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Home My WebLink AboutR-417705n n C Q W CODES AND STANDARDS 1. 2018 INTERNATIONAL BUILDING CODE (IBC) 2. ASCE 7-10 MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES 3. ACI 318-14 BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE 4. ACI 301-10 STRUCTURAL CONCRETE FOR BUILDINGS 5. AISC STEEL CONSTRUCTION MANUAL - 14TH EDITION 6. AISC 360-10 SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS 7. AWS NA, 2015 STRUCTURAL WELDING CODE - STEEL 8. AWS NA, 2011 STRUCTUAL WELDING CODE - REINFORCING STEEL 9. AWS D1.8, 2016 STRUCTURAL WELDING CODE - SEISMIC SUPPLEMENT 10. RESEARCH COUNCIL ON STRUCTURAL CONNECTIONS (RCSC), SPECIFICATION FOR STRUCTURAL JOINTS USING HIGH -STRENGTH BOLTS 11. WSDOT - 2018 WASHINGTON STATE STANDARD SPECIFICATIONS FOR ROAD, BRIDGE AND MUNICIPAL CONSTRUCTION GENERAL 1. CONTRACTOR SHALL BE RESPONSIBLE FOR MEANS, METHODS, TECHNIQUES, SEQUENCES, AND PROCEDURES REQUIRED TO PERFORM THE WORK. 2. CONTRACTOR -INITIATED CHANGES REQUIRE BOTH DESIGNER OF RECORD AND BOEING CONSTRUCTION MANAGER APPROVAL AND SHALL BE SUBMITTED IN WRITING FOR APPROVAL PRIOR TO FABRICATION OR CONSTRUCTION. 3. DIMENSIONS AND DETAILS SHALL BE VERIFIED BY THE CONTRACTOR PRIOR TO FABRICATION AND CONSTRUCTION. THIS INCLUDES, BUT IS NOT LIMITED TO, COORDINATING WITH THE CONTRACT DRAWINGS ON THE SIZE AND LOCATION OF OPENINGS THROUGH CONCRETE, VERIFYING SIZE AND LOCATION OF MECHANICAL AND ELECTRICAL OPENINGS WITH THE RESPECTIVE SUBCONTRACTOR, AS WELL AS COORDINATING INSERTS AND ATTACHMENTS FOR THE USE OF OTHER TRADES. 4. DRAWINGS INDICATE GENERAL AND TYPICAL DETAILS OF CONSTRUCTION. TYPICAL DETAILS AND NOTES SHOWN ON DRAWINGS SHALL APPLY UNLESS NOTED OTHERWISE. TYPICAL DETAILS MAY NOT NECESSARILY BE INDICATED ON THE PLANS BUT SHALL STILL APPLY AS SHOWN OR DESCRIBED IN THE DETAILS. IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO CHOOSE THE APPROPRIATE TYPICAL DETAIL FROM THOSE PROVIDED. THE CONTRACTOR SHALL SUBMIT PROPOSED ALTERNATE DETAILS TO THOSE PROVIDED WITH RELATED CALCULATIONS TO THE ENGINEER FOR APPROVAL PRIOR TO DETAILING OR USE. 5. SHOP DRAWINGS FOR STRUCTURAL STEEL, REINFORCING STEEL, LIGHT GAUGE AND MISCELLANEOUS STEEL SHALL BE SUBMITTED TO, REVIEWED AND APPROVED BY THE ENGINEER PRIOR TO FABRICATION. 6. SHOP DRAWING REVIEW: BY SUBMITTING THE SHOP DRAWINGS, THE CONTRACTOR REPRESENTS THAT THEY HAVE DETERMINED AND VERIFIED MATERIALS, FIELD MEASUREMENTS, AND RELATED FIELD CONSTRUCTION CRITERIA (MEANS, METHODS, TECHNIQUES SEQUENCES OPERATIONS OF CONSTRUCTION AND SAFETY PRECAUTIONS AND PROGRAMS INCIDENTAL THERETO) AND THAT THE CONTRACTOR HAS CHECKED AND COORDINATED THE INFORMATION CONTAINED WITHIN THE SUBMITTAL WITH THE REQUIREMENTS OF THE WORK AND THE CONTRACT DOCUMENTS. REVIEW BY THE ENGINEER SHALL NOT RELIEVE THE CONTRACTOR FROM FULL RESPONSIBILITY FOR THE ACCURACY OF DIMENSIONS AND DETAILS. SUCH REVIEW SHALL NOT CONSTITUTE ACCEPTANCE BY THE ENGINEER OF THE CORRECTNESS OR ADEQUACY OF SUCH SUBMITTALS, NOR A WARRANTY THAT THE SUBMITTALS SATISFY THE REQUIREMENTS OF THE CONTRACT. 1. THE CONTRACTOR SHALL VERIFY EXISTING CONDITIONS BEFORE COMMENCING ANY DEMOLITION. THE CONTRACTOR SHALL VERIFY THE EXTENT AND LOCATIONS OF SITE UTILITIES. LOCATIONS OF EXISTING FOUNDATIONS AND UTILITIES KNOWN TO THE ENGINEER ARE INDICATED ON THE DRAWINGS. IMMEDIATELY REPORT ANY DISCREPANCIES OR ENCOUNTERED OBSTRUCTIONS TO THE BOEING CONSTRUCTION MANAGER. 2. THE CONTRACTOR SHALL DESIGN AND INSTALL SHORING TO SUPPORT EXISTING CONSTRUCTION (VERTICALLY AND LATERALLY) AS REQUIRED AND IN A MANNER SUITABLE TO THE WORK SEQUENCES COORDINATED WITH THE OTHER DISCIPLINES. PRIOR TO CONSTRUCTION, THE CONTRACTOR SHALL PREPARE A PLAN TO MONITOR DAILY THE SHORING SYSTEMS FOR MOVEMENT AND SUBMIT IT FOR REVIEW BY THE BOEING CONSTRUCTION MANAGER. 3. EXISTING STRUCTURAL MEMBERS SHALL REMAIN UNLESS NOTED OTHERWISE ON THE PLANS. SAWCUTTING, IF AND WHERE USED, SHALL NOT CUT EXISTING REINFORCING THAT IS TO REMAIN. DEMOLITION DEBRIS SHALL NOT BE ALLOWED TO DAMAGE OR OVERLOAD THE EXISTING STRUCTURE. 4. OPENINGS THROUGH EXISTING WALLS, SLABS, AND BEAMS SHALL BE ACCOMPLISHED BY SAWCUTNNG OR CORING WHEREVER POSSIBLE AND AS SHOWN. WHEN SAWCUTTING, CORNERS SHALL INITIALLY BE CORED TO PREVENT OVERCUTTING. SMALL ROUND OPENINGS SHALL BE ACCOMPLISHED BY DRILLING, IF POSSIBLE. 5. THE CONTRACTOR SHALL DESIGN AND INSTALL SHORING TO SUPPORT NEW CONSTRUCTION (VERTICALLY AND LATERALLY) UNTIL STRUCTURAL COMPONENTS HAVE BEEN CONNECTED AS SHOWN ON THE STRUCTURAL DRAWINGS. 6. THE CONTRACTOR SHALL SUBMIT SHORING DRAWINGS AND CALCULATIONS STAMPED AND SIGNED BY A REGISTERED STRUCTURAL ENGINEER. DRAWINGS SHALL SHOW SIZE, LAYOUT, CONNECTIONS, MATERIAL DESIGNATION, METHOD OF INSTALLATION, AND ACCESSORIES OF SHORING MEMBERS. THE TEMPORARY SHEET PILE WALL SHOWN IN THESE PLANS WITHIN LAKE WASHINGTON AND THE STEEL SHEET PILE COFFERDAMS SHOWN IN THESE PLANS ARE EXEMPT FROM THIS REQUIREMENT. 7. THE TEMPORARY STEEL SHEET PILE WALL SHOWN IN THESE SHEETS WITHIN LAKE WASHINGTON SHALL BE CUT 2' BELOW THE HABITAT SURFACING AT THE END OF THEIR USE. FOUNDATIONS 1. FOUNDATION DESIGN IS BASED ON FINAL GEOTECHNICAL REPORT, AMENDMENTS OR MEMOS BY PanGEO DATED MARCH 9, 2017, PROJECT No.15-193 AND SUPPLEMENT DATED 06/22/2018. 2. FOUNDATION WORK SHALL BE IN ACCORDANCE WITH THE RECOMMENDATIONS OF THIS REPORT, AND THE CONTRACTOR SHALL BE FAMILIAR WITH THIS REPORT. 3. FOOTINGS SHALL BEAR ON ENGINEERED FILL OR COMPETENT NATIVE SOILS. 4. SPECIAL INSPECTION SHALL BE PERFORMED DURING SITE EXCAVATION TO CONFIRM THAT EXISTING CONDITIONS COMPLY WITH CONDITIONS IN THE GEOTECHNICAL REPORT. CONTRACTOR SHALL COORDINATE EXCAVATION SCHEDULE WITH THE ENGINEER. 5. EXTERIOR FOOTINGS SHALL BEAR AT OR BELOW MINIMUM BEARING DEPTH. MINIMUM BEARING DEPTH IS 18 INCHES BELOW ADJACENT FINISHED GRADE. 6. SOIL PROPERTIES VARY ACROSS THE PROJECT SITE. SEE GEOTECHNICAL REPORT FOR LOCATION SPECIFIC SOIL PROPERTIES. DESIGN LOADS DEAD LOADS: WEIGHT OF MATERIALS OF CONSTRUCTION AND PERMANENT EQUIPMENT. RISK CATEGORY II SEISMIC LOADS SEISMIC IMPORTANCE FACTOR, Is 1.0 ONE CUSS E DESIGN SPECTRAL RESPONSE ACCELERATION PARAMETERS SHORT PERIOD, Sea 0.87 1 SECOND PERIOD, Shc 0.87 SEISMIC DESIGN CATEGORY D WAVE LOAD (TEMPORARY SHEET PILE WALL) - DESIGN WAVE HEIGHT 2.55' WSP AC 333019N Aveme South CALL 48 HOURS salre300aas retleral Wry, 9a0a12Kb BEFORE YOU DIG Tel: 1- 431-2250 1-QDD-424-.>JrJ.> Gnat FAX: (i(6)431-E350 SYM REVISION BY ONG APRON R - CENTRAL C180242 WSP A BUILDING PERMIT COMMENTS RD 1 C180242 WSP APPROVED DATE MW 07/09/21 MW 06/03/21 STRUCTURAL CONCRETE 6. WELDS THAT ARE PART OF THE SEISMIC FORCE -RESISTING SYSTEM SHALL HAVE A MINIMUM CHARPY V-NOTCH TOUGHNESS OF 20 FOOT-POUNDS AT 0 DEGREES FAHRENHEIT. 1. CONCRETE WORK SHALL CONFORM TO REQUIREMENTS OF ACI 301, SPECIFICATIONS FOR STRUCTURAL CONCRETE FOR BUILDING CONCRETE AND WSDOT STANDARD SPECIFICATIONS FOR CONCRETE ON GRADE. At SHALL BE SUBMITTED TO THE ENGINEER FOR APPROVAL. 3. STEEL REINFORCEMENT (DEFORMED BARS) SHALL CONFORM TO ASTM A615, Fy = 60,000 PSI. ALL REINFORCEMENT TO BE WELDED SHALL CONFORM TO ASTM A706. ALL REINFORCEMENT SHALL BE EPDXY COATED IN ACCORDANCE WITH WSDOT 4. DOWEL BARS SHALL CONFORM TO WSDOT SPECIDCATIONS SECTION 9-07.5 (1). 5. TYPICAL DETAILS OF REINFORCEMENT SUCH AS HOOKS, BEND DIAMETERS, ETC. SHALL BE IN ACCORDANCE WITH ACI SP-66 - "ACI DETAILING MANUAL'. 6. CONCRETE COVER FOR REINFORCEMENT STEEL IN CAST -IN -PLACE NON -PRESTRESSED CONCRETE MEMBERS SHALL BE AS FOLLOWS, ONO: A. CONCRETE CAST AGAINST AND PERMANENTLY IN CONTACT WITH GROUND (UNFORMED): 3 INCHES B. CONCRETE EXPOSED TO WEATHER OR IN CONTACT WITH GROUND: #5 BARS AND SMALLER 1-1/2 INCHES #6 BARS AND LARGER 2 INCHES 7. REINFORCEMENT MARKED "CONT" (CONTINUOUS) SHALL BE SPLICED BY LAPPING OR MECHANICAL CONNECTORS. LAP SPLICES OF REBAR SHALL HAVE A LENGTH OF LAP EQUAL TO 1.3x BAR DEV LENGTH (CLASS B). LINO MECHANICAL CONNECTORS SHALL HAVE A MINIMUM CAPACITY OF 1.25x YIELD STRENGTH OF THE BAR. IN MEMBERS DESIGNATED AS PART OF THE SEISMIC FORCE RESISTING SYSTEM, MECHANICAL CONNECTORS SHALL HAVE A MINIMUM CAPACITY EQUAL TO THE TENSILE STRENGTH OF THE BAR. 8. CHAMFER ALL CORNERS OF CURBS, WALLS AND EDGES X INCHES. MEMBER FREEZING AND SULFATE (S) WATER CONTACT CORROSION PROTECTION THAWING (F) (W) OF REINFORCEMENT (C) ALL F2 S1 W1 Cl ANCHORAGE TO CONCRETE 1. EXCEPT WHERE INDICATED ON THE DRAWINGS, POST -INSTALLED ANCHORS SHALL CONSIST OF THE FOLLOWING ANCHOR TYPES. • HILTI "HIT-HY 200" ADHESIVE ANCHOR SYSTEM PER MCC ESR-3187 • SIMPSON SET-XP ADHESIVE ANCHORING SYSTEM PER INS ESR-2508 • POWERS PE1000+ PER ICC ESR-2583 2. ANCHOR CAPACITY USED IN DESIGN SHALL BE BASED ON THE TECHNICAL DATA PUBLISHED IN THE ICC APPROVAL REPORT. SUBSTITUTION REQUESTS MUST INCLUDE ISO ESE REPORT SHOWING COMPLIANCE WITH RELEVANT BUILDING CODE AND INSTALLATION CATEGORY AND BE APPROVED IN WRITING BY THE ENGINEER OF RECORD PRIOR TO USE. 3. INSTALL ANCHORS PER THE MANUFACTURER INSTRUCTIONS, AS INCLUDED IN THE ANCHOR PACKAGING. 4. ANCHOR CAPACITY IS DEPENDENT UPON SPACING BETWEEN ADJACENT ANCHORS AND EDGE DISTANCE. INSTALL ANCHORS IN ACCORDANCE WITH SPACING AND EDGE CLEARANCES INDICATED ON THE DRAWINGS. NON -SHRINK GROUT 1. NON -SHRINK GROUT SHALL BE CEMENTITIOUS HIGH PRECISION, NATURAL AGGREGATE, NON-MEFAWC, NON -STAINING, NON -SHRINKABLE GROUT CONFORMING TO ASTM C1107. GROUT SHALL HAVE A SPECIFIED MINIMUM COMPRESSIVE STRENGTH OF 5.000 PSI AT 5 DAYS. STRUCTURAL STEEL 1. EXTERIOR MARINE AND IN -GRADE STEEL SHALL CONFORM TO THE FOLLOWING a. STRUCTURAL STEEL SHAPES AND PLATES UNLESS NOTED OTHERWISE, SHALL BE ASTM A 709 GRADE 50 AND SHALL BE COATED IN ACCORDANCE WITH ISO 8501 PA2. b. BOLTS AND NUTS SHALL CONFORM TO ASTM A 307, UNLESS NOTED OTHERWISE. c. ANCHOR BOLT OR ANCHOR RODS SHALL CONFORM TO ASTM F 1554, GRADE 105, UNLESS NOTED OTHERWISE. H ED ST I AN H RS 1,LL C N1 :!1 11IT1 AND AS 10 y min = 5 no. A A. ALL MISCELLANEOUS PIPE SHALL CONFORM TO ASTM A 500, GRADE C. 4. WORK SHALL BE IN ACCORDANCE WITH AISC 303, AS MODIFIED PER THE PROJECT SPECIFICATIONS. 5. HOLES IN STEEL CUT IN THE FIELD SHALL BE DRILLED, NOT BURNED. 6. HIGH -STRENGTH BOLTS SHALL BE INSTALLED, TIGHTENED, AND INSPECTED IN ACCORDANCE WITH IBC, RCSC, AND AISC SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM A325 OR A490 BOLTS. THE CRITERIA FOR SNUG -TIGHT CONNECTIONS SHALL APPLY TO CONNECTIONS. 7. STEEL ANCHORS, TIES AND OTHER MEMBERS EMBEDDED IN CONCRETE SHALL BE LEFT UNPAINTED AT INTERIOR, UNEXPOSED CONDITIONS. 8. ITEMS EMBEDDED IN CONCRETE AND EXPOSED TO EARTH OR WEATHER SHALL BE HOT -DIPPED GALVANIZED (UNLESS NOTED OTHERWISE): a. CONCRETE ACCESSORIES OF FERROUS MATERIAL INCLUDING: INSERTS, EMBEDS, AND BRACKETS. b. PIPE GUARDS, BOLLARDS AND HARDWARE FOR SAME. c. WHERE NOTED AS "GAV°. d. GALVANIZED STEEL EXPOSED TO STORMWATER SHALL BE PAINTED OR COATED. 9. THERE SHALL BE NO EXPOSED GALVANIZED MATERIALS, COATINGS, OR ZINC APPLIED SURFACE TREATMENTS ON ANY EXTERIOR OR UNDERGROUND MATERIAL OR SURFACES. ALL GALVANIZED OR ZINC APPLIED MATERIALS OR COATINGS SHALL BE PERMANENTLY PAINTED OR COATED TO PREVENT EXPOSURE OF THE GALVANIZED/ZINC MATERIALS PRIOR TO INSTALLATION OR COMPLETION OF CONSTRUCTION. 10. LOCATIONS OF EMBEDDED ITEMS SHALL BE COORDINATED WITH VENDOR'S SHOP DRAWINGS. 11. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ERECTION AIDS THAT INCLUDE, BUT ARE NOT LIMITED TO, ERECTION ANGLES, LIFT HOLES, AND OTHER AIDS. REMOVE ERECTION AIDS, INCLUDING ERECTION BOLTS. PLUG WELD HOLES AND GRIND SMOOTH. 12. MEANS AND METHODS OF ERECTION ARE THE SOLE RESPONSIBILITY OF THE CONTRACTOR AND CONNECTIONS AND DETAILS DO NOT NECESSARILY SHOW ERECTION AIDS REQUIRED. STRUCTURAL STEEL WELDING 1. WELDING SHALL BE DONE BY CERTIFIED WELDERS AND IN ACCORDANCE WITH AWS D1.1 AND D1.8. 2. WELD SIZES SHOWN ON THE DRAWINGS ARE MINIMUM AND EFFECTIVE SIZES. INCREASE WELD SIZE TO AWS/AISC MINIMUM SIZES AS REQUIRED FOR CONNECTION MATERIAL. THE MINIMUM WELD SIZE SHALL BE 3/16 INCHES (EFFECTIVE). 3. FIELD WELDING SYMBOLS HAVE NOT NECESSARILY BEEN INDICATED ON THE DRAWINGS. WHERE NO FIELD WELDING IS DETAILED ON THE DRAWINGS, IT IS THE CONTRACTOR'S RESPONSIBILITY TO COORDINATE THE USE OF SHOP AND FIELD WELDS. 4. WELDS SHALL BE MADE USING LOW HYDROGEN ELECTRODES WITH TENSILE STRENGTH PER AWS DIA AND D1.8 (MINIMUM 70 KSI). 5. WELDING SHALL BE PERFORMED IN STRICT ADHERENCE TO A WRITTEN WELDING PROCEDURE SPECIFICATION (WPS) PER AWS D1.1 AND D1S. WELDING PROCEDURES SHALL BE SUBMITTED TO THE ENGINEER FOR REVIEW BEFORE STARTING FABRICATION OR ERECTION. COPIES OF THE WPS SHALL BE ON SITE AND AVAILABLE TO WELDERS AND THE SPECIAL INSPECTOR. REVISION BY I APPROVED I DATE i L -BOE//V6 BOEING COORDINATION 1. CONTRACTOR SHALL COORDINATE WITH THE BOEING CONSTRUCTION MANAGER REGARDING AIRPLANE MOVEMENTS AND PRODUCTION NEEDS. THIS MAY INCLUDE TEMPORARY SHUTDOWNS AND MOVEMENT OF EQUIPMENT TO ALLOW PLANE MOVEMENTS. 2. CONTRACTOR SHALL MAINTAIN NINE ACTIVE PLANE STALL LOCATIONS AT ALL TIMES. STALL LOCATIONS INCLUDE THREE AT THE NORTH GATE, THREE IN THE CI STALLS, FOUR ALONG THE LAKE NORTH OF THE 4-20 BLDG, AND THREE IN THE NE CORNER NORTH OF THE 4-82 BLDG. 3. CONTRACTOR SHALL COORDINATE ALL TRENCHING ACTIVITIES WITH THE BOEING SHUTDOWN COMMITTEE, WHO WILL NEEDS 5 DAYS TO REVIEW BEFORE THE PLANNED WORK MAY PROCEED. 4. CONTRACTOR SHALL COORDINATE ALL TRENCHING WITH BOEING ENVIROMENTAL HEALTH SERVICES FOR SOIL SAMPLING PRIOR TO WORK. 5. CONTRACTOR SHALL COORDINATE WITH THE BOEING CONSTRUCTION MANAGER TO ENSURE ALL MAJOR SITE CHANGES AND DETOURS ARE ADVERTISED IN THE BOEING NEWSLETTER TWO WEEKS IN ADVANCE OF THE CHANGE. 6. EXISTING PAVING INCLUDING PILE SUPPORTED STRUCTURES IS RATED BY BOEING FOR DESIGN LOADS 2A, 2B, 2C, AND 2D AS WELL AS A UNIFORM LIVE LOAD OF 450 PSF. LARGER POINT OR UNIFORM LOADS PROPOSED BY THE CONTRACTOR SHALL BE SUBMITTED TO THE STRUCTURAL ENGINEER AND BOEING FOR REVIEW BEFORE THE PLANNED WORK MAY PROCEED. DESIGN LOAD DIAGRAMS 1. DEAD LOADS: ACTUAL WEIGHT OF MATERIALS OF CONSTRUCTION AND PERMANENT EQUIPMENT. 2. VERTICAL LIVE LOAD: (LOADS A, B, C, AND D ARE ALLOWED ON ALL EXISTING PAVED AREAS UNLESS NOTED OTHERWISE, SEE BOEING COORDINATION NOTE 6) A. ULL - UNIFORM LIVE LOAD PEDESTRIAN ONLY 1" POP TYPICAL 125 POP LIGHT STORAGE VEHICLE OTHER 250 POP TYPICAL B. LL - VEHICULAR LIVE LOAD HL-93 C. BR - VEHICULAR BRAKING FORCE 25% DESIGN TRUCK OR TANDEM 5% DESIGN TRUCK OR TANDEM + 5% DESIGN LANE LOAD DESIGN TRUCK 32k 32k Bk WHEEL LOAD Ed 6k 6 6k 14' 14' TO 30 LANE LOAD = 640 EST E 140 TON MOBILE CRANE (NOT ALLOWED ON STORM VAULTS OR UTILITY VAULTS) r.,iligg-�-�Jsmmmmd&F �1� .�•1 DESIGN TANDEM 25k 25k 12.5 12.5 4 12.5 12.5 FORKLIFT (LINDE H 180) OPERATING LOAD 66K FRO -- FRONT A%LED D 26K REAR A%LE 0 0 CRANE TRAVELING - WHEEL LOADS WITH BOOM OVER FRONT CRANE DIMENSIONS CRANE TOTAL FRONT AXLE I REAR AXLE LOAD A (FT) B (Fr) C (FT) D (Fr) E (FT) F (SQ IN) CAPACITY WEIGHT (Ibs) LOAD (Ibs) (Ibs) 140 TON 200,000 44,000 156,000 23 TO 20 TO 19 TO 9.5 4 TO 560 TO 27 27 24 TO 11 5.5 910 OUTRIGGER FLOAT LOADS CAPACITY (TONS) RADIUS (f) BOOM OVER CORNER (Ibs) BOOM OVER BACK OR SIDE (EA) (II 20 AND MORE 232,000 207,000 30 222,000 176.000 140 TON 40 211,000 164,000 50 198.000 150.000 60 AND MORE 187,000 142,000 3. MOORING LOAD: 15 TONS HORIZONTAL 2 30' VERTICAL APPLIED AT THE HORN. ACCEPTABILITY THIS DESIGN AND/OR SPECIFICATION IS APPROVED APPROVED�PTTC 4. LATERAL LOADS: A. ACTIVE AND PASSIVE SOIL PERSSURES ON SHORING 1. ACTIVE SOIL PRESSURE: 45 PCF, EQUIVALENT FLUID DENSITY, ABOVE GROUNDWATER TABLE ii. ACTIVE SOIL PRESSURE: 20 PCF, EQUIVALENT FLUID DENSITY, BELOW GROUNDWATER TABLE 'ii. PASSIVE SOIL PRESSURE: 200 PCF, EQUIVALENT FLUID DENSITY, ABOVE GROUND WATER TABLE (INCLUDE 1.5 SAFETY FACTOR) ii. PASSIVE SOIL PRESSURE: 80 PCF EQUIVALENT FLUID DENSITY, BELOW GROUNDWATER TABLE (INCLUDE 15 SAFETY FACTOR) IMBALANCES HYDROSTATIC PRESSURE SHOULD BE ADDED TO THE ACTIVE SIDE. THE PRESSURE WILL DEPEND ON THE TYPE OF DEWATERING METHOD. A 2 FEEL OVER-E%CMAA0N AT ME PASSIVE SIDE SHOULD BE CONSIDERED IN THE DESIGN. E ACTIVE, PASSIVE, SURCHARGE AND SEISMIC ON PERMANENT STRUCTURES LATERAL EARTH PRESSURES ON RETAINING WALLS OR PERMANENT SUBSURFACE WALLS, AND RESISTANCE TO LATERAL LOADS MAY BE ESTIMATED USING THE FOLLOWING RECOMMENDED SOIL PARAMETERS: Soil Density Equivalent Fluid Unit Weight (PCF) Coefficient (PCF) of Friction Active At -rest Passive 12s 40 50 100 0.3 Note: 1) Hydrostatic pressures are not included in the above lateral earth pressures. A 50% reduction should apply to the passive pressure for below groundwater table condition. 2) Lateral earth pressures are appropriate for level structural fill placed behind and in front of walls. THE ACTIVE CASE APPLIES TO WALLS THAT AGE PERMITTED TO ROTATE OR TRANSLATE AWAY FROM ME RETAINED SOIL BY APPROXIMATELY 0.002H, WHERE H IS THE HEIGHT OF THE WALL. THIS WOULD BE APPROPRIATE FOR A CANTILEVER RETAINING WALL. ME AT -REST CASE APPLIES TO UNYIELDING WALLS, AND WOULD BE APPROPRIATE FOR WALLS THAT ARE STRUCTURALLY RESTRAINED FROM LATERAL DEFLECTION SUCH AS BASEMENT WALLS, UTILITY TRENCHES OR PITS. N11%N:L1%6�IdU111NLlIdI1FJ�DLU1. ADDITIONAL LATERAL EARTH PRESSURES WILL RESULT FROM SURCHARGE LOADS FROM FLOOR SUBS OR PAVEMENTS FOR PARKING THAT ARE LOCATED IMMEDIATELY ADJACENT TO THE WALLS. THE SURCHARGE -INDUCED LATERAL EARTH PRESSURES ARE UNIFORM OVER THE DEPTH OF THE WALL. SURCHARGE -INDUCED LATERAL PRESSURES FOR THE "ACTIVE" CASE MAY BE CALCULATED BY MULTIPLYING THE APPUED VERTICAL PRESSURE (IN ESE) BY THE ACTIVE EARTH PRESSURE COEFFICIENT (Ko). THE VALUE OF No MAY BE TAKEN AS OAL THE SURCHARGE -INDUCED LATERAL PRESSURES FOR THE "AT -REST' CASE PRE SIMILARLY CALCULATED USING AN AT -REST EARTH PRESSURE COEFFICIENT (Ko) OF 0.6. SEISMIC INDUCED LATERAL LOADS: FOR SEISMIC INDUCED LATERAL LOADS, THE DYNAMIC FORCE CAN BE ASSUMED TO ACT AT 0.6H ABOVE THE WALL BASE AND THE MAGNITUDE CAN BE CALCULATED USING ME FOLLOWING EQUATION: Pe = 14H NJ: 13.1= .1Nk9EIUiJ121111IONL113 IJIVu H = WALL HEIGHT GENERAL SITE STRUCTURAL NOTES R-41770051 IN COMPLIANCE WITH CITY OF RENTON STANDARDS L1�LIi4i�A 01-1D C 180242 1MUP RTN-YD-0501 -1 D 07/09/21 RENTON SITE MASTER S 11