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225 3RD AVE S.PDF225 3RD AVE S ►=-ir'- 'r ��/T'p 3 CA. cu.,,t� s r890-19C)v i CITY OF EDMONDS 250 - 5TH AVE. N. • EDMONDS, WA 98020 • (206) 771-0220 • FAX (206) 771-0221 COMMUNITY SERVICES DEPARTMENT Public Works a Planning . Parks and Recreation . Engineering June 15, 1995 ,z LAURA M. HALL MAYOR Ola Groset J U N 1 5 W6 Ola Groset General Contractor tNGINEERING 931 12th Ave. N. Edmonds, WA 98020 RE: 12 UNIT CONDOMINIUMS AT 225 3RD AVE. S.; VARIANCE TO CITY DEVELOPMENT CODE FOR INSTALLATION OF ELECTRICAL UTILITIES (ED 92)' Dear Mr. Groset: I have, reviewed your request for the subject variance and discussed the topic and alternatives with City staff members. Chapter 18.05 of the Community Development Code regarding utility wires is explicit that electrical distribution to new developments must be underground. In addition, placement of pad -mounted transformers must have ADB approval on the aesthetics prior to the issuance of a construction or building permit. It is apparent that these power requirements were not discussed with PUD prior to, or during, the design phase of your project relating to our code. Based on the information and discussion with PUD it would be impractical to place a large pad -mounted transformer in City right-of-way without hampering pedestrian traffic. If it weren't for that fact, you would have been required to go underground as required by code. Because of the impact on pedestrian safety, I hereby, grant you this one-time variance to Chapter 18.05 of the Community Development Code. By granting you this one-time variance to the Development Code, you may direct PUD to install an additional pole -mounted transformer on the existing pole southwest of your property as shown on the photo you provided. Please be advised that future development plans submitted for City review will be required to show the location of pad -mounted transformers so the design complies with our codes and can be evaluated appropriately. If you have any questions call Lyle Chrisman at'771-0220, ext. 324. Sincerely, Pk ar Community Services Director ALC/PM/cic c: John Bissell, Associate Planner Lyle Chrisman, Engineering Inspector Sharon Nolan, Permit Coordinator engineerlgrostwvr.doc • Incorporated August 11, 1890 • Sister Cities International — Hekinan, Japan _ _ _ - m4. L^ t 4 �,e7'. \ \� - - `-•fin_- _ } II it s 9 (OfGENERAL CONTRACTOR 931 12TH AVENUE NORTH EDMONDS, WA 98020 778-4824 Mr. Lyle Chrisman Engineering Department City of Edmonds 250 5th Ave. N. Edmonds, WA 98020 Re: OLA GROSET APARTMENTS Dear Mr. Chrisman, I June 1, 1995 We would like to request the placement of a third electrical transformer on the power transmission pole at the south property line, on Third Ave. S., on subject property. As you -can see by the submitted pictures, the bracket for a third transformer is already in place. With the height of this pole the transformers are almost at roof line height and should not block any views. 2 1995 (zNUiNEE FLING The other option of going underground to Dayton St., does not seem worth the disruption to the four ( 4 ) apartment complexes along the way. The cutting of the city street across driveways, eliminating parking on .the street, digging up some sidewalks to place an under- ground vault should be avoided if possible. I appreciate you taking the time to consider the options of a third transformer on the pole. CEP PROJECT:�I�?�.A�! v� ....... PROJ. # ..k�.......................... CONTRACTOR .......................................... DATE. .67.................. WORKERSON SITE......................................................................... EQUIPMENTON SITE....................................................................... WEATHER ........................... TEMPERATURE ........................................ DAILY ACTIVITY (A.M./P.M.)............................................................. i. � , UTA s . .•Trn.D '''^".. �. ►,&, �•AS ,4z91. PfAlC&Qr. 4.t�.s� ; . . .. .. .. ..... .. . .... ... ...... ..... r.ca ram.. , ? 4&0_0, jX& WkAt d . JeX Ua ..Io. Olga , S L , J". -. °'.?; o Ag.j. !�s..!I:-)°/o . �'l Qr;,rsT..za ,. °b. Gvlo . �. �ev,�� .�'...... . .. ... ......... .. ..... .. . `*r. 4*r�&.4v te_ . �:...................... .......... ............. COMMENTS (CONVERSATIONS, FIELD PROBLEMS) ................................................ ........................................................................................ FOLLOW-UP TESTING....................................................................... ........................................................................................ CITY REPRESENTATIVEJ.0 ................. DATE/TIME..*-A"`� .......... PROJLOG/TXTFORMS L� John W. Mellor, P.E. Mr. Gordon C. Hyde City of Edmonds Engineering Department 250 5th Avenue North Edmonds, WA 98020 RE: 10 Unit Condominium - Ola Groset Dear Mr. Hyde: .. We would like to apply fora waiver to allow the location of a 24" detention pipe within 6.5' of the subject building. This location is as we discussed earlier, and will not in my judgment present any problems with regard to construction or operation and maintenance of the subject detention system. Your consideration in this matter is appreciated. Sincerely, John W. Mellor, P.E. �i 0 P.O. Box 784 Edmonds, Washington 98020 Phone/FAX (206) 771-9155 11 SITE PLAN/ STORM DRAINAGE REPORT for a 1-0 UNIT CONDOMINIUM located at 225 & 227 3rd AVENUE SOUTH for OLA GROSSET prepared by John W. Mellor, P.E. JAN 1 1 1994 PERMIT COUNTER ' , STORM DRAINAGE CALCULATIONS Existing Conditions Total square footage Parcel A, B, and C including gap area between Parcels A, B, and C equals 16,549 sq. ft. or 0. 3799 ac. Exist. site plan included in report. Existing Impervious Surfaces(i.e. driveways, walks, exterior slabs, etc.) Parcel "A" (87 x 9) + (23 x 4) 783 + 92 = 875 Parcel "B" (112.5 x 8.5) + (5 x 17) + (50 x 2) 956.25 + 86 + 100 = 1,142.25 Parcel "C" (2 x 18)/ 36 Impervious surfaces Parcel "A" + "B" + "C" = 2,053:25 sq. ft. or 0.0471 ac. Existing Pervious Area (16,549 - 2,053) sq. ft. = 14,496 sq. ft. or 0.33278 ac. Estimated Existing Runoff Q = CIA; where I or 110 is dependent on Tc, the time of concentration Tc=10+ Lft V ft/sec x 60 sec/min where V, velocity is a function of the slope of the subject property, S; S = (47.55 - 46.80.)feet = 0.0091; (46.80 - 41.66) = 0.0485 82 feet 106 feet V, velocity of overland flow across existing lawns & conc. use log vs. log figure, page 16, Sno. Co. Denage Ord. V = 0.5 fps; 4.6 fps Tc = 10 min. + 82 feet . + 106 feet 0.5 fps x 60 sec/min 4.6 fps x 60 sec/min iim r Tc = 10 min. + 2.73 min. + 0.38 = 13.11 min. Q = C ho A ; where; from the rainfall chart Sno. Co. Dr'nage Ord, page 25, Igo = 1.65, when Tc = 13.11 min where C(combined); when C(impervious area) = 0.90 Cpervious area) = 0.15 (0.0471 ac. x 0.90) + (0.3327 ac x 0.15) = 0.24298 0.3799 ` Qex=.ChoA = 0.24298 x 1.65 x 6.3799 ac. = 0.1523 cfs existing runoff(allowable runoff) Developed Site Conditions Impervious Surfaces(i.e. roofs, driveways, walks, porches, etc.) 11,332.57 sq. ft. or 0.26015 ac. Pervious Surfaces 16,549.00 sq. ft. - 11,332.57 sq. ft. = 5,216.43 sq. ft. or 0.11975 ac. Future runoff coefficient for the developed site (0.26015 ac. x 0.90) + (0.11975 ac x 0.15) = 0.66359 0.3799 Qo = allowable runoff adjusted acreage x future runoff coefficient - — 0.1523 = 0.60413 cfs V 0.3799 acres x 0.66359 Detention Requirements Using the 25 year design storm for detention we obtain: T 25 + 2706 = - 25 + 2706 = - 25 + 66.926 = 41.926 V Qo V 0.60413 F R Vs= 4329T_40Q0T=2,711.95-1,013.15=1,698.80- T+25 VT = VS x acres x future runoff coeff. = 1,698.80 x 0.3799 x 0.66359 = 428.26 cu. ft. = 428.26 cu. ft., required on -site detention Sizing the Underground Detention Pipe Constraints for sizing the detention pipe include the elevations of the yard drains, downspout ties, parking areas, and the storm drain invert located in 3rd Avenue N., which is -- 3 feet below the curb at the center of the subject properties. A 24" pipe will be used to detain runoff volumes. This pipe would be 160" long. Checking detention provided 158' x 3.1416 cu. ft./ft. = 496.37 cu. ft. in pipe 2.75' x 12.57 cu. ft./ft. = 34.56.cu. ft. in restrictor catch basin 2.0' x 5.77 cu. ft./ft. = 11.54 cu. ft. in Type 1- L catch basin 542.47 cu. ft. total detention provided in excess of req'd. Check Overflow 100 year storms from the developed site are dependent upon the new Tc: The new time of concentration after development is as follows: The longest run starts at the Southeast comer of the proposed building. Runoff from the roof itself takes approx. 2 seconds then must flow along 34' of rain gutter sloped at 1 % at a velocity of 2 fps, then through 44' of underground 6" pipe with a slope of 1 % and a velocity of 1.83 fps, then through 40' of 6" pipe with a slope of 1 % at 2.08 fps to the catch basin at north end of the parking lot, then through 40' of 6" pipe sloped at 1 % at a velocity of 3.17 fps to the upper end of the detention system, then through 120' of 24" detention pipe sloped at 0.5% with a velocity of 1.61 fps, then through 60' of 8" pipe sloped at 1 % at a velocity 3.4 fps to the catch basin behind the sidewalk. Tc = 10 + 34' + 44 + . 40 + 40 + 120 + 60 = 2(60) 1.83(60) 2.08(60) 3.17(60) 1.61(60) 3.40(60) = 12.75 min K3 With the developed Tc at 12.75 min. the rainfall intensity would be 2.60 in/hr: Qioo = C I A where C = 0.66359 hoo = 2.60 A = 0.3799 Qloo = 0.66359 x 2.60 x 0.3729 = 0.655 cfs An eight inch riser can easily handle 1.0 cfs, therefore 0.655 cfs is conservative. Orifice sizing The orifice will be sized to release the existing runoff: Qex 1Oyr = 0.1523 cfs -J With a head of 3.00 feet the size of the bottom orifice is 1.800" or 1.8" To add oil water separation with notch(weir)control, King County's Drainage manual suggests using of notch orifice using a sharp crested weir designed to handle the runoff up to the 10 yr developed site flow before overtopping. The weir must handle Qdev loyr - Qex toyr = Qweir cfS 0.40367 - 0.1523 = 0.25137 cfs; where Qdev loyr = CIA = 0.66411 x 1.60 x 0.3799 = 0.40367 Qweir = C(L - 0.2H)H3/2 where C = 3.27 + 0.40 H/P L = length of the portion of riser circumference as necessary(in feet)not to exceed 50% of the circumference. H & P as shown D = inside riser diameter L Q C i H art + 0.2 H G t J C ,e, d = 0.25137 + 0.2(0.25)� 3.306(0.25)3n — 0.6582 feet r M < Cl D Cj 4 lX 4c� „S -- =1121,VED c92EA. (suEEr PIC�Lv) c sunts-CW � 11=nQ► Y F�p� G�DCX)t`1D 02 M11J1mum T1L-L-&%.C� GV!_-1'1vLi1'y01`1 -77771 GOQEES'T` )ND 1_n- E2)-7 30 20 ►o S 3 2 so i-nr (T=F-eT PEP- This figure may be used to help estimate overland flow times for surface flow. TRAVEL TIME FOR OVERLAND FLOW 16 RUNOFF FACTORS FOR STORM SEWERS (Values of "C" in n = CIA) UNDEVELOPED LAND 0 FLAT ROLLING 0-5% 5% Wood & Forest ............. 0.10 0.15 Sparse Trees & Ground Cover......... 0.15 0.20 Light Grass to Bare Ground .................... 0.20 0.25 DEVELOPED AREA Pavement & Roofs... .......................... 0.90 0.90 Gravel Roads & Parking Lots ................... 0.75 0.80 CityBusiness ....... ... ..................... 0.85 0.90 Apartment Dwelling Areas ...................... 0.80 0.85 Industrial Areas (Heavy) ...................... 0.70 0.80 Industrial Areas (Light) ...................... 0.60 0.70 Earth Shoulder ................................ 0.50 0.50 Playground....... .............................. 0.25 0.30 Lawns, Meadows & Pastures ..................... 0.20 0.25 Parks & Cemeteries ............................ 0.15 0.20 SINGLE FAMILY RESIDENTIAL (Dwelling Unit/Gross Acre) 1.0 - 1.5 DU/GA................................. 0.30 1.5 - 3.0 DU/GA................................. 0.35 3.0 - 3.5 DU/GA.......................:......... 0.40 3.5 - 4.0 DU/GA................................. 0.45 4.0 - 6.0 DU/GA................................. 0.50 6.0 - 9.0 DU/GA...... ..... .................. 0.60 9.0 - 15.0 DU/GA................................. 0.70 A 18 u rLL 0 U F � p 0 u 2 It KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL FIGURE 4.4.711 NOTCH WEIR &at4le Ha�e, Avaa bcfw x balf/c f werPdoot ba- �dffuc•rt �i /ass 444 Q Q = C(L - 0.2H)H"'cfs siflo 111e41 where C = 3.27 + 0.40 H/P (in feet). L = Length of the portion of the riser circumference as necessary (in feet), not to exceed 50% of the circumference. H&P as shown above D = Inside riser diameter. Note that to account for•side contractions, subtract 0.1 H from L for each side of the notch weir. FIGURE 4.4.7F REQUIREMENTS FOR OIL/WATER SEPARATION WITH NOTCH CONTROL BOLT* 6eAd' I3 &fLfE 'R7 �I�jEfLtaa ve�A1 Vi i PTjj WeIR �-A _ A �1QfcH �nle�R ou}'m (zis� — Wf1f� - fDK o(u-ATER SEPA.i=ATlO hl sly- at V'dVlve-d Q. T f YC{� iv& NrH ►Vy- I oTGH WE4F- evEk-TWIfUt AlAXWED �- ABovE ro Yslatl) W4 fXW C WeMa WI'M'M FeFFvRMANCE To ta-F-T PfF�(=MArlc 0L WATER 6"ARA- ief-i 95Q'c ver 10 YES(? 4.4.7-6 1/90 C+ I 1 v STORM DRAINAGE CALCULATIONS , J Existing Conditions Total square footage Parcel A, B, a C including gap area between Parcels A, B, and C equals 16,549 sq. ft. o 0. 3799 ac. Exist. site plan included in report., I:u� Existing Impervious Su ys, walks, porches, etc.) )� 4( 1 Parcel "A". J� h V [(8 x 20) + (22.3 x 28.3)] + (12-x 34) + (87 x 9) + (6 x-14) + (23 x 4) 160 + 632.78 + 408 + 783 + 84 + 92 ,J 111 c a Parcel "B" Cl� [(14.5x28.5)+(24+36)]+(18x-24)+(112.5x8.5)+(9x-5:5)+(5x17)+(50x2)' 413.25 + 864 + 432 + 956.25 + 49.5 + 86 + 100 M� , Parcel "C" n U- (2 x 18) h 36 �K Impervious surfaces Parcel "A" + "B" + "C" = 5,097 sq. ft. or 0.1170 ac. n��In Existing Pervious Area t C J (16,549. - 5,097) sq. ft. = 11,452 sq. ft. or 0.2629 ac. 'J Estimated Existing Runoff Q = CIA; where I or Ito is dependent on Tc, the time of concentration Tc=10+ Lft V ft/sec x 60 sec/min where V, velocity is a function of the slope of the subject property, S; S = (47.55 - 46.80.)feet = 0.0091; (46.80 - 41.66) = 0.0485 82 feet 106 feet V, velocity of overland flow across existing lawns & conc. use log vs. log figure, page 16, Sno. Co. Dr'nage Ord. V = 0.5 fps; 4.6 fps Tc= 10 min. + 82 feet . + 106 feet 0.5 fps x 60 sec/min 4.6 fps x 60 sec/min 1 t Tc = 10 min. + 2.73 min. + 0.38 = 13.11 min. Q = C ho A ; where; from the rainfall chart Sno. Co. Denage Ord, page 25, ho = 1.65, when Tc = 13.11 min where C(combined); when C(impervious area) = 0.90 Cpervious area) = 0.15 (0.1170 ac. x 0.90) + 0.2629 ac x 0.15) = 0.38098 0.3799 Q C I, o A Lla�_ b5 0.38098 x 1.65 x 0.379.9 ac. = 0.2388 cfs existing runoff (allowable runoff) Developed Site.Conditions Impervious Surfaces(i.e. roofs, driveways, walks, porches, etc.) 11,080:57 sq. ft. or 0.25437.ac. Pervious Surfaces 16,549.00 sq. ft. - 11,080.57-sq. ft. = 5,468.43 sq. ft. or0.12554 ac. , ri Future runoff coefficient for the developed site ` (0.25437 ac. x 0.90) + (0.12554 ac x 0.15) = 0.65218 L 0.3799 Whe b assin- ortion of the site from the etention facility do the.following: (Bypas dure included 'at back of report) Qadjusted = Qexisting Qbypass = 0.2388 - Ab Cb where A = 4 0 9 sq. ft. or 0.0927 ac. Cb = 0.65218 Oadjusted = 0.2388 - (0.0927 x 0.65218) = 0.17833 cfs i J Qo = allowable runoff adjusted-- i � 6 I acreage x future runoff coefficient I S r b .0:171� 833-- = 0.71975 cfs h U �✓ �, l �I 0.3799 acres x 0.65218 �� r� J 2 k4 vt c 4.. ��. Detention Requirements Using the 25 year design storm for detention we obtain: T=-25+ 2706= -25+ 2706=-25+61.316=36:316 Qo V 0..-1--975 Vs = 4329 T _ 40 Oo T = 2 563.96 - 1,045.54 = 1,518.42 T+25 Vr = Vs x acres x future runoff coeff. = 1,518:42 x 0.3799 x 0.65218 = 376.21 cu. ft. = 376.21 cu. ft., required on -site detention with bypass Sizing the Underground Detention Pipe Constraints for sizing the detention pipe include the elevations of the. yard drains, downspout ties, parking areas, and the storm drain invert located in 3rd Avenue N., which is - 3 feet below the curb at the center of the subject properties. A 24" pipe ctir will be used to detain runoff volumes. This pipe would be 120" long. a� Checking detention provided 120' x 3.1416 cu. ft./ft. = 37.6:99-cu. ft. in pipe 2.6' x 12.57.cu. ft./ft. = 32.68 cu. ft. in restrictor catch basin 2.0' x 5.77 cu. ft./ft. = 11.54 cu. ft. in Type 1- L catch basin 421.21 cu. ft. total detention provided in excess of req'd. Check Overflow 100 year storms from the developed site are dependent upon the new Tc: The new time of concentration after development is as follows: The longest run starts at the Southeast comer of the proposed building. Runoff from the roof itself takes approx. 2 seconds.then must flow along 34' of rain gutter sloped at 1 % at a velocity of 2 fps, then through 44' of underground 6" pipe with a slope of 1 % and a velocity of 1.83 fps, then through 40' of 6" pipe with a slope of 1 % at 2.08 fps to the catch basin at north end of the parking lot, then through 40' of 6" pipe sloped at 1 % at a velocity of 3.17 fps to the upper end of the detention system, then through 120' of 24" detention pipe sloped at 0.5% with a velocity of 3 1.61 fps, then through 60' of 8° pipe sloped at 1 % at a velocity 3.4 fps to the catch basin behind the sidewalk. Tc = 10 + 34' + 44 + 40 + 40 + 120 + 60 = 2(60) 1.83(60) . 2.08(60) 3.17(60) 1.61(60) 3.40(60) = 12.75 min With the developed Tc at 12.75 min. the rainfall intensity would be 2.60 in/hr: Qioo =.0 I A Qloo = 0.65218 x 2.60 x 0.2872 r,. = 0.487 cfs where C = .0.65218 hoo = 2.60 A = 0.2872 An eight inch riser can easily handle 1.0 cfs, therefore 0.487 cfs is safe. Orifice sizing The orifice will be sized to release the existing runoff amount minus the amount of flow bypassed, the adjusted release rate: Qadiusted = 0.2388 - (0.0927-x 0.65218) = 0.17833-cfs With the head on this orifice at 2.60 feet the orifice size is 2.01877" or 2.0" r C = 2,.:7 4 Y, N� I o'I I 4" it U 1 dd i Q i 0 Y n nm� a - FmZ N N � � } f oz•�a 1 0 Q yn 7nd.9-1G4 ------��k -- 8. o W n r ,n m n vi at CL I A a ° ' 1 I 1 I n L Oql S Yi i aI• J 9 �1 0 4 = W co 3 r ¢ WId td [ c Ld ot I m u lu u 5 \ i r r• �. lu Id Q aQ, j I j LL goad Cit Q ( C ]Pd r^ -, !�`• ET------- --------------- I T Retention/detention facility design -is often more complicated than the previous example because of variable field conditions and topography. The following two examples are meant to illustrate the Yrjanainen $ Warren method as applied to ,commonly encountered conditions: 1. Determine required storage for a development that has off -site drainage entering it and on -site drainage bypassing the detention facility. Ded/N4GE 8OUN00eK Diftl6ZOPsl 5AIT 8011A M C, K Ao = Area off -site contributing drainage to the development AR = Area of development with detained drainage AB = Area of development with drainage bypassing detention. NOTE: It is assumed for this example that the area leaving the development unrestricted (AB) is small relative to the total developed area and that it is within the same drainage basin and re-enters the natural drainage system within a reasonable distance downstream from the controlled outlet. Also, the downstream drainage system must be adequate to accept the increased peak runoff from the bypass area and a release of damages may be required. Based on these assumptions, the size of the control outlet can be reduced accordingly to compensate for the restricted flow. Unless all of these assumptions are met, separate detention or retention would be required for area AB. (A) The detention volume is based only on the increased flow generated from the site after development: VT = VSARCR (Future) QAllowable must be adjusted for bypassing drainage in order to increase required storage: QAdjusted = QExisting(1) - QBypass Where QExisting (1) _ [ARCR (Exist) + ABCB(Exist)] i; and QBypass = ABCB (Future) i J Both Q's are for the same storm ("i" found from Tc(R)) Qo = QAdjusted/ARCR (Future) The Standard Y F W method is then used with this Qo (and VT = VSARCR) to complete the volume calculations. (B) The required outlet size takes into account the off -site and on -site drainage and is then reduced to compensate for the bypassing area(s): QAllowable = QExisting(2) - QBypass Where QExisting(2) =rARCR (Exist) + ABCB(Exist) + AoCo(Existli (This intensity ("i" Lis found from Tc(o)) JJ and QBypass = ABCB(Future) i ("i" found from Tc(R)) QAllowable is then related to the outlet structure to determine the required size. i.e. For an Orifice: For a weir: etc. QAllowable = 0.62 a 2gh QAllowable = CLH-3/2 GOLDDI GGE'RS 7' f _TNG AND .L'XGA VA NG 5I I O .Z 3V 2-Lr AV-- S.E SNOH'OMX.'9 ", WA 9829© sss-s 702 PAGE 1 OF 2 APRIL 18, 1994 GROSET CONSTRUCTION 931 12TH AVE N EDMONDS, WA 98020 SUBJECT: ` Item Description Approx.. # Quantity" ! 1 TYPE 2 MANHOLE 8FT 1 a,4z.�aaaeio!r 2 .24" CMP 158 FT 7l 6a 3 TYPE 1-L CATCH BASIN 7 FT BASIN 1 4 TYPE 1 CATCH BASIN 1 .50 5 YARD DRAIN 1 6 YARD DRAIN 1 7 YARD DRAIN 1 Sp 8 YARD DRAIN 1 _ 0 9 YARD DRAIN 1 SU 10 YARD DRAIN 1 s S o "u (�60 11 TYPE 1 CATCH BASIN 1 I 12 TYPE 1 CATCH BASIN 13 TYPE 1 CATCH BASIN r 14 TYPE 2 MANHOLE W/ 4 FT BASE AND FLAT TOP 1 F> . �` g Do 15 PUMP AND ALARM SYSTEM, Sj7 16 4" SEWER PIPE CASKETED (DOWNSPOUTS) 600 FT 9 0 0 7— 17 4" DOWN SPOUTS Y'S AND 45'S 17 EACH O U —J 18 8" PVC SEWER PIPE (STORM) 60 FT U 19 2" SCH 40 STORM PIPE 100 FT 20 SEWER CONNECTION 6" 80 FT 21 FILTER FENCE 300 FT 22 CONSTRUCTION ENTANCE I ZO90 SUB TOTAL LSD , A+� taxi 136 otie:' THIS IS A PROPOSAL, IF ACCEPTED A CONTRACT WILL BE DRAFTED$16,160 DAN CR.ONENWETT A1�"�Z�g4 :2, I-IVF0 � 33 t- KING COUNTY DEPARTMENT OF PUBLIC WORKS Surface Water Management Division HYDROGRAPH PROGRAMS Version 4.20 1 - INFO ON THIS PROGRAM 2 - SBUHYD 3 - ROUTE 4 - ROUTE2 5 - ADDHYD 6 - BASEFLOW 7 - PLOTHYD 8 - DATA 9 - RDFAC 10 - RETURN TO DOS ENTER OPTION: • t �yr� - \ N O:`O,Z J9 ta' 94 b0 {-g A�yrP a a , ``� � ' �•�"^-\���W, � OVA ��, 0-t P U® L k/ 54.00 • to.00' ��V, A'i is . `a;:/9Y ed' 4o.o2.' 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