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2020.0110.PR0003 9339_Cruz_Civil Plan Set-Sheets 1-7_3-12-20VIOL NI TY MAP CRUZ DEI /EL OiOkfENT JOB NUMBER OL YELM M KENNA RD. SR 50> z SEC. 29, TWN 17 N., RNG E" 2 , W.M. FOUND MIC 7' NOR J 1 E/P EAST SR507 & 50't W U SITE vJ WEST OF STOP SIGN ON CO GROVE RD SE. Q O W 3 1/4" ALUM CAP IN CONC. Q, z > 3 WSDOT 2018 YELM 6 \ - - - - W - - W,EX R/W W S, 110TH AVE SE ` SFM EX R/W SFM SSFM FM —SSFM E/P E/f, FOUND MIC 5' NORTH OF Y _ GAURD RAIL, WEST SIDE tq Q W 588'16'33"E 1887.44' S2'36'17"W OFLD MCKENNA RD. W IY 2 SC LE: N. T.S 1 51'36 33 W S88'23'27"E 802.43'O CS U 13.93 3 1/4" ALUM. CAP IN CONC. J MN 24.21 S8 '23'27"E 804.20' 58752'07"E 389.25' - WSDOT 2012 YELM 5 mQE P 61' - �'n EX R/W - - / _ /_ 587'37'55"E I S88'23'27"E 508.84' tD E/P W b /J Vis, 1 M 88'07'40' 7 40 PROPOSED R/W�7 WSDOT TEMP. R1-_ - TRUCTION (_ I N EA j` EX R/W FOUND 2 1/2" BRASS CAP IN CTR CONC., v0 - PROPOSED R/W W WALK, SW QUAD OF INTX WSDOT PROPOSED ;+ I SCALE: I"=50' U OF SR 507 & BALD RIGHT-OF-WAY EX 357 \ �3 19.37' 1J HILLS ROAD. THURSTON HOUSE COUNTY SURVEYOR WSDOT TEMP. CONSTRUCTION PROPANE TANK 0 25 50 100 Vj CP#484+A EASEMENT. \Y..o W RIDGE �-""J�J \\�, 0�'� �� o LEGAL DESCRIPTION g LOT 3, BLOCK 32, MCKENNA IRRIGATED TRACTS AS _ w W RECORDED IN VOLUME 9 OF PLATS, PAGE 43, p k IN THURSTON COUNTY, WASHINGTON. a w VERTICAL DATUM j --- iE (WSRN)cr o SITE DA TA a PR \ Q P z NAVD 88 ESTABLISHED USING GPS RTK ROVER P�I�P�� - __� Q gz CONSTRAINED TO THE WASHINGTON STATE U 0 g REFERENCE NETWORK (WSRN) STATIONS Z Z SITE ADDRESS: 17041 YELM HWY SE, WA 98597 J — O (r TAX PARCEL NUMBER: 64303200300 ". G AREA:GROSS LAND 6(9.33 AC) m W `... ....:. :.'• 24 N CONTOUR INTERVAL-1 EXISTING ZONING: (C2) HEAVY COMMERCIAL �'7 1� �/ \\� (2 ') \ TOPOGRAPHY PREPARED BY LARSON & ASSOCIATES U �. / PROPOSED USE. AUTOMOTIVE DEALERSHIP (T) 1CL PARKING REQUIRED:BUILDING GROSS 36 AREA: 36°00 SF STALLS (1: 400 GFA) l„',. : �.��I HORIZONTAL DATUM W IMPERVIOUS AREA: 36 STA S 1:400 FA PARCEL) j - -- - -- \ \ - - I PARKING PROPOSED: 85 STALLS \ ESTABLISHED A� SING1 GPSARIK ROVER CONSTRAINED TO THE • f r - -M _ H 'A F WASHINGTON STATE REFERENCE NETWORK (WSRN) STATIONS \I♦ SER VI CES/UTILITIES `':: ' \ 24 \ ' W—� - — �A. C , , SEWER: CITY OF YELM PUBLIC SEWER v/ `END WATER: CITY OF YELM PUBLIC WATER ( j...: •:'.' .: I LEo �� ELECTRIC POWER: PUGET SOUND ENERGY, INC. U I �. • I I I M NATURAL GAS: PUGET SOUND ENERGY, INC. I / .. / I �-- PROPERTY LINE TELEPHONE: FAIRPOINT COMMUNICATIONS I t 51' FROM WEST PROPERTY LINE TO CABLE TV. COMCAST I I i / I BUILDING WEST EXTERIOR FACE -- FUTURE ROW LINE 24 FIRE PROTECTION: YELM FIRE DISTRICT I �' I - - - - - - - a :•. ”. / COMMERCAL iTYP) F - EASEMENT j BUILDING i 23 EXISTING CONTOUR Z 120k1OO'----123---- PROPOSED CONTOUR SHEET I NDEX I 1 ' ' . I . / FF=358.50 I - - 8 EXISTING WOOD FENCE ¢ `r CVR 1 OF 15 COVER SHEET PROPOSED CHAIN LINK FENCE ro �.I. WW Urn TPI 2 OF 15 DEMOLITION, T.E.S.C. & GRADING PLAN i I �: N. �' I XISTING WATER LIN a R2 3 OF 15 T.E.S.C. SPECIFICATIONS I : :' / 1 I F(APPROX, LOCATION n 3 j 1 SSFM' XISTING SEWER FORCE MAIN N R3 4 OF 15 T.E.S.C. DETAILS u I It PAV 5 OF 15 PAVING AND GRADING PLAN STM 6 OF 15 STORM DRAINAGE PLAN/ �� I _ i �.. / �APPROX. LOCATION) o PND 7 OF 15 STORM POND PLAN & SECTIONS I I / ',y,.r r % (- - PROPOSED WATER LINE RS1 8 OF 15 STANDARD NOTES & DETAILSFU PROPOSED SEWER FORCE MAIN LINE RS2 9 OF 15 PAVING NOTES & DETAILS RS3 10 OF 15 STORM DRAINAGE NOTES & DETAILS 4 EXISTING TELECOMMUNICATIONS LINE RS4 11 OF 15 MISCELLANEOUS DETAILS ° "`:: RP ¢„. �. , ... , , g \ ' .. �\ X FOUND MONUMENT AS STATED WSf 12 OF 15 WATER AND SEWER PLAN WS2 13 OF 15 WATER NOTES & DETAILS {r I \A0 _ -0 EXISTING UTILITY POLE WSJ 14 OF 15 WATER DETAILS AND SEWER NOTES ._ , : •, \:. IPSP _ m EXISTING JUNCTION BOX WS4 15 OF 15 SEWER DETAILS EXISTING SIGNAL POLE :.: EXISTING PHONE RISER C 3 EXISTING FIRE HYDRANT PROPOSED FIRE HYDRANT ao .:. ,..7�� 8PERIMETER LANDSCAPING p \' 9 & BIORETENTION CELL, TYP. EXISTING MAILBOX 3 .. .' t : .. ' ..::/. EXISTING TREE W n • \'�.��,T \ _ r .. . , .. q •. .. % EXISTING GRAVEL EXISTING PAVEMENT 1, = EXISTING CONCRETE I PROPOSED PAVEMENT PROPOSED GRAVEL WSDOT TEMP CONSTRUCTION EASEMENT. t , r �6 5a .... ':.- :. •. i.•. • �. �_: j n. PRS..: 60 i .. ASSUMED FUTURE ” RIGHT-OF-WAY :. r` ;�... A 1 �\ .;. �. FOR THE APPLICATION FOR PERMIT TO REMOVE OR DESTROY A SURVEY MONUMENT. CONTACT THE CITY OF YELM PUBLIC WORKS AND UTILITIES, AT W 360-458-8406 FOR ADDITIONAL V, INFORMATION. a.. • : '. ,' .' ' . PURSUANT TO RCW 58.24.040 (8) AND WAC 332-120, BEFORE REMOVING OR DESTROYING ANY �' : ": " .►� S 3 • M Dp �1� MONUMENT ON THE BOUNDARY OF ANY EASEMENT, CALL BEFORE YOU DIG RIGHT OF WAY, LOT, TRACT, OR PARCEL OF REAL �y4 9g 2kf O THE CONRACTOR SHALL BE FULLY RESPONSIBLE FOR "S. REVISION BLOCK i ti PROPERTY A CONTROLLING POINT FOR PLA cs . I P A T, OR THE LOCATION AND PROTECTION OF ALL EXIS1/NG -,1 .' .. •. , 35g i V' A POINT WHICH IS A GENERAL LAND OFFICE UTILITIES. THE CONTRACTOR SHALL VERIFY ALL UTILITY SURVEY CORNER, THE APPLICATION REQUIRED BY LOCATIONS PRIOR TO CONSTRUCTION BY CALLING THE r , : N0. DATE DESCRIPTION BY Z 2p THIS CHAPTER SHALL BE SUBMITTED, SIGNED AND UNDERGROUND LOCATE LINE AT 811 A MINIMUM OF 48 SEALED BY A LAND SURVEYOR OR ENGINEER AS HOURS PRIOR TO ANY EXCAVATION. ro: . DEFINED IN THIS CHAPTER. UTILITY CONFLICT NOTEw `y �` -.35.9 11,E �����' ....:. _ DATE CAUTION: S88'2327"E 508.84' �$_5.�,_ - - --- 3-12-2020 THE CONTRACTOR SHALL BE FULLY RESPONSIBLE FOR VERIFYING THE LOCATION, AND DEPTH OF ALL EXISTING UTILITIES WHETHER SHOWN ON THESE PLANS OR NOT BY POTHOLING THE UTILITIES AND SURVEYING THE HORIZONTAL AND VERTICAL LOCATION PRIOR TO CONSTRUCTION. THIS SHALL INCLUDE CALLING UTILITY LOCATE ® 811 AND THEN DRAWING NO, POTHOLING ALL OF THE EXISTING UTILITIES AT LOCATIONS OF NEW UTILITY CROSSINGS TO PHYSICALLY VERIFY WHETHER OR NOT CONFLICTS EXIST. LOCATION OF SAID UTILITIES AS SHOWN ON THESE PLANS ARE BASED UPON THECVR 9339BASE UNVERIFIED PUBLIC INFORMATION AND ARE SUBJECT TO VARIATION. IF CONFLICTS SHOULD OCCUR, THE CONTRACTOR SHALL CONSULT THE PROJECT ENGINEER TO RESOLVE ALL PROBLEMS PRIOR TO PROCEEDING WITH CONSTRUCTION. HEET1.OFl O CONSTRUCT TEMPORARY CONSTRUCTION ENTRANCE 20'W X 100'L WHERE SHOWN AND PER NOTES AND DETAIL ON SHEETS TP2 AND TP3. O2 INSTALL TEMPORARY MIRAFI SILT FENCE ALONG PROPERTY BOUNDARY PER NOTES AND DETAILS ON SHEETS TP2 AND TP3. O3 REMOVE EXISTING ONSITE POWER POLES AND POWER SERVICE TO EXISTING WELL. CONTACT PUGET SOUND ENERGY AT (888) 225-5773. DO NOT INTERRUPT SERVICE TO THE EXISTING RESIDENCE TO REMAIN. O4 CONTACT THURSTON COUNTY PUBLIC HEALTH AND SOCIAL SERVICES AT (360) 867-2673 TO DECOMMISION THE EXISTING WELL. REMOVE EXISTING PUMP EQUIPMENT AND WELL HOUSE. O DEMOLISH EXISTING BUILDINGS AND ACCESSORY STRUCTURES. CONTACT UTILITY COMPANIES INCLUDING POWER, WATER AND GAS AS NECESSARY TO DISCONNECT/CAP EXISTING SERVICES. © REMOVE EXISTING PERIMETER FENCE EXCEPT WHERE OUTSIDE THE PROJECT CLEARING LIMITS. CONTRACTOR HAS OPTION OF LEAVING FENCE FOR SECURITY UNTIL CONSTRUCTION OF IMPROVEMENTS REQUIRE REMOVAL. O CONSTRUCT TEMPORARY SEDIMENT POND WITH MINIMUM BOTTOM DIMENSIONS 641 X 36'W, BOTTOM OF POND ELEV. = 350.50, TOP OF POND ELEV. = 357.50, WITH 3H:IV SIDE SLOPES. SEE DETAILS ON SHEET TP3. PROVIDE OUTFLOW PIPE TO INFILTRATION POND AT ELEV. = 352.00. MINIMUM WATER SURFACE AREA AT WATER SURFACE ELEVATION 356.50 IS 5,897 SQUARE FEET. SURFACE AREA PROVIDED IS 6,000 SQUARE FEET, REMOVE SEDIMENT FROM THE POND WHEN SEDIMENT DEPTH REACHES 1 FOOT. ® INSTALL FILTER FABRIC FENCE POND DIVIDER AS SHOWN AND PER DETAIL ON SHEET TP3. KEY INTO POND BANK TO PREVENT FLOW AROUND SIDES. O INSTALL WHITE 2"X 4"STAFF GAUGE WITH PROMINENT 1.0' MARKED ABOVE BOTTOM OF POND. 10 INSTALL TEMPORARY RISER STRUCTURE PER DETAIL ON SHEET TP3. 11 INSTALL RIP RAP PADS USING 4'- 6'QUARRY SPALLS FROM SWALE OUTLET TO BOTTOM OF SEDIMENT POND, MINIMUM 4 FEET WIDE, 1T INSTALL TEMPORARY INTERCEPTOR SWALE AS SHOWN & PER NOTES AND DETAIL ON SHEETS TP2 AND TP3. QINSTALL ROCK CHECK DAMS AS SHOWN AND PER NOTES AND DETAIL ON SHEETS TP2 AND TP3. 14 STOCKPILE TOPSOIL MATERIAL AND PROTECT WITH PLASTIC COVERING PER NOTES ON SHEET TP2. RE -USE TOPSOIL OVER LAWN & LANDSCAPE AREAS, SEE SOIL PRESERVATION & AMENDMENT NOTES ON SHEET RS1. i© SEED AND/OR MULCH ALL DISTURBED AND EXPOSED SOILS THAT WILL REMAIN UNWORKED FOR 30 DAYS OR MORE PER NOTES ON SHEET TP2. 16 CONSTRUCT CONTRACTOR STORAGE, WASHDOWN, STAGING, FUELING & MAINTENANCE AREA. REPORT FUEL & LUBRICANT SPILLS TO DIVISION OF EMERGENCY MANAGEMENT (1-800-258-5990). WSDOT PROPOSED RIGHT-OF-WAY TEMP. CON EASEMENT. CONSTRUCTION SEQUENCE 1. CONTACT THE CITY OF YELM INSPECTOR TO SCHEDULE THE PRE -CONSTRUCTION MEETING. 2. CLEARLY FLAG ALL LIMITS OF CLEARING AND GRADING PER THE APPROVED SITE DEVELOPMENT PLANS. 3. INSTALL A TEMPORARY CONSTRUCTION ENTRANCE AS SHOWN AND PER THE NOTES AND DETAILS. 4. INSTALL TEMPORARY FILTER FABRIC (SILT) FENCES AS SHOWN AND PER THE NOTES AND DETAILS. 5. CONSTRUCT THE TEMPORARY SEDIMENT POND AS SHOWN AND PER THE NOTES AND DETAILS. 6. INSTALL THE TEMPORARY INTERCEPTOR SWALES AND ROCK CHECK DAMS AS SHOWN AND PER THE NOTES AND DETAILS. 7. CLEAR AND GRADE SITE PER THE APPROVED PLANS, STOCKPILING DUFF AND TOPSOIL PER THE SOIL PRESERVATION AND AMENDMENT NOTES. 8. HYDROSEED AND/OR MULCH SLOPES AND OTHER EXPOSED AREAS IMMEDIATELY AFTER GRADING IS COMPLETED AS OUTLINED IN 'EROSION CONTROL NOTES'. 9. INSTALL UNDERGROUND UTILITIES (I.E. - STORM DRAINAGE, WATER, SEWER, ETC.) 10. CONSTRUCT THE INFILTRATION POND AND BIOFILTRATION SWALE PER THE APPROVED SITE DEVELOPMENT PLANS. PROTECT ALL ONSITE STORM DRAINAGE FACILITIES UNTIL ALL CONCRETE AND ASPHALT WORK IS COMPLETE AND ALL EXPOSED AREAS ARE SEEDED AND STABILIZED FOR EROSION AND SEDIMENTATION CONTROL OR FINAL LANDSCAPING IS COMPLETE. 11. CONSTRUCT ASPHALT AND GRAVEL PAVING PER THE APPROVED SITE DEVELOPMENT PLANS. 12. CONSTRUCT THE BIORETENTION SWALES PER THE NOTES AND DETAILS ON THE APPROVED SITE DEVELOPMENT PLANS. 13. CLEAN OUT AND TEST ALL STORM DRAIN FACILITIES. 14. INSPECT AND MAINTAIN ALL EROSION CONTROL FACILITIES AT REGULAR INTERVALS & COMPLETE REQUIRED REPORT. CLEAN AS REQUIRED UNTIL RISK OF SEDIMENTATION HAS PASSED. 15. UNTIL ALL CONSTRUCTION WORK WHICH PRODUCES SURFACE RUNOFF ARE COMPLETED AND ALL EXPOSED GROUND SURFACES ARE STABILIZED BY VEGETATION OR LANDSCAPING, PERMANENT STORMWATER FACILITIES MAY NOT BE OPERATED AND NO SURFACE RUNOFF MAY BE PERMITTED TO ENTER THE PERMANENT STORM SYSTEM. MAINTAIN INTERCEPTOR SWALES, CHECK DAMS, TEMPORARY CULVERTS AND SEDIMENT TRAPS UNTIL ALL STORMWATER FACILITIES HAVE BEEN THOROUGHLY CLEANED OF SEDIMENT AND DEBRIS, AND INSPECTED. FOR THE APPLICATION FOR PERMIT TO d. _. *i_. • vL=i THE CONTRACTOR SHALL BE FULLY RESPONSIBLE FOR THE LOCATION AND PROTECTION OF ALL EXISTING UTILITIES. THE CONTRACTOR SHALL VERIFY ALL UTILITY LOCATIONS PRIOR TO CONSTRUCTION BY CALLING THE UNDERGROUND LOCATE LINE AT 811 A MINIMUM OF 48 HOURS PRIOR TO ANY EXCAVATION. UTILITY CONFLICT NOTE. CAUWN.- THE CONTRACTOR SHALL BE FULLY RESPONSIBLE FOR VERIFYING THE LOCATION, AND DEPTH OF ALL EXISTING UTILITIES WHETHER SHOWN ON THESE PLANS OR NOT BY POTHOLING THE UTILITIES AND SURVEYING THE HORIZONTAL AND VERTICAL LOCATION PRIOR TO CONSTRUCTION. THIS SHALL INCLUDE CALLING UTILITY LOCATE 0 811 AND THEN POTHOLING ALL OF THE EXISTING UTILITIES AT LOCATIONS OF NEW UTILITY CROSSINGS TO PHYSICALLY VERIFY WHETHER OR NOT CONFLICTS EXIST. LOCATION OF SAID UTILITIES AS SHOWN ON THESE PLANS ARE BASED UPON THE UNVERIFIED PUBLIC INFORMATION AND ARE SUBJECT TO VARIATION. IF CONFLICTS SHOULD OCCUR, THE CONTRACTOR SHALL CONSULT THE PROJECT ENGINEER TO RESOLVE ALL PROBLEMS PRIOR TO PROCEEDING WITH CONSTRUCTION. CRUZ DE VEL OPMEN T SEC. 29, TWN. 17 N., RNG 2 E., W.M. R/W E/P Ell, EX.R/W R/W SCALE: 1"=50' 0 25 50 100 VERTICAL DATUM (WSRN) NAVD 88 ESTABLISHED USING GPS RTK ROVER CONSTRAINED TO THE WASHINGTON STATE REFERENCE NETWORK (WSRN) STA77ONS CONTOUR INTERVAL=1 ' TOPOGRAPHY PREPARED BY LARSON & ASSOCIATES HORIZONTAL DATUM_ NAD 83/11 WASHINGTON SOUTH ZONE ESTABLISHED USING GPS RTK ROVER CONSTRAINED TO THE WASHINGTON STATE REFERENCE NETWORK (WSRN) STATIONS LEGEND CLEARING LIMITS 440 - EXISTING CONTOURS -----------440 -------- PROPOSED CONTOURS MIRAFI SILT FENCE OY - EXISTING FENCE TO BE REMOVED 7P EXISTING POWER TO BE REMOVED TEMPORARY INTERCEPTOR SWALEI ® TEMPORARY 12" CMP CULVERT D EXISTING CONCRETE TO BE REMOVED CONSTRUCTION ENTRANCE ° EXISTING TREE TO REMAIN EXIS77NG TREE TO BE REMOVED EXISTING POWER POLE TO BE REMOVED PILOT INFILTRATION TEST (PIT), SEE PIT#X SHEET TP2 FOR SOIL LOG APPROXIMATE TEST PIT LOCA77ON Tp#X SEE SHEET TP2 FOR SOIL LOG ROCK CHECK DAM 0.14 RIP -RAP PAD REVISION BLOCK N0. I DATE DESCRIP71ON BY XISTING REMOVE OR DESTROY A SURVEY APPROX, MONUMENT. CONTACT THE CITY OF YELM XISTING PUBLIC WORKS AND UTILITIES, AT a 360-458-8406 FOR ADDITIONAL INFORMATION. PURSUANT TO RCW 58.24.040 (8) AND WAC 332-120, BEFORE REMOVING OR DESTROYING ANY m MONUMENT ON THE BOUNDARY OF ANY EASEMENT, RIGHT OF WAY, LOT, TRACT, OR PARCEL OF REAL a PROPERTY,; A CONTROLLING POINT FOR A PLAT, OR ti A POINT WHICH IS A GENERAL LAND OFFICE SURVEY CORNER, THE APPLICATION REQUIRED BY THIS CHAPTER SHALL BE SUBMITTED, SIGNED AND m SEALED BY A LAND SURVEYOR OR ENGINEER AS 2 DEFINED IN THIS CHAPTER. d. _. *i_. • vL=i THE CONTRACTOR SHALL BE FULLY RESPONSIBLE FOR THE LOCATION AND PROTECTION OF ALL EXISTING UTILITIES. THE CONTRACTOR SHALL VERIFY ALL UTILITY LOCATIONS PRIOR TO CONSTRUCTION BY CALLING THE UNDERGROUND LOCATE LINE AT 811 A MINIMUM OF 48 HOURS PRIOR TO ANY EXCAVATION. UTILITY CONFLICT NOTE. CAUWN.- THE CONTRACTOR SHALL BE FULLY RESPONSIBLE FOR VERIFYING THE LOCATION, AND DEPTH OF ALL EXISTING UTILITIES WHETHER SHOWN ON THESE PLANS OR NOT BY POTHOLING THE UTILITIES AND SURVEYING THE HORIZONTAL AND VERTICAL LOCATION PRIOR TO CONSTRUCTION. THIS SHALL INCLUDE CALLING UTILITY LOCATE 0 811 AND THEN POTHOLING ALL OF THE EXISTING UTILITIES AT LOCATIONS OF NEW UTILITY CROSSINGS TO PHYSICALLY VERIFY WHETHER OR NOT CONFLICTS EXIST. LOCATION OF SAID UTILITIES AS SHOWN ON THESE PLANS ARE BASED UPON THE UNVERIFIED PUBLIC INFORMATION AND ARE SUBJECT TO VARIATION. IF CONFLICTS SHOULD OCCUR, THE CONTRACTOR SHALL CONSULT THE PROJECT ENGINEER TO RESOLVE ALL PROBLEMS PRIOR TO PROCEEDING WITH CONSTRUCTION. CRUZ DE VEL OPMEN T SEC. 29, TWN. 17 N., RNG 2 E., W.M. R/W E/P Ell, EX.R/W R/W SCALE: 1"=50' 0 25 50 100 VERTICAL DATUM (WSRN) NAVD 88 ESTABLISHED USING GPS RTK ROVER CONSTRAINED TO THE WASHINGTON STATE REFERENCE NETWORK (WSRN) STA77ONS CONTOUR INTERVAL=1 ' TOPOGRAPHY PREPARED BY LARSON & ASSOCIATES HORIZONTAL DATUM_ NAD 83/11 WASHINGTON SOUTH ZONE ESTABLISHED USING GPS RTK ROVER CONSTRAINED TO THE WASHINGTON STATE REFERENCE NETWORK (WSRN) STATIONS LEGEND CLEARING LIMITS 440 - EXISTING CONTOURS -----------440 -------- PROPOSED CONTOURS MIRAFI SILT FENCE OY - EXISTING FENCE TO BE REMOVED 7P EXISTING POWER TO BE REMOVED TEMPORARY INTERCEPTOR SWALEI ® TEMPORARY 12" CMP CULVERT D EXISTING CONCRETE TO BE REMOVED CONSTRUCTION ENTRANCE ° EXISTING TREE TO REMAIN EXIS77NG TREE TO BE REMOVED EXISTING POWER POLE TO BE REMOVED PILOT INFILTRATION TEST (PIT), SEE PIT#X SHEET TP2 FOR SOIL LOG APPROXIMATE TEST PIT LOCA77ON Tp#X SEE SHEET TP2 FOR SOIL LOG ROCK CHECK DAM 0.14 RIP -RAP PAD REVISION BLOCK N0. I DATE DESCRIP71ON BY XISTING WATER LINE APPROX, LOCATION) XISTING SEWER FORCE MAIN APPROX. LOCATION) � gX680 F� NUMBER 9339 ti DATE 3-11-2020 DRAWING N0, TP1 9339BASE HEET-2- OF 15 O � II z U co ti cl� O 2 p p � � U Lu W Q p U ti DATE 3-11-2020 DRAWING N0, TP1 9339BASE HEET-2- OF 15 EROSION CONTROL NOTES 1. ON-SITE EROSION CONTROL MEASURES SHALL BE THE RESPONSIBILITY OF THE DEVELOPER. ANY PROBLEMS OCCURRING BEFORE FINAL ACCEPTANCE OF THE STORM SYSTEM BY THE MUNICIPALITY SHALL BE CORRECTED BY THE APPLICANT AND/OR THE CONTRACTOR. 2. IN CASE EROSION OR SEDIMENTATION OCCURS TO ADJACENT PROPERTY, ALL CONSTRUCTION WORK WITHIN THE DEVELOPMENT THAT WILL AGGRAVATE THE SITUATION MUST CEASE AND THE APPLICANT/CONTRACTOR SHALL IMMEDIATELY COMMENCE RESTORATION OR MITIGATION MEASURES. RESTORATION ACTIVITY SHALL CONTINUE UNTIL SUCH TIME AS THE PROBLEM IS RECTIFIED. 3. ALL EROSION AND SEDIMENTATION CONTROL DEVICES SHOWN ON THIS DRAWING SHALL BE INSTALLED PRIOR TO OR AT THE FIRST STAGE OF SITE PREPARATION. 4. SHOULD THE TEMPORARY EROSION AND SEDIMENTATION CONTROL MEASURES AS SHOWN ON THIS DRAWING NOT PROVE ADEQUATE TO CONTROL EROSION AND SEDIMENTATION, THE APPLICANT/CONTRACTOR SHALL INSTALL ADDITIONAL FACILITIES AS NECESSARY TO PROTECT ADJACENT PROPERTIES, SENSITIVE AREAS, NATURAL WATER COURSES, AND/OR STORM DRAINAGE SYSTEMS. 5. IN ANY AREA WHICH HAS BEEN STRIPPED OF VEGETATION OR EXPERIENCED LAND DISTURBING ACTIVITIES AND WHERE NO FURTHER WORK IS ANTICIPATED FOR A PERIOD EXCEEDING THE LISTED CRITERIA, ALL DISTURBED AREAS MUST BE IMMEDIATELY STABILIZED WITH MULCHING, GRASS PLANTING, OR OTHER APPROVED EROSION CONTROL TREATMENT APPLICABLE TO THE TIME OF YEAR IN QUESTION. GRASS SEEDING ALONE WILL BE ACCEPTABLE ONLY DURING THE MONTHS OF APRIL THROUGH SEPTEMBER, INCLUSIVE. SEEDING MAY PROCEED, HOWEVER, WHENEVER IT IS IN THE INTEREST OF THE APPLICANT/CONTRACTOR, BUT MUST BE AUGMENTED WITH MULCHING, NETTING, OR OTHER TREATMENT. A. DRY SEASON(MAYI TO SEPTEMBER 30): LIMITS OF CLEARING EXTENDED TO ONLY ENOUGH LAND AS CAN RECEIVE APPROPRIATE PROTECTIVE COVER OR STABILIZATION BY NO LATER THAN SEPTEMBER 30. B. WET SEASON(OCTOBER 1 TO APRIL 30) 1. ALL CLEARED OR DISTURBED AREAS WILL RECEIVE APPROPRIATE COVER OR BE OTHERWISE STABILIZED WITHIN 5 DAYS IF NOT BEING ACTIVELY WORKED. 2. IF A MAJOR STORM EVENT IS PREDICTED, THE CLEARING OF LAND SHALL BE LIMITED TO ONLY AS MUCH LAND AREA AS CAN BE COVERED OR STABILIZED WITHIN 24 HOURS. 6. THE PROJECT ENGINEER OR PROJECT SURVEYOR WILL BE RESPONSIBLE FOR FIELD LOCATING THE CLEARING LIMITS AND ESTABLISHING THOSE BOUNDARIES WITH BRIGHT COLORED FLAGGING. THE CONTRACTOR SHALL CLEAR TO THE LIMITS AS ESTABLISHED ON THIS PLAN AND AS FLAGGED IN THE FIELD. 7. THE COUNTY SHALL BE RESPONSIBLE FOR THE INSPECTION AND ACCEPTANCE OF ALL CLEARING AND GRADING WORK AND EROSION AND SEDIMENTATION CONTROL FACILITIES. THE APPLICANT AND/OR CONTRACTOR SHALL NOTIFY THE COUNTY FORTY-EIGHT HOURS IN ADVANCE OF EACH REQUIRED EROSION AND SEDIMENT CONTROL INSPECTION. INSPECTION NO. 1 - INSTALLATION OF EROSION CONTROL FACILITIES/PRIOR TO CLEARING. INSPECTION NO. 2 - COMPLETION OF CLEARING. INSPECTION NO. 3 - UPON COMPLETION OF EXCAVATION, FILLING, AND EARTHWORK. INSPECTION NO. 4 - COMPLETION OF PROJECT. INSPECTION NO. 5 - AS NEEDED TO DETERMINE COMPLIANCE WITH APPROVED PLANS AND/OR SPECIFICATIONS. (DOES NOT REQUIRE ADVANCE NOTICE.) 8. ALL WORK ASSOCIATED WITH STABILIZING THE DISTURBED AREAS SHALL BE IN ACCORDANCE WITH THE WA DOE STORMWATER MANAGEMENT MANUAL FOR WESTERN WASHINGTON. 9. ALL NECESSARY FACILITIES SHALL BE MAINTAINED ON SITE TO PREVENT DEBRIS, DUST, AND MUD FROM ACCUMULATING ON THE PUBLIC RIGHT-OF-WAY GRADING NOTES CRUZ DE VEL OiOkfEN T SEC. 29, TWN. 17 N., RNG. 2 E., W.M. SILT FENCE N 0 TES 1. INSTALL AND MAINTAIN TEMPORARY SILT FENCES AT THE LOCATIONS SHOWN AND PRIOR TO STARTING CLEARING, GRADING AND DRAINAGE ACTIVITIES. 2. THE SILT FENCE SHALL HAVE A MINIMUM OF 2 FEET AND A MAXIMUM OF 2.5 FEET HEIGHT ABOVE THE ORIGINAL GROUND SURFACE. 3. ATTACH THE FILTER FABRIC ON THE UP-SLOPE SIDE OF THE POSTS AND SECURE WITH STAPLES, WIRE, OR IN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS. LOCATE ALL SEWN SEAMS OF THE FILTER FABRIC AT THE POSTS. 4. SUPPORT THE FILTER FABRIC WITH WIRE OR PLASTIC MESH, DEPENDENT ON THE GEOTEXTILE PROPERTIES SELECTED FOR USE. FASTEN THE MESH SECURELY TO THE UP-SLOPE SIDE OF THE POSTS WITH THE FILTER FABRIC UP-SLOPE OF THE MESH. MESH SUPPORT, IF USED, SHALL CONSIST OF STEEL WIRE WITH A 2 INCH MAXIMUM MESH SPACING, OR A PREFABRICATED POLYMERIC MESH. GRAB TENSILE STRENGTH OF THE WIRE OR POLYMERIC MESH SHALL BE 180 LBS. OR GREATER. THE POLYMERIC MESH SHALL BE AS UV RESISTANT AS THE FILTER FABRIC. 5. BURY THE BOTTOM OF THE FILTER FABRIC 8 INCHES MINIMUM BELOW GRADE. THE WIRE OR POLYMERIC MESH SHALL EXTEND 3 INCHES MINIMUM BELOW GRADE. 6. DRIVE FENCE POSTS 18 INCHES MINIMUM BELOW GRADE. A 12 INCH DEPTH IS ALLOWED IF TOPSOIL OR OTHER SOFT SUBGRADE IS NOT PRESENT. INCREASE BURY DEPTH 6 INCHES ON SLOPES OF 3H:1V OR STEEPER AND THE SLOPE IS PERPENDICULAR TO THE FENCE. 7. USE WOOD, STEEL, OR EQUIVALENT POSTS AT A 6 -FOOT MAXIMUM SPACING, CONSISTING OF EITHER 2"X 2"X 3'-0"LONG WOOD POSTS, #6 STEEL REBAR OR LARGER, i "MINIMUM DIAMETER ASTM A120 STEEL PIPE, U, T, L, OR C SHAPE STEEL POSTS WITH A MINIMUM WEIGHT OF 1.35 LBS./FT., OR OTHER STEEL POSTS HAVING EQUIVALENT STRENGTH AND BENDING RESISTANCE TO THE POSTS LISTED ABOVE. B. LOCATE SILT FENCES ON CONTOUR AS MUCH AS POSSIBLE, EXCEPT AT THE ENDS OF THE FENCE, TURN THE FENCE UPHILL SUCH THAT THE SILT FENCE CAPTURES THE RUNOFF AND PREVENTS IT FROM FLOWING AROUND THE END OF THE FENCE. 9. WHERE THE FENCE MUST CROSS CONTOURS, PLACE GRAVEL CHECK DAMS PERPENDICULAR TO THE BACK OF THE FENCE. CHECK DAMS SHALL CONSIST OF CRUSHED SURFACING BASE COURSE, GRAVEL BACKFILL FOR WALLS, OR SHOULDER BALLAST AND BE APPROXIMATELY 1 FOOT DEEP AT THE BACK OF THE FENCE. EXTEND THE GRAVEL CHECK DAMS PERPENDICULAR TO THE FENCE AT THE SAME ELEVATION UNTIL THE TOP OF THE CHECK DAM INTERCEPTS THE GROUND SURFACE BEHIND THE FENCE. TEMPORARY DIKES AND SWALES 1. PROVIDE A RIDGE WITH AN UPSLOPE SWALE, AT THE TOP OR BASE OF A DISTURBED SLOPE OR ALONG THE PERIMETER OF A DISTURBED CONSTRUCTION AREA TO INTERCEPT RUNOFF AND CONVEY IT FROM UNPROTECTED AREAS TO AREAS WHERE EROSION CAN BE CONTROLLED. 2. CONSTRUCT DIKES AND SWALES PER DETAILS. LONGITUDINAL GRADE FOR DIKE SYSTEM IS 0.5 PERCENT MINIMUM, 1.0 PERCENT MAXIMUM. LONGITUDINAL GRADE FOR SWALES IS 0.5 PERCENT MINIMUM, 5.0 PERCENT MAXIMUM. 3. STABILIZE DIKES AND SWALES WITH SEED AND MULCH WITH 5 DAYS OF CONSTRUCTION. SEE SEEDING AND MULCHING NOTES ON THIS SHEET. 4. THE UPSLOPE SIDE OF THE DIKE SHALL PROVIDE POSITIVE DRAINAGE TO THE DIKE OUTLET. NO EROSION SHALL OCCUR AT THE OUTLET. PROVIDE ENERGY DISSIPATION MEASURES AS NECESSARY. SEDIMENT -LADEN RUNOFF MUST BE RELEASED THROUGH A SEDIMENT TRAPPING FACILITY. CONSTRUCTION ENTRANCE NOTES 1. SEE DETAIL INCLUDED WITH THESE PLANS. THE ROCK PAD SHALL BE MINIMUM 12 INCHES THICK AND 100 FEET LONG, WIDTH AS SHOWN ON THE DETAIL, EXCEPT LENGTH CAN BE REDUCED TO 20 FEET FOR SITES WITH LESS THAN 1 ACRE OF DISTURBED SOIL. 2. MATERIAL SHALL BE 4 INCH TO 8 INCH QUARRY SPALLS, A 4 INCH COURSE OF ASPHALT TREATED BASE (ATB), OR USE EXISTING PAVEMENT. 3. INSTALL GEOTEX71LE FABRIC UNDER THE SPALLS. FABRIC SHALL HAVE A MINIMUM GRAB TENSILE STRENGTH OF 200 PSI, A MAXIMUM GRAB TENSILE ELONGATION OF 3= A MINIMUM MULLEN BURST STRENGTH OF 400 PSI, AND AN AVERAGE OPENING SIZE (AOS) OF 20 TO 45 (U.S. STD. SIEVE SIZE). 4. IF THE ENTRANCE IS NOT PREVENTING SEDIMENT FROM BEING TRACKED ONTO PAVEMENT, THEN ALTERNATIVE MEASURES TO KEEPT THE STREETS FREE OF SEDIMENT SHALL BE USED, INCLUDING REPLACEMENT/CLEANING OF THE QUARRY SPALLS, STREET SWEEPING, AN INCREASE IN THE PAD DIMENSIONS, OR THE INSTALLATION OF A WHEEL WASH. EROSION CONTROL BLANKET NOTES 1. EROSION CONTROL BLANKETS, SUCH AS JUTE NETTING, SHALL BE USED TO AID PERMANENT VEGETATED STABILIZATION OF SLOPES 2H:1V OR GREATER WITH MORE THAN 10 FEET OF VERTICAL RELIEF AND FOR DRAINAGE DITCHES AND SWALES. 2. INSTALL BLANKETS OVER SEEDING AND MULCH PER MANUFACTURER'S INSTALLATION INSTRUCTIONS. START AT THE TOP OF SLOPE WORKING DOWN SLOPE OR UPSTREAM IN A DITCH WORKING DOWNSTREAM. OVERLAP TRAILING EDGE OF THE UPPER BLANKET OVER THE LEADING EDGE OF THE LOWER BLANKET. 3. ANCHOR BLANKETS PER MANUFACTURER'S RECOMMENDATIONS OR WITH 6 INCH LONG METAL OR BIODEGRADABLE U -SHAPED STAPLES AT 18 INCH SPACING. SOD NOTES 1. SOD SHALL BE FREE OF WEEDS, OF UNIFORM THICKNESS (APPROX. 1 INCH THICK), AND SHALL HAVE A DENSE ROOT MAT FOR MECHANICAL STRENGTH. 2. IF THE SOIL ORGANIC CONTENT IS LESS THAN 10% OR THE PERMEABILITY IS LESS THAN 0.6 INCHES/HOUR, AMEND THE TOP 8 INCHES OF SOIL WITH MINIMUM 4 INCHES OF COMPOST PRIOR TO SOD PLACEMENT. 3. LAY SOD STRIPS BEGINNING AT THE LOWEST AREA AND PERPENDICULAR TO THE DIRECTION OF WATER FLOW. STAGGER JOINTS AT LEAST 12 INCHES. STAPLE THE UPSTREAM EDGE OF EACH STRIP ON SLOPES STEEPER THAN 3H:1V. 4. FERTILIZE ACCORDING TO THE SUPPLIER'S RECOMMENDATIONS. PLASTIC COVERING NOTES 1. PLASTIC SHEETING SHALL HAVE A MINIMUM THICKNESS OF 6 MIL, MEETING THE REQUIREMENTS OF WSDOT STANDARD SPECIFICATION 9-14,5. 2. PLASTIC COVERING MAY BE USED ON DISTURBED AREAS THAT REQUIRE TEMPORARY COVER MEASURES (LESS THAN 30 DAYS) OR TO PROTECT SOIL STOCKPILES. 3. DUE TO RAPID RUNOFF CAUSED BY PLASTIC COVERING, DO NOT USE UPSLOPE OF AREAS ADVERSELY IMPACTED BY CONCENTRATED RUNOFF LIKE STEEP OR UNSTABLE SLOPES. INSTALL WATER COLLECTION MEASURES AT THE BASE OF ANY SLOPE WITH PLASTIC COVERING. 4. INSTALL PLASTIC IN LENGTHS UP AND DOWN, NOT ACROSS, THE SLOPE, HOWEVER, THE PLASTIC MAY BE INSTALLED PERPENDICULAR TO A SLOPE IF THE SLOPE LENGTH IS LESS THAN 10 FEET. MINIMUM 8 INCH OVERLAP AT SEAMS. ON LONG OR WIDE SLOPES, OR SLOPES SUBJECT TO WIND, TAPE ALL SEAMS. 5. TO HOLD PLASTIC COVERING IN PLACE, SANDBAGS MAY BE LOWERED INTO PLACE TIED TO ROPES. STAKE ALL SANDBAGS IN PLACE. MULCHING NOTES 1. FOR SEEDED AREAS, MULCH MAY BE MADE UP OF 1007: COTTONSEED MEAL; FIBERS MADE OF WOOD, RECYCLED CELLULOSE, HEMP, KENAF; COMPOST, OR BLENDS OF THESE. TACKIFIER SHALL BE PLANT -BASED, SUCH AS GUAR OR ALPHA PLANTAGO, OR CHEMICAL -BASED SUCH AS POLYACRYLAMIDE OR POLYMERS. ANY MULCH OR TACKIFIER PRODUCT USED SHALL BE INSTALLED PER MANUFACTURER'S INSTRUCTIONS. 2. APPLY MULCH AT ALL TIMES FOR SEEDED AREAS, FOR LESS THAN 30 DAYS ON DISTURBED AREAS THAT REQUIRE COVER, AND DURING THE WET SEASON ON SLOPES STEEPER THAN 3H:1V WITH MORE THAN 10 FEET OF VERTICAL RELIEF. 3. APPLY MULCH MATERIALS TO A MINIMUM 2 INCH THICKNESS AND 95 PERCENT GROUND COVERAGE. STOCKPILE NOTES 1. STOCKPILES SHALL BE STABILIZED (WITH PLASTIC COVERINGS OR OTHER APPROVED DEVICE) DAILY BETWEEN NOVEMBER 1 AND MARCH 31. 2. IN ANY SEASON, SEDIMENT LEACHING FROM STOCK PILES MUST BE PREVENTED. 3. TOPSOIL SHALL NOT BE PLACED WHILE IN A FROZEN OR MUDDY CONDITION, WHEN THE SUBGRADE IS EXCESSIVELY WET, OR WHEN CONDITIONS EXIST THAT MAY OTHERWISE BE DETRIMENTAL TO PROPER GRADING OR PROPOSED SODDING OR SEEDING. 4. PREVIOUSLY ESTABLISHED GRADES ON THE AREAS TO BE TOPSOILED SHALL BE MAINTAINED ACCORDING TO THE APPROVED PLAN. SEEDING NOTES 1. SEED MIXTURE BY WEIGHT SHALL BE 5% REDTOP, 50% PERENNIAL RYE, 40% CHEWING FESCUE AND 5% WHITE DUTCH CLOVER APPLIED AT THE RATE OF 120 LBS. PER ACRE. 2. THE OPTIMUM SEEDING WINDOWS FOR WESTERN WASHINGTON ARE APRIL 1 THROUGH JUNE 30 AND SEPTEMBER 1 THROUGH OCTOBER 1, 3. SEED BEDS PLATED BETWEEN JULY 1 AND AUGUST 30 SEEDING REQUIRES IRRIGATION UNTIL 75% GRASS COVER IS ESTABLISHED. 4. BETWEEN OCTOBER 1 AND MARCH 30 SEEDING REQUIRES A COVER OF MULCH WITH STRAW OR AN EROSION CONTROL BLANKET UNTIL 75% GRASS COVER IS ESTABLISHED. 5. IN GENERAL, 10-4-6 N -P -K SLOW-RELEASE FERTILIZER CAN BE USED AT A RATE OF 90 LBS. PER ACRE. SOIL TESTING SHOULD BE CONDUCTED TO DETERMINE THE EXACT TYPE AND QUANTITY OF FERTILIZER NEEDED. 6. HYDROSEED APPLICATIONS SHALL INCLUDE A MINIMUM OF 1,500 LBS. PER ACRE OF MULCH WITH 3% TACKIFIER. CHECK DAMS 1. WHERE TEMPORARY CHANNELS OR PERMANENT CHANNELS ARE NOT YET VEGETATED, CHANNEL LINING IS INFEASIBLE, AND/OR VELOCITY CHECKS ARE REQUIRED. 2. PLACE CHECK DAMS PERPENDICULAR TO THE FLOW OF WATER. THE DAM SHOULD FORM A TRIANGLE WHEN VIEWED FROM THE SIDE. THIS PREVENTS UNDERCUTTING AS WATER FLOWS OVER THE FACE OF THE DAM RATHER THAN FALLING DIRECTLY ONTO THE DITCH BOTTOM. 3. THE MAXIMUM SPACING BETWEEN THE DAMS SHALL BE SUCH THAT THE TOE OF THE UPSTREAM DAM IS AT THE SAME ELEVATION AS THE TOP OF THE DOWNSTREAM DAM. 4. SEE DETAILS FOR CHECK DAM DIMENSIONS. KEY THE STONE INTO THE DITCH BANKS AND EXTEND IT BEYOND THE ABUTMENTS A MINIMUM OF 18 INCHES TO AVOID WASHOUTS FROM OVERFLOW AROUND THE DAM. NUMBER 9339 1. THE CONTRACTOR SHALL STRIP THE SURFACE ORGANIC MATERIAL WITHIN THE BUILDING AND J LOT AREAS TO BE FILLED AND DISPOSE OF THE UNSUITABLE MATERIAL AS DIRECTED BY THE OWNER. 2. PRIOR TO THE PLACEMENT OF STRUCTURAL FILL OR BASE ROCK FOR THE BUILDING SITES, Z PAVED AREAS AND CONCRETE FLATWORK CORRIDORS, THE CONTRACTORS SHALL SCARIFY THE AREAS TO BE FILLED OR ROCKED TO A DEPTH OF 6 INCHES (6") MINIMUM. ONCE SCARIFIED, THE SOILS SHALL BE CONDITIONED TO THE PROPER MOISTURE CONTENT FOR COMPACTION AND COMPACTED TO AT LEAST NINETY-FIVE (95%) OF THE MAXIMUM DRY PTT -1 DENSITY, AS DETERMINED BY THE ASTM COMPACTION TEST PROCEDURE D-1557-70, VERIFY WITH SOILS ENGINEERS' RECOMMENDATIONS. Depth (feet) 3. THE CONTRACTOR SHALL PLACE THE STRUCTURAL FILL MATERIAL IN EIGHT INCH (8") LOOSE LIFTS CONDITIONED TO THE PROPER MOISTURE CONTENT FOR COMPACTION AND COMPACTED TO AT LEAST NINETY-FIVE (95%) OF THE MAXIMUM DRY DENSITY, AS DETERMINED BY THE Topsoil: Silt, sand, gravel, with organics: Loose, moist, dark ASTM COMPACTION TEST PROCEDURE D-1557-70. 4. DETRIMENTAL AMOUNTS OF ORGANIC MATERIAL SHALL NOT BE PERMITTED IN FILLS. ALL IMPORTED MATERIAL SHALL BE IMPORTED GRAVEL "CLASS B" BANKRUN OR BETTER. EXCAVATION STANDARDS: o 5. CUT SLOPES; SLOPES SHALL BE NO STEEPER THAN IS SAFE FOR THE INTENDED USE AND SHALL NOT BE � STEEPER THAN 2 HORIZONTAL TO 1 VERTICAL, OR AS RECOMMENDED BY A SOILS ENGINEER. 2-6 THE CATCH POINT OF THE TOP OF THE SLOPE SHALL BE SETBACK FROM THE SITE BOUNDARY LINE IN ACCORDANCE WITH THE FOLLOWING TABLE UNLESS A RETAINING WALL IS W DESIGNED BY THE ENGINEER AND CONSTRUCTED FOR THE PROJECT. occasional cobble and boulder: Loose to medium dense, CUT DEPTH SETBACK DISTANCE UNDER 5 FEET 2 FEET 5-20 FEET HEIGHT / 2 OVER 20 FEET 10 FEET 6. FILL STANDARDS 1) GENERAL: FILLS WHICH ARE INTENDED FOR BUILDING SITES SHALL BE CONSTRUCTED IN CONFORMANCE WITH THE REQUIREMENTS OF THE LATEST EDITION OF THE U.B.C., AS ADOPTED BY CITY OF YELM, AND AN ASSIGNMENT OF ALLOWABLE SOIL -BEARING PRESSURES WILL BE UNDER THE JURISDICTION OF CITY OF YELM IN ACCORDANCE WITH THE U.B.C. 2) FILL LOCATION:SLOPES SHALL BE NO STEEPER THAN IS SAFE FOR THE INTENDED USE AND SHALL NOT BE STEEPER THAN 1-1/2 HORIZONTAL TO 1 VERTICAL, OR AS RECOMMENDED BY A SOILS ENGINEER. FILL SITES MUST BE APPROVED BY THE ENGINEER AS SUITABLE LOCATIONS FOR THE PROPOSED FILL. 3) PREPARATION OF GROUND: THE GROUND SURFACE FOR FILLS OVER FIVE FEET IN $ HEIGHT SHALL BE PREPARED BY REMOVING VEGETATION, NONCOMPLYING FILL, TOPSOIL, AND OTHER UNSUITABLE MATERIALS; SCARIFYING TO PROVIDE A BOND WITH # THE NEW FILL; AND, WHERE EXISTING SLOPES ARE STEEPER THAN 5 HORIZONTAL TO 1 VERTICAL, BY BENCHING INTO COMPETENT MATERIAL AS DETERMINED BY THE Devth (feet) ENGINEER. THE BENCH UNDER THE TOE OF A FILL ON A SLOPE STEEPER THAN 5 HORIZONTAL TO 1 VERTICAL SHALL BE AT LEAST 10 FEET WIDE, OR AS RECOMMENDED 0-2 BY A SOILS ENGINEER. w 4) FILL MATERIAL: EXCEPT AS PERMITTED BY CITY OF YELM, NO MATERIAL OTHER THAN EARTH MATERIAL SHALL BE BURIED OR PLACED IN FILLS. PLACEMENT OF OTHER THAN EARTH -MATERIAL IS REGULATED BY STATE STATUTES OR FEDERAL LAWS, AND 2-9 ADDITIONAL PERMITS MAY BE REQUIRED. w N 5) SLOPE STABILITY: FILLS SHALL BE CONSTRUCTED USING EARTH MATERIALS, COMPACTION METHODS, AND CONSTRUCTION TECHNIQUES SO THAT STABLE FILLS ARE o CREATED. 6) SETBACK FROM PROPERTY LINES: THE TOE OR CATCH POINT OF FILL SLOPES SHALL N Z BE SET BACK FROM THE SITE BOUNDARY LINE IN ACCORDANCE WITH THE FOLLOWING TABLE UNLESS A RETAINING WALL IS DESIGNED BY THE ENGINEER AND CONSTRUCTED z FOR THE PROJECT: FILL DEPTH SETBACK DISTANCE DISTANCE CrN UNDER 5 FEET 2 FEET 5 - 40 FEET HEIGHT OF FILL/2 OVER 40 FEET 20 FEET a E Y Groundwater not observed at time of excavation. CRUZ DE VEL OiOkfEN T SEC. 29, TWN. 17 N., RNG. 2 E., W.M. SILT FENCE N 0 TES 1. INSTALL AND MAINTAIN TEMPORARY SILT FENCES AT THE LOCATIONS SHOWN AND PRIOR TO STARTING CLEARING, GRADING AND DRAINAGE ACTIVITIES. 2. THE SILT FENCE SHALL HAVE A MINIMUM OF 2 FEET AND A MAXIMUM OF 2.5 FEET HEIGHT ABOVE THE ORIGINAL GROUND SURFACE. 3. ATTACH THE FILTER FABRIC ON THE UP-SLOPE SIDE OF THE POSTS AND SECURE WITH STAPLES, WIRE, OR IN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS. LOCATE ALL SEWN SEAMS OF THE FILTER FABRIC AT THE POSTS. 4. SUPPORT THE FILTER FABRIC WITH WIRE OR PLASTIC MESH, DEPENDENT ON THE GEOTEXTILE PROPERTIES SELECTED FOR USE. FASTEN THE MESH SECURELY TO THE UP-SLOPE SIDE OF THE POSTS WITH THE FILTER FABRIC UP-SLOPE OF THE MESH. MESH SUPPORT, IF USED, SHALL CONSIST OF STEEL WIRE WITH A 2 INCH MAXIMUM MESH SPACING, OR A PREFABRICATED POLYMERIC MESH. GRAB TENSILE STRENGTH OF THE WIRE OR POLYMERIC MESH SHALL BE 180 LBS. OR GREATER. THE POLYMERIC MESH SHALL BE AS UV RESISTANT AS THE FILTER FABRIC. 5. BURY THE BOTTOM OF THE FILTER FABRIC 8 INCHES MINIMUM BELOW GRADE. THE WIRE OR POLYMERIC MESH SHALL EXTEND 3 INCHES MINIMUM BELOW GRADE. 6. DRIVE FENCE POSTS 18 INCHES MINIMUM BELOW GRADE. A 12 INCH DEPTH IS ALLOWED IF TOPSOIL OR OTHER SOFT SUBGRADE IS NOT PRESENT. INCREASE BURY DEPTH 6 INCHES ON SLOPES OF 3H:1V OR STEEPER AND THE SLOPE IS PERPENDICULAR TO THE FENCE. 7. USE WOOD, STEEL, OR EQUIVALENT POSTS AT A 6 -FOOT MAXIMUM SPACING, CONSISTING OF EITHER 2"X 2"X 3'-0"LONG WOOD POSTS, #6 STEEL REBAR OR LARGER, i "MINIMUM DIAMETER ASTM A120 STEEL PIPE, U, T, L, OR C SHAPE STEEL POSTS WITH A MINIMUM WEIGHT OF 1.35 LBS./FT., OR OTHER STEEL POSTS HAVING EQUIVALENT STRENGTH AND BENDING RESISTANCE TO THE POSTS LISTED ABOVE. B. LOCATE SILT FENCES ON CONTOUR AS MUCH AS POSSIBLE, EXCEPT AT THE ENDS OF THE FENCE, TURN THE FENCE UPHILL SUCH THAT THE SILT FENCE CAPTURES THE RUNOFF AND PREVENTS IT FROM FLOWING AROUND THE END OF THE FENCE. 9. WHERE THE FENCE MUST CROSS CONTOURS, PLACE GRAVEL CHECK DAMS PERPENDICULAR TO THE BACK OF THE FENCE. CHECK DAMS SHALL CONSIST OF CRUSHED SURFACING BASE COURSE, GRAVEL BACKFILL FOR WALLS, OR SHOULDER BALLAST AND BE APPROXIMATELY 1 FOOT DEEP AT THE BACK OF THE FENCE. EXTEND THE GRAVEL CHECK DAMS PERPENDICULAR TO THE FENCE AT THE SAME ELEVATION UNTIL THE TOP OF THE CHECK DAM INTERCEPTS THE GROUND SURFACE BEHIND THE FENCE. TEMPORARY DIKES AND SWALES 1. PROVIDE A RIDGE WITH AN UPSLOPE SWALE, AT THE TOP OR BASE OF A DISTURBED SLOPE OR ALONG THE PERIMETER OF A DISTURBED CONSTRUCTION AREA TO INTERCEPT RUNOFF AND CONVEY IT FROM UNPROTECTED AREAS TO AREAS WHERE EROSION CAN BE CONTROLLED. 2. CONSTRUCT DIKES AND SWALES PER DETAILS. LONGITUDINAL GRADE FOR DIKE SYSTEM IS 0.5 PERCENT MINIMUM, 1.0 PERCENT MAXIMUM. LONGITUDINAL GRADE FOR SWALES IS 0.5 PERCENT MINIMUM, 5.0 PERCENT MAXIMUM. 3. STABILIZE DIKES AND SWALES WITH SEED AND MULCH WITH 5 DAYS OF CONSTRUCTION. SEE SEEDING AND MULCHING NOTES ON THIS SHEET. 4. THE UPSLOPE SIDE OF THE DIKE SHALL PROVIDE POSITIVE DRAINAGE TO THE DIKE OUTLET. NO EROSION SHALL OCCUR AT THE OUTLET. PROVIDE ENERGY DISSIPATION MEASURES AS NECESSARY. SEDIMENT -LADEN RUNOFF MUST BE RELEASED THROUGH A SEDIMENT TRAPPING FACILITY. CONSTRUCTION ENTRANCE NOTES 1. SEE DETAIL INCLUDED WITH THESE PLANS. THE ROCK PAD SHALL BE MINIMUM 12 INCHES THICK AND 100 FEET LONG, WIDTH AS SHOWN ON THE DETAIL, EXCEPT LENGTH CAN BE REDUCED TO 20 FEET FOR SITES WITH LESS THAN 1 ACRE OF DISTURBED SOIL. 2. MATERIAL SHALL BE 4 INCH TO 8 INCH QUARRY SPALLS, A 4 INCH COURSE OF ASPHALT TREATED BASE (ATB), OR USE EXISTING PAVEMENT. 3. INSTALL GEOTEX71LE FABRIC UNDER THE SPALLS. FABRIC SHALL HAVE A MINIMUM GRAB TENSILE STRENGTH OF 200 PSI, A MAXIMUM GRAB TENSILE ELONGATION OF 3= A MINIMUM MULLEN BURST STRENGTH OF 400 PSI, AND AN AVERAGE OPENING SIZE (AOS) OF 20 TO 45 (U.S. STD. SIEVE SIZE). 4. IF THE ENTRANCE IS NOT PREVENTING SEDIMENT FROM BEING TRACKED ONTO PAVEMENT, THEN ALTERNATIVE MEASURES TO KEEPT THE STREETS FREE OF SEDIMENT SHALL BE USED, INCLUDING REPLACEMENT/CLEANING OF THE QUARRY SPALLS, STREET SWEEPING, AN INCREASE IN THE PAD DIMENSIONS, OR THE INSTALLATION OF A WHEEL WASH. EROSION CONTROL BLANKET NOTES 1. EROSION CONTROL BLANKETS, SUCH AS JUTE NETTING, SHALL BE USED TO AID PERMANENT VEGETATED STABILIZATION OF SLOPES 2H:1V OR GREATER WITH MORE THAN 10 FEET OF VERTICAL RELIEF AND FOR DRAINAGE DITCHES AND SWALES. 2. INSTALL BLANKETS OVER SEEDING AND MULCH PER MANUFACTURER'S INSTALLATION INSTRUCTIONS. START AT THE TOP OF SLOPE WORKING DOWN SLOPE OR UPSTREAM IN A DITCH WORKING DOWNSTREAM. OVERLAP TRAILING EDGE OF THE UPPER BLANKET OVER THE LEADING EDGE OF THE LOWER BLANKET. 3. ANCHOR BLANKETS PER MANUFACTURER'S RECOMMENDATIONS OR WITH 6 INCH LONG METAL OR BIODEGRADABLE U -SHAPED STAPLES AT 18 INCH SPACING. SOD NOTES 1. SOD SHALL BE FREE OF WEEDS, OF UNIFORM THICKNESS (APPROX. 1 INCH THICK), AND SHALL HAVE A DENSE ROOT MAT FOR MECHANICAL STRENGTH. 2. IF THE SOIL ORGANIC CONTENT IS LESS THAN 10% OR THE PERMEABILITY IS LESS THAN 0.6 INCHES/HOUR, AMEND THE TOP 8 INCHES OF SOIL WITH MINIMUM 4 INCHES OF COMPOST PRIOR TO SOD PLACEMENT. 3. LAY SOD STRIPS BEGINNING AT THE LOWEST AREA AND PERPENDICULAR TO THE DIRECTION OF WATER FLOW. STAGGER JOINTS AT LEAST 12 INCHES. STAPLE THE UPSTREAM EDGE OF EACH STRIP ON SLOPES STEEPER THAN 3H:1V. 4. FERTILIZE ACCORDING TO THE SUPPLIER'S RECOMMENDATIONS. PLASTIC COVERING NOTES 1. PLASTIC SHEETING SHALL HAVE A MINIMUM THICKNESS OF 6 MIL, MEETING THE REQUIREMENTS OF WSDOT STANDARD SPECIFICATION 9-14,5. 2. PLASTIC COVERING MAY BE USED ON DISTURBED AREAS THAT REQUIRE TEMPORARY COVER MEASURES (LESS THAN 30 DAYS) OR TO PROTECT SOIL STOCKPILES. 3. DUE TO RAPID RUNOFF CAUSED BY PLASTIC COVERING, DO NOT USE UPSLOPE OF AREAS ADVERSELY IMPACTED BY CONCENTRATED RUNOFF LIKE STEEP OR UNSTABLE SLOPES. INSTALL WATER COLLECTION MEASURES AT THE BASE OF ANY SLOPE WITH PLASTIC COVERING. 4. INSTALL PLASTIC IN LENGTHS UP AND DOWN, NOT ACROSS, THE SLOPE, HOWEVER, THE PLASTIC MAY BE INSTALLED PERPENDICULAR TO A SLOPE IF THE SLOPE LENGTH IS LESS THAN 10 FEET. MINIMUM 8 INCH OVERLAP AT SEAMS. ON LONG OR WIDE SLOPES, OR SLOPES SUBJECT TO WIND, TAPE ALL SEAMS. 5. TO HOLD PLASTIC COVERING IN PLACE, SANDBAGS MAY BE LOWERED INTO PLACE TIED TO ROPES. STAKE ALL SANDBAGS IN PLACE. MULCHING NOTES 1. FOR SEEDED AREAS, MULCH MAY BE MADE UP OF 1007: COTTONSEED MEAL; FIBERS MADE OF WOOD, RECYCLED CELLULOSE, HEMP, KENAF; COMPOST, OR BLENDS OF THESE. TACKIFIER SHALL BE PLANT -BASED, SUCH AS GUAR OR ALPHA PLANTAGO, OR CHEMICAL -BASED SUCH AS POLYACRYLAMIDE OR POLYMERS. ANY MULCH OR TACKIFIER PRODUCT USED SHALL BE INSTALLED PER MANUFACTURER'S INSTRUCTIONS. 2. APPLY MULCH AT ALL TIMES FOR SEEDED AREAS, FOR LESS THAN 30 DAYS ON DISTURBED AREAS THAT REQUIRE COVER, AND DURING THE WET SEASON ON SLOPES STEEPER THAN 3H:1V WITH MORE THAN 10 FEET OF VERTICAL RELIEF. 3. APPLY MULCH MATERIALS TO A MINIMUM 2 INCH THICKNESS AND 95 PERCENT GROUND COVERAGE. STOCKPILE NOTES 1. STOCKPILES SHALL BE STABILIZED (WITH PLASTIC COVERINGS OR OTHER APPROVED DEVICE) DAILY BETWEEN NOVEMBER 1 AND MARCH 31. 2. IN ANY SEASON, SEDIMENT LEACHING FROM STOCK PILES MUST BE PREVENTED. 3. TOPSOIL SHALL NOT BE PLACED WHILE IN A FROZEN OR MUDDY CONDITION, WHEN THE SUBGRADE IS EXCESSIVELY WET, OR WHEN CONDITIONS EXIST THAT MAY OTHERWISE BE DETRIMENTAL TO PROPER GRADING OR PROPOSED SODDING OR SEEDING. 4. PREVIOUSLY ESTABLISHED GRADES ON THE AREAS TO BE TOPSOILED SHALL BE MAINTAINED ACCORDING TO THE APPROVED PLAN. SEEDING NOTES 1. SEED MIXTURE BY WEIGHT SHALL BE 5% REDTOP, 50% PERENNIAL RYE, 40% CHEWING FESCUE AND 5% WHITE DUTCH CLOVER APPLIED AT THE RATE OF 120 LBS. PER ACRE. 2. THE OPTIMUM SEEDING WINDOWS FOR WESTERN WASHINGTON ARE APRIL 1 THROUGH JUNE 30 AND SEPTEMBER 1 THROUGH OCTOBER 1, 3. SEED BEDS PLATED BETWEEN JULY 1 AND AUGUST 30 SEEDING REQUIRES IRRIGATION UNTIL 75% GRASS COVER IS ESTABLISHED. 4. BETWEEN OCTOBER 1 AND MARCH 30 SEEDING REQUIRES A COVER OF MULCH WITH STRAW OR AN EROSION CONTROL BLANKET UNTIL 75% GRASS COVER IS ESTABLISHED. 5. IN GENERAL, 10-4-6 N -P -K SLOW-RELEASE FERTILIZER CAN BE USED AT A RATE OF 90 LBS. PER ACRE. SOIL TESTING SHOULD BE CONDUCTED TO DETERMINE THE EXACT TYPE AND QUANTITY OF FERTILIZER NEEDED. 6. HYDROSEED APPLICATIONS SHALL INCLUDE A MINIMUM OF 1,500 LBS. PER ACRE OF MULCH WITH 3% TACKIFIER. CHECK DAMS 1. WHERE TEMPORARY CHANNELS OR PERMANENT CHANNELS ARE NOT YET VEGETATED, CHANNEL LINING IS INFEASIBLE, AND/OR VELOCITY CHECKS ARE REQUIRED. 2. PLACE CHECK DAMS PERPENDICULAR TO THE FLOW OF WATER. THE DAM SHOULD FORM A TRIANGLE WHEN VIEWED FROM THE SIDE. THIS PREVENTS UNDERCUTTING AS WATER FLOWS OVER THE FACE OF THE DAM RATHER THAN FALLING DIRECTLY ONTO THE DITCH BOTTOM. 3. THE MAXIMUM SPACING BETWEEN THE DAMS SHALL BE SUCH THAT THE TOE OF THE UPSTREAM DAM IS AT THE SAME ELEVATION AS THE TOP OF THE DOWNSTREAM DAM. 4. SEE DETAILS FOR CHECK DAM DIMENSIONS. KEY THE STONE INTO THE DITCH BANKS AND EXTEND IT BEYOND THE ABUTMENTS A MINIMUM OF 18 INCHES TO AVOID WASHOUTS FROM OVERFLOW AROUND THE DAM. NUMBER 9339 REVISION BLOCK NO. DATE DESCRIPTION BY U •••� 1.MIDd �1� v ! °z o �YVy W i I�o(st NA Et��1��•� �1'ti\ V •1\\ ` �•••• DATE 3-11-2020 DRAWING NO. FTP2 9339BASE HEET _1 OF]f J U Z Z PTT -1 Depth (feet) Material Descriltion 3 0-2 Topsoil: Silt, sand, gravel, with organics: Loose, moist, dark brown. o � � Y V 2-6 Sandy GRAVEL/Gravelly SAND with trace to some silt ando o W occasional cobble and boulder: Loose to medium dense, moist, golden brown. (Glacial Outwash)(Sample S-1 @ 6 It Ln1 Test hole completed at approximately 6 feet on 2/7/20. Groundwater not observed at time of excavation.to Approximate surface elevation: 176 feet 2 Test Pit TP -1 Devth (feet) Material Description 0-2 Topsoil w 2-9 Sandy GRAVEI)Gravelly SAND with trace to some silt and w N occasional cobble and boulder: Loose to medium dense, o moist, golden brown. (Glacial Outwash) N Z Test pit completed at approximately 6 feet on 2/7/20 due to CrN N caving. Groundwater not observed at time of excavation. w Piezometer installed at 9 feet. o Approximate surface elevation: 172 feet Q � W Test Pit TP -2 Depth (feet) Material Description 0-2 Topsoil. co 2-9.5 Sandy GRAVEL/Gravelly SAND with trace to some silt and occasional cobble and boulder: Loose to medium dense, a moist, golden brown. (Glacial Outwash)(Sample S-1 @ 6 feet) C Test pit completed at approximately 9.5 feet on 2/7/20 due to LO Z Q caving. Groundwater not observed at time of excavation. Piezometer installed at 9.5 feet Urn Approximate surface elevation: 174 feet a¢ Q $ Test Pit TP -3 ^ N Depth (feet) Material Description Q 0-2 Topsoil 2-5 Sandy GRAVEL/Gravelly SAND with trace to some silt and occasional cobble and boulder: Loose to medium dense, moist, golden brown. (Glacial Outwash) r ^ Test pit completed at approximately 5 feet on 2/7/20. Groundwater not observed at time of excavation. O Approximate surface elevation: 175 feet r�l �J LLJV REVISION BLOCK NO. DATE DESCRIPTION BY U •••� 1.MIDd �1� v ! °z o �YVy W i I�o(st NA Et��1��•� �1'ti\ V •1\\ ` �•••• DATE 3-11-2020 DRAWING NO. FTP2 9339BASE HEET _1 OF]f c L c FILTER FABRIC MATERIAL IN CONTINUOUS ROLLS USE STAPLES OR WIRE RINGS TO ATTACH FABRIC TO WIRE WIRE MESH SUPPORT FENCE FOR FILTER FABRIC BURY BOTTOM OF FILTER MATERIAL IN 6"x8" TRENCH 2"x2" WOOD POSTS. STANDARD OR BETTER OR EQUIVALENT WIRE MESH SUPPORT FENCE (TO BE LOCATED ON THE DOWNHILL SIDE OF THE FILTER FABRIC) FILTER FABRIC MATERIAL NATIVE OR WASHED GRAVEL -- 0 e BACKFILL, 3/4" - 3" IN TRENCH )01 6�MIN. COMPACTION CRITERIA* FOOTING AREAS (BELOW STRUCTURES AND RETAINING WALLS) 95% UPPER 2 FEET IN PAVEMENT AREAS, SLABS AND SIDEWALKS, AND UTILITY TRENCHES N g 92% GROUND SURFACE 1 Z In J ti N ti o � I s 6' MAX. � g � 0 C) Q BURY BOTTOM OF FILTER MATERIAL IN 6"x8" TRENCH 2"x2" WOOD POSTS. STANDARD OR BETTER OR EQUIVALENT WIRE MESH SUPPORT FENCE (TO BE LOCATED ON THE DOWNHILL SIDE OF THE FILTER FABRIC) FILTER FABRIC MATERIAL NATIVE OR WASHED GRAVEL -- 0 e BACKFILL, 3/4" - 3" IN TRENCH )01 6�MIN. N w LINE FILTER MATERIAL IN 6" X 8" """_�2"x2" WOOD POSTS. TRENCH AND LEAVE MIN. 2" EXPOSED STANDARD OR BETTER FILTER FABRIC FENCE DETAIL OR EQUIVALENT N.T.S. 2'MIN 2'MIN DIKE MATERIAL COMPACTED TO 18" MIN. 95% PROCTO 1 � � 8„ MIN. 8' MINIMUM INTERCEPTOR DIKE SPACING -100',200' OR 300' DEPENDING ON GRADE (°) INTERCEPTOR DIKES N.T.S. LEVEL BOTTOM GRASS OR ROCK 2 1 2 1 1' MIN L, 1 2' MIN SPACING = 100', 200' OR 300' DEPENDING ON SLOPE 300' MAX. (b) INTERCEPTOR SWALE N.T.S. TEMPORARY INTERCEPTOR DIKES AND SWALES N.T.S L = THE DISTANCE SUCH THAT POINTS A & B ARE OF EQUAL ELEVATION 2 1 I - r2" TO 4"QUARRY SPALLS 11 L BIl 1 SPACING BETWEEN �1 4" TO 6" CHECK DAMS MIN. ROCK CHECK DAMS N.T.S. CRUZ DEVELOPMENT SEC. 29, TWN. 17 N., RNG 2 E", W.M. ROpO oo C S' p E p 2p, l 01- o oCOW o sol c FSS/� O � R = 25' MIN. O 12" MIN. DEPTH (6"MIN. FOR RESIDENTIAL ° oQ SINGLE FAMILY LOTS) O 4" TO 8" QUARRY SPALLS �5 (4" TO 6" FOR RESIDENTIAL SINGLE FAMILY LOTS) PROVIDE FULL WIDTH OF INGRESS/EGRESS AREA NOTE: GEOTEXTILE FABRIC MUST BE PLACED BENEATH QUARRY SPALLS CONSTRUCTION ENTRANCE ROCK PAD N. T. S. PROVIDE ADEQUATE STRAPPING POLYETHYLENE CAP PERFORATED POLYETHYLENE DRAINAGE TUBING. DIAMETER MIN. 2" LARGER THAN DEWATERING ORIFICE. TUBING SHALL COMPLY WITH ASTM F667 AND AASHTO M294. 1.5' MIN.L__ 3 E.L.=350.50 1 MAINTENANCE STANDARDS: 1. SEDIMENT SHALL BE REMOVED FROM THE POND WHEN IT REACHES 1' IN DEPTH. 2. ANY DAMAGE TO THE POND EMBANKMENTS OR SLOPES SHALL BE REPAIRED. 18" 0 MIN. RISER PIPE - (PRINCIPAL SPILLWAY) OPEN AT TOP W/ TRASH RACK. 4" 0 MIN. DEWATERING DEVICE (SEE RISER DETAIL) ELEV=354.50 1 1 6' ELEV=350.50 T 18" MIN.0 CORRUGATED METAL RISER W/TRASH RACK TACK WELD E.L.=355.50 3.5' MIN. " T T 1�ja t E.L.=352.00 i6" MIN. r-- 18" MIN. -f--- CONCRETE BASE �" 2 X RISER DIAMETER MIN.) DEWATERING ORIFICE: SCHEDULE 40 STEEL STUB ORIFICE DIAMETER= 2.30" (PER CALCULATIONS) OALTERNATIVELY, METAL STAKES AND WIRE MAY BE USED TO PREVENT FLOTATION RISER DETAIL N. T. S. EMBANKMENT COMPACTED 95%. PERVIOUS MATERIALS, SUCH AS CREST OF GRAVEL OR CLEAN SAND, EMERGENCY SHALL NOT BE USED SPILLWAY /1-l' MIN. TOP OF BERM EL.=357.50 -1' MI MIN - MAX. _- - -_ _ --- _ 2 MAX. _- -- ----- _-�1 1 ---------- _ ---------------- L---r � DEWATERING DISCHARGE TO -" TEMPORARY POND DIVIDER: INFILTRATION POND WIRE -BACKED FILTER ORIFICE CONCRETE BASE FABRIC FENCE OR (SEE RISER DETAIL) EQUIVALENT DIVIDER NOTE: TEMPORARY POND DIVIDER MUST BE 1/2 THE HEIGHT OF THE RISER AND A MINIMUM OF 1' BELOW THE TOP OF THE RISER. SEDIMENT POND CROSS-SECTION N.T.S. 12" 0 CMP 0 0.50% MIN. \� X GEOTECHNICAL __ NOTES (REFERENCE SOUTH SOUND GEOTECHNICAL CONSULTING REPORT DATED 2-20-20) A. GENERAL SITE PREPARATION 1. SITE GRADING AND EARTHWORK SHOULD INCLUDE PROCEDURES TO CONTROL SURFACE WATER RUNOFF. GRADING THE SITE WITHOUT ADEQUATE DRAINAGE CONTROL MEASURES MAY NEGATIVELY IMPACT SITE SOILS, RESULTING IN INCREASED EXPORT OF IMPACTED SOIL AND IMPORT OF FILL MATERIALS, THEREBY POTENTIALLY INCREASING THE COST OF THE EARTHWORK AND SUBGRADE PREPARATION PHASES OF THE PROJECT. 2. SITE GRADING SHOULD INCLUDE REMOVAL (STRIPPING) OF TOPSOIL AND ANY FILL ENCOUNTERED IN BUILDING AND PAVEMENT AREAS. SUBGRADES SHOULD CONSIST OF FIRM NATIVE SOILS FOLLOWING STRIPPING. FILL OR TOPSOIL THICKNESS AVERAGED ABOUT 2 FEET IN THE TEST PITS, BUT MAY BE DEEPER IN OTHER LOCATIONS. FINAL STRIPPING DEPTHS CAN ONLY BE DETERMINED AT THE TIME OF EARTHWORK. B. GENERAL SUBGRADE PREPARATION 1. SUBGRADES IN BUILDING AND PAVEMENT AREAS SHOULD CONSIST OF FIRM NATIVE OUTWASH SOILS. WE RECOMMEND EXPOSED SUBGRADES IN BUILDING AND CONVENTIONAL PAVEMENT AREAS ARE PROOFROLLED USING A LARGE ROLLER, LOADED DUMP TRUCK, OR OTHER MECHANICAL EQUIPMENT TO ASSESS SUBGRADE CONDITIONS FOLLOWING STRIPPING. PROOFROLLING EFFORTS SHOULD RESULT IN THE UPPER 1 FOOT OF SUBGRADE SOILS ACHIEVING A COMPACTION LEVEL OF AT LEAST 95 PERCENT OF THE MAXIMUM DRY DENSITY (MDD) PER THE ASTM D1557 TEST METHOD. WET, LOOSE, OR SOFT SUBGRADES THAT CANNOT ACHIEVE THIS COMPACTION LEVEL SHOULD BE REMOVED (OVER -EXCAVATED) AND REPLACED WITH STRUCTURAL FILL. THE DEPTH OF OVER -EXCAVATION SHOULD BE BASED. ON SOIL CONDITIONS AT THE TIME OF CONSTRUCTION. A REPRESENTATIVE OF SSGC SHOULD BE PRESENT TO ASSESS SUBGRADE CONDITIONS DURING PROOFROLLING. C. STRUCTURAL FILL MATERIALS 1. THE SUITABILITY OF SOIL FOR USE AS STRUCTURAL FILL WILL DEPEND ON THE GRADATION AND MOISTURE CONTENT OF THE SOIL WHEN IT IS PLACED. SOILS WITH HIGHER FINES CONTENT (SOIL FRACTION PASSING THE U.S. NO. 200 SIEVE) WILL BECOME SENSITIVE WITH HIGHER MOISTURE CONTENT. IT IS OFTEN DIFFICULT TO ACHIEVE ADEQUATE COMPACTION IF SOIL MOISTURE IS OUTSIDE OF OPTIMUM RANGES FOR SOILS THAT CONTAIN MORE THAN ABOUT 5 PERCENT FINES. 2. SITE SOILS: TOPSOIL IS NOT CONSIDERED SUITABLE FOR STRUCTURAL FILL DUE TO ORGANIC. IT CAN BE USED IN NON-STRUCTURAL FILL OR LANDSCAPE AREAS. NATIVE OUTWASH IS CONSIDERED SUITABLE FOR STRUCTURAL FILL, IF PROPERLY MOISTURE CONDITIONED. HOWEVER, THE OUTWASH CONTAINED VARIABLE COBBLES AND BOULDERS. PARTICLES LARGER THAN ABOUT 4 INCHES SHOULD BE SCREENED FROM OUTWASH SOILS PRIOR TO THEIR USE AS STRUCTURAL FILL. LARGER PARTICLES HAVE A TENDENCY TO CLUSTER DURING EARTHWORK ACTIVITIES AND CAN FORM VOIDS AND NON-UNIFORM COMPACTION. 3. IMPORT FILL MATERIALS: WE RECOMMEND IMPORT STRUCTURAL FILL PLACED DURING DRY WEATHER PERIODS CONSIST OF MATERIAL WHICH MEETS THE SPECIFICATIONS FOR GRAVEL BORROW AS DESCRIBED IN SECTION 9- 03.14(1) OF THE 2018 WASHINGTON STATE DEPARTMENT OF TRANSPORTATION (WSDOT) SPECIFICATIONS FOR ROAD, BRIDGE, AND MUNICIPAL CONSTRUCTION (PUBLICATION M 41-10). GRAVEL BORROW SHOULD BE PROTECTED FROM DISTURBANCE IF EXPOSED TO WET CONDITIONS AFTER PLACEMENT. 4. DURING WET WEATHER, OR FOR BACKFILL ON WET SUBGRADES, IMPORT SOIL SUITABLE FOR COMPACTION IN WETTER CONDITIONS SHOULD BE PROVIDED. IMPORTED FILL FOR USE IN WET CONDITIONS SHOULD GENERALLY CONFORM TO SPECIFICATIONS FOR SELECT BORROW AS DESCRIBED IN SECTION 9-03.14(2), OR CRUSHED SURFACING PER SECTION 9-03.9(3) OF THE 2018 WSDOT M-41 MANUAL, WITH THE MODIFICATION THAT A MAXIMUM OF 5 PERCENT BY WEIGHT SHALL PASS THE U.S. NO. 200 SIEVE FOR THESE SOIL TYPES. 5. STRUCTURAL FILL PLACEMENT AND COMPACTION IS WEATHER -DEPENDENT. DELAYS DUE TO INCLEMENT WEATHER ARE COMMON, EVEN WHEN USING SELECT GRANULAR FILL. WE RECOMMEND SITE GRADING AND EARTHWORK BE SCHEDULED FOR THE DRIER MONTHS OF THE YEAR. STRUCTURAL FILL SHOULD NOT CONSIST OF FROZEN MATERIAL. D. STRUCTURAL FILL PLACEMENT 1. WE RECOMMEND STRUCTURAL FILL IS PLACED IN LIFTS NOT EXCEEDING ABOUT 10 INCHES IN LOOSE MEASURE. IT MAY BE NECESSARY TO ADJUST LIFT THICKNESS BASED ON SITE AND FILL CONDITIONS DURING PLACEMENT AND COMPACTION. FINER GRAINED SOIL USED AS STRUCTURAL FILL AND/OR LIGHTER WEIGHT COMPACTION EQUIPMENT MAY REQUIRE SIGNIFICANTLY THINNER LIFTS TO ATTAIN REQUIRED COMPACTION LEVELS. COARSER GRANULAR SOIL WITH LOWER FINES CONTENTS COULD POTENTIALLY BE PLACED IN THICKER LIFTS IF THEY CAN BE ADEQUATELY COMPACTED. STRUCTURAL FILL SHOULD BE COMPACTED TO ATTAIN THE RECOMMENDED LEVELS PRESENTED IN TABLE 1, COMPACTION CRITERIA. 2. TRENCH BACKFILL WITHIN ABOUT 2 FEET OF UTILITY LINES SHOULD NOT BE OVER -COMPACTED TO REDUCE THE RISK OF DAMAGE TO THE LINE. IN SOME INSTANCES THE TOP OF THE UTILITY LINE MAY BE WITHIN 2 FEET OF THE SURFACE. BACKFILL IN THESE CIRCUMSTANCES SHOULD BE COMPACTED TO A FIRM AND UNYIELDING CONDITION. TABLE 1. COMPACTION CRITERIA FILL APPLICATION COMPACTION CRITERIA* FOOTING AREAS (BELOW STRUCTURES AND RETAINING WALLS) 95% UPPER 2 FEET IN PAVEMENT AREAS, SLABS AND SIDEWALKS, AND UTILITY TRENCHES 95% O 92% UTILITY TRENCHES OR GENERAL FILL IN NON -PAVED OR -BUILDING AREAS 1 Z In J ti N ti N w LINE FILTER MATERIAL IN 6" X 8" """_�2"x2" WOOD POSTS. TRENCH AND LEAVE MIN. 2" EXPOSED STANDARD OR BETTER FILTER FABRIC FENCE DETAIL OR EQUIVALENT N.T.S. 2'MIN 2'MIN DIKE MATERIAL COMPACTED TO 18" MIN. 95% PROCTO 1 � � 8„ MIN. 8' MINIMUM INTERCEPTOR DIKE SPACING -100',200' OR 300' DEPENDING ON GRADE (°) INTERCEPTOR DIKES N.T.S. LEVEL BOTTOM GRASS OR ROCK 2 1 2 1 1' MIN L, 1 2' MIN SPACING = 100', 200' OR 300' DEPENDING ON SLOPE 300' MAX. (b) INTERCEPTOR SWALE N.T.S. TEMPORARY INTERCEPTOR DIKES AND SWALES N.T.S L = THE DISTANCE SUCH THAT POINTS A & B ARE OF EQUAL ELEVATION 2 1 I - r2" TO 4"QUARRY SPALLS 11 L BIl 1 SPACING BETWEEN �1 4" TO 6" CHECK DAMS MIN. ROCK CHECK DAMS N.T.S. CRUZ DEVELOPMENT SEC. 29, TWN. 17 N., RNG 2 E", W.M. ROpO oo C S' p E p 2p, l 01- o oCOW o sol c FSS/� O � R = 25' MIN. O 12" MIN. DEPTH (6"MIN. FOR RESIDENTIAL ° oQ SINGLE FAMILY LOTS) O 4" TO 8" QUARRY SPALLS �5 (4" TO 6" FOR RESIDENTIAL SINGLE FAMILY LOTS) PROVIDE FULL WIDTH OF INGRESS/EGRESS AREA NOTE: GEOTEXTILE FABRIC MUST BE PLACED BENEATH QUARRY SPALLS CONSTRUCTION ENTRANCE ROCK PAD N. T. S. PROVIDE ADEQUATE STRAPPING POLYETHYLENE CAP PERFORATED POLYETHYLENE DRAINAGE TUBING. DIAMETER MIN. 2" LARGER THAN DEWATERING ORIFICE. TUBING SHALL COMPLY WITH ASTM F667 AND AASHTO M294. 1.5' MIN.L__ 3 E.L.=350.50 1 MAINTENANCE STANDARDS: 1. SEDIMENT SHALL BE REMOVED FROM THE POND WHEN IT REACHES 1' IN DEPTH. 2. ANY DAMAGE TO THE POND EMBANKMENTS OR SLOPES SHALL BE REPAIRED. 18" 0 MIN. RISER PIPE - (PRINCIPAL SPILLWAY) OPEN AT TOP W/ TRASH RACK. 4" 0 MIN. DEWATERING DEVICE (SEE RISER DETAIL) ELEV=354.50 1 1 6' ELEV=350.50 T 18" MIN.0 CORRUGATED METAL RISER W/TRASH RACK TACK WELD E.L.=355.50 3.5' MIN. " T T 1�ja t E.L.=352.00 i6" MIN. r-- 18" MIN. -f--- CONCRETE BASE �" 2 X RISER DIAMETER MIN.) DEWATERING ORIFICE: SCHEDULE 40 STEEL STUB ORIFICE DIAMETER= 2.30" (PER CALCULATIONS) OALTERNATIVELY, METAL STAKES AND WIRE MAY BE USED TO PREVENT FLOTATION RISER DETAIL N. T. S. EMBANKMENT COMPACTED 95%. PERVIOUS MATERIALS, SUCH AS CREST OF GRAVEL OR CLEAN SAND, EMERGENCY SHALL NOT BE USED SPILLWAY /1-l' MIN. TOP OF BERM EL.=357.50 -1' MI MIN - MAX. _- - -_ _ --- _ 2 MAX. _- -- ----- _-�1 1 ---------- _ ---------------- L---r � DEWATERING DISCHARGE TO -" TEMPORARY POND DIVIDER: INFILTRATION POND WIRE -BACKED FILTER ORIFICE CONCRETE BASE FABRIC FENCE OR (SEE RISER DETAIL) EQUIVALENT DIVIDER NOTE: TEMPORARY POND DIVIDER MUST BE 1/2 THE HEIGHT OF THE RISER AND A MINIMUM OF 1' BELOW THE TOP OF THE RISER. SEDIMENT POND CROSS-SECTION N.T.S. 12" 0 CMP 0 0.50% MIN. \� X GEOTECHNICAL __ NOTES (REFERENCE SOUTH SOUND GEOTECHNICAL CONSULTING REPORT DATED 2-20-20) A. GENERAL SITE PREPARATION 1. SITE GRADING AND EARTHWORK SHOULD INCLUDE PROCEDURES TO CONTROL SURFACE WATER RUNOFF. GRADING THE SITE WITHOUT ADEQUATE DRAINAGE CONTROL MEASURES MAY NEGATIVELY IMPACT SITE SOILS, RESULTING IN INCREASED EXPORT OF IMPACTED SOIL AND IMPORT OF FILL MATERIALS, THEREBY POTENTIALLY INCREASING THE COST OF THE EARTHWORK AND SUBGRADE PREPARATION PHASES OF THE PROJECT. 2. SITE GRADING SHOULD INCLUDE REMOVAL (STRIPPING) OF TOPSOIL AND ANY FILL ENCOUNTERED IN BUILDING AND PAVEMENT AREAS. SUBGRADES SHOULD CONSIST OF FIRM NATIVE SOILS FOLLOWING STRIPPING. FILL OR TOPSOIL THICKNESS AVERAGED ABOUT 2 FEET IN THE TEST PITS, BUT MAY BE DEEPER IN OTHER LOCATIONS. FINAL STRIPPING DEPTHS CAN ONLY BE DETERMINED AT THE TIME OF EARTHWORK. B. GENERAL SUBGRADE PREPARATION 1. SUBGRADES IN BUILDING AND PAVEMENT AREAS SHOULD CONSIST OF FIRM NATIVE OUTWASH SOILS. WE RECOMMEND EXPOSED SUBGRADES IN BUILDING AND CONVENTIONAL PAVEMENT AREAS ARE PROOFROLLED USING A LARGE ROLLER, LOADED DUMP TRUCK, OR OTHER MECHANICAL EQUIPMENT TO ASSESS SUBGRADE CONDITIONS FOLLOWING STRIPPING. PROOFROLLING EFFORTS SHOULD RESULT IN THE UPPER 1 FOOT OF SUBGRADE SOILS ACHIEVING A COMPACTION LEVEL OF AT LEAST 95 PERCENT OF THE MAXIMUM DRY DENSITY (MDD) PER THE ASTM D1557 TEST METHOD. WET, LOOSE, OR SOFT SUBGRADES THAT CANNOT ACHIEVE THIS COMPACTION LEVEL SHOULD BE REMOVED (OVER -EXCAVATED) AND REPLACED WITH STRUCTURAL FILL. THE DEPTH OF OVER -EXCAVATION SHOULD BE BASED. ON SOIL CONDITIONS AT THE TIME OF CONSTRUCTION. A REPRESENTATIVE OF SSGC SHOULD BE PRESENT TO ASSESS SUBGRADE CONDITIONS DURING PROOFROLLING. C. STRUCTURAL FILL MATERIALS 1. THE SUITABILITY OF SOIL FOR USE AS STRUCTURAL FILL WILL DEPEND ON THE GRADATION AND MOISTURE CONTENT OF THE SOIL WHEN IT IS PLACED. SOILS WITH HIGHER FINES CONTENT (SOIL FRACTION PASSING THE U.S. NO. 200 SIEVE) WILL BECOME SENSITIVE WITH HIGHER MOISTURE CONTENT. IT IS OFTEN DIFFICULT TO ACHIEVE ADEQUATE COMPACTION IF SOIL MOISTURE IS OUTSIDE OF OPTIMUM RANGES FOR SOILS THAT CONTAIN MORE THAN ABOUT 5 PERCENT FINES. 2. SITE SOILS: TOPSOIL IS NOT CONSIDERED SUITABLE FOR STRUCTURAL FILL DUE TO ORGANIC. IT CAN BE USED IN NON-STRUCTURAL FILL OR LANDSCAPE AREAS. NATIVE OUTWASH IS CONSIDERED SUITABLE FOR STRUCTURAL FILL, IF PROPERLY MOISTURE CONDITIONED. HOWEVER, THE OUTWASH CONTAINED VARIABLE COBBLES AND BOULDERS. PARTICLES LARGER THAN ABOUT 4 INCHES SHOULD BE SCREENED FROM OUTWASH SOILS PRIOR TO THEIR USE AS STRUCTURAL FILL. LARGER PARTICLES HAVE A TENDENCY TO CLUSTER DURING EARTHWORK ACTIVITIES AND CAN FORM VOIDS AND NON-UNIFORM COMPACTION. 3. IMPORT FILL MATERIALS: WE RECOMMEND IMPORT STRUCTURAL FILL PLACED DURING DRY WEATHER PERIODS CONSIST OF MATERIAL WHICH MEETS THE SPECIFICATIONS FOR GRAVEL BORROW AS DESCRIBED IN SECTION 9- 03.14(1) OF THE 2018 WASHINGTON STATE DEPARTMENT OF TRANSPORTATION (WSDOT) SPECIFICATIONS FOR ROAD, BRIDGE, AND MUNICIPAL CONSTRUCTION (PUBLICATION M 41-10). GRAVEL BORROW SHOULD BE PROTECTED FROM DISTURBANCE IF EXPOSED TO WET CONDITIONS AFTER PLACEMENT. 4. DURING WET WEATHER, OR FOR BACKFILL ON WET SUBGRADES, IMPORT SOIL SUITABLE FOR COMPACTION IN WETTER CONDITIONS SHOULD BE PROVIDED. IMPORTED FILL FOR USE IN WET CONDITIONS SHOULD GENERALLY CONFORM TO SPECIFICATIONS FOR SELECT BORROW AS DESCRIBED IN SECTION 9-03.14(2), OR CRUSHED SURFACING PER SECTION 9-03.9(3) OF THE 2018 WSDOT M-41 MANUAL, WITH THE MODIFICATION THAT A MAXIMUM OF 5 PERCENT BY WEIGHT SHALL PASS THE U.S. NO. 200 SIEVE FOR THESE SOIL TYPES. 5. STRUCTURAL FILL PLACEMENT AND COMPACTION IS WEATHER -DEPENDENT. DELAYS DUE TO INCLEMENT WEATHER ARE COMMON, EVEN WHEN USING SELECT GRANULAR FILL. WE RECOMMEND SITE GRADING AND EARTHWORK BE SCHEDULED FOR THE DRIER MONTHS OF THE YEAR. STRUCTURAL FILL SHOULD NOT CONSIST OF FROZEN MATERIAL. D. STRUCTURAL FILL PLACEMENT 1. WE RECOMMEND STRUCTURAL FILL IS PLACED IN LIFTS NOT EXCEEDING ABOUT 10 INCHES IN LOOSE MEASURE. IT MAY BE NECESSARY TO ADJUST LIFT THICKNESS BASED ON SITE AND FILL CONDITIONS DURING PLACEMENT AND COMPACTION. FINER GRAINED SOIL USED AS STRUCTURAL FILL AND/OR LIGHTER WEIGHT COMPACTION EQUIPMENT MAY REQUIRE SIGNIFICANTLY THINNER LIFTS TO ATTAIN REQUIRED COMPACTION LEVELS. COARSER GRANULAR SOIL WITH LOWER FINES CONTENTS COULD POTENTIALLY BE PLACED IN THICKER LIFTS IF THEY CAN BE ADEQUATELY COMPACTED. STRUCTURAL FILL SHOULD BE COMPACTED TO ATTAIN THE RECOMMENDED LEVELS PRESENTED IN TABLE 1, COMPACTION CRITERIA. 2. TRENCH BACKFILL WITHIN ABOUT 2 FEET OF UTILITY LINES SHOULD NOT BE OVER -COMPACTED TO REDUCE THE RISK OF DAMAGE TO THE LINE. IN SOME INSTANCES THE TOP OF THE UTILITY LINE MAY BE WITHIN 2 FEET OF THE SURFACE. BACKFILL IN THESE CIRCUMSTANCES SHOULD BE COMPACTED TO A FIRM AND UNYIELDING CONDITION. TABLE 1. COMPACTION CRITERIA FILL APPLICATION COMPACTION CRITERIA* FOOTING AREAS (BELOW STRUCTURES AND RETAINING WALLS) 95% UPPER 2 FEET IN PAVEMENT AREAS, SLABS AND SIDEWALKS, AND UTILITY TRENCHES 95% BELOW 2 FEET IN PAVEMENT AREAS, SLABS AND SIDEWALKS, AND UTILITY TRENCHES 92% UTILITY TRENCHES OR GENERAL FILL IN NON -PAVED OR -BUILDING AREAS 90% 3. WE RECOMMEND FILL PROCEDURES INCLUDE MAINTAINING GRADES THAT PROMOTE DRAINAGE AND DO NOT ALLOW PONDING OF WATER WITHIN THE FILL AREA. THE CONTRACTOR SHOULD PROTECT COMPACTED FILL SUBGRADES FROM DISTURBANCE DURING WET WEATHER. IN THE EVENT OF RAIN DURING STRUCTURAL FILL PLACEMENT, THE EXPOSED FILL SURFACE SHOULD BE ALLOWED TO DRY PRIOR TO PLACEMENT OF ADDITIONAL FILL. ALTERNATIVELY, THE WET SOIL CAN BE REMOVED. WE RECOMMEND CONSIDERATION IS GIVEN TO PROTECTING HAUL ROUTES AND OTHER HIGH TRAFFIC AREAS WITH FREE -DRAINING GRANULAR FILL MATERIAL (I.E. SAND AND GRAVEL CONTAINING LESS THAN 5 PERCENT FINES) OR QUARRY SPALLS TO REDUCE THE POTENTIAL FOR DISTURBANCE TO THE SUBGRADE DURING INCLEMENT WEATHER. E. EARTHWORK PROCEDURES 1. CONVENTIONAL EARTHMOVING EQUIPMENT SHOULD BE SUITABLE FOR EARTHWORK AT THIS SITE. EARTHWORK MAY BE DIFFICULT DURING PERIODS OF WET WEATHER OR IF ELEVATED SOIL MOISTURE IS PRESENT. EXCAVATED SITE SOILS MAY NOT BE SUITABLE AS STRUCTURAL FILL DEPENDING ON THE SOIL MOISTURE CONTENT AND WEATHER CONDITIONS AT THE TIME OF EARTHWORK. IF SOILS ARE STOCKPILED AND WET WEATHER IS ANTICIPATED, THE STOCKPILE SHOULD BE PROTECTED WITH SECURELY ANCHORED PLASTIC SHEETING. IF STOCKPILED SOILS BECOME UNUSABLE, IT MAY BECOME NECESSARY TO IMPORT CLEAN, GRANULAR SOILS TO COMPLETE WET WEATHER SITE WORK. 2. WET OR DISTURBED SUBGRADE SOILS SHOULD BE OVER -EXCAVATED TO EXPOSE FIRM, NON -YIELDING, NON-ORGANIC SOILS AND BACKFILLED WITH COMPACTED STRUCTURAL FILL. WE RECOMMEND THE EARTHWORK PORTION OF THIS PROJECT BE COMPLETED DURING EXTENDED PERIODS OF DRY WEATHER. IF EARTHWORK IS COMPLETED DURING THE WET SEASON (TYPICALLY LATE OCTOBER THROUGH MAY)IT MAY BE NECESSARY TO TAKE EXTRA MEASURES TO PROTECT SUBGRADE SOILS. 3. IF EARTHWORK TAKES PLACE DURING FREEZING CONDITIONS, WE RECOMMEND THE EXPOSED SUBGRADE BE ALLOWED TO THAW AND BE RE -COMPACTED PRIOR TO PLACING SUBSEQUENT LIFTS OF STRUCTURAL FILL. ALTERNATIVELY, THE FROZEN SOIL CAN BE REMOVED TO UNFROZEN SOIL AND REPLACED WITH STRUCTURAL FILL. 4. THE CONTRACTOR IS RESPONSIBLE FOR DESIGNING AND CONSTRUCTING STABLE, TEMPORARY EXCAVATIONS (SUCH AS UTILITY TRENCHES) TO MAINTAIN STABILITY OF EXCAVATION SIDES AND BOTTOMS. EXCAVATIONS SHOULD BE SLOPED OR SHORED IN THE INTEREST OF SAFETY FOLLOWING LOCAL AND FEDERAL REGULATIONS, INCLUDING CURRENT OSHA EXCAVATION AND TRENCH SAFETY STANDARDS. TEMPORARY EXCAVATION CUTS SHOULD BE SLOPED AT INCLINATIONS OF 1.5H:1V (HORIZONTAL: VERTICAL) OR FLATTER, UNLESS THE CONTRACTOR CAN DEMONSTRATE THE SAFETY OF STEEPER INCLINATIONS. DEEPER EXCAVATIONS MAY REQUIRE SHORING. PERMANENT CUT AND FILL SLOPES SHOULD BE GRADED AT INCLINATIONS OF 2H:1 V, OR FLATTER. 5. A GEOTECHNICAL ENGINEER AND ACCREDITED TESTING MATERIAL LABORATORY SHOULD BE RETAINED DURING THE CONSTRUCTION PHASE OF THE PROJECT TO OBSERVE EARTHWORK OPERATIONS AND TO PERFORM NECESSARY TESTS AND OBSERVATIONS DURING SUBGRADE PREPARATION, PLACEMENT AND COMPACTION OF STRUCTURAL FILL, AND BACKFILLING OF EXCAVATIONS. REVISION BLOCK NO. DATE DESCRIPTION BY I.MIDd oto i OF A&'.. f1 ¢�� 3e 2�r . oAV �j jp 1po 4 i 0 TP3 NUMBER 9339 Lu 2 Z 2 U U J In J ti ti o � s � g � 0 C) Q �Q 0 LLJ � 3 U� U N W Q S p p U 0 101M 48 �5 � `h �Lo U� Urn Q a3 0 U DATE 3-11-2020 DRAWING NO. 9339BASE SHEET _�L OF 15 2 O_ U J J ti W LoU J C) Q �Q U� n N U z o a Q � a W 0 101M 48 �5 � `h �Lo U� Urn Q a3 0 U DATE 3-11-2020 DRAWING NO. 9339BASE SHEET _�L OF 15 CONSTRUCTION NOTES Oi FOR CONSTRUCTION OF DRIVEWAY APPROACH, SEE DETAIL ON SHEET RS1. SEE DETAIL ON THIS SHEET FOR ENTRANCE ISLAND CONSTRUCTION. OALL PAVEMENT DIMENSIONS ARE TO EDGE OF ASPHALT OR EXTERIOR FACE OF BUILDING UNLESS OTHERWISE NOTED. ALL SPOT ELEVATIONS ARE TO TOP OF ASPHALT PAVEMENT UNLESS OTHERWISE NOTED, SEE CITY STANDARD NOTES FOR PARKING LOT CONSTRUCTION ON SHEET RS1. SEE ASPHALT CONCRETE PAVEMENT NOTES ON SHEET RS1 FOR ASPHALT PAVEMENT CONSTRUCTION. NATIVE SUBGRADE SHALL BE FREE OF ORGANIC AND DELETERIOUS MATERIAL. O3 INSTALL CONCRETE WHEEL STOPS AT ALL PARKING STALLS PER DETAIL ON SHEET RS1. SET WHEEL STOPS 18 INCHES FROM EDGE OF ASPHALT TO CENTER OF WHEEL STOP. ENSURE MINIMUM 1 INCH GAP UNDER WHEEL STOP TO ALLOW STORMWATER RUNOFF TO ENTER BIORETENTION CELLS. ® INSTALL CEMENT CONCRETE EXTRUDED CURB AROUND ALL LANDSCAPE ISLANDS WITHOUT BIORETENTION CELLS AND AT DRIVEWAY ENTRANCE AS SHOWN. SEE EXTRUDED CURB DETAIL ON SHEET RSI. O5 6 -FOOT HIGH CHAIN LINK FENCE (WSDOT TYPE 3) PER WSDOT STD. PLAN L-20.10-03 ON SHEET RS2 OR APPROVED EQUAL. PROVIDE 24 -FOOT WIDE SLIDING OR DOUBLE -LEAF SWING GATES AT ALL DRIVE AISLE CROSSINGS. © CONSTRUCT ADJACENT GRAVEL VEHICLE STORAGE AREAS USING CRUSHED SURFACING BASE COURSE (CSBC) PER WSDOT STD. SPEC. 9-03.9(3) OR GRAVEL BASE PER WSDOT STD. SPEC, 9-03.10, 4 INCHES MINIMUM COMPACTED DEPTH, OVER COMPACTED NATIVE SUBGRADE. 1 6, PRECAST MOUNTABLE CURB, SEE WSDOT STD. PLAN F-10.62-02 ON SHEET RS2 X.00 /ASPHALT CONCRETE, 2" MIN. COMPACTED DEPTH OVER CSBC. 4" MIN. COMPACTED DEPTH FLUSH TO TOP OF CURB N 0 ENTRANCE ISLAND DETAIL SCALE. 1"=3' FOR THE APPLICATION FOR PERMIT TO REMOVE OR DESTROY A SURVEY MONUMENT. CONTACT THE CITY OF YELM PUBLIC WORKS AND UTILITIES, AT 360-458-8406 FOR ADDITIONAL INFORMATION. PURSUANT TO RCW 58.24.040 (8) AND WAC 332-120, BEFORE REMOVING OR DESTROYING ANY MONUMENT ON THE BOUNDARY OF ANY EASEMENT, CALL BEFORE YOU DIC. RIGHT OF WAY, LOT, TRACT, OR PARCEL OF REAL THE CONTRACTOR SHALL BE FULLY RESPONSIBLE FOR PROPERTY, A CONTROLLING POINT FOR A PLAT; OR THE LOCATION AND PROTECTION OF ALL EXISTING A POINT WHICH IS A GENERAL LAND OFFICE UTILITIES. THE CONTRACTOR SHALL VERIFY ALL UTILITY SURVEY CORNER, THE APPLICATION REQUIRED BY LOCATIONS PRIOR TO CONSTRUCTION BY CALLING THE THIS CHAPTER SHALL BE SUBMITTED, SIGNED AND UNDERGROUND LOCATE LINE AT 811 A MINIMUM OF 48 SEALED BY A LAND SURVEYOR OR ENGINEER AS HOURS PRIOR TO ANY EXCAVATION. DEFINED IN THIS CHAPTER. UTILITY CONFLICT NOTE: CAUTION: THE CONTRACTOR SHALL BE FULLY RESPONSIBLE FOR VERIFYING THE LOCATION, AND DEPTH OF ALL EXISTING UTILITIES WHETHER SHOWN ON THESE PLANS OR NOT BY POTHOLING THE UTILITIES AND SURVEYING THE HORIZONTAL AND VERTICAL LOCATION PRIOR TO CONSTRUCTION. THIS SHALL INCLUDE CALLING UTILITY LOCATE 0 811 AND THEN POTHOLING ALL OF THE EXISTING UTILITIES AT LOCATIONS OF NEW UTILITY CROSSINGS TO PHYSICALLY VERIFY WHETHER OR NOT CONFLICTS EXIST. LOCATION OF SAID UTILITIES AS SHOWN ON THESE PLANS ARE BASED UPON THE UNVERIFIED PUBLIC INFORMATION AND ARE SUBJECT TO VARIATION. IF CONFLICTS SHOULD OCCUR, THE CONTRACTOR SHALL CONSULT THE PROJECT ENGINEER TO RESOLVE ALL PROBLEMS PRIOR TO PROCEEDING WITH CONSTRUCTION. 's s CRUZ DE VEL 0,01UEN T SEC. 29, TWN. 17 N., RNG 2 E., W.M. C lvo.a4 —moo TERMINATE EXTRUDOI 357 - w w W w S W w W W w W w I W W w w w w W W w w w w w W W w w w w W w w w w w W W W w w w W W w W W W w w w W w w w Z15 8 w 357 35 5 743 357.79 RIDGE 46 2 I \ 5 \\ h 7.87 -130.00' - \ 10' 19--1"`-�' 24 I \ \ 357.77 7.82 357 7 o / F W­ V Radius Table RADIUS # RADII (FT) Northing Easting R1 30.00 590206.94 1121231.50 R2 30.00 590203.66 1 1121324.20 ALL OTHER CURB OR PAVEMENT RADII NOT CALLED OUT ARE 3'. Ln O. 4x Imo. 9 81 Y 19 24' --19' — _ O 35✓ - IIN IT IIII — COMMERCIAL BUILDING 120 x 100' FF=358.50 —123' 27'- (D 7 O z: r— r ®j ry 6.50 4- 1357.71 \Tl / —0- wl J 7.5,7 U t1 24' 35 s7 SCALE: I"=30' 0 15 30 60 VERTICAL DATUM (WSRN) NAVD 88 ESTABLISHED USING GPS RTK ROVER CONSTRAINED TO THE WASHINGTON STATE REFERENCE NETWORK (WSRN) STATIONS CONTOUR INTERVAL=1 ' TOPOGRAPHY PREPARED BY LARSON & ASSOCIATES HORIZONTAL DATUM NAD 83/11 WASHINGTON SOUTH ZONE ESTABLISHED USING GPS RTK ROVER CONSTRAINED TO THE WASHINGTON STATE REFERENCE NETWORK (WSRN) STATIONS LEGEND PROPERTY LINE w FUTURE ROW LINE - — — — — - / Ulw W W ---423---- PROPOSED CONTOUR Yss w W EXISTING WOOD FENCE co PROPOSED CHAIN LINK FENCE W FAX I n 354 58 w w w w w R2 U 36' w w PROPOSED WATER LINE ).19 PROPOSED SEWER LINE w EXISTING TELECOMMUNICATIONS LINE 9 �3Ss w EXISTING UTILITY POLE 0 EXISTING JUNCTION BOX --a 27.00' W W w TERMINATE EXTRUDED CURB m EXISTING PHONE RISER w w w EXISTING FIRE HYDRANT TA PROPOSED FIRE HYDRANT w 75w w w --- 1.56 EXISTING TREE wwww w w (n EXISTING PAVEMENT W w 0 PROPOSED PAVEMENT U w W w W WSDOT TEMP CONSTRUCTION EASEMENT. r„c Ki j\ w w W �F ww w w w w W w w I 357. W n Ln O. 4x Imo. 9 81 Y 19 24' --19' — _ O 35✓ - IIN IT IIII — COMMERCIAL BUILDING 120 x 100' FF=358.50 —123' 27'- (D 7 O z: r— r ®j ry 6.50 4- 1357.71 \Tl / —0- wl J 7.5,7 U t1 24' 35 s7 SCALE: I"=30' 0 15 30 60 VERTICAL DATUM (WSRN) NAVD 88 ESTABLISHED USING GPS RTK ROVER CONSTRAINED TO THE WASHINGTON STATE REFERENCE NETWORK (WSRN) STATIONS CONTOUR INTERVAL=1 ' TOPOGRAPHY PREPARED BY LARSON & ASSOCIATES HORIZONTAL DATUM NAD 83/11 WASHINGTON SOUTH ZONE ESTABLISHED USING GPS RTK ROVER CONSTRAINED TO THE WASHINGTON STATE REFERENCE NETWORK (WSRN) STATIONS LEGEND REVISION BLOCK N0. I DATE DESCRIPTION BY OB PROPERTY LINE -- FUTURE ROW LINE - — — — — - EASEMENT 123 EXISTING CONTOUR ---423---- PROPOSED CONTOUR El EXISTING WOOD FENCE 9 PROPOSED CHAIN LINK FENCE Z FAX U PIS PROX,WATER ILIN� S SEWER LIN U �XISTING APPROX. LOCATION w PROPOSED WATER LINE --6 PROPOSED SEWER LINE T EXISTING TELECOMMUNICATIONS LINE 9 FOUND MONUMENT AS STATED -0- EXISTING UTILITY POLE 0 EXISTING JUNCTION BOX ® EXISTING SIGNAL POLE m EXISTING PHONE RISER �j EXISTING FIRE HYDRANT TA PROPOSED FIRE HYDRANT IF EXISTING MAILBOX U EXISTING TREE Y U EXISTING GRAVEL (n EXISTING PAVEMENT W EXISTING CONCRETE Q PROPOSED PAVEMENT U PROPOSED GRAVEL O WSDOT TEMP CONSTRUCTION EASEMENT. REVISION BLOCK N0. I DATE DESCRIPTION BY OB NUMBER J 9339 �N 0 4 � Q !W 6 W � Z U O oN U U J p Q U Q 2 N F= U q p U 3 Y U (n ¢ W Q ck� U O o� I M to a - U 0 J �N 4 !W 6 W � CLJ O oN U U J p Q �3 Q N F= U a � Q g `J z z V 1, AV i Q DATE 3-12-2020 DRAWING NO. PA V 93398ASE HEEL 5 OFA 0 �N 4 Q W � U � L� Urn Q �Q �3 Q U `J z z V 1, AV i Q DATE 3-12-2020 DRAWING NO. PA V 93398ASE HEEL 5 OFA CONSTRUCTION NOTES O FOR DIMENSIONS OF BIORETEN77ON CELLS, SEE SCHEDULE BELOW. SEE SHEET RS3 FOR TYPICAL BIORETEN77ON CELL CROSS SECTION AND INSTALLATION NOTES. DO NOT COMPACT SUBGRADE, PROOFROLL ONLY. FOR PLANTINGS WITHIN BIORETENTION CELLS, SEE ACCOMPANYING LANDSCAPE PLANS. OSEE SHEET PND FOR INFILTRATION POND SECTIONS AND CONSTRUCTION NOTES. NATIVE SUBGRADE OF INFILTRATION POND SHALL BE PROOFROLLED ONLY. DO NOT COMPACT SUBGRADE. A MINIMUM OF 2 (TWO) INFILTRATION TESTS SHALL BE PERFORMED ON THE NATIVE SUBGRADE AT POND BOTTOM TO VERIFY THE DESIGN INFILTRATION RATE. TEST RESULTS SHALL BE CERTIFIED BY THE ENTITY PERFORMING THE TESTS AND THE RESULTS PROVIDED TO THE DESIGN ENGINEER. THE INFILTRATION POND SHALL REMAIN 'OFF-LINE"UNTIL ALL ONSITE DISTURUBED AREAS HAVE BEEN STABILIZED. OSEE SHEET PND FOR BIOFILTRATION SWALE PROFILE. PROVIDE 15 -FOOT WIDE VEHICLE ACCESS WHERE SHOWN USING BALLAST OR SHOULDER BALLAST CONFORMING TO WSDOT STD. SPEC. 9-03.9(1) OR 9-03.9(2), MINIMUM 8 -INCHES COMPACTED DEPTH, ACROSS SWALE BOTTOM AND SIDE SLOPES. PLACE BALLAST OVER WOVEN GEOTEX77LE FABRIC, MINIMUM 200 LB GRAB TENSILE STRENGTH. TOP OF BALLAST SHALL MATCH GRADE OF SWALE BOTTOM SO AS NOT TO IMPEDE RUNOFF FLOW ACROSS IT. 04 INSTALL DEBRIS BARRIER AT PIPE END PER DETAIL ON THIS SHEET. PROVIDE RIP RAP PAD, 6' W X V D, TO POND BOTTOM AND EXTENDING 1 FOOT ABOVE PIPE CROWN. O ALL ROOF DRAIN TIGHTLINE PIPE SHALL BE 6 -INCH ADS (N-12) OR PVC (SDR -35) AT MINIMUM 0.5% SLOPE. CONNECT TO ROOF DOWNSPOUTS WITH WYE FITTING. PROVIDE ADDITIONAL WYE FITTING FOR CLEANOUT WITH THREADED PLUG SET MINIMUM 3 INCHES ABOVE FINISH GRADE. © FOR ALL LANDSCAPED AREAS OUTSIDE OF THE BIORETENTION CELLS PROVIDE COMPOST AMENDED TOPSOIL, 8 -INCH DEPTH, PER NOTES ON SHEET RSI. WELD ENDS TO FRAME 4 EA. 1/4" X 2" X 5" STRIPS UNIFORMLY SPACED AND WELDED TO 3/4" 0 FRAME C 4" SPACING 4" 0 FRAME 2" GALV. BOLTS TRASH RACK N. T.S. FILTER FABRI LINER UNDER ROCK FLOWN � 45' NOTE: ALL STEEL PARTS TO BE GALVANIZED AND ASPHALT COATED (TREATMENT 1 OR BETTER). PLACE ROCK 1' ABOVE CROWN VMIN. DISCHARGE PIPE I -ROCK THICKNESS=1' MIN. (AS SHOWN ON PLAN) RIP RAP PAD N.T.S. EX EX PROPOSED RI -W7, BIORETENTION CELL SCHEDULE CELL# CELL LOCATION BOTTOM LENGTH (FT) BOTTOM WIDTH (FT) DEPTH (FT) TOP LENGTH (FT) TOP WIDTH (FT) 1 FRONTAGE LANDSCAPE BUFFER 260.0 2.5 1.5 266.0 8.5 2 EAST OF DRIVEWAY ENTRANCE 29.0 1.0 1.5 35.0 7.0 3 EAST OF PARKING AREA 189.0 1.0 1.5 195.0 7.0 4 EAST OF BUILDING 189.0 1.0 1.5 195.0 7.0 5 WEST PARKING LANDSCAPE ISLAND 132.0 3.0 1.5 138.0 9.0 6 EAST PARKING LANDSCAPE ISLAND 96.0 1.0 1.5 102.0 7.0 7 SE PERIMETER LANDSCAPE BUFFER 294.0 1.5 1.5 300.0 7.5 8 SOUTH PERIMETER LANDSCAPE BUFFER 490.0 1.0 1.5 496.0 7.0 9 SW PERIMETER LANDSCAPE BUFFER 312.0 1.0 1.5 318.0 7.0 10 PERIMETER BUFFER NORTH OF POND 100.0 1.0 1.5 106.0 1 7.0 11 EX. RESIDENTIAL DRIVEWAY 55.0 1.0 1.5 61.0 7.0 FOR THE APPLICATION FOR PERMIT TO 1 In REMOVE OR DESTROY A SURVEY SCALE: 1"=50' 0 25 50 100 MONUMENT. CONTACT THE CITY OF YELM EASEMENT PUBLIC WORKS AND UTILITIES, AT BIORETENTIONO 360-458-8406 FOR ADDITIONAL PROPOSED CONTOUR INFORMATION. CELL M 2 PURSUANT TO RCW 58.24.040 (8) AND WAC -- 332-120, BEFORE REMOVING OR DESTROYING ANY (WSRN) MONUMENT ON THE BOUNDARY OF ANY EASEMENT, CALL BEFORE YOU DIG S RIGHT OF WAY, LOT, TRACT, OR PARCEL OF REAL THE CONTRACTOR SHALL BE FULLY RESPONSIBLE FOR LOCATION PROPERTY; A CONTROLLING POINT FOR A PLAT, • OR THE LOCATION AND PROTECTION OF ALL EXISTING O A POINT WHICH IS A GENERAL LAND OFFICE UTILITIES. THE CONTRACTOR SHALL VERIFY ALL UTILITY REFERENCE NETWORK (WSRN) STATIONS SURVEY CORNER, THE APPLICATION REQUIRED BY LOCATIONS PRIOR TO CONSTRUCTION BY CALLING THE FOUND MONUMENT AS STATED THIS CHAPTER SHALL BE SUBMITTED, SIGNED AND UNDERGROUND LOCATE LINE AT 811 A MINIMUM OF 48 m SEALED BY A LAND SURVEYOR OR ENGINEER AS HOURS PRIOR TO ANY EXCAVATION. - DEFINED IN THIS CHAPTER. `"L 3 HORIZONTAL DATUM UTILRY CONFLICT NOTE CAUTION. - THE CONTRACTOR SHALL BE FULLY RESPONSIBLE FOR VERIFYING THE LOCATION, AND DEPTH OF ALL EXISTING UTILITIES WHETHER SHOWN ON THESE PLANS OR NOT BY POTHOLING THE UTILITIES AND SURVEYING THE HORIZONTAL AND VERTICAL LOCATION PRIOR TO CONSTRUCTION. THIS SHALL INCLUDE CALLING UTILITY LOCATE 0 811 AND THEN POTHOLING ALL OF THE EXISTING UTILITIES AT LOCATIONS OF NEW UTILITY CROSSINGS TO PHYSICALLY VERIFY WHETHER OR NOT CONFLICTS EXIST. LOCATION OF SAID U77LITIES AS SHOWN ON THESE PLANS ARE BASED UPON THE UNVERIFIED PUBLIC INFORMATION AND ARE SUBJECT TO VARIATION. IF CONFLICTS SHOULD OCCUR, THE CONTRACTOR SHALL CONSULT THE PROJECT ENGINEER TO RESOLVE ALL PROBLEMS PRIOR TO PROCEEDING WITH CONSTRUCTION. PROPANE TANK O BIORETENTION CELL / 10 2HA V INFILTRATION POND TOP ELEV: 356.50 BOTTOM ELEV:350.00 15' WIDE GRAVEL ACCESS O 12% GRADE TO BOTTOM O BIORETENTION CELL / 9 rn CRUZ DEVELOPMENT SEC. 29, TWN. 17 N., RNG. 2 E., W.M. °S uwi -W - - WX R/W 356 588'23'27"E 508.84' i o v� (Dp') ^f b o gQ O "S' O BIORETENTION -I '00 Za z / t 508.84" CELL / 8 8.00' �.. 1 In E/P X R/W ✓ PROPOSED R/W SCALE: 1"=50' 0 25 50 100 - - - - - - - - EASEMENT 23 BIORETENTIONO ---423---- PROPOSED CONTOUR H CELL M 2 VERTICAL DATUM -- 9 (WSRN) �XISTING APPROX, LOCATION S NAVE) 88 ESTABLISHED USING GPS RTK ROVER LOCATION CONSTRAINED TO THE WASHINGTON STATE O PROPOSED SEWER LINE -S REFERENCE NETWORK (WSRN) STATIONS _- B FOUND MONUMENT AS STATED CONTOUR INTERVAL=1 ' EXISTING UTILITY POLE m BIORETENTION O TOPOGRAPHY PREPARED BY LARSON & ASSOCIATES - 0 `"L 3 HORIZONTAL DATUM EXISTING FIRE HYDRANT zi PROPOSED FIRE HYDRANT NAD 83/11 WASHINGTON SOUTH ZONE EXISTING MAILBOX 3 EXISTING GRAVEL ESTABLISHED USING GPS RTK ROVER CONSTRAINED TO THE EXISTING PAVEMENT 77777 EXISTING CONCRETE WASHINGTON STATE REFERENCE NETWORK (WSRN) STATIONS PROPOSED PAVEMENT � PROPOSED GRAVEL J LEGEND I.E- 356.61 BIORETEN11ON01 CELL 0 4 I.E- 356.01 8' PERIMETER LANDSCAPING & BIORETENTION SWALE, TYP. BIORETENTIONO CELL / 7 2288:59' - g PROPERTY LINE -- FUTURE ROW LINE - - - - - - - - EASEMENT 23 EXISTING CONTOUR ---423---- PROPOSED CONTOUR H EXISTING WOOD FENCE PROPOSED CHAIN LINK FENCE 9 WATER LINE �XISTING APPROX, LOCATION S XISTING SEWER LIN F(APPROX. LOCATION PROPOSED WATER LINE O PROPOSED SEWER LINE -S T EXISTING TELECOMMUNICATIONS LINE B FOUND MONUMENT AS STATED -0- EXISTING UTILITY POLE m EXISTING JUNCTION BOX ® EXISTING SIGNAL POLE 0 EXISTING PHONE RISER EXISTING FIRE HYDRANT zi PROPOSED FIRE HYDRANT p W EXISTING MAILBOX 3 EXISTING GRAVEL EXISTING PAVEMENT 77777 EXISTING CONCRETE O PROPOSED PAVEMENT � PROPOSED GRAVEL WSDOT TEMP CONSTRUCTION EASEMENT. REVISION BLOCK N0. I DATE DESCRIPTION BY STM NUMBER 9339 1 L^• co � Lo Qz �" V- U OD 0055 'l a 3 O U ti 0 r�r^ Ott+v JJ C Q Q �SV c- r� Lo DATE 3-6-2020 DRAWING NO 9339BASE >HEET 6 OF1° O J q� U) F= O cl� 2 3 0 0 p W � 3 U O U � 1 L^• co � Lo Qz �" V- U OD 0055 'l a 3 O U ti 0 r�r^ Ott+v JJ C Q Q �SV c- r� Lo DATE 3-6-2020 DRAWING NO 9339BASE >HEET 6 OF1° CONSTRUCTION NOTES O NATIVE SUBGRADE OF INFILTRATION POND SHALL BE PROOFROLLED ONLY. DO NOT COMPACT SUBGRADE. A MINIMUM OF 2 (TWO) INFILTRATION TESTS SHALL BE PERFORMED ON THE NATIVE SUBGRADE AT POND BOTTOM TO VERIFY THE DESIGN INFILTRATION RATE. TEST RESULTS SHALL BE CERTIFIED BY THE ENTITY PERFORMING THE TESTS AND THE RESULTS PROVIDED TO THE DESIGN ENGINEER. THE INFILTRATION POND SHALL REMAIN 'OFF-LINE"UNTIL ALL ONSITE DISTURUBED AREAS HAVE BEEN STABILIZED. HYDROSEED POND BOTTOM, SIDE SLOPES AND BERM PER SEEDING NOTES ON SHEET RS1. O2 FOR CONSTRUCTION OF GRAVEL ACCESS RAMP TO POND BOTTOM, SEE SECTION ON SHEET RS3. WOVEN GEOTEXTILE FABRIC UNDER QUARRY SPALLS SHALL HAVE MINIMUM 200 LB. GRAB TENSILE STRENGTH. O PROVIDE 6 -FOOT HIGH CHAIN LINK FENCE (WSDOT TYPE 3) AROUND PERIMETER OF POND BERM WITH 20 -FOOT WIDE SWING GATE AT ACCESS RAMP PER DETAILS ON SHEET RS2. CONNECT CHAIN LINK FENCE TO PROPERTY PERIMETER FENCE AT PROPERTY LINE. O4 CONSTRUCT A MINIMUM 6 -FOOT WIDE EMERGENCY OVERFLOW SPILLWAY PER THE DETAIL ON SHEET RS4 USING 4"- 6"QUARRY SPALLS. ARMOR THE SPILLWAY STARTING AT MID -HEIGHT INSIDE THE POND AND EXTENDING TO THE PERIMETER CHAIN LINK FENCE ALONG THE WEST PROPERTY LINE. O5 INSTALL STORMWATER FACILITY SIGN PER DETAIL ON SHEET RS4. © FOR BIOFILTRATION SWALE (A.K.A. BIOSWALE) CROSS SECTION AND CONSTRUCTION NOTES, SEE SHEET RS3. MAXIMUM DESIGN FLOW DEPTH = 0.33 FEET WITH 0.50 FEET FREEBOARD. 4H: IV SIDE SLOPES. INSTALL RIP RAP LEVEL SPREADER EVERY 50 FEET PER DETAIL ON SHEET RS4. O7 SEE DETAIL ON SHEET RS3 FOR CEDAR OR PRESSURE TREATED 2 X 12 DIVIDING BOARD. SET TOP OF BOARD 0.5 FEET ABOVE BIOSWALE BOTTOM. © INSTALL 6 -INCH SCHEDULE 40 PVC PERFORATED PIPE UNDERDRAIN PER DETAILS ON SHEET RS3. CAP UPSTREAM END. OUTLET DOWNSTREAM END AT POND WITH DEBRIS BARRIER AND RIP RAP PER DETAILS ON SHEET STM. RIP RAP PAD SHALL BE MINIMUM 3' W X 1' D TO POND BOTTOM. I.E. AT OUTLET END = 351.50. 360 O3 6' CF LINK FEI 350 G CRUZ DE VEL OPMEN T SEC. 29, TWN. 17 N,, RING. 2 E,, W.M. 2X12 CEDAR OR PRESSURE -TREATED BOARD LEVEL SPREADER ACROSS BOTTOM OF BIOSWALE WITH TRIANGLE NOTCHES ACROSS TOP AND 10 LONG RIP RAP PAD USING 2"-4" QUARRY SPALLS, EXIEND RIP RAP UP BIOSWALE SIDE SLOPE TO ASPHALT PAVEMENT, MIN 10 WIDE. 360 'OND 350 340F O P'n7 M LANDSCA BUFF 360 PROPOS 350 50' ON CEN SEE DETAIL SHEET RS4 EXISTING G PROPOSED c0 1(00 Ln AC'S 2X 2 CEDAR OR P 8' M Pte) 29' 13' 6'16.67' -ATED BOARD D VIDER O 6' SHEET STM 13' 6 -INCH SCH.40 174' BIOSWALE PVC PERFORATED ® E 6' PIPE UIJDERDRAIN. R I 54.16' POND .34'--- 5.34'- N O n O c00 O (0 O c0 O P) 5.34' 5.34' O c0 00 n `- It 't 1� 00 S c0 n BE RM CO 0 in [0 10 in 6' CHAIN NK FENCE (0 P) M P) M P) Lu M n to P) M PO BERM 1+20 1+80 2+40 3+00 EXI TIN 0 a IPOND TOP LEV. 356.50 IN ! 2 4 cj)6' CHAIN LINKFENCE ELEV. 35 .00 D GRADE 'CE 0.5' SEDIMENT STORAGE pOND BOTTOM ELEVt= 350.00 EXISTING GRA' E � POND TO ELEV. 56.50 POND TOP ELEV. 356.50 1 L NIL. —_—_—_— —_—_— S7100 -YR W.S.ELEV. 352.00_ _ _- �-- _- ---- -- 0.5' SEDIMENT STORAGE DNn PROP SED GRADE P ND BOTTOM ELI V = 350.00 ACCESS RAMP 360 'OND 350 340F O P'n7 M LANDSCA BUFF 360 PROPOS 350 50' ON CEN SEE DETAIL SHEET RS4 EXISTING G PROPOSED POND SEC TION A A HORIZONTAL SCALE., 1"=20' VERICAL SCALE. i"= 5' c0 1(00 Ln AC'S 2X 2 CEDAR OR P 8' M Pte) POND SEC TION A A HORIZONTAL SCALE., 1"=20' VERICAL SCALE. i"= 5' "RADE ,-- GRAVEL POND AND B10SWALE SECTION B B HORIZONTAL SCALE. 1"=20' -� VERICAL SCALE: 1"= 5' ----- -- 324' EXISTING RADE 15.00' D GRADE ffi�VEHICLE AC'S 2X 2 CEDAR OR P 8' 13 SEE NOTE 3 29' 13' 6'16.67' -ATED BOARD D VIDER O SHEET STM 6 -INCH SCH.40 BIOSWALE PVC PERFORATED ® E PIPE UIJDERDRAIN. R I .34'--- 5.34'- N O n O c00 O (0 O c0 O P) 5.34' 5.34' O c0 00 n `- It 't 1� 00 S c0 n d c0d' U-) 64 RC1 LO CO 0 in [0 10 in 6' CHAIN NK FENCE (0 P) M P) M P) Lu M n to P) M PO M 1+20 1+80 2+40 3+00 EXI TIN 0 a IPOND TOP LEV. 356.50 ! 2 4 00 -YR W.S ELEV. 35 .00 D GRADE 0.5' SEDIMENT STORAGE pOND BOTTOM ELEVt= 350.00 "RADE ,-- GRAVEL POND AND B10SWALE SECTION B B HORIZONTAL SCALE. 1"=20' -� VERICAL SCALE: 1"= 5' ----- -- 324' EXISTING RADE 15.00' D GRADE ffi�VEHICLE AC'S 2X 2 CEDAR OR P ESSURE SEE NOTE 3 N TRI -ATED BOARD D VIDER O SHEET STM 6 -INCH SCH.40 PVC PERFORATED ® PIPE UIJDERDRAIN. N O n O c00 O (0 O c0 O P) N O c0 00 n `- It 't 1� 00 S c0 n d c0d' U-) 64 RC1 LO CO 0 in [0 10 in O c0 O � O cO O 00 (0 P) M P) M P) M n M n to P) M PO M 1+20 1+80 2+40 3+00 BIOSWALE FROFILE HORIZONTAL SCALE 1"=30 VERICAL SCALE. 1"= 5' VA 9339 O W N �n J ;II Q U K O � 2 j � g 0 g 0 _ o p Y LdU LL, 0 U SCALE: 1"=20' 0 10 20 40 I /NEIL TRA TION POND AND B10SWALE PLAN VIEW HORIZONTAL SCALE: 1"=20' REVISION BLOCK N0. I DATE DESCRIPTION BY 2 0_ zz Q O J CL c) ( ) z� O •.•� 3. MIDpC�1� O z (J� Q 1 �0�°�� IST , ,� S ORA G�•• V �� �• DATE 3-12-202L DRAWING NG PND 9339BASE HEET 7 OFli`