year = 0.0001 0.0000 100 Year - 0.0001 0.0000 0 Yearly Peaks -) ICE-1. 1940 0.0000 0.0000 IL 1941 0.0000 0.0000 1942 0.0000 0.0000 1943 0.0000 0.0000 1944 0.0000 0.0000 1OE_ 1945 0.0000 0.0000 1 10 20 30 40 50 60 70 80 90 99 1946 0.0000 0.0000 Cumulative Probability 1947 0.0000 0.0000 1948 0.0000 0.0000 1949 0.0000 0.0000 Duration Flow FreQuericy Water Quality Hydw7aph Wetland Fluctuation 1950 0.0000 0.0000 1951 0.0000 0.0000 An*ze dafare<s 1952 0.0000 0. 0000 MINI)il_ 1953 0.0000 0.0000 ■_ 1954 0.0000 0.0000 1955 0.0000 0.0000 1956 0.0000 0.0000 1957 0.0000 0.0000 1958 0.0000 0.0000 1959 0.0000 0.0000 1960 1961 0.0000 0.0000 0.0000 0.0000 1962 0.0000 0.0000 Al Datasets Flow St Prec' Ev, age W aPPQC 1.. POC 2 _ _ _ Flood Frequerxy Method _, j 0 Log Pearson Type III 17B 1963 1964 0.0000 0.0000 0.0000 0.0000 'C)WeibA Cunnane 1965 I oee 0.0000 n nnnn 0.0600 n nnnn (.').,Gringorten-- 1 /3/2015 13:08 PM The analysis shows that no flow is released for the 100-year event, thus the facility is infiltrating practically 100% of its received runoff. Lovell-Sauertand and Associates Lambrecht Short Plat ' Drainage Report North Lot LSA No. 5316 LBR January, 2015 M Ede Edit View MP _ o� X ❑OUIAIbe, &I Fol W to �1 1 �d ® 10 1003 Btration Trench "B" Stage Frequency l0E 1 (feet) 1003 2 Year 0.4705 5 Year = 0.8116 10 Year = 1.1293 25 Year - 1.7802 10E 50 Year - 2.1610 100 Year = 2.6269 Yearly Peaks 10E 1 1940 0.5443 9 1941 0.5743 1942 0.66276 1943 0.1927 1944 0.3191 10E- 1945 0.4936 1 10 20 30 40 50 60 70 80 90 99 1946 0.2019 1947 0.5877 Cumulative Probability 1948 0.4140 1949 0.4489 Durations v Fr equency Water Quald H ro y yd graph Wetland Fluctuation 1950 1.7219 195. Analyze datasets 1952 1209 2.1289 1953 0.7916 1007 iveway & Access Road STAGE Mitigated 1954 0.2566 1955 0.1753 1956 0.3535 1957 0.1359 1958 0.4013 - - - ---- -- - - - - -- 1959 0.1733 1960 0.4413 1961 0.4478 AD Datasets Flow Stage Prec� Evap POC 1 POC 2 Flood Frequency Method 1963 7454 0.1311 1963 0.1311 t Log Pearson Type III 17B 1964 0.6215 f WefiuO 1965 0.5322 C Cunnane s ugg n i F79 tJ Gringoden 1/3/2015 13:09 PM Lovell-Sauertand and Associates Lambrecht Short Plat ' Drainage Report North Lot LSA No. 5316 L=F1 January, 2015 DOE 2005 Volume III 3.3.7 48-hour drawdown analysis Requirement: `for an infiltration trench designed for treatment flow purposes, document that the 91St percentile, 24-hour runoff volume can infiltrate through the infiltration basin surface within 48 hours' Step 1: Calculate the 9151 percentile, 24-hour runoff volume with WWHM3: Water Quality j Run I Analysis Or%Lv BM OlfcLure16M P 24 hour Vofume facie feet) Standard Flow Rate Ids) 0�0060_-_-� StardardFlowRate (cfs) 15 Minute Flow Rate O'0087 15 Minute Flow rate 0?0038 Durations Flow Frequency Water Quality Hydr.gaPh Wetland Fluctuation Analyze datasets 1 Puget East 36 Evap J 2 Puget East 36 Precip 501 POC 1 Predeveloped flow 502 POC 2 Predevdo ed Flow 702Inflow to POC 2 MkWed 801 POC 1 Mitigated flaw 802POC2Mitigatedfbw_________ All Datasets Flow Stage Preap Evap ('OC 1 ...----- - — Flood Freque—n_cy Method POC 2 J Lag Pearson Type III 17B Weim Cunnane Or ngmten 1 /3/2015 1 3:12 PM Step 2: Calculate the volume drawdown in 48-hours Volume = trench area x infiltration rate (in/hr) x 48 hr = = 144 sf x (2.5 in/hr) x (1 ft/12in) x 48 hr = 1,440 cf > 1,70 cf (0.0039 ac-ft) <ok> Lovell-Sauerland and Associates Lambrecht Short Plat Drainage Report North Lot LSA No. 5316 LSIR January, 2015 Western Washington Hydrology Model PROJECT REPORT Project Name: 5316 Trench B Site Address: 9221 Olympic View Drive City Edmonds Report Date 1/5/2015 MGS Regoin Puget East Data Start 1939/10/1 Data End 2097/08/31 DOT Data Number: 03 WWHM3 Version: PREDEVELOPED LAND USE Name Basin 1 - North Lot Bypass: No GroundWater: No Pervious Land Use Acres A B, Forest, Mod .236 Impervious Land Use Acres Element Flows To: Surface Interflow Name Basin 2 - North Lot Bypass: No GroundWater: No Pervious Land Use Impervious Land Use DRIVEWAYS MOD Acres Acres 0.0433 Groundwater Element Flows To: Surface Interflow Groundwater Infiltration Trench "B", Infiltration Trench "B", Name Infiltration Trench "B" Bottom Length: 18ft. Bottom Width : 8ft. Trench bottom slope 1: 0.005 To 1 Trench Left side slope 0: 0 To 1 Trench right side slope 2: 0 To 1 Material thickness of first layer : 4 Pour Space of material for first layer 0.35 II� Material thickness of second layer : 0 Pour Space of material for second layer 0 Material thickness of third layer : 0 Pour Space of material for third layer 0 Infiltration On Infiltration rate : 10 Infiltration saftey factor : 0.25 Discharge Structure Riser Height: 4 ft. Riser Diameter: 4 in. Element Flows To: Outlet 1 Outlet 2 r Gravel Trench Bed Hydraulic Table Stage(ft) Area(acr) voi.. (acr-ft) Dschrg(cfs) Infilt(cfs) 0.000 0.003 0.000 0.000 0.000 0.056 0.003 0.000 0.000 0.008 0.111 0.003 0.000 0.000 0.008 0.111 0.003 0.000 0.000 0.008 0.222 0.003 0.000 0.000 0.008 0.278 0.003 0.000 0.000 0.008 0.333 0.003 0.000 0.000 0.008 0.381 0.003 0.000 0.000 0.008 ' 0.444 0.003 0.001 0.000 0.008 0.500 0.003 0.001 0.000 0.008 0.556 0.003 0.001 0.000 0.008 0.611 0.003 0.001 0.000 0.008 0.667 0.003 0.001 0.000 0.008 0.722 0.003 0.001 0.000 0.008 0.778 0.003 0.001 0.000 0.008 0.833 0.003 0.001 0.000 0.008 0.889 0.003 0.001 0.000 0.008 0.944 0.003 0.001 0.000 0.008 1.000 0.003 0.001 0.000 0.008 1.056 0.003 0.001 0.000 0.008 1.111 0.003 0.001 0.000 0.008 1.167 0.003 0.001 0.000 0.008 1.222 0.003 0.001 0.000 0.008 ' 1.278 0.003 0.001 0.000 0.008 1.333 0.003 0.002 0.000 0.008 1.389 0.003 0.002 0.000 0.008 1.444 0.003 0.002 0.000 0.008 1.500 0.003 0.002 0.000 0.008 1.556 0.003 0.002 0.000 0.008 1.611 0.003 0.002 0.000 0.008 1.667 0.003 0.002 0.000 0.008 1.722 0.003 0.002 0.000 0.008 1.778 0.003 0.002 0.000 0.008 1.833 0.003 0.002 0.000 0.008 1.889 0.003 0.002 0.000 0.008 1.944 0.003 0.002 0.000 0.008 2.000 0.003 0.002 0.000 0.008 2.056 0.003 0.002 0.000 0.008 2.111 0.003 0.002 0.000 0.008 2.167 0.003 0.003 0.000 0.008 2.222 0.003 0.003 0.000 0.008 2.278 0.003 0.003 0.000 0.008 2.333 0.003 0.003 0.000 0.008 2.389 0.003 0.003 0.000 0.008 2.444 0.003 0.003 0.000 0.008 2.500 0.003 0.003 0.000 0.008 2.556 0.003 0.003 0.000 0.008 2.611 0.003 0.003 0.000 0.008 2.667 0.003 0.003 0.000 0.008 2.722 0.003 0.003 0.000 0.008 2.778 0.003 0..003 0.000 0.008 2.833 0.003 0.003 0.000 0.008 2.689 0.003 0.003 0.000 0.008 2.944 0.003 0.003 0.000 0.008 3.000 0.003 0.003 0.000 0.008 3.056 0.003 0.004 0.000 0.008 3.111 0.003 0.004 0.000 0.008 3.167 0.003 0.004 0.000 0.008 3.222 0.003 0.004 0.000 0.008 3.278 0.003 0.004 0.000 0.008 3.333 0.003 0.004 0.000 0.008 3.389 0.003 0-004 0.000 0.008 3.444 0.003 0.004 0.000 0.008 3.500 0.003 0.004 0.000 0.008 3.556 0.003 0.004 0.000 0.008 3.611 0.003 0.004 0.000 0.008 3.667 0.003 0.004 0.000 0.008 3.722 0.003 0.004 0.000 0.008 3.778 0.003 0.004 0.000 0.008 3.833 0.003 0.004 0.000 0.008 3.889 0.003 0.005 0.000 0.008 3.944 0.003 0.005 0.000 0.008 4.000 0.003 0.005 0.000 0.008 4.056 0.003 0.005 0.043 0.008 4.111 0.003 0.005 0.120 0.008 4.167 0.003 0.005 0.221 0.008 4.222 0.003 0.005 0.340 0.008 4.278 0.003 0.006 0.475 0.008 4.333 0.003 0.0.06 0.625 0.008 4.389 0.003 0.006 0.787 0.008 4.444 0.003 0.006 0.962 0.008 4.500 0.003 0.006 1.148 0.008 4.556 0.003 0.006 1.344 0.008 4.611 0.003 0.007 1.551 0.008 4.667 0.003 0.007 1.767 0.008 4.722 0.003 0.007 1.993 0.008 4.778 0.003 0.007 2.227 0.008 4.833 0.003 0.007 2.470 0.008 4.889 0.003 0.008 2.721 0.008 4.944 0.003 0.008 2.980 0.008 5.000 0.003 0.008 3.246 0.008 Name Basin 2 - North Driveway & Access Road Bypass: No GroundWater: No Pervious Land Use Acres A B, Forest, Mod Impervious Land Use .219 Acres Element Flows To: Surface Interflow Groundwater MITIGATED LAND USE ANALYSIS RESULTS Flow Frequency Return Periods for Predeveloped. POC #1 Return Period Flow(cfs) 2 year 0.000045 5 year 0.000047 10 year 0.000047 25 year 0.000048 50 year 0.000065 100 year 0.000132 Flow Frequency Return Periods for Mitigated. POC #1 Return Period Flow(cfs) 2 year 0 5 year 0 10 year 0 25 year 0 50 year 0 100 year 0 Yearly Peaks for Predeveloped and Mitigated. POC #1 Year Predeveloped Mitigated 1941 0.000 0.000 1942 0.000 0.000 1943 0.000 0.000 1944 0.000 0.000 1945 0.000 0.000 1946 0.000 0.000 1947 0.000 0.000 1948 0.000 0.000 1949 0.000 0.000 1950 0.000 0.000 1951 0.000 0.000 1952 0.000 0.000 1953 0.000 0.000 1954 0.000 0.000 1955 0.000 0.000 1956 0.000 0.000 1957 0.000 0.000 1958 0.000 0.000 1959 0.000 0.000 1960 0.000 0.000 1961 0.000 0.000 1962 0.000 0.000 1963 0.000 0.000 1964 0.000 0.000 1965 0.000 0.000 1966 0.000 0.000 1967 0.000 0.000 1968 0.000 0.000 1969 0.000 0.000 1970 0.000 0.000 1971 0.000 0.000 1972 0.000 0.000 1973 0.000 0.000 1974 0.000 0.000 1975 0.000 0.000 1976 0.000 0.000 1977 0.000 0.000 1978 0.000 0.000 1979 0.000 0.000 1980 0.000 0.000 1981 0.000 0.000 1982 0.000 0.000 1983 0.000 0.000 1984 0.000 0.000 1985 0.000 0.000 1986 0.000 0.000 1987 0.000 0.000 1988 0.000 0.000 1989 0.000 0.000 1990 0.000 0.000 1991 0.000 0.000 1992 0.000 0.000 1993 0.000 0.000 1994 0.000 0.000 1995 0.000 0.000 1996 0.000 0.000 1997 0.000 0.000 1998 0.000 0.000 1999 0.000 0.000 2000 0.000 0.000 2001 0.000 0.000 2002 0.000 0.000 2003 0.000 0.000 2004 0.000 0.000 2005 0.000 0.000 2006 0.000 0.000 2007 0.000 0.000 2008 0.000 0.000 2009 0.000 0.000 2010 0.000 0.000 2011 0.000 0.000 2012 0.000 0.000 2013 0.000 0.000 2014 0.000 0.000 2015 0.000 0.000 2016 0.000 0.000 2017 0.000 0.000 2018 0.000 0.000 2019 0.000 0.000 2020 0.000 0.000 2021 0.000 0.000 2022 0.000 0.000 2023 0.000 0.000 2024 .0.000 0.000 2025 0.000 0.000 2026 0.000 0.000 2027 0.000 0.000 2028 0.000 0.000 2029 0.000 0.000 2030 0.000 0.000 2031 0.000 0.000 2032 0.000 0.000 2033 0.000 0.000 2034 0.000 0.000 2035 0.000 0.000 2036 0.000 0.000 2037 0.000 0.000 2038 0.000 0.000 2039 0.000 0.000 2040 0.000 0.000 2041 0.000 0.000 2042 0.000 0.000 2043 0.000 0.000 2044 0.000 0.000 2045 0.000 0.000 2046 0.000 0.000 2047 0.000 0.000 2048 0.000 0.000 2049 0.000 0.000 2050 0.000 0.000 2051 0.000 0.000 2052 0.000 0.000 2053 0.000 0.000 2054 0.000 0.000 2055 0.000 0.000 2056 0.000 0.000 2057 0.000 0.000 2058 0.000 0.000 2059 0.000 0.000 2060 0.000 0.000 2061 0.000 0.000 2062 0.000 0.000 2063 0.000 0.000 2064 0.000 0.000 2065 0.000 0.000 2066 0.000 0.000 2067 0.000 0.00,0 2068 0.000 0.000 2069 0.000 0.000 2070 0.000 0.000 2071 0.000 0.000 2072 0.000 0.000 2073 0.000 0.000 2074 0.000 0.000 2075 0.000 0.000 2076 0.000 0.000 2077 0.000 0.000 2078 0.000 0.000 2079 0.000 0.000 2080 0.000 0.000 2081 0.000 0.000 2082 0.000 0.000 2083 0.0,00 0.000 2084 0.000 0.000 2085 0.000 0.000 2086 0.000 0.000 2087 0.000 0.000 2088 0.000 0.000 2089 0.000 0.000 2090 0.000 0.000 2091 0.000 0.000 2092 0.000 0.000 2093 0.000 0.000 2094 0.000 0.000 2095 0.000 0.000 2096 0.000 0.000 2097 0.000 0.000 2098 0.000 0.000 Ranked Yearly Peaks for Predeveloped and Mitigated. POC #1 Rank Predeveloped Mitigated 1 0.0001 0.0000 2 0.0001 0.0000 3 0.0001 0.0000 4 0.0000 0.0000 5 0.0000 0.0000 6 0.0000 0.0000 7 0.0000 0.0000 8 0.0000 0.0000 9 0.0000 0.0000 10 0.0000 0.0000 11 0.0000 0.0000 12 0.0000 0.0000 13 0.0000 0.0000 14 0.0000 0.0000 15 0.0000 0.0000 16 0.0000 0.0000 17 0.0000 0.0000 18 0.0000 0.0000 19 0.0000 0.0000 20 0.0000 0.0000 21 0.0000 0.0000 22 0.0000 0.0000 23 0.0000 0.0000 24 0.0000 0.0000 25 0.0000 0.0000 26 0.0000 0.0000 27 0.0000 0.0000 28 0.0000 0.0000 29 0.0000 0.0000 30 0.0000 0.0000 31 0.0000 0.0000 32 0.0000 0.0000 33 0.0000 0.0000 34 0.0000 0.0000 35 0.0000 0.0000 36 0.0000 0.0000 37 0.0000 0.0000 38 0.0000 0.0000 39 0.0000 0.0000 40 0.0000 0.0000 41 0.0000 0.0000 42 0.0000 0.0000 43 0.0000 0.0000 44 0.0000 0.0000 45 0.0000 0.0000 46 0.0000 0.0000 47 0.0000 0.0000 48 0.0000 0.0000 49 0.0000 0.0000 50 0.0000 0.0000 51 0.0000 0.0000 52 0.0000 0.0000 53 0.0000 0.0000 54 0.0000 0.0000 55 0.0000 0.0000 56 0.0000 0.0000 57 0.0000 0.0000 58 0.0000 0.0000 59 0.0000 0.0000 60 0.0000 0.0000 61 0.0000 0.0000 62 0.0000 0.0000 63 0.0000 0.0000 64 0.0000 0.0000 65 0.0000 0.0000 66 0.0000 0.0000 67 0.0000 0.0000 68 0.0000 0.0000 69 0.0000 0.0000 70 0.0000 0.0000 71 0.0000 0.0000 72 0.0000 0.0000 73 0.0000 0.0000 74 0.0000 0.0000 75 0.0000 0.0000 76 0.0000 0.0000 77 0.0000 0.0000 78 0.0000 0.0000 79 0.0000 0.0000 80 0.0000 0.0000 81 0.0000 0.0000 82 0.0000 0.0000 83 0.0000 0.0000 84 0.0000 0.0000 85 0.0000 0.0000 86 0.0000 0.0000 87 0.0000 0.0000 88 0.0000 0.0000 89 0.0000 0.0000 90 0.0000 0.0000 91 0.0000 0.0000 92 0.0000 0.0000 93 0.0000 0.0000 94 0.0000 0.0000 95 0.0000 0.0000 96 0.0000 0.0000 97 0.0000 0.0000 98 0.0000 0.0000 99 0.0000 0.0000 100 0.0000 0.0000 101 0.0000 0.0000 102 0.0000 0.0000 103 0.0000 0.0000 104 0.0000 0.0000 105 0.0000 0.0000 106 0.0000 0.0000 107 0.0000 0.0000 108 0.0000 0.0000 109 0.0000 0.0000 110 0.0000 0.0000 111 0.0000 0.0000 112 0.0000 0.0000 113 0.0000 0.0000 114 0.0000 0.0000 115 0.0000 0.0000 116 0.0000 0.0000 117 0.0000 0.0000 118 0.0000 0.0000 119 0.0000 0.0000 120 0.0000 0.0000 121 0.0000 0.0000 122 0.0000 0.0000 123 0.0000 0.0000 124 0.0000 0.0000 125 0.0000 0.0000 126 0.0000 0.0000 127 0.0000 0.0000 128 0.0000 0.0000 129 0.0000 0.0000 130 0.0000 0.0000 131 0.0000 0.0000 132 0.0000 0.0000 133 0.0000 0.0000 134 0.0000 0.0000 ' 135 0.0000 0.0000 136 0.0000 0.0000 137 0.0000 0.0000 138 0.0000 0.0000 139 0.0000 0.0000 140 0.0000 0.0000 141 0.0000 0.0000 ' 142 0.0000 0.0000 143 0.0000 0.0000 144 0.0000 0.0000 145 0.0000 0.0000 ' 146 0.0000 0.0000 147 0.0000 0.0000 148 0.0000 0.0000 149 0.0000 0.0000 ' 150 0.0000 0.0000 151 0.0000 0.0000 152 0.0000 0.0000 153 0.0000 0.0000 ' 154 0.0000 0.0000 155 0.0000 0.0000 156 0.0000 0.0000 ' 157 0.0000 0.0000 158 0.0000 0.0000 ' POC #1 The Facility PASSED ' The Facility PASSED. Flow(CFS) Predev Dev Percentage Pass/Fail 0.0000 3261 2 0 Pass 0.0000 3151 2 0 Pass ' 0.0000 3032 2 0 Pass 0.0000 2915 2 0 Pass 0.0000 2807 2 0 Pass 0.0000 2733 2 0 Pass 0.0000 2645 2 0 Pass 0.0000 2524 2 0 Pass 0.0000 2413 2 0 Pass ' 0.0000 2327 2 0 Pass 0.0000 2226 2 0 Pass 0.0000 2164 2 0 Pass 0.0000 2082 2 0 Pass 0.0000 1988 2 0 Pass 0.0000 1923 2 0 Pass 0.0000 1849 2 0 Pass 0.0000 1753 2 0 Pass 0.0000 1699 2 0 Pass 0.0000 1645 2 0 Pass 0.0000 1578 2 0 Pass ' 0.0000 1513 2 0 Pass 0.0000 1458 2 0 Pass 0.0000 1402 2 0 Pass 0.0000 1340 2 0 Pass 0.0000 1288 2 0 Pass 0.0000 1238 2 0 Pass 0.0000 1179 2 0 Pass 0.0000 1116 2 0 Pass 0.0000 1059 2 0 Pass 0.0000 1010 2 0 Pass 0.0000 972 2 0 Pass 0.0000 934 2 0 Pass 0.0000 892 2 0 Pass 0.0000 839 2 0 Pass 0.0000 793 2 0 Pass 0.0000 765 2 0 Pass 0.0000 708 2 0 Pass 0.0000 666 2 0 Pass 0.0000 631 2 0 Pass 0.0000 593 2 0 Pass 0.0000 562 2 0 Pass 0.0000 528 2 0 Pass 0.0000 487 2 0 Pass 0.0000 461 2 0 Pass 0.0000 426 2 0 Pass 0.0000 391 2 0 Pass 0.0000 366 2 0 Pass 0.0000 339 2 0 Pass 0.0000 306 2 0 Pass 0.0000 281 2 0 Pass 0.0000 255 2 0 Pass 0.0000 221 2 0 Pass 0.0000 178 2 1 Pass 0.0000 147 2 1 Pass 0.0000 120 2 1 Pass 0.0000 89 2 2 Pass 0.0000 72 2 2 Pass 0.0000 51 2 3 Pass 0.0000 29 2 6 Pass 0.0000 11 2 18 Pass 0.0000 11 2 18 Pass 0.0000 11 2 18 Pass 0.0000 11 2 18 Pass 0.0000 10 2 20 Pass 0.0000 10 2 20 Pass 0.0001 9 2 22 Pass 0.0001 9 2 22 Pass 0.0001 9 2 22 Pass 0.0001 9 2 22 Pass 0.0001 9 2 22 Pass 0.0001 9 2 22 Pass 0.0001 9 2 22 Pass 0.0001 9 2 22 Pass 0.0001 9 2 22 Pass 0.0001 9 2 22 Pass 0.0001 9 2 22 Pass 0.0001 9 2 22 Pass 0.0001 9 2 22 Pass 0.0001 9 2 22 Pass 0.0001 9 2 22 Pass 0.0001 8 2 25 Pass 0.0001 8 2 25 Pass 0.0001 8 2 25 Pass 0.0001 8 2 25 Pass 0.0001 8 2 25 Pass 0.0001 8 2 25 Pass 0.0001 7 2 28 Pass 0.0001 7 2 28 Pass 0.0001 7 2 28 Pass ' 0.0001 7 2 28 Pass 0.0001 7 2 28 Pass 0.0001 7 2 28 Pass 0.0001 7 2 28 Pass 0.0001 6 2 33 Pass 0.0001 6 2 33 Pass 0.0001 6 2 33 Pass 0.0001 6 2 33 Pass ' 0.0001 6 2 33 Pass 0.0001 6 2 33 Pass 0.0001 6 2 33 Pass ■ Water Quality BMP Flow and Volume for POC 1. On-line facility volume: 0.0039 acre-feet On-line facility target flow: 0.01 cfs. Adjusted for 15 min: 0.0067 cfs. Off-line facility target flow: 0.0034 cfs. Adjusted for 15 min: 0.0038 cfs. Flow Frequency Return Periods for Predeveloped. POC #2 Return Period Flow(cfs) 2 year 0.000042 5 year 0.000043 10 year 0.000044 25 year 0.000044 50 year 0.000061 100 year 0.000122 Flow Frequency Return Periods for Mitigated. POC #2 Return Period Flow(cfs) 2 year 0 5 year 0 10 year 0 25 year 0 50 year 0 100 year 0 Yearly Peaks for Predeveloped and Mitigated. POC #2 Year Predeveloped Mitigated 1941 0.000 0.000 1942 0.000 0.000 1943 0.000 0.000 1944 0.000 0.000 1945 0.000 0.000 1946 0.000 0.000 1947 0.000 0.000 1948 0.000 0.000 1949 0.000 0.000 1950 0.000 0.000 1951 0.000 0.000 1952 0.000 0.000 1953 0.000 0.000 1954 0.000 0.000 1955 0.000 0.000 1956 0.000 0.000 1957 0.000 0.000 1958 0.000 0.000 1959 0.000 0.000 1960 0.000 0.000 1961 0.000 0.000 1962 0.000 0.000 1963 0.000 0.000 1964 0.000 0.000 1965 0.000 0.000 1966 0.000 0.000 1967 0.000 0.000 1968 0.000 0.000 1969 0.000 0.000 1970 0.000 0.000 1971 0.000 0.000 1972 0.000 0.000 1973 0.000 0.000 1974 0.000 0.000 1975 0.000 0.000 1976 0.000 0.000 1977 0.000 0.000 1978 0.000 0.000 1979 0.000 0.000 1980 0.000 0.000 1981 0.000 0.000 1982 0.000 0.000 1983 0.000 0.000 1984 0.000 0.000 1985 0.000 0.000 1986 0.000 0.000 1987 0.000 0.000 1988 0.000 0.000 1989 0.000 0.000 1990 0.000 0.000 1991 0.000 0.000 1992 0.000 0.000 1993 0.000 0.000 1994 0.000 0.000 1995 0.000 0.000 1996 0.000 0.000 1997 0.000 0.000 1998 0.000 0.000 1999 0.000 0.000 2000 0.000 0.000 2001 0.000 0.000 2002 0.000 0.000 2003 0.000 0.000 2004 0.000 0.000 2005' 0.000 0.000 2006 0.000 0.000 2007 0.000 0.000 2008 0.000 0.000 2009 0.000 0.000 2010 0.000 0.000 2011 0.000 0.000 2012 0.000 0.000 2013 0.000 0.000 2014 0.000 0.000 2015 0.000 0.000 2016 0.000 0.000 2017 0.000 0.000 2018 0.000 0.000 2019 0.000 0.000 2020 0.000 0.000 2021 0.000 0.000 2022 0.000 0.000 2023 0.000 0.000 2024 0.000 0.000 i 2025 0.000 0.000 2026 0.000 0.000 2027 0.000 0.000 2028 0.000 0.000 2029 0.000 0.000 2030 0.000 0.000 2031 0.000 0.000 2032 0.000 0.000 2033 0.000 0.000 2034 0.000 0.000 2035 0.000 0.000 2036 0.000 0.000 2037 0.000 0.000 2038 0.000 0.000 2039 0.000 0.000 2040 0.000 0.000 ' 2041 0.000 0.000 2042 0.000 0.000 2043 0.000 0.000 2044 0.000 0.000 2045 0.000 0.000 2046 0.000 0.000 2047 0.000 0.000 2048 0.000 0.000 2041 0.000 0.000 2050 0.000 0.000 2051 0.000 0.000 2052 0.000 0.000 2053 0.000 0.000 2054 0.000 0.000 2055 0.000 0.000 2056 0.000 0.000 2057 0.000 0.000 2058 0.000 0.000 2059 0.000 0.000 2060 0.000 0.000 2061 0.000 0.000 2062 0.000 0.000 2063 0.000 0.000 2064 0.000 0.000 2065 0.000 0.000 2066 0.000 0.000 2067 0.000 0.000 2061 0.000 0.000 2069 0.000 0.000 2070 0.000 0.000 2071 0.000 0.000 2072 0.000 0.000 2073 0.000 0.000 2074 0.000 0.000 2075 0.000 0.000 2076 0.000 0.000 2077 0.000 0.000 2078 0.000 0.000 ' 2079 0.000 0.000 2080 0.000 0.000 2081 0.000 0.000 2082 0.000 0.000 2083 0.000 0.000 2084 0.000 0.000 2085 0.000 0.000 2086 0.000 0.000 2087 0.000 0.000 ' 2088 0.000 0.000 2089 0.000 0.000 2090 0.000 0.000 2091 0.000 0.000 2092 0.000 0.000 ' 2093 0.000 0.000 2094 0.000 0.000 2095 0.000 0.000 2096 0.000 0.000 2097 0.000 0.000 ' 2098 0.000 0.000 Ranked Yearly Peaks for Predeveloped and Mitigated. POC #2 Rank Predeveloped Mitigated 1 0.0001 0.0000 2 0.0001 0.0000 3 0.0001 0.0000 4 0.0000 0.0000 5 0.0000 0.0000 ' 6 0.0000 0.0000 7 0.0000 0.0000 8 0.0000 0.0000 9 0.0000 0.0000 10 0.0000 0.0000 11 0.0000 0.0000 12 0.0000 0.0000 13 0.0000 0.0000 14 0.0000 0.0000 ' 15 0.0000 0.0000 16 0.0000 0.0000 17 0.0000 0.0000 18 0.0000 0.0000 19 0.0000 0.0000 20 0.0000 0.0000 21 0.0000 0.0000 22 0.0000 0.0000 23 0.0000 0.0000 ' 24 0.0000 0.0000 25 0.0000 0.0000 26 0.0000 0.0000 27 0.0000 0.0000 28 0.0000 0.0000 29 0.0000 0.0000 30 0.0000 0.0000 31 0.0000 0.0000 32 0.0010 0.0000 33 0.0000 0.0000 34 0.0000 0.0000 35 0.0000 0.0000 36 0.0000 0.0000 37 0.0000 0.0000 38 0.0000 0.0000 ' 39 0.0000 0.0000 40 0.0000 0.0000 41 0.0000 0.0000 42 0.0000_ 0.0000 ' 43 0.0000 0.0000 44 0.0000 0.0000 45 0.0000 0.0000 46 0.0000 0.0000 47 0.0000 0.0000 ' 48 0.0000 0.0000 49 0.0000 0.0000 50 0.0000 0.0000 51 0.0000 0.0000 52 0.0000 0.0000 ' 53 0.0000 0.0000 54 0.0000 0.0000 55 0.0000 0.0000 56 0.0000 0.0000 57 0.0000 0.0000 58 0.0000 0.0000 59 0.0000 0.0000 60 0.0000 0.0000 61 0.0000 0.0000 ' 62 0.0000 0.0000 63 0.0000 0.0000 64 0.0000 0.0000 r 65 0.0001 0.0000 66 0.0000 0.0000 67 r 0.0000 0.0000 68 0.0000 0.0000 69 0.0000 0.0000 70 0.0000 0.0000 71 0.0000 0.0000 72 r 0.0000 0.0000 73 0.0000 0.0000 74 0.0000 0.0000 75 0.0000 0.0000 76 0.0000 0.0000 ' 77 0.0000 0.0000 78 0.0000 0.0000 79 0.0000 0.0000 80 0.0000 0.0000 81 r 0.0000 0.0000 82 0.0000 0.0000 83 0.0000 0.0000 84 0.0000 0.0000 85 0.0000 0.0000 86 0.0000 0.0000 87 0.0000 0.0000 88 0.0000 0.0000 89 0.0000 0.0000 90 0.0000 0.0000 91 0.0000 0.0000 92 0.0000 0.0000 93 0.0000 0.0000 94 0.0000 0.0000 95 0.0000 0.0000 96 0.0000 0.0000 97 0.0000 0.0000 98 0.0000 0.0000 99 0.0000 0.0000 100 r 0.0000 0.0000 101 0.0000 0.0000 102 0.0000 0.0000 10 0.0000 0.0000 104 0.0000 0.0000 105 0.0000 0.0000 106 0.0000 0.0000 107 0.0000 0.0000 108 0.0000 0.0000 109 0.0000 0.0000 110 0.0000 0.0000 ill 0.0000 0.0000 112 0.0000 0.0000 113 0.0000 0.0000 114 r 0.0000 0.0000 115 0.0000 0.0000 116 0.0000 0.0000 117 0.0000 0.0000 118 0.0000 0.0000 119 r 0.0000 0.0000 120 0.0000 0.0000 121 0.0000 0.0000 122 0.0000 0.0000 ' 123 0.0000 0.0000 124 0.0000 0.0000 125 0.0000 0.0000 126 0.0000 0.0000 127 0.0000 0.0000 128 r 0.0000 0.0000 129 0.0000 0.0000 130 0.0000 0.0000 131 0.0000 0.0000 132 0.0000 0.0000 ' 133 0.0000 0.0000 134 0.0000 0.0000 135 1 0.0000 0.0000 136 0.0000 0.0000 137 0.0000 0.0000 ' 138 0.0000 0.0000 139 0.0000 0.0000 140 0.0000 0.0000 141 0.0000 0.0000 142 0.0000 0.0000 143 0.0000 0.0000 144 0.0000 0.0000 145 0.0000 0.0000 146 0.0000 0.0000 147 0.0000 0.0000 ' 148 0.0000 0.0000 149 0.0000 0.0000 150 0.0000 0.0000 151 0.0000 0.0000 ' 152 0.0000 0.0000 153 0.0000 0.0000 154 0.0000 0.0000 155 0.0000 0.0000 156 0.0000 0.0000 157 0.0000 0.0000 158 0.0000 0.0000 POC #2 The Facility PASSED The Facility PASSED. Flow(CFS) Predev Dev Percentage Pass/Fail 0.0000 3153 0 0 Pass 0.0000 3028 0 0 Pass 0.0000 2904 0 0 Pass 0.0000 2814 0 0 Pass 0.0000 2733 0 0 Pass 0.0000 2640 0 0 Pass 0.0000 2532 0 0 Pass 0.0000 2413 0 0 Pass 0.0000 2324 0 0 Pass 0.0000 2238 0 0 Pass 0.0000 2164 0 0 Pass 0.0000 2081 0 0 Pass 0.0000 1996 0 0 Pass 0.0000 1926 0 0 Pass 0.0000 1849 0 0 Pass 0.0000 1768 0 0 Pass 0.0000 1701 0 0 Pass 0.0000 1645 0 0 Pass 0.0000 1575 0 0 Pass 0.0000 1519 0 0 Pass 0.0000 1458 0 0 Pass 0.0000 1402 0 0 Pass 0.0000 1341 0 0 Pass 0.0000 1292 0 0 Pass 0.0000 1238 0 0 Pass 0.0000 1165 0 0 Pass 0.0000 1105 0 0 Pass 0.0000 1048 0 0 Pass 0.0000 1004 0 0 Pass 0.0000 961 0 0 Pass 0.0000 924 0 0 Pass 0.0000 886 0 0 Pass 0.0000 828 0 0 Pass 0.0000 785 0 0 Pass 0.0000 751 0 0 Pass 0.0000 697 0 0 Pass 0.0000 658 0 0 Pass 0.0000 625 0 0 Pass 0.0000 592 0 0 Pass 0.0000 555 0 0 Pass 0.0000 518 0 0 Pass 0.0000 484 0 0 Pass 0.0000 457 0 0 Pass 0.0000 424 0 0 Pass 0.0000 387 0 0 Pass 0.0000 361 0 0 Pass 0.0000 329 0 0 Pass 0.0000 302 0 0 Pass 0.0000 279 0 0 Pass 0.0000 251 0 0 Pass 0.0000 201 0 0 Pass 0.0000 170 0 0 Pass 0.0000 135 0 0 Pass 0.0000 107 0 0 Pass 0.0000 86 0 0 Pass 0.0000 64 0 0 Pass 0.0000 41 0 0 Pass 0.0000 20 0 0 Pass 0.0000 11 0 0 Pass 0.0000 11 0 0 Pass 0.0000 11 0 0 Pass 0.0000 11 0 0 Pass 0.0000 10 0 0 Pass 0.0000 10 0 0 Pass 0.0000 9 0 0 Pass 0.0000 9 0 0 Pass 0.0000 9 0 0 Pass 0.0000 9 0 0 Pass 0.0000 9 0 0 Pass 0.0000 9 0 0 Pass 0.0000 9 0 0 Pass 0.0000 9 0 0 Pass 0.0001 9 0 0 Pass 0.0001 9 0 0 Pass 0.0001 9 0 0 Pass 0.0001 9 0 0 Pass 0.0001 9 0 0 Pass 0.0001 9 0 0 Pass 0.0001 9 0 0 Pass 0.0001 8 0 0 Pass 0.0001 8 0 0 Pass 0.0001 8 0 0 Pass 0.0001 8 0 0 Pass 0.0001 8 0 0 Pass 0.0001 7 0 0 Pass 0.0001 7 0 0 Pass 0.0001 7 0 0 Pass 0.0001 7 0 0 Pass 0.0001 7 0 0 Pass 0.0001 7 0 0 Pass 0.0001 7 0 0 Pass 0.0001 6 0 0 Pass 0.0001 6 0 0 Pass 0.0001 6 0 0 Pass 0.0001 6 0 0 Pass 0.0001 6 0 0 Pass 0.0001 6 0 0 Pass 0.0001 6 0 0 Pass 0.0001 6 0 0 Pass 0.0001 6 0 0 Pass Water Quality BMP Flow and Volume for POC 2. On-line facility volume: 0.0067 acre-feet On-line facility target flow: 0.01 efs. Adjusted for 15 min: 0 cfs. Off-line facility target flow: 0.0057 cfs. Adjusted for 15 min: 0 cfs. Perind and Impind Changes No changes have been made. This program and accompanying documentation is provided 'as -is' without warranty of any kind. The entire risk regarding the performance and results of this program is assumed by the user. Clear Creek Solutions and the Washington State Department of Ecology disclaims all warranties, either expressed or implied, including but not limited to implied warranties of program and accompanying documentation. In no event shall Clear Creek Solutions and/or the Washington State Department of Ecology be liable for any damages whatsoever (including without limitation to damages for loss of business profits, loss of business information, business interruption, and the like) arising out of the use of, or inability to use this program even if Clear Creek Solutions or the Washington State Department of Ecology has been advised of the possibility of such damages. Infiltration Trench "C" for North Portion of Buildine & Off -site Joint -Use Private Road Total Impervious Areas: 7,125 SF (0.1636 Ac.) Roof 2,289 SF (0.0525 Ac.) Deck over Patio 622 SF (0.0143 Ac.) Secondary Driveway 782 SF (0.0180 Ac.) Bypass from Primary Driveway 265 SF (0.0061 Ac.) Private Road (Off -site) 3,167 SF (0.0727 Ac.) Total Pervious Areas: Forest, Lawn/Landscape File Edit View Help Gi3�®I(aI A . FZ1 _ 0 _ 5,418 SF (0.1244 Ac.) 5,418 SF (0.1244 Ac.) Subbasin Name Basin 3 - North Lot r D_esignate.as Bvoass for P.OG: Surface Interflow Groundwater Flows To : Infiltration Trench " C" lInfiltiation Trench " C" I r Area in Basin .07 H N'nly Selected,'•. Available Pervious Available Impervious r A B?�Lawn, Mad .1244 r f�OAf)vS MOD .Q7r2�7 � .. R�0_DF�TiQPSIFlA1T .0 25 D'RIUE�Wi4YaSIMJOD 0241 � SI©:E�W;4LIC�SiFLA1T .Ol`43� PerviousTotal 10.1244 Acres Impervious Total 0.1636 Acres i Basin Total 10.288 Acres Deselect Zero Select By: 9 „ = � * j G0 a. ..:...., :.:. . Lovell-Sauertand and Associates Lambrecht Short Plat ' Drainage Report North Lot LSA No. 5316 LWR January, 2015 1 (g. File Edit dew yyHel�pp o X ❑ � ® I � I r1D Facility Name 11riliftration Trench" " 1 Outlet 1 Outlet 2 Outlet 3 Downstream Connection 10 10 10 Facility Type jGtayel Trench/Bed � Precipitation Applied to Faci ty Quick Trench 1 rIiEvaporation Applied to Facilit)..� Facility Bottom Elevation (ft) 10 Facility Dimensions Trench Length 70 Outlet Structure 1 Trench Bottom Width © Riser Height (ft) F— Effective Total Depth © Riser Diameter[mJ F Bottom slope of Trench 0.005 Riser Type Flat j 1 Left Side Slope 0 Notch Type Right Side Slope 0 Material Layers for 1 Layer 1 Thickness (ft) 0 Orifice Diameter Height Wax Layer 1 porosity 10.35 Number (In) (FQ (CIS) Layer 2 Thickness (ft) � 1 lu -�A lu -A 0 1 Layer 2 porosity 0 2 Fo— JFo---H 0 Layer 3 Thickness (ft) 0 3 F0 —=-I ro-- --H 0 Layer 3 porosity 0 Trench Volume at Riser Head (acre4t) .017 Infiltration ES 1 Measured Infiltration Rate (m/hrJ 10 Pond Increment 010 -J Infltration Reduction Factor 0 25 Show Pond Table Open Table J Use Wetted Surface Area (sidewalls) ND 1 Total Volume Infiltrated(acre-ft) 63.4 Total Volume Through Faci6ty(acre-ft) 63.4 Total Volume Through Riser(acre4t) 0 Percent Infiltrated 100 1 /5/2015 110:38 AM 1 Trench Length = 70.0 ft. Trench Width = 6.0 ft. Depth of Trench = 5.0 ft. 1 Measured Infiltration Rate = 10.3 in/hr Infiltration Reduction Factor = 0.25 (Safety Factor = 4) 1 Design Infiltration rate of underlying soil = 2.57 in/hr Infiltration rate used = 2.5 in/hr Porosity = 35% 1 Percent of runoff Infiltrated = 100% Storage Volume required: Lovell-Saueriand and Associates 1 Drainage Report LSA No. 5316 L��' 0902 Lambrecht Short Plat North Lot January, 2015 = Trench Length x Trench Width x Trench Depth x Porosity = 70.0 ft. x 6.0 ft. x 5.0 ft. x 0.35 = 735 cf Required bottom area for a 5.0' deep rock trench = 70' x 6' = 420 sf Designed bottom area = 424.9 sf (CADD area) Storage Volume provided: = Trench Bottom Area x Trench Depth x Porosity = 424.9 ft. x 5.5 ft. x 0.35 = 817 cf Lovell-Sauertand and Associates Drainage Report LSA No. 5316 LMR Lambrecht Short Plat North Lot January, 2015 Flow Frequency Analysis f lOE 2� 1 10 2O 30 40 s0 60 70 80 90 99 Cumulative Probability Diaafions Fbw Frequency We& Oua9y HydoFaph Welland Fkxtuation Analyze datasets i I AD Datasets Fbw Stage Prec p E tap PO POC 2 Fbod Frequency Medmd f ) Log Pearson Type III 17B (') WebA r) Cu nam ` Grvigorten Mw Frequency .ow(CFS) Predeveloped Mitigated Year 0.0000 0.0000 Year 0.0000 0.0000 Year 0.0000 0.0000 Year 0.0000 0.0000 Year 0.0001 0.0000 i0 Year 0.0001 0.0000 early Peaks 940 0.0000 0.0000 941 0.0000 0.0000 942 0.0000 0.0000 943 0.0000 0.0000 944 0.0000 0.0000 945 0,0000 0.0000 946 0.0000 0.0000 947 0.0000 0.0000 948 0.0000 0.0000 949 0.0000 0.0000 950 0.0000 0.0000 951 0.0000 0.0000 952 0.0000 0.0000 953 0.0000 0.0000 954 0.0000 0.0000 955 0.0000 0.0000 956 0.0000 0.0000 957 0.0000 0.0000 958 0.0000 0.0000 959 0.0000 0.0000 960 0.0000 0.0000 961 0.0000 0.0000 962 0.0000 0.0000 963 0.0000 0.0000 964 0.0000 0.0000 965 0.0000 0.0000 1/5/2015 110:39 AM The analysis shows that no flow is released for the 100-year event, thus the facility is infiltrating practically 100% of its received runoff. Lovell-Saueriand and Associates Lambrecht Short Plat Drainage Report North Lot LSA No. 5316 L W R January, 2015 0 Frle edit view Help ❑r&GlIMIXRti - 6 x IN 1007 iltration Trench "C' q Stage Frequency 10E 1 (feet) 1007 2 Year = 0.8061 5 Year - 1.4588 10 Year - 2.1763 25 Year = 3.1024 WE 0 50 Year = 3.5067 100 Year - 4.0538 Yearly Peaks 10E 1 0 1940 0.7479 1941 0.8490 1942 1.2851 1943 0.3631 1944 0.4330 l0E- 1945 0.9939 1 10 20 30 40 50 60 70 80 90 99 1946 0.7334 1947 0.9375 Cumulative Probability 1948 1.1503 19 0.8259 60M Flow Frequency Water 0uafity Hydrograph WeMndFWuation 1950 3 1775 Analyze datasets 1951 1952 0.4131 2.9198 1003 ch Bed 1 - North Lot STAGE k,i sled I 1953 1.2249 1954 0.4142 1955 0.2838 1956 0.5289 1957 0.2308 195 0.9 - ---------- - ---- ---� 1959 0.3123129 1960 0.6115 1961 0.7620 All Datasets Flow Stage PreciP Evap POC 1 POC 2 Flood Frequency Method J 1962 1963 0.9765 0.2317 J Log Pearson Type III 17B i Weibull Cunnane 1964 1965 Barr 1.0385 0.8788 n aaoa f-j Gringorten Lovell-Sauerland and Associates Drainage Report LSA No. 5316 LSRI 10:41 AM Lambrecht Short Plat North Lot January, 2015 DOE 2005 Volume III 3.3.7 48-hour drawdown analysis Requirement: `for an infiltration trench designed for treatment flow purposes, document that the 91 St percentile, 24-hour runoff volume can infiltrate through the infiltration basin surface within 48 hours' Step 1: Calculate the 915t percentile, 24-hour runoff volume with WWHM3: woe €dt Yrew ti�ro Water OuaRy Run i Analysis ;Or7:Lii�BMP (OfF;LuielBlaP za Hour voM1sae D'ol SD (acre feetl Standard Flow Rate (cfs) 0?0218 Standard Flow Rate (cfs) 0?012a 15 Mixrte Flow Rate 0?02a6 15 Minute Flow rate 0?0140 - a x Durations Flow Frequency Water Ouahty Hv&ograoh Wetland Fk tuahon Analyze datasets 1 Puget East 36 Evap) 2 Puget East 36 Precip 501 POC 1 Predeveloped flow � ) 502 POC 2 Predevelo ed flow 12110 702 Inflow to POC 2 Mitigated SM POC 1 Mitigated flow POC 2 Mitigated flow 602 AD Datasets POC 2 Flood Frequency Method (;1 Lag Pearson Type III 17B r Weibull fj Cunnane 1:; Gringorten 10:43 AM Step 2: Calculate the volume drawdown in 48-hours Volume = trench area x infiltration rate (in/hr) x 48 hr = = 420 sf x (2.5 in/hr) x (1 ft/12in) x 48 hr = 4,200 cf > 654 cf (0.0150 ac-ft) <ok> Lovell-Sauertand and Associates Lambrecht Short Plat Drainage Report North Lot LSA No. 5316 LSER January, 2015 Appendix A. Small Site MR #9 - Operation & Maintenance B. Project Soils Reports C. City of Edmonds Development Information Handout #E72 C Lovell-Sauerland and Associates Lambrecht Short Plat Drainage Report North Lot LSA No. 5316 `WR January, 2015 SMALL SITE MR #9 - OPERATION & MAINTENANCE For Infiltration trench & catch basin Lovell-Sauerfand and Associates Lambrecht Short Plat Drainage Report North Lot LSA No. 5316 `SF1 January, 2015 4.6 Maintenance Standards for Drainage Facilities The facility -specific maintenance standards contained in this section are intended to be conditions for determining if maintenance actions are required as identified through inspection. They are not intended to be measures of the facility's required condition at all times between inspections. In other words, exceedence of these conditions at any time between inspections and/or maintenance does not automatically constitute a violation of these standards. However, based upon inspection observations, the inspection and maintenance schedules shall be adjusted to minimize the length of time that a facility is in a condition that requires a maintenance action. Table 4.5 — Maintenance Standards intenance Defect Conditions When Maintenance Is Results Expected When Co�Co onent Needed Maintenance Is Performed General Trash & Debris Any trash and debris which exceed 5 Trash and debris cleared fr site. cubic feet per 1,000 square feet (this is about equal to the amount of trash it would take to fill up one standard size garbage can). In general, there should be no visual evidence of dumping. f less than threshold all trash and db Nis will be removed as part of next sch led maintenance. Poisonous Any poiso us or nuisance No danger of poisonous vegetation Vegetation and vegetation w ' h may consti a where maintenance personnel or the noxious weeds hazard to maint nce p nneI or public might normally be. (Coordinate the public. with local health department) Any evidence of ious eds as Complete eradication of noxious weeds defined by St or local re tions. may not be possible. Compliance with te or local eradication policies (Apply r irements of adopted I eauired q polici or the use of herbicides). Any evidence of oil, gasoline, NO contaminants or other pollutants �s -Pollutants (Coordinate removal/cleanup with or _ local water quality response agency). ZRodent"Holets Any evidence of rodent holes if Rodents destroyed andNexceed facility is acting as a dam or berm, or repaired. (Coordinate any evidence of water piping through department; coordinate dam or berm via rodent holes. Dam Safety Office if po acre-feet.) 4-30 Volume V —Runoff Treatment BMPs February 2005 No. 2 — Infiltration Maintenance Defect Conditions When Maintenance Is Results Expected When Component Needed Maintenance Is Performed General Trash & Debris See "Detention Ponds" (No. 1). See "Detention Ponds" (No. 1). Poisonous/Noxious See "Detention Ponds" (No. 1). See "Detention Ponds" Vegetation (No. 1). Contaminants and See "Detention Ponds" (No. 1). See "Detention Ponds" Pollution (No. 1). Rodent Holes See "Detention Ponds" (No. 1). See "Detention Ponds" (No. 1) Storage Area Sediment Water ponding in infiltration pond after Sediment is removed rainfall ceases and appropriate time and/or facility is cleaned allowed for infiltration. so that infiltration system (A percolation test pit or test of facility indicates facility is only working at 90% of works according to design. its designed capabilities. If two inches or more sediment is present, remove). Filter Bags (if Filled with Sediment and debris fill bag more than 1/2 Filter bag is replaced or applicable) Sediment and full. system is redesigned. Debris Rock Filters Sediment and By visual inspection, little or no water flows Gravel in rock filter is Debris through filter during heavy rain storms. replaced. Side Slopes of Erosion See "Detention Ponds" (No. 1). See "Detention Ponds" Pond (No. 1). Emergency Tree Growth See "Detention Ponds" (No. 1). See "Detention Ponds" Overflow Spillway (No. 1). and Berms over 4 feet in height. Piping See "Detention Ponds" (No. 1). See "Detention Ponds" (No. 1). Emergency Rock Missing See "Detention Ponds" (No. 1). See "Detention Ponds" Overflow Spillway (No. 1). Erosion See "Detention Ponds" (No. 1). See "Detention Ponds" (No. 1). Pre -settling Facility or sump 6" or designed sediment trap depth of Sediment is removed. Ponds and Vaults filled with Sediment sediment. and/or debris February 2005 Volume V —Runoff Treatment BMPs 4-33 No. 5 — Catch Basins Maintenance Defect Conditions When Maintenance is Needed Results Expected When Component Maintenance is performed General Trash & Trash or debris which is located immediately No Trash or debris located Debris in front of the catch basin opening or is immediately in front of blocking inletting capacity of the basin by catch basin or on grate more than 10%. opening. Trash or debris (in the basin) that exceeds 60 No trash or debris in the percent of the sump depth as measured from catch basin. the bottom of basin to invert of the lowest pipe into or out of the basin, but in no case less than a minimum of six inches clearance from the debris surface to the invert of the lowest pipe. Trash or debris in any inlet or outlet pipe Inlet and outlet pipes free blocking more than 1/3 of its height. of trash or debris. Dead animals or vegetation that could No dead animals or generate odors that could cause complaints vegetation present within or dangerous gases (e.g., methane). the catch basin. Sediment Sediment (in the basin) that exceeds 60 No sediment in the catch percent of the sump depth as measured from basin the bottom of basin to invert of the lowest pipe into or out of the basin, but in no case less than a minimum of 6 inches clearance from the sediment surface to the invert of the lowest pipe. Structure Top slab has holes larger than 2 square Top slab is free of holes Damage to inches or cracks wider than 1/4 inch and cracks. Frame and/or Top Slab (Intent is to make sure no material is running into basin). Frame not sitting flush on top slab, i.e., Frame is sitting flush on separation of more than 3/4 inch of the frame the riser rings or top slab from the top slab. Frame not securely and firmly attached. attached Fractures or Maintenance person judges that structure is Basin replaced or repaired Cracks in unsound. to design standards. Basin Walls/ Bottom Grout fillet has separated or cracked wider Pipe is regrouted and than 1/2 inch and longer than 1 foot at the secure at basin wall. joint of any inlet/outlet pipe or any evidence of soil particles entering catch basin through cracks. Settlement/ If failure of basin has created a safety, Basin replaced or repaired Misalignment function, or design problem. to design standards. Vegetation Vegetation growing across and blocking more No vegetation blocking than 10% of the basin opening. opening to basin. Vegetation growing in inlet/outlet pipe joints No vegetation or root that is more than six inches tall and less than growth present. six inches apart. 1 4-36 Volume V —Runoff Treatment BMPs February 2005 No. 5 — Catch Basins Maintenance Defect Conditions When Maintenance is Needed Results Expected When Component Maintenance is performed Contamination See "Detention Ponds" (No. 1). No pollution present. and Pollution Catch Basin Cover Not in Cover is missing or only partially in place. Catch basin cover is Cover Place Any open catch basin requires maintenance. closed Locking Mechanism cannot be opened by one Mechanism opens with Mechanism maintenance person with proper tools. Bolts proper tools. Not Working into frame have less than 1/2 inch of thread. Cover Difficult One maintenance person cannot remove lid Cover can be removed by to Remove after applying normal lifting pressure. one maintenance person. (Intent is keep cover from sealing off access to maintenance.) Ladder Ladder Rungs Ladder is unsafe due to missing rungs, not Ladder meets design Unsafe securely attached to basin wall, standards and allows misalignment, rust, cracks, or sharp edges. maintenance person safe access. Metal Grates Grate opening Grate with opening wider than 7/8 inch. Grate opening meets (If Applicable) Unsafe design standards. Trash and Trash and debris that is blocking more than Grate free of trash and Debris 20% of grate surface inletting capacity. debris. Damaged or Grate missing or broken member(s) of the Grate is in place and Missing. grate. meets design standards. a�anceDefect Condition When Maintenance is d WhenCom Results Expect�PAe [� Needed Maintenance is ed General nd Trash or debris that is plugging more Barrier ed to design flow Debris than 20% of the openings in the barrier. c i Y. Metal Damaged/ Bars ent out of shape more Bars in place with no bends more Missing inches. than 3/4 inch. Bars. Bars ar mg or entire ba Bars in place according to design. m' Bars are loose and rust is causing 50% laced or repai;to �deign deterioration to any part of barrier. ta s. Inlet/Outlet Pipe Debris barrier missing or not attached to pipe Barrier firmly attache e February 2005 Volume V —Runoff Treatment BMPs 4-37 IPROJECT SOILS REPORTS Lovell-Sauerland and Associates Drainage Report LSA No. 5316 `SFI Lambrecht Short Plat North Lot January, 2015 ' LIi * & ASSOCIATES, INC. Geatechnrcal Enair±eering Engineering Gv-o�ogy Earth Sc+enae September 11, 2011 1 . Mr. Scott Schrieher ' 761 Dalev Street. RE"jv Edmonds; WA 98020 MAY 0 3 2012 ' Dear Mr. Schrieber: 'DEVELOPMENT SER VICES Subject: Geutechnic:al investigation and Recommendations Lamhrecht Short Plat 9�11 Olympic Vice;J Drive Edmonds, Washington LtiA lob N1o. 11-061 INTRODUCTION ' At your request, Nave have completed a geotechnical investigation for the {proposed short plat, located at the above address in Edmonds, Washington, to address two geoteehnieal ' issues: 1) setback from the steep slope in the southeast corner area of the plat site. and 2) feasibility of onsite stonnwater disposal. The general location of the plat site is shown on ' Plate 1 - Vicinity Map, attached hereto. Presented in this report are mir findings, conclusion, and recommendations on these issues. 1 PROTECT DESCRIPTION We understand that the proposed development for the site is to plat it into Mo single- fatnily building lots stacked in a north -south orientation, with a new Single-family residence constructed on each of the lots. For our use in this investigation, you proN i.ded us %ith a topographic survey plan of the plat site. As shorn on this'plap. presented on 19213 Kentake Place NE - Kenmore, Washington 98028 Phone (425) 483-9134 • Fax (425) 486-2746 Attachment 6 PLN20120016 September It. 7-011 Lambrecht Short Plat L&A Job No. 11-061 Page 2 Plate 2, an area with.slbpe of 40 o or more is mapped at the southeast corner of the site. This steep slope barely extends into the subject plat site. "the setback of proposed development from this steep sloped area needs to be determined. Onsite disposal of storm runoff collected over impervious surfaces of the proposed development is planned. Feasibility of utilizing infiltration trenches, located in the law -lying area at the north end of the :ite, is to be evaluated. SCOPE To achieve the abode purpose. we propose a scope of services comprising spcciftcall� the following: 1. Review ecologic and soil conditions at and in the vicinity of the subject property based on a published geologic reap. 2. Explore subsurface (soil and groundwater) conditions in the area of proposed infiltration trenches ofthe site with backhoe test pits to depths where a soil stratum suitable for stormwater infiltration is encountered of to the maximum depth (about 10 feet) capable by the back -hoe used in test pit excavation whichever occurs first. 3. Conduct laboratory gradation tests, in accordance with ASTM D422, on two soil samples obtained from a targeted soil stratum in the test pits. The test results are be used in determining the design infiltration rate of the target sod stratum for in accordance with USDA Texture Triangle, per Washington -State Department of Ecology 2005 Stormwater Design Manual of Western Washin tun. 4. Prepare a written report to present our findings, conclusions and geotechnical recommendations for the design of infiltration trenches. LTU & ASSOCIATES, INC. ' September 111 2411 -Lambrecht Short Plat L&.A Job No. 11-061 ' Page 3 SITE CONDITIONS Surface Condition The site is situated on the mid -slope of a westerly to northwesterly declining, moderate to steep hillside overlooking BroNwts Ba-y of Puget Sound. It is hounded by Kairez Drive (a private road) to the east, a joint -use paved driveway to the west, and adjoined by single- family residences to the north and south. According to the topographic reap of the site provided to us. the terrain within the site generally slopes do%vn gently Nvesterly at about 5 to 18 percent grade, in the southeast comer area of the site, the ground slopes down northwesterly at 40 percent or more ftom off the site to about 2 to 3 feet inside the site, then moderates to about 18 to 33 percent as it continues further into the site. In 'the north end area of the site, the ground descends northward at about 15 to 29 percent grade. 1l house and a detached garage currently occupy the central east side of the site. We understand these existing structures are to be demolished to make way for the proposed development of the site. The garage is accessed via a gravel -surfaced driveway- entering the site at its southwest comer. The open area around the house and the garage is mostly case"red by lawn grass. Dotting throughout the site are mature, very-. large and tall, evergreen► and deciduous trees. Thick brush covers the ground along the north and east boundary areas of the site. LIU & ASSOCIATESs INC. ' September 11.2011 Lainbreelit Short Plat L&A Job No. 11-061 Page 4 . Geologic Setting The Geologic Map of the Edmond-, East and Part of the 'Famonds Vilest Quadrangles, Washington, by Janies P. Minard, published by IT. S. Geological Sun-ey in 1983. was referenced for the ecologic and soil conditions at ttte residence site. According to this Ipublication, the suriicial soil units at and in the vicinity of the subject plea are mapped as a Transitional Beds (Qtb) soil unit underlain bN. an Olympia Gravel (Qog) scil unit. The transitional beds soil unit is composed of` glacial and non -glacial deposits consisting Imostly of massive, thick. or thin beds and lantinac of gray to dark -gray fine -sandy to clayey silt. The fine-grained transitional beds soils xvcre deposited in lakes at sonic distance away from the ice front and in fluvial systems prior to the advance. of the glacial ice. The sediments were mostly deposited during the transitional period near the close of pre -Fraser .interglacial (Olympia lnterglaciation) tune and into early Fraser glacial time. The transitional bed:; deposits generally arc very -stiff to hard and of extremely low. ipermeability in its natural, undisturbed state. This soil unit, however, was not encountered in the test pits excavated on the site ' The Olympic gravel soil unit is cornposed of stratified sand and ,gravel with very minor amount of silt and clay, deposited during the Olympia interglaciation, Due to their generally granular composition, the deposits of this soil unit are of moderately high crmeability and drains well. The deposits had been glacially overridden and are F cPo III generally dense to very -dense in their natural, undisturbed state, except the top few feet of soils which are nonnally weathered to a loose to medium -dense state. The underlying LIEU & ASSOCIATES, INC. I . Septeniher 11, 2011 Lambrecht Shirt Plat I &A Job No. 1.1-061 rage S fresh Olympic gravel deposits in their native undisturbed state can provide good foundation support with little settlement expected for light to moderately heavy structures. Soil Condition Subsurface conditions in the area at the north end of the site were explored with two test pits. These test pits were excavated on August 29, 2011, with a rubber -tired backhoc to depths of 8.0 and 7.5 1eet. The approximate location; of the test pits are shovv-n on Plate 2 - Sitc and Exploration I.,ocation Flan. The test pits were located with either a tape measure or by visual reference to existing topographic features in the field and on the topographic survey map, and their locations should be considered only accurate to the measuring method used. A geotechnical engineer from our office was present during subsurface exploration, who examined the soil and geologic conditions encountered and completed bogs of test pits. ' . Soil samples obtained from each soil layer in the test pits were visually classified in general accordance with United Soil Classification System, a copy of which is presented ' on Plate 3. Detailed descriptions of sails encountered during site exploration are presented in test pit logs on Plate 4. Both test pits encountered a layer of loose organic topsoil from 12 to 18 inches thick. Underlying the topsoil is a layer of weathered soil of loose to medium -dense, slightly silty, fine sand, with a trace of fine gravel and some roots, about 2.0 to 2.8 feet thick. The weathered soil is underlain to the depths explored by a dark -brown but clean deposit or LIU & ASSOCIATES, INC. September 11.2011 Lkun.brecht Short flat L&A Job No. 11-061 Pace 6 dense, medium to coarse sand, with a trace of line gravel. This deposit is .i.nterpreted as the Olympic gravel soil unit. Groundwater Condition Groundwater was not encountered by either test pits excavated on the site. The topsoil, weathered soil and the underlying Olympic gravel deposit are all of moderately high perrneabili.ty and would allow stormwater to seep through easily. Water infiltrating into the ground would perch on the surface of a low -permeability tine -grained deposit at such depth that it should have minimal or no impact on the functioning of the proposed infiltration trenches. DISCUSSION AND RECO14MENDATIONS ONSiTE STOR_MWATER DISPOSAL General Based on the soil condition encountered by the test pits excavated on the plat site, it is our opinion that the fresh Olympic gravel deposit of clean medium to coarse sand soil under the north end of the site A shallow depth should be able to support the proposed infiltration trenches for disposing stormwater unsite. Construction of the infiltration - - tretncha should be monitored by a geote6nical engineer. Particle Size Distribution Tests Two soil samples, obtained from Tit Pit i at 5.0 feet (referred to as Soil Sample 1) and Test Pit 2 at 4.5 feet (referred to as Soil Sample 2) below grade, were selected for Particle LIU & ASSOCIATES. INC. 0 September 11, 2011 Lambrecltt Short Plat L&A Job No. 11-061 Page 7 Size Distribution tests in laboratory to determine . the infiltration rate of I the targeted Olympic gravel deposit. The reports of these tests* are presented on Plates A- I and A-2 in the attached APPENDIX. As-shox n on the Particle Size Distribution test reports, bath soil samples were composed of gravcHy fine to coarse sand, with a clay content of 4.9".0 and gran°ellsand convent of 91.0% for Soil Sample 1, and clay content of 3.0% and graveL•'sand content of 90.3% for Soil Sample 2. According to the USDA Texture Triangle (from U.S. Department of A xiculturcj chart, shoNkm on Plate A-3 in the attached Appendix. bath soil samples can be classificd as "sand". . Design Infiltration Rate for Infiltration Trenches The Stormwater Managemcnt Manual for Westem Washington. 2005 Edition. published by Washington State DeparLmcnt of Ecology, is used to estimate the design infiltration rate of the target soil for infiltration trcnchcs to be constructed at the north end of the plate site. According to the table of Recommended Infiltration Rates Based on USDA ' Soil Textural Classification shown on Plate A-3, the short -terra infiltration rate is .estimated to be 8 iph (inches per hour) and the long-term infiltration rate 2 iph for bath - soil -samples classified as "sand". As shown on the. Particle Size Distribution test reports, the 'D;o Size (the size of 10% ' passing) is 0:0824 inch for .Soil Sample 1 and 0.0786 inch for Soil Sample 2_ According to the table of Alternative Recommended Infltration Rates Based On ASTIdi Gradation LIU & ASSOCIATES, INC. September 11, 2011 Lambreclit Short Platt L&A Job No. 1 1-O61 Pace S Testing presented on Plate A-4, the estimated long-tenn infiltration rate is 1.58 iph for Soil Sample 1 and 1.49 iph for Soil Sample 2. Based on the above, we recommend a design infiltration rate of 1.5 iph be used for the design of the infiltration trenches to be constructed in the north end area of the site. Infiltration Trench Construction The trenches should be cut at least 6 inches into the underlying clean sand of Olympic . ' grati�el deposit. To reach this target soil la��er the infiltration trenches would haveto be excavated at least 4.5 feet deep. The soil unit at bottom of infiltration trenches should be ' verified by a geotechnical engineer. The infiltration trenches should be set back at least 5 feet from property lines. at least 8 feet from nearby building foundations, and at least 20 feet from the top of the steep slope of 40% or more. 77te soil unit and trench cut bank stability should be verified by a geotechnical engineer during excavation. The schematic presentation of an infiltration trench with a single dispersion pipe is shown - - on P4atc 5. The infiltration trench should be at least 24 inches wide. The schematic presentation of an infiltration trench with multiple dispersion pipes is shown on Plate 6.. Multiple dispersion pipes, if used in an infiltration trench, should be placed at least 2 feet off the trench walls and spaced at no closer than 4 feet on centers. LIU & ASSOCIA'TES, INC. September 11, 2011 Lambrecht Short Plat I,&A Job No. 1 1-061 Page 9 Me side walls of the trenches should be lined with a laver of non -woven Filter fabric. such as M1KAFT 140NS. The trenches -are then filled with clean washed 14 to 1-1,;`2 inch gravel or crushed rock to within about 10 inches of the finish �*rade. The dispersion pipes should be constructed of 4-inch rigid PVC pipes and laid level in the gravel or crushed rock filled trenches at about 15 inches below.the top of trenches. The top of the gravel or cTushed rock fill should also be covered A ith the filter fabric liner. The remaining ' . trenches should then be backfilled with compacted onsite clean soils. Stormivater captured over paved driveways should be routed into a catch basin equipped with an oil- ' water separator before being released into the infiltration trenches. ' SETBACK FROM STEEP SLOPE According to the topographic map provided to us, a steep slope is mapped at and to the ' east of the southeast corner area of the site. This steep slope descends northwesterly at grades of 400% or more from off the site to within about 2 to 3 feet inside the east ' boundan. of the site. then decreases to about l $% to 33% as it continues further into the site. According to the abovc-rcferenced geologic map and the soils encountered by the test pits excavated on the site, the site is underlain at shallow depth by dense sand deposit of the Olympic gravel soil unit. This deposit is of moderate to high shear strength and is ---- quite -stable. It is also -of moderately high permeability and would allow stoma runoff to seep into the ground easily. Therefore, geologic hazards, such as erosion, landslide and seismic damage should be minimal within the site. It is our opinion that the proposed development for the site may. be set back at a horizontal distance of no less than 10 feet from the toe of 40% or more slope in the area of the southeastcomer of the site. LIU ,& ASSOCIATES, INC. ' September 11. 2011 Lambreeht Shut Plat L&A Job No. l 1-061 ' Page 10 LIMITATIONS This report has been prepared .for the specific application to this project for the exclusive use by Mr. Sehrieber and his associates, representative, consultants and contracturs. We recommend that this report, in its entirety, be included in the project contract documents for the information of the prospective contractors for their estimating and bidding purposes and for compliance with the recommendations in this report during construction. ' The conclusions and interpretations in this report however, should not be construed as a %Warranty of the subsurface conditions. The scope of this study does not include services related to construction safety precautions and our recommendations are not intended to direct the contractor's methods. techniques, sequences or procedures, except as ' specifically described in this report for design considerations. Our recommendations and conclusions are: based on the geologic and soil conditions encountered in the test pits, and our experience and cngine9cring judgment. The conclusions and recommendations are professional opinions derived in a manner consistent with the level of care and skill ordinarily exercised by other members of the ' profession currently practicing under similar conditions in this area. No warranty, expressed or implied is .trade. The actual subsurface conditions of the site may vary from those encountered by the test pits. The nature and extent of such variations may not became evident until construction ' starts. If variations appear then, we should be retained to re-evaluate the LN &ASSOCIATES, INC. September 11. 2011 Lambrecht Short Plat L&A. Job No. 11-061 Pace l l recommendations of this report; and to verify or modify them in writing prior to proceeding further with the construction of the proposed development. CLOSURE. We are pleased to be of service to you on this project. Please feel line to contact us if } ou have any questions regarding this report or need further consultation. Fours veq truly, LIU'SUCIATFS. >NTC. J. S. (Julian) Liu. MD.. P.E. Consulting Geotechnical Engineer 7 {7,, Six Plates and Appendix attached LIU & ASSOCIATES, INC. ,;T sw S-j VICINITY MAP LIU & ASSOCIATES, INC. LAMBRECHT SHORT PLAT 9441 OLYMPIC VIEW DRIVE Gwbwhv6W EnOn"rft - E%ineei" Geolow - Eaft ScWiwa EDMONDS, WASHINGTON ` e, sy.s'ca rs AIZeA er— ?4;tea 4 � LIt1 & ASSOCIATES, INC. SITE AND EXPLORATION LOCATION PLAN LAMBRECHT SHORT PLAT . 9441 OLYMPIC VIEW DRIVE EDMONDS. WASHWNGTON UNIFIED SOIL CLASSIFICATION SYSTEM MAJOR DIVISIONS GROUP , GROUP NAME SYMBOL GRAVEL CLEAN G-N I '.VELL-3RADEC GRAVEL, F N='» CC I?SE GP,A':EL GP =OORLY•GR�1cea GI?.A+i L COARSE- ;,AG„Rr THAN 5016 OF GRAVEL GRAVEL WITH GM SILTY GRAVE'= GRAINED COARSE FRACTION SOILS RE?AINED ON NO 4 SIEVE FINES GC C. LA. YE' aPAVI-L SAND CLEAN SW ,N_LL-GRADED SAID. LINE TC COARSE SAND SP P0CRLY.GRADE0 .SANG MORE THAN 509E MORE THAN 5046 OF SAND SAND WITH SM SILTY SAND RETAINED ON THE COARSE FRACTION NO. 2D0SIEVE PASSING NO.4SiEVE .TINES SC ;,LAYS'.' SANG FINE- SILT AND CLAY INORGANIC ML c"T CL ;.LA., GRAINED LIQUIO LINT - ORGANIC OL ORGANIC SILT, ORGANIC CL4Y SOILS LESS TKAti ?O% SILTY AND CLAY INORGANIC MH SILT. O HIGH FLRST>vt-Y. ELASTIC JILT MORE TtGAPI 5i^i CH C_4..OF HIGH PLASTICITY. FAT CLAP PASSING ON THE uQUID UWT ORGANIC OH ORGANIC S L-, ORGANIC S L= NO. 200 SIEVE SG% OR MORE HIGHLY ORGANIC SOILS PT PEAT AND OTHER HIGHLY ORGANIC >OILS NOTES, SOIL MOISTURE MODIFIERS: 1 FIELD CLASSIFICATION IS BASED ON VISUAL EXAMIPLAT'ION DRY-ABSZNCE OF MOTS i URE• DUSTY. DRY TO OF SOIL IN GENERAL ACCORDANCEVV✓ITH ASTM 0248&,a3. THE TOUCH 2. SOIL CLASSIFICATION USING L.ABORAYORY TESTS IS BASED SLIGHTLY MOIST - TRACE MOISTURE, NOT DUSTY ON ASTM 02487-83. MOIST - DAf;P, SLIT NO VISIBLE WATER 3: DESCRIP T IONS OF SOIL DENSITY OR, GONSISTE14CY ARE .SRY MOST - VERY DAMP, MOIST URE FELT TO THE TOUCH BASED ON INTERPRETATION OF BLOW -COUNT DATA. VISUAL YVJET -VISIBLE FREE WATER OR SATURATED, AFPEARANvE OF SOILS; AND.rOR TEST DATA. USUALLY SOIL IS OBTA94ED FROM BELOW WATER TABLE LIU & ASSOCIATES, INC. UNIFIED SOIL. CLASSIFICATION SYSTEM Geakhnied! Engineering Ergnee" GeoloW EeAh SclWM6. PLATE 3 TEST PIT NO. 1 Logged By: JSL Date: 812912011 Ground El. t Depth tt. USCS CLASS. Soil Description Sample No_ W /o Other Test OL Dark -brown, loose, organic, silty One SAND, with tone roots, dry t (TOPSOt�__------------------------- --- SP — Srovn, loose to medium -dense, slightly silty, fine SAND. trace z gravel, with roots, dry E 3 --------------=-------------------� SW park -brown, dense, dean, medium to coarse SAND, trace fine g gravel, moist 6 " 7 t3 9 Test pit terminated at 8.0 ft, groundwater not encountered. tp TEST PIT NO. 2 Logged By.,__ JSL Date: 8129/2011 Ground El. t t7epth ft. USCS ASS CLASS Soif Descri lion Sample No. W °rb Other test OL Dark -brown, loose, organic, silty One SAND, YAM roots, dry t (TOPSOIL) 2 — — — — ---------------------------------- SP Brown. loose to medium -dense, slightly silly, fine SAND, trace 3 gravel, with roots, dry -- — ----------------------------------- SW Dark -brow, dense, dean. medium to coarse BAND, trace fine 5 gravel. moist 6 7 8 9 Test pit temtinated at 7.5 It groundwater not enoottntered. 110 UP & ASSOCIATES, INC. Geolechn" Engineering - Engk*a tng ceokW - Farm Sclenoe TEST PIT LOGS LAMBRECHT SNORT PLAT l441 OLYMIPIC VIEW DRIVE EDMOND, WASHINGTON :Keehlo. 11-W1 clA-m W5= 1111 PLATE 4 r ! ego a' o , S pfl9� ^. .•' O a �7 _ a 0 in LYi . & ASSOCIATES, INC. Geoteshnical Engine -mg • Er%M- £a►th sc1w= v 5-a1,.gv/\ ( Scs � V d ^ -Z O `ram Z 'IMIATION TRENCH - SINGLE DISPERSION PIPE LAMBRECHT SHORT PLAT '9441 OLYMPIC VIEW DRIVE EDMONDS, WASHINGTON Ak z +�• 7v+u. � a \T� ttllll - � 7 M 4 a v a-rav/% INFILTRATION TRENCH - N!UL`nPtE =MnM PIPES LIU & ASSOCIATES, INC, LAMBRECHT SHORT PLAT 9441 OLYMPIC VIEW DRIVE Gea�l Engineering • E4nae bV Cm;MM - Earn Sdenca EDMONDS, WASHINGTON 4 APPENDIX Particle Size Gradation Test Report Lambrecht Short Plat 4441 Olympic View Drive Edmonds, Wasliingto.n L&A Job No. 11-061 L,IU & ASSSOCIATES, INC. IAM%*Q-TTM C1 171136 Particle Size Distribution Report E II'�fi! GRAIN SIZE - mm % COBBLES GRAVEL SAND ..% FINE�O FINE C RS. j CLAY 0-0 1-5- 0.,6 1 - 45-0 1 43.9 41 - 1 4.9 1 SIEVE SIZE - I PMCEW FWER SPEC." PERCENT PASS? (X-NO) 314 im 1 105- 518 in. .983 112 i L 98.51 375 im 9" #4 983 #10 97.9 #40 $2.9 MOO 9.0 0,0326 mun. 69 0.9208 tam. 5.9 0.0120-- 59 0.0085 RUIL 4.9 0-0061 mm 4.9 0.0030-MEL 4.9 0.0012 mrm 3.0 Soil 13mcdodgig Poorly pra&d and wft sot Afterbem Umft LL= Q65= L26 PW 0.334 Q50= 0.388 0.204 D35= 0.113 1310= 0.0924 6-49 CC 0.95 Lrocs- sp�sm AASHTO= A-3 Fj&=0.03 swopw No.: 9908 Sotwm of Sample: Lmbre&t Short Plat #11-060 Ehft: 94-20 11 Lacwfion: weviDepft 5.V CReft W & AS9oCIZM pmject: 2011 Laborsk" Teging A=F, 904*]A I'OFTY. 4',Sr-- 8 NO: 0911-28 Alumn PLATE MEM A S T M , CI 17/136. Particle Size Distribution Report 100 :j :j 90 :.IAl 70 60 so 40 30 Iv 20 7 5w IOD t0 t UA Uni 0001 rzr,mmi --;U7F: - mm % GRAVEL %SMD % "NES CRS. FINE E CRS. SILT CLAY 4.4 0.0 0.7 2.2 i 5a.0 32.4 AR sw-_w S&M PERCENT FNER SPEC,* PASS? PEMM IX-Nq IIrI ML 100.0 375 in. 99.6 #4 993 910 97.1 IMO 42.1 b'-%w .9.7 0-0324 mm. 74 0.0206 %am- 6.9 0.0120 UML 5-9 0.0085 4.9 0.0061 mrn.. 2 3.9 0.0030 mm. 1 3.9 0.0012 mm. 3.0 soil with slit AtterbemUnft PL= LL= FI= 085= 1.45 DW 0.733 t)50= 0.546 0-41= 0-273 D-,5= OM7 01()= 0.0786 C;--- 9.32 Ce- 1.30 Classificaum USCS-- sw-sm AA311 tU= A440 FAL-0-01 5mme of die: Lmahmad Shod Flu #I 1-w date: 9-19-201 L ElevJ!D7epth: 4.-5' IM CrIent lad &Assocista MIR "aCt 2011 LAMIMY TCSOng CIAE;�b-571P,00 LAMCNRATC*4y. 011CI 'm 0911-28 sac= ® OCKM praiect No. ROWK t USDA Soil Textural Triangle Table Recommended Infiltration Rates . based"on USDA Soil Textural Classification. *Short -Term Correction Estimated Ling-Ttrnt Soil Textural Classification Infiltration Factor, Cr (Design) Infiltratoon state Rate r khjhr Clean .%mdv gravds and 20 2 10 gravelly sands (i z , 90% of the tom] soil sample is rvalacd in (he M *ve Sand S 4 2 Loamy Sand 2 4 0.5 Sandy Loam 1. 4, 0.25 Loam 0.5 4 0.13 "From WET-IASCE,1999. PLATE. A 3 Correction factors higher than those provided in Table 3.7 should be uonsidered for situations where long-term maintenar, x will he difficult to implement, where. little or no pretreatment is anticipated, or where site conditions are highly variabre or uncertain. These situations require the use of best professional judgment by the site engineer and the approval of the local jurisdiction. An Operation and Maintenance plan and a financial bonding plan may be required by the local jurisdiction. 2. ASTM, Gradation Testing at Full Scale Infiltration Facilities As an alterative to Table 3.7, recent studies by Nfassinann and Butchart (2000) were used to develop the correlation provides in Table 3.8. These studies compare infiltration measurements fromfull-scale infiltration facilities to soil gradation data developed using the ASTM procedure (ASTM D422). The primary source of the data used by Massmann and Butchart was from Wiltsie (1998), who included limited infiltration studies only on Thurston County sites. However, Massmann and Butchart also inched limited data from King and Clark County sites in their analysis. This table provides recommended long -terns infiltration rates dint have been correlated to soil gradation parameters using the ASTM soil gradation procedure. "fable 3.9 can be used to estitnate long-term design infiltration mils directly from soil gradation data, subject to thc. approval ofthc heal jurisdiction. As is true of Table 3.7, the loner tern. rates provided in Fable 3.8 represent average conditions regarding site variability, the degree of long-term maintenance and pretreatment for TSS control. '1'be long-term infiltration rates in 'fable 3.8 may need to be decreased if the site is highly variable' or if maintenance and influent characteristics are not well controlled. 'Tire data that forms the basis for Table 3.8 was from soils that would be classified as sands or sandy gravels. No data was available fnr finer soils at the time the table was developed. Therefore, 'I able 3.8 should not be used for soils with a dio size (10% passing L'he size listed) less than 0.05 mm (US. Standard Sieve). Alternative Recommended Infiltration Rates oased on ASTM Gradation Testing. Dig Size from AST,AI D422 SUIT Gradation Test I men) Estimated Lang-Terw (Design) Infiltration Irate (in.lhr) a.�. 9 03 0.2 3S' 0.1 2.01. 0.05 0.8 • fact mace Ior mewout • ttef r to sfic.a and Sec-6 for tcMw r woWAbift a4reris Voltmte t11 Hyd Vidgic Analysis and Flow Controf BMPs P LkYf,:: A--4 LIU & ASSOCIATES, INC. Geotechnical Engineering Engineering Geology April 2, 2013 Mr. Scott Schrieber Ronscott Construction 761 Daley Street Edmonds, WA 98020 Dear Mr. Sehrieber: Subject: In -Situ infiltration Test L.ambrecht Short Plat 9441 Olympic View Drive Edmonds, Washington L&A Job No. 11-061 INTRODUCTION Earth Sdence - We previously completed a geoteehnical investigation to evaluate feasibility of onsite ' storm«ater disposal for the subject development project, with our Findings of the project site conditions and our conclusion and recommendations presented in. our 9/11/2011 report tilted "Geotechnical Investigation and Recommendations, Lambrecht Short Plat. ' 9441 Olympic View Drive, Edmonds, Washington." Test pits excavated previously on the site found it underlain by an advance outwash deposit of clean, medium to coarse sand at about 3.8 feet below the existing grade along the north side of the site. We also conducted soil particle size distribution test in laboratory on two :soil samples taken from ' this advance out,,vash deposit. From the test results and based on the DI0 size method in accordance with the Washington State Department of Ecology 2005 Stormwater Management Manual for Western Washington, we determined the design infiltration rate 19213 Kenlake Place NE - Kenmore, Washington 98028 ' Phone (425) 483-9134 - Fax (426) 486-2746 April 2, 2013 Lambrecht Short. Plat L&A Job No. 11-061 Page 2 for design of infiltration trenches constructed into the advance outwash deposit to be 1.5 iph (inch per hour). This rate determined by the Dto size method may be on the - conservative side for advance ouhwash soil. At your'request, we have conducted one in - situ infiltration test to determine more accurately the design infiltration rate of the advance outwash soil in the drainage area of the site. Presented in this report are the result of the infiltration test and our revised reconunendations for onsite stormwater disposal. TEST PIT LOCATION AND SOIL. CONDITION The location of the infiltration test, IT-l. is shown on Plate 2 attached hereto. The soil condition at this location was consisted of about 1.3 feet of topsoil, underlain by a layer of brown. slightly silty. fine sand; about 1.7 feet thick. This soil layer was underlain to the bottom of the test pit by a fresh advance outwash deposit of brown -gray; dense, fine to medium sand with trace gravel. GroundNvat.er was not encountered by the test pit. INTILTRATION TEST PROCEDURE The in -situ infiltration test we conducted for this project was carried out in accordance with the procedure outlined in Washington State Department of Ecology 2005 Storm;-ater Management Manual for Western Washington. First, a pit about 10 feet by 10 feet by 3.3 feet deep was excavated out at the test location. A smaller pit about 5.0 feet by 4.0 feet by about 2.0 feet deep was then excavated out in the middle of the larger pit. The inner smaller pit was measured for dimensions of its bottom area, then filled LIU & ASSOCIATES, INC. April 2, 2013 Lambrecht. Short Plat L&A Job No. 11-061 Page 3 with water for hours until the amount of water infiltrating into bottom of the pit reached a steady state (i.e., the volume of water infiltrating into the ground through bottom of the pit was the same as volume of water discharged into the bit while water in the pit was kept at a constant level) for at least an hour. Clear tap water was used in the test. The infiltration rate into the inner smaller pit was then determined by the constant head method with the volume of water discharged into the pit measured with a flow meter attached to the hose conveying water from the faucet into the pit for a period of one hour. Cher the elapsed time of one hour the flow meter measured 128 gallons of, water being discharged into the pit.. This converts to, with a bottom area of the pit at 20.0 square feet, an infiltration rate of 10.3 iph (inches per hour). CONCLUSION AND RECOMN1t.ENDATIONS The infiltration rate of the advance ounvash sand deposit underbying the north side of the site was determined to be 10.3 iph. Based on a correction factor of 4, the design infiltration rate of the advance out%vash sand deposit should be 2.57 iph. We recommend a design infiltration rate not to exceed 2.5 iph be used in design of the infiltration trenches to be constructed on the north side of the site for onsite stormwater disposal. The remaining recommendations in our 9/11/2011. report should still be applicable for the subject project. All geotechnical construction work of this project should be inspected by ' a geotechnical engineer. LIU &ASSOCIATES, INC. April 2, 2013 Lambrecht Short Plat L&A Job No. 11-061 Page 4 LIMITATIONS This report has been prepared for the specific application to this project for the exclusive use by Ronscott Construction and its associates, representatives, consultants and contractors. The conclusions and interpretations inthis report, however, should not be construed as a warranty of the subsurface conditions. The scope of this report does not ' include services related to construction safety precautions and our recommendations are notintended to direct the contractor's methods. techniques.. sequences or procedures. except as specifically described in this report for design considerations. Our recommendations and conclusions are based on the geologic and soil conditions encountered in the test pit, our experience and engineering judgment and the infiltration test results. The conclusions and recommendations are professional opinions derived in a manner consistent with the level of care and skill ordinarily exercised by other members of the profession currently practicing under similar conditions in this area. No warranty, expressed or implied, is made. The actual subsurface conditions of the site may vary from those encountered by the test pit. The nature and extent of such variations may not become evident until construction starts. If variations appear then, we should be retained to re-evaluate the recommendations of this report. and to verify or modify them in writing prior to proceeding further with the construction of the proposed development. LIU & ASSOCIATES, INC. April 2..2013 Lambrecht Short Plat L&A Job No. 11-061 Page 5 CLOSURE We are pleased to be of service to you on this project. Please feel free to contact us if you have any questions regarding this reportor need further consultation. Plate 2 attached. Yours very truly. Lf SSOCIATES.INC. J. S. (Julian) Liu. Ph.D., P.E. Consulting Geotechnicat Engineer LIU & ASSOCIATES, INC. r Rcz d -15 '! -------- w- �J' — IFA - "r 11 rr / J. fT i .0 l •r 1 �y LIU & ASSOCIATES, INC. IGeotechnlcal Engineering ' Engineering Geology ' Earth Science r ' 1, L�t ,4t>itlr t' i fi o ..I . SITE AND EXPLORATION LOCATION PLAN LAMBRECHT SHORT PLAT 9441 OLYMPIC VIEW DRIVE EDMONDS, WASHINGTON 94 CITY OF EDMONDS DEVELOPMENT INFORMATION HANDOUT #E72C Lovell-Sauerland and Associates Lambrecht Short Plat Drainage Report North Lot LSA No. 5316 LMFI January, 2015 #E72 C OF EDV City of Edmonds Development Information . 1890 COMPOST -AMENDED SOIL: HOW TO MEET THE STORMWATER MANAGEMENT REQUIREMENT FOR SMALL SITE PROJECTS This handout provides information on the options available to meet the stormwater management requirement for compost -amending soils on Small Site Projects. 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 This handout helps you to: 1. Determine which areas of your site, if any, require compost -amending. 2. Provides two options for meeting the requirement including detailed description of how to compost -amend the soil and what materials to use. The requirements in this handout only ape ply to Small Site projects'. Large Site Projects that are subject to the requirements of the Western Washington Phase 11 Municipal Stormwater Permit (Ecology 2009) should not use this handout. If soil amending is required at a Large Site Projects, the soil quality and depth BMP T5.13 for compost -amending, in Chapter 5 of Volume V of the Stormwater Manual must be used. APPLICABILITY Small site projects that need to meet Minimum Requirement (MR) #5, Onsite Stormwater Management/Low Impact Development Techniques for Controlling Runoff and MR #7, Flow Control must also compost -amend soils in all disturbed pervious surface and converted pervious surface areas (see definitions below). This Best Management Practice (BMP) is required to restore the water holding capacity of the soil in these areas. The standards for MR#5 and/or MR #7 are based on the assumption that all disturbed pervious surface and converted pervious surface areas will be compost -amended 11 1 See Handout #E72 for site classification. to City standards. For more information on whether your site is required to meet these requirements see Handout #E72, ECDC Chapter 18.30 and the Stormwater Code Supplement. DEFINITIONS Disturbed pervious surface: Any part of a pervious area that is disturbed during a development or redevelopment project, but remains pervious after the project is completed. Converted pervious surface: Land cover changed from native vegetation to lawn, landscape, or pasture areas. OPTIONS FOR MEETING THE STANDARD Table 1 provides two options: 1. Compost -amending existing soils 2. Importing a topsoil/compost mix. Either method is acceptable if the requirements in the table are met. The table is divided into two ' columns: the first column provides the information on how to comply with the requirement in turf (grass or lawn) areas; the second column provides the information on how to comply with the requirement for planting bed areas. Figures I and 2 are representative examples of a cross-section of the final product using compost -amending option. -I- L at X_ TS _U C U N 'y N .0 s> aci c°i u a E 'x ° F x. g W E 7 N R E ,-: — E 4. N U L u w N n U U y o y h E N U L •�7 U v o s c c 0 E E o M oo a� o ro ELF. 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Cl) •. ono t(q CO COE CL a� - > cu CD _0 c f r O c > O N 0 Q N O 0 z (d tn cr CL C Q E d W o u U) cts 0 0 O N w L « C T LaU s Qr�M 4 rl 0 z 0 a E �. u N O Q) 2cc z c L Q• Ul) O O cc O �II 0) U O C N c=i (D C � U N tN Q •U CL ca �U) 0-0 Ucu 00 �0 N � cr ' O ' � U a� o CU > ` m J 3� co 0 m Q C CO c j C COGi z a 0 N O m c a> ca 0= co O CL U T� O ty LL z .71, ADDRESS: ' TAB ACCOUNT/PARCEL NUMBER: 7O �3j`300 /0/1R GO BUILDING PERMIT (NEW STRUCTURE): COVENANTS (RECORDED) FOR: CRITICAL AREAS: 6(E' -!/(Z�� DETERMINATION: ❑ Conditional Waiver Xstudy Required ❑ Waiver DISCRETIONARY PERMIT #'S: DRAINAGE PLAN DATED: PARKING AGREEMENTS DATED: EASEMENT(S) RECORDED FOR:_ PERMITS (OTHER): PLANNING DATA CHECKLIST DATED: SCALED PLOT PLAN DATED: SEWER LID FEE $: SHORT PLAT FILE: SIDE SEWER AS BUILT DATED: SIDE SEWER PERMIT(S) #: GEOTECH REPORT DATED: STREET USE / ENCROACHMENT PERMIT #: FOR: WATER METER TAP CARD DATED: OTHER: LID #: LOT: BLOCK: L:\TEMP\DST's\Forms\Street File Checklist.doc 0 • L R-A- 02O 20 0 fo — 00 5 2- Critical Areas Checklist cA File N°: Site Information (soils/topography/hydrology/vegetation) / 1. Site Address/Location: iG . Property Tax Account Number:. V+ .0 i 3 . d l .d 1 2 0.0 3. Approximate Site Size (acres or square feet): 6te-r e-. 4. Is this site currently developed? dyes; no. If yes; how is. site developed? lt4:4 . se- 5. Describe the general site topography. Check all that apply. Flat: less than 5-feet elevation change over entire site. Rolling: slopes on site. generally less than15% (a vertical. rise of 10-feet over a horizontal distance of 66-feet). Hilly: slopes present on site of more than 15% and less than 30% (a vertical rise of 10-feet over a horizontal' distance of 33 to 66-feet). Steep: grades -of greater than -30% present on site (a vertical rise of 10-feet over a horizontal distance of less than 33-feet). Other (please describe): 6. Site contains areas of year-round standing water: Approx. Depth: 7. Site contains areas of seasonal standing water: ; Approx. Depth: What season(s) of'the year? 8. Site is in the floodway floodplain © of a water course. 9. Site contains a creek or an area where water flows across the grounds surface? Flows are year-round? Flows are seasonal? t� (What time of year? ) 10. Site is primarily: forested ; meadow ; shrubs ; mixed) urban landscaped (lawn, shrubs etc) 11. Obvious wetland is present on site: ~ 1. 2. 3. 4. For City Staff Use Only Plan Check Number, if applicable? N oyle Q YD V l d e GL Site is Zoned? R- 5 -- 12 SCS mapped soil type(s)? Critical Areas inventory or C.A. map indicates Critical. Area on site? L (VA F- V" Ap i V-1 CA 1 G Mr- y ew-�'ftm PO-t-cM- al 1, lav\iJAU&J. nn+rA-h'all (+6-100-1. SLoPf,,O 5. Site within designated earth subsidence landslide hazard area? �10 - jqut 02 LA f I d f 1 i d 0ffiU6tI ID MAv� fiylaI ctt+rymi h a-HD-y1 5 i +t; i y flat' aX e pt a� u ✓► d fi'1 e, DETERMINATION pe yi rn�fur. STUDY REQUIRED WAIVER Reviewed by:_ _ Gi 1n GL L (,Lt Q/ Date: 0: ' l c6 • ?" 0 0 fy #P20 City. of Edmonds Development Services Department Planning Division Phone: 425.771.0220 Fax: 425.771.0221 The Critical Areas Checklist contained on this form is to be filled out by any person preparing a Development Permit Application. for the City of Edmonds prior to his/her submittal of the application to the City. The purpose of the Checklist is to enable City staff- to determine whether any potential Critical Areas are, or may be, present on the subject property. The information needed to complete the Checklist :should be easily available from observations. of the site or data arilable at City Hall (Critical areas inventories, maps, or . soil surveys). Date Received: O 1- City Receipt #: Od b 35 Critical Areas File #: (,(LA - 2oo co -nog 2 Critical Areas Checklist Fee: $135.00 Date Mailed to Applicant: A property owner, or his/her authorized representative, must fill out the checklist, sign and date it, and submit it . to the City. The City will review the checklist, , make a precursory, site visit, and make a determination of the subsequent steps necessary to : complete a development permit application. Please submit a vicinity map, along with the signed copy of this form to assist City staff in finding and locating the specific piece of property described on this form. In addition, the applicant. shall include other pertinent information . f e.g.. site plan, topography map, etc.) or studies in conjunction with this Checklist to assistant staff in completing their preliminary assessment of the. site. The undersigned applicant, and his/her/its-heirs; and assigns, in consideration on the processing of the application agrees to release, indemnify, defend and hold.the City'.of Edmonds harmless from any and all damages, including reasonable attorney's fees, arising from any action or. infraction based. in whole. or part upon false, misleading, inaccurate or incomplete information furnished by the applicant, his/her/its agents or employees. By my signature, I certify that the information and exhibits- herewith submitted are true and correct to the best of my knowledge and that I am authorized: to file this application on the behalf of the owner as listed below. SIGNATURE OF APPLICANT/AGENT DATE Property Owner's Authorization By my signature, I certify that I have authorized, the above Applicant/Agent to apply"for the subject land use application, and grant my permission for the public officials land the staff of the City of Edmonds to enter the subject property for the purposes of inspection and po atten t to s a -SIGNATURE OF O / DATE 71170 Owner/Applicant: Name Applicant Representative: Name Street Address .i Street Address •2go�0 City State Zip City State Telephone: (2 u(o ' Telephone: Email address (optional): bto cc-? CP_ Email Address (optional): Zip- 0 CITY OF EDMONDS CRITICAL AREAS- RECONNAISSANCE REPORT Site Location: 9221 Olympic View Drive Tax Acct. Number: 27031300101200 Determination: Study Required Determination #: CRA-2006-0092 Applicant: Bruce J. Lambrecht Owner: Bruce J. Lambrecht CRITICAL AREAS RECONNAISSANCE REPORT: STUDY REQUIRED (CRA-2006-0092) During review and inspection of the subject site, it was found that the site may contain or be adjacent to critical areas, including a Landslide Hazard Area and Erosion Hazard Area, pursuant to Chapter 23.40 of the Edmonds Community Development Code (ECDC). The LIDAR map indicates that the site is very flat EXCEPT around the perimeter, where slopes are 29%, 33%, 43%, and in one location, 100% (see attached map). Pursuant to ECDC 23.80.060.A.1.a (minimum buffer), if work was proposed over 50 feet from the top/toe of the slope (or the height of the slope existing within the project area, whichever is greater) then no study materials would be required. GENERAL CRITICAL AREAS REPORT REQUIREMENTS Critical Areas Reports identify, classify and delineate any areas on or adjacent to the subject property that may qualify as critical areas. They also assess these areas and identify any potential impacts resulting from your specific development proposal. If a specific development proposal results in an alteration to a critical, area the critical areas report will also contain a mitigation plan. You have the option of completing the portion of the study that classifies and delineates the critical areas and waiting until you have a specific development proposal to complete the study. You may also choose submit the entire study with your specific development application. • Please review the minimum report requirements for all types of Critical Areas which are listed in ECDC 23.40.090.D. There are additional report requirements for different types of critical areas (see below). • Note that it is important for the report to be prepared by a qualified professional as defined in the ordinance. There are options on how to complete a critical areas study and an approved list of consultants that you may choose from. You may contact the Planning Division for more information. • General Mitigation Requirements for all Critical Areas are discussed in ECDC 21.40.110 through 23.40.140. STUDY REQUIREMENT — EROSION HAZARD AREA It appears that this property contains or is adjacent to an Erosion Hazard Area. • Erosion Hazard areas include Alderwood and Everett series soils on slopes of 15 percent or greater. among others. • Landslide Hazard Areas are further defined in ECDC 23.80.020.A. • In addition to the general requirements for Critical Areas reports referenced above, specific Critical Area report requirements for Erosion Hazard Areas (which are one of the Geologically Hazardous Areas) are provided in ECDC 23.80.050. 19 Note that Stable Erosion Hazard (Areas may have limited report requirements at the director's discretion. At a minimum an erosion and sediment control plan prepared in compliance with the requirement's in ECDC Chapter 18.30 shall be required. DEVELOPMENT PROPOSALS ASSOCIATED WITH ERO Development is restricted within an Erosion Hazard Area. • Projects that will intrude into these areas will require a report by a licensed Geotechnical Engineer or other qualified professional. I • Development standards are given. in ECDC 23.80.060 and 23.80.070. STUDY REQUIREMENT — LANDSLIDE HAZARD AREA - It appears that this property contains or is adjacent to a Landslide Hazard Area. • A Landslide Hazard Area is any area with a slope of forty percent (40%) or steeper and with a vertical relief of ten (10) or more feet (except areas composed of consolidated bedrock). I • Landslide Hazard Areas are further defined and illustrated in ECDC 23.80.020.B. • In addition to the general requirements for Critical Areas reports referenced above, specific Critical Area report requirements for Landslide Hazard Areas are provided in ECDC 23.80.050. DEVELOPMENT PROPOSALS ASSOCIATED WITH LANDSLIDE HAZARD AREAS Development is restricted within a Landslide Hazard Area and its buffer. • Projects that will intrude into these areas will require a report by a licensed Geotechnical Engineer. • The criteria that are applied depend on the amount that the buffer is reduced. • The buffer can be reduced to, a minimum of ten (10) feet (with an additional 15' building setback per ECDC 23.40.280) if a report is prepared that meets the standards listed in ECDC 23.80.050). The alteration must also meet the requirements listed ECDC 23.80.060. • In addition, proposals to reduce the buffer to less than ten (10) feet must comply with the design standards listed in ECD623.80.070.A.3. I ALLOWED ACTIVITIES Certain activities are allowed in or near critical area buffers as specified in ECDC 23.40.20. If you have any questions about whether your proposed development qualifies as an allowed activity, please contact a Planner for; more information. EXEMPT DEVELOPMENT PROPOSALS Certain development proposals mayibe exempt from Critical Areas Requirements (ECDC 23.40.230). If you think that a specific development proposal may be exempt, contact a Planner for more information. I Gina Coccia, Planner July 20, 2006 Name, Title 'Signature Date NOTE: Cited sections of the Edmonds Community Development Code (ECDC) can be found on the City of Edmonds website at www.ci.edmonds.wa.us. i 2 TREE HAZARD EVALUATION FORM Client/Agency: Scott Schneider Site/Address: 9221 Olympic View Drive Map/Location: Edmonds, WA Section: Sequence: Owner: ❑ public ® private ❑ unknown ❑ other Date: 11/24/12 Inspector: D Timbrook PN1199A HAZARD RATING 2 2-4 4 8-10 Failure } Size of + Target — Hazard Potential Part Rating Rating ❑ Immediate action needed ❑ Needs further inspection ❑ Dead tree TREE CHARACTERISTICS RECEIVED Tree number: 1 Species: Acermacrophyllum (Big -Leaf Maple) p p DBH: 65" Number of trunks: 1 Height: 80' Spread: 70 APRI 0 G"�• 2013 Form: ® generally symmetric ❑ minor asymmetry ❑ major asymmetry ❑ stump sprout ❑ stag headed - DEVELOPMENT SERVICES Crown class: ® dominant ❑ co -dominant ❑ intermediate ❑ suppressed Live crown ratio: 801/o COUNTER Age class: ❑ young ❑ semi -mature ❑ mature ® over-mature/senescent Pruning history: ® crown cleaned ❑ excessively thinned ❑ topped ❑ crown raised ❑ pollarded ❑crown reduced ❑ flush cuts ❑ cabled/braced ❑ none ® multiple pruning events Approximate dates: unknown Special value: ❑ specimen ❑ heritage/historic ❑ wildlife ❑ unusual ❑ street tree ❑ screen ❑ shade ® indigenous ❑ protected by government agency TREE HEALTH Foliage color: ® normal ❑ chlorotic ❑ necrotic Epicormic? ❑ yes ® no Foliage density: ® normal ❑ sparse Leaf size: ® normal ❑ small Annual shoot growth: ❑ excellent ® average ❑ poor Twig dieback? ❑ yes ❑ no _ Woundwood development: ❑ excellent ❑ average ® poor ❑ none Vigor class: ❑ excellent ® average ❑ fair ❑ poor Major pests/diseases: Some insect population in cavitiy in base SITE CONDITIONS Growth obstructions: ❑ stakes ❑ wirers/ties ❑ signs ❑ cables ❑ guards ❑ curb/pavement ❑ other. Site character. ® residence ❑ commercial ❑ industrial ❑ park ❑ open space ❑ natural ❑ woodland/forest Landscape view: ❑ parkway ❑ raised bed ❑ container ® mound ❑ lawn ❑ shrub border ❑ wind break Irrigation: ® none ❑ adequate ❑excessive ❑ trunk wetted Recent site disturbance: ❑ construction ❑ soil disturbance ❑ grade change ❑ line clearing ❑ site clearing % dripline paved: ® 0% ❑ 10-25% ❑ 25-50% ❑ 50-75% ❑ 75-100% Pavement lifted? ❑ yes ® no % dripline w/fill soil: ® 0% ❑ 10-25% ❑ 25-50% ❑ 50-75% ❑ 75-100% % dripline grade lowered: ® 0% ❑ 10-25% ❑ 25-50% ❑ 50-75% ❑ 75-100% J Soil problems: ❑ drainage ❑ shallow ❑ compacted ❑ droughty ❑ saline ❑ alkaline ❑ acidic ❑ small volume ❑ disease center ❑ history of fail ❑ clay ❑ expansive slope: o aspect: NW Obstructions: ❑ lights ❑ signage ❑ line -of -sight ❑ view ❑ overhead lines ❑ underground utilities ❑ traffic ❑ adjacent vegetation ❑ other: Exposure to wind: ® single tree ❑ below canopy ❑ above canopy ❑ recently exposed ❑ windward, canopy edge ❑ area prone to windthrow Prevailing wind direction: SW Occurrence of snow/ice storms: ❑ never ® seldom ❑ regularly TARGET Use under tree: ® building ❑ parking ❑ traffic ❑ pedestrian ❑ recreation ® landscape ❑ hadscape ❑ small features ❑ utility lines Can target be moved? ❑ yes ® no . Can use be restricted? ❑ yes ® no Occupancy: ❑ occasional use 0 intermident use ❑ frequent use ® constant use Suspect root rot? ❑ yes ® no Mushroom/conk/bracket present? ❑ yes ®no • ID: Exposed roots: ❑ severe ❑moderate ® low Undetermined: ❑ severe ❑ moderate ® low Root pruned: 0' dist from trunk Root area affected: N/A Buttress wounded? ® yes ❑ no When: unknown Restricted root area: ❑ severe ❑ moderate ® low Potential for root failure: ❑ severe ❑ moderate ® low Lean: 0 degrees from vertical ® natural ❑ unnatural ❑ self corrected Soil heaving? ❑ yes ® no Decay in plane of lean? ® yes ❑ no Roots broken? ❑ yes ® no Soil cracking? ❑ yes ®no Lean severity: Indicate presence of individual defects and rate their severity (S—severe, M=moderate, L=1ow) Defect Root Crown Trunk Scaffolds Branches Poor taper S M L S M ❑L S M ❑L S M L Bow, sweep ❑ S ❑ M ❑L ❑ S ❑ M ❑L ❑ S ❑ M ❑L ❑ S ❑ M ❑L Codominants/forks ❑ S M, ❑L ❑ S ❑ M ❑L ❑ S ❑ M ❑L OS ❑ M LIL Multiple attachments ❑ S ❑ M ❑L ❑ S 0 M ❑L ❑ S ❑ M ❑L ❑ S 0 M ❑L Included bark ❑ S ❑ M ❑L ❑ S ® M ❑L ❑ S ❑ M ❑L ❑ S ❑ M ❑L Excessive end weight ❑.S ❑ M ❑L ❑ S ❑ M ❑L ❑ S ❑ M ❑L ❑ S ❑ M ®L Cracks/splits ❑ S ❑ M ®L ❑ S ❑ M ❑L ❑ S ❑ M ❑L ❑ S ❑ M ❑L Hangers ❑S ❑M ❑L ❑S ❑M ❑L ❑S ❑M ❑L ❑S ❑M ❑L Girding ❑ S ❑ M ❑L 0 S ❑ M ❑L ❑ S ❑ M ❑L ❑ S ❑ M ❑L Wounds/searn ❑ S ❑ M ❑L ❑ S ® M ❑L ❑ S ❑ M EIL D S ❑ M ❑L Decay ®S ❑M ❑L ❑S ®M ❑L ❑S ®M ❑L ❑S ❑M ❑L Cavity ®S ❑M ❑L ❑S ®M ❑L ❑S ®M ❑L ❑S ❑M ❑L Conks/mushroom/bracket ❑ S ❑ M ❑L ❑ S ❑ M ❑L ❑ S ❑ M ❑L ❑ S ❑ M ❑L Bleeding/sap flow ❑ S ❑ M ❑L ❑ S ❑ M ❑L ❑ S ❑ M ❑L ❑ S ❑ M ❑L Loose/cracked bark I ❑ S ❑ M ❑L ❑ S ❑ M ❑L ❑ S ❑ M ❑L ❑ S ❑ M ❑L Nesting hole/bee hive ❑ S ❑ M ❑L ❑ S ❑ M ❑L ❑ S ❑ M ❑L ❑ S ❑ M ❑L Deadwood/stubs ❑ S ❑ M ❑L ❑ S ❑ M ❑L ❑ S ❑ M ❑L ❑ S ❑ M ®L Borers/termites/ants I ❑ S ❑ M ®L ❑ S ❑ M ❑L ❑ S ❑ M ❑L ❑ S ❑ M ❑L Cankers/galls/burls ❑ S ❑ M ❑L ❑ S ❑ M ❑L ❑ S ❑ M ❑L ❑ S ❑ M ❑L Previous failure I ❑ S ❑ M ❑L ❑ S ❑ M ❑L ❑ S ❑ M ❑L ❑ S ❑ M ®L ❑ severe ❑ moderate ® low Compounding factors: Cavities and decay in trunk, root flare and lateral branches HAZARD RATING 2 + 2-4 + 4 8-10 Tree part most likely to fail: Branches, Trunk Failure Potential Size of Part Target Rating Hazard Rating Inspection period: ❑ annual ❑ biannual ❑ other: Failure potential: 1 = low; 2 = medium; 3 = high; 4 = severe I Size of part: I = <6" (15 cm); 2 = 6-18" (15-45Icm); 3=18-30" (45-75 cm ); 4 = >30" (75 cm) Target rating_ 1= occasional use; 2 = intermittent use; 3 = frequent use; 4 = constant use Prune: ❑ remove defective part ® reduce end weight ❑ crown clean ❑ thin ❑ raise canopy ❑ crown reduce ❑ restructure ❑ shape Cable/brace: Inspect further: ❑ root crown ❑ decay ❑ aerial Other maintenance actions: ❑ monitor ❑ water ❑ mulch ❑ fertilize ❑ treat insects/disease ❑ anchor ®.cyclic monitor ❑ priority monitor ❑ inspect cable Remove tree? ® yes ®no Replace? ® yes ❑ no Move target? ❑ yes ® no Other: Effect on adjacent trees: ® none ❑ evaluate Notification: ® owner ❑ manager ❑ governing agency Date: 11/224/12 COMMENTS This tree could survive for several more years of could fail tomorrow. The cavities and decay in the root flare, trunk and larger branch unions are problematic. They increase the failure potential for this tree. The failures could be significant in nature. i I II ' I STREETOLE CITY OF EDMONDS 250 - 5TH AVE. N. • EDMONDS, WA 98020 • (206) 771-3202 COMMUNITY SERVICES: Public Works • Planning • Parks and Recreation • Engineering ` 8 9 0- 1 9 9 June 13, 1990 Blair Ramstead 9217 Olympic View Drive Edmonds, Washington 98020 RE: Address Change at 9217 Olympic View Drive LARRY S. NAUGHTEN MAYOR PETER E. HAHN DIRECTOR The City building division has been informed by the.Edmonds Postmaster that due to the future assignment of new zip codes in our City, several addresses must be changed. Your current address is affected and must be changed to the following: �9217 =01 ymp c- Vi ew- Drive CHANGED TO 9221 Olympic View_ .Drive As required by the Uniform Building Code, the new address numbers must be posted on the residence in a highly visible place, at your earliest convenience. The City will notify all applicable City departments of this address change, it will be your responsibility to notify all others. The Post Office has guaranteed postal service of up to one year on the old address. The Post Office will notify you in writing regarding the effective date of the new zip code change. Thank you, AW J annine L. Graf Permit Coordinator cc: Fire & Police Street & Address Files 'Public Works & Utility Billing Edmonds Postmaster • Incorporated August 11, 1890 • Sister Cities International — Hekinan, Japan 0 • S4reel 4T /z December 29, 1998 Mr. Michael R. Karber Office of Edmonds City Attorney Ogden, Murphy & Wallace 2100 Westlake Center Tower 1601 Fifth Avenue Seattle, Washington 98101-1686 Dear Mr. Karber: RECEIVE® JAN 5 - 1999 ENGINEERING This letter is to inform the City of Edmonds that the landfill from the Kairez development has drained and flowed onto my property. There is sand and soil against the log walls of my garage and coming through the walls onto the garage floor. The terraced walkway has been filled in with erosion soil and the long established bushes are burried because nothing has been done to stop the landfill erosion off the Kairez development onto my land. Please install erosion control before my garage is further damaged or destroyed and the plants killed. I am eightyfour years old and unable to remove the invading sand and soil from the walkway and garage area. Is the city not responsible for cleanup due to lack of erosion control? CC: eay Respectfully, Maureen 9221 Olympic View Drive Edmonds, Washington 98020 Barbara Fahey Mayor of Edmonds Jim Walker, City Engineer Robert B. Ramstead, son in Carson and Dana Graves Clay and Jill Freeman John and Mary Polikowsky Lynne Braun Alan and Elaine Yard Mary Lou Marquardt Mark and Shaun Nirschl Spannaway, Wa. PLANNING DATA SINGLE FAMILY RESIDENTIAL STREET =FILE Name: S OV-7. Z 7 0 3 130010 3 60 o Date: . Z Site Address: Z 2 1 ( �C r Plan Check #: �GQ Zd /—TV SRO Project Description: /� /e� S F(` Reduced Site Plan Provided; COE/ NO) Zoning: S Z_ Map Page: ---- Corner Lot: (YES / 40 Flag Lot: (YES /�) (.C) S Critical Areas Determination #: 4" -z CO —Study Required kf—co S (dr ❑ Waiver SEPA Determination: Exempt ❑ Needed (for over 500 cubic yards Iof grading) ❑ Fee ❑ Checklist ❑ APO List with notarized form Required Setbacks St r t: Side: Sid Rear: Actual Setbacks Street: y Side: Side: Rear: `r ❑ Detached Structures: O—Rockeries: r t+' w QV .3r 0 (- I Q S S 0\ Sot, t)q q ❑ Fences/Trellises: ❑ Bay Windows/Projecting Modulation: ❑ Stairs/Deck: Bui/din Height Datum Point: Datum Elevation: 1 Maximum Height Allowed: j R ZS o Actual Height: Z b S s Z. Other Parking Required: Parking Provided: 6te t1a 3 -P Lot Area: 1 �� D ��j Maximum Lot Coverage: 35% Proposed: - Lot Coverage Calculations: % „� J� % G.a 5e- d-Gk C L5 ADU Created: (YES ,0) Subdivision: �a '� � � 20 (Z 00 16 —. V / 4 Legal Nonconforming Land Use Determination Issued: (YES / 11p) Comments - rL�u GN( /q : (to�Jr 6 i6 V.l S0,41 �ru� Z �L,`If-X/a (ItCL — CJZ—d_�� e 4• ' WAr tK,,x It i , a N,q( A-� Ys, C3 Plan Review 'By Z Y �� Planning Data Form 04-11-06-doc i City of Edmonds Critical Area Notice of Decision Applicant: Sc j �� -- Property Owner: Critical Area File Permit Number: Site Location: Z Z ( 0 V() Parcel Number: z -70 0 3133 ! o 360 0 Project Description: New S-. F—�Z- ❑ Conditional Waiver. No critical area report is required for the project described above. 1. There will be. no alteration of a Critical Area or its required buffer. 2. The proposal is an allowed activity pursuant to ECDC 23.40.220, 23.50.220, and/or 23.80.040. 3. The proposal is exempt pursuant to ECDC 23.40.230. Erosion Hazard. Project is within erosion hazard area. Applicant must prepare an erosion and sediment control plan in compliance with ECDC 18.30. ❑ Critical Area Report Required: The proposed project is within a critical area and/or a critical area buffer and a critical area report is required. A critical area report has been submitted and evaluated for compliance with the following criteria pursuant to ECDC 23.40.160: 1. The proposal minimizes the impact on critical areas in accordance with ECDC 23.40.120, Mitigation sequencing; 2. The proposal does not pose an unreasonable threat to the public health, safety, or welfare on or off the development proposal site; 3. The proposal is consistent with the general purposes of this title and the public interest; 4. Any alterations permitted to the critical area are mitigated in accordance with ECDC 23.40.110, Mitigation requirements. 5. The proposal protects the critical area functions and values consistent with the best available science and results in no net loss of critical functions and values; and 6. The proposal is consistent with other applicable regulations and standards. ❑ Unfavorable Critical Area Decision. The proposed project is not exempt or does not adequately mitigate its impacts on critical areas and/or does not comply with the criteria in ECDC 23.40.160 and the provisions of the City of Edmonds critical area regulations. See attached findings of noncompliance. Favorable Critical Area Decision. The proposed project as described above and as shown on the ttached site plan meets or is exempt from the criteria in ECDC 23.40.160, Review Criteria, and complies with the applicable provisions of the City of Edmonds critical area regulations. -Any subsequent changes to the proposal shall void this decision pending re -review of the proposal. ❑ Conditions. Critical Area specific condition(s) have been applied to the permit number referenced above. See referenced permit number for specific condition(s). '1 �r\ Reviewer Signature L �S Date Appeals: Any decision to approve, condition, or deny a development proposal or other activity based on the requirements of critical area regulations may be appealed according to, and as part of, the appeal procedure, if any, for the permit or approval involved. Revised 12/16/2010 City of Edmonds Critical Area Notice of Decision Applicant: •G i 6 e Property Owner: Z ,, ��4- Critical Area File #: ?W 6; ,00 01 Z Permit Number: I& P- e c 3 o y 7 Y f- D Zo 13 o 4? Site Location: 9v ( 4(/►) jC U't J ki Parcel Number: Project Description: /ew S- F2 ,4- C w'a ❑ Conditional Waiver. No critical area report is required for the project described above. 1. There will be no alteration of a Critical Area or its required buffer. 2.. The proposal is an allowed activity pursuant to ECDC 23.40.220, 23.50.220, and/or 23.80.040. 3. The proposal is exempt pursuant to ECDC 23.40.230. ❑ Erosion Hazard. Project is within erosion hazard area. Applic t must pre are an erosion and sediment control plan in compliance with ECDC 18.30. �{ n �� ZQ �� `e D G�j �' K" Critical Area Report Required: The proposed project is witt'hin a critical area and/or a critical are buffer and a critical area report is required. A critical area report has been submitted and evaluate �u for compliance with the following criteria pursuant to ECDC 23.40.160:sS°o�`�'""S 1. ✓ The proposal minimizes the impact on critical areas in accordance with ECDC 23.40,120, Mitigation sequencing; 2. The proposal does not pose an unreasonable threat to the public health, safety, or welfare on or off the development proposal site; 3. '.The proposal is consistent with the general purposes of this title and the public interest; 4. Any alterations permitted to the critical area are mitigated in accordance with ECDC 23.40.110, Mitigation requirements. 5. The proposal protects the critical area functions and values consistent with the best available science and results,in no net loss of critical functions and values; and 6. The proposal is consistent with other applicable regulations and standards. ❑ Unfavorable Critical Area Decision. The proposed project is not exempt or does not adequately mitigate its impacts on critical areas and/or does not comply with the criteria in ECDC 23.40.1.60 and the provisions of the City of Edmonds critical area regulations. See attached findings of noncompliance. (-Favorable Critical Area Decision. The proposed project as described above and as shown on the attached site plan meets or is exempt from the criteria in ECDC 23.40.160, Review Criteria, and complies with the applicable provisions of the City of Edmonds critical area regulations. Any subsequent changes to the proposal shall void this decision pending re -review of the proposal. ❑ Conditions. Critical Area specific condition(s) have been applied to the permit number referenced above. See referenced permit number for specific condition(s). 1 k C f d f K-11 Reviewer . Signature Dat Appeals: Any decision to approve, condition, or deny a development proposal or other activity based on the requirements of critical area regulations may be appealed according to, and as part of, the appeal procedure, if any, for the permit or approval involved. 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PLUS' INT IN PARK RF tr4 1 u a0` t:F:f3VL �c PRIV RD' 1"— ALSO".TH •p,I,y.iTR.9 a I)1r:SC AS BEG 357.79'S & 19.79*W OF NE CO ^ "�;(: ? . — :7 TN N 2405bl+, 75•TH S 75°51°!J''E 125.82°1H S:75051'20•'E. 1, �, C 1:Z5.82°TH S 5°43'08• °W 60•TO; POB UN'_ '{ c REC MAPLE MANOR PLUS INT IN'PARK :REr °' �',► '£ SERVE & PRIV• RD 1 R :,•:_ �: ie' ` by `�'�•,:.` •,, Y W' as 4e1, ORIGINAL • `! : I i.. ., .t :,.., ; , ' -.i+ :.wF `' i � f` 1.. ��' a X t,t J '� h'i V i NATIVE PLANT VEGETATION LEGEND UT TREE SPECIES SIZE/REMARKS ACER CIRCINATUM 6' HT B&B Ni k'J THUJA PLICATA'VIRESCENS' 4' HT. B&B TT SHRUBS SPECIESIZE REMARK AMELANCHIER ALNIFOLIA 2 GAL. @ 11 CORNUS ALBA'ELEGANTISSIMA.' 1 GAL. CORNUS STOLONIFERA'FLAVIRAMEA.' 1 GAL. DISCOLOR 2 GAL. AHOLODISCUS MYRICA CALIFORNICA 5 GAL. SANGUINIUM 2 GAL. RJRIBES QTY. GROUNDCOVERS SPECIES SIZE/ SPACING GAULTHERIA SHALLON 1 GAL. / 24" O.C. MAHONIA NERVOSA 1 GAL. / 24" O.C. POLYSTICHUM MUNITUM 1 GAL. / 36" O.C. PLANTING MONITORING & MAINTENANCE NOTES ALL PLANTING TO OCCUR BETWEEN THE MONTHS OF OCTOBER & MARCH TO ENSURE HIGHEST PLANT SURVIVAL RATE AND MINIMIZE WATERING REQUIREMENTS PLANTINGS SHALL BE MONITORED FOR (5) YEARS AFTER INITIAL INSTALLATION TO ENSURE PROPER PLANT ESTABLISHMENT AND SURVIVAL. IF MORE THAN HALF OF THE PLANTS DIE DURING THE FIRST TWO YEARS, ADDITIONAL PLANTS WILL BE ADDED TO MAINTAIN RESTORATION INTEGRITY. DURING THE FIRST (2) YEARS, PROPER WEEDING AND WATERING WILL BE CAREFULLY MONITORED TO ENSURE THE HIGHEST RATE OF SURVIVAL. 3" OF SHREDDED BARK MULCH WILL BE MAINTAINED DURING THIS TIME AND REPLACED AS REQUIRED. WEEDING TO OCCUR ON A YEARLY BASIS IN PROPOSED NATIVE VEGETATION AREAS. ERADICATION OF ANY INVASIVE SPECIES TO OCCUR AT TIME OF PLANTING AND THROUGHOUT MAINTENANCE TIME PERIODS AS NEEDED TO ENSURE PROPER NATIVE PLANT GROWTH.. lc-:-, E in rn•�a, / o Ri Y + _jE o Q ROCS<ERY XA � \ I / I v �, a � / �,' ,•''' �' � III �`_ Ri 0 � I + / , -'' r I + W " /Q) III < 00 ERY I / u#g it III it � � Ri YT lIt I� /' �\ �` \ \ / / RI / / / \ \ .- - H �/ / II /� iI r %� i O I , it � -ROCKERY SRO / / I SETBA CK LINE Ri � ( � I • ��. I o JI / ! I 1.5,000. sq.-ft. ;C' + / ,i , I 01I I I I I ii 10 \\ ,� I ' � / I c. I I o _fit 00 / RI I III ®j cn FMM • h I 41 p CD I � I /K -M dW 2 __J _ ! - M a�, o I I N / PIS VED I 1 . P _ANNING - �- _- 1 I Project #: 62, 10� $ �-�---.—...._--.._.._..._.____-__---.�---...�......._. _ � _ -�� ' � � � 11 ^moo I 1 / Revisions �j I, � No. Date: Or 15 STEEP #1 J� 5ildl)VA ur, -Ir\ #2 SLOPE- 1 '13 TFFp #3 ROCKERY DUFFER SLOPE Drawn by: BUILDINGBUFFER NATIVE .,``a�l�r I BA �� VEGETATION PLAN Sr3NEET FILE I Scale: 1/8" = 1'-0" RESUB 1 MAR 16 2015 L-2.1 LWILDING DEPARTMENT SECTION 13, T. 27N ., R.3E., W.M. U. / / I EX. CB, N 1L PRETREATMENT CB ' 1 ` W/SEPARATOR TEE / I & FINE MESH SCREEN / TOP 151.50 INV. 149.10 r / I •� 13270300101400 � I J I\1 �� rr J �� D E' D r> I �� 'r / MARK AND SHAUNE NIRSCHL I r _ ' 1 � / ., 4 FT. CHAIN 240 S.F.(MIN.) I I I `� LINK FENCE INFILTRATION TRENCH IM A r L � j\jj r� JN D R ASPHALT / \•` `! + TRETRENCH CH ROCKOM=1 5.93 ROADWAY .SQ\ '.`.s:::•.. SR, f9.5' WIDE Oj \ �Q, CONCRETE I BLOCK WALL , \ 4' -•••- OBSERVATION WELL CONCRETE 29BLOCK WALL i j \ ! /' RECdRDED" DRAINAGE EASEMENT (15'x50`f AGA G J 2` RUC , 0 / CONCRETE' 13,046. ,046. sq.ft. W ;, , , 81-66K WALL __ - J / I i ^ L% I ! � r' / .._.- _..16r+.�._ `". 48"CEDAR � ( J 1 it 1 I � L'i I `/ 4" PERFi _..... _.._ 1, \ r ¢ , 4 #LL GAIN r W i I ��l > Q EXIST. LOT I / r ? LINE �� (j , 1 i Lt1 C) �\o ...\ f J ' �� O� , �0) °0 fig(• ct 6" SEWER LATERAL N / / / ` J /%� ! f' JI I �� I m f1j1 r I iJ Q cry o 76 FOOTING DRAIN /f 1 ,: \ ktiC�oPRj P� 00 61-1 / t�� / I ;PROP , LOT UNE I � / ;' r' •. o •.- •• .. .''� °` i `� I ' t it ` ! �'�� r l .•j•. � ;47 CONCRETE I' ( ' G � • j I =' : GUARDRAIL J / MODULAR J p %¢ �x r BLOCK WALL01 \ i 3 I i1 O EXIST. LOT ASPHA T THICKENED EDGE j JJ tl i OFF=164.0 LINE 4GF° �T ` \ \ o�RooM ,15,000. sq.ft. \ // �' / 7 ; �I I 12'V. YARD DRAIN 7 !' YARD DRA �jlZ l I \ TOP 163.50 PO�cY\ A o �•,� TOP 163. 0 / is • ` INV. 157.01 > P I INV. 1600 O W ; -'II <� c 4 CONCRETE/ p ¢ , A WALL 1 r 1 RCN el 4 i �aJ I t I u f o A GARAGE FF=164.0 IINFILTRATION TRENCH I I i r %TRENCH -BOTTOM=1r5, t91-'• _ _.. _ d TOP OF ROCK=147_ _..............._J % ! r r irz ( ` OBSERVATION WELLi- I 1 ?/ N 85 48'00„ W -' ,'! JJ EX. C i f' EX. CB,TYPE 1L 1 2.10' / L / �� Ii PRETREATMENT CB ^ m ! W/SEPARATOR TEE I I , & FINE MESH SCREEN • �, TOP 158.38 1 i INV. 155.98 1 J I 1 ROCKERY 13270300101400 I I MICHAEL K. GREEN EX. CB,TYPE 2, 48" TOP 163.33 INV. 155.81 (NE & NW) I INV. 155.98 (W) I I EASEM NTC A.FD NOS• 7 04 60L270, U N R r C� D R D J P I r\ r / I7704260271 AND 7704260272 a r IEX. CITY OF EDMONDS SANITARY SEWER 1\jl A r' E: 1\/1 r\ JN J R I' I EASEMENT A.F. NO. 2121671 I / 20' / LINE TYPE AREA (SQUARE FEET) 1. NON -REGULATED 0 %:•' ,f'` / :'' :-'`` /' /: ' : '` / .i``:r`' / EXEMPT REGULATED 2. REPLACED 0 0 3. NEW (POST 1977) + 10,795 4. TOTAL REGULATED IMPERVIOUS AREA = 10,795 5. TOTAL AREA MITIGATED BY EXISTING STORMWATER MANAGEMENT SYSTEM(S) - 0 6. REGULATED AREA NOT YET MITIGATED = 10,795 7. AREA PROPOSED TO BE MITIGATED BY LOW IMPACT DEVELOPMENT TECHNIQUES = 10,795 B. AREA PROPOSED TO BE MITIGATED THROUGH CONVENTIONAL SWM TECHNIQUES = 0 OWNER/DEVELOPER SCOTT SCHRIEBER 761 DALEY STREET EDMONDS, WASHINGTON 98020 PH : 425-673-0163 ZONING RS-12 (NO CHANGE) PARCEL NUMBER 27031300101200 PROPERTY AREA 28,046 SQ. FT. OR 0.644 ACRES PROPOSED LOT COVERAGE LOT 1 FOOTPRINT 3,979 SQ. FT. OR 30.5% ENGINEER/SURVEYOR CONTACT: JEFFREY TREIBER LOVELL- SAU ERLAN D & ASSOCIATES, INC. 19217-36TH AVENUE W. SUITE 106 LYNNWOOD, WA. 98036 PH.: 425-775-1591 WATER SERVICE CITY OF EDMONDS TELEPHONE VERIZON ELECTRICITY P.U.D. NO. 1 OF SNOHOMISH COUNTY POLICE PROTECTION CITY OF DM PUBLIC SCHOOLS EDMONDS SCHOOL DISTRICT NO. 15 FIRE PROTECTION CITY OF EDMONDS SANITARY SEWER SERVICE CITY OF EDMONDS SITE ®o 0 J o o � I o\! Jo PUGET DR. Q o GASPERS ST. a � I o F Q Q MAIN ST. o DAYTON ST. C: Ui -_ LEGAL DESCRIPTION BEGINNING AT A POINT WHICH SOUTH 298.09 FEET AND WEST 13.81 FEET OF THE NORTHEAST CORNER OF SECTION 13, TOWNSHIP 27 NORTH, RANGE 3 EAST, W.M., SAID POINT BEING THE SOUTHEAST CORNER OF THE LAND HEREIN DESCRIBED, THENCE NORTH 75'5120"WEST 125.82 FEET; THENCE NORTH 24'58'EAST 38.74 FEET; THENCE NORTH 39'30'EAST 59.95 FEET; THENCE SOUTH 54'30' EAST 90.29 FEET; THENCE SOUTH 5'43'08"WEST 60 FEET TO THE POINT OF BEGINNING, (BEING KNOWN AS TRACT 8, MAPLE MANOR, ACCORDING TO THE UNRECORDED PLAT THEREOF). ALSO BEGINNING AT A POINT WHICH IS SOUTH 357.79 FEET AND WEST 19.79 FEET OF THE NORTHEAST CORNER OF SECTION 13, TOWNSHIP 27 NORTH, RANGE 3 EAST W.M., SAID POINT BEING THE SOUTHEAST CORNER OF THE LAND HEREIN DESCRIBED; THENCE NORTH 81'2110"WEST 149.39; THENCE NORTH 24'58'EAST 75 FEET; THENCE SOUTH 75'5120"EAST 125.82 FEET; THENCE SOUTH 5'43'08"WEST 60 FEET TO THE POINT OF BEGINNING, (BEING KNOWN AS TRACT 9, MAPLE MANOR, ACCORDING TO THE UNRECORDED PLAT THEREOF) ALSO BEGINNING AT A POINT WHICH IS SOUTH 417.49 FEET AND WEST 25.77 FEET OF THE NORTHEAST CORNER OF SECTION 13, TOWNSHIP 27 NORTH, RANGE 3 EAST, W.M., SAID POINT BEING THE SOUTHEAST CORNER OF THE LAND HEREIN DESCRIBED; THENCE NORTH 85'48'WEST 162.10 FEET; THENCE NORTH 6'39'EAST 36.82 FEET; THENCE NORTH 24'58'EAST 37.18 FEET; THENCE SOUTH 81'2110"EAST 149.39 FEET, THENCE SOUTH 5'43'08"WEST 60 FEET TO THE POINT OF BEGINNING, (BEING KNOWN AS TRACT 10, MAPLE MANOR, ACCORDING TO THE UNRECORDED PLAT THEREOF) SITUATE IN THE COUNTY OF SNOHOMISH, STATE OF WASHINGTON LEGEND -- !T SEWER MANHOLE _PP UTILITY POLE CBMH (a) - CATCH BASIN MANHOLE -0-p GUY ANCHOR POLE ❑ ce CATCH BASIN ❑EB ELECTRICAL BOX o YD YARD DRAIN ❑ids TELEPHONE PEDESTAL o SDCO STORM DRAIN CLEANOUT ❑CAN CABLE TV BOX o SSC0 SANITARY SEWER CLEANOUT PV POWER VAULT M M WATER VALVE LU LUMINAIRE 'QFH FIRE HYDRANT U AREA LIGHT C ICV IRRIGATION CONTROL VALVE -3GA GUY ANCHOR 6WS WATER SPIGOT H/C HANDICAP RAMP OBo WATER BLOW -OFF -n SIGN AS NOTED ®"IVI WATER METER X-x x FENCE AS NOTED oSP SPRINKLER ® MB MAILBOX M GAS VALVE 0 BOLLARD € 7^ GAS METER ROCKERY SD STORM SEWER LINE WETLAND FLAG SS SANITARY SEWER LINE TREE AS NOTED W WATER LINE E ELECTRICAL LINE "'"'"' """''" " EXISTING ROADWAY T TELEPHONE LINE G NATURAL GAS LINE OH OVERHEAD UTILITY LINES GENERAL NOTE APPROVAL OF THESE PLANS DOES NOT CONSTITUTE APPROVAL OF THE SINGLE FAMILY RESIDENCES AND ASSOCIATED SETBACKS. A SEPARATE BUILDING PERMIT IS REQUIRED FOR REVIEW AND APPROVAL OF THE SINGLE FAMILY RESIDENCES. L Emoms Lovell-Sauerland & Associates, Inc. Engineers/Surveyors/Planners Development Consultants a 19217 36th Avenue W. Suite 106 Lynnwood, WA 98036 S.R. 524 phone: (425)775-1591 R 00 co e-mail: info®lsaengineering.com o N web: lsaengineering.com SOw00/N Wy VICINITY MAP N.T.S. PROPOSED LEGAL DESCRIPTIONS NEW PARCEL 1 BEGINNING AT A POINT WHICH SOUTH 298.09 FEET AND WEST 13.81 FEET OF THE NORTHEAST CORNER OF SECTION 13, TOWNSHIP 27 NORTH, RANGE 3 EAST, W.M., THENCE NORTH 5'43'08"EAST 60 FEET TO THE TRUE POINT OF BEGINNING; THENCE SOUTH 5'43'08" WEST, 108.78 FEET, THENCE NORTH 65'01'34" WEST, 139.67 FEET; THENCE NORTH 24'58'00" EAST, 61.16 FEET; THENCE NORTH 39'30'00" EAST, 59.95 FEET, THENCE SOUTH 54'30'00" EAST, 90.29 FEET TO THE TRUE POINT OF BEGINNING. (BEING KNOWN AS TRACT 8 AND A PORTION OF TRACT 9, MAPLE MANOR, ACCORDING TO THE UNRECORDED PLAT THEREOF). NEW PARCEL 2 BEGINNING AT A POINT WHICH SOUTH 298.09 FEET AND WEST 13.81 FEET OF THE NORTHEAST CORNER OF SECTION 13, TOWNSHIP 27 NORTH, RANGE 3 EAST, W.M., THENCE SOUTH 5'43'08" WEST, 48.78 FEET TO THE TRUE POINT OF BEGINNING; THENCE NORTH 65'01'34" WEST, 139.67 FEET; -THENCE SOUTH 24'58'00" WEST, 89.74 FEET; THENCE, SOUTH 6'39'00" WEST, 36.85 FEET; THE',CE SOUTH 85'48'00" EAST, 162.10 FEET, THF'i';E NORTH 5'43'08" EAST, 71.22 FEET TO THE TREU POINT OF BEGINNING. SITUATE IN THE COUNTY OF SNOHOMISH STATE OF WASH INGTON HINGTON NOTES 1. THE EXISTING HOUSE WILL BE REMOVED. SEPARATE DEMOLITION PERMIT IS REQUIRED FOR THE DEMOLITION OF STRUCTURES. 2. REFER TO THE GEOTECHNICAL REPORT BY LIU & ASSOCIATES, INC. FOR DISCUSSION OF SETBACK REDUCTION. BENCH MARK TOP OF MONUMENT IN CASING DESIGNATING THE NORTHEAST CORNER OF SECTION 13, WHICH BEARS N 23'37'31" E FROM THE NORTHWEST CORNER OF THE PROPERTY. ELEVATION; 151.71 DATUM : NAVD 1988 SHEET INDEX C1 EXISTING CONDITION MAP C2 SITEq DEVELOPMENT PLAN C3 GRADING AND T.E. & S.C. PLAN C4 ROAD AND STORM DRAINAGE PROFILE & DETAILS c5 TRAFFIC CONTROL AND ROUTE MAP I� Call 2 Working Days Before You Dig 1-800-424-5555 Utilities Underground Location Center (ID,MT,ND,OR,WA) STREET ,,.. RESUB MAR 16 2015 BUB.DIN4 DEPARwMENT CITY OF EDMONDS k APPROVED FOR CONSTRUCTION CITY OF EDMONDS DA BY: LIAZ/t - CITY ENGINEERING DIVISION 3/4/15 N,, 0 1 0 LO 0 N 1 M N 1 N 0 0 z W 0 0 0 0_ W o_ 0 w N w o� J Lj � _ z O 0 Z Q O Q `� O z p � w z V) U O LLJ fd O Z Lij V) W z J z SCALE AS NOTED DRAWN CHECKED JTT JWY DATE F.B. 1-14-13 "'kN 20120016 LSA FILE ND. 5316 SHEET C 1 of 5 MAR 0 4 2015 SURFACING LEGEND \\�`\.\`�\\�� EXISTING ASPHALT \ NEW ASPHALT EXISTING CONCRETE _[: X Iv1I I TOP=130.9t 150.9 NEW CONCRETE INv-t30.9i C..�Tw1. -RETREATMENT C8� ..'.`\ W/SEPARATOR TEE ` At FINE MESH SCREEN TOf` 151.50 �. INV. 1.49.10 J INV=137.71 (TO BE DIELD VERIFIED) \ _r 4"0 WALL DRAIN - PROVIDE / i J N T� r ( 0 F� D r D P L A 1 A MIN. OF 2' COVERAGE UNDER THE DRIVEWA/ 1 r \ ASPHALT THICKENED EDGE .•0 I J\/j A F) r J�� 1 N 0 R EXISTING r ASPHALT UWAT f9A5' WIDE 1 IN kLTRATION TRENCH C S 39-3010 TOP OF ROCK=149.69 ` •`� .:; _„ BO M OF ROCK=144.19 \t\\ SEE S EET C4 FOR DETAILS I 1 1 ASP !At T THICKENED EDGE-' i 1 FIRE HYDRANT_, \F i :... 1r TOP::::157.64' MP INV::=151.L',J 1 N 6-39'00" E 36.85' SITE CLASSIFICATION WORKSHEET. 1. PERMEABLE PAVEMENT PROPOSED = 0.0 S.F. 2. IMPERVIOUS AREA (SEE TABLE ON THIS SHEET) 3. TOTAL AREA OF LAND DISTURBING ACTIVITY = 11,500f SF 4. EARTHWORK QUANTITY: EXCAVATION = 900f CY FILL = 200f CY THE QUANTITIES OF EXCAVATION AND FILL ARE APPROXIMATE ONLY AND SHALL NOT BE USED FOR CONTRACTUAL PURPOSES. 5. PROJECT WILL NOT CONVERT 3/4 AC OR MORE OF NATIVE VEGETATION TO LAWN OR LANDSCAPE AREA 6. WATERSHED = DIRECT DISCHARGE - PUGET SOUND PIPED BASIN PROJECT CLASSIFICATION: SMALL SITE - CATEGORY 2 SECTION! 13, � � 1 ?O \JC) \Ix,Y �O�\ CB #4,TYPE 1L PRETREATMENT CB '\ / W/SEPARATOR TEE & FINE MESH SCREEN , TOP 153.0f 1 , INV. 148.80 (NW) EXIST. SANITARY SEWER INV. 148.70 (SW) WILL NEED TO BE CUT. CONNECT ROOF SEE UTILITY NOTE #3 AND FOOTING /SSCO DRAINS TO CB TOP=152.3f INV=145.9 l' 15'-4" PV FOOTING DRAIN O 13270300101400 -,® 2.00% 2.0% MIN. (TYP.) MARK AND SHAUNE NIRSCHL , FT. CHAIN ' LINK FENCE r ¢" PVC ,�\\ti SRO, A / �0.00% 0TOP 5 �,�Q•, j G(iNCRF.:'I'E r INV=146.4 ' 1 v_ T. 27N ., R.3E., W.M. SCALE 1 "=20' CONCRETE 2gBLOCK WALL-)J7 GUTTER & D 0 20 , / •SURFACE`, r �5 r I FtQW ARROW., \\i-1:�o/ / I I I RF....PVC.. G DRAIN `I'9 ........... _ EX. SANITARY - SEWER- SERVICE LINE TO BE REMOVED rC� `� �SCUPaER\ & DS % / I Q )VER \ 1ij'I ` j 0 _`,__• -' /j \�ROOS DRAIN 'fiGHTLI ilj cn f' i !r \ (NE) \ �I a2.0% MIN. L_ L.i , 72.40 , /r i CGr.7 ROOF SUR '�•�,` �/ FLOW ARRF GUTTER & DS CO�(TYP.) ! SCUPPER & DS I U 4! GARAGE I i CB,/#1,TYFL� 4'0 PERF. PVC L FOOTING DAIN� PR ENT AS:ZEAc:'/11' r ";' I N t/ Ljj W/I SOLID COW/ FINE MESH j ! ' NV. 155,81 ;NE Fc N lj :NV. ' 55,9n (W) -EX. CITY EMONS U N R r C 0 r? D r J F) I r, 1 EASEM NTO A.F. NOS• 7704260L270, 7704260271 AND 7704260272 J r I J\/J AI r J�f� r�\1 J T� EX. CITY OF EDMONDS SANITARY SEWER EASEMENT A.F. NO. 2121671 ROOFS SOUTH PORTION 1,690 S.F. ROOFS NORTH PORTION 2.289 S.F. FRONT PORCH STAIRWAY 93 S.F. DECK OVER PATIO 622 S.F. PRIMARY DRIVEWAY 2,152 S.F. SECONDARY DRIVEWAY 782 S.F. PRIVATE ROAD IMPROVEMENTS ± 3167 S.F. TOTAL NEW IMPERVIOUS 1 10.795 S.F. DRIVEWAY: 265 SF BYPASS TO TRENCH "C" LINE TYPE AREA (SQUARE FEET) 1. NON -REGULATED 0 '/ :```:• '' f`' :'' EXEMPT REGULATED 2. REPLACED 0 0 3. NEW (POST 1977) + 10,795 4. TOTAL REGULATED IMPERVIOUS AREA = 10,795 5. TOTAL AREA MITIGATED BY EXISTING STORMWATER MANAGEMENT SYSTEM(S) - 0 6. REGULATED AREA NOT YET MITIGATED = 10,795 7. AREA PROPOSED TO BE MITIGATED BY LOW IMPACT DEVELOPMENT TECHNIQUES = 10,795 8. AREA PROPOSED TO BE MITIGATED THROUGH CONVENTIONAL SWM TECHNIQUES = 0 lil i�= I I � A. f rA C I A yfi f i(.r(.. i,1'� 1P U .1 iaj j'n dy4 iz ; 1 r0 , 1 i G0 ' WATER & SEWIE8 INSPECTIOM REUD. GACL 425..771-022 E° XT:1326 DECK OVER PATIO: 622 SF DRAIN TO TRENCH "C" IMPERVIOUS SURFACES DRAIN TO INFILTRATION TRENCH "A" IMPERVIOUS SURFACES DRAIN TO INFlLTRATIOM TRENCH "B" N SURFACES DRAIN ®IMPERVIOUS TO INFILTRATION TRENCH "C" DRAINAGE BASINS MAP NOT TO SCALE BACK SIDE OF METER BOX SHALL BE SET AT THE PROPERTY LINE. METER BOXES SHALL NOT BE PLACED IN DRIVEWAY AREAS. CO 00 ©METER INSTALLED BY 0 ID VALVEC---_---t1 Dmtmimbl OF FL13V - MATERIAL LIST D OA ALL V SERVICES TO BE TYPE 'K' SOFT COPPER TUBING, O 1' BALL CORP. STOP WITH CC THREAD INLET AND COPPER (CTS) GRIP OUTLET. (FORD OR MUELLER). © DUAL PURPOSE UNION. OD MIPT X CTS GRIP BALL VALVE CURB STOP EQUAL TO FORD B84-444Q FOR I' O NEW 11'SERVICE: ANGLE BALL METER VALVE BY SINGLE CHECK. 15- HIGH WITH DUAL PURPOSE UNIONS ON INLET AND OUTLET. HORIZONTAL IN HORIZONTAL OUTLET. EQUAL TO FORD VBH94-15W-11-44• EXISTING 1^SERVICE: USE SAME AS ABOVE WITH NO SINGLE CHECK. 4-1SW-11-44. 0 V CC TAP SERVICE SADDLE EQUAL TO ROMAC SOTS OG MID -STATES PLASTIC METER BOX 1324-12 FOR V SERVICE MS 13x24 DUCTILE LID WITH 7Wx4)e READER FOR V SERVICE OH FOR VACANT LOT (FUTURE USE> LOCATION MARKED WITH PAINTED 2' X 4' STAKE WITH 'WATER' STENCILED ON IT. Q 14GA. VINYL COATED WIRE TRACER (TAPED TO PLASTIC PIPE EVERY 10') TO BE GROUNDED AT METER AND HOUSE. O SCHEDULE 40 3/4. OR 1' PLUG. REMOVE WHEN CONNECTION IS MADE TO CUSTOMER LINE. KO WATER SERVICE TO HOUSE, INSTALLED BY OWNER/CONTRACTOR. © PROPERTY OWNER RESPONSIBLE FOR PURCHASING 3/4' OR V METER THROUGH THE CITY. CITY WILL INSTALL METER AFTER PURCHASE. IF USING 3/4' METER, CITY WILL PROVIDE REDUCERS, o.r-::....EJED: Q REVISIONS STANDARD DETAIL Arrrmvm NYDATL D. GEBERT 6/19/03 1" WATER SERVICE - FOR 3/4. OR V METER INSTALLATION D. GEBERT 4/2/07 DATE SCALE DWG N0. Est. 1890 R. ENGLISH 10/04/11 7/24/01 NTS E7.6 (FOR FUTURE DEVELOPMENT) SEWER STUB SHALL BE LOCATED 10' INSIDE PROPERTY LINE & STAKED. �- PLACE 2x4 AT END OF SIDE SEWER STUB AND CUT TO LENGTH TO ENSURE 3 FEET EXTENDS ABOVE GRADE. PAINT TOP 18 INCHES WHITE. IN 3 INCH HIGH LETTERS, STENCIL THE NUMBER OF EVEN FEET FROM GROUND ELEVATION TO THE SEWER STUB INVERT. 8 GAUGE WIRE TO BE DOUBLE WRAPPED AROUND PIPE AND 2x4 STAKE AT OR ABOVE FINISHED GRADE. z CASTIRON LOCKING LID 10' LAMPHOLE COVER (EAST JORDAN IRON WORKS CO.) (MODEL #: 003661081 O EL n. w z z= °ol a 6" WYE AND 45' BEND 'o W_ 6" LATERAL RUN TO HAVE g• TEE SLOPE OF 2% MIN. TO a 50% MAX. POSSIBLE SEWER MAIN LOCATION k � CONNECTION AT AIN SHALL BE MAT RUBBER JOINT BISCUIT PLUG OR ` `��\ 45* ANGLE OTHER APPROVED WATERTIGHT PLUG OR GREATER POSSIBLE NOTE 22.5' OR I I SEWER MAIN LOCATION 1. 45' BEND WHEN TAPPING INTO EXISTING MAIN \l AN INSERTA-TEE SHALL BE USED. j PLACEMENT OF TEE SHALL DEPEND ON DEPTH OF SEWER MAIN. AS A MINIMUM, THE TEE SHALL BE PLACED AT A 45 DEGREE ANGLE. 2. IF CONNECTING SIDE SEWER TO EXIST CONCRETE LATERAL, A CONCRETE/PVC ADAPTER SHALL BE USED AND SECURED PER MFGR'S INSTRUCTIONS. REVISIONSAppre.10 By DATE _ STANDARD DETAIL D. GEBERT 01/28/04 TYPICAL SEWER LATERAL D. GEBERT 05/06/05 7890-19913 DATE SCALE DWG N0. D. GEBERT 4/2/07 7/24/O1 NTS E6.4 UTILITY NOTES 1. ALL UTILITIES SHALL BE UNDERGROUND. 2. REQUIRED SEPARATION OF UTILITIES SHALL BE MET PER CITY OF EDMONDS AND INDUSTRY STANDARDS. a. MINIMUM OF 10' SEPARATION FROM THE SEWER AND WATER; b. ALL THE UTILITIES TO THE HOUSE (I.E. POWER, PHONE, CABLE, GAS, ETC.) MUST BE A MINIMUM OF 3' SEPARATION FROM THE DRY UTILITIES AND WATER, SEWER, STORM. 3. IN ORDER TO REUSE THE EXISTING SEWER LATERAL. THE CONDITION MUST BE VERIFIED BY CITY OF EDMONDS SEWER DIVISION OPERATIONS CREW. IF CONDITION IS NOT SATISFACTORY, A NEW LATERAL SHALL BE EXTENDED TO THE MAIN. W MAXIMUM bRiVILW 11 KOK 14% ® CENTERLINE OF PVI STA = 0+20 PRIMARY DRIVEWAY PVI ELEV = 156.10 20.0' VC on ,:- ....................................................................: ........................... ................................................. 0.0 9 xi o ' 0 LI cc 160 ................................................. �I a- , W c4' .-00 FRONT PORCH/STAIRWAY: 93 SF'.................................................................. DRAIN TO TRENCH "B" LnI17 Ln: n 150 €....................... 0+00 PM STA = 0+83.98 PM ELEV = 164.74 20.0' VC F� PROPOSED ROAD GRADE ® CENTERLINE OF PRIMARY DRIVEWAY PRIMARY DRIVEWAY 1 +00 GENERAL NOTES 1. ALL MATERIALS AND WORK SHOWN ON THESE PLANS SHALL CONFORM TO THE CITY OF EDMONDS STANDARD PLANS AND DETAILS, THE FOLLOWING SPECIFICATIONS AND CODES, AND ALL OTHER APPLICABLE LOCAL MUNICIPAL, STATE, /•.AD FEDERAL CODES, RULES AND REGULATIONS: - CURRENT I NTERNATIONAL BUILDING CODE (IBC) - 2014 WSDOT/APWA STANDARD SPECIFICATIONS FOR ROAD, BRIDGE AND MUNICIPAL CONSTRUCTION - WASHINGTON STATE DEPARTMENT OF ECOLOGY STORMWATER MANAGEMENT MANUAL FOR THE PUGET SOUND BASIN (CURRENT EDITION) 2. STANDARD PLAN AND TYPE NUMBERS INDICATED ON THESE DRAWINGS REFER TO CITY OF EDMONDS STANDARD DETAILS, UNLESS NOTED OTHERWISE 3. A COPY OF THESE APPROVED PLANS MUST BE ON THE JOBSITE WHENEVER CONSTRUCTION IS IN PROGRESS. 4. DEVIATIONS FROM THESE PLANS MUST BE APPROVED BY THE ENGINEER OF RECORD AND THE LOCAL GOVERNING AUTHORITY. 5. CONTRACTOR SHALL RECORD ALL APPROVED DEVIATIONS FROM THESE PLANS ON A SET OF "AS -BUILT" DRAWINGS AND SHALL SUMMARIZE ALL AS -BUILT CONDITIONS ON ONE SET OF REPRODUCIBLE DRAWINGS FOR SUBMITTAL TO THE OWNER PRIOR PROJECT COMPLETION AND ACCEPTANCE. A SET OF AS -BUILT DRAWINGS SHALL BE SUBMITTED TO THE CITY OF EDMONDS PRIOR TO FINAL APPROVAL OF THE BUILDING OCCUPANCY/FINAL PROJECT APPROVAL. 6. ELEVATIONS SHOWN ARE IN FEET. SEE SURVEY FOR BENCHMARK INFORMATION. 7. THE LOCATIONS OF EXISTING UTILITIES AND SITE FEATURES SHOWN HEREON HAVE BEEN FURNISHED BY OTHERS BY FIELD SURVEY OR OBTAINED FROM AVAILABLE RECORDS AND SHOULD THEREFORE BE CONSIDERED APPROXIMATE ONLY AND NOT NECESSARILY COMPLETE. IT IS THE SOLE RESPONSIBILITY OF THE CONTRACTOR TO INDEPENDENTLY VERIFY THE ACCURACY OF ALL UTILITY LOCATIONS SHOWN AND TO FURTHER DISCOVER AND PROTECT ANY OTHER UTILITIES NOT SHOWN HEREON WHICH MAY BE AFFECTED BY THE IMPLEMENTATION OF THIS PLAN. CONTRACTOR SHALL VERIFY LOCATION, DEPTH, SIZE, TYPE AND CONDITION OF EXISTING UTILITY LINES AT CONNECTION OR CROSSING POINTS BEFORE TRENCHING FOR NEW UTILITIES. ENGINEER ASSUMES NO RESPONSIBILITY FOR THE COMPLETENESS OR ACCURACY OF THE EXISTING UTILITIES AND SITE FEATURES PRESENTED ON THESE DRAWINGS. ENGINEER SHALL BE NOTIFIED IMMEDIATELY OF CONFLICTS THAT ARISE. 8. CONTRACTOR SHALL LOCATE AND PROTECT ALL UTILITIES DURING CONSTRUCTION AND SHALL CONTACT THE UNDERGROUND UTILITIES LOCATION SERVICE (1-800-424-5555) AT LEAST 48 HOURS PRIOR TO CONSTRUCTION. 9. CONTRACTOR SHALL VERIFY ALL CONDITIONS AND DIMENSIONS AT THE PROJECT SITE BEFORE STARTING WORK AND SHALL NOTIFY OWNER'S REPRESENTATIVE OF ANY DISCREPANCIES. 10. PIPE LENGTHS WHERE SHOWN ARE APPROXIMATE AND MAY CHANGE DUE TO FIELD CONDITIONS. 11. CONTRACTOR SHALL OBTAIN A COPY OF THE GEOTECHNICAL REPORT (WHERE APPLICABLE) AND SHALL THOROUGHLY FAMILIARIZE HIMSELF WITH THE CONTENTS THEREOF. ALL SITE WORK SHALL BE PERFORMED IN STRICT COMPLIANCE WITH THE RECOMMENDATIONS OF THIS REPORT. 12. STRUCTURAL FILL MATERIAL AND PLACEMENT SHALL CONFORM TO THE RECOMMENDATIONS OF THE PROJECT GEOTECHNICAL REPORT. 13. MANHOLES, CATCH BASINS, UTILITIES AND PAVEMENT SHALL BEAR ON MEDIUM DENSE TO VERY DENSE NATIVE SOIL OR COMPACTED STRUCTURAL FILL. IF SOIL IS DISTURBED, SOFT, LOOSE, WET OR IF ORGANIC MATERIAL IS PRESENT AT SUBGRADE ELEVATION, REMOVE AND REPLACE WITH COMPACTED STRUCTURAL FILL PER GEOTECHNICAL REPORT. 14. SEE SURVEY AND ARCHITECTURAL DRAWINGS FOR DIMENSIONS AND LOCATIONS OF BUILDINGS, LANDSCAPED AREAS AND OTHER PROPOSED OR EXISTING SITE FEATURES. 15. SEE ARCHITECTURAL DRAWINGS FOR PERIMETER FOUNDATION DRAINS. FOUNDATION DRAINS SHALL BE INDEPENDENT OF OTHER SITE DRAIN LINES AND SHALL BE TIGHTLINED TO THE STORM DRAIN SYSTEM WHERE INDICATED ON THE PLANS. 16. ALL REQUIRED STORMWATER FACILITIES MUST BE CONSTRUCTED AND IN OPERATION PRIOR TO INSTALLATION OF ANY PAVEMENT UNLESS OTHERWISE APPROVED BY THE ENGINEER. 17. ALL ROOF DRAINS, PERIMETER FOUNDATION DRAINS, CATC4 BASINS AND OTHER EXTERNAL DRAINS SHALL BE CONNECTED TO THE STORM DRAINAGE SYSTEM, UNLESS NOTED OTHERWISE. 18. CONTRACTOR SHALL OBTAIN AND PAY FOR ALL PERMITS REQUIRED FOR INSTALLATION OF ALL SITE IMPROVEMENTS INDICATED ON THESE DRAWINGS. 19. AS A MINIMUM REQUIREMENT, ALL DISTURBED AREAS ON AND OFF SITE SHALL BE RETURNED TO THE EQUIVALENT OF THEIR PRECONSTRUCTION CONDITION IN ACCORDANCE WITH APPROPRIATE REQUIREMENTS AND STANDARDS. 20. ALL DISTURBED SOIL AREAS SHALL BE SEEDED OR STABILIZED BY OTHER ACCEPTABLE METHODS FOR THE PREVENTION OF ON -SITE EROSION AFTER THE COMPLETION OF CONSTRUCTION. SEE EROSION CONTROL PLANS FOR SPECIFIC GRADING AND EROSION CONTROL REQUIREMENTS. 21. THE CONTRACTOR SHALL KEEP OFF -SITE STREETS CLEAN AT ALL TIMES BY SWEEPING. WASHING OF THESE STREETS WILL NOT BE ALLOWED WITHOUT PRIOR APPROVAL. 22. THIS PROJECT IS NOT A BALANCED EARTHWORK PROJECT. BOTH EXPORT AND IMPORT OF SOIL AND ROCK MATERIALS ARE REQUIRED. 23. SLOPE OF FINISHED GRADE SHALL BE CONSTANT BETWEEN FINISHED CONTOURS OR SPOT ELEVATIONS SHOWN. 24. FINISHED GRADE SHALL SLOPE AWAY FROM BUILDING WALLS AT MINIMUM 5% SLOPE FOR A MINIMUM DISTANCE OF 10 FEET. 25. CONTRACTOR SHALL BE RESPONSIBLE FOR AND SHALL INSTALL AND MAINTAIN SHORING AND BRACING AS NECESSARY TO PROTECT WORKERS, EXISTING BUILDINGS, STREETS, WALKWAYS, UTILITIES AND OTHER EXISTING AND PROPOSED IMPROVEMENTS AND EXCAVATIONS AGAINST LOSS OF GROUND OR CAVING EMBANKMENTS. CONTRACTOR SHALL ALSO BE RESPONSIBLE FOR REMOVAL OF SHORING AND BRACING, AS REQUIRED. 26. CONTRACTOR SHALL OBTAIN APPROVAL FROM THE CITY AND FOLLOW CITY PROCEDURES FOR ALL WATER SERVICE INTERRUPTIONS, HYDRANT SHUTOFFS, STREET CLOSURES OR OTHER ACCESS RESTRICTIONS. CONTRACTOR SHALL NOT RELOCATE OR ELIMINATE ANY HYDRANTS WITHOUT FIRST OBTAINING WRITTEN APPROVAL FROM THE FIRE MARSHAL. 27. COORDINATE AND ARRANGE FOR ALL UTILITY CONNECTIONS, UTILITY RELOCATIONS AND/OR SERVICE INTERRUPTIONS WITH THE AFFECTED OWNERS AND APPROPRIATE UTILITY COMPANIES. CONNECTIONS TO EXISTING UTILITIES SHALL BE MADE ONLY WITH ADVANCE WRITTEN APPROVAL OF THE AUTHORITIES GOVERNING SAID UTILITIES. 28. EXISTING UTILITY LINES IN SERVICE WHICH ARE DAMAGED DUE TO CONSTRUCTION WORK SHALL BE REPAIRED AT CONTRACTOR'S EXPENSE AND INSPECTED AND ACCEPTED BY CITY OF EDMONDS AND OWNER'S REPRESENTATIVE PRIOR TO BACKFILLING. 29. NEW UTILITY LOCATIONS ARE GENERALLY SHOWN BY DIMENSION, WHERE NO DIMENSIONS ARE INDICATED, LOCATIONS MAY BE SCALED FROM DRAWINGS. FIELD ADJUSTMENTS SHALL BE APPROVED BY OWNER'S REPRESENTATIVE AND CITY. 30. WHERE NEW PIPE CLEARS AN EXISTING OR NEW UTILITY BY 6" OR LESS, PLACE POLYETHYLENE PLASTIC FOAM AS A CUSHION BETWEEN THE UTILITIES. 31. SEE MECHANICAL DRAWINGS (WHERE APPLICABLE) FOR CONTINUATION OF SITE U11LITIES WITHIN THE BUILDING. 32. SEE ELECTRICAL DRAWINGS (WHERE APPLICABLE) FOR EXTERIOR ELECTRICAL WORK. 33. SEE LANDSCAPE DRAWINGS (WHERE APPLICABLE) FOR SITE IRRIGATION SYSTEM. r Call 2 Working Days Before You Dig 1-800-424-5555 Utilities Underground Location Center (ID,MT,ND,OR,WA) 2015MAR 16 BUILDING DEPAR7AAENTI' APPROVED FOR COf S-MITOM' N CIT EDMONDS D A BY: 61TY ENGINEERING DIVISION LEmpm Lovell- Sauerlan d & Associates, Inc. Engineers/Surveyors/Planners Development Consultants 19217 36th Avenue W. Suite 106 Lynnwood, WA 98036 phone: (425)775-1591 e-mail: info®lsaengineering.com web: lsaengineering.com 3/4/15 ', d- 0 1 1M 0 L0 0 N I M N I N Q z Lv 0 0 0 O: Ld a 0 W w z 0 r- x Q) J Ld c� z � z o Z Z N � Q Z J � I LiJ z g � �0 ��wz � i Li Ld Q) I I >- W O Z � W Z J z SCALE AS SHOWN DRAWN CHECKED SHEET JTT JWY DATE F.B. C 1-14-13 2 " LN 20120016 LSA FILE N0. 5 316 OF MAR 0 4 2015 SECTION 13, T.27N., R.3E., W.M. EROSION AND SEDIMENT CONTROL (ESC) NOTES W/SEPARATOR TEE / , SCALE 1 "=20' & FINE MESH SCREEN TOP 151.50 J 10 O 30 INV. 149.10 J / / 0 20 S 39130'00" W 59.95' _ t •`• 13270300101400 I I I )) (`� ) Dr✓ r Ar MARK AND SHAUNE NIRSCHL r S1. 4 FT. CHAIN 240 S.F.(MIN.) r LINK FENCE INFILTRATION TRENCH TO BE REMOV D) ' r r r J EXISTING - f TRENCH BOTTOM=145.93 l\Jl A P L r Jul] A 1� D R !` ASPHALT TOP OF ROCK=149.93 ROADWAY. ADDITIONAL t9 5' WIDE. I ROAD ''.` CONCRETE , I � EASEMENT � ��:... \ .. _ ,'oo BLOCK WALL R-100.00' ° // \ oesERVnTION WELL (TO BE R M QED) / \ I a=14'32'001, �� / // �o\ 55�4 F!`-'•. CONCRETE \ `\ J y% f ECORDED DRAINAGE %� - BLOCK WALL r REASEMENT.. (15.x50'�" (TO B_ D) 155.40 �.... ; W I J / .......... xl�G'RUCE i /CONCRETE'✓ \5c coo I Q /. / MODU,LAR.. \ I nt/ nO� I / BLOCK Wa i \ i ^ LL U) , i J tJ. i .:i( ¢ ! / WALL RAIN , Q Ljj EXIST. LOT LINE OC T N 24'58'00" E / '° %(.'E - Qp ! \J�- e j' r' LEI , �...i O i o _> l I I 150.9E O � n { / O ,] V N if -� 6" SEWER LATERAL / 1 �, �W + / �' K , : o � N v. J �r 160.01. � � Ern' i I , r i 1 Ir W �•, ; �' •SURFACE � o X TYP;(F 1 Q / / O• 1 6 x R FLO R :I 6 FINISH CO 0 /. J "•:::;`:::::: ,`. / ' FOOTING DRAIN �-V 1 6�y TYP.)z' ,cEa be FF o r �C/`Op....: ...Os:`..>. 1 1� �� FINISH {A� G�pX W ' / ' GRADE S. M. ,::r/^• / , 1 `•L... o . `gin ' - 16 7 �(TYP.) ^ [CONCRETE WALL -EXISTING �g Tp° p,0�' / >? , NE 16�(ENTERLINE aPRAF 1 �, j (MAX. HEIGHT=4 ) % CON R , PROP LOT FLO cE - I i /' AZT - • - I I �' _ in . ! p,•.. `:.. `�''�P �Y ' i 1 I /' • %'� 65. ..� • h � 'I, /fir - / _ / '. �`� / 1 .�/..�.� • �. •.�-,. • '' ,ARING ° oar/..., ... `6yca < J I :•:;' ! W CONCRETE LIMI �.� I GUARDRAIL MODULAR !!p� (• X ' I' / V.`,' '... , `'`„ /,/ / ; r' BLOCK WALL \ \ FF E��pJ EXIST. LOT 1 ti ASPHA T THICKENED EDGE ; / i ;: S/ F_ 164.E LINE "' ,ttd I• J} z, 1 j 2 �_ , / \\ 1 FFARACe oVWpOM 15,000. sq.ft. FIRE HYDRANT c::' 12 /' \ i YARD DRAIN / �, v FH TOP 163.50 QORo� /J TOPD163.A0 o J i� o\�G\\ i J i 3' ��' i \ INV. 157.01 > //.. ' � _j \ ' INV. 160 �w CONCRETE/ / O Q J 00 v d. , WALL / /` M c� I , -J \� ( , � / � r 3r o r TIjRN VOL i x. EASEMENT �2 4: - OWNER/CONTRACTOR I 5• 1 :::.,:...... RESPONSIBLE 1 ! ERrco S ,5 - I FOR EROSION CONTROL AND DRAINAGE if ...tt y/ -�Y�'m GARAGE I i i/ r n ' �+'..� - .. ,.._ _...._.._..._.. n90 , FF=164.0 N 6'39 00 E ' c f _ t 6c; ...... _ ... _...-_. *1' v. .r INFILTRATION TRENCH _ ... _`!-... _..._ _° .._ ' 36.85 / / TRENCH --BOTTOM= :8T" TOP OF ROCK=147.21 _ _.._...._. - ......... -- _ _ _ _ ` a OBSERVATION WELL Y �, %CO ' _ N 85'48'00" W EX. C i EX. CB,TYPE 1L 1 2.10'g -� / (' /' PRETREATMENT CB " \ W/SEPARATOR TEE & FINE MESH SCREEN EXMH I �I' TOP 158.38 INV. 155.98 s+. , ` ROCKERY I 1327030010140E EX. CB ' MICHAEL K. GREEN ,TYPE 2, 48" TOP 163.33 I +I INV. 155.81 (NE & NW) I� INV. 155.98 (W) d LEGEND SURFACING LEGEND SYMBOL ITEM CODE BMP# C.O.E. STD. EXISTING ASPHALT X X FILTER FABRIC FENCE FILTRATION SYSTEMS O C233 E1.1 CLEARING LIMITS ASPHALT EXISTING CONCRETE DUST CONTROL (TO INCLUDE DC C140 SPRINKLING THE SITE WITH WATER UNTIL SURFACE IS WET) NEW CONCRETE O ' ••' ' TEMPORARY SEEDING TS C120 STABILIZED CONSTRUCTION ENTRANCE CE C105 E1.2 FILTER FABRIC - SECURED TO 2' X 2' 14 GA. WIRE FABRIC EQUAL 2' X 2' WOOD OR EQUIVALENT 8'- 12' u IEjff 8' �---- FILTER FABRIC MATERIAL IN PLACE 3/4'-1,5' WASHED GRAVEL IN CONTINOUS ROLLS. USE STAPLES OR WIRE RINGS TO ATTACH THE TRENCH AND ON BOTH SIDES OF FABRIC TO WIRE. FILTER FABRIC FENCE ON THE SURFACE. V MESH SUPPORT FE E UPPORT FILTER FA IC ZD BURY BOTTOM OF FILTER ti MATERIAL 8' TO 12' 6' MAX, Al 2' X 2' WOOD POSTS OR EQUIVALENT CONTRACTOR/DEVELOPER SHALL MAINTAIN AND REPLACE STRAW BALES TO INSURE PROPER EROSION CONTROL. CITY INSPECTION REQUIRED ON ALL EROSION CONTROL METHODS BEFORE OTHER WORK CAN BEGIN, STANDARD DETAIL FILTER FABRIC FENCE FILTRATION SYSTEMS TE 7/24/01 SCALE NTS O c; No' E1.1 RADIUS QUARRY SPALLS ♦��o�� _vvv � � � � � � � 000�v0000000��oo- _ CONTRACTORPROVIDE FULL WIDTH OF INGRESS/ EGRESS AREA SHALL MAINTAIN TEMPORARY DURING THE CONSTRUCTION PERIOD. REQUIREDCITY INSPECTION •O•O BEFOREMEASURES O- OWN @� 131150 �2111111111 STANDARD DETAIL Wm = TREE TO BE REMOVED TREE PROTECTION NOTES WHEN TREE CUTTING OR LAND CLEARING WILL OCCUR PURSUANT TO A BUILDING PERMIT, PROTECTION MEASURES SHDULD APPLY FOR ALL TREES WHICH ARE TO BE RETAINED IN AREAS IMMEDIATELY SUBJECT TO CONSTRUCTION. THE REQUIREMENTS LISTED MAY BE MODIFIED INDIVIDUALLY OR SEVERALLY BY THE CITY IF THE DEVELOPER DEMONSTRATES THEM TO BE INAPPLICABLE TO THE SPECIFIC ON-STE CONDITIONS OF IF THE INTENT OF THE REGULATIONS WILL -BE IMPLEMENTED BY ANOTHER MEANS WITH THE SAME RESULT. WHERE THE DRIP LINE OF A TREE OVERLAPS A CONSTRUCTION LINE, THE FOLLOWING TREE PROTECTION MEASURES SHALL BE EMPLOYED: 1. THE APPLICANT MAY NDT FILL, EXCAVATE, STACK OR STORE ANY EQUIPMENT, OR COMPACT THE EARTH IN ANY WAY WITHIN THE AREA DEFINED BY THE DRIP LINE OF ANY TREE TO BE RETAINED. 2. THE APPLICANT SHALL ERECT AND MAINTAIN ROPE BARRIERS ON THE DRIP LINE OR PLACE BALES OF HAY TO PROTECT ROOTS. IN ADDITION, THE APPLICANT SHALL PROVIDE SUPERVISION WHENEVER EQUIPMENT OR TRUCKS ARE MOVING NEAR THE TREES. 3. IF THE GRADE ADJOINIIN'G A RETAINING TREE IS TO BE RAISED OR LOWERED, THE APPLICANT SHALL CONSTRUCT A DRY ROCK WALL OR ROCK WELL AROUND THE TREE. THE DIAMETER OF THIS WALL OR WELL MUST BE EQUAL TO THE TREES DRIP LINE. 4. THE APPLICANT MAY NDT INSTALL GROUND LEVEL IMPERVIOUS SURFACE MATERIAL WITHIN THE AREA DEFINED BY THE DRIP LINE OF ANY TREE TO BE RETAINED. 5. THE GRADE LEVEL AROUND ANY TREE TO BE RETAINED MAY NOT BE LOWERED WITHIN THE GREATER OF THE FOLLOWING AREAS: (A) THE AREA DEFINED BY THE DRIP LINE OF THE TREE, OR (B) AN AREA AROUND THE TREE EQUAL TO ONE FOOT IN DIAMETER FOR EACH ONE INCH OF TREE CALIPER. 6. THE APPLICANT MAY PRUNE BRANCHES AND ROOTS, FERTILIZE AND WATER AS HORTICULTURALLY APPROPRIATE FOR ANY TREES AND GROUND COVER WHICH ARE TO BE RETAINED. 1. ESC MINIMUM REQUIREMENT - CONSTRUC1ON ACCESS ROUTE CONSTRUCTION VEHICLE: ACCESS SHALL BE, WHENEVER PRACTICAL, LIMITED TO ONE ROUTE. ACCESS POINTS SHALL BE STABILIZED WITH QUARRY SPALLS ENTRANCE PER EDMONDS STANDARD DETAIL #E1.2 TO MINIMIZE THE TRACKING OF SEDIMENT ONTO PUBLIC ROADS. IF SEDIMENT IS TRANSPORTED ONTO A ROAD SURFACE, THE ROADS SHALL BE CLEANED THOROUGHLY AT THE END OF EACH DAY. SEDIMENT SHALL BE REMOVED FROM ROADS BY SHOVELING OR SWEEPING AND BE TRANSPORTED TO A CONTROLLED SEDIMENT DISPOSAL AREA WITHIN 24 HOURS. STREET WASHING SHALL BE ALLOWED ONLY AFTER SEDIMENT IS REMOVED IN THIS MANNER. 2. ESC MINIMUM REQUIREMENT - STABILIZATION OF EXPOSED AREAS: ALL SOILS EXPOSED BY LAND DISTURBING ACTIVITIES SHALL BE STABILIZED BY SUITABLE APPLICATION OF BMPS, INCLUDING, BUT NOT LIMITED TO, SOD, HYDROSEEDING, OR OTHER VEGETATION, PLASTIC COVERING, OR MULCHING. ALL BMPS SHALL BE SELECTED, DESIGNED, AND MAINTAINED IN ACCORDANCE WITH THE MANUAL. THE EXPOSED SOILS SHALL BE STABILIZED ACCORDING TO AN APPROVED TIMETABLE. (TYPICALLY, NO SOILS SHALL REMAIN EXPOSED FOR MORE THAN TWO DAYS FROM OCTOBER 1 THROUGH APRIL 30 AND NO MORE THAN SEVEN DAYS FROM MAY 1 THROUGH SEPTEMBER 30). 3. ESC MINIMUM REQUIREMENT - PROTECTION OF ADJACENT PROPERTIES: ADJACENT PROPERTIES SHALL BE PROTECTED FROM SEDIMENT DEPOSITION BY APPROPRIATE USE OF VEGETATIVE BUFFER STRIPS, SEDIMENT BARRIERS OR FILTERS, DIKES OR MULCHING, OR BY A COMBINATION OF THESE MEASURES AND OTHER APPROPRIATE BMPS. 4. ESC MINIMUM REQUIREMENT - MAINTENANCE: ALL EROSION AND SEDIMENT CONTROL BMPS SHALL BE REGULARLY INSPECTED AND MAINTAINED BY THE OWNER TO ENSURE CONTINUED PERFORMANCE OF THEIR INTENDED FUNCTION. ALL MAINTENANCE AND REPAIR SHALL BE CONDUCTED IN ACCORDANCE WITH THE MANUAL. 5. ESC MINIMUM REQUIREMENT - OTHER BMPS: AS REQUIRED BY THE CITY, OTHER APPROPRIATE BMP'S TO MITIGATE THE EFFECTS INCREASED RUNOFF SHALL BE APPLIED. 6. ESC MINIMUM REQUIREMENT - UNDERGROUND UTILITY CONSTRUCTION: THE CONSTRUCTION OF UNDERGROUND UTILITY LINES SHALL SPECIFICALLY ADDRESS THE FOLLOWING: A. EROSION CONTROL FOR EXCAVATED STOCKPILED MATERIALS; B. THE PLACEMENT OF EXCAVATED MATERIAL WHERE CONSISTENT WITH SAFETY AND SPACE CONSIDERATIONS SHALL BE PLACED ON THE UPHILL SIDE OF TRENCHES; C. TRENCH DEWATERING SYSTEMS (MUST DISCHARGE INTO SEDIMENT TRAPS, SEDIMENT PONDS, OR OTHER ACCEPTABLE MEANS); D. TRACKING AND SPILLING OF MATERIALS ON STREETS DUE TO HAULING; E. DAILY CLEANUP AND STREET MAINTENANCE. CONSTRUCTION SEQUENCE NOTES 1. SCHEDULE A PRE-CONSTRUCITON MEETING (OPTIONAL) WITH CITY ENGINEERING DIVISION AT 425-771-0220, EXT. 1326. 2. REVIEW ESC NOTES. 3. CALL FOR UTILITY LOCATES. 4. INSTALL ESC MEASURES AND MAINTAIN DUST CONTROL. 5. HAVE EROSION CONTROL MEASURES INSPECTED BY CITY OF EDMONDS CITY ENGINEERING INSPECTOR. (ALL TEMPORARY SEDIMENTATION AND EROSION CONTROL MEASURES MUST BE IN PLACE AND INSPECTED PRIOR TO ANY CONSTRUCTION OR SITE CLEARING. EROSION AND SEDIMENTATION CONTROL PRACTICES AND/OR DEVICES SHALL BE MAINTAINED UNTIL PERMANENT VEGETATION IS ESTABLISHED.) 6. ROUGH GRADE SITE AS REQUIRED TO INSTALL DRAINAGE FEATURES. 7. CLEAR, GRUB & ROUGH GRADE REMAINDER OF SITE. REVEGETATE DISTURBED AREAS NOT SUBJECT TO ADDITIONAL SURFACE DISTURBANCE IMMEDIATELY AFTER ROUGH GRADING. (OTHER EXPOSED AREAS SHALL BE STABILIZED PER EROSION CONTROL NOTES BELOW) 8. INSTALL UTILITIES AND OTHER SITE IMPROVEMENTS. 9. STABILIZE AND REVE ; (ETATE ENTIRE T E SITE. 10. ESTABLISH LANDSCAPING AND PERMANENT VEGETATION. EROSION CONTROL FEATURES CAN BE REMOVED UPON FINAL SITE STABILIZATION AND APPROVAL BY CITY INSPECTOR. POST -CONSTRUCTION SOIL QUALITY AND DEPTH ALL DISTURBED AREAS ON AND OFF SITE SHALL BE COMPOST AMENDED TO MEET REQUIREMENTS OF BMP T5.13 PER CITY OF EDMONDS HANDOUT #E72 C. DEMOLITION NOTE SEPARATE DEMOLITION PERMITS ARE REQUIRED FOR THE DEMOLITION OF STRUCTURES. NOTES TEMPORARY STOCKPILE AREA SHALL BE COVERED DURING NON -WORKING HOURS AND DURING WET CONDITIONS. DRIVEWAY SLOPES SHALL NOT EXCEED 14% PER EDMONDS COMMUNITY DEVELOPMENT CODE. Call 2 Working Days Before You Dig 1-800-424-5555 Utilities Underground Location Center (ID,MT,ND,OR,WA) EDMOI APPROVED FOR CONSTRUCTION CITY OF MONDS DATE: BY: L4 CITY ENGINEERING DIVISION Lovell- Sauerland & Associates, Inc. Engineers/Surveyors/Planners Development Consultants 19217 36th Avenue W. Suite 106 Lynnwood, WA 98036 phone: (425)775-1591 e-mail: info®lsaengineering.com web: lsaengineering.com 3/4/15 r* d- O I O 0 N 1 N I N 0 Q 0 f2 z w 0 0 U o: w 0 w V) 5 w z O a J w Z n z z J � Q � OO � d � N Z (_3 ~ V) V) (n r�0Q Q T_ Z 3: � J z � �io � ��z o � cwlio� z a o>-CD p � � O Elf w O 0 � z �Z W Z J z SCALE 1 "=20' DRAWN CHECKED SHEET JTT JWY C3 DATE F.B. 1-14-13 PF'LN20120016 OF5_ ISA FILE N0' 5316 MAR 0 4 2015 SECTION 13, T.27N., R.3E., W.M. 10' 7' _ VARIES _ EX.ASPHALT 10' VARIES EX.ASPHALT 1' 1.5' 2' EXIST. CONCRETE MODULAR BLOCK WALL *SAWCUT I *SAWCUT 17. VARIES_ -------------------- ti1 ,.;4;,':�`•... _27.' "2% � 4" PERF. WALL DRAIN ASPHALT THICKENED EDGE 2" COMPACTED DEPTH, ASPHALTIC CONCRETE PAVEMENT *SAWCUT 2" MIN. COMPACTED DEPTH, 5/8" CRUSHED SURFACING TOP COURSE WHEN ABUTTING NEW PAVEMENT TO EXISTING PAVEMENT: NEAT LINE CUT, CLEAN, HEAT AND TACK EXISTING PAVEMENT EDGES W/ SEALER CSS-1 AND SEAL W/ 4" MIN. COMPACTED DEPTH, 1-1/4" CRUSHED SURFACING BASE COURSE AR4000 AND SAND. SAWCUT SHALL BE MINIMUM ONE FOOT INSIDE THE EXISTING EDGE OF PAVEMENT. APPROVED SUBGRADE PRIVATE ROAD IMPROVEMENTS NO SCALE ASPHALT THICKENED EDGE NO SCALE SOLID COVER 4" REMOVABLE PLUG 1" VENT HOLE --� TO INFILTRATION TRENCH-•-}� 4' FINE MESH SCREEN TYPE 1L CB CATCH BASIN #2. #4 SEPARATOR TEE DETAIL NO SCALE WIDTH VARIES, SEE PLAN VIEW (12' MIN.) 6' � 6' (MIN.) (MIN.) ^rSLOPE VARIES 4" FACTORY TEE N. COMPT. DEPTH HMA PAVEMENT CLASS 'RETE CAN BE SUBSITUTED WITH GEOTECH MMENDATION ON SITE ONLY) N. COMPT. DEPTH, AGG. LEVELING COURSE )MPT. DEPTH, AGG. BASE COURSE �II.OVED SUBGRADE TYPICAL PAVEMENT SECTION NO SCALE 170 170 165 165 160 160 155 155 150 150 145 1 +00 2+00 3+00 145 PRIVATE ROAD -------__-____---- --- ®CE ZRIGHT-OF-WAY TERLINE OF X. GROUND 2' EAST OF ENTERLINE OF ---' --____-= RIGHT-OF-WAY 4" PERFORATED PVC PIPE OBSERVATION WELL (OW) W/ LOCKING CLEAN -OUT RING &COVER in to FOOT PLATE 2' 4' 2' 8' 4" CEMENT CONCRETE l— 6" COMPT. DEPTH, AGG. BASE COURSE '4"'PERF. PVC INV. 161.03 CLEAN 1-INCH-MINUS WASHED GRAVEL FILL LINE SIDE WALLS OF TRENCH WITH NON -WOVEN FILTER FABRIC (TYP.) ELEV. 158.14 ' SECTION A —A INFILTRATION TRENCH &CONCRETE PAVEMENT SECTION NO SCALE 4" PERFORATED PVC PIPE OBSERVATION WELL (OW) W/ LOCKING CLEAN -OUT RING &COVER CLEAN ON SITE SOIL FILL75 LO (12" MIN.) 4 PERF. PVC 148.70 /i� • ° • �� CLEAN 1-INCH-MINUS :/i: WASHED GRAVEL FILL ui FOOT PLATE 3' 4' 3' 10' LINE SIDE WALLS OF TRENCH WITH NON -WOVEN FILTER FABRIC (TYP.) ELEV. 144.19 SECTION C—C INFILTRATION TRENCH &CONCRETE PAVEMENT SECTION NO SCALE Lovell—Sauerland & Associates, Inc. Engineers/Surveyors/Planners Development Consultants 19217 36th Avenue W. Suite 106 Lynnwood, WA 98036 phone: (425) '1 75-1591 e—mail: info®lsaengineering.com web: lsaengineering.com i/5/t5 4" PERFORATED PVC PIPE OBSERVATION WELL (OW) W/ LOCKING CLEAN -OUT RING &COVER 0 FOOT PLATE "Lo Nq CIO Cn Cn � L EM 2' 4' 2' 8' 4" CEMENT CONCRETE 6" COMPT. DEPTH, AGG. BASE COURSE '4"PERF. PVC INV. 154.40 CLEAN 1-INCH-MINUS WASHED GRAVEL FILL LINE SIDE WALLS OF TRENCH WITH NON -WOVEN FILTER FABRIC (TYP.) ELEV. 151.77 CHECKC4 ED z 0 x O SECTION B—B < '`J INFILTRATION TRENCH & CONCRETE PAVEMENT SECTION w NO SCALE w n Q yzp�c. FOYt�ctl OF; ise It-'t'YLfktluN wsooT q_�.�zc�� c-��►vt� go�c.��. F off. pity W tELtS (W ASPemb PLotK. 1-'/Z ei � ' O • z 0 w � N z 4" PERFORATED PVC PIPE OBSERVATION WELL (OW) 4" CEMENT CONCRETE _j _ W/ LOCKING CLEAN -OUT RING &COVER LL_ I- 6" COMPT. DEPTH, AGG. BASE COURSE � U) � (n .� w \\�// 4 ERF. PVC Q � I— //\ INV. 148.70 z O I— W z CLEAN 1-INCH-MINUS O WASHED GRAVEL FILL Q O U Sri �/j� „" -� o o • " �' , �\j� O LINE SIDE WALLS OF /�\ :--- •-w • e z-.: V t..l.. .. '\jam TRENCH WITH O G NON -WOVEN FILTER � \ O FABRIC (TYP.) � c— ELEV. 144.19 Q z z FOOT PLATE 3' 3' Q STREET FILE" SECTION D—D INFILTRATION TRENCH &CONCRETE PAVEMENT SECTION NO SCALE ry Call 2 Working Days Before You Dig 1-800-424-5555 Utilities Underground Location Center (ID,IVIT,ND,OR,WA) APPROVED FOR CONSTRUCTI.ON CITY OF EDMONDS DATE rt.LycG�f' BY: L-1/2/,5r CITY ENGINEERING DIVISION 0 Q m �— O � w SCALE NONE DRAWN JAN 05 7115 JAN OR mi; / I 159 50' SS / I ° / TOP: 153 0�' `cS "'�, A F INV.: 14,5ZOVNW) </� T INV.: 145.10' S,I�JY , ROU %r C / FOWE s \15 / /' �NEIt/ \\ INE �CF 158 NFkTR4Tl0 TREWH i -� > 6 �{ OWER \ D \ ETER \ 0� 41 .......:::::.::.... Ave S :::.:.... ....... �v , s ""TOP: 158.0 / ' �- / :.::.::.: .:: •:`......:::::::. \ \� WATER 132 :::. : :: :......::.';::;::; ;:;::;:::;:L / .3 \ /'C .............................. `\ !� METER ♦ gA /� :::::.:......:::::.:::.:.::....::.:..........:.::.::::::. ................................ ..\:..::::: ...................................... .................do ................................................ v �.::. :::: : ".':: :':.:......_. •' •.. ...:::::.'� '.': .... .'::.'.':....::.... 1. SWAT , g \...........................::.....:. :::.:.:::...........::::::::..'..::.:::::............::.::......,, ...:.:::.:: � .......:. \ \ c9 O� LINE / ................................. �;; .............::.�::::.'.:. \ e C :. .:::::.::.'::::.:7' :::::::::::::::::: ' ::::::::: •:: •:: •::.:.::.....:::............. . / P ........ :�.:'.::...:.......::.::.::.: S C ............. .................. P .� ; :...:..::..:::::::...... ::::::::::::::::::..:::. \ \ F rsE) ♦ .......... ................... ......................... ........................... Cp .......................... \:'.....................................\:.•::::.•::..:.:::::.....:... ... :.::::....::.:::.::.::.::.:.::.......................... xz �......:::::.::::.. ✓ F / 6 ..:..............:......................::.......... �\:.::.:::::.::. ...72 ::::.':::....... •0... .... O / / :. :. E� CHI I b ;.; ....... :::.:.:::::....::Y: .:T:: ;.r.:......::::::.I::::::::::::::::':::::::::::::::.I.:.::. ;:.:. 15 CEDA c 1 ter..'.... :--.::.::::::.::...:.::::..::.:....:.. .......................... :g ..., F / .. / 00 '\ 1 O ............. / I 1 .............. / 118 C / EDA BENCH MARK: / / 1 E` :'::'::::::::::::::::.. T / / \ ... .................. /],� / Op FIRE HYDRANT \/ i / / \ 1 162 / .... — � C :::':::�:::. 8 / — — P�4r10 \::�:..::::::::::::::::.:...:.::::. I 1 15 HKiLOCK 9 / 1 �I ]::d: �::/::.; I I / / �::::::::::::::: �TOP: 1&353' ...... INV.: 161 CSE� W04 / / 2�1 "C AR INV=155.32 / ' cb \ / I / / I ' <o<� I - _\ �9 ti `9j l� �I -' — \' / s riR 8 LD E II / / \ \ �� `� _ — — — — \ \\ INFILTRATION \ b, /' DRI \ i / EMLC� / (� \ , \ \ \ TRENCH'A' \ \\ I / / / 62 co 640ce REMOVE MOVE IF � �r ,A, / / /' / I /' \ 42"CEDAR 36"CEDAR Ry � Od K7SS98 / I PORCH 3 'a,00 L� ---_ter ----_ PORCH° DR1�1EW, -r Kati NEW J ' \ \ \ GISTING GRADE IN THE SIDE YARD IS 162.5', SmJ coNCREr MAX. W4LKW,4Y TOP OF WALL IS 165 5 . 0)� Height Calc„ / / / \�/`' , / O\ \\ � \` �') \ \ ' ,\ ♦ �' /', P�7Y.: INV=155.75 —AS LINE / A. 16400' 6, 15: 164.10 O / `a / F4-Tk /7/ - / 1' \ .00 \ '. ` // / 64100'/4-16025' / ONcREr \ /' / —16 4 v / / Q' % 25.00 = S DR/v uJ E �, / / / % MAXIMUM=18525 �k SM CIOL tCLA Z t-or 164.00, '4Y M / / / 9r%Xn►W�K+NC7 tZ�%AKL-.M R� INN / �� / 8"MAPLE O /' / / Lot overage Calc„ vv \ \ \ \ ^ WALL' / � / ? / C IBUILDING FOOTPRINT: 4,134 50. FT. / Ov (INCLUDING DECKS) LOT AREA: 13,046 SQ. FT. = 31.1 PERCENT COVERAGE LUAL NOTE: \ \ \ \ / I" WATER METER CONFIRMED. \ \ \ A PIGOT/ / �' / /�/' �`b0 /' - Impervious Coverage; / -�`', ROOFS: 3,919 SQ. FT. \ \ /-�lSt. — — ' / ' DECKS / PORCHES: 115 SQ. FT. DRIVEWAYS: 2,934 SQ. FT. \ \/ 76 20,/ / / PRIVATE ROAD IMP.: 3,161 80. FT. NOTE: SEE CIVIL DRAWINGS FOR \ <\\ �� 6� k �, DRAINAGE, TESC AND GRADING \ � �\ ` - � / / / � - � � ° p/b INFORMATION 7\ ��\ /y' �► /�� %, 70,\a66, � e an \/,174—( ////' / Zone 0 S -(-'L- :ar:Ler Flag SCALE: IX//' / / ,' /' '/ /' /' Setbacks P. i .Pvi ed r►al Front v✓ _ Z>, �� Sides Nl S .�0 ro (0. S f,.3 �� hear 0' /' / / i' ' , /' / I Other ■ I L...■ ��llllllll''' ■_III. ■■III I �o W W JzPLU J CD V J W W r� z LO w w °' J zap — z n J 00 W ri :D � ry p O OMT---V)� N 0 W 0 M 0 wW 0 > -- :c w ♦— IL W �• v r �/�� .J 0 07.0 `l+ N .JCM® 0 e%i%UB SITE MAR 16 2015 PLAffid� CITYDlOF EDAADEPAROR MN M PROJECT NO. : DESIGN : DGW DRAWN : DGW ISSUE DATE : 12/31/14 LATEST REV. : 02/06/15 STREET FILE 141 sh Al / RD ��c g• � lNv��4j8j tlNk FENci84 S CON Ck SPRU / / / • '� 130 \ 160 \ 6� 46. \ \ I / \ 164, bli .' 20" RUDE \ `oW 15'CEDj CEDA Itp 41 // • / f / / I "' \ v . e o' I 15"HEML0CKerAD AR 00) // // \ / I /��• \ \ Co. c� �{ • / / / / f \ \ � qg^MAPLE " 2 CED \ FIR0,50 6 / y \ \•' ........ INV.155.32 ls8 ..... 44 .....-.................................- _ ...........................••'' cli y / \ / GRAVEL DRIVEWAY"^wry \ \ GRAVEL DRIVEW�,Y 10 / ..... _ / 3 / p ' 000, S9 ft• C f / �6� / 2 // N/ 0144R�RA/t LE �Nb "s Eye 2 CHE*'r I / J / 16210 , 166— / 16a- J / o DOG\# / an?p. SCALE: P=20'-0" qg)) e Zlb pk OCT 2 9 2012 U vki.opI-,fiENi•SEflvICc,SL°7i�. CITY OF EDMONDS DITCH 15300 yy \ Z A p1STc R0q aiNr 9e "vo 0 Ss, 14. r I \ 16. \`90, 13 also ss�.SPRU 46 0. \ 00 I / / \ � 'MAPLE \ S • FIR \ p / / .. ........................................--- \ \ / GRAVEL DRIVEWAY"^yry \ \ GRAVEL DRIVE\W�lY 70 ..... ........................ • N • '-. • • ....... ......................... ' • ..... CEDAR ro \ / 1$ 0 — / 9• ft. \lvv.15535 \ \ C 8S• 8 00' / g•Lp,URFY / / �qq �6 .10, 166— — 168_ SG4LE: P=20'-0" 8"MAPS 22// %ry ,O� O�/ •� / / 7f 00 a / ao ^� a16/ lb OCT 2 9 2012 DWELOPIV4ATSERVICES CTR. CITY OF EDMONDS