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',4,,, BUILDING BUILDING CODE CONCRETE 8. ALL SILL PLATES SHALL BE BOLTED TO THE FOUNDATION WITH i" O (1) 2015 INTERNATIONAL BUILDING CODE 1. ALL CONCRETE UNLESS OTHERWISE NOTED SHALL BE REGULAR WEIGHT MINIMUM DIAMETER BOLTS SPACED AT A MAXIMUM OF 48" ON HARD ROCK TYPE (150 PCF) AGGREGATES SHALL CONFORM TO ASTM C33 - CENTER. BOLTS MUST BE EMBEDDED A MINIMUM OF 7" INTO ROOF LOAD WITH PROVEN SHRINKAGE CHARACTERISTICS OF LESS THAN 0.05%. CONCRETE OR MASONRY. SEE PLANS AND DETAILS FOR SPECIFIC o DEAD LOAD: 15 psf REQUIREMENTS WHERE APPLICABLE. `" y FLAT ROOF SNOW LOAD:43 psf 2. ALL CONCRETE DESIGN IS BASED ON A 28 DAY COMPRESSIVE STRENGTH Iii yc Ee SNOW EXPOSURE FACTOR (CO: 1.1 (f'c) OF 2500 PSI. WHERE 3000 PSI CONCRETE IS REQUIRED BY THE 9. RIM JOIST IS TO BE 1-a" LSL MINIMUM. N E SNOW LOAD IMPORTANCE FACTOR (Is): 1.0 BUILDING DEPARTMENT'FOR WEATHERING PURPOSES ONLY, NO SPECIAL Ill THERMAL FACTOR (Ct): 1.1 INSPECTION IS REQUIRED. 10. PROVIDE DOUBLE JOIST UNDER ALL PARALLEL PARTITION WALLS K AND SOLID BLOCKING UNDER PERPENDICULAR PARTITION WALLS. WIND DESIGN DATA 3. CEMENT SHALL CONFORM TO ASTM C150, TYPE I, CSA NORMAL. -- 1. BASIC WIND SPEED: 110 MPH 11. CONTACT THIS OFFICE PRIOR TO MAKING ANY CHANGES TO 2. WIND IMPORTANCE FACTOR (Iw): 1.04. MAXIMUM SLUMP SHALL NOT EXCEED 4 INCHES IN FLATWORK. THESE DETAILS. (nBUILDING CATEGORY: II5. PLACEMENT OF CONCRETE SHALL BE IN CONFORMANCE WITH ACI 301. GENERAL 'n3. WIND EXPOSURE: C - ON4. Kzt = 1.321. ALL MATERIALS AND WORKMANSHIP SHALL CONFORM TO THE 6. CONCRETE SHALL BE MAINTAINED IN A MOIST CONDITION FOR A MINIMUM CONTRACT DRAWINGS. U5. INTERNAL PRESSURE COEFFICIENT: NA N6. APPLICABLE WIND PRESSURE FOR OF FIVE (5) DAYS AFTER PLACEMENT. ALTERNATE METHODS WILL BEQE0dCOMPONENTS AND CLADDING: NA APPROVED IF SATISFACTORY PERFORMANCE CAN BE ASSURED. 2. DURING THE CONSTRUCTION PERIOD THE CONTRACTOR SHALL BE "� { II !1:6°I! RESPONSIBLE FOR THE SAFETY OF THE BUILDING. THE CONTRACTOR -I QQo7. KEYED CONSTRUCTION JOINTS SHALL BE USED IN ALL CASES. ALL SHALL PROVIDE ADEQUATE SHORING, BRACING, AND GUYS INSESIMIC DESIGN DATA �` l ( �' L`yCONSTRUCTION JOINTS SHALL BE THOROUGHLY CLEANED AND ALL LAITANCE ACCORDANCE WITH ALL NATIONAL, STATE, AND LOCAL SAFETY1. SEISMIC IMPORTANCE FACTOR: 1.0 f 'II SHALL BE REMOVED. ALL VERTICAL JOINTS SHALL BE THOROUGHLY WETTED ORDINANCES. ANY DEVIATION MUST BE APPROVED IN WRITING PRIOR SEISMIC USE GROUP: I AND SLUSHED WITH A COAT OF NEAT CEMENT IMMEDIATELY BEFORE TO ERECTION. Uj2. SPECTRAL RESPONSE ACCELERATION (Ss): 130.2% G PLACING NEW CONCRETE. M3. SITE CLASS: D (ASSUMED) 3. ALL ERECTION PROCEDURES SHALL CONFORM TO OSHAN4. SPECTRAL RESPONSE COEFFICIENTS (SOS): 104.2% G 8. SUBMIT LOCATION OF POUR JOINTS PRIOR TO PLACEMENT. POUR JOINTS STANDARDS. ANY DEVIATION MUST BE APPROVED BY OSHA PRIOR (0NN5. SEISMIC DESIGN CATEGORY: D SHALL BE LOCATED TO MINIMIZE EFFECTS OF SHRINKAGE AS WELL AS TO ERECTION. 0036. BASIC SEISMIC-FORCE-RESISTING SYSTEM: SHEARWALLS PLACED AT POINTS OF LOW STRESS. MAXIMUM AREA OF POUR JOINTS IS ©DOUBLE TOP PLATE W/ EDGE NAILING ©HOLDOWN PER SCHEDULEp � 37. DESIGN BASE SHEAR: SEE CALCULATIONS 400 SF. 4. THE CONTRACTOR SHALL BE SOLELY RESPONSIBLE FOR ALL (STAGGER) AND PLAN (HDQ8-SDS3 ' r"Mj38. SEISMIC RESPONSE COEFFICIENT (Cs): 0.131 CONSTRUCTION PROCEDURES. B©SHEARWALL EDGE NAILING AT ALL PANEL SHOWN) 113( RESPONSE MODIFICATION FACTOR (R): 6.5 9. MINIMUM CONCRETE COVERAGE OF REINFORCING STEEL FOR FORMED EDGES. BLOCKING AT ALL PANEL EDGES QHCOORDINATE ALL STUD (D 10. ANALYSIS PROCEDURE USED: EQUIVALENT LATERAL WORK SHALL BE AS FOLLOWS: 5. THE CONTRACTOR SHALL BE RESPONSIBLE FOR COORDINATING WHERE APPLICABLE. AND PLATE SIZES w/ FORCE PROCEDURE INTERIOR WALL: 3/4" THE WORK OF ALL TRADES AND SHALL CHECK ALL DIMENSIONS. ©EDGE NAILING TO HOLDOWN POST (FULL SHEARWALL SCHEDULE EXTERIOR WALLS, EXPOSED TO WEATHER: 11" ALL DISCREPANCIES SHALL BE CALLED TO THE ATTENTION OF THE HEIGHT) STAGGER INTO DOUBLE STUDS REQUIREMENTS (f) Z EXPOSED TO EARTH OR WEATHER (#5 OR SMALLER): 1,1" ENGINEER AND BE RESOLVED PRIOR TO PROCEEDING WITH THE WORK. ©STUDS © 16" ON CENTER ©EDGE NAILING TO POSTS, O= *NOTE: CONCRETE CAST AGAINST GROUND SHALL HAVE 3" MIN. COVERAGE ()PRESSURE TREATED SILL PLATE WITH TRIM STUDS, AND KING d 6. DRAWINGS INDICATE GENERAL AND TYPICAL DETAILS OF EDGE NAILING AND ANCHOR BOLTS PER STUDS CONSTRUCTION. WHERE CONDITIONS ARE NOT SPECIFICALLY BEARING STUD FOR z 10. PIPES OTHER THAN ELECTRICAL CONDUITS SHALL NOT BE EMBEDDED IN SHEARWALL SCHEDULE. INDICATED BUT ARE OF SIMILAR CHARACTER TO DETAILS SHOWN, HEADER a FOUNDATIONS STRUCTURAL CONCRETE EXCEPT WHERE SPECIFICALLY APPROVED. SIMILAR DETAILS OF CONSTRUCTION SHALL BE USED SUBJECT TO ®TOP PLATE SPLICE NAILING TO BE (8) 16d g it. CONCRETE MIXES SHALL BE PROVIDED IN ACCORDANCE WITH ACI 318 REVIEW BY THE ENGINEER. SINKERS (MIN). LAP 48" MINIMUM. 1. THE FOUNDATION DESIGN IS BASED ON THE . CENTER SPLICE ON STUD. RECOMMENDATION IN THE INTERNATIONAL BUILDING CODE (WHEN STRENGTH DATA FROM TRIAL BATCHES OR FIELD EXPERIENCE ARE 7. ALL DETAILS DESIGNATED AS STANDARD OR TYPICAL SHALL m TABLE 1804.2. FOUNDATION WORK SHALL BE PERFORMED NOT AVAILABLE). OCCUR IN ADDITION TO ANY OTHER SPECIFIC DETAIL CALLED OUT. . ®STD. SHEARWALL ELEVATION W/O RIM IN ACCORDANCE WITH CHAPTER 18 OF THIS CODE. CEMENT CONTENT 8. ALL INFORMATION SHOWN ON THE DRAWINGS RELATIVE TO I-" 2. THE FOUNDATION DESIGN IS BASED ON THE FOLLOWING EXISTING CONDITIONS IS GIVEN AS THE BEST PRESENT KNOWLEDGE, o VALUES: LBS/CUBIC YARD SACKS PER CUBIC YARD BUT WITHOUT GUARANTEE OF ACCURACY. WHERE ACTUAL ALLOW. SOIL BEARING 1500 PSF F'c (PSI) (MINIMUM) (MINIMUM) CONDITIONS CONFLICT WITH THE DRAWINGS, THEY SHALL BE .. 0 SOIL FRICTION .25 2500 (no special inspection) 470 • 5 REPORTED TO THE ENGINEER SO THE PROPER REVISIONS MAY BE POST PER HOLDOWN PER EQUIV. FLUID PRESSURES SEE NOTE A MADE. MODIFICATIONS TO CONSTRUCTION DETAILS SHALL NOT BE PLAN (2-2x PLAN • ACTIVE PRESSURE' 35 PCF 3000 517 5� MADE WITHOUT PRIOR WRITTEN APPROVAL BY THE ENGINEER. MIN) PASSIVE PRESSURE 150 PCF . ANCHOR BOLT PER (*WALLS RESTRAINED AGAINST ROTATION SHALL BE MIXES SHALL BE PROPORTIONED TO PRODUCE A SLUMP OF 5" OR LESS. IL ' HOLDOWN SCHEDULE DESIGNED FOR AN EQUIV. NO MORE THAN A 1" PLUS TOLERANCE SHALL BE ALLOWED. FLUID PRESSURE OF 55 PCF). TRUSS PER PLA - A) WHERE SPECIAL INSPECTION IS NOT REQUIRED UNDER SECTION 1704.4 OF 3. ALL FOOTINGS SHALL BE FOUNDED AT LEAST 18" BELOW THE I.B.C., CONCRETE SHALL HAVE A MINIMUM CEMENT CONTENT OF 5 8d @ 6" 0/C INTO BLOCKIN THE UNDISTURBED GROUND SURFACE OR TO FROST DEPTH. SACKS PER CUBIC YARD OF CONCRETE. H1 CLIP @EACH TRUSS PRESSURE TREATED ZALL FOOTINGS SHALL BE FOUNDED ON COMPACTED FILL ORSILL PLATE PERUNDISTURBED NATURAL GRADE UNLESS OTHERWISE NOTED. (24" 0/C MAX) ., B) DESIGN MIX (OTHER THAN AS SPECIFIED IN THIS TABLE) SHALL BE III- SHEARWALL SCHEDULE. I=03 c0 SUBMITTED TO THE BUILDING OFFICIAL TWO WEEKS PRIOR TO FIRST USE. • 4. COMPACTION: MATERIAL FOR FILLING AND BACKFILLING O Q • SHALL CONSIST OF THE EXCAVATED MATERIAL AND/OR FRAMING LUMBER VENTILATION MAY BE STEM WALL AND FOOTING PER ¢a IMPORTED BORROW AND SHALL BE FREE OF ORGANIC EMBEDMENT PLAN. Z MATTER, TRASH, LUMBER, OR OTHER DEBRIS. ALL WALLS 1. FRAMING LUMBER SHALL BE HEM-FIR NO. 2. GRADES ARE TYPICAL WALL PER PLAN - REQ'D AT BLOCKING. LENGTH _ Q_J H- SHALL BE ADEQUATELY BRACED PRIOR TO BACKFILLING. FILL UNLESS OTHERWISE NOTED ON PLANS. LUMBER TO BE GRADE MARKED PER 'NAIL SHEATHING VERIFY METHOD W/ M O I j AND BACKFILL SHALL BE DEPOSITED IN LAYERS NOT TO WCLIB SPECIFICATIONS. INTO EA MEMBER OF ENGINEER PRIOR TO - - - - V1co x EXCEED 8 INCHES THICK, PROPERLY MOISTENED TO TOP PLATE CONSTRUCTION. BIRD - 0 O j APPROXIMATE OPTIMUM REQUIREMENTS AND THOROUGHLY 2. STRUCTURAL SHEATHING SHALL BE APA RATED PLYWOOD, EXPOSURE 1 BLOCKING IS w ROLLED OR COMPACTED WITH APPROVED EQUIPMENT IN SHEATHING CONFORMING TO EITHER COMMERCIAL STANDARDS P51-83, APA ACCEPTABLE. " • SUCH A MANNER AND EXTENT AS TO PRODUCE A RELATIVE PRP-108, OR VOLUNTARY PRODUCT STANDARD PSE-92. PROVIDE A COMPACTION OF 90% OF MAXIMUM POSSIBLE DENSITY AS MINIMUM OF 3/4" EDGE DISTANCE ON ALL NAILS AND )6" EXPANSION JOINT DETERMINED BY ASTM D1557. HAND TAMPERS SHALL WEIGH BETWEEN ALL PANEL EDGES. MINIMUM SHEATHING REQUIREMENTS ARE AS ROOF/SHEARWALL CONN. HOLDOWN DETAIL w/o RIMJOIST AT LEAST 50 POUNDS EACH AND SHALL HAVE A FACE FOLLOWS: AREA NOT IN EXCESS OF 64 SQUARE INCHES. HAND ROOF SHEATHING TO BE 's/32" INT-APA RATED PLYWOOD OR 7%" OSB 4 O2 SCALE: 3/a"=1'-0" 07/10/2019 TAMPERS MAY BE OPERATED EITHER MANUALLY OR WITH EXTERIOR GLUE, P.I. 24/0. NAIL WITH 8d NAILS AT 6" ON MECHANICALLY AND SHALL BE USED WHERE LARGER POWER CENTER AT PANEL EDGES AND 12" ON CENTER AT INTERMEDIATE WALL PER PLA DRIVEN COMPACTION EQUIPMENT CANNOT BE USED. FILL MEMBERS. OVER 12" DEEP SHALL COMPLY WITH A GEOTECHNICAL SILL PLATE AND ANCHOR REPORT. SEE GEOTECHNICAL REPORT FOR FURTHER DESIGN SUB FLOORING TO BE 3/4" TONGUE AND GROOVE C-D INT-APA RATED BOLTS PER SHEARWALL (2) LAYERS OF CRITERIA. PLYWOOD OR OSB WITH EXTERIOR GLUE, P.I. 48/24. GLUE AND NAIL SCHEDULE. (USE 2x6 P.T. E90# FELT IN T WITH 10d NAILS AT 6" ON CENTER AT PANEL EDGES AND 12" ON SILL PLATE W/ W 0 SLAB PER PLAN REINFORCING STEEL CENTER AT INTERMEDIATE MEMBERS. J-BOLTS @ 48" 0/C MIN.) BACKFILL W/.POROUS 1. ALL REINFORCING STEEL SHALL CONFORM TO ASTM A615 3. NAILING SHALL CONFORM TO TABLE 2304.9.1 OF THE INTERNATIONAL MATEgAL TYP mil_ _- GRADE 60 (fy = 60 KSI) FOR BAR SIZES NO. 5 & LARGER, BUILDING CODE UNLESS NOTED OTHERWISE. USE COMMON NAILS THROUGHOUT UNLESS NOTED OTHERWISE. - ICI I Imo' GRADE 40 (fy = 40 KSI) FOR NO. 3 AND NO. 4 BARS. Tr_ -j11 - 11�11-' (2) #4 BARS @ -IIIJ �7 p 2. ALL REINFORCING STEEL SHALL BE LAPPED AS NOTED ON 4. NO STRUCTURAL MEMBER SHALL BE CUT OR NOTCHED UNLESS WHENOSTAMPED 18" MIN THE PLANS. WHERE LAP OR SPLICE LOCATIONS ARE NOT SPECIFICALLY DETAILED OR APPROVED IN WRITING BY THE STRUCTURAL LATERAL ONLY, SPECIFICALLY INDICATED ON THE CONSTRUCTION ENGINEER. I FOUNDATION DESIGN 30" MIN. \` Drawn By:MKB DOCUMENTS, LAPS AND/OR SPLICES SHALL BE 42 BAR DIA PER PLAN i.. AND REINFORCEMENT REBAR Checked by:CCC 5. PROVIDE PROPERLY SIZED WASHERS UNDER HEADS AND NUTS OF ALL n. BY OTHERS LENGTH AND BE WELL STAGGERED. / Date:7-I0-I9 BOLTS AND LAG SCREWS BEARING ON WOOD. " ONE #4 REBAR 3. WELDED WIRE FABRIC SHALL CONFORM TO ASTM A82 AND 4" 0 PERFORATED PLASTI PER PLAN IN SHEAR CONE SDA JOB NO. A185 AND SHALL BE 6X6 W2.9/W2.9 UNLESS OTHERWISE 6. PROVIDE 3"z3"xO.229' WASHERS AT ALL ANCHOR BOLTS. ..,,� (12"MIN. REBAR 5743 NOTED. LAP REINFORCEMENT 6" MINIMUM. PIPE. CENTER IN ONE CUBIC LENGTH) 7. BOLT HOLES SHALL BE NOMINAL DIAMETER OF BOLT PLUS )e" UNLESS FOOT OF FREE DRAINING 1/2" MIN. GRAVEL AND DRAIN TO NOTED OTHERWISE. LAG BOLT PILOT HOLES SHALL BE PRE-DRILLED TO FROM CONER 4. ANCHOR BOLTS, DOWELS AND OTHER EMBEDDED ITEMS APPROVED OUTFACE. p SHALL BE SECURELY TIED IN PLACE BEFORE CONCRETE IS 60% OF THE NOMINAL DIAMETER OF THE LAG BOLT UNLESS NOTED STRUCTURAL POURED. SLAB ON GRADE REINFORCEMENT SHALL BE OTHERWISE. FNDN//SHEARWALL CONNECTION w/o RIMJOIST STHD' INSTALLATION w/o RIMJOIST PLACED AT MID-DEPTH OF SLAB AND SHALL BE HELD ®SCALE: /'a'=1'-0" O� NOTES/DETAILS t0 I SECURELY IN PLACE WITH MECHANICAL DEVICES DURING �- I .O f� PLACING OF THE CONCRETE.