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DESIGN CRITERIA:
<br />STRUCTURAL SYSTEMS PRESENTED IN THESE PLANS HAVE BEEN DESIGNED TO MEET THE
<br />REQUIREMENTS OF THE 2015 EDITION OF THE INTERNATIONAL BUILDING CODE,
<br />DESIGN LOADS"
<br />RISK CATEGORY: 11(ASCE TABLE 1.5-1)
<br />LATERAL SEISMIC LOADS: N/A
<br />DEFERRED SUBMITTALS.
<br />ITEMS REFERRED TO AS DEFERRED SUBMITTALS IN THESE CONSTRUCTION DOCUMENTS ARE
<br />DEFINED AS THOSE PORTIONS OF THE DESIGN THAT ARE NOT SUBMITTED AT THE TIME OF
<br />THE APPLICATION AND THAT ARE TO BE SUBMITTED TO THE BUILDING OFFICIAL WITHIN A
<br />SPECIFIED PERIOD.
<br />SPECIFIED PERIOD: PRIOR TO INSTALLATION AND WITHIN THE ACTIVE PERMIT TIME FRAME
<br />THE DESIGNER ON MANUFACTURER RESPONSIBLE FOR THE DEFERRED SUBMITTAL SHALL
<br />SUBMIT A COPY OF THE SHOP DRAWINGS AND CONSTRUCTION DOCUMENTS TO THE
<br />ENGINEER OF RECORD AND THE BUILDING OFFICIAL PRIOR TO INSTALLATION
<br />LATERAL WIND LOADS: N/A MEMBER USE SPAN TYPE SPECIES COMB. SYMBOL Fbx + Fbx -
<br />LIST OF DEFERRED SUBMITTALS TO ICE APPROVED BY THE BUILDING OFFICIAL:
<br />VERTICAL LOADS: REFER TO RETAINING WALL DETAILS FOR FUTURE BUILDING BEAM SIMPLE DF/DF 24F V4 2400 PSI 1650 PSI
<br />ASSUMED LOADS RE I AINING WALLS DESIGNED FOR 2FT OF BEAM CANTILEVER. DF / DF 24F V6 2400 PSI 2400 PSI HANDRAIL AND GUARDRAIL SYSTEMS
<br />ADDITIONAL SOIL SURCHARGE
<br />FOR WALLS ADJACENT TO FLOOR DIAPHRAGM OPENINGS, THE WALL STUDS SHALL BE
<br />CONTINUOUS FULL HEIGHT STUDS.
<br />SOIL AND FOUNDATION.
<br />ALL EXT ERIOR DECK FRAMING ARID WOOD MEMBERS IN CONTACT WITH CONCRETE OR HANDRAIL AND GUARDRAIL SYSTEMS:
<br />DESIGN VALUES: MASONRY SHALL BE PRESSURE TREATED. FASTENERS FOR PNESERVATIVE=TNEATED WOOD
<br />(WITH THE EXCEPTION OF STEEL BOLTS ONE -HALF -INCH DIAMETER OR GREATER) SHALL ICE UNLESS NOTE C� OTHERWISE IN THESE CONSTRICTION DOCUMENTS, D TS, DESIGN AND DETAILING
<br />PER
<br />ALLOWABLE BEARING: 2500 PSF OF HOT -DIPPED ZINC COATED GALVANIZED STEEL, STAINLESS STEEL, SILICON BRONZE OR OF ALL HANDRAIL AND GUARDRAIL SYSTEMS ARE CONSIDERED DEFERRED SUBMITTALS I�EP
<br />COPPER, WHEN USING STAINLESS STEEL OR HOT -DIPPED GALVANISED CONNECTORS, THE IBC 107.3,4.1.
<br />THE SOIL DESIGN PROPERTIES WERE DERIVED FROM THE GEOTECHNICAL REPORT PROMISED Bl' NELSON GEOTECH iCAL ASSOCIATES DATED OCTOBER 6, 2013 (REPOCONNECTORS AND FASTENERS SHOULD BE FADE ®PYRE SAME MATERIAL. FOLLOWT NO, 104331 ). THE MANUFACTUREITS RECOMMENDATIONS FOR CORROSION PROTECTION WHEN STEEL ALL IL SYSTEMS SHALL CONFORM TO THE FOLLOWING LOADING REQUIREMENTS OF ASCE
<br />CONTRACTOR SHALL REVIEW THE REFERENCED REPORT" AND REPORT ANY DISCREPANCIES HANGERS AND CONNECTORS ARE USED. 7-10 4.5.
<br />PRIOR TO CONSTRUCTION. FOLLOW ALL GEOTECHNICAL ENGINEERS RECOMMENDATIONS
<br />REGARDING SITE AND SUBGRADE PREPARATION. VALUES OR COEFFICIENTS NOT PROVIDED ALL DOOR AND WINDOW HEADERS NOT SPECIFICALLY CALLED OUT ON THE PLANS SHALL BE CONCENTRATED LOAD: 200 LBS APPLIED TO PRODUCE MAXIMUM LOAD EFFECT
<br />IN THE GEOTECHNICAL REPORT ARE NOTED AS ASSUMED VALUES AND SHALL BE FIELD (2) 2x6 DF #2 WITH ONE CRIPPLE AND ONE STUD FOR OPENINGS U-0" OR LESS AND TWO UNIFORM LOAD: 50 LB/FT APPLIED TO HANDRAIL OR TOP RAIL
<br />VERIFIED. CRIPPLE AND ONE STUD FOR OPENINGS MORE THAT U-0" WIDE. ALL COLUMNS NOT EXCEPTION: UNIFORM LOAD NEED NOT BE CONSIDERED
<br />FRICTION: 0.35 INCLUDES FACTOR OF SAFETY OF 1.5) SPECIFICALLY CALLED OUT ON THE PLANS SHALL BE (2) 2x(MATCH WALL STUDS) HF#2 NAILED FOR ONE AND TWO-FAMILY DWELLINGS
<br />COEFFICIENT OF FRIG ( TOGETHER PER STRUCTURAL NOTES. INTERMEDIATERAILS: 50 LB HORIZONTAL LOAD ON AN AREA NOT TO EXCEED A 12
<br />ACTIVE PRESSURE: 40 PCF (UNRESTRAINED) INCH BY 12 INCH AREA
<br />60 PCF (RESTRAINED) SPIKE LAMINATE 2x4 COLUMNS TOGETHER WITH 16d COMMON @ 6" O.C. STAGGERED.
<br />PASSIVE PRESSURE: 200 PCF (INCLUDES FACTOR OF SAFETY OF 2,0) LAMINATE 2x6 COLUMNS TOGETHER WITH (2) OFFSET" ROWS OF 16d COMMON @ 6" O.C. DRIVE
<br />ADJACENT NAILS FROM OPPOSITE SIDES OF THE COLUMN. EACH INDIVIDUAL STUD SHALL BE SIMPSOI� EPDXY ADHESIVE FASTENERS:
<br />ALL FOOTINGS SHALL DEAR UPON UNDISTURBED SOIL OR COMPACTED FILL AT LEAST 181, ATTACHED TO THE ADJACENT STUD.
<br />EPDXY ADHESIVE BY SIMPSON "Ai_XP1e EPDXY SYSTEM IOC -ES REPCIR I ESL-0263. USE ASTM
<br />BELOW FINISHED GRADE,
<br />BF (� ¢"9 j�ED ROD. NO SUBSTITUTIONS WITHOUT ENGINEERS WRITTEN APPROVAL.
<br />Pi 4 G36 THREAD
<br />® F155
<br />® M SURFACE OF FOOTINGS PROVIDE DOUBLE TOP PLATES AT ALL WALLS AND STAGGER SPLICES A MINIMUM OF 413 . CLEAN AND PREPARE THE HOLE PER SIMPSON'S SPECIFICATIONS, INSTALL ANCHORS PER
<br />THE TOP SURFACE OF FOOTINGS � SHALL N LEVEL. C THE BOTTOM ATTACH BOTTOM PLATE TO WOOD FRAMING BELOW WITH 16d a) 12" O.C. OFF BOLT TO
<br />SHALL BE PERMITTED TO HAVE � SLOPE NOT EXCEEDING ONE UNIT VERTICAL IN 1®UNITS CONCRETE WITH 1/2'° DIAMETER ANCHOR BOLTS 43" O.C. EMBEDDED �" MEN, UNLESS NOTED MANUFACTURER'S INSTRUCTIONS. ANCHOR CAPACITY IS DEPENDAN r UPON SPACING
<br />HORIZONTAL, FOOTINGS SHALL BE STEPPED IN ALL OTHER CASES. OTHERWISE IN H 1/2 OR METER ALL SCHEDULE. BETWEEN ADJACENT ANCHORS AND PROXIMI i Y OF ANCHORS TO EDGE OF CONCRETE,
<br />INSTALL ANCHORS IN ACCORDANCE WITH SPACING AND EDGE CLEARANCES INDICATED ON
<br />ALL WALLS SHALL BE ADEQUATELY BRACED PRIOR TO BACKFILLING. COMPACTED FILL SHALL NON -FEARING WALLS MUST BE MELD AWAY FROM TRUSS BOTTOM CHORDS WITH AN THE DRAWINGS,
<br />BE FREE OF ORGANIC MATERIAL AND DEBRIS. FILL SHALL BE PLACED IN A MAXIMUM OF 6 INCH APPROVED FASTENER TO INSURE THAT THE TRUSS DOES NOT BEAR ON THE WALL. LIFTS AND COMPACTED TO A MINIMUM 95% OF THE MAXIMUM DENSITY AS DETERMINED BY EXISTING REINFORCING PAPS IN THE CONCRETE STRUCTURE MAY CONFLICT WITH SPECIFIC
<br />ASTM D-1557. CONNECTORS SHALL BE MANUFACTURED BY SIMPSON STRONG TEE COMPANY, INC., ON ANCHOR LOCATIONS. UNLESS NOTED ON THE DRAWINGS THAT THE MARS CAN BE CUT, THE
<br />APPROVED EQUIVALENT. CONNECTORS SHALL BE INSTALLED PER MANUFACTURERS CONTRACTOR SHALL REVIEW THE EXISTING STRUCTURAL DRAWINGS AND SHALL UNDERTAKE
<br />FOUNDATIONS SHALL HAVE 4" PERFORATED TO LOCATE_ THE POSITION OF THE REINFORCING BARS AT THE LOCATIONS OF THE CONCRETE
<br />RETAINING WALLS AND EXTERIOR PERIMETERSPECIFICATIONS WITH ALL HOLES IN HANGERS TO BE NAILED.
<br />FOOTING D INS SURROUNDED W/ GRAVEL THE HIGH SOIL SIDE. RETAINING WALLS SHALL ANCHORS, BY HILTI FERROSCAN, GPN, X-RAY, CHIPPING OR OTHER, MEANS.
<br />BE FACKFILLED WITH FREE DRAINING GRANULAR MATERIAL A MINIMUM OF 12" WIDE TO SOLID BLOCKING OF 2" NOMINAL THICKNESS OR GREATEN SHALL BE PROVIDED AT ENDS AND
<br />WITHIN 12" OF FINISHED GRADE. AT ALL SUPPORTS OF JOISTS AND RAFTER, INSTALL BLOCKING OR BRIDGING AT 6'-0" O.C. FOP, CONY CTOR IS RESPONSIBLE FOR SCHEDULING ALL REQUIRED SPECIAL INSPECTIONS,
<br />FLOOR JOISTS AND 10P-®iP O.C. FOR RAFTERS. PROVIDE SQUASH BLOCKING NEXT TO RIM JOIST VERIFY WITH LOCAL BUILDING DEPARTMENT IF ADDITIONAL SPECIAL INSPECTIONS ARE
<br />UNDER ALL PERIMETER POSTS AND COLUMNS CONSISTING OF A DOUBLE STUD OR GREATEN, REQUIRED FOR POST INS I ALLIED ANCHORS.
<br />CONCRETE: BLOCKING TO MATCH THE AREA OF THE MEMBER ABOVE. UNLESS OTHERWISE SPECIFIED,
<br />PROVIDE AN EQUIVALENT COLUMN OR SOLID BLOCKING TO SUPPORT OR FLOOR BELOW AT DETENTION POND NOTES.
<br />CONCRETE SHALL BE OF THE FOLLOWING 20 DAY TEST STRENGTH: ALL COLUMN LOCATIONS.
<br />PROVIDE ALL CONSTRUCTION JOINTS WITH WATER STOPS.
<br />F'c = 3000 PSI PROVIDE DOUBLE JOIST UNDER ALL INTERIORS WALLS THAT RUN PARALLEL TO JOIST
<br />ORIENTATION. REFER TO CIVIL SHEETS FOR ALL INFLOW AND OUTFLOW INTO THE VAULT. VERIFY VAULT
<br />CONCRETE QUALITY, MIXING AND PLACING SHALL BE IN ACCORDANCE WITH IBC 1905. DIMENSIONS, SOIL COVEN, ELEVATIONS, ACCESS LOCATIONS AND VENT LOCATIONS WITH
<br />CONCRETE PROPORTIONS SHALL BE DETERMINED IN ACCORDANCE WITH THE PROVISIONS THE CIVIL SHEETS PRIOR TO CONSTRUCTION. REPORT DISCREPANCIES TO ENGINEER.
<br />OF ACI 313, SECTION 5.2 ENGINEERED WOOD PRODUCTS -
<br />DESIGN Pc = 2500 PSI FOR LIGHT FRAMED CONSTRUCTION, TWO STORIES OR LESS IN HEIGHT
<br />WITH TEST STRENGTH OF F'c = 3000 PSI TO MEET DURABILITY REQUIREMENTS. DESIGN F'c ENGINEERED WOOD PRODUCTS MANUFACTURED BY TRUS JOIST MACMILLAN CORPORATION. STRUCTURAL STEEL:
<br />3000 PSI FOR ALL OTHER STRUCTURES. MINIMUM PERMISSIBLE CEMENT CONTENT" IN STD, DESIGN VALUES PRESENTED FOR ALLOWABLE STRESS DESIGN.
<br />94-LB SACKS/CY SHALL BE 5 Y2 SACKS, MAXIMUM AGGREGATE SIZE SHOULD NOT BE LARGER STRUCTURAL STEEL GRADES:
<br />DIMENSION BETWEEN FORMS, Y3 THE DEPTH OF SLABS AND 3/4 THE MICNOLLAM LAMINATED VENEER LUMBER (LVL) PARALLAM PARALLEL STRAND LUMBER PSL STEEL PLATES AND ANGLES ASTM A36, Fy= 36,000 PSI
<br />THAN Y3 THE NARROWEST LLEL REINFORCING BAPS: A MAXIMUM SIZE OF 3/4" IS WIDE FLANGE ASTM A992, Fy=50,000 PSI
<br />MIN CLEAR SPACING BETWEEN DIMENSION
<br />SI
<br />E: 1,900,000 PSI E: 2,000,000 PSI HSS MEMBERS ASTM A500 GRADE B, Fy=46,000 PSI
<br />RECOMMENDED FOR COLUMNS, GIRDERS, BEAMS AND JOISTS. Fb: 2,600 PSI Fb: 2,900 PSI STEEL PIPE 0 PSI ASTM A53 GRADE B, Fy=35,000 PSI
<br />NON -SHRINK 4000 PSI NON -SHRINK GROUT SHALL BE USED FOR ALL COLUMN BASE PLATES. Fir: 265 PSI Fv: 0 PSI ANCHOR BOLTS AND RODS ASTM F1654 GRADE 36
<br />Fc (PERP): 2929
<br />Fc (PERP): 750 PSI BOLTS ASTM A325 HIGH STRENGTH BOLTS
<br />Fc: 2,460 PSI Fc: 2,900 PSI _
<br />PROVIDE CONTROL JOINTS AT A MAXIMUM OF 20'-0' TO MINIMIZE THE EFFECTS OF CONCRETE DESIGN, FABRICATION AND ERECTION SHALL BE IN ACCORDANCE WITH THE LA I EST EDITION
<br />SHRINKAGE DURING CURING, CONCRETE SHALL BE PROTECTED DURING CURING TO MINIMIZE EQUIVALENT ENGINEERED LUMBER PRODUCTS BY OTHER MANUFACTURERS MAY BE OF THE "A.I.S.C, SPECIFICATION FOR THE DESIGN, FABRICATION AND ELECTION OF
<br />EVAPORATION AND MAINTAIN A MOIST CONDITION. SUBSTITUTED, ED, PENDING REVIEW AND APPROVAL OF THE ARCHITECT, , PROVIDED THEY HAVE
<br />L FOR EQUAL OR GREATER ALLOWABLE DESIGN STRESSES STRUCTURAL STEEL FOR BUILDINGS". ALL STRUCTURAL STEEL AFTER FABRICATION HA
<br />LL
<br />D ICBO APPROVAL PIPES SHALL NOT E EMBEDDED IN STRUCTURAL CONCRETE UNLESS SPECIFICALLY RECEIVE (1) SHOP COAT OF AN APPROVED PRIMER AND (1) FINISH COAT AFTER ERECTION.
<br />APPROVED BY THE DESIGN ENGINEER, WITH THE EXCEPTION OF ELECTRICAL CONDUIT. COLOR AND PAINT IN ACCORDANCE WITH OWNERS INSTRUCTIONS,
<br />GENE L NOTESe
<br />DO NOT SCALE DRAWINGS. USE ONLY WRITTEN DIMENSIONS. THE CONTRACTOR SHALL
<br />FIELD BURNING OF HOLES IS NOT ALLOWED WITHOUT INSPECTION BY ENGINEER,
<br />REINFORCING STEEL: VERIFY ALL DIMENSIONS AND ALL CONDITIONS AT THE SITE. CONFLICTS BETWEEN THE PROVIDE WASHERS ON ALL BOLTED CONNECTIONS.
<br />PSDRAWING AND SITE SHALL BE REPORTED TO THE ENGINEER BEFORE PROCEEDING WITH THE
<br />NOSION
<br />REBAR: —I) WORK. ALL EXTERIOR STEEL SHALL BE GALVANIZED, OR TREATED WITH AN EQUIVALENT CON
<br />GRADE
<br />40 40,000 RESISTANT SYSTEM. CONTRACTOR SHALL BE RESPONSIBLE FOR CONSTRUCTION BRACING,
<br />/4 SMALLER REFER TO ARCHITECTURAL DRAWINGS FOR DIMENSIONS, ELEVATIONS, SLOPES, DOOR AND STABILIITY AND SEQUENCING OF STEEL CONSTRUCTION,
<br />#5 & LARGER 60 60,000 WINDOW OPENINGS; FINISHES AND OTHER. NON-STRUCTURAL ITEMS,
<br />WOOD TOP NAILEPS ON WIDE FLANGE MEMBERS SHALL BE DF#1, ON BETTER, AND ATTACHED
<br />CLEAR COVER: THE CONTRACTOR SHALL BE RESPONSIBLE FOR. THE STABILITY OF THE STRUCTURE DURING TO THE FLANGE WITH AN APPROVED POWDER ACTUATED OR BOLTING SYSTEM.
<br />CONSTRUCTION AND SHALL PROVIDE TEMPORARY BRACING AS REQUIRED UNTIL ALL
<br />CAST AGAINST EARTH: 3" PERMANENT CONNECTIONS AND STIFFENERS HAVE BEEN INSTALLED. THE CONTRACTOR WELDS:
<br />EXPOSED TO EARTH OR WEATHER: 21' SHALL COORDINATE WITH THE BUILDING DEPARTMENT FOR ALL BUILDING DEPARTMENT
<br />SLABS, WALLS AND JOISTS: 314" REQUIRED INSPECTIONS. ALL WELDING SHALL CONFORM TO THE LATEST EDETMN OF THE A.W.S. IS "STRUCTURAL
<br />D
<br />BEAMS AND COLUMN: Z Y2°°° WELDING CODE". ALL WELDS SHALL BE 3/16" MINIMUM UNLESS OTHERWISE NOTED, WELDING
<br />THE DETAILS SHOWN ARE TYPICAL AND SHALL BE USED FOR SIMILAR CONDITIONS NOT ELECTRODES SHALL BE E70XX LOW HYDROGEN ELECTRODES FOR MANUAL SHIELDED
<br />LAP SPLICES AND HOOKS: SHOWN, METAL -ARC WELDING OR EQUAL ELECTRODE FOR OTHER WELDING PROCESSES. WELDED
<br />JOINTS SHALL CONFORM TO A.W.S. PREQUALIFIED JOINT DETAILS FOR WELDED
<br />LAP ALL FIELD SPLICES 50*db UNLESS NOTED OTHERWISE. STANDARD 90 DEGREE HOOKS PREFABRICATED ITEMS TO BE HANDLED AND INSTALLED PER MANUFACTURERS CONSTRUCTION. ALL WELDING SHALL BE PERFORMED BY W.A,B.O. CERTIFIED WELDERS,
<br />SHALL CONSIST OF A 6*db O BEND WITH A 12*db HOOK EXTENSION, WHERE db STANDS FOR RECOMMENDATIONS.
<br />THE NOMINAL BAP DIAMETER (I.E. #4 EAR db Q 0.50", #5 MARS db ®0.625')
<br />THIS DRAWING IS THE EXCLUSIVE PROPERTY OF THE ENGINEER AND GAN BE REPRODUCED
<br />MISC, ONLY WITH THE PERMISSION OF THE ENGINEER, IN WHICH CASE THE REPRODUCTION MUST
<br />DOWEL ALL EXTERIOR PROJECTIONS TO STRUCTURE WITH #4 BAPS 12" HOOKED INTO
<br />BEAD THEIR NAMES AS ENGINEER.
<br />WALL.
<br />-BEND WALL AND FOOTING BARS 25`° AROUND CORNERS.
<br />WELDED WIPE MESH SHALL CONFORM WITH ASTM A165 AND SHALL BE 6x6 W1.4x1,4 UNLESS
<br />NOTED OTHERWISE. PLACE. AT MID -DEPTH OF SLAB AND PROVIDE TWO FULL MESH OVERLAP
<br />AT SPLICES.
<br />WOOD FRAMING -
<br />ALL DES SHALL CONFORM TO "WWPA GRADING RULES FOR WESTERN LUMBER, LATEST
<br />EDITION"
<br />BEAMS (4X AND GREATER) DF #1 OR BETTER
<br />POSTS DF #1 OR FETTER
<br />STUDS HF #2 / STUD
<br />ALL OTHER LUMBER HF #2 OR SETTER
<br />GLUE LAMINATED TIMBER:
<br />FOOTING =iNTERSECTIONS
<br />G CONTINUOUS FOOTING
<br />° REINFORCEMENT PER DETAILS
<br />G°
<br />G G
<br />0" TYP
<br />G
<br />G
<br />°
<br />°
<br />I
<br />d'
<br />SCALE: 3/4" = 1-0"
<br />PROVIDE LAPPED CORNER BARS
<br />MATCHING FOOTING BAN SIZE.
<br />/ MIN BAR BEND DIAMETER IS 6*db
<br />MIN 25" @ #4 BARS
<br />MIN 32" @ #5 BARS
<br />STEM
<br />WALL
<br />7
<br />G
<br />0" TYP
<br />a
<br />d
<br />MIN 25" @ #4 BARS
<br />MIN 32" @ #5 BARS
<br />SIMILAR AT WALL
<br />INTERSECTION, ALTERNATE
<br />HOOK DIRECTION
<br />m
<br />
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