2031 RAINIER AVE 2021 Plans 2022-11-28

GENERAL STRUCTURAL NOTES FOUNDATIONSL L I TTIMBER ABBREVIATION LIST BUILDING CODE 1. THE FOUNDATION DESIGN IS BASED ON THE RECOMMENDATION IN 1. ALL REINFORCING STEEL SHALL CONFORM TO ASTM A615 GRADE 1. ADHESIVE SHALL BE FOR WET USE. A.B. ANCHOR BOLT ac THE INTERNATIONAL BUILDING CODE TABLE 1806.2. FOUNDATION e ACI AMERICAN CONCRETE 201 INTERNATIONAL BUILDING CODE 60 (fy 60 KS1) FOR BAR SIZES NO. 4 & LARGER, GLADE 40 (fy 40 .. WORK SHALL BE PERFORMED IN ACCORDANCE WITH CHAPTER 16 OF 2. LAMINATIONS SHALL BE OF ®OUGLAS FIR/WESTER LARCH, INSTITUTE `® KSI) FOR NO. 3 BARS.. DESIGN METHOD THIS CODE. COMBINATION 24F-V4 FOR SIMPLE SPAN BEAMS AND 24F-V3 FOR AITC AMERICAN INSTITUTE OF ALLOWABLE STRESS DESIGN: (AS®) 2. ALL REINFORCING STEEL SHALL BE LAPPED AS NOTED ON THE CONTINUOUS MULTIPLE SPAN AND CANTILEVERED BEAMS, TIMBER CONSTRUCTION 2. THE FOUNDATION DESIGN IS BASED ON THE FOLLOWING VALUES: FABRICATED IN ACCORDANCE WITH AITC A190.1 AND ASTM D 3737. ANCH ANCHORAGE PLAN. WHERE LAP OR SPLICE .LOCATIONS ARE NOT SPECIFICALLY - ALLOW. SOIL BEARING 1500 SF ARCH ARCHITECTURAL ROOF LOADS INDICATED ON THE CONSTRUCTION DOCUMENTS LAPS AND/OR SOIL FRICTION .30 3. FABRICATION SHALL BE BY A LICENSED FABRICATOR. ASD ALLOWABLE STRESS DESIGN DEAD LOAD 15 of �, SPLICES SHALL BE 42 BAR DIA AND BE WELL STAGGERS®. N® MORE EQUIV. FLUID PRESSURES o ASTM AMERICAN SOCIETY FOR LIVE LOAD (SNOW): � f THAN 5/o 0 OF HORIZONTAL OR VERTICAL BARS SHALL BE SPLICED ( ) ACTIVE PRESSURE 35 PCF AT ONE LOCATION. 4. GLULAM BEAMS EXPOSED TO WEATHER SHALL BE PROPERLY TESTING AND MATERIALS 2031 Everett, A9�201 Rainier Ave. AT REST PRESSURE 50 PCF SEALED OR FLASHED TO PREVENT DECAY. BM BEAM WIND DESIGN DATA Evere�WA PASSIVE PRESSURE 250 PCPP BASE PLATE 1. BASIC WIND SPEED. 110 I� 3. WELDED WIRE FABRIC SHALL CONFORM TO ASTM A02 AND AlA135 BRG BEARING -- - 2. RISK CATEGORY. II AND SHALL BE 6x6 W1.4xW1.4 UNLESS OTHERWISE NOTED. LAP _ 3. ALL FOOTINGS SHALL BE FOUNDS® AT LEAST 13" BELOW THE CII� CAST -IN -PLACE _ REINFORCEMENT 6 MINIMUM. PREFABRICATED WIND EXPOSURE. I I- I T C UNDISTURBED GROUND SURFACE OR TO FROST DEPTH. ALL .�L CENTER LINE 4. Kzt = 1.0 Allen' Family FOOTINGS SHALL BE FOUNDED ON COMPACTED FILL OR 4. ANCHOR BOLTS DOWELS AND OTHER EMBEDDED ITEMS SHALL BE CMU CONCRETE MASONRY UNIT y 5: ANALYSIS PROCEDURE: ENVELOPE SIMPLIFIED 1. THE JOISTS SHALL BE MANUFACTURED BY TRUS JOIST OR UNDISTURBED NATURAL GRADE UNLESS OTHERWISE NOTED � CONC _ CONCRETE SECURELY TIED IN PLACE BEFORE CONCRETE IS POURED. SLAB ON APPROVED EQUAL AND SHALL BE FABRICATED IN ACCORDANCE GRADE REINFORCEMENT SHALL BE PLACED AT MID -DEPTH OF .SLAB Q CONT CONTINUOUS. SESIMIC DESIGN DATA WITH ASTM D 055. SUBSTITUTIONS MUST BE APPROVED BY THE 4. COMPACTION: MATERIAL FOR FILLING AND BACKFILLING SHALL WI S 5 ( DF ®OUGLAS FIR AND SHALL BE HELD SECURELY IN PLACE WITH MECHANICAL 1. SEISMIC IMPORTANCE FACTOR: 1v STRUCTURAL ENGINEER IN WRITING PRIOR TO INSTALLATION CONSIST OF THE EXCAVATED MATERIAL AND/OR IMPORTS® ) DIA DIAMETER 2. RISK CATEGORY: II DEVICES DURING PLACING OF THE CONCRETE. BORROW®S ALL BE FREE OF ORGANIC TER TRASH DIAG DIAGONAL 3. SPECTRAL RESPONSE ACCEL S : 1.21S AN H (MANIC MAT , ( s) 2. SEE PLANS FOR SIZE, TYPE, AND LOCATIONS OF I�J®ISTS. L DEAD LOAD 4. SITE CLASS: C ASSUMED LUMBER, OR OTHER DEBRIS. ALL WALLS SHALL BE ADEQUATELY D (ASSUMED) BRACE® PRIOR TO BACKFILLING. FILL AND BACKFILL SHALL BE DP DEEP RESPONSE COEFF S : .97 5 SPECTRAL (®s) 3. THE JOISTS ARE TO BE ERECTED AND INSTALLED IN ACCORDANCE 6. SEISMIC DESIGN CATECsORY. DEPOSITED IN LAYERS NOT TO EXCEED 8 INCHES THICK, PROPERLY I L EA EACH G WITH THE PLANS AND THE MANUFACTURERS INSTALLATION F EACH FACE MOISTENED TO APPROXIMATE OPTIMUM REQUIREMENTS AND.. �F tect/Desig nor. 7. LFRS` WOOD SHEATHED SHEARWALLS J3 Architects LLC THOROUGHLY ROLLS® OR COMPACTED WITH APPROVED. .REQUIREMENTS AND RECOMMENDATIONS. CONTRACTOR SHALL EL ELEVATION , 3. SEISMIC RESPONSE` COEFFICIENT Cs : 0.15 m P Box 32561 ( ) 1. FRAMING LUMBER SHALL BE ®OUG FII� NO. 2 FOR STUDS AND GIVE NOTIFICATION PRIOR TO ENCLOSING THE JOISTS TO PROVIDE O , 9. RESPONSE MODIFICATION FACTOR R : 05 EQUIPMENT IN SUCH A MANNER AND EXTENT A TO PRODUCE A EQ EQUAL t ) o JOISTS, OUG FIR NO. 1. FOR BEAMS AND. POSTS. GRADES ARE AN OPPORTUNITY FOR INSPECTION D1=THE INSTALLATION. PROVIDE Kenmore, WA 93023 0. ANALYSIS PROCEDURE: EQUIVALENT LATERAL FORCE ..RELATIVE COMPACTION OF 90 /o OF MAXIMUM POSSIBLE DENSITY AS EQUIP EQUIPMENT 1 LY U Q TYPICAL UNLESS OTHERWISE NOTE® ON PUNS. LUMBER TO BE BRIDGING, CONTINUOUS LATERAL AND DIAGONAL E EXISTING DETERMINED BY ASTM D1557. HAND TAMPERS SHALL WEIGH AT ( ) GRADE MARKED PER WCLIB SPECIFICATIONS. BRACING BETWEEN THE JOISTS PER THE MANUFACTURERS w-www. 3archlt ctsllc.corn LEAST 50 POUNDS EACH AND SHALL HAVE A FACE AREA NOT IN FLF� FLOOR 1 RECOMMENDATIONS. :200-4i 2P9296 EXCESS OF 64 SQUARE INCHES. HAND TAMPERS MAY BE OPERATED FS FAR SIDE p 2. GLU�LAMINATED MEMBERS SMALL BE 24F®V4 DF�L FOR SINGLE EITHER MANUALLY OR MECHANICALLY AND SHALL BE USED WHERE ( ) : LARGER POWER ®RIVEN COMPACTION EQUIPMENT E T CA F=TG FOOTING CANNOT BE SPAN. AND 24F®V$ FOR CONTINUOUS SPAN $� CANTILEVERED. 4. DRAWINGS AND CALCULATIONS SHALL BE STAMPED AND SIGNED FOOT FT USED. BY A REGISTERED PROFESSIONAL ENGINEER. THE DRAWINGS GA GAUGE 3. STRUCTURAL SHEATHING SHALL BE APA RATED PLYWOOD OR SHALL SHOW ALL CRITICAL DIMENSIONS AS WELL AS THE LOADS GALV GALVANIZED GENERAL EXPOSURE 1 SHEATHING CONFORMING TO EITHER THE JOISTS ARE DESIGNED TO SUPPORT. THE JOISTS ARE TO BE GLB GLU-LAMINTED BEAM Structural Engineer: COMMERCIAL STANDARDS P51®$3, APA PRP-103, OR VOLUNTARY ERECTED AND INSTALLED IN ACCORDANCE WITH THE PLANS, GYP GYPSUM PRODUCT STANDARD PSE®92. PROVIDE A MINIMUM OF 8" EDGE APPROVED FABRICATOR DRAWINGS, AND INSTALLATION HE HEMLOCK FIR 1. ANY DISCREPANCY FOUND AMONG THE DRAWINGS, THESE NOTES, CONCRETE� „ N�bil K��sI�Hy�s, PE DISTANCE ON ALL NAILS AND Y8 EXPANSION JOINT BETWEEN ALL SUGGESTIONS. HORIZ HORIZONTAL AND THE SITE CONDITIONS SHALL BE REPORTED TO THE DESIGNER PANEL EDGES. MINIMUM SHEATHING REQUIREMENTS ARE AS INCL Lateral Only) WHO SHALL CORRECT SUCH DISCREPANCY IN WRITING. ANY WORK 1. ALL CONCRETE UNLESS OTHERWISE NOTED SHALL BE REGULAR INCLUDE ( 4) FOLLOWS, UNLESS NOTED OTHERWISE ON THE PLANS: K KILOPOUN® DONE BY THE CONTRACTOR AFTER DISCOVERY OF SUCH WEIGHT HARD ROCK TYPE (150 PCF) AGGREGATES SHALL CONFORM DISCREPANCY SHALL BE DONE AT THE CONTRACTORS RISK. TO ASTM C33 WITH PROVEN SHRINKAGE CHARACTERISTICS OF LESS 4. NAILING SHALL CONFORM TO TABLE 2304.9.1 OF THE L ANGLE NJ S'J, THAN 0.05%. INTERNATIONAL BUILDING CODE UNLESS NOTE® OTHERWISE. USE LL LIVE LOAD �� of wA's �q LLV LONG LEG VERTICALS L 2. ALL MATERIALS AND WORKMANSHIP SHALL CONFORM TO THE COMMON NAILS THROUGHOUT UNLESS NOTED OTHERWISE. LSL LAMINATED STRAND LUMBER CONTRACT DRAWINGS. 2. ALL CONCRETE DESIGN IS BASED ON A 23 DAY COMPRESSIVE, STRENGTH f c OF 2500 PSI. WHERE 3000 PSI CONCRETE IS LVL LAMINATED VENEER LUMBER s ( ) 5. NO STRUCTURAL MEMBER SHALL BE CUT OR NOTCHED UNLESS MAX MAXIMUM 3. DURING THE CONSTRUCTION PERIOD THE CONTRACTOR SHALL BE REQUIRED BY THE BUILDING DEPARTMENT FOR WEATHERING .SPECIFICALLY DETAILED OR APPROVED IN WRITING ING BY THE MECH MECHANICAL �� 6136 � RESPONSIBLE FOR THE SAFETY OF THE BUILDING. THE PURPOSES ONLY, NO SPECIAL INSPECTION IS REQUIRED. STRUCTURAL ENGINEER. q< %F� MEZZ MEZZANINE CONTRACTOR SHALL PROVIDE ERECTION BRACING, FORMWORK, FS 3. CEMENT SHALL CONFORM TO ASTM Q150, TYPE ! CSA NORMAL. IVIFR MANUFACTURER S/ONAI, AND TEMPORARY CONSTRUCTION SHORING IN ACCORDANCE WITH 6. PROVIDE PROPERLY SIZED WASHERS UNDER HEADS AND NUTS MISC MISCELLANEOUS ALL NATIONAL, STATE, AND LOCAL SAFETY ORDINANCES. ANY OF ALL BOLTS AND LAG SCREWS BEARING ON WOOD. �19�21 DEVIATION MUST BE APPROVED IN WRITING PRIOR TO ERECTION. 4. MAXIMUM SLUMP SHALL NOT EXCEED 4 INCHES IN FLATWORK. NMINIMUM S NEARSIDE 7. PROVIDE 3"x3"x0.229" WASHERS AT ALL ANCHOR BOLTS. a .:..:........o...e.....'ty' :........... N � NOT T® SCALE These drawings are the property of N!<H Engineering and 4. ALL ERECTION PROCEDURES SHALL CONFORM TO OSHA 5. PLACEMENT OF CONCRETE SHALL CONFORM WITH ACI 301. F OUTSIDE FACE are not to be used or reproduced in any manner without STANDARDS. ANY DEVIATION MUST BE APPROVED BY OSHA PRIOR 1 „ O prior written permission. 6. CONCRETE SHALL BE MAINTAINED IN A MOIST CONDITION FOR 3. BOLT HOLES SHALL BE NOMINAL DIAMETER OF BOLT PLUS /6 PCF POUNDS PER CUBIC FOOT TO ERECTION. UNLESS NOTED OTHERWISE. LAG BOLT PILOT HOLES SHALL BE PSF POUNDS PER SQUARE FOOT MINIMUM OF FIVE (5) DAYS AFTER PLACEMENT. ALTERNATE PRE -DRILLED TO 60% OF THE NOMINAL DIAMETER OF THE LAG BOLTRevisions- 5. THE CONTRACTOR B SOLELY RESPONSIBLE FOR ALL METHODS WILL BE APPROVED IF SATISFACTORY PERFORMANCE PSI POUNDS PER SQUARE INCH � CTOR SHALL E SO UNLESS NOTED. OTHERWISE. CITT PRESSURE TREATED Revision Iss�a� Date CONSTRUCTION PROCEDURES. CAN BE ASSURED, QTY QUANTITY 6. THE CONTRACTOR SHALL BE RESPONSIBLE FOR COORDINATING 7. POUR JOINTS CAN BE USED TO MINIMIZE EFFECTS OF SHRINKAGE 9. ALL SILL PLATES SHALL BE BOLTED TO THE FOUNDATION WITH 0$ REINF- REINFORCING -LL------_- --- - -- THE WORK OF ALL TRADES AND SHALL CHECK ALL DIMENSIONS. ALL AS WELL AS PLACED AT POINTS OF LOW STRESS. RECOMMENDED MINIMUM DIAMETER BOLTS SPACED AT A MAXIMUM OF 43" ON RF ROOFCENTER. BOLTS MUST BE EMBEDDED A MINIMUM OF 7" INTO DISCREPANCIES SHALL BE CALLED TO THE ATTENTION OF THE MAXIMUM AREA OF POUR JOINTS IS 400 SF. SCHED SCHEDULE CONCRETE OR MASONRY, SEE PLANS AND DETAILS FOR SPECIFIC SF SQUARE FOOT ENGINEER AND BE RESOLVED PRIOR TO PROCEEDING WITH THE REQUIREMENTS WHERE APPLICABLE. WORK. 3. MINIMUM CONCRETE COVERAGE OF REINFORCING STEEL FOR Sim SHEATHING SIM SIMILAR. FORMED WORK SHALL BE AS FOLLOWS: 10. PROVIDE DOUBLE JOIST UNDER ALL PARALLEL PARTITION WALLS SLV SHORT LEG VERTICAL 7. DRAWINGS INDICATE GENERAL AND TYPICAL DETAILS OF INTERIOR WALL: 3/4 AND SOLID BLOCKING UNDER PERPENDICULAR PARTITION WALLS. SPECS SPECIFICATIONS CONSTRUCTION. WHERE CONDITIONS ARE NOT SPECIFICALLY 099909o0®® a a 000 ® a ® ® VIP" ® . ® ® ® 9 90 a o, ® , ® a 0 a Goes ® ®®®®®®®®®®®��®®�®®®��®®��®®®,®®®w®�®®�®®®® .. SS STAINLESS STEEL INDICATED BUT ARE OF SIMILAR CHARACTER TO DETAILS SHOWN ®@®®®®®®a® ® ® ® a 0 a Go@ 0000 so oe ® g® ® ® ® ® 00 909090 ® see 0000% 000000 ®® fl ®® , �. r � �. �. ALL SLATES, POSTS, OR STUDS ARE IN STD STANDARD SIMILAR DETAILS OF CONSTRUCTION SHALL BE USED SUBJECT TO *NOTE: CONCRETE CAST AGAINST GROUND SHALL HAVE MIN. - DIRECT CONTACT WITH CONCRETE OR MASONRY, USE PRESERVE STRUCT STRUCTURAL.. REVIEW BY THE ENGINEER. COVERAGE TREATED LUMBER OR PROVIDE GRACE VYCOR PLUS BARRIER T&B TOP & BOTTOM BETWEEN WOOD MEMBERS AND CONCRETE ®R MASONRY. D CONDUITS SHALL NOT EMBEDDED IN STRUCTURAL T&G TONGUE & GROOVE $. ALL DETAILS DESIGNATED AS STANDARD OR TYPICAL SHALL �. PIPES AN CO U BE OCCUR IN ADDITION TO ANY OTHER SPECIFIC DETAIL CALLED OUT. CONCRETE EXCEPT WHERE SPECIFICALLY APPROVED. 12. ALL FASTENERS IN CONTACT WITH PRESERVE TREATED TOB SOP OF BEAM TOF TOP OF FOOTING Issue Set: Permit Set ` . 9. ALL INFORMATION SHOWN ON THE DRAWINGS RELATIVE TO 10. CONCRETE MIXES SHALL BE PROVIDED IN ACCORDANCE WITH LUMBER OR EXPOSED TO THEELEMENTS SHALL BE HOT -DIPPED TOS TOP OF STEEL GALVANIZED OR STAINLESS STEEL. TYP TYPICAL S EXISTING CONDITIONS IS GIVEN AS THE BEST PRESENT ACI 313 (WHEN STRENGTH DATA FROM TRIAL BATCHES OR FIELD _ iJLT ULTIMATE Issue Date: M� 19 2021 RE EXPERIENCE ARE NOT AVAILABLE). ALL CONCRETE SHALL HAVE A S y , KNOWLEDGE, BUT WITHOUT GUARANTEE OF ACCURACY. WHERE U:N.O UNLESS NOTED OTHERWISE HERWISE TI CONFLICT WITH THE DRAWINGS THEY SHALL MINIMUM COMPRESSIVE STRENGTH (Fc) OF 2500 PSI, WITH A ACTUAL CONDITIONS 'O BE REPORTED TO THE ENGINEER SO THE PROPER REVISIONS MAY MINIMUM CEMENT CONTENT OF 470 LBS/CUBIC YARD (5 SACKS PER VEI`ZT VERTICAL. Drawn By: AH W/ WITH Checked CUBIC YARD). MIXES SHALL BE PROPORTIONED TO PRODUCE A ece: NKF-I BE MADE WITHOUT PRIOR WRITTEN APPROVAL BY THE ENGINEER. SLUMP OF 5" OR LESS. NO MORE THAN A 1" PLUS TOLERANCE SHALL BE MADE. MODIFICATIONS TO CONSTRUCTION DETAILS SHALL NOT ) WF. WIDE FLANGE Y - BE ALLOWED. W/O WITHOUT WT. WEIGHT Sheep o WWF WELDED WIRE FABRIC NOTES Sheet; S"I'll - cn-Y OF � E.R TT REVIEWED FOR PERMIT - Job umber: 21- 54