5132 27TH AVE W 2021 Plans 2022-12-01

i A STRUCTURAL NOTES s ' (THESE NOTES ARE TYPICAL UNLESS NOTED OR DETAILED OTHERWISE ON DRAWINGS) CODE REINFORCING STEEL NAILS, BOLTS, AND METAL CONNECTORS FOR WOOD TYPICAL FRAMING NOTES 250 4TH AVE. S,, SUITE 200 ED�ONDS, WANINGT®N �502i1 ALL MATERIALS, WORKMANSHIP, DESIGN, AND CONSTRUCTION SHALL CONFORM TO THE DRAWINGS, REINFORCING STEEL SHALL BE DEFORMED BILLET STEEL CONFORMING TO ASTM A615, AND SHALL BE GRADE 60 (Fy ALL NAILS SHALL CONFORM TO THE STANDARDS SET FORTH BY THE NATIONAL DESIGN STANDARDS (NDS) FOR 1. BEARING WALL FRAMING PHONE (425) 778-8500 SPECIFICATIONS, AND THE INTERNATIONAL BUILDING CODE (IBC), 2018 EDITION. SPECIFICATIONS AND STANDARDS = 60,000 PSI), UNLESS NOTED OTHERWISE. GRADE 60 REINFORCING BARS INDICATED ON DRAWINGS TO BE WELDED WOOD CONSTRUCTION, LATEST EDITION. NAILING NOT SPECIFIED SHALL BE PER IBC TABLE 2304.9.1 NAILING FAX (425) 778-5 3 WHERE REFERENCED ON THE DRAWINGS ARE TO BE THE LATEST EDITION. SHALL CONFORM TO ASTM A706. REINFORCING COMPLYING WITH ASTM A615 MAY BE WELDED IF MATERIAL SCHEDULE. ALL NAILS CALLED OUT ON PLANS SHALL BE COMMON NAILS UNLESS NOTED OTHERWISE AND SHALL 2x STUDS @ 16" OC FOR ALL SHEAR AND/OR BEARING WALLS UNO. PROPERTY REPORTS INDICATING CONFORMANCE WITH WELDING PROCEDURES SPECIFIED IN AWS D1.4 ARE MEET OR EXCEED THE FOLLOWING MINIMUM GUIDELINES: DESIGN LOADS SUBMITTED. NAIL SHANK 0 MIN LENGTH REFER TO FRAMING PLAN NOTES FOR TYPICAL DOOR & WINDOW HEADERS NOT CALLED OUT ON THE PLANS. HEADERS SHALL BE SUPPORTED BY A MINIMUM OF (1) CRIPPLE AND (1) FULL HEIGHT STUD UNO. DEAD LOADS: WELDED WIRE FABRIC SHALL CONFORM TO ASTM A185. PROVIDE WELDED WIRE FABRIC IN SHEETS NOT ROLLS. LAP 8d COMMON 0.1310 2 1/2" SHANK ROOF 13 PSF WELDED WIRE FABRIC 12" AT SIDES AND ENDS. COLUMNS BELOW FLUSH MULTIPLE JOIST BEAMS SHALL BE EQUAL IN WIDTH TO THE BEAM. ALL COLUMNS NOT FLOOR 14 PSF 10d COMMON 0.1480 3" SHANK CALLED OUT OTHERWISE SHALL BE TWO STUDS. REINFORCING STEEL SHALL BE DETAILED INCLUDING HOOKS AND BENDS IN ACCORDANCE WITH SP-66 AND ACC 12d COMMON 0.1480 3 1/4" SHANK LIVE LOADS: 318R, LATEST EDITIONS. UNLESS OTHERWISE NOTED, REINFORCING SPLICE LENGTHS AND DEVELOPMENT LENGTHS 2. WALL BASE PLATE ON CONCRETE ROOF (SNOW LOAD) 25 PSF SHALL BE PER SCHEDULE. 16d COMMON 0.1620 3 1/2" SHANK RESIDENTIAL 40 PSF WALL PLATES REARING ON CONCRETE SHALL BE PRESSURE -TREATED. FOR ALL EXTERIOR AND INTERIOR WALLS, - DECK 60 PSF REINFORCING SHALL BE PLACED AND ADEQUATELY SUPPORTED PRIOR TO PLACING CONCRETE. WET -SETTING 10d SOX NAILS MAY BE SUBSTITUTED FOR $d COMMON NAILS WITH NO CHANGE IN NAIL SPACING. FRAMING BOLT PLATES OR SILLS TO CONCRETE WITH 5/$ INCH DIAMETER ANCHOR BOLTS WITH 7 INCH MINIMUM EMBEDDED ITEMS IS NOT ALLOWED WITHOUT PRIOR ENGINEER APPROVAL. BARS PARTIALLY EMBEDDED IN MEMBERS MAY NAILED WITH 16d SINKERS 0.14$ 0 x 3 1 4 BUT ONLY 16d COMMON NAILS SHALL BE USED EMBEDMENT. PLACE AT 5 0 OC MAXIMUM FOR SHEAR WALLS, AND AT 6 0 OC FOR BEARING WALLS AND OTHER (LIVE LOADS ARE REDUCED WHERE PERMISSIBLE PER IBC SECTION 1607.10). HARDENED CONCRETE SHALL NOT BE FIELD BENT UNLESS SO DETAILED OR APPROVED BY THE STRUCTURAL WHERE 16d NAILS ARE INDICATED IN THIS DRAWING SET. ENGINEER MAY APPROVE OTHER NAILS IF NAIL LABELS PARTITIONS, USE. MINIMUM OF TWO ANCHOR BOLTS PER SILL AND PLACE ONE WITHIN 12 INCHES OF EITHER END ENGINEER. REFER TO CHAPTER 7 OF ACI 318 FOR OTHER REINFORCING STEEL REQUIREMENTS. Q ARE SUBMITTED TO ENGINEER PRIOR TO START OF CONSTRUCTION. TYPICAL UNLESS NOTED OR DETAILED OTHERWISE. REFER TO SHEAR WALL SCHEDULE. AT ALL SILL PLATE ANCHOR EARTHQUAKE LOADS: MINIMUM LAPS AND EMBEDMENT ALL BOLTS IN WOOD MEMBERS SHALL CONFORM TO ASTM A307, PROVIDE WASHERS UNDER THE HEADS AND NUTS BOLTS CONTRACTOR SHALL INSTALL 1 4" x 3" x 3" FLAT PLATE WASHERS. EQUIVALENT LATERAL FORCE PROCEDURE PER ASCE 7-16 SECTION 12.8. OF ALL BOLTS AND LAG SCREWS BEARING ON WOOD. LEAD HOLES FOR LAG BOLTS SHALL BE BORED FOR THE 3. ROOF AND FLOOR FRAMING UNLESS OTHERWISE NOTED, REINFORCING SPLICE LENGTHS AND DEVELOPMENT LENGTHS SHALL BE AS TABULATED SHANK AND THREADED PORTIONS PER NDS 11.1.3. SITE CLASS (ASSUMED) D BELOW: PROVIDE 1 1/2 BLOCKING FOR JOISTS AND RAFTERS AT ALL SUPPORTS AND AT $ 0 OC MAXIMUM UNO. INSTALL SHORT PERIOD SPECTRAL RESPONSE ACCEL (SS) 1.372 ONE SECOND SPECTRAL RESPONSE ACCEL (S,) 0.487 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 DOUBLE JOISTS UNDER PARTITIONS EXTENDING ONE HALF OR MORE OF THE JOIST SPAN. � 9353�. f c ®3000 PSI SHORT PERIOD DESIGN SPECTRAL RESPONSE ACCEL (SDS) 0.915 WITH THE MANUFACTURER'S RECOMMENDATIONS AND WITH THE NUMBER AND SIZE OF FASTENERS AS SPECIFIED 4. DIAPHRAGM NAILING L ONE SECOND DESIGN SPECTRAL RESPONSE ACCEL S 0.487 (SDI) DEVELOPMENT LENGTH LAP SPLICE - P BY THE MANUFACTURER. WHERE CONNECTOR STRAPS CONNECT TWO MEMBERS, PLACE ONE-HALF OF THE NAILS, 1� RISK CATEGORY II BAR COMPRESSION TENSION COMPRESSION SCREWS OR BOLTS IN EACH MEMBER. WALLS, FLOOR AND ROOF DIAPHRAGM NAILINGS SHALL BE AS CALLED OUT ON SCHEDULES OR ON THE ALL SHEAR AL R SEISMIC IMPORTANCE FACTOR 00 1.0 .TENSION PLANS. EXTERIOR WALLS NOT INDICATED AS SHEAR WALLS SHALL BE SHEATHED AND NAILED TO SUPPORTING p Did 03� 21 SIZE SEISMIC DESIGN CATEGORY D TOP BARS OTHER GARS TOP BARS OTHER ALL BARS e INSTALL SOLID BLOCKING AT ALL BEARING POINTS. ALL SHIMS SHALL BE SEASONED DRIED AND THE SAME GRADE � � „ EL EDGES AND 12 O AT ALL INTERMEDIATE SUPPORTS. FRAMING WITH $d NAILS AT 6 OC AT ALL PAN E G S C BASIC SEISMIC FORCE -RESISTING -SYSTEM PLYWOOD SHEAR WALLS BARS .ALL BARS (MINIMUM) AS MEMBERS CONNECTED, RESPONSE MODIFICATION FACTOR, (R) 6.5 #3 22 17 9 28 22 12 THE USE OF NAIL GUNS WILL BE APPROVED IF NAILING INTO THE DIAPHRAGMS CAN BE INSTALLED FLUSH WITH REDUNDANCY FACTOR (p) 1.0 GALVANIZATION FACE OF SHEATHING. NAIL PENETRATIONS GREATER THAN 1 16" ARE NOT ACCEPTABLE. / SEISMIC RESPONSE COEFFICIENT (CS) 0.141 #4 29 22 11 37 29 15 #5 36 28 14 47 36 19 UNLESS NOTED OTHERWISE, STEEL CONNECTORS IN CONTACT WITH TREATED WOOD SHALL BE GALVANIZED S. ALLOWABLE STUD AND PLATE PENETRATIONS W = TOTAL SEISMIC DEAD LOAD AS DEFINED PER ASCE 7-16 SECTION 12.7.2. ACCORDING TO THE FOLLOWING TABLE: SIDS #6 43 33 17 56 43 23 0 CUTTING AND/OR NOTCHING OF WOOD STUDS OR AT SHALL NOT EXCEED 25/o OF THE STUD/PLATE WIDTH IN RASE SHEAR (V), V = CSW = W RI #7 63 4$ 20 $1 63 27 GALVANIZATION UNTREATED CCA C SBX ACQ-C CBA-A OTHER ACZA OTHER PT EXTERIOR AND BEARING WALLS AND SHALL NOT EXCEED 40% OF THE STUD/ PLATE WIDTH IN ANY NON -BEARING WOOD ACQ-D CA-13 BORATE WOOD PARTITIONS, BORED HOLE DIAMETER IS LIMITED TO 40% OF STUD/PLATE WIDTH IN ANY STUD AND MAY BE 60% IN WIND LOADS: #8 72 55 22 93 72 30 G90 X X X NONBEARING PARTITIONS OR IF STUD IS DOUBLED. MAINTAIN 5/8" MINIMUM EDGE DISTANCE FROM HOLE EDGE. BASIC WIND SPEED (3 SECOND GUST) 100 MPH NOTE: 1. ALL LENGTHS ARE IN INCHES. G185 X X X X X X 6. GYPSUM WALLBOARD NAILING _j I EXPOSURE B 2. ALL LAP SPLICES ARE CLASS B. HDG — X X X X X X KzT 1.0 3. TOP BARS ARE HORIZONTAL REINFORCEMENT PLACED SUCH THAT MORE THAN 12 INCHES OF ALL GYPSUM WALLBOARD SHALL BE NAILED TO ALL STUDS AND TOP AND BOTTOM PLATES WITH 6d COOLER NAILS e CONCRETE IS CAST IN THE MEMBER BELOW THE BAR. STT300 X X X X X X X X OR NO. 13 GAUGE x 1 5/8" @ 7" OC (5d COOLER NAILS FOR 1/2 INCH GYPSUM SHEATHING). TYPICAL UNLESS NOTED 0 co � SEE PLANS FOR ADDITIONAL DESIGN LOADS. G90 = 0.90 OZ. OF ZINC PER SQUARE FOOT OF AREA OTHERWISE. INSTALLATION OF GWB SHALL BE SUCH THAT JOINTS ARE STAGGERED ON EACH SIDE OF A SINGLE 0- r) OF SPECIAL INSPECTIONS CONCRETE COVER ON REINFORCING G185 = 1.85 OZ. OF ZINC PER SQUARE FOOT OF AREA WALL. FSTATEMENT V L m HDG = HOT DIP GALVANIZED GENERAL SPECIAL INSPECTIONS ARE REQUIRED AS INDICATED IN THE FOLLOWING TABLE. THE CONTRACTOR SHALL SUBMIT A CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH: 3" SST300 = TYPE 316L STAINLESS STEEL w WRITTEN STATEMENT OF RESPONSIBILITY TO THE BUILDING OFFICIAL AND OWNER PRIOR TO COMMENCEMENT OF SHEATHING STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH ARCHITECTURAL DRAWINGS FOR BIDDING AND ® a- � WORK IN ACCORDANCE WITH CHAPTER 1704.4 OF THE IBC. CONCRETE EXPOSED TO EARTH AND WEATHER: RATE® CONSTRUCTION. CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND CONDITIONS FOR COMPATIBILITY BEFORE #5 BARS AND SMALLER 1 1/2" RATED SHEATHING SHALL 6E GRADE C-D INT-APA WITH EXTERIOR GLUE OR OSB SHEATHING WITH EXTERIOR GLUE PROCEEDING. ANY DISCREPANCIES SHALL BE BROUGHT TO THE ATTENTION OF THE ARCHITECT BEFORE PROCEEDING. STRUCTURAL OBSERVATION OF THE STRUCTURAL SYSTEM BY THE ENGINEER IS NOT REQUIRED. IN CONFORMANCE WITH IBC STANDARD 2303.1.4. N N CONCRETE NOT EXPOSED TO EARTH OR WEATHER: w FREQUENCY AND DISTRIBUTION OF REPORTS - INSPECTION REPORTS SHALL BE PROVIDED FOR EACH DAY ON SITE BY SLABS, WALLS AND JOISTS 3/4" GLUE-LAMINATE®TIMBER CONTRACTOR TO SEE ARCHITECTURAL DRAWINGS FOR SIZE AND LOCATION OF PIPE, VENT, DUCT AND OTHER � N SPECIAL INSPECTOR. STRUCTURAL OBSERVATION REPORTS SHALL BE PROVIDED AFTER EACH OBSERVATION. REPORTS COLUMN TIES OR SPIRALS AND BEAM STIRRUPS 1 1/2" OPENINGS AND DETAILS NOT SHOWN ON THESE DRAWINGS. ® r- SHALL BE DISTRIBUTED TO THE CONTRACTOR, ARCHITECT, ENGINEER AND BUILDING OFFICIAL, GLUE -LAMINATED TIMBER SHALL BE DOUGLAS FIR, FABRICATED IN CONFORMANCE WITH ANSI/AITC STANDARD 0 0 CONCRETE GENERAL NOTES A190.1, LATEST EDITION. EACH MEMBER SHALL BEAR AN AITC IDENTIFICATION MARK AND SHALL BE ACCOMPANIED CONTRACTOR SHALL BE RESPONSIBLE FOR ERECTION STABILITY AND TEMPORARY SHORING AS NECESSARY UNTIL SPECIAL INSPECTION BY AN AITC CERTIFICATE OF CONFORMANCE. FABRICATOR SHALL BE CERTIFIED. MEMBERS SHALL BE OF THE PERMANENT SUPPORT AND STIFFENING ARE INSTALLED` VERTICAL BARS SHALL START FROM TOP OF FOOTING. HORIZONTAL BARS SHALL START A DISTANCE OF 1/2 THE FOLLOWING MINIMUM STANDARDS: Q 12 OPERATION CONT PERIODIC REMARKS NORMAL BAR SPACING FROM TOP OF FOOTING AND TOP OF FRAMED SLABS. IN ADDITION, THERE SHALL BE A CONTRACTOR -INITIATED CHANGES SHALL BE SUBMITTED IN WRITING TO THE ARCHITECT AND STRUCTURAL HORIZONTAL BAR AT A MAXIMUM OF 3" FROM TOP OF WALL AND BOTTOM OF FRAMED SLABS. SPAN COMBINATION Fb ENGINEER FOR APPROVAL PRIOR TO FABRICATION OR CONSTRUCTION. CHANGES SHOWN ON SHOP DRAWINGS SOILS � — - SIMPLE SPAN BEAMS - 24F-V4 2400 PSI ONLY WILL NOT SATISFY THIS REQUIREMENT. DESIGN: RMK FOUNDATIO BEA ING CAPACITY V RIFICATIO X -- ALL CONSTRUCTION JOINTS SHALL BE THOROUGHLY CLEANED AND PROPERLY PREPARED IMMEDIATELY PRIOR TO DRAWN: Lvw POURING OF CONCRETE. DOWEL STEEL SHALL BE THE SAME SIZE AND SPACING AS MAIN REINFORCING DETAILED CANTILEVER OR MULTI -SPAN BEAMS 24F-V8 2400 PSI DRAWINGS INDICATE GENERAL AND TYPICAL DETAILS OF CONSTRUCTION. WHERE CONDITIONS ARE NOT rrjrvPprTr--