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APPROVED ENG BLD PLN RESUB1 BLD2020-1386+Building_or_Construction_Plan+5.11.2021_9.57.19_AM+2189938ROTMARK RES RETAINING 17512 71 ST AVE W EDMONDS, WA 98026 RYAN ROTMARK 17512 71ST AVE W EDMONDS, WA 98026 1-4 DENCE WALL ALL WORK SUBJECT TO FIELD INSPECTION FOR CODE COMPLIANCE STRUCTURAL ENGINEER SURVEYOR GEOTECHNICAL ENGINEER CIS ENGINEERING PACIFIC COAST SURVEYS, INC. NELSON GEOTECHNICAL ASSOCIATES, INC. 250 4TH AVE S, SUITE 200 P.O. BOX 13619 17311 135TH AVE N.E. SUITE A-500 EDMONDS, WA 98020 MILL CREEK, WA 98082 WOODINVILLE, WA 98072 425.778.8500 FAX 778.5536 425.512.7099 FAX: 425.357.3577 425.486.1669 CONTACT: DENNIS TITUS, PE, SE LEGAL DESCRIPTION THAT PORTION OF TRACT(S) 143, PLAT OF MEADOWDALE BEACH, ACCORDING TO THE PLAT THEREOF RECORDED IN VOLUME 5 OF PLATS, PAGE(S) 38, RECORDS OF SNOHOMISH COUNTY, WASHINGTON, DESCRIBED AS FOLLOWS: BEGINNING AT THE SOUTHWEST CORNER OF SAID TRACT 43; THENCE NORTH 00°21'49" WEST ALONG THE EASTERLY MARGIN OF 72ND AVENUE WEST A DISTANCE OF 302.23 FEET; THENCE SOUTH 87°13'34" EAST A DISTANCE OF 148.22 FEET; THENCE SOUTH 00°21'49" EAST A DISTANCE OF 118.07 FEET TO THE TRUE POINT OF BEGINNING; THENCE SOUTH 87°13'34" EAST A DISTANCE OF 73.70 FEET; THENCE NORTH 74°58'19" EAST A DISTANCE OF 118.19 FEET TO A POINT ON A CURVE TO THE RIGHT AT WHICH POINT THE RADIAL CENTER BEARS SOUTH 83°11'15" WEST A DISTANCE OF 501.26 FEET; THENCE SOUTHERLY ALONG THE ARC OF SAID CURVE CONSUMING A CENTRAL ANGLE OF 11°30'59" AN ARC LENGTH OF 100.75 FEET; THENCE NORTH 87°13'34" WEST A DISTANCE OF 189.43 FEET; THENCE NORTH 00°21'49" WEST A DISTANCE OF 64.21 FEET TO THE TRUE POINT OF BEGINNING; ALSO KNOWN AS LOT 2 OF SHORT PLAT UNDER RECORDING NO. 8008010187. SITUATE IN THE COUNTY OF SNOHOMISH, STATE OF WASHINGTON. PARCEL NUMBER 00513100014318 PROPERTY INFORMATION TOTAL LOT AREA EX BUILDING FOOTPRINT PROPOSED BUILDING FOOTPRINT TOTAL IMPERVIOUS SURFACE SCOPE OF WORK STABILIZE SLOPE WITH SOLDIER PILE WALL. Applicant shall repair/replace all damage to utilities or frontage improvements in City right-of-way per city standards that is caused or occurs during the permitted project. ENGINEERING DIVISION APPROVED AS NOTED Jd,, Wga",,try t 05/24/2021 VV = 14,368 SQ FT = 1,516 SQ FT = NOT TO CHANGE = NOT TO CHANGE CITY INSPECTOR TO BE PRESENT FOR SEWER VIDEO INSPECTION. SCHEDULE THROUGH MYBUILDINGPERMITS.COM OWNER/CONTRACTOR IS RESPONSIBLE FOR EROSION CONTROL AND DRAINAGE OWNER/CONTRACTOR RESPONSIBLE FOR LOCATING ALL ON SITE UTILITIES. RELOCATION/REVISION TO ANY UTILITIES MAY REQUIRE A SEPERATE PERMIT. Special Inspection required, see form for specifics City Of Edmonds Building Dep? Lment ---- - Work ;� WALL -------- ------- -- - ------------------------------ Address W---: ----------------- Owner�A K I� Approved Date ;5-17 w2t2ly - Building Official -------------------------------------------- Permit Number .,LD2020-1386 APPROVED PLANS MUST BE ON JOB SITE M da, P i 73.a St S& BPach m Ra D D 0 aa� P U 1 id;h St SW oyRa O 174th St SW 174tn St SW 3 z U T 1761h � Sit 1761h SI SW a 1761n St sw 176th St SW 3 ` n ? Cl)) a ^ f s v 176th PI SW f > a w L � a S 3 o° �c 3 177tn St SW 3 6 c a' azi £ V) P (n 00 10 t 1790, PI SW 179th St SW VICINITY MAP NTS = PROJECT SITE 1 I 1 1 t 0' ' I I DEBAR W CAP 1 I n 1 I "45611 " AT l 1 i i ' \\1 ' \�. \NALL ' % B ; ; LOCK \\-- o i / 1 / \ I \ — \\(8'\8 \\ I I .70 \ \ E ' GRAVEL �\ J �7\ 00 1 0) / 1 SHED \ o V ASPHALTQVA I I I NS HOUSE #17512 \ ECK -CONCiTETE A — \ \ ► 1 ASPHALT NEW SOLDER PILE I WALL PER 1/S2.1 \ \ r ' /�--------------------'Ij------t-------- — _ r' \I KI, i-------------- / I _ ,---------------- --- ---- --- _ - ----- -- , - - ,,,- N 87° 13'28W 9" 18 .� It x / APPROVED BY PLANNING ► `\ `\ I `�,---__, `\ NCE �-"� FOUND REBAR W/CAP � ae STAMPED "45611 "0.1'(S) C� � I OE CORNER I I ' I May 27 2021 \ I � I I I I I I I I 0 I � � I 71g„ E ' 58 do END --PENCE I 2 - --6N LINE ; i 0SITE PLAN 1— SCALE: 1" = 10' 10 0 5 10 20 6 dr.=% ENGINEERING 250 4TH AVE. S., SUITE 200 EDMONDS, WASHINGTON 98020 PHONE (425) 778-8500 FAX (425) 778-5536 F Y Q GUILD ��' of WA& E7 G rn n $An's 5L785%4 ZONAL 04/ 20/ 2021 DESIGN: LS DRAWN: JCP CHECK: DMT JOB NO: 20187.10 DATE: 1 2/ 1 8/2020 E Z Q W W CO O U Z W 00 0) Q > cn<< � Z () Q J N Z � O LLI � I-- W O o I w () SHEET: RESUB May 11 2021 DEVELOPMENT SERVICES DEPARTMENT STRUCTURAL NOTES (THESE NOTES ARE TYPICAL UNLESS NOTED OR DETAILED OTHERWISE ON DRAWINGS) CODE ALL MATERIALS, WORKMANSHIP, DESIGN, AND CONSTRUCTION SHALL CONFORM TO THE DRAWINGS, SPECIFICATIONS, AND THE INTERNATIONAL BUILDING CODE (IBC), 2015 EDITION. SPECIFICATIONS AND STANDARDS WHERE REFERENCED ON THE DRAWINGS ARE TO BE THE LATEST EDITION. DESIGN LOADS REFER TO PRESSURE DIAGRAM STATEMENT OF SPECIAL INSPECTIONS SPECIAL INSPECTIONS ARE REQUIRED AS INDICATED IN THE FOLLOWING TABLE. THE CONTRACTOR SHALL SUBMIT A WRITTEN STATEMENT OF RESPONSIBILITY TO THE BUILDING OFFICIAL AND OWNER PRIOR TO COMMENCEMENT OF WORK IN ACCORDANCE WITH CHAPTER 1704.4 OF THE IBC. FREQUENCY AND DISTRIBUTION OF REPORTS - INSPECTION REPORTS SHALL BE PROVIDED FOR EACH DAY ON SITE BY SPECIAL INSPECTOR. STRUCTURAL OBSERVATION REPORTS SHALL BE PROVIDED AFTER EACH OBSERVATION. REPORTS SHALL BE DISTRIBUTED TO THE CONTRACTOR, ARCHITECT, ENGINEER AND BUILDING OFFICIAL. SPECIAL INSPECTION OPERATION CONT PERIODIC REMARKS SOILS PILE INSTALLATION X GEOTECH ENGINEER ANCHOR INSTALLATION X GEOTECH ENGINEER ANCHOR TESTING X GEOTECH ENGINEER SHOP & FIELD WELDING SINGLE PASS FILLET WELDS <_ 5/16" X FILLET WELDS > 5/16" X PARTIAL & COMPLETE PENETRATION X OTHER WELDING X NOTE: ALL ITEMS MARKED WITH AN "X" SHALL BE INSPECTED IN ACCORDANCE WITH IBC CHAPTER 17. SPECIAL INSPECTION SHALL BE PERFORMED BY A QUALIFIED TESTING AGENCY DESIGNATED BY THE OWNER. THE ARCHITECT, STRUCTURAL ENGINEER, AND BUILDING OFFICIAL SHALL BE FURNISHED WITH COPIES OF ALL RESULTS. ANY INSPECTION FAILING TO MEET THE PROJECT SPECIFICATIONS SHALL BE IMMEDIATELY BROUGHT TO THE ATTENTION OF THE DESIGN TEAM. SHOP DRAWINGS SHOP DRAWINGS FOR THE FOLLOWING ITEMS SHALL BE SUBMITTED TO THE ARCHITECT AND STRUCTURAL ENGINEER FOR REVIEW PRIOR TO FABRICATION: 1. DRIVEN SOLDIER PILES 2. GROUTED ANCHORS SHOP DRAWINGS SHALL BE REVIEWED, REVISED AS REQUIRED FOR FIELD CONDITIONS, AND DATE STAMPED BY THE CONTRACTOR PRIOR TO REVIEW BY THE ENGINEER. CONTRACTOR SHALL PROVIDE (3) SETS OF SHOP DRAWINGS FOR ENGINEER'S REVIEW. ALLOW TWO WEEKS FOR SHOP DRAWING APPROVAL BY ENGINEER. ENGINEER'S SHOP DRAWING REVIEW IS FOR GENERAL CONFORMANCE WITH THE DESIGN CONCEPT AND CONTRACT DOCUMENTS. MARKINGS OR COMMENTS SHALL NOT BE CONSTRUED AS RELIEVING THE CONTRACTOR FROM COMPLIANCE WITH THE PROJECT PLANS AND SPECIFICATIONS. THE CONTRACTOR REMAINS RESPONSIBLE FOR DETAILS AND ACCURACY, FOR CONFORMING AND CORRELATING ALL QUANTITIES AND DIMENSIONS, FOR SELECTING FABRICATION PROCESSES, FOR TECHNIQUES OF ASSEMBLY, AND FOR PERFORMING THE WORK IN A SAFE MANNER. ENGINEER'S SHOP DRAWING REVIEW OF STRUCTURAL COMPONENTS DESIGNED BY OTHERS IS FOR LOADS IMPOSED ON THE BASIC STRUCTURE. THE COMPONENT DESIGNER IS RESPONSIBLE FOR CODE CONFORMANCE AND ALL CONNECTIONS TO THE BASIC STRUCTURE. SHOP DRAWINGS SHALL INDICATE MAGNITUDE AND DIRECTION OF THE LOADS IMPOSED ON THE BASIC STRUCTURE AND SHALL BE STAMPED & SIGNED BY A PROFESSIONAL ENGINEER REGISTERED IN THE SAME STATE AS THE PROJECT. FABRICATION SHALL BEGIN ONLY AFTER SHOP DRAWINGS BEARING THE STAMP AND SIGNATURE OF THE PROJECT ARCHITECT, ENGINEER OF RECORD, AND CONTRACTOR HAVE BEEN RECEIVED. FOUNDATIONS: SOLDIER PILES SOILS REPORT: REPORT NO: 1184120 PREPARED BY: NELSON GEOTECHNICAL ASSOCIATES, INC DATED: 09/16/2020 SOLDIER PILE DESIGN PARAMETERS: LATERAL EARTH PRESSURES: REFER TO STRUCTURAL NOTES EXCAVATIONS AND DRAINAGE INSTALLATION SHALL BE OBSERVED BY A SOILS ENGINEER RETAINED BY THE OWNER. IF EXCAVATION SHOWS SOIL CONDITIONS TO BE OTHER THAN THOSE ASSUMED ABOVE, NOTIFY THE STRUCTURAL ENGINEER FOR POSSIBLE FOUNDATION REDESIGN. IMPORTED STRUCTURAL FILL AND BACKFILL MATERIAL SHOULD CONSIST OF CLEAN, WELL GRADED GRANULAR MATERIAL FREE OF DEBRIS OR ORGANICS WITH A MAXIMUM PARTICLE DIAMETER OF THREE INCHES AND NO MORE THAN 10% FINES (PASSING THE #200 SIEVE). FILL AND BACKFILL MATERIAL SHOULD BE PLACED IN LEVEL LIFTS NOT EXCEEDING TWELVE (12") INCHES IN LOOSE THICKNESS AND COMPACTED TO A MINIMUM OF 95% OF ITS MAXIMUM DRY DENSITY AS DETERMINED BY ASTM TEST METHOD D1557-00. PILE CORROSION PROTECTION PILES SHALL BE PAINTED TO PROTECT AGAINST CORROSION. BEFORE APPLYING PAINT PILES SHALL BE CLEAN AND FREE OF RUST OR DEBRIS. PAINTING SHALL CONSIST OF AN ORGANIC ZINC PRIMER COAT NOT LESS THAN 2.5 MILS DRY FILM THICKNESS. TOP COAT SHALL CONSIST OF AN EPDXY PAINT NOT LESS THAN 3.0 MILS DRY FILM THICKNESS. PILES SHALL BE PAINTED TO T-0" BELOW GRADE MINIMUM. ANY SCUFF MARKS OR SCRATCHES THAT OCCUR DURING CONSTRUCTION SHALL BE REPAIRED WITH A FIELD APPLIED EPDXY PAINT BLACK. PILING INSTALLATION STEEL PILING SHALL BE DRIVEN INTO THE SUBGRADE TO A POINT OF REFUSAL BY MEANS OF A 140 POUND RHINO HAMMER, WITH REFUSAL BEING DEFINED AS 1 INCH OR LESS OF PENETRATION DURING 60 SECONDS OF SUSTAINED DRIVING. WELDING SHALL CONFORM TO AWS "STRUCTURAL WELDING CODE", LATEST EDITION. ALL WELDING SHALL BE DONE WITH 70 KSI LOW HYDROGEN ELECTRODES. WHERE NOT CALLED OUT, MINIMUM FILLET WELD SIZE SHALL BE PER TABLE 5.8 IN AWS D1.1, LATEST EDITION. WELDING OF REINFORCING BARS SHALL NOT BE PERMITTED UNLESS SPECIFICALLY CALLED OUT ON DRAWINGS OR APPROVED BY STRUCTURAL ENGINEER. WELDING OF GRADE 60 REINFORCING BARS SHALL BE PERFORMED USING LOW HYDROGEN ELECTRODES. WELDING OF GRADE 40 REINFORCING BARS SHALL BE PERFORMED USING E70XX ELECTRODES. SEE REINFORCING NOTES FOR MATERIAL REQUIREMENTS OF WELDED BARS. WELDING WITHIN 4" OF COLD BENDS IN REINFORCING BARS IS NOT PERMITTED. ALL WELDING SHALL BE DONE BY WASHINGTON ASSOCIATION OF BUILDING OFFICIALS (WABO) CERTIFIED WELDERS NAILS, BOLTS, AND METAL CONNECTORS FOR WOOD ALL NAILS SHALL CONFORM TO THE STANDARDS SET FORTH BY THE NATIONAL DESIGN STANDARDS (NDS) FOR WOOD CONSTRUCTION, LATEST EDITION. NAILING NOT SPECIFIED SHALL BE PER IBC TABLE 2304.9.1 NAILING SCHEDULE. ALL NAILS CALLED OUT ON PLANS SHALL BE COMMON NAILS UNLESS NOTED OTHERWISE AND SHALL MEET OR EXCEED THE FOLLOWING MINIMUM GUIDELINES: NAIL SHANK 0 MIN LENGTH 8d COMMON 0.1310 2 1/2" SHANK 10d COMMON 0.1480 3" SHANK 12d COMMON 0.1480 3 1/4" SHANK 16d COMMON 0.1620 3 1/2" SHANK 10d BOX NAILS MAY BE SUBSTITUTED FOR 8d COMMON NAILS WITH NO CHANGE IN NAIL SPACING. FRAMING MEMBERS MAY BE NAILED WITH 16d SINKERS (0.148"0 x 3 1/4"), BUT ONLY 16d COMMON NAILS SHALL BE USED WHERE 16d NAILS ARE INDICATED IN THIS DRAWING SET. ENGINEER MAY APPROVE OTHER NAILS IF NAIL LABELS ARE SUBMITTED TO ENGINEER PRIOR TO START OF CONSTRUCTION. ALL BOLTS IN WOOD MEMBERS SHALL CONFORM TO ASTM A307. PROVIDE WASHERS UNDER THE HEADS AND NUTS OF ALL BOLTS AND LAG SCREWS BEARING ON WOOD. LEAD HOLES FOR LAG BOLTS SHALL BE BORED FOR THE SHANK AND THREADED PORTIONS PER NDS 11.1.3. CONNECTORS CALLED OUT BY LETTERS AND NUMBERS SHALL BE STRONG -TIE BY SIMPSON COMPANY CATALOG TO BE THE LATEST EDITION, OR ENGINEER APPROVED EQUAL. CONNECTORS SHALL BE INSTALLED IN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS AND WITH THE NUMBER AND SIZE OF FASTENERS AS SPECIFIED BY THE MANUFACTURER. WHERE CONNECTOR STRAPS CONNECT TWO MEMBERS, PLACE ONE-HALF OF THE NAILS, SCREWS, OR BOLTS IN EACH MEMBER. INSTALL SOLID BLOCKING AT ALL BEARING POINTS. ALL SHIMS SHALL BE SEASONED, DRIED, AND THE SAME GRADE (MINIMUM) AS MEMBERS CONNECTED. GALVANIZATION UNLESS NOTED OTHERWISE, STEEL CONNECTORS IN CONTACT WITH TREATED WOOD SHALL BE GALVANIZED ACCORDING TO THE FOLLOWING TABLE: GALVANIZATION UNTREATED WOOD CCA-C SBX ACQ-C ACQ-D CBA-A CA-B OTHER BORATE ACZA OTHER PT WOOD G90 X X X G185 X X X X X X HDG X X X X X X STT300 X X X X X X X X G90 = 0.90 OZ. OF ZINC PER SQUARE FOOT OF AREA G185 = 1.85 OZ. OF ZINC PER SQUARE FOOT OF AREA HDG = HOT DIP GALVANIZED SST300 = TYPE 316L STAINLESS STEEL EXISTING BUILDING CONTRACTOR SHALL VERIFY ALL DIMENSIONS, MEMBER SIZES AND CONDITIONS OF THE EXISTING BUILDING DEPICTED IN THE DRAWINGS, AND NOTIFY THE STRUCTURAL ENGINEER OF ANY DISCREPANCIES FOR POSSIBLE REDESIGN. GENERAL CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND CONDITIONS FOR COMPATIBILITY BEFORE PROCEEDING. ANY DISCREPANCIES SHALL BE BROUGHT TO THE ATTENTION OF THE ENGINEER BEFORE PROCEEDING. CONTRACTOR SHALL BE RESPONSIBLE FOR ERECTION STABILITY AND TEMPORARY SHORING AS NECESSARY UNTIL PERMANENT SUPPORT AND STIFFENING ARE INSTALLED. CONTRACTOR -INITIATED CHANGES SHALL BE SUBMITTED IN WRITING TO THE STRUCTURAL ENGINEER FOR APPROVAL PRIOR TO FABRICATION OR CONSTRUCTION. CHANGES SHOWN ON SHOP DRAWINGS ONLY WILL NOT SATISFY THIS REQUIREMENT. DRAWINGS INDICATE GENERAL AND TYPICAL DETAILS OF CONSTRUCTION. WHERE CONDITIONS ARE NOT SPECIFICALLY INDICATED BUT ARE OF A SIMILAR CHARACTER TO DETAILS SHOWN, SIMILAR DETAILS OF CONSTRUCTION SHALL BE USED, SUBJECT TO REVIEW AND APPROVAL BY THE ARCHITECT AND THE STRUCTURAL ENGINEER. SHORING NOTES (THESE NOTES ARE TYPICAL UNLESS NOTED OR DETAILED OTHERWISE ON DRAWINGS) UTILITY LOCATION/EXISTING CONDITIONS THE LOCATIONS OF EXISTING UTILITIES AND SITE FEATURES SHOWN HEREON HAVE BEEN FURNISHED BY OTHERS BY FIELD SURVEY OR OBTAINED FROM AVAILABLE RECORDS AND SHOULD THEREFORE BE CONSIDERED APPROXIMATE ONLY AND NOT NECESSARILY COMPLETE. IT IS THE SOLE RESPONSIBILITY OF THE CONTRACTOR TO INDEPENDENTLY VERIFY THE ACCURACY OF ALL UTILITY LOCATIONS SHOWN AND TO FURTHER DISCOVER AND PROTECT ANY OTHER UTILITIES NOT SHOWN HEREON WHICH MAY BE AFFECTED BY THE IMPLEMENTATION OF THIS PLAN. CIS ENGINEERING ASSUMES NO RESPONSIBILITY FOR THE COMPLETENESS OR ACCURACY OF THE EXISTING UTILITIES AND SITE FEATURES PRESENTED ON THESE DRAWINGS. CONTRACTOR SHALL LOCATE AND PROTECT ALL UTILITIES DURING CONSTRUCTION AND SHALL CONTACT THE UNDERGROUND UTILITIES LOCATION SERVICE (1-800-424-5555) AT LEAST 48 HOURS PRIOR TO CONSTRUCTION. CONTRACTOR SHALL VERIFY ALL CONDITIONS AND DIMENSIONS AT THE PROJECT SITE BEFORE STARTING WORK AND SHALL NOTIFY THE ENGINEER OF ANY DISCREPANCIES. IF THE ACTUAL FIELD VERIFIED LOCATION OF UTILITIES COULD RESULT IN A CONFLICT WITH THE SHORING, THE ENGINEER SHALL BE NOTIFIED IMMEDIATELY. PRIOR TO CONSTRUCTION, CONTRACTOR SHALL VERIFY THAT OVERHEAD OBSTRUCTIONS, INCLUDING ELECTRICAL LINES, DO NOT INTERFERE WITH USE OF THE CONTRACTOR'S DRILLING EQUIPMENT. COORDINATE AND ARRANGE FOR ALL UTILITY RELOCATIONS AND/OR SERVICE INTERRUPTIONS WITH THE AFFECTED OWNERS AND APPROPRIATE UTILITY COMPANIES. INTERRUPTIONS TO EXISTING UTILITIES SHALL BE MADE ONLY WITH THE WRITTEN APPROVAL OF THE AUTHORITIES GOVERNING SAID UTILITIES AND WITH A MINIMUM 48 HOURS ADVANCE NOTICE. EXISTING UTILITY LINES IN SERVICE WHICH ARE DAMAGED DUE TO CONSTRUCTION WORK SHALL BE REPAIRED AT CONTRACTOR'S EXPENSE AND INSPECTED AND ACCEPTED BY OWNER'S REPRESENTATIVE PRIOR TO BACKFILLING. EROSION AND SEDIMENTATION CONTROL ALL DISTURBED SOIL AREAS SHALL BE SEEDED OR STABILIZED BY OTHER ACCEPTABLE METHODS FOR THE PREVENTION OF ON -SITE EROSION AFTER THE COMPLETION OF CONSTRUCTION. THE CONTRACTOR SHALL KEEP OFF -SITE STREETS CLEAN AT ALL TIMES BY SWEEPING. WASHING OF STREETS WILL NOT BE ALLOWED WITHOUT PRIOR APPROVAL. PROVIDE SILT FENCE BELOW WALL DURING CONSTRUCTION. TEMPORARY SHORING CONTRACTOR SHALL BE RESPONSIBLE FOR AND SHALL INSTALL AND MAINTAIN TEMPORARY SHORING AND BRACING IN ADDITION TO SHORING SHOWN ON THESE PLANS AS NECESSARY TO PROTECT WORKERS, EXISTING BUILDINGS, STREETS, WALKWAYS, UTILITIES AND OTHER EXISTING AND PROPOSED IMPROVEMENTS AND EXCAVATIONS AGAINST LOSS OF GROUND OR CAVING EMBANKMENTS. CONTRACTOR SHALL ALSO BE RESPONSIBLE FOR REMOVAL OF ANY TEMPORARY SHORING AND BRACING, AS REQUIRED. GROUTED ANCHORS GROUTED ANCHORS SHALL BE MANUFACTURED BY DYWIDAG SYSTEMS INTERNATIONAL OR ENGINEER APPROVED EQUAL. ANCHORS SHALL BE FACTORY DOUBLE CORROSION PROTECTED. REFER TO ANCHOR SCHEDULE FOR GROUTED DIAMETER AND ANCHOR ROD DIAMETER. ANCHOR RODS SHALL CONFORM TO ASTM A722, fu = 150 KSI ALL ANCHORS SHALL BE LOCKED OFF PER THE ANCHOR SCHEDULE ANCHOR/GROUT ALL CONCRETE WORK SHALL CONFORM TO THE REQUIREMENTS OF CHAPTER 19 OF THE INTERNATIONAL BUILDING CODE. CONCRETE STRENGTHS SHALL BE VERIFIED BY 28-DAY STANDARD CYLINDER TESTS. UNLESS APPROVED OTHERWISE. GROUT STRENGTH SHALL BE VERIFIED BY 2-INCH CUBE TESTS PER ASTM C109. CONCRETE MIX DESIGN SHALL CONFORM TO THE UNIFORM BUILDING CODE. COMPRESSIVE STRENGTH AT 28 DAYS SHALL BE AS FOLLOWS: GROUTED ANCHOR GROUTED ANCHOR f'c = 3000 PSI MIN TIMBER LAGGING/SAWN LUMBER SAWN LUMBER SHALL CONFORM TO GRADING AND DRESSING RULES, WEST COAST LUMBER INSPECTION BUREAU (WCLIB), LATEST EDITION. LUMBER SHALL BE THE GRADE LISTED BELOW: ALL LAGGING SHALL BE TREATED WITH ACZA WOOD PRESERVATIVE TREATMENT WITH THE LEVELS LISTED BELOW. ANY LAGGING FIELD CUT SHALL HAVE ACZA TREATMENT FIELD APPLIED TO THE CUT END. SIZE SPECIES GRADE Fb (PSI) ACZA TREATMENT 4x12 HF #2 850 0.4 LBS/CU FT ANCHOR LOAD TEST AT LEAST (2) ANCHOR SHALL BE PERFORMANCE TESTED TO 200% OF THE DESIGN LOAD. ANCHORS TO BE TESTED SHALL BE SELECTED BY THE GEOTECHNICAL ENGINEER. ADDITIONAL ANCHOR TESTS MAY BE REQUIRED AT THE REQUEST OF THE GEOTECHNICAL SPECIAL INSPECTOR. CONTRACTOR SHALL BE RESPONSIBLE FOR INSTALLATION OF WHALERS IF REQUIRED TO LIMIT PILE DEFLECTION DURING TESTING. THE PERFORMANCE TEST SHALL BE COMPLETED BY INCREMENTALLY LOADING THE GROUND ANCHOR IN ACCORDANCE WITH THE FOLLOWING TABLE. ANCHOR LOADING ANCHOR UNLOADING LOAD HOLD TIME LOAD HOLD TIME ALIGNMENT LOAD 1 MINUTE 175% DESIGN LOAD UNTIL STABLE 25% DESIGN LOAD 5 MINUTES 150% DESIGN LOAD UNTIL STABLE 50% DESIGN LOAD 5 MINUTES 125% DESIGN LOAD UNTIL STABLE 75% DESIGN LOAD 5 MINUTES 100% DESIGN LOAD UNTIL STABLE 100% DESIGN LOAD 5 MINUTES 75% DESIGN LOAD UNTIL STABLE 125% DESIGN LOAD 5 MINUTES 50% DESIGN LOAD UNTIL STABLE 150% DESIGN LOAD 5 MINUTES 25% DESIGN LOAD UNTIL STABLE 175% DESIGN LOAD 5 MINUTES ALIGNMENT LOAD UNTIL STABLE 200% DESIGN LOAD 60 MINUTES THE ALIGNMENT LOAD (AL) SHOULD BE THE MINIMUM LOAD REQUIRED TO ALIGN THE TESTING APPARATUS & SHOULD NOT EXCEED 5% OF THE DESIGN LOAD. DIAL GAUGES SHOULD BE SET TO ZERO AFTER THE ALIGNMENT LOAD HAS BEEN APPLIED. A CREEP TEST SHALL BE PERFORMED DURING THE 200% DL HOLD TIME. ANCHOR MOVEMENT DURING THE CREEP TEST SHALL BE MEASURED & RECORDED AT 1, 2, 3, 5, 6, 10, 20, 30, 40, 50 & 60 MINUTES OF ELAPSED TIME FROM WHEN THE LOAD INCREMENT WAS APPLIED. ACCEPTABLE ANCHOR TESTS A LOAD TESTED OR PROOF TESTED ANCHOR WITH A 10 MINUTE HOLD CREEP TEST IS CONSIDERED ACCEPTABLE WHEN: THE ANCHOR CARRIES THE MAXIMUM TEST LOAD WITH LESS THAN 0.04" OF MOVEMENT BETWEEN THE 1 & 10 MINUTE READINGS. A LOAD TEST OR PROOF TESTED ANCHOR WITH A 60 MINUTE HOLD CREEP TEST IS CONSIDERED ACCEPTABLE WHEN: THE ANCHOR CARRIES THE MAXIMUM TEST LOAD WITH LESS THAN 0.08" OF MOVEMENT PER LOG CYCLE OF THE TIME & THE CREEP RATE IS LINEAR OR DECREASING. IN ADDITION TO THE ABOVE, A TESTED ANCHOR SHALL NOT EXPERIENCE A PULLOUT FAILURE AT THE MAXIMUM TEST LOAD. A PULLOUT FAILURE IS DEFINED AS THE LOAD AT WHICH ATTEMPTS TO INCREASE THE TEST LOAD RESULT IN CONTINUED PULLOUT MOVEMENT OF THE TEST ANCHOR. ANCHORS THAT HAVE CREEP RATES GREATER THAN SPECIFIED CAN BE INCORPORATED IN THE FINISHED WORK AT A LOAD EQUAL TO 1/2 OF THE FAILURE LOAD. THE FAILURE LOAD IS THE MAXIMUM LOAD CARRIED BY THE ANCHOR AFTER THE LOAD HAS BEEN ALLOWED TO STABILIZE FOR 10 MINUTES. IF AN ANCHOR FAILS, THE CONTRACTOR SHALL BE RESPONSIBLE TO MODIFY THE DESIGN AND/OR THE INSTALLATION METHODS USED IN CONSTRUCTION. ANY MODIFICATIONS BY THE CONTRACTOR THAT REQUIRE CHANGES TO THE STRUCTURE SHALL HAVE PRIOR APPROVAL PER THE ENGINEER. PROCEDURE/CONSTRUCTION SEQUENCING: PRECONSTRUCTION MEETING: CONTRACTOR SHALL CALL THE ENGINEERING INSPECTION LINE TO SET UP A PRECONSTRUCTION MEETING PRIOR TO ANY SITE WORK. LAGGING: TIMBER LAGGING SHALL BE INSTALLED AT SHORING WALLS. VOIDS BETWEEN LAGGING AND SOIL SHALL BE BACKFILLED IMMEDIATELY AFTER LAGGING INSTALLATION. DRAINAGE BEHIND THE WALL MUST BE MAINTAINED. IT IS THE CONTRACTOR'S RESPONSIBILITY TO LIMIT THE AMOUNT OF EXPOSED SOIL WITHOUT LAGGING TO AVOID LOSS OF SOIL. NO MORE THAN 4 FEET OF EXCAVATION SHALL BE EXPOSED BEFORE INSTALLING LAGGING. EXCAVATIONS SHALL NOT REMAIN UNLAGGED OVERNIGHT WOOD LAGGING PILE DRIVE TO REFUSAL APPROXIMATE FINISHED GROUND SURFACE ° .0K'\ o°ro °-0 I Ix I Ix o° ' °°b °'o I co I ac° °° o 45 PCF ACTIVE SOIL =III I l i 1 T-0„ -1 II I EARTH PRESSURE DIAGRAM FINISHED GRADE NO LOAD ZONE 8H 4____ SEISMIC TIE BACK ANCHORS 4= 0- 4c�� ENGINEERING 250 4TH AVE. S., SUITE 200 EDMONDS, WASHINGTON 98020 PHONE (425) 778-8500 FAX (425) 778-5536 �� GUM 4 of WAs� Cs tiw j`�'Gi 4T a o �2s3as L �`�IONAL 04120/ 2021 a H z 2 co N O co w cn = H H (n = = L w w 0 a 0- 0 LLI 000 O Q N � O Y D' Q DESIGN: LS DRAWN: JCP CHECK: DMT JOB NO: 20187.10 DATE: 1 2/ 1 8/2020 P:w Z V / La cy— w N O U C—) Z Z Lj w00 0 > Q LL cy- (� D � � U N Z D H Lo O O I*-_ CY- T--- Ld V J SHEET: SCALE: NTS RESUB May 11 2021 DEVELOPMENT SERVICES DEPARTMENT I Al EXIST SEWER LINE, VERIFY xV O� 0 LOCATION AND ELEVATION. // JIB. 2 SCOPE SEWER LINE BEFORE // �� E AND AFTER CONSTRUCTION 7405E 19 -I I j j j I l �YJ 11 INSTALL ANCHOR AT ►1 \� ANGLE AS REQUIRED / I LL TO REMAIN WITHIN I� gl-o PROPERTY LINE 1 CONc / �p Q L`v • 70 EXIST GRADE= 392.0 \ �\ \ EXIST GRADE= 388.0O \ ► WO385.0± \ APPROX INVERT ELEV \ SETBACK LINE \ \ \ \ \ WORK VEHICLES/ / \ \ \ ` \ \ R OF EXIST SIDE SEWER / \ EQUIPMENT LAY \ \\ \\ EXISTING WALL \ \\ \ I SHED ` DOWN AREA TO REMAIN 1 \ \ \ ' P3\ © \ 4SPHALT O \ \\ \ \ PRIVATE SEWER EASEMENT EXISTING SIDE 1 TOW= 392.0 \ AR � P5 � ! \\ \ J � SEWER OF HOME \ � BOW= 387.0 ` TYP `\ `\ \\ \ ' 386.0± APPROX INVERT ELEV \ % P \, �� OF EXIST SIDE SEWER j ,� HOUSE O �---'� �IM 4 \ 9\ '� C/ # 17512 ` APPROX INVERT ELEV COIVL�ETE a SIl\� 4 \ / 382.5± ECK OF EXIST SIDE SEWER i X APPROX INVgRT ELEV OF E T SIDE SEWERK/ _ G SILT FENCE PER ` \ DRILL THROUGH OR /�\ �g j DETAIL 7/S3.1 1 I G i REMOVE EXISTING / y i / BLOCK WALL FOR \! - TOW= 392.0 l 1 / ANCHOR INSTALLATION SETBACK LINE 1 5 1 BOW= 385.0 I / < I � � S 3.1 1 I EXIST DECK I --- �- - - - - - - - - II \ / \ C� rG� may FOOTING -7----- ------ � I EXIST WALL I TO REMAIN_ ' N 8701328" Val EXISTING SIDE I SEWER SERVING / I / I BOTH PROPERTIES I X APPROX 10OFT TO \ \\\ \'0 FENCE X=,�'� I SEWER MAIN, SEE CITY SEWER PLAN SOLDIER PILE PLAN 1 SCALE: 1" = 10' FO DATI PL NOT 1. INSTALL AND MAINTAIN ALL TESC MEASURES ACCORDING TO APPROVED PLANS, CITY OF EDMONDS STANDARD DETAIL, AND ALL OTHER MEASURES THAT MAY BE REQUIRED DURING CONSTRUCTION. Al 2. CONTRACTOR TO VERIFY LOCATION OF EXISTING UTILITIES. 3. FROM OCTOBER 1ST TO APRIL 30TH, ANY EXPOSED SOILS NOT BEING WORKED FOR MORE THAN 2 DAYS SHALL BE COVERED. FROM MAY 1ST TO SEPTEMBER 30TH, ANY EXPOSED SOILS NOT BEING WORKED FOR MORE THAN 7 DAYS SHALL BE COVERED. 4. BEFORE BEGINNING LAND -DISTURBING ACTIVITIES, INCLUDING CLEARING AND GRADING, CLEARLY MARK ALL CLEARING LIMITS AND SENSITIVE AREAS AND THEIR BUFFERS. 5. ALL DISTURBED AREAS ON AND OFF -SITE SHALL BE COMPOST -AMENDED PER THE REQUIREMENTS OF BMP T5.13 IN THE STORMWATER MANUAL VOLUME V, CHAPTER 5. 6. SOILS MUST BE STABILIZED AT THE END OF THE SHIFT BEFORE A HOLIDAY OR WEEKEND IF NEEDED BASED ON THE WEATHER FORECAST. 7. CONCRETE TRUCKS MUST NOT BE WASHED OUT ONTO THE GROUND, OR INTO STORM DRAINS, OPEN DITCHES, STREETS, OR STREAMS, EXCESS CONCRETE MUST NOT BE DUMPED ON -SITE. 8. ADDITIONAL BMPS MAY BE REQUIRED DURING CONSTRUCTION. ANCHOR SCHEDULE ANCHOR G1-G9 ANCHOR TYPE GROUTED CHOR ANCHOR DIA 3"0 DESIGN LOAD (K) 11 K L-TOTAL 21' L-BONDED 15' L-UNBONDED 6' A(DEG) 20-25' NOTES: 1. CONTRACTOR TO FIELD VERIFY THAT THE MAX. RETAINED HEIGHT IS NOT EXCEEDED. 2. ALTERNATE TIEBACK TYPES MAY BE SUBMITTED FOR REVIEW. 3. REFER TO STRUCTURAL NOTES FOR GROUTED ANCHOR TESTING REQUIREMENTS. 4. CONTRACTOR SHALL SELECT A GROUTED ANCHOR CONFIGURATION CAPABLE OF OBTAINING 200% OF THE DESIGN LOADS. PILE SCHEDULE STEEL TUBE PILES P1-P16 PILE TYPE HSS3x3x1/4 MAX RETAINED HEIGHT 6'-0" NOTES: 1. CONTRACTOR TO FIELD VERIFY THAT THE MAX. RETAINED HEIGHT IS NOT EXCEEDED. 10 0 5 10 Al 395 cm V-6" EXIST GRADE 4'-0" RETAINED HEIGHT MAX 385 EXIST SEWER PIPE 380 + ' ' ' ' ' ' ' nl n11 nv -11 n1 rill nl ^11 ,1 -11 -I -11 n1 -11 - -11 11 -11 V -V V -V T -V V -V ✓ -V / -V T -V V -V L -V I Jlz .. ........... ........... .... ........... ...... ......... . .......... . EXIST MASONRY BLOCK WALL BEYOND TOW = 391.0' I FROM PILE #12 - #16 P1 P2 P3 P4 P5 P6 �� P8) P1] p1� 1�1 �11�1 �1 1+1 - + + + + + 1 1 + + I G1 II II G II II G3 I II II II II ' II II II II 1 II 1 BOW = 387.0 II II II II I II IIII II II II II II II I II II 1 II II . ii _ 11 . .11. . . .1 II II II ii 11 H ii BOW = 385.0' I APPROXIMATE EXISTING II . % II II II II II II II II II II II i1- ii I GRADE AT LOWER II II II II II II II II II II II II II ! PORTION OF WALL II II II II II II II II II II II II I ii ii II II u II II II II II II II II II II II 1 II II II u u u u u u u u u u u u u u I 1 3'-6" 4'-0" 4'-0" 4'-0" 4'-0" 3'-0" 3'-0" 3'-0" 4'-0" 4'-0" 4'-0" 3'-0" 4'-0" 4'-'0" 4'-0" zQ w = O w _ 390 . . . . . . . . . + 385 . . . . . . . . . + 380 375--J ............ . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . --L- 375 SOLDIER PILE PROFILE SCALE: 1" = 5' Al 400 . PROVIDE PEAGRAVEL . .1. . . . . . . . . . . . . . . . . . 400 WIDTH BEHIND WALL FOR WOOD FENCE FOR DRAINAGE. ALTERNATIVELY FALL PROTECTION PROVIDE MIRA DRAIN 6000 BY OWNER n CHANNEL DRAIN EVERY 395 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .�. . I I . . OTHER PILE SPACING. . . . . . . . . . . . . . . . . . . . 395 FILL AS REQUIRED TOW= 391.0' 390 ............................. 390 -$BOW= 388.0' -TYP - VARIES I I I 385......................................................... ................... ..................... 385 I I EXIST GRADE II IU 380................................................................................EXISTSEWERLINE ............. (LOCATION VARIES). 380 CONTRACTOR VERIFY LOCATION Al PRIOR TO DRILLING 375 1...............................................................................................1375 Al SOLDIER PILE SECTION V3 SCALE: 1" = 5' TOP OF WALL FIFv=XXX' Z� w o a o Q z o6 ro 0 1 w Q cf w 0- \ 0 z w -I I- w = a w 2 z O U z O w z = V w LL Ln O c w O = w wm 0 J Q w OI= w LL coo O i N Q O N z_ SECTION 4 SCALE: 1/2" = 1'-0" TIMBER LAGGING PER / STRUCTURAL NOTES, / SPLICE PER DETAIL 4/S3.1 / III -I / / NO LOAD ZONE DRILL HOLE OR REMOVE LAGGING AS REQ'D FOR ANCHOR INSTALLATION EXCAVATE & INSTALL LAGGING A MINIMUM OF V-6" BELOW GRADE NOTE: 1. CONTRACTOR SHALL FIELD VERIFY TIE BACK ANCHORS DO NOT DRILL INTO EXIST HOUSE FOUNDATION. 2. PROVIDE A SILT FENCE APPROXIMATELY 5 FEET DOWNSLOPE FROM WALL DURING CONSTRUCTION. 1.T0 �Tql TIE BACK PER PLAN & STRUCT NOTES EXIST DECK FRAMING Y ENGINEERING 250 4TH AVE. S., SUITE 200 EDMONDS, WASHINGTON 98020 PHONE (425) 778-8500 FAX (425) 778-5536 GUM 4 of WAs� Cs tiw j`�c� E7 o rn 25385 AL "ONAL 04/20/2021 w a H � z C° 0 co w � N � � H H m = = Lij w w 0 o- a O r1 fV fV Q C) N O Y Q DESIGN: LS DRAWN: JCP CHECK: DMT JOB NO: 20187.10 DATE: 1 2/ 1 8/2020 J J Q 0 z z Q F_ Ld cy- Ld O U z Ld 0) Q > (� Q Q c Y � � N Z O �L� O I*__ W � 1�.' W ►7:1slims ■ RESUB May 11 2021 V) a F_ Ld 0 0 z Q Ld LL. 0 0:. CL DEVELOPMENT SERVICES DEPARTMENT 1/A nl ATC P 2 -) NIW7 TYP, EA PILE 1/4 WEDGE WASHER BEARING PL 3/4 x 8 x 0'-8" WALER PER PLAN & PROFILE TYP, EA PILE SECTION SCALE: 1 1/2" = V-0" I I I I I I I I I I I I I I I I I I I I I I�� I LAGGING PER PROFILE & NOTES 1/4" STIFFENER PL EA SIDE OF ANCHOR ANCHOR PER PLAN & NOTES NOTE: 1. WALER AND PILE MAY BE SPLICED AS REQUIRED FOR INSTALLATION. AT ALL SPLICES REFER TO DET 3 & 6. 2. PROVIDE CORROSION PROTECTION OF STRUCTURAL STEEL PER STRUCTURAL NOTES. 3. PROVIDE TOUCH UP PAINT AT WELD LOCATIONS. 4. PROVIDE THE HOMEOWNER WITH PRICE INCREASE FOR GALVANIZED STEEL. LAGGING PF^ PILE 8 SECTION SCALE: 1 1/2" = V-0" 00 P13� PROFILE xC Z FILE PILE PER PLAN -� LAGGING AND PROFILE PER NOTES LAGGING AT TRANSITION SCALE: 3" = V-0" WALE PF WALER SPLICE SCALE: 1 1/2" = V-0" PILE SPLICE SCALE: 3" = V-0" — � /A .. r .. � I ^11 Tin O 30T PILE PER PLAN INTERNAL COUPLING HSS 2 1/4 x 2 1/4 x 1/4" SECTION A -A (3) SIDES #9 SST STRONG-DRIVF SE) 1 nrn "­ LAGGING SPLICE SECTION SCALE: 3" = 1'-0" I ILL 1- 1 L m & PROFILE dr.=% ENGINEERING 250 4TH AVE. S., SUITE 200 EDMONDS, WASHINGTON 98020 PHONE (425) 778-8500 FAX (425) 778-5536 GUILD of wAs� l� t5 E`° a c rn n n's ��t25L8lVp !,,L 04/20/2021 J ~ F- z C° O m N � N W � FILTER FABRIC MATERIAL 36" MIN WIDE ROLLS. USE STAPLES OR WIRE RINGS TO ((n = = ATTACH FABRIC TO WIRE. JOINTS IN FILTER w 0 w w FABRIC SHALL BE SPLICED AT POSTS. FILTER FABRIC a 211x2" BY 14 GA. WIRE MATERIAL FABRIC OR EQUIVALENT 2"x2" BY 14 GA WIRE FABRIC OR EQUIV IF W I-_ 00 p STANDARD STRENGTH Q r--1 N z FABRIC IS USED z Q C,4 O _ N � m i --�' .---•-�.___ _ _ 6"x6"MIN TRENCH BURY BOTTOM OF FILTER BACKFILL TRENCH WITH NATIVE SOIL OR 3/4" DESIGN: LS MATERIAL IN 6"x6" TRENCH z WASHED ROCK DRAWN: JCP 6' MAX 00 6", TYP CHECK: DMT 2"x4" WOOD POSTS, STANDARD 2"x4" WOOD POST ALT: JOB NO: 201 87.1 0 OR BETTER OR EQUAL STEEL FENCE POSTS DATE: 1 2/1 8/2020 ALTERNATE: STEEL FENCE POSTS SILT FENCE NOTES: 1. THE FILTER FABRIC SHALL BE PURCHASED IN A CONTINUOUS ROLL CUT TO THE LENGTH OF THE BARRIER TO AVOID USE OF JOINTS. WHEN JOINTS ARE NECESSARY, FILTER CLOTH SHALL BE SPLICED TOGETHER ONLY AT A SUPPORT POST, WITH A MINIMUM 6 INCH OVERLAP, AND BOTH ENDS SECURELY FASTENED TO THE POST. 2. THE SILT FENCE SHALL BE INSTALLED TO FOLLOW THE CONTOURS (WHERE FEASIBLE). THE FENCE POSTS SHALL BE SPACED A MAXIMUM OF 6 FEET APART AND DRIVEN SECURELY INTO THE GROUND (MINIMUM OF 18 INCHES). 3. A SHALLOW TRENCH SHALL BE EXCAVATED, ROUGHLY 6 INCHES WIDE AND 6 INCHES DEEP, UPSLOPE AND ADJACENT TO THE WOOD POSTS TO ALLOW THE LOWER EDGE OF THE FILTER FABRIC TO BE SECURED WITH GRAVEL. J 4. WHEN FILTER FABRIC NOT AS STRONG AS MIRAFI 70OX IS USED, A WIRE MESH SUPPORT FENCE SHALL BE FASTENED J SECURELY TO THE UPSLOPE SIDE OF THE POSTS USING HEAVY-DUTY WIRE STAPLES AT LEAST 1 INCH LONG, TIE WIRES Q OR HOG RINGS. THE WIRE MESH SHALL EXTEND INTO THE SHALLOW TRENCH A MINIMUM OF 4 INCHES AND SHALL NOT EXTEND MORE THAN 36 INCHES ABOVE THE ORIGINAL GROUND SURFACE. 5. THE MIRAFI 70OX FILTER FABRIC SHALL BE STAPLED OR WIRED TO THE FENCE, AND AT LEAST 18 INCHES OF THE FABRIC 0 SHALL BE BURIED IN THE SHALLOW TRENCH. THE FILTER FABRIC SHALL NOT EXTEND MORE THAN 36 INCHES ABOVE THE ORIGINAL GROUND SURFACE AND SHALL NOT BE STAPLED TO TREES. Z 6. WHEN EXTRA -STRENGTH FILTER FABRIC (MIRAFI 70OX OR EQUAL) AND FOUR (4') POST SPACING IS USED, THE WIRE Z MESH SUPPORT FENCE MAY BE ELIMINATED. IN SUCH A CASE, THE FILTER FABRIC IS STAPLED OR WIRED DIRECTLY TO THE POSTS WITH ALL OTHER PROVISIONS OF NOTE 5 APPLYING. Q 7. THE TRENCH SHALL BE BACKFILLED WITH NATIVE SOIL OR 3/4" -1.5" WASHED ROCK. 8. FILTER FABRIC FENCES SHALL BE REMOVED WHEN THEY HAVE SERVED THEIR USEFUL PURPOSE, BUT NOT BEFORE THE W UPSLOPE AREA HAS BEEN PERMANENTLY STABILIZED. THE NEWLY DISTURBED AREAS RESULTING FROM SILT FENCE cy- REMOVAL SHALL BE IMMEDIATELY SEEDED AND MULCHED, OR OTHERWISE PERMANENTLY STABILIZED TO THE SATISFACTION OF THE CIVIL INSPECTOR. (o 9. SILT FENCES SHALL BE INSPECTED IMMEDIATELY AFTER EACH RAINFALL AND AT LEAST DAILY DURING PROLONGED W (V RAINFALL. ANY REQUIRED REPAIRS SHALL BE MADE IMMEDIATELY. (, O 10.MAINTENANCE: ANY DAMAGED OR CLOGGED FENCE SHALL BE REPAIRED/REPLACED IMMEDIATELY. SEDIMENT MUST z 00 BE REMOVED WHEN THE SEDIMENT DEPTH IS 6 INCHES OR GREATER. IF CONCENTRATED FLOWS ARE EVIDENT UPHILL OF THE FENCE, THEY MUST BE INTERCEPTED AND CONVEYED TO A SEDIMENT TRAP OR POND. W W > Q < (� Q SILT FENCE � 7 SCALE. 1/2 = 1 -0 N Z Q O Lo O I� W CY- T--- w 0 SHEET: S3ml RESUB May 11 2021 DEVELOPMENT SERVICES DEPARTMENT