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1052 ALDER ST.PDFIIIIIIIIIIIIII 10114 1052 ALDER ST LILT &. ASSOCIATES, INC. Geotechnicai Enginewing Engineering Geology July 10, 2012 Mr. Todd Echclbarger Ec:helbarger Development, LLC 4001 .- 198d' Strect SW, Suite 2 Lynnwood, WA 98036 Dear Mr. Echelbarger: Subject: Ceotechniclal Investigation and Recommendations Onsite Stormtivater Disposal Single -Family Residence 1052 Alder Street Edmonds, Washington L&A Job No- 12-062 INTRODUCTION Earth Science At your request, we have completed a gcotechnical investigation on onsitc stormwater disposal for the proposed single-family residence, located at the above address in. Edmonds,, Washington. The general location of this. residence is shown on Plate 1 — Vicinity Map. The purpose of this investigation is to characterize subsurface conditions of thc.site and evaluate feasibility of using infiltration trenches or rain gardens to dispose storm -water onsite for the subject residence. Presented in this report are our findings, conclusion and recommendations. SCOPE To achieve the above purpose, we propose a scope of services comprising specifically the following: RECEIVE® AUG '— 7 2012 DEVELOPMENT SERVICES CTR. CITY OF EDMONDS 19213 Kenlake Place NE * Kenmore, Washington 98028 Phone (425) 483 9134 - Pax, (426) 486-2746 f.: July 10, 201.2 Mr. Todd Erhelbarger/Eehelbarger Development,.LLC L&A Job No. 12-O62 Page 3 The site is currently vacant with a small cabin standing in its southeast quadrant. It is dotted by tall and large evergreen trees and covered by underbrush and overgrown grass. Geologic Setting The Geologic Map of .the Edmonds East and Part, of the P,dmonds West Quadrangles, Washin on, by James P. N inard published by U S. Geological Survey in 1983, was referenced for the geologic and soil conditions at the residence site. According to this publication, the. surfcial soil. units at and in the vicinity of the subiect residence site are mapped as a. Vashon Till (Qvt) soil unitunderlain by an Advance nutwa.sh (Qva) soil unit. The deposits. of the "Va$hon till. soil. unit were plowed directly under glacial ice during the most recent glacial period as the glacier advanced .over an eroded,irregular. surface of older formations and sedimcnts, This soil unit. is composed of is mixture of unsorted clay, silt, sand, gravel, and :scattered cobbles and boulders. The Vashon till soil over the top two to three feet is normally weathered to a medium -dense state, and .is moderately permeable and compressible: The .underlying fresh till soil, commonly referred to as "hardpan", is very dense and weakly cemented and is of extremely low permeability. The fresh till soil possesses a compressive strength comparable to that of low-grade concrete and can remain stable on steep natural slopes ter man -make cuts for a long period and can. provide excellent foundation support.with little or no settlement. This soil. unit, however, was not encountered by the test pits excavated on the site. LIU & ASSOCIATES, INC. July 10, 2012 Mr. Todd Echelbarger/Echelbarger Development; LLC I,&A Job No. 12-062 Page 4 The deposits of the advance outwash soil unit .underlying the Vashon till soil unit are composed of stratified sand and a trace to some gravel, with very minor amount of silt and clay, deposited by the meltwater of advancing glacial ice during thc. last glaciation. Due to their generally granular composition, the advance outwash deposits are of moderately high permeability and drains fairly well. The advance outwash deposits had been glacially overridden and are generally dense to very dense in their natural, undisturbed state, except the soil exposed in the top2 to 3 feet which is normally weathered to a loose to medium. -dense state. The advance outwash deposits can stand in steep cuts or natural. slopes for extended period when undisturbed. Where exposed on slopes with poor vegetation.. cover and .subjected to storm runoff or groundwater seepage, the surfical advance outwash soil can be. gradually eroded and may slough and redeposit to a flatter inclination. The underlying fresh advance outwash 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 of the site were explored with two test pits. These test pits were excavated on June 27, 2012, with a rubber -tired baekhoe to depth of 6.0 to 6.5 feet. The approximate locations of the test pits are shown on. Plate 2 - Site and Exploration Location Ilan. The test pits wcre located with either a tape measure or by visual reference to existing topographic features in the field and on the topographic survey neap, and their locations should be considered only accurate to the measuring method used. LIU & ASSOCIATES, INC. July 10, 2012 Mr. Todd Echclbargcr/Echelbarger Development, LLC. L&A :lob No. 12-062 Page S A geotechnical engineer from our office was present during subsurface exploration, who examined the soil and geologic conditions encountered and completed logs of test pits. Soil samples obtained from each soil layer in the test: pits were visually classified in general accordance with UnitedSoil Classification S stem, a copy of which is presented on Plate 3. Detailed descriptions of soils encountered during site exploration are presented in test pit. Iogs on. Plata 4. Bath test pits encountered a layer. of loose organic topsoil from 1.2 to 1.6 feet. thick. Underlying the topsoil is a. layer of weathered soil of.brown, medium -dense to dense. silty r. fine sand with a trace of gravel and occasional cobble;. about 1.5 to 2.0 feet thick.. This layer of weathered soil is underlain by a brown -gray to light -gray deposit of dense, clean to slightly silty, tine to medium sand .with a trace of gravel, which appears to be of an advance outwash soil unit. Groundwater Condition Groundwater was not encountered by either test pits excavated. on the site. The topsoil, weathered soil and advance outwash soil underlying the site at shallow depth are all of modcrate-high permeability. and would allow storrnwater to seep: through relatively easily. Infiltrating stormwater would perch on hard, fine-grained. deposits underlying the advance outwash soil unit. This perched groundwater would be at such depth that it should have little or no impact on the proposed development of the site. LIU & ASSOCIATES, INC. July 10, 2012 Mr. Todd Echelbarger/Echelbarger Development,, UC L&A Job No. 12-062 Page 6 DISCUSSION AND RECOMMENDATIONS ONSITE STORMWATER DISPOSAL Particle Size Distribution 'Tests Two soil samples, taken from the advance outwash deposit of each test pit, were Selected for Particle Size Distribution tests in laboratory for feasibility evaluation of onsite stormwater disposal and determination of infiltration rate of thistargeted soil stratum. Soil Sample No. 1 was taken. from Test Pit No. l at 4.0' to 5.0 feet deep and Soil Sample No. 2 from Test Pit 2 at 45 to 5.5 feet deep. The reports of these tests are presented on Plates A -I and A-2 in the attached. APPENDIX. Sample No. 1 is described as "Poorly Graded Sand with Silt" and Sample No. 2 described as "Silty. Sand". As shown on the Particle Size Distribution test report. on Plate 2, Sample No. I had a clay content of 1.8"%, a silt content of.4.8% and a gravel/sand .content of 93.4%, while Sample No. 2 had a clay content of 1:6%, a silt content of 24.8% and a gravel/sand content of 73.6%. According to. the USDA Texture Triangle (from U.S. Department of Agriculture) chart, shown on Plate A-3 in the attached Appendix, Sample No. I can be classified as Sand" and Sample No. 2 as "Loamy Sand". Infiltration Rates The Starmwater Management Manual fur Western Washington,.2005 Edition, published by Washington State Department of Ecology, is used to estimate the design infiltration rate of the target soil stratum for infiltration trenches to be constructed near. the north. end of the site. According to the table of Recommended Infiltration Rates Based. on USDA LIU & ASSOCIATES, INC. July 10, 2012 Mr. Todd E.chelburger/Bc:helbarger Development, LLC L&A Job No. 12-062 Page 7 Soil Textural Classification shown on Plate A4; the .estit.nated short-term infiltration rate would be 8 iph (inches per hour) and the estimated long-term infiltration rate (based on a factor of 4) would be 2 iph for Sample No. l classified as "Sand" and 2 iph and 0.5 iph, respectively, for Sample No. 2 classified as "Loamy Sand". As shown on the Particle Size Distribution test: reports,. the D10 size (the size of 1.0% passing) is 0.110 inch. for Sample No. l and 0.012 inch for Semple 2. According to the table of Alternative Recommended Infiltration Rates Based On ASTM Gradation Testing presented on Plate A-5, by interpolation, the estimated long-term infiltration rate is 2.1.5 iph for Sample No. 1 and 0.192 iph for Sample No. 2. Conclusions Based on the above analysis, it is our conclusion that the advance outwash deposits in the area of Test Pit. 1 (near the northwest corner of the site) should be able to support infiltration trenches for onsite stormwatcr:disposal. We recommend a design infiltration. rate of 2.0 iph be used for sizing the infiltration. trenches. Soil Sample 2 obtained from Test Fit 2 (along the cast boundary near the northeast corner of the site) contains much. higher siltand, therefore, is of lower permeability. If necessary, a rain garden located in the area of 'rest Pit 2 or other area ofthe site may be used to dispose stormwater onsitc. INFILTRATION TRENCHES Infiltration trenches constructed in the area . of Test Pit l may be used to dispose stormwater onsite. Our recommendations for infiltration trench construction arc LIU & ASSOCIATES, INC. July 10, 2012 Mr. Todd Echelbarger/Echelbarger Development, LLC L&A Job No. 12-062 Page 8 presented on Plate 5. The trenches should be cut at least 6 inches into the clean sand soil of the advance outwash deposits. To reach this target soil stratum the infiltration trenches should be excavated to about 3.5 feet deep or more. The soil unit. and the stability of trench cut banks should be verified by a geotechnical engineer during excavation. The infiltration trenches should be set back at least 5 feet from property lines and 10 feet from. nearby building foundations. The infiltration trenches should be at least 4 feet wide. The side walls of the trenches should be lined with a layer of non -woven filter fabric, such as MIRAR 1.40NS. The trenches are then filled with. clean washed 3/4 to 1-1/2 inch gravel or crushed rock to within about 10 inches of the finish grade. The dispersion pipes should be constructed of 4-Inch rigid perforated _PVC pipes and laid. level in the gravel or crushed rock filled trenches at about 16 inches below the top of trenches. The top of the gravel or crushed rock fill should also be covered with the filter fabric liner. The remaining trenches should then be backfilled with compacted onsite clean soils. If the driveway is to be constructed over the infiltration trenches, the soil at bottom of trenches should first be thoroughly compacted to a non -yielding state with a vibratory mechanical compactor. The gravel or crushed rock fill should be placed in lilts no more than 10 inches thick in loose state, with each lift compacted to a non -yielding state with a Vibratory compactor. Stonnwater captured over paved driveway should be routed into a catch basin equipped with an oil -water separator before being released into the infiltration trenches. LIU & ASSOCIATES, INC. July 10, 2012 Mr. Todd Echelbarger/Ech.elbargcr Development, LLC L&A Job No. 12-O62 Page 9 RAIN GARDENS Design of Rain Garden Rain gardens may be used to dispose stormwater onsitc in lieu of infiltration trenches. Water stored in rain gardens is mostly evaporated into the ambient and absorbed by rout systems of the vegetation planted in rain gardens, with only a small fraction infiltrating into the ground. Fain gardens may be sized based on a pseudo infiltration rate of 0.5 iph. Construction of Rain Garden A typical section of. rain ,gardens. is shown on. Plate 6. The rain gardens should be approximately 3 to 5 feet deep. "The bank slopes of rain gardens should be no steeper than 2.011:1 V for cut banks and no steeper than 2.5H 1 V for fill embankments. Weak surficial soils within footprint of pond fill embankments should be stripped down to dense advance out -wash soil and the bottom of fill .embankments should be keyed at least 12 inches into this dense soil. Exposed sail after stripping should be compacted to a non -yielding state with a vibratory mechanical. compactor. Fill embankments should be constructed with soil containing at least 35% of fine-grained material (silt and clay combined), no more than 25% passing the No. 20 Sieve, and with particle size no larger than 1.12 inch. Fill embankments should be constructed in lifts no more than 10 inches thick in loose states with each lift compacted with a non-yiclding state with an elephant -foot or sheep -foot mechanical compactor. Soil to be used for fill embankment construction should have a moisture content Within 0 5% of its optimum moisture content. Optimum moisture content is the moisture content of soil that. enable the soil to be compacted to the maximum dry density for a given compaction effort. LIU & ASSOCIATES, INC. July 10, 2012 Mr. Todd r iielbarger/U�,chelbarger Development, LLC L&A Job No..12-062 Page 10 The ponds of rain gardens should be lined with a layer of amended soil at least 18 inches thick. The amended soil should have 3.0 to 35 percent of compost tilled into the rain garden native soil to achieve an organic content of 10% by dry weight. Plants of rain gardens should be tolerant ofponding water:and saturated soil conditions in the winter months and drought in the summer ,months, In general, the predominant plants should be of facultative species adapted to stresses associated with wet and dry conditions. Typically, the rain garden plants may comprise of red twig dogwood, rushes, sedges, salmonberry and twinberry and ornamentals such as royal ferns, big -leaved ligularias or various primroses. LIMITATIONS This report has been prepared for the specific application to this project for the exclusive use by Echelbarger Development, LLC., its associates, representative, consultants and contractors. We recommend that this report, in its entirety, be included in the project contract documents for the Wormation..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. Construction of LIU & ASSOCIATES, INC. July 10, 2012 Mr. Todd Echelbarger/Echelbarger Development, LLC L&A Job No. 12-062 Page 1 l infiltration trenches and/or rain. gardens should be monitored and .inspectcd by a geotechnical engineer. Our recommendations and conclusions are baser) on the geologic and soil conditions encountered in the test pits, and our experience and engineering 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 made. 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 be retained to re-evaluate the recommendations of this:report, and to vcri:fy or modify them in writing prior to proceeding further with the construction, of the proposed development. Yours very truly, J. S. (Julian) Liu, PhR, P.E. Consulting Gcvtechncal Engineer Six. 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F IYIC,CTR% f;4IE Q ,yL s q sPRA 1-FRAOffIA $f ��. rn s`3 s(? a� "PIA'1$ snsi, RILfiT > nw sttl AO �St,� 1DL+d_ HILL PK•r 2067 `' *a rwus"' p.ELL rST oia riGv am ST SL ."r sx' �' T r _ y� _.— _— s rtar of L S rxtftts rr v >>T� `" t7AYTC�i rt9 a ST t N 1 +'' • x w ;• ` PROJECTv+(.I iw } > MAPLE N y ST ,,'a',?j� K h;� s}- ^ ALDER!SITE `n ' T �.T UNTON� � � m � ^ •` � J'� p <�`'"H-v � +' 1.. DIL' ia�LLr na .� CEQAR ST xxa pt �FY FS e1, 212TH ktotiiELL NY fJ�IN P R11� ` sF S V a� ,� �^ ~1A. SCF7lE¢ SPKICE a 5r J '� p1 .f.R o1v� V � �213Tt WSW 4p � ' K w R, Ur y o K °�iJ. i ` °ran Rl 2 6TH11ST. r`SiN 21 ER11 •i `�! UJM tldREx Nr ?16TH P34 4—..— SW rt K 215n1 ST OR p " a 215TN ti ,f SN V� rt � 9► � s>i , jE zxstn 3 � � ? -S4i a15ni zrretssST._..__.. ¢ } .,.. eta r-n -..... .„; --- 451 ffis= x MA1Wi rx +'� li s > `,� 5 a. ' 9 Zll.ili ST SW ImN sr N y � ,drt B Q t� M f1A `� an 4 Or r 7- .k hmf PL SM ': m cu z t? } i T R ST 1, -x x "' 211ml. ?� > w 2118TH ST 0- SDI 0° a ¢i FIR FL - "� w I. SM d d 89i }�yuw z 3 ? 'tee a F y s� 19n1 8 J CI S. C�eil A I "e Ue'� } _ 219Ti € ^ST w .F y ST 22 TH M LST � SW �TCOliB a t y' tub yr a am 3 _ � ra °%i �" m 22M �y y d+ ,► 51F � J B iI P! 1t0 I!(f } a . .°. :v cc " r` M aR 222ST 'sir con Tin ;T 5>r ` VICINITY MAP LIU & ASSOCIATU. INC. SINGLE-FAMILY RESIDENCE 1052 ALDER STREET Geotechnical Engineering • Engineering Geology • Earth Science. EDMONDS, WASHINGTON JOB N0, DATE 7/2/2012 PLATE, 1 CuRly SSUH RfAf 303.3. _Ae f) JZ f) C­r CTR. CNAW _300. ­7 CURB FIR Eg N 89'55'40' w 60.00, CED i _ ' 2 'nR Tp- 4" MAP 33 36" STUMP CEO 7l 12' CED co 2 cFt) �ITE'AREA 18CED 6,59.3 -SQ. fT. in 7 1 0,\ f6 1 36' STUMP J6 FIR CABIN 34' C0 m" CEO ,-&, J k\y CONC LLJ 3 1' tj 39' CEO CEQV-2 0 20 FOUND RIC 169 16 0. 2 - (N) OF CORNER JUNE, 2012 RECOM AF. NO. 19 FOUND RIC 16916 AT CAM CORNER JUNE, 2012 N 89'55!29, W, 60. 00' n GRAVEL' ------------------------------------------------- SITE AND EXPLORATION LOCATION PLAN LIU & ASSOCIATRSANC. SINGLE-FAMILY RESIDENCE 1052 ALDER STREET Geotechnical Engineering - Engirmfing Geology Earth ScienoB EDMONDS, WASHINGTON JOB. NO. 12-062 17_QATE -11212012 1 PLATE--, 2 UNIFIED SOIL CLASSIFICATION SYSTEM MAJOR. DIVISIONS GROUP GROUP NAME SYMBOL GRAVEL CLEAN GW WELL -GRADED GRAVEL, FINE TO COARSE GRAVEL COARSE- MORE THAN 50% OF GRAVEL GP POORLY -GRADED GRAVEL GRAINED COARSE FRACTION GRAVEL WITH GM SILTY GRAVEL SOILS RETAINED ON NO, 4 SIEVE FINES GC CLAYEY GRAVEL SAND CLEAN SW WELL -GRADED SANO, FINE TO COARSE SAND MORE THAN 60% MORE THAN 50% OF SAND SIB POORLY -GRADED SAND SAND WITH SM SILTY SAND RETAINED ON THE COARSE FRACTION; NO.200 SIEVE PASSING NO.4 SIEVE FINES SC CLAYEY SAND FINE- SILT AND. CLAY INORGANIC ML SILT I CL CLAY GRAINED LIQUID LIMIT SOILS LESS THAN 50% ORGANIC GL ORGANIC SILT, ORGANIC CLAY SILTY AND CLAY INORGANIC MH SILT OF HIGH PLASTICITY; ELASTIC SILT MORE THAN 50% CH CLAY OF HIGH PLASTICITY, FAT CLAY PASSING ON THE LIQUID LIMIT NO.2W SIEVE W% OR MORE ORGANIC OH ORGANIC SILT, ORGANIC SILT HIGHLY ORGANIC SOILS PT PEAT AND OTHER HIGHLY ORGANIC SOILS NOTES: SOIL MOISTURE MODIFIERS: 1. FIELD CLASSIFICATION IS BASED ON VISUAL EXAMINATION DRY - ABSENCE OF MOISTURE, DUSTY, DRY TO OF SOIL IN GENERAL ACCORDANCE WITH ASTM D2488-83. THE TOUCH 2_ SOIL CLASSIFICATION USING LABORATORY TESTS IS BASED SLIGHTLY MOIST - TRACE MOISTURE, NOT DUSTY ON ASTM D2487-83. MOIST - DAMP, BUT NO VISIBLE WATER 3. DESCRIPTIONS OF SOIL DENSITY OR CONSISTENCY ARE VERY MOIST - VERY DAMP, MOISTURE FELT TO THE TOUCH BASED ON INTERPRETATION OF BLOW -COUNT DATA, VISUAL WET - VISIBLE FREE WATER OR SATURATED, APPEARANCE OF SOILS, ANDIOR TEST DATA, USUALLY SOIL IS OBTAINED FROM BELOW WATER TABLE LIU & ASSOCIATES,.INC. UNIFIED SOIL CLASSIFICATION SYSTEM Geotechnical Engineering • Engineering Geology Earth Science PLATE 3 __..... - - - IN TEST PIT NO. 1 Lagged By: JSL Date: 6/2712012 Ground El. Depth ft. USCS I CLASS. Soil Description Sample No. w % Other Test OL Dark -brown, loose, organic, silty fine SAND, with fine roots to 1 -------------------------------------------- 1-inch diameter, moist (TOPSOIL) 2 SM Brown, medium -dense to dense, silty fine SAND, trace gravel and occasionarl:oobble, moist 3 ------------------------------------------ 4 SIR, Brown -gray to light -gray, dense, fine to medium SAND, trace gravel, moist (ADVANCE OUTWASH) 8 6 7 Test pit terminated at 6.0 ft; groundwater riot encountered. 8 9 to Lagged By. JSL ,TEST PIT NO. Date: 6/27/2012 22 Ground El. ± Depth. R. USCS CLASS. Soil Description Sample No. w % Other pest OL Dark -brown, loose, Organic, silty fine SAND, with roots to 1 1.5-inch diameter, moist (TOPSOIL) 2 — "sM — grown, it ituA3e`nse-1a Tense; silty-rrtTSAM; irate grafe-555 - occasional cobble, moist 3 4 SP Brown -gray to light -gray, dense; fine to. medium. SAND, slightly silty, trace gravel, moist (ADVANCE OUTWASH) 5 6 7 Test pit terminated at 6,5 ft; groundwater not encountered. 8 9 1 t) LIU & ASSOCIATES, INC. Geotechnicai Engineering - Engineering Geology . Earth Science TEST PIT LOGS SINGLE-FAMILY RESIDENCE 1052 ALDER STREET EDMONDS, WASHINGTON JOB NO. 12462 JDATE 712/2012 1 PLATE 4 Z n VA rn. z M Z �>ym rn Z. M. tcn;o zmC moo o�z m M 0 4 z C.-LSA �.Si c o s L701 F-. C1o'x) i lk;�i[+1�1- 1 �.. ` r �. �•, . , F4El1l �l+it� 1!fit M fICE"•°� �«-" WAr" .��p.ARATD: a " pal V �uJD. 1� t�o�• 7 II 0 V. q�;iR. S p a i e.�►c o a o �e� C 'r `i n ,. �, b, 1 To �" S � RAVr✓L &CiTTD,~'1 � E, �• E4t y b� Y1� i-� eD h R fr � • 4; 1 11 r . +t r s � � I h r + ! 11 I1 1 f � > RAIN GARDEN TYPICAL SECTION LIU & ASSOCIA'TES, INC. SINGLE-FAMILY RESIDENCE . _.. x._ 1052 ALDER STREET Geotechnicai Engineering Engineering Geology - Earth &dance EDMONDS, WASHINGTON JOB NO. 12-062 1 DATE 7/10/2012 1 PLATE 6 Grain Size Distribution Test Report Single -Family. Residence 052 Alder Street Edmonds, Washington. LIU & ASSOCIATES, INC. MillionIkl� Millmilli] �1 I Irmo III Men'.l�� 1111111W �ilinism VINEe -M�� ME10M1 9AMSPLE tJt:PTl1 rRl CEA331PtC/R1Cf�) dF 5411� ASTM D24flft Q[vup &pmbd aM Nern! 94111C ld. Pl PI �� BaM p� * TP-1 5-1 4,4.9,0 (5PSP1� tagM a�Gvb broom. PudrCy tirc�ek+d SANDwNh an6 Z,t 41.3 6-8 * 1P,2 3-1 4.5(SM) ltght ariw brwrtu edtq SAND 9 9.1 G4,6 26.4 PARTICLE -SIZE ANALYSIS Laboratory Testing for Liu & Associates OF SOILS HV�fA,G O$Cgt�SIK Echelbarger Davelopmerd METHOD ASTM D422 Iwo_ 2012-b2s T�4ao F�� 4012 @L Ti1Qi(ml Tq'Z ' July 9I 2012 IIWA Project No. 2012-05-2t 'fable l - Summary of Mea•e AnalviH* Test Results Sample : S�mDIf taarscetkrn Mc % p„ 11) Depth ` (SP-SM) Light olive brown, poorly graded % Gravel, Sa nd � Silt Clay �-1.9, ` t1.110 TP-I 4-5 ft 5 2.1 91.3 4,8 J SAND with silt TP-2 4.5.5.5 ft (SM) Light olive brood, Aty SAND 9 9.1 64.6 24.9 1.6 0.01.2 0 Task 014 Lob Rgw)tt 2 11WA GeoSclenees Inc: t00% Textural Triangle - U.S.D.A, +o0x 4041 •�• . ssRt wr1 -- •- 1001 1* Shaded area is applicable for design ofinfltration BMPs Figure 3.27 USDA Textural Triangle Source; U.S. Department or. Agriculture 3-74 _Volume ill — HYdIVAOI#c Analysis and Flow Control BMPs February 2005 P�IYG k-3 for homogeneous soils. These rates not consider the effects ofsite variability and long-term clogging due. to siltation and biomass buildup in 'the infiltration facility. Lobes. 3,7 --Recommended Infllbatitm Rates based on USDA smi IrAwfi1rillf?*J.seiA__. *Short -Term F,stimated Long - Term (Design) jniiitratioa : Cortedion Intittratian Rafe Bate OnAr) FActor, CF. (InJ6r) Clam sandy gravels and 20 z 10.. gravelly stands (i.e:,'go% of the total soil sample is retained in the #10 sieve) Sand S 4 2**0 Loamy Sand 2 4 0.5 Sandy Loam I 4. 0.25 Loam 0-5 4 0.13 -r rem w EFIASCC, 199A. "Not recommended for treatment r*r Refer to SSC-4 and SS" for tzeatment..epcc ptsbility. criteria. 13ased on experience witlr:lottg-term full-scale infiltration pond perfarrrtance, Ecology's Technical Advisory. Committee (TAC) rccnmmends drat the.short-terra infiltration rates be reduced as shown in Table 17, dividing by a correction factor oft to 4, depending'on the soil textural classification. The correction, factors provided in Table 3.7 representart average degree of long-term facility maintenance, TSs. reduction through pretreatment, and site variability, in the subsurface conditions. These conditions might include deposits of ancient landslide debris, buried stream channels,'tatera[ grain size variability, and other factors that affect.homogencity). These correction factors could be reduced, subject to the approval of the local jurisdiction, under the following conditions: • FOrsites with little soil variability, • Where there will be a high. degree of tong -term facility maintenance, • Where.. specific, reliable. pretreatment is employed to reduce TSS entering the infiltration facility to no case shall a correct ion. factor less than 2.0 be used. LI 5-76 vWuirie fil - HydroJoprc ,,4nalysr's and -Flow Corrtral 8Mft Fe6nrary 2005 Correction factors higher than those provided in'I'able 3.7 should be considered for situations where long-term maintenance will be difficult to -implement; wherc;little or no pretreatment. is anticipated, or where site conditions are highly variable or uncertain. These situations require the use of best professional judgment by the site engineer and file approval of the local jurisdictian..Am,O _.. _ bonding plan rma Aeration and.Mainteuance plan and a financial y w required by the local jurisdiction. ASTM Gradation Testirtg at Full Scale Inbifrat n Facilities As an alternative to. T4 1c 3.7, recent studies by Massmann and Butchart (2000) were.used to develop the correlation provided in Table 3.8. These studies ccimparc infiltration rneasuremcnts from full-scale infiltration facilities to soil gradation, data developed using the ASTM procedure (ASTM D422). The primary source of the data: used by Massmann and Dutchart was from V The. (1998); who included limited infiltration studies only on Thin County sites. However, Massmann and Butchart also included limited data from Ding and Claris County sites in their analysis. This table provides recomrI ended Icing -term infiltration rates that have been correlated to soil gradation parameters using the ASn4 soil gradation procedure. Table 3.8 can be used to estimate long-term design infiltration rates directly from.son gradation data, subject to the approval of the local jurisdiction. As is tme.ofTable 3.7, the long-tcm rates provided in Table 3.8 represent average conditions regWingsite variability, the degree of long-t= maintenance and. pretreatin --�f for TES eontral. 'l'he long-term infiltration rates in Table 3.8 may need to be decreased if the site is highly variable, err if maintenance and influent characteristics are not well controlled. Thedata that farms the basis for Table 3.8 was from soils that would be classified as sands or sandy gravels. No data was available for fimcr soils at the time the table was developed. Ther,cfore, "fable 3.8 should not be used for. soils with a di4 si7.e.'(Hl'ia passing the size listed) less than 0.0.5 min (U.S. Standard Sieve). Table 3.8 — Att+emative Recommended Infiltration Rates based on AS TM Gradation Testing. Dia Size from ASTM D422 sotl i.stimated long -Terns (pesip) Gradation Test(nun) Inliltratiott Rate (in.lhr) Fet�rfaty 2 Yvlirme !N = N G Ataglysfs and FIOw Cor W BMft 3-77 City of Edmonds Site Classification Worksheet Page 1 of 2 jDSZ Aujv,(L SY The project's Site Classification will dictate the specific stormwater management requirements applicable to your site. Completing this worksheet will help determine the amount of regulated impervious surface and whether your project falls into the classification of a Small Site (Category 1 or Category 2), or a Minor Site. Please reference the Glossary (pp. 10-11), Figures D and E, (pp. 8-9), and Examples (pp. 12-13), to assist with completion of this worksheet. 1) Is Permeable Pavement[ Proposed For Use on this Site? ❑ Yes No Refer to Stormwater Supplement Chapter 5.1 If YES, the subject area is to be considered impervious for initial site classification purposes. Include total permeable pavement area in the calculation of Non -Regulated, Replaced and/or New impervious surface areas in the table below. 2) Determine the Amount and Type of Existing & Proposed Impervious Surface for the Site Refer to Stormwater Supplement Chapter 2 and Fig. C Line 1: Identify the Non -Regulated Impervious Surface Area. Line 2: Identify the Replaced Impervious Surface Area, dividing the total between Exempt and 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 �(p Exempt i j Regulated 2. Replaced + 3. d. New (Post 1977.) -i -i -� -i -i -- - - Total Regulated Impervious Area Mitigation reg aired i in excess n/ 2000s = �� 5. M 6. Total Area Mitigated by Existing Stormwater Management System(s) Regulated Area Not Yet Mitigated 7. Area Proposed to be Mitigated by Low Impact Development Techniques 1 = 233q 8. Area Proposed to be Mitigated through Conventional SWM Techniques ; = t (e.g. porous asphalt, porous concrete, paver blocks, concrete open celled paving grids, or plastic lattices filled with turf or stone) Revised on 4121111 E72-SWh1_Erosiort_Crnttrol-Draft-04.21.1 �r V Page 5 of 13 AUG - 7 2012 DEVELOPMENT SERVICES CTR. CITY OF EDMONDS City of Edmonds Site Classification Worksheet Page 2of2 3) Determine the Total Area of Land Disturbing Activity Coo sf Refer to Stormwater Supplement Chapter 8 4) Determine the Quantity of Grading, Fill and/or Excavation cy 5) Will the project convert 3/ Acre or More of Native Vegetation to Lawn or El yes [/No Landscaped Area? 6) Identify the Watershed the Existing Site Runoff Discharges to Refer to Stormwater Supplement Chapter 2.3 S C Q EZ✓1� Based on Site Location and Watershed Map — Figure-C. Check all that apply. A. ❑ Direct Discharge B. [Creek or Lake Basin ❑ Edmonds Way Basin ❑ Puget Sound Basin ❑ Puget Sound Piped Basin DETERMINE PROJECT CLASSIFICATION USING THE INFORMATION ABOVE AND THE PROJECT CLASSIFICATION CHART (Figure B, pg 4) ❑ Small Site - Category 1 I mall Site - Category 2 7—Minor Site Stormwater Supplement orniwater Supplement Stormwater Supplement Chapter 5 Chapter 5 Chapter 6 Revised on 4121111 E72-SWM_Erosion_Conlrot-Drc{ft-04.21.11-FINAL Page 6 of 13 v OF E D�O� City of EdmondsTEET FILE �..0 Traffic Impact Analysis Worksheet -- /n. t x90 Name of Proposed Project: ALt)ezMOO FN'CES Owner/Applicant Applicant Contact Personl)Vel"? 1ATE9 yney' T'a� u,c ncAA us�e1 niAer/- Name Name Street/Mailing Address Street/Mailing Address 9903 U Cit State Zip City State Zip Telephone: 42es17 Telephone: Traffic Engineer who prepared the Traffic Impact Analysis (if applicable): AJ)Q Firm Name Telephone: THRESHOLD LEVELS OF ANALYSIS Contact Name E-mail: Project Traffic Levels Sections to Complete I. Less than 25 peak -hour trips generated 1 and 7 only (Worksheet/Checklist) 11. More than 25 peak -hour trips generated All sections 1. PROJECT DESCRIPTION a. Location - Street address: Attach a vicinity map and site plan.) b. Specify existing land use: Vi�icna A: l,2M c. Specify proposed type and size of development: V -ZF V V t I— lll[IJ (# of residential units andlor square footage of building) Revised on 6124110 E82 - Traffic Impact Analysis Worksheet Page 1 of 5 _A.. d. Date construction will begin and be completed: Op Z-- +-o -S- 21)13 e. Define proposed access locations: /—l►C ff 5r -- f. Define proposed sight distance at site egress locations: CA&4 ikon 2. TRIP GENERATION Source shall be the Eighth Edition of the Institute of Transportation Engineers (ITE) Trip Generation manual. For independent fee calculations, the current edition of the ITE manual may be used. ADT = Average Daily Traffic PM Peak -hour trips (AM, noon or school peak may also apply as directed by the City Engineer) a. Existing Site Trip Generation Table: PM Peak -Hour Trips Land Use Daily (ADT) IN OUT b. Proposed Project Trip Generation Table: PM Peak -Hour Trips Land Use Daily (ADT) IN OUT c. Net New Project Trip Generation Table: Land Use PM Peak -Hour Trips Daily (ADT) IN OUT d. State assumptions and methodology for internal, link -diverted or passby trips: Revised on 6124110 E82 - Traffic Impact Analysis Worksheet Page 2 of 5 3. TRIP DISTRIBUTION Prepare and attach a graphic showing project trip distribution percentages and assignments. For developments that generate over 75 peak -hour trips, the City Engineer reserves the right to require trip distribution to be determined through use of the City traffic model.' 4. SITE ACCESS ROADWAY/DRIVEWAYS AND SAFETY a. Have sight distance requirements at egress location been met per AASHTO requirements? b. Intersection Level of Service (LOS) Analysis: Intersections to be evaluated shall be deterrnined by the City.ofEdmonds Traffic Engineer Existing Conditions LOS Delays Year of Opening LOS Delays Five Years Beyond Change of LOS Delays Land Use c. Describe channelization warrants: (Attach striping plan.) d. Vehicle Storage/Queuing Analysis (calculate 50% and 95 % queuing lengths): 50 % 95 % Existing Conditions Year of Opening Five Years Beyond Change of Land Use e. If appropriate, state traffic control warrants (e.g. stop sign warrants, signal warrants): f. Summarize local accident history' (only required for access to principal and minor arterials): 1 Available upon request at City of Edmonds Development Services Department z Available upon request at City of Edmonds Police Department Revised on 6124110 E81- Traffic Impact Analysis Worksheet Page 3 of 5 5. TRAFFIC VOLUMES Provide the following and other planned development traffic within the city. I a. Describe existing ADT and peak -hour counts (less than two years old), including turning movements, on street adjacent to and directly impacted by the project. b. Describe the estimated ADT and peak -hour counts, including turning movements, the year the project is fully open (with and without project traffic). c. Describe the estimated ADT and peak -hour counts, including turning movements, five years after the project has been fully open (with and without project traffic). d. State annual backgroundtraffic growth factor and source: 6. LEVEL OF SERVICE (LOS) ANALYSIS a. Summarize Level of Service Analysis below and attach supporting LOS analysis documentation. Provide the following documentation for each arterial street or arterial intersection impacted by ten or more peak -hour trips. Other City -planned developments' must also be factored into the LOS calculations. LOS LOS Existing Conditions Existing Delays Year of Opening With Project Without Project Five Years Beyond Change of With Project Without Project Land Use b. Note any assumptions/variations to standard analysis default values and justifications: 1 A list of planned developments are available at the City upon request for public records Revised on 6124110 E82 - Traffic Impact Analysis Worksheet Page 4 of 5 S 7. MITIGATION RECOMMENDATIONS State recommended measures and fees required to mitigate project specific traffic impacts. Traffic impact fee shall be calculated from the Edmonds Road Impact Fee Rate Study Table 4 (attached) and as,identified in ECDC 18.82.120, except as otherwise provided for independent fee calculations in ECDC 18.82.130. ❑ CHANGE IN USE Fee for prior use shall be based on fee established at the time the prior use was permitted. If the previous use was permitted prior to the adoption of Ordinance 3516 (effective date: 09/12/04), the 2004 ECDC 18.82.120 impact fee shall be used. ITE Land Use Category I Per Unit Fee Rate New. Use $ X Prior Use $ X Units in square feet, # of dwelling, vft). etc. New Use Fee: $ - Prior Use Fee: $ V NEW DEVELOPMENT Units in Per Unit square feet, ITE Land Use Category Fee Rate # of dwelling, of , etc. Qp + ,, New Use Z�� _ 5 $ 1 W 33 X ❑ OTHER Fee Fee $' jgtp 33 MITIGATION FEE RECOMMENDATION: INDEPENDENT FEE CALCULATION: $200.00 + consultant fee $ TOTAL TRAFFIC IMPACT FEE $ City of monds, Engineering Division Approval II AR//Z Date No impact fees will be due, nor will a credit be given, for an impact fee calculation resulting in a net negative. Revised on 6124110 E82 - Traffic Impact Analysis Worksheet Page 5 of 5 PLANNING DATA SINGLE FAMILY RESIDENTIAL �STMETFILE Name: G Date: c) 2 Site Address: h Tax Parcel 03 oo �3 � ©[ Qc� Project Description: 17— Plan Check #: \3��ar� �a�6Gz Reduced Site Plan Provided: (YES / NO) Zoning: Ts , b Map Page: Corner Lot: (YES /) Flag Lot: (YES /) Critical Areas Determination #: UO ❑ Study Required J�Srwaiver SEPAA Determination: l2K Exempt ❑ Needed (for over 500 cubic yards of grading) ❑ Fee ❑ Checklist ❑ APO List with notarized form Required Setbacks Street: c� Side: S Sid. Rear: Actual Setbacks Street: �� Side: S'"' Side: L' Rear: r O Eg Detached Structures: ❑ Rockeries: ❑ Fences/Trellises: ❑ Bay Windows/Projecting Modulation: ❑ Stairs Deck: Bui/din Height Datum Point: ew 1, Datum Elevation: 3 3 Maximum Height Allowed: Actual Height: 7 Other Parking Required: Parking Provided: Lot Area: 3 Maximum Lot Coverage: 35% Proposed: Lot Coverage Calculations: I41s - 0 9 7 6 S13 7 ADU Created: (YES N Subdivision: Legal Nonconforming Land Use Determination Issued: (YES / Comments Plan Review By: SL! Planning Data Form 07-1409.doc EX. POWER P0� CURB SSMH RIM ` \ ,ALDER ST E>, 6 " WM w� ,_ CTR. CHAN. --� w cc — I -T� I �xj - w EX. F.H. --_- — w - — — w —VV-- -- — _ — - . — — — �C/L OF R.O.W. Il 90 00 vs`-.__,. / / I I 3W CURB CUT BARRIER I CURB FENCE U_ EX. WATER METER-,- - - -- v FIR N 89'S5' 0 " W 60.0 ' ` } CrD FOUND R/( 16916 FOUND R//C' 16916 Q 1-1108 o .`A 0.2' (N) OfCORNE_R I AT CALL. CORNER I I 20, `�' � FIR . JUNE, 20 i,'_' I JUNE, 2012 I I _ PAVED D/W I I I I 4 4/LD l P \ I 7 0 5 �4 .LD ,HOUSE �, RECORD OF SU4;'EY" 1 q U OVER s 'I_�+NN�NC --- TB FF=310.0 18 j' CED `. W � � AF. N0. 200903C=I?C01 I p z 11 .) d FOOTING EL=305.75 1 d I I I 1 - 40, 1 I 17.5'BSBL o Q ,.. IZ i tl'O ORCHIP,ARCELj 0043420601500'x1a'i I `✓' P/.RCEi_�' G0434200019(10 i _'6 STUMP I I i I 1 I' 6" FIR \I aT r i ®ne i Comer�Fla ) � � 5. � TE E,, ,., .a I BSBL L' y I Setbacks 1 I a 3 . r� . I �: DIED I ufr AC(- _ x: 11 (TO REMAIN)-' Front o -� I 34 " OEC)-- I I 1 I Sides �� s 1 4 1 36 C.EC _ XN Rearms XI is r I j Other ._� ��i -- ! 6 3 , " C � ��!/ I Nei t ' �•' I ' m 39" CED FOUND R/; 16916 I I 10' CED�`� 1 ^'� AT CALL. CORNER { -I - - ---------I-----------T y� X�;- JUNE, 2-01, I - - _ -- - - -- -.I N 89'5529 W 60. DO' — ALLEY cRavEL _-- ppP D Y ENGINEERING ' dC f 1 2012 BUILDING DEPARTMENT 017YY OF ED STREET FILE ' BM SCALE: 1" = 20' SSMH RIM 3D3.35' CTR. CHAN. 300.15' " 0 10 20 DATUM NAVD 88 SITE AREA: 6,593 SQUARE FEET ENGINEER SURVEYOR LOT SLOPE 1NSW ENGINEERING COMPANY PACIFIC C04ST SURVEI'S, MC. PO BOX 1478 PO BOX 13619 SOUTHWEST - NORHTEAST 314 - 306 = 8 EVERETT. WA 98206 CONTACT: BRIAN R. KUM, P.E. MILL CREEK, WA 98082 CONTACT.• DARREN J. RIDDLE PH: (425) 303-9363 PH: (425) 508-4951 8 VERTICAL FEET, = 6.67.E SLOPE FAX: (425) 303-9362 FAX (425) 357-3577 120 LINEAR FEET 1APPLACAATI OWNER Date: 79h2a � pL�A68 KErF�+L To Tlt•6 DA.AI�fM*�� #A-rJC.f':V PL•lW 9:0a AGL E1114a1N��-TtA1NE7 � ��1J►12sr HL�'Nt5 IGHT CALCULATI A= 308.2 B= 309.8 C= 312.0 n= .31n n 1240 / 4 = 310 AVERAGE GRADE= 310 ACTUAL BUILDING HEIGHT= 334.70 MAXIMUM BUILDING HEIGHT= 335.00 LOT COVERAGE: RESIDENCE 1,541 SQLARE FEET INC. COVERED PORCHES, GARAGE TOTAL 1,541 SQUARE FEET 1,541 / 6,593 23.379 MAXIMUM LOT COVERAGE IMPERVIOUS COVERAGE: RESIDENCE 1,595 SQUARE FEET (including overhangs and Patio) DRIVEWAY 700 SQUARE FEET WALKWAY 44 SQUARE FEET TOTAL 2,339 SQUARE FEET NOTE: 1. SEE GRADING/TESC AND DRAINAGE/UTILITY PLANS FOR MORE INFORMATION. 2. IMPERVIOUS AREA REMOVED = 0 SF J. REPLACED IMPERVIOUS AREA = 0 SF ECHaBERGER INVESIMENT, U.0 4001 198TH ST. SW., SUITE 2 LYNNWOOD, WA 98306 PH: (425) 673-1100 LEGAL DESCRIPTION LOTS 17 AND 18, BLOCK 36, CITY OF EDMONDS, AS PER PLAT RECORDED IN VOLUME 2 OF PLATS, PAGE 39, RECORDS OF SNOHOMISH COUNTY, SITUATE IN THE COUNTY OF SNOHOMISH, STATE OF WASHINGTON. SITE ADDRESS: TAX ACCOUNT NO. S: XXXX ALDER ST. EDMONDS, WA 98020 00434203601700 SW 114, SE 114, SEC.24, T.27N., R.3E., W M. SNOHOMISH COUNTY ALDER ECHELBARGER DESIGNED BY. DATE: I SCALE: JOB NO.: JRC 07-02-2012 1"=2012-0569 SITE PLAN P.O. BOX - 1478 EVERETT, WA 98206 (425) 303-9363 (425) 303-9362 FAX IIVFO@INS IGHTENG1NEERING.NET SW 114, SE 114, SEC.24, T.27N., R.3E.9 W.M. Y ,rt SNOHOMISH COUNTY, WASHINGTON ;l;piicant shall repair/replace all damage to utilities or frontage improvements het is caused EX. POWER right -of --way per Cry standards or occurs during the permitted project. POLE Ill! V NSPH'ALT CAA-r ¢ecaui2eo GAtz s I C tmo2. -ry 3E copS-routzeu rex 50MO'O' S-r#VQ pI°r(W DETAIL- L a. S UTILITYCONFLICTNOTE.- CAUTION.• THE CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFYING THE LOCATION, DIMENSION, AND DEPTH OF ALL EXISTING UTILITIES WHETHER SHOWN ON THESE PLANS OR NOT, BY POTHOLING THE UTILITIES AND SURVEYING THE HORIZONTAL AND VERTICAL LOCATION PRIOR TO CONSTRUCTION. THIS AND THEN SHALL INCLUDE CALLING UTILITY LOCATE ® 1-800-424-5555 POTHOLING ALL OF THE EXISTING UTILITIES AT LOCATIONS OF NEW UTILITY CROSSINGS TO PHYSICALLY VERIFY WHETHER OR NOT CONFLICTS EXIST. LOCATIONS OF SAID UTILITIES AS SHOWN ON THESE PLANS ARE BASED UPON THE UNVERIFIED PUBLIC INFORMATION AND ARE SUBJECT TO VARIATION. IF CONFLICTS SHOULD OCCUR, THE CONTRACTOR SHALL CONSULT WITH INSIGHT ENGINEERING COMPANY TO RESOLVE ALL PROBLEMS PRIOR TO PROCEEDING WITH CONSTRUCTION. CALL TWO (2) BUSINESS DAYS BEFORE YOUDIG 1-800-424-5555 W w OVERFLOW TO R/W PROPOSED 3/4" WATER I jr-Tr"o EX. WATER METER COlt TYPE 1NC - RIM=30 IE=304, 6" PVC ROOF/FOOTING---,.,, DRAIN (TYP.) CO#1 IE=309 IE=305, 6 "o 76LF Do L --� PROPOSED 1 OLY WATER (SERVICE LINE 3 (TRACER WIRE l cO WILL BE ADDED TO THE WATER o SERVICE LINE.) W d- r-- 0 O '20601500 CONC a a CURB BAI SSMH RIM 303.35' T) 17. R IQ T � X h 9, WAA CTR CHAN 300 15 L/\. I Z_ VVIVI iA/ - - W- ____ -�7\N 89°55'29" W 60.00'-" - �- - W W SS .0 IE=299.61 PROPOSED UNDERGROUD �g .00 ' GENERAL NOTES: i. 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, AND FEDERAL CODES, RULES AND REGULATIONS: - CURRENT INTERNATIONAL BUILDING CODE (IBC) - 2010 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 J. 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 i 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. JO2 i ENGINEER SHALL BE NOTIFIED IMMEDIATELY OF CONFLICTS THAT ARISE. I\/1 8. CONTRACTOR SHALL LOCATE AND PROTECT ALL UTILITIES DURING CONSTRUCTION AND SHALL CONTACT O I �/�I THE UNDERGROUND UTILITIES LOCATION SERVICE (1-800-424-5555) AT LEAST 48 HOURS PRIOR TO - W � CONSTRUCTION. O 9. CONTRACTOR SHALL VERIFY ALL CONDITIONS AND DIMENSIONS AT THE PROJECT SITE BEFORE STARTING WORK AND SHALL NOTIFY OWNER'S REPRESENTATIVE OF ANY DISCREPANCIES EX • F.H. 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 - W THOROUGHLY FAMILIARIZE HIMSELF WITH THE CONTENTS THEREOF. ALL SITE WORK SHALL BE _ - - - PERFORMED IN STRICT COMPLIANCE WITH THE RECOMMENDATIONS OF THIS REPORT. SS 12. STRUCTURAL FILL MATERIAL. AND PLACEMENT SHALL CONFORM TO THE RECOMMENDATIONS OF THE \ PROJECT GEOTECHNICAL REPORT �" PROPOSED 6 ,� PVC 13. MANHOLES, CATCH BASINS UTILITIES AND PAVEMENT SHALL BEAR ON MEDIUM DENSE TO VERY DENSE NATIVE SOIL OR COMPACTED STRUCTURAL FILL. IF SOIL 1S DISTURBED, SOFT, LOOSE, WET OR IF SIDE SEWER ORGANIC MATERIAL IS PRESENT AT SUBGRADE ELEVATION, REMOVE AND REPLACE WITH COMPACTED �� , J STRUCTURAL FILL PER GEOTECHNICAL REPORT. �--- PROPOSED 6 C.O. 14. SEE SURVEY LANDSCAPED ANDA5 ACND OTHER PROP SED ORDRAWINGS O EXISTING DIMENSI SONS ITE AND LOCATIONS OF BUILDINGS, (WITH 12 CAST IRON O 15. SEE ARCHITECTURAL DRAWINGS FOR PERIMETER FOUNDATION DRAINS FOUNDATION DRAINS SHALL BE LAMPHOLE COVER & rn INDEPENDENT OF OTHER SITE DRAIN LINES AND SHALL BE TIGHTLINED TO THE STORM DRAIN SYSTEM WHERE INDICATED ON THE PLANS 2" HEX13OLTS)(TY) 16. ALL REQUIRED STORMWATER FACILITIES MUST BE CONSTRUCTED AND IN OPERATION PRIOR TO RIM= ` 1 GA t,(t w a. t=� rr, Sc INSTALLATION OF ANY PAVEMENT UNLESS OTHERWISE APPROVED BY THE ENGINEER. I E= 302 Tt P `� �'� OFrn� T� 1 Z 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 REQUIRED FOR INSTALLATION OF ALL SITE ` Sloe sewwL C zA�GN"f 'r'o ee IMPROVEMENTS INDICATED ON THESE DRAWINGS FOUND R/C 16 916 ; . �.00A'tl.Tk '��'� -19. AS A MINIMUM REQUIREMENT, ALL DISTURBED AREAS ON AND OFF SITE SHALL BE RETURNED TO THE .2' (N) OF CORNER ; S►� �p -�►� p�"°�-�, `"�, 0 I 9 I Il4S'1 *tA. rlil~' OCS5MVP`TION WeLL _ x--- PROPOSED INFILTRATION I TRENCH (48 x3'x3') �6"C.0. RIM= 308 ' I IE=304 -PROPOSED 6 " PVC SIDE SEWER ^ I N I 0-)-- 6" C. 0. RIM=310 LL j IE=305 RECORD OF A F. N O < 200.c) (BACKFILL TO BE 1 1/2" TO 3 WASHED ROCK OR EQUAL, I O a 19 I O j INFMIRATR i NOT TO SCALE PARCEL# 0043 DESIGN INFILTRATION I I I EVER VIOL I i I I i FOUND RIC 16916 AT CALC. CORNER JUNE, 2012 --== =.----------------� - - EQUIVALENT DF THEIR RECONSTRUCTION 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. SCALE: 11O' " = 21. THE CONTRACTOR SHALL KEEP OFF -SITE STREETS CLEAN AT ALL TIMES BY SWEEPING. WASHING OF v THESE STREETS WILL NOT BE ALLOWED WITHOUT PRIOR APPROVAL. 10 5 0 10 20 22. THIS PROJECT 1S NOT A A4LANCED EARTHWORK PROJECT. BOTH EXPORT AND IMPORT OF SOIL AND ROCK MATERIALS ARE REQUIRED, 23. SLOPE OF FINISHED GRADF SHALL BE CONSTANT BETWEEN FINISHED CONTOURS OR SPOT ELEVATIONS SHOWN. 24. FINISH 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 = 308.0 6" MIN. NATIVE BACKFILL 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. EL= 306.0 26. CONTRACTOR SHALL OBTAIN APPROVAL FROM THE CITY AND FOLLOW CITY PROCEDURES FOR ALL OBSERVATION WELL 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 6" PERFORATED PIPE 0 0% INTERRUPTIONS WITH THEAFFECTED OWNERS AND APPROPRIATE UTILITY COMPANIES. CONNECTIONS TO FILTER FABRIC (MIRIP 10OX, EXISTING UTILITIES SHALL 'BE MADE ONLY WITH ADVANCE WRITTEN APPROVAL OF THE AUTHORITIES GOVERNING SAID UTILITIES TYPAR 3201, POLYFELT TS420 OR EQUIVALENT); SIDES AND TOP ONLY. 28. EXISTING UTILITY LINES IN SERVICE WHICH ARE DAMAGED TO CONCTTRUCTIDN WORK SHALL BE REPLACED AT CONTRACTOR'S EXPENSE AND INSPECTED AND ACCEPTED BY CITY OF EDMONDS AND �7 EL= 303.0 OWNER'S REPRESENTATIVE PRIOR TO BACKFILLING . �- 3' 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 AND CITY. TRENCH X SECTION (48 x3 x3) 30. WHERE NEW PIPE CLEARS AN EXISTING OR NEW UTILITY BY 6" OR LESS, PLACE POLYETHYLENE PLASTIC FOAM AS A CUSHION BETWEEN THE UTILITIES F = 1.2 INCHES PER HOUR (SEE GEOTECH REPORT) 31. SEE MECHANICAL DRAWINGS (WHERE APPLICABLE) FOR CONTINUATION OF SITE UTILITIES WITHIN THE BUILDING. 32. SEE ELECTRICAL DRAWINGS (WHERE APPLICABLE) FOR EXTERIOR ELECTRICAL WORK. SURFACE 33. SEE LANDSCAPE DRAWING' (WHERE APPLICABLE) FOR SITE IRRIGATION SYSTEM. DRIVEWAY & WALKWAY ROOF OUTLINE TOTAL IMP. AREA 744 SF 1,595 SF Z339 SF ACCEPTABLE 11CHTLNE MATERIAL GDR 36 SDH 40 N-12 F81 Q HMOOR NOTES: 1. APPLICANT SHALL REPAIR/REPLACE ALL DAMAGE TO UTILITIES OR FRONTAGE IMPROVEMENTS IN CITY RIGHT-OF-WAY PER CITY STANDARDS THAT IS CAUSED OR OCCURS DURING THE PERMITTED PROJECT. 2. SEE SITE PLAN AND DRAINAGE/UTILITY PLANS FOR MORE INFORMATION. 3 ALL DISTURBED SOILS WILL BE COMPOST AMENDED. 4. THE PROPOSED HOME WILL NOT HAVE A GAS CONNECTION. 5. THE DRIVEWAY SLOPE SHALL BE A MAXIMUM OF 14% 6. THE BARRIER FENCE SHOULD BE PLACED AT THE DRIP LINE OF THE TREE AND MUST BE IN PLACE PRIOR TO THE START OF ANY CONSTRUCTION. 7. MAINTAIN 5 FEET SEPARATION FROM SEWER TO ALL OTHER UTILITIES. NOTE.• 1. EXCESS CUT MAY BE SPREAD ON SITE. 2. ANY SOIL REMOVED FROM THE SITE MUST BE HAULED TO A CITY APPROVED SITE. 1� R . ��0�,'�'�•C 36499 �4gWa AssIONAL � iI - -' $itei 00 VICVWTYMAP SCALE.- 1 "=2,000' PlIf "JrA SSMH RIM 303 35' CTR. CHAN. 300.15' DATUM: NAVD 88 ENGINEER SURVEYOR INSIGHT ENGINEERING COMPANY PACIFIC COAST SURVEYS, INC. PO BOX 1478 PO BOX 13619 EVERETT, WA 98206 MILL CREEK, WA 98082 CONTACT BRIAN R. KALAB, P.E. CONTACT. DARREN J. RIDDLE PH: (425) 303-9363 PH. (425) 508-4951 FAX (425) 303-9362 FAX: (425) 357-3577 APPLICANT/ OWNER ECHELBARGER INVE5TMENIS, LLC 4001 198TH ST. SW. SUITE 2 LYNNWOOD, WA 98036 PH: (425) 673-1100 LEGAL DESCRIPTION LOTS 17 AND 18, BLOCK 36, CITY OF EDMONDS, AS PER PLAT RECORDED IN VOLUME 2 OF PLATS, PAGE 39, RECORDS OF SNOHOMISH COUNTY, SITUATE IN THE COUNTY OF SNOHOMISH, STATE OF WASHINGTON. CITY OFEDMONDS APPROVED FOR CONSTRUCTION 4- I I l9 h-z FOR: i+tN�er�t, 1'J►VISIOtJ DATE REV. NO. I DESCRIPTION I INITIALS I DATE INSIGHT ENGINEERING CO. P.O. BOX -1478 EVERETT, WA 98206 (425) 303-9363 (425) 303-9362 FAX INFO@ INSIGHTENGMERING.NLT SITE ADDRESS: EDMONDS,EWA 98020 FIESUB TAX ACCOUNT NO.'S: 00434203601700 OCT 3 12012 BUILDING DEPARTMEN 0" OF EDMONDS SW 114, SE 114, SEC.24, T.27N., ME., W.M. ALDER ECHELBARGER DWG FILENAME DESIGNED BY. DATE: I SCALE. JOB NO.: 120569.DWG IJRC 07-02-2012 1 "=1012-0569 SHEET CI DRAINAGE AND UTILITYPLAN of 2 STREET FILE - W ONC a a CURB ,DER ST F_Y 6 IAIAX""N' SW 114, SE 114, SECr24, T.27N., R.3Er, WX SNOHOMISH COUNTY, WASHINGTON EX. POWER POLE SSMH RIM 303.35' CTR. CHAN. 300.15 W W EX. 12WM W W W - - W Vl�-- - - - - - W - I- W - - ' - - CIL OF R.0.W. , 90.00 ss FOUND RIC 16916 0.2' (N) OF CORNER JUNE, 2012 RECORD OF AF. NO. 2009 I 1 � I I I I PARCEL, 0043, FOUND RIC 16916 AT CALC. CORNER JUNE) 2012 I --- - ------------- SCALE: 1" = 10' 10 5 0 10 20 THE 12 ELEMENTS OF TESL BNB' ELEMENT #1 - MARK CLEARING LIMITS: LIMIT OF CONSTRUCTION ARE CLEARLY MARKED. ELEMENT #2 - ESTABLISH CONSTRUCTION ACCESS: A STABILIZED CONSTRUCTION ENTRANCE IS SHOWN. ELEMENT #3 - CONTROL FLOW RATES: INFILTRATION TRENCH IS PROPOSED. ELEMENT #4 - INSTALL SEDIMENT CONTROLS: SILT FENCE, INLET PROTECTION AND MULCH ARE PROPOSED. ELEMENT #5 - STABILIZE SOILS: SOIL STABILIZATION IS ACHIEVED BY MULCHING, PLASTIC COVERING AND SEEDS. ELEMENT #6 - PROTECT SLOPES: SLOPES ARE PROTECTED BY PLASTIC COVERING, MULCHING AND EXISTING VEGETATION. ELEMENT 17- PROTECT DRAIN INLETS: INLET PROTECTIONS ARE PROPOSED FOR THE STORM DRAINS ELEMENT18 - STABILIZE CHANNELS AND OUTLETS. OUTLET PROTECTIONS ARE NOT PROPOSED. ELEMENT 19 - CONTROL POLLUTANTS: ALL VEHICLES, EQUIPMENT AND PETROLEUM PRODUCT STORAGE/DISPERSING AREAS WILL BE INSPECTED REGULARLY TO DEFECT ANY LEAKS OF SPILLS, AND TO IDEN77FY MAINTENANCE NEEDS AND PREVENT LEAKS OF SPILLS. ELEMENT #10 - CONTROL DEWATERING. THESE WILL BE NO DEWATERING AS PART OF THIS CONSTRUCTION PROJECT. ELEMENT #11- MAINTAIN BMP's: ALL TESC BMPS SHALL BE MAINTAINED AND REPAIRED AS NEEDED. ELEMENT #12 - MANAGE THE PROJECT - THIS COULD BE ACHIEVED BY MINIMIZING THE EXTENT AND DURATION OF THE AREA EXPOSED AND BY EMPHASIZING EROSION CONTROL THEN SEDIMENT CONTROL. NOTE: THE BARRIER FENCE SHOULD BE PLACED AT THE DRIP LINE OF THE TREE AND MUST BE IN PLACE PRIOR TO THE START OF ANY CONSTRUCTION. FILTER FABRIC MATERIAL IN CONTINUOS ROLLS. USE STAPLES FILTER FABRIC OR WIRE RINGS TO ATTACH SECURED TO 2" X 2" FABRIC TO WIRE. 14 GA. WIRE FABRIC EQUAL 19 2" X 2" WOOD OR o I WIRE MESH SUPPORT FE��E EQUIVALENT N i i TO SUPPORT FILTER F'A� lIC. N � ���Lll�=L�L��illllli�illl,,lllyili�ii�! 11-11_I1 2 „�IIIIIIIIfllli��lll=t�_j 'zn ---------- "-III-III-III N BURY BOTTOM OF FILTER �- MATERIAL 8' TO 12' 6 MAX, �thlli: u 8&lj 2' X 2' WOOD POSTS OR PLACE 3/4"-1.5" WASHED GRAVEL IN EQUIVALENT THE TRENCH AND ON BOTH SIDES OF FILTER FABRIC FENCE ON THE SURFACE. CITY INSPECTI❑N REQUIRED ON ALL CONTRACTOR/DEVELOPER SHALL MAINTAIN AND REPLACE ER❑SI❑N CONTROL METHODS BEFORE STRAW BALES TO INSURE PROPER EROSION CONTROL. OTHER WORK CAN BEGIN. FILTER FABRIC FENCE FILTRATION SYSTEMS NOT TO SCALE STD DTL. El.1 MIN. RADIUS QUARRY SPALLS 2-4" MIN DIA 8"-12" MIN. DEPTH P CONTRACTOR SHALL MAINTAIN TEMPORARY EGRESS AREA FULL WIDTH OF INGRESS / CONSTRUCTION ENTRANCE DURING TEE CONSTRUCTION PERIOD. CITY INSPECTION REQUIRED ON ALL EROSION CONTROL MEASURES BEFORE ERUO CAN BEGIN. TE CB EVER F L�WKHOLIES CATCH BASIN \ aa STRAW BALES MAY BE USED IN CERTAIN CIRCUMSTANCES (SEE DETAIL ELIAX THIS APPLICATION SHALL BE MAINTAINED AT ALL TIMES DURING CONSTRICTION PERIOD. \ CITY INSPECTION REQUIRED ON ALL ERM MEASURES BEFORE WORK CAN BEGIN, STABILIZED CON5TR UCTION ENTRANCE TEMPORAR Y SEDIMENT TRAP FOR CATCH BASINS NOT TO SCALE STD DTL. E1.2 NOT TO SCALE STD DTL. E1.3 ESC NOTES (ECDC 18.30.050) CONSTRUCTIONSEQUENCE A. ESC MINIMUM REQUIREMENTS ALL ACTIVITIES NECESSITATING A CLEARING OR GRADING PERMIT AND ALL UTILITY PROJECTS CONSISTING OF MORE THAN 500 1 REVIEW ESC NOTES. LINEAL FEET OF TRENCH EXCAVATION SHALL BE REQUIRED TO CONTROL EROSION AND SEDIMENT DURING CONSTRUCTION AND TO PERMANENTLY STABILIZE EXPOSED 2 CALL FOR UTILITY LOCATES. SOIL RESULTING FROM CONSTRUCTION. PROJECTS INVOLVING A CRITICAL AREA MAY ALSO BE REQUIRED TO COMPLY WITH ANY COMBINATION OF THE ESC 3. INSTALL ESC MEASURES AND MAINTAIN DUST CONTROL. MINIMUM REQUIREMENTS. COMPLIANCE WILL BE DEMONSTRATED THROUGH'THE IMPLEMENTATION OF AN APPROVED ESC PLAN. GUIDELINES FOR PREPARING ESC 4. HAVE EROSION CONTROL MEASURES INSPECTED BY CITY OF PLANS ARE PROVIDED IN THE MANUAL. THE PLAN MUST ADDRESS THE EDMONDS CITY ENGINEERING INSPECTOR. (ALL TEMPORARY FOLLOWING REQUIREMENTS: SEDIMENTATION AND EROSION CONTROL MEASURES MUST BE IN PLACE AND INSPECTED PRIOR TO ANY CONSTRUCTION OR SITE 1. ESC MINIMUM REQUIREMENT - CONSTRUCTION ACCESS ROUTE CONSTRUCTION CLEARING. EROSION AND SEDIMENT CONTROL PRACTICES VEHICLE ACCESS SHALL BE, WHENEVER PRACTICAL, LIMITED TO ONE ROUTE. AND/OR DEVICES SHALL BE MAINTAINED UNTIL PERMANENT ACCESS POINTS SHALL BE STABILIZED WITH QUARRY SPALLS OR CRUSHED ROCK VEGETATION IS ESTABLISHED). TO MINIMIZE THE TRACKING OF SEDIMENT ONTO PUBLIC ROADS IF SEDIMENT IS TRANSPORTED ONTO A ROAD SURFACE, THE ROADS SHALL BE CLEANED 5. ROUGH GRADE SITE AS REQUIRED TO INSTALL DRAINAGE THOROUGHLY AT THE END OF EACH DAY. SEDIMENT SHALL BE REMOVED FROM FEATURES ROADS BY SHOVELING OR SWEEPING AND BE TRANSPORTED TO A CONTROLLED SEDIMENT DISPOSAL AREA WITHIN 24 HOURS STREET WASHING SHALL BE 6. DEMOLISH EXISTING STRUCTURES. ALLOWED ONLY AFTER SEDIMENT IS REMOVED IN THIS MANNER. Z CLEAR, GRUB & ROUGH GRADE REMAINDER OF SITE 2. ESC MINIMUM REQUIREMENT - STABILIZATION OF EXPOSED AREAS. ALL SOILS REVEGETATE DISTURBED AREAS NOT SUBJECT TO ADDITIONAL EXPOSED BY LAND DISTURBING ACTIVITIES SHALL BE STABILIZED BY SUITABLE SURFACE DISTURBANCE IMMEDIATELY AFTER ROUGH GRADING. APPLICATION OF BMPS, INCLUDING, BUT NOT LIMITED TO, SOD, HYDROSEEDING, (OTHER EXPOSED AREAS SHALL RE STABILIZED PER EROSION OR OTHER VEGETATION, PLASTIC COVERING, OR MULCHING. ALL BMPS SHALL BE CONTROL NOTES BELOW). SELECTED, DESIGNED, AND MAINTAINED IN ACCORDANCE WITH THE MANUAL. THE EXPOSED SOILS SHALL BE STABILIZED ACCORDING TO AN APPROVED TIMETABLE 8. INSTALL UTILITIES AND OTHER SITE IMPROVEMENTS. (TYPICALLY, NO SOILS SHALL REMAIN EXPOSED FOR MORE THAN TWO DAYS FROM OCTOBER 1 THROUGH APRIL 30 AND NO MORE THAN SEVEN DAYS FROM 9. STABILIZE AND REVEGETATE ENTIRE SITE MAY I THROUGH SEPTEMBER 30). 3. ESC MINIMUM REQUIREMENT -PROTECTION OF ADJACENT PROPERTIES ADJACENT 10. ESTABLISH LANDSCAPING AND PERMANENT VEGETATION. EROSION CONTROL FEATURES CAN REMOVED UPON FINAL SITE PROPERTIES SHALL BE PROTECTED FROM SEDIMENT DEPOSITION BY APPROPRIATE STABILIZATION AND APPROVAL BY CITY INSPECTOR. 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 CON77NUED 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 BMPS TO MITIGATE THE EFFECTS OF INCREASED RUNOFF SHALL BE APPLIED. 6. EROSION AND SEDIMENT CONTROL REQUIREMENT - UNDERGROUND UTILITY CONSTRUCTION. THE CONSTRUCTION OF UNDERGROUND UTILITY LINES SHALL SPECIFICALLY ADDRESS THE FOLLOWING: A. EROSION CONTROL FOR EXCAVATED AND STOCKPILED MATERIALS; UTILITYCONFLICTNOTE.- B. THE PLACEMENT OF EXCAVATED MATERIAL WHERE CONSISTENT WITH SAFETY CAUTION.' AND SPACE CONSIDERATIONS SHALL BE PLACED ON THE UPHILL SIDE OF TRENCHES; THE CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFYING THE LOCATION, DIMENSION, AND DEPTH OF ALL EXISTING UTILITIES WHETHER SHOWN ON C. TRENCH DEWATERING SYSTEMS (MUST DISCHARGE INTO SEDIMENT TRAPS; THESE PLANS OR NOT, BY POTHOLING THE UTILITIES AND SURVEYING THE SEDIMENT PONDS, OR OTHER ACCEPTABLE MEANS); HORIZONTAL AND VERTICAL LOCATION PRIOR TO CONSTRUCTION. THIS AND THEN SHALL INCLUDE CALLING UTILITY LOCATE ® 1-800-424-M55 D. TRACKING AND SPILLING OF MATERIALS ON STREETS DUE TO HAULING; POTHOLING ALL OF THE EXISTING UTILITIES AT LOCATIONS OF NEW UTILITY CROSSINGS TO PHYSICALLY VERIFY WHETHER OR NOT CONFLICTS EXIST. E. DAILY CLEANUP AND .STREET MAINTENANCE. LOCATIONS OF SAID UTILI77ES AS SHOWN ON THESE PLANS ARE BASED UPON THE UNVERIFIED PUBLIC INFORMATION AND ARE SUBJECT TO Z ADDITIONAL ESC MINIMUM REQUIREMENTS FOR LARGER DEVELOPMENTS ALL NEW VARIATION. IF CONFLICTS SHOULD OCCUR, THE CONTRACTOR SHALL DEVELOPMENT AND REDEVELOPMENT THAT INCLUDES LAND DISTURBING ACTIVITIES CONSULT WITH INSIGHT ENGINEERING COMPANY TO RESOLVE ALL OF GREATER THAN, OR EQUAL TO, ONE ACRE IN ADDITION TO MEETING THE PROBLEMS PRIOR TO PROCEEDING WITH CONSTRUCTION. MINIMUM REQUIREMENTS SET FORTH ABOVE SHALL COMPLY WITH ESC REQUIREMENTS LISTED BELOW. CALL TWO (2) B US17 ESS DA YS 8. ESC MINIMUM REQUIREMENT -DELINEATE CLEARING AND EASEMENT LIMITS 1N THE FIELD, MARK CLEARING LIMITS AND/OR ANY EASEMENTS, SETBACKS, BEFORE YOU DIG 1-800-424-5555 SENSITIVE/CRITICAL AREAS AND THE BUFFERS, TREES AND DRAINAGE COURSES 9 MINIMUMESC NT LEAVINGPING PRIOR TO WATER RUNOFF SHALL PASS HRO GHP A SEDIMENT PONDOR STORMSEDIMENT T.E.,S.C. LEGEND TRAP, OR OTHER APPROPRIATE BMPS. SEDIMENT PONDS AND TRAPS, PERIMETER DIKES, SEDIMENT BARRIERS, AND OTHER BMPS INTENDED TO TRAP SEDIMENT ON -SITE SHALL BE CONSTRUCTED AS A FIRST STEP IN GRADING. THESE BMPS SF SF SILT FENCE SHALL BE FUNCTIONAL BEFORE LAND DISTURBING ACTIVITIES TAKE PLACE EARTHEN STRUCTURES, SUCH AS DAMS, DIKES, AND DIVERSIONS SHALL BE SEEDED AND MULCHED ACCORDING TO AN APPROVED TIMETABLE. p7m TEMPORARY CONSTRUCTION 10. ESC MINIMUM REQUIREMENT - CUT AND FILL SLOPES CUT AND FILL SLOPES ENTRANCE SHALL BE DESIGNED AND CONSTRUCTED IN A MANNER THAT WILL MINIM1ZE EROSION. IN ADDITION, SLOPES SHALL BE STABILIZED IN ACCORDANCE WITH ESC REQUIREMENT NO. 2. CATCH BASIN INSERT 11. ESC MINIMUM REQUIREMENT - CONTROLLING OFF -SITE EROSION. PROPERTIES PROTECTION (TYP.) AND WATER WAYS DOWNSTREAM FROM DEVELOPMENT SITES SHALL BE PROTECTED FROM EROSION DUE TO INCREASES IN THE VOLUME, VELOCITY, AND PEAK FLOW - RATE OF STORM WATER RUNOFF FROM THE PROJECT SITE. +✓� CLEARING LIMITS 12. ESC MINIMUM REQUIREMENT - STABILIZATION OF TEMPORARY CONVEYANCE CHANNELS AND OUTLETS ALL TEMPORARY ON -SITE CONVEYANCE CHANNELS SHALL BE DESIGNED, CONSTRUCTED AND STABILIZED TO PREVENT EROSION FROM THE EXPECTED VELOCITY OF FLOW FROM A TWO-YEAR, 24-HOUR FREQUENCY MU MULCH &/OR STRAW MATTING STORM FOR THE DEVELOPED CONDITION. STABILIZATION ADEQUATE TO PREVENT EROSION OF OUTLETS, ADJACENT STREAM BANKS, SLOPES AND DOWNSTREAM REACHES SHALL BE PROVIDED AT THE OUTLETS OF ALL CONVEYANCE SYSTEMS 13. ESC MINIMUM REQUIREMENT - STORM DRAIN INLET PROTECTION. ALL STORM PL PLASTIC COVER DRAIN INLETS MADE OPERABLE DURING CONSTRUCTION SHALL BE PROTECTED SO THAT STORM WATER RUNOFF SHALL NOT ENTER THE CONVEYANCE SYSTEM WITHOUT FIRST BEING FILTERED OR OTHERWISE TREATED TO REMOVE SEDIMENT. FLOW ARROW (EX.) 14. ESC REQUIREMENT - REMOVAL OF TEMPORARY BMPS. ALL TEMPORARY EROSION AND SEDIMENT CONTROL BMPS SHALL BE REMOVED WITHIN 30 DAYS AFTER FINAL CITY OFEDMONDS SITE STABILIZATION IS ACHIEVED OR AFTER THE TEMPORARY BMPS ARE NO LONGER NEEDED. TRAPPED SEDIMENT SHALL BE REMOVED OR STABILIZED ON APPROVED FOR CONSTR UCTION SITE DISTURBED SOIL AREAS RESULTING FROM REMOVAL SHALL BE PERMANENTLY STABILIZED. 15. EROSION AND SEDIMENT CONTROL REQUIREMENT - DEWATERING CONSTRUCTION SITES DEWATERING SYSTEMS SHALL DISCHARGE INTO A SEDIMENT TRAP OR SEDIMENT POND. FOR: , PUBLIC WORKS DIRECTOR DATE 16. EROSION. AND SEDIMENT CONTROL REQUIREMENT - CONTROL OF POLLUTANTS OTHER THAN SEDIMENT ON CONSTRUCTION SITES. ALL POLLUTANTS OTHER THAN SEDIMENT THAT OCCUR ON SITE DURING CONSTRUCTION SHALL BE HANDLED AND DISPOSED OF IN A MANNER THAT DOES NOT CAUSE CONTAMINATION OF STORM WATER. 1 Z EROSION AND SEDIMENT CONTROL REQUIREMENT - FINANCIAL LIABILITY. R PERFORMANCE BONDING, OR OTHER APPROPRIATE FINANCIAL INSTRUMENTS, SHALL BE REQUIRED FOR ALL PROJECTS TO ENSURE COMPLIANCE WITH THE APPROVED EROSION AND SEDIMENT CONTROL PLAN. [ORD. 3013 § 1, 1995]. REV N0. DESCRIPTION INITIALS DATE