11625 AIRPORT RD 2017 SONRISE CHRISTIAN CENTER Plans 2022-11-28

STRUCTURAL NOTES (THESE NOTES ARE TYPICAL UNLESS NOTED OR DETAILED OTHERWISE ON DRAWINGS) ENGINEERI� CODE DEFERRED APPROVAL ITEMS C�NCRETE GENERAL NOTES RATED SHEATHING 250 4TH AVE. S., SUITE 200 EDMONDS. WASHINGTON 98020 ALL MATERIALS,WORKMANSHIP, DESIGN,AND CONSTRUCTION SHALL CONFORM TO THE DRAWINGS, SUBMITTAL DOCUMENTS FOR DEFERRED SUBMITTAL ITEMS SHALL BE SUBMITTED TO THE ARCHITECT OR VERTICAL BARS SHALL START FROM TOP OF FOOTING. HORIZONTAL BARS SHALL START A DISTANCE OF 1/2 THE RATED SHEATHING SHALL BE GRADE C-D INT-APA WITH EXTERIOR GLUE OR OSB SHEATHING WITH EXTERIOR GLUE PHONE (425) 778-8500 SPECIFICATIONS,AND THE INTERNATIONAL BUILDING CODE (IBC), 2012 EDITlON.SPECIFICATIONS AND STANDARDS ENGINEER OF RECORD WHO SHALL REVIEW THEM AND INDICATE THAT THE DEFERRED SUBMITT'AL DOCUMENTS NORMAL BAR SPACING FROM TOP OF FOOTING AND TOP OF FRAMED SLABS. IN ADDITION,THERE SHALL BE A IN CONFORMANCE WITH IBC STANDARD 2303.1.4. FAX (425� 778-5536 WHERE REFERENCED ON THE DRAWINGS ARE TO BE THE LATEST EDITION. HAVE BEEN REVIEWED AND THAT THEY HAVE BEEN FOUND TO BE IN GENERAL CONFORMANCE WITH THE DESIGN HORIZONTAL BAR AT A MAXIMUM OF 3" FROM TOP OF WALL AND BOTfOM OF FRAMED SLABS. OF THE BUILDING.THE DEFERRED SUBMITTAL ITEMS SHALL NOT BE INSTALLED UNTIL THEIR DESIGN AND GLUE-LAMINATED TIMBER DESIGN LOADS SUBMITTAL DOCUMENTS HAVE BEEN APPROVED BY THE BUILDING OFFICIAL. PROVIDE CORNER BARS TO MATCH THE HORIZONTAL REINFORCING WITH TENSION LAP SPLICE AT EACH SIDE PER TABLE,OR BEND ONE SIDE OVER TO PROVIDE TENSION LAP. GLUE-LAMINATED TIMBER SHALL BE DOUGLAS FIR, FABRICATED IN CONFORMANCE WITH ANSI/AITC STANDARD DEAD LOADS: 1. HANDRAIL METAL INFILL A190.1, LATEST EDITION. EACH MEMBER SHALL BEAR AN AITC IDENTIFICATION MARK AND SHALL BE ACCOMPANIED FLOOR 12 PSF PROVIDE CONTROL OR CONSTRUCTION JOINTS IN SLABS ON GRADE TO BREAK UP SLAB INTO RECTANGULAR AREAS BY AN AITC CERTIFICATE OF CONFORMANCE. FABRICATOR SHALL BE CERTIFIED. MEMBERS SHALL BE OF THE FOUNDATIONS: SPREAD FOOTINGS OF NOT MORE THAN 400 SQUARE FEET EACH.AREAS TO BE AS SQUARE AS PRACTICAL AND HAVE NO ACUTE FOLLOWING MINIMUM STANDARDS: LIVE LOADS: ANGLES.JOINT LOCATIONS TO BE APPROVED BY THE ARCHITECT. SPAN COMBINATION Fb ASSEMBLY AREA 100 PSF ALLOWABLE SOIL PRESSURE: 2000 PSF (ASSUMED;TO BE FIELD VERIFIED DURING CONSTRUCTIONj STORAGE AREA 125 PSF ALL CONSTRUCTION JOINTS SHALL BE THOROUGHLY CLEANED AND PROPERLY PREPARED IMMEDIATELY PRIOR TO SIMPLE SPAN BEAMS 24F-V4 2400 PSI FOOTINGS SHALL BEAR ON FIRM UNDISTURBED EARTH OR 12" OF COMPACTED STRUCTURAL FILL AS REQUIRED AND POURING OF CONCRETE. DOWEL STEEL SHALL BE THE SAME SIZE AND SPACING AS MAIN REINFORCING DETAILED EARTHQUAKE LOADS: AT LEAST 18" BELOW ADJACENT EXTERIOR GRADE.ANY FOOTING ELEVATIONS SHOWN IN THE DRAWINGS BEYOND JOINT. CANTILEVER OR MULTI-SPAN BEAMS 24F-V8 2400 PSI REPRESENT MINIMUM DEPTHS AND ARE FOR BIDDING ONLY.ACTUAL FOOTING ELEVATIONS ARE SUBJECT TO SITE EQUIVALENT LATERAL FORCE PROCEDURE PER ASCE 7-10 SECTION 12.8. CONDITIONS AND MUST THEREFORE BE ESTABLISHED BY THE CONTRACTOR. FOOTINGS SHALL BE CENTERED BELOW SEE ARCHITECTURAL DRAWINGS AND MECHANICAL DRAWINGS FOR EXACT LOCATIONS AND DIMENSIONS OF TYPICAL FRAMING NOTES COLUMNS OR WALLS ABOVE, UNLESS NOTED OTHERWISE. OPENINGS IN CONCRETE WALLS, FLOORS AND ROOF. UNLESS INDICATED OTHERWISE, REINFORCE AROUND SITE CLASS (ASSUMED) D OPENINGS GREATER THAN 12" IN EITHER DIRECTION WITH (2)#5 EACH SIDE AND (1)#5 x 4'-0" DIAGONAL AT EACH 1. BEARING WALL FRAMING SHORT PERIOD SPECTRAL RESPONSE ACCEL(SS) 1.433 IMPORTED STRUCTURAL FILL AND BACKFILL MATERIAL SHOULD CONSIST OF CLEAN,WELL GRADED GRANULAR CORNER. EXTEND BARS 2'-0" BEYOND EDGE OF OPENING. IF 2'-0" IS UNAVAILABLE, EXTEND AS FAR AS POSSIBLE ONE SECOND SPECTRAL RESPONSE ACCEL(S�) 0.559 MATERIAL FREE OF DEBRIS OR ORGANICS WITH A MAXIMUM PARTICLE DIAMETER OF THREE INCHES AND NO MORE AND HOOK. HOOK ALL REINFORCING INTERRUPTED BY OPENINGS. 2x STUDS @ 16" OC FOR ALL SHEAR AND/OR BEARING WALLS UNO. SHORT PERIOD DESIGN SPECTRAL RESPONSE ACCEL(Sps) 0.955 THAN 10% FINES(PASSING THE#200 SIEVE). ONE SECOND DESIGN SPECTRAL RESPONSE ACCEL(Sp�) 0.559 BARS PARTIALLY EMBEDDED IN HARDENED CONCRETE SHALL NOT BE FIELD BENT UNLESS SO DETAILED OR REFER TO FRAMING PLAN NOTES FOR TYPICAL DOOR&WINDOW HEADERS NOT CALLED OUT ON THE PLANS. RISK CATEGORY III FILL AND BACKFILL MATERIAL SHOULD BE PLACED IN LEVEL LIFTS NOT EXCEEDING TWELVE (12") INCHES IN LOOSE APPROVED BY THE STRUCTURAL ENGINEER. HEADERS SHALL BE SUPPORTED BY A MINIMUM OF(1) CRIPPLE AND (1) FULL HEIGHT STUD UNO. SEISMIC IMPORTANCE FACTOR(IE) 1.25 THICKNESS AND COMPACTED TO A MINIMUM OF 95%OF ITS MAXIMUM DRY DENSITY AS DETERMINED BY ASTM SEISMIC DESI6N CATEGORY D TEST METHOD D1557-00. SEE ARCHITECTURAL DRAWINGS FOR ALL GROOVES, NOTCHES,CHAMFERS, FEATURE STRIPS, COLOR,TEXTURE AND COLUMNS BELOW FLUSH MULTIPLE JOIST BEAMS SHALL BE EQUAL IN WIDTH TO THE BEAM.ALL COLUMNS NOT BASIC SEISMIC FORCE-RESISTING-SYSTEM REINF CONCRETE SHEAR WALLS OTHER FINISH DETAILS AT ALL EXPOSED CONCRETE SURFACES. PROVIDE 3/4" CHAMFER AT ALL CORNERS EXCEPT AS CALLED OUT OTHERWISE SHALL BE TWO STUDS. RESPONSE MODIFICATION FACTOR, (R) 4.0 BACKFILL BEHIND ALL RETAINING WALLS WITH WELL-DRAINING, GRANULAR FILL AND PROVIDE FOR SUBSURFACE NOTED. REDUNDANCY FACTOR(p) 1.0 DRAINAGE. PROVIDE DAMPPROOFING AT EXTERIOR FACE OF ALL FOUNDATION WALLS EXPOSED TO EARTH PER 2. WALL BASE PLATE ON CONCRETE SEISMIC RESPONSE COEFFICIENT(CS) 0.299 ARCHITECTURAL SPECIFICATIONS. NON-SHRINK GROUT WALL PLATES BEARING ON CONCRETE SHALL BE PRESSURE-TREATED. FOR ALL EXTERIOR AND INTERIOR WALLS, W-TOTAL SEISMIC DEAD LOAD AS DEFINED PER ASCE 7-10 SECTION 12.7.2. EXCAVATIONS AND DRAINAGE INSTALLATION SHALL BE OBSERVED BY A SOILS ENGINEER RETAINED BY THE OWNER. NON-SHRINK GROUT SHALL BE CEMENT-BASED WITH A MINIMUM COMPRESSIVE STRENGTH OF 5000 PSI WHEN BOLT PLATES OR SILLS TO CONCRETE WITH 5/8 INCH DIAMETER ANCHOR BOLTS WITH 7 INCH MINIMUM G�Vy C IF EXCAVATION SHOWS SOIL CONDITIONS TO BE OTHER THAN THOSE ASSUMED ABOVE NOTIFY THE STRUCTURAL TESTED IN ACCORDANCE WITH ASTM C-109. GROUT SHALL BE MIXED AND PLACED IN STRICT ACCORDANCE WITH EMBEDMENT. PLACE AT 5'-0" OC MAXIMUM FOR SHEAR WALLS,AND AT 6'-0" OC FOR BEARING WALLS AND OTHER oF AASJ��s Sos ENGINEER FOR POSSIBLE FOUNDATION REDESIGN. THE MANUFACTURER'S RECOMMENDATIONS. PARTITIONS. USE MINIMUM OF TWO ANCHOR BOLTS PER SILL AND PLACE ONE WITHIN 12 INCHES OF EITHER END ��' ' ` r�' � BASE SHEAR (V), V=CSW= W 5.53 KIPS(ADDITION ONLY) �, ,`:\ R I CONCRETE STRUCTURAL STEEL TYPICAL UNLESS NOTED OR DETAILED OTHERWISE. REFER TO SHEAR WALL SCHEDULE.AT ALL SILL PLATE ANCHOR � �°.t° �= � STATEMENT OF SPECIAL INSPECTIONS BOLTS, CONTRACTOR SHALL INSTALL 1/4"x 3"x 3" FLAT PLATE WASHERS. ALL CONCRETE SHALL BE MIXED, PROPORTIONED, CONVEYED,AND PLACED IN ACCORDANCE WITH SECTION STRUCTURAL STEEL DESIGN, FABRICATION AND ERECTION SHALL BE IN ACCORDANCE WITH THE AISC p y�� SPECIAL INSPECTIONS ARE REQUIRED AS INDICATED IN THE FOLLOWING TABLE.THE CONTRACTOR SHALL SUBMIT A CHAPTER 5 OF ACI 318 AND THE AMERICAN CONCRETE INSTITUTE'S SPECIFICATIONS FOR STRUCTURAL CONCRETE "SPECIFICATION FOR THE DESIGN, FABRICATION,AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS", LATEST 3. FLOOR FRAMING �, L � � WRITTEN STATEMENT OF RESPONSIBILITY TO THE BUILDING OFFICIAL AND OWNER PRIOR TO COMMENCEMENT OF FOR BUILDINGS(ACI 301). EDITION. `�`S'I � WORK IN ACCORDANCE WITH CHAPTER 1704.4 OF THE IBC. PROVIDE 1 1/2" BLOCKING FOR JOISTS AND RAFTERS AT ALL SUPPORTS AND AT 8'-0" OC MAXIMUM UNO. INSTALL �1VAL ALL CONCRETE SHALL BE STONE-AGGREGATE CONCRETE HAVING A UNIT WEIG�iT OF APPROXIMATELY 150 POUNDS SHAPES SHALL CONFORM TO ASTM A992, Fy=50 KSI. DOUBLE JOISTS UNDER PARTITIONS EXTENDING ONE HALF OR MORE OF THE JOIST SPAN. PROVIDE TRUSS BLOCKING XX/XX/XX STEEL CONSTRUCTION-SPECIAL INSPECTION IS REQUIRED IN CONFORMANCE WITH IBC SECT►ON 1705.2 AND PER CUBIC FOOT. PANELS FOR ROOF TRUSSES AT SUPPORTS AND SHEAR WALLS,AND WHERE INDICATED ON PLANS AND DETAILS. 1705.11.1. PLATES,ANGLES,AND RODS SHALL CONFORM TO ASTM A36, Fy=36 KSI. CONCRETE STRENGTHS AT 28 DAYS(f'c)AND MIX CRITERIA SHALL BE AS FOLLOWS: 4. DIAPHRAGM NAILING LIGHT FRAMED WOOD SHEAR WALLS-SPECIAL INSPECTION IS REQUIRED IN CONFORMANCE WITH IBC SECTION STRUCTURAL TUBING SHALL CONFORM TO ASTM A500 GRADE B, Fy=46 KSI. - 1705.5 AND 1705.11.2.A PRECONSTRUCTION MEETING IS REQUIRED FOR WOOD FRAMING WITH THE STRUCTURAL MAXIMUM MIN CEMENT ALL SHEAR WALLS, FLOOR AND ROOF DIAPHRAGM NAILINGS SHALL BE AS CALLED OUT ON SCHEDULES OR ON THE ENGINEER,GENERAL CONTRACTOR AND FRAMING CONTRACTOR REPRESENTATIVES PRESENT. � MAXIMUM PLANS. EXTERIOR WALLS NOT INDICATED AS SHEAR WALLS SHALL BE SHEATHED AND NAILED TO SUPPORTING TYPE OF CONSTRUCTION f c WATER/CEMENT CONTENT PER CUBIC SHRINKAGE STRAIN STEEL PIPE SHALL CONFORM TO ASTM A53 GRADE B, Fy=35 K51. RATIO YARD FRAMING WITH 10d NAILS AT 6" OC AT ALL PANEL EDGES AND 12" OC AT ALL INTERMEDIATE SiJPPORTS. SPECIAI INSPECTION FOR THE ABOVE SYSTEMS SHALL BE AS INDICATED IN THE SPECIAL INSPECTION TABLE BELOW. FOOTINGS 3000 PSI 0.55 5 1/2 SACK NJA BOLTS CONNECTING STEEL MEMBERS SHALL CONFORM TO ASTM A325-N. BOLTS SHALL BE 3/4"� MINIMUM, UNO THE USE OF NAIL GUNS WILL BE APPROVED IF NAILING INTO THE DIAPHRAGMS CAN BE INSTALLED FLUSH WITH STRUCTURAL OBSERVATION OF THE STRUCTURAL SYSTEM BY THE ENGINEER IS NOT REQUIRED. ANCHOR BOLTS SHALL CONFORM TO ASTM A307. FACE OF SHEATHING. NAIL PENETRATIONS GREATER THAN 1/16"ARE NOT ACCEPTABLE. GRADE BEAMS 3000 PSI 0.50 5 1/2 SACK N/A ALL EXTERIOR EXPOSED STEEL SHALL BE HOT-DIP GALVANIZED. FREQUENCY AND DISTRIBUTION OF REPORTS-INSPECTION REPORTS SHALL BE PROVIDED FOR EACH DAY ON SITE BY THE MINIMUM AMOUNT OF CEMENT LISTED ABOVE MAY BE CHANGED IF A CONCRETE PERFORMANCE MIX IS 5.ALLOWABLE STUD AND PLATE PENETRATIONS SPECIAL INSPECTOR. STRUCTURAL OBSERVATION REPORTS SHALL BE PROVIDED AFTER EACH OBSERVATION. REPORTS SUBMITTED TO THE ENGINEER AND THE BUILDING DEPARTMENT F�R APPROVAL TWO WEEKS PRIOR TO PLACING CONTRACTOR SHALL PROVIdE CONNECTION ADJUSTMENT TOLERANCES TO SATISFY THE REQUIREMENTS OF AISC SHALL BE DISTRIBUTED TO THE CONTRACTOR,ARCHITECT, ENGINEER AND BUILDING OFFICIAL. ANY CONCRETE.THE PERFORMANCE MIX SHALL INCLUDE THE AMOUNTS OF CEMENT, FiNE AND COARSE MANUAL OF STEEL CONSTRUCTION. CUTTING AND/OR NOTCHING OF WOOD STUDS OR PLATES SHALL NOT EXCEED 25%OF THE STUD/PLATE WIDTH IN AGGREGATE, WATER,AND ADMIXTURES AS WELL AS THE WATER-CEMENT RATIO,SLUMP,CONCRETE YIELD,AND EXTERIOR AND BEARING WALLS AND SHALL NOT EXCEED 40%OF THE STUD/PLATE WIDTH IN ANY NON-BEARING SPECIAL INSPECTION SUBSTANTIATING STRENGTH DATA IN ACCORDANCE WITH CHAPTER 5 OF ACI 318. UNLESS SPECIFIED AS STAINLESS STEEL,ALL STEEL MEMBERS, SHAPES, BOLTS,AND ACCESSORIES EXPOSED TO PARTITIONS. BORED HOLE DIAMETER IS LIMITED TO 40%OF STUD/PLATE WIDTH IN ANY STUD AND MAY BE 60% IN WEATHER SHALL BE HOT DIP GALVANIZED. NONBEARING PARTITIONS OR IF STUD IS DOUBLED. MAINTAIN 5/8" MINIMUM EDGE DISTANCE FROM HOLE EDGE. OPERATION CONT PERIODIC REMARKS ALL CONCRETE EXPOSED TO WEATHER OR TO FREEZING TEMPERATURES SHALL BE AIR-ENTRAINED IN ACCORDANCE 501 LS WITH ACI 318 TABLE 4.2.1 FOR MODERATE EXPOSURE CONDITION. WELDING 6.GYPSUM WALLBOARD NAILING FOUNDATION BEARING CAPACITY VERIFICATION X REINFORCING STEEL WELDING SHAIL CONFORM TO AWS "STRUCTURAL WELDING CODE", LATEST EDITION.ALL WELDING SHALL BE ALL GYPSUM WALLBOARD SHALL BE NAILED TO ALL STUDS AND TOP AND BOTTOM PLATES WITH 6d COOLER NAILS DONE WITH 70 K51 LOW HYDROGEN ELECTRODES.WHERE NOT CALLED OUT, MINIMUM FILLET WELD SIZE SHALL BE OR NO. 6 DRYWALL SCREWS x 15/8" @ 7"OC.TYPICAL UNLESS NOTED OTHERWISE. INSTALLATION OF GWB SHALL CONCRETE REINFORCING STEEL SHALL BE DEFORMED BILLET STEEL CONFORMING TO ASTM A615,AND SNALL BE GRADE 60(Fy PER TABLE 5.8 IN AWS D1.1, LATEST EDITION. BE SUCH THAT JOINTS ARE STAGGERED ON EACH SIDE OF A SINGLE WALL. REINFORCING PLACEMENT X =60,000 PSI), UNLESS NOTED OTHERWISE. GRADE 60 REINFORCING BARS INDICATED ON DRAWINGS TO BE WELDED SHALL CONFORM TO ASTM A70f. REINFORCING COMPLYING WITH ASTM A615 MAY BE WELDED IF MATERIAL WELDING OF REINFORCING BARS SHALL NOT BE PERMITTED UNLESS SPECIFICALLY CALLED OUT ON DRAWINGS OR EXISTING BUILDING ANCHOR BOLTS X PROPERTY REPORTS INDICATING CONFORMANCE WITH WELDING PROCEDURES SPECIFIED IN AWS D1.4 ARE APPROVED BY STRUCTURAL ENGINEER.WELDING OF GRADE 60 REINFORCING BARS SHALL BE PERFORMED USING HOLDOWN PLACEMENT X SUBMITTED. LOW HYDROGEN ELECTRODES.WELDING OF GRADE 40 REINFORCING BARS SHALL BE PERFORMED USING E70XX CONTRACTOR SHALL VERIFY ALL DIMENSIONS, MEMBER SIZES AND CONDITIONS OF THE EXISTING BUILDING ELECTRODES. SEE REINFORCING NOTES FOR MATERIAL REQUIREMENTS OF WELDED BARS. WELDING WITHIN 4" OF DEPICTED IN THE DRAWINGS,AND NOTIFY THE STRUCTURAL ENGINEER OF ANY DISCREPANCIES FOR POSSIBLE � ADHESIVE ANCHORS X IF REQ'D WELDED WIRE FABRIC SHALL CONFORM TO ASTM A185. PROVIDE WELDED WIRE FABRIC IN SHEETS NOT ROLLS. LAP COLD BENDS IN REINFORCING BARS IS NOT PERMITTED. REDESIGN. Q p STRUCTURAL STEEL WELDED WIRE FABRIC 12"AT SIDES AND ENDS. ALL WELDING SHALL BE DONE BY WASHINGTON ASSOCIATION OF BUILDING OFFICIALS(WABO)CERTIFIED WELDERS. GENERAL F~- � FABRICATION & ERECTION X REINFORCING STEEL SHALL BE DETAILED INCLUDING HOOKS AND BENDS IN ACCORDANCE WITH SP-66 AND ACI Z � w 318R, LATEST EDITIONS. UNLESS OTHERWISE NOTED, REINFORCING SPLICE lENGTHS AND DEVELOPMENT LENGTHS LUMBER STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH ARCHITECTURAL, CIVIL, ELECTRICAL,AND O m � SHOP& FIELD WELDING MECHANICAL DRAWINGS FOR BIDDING AND CONSTRUCTION. CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND � � SHALL BE PER SCHEDULE. N Z SINGLE PASS FILLET WELDS S 5�16" X ALL GRADES SPECIFIED ARE MINIMUM GRADES REQUIRED.ALL LUMBER SHALL BE IN ACCORDANCE WITH WWPA CONDITIONS FOR COMPATIBI�ITY BEFORE PROCEEDING.ANY DISCREPANCIES SHALL BE BROUGHT TO THE � � w MECHANICAL SPLICING OF REINFORCING BARS,WHERE INDICATED ON THE DRAWINGS, SHALL BE BY AN ICBO GRADING RULES, KILN-DRIEQ TO MC 19 AND OF THE FOLLOWING MINIMUM STANDARDS: ATTENTION OF THE ARCHITECT BEFORE PROCEEDING. U � � WOOD FRAME APPROVED SYSTEM,SHALL DEVELOP 125%OF THE SPECIFIED YIELD STRENGTH OF THE BAR,ANQ SHALL BE SlZE CLASSIFICATION SPECIES GRADE Fb(P51) Fc(PSI) CONTRACTOR TO SEE ARCHITECTURAL, , � � INSTALLED IN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS. CIVIL ELECTRICAL AND MECHANICAL DRAWINGS FOR SIZE AND LOCATION W w O SHEARWALL& DIAPHRAGM NAILING X SPACING<_a"oC OF PIPE,VENT, DUCT AND OTHER OPENINGS AND DETAILS NOT SHOWN ON THESE DRAWINGS. � � v LI6HT FRAMING (STUDS) HEM-FIR STUD 776(REP) 800 STRAP NAILING X REINFORCING SHALL BE PLACED AND ADEQUATELY SUPPORTED PRIOR TO PLACING CONCRETE. WET-SETTING EMBEDDED ITEMS IS NOT ALLOWED WITHOUT PRIOR ENGINEER APPROVAL. BARS PARTIALLY EMBEDDED IN 2x JOISTS AND PLANKS HEM-FIR #2 978(REP} CONTRACTOR SHALL BE RESPONSIBLE FOR ERECTION STABILITY AND TEMPORARY SHORING AS NECESSARY UNTIL ct � DRAG STRUT INSTALLATION X PERMANENT SUPPORT AND STIFFENING ARE INSTALLED. `� � HARDENED CONCRETE SHALL NOT BE FIELD BENT UNLESS SO DETAILED OR APPROVED BY THE STRUCTURAL w � � NOTE: ENGINEER. REFER TO CHAPTER 7 OF ACI 318 FOR OTHER REINFORCING STEEL REQUtREMENTS. PLATES AND BLOCKING HEM-FIR #2 850 - I- 00 � ALL ITEMS MARKED WITH AN"X"SHALL BE INSPECTED IN ACCORDANCE WITH IBC CHAPTER 17.SPECIAL 6x AND LARGER BEAMS AND CONTRACTOR-INITIATED CHANGES SHALL BE SUBMITTED IN WRITING TO THE ARCHITECT AND STRUCTURAL p � � MINIMUM LAPS AND EMBEDMENT DOUG-FIR #2 875 - ENGINEER FOR APPROVAL PRIOR TO FABRICATION OR CONSTRUCTION. CHANGES SHOWN ON SHOP DRAWINGS p O INSPECTION SHALL BE PERFORMED BY A QUALIFIED TESTING AGENCY DESIGNATED BY THE OWNER.THE STRINGERS ARCHITECT,STRUCTURAL ENGINEER,AND BUILDING OFFICIAL SHALL BE FURNISHED WITH COPIES OF ALL ONLY WILL NOT SATISFY THIS REQUIREMENT. 4x AND SMALLER BEAMS AND y RESULTS.ANY INSPECTION FAILING TO MEET THE PROJECT SPECIFICATIONS SHALL BE IMMEDIATELY BROUGHT UNLESS OTHERWISE NOTED, REINFORCING SPLICE LENGTHS AND DEVELOPMENT LENGTHS SHALL BE AS TABULATED HEM-FIR #2 850 - TO THE ATTENTION OF THE DESIGN TEAM. BELOW: STRINGERS DRAWINGS INDICATE GENERAL AND TYPICAL DETAILS OF CONSTRUCTION.WHERE CONDITIONS ARE NOT Q ALL POSTS AND TIMBERS DOUG-FIR #2 750 700 SPECIFICALLY INDICATED BUT ARE OF A SIMILAR CHARACTER TO DETAILS SHOWN,SIMILAR DETAILS OF � f'c=3000 P51 CONSTRUCTION SHALL BE USED,SUBJECT TO REVIEW AND APPROVAL BY THE ARCHITECT AND THE STRUCTURAL SHOP DRAWINGS REFER TO PLAN NOTES, SCHEDULES,AND DETAILS FOR MORE SPECIFIC LUMBER SIZE AND GRADE REQUIREMENTS. ENGINEER. DESIGN: DTR DEVELOVMENT LENGTH LAP SPLICE SHOP DRAWINGS FOR THE FOLLOWING ITEMS SHALL BE SUBMITTED TO THE ARCHITECT AND STRUCTURAL BAR TENSION COMPRESSION TENSION COMPRESSION UNLESS NOTED OTHERWISE IN THE PLANS,ALL WOOD AND WOOD-BASED MEMBERS EXPOSED TO WEATHER OR IN DRAWN: JCS ENGINEER FOR REVIEW PRIOR TO FABRICATION: S�ZE CONTACT WITH CONCRETE, MASONRY, OR WITHIN 8" OF SOIL SHALL BE PRESERVATIVE-TREATED BY OTHER OTHER VACUUM-PRESSURE IMPREGNATION IN ACCORDANCE WITH AWPA STANDARD U1. CHECK: CCC 1.STRUCTURAL STEEL TOP BARS gARS ALL BARS TOP BARS gARS ALL BARS NAILS, BOLTS,AND METAL CONNECTORS FOR WOOD JOB NO: 14125.1 O SHOP DRAWIN6S SHALL BE REVIEWED, REVISED AS REQUIRED FOR FIELD CONDITIONS,AND DATE STAMPED BY THE #3 22 17 9 28 22 12 DATE: 08�08�1 4 CONTRACTOR PRIOR TO REVIEW BY THE ENGINEER. CONTRACTOR SHALL PROVIDE (3)SETS OF SHOP DRAWINGS FOR #4 29 22 11 37 29 15 ALL NAILS SHALL CONFORM TO THE STANDARDS SET FORTH BY THE NATIONAL DESIGN STANDARDS(NDS) FOR ENGINEER'S REVIEW.ALLOW TWO WEEKS FOR SHOP DRAWING APPROVAL BY ENGINEER. WOOD CONSTRUCTION, LATEST EDITION. NAILING NOT SPECIFIED SHALL BE PER IBC TABLE 2304.9.1 NAILING CONCRETE COVER ON REINFORCING SCHEDULE.ALL NAILS CALLED OUT ON PLANS SHALL BE COMMON NAILS UNLESS NOTED OTHERWISE AND SHALL ENGINEER'S SHOP DRAWING REVIEW IS FOR GENERAL CONFORMANCE WITH THE DESIGN CONCEPT AND CONTRACT MEET OR EXCEED THE FOLLOWING MINIMUM GUIDELINES: DOCUMENTS. MARKINGS OR COMMENTS SHALL NOT BE CONSTRUED AS RELIEVING THE CONTRACTOR FR�M CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH: 3" NAIL SHANK� MIN LENGTH COMPLIANCE WITH THE PROJECT PLANS AND SPECIFICATIONS.THE CONTRACTOR REMAINS RESPONSIBLE FGR DETAILS AND ACCURACY, FOR CONFORMING AND CORRELATING ALL QUANTITIES AND DIMENSIONS, FOR CONCRETE EXPOSED TO EARTH AND WEATHER: 8d COMMON 0.1310 2 1/2"SHANK SELECTING FABRICATION PROCESSES, FOR TECHNIQUES OF ASSEMBLY,AND FOR PERFORMING THE WORK IN A SAFE #6 BARS AND LARGER 2" MANNER. #5 BARS AND SMALLER 1 1/2" 10d COMMON 0.1480 3"SHANK ENGINEER'S SHOP DRAWING REVIEW OF STRUCTURAL COMPONENTS DESIGNED BY OTHERS IS FOR LOADS IMPOSED 12d COMMON 0.1480 3 1/4"SHANK ON THE BASIC STRUCTURE.THE COMPONENT DESIGNER IS RESPONSIBLE FOR CODE CONFORMANCE AND ALL CONCRETE NOT EXPOSED TO EARTH OR WEATHER: 16d COMMON 0.162f7� 3 112"SHANK CONNECTIONS TO THE BASIC STRUCTURE.SHOP DRAWINGS SNALL INDICATE MAGNITUDE AND DIRECTION OF THE SLABS,WALLS AND JOISTS 3/4" LOADS IMPOSED ON THE BASIC STRUCTURE AND SHALL BE STAMPED&SIGNED BY A PROFESSIONAL ENGINEER COLUMN TIES OR SPIRAIS AND BEAM STIRRUPS 1 1/2" 10d BOX NAILS MAY BE SUBSTITUTED FOR 8d COMMON NAILS WITH NO CHANGE IN NAIL SPACING. FRAMING REGISTERED IN THE SAME STATE AS THE PROJECT. MEMBERS MAY BE NAILED WITH 16d SINKERS(0.148"�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 FABRICATION SHALL BEGIN ONLY AFTER SHOP DRAWINGS BEARING THE STAMP AND SIGNATURE OF THE PROJECT ARE SUBMITTED TO ENGINEER PRIOR TO START OF CONSTRUCTION. ARCHITECT, ENGINEER OF RECORD,AND CONTRACTOR HAVE BEEN RECEIVED. 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 J TO BE THE LATEST EDITION,OR ENGINEER APPROVED EQUAL. CONNECTORS SHALL BE INSTALLED IN ACCORDANCE W 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, O SCREWS, OR BOLTS IN EACH MEMBER. � INSTALL SOLID BLOCKING AT ALL BEARING POINTS.ALL SHIMS SHALL BE SEASONED, DRIED,AND THE SAME GRADE W (MINIMUM}AS MEMBERS CONNECTED. � � � N W W U ~ �d' o Q � N Z � � � J � Q = O Q � c� o°_c � � . � � w a � U � � w � Z � W � � c� � w t� � � SHEET: ■