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01-8290 Drainage and StormwaterDrainage Report #01102 Site: LASCO BATHWARE SITE YELM, WA Prepared For: Lasco Bathware 801 Northern Pacific Rd. S.E. Yelm, WA 98597 (360) 458-3900 Contact: Kevin Mullen Prepared By: SKILLINGS-CONNOLLY, lNC Consulting Engineers 5016 Lacey Boulevard S.E. Lacey, Washington 98503 (360) 491-3399 November 2001 ~. ~f x~ ENGINEER'S CERTIFICATE FOR THE LASCO BATHWARE SITE November 2001 I HEREBY certifiy that the Drainage Report for Lasco Bathware has been prepared by myself or under my supervision and meets the minimum standards of the Stormwater Management Manual for the Puget Sound Basin, dated February 1992, and normal standards of engineering practice. I understand that the jurisdiction does not and will not assume liability for the sufficiency, suitability, or performance of drainage facilities designed by myself. Prepared By: Robert G. Connolly, P.E. SKlLL/NGS-CONNOLLY, 1NC I ~ 2~, o Dat SKlLLINGS-CONNOLL Y. INC. Consulting Engineers Lasco Bathware Drainage Report Proposed Project Description The following report summarizes the storm drainage analysis and design for a proposed loading dock for an existing warehouse. This project will include the design of a drainage system providing treatment and infiltration for the runoff from the proposed loading dock and canopy. Any runoff from the areas beyond the proposed dock is not a part of this project. Existing Conditions The site affected by the proposed project is a portion of an existing graveled storage yard sloping away from the existing warehouse at an approximate slope of 2 percent. Runoff from the site currently flows westerly and southwesterly to those areas of native ground adjacent to the existing graveled yard. Infiltration Rate/ Soils Report Site soils are identified by the Soil Conservation Service Soil Survey of Thurston County, Washington as Spanaway gravelly sandy loam. This soil is typical throughout the site as illustrated by the Soil Conservation Service Soil Survey map for the area. An analysis of the soil texture of an existing test hole on site confirmed this identification and determined that the soils are of a texture classification described as coarse sands with cobbles. According to Table III-3.1 of the Stormwater Management Manual for the Puget Sound Basin, dated February 1992, this texture classification has an infiltration rate of 20 inches per hour. 10 inches per hour will be used for design as dictated by Section III-3.4 of the Manual. Facility Design and Sizing The design concept of the proposed drainage facility will feature the utilization of the proposed loading dock as a temporary storage basin for runoff from the 100-year, 24-hour storm event. The runoff will be directed to an oil-water separator for treatment and then released through a flow control outlet to an 8-inch drain pipe which will direct the treated runoff to the infiltration trench facility. The bottom of the proposed loading dock is designed to be at elevation 95.35. The maximum elevation of the runoff storage will be at elevation 95.60 which is 3 inches above the bottom of the loading dock. This maximum level will represent the water surface of the 100-year, 24- hour storm event. Utilizing the slopes of the proposed loading dock as designed as well as the proposed strip drain as the basis for volume calculation, the computer program Waterworks computes a storage volume of 676 cf at this maximum level with an outflow rate fixed at 0.055 cfs. To infiltrate the runoff, the trench will be 4 feet wide, 2 feet deep and 60 feet long. The bottom then will be at elevation 90.5 which is at least 3 feet above the observed bottom elevation of the test pit dug northerly of the proposed trench. The trench will be filled with washed rock and will have an 8-inch diameter perforated PVC pipe placed along the top at an elevation of 92.5 for its entire length. At the design infiltration rate of 10 inches per hour and with the bottom area of the trench being 240 square feet, the discharge rate is 0.056 cfs, which is slightly more than the fixed outflow rate mentioned above. Native backfill will cover the the trench to a depth of 2.5 feet. Then a minimum of 6 inches of topsoil will be placed in the top of trench and will be seeded or hydroseeded to stabilize and protect against erosion. The designed trench and the perforated pipe will provide an additional storage volume of 181 cf above the required amount of 676 cf. Calculations are included in Appendix B of this report. SK/LLINGS-CONNOLLY, INC. Lasco Bathware Consulting Engineers Drainage Report APPENDIX A -Project Maps Vicinity Map SCS Soils Map Basin Map Isopluvials FEMA Map Regional Topography Site Grading and Drainage Plans SKILLINGS-CONNOLLY, 1NC. Lasco Bathware Consulting Engineers Drainage Report 0 Q 0 z J J Y BERRY VALLEY RD ~~ ~~v ~~. p~ 50 Z w J J U / ~ ~~~ ~O 0 ~ ~pP SITE Q p`G\~~G ~ Z ~p ~~ ~ O c~gTF ~ o ~pPo V SST ~ \~~P`l ~P e``~ °~ ~Pj 0 Q 0 J J ~P~~~ ~ CITY O F YE LM F~o~ .~ s o ~s ~~ ~G ~~O o~~ 103RD AVE 510 VICINITY MAP NOT TO SCALE SPANAWAY GRAVELLY SANDY LOAM SK~L.LIhI~~ SAILS M~~ ~~G~ i }~l~F~ST ~ ~~+~~3~TA C~?~T"E~ CtJ+JNNIOLLX QQ ~O I ~~ ~•` I TEST PIT SOIL LOC 0'-14' TOP SOIL 14"-24" GRAVELY SANDY LOAM ~~i LARGE COBBLES I 24'-96' GRAVELY SANDY LOAM; SMALL COBBLES R00T5 TO 84' NO MOTTUNC EVIDENT I ' ~ KEYNOTE SCHEDULE: OI STRIP DRAIN WITH CRATE; H2O LOADING (SEE SEC. B-8 AND C-C) I 2O BEGIN 8"o PVC SEWER PIPE: I.E. - 94.52; INSTALL WIRE MESH SCREEN O3 INSTALL 8 LF 8'~ ASTM 3034 DRAIN PIPE 4O INSTALL qL-WATER SEPARATOR; PIPE. INC.'S I MODEL 577-5 CLARIFlER OR EQUAL: (SEE SEC. 8-B) O INSTALL 8'%8'X8' TEE O INSTALL CLEAN q1T O INSTALL 217 LF 8'o ASTM 3034 DRAIN PIPE I 10 INSTALL 1-TYPE 45 CATCH BASIN RIMS 95.51 IEa 92.5 (8' E,N, 8: S) (SEE DETAIL) 11 INSTALL 30 LF 8"~ PERFORATED PVC ASTM 3034 SEWER PIPE; IE-925 (TOTAL LENGTH - 60 LF) I 12 CONSTRUCT 4 LF x 60 LF INFILTRAnON TRENCH RESTORE TO ORIGINAL GRADE: MATH TOPSOIL; HYDROSEED OR SEED AND MULCH (SEE SECTON A-A) I 13 CAP END OF 8"o PERF. PVC ASTM 3034 SEWER PIPE; INSTALL 4'o PERF. OBSERVAnON WELL W/ METAL CAP W/ LOCK (SEE DETAIL) 15 INSTALL CSTC AND GRADE TO MATCH EXISTING GRAVELED SURFACE I 17 INSTALL GUTTER AND DOWNSPWT (D.S. ); ATTACH TO 6"0 PVC ASTM 3034 GRAIN PIPE (SEE DETAIL) 18 INSTALL 6'o PVC ASTM 3034 GRAIN PIPE (SEE DETAIL) I 19 INSTALL 4 BOLLARDS (SEE DETAIL) LEGEND: ~~ DIRECnON OF EXISTING SURFACE FLOW SD- PROPOSED STORM PIPE -EXISTING CONTOUR r'~-~-'-~-~'-~ PROPOSED GRAVEL PROPOSED WASHED ROCK TRENCH XCSJS EXiSnNG ELEVATION 99.50 PROPOSED ELEVATON '~i I EXISTING LUMINAIRE (TYP) I I I a z ~ I x ~ a ~ I o! o I z Iz i x _~ I x I I a I I AIII I a I BERRY PROJECT INFORMAl10N: ENGINEER: SKILLINGS-CONNOLLY, INC. 5016 LACEY BOULEVARD SE LACEY, WA 98503 CONTACT: GARY JOHNSON, PLS, EIT (360) 491-3399 CLIENT: LASCO BATHWARE 801 NORTHERN PACIFC ROAD SE YELM, WA 98597 CONTACT: KEVIN MULLEN (360) a58-3900 SITE ADDRESS: 807 NORTHERN PACIFIC ROAD SE YELM, WASHINGTON 98597 TAX PARCEL NUMBER: 64300800100 ~95.SOI CONSTRUCTION NOTES: IA ~°o I t S' x I/ w ~c a 13 wl z. ?I I x U ~ a U 1 zl XX W I a * 96170 CS/FENCE I ( I I I I I 97.19 GS DATE REVISI JESICNED BY: C. JOHNSON it 8 01 N0. DATE ENTERED BY: L. SATER tl 8 01 "'CHECKED 8Y: PROJ. ENGR.: R. CONNOLLY DMCK DitOZG.d~xa Xrel: r24r36D, se_DC. 11/26/01 14:19 1me All WORKMANSHIP AND MATERIALS SHALL BE IN STANDARDS AND THE MOST CURRENT COPY OF THE STATE OF WASHINGTON STANDARD SPECIFICATIONS FOR ROAD, BRIDGE ANO (WSDOT/APWA). 2. TEMPORARY EROSION/WATER POLLUnON MEASURES SHALL ACCORDANCE WITH SECTION I-07.15 OF DRAINAGE DESIGN ANO DOE STORM WATER MANAGEMENT MANUAL AND SHALL BE BE THE RESPONSIBILITY OF THE CONTRACTOR. 3. COMPLY WITH ALL OTHER PERMITS AND OTHER REQUIREMENTS YELM OR OniER GOVERNING AUTHORITY OR AGENCY. 4. A PRECONSTRUCnON MEETING SHALL BE HELD WITH THE To THE START of cor4sTRUCnoN. 5. IN CASE EROSION OR SEDIMENTATON AFFECTS ADJACENT PROPERTY OWNERS ALL CONSTRUCnON WORK WITHIN THE DEVELOPMENT THAT WILL SITUAnON IN THE FUTURE SHALL IMMEDIATELY COMMENCE RESTORATON METHODS. RESTORATION CONTINUE UNT1L SUCH nME AS THE 6. SHOULD THE TEMPORARY EROSION AND SEDIMENTATON SHOWN ON THIS DRAWING SEDIMENTATION THE APPLICANT/CONTRACTOR SHALL FACILITIES AS NECESSARY TO AREAS, NATURAL WATER COURSES AND/OR STORM DRAINAGE 7. COVER ALL DISTURBED AREAS OF THE SITE WITH SEASON TO PREVENT EROSION. 8. IN ANY AREA WHICH HAS BEEN STRIPPED OF FURTHER WORK IS ANTICIPATED FOR A PERIOD OF 30 DAYS OR MORE. ALL DISTURBED AREAS MUST BE IMMEDIATELY GRA55 PLANTING OR OTHER APPROVED EROSION CONTROL TREATMENT APPLICABLE TO THE nME OF YEAR IN OUESnON. WILL BE ACCEPTABLE ONLY INCLUSIVE. SEEDING MAY PROCEED, HOWEVER. INTEREST OF THE APPLICANT/CONTRACTOR, BUT MUST BE AUGMENTED WITH MULCH, NETTING, OR OTHER TREATMENT. 9. EXISTING UTILITIES SHOWN ON THE PLANS HAVE BEEN BEST INFORMAnON AVAILABLE TO COMPLETENESS ARE NOT WARANTEED. IT SHALL BE THE CONTRACTOR'S RESPONSIBILItt TO LOCATE OR HAVE LOCATED ALL PRIOR TO BEGINNING CONSTRUCnON. BEFORE START OF ANY CONSTRUCTION, THE CONTRACTOR SHALL CALL THE UNDERGROUND UnLITY LOCAnON NUMBER 1-800-424-5555. 10. ALL VARIATIONS TO THIS DESIGN SHALL FIRST SKIWNGS-CONNOLLY, INC., 11. INLET OF INFILTRAnON TRENCH IS TO REMAIN PLUGGED UNTIL THE PROJECT SITE IS STABILIZED. JOB NUMBER 01102 BAStN MAP 1 ai 1 91ECT5 124 ~9 123 122 121 JI `-) BE"! t~i-lR< -~%.~S ,~~r>l~~•~L ~ t ~:•,~~v~f ~~~((~~-.,-. 1 i at~\/(\ r t~~ ' '~~ ,fir "` ~~ ~ ^~~J~~- ~~ ^ ~ C fnIDAY HARBOR ~~pORT S AN EY \ ~ `~~• ; r's.~*~~,~'~ ~'1 \ ~ ~ '~~ I ~ ~ MT. VE;4.~ ..,nom- ^ .: ~~r~ ~ - ~--~~ YQ ~ ~ ~ ~~~l~ '~"" ']~,. 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' ~o ~J~>/c 2 i I - ~, .v ~NC~~ ~ 93g0 COURT NW QUAIL MEADOWS COURT ZONE X } MT HIRE LANE NW ~OP~"FL 1 ~/ 1-1 E5 ~ I`t ~ti~ /~ 9 ~ AREx1.5 DETE-t~ M i N~ 70 ~~ CUT~ID~ ~7U -~ £~1K ~C7 D >° LA I ti . G N w ~ S n JQ'y\~G ~ 0,r ZONE X `o /~T~ ~ T --- ~. Y ZONE X ~ ~ ~COt.L~" ; ~,,~ 5~; aoa,D STF LFtis ZONE X ,~ ~ ~ ZONE ~~~ O ~~ P ~ ' ~ 4~PF'~~ STtci i ~1 ~tiS ~ L~~~ ~Q~ ~ Q~ ~, ~ ~ ~~ T '~ ~c~~ RG,yA ~Q~ ~9s ~ o,,~ ~~ SQL SrA.. inn CC(~1~ut~~:,i ~7 rA~~ ~c . ~~; ~ic~ G~y~ ~ ,: i ~V E- ATE- . J u>,;E- I /~ ~ ; ~~°a LAS%0 BATH WARE Si(~L3.~~lG~ i ~~~~ ~~P ~C3~P9G~~L1~Y \\ . ~ -~_ --~ 1 - ~----- ~~ • ~. /, Crustal -~~ ~ ••~ ~_~ i Sprang : -- t-. ~ Mobile ~~ ~_ v ~ ~ ~ _____ _ Home a - ~' ~a ~~_ 1,.~.i ~• BATCH - --~ _ -'_ . _~-' ~ L i, ~ ~ 9Q ~ CENTB'afY `d(k ~__-, ~ ~A_ I,. 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IFwei ~~ ~. ~ Q: ~ - •~ <'• ' ~ ; Corners = °~ ~ ~• -L_-_~~ /- ~ T ~ ~~ ~ - • GR/NOE• ROAD • ' .. ~ •• ^+ I LASCO BATHWARE 5~~c~~~~IM~s ~EL~t~PIAL ~~3PS~~R~~~87 ~~9~~~~~ 124 123 122 12l 19 s _ ~ \ ~ 4~ ~.?~~~~jy,~.,~Z,~.,~-;or '6:~ x}'12 ~~~ ~~ D'~; FRIDAY HARBOR ~,'pORT STANL'fY ~~'~ ~ ~ ~~~~~-"~= <!" •I ~~ '~\ 0\ \ ~ 3 ~ ~ J MT VER _ s~ ~~~ ~„t~J'~~~~~b"-a-y tr ~~ ~r 8086 ~ \ I ~ 15 3~ \ 1~ =-_ ~.. , ,~ ~ \ ~~.~y`~:^' ~I ~ ~~~~~- 11 _ ~~~'I-A ;i! ~ ~`~o\~Oa~a0~~~0'~ 25L ~ ` ~ ,6 `~4" \5~~~ ~~1 . ~.~~`L.,.~~ R`~ ;`r"`~ ~\~l ~-~ ~ \ ~y, /lam ~ ~.4Kid_ ,.~ ~, 751'\ ,1~1 \~~~'~~OA~_ ~ ~`r, 1u ~~ .1 I \ ~~\•r-~.~~ ~ ,~~ ~ ~ ? ,~R,~' ~ ~~.:~ . ~ ,-,L.. ^-~ , ~ , , ~ ~ t r a~ ~ - '' ~`~ ~'~~~ ~~ ,~~'a ~.~ ~h--- pO\ ~1f / s'\l .~n1f i• ~ ~ ~~., ~, I- X165•• ~, ~~ j~! •~~ ~~v~ ~~ ~ ~i~~~, 100ff\11 ~JS ~, ~~~/.%~;/ t ~ ~5 5) 11,1 '~/~~ -~~,,c~~(\j'r ,~1~~~~Jyry{p~(~,~1' ~ti~ `~~~i IONI¢~~nr-.•G"~ •_„~ ~_ ~ ~/\l\~ do 1//~~/7~~~~'!'~T~~i____+~myV\~ __~1~1I'fl 474 ~~ ` ti's ~~/~~~ z ~~~ ~ a ~Oa °o ~ ~~0 ~~~~, ~~ ABE~DEL 6 '~° ~ 60 ~'~~ -- ~~~ ~1 ~ -~ -, ~'j ' ~ ~ 5IT~ uo _ 1 g, ~ ~, ~ -~ r f~ ScA7~~ `__ ~ -~ ~~ _« :~. ~~ ~^G/ S j~/j ., f .~/ COMA ~ ;f`c, ~\ `~~\\N ~ ~ \ 3~, ~~~~~n~~ ~~~--- ~~ ?;;^/ _ ' fin[ l ~ ~.,. ~ 601 1i\~nar?v~`Y~ /"---n~~~,'al/l \~~~45 ~ b~~'~~ TSi~r_T~icdD~'~so/b?`~:-; ~ _' ~~/ 1 ~ ~~`~~ \. ~~ ~r=Arlo-; n.3~"30 =;r ~5~il~r-~ j 1~~: ~/ ~ _ 160 ..~ uQ1~-~,uEti1 ~.`~- /.}IIF/'~~80. ~~ ~~~T ~~~'"~\ _ '~ , ,. _ j 40 ~?~~ ~ ~ ~ ~' ~G ~ n l~~ ~~~~ ~~~. ~~~ lOQ-YEr1R 24-~10UR PRE~iPITa ~ IOPd ' ` ~v ' ~~~ ~ ~ ~--~~~~- ~~t'i=~ r~~ ,~•~T~~ :~;~,~~~~~~~ ~ ~, ~ - - i~l U U R ~ 0 -~ L' ~. f `~` ~ ^ era . _ °1'.uA 0~ -~ ', -~4- 1 DP.UVIAIlS CF 100 -';'EaR Z~ ~ ,~ ~-~ ter' --~~~- --- •~-~ `.-- PRrCiPI7ATI0N ~ IN TE?•lTH~ CF AN INC. ~~~-:~~~ %., ~~' ~,~ ~ ..0 i ~~_ I i i i ~ -- __ .ncr.a ~cr^~,.: '~i QO `'`- ~~ ~~ 2~ .'------------------------ ` - ----------------- -~ C ~ TEST PIT SOIL lOG 0'-14' TOP SOIL 14"-24' GRAVELY SANDY LOAM LARGE COBBLES 24'-96" GRAVELY SAVOY LOAM; I SMALL COBBLES ROOTS TO 84" EXISTING NO MOTTLING EVIDENT LUMINAIRE I ~ (TYP) '~ KEYNOTE SCHEDULE: I ~ ~ ~ 01 STRIP DRAIN 1W TH CRATE; H2O LOADING ° I j " (SEE SEC. B-B AND C-C) a ° I 20 BEpN 8"~ PVC SEWER PIPE: I.E. - 94.52; I ~ I ~ INSTALL WIRE MESH SCREEN ° I O INSTALL 8 LF 8'~ ASTM 3034 DRAIN PIPE I I z I 40 INSTALL OIL-WATER SEPARATOR• PIPE, ING'S " '" I MODEL 577-5 CLARIFlER CR EOUAI; I w (SEE SEC. B-B) I 07 INSTALL 8"XB'X8' TEE I I I 08 INSTALL CLEAN W T I a. V' / O INSTALL 217 LF 8"I ASTM 3034 DRAIN PIPE " I 9sd5 yrs~+oLc 10 INSTALL- 8':8':8" ASTM 3034 DRAINPIPE I I 13 I TEE; IE- 925 50 I 95 11 INSTALL 30 LF 8'~ PERFORATED PVC AS'Dd 3034 . a ~cs A I SEWER PIPE; IE=925 (TOTAL LENGTH ~ 60 LF) ~ _ A PERFORATi0N5 TO BE 1/2" IN DIAMETER AT 6' SPAGNC x AND AT 6 O'CLOCK P09T10N. IIy 12 CONSTRUCT 4 LF : 60 LF INFlLTRAiION TRENCH I I RESTORE TO ORIGINAL GRADE: WITH TOPSOIL; I a_ I HYDROSEED OR SEED AND MULCH (SEE SECTION A-A) I o I 13 INSTALL 8'~ ASTM 3034 DRAIN PIPE ELBOW: ATTACH m 11 '~ 8'1 ASTM 3034 PIPE OBSERVATION WELL M1TH METAL CAP AND LOCK (SEE DETAIL) a- 10 15 INSTALL CSTC AND GRADE TO MATCH I I 93.51 EXISTING GRAVELED SURFACE cs is 17 INSTALL GUTTER AND DOWNSPOUT (D.S): I x ATTACH TO 6"~ PVC ASTM 3034 DRAIN PIPE (SEE DETAIL) a I 18 INSTALL 6"~ PVC ASTM 3034 GRAIN PIPE (SEE DETAIL) 19 INSTALL 4 BOLLARDS (SEE DETAIL) t2 I , 20 CONSTRUCT ASPHALT PAVEMENT: W 4 w n. 13 I IN 5" CLA55 8 ASPHALT PAVEMENT (2 LIFTS) ,~~ (`- 4' CRUSHED $URFAGNG TOP COURSE (CSTC) ~ 8" GRAVEL (ON COMPACTED SUBGRAOE) ?I 21 CONSTRUCT CONCRETE PAVING: I ? 8" CONCRETE ON Z' COMPACTED SAND I (SEE NOTE REGARDING CONCRETE U I REINFORCEMENT $PEGFICATIONS) I 22 CONSTRUCT ASPHALT PAVEMENT: a I .Q- 2' C1A55 B ASPHALT PAVEMENT ~nI 2" CRUSHED SURFAGNG TOP COURSE (CSTC) Z SEC 8" GRAVEL (ON COMPACTED SUBGRAOE) ~I N I I wx a I I X 96120 :C 97.79 G~/FENCE ~S BERRY PROJECT INFORMATION: ENGINEER: SKIWNGS-CONNOLLY, INC. 5016 LACEY BOULEVARD SE LACEY, WA 98503 CONTACT: GARY JOHNSON, PLS, EIT (360) 491-3399 CLIENT: LASCO BATH WARE 801 NORTHERN PACIFlC ROAD SE YELM, WA 98597 CONTACT: KEVIN MULLEN (360) 458-3900 9TE ADDRESS: 801 NORTHERN PAGFlC ROAD SE YELM, WASHINGTON 98597 TAX PARCEL NUMBED 64300800100 CONSTRUCTION NOTES: 1. ALL WORKMANSHIP AND MATERIALS SHALL BE IN ACCORDANCE WITH GTY OF YELM STANDARDS ANO THE M057 CURRENT COPY OF THE STATE OF WASHINGTON STANDARD SPECIFlCATION$ FOR ROAD, BRIDGE ANO MUNIGPAL CONSTRUCTION (WSDOT/APWA). 2. TEMPORARY EROSION/WATER POLLUTION MEASURES SHALL BE REQUIRED IN ACCORDANCE WITH SECTION I-07.15 OF THE STANDARD SPEGFlCATONS AND THE DRAINAGE DESIGN AND OOE STORM WATER MANAGEMENT MANUAL ANO SHALL BE BE THE RESPONSIBILITY OF THE CONTRACTOR. 3. COMPLY MATH ALL OTHER PERMITS AND OTHER REQUIREMENTS BY THE GTY OF YELM OR OTHER GOVERNING AUTHORITY OR AGENCY. 4. A PRECONSTRUCTION MEETING SHALL BE HELD WITH THE GTY OF YELM PRIOR TO THE START OF CONSTRUCTION. 5. IN CASE EROSION OR SEDIMENTATION AFFECTS ADJACENT PROPERTY OWNERS ALL CONSTRUCTION WORK WITHIN THE DEVELOPMENT THAT WALL AGGRAVATE THE SITUATION IN THE FUTURE SHALL CEASE AND THE OWNER/CONTRACTOR SHALL IMMEDIATELY COMMENCE RESTORATION METHODS RESTORATION ACTIVITY SHALL CONTINUE UNTIL SUCH TIME AS THE AFFECTED PROPERTY OWNER IS SATISFIED. 6. SHOULD THE TEMPORARY ER090N AND SEDIMENTATION CONTROL MEASURES AS SHOWN ON THIS DRAWING NOT PROVE ADEQUATE TO CONTROL ER090N AND SEDIMENTATIIXi THE APPLICANT/CONTRACTOR SHALL INSTALL ADDITIONAL FAGUTIES AS NECESSARY TO PROTECT THE ADJACENT PROPERTIES, SENSITIVE AREAS, NATURAL WATER COURSES ANO/OR STORM DRAINAGE SYSTEMS 7. COVER ALL DIS~IRBED AREAS OF THE 9TE WITH PLASTIC DURING RAINY SEASON TO PREVENT ER090N. 8. IN ANY AREA WHICH HAS BEEN STRIPPED OF VEGETATION AND YMERE NO FURTHER WORK IS ANTICIPATED FOR A PERIOD OF 30 DAYS OR MORE. ALL DISTURBED AREAS MUST BE IMMEDIATELY STABILIZED 'NTH MULCHING. GRASS PLANTING OR OTHER APPROVED ER090N CON TROT TREATMENT APPLICABLE TO THE TIME OF YEAR IN QUESTION. GRA55 SEEDING ALONE 1MLL BE ACCE?TABLE ONLY DURING THE MONTHS OF APRIL THRU SEPTEMBER, INCLUSIVE. SEEDING MAY PROCEED. HOWEVER, WHENEVER IT I$ IN THE INTEREST OF THE APPLICANT/CONTRACTOR, BUT MUST BE AUGMENTED WITH MULCH, NETTING, OR OTHER TREATMENT. 9. EXISTING UTIU TIES SHOWN ON THE PLANS HAVE BEEN PLOTTED FROM THE BEST INFORMATIQN AVAILABLE TO THE ENC'NEER. ACCURACY AND COMPLETENESS ARE NOT GUARANTEED. IT SHALL BE THE CONTRACTOR'S RESPON981UTY TO LOCATE OR HAVE LOCATED ALL UNDERCROUNO UTILITIES PRIOR TO BEC.NNINC CONSTRUC7ICN. BEFORE START OF ANY CONSTRUCTION, THE CONTRACTCR 91A1L CALL THE UNDERGROUND UTILITY LOCATION NUMBER t-800-a24-5555. 10. ALL VARIATIONS i0 THIS DESGN ~3iAlL FIRST BE APPROVED RY SKILLINGS-CONNOLLY, LNG, CONSULTING ENGINEERS, AND THE OWNER. 11. INLET OF INFlITRATION TRENCH IS TO REMAIN PLUGGED UNTIL THE PROJECT 5TE IS STABILIZED. .Lae rAIMe[rt G~~~1NG ~-N® ~Fi~,1N~GE 0102 N 91ECT fa'r'--:iVAL .'i:,<.::V~ir<U l..;IN t y IRS. ,aT-- Frv~~_ --vP'~c i ~.~ ar[?s INSTALL W-19-4; ~ i"x4"; BANGED STEEL FLOOR GRATING '. (H20 LOADING) p 100 YR 24 HR STORM ELF 9~ = VOIUME~ 676 C.F. ' 3" MA BOTTOM DOCK EL- 95.35 ~ , 94.85 NOTE: REGARDING CONCRETE REINfORCEAIENT I < . A I .. SEE LASCO BATH WARE'S DRAWING NO. 0-10- (ATTACHED HEREWITH) FOR SPEgFlCATIONS ON PANNG. DOCK. WALL ANO FOOTING CONSTRUCTII DESIGNED BY MCM CO. do ASSOgATES. INSTALL 8"~ ASTM 3034 DRAINPIPE OBSERVAnON WELL w/ METAL CAP W/ LOCK (CAP TO HAVE HOLES IN IT FOR VENTING PURPOSES) 4' EXISTING GRADE _ ~y 95.53 _~~TL~**~T~ IIF~IF~it;l~~ I I ____ __ _ 6" TOP SOIL ANO HYOROSEED OR SEED AND uuLCH NATIVE BACKFILL ~ INSTALL 8"~ ASTM ~' r 3034 ELBOW 8"~ PERFORATED PVC ASTM 3034 SEWER PIPE; PERFORATIONS TO BE I/j DIA. AT fi" SPACING AND AT IE~92.5 6 O'CLOCx POSITION ,4-=.,.-~'' S,{~,~. INSTALL MIRAFI 14ON FILTER . ~-:,ry. - FABRIC WITH 2' OVERLAP '~ .. 't~,~~ '~u'x ' " "' ~" ` ~ t /j -3 WASHED ROCK I II-I-iIF=~IF`-iiF 4' SECTION A-A INFILTRATION TRENCH NOT TO SCALE CANOPY INSTALL GUTTER WITH SCREENING STRIP TRENCH DRAIN . 20 STEEL POST 1TH CONCRETE 'E TO BE SET IN '~ 00 P9 CONCRETE INSTALL 1/Z SET SCREW 21/Z ' DOWNSPOUT; O 120' 3-REO'D 4 CO 12 H ATTACH TO ~1" PosT T ATTACH 45' I/2 5 DOWNSPOUT " 8" O D INTO fi ~ . . PVC DRAIN 91/- 3/a TOP OF PIPE Z~ 1/4" R LOADING DOCx 99.6 I INSTALL 3 LF 6"~ PVC ASTM 3034 DRAIN PIPE PIP£ MATERIAL. AS NOTED INSTALL 8"x8"x6" INSTALL 6"~ 90' ELBOW ON PLANS OR SPEC. TEE 1 R INSTALL 34 LF 6"~ PVC ASTM 3034 DRAIN PIPE TAPE OF L 8"~ PVC (2 FEET FROM FOUNDAnON WALL) SEWER IE~94.5 CANOPY _ROOF DRAIN DETAIL NOT TO SCALE BOLLARD DETAIL NOT TO SCALE THE CONTRACTOR SHALL 8E FULLY RESPONSIBLE FOR THE LOCAnON AND PROTECTION OF AlL EXISTING unLInES. THE CONTRACTOR SHALL VERIFY ALL UTILITY LOCATIONS PRIOR i0 CONSTRUCTION BY CALLING THE UNDERGROUND LOCATE LINE AT -dO0-~24-°555 A MINIMUM OF 4$ HOURS PRIOR TO ANY EXCAVATION. THE CONTRACTOR WILL ALSO t9E RE~ONSIBLE FOR MAINTAINING 8 - IN~ ALL LOCATE MARxS ONCE THE UnLITIES HAVE SEEN LOCATED. N ESIGNEO BY: G. JOHNSON I 1 D 8 Oi N0.1 OATS ! JOB HUMBER REVISIT GRADING AND DRAINAGE 01102 JTEREO 8Y: ~~IECKEO 8Y: L. SATER it /8 /O7 ! ~ ! I ~~~~~~~ ~ PROD. ENGR.: .R. CCNNOLLY ' A ~ ~ J1EET 1 j i - - ~UGJ~OttC:C.c`.a --~..;ch, ;c. "'1 I ~ ~EEr_ REV. DESCRIPTION BY DATE CtC'D A CHANGED NUMBER OF DOCKS FROM 8 TO 6. WAF 4/13/96 IBP B OVERALL MOOIFlCATIONS TO DRAWING WAF 5/25/01 IBP 1" STEEL PLATE 2" FLOOR GRATING OVERLAP t/4 S0. 9AR )" ~~) MELDED TO l (TYP.) _ `Q . i-t/4"0 B.I. i - PIPE RAILING // t-t/4'xt-t/4" d . \ xi/4' THICK L ~\ 6" \\~ ~ i ALL AROUND // // ~ •O 1/4"0x4" LG d, \~\ \ \\~ ~~• //j . / \ /\\ /~\ /// /// y5 BAR \\ O 72" O.C. 'a" y A RE3AR CCN TINUOUS CONTINUOUS y5 REBAR O 12" O.C. \\ 18 OVERLAP - AT ANY SECTION 'C-C' /// SPLICES WIRE TIE SCALE: t"~1'-0" ~~` ~ u // 2-t/<" CLEAR ~ \\\ / /~ ~ TOP OF ~ // ,: 'b :. ;: G _ \~` •: ~:';• ; • ~ =: ~='~ : r' ~ - ~'; '~ - q ANCH. 012~CENTERS 2//2 ~~/~\~~~~~~~/ ''' .!;-!-+.-~-!:-s.. - .~ u • • W~Ew To ANq.E /\ "•,._•.:•.:.:. •.:~-; ;..-,:. Sox DETAIL 1 COMPACT \ ///\\\///\\~l//\\ \~/\\\/// ~ / 2-t /2" 3-1/2" 24" 23" /5 BAR O 12" O.G CONTINUOUS SECTION 'B-B' scALE 1-=r-o" "aTE: 5EE M.GM. COMPANY DETAIL -PAGE 5 OF 1-1/4"xt-t/4" ENONEERING ANAl751S JOB /90204 xl/4' THICK L t S1EEL ALL AROUND FLOOR GRATDIG ~" i/4" SQ BAR WELDED TO L .: G Z < 3 ~ t/4"~x~ LONG/% , a' ~ .~ - : ~ ~ ~ ~j 'B' S. CONCRETE SECTION 'D-D' scAL~-,•_,•_D- TRENCH 0 REMOVABLE 8" THICK NEw caNG PANNC NEW A.G 7i15T. GRAVELTOP PAVING ~ DRIVEWAY ~ ~f~SEE DETAIL 'HICKENED - 72' EDGE-FULL y5 8AR O 12" O.C. CCN T, g' CONCRE LENGTH ~ I-t/2"x3-t/2" KEYWAY CEE N.C.M. VOTE: 2-1/2~ TRENCH NOT `.?IONN nx6 W1( ~C~~ y5 BAR 12 SEE `ECTION 'C-C' " WELDED ~ 3~6 Est 1f~slr Air 0 72" O.G 2-t/Z" 3-t/2 FABRIC- ~~~ W'~~ C~ Y7606 CONTINUOUS ^4' I ~ y5 8AR • 0 12' D c S.tEETS ;ADON NEVI LOADING DOCX . . cc7vnN000S ovERU1 SECTIONS AND DETAILS 3Y tc 111..1 HATHFlXTURE ?CANT ::EE 4. C.M. C,^,MPANY DETAIL - ?AGE ~ ;~tArl F3Y: OATS I 71A~q Nl~®t ( CF LNGNEERINC :.NAL"`~5 .:CB :90204 I '~, a " =0R WALL . ?NO FCOPNC GETAIL~ ~ ~a TTY: ~~ APPENDIX B -Conveyance Calculations Water Quality Calculations Flow Calculations Computer Calculations SKILLINGS-CONNOLLY, 1NC. Lasco Bathware Consulting Engineers Drainage Report Project Name: n ~~~-+•~~- CsKi«inos Project No.: o l tOZ CONSULTING ENGINEERS Date: ~- Lacey, Washington 360-491-3399 Sheet: ~~ ~~-USI-S Page ~ Of 2 Ronan, Montana 406-676-2500 --~.~-~ -~~~ = i ~ ` x ~ 2 ` =129 s ~ ~ tv~ ~y taU ~ ~~~ = O o 2~ ~~-~ cl~{ , ~o ToP aF- ~~~- I p, 5 ~ t avYrz ~ 4~ SroR..~~, a ~ ~ira,~o ~~ ~ ~ ~t 5.~5 ~7ro M of ~-~- ~--~ ~ ~14.8~ C~T}}EiZ E-fJD aF ~/-ZRIP ~P~t-~ 1~~ToWI ~~',i~ ci4.52 i~c.c~,~T Pocut a~ ST-~P nr~c~~ ~T1bM ~+~ t ~-~ 'l~[.J~~ E'~--»~ t=t-~/1>T to tJ ©F ~~~lc~C7 ~J ~ T~-1-~' i~ 7 ~., ~ +~ ass+cN szow+n ~.i E-+.;Z wt-r+~ s~. c-0~.r"ti~ol-L--~-D i~~L~a~~ o F ~ . ~ 55 C.~S L~.T TI.~-~ c V TL£~ ~~ P o~ 811- - `~1zC-'[i= !'~ ~-Pa~-t~P-Zb ~.~ ~1~~z~zio-J -~~cK ~~~,+~ : ~1~~zrzn`tio~l Qaie = 'e`~~ a~~ Q = c.o~~5~s~ Fri D ARC. OF T2C-GYM QED -JC-E~H~ 4S Si !JC-~ C~2 = A ~ ~rZ~u~c..A. V ~~elou~,~~ = Coo '"/~+~~~~o ~~>~c~ SE ~~ 2~1~~ = o.0~b Z3 ~~~c, c55 ~ R- ~ ~ ~, GS --. 23 5 lV ~ o.cco~~~,S C ~ -~c~a as tx-~~c-1~~ t 5 4' w i ~E x ~:c~' io i::c~ ; ~ ~A = 2~tD 5F Project Name: ~ A5w ~Jl~z+l-lp7AP~ ~SKILLIPIGS projectNo.: ~~ t~~' ~CONNOLLY It ~2r O~ s : Cwr;~ CONSULTING ENGINEERS Datc. ~- n y Lacey, Washington 360-491-3399 Sheet: gl0 Q~)~c.yst5 Page 2' of 2-- Ronan, Montana 406-676-2500 C~c~ c.eDS,~ -~r~-tt~ ' ~" To.P'~o t.L. I~e-r~ v ~- ~K~t LL- ~2,~ r~ \~ ~ ~c,ldSNW~'f7 RoGl~, 2 ~~ 8" P~l~ F~2--F. Pl P~- ~zo ~rc-~ ~a ~u rt~t.~ F J r ~~ i ~z Jz - D ~J -cry-,~ct~+ ; RG~GK. > ~~ LF- x ~ SF - ~"~~ G~ ~/~, r p ~ = % a F Rcc-~ Va wwtE = l ~a ~ ~Ta-r,o..t. = I ~~ , 9 c~ 11/21/01 9:37:33 am Skillings Connolly, Inc page 1 LASCO BATHWARE BASIN SUMMARY BASIN ID: 100YR NAME: 100 YEAR 24 HOUR SCS METHODOLOGY TOTAL AREA.......: 0.28 Acres BASEFLOWS: 0.00 cfs RAINFALL TYPE....: TYPElA PERV IMP PRECIPITATION....: 4.00 inches AREA..: 0.00 Acres 0.28 Acres TIME INTERVAL....: 10.00 min CN....: 0.00 98.00 TC....: 0.00 min 5.00 min ABSTRACTION COEFF: 0.20 PEAK RATE: 0.25 cfs VOL: 0.09 Ac-ft TIME: 500 min BASIN ID: 2YR NAME: 2 YEAR 24 HOUR SCS METHODOLOGY TOTAL AREA.......: 0.28 Acres BASEFLOWS: 0.00 cfs RAINFALL TYPE....: TYPElA PERV IMP PRECIPITATION....: 2.00 inches AREA..: 0.00 Acres 0.28 Acres TIME INTERVAL....: 10.00 min CN....: 0.00 98.00 TC..... 0.00 min 5.00 min ABSTRACTION COEFF: 0.20 PEAK RATE: 0.12 cfs VOL: 0.04 Ac-ft TIME: 500 min BASIN ID: 6M0 NAME: 6 MONTH 24 HOUR SCS METHODOLOGY TOTAL AREA.......: 0.28 Acres BASEFLOWS: 0.00 cfs RAINFALL TYPE....: TYPElA PERV IMP PRECIPITATION....: 1.20 inches AREA..: 0.00 Acres 0.28 Acres TIME INTERVAL....: 10.00 min CN....: 0.00 98.00 TC..... 0.00 min 5.00 min ABSTRACTION COEFF: 0.20 PEAK RATE: 0.07 cfs VOL: 0.02 Ac-ft TIME: 500 min 11/21/01 9:18:16 am Skillings Connolly, Inc page 2 LASCO BATHWARE DETAIL HYDROGRAPH SUM MARY ~ R ~~ HYDROGRAPH No. 1 Peak runoff: 0.1209 cfs Total Vol: 0.04 ac-ft TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN RUNOFF RUNOFF RUNOFF RUNOFF RUNOFF (min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs) 10 410 0.0284 810 0.0196 1210 0.0132 1610 20 420 0.0285 820 0.0196 '_220 0.0132 1620 30 430 0.0351 830 0.0196 1230 0.0132 1630 40 440 0.0351 840 0.0196 1240 0.0132 1640 50 450 0.0352 850 0.0186 1250 0.0132 1650 60 460 0.0430 860 0.0186 1260 0.0132 1660 70 470 0.0430 670 0.0186 1270 0.0132 1670 80 480 0.0437 880 0.0186 1280 0.0132 1680 90 490 0.1209 890 0.0186 1290 0.0132 1690 100 0.0023 500 0.1209 900 0.0186 1300 0.0132 1700 110 0.0023 510 0.1204 910 0.0175 1310 0.0132 1710 120 0.0023 520 0.0588 920 0.0175 1320 0.0132 1720 130 0.0055 530 0.0588 930 0.0175 1330 0.0132 1730 140 0.0055 540 0.0586 940 0.0175 1340 0.0132 1740 150 0.0056 550 0.0430 950 0.0175 1350 0.0132 1750 160 0.0084 560 0.0430 960 0.0175 1360 0.0121 1760 170 0.0084 570 0.0429 970 0.0164 1370 0.0121 1770 180 0.0084 580 0.0324 980 0.0164 1380 0.0121 1780 190 0.0102 590 0.0324 990 0.0164 1390 0.0121 1790 200 0.0102 600 0.0323 1000 0.0164 1400 0.0121 1800 210 0.0102 610 0.0292 1010 0.0164 1410 0.0121 1810 220 0.0115 620 0.0292 1020 0.0164 1420 0.0121 1820 230 0.0115 630 0.0292 1030 0.0164 1430 0.0121 1830 240 0.0115 640 0.0260 1040 0.0164 1440 0.0120 1840 250 0.0134 650 0.0260 1050 0.0164 1450 1850 260 0.0134 660 0.0260 1060 0.0153 1460 1860 270 0.0134 670 0.0239 1070 0.0153 1470 1870 280 0.0159 680 0.0239 1080 0.0153 1480 1880 290 0.0159 690 0.0239 1090 0.0153 1490 1890 300 0.0160 700 0.0228 1100 0.0153 1500 1900 310 0.0186 710 0.0228 1110 0.0153 1510 1910 320 0.0186 720 0.0228 1120 0.0143 1520 1920 330 0.0186 730 0.0218 1130 0.0143 1530 1930 340 0.0212 740 0.0218 1140 0.0143 1540 1940 350 0.0212 750 0.0217 1150 0.0143 1550 1950 360 0.0212 760 0.0207 1160 0.0143 1560 1960 370 0.0239 770 0.0207 1170 0.0142 1570 1970 380 0.0239 780 0.0207 1180 0.0132 1580 1980 390 0.0239 790 0.0196 1190 0.0132 1590 1990 400 0.0284 800 0.0196 1200 0.0132 1600 2000 11/2 1/01 9:18 :16 am Sk illi ngs Connolly, Inc page 3 -- LASCO ------ BAT ---- HWARE ------- ----------- --------------- ---- ---- ------- ------- ---- ---- ------ ------ --- --------------------------------- DETAIL HYDROGRAPH SUMMARY --------------- ~ua y~ 24 ~. HYDR OGRAPH No. 2 Peak runoff : 0. 2511 cfs Tot al Vol: 0.09 ac-ft TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN RUNOFF RUNOFF RUNOFF RUNOFF RUNOFF (min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs) 10 410 0.0618 810 0.0397 1210 0.0265 1610 20 420 0.0619 820 0.0397 1220 0.0265 1620 30 430 0.0753 830 0.0397 1230 0.0265 1630 40 440 0.0753 840 0.0397 1240 0.0265 1640 50 450 0.0754 850 0.0375 1250 0.0265 1650 60 460 0.0909 860 0.0375 1260 0.0265 1660 70 C.0049 470 0.0909 870 0.0375 1270 0.0265 1670 80 0.0049 480 0.0922 880 0.0376 1280 0.0265 1680 90 0.0050 490 0.2511 890 0.0376 1290 0.0265 1690 100 0.0143 500 0.2511 900 0.0375 1300 0.0265 1700 110 0.0143 510 0.2500 910 0.0354 1310 0.0265 1710 120 0.0144 520 0.1207 920 0.0354 1320 0.0265 1720 130 0.0210 530 0.1207 930 0.0354 1330 0.0266 1730 140 0.0210 540 0.1204 940 0.0354 1340 0.0266 1740 150 0.0210 550 0.0879 950 0.0354 1350 0.0265 1750 160 0.0262 560 0.0879 960 0.0353 1360 0.0243 1760 170 0.0262 570 0.0878 970 0.0332 1370 0.0243 1770 180 0.0262 580 0.0660 980 0.0332 1380 0.0243 1780 190 0.0286 590 0.0660 990 0.0332 1390 0.0243 1790 200 0.0286 600 0.0660 1000 0.0332 1400 0.0243 1800 210 0.0286 610 0.0595 1010 0.0332 1410 0.0243 1810 220 0.0302 620 0.0595 1020 0.0332 1420 0.0243 1820 230 0.0302 630 0.0594 1030 0.0332 1430 0.0243 1830 240 0.0302 640 0.0529 1040 0.0332 1440 0.0241 1840 250 0.0332 650 0.0529 1050 0.0331 1450 1850 260 0.0332 660 0.0529 1060 0.0310 1460 1860 270 0.0333 670 0.0485 1070 0.0310 1470 1870 280 0.0382 680 0.0485 1080 0.0310 1480 1880 290 0.0382 690 0.0485 1090 0.0310 1490 1890 300 0.0382 700 0.0463 1100 0.0310 1500 1900 310 0.0431 710 0.0463 1110 0.0309 1510 1910 320 0.0431 720 0.0463 1120 0.0287 1520 1920 330 0.0431 730 0.0441 1130 0.0287 1530 1930 340 0.0480 740 0.0441 1140 0.0287 1540 1940 350 0.0480 750 0.0441 1150 0.0288 1550 1950 360 0.0480 760 0.0419 1160 0.0288 1560 1960 370 0.0528 770 0.0419 1170 0.0287 1570 1970 380 0.0528 780 0.0419 1180 0.0265 1580 1980 390 0.0528 790 0.0397 1190 0.0265 1590 1990 400 0.0618 800 0.0397 1200 0.0265 1600 2000 11/21/01 9:18:16 am Skillings Connolly, Inc page 4 LASCO BATHWARE --------------------------------------------------------------------- --------------------------------------------------------------------- DETAIL HYDROGRAPH SUMMARY 2 y ~ 24 ~ HYDROGRAPH No. 11 Peak runof f: 0. 0550 cfs Tota l Vol: 0.04 ac-ft TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN RUNOFF RUNOFF RUNOFF RUNOFF RUNOFF (min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs) 10 410 0.0251 810 0.0196 1210 0.0132 1610 20 420 0.0270 320 0.0196 1220 0.0132 1620 30 430 0.0279 830 0.0196 1230 0.0132 1630 40 440 0.0302 840 0.0196 1240 0.0132 1640 50 450 0.0327 850 0.0196 1250 0.0132 1650 60 460 0.0339 860 0.0190 1260 0.0132 1660 70 470 0.0364 870 0.0185 1270 0.0132 1670 80 480 0.0394 880 0.0186 1280 0.0132 1680 90 490 0.0410 890 0.0186 1290 0.0132 1690 100 500 0.0516 900 0.0186 1300 0.0132 1700 110 510 0.0542 910 0.0186 1310 0.0132 1710 120 520 0.0546 920 0.0180 1320 0.0132 1720 130 530 0.0549 930 0.0174 1330 0.0132 1730 140 540 0.0549 940 0.0175 1340 0.0132 1740 150 550 0.0550 950 0.0175 1350 0.0132 1750 160 0.0058 560 0.0549 960 0.0175 1360 0.0132 1760 170 0.0071 570 0.0548 970 0.0175 1370 0.0126 1770 180 0.0085 580 0.0548 980 0.0169 1380 0.0120 1780 190 0.0084 590 0.0546 990 0.0163 1390 0.0121 1790 200 0.0094 600 0.0545 1000 0.0164 1400 0.0121 1800 210 0.0103 610 0.0543 1010 0.0164 1410 0.0121 1810 220 0.0102 620 0.0541 1020 0.0164 1420 0.0121 1820 230 0.0110 630 0.0539 1030 0.0164 1430 0.0121 1830 240 0.0116 640 0.0535 1040 0.0164 1440 0.0121 1840 250 0.0115 650 0.0503 1050 0.0164 1450 0.0120 1850 260 0.0126 660 0.0438 1060 0.0164 1460 0.0052 1860 270 0.0135 670 0.0362 1070 0.0158 1470 1870 280 0.0134 680 0.0308 1080 0.0153 1480 1880 290 0.0148 690 0.0268 1090 0.0153 1490 1890 300 0.0161 700 0.0251 1100 0.0153 1500 1900 310 0.0159 710 0.0241 1110 0.0153 1510 1910 320 0.0175 720 0.0234 1120 0.0153 1520 1920 330 0.0187 730 0.0230 1130 0.0147 1530 1930 340 0.0186 740 0.0226 1140 0.0142 1540 1940 350 0.0201 750 0.0221 1150 0.0143 1550 1950 360 0.0214 760 0.0219 1160 0.0143 1560 1960 370 0.0212 770 0.0211 1170 0.0143 1570 1970 380 0.0224 780 0.0206 1180 0.0143 1580 1980 390 0.0232 790 0.0207 1190 0.0136 1590 1990 400 0.0236 800 0.0201 1200 0.0131 1600 2000 11/21/01 9:18:17 am Skillings Connolly, Inc page 5 LASCO BATHWARE DETAIL HYDROGRAPH SUMMARY IDCYr~ 24~z HYDROGRAPH No. 12 Peak runoff : 0. 0623 cfs Tota l Vol: 0.09 ac-ft TZME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN RUNOFF RUNOFF RUNOFF RUNOFF RUNOFF (min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs) 10 410 0.0506 810 0.0599 1210 0.0283 1610 20 420 0.0520 920 0.0597 1220 0.0273 1620 30 430 0.0532 830 0.0595 1230 0.0209 1630 40 440 0.0539 840 0.0593 1240 0.020'7 1640 50 450 0.0540 850 0.0591 1250 0.0266 1650 60 460 0.0542 860 0.0589 1260 0.0266 1660 70 470 0.0544 870 0.0587 1270 0.0266 1670 80 480 0.0547 880 0.0585 1280 0.0265 1680 90 490 0.0549 890 0.0563 1290 0.0265 1690 100 500 0.0558 900 0.0581 1300 0.0265 1700 110 0.0072 510 0.0572 910 0.0579 1310 0.0265 1710 120 0.0153 520 0.0588 920 0.0578 1320 0.0265 1720 130 0.0142 530 0.0601 930 0.0576 1330 0.0265 1730 140 0.0181 540 0.0606 940 0.0574 1340 0.0265 1740 150 0.0214 550 0.0612 950 0.0573 1350 0.0265 1750 160 0.0210 560 0.0617 960 0.0571 1360 0.0265 1760 170 0.0230 570 0.0619 970 0.0570 1370 0.0259 1770 180 0.0248 580 0.0621 980 0.0568 1380 0.0250 1760 190 0.0256 590 0.0622 990 0.0566 1390 0.0246 1790 200 0.0266 600 0.0623 1000 0.0564 1400 0.0245 1800 210 0.0278 610 0.0623 1010 0.0563 1410 0.0244 1810 220 0.0282 620 0.0623 1020 0.0561 1420 0.0244 1820 230 0.0289 630 0.0623 1030 0.0559 1430 0.0243 1830 240 0.0296 640 0.0623 1040 0.0558 1440 0.0243 1840 250 0.0299 650 0.0622 1050 0.0556 1450 0.0243 1850 260 0.0310 660 0.0622 1060 0.0554 1460 0.0127 1860 270 0.0321 670 0.0621 1070 0.0553 1470 1870 280 0.0326 580 0.0620 1080 0.0551 1480 1880 290 0.0341 690 0.0618 1090 0.0549 1490 1890 300 0.0360 700 0.0617 1100 0.0547 1500 1900 310 0.0371 710 0.0616 1110 0.0546 1510 1910 320 0.0387 720 0.0614 1120 0.0544 1520 1920 330 0.0405 730 0.0613 1130 0.0542 1530 1930 340 0.0416 740 0.0611 1140 0.0540 1540 1940 350 0.0432 750 0.0610 1150 0.0538 1550 1950 360 0.0451 760 0.0608 1160 0.0515 1560 1960 370 0.0462 770 0.0606 1170 0.0481 1570 1970 380 0.0478 780 0.0604 1180 0.0405 1580 1980 390 0.0493 790 0.0603 1190 0.0347 1590 1990 400 0.0497 800 0.0601 1200 0.0308 1600 2000 11/21/01 9:18:17 am Skillings Connolly, Inc page 6 LASCO BATHWARE --------------------------------------------------------------------- --------------------------------------------------------------------- STAGE STORAGE TABLE CUSTOM STORAGE ID No. S1 Description: STORAGE STAGE <---- STORAGE----> STAGE <----STORAGE----> STAGE < ----STORAGE----> STAGE <----STORAGE----> (ft) ---cf --- - -Ac -Ft- (f t) ---cf--- - -Ac -Ft- (ft) - --cf--- - -AC-Ft- (f t) ---cf--- - -Ac-Ft- 94.52 0. 0000 0. 0000 95.20 34.505 0. 0008 95.90 1962 0.0451 96.60 6203 0.1424 94.60 2. 6800 0. 0001 95.30 41.205 0. 0009 96.00 2435 0.0559 96.70 6831 0.1568 94.70 6. 0300 0. 0001 95.40 63.175 0. 0015 96.10 3063 0.0703 96.80 7459 0.1712 94.80 9. 3800 0. 0002 95.50 414.30 0. 0095 96.20 3691 0.0847 96.90 8087 0.1857 94.90 14 .405 0. 0003 95.60 659.10 0. 0151 96.30 4319 0.0991 97.00 8715 0.2001 95.00 21 .105 0. 0005 95.70 1018 0. 0234 96.40 4947 0.1136 97.00 8715 0.2001 95.10 27 .805 0. 0006 95.80 1490 0. 0342 96.50 5575 0.1280 qs.4~ a'S,C~o -}- 2 y rL 24t+-~ ~JTbKM ~~ y 2-. 24 N-~~afL-M lam{ GF lo7la G~ 11/21/01 9:18:17 am Skillings Connolly, Inc page 7 LASCO BATHWARE STAGE DISCHARGE TABLE MULTIPLE ORIFICE ID No. D1 Description: DISCHARGE Outlet Elev: 94.8 0 Elev: 94.10 ft Orifice Diameter: 1.5996 in. Elev: 95.50 ft Orifice 2 Diameter: 0.0117 in. STAGE <--DISCHARGE---> STAGE <--DISCHARGE--- > STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> (ft) ---cfs-- --- - - (f t; ---cs-- -- -- - (ft) ---cfs - -- -- (ft) ---c_'s-- ------- 94.80 0.0000 95.40 0.0538 96.00 0.0761 96.60 0.0932 94.90 0.0220 95.50 0.0581 96.10 0.0792 96.70 0.0957 95.00 0.0311 95.60 0.0621 96.20 0.0822 96.80 0.0982 95.10 0.0380 95.70 0.0659 96.30 0.0850 96.90 0.1006 95.20 0.0439 95.80 0.0694 96.40 0.0878 97.00 0.1030 95.30 0.0491 95.90 0.0728 96.50 0.0905 11/21/01 9:18:18 am Skillings Connolly, Inc page 8 LASCO BATHWARE --------------------------------------------------------------------- --------------------------------------------------------------------- LEVEL POOL TABLE SUMMARY MATCH INFLOW -STO- -DIS- <-PEAK-> OUTFLOW STORAGE <--------DESCRIPTION---------> (cfs) (cfs) --id- --id- <-STAGE> id (cfs) VOL (cf) 2 YR ......................... 0.06 0.12 S1 D1 95.43 11 0.05 158.78 cf 100 YR ....................... 0.06 0.25 S1 D1 95.60 12 0.06 676.09 cf APPENDIX C -Supporting Data Soils Data SCS Soil Description SKILLINGS-CONNOLLY, INC. Lasco Bathware Consulting Engineers Drainage Report STORMWATER MANAGEMENT MANUAL, FOR THE PUGET SOUND BASIN Table III-3.1 Soil Properties Classified by Soil Texture 6 ~O ~ V < < < m m U U C G D D q ~ - T •Q ~ N T u < u` > G c.. ' u ~ y •C U ~ f~'1 _ t~f N O~ ~ [ ~ - T T ~ Q c..: O~ O z o ~ U o o c c o 0 0 0 o c ~y u c m t:•. 3 u ~ m ~~ t ~' a E X •~ > o 0 0 0 0 o c o c o 0 ~ e •~ m OU•°-8 r ~ ~ h ~ ~ h v-. v-, ~n vi v~ U ~ C U N ~ L a ~~ -• N Y O v i N C ~ C C C OG ~ t ry aD N O O O C C C O O e ~. a u L L p it U ~ U c S C 7 C •7 C ~ ~{ r T A T `n rn .: U - C: A ~ '` E ~, c - ~ ~, -> - > U ~, U ~ U ~ _ ~ c ~ _ ~ = in _ vi , v a. I _ ~ ? n :n >, - , V 1~J .J~ N O~ e 0 X m h '7 C m Y u .C u m 3 a _T V c m U N C u x v e G ^J I-?-3 ?~BP.UARY, =CO~ 158 Spanaway Series The Spanaway series consists of very deep. somewhat excessively drained soils on terraces. These soils formed in glacial outwash and volcanic ash. Slope ~s 0 to 15 percent. Elevation ~s 100 to 400 feet. The average annual precipitation is 40 to 55 inches. the average annual air temperature is about 51 decrees F. and the average frost-free season is 150 to 200 days. These soils are sandy-skeletal, mixed, mesic Andic Xerumbrepts. Typical pedon of Spanaway gravelly sandy loam, 0 to 3 percent slopes. 4 miles southeast of Lacey: about 250 feet west and 400 feet south of the northeast corner of sec. 25. T. 36 N.. R. 1 W. A-0 to 15 inches: black (10YR 2r1) gravelly sandy loam. very dark grayish brown (10YR 3i2) dry; weak fine granular structure: loose. very friable, nonsticky and nonplastic: many fine, medium, and coarse roots: 25 percent pebbles: strongly acid; clear smooth boundary. Bw-15 to 20 inches; dark yellowish brown (10YR 3/4) very gravelly sandy loam, light olive brown (2.5Y 5%4) dry; weak fine subangular blocky structure; loose, very friable, nonsticky and nonplastic; many fine, medium, and coarse roots; 55 percent pebbles; medium acid: clear smooth boundary. C-20 to 60 inches; dark yellowish brown (10YR 4/4) extremely gravelly sand, yellowish brown (10YR 5;4) dry; single grained; loose; few fine roots; 80 percent pebbles, 10 percent cobbles; slightly acid. The thickness of the solum ranges from 15 to 25 inches. The content of coarse fragments in the control section ranges from 50 to 85 percent. The weighted average texture of this section is very gravelly sand or extremely gravelly sand. The umbric epipedon is 10 to 20 inches thick. The A horizon has hue of 10YR or 7.SYR, value of 3 or 4 when dry, and chroma of 1 or 2 when moist or dry. It is medium acid or strongly acid. The Bw horizon has value of 4 or 5 when dry and 3 or 4 when moist. It is very gravelly sandy loam. very gravelly loam, or extremely gravelly sandy loam. The C horizon has hue of 10YR or 2.5Y, value of 5 or 6 when dry and 4 or 5 when moist. and chroma of 3 or 4 when dry or moist. It is extremely gravelly sand or extremely gravelly loamy sand and is slightly acid or neutral. S Itan ries ~ Sultans onsists of rv d ,mod ate) Soil Sung, ell drained soils on flood plains. These soils fo luvium. Slope is 0 to 3 percent. Elevation is 2 tC fe t. The average annual precipitation is 4p to 0 in es. the average annual air temperature is boy deg ees F, and the average frost-free season is 13 200 ays. Th se soils are fine-silty, mixed, nonacid, mesi~ Aquic erofluvents. Typi I pedon of Sultan silt loam, 7 mil east Q Lacey: a out 1 ,000 feet east and 1 ,975 f et north j southwes corner of sec. 16. T. 18 N., R. 1 E. Ap-0 to 7 nches; dark yellowish brow (10YR 3/'~~~, loam, b wn (1 OYR 5/3) dry; mod rate fine arid, -~' medium ranular structure; slight hard, very:' ' friable, sli htly sticky and slight) plastic; many. medium, a d coarse roots; ma y very fine arid; tubular por ;slightly acid; ab upt smooth boundary. BA-7 to 20 inch s; dark yellow h brown (10YR~ silt loam, bro (10YR 5/3) dry; moderate firi medium suban ular blocky structure; slightly very friable, slig tly sticky and slightly plastic; very fine, fine, a medi m roots; many very; and fine tubular p res; ightly acid; clear wa boundary. `;; Bw1-20 to 25 inches; ar brown (10YR 3/3) silt grayish brown (2.5Y /2) dry; common fine _~; prominent red (2.5Y 5/8) mottles; moderate and medium suban u r blocky structure; sligh hard, very friable, igh ly sticky and slightly pl common fine and edi m roots; common very and fine tubular ores; s ightly acid; gradual w boundary. t~ Bw2-25 to 45 inc es; dark b wn (10YR 4/3) silt light brownish ray (10YR i2) dry; common medium pro ment red (2.5 R 5/8) mottles; :~;, moderate m dium and coars subangular bloc. structure; ightly hard, very f fable, slightly stic _ ,_ and slight plastic; few very fi e and fine roots;`fe~ very fine nd fine tubular pore ;slightly acid; ;~< gradual avy boundary. C-45 to 6 inches; grayish brown 10YR 5.2) silt )oar? light ay (10YR 7/2) dry; Comm n medium ~: pro Went dark brown (7.5YR 4/ mottles; ma55ii slig' tly hard, very friable, slightly ticky and slight~t pl tic: slightly acid. :;~, T e soils are slightly acid or neutral i the control ' sec' on and range from slightly acid to s rongly acid - be w a depth of 40 inches. Mottles that ave chroma 0 3 or more are at a depth of more than 0 inches. County. Washington areas make up about 10 percent of the tota ability is moderately rapid in the Spana s il/ water capacity ~s moderate. Effective rooting ~ to 40 inches. A seasonal high water table is h f about 12 to 36 inches from November to ~o is slow. and the hazard of water erosion is rea are used as hayland and pasture. This ted t hay and pasture. The main limitations Cason I high water table and the moderate water opacity. Proper stocking rues. pasture and res~ icted grazing during wet' penods help 1e pastu a in good condition and protect the erosion. otation grazing helps to maintain the forage. P riodic mowing helps to maintain iowth, disc urages selective grazing, and Beds. In m st years irrigation is needed for production. prinkler irrigation is the best applying wa r. The amount of water applied sufficient to t the root zone but small inimize the I aching of plant nutrients. eas are used woo land. On the basis of a e~curve, the es imaYed site index for ' :144. On the b sis of a 50-year site curve, A'~' e estimated gro rate of an unmanaged, .stand of Douglas is 150 cubic feet per ~,. Ear.at 60 years o a 'limitation affe ting e harvesting of timber ,_r: utess caused y sea onal wetness. Use of `tracked eq ipment en the soil is wet _b;:. and soil .ompaction. Unsurfaced roads are soft nd can be i passable when 'roads re uire suitable s rfacing material ~~ use. unded pebbles nd cobbles for ~. ~on ar readily available n this unit. The ~h Ovate table limits the use f equipment to Distur once of the protective aver of duff ~~ ized y the careful use of wh eled and ~~Dme t. 'St lishment is the main concer in the f ti ber. Reforestation can be d; y planting Douglas-fir seedlings. f the seed trees. natural reforestation b red ~ eriodically in cutover areas. The sea onat le inhibits root respiration and thus re Its dling mortality. When openings are made 'n invading brushy plants can prevent the n of planted Douglas-fir seedlings. forest understory plants are cascade ~. salal, vine maple. ~Nestern brackenfern, white oak. 89 is in capa su 110-Spanaway gravelly sandy loam, 0 to 3 percent slopes. This very deep, somewhat excessively drained soil is on terraces. It formed in glacial outwash and volcanic ash. The native vegetation is mainly grasses. ferns, and a few conifers. Elevation is 100 to 400 feet. The average annual precipitation is 45 to 55 inches, the average annual air temperature is about 51 degrees F, and the average frost-free period is 150 to 200 days. Typically. the surface layer is black gravelly sandy loam about 15 inches thick. The subsoil ~s dark yellowish brown very gravelly loam about 5 inches thick. The substratum to a depth of 60 inches or more is dark yellowish brown extremely gravelly sand. Included in this unit are small areas of Alderwood soils on till plains; Everett, Indianola, and Nisqually soils on outwash terraces; and Spana soils in depressions. Also included are small areas of Spanaway soils that have a stony sandy loam surface layer and small areas of Spanaway gravelly sandy loam that have slopes of 3 to 15 percent. Included areas make up about 20 percent of the total acreage. Permeability is moderately rapid in the subsoil of the Spanaway soil and very rapid in the substratum. Available water capacity is low. Effective rooting depth is 60 inches or more. Runoff is slow, and the hazard of water erosion is slight. This unit is used mainly as hayland, pasture, or cropland, as a site for homes, or as a source of gravel. It is also used as woodland. The main limitation affecting hay and pasture is the low available water capacity. Proper grazing practices. weed control, and fertilizer are needed to ensure maximum quality of forage. Rotation grazing helps to maintain the quality of forage. Periodic mowing helps to maintain uniform growth, discourages selective grazing, and controls weeds. Animal manure can be applied periodically during the growing season. Areas that receive heavy applications should be harrowed at least once a year. In summer, irrigation is needed for maximum production of most forage crops. Sprinkler irrigation is the best method of applying water. The amount of water applied should be sufficient to wet the root zone but small enough to minimize the leaching of plant nutrients. This unit is suited to crops. Wheat. oats, strawberries. raspberries, blackberhes, and sweet corn are commonly crown. The main limitation is the low available water capacity. In summer, irrigation is needed for maximum production of most crops. o~ Sprinklers can be used, but a slow application rate is needed to minimize runoff. The amount of water aoolied should be sufficient to wet the root zone but small enoueh to minimize the leaching of plant nutrients. The application rate should be adjusted to the available water capacity, the water intake rate, and the needs of the crop. Animal manure can be applied periodically during the growing season. Areas that receive heavy applications should be harrowed at least once a year. This unit is well suited to homesites. Pebbles and cebbies should be removed. particularly in areas used for lawns. In summer. irrigation is needed for lawn grasses, shrubs, vines. shade trees, and ornamental trees. Mulch. fertilizer. and irrigation are needed to establish lawn grasses and other small-seeded plants. The main limitation affecting septic tank absorption fields is a poor filtering capacity. If the density of housing is moderate or high, community sewage systems are needed to prevent the contamination of water supplies caused by seepage from onsite sewage disposal systems. Cutbanks are not stable and are subject to sloughing. Douglas-fir is the main woodland species on this unit. Among the trees of limited extent are Oregon white oak, lodgepole pine, and red alder. Douglas-fir and Scotch pine are grown on Christmas tree plantations. On the basis of a 100-year site curve, the mean site index for Douglas-fir is 140. On the basis of a 50-year site curve, it is 108. The highest average growth rate of an unmanaged, even-aged stand of Douglas-fir is 145 cubic feet per acre per year at 65 years of age. This soil is suited to year-round logging. Unsurfaced roads and skid trails are slippery when wet. Logging roads require suitable surfacing material for year-round use. Rounded pebbles and cobbles for road construction are readily available on this unit. Disturbance of the protective layer of duff can be minimized by the careful use of wheeled and tracked equipment. Seedling establishment and seedling mortality are the main concerns in the production of timber. Reforestation can be accomplished by planting Douglas-fir seedlings. If the stand includes seed trees, natural reforestation by Douglas-fir. Oregon white oak, and lodgepole pine occurs periodically in cutover areas. Droughtiness in the surface layer reduces the seedling survival rate. When openings are made in the canopy, invading brushy plants can delay the establishment of planted Douglas- fir seedlings. Common forest understory plants are cascade Oregon-grape, salal, western brackenfern, western swordfern, Indian plum. and Scotch-broom. Soil his map unit is in capability subclass IVs 1 1-Spanaway gravelly sandy loam, 3 t 15 `'`a perc nt slopes. This very deep, somewhat x ~~~`•' cess' ""' drain d soil is on terraces. It formed in gla al ou N and v canic ash. The native vegetation i mainly ~~' grasse ,ferns, and a few conifers. Eleva ion is 100 ~ .' 400 fee The average annual precipitate n is 45 to inches, t e average annual air temper ure is about ` ` degrees ,and the average frost-free eriod is 150 ~~~>' 200 days. ,.,:; ~ : Typically the surface layer is blac gravelly sandy. loam about 5 inches thick. The su oil is dark yellowish br n very gravelly sand loam about 5 inches thick. he substratum to a epth of 60 inches more is dark y Ilowish brown extr mely gravelly s Included in t is unit are small reas of Alderwo soils on till plain and Everett, I dianola, and Nisqu soils on terraces. Also include are small areas of. Spanaway soils t at have a s ny sandy loam surfs layer and small ar as of Spa away gravelly sandy,; that have slopes o 0 to 3 p cent. Included areas'` up about 20 percen of the t tal acreage. Permeability is mo erate y rapid in the subsoil of` Spanaway soil and ve r id in the substratum. ;~ Available water capacit i low. Effective rooting de is 60 inches or more. Ru off is slow, and the hazar water erosion is slight. This unit is used ma' ly as hayland or pasture, site for homes, or as sou a of gravel. tt is also u as woodland. The main limitatio affecti hay and pasture is th low available water apacity ring the growing sea Proper grazing pra tices, wee control, and fertilize; needed to ensure aximum qu ity of forage. Rotate crazing helps to aintain the qu ity of forage. Pere mowing helps t maintain uniform rowth, discourag selective graze g, and controls we s. Animal manure can be applie periodically during t e growing seaso Areas that r eive heavy application should be ~. ~' harrowed a least once a year. In su mer, irrigation iS ~,~ needed for maximum production of m st forage cropsti Sprinkler rrigation is the best method f applying wat ,; The am unt of water applied should be sufficient to the roo zone but small enough to mini ze the leach f of plc t nutrients. T is unit is suited to homesites. Them in limitation is t e slope. Cutbanks are not stable and a e subjectto~` sl ghing. A plant cover can be established nd m intained through proper fertilizing, seeding mulchi~'°. a d shaping of the slopes. Pebbles and cobbl s shouldt~.= removed, particularly in areas used for law . In ~'~ .~~~ton County. Wasn~naton TABLE 15.--PHYSICAL AND CHEMICAL PROPERTIES OF THE SOILS--Continued 273 e ' I and ;Depth; I Clay ; Permeability Available I I ; Soil ; , LLVJlVt1 , Shrink-swe11 ; factors ;Organic '~- ' matter coil nam water capacity ;reaction; potential , , I yap sy~ ol i ~ I ~ I ~ , K i T , i off Pct in ; , Pct In hr n , In/ ~ ~ ~ , , , -- -- _ ' ~ ' 0-_2, ------ ~ 7-15 ; 2.0-5.0 ; 0.12-0.14 ;5.6-5.0 , - .Low------------;0.24; 17 ' ' ' 5 ; 5-15 79---- a . ;22-26; 5-15 ; 2.0-5.0 ; 0.14-0.17 ~ ,__5-0.0 0 5 5 , • ------------ ,mow ,0. 10; w------------;0 ;L , "~ '~6-38i ly 5-15 ; 2.0-6.0 ; 0.09-0_12 08 0 0 ; c- 0 ,5. - . c ;~ 5-5.0 . o '0.05; ,Low------------~ ~ 38-60; 2-5 6.0-20 . ., . , . I I ' - , I ------ -i5 ' 1 .0 2.0- 13 1 0 0 ' is ~ I •1 ~ ' ' Low------------10.151 2 i 5-15 1'1- 10, , - r•awap , , ~ ~ , 1~-..0, ~ --- . n ~ 0-5.0 = . -J 0.0~-0.1_ i o ~ 0 _._ ` ~ - ~ Low------------10.101 , , ~ I , ~ .. -.v ~ Q-_ ~ ' -~ . ', ~ i ' i i -' 0-~6; 1-3-------- , 12 , --- ~ 2.0-6.0 I i 0.11-O.I3 ;`__1-5.0 1-5 5 ;5 ~ , ;Low------------~0.15~ ;Low------------10.10; '- . 5-I5 . cpanaway ,: 116-22; 22-60, --- ; 0-5 ; ~ 2.0-6.0 >20 ; 0.09-0.12 ; 0.03-0.05 , . . ib.1-7.3 , ;Low------------10.02; I ; ~ , , 14*: -- ' ' 0_151 ------ -- , i 2.0-6.0 ~ ; 0_11-0.13 , 15.1-6.0 , ,Low------------10.151 2 ; 5-15 gpanaway , - ,15-20, --- i 2.0-6.0 ' 0.09-0.12 , ;5_1-5.5 ;Low------------10.10; ~ ~: ~ ,20-001 0-5 , >20 ' 0.03-0.05 i ib.l-7.3 I ,Low------------10.021 , , I ~ .z -.;_ , I ~` , ~ I I gy~qually-------~ O ~ I ' 2.0-6.0 .09-0.12 ; ~ 6-0.5 'c. 6-6 5 I ' - '0.20; ,Low- ----------, ;Low------------~0.28~ ; 3-10 ~. _31; , 0-5 ; 2.0-6.0 ; 0.08-0.12 07 04-0 ; 0 . ;5. ;5.1-7.3 0.24i ;Low------------ ~ z ~ ;31-501 0-5 , >20 . . , , ~ , r+ -- ' - r , , , I --- ---, 0-7 , 15-20 I ~ ~ 0.6-2.0 ' 0.18-0.20 , ,5.1-7.3 ,Low------------i0 37, 5 i 5-10 ------ %~ Stiiltan - ; 7-60; 20-30 ; 0.6-2.0 ; 0.18-0.20 ~b.1-7.3 ~:Ioderate-------;0.32; I , , =~ 116------ i ~ -------, 0-7 , i 5-~8 ~ , 0.6-2_0 ' 0_25-0.35 , ,3.6-5.5 , ,Low------------10.28; ~ 32; --------10 5 ; 10-20 aroma ; 7-50; 5-18 ; 0.2-0.6 ; 0.20-0.30 21 -0 ,3_6-5.5 0 6-5 ;3 . ,Low---- ;;:oderate-------10.32; ~ 50-60; 20-50 ; 0.2-0.6 . ; 0.19 ' . . ~ , , , , "~ ~ i118 LI7 ~ ~ 119----i 0-111 10-15 ; 0.6-2.0 ' ; 0.12-0.14 15.1-5.0 __ ,Low---_______ ,0 ~0, , 20 --;0 2 , 5-i0 , , , ... -enino ;11-36; 10-15 ; 0.6-2.0 ; 0.12-0.14 I ;5.1-6.0 ' --- , . ;Low--- '---------°----~---- , ='~ " ~ 136-401 ,40-50, --- 2-10 i --- ; >20 --- ( 0.06-0.07 is i~.1-5.0 ' I iLow------------~0.02~ ' IZO------- ' -------, 0-11, --- , ' 0.6-2.0 , ~ , 0.25-0.35 ' 15_5-7.3 5-7 3 , , iLow------------10.28; , , 28, 0 w------------ iL I 5 i 3-10 , , r. ch I ~ ,11-50, --- ' , 0.2-0.6 0.25-0.35 , 40 30-0 ; 0 . 15_ ,c ..6-7.3 . , o , 0.00, Low------------~ ~ , 50-00; --- ; 0.6-2_0 . . , ~. I "~ i + '121, 122---------, 0-10, ' --- , ' 0.6-2.0 , 0.25-0.35 35 -0 15.1-5.0 1-0 0 5 ,Low------------i0 24, ;Low------------10.24; 3 , 5-10 Yailton ''" ;10-15; 115-481 --- --- ~ 0.6-2.0 ~ 0.6-2.0 . ; 0.25 i 0.20-0.30 . . , 15.1_5.0 iLow----------° 10_15( ; ~ a.8 ~ --- ~ --- , --- ~ ~ I , hF - I , ss.~r12?---------; 0-lli _0-_ ~ 'S , , 0.6-_ 0 ~ ~_ I ' 0_17-0_20 , ~ 15.1-5.0 1-5 0 ;5 , I I ;Low------------i0.32~ i:!oderate-------;0.20; I 5 , :-10 Ailkeson `'~ ;11-4i; 25-35 ; 0.6-2.0 ' ; 0.12-0.17 20 15-0 0 . . /-5 0 ;5 ;:~oderate-------~0.20~ , , ' ,a7-50, , , 18-35 0.6-2.0 , i . . ~ , . . I , , , I , , ~ , I ~ I ~ , , , , ~ Zerorthents ; ~ .. I I ~ I ~ ' , ~ ' ~ ~ , , I ' i :~ ~, 127, , , 128----i 0-3 ; --- i 2.0-6.0 , 0.25-0.35 25 15.5-o_5 5-5 5 ;5 iLow------------;0.321 ;Low------------~0.32~ 5 ; 3-O_ i7elra '3> ; 8-46; 46-o0i ~ , --- 0-5 ~ 2.0-5.0 ~ i 6.0-_0 ~ ; 0.15-0. ' 0.04-0.09 , i . . 15_5-6.5 I iLow------------10.101 , , , i i I , i * _., iesc__ot•=on of `he mac :nit `or co,rposition and he^avior _aaracteris~ic_= oc the -ao unit. ~- 26o Soil Survey TABLE 14.--ENGINEERING INDEY PROPERTIES--Continued Classification ,Frag- , Percentage passing , , , I , ' ' sieve number-- ;Liquid ; Plas- Soil name and ;Depth; USDA texture , , ,ments , ' Unified , AASHTO , > 3 , , , , i limit , tlClty , ~ map symbol ~ ~ i ~ ;inches; 4 ; 10 ; 40 ; 200 ; ; index ~ ~ ' , Pct , In , , , Pct , , I ~ , - I ' ~ , , 110, 111-- ------~ 0-15;Gravelly sandy ;GM, SM Spanaway ; ; loam. ~ 15-20;Very gravelly ;GM ' ' loam ver , , r Y ~ ; gravelly sandy loam, extremely gravelly sandy ~ ' loam_ , , 20-60;Extremely ;GP, GPI gravelly sand, extremely ~ gravelly loamy ' ' sand. , 1 ~ , I i , , 112, 113---------i 0-16~Stony sandy loam ;SM Spanaway ;16-22 ;Very gravelly AGM loam, very , gravelly sandy loanr extremely gravelly sandy ; ' ' loam. 22-60;Extremely iGP, GW gravelly sand, extremely gravelly loamy ' ' sand. , I i ' ' , ' ' , , I 114*- ~ ~ ' Spanaway--------~ 0-15~Gravelly sandy ,GM, SM , , loam. 15-20;Very gravelly ;GM loam, very gravelly sandy loam, extremely gravelly sandy ~ ~ loam. 20-60;Extremely iGP. ~ gravelly sand, extremely gravelly loamy ' ' sand. ' ' , , I i , , Nisqually-------i 0-5 ;Loamy fine sand ;SM 5-31;Loamy sand, loamy;SM ' ' fine sand. , , 31-60;Loamy fine sand, ASP-SM, loamy sand, , ' ' sand. , I ~ , I ~ 115--------------i 0-7 ;Silt loam--------;ML Sultan ; 7-50iSilt loam, silty ;CL-ML, clay loam. , ~ ~ , , 116--------------; 0-7 ;Silt loam--------;ML, OL Tacoma ; 7-~O;Silt loam, eery ;ML ' ' fine sandy loam-~ 50-50iSilt loam, silty ;CL clay loam, clay.; , . ' , , , , , I I , i , , A-1, A-2 , 0-5 155-85 ,50-75 ,30-50 ,15-25 ~ 35-50 i NP-10 , I I ' ' ' , , , A-i, A-2 ; 0-10 ;35-55 ;25-50 X15-45 X10-35 ~ 35-50 ~ NP-10 , , . ~ I , ~ , I , , , , , , I i I I ' ' ' I , , , , I . ~ i 1 ~ ' ' i i , ~ 1 I ~ ~ , , ~ ~ i 1 ~ ' , , , , , , ~ ' , 1 I , , , , I A-1 ,10-25 ,25-35 ,20-30 ,i0-20 , 0-5 i --- i NP , , I , , i i 1 I ~ , , , , I ; ~ I I ' ' ' ' , , I I , , , i , , I , ' I i , , I , I ' ' I , 1 ' i i i II I ' ' , , I A-2 ; 5-20 ,70-90 ;60-80 ,40-50 ;25-35 ; 35-50 ; NP-10 A-1, A-2 , 0-10 135-55 125-50 ,20-40 ,10-30 ~ 35-50 i NP-i0 , , , , , , , 1 , I ' 1 1 I 1 ' , , , I I I ' i I I ' ' ' ' i , , , 1 ' ' ; , 1 1 , ' ' i , , 1 , , ' ' 1 , i ~ I , I I I , A-1 ,10-25 ,25-35 ,20-30 ,10-20 ~ 0-5 , --- i NP 1 , , , I . 1 I ' ' ' ' , 1 , , 1 , , 1 1 , I I , I I ' ' ' i i 1 , , , , ' , , , , I I , , I , ~ i ~ ~ ' ' i i 1 1 ' , 1 1 , ~ , , 1 I , I , , I , , 1 1 I A-1, A-2 ~ 0-5 155-BS 150-75 130-50-115-25 , 35-50 , NP-10 ' ' ' ' i i i ~ , , i I A-1, A-2 ; 0-10 ;35-55 125-50 ,15-45 110-35 , 35-50 ~ NP-10 , , I I , ~ ~ I I I , , I , I , , I , , , , I , I I , ~ i i i i i ~ , I I I I I I , I , , I I , , , , , , I I 1 ' ~ A-1 110-25 ,25-35 120-30 110-20 i 0-5 i --- , 1 , , 1 , I , , , , , , , I ' ' ' ' i i i ~ , , 1 , 1 I 1 , , I 1 I I , 1 , , I i , , , I , I 1 , 1 , 1 , , I 1 , I , I , I ~ , A-2 , 0 , 100 , 100 150-80 115-30 i °' A-2 , 0 , 100 , 100 160-80 120-30 i --- , , I I 1 , SM ,A-3, A-2 , 0 , 100 , 100 165-75 , 5-20 i --- i ~ , . . . , I 1 , , , , , I ; , I 1 , , 1 I , , , , , I 1 , I , , I I , A-4 i 0 i 100 i 100 180-90 170-80 i 20-30 i NP_5~ CL ,A-4, A-5 , 0 ~ 100 , 100 195-100180-90 i 25-35 i 5 1~ , , , , , 1 I , , ~ , 1 I ' , 1 1 ~ I I ~p-q , 0 i 100 , lOD 190-100170-90 i 30-40 i -'~-i0 'iA-1 ~ 0 i 100 ,_00 195-100185-°5 i 25-35 , YP-i0 , 1 1 I I I I ' A-5, A-7 , 0 , 100 ~ 100 i°5-100iP0-1001 3C-~0 ~ i0-= , 1 , 1 ~ ~ ~ 1 I , i i ~ i ~ I 1 , ~ , I See `ootnote at end of table. rnurston County, Washington TABLE 16.--WAT~2 FEATURES--Continued Soil name and ;Hydrologic ~ ~ map symbol orouo ' Frequency ; Duration ; Months I I I I 1 1 , , I 0 --------' 10 ~ 101-------- ~ D i I I I I t I I I ;None------------; --- ; --- I 1 1 Scamman I I I I 1 I I I 103--- , 102, ~ B ,None------------. --- , --- ~ , Schneider , I . I I . 1 , I 10?---------------------I C , I I .,, ------------ mare . --- . --- Semianroo I I I I ~ 1 105---------------------; i D , I .None------------~ --- ~ --- I I 1 Shalcar I I I I 1 1 I :~;. I -106---------------------; D 1 1 I ;Occasional------;Long----------; Nov-May ~,Shalcar Variant ' I I , . ' ' I . s . I I ., __ I _,. ;`107, 108----------------; D I I I ;:lone------------; --- ; --- ~ Skipopa i ~ ~ I -_~ 1 X09---------------------. D I I ;None------------; --- ; --- ~`,Spana I I I I :~ I 10, 111, 112, 113-- ---; ~` B 1 I I ;None------------; --- ; --- Spanaway ,. I 1 1 1 ~; I I 3 14*: I I I I I I I . . I '""Spanaway---------------~ 1 B ,None------------; --- ; --- I I I I :Nisqually--------------; I B I 1 1 ;None------------; --- ; --- I I I .~_ 1 ~~ 5---------------------; C I iOccasional------;Brief---------; Nov-Apr Sultan ; I ; ~ I I I ,'- 1 16----- --; -------------- D I I I ;Frequent--------;Brief---------, Nov-Jun ~~Tacoma v-9. - I *_ I ~`- 1 t I I I I ~117, 118, 1I9-----------; C iNone------------; --- ; --- ~Tenino ' I I ' I 1 I 1 I I ax 1 1 1 I >120---------------------i D ;Rare------------i --- i --- ~Tisch ; : I I I , '121, 122----------------; B I I ;None------------; --- , --- 1 "~= Vailton , I I 1 I , , , I I I I 123 124----------------' I B I I I . . . --- (None------------, --- , Ailkeson ' I ' ' 1 1 I I I I 125----- ----------------~ C --- (Rare------- 1 I 1 erorthents , I I I I I I I I I , 126, 127, 128-----------; C I I I .None------------~ --- ; --- Yelm ' I 1 ~ 1 ' ' ' I 1 I I I 1 I I I I I i I I I I 277 water table Depth ; Kind I 0.5-1.5 >6.0 '_.5-3.0 I ' +1-0 1 ' +1-0 i 1.0-2.0 I i 1.0-3.0 i I >6.0 I t 1 >6.0 1 I >6.0 I 2.0-4.0 i I I ' +1-0 I i >6.0 i I 0-i_0 I >6.0 i I I >6.0 i I , >2.0 ' 1 5-3.0 I I ;Perched I ' --- I I ;Apparent I ;Apparent I jADDdrent I ;Perched i ;Apparent i --- I ~ --- ;Apparent I I I I ;Apparent i 1 ~ --- i I ;Apparent I --- 1 I I --- i I I ;Apparent I I ;Apparent ' Months i i I Nov-Mar ~ --- Nov-May I', Oct-May I I Oct-May I Nov-May I i Nov-Apr i I I --- I i --- i I ___ I I Nov-Apr I I r I Nov-Jun i I ~ --- i I Dec-Apr I --- i 1 Nov-Mar I Dec-Mar I * See description of the map unit for composition and behavior charac~er_s~ics of the map unit. APPENDIX D Maintenance Agreement and Schedule SKILL/NGS-CONNOLLY, INC. Lasco Bathware Consulting Engineers Drainage Report INSTRUCTIONS FOR PERSON ASSEMBLING THE MAINTENANCE AGREEMENT Select the correct type of Maintenance Agreement (residential or commercial). 2. Include the "Instruction for Person Maintaining Stormwater System" sheet. 3. Include the Attachment "A" cover sheet. 4. Include only those maintenance checklists that apply (e.g., if sormwater system includes a pond, provide pond checklist). 5. For residential projects, include a copy of "Residential Best Management Practices," from the Stormwater Program Guidance Manual, Volume II, Department of Ecology, July 1992. This provides source control. 6. For commerciaUindustrial projects, include the appropriate source control language from Volume IV, Urban Land Use BMPs, Stormwater Management Manual for the Puget Sound, Department of Ecology, February 1992. Page K - 2 COMMERCIAL/INDUSTRIAL AGREEMENT TO MAINTAIN STORMWATER FACILITIES AND TO IMPLEMENT A POLLUTION SOURCE CONTROL PLAN BY AND BETWEEN ITS HEIRS, SUCCESSORS, OR ASSIGNS (HEREINAFTER " ") The upkeep and maintenance of stormwater facilities and the implementation of pollution source control best management practices (BMPs) is essential to the protection of water resources. All property owners are expected to conduct business in a manner that promotes environmental protection. This Agreement contains specific provisions with respect to maintenance of stormwater facilities and use of pollution source control BMPs. LEGAL DESCRIPTION: Whereas, Business Name has constructed improvements, including but not limited to, buildings, pavement, and stormwater facilities on the property described above. In order to further the goals of the Jurisdiction to ensure the protection and enhancement of Jurisdiction's water resources, the Jurisdiction and Business Name hereby enter into this Agreement. The responsibilities of each party to this Agreement are identified below. BUSINESS NAME SHALL: (1) Implement the stormwater facility maintenance program included herein as Attachment ..A.. (2) Implement the pollution source control program included herein as Attachment "B". (3) Maintain a record (in the form of a log book) of steps taken to implement the programs referenced in (1) and (2) above. The log book shall be available for inspection by Jurisdiction staff at address during normal business hours. The log book shall catalog the action taken, who took it, when it was done, how it was done, and any problems encountered or follow-on actions recommended. Maintenance items ("problems") listed in Attachment "A" shall be inspected on a monthly or more frequent basis as necessary. Business Name is encouraged to photocopy the individual checklists in Page K - 7 Attachment A and use them to complete its monthly inspections. These completed checklists would then, in combination, comprise the monthly log book. (4) Submit an annual report to the Jurisdiction regarding implementation of the programs referenced in (1) and (2) above. The report must be submitted on or before May 15 of each calendar year and shall contain, at a minimum, the following: (a) Name, address, and telephone number of the business, the person, or the firm responsible for plan implementation, and the person completing the report. (b) Time period covered by the report. (c) A chronological summary of activities conducted to implement the programs referenced in (1) and (2) above. A photocopy of the applicable sections of the log book, with any additional explanation needed, shall normally suffice. For any activities conducted by paid parties not affiliated with Business Name, include a copy of the invoice for services. (d) An outline of planned activities for the next year. THE JURISDICTION SHALL: (1) Provide technical assistance to Business Name in support of its operation and maintenance activities conducted pursuant to its maintenance and source control programs. Said assistance shall be provided upon request, and as Jurisdiction time and resources permit, at no charge to Business Name. (2) Review the annual report and conduct a minimum of one (1) site visit per year to discuss performance and problems with Business Name. (3) Review this agreement with Business Name and modify it as necessary at least once every three (3) years. REMEDIES: (1) If the Jurisdiction determines that maintenance or repair work is required to be done to the stormwater facility existing on the Business Name property, the Jurisdiction shall give the owner of the property within which the drainage facility is located, and the person or agent in control of said property, notice of the specific maintenance and/or repair required. The Jurisdiction shall set a reasonable time in which such work is to be completed by the persons who were given notice. If the above required maintenance and/or repair is not completed within the time set by the Jurisdiction, written notice will be sent to the persons who were given notice stating the Jurisdiction's intention to perform such maintenance and bill the owner for all incurred expenses. The Jurisdiction may also revoke stormwater Page K - 8 utility rate credits for the quality component or invoke surcharges to the quantity component of the Business Name bill if required maintenance is not performed. (2) If at any time the Jurisdiction determines that the existing system creates any imminent threat to public health or welfare, the Jurisdiction may take immediate measures to remedy said threat. No notice to the persons listed in (1), above, shall be required under such circumstances. (3) The owner grants unrestricted authority to the Jurisdiction for access to any and all stormwater system features for the purpose of performing maintenance or repair as may become necessary under Remedies (1) and/or (2). (4) The persons listed in (1), above, shall assume all responsibility for the cost of any maintenance and for repairs to the stormwater facility. Such responsibility shall include reimbursement to the Jurisdiction within 30 days of the receipt of the invoice for any such work performed. Overdue payments will require payment of interest at the current legal rate for liquidated judgments. If legal action ensues, any costs or fees incurred by the Jurisdiction will be borne by the parties responsible for said reimbursements. (5) The owner hereby grants to the Jurisdiction a lien against the above-described property in an amount equal to the cost incurred by the Jurisdiction to perform the maintenance or repair work described herein. This Agreement is intended to protect the value and desirability of the real property described above and to benefit all the citizens of the Jurisdiction. It shall run with the land and be binding on all parties having or acquiring from Business Name or their successors any right, title, or interest in the property or any part thereof, as well as their title, or interest in the property or any part thereof, as well as their heirs, successors, and assigns. They shall inure to the benefit of each present or future successor in interest of said property or any part thereof, or interest therein, and to the benefit of all citizens of the Jurisdiction. Owner Owner // // Page K - 9 STATE OF WASHINGTON ) ss COUNTY OF THURSTON ) On this day and year above personally appeared before me, and known to be the individual(s) described, and who executed the foregoing instrument and acknowledge that they signed the same as their free and voluntary act and deed for the uses and purposes therein mentioned. Given under my hand and official seal this day of Notary Public in and for the State of Washington, residing in 199 Dated at ,Washington, this day of , 199_. STATE OF WASHINGTON ) ss COUNTY OF THURSTON ) On this day and year above personally appeared before me, who executed the foregoing instrument and acknowledge the said instrument to be the free and voluntary act and deed of said Municipal Corporation for the uses and purposes therein mentioned and on oath states he is authorized to execute the said instrument. Given under my hand and official seal this day of APPROVED AS TO FORM: Notary Public in and for the State of Washington, residing in 199_ Page K - 10 NOTE: The following is an example of what the pollution source control program for a retail store would look like. You are required to develop your own program, tailored to your type of business, using the information available in Volume IV of the Department of Ecology Stormwater Manual. POLLUTION SOURCE CONTROL PROGRAM WHAT ARE POLLUTION SOURCE CONTROLS, AND WHY ARE THEY NEEDED? Pollution source controls are actions taken by a person or business to reduce the amount of pollution reaching surface and ground waters. Controls, also called "best management practices" (BMPs), include: • Altering the activity (e.g., substitute non-toxic products, recycle used oil, reroute floor drains to sanitary sewer from storm sewer) • Enclosing or covering the activity (e.g., building a roof) • Segregating the activity (e.g., diverting runoff away from an area that is contaminated) • Routing runoff from the activity to a treatment alternative (e.g., to a wastewater treatment facility, sanitary sewer, or stormwater treatment area) Pollution source controls are needed because of the contamination found in runoff from commercial areas and the effect of this contamination on aquatic life and human health. Research on urban runoff in the Puget Sound area and elsewhere has found oil and grease, nutrients, organic substances, toxic metals, bacteria, viruses, and sediments at unacceptable levels. Effects of contaminated runoff include closure of shellfish harvesting areas and swimming areas, mortality of young fish and other aquatic organisms, tumors on fish, and impairment of fish reproduction. IV-2.3.4 RETAIL GENERAL MERCHANDISE GENERAL DESCRIPTION: This group includes general merchandising stores such as department stores, shopping malls, variety stores, 24-hour convenience stores, and general retail stores that focus on a few product types such as clothing and shoes. It also includes furniture and appliance stores. MATERIALS USED AND WASTES GENERATED: Of particular concern are the parking lots of shopping malls and 24-hour convenience stores. Because of heavy vehicle usage, the concentration of oil and grease in Stormwater may exceed the Ecology guidelines of 10 mg/1. Although there are no local data to confirm this view, limited research in the San Francisco Bay area found the mean concentration of oil and grease in Stormwater to exceed 10 mg/l. Larger Page K - 12 stores may own delivery vehicles. It is likely that servicing these vehicles occurs elsewhere and is not done by the owner. Furniture and appliance stores may provide repair services in which Dangerous Wastes may be produced. Department stores and shopping malls may have restaurants that generate waste food. REQUIRED ACTIONS: The following actions shall be taken to ensure that pollution generated on site shall be minimized: 1. Warning signs (e.g., "Dump No Waste--Drains to Stream") shall be painted or embossed on or adjacent to all storm drain inlets. They shall be repainted as needed. Materials needed to undertake this task can be obtained at no cost from the Public Involvement Coordinator for the Department of Public Works. 2. Parking lots shall be swept when necessary to remove debris and, at a minimum, twice a year. Use of newer model high-velocity vacuum sweepers is recommended as they are more effective in removing the more harmful smaller particles from paved surfaces. 3. Sediment removed from detention vaults shall be disposed of in a proper manner. Contact the City for instruction prior to completing this task. 4. No activities shall be conducted on site that are likely to result in short-term high- concentration discharge of pollution to the stormwater system. Such activities may include, but are not limited to, vehicle washing, vehicle maintenance, and cleaning of equipment used in the periodic maintenance of buildings and paved surfaces. 5. Employees shall receive basic instruction regarding the control of pollution from commercial operations. Contact the Public Involvement Coordinator for the Department of Public Works for assistance in completing this task. 6. Retailers with high volume customer contacts have potential to influence individuals' water quality practices. Owners are encouraged to have informational brochures provided by the City available at counters. Page K - 13 INSTRUCTIONS The following pages contain maintenance needs for most of the components that are part of your drainage system, as well as for some components that you may not have. Let us know if there are any components that are missing from these pages. Ignore the requirements that do not apply to your system. You should plan to complete a checklist for all system components on the following schedule: (1) Monthly from November through April. (2) Once in late summer (preferably September). (3) After any major storm (use 1-inch in 24 hours as a guideline), items marked "S" only. Using photocopies of these pages, check off the problems you looked for each time you did an inspection. Add comments on problems found and actions taken. Keep these "checked" sheets in your files, as they will be used to write your annual report (due in May). Some items do not need to be looked at every time an inspection is done. Use the suggested frequency at the left of each item as a guideline for your inspection. You may call the jurisdiction for technical assistance. Please do not hesitate to call, especially if you are unsure whether a situation you have discovered may be a problem. Page K - 14 ATTACHMENT "A": MAINTENANCE PROGRAM COVER SHEET Inspection Period: Number of Sheets Attached: Date Inspected: Name of Inspector: Inspector's Signature Page K - I S ATTACHMENT "A" (CONTINUED) Maintenance Checklist for Control Structure/Flow Restrictor (structure that controls rate at which water exits facility) Drainage Systems / Conditions To Conditions That Fre uencv Feature V Problem Check For Should Exist M Structure Trash & Distance between debris buildup and bottom of All trash and debris removed. debris orifice plate is less than I''/z feet. (includes sediment) A Structural Structure is not securely attached to manhole Structure securely attached to wall and outlet damage wall and outlet pipe structure should support at pipe. least 1,000 ounds of u or down ressure. A Strucrure is not in upright position (allow up to Structure in correct position. 10% from lamb). A Connections to outlet pipe are not watertight and Connections to outlet pipe are watertight; show signs of rust. structure repaired or replaced and works as desi ed. M Any holes-other than designed holes-in the Structure has no holes other than designed structure. holes. M,S Cleanout Damaged or Cleanout gale is not watertight or is missing. Gate is watertight and works as designed. ate missine A Gate cannot be moved up and down by one Gate moves up and down easily and is maintenance erson. waterti ht. M,S Chain leadin to ate is missine or damaeed. Chain is in lace and works as desi ed. A Gate is rusted over 50% of iu surface area. Gate is repaired or replaced to meet design standards. M,S Obstructions Any trash, debris, sediment, or vegetation Plate is free of all obstructions and works as blockine the late. desi ed. M,S Overflow Obstructions Any trash or debris blocking (or having the Pipe is free of all obstructions and works as i tential of blockin )the overflow i e. desi ed. If you are unsure whether a problem exisu, please contact the Jurisdiction and ask for technical assistance. Comments: Kev A =Annual (March or April preferred) M =Monthly (see schedule) S =After major storms Page K - 17 ATTACHMENT "A" (CONTINUED) Maintenance Checklist for Infiltration Systems Frequency Drainage _ / Problem Conditions to Check For Conditions That Should Exist System Feature v M,S General Trash & debris See Maintenance Checklist for Ponds. See Maintenance Checklist for Ponds. buildu in and M Poisonous See Maintenance Checklist for Ponds. See Maintenance Checklist for Ponds. veeetation M,S Fire hazard or See Maintenance Checklist for Ponds. See Maintenance Checklist for Ponds. ollution M Vegetation not See Maintenance Checklist for Ponds. See Maintenance Checklist for Ponds. growing or is overerown M Rodent holes See Maintenance Checklist for Ponds. See Maintenance Checklist for Ponds. M ]nsects See Maintenance Checklist for Ponds. See Maintenance Checklist for Ponds. A Storage area Sediment buildup A soil texture test indicates facility is not Sediment is removed and/or facility is in system working at its designed capabilities or was cleaned so that infiltration system works incorrectly designed. according to design. A sedimenttrapping area is installed to reduce sediment trans ort into infiltration area. A Storage area A soil texture test indicates facility is not Additional volume is added through drains slowly (more than 8 working at its designed capabilities or was incorrectly designed. excavation to provide needed storage. Soil is aerated and rototilled to improve hours) or drainage. Contact the City for overflows information on its requirements regarding excavation. M Sediment Any sediment and debris filling area to 10% of Clean out sump to design depth. trapping area depth from stunp bottom to bottom of outlet pipe or obstructing flow tnto the connector t e. One Time Sediment Stormwater enters infiltration area directly Add a trapping area by constructing a trapping area not without treatment. sump for settling of solids. Segregate present settling area from rest of facility. Contact Ci for idance. M Rock filters Sediment and By visual inspection little or no water flows Replace gravel in rock filter. debris through filter dorm heavy rain storms. If you are unsure whether a problem exists, please contact the Jurisdiction and ask for technical assistance. Comments: Kev A =Annual (March or April preferred) M =Monthly (see schedule) S =After major storms Page K - 20 ATTACHMENT "A" (CONTINUED) Maintenance Checklist for Conveyance Systems (Pipes, Ditches, and Swales) Frequency Drainage / Problem Conditions to Check For Conditions That Should Exist System Feature V M,S Pipes Sediment & Accumulated sediment that exceeds 20% of the Pipe cleaned of all sediment and debris. debris diameter of the i e. M Vegetation Vegetation that reduces free movement of All vegetation removed so water flows water through i es. freely through i es. A Damaged (rusted, Protective coating is damaged; rust is causing Pipe repaired or replaced. bent, or crushed) more than 50% deterioration to any part of i e. M Any dent that significantly impedes flow (i.e., Pipe repaired or replaced. decreases the cross section area of pipe by more than 20%). M Pipe has major cracks or tears allowing Pipe repaired or replaced. roundwater leakage. M,S Open ditches Trash & debris Dumping of yard wastes such as grass cli in s and branches into basin Unsi htl Remove trash and debris and dispose as rescribed b Ci Waste Mana ement pp g . g y l ti f t d d bl i l h ty y g p ti S a accumu on o non- e a a e ma er a s suc ec on. as Blass, lactic, metal, foam, and coated a er. M Sediment buildup Accumulated sediment that exceeds 20% of the Ditch cleaned of all sediment and debris desi de th. so that it matches design. A Vegetation Vegetation (e.g., weedy shrubs or saplings) that Water flows freely throug}t ditches. reduces free movements of water through Grassy vegetation shout be left alone. ditches. M Erosion damage See Ponds Checklist. See Ponds Checklist. to slo s A Rock lining out Maintenance person can see native soil beneath Replace rocks to design standazd. of place or the rock lining. missing ((tf a licable) Vazies Catch basins See Catch Basins Checklist. See Catch Basins Checklist. M,S Swales Trash & debris See above for Ditches. See above for Ditches. M Sediment buildup See above for Ditches. Vegetation may need to be replanted after cleanine. M Vegetation not Grass cover is sparse and weedy or areas aze Aerate soils and reseed and mulch baze growing or overgrown with woody vegetation. areas. Maintain grass height at a overgrown minimum of 6 inches for best stormwater treatment. Remove woody growth, recontour. and reseed as necessary. M,S Erosion damage See Ponds Checklist. See Ponds Checklist. to slo s M Conversion by Swale has been filled in or blocked by shed, If possible, speak with homeowner and homeowner to woodpile, shrubbery, etc. request that Swale area be restored. incompatible use Contact City to report problem if not rectified voluntarily. A Swale does not Water stands in Swale or flow velocity is very A survey may be needed to check °rades. drain slow. Stagnation occurs. Grades need to be in 1-5% range i(' possible. If grade is less than I %, underdrains may need to be installed. If you are unsure whether a problem exists, please contact the Jurisdiction and ask for technical assistance. Comments: Kev A =Annual (March or April preferred) M =Monthly (see schedule] S =After major storms Page K - 24 STORMWATER MANAGEMENT MANUAL FOR THE PUGET SOUND BASIN Unstable Excavation Sites Vertically excavated walls may be difficult to maintain in areas where the soil moisture ie high or where soft or coheaionless soils predominate. These conditions require laying back of the side slopes to maintain stability; trapezoidal rather than rectangular cross-sections may result. This is acceptable, but any change in the size or the shape of the atone reservoir needs to be taken into consideration in size calculations. Traffic Control Heavy equipment and traffic shall be restricted from travelling over. the infiltration areas to minimize compaction of the soil. The trench should be flagged or marked to prevent drive-on. Observation Well An observation well, as described in the previous section on design criteria and shown in Figure III-3.16 shall be provided. The depth of the well at the time of installation will be clearly marked on the well cap. Maintenance ~~ ~l,~F-ILT~'~Ttc~1 T~-i;~lGi-1~ Inspection Schedule • The observation well should be monitored periodically. For the first year after completion of construction, the well should be monitored on a quarterly basis and after every large storm. During the period October 1 through March 31 inspections shall be conducted monthly. A log book shall be maintained by the responsible person designated by the local government indicating the rate at which the facility dewaters after large storms and the depth of the well for each observation. Once the performance characteristics of the structure have been verified, the monitoring schedule can be reduced to an annual basis unless the performance data indicate that a more frequent schedule is required. Sediment Removal • Sediment buildup in the top foot of stone aggregate or the surface inlet should be monitored on the same schedule as the observation well. A monitoring well in the top foot of stone aggregate shall be required when the trench has a stone surface. Sediment deposits shall not be allowed to build up to the point where it will reduce the rate of infiltration into the trench. iII-~-46 FEBRUARY, 1°92 STORMWATER MANAGEMENT MANUAL FOR THE P2JGET SOUND BASIN Figure III-7.4 Cross-Section of CPS Oil/Water Separator H = 45° to 60° Aa Actuai Plate Area ~~ Ap Projec2ad (Horizontal) Plate Area Maintenance o~- C~ l 1.~ 1 WA--~ ~L ~~-Qv_(zo.Ta ~~ Oil/water separators must be cleaned frequently to keep accumulated oil from escaping during storms. They must always be cleaned by October 15 to remove material that has accumulated during the dry season, and again after a significant storm. In addition: 1. The facility shall be inspected weekly by the owner. 2. Oil absorbent pads are to be replaced as needed but shall always be replaced in the fall prior to the wet season and in the spring. 3. The effluent shutoff valve is to be closed during cleaning operations. 4. Waste oil and residuals shall be disposed in accordance with current local government Health Department requirements. 5. Any standing water removed during the maintenance operation must be disposed to a sanitary sewer at a discharge location approved by the local government. 6. Any standing water removed shall be replaced with clean water to prevent oil carry-over through the outlet weir or orifice. I?-~-~ :EBRUARY, 'o°Z STORMWATER MANAGEMENT MANUAL FOR THE PUGET SOUND BASIN IV-4.10 BMP 52.00 MAINTENANCE OF STORM DRAINAGE FACILITIES Proper maintenance of public and private stormwater facilities is necessary to insure they serve their intended function. In a study recently completed by the King County Conservation District (3), almost one-half the BMPs installed on large construction sites were not maintained. Without adequate maintenance, sediment and other debris can quickly clog facilities, making them useless. Rehabilitation of such facilities is expensive, and in the case of infiltration systems may be impossible. Polluted water and sediments removed during the cleaning operation must be properly disposed of. MAINTENANCE STANDARDS Local governments shall develop standards for the maintenance of public and private stormwater facilities. These standards shall include but need not be limited to the following: 1. Catchbasins, stormwater detention and treatment systems shall be inspected at least annually. A representative of the local government shall also inspect private facilities at least annually to insure compliance by the owner of the following maintenance requirements. 2. Any deterioration threatening the structural integrity of the facilities shall be immediately repaired. These include such things as replacement of clean- out gates, catchbasin lids, and rock in emergency spillways. 3. A catchbasin shall be cleaned if the depth of deposits are equal to or greater than 1/3 the depth from the basin to the invert of the lowest pipe into or out of the basin. If a catchbasin is found during the annual inspections to significantly exceed this standard, it shall be cleaned every 6 months. If woody debris is likely to accumulate in a catchbasin, it should be cleaned on a weekly basis. 4. Warning signs (e.g. "Dump No Waste - Drains to Ground Water", "Streams", "Lakes" etc.) shall be painted or embossed on or adjacent to all storm drain inlets. They shall be repainted as needed. 5. Debris shall be regularly removed from surface basins used for either peak- rate cantrol or stormwater treatment. 6. stormwater treatment facilities shall be maintained according to criteria or procedures presented in Volume III. (Maintenance requirements are detailed at the end of each BMP description). 7. Parking lots shall be swept when necessary to remove debris. FINAL DISPOSAL OF CONTAMINATED WATER (Ecology policy regarding disposal is under development by the Urban Non-Point Management Unit and is not available at this time.) FINAL DISPOSAL OF CONTAMINATED SEDIMENTS (Ecolcgy policy regarding disposal is under development by the Urban Non-Point Management Unit and is not available at this time.) IV-<!-25 rEBRUARY, '_°Oc 9~z ~ QuikWall: RETAINING WALL RhAL~SIS AND DESIGN Project LASCO BRTHFIXTURE LORDInG DOCK, RETRInIHG WALL,(S~D~s~ Location: HELM, WA By: HWM --------------------------------------- TIME: 04:42 PM Page 5/h DATE: 02-10-1999 AnAL4'SIS RESULTS: Sliding Force = Resisting Force = F.O.S. _ 1,013 Lb 1,728 Lb 1.70 o.K. Overturn. Moment = 2,547 ft-lb Resisting Moment = 5,935 ft-lb F.O.S. = 2.33 O.K. DESIGN RESULTS: Stem Req'd Area Stl. = 0.173 in~2 Toe Re ' d Area St 1 . 7o psf.. 259 i n~2 Heel R rt' ea St ~S9 in~7 ¢5 vE~S'~~2o.c.. pv~Q~AP ~£~~~@ /ate ~E ~ P `~ c.~ U 2 ~~2 ~~ ..;4; •~ 5 Holtz ~. ~Z a •G C.Ot~T~tJvOV i 6.00 ft. va~~~s 35.00 pcf. 8.00 n. ~~? 3-~ ~= I. 2.00 ft. ''' ~y'.. 1.25 ft. 70 sf. '`~=~ g Ca ~JG. ~ II I~ (~ Ylf' ` I ~2 X 3 Z •`z` ~ f ' -~,~ '~Y < ~- 1~ - '/ ~~ ~ ' ~ `~ f .` ~ ~ ~ ~ "' "' 300.00 cf. 12.00 in. 21 psf. - __ - Y~`~,:J. _i:-~~_ _ ~ 2, GLrcA~ ~S ®i2'~o.c- 3.92 ft. 1,284 psf. c~j pZd ~ QuikWall: RETAINING WALL ANALYSIS AND DESIGN Project LASCO BATHFIXTUR.E LOADING DOCK Location: YELM, WA By. H~,,~ -------Page-~ o f (o TIME: 04:35 PM DATE: 02-10-1999 S U M NI A R Y O F R E S U L T S --------------------------------------------------------------------------- DIMENSIONS: Stem Height = 6.00 ft Stem Thick. @ Top = 12.00 in Stem Thick. @ Base = 12.00 in Footing Thickness = 12.00 in Heel Length = 2.00 ft. Toe Length = 1.25 ft. Total Ftg. 4~~idth, B = 4.25 ft. Key Depth = 0.00 ft. Key Width = 0.00 ft. --------------------------------------------------------------------------- ANALYSIS RESULTS: Max Brg Press. @ Toe = 1,372 psf. @ Heel = 0 psf. Allowable Brg. Press. = 1,500 psf. Sliding Force Resisting Force F.O.S = 1,174 Lb = 1,89? Lb = 1.62 Resultant Loc From C.L.= 0.?2 ft. Kern Point Loc., B/6 = 0.''1 ft. Limit Resultant To Mid 1/3? = No -------------------------------------- DESIGN RESULTS: Design Method, Stem: Ftg Overturn. Nioment Resisting Moment F.O.S. ------------------ Ultimate Strength Ultimate Strength = 3,108 ft-lb = 7,17? ft-lb = 3.31 d Mu Vu Phi Vn As Flex. As P~iin. As T+S (in.) (ft-k) (]cipl (trip) (in"2) (in"2) (in~2) Stem 9.50 3.52 1.53 10.61 0.083 0.111 0.259 Toe 8.50 1.42 1.04 9.50 0.03? 0.050 0.~?59 Heel 9.50 2.03 1.72 10.61 0.048 0.064 0."?59 Key 0.00 0.00 0.00 0.00 0.000 0.000 0.000 Notes: 1. Stem moments are positive if the~1~ cause tension on the soil face. Negative if they cause tension on the outside face. Stem shear is positive to tt-~e left as measured on a section cut below the top of wall. 2. Heel moments are positive if they cause tension in the top of the footing. Heel shear is positive up as reasured on a ser_tion cut to the right of the end of the heel. 3. Toe moments are positive if they cause tension in the bottom of the footing. Toe shear is positive up a measured c~n a section cut to the left of the end of the toe. c~CjZo~ QuikWall: RETAINING GJALL ANALYSIS AND DESIGN Project LASC~ BATHFIXTURE LOADING DnCK Location: YELM, WA By: HWbI _________________ ---------__________----------__________________________ TIME: 04:33 PM Page3~lP DATE: 02-10-1999 ANALYSIS RESULTS: Sliding Force = 1,1?4 Lb Overturn. Moment = 3,108 ft-lb Resisting Force = 1,89? Lb Desisting Moment = ?, 17? ft-lb F.Q.S. = 1.62 F.D.S. = 2.31 DESIGN RESULTS: Stem Req'd Area Stl. = 0.259 in"2 Toe Req'd Area Stl. = 0.259 in"2 Heel Req'd Area Stl. = 0.259 in"2 142 psf. svt2c~asz~~. ~l 2~~2 --......__ ___._7. 35.00 pcf. ,~~----....--- -------> i ;' ---...------~a i ~ ` ---> i ~ 2'/Z 12.00 2.00 ft. r~'- --• ~ _. _ . ---- __ ~ _:.~: ~~ YE2T ~12~o.c„ OVE2LA.,P \$~~@ A~J`t SPUG~ tt -~5 1-4d21~ @ ~2 O,L T\E 1-,~TO S\D~ WAU.. 6.00 ft. 1.25 ft. 70 psf. g,~ CbNG . ~LC.,~ ,i _ y' W .Y W ~ - -..•.• a -°~ ~ - 300.00 pcf. 12.00 in. _ ~~.' 0 ps . _.. . __._ ~ -- -~--- --- v #~~I2, o.G. ¢~~ 1'Z' o.c 4.25 ft. ~ 1,372 psf. ~ o Z o 4 L.a~CO Z/~ ~ LO ~'o~ ~~ Do o~ cz~-Cry t ~ ~ ~1 C.~ ~t~t,~~.l.: ~~ ~~ ~ ~0 2`~ ~ vc~S @ ~ boc~~ ~. 1~ c~~ (A= 43zsF> WT ~1, ~oo~ rJ =. ~ ll Zd~ /Q ~.Z = ~ ~-~ , ~~ PSF -E-- a~ ~ t~Go t~S~ ~- ~ a t L P Q -~S ~~~ ~~A,C~E'L~ `P ~,C~S ~J +~ ~ C=OQ, CJ's S 1!~ ~ ~"' r.~- -..__---.r.. ~~ 'R ~1-..~ P S~ Pty ~ ~• S~-b.R1 ~.~ ~-~~~..-T~ ~1 ~X~~~ ~~c5~ Jo~~~'= ~~ X zrk1 = 33~OS~ O ~ ~. `C t tines - ~2`} C.k uJ'C' ~.= ~ , =Cod, Gam! ~~ "C!h ~ ~ \ c, t~ v-.~ C`a ~. ;.'~. G. e.,,,-~ ~ ~ ~ ~ 1-- .) tom. Cam.. ~ 'J , ._____ 1 \ ...C~ v Lam. ~. - - - - ~? j (La, o-oa' _ l Z~ ~ ~ z)> C.o~c- 5`~+t'~ _ \q ~Zgxgj~z~l~d~=. ~3,~or~~ .~ L.oJ~b , G'~~`, ~`~` l`~;3 ~~.. ~ 1560 Ps+= a o~ i 9 o z o ~- 1L ~ j~jOTES ,~ ~,p.~:CIFICATIONS ---------------------- 1-1 ALL MATERIALS, METHODS AND WORKMANSHIP SHALL COMPLY WITH THE FOLLOWING: A. UNIFORM BUILDING CODE -- 1997 B. UNIFORM PLUMB „ ELECTR., FIRE 1~ MECH. CODES - 1997 C , C.~'t~ o~ ~C~ ~ *~ CODES , AS APPLICABLE 1-2 SITE PLAN, SEE SHT a'~ o-~Ees 1- 3 DF~S~S~i LOADS ; O ~ '~ WIND : 8o MPH , EXP C- * ROOF: LL = ZS PSF DL = 10 PSF FLOOR : LL = 5o PSF DL = PSF * CLG: DL = PSF '~ SEISMIC: ZN III 1-4 SILL SEALER TO BE USED AT ALL PLATES IN CONTACT W/CONC. 1-5 CONCRETE SHALL BE 5 SACK MIX, 3000 PSI @ 28 DAYS WITH 1-1/2 DOSE OF FIBERMESH PER YARD. 1-6 REINFORCING STEEL TO BE GRADE 60, NEW BILLET STOCK, FREE OF DIRT, RUST AND GREASE & PLACED PER ACI/ASTM STANDARD WITH MIN. 24" OVERLAP. 1-7 WELDED WIRE FABRIC SHALL BE 6X6 W10 X W10 SMOOTH WIRE WITH MIN. YIELD STRENGTH OF 60,000 PSI. FABRIC TO BE PROVIDED IN SHEETS, T<IOT ROLLS . 1-8 STRUCTURAL STEEL ANGLES SHALL BE A36 STEEL MIN.. 1-9 ANCHOR BOLTS SHALL BE ASTM A307 OR BETTER. 1-10 ALL WOOD IN CONTACT WITH SOIL OR CONCRETE SHALL BE PRESSURE TREATED AND LABELED 1-11 CONTRACTOR TO VERIFY ALL DIMENSIONS ON SITE PRIOR TO BEGINNING WORK 1-12 NO CHANGES OR ALTERATIONS MAY BE MADE TO THESE SPECIFICATIONS WITHOUT ENGINEERS APPROVAL ArID SIGNATURE 1-13 LIMITED T.TABTT.TTY : OW1`tER(S ) AMID/OR USERS ) OF THIS DESIGr1 AGREE THAT DESPITE THE PROVISIONS OF ANY APPLICABLE STATUTE, THE SOLE AND EXCLUSIVE REf~(EDY AVAILABLE TO THE OWNERS/USERS IS DAMAGES IN AN AMOUNT rIOT TO EXCEED THE FEES ACTUALLY PAID BY THE O~r1NERS/USERS FOR THE ENGIt~IEERING SERVICES RENDERED, AND ALL OTHER REMEDIES, STATUTORY OP. OTHERWISE, ARE HEREBY EXPRESSLY WAIVED BY OWr]ERS AND/OR LJSEP.S , 111C1~i CO. cPc AS.S'OCIATES~ PS P. O. BOX 460, Ocean Shores, Wasf~ington 98569 (360) 289-4080 .106 # ~d Z c~~ ~NCINCCRING ANALYSIS 1~~W ~o~t~~ZJ~ ~C.~C~L_ ~.e-c"~~ ~J ~ ,J Ca wpu.S roR: ~,:-~Z-~ . i 2 117. ~ ~".: Cam'..) LIIVIITED LIABILITY: OWNER(S) AND/OR USER(S) OF TI IIS DESIGN/REPORT AGREE Tf [AT DESPITE TI-IE PROVISIONS OF ANY APPLICABLE STATUTE, THE SOLE AND EXCLUSIVE REMEDY AVAILABLE TO Tf-IE OWNER/USERS IS DAMAGES IN AN AMOUNT NOT TO EXCEED TEiE FEES ACTUALLY PAFD BY THE OWNER/USERS FOR THE ENGINEERING SERVICES RENDERED, AND ALL OTHER REMEDIES, STATUTORY OR OTI-IERWISE, ARE I-IEREBY EXPRESSLY WAIVED BY OWNER AND/OR USERS. COVL--ROVER Y PAGES ~ ~R-~,SCO GUJ(~ D- to -4~`~ - ~ APPROVED BY: ~S R~v~SEp ~-~ ~~-~-J~ C.a~ -- r..:.. ^,' ~.~ . c ~. ^yV ~, ~' ~~ ~~. r ~~,ZOL QuikWall: RETAINING WALL ANALYSIS AND DESIGN ------------------------------------------------------------------------------- Project LASCO BATHFIXTiJRE LOADING DOCK, RETAINING WALL Location: YELM, WA By: HWM TIME: 04:43 PM Page ~ of Co DATE: 02-10-1999 S U M M A R Y O F R E S U L T S --------------------------------------------------------------------------- DIMENSIONS: Stem Height = 6.00 ft Stem Thick, @ Top = 8,00 in Stem Thick. @ Base = 8.00 in Footing Thickness = 12.00 in Heel Length = 2.00 ft. Toe Length = 1.25 ft, Total Ftg. Width, B = 3.92 ft. Key Depth = 0,00 ft. Key width = o.oo ft. --------------------------------------------------------------------------- ANALYSIS RESULTS; Max Brg Press. @ Toe = 1,284 psf. O.K. Sliding Force = 1,013 Lb @ Heel = 21 psf. O.K. Resisting Force = 1,728 Lb Allowable Brg. Press. = 1,500 psf. F.O.S. = 1.70 O.K. Resultant Loc From C.L.= 0.63 ft. Overturn. Moment = 2,54? ft-lb Kern Point Loc., B/6 = 0.65 ft. Resisting Moment = 5,935 ft-lb Limit Resultant To Nlid 1 /3? = No F.O.S. = 2.33 O.1'. ------------------------ DESIGN RESULTS: Design ------------ Method, Ste -------- m: Ulti ----------------- mate Strength -------------- Ftg .: Ulti mate Strength Mu Vu Phi Vn Shr As Regd. As Furn. Astl. bevel. (ft-k) (kip) (kip) Chk. (in"2) (in~2) Chl~. Lgth. Stem 2 . 82 1 . 30 6 . 15 O. K. 0 . 1?3 0 .310 O. K... O. k' . Toe 1.31 0.96 9.50 D.K.. 0.259 G.310 O. K.. ri.G. Heel 1.95 1.61 10.61 O.K.. 0,259 0.310 O.K. O.I'. Key 0.00 O,OU 0.00 0.000 0.000 Notes: 1. Stem moments a re positive if they cause tension on the soil face.. Negative if th ey cause ten sion on the outside face. Stem shear is positive to the left as measured on a section cut belo`,= the top of ~~rall. 2. Heel moments are positive if they cause tension in the top of the footing. Heel shear is positi~~Te up as reasured on a ser_tion cut to the right of the end of the heel. 3. Toe moments are positi~~~e if they r_ause tension in tha bottom of the footing. Toe shear is positive up as measured on a section cut to the left of the end of the toe. ~tiIC~I CO. & ASSOCIATES P. O. BOX 460, Ocean Shores, Washington 98569 (360) 289-4080 JOB #81202 ON SITE DRAINAGE PLAN COMMERCIAL APPLICATION NE~V LOADING DOCK FOR: LASCO BATHWARE YELiVI PLANT 801 NOR"THERN PACIFIC RD YELM, WA 98598 DATE December 21, 1998 LIMITED LIABILITY: OWNER(S) AND/OR USER(S) OF TFIIS DESIGN/REPORT AGREE THAT DESPITE THE PROVISIONS OF ANY APPLICABLE STATU~i'E, TFIE SOLE ANU EXCLUSIVE REIVtEDY AVAILABLE TO THE OWNER/USERS IS DAMAGES 1N AN AMOUNT NOT TO EXCEED THE FEES ACTUALLY PAID BY THE OWNER/USERS FOR THE ENGINEERING SERVICES RENDERED, AND ALL OTHER REMEDIES, STA'I U"CORY OR OTHERWISE, ARE HEREBY EXPRESSLY WAIVED BY OWNER AND/OR USERS. COVER OVER ___~ ~ PAGES +' ~ PPS-til'~ ~X APPROVED BY~~}~,t. ~' > ~. ti ~.. ~ ti . 3 ~` v ~i' ~ ~t^ ~Jc•; r r ~ ~ l Zb Z. ~- ~~ G ~ ON SITE DRAINAGE PLAN I. GENERAL INFORMATION: A) For: LASCO Bathfixture Plant, Loading Dock 8~1 Northern Pacific Rd Yelm, Sr1A 98598 1 of ~Z B) Purpose: Provide for onsite collection and retention of storm water by infiltration into native soil from a new commercial loading dock. C) Project Description: The new loading dock is to be constructed on LASCO's existing Bathfixture plant site -the area to be used is currently being used for outdoor product storage. The drainage system is only for storm water runoff from the new loading dock and not any of the existing parking or storage areas. Runoff from shed roof drains will be directed into the 8" dia. Tight line pipe downstream from the Oil/Water separator bows). P.unoff from the loading dock ramp will flow down a trench into a sump pump cavity. A sump pump will pump the storm water into a large catch basin and will then gravity flow from the CB into the OWS, From the OWS the storm water will then gravity flow through an 8" dia. Tight lined pipe into another CB which will re direct it into the 12" dia. Perforated drain pipe for eventual infiltration into the native soil. The City of Yelm Public Works Dept, has jurisdiction and permit control for the project. Site work will be done in conjunction with all applicable Building Permits. ~ `Zo z. ~~Sc_a 2/~ Z DESIGN CONDITIONS: A) Soil is: River Rock, sand/gravel B) Design storm is a 24 hour event with 4.0 inches of precipitation and a storage capacity of 4 hours. C) Estimated infiltration rate for this soil is 20 inches per hour. This is based on data provided by Yelm Public Works Dept. D) P.unoff coefficient = 0.90 for impervious surfaces and 0.25 for existing pre-development conditions, and 0.50 for crushed rock pervious surfaces of existing areas. Ref. Seeley Handbook E)_Infiltration will be accomplished through use of medium diameter perforated pipe with sock, buried in drain rock. F) Excess storm water will be stored within the pipe/trench infiltration area. G) Site is relatively flat and trench area will be cleared of all brush and roots. H) A site visit and inspection was made by H. NlcCutcheon of MCM Co. on Nov. 20, 1998. I) A 5 foot deep test hole was dug by LASCO in the proposed area of the drainage trench. Soil type confirmed by Lasco. No standing water in hole even after a major rain storm. 3/ ~Z II. Drainage Plan: Treatment of stormwater runoff from the new loading dock ramp will be accomplished by sump pumping the runoff into a large catch basin (CB) from which it will gravity flow into a large Oil/Water Separator (OWS). From the OWS it will be tight lined to another CB for re-direction into the large perforated drain pipe. The retention system will consist of a trench filled with large drain rock surrounding the perforated pipe. The pipe will be about three (3) feet below grade and runs parallel to the existing fence located on site. Roof run off will be tight lined to the eight inch tight lined pipe down stream from the OWS, III. Conclusions: Every effort has been made to of this system design that the storm water significantly diminish the quality of grou which currently receives infiltrated storm product storage areas as required by 4JA ST Guidelines. insure that by use runoff will not nd water on site water from existing DOE stormwater ~/ tz V. CALCULATIGNS: A) Project: LASCG Loading Dock Drainage B) References: 1. Seeley, Civil Engineers Handbook 2. DGE Stormwater Management Manual 3. Hydromatic Pump data 4. Utility Vault GWS product data C) AREAS: Acres = SF/43560 1 . Unimproved Parcel-------- = c:s, azs SF = ~ . 4aj p,c (2~~ o~`~(J 2. Building foot prints-2A`=n {' _ ~ o, ogc~ SF = a. z3 Ac 3. Parking areas------------ = t~~A SF = ~l~ Ac D) ESTIMATE OF RUNGFF & INFILTRATION: From Seeley tae get the following formula: 1) PRE-DEVELGPNIENT RUNGFF: For this parcel Qr=ACI A= acre C= 0.25 I= 0.25 (approx.) Hence, Qr= (.25)(.16)= N~~A cfs 2) PGST DEVELOPMENT: For impervious surfaces: Qi=ACI A= o•~3acre C= 0.90 I= 0.25 (approx for G.S.) Hence, Qi= O•Z3(. 90) (. 25 )_ .o52.cfs 3 ) PGST DEVELOPMENT: For pervious surfaces: a~~.ows Foe ~~ ~v~D~ Ql-ACI A- • ash acre s-rcz~c= ~~-oven LO.~IN~ - - Ua~ ~ C= .. 2 5 I= .2S Hence, Q1= .os~,( .zs) (.~s)= .oo3Scfs 4) INFILTRATION FP.OA4 PIPE/TRENCH SYSTEM: The amount of water infiltrating into the soil is a function of the percolation rate, pipe length & diameter and water depth in the pipe. In order to keep analysis simple, it has been successfull~,~ shown that for small area pipe systems, we may assume a percolation rate into the soil of 20 "/hr, i Trt~+`, r?a'rE = 20+/H2~ I~2++\ / ~NSZ/3t oOS~c) _ ~• 0OO4~3 FPS _ ~~bo~(z j(. 0004~~~~~1.5 = C~~ cis ~ £~ ~ Zc5 Z L~5 c.d 5/LZ E) ESTIMATE OF STORAGE REQUIRED: Qstor = Qi+Q1=~`r-Qp = .osz.+,oo3s-.os =°.O°sscfs F) NET STORAGE VOLUME: CF for ~ hours storage is: Vs = Qstor (4) (3600) _ ©.oos5(4) (3600) _ ~~ cf G) VERIF`Y' LINEAR FEET OF PERFORATED PIPE REQUIRED: Lf = Vs/Apipe = Z~/.IQs = IOOLf ~F 1Z" c~ P~.Q.~ PIPS H)_Volumes of tight lined conveyance pipe, catch basins and oil water separator are in addition to minimum calculated pipe volume storage. I) System modeling is not required as areas are quite small. VT. Pump Calculations: c~~, s ~ e v t~~-r i ~~ E. ~~T: ~- U S~ ~a ~ o ~ ©. a 5 Z c.~S - ~ P~..l~ _ ( b S Z C.FS) ~!~ S/rn ~ N~ ~Z . 4 S j = 2'3.3 4 ~ ~'µ -~--- -C"~ l-k ~=--sT, - P U --~ P L.t ~T' _ ~o ~T r- c.~a k va ~v >= s = u , ~ Pl '~ l.) 5 ~ ` ~ ~3 t-~ P~ l t S V~ ~. ~ ~ G D k+ -~ H`ED~a 1-~~.T~c. SUMP P~.l-,.~P 1~,~,dDEL~ G7SP ~3 ~~ w~-«t ~/~~ N P-i' D~SG~{P,e~~ Pl Pte.. ~ ,gyp P ~~ L~ ~ t a ~ s - a w ~ ~ rz ~ c..b -~ -«-~.c_Ta cam. 1-~-f~5 R-~sPL,~s~P~ \l..tT-( To ~~T ~l~ ~ ~ ~_o ~. 1~ ~ S C-b ~ / t Z. NOTES: STORM DRAINAGE A. REFERENCE STANDARDS: 1. WSDOT/APWA, STANDARD SPECIFICATIONS FOR ROAD, BRIDGE & MUNICIPAL CONSTRUCTION 2. A.S.T. M., AMERICAN SOCIETY FOR TESTING AND MATERIALS 3. UBC, UNIFORM BUILDING CODE(S) 4. CITY OF `{ E1_.1,,~ APPLICABLE CODES & STANDARDS B. SITE CONDITIONS & GRADING: 1, SOIL CLASS: 2~v>G~ P_,c':~N~,. 2. HIGH WATER TABLE SET AT: __=t'2.`.~ E3~L0~ ~2~t~U~ 3. DESIGN CRITERIA: AN INFILTRATION RATE OF O,OSCFS WAS USED IN THE SIZING OF THE PIPE~TRENCH INFILTRATION SYSTEM. IT HAS BEEN ASSUMED THAT ALL VEGETATION & ROOTS HAVE BEEN REMOVED AND SAND FILL HAS BEEN PROPERLY PLACED, GRADED & COMPACTED. 4. GRADE CONTROL: THE CONTRACTOR SHALL BE RESPONSIBLE FOR PROVIDING ALL LINES AND GRADES AND FOR TAKING ALL MEASUREMENTS NECESSARY FOR COMPLETION OF THE WORK. CONTRACTOR TO VERIFY ALL ELEVATIONS. 5. ALL CUTS AND FILLS SHALL BE MADE TO GRADE AS SET BY CONTRACTOR PER DESIGN SPECIFICATIONS. SURFACING SUB GRADE MATERIAL SHALL PROVIDE A FIRM STABLE BASE SUITABLE FOR PLACEMENT OF FINAL SURFACE MATERIAL. 6. ALL FILLS SHALL BE MADE IN LIFTS OF 12 INCHES OR LESS AND THE SHALL BE COMPACTED TO AT LEAST 90% DENSITY BEFORE ANOTHER FILL IS ADDED. C. EXCAVATION STANDARDS: 1. CUT SLOPES SHALL NOT BE STEEPER THAN 2 HORIZ. TO 1 VERTICAL. 2. FILL SLOPES SHALL NOT BE STEEPER THAN 1 1/2 HORIZ. TO 1 VERTICAL. PREFER 3 TO 1 FOR BEACH SAND IF SPACE PERMITS. 3. ALL VEGETATION AND ROOTS SHALL BE REMOVED PRIOR TO FILL PLACEMENT. 4. OWNER/CONTRACTOR TO LOCATE ALL UTILITIES PRIOR TO DIGGING. D. DRAINAGE SYSTEM: 1. CATCH BASINS (CB): SHALL COMPLY WITH WSDOT/APWA STANDARDS THAT APPLY TO THESE PRODUCTS. ALL GRATED LIDS SHALL HAVE BICYCLE GRATE DESIGN. 2. PERFORATED DRAIN PIPE & FITTINGS: SHALL CONFORM TO WSDOT/APWA SEC 6-05, 1(6). SHALL BE ADS N-12 OR RANCOR HI-Q WITH SMOOTH INTERNAL WALL, CORRUGATED POLYETHYLENE, PERFORATED PER AASHMTO M-294 WITH POLYESTER KNITTED FILTER SOCK. 3. NON-PERFORATED DRAIN PIPE: SHALL CONFORM TO WSDOT/APWA STANDARDS. 6 INCH & SMALLER SHALL BE SCHED 80. 4. DRAIN LINES: SHALL BE INSTALLED AT THE GRADE SHOWN ON THE CONSTRUCTION DRAWINGS, LAID FLAT (ZERO SLOPE) AND BACK FILLED WITH SAND AND COMPACTED AROUND PIPE. 5. ALL STORM WATER RUNOFF FROM BUILDING(S) SHALL BE TIGHT LINED INTO THE INFILTRATION PIPING SYSTEM, Uov.r ti sZ2~c~.*-~ F2.o~~ C7~ S" 6. TRENCHES: SHALL BE INSTALLED IN AREAS CONTAINING SAND SUITABLE FOR DRAINAGE. 7. MAINTENANCE OF STORM DRAINAGE SYSTEM SHALL BE THE RESPONSIBILITY OF THE OWNER/USER. 8. CONTRACTOR/USER HAS RESPONSIBILITY FOR PREPARING BILL OF MATERIAL LIST OF ALL COMPONENTS NECESSARY TO INSTALL AND CONNECT THIS DRAINAGE SYSTEM PER ENGINEERS DIAGRAM. 9. WHERE PIPES INTERSECT AT NON 'CB' LOCATIONS, USE TEES, CROSSES, REDUCERS ETC., AS REQUIRED. 10. SEE DETAIL•`~ FOR TYPICAL PIPE TO CB CONNECTION. g~z,az «~ r '~ ,, o ~~ ~° ~ ~, A ~ z U ~ ~ 4Z I -, . •. • ., . - ... f .. .. . .. • ~ NEW LOADING - _ • ~ .. w e TtPE 1 I DOCKS W/ ~ :. °~ • . , ' .. f s°~`D T_~ I CANOPY .OVER I o ~ `' SUMP OET. A ' r ~ to i A Mp J NT CO U ~..5 - _ . I g\`a,A . FO fL SUM PUKf~ ~ _ -• -- - - _• `i stAPE -~` S ~ ^ ~ . - ~ .. ,..' P Iu~ ,, .. I s 4t~~ PJC • •. ~Ovi~ SPANS ' 0 o ra 7Fr •. SEE DWG. D-10=4409=2A . ' -.:-~ ~ .~ ' . .•: - ~.. . 14N swPE FOR DETAILS AND .• - ~~, ~ . - o0o F•f.L. ~N~:. .. --' ` ', SETTING ~ do .. . ~ GFRTtFI~~ .r.,~-cE~~..-<<`H-j- - ASSEII~DI.Y ... 255 t" - .. • ~ - .. GAP ~ ~ •~ - .. ~ ... :r. • r. ,~ ~ -RISER ~ `tom ' G~£.P•cC~~ ~2 ~; . ~ } ....t 8~. _ ~ ~ ~~~_ _ ... . ~ ~ 'OUP.. ' • ~ ~ • Q~ - /o I' ~ his ~ - LA`s 'E..~1 E`~--t __' ..'. - .. ~ \`t-z, WJ~,silrc~ ~ FI 4 FPp Fvl, .. _ ~~ - . • . ~ ~2 STORY - _ ~ 1 ... . (A.C. PAVING) (CONCRETIa j PAVING) f ._ ~ . __ ._..._ . __ ~ ~ -~- --l { - -_ O I I ~ ~ -- C _ ._ __ _ _._. _. _- __ t0 ~ ~,~-(-' . i I of ~ Ili li i _ _ I , • µ ~. I ~Illl ! ~ I I ! ., - -!- --T-~ I ~ I I I I~I!It i ~"i~`~~t_rt~.-- RITE-HITS ~fEGD-4C0 DOCK LEVELER OR ~ jJ I I I l I I E'CUAt_(6 PLACES) '' ~ ~~ III 'II I ~ +--~+-~- RU88ER BUMPER (12 PLACES) I ~ ~ I ~ j I e sEiIP~INC o I~ I ~ D~TMS ~, i } A ' I I I (TRE"NCH) ~' NEW CONCRETE I ~ PAVING ~.~ I I it CoN~Y I I I SLOPE. 1 ". 4G I I II I I II II of (i1I ^,I ~ • Ii;lil i (I II I II ,II I I.III~II I I ~I 1 ~~ o ~ I 1 S ~`% -N' I I- I - ~ I I p ~- I I I I D ,~1~5 CO ~ ~~ ~~ f l y I D-~ o -- 44~°~-~~ !~ -~. 111 `I I . c..l ~-UI---------------- `° ~ ~ • ~ -1 I 8" ~ ,.,~ „» I F3 ~ z.o ~. ~sc~ ~ o / `Z FLOOR GRAl1NG 1 ~~ ~ ~ ~ 1 /4" SQ. BAR WELDED TO L . I . ~• ti / ~ I 1-1/4"x1-1/4" d \\ /~ ,•' 'L~1 x1/4" THICK L / \\~ ALL AROUND / /~~ 0 1 /4"0x4" L . -/ 4• ' \~\ C~v,N~~ / -~- / ~ \ / 6" 24" 6" SECTION `C-C' SCALE:1 "=1 ~-~" c~s,~. ~-t- ~ a "°•~~~ . 4 ~• -• o ,' '' • - •_ ~. . d Os P3 ~ ~~ _ ~oc~,-cam ~a ~JS~ Sl'p~ W A~.l... 3"x3"x1 /4" l ~- 1 /4"0 c®12" CENTERS DETAIL 1 SCALE: 1 w_ i'_Qw ~...~,sc.0 11 ~~Z 1-1 /4"x1-1 /4" x1 /4" THICK L ALL AROUND /-- FLOOR GRATING ~ ~~ ~--1 /4" SQ. 8AR / WELDED TO L -0" // ~. a / ~" ~ . ~" ~. SECTION `D-D' TRENCH TO SV~hP P~M~' NEW A.C. PAVING CAT10N ~~~ ~~ 3255 East -~iraloma Avenue ~O•~'Q^•'' Anaheim.' California 92806 NEW LOADING DOCK SECTIONS AND DETAILS ' • YELM BATHFIXTURE PLANT SCALE: DRAWN BY: DATE: DRAWING NUTABER NOT1=D W_A_F_ 1~-9-97 D--to-- 49C~~ - 2~ r .r 11CM CO. 8 ASSOCIATES ~~ spa f Icenn Shores, Wnshinglon 98569 g~~~Z ~~~ ~PPEN~~k. ~, ~~ Z?r n t~~`.-~~~-: 't ~.c_.. F~ ~.~ r-~.-~~ sic ~_ ~ ~ O ~. ~ - ~ - Ca \ ~~ V -~ ; ~ ( I~~ A l N T ~ 1J ~ ~ C.~ e.Q ~ ° ~-~~. 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'2 'h' { a •rV,'~ i , . ~ i { ,,); ,a+~t. ~'1>< !t ' y j^E,.. ~ a'~t,,^-c~ 2 ~pp~.~ ~: ~~ :'~ rt ~ I > ~~:s !4 t ~ -~ r-C:, a xtt ~ ~ ~ ~t +y N`~ }~F'-r ~~t '.ppd. •er• ~ ~~-~" ~ ~ S'}y~~ ' b``Y K~NY ~fSTr{, - I ~. f '? ~~ t ~ f J;.. it ~y~, ~ y ~t~R S 1 t - ` .+r~''t' `'~4A~ .' l h 'ty ~~ ~~ ',~ 'w i fib` 4` 4 ~ ~ ~ q. y. rrrs4~{~..w--Yr~ .L''#~ r t xy y #1 ~ ,.q lS~t ry~ E 2~ r'y ii~'~.~Ctij ~, ~ s E¢ ,e~> z t :4, r E"~S-yy ~7r'~'S '+a 1~ t t i L -x~ k ~~'S ~{Fd' - ' ~ ''-> h i ~ i Yt'{gn' ~~tTT~~~- V~t,_"i~ .di~ 4 4 t h ~G. tr ~~~''~'G~ ~_., t S-~. "~ e5~~y x `~ y y i ~t~r~Y tf, 41 ty,"~ ~-13'>~ ~'~ a -- ~ °, r y, ~.- t C.1 ,,J }y ~1`~7.4!q,i~rlt~ '4t L_'~l'Y~~~~ .. .. i.: F +z'r- ~!1 y s y .r `1VY rr `T y r'. ~} . r ~' v 2 - A t 4 Y'~~` . 'C ~, rte. ^ ~; t lKi. f'? 3 ~ ~ rr ~ ~. .k -.. '"~ti'k2~~Tryt~, k r s ~ ~ x~ s c l~i N3 S;;ti ~~a ~ ~ _Y ~. c ~~ T~, ti~ t o Fti s ~xl~- , E .. d ., n - .. t ~ t ~t ' t'•~r~~ fix'-' .~. ti Y c- x ;r dZi:: k i A J ~Y t r I xl t ~ ~ -- ~ T ' , yt 'yam ~ ~~ y1 y i1T ~ r•-x ~-x?- / rc ~Y~ tea) 'T f; ~ ~ r •:~ j ~ ~ ! }t ii ~~ ~ _ ~~~1 ty~ f *,,_ xr ~ ~ > r ,~-.+ r;'~~if~(}tl.,,hf`;!rix _ deaf + k~r~~n~!yrs 4E '1Fi^', ~ i'r ~~~~ 817 Z C7~ GENERAL SIGNAL PUMP GROUP n t irdt r E n- cr-rut 1nE_ ~=u ~~lnL ST s ~ (( ~._ 'The Hydromatic OSP33AB submersible pump is specifically designed to meet the demands of residential sump, elevator pit, septic tank effluent, uidustrial circulator and transfer tank 8pp11cat1otlS. The 1-1/4 inch NPT discharge pump is available with a powerful 1/3 Horsepower motor, and can Handle capacities up to 6U gallons per minute and heads to 25 feet. 'I'lie OSl)33AB features a high-grade bronze construction that provides long life in corrosive applications. The ptunp's non-clogging bronze impeller, which is threaded to a stainless steel shaft provides long life even in demanding applications; and is capable of handling up to 5/8 inch spherical solids and lint. The OSP33AB's oil-filled motor provides superior cooling characteristics, allowing the motor to run cool and quiet for years. This oil-filled design also provides permanent lubrication of the shaft bearings, minimizing mai~iteuaiice and extending the service life of the pump. In addition, to protect against overheating, the motor windings contain an automatic reset thermal overload. - Water level is controlled by a proven diaphragm-type pressure switch, which is sealed in a ~vatertight housing. Double- diapliragm construction provides added protection in preventing liquid or foreign matter from entering switch. OSP33AB TYPICAL INSTALLATION OSP33AB Diaphragm Pressure Switch The exclusive Hydrontatic diaphragm pressure switch, enclosed iu a bronze switch housing, provides a proven method for automatic pump operation. 1•he double diaphragm construction provides added protection in preventing liquid or foreign matter from entering switch. ~1 ~~~~ ,, .~ ~ :. ~' The OSP33AB is a completely submersible, all-bro~tze automatic pump for ~t use ui basement sump, elevator pit, septic tank effluent, industrial circulator, and transfer tank applications. Water level is controlled by a proven diaphragm-type pressure switch, sealed in a watertight housing. Double-diaphragm construction gives added protection to prevent liquid or foreign matter from entering die switch. Oil-filled motor provides superior cooling and permanent lubrication of bearings minimizing Upper and lower Powerful 1/3 HP motor maintenance and extending ball bearings support runs cool and quiet for long service life. motor shaft, life. Motor windings contaui minimizing the automatic-reset, thermal effects of impeller overload protection. thrust loads. This ~ i ~ ~Vater-resistant power cord with design results in ~ ~ ` s molded plug is available in 20 minimum friction ~ ~ ~ ~ ~ I foot length, and is easily field and perfect alignment ~ serviceable. of rotor, for longer ~ _.__ s~J ~., I service from pump. I ~ I. 1 . ~ ~ , ,. '.l n High-grade bronze ~ • ~. ~ __- ..c.. _... J ~ ,R construction - - a '~ Discharge is 1-1/4 ~, provides long life i ~ ~~ •~'''•' inch NPT, in corrosive ~ _ applications. I -.. - i Y -- - - - ~~Iechanical shaft - -- - - - - "~ ,~~ seal is carbon- and ceramic-Faced ;';~{.; for long, [ ' leakproof life. ' _ ..~ - ~~ ~ b ~.- ' i ~ ,:.~ .~; ~ . i` ~ ;' ~~:• . .. ~•. - The non-clogging bronze impeller, Bottom-suction design alleviates Strainer inlets prevent foreign ~ which is threaded to a stainless build-up of debris providing objects from clogging pump,'. ~" steel shaft, provides long life in optimum pump performance and -providing optimum corrosive applications; and is reduced maintenance. operation and reduced `~ capable of handling up to 5/8 inch maintenance. spherical solids and lint. 8~2DZ, :L~ :~ :' ~. lF - -~ Pump Characteristics Pump/Motor Unit Submersible Automatic Models OSP33A61 Horsepower t /3 full load Amps 8.5 Motor Type Split-Phase R.P.M. 1750 Phose 0 1 Yollage 115 Hertz 60 Operation Intermittent Temperature 140^F Ambient NEMA Design A insulation Class A Discharge Size 1-1/4" NPT Solids Handling 5/8" Unit WeiglU 53 lbs. Power Cord 16/3, STW, 20' std. Materials of Construction Performance Data 32 W 2a LL ~ 1/3 HP W U ~ 16 Q z 0 J Q t... O 8 0 0 10 20 30 40 50 60 CAPACITY-U.S. G.P.M. Total Nead lfeet) 4 8 12 16 20 24 25 GPM 1/3 HP 60 55 48 39 28 7 0 Dimensional Data Randle Steel Lubricating Oil Dielectric Oil Motor Housing Bronze Pump Casing Bronze Shaft Stainless Steel Mechanical Shaft Seal Seal Faces: Carbon/Ceramic Seal Bodr: Brass Spring: Slmnless Steel Bellows: Buna-N Impeller Bronze Upper Bearing Single Row Ball Bearing Lower Beating Single Row Ball Bearing Base Bronze Fasteners Stainless Steel 4- ~ ` - :- ~' ..~,' 4-1/16 .~:. '* 4~~: 4 _ . - "{ y . r ,~a ~~ 4-3/8 9-5/B I 1. All dimensions in inches w~ 2. Component dimensions may 1 vary t 1/8 inch 3. Nol for conslrudion / purposes unless certified J 5-1/4 4. Dimensions and weights are - ~ approximate 5. We reserve the right to make revisions to our produch and their ~ 1-1/4 NPT spe:i(icaliomwithautnotice DISCHARGE 9-7/8 PUMP DISCHARGE ON 10 HEIGHT ~/8 PUh1P 2.5/16 OFF HYDROMATIC" Pumps, Inc. 1840 Baney Road, Ashland, Ohio 44805 (419) 289-3042 g~Z~ Z 576-GA GREASE INTERCEPTOR 1,000 Gallon Capacity at Outlet Invert 7•-s' (~ V >~~~ ~ /~ ,~~ `~ I ~ II I II ~ I II I I I _,_, .,I -I-I -I-I-I-I- I-I-I-I-~ ~-I-I-I-I-I I-I-I--I-I- I-I-I-I-I I il-I-t-I-I-I I "I-I-1-I-I-~- I-I-I-I-I-I n r 'I -~-tI-I-I-I - ~ I-I-I-I-I~'r~ r ' ~ ~ I J~la I-I-I-~ ~I-I-I-I-V-I ~- A -- -T=1-I-I-I-f - I-I-I-I-I-f- A I~. -I-I-I-I-I- ~ I-I-I-I-I-! I 'I-I-I-I-1 I-I-I-1-I '~,I-1-I-I- ~ ~..-I-I-I-I I ~ -I-I- I ~ I-I- 1 •-_..__~ ~ ~ ~ ~ I 1 I I I I I II (4) - 4-Ton Lift Anchors I (Z) - No. 24 x 4 Castings J (Bolt-Down and Gasketed) (2) - 2-Ton Lift Anchors pLAN VIEW 2a' Clear Access 4" PVC 4-Ton Lift Anchor OUTLET PIPE 4" PVC (1 Each Corner) With Sampling Tee INLET PIPE 1 ~ Butyl Resin Sealant 4 `fi" 4'-3" 4'fi' Risers Available With Sampling Tee/./ ~ 4'.0• , o n ~ i~ ~ r----------=----~ E , ! E ' o, ¢ I N ~ ---------------~ c-~ i5 '- io _ _ V 1 I I ~ . C~-T - - - - - - - - L - - n- r- _I. IppI • 0 ~0 I C b v I II tl I 0 ~0 ! II • I o II • I ~ t ~ ° II I 0 a 0 ~ ~ II ~! I o p II f ~ .0 ll • n 4" PVC Elbow 3 ~• ~ ~ I - '0 ~i I I I`~ ~ II ,' ~ n ~ 1 I ' 'h b n 'o I II iV I I I II 0 ~ ~C II A iD t I I ! 0 0 s 0. 0 O a O e 0. 0 .. 0 I L_. _ 2__0' - 4 7' S'h- 4' t" 5'h' T-6' ~ ~ SECTION AA END VIEW ~`~L GENERAL NOTES: 1. Battles and `Neir to be Precast Concrete 2. Contractor to: Fill with Clean Water After Backfilling is Complete O SCALE: 3/e'I = 1'-0" and Prior to'Slarl-Up' otSystem FOR CUSTOM APPLICATIONS THE FOLLOWING INFORMATION IS NEEDED: UTILITY VAULT ~ -Top of Separator Elevation -Inlet and Outlet Plpe Sizes and Elevations FO Box 323 Phone (503) 682.2944 YJilsonville, Oregon 97070-0323 Fax (503) 682.2657 'ITEMS SHOWN ARE SUBJECT TO CHANGE WITHOUT NOTICE. Division of ~~ow~bwP~~l;l,r_ 111.1 ©1998 Oldcaslle Precast, Inc. Issue: 1998 576-GA GREASE INTERCEPTOR 1,000 Gallon Capacity at Outlet Invert (2) - No. 24 x 4 Castings (Bolt-Down and Gasketed) 24' Clear Access TOP No. 576-T-GA 4,620 lbs. ~Tnn I .R A..~h.,. BASE ASSEM No. 576-B-GA 11,700 lbs. Base 10,E DiYi~er Wall A Total 11.7 UTILITY VAULT PO Box 323 Phone (503) 682-2&14 Wilsonville, Oregon 97070.0323 Fax (503) 682-2657 Division 01 1,old~asts. Orraai, i~c (4) - 4-Ton Lift Anchors 1' 7" PIPE ampling Tee 8'-0" 6' 1" /~ a' ~ ~3 ~ 3~ ~ ~ c~ ty ~3 ~ zc~ For Details and Additional Information, See: • Reverse Side • ACCESS DOORS Section • RISERS Section ' ITEMS SHOWN ARE SUBJECT TO CHANGE ~"/ITHOUT NOTICE. 1 1 1.0 D 1998 Oldcaslle Precast, Inc. Issue: 1998 \~~ STORMWATER MANAGEMENT MANUAL FOR THE PUGET SOUND BASIN Figure III-7.4 Cross-Section of CPS Oil/Water Separator H ~ 46• to 60• Maintenance Ae Aetual Plate Aree Ap ProJacted IHorizontel- Plate Are• oil/water separators must be cleaned frequently to keep accumulated oil from escaping during storms. They must always be cleaned by October. 15 to remove material that has accumulated during the dry season, and again after a significant storm. In addition: 1. The facility shall be inspected weekly by the owner. 2. Oil absorbent pads are to be replaced as needed but shall always be replaced in the fall prior to the wet season and in the spring. 3. The effluent shutoff valve is to be closed during cleaning operations. ~l. Waste oil and residuals shall be disposed in accordance with current local government Health Department requirements. 5. Any standing water removed during the maintenance operation must be disposed to a sanitary sewer at a discharge location approved by the local government. 6. Any standing water removed shall be replaced with clean water to prevent oil carry-over through the outlet weir or orifice. III-7-6 FEBRUARY, 9 g~ ~d Z STORMWATER MANAGEMENT MANUAL FOR THE PUGET SOUND BASIN APPENDIZ AIII-1.1 ISOPLUVIAL NAPS fOR DESIGN STORMS Included in this appendix are the 2, 10 and 100-year, 24-hour design storm and mean annual precipitation isopluvial maps for the Puget Sound basin. These have been taken from NOAA Atlas 2 "Precipitation - Frequency Atlas of the Western United States, Volume IX, Washington. III-1-43 FEBRUARY, 1992 ~lZdz STORMWATER MANAGEMENT MANUAL FOR THE PUGET SOUND BASIN 124 123 122 49 ~ ~ ~~•~ BEl + A i ~ • i ~ ,1 FRIDAY HARBOR v ~ ~\ +~ ~ ~ \ PORT STANL Y 3 r~~ so ~ . ~ 2 20 ~ ~ M v E - ~ ~ 5 11.5 I ~(. - . ~' ~ ~ ~ 4 74-. 121 "RE*IME li s UNTr ~~ ~ y -' ~ ~ 10 ~ s SEAT ~ • ~ , ~ `~ TACOMA ~° _ ~ ABER E 40 2 + \ i _ _ ~ ~ -. _ 1~` - 0 ~ ENT A ° - _ S.~j ' I ~ J 16 ~ iY~ ~ u ~ ~ i ~ •, WASHINGTON '°~ 10 0 10 20 30 ,0 ~ MILES 30 vnty Figuro 27 ISOPLl1V1ALS F 10•YR 24-HR PRECIPIT T10N IN TENTHS OF AN INCH 124 123 !~ ~ ° it `~. r `d 5 25 ~ :A AMS 2D~ 10' 60 • " ~ •?2S ~- >' g~K J PQL GOLDEND1,kE / ~~ NOAH ATLAS 2, Volume IX ~ Pnp~rM by US D~p~rtm~nt of mem N~tionalOcnnie~ndAtmo~pMrieA minbtntioe N~tanal W~~tMr S~rvk~, Ottic~ of ydrolo~y Pr~p~rW for US. D~Wrtrrwnt of A Kultur~, Sail Com~rvttan S~rvie~, En~int~r~~ Division 122 121 IZI-1-45 FEBRUARY, 1992 ~~~,d Z