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Home My WebLink AboutzR-4083Set00 0 LU I- AS-BUILTS PREPARED BY: ERIC SCOTT - PRINCIPAL TERRAVISTA NW CONSULTING ENGINEERS 3204 SMOKEY POINT DRIVE, SUITE 207 ARINGTON, WA 98223 (425) 422-0840 ERICSOTERRAVISTANW.COM I CERTIFY THAT THE INFORMATION SHOWN HEREON WHICH WAS FIELD AS -BUILT BY BENCHMARK SURVEYING, AND MAY INCLUDE LOCATIONS, ELEVATIONS, DEPTHS, PIPE SIZES, AND AS -BUILT COMMENTS, ACCURATELY REFLECTS EXISTING FIELD CONDITIONS AS DETERMINED BY ME OR UNDER MY SUPERVISION ON THIS DATE: 08/06/2024 ORIGINAL PLANS DEVELOPED BY ENGINEER OF RECORD, ABOSSEIN ENGINEERING, LLC; TERRAVISTA NW DOES NOT CERTIFY BASIS OR CALCULATIONS ASSOCIATED WITH ORIGINAL DESIGN. POR. OF NE 1/4 OF SE 1/4, S 49 T 23 Nq R 5 Ej W.M. PARCEL NOs. 0423059237, 0423059068, 0423059307 FIRST UKRANIAN PENTECOSTAL CHURCH BASIS OF POINTS: 3811 NE 21 CITY OF RENTON STATION NO 1891. ST STREET, RENTON, WA 98056 7' RRASS DISK W/X IN rour.. IN CIVIL ENGINEERING PLANS CASE AT X-ING UNION AVE NE AND NE 22ND PL CITY OF RENTON STATION NO. 7169 1" BRASS DISK W/PUNCH IN CONC. IN CASE AT X-ING OF EASTERLY PORTION OF NE 19TH ST. AND UNION AVE NE VERTICAL DATUM, NAVD88 SITE BENCHMARK C.O.R. BENCHMARK NO. RENT1325 3" BRONZE DISK W/PUNCHIN CONC. IN CASE AT X-ING OF SE 104TH ST AND 132ND AVE SE GENERAL ENGINEERING NOTES ELEV. = 444.77 1. ALL PUBLIC IMPROVEMENTS CONSTRUCTION SHALL CONFORM TO CITY OF RENTON STANDARD SPECIFICATIONS. P�Tffie]]ON :�y71_1Im1114W 11=ITOIa:61TjIIIIIII116*0rolel10411=9:6]11_D]�011:7111116M_10I1Z6P►IylI=]_1:311[a 'if,IN] Illy[8L11IQI�y1l11a["III1XII9alaI6A=11:7_\N911leid 3. THE CONTRACTOR SHALL COMPLY WITH ALL LOCAL, STATE, AND FEDERAL SAFETY REGULATIONS PERTAINING TO HIS OPERATIONS. 4. THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS BEFORE STARTING WORK AND SHALL IMMEDIATELY NOTIFY THE ENGINEER OF ANY DISCREPANCIES. 5. CONTRACTOR AGREES THAT HE SHALL ASSUME SOLE AND COMPLETE RESPONSIBILITY FOR JOB SITE CONDITIONS DURING THE COURSE OF CONSTRUCTION OF THIS PROJECT, INCLUDING SAFETY OF ALL PERSONS AND PROPERTY; THAT THIS REQUIREMENT SHALL APPLY CONTINUOUSLY AND NOT BE LIMITED TO NORMAL WORKING HOURS; AND THAT THE CONTRACTOR SHALL DEFINE, INDEMNIFY, AND HOLD THE OWNER AND THE ENGINEER HARMLESS FROM ANY AND ALL LIABILITY, REAL OR ALLEGED, IN CONNECTION WITH THE PERFORMANCE OF WORK ON THIS PROJECT. 6. THE CONTRACTOR SHALL BE RESPONSIBLE FOR AND FURNISH, INSTALL, AND MAINTAIN TEMPORARY SIGNS, BRIDGES, BARRICADES, FLAGMEN, AND OTHER FACILITIES TO ADEQUATELY SAFEGUARD THE GENERAL PUBLIC AND WORK, AND TO PROVIDE FOR THE PROPER ROUTING OF VEHICULAR AND PEDESTRIAN TRAFFIC. CONSTRUCTION OPERATIONS SHALL COMPLY WITH THE WORK AREA AND TRAFFIC CONTROL HANDBOOK. 7. THE CONTRACTOR SHALL IMPLEMENT BEST MANAGEMENT PRACTICES (BMPS) TO ELIMINATE OR MINIMIZE POLLUTION DISCHARGE CAUSED BY CONSTRUCTION. 8. WHERE THE PLANS OR SPECIFICATIONS DESCRIBE PORTIONS OF THE WORK IN GENERAL TERMS BUT NOT IN COMPLETE DETAIL, IT IS UNDERSTOOD THAT ONLY THE BEST GENERAL PRACTICE IS TO PREVAIL AND THAT ONLY MATERIALS AND WORKMANSHIP OF HIGH QUALITY ARE TO BE USED. 9. PRIOR TO FINAL APPROVAL AND ACCEPTANCE OF THE WORK THE CONTRACTOR WILL BE REQUIRED TO CLEAN AND REPAIR ON AND OFF -SITE ROADWAYS, CURBS, AND SIDEWALKS USED DURING THE COURSE OF THEIR CONSTRUCTION. 10. THE CONTRACTOR IS RESPONSIBLE FOR LOCATING ALL VALVES, MANHOLES AND BLOW OFFS IN ADVANCE OF CONSTRUCTION AND REPLACING SAME TO FINISHED GRADE. 11. THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE PROTECTION OF ALL EXISTING SURVEY MONUMENTS OR MARKERS DURING CONSTRUCTION. CONTRACTOR SHALL REPLACE DESTROYED OR DAMAGED MONUMENTS AT HIS EXPENSE. 12. PRIOR TO TRENCHING FOR ANY WATER, OR STORM DRAINPIPE, THE CONTRACTOR SHALL VERIFY, IN THE FIELD, THE SIZE AND LOCATION OF THE EXISTING PIPE AT THE POINT OF CONNECTION. THE DESIGN ENGINEER PRIOR TO TRENCHING SHALL RESOLVE ANY DEVIATION FROM THE PLANS. 13. THE CONTRACTOR SHALL MAINTAIN ALL EXISTING DRAINAGE AND WATER FACILITIES WITHIN THE CONSTRUCTION AREA UNTIL NEW DRAINAGE AND WATER IMPROVEMENTS ARE INSTALLED, INSPECTED, AND FUNCTIONAL. 14. LINES AND GRADES: ALL DISTANCES AND MEASUREMENTS ARE GIVEN AND MADE IN A HORIZONTAL PLANE UNLESS STATED OTHERWISE. 15. HORIZONTAL DIMENSIONS ON PLANS AND PROFILES FOR PIPES, CATCH BASINS, MANHOLES, AND OTHER FACILITIES ARE TO THE CENTERLINES OF THOSE FACILITIES UNLESS NOTED OTHERWISE. PIPE LENGTHS ARE MEASURED HORIZONTALLY. 16. CONTRACTOR SHALL LOCATE, PRESERVE, SUPPORT, AND MAINTAIN ALL FACILITIES INCLUDING GAS, WATER, IRRIGATION, SEWER, POWER, STREETLIGHTS, TELEPHONE AND OTHERS WHICH MAY BE IN THE AREA OF CONSTRUCTION. RESPECTIVE UTILITY COMPANIES SHALL BE NOTIFIED PRIOR TO COMMENCEMENT OF WORK. 17. ANY CLARIFICATION OR REQUEST FOR A DEVIATION FROM THE DRAWINGS OR SPECIFICATIONS MUST BE SUBMITTED TO THE CIVIL ENGINEER IN WRITING IN THE FORM OF A REQUEST FOR INFORMATION (RFIs). Terra Vista N W Consulting Engineers .3204 SW0WF,- PO/NT OR, 1207 ARL/N07ON, WA 9822-T J50-59>-9272 `Y` W ,7Z_RRA IOS7ANW 000 '4S A� 08/06/2024 V,j611IX OWNER ANDREY KOZAK ANK CONSTRUCTION 316 S 21 ST ST RENTON, WA 98056 ARCHITECT IHB ARCHITECTS 21620 84TH AVE S, SUITE 200 KENT, WA 98032 (253) 236-5154 CONTACT: I MAD BAH BAH IMAD©IHBARCHITECTS.COM SURVEYOR GEODETIC SURVEYING SERVICES P.O. BOX 133 MUKILTEO, WA 98275-0133 (425) 299-1739 CONTACT: RICHARD VAISVILA RICHARDVAISVI LA©COMCAST. N ET CIVIL ENGINEER ABOSSEIN ENGINEERING, LLC 18465 NE 68TH STREET #201 REDMOND, WA 98052 (425) 462-9441 x 1015 CONTACT: SHAWN POURAZARI, P.E. SHAWN-POURAZARI@ABOSSEIN.COM SITE ADDRESS FIRST UKRANIAN PENTECOSTAL CHURCH 3811 NE 21 ST STREET RENTON, WA 98056 LEGAL DESCRIPTION PARCEL A THAT PORTION OF THE EAST HALF OF THE NORTHWEST QUARTER OF THE NORTHEAST QUARTER OF THE SOUTHEAST QUARTER OF SECTION 4, TOWNSHIP 23 NORTH, RANGE 5 EAST. WILLMETTE MERIDIAN, IN KING COUNTY, WASHINGTON, LYING NORTHERLY OF THE EASTERLY PRODUCTION OF THE SOUTH LINE OF LOT 4 OF ROSE HAVEN, ACCORDING TO THE PLAT THEREOF, RECORDED IN VOLUME 63 OF PLATS, PAGE 10, IN KING COUNTY, WASHINGTON ]_1: 411m THE WEST 217.5 FEET OF THE WEST HALF OF THE NORTHEAST QUARTER OF THE NORTHEAST QUARTER OF THE SOUTHEAST QUARTER OF SECTION 4, TOWNSHIP 23 NORTH, RANGE 5 EAST, WILLMETTE MERIDIAN, IN KING COUNTRY, WASHINGTON, EXCEPT THE NORTH FEET THEREOF. CIVIL 1 LEGAL DESCRIPTION NOTE: 3 4 THE ABOVE LEGAL DESCRIPTION AND THIS 5 SURVEY ARE BASED UPON STATUTORY 6 WARRANTY DEED, AFN 199902180526 7 SITE DATA 8 9 PROPOSED PARCEL AREA: 10 TOTAL SITE 141,074 SF OR 3.239 ACRES 11 12 UTILITY PROVIDERS: CITY OF RENTON (425) 13 14 WATER DISTRICT 15 SEWER DISTRICT 16 FIRE PROTECTION RENTON FIRE (425) 430-7024 17 TELEPHONE SERVICE PROVIDER CENTURY LINK (253) 597-6194 18 ELECTRICAL POWER PROVIDER PSE 1(888) 225-5773 19 GAS SERVICE PSE 1(888) 225-5773 20 21 22 23 UNDERGROUND UTILITY NOTE 24 25 UNDERGROUND UTILITIES ARE SHOWN IN THE APPROXIMATE LOCATION. 26 THERE IS NO GUARANTEE THAT ALL UTILITY LINES ARE SHOWN, OR THAT 27 THE LOCATION, SIZE AND MATERIAL IS ACCURATE. THE CONTRACTOR SHALL 28 UNCOVER ALL INDICATED PIPING WHERE CROSSING, INTERFERENCES, OR 29 CONNECTIONS OCCUR PRIOR TO TRENCHING OR EXCAVATION FOR ANY PIPE 30 OR STRUCTURES, TO DETERMINE ACTUAL LOCATIONS, SIZE AND MATERIAL. THE CONTRACTOR SHALL MAKE THE APPROPRIATE PROVISION FOR PROTECTION OF SAID FACILITIES. THE CONTRACTOR SHALL NOTIFY ONE CALL AT 1-800-424-5555 AND ARRANGE FOR FIELD LOCATION OF EXISTING FACILITIES BEFORE CONSTRUCTION. SUCH NOTICE SHALL NOT BE LESS THAN 2 NOR MORE THAN 10 BUSINESS DAYS BEFORE THE SCHEDULED DATE OF EXCAVATION. kOv 0 V Call before you dig PERMIT SUBMITTAL SURVEYED: GEODETIC SURVEYING SCALE: SERVICE VERnCAL: NAVD 1988 AS INDICATED HORIZONTAL: NAD 1983/1991 DESIGNED: Sp ON DRAWING DRAWN: SIP ONE INCH DATUM CHECKED: Sp AT FULL SCALE IF NOT ONE INCH NO. REVISION BY DATE JAP P APPROVED: SCALE ACCORDINGLY J V/1LL. I - JVV SHEET INDEX C1.0 AB CIVIL COVER SHEET C1.1 CIVIL NOTES 31 C1.1 a CIVIL NOTES 32 C1.2 TOPOGRAPHIC SURVEY 33 C2.0 EROSION CONTROL PLAN NE 21 ST ST 34 C2.a EROSION CONTROL PLAN NE 19TH ST 35 C3.0 SITE DEMOLITION PLAN 36 C4.0 AB COMPOSITE UTILITIES PLAN 37 C4.1 GRADING AND SPOT ELEVATIONS 38 C5.0 AB DRAINAGE CONTROL PLAN 39 C5.1 AB STORM DRAINAGE PROFILES 40 C5.2 AB STORM DRAINAGE PROFILES 41 C5.3 AB STORM DRAINAGE PROFILES C5.4 AB STORM DRAINAGE PROFILES C5.5 AB STORM DRAINAGE PROFILES C6.0 AB FIRE SPRINKLER EXT. PLAN E1.0 GENERAL NOTES, SCHEDULES E2.0 AB SITE LIGHTING - POWER E2.1 SITE LIGHTING - PHOTOMETRICS E2.2 PANEL SCHEDULES & DETAILS E3.0 WSEC LIGHTING FORMS E4.0 SPECIFICATIONS ESL1.0 STREET LIGHTING GENERAL NOTES ESL2.OAB POWER & PHOTOMETRICS ESL3.0 STREET LIGHTING DETAILS ESL3.1 STREET LIGHTING DETAILS ESL4.0 SPECIFICATIONS C6.1 FIRE SPRINKLER EXT. PROFILE 42 L1 ABLANDSCAPING PLANTING PLAN & LEGEND C6.2 FIRE SPRINKLER EXT. PLAN NOTES 43 L2ABLANDSCAPE NOTES & DETAILS C7.0 PAVING PLAN C7.1 HORIZONTAL CONTROL PLAN CONTECH DETAILS C8.0 EROSION CONTROL & PAVING DETAILS C8.1 STORM DRAINAGE DETAILS REFER TO SHEET 44 OF 64 FOR C8.2 STORM DRAINAGE DETAILS DESCRIPTION OF SHEETS C8.3 WATER PLAN DETAILS C8.4 CITY OF RENTON ROADWAY STANDARD DETAILS CONTROL STRUCTURE DETAILS C8.5 TYPICAL RAIN GARDEN/CABS DETAIL C9.0 AB OFFSITE ROADWAY IMPROVEMENTS (21 ST STREET) REFER TO SHEET 65 OF 65 AB C9.1 AB OFFSITE ROADWAY IMPROVEMENTS (19TH STREET) C9.2 NE 19TH STREET X SECTIONS C9.3 NE 19TH STREET PROFILE CALL 811 (2) BUSINESS DAYS BEFORE YOU DIG (UNDERGROUND UTILITY LOCATIONS ARE APPROXIMATE) CITY OF RENTON Planning/Building/Public Works Dept. R-408301 IN COMPLIANCE WITH CITY OF RENTON STANDARDS DEVELOPMENT ENGINEERING SURFACE WATER UTILITY o Nathan Janders 03/19/2020 JFarah 03/23/2020 ' REGIONAL FIRE AUTHORITY eTo WATER UTILITY APPROVED gm cthomas 03/19/2020 agafour 03/19/2020q< %IPE P�, DATE. FIRST UKRAINIAN PENTECOSTAL CHURCH 02-25-20 3811 NE 21 ST ST FIELDBOOK: PAGE: RENTON, WA 98056 DRAWING NO: CIVIL COVER SHEET C1.0 SHEET: OF: 1 65 DD Q J 2 U 2 U J a O U LU I- Z LU 0- Z Q z Q 0 LL C6.1 FIRE SPRINKLER EXT. PROFILE 42 L1 ABLANDSCAPING PLANTING PLAN & LEGEND C6.2 FIRE SPRINKLER EXT. PLAN NOTES 43 L2ABLANDSCAPE NOTES & DETAILS C7.0 PAVING PLAN C7.1 HORIZONTAL CONTROL PLAN CONTECH DETAILS C8.0 EROSION CONTROL & PAVING DETAILS C8.1 STORM DRAINAGE DETAILS REFER TO SHEET 44 OF 64 FOR C8.2 STORM DRAINAGE DETAILS DESCRIPTION OF SHEETS C8.3 WATER PLAN DETAILS C8.4 CITY OF RENTON ROADWAY STANDARD DETAILS CONTROL STRUCTURE DETAILS C8.5 TYPICAL RAIN GARDEN/CABS DETAIL C9.0 AB OFFSITE ROADWAY IMPROVEMENTS (21 ST STREET) REFER TO SHEET 65 OF 65 AB C9.1 AB OFFSITE ROADWAY IMPROVEMENTS (19TH STREET) C9.2 NE 19TH STREET X SECTIONS C9.3 NE 19TH STREET PROFILE CALL 811 (2) BUSINESS DAYS BEFORE YOU DIG (UNDERGROUND UTILITY LOCATIONS ARE APPROXIMATE) CITY OF RENTON Planning/Building/Public Works Dept. R-408301 IN COMPLIANCE WITH CITY OF RENTON STANDARDS DEVELOPMENT ENGINEERING SURFACE WATER UTILITY o Nathan Janders 03/19/2020 JFarah 03/23/2020 ' REGIONAL FIRE AUTHORITY eTo WATER UTILITY APPROVED gm cthomas 03/19/2020 agafour 03/19/2020q< %IPE P�, DATE. FIRST UKRAINIAN PENTECOSTAL CHURCH 02-25-20 3811 NE 21 ST ST FIELDBOOK: PAGE: RENTON, WA 98056 DRAWING NO: CIVIL COVER SHEET C1.0 SHEET: OF: 1 65 DD Q J 2 U 2 U J a O U LU I- Z LU 0- Z Q z Q 0 LL CALL 811 (2) BUSINESS DAYS BEFORE YOU DIG (UNDERGROUND UTILITY LOCATIONS ARE APPROXIMATE) CITY OF RENTON Planning/Building/Public Works Dept. R-408301 IN COMPLIANCE WITH CITY OF RENTON STANDARDS DEVELOPMENT ENGINEERING SURFACE WATER UTILITY o Nathan Janders 03/19/2020 JFarah 03/23/2020 ' REGIONAL FIRE AUTHORITY eTo WATER UTILITY APPROVED gm cthomas 03/19/2020 agafour 03/19/2020q< %IPE P�, DATE. FIRST UKRAINIAN PENTECOSTAL CHURCH 02-25-20 3811 NE 21 ST ST FIELDBOOK: PAGE: RENTON, WA 98056 DRAWING NO: CIVIL COVER SHEET C1.0 SHEET: OF: 1 65 DD Q J 2 U 2 U J a O U LU I- Z LU 0- Z Q z Q 0 LL 00 0 W CITY OF RENTON EROSION CONTROL NOTES 1.13EFORE ANY CONSTRUCTION OR DEVELOPMENT ACTIVITY OCCURS, A PRE -CONSTRUCTION MEETING SHALL BE HELD AMONG THE CITY OF RENTON, HEREBY REFERRED TO AS THE CITY, THE APPLICANT, AND THE APPLICANT'S CONTRACTOR . 2. THE APPLICANT IS RESPONSIBLE FOR OBTAINING THE WASHINGTON STATE DEPARTMENT OF ECOLOGY (ECOLOGY) CONSTRUCTION STORMWATER GENERAL PERMIT, IF IT IS REQUIRED FOR THE PROJECT. THE APPLICANT SHALL PROVIDE THE CITY COPIES OF ALL MONITORING REPORTS PROVIDED TO ECOLOGY ASSOCIATED WITH THE CONSTRUCTION STORMWATER GENERAL PERMIT. 3. THE ESC PLAN SET SHALL INCLUDE AN ESC CONSTRUCTION SEQUENCE DETAILING THE ORDERED STEPS THAT SHALL BE FOLLOWED FROM CONSTRUCTION COMMENCEMENT TO POST -PROJECT CLEANUP IN ORDER TO FULFILL PROJECT ESC REQUIREMENTS. 4. THE BOUNDARIES OF THE CLEARING LIMITS, SENSITIVE AREAS AND THEIR BUFFERS, AND AREAS OF VEGETATION PRESERVATION AND TREE RETENTION AS PRESCRIBED ON THE PLAN(S) SHALL BE CLEARLY DELINEATED BY FENCING AND PROTECTED IN THE FIELD IN ACCORDANCE WITH APPENDIX D OF THE CITY OF RENTON SURFACE WATER DESIGN MANUAL (RENTON SWDM) PRIOR TO THE START OF CONSTRUCTION. DURING THE CONSTRUCTION PERIOD, NO DISTURBANCE BEYOND THE CLEARING LIMITS SHALL BE PERMITTED. THE CLEARING LIMITS SHALL BE MAINTAINED BY THE APPLICANT/ESC SUPERVISOR FOR THE DURATION OF CONSTRUCTION. 5. STABILIZED CONSTRUCTION ENTRANCES SHALL BE INSTALLED AT THE BEGINNING OF CONSTRUCTION AND MAINTAINED FOR THE DURATION OF THE PROJECT. ADDITIONAL MEASURES, SUCH AS CONSTRUCTED WHEEL WASH SYSTEMS OR WASH PADS, MAY BE REQUIRED TO ENSURE THAT ALL PAVED AREAS ARE KEPT CLEAN AND TRACK -OUT TO ROAD RIGHT OF WAY DOES NOT OCCUR FOR THE DURATION OF THE PROJECT. IF SEDIMENT IS TRACKED OFFSITE, PUBLIC ROADS SHALL BE CLEANED THOROUGHLY AT THE END OF EACH DAY, OR MORE FREQUENTLY DURING WET WEATHER, AS NECESSARY TO PREVENT SEDIMENT FROM ENTERING WATERS OF THE STATE. 6. WASHOUT FROM CONCRETE TRUCKS SHALL BE PERFORMED OFF -SITE OR IN DESIGNATED CONCRETE WASHOUT AREAS ONLY. DO NOT WASH OUT CONCRETE TRUCKS ONTO THE GROUND, OR TO STORM DRAINS OR OPEN DITCHES. ON -SITE DUMPING OF EXCESS CONCRETE SHALL ONLY OCCUR IN DESIGNATED CONCRETE WASHOUT AREAS. 7. ALL REQUIRED ESC BMPS SHALL BE CONSTRUCTED AND IN OPERATION PRIOR TO LAND CLEARING AND/OR CONSTRUCTION TO PREVENT TRANSPORTATION OF SEDIMENT TO SURFACE WATER, DRAINAGE SYSTEMS AND ADJACENT PROPERTIES. ALL ESC BMPS SHALL BE MAINTAINED IN A SATISFACTORY CONDITION UNTIL SUCH TIME THAT CLEARING AND/OR CONSTRUCTION IS COMPLETE AND POTENTIAL FOR ON -SITE EROSION HAS PASSED. ALL ESC BMPS SHALL BE REMOVED AFTER CONSTRUCTION IS COMPLETED AND THE SITE HAS BEEN STABILIZED TO ENSURE POTENTIAL FOR ON -SITE EROSION DOES NOT EXIST. THE IMPLEMENTATION, MAINTENANCE, REPLACEMENT, ENHANCEMENT,AND REMOVAL OF ESC BMPS SHALL BE THE RESPONSIBILITY OF THE APPLICANT. 8. ANY HAZARDOUS MATERIALS OR LIQUID PRODUCTS THAT HAVE THE POTENTIAL TO POLLUTE RUNOFF SHALL BE DISPOSED OF PROPERLY 9. THE ESC BMPS DEPICTED ON THIS DRAWING ARE INTENDED TO BE MINIMUM REQUIREMENTS TO MEET ANTICIPATED SITE CONDITIONS. AS CONSTRUCTION PROGRESSES AND UNEXPECTED OR SEASONAL CONDITIONS DICTATE, THE APPLICANT SHALL ANTICIPATE THAT MORE ESC BMPS WILL BE NECESSARY TO ENSURE COMPLETE SILTATION CONTROL ON THE PROPOSED SITE. DURING THE COURSE OF CONSTRUCTION, IT SHALL BE THE OBLIGATION AND RESPONSIBILITY OF THE APPLICANT TO ADDRESS ANY NEW CONDITIONS THAT MAY BE CREATED BY THE ACTIVITIES AND TO PROVIDE ADDITIONAL ESC BMPS, OVER AND ABOVE MINIMUM REQUIREMENTS, AS MAY BE NEEDED, TO PROTECT ADJACENT PROPERTIES AND WATER QUALITY OF THE RECEIVING DRAINAGE SYSTEM. 10. APPROVAL OF THIS PLAN IS FOR ESC ONLY. IT DOES NOT CONSTITUTE AN APPROVAL OF STORM DRAINAGE DESIGN, SIZE NOR LOCATION OF PIPES, RESTRICTORS, CHANNELS, OR STORMWATER FACILITIES. 11. ANY DEWATERING SYSTEM NECESSARY FOR THE CONSTRUCTION OF STORMWATER FACILITIES SHALL BE SUBMITTED TO THE CITY FOR REVIEW AND APPROVAL 12. ANY AREAS OF EXPOSED SOILS, INCLUDING ROADWAY EMBANKMENTS, THAT WILL NOT BE DISTURBED FOR TWO DAYS DURING THE WET SEASON (OCTOBER 1ST THROUGH APRIL 30TH) OR SEVEN DAYS DURING THE DRY SEASON (MAY 1ST THROUGH SEPTEMBER 30TH) SHALL BE IMMEDIATELY STABILIZED WITH THE APPROVED ESC COVER METHODS (E.G., SEEDING, MULCHING, PLASTIC COVERING, ETC.) IN CONFORMANCE WITH APPENDIX D OF THE RENTON SWDM. 13. WET SEASON ESC REQUIREMENTS APPLY TO ALL CONSTRUCTION SITES BETWEEN OCTOBER 1ST AND APRIL 30TH, UNLESS OTHERWISE APPROVED BY THE CITY. 14. ANY AREA NEEDING ADDITIONAL ESC MEASURES, NOT REQUIRING IMMEDIATE ATTENTION, SHALL BE ADDRESSED WITHIN SEVEN (7) DAYS. 15. THE ESC BMPS ON INACTIVE SITES SHALL BE INSPECTED AND MAINTAINED AT A MINIMUM OF ONCE A MONTH OR WITHIN 24 HOURS FOLLOWING A STORM EVENT. INSPECTION AND MAINTENANCE SHALL OCCUR MORE FREQUENTLY AS REQUIRED BY THE CITY. 16. BEFORE COMMENCEMENT OF ANY CONSTRUCTION ACTIVITY, CATCH BASIN INSERTS PER THE CITY STANDARD PLAN 216.30 SHALL BE PROVIDED FOR ALL STORM DRAIN INLETS DOWNSLOPE AND WITHIN 500 FEET OF A DISTURBED OR CONSTRUCTION POURAZARI #39659 MECHANICAL - ELECTRICAL Ab o s s e in CIVIL - LEED FIRE PROTECTION Engineering, 18465 NE 68TH ST REDMOINDD, TA. 98052 PH: (425) 462-9441 L•�'�' FAX: (425) 462-9451 E-Vail: cservice®abossein.com www.abossein.com AREA, UNLESS THE RUNOFF THAT ENTERS THE INLET WILL BE CONVEYED TO A SEDIMENT POND OR TRAP. ALL CATCH BASIN INSERTS SHALL BE PERIODICALLY INSPECTED AND REPLACED AS NECESSARY TO ENSURE FULLY FUNCTIONING CONDITION. 17. AT NO TIME SHALL SEDIMENT ACCUMULATION EXCEED 2/3 OF THE CAPACITY OF THE CATCH BASIN SUMP. ALL CATCH BASINS AND CONVEYANCE LINES SHALL BE CLEANED PRIOR TO PAVING. THE CLEANING OPERATION SHALL NOT FLUSH SEDIMENT -LADEN WATER INTO THE DOWNSTREAM SYSTEM. 18. ANY PERMANENT STORMWATER FACILITY LOCATION USED AS A TEMPORARY SETTLING BASIN SHALL BE MODIFIED WITH THE NECESSARY ESC BMPS AND SHALL PROVIDE ADEQUATE STORAGE CAPACITY. IF THE TEMPORARY FACILITY IS TO ULTIMATELY FUNCTION AS AN INFILTRATION SYSTEM IN ITS PERMANENT STATE, THE TEMPORARY FACILITY SHALL BE ROUGH GRADED SO THAT THE BOTTOM AND SIDES ARE AT LEAST THREE FEET ABOVE THE FINAL GRADE OF THE PERMANENT FACILITY. 19. AREAS DESIGNATED ON THE PLAN(S) CONTAINING EXISTING STORMWATER FACILITIES OR ON -SITE BMPS (AMENDED SOILS, BIORETENTION, PERMEABLE PAVEMENT, ETC.) SHALL BE CLEARLY FENCED AND PROTECTED USING ESC BMPS TO AVOID SEDIMENTATION AND COMPACTION DURING CONSTRUCTION . 20. PRIOR TO THE BEGINNING OF THE WET SEASON (OCTOBER 1ST), ALL DISTURBED AREAS SHALL BE INSPECTED TO IDENTIFY WHICH ONES SHALL BE SODDED OR SEEDED IN PREPARATION FOR THE WINTER RAINS. DISTURBED AREAS SHALL BE SODDED OR SEEDED WITHIN ONE WEEK OF THE BEGINNING OF THE WET SEASON. AN EXHIBIT OF THOSE AREAS TO BE SODDED OR SEEDED AND THOSE AREAS TO REMAIN UNCOVERED SHALL BE SUBMITTED TO THE CITY FOR REVIEW. 21. PRIOR TO FINAL CONSTRUCTION ACCEPTANCE , THE PROJECT SITE SHALL BE STABILIZED TO PREVENT SEDIMENT -LADEN WATER FROM LEAVING THE PROJECT SITE, ALL ESC BMPS SHALL BE REMOVED, AND STORMWATER CONVEYANCE SYSTEMS, FACILITIES, AND ON -SITE BMPS SHALL BE RESTORED TO THEIR FULLY FUNCTIONING CONDITION. ALL DISTURBED AREAS OF THE PROJECT SITE SHALL BE VEGETATED OR OTHERWISE PERMANENTLY STABILIZED. AT A MINIMUM, DISTURBED AREAS SHALL BE SODDED OR SEEDED AND MULCHED TO ENSURE THAT SUFFICIENT COVER WILL DEVELOP SHORTLY AFTER FINAL APPROVAL MULCH WITHOUT SEEDING IS ADEQUATE FOR AREAS TO BE LANDSCAPED BEFORE OCTOBER 1ST. 22. ROCKERIES ARE CONSIDERED TO BE A METHOD OF BANK STABILIZATION AND EROSION CONTROL ROCKERIES SHALL NOT BE CONSTRUCTED TO SERVE AS RETAINING WALLS. ALL ROCKERIES IN CITY ROAD RIGHTS -OF -WAY SHALL BE CONSTRUCTED IN ACCORDANCE WITH CITY STANDARDS. ROCKERIES OUTSIDE OF ROAD RIGHTS -OF -WAY SHALL BE CONSTRUCTED IN ACCORDANCE WITH THE INTERNATIONAL BUILDING CODE. BASE MAP/TOPOGRAPHY PROVIDED BY PQU ❑dSBj OTHERS. ABOSSEIN ENGINEERING (AE) CANNOT BE HELD LIABLE FOR OF ACCURACY. CONTRACTOR SHALL FIELD VERIFY GRADES, UTILITIES AND ALL •OTHER EX FEATURES & CONDITIONS. IF CONDITIONS ARE NOT AS SHOWN &/OR �eee �0 ISTE� PLANS CANNOT BE CONSTRUCTED AS SSr�NAL '' SHOWN, CONTACT AE PRIOR TO CONSTRUCTION. CITY OF RENTON SURFACE WATER STANDARD PLAN NOTES 1. BEFORE ANY CONSTRUCTION OR DEVELOPMENT ACTIVITY OCCURS, A PRE -CONSTRUCTION MEETING SHALL BE HELD AMONG THE CITY OF RENTON, HEREBY REFERRED TO AS THE CITY, THE APPLICANT, AND THE APPLICANT'S CONTRACTOR. 2. THE APPLICANT SHALL BE RESPONSIBLE FOR SECURING ALL NECESSARY CITY, STATE, AND FEDERAL PERMITS PRIOR TO CONSTRUCTION. 3. ALL STORM DRAINAGE IMPROVEMENTS SHALL BE DESIGNED AND CONSTRUCTED IN ACCORDANCE WITH THE LATEST EDITION OF THE CITY OF RENTON SURFACE WATER DESIGN MANUAL (RENTON SWDM), RENTON MUNICIPAL CODE (RMC), AND THE STANDARD SPECIFICATIONS FOR ROAD, BRIDGE AND MUNICIPAL CONSTRUCTION PREPARED BY WSDOT AND THE AMERICAN PUBLIC WORKS ASSOCIATION (APWA). IT SHALL BE THE SOLE RESPONSIBILITY OF THE APPLICANT TO CORRECT ANY ERROR, OMISSION OR VARIATION FROM THE ABOVE REQUIREMENTS FOUND IN THE PLANS. ALL CORRECTIONS SHALL BE AT NO ADDITIONAL COST TO THE CITY. 4. APPROVAL OF THE ROAD, GRADING, PARKING, BUILDING, AND DRAINAGE PLAN DOES NOT CONSTITUTE AS APPROVAL OF ANY OTHER CONSTRUCTION (E.G. WATER, SEWER, GAS, ELECTRICAL ETC.). PLANS FOR STRUCTURES SUCH AS BRIDGES, VAULTS, AND RETAINING WALLS REQUIRE A SEPARATE REVIEW AND APPROVAL BY THE CITY PRIOR TO CONSTRUCTION. THE SURFACE WATER DRAINAGE SYSTEM SHALL BE CONSTRUCTED ACCORDING TO THE APPROVED PLANS. ANY DEVIATION FROM THE APPROVED PLANS WILL REQUIRE COORDINATION FOLLOWED BY WRITTEN APPROVAL FROM THE CITY. 5. A COPY OF THE APPROVED PLANS SHALL BE ON THE JOB SITE WHENEVER CONSTRUCTION IS IN PROGRESS. 6. THE LOCATIONS OF ALL EXISTING UTILITIES SHOWN HEREON HAVE BEEN ESTABLISHED BY FIELD SURVEY OR OBTAINED FROM AVAILABLE RECORDS AND SHALL THEREFORE BE CONSIDERED APPROXIMATE ONLY AND NOT NECESSARILY COMPLETE. IT IS THE SOLE RESPONSIBILITY OF THE APPLICANT AND THE APPLICANT'S CONTRACTOR TO INDEPENDENTLY VERIFY THE ACCURACY OF ALL UTILITY LOCATIONS SHOWN, AND TO FURTHER DISCOVER AND AVOID ANY OTHER UTILITIES NOT SHOWN HEREON THAT MAY BE AFFECTED BY THE IMPLEMENTATION OF THIS PLAN. THE APPLICANT SHALL RECORD ON THE AS -BUILT DRAWINGS ALL UNDOCUMENTED UTILITIES DISCOVERED AND ANY CHANGES TO THE APPROVED PLANS. THE APPLICANT SHALL IMMEDIATELY NOTIFY THE ENGINEER OF RECORD IF A CONFLICT EXISTS. 7. VERTICAL DATUM SHALL BE NAVD 88 AND HORIZONTAL DATUM SHALL BE NAD 83 (WA STATE PLANE, NORTH), UNLESS OTHERWISE APPROVED BY THE CITY. REFERENCE BENCHMARK, DATUM, AND ELEVATIONS SHALL BE NOTED ON THE PLANS. 8. ALL UTILITY TRENCH BACKFILL AND ROADWAY SUBGRADE SHALL BE COMPACTED TO 95% MAXIMUM DRY DENSITY PER SECTION 2-03.3(14)0 - COMPACTION AND MOISTURE CONTROL TESTS OF THE WSDOT STANDARD SPECIFICATIONS. IN PERMEABLE PAVEMENT AND OTHER INFILTRATION AREAS, ALL TRENCH BACKFILL SHALL BE FIRM AND UNYIELDING BUT IN NO CASE SHALL BE COMPACTED TO MORE THAN 92% OF MAXIMUM DRY DENSITY. 9. OPEN CUTTING OF EXISTING ROADWAYS FOR STORM DRAINAGE WORK IS NOT ALLOWED UNLESS SPECIFICALLY APPROVED BY THE CITY AND NOTED ON THESE APPROVED PLANS. ANY OPEN CUT SHALL BE RESTORED IN ACCORDANCE WITH THE CITY TRENCH RESTORATION STANDARDS. 10. ALL PIPE AND STRUCTURES SHALL BE STAKED FOR SURVEY LINE AND GRADE PRIOR TO THE START OF CONSTRUCTION. WHERE SHOWN ON THE PLANS OR WHERE DIRECTED BY THE CITY, THE EXISTING MANHOLES, CATCH BASINS, OR INLETS SHALL BE ADJUSTED TO THE GRADE AS STAKED. 11. ALL FLOW CONTROL FACILITIES SHALL BE INSTALLED AND IN OPERATION PRIOR TO, OR IN CONJUNCTION WITH, ANY CONSTRUCTION ACTIVITY UNLESS OTHERWISE APPROVED BY THE CITY. 12. ALL PIPE AND APPURTENANCES SHALL BE LAID ON A PROPERLY PREPARED FOUNDATION IN ACCORDANCE WITH THE CURRENT STATE OF WASHINGTON STANDARD SPECIFICATION FOR ROAD AND BRIDGE CONSTRUCTION. THIS SHALL INCLUDE NECESSARY LEVELING OF THE TRENCH BOTTOM OR THE TOP OF THE FOUNDATION MATERIAL, AS WELL AS PLACEMENT AND COMPACTION OF REQUIRED BEDDING MATERIAL TO UNIFORM GRADE SO THAT THE ENTIRE LENGTH OF THE PIPE WILL BE SUPPORTED ON A UNIFORMLY DENSE, UNYIELDING BASE. ALL PIPE BEDDING AND BACKFILL SHALL BE AS SHOWN ON THE CITY STANDARD PLAN 220.00, 220.10, AND 220.20. 13. STEEL PIPE SHALL BE ALUMINIZED, OR GALVANIZED WITH ASPHALT TREATMENT 1, 2, OR 5 INSIDE AND OUTSIDE. 14. ALL DRAINAGE STRUCTURES SUCH AS CATCH BASINS AND MANHOLES SHALL BE FITTED WITH DUCTILE IRON, BOLT -LOCKING LIDS PER THE CITY STANDARD PLAN 204.10, 204.20, 204.30, AND 204.50. STRUCTURES SHALL HAVE: • RECTANGULAR OR ROUND, SOLID LIDS WHEN NOT COLLECTING RUNOFF, AND OUTSIDE OF THE ROADWAY. • ROUND, SOLID LIDS WHEN NOT COLLECTING RUNOFF, AND LOCATED WITHIN THE ROADWAY, BUT OUTSIDE OF THE CURB/GUTTER LINE. • ROUND, SOLID LIDS DISPLAYING THE CITY LOGO WHEN WITHIN THE PUBLIC RIGHT-OF-WAY OR IN AN EASEMENT TO THE CITY. PRIVATE STRUCTURE LIDS OUTSIDE PUBLIC RIGHT-OF-WAY AND EASEMENTS TO THE CITY SHALL NOT DISPLAY THE CITY LOGO. 15. 15. BUILDINGS AND OTHER STRUCTURES SHALL BE PLACED IN ACCORDANCE WITH TABLE 4.1 EASEMENT WIDTHS AND BUILDING SETBACKS LINES OF THE RENTON SWDM. 16. LIDS OF MANHOLES/CATCH BASINS WITHIN PUBLIC RIGHT-OF-WAY SHALL NOT BE ADJUSTED TO FINAL GRADE UNTIL AFTER PAVING. ALL MANHOLE/CATCH BASIN RIMS SHALL BE ADJUSTED TO BE FLUSH WITH FINAL FINISHED GRADES, UNLESS OTHERWISE SHOWN. 17. ALL DRIVEWAY CULVERTS LOCATED WITHIN CITY RIGHT-OF-WAY SHALL BE OF SUFFICIENT LENGTH TO PROVIDE A MINIMUM 3:1 SLOPE FROM THE EDGE OF THE DRIVEWAY TO THE BOTTOM OF THE DITCH. 18. ROCK FOR EROSION PROTECTION OF ROADSIDE DITCHES, WHERE REQUIRED, SHALL BE OF SOUND QUARRY ROCK PLACED TO A MINIMUM DEPTH OF ONE (1) FOOT AND SHALL MEET THE FOLLOWING SPECIFICATIONS: • 4 - 8 INCH ROCK / 40 - 70% PASSING; • 2 - 4 INCH ROCK / 30 - 40% PASSING; AND • LESS THAN 2 INCH ROCK / 10 - 20% PASSING. 19. FOOTING DRAINAGE SYSTEMS AND ROOF DOWNSPOUT SYSTEMS SHALL NOT BE INTERCONNECTED AND SHALL SEPARATELY CONVEY COLLECTED FLOWS TO THE CONVEYANCE SYSTEM OR FLOW CONTROL FACILITY ON THE SITE, UNLESS APPROVED BY THE CITY. FOOTING DRAINS SHALL NOT BE CONNECTED TO ON -SITE BMPS. 20. THE END OF EACH STORM DRAIN STUB SHALL BE CAPPED. A CLEANOUT TOPPED WITH A BOLT -LOCKING LID MARKED "STORM" SHALL BE LOCATED AT THE PROPERTY LINE OR AT THE POINT OF CONNECTION OF A PRIVATE STORM DRAINAGE CONVEYANCE SYSTEM PER THE CITY STANDARD PLAN 227.00. 21. ALL STORM SYSTEM EXTENSIONS SHALL BE STAKED FOR LINE AND GRADE BY A SURVEYOR LICENSED IN WASHINGTON STATE, AND CUT SHEETS SHALL BE PROVIDED TO THE CITY PRIOR TO CONSTRUCTION. 22. ALL NEWLY INSTALLED AND NEWLY REHABILITATED (PUBLIC AND PRIVATE) STORM CONVEYANCE SYSTEMS SHALL BE INSPECTED BY MEANS OF REMOTE CCTV ACCORDING TO THE CITY STANDARD PLAN 266.00. CCTV INSPECTIONS AND REPORTS SHALL BE SUBMITTED TO THE CITY PRIOR TO RECEIVING APPROVAL TO INSTALL PROJECT CURBS, GUTTERS AND/OR PAVEMENT. 23. ALL STORM SYSTEMS AND CONNECTIONS TO EXISTING MAINS SHALL BE TESTED IN ACCORDANCE WITH SECTION 7-04.3(1) OF THE WSDOT STANDARD SPECIFICATIONS AND IN THE PRESENCE OF A REPRESENTATIVE OF THE CITY. STORM DRAIN STUBS SHALL BE TESTED FOR ACCEPTANCE AT THE SAME TIME THE MAIN STORM IS TESTED. 24. FOR ALL DISTURBED PERVIOUS AREAS (COMPACTED, GRADED, LANDSCAPED, ETC.) OF THE DEVELOPMENT SITE, TO MAINTAIN THE MOISTURE CAPACITY OF THE SOIL EITHER STOCKPILE AND REDISTRIBUTE THE EXISTING DUFF LAYER AND NATIVE TOPSOIL OR AMEND THE SOIL WITH COMPOST IN ACCORDANCE WITH STANDARD PLAN 264.00. 25. ISSUANCE OF THE BUILDING OR CONSTRUCTION PERMITS BY THE CITY DOES NOT RELIEVE THE APPLICANT OF THE CONTINUING LEGAL OBLIGATION AND/OR LIABILITY CONNECTED WITH STORMWATER DISPOSAL. THE CITY DOES NOT ACCEPT ANY OBLIGATION FOR THE PROPER FUNCTIONING AND MAINTENANCE OF THE STORM SYSTEM PROVIDED DURING CONSTRUCTION. 26. ADEQUATE SAFEGUARDS, SAFETY DEVICES, PROTECTIVE EQUIPMENT, FLAGGERS, AND ANY OTHER ACTIONS NEEDED TO PROTECT THE LIFE, HEALTH, AND SAFETY OF THE PUBLIC, AND TO PROTECT PROPERTY IN CONNECTION WITH THE PERFORMANCE OF WORK SHALL BE PROVIDED. ANY WORK WITHIN THE TRAVELED RIGHT-OF-WAY THAT MAY INTERRUPT NORMAL TRAFFIC FLOW SHALL REQUIRE A TRAFFIC CONTROL PLAN APPROVED BY THE CITY. ALL SECTIONS OF THE WSDOT STANDARD SPECIFICATIONS 1-10 TEMPORARY TRAFFIC CONTROL SHALL APPLY 27. PROJECTS LOCATED WITHIN THE CITY'S AQUIFER PROTECTION AREA (APA) SHALL COMPLY WITH SPECIAL REQUIREMENT #6 OF THE RENTON SWDM AND AQUIFER PROTECTION REGULATIONS (RMC 4-3-050). 28. PLACEMENT OF SURFACE APPURTENANCES (CATCH BASIN/MANHOLE LIDS, CLEANOUTS, INLETS, ETC.) IN THE STREET TRAVEL LANE WHEEL PATH, INTERSECTIONS OF STREET TRAVEL LANES, BIKE LANES, SIDEWALKS, AND CROSSWALKS SHALL BE AVOIDED WHENEVER POSSIBLE. ANY SURFACE APPURTENANCE PLACED IN A SIDEWALK OR CROSSWALK SHALL BE FITTED WITH A NON -SLIP OR NON-SKID LID PER ADA REQUIREMENTS. 29. CLEARLY LABEL PUBLIC AND PRIVATE SYSTEMS ON THE PLANS. PRIVATE SYSTEMS SHALL BE MAINTAINED BY THE APPLICANT. 30. MINIMUM COVER OVER STORM DRAINAGE PIPE SHALL CONFORM TO TABLE 4.2.1.A2 OF THE RENTON SWDM. 31. CONSTRUCTED PERMEABLE PAVEMENT SHALL BE PERMEABLE ENOUGH TO ABSORB WATER AT A MINIMUM RATE OF 20 INCHES PER HOUR IMMEDIATELY AFTER THE PAVEMENT SURFACE HAS BEEN WETTED CONTINUOUSLY FOR AT LEAST 10 MINUTES. COMPLIANCE WITH THIS MINIMUM RATE SHALL BE CHECKED PRIOR TO CONSTRUCTION APPROVAL OF THE PAVEMENT. COMPLIANCE MAY BE CHECKED USING A SIMPLE BUCKET TEST IN WHICH 5 GALLONS OF WATER IS POURED ONTO THE PAVEMENT SURFACE ALL AT ONCE. IF ONLY A MINOR AMOUNT OF WATER PONDS OR RUNS OFF THE SURFACE, THEN THE PAVEMENT IS CONSIDERED TO MEET THE MINIMUM RATE OF ABSORPTION. AT LEAST ONE TEST SHALL BE CONDUCTED PER 1,000 SQUARE FEET OF PERMEABLE PAVEMENT. IF THIS TEST IS NOT CONCLUSIVE, THEN ANOTHER TEST PER ASTM C1701 SHALL BE CONDUCTED. FOR LARGE AREAS (E.G., PARKING AREAS), TESTING OBSERVATION MAY BE ACCOMPLISHED WHILE WALKING BEHIND A SLOWLY MOVING WATER TRUCK DISCHARGING WATER AT A RATE SIMILAR TO THE BUCKET TEST. PERMEABLE PAVERS SHALL CALL 811 (2) BUSINESS DAYS BEFORE YOU DIG (UNDERGROUND UTILITY LOCATIONS ARE APPROXIMATE) PERMIT SUBMITTAL SURVEYED: GEODETIC SURVEYING SCALE: SERVICE VERTICAL NAVD 1988 AS INDICATED HORIZONTAL-NAD 1983/1991 DESIGNED: CITY O SP ON DRAWING ® DRAWN: SP JW RENTON ONE INCH DATUM CHECKED: SP AT FULL SCALE Planning/Building/Public Works Dept. IF NOT ONE INCH NO. REVISION BY DATE APPR APPROVED: SCALE ACCORDINGLY R-408302 IN COMPLIANCE WITH CITY OF RENTON STANDARDS DEVELOPMENT ENGINEERING Nathan Janders 03/19/2020 ' DATE: FIRST UKRAINIAN PENTECOSTAL CHURCH 02-25-20 3811 NE 21 ST ST FIELDBOOK: PAGE RENTON, WA 98056 DRAWING NO. CIVIL NOTES C1.1 SHEET: OF. 2 65 ( O 0� All L0 N O O I DD T a J co 00 O O ' 0 LLI ~ ADDITIONAL GRADING, EXCAVATION, AND EROSION CONTROL NOTES 1. ALL WORK IS TO BE DONE IN ACCORDANCE WITH THE APPROVED GRADING PLAN, SOILS REPORT, THE MOST CURRENT WSDOT STANDARD SPECIFICATION FOR ROAD, BRIDGE AND MUNICIPAL CONSTRUCTION AND THE CURRENT CITY OF RENTON SURFACE WATER MANAGEMENT MANUAL. 2. WHEN CONSTRUCTION OPERATIONS ARE SUCH THAT DEBRIS FROM THE WORK IS DEPOSITED ON THE STREETS, THE CONTRACTOR SHALL, AS A MINIMUM, REMOVE ON A DAILY BASIS ANY DEPOSITS OR DEBRIS WHICH MAY ACCUMULATE ON THE ROADWAY SURFACE. SHOULD DAILY REMOVAL BE EXCAVATION NOTES 1. IF WORKERS ENTER ANY TRENCH OR OTHER EXCAVATION FOUR FEET OR MORE IN DEPTH THAT DOES NOT MEET THE OPEN PIT REQUIREMENTS OF SECTION 2-09.3(3)B, IT SHALL BE SHORED AND CRIBBED. ALL TRENCH SAFETY SYSTEMS SHALL MEET THE REQUIREMENTS OF THE WASHINGTON INDUSTRIAL SAFETY AND HEALTH ACT, CHAPTER 49.17 RCW. THE CONTRACTOR ALONE SHALL BE RESPONSIBLE FOR ALL WORKER SAFETY, AND NEITHER THE CITY OF RENTON NOR THE ENGINEER OF RECORD ASSUMES ANY RESPONSIBILITY. INSUFFICIENT TO KEEP THE STREETS CLEAN, THE CONTRACTOR SHALL 2. SUBGRADE COMPACTION SHALL BE TESTED BY A PROFESSIONAL PERFORM REMOVAL OPERATIONS ON A MORE FREQUENT BASIS. IF THE CITY GEOTECHNICAL CONSULTANT PRIOR TO PLACING BASE MATERIAL. OF RENTON CONSTRUCTION INSPECTOR DETERMINES THAT A MORE FREQUENT UTILITY NOTES CLEANING IS IMPRACTICAL OR IF THE CONTRACTOR FALLS TO KEEP THE STREETS FREE FROM DEPOSITS AND DEBRIS RESULTING FROM THE WORK, THE CONTRACTOR SHALL, UPON ORDER OF THE CITY OF RENTON 1. THE EXISTING UNDERGROUND UTILITIES SHOWN HERE ON ARE CONSTRUCTION INSPECTOR, PROVIDE FACILITIES FOR, AND REMOVE ALL CLAY BASED UPON AVAILABLE RESOURCES AND ARE NOT GUARANTEED OR OTHER DEPOSITS FROM THE TIRES OR BETWEEN WHEELS BEFORE TO BE ACCURATE, NOR ALL-INCLUSIVE. TRUCKS OR OTHER EQUIPMENT WILL BE ALLOWED TO TRAVEL OVER PAVED 2. ALL UTILITIES MUST BE VERIFIED PRIOR TO CONSTRUCTION. IF THE STREETS. SHOULD THE CONTRACTOR FAIL OR REFUSE TO CLEAN THE PROJECT REQUIRES ANY EXCAVATION, THE STREETS IN QUESTION, OR THE TRUCKS OR EQUIPMENT IN QUESTION, THE DEVELOPER/CONTRACTOR IS REQUIRED TO CALL THE UTILITY CITY OF RENTON CONSTRUCTION INSPECTOR MAY ORDER THE WORK UNDERGROUND LOCATION CENTER AT (800) 424-5555 AT LEAST SUSPENDED AT THE CONTRACTOR'S RISK UNTIL COMPLIANCE WITH THE TWO DAYS BEFORE STARTING SUCH EXCAVATION IN ACCORDANCE CONTRACTOR'S OBLIGATIONS IS ASSURED, OR THE CITY OF RENTON WITH RCW 19.122. CONSTRUCTION INSPECTOR MAY ORDER THE STREETS IN QUESTION CLEANED 3. IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO PROTECT, IN BY OTHERS AND SUCH COSTS INCURRED BY THE CITY IN ACHIEVING PLACE, ALL UTILITIES AND/OR STRUCTURES WHETHER SHOWN OR COMPLIANCE WITH THESE REQUIREMENTS, INCLUDING CLEANING OF THE STREETS, SHALL BE DEDUCTED FROM THE WORK ORDER ACCOUNT. NOT SHOWN ON THIS PLAN. DAMAGE DUE TO THE CONTRACTOR'S 3. THE CONTRACTOR SHALL PROTECT EXISTING DRAINAGE STRUCTURES USING OPERATIONS SHALL BE REPAIRED AT THE CONTRACTOR'S EXPENSE. ACCEPTABLE METHODS AND MATERIALS AS SHOWN ON THIS PLAN. IF THE METHODS AND MATERIALS AS SHOWN ON THIS PLAN ARE NOT ADEQUATE, HYDROSEEDING THE CITY OF RENTON CONSTRUCTION INSPECTOR MAY REQUIRE ADDITIONAL/ALTERNATIVE METHODS FOR EROSION CONTROL AND/OR PROTECTION OF EXISTING DRAINAGE STRUCTURES. ADDITIONAL OR 0 ALL AREAS THAT ARE CLEARED AND GRUBBED, GRADED, ALTERNATIVE METHODS SHALL BE SUBMITTED BY THE DESIGN ENGINEER AND EXCAVATED OR FILLED ARE SUBJECT TO HYDRO SEEDING. ANY ACCEPTED BY THE CITY OF RENTON CONSTRUCTION INSPECTOR. ANY DAMAGE OF THESE AREAS THAT ARE LEFT UNPAVED OR CAUSED TO THE CITY OF RENTON STORM SEWER SYSTEM AS A RESULT OF UNLANDSCAPED SHALL BE HYDRO SEEDED UNDER THE THE WORK OUTLINED ON THIS PLAN SHALL BE THE SOLE RESPONSIBILITY OF DIRECTION AND APPROVAL OF THE CONSTRUCTION INSPECTOR. THE CONTRACTOR. RESOLVING SAID DAMAGE MAY INCLUDE, BUT NOT BE 0 HYDRO SEED ONLY DURING THE PERIODS OF APRIL 1 LIMITED TO, THE CLEANING OF THE DRAINAGE SYSTEM IN QUESTION BY THE THROUGH MAY 31 OR SEPTEMBER 1 THROUGH OCTOBER 15. CONTRACTOR. THIS HYDRO SEEDING REQUIREMENT MAY BE MET DURING THE 4. WATERING PROVISIONS WHEN APPLICABLE MUST BE IN PLACE TO PREVENT MONTHS OF JUNE THROUGH AUGUST IF IRRIGATION IS DUST FROM BECOMING AIR BORNE. VIOLATION OF THIS CONDITION WILL PROVIDED. RESORT IN A STOP WORK ORDER UNTIL CORRECTED. 0 MAINTAIN HYDRO SEEDING THROUGHOUT THE WINTER WET 5. FILL THAT WILL SUPPORT A STREET SECTION OR OTHER STRUCTURES SHALL SEASON. BE PLACED UNDER THE INSPECTION OF A LICENSED GEOTECHNICAL ENGINEER. SOIL TO BE PLACED SHALL BE TESTED AND COMPACTED TO 95 PERCENT OF ITS MAXIMUM DENSITY. ENGINEER SHALL DOCUMENT EXISTING SITE CONDITIONS, SOIL AND ITS PLACEMENT AND ALLOWABLE BEARING CAPACITY SUBMITTED. STANDARD REQUIREMENTS FOR CUTS AND FILL ARE CONTAINED IN THE WSDOT STANDARD SPECIFICATIONS FOR ROAD, BRIDGES, AND MUNICIPAL CONSTRUCTION. 6. A STORM WATER POLLUTION PREVENTION PLAN IS REQUIRED FOR ALL WORK ORDER PROJECTS. THE PLAN MUST BE IN ACCORDANCE WITH THE CURRENT RENTON SURFACE WATER MANAGEMENT MANUAL. 7. SEPARATE PERMITS ARE REQUIRED FOR ALL RETAINING WALLS. MECHANICAL - ELECTRICAL Ab o s s e in CIVIL - LEED FIRE PROTECTION Engineering, 18465 NE 68TH ST REDMOINDD, TA. 98052 PH: (425) 462-9441 L•�'�' FAX: (425) 462-9451 E-Vail: cservice®abossein.com www.abossein.com POURAZARI #39659 BASE MAP/TOPOGRAPHY PROVIDED BY PQU ❑AS&, OTHERS. ABOSSEIN ENGINEERING (AE) CANNOT BE HELD LIABLE FOR OF ACCURACY. CONTRACTOR SHALL FIELD VERIFY GRADES, UTILITIES AND ALL *OTHER EX FEATURES & CONDITIONS. IF CONDITIONS ARE NOT AS SHOWN &/OR o� �l� PLANS CANNOT BE CONSTRUCTED AS ST �SSr�NAL `� SHOWN, CONTACT AE PRIOR TO CONSTRUCTION. 0 61 PERMIT SUBMITTAL 11.00M Me, BY I DATE HEARING EXAMINER DECISION LETTER CRITERIA THE CONDITIONAL USE PERMIT PARKING MODIFICATION AND STREET MODIFICATION APPLICATIONS SATISFY ALL APPLICABLE REVIEW CRITERIA FOR THE REASONS IDENTIFIED IN THE FINDINGS AND CONCLUSIONS OF THIS DECISION AND FOR THAT REASON ARE APPROVED SUBJECT TO THE FOLLOWING CONDITIONS: 1. THE APPLICANT SHALL EITHER REVISE THE PROPOSED IMPERVIOUS SURFACE ON BOTH PARCEL NUMBERS O423059237 AND 0423059307 TO COMPLY WITH MAXIMUM IMPERVIOUS SURFACE REQUIREMENTS AND/OR THE APPLICANT SHALL SUBMIT AN APPLICATION FOR A LOT LINE ADJUSTMENT WITH THE NEIGHBORING PARCEL TO THE SOUTH (PARCEL NUMBER 0423059068; ALSO OWNED BY THE FIRST UKRAINIAN PENTECOSTAL CHURCH) ORDER TO MODIFY THE LOT AREA TO COMPLY WITH IMPERVIOUS SURFACE REQUIREMENTS. THE LOT LINE ADJUSTMENT SHALL BE SUBMITTED FOR REVIEW AND APPROVAL BY THE CURRENT PLANNING PROJECT MANAGER, PRIOR TO CIVIL CONSTRUCTION PERMIT ISSUANCE. 2. A DETAILED LANDSCAPE PLAN CONSISTENT WITH RMC 4-8-120 SHALL BE SUBMITTED FOR REVIEW AND APPROVAL BY THE CURRENT PLANNING PROJECT MANAGER, PRIOR TO CONSTRUCTION PERMIT ISSUANCE. THE DETAILED LANDSCAPE PLAN SHALL INCLUDE, BUT IS NOT LIMITED TO, THE FOLLOWING AMENDMENTS: a) PERIMETER PARKING LOT LANDSCAPING SHALL BE INCLUDED ALONG PARKING STALLS NUMBERED L -14. b) THE PROPOSED PERIMETER PARKING LOT LANDSCAPING SHALL EITHER BE REVISED TO BE FULLY SITE OBSCURING OR SHALL BE REVISED TO INCLUDE A 15-FOOT WIDE, PARTIALLY SIGHT -OBSCURING, LANDSCAPED VISUAL BARRIER, IN COMPLIANCE WITH RMC 4-4-070F.4. C. c) A 10-FOOT ONSITE LANDSCAPE STRIP SHALL BE INCLUDED ALONG NE 21 ST STREET. THE LANDSCAPE STRIP SHALL INCLUDE A MIXTURE OF TREES, SHRUBS AND GROUNDCOVER. d) THE REVISED LANDSCAPE PLAN SHALL DEMONSTRATE COMPLIANCE WITH THE MINIMUM PARKING LOT LANDSCAPING SQUARE FOOTAGE REQUIREMENTS, AS OUTLINED IN RMC 4-4-070F.6. B. 3. THE APPLICANT SHALL SUBMIT A REVISED SITE PLAN THAT DEMONSTRATES COMPLIANCE WITH MAXIMUM COMPACT PARKING SPACE REGULATIONS FOR REVIEW AND APPROVAL BY THE CURRENT PLANNING PROJECT MANAGER PRIOR TO CONSTRUCTION PERMIT ISSUANCE. 4. AN ON -SITE LIGHTING PLAN SHALL BE PROVIDED WITH THE CIVIL CONSTRUCTION PERMIT APPLICATION DEMONSTRATING COMPLIANCE WITH RMC 4-4-075. THE LIGHTING PLAN SHALL BE REVIEWED AND APPROVED BY THE CURRENT PLANNING PROJECT MANAGER PRIOR TO CIVIL CONSTRUCTION PERMIT ISSUANCE. 5. THE APPLICANT SHALL REPLACE THE EXISTING 15 FEET OF TEMPORARY ASPHALT SIDEWALK TO THE EAST OF THE PROJECT FRONTAGE WITH CONCRETE SIDEWALK MEETING CITY STANDARDS. COMPLIANCE WITH THIS CONDITION SHALL BE DEMONSTRATED AT THE TIME OF CIVIL CONSTRUCTION PERMIT APPLICATION. 6. THE APPLICANT SHALL SUBMIT A SITE PLAN DEMONSTRATING COMPLIANCE WITH TURNING RADIUS FIRE ACCESS REQUIREMENTS FOR REVIEW AND APPROVAL BY THE RENTON FIRE AUTHORITY AT THE TIME OF CIVIL CONSTRUCTION PERMIT. 7. WITH THE CONSTRUCTION PERMIT APPLICATION THE APPLICANT SHALL EITHER: PROVIDE AN APPROXIMATE 70- FOOT LONG, 8-INCH DIAMETER WATER MAIN EXTENSION IN ORDER TO ENSURE THE FIRE PORT CONNECTION (FPC) IS WITHIN 50 FEET OF THE HYDRANT; OR, THE APPLICANT SHALL PROVIDE AN ALTERNATE LAYOUT, WITH THE DOUBLE DETECTOR CHECK VALVE ASSEMBLY (DDCVA) LOCATED IN THE LANDSCAPE PLANTER OUTSIDE THE BUILDING (WHICH IS LOCATED WITHIN 50 FEET OF THE FIRE HYDRANT). UTILITY PLANS REFLECTING THESE CHANGES SHALL BE REVIEWED AND APPROVAL BY THE CURRENT PLANNING PROJECT MANAGER AND DEVELOPMENT ENGINEERING PRIOR TO CONSTRUCTION PERMIT ISSUANCE. 8. THE APPLICANT SHALL SUBMIT AN APPLICATION FOR LOT COMBINATION FOR PARCEL NUMBERS O423059237 AND 0423059307, PRIOR TO CIVIL CONSTRUCTION PERMIT APPLICATION. THE LOT COMBINATION SHALL BE RECORDED PRIOR TO CERTIFICATE OF OCCUPANCY OF THE PROPOSED ADDITION. SURVEYED: GEODETIC SURVEYING SERVICE DESIGNED: S P DRAWN: S P CHECKED: S P APPROVED: AS INDICATED ON DRAWING ONE INCH AT FULL SCALE IF NOT ONE INCH SCALE ACCORDINGLY VERTICAL NAVD 1988 HORIZONTAL- NAD 1983/1991 DATUM CALL 811 (2) BUSINESS DAYS BEFORE YOU DIG (UNDERGROUND UTILITY LOCATIONS ARE APPROXIMATE) AomtbL CITY OF JW RENTON Planning/Building/Public Works Dept. R-408302a IN COMPLIANCE WITH CITY OF RENTON STANDARDS DEVELOPMENT ENGINEERING Nathan Janders 03/19/2020 ' FIRST UKRAINIAN PENTECOSTAL CHURCH 3811 NE 21 ST ST RENTON, WA 98056 CIVIL NOTES DATE: 02-25-20 FIELDBOOK: PAGE C1.1a 3 65 0 M O d� All L0 O O O Q J O C4 T O O O T rr 0- 00 1 O 0 Lu ORT SCALE. I inch = 30 ft. 3C. 0 15 30 t c IN FEET � i I I BASIS POINTS: CITY OF RENTON STATION No. 1891, 2" BRASS DISK W/X IN CONC. IN CASE AT ND NE 2"ND PL TOF'OGRAPHIGAL SURVEY X-ING UNION AVE. NE A MERIDIAN: CITY OF RENTON STATION No. 716, 1" WASHINGTON STATE PLANE, BRASS DISK W/PUNCH IN CONC. IN CASE AT NAD83/91 - NORTH ZONE X-ING OF ESTERLY PORTION OF NE 19TH ST. (CITY OF RENTON SURVEY CONTRO_ NETWORK) AND UNION AVE NE NOT03'16"E 200.82' 6' WOOD FENCE l J L -s rCO -43 O O r -� I I'I 1 I lu ro y LO IN I \434 Iry li ��■ 1 0 �\ � / 434—� aA . 1 / N I I 11 3ON33 GOON 9 t 30N33 NNnNIVHO 9 n " —432— — —� 403.63 N Oi04'21 E !1 ' II ui bb0 N !L= 0 Q AO �43 l 11 I'll I 'II I ::n i '>u :i71 U _{I nao I I I I I N n SITE INFORMATION: REFERENCES: 3811 NE 21ST ST 1. KING COUNTY ASSESSORS MAP CF SE 04-23-5. SITE ADDRESS: 3811 NE 21ST ST RENTON, WA 98056 2. PLAT OF POSE HAVEN VOL. 63 PG. 10 3. CITY OF RENTON SHORT PLAT LUA14-000916 REC. No. 20160810900025 4. PLAT SUNSETTAX ACCOUNT No.: 042305-9237 5. RECO DF ST CF SURVEY E ECVO03 No. L. 220110,316900007 6. RECORD CF SURVEY REC. No. 20D90105900002 7. CITY OF RENTON SURVEY CONTROL NETWORK NOTE: THIS DRAWING CANNOT BE SCALED DUE TO FORMATTING REQUIREMENTS USING THE CITY OF RENTON SHEET TEMPLATE. MECHAMCAL - ELECTRICAL FIRE PROTECTION Engineering, 18465 NE 68TH ST REDMOIND, WA. 98052 PH: (425) 462-9441 L•�'�' FAX: (425) 462-9451 E-Mail: cservice®abossein.com www.abossein.com BASE MAP/TOPOGRAPHY PROVIDED BY OTHERS. ABOSSEIN ENGINEERING (AE) ACCURACY. CONTRACTOR SHALL FIELD VERIFY GRADES, UTILITIES AND ALL OTHER EX FEATURES & CONDITIONS. IF CONDITIONS ARE NOT AS SHOWN &/OR PLANS CANNOT BE CONSTRUCTED AS SHOWN, CONTACT AE PRIOR TO CONSTRUCTION. PERMIT SUBMITTAL OF A PORTION OF THE NE 1/4 OF THE SE V4 OF SEC. 4, T-23 N., R-5 E_ CITY OF RENTON WILLAMETTE MERIDIAN, KING COUNTY, WASHINGTON NOTES: 1. CONTROLLING BOUNDARY DATA WAS OBTAINED BY ACTUAL FIELD MEASUREMENTS. ANGULAR AND LINEAR RELATIONSHIPS OF FIELD TRAVER� WERE DETERMINED WITH A FIVE SECOND TOTAL STATION SUPPLEMENTED WITH DATA COLLECTOR AND STEEL TAPE. -' 2. THE SITE AND ALL CONTROL MONUMENTS SHOWN ON THS RECORD SURVEY WERE VISITED IN JJLY 2016. / 3. THIS SURVEY ACCURACY MEETS OR EXCEEDS PRECISION REQUIREMEI — — AS SET FORTH IN W.A.C. 332-130-090. 4. THIS SURVEY WAS COMPLETE WITHOUT BENEFIT OF A CURRENT TITLI REPORT, EASEMENT AND OTHER ENCUMBRANCES OF RECORD MAY EXIST THIS PROPERTY THAT ARE NOT NECESSARY SHOWN HEREON. 5. ALL STRUCTURES (BUILDINGS) TIES AND FENCES TIES SHOWN HERE( ARE APPROXIMATE AND CA14 NOT BE USED TO ESTABLISH PROPERTY LIN 6. THIS SURVEY DOES NCT PURPORT TO SHOW ALL FENCES AND/OR OTHER SIGNS OF OCCUPATION OR POSSESSION. 1 7. EXISTING, POSSESSION, I.E.., FENCES, SHEDS, DRIVEWAY, ETC. MAY ` w I� HAVE PRIOR RIGHTS. DO NDT REMOVE THEM WITHOUT LEGAL ADVICE. 1 X, 8. THE TOPOGRAPHIC SURVEY SHOWN HEREON WAS PERFORMED IN JU ' 2017 AND MAY 2019. THE FIELD DATA WAS COLLECTED AND RECORDED 1 $ MAGNETIC MEDIA THROUGH AN ELECTRIC THEODOLITE. THE DATA FILE IS i ARCHIVED ON DISC OR CD WRITTEN FIELD NOTES MAY NOT EXIST. 9. UTILITIES OTHER THAN THOSE SHOWN MAY EXIST ON THIS SITE. ONI THOSE UTILITIES WITH EVIDENCE OF THEIR INSTALLATION VISIBLE AT THE GROUND SURFACE ARE SHOWN HEREON. UNDERGROUND UTILITIES SHOD HEREON MAY HAVE BEEN TAKEN FROM THE PUBLIC RECORDS AND ARE — — APPROXIMATE CNLY. GEODETIC SURVEYING SLRVICES ASSUMES NO RESPONSIBILITY FOR THE ACCURACY OF PUBLIC RECORDS. I �A I ` 0 FD 00 11 z \43 6\ 6' 14 Ci C6 i I1 I � m n �4I _ N /1 ti v" 1 I ^ M N N C06 I N LEGAL DESCRIPTION: PARCEL A THAT PORTION OF THE EAST HALF OF THE EAST HALF OF THE NORTHWEST QUARTER OF THE NORTHEAST QUARTER OF THE SOUTHEAST QUARTER OF SECTION 4, TOWNSHIP 23 NORTH, RANGE 5 EAST, WILLMETTE MERIDIAN, IN KING COUNTY, WASHINGTON, LYING NORTHERLY OF THE EASTERLY PRODUCTION OF THE SOUTH LINE OF LOT 4 OF ROSE HAVEN, ACCORDING TO THE PLAT THEREOF, RECORDED IN VOLUME 63 OF PLATS, PAGE IC, IN KING COUNTY, WASHINGTON. PARCEL B THE WEST 217.5 FEET OF THE WEST HALF OF THE NORTHEAST QUARTER OF THE NORTHEAST QUARTER OF THE SOUTHEAST QUARTER OF SECTION 4, TOWNSHIP 23 NORTH, RANGE 5 EAST, WILLMETTE MERIDIAN, IN KING COUNTY, WASHINGTON, EXCEPT THE NORTH FEET THEREOF. LEGAL DESCRIPTION NOTE: LEGEND THE ABOVE LEGAL DESCRIPTION AND THIS SURVEY ARE BASED UPON STATUTORY WARRANTY DEED, AFN 199902180526. 0 SANITARY SEWER MANHOLE '1 mi � N 04'„'1,'i 2 cD l,J r C' (N (n �Z N I n N i 1 d � 07 CV (Y r O I ° : �.:�r, }y l X I � % 7 CNN P�'P n, rll I or w� - w NI r al Qj lD d $ pq C-4 ^ 'P-4 , iv 30N33 O^ N N N / m - - .. 2 I —430-�� _ •'•� I O > 1 W I ' O NCV _ _ s Z y - -�f •' I A— �- t �! cm cn E w —�---G N / / w 1 I o w � C)� ;3 w 3�oI�I _OD NC) 7 rnQ,J =� �N •.. � v INN C) 42 .. W w00 I 'i ~ /^' E I 1 r` w 00 d CN `n 3 eo G 4 WOOD FENCE 6 � i t 1 04 Z \ 0N3d DOOM ,9 .49' I�'Q�04121' E I w o \� I 34\ 0 •� ; I I N 1-9--c03U / 1 Otp�O ` I / I I I N�ti \ �� \ c0\ �--4 y ! Stow i n \ o3d y g 0 mood U r >LLJ •'� o r V)NN �M IL \ InN - I� rW �O� •I -----s- UNDERGROUND SEWER MAIN O STORM DRAIN MANHOLE Q SANITARY SEWER CLEANOUT E STORM DRAIN CATCH BASIN -----� UNDERGROUND STORM MAIN • STORM DRAIN YARD DRAIN EX. CULVERT a FIRE H"DRANT ® WATER METER pQ WATER VALVE IRRIGA110N CONTROL VALVE ❑Q GAS METER GAS VALVE ® GAS METER ® POWER METER ® POWER JUNCTION BOX POWER TRANSFORMER ® SIGNAL JUNCTION BOX [T ] CABLE TV RISER E-- UTILITY POLE ANCHOR _0_ UTILIT) POLE 0 UTILITI POLE AND TRANSFORMER 0 DROP _INE AND TRANSFORMER POWER POLE WITH DROP STREET LIGHT —OP— OVERHEAD POWER v EXISTING SIGN ❑ TELEPHONE RISER M6 MAIL BOX e GATE SOLE — p — CHAIN LINK FENCE (CLF) 0 — WOOD FENCE (WDF) X WIRE FENCE (WF) ® WOOD RETAINING WALL f7[alljo CONCRETE RETAINING WALL OCYx_)o BLOCKS RETAINING WALL PAVEMENT CONCRETE SF R SINGL= FAMILY RCSIDENTIAL rYY Y l TREE ;VEGETATION LINE ® CLUS-ER OF TREES CONIFEROUS TREE DECIDUOUS TREE SHR03S FIR TREE CEDAR TREE QMAPLE TREE O WALNUT • PINE (V ...... .I DATUM = ¢ �; PORTION OF: NE1/4, SE 1J4, SECTION 4, TOWNSHIP 23 NORTH, RANGE 5 EAST, W.M. NAVD88 gp FRCXCT of H f U GEODETIC T UKRANIAN PENTECOSTAL SCALE i 2 OATZIM BENCHMARK R� 'M z 3811 NE 21ST ST DWG -` C.O.R. BENCHMARK No. RENT1325 x '0 SURVEYING SERVICES F2ENTON, WA 98056 717R 3" BRONZE DISK W/PUNCH IN CONC. a `� JRAWN BY IN CASE AT X-ING OF SE SE 104TH P.O. SOX 133 DRAWN BY gtcI STD � J4 r MUKILTEO, WA CITY OF RE:�ITON APPROVED R ST AND 132ND AVE SE s BODE Tr �,� 98275-0133 TOPOGRAPHICAL SURVEY R ELEV. = 444.77 C'•~ nunAlC. (AI)r,) 000_173Q SHEET 1 d BY I DATE SURVEYED: GEODETIC SURVEYING SERVICE DESIGNED: S P DRAWN: S P CHECKED: S P APPROVED: SCALE: AS INDICATED ON DRAWING ONE INCH AT FULL SCALE IF NOT ONE INCH SCALE ACCORDINGLY VERTICAL: NAVD 1988 HORIZONTAL NAD 1983/1991 DATUM CALL 811 (2) BUSINESS DAYS BEFORE YOU DIG (UNDERGROUND UTILITY LOCATIONS ARE APPROXIMATE) Aomttlk CITY OF [%;R3 RENTON Nhor Planning/Building/Public Works Dept. R-408303 IN COMPLIANCE WITH CITY OF RENTON STANDARDS FIRST UKRAINIAN PENTECOSTAL CHURCH 3811 NE 21 ST ST RENTON, WA 98056 TOPOGRAPHIC SURVEY DATE: 02-25-20 FIELDBOOK: PAGE C1.2 4 65 0 M O O A, LJ L0 0 0 �y1 W J U U a vJ O CU Lu z Lu n z a z Q V ) w H co O "t O ' LLI ~ ADDITIONAL GRADING. EXCAVATION, AND EROSION CONTROL NOTES 1. ALL WORK IS TO BE DONE IN ACCORDANCE WITH THE APPROVED GRADING PLAN, SOILS REPORT, THE MOST CURRENT WSDOT STANDARD SPECIFICATION FOR ROAD, BRIDGE AND MUNICIPAL CONSTRUCTION AND THE CURRENT CITY OF RENTON SURFACE WATER MANAGEMENT MANUAL. 2. WHEN CONSTRUCTION OPERATIONS ARE SUCH THAT DEBRIS FROM THE WORK IS DEPOSITED ON THE STREETS, THE CONTRACTOR SHALL, AS A MINIMUM, REMOVE ON A DAILY BASIS ANY DEPOSITS OR DEBRIS WHICH MAY ACCUMULATE ON THE ROADWAY SURFACE. SHOULD DAILY REMOVAL BE EXCAVATION NOTES 1. IF WORKERS ENTER ANY TRENCH OR OTHER EXCAVATION FOUR FEET OR MORE IN DEPTH THAT DOES NOT MEET THE OPEN PIT REQUIREMENTS OF SECTION 2-09.3(3)B, IT SHALL BE SHORED AND CRIBBED. ALL TRENCH SAFETY SYSTEMS SHALL MEET THE REQUIREMENTS OF THE WASHINGTON INDUSTRIAL SAFETY AND HEALTH ACT, CHAPTER 49.17 RCW. THE CONTRACTOR ALONE SHALL BE RESPONSIBLE FOR ALL WORKER SAFETY, AND NEITHER THE CITY OF RENTON NOR THE ENGINEER OF RECORD ASSUMES ANY RESPONSIBILITY. INSUFFICIENT TO KEEP THE STREETS CLEAN, THE CONTRACTOR SHALL 2. SUBGRADE COMPACTION SHALL BE TESTED BY A PROFESSIONAL PERFORM REMOVAL OPERATIONS ON A MORE FREQUENT BASIS. IF THE CITY GEOTECHNICAL CONSULTANT PRIOR TO PLACING BASE MATERIAL. OF RENTON CONSTRUCTION INSPECTOR DETERMINES THAT A MORE FREQUENT UTILITY NOTES CLEANING IS IMPRACTICAL OR IF THE CONTRACTOR FALLS TO KEEP THE STREETS FREE FROM DEPOSITS AND DEBRIS RESULTING FROM THE WORK, THE CONTRACTOR SHALL, UPON ORDER OF THE CITY OF RENTON 1. THE EXISTING UNDERGROUND UTILITIES SHOWN HERE ON ARE CONSTRUCTION INSPECTOR, PROVIDE FACILITIES FOR, AND REMOVE ALL CLAY BASED UPON AVAILABLE RESOURCES AND ARE NOT GUARANTEED OR OTHER DEPOSITS FROM THE TIRES OR BETWEEN WHEELS BEFORE TO BE ACCURATE, NOR ALL—INCLUSIVE. TRUCKS OR OTHER EQUIPMENT WILL BE ALLOWED TO TRAVEL OVER PAVED 2. ALL UTILITIES MUST BE VERIFIED PRIOR TO CONSTRUCTION. IF THE STREETS. SHOULD THE CONTRACTOR FAIL OR REFUSE TO CLEAN THE PROJECT REQUIRES ANY EXCAVATION, THE STREETS IN QUESTION, OR THE TRUCKS OR EQUIPMENT IN QUESTION, THE DEVELOPER/CONTRACTOR IS REQUIRED TO CALL THE UTILITY CITY OF RENTON CONSTRUCTION INSPECTOR MAY ORDER THE WORK UNDERGROUND LOCATION CENTER AT (800) 424-5555 AT LEAST SUSPENDED AT THE CONTRACTOR'S RISK UNTIL COMPLIANCE WITH THE TWO DAYS BEFORE STARTING SUCH EXCAVATION IN ACCORDANCE CONTRACTOR'S OBLIGATIONS IS ASSURED, OR THE CITY OF RENTON WITH RCW 19.122. CONSTRUCTION INSPECTOR MAY ORDER THE STREETS IN QUESTION CLEANED 3. IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO PROTECT, IN BY OTHERS AND SUCH COSTS INCURRED BY THE CITY IN ACHIEVING PLACE, ALL UTILITIES AND/OR STRUCTURES WHETHER SHOWN OR COMPLIANCE WITH THESE REQUIREMENTS, INCLUDING CLEANING OF THE STREETS, SHALL BE DEDUCTED FROM THE WORK ORDER ACCOUNT. NOT SHOWN ON THIS PLAN. DAMAGE DUE TO THE CONTRACTOR'S 3. THE CONTRACTOR SHALL PROTECT EXISTING DRAINAGE STRUCTURES USING OPERATIONS SHALL BE REPAIRED AT THE CONTRACTOR'S EXPENSE. ACCEPTABLE METHODS AND MATERIALS AS SHOWN ON THIS PLAN. IF THE METHODS AND MATERIALS AS SHOWN ON THIS PLAN ARE NOT ADEQUATE, HYDROSEEDING THE CITY OF RENTON CONSTRUCTION INSPECTOR MAY REQUIRE ADDITIONAL/ALTERNATIVE METHODS FOR EROSION CONTROL AND/OR PROTECTION OF EXISTING DRAINAGE STRUCTURES. ADDITIONAL OR ALL AREAS THAT ARE CLEARED AND GRUBBED, GRADED, ALTERNATIVE METHODS SHALL BE SUBMITTED BY THE DESIGN ENGINEER AND EXCAVATED OR FILLED ARE SUBJECT TO HYDRO SEEDING. ANY ACCEPTED BY THE CITY OF RENTON CONSTRUCTION INSPECTOR. ANY DAMAGE OF THESE AREAS THAT ARE LEFT UNPAVED OR CAUSED TO THE CITY OF RENTON STORM SEWER SYSTEM AS A RESULT OF UNLANDSCAPED SHALL BE HYDRO SEEDED UNDER THE THE WORK OUTLINED ON THIS PLAN SHALL BE THE SOLE RESPONSIBILITY OF DIRECTION AND APPROVAL OF THE CONSTRUCTION INSPECTOR. THE CONTRACTOR. RESOLVING SAID DAMAGE MAY INCLUDE, BUT NOT BE HYDRO SEED ONLY DURING THE PERIODS OF APRIL 1 LIMITED TO, THE CLEANING OF THE DRAINAGE SYSTEM IN QUESTION BY THE THROUGH MAY 31 OR SEPTEMBER 1 THROUGH OCTOBER 15. CONTRACTOR. THIS HYDRO SEEDING REQUIREMENT MAY BE MET DURING THE 4. WATERING PROVISIONS WHEN APPLICABLE MUST BE IN PLACE TO PREVENT MONTHS OF JUNE THROUGH AUGUST IF IRRIGATION IS DUST FROM BECOMING AIR BORNE. VIOLATION OF THIS CONDITION WILL PROVIDED. RESORT IN A STOP WORK ORDER UNTIL CORRECTED. MAINTAIN HYDRO SEEDING THROUGHOUT THE WINTER WET 5. FILL THAT WILL SUPPORT A STREET SECTION OR OTHER STRUCTURES SHALL SEASON. BE PLACED UNDER THE INSPECTION OF A LICENSED GEOTECHNICAL ENGINEER. SOIL TO BE PLACED SHALL BE TESTED AND COMPACTED TO 95 PERCENT OF ITS MAXIMUM DENSITY. ENGINEER SHALL DOCUMENT EXISTING SITE CONDITIONS, SOIL AND ITS PLACEMENT AND ALLOWABLE BEARING CAPACITY SUBMITTED. STANDARD REQUIREMENTS FOR CUTS AND FILL ARE CONTAINED IN THE WSDOT STANDARD SPECIFICATIONS FOR ROAD, BRIDGES, AND MUNICIPAL CONSTRUCTION. 6. A STORM WATER POLLUTION PREVENTION PLAN IS REQUIRED FOR ALL WORK ORDER PROJECTS. THE PLAN MUST BE IN ACCORDANCE WITH THE CURRENT RENTON SURFACE WATER MANAGEMENT MANUAL. 7. SEPARATE PERMITS ARE REQUIRED FOR ALL RETAINING WALLS. Abossein Engineering, L.L.C. MECHANICAL - ELECTRICAL CIVIL - LEED FIRE PROTECTION 18465 NE 68TH ST REDMOIND, WA. 98052 PH: (425) 462-9441 FAX: (425) 462-9451 E-Mail: cservice®abossein.com www.abossein.com POURAZARI #39659 001"At4k BASE MAP/TOPOGRAPHY PROVIDED BY r� Pou 1fdS8Q OTHERS. ABOSSEIN ENGINEERING (AE) CANNOT BE HELD LIABLE FOR $oF ; ACCURACY. CONTRACTOR SHALL FIELD VERIFY GRADES, UTILITIES AND ALL •OTHER EX FEATURES & CONDITIONS. IF ` CONDITIONS ARE NOT AS SHOWN &/OR ��SGIST-1+� PLANS CANNOT BE CONSTRUCTED AS a �►.jONAL SHOWN, CONTACT AE PRIOR TO CONSTRUCTION. it el PERMIT SUBMITTAL :20•► BY I DATE HEARING EXAMINER DECISION LETTER CRITERIA THE CONDITIONAL USE PERMIT PARKING MODIFICATION AND STREET MODIFICATION APPLICATIONS SATISFY ALL APPLICABLE REVIEW CRITERIA FOR THE REASONS IDENTIFIED IN THE FINDINGS AND CONCLUSIONS OF THIS DECISION AND FOR THAT REASON ARE APPROVED SUBJECT TO THE FOLLOWING CONDITIONS: 1. THE APPLICANT SHALL EITHER REVISE THE PROPOSED IMPERVIOUS SURFACE ON BOTH PARCEL NUMBERS O423059237 AND 0423059307 TO COMPLY WITH MAXIMUM IMPERVIOUS SURFACE REQUIREMENTS AND/OR THE APPLICANT SHALL SUBMIT AN APPLICATION FOR A LOT LINE ADJUSTMENT WITH THE NEIGHBORING PARCEL TO THE SOUTH (PARCEL NUMBER 0423059068; ALSO OWNED BY THE FIRST UKRAINIAN PENTECOSTAL CHURCH) ORDER TO MODIFY THE LOT AREA TO COMPLY WITH IMPERVIOUS SURFACE REQUIREMENTS. THE LOT LINE ADJUSTMENT SHALL BE SUBMITTED FOR REVIEW AND APPROVAL BY THE CURRENT PLANNING PROJECT MANAGER, PRIOR TO CIVIL CONSTRUCTION PERMIT ISSUANCE. 2. A DETAILED LANDSCAPE PLAN CONSISTENT WITH RMC 4-8-120 SHALL BE SUBMITTED FOR REVIEW AND APPROVAL BY THE CURRENT PLANNING PROJECT MANAGER, PRIOR TO CONSTRUCTION PERMIT ISSUANCE. THE DETAILED LANDSCAPE PLAN SHALL INCLUDE, BUT IS NOT LIMITED TO, THE FOLLOWING AMENDMENTS: a) PERIMETER PARKING LOT LANDSCAPING SHALL BE INCLUDED ALONG PARKING STALLS NUMBERED L —14. b) THE PROPOSED PERIMETER PARKING LOT LANDSCAPING SHALL EITHER BE REVISED TO BE FULLY SITE OBSCURING OR SHALL BE REVISED TO INCLUDE A 15—FOOT WIDE, PARTIALLY SIGHT —OBSCURING, LANDSCAPED VISUAL BARRIER, IN COMPLIANCE WITH RMC 4-4-070F.4. C. c) A 10—FOOT ONSITE LANDSCAPE STRIP SHALL BE INCLUDED ALONG NE 21 ST STREET. THE LANDSCAPE STRIP SHALL INCLUDE A MIXTURE OF TREES, SHRUBS AND GROUNDCOVER. d) THE REVISED LANDSCAPE PLAN SHALL DEMONSTRATE COMPLIANCE WITH THE MINIMUM PARKING LOT LANDSCAPING SQUARE FOOTAGE REQUIREMENTS, AS OUTLINED IN RMC 4-4-070F.6. B. 3. THE APPLICANT SHALL SUBMIT A REVISED SITE PLAN THAT DEMONSTRATES COMPLIANCE WITH MAXIMUM COMPACT PARKING SPACE REGULATIONS FOR REVIEW AND APPROVAL BY THE CURRENT PLANNING PROJECT MANAGER PRIOR TO CONSTRUCTION PERMIT ISSUANCE. 4. AN ON —SITE LIGHTING PLAN SHALL BE PROVIDED WITH THE CIVIL CONSTRUCTION PERMIT APPLICATION DEMONSTRATING COMPLIANCE WITH RMC 4-4-075. THE LIGHTING PLAN SHALL BE REVIEWED AND APPROVED BY THE CURRENT PLANNING PROJECT MANAGER PRIOR TO CIVIL CONSTRUCTION PERMIT ISSUANCE. 5. THE APPLICANT SHALL REPLACE THE EXISTING 15 FEET OF TEMPORARY ASPHALT SIDEWALK TO THE EAST OF THE PROJECT FRONTAGE WITH CONCRETE SIDEWALK MEETING CITY STANDARDS. COMPLIANCE WITH THIS CONDITION SHALL BE DEMONSTRATED AT THE TIME OF CIVIL CONSTRUCTION PERMIT APPLICATION. 6. THE APPLICANT SHALL SUBMIT A SITE PLAN DEMONSTRATING COMPLIANCE WITH TURNING RADIUS FIRE ACCESS REQUIREMENTS FOR REVIEW AND APPROVAL BY THE RENTON FIRE AUTHORITY AT THE TIME OF CIVIL CONSTRUCTION PERMIT. 7. WITH THE CONSTRUCTION PERMIT APPLICATION THE APPLICANT SHALL EITHER: PROVIDE AN APPROXIMATE 70— FOOT LONG, 8—INCH DIAMETER WATER MAIN EXTENSION IN ORDER TO ENSURE THE FIRE PORT CONNECTION (FPC) IS WITHIN 50 FEET OF THE HYDRANT; OR, THE APPLICANT SHALL PROVIDE AN ALTERNATE LAYOUT, WITH THE DOUBLE DETECTOR CHECK VALVE ASSEMBLY (DDCVA) LOCATED IN THE LANDSCAPE PLANTER OUTSIDE THE BUILDING (WHICH IS LOCATED WITHIN 50 FEET OF THE FIRE HYDRANT). UTILITY PLANS REFLECTING THESE CHANGES SHALL BE REVIEWED AND APPROVAL BY THE CURRENT PLANNING PROJECT MANAGER AND DEVELOPMENT ENGINEERING PRIOR TO CONSTRUCTION PERMIT ISSUANCE. 8. THE APPLICANT SHALL SUBMIT AN APPLICATION FOR LOT COMBINATION FOR PARCEL NUMBERS O423059237 AND 0423059307, PRIOR TO CIVIL CONSTRUCTION PERMIT APPLICATION. THE LOT COMBINATION SHALL BE RECORDED PRIOR TO CERTIFICATE OF OCCUPANCY OF THE PROPOSED ADDITION. SURVEYM GEODETIC SURVEYING SERVICE DESIGNED: S P DRAWN: S P CHECKED: S P APPROVED: SCALE: AS INDICATED ON DRAWING ONE INCH AT FULL SCALE IF NOT ONE INCH SCALE ACCORDINGLY VERTICAL: NAVD 1988 HORIZONTAL° NAD 1983/1991 DATUM CALL 811 (2) BUSINESS DAYS BEFORE YOU DIG (UNDERGROUND UTILITY LOCATIONS ARE APPROXIMATE) ,0 CITY OF RENTON Planning/Building/Public Works Dept. R-408302a IN COMPLIANCE WITH CITY OF RENTON STANDARDS DEVELOPMENT ENGINEERING n,77 Nathan Janders 03/19/2020 1 lqkmol FIRST UKRAINIAN PENTECOSTAL CHURCH 3811 NE 21 ST ST RENTON, WA 98056 CIVIL NOTES DATE: 02-25-20 FIELDBOOK: PAGE: DRAWING NO: C1.1a SHEET: OF: 3 65 O M O d� A, u L0 O O O cb Q J 2 U rr U J a O U w Z w 0- Z a Z Q r� V ) N \--- TESC KEY NOTES �� ., O 10 SILT FENC ' 3 4 ` \� C8.0 C8.0 \ \\ O 22 CATCH BASIN FILTER O e8.o ,\ \ \ \lei '''` \ 30 PROVIDE\ TABILIZED CONSTRUCTION ENTRANCE \F\ R 2 --T- - - - OR USE ISTING ASPHALT PAVEMENT �-o \\ w----�- .— .:�:..':.'. a— - - \\ .................................. ................ ......... W W \ \ :.':.•:.•'..•:.•:.•:.•...................... . — . .;-` ....r%..�.•..•:.•..•..•..•..•..•......:.•::.... ,.. TTE i - W —� AIC ni�►T C►T CURB AND GU OPENING BARRIER PROTECTION -----=5----- ---- ----- --- IN rA -- ---- S- 2 r 2 `\��, - -- - SD -SD -�--�) _ _ RAVEL FILLED SANDBAG TYPICAL ALONG EACH OPENING _---s----- ( ) / G B 0 G \\ ^ BRASS PLUG W/P N - - - - s-___- __ -___S�- s_ s- IN CONC. IN AS s� I = _ - _ _ _ -� 0 \ SD --SO SD J ;'11,ISITED JUN '17N - - - - ; - - _ _ _ _� _ _ lC:) �'' S CONSTRUCTION LIMIT I \`1 ilir 19 �'- - �3`�, © BAKER TANK (VACUUM � FLUSH TRUCK) ; I 6' CHAINLINK FENCE/ `\ -G } O 1 :: FbUND 1/2" SUGGESTED TEMPORARY WASH OUT AREA , I REAR & CAP \ _ I I ► /�� I `+. :, :M : r ,.•a o t PLr4 No. 22338 cli z, TESC LEGEND I m 0 00 >K 1 , _ CONSTRUCTION LIMITS (ORANGE FENCE) PER RSWDM D.2.1.1.1 PERIMETERPROTECTION 1 \`\\ i —x x— SILT �,F�N E i1 3 CID i i 1 I ' °T i w / t; Lri I SECUR� Y FENCE �� C8.0 I W � I- L__ �� i I 1 I 1 S f o TREE P,R I TECTION '� ;1 �s ' � / , 3 20 - 1 1�o M •°"'' I - - r, ' I �"'— INTERCEP OR SWALE WITI-% CHECK DAMS i I I LO 3 `\ I ' i i / N CATCH SIN PROTECTIONI l % / O ro I I GRAVEL �IILLED SANDBAG 1 C8.0 MATERIAL ST6RAGE AREA <\\ 00 I TYPICAL FOR EACH CURB INLET PENING �'co I----- I '� f STABILIZED CONSTRUCTION ENTRANCE 2/ i '?' li NOTE: ORANGE FENCE SF ALL BE <\\ i 3-FEET H H AND SHALL NOT BE 6 SEE NOTE # 8 L _ _ Z 0 SUPPORT D BY ANY T}[�,'EES. \�\ Ay ' V ! I I /All'\ I i %�� , ; 2 7.9 I ,r- - -- 9 :. TESC NOTES �•. 116 \ / I I W , / / ( I U I l b p 1. EROSION CONTROL MEASURES SHOWN ON THIS PLAN ARE MINIMUM Ac 2 4' --�- -- Y.. REQUIREMENTS I �' '4 a : w \ 12 In — cv I I II I t\ \ I \\ j •, ® f •s 2. SEE CONSTRUCTION SWPPP FOR MORE INFORMATION. I In NOTE: THE CONTRACTOR IS REQUIRED TO SUB IT ITS OWN SW P�S-TO HE - \ - - - II d'• ' ' / O ss�0 �`� I 4 0 - .•.: EROSION AND SEDIMENT CONTROL RECOMMENDED CONSTRUCTION ENGINEER OF RECORD FOR REVIEW AND APPROVAL PRIOR TO ITS 1\ o .+ :1• CD SEQUENCE - _ T INSTALLATION IN THE FIELD. THE ESC ND SW PS PLANS CALLED OUT i, I I I I -d•, ---- _j O HEREivllNl L PROT CTION MAY BE REQUIRED IN ORDER ' ` i 'I ® CSI o i d d a \ l O TO COMPLY WITH THE SWPPS CRITERIA. N s z . '. ' .". z 1. ,ARE -CONSTRUCTION MEETING. , 3 f,ti 2. %POST SIGN WITH NAME AND PHONE NUMBER OF\, ESC SUPERVISOR (AY \BE CONSOLIDATED T } a ' WITH THE R�Q' UIRED NOTICE OF CONSTRUCTION SIGN). 28' ..'';.; �d ." 3� FLAG OR FENCE -C� ING LIMITS. `► ; I / 2 ► IIc��r s , .d. 4. INSTALL CATCH BAST PROTECTION AS SHOWN. 31.62. `�1 I 5. GRADE AND INSTALL CONSTRUCTION ENTRANgE(S). ' , ► //'i I - - `' • d :- ` • d 4•d ' 6. INSTALL PERIMETER PROTECTION CONSTRUCTION ORANGE ,FENCE BRUSH BARRIER ETC. 01 I ► /� � :.d, ; , . ,; '.. d ; :::.� I I �_ 7_- GRADE AND STABILIZ CONSTRUCTION ROADS. \ PROPERTY 1' ' • ' •' d �N' ' ' ° 8. -CONSTRUCT SURFACEWATER CONTROLS (INTERCEPTOR DIKES PIPE SLOPE DRAINS ETC. 134245 SF .. r ..: •. '.•. ,_ .:::.�,• .. •` \... d ' • • �� - \ s •.:N:• ' : 10 SIMULTANEOUSLY WI CLEARING AND,GRADING FOR PROJECT DEVELOPMENT. ' I 3.08 ACRES _ ..' d• •' ;: •'•'' d' :•' ( 10. MAINTAIN EROSION C)NTROL MEASURE IN ACCORDANCE WITH THE4 CITY OF RENTON ` ,'.q d STANDARDS AND MANUF TURER S RECOMMENDATIONS. ` / / :fir 1 ,• . o . , .. � •,.: � : •�� <: 11. RELOCATE EROS16N ONTROL MEASURES OR INSTALL EW MEASURES SO THAT AS SITE CHURCH :.• �.. CONDITIONS CHANGE TIC EROSION AND SEDIMENT CONTROL IS ALWAYS IN ACCORDANCE WITH • HE CITY'S EROSION AN `\SEDIMENT CONTROL STANDARDS. \`\ BUILDING % % ' \ • d ! I . I - / ' i / /.• :•' .:..: ► d 6' WOOD FENCE ��\ � COVER ALL AREAS T A\T WILL BE UNWORKED FOR MORE THAN SEVEN DAB S DURING THE DRY i I J i i I i 21 SEA ON FROM MAY 1 SEPT 30 OR TWO DAYS DURING THE WET SEASON FROM OCT 1 TO I I , S88 19 18.90E PR 3�0) WITH STRAW, 00 FIBER MULCH, COMPOST, PLASTIC SHEETING OR EQUIVALENT. MULCH \`�'' ' % HALL 'BE INSTALLED PER TABLE` D.2.2.2.A OF RSDM. • . 0 j 9. CONTRAMTQ SHALL INSTALL A BAKER'TANK F R �SE6TERING f3. THE \�OW DAY REQU REMENT rCIR WET SEASON MAY BE\ APPLIED AT OTHER TIME'§ OF THE / / I \ \\ ' • ' `' ' TREATMENT PER�D.2,1.7 OE RS1N6M TO TRAP TH JEDIMENTS YEAR IF STORM EVENTS WARRANT MORE CONSERVATIVE MEA URES. 2 m THE BUILDI G d' z GENERATED FROM THE`EXCAVATION OF TRENCH MR EACH 14. STABILIZE ALL AREA THAT REACW FINAL GRADE WITHIN EVEN DAYS. CU I , / � / . :r:i' • m i Af�DITIONAL AREA , \ (SEE NOT I#17) DETENTION PIPE SYSTEM. A PUMP SHALL BE PROVIDE TO ROUTE 15.SEED OR SOD ANY AREAS TO REMAIN UNWORKED FORM R�\THAN 30 DAYS. SEEDING\SHALL / o I ► _�:� t�'. THE STORMWATER FROM THE TRENCH TO THEE BAKER TANK BE IN COMPLIANCE WITH SECTION D.2.1.2.6 AND SOD SHALL BE IN ACCORDANCE WITH SECTION I 0 ---4 v M� DURING CONSTRUCTION. THE PH OF DISCHARGED`' WATER► FROM D.2.1.2.7. 2 THE TANK TO THE POINT OF DISCHARGE IN NE 21 ST SF ALL BE 16. UPON COMPLETION OF THE PROJECT ALL DISTURBED A ST BE STABILIZED AND BMPS U f REMOVED IF APPROPRIATE. I DETERMINED PRIOR TO ITS RELEASE AND CHECK D BY THE CITY J INSPECTOR TURBIDITY TEST SHALL BE JOINTLY CONDUCTED 17. THE SURFACE WATER FROM THE CONSTRUCTION SITE SHALL BE DIRECTED AWAY FROM THE Q \ - '� ` ' ' 'BY THE-CONT A�fOR AND THE CITY INSPECTOR. ROADWAY DURING CONSTRUCTION. '��, * 'w / ) 18. THE BUILDING APTION IS P POSED UNDER A SEPARATE PERMIT. `- — I R-408304 U —1 ` `36----- i I 1-------- `_� . d I CID to i W , IN COMPLIANCE WITH\SIT OF RENTON STANDARDS 06 �CD MCAL�E�:�l RARY EROSION CONTROL PLAN — z �� o `\ d' ' •• ` DEVELOPMENT ENGINEERING `\ LJ,J z `�� Z ALL 811 2 BUSINESS DA S Nathan Janders 03/19/2020 ' ` ` BEFORE YOU DIG POURAZARI #39659�" r7i / — \` Q (UNDERGROUND UTILITY — BASE MAP/TOPOGRAPHY PROVIDED BY LOCATIONS ARE APPROXIMATE)Z PQU OTHERS. ABOSSEIN ENGINEERING (AE) Q OF 1fdSgj gab `A CANNOT BE HELD LIABLE FOR ACCURACY. CONTRACTOR SHALL FIELD PERMIT SUBMITTAL SURVEYED: GEODETIC SURVEYING SERVICE SCALE: AS INDICATED VERTICAL, NAVD 1988 HORIZONTAL- NAD 1983/1991 CITY OF FIRST UKRAINIAN PENTECOSTAL CHURCH DATE: 02-25-20 � VERIFY GRADES, UTILITIES AND ALL DESIGNED: SP ON DRAWING I VR N E 21 ST ST FIELDBOOK: •OTHER EX FEATURES &CONDITIONS. IF DRAWN: SP RENTON3811 PAGE. CONDITIONS ARE NOT AS SHOWN WOR ONE NSCALE CH RENTON, WA 98056 DRAWING No '0po .p�G STD ' PLANS CANNOT BE CONSTRUCTED AS CHECKED: SP I DATUM Planning/Building/Public Works Dept. EROSION CONTROL PLAN 2• C 0 � W AT FULL NOT ONE INCH s G1 `sI�NAL SHOWN, CONTACT AE PRIOR TO NO. REVISION BY DATE APPR APPROVED: SCALE ACCORDINGLY SHEET: OF. CONSTRUCTION. 5 65 U— O M O O 1 O� T , u CM LO N O O O 1 Ob T a J 2 U OC D CU J a O CU w z w n z a z Q or v D w H M 00 O 0 W NOTE: CONTRACTOR SHALL FILL THE PIPE WITH LEAN CONCRETE PRIOR TO ABANDONING IT IN -PLACE. REMOVE CB'S FRAME AND GRATE PRIOR TO PAVING. CONSTRUCTION RUNOFF SHALL NOT ENTER INTO THE STORM SYSTEM WITHOUT TREATMENT. I I I I i I 9P \�p\ op °P °P °P I li op ®----------------------- °P DP OP � �J DP ---- DP Dp - DP -------- ----------i------------------------------------�___ -- ------------ - WW W _L�/ W------� .. --------------------- ® - - --5� - W WNC�1S-W W------- _—_____-_____ - _-------------- L- ®----S-----S----------5----- 2 — A — — S----5-----5---- BRASS PLUG W/P NC — — — — -s- - - s— - - -S- - - s --- IN CONC. IN 00 —5-----5 SITED JUN '17 - _--- ---- --------_______--- — — — — _ _ ii / I I 5 IR CE B�■ CF----=--- — — — — — 30—� 6' CHAINLINK FENCE ''; >. , ;: > �; I �,l III \ ® FOUND 1/2"� REBAR & CAP PLS No. 22338 r%MA^1 ITU1111 M► 11/'11T1^11 \IAT 'C%. 2 S co I I I •rl - - I °T z - 20 6 I S.F.R. � • W fA � I 1 g I '771 4 Q 3 Q _ 0) 04 �o % � I I----------- <. 63IleN 0 i c� I 1 � Y ✓ /' zl. DEMOLITION KEY NOTES: a ,'�✓� ® CUT AND CAP FIRE LINE SUPPLY LINE (SEE Sco ✓ �; - FIRE SPRINKLER LINE EXTENSION PLAN). REMOVE THE PIPE AS NECESSARY. ® REMOVE WALL, COORDINATE WITH ARCHITECTURAL <oT I K SITE PLAN AS NEEDED 3 • REMOVE LIGHTS &CHURCH SIGN. COORDINATE ® WITH THE OWNER FOR A SECURE LOCATION. / DEMOLITION LEGEND DveRHANC j 10 SAWCUT PAVEMENT LJ rh 7' REMOVAL OF CURB &PLANTINGS - - -/110/ /01' CHURCH O3 ABANDON UTILITY LINE IN PLACE }� gU1LDINC IIII"''/ 11,1�6 / tS4•FT• ' ® [ CAP UTILITY LINE < o TK// 5 O REMOVE BUILDING ;✓ W 16 Z © REMOVE ASPHALT & GRAVEL PAVEMENT g *12 3 10 10 �18 15 O7 REMOVE CONCRETE PAVEMENT - - 21„ ,*20" 2» , 17" 16" 12 0 $ REMOVE MISCELLANEOUS ITEM AS I 4f 23" DESCRIBED BY KEY NOTE _ 1612" to O9 PROTECT TREE Abossein Engineering, L.L.C. MECHANICAL - ELECTRICAL CIVIL - LEED FIRE PROTECTION 18465 NE 68TH ST REDMOIND, VA. 98052 PH: (425) 462-9441 FAX: (425) 462-9451 E-Mail: cservice®abossein.com www.abossein.com �oT s o v -_- z POURAZARI #39659 m tt BASE MAP/TOPOGRAPHY PROVIDED BY .P OTHERS. ABOSSEIN ENGINEERING (AE) �� OF 14lS8j CANNOT BE HELD LIABLE FOR ACCURACY. CONTRACTOR SHALL FIELD VERIFY GRADES, UTILITIES AND ALL •OTHER EX FEATURES & CONDITIONS. IF CONDITIONS ARE NOT AS SHOWN &/OR �eee PLANS CANNOT BE CONSTRUCTED AS 0 GISTEg� t SHOWN, CONTACT AE PRIOR TO s`SI )NAL � CONSTRUCTION. PERMIT SUBMITTAL SURVEYED: GEODETIC SURVEYING SCALE: SERVICE DESIGNED: SP AS INDICATED ON DRAWING DRAWN: S P ONE INCH CHECKED: S P AT FULL SCALE IF NOT ONE INCH NO. REVISION BY DATE APPR APPROVED: SCALE ACCORDINGLY VERTICAL: NAVD 1988 HORIZONTAL- NAD 1983/1991 DATUM 1. THE EXISTING IBUILDING SHOWN HERE SHALL REMAIN IN- LACE BUT MODIFIED AS SHOWN ON THE ARCHITECTURAL SITE PLAN. REFER TO ARCHITECTURAL SIT PLAN FOR WALL REMOVAL IN THE VICINITY OF BUILDING ADDITION. 2. ALL UTILITY SERVICE LINES AS SHOWN SHALL REMAIN OPERATIONAL EXCEPT AS INDICATED ON PLAN AND AS NOTED FOR REMOVAL. 3. SEE SITE PARKING ILLUMINATION PI-4 FOR POWER, LIG TING, ETC. PRIOR TO EXCAVATION FOR BUILDING ADDITION. I 4. DO NOT SHUT OFF OR CAP UTILITIES WITHOUT PRIOR NOTICE. COORDINATE WORK WITH LOCAL UTILITY PURVEYORS. 5. VERIFY THAT ALL UTILITY SERVICES TO BE DEMOLISHED IIAVE BEEN DISCONNECTED. 67---ERECT BARRIERS, SHORING AN KESO- PROTECT PERSONNEL, CONSTRUCTION, ADJACENT PROPERTIES, AND VEGETATION TO REMAIN, COMPLY WITH ALL STATE AND-10CAL-AGENCYf�EQUIREMENTS- 7. PROVIDE FOR THE PROTECTION OF PERSONS PASSING AROUND AND VISITING THE CHURCH DURING WEEKENDS AND HOLIDAYS AS WELL AS THE WEEKDAYS. 8. PROTECT FROM HARM ANY TREES, OR OTHER OBJECTS SELECTED TO REMAIN. 9. DO NOT DAMAGE EXISTING IMPROVEMENTS INTENDED TO REMAIN DURING CONSTRUCTION. 0 M M O O d� LO O 0 co Q J 0 10. COORDINATE WITH THE CHURCH PERSONNEL/OWNER TO PROVIDE VEHICULAR AND PEDESTRIAN TRAFFIC ROUTES TOWRING-004STRUCTION.-ENSURE MINIMUM INTERFERENCE WITH ROADS, 0 STREETS, SIDEWALKS, AND 4DJACENT FACILITIES; DO NOT CLOSE OR OBSTRPCT STREETS, SIDEWALKS -OR-- C) PASSAGEWAYS WITHOUT PERMISSION FROM AUTHORITIES HAVING JURISDICTION; MAINTAIN FIRE ACCESS ALONG ACCESS ROAD AT ALL TIMES; MEET ALL APPLICABLE CODES AND ORDINANCES. T 11. SPRINKLE DEBRIS AS NECE SARY TO LIMIT DUST TO LOWEST PRACTICABLE LEVEL. DO NOT SPRINKLE TO EXTENT CAUSING FLOODING, CONTAMINATED RUNOFF OR ICING. 12. REMOVE EXISTING ABOVE -GRADE AND BELOW -GRADE IMPROVEMENTS AS INDICATED AND AS NECESSARY ' TO FACILITATE NEW CONSTRUCTION. CARE SHALL BE TAKEN THAT DAMAGE DOES NOT OCCUR TO EXISTING SIDEWALK, WALKWAYS, PAVERS, STEPS INTENDED TO REMAIN IN PLACE. ALL PAVEMENT REMOVALS ARE ACCOMPLISHED BY MAKING A NEAT VERTICAL SAW CUT AT THE BOUNDARIES OF THE AREA TO BE REMOVED. 13. COMPLETELY REMOVE ALL TREES, GROWTH AND UNDERBRUSH INCLUDING COMPLETE -ROOT SYSTEMS AS REQUIRED FOR NEW CONSTRUCTION AS INDICATED. REMOVAL OPERATIONS SHALL BE PERFORMED IN A MANNER TO PROTECT PROPERTY. 14. MAKE CUTS AT CLOSEST PAVING JOINT. - - - - 2 15. RELOCATE ILLUMINATION AND CHURCH SIGN LIGHTING ALONG WITH THE ISLANDS IN NE 21 ST STREET TO C) A SECURE PLACE. CARE SHALL BE GIVEN NOT TO DAMAGE THE SIGN AND THE LIGHTS DURING REMOVAL. 2 16. REMOVE THE THE IRON GATED FENCE AND THE RAILING PRIOR ITO THE START OF THE CONSTRUCTION. I V C ORDINATE WITH THE OWNER TO REINSTALL THE FENCE AND ITS ASSOCIATED RAILING PRIOR TO THE J P CEMENT OF PERVIOUS CONCRETE TO MINIMIZE DAMAGE TO NEWLY PLACED PAVEMENT. < R-408305 U IN COMPLIANCE WITH CITY OF RENTON STANDARDS W Z DEVELOPMENT ENGINEERING %w Nathan Janders 03/19/2020 ' z CALL 811 (2) BUSIN AY z BEFORE YOU DI Q (UNDERGROUND UTILITY CURRENT PLANNING + z LOCATIONS ARE APPROXIMATE) Angelea Weihs 07/23/2019' Q DATE ,,RFIRST UKRAINIAN PENTECOSTAL CHURCH 02-25-20 � tv, CITY 0 F FlELDBOOK:- D RENTON 3811 NE21STST PAGE: NhIsr RENTON, WA 98056 DRAWING NO. Planning/Building/Public works Dept. SITE DEMOLITION PLAN C3.0 W SHEET: OF. 7 65 LL 00 C`7 O 00 I CV c:) � w W 30.14' of 12" PVC @ 0.00% 17.89' of 12" PVC © 0.00% 17' 0.6% 1 1.58- of 12" PVC 29' 1.0% 32 61' of 12" PVC o Terra Vista N I X/ Consulting Engineers ,3204 SMOI(EY POINT OR, 1207 ARLINGTON, WA 9822J -T60-691-9272 KW 17-RRAWS714NWOOM OP- -- A, I IL I Al 08/06/2024 11121MVII1IM1111 3VIrInI REVISION ---S-----S--- SD SD 6' CHAINLINK FENCE SITE DEMOLITION -PLAN SCALE: 1 " = 20' BY I DATE SURVEYED: GEODETIC SURVEYING SERVICE DESIGNED: S P DRAWN: S P CHECKED. S P � v e' WOOD CALL 811 (2) BUSINESS DAYS BEFORE YOU DIG (UNDERGROUND UTILITY LOCATIONS ARE APPROXIMATE) SCALE: AS INDICATED HORIZONTAL: NAD 19CAL, NAVD 83%1991 CITY OF ON DRAWING RENTON • ONE INCH DATUM AT FULL SCALE Planning/Building/Public Works Dept. IF NOT ONE INCH SCALE ACCORDINGLY 1463 LF 7 ROWS OF 35" X 24" CS —ARCH PIPE 2 X 1 /2", SUBBASIN #1 1036 LF 7 ROWS OF 35" X 24" CS —ARCH PIPE 2 2/3" X 1 /2", SUBBASIN #2 1080 LF 9 ROWS OF 35" X 24" CS —ARCH PIPE 2 2/3" X 1 /2", SUBBASIN #3 861 LF 7 ROWS OF 35" X 24" CS —ARCH PIPE 2 2/3" X 1 /2", SUBBASIN #4 R-408306 W-40830 IN COMPLIANCE WITH CITY OF RENTON STA DARDS �VELOPMENT ENGINEERING Wpfhan Janders 03/19/2020- FIRST UKRAINIAN PENTECOSTAL CHURCH 3811 NE 21 ST ST RENTON, WA 98056 SITE AND COMPOSITE UTILITIES PLAN DATE. 02-25-20 FIELDBOOK: PAGE: C4.0 OF: 8 65 H H 0 c0 T C) 0 T r 0- U rr U Q Cn O U w z w 0— z Q Z_ Q I- V / LL O M O O 1 O� T , u CM LO N O O O 1 Ob T a J 2 U OC D CU J a O CU w z w n z a z Q or v D w H u 427.0 B " ''VC I I (N)2426.87 10" CONIC \ \ \ IN, \ Q p 8.77 42 .44 EX. SSMH E (S) 426.87 ,2" CPEP EX. SSMH CB EX CB TYPE 1 - # 1 \ \ \ \ \ \ C8. 1 co M ,E) 271 RIM 429.70 (� CB CB RIM 432.90 RIM 433.47 12" CPEP IE(MC) 415.887 RIM 429.34 RIM 32.60 IE(MC) O N-W-E IE (N) 426.84 12" CPEP IE(E,W) 428. 5 12" 424.35 STA 1 +82.12, 0.22 L \ \ IE (S) 426:53 12" CONIC RIM 429H IE(SW) 4 .8 6" RIM ELEV = - 3?�r�432.72 \ \\ O \ P LAN N ED QUANTITIES. REFER TO CABS DETAILS O p MATCH IE OF EX 12 PIPE \\ , ISLAND #1 304 LF OF CURB & GUTTER, 3' FLAT BOTTOM COMPOST W AS A CONDITION OF APPROVAL: :::: OP �, _ IE OUT (W) = -42•8.?S 428.00 \ \ \ W A MINIMUM 18-INCH VERTICAL IE IN (S) 4�2428 00 L1J - SEPARATION BETWEEN STORM W -OUT E = 428.00 • \ AMENDED BIOFILTRATION SWALE (CABS) 1' DEEP AT 1.5 TO 1 _SD - _ S- - - - - PIPE AND WATER PIPE SHALL BE LF SS ® 1. O o / i SIDESLOPES, 143 LF 6" DIA PVC PERFORATED PIPE AT IE = 428.99, U BRASS PLUG W/PRA�S - - PROVIDED. I - - - - _ S- - - �_ CB TYP1 W SOLID TOP - #1A '"' // I RIM ELEV = 431,88, TOP GRATE ELEV = 432.38, REFER TO DETAIL \ IN I #8/C8.1 FOR CALL OUTS FOR RIM AND TOP GRATE (TYP.) f'.•: �,: ;;';: n"f {. '. ..:IN ISIDTED JUN 17I �r 162.5\ _� SD - STA 2+20 07, 0 06 bsuo© �►� ��i - RIM ELEV = 4� 32.64 - CB s RIM 429.53 r _ p - - - - RIM 429.42 I IE (E) 427.45 12" IP }. F i� E 4 4 ^, CIE IN (S) = 42849-428.15 \\ O #2 POST fir- ISLAND 332 LF OF CURB & GUTTER, FLAT BOTTOM 0 s,w) 426.67 �--�.c�, IE (s) 426.45 18" coNc CB RIM 82 ;;.; ,.:,,; : s' CHAINLINK FENCE/ IN AMEND BIOFILTRATION SWALE (AB) 1 DEEP AT 1.5 TO 1 2" CPEP TOP GRATE-432.32 - - - I E = 9- 428.25 777 ::: IE 6"P1/C N S -429.0 - - - - }� : � UND 1/2" _ \ I SIDESLOPES 168 LF 6" DIA PVC PERFORATED PIPE AT IE = 429.58 \ (/) a � �.� ,: ` \ IE OUT (N)-42.8-39-428.15 ;;- RAR &CAP - - v N PL No.22338 \ RIM ELEV 432.23, TOP GRATE 432.83 �f 10 _ I co CB TYP1 W SOLID TOP - #2 4 x6 VAULT \ I , ��--r� VAULT DET PIPE #4 1�� STA 3+77.34, 31.68 L 6 ... - - CS DET PIPE #1 - #3 \\ 1 701SLAND #3 406 LF OF CURB &GUTTER, ,3 FLAT BOTTOM COMPOST I I r RIM ELEV = n 433.56 STA 1 +76.07, 0.00 \ 1 AMENDED BIOFILTRATION SWALE (CABS) 1 DEEP AT 1.5 TO 1 I STA 2+37.95, 0.27 L I ' --� RIM ELEV = ^�433.77 4� I SIDESLOPES 189 LF 6" DIA PVC PERFORATED PIPE AT IE = 429.35 I 22 I E I N (S) _ 428.75 V ,'I I RIM ELEV = •�• __ I _ ,� 2 2 IE IN (SE) = 28.8•i428.75 IE IN (E) = -4-2 9 429.00 �� I 4 RIM ELEV = 432.33, TOP GRATE = 432.83 IE IN (E) - 5-��428�75 IE OUT NW = n-� 429.00 I I IE IN (W)-�39428.7 �'' ,IE OUT (N) _-•428.8�428.65 4, ( I , - a 1 25 IE OUT (N� = 429.00 I Q ISLAND #4 303 LF OF CURB & GUTTER, 3 FLAT BOTTOM COMPOST I j 30.14' of 12" PVC @ 0.00% 3 I d �z of 12 PVC f© •0% I I OAMENDED BIOFILTRATION SWALE 1' DEEP AT 2.5 TO 1 SIDESLOPES I PER CITY STD DETAIL AS MODIFIED TO FIT THE FIELD CONDITION, 104 I 17.89' of 12" PVC fed 0.00% - $ � � I I - I CB RIM = 432.90 II I LF 6 DIA PVC PERFORATED PIPE AT IE = 428.39, RIM ELEV 431.89, TOP GRATE 433.90 CB RIM 433.10 II I TOP GRATE = 432.39 � AS A CONDITION OF / a11 IE 6-M(W/E)-429.9 TOP GRATE = 433.60 � \ I - APPROVAL: 1 �' IE 6"PVC(S)=429.1 IE 6"PVC(N/1N)=430.0 0 ' Lid I I IE 6"PVC(E)-429.3 9 50 LONG DISPERSION TRENCH WITH NOTCH BOARD FOR TWO N UNDERDRAIN PIPING SHALL BE "f ` 205.00' SEPARATE FOOTING AND ROOF DOWNSPOUT CONNECTIONS, ROOF p \ I I \ I I CONNECTED TO A STRUCTURE (/ r-- 1 _ I DRAINAGE AREA = 3188 SF, PER RSWDM, DETAILS C.2.4.4 AND FIG. O DOWNSTREAM OF FLOW :•. . J I t+ •.:: I - C.2.1.D AND DETAIL 1 C8.2, GRAVEL FILLED TRENCH DEPTH = 2.5', 00 CONTROL FACILITIES. :::: 6" DIA PERF PIPE, 6" BEDDING AND 18" OF CLEAN WASHED ROCK ' ' I AS BACKFILL. INSTALL A FD CLEAN OUT UPSTREAM OF DISPERSION r i CB RIM - 432.36 I /- -�� . M o / T- TOP GRATE - 431.86 / �; / „ O, ! / ` TRENCH AS SHOWN. IE 4"PNC(W) - 429.35 I I I r T / / J IE 6"PVC(N/S)-429.35 I I' -, , , I 1 •89' // / NOTE. CONSTRUCT THE FOLLOWING DRAINAGE RELATED ITEMS IE s"PVC(E) 4 .45 _ / 337 LF 12" DIA PVC W I • I 6 _ - 1 1 6' �� N 10 / z I C -- -- 10 604 LF OF 6" DIA PERFORATED PVC I U- (� \\ ' 2 - - -- �� 265 LF OF 6" DIA SOLID PVC ZY I 1 �+ - U U[}-• •- - Q \ 1 CONNECTION TO EX. CB \ \ 43 ; o' CB RIM = 433.11 2 Q I TOP GRATE - 433.61 \ 4 CB TYPE 1 & 2 (6") DIA CLEAN -OUT N " _ I434. IE s Pvc(s) 430.3 � 4 CBS TYPE 2 WITH 12 DIA RISER CB TYPE -1-•W SOLID TOP 3 I \ # I IE 6"PYC N 429.45 ss \ \- - �� I /� / 4,440 LF OF 35 X 24 CSP-ARCH PIPE STA 0+ 14.28, 10.49 L --' RIM ELEV =�5-434. 6 \ \ \ ; ® - b \ EXCAVATION CSP INSTALLATION = 2,268 C.Y. IE IN S4 GRAVEL BACKFILL = 14,210 TONS ( ) • _L ao _ 42944429. I � .��.""" � IE IN (E)-- 5 I I -- cc 22' 10 8 20"x24" CB INLET WITH BEEHIVE GRATE O I 17 I E 0 U T (N) _-'4z''�2�- ® � a'°� / Cfl 429. 5 - - _ I �&� of 12" PVC © .6% �' ' 1 10 20' L _ - O 29 I I -- - \ CB RIM = 2.38 11 REFER TO SHEET 65 OF 65 FOR p 3iR.Sq of 12 PVC © / I I J 4 4.98 . - UIi �- - 0 2 - - D ] TOP GRATE - 432.88 DETAILS OF EACH CONTROL O 4'x6' VAULT T*RE CS DET PIPE #3 31.s2' - IE sNPVC(W/N)-430.35 OUT ON I� .STRUCTURE (CS) CALLED 0 STA 0+27.87, 0.04 L / - --- - - \ ''"''`'�'• RIM ELEV = 493. "- 4 - --- ; THIS SHEET (TYP.) r IE IN (E) _ �9429.05 \ I I IE OUT (W) = n- ; 429.45 I I - - \ 10. \ NOTE: EXIT PIPE FROM CB INLET _*-- , 144' 3 ' \ TO DETENTION PIPE SHALL BE \ - I - - IE OUT N 429.05 I i r�-, -� 6" SOLID PIPE WITHOUT ANY / r-; �I : ,• s.5o' \\ PERFORATIONS \ \ \ 4'X6' VAULT - / / / / �►+v' \�; 1-a �� o \ GR 44RE CS DET PIPE #2 #4 / / CHURCH STA 0+45,15, 0.00 I / BujiojNc / / RIM ELEV = 3 ' "U''QFT. / / // / , IE IN (E) = 429. 5 e' WOuU FENCE \ \ IE OUT (N) = 429-- 429. 5I/ / / / / / CB RIM = 432.6o CB RIM = 432.71 \ \ \ \ T \ / - TOP GRATE 433. TOP GRATE - 433.21 \ o IE 6NPVC(W/E4=a3o16 IE 6*M(W/E)-430.7 \ IE 6"PVC(S) 29.8 IE - 9 9 \ m / I � ,J T i �� / \ / \ V36- RMia 1) -408308 v / { LU m ` �'�'' ' •� _ / \ IN COMPLIANCE WITH CITY OF RENTON STANDARDS DRAINAGE CONTROL P N=; � DEVELOPMENT ENGI EERING SURFACE WA ER UTILI Y Lu z SCALE: 1 = 30 / / -- \ Nathan Janders 03/ 9/2020 Farad 03�� 202 � / \ CALL 811 (2) BUSINESS DAYS � Z BEFORE YOU DIG Q q (UNDERGROUND UTILITY Z J Sc" LOCATIONS ARE APPROXIMATE) - l��oF WAS 0� �� G PERMIT SUBMITTAL SURVEYED: DDDAM Ir I EIC SURVEYING SALE: VERTICAL N,w 19� FIRST UKRAINIAN PENTECOSTAL CHURCH 02-25-20 Y Terra Vista N IX/ �� A '� HORIZONTAL NAD 1983/1991 CITY OF ti DESIGNED: AS INDICATED SP ON DRAWING FlELDBOOK: Consulting Engineers DRAWN: SP R E N TO N 3811 NE 21 ST ST 3 Cv� A ONE INCH DATUM , WA 98056 DRAWING NO: 3204 SMOKEY POINTOR 207 � �sTER � R E N TO N � ARL/NME7,K 1I OR 1207 pNA� E�� CHECKED: SP AT FULL SCALE Planning/Building/Public Works Dept. C5.0 ,360-691-9272 SICALE ACCORDINGLY F NOT ONE INCH DRAINAGE CONTROL PLAN "W17ERR.4V/ST.4NWOOM 08/06/2024 N0. REVISION BY DATE PP APPROVED: SHEET: 10 oF. 65 LL EX CB TYPE 1 - # 1 _STA 1 +82.12, 0.22 L RIM ELEV = 432.88- 432.72 IE IN (S) = 428-25 428.00 IE OUT (E = 428.00 IE OUT (W = 428.00 44 43 42 420 41 410- Ib N 0+00 Terra Vista N I X/ Consulting Engineers .3204 SMO!(EY PO/NT OR, 1207 ARL/NGTON, WA 9822J -T60-691-9272 KW 17-RRAWS714NWOOM 111.0' OF 12" PVC 35' 0.7% 77--68- of 12" PVC © 8.38F. PROFILE VIEW: MAIN OUTFLOW PIPE CL EXAGGERATION: 4 83' 0.6% -B i .2' OF 12" PVC © @.§;z CB TYP1 W SOLID TOP - #2 STA 3+77.34, 31.68 L RIM ELEV = ^-�8433.56 IE IN (S) = ^- 81 428.75 IE IN (SE) = 425-81 428.75 IE OUT (N) = -4-z- -81-428.65 CD 110 '4- m CIO CD N -t I- CD � � CO 0) � M O 0) N N i"� N d � P7 Ln 4 � � � `;1- 1 0+50 1 +00 1 +50 2+00 2+50 '9tr 6'G �A 08/06/2024 I`j 2 CB TYPE -+- W SOLID TOP - #3 STA 0+ 14.28, 10.49 L RIM ELEV = 444.6S 434.26 IE IN (S) = -iiz 429.35 IE IN (E) = 429.24 2TL9 4 429.35 IE OUT (N) = -429-24429.25 29' " --61 ' of 12" PVC MAIN OUTFLOW PIPE STORM DRAINAGE PROFILE SCALE: 1 " = 20' PERMIT SUBMITTAL NO. I REVISION SURVEYED: GEODETIC SURVEYING SERVICE DESIGNED: S P DRAWN: S P CHECKED: S P P R APPROVED 445 435 430 1.07 ).9s% -425 420 415 410 3+00 SCALE: AS INDICATED ON DRAWING ONE INCH AT FULL SCALE IF NOT ONE INCH SCALE ACCORDINGLY VERTICAL: NAVD 1988 HORIZONTAL- NAD 1983/1991 DATUM 4'x6' VAU LT 91; 4P9 2 CS DET PIPE #2 - #4 12" RISER AT ELEV�.2� WITH 0.4" DIA ORIFICE _STA 0+45.15, 0.00 432.65 RIM ELEV = -434.1 �- 434.63 IE IN (E) = 429.65 IE OUT (N) = 48 429.65 CALL 811 (2) BUSINESS DAYS BEFORE YOU DIG (UNDERGROUND UTILITY LOCATIONS ARE APPROXIMATE) CITY OF Nkav RENTON Planning/Building/Public Works Dept. R-408309 IN COMPLIANCE WITH CITY OF RENTON STANDARDS -:0:1 [Nathan EVELOPMENT ENGINEERING SURFACE WATER UTILITY ff IL Janders 03/1 9/2020 1 L J Farah 03/23/2020 FIRST UKRAINIAN PENTECOSTAL CHURCH 3811 NE 21 ST ST RENTON, WA 98056 STORM DRAINAGE PROFILES MAIN OUTFLOW PIPE SYSTEM DATE 02-25-20 PAGE: DRAWING NO: C5.1 SHEET: OF: 11 65 H H 00 T Q J iO O O T 4 440 4 430-1 4 420� 41 41 -0+20 CD O co co N N r7 NO ---1- -.4 1IIi1I111 Terra Vista N I X/ Consulting Engineers ,3204 SMO!(EY PO/NT OR, 1207 ARL/NGTON, WA 9822J -T60-691-9272 KW 17-RRAWS714NWOOM CB TYP1 W SOLID TOP - #1A STA 2+20.07, 0.06 R _ RIM ELEV = 43-2-�432.64 IE IN (S) = 428-39 428.15 IE IN (W) = 4* -5-9- 428.25 IE OUT (N) = -428.z39 428.15 35' 0.7% ' of 12" PVC ©-0-38F. 0.45% 111.0' OF 12" PVC ©8-38F. c0 N 't O N I'7 d- d- 10=11; Q0 I- N (0 r-) N r7 1 +00 CB TYP1 W SOLID TOP - #2 STA 3+77.34, 31.68 L RIM ELEV = 433 66 433.56 IE IN (S) =-428.75 IE IN (SE) _-428--81-428.75 EXISTING GROUND IE OUT (N) = 442�8--8r1-428.65 ALONG CL OF PIPE PROFILE VIEW: DET PIPE #1 EXAGGERATION: 4 25' 1.0% --24-44' of _12" PVC .......... 5.91 ' of 12", PVC © 0.00% cfl O� 0) 1 +50 2+00 ......... v — 35" X 24 PERFORATED CSP, 205' X 27.9' 6" CLEAN ROCK ON TOP OF AN IMPERMEABLE LAYER 4'x6' VAULT GB T.inr 2 CS DET PIPE #1 - #3 12" RISER AT ELEV -43i .88 WITH 0.54" DIA ORIFICE STA 1 +76.07, 0.00 431.90 RIM ELEV = ^^�8433.77 IE IN (E) = 428.99 429.00 IE OUT (NW) 99 429.00 IE OUT (N) = 429.00 50-YR WATER SURFACE AT 12" RISER HEIGHT ELEVATION 431.88 FINISHED GROUND ALONG CL OF PIPE 6" DIA PVC ENTERING DT PIPE SYSTEM AT ELEV 4 28.9 — (TYP.) ......... 429.00 Ln O � Lon I� Lfo o� I� 00 o� 00 r -) N r7 T-i r-� N 2+50 3+00 3+50 DET PIPE SYSTEM 1 STORM DRAINAGE PROFILE SCALE: 1 " = 20' 1=1110, CALL 811 (2) BUSINESS DAYS BEFORE YOU DIG (UNDERGROUND UTILITY LOCATIONS ARE APPROXIMATE) PERMIT SUBMITTAL SURVEYED: GEODETIC SURVEYING SCALE: SERVICE VERTICAL NAVD 1988 AS INDICATED HORIZONTAL: NAD 1983/1991 CITY 0 F DESIGNED: SP ON DRAWING '`. DRAWN: SP RENTON ONE IN DATUM CHECKED: SP AT FULL SCALE Planning/Building/Public Works Dept. IF NOT ONE INCH NO. REVISION BY DATE APPR APPROVED: SCALE ACCORDINGLY 445 440 5 I 425 20 L415 10 4+50 H H co T Q J 2 U rr U J Q 07 R-408310 0 U IN COMPLIANCE WITH CITY OF RENTON STANDARDS w Z DEVELOPMENT ENGINEERING SURFACE WATER UTILITY � LU Nathan Janders 03/19/2020 , JFarah 03/23/2020 D-- Z Q Z_ Q DATE: -IRST UKRAINIAN PENTECOSTAL CHURCH DATE. -20 3811 NE 21 ST ST PAGE: RENTON, WA 98056 DRAWING NO: STORM DRAINAGE PROFILES C5.2 DETENTION PIPE SYSTEM #1 SHEET: 12 OR 65 LL 00 I w 445 435 43 425 42 41 41 Terra Vista N I X/ Consulting Engineers ,3204 SM01(EY P01NT OR, 1207 ARLINGTON, WA 9822J ,360-691-9272 KW 17-RRAWS714NWOOM -0+20 2 CB TYPE -+-- W SOLID TOP - #3 STA 0+ 14.28, 10.49 L RIM ELEV = 4—r44-SF� 434.26 IE IN (S) = 429-iT 429.35 IE IN (E) = ^'�T 429.35 IE OUT (N) = 129-24429.25 4'x6' VAULT Co 4o� 22 CS DIET PIPE #2 - #4 12" RISER AT ELEV 4�i2.23-WITH 0.42" DIA ORIFICE STA 0+45.15, 0.00 432.65 ' RIM ELEV=-434+�434.63 IE IN (E) =429.F�8F429.65 IE OUT (N)=429.65 PROFFLE VIEW: DET PIPE #2 i' EXAGGERATION: 4 EXISTING GROUND ALONG CL OF PIPE ...................................... .................................................................................................... .. .. .. ......... ............. . . . . . . . . . ............... .. .. v 35" X 24" PERFORATED CSP, 144' X 27.9' 3.0' OF 12" PVC @ 0.00% 29' 1.0% of 12" PVC © 8.9 5 LO - C0 N 00 00 N O N O � O Ln d LO Ll7 N t N 0+00 0+50 1 +00 1 +50 50-YR WATER SURFACE AT 12" RISER HEIGHT ELEV 432.23 FINISHED GROUND ALONG CL OF PIPE 5 0 / 425 - 6" DIA PVC ENTERING DT PIPE SYSTEM AT ELEV 58 (TYP.) 429.50420 DET PIPE SYSTEM # 2 STORM DRAINAGE PROFILE SCALE: 1 " = 20' �A os/os/2o2a NO. PERMIT SUBMITTAL REVISION BY I DATE 415 410 2+00 SURVEYED: GEODETIC SURVEYING SERVICE DESIGNED: S P DRAWN: S P CHECKED: Sp P R APPROVED: H H O O O O T a_ U U J Q U) R-408311 0 U IN COMPLIANCE WITH CITY OF RENTON STANDARDS LU z DEVELOPMENT ENGINEERING SURFACE WATER UTILITY W CALL 811 (2) BUSINESS DAYS Nathan Janders 03/19/2020 JFarah 03/23/2020 BEFORE YOU DIG z Q (UNDERGROUND UTILITY z LOCATIONS ARE APPROXIMATE) Q SCALE: DATE Ir VERTICAL AL- AD 1983/1 FIRST UKRAINIAN PENTECOSTAL CHURCH Y 1988 AS INDICATED HORIZONTAL- NAD 1983/1991 CITY O F ON DRAWING RENTON 3811 NE 21 ST ST FIELDBOOK: PAGE: ONE INCH DATUM ` RENTON, WA 98056 DRAWING NO: AT FULL SCALE Planning/Building/Public Works Dept. STORM DRAINAGE PROFILES C5.3 IF NOT ONE INCH Ir SCALE ACCORDINGLY DETENTION PIPE SYSTEM #2 SHEET. 13 OF. 65 LLL Terra Vista N I X/ Consulting Engineers ,3204 SMO!(EY PO/NT OR, 1207 ARL/NGTON, WA 9822J ,360-691-9272 KW 17-RRAWS714NWOOM 'use a 08/06/2024 2 CB TYPE 4- W SOLID TOP — #3 STA 0+ 14.28, 10.49 L RIM ELEV = 44-66 434.26 IE IN (S) = 429-2T 429.35 IE IN (E) = ^'�T 429.35 IE OUT (N) = 129-24 429.25 PROFILE VIEW: DIET PIPE #3 EXAGGERATION: 4 E ISTING GROUND FINISHED GROUND 50—YR WATER A ONG CL OF PIPE ALONG CL OF PIPE SURFACE AT 12" RISER HEIGHT ELEV ..._ ......... ......... 440 432.33 435 — — ...... ..._... .... .......... ....__ 4301 1 nIFn _ _ 4'x6' VAU LT GD�-42CS DET PIPE #3 12" RISER AT ELEV 442.44 WITH 0.45" DIA ORIFICE STA 0+27.871 0.04 L432.35 —RIM ELEV = ".�r433.84 IE IN (E) = ^^.�T 429.05 IE OUT (W)=429.46 429.45 IE OUT (N) = 429.05 50111 \ 35" X 24" 425 PERFOR1.ATED .CMP, — 6" DIA PVC ENTERING_ DT 425 116' X 36.3' PIPE SYSTEM AT ELEV 4} (TYP.) 429.25 420 3.01 ' of 12" PVC @ 0.00% 420 170.6% ' of 12" PVC @ �9 415 415 4101 1 1 1 1 1.410 In(0 �Lo mro N 00 1`0 Q0 00 LO n' N —0+20 0+00 0+50 1 +00 1 +50 2+00 NO. PERMIT SUBMITTAL REVISION DEf PIPE SYSTEM # 3 STORM DRAINAGE PROFILE SCALE: 1 " = 20' BY I DATE SURVEYED: GEODETIC SURVEYING SERVICE DESIGNED: S P DRAWN: S P CHECKED: S P APPROVED: SCALE: AS INDICATED ON DRAWING ONE INCH AT FULL SCALE IF NOT ONE INCH SCALE ACCORDINGLY VERTICAL- NAVD 1988 HORIZONTAL- NAD 1983/1991 DATUM CALL 811 (2) BUSINESS DAYS BEFORE YOU DIG (UNDERGROUND UTILITY LOCATIONS ARE APPROXIMATE) CITY OF RENTON Planning/Building/Public Works Dept. T Q J T O O 0 2 U OC U J a R-408312 C) U IN COMPLIANCE WITH CITY OF RENTON STANDARDS w I-- Z DEVELOPMENT ENGINEERING SURFACE WATER UTILITY Nathan Ja►,ders 03i19i2020011 JFarah 03/23/2020 � w Z Q Z_ Q DATE Ir FIRST UKRAINIAN PENTECOSTAL CHURCH 02o25-20 Y Fl 3811 NE 21 ST ST PAGE: RENTON, WA 98056 DRAWING NO: STORM DRAINAGE PROFILES C5.4 DETENTION PIPE SYSTEM #3 SHEET. 14 OF. 65 ILL co 00 0 LU Terra Vista N I X/ Consulting Engineers .3204 SWO!(EY PO/NT OR, 1207 ARL/NGTON, WA 9822J -T60-691-9272 KW 17-RRAWS714NWOOW EX CB TYPE 1 - #1 CB TYP1 W SOLID TOP - #1A STA 1 +82.12, 0.22 L STA 2+20.07, 0.06 R RIM ELEV = 49 ;2 8. � 3272 RIM ELEV = -442--�k7-432.64 IE IN (S) _�9 4 8.00 IE IN (S) _ �� 28.15 IE OUT (E = 428.0 IE IN (W) _ 428.25 IE OUT (W = 428.00 IE OUT (N) _ �`�5-49 428.15 445- 4 35' I 0.7% �68, of 121" PVC @ 948 AS A CONDITION OF APPROVAL: A MINIMUM 1 8-INCH VERTICAL SEPARATION BETWEEN STORM PIPE AND WATER PIPE SHALL BE PROVIDED. PROFILE VIEW: DET PIPE EXAGGERATION: 4 420 17.9' OF 12" PVC @ 0.00% 415 30.1 ' OF 12" PVC @ 0.00%' 41 4'x6' VAULT DET PIPE #4 12" RISER AT ELEV 431.89 WITH 0.45" DIA ORIFICE STA 2+37.95, 0.27 432.2 RIM ELEV = 432$8r433.77 4 IE IN (E) = 429-99 428.75 IE IN (W) = 42849 428.75 50-YR WATER SURFACE AT 12" RISER HEIGHT ELEV 431.89 L-6" DIA PVC ENTERING DT PIPE SYSTEM AT ELEV 4 (TYP.) 428.40 3.0' OF 12" PVC '@ 0.00% @ IE = 428.39 CD CD N � N Q0 00 � r- — 00 Ln r- 00 T� r i N N r7 � � � 1+50 2+00 2+50 3+00 3+50 NO. PERMIT SUBMITTAL DET PIPE SYSTEM # 4 STORM DRAINAGE PROFILE SCALE: 1 " = 20' REVISION BY I DATE SURVEYED: GEODETIC SURVEYING SERVICE DESIGNED: S P DRAWN: S P CHECKED: S P P RI APPROVED SCALE: AS INDICATED ON DRAWING ONE INCH AT FULL SCALE IF NOT ONE INCH SCALE ACCORDINGLY VERTICAL: NAVD 1988 HORIZONTAL- NAD 1983/1991 DATUM 35" X 24" PERFORATED CSP, 1 19' X 27.9' 5 5 0 25 20 L415 10 4+00 CALL 811 (2) BUSINESS DAYS BEFORE YOU DIG (UNDERGROUND UTILITY LOCATIONS ARE APPROXIMATE) CITY OF- RENTON Planning/Building/Public Works Dept. R-408313 IN COMPLIANCE WITH CITY OF RENTON STANDARDS DEVELOPMENT ENGINEERING SURFACE WATER UTILITY ul Nathan Janders 03/19/2020 J Farah 03/23/2020 FIRST UKRAINIAN PENTECOSTAL CHURCH 3811 NE 21 ST ST RENTON, WA 98056 STORM DRAINAGE PROFILES DETENTION PIPE SYSTEM #4 02-25-20 FIELDBOOK: PAGE: DRAWING NO: C5.5 SHEET: OF: 15 65 L0 N O O O cb Q J 2 U rr 2 U J Q 0 CU LU Z LU 0- Z Q Z_ Q r� V / LL O M O O 1 O� T , u CM LO N O O O 1 Ob T a J 2 U OC D CU J a O CU w z w n z a z Q or v D w H O M O O 1 O� T , u CM LO N O O O 1 Ob T a J 2 U OC D CU J a O CU w z w n z a z Q or v D w H M 00 O I I W I- CURB RAMP W DTH 4' - 0" MIN. LANDING TO MATCH (.' NOTES CURB RAMP WIDTH -SEE CONTRACT PLANS Y CURB RAMP WIDTH 4' - 0' MIN. 1. At marked crosswalks, the connection between the anb ramp and the road - LANDING TO MATCH CURB RAMP way must be contained within the width of the crosswalk markings. LANDING WIDTH - SEE CONTRACT PLANS Y 9 GRADE BREAK CURB RAMP 2. Where "GRADE BREAK" is Called out, the entire length of the grade break LANDING GRADE BREAK SEE CONTRACT PLANS- CEMENT CONCRETE GRADE BREAK between the two adjacent surface planes shall be flush. SE CONTRACT PLANS - d' - 0" MIN_ SIDEWALK - SEE NOTE 5 3. Do not place Gratings, Junction Boxes, Access Covers, or other appurten- Ir - Of'MIN ances on any part of the Curb Ramp or Landing, or in front of the Curb PROVIDE SMOOTH TRANSITION Ramp where it connects to the roadway. CEMENT CONCRETE TO SIDEWALK WIDTH 7 - 0' SIDEWALK -SEE NOTE 5 (TVP,) SEE CONTRACT PLANS - MIN. SEE CONTRACT 4. See Contract Plans for the Curb design specified, See Standard Plan * 4• - V MIN. PLANS,, 4• - O" MIN. F-10.12 for Curb, Curb and Gutter, Depressed Curb and Gutter, and * Pedestrian Curb details. FLARE (TYP) 316" EXPANSION BUFFER WIDTH -MATCH JOINT (TYR) - SEE TO CURB RAMP DEPTH 3/8" EXPIW310N j CURB RAMP STANDARD PLAN F-30.10 `R RyP) 5. See Standard Plan F-30.10 for Cement Concrete Sidewalk Details. See JOINT (TYP.) - SEE m w Contact Plans for width and placement of sidewalk. PL AN AN F-30.10 GRADE - 6. The Bid Item "C6lrlent Concrete CUrb Ram T 9 _" does not include the BREAK TRANSITION TO SIDEWALK BUFFER, IF Y D yP GRADE BREAK PRESENT, OR TO BACK OF CURB (TYP) - "' adjacent Curb, Curb and Gutter, Depressed Curb and Gutter, Pedestrian SEE CONTRACT PLANS „MEM N Curb, Or Sidewalks. f' - 7. The Curb Ramp length is not required to exceed 15 feet (unless shown CURB, OR CURB _--- CEMENT CONCRETE AND GUTTER - CURB, OR CURB PEDESTRIAN CURB - otherwise in the Contract Plans). When applying the 15-foot max. length, SEE NOTE 4 AND GUTTER - BE NOTE 4 the running slope of the Curb Ramp is allowed to exceed 8.3%. Use a DETECTABLE WARNING SURFACE - SEE NOTE 4 B single constant slope from bottom of romp to lop of ramp to match into FACE OF CURB BEE STANDARD PLAN F-48.10 DETECTABLE WARNING SURFACE - the landing over a horizontal distance of 15 feet. Do not include the FACE OF CURB SEE STANDARD PLAN F-18.10 abutting landing in the 15-fool max. measwement. MEASURED PARALLEL DEPRESSED CURB AND GUTTER - nL DEPRESSED CURB AND GUTTER 8. Curb Ramps and Landings shall receive a broom finish. See Standard TO CURB (TYP.) CROSSWALK SEE NOTE 4 CROSSWALK Specifications III LL 9. Pedestrian Curb may be omitted 0 the groLnd surface at the back of the Curb Ramp and/or Landing will be at the same elevation as the Curb 1O CONTRACTION JOINT (TYE.) - SEE STANDARD PLAN F-30.10 I Ramp or Landing and there will not be material to retain. FOR CURB RAMP LENGTHS GREATER THAN 8' - 0' PROVIDE PLAN VIEW CONTRACTION JOINT EQUALLY SPACED 4' - IT MIN. OC PLAN VIEW TYPE PERPENDICULAR A TYPE PERPENDICULAR B LEGEND DETECTABLE WARNING SURFACE - (SHOWN WITH BUFFER) SEE STANDARD PLAN FJ6.10 - - SLOPE IN EITHER DIRECTION 4' - O' MIN IT - Or MAX. (TYP) GRADE BREAK * 1.5 OR FLATTER RECOMMENDED FOR SEE CONTRACT PLANS SEE NOTE 7 DESIGWFORMWORK (2%MI- COUNTER SLOPE 7.5% OR FLATTER RECOMMENDED FOR SLDPETREATMENT- 5.0%MAX. * * MWORK IS 3%MAX) . . SEE STANDARD PLAN FJ0.f0 * GRADE BREAK DESIGNIFOR TOP OF ROADWAY * * * 9.5% OR FLATTER RECOMMENDED FOR DESIGKTORMW/ORK (10% MAX.) COTT Z�. fie LANDING CURB RAMP • , �!F DEPRESSED CURB AND GUTTER - SECTION BEE STANDARD PLAN F-10.12 AO - CEMENT CONCRETE CURB RAMP "TYPE CEMENT CONCRETE CURB RAMP "TYPE 90 ,F z6690 0 �� CEMENT CONCRETE PERPENDICULAR "A" PAY LIMIT - SEE NOTE 6 PERPENDICULAR "8" PAY LIMIT - SEE NOTE 6 �J` 'CI 11111 \} PEDESTRIAN CURB - SEENOTEd fs70NAL 6� DETECTABLE WARNING SURFACE SEE STANDARD PLAN F-SUR PERPENDICULAR 3" R. TYP. DEPRESSED CURB AND GUTTER - CURB RAMP SEE NOTE a STANDARD PLAN F-40.15-03 SHEET 10F1 SHEET CEMENT CONCRETE CURB AND GUTTER - SEE NOTE 4 APPROVED FOR PUBLICATION ISOMETRIC VIEW ISOMETRIC VIEW AWL CURB RADIUS DETAIL O TYPE PERPENDICULAR A PAY LIMIT TYPE PERB PAY LIMIT w° Wgw. SWN D.P-If T. Pwwew, Abossein Engineering, L.L.C. 2"x2' 14 GAUGE WIRE. OR EQUIVALENT. IF STANDA STRENGTH FABRIC USED FI 6 PREPENDICULAR CURB RAMP NTS DocuSign Envelope ID. 6EEC F5136-602A-4E4A-B436-A317AA638878 RD LTERFABRIC 2'MIN. III-' �6 MAX. I r POST SPACING MAY BE INCREASED 4'34' MIN. TRENCH TO 8' IF WIRE BACKING IS USED . BACKFILL TRENCH WITH NATIVE SOIL OR 3/4" TO 1.11T WASHED GRAVEL 2 x4" WOOD POSTS, STEEL FENCE POSTS. OR EQUIVALENT (TYP.) 12' MIN. 'I •I L.J NOTES: 1. CONDITIONS OF USE 1.1. S LT FENCE MAY BE USED DOWNSLOPE OF ALL DISTURBED AREAS. 1.2. S LT FENCE IS NOT INTENDED TO TREAT CONCENTRATED FLOWS, NOR IS IT INTENDED TO TREAT SUBSTANTIAL AMOUNTS OF OVERLAND FLOW. ANY CONCENTRATED FLOW MUST BE CONVEYED THROUGH THE DRAINAGE SYSTEM TO A SEDIMENT TRAP OR POND. 2. DESIGN AND INSTALLATION SPECIFICATIONS 2.1. THE GEOTEXTILE USED MUST MEET THE STANDARD LISTED BELLOW. A COPY OF THE MANUrACTURER'S FABRIC SPECIFICATIONS MUST BE AVAILABLE ON SITE. AOS (ASTM D4751) 30-1GO SIEVE SIZE (0.60-0.15mm) FOR SILT FILM 50_100 SIEVE SIZE 0.30-0.15mm FOR OTHER FABRICS WATER PERMITTIVITY (ASTM D4491) 0.02 SEC' MINIMUM GRAB TENSILE STRENGTH (ASTM D4632) 180 LBS. MIN. FOR EXTRA STRENGTH FABRIC 100 LBS. MIN. FOR STANDARD STRENGTH FABRIC GRAB TENSILE ELONGATION (ASTM D4632) 30%MAX. (WOVEN) ULTRAVIOLET RESISTANCE (ASTM D4355) 70%MIN. 2.2. STANDARD STRENGTH FABRIC REQUIRES WIRE BACKING TO INCREASE THE STRENGTH OF -HE FENCE. WIRE BACKING OR CLOSER POST SPACING MAY BE REQUIRED FOR EXTRA STRENGTH FABRIC �F FIELD PERFORMANCE WARRANTS A STRONGER FENCE. 2.3. WHERE THE FENCE IS INSTALLED, THE SLOPE SHALL NOT BE STEEPER THAN 2HAV 2.4. IRA TYPICAL SILT FENCE IS USED, THE STANDARD 4"X4" TRENCH MAY BE REDUCED AS LONG AS THE BOTTOM 81NCHES OF THE SILT FENCE FABRIC IS WELL BURIED AND SECURE IN A TRENCH THAT STABILIZES THE FENCE AND DOES NOT ALLOW WATER TO BYPASS OR UNDERMINE THE SILT FENCE. 2.5. FILTER FABRIC FENCES SHALL BE INSTALLED ALONG CONTOURS WHENEVER POSSIBLE. 3. MAINTENANCE STANDARDS 3.1. AVY DAMAGE SHALL BE REPAIRED IMMEDIATELY. 3.2. IF CONCENTRATED FLOWS ARE EVIDENT UPHILL OF THE FENCE, THEY MUST BE INTERCEPTED AND CONVEYED TO A SEDIMENT TRAP OR POND. 3.3. IT IS IMPORTANT TO CHECK THE UPHILL SIDE OF THE FENCE FOR SIGNS OF THE FENCE CLOGGING AND ACTING AS A BARRIER TO FLOW AND THEN CAUSING CHANNELIZATION OF FLOWS PARALLEL TO THE FENCE. IF THIS OCCURS, REPLACE THE FENCE OR REMOVE THE TRAPPED SEDIMENT. 3.4. SEDIMENT MUST BE REMOVED WHEN SEDIMENT IS B INCHES HIGH. 3.5. IF THE FILTER FABRIC (GEOTEXTILE) HAS DETERIORATED DUE TO ULTRAVIOLET BREAKDOWN, IT SHALL BE REPLACED. UNLESS OTHERWISE NOTED, DRAWING IS NOT TO SCALE (NTS) STD. PLAN - 214.00 r__i®® PUBLIC WORKS SILT FENCE 9/28/2018 I I� DEPARTMENT GAZ 1%9971u<xomnm„iva,o, DATE n SILT FENCE `NTS MECHANICAL - ELMCrRICAL CIVIL - LEED FIRE PROTECTION 18465 NE 68TH ST REDMOIND, WA. 98052 PH: (425) 462-9441 FAX: (425) 462-9451 E-Kail: eservice@abossein.com www.abossein.com POURAZARI #39659 :45 A BASE MAP/TOPOGRAPHY PROVIDED BY POU OF 1fAS8fQ OTHERS. ABOSSEIN ENGINEERING (AE) CANNOT BE HELD LIABLE FOR ACCURACY. CONTRACTOR SHALL FIELD 10- VERIFY GRADES, UTILITIES AND ALL •OTHER EX FEATURES & CONDITIONS. IF CONDITIONS ARE NOT AS SHOWN &/OR .16 ��9°Q� �GISTEg� PLANS CANNOT BE CONSTRUCTED AS s`%NAL � SHOWN, CONTACT AE PRIOR TO CONSTRUCTION. DocuSign Envelope ID: 6EECF5B6-602A-4E4A-B436-A317AA638878 5" MAX. DRAINAGE GRATE TRIM GRATE FRAME _ C- OVERFLOW BYPASS d BELOW INLET GRATE DEVICE SEDIMENT AND DEBRIS le FILTERED WATER SECTION VIEW DRAINAGE GRATE (RECTANGULAR GRATE SHOWN) RETRIEVAL SYSTEM (TYP.) OVERFLOW BYPASS (TYP.) BELOW INLET GRATE DEVICE ISOMETRIC VIEW NOTES: 1. PROTECTION SHALL BE PROVIDED FOR ALL STORM DRAIN INLETS DOWNSLOPE AND WITHIN BOO FEET OF A DISTURBED OR CONSTRUCTION AREA, UNLESS THE RUNOFF THAT ENTERS THE CATCH BASIN WILL BE CONVEYED TO A SEDIMENT POND OR TRAP. 2. INLET PROTECTION SHALL BE USED TO PROTECT THE DRAINAGE SYSTEM. 3. THE CONTRIBUTING DRAINAGE AREA MUST NOT BE LARGER THAN ONEACRE. 4. SIZE THE BELOW INLET GRATE DEVICE SIGD) FOR THE STORMWATER STRUCTURE IT WILL SERVICE. 5. THE BIGD SHALL HAVE A BUILT-IN HIGH -FLOW RELIEF SYSTEM (OVERFLDW BYPASS). 6. THE RETRIEVAL SYSTEM MUST ALLOW REMOVAL OF THE BIGD WITHOUT SPILLING THE COLLECTED MATERIAL. 7. PERFORM MAINTENANCE IN ACCORDANCE WITH STANDARD SPECIFICATION 8-01.3(15). 8. ANY SEDIMENT IN THE CATCH BASIN INSERT SHALL BE REMOVED WHEN THE SEDIMENT HAS FILLED CNE-THIRD OF THE AVAILABLE STORAGE. THE FILTER MEDIA FOR THE INSERT SHALL BE CLEANED OR REPLACED AT LEAST MONTHLY. UNLESS OTHERWISE NOTED, DRAWING 15 NOT TO SCALE (NTS) STD. PLAN - 216.30 PUBLIC WORKS APPR FD: URDEPARTMENT CATCH BASIN INSERT GAZ 9/28/2018 I DATE (:))CATCH BASIN INSERT NTS DocuSign Envelope ID: 6EECF5B6-602A-4E4A-B436-A317AA638878 SILT FENCE l I / I I TOP OF FABRIC BELT I \ TOP Ir \\is I FLOW J \ C I 100%COMPACTION \ DIAGONAL ATTACHMENT \ EACH SIDE DOUBLES STRENGTH I \j ATTACHMENT DETAILS: \ \ o 1. GATHER FABRIC AT POSTS, IF NEEDED. 2. UTILIZE THREE TIES PER POST, ALL WITHIN TOP T OF FABRIC. 3. POSITION EACH TIE DIAGONALLY, PUNCTURING HOLES VERTICALLY A MINIMUM OF ("APART. 4. HANG EACH TIE ONA POST NIPPLE AND TIGHTEN SECURELY. USE CABLE TIES (60 LBS) OR SOFT WIRE. l L- - - - - - - - - - - - - - - J ROLL OF SILT FENCE PLOW Z3- OPERATION O FABRIC ABOVE GROUND O SLICING BLADE (1 Smm (11/16") WIDTH) 200-300mm HORIZONTAL CHISEL POINT (78mm (3") WIDTH) NOTES: 1. POST SPACING: 7 MAX. ON OPEN RUNS W MAX. ON POOLING AREAS, 2. POST DEPTH: AS MUCH BELOW GROUND AS FABRIC ABOVE GROUND, 3. PONDING HEIGHT 24" MAX. ATTACH FABRIC TO UPSTREAM SIDE OF POST. 4, DRIVE OVER EACH SIDE OF SILT FENCE 2 TO 4 TIMES WITH DEVICE EXERTING 60 P.S.I. OR GREATER. 5, NO MORE THAN 24' OF A 36' FABRIC ROLL IS ALLOWED ABOVE GROUND. 6. VIBRATORY PLOW IS NOT ACCEPTABLE BECAUSE OF HORIZONTAL COMPACTION. UNLESS OTHERWISE NOTED, DRAWING IS NOT TO SCALE (NTS) STD. PLAN - 214.10 a PUBLIC WORKS I DEPARTMENT SILT FENCE INSTALLATION BY SLICING ED: GAZ 9/28/2018 I :45 A DATE ke SILT FENCE INSTALLATION BY SLICING NTS PERMIT SUBMITTAL REVISION :45 A DocuSign Envelope ID: 6EECF5B6-602A-4E4A-B436-A317AA636878 CONSTRUCTION ENTRANCE NOTES: 1y0PSD 1. DRIVEWAYS SHALL BE PAVED TO E-Ate�Z1NC' THE EDGE OF THE RIGHT-OF-WAY PRIOR TO INSTALLATION OF THE R = 25' MIN. CONSTRUCTION ENTRANCE TO AVOID DAMAGING OF THE ROADWAY. 2. IT IS RECOMMENDED THAT THE ENTRANCE BE CROWNED SO THAT r RUNOFF DRAINS OFF THE PAD 100' MIN. INSTALL DRIVEWAY CULVERT \ IF THERE IS AROADSIDE DITCH PRESENT, AS PER CITY ROAD STANDARDS \ 4"-B" QUARRY SPALLS GEOTEX I ILL 15' MIN. PROVIDE FULL WIDTH OF INGRESSJEGRESS AREA 12" MIN, THICKNESS NOTES: 1. CONDITION OF USE 1.1. CONSTRUCTION ENTRANCE SHALL BE STABILIZED WHEREVER TRAFFIC WILL BE LEAVING A CONSTRUCTION SITE ANDTFIAVELING ON PAVED ROADS OR OTHER PAVED AREAS WITHIN 1,00C FEET OF THE SITE. 1.2. FOR RESIDENTIAL CONSTRUCTION PROVIDE STABILIZED CONSTRUCTION ENTRANCES FOR EACH RESIDENCE IN ADDITION TO THE MAIN SUBDIVISION ENTRANCE. STABILIZED SURFACES SHALL BE OF SUFFICIENT LENGTHMIDTH TO PROVIDE VEHICLE ACCESSIPARKING BASED ON LOT SIZE/CONFIGURATION. 2. DESIGN AND INSTALLATION SPECIFICATIONS 2.1. A SEPARATION GEOTEXTILE SHALL BE PLACED UNDER THE SPALLS TO PREVENT FINE SEDIMENT FROM PUMPING UP NTO THE ROCK PAD. THE GEOTEXTILE SHALL MEET THE FOLLOWING STANDARDS: GRAB TENSILESTRENGTH (ASTM D4632) 200 LBS. MIN. GRAB TENSILE ELONGATION (ASTM D4632) 30% MAX. (WOVEN) CBR PUNCTURE STRENGTH (ASTM 66241) 495 LBS. MIS. ADS (ASTM D4751) 20-46 (U.S. STANDARD SIEVE SIZE) 2.2. DO NOT USE CRUSHED CONCRETE, CEMENT, OR CALCIUM CHLORIDE FOR CONSTRUCT ON ENTRANCE STABILIZATION BECAUSE THESE PRODUCTS RAISE PH LEVELS IN STORMWATER AND CONCRETE DISCHARGE TC SURFACE WATERS OF THE STATE IS PROHIBITED. 2.3. HOG FUEL (WOOD BASED MULCH) MAY BE SUBSTITUTED FOR OR COMBINED WITH QUARRY SPALLS IN AREAS THAT WALL NOT BE USED FOR PERMANENT ROADS. HOG FUEL IS NOT RECOMMENDED FOR ENTRANCE STABILIZATION IN URBAN AREAS. THE INSPECTOR MAY AT ANY TIME REQUIRE THE USE OF QUARRY SPALLS IF THE HOG FUEL IS NOT PREVENTING SEDIMENT FROM BEING TRACKED ONTO PAVEMENT OR IF THE HOG FUEL IS BEING CARRIED ONTO PAVEMENT. 2.4. FENCING SHALL BE INSTALLED AS NECESSARY TO RESTRICT TRAFFIC TO THE CONSTRUCTION ENTRANCE. 2.5. WHENEVER POSSIBLE, THE ENTRANCE SHALL BE CONSTRUCTED ON A FIRM, COMPACTED SUBGRADE. THIS CAN SUBSTANTIALLY INCREASE THE EFFECTIVENESS OF THE PAD AND REDUCE THE NEED FOR MAINTENANCE. 3. MAINTENANCE STANDARDS 3.1. QUARRY SPALLS SHALL BEADDED IF THE PAD IS NO LONGER IN ACCORDANCE WITH THE SPECIFICATIONS. 3.1 IF THE ENTRANCE IS NOT PREVENTING SEDIMENT FROM BEING TRACKED ONTO PAVEMENT, THEN ALTERNATIVE MEASURES TO KEEP THE STREETS FREE OF SEDIMENT SHALL BE USED.THIS MAY INCLUDE STREET SNEERING. AN INCREASE IN THE DIMENSIONS OF THE ENTRANCE, OR THE INSTALLATION OF A WHEEL WASH. IF WASHING IS USED, IT SHALL BE DONE ON AN AREA COVERED WITH CRUSHED ROCK, AND WASH WATER SHALL DRAIN TO A SEDIMENT TRAP OR POND. 3.3. ANY SEDIMENT THAT IS TRACKED ONTO PAVEMENT SHALL BE REMOVED IMMEDIATELY BY SWEEPING. THE SEDIMENTCOLLECTED BY SWEEPING SHALL BE REMOVED OR STABILIZED ON SITE. THE PAVEMENT SHALL NOT BE CLEANED BY WASHING DOWN THE STREET, EXCEPT WHEN SWEEPING IS INEFFECTIVE AND THERE IS A THREAT TO PUBLIC SAFETY. IF IT IS NECESSARY TO WASH THE STREETS, ASMALL SUMP MUST BE CONSTRUCTED. THE SEDIMENT WOULD THEN BE WASHED INTO THE SUMP WHERE IT CAN BE CONTROLLED AND DISCHARGED APPROPRATELY. WASH WATER MUST BE PUMPED BACK ONTO THE SITE AND CANNOT DISCHARGE TO SISTEMS TRIBUTARY TO SURFACE WATERS. 3.4. ANY QUARRY SPALLS THAT ARE LOOSENED FROM THE PAD AND END UP ON THE ROAD'NAY SHALL BE REMOVED IMMEDIATELY. 3.5. IF VEHICLES ARE ENTERING OR EXITING THE SITES AT POINTS OTHER THAN THE CONSTRUCTION ENTRANCE(S), FENCING SRALL BE INSTALLED TO CONTROL TRAFFIC. UNLESS OTHERWISE NOTED, DRAWING IS NOT TO SCALE (NTS) STD. PLAN - 21S.10 • PUBLIC WOFKS APPROVED: DEPARTMENT STABILIZED CONSTRUCTION ENTRANCE GAZ 9/28/2018 1 DATE STABALIZED CONSTRTUCTION ENTRANCE NTS DocuSign Envelope ID:6EECF5B6-602A-4E4A-B436-A317AA638878 SANDBAG (TYP.I 1 W MAX.. ---- Jil- il�Tl, ,n I�11=ll1= -I I-1Tf-1Tf- TOE IN SHEETING IN -III- - I- - 4"x V MIN TRENCH .ill -111=1 L- :III -III 101 MAX. I ( (DSSIPATION PROVIDE ENERGY I AT TOE IF EROSIONS LIKELY) NOTES: 1. CONDNIONS OF USE 1.1. PLASTIC COVERING MAYBE USED ON DISTURBED AREAS THAT REQUIRE COVER MEASURES FOR LESS THAN 30 DAYS. 1.2. PLATIC IS PARTICULARLY USEFUL FOR PROTECTING CUT AND FILL SLOPES AND STOCKPILES. 1.3. CLEASR PLASTIC SHEETING MAYBE USED OVER NEWLY -SEEDED AREAS TO CREATE A GREENHOUSE EFFECT AND ENCOURAGE GRASS GROWTH. CLEAR PLASTIC SHOULD NOT BE USED FOR THIS PURPOSE DURING THE SUMMER MONTHS. IA. THIS METHOD SHALL NOT BE USED UPSLOPE OF AREAS THAT MIGHT BE ADVERSELY IMPACTED BY RUNOFF. SUCH AREAS INCLUDE STEEP AND UNSTABLE SLOPES. 2. DESIGN AND INSTALLATION SPECIFICATIONS 2.1. PLASTIC SHEETING SHOULD HAVE A MINIMUM THICKNESS OF 0.06 MILLIMETERS. 2.2. IF EROSION ATTHE TOE OF A SLOPE IS LIKELY, A GRAVEL BERM, RIPRAP, OR OTHER SUITABLE PROTECTION SHALL BE INSTALLED AT THE TOE OF THE SLOPE IN ORDER TO REDUCE THE VELOCITY OF RUNOFF. 2.3. TIRES, SAND BAGS, OR EQUIVALENT MAY BE USED TO WEIGHT PLASTIC. 2.4. SEAMS BETWEEN SHEETS MUST OVERLAP A MINIMUM OF 12 INCHES AND BE WEIGHTED OR TAPED. 3. MAINTENANCE STANDARDS 3.1. TORN SHEETS MUST BE REPLACED AND OPEN SEAMS REPAIRED. 3.2. IF THE PLASTIC BEGINS TO DETERIORATE DUE TO ULTRAVIOLET RADIATION, IT MUST BE COMPLETELY REMOVED AND REPLACED. 3.3. WHEN THE PLASTIC IS NO LONGER NEEDED, IT SHALL BE COMPLETELY REMOVED. UNLESS OTHERWISE NOTFD, DRAWING 15 NOT TO SCALE (NTS) STD. PLAN - 213.30 rr PUBLIC WORKS DEPARTMENT PLASTIC COVERING :45 A vac GAZ 9/28/2018 I - DATE :45 A SEE GRADING PLANS FOR GRADES ��i �/i\�/i.�/�,•/ice 12" MIN COMPACTED EXIST FILL OR NEW STRUCTURAL FILL TO 95% PER ASTM D1557 #5 BARS ® 18" O.C. EACH WAY AT CENTER OF SLAB 6" PORTLAND CEMENT CONCRETE 4,000 PSI 4" MIN COMPACTED CRUSHED AGGREGATE BASE (WSDOT SPECIFICATIONS 9-03.9(3) TO 95% PER ASTM D1557 TRASH ENCLOSURE CONC PAVEMENT SECTION SCALE: 1 " = 10' SEE GRADING PLANS FOR GRADES 5 PLASTIC COVERING NTS CALL 811 (2) BUSINESS DAYS BEFORE YOU DIG (UNDERGROUND UTILITY LOCATIONS ARE APPROXIMATE) SURVEYED: GEODETIC SURVEYING SCALE; SERVICE VERTICAL.• Ni 1988 AS INDICATED HORIZONTAL: NAD 1983/1991 CITY 0 F DESIGNED: SP ON DRAWING U DRAWN: SP RENT0N ONE INCH DATUM CHECKED: SP AT FULL SCALE Planning/Building/Public Works Dept. IF NOT ONE INCH PR APPROVED: SCALE ACCORDINGLY 3" HOT MIX COMMERCIAL MIX DESIGN ASPHALT CONCRETE PER WSDOT STD. SPECIFICATIONS 6" MIN COMPACTED CRUSHED AGGREGATE BASE (WSDOT SPECIFICATIONS 9-03.9(3) TO 95% PER ASTM 18" MIN COMPACTED D1557 EXIST FILL OR NEW STRUCTURAL FILL TO 95% PER ASTM D1557 2 ASPHALT PAVEMENT SECTION �SALE. 1 " = 10' R-408316 IN COMPLIANCE WITH CITY OF RENTON STANDARDS DEVELOPMENT ENGINEERING Nathan Janders 03/19/2020 ' FIRST UKRAINIAN PENTECOSTAL CHURCH 3811 NE 21 ST ST RENTON, WA 98056 EROSION CONTROL & PAVING DETAILS DATE: 02-25-20 PAGE: C8.0 : 21 0F65 O M M O O TI V T U M N O O CIS T J M 00 O 1 O 1 W I - ONLY PU LIC CATCH BASIN LIDS SHALL HAVE THE RENTON LOGO, ALL PRIVATE CATCH BASIN LIDS SHA L HAVE THE RENTON OGO REMOVE . DocuSign Envelope ID:6EECF5B6-602A-4E4A-B436-A317AA638878 FRAME AND VANED GRATE SEE NOTE 4 CLEA4 SURFACE AND BOTTOM AREA. PROVIDE UNIFORM CONTACT. THE SURFACE AREAOF THE BASE SECTION MUSTBE MORTARED TO THE BOTTOM AREA OF THE ADJUSTMENT SECTION ADJUSTMENT SECTION I I I I I I I I BASE SECTION NOTES: 1. THE COVER OR GRATING OF A CATCH BASIN SHALL NOT BE ADJUSTED TO FINAL GRADE UNTIL THE FINAL ELEVATION OF THE PAVEMENT, GUTTER, DITCH, R SIDEWALK IN WHICH IT IS TO BE PLACED HAS BEEN ESTABLISHED, AND UNTIL PERMISSION THEREAFTER IS GIVEN BY THE ENGINEER TO MORTAR IN PLACE IN ACCORDANCE WITH WSDOT/APWA STANDARD SPECIFICATION 7-05.3. 2. SHIMS SHALL NOT BE USED TO SET FRAME TO GRADE. THE USE OF SHIMS IS PROHIBITED. 3. A CONTINUOUS LAYER OF MORTAR SHALL BE PLACED BETWEEN ADJUSTMENT RINGS AND BRICKS PRIOR TO PLACEMENT. 4. ONLY BY APPROVAL OF THE CITY, THE USE OF BRICKS IS PERMITTED WHERE THE BRICKS ARE STAGGERED TO CREATE A RUNNING BOND OR Y2 BOND. 5. BASE SECTION SHALL BE SEALED TO THE BOTTOM AREA OF THE ADJUSTMENT SECTION WITH MORTAR. 6. MORTAR SHALL MEET THE REQUIREMENTS OF WSDOT/APWA STANDARD SPECIFICATION 9-04.3. 7. PICK / LIFTING HOLES ARE TO BE GROUTED WATER TIGHT. USE GROUT TYPE 2 FOR NOWSHRINK APPLICATIONS N ACCORDANCE WITH STANDARD SPECIFICATION 9-20.3(2). 8. MORTAR SHALL BE MIXED AND APPLIED PER MANUFACTURER'S DIRECTIONS. 9. FRAME SHALL BE ADJUSTED TO PAVEMENT GRADE BY TAPPING UNTIL FRAME IS FLUSH WITH PAVEMENT AS DETERMINED WITH A STRAIGHT EDGE OF SUFFICIENT LENGTH. 10. ALL MORTAR JOINTS SHALL BE TRIMMED FLUSH AND REMAIN VISIBLE UPON COMPLETION. UNLESS OTHERWISE N C-FD, DRAWING 15 NOT TO SCALE (NTS) STD. PLAN - 202.00 • PUBLIC WORKS FITO DEPARTMENT CATCH BASIN INSTALLATION GAZ 9/28/2018 I :45 DATE (:))CATCH BASIN INSTALLTION NTS DocuSign Envelope ID:6EECF5B6-602A-4E4A-B436-A317AA638878 1/2" LETTERING p BOLT HOLES-3 PLACES y EQUALLY SPACED 120' APART ON 23 1/16' DIA. B.C. VG QV tia ENTON ® O D IN (1) V DIA PICKHOLE COVER BOTTOM VIEW PLAN VIEW 11/4"LETTERING (3) ?LT SOC. (ALLEN HEAD) 5/8'-1, x 1.6 SS RUBBER 25"DIA WASHER jl314" 2 V2" I 8 3!4' I � (TYP 1 COVER SECTION VIEW EON BOLTING DETAIL 26 1!2" DIA. 25 1!4" DIA. 114" DIA. NEOPRENE GASKET 1/4�17 1 1/16' 1/18" g• 1/8" FI " 23 3/8" DIA. CL OPEN GASKET GROOVE DETAIL 27 5/16" DIA. 34 1/8"DIA. FRAME SECTION VIEW NOTES: 1. ALL COVERS SHALL BE LOCKING LID PER EJ No. 3717C1 OR APPROVED EQUAL UNLESS OTHERWISE NOTED, DRAWING IS NOT TO SCALE (NTS) DS STD. PLAN - 204.SO 1y PUBLIC WORKS DEPARTMENT STORM ROUND FRAME AND COVER :45 A PP�Y►Z 9/28/2018 I DATE Abossein Engineering, L.L.C. STORM ROUND FRAME AND COVER NTS MECHAMCAL - ELECTRICAL CIVIL - LEED FIRE PROTECTION 18465 NE 68TH ST PM10 ND, WA. 98052 PH: (425) 462-9441 FAX: (425) 462-9451 Mai (service®abossein.com www.abossein.com POURAZARI #39659 Pou of �s8j�c�Y �D0-4 SrONAL ot DocuSign Envelope III 6EECF5B6-602A-4E4A-B436-A317AA638878 25114" 29 114" J BOLT -DOWN HOLE (TYP.) - 5/8", 11 NC, SEE DETAIL AND NOTE 2 TOP RECESSED ALLEN HEAD CAP SCREW 5/8'-11 NCxZ" GRATE FAAME SECTION BOLT -DOWN DETAIL SEE NOTE 2 24114" / SECTION A SEE DETAIL ISOMETRIC VIEW 78' \\ 1/e" 314" / \ / 11/4' , NOTES: 4 1. THIS FRAME IS DESIGNED TO ACCOMMODATE 20" • 24" GRATES OR COVERS, 41/2" SEE STANDARD PLANS 204.10, 204.20, 2043D, AND 204.40. I 1 5W I 2. BOLT -DOWN CAPABILITY IS REQUIRED ON ALL FRAMES. GRATES. AND COVERS, UNLESS OTHERWISE SPECIFIED PROVIDE TWO 1 ES IN THE �I / FRAME THAT ARE VERTICALLY ALIGNED WITH THE GRATE ORCOVER LOTS. 1 5/B" THE FRAME SHALL ACCEPT THE SW-11 NC x 2" ALLEN HEAD CAP SCREW' BY �4" / BEING TAPPED, OR OTHER APPROVED MECHANISM. LOCATION OF \ BOLT -DOWN HOLES VARIES BY MANUFACTURER. \ �-- 2 I/Z" 3. REFER TO STANDARD SPECIFICATION 9-05.15(2) FOR ADDITIONAL \ DETAIL / REQUIREMENTS. UNLESS OTHERWISE NOTED, DRAWING 15 NOT TO SCALE (NTS) STD. PLAN - 204.00 • PUBLIC WORKS ° DEPARTMENT RECTANGULAR FRAME GAZ 9/28/2018 1 1-1-.1--.1 DATE 2 RECTANGULAR FRAME NTS DocuSign Envelope ID: 6EECF5B6-602A-4E4A-B436-A317AA638878 7 MIN. CLEARANCE TO ANY PORTION OF FLOW RESTRICTOR TEE INCLUDING ELBOWS REMOVABLE WATERTIGHT / COUPLING OR FLANGE 2' MIN. A I� ELBOW RESTRICTOR, SEE DETAIL AND NOTE 1D 6" MIN 2' MIN, 6' MAX. PLATE WELDED TO ELBOW WITH ORIFICE AS SPECIFIED, SEE NOTE 3 ELBOW RESTRICTOR DETAIL ELEVATION PER PLANS 12" MIN. UNDER PAVEMENT 1 ADDITIONAL LADDER RUNGS (IN SETS) TO ALLOW ACCESS TO TANKS OR VAULTS WHEN CATCH IS FILLED WITH WATER /ANGLE AS NECESSARY, SEE NOTE 7 PLAN VIEW FRAME 8 SOLID COVER MARKED "DRAIN' WITH LOCKING BOLTS PER STD. PLAN 204.50 16' MAX. VERTICAL BAR GRATE FOR SECONDARY INLET 6" MIN. DESIGN WATER ELBOW RESTRICTOR, I SURFACE SEE DETAIL AND NOTE 10 1HANDHOLDS, STEPS, OR LADDER PIPE SUPPORTS, SEE NOTE 6 r 12" (TYP.) 1.5 x D 1t SEE NOTE 9 (TYP.) MIN. 2' MIN. T- I D ISOMETRIC 1 OUTLET PIPE. SEE INLET PIPE NOTES 1 8 5 2' INVERT AND MIN. SHEAR GATE WITH CONTROL ROD FOR ELEVATION PER PLANS CLEANOUT/DRAIN (ROD BENT AS REQUIRED FOR VERTICAL ALIGNMENT WITH COVER) 12"SECTION OF PIPE ATTACHED BY PER STD. PLAN 237.30 GASKETED BAND TO ALLOW REMOVAL 2' 12" MIN. WELDED RESTRICTOR PLATE WITH ORIFICE DIA AS SPECIFIED, SEE NOTE 10 NOTES: SECTION A 1. USE A MINIMUM OF A 54" DIAMETER TYPE 2 CATCH BASIN. 2. OUTLET CAPACITY! 1OD-YEAR DEVELOPED PEAK FLOW. 3. ME -AL PARTS PREFERRED TO BE STAINLESS STEEL, ALUMINIZED STEEL, OR ALUMINUM. ALL OTHER STEEL PARTS MUST BE GALVANIZED WITH TREATMENTS 1. 2. OR 5. 4. FRAME AND LADDER OR STEPS OFFSET SO: A CLEANOUT GATE IS VISIBLE FROM TOP. B CLIMB -DOWN SPACE IS CLEAR OF RISER AND CLEANOUT GATE. C. FRAME IS CLEAR OF CURB. 5. IF METAL OUTLET PIPE CONNECTS TO CEMENT CONCRETE PIPE: OUTLET PIPE TO HAVE SMOCTH O.D. EQUAL TO CONCRETE PIPE I.D. LESS 1/4", 6. PROVIDE AT LEAST ONE 3" X .090 GAGE SUPPORT BRACKET ANCHORED TO CONCRETE WALL. (MAXIMUM 3'-0" VERTICAL SPACING). 7. LOCATE ELBOW RESTRICTOR(S) AS NECESSARY TO PROVIDE MINIMUM CLEARANCE AS SHOWN. 8. LOCATE ADDITIONAL LADDER RUNGS IN STRUCTURES USED AS ACCESS TO TANKS AND VAULTS TO ALLOW ACCESS WHEN CATCH BASIN IS FILLED WITH WATER. 9. WHEN CONNECTING TO ANEW PIPE, USE A FLEXIBLE CONNECTOR (KOR-SEAL BOOT WITH CORRUGATED PIPE ADAPTER OR APPROVED EQUAL). WHEN CONNECTING TO AN EXISTING PIPE, USE A FABRICATED SAND COLLAR OF THE SAME MATERIAL AS THE CONNECTING PIPE. 10. IF TEE SECTION IS USED ONLY FOR SPILL CONTROL, THEN ELBOW RESTRICTORS AND RESTRICTOR PLATES WITH ORIFICESARE NOT REQUIRED. UNLESS OTHERWISE NOTED, DRAWING IS NOT TO SCALE (NTS) STD. PLAN - 237.00 ..R PUBLIC WORKS FLOW CONTROL STRUCTURE - APPROVED: DEPARTMENT RESTRICTOR TEE GAZ 9/28/2018 DATE :45 Atl :45 AN FLOW CONTROL STRUCTURE - RESTRICTOR TEE NTS BASE MAP/TOPOGRAPHY PROVIDED BY OTHERS. ABOSSEIN ENGINEERING (AE) CANNOT BE HELD LIABLE FOR ACCURACY. CONTRACTOR SHALL FIELD VERIFY GRADES, UTILITIES AND ALL OTHER EX FEATURES & CONDITIONS. IF CONDITIONS ARE NOT AS SHOWN &/OR PLANS CANNOT BE CONSTRUCTED AS SHOWN, CONTACT AE PRIOR TO CONSTRUCTION. DocuSign Envelope ID: 6EECF5B6-602A-4E4A-B436-A317AA638878 141A'�411C'4r �1,AN a 93 BAR EACH CORNER 4', 6', 12', OR 24" JR 6" HEIGHT INCREMENT(SPACED EQUALLY), SEE NOTE 1 #3 3AR EACH SIDE 7� #3 BAR EACH WAY PRECAST BASE SECTION #3 BAR HOOP PIPE ALLOWANCES MAXIMUM PIPE MATERIAL INSIDE DIAMETER REINFORCED OR PLAIN 12' CONCRETE ALL METAL PIPE 15" CPSSP', 12' STD. SPEC. 9-35.20 SOLID WALL PVC, STD. SPEC. 0-05.12(1) 15" PROFILE WALL PVC, STD. SPEC. 9.05.12(2) 15" [.CORRUGATED POLYETHYLENE STORM EWER PIPE NOTES: 1. AS ACCEPTABLE ALTERNATIVES TO THE REBAR SHOWN IN THE PRECAST BASE SECTION, FIBERS (PLACED IN ACCORDANCE WITH STANDARD SPECIFICATION 9-05.50(9)), OR WIRE MESH HAVING A MINIMUM AREA OF 0.12 SQUARE INCHES PER FOOT SHALL BE USED WITH THE MINIMUM REQUIRED REBAR SHOWN IN THE ALTERNATIVE PRECAST BASE SECTION. WIRE MESH SHALL NOT BE PLACED IN THE KNOCKOUTS. AS AN ACCEPTABLE ALTERNATIVE TO THE REBAR SHOWN IN THE RECTANGULAR ADJUSTMENT SECTION, WIRE MESH HAVING A MINIMUMAREA OF 0.12 SQUARE INCHES PER FOOT MAY BE USED. 2. THE KNOCKOUT DIAMETER SHALL NOT BE GREATER THAN 20". KNOCKOUTS SHALL HAVE A WALL THICKNESS OF 2" MINIMUM TO 2.5" MAXIMUM. PROVIDE A 1.5" MINIMUM GAP BETWEEN THE KNOCKOUT WALL AND THE OUTSIDE OF THE PPE. AFTER THE PIPE IS INSTALLED, FILL THE GAP WITH JOINT MORTAR IN ACCORDANCE WITH STANDARD SPECIFICATION 9-04.3. 3. THE MAXIMUM DEPTH FROM THE FINISHED GRADE TO THE LOWEST PIPE INVERT SHALL BE 5 FEET. 4. THE FRAME AND GRATE MUST BE INSTALLED WITH THE FLANGE DOWN. S. THE PRECAST BASE SECTION MAY HAVE A ROUNDED FLOOR, AND THE WALLS MAY BE SLOPED AT A RATE OF 1 H:24V OR STEEPER. I, . THE OPENING SHALL BE MEASURED AT THE TOP OF THE PRECAST BASE SECTION. 7. ALL PICKUP HOLES SHALL BE GROUTED FULL AFTER THE INLET HAS BEEN PLACED. USE GROUT TYPE 2 FOR #3 BAR EACH NON -SHRINK APPLICATIONS IN ACCORDANCE WITH CORNER 18"MIN. STANDARD SPECIFICATION 9-20.3(2). IL ALL GRADE RINGS AND CASTINGS SHALL BE SET IN MORTAR IN ACCORDANCE WITH STANDARD SPECIFICATION 9-04.3. THEN APPLY MORTAR TO INSIDE AND OUTSIDE OF ALL JOINTS- RINGS, RISERS, AND FRAMES. 9. MORTAR SHALL BE MIXED AND APPLIED PER MANUFACTURER'S DIRECTIONS. 10. FRAME SHALL BE ADJUSTED TO PAVEMENT GRADE BY TAPPING UNTIL FRAME IS FLUSH WITH PAVEMENT AS DETERMINED WITH A STRAIGHTEDGE OF SUFFICIENT LENGTH. 11. ALL MORTAR JOINTS SHALL BE TRIMMED FLUSH AND SEE NOTE 1 REMAIN VISIBLE UPON COMPLETION. ALTERNATIVE PRECAST BASE SECTION UNLESS OTHERWISE NOTED, DRAWING IS NOT TO SCALE (NT5) D. PLAN - 200.00 ..� PUBLIC WORKS APPR ED: DEPARTMENT CATCH BASIN TYPE 1 GAZ 9/28/2018 I u, noAf. assaro, DATE ��NTS ATCH BASIN TYPE 1 DocuSign Envelope ID: 6EECF5B6-602A-4E4A-B436-A317AA638878 314' FLAT FACE GOTHIC 1 9" DIA +i 5 " 100�❑ ❑ STORM ❑ q" ❑ E717 ❑ 4 T 8-13/16" DIA ❑❑ t 8-118" DIA 10-12" DIA - � (2) 3I8"-18 SS SOCKET HEAD CAP 15"DIA (1) OPEN PICKHOLE ~ 1" SCREW (ALLENHEAD) WAWSHRS 5/8" ON A 8" DIA BOLT CIRCLE PLAN VIEW FRAME SECTION COVER SECTION CAST IRON FRAME AND PAVED AREA (TYP.) COVER. SEE NOTE 3 12^ EXTEND �CLEANOUTRISER 2"ABOVE DESIGNSIGNP PONDING ELEVATION OR PER PLAN FERNI GASKETED v� DESIGN PONDING QUIK CAP OR SIMILAR -"-" 8" CLASS "B" ELEVATION 4"STREAMBED COBBLES PER WSDOT 9-D3.11(2) ASPHALT. SEE NOTE 4 1 l- 4" COMPACTED SAND OR (,RAVEL BACKFILL FOR DRAINS PER WSDOT 9-03.12(4) CLEANOUT RISER, SEE NOTE 2 J �� =1 1rrr� , 7F CLEANOUT RISER. = SOIL TIGHT 45' BEND SEE NOTE WYE 2 - - - \ _1 r 1_ -1 SOIL TIGHT COUPLER � - fp'-4l'f � TI -1 UNDERDRAIN, FOOTING LL�i 11I- IL_LI -1 DRAIN COLLECTOR, OR -�I- 7 - ROOF CRAIN COLLECTOR - PIPE, SEE NOTE 1 ----------- CLEANOUT RISER LOCATED WITHIN BIORETENTION PONDING AREA TO OVERFLOW STRUCTURE OR STORM MAIN MECHANICAL PLUG OR CONTINUED CONNECTION TYPICAL CLEANOUT CONFIGURATION NOTES: DIAMETER TO BE 6-INCHES MINIMUM PRIVATE, 8-INCHES MINIMUM PUBLIC. UNDERDRAIN PIPE PER STD. PLAN 262,10, 2. CLEANOUT RISER SHALL BE SAME SIZE AND MATERIAL AS CONNECTED UNDERDRAIN, FOOTING DRAIN COLLECTOR, OR ROOF DRAIN COLLECTOR PIPE. 3. FRAME AND COVER SHALL BE EJ PRODUCT NO.00367549BOI OR APPROVED EQUAL. COVER TO BE LOCKING WITH ALLEN HEAD BOLT, MARKED "STORM'. !. FOR CLEANOUTS FULLY R PARTIALLY WITHIN UNPAVED AREAS OUTSIDE OF BIORETENTION PONDING AREA. POUR 8" THICK. 2'x2' SQUARE CONCRETE COLLAR AROUND FRAME. CONCRETE COLLAR SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH OF 3,000 PSI. GENERAL NOTES: CLEANOUTS FOR UNDERDRAIN, FOOTING DRAIN COLLECTOR, AND ROOF DRAIN COLLECTOR PIPES SHALL BE INSTALLED AT A MINIMUM OF EVERY 100 FEET, AT EVERY 90 DEGREE OR SECOND 45 DEGREE BEND, AT THE END OF EVERY COLLECTOR PIPE, AND AT EACH END OF AN UNDERDRAIN PIPE NOT CONNECTED TO AN OVERFLOW STRUCTURE. CLEANOUTS SHALL BE INSTALLED TO ALLOW FOR MAINTENANCE ACCESS TO ALL PIPES. 2. ALL FITTINGS SHALL BE SOIL TIGHT. 3. CLEANOUT RISER SHALL BE LOCATED OUTSIDE OF SIORETENTION PONDING WHERE POSSIBLE. 1. CLEANOUTS SHALL NOT BE LOCATED WITHIN THE STREET TRAVEL LANE, UNLESS OTHERWISE APPROVED BY THE CITY. UNLESS OTHERWISE NOTED, DRAWING IS NOT TO SCALE (NT51 STD. PLAN - 226.00 s PUBLIC WORKS APPROVED: DEPARTMENT STORM SYSTEM CLEANOUT GAZ 9/28/2018 1 DATE (�7)�NTsu�m SYSTEM CLEANOUT PERMIT SUBMITTAL SURVEYED: GEODETIC SURVEYING SCALE: SERVICE DESIGNED: SP AS INDICATED ON DRAWING DRAWN: S P ONE INCH CHECKED- S P AT FULL SCALE IF NOT ONE INCH NO. REVISION BY DATE rp APPROVED: SCALE ACCORDINGLY VERTICAL" NAVD 1988 HORIZONTAL NAD 1983/1991 DATUM :45 A :45 At DocuSign Envelope lD:6EECF5B6-602A-4E4A-B436-A317AA638878 CATCH BASIN FRAME AND VANED GRATE PER STD. PLAN 204.00 RECTANGULAR OR CIRCULAR ADJUSTMENT SECTION (TWO SECTIONS MAX.) MORTAR, (TYP.), SEE NOTE 5 4" MIN. 28" MAX. 16" MAX. FLAT SLAB TOP 96', 120" OR 144- SEE NOTE 6. TYP. 15' MAX. FOR MAINTENANCE STEPS OR LADDER L S- 12" (TYP.) Ie T T 1'MIN. 'O" RING 24" MAX. REINFORCING STEEL, (TYP.) MIN. 12" MAX. 12' GRAVEL BACKFILL FOR PIPE ZONE 12' BEDDING PER WSDOT STD. SPECIFICATION SECTION 9-03.12(3) 6' 6' SEPARATE BASE INTEGRAL BASE PRECAST PRECAST WITH RISER NOTES: 1. NO STEPS ARE REQUIRED WHEN HEIGHT IS 4' R LESS. 2. THE BOTTOM OF THE PRECAST CATCH BASIN MAY BE SLOPED TO FACILITATE CLEANING. 3. THE RECTANGULAR FRAME AND GRATE MUST BE INSTALLED WITH THE FLANGE DOWN. THE FRAME MAY BE CAST INTO THE ADJUSTMENT SECTION. 4. KNOCKOUTS SHALL HAVE A WALL THICKNESS OF 2' MINIMUM TO 2.5"MAXIMUM. PROVIDE I.S-MINIMUM GAP BETWEEN THE KNOCKOUT WALL AND THE OUTSIDE OF THE PPE. AFTER THE PIPE IS INSTALLED FILL THE GAP WITH JOINT MORTAR IN ACCORDANCE WITH STANDARD SPECIFICATION 9-04.3. 5. ALL GRADE RINGS, RISERS, AND CASTINGS SHALL BE SET IN MORTARN ACCORDANCE WITH STANDARD SPECIFICATION 9-04.3. 6. WHEN CONNECTING TO A NEW PIPE, USE A FLEXIBLE CONNECTOR (KOR-N-SEAL BOOT WITH CORRUGATED PIPE ADAPTER OR APPROVED EQUAL). WHEN CONNECTING TO AN EXISTING PIPE, USE A FABRICATED SAND COLLAR OF THE SAME MATERIAL AS THE CONNECTING PIPE. 7. MORTAR SHALL BE MIXED AND APPLIED PER MANUFACTURER'S DIRECTIONS. 8. FRAME SHALL BE ADJUSTED TO PAVEMENT GRADE BY TAPPING UNTIL FRAME IS FLUSH WITH PAVEMENT AS DETERMINED WITH A STRAIGHT EDGE OF SUFFICIENT LENGTH. 9. ALL MORTAR JOINTS SHALL BE TRIMMED FLUSH AND REMAIN VISIBLE UPON COMPLETION. PUBLIC WORKS DEPARTMENT CATCH BASIN DIMENSIONS CATCH BASIN DIAMETER MIN. WALL THICKNESS MIN. BASE THICKNESS MAXIMUM KNOCKOUT SIZE MINIMUM DISTANCE BETWEEN KNOCKOUTS 48" 4" 6" 36" 8" 54" 4.5" 8" 42" 8' 60' 5' 8" 48" 8" 72' 8" 8' 60" 12' 84" 8' 12' 72" 12. 12' 84' 12' 120' 1 10" 12' 1 96" 12' 144' 1 12" 12' 1 109" 1 12' PIPE ALLOWANCES CATCH BASIN PIPE MATERIAL WITH MAXIMUM INSIDE DIAMETER DIAMETER CONCRETE ALL METAL CPSSP' SOLID WALL pVC2 PROFILE WALL PVC 48" 1.. 30" 24' 30' 30" 54" 30" 36" 30" 36" 36' 80" 38" 42" 30" 42" 42' 72' 42" 54" 42" 48" 48' 84" 1.. 60" 54' 48' 48' 96" 60" 72" 6O' 12(r BB" 84' SO" 144" 78" 1 96" 60' 1 48" 1 48' 'CORRUGATED POLYETHYLENE STORM SEWER PIPE (STD. S-EC. 9-D5.20) STD. SPEC. 9-05.12(1) 'STD. SPEC. 9-05.12(2) UNLESS OTHERWISE NOTED, DRAWING 15 NOT TO SCALE (NTS) STD. PLAN - 201.00 CATCH BASIN TYPE 2 GAZ 9/28/2018 1 u, ev...,Asr roam DATE 4 CATCH BASIN TYPE 2 NTS ISLAND INSIDE WIDTH FOR SWALES #1-4 = 8' TOP WIDTH = 6' SWALE #1-3 1 TOP WIDTH = 8' SWALE #4 zx W=3' FOR ALL SWAL 0014 •�•k�� 1A 11\\ WA4W4 • • ,d S 1.5:1 CABS #1 TO #3 (TYP.) S : 2.5:1 CABS #4 (TYP. BOTH SIDES) SEASONAL HIGH WATER TABLE © 3.5' DEPTH CONSTRUCTION GEOTEXTILE FOR SOIL SEPARATION 5" MINUS OR PER WSDOT STD. SPEC SECTION 9-03.12(4) BELOW THE INVERT OF 6" DIA PERFORATED PIPE $ CABS NTS CALL 811 (2) BUSINESS DAYS BEFORE YOU DIG (UNDERGROUND UTILITY LOCATIONS ARE APPROXIMATE) CITY OF JW RENTON Planning/Building/Public Works Dept. :45 AI RIM ELEV TOP GRATE REFER TO SHEET C5.0 FOR ELEV. CALL OUTS 1' ='ll SOIL LAYER S 1.5:1 1= 0.25' MULCH CABS #1 TO #3 TYP.) CITY STD DETAILS FOR COMPOSTED AMENDED �BIOFILTRATION SWALE IS MODIFIED AS SHOWN IN THIS SECTION TO FIT THE FIELD CONDITIONS ROCK DEPTH ALONG TOP OF PIPE VARIES REFER TO O M M O O T1 V M N O O O M W T J OUTLET PIPE IE CALLED OUT = ON PLAN V IMPERMEABLE LAYER 6" DIA PVC PERFORATED PIPE _ IE VARIES FOR EACH SWALE U J a O R-408317 U IN COMPLIANCE WITH CITY OF RENTON STANDARDS W I - DEVELOPMENT ENGINEERING z + Lu Nathan Janders 03/19/2020 ' z a z Q DATE Ir FIRST UKRAINIAN PENTECOSTAL CHURCH 02-25-20 �e FIELD3811 NE 21 ST ST PAGE. OK: PAGE RENTON, WA 98056 DRAWING NO: STORM DRAINAGE DETAILS C8.1 SHEET: OF. H 22 65 M 00 C) I O I W I- DocuSign Envelope ID:6EECF5B6-602A-4E4A-B436-A317AA638878 PIPE O.D. IT 12^ MIN. MIN. - FLOW 70 SECOND DISPERSAL TRENCH IF NECESSARY NOTCHED GRADE BOARD, 2"X2" NOTCHES, 18" O.C. TYPE 1 CATCH BASIN (CB) WITH SOLID COVER TYPE 1 CS WITH SOLID COVER _ A 50' MAX. FE Ell INFLUENT PIPE (MAX DESIGN FLOW <0.5 CFS PER TRENCH) CAPPED CLENOUT /\ l WYE FROM PIPE FLOW TO OTHER BRANCHING CB'S END CAP OR PLUG AS NECESSARY PLAN 2"x12" GRADE BOARD, SEE NOTE 8 EXPOSED ROCK. DO NO7 FILL GALVANIZED BOLT (TYP.) 15%MAX, SEE SEE. NOTE 5 M'y' t5°'^ OTES 2" (TYP.) 2" GRADE SOARRD T NOTCHES (TVP.) •�••� T"'_ 18' O.C. - WRAP TRENCH SIDES WITH GEOTEXTILE (LEAVE TOP AND NOTCH DETAIL 36'MIN 41IV I BOTTOM EXPOSED), SEE NOTE 7 Ill I II II 5" MIN. PERFORATED PIPE LAID FLAT/LEVEL 91V � CLEAN (<5%FINES) 3/4' -1 1/2' WASHED ROCK W MIN. 4"N4" SUPPORT POST, SEE NOTE 6 SECTION A NOTES: 1. THIS TRENCH SHALL BE CONSTRUCTED SO AS TO PREVENT POINT DISCHARGE AND/OR EROSION. 2. TRENCHES MAY BE PLACED NO CLOSER THAN 50 FEET TO ONE ANOTHER, 10 FEET MINIMUM TO ANY BUILDING (100 FEET ALONG FLOWUNE). 3. TRENCH AND GRADE BOARD MUST BE LEVEL. ALIGN TO FOLLOW CONTOURS OF SITE. 4. SUPPORT POST SPACING AS REQUIRED BY SOIL CONDITIONS TO ENSURE GRADE BOARD REMAINS LEVEL. 5. 15% MAX UNLESS OTHERWISE EVALUATED AND APPROVED, SEE SECTION C.2.1.1. 6. GRADE BOARD AND SUPPORT POST TO BE UNTREATED CEDAR OR RECYCLED PLASTIC. SPACE SUPPORT POSTS EVERY 10 FEET MINIMUM. 7. GEOTEXTILE TO BE NON -WOVEN TYPE FOR SEPARATION PER WSDOT 9-33.2(1). UNLESS OTHERWISE NO-FD, DRAWING 15 NOT TO SCALE (NISI STD. PLAN - 224.00 PUBLIC WORKS 50-FOOT DISPERSION TRENCH WITH PP'GVE° : UR�1_� DEPARTMENT NOTCHED BOARD GAZ 9/28/2VJZVV [- 1 7DATE 50-FOOT DISPERSION TRENCH NTS (WITH NOTCHED BOARD) :45 AI uocuaign envelope IU: nccL,ronD-nuuA-wr.wr,-nwaO-TAa I /P1.4nJ00/D CONTROL JOINT (TYP .) (PERVIOUS CONCRETE ONLY) DESIGNER TO SPECIFY DESIGN WATER SURFACE SPACING ELEVATION CONTROLLED 10% MAX.SLOPE VMIN. CHECK DAM BY OUTLET t, r CLEARANCE SEE PERMEABLE I I 1 PAVEMENTSECTION G STD. PLAN 261.10 _ -- IF --- COVER CONTROLLEU UENSI I Y HLL ---_- -- --�-- �� J 1 SUBSURFACE CHECK DAM PER DESIGNER TO SPECIFY ` 1 WSDOT SECTION 2-09.3(1)E CHECK DAM HEIGHT 3"MIN. KEY (TYP.). CHECKDAM REQUIRED 12" IN FOR SLOPE STEEPER THAN 5% DESIGNER TO SPECIFY SUBGRADE PER SLOTTED UNDERDRAIN, STD. PLAN 281.10 8" MIN. BEDDING SEE NOTES 2 AND 3 CONTROLLED DENSITY FILL SUBSURFACE CHECK DAM CONTROL JOINT (TYP.) (PERVIOUS CONCRETE ONLY) DESIGNER TO SPECIFY DESIGN WATER SURFACE SPACING ELEVATION CONTROLLED BY OUTLET 10% MAX. SLOPE 1" MIN. CHECK DAM CLEARANCE SEE PERMEABLE _ PAVEMENT SECTION STD. PLAN 261.10 e a 6„ MIN C. COVER d I a SUBGRADE PER STD. PLAN 261.10 DESIGNER TO SPECIFY -T}- � 1 J 1 COMMERCIAL CONCRETE 4" MIN, SUBSURFACE CHECK J `1 1 v SUBSURFACE CHECK DAM PER DAM HEIGHT 3" MIN. KEY WSDOT SECTION 6-02.3(2)B (TYP.). SLOTTED UNDERDRAIN, CHECKDAM REQUIRED FOR SLOPE STEEPER THAN 5% 6" MIN. SEE NOTES 2 AND 3 BEDDING CONCRETE BAND SUBSURFACE CHECK DAM CLEANOUT PER STD. PLAN 226.00 WATER LEVEL CONTROLLED BY OUTLET ELEVATION, DESIGNER TO SPECIFY OUTLET ELEVATION L 1 I SEE PERMEABLE TYPE 1L (C BASIN CATCH e) PAVEMENT SECTION T S I n PER STD. PLAN 200.10 OR STD. PLAN 281.10 12" MIN, 2" MIN. 3' MAX. OTHER STRUCTURE WITH _ APPROVAL IIIIIIIIIIIIIIIIIIIIIIIIII IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII�REMOVABLE PLUG FOR MAINTENANCE UNDERDRAIN AGGREGATE, 12" MIN. SEE NOTE 1 SANITARY TEE CLEAR WITH OPTIONAL SLOTTED UNDERDRAIN PIPE, RISER PIPE OUTFLOW SE......... ND 3 W SUBGRADE PER STD. PLAN 261.10 �- 12" MIN. SUMP UNDERDRAIN AND OVERFLOW NOTES: CONTROL STRUCTURE WITH RISER 1. UNDERDRAIN AGGREGATE SHALL MEET STD. PLAN 262,60. 2. UNDERDRAIN TO BE 8' MIN. (PRIVATE), B" MIN. (PUBLIC) SLOTTED PVC PER ASTM D1785 SCH 40. SLOTS SHOULD BE CUT PERPENDICULAR TO THE LONG AXIS OF THE PIPE AND BE 0.04 TO 0.069INCHES BY 1 INCH LONG AND BE SPACED 0.25INCHES APART (SPACED LONGITUDINALLY). SLOTS SHOULD BE ARRANGED IN FOUR ROWS SPACED ON 45-DEGREE CENTERS AND COVER 1/2 OF THE CIRCUMFERENCE OF THE PIPE. SLOPE PIPE AT 0.5% MIN. UNLESS OTHERWISE SPECIFIED. PROVIDE ONE CLEANOUT MIN. PER 100 FEET OF UNDERDRAIN, AND AT EACH END. SEE STD. PLAN 226.00. 3. PIPE WILL HAVE A MINIMUM COVER DEPTH OF 12" AND BEDDING DEPTH OF 6". GENERAL NOTES: 1. LOCATE UNDERDRAIN BELOW STRUCTURAL PAVEMENT BASE DEPTH. 2. SEE CONSTRUCTION PLANS FOR SPECIFIC PROJECT REQUIREMENTS. UNLESS OTHERWISE NOTED, DRAWING IS NOT TO SCALE (NT5) STD. PLAN - 261.20 • PUBLIC WORKS PERMEABLE PAVEMENT: SUBSURFACE PPR °o `!l1"*DEPARTMENT CHECK DAMS AND UNDERDRAIN GAZ 9/28/201' 1 :45 . Pamlm.vn., DATE PERMEABLE PAVEMENT SUBSURFACE UNDERDRAIN NTS Abossein Engineering, L.L.C. MECHAMCAL - ELECTRICAL CIVIL - LEED FIRE PROTECTION 18465 NE 68TH ST PXDMOIND, WA. 98052 PH: (425) 462-9441 FAX: (425) 462-9451 B-Mai1: cseMce®abossein.com www.abossein.com POURAZARI #39659 DocuSign Envelope III 6EECF5B6-602A-4E4A-B436-A317AA638878 SEE NOTE 4, LIMIT OF PIPE ZONE PIPE ZONE BEDDING AND BACKFILL, SEE NOTE 5 - / 8' O.D. FOUNDATION LEVEL 8yy' r FOUNDATION MATERIAL, �1 1 IF REQUIRED, SEE NOTE 6 �1l FLEXIBLE PIPE ®GRAVEL BACKFILL FOR PIPE ZONE BEDDING (WSCOT 91 OR MAINTENANCE ROCK (WSDOT 9-03.9(4)) FLEXIBLE PIPE NOTES: 1. PROVIDE UNIFORM SUPPORT UNDER BARRELS. 2. HAND TAMP UNDER HAUNCHES. 3. DIRECTLY OVER PIPE, HAND TAMP ONLY, 4. SEE STANDARD WSDOTIAPWA SPECIFICATIONS SECTION 2-09.4 FOR TRENCH WIDTH, S. PIPE ZONE BEDDING AND BACKFILL MATERIAL SHALL BE PLACED IN 6" LOOSE LAYERS AND COMPACTED TO 95% MAXIMUM DENSITY. 6. EXCAVATE UNSTABLE MATERIAL DOWN TO FIRM SOIL AND REPLACE WITH FOUNDATION MATERIAL CLASS A OR B PER STANDARD WSDOT/APWA SPECIFICATIONS SECTION 9-03.17. PIPE TYPE MINIMUM PUBLIC? PRIVATE? ALLOWED IN ZONE 1 COVER (FT) OF THE APAT LINE CORRUGATED POLYETHYLENE PIPE (LOPE) 20 YES YES YES CORRUGATED POLYETHYLENE PIPE (CPS) - TRIPLE WALL 20 YES YES YES POLYVINYL CHLORIDE PIPE (PVC) 3.0 YES YES YES SOLID WALL HIGH DENSITY POLYETHYLENE PIPE (HDPE) 2.0 YES YES YES DIAMETER MINIMUM DISTANCE BETWEEN BARRELS 12" TO 24" 12" 3D"TO96" DIAMET ER/3 102' TO 180' 48" UNLESS OTHERWISE NOTED, DRAWING 15 NOT TO SCALE (NTS) STD. PLAN - 220.10 • PUBLIC WORKS PIPE ZONE BEDDING AND PP" elm DEPARTMENT COMPACTION - FLEXIBLE PIPE GAZ 9/28/2018 1 DATE :45 AI PIPE ZONE BEDDING AND COMPACTION - FLEXIBLE PIPE NTS DocuSign Envelope ID: 6EECF5B6-602A-4E4A-B436-A317AA638878 C�A Er-L-.� DESIGNER TO SPECIFY WATER STORAGE ELEVATION nI OVERFLOW STRUCTURE PER STD. PLAN FOR EDGE TREATMENT OPTIONS, 262.40 UNLESS SPECIFIED OTHERWISE ALK ORLNDSCAPING SEE STD. PLAN 262.20 ��"EW. BOTTOM WIDTH SIDE SLOPE SEE NOTE 9ROADWAY/ VANN. MIN. 16"6'MIN. TOP OF BANK PARKING LOT ELEVATION ,/ - e' MIN. 2% J 2"-12'POND NG FREEBOARD r DEPTH I1111 111 1r III = 11 _ >� 2.5 MIN,:::• •1", 2.5 TRANSITION ZONE SOIL,'T{;-y'. �• .,# -,1:- �� SEE STD. PLN 262.20 `n .1- •,. •,,. 1., ,� T` �-' "A � T' J 2'-4" DEPTH ARBORIST \/ < '-q. 118"MIN ANGLE OF REPOSE WOOD CHIP MULCH. •'_I SEE NOTE 7 \, Y s BIORETENTION SOIL MIX (BSM), r�� I 12"MIN. SEE NOTE UNDERDRAIN AGGREGATE, SEE NOTE 6 OVERFLOW TO STORM MAIN '�// LOW PERMEABILITY LINER SEE FIED NOTES S 1 AND 2 S AND OMPACTED SUBGRADE, WHEN REQUIRED. SEE NOTE 3 UNDERDRAIN, SEE NOTE 4 NOTES: GRAVEL BASE, SEE STD. PLAN 262.40 AVOID COMPACTION OF EXISTING SUBGRADE BELOW BASIN. 2. SCARIFY SUBGRADE TO ADEPTH OF 31NCHES MINIMUM IMMEDIATELY PRIOR TO PLACEMENT OF BIORETENTION SOI_ MIX AND UNDERDRAIN AGGREGATE, EXCEPT WHEN LINER IS REQUIRED. 3. LINER TO BE INSTALLED ONLY WHEN REQUIRED IN THE CITY OF RENTON SURFACE WATER DESIGN MANUAL (RENTON SWDM). LOW PERMEABILITY LINER TO BE 30 MIL MIN. GEOMEMBRANE LINER OR 12 INCHES MIN. (DRY) CLAY LINER. CLAY LINER TO BE COMPACTED TO 95% MINIMUM DRY DENSITY (ASTM DOW), WITH AT LEAST 30%CLAY PARTICLES PASSING (ASTM 0422) AND AT LEAST 15%PLASTICITY INDEX (ASTM D4318). 4. UNDERDRAIN TO BE 6" MIN. (PRIVATE). W MIN. (PUBLIC) SLOTTED PVC PER ASTM 01785 SCH 40. SLOTS SHOULD BE CUT PERPENDICULAR TO THE LONG AXIS OF THE PIPE AND BE 0.D4 TO 0.069INCHES BY 1 INCH LONG AND BE SPACED 0.25 INCHES APART SPACED LOINO TUDNALL . SLOTS SHOULD BE ARRANGED ( n IN FOUR ROWS SPACED ON 45-DEGREE CENTERS AND COVER 1/2 OF THE CIRCUMFERENCE OF THE PIPE. SLOPE PIPE AT 0.5%MIN UNLESS OTHERWISE SPECIFIED. PROVIDE ONE CLEANOUT MIN. PER 1DO FEET OF UNDERDRAIN, AND AT EACH END. SEE STD. PLAN 226.DO. MATCH CROWN ELEVATION OF UNDERDRAIN TOOVERFLOW PIPE UNLESSOTHERWISE SPECIFIED. 5. 18" MIN- BIORETENTION SOIL MIX ON BOTTOM AND SIDES TO TOP OF PONDING AREA. BIORETENTION SOIL MIX TO MEET STD. PLAN 262.60. 6. UNDERDRAIN AGGREGATE TO MEET STD. PLAN 262.60. ,. ARSONIST WOOD CHIP MULCH TO MEET STD. PLAN 262.60. 8. MAXIMUM LONGITUDINAL SLOPE (ALONG DIRECTION OF FLOW) OF BIORETENTION SWALES SHALL BE 6%. 9. WHERE NOT CONFLICTING WITH REQUIRED CLEARANCES OR UTILITIES, TREES MAY BE LOCATED IN BIORETENTION. REDUCE BOTTOM WIDTH TO BINCHES MINIMUM AND INCREASE SIDE SLOPE TO 1.5HAV ADJACENT TO TREE. TREES TO BE LOCATED ONLY OUTSIDE OF LINER FOR LINED FACILITIES. GENERAL NOTES: 1. MINIMUM UTILITY SETBACKS AND PROTECTION MEASURES MUST CONFORM TO CURRENT CITY STANDARDS, STD. PLANS 265.00, 265.10, AND 265.20, AND OTHER UTILITY PROVIDER REQUIREMENTS. COORDINATE WITH CITY ENGINEER IN THE EVENT OF UTILITY CROSSINGS OR CONFLICTS. 2. BSM PLACEMENT, GRADING, AND CONSOLIDATION SHALL NOT OCCUR WHEN THE BSM S EXCESSIVELY WET OR HAS BEEN SUBJECTED TO MORE THAN 1/2" OF PRECIPITATION WITHIN 48 HOURS PRIOR TO PLACEMENT. EXCESSIVELY WET IS DEFINED AS BEING AT OR ABOVE 22%SOIL MOISTURE BY A GENERAL TOOLS AND INSTRUMENTS COMMON PRECISION DIGITAL SOIL MOISTURE METER WITH PROBE (OR EQUIVALENT). THERE SHOULD BE NO VISIBLE FREE WATER IN THE MATERIAL. THE CONTRACTOR SHALL PLACE BSM LOOSELY WITH A CONVEYOR BELT OR WITH AN EXCAVATOR OR LOADER FROM A HEIGHT NO HIGHER THAN 6 FEET, UNLESS OTHERWISE APPROVED BY THE ENGINEER (I.E., DO NOT DUMP MATERIAL DIRECTLY FROM TRUCK INTO CELL). COMPACT BSM USING NON -MECHANICAL COMPACTION METHODS (E.G., BOOT PACKING, HAND TAMPING, OR WATER CONSOLIDATION) 70 8311 (t 2%) OF THE MAXIMUM DRY DENSITY PER MODIFIED PROCTOR TEST (ASTM 01557), OR AS DIRECTED BY THE ENGINEER. 3. SEE CONSTRUCTION PLANS FOR SPECIFIC PROJECT REQUIREMENTS. UNLESS OTHERWISE NOTED, DRAWING IS NOT TO SCALE (NTS) STD. PLAN - 262.10 PUBLIC WORKS BIORETENTION SECTION ° ..� DEPARTMENT (WITH UNDERDRAIN) GAZ 9/28/2018 :45 AIN DATE BIORETENTION SECTION (WITH UNDERDRAIN NTS BASE MAP/TOPOGRAPHY PROVIDED BY Pou ll OTHERS. ABOSSEIN ENGINEERING (AE) CANNOT BE HELD LIABLE FOR OF 71, ACCURACY. CONTRACTOR SHALL FIELD `0-4 VERIFY GRADES, UTILITIES AND ALL *OTHER EX FEATURES & CONDITIONS. IF 14 CONDITIONS ARE NOT AS SHOWN &/OR 14 ;P7 4p�,�� lSrONT PLANS CANNOT BE CONSTRUCTED AS �S `4 SHOWN, CONTACT AE PRIOR TO CONSTRUCTION. \L61 PERMIT SUBMITTAL F.IT10M Me, BY I DATE DocuSign Envelope ID: 6EECF5B6-602A-4E4A-B436-A317AA638878 SEE STANDARD PLANS 110. 110.1. 110.2, AND 111 FOR PAVEMENT RESTORATION REQUIREMENTS SURFACE RESTORATION AS SPECIFIED IN CONTRACT DOCUMENTS 12"MIN. EXISTING PAVEMENT SURFACE -- 8 M\\ EE NOTE 4 NEAT LINE TRENCH "CRUSHED SURFACING TOP COURSE" PER WSDOT STD. SPEC 91 COMPACTED TO 95% OF MAXIMUM DENSITY "CRUSHED SURFACING TOP COURSE" PER WSDOT STD. SPEC 91 "BANK RUN GRAVEL FOR TRENCH BACKFILL" PER WSDOT STD. SPEC 9-03.19, OR "GRAVEL BORROW' PER WSDOT STD. SPEC 9-03,14(1), COMPACTED TO 95% OF MAXIMUM DENSITY BENCH AS NEEDED FOR SHORING SYSTEM WHEN DEPTH IS W OR GREATER PIPE PIPE ZONE BEDDING AND BACKFILL PER STD. PLANS 220.DO AND 220.10 - SEE NOTE 1 UNPAVED AREAS PAVED AREA. I NOTES: 1. SEE WSDOT/APWA STANDARD SPECIFICATIONS SECTION2-D9A FOR MEASUREMENT OF TRENCH WIDTH. 2. EXCAVATIONS OVER 4' DEEP SHALL COMPLY WITH THE SAFETY STANDARD DESCRIBED IN CHAPTER 295.155 PART N OF THE WAG. 3, MAXIMUM BACKFILL DEPTH ABOVE PIPE SHALL NOT BE EXCEEDED. AS DETERMINED BY PIPE MANUFACTURER. 4, IN PAVED AREAS, IF PIPE HAS LESS THAN 3' OF COVER, USE 'CRUSHED SURFACING TOP COURSE" FOR THE ENTIRE BACKFILL DEPTH ABOVE PIPE ZONE. S. SEE CONSTRUCTION PLANS FOR SPECIFIC PROJECT REQUIREMENTS. UNLESS OTHERWISE NOTED, DRAWING S NOT TO SCALE (NTS) D. PLAN - 220.20 UURR PUBLIC WORKS TYPICAL TRENCH AND BACKFILL 9/28/2KPI 018 DEPARTMENT GAZ DATE TYPICAL TRENCH AND BACKFILL NTS DocuSign Envelope ID: 6EECF5B6-602A-4E4A-B436-A317AA638878 UNDERDRAIN AGGREGATE TABLE: UNDERDRAIN AGGREGATE GRADATION SIEVE SIZE PERCENT PASSING 3l4-INCH 10O PERCENT 114-INCH 30 TO 60 PERCENT U.S. NO. 8 20 TO 50 PERCENT U.S. NO.50 3 TO 12 PERCENT 200 0 TO 1 PERCENT UNDERDRAIN AGGREGATE MUST CONSIST OF SCREENED SAND, GRAVEL C'R OTHER INERT MATERIALS, OR COMBINATIONS THEREOF, FROM SOURCES APPROVED BY THE ENGINEER, HAVING HARD, DURABLE PARTICLES FREE FROM ADHERENT COATINGS. THE MATERIALS MUST BE WASHED THOROUGHLY TO REMOVE CLAY. LOAM, ALKALI, ORGANIC MATTER, OR OTHER DELETERIOUS SUBSTANCES. PARTICLES HAVING A SPECIFIC GRAVITY LESS THAN 115 MUST NOT EXCEED 1.0 PERCENT OF THE TOTAL WEIGHT. ORGANIC MATTER BY CALORIMETRIC TEST MUST NOT BE DARKER THAN THE REFERENCE STANDARD COLOR (ORGANIC PLATE NO. 3) AASHTO T21 UNLESS OTHER TESTS PROVE A DARKER COLOR TO BE HARMLESS. BIORETENTION SOIL MIX BIORETENTION SOIL MIX (BSM) SHALL BE A WELL -BLENDED HOMOGENEOUS NIXTURE OF 60 TO 65 PERCENT BY VOLUME MINERAL AGGREGATE FOR BIORETENTION SOIL AND 35 TO 40 PERCENT BY VOLUME COMPOST AS DETAILED IN THE TABLES BELOW. MINERAL AGGREGATE FOR BIORETENTION SOIL MINERAL AGGREGATE FOR BIORETENTION SOIL MUST BE FREE OF WOOD, TABLE: MINERAL AGGREGATE GRADATION WASTE, COATING, OR ANY OTHER DELETERIOUS MATERIAL, AND ALL SIEVE SIZE PERCENT PASSING AGGREGATE PASSING THE NO, 20DSIEVE SIZE MUST BE NON -PLASTIC. 3/8-INCH 100 PERCENT MINERAL AGGREGATE MUST BE ANALYZED BY AN ACCREDITED LAB USING THE SIEVE SIZES NOTED IN THE TABLE TO THE LEFT, AND MUST MEET THE U.S. NO. 4 95 TO 100 PERCENT REQUIRED GRADATIONS. U.S. NO. 10 75 TO 90 PERCENT U.S. NO. 40 25 TO 40 PERCENT U.S. NO. 100 4 TO 10 PERCENT U.S. NO.200 2 TO PERCENT COMPOST TABLE: COMPOST GRADATION SIEVE SIZE MIN. PERCENT PASSING 2-INCH 100 PERCENT 1-INCH 99 PERCENT 518-INCH 90 PERCENT 114-INCH 75 PERCENT COMPOST MUST ORIGINATE A MINIMUM 85 PERCENT BY VOLUME FROM RECYCLED PLANT WASTE COMPRISED OF YARD DEBRIS, CROP RESIDUES, AND BULKING AGENTS, AND MEET THE DEFINITION OF "COMPOSTED MATERIAL" IN WAC 173350-100. COMPOST SHALL HAVE A MOISTURE CONTENT THAT HAS NO VISIBLE FREE WATER OR DUST PRODUCED WHEN HANDLING THE MATERIAL. COMPOST SHALL HAVE AN ORGANIC MATTER CONTENT OF 40 PERCENT TO 65 PERCENT BY DRY WEIGHT, A CARBON TO NITROGEN RATIO BELCW 25:1, AND A PH BETWEEN 6.0 AND 8.0 ABORIST WOOD CHIP MULCH TABLE: ARBORIST WOOD CHIP MULCH GRADATION SIEVE SIZE PERCENTPASSING 6-INCH 100 PERCENT 2-INCH 95 TO 100 PERCENT 1-INCH 70 TO 100 PERCENT 518-INCH 0 TO 50 PERCENT U.S. NO. 4 0 TO 30 PERCENT ARBORIST WOOD CHIP MULCH SHALL BE COARSE GROUND WOOD CHIPS (APPROXIMATELY 1/2' TO 6" ALONG THE LONGEST DIMENSION) DERI'✓ED FROM THE MECHANICAL GRINDING OR SHREDDING OF THE ABOVE -GROUND PORTIONS OF TREES. IT MAY CONTAIN WOOD, WOOD FIBER, BARK. BRANCHES. AND LEAVES, BUT MAY NOT CONTAIN WEEDS, WEED SEEDS, OR VISIBLE AMOUNTS OF SOIL. UNLESS OTHERW15F NOTED, DRAWING 15 NOT TO SCALE (NTS) UNDERDRAIN AGGREGATE, PR DSTD.PLAN-262.60 .%.� PUBLIC WORKS BIORETENTION SOIL MIX AND MULCH 9/28/2018 DEPARTMENT T GAZ SPECIFICATIONS DATE :45 AP :45 AP DocuSign Envelope ID: 6EECF5B6-602A-4E4A-B436-A317AA638878 CONFIGURATION ON SLOPING GROUND DOWNSPOUT WITH CLEANOUT FILTER, SEE DETAIL CLEANOUT PER STD. PLAN 226.00 10' MIN. LEVEL TRENCH WITH PERFORATED PIPE, SEE NOTE 1 5' . MIN. BE MIN. � 3 I ILL I I Irc CLENOUT PER STD. PLAN 226.00 ---L� TO STORM DRAIN SYSTEM YPASS 5' S' CLEANOUT PER MIN. IN STD. PLAN 220.00 PCLEANOUT TO STORM DRAIN SYSTEM � I IT MIN. LEVELTRENCH WITH DOWFILTE, ' PERFORATED PIPE, SEE NOTE 1 - - - - - - - - - - - CONFIGURATION ON FLAT GROUND PLAN VIEW OF PARCEL COMPACTED TOPSOIL OR OTHER CLEAN FILL NON -WOVEN GEOTEXTILE FOR SEPARATION 8" MIN. PVC ON TOP AND SIDES OF TRENCH PER WSDOT PERFORATED PIPE SPECIFICATIONS SECTION 91 TABLE 3 PER ASTM 01785 SOLIDS/ LEAVES 6'MIN.� / \\ T- o FILTER SCREEN 18'MIN. 11/2"-3/4' WASHED DRAIN ROCK Y-V TO "'000 GROUND 24" MIN. UNDISTURBED NATIVE SOIL a TYPICAL DOWNSPOUT MIN. VABOVE SEASONAL HIGH FILTER DETAIL GROUNDWATER TABLE SECTION A NOTES: 1. TRENCH LENGTH TO BE 10 FEET IN LENGTH FOR EVERY 5,000 SF OF CONTRIBUTING IMPERVIOUS SURFACE, OR 35.000 OF OF NON-NATIVE PERVIOUS SURFACE, OR PORTION THEREOF. GENERAL NOTES: 1. INFILTRATION TRENCHES LIMITED TO ROOF RUNOFF FROM SING-E-FAMILY OR DUPLEX HOMES OR TO CONTROL BASEMENT FLOODING. CONSULT WA DEPARTMENT OF ECOLOGY REGULATIONS FOR UNDERGROUND INJECTION CONTROL PROGRAM (UIC) FOR OTHER TYPES OF RUNOFF MANAGEMENT. 2. IMPERVIOUS AREAS LARGER THAN 10,000 OF AND NON-NATIVE PERVIOUS AREAS LARGER THAN 35,000 SF MAY REQUIRE LARGER PIPE AND SHOULD BE DESIGNED BY A CIVIL ENGINEER. 3. THE PERFORATED PIPE MAY NOT BE PLACED IN A CRITICAL AREA BUFFER OR ON SLOPES STEEPER THAN 25%. 4. SEE CONSTRUCTION PLANS FOR SPECIFIC PROJECT REQUIREMENTS. UNLESS OTHERWISE NOTED, DRAWING 15 NOT TO SCALE INTS) PUBLIC WORKS PERFORATED STUB -OUT STD. PLAN - 263.40 7PPRDVED. DEPARTMENT CONNECTION GAZ 9/28/2018 1 J:45 A DATE PERFORATED STUB -OUT CONNECTION NTS DocuSign Envebpe ID: 6EECF5B6-602A-4E4A-B436-A317AA638878 PLANTING -UNDISTURBED UNDISTURBED TURF(LAWN( AREAS, VEGETATION, SEE NOTE I SEE NOTE11(1�II�`y I11 `yI II6JII III GRABS: SEED OR SOD NATIVEVEGON 44 f \\\ \\\ \\ UNDISTURBED NATIVE SOIL\��\.\ UNDISTURBED NATIVE SOIL OPTION 1 - NO DISTURBANCE PLANTING BEDS LCH 3"-4' ARBORISSWOOD CHP I�PNMZQUIN) j�� j�� TURF IL\YYNI AREAS /�/%�� D GRASS: SEED OR 500 3.OFCOMPOSTINCORPCRATED 1.T5' OF COMPOST INCORPORATED INTO INTO S" OF SITE SOIL (TOTAL S.M' OF SITE SOIL (TOTAL AMENDED DEPTH AN ENDED DEPTH OF 9.5" FOR A OF 9.5•, FOR A SETTLED DEPTH OF T) SETTLED DEPTH OF e• SCARIFIED 4- BELOW SUBSOIL W 9W COMPOSTAMENDED LAYER COMPOTAMENDED SOILSEUDRP.PAABYCEEELRO) (tYBELO I (Y BELOW \�/ � � tz• / \/,/i\ lw��il/�v OPTIONS 2, 3, AND 4 - AMEND IN PLACE OR STOCKPILE AND AMEND PLANTING BEDS TURFILAWNI AREAS S•4' ARBORIST WOODCNP MULCH, SEE STD. GRASS: SEED OR SOD PLAN 262.fi0 - - - - - - _ - - I NOTES: - -1 1. AREASOFNOOBTUR BE FENCED 1=1ff-I -1 _ _ TION N AND SOIL OBE (' 6" IMPORTED L1 IJ1 II I I _ I_ _ I_T-1 I 6•IMPORTED PRDEXISTINGV_GEONSTR PROTECTED FROM CONSTRUCTION IMPACTS. ICLIII TOPSOIL MIX T1 7 [I.IC1l'I_ , ICI ( COMPACTED r 'T 7 TOPSOILMI% COMPACTED GENERAL NOTES: DEPTH) II ., - -I --' - L I� - '1- 11 1 LL I, - I'I DEPTH -1 -1 11 ) 1. TO MEABIME SETTLED DEPTH, WATER SOIL 7 fl I I SUFFICIENTLY TO FULLY SATURATE W RHOUT -1I 1 I - I CAUSING EROSION - I. -J- 1- 2. COMPOST TO MEET STD. PLAN 282.60. SUBSOIL IS - 1t 6- SCARIFIED 8' - - BELOW IMPORTED 3. COMPACTION OF TOPSOIL WHERE REQUIRED SCARRED B• �� ' BELOWIMPORTED _ - TOPSOIL MIX TO BE TO B6%0=STANDARD PROCTOR. TOP6gL MIX / IY _ 4. SEE CONSTRUCTION PLANS FOR SPECIFIC Xi'I1_. PROJECT REQUIREMENTS, OPTION 5 - IMPORTED TOPSOIL UNLESS OTHERwSF NOTEo, DRAWING IS rv0T TO SCALE IMS) STD. PLAN - 264.00 PPR D: PUBLIC'WORKS DEPARTMENT SOIL AMENDMENT SECTIONS 9 28 2018 GAZ / / I :45 A UNDERDRAIN AGGREGATE BIORETENTION N1�2) BUSINESS fIAVG NTS SURVEYED: GEODETIC SURVEYING SERVICE DESIGNED: S P DRAWN: S P CHECKED: S P APPROVED: SCALE: AS INDICATED ON DRAWING ONE INCH AT FULL SCALE IF NOT ONE INCH SCALE ACCORDINGLY VERTICAL: NAVD 198E HORIZONTAL NAD 1983/1991 DATUM SOIL AMENDMENT SECTIONS NTS BEFORE YOU DIG (UNDERGROUND UTILITY LOCATIONS ARE APPROXIMATE) CITY OF JW RENTON Planning/Building/Public Works Dept. R-408318 IN COMPLIANCE WITH CITY OF RENTON STANDARDS DEVELOPMENT ENGINEERING Nathan Janders 03/19/2020 FIRST UKRAINIAN PENTECOSTAL CHURCH 3811 NE 21 ST ST RENTON, WA 98056 STORM DRAINAGE DETAILS W, ii DATE: Ir Q 02-25-20 FIELDBOOK: PAGE DRAWING NO: C8.2 SHEEP: OF H 23 65 L 0 6 11-1/4' BEND 22-1/2" BEND 45' BEND \ a CAP TEE 90' BEND COD THRUST BLOCK BEARING AREA IN SQUARE FEET (SEE NOTES) FOR HORIZONTAL AND DOWNWARD VERTICAL BENDS SOIL FIRM SILT OR COMPACT SAND COMPACT SAND & GRAVEL FlRM SILTY SAND 90, 45' BEND 11 1 4' 90' 45' BEND 11 1 4' 90' 45' BEND 11 1 4' FITTING BEND TEE CAP OR PLUG & 22 1/2' BEND TEE CAP OR PLUG & 22 1/2- BEND TEE CAP OR PLUG & 22 1/2' BEND BEND BEND 4 7.0 4.2 4.2 1.7 2.9 2.1 2.1 1.0 2.2 1.6 1.0 8 13.3 9.4 9.4 3.8 6.7 4.7 4.7 1.9 5.0 3.5 1.4 8 23.3 16.7 16.7 fi.7 11.7 8.4 8.4 3.4 8.8 �3.5 8.3 2.5 12 53.0 37.537526.5 18.8 IS'S 7.5 20.0 14.0 5.6 AREAS CALCULATED ON 300 PSI TEST PRESSURE. 3'-0" MIN. COVER FOR WATERMAIN LESS THAN 12". 4'-0" MIN. COVER FOR WATERMAIN 12" OR GREATER. MAX. HEIGHT OF THRUST BLOCK (FT) 0.5 x DEPTH OF TRENCH MIN. HEIGHT OF THRUST BLOCK (FT) O.D. PIPE + 1.0' IRUSI BLOCK BEARING .2EA REFERS TO THE FACE OF BLOCK MEASURED IN SQUARE FEET NOTES: 1. LOCATION AND SIZE OF BLOCKING FOR PIPE LARGER THAN 12"DIAMETER AND FOR SOIL TYPES DIFFERENT THAN SHOWN SHALL BE DETERMINED BY THE ENGINEER. 2. ALL BLOCKING SHALL BE POURED IN PLACE AGAINST UNDISTURBED NATIVE GROUND. 3. ALL POURED THRUST BLOCKS SHALL BE BACKFILLED AFTER MIN. 1 DAY. PRESSURE TESTING SHALL OCCUR AFTER CONCRETE HAS REACHED NOMINAL COMPRESSIVE STRENGTH. 4. ALL BLOCKING SHALL BE CONCRETE CL 5 (1-1/I•). 5. BLOCKING AGAINST FITTINGS SHALL BEAR AGAINST THE GREATEST FITTING SURFACE AREA POSSIBLE, BUT SHALL NOT COVER OR ENCLOSE BELL ENDS, JOINT BOLTS OR GLANDS REASONABLE ACCESS TO BOLTS AND GLANDS SHALL BE PROVIDED. ° PUBLIC WORKS CONCRETE BLOCKING FOR STD. PLAN - 330.2 • HORIZONTAL AND DOWNWARD DEPARTMENTHORIZONTAL BENDS MARCH 2O1U CONCRETE BLOCKING DETAIL NTS (FOR HORIZONTAL AND DOWNWARD VERTICAL BENDS) FIRE HYDRANT SHALL BE COREY-TYPE EDUAL TO IOWA F-5110 OR COMPRESSION TYPE SUCH AS CLOW MEDALUON; M & H 929, MUELLER SUPER CENTURION 200, AND WATEROUS PACER WITH 6" MECHANICAL JOINT INLET WITH LUGS. 5-1/4" MAIN VALVE OPENING. TWO 2-1/2" HOSE CONNECTIONS NATIONAL STANDARD THREADS. 4" PUMPER CONNECTION CITY OF SEATTLE THREADS WITH A STORZ ADAPTCR, 4.875" SEATTLE THREAD X 5" STORZ, A-TACHED WITH 1/8" STAINLESS STEEL CABLE. 1-1/4" PENTAGON OPERATING NUT. FIRE HYDRANT TO BE PAINTED WITH TWO COATS OF PAINT. KELLY-MOORE/PRESEP.VATIVE PAINT No. 5780-563 DTM ACRYLIC GLOSS, SAFETY YELLOW OR APPROVED EQUAL. PUMPER CONNECTION TO FACE ROADWAY OR AS DIRECTED BY RENTON FIRE DEPARTMENT. FIRE HYDRANT EXTENSION TO BE USED IF REQUIRED. MIN. 1E" TO 20" EEHIND BACK OF CURB OR 12" BEHIND BACK CF 3' SIDEWALK THAT IS ADJACENT TO CURB 4.875" x 5" STORZ 5'x5'x6" THICK CONCRETE PAD AROUND HYDRANT. FINISH TO MATCH SIDEWALK vv-XPANSION JOINT AT 9 BACK OF SIDEWALK 2" � -CONCRETESIDEWALK ORPLANTING OR PLANTNT ING STRIP TWO-PIECE CAST IRON VALVE BOX WITH LUG TYPE COVER. EQUAL TO OLYMPIC FOUNDRY CO. STANDARD 8" TOP SECTICN WITH REGULAR BASE SECTION LENGTH TO FIT. VALVE NUT EXTENSION AS REQUIRED. RAISED PAVEMENT MARKER TYPE 88-A STIMSONITE TWO-WAY BLUE REFLECTIVE CONCRETE BLOCKING CONCRETE \ THRUST BLOCK MAIN LINE TE, WITH 6" FLANGE SIDE OUTLET. 6" GATE VALVE (FL X MJ) AWWA C-509, RESILIENT SEAT 6" DUCTILE IRON PIPE, CLASS 52 CEMENT LINED, LENGTH TO FIT 2-3/4" CCR-TEN STEEL TIE RODS. IV x 8" x 4" MININUM 1/2 YARD OF 1-1/4" WASHED DRAIN ROCK CONCRETE BEARING 1' ABOVE BOOT FLANGE. PLACE 8 MIL BLOCK UNDER. HYDRANT POLYETHYLENE FILM ARCUND TOP AND SIDES OF GRAVEL. FIRE HYDRANT ASSEMBLY LEVEL ALL GROUND LEVE_ ALL GROUND MIN 3' RADIUS MIN 3' RADIUS 1 ONE MAN ROCK �6 1 Z6" 6" CONCRETE PAD CONCRETE PAD CUT FILL HYDRANT LOCATION IN CUT OR FILL tY O f STD. PLAN - 310.1 DEPAMARCH 2O10 PUBLIC WORKS FIRE HYDRANT ASSEMBLY RTMENT f,\ITo� Abossein Engineering, L.L.C. FIRE HYDRANT ASSEMBLY NTS MECHAWCAL - ELECTRICAL CIVIL - LEED FIRE PROTECTION 18465 NE 68TH ST REDMOIND, RYA. 98052 PH: (425) 462-9441 FAX: (425) 462-9451 Mai cseMce®abossein.com www.abossein.com POURAZARI #39659 .0,..ta' r' Pou oQ 1fAS81 . 167p0.ix ' ST �, a --- �► sjONAL vo. PRECAST CONCRETE VAULT PATH 3 - Tx 3' ONE EACH SIDE 4% 2 1/2" FIRE DEPARTMENT DOUBLE HNGED STEEL PLATE COVERS. DIMENSIONS CONNECTION FOR STAND PIPE WITH 5-8"x 11'-2'x 7'-2" EQUAL TO U71UTY 4" ADAPTER, FL.z SCREWED BREAKABLE CAST IRON HOSE CAPS. VAULT OR EQUAL 4'x4'x6" BULL HEAD TEE, FL. ONE EACH SIDE EQUAL TO GRINNEL TOUCH READ PIT SENSOR FIG. 1682 WITH HOSE CAPS FIG. 1333, I MOUNTED ON STEEL PLATE 6" PIPE FL.x 6" SWING TYPE GRAVITY OPERATED COVER THROUGH 2" DIA. FL 2'-0" LO CHECK VALVE, FL. EQUAL TO DRILLED HOLE IN COVER. MUELLER CO. A-2600-6 WITH BALL THE BY-PASS ASSEMBLY SHALL BE DRIP VALVE AT BOTTOM INCLUDED AS PART OF THE DETECTOR INSTALL EPDXY NON -SHRINK DOUBLE CHECK VALVE ASSEMBLY. 18" FOR 10" ASSEMBLY GROUT (TYP.) 5/8%3/4" SENSUS SRII (TR/PL) METER 17 1/2" FOR 8" ASSEMBLY WITH ICE REGISTER. 18 1/2" FOR 6" ASSEMBLY Y-O" 6" PIPE, FL.x FL. SO" LONG 11'- 2• 6"& 8" ASSEMBLY. 6" SHORT CITY PRIVATE RADIUS 90' BEND FL. i PIPING PIPING r10" ASSEMBLY 90' 8"X6" _ J REDUCING BEND FL. TEE (MJ x FL) 3'-2" f CATE VALVE (FL x MS) 2= 6" 90' BEND FL. 5.. ... -TO CITY MAIN TO BU'LOING 12" ALL AROUND / 2•_ 6.• DEADMAN BLOCK CONCRETE REQUIRED. BLOCKINGV. 10",8",6" FL x NJ ADAPTOR ALL DETECTOR DOUBLE CHECK VALVE 10", B" OR 6" FL.x P.E. ASSEMBLIES SHALL INCLUDE RESILIENT PIPE WITH COLLAR 18" SEATED SHUTOFF VALVES AND TEST PLAN 10" ASSEMBLY 10"00%8"TEE FL. FROM P.E. COCKS. AND APPROVED 8" ASSEMBLY 8"x8"z6" TEE, FL. 6" 10"- 3'-8" LONG CROSS -CONNECTION CONTROL ASSEMBLY 6'x6"x6" TEE, FL. ASSEMBLIES PER DEPARTMENT OF 8"- X-C LONG HEALTH LATEST APPROVED LIST. 10", 8', OR 6" GATE VALVE, FL.x MJ, 6"- 4'-0" LONG WITH INDICATOR POST. INDICATOR DOUBLE CHECK VALVE ASSEMBLY POST VALVE SAME SIZE AS DOUBLE INCLUDES TWO RESIDENT SEATED CHECK VALVE (MUELLER CO. OR SHUTOFF VALVES. EOUAL), PAINTED RED. 10", 8', OR 6" FLANGED COUPLING ADAPTER EQUAL TO ROMAC. 10', 8", OR 6" DUCTILE IRON CLASS 52 NIPPLE PIPE, CEMENT LINED, LENGTH TO FIT. TOUCH READ PIT LID SENSOR MOUNTED NOTE: ON STHROUGH 2" DIA. EL PLATE DRILLED HOLE IN COVER. I. LOCATE VAULT IN PLANTING AREA, NOT IN PAVING. 38"TO 3 4 22' 2. 4" AND LARGER BENDS AND TEES TO BE CAST 6" PIPE FL x SCR W IRON CEMENT LINED, 18' FOR 10" ASSEMBLY 17 , 3. TEMPORARY SUPPORT SHALL BE PROVIDED UNDER " 1/2" FOR 8" ASSEMBLY 18 1/2" FOR 6ASSEMBLY 2'-6" 3' ' VALVES AT THE TIME OF INSTALLATION TO CENTER THE PIPE IN VAULT OPENING. AFTER COMPLETE 5/8"x 5/8'x 3/4" INVENSYS INSTALLATION REMOVE THE TEMPORARY SUPPORT METER WITH 7'-2" TR-PICE AND INSTALL ADJUSTABLE PIPE SUPPORT. REGISTER 4. INSTALL GALVANIZED LADDER FOR ACCESS. 6' MIN, DRAIN TO DAYLIGHT OR STORM DRAIN SYSTEM WITH 6" 90' BEND FL. 5. AFTER FIELD INSTALLATION, MAIN DDCVA AND CATCH BASIN OR MANHOLE V-11" BY-PASS DCVA MUST BE TESTED SATISFACTORILY BY A DEPT, OF HEALTH CERTIFIED BACKFLOW GALVANIZED ASSEMBLY TESTER. TEST REPORT TO BE SUBMITTED STEEL LADDER TO CITY OF RENTON WATER UTILITY ENGINEERING DEPT. PRIOR TO ACTIVATION OF NEW LINE. COMPACTED FOUNDATION 6. INSTALL BRASS YV FLARE TEST COCKS WITH Yi GRAVEL FLARE CAPS. ADJUSTABLE STEEL PIPE SUPPORT, STANCHIONS BOLTED TO FLOOR. END VIEW ° PUBLIC WORKS 6",8" & 10" DOUBLE DETECTOR CHECK STD. PLAN - 360.2 + + DEPARTMENT ASSEMBLY WITH STANDPIPE OUTSIDE INSTALLATION MARCH 2010 6",8",10" DOUBLE DETECTOR CHECK ASSEMBLY NTS (WITH STANDPIPE OUTSIDE INSTALLATION) REMOVE BURRS AND SIIARP EDGES SEE NUDE 1. 1 � •T 3 MIN �; M,N _ 4' MAX !� 3' MIN I I ` 3' MIN 4 1 SEE NPTF > I--DIA `\ / 6"M!N MIN ( OF LEVEL GROUND AROUND FIRE HYDRANT ELEVATION FLAN VALVE MARKER POST FIRE HYDRANT GUARD POST JJTEi: 1. GLIAIRD POSI SHALL RE 6" DIAMETER CL.52 D.I. PIPE, A MINIMUM OF 6' LONG, FILLED WITH CONCRLTE. PAINT WITH TWO COALS OF "SAFETY YFLLOW" RUSTOLEUM, KRYLON, SHERWIIN WILLIAMS, OR APPROVED FQUAL, 2. CONCIRETE FOOTING SHALL BF NOT LESS THAN 3 FEET DEEP AND NOT LESS THAN 15-INCH DIAML FER, 3. VALVE 'MARKER POST SHALT BE FROM FOG TITS METER SFAI_ COM-ANY, OR APPROVED EQUAL. PAINT WITH rWO COATS OF RUST-OLEUM, KRYLON, SHERWIN W:LLIAMS, OR APPROVED EQUAL HIGH GLOSS WHITE" PAINT. PAINT DISTANCE FROM T E VALVE MARKER TO THE VALVE ON THE POST WITH BLACK ENAMEL PAINT. 4. VA; VL- MARKER POST TO 9E USED FOR ALL MAINLINE VA-VES OUTSIDE PAVED ARLAS. L NO SCALE FIRE HYDRANT GUARD POST & VAI VE V AmVFR POST FIRE HYDRANT GUARD POST & VALVE MARKER POST NTS BASE MAP/TOPOGRAPHY PROVIDED BY OTHERS. ABOSSEIN ENGINEERING (AE) CANNOT BE HELD LIABLE FOR ACCURACY. CONTRACTOR SHALL FIELD VERIFY GRADES, UTILITIES AND ALL OTHER EX FEATURES & CONDITIONS. IF CONDITIONS ARE NOT AS SHOWN &/OR PLANS CANNOT BE CONSTRUCTED AS SHOWN, CONTACT AE PRIOR TO CONSTRUCTION. A A PLAN VIEW WATER VALVE BOX LID WITH EARS IN DIRECTION OF 2" SQUARE WATER MAIN AND WORD OPERATING NUT "WATER" CAST INTO IT 12" MIN. 18" MAY„ . - 4" CONCRETE COLLAR FOR 12' VALVES IN PAVED AREAS 4-1/4" DIA. 1/8' MIN. THICKNESS SEE DETAIL 2 PIECE CAST IRON VALVE BOX, RICH-SEATTLE TYPE 1" STEEL OR OLYMPIC FOUNDRY LENGTH AS REQUIRED 1 /8" MIN. THICKNESS 2-1/4" INSIDE MEASUREMENT 2-1/4" DEPTH VALVE OPERATING NUT SECTION A -A EXTENSION VALVE OPERATION NUT EXTENSION NOTE: EXTENSIONS ARE REQUIRED WHEN VALVE NUT IS MORE THAN THREE (3) FEET BELOW FINISHED GRADE. EXTENSIONS ARE TO BE A MINIMUM OF ONE (1) FOOT LONG. ONLY DNE EXTENSION TO BE USED PER VALVE. NO-E: ALL EXTENSIONS ARE TO BE MADE OF STEEL, SIZED AS NOTED, AND PAINTED WITH TWO COATS OF METAL PAINT. VALVE MARKER NOTES: VALVE MARKERS SHALL BE EQUAL TO CARSON17E UTILITY MARKER VALVE MARKER POST TO BE USED FOR ALL MAIN LINE VALVES OUTSIDE PAVED AREAS 33 ego T 3„ 38" MIN. WIDTH WHITE POST 11111 62" 'III III I _IAA II 24" VALVE MARKER POST • �' PUBLIC WORKS VALVE BOX, MARKER &OPERATING STD. PLAN - 330.1 DEPARTMENT NUT EXTENSION 4 ��N Cps MARCH 2O10 VALVE BLOX INSTALLATION NTS 12' M: 18, ME SEE A A PLAN VIEW WATER SECTION A -A VALVE BOX LID WITH EARS IN DIRECTION OF WATER MAIN AND WORD "WATER" CAST INTO IT CONCRETE COLLAR FOR i 2" SQUARE rkOPERATING NUT LVES IN PAVED AREAS I 4-1/4" DIA. 1/8' MIN. THICKNESS 'IECE CAST IRON VALVE X, RICH-SEATTLE TYPE 1" STEEL OLYMPIC FOUNDRY LENGTH AS REQUIRED 1/8" MIN. THICKNESS / 2-1/4" INSIDE MEASUREMENT 2-1/4" DEPTH VALVE OPERATING NUT EXTENSION VALVE OPERATION NUT EXTENSION NOTE: EXTENSIONS ARE REQUIRED WHEN VALVE NUT IS MORE THAN THREE (3) FEET BELOW FINISHED GRADE. EXTENSIONS ARE TO BE A MINIMUM OF ONE (1) FOOT LONG. ONLY ONE EXTENSION TO BE USED PER VALVE. NO-E: ALL EXTENSIONS ARE TO BE MADE OF STEEL, SIZED AS NOTED, AND PAINTED WITI TWO COATS OF METAL PAINT. VALVE MARKER NOTES: VALVE MARKERS SHALL BE EQUAL TO CARSON17E UTILITY MARKER VALVE MARKER POST TO BE USED FOR 4LL MAIN LINE VALVES OUTSIDE PAVED AREAS J� T 3" 38" MIN. WIDTH WHITE POST 62" -11 ITT J1�L'II II -III. 24" VALVE MARKER POST s PUBLIC WORKS VALVE BOX, MARKER & OPERATING STD. PLAN - 330.1 + '`•` .+ DEPARTMENT NUT EXTENSION MARCH 2O10 VALVE OPERATING EXTENSION NTS O co O 1 lw , Om 2 U U J a I- CONNECTION TO WATER MAIN R-408304 8 NTS IN COMPLIANCE WITH CITY OF RENTON STANDARDS w I- Z DEVELOPMENT ENGINEERING uJ CAI 1 81(2) BUSINESS DAYS Nathan Janders 03/19/2020 0- �J NTS BEFORE YOU DIG (UNDERGROUND UTILITY LOCATIONS ARE APPROXIMATE) PERMIT SUBMITTAL SURVEYEDa GEODETIC SURVEYING SCALE: SERVICE VERTICAL* NAVD 1988 AS INDICATED HORIZONTAL NAD 1983/1991 CITY 0 F DESIGNEDa SP ON DRAWING ' DRAW. SP RENTON ONE INCH DATUM CHECKEDa SP AT FULL SCALE Planning/Building/Public Works Dept. IF NOT ONE INCH NO. REVISION BY DATE APPR APPROVED: SCALE ACCORDINGLY TEMPORARY 2" GALVANIZED PIPE AND 2" GATE VALVE -INISHED GRADE ELEVATION ----'------ --'------------- 1----------'---- ----------- ___- INSTALL 2" PLUG ON TOP BLIND FLANGE AFTER REMOVAL OF POLYPIG 3 FT MIN. COVER (10-INCH DIAMETER AND UNDER) 4 FT MIN, COVER (12-INC-1 DIAMETER AND OVER) •a NEW WATER MAIN POLYPIG ^ VERTICAL CROSS FOR POLYPIGGING STATION: SIZE OF VERTICAL CROSS SHALL BE THE SANE AS SIZE OF MAIN LINE VERTICAL CROSS (MJ X FL) ONE BLIND FLANGE ON TOP OF CROSS WITH 2" TAP & 2" TEMPORARY BLOW -OFF ASSEMBLY (REMOTE BLOW -OFF ASSEMBLY AND INSTALL 2" PLUG AFTER REMOVAL OF CLEANING "POLY -PIG' ONE BLIND FLANGE ON BOTTOM OF CROSS ONE PLUG (MJ) ON END OF CROSS CONCR"TE BLOCKING ALL DEBRIS AND POLYPIGS SWILL BE REMOVED FROM SUMP OF VERTICAL CROSS BEFORE DISINFECTION OF NEW WATER MAN jqdt PUBLIC WORKS POLY PIG STATION FOR CLEANING OF STD. PLAN - 300.6 DEPARTMENT WATER MAINS MARCH 2O10 PIG STATION FOR CLEANING OF W MAIN 3 0 i TESTING DETAI_ F u *Q A'T 0 NEW DJ. WATER LINE TAPPING TEE (MJxFL) VERTICAL CROSS(MJxFL) FOR POLYPIGGNG fgPPINO GATE VALVE (FL XMJ) 1-BLIND FLANGE ON TOP WITH 2' TAP AND 2" PLUG 1-BLIND FLANGE ON BOTTOM TEMPORARY PLUG (NJ) THIN 2-INCH TAP AND 2-INCH BLOW -OFF ASSEMBLY 1-PLU MJ WITH 2-TAP & 2" BLOW-CFF CONCRETE BLOCKING TEMPORARY BLOCK M, Z w 3 0 FINAL CONNECTION DETAIL i N W 0.1. WATER LINE pp- -��EW R ALL CLEANING BY POLYP10. PRESSURE TESTING AND DISINFECTION, REMOVE TEMPORAY BLOCK & BLOW -OFF AND CONNECT TO VALVE WITH D.I. SLEEVE (MJ) & 0.1. SPOOLS FINAL CONNECTION BY CITY FORCES NOTES: 1. TAPPING TEES SHALL IC MADE OF CAST IRON, DUCTILE IRON OR EPDXY -COATED STEEL- BOLTS AND NUTS SHAL BE COR-TEN. ALL TEES AND VALVES SHALL 1E WATER TESTED BEFORE TAP 2. NO SIZE ON SZE TAP5 CIN CAST-IRON WATER LINES. TAP SHALL BE AT LEAST 2" SMALLER CAMETER THAN THE EXISTING MAIN. 3. NO WET TAP ON ASBE5TO5 CEMENT LINE OR STEEL LINE 4. WET -TAPPING OF EXISTING CITY OF RENTON WATER MAINS WALL BE DONE BY SPEER TAP OR SUPERIOR TAPPING INC. 5. CONTRACTOR SHALL PJTHOLE AND VERIFY THE HORIZONTAL AND VERTICAL qU GNMENT OF E%15TNG LINE OR STUB AND SHALL START LAYING THE NI LINE AT THE SAME FORIZONTAL AND VERTICAL ALIGNMENT OF THE EXISTINI. 5TUB. 6. CITY FORCES WILL PERFORM THE FINAL CONNECTION FROM THE WATER LINE TO THE TAPPING VALVE WITH 0-I, SLEEVE AND D.I. $POOL. • PUBLIC WORKS STD. PLAN - 300.1 CONNECTION TO WATER MAIN WITH + =•` DEPARTMENT TAPPING TEE & VALVE FN MARCH 2O10 FIRST UKRAINIAN PENTECOSTAL CHURCH 3811 NE 21 ST ST RENTON, WA 98056 WATER PLAN DETAILS Z a Z Q DATE: 020 25-20 Fl PAGE DRAWING NO: C8.3 Ir SHEEP: OF: 24 65 � M 00 O 1 1 I) W I - FACE OF CURB 6' CEMENT CONCRETE _ _ 12'R. /"R. SIDEWALK RAMP - 6 12'- - 512' 1' - - VARIES OR LANDING � FROM I 6"TOO 12' R. 1' R. 124 6' IL l I • t0 12' R. TOP OF f ROADWAY 318" PREMOLDED I JOINT FILLER - - CEMENT CONCRETE L PEDESTRIAN CURB r AT SIDEWALK RAMPS AND LANDINGS f V-6- FACE OF ADJACENT CURB CEMENT CONCRETE 612 TRAFFIC CURB AND GUTTER _ _- SEE DEPRESSED CURB DETAIL THIS SHEET FACE OF ADJACENT CURB 1.24 TOP OF 6 12" 12" R. ROADWAY - -- FLUSH WITH GUTTER f 11 PAN AT SIDEWALK 2- RAMP ENTRANCE L 1:12 1:24 12'R. l TOP OF ROADWAY f L DEPRESSED CURB SECTION tO AT RESIDENTIAL DRIVEWAYS ONLY. FOR COMMERCIAL DRIVEWAYS SEE STD PLAN 104.2 DEPRESSED CURB SECTION FACE OF CURD AT SIDEWALK RAMPS - _fi12'- 1' 17, _512' 12' R. L FACE OF ADJACENT CURB L TOP OF -1I -. - m ROADWAY • VIA GUTTER SURFACE 1 PREMOLDED JOINT FILLER I E FULL -DEPTH 1' R. 81r4• EXPANSION JOINT _ _ 1' R. CEMENT CONCRETE j TRAFFIC CURB DEPRESSED CURB DETAIL AT RESIDENTIAL OR COMMERCIAL DRIVEWAYS, AND ALLEYS GENERAL NOTES: 1. See standard plans 102 and 101.1 for curb expansion and cont'action joint spacing. 2. Exparsion joint shall be full depth, 3,W (in.) premolded joint filler. 3. For Depressed Monolithic Driveway Curb A Gutter Section. sec Standard Plan 104.2 • PUBLIC WORKS DEPARTMENT CEMENT CONCRETE CURBS STD. PLAN - 101 it • r � �71L1 l CEMENT CONCRETE CURBS NTS t 'd no "am IlgrpUtMO ' C1g1A i'eURIiR " j LIEF DETAiTMAe/lam TYPE CAB - ISOMEM VIEW (OOgIM1EROPJ- WITH CEMBI P TF cm a fall NOTE 3) NOTES 1. When a driveway width exceeds 15 feet Construct a full depth expansion joint with 3W )olnt Met along the driveway lane lines .FAMOFdw (see std. P(en 102). Construct expansion joints peri with the centedne an required at 15' maldmum spacing when driveway © wens oweoem ooxlloctwr .= l III • '" am" Sal m am lllAll>m \ widths excited 30'. a/a. IT IS, \ i _ tf a TOPOF ' r'moomy 2. See wild. plan 102 for sidewalk details. - - - 16 3. Curb and gutter shown, other curb designs may be spedIIII ; See sM. plan 101 for curb deRalis. 4. Not used. I • 5. The engineer will design all driveways to Include elevla cros at all NOM O oOa MAYLNOMMDWALOMO poinb rr18f ad with symbol'X•. All elevations are at the back of DEP M"M WNOLRHIC CURB A GUTTER DEIAL curb lop on uphill side. 6. Not used. 7. For Driveway Widths we DRNEWAY STANDARDS (See NOTE 10). The expansion joints (see Std. plan 102) shall be epwoed Its shown In the axfesptxldlrlg Isometric New. e. Slopes shall cor ply with seatior s P-V3.2.1 or R30322 or FACE OF AGMGFJR eras R3032.3 of the Revised DIsR Guideliaa for AcoesdbleNblic 1-� `1• Rigbisof-Pay, of November 23, 7005 (PROWAO). 9. Cur returns any Type GMAX Driveway may be approved on / 1 caw1by-cese basis. `F -1•Rs. 10. STREET STANDARDS Penton Municipal [ode (RMC) Title IV Development Regulations - CHAPTER 6 STREET AND UTILITY STANDARDS Section 4-6-060 STREET STANDARDS DEPRESSED CURB DETAIL AT RESIDENTIAL OR COKUM%MAL DRIVEWAYS, AND ALLEYS ORNEWAY STANDARDS • Renton Municipal Code (RMn Tide N Development Regulations Driveway Example: TYPE C1 B CHAPTER 4 R=gaoMerlw. C-Ca msucial CITY-WIDE PROPERTY DEVELOPMENT STANDARDS Nlarlb-tLarlse. --- - --- Section 44-ON PARKING, LOADING AND DRIVEWAY (MI Lana CWWMdMQ REGULATIONS B-aurtar(PYEnsgterlp) �n�OB'R' SuRt. PUBLIC WORKS DEPARTMENT CEMENT CONCRETE DRIVEWAY ENTRANCES - NOTES AND DETAILS SM. PLAN - 104.E _._,,,__-__ a,/v/, CEMENT CONCRETE DRIVEWAY ENTRANCE NOTES NTS Abossein Engineering, L.L.C. MECHAMCAL - ELECTRICAL CIVIL - LEED FIRE PROTECTION 18465 NE 68TH ST REDMOIND, WA. 98052 PH: (425) 462-9441 FAX: (425) 462-9451 Mail: eservice®abossein.com www.abossein.com RAISED EDGE DETAIL '.m B SIDEWALK LEVEL -�{ '� EXTEND S DEWALK TRANSVERSE 1'•0- 1'-0' Y 0N)PREMOLDEDJOINTFIUER EWEN)R I JOINTS TOINCLUDE RAISEDEDGE �TWICILL WHERE APPLICABLE ROLE DING �0_% 1 1FY(IN)R (I FORCURBDETAILS SEE STD PLAN 101 E"�,R ;r:. �N :l �EXlsnflc a0A0WAv �LFf% '•�'e' �}e1.•r• //GRUSHEOROCK ?Mxa� SEE RAISED EDGE ' 1'-0' SIDEWALK DETAIL-THISSHE LTYPICAL UNDER • CRUSHEDSURFACING TOP COURSE (CSTC SIDEWALK OMPACT TO 95S MOOIFIED PROCTOR ` ' MIN. ENGINEER) WANED EY CCC�//// NTT; -I RAISED EDGE OUTTE 8 SID IGLL UNDER ALL CJ Re 12" PNI R. (T"P.) CURER a SIDEWALIL CSTC UNDER FOR CURB DETAILS CURB a GURER TO BE 6 THICKNESS OR 2.0% + 1.5% MATCH FJOSTINO ROADWAY CRUSHED ROCK 1N SEE STD PLAN 105 EASE. WHICHEVER IS GREATER (". FOR aH J�L All CURB a GUTTER). v .Qi�r_ , FINISHED CRADEESURFACE �V TOP OF CONCRETE SURFACE 2- IN SNDEWALIK ADJACENT TO CURB MIN RW DING I/ (IN)It [TYPT 1 FOR CURB DETAILS �20% ..e% _ � SEE 6TD PlJUl fO+ BRIDGE OR PECESTRAN ��a •" w^� RAILING •(Y" �Y. FOR CURB DETAILS ADJACENT TO CURB BARRIER - SEE I SIDEWALK SEEM. tilt. ,STEEP FILL SLOPES) CONTRACT PLANS _NAIL OR BARRIER I I IQ- (IN)R.(TYP.I / / I SIDEWALK FLUSH ..�.. .•.�.. ..) IW W)R VERTICALWALl- ' SEE JEAN) ; r D2 JOINT (IN P FILLER E0 J F JOINT FILLER , ADJACENT TO CURB AND RAILING OR WALL E'1114) PREMOLDED FOR SIDE JOINT FILLER TREATMENTSIDEWALK ISUFFERSTRIP SIDEWALK ADJACENT TO WALL DETAIL (SEE NOTE 10) SIDEWALK 12' I R. SECTIONS 1 (NPTM 1.3% FOR CURB DETAILS 1.5%W M._ SEE STD PLAN 101 iBROOMED FINISH '�n .k' •fin, .- ORMATCHDOSTING TROWELED PER'METER FINISHED GRADE 1• (IN) BELOW TOP OF CONCRETE SURFACE FOR PLANTING -FLUSH IF PAVED (T g' 1E,• 5•. m�- ti CEMENTCONCRETECURB (CUADJACENT TO BUFFER STRIP FOR CURB (EIRtR SHOWN) •d FOR CURB SEE STD PLANN101 lot A NOTES 1. Fou'feet of the sidewalk Width shellbe the minimum pedestrian j IND � ALAIC NTercesslble route,PAR; free of ventralend horlmntal obsWctions. Grallr I.. Acrnsa Covers, Junction Boxes, FULL -DEPTH EXPANSION JOIN - IN BOTH Ca Be Vaults, Pull Boxes and oche' CURB AND SIDEWALK (SEE S1D rtAN t01.N appunenanees within the sidewalk ve' C CONTRACTION JOINT must be flush with surface, and match - gradeofthesidewalk. JOINT AND FINISH % DETAIL 2. Monolithic Cement Concrete Curb and �• •. Sidewalk Is not permitted In new For other referenced NOTES see • r ' ' . ! I : k °; Construct on. When replacement work STD PLAN 1 D4.2. - necessitates a Monolithic Cement PREMOIDE Concrete Curb build per WSDOT JOINT FILLER Plan F-30.10-03. Paved surfaces must comply With E FULL -DEPTH 3. Co-ele to be 4,000 PSI. STD PLAN 102.1 as applicable. EXPANSION JOINT �Rp PUBLIC WORKS CEMENT CONCRETE STD. PLAN - 102 DEPARTMENT SIDEWALK CEMENT CONCRETE SIDEWALK NTS DocuSign Envelope ID: 6EECF5B6-602A-4E4A-B436-A317AA638878 SAND LAYER (IF REQUIRED). SEE NOTE 5 PAVEMENT BASE, SEE NOTE 6 a� 12' MIN. ABOVE SEASONAL HIGH GROUNDWATER OR HYDRAULICALLY SUBGRADE, SEE NOTE 4 J RESTRICTIVE LAYER PERVIOUS CONCRETE/POROUS ASPHALT MINIMUM MATERIAL THICKNESS (IN): RESIDENTIAL STREETS AND PEDESTRIAN ALLEYS PER✓IOUS POROUS PERVIOUS POROUS _AYER MATERIAL TYPE' CONCRETE ASPHALT CONCRETE ASPHALT (IN) (IN) (IN) (IN) OPERMEABLE PAVEMENT, SEE NOTE 1 8 6 5 4 © CHOKER COURSE, SEE NOTE 2 0 2 0 2 © AGGREGATE BASE, SEE NOTE 3 8 6 6 4 NOTES: 1. PERMEABLE PAVEMENT THICKNESSES LISTED FOR POROUS ASPHALT INCLUDE WEARING COURSE AND ASPHALT TREATED PERMEABLE BASE (ATPB) WHEN UTILIZED. PERMEABLE ASPHALT TREATED BASE (PATE) SHALL CONFORM TO THE RECUIREMENTS OF APWA GSP 4 SA2. CHOKER COURSE REQUIRED WHEN ATPB IS USED. 2. CRUSHED SURFACING CHCKER COURSE ICSCC) SHALL CONFORM TO THE REQUIREMENTS OF APWA GSP 4-04.2(9.03.9(2)EOPT2. 3. AGGREGATE BASE SHALL CONFORM TO THE REQUIREMENTS OF APWA GSP 4-04.2(9-03.9(2)).OPT1. RUNOFF STORAGE REQUIREMENTS MAY REQUIRE A THICKER AGGREGATE BASE. HYDRAULIC MODELING RESULTS SHOWING THE REQUIRES AGGREGATE BASE THICKNESS FOR STORMWATER CONTROL MUST BE SUBMITTED. 4. PREPARE AND PROTECT SUBGRADE PER APWA GSP 2-05.3(3) SUBGRADE FOR PERMEABLE PAVEMENTS. COMPACT TO A DEPTH OF 6" TO 90%-92% OF MAXIMUM DENSITY PER WSDOT 2-03.3114)D. OVERCCMPACTED SUBGRADE SHALL BE SCARIFIEDTO 8- MIN. AND RECOMPACTED. 5. PERMEABLE PAVEMENT SHALL BE DESIGNED WHERE TFE SOIL BENEATH THE BMP MEETS A MINIMUM ORGANIC MATTER CONTENT OF 1.0%AND A MINIMUM CATION EXCHANGE CAPACITY OF 5 MILLIEQUIVALENTS PER 100 GRAMS. A 6 INCH SAND LAYER MUST BE INCLUDED IN THE DESIGN BENEATH THE PERMEABLE PAVEMENT IF THE SOIL DOES NOT MEET THESE PROPERTIES. 6. PAVEMENT BASE SHALL BE INSTALLED PER APWA GSP 4-04.3(5) SHAPING AND COMPACTION. GENERAL NOTES: 1. REFER TO WSDOT LOCAL AGENCY GENERAL SPECIAL PROVISIONS (GSP.) DIVISIONS 2-9 APWA GSPE, AND WSDOT STANDARD SPECIFICATIONS 2. POROUS HMA SHALL CONFORM TO REQUIREMENTS OF APWA GSP 5-04. 3. MINIMUM UTILITY SETBACKS AND PROTECTION MEASURES MUST CONFORM TO CURRENT CITY STANDARDS, STD. PLANS 265.00, 265.10, AND 265.20, AND OTHER UTILITY PROVIDER REQUIREMENTS. COORDINATE WITH CITY ENGINEER IN THE EVENT OF UTILITY CROSSINCS OR CONFLICTS. 4. PERMEABLE PAVEMENT SHALL BE DESIGNED OR REVIEWED BY A LICENSED ENGINEERING GEOLOGIST OR GEOTECHNICAL ENGINEER. FOR ALL APPLICATIONS, PAVEMENTDESIGNS MUST BE PREPARED BY AN ENGINEER LICENSED IN WASHING -ON STATE. 5. ACCEPTANCE TESTING FOR SIDEWALKS, PATHS AND VEHICULAR PAVEMENT LESS THAN 2,000 SF SHALL BE AS FOLLOWS: PAVEMENT SHALL BE PERMEABLE ENOUGH TO ABSORB WATER AT A MINIMUN RATE OF 20 INCHES PER HOUR IMMEDIATELY AFTER SURFACE HAS BEEN WETTED CONTINUOUSLY FOR AT LEAST 10 MINUTES. APPROVAL'NITH 5 GALLON BUCKET TEST, WATER TRUCK, OR ASTM C1701 USING A 12-INCH RING SEALED AT THE PAVEMENT SURFACE. 6. ACCEPTANCE TESTING FOR ROADWAYS AND PARKING AREAS OF 2,000 SF OR GREATER SHALL HAVE A MINIMUM INFILTRATION PATE OF 100 INIHR PER ASTM C1701 ANC APWA GSP 5-04.3 AND 5-06.3(6). 7. ROADWAYS, DRIVEWAYS, AND PARKING LOTS SUBJECT TO VEHICLE LOADING SHALL MEET STRUCTURAL REQUIREMENTS OF CITY OF RENTON TRANSPORTATION DEPARTMENT STANDARDS FOR EQUIVALENT NON -PERMEABLE PAVEMENT TYPES. 8. FOR PERMEABLE PAVEMENT INSTALLATIONS ON SLOPES GREATER THAN 5%, CHECK DAMS AREA REQUIRED PERSTD. PLAN 261.20. 9, SEE CONSTRUCTION PLANS FOR SPECIFIC PROJECT REDUIREMENTS. UNLESS OTHERWISE NOTED, DRAWING IS NOT TO SCALE (NTS) PERMEABLE PAVEMENT MATERIAL STD. PLAN-261.10 PUBLIC WORKS APPROVED : VI DEPARTMENT SECTIONS - PERVIOUS CONCRETE AND GAZ 9/28/2018 I POROUS ASPHALT „ wA m rse,Io, DATE PERMEABLE PAVEMENT MATERIAL SECTIONS NTS POURAZARI #39659 BASE MAP/TOPOGRAPHY PROVIDED BY PQU 0 ❑ASBj OTHERS. ABOSSEIN ENGINEERING (AE) CANNOT BE HELD LIABLE FOR ACCURACY. CONTRACTOR SHALL FIELD VERIFY GRADES, UTILITIES AND ALL 0-4 *OTHER EX FEATURES IS, CONDITIONS. IF 14 CONDITIONS ARE NOT AS SHOWN WOR .oI ��1 � PLANS CANNOT BE CONSTRUCTED AS `SSr�NAL `a SHOWN, CONTACT AE PRIOR TO CONSTRUCTION. (PERVIOUS CONCRETE AND POROUS ASPHALT) PERMIT SUBMITTAL ►Me= HI • ► : 4 S At BY I DATE 1 1 F�VARIES� 1• MIN MIN I I MIN I MIN SPECIAL NOTE: ;I III II IN THE EVENT TRANSVERSE PATCHES EXIST WITHIN THE AFFECTED STREET, THE LENGTH 1 OF THE PATCH SHALL BE EXTENDED TO I I I INCLUDE ANY EXISTING PATCH WITHIN 10 1 FEET OF THE EDGE OF THE PATCH REQUIRED MII j FOR E NEW CROSSING AND ANY SUBSEQUENT PATCH EDGE WITHIN 10 FEET OF THE EDGE OF THE SECOND PATCH AND I j SO ON UP TO A TOTAL OF 300 FEET. FACE OF CUTTER OR EDGE OF PAVEMENT TRAFFIC FLOW I I I I I 2" HMA I I t I 1 CENTER LINE OR LANE LINE 2" TO 8' HMA 1 6.5' MIN. 2" DEPTH OF PLANING OR SAWCUT AND REMOVE VARIES: 6.5' MIN. -- 1' )' I•� )' 1• r DEPTH OF EXISTING PAVEMENT VARIES MIN I MIN I I MIN I MIN 111 2" SAWCUT AND REMOVE OR PLANE, SEAL NTH AR-4000W (EACH SIDE) 2" HMA SAWCUT AFTER BACKFILL (EACH SIDE) WDTH OF TRENCH AS REQUIRED BY SIZE F PROPOSED IMPROVEMENT (SEE E FOR STANDARD SPECIFICATION 2-09.4) PLUS AN ALLOWANCE FOR ANY SHORING. SHORING, IF NEEDED, SHALL MEET THE REQUIREMENTS OF WSDOT STANDARD SPECIFICATION 7-08. 3(1)8 TRENCH WIDTH 2" - 6" MIN. HMA (SEE NOTE 2) 6" CRUSHED SURFACING TOP COURSE (CSTC) (9-03.9(3)) PER WSDOT STANDARD SPECIFICATIONS, COMPACTED TO 95% MODIFIED PROCTOR. CSTC, BANK RUN GRAVEL FOR TRENCH BACKFILL (9-03.19). GRAVEL BORROW (9-03.14(1 )) PER WSDOT STANDARD SPECIFICATIONS OR NATIVE MATERIAL IF APPROVED IN WRITING BY ENGINEER BASED ON GEOTECH REPORT, COMPACTED TO 95% MODIFIED PROCTOR. PIPE ZONE BEDDING. MATERIAL- SEE STANDARD PLAN 110.1. FOR NOTES, SEE STANDARD PLAN 110.1 TYPICAL TRANSVERSE PATCH FOR' PLAN - 110 PUBLIC WORKS • PR EI? DEPARTMENT FLEXIBLE PAVEMENT OR RIGID PAVEMENT WITH OVERLAY 4=14�d TYPICAL TRANSVERSE PATCH NTS (FOR FLEXIBLE PAVEMENT OR RIGID PAVEMENT WITH OVERLAY) DocuSign Envelope ID: 6EECF5B6-602A-4E4A-B436-A317AA638878 MIN. 4,000 PSI COMPRESSIVE STRENGTH CONCRETE BAND (TYP.) DEPRESS LANDSCAPING 1' PERMEABLE TO EDGE TREATMENT PAEMENT SECTION,NEXT V SEE STD. PLAN 261.10 \� LANDSCAPE /''1 6" EXTEND TO BOTTOM OF I PAVEMENTBASE CONCRETE BAND AT LANDSCAPE PERMEABLE FLUSH EDGES KEY OR EXPANSION JOINT PAVEMENT SECTION, PER DPW APPROVAL (TYP.) SEE STD. PLAN 261.10 IMPERMEABLE PAVEMENT 2" MIN. EMBEDMENT KEv FROM ADJACENT IMPERMEABLE PAVEMENT BASE CONCRETE BAND EXTEND TO BOTTOM OF PAVEMENT BASE CONCRETE BAND BETWEEN PAVEMENT NOTES: 1. ALL PERMEABLE PAVEMENT APPLICATIONS SHALL CONFORM TO THE CITY OF RENTON SURFACE WATER DESIGN MANUAL SECTION C.2.7 AND WSDOT LOCAL AGENCYGENERAL SPECIAL PROVISIONS. 2. SEE CONSTRUCTION PLANS FOR SPECIFIC PROJECT REQUIREMENTS. UNLESS OTHERWISE NOTED, DRAWING IS NOT TO SCALE (NTS) STD. PLAN - 261.00 PUBLIC WORKS PERMEABLE PAVEMENT - APPR ED 1, DEPARTMENT [1,R) GAZ 9/28/2018 :45 A EDGE TREATMENTS DATE PERMEABLE PAVEMENT EDGE TREATM NTS SURVEYED: GEODETIC SURVEYING SERVICE DESIGNED: S P DRAWN: S P CHECKED: S P APPROVED: SCALE: AS INDICATED ON DRAWING ONE INCH AT FULL SCALE IF NOT ONE INCH SCALE ACCORDINGLY VERTICAL: NAVD 1988 HORIZONTAL- NAD 1983/1991 DATUM alp'IFMIMCLYOE95OEMNawAPsi _t - (seewmt I O LF CP PAVED r eRrWwY IeOJREo err ExPffatDA P�iA ra �4 I cal x F 11 1 '� L i Q ^ r sEF MfE E @pal wrnElE sFE rp/F I - l CEEE.r1 c-RETE J w.P VAM,a.W B CUMIGu- ELOEE ITYP.I SEE NOTE 31 sreDNTIlaciNN lOerf /TYP.I (aEEETO. PLAN- Ion PLAN VIEW V 1116 - ird�m ^ ss%uAt, sEENOREITYPI I 14� P IN 4'MN L uSNE CONC1IER a LN aVlaisSut aWrIM fOEYYtx WExPAaE10N"PFt I1W1 NEE NOR iI SECTION O us SEC, PtA. Rz IRRmPi "� Nn 0.1EIENCE M ELOPE LUX - - _--DR1=W.�1NE SLOPE ISLOPESI-EZACIAR OI I sx T - +mow DpFawArwllMiR,e ' 0 % 1` - O s pM tml Comm 1111"" CRF"BALK TYPE RIB -ISOMETRIC VIEW (RESIDENTIAL. WITH BUFFER) CEASW CONCRETE CrsY a OUIIFR Ise! ND1E A For NOTES STD. PLAN 104.2 STD. PLAN - 104.3 PUBLIC WORKS CEMENT CONCRETE DRIVEWAY F'twaPR �'ED DEPARTMENT ENTRANCE - TYPE RIB a. i •egg 2immcrman. Pu51,c WD'k, Ad m�nlslrator CEMENT CONCRETE DRIVEWAY ENTRANCE NTS NOTE: PER RSWDM FIGURE C.2.7.1.A OF PERVIOUS/POROUS CONCRETE, MINIMUM AGGREGATE (FREE DRAINING BASE) SHALL BE 16" OVER 6" THICK SAND LAYER. THE THICKNESS OF POROUS CONCRETE SHALL BE 8". CONTRACTOR SHALL PROVIDE A GEOTEXTILE SOIL SEPARATION FABRIC BETWEEN THE SAND LAYER AND THE AGGREGATES AS SHOWN IN THE REFERENCED FIGURE. `FALL 811 (2) BUSINESS DAYS BEFORE YOU DIG (UNDERGROUND UTILITY LOCATIONS ARE APPROXIMATE) CITY OF JW RENTON Planning/Building/Public Works Dept. R-408319 IN COMPLIANCE WITH CITY OF RENTON STANDARDS DEVELOPMENT ENGINEERING Nathan Janders 03/19/2020 FIRST UKRAINIAN PENTECOSTAL CHURCH 3811 NE 21 ST ST RENTON, WA 98056 CITY OF RENTON ROADWAY STANDARD DETAILS 0 M M O C) V J IL L J 0 0 / �/1' w J ii i W 02-25-20 � FIELDBOOK: PAGE DRAWING NO: C8.4 SHEET: OF. 25 65 co co 0 0 w MECHAMCAL - ELECTRICAL Ab o s s e in CIVIL - LEED FIRE PROTECTION Engineering, 18465 NE 68TH ST UDMOIND, WA. 98052 PH: (425) 462-9441 L•L'�' FAX: (425) 462-9451 B-Vail: cservice®abossein.com Jill www.abossein.com 6' WIDE COMPOST AMENDED BIOFILTRATION SWALE TWO MAN STREAMBED 1 FACILITY (CABS) WITH 1 'LANDSCAPED SHOULDER 6 BOULDERS, TYP-THREE ON BOTH SIDES.TOTAL ISLAND WIDTH FOR EVERY CURB INLET BIOSWALE #1 - #4 IS 8'. THE BIOSWALE TOP WIDTH FOR SWALES #1 TO #3 is 6' & FOR BIOSWALE #4 IS 8. BIORETENTION PLANTING IS PER CITY OF RENTON TWO MAN STREAMBED BOULDER, STD. PLAN-262.50 EXCEPT AS MODIFIED BELOW TO 7 TYP- TWO EVERY CHECK DAM MATCH THE FIELD CONDITION. 2 RAISED MEDIAN ISLAND BIORETENTION SECTION MATERIALS PER 8 CITY OF RENTON STD. PLAN- 262.10 2' WIDE METAL CURB -INLET FRAME 3 SPACED AT 18 CENTER TO CENTER 20 X 24 GRATE INLET WITH BEEHIVE (D 9 GRATE, PRIMARY TO DETENTION CSP BIO-SWALE WEIR/CHECK DAM, 2' SYSTEM AND SECONDARY FOR 4 EMERGENCY PURPOSE WIDE, 6 DEEP W/2:1 SIDE -SLOPES 6" STREAMBED COBBLES, MIN 6" DEPTH �' CD 6 DIA PERFORATED PVC SEE STREAMBED COBBLE AND BOULDER 5 UNDER -DRAIN DETAIL POURAZARI #39659 BASE MAP/TOPOGRAPHY PROVIDED BY PQU ❑dSBj OTHERS. ABOSSEIN ENGINEERING (AE) CANNOT BE HELD LIABLE FOR OF ACCURACY. CONTRACTOR SHALL FIELD VERIFY GRADES, UTILITIES AND ALL *OTHER EX FEATURES & CONDITIONS. IF CONDITIONS ARE NOT AS SHOWN &/OR o� �p�,�l� PLANS CANNOT BE CONSTRUCTED AS �SST `� rON SHOWN, CONTACT AE PRIOR TO CONSTRUCTION. 0 61 PERMIT SUBMITTAL NPICAL BIORETENTION/CABS DETAILS 1 " = 10) F.00M Me, BY I DATE SURVEYED: GEODETIC SURVEYING SERVICE DESIGNED: S P DRAWN: S P CHECKED: S P APPROVED: AS INDICATED ON DRAWING ONE INCH AT FULL SCALE IF NOT ONE INCH SCALE ACCORDINGLY NOTE: CURB INLET FRAMES ARE CENTERED AT CL OF EACH STALL WITH A SPACING OF 18' MEASURED FROM CL TO CL OF EACH INLET FRAME. THE OUTSIDE EDGE OF THE CURB INLET OPENING SHALL BE 1' FROM THE TOE OF CHECK DAM SLOPE AS SHOWN (TYPICAL FOR EACH BIO-FILTRATION SWALE). ) OUTLET PVC PIPE TO CSP DETENTION (STEM, SEE CIVIL DRAINAGE CONTROL LrlI V SHEET FOR CONNECTION (TYPICAL FOR EACH BIO-SWALE) VERTICAL NAVD 1988 HORIZONTAL- NAD 1983/1991 DATUM CALL 811 (2) BUSINESS DAYS BEFORE YOU DIG (UNDERGROUND UTILITY LOCATIONS ARE APPROXIMATE) R-408320 IN COMPLIANCE WITH CITY OF RENTON STANDARDS IN EVELOPMENT ENGINEERING athan Janders 03/19/2020 ® CITY OF FIRST UKRAINIAN PENTECOSTAL CHURCH JW RENTON 3811 NE21STST RENTON, WA 98056 Planning/Building/Public Works Dept. TYPICAL BIORETENTION/CABS DETAIL SHEET DATE: 02-25-20 FIELDBOOK: PAGE C8.5 26 65 0 M 0 0 A, 0 c0 T 0 0 0 T n co 00 0 It 1 O I W AS A CONDITION OF APPROVAL: ALL SIDEWLAKS. LANDINGS AND RAMPS SHALL CONFORM TO ADA STANDARDS. SIDEWALKS AND RAMPS SHALL HAVE A MAXIMUM 2`ih CROSS SLOPE AND A MAXIMUM 8.3`% RUNNING SLOPE. ALL LANDINGS SHALL HAVE A MAXIMUM 2'/o CROSS SLOPE IN ALL DIRECTIONS. o ....OP . . . � OP ................ ....... . .•. . . . . . .................... . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . OP �� op \ . . . . . . . . . . . . . . . . . . . . W- 1 O —�_ -- S �O — d 0 00 3 iN o--s-- _ p -1-1_ ' — + 2 ��''--432 C� EX. EP2 0 0 43 0+ + _ 0. p° CN S+ 431.57 " y N 0000aoo v . a. .A . jEX.GR 431.67 432.76 (n ' "•e . FB• 433. 9 8 II-- I q7. .......... ......... Ld O 01 5.., . . . . . .OP() .................. AS A CONDITION OF " " ' APPROVAL: SIDEWALKS IN RIGHT-OF-WAY SHALL BE 5-FOOT WIDE. Y Y • • • • Ln '�111.0 • � • �� `-�Jiflltir v - - � _oii 1 1� 8 8 0 IL — S_ - -+64 �i I \ i N f-'spo I � NE 21 �J 1 " = 10' �0+2 00 n rr� L 00 I R — I EET SPOT ELEVATIONS PLC 0 10 20 30 40 50 Terra Vista N I X/ Consulting Engineers -T204 SMO!(EY PO/NT OR, 1207 ARL/NGTON, WA 9822J . T60-691-9272 KW 17-RRAWS714NWOOM L6C0 440 430 420 410 PAVING KEY NOTES 0 COMMERCIAL HMA co co 0000000 0000000 0000000 4' X 5.2' CONCRETE ADA LANDING p 0000000 ❑000000 ❑000000 ❑000000 1 ♦') 0000000 T 5' CONC SIDEWALK PER STD PLAN 102 & 102.1 V OP OP O `Y W W •Y W W y 8' WIDE PLANTER STRIP PLANNED QUANTITIES NOTE: SIDEWALK SHALL BE 5' WIDE FROM ANGLE POINT 0 70 SY OF 4" THICK 5' WIDE CONC. SIDEWALK PER COR STD ��CONNECTING TO THE EXISTING PLAN 102 & 102.1 IDEWALK AS SHOWN — — - 24 TONS OF 4" THICK COMMERCIAL HMA - A S 75 LF OF CURB AND GUTTER 432.82 ® 32 TONS OF HMA 48TONS OF CSBC • TV L. S 74 ,- Ju 16 TONS OF $" CSTC ° 2, : 433.30 O 8' WIDE PLANTER STRIP /o 8'1 0 r7� r7l 171 r-71 r-7-1 0+ -75. 00 n r IJ y 433.42 • FOR ��SPOT ELEVATIONS CALLED OUT ALONG SWACUT EP LIP a a 6 TYPICAL .- /I � ,�-,�`�I ALL SPOT © OF CURB, BACK OF CURB, CL OF DW AT SW AND 433.44 ELEVATIONS HANDICAPPED RAMPS. AND ALONG THE PROPERTY LINE. 433;& • , ��✓ O7 CONSTRUCT PARALLEL RAMPS WITH TRUNCATED DOMES AT •'•'• ' .30 % CD CROSSINGS WITH DRIVEWAY ENTRANCES PER CITY OF / •' ' ' ' ' ' ' ' RENTON STDS. AS SHOWN .. RE f P L r g CONSTRUCT 6' LONG BY 5.2' HOT MIX 1 / O ASPHALT RAMP AS INDICATED BY SPOT 0 10 20 30 40 50 NE 21 ST STREET CROSS SECTIONS 1 " = 10, PERMIT SUBMITTAL SURVEYED: GEODETIC SURVEYING SCALE: SERVICE DESIGNED: SP AS INDICATED ON DRAWING DRAWN: SIP ONE INCH CHECKED: Sp AT FULL SCALE IF NOT ONE INCH NO. REVISION BY DATE APPR APPROVED: SCALE ACCORDINGLY 460 450 440 430 420 410 VERTICAL: NAVD 1988 HORIZONTAL' NAD 1983/1991 DATUM I ,� ELEVATIONS AND SLOPES. Og CONSTRCUT 5.2 X 4' ADA LANDING WITH NO MORE THAN 2% CROSS SLOPE IN EACH DIRECTION AS SHOWN ON PLAN. 1�2.2 4 450 ..ul 430 420 LO N O 0 00 Q 0 0 T 0 0 0 T rr 0— ■■ 41- 0 rr U J Q 0 10 20 30 C, 5 U) R-408321 0 U IN COMPLIANCE WITH CITY OF RENTON STANDARDS W z DEVELOPMENT ENGINEERING W CALL 811 (2) BUSINESS DAYS Nathan Janders 03/19/2020 0- BEFORE YOU DIG z (UNDERGROUND UTILITY CURRENT PLANNING NO. -NIL LOCATIONS ARE APPROXIMATE) Angelea Weihs 07/23/2019 z DATE Ir FIRST UKRAINIAN PENTECOSTAL CHURCH 02-25-20 Y RENT 0 N 3811 N E 21 ST ST FIELDBOOK: PRI CITY OF PAGE: RENTON, WA 98056 DRAWING NO: Planning/Building/Public works Dept. OFFSITE ROADWAY FRONTAGE IMPROVEMENTS C9.0 PLAN & PROFILE -NE 21 ST ST SHEET: 27 OF: 65 LL 00 It 0 LU PAVING KEY NOTES O SAWCUT ASPHALT PAVEMENT AND HOT TAR SEAL LINE (TYP) AT 1' FROM EDGE OF ._XISTING PAVEMENT 0- -REMOVE ROCKERY WALL AS NEEDED TO CONSTRUCT THE FRONTAGE IMPROVEMENTS AS SHO W 6 0 ADA RAMP, PER WSDOT STDS C8.0 1 ® CA8T\ IN PLACE CONCRETE CURB AND GUTTER, PER COR STD DETAIL C8.4 #101,`CEMENT CONCRETE TRAFFIC CURB✓AND GUTTER, 163 LF 4 0 CAST IN PLACE CEMENT CONCRETE DRIVEWAY ENTRANCE PER COR C8.4 104.3, 22 SY aF, 6" THICK 2 © 5' WIDE CONCRETE SIDEWALK, PER COR STD DETAIL #102 C8.4 85 SY OF 4" THICK O7 ADD +/-4.5' OF ASPHALT PAVEMENT ADJACENT TO CURB & GUTTER AS SHOWN: 6" CSBC 1 J" MINUS, 30 TONS 2" CSTC $", 10 TONS 4" HMA COMMERCIAL MIX DESIGN, 20 TONS N o o ;; o o ® EXISTING CURB & GUTTER & SIDEWALK o I+ I+ r_ II o/ ILn ,� o I o o o Io I I + Ii �" I / 1.a Ln / I i�' ---- ----- ---- ---------'_�---- ---- --- -----' I ± I V ', + EXISTING RIGHT-OF-WAY I �\-------------1-------- ; T------------- --- ---- iI - AS A CONDITION OF APPROVAL: RELOCATION of EXISTING wATE 10 CONSTRUCT CONCRETE DRIVE AS A SHOWN SO THAT THE CL OF O DRIVEWAY WILL ALIGN WITH THE EXISTING GRAVEL DRIVE AS SHOWN. / I I METERS SHALL BE DONE BY CITY FORCES. A SEPARATE WATER COORDINATE ALL ONSITE ACTIVITIES WITH THE CHURCH METER PERMIT Vj/ILL BE REQUIRE _\ REPRESENTATIVE. / , I 6 I I I I I 429.46 I I \ 11 RELOCATE FENCE POST AND MAIL BOX. COORDINATE WIT THE OWNER _ _ I I 427.20 427 25 _ FOR SUCF� RELOCATIONS. F 1425.07 I ° i4 \ \ \ I I 44�9'� - i I 8 I I I \ ,1 12 ADJUST WATER METER TOP TO MATCH FINISHED GRADE OF THE 4 4a \ I,, L I 1 \\L LANDSCAPED STRIP. RELOCATE TO THE PLANTING STRIP. ca �a a a a 1 ' 30.13< o : a / Z5 + ----- • �./ L' / � Q / I v � y W W J, y .y y W y � W y �Y W W y W W y .• i .�.: • y `Y W 4 / I 5.77 W Y W W 4�4.99 y .� _ .Y y jW \/w/ ( I'� .Y1 (— S D 1 S D \ W W W W W .v •Y •Y y V I W-1 11LL.L 11LL\,VL ``rll—y 4271 •Y +l •V •Y W Y Y •Y W � J • W 425.77 _ ; .*42 1 1 \ 0 0 L_ D 1 N Lf� 9 I / I 1 7 -------------- 00 qj 4L 426.3 426.53 Property : 2 Area 8396.21 v' \ d _ v•, \ \ / / \ a ° a — d\ \. 0. 4. 41, 771 L------------------ �� - - I l% d I v t I ---- ---- ---- I I AS A CONDITION OF APPROVAL: / d � 'I DRIVEWAY SHALL BE INSTALLED PER CITY OF RENTON STANDARD PLAN 104.3 AND INCLUDE 10 ; LINEAL FEET OF PAVED DRIVEWAY BEHIND THE SIDEWALK. 4f Io I� to o Ln \� to I I o `I I mmwwA ►'�iii� s, 0 /-- - �- -- -�- o /-- S / 7— \ S j00 S I _ �__ S --� /�--- Gam-- T _ / �,---------- � I - S SD - SD , I I NE' SLi \ _ �T L \ L \i L d d v i1 i I -----L---- — �6 I / ' ► 1'< 1 d ► .. ° Iq ai . I +T----------- — — _ _ — �---)I SD SD I \4Lh SD I SD 1 / i \d d I� I SID dl HP OHP--"---- ---oHP — IOHP OHP 4MR— I P OHP OHP 44 pH t — QS _----------/ I y I NOR 0 SHEET C9.3 FOR PAVEMENT SAW -CUT -LINE AND TOP BACK OF CURB PROFILES �^ I I I ® �--- — — / I I Terra Vista N I X/ Consulting Engineers ,3204 SMO!(EY PO/NT OR, 1207 ARL/NGTON, WA 9822J ,360-691-9272 KW 17-RRAWS714NWOOM oFAS �0 � �� ti 3 STERN �•�� NqL E �► 08/06/2024 m NE 19TH STREET IMPROVEMENTS PLAN 1 " = 10' PERMIT SUBMITTAL N 0 SURVEYED: GEODETIC SURVEYING SERVICE SCALE; AS INDICATED ON DRAWING DESIGNED: SP DRAWN: S P ONE INCH AT FULL SCALE IF NOT ONE INCH SCALE ACCORDINGLY CHECKED: S P REVISION I BY I DATE 1APPRI APPROVED: VERTICAL- NAVD 1988 HORIZONTAL- NAD 1983/1991 DATUM 13 TERMINATE SIDEWALK EAST OF DRIVE AT THE PROPERTY LINE O MAKE A 5' LONG TRANSITION FROM THE FULL CURB HEIGHT 6" TO 14 0" ON THE EAST SIDE OF THE LOT. 0 H H 00 Q J 430.24 �` - WARP THE NEW SIDEWALK GRADE TO MATCH INTO THE EXISTING CROSS SLOPE OF SIDEWALK AS NECESSARY. 63 29.78 i - o ---------------------------- ------------ - / __- O "' 29.42 I / 1 O + 14.27 _ ADDITIONAL —ROW —DEDICATION o PAVING KEY NOTES ASPHALT PAVING/PATCHING ALONG NORTH SIDE OrNE 19TH STREET PER ITEM #7 ABOVE Our. OHP di CALL 811 (2) BUSINESS DAYS BEFORE YOU DIG (UNDERGROUND UTILITY LOCATIONS ARE APPROXIMATE) d CITY OF RENTON Planning/Building/Public Works Dept. CONCRETE SIDEWALK AND DRIVEWAY PER COR r STD DETAILS AS INDICATED ABOVE 2 CU rr U J Q R-408322 0 U IN COMPLIANCE WITH CITY OF RENTON STANDARDS LU I- Z DEVELOPMENT ENGINEERING LU Nathan Janders 03/19/2020 0- Z CURRENT PLANNING Angelea Weihs 07/23/2019 Q FIRST UKRAINIAN PENTECOSTAL CHURCH DATE 02-25-20 Y 3811 NE 21 ST ST OOK: RENTON, WA 98056 PAGE_* PAGE: C/) DRAWING NO: OFFSITE ROADWAY FRONTAGE IMPROVEMENTS C9.1 SHEET: 28 OF: 65 PLAN - NE 19TH ST LLi O M O O 1 O� T , u CM LO N O O O 1 Ob T a J 2 U OC D CU J a O CU w z w n z a z Q or v D w H O M O O 1 O� T , u CM LO N O O O 1 Ob T a J 2 U OC D CU J a O CU w z w n z a z Q or v D w H r-� H H O T C) 0 C) T rr n 2 U rr D U J Q U) 0 U w z w n z Q z Q rr v D Ir H M 00 O Iql- W I- : �: ........:.... .:......... : :y - SITE LIGHT P (1) 1" PVC NC (3) #8 CU. THWN EXISTING CONDUIT I I ---------- EXISTING 60A BREAKER PANEL P1 EXISTING 1CONDUIT II LOCATED IN CLOSET. REMOVE 30A TO BE USED FOR --aa 1 POLE BREAKERS AND INSTALL NEW 2 POLE 30A LIGHTING BREAKER PROVIDE ASTRONOMIC DAYLIGHT TIMER FOR PARKING LOT LIGHT CONTROL. COORDINATE PROGRAM TIMES WITH CHURCH FACILITATOR. Terra Vista N W Consulting Engineers J204 SMOKEY PO/NT OR, 1207 ARL/N070N, WA 9822,Y J,60-691-9272 #W TERRAWSTANKfCOM NEW CIRCUITS. CONDUIT ROUTED OVER BUILDING TO ELECTRICAL CLOSET IN BASEMENT. GENERAL NOTES: 1) ALL LIGHT FIXTURES TO BE CONTROLLER BY ASTRONOMIC TIMER FOR AUTOMATIC ON/OFF DAYLIGHT OPERATIONS. 2) LIGHT FIXTURES TO SHUT OFF DURING AFTER BUSINESS HOURS. 2) CONTRACTOR IS RESPONSIBLE FOR IDENTIFYING ALL EXISTING UNDERGROUND UTILITIES PRIOR TO EXCAVATION AND TRENCHING. 3) ALL CONDUIT TRENCH DEPTH TO BE MINIMUM 24" TO TOP OF CONDUIT. LUMINAIRE SCHEDULE CALLOUT SYMBOL LAMP DESCRIPTION BALLAST MOUNTING MODEL INPUT VOLTS NOTE > NOTE 2 IES FILE WATTS S1 (48) LED GALLEON AREA AND ROADWAY ELECTRONIC POLE EATON — STREETWORKS 166 240V 2P 2W 20' HIGH POLE NO DIMMING, GAN—AF-03—LED—U-5MQ p LUMINAIRE(3) 70 CRI, 4000K, 1050mA (FORMER COOPER LIGHTING), CONTROLLED BY TIMER i LIGHTSQUARES WITH 16 LEDS EACH AND GAN—AF-03—LED—U-5MQ TYPE V MEDIUM OPTICS S2 (48) LED GALLEON AREA AND ROADWAY ELECTRONIC POLE EATON — STREETWORKS 166 240V 2P 2W 20' HIGH POLE NO DIMMING, GAN—AF-03—LED—U-5MQ (48) LED LUMINAIRE(3) 70 CRI, 4000K, 1050mA ELECTRONIC (FORMER COOPER LIGHTING), 166 CONTROLLED BY TIMER LIGHTSQUARES WITH 16 LEDS EACH AND GAN—AF-03—LED—U-5MQ TYPE V MEDIUM OPTICS " WITH 3 8 CU. T E ---------------------------------------- 08/06/2024 INTERCEPT EXISTING UG LIGHTING CONDUIT AT THIS APPROXIMATE LOCATION AND EXTEND TO NEW LIGHT FIXTURE. PROVIDED (3) #8 CU. THWN WIRE IN EXISTING 1" PVC SCH 40 CONDUIT BACK TO JUNCTION BOX MOUNTED ON BUILDING. PO WER 1) 1" PVC CONDUIT WITH 3) #8 CU. THWN WIRE REMOVE LIGHT FIXTURE AND ELECTRICAL SYSTEMS AS NEEDED FOR DEMOLITION OF SHED. APPROXIMATE LOCATION. PERMIT SUBMITTAL 03-13-19 SURVEYED: PERMIT SUBMITTAL WITH CIVIL CHANGES 08-05-19 DESIGNED: CITY COMMENTS 11-25-19 JBW CITY COMMENTS 02-05-20 DRAWN: CHECKED: N0. REVISION I BY I DATE APP AA APPROVED: SCALE: AS NOTED ONE INCH AT FULL SCALE IF NOT ONE INCH SCALE ACCORDINGLY VERTICAL: NAVD 1988 HORIZONTAL: NAD 1983/1991 DATU M CALL 811 (2) BUSINESS DAYS BEFORE YOU DIG (UNDERGROUND UTILITY LOCATIONS ARE APPROXIMATE) VIRC TY OF 1431v RENTON Planning/Building/Public Works Dept. R-408329 IN COMPLIANCE WITH CITY OF RENTON STANDARDS CURRENT PLANNING 4ngelea Weihs 07/23/2019 ' FIRST UKRAINIAN PENTECOSTAL CHURCH 3811 NE 21 ST ST RENTON, WA 98056 SITE LIGHTING AND POWER PLAN DATE: 2/5/20 FIELDBOOK: PACE: E2.0 SHEET: 32 OF: 65 0 CM M O V J Ali J C'7 Ln N O O cb a J O T C) C) C) I T CU oC CU J Q O U LU z LU - z Z_ Q r� V / LL >, .7 2 • -� 1. - t � I l' .1' .I < l �I 1 0.0 0.1 1 0.3 0. 12-:-:-:: .8 2. ..... ........... . 1 0.0 0.1 0. 1.3 1.8 2.4 2. -::::3::5:a:3. I 1 0.0 0.1 0.3 0.7 1.4 1.8 2.4 2. 2.8 2. I 1 0.0 0.1M0. 1.5 .0 2.3 2. 2.8 2.8 a1. .9 0.4 0.1 77 0.1 :4:::.: ::% 0.1 1. _1Q 5 0.1 1.2 0.7- 0.1 1 0.0 0.1 0.3 0!7 1.6 2.4 2.5 2.6 2.7 2. 1.7 .9, 0.4 I 0.1 1 0.0 0.11, 0,2 O,7 1.3 .1 2.5 2. 2.6 2. 1.9 0.1 '1.0 0.4 1,1 0.0 0.1, 0.2 I 05 1.0 1.6 .0 2. 2.7 2.7 1.6 .9 0.4 - 0.1 0.0 0.11 4 0.8 1.4 2.8 2.7 1.4 0.8 0.4 0.1 AS A CON ITION OF APPROVAL: 0.0 0.1� 0.1 3 0.8 20 3.0 37 2.6 21 1.4 0.8 0.4 0.1 LIGHT FIXTURE BASE SHALL BE COORDINATED WIT 1 0.0 0. 1 3 0.8 1.4 2. 5 2.9 3 4 BI�RETENTIONIF.C1 PIPI[N� 0.1 TO AVOID CONFLIC P SD SD sD - - LUMINAIRE SCHEDULE CALLOUT SYMBOL LAMP DESCRIPTION BALLAST MOUNTING MODEL INPUT VOLTS NOTE > NOTE 2 IES FILE WATTS S1 (48) LED GALLEON AREA AND ROADWAY ELECTRONIC POLE EATON - STREETWORKS 166 240V 2P 2W 20' HIGH POLE NO DIMMING, GAN-AF-03-LED-U-5MQ p LUMINAIRE(3) 70 CRI, 4000K, 1050mA (FORMER COOPER LIGHTING), CONTROLLED BY TIMER i LIGHTSQUARES WITH 16 LEDS EACH AND GAN-AF-03-LED-U-5MQ TYPE V MEDIUM OPTICS S2 (48) LED GALLEON AREA AND ROADWAY ELECTRONIC POLE EATON - STREETWORKS 166 240V 2P 2W 20' HIGH POLE NO DIMMING, GAN-AF-03-LED-U-5MQ (48) LED LUMINAIRE(3) 70 CRI, 4000K, 1050mA ELECTRONIC (FORMER COOPER LIGHTING), 166 CONTROLLED BY TIMER LIGHTSQUARES WITH 16 LEDS EACH AND GAN-AF-03-LED-U-5MQ TYPE V MEDIUM OPTICS 1 0.0 0.0 0.1 0.8 1.3 1.8 2.3 2.6: .6 "' 2.3 1.8 1.3 0.8 Q.3 0.1 0.1 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1 0.0 8.0 .1 .3 0.7 1.3 1.7 1. 2.2 .3 1. . %%% 1 0.0 �.0 .1 .3 0.7 1.3 1.5 1.7 1.8 1.9 1 .6 :-:.:.:0;:.: I 0.0 b. 1 0.2 0.5 '0.9 1.3 1.7 1.9 s 1.6 1. �S 0.4 0.5 0. 1.6 2.3 2.6 2.7 2.7 2.7 ;2.6 I -01 .1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.0 0.0 0.1 0.1 0.0 0.2 0.3 0.7 1.5 2.8 3.3 3.3 3.5 3 3.5 , 3.2 1 3.2 2.6 \ 1.4 \ 0.6 0.2 0.1 0.2 0.4 1. .1 2.9 2.9 3.0 3.1 3.1 3.0 2.9 2.8 1.7 0.7 0. 0. 0.0 1 0.1 0.7 1.6 2 R 3 5 4.1 4.8 4.8 4.1 3.5 2.8 1.6 0.7 0.3 I 0.1 0.3 I 1 1 .2 5.7 5.7 5. -5 I - - -O.E 1 3.4 4. 6.1 7.1 C s I 0.3 0. E 1. 5.7 7.4 8. 0.3 0. 1. 3.8 5.8 7.7 8. 8. o 0.7 1. 5.6 6.8 9 0.7 1. 3.70 .3 6.3 7.6 8.3 8.7'I .4 7.9 6.5 4.2 2. 1 0 0.6 1.5 2.0 4.1 .3 6.6 7.2 II 99 .2 6.7 5.7 3. 2. 1 0 0.5 1.0 1. 3.1 4.2 5.5 6.1 6.9 6.6 5.8 .8 3. 0.3 0.7 1. -- RD R ---� 0.2 0.5 1.2 2.3 3.2 Abossein Engineering, L.L.C. MECHANICAL - ELECTRICAL CIVIL - LEED FIRE PROTECTION 18465 NE 68TH ST REDMOIND, WA. 98052 PH: (425) 462-9441 FAX: (425) 462-9451 E-Mail: cservice@abossein.com www.abossein.com 0.1 0.4 1 `0 2`.0 2.6 2 10.2 1 0.5 4 0.4 0. mff1_x1mmr11 I 1 2 3.1 3.5 4.2 4.5 4.5 4.0 3.5 3.0 .9 .8 0.3 0. 0.0 24 3.3 4.4 5. 5.d " 4.1 3.1 2. 1.0 0. 0.1 0.1 �7 3.8 .1 5.8 7. 6,9 5.6 .8 3.5 2.3 1.2 0. 0.1 0.1 1 S2 3.3 4.6 5.9 6.6 8.5 7.9 6.4 5.6 4.1 2.8 1.4 0. 0. 0.1 J� 4.2 5.6 6.9 I �. -- 6.4 5. 3.3 1.5 0.5 0.2 0.1 4.5 6.2 6.9 T9 .4--T5 6.7 5.7 3.5 1.5 0.5 01 0.1 .2 4.5 6.2 7.0 7.9 8.3 8.2 7.5 6.5 5.6 3.5 1.5 0.5 0:1 0.1 .1 5.5 6.8 7.4 7.9 7.7 7.2 6.1 .8 3.1 1.4 0.5 0,2 0.1 1. .3 4.5 5.8 6.4 8. 7.4 6.1 5 3.8 2.5 1.2 0.5 .1 0.1 S2 . 2.8 3.8 1 5.7 .54.4 3.2 21 1. 0.4 .1 0.1 n,12.5 3.3 4. __ - - .2 - 4.7 3.7 2.9 .8 .9 0.3 .1 0.1 /0. .2 2.4 3.2 3.4 3.9 4.1 4.0 3.6 3.3 2.8 1.7 0.7 0.3 .1 0.0 o ,o _�D 1.6 .6 1.6 1.5 1.4 1.3 0.5 0.2 0.2 0.4 1 0 1 2.7 2.7 2.8 2.8 2.8 2.7 2.7 2.5 1.5 0.6 0.2 .1 0.0 0.7 7 0.7 0.7 0. 0.5 0.5 0.3 0.2 0.2 0.4 0.8 1.2 1.4 1.5 1.6 1.6 1.6 1.6 1.5 1.4 .0 0.5 0.2 .1 0.0 0.2 0 . .2 0.2 0.1 0. 0.4 0.5 0.6 0.6 0.7 0.7 0.7 0.7 0.6 0.5 0.5 0.3 0.2 .1 0.0 0.1 0.1 0.1 0.1 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.1 0.1 0.0 0.0 ---------------------- SITE PO WER PLAN SCALE: 1" = 20'-0" ABOSSEIN #219017 BASE MAP/TOPOGRAPHY PROVIDED BY A8p OTHERS. DCG CANNOT BE HELD LIABLE P� WAS' , ' z FOR ACCURACY. CONTRACTOR SHALL FIELD VERIFY GRADES, UTILITIES AND ALL OTHER EX FEATURES & �'8/0NAL E � CONDITIONS. IF CONDITIONS ARE NOT AS SHOWN &/OR PLANS CANNOT BE CONSTRUCTED AS SHOWN, CONTACT DCG PRIOR TO CONSTRUCTION. N0. PERMIT SUBMITTAL PERMIT SUBMITTAL WITH CIVIL CHANGES CITY COMMENTS CITY COMMENTS REVISION 03-13-19 SURVEYED: SCALE: AS NOTED 08-05-19 DESIGNED: J BW 1 1-25-19 02-05-20 DRAWN: ONE INCH CHECKED: AA AT FULL SCALE IF NOT ONE INCH SCALE ACCORDINGLY BY DATE APPR APPROVED: VERTICAL: NAVD 1988 HORIZONTAL: NAD 1983/1991 DATUM GENERAL PHOTOMETRIC SCHEDULE AVERAGE 1.94 FOOT-CANDLES MAXIMUM 9.6 FOOT-CANDLES MINIMUM 0.0 FOOT-CANDLES MINIMUM TO MAXIMUM 0.00 FC RATIO MAXIMUM TO MINIMUM 1167.39 FC RATIO AVERAGE TO MINIMUM 237.06 FC RATIO m U H H 00 Q J O 0 O T U U Q U) R-408330 0 U IN COMPLIANCE WITH CITY OF RENTON STANDARDS W Z DEVELOPMENT ENGINEERING L,J CALL 811 (2) BUSINESS DAYS Nathan Janders 03/19/2020 BEFORE YOU DIG Z (UNDERGROUND UTILITY CURRENT PLANNING Q LOCATIONS ARE APPROXIMATE) Angelea Weihs 07/23/2019 '' z DATE: • FIRST UKRAINIAN PENTECOSTAL CHURCH 2/5/20 � ® CITY OF RENTON 3811 NE 21 ST ST PAGE: OOK: PAGE: • RENTON, WA 98056 DRAWING NO: Planning/Building/Public Works Dept. E2. 1 c) SITE PHOTOMETRICSIr SHEET: 33 OF: 65 r-� H H O T C) 0 C) T rr n 2 U rr D U J Q U) 0 U w z w n z Q z Q rr v D Ir H r-� H H O T C) 0 C) T rr n 2 U rr D U J Q U) 0 U w z w n z Q z Q rr v D Ir H U H H 2 U OC D U J Q U) O U w Z W n U H H 2 U OC D U J Q U) O U w Z W n DIVISION 26 - ELECTRICAL SPECIFICATIONS 0%r\I rrf A 1 Abossein Engineering, L.L.C. MECHANICAL - ELECTRICAL CIVIL - LEED FIRE PROTECTION 18465 NE 68TH ST REDMOIND, WA. 98052 PH: (425) 462-9441 FAX: (425) 462-9451 E-Mail: cservice@abossein.com www.abossein.com 1. GENERAL CONDITIONS: A. THE GENERAL CONDITIONS, SUPPLEMENTARY CONDITIONS AND SPECIAL CONDITIONS ARE A PART OF THIS CONTRACT AND APPLY TO THIS SECTION AS FULLY AS IF REPEATED HEREIN. 2. SCOPE: A. THIS SECTION OF SPECIFICATIONS INCLUDES, BUT IS NOT LIMITED TO: ALL LABOR, TOOLS, APPLIANCES, MATERIALS AND EQUIPMENT REQUIRED TO FURNISH AND INSTALL THE COMPLETE INSTALLATION SHOWN ON THE DRAWINGS FOR THIS SECTION OF THE WORK AND/OR IN THE FOLLOWING SPECIFICATIONS, INCLUDING THAT WHICH IS REASONABLY INFERRED. 3. CODES AND REGULATIONS: A. ALL WORK AND MATERIALS SHALL BE IN ACCORDANCE WITH APPLICABLE REQUIREMENTS OF PUBLIC AUTHORITIES HAVING JURISDICTION AND UTILITIES FURNISHING SERVICES. B. CODES GOVERNING THIS WORK INCLUDE BUT ARE NOT LIMITED TO THE LATEST APPROVED EDITION OF THE FOLLOWING: NATIONAL FIRE PROTECTION ASSOCIATION'S NATIONAL ELECTRICAL CODE (NEC). OCCUPATIONAL SAFETY AND HEALTH ACT (OSHA). LOCAL ORDINANCES AND REGULATIONS. CITY OF RENTON STANDARDS. 4. STANDARDS: A. ELECTRICAL MATERIAL AND EQUIPMENT SHALL HAVE BEEN TESTED AND LISTED OR LABELED AS CONFORMING TO APPROVED PUBLISHED STANDARDS BY UNDERWRITERS LABORATORIES WHERE SUCH LISTING OR LABELING SERVICE IS AVAILABLE FOR THE CLASS OF MATERIALS OR EQUIPMENT. WHERE APPLICABLE, LISTING OR LABELING SHALL APPLY TO THE COMPLETE ASSEMBLED EQUIPMENT AND NOT TO THE COMPONENTS ALONE. 5. SUBMITTALS: A. THREE COPIES OF MATERIALS LIST, SHOP DRAWINGS AND DATA SHEETS SHALL BE SUBMITTED TO ARCHITECT &/OR CONSTRUCTION MANAGER FOR REVIEW. SUBMITTALS SHALL BE MADE AND FAVORABLE REVIEW SECURED BEFORE MATERIAL AND EQUIPMENT IS INSTALLED. B. MATERIALS LIST SHALL INCLUDE FIXTURES, SWITCHGEAR, PANELS, DEVICES, WIREWAYS, DISCONNECTS, LAMPS AND ALL OTHER SPECIFIED OR UNSPECIFIED STANDARD CATALOGED MATERIALS TO BE USED. THE LIST SHALL INCLUDE MANUFACTURER, TYPE AND SUCH OTHER DESCRIPTIVE DATA AS MAY BE REQUIRED TO DETERMINE THE ACCEPTABILITY OF EACH ITEM. C. SHOP DRAWINGS AND DATA SHEETS FOR EQUIPMENT AND SYSTEMS SHALL BE SUBMITTED WHERE REQUIRED IN THE SPECIFICATION FOR THOSE ITEMS. INCLUDE INFORMATION ON EACH COMPONENT, WIRING DIAGRAMS, LAYOUTS, DIMENSIONS AND SUFFICIENT OTHER DATA TO ESTABLISH COMPLIANCE WITH THE SPECIFICATIONS AND ACCEPTABILITY OF THE EQUIPMENT OR SYSTEM. 6. PERMITS AND DRAWINGS: A. ELECTRICAL CONTRACTOR SHALL SUBMIT TO THE LOCAL AUTHORITY THE REQUIRED DOCUMENTS TO PURCHASE AND SECURE ALL NECESSARY PERMITS AND COORDINATE REQUIRED INSPECTIONS FOR APPROVAL. 7. AS -BUILT DRAWINGS: A. ON A SET OF CONTRACT DRAWINGS, KEPT AT THE SITE DURING CONSTRUCTION, MARK ALL WORK THAT IS INSTALLED DIFFERENTLY FROM THAT SHOWN, INCLUDING ANY REVISED CIRCUITRY, MATERIAL OR EQUIPMENT. UPON CONCLUSION OF WORK, DELIVER TO OWNER'S REP. CONSTRUCTION MANAGER A SET OF SIGNED AND DATED "AS —BUILT" DRAWINGS. 8. GUARANTEE: A. ALL WORK SHALL BE GUARANTEED FOR A MINIMUM PERIOD OF ONE YEAR FROM THE DATE OF ACCEPTANCE BY THE OWNER. THE GUARANTEE PERIOD FOR CERTAIN ITEMS SHALL BE LONGER, AS INDICATED IN THE SPECIFICATION FOR THOSE ITEMS. B. SHOULD ANY MALFUNCTION DEVELOP DURING THE GUARANTEE TIME PERIOD DUE TO DEFECTIVE MATERIAL, FAULTY WORKMANSHIP, OR NON-COMPLIANCE WITH PLANS, SPECIFICATIONS, CODES OR DIRECTIONS OF THE OWNER, ARCHITECT, ENGINEER OR INSPECTOR, THE CONTRACTOR SHALL FURNISH ALL NECESSARY LABOR AND MATERIALS TO CORRECT THE MALFUNCTION WITHOUT ADDITIONAL CHARGES. PRODUCTS EXECUTION O m 1. INSTALLATION AND CONNECTION OF WIRING: m 1. INSTALLATION AND CONNECTION OF ELECTRICAL A. CLEAN OUT AND DRY ALL CONDUIT AND WIREWAYS BEFORE PULLING ANY EQUIPMENT: (D WIRES. USE NO LUBRICANT EXCEPT AS RECOMMENDED BY THE WIRE OR CABLE MANUFACTURER. A. EQUIPMENT SHALL BE COMPLETELY CONNECTED TO THE ELECTRICAL SYSTEM r AS NOTED ON DRAWINGS AND PER MANUFACTURER INSTALLATION B. MAKE ALL CONNECTIONS AND SPLICES NECESSARY TO PROPERLY COMPLETE REQUIREMENTS. U THE ELECTRICAL WIRING. CONNECTIONS AND SPLICES SHALL BE MADE ONLY IN PULL AND JUNCTION BOXES. ALL SPLICES SHALL BE MADE WITH B RIGID NON—METALLIC CONDUIT MAY BE USED FOR ALL UNDERSLAB OR UL LISTED UG TYPE EPDXY. UNDERGROUND WORK IN PLACE OF STANDARD WEIGHT RIGID METAL AND 2. INSTALLATION OF CONDUIT: WHERE SPECIFICALLY SPECIFIED. ALL RUNS OF RIGID NON—METALLIC CONDUIT SHALL CONTAIN A SEPARATE GREEN GROUND WIRE ADEQUATELY A. STANDARD WEIGHT RIGID METAL CONDUIT SHALL BE USED WHERE EXPOSED SIZED FOR SERVICE INTENDED. WHERE REQUIRED TO CONTINUE ABOVE TO THE WEATHER, PLACED UNDERGROUND BELOW CONCRETE SLAB, IN SLAB, STUB NON—METALLIC CONDUIT 6" ABOVE SLAB THEN MAKE PROPER CONCRETE OR MASONRY CONSTRUCTION IN CONTACT WITH EARTH, AND TRANSITION TO METAL CONDUIT. WHERE SHOWN ON THE PLANS. C ALL RIGID STEEL CONDUIT INSTALLED IN THE GROUND SHALL BE WRAPPED B. GALVANIZED STEEL ELECTRICAL METALLIC TUBING SHALL BE USED IN ABOVE WITH HUNT'S PROCESS NO. 3, PVC COATED OR ENCASED IN 3" CONCRETE GROUND, INTERIOR, DRY LOCATIONS PROTECTED FROM WEATHER AND ON ALL SIDES. PHYSICAL DAMAGE, AND MAY BE USED IN CONCRETE OR MASONRY CONSTRUCTION NOT IN CONTACT WITH EARTH. D THE MINIMUM SIZES OF CONDUIT SHALL BE CODE SIZE FOR THE NUMBER AND SIZE OF CONDUCTORS, UNLESS A LARGER SIZE IS SHOWN, IN WHICH C. LIQUIDTIGHT FLEXIBLE METAL CONDUIT SHALL BE USED FOR FINAL CASE SUCH LARGER SIZE SHALL BE USED. ELECTRICAL CONNECTIONS TO ROOF TOP OR OTHER EQUIPMENT EXPOSED TO THE ENVIORNMENT. G. THE MINIMUM SIZES OF CONDUIT SHALL BE CODE SIZE FOR THE NUMBER D. RIGID NON—METALLIC CONDUIT MAY BE USED FOR ALL UNDERSLAB OR AND SIZE OF CONDUCTORS, UNLESS A LARGER SIZE IS SHOWN, IN WHICH UNDERGROUND WORK IN PLACE OF STANDARD WEIGHT RIGID METAL AND CASE SUCH LARGER SIZE SHALL BE USED. WHERE SPECIFICALLY SPECIFIED. ALL RUNS OF RIGID NON—METALLIC Cy) CONDUIT SHALL CONTAIN A SEPARATE GREEN GROUND WIRE ADEQUATELY 4. GROUNDING: Lid SIZED FOR SERVICE INTENDED. WHERE REQUIRED TO CONTINUE ABOVE N SLAB, STUB NON—METALLIC CONDUIT 6" ABOVE SLAB THEN MAKE PROPER A. MAKE GOOD MECHANICAL AND ELECTRICAL CONTACT AT ALL POLES, 0 TRANSITION TO METAL CONDUIT. JUNCTION BOXES, AND WHEREVER THE CONDUIT RUN IS CONNECTED. O PERMANENTLY AND EFFECTIVELY GROUND ALL CONDUIT, FIXTURES, AND 00OTHER E. ALL RIGID STEEL CONDUIT INSTALLED IN THE GROUND SHALL BE WRAPPED EQUIPMENT AS REQUIRED BY ALL APPLICABLE CODES, REGULATIONS WITH HUNTS PROCESS NO. 3, PVC COATED OR ENCASED IN 3 CONCRETE AND STANDARDS. NEC 250 r ON ALL SIDES. Q J 3. UNDERGROUND STREET LIGHT JUNCTION BOXES: 5. CLEANING AND PROTECTION OF PRODUCTS AND PREMISES: A. PER CITY OF RENTON STANDARDS. 4. CONDUITS AND FITTINGS: A. AT FREQUENT INTERVALS DURING THE TIME OF CONSTRUCTION, THE CONTRACTOR SHALL CLEAN UP AFTER HIS WORK AND REMOVE HIS DEBRIS A. STANDARD WEIGHT RIGID METAL CONDUIT SHALL BE HOT DIPPED FROM THE PREMISES, LEAVING THE BUILDING AND GROUNDS CLEAN TO THE GALVANIZED, ALL FITTINGS SHALL BE OF THE SCREW THREAD TYPE. OWNER'S SATISFACTION. COUPLINGS, LOCKNUTS, BUSHINGS, ETC., SHALL BE HOT DIPPED GALVANIZED. B. THE CONTRACTOR SHALL TAKE ALL NECESSARY PRECAUTIONS TO PROTECT ALL MATERIALS, EQUIPMENT AND PROPERTY, WHETHER ELECTRICAL B. RIGID NON—METALLIC CONDUIT SHALL BE PVC SCHEDULE 40, U.L. OR NOT, FROM DAMAGE AS A RESULT OF HIS WORK. APPROVED. ALL COUPLINGS, FITTINGS, SOLVENT CEMENT, ETC.. O 6. CHECKING AND TESTING OF T EQUIPMENT AND SYSTEMS: O 5. WIRE AND CABLE: O O A. SYSTEMS SHALL BE TESTED FOR SHORT CIRCUITS, OPEN CIRCUITS AND A. WIRE AND CABLE FOR USE ON SYSTEMS OF 50 VOLTS TO 600 VOLTS WRONG CONNECTIONS AND SHALL BE FREE FROM MECHANICAL AND SHALL BE 600 VOLT RATED TYPE THW OR THHN FOR BRANCH CIRCUITS. ELECTRICAL DEFECTS. CIRCUITS SHALL BE TESTED FOR PROPER NEUTRAL T BRANCH WIRING SHALL BE THHN OR THWN. AND GROUND CONNECTIONS. B. WIRE AND CABLE FOR USE ON SYSTEMS OF BELOW 50 VOLTS SHALL BE 300 VOLT PVC INSULATED AND SUITABLE FOR THE CLASS OF WIRING EXCEPT AS OTHERWISE INDICATED OR SPECIFIED. 9. TEMPORARY CONSTRUCTION POWER & TELEPHONE: C. ALL CONDUCTORS SHALL BE COPPER, RATED 75°C MINIMUM. A. ELECTRICAL CONTRACTOR SHALL PROVIDE ALL LABOR, COST AND MATERIALS REQUIRED FOR INSTALLATION AND MAINTENANCE OF TEMPORARY D. ALL WIRING TO BE COLOR CODED AS FOLLOWS: CONSTRUCTION POWER AND TELEPHONE AS NECESSARY FOR PROJECT COMPLETION. 240/120V PHASE A — BLACK PHASE B — RED NEUTRAL — WHITE 6. LIGHTING FIXTURES: A. FIXTURES SHALL BE COMPLETE WITH ALL REQUIRED ACCESSORIES AND EQUIPMENT, INCLUDING LAMPS, NECESSARY FOR A COMPLETE INSTALLATION. CONTRACTOR SHALL RECEIVE, UNPACK, ASSEMBLE AND INSTALL FIXTURES AS NOTED ON DRAWINGS. REFERENCE FIXTURE SCHEDULE ON SHEET ES2.0 7. NAMEPLATES AND LABELS: A. NAMEPLATES SHALL BE PROVIDED TO IDENTIFY EACH LIGHT POLE AND SIMILAR ITEMS WHICH ARE FURNISHED OR INSTALLED UNDER THIS SECTION AS REQUIRED BY CITY OF RENTON STANDARDS. B. NAMEPLATES SHALL BE ENGRAVED LAMINATED PLASTIC WITH CHARACTERS CUT THROUGH THE BLACK TOP LAYER TO WHITE LAYER BELOW. R-408333 IN COMPLIANCE WITH CITY OF RENTON STANDARDS CALL 811 (2) BUSINESS DAYS BEFORE YOU DIG ABOSSEIN #219017 (UNDERGROUND UTILITY BASE MAP/TOPOGRAPHY PROVIDED BY F'R A8 O OTHERS. DCG CANNOT BE HELD LIABLE LOCATIONS ARE APPROXIMATE) wAsy'ti� FOR ACCURACY. CONTRACTOR SHALL PERMIT SUBMITTAL 03-13-19 SURVEYED: SCALE: DATE: z FIELD VERIFY GRADES, UTILITIES ANDVERTICAL: PERMIT SUBMITTAL WITH CIVIL CHANGES 08-05-19 DESIGNED: NAVD ,988 AS NOTED HORIZONTAL: NAD 1983/1991 CITY OF Q FIRST UKRAINIAN PENTECOSTAL CHURCH 2/5/20 . ALL OTHER EX FEATURES & CITY COMMENTS 11-25-19 JBW �' RENTON 3811 NE 21ST ST PAGE:FIELDOOK: o �� CONDITIONS. IF CONDITIONS ARE NOT CITY COMMENTS 02-05-20 DRAWN: RENTON, WA 98056 DRAWING NO: �SS�aNAL G AS SHOWN &/OR PLANS CANNOT BE CHECKED: ONE INCHvallp AT FULL SCALE DATUM Planning/Building/Public Works Dept. SPECIFICATIONS E4. CONSTRUCTED AS SHOWN, CONTACT AA IF NOT ONE INCH 5-�-� DCG PRIOR TO CONSTRUCTION. N0. REVISION BY DATE APP APPROVED: SCALE ACCORDINGLY SHEET: 36 OF: 65 U U J Q U) 0 CU W Z W 0- Z Q Z Q VJ IIr H 00 I O Nt Ii w I- 20 MIL PE IMPERMEABLE LIN�o rii�o TOF (IF RE TYPICAL SECTION VIEW NOT TO SCALE NOTE: IF SALTING AGENTS FOR SNOW AND ICE REMOVAL ARE USED ON OR NEAR THE PROJECT, A GEOMEMBRANE BARRIER IS RECOMMENDED WITH THE SYSTEM. THE GEOMEMBRANE LINER IS INTENDED TO HELP PROTECT THE SYSTEM FROM THE POTENTIAL ADVERSE EFFECTS THAT MAY RESULT FROM A CHANGE IN THE SURROUNDING ENVIRONMENT OVER A PERIOD OF TIME. PLEASE REFER TO THE CORRUGATED METAL PIPE DETENTION DESIGN GUIDE FOR ADDITIONAL INFORMATION. �u CD If 2 � .8" COIL WIDTH OPEN AREA = 3.76 SO IN/SQ FT NOTES: 1. PERFORATIONS MEET AASHTO AND ASTM SPECIFICATIONS. 2. PERFORATION OPEN AREA PER SQUARE FOOT OF PIPE IS BASED ON THE NOMINAL DIAMETER AND LENGTH OF PIPE. 3. DIMENSIONS SUBJECT TO MANUFACTURER'S TOLERANCES. 4. ALL HOLES 3/8"0. EXFILTRATION AREA STANDARD PERFORATION PATTERNS APPROXIMATE AREA PER LINEAR FOOT OF PIPE CORRUGATION PATTERN PIPE 2 2/3" x 1/2" 3" x 1" 5" x 1" ULTRA FLO 30"0 30.5 SQ.IN. 32.3 SQ.IN. NOTES: • GAGE AND COATING LIMITATIONS APPLY. 5" x 1" IS NOT AVAILABLE IN ALUMINUM. • DIMENSIONS SUBJECT TO MANUFACTURER'S TOLERANCES. TYPICAL PERFORATION DETAIL NOT TO SCALE The design and information shown on this drawing is provided as a service to the project owner, engineer and contractor by Contech Engineered Solutions LLC ("Contech" ). Neither this drawing, nor any part thereof, may be used, reproduced or modified in any manner without the prior written consent of Contech. Failure to comply is done at the user's own risk and Contech expressly disclaims any liability or responsibility for such use. If discrepancies between the supplied information upon wh the drawing is based and actual field conditions are encounter as site work progresses, these discrepancies must be report to Contech immediately for re-evaluation of the design. Conk accepts no liability for designs based on missing, incomplete inaccurate information supplied by others. BASE MAP/TOPOGRAPHY PROVIDED BY OTHERS. ABOSSEIN ENGINEERING (AE) CANNOT BE HELD LIABLE FOR ACCURACY. CONTRACTOR SHALL FIELD VERIFY GRADES, UTILITIES AND ALL OTHER EX FEATURES & CONDITIONS. IF CONDITIONS ARE NOT AS SHOWN &/OR PLANS CANNOT BE CONSTRUCTED AS SHOWN, CONTACT AE PRIOR TO CONSTRUCTION. \►G 1 O w 0- EL i r IMPERMEABLE LINER\\ o o 0 5a SUPPLIED BY OTHERS4 LU `ram LU a SPAN (S) L PIPE 0 PLAN FRONT 48"0 to 90"0 FITTING REINFORCEMENT MAY BE REQUIRED BASED ON HEIGHT OF COVER AND LIVE LOAD CONDITION TYPICAL MANWAY DETAIL NOT TO SCALE C—,\\ I //I— i%W_NTECH"0 ENGINEERED SOLUTIONS LLC www.ContechES.com 11815 NE Glenn Widing Drive, Portland, OR 97220 800-548-4667 503-240-3393 800-561-1271 FAX PERMIT SUBMITTAL REVISION 5 BEDDING ( 3 FOUNDATION ( 2 INITIAL FILL ENVELOPE( 1 )(1a LIVE LOADS NOT TO EXCEED CONVENTIONAL HIGHWAY LOADS. 1 MINIMUM TRENCH WIDTH MUST ALLOW ROOM FOR PROPER COMPACTION OF HAUNCH MATERIALS UNDER THE PIPE ARCH. THE TRENCH WIDTH IS THE MINIMUM AMOUNT REQUIRED FOR PROPER INSTALLATION AND TO SUPPORT HORIZONTAL PRESSURE FROM THE PIPE. THE MANUFACTURER'S SUGGESTED MINIMUM VALUE IS: 1.5S + 12". 1a MINIMUM EMBANKMENT WIDTH (IN FEET) FOR INITIAL FILL ENVELOPE: 3.OS BUT NO LESS THAN S + 4'0". LIMITS OF DRAIN ROCK MAY BE PLACED BELOW PIPE AS DEFINED BY ENGINEER OF RECORD. FOUNDATION SPEC STILL APPLIES AND BEDDING WILL BE THE FIRST 4" TO 6" BELOW INVERT SPAN MIN. COVER CORR. PROFILE 17"-83" 12" 2 2/3" x 1/2" <53" 12" 3" x 1" & 5" x 1" 54"-66" 15" 3" x 1 " & 5" x 1 " 67"-103" 18" 3" x 1" & 5" x 1" 104"-117" 21 " 3" x 1 " & 5" x 1 " 118" 142" 24" 3" x 1 " & 5" x 1 " 2 FOUNDATION SHALL BE WELL CONSOLIDATED. STABLE & CAPABLE OF SUPPORTING FILL MATERIAL LOAD. 3 OPEN -GRADED GRANULAR BEDDING MATERIAL SHALL BE A RELATIVELY LOOSE MATERIAL THAT IS ROUGHLY SHAPED TO FIT THE BOTTOM OF THE PIPE ARCH, 4" TO 6" IN DEPTH. SUGGESTED PARTICLE SIZE IS 1/2 CORRUGATION DEPTH. THE WIDTH OF BEDDING SHOULD BE THE EXTENTS OF THE INVERT OF THE PIPE ARCH. 4 CORRUGATED STEEL PIPE ARCH (CSPA) [HEL-COR PIPE ARCH]. 5 HAUNCH ZONE MATERIAL SHALL BE HAND SHOVELED OR SHOVEL SLICED INTO PLACE TO ALLOW FOR PROPER COMPACTION. REFER TO AASHTO 26.5.2, 26.5.4 OR ASTM A798 10.3 TO PROPERLY ADDRESS CORNER BEARING PRESSURE. 5a THE BACKFILL MATERIAL SHALL BE A FREE -DRAINING, ANGULAR, WASHED -STONE PER AASHTO M 43 SIZE #3 WITH A'/�" 2" PARTICLE SIZE OR APPROVED EQUAL. MATERIAL SHALL BE PLACED IN 12" MAXIMUM LIFTS AND SHALL BE WORKED INTO THE PIPE HAUNCHES BY MEANS OF SHOVEL -SLICING, RODDING, AIR -TAMPER, VIBRATORY PLATE OR OTHER EFFECTIVE METHODS. COMPACTION IS CONSIDERED ADEQUATE WHEN A DENSITY EQUIVALENT TO 90% STANDARD PROCTOR IS ACHIEVED OR WHEN NO FURTHER YIELDING OF THE MATERIAL IS OBSERVED UNDER THE COMPACTOR OR UNDER FOOT. THE PROJECT ENGINEER OR HIS REPRESENTATIVE MUST BE SATISFIED WITH THE LEVEL OF COMPACTION. INADEQUATE COMPACTION CAN LEAD TO EXCESSIVE PIPE DEFLECTIONS AND SETTLEMENT OF THE SOILS OVER THE SYSTEM. BACKFILL SHALL BE PLACED SUCH THAT THERE IS NO MORE THAN A TWO -LIFT DIFFERENTIAL BETWEEN THE SIDES OF ANY PIPE IN THE SYSTEM AT ALL TIMES DURING THE BACKFILL PROCESS. BACKFILL SHALL BE ADVANCED ALONG THE LENGTH OF THE SYSTEM AT THE SAME RATE TO AVOID DIFFERENTIAL LOADING ON ANY PIPES IN THE SYSTEM. 6 INITIAL OPEN GRADED GRANULAR BACKFILL ABOVE PIPE ARCH MAY INCLUDE ROAD BASE MATERIAL (AND RIGID PAVEMENT IF APPLICABLE). SEE TABLE ABOVE. INITIAL BACKFILL OF 7.0" PER ENGINEER OF RECORD. 6a TOTAL HEIGHT OF COMPACTED COVER IS MEASURED FROM TOP OF PIPE ARCH TO BOTTOM OF FLEXIBLE PAVEMENT OR TOP OF RIGID PAVEMENT. 7 FINAL BACKFILL MATERIAL SELECTION AND COMPACTION REQUIREMENTS SHALL FOLLOW THE PROJECT PLANS AND SPECIFICATIONS PER THE ENGINEER OF RECORD. PER ENGINEER OF RECORD, 4" CLEAN ROCK WITH 40% POROSITY. NOTES: • GEOTEXTILE SHALL BE USED AS REQUIRED TO PREVENT SOIL MIGRATION. • FOR MULTIPLE BARREL INSTALLATIONS THE RECOMMENDED STANDARD SPACING BETWEEN PARALLEL PIPE ARCH RUNS SHALL BE SPAN/2 BUT NO LESS THAN 12", OR 36" FOR PIPE SPANS 108" AND LARGER. CONTACT YOUR CONTECH REPRESENTATIVE FOR NONSTANDARD SPACING. 441 0 \` ■ r04LOM r-0 CMP DETENTION SYSTEMS CONTECH PROPOSAL DRAWING BY I DATE TYPICAL BACKFILL DETAIL NOT TO SCALE R-408333 PROJECT No.: SEC. No.: DATE: 35" x 24" PERFORATED UNDERGROUND RETENTION SYSTEM - 62472M10 624723 1 010 2/28/2020 DESIGNED: DRAWN: FUPC (FUNDAMENTALIST UKRANIAN PENTECOSTALIST CHURCH) KET JPC/DJB RE N TO N , WA CHECKED: APPROVED SITE DESIGNATION: FUPC SUBBASIN #1 SHEET NO.: 46 OF 65 / O 1 �U00001) Call before you dig SURVEYED: GEODETIC SURVEYING SERVICE DESIGNED: DRAWN: CHECKED: P R APPROVED: SCALE: AS INDICATED ON DRAWING ONE INCH AT FULL SCALE IF NOT ONE INCH SCALE ACCORDINGLY VERTICAL: NAVD 1988 HORIZONTAL: NAD 1983/1991 DATUM CALL 811 (2) BUSINESS DAYS BEFORE YOU DIG (UNDERGROUND UTILITY LOCATIONS ARE APPROXIMATE) CITY OF RENTON Planning/Building/Public Works Dept. R-408333 IN COMPLIANCE WITH CITY OF RENTON STANDARDS DEVELOPMENT ENGINEERING % Nathan Janders 03/19/2020 ' FIRST UKRAINIAN PENTECOSTAL CHURCH 3811 NE 21 ST ST RENTON, WA 98056 SITE DESIGNATION: FUPC SUBBASIN #1 DATE: 02-25-20 FIELDBOOK: PAGE: DRAWING NO: sHEEr: 46 OF* 65 H H T Q J 2 U OC D U J Q U) O U LU Z LU 0— Z Q Z_ Q Irn — V ) H M 00 r) Lu 3 DOGWOOD TREES LANDSCAPE PLAN �9 Nature By Design Landscape Architecture 1320 ALAMEDA AVE, SUITE B FIRCREST, WA 98466 253-460-6067 NBDINC@ME.COM File Name: 1826LSL.dwg SD DOGWOOD TREE POURAZARI #39659 GRAPHIC SCALE 40 0 20 40 80 ( IN FEET) 1 inch = ft. 40 BASE MAP/TOPOGRAPHY PROVIDED BY OTHERS. ABOSSEIN ENGINEERING (AE) CANNOT BE HELD LIABLE FOR ACCURACY. CONTRACTOR SHALL FIELD VERIFY GRADES, UTILITIES AND ALL OTHER EX FEATURES & CONDITIONS. IF CONDITIONS ARE NOT AS SHOWN &/OR PLANS CANNOT BE CONSTRUCTED AS SHOWN, CONTACT AE PRIOR TO CONSTRUCTION. PERMIT SUBMITTAL LANDSCAPE LEGEND 11 2 Styrax japonica 2" CAL. Japanese Snowbell Tree Well Formed T' ? -- 20 Acer platanoides'Crimson Sentry' 2" CAL. Crimson Sentry Maple Well Formed T; 1 Acer palmatum'Emperor One' or Sim. 1 1/2" Cal. Red Upright Japanese Maple Well Formed 10 Cercis canadensis'Forest Pansy' 2" Cal. Forest Pansy Redbud Well Form T T13 9 Cupressus nootkantensis'pendula' 6' HT. Min. Weeping Alaska Cedar 7 Cupressocyparis o. Tortulosa 6' Ht. Twisted Hinoki Cypress Interesting form T 6 Prunus serrulata 2" CAL. Flowering Cherry Double Well Forn REVISION SHRUBS & GROUNDCOVER SYMBOL QTY DESCRIPTION SIZE + 170 Prunus lusitanica or sim. Evergreen Shrub 5 Gal. Portugal Laurel Full/Compact S1 58/59 Carex testacea & Pennisetum Little Bunny 1 Gal S2 Orange Sedge & Little Bunny Grass 60 Azalea' Girard's Hot Shot' 2 Gal. (DS3 Red Hot Shot Evergreen Azalea 26 Rhododendron, Kalmia or similar Flowering Evergreen 5 Gal. S5 Full/Compact �X 215 Nandina domestica c.'Gulf Stream' Gulf Stream Heavenly Bamboo S7 1 176 Potentilla fruticosa'goldfinger' Goldfinger Cinquefoil (yellow or Orange sim.) 36 Prunus 1. 'Mt Vernon' 1 Gal. S13 Mt Vernon Laurel 18 Huechera varieties 1 gal. S6 Caramel, Marmalade, Dark Knight, Fire Chief, Green SURVEYED: GEODETIC SURVEYING SERVICE tj DESIGNED: KLO DRAWN: KLO -,n KLO CHECKED: KLO BY DATE PP APPROVED: f�L SCALE: AS INDICATED ON DRAWING ONE INCH AT FULL SCALE IF NOT ONE INCH SCALE ACCORDINGLY 2 Gal. Full/Compact 1 Gal. SHRUBS & GROUNDCOVER SYMBOL QTY DESCRIPTION Miscanthus sinensis'ROTESILBER' RED Silverfeather Maiden Grass HM 42 Hakonchloa macra'aureola' Yellow Japanese Grass 147 Carex flacca CF Blue Sedge 77 Iberis siberica'Chilled Wine' ISCW Chilled Wine Iris J PE 144 Juncus patens 'Elk Blue' Elk Blue Rush ACG 216 Acorus gramineus'Ogon' Golden Variegated Sweet Flag 27 Corpus sanguinea 'Midwinter Fire' COSM Mid Winter Fire Red Twig Dogwood SHRUBS & GROUNDCOVER SIZE SYMBOL QTY DESCRIPTION @ 106 Corpus stolonifera Red Osier Dogwood 1 Gal. Q 20 Acer circinatum Vine Maple 4" plug EPC 79 Epimedium pinnatum'Colchicum' 4" plug Epimedium 27 Calamagrostis acutiflora Karl Forester Grass 4" plug 4" plug 4" plug 4" plug 1 Gal. AS -BUILT 0 M SIZE 0 C) 1 Gal. r U 1 Gal. 4" plug + + + GROUNDCOVER: + + + + + + Juniperus squamata'Blue Star' 1 Gal. AS OBSERVED 8/14/23 Blue Star Juniper @ C O " 36 PLANTINGS HAVE BEEN INSTALLED GROUNDCOVER: R: 0 � Arctostophyllus uva ursi 'Massachusetts' 1 Gal. PER THIS PLAN AND ARE ALL THRIVING O Kinnickinnick @ 18" OC Triangular Spacing AND HEALTHY . . . . . .". . Hydroseeding for Typical Lawn AreasOR SOD Diamond Green Turf Mix - Sunmark Seeds www.sunmarkseeds.com Botanical Name Common Name % by Weight Schendonorus arundinacea var. Crossfire 3 Crossfire III Turf Type Tall Fescue 30% Schendonorus arundinacea var. Mustang 4 Mustang IV Turf Type Tall Fescue 30% Lolium perenne var Blazer 4 Blazer IV Perennial Ryegrass 15% Lolium perenne var Dasher 3 Dasher 3 Perennial Ryegrass 15% Festuca rubra var Jasper II Jasper II Creeping Red Fescue 5% Festuca rubra spp fallax var Windward Windward Chewings Fescue 5% N ENLARGED TYPICAL AREAS VERTICAL: NAVE, 1988 HORIZONTAL: NAD 1983/1991 DATUM CALL 811 (2) BUSINESS DAYS BEFORE YOU DIG (UNDERGROUND UTILITY LOCATIONS ARE APPROXIMATE) CITY OF RENTON Planning/Building/Public Works Dept. R-408334 IN COMPLIANCE WITH CITY OF RENTON STANDARDS FIRST UKRAINIAN PENTECOSTAL CHURCH 3811 NE 21 ST ST RENTON, WA 98056 L0 N O O i 00 Q J O QD O O O ti n 2 U ry Z) U J Q () O U LLl I— Z Lu 0- Z Q Z Q 11-19-19 1 �e FIELDBOOK: PAGE: DRAWING NO: L1 Cn SHEET: OF: 42 65 LL ori CD 17 CD LU I - GENERAL LANDSCAPE NOTES 1. Contractor is responsible for obtaining all necessary permits from the appropriate agency prior to commencing work. Contractor shall contact Line Locators (811) a min. of 48 hours prior to any digging or trenching. If there are any discrepancies with existing lines and landscaping, it is the contractor's responsibility to contact the landscape architect and request a site visit to address the conflicts. Contractor shall comply and conform to any and all local and state codes for work, schedules and any other project related requirements. 2. Contractor shall coordinate directly with the landscape architect for all landscape related issues, concerns, inspections and approvals. Contractor shall provide the landscape architect with a written request for a site visit to address any related items. 3. Scope of work shall include any and all specified and unspecified but related incidental work to achieve the design indicated on the landscape plans. All labor, materials, subcontractors, equipment, and related incidental items shall be supplied and installed to achieve a complete project, unless directed otherwise by the general contractor or landscape architect. 4. Contractor to verify all sub grades are set below required amendments to insure the finished grade will match what is intended by civil or drainage design. All sub grades and finished or final grades shall be graded to drain to the designed drainage system with positive drainage away from all structures. 5. Grade Preparation: All planting areas shall be cleaned of all construction and native debris, rocks 1" and larger, and any other objects considered harmful to plant life. The debris shall be hauled off site. Soils shall be excavated 6" below finish grade. Place 4" of highly organic topsoil (5-way) in planting areas and till in total depth of 12". 6. Mulching: All planting pits to receive a minimum of 3" of Medium grind black bark mulch. Top of all Mulching shall be 1/2' below - flush to the top of all paving surfaces. Provide for a min. 6" clearance of all mulches and lawns that are immediately adjacent to any building faces measured from the bottom of siding to the top of landscape surface. 7. Contractor shall field layout all plant material and contact the landscape architect for a site visit to approve the layout. Any field modifications shall be done by the landscape architect prior to planting. 8. Contractor shall immediately notify the landscape architect of any poor drainage condition in landscape areas. No standing water shall be permitted in any landscape areas - either on the surface or below the topsoil. The landscape architect shall coordinate the drainage solution with the general contractor and civil engineer. Once the concerns have been remedied planting shall commence. 9. All groundcover to be planted in a triangular spacing formation, equal in all directions to the centers of the groundcovers in distances indicated in the legend. Contractor shall verify all quantities of groundcovers by area calculations and spacing requirements. 10. Landscaping is to be per plan. Plant substitutions due to availability or otherwise will be allowed only with landscape architect, owner and agency approval. Any substitutions will be with material of similar size, growth characteristics, and quality. 11. All trees must be staked as necessary so as to maintain material in a healthy, vigorous growing condition. 12. Landscaping shall be installed in a professional workmanlike manner that is consistent and accepted throughout the industry. All landscape and irrigation work shall be performed by experienced persons familiar with scope of project. 13. All landscape material and labor is to be guaranteed for a period of one full year from the time of completion. 14. When planting 'Balled and Burlapped' product, gently place root ball in prepared hole with burlap still on the root ball. Remove all wire from any B&B plant material, cut jute strings and roll burlap off top of root ball. If burlap is green in color, carefully remove the entire burlap bag and all binding from the root ball. 15. Street trees shall have caliper size of at least 2" measure per American Association of Nurserymen Standards. 16. Street trees shall be high branching with canopy that starts at least 6' above finish grade. 17. All plant I.D. tags are to remain on the plant material until final inspection has been complet d. Once approved all plant I.D. tags shall be removed and discarded appropriately. 18. Trees shall be cared for in accordance with the American National Standards Institute (AN ) standard practices for trees, shrubs and other woody plant maintenance (ANSI 300) in order to allow hem to reach there mature height and form. 19. Pruning of street trees shall be performed per the ANSI 300 standards so as to maintain the n-ataliSISET I form of the tree, encourage vigorous growth to a mature spread and height, and avoid weak ffillmlI&DUI tree to create a hazard. Street trees shall not be topped pollarded, or otherwise pruned in a -nQGQUPIE1 contrary to these goals, unless there is no practicable alternative that would preserve essen ia$UJi qNG services. OCCUPAN 20. Plant material selected is drought tolerant or native species. The project proponent shall b APPROVAI responsible for maintaining and watering all plant material throughout the first growing season AIRIfATAC of drought. OR OTHEF TEMPORARY IRRIGATION DA The project proponent shall ensure that a minimum of one (1) inch of water is supplied each week to the restoration area between May 1 and October 15 for a least the first two years following initial planting. The calculated amount of required water shall include both natural rainfall and temporary irrigation. RAIN GARDEN SHRUBS & GROUNDCOVER - QTYS ON SHT L1 SYMBOL QTY DESCRIPTION SIZE Cercis canadensis'Forest Pansy' 2" Cal. Forest Pansy Redbud Well Formed T T13 Cupressus nootkantensis'pendula' 6' HT. Min. Weeping Alaska Cedar - Cornus stolonifera 1 GAL. red osier dogwood @ 5' O.C. O - Physocarpus capitatus 1 GAL. ninebark @ 5' O.C. ACG - Acorus gramineus 'Ogon' 1 GAL. Golden Variegated Sweet Flag @ 1' O.C. JPE - Juncus patens 'Elk Blue' 1 GAL. Elk Blue Rush @ 1' O.C. ISCW _ Iberis siberica'Chilled Wine' 1 GAL. Chilled Wine Iris @ 1' O.C. Nature By Design Landscape Architecture 1320 ALAMEDA AVE, SUITE B FIRCREST, WA 98466 253-460-6067 NBDINC@ME.COM File Name: 1826LSJ.dwg RAIN GARDEN SHRUBS & GROUNDCOVER - QTYS ON SHT L1 SYMBOL QTY DESCRIPTION Carex flacca Blue Sedge Epimedium pinnatum 'Colchicum' Epimedium Hakonchloa macra'aureola' Yellow Japanese Grass cosh - Cornus sanguinea 'Midwinter Fire' Mid Winter Fire Red Twig Dogwood O - Acer circinatum Vine Maple POURAZARI #39659 SIZE 1 GAL. @ 1' O.C. 1 GAL. @ 1' O.C. 1 GAL. @ 1' O.C. 1 GAL. @ 1' O.C. 5 GAL. @5'O.C. BASE MAP/TOPOGRAPHY PROVIDED BY OTHERS. ABOSSEIN ENGINEERING (AE) CANNOT BE HELD LIABLE FOR ACCURACY. CONTRACTOR SHALL FIELD VERIFY GRADES, UTILITIES AND ALL OTHER EX FEATURES & CONDITIONS. IF CONDITIONS ARE NOT AS SHOWN &/OR PLANS CANNOT BE CONSTRUCTED AS SHOWN, CONTACT AE PRIOR TO CONSTRUCTION. O1 6' WIDE COMPOST AMENDED BIOFILTRATION SWALE FACILITY (CABS) WITH 1' LANDSCAPED SHOULDER ON BOTH SIDES.TOTAL ISLAND WIDTH FOR BIOSWALE #1 - #4 IS 8'. THE BIOSWALE TOP WIDTH FOR SWALES #1 TO #3 is 6' & FOR BIOSWALE #4 IS 8'. BIORETENTION PLANTING IS PER CITY OF RENTON STD. PLAN-262.50, EXCEPT AS MODIFIED BELOW TO O MATCH THE FIELD CONDITION. ORAISED MEDIAN ISLAND O2' WIDE METAL CURB -INLET FRAME TWO MAN STREAMBED BOULDERS, TYP-THREE AS�BUILT EVERY CURB INLET AS OBSERVED 8/14/23 TWO MAN STREAMBED BOULDER, TYP- TWO EVERY CHECK DAM PLANTINGS HAVE BEEN INSTALLED PER THIS PLAN AND ARE ALL THRIVING BIORETENTION SECTION MATERIALS PER CITY OF RENTON STD. PLAN- 262.10 AND HEALTHY SPACED AT 18' CENTER TO CENTER 20" X 24" GRATE INLET WITH BEEHIVE O GRATE, PRIMARY TO DETENTION CSP ®BIO-SWALE WEIR/CHECK DAM, 2' SYSTEM AND SECONDARY FOR WIDE, 6" DEEP W/2:1 SIDE -SLOPES EMERGENCY PURPOSE O6" DIA PERFORATED PVC UNDER -DRAIN TYPICAL INTERIOR PLANTER eNq STORM FUNCTION - PER CIVIL FOR REFERENCE ONLY SEE CIVIL SET NO. PERMIT SUBMITTAL 6" STREAMBED COBBLES, MIN 6" DEPTH 1 SEE STREAMBED COBBLE AND BOULDER DETAIL NOTE: CURB INLET FRAMES ARE CENTERED AT CL OF EACH STALL WITH A SPACING OF 18' MEASURED FROM CL TO CL OF EACH INLET FRAME. THE OUTSIDE EDGE OF THE CURB INLET OPENING SHALL BE V FROM THE TOE OF CHECK DAM SLOPE AS SHOWN (TYPICAL FOR EACH BIO-FILTRATION SWALE). I OUTLET PVC PIPE TO CSP DETENTION (STEM, SEE CIVIL DRAINAGE CONTROL !_ ,�Y SHEET FOR CONNECTION (TYPICAL FOR EACH BIO-SWALE) GRAPHIC SCALE 20 0 10 20 40 ( IN FEET) 1 inch = ft. 20 N TYPICAL INTERIOR PLANTER REVISION BY I DATE GRAPHIC SCALE 10 0 5 10 20 ( IN FEET) 1 inch = ft. 10 SURVEYED: GEODETIC SURVEYING SERVICE DESIGNED: KLO DRAWN: KLO CHECKED: KLO PRI APPROVED SCALE: AS INDICATED ON DRAWING ONE INCH AT FULL SCALE IF NOT ONE INCH SCALE ACCORDINGLY VERTICAL: NAVD 1988 HORIZONTAL: NAD 1983/1991 DATUM REMOVE ALL WIRE WRAP AND PLASTIC WRAP. 1 REMOVE BURLAP FROM MULCH TO DEPTH I TOP OF ROOT BALL SPECIFIED IN NOTES / MULCH & TOPSOIL OR FORM CONTINUOUS AMENDED BASE, REFER TO RIM ''IIIIIIIIIIIIIIIIIIIIII IIIIIII""" IIIII II�IIIIIIIIIIIIIII II ,. LS NOTES FOR DEPTH WHEN B&B: REMOVE ALL WIRE AND ROLL rL BURLAP OFF OF _ BACKFILL W/ BACKFILL TOP OF ROOTBALL MIXTURE AS INDICATED NOTES: IN NOTE IN 9" LAYERS. - 1. PLANTING BACKFILL: WATER AND TAMP TO 50% EXISTING SOIL, 50% 1/4 MINUS REMOVE AIR POCKETS - COMPOST, MIXED THOROUGHLY 2 X BALL DIA. 2. FOR MULCH TYPE SEE LANDSCAPE NOTES. 3. IF B&B AND BURLAP IS GREEN IN COLOR. REMOVE COMPLETELY BEFORE INSTALLING PLANT. SHRUB PLANTING DETAIL N.T.S. NOTES: 1. PLANTING BACKFILL: 50% EXISTING SOIL, 50% 1/4 MINUS COMPOST, MIXED THOROUGHLY / 2. FOR MULCH TYPE SEE LANDSCAPE NOTES. 3. IF B&B AND BURLAP IS GREEN IN COLOR. / REMOVE COMPLETELY BEFORE INSTALLING PLANT. Luz / m= gUL ENSURE PROPER SUBBASE O EXISTS; CLEAR ALL L m CONCRETE AND OTHER C.0 Q DEBRIS FROM PLANTERS PRIOR TO BACKFILLING 3" MULCH AND PLANTING I( - DECIDUOUS TREE INTERLOCKING PLASTIC TREE TIES OR AGENCY APPROVED EQUAL - (2) 2X2 OR 2" DIA. WOOD STAKES DRIVEN INTO SUBGRADE OR SIM. METHOD ARM SAUCER WITH DNTINUOUS RIM TOPSOIL OR AMENDED BASE, REFER TO LS NOTES FOR DEPTH _ WHEN B&B: REMOVE ALL WIRE AND ROLL BURLAP OFF OF TOP OF ROOTBALL �D J- - SCARIFY SIDES OF PIT, v - - BACKFILL WITH SOIL j MIXTURE INDICATED IN THE NOTES IN 9" LAYERS. WATER AND TAMP TO REMOVE AIR 2 X BALL DIA. POCKETS DECIDUOUS TREE PLANTING & STAKING DETAIL N.T.S. CALL 811 (2) BUSINESS DAYS BEFORE YOU DIG (UNDERGROUND UTILITY LOCATIONS ARE APPROXIMATE) CITY OF RENTON Planning/Building/Public Works Dept. ly _\ A 1 1�. w NOTES: _ 1. PLANTING BACKFILL: 50% EXISTING SOIL, 50% 1/4 MINUS COMPOST, MIXED ` THOROUGHLY 1 2. FOR MULCH TYPE SEE ` CONIFER TREE LANDSCAPE NOTES. 2x2 STAKE DRIVEN 3. IF B&B AND BURLAP IS _ - \% INTO DE GREEN IN COLOR. REMOVE ��ry E SECURREE STAKE TO TREE W/ COMPLETELY BEFORE _ INTERLOCKING PLASTIC TIES INSTALLING PLANT. FORM SAUCER WITH CONTINUOUS RIM MULCH TO DEPTH SPECIFIED MULCH & TOPSOIL OR IN LANSCAPE NOTES AMENDED BASE, REFER ll� Illill "' """' iillllll��ll TO LS NOTES FOR DEPTH WHEN B&B: REMOVE ALL I WIRE AND ROLL BURLAP OFF OF TOP OF ROOTBALL EXCAVATE PIT TO DEPTH OF ROOTBALL OR POT. - SCARIFY SIDES AND BOTTOM - OF PIT, BACKFILL W/ SOIL MIXTURE INDICATED IN NOTES, FILL IN 9" LAYERS, WATER AND TAMP TO REMOVE AIR POCKETS EVERGREEN TREE PLANTING & STAKING DETAIL N.T.S. R-408334 IN COMPLIANCE WITH CITY OF RENTON STANDARDS FIRST UKRAINIAN PENTECOSTAL CHURCH 3811 NE 21 ST ST RENTON, WA 98056 11-19-19 PAGE DRAWING NO: L2 SHEET: OF: 43 65 C) C) i AN C`7 LO (N 0 O 1 00 J C) CD r C) C) C) ti rN Ln.L 2 U 2 U J Q 0 O U LLI I- Z W 0- Z Q Z Q M) 0L U H H 2 U OC D U J Q U) O U w Z W n 00 I O w TEMPORARY COVER FOR CONSTRUCTION LOADS HEIGHT OF COVER CONSTRUCTION LOADS FINISHED GRADE FOR TEMPORARY CONSTRUCTION VEHICLE LOADS, AN EXTRA AMOUNT OF COMPACTED COVER MAY BE REQUIRED OVER THE TOP OF THE PIPE. THE HEIGHT -OF -COVER SHALL MEET THE MINIMUM REQUIREMENTS SHOWN IN THE TABLE BELOW. THE USE OF HEAVY CONSTRUCTION EQUIPMENT NECESSITATES GREATER PROTECTION FOR THE PIPE THAN FINISHED GRADE COVER MINIMUMS FOR NORMAL HIGHWAY TRAFFIC. AXLE LOADS PIPE SPAN, INCHES (kips) 18-50 50-75 1 75-110 1 110-150 MINIMUM COVER (FT) 2.0 2.5 3.0 3.0 12-42 48-72 3.0 3.0 3.5 4.0 78-120 3.0 3.5 4.0 4.0 126-144 3.5 4.0 4.5 4.5 *MINIMUM COVER MAY VARY, DEPENDING ON LOCAL CONDITIONS. THE CONTRACTOR MUST PROVIDE THE ADDITIONAL COVER REQUIRED TO AVOID DAMAGE TO THE PIPE. MINIMUM COVER IS MEASURED FROM THE TOP OF THE PIPE TO THE TOP OF THE MAINTAINED CONSTRUCTION ROADWAY SURFACE. CONSTRUCTION LOADING DIAGRAM NOT TO SCALE SPECIFICATION FOR CORRUGATED STEEL PIPE -ALUMINIZED TYPE 2 STEEL CMP PROTECTION SLAB 0 00 A 36"0 MAX., HS-25 ACCESS CASTING WITH GRADE RINGS AS REQUIRED, TO BE PROVIDED AND INSTALLED BY CONTRACTOR. MAYBE TOP MOUNTED (AS SHOWN) OR RECESSED. RIM/FINISHED GRADE _____ ___ - L= VARIES ° 4 - 9 I 1 4 ° 4 GASKET MATERIAL SUFFICIENT TO PREVENT SLAB FROM BEARING ON RISER TO BE PROVIDED BY CONTRACTOR. SCOPE HANDLING AND ASSEMBLY THIS SPECIFICATION COVERS THE MANUFACTURE AND SHALL BE IN ACCORDANCE WITH RECOMMENDATIONS OF THE INSTALLATION OF THE CORRUGATED STEEL PIPE (CSP) DETAILED IN NATIONAL CORRUGATED STEEL PIPE ASSOCIATION (NCSPA) THE PROJECT PLANS. INSTALLATION THE ALUMINIZED TYPE 2 STEEL COILS SHALL CONFORM TO THE APPLICABLE REQUIREMENTS OF AASHTO M274 OR ASTM A929. PIPE THE CSP SHALL BE MANUFACTURED IN ACCORDANCE WITH THE APPLICABLE REQUIREMENTS OF AASHTO M36 OR ASTM A760. THE PIPE SIZES, GAGES AND CORRUGATIONS SHALL BE AS SHOWN ON THE PROJECT PLANS. ALL FABRICATION OF THE PRODUCT SHALL OCCUR WITHIN THE UNITED STATES. The design and information shown on this drawing is provided as a service to the project owner, engineer and contractor by Contech Engineered Solutions LLC ("Contech"). Neither this drawing, nor any part thereof, may be used, reproduced or modified in any manner without the prior written consent of Contech. Failure to comply is done at the user's own risk and Contech expressly disclaims any liability or responsibility for such use. If discrepancies between the supplied information upon wh the drawing is based and actual field conditions are encounter as site work progresses, these discrepancies must be report to Contech immediately for re-evaluation of the design. Conte accepts no liability for designs based on missing, incomplete inaccurate information supplied by others. SHALL BE IN ACCORDANCE WITH AASHTO STANDARD SPECIFICATIONS FOR HIGHWAY BRIDGES, SECTION 26, DIVISION II OR ASTM A798 AND IN CONFORMANCE WITH THE PROJECT PLANS AND SPECIFICATIONS. IF THERE ARE ANY INCONSISTENCIES OR CONFLICTS THE CONTRACTOR SHOULD DISCUSS AND RESOLVE WITH THE SITE ENGINEER. IT IS ALWAYS THE RESPONSIBILITY OF THE CONTRACTOR TO FOLLOW OSHA GUIDELINES FOR SAFE PRACTICES. MATERIAL SPECIFICATION NOT TO SCALE DATE I REVISION DESCRIPTION BASE MAP/TOPOGRAPHY PROVIDED BY OTHERS. ABOSSEIN ENGINEERING (AE) CANNOT BE HELD LIABLE FOR ACCURACY. CONTRACTOR SHALL FIELD VERIFY GRADES, UTILITIES AND ALL OTHER EX FEATURES & CONDITIONS. IF CONDITIONS ARE NOT AS SHOWN &/OR PLANS CANNOT BE CONSTRUCTED AS SHOWN, CONTACT AE PRIOR TO CONSTRUCTION. NO. C741FNTECH00 ENGINEERED SOLUTIONS LLC www.ContechES.com 11815 NE Glenn Widing Drive, Portland, OR 97220 BY 800-548-4667 503-240-3393 800-561-1271 FAX PERMIT SUBMITTAL REVISION u 0 CMP RISER 7 013 11" TYP. SECTION VIEW O>- U � ACCESS CASTING NOT SUPPLIED BY CONTECH O A �jA0 F� B #4 DIAGONAL TRIM REINFORCING TABLE "BEARING 0 CMP A B 0 REINFORCING PRESSURE RISER (PSF) 24 4'0 26 #5 @ 10" OCEW 2,540 4'x4' #5 @ 10" OCEW 1,900 30" 4'-6"0 32 #5 @ 10" OCEW 2,260 4'-6" x 4'-6" #5 @ 9" OCEW 1,670 36" 5'0 38 #5 @ 9" OCEW 2,060 S x 5' #5 @ 8" OCEW 1,500 42 5'-6"0 44 #5 @ 8" OCEW 1,490 5'-6" x 5-6" #5 @ 8" OCEW 1,370 48 6'0 50 #5 @ 7" OCEW 1,210 6' x 6' #5 @ 7" OCEW 1,270 ** ASSUMED SOIL BEARING CAPACITY A #4 DIAGONAL TRIM fi I BAR (TYP. 4 PLACES), I BAR (TYP. 4 PLACES), _ _ _ _ i� �� _ _ _ _I SEE NOTE 7. I SEE NOTE 7. ____tLT __��_ -tt -r ---- 2" COVE 1 �� \ I (TYP) j----ICj t�tL---1 r----IT---- �7---t a ------ram U----- - - - - - --� - C----- -- - - _ �I ----� LI------11,,£jv 11-----� III �4/ \M III Q Ir NI I �I I� 11 j I { I OPENING IN OPENING IN _- _ 1�L_ �� <� ___/�I_____ PROTECTION PROTECTION----tl- -----�{--�.�-Art---- SLAB FOR r----It-�-------�-tl SLAB FOR I �I �� I�� I ACESS I I I ��I �� ,� I�� I I I ACCESS INTERRUPTED BAR REPLACEMENT, SEE , Ir I I I ,/I I I I I NOTE 6. \ I I I I I I STANDARD STANDARD REINFORCING, REINFORCING, SEE TABLE SEE TABLE ROUND OPTION PLAN VIEW CMP DETENTION SYSTEMS CONTECH PROPOSAL DRAWING BY I DATE NOTES: 1. DESIGN IN ACCORDANCE WITH AASHTO, 17th EDITION AND ACI 350. 2. DESIGN LOAD HS25. 3. EARTH COVER = 1' MAX. 4. CONCRETE STRENGTH = 4,000 psi 5. REINFORCING STEEL = ASTM A615, GRADE 60. 6. PROVIDE ADDITIONAL REINFORCING AROUND OPENINGS EQUAL TO THE BARS INTERRUPTED, HALF EACH SIDE. ADDITIONAL BARS TO BE IN THE SAME PLANE. SQUARE OPTION PLAN VIEW INTERRUPTED BAR REPLACEMENT, SEE NOTE 6. 7. TRIM OPENING WITH DIAGONAL #4 BARS, EXTEND BARS A MINIMUM OF 12" BEYOND OPENING, BEND BARS AS REQUIRED TO MAINTAIN BAR COVER. 8. PROTECTION SLAB AND ALL MATERIALS TO BE PROVIDED AND INSTALLED BY CONTRACTOR. 9. DETAIL DESIGN BY DELTA ENGINEERS, ARCHITECTS AND LAND SURVEYORS, ENDWELL, NY. MANHOLE CAP DETAIL NOT TO SCALE 35" X 24' PERFORATED UNDERGROUND RETENTION SYSTEM - 62472M10 FUPC (FUNDAMENTALIST UKRANIAN PENTECOSTALIST CHURCH) RENTON, WA SITE DESIGNATION: FUPC SUBBASIN #1 'o Call before you dig SURVEYED: GEODETIC SURVEYING SERVICE DESIGNED: DRAWN: CHECKED. SCALE AS INDICATED ON DRAWING ONE INCH AT FULL SCALE IF NOT ONE INCH SCALE ACCORDINGLY VERTICAL: NAVD 19ee HORIZONTAL- HAD 1983/1991 DATUM R-408335 PROJECT NO.: SEQ. No. I DATE: 624723 010 2/28/2020 DESIGNED: DRAWN: KET JPC/DJB CHECKED: APPROVED: JMD JMD SHEET NO.: 48 OF 65 CALL 811 (2) BUSINESS DAYS BEFORE YOU DIG (UNDERGROUND UTILITY LOCATIONS ARE APPROXIMATE) CITY OF DR) RENTON vul• Planning/Building/Public Works Dept. R-408335 IN COMPLIANCE WITH CITY OF RENTON STANDARDS DEVELOPMENT ENGINEERING Nathan Janders 03/19/2020 FIRST UKRAINIAN PENTECOSTAL CHURCH 3811 NE 21 ST ST RENTON, WA 98056 SITE DESIGNATION: FUPC SUBBASIN #1 DATE: 02-25-20 FIMDSOOK: PAGE: DRAWING NO: SHEET: 48 OF. 65 H 2 U OC D U J Q U) O U LU Z L LI IZ Z Q Z_ Q I- V i H 00 I O w I- FV-4" 2y2" *NOTE: WHEN RISER EXTENSIONS ALL STEEL PER ARE USED, THE PLANT SHOULD %4" (#6) REBAR CAN BE CUT FLUSH — ° ASTM A36 CUT 3" FROM THE SIDE RAILS AS (4) %6" FILLET WELDS FROM LADDER RAILS TO OUTSIDE OF RAIL SHOWN EACH ANGLE CORRUGATION AND RUNGS (BAR LENGTH = 16%4") OR BAR CAN CREST (2 WELDS EACH SIDE) EXTEND BEYOND RAIL%"± ~ FABRICATION TOLERANCE: ±%4" ° FLAT BAR AND REBAR: MILL 3/8„ TOLERANCE APPLIES (4) L3" x 3" x 3/6" RISER TYP. 5%2" LONG IV I 7 T 01 _ 6" FROM RUNG TO it 12" TYP. RISER JOINT HOLE w/ 3Y4' REBAR RUNG, *3" FROM BOTTOM OF LADDER O CENTER TO CENTER RUNG SPACING co WELD REBAR TO RUNG ON RAIL TO RISER JOINT V-4" OUTSIDE OF STEEL RAIL (2)%4" FILLET WELDS 1" LONG FROM EACH ANGLE 2%2" x 3/8" FLAT BAR SIDE RAIL TO LADDER RAIL PLAN SIDE PLAN NOTES: 1. LADDERS CAN BE MADE IN 20'-0" STANDARD LENGTHS AND CUT TO FIT *3" FROM TOP OF LADDER +I 2. ALL MATERIAL TO MEET ASTM A36 RAIL TO RISER JOINT O 3. LADDER TO BE HOT DIPPED GALVANIZED PER ASTM A-123 AFTER 6" FROM RUNG TO FABRICATION IS COMPLETE RISER JOINT STANDARD LADDER DETAIL NOT TO SCALE PART NO. HALAGVL16 — PROVIDE MINIMUM OF 4 ATTACHMENT — — ANGLES (2 ON EITHER SIDE OF LADDER RAIL) _ ' — — _ A TO CONNECT LADDER TO RISER EXTENSION RISER w/ LADDER AND STEPS IF EXTENSION IS REQUIRED _ LADDER RAILS AND RUNGS RISER NORMALLY CMP WITH 2%3' x%z" CORRUGATIONS (4) %6" FILLET WELDS RISER w/ LADDER (4) %6" FILLET WELDS FROM EACH ANGLE CORRUGATION CREST FROM EACH ANGLE TO AND STEPS CORRUGATION CREST (2 WELDS EACH SIDE)— (2 WELD EACH SIDE) _ (2)%4" FILLET WELDS 1" LONG _ _ _ ATTACHMENT ANGLE O L3" x 3" x %6" L3" x 3" x 3/6"— L5" x 3" x %4" x 16" LONG AT V-0" MINIMUM OF 4 ANGLES PER 5%2" LONG 5%2" LONG SPACING. LONG LEG TO LADDER SECTION, (2 EACH SIDE OF MAINLINE CMP �_ PROJECT OUT. WELD TOP LADDER) 6' MAX. SPACING AND BOTTOM OF 3" LEG TO EACH VERTICALLY 22/ x %2, 5 x 1, 3 x 1, ETC. MAX. CORRUGATION CREST (THESE ANGLES SHOULD BE USED d FOR LARGER DIAMETER MAINLINES WHERE ADDITIONAL SECTION A -A STEPS ARE NEEDED) LADDER RAILS NOTE: AND RUNGS THIS DRAWING IS INTENDED TO APPLY TO LADDERS INSTALLED IN RISERS HAVING A DIAMETER OF 30" OR ELEVATION LARGER. DUE TO SPACE CONSTRAINTS AND LIMITED ACCESSIBILITY, THE PRACTICALITY AND SUITABILITY OF UTILIZING RISERS SMALLER THAN 30" DIAMETER RISER LADDER DETAIL AND/OR INCORPORATING LADDERS IN THESE SMALLER NOT TO SCALE DIAMETER RISERS SHOULD BE ADDRESSED BY THE OWNER AND PROJECT ENGINEER R-408336 The design and information shown on this drawing is provided as a service to the project owner, engineer and contractor by ® ® PROJECT No.: SEC. No.: DATE: Contech Engineered Solutions LLC("Contech"). Neither this ��I/� �\I/<V�iCiAV �� 624723 010 2/28/2020 drawing, nor any part thereof, may be used, reproduced or C741FNTECH �" '� ' ��wx 24 PERFORATED UNDERGROUND RETENTION SYSTEM - 624723-010modiied in any manner without the prior written consent of �.►, �` `� = = DESIGNED: DRAWN: Contech. Failure essly comply claimssdone a[the yorruser's ponsibrisk tyforand ENGINEERED SOLUTIONS LLC CMP DETENTION SYSTEMS FUPC (FUNDAMENTALIST UKRANIAN PENTECOSTALIST CHURCH) KET JPC/DJB Contech expressly disclaims any liability or responsibility for such use. If discrepancies between the dwww.ContechES.com RENTON,WA CHECKED: APPROVED: supplied information upon which CONTECH JMD JMD the drawing is based and actuallfield conditions are encountered PROPOSAL to siteechim immediately re-evaluation must be Contact 11815 NE Glenn Widing Drive, Portland, OR 97220 SITE DESIGNATION: FUPC SUBBASIN #1 to Con tech immediately for re-evaluation of the design. Contech SHEET NO.: accepts no liability for designs based on missing, incomplete orEARIJDATE REVISION DESCRIPTION B 800-548-4667 503-240-3393 800-561-1271 FAX DRAWING 49 OF 65 inaccurate information su lied 1), others. BASE MAP/TOPOGRAPHY PROVIDED BY OTHERS. ABOSSEIN ENGINEERING (AE) CANNOT BE HELD LIABLE FOR ACCURACY. CONTRACTOR SHALL FIELD VERIFY GRADES, UTILITIES AND ALL OTHER EX FEATURES & CONDITIONS. IF CONDITIONS ARE NOT AS SHOWN &/OR PLANS CANNOT BE CONSTRUCTED AS SHOWN, CONTACT AE PRIOR TO CONSTRUCTION. uf Call before you dig PERMIT SUBMITTAL SURVEYED: GEODETIC SURVEYING SCALE: SERVICE VERTICAL: NWD 19ee AS INDICATED HORIZONTAL• NAD 1983/1991 DESIGNED: ON DRAWING DRAWN: ONE INCH DATUM CHECKED: AT FULL SCALE IF NOT ONE INCH NO. REVISION BY DATE APPR APPROVED: SCALE ACCORDINGLY CALL 811 (2) BUSINESS DAYS BEFORE YOU DIG (UNDERGROUND UTILITY LOCATIONS ARE APPROXIMATE) CITY OF ,R RENTON • Planning/Building/Public Works Dept. MA [1106"110SA IN COMPLIANCE WITH CITY OF RENTON STANDARDS DEVELOPMENT ENGINEERING Nathan Janders 03/19/2020 FIRST UKRAINIAN PENTECOSTAL CHURCH 3811 NE 21 ST ST RENTON, WA 98056 SITE DESIGNATION: FUPC SUBBASIN #1 DATE 02-25-20 FIELDBOOK: PAGE: 49 65 H H 00 T Q J 2 U OC D U J Q U) O U LU Z LU IZ Z Q Z_ Q I— V ) H U H H 2 U OC D U J Q U) O U w Z W n 00 I O Nt w 20 MIL PE IMPERMEABLE LIN' rii�o TOF (IF RE TYPICAL SECTION VIEW NOT TO SCALE NOTE: IF SALTING AGENTS FOR SNOW AND ICE REMOVAL ARE USED ON OR NEAR THE PROJECT, A GEOMEMBRANE BARRIER IS RECOMMENDED WITH THE SYSTEM. THE GEOMEMBRANE LINER IS INTENDED TO HELP PROTECT THE SYSTEM FROM THE POTENTIAL ADVERSE EFFECTS THAT MAY RESULT FROM A CHANGE IN THE SURROUNDING ENVIRONMENT OVER A PERIOD OF TIME. PLEASE REFER TO THE CORRUGATED METAL PIPE DETENTION DESIGN GUIDE FOR ADDITIONAL INFORMATION. EXFILTRATION AREA STANDARD PERFORATION PATTERNS APPROXIMATE AREA PER LINEAR FOOT OF PIPE CORRUGATION PATTERN PIPE 2 2/3" x 1 /2" 3" x 1" 5" x 1" ULTRA FLO 30"0 30.5 SQ. IN. 32.3 SQ. IN. NOTES: • GAGE AND COATING LIMITATIONS APPLY. 5" x 1" IS NOT AVAILABLE IN ALUMINUM. TYPICAL PERFORATION DETAIL The design and information shown on this drawing is provided as a service to the project owner, engineer and contractor by Contech Engineered Solutions LLC ("Contech"). Neither this drawing, nor any part thereof, may be used, reproduced or modified in any manner without the prior written consent of Contech. Failure to comply is done at the user's own risk and Contech expressly disclaims any liability or responsibility for such use. If discrepancies between the supplied information upon wh the drawing is based and actual field conditions are encounter as site work progresses, these discrepancies must be report to Contech immediately for re-evaluation of the design. Contc accepts no liability for designs based on missing, incomplete inaccurate information supplied by others. NOT TO SCALE DATE I REVISION DESCRIPTION BASE MAP/TOPOGRAPHY PROVIDED BY OTHERS. ABOSSEIN ENGINEERING (AE) CANNOT BE HELD LIABLE FOR ACCURACY. CONTRACTOR SHALL FIELD VERIFY GRADES, UTILITIES AND ALL OTHER EX FEATURES & CONDITIONS. IF CONDITIONS ARE NOT AS SHOWN &/OR PLANS CANNOT BE CONSTRUCTED AS SHOWN, CONTACT AE PRIOR TO CONSTRUCTION. 081 2 2/3" x 1 /2" CO EDGE NOTES: 1. PERFORATION 2. PERFORATION ON THE NOMIf 3. DIMENSIONS 4. ALL HOLES 3/E IMPERMEABLE LINER SUPPLIED BY OTHERS 6-11 C —J L- LP —J PLAN FRONT 48" O to 90" O FITTING REINFORCEMENT MAY BE REQUIRED BASED ON HEIGHT OF COVER AND LIVE LOAD CONDITION TYPICAL MANWAY DETAIL NOT TO SCALE C721IONTECH@ ENGINEERED SOLUTIONS LLC www.ContechES.com 11815 NE Glenn Widing Drive, Portland, OR 97220 BY 800-548-4667 503-240-3393 800-561-1271 FAX PERMIT SUBMITTAL REVISION 0 TR N EMB ON FINAL BACKFILL v INITIAL BACKFILL 4 a LIVE LOADS NOT TO EXCEED CONVENTIONAL HIGHWAY LOADS. MINIMUM TRENCH WIDTH MUST ALLOW ROOM FOR PROPER COMPACTION OF HAUNCH MATERIALS UNDER THE PIPE ARCH. THE TRENCH WIDTH IS THE MINIMUM AMOUNT REQUIRED FOR PROPER INSTALLATION AND TO SUPPORT HORIZONTAL PRESSURE FROM THE PIPE. THE MANUFACTURER'S SUGGESTED MINIMUM VALUE IS: 1.5S + 12". 1a MINIMUM EMBANKMENT WIDTH (IN FEET) FOR INITIAL FILL ENVELOPE: 3.OS BUT NO LESS THAN S + 4'-0". 82"-112" 24" 3" x 1" 2 FOUNDATION SHALL BE WELL CONSOLIDATED. STABLE & CAPABLE OF SUPPORTING FILL MATERIAL LOAD. 3 OPEN -GRADED GRANULAR BEDDING MATERIAL SHALL BE A RELATIVELY LOOSE MATERIAL THAT IS ROUGHLY SHAPED TO FIT THE BOTTOM OF THE PIPE ARCH, 4" TO 6" IN DEPTH. SUGGESTED PARTICLE SIZE IS 1/2 CORRUGATION DEPTH. THE WIDTH OF BEDDING SHOULD BE THE EXTENTS OF THE INVERT OF THE PIPE ARCH. 4 CORRUGATED ALUMINUM PIPE ARCH (CAPA) [CORLIX PIPE ARCH]. 5 HAUNCH ZONE MATERIAL SHALL BE HAND SHOVELED OR SHOVEL SLICED INTO PLACE TO ALLOW FOR PROPER COMPACTION. REFER TO AASHTO 26.5.2, 26.5.4 OR ASTM B788 10.3 TO PROPERLY ADDRESS CORNER BEARING PRESSURE. 5a THE BACKFILL MATERIAL SHALL BE A FREE -DRAINING, ANGULAR, WASHED -STONE PER AASHTO M 43 SIZE #3 WITH A'/z" - 2" PARTICLE SIZE OR APPROVED EQUAL. MATERIAL SHALL BE PLACED IN 12" MAXIMUM LIFTS AND SHALL BE WORKED INTO THE PIPE HAUNCHES BY MEANS OF SHOVEL -SLICING, RODDING, AIR -TAMPER, VIBRATORY PLATE OR OTHER EFFECTIVE METHODS. COMPACTION IS CONSIDERED ADEQUATE WHEN A DENSITY EQUIVALENT TO 90% STANDARD PROCTOR IS ACHIEVED OR WHEN NO FURTHER YIELDING OF THE MATERIAL IS OBSERVED UNDER THE COMPACTOR OR UNDER FOOT. THE PROJECT ENGINEER OR HIS REPRESENTATIVE MUST BE SATISFIED WITH THE LEVEL OF COMPACTION. INADEQUATE COMPACTION CAN LEAD TO EXCESSIVE PIPE DEFLECTIONS AND SETTLEMENT OF THE SOILS OVER THE SYSTEM. BACKFILL SHALL BE PLACED SUCH THAT THERE IS NO MORE THAN A TWO -LIFT DIFFERENTIAL BETWEEN THE SIDES OF ANY PIPE IN THE SYSTEM AT ALL TIMES DURING THE BACKFILL PROCESS. BACKFILL SHALL BE ADVANCED ALONG THE LENGTH OF THE SYSTEM AT THE SAME RATE TO AVOID DIFFERENTIAL LOADING ON ANY PIPES IN THE SYSTEM. 6 INITIAL OPEN GRADED GRANULAR BACKFILL ABOVE PIPE ARCH MAY INCLUDE ROAD BASE MATERIAL (AND RIGID PAVEMENT IF APPLICABLE). SEE TABLE ABOVE. INITIAL BACKFILL OF 6" PER ENGINEER OF RECORD. 6a TOTAL HEIGHT OF COMPACTED COVER IS MEASURED FROM TOP OF PIPE ARCH TO BOTTOM OF FLEXIBLE PAVEMENT OR TOP OF RIGID PAVEMENT. 7 FINAL BACKFILL MATERIAL SELECTION AND COMPACTION REQUIREMENTS SHALL FOLLOW THE PROJECT PLANS AND SPECIFICATIONS PER THE ENGINEER OF RECORD. PER ENGINEER OF RECORD. 2" CLEAN ROCK WITH 40% POROSITY. NOTES: • GEOTEXTILE SHALL BE USED AS REQUIRED TO PREVENT SOIL MIGRATION. • FOR MULTIPLE BARREL INSTALLATIONS THE RECOMMENDED STANDARD SPACING BETWEEN PARALLEL PIPE ARCH RUNS SHALL BE SPAN/2 BUT NO LESS THAN 12", OR 36" FOR PIPE SPANS 108" AND LARGER. CONTACT YOUR CONTECH REPRESENTATIVE FOR NONSTANDARD SPACING. V^L�E M_ = = CMP DETENTION SYSTEMS CONTECH PROPOSAL DRAWING BY I DATE TYPICAL BACKFILL DETAIL NOT TO SCALE R-408338 PROJECT No.: SEC. No.: DATE: 35" x 24" PERFORATED UNDERGROUND RETENTION SYSTEM - 62472M20 624723 020 3/2/2020 DESIGNED: DRAWN: FUPC (FUNDAMENTALIST UKRANIAN PENTECOSTALIST CHURCH) KET JPC/DJB RENTON, WA CHECKEJMD APPROVED MD SITE DESIGNATION: FUPC BASIN #2 SHEET NO 51 OF 65 / O 1 ��, Call before you dig SURVEYED: GEODETIC SURVEYING SERVICE DESIGNED: DRAWN: CHECKED: P R APPROVED: SCALE: AS INDICATED ON DRAWING ONE INCH AT FULL SCALE IF NOT ONE INCH SCALE ACCORDINGLY VERTICAL: NAVD 1988 HORIZONTAL: NAD 19W/1991 DATUM CALL 811 (2) BUSINESS DAYS BEFORE YOU DIG (UNDERGROUND UTILITY LOCATIONS ARE APPROXIMATE) CITY OF RENTON Planning/Building/Public Works Dept. R-408338 IN COMPLIANCE WITH CITY OF RENTON STANDARDS DEVELOPMENT ENGINEERING Nathan Janders 03/19/2020 ' FIRST UKRAINIAN PENTECOSTAL CHURCH 3811 NE 21 ST ST RENTON, WA 98056 SITE DESIGNATION: FUPC BASIN #2 DATE: 02-25-20 FIELDBOOK: PAGE: DRAWING NO: SHEET: OF: 51 65 H H 77 U OC D U J Q U) O U LU Z LU 0— Z Q Z_ Q V Ir—n ) H U H H 2 U OC D U J Q U) O U w Z W n 00 I O w N LOAD FINISHED GRADE CMP PROTECTION SLAB 36"0 MAX., HS-25 ACCESS CASTING WITH GRADE RINGS AS REQUIRED, TO BE PROVIDED AND INSTALLED BY CONTRACTOR. MAYBE TOP MOUNTED (AS SHOWN) OR RECESSED. RIM/FINISHED GRADE _____ ___ _ L a a A a a a a (V II I I 11}' llll lGASKETyswr r�r �r�, lid-�� MATERIAL SUFFICIENT TO PREVENT CONSTRUCTION LOADS SLAB FROM BEARING ON RISER TO BE PROVIDED BY FOR TEMPORARY CONSTRUCTION VEHICLE LOADS, AN EXTRA AMOUNT OF COMPACTED COVER MAY BE REQUIRED OVER CONTRACTOR. THE TOP OF THE PIPE. THE HEIGHT -OF -COVER SHALL MEET THE MINIMUM REQUIREMENTS SHOWN IN THE TABLE BELOW. SECTION VIEW THE USE OF HEAVY CONSTRUCTION EQUIPMENT NECESSITATES GREATER PROTECTION FOR THE PIPE THAN FINISHED GRADE COVER MINIMUMS FOR NORMAL HIGHWAY TRAFFIC. AXLE LOADS PIPE SPAN, INCHES (kips) 18-50 1 50-75 1 75-110 1 110-150 MINIMUM COVER (FT) 2.0 2.5 3.0 3.0 12-42 48-72 3.0 3.0 3.5 4.0 78-120 3.0 3.5 4.0 4.0 126-144 3.5 4.0 4.5 4.5 *MINIMUM COVER MAY VARY, DEPENDING ON LOCAL CONDITIONS. THE CONTRACTOR MUST PROVIDE THE ADDITIONAL COVER REQUIRED TO AVOID DAMAGE TO THE PIPE. MINIMUM COVER IS MEASURED FROM THE TOP OF THE PIPE TO THE TOP OF THE MAINTAINED CONSTRUCTION ROADWAY SURFACE. CONSTRUCTION LOADING DIAGRAM NOT TO SCALE SPECIFICATION FOR CORRUGATED STEEL PIPE -ALUMINIZED TYPE 2 STEEL SCOPE HANDLING AND ASSEMBLY THIS SPECIFICATION COVERS THE MANUFACTURE AND SHALL BE IN ACCORDANCE WITH RECOMMENDATIONS OF THE INSTALLATION OF THE CORRUGATED STEEL PIPE (CSP) DETAILED IN NATIONAL CORRUGATED STEEL PIPE ASSOCIATION (NCSPA) THE PROJECT PLANS. INSTALLATION THE ALUMINIZED TYPE 2 STEEL COILS SHALL CONFORM TO THE APPLICABLE REQUIREMENTS OF AASHTO M274 OR ASTM A929. PIPE THE CSP SHALL BE MANUFACTURED IN ACCORDANCE WITH THE APPLICABLE REQUIREMENTS OF AASHTO M36 OR ASTM A760. THE PIPE SIZES, GAGES AND CORRUGATIONS SHALL BE AS SHOWN ON THE PROJECT PLANS. ALL FABRICATION OF THE PRODUCT SHALL OCCUR WITHIN THE UNITED STATES. The design and information shown on this drawing is provided as a service to the project owner, engineer and contractor by Contech Engineered Solutions LLC ("Contech"). Neither this drawing, nor any part thereof, may be used, reproduced or modified in any manner without the prior written consent of Contech. Failure to comply is done at the user's own risk and Contech expressly disclaims any liability or responsibility for such use. If discrepancies between the supplied information upon wh the drawing is based and actual field conditions are encounter as site work progresses, these discrepancies must be report to Contech immediately for re-evaluation of the design. Conte accepts no liability for designs based on missing, incomplete inaccurate information supplied by others. SHALL BE IN ACCORDANCE WITH AASHTO STANDARD SPECIFICATIONS FOR HIGHWAY BRIDGES, SECTION 26, DIVISION II OR ASTM A798 AND IN CONFORMANCE WITH THE PROJECT PLANS AND SPECIFICATIONS. IF THERE ARE ANY INCONSISTENCIES OR CONFLICTS THE CONTRACTOR SHOULD DISCUSS AND RESOLVE WITH THE SITE ENGINEER. IT IS ALWAYS THE RESPONSIBILITY OF THE CONTRACTOR TO FOLLOW OSHA GUIDELINES FOR SAFE PRACTICES. MATERIAL SPECIFICATION NOT TO SCALE DATE I REVISION DESCRIPTION BASE MAP/TOPOGRAPHY PROVIDED BY OTHERS. ABOSSEIN ENGINEERING (AE) CANNOT BE HELD LIABLE FOR ACCURACY. CONTRACTOR SHALL FIELD VERIFY GRADES, UTILITIES AND ALL OTHER EX FEATURES & CONDITIONS. IF CONDITIONS ARE NOT AS SHOWN &/OR PLANS CANNOT BE CONSTRUCTED AS SHOWN, CONTACT AE PRIOR TO CONSTRUCTION. NO. C741FNTECH® ENGINEERED SOLUTIONS LLC 11815 NE Glenn Wilding Drive, Portland, OR 97220 BY 800-548-4667 503-240-3393 800-561-1271 FAX PERMIT SUBMITTAL REVISION rn ACCESS CASTING NOT SUPPLIED BY CONTECH A B #4 DIAGONAL TRIM REINFORCING TABLE "BEARING 0 CMP A B 0 REINFORCING PRESSURE RISER (PSF) 241,4'x4' 4'0 26 #5 @ 10" OCEW 2,540 #5 @ 10" OCEW 1,900 30" 4'-6"0 32 #5 @ 10" OCEW 2,260 4'-6" x 4'-6" #5 @ 9" OCEW 1,670 36" 5'0 38 #5 @ 9" OCEW 2,060 S x 5' #5 @ 8" OCEW 1,500 42 5'-6"0 44 #5 @ 8" OCEW 1,490 5'-6' x 5-6" #5 @ 8" OCEW 1,370 48 6'0 50 #5 @ 7" OCEW 1,210 6' x 6' #5 @ 7" OCEW 1,270 ** ASSUMED SOIL BEARING CAPACITY #4 DIAGONAL TRIM fi I BAR (TYP. 4 PLACES), BAR (TYP. 4 PLACES), _ _ _ _ i� �� _ _ _ _I SEE NOTE 7. SEE NOTE 7. - _--__kT__-- Nlj_ ___I - j----L- L---1 1 � i /<i<11 r----IT---- 47---t ------TI - -----I --� --- \----- -----11,,£'� 11-----�1 �M J I I Ir NI I� 11 I �I ifl I { 1 OPENING IN OPENING IN __ _ ILL_ �> <� ___/�1_____ PROTECTION PROTECTION ----fit- -----�{--�.�-It---- SLAB FOR r----It-�-------�-tl SLAB FOR I �I ,� I�� I ACESS I I I ��I �� I�� I I I ACCESS 11 1� �� -'f 1 1 I I I I�-�� 1 I I INTERRUPTED BAR I I I I II i� I II REPLACEMENT, INTERRUPTED BAR �J LI11llJ SEE NOTE 6. REPLACEMENT, SEE I I I ,�I I I I I NOTE 6. I I I I I I I P) STANDARD STANDARD REINFORCING, REINFORCING, SEE TABLE SEE TABLE ROUND OPTION PLAN VIEW wuVVwu® 0411p q- ■ rI'Lum, r90 CMP DETENTION SYSTEMS CONTECH PROPOSAL DRAWING BY I DATE NOTES: 1. DESIGN IN ACCORDANCE WITH AASHTO, 17th EDITION AND ACI 350. 2. DESIGN LOAD HS25. 3. EARTH COVER = V MAX. 4. CONCRETE STRENGTH = 4,000 psi 5. REINFORCING STEEL = ASTM A615, GRADE 60. 6. PROVIDE ADDITIONAL REINFORCING AROUND OPENINGS EQUAL TO THE BARS INTERRUPTED, HALF EACH SIDE. ADDITIONAL BARS TO BE IN THE SAME PLANE. roTcl SQUARE OPTION PLAN VIEW 7. TRIM OPENING WITH DIAGONAL #4 BARS, EXTEND BARS A MINIMUM OF 12" BEYOND OPENING, BEND BARS AS REQUIRED TO MAINTAIN BAR COVER. 8. PROTECTION SLAB AND ALL MATERIALS TO BE PROVIDED AND INSTALLED BY CONTRACTOR. 9. DETAIL DESIGN BY DELTA ENGINEERS, ARCHITECTS AND LAND SURVEYORS, ENDWELL, NY. MANHOLE CAP DETAIL NOT TO SCALE 35" x 24" PERFORATED UNDERGROUND RETENTION SYSTEM - 62472M20 FUPC (FUNDAMENTALIST UKRANIAN PENTECOSTALIST CHURCH) RENTON, WA SITE DESIGNATION: FUPC BASIN #2 'o Call before you dig SURVEYED: GEODETIC SURVEYING SERVICE DESIGNED: DRAWN: CHECKED. SCALE AS INDICATED ON DRAWING ONE INCH AT FULL SCALE IF NOT ONE INCH SCALE ACCORDINGLY VERnCAL: NAVD 19ea HORIZONTAL- HAD 1983/1991 DATUM PROJECT No.: SEC. No.: DATE: 624723 020 1 3/2/2020 DESIGNED: DRAWN: KET JPC/DJB CHECKED: APPROVED: JMD -Mn SHEET NO.: 53 OF 65 CALL 811 (2) BUSINESS DAYS BEFORE YOU DIG (UNDERGROUND UTILITY LOCATIONS ARE APPROXIMATE) CITY OF DR) RENTON • Planning/Building/Public Works Dept. MA [floe] 04111 IN COMPLIANCE WITH CITY OF RENTON STANDARDS DEVELOPMENT ENGINEERING Nathan Janders 03/19/2020 ' FIRST UKRAINIAN PENTECOSTAL CHURCH 3811 NE 21 ST ST RENTON, WA 98056 SITE DESIGNATION: FUPC BASIN #2 DATE: 02-25-20 FiELDa00K: PAGE: DRAWING NO: SHEET: OF: 53 65 2 U OC D CU J Q U) O U w Z L LI Z Q Z_ Q I- V i H 00 10 O w 12' %4" (#6) REBAR CAN BE CUT FLUSH — a ALL STEEL PER ASTM A36 TO OUTSIDE OF RAIL (BAR LENGTH = 16%4") OR BAR CAN _ EXTEND BEYOND RAIL %2"± FABRICATION TOLERANCE: �" _ � o FLAT BAR AND REBAR: MILL TOLERANCE APPLIES TYP. 3/$„ 12" TYP. CENTER TO CENTER 7/$" HOLE w/ 3/4" REBAR RUNG, RUNG SPACING ® WELD REBAR TO RUNG ON OUTSIDE OF STEEL RAIL — o 2%2" x Y8" FLAT BAR SIDE RAIL PLAN SIDE NOTES: 1. LADDERS CAN BE MADE IN 20'-0" STANDARD LENGTHS AND CUT TO FIT 2. ALL MATERIAL TO MEET ASTM A36 3. LADDER TO BE HOT DIPPED GALVANIZED PER ASTM A-123 AFTER FABRICATION IS COMPLETE STANDARD LADDER DETAIL NOT TO SCALE PART NO. HALAGVL16 PROVIDE MINIMUM OF 4 ATTACHMENT ANGLES (2 ON EITHER SIDE OF LADDER RAIL) TO CONNECT LADDER TO RISER EXTENSION RISER w/ LADDER AND STEPS IF EXTENSION IS REQUIRED RISER w/ LADDER AND STEPS L5" x 3" x %4" x 16" LONG AT V-0" SPACING. LONG LEG TO MAINLINE CMP PROJECT OUT. WELD TOP Fffl AND BOTTOM OF 3" LEG TO EACH 2% x %2, 5 x 1, 3 x 1, ETC. AX CORRUGATION CREST (THESE ANGLES SHOULD BE USED LU d FOR LARGER DIAMETER a MAINLINES WHERE ADDITIONAL STEPS ARE NEEDED) -3" 'NOTE: WHEN RISER EXTENSIONS ARE USED, THE PLANT SHOULD CUT 3" FROM THE SIDE RAILS AS SHOWN C SER JOINT -'• •- • ,.i •I� LADDER RAILS AND RUNGS (2)%4" FILLET WELDS 1" LONG ATTACHMENT ANC MINIMUM OF 4 ANGLES P LADDER SECTION, (2 EACH SIDE LADDER) 6' MAX. SPACI VERTICAL SECTION A -A JOINT RISER NORMALLY CMP WITH 2%3" x%" CORRUGATIONS (4) %6" FILLET WELDS FROM EACH ANGLE TO CORRUGATION CREST (2 WELD EACH SIDE) L3"x3"x%6" 5%2" LONG (4)%6" FILLET WELDS FROM EACH ANGLE CORRUGA- CREST (2 WELDS EACH S (4)L3"x3"x%6" 5%2" LONG (2)%4" FILLET WELDS 1" LONG FROM EACH ANGLE TO LADDER RAIL (4)%6" FILLET WELDS FROM EACH ANGLE TO CORRUGATION CREST (2 WELDS EACH SIDE) L3" x 3" x %6" 5%2" LONG LADDER RAILS PLAN RISER \� LADDER RAILS NOTE: AND RUNGS THIS DRAWING IS INTENDED TO APPLY TO LADDERS INSTALLED IN RISERS HAVING A DIAMETER OF 30" OR ELEVATION LARGER. DUE TO SPACE CONSTRAINTS AND LIMITED ACCESSIBILITY, THE PRACTICALITY AND SUITABILITY OF UTILIZING RISERS SMALLER THAN 30" DIAMETER RISER LADDER DETAIL AND/OR INCORPORATING LADDERS IN THESE SMALLER NOT TO SCALE DIAMETER RISERS SHOULD BE ADDRESSED BY THE OWNER AND PROJECT ENGINEER R-408341 The design and information shown on this drawing is provided as a service to the project owner, engineer and contractor is Contech Engineered Solutions LLC ("Contech"). Neither this drawing,n part thereof, t ay be used, reproducedor ® �\I/� C741FNTECH �`I/ems / 0^�® !'% ' ��W lI1 �� x 24 PERFORATED UNDERGROUND RETENTION SYSTEM - 624723-020 PROJECT No.: 624723 SEC. No.: 020 DATE: 3/2/2020 DESIGNED. KET DRAWN: JPC/DJB in any consent y p Contech. Failure to comply is done at the user's own risk and Contech expressly disclaims any liability or responsibility for ENGINEERED SOLUTIONS LLC � ,► — `� = = CMP DETENTION SYSTEMS FUPC (FUNDAMENTALIST UKRANIAN PENTECOSTALIST CHURCH) such use. If discrepancies between the supplied information upon which www.ContechES.com CONTECH RENTON, WA CHECKED: APPROVED: the drawing is based and actual conditions are encountered JMD JMD disc to site work progresses, ediatelyforr-these re-evaluationfth must be reported to Contech immediately for re-evaluation of the design. Contech 11815 NE Glenn Widing Drive, Portland, OR 97220 PROPOSAL SITE DESIGNATION: FUPC BASIN #2 SHEET NO.: accepts no liability for designs based on missing, incomplete or 800-548-4667 503-240-3393 800-561-1271 FAX DRAWING 54 OP 65::] AR DATE REVISION DESCRIPTION BY inaccurate information su plied b others. BASE MAP/TOPOGRAPHY PROVIDED BY OTHERS. ABOSSEIN ENGINEERING (AE) CANNOT BE HELD LIABLE FOR ACCURACY. CONTRACTOR SHALL FIELD VERIFY GRADES, UTILITIES AND ALL OTHER EX FEATURES & CONDITIONS. IF CONDITIONS ARE NOT AS SHOWN &/OR PLANS CANNOT BE CONSTRUCTED AS SHOWN, CONTACT AE PRIOR TO CONSTRUCTION. NO. PERMIT SUBMITTAL REVISION BY I DATE / O 1 0� � Call before you dig SURVEYED: GEODETIC SURVEYING SCALE: SERVICE VERTICAL 111 1988 AS INDICATED HORIZONTAL• NAD 1983/1991 DESIGNED: ON DRAWING DRAWN: ONE INCH DATUM CHECKED: AT FULL SCALE IF NOT ONE INCH ) P APPROvi SCALE ACCORDINGLY CALL 811 (2) BUSINESS DAYS BEFORE YOU DIG (UNDERGROUND UTILITY LOCATIONS ARE APPROXIMATE) CITY OF RENTON • Planning/Building/Public Works Dept. W IN COMPLIANCE WITH CITY OF RENTON STANDARDS FV ELOPMENT ENGINEERINGan Janders 03/19/2020 FIRST UKRAINIAN PENTECOSTAL CHURCH 3811 NE 21 ST ST RENTON, WA 98056 SITE DESIGNATION: FUPC BASIN #1 DATE 02-25-20 FIELDBOOK: PAGE: 54 65 H H T Q J O O O O I T 2 U OC D U J Q U) O U LU Z LU 0— Z Q Z_ Q I— V ) H U H H 2 U OC D U J Q U) O U w Z W n 00 I O w I- TYPICAL 351f x 24" ARCH PIPE DETAIL N.T.S. AREA = 4.5 SF EQUIVALENT DIA. = 30" NOTES: 1. ALL DIMENSIONS ARE TO THE INSIDE CORRUGATION CREST UNLESS NOTED OTHERWISE. 2. ALL DIMENSIONS ARE SUBJECT TO MANUFACTURING TOLERANCES. 3. RISE AND SPAN DIMENSIONS ACCOUNT FOR AASHTO AND ASTM SPECIFICATION ALLOWABLE TOLERANCES FROM NOMINAL DIMENSIONS. 2 2/3" x 1/2" CORRUGATION - STEEL AND ALUMINUM CMP EDGE SPACING EQUAL ON BOTH SIDES COIL WID OP = 3.76 SQ IN/SQ FT NOTES: 1. PERFORATIONS MEET AASHTO AND ASTM SPECIFICATIONS. 2. PERFORATION OPEN AREA PER SQUARE FOOT OF PIPE IS BASED ON THE NOMINAL DIAMETER AND LENGTH OF PIPE. 3. DIMENSIONS SUBJECT TO MANUFACTURER'S TOLERANCES. 4. ALL HOLES 3/8" 0. EXFILTRATION AREA STANDARD PERFORATION PATTERNS APPROXIMATE AREA PER LINEAR FOOT OF PIPE CORRUGATION PATTERN PIPE 2 2/3" x 1/2" 3" x 1" 5" x 1" ULTRA FLO 30" 0 30.5 SQ. IN. 32.3 SQ. IN. NOTES: • GAGE AND COATING LIMITATIONS APPLY. 5" x 1" IS NOT AVAILABLE IN ALUMINUM. • DIMENSIONS SUBJECT TO MANUFACTURER'S TOLERANCES. TYPICAL PERFORATION DETAIL NOT TO SCALE 0 �.■rani KMAY BE 4S DEFINED BY D. FILL APPLIES E THE FIRST 4" LIVE LOADS NOT TO EXCEED CONVENTIONAL HIGHWAY LOADS. MINIMUM TRENCH WIDTH MUST ALLOW ROOM FOR PROPER COMPACTION OF HAUNCH MATERIALS UNDER THE PIPE ARCH. THE TRENCH WIDTH IS THE MINIMUM AMOUNT REQUIRED FOR PROPER INSTALLATION AND TO SUPPORT HORIZONTAL PRESSURE FROM THE PIPE. THE MANUFACTURER'S SUGGESTED MINIMUM VALUE IS: 1.5S + 12". SPAN MIN. COVER CORR. PROFILE 17"-83" 12" 2 2/3" x 1/2" <53" 12" 3" x 1 " & 5" x 1 " 54"-66" 15" 3" x 1" & 5" x I" 67"-103" 18" 3" x 1" & 5" x 1" 104"-117" 21 " 3" x 1 " & 5" x 1 " 11811 14211 24" 3" x 1 " & 5" x 1 " 1a MINIMUM EMBANKMENT WIDTH (IN FEET) FOR INITIAL FILL ENVELOPE: 3.OS BUT NO LESS THAN S + 4'0". 2 FOUNDATION SHALL BE WELL CONSOLIDATED, STABLE & CAPABLE OF SUPPORTING FILL MATERIAL LOAD. 3 OPEN -GRADED GRANULAR BEDDING MATERIAL SHALL BE A RELATIVELY LOOSE MATERIAL THAT IS ROUGHLY SHAPED TO FIT THE BOTTOM OF THE PIPE ARCH, 4" TO 6" IN DEPTH. SUGGESTED PARTICLE SIZE IS 1/2 CORRUGATION DEPTH. THE WIDTH OF BEDDING SHOULD BE THE EXTENTS OF THE INVERT OF THE PIPE ARCH. 4 CORRUGATED STEEL PIPE ARCH (CSPA) [HEL-COR PIPE ARCH]. 5 HAUNCH ZONE MATERIAL SHALL BE HAND SHOVELED OR SHOVEL SLICED INTO PLACE TO ALLOW FOR PROPER COMPACTION. REFER TO AASHTO 26.5.2, 26.5.4 OR ASTM A798 10.3 TO PROPERLY ADDRESS CORNER BEARING PRESSURE. 5a THE BACKFILL MATERIAL SHALL BE A FREE -DRAINING, ANGULAR, WASHED -STONE PER AASHTO M 43 SIZE #3 WITH A %" - 2" PARTICLE SIZE OR APPROVED EQUAL. MATERIAL SHALL BE PLACED IN 12" MAXIMUM LIFTS AND SHALL BE WORKED INTO THE PIPE HAUNCHES BY MEANS OF SHOVEL -SLICING, RODDING, AIR -TAMPER, VIBRATORY PLATE OR OTHER EFFECTIVE METHODS. COMPACTION IS CONSIDERED ADEQUATE WHEN A DENSITY EQUIVALENT TO 90% STANDARD PROCTOR IS ACHIEVED OR WHEN NO FURTHER YIELDING OF THE MATERIAL IS OBSERVED UNDER THE COMPACTOR OR UNDER FOOT. THE PROJECT ENGINEER OR HIS REPRESENTATIVE MUST BE SATISFIED WITH THE LEVEL OF COMPACTION. INADEQUATE COMPACTION CAN LEAD TO EXCESSIVE PIPE DEFLECTIONS AND SETTLEMENT OF THE SOILS OVER THE SYSTEM. BACKFILL SHALL BE PLACED SUCH THAT THERE IS NO MORE THAN A TWO -LIFT DIFFERENTIAL BETWEEN THE SIDES OF ANY PIPE IN THE SYSTEM AT ALL TIMES DURING THE BACKFILL PROCESS. BACKFILL SHALL BE ADVANCED ALONG THE LENGTH OF THE SYSTEM AT THE SAME RATE TO AVOID DIFFERENTIAL LOADING ON ANY PIPES IN THE SYSTEM. 6 INITIAL OPEN GRADED GRANULAR BACKFILL ABOVE PIPE ARCH MAY INCLUDE ROAD BASE MATERIAL (AND RIGID PAVEMENT IF APPLICABLE). SEE TABLE ABOVE. INITIAL BACKFILL OF 7.5" PER ENGINEER OF RECORD. 6a TOTAL HEIGHT OF COMPACTED COVER IS MEASURED FROM TOP OF PIPE ARCH TO BOTTOM OF FLEXIBLE PAVEMENT OR TOP OF RIGID PAVEMENT. 7 FINAL BACKFILL MATERIAL SELECTION AND COMPACTION REQUIREMENTS SHALL FOLLOW THE PROJECT PLANS AND SPECIFICATIONS PER THE ENGINEER OF RECORD. PER ENGINEER OF RECORD, 4.5" CLEAN ROCK WITH 40% POROSITY. NOTES: • GEOTEXTILE SHALL BE USED AS REQUIRED TO PREVENT SOIL MIGRATION. • FOR MULTIPLE BARREL INSTALLATIONS THE RECOMMENDED STANDARD SPACING BETWEEN PARALLEL PIPE ARCH RUNS SHALL BE SPAN/2 BUT NO LESS THAN 12", OR 36" FOR PIPE SPANS 108" AND LARGER. CONTACT YOUR CONTECH REPRESENTATIVE FOR NONSTANDARD SPACING. TYPICAL BACKFILL DETAIL NOT TO SCALE R-408343 The design and information shown on this drawing is provided as a service to the project owner, engineer and contractor by Neither this Contech Engineered Solutions may drawing, nor any part thereof, may be used, reproduced or be used, reproduced modified in any manner without the prior written consent of Contech. xpresFailuretocclaimssdoneatthe yorreponsibliityfor Contech expressly disclaims any liability or responsibility for such use. If discrepancies between the supplied information upon which the drawing is based and actual field conditions are encountered assite on work progresses, these discrepancies must be reported to Contech immediately for re-evaluation of the design. Contech accepts no liability for designs based on missing, incomplete or inaccurate information supplied by others. �I� i , C ;II/ N T E C H® ENGINEERED SOLUTIONS LLC www.ContechES.com 11815 NE G eM Widing Drive, Portland, OR 97220 800-548-4667 503-240-3393 800-561-1271 FAX A ��li� uTCA�J ® �� r ��,,,�` `=� CMP DETENTION SYSTEMS CONTECH PROPOSAL DRAWING �� 35 x 24 PERFORATED UNDERGROUND RETENTION SYSTEM -624723-030 FUPC (FUNDAMENTALIST UKRANIAN PENTECOSTALIST CHURCH) RENTON,WA SITE DESIGNATION: FUPC BASIN #3 PROJECT No.: 624723 SEC. No.: 030 DATE: 3/3/2020 DESIGNED: KET DRAWN: JPC/DJB CHECKED: JSM/JMD APPROVED: JSM SHEET NO.: 56 OF 65 AR DATE REVISION DESCRIPTION BY BASE MAP/TOPOGRAPHY PROVIDED BY OTHERS. ABOSSEIN ENGINEERING (AE) CANNOT BE HELD LIABLE FOR ACCURACY. CONTRACTOR SHALL FIELD VERIFY GRADES, UTILITIES AND ALL OTHER EX FEATURES & CONDITIONS. IF CONDITIONS ARE NOT AS SHOWN &/OR PLANS CANNOT BE CONSTRUCTED AS SHOWN, CONTACT AE PRIOR TO CONSTRUCTION. / O 1 �U00001) Call before you dig PERMIT SUBMITTAL I I I I SURVEYED: GEODETIC SURVEYING SERVICE DESIGNED: DRAWN: CHECKED: NO. I REVISION I BY I DATE IAPPRI PROVED: SCALE: AS INDICATED ON DRAWING ONE INCH AT FULL SCALE IF NOT ONE INCH SCALE ACCORDINGLY VERTICAL: Ni 1988 HORIZONTAL: NAD 1983/1991 DATUM CALL 811 (2) BUSINESS DAYS BEFORE YOU DIG (UNDERGROUND UTILITY LOCATIONS ARE APPROXIMATE) CITY OF RENTON Planning/Building/Public Works Dept. R-408343 IN COMPLIANCE WITH CITY OF RENTON STANDARDS DEVELOPMENT ENGINEERING ill Nathan Janders 03/19/2020 ' FIRST UKRAINIAN PENTECOSTAL CHURCH 3811 NE 21 ST ST RENTON, WA 98056 SITE DESIGNATION: FUPC BASIN #3 DATE: 02-25-20 FIELDBOOK: PAGE: DRAWING NO: SHEET: OF. 56 65 H H T Q J 2 U OC D U J Q U) O U LU Z LU 0— Z Q Z_ Q Irn — V ) H U H H 2 U OC D U J Q U) O U w Z W n 00 I O w ION LOADS FINISHED GRADE R CONSTRUCTION LOADS FOR TEMPORARY CONSTRUCTION VEHICLE LOADS, AN EXTRA AMOUNT OF COMPACTED COVER MAY BE REQUIRED OVER THE TOP OF THE PIPE. THE HEIGHT -OF -COVER SHALL MEET THE MINIMUM REQUIREMENTS SHOWN IN THE TABLE BELOW. THE USE OF HEAVY CONSTRUCTION EQUIPMENT NECESSITATES GREATER PROTECTION FOR THE PIPE THAN FINISHED GRADE COVER MINIMUMS FOR NORMAL HIGHWAY TRAFFIC. AXLE LOADS PIPE SPAN, INCHES (kips) 18-50 1 50-75 1 75-110 1 110-150 MINIMUM COVER (FT) 2.0 2.5 3.0 3.0 12-42 48-72 3.0 3.0 3.5 4.0 78-120 3.0 3.5 4.0 4.0 126-144 3.5 4.0 4.5 4.5 "MINIMUM COVER MAY VARY, DEPENDING ON LOCAL CONDITIONS. THE CONTRACTOR MUST PROVIDE THE ADDITIONAL COVER REQUIRED TO AVOID DAMAGE TO THE PIPE. MINIMUM COVER IS MEASURED FROM THE TOP OF THE PIPE TO THE TOP OF THE MAINTAINED CONSTRUCTION ROADWAY SURFACE. CONSTRUCTION LOADING DIAGRAM NOT TO SCALE SPECIFICATION FOR CORRUGATED STEEL PIPE -ALUMINIZED TYPE 2 STEEL 36"0 MAX., HS-25 ACCESS CASTING WITH GRADE RINGS AS REQUIRED, TO BE PROVIDED AND INSTALLED BY CONTRACTOR. MAY BE TOP MOUNTED CMP (AS SHOWN) OR RECESSED PROTECTION RIM/FINISHED SLAB GRADE ---- T O 1 ° I ■ ° ° GASKET MATERIAL SUFFICIENT TO PREVENT SLAB FROM BEARING ON RISER TO BE PROVIDED BY CONTRACTOR. SCOPE HANDLING AND ASSEMBLY THIS SPECIFICATION COVERS THE MANUFACTURE AND SHALL BE IN ACCORDANCE WITH RECOMMENDATIONS OF THE INSTALLATION OF THE CORRUGATED STEEL PIPE (CSP) DETAILED IN NATIONAL CORRUGATED STEEL PIPE ASSOCIATION (NCSPA) THE PROJECT PLANS. INSTALLATION THE ALUMINIZED TYPE 2 STEEL COILS SHALL CONFORM TO THE APPLICABLE REQUIREMENTS OF AASHTO M274 OR ASTM A929. PIPE THE CSP SHALL BE MANUFACTURED IN ACCORDANCE WITH THE APPLICABLE REQUIREMENTS OF AASHTO M36 OR ASTM A760. THE PIPE SIZES, GAGES AND CORRUGATIONS SHALL BE AS SHOWN ON THE PROJECT PLANS. ALL FABRICATION OF THE PRODUCT SHALL OCCUR WITHIN THE UNITED STATES. The design and information shown on this drawing is provided as a service to the project owner, engineer and contractor by Contech Engineered Solutions LLC ("Contech"). Neither this drawing, nor any part thereof, may be used, reproduced or modified in any manner without the prior written consent of Contech. Failure to comply is done at the user's own risk and Con expressly disclaims any liability or responsibility for such use. If discrepancies between the supplied information upon wh the drawing is based and actual field conditions are encounter as site work progresses, these discrepancies must be report to Contech immediately for re-evaluation of the design. Conte accepts no liability for designs based on missing, incomplete inaccurate information supplied by others. SECTION VIEW REINFORCING TABLE "BEARING 0 CMP A B 0 REINFORCING PRESSURE RISER (PSF) 24 4'0 26 #5 @ 10" OCEW 2,540 4'x4' #5 @ 10" OCEW 1,900 30" 4'-6" 0 32 #5 @ 10" OCEW 2,260 4'-6" x 4'-6" #5 @ 9" OCEW 1,670 36" 5'0 38 #5 @ 9" OCEW 2,060 5' x 5' #5 @ 8" OCEW 1,500 42" 5'-6" 0 #5 @ 8" OCEW 1,490 5'-6" x 5-6"44 #5 @ 8" OCEW 1,370 48 6'0 50 #5 @ 7" OCEW 1,210 6' x 6' #5 @ 7" OCEW 1,270 ASSUMED SOIL BEARING CAPACITY ACCESS CASTING NOT SUPPLIED BY CONTECH A ,o B J #4 DIAGONAL TRIM #4 DIAGONAL TRIM fi I BAR (TYP. 4 PLACES), BAR (TYP. 4 PLACES), _ 1 1__ I SEE NOTE 7. SEE NOTE 7. - ACT--- - - I� --- T T----1 /II ti 11\ i SHALL BE IN ACCORDANCE WITH AASHTO STANDARD SPECIFICATIONS FOR HIGHWAY BRIDGES, SECTION 26, DIVISION II OR ASTM A798 AND IN CONFORMANCE WITH THE PROJECT PLANS AND SPECIFICATIONS. IF THERE ARE ANY INCONSISTENCIES OR CONFLICTS THE CONTRACTOR SHOULD DISCUSS AND RESOLVE WITH THE SITE ENGINEER. IT IS ALWAYS THE RESPONSIBILITY OF THE CONTRACTOR TO FOLLOW OSHA GUIDELINES FOR SAFE PRACTICES. MATERIAL SPECIFICATION NOT TO SCALE DATE I REVISION DESCRIPTION BASE MAP/TOPOGRAPHY PROVIDED BY OTHERS. ABOSSEIN ENGINEERING (AE) CANNOT BE HELD LIABLE FOR ACCURACY. CONTRACTOR SHALL FIELD VERIFY GRADES, UTILITIES AND ALL OTHER EX FEATURES & CONDITIONS. IF CONDITIONS ARE NOT AS SHOWN &/OR PLANS CANNOT BE CONSTRUCTED AS SHOWN, CONTACT AE PRIOR TO CONSTRUCTION. NO. 1 CV4NTECH® ENGINEERED SOLUTIONS LLC www.ContechES.com 11815 NE Glenn Wilding Drive, Portland, OR 97220 BY 800-548-4667 503-240-3393 800-561-1271 FAX PERMIT SUBMITTAL REVISION r----IT- ---�7---��----TI - -----1 C----- ----�-------21-----� I II f II I Ir NI Ifj 11 I �I if,l/ I { I OPENING IN I Ill y I I OPENING IN __ ILL_ �� __/�I-____ PROTECTION 1-� -�----J---1---- ----1=�--_�- ----- _--_ -_� PROTECTION ----fit- -----�{-- 1t---- SLAB FOR r----It-�-------�-t1 SLAB FOR I �1 �� I��' I ACESS I I I ��I �� I�� I I I ACCESS I I 1� ��-'I I I I I I Imo- �y 'I I I INTERRUPTED BAR I I I I II i� I II I REPLACEMENT, ---I L- -----� L----11-- -1----11-----J INTERRUPTED BAR - li �I I I I I V I I I SEE NOTE 6. REPLACEMENT, SEE I �� 1 1 1 ,/1 1 1 1 1 NOTE 6. 1 1 1 1 1 I STANDARD STANDARD REINFORCING, REINFORCING, OB SEE TABLE SEE TABLE ROUND OPTION PLAN VIEW Oki I/.uVWwuwo 14 1 F z q_ i W, CMP DETENTION SYSTEMS CONTECH PROPOSAL DRAWING BY I DATE NOTES: 1. DESIGN IN ACCORDANCE WITH AASHTO, 17th EDITION AND ACI 350. 2. DESIGN LOAD HS25. 3. EARTH COVER = V MAX. 4. CONCRETE STRENGTH = 4,000 psi 5. REINFORCING STEEL = ASTM A615, GRADE 60. 6. PROVIDE ADDITIONAL REINFORCING AROUND OPENINGS EQUAL TO THE BARS INTERRUPTED, HALF EACH SIDE. ADDITIONAL BARS TO BE IN THE SAME PLANE. SQUARE OPTION PLAN VIEW 7. TRIM OPENING WITH DIAGONAL #4 BARS, EXTEND BARS A MINIMUM OF 12" BEYOND OPENING, BEND BARS AS REQUIRED TO MAINTAIN BAR COVER. 8. PROTECTION SLAB AND ALL MATERIALS TO BE PROVIDED AND INSTALLED BY CONTRACTOR. 9. DETAIL DESIGN BY DELTA ENGINEERS, ARCHITECTS AND LAND SURVEYORS, ENDWELL, NY. MANHOLE CAP DETAIL NOT TO SCALE 35" x 24" PERFORATED UNDERGROUND RETENTION SYSTEM - 624723-i FUPC (FUNDAMENTALIST UKRANIAN PENTECOSTALIST CHURCH) RENTON, WA SITE DESIGNATION: FUPC BASIN #3 'o Call before you dig SURVEYED: GEODETIC SURVEYING SERVICE DESIGNED: DRAWN: CHECKED. SCALE AS INDICATED ON DRAWING ONE INCH AT FULL SCALE IF NOT ONE INCH SCALE ACCORDINGLY VERTICAL: NAVD 19ee HORIZONTAL- HAD 1983/1991 DATUM PROJECT No.: SEC. No.: DATE: 624723 030 3/3/2020 DESIGNED: DRAWN: KET JPC/DJB CHECKED: APPROVED: JSM/JMD JSM SHEET NO.: 58 OF 65 CALL 811 (2) BUSINESS DAYS BEFORE YOU DIG (UNDERGROUND UTILITY LOCATIONS ARE APPROXIMATE) CITY OF OR) RENTON • Planning/Building/Public Works Dept. R-408345 IN COMPLIANCE WITH CITY OF RENTON STANDARDS DEVELOPMENT ENGINEERING Nathan Janders 03/19/2020 ' FIRST UKRAINIAN PENTECOSTAL CHURCH 3811 NE 21 ST ST RENTON, WA 98056 SITE DESIGNATION: FUPC BASIN #3 DATE: 02-25-20 FIELDBOOK: PAGE: DRAWING NO: SHEET: OF: 58 65 H H 00 T Q J 2 U OC D U J Q U) O U LU Z LU 0- Z Q Z_ Q I- V i H 00 I O ri w I- i YJ h ["I N 12 *NOTE: WHEN RISER EXTENSIONS ALL STEEL PER ARE USED, THE PLANT SHOULD %4" (#6) REBAR CAN BE CUT FLUSH — ° ASTM A36 CUT 3" FROM THE SIDE RAILS AS (4) %6" FILLET WELDS FROM LADDER RAILS TO OUTSIDE OF RAIL EACH ANGLE CORRUGATION AND RUNGS (BAR LENGTH = 16%4") OR BAR CAN SHOWN CREST (2 WELDS EACH SIDE) EXTEND BEYOND RAIL%"± FABRICATION TOLERANCE: ±%a" ° FLAT BAR AND REBAR: MILL 3/8„ TOLERANCE APPLIES (4) L3" x 3" x 3/6" RISER TYP. 5%2" LONG 01 _ 6" FROM R 12" TYP. R JOINT CENTER TO CENTER 7/$" HOLE w/ 3Y4' REBAR RUNG, *3" FROM O TOM R O RUNG SPACING ® WELD REBAR TO RUNG ON RISER JOINT OUTSIDE OF STEEL RAIL (2)%4" FILLET WELDS 1" LONG FROM EACH ANGLE 2%2" x 3/8" FLAT BAR SIDE RAIL TO LADDER RAIL PLAN SIDE PLAN NOTES: 1. LADDERS CAN BE MADE IN 20'-0" STANDARD LENGTHS AND CUT TO FIT *3" FRO TOP 2. ALL MATERIAL TO MEET ASTM A36 RISER JOINT O 3. LADDER TO BE HOT DIPPED GALVANIZED PER ASTM A-123 AFTER 6" FROM R FABRICATION IS COMPLETE R JOINT STANDARD LADDER DETAIL NOT TO SCALE PART NO. HALAGVL16 — — PROVIDE MINIMUM OF 4 ATTACHMENT — — — ANGLES (2 ON EITHER SIDE OF LADDER RAIL) _ ' — — _ A TO CONNECT LADDER TO RISER EXTENSION RISER w/ LADDER AND STEPS IF EXTENSION IS REQUIRED _ LADDER RAILS AND RUNGS RISER NORMALLY CMP WITH 23/3" x%2" CORRUGATIONS (4) %6" FILLET WELDS RISER w/ LADDER (4) %6" FILLET WELDS FROM EACH ANGLE TO FROM EACH ANGLE TO FROM CREST _I AND STEPS CORRUGATION CREST (2 WELDS EACH SIDE) (2 WELD EACH SIDE) (2)%4" FILLET WELDS 1" LONG111`4 _ _ — ATTACHMENT ANGLE O L3" x 3" x %6" L3" x 3" X 316"— tj L5" x 3" x %4" x 16" LONG AT V-0" MINIMUM OF 4 ANGLES PER 5%2" LONG 5%2" LONG SPACING. LONG LEG TO LADDER SECTION, (2 EACH SIDE OF MAINLINE CMP PROJECT OUT. WELD TOP LADDER) 6' MAX. SPACING 1'_ AND BOTTOM OF 3" LEG TO EACH VERTICALLY- 22/ x %2, 5 x 1, 3 x 1, ETC. AX CORRUGATION CREST _ (THESE ANGLES SHOULD BE USED— o FOR LARGER DIAMETER E MAINLINES WHERE ADDITIONAL SECTION A -A STEPS ARE NEEDED) LADDER RAILS NOTE: AND RUNGS THIS DRAWING IS INTENDED TO APPLY TO LADDERS INSTALLED IN RISERS HAVING A DIAMETER OF 30" OR ELEVATION LARGER. DUE TO SPACE CONSTRAINTS AND LIMITED ACCESSIBILITY, THE PRACTICALITY AND SUITABILITY OF UTILIZING RISERS SMALLER THAN 30" DIAMETER RISER LADDER DETAIL AND/OR INCORPORATING LADDERS IN THESE SMALLER NOT TO SCALE DIAMETER RISERS SHOULD BE ADDRESSED BY THE OWNER AND PROJECT ENGINEER R-408346 The design and information shown on this drawing is provided PROJECT No.: SEC. No.: DATE: as a service to the project owner, engineer and contractor by \I/ ® A ��I% UV00h J® �� 624723 030 3/3/2020 Contech Engineered Solutions ayb Contech"). Neither this CV41FNTECH - 35 x24 PERFORATED UNDERGROUND RETENTION SYSTEM-624723-030 drawing, nor any part thereof, may be used, reproduced or%��rmodiied in any manner without the prior written consent of 0,,, �` `� DESIGNED: DRAWN: Contech. comply ENGINEERED SOLUTIONS LLC CMP DETENTION SYSTEMS FUPC (FUNDAMENTALIST UKRANIAN PENTECOSTALIST CHURCH) KET JPC/DJB Contech expressly disclaims any liability or responsibility for such use. RENTON, WA CHECKED: APPROVED: If discrepancies between the supplied information upon which www.ContechES.com CONTECH JMD JMD the drawing is based and actual field conditions are encountered PROPOSAL assiteworkprogresses, these discrepancies must bereported 11815 NE Glenn Wilding Drive, Portland, OR 97220 SITE DESIGNATION: FUPC BASIN #3 to Contech immediately for re-evaluation of the design. Contact SHEET NO.: accepts no liability for designs based on missing, incomplete orLAR DATE REVISION DESCRIPTION BY 800-548-4667 503-240-3393 800-561-1271 FAX DRAWING 59 OF 65 inaccurate information su lied 11, others. BASE MAP/TOPOGRAPHY PROVIDED BY OTHERS. ABOSSEIN ENGINEERING (AE) CANNOT BE HELD LIABLE FOR ACCURACY. CONTRACTOR SHALL FIELD VERIFY GRADES, UTILITIES AND ALL OTHER EX FEATURES & CONDITIONS. IF CONDITIONS ARE NOT AS SHOWN &/OR PLANS CANNOT BE CONSTRUCTED AS SHOWN, CONTACT AE PRIOR TO CONSTRUCTION. U Call before you ff dig PERMIT SUBMITTAL SURVEYED: GEODETIC SURVEYING SCALE: SERVICE VERTICAL: NAVD 1988 AS INDICATED HORIZONTAL HAD 1983/1991 DESIGNED: ON DRAWING DRAWN: ONE INCH DATUM CHECKED: AT FULL SCALE IF NOT ONE INCH NO. REVISION BY DATE APPR APPROVED: SCALE ACCORDINGLY CALL 811 (2) BUSINESS DAYS BEFORE YOU DIG (UNDERGROUND UTILITY LOCATIONS ARE APPROXIMATE) CITY OF ,R RENTON • Planning/Building/Public Works Dept. A 'loe-yeralesj IN COMPLIANCE WITH CITY OF RENTON STANDARDS DEVELOPMENT ENGINEERING Nathan Janders 03/19/2020 ' FIRST UKRAINIAN PENTECOSTAL CHURCH 3811 NE 21 ST ST RENTON, WA 98056 SITE DESIGNATION: FUPC BASIN #3 DATE 02-25-20 FIELDBOOK: PAGE: 59 65 H H 00 T Q J 2 U OC D U J Q U) O U LU F- Z LU 0— Z Q Z_ Q I— V ) H U H H 2 U OC D U J Q U) O U w Z W n 00 I O Nt Ii w I- 20 MIL PE IMPERMEABLE LIN riNi�o TOF (IF RE TYPICAL SECTION VIEW NOT TO SCALE NOTE: IF SALTING AGENTS FOR SNOW AND ICE REMOVAL ARE USED ON OR NEAR THE PROJECT, A GEOMEMBRANE BARRIER IS RECOMMENDED WITH THE SYSTEM. THE GEOMEMBRANE LINER IS INTENDED TO HELP PROTECT THE SYSTEM FROM THE POTENTIAL ADVERSE EFFECTS THAT MAY RESULT FROM A CHANGE IN THE SURROUNDING ENVIRONMENT OVER A PERIOD OF TIME. PLEASE REFER TO THE CORRUGATED METAL PIPE DETENTION DESIGN GUIDE FOR ADDITIONAL INFORMATION. EDGE SPACING EQUAL ON BOTH SIDES 0 0 0 a 0/ 0 0 0 o _� o // -0 0 0 0 0 0 0 0 0 COIL WID OP = 3.76 SQ IN/SQ FT NOTES: 1. PERFORATIONS MEET AASHTO AND ASTM SPECIFICATIONS. 2. PERFORATION OPEN AREA PER SQUARE FOOT OF PIPE IS BASED ON THE NOMINAL DIAMETER AND LENGTH OF PIPE- 3. DIMENSIONS SUBJECT TO MANUFACTURER'S TOLERANCES. 4. ALL HOLES 3/8" O. EXFILTRATION AREA STANDARD PERFORATION PATTERNS APPROXIMATE AREA PER LINEAR FOOT OF PIPE CORRUGATION PATTERN PIPE 2 2/3" x 1/2" 3" x 1" 5" x 1" ULTRA FLO 30"0 30.5 SQ.IN. 32.3 SQ.IN. The design and information shown on this drawing is provided as a service to the project owner, engineer and contractor by Contech Engineered Solutions LLC ("Contech"). Neither this drawing, nor any part thereof, may be used, reproduced or modified in any manner without the prior written consent of Contech. Failure to comply is done at the user's own risk and Contech expressly disclaims any liability or responsibility for such use. If discrepancies between the supplied information upon which the drawing is based and actual field conditions are encountered as site work progresses, these discrepancies must be reported Cori Conimmediately for re-evaluation of the design. Contech accepts no liability for designs based on missing, incomplete or inaccurate information supplied by others. NOTES: • GAGE AND COATING LIMITATIONS APPLY. 5" x 1" IS NOT AVAILABLE IN ALUMINUM. • DIMENSIONS SUBJECT TO MANUFACTURER'S TOLERANCES. TYPICAL PERFORATION DETAIL NOT TO SCALE DATE I REVISION DESCRIPTION I BY BASE MAP/TOPOGRAPHY PROVIDED BY OTHERS. ABOSSEIN ENGINEERING (AE) CANNOT BE HELD LIABLE FOR ACCURACY. CONTRACTOR SHALL FIELD VERIFY GRADES, UTILITIES AND ALL OTHER EX FEATURES & CONDITIONS. IF CONDITIONS ARE NOT AS SHOWN &/OR PLANS CANNOT BE CONSTRUCTED AS SHOWN, CONTACT AE PRIOR TO CONSTRUCTION. \►G L PLAN FRONT 48" O to 90" O FITTING REINFORCEMENT MAY BE REQUIRED BASED ON HEIGHT OF COVER AND LIVE LOAD CONDITION TYPICAL MANWAY DETAIL 2 TR N EMBAON �j FINAL BACKFILL Z�� IN SITU MINIMUM HEIGHT OF COVER FOR PIPE ARCHES IS SPAN/8 BUT NOT LESS THAN 12" FOR CORRUGATIONS: • 2 2/3" x 1/2" • 3"x1" (SEE NOTE 6) BACKFILL REQUIREMENTS FOLLOW THE GUIDELINES OF AASHTO LRFD BRIDGE DESIGN (SEC 12) AND CONSTRUCTION (SEC 26) 1 MINIMUM TRENCH WIDTH MUST ALLOW ROOM FOR PROPER COMPACTION OF HAUNCH MATERIALS UNDER THE PIPE ARCH. THE MINIMUM TRENCH WIDTH (12.6.6.1): SPAN > 12": 1.5S + 12" 1a MINIMUM EMBANKMENT WIDTH (IN FEET) FOR INITIAL FILL ENVELOPE (12.6.6.2): • SPAN < 24": 3.OS • SPAN 24" - 112": S + 4'-0" 2 THE FOUNDATION UNDER THE PIPE ARCH AND SIDE BACKFILL SHALL BE ADEQUATE TO SUPPORT THE LOADS ACTING UPON IT (26.5.2). 3 ENGINEER TO DETERMINE IF BEDDING IS REQUIRED. BEDDING MATERIAL SHALL BE A RELATIVELY LOOSE MATERIAL THAT IS ROUGHLY SHAPED TO FIT THE BOTTOM OF THE PIPE ARCH, AND A MINIMUM OF TWICE THE CORRUGATION DEPTH IN THICKNESS, WITH THE MAXIMUM PARTICLE SIZE OF ONE-HALF OF THE CORRUGATION DEPTH (26.3.8.1). WIDTH OF BEDDING TO BE EXTENTS OF THE INVERT OF THE PIPE ARCH (26.5.3, FIG. 26.5.3-1). 4 CORRUGATED ALUMINUM PIPE ARCH (CAPA) [CORLIX PIPE ARCH]. 5 HAUNCH ZONE MATERIAL SHALL BE HAND SHOVELED OR SHOVEL SLICED INTO PLACE TO ALLOW FOR PROPER COMPACTION (26.5.2 & 26.5.4). 5a INITIAL BACKFILL FOR PIPE EMBEDMENT TO MEET AASHTO A-1, A-2 OR A-3 CLASSIFICATION, OR APPROVED EQUAL, COMPACTED TO 90% STANDARD PROCTOR (T 99). MAXIMUM PARTICLE SIZE NOT TO EXCEED 3" (12.4.1.2). ALL LIFTS SHALL BE PLACED IN A CONTROLLED MANNER. IT IS RECOMMENDED THAT LIFTS NOT EXCEED AN 8" UNCOMPACTED LIFT HEIGHT TO PREVENT UNEVEN LOADING, AND THE LESSER OF 1/3 THE SPAN OR 24" AS THE MAXIMUM DIFFERENTIAL SIDE -TO -SIDE (26.5.4). 6 INITIAL BACKFILL ABOVE PIPE ARCH MAY INCLUDE ROAD BASE MATERIAL (AND RIGID PAVEMENT IF APPLICABLE).SEE TABLE ABOVE. INITIAL BACKFILL OF 7.50" PER ENGINEER OF RECORD 6a TOTAL HEIGHT OF COMPACTED COVER FOR CONVENTIONAL HIGHWAY LOADS IS MEASURED FROM TOP OF PIPE ARCH TO BOTTOM OF FLEXIBLE PAVEMENT OR TOP OF RIGID PAVEMENT (12.6.6.3). 7 FINAL BACKFILL MATERIAL SELECTION AND COMPACTION REQUIREMENTS SHALL FOLLOW THE PROJECT PLANS AND SPECIFICATIONS PER THE ENGINEER OF RECORD (26.5.4.1). PER ENGINEER OF RECORD, 10.5" CLEAN ROCK WITH 40% POROSITY. NOT TO SCALE NOTES: • ENGINEER TO DETERMINE IF GEOTEXTILE SHOULD BE CONSIDERED FOR USE TO PREVENT SOIL MIGRATION INTO VARYING SOIL TYPES (PROJECT ENGINEER). • FOR MULTIPLE BARREL INSTALLATIONS THE RECOMMENDED STANDARD SPACING BETWEEN PARALLEL PIPE ARCH RUNS SHALL BE SPAN/3 BUT NO LESS THAN 12", OR 36" FOR PIPE ARCH SPANS 108" AND LARGER. CONTACT YOUR CONTECH REPRESENTATIVE FOR NONSTANDARD SPACING (SEE TABLE C12.6.7-1). TYPICAL BACKFILL DETAIL NOT TO SCALE R-408348 C721IONTECH ® A� uTCA�J® ��,,,1` 11 1R 35 x24 PERFORATED UNDERGROUND RETENTION SYSTEM-624723.040 PROJECT No.: 624723 SEC. No.: 040 DATE 3/3/2020 DESIGNED: DRAWN. `IMLOW C = ENGINEERED SOLUTIONS LLC CMP DETENTION SYSTEMS FUPC (FUNDAMENTALIST UKRANIAN PENTECOSTALIST CHURCH) KET JPC/DJB CHECKED: JSD/JMD APPROVED: JSD/JMD www.ContechES.com CONTECH RENTON, WA 11815 NE Glenn Widing Drive, Portland, OR 97220 PROPOSAL SITE DESIGNATION: FUCP BASIN #4 SHEET NO.: 800-548-4667 503-240-3393 800-561-1271 FAX DRAWING 61 of 65 PERMIT SUBMITTAL REVISION BY I DATE / O 1 �U00001) Call before you dig SURVEYED: GEODETIC SURVEYING SERVICE DESIGNED: DRAWN: CHECKED: P RI APPROVED: SCALE: AS INDICATED ON DRAWING ONE INCH AT FULL SCALE IF NOT ONE INCH SCALE ACCORDINGLY VERTICAL: NAVD 1988 HORIZONTAL: NAD 1983/1991 DATUM CALL 811 (2) BUSINESS DAYS BEFORE YOU DIG (UNDERGROUND UTILITY LOCATIONS ARE APPROXIMATE) CITY OF RENTON Planning/Building/Public Works Dept. R-408348 IN COMPLIANCE WITH CITY OF RENTON STANDARDS DEVELOPMENT ENGINEERING % Nathan Janders 03/19/2020 ' FIRST UKRAINIAN PENTECOSTAL CHURCH 3811 NE 21 ST ST RENTON, WA 98056 SITE DESIGNATION: FUPC BASIN #4 DATE: 02-25-20 FIELDBOOK: PAGE: DRAWING NO: SHEET: OF: 61 65 H H 00 Q J 2 U OC D U J Q U) O U LU Z LU 0— Z Q Z_ Q Irn — V ) H U H H 2 U OC D U J Q U) O U w Z W n 00 I O w ION LOADS R FINISHED GRADE CMP PROTECTION SLAB 36"0 MAX., HS-25 ACCESS CASTING WITH GRADE RINGS AS REQUIRED, TO BE PROVIDED AND INSTALLED BY CONTRACTOR. MAYBE TOP MOUNTED (AS SHOWN) OR RECESSED. RIM/FINISHED GRADE _ _ _ _- _� d a I o a I - a 2 II I I if lrull� �TIII � GASKET MATERIAL SUFFICIENT TO PREVENT CONSTRUCTION LOADS SLAB FROM BEARING ON l__ RISER TO BE PROVIDED BY FOR TEMPORARY CONSTRUCTION VEHICLE LOADS, AN EXTRA AMOUNT OF COMPACTED COVER MAY BE REQUIRED OVER CONTRACTOR. ® 1� THE TOP OF THE PIPE. THE HEIGHT -OF -COVER SHALL MEET THE MINIMUM REQUIREMENTS SHOWN IN THE TABLE BELOW. SECTION VIEW THE USE OF HEAVY CONSTRUCTION EQUIPMENT NECESSITATES GREATER PROTECTION FOR THE PIPE THAN FINISHED GRADE COVER MINIMUMS FOR NORMAL HIGHWAY TRAFFIC. AXLE LOADS PIPE SPAN, INCHES (kips) 18-50 1 50-75 1 75-110 1 110-150 MINIMUM COVER (FT) 2.0 2.5 3.0 3.0 12-42 48-72 3.0 3.0 3.5 4.0 78-120 3.0 3.5 4.0 4.0 126-144 3.5 4.0 4.5 4.5 *MINIMUM COVER MAY VARY, DEPENDING ON LOCAL CONDITIONS. THE CONTRACTOR MUST PROVIDE THE ADDITIONAL COVER REQUIRED TO AVOID DAMAGE TO THE PIPE. MINIMUM COVER IS MEASURED FROM THE TOP OF THE PIPE TO THE TOP OF THE MAINTAINED CONSTRUCTION ROADWAY SURFACE. CONSTRUCTION LOADING DIAGRAM NOT TO SCALE SPECIFICATION FOR CORRUGATED STEEL PIPE -ALUMINIZED TYPE 2 STEEL SCOPE HANDLING AND ASSEMBLY THIS SPECIFICATION COVERS THE MANUFACTURE AND SHALL BE IN ACCORDANCE WITH RECOMMENDATIONS OF THE INSTALLATION OF THE CORRUGATED STEEL PIPE (CSP) DETAILED IN NATIONAL CORRUGATED STEEL PIPE ASSOCIATION (NCSPA) THE PROJECT PLANS. INSTALLATION THE ALUMINIZED TYPE 2 STEEL COILS SHALL CONFORM TO THE APPLICABLE REQUIREMENTS OF AASHTO M274 OR ASTM A929. PIPE THE CSP SHALL BE MANUFACTURED IN ACCORDANCE WITH THE APPLICABLE REQUIREMENTS OF AASHTO M36 OR ASTM A760. THE PIPE SIZES, GAGES AND CORRUGATIONS SHALL BE AS SHOWN ON THE PROJECT PLANS. ALL FABRICATION OF THE PRODUCT SHALL OCCUR WITHIN THE UNITED STATES. The design and information shown on this drawing is provided as a service to the project owner, engineer and contractor by Contech Engineered Solutions LLC ("Contech"). Neither this drawing, nor any part thereof, may be used, reproduced or modified in any manner without the prior written consent of Contech. Failure to comply is done at the user's own risk and Con expressly disclaims any liability or responsibility for such use. If discrepancies between the supplied information upon wh the drawing is based and actual field conditions are encounter as site work progresses, these discrepancies must be report to Cont ech immediately for re-evaluation of the design. Conte accepts no liability for designs based on missing, incomplete inaccurate information supplied by others. SHALL BE IN ACCORDANCE WITH AASHTO STANDARD SPECIFICATIONS FOR HIGHWAY BRIDGES, SECTION 26, DIVISION II OR ASTM A798 AND IN CONFORMANCE WITH THE PROJECT PLANS AND SPECIFICATIONS. IF THERE ARE ANY INCONSISTENCIES OR CONFLICTS THE CONTRACTOR SHOULD DISCUSS AND RESOLVE WITH THE SITE ENGINEER. IT IS ALWAYS THE RESPONSIBILITY OF THE CONTRACTOR TO FOLLOW OSHA GUIDELINES FOR SAFE PRACTICES. MATERIAL SPECIFICATION NOT TO SCALE DATE I REVISION DESCRIPTION BASE MAP/TOPOGRAPHY PROVIDED BY OTHERS. ABOSSEIN ENGINEERING (AE) CANNOT BE HELD LIABLE FOR ACCURACY. CONTRACTOR SHALL FIELD VERIFY GRADES, UTILITIES AND ALL OTHER EX FEATURES & CONDITIONS. IF CONDITIONS ARE NOT AS SHOWN &/OR PLANS CANNOT BE CONSTRUCTED AS SHOWN, CONTACT AE PRIOR TO CONSTRUCTION. NO. 1 CV4NTECH® ENGINEERED SOLUTIONS LLC 11815 NE Glenn Wilding Drive, Portland, OR 97220 BY 800-548-4667 503-240-3393 800-561-1271 FAX PERMIT SUBMITTAL REVISION LLI REINFORCING TABLE "BEARING 0 CMP A B 0 REINFORCING PRESSURE RISER (PSF) 24 4'0 26 #5 @ 10" OCEW 2,540 4'x4' #5 @ 10" OCEW 1,900 30" 4'-6"0 32 #5 @ 10" OCEW 2,260 4'-6" x 4'-6" #5 @ 9" OCEW 1,670 36" 5'0 38 #5 @ 9" OCEW 2,060 5' x 5' #5 @ 8" OCEW 1,500 42 5'-6"0 44 #5 @ 8" OCEW 1,490 5'-6" x 5-6" #5 @ 8" OCEW 1,370 48 6'0 50 #5 @ 7" OCEW 1,210 6' x 6' #5 @ 7" OCEW 1,270 ** ASSUMED SOIL BEARING CAPACITY ACCESS CASTING NOT SUPPLIED BY CONTECH c'OO A o B #4 DIAGONAL TRIM #4 DIAGONAL TRIM fi I BAR (TYP. 4 PLACES), BAR (TYP. 4 PLACES), _ _ _ _ i� �� _ _ _ _I SEE NOTE 7. SEE NOTE 7. - _--__kT__-�_ ___I - j----1t�tL---1 1 i Q kl -----IT-----47---t a-----TI - -----I --� --- U----- ------ -- �I-----J LI-----� I IA/ M JI I -1/1r I INI I� 11 Ir iiI j I { I OPENING IN I Ill j l I OPENING IN __ _ ILL_ �> <- __ I_____ PROTECTION --1-� -�----J---1---- ---:::I- _--_ -_� PROTECTION ----fit- ------7{--�.�-It---- SLAB FOR - I r----t-tl �-- --- --�--1 SLAB FOR I �I �� I�� I ACESS I I I ��I �� I��' I I I ACCESS I I I� �� -'r I I I I I I�-�� 1 I I INTERRUPTED BAR I I I I II i� I II REPLACEMENT, INTERRUPTED BAR �J LI11V_SEE NOTE 6. REPLACEMENT, SEE , I �� I I I NOTE 6. I I I I I I I STANDARD STANDARD REINFORCING, REINFORCING, SEE TABLE SEE TABLE ROUND OPTION PLAN VIEW wo 14 1 F z q_ i W, CMP DETENTION SYSTEMS CONTECH PROPOSAL DRAWING BY I DATE NOTES: 1. DESIGN IN ACCORDANCE WITH AASHTO, 17th EDITION AND ACI 350. 2. DESIGN LOAD HS25. 3. EARTH COVER = V MAX. 4. CONCRETE STRENGTH = 4,000 psi 5. REINFORCING STEEL = ASTM A615, GRADE 60. 6. PROVIDE ADDITIONAL REINFORCING AROUND OPENINGS EQUAL TO THE BARS INTERRUPTED, HALF EACH SIDE. ADDITIONAL BARS TO BE IN THE SAME PLANE. l] SQUARE OPTION PLAN VIEW 7. TRIM OPENING WITH DIAGONAL #4 BARS, EXTEND BARS A MINIMUM OF 12" BEYOND OPENING, BEND BARS AS REQUIRED TO MAINTAIN BAR COVER. 8. PROTECTION SLAB AND ALL MATERIALS TO BE PROVIDED AND INSTALLED BY CONTRACTOR. 9. DETAIL DESIGN BY DELTA ENGINEERS, ARCHITECTS AND LAND SURVEYORS, ENDWELL, NY. MANHOLE CAP DETAIL NOT TO SCALE 35" x 24" PERFORATED UNDERGROUND RETENTION SYSTEM - U4723-040 FUPC (FUNDAMENTALIST UKRANIAN PENTECOSTALIST CHURCH) RENTON, WA SITE DESIGNATION: FUCP BASIN #4 'o Call before you dig SURVEYED: GEODETIC SURVEYING SERVICE DESIGNED: DRAWN: CHECKED. al` . � SCALE AS INDICATED ON DRAWING ONE INCH AT FULL SCALE IF NOT ONE INCH SCALE ACCORDINGLY VERnCAL: NAVD 19ea HORIZONTAL- HAD 1983/1991 DATUM PROJECT No.: SEC. No.: DATE: 624723 040 3/3/2020 DESIGNED: DRAWN: KET JPC/DJB CHECKED: APPROVED: JSD/JMD JSD/JMD SHEET NO.: 63 OF 65 CALL 811 (2) BUSINESS DAYS BEFORE YOU DIG (UNDERGROUND UTILITY LOCATIONS ARE APPROXIMATE) CITY OF OR) RENTON • Planning/Building/Public Works Dept. R-408350 IN COMPLIANCE WITH CITY OF RENTON STANDARDS DEVELOPMENT ENGINEERING Ar IL Nathan Janders 03/19/2020 ' FIRST UKRAINIAN PENTECOSTAL CHURCH 3811 NE 21 ST ST RENTON, WA 98056 SITE DESIGNATION: FUPC BASIN #4 DATE: 02-25-20 FIELDBOOK: PAGE: DRAWING NO: SHEET: OF: 63 65 00 I O ri w I- ["I )� 12 *NOTE: WHEN RISER EXTENSIONS ALL STEEL PER ARE USED, THE PLANT SHOULD %4" (#6) REBAR CAN BE CUT FLUSH — ° ASTM A36 CUT 3" FROM THE SIDE RAILS AS (4) %6" FILLET WELDS FROM LADDER RAILS TO OUTSIDE OF RAIL EACH ANGLE CORRUGATION AND RUNGS (BAR LENGTH = 16%4") OR BAR CAN SHOWN CREST (2 WELDS EACH SIDE) EXTEND BEYOND RAIL%"± FABRICATION TOLERANCE: ±%a" ° FLAT BAR AND REBAR: MILL 3/8„ TOLERANCE APPLIES (4) L3" x 3" x 3/6" RISER TYP. 5%2" LONG 01 _ 6" FROM R 12" TYP. R JOINT CENTER TO CENTER 7/$" HOLE w/ 3Y4' REBAR RUNG, *3" FROM O TOM R O RUNG SPACING ® WELD REBAR TO RUNG ON RISER JOINT OUTSIDE OF STEEL RAIL (2)%4" FILLET WELDS 1" LONG FROM EACH ANGLE 2%2" x 3/8" FLAT BAR SIDE RAIL TO LADDER RAIL PLAN SIDE PLAN NOTES: 1. LADDERS CAN BE MADE IN 20'-0" STANDARD LENGTHS AND CUT TO FIT *3" FRO TOP 2. ALL MATERIAL TO MEET ASTM A36 RISER JOINT O 3. LADDER TO BE HOT DIPPED GALVANIZED PER ASTM A-123 AFTER 6" FROM R FABRICATION IS COMPLETE R JOINT STANDARD LADDER DETAIL NOT TO SCALE PART NO. HALAGVL16 — — PROVIDE MINIMUM OF 4 ATTACHMENT — — — ANGLES (2 ON EITHER SIDE OF LADDER RAIL) _ ' — — _ A TO CONNECT LADDER TO RISER EXTENSION RISER w/ LADDER AND STEPS IF EXTENSION IS REQUIRED _ LADDER RAILS AND RUNGS RISER NORMALLY CMP WITH 23/3" x%2" CORRUGATIONS (4) %6" FILLET WELDS RISER w/ LADDER (4) %6" FILLET WELDS FROM EACH ANGLE TO FROM EACH ANGLE TO CORRUGATION CREST _I AND STEPS CORRUGATION CREST (2 WELDS EACH SIDE) (2 WELD EACH SIDE) (2)%4" FILLET WELDS 1" LONG ATTACHMENT ANGLE O L3" x 3" x %6" L3" x 3" X 316" tj L5" x 3" x %4" x 16" LONG AT V-0" MINIMUM OF 4 ANGLES PER 5%2" LONG 5%2" LONG SPACING. LONG LEG TO LADDER SECTION, (2 EACH SIDE OF MAINLINE CMP PROJECT OUT. WELD TOP LADDER) 6' MAX. SPACING 1v- AND BOTTOM OF 3" LEG TO EACH VERTICALLY- 22/ x %2, 5 x 1, 3 x 1, ETC. AX CORRUGATION CREST _ (THESE ANGLES SHOULD BE USED— o FOR LARGER DIAMETER MAINLINES WHERE ADDITIONAL SECTION A -A STEPS ARE NEEDED) LADDER RAILS NOTE: AND RUNGS THIS DRAWING IS INTENDED TO APPLY TO LADDERS INSTALLED IN RISERS HAVING A DIAMETER OF 30" OR ELEVATION LARGER. DUE TO SPACE CONSTRAINTS AND LIMITED ACCESSIBILITY, THE PRACTICALITY AND SUITABILITY OF UTILIZING RISERS SMALLER THAN 30" DIAMETER RISER LADDER DETAIL AND/OR INCORPORATING LADDERS IN THESE SMALLER NOT TO SCALE DIAMETER RISERS SHOULD BE ADDRESSED BY THE OWNER AND PROJECT ENGINEER R-408351 The design and information shown on this drawing is provided PROJECT No.: SEC. No.: DATE: as a service to the project owner, engineer and contractor byis \I/ ® A ��I% �ITCA�J® �� 624723 040 3/3/2020 Contech Engineered Solutions LLC eContech" ). Neither this CV41FNTECH 35 x 24 PERFORATED UNDERGROUND RETENTION SYSTEM - 624723-040 drawing, nor any part thereof, maybe used, reproduced or%��modiied in any manner without the prior written consent of �,,, �` `� DESIGNED: DRAWN: Contech. comply ENGINEERED SOLUTIONS LLC CMP DETENTION SYSTEMS FUPC (FUNDAMENTALIST UKRANIAN PENTECOSTALIST CHURCH) KET JPC/DJB Contech expressly disclaims any liability or responsibility for such use. www.ContechES.com RENTON, WA CHECKED: APPROVED: If discrepancies between the supplied information upon which CONTECH JSD/JMD JSD/JMD the drawing is based and actual field conditions are encountered PROPOSAL assiteworkprogresses, these discrepancies must bereported 11815 NE Glenn Wilding Drive, Portland, OR 97220 SITE DESIGNATION: FUCP BASIN #4 to Contech immediately for re-evaluation of the design. Contact SHEET NO.: accepts no liability for designs based on missing, incomplete orLAR DATE REVISION DESCRIPTION BY 800-548-4667 503-240-3393 800-561-1271 FAX DRAWING 64 OF 65 inaccurate information supplied b others. BASE MAP/TOPOGRAPHY PROVIDED BY OTHERS. ABOSSEIN ENGINEERING (AE) CANNOT BE HELD LIABLE FOR ACCURACY. CONTRACTOR SHALL FIELD VERIFY GRADES, UTILITIES AND ALL OTHER EX FEATURES & CONDITIONS. IF CONDITIONS ARE NOT AS SHOWN &/OR PLANS CANNOT BE CONSTRUCTED AS SHOWN, CONTACT AE PRIOR TO CONSTRUCTION. ff U0� 0 o Call before you dig PERMIT SUBMITTAL SURVEYED: GEODETIC SURVEYING SCALE: SERVICE VERTICAL: NAVD 1988 AS INDICATED HORIZONTAL HAD 1983/1991 DESIGNED: ON DRAWING DRAWN: ONE INCH DATUM CHECKED: AT FULL SCALE IF NOT ONE INCH NO. REVISION BY DATE APPR APPROVED: SCALE ACCORDINGLY CALL 811 (2) BUSINESS DAYS BEFORE YOU DIG (UNDERGROUND UTILITY LOCATIONS ARE APPROXIMATE) CITY OF ,R RENTON • Planning/Building/Public Works Dept. 0 IN COMPLIANCE WITH CITY OF RENTON STANDARDS DEVELOPMENT ENGINEERING Nathan Janders 03/19/2020 FIRST UKRAINIAN PENTECOSTAL CHURCH 3811 NE 21 ST ST RENTON, WA 98056 SITE DESIGNATION: FUPC BASIN #4 DATE 02-25-20 FIELDBOOK: PAGE: 64 65 H H 00 T Q J 2 U OC D U J Q U) O U LU F- Z LU 0— Z Q Z_ Q I— V ) H 00 O W Terra Vista N I X/ Consulting Engineers J204 SMOI(EY POINT OR, 1207 ARLINOTON, WA 9822J ,360-691-9272 "W 177-RRAWS714NW000 433.77 ELEV @ 32.86 ELEV @ g3776- 'a 12-IN RISER PIPE 431.9 ELEV @434_$� 12-IN OUTLET PIPE 429.0 ELEV @-4A-99- 427.05 ' :. ELEV @ ,aG.-ter 12-IN CAP 425.75 ELEV @ ^''�T CLEANOUT GATE CONTROL ROD SOLID LOCKING / MH LID ACCESS k LADDER 12" 0. C. SHEAR GATE '• , A . - A °_ .. e \\%\\%/\\%/\\%\\%\\% NTS CONTROL STRUCTURE DET PIPE SYSTEM #1 FLOW RESTRICTOR TEE DETAILS 54-I N TYPE-2 CB 12-IN INLET PIPE 429.0 ELEV CcD-42+99 0.54-IN DIAM ORIFICE CLEANOUT GATE CONTROL ROD SOLID LOCKING / MH LID 433.84 ELEV @ +4+4-22- ELEV @ 432.92 12-IN RISER PIPE \ -- ACCESS ELEV @-49�'} :s k LADDER 12" 0. Ic 12-IN OUTLET PIPE \ SHEAR / GATE 429.45 ELEV @ `ems ELEV :@427.35 ° 12-IN CAP 426.1ELEVR6.36 °- r • 7 NTS CONTROL STRUCTURE DIET PIPE SYSTEM #3 FLOW RESTRICTOR TEE DETAILS �G �A �9 08/06/2024 I� 54-I N TYPE-2 CB 12-IN INLET PIPE 429.05 ELEV n0 ^.�T 0.45-IN DIAM ORIFICE 434.63 ELEV @7 3 ELEV @ 433.67 • 'a 12-IN RISER PIPE 432.65 ELEV 12-IN OUTLET PIPE 429.65 ELEV @ 29.68 427.65 ELEV 12-IN CAP 26.45 ELEV @ 4266..68 CLEANOUT GATE CONTROL ROD SOLID LOCKING / MH LID 12" O.C. SHEAR GATE �a a' :. %\\%\\%\\%�%\\%\\%\\%\ j NTS ACCESS LADDER 54-I N TYPE-2 CB 12-IN INLET PIPE 429.65 ELEV @424.48r 0.42-IN DIAM ORIFICE CONTROL STRUCTURE DIET PIPE SYSTEM #2 FLOW RESTRICTOR TEE DETAILS 433.77 ELEV @ ^�� ELEV @ 432.38 • 'a 12-IN RISER PIPE 432.2 ELEV 0@4 :s 12-IN OUTLET PIPE 428.75 ELEV @ ^`�=r 426.7 :• CLEANOUT GATE CONTROL ROD SOLID LOCKING / MH LID 12" 0. C. SHEAR / GATE ELEV @ ^`'�. ° 12-IN CAP 425.35 • ELEV @42 a PERMIT SUBMITTAL SURVEYED: GEODETIC SURVEYING SCALE: SERVICE DAS INDICATED DESIGNED: SP ON DRAWING DRAWN: S P ONE INCH CHECKED: S P AT FULL SCALE IF NOT ONE INCH NO. REVISION BY DATE APPR APPROVED: SCALE ACCORDINGLY ACCESS LADDER - a • • .0.. . °' .. \�j NTS CONTROL STRUCTURE DIET PIPE SYSTEM #4 FLOW RESTRICTOR TEE DETAILS VERTICAL NAVD 1988 HORIZONTAL- NAD 1983/1991 DATUM NOTE: REFER TO DETAIL 6/C8.1 FOR ADDITIONAL DETAILS 54-1 N TYPE-2 CB 12-IN INLET PIPE 0.45-IN DIAM ORIFICE CALL 811 (2) BUSINESS DAYS BEFORE YOU DIG (UNDERGROUND UTILITY LOCATIONS ARE APPROXIMATE) %R CITY OF RENTON NAW Planning/Building/Public Works Dept. 4211 H LO N 0 O I 06 Q J O O T R-408352 O U IN COMPLIANCE WITH CITY OF RENTON STANDARDS W DEVELOPMENT ENGINEERING Z LU :01 Nathan Janders 03/19/2020 Z Q WATER UTILITY aga(our 9311912929 O Q FIRST UKRAINIAN PENTECOSTAL CHURCH DATE: 02-25-20 NE 21 ST ST OK: FIELD3811 RENTON, WA 98056 PAGE: PAGE: DRAWING N0: CONTROL STRUCTURE DETAILS LL SHEET: F: O 65 65 LL