4726 HARBOR LN 2017-03-02 - Laserfiche WebLink

FOUNDATIONS 1.THE FOUNDATION DESIGN 15 BASED ON THE REINFORCING STEEL �nyr1 BUILDING CODE RECOMMENDATION IN THE INTERNATIONAL BUILDING CODE I,ALL REINFORCING STEEL SHALL CONFORM TO ASTM AG15 GRADE 60 Q 1 A 2012 INTERNATIONAL BUILDING CODE TABLE 1804.2. FOUNDATION WORK SHALL BE PERFORMED IN (fy=60 KSI)FOR BAR SIZES NO.5 4 LARGER,GRADE 40(y=40 K51) 1 II ACCORDANCE WITH CHAPTER 18 OF THIS CODE. FOR NO.3 AND NO.4 BARS. FLOOR LOAD �. ! DEAD LOAD: 12 psf 2.THE FOUNDATION DESIGN 15 BASED ON THE FOLLOWING 2.ALL REINFORCING STEEL SHALL BE LAPPED A5 NOTED ON THE PLANS. o- y UVE LOAD:40 psf VALUES: WHERE IAP OR SPLICE LOCATIONS ARE NOT SPECIFICALLY INDICATED ON ALLOW.SOIL BEARING 1500 PSE THE CONSTRUCTION DOCUMENTS.LAPS AND/OR SPLICES SHALL BE 42 OO-- o- A N E ROOF LOAD SOIL FRICTION .35 BAR DIA AND BE WELL STAGGERED. �•4 DEAD LOAD: 15 psf EQUIV.FLUID PRESSURES -0 FLAT ROOF SNOW LOAD:25 psf ACTIVE PRESSURE' 35 PCF 3.COMPLETE REINFORCING PLACEMENT DRAWINGS PREPARED IN ice, SNOW EXPOSURE FACTOR(Ca): 1.1 PASSIVE PRESSURE 250 PCF ACCORDANCE WITH ACI 3 15 SHALL BE REVIEWED BY THE ENGINEER AND IY SNOW LOAD IMPORTANCE FACTOR(Is): 1.0 AVAILABLE ON THE JOB SITE PRIOR TO THE PLACING OF CONCRETE. in is, THERMAL FACTOR(CE): I.1 3.ALL FOOTINGS SHALL BE FOUNDED AT LEAST I8'BELOW THE UNDISTURBED GROUND SURFACE OR TO FROST DEPTH.ALL 4.WELDED WIRE FABRIC SHALL CONFORM TO ASTM A82 AND A185 WIND DESIGN DATA FOOTINGS SHALL BE FOUNDED ON COMPACTED FILL OR AND SHALL BE 6x6 W2.IN✓2.I UNLESS OTHERWISE NOTED.LAP C N UNDISTURBED NATURAL GRADE HRWIREINFORCEMENT 6MINIMUM. V I.BASIC WIND SPEED: I I 0 MPHUNLESS OTHERWISE NOTED. ' N 2.WIND IMPORTANCE FACTOR(1w): 1.0 0 N BUILDING CATEGORY:II 4.COMPACTION: MATERIAL FOR FILLING MD BACKFILLING 5.ANCHOR BOLTS,DOWELS AND OTHER EMBEDDED ITEMS SHALL BE = G (n r N 3.WIND EXPOSURE:B SHALL CONSIST OF THE EXCAVATED MATERIAL AND/OR SECURELY TIED IN PLACE BEFORE CONCRETE IS POURED. SLAB ON - (E� Q m 4.Kzt= 1.38 IMPORTED BORROW AND SHALL BE FREE OF ORGANIC MATTER, GRADE REINFORCEMENT SHALL BE PLACED AT MID-DEPTH OF SLAB AND T xx 5.INTERNAL PRESSURE COEFFICIENT:NA TRASH,WMBER,OR OTHER DEBRIS. ALL WALLS SHALL BE SHALL BE HELD SECURELY IN PLACE WITH MECHANICAL DEVICES DURING }p C O Q •i G.APPLICABLE WIND PRESSURE FOR ADEQUATELY EQUATELY BRACED KFILL SHALL BE DEPOSITEDRIOR TO IN CKFILLAYERS NOT TIO EXCEED 8 PLACING OF THE CONCRETE. ` • o COMPONENTS AND CLADDING:NA INCHES THICK,PROPERLY MOISTENED TO APPROXIMATE GENERAL (n °m SESIMIC DESIGN DATA OPTIMUM REQUIREMENTS AND THOROUGHLY ROLLED OR 2 V 3 N 2 COMPACTED WITH APPROVED EQUIPMENT IN SUCH A MANNER 43 0 I.SEISMIC IMPORTANCE FACTOR: 1.0 AND EXTENT AS TO PRODUCE A RELATIVE COMPACTION OF 9096 I.ALL MATERIALS AND WORKMANSHIP SHALL CONFORM TO THE Q a O SEISMIC USE GROUP:1 CONTRACT DRAWINGS. C)DOUBLE TOP PLATE WI EDGE NAILING ©HOLGOWN PER SCHEDULE _ N '0 t OF MAXIMUM POSSIBLE DENSITY AS DETERMINED BY ASTM AND PLAN HDQB-SD53 2.SPECTRAL RESPONSE ACCELERATION(Ss): 120.6%G (STAGGER) m D 1557. HAND TAMPERS SHALL WEIGH AT LEAST 50 POUNDS ( nt m 3.SITE CLASS:D(ASSUMED) EACH AND SHALL HAVE A FACE AREA NOT IN EXCESS OF 64 2.DURING THE CONSTRUCTION PERIOD THE CONTRACTOR SHALL BE ®SHEARWALL EDGE NAILING AT ALL PANEL SHOWN) L N I j •• 4.SPECTRAL RESPONSE COEFFICIENTS(SDS):82.0'6 RESPONSIBLE FOR THE SAFETY OF THE BUILDING. THE CONTRACTOR EDGES. BLOCKING AT ALL PANEL EDGES COORDINATE ALL STUD SQUARE INCHES. HAND TAMPERS MAY BE OPERATED EITHER ® N 5.SEISMIC DESIGN CATEGORY:D MANUALLY OR MECHANICALLY AND SHALL BE USED WHEiE SHALL PROVIDE ADEQUATE SHORING,BRACING AND GUYS IN WHERE APPLICABLE. AND PLATE SIZES w/ '� ":1- G. V 6.BASIC SEISMIC-FORCE-RESISTING SYSTEM:SHEARWALLS LARGER POWER DRIVEN COMPACTION EQUIPMENT CANNOT BE ACCORDANCE WITH ALL NATIONAL,STATE AND LOCAL SAFETY ©EDGE NAILING TO HOLDOWN POST (FULL SHEARWALL SCHEDULE pj 7.DESIGN BASE SHEAR:SEE CALCULATIONS ORDINANCES. ANY DEVIATION MUST BE APPROVED PRIOR TO a USED.STRUCTURAL FILL OVER 12"DEEP SHALL COMPLY WITH A HEIGHT) STAGGER INTO DOUBLE STUDS REQUIREMENTS L Z 8.SEISMIC RESPONSE COEFFICIENT(Cs):0.088 ERECTION. O 9.RESPONSE MODIFICATION FACTOR(R):6.5 GEOTECHNICAL REPORT. ®STUDS 0 16" ON CENTER ©EDGE NAILING TO POSTS, -L'1 r 10.ANALYSIS PROCEDURE USED: EQUIVALENT LATERAL 3.ALL ERECTION PROCEDURES SHALL CONFORM TO OSHA ©PRESSURE TREATED SILL PLATE WTH TRIM STUDS, AND KING U) FORCE PROCEDURE STANDARDS. ANY DEVIATION MUST BE APPROVED BY OSHA PRIOR TO EDGE NAILING AND ANCHOR BOLTS PER STUDS FRAMING LUMBER CONCRETE ERECTION. SHEARWALL SCHEDULE. 0 ®BEARING STUD FOR I.FRAMING LUMBER SHALL BE HEM-FIR NO.2. GRADES I.ALL CONCRETE UNLESS OTHERWISE NOTED SHALL BE REGULAR ©TOP PLATE SPLICE NAILING TO BE (8) 16d HEADER N ARE TYPICAL UNLESS OTHERWISE NOTED ON PLANS. WEIGHT HARD ROCK TYPE(I 50 PCF)AGGREGATES SHALL CONFORM TO 4.THE CONTRACTOR SHALL BE SOLELY RESPONSIBLE FOR ALL ASTM C33 WITH PROVEN SHRINKAGE CHARACTERISTICS OF LESS THAN CONSTRUCTION PROCEDURES INCWDING LAGGING,SHORING AND SINKERS (MIN). LAP 48" MINIMUM. WMBER TO BE GRADE MARKED PER WCUB PROTECTION OF ADJACENT PROPERTY,STRUCTURES,STREETS AND CENTER SPLICE ON STUD. SPECIFICATIONS. °'05%' STD. SHEARWALL ELEVATION W/0 RIM UTILITIES IN ACCORDANCE WITH ALL NATIONAL,STATE AND LOCAL. � 2.STRUCTURAL SHEATHING SHALL BE APA RATED 2.ALL CONCRETE DESIGN'S BASED ON A 28 DAY COMPRESSIVE SAFETY ORDINANCES. PLYWOOD,EXPOSURE I SHEATHING CONFORMING TO STRENGTH(Pc)OF 2500 PSI. WHERE 3000 PSI CONCRETE IS REQUIRED 1 SCALE: )¢"=1'-0" LU BY THE BUILDING DEPARTMENT FOR WEATHERING PURPOSES ONLY,NO 5.THE CONTRACTOR SHALL BE RESPONSIBLE FOR COORDINATING THE EITHER COMMERCIAL STANDARDS PS 183,APA PRP-108, SPECIAL INSPECTION IS REQUIRED. WORK OF ALL TRADES AND SHALL CHECK ALL DIMENSIONS.ALL o OR VOLUNTARY PRODUCT STANDARD P5E-92. PROVIDE A DISCREPANCIES SHALL BE CALLED TO THE ATTENTION OF THE ENGINEER MINIMUM OF s/e EDGE DISTANCE ON ALL NAILS AND Ye .3.CEMENT SHALL CONFORM TO ASTM C 150,TYPE I,CSA NORMAL. AND BE RESOLVED BEFORE PROCEEDING WITH THE WORK. z EXPANSION JOINT BETWEEN ALL PANEL EDGES.MINIMUM SHEATHING REQUIREMENTS ARE A5 FOLLOWS: 4.MAXIMUM SLUMP SHALL NOT EXCEED 4 INCHES IN FIATWORK. G.SHOP DRAWINGS FOR PREFABRICATED TRUSSES AND ROOF SHEATHING TO 5E1%2"INT-APA RATED MANUFACTURED FLOOR JOISTS SHALL BE SUBMITTED TO THE ENGINEER PLYWOOD OR 1 OSB WITH EXTERIOR GWE,P.I. 5.PLACEMENT OF CONCRETE SHALL BE IN CONFORMANCE WITH ACI FOR REVIEW PRIOR TO FABRICATION. 24/0. NAIL WITH 8d NAILS AT 6'ON CENTER AT 301. 51MPSON ECM,U.N.O. PANEL EDGES AND 12'ON CENTER AT INTERMEDIATE 7.DRAWINGS INDICATE GENERAL AND TYPICAL DETAILS OF MEMBERS. G.CONCRETE SHALL BE MAINTAINED IN A MOIST CONDITION FORA CONSTRUCTION. WHERE CONDITIONS ARE NOT SPECIFICALLY _ W MINIMUM OF FIVE(5)DAYS AFTER PLACEMENT. ALTERNATE METHODS INDICATED BUT ARE OP SIMILAR CHARACTER TO DETAILS SHOWN, SUB FLOORING TO BE 3 TONGUE AND GROOVE C-D WILL BE APPROVED IF SATISFACTORY PERFORMANCE CAN BE ASSURED. SIMILAR.DETAILS OF CONSTRUCTION SHALL BE USED SUBJECT TON,. i POST PER PLAN- INSTALL INT-APA RATED PLYWOOD OR OSB WITH EXTERIOR REVIEW BY THE ENGINEER. PLUMB 6-INCHES ABOVE GLUE,P.I.48/24. GWE AND NAIL WITH I Od NAILS 7.KEYED CONSTRUCTION JOINTS SHALL BE USED IN ALL CASES.ALL BOTTOM OF HOLE PRIER TO AT 6'ON CENTER AT PANEL EDGES AND 12'ON CONSTRUCTION JOINTS SHALL BE THOROUGHLY CLEANED AND ALL 8.ALL DETAILS DESIGNATED AS STANDARD OR TYPICAL SHALL OCCUR CONCRETE PLACEMENT Q = Z CENTER AT INTERMEDIATE MEMBERS. LAITANCE SHALL BE REMOVED. ALL VERTICAL JOINTS SHALL BE IN ADDITION TO ANY OTHER SPECIFIC DETAIL CALLED OUT. _` BEnt�n PER PUN CI 0 THOROUGHLY WETTED AND 5W5HED WITH A COAT OF NEAT CEMENT POST PER PUN 3.NAILING SHALL CONFORM TO TABLE 2304.9.I OF THE IMMEDIATELY BEFORE PLACING NEW CONCRETE. 9.COORDINATE WITH MECHANICAL,PLUMBING,AND ELECTRICAL 1 AIIP11=®=11.= '1=1,=11 11 - L (f l INTERNATIONAL BUILDING CODE UNLESS NOTED DRAWINGS FOR SIZE AND LOCATION OF ALL OPENINGS REQUIRED FOR = -11i I I,11 ,11-I - OTHERWISE. USE COMMON NAILS THROUGHOUT SZ W UNLESS 8.SUBMIT LOCATION OF POUR JOINTS PRIOR TO PLACEMENT.POUR DUCTS,PIPES,PIPE SLEEVES,ELECTRICAL CONDUITS,AND OTHER POST/BEAM(ONE SIDE) NOTED OTHERWISE. JOINTS SHALL BE LOCATED TO MINIMIZE EFFECTS OF SHRINKAGE A5 ITEMS TO BE EMBEDDED IN CONCRETE OR OTHERWISE INCORPORATED PER CONCRETE LLED HOLE J O WELL AS PLACED AT POINTS OF LOW STRESS.MAXIMUM AREA OF POUR IN STRUCTURAL WORK. 4.NO STRUCTURAL MEMBER SHALL BE CUT OR NOTCHED JOINTS IS 400 SF. • • PLAN PER PLAN Q UNLESS SPECIFICALLY DETAILED OR APPROVED IN WRITING 10.PROVIDE OPENINGS AND SUPPORTS.AS REQUIRED PER STANDARD • • 6^ II (1)#4 BAR EACH m BY THE STRUCTURAL ENGINEER. 9.MINIMUM CONCRETE COVERAGE OF REINFORCING STEEL FOR DETAILS FOR HEATERS.MECHANICAL EQUIPMENT,VENTS.DUCTS, WAY THROUGH POST CO U FORMED WORK SHALL BE AS FOLLOWS: PIPING,ETC. ALL SUSPENDED MECHANICAL EQUIPMENT SHALL BE SWAY i „ 5.PROVIDE PROPERLY SIZED WASHERS UNDER HEADS AND INTERIOR WALL: 3/4' OR LATERALLY BRACED. sIMPSON Cal U.N.O. _ CI MI PER PUN 6 NUTS OF ALL BOLTS AND LAG SCREWS BEARING ON EXTERIOR WALLS,EXPOSED TO WEATHER: I Vz' WOOD. EXPOSED TO EARTH OR WEATHER(#5 OR SMALLER): IVY I I.ARCHITECTURAL AND MECHANICAL PLANS ARE CONSIDERED A PART POST PER PUN PER 'NOTE:CONCRETE CAST AGAINST GROUND SHALL HAVE 3'MIN. OF THE STRUCTURAL DESIGN DRAWINGS AND ARE TO BE USED TO PLAN G.PROVIDE 3'Sc3'X0.229'WASHERS AT ALL ANCHOR COVERAGE DEFINE DETAIL CONFIGURATIONS INCLUDING;BUT NOT LIMITED TO POST/BEAM(TWO SIDES) BOLTS. RELATIVE LOCATION OF MEMBERS,ELEVATIONS,DIMENSIONS AND 10.PIPES OTHER THAN ELECTRICAL SHALL NOT BE LOCATIONS OF ALL OPENINGS.ETC. - _ __,_ 7.BOLT HOLES SHALL BE NOMINAL DIAMETER OF BOLT EMBEDDED IN STRUCTURAL CONCRETE EXCEPT WHERE SPECIFICALLY TYP, POST TO BEAM CONN. O PLUS)(6 UNLESS NOTED OTHERWISE. LAG BOLT PILOT APPROVED. HOLES SHALL BE PRE-DRILLED TO 60%OF THE NOMINAL DIAMETER OF THE LAG BOLT UNLESS NOTED OTHERWISE. I 1.CONCRETE MIXES SHALL BE PROVIDED IN ACCORDANCE WITH ACI 318(WHEN STRENGTH DATA FROM TRIAL BATCHES OR FIELD NAIL SHEATHING TO BLOCKNAIL ROOF SHTG 8. TO ALL SILL PLATES SHALL BE BOLTED TO THE FOUNDATION EXPERIENCE ARE NOT AVAILABLE). TOP CHORD W/ WITH 5/6' W/ 8d ® 4" o/c TO MINIMUM DIAMETER BOLTS SPACED AT A 8d 0 6" o/c NAIL ROOF SHEATHING TO MAXIMUM OF 48'ON CENTER. BOLTS MUST BE CEMENT CONTENT SACKS TOP CHORD w/ 8d 0 6" 0 C EMBEDDED A MINIMUM OF 7'INTO CONCRETE OR PER i) �e MASONRY. SEE PLANS AND DETAILS FOR SPECIFIC LBS/CUBIC YARD CUBIC YARD ��(4) 16d NAIL" _, �� REQUIREMENTS WHERE APPLICABLE. Pc(P I) (MINIMUM) FROM BRACE TO ra45• 2x FLAT 0 GABLE ' SHEATHING TO MATCH ----_-- (MINIMUM) BLOCK SHEATHING TO MATCH IF SHEATHING IS NOT ' SHEARWALL. NAIL TO 'f SHEARWALL. NAIL TO GABLE PER 9.RIM JOIST IS TO BE IY4 L5L MINIMUM. 2500(no special inspection) 470 5 2x4 BLOCK ® EACH BROKEN ON TOP PLATE, GABLE PER SCHEDULE. Drawn By:CCC SEE NOTE A DIAGONAL BRACE SCHEDULE.(WHERE 10d NAILS ARE USE A35 ® 12" 0/C Checked By CCC 10. PROVIDE DOUBLE JOIST UNDER ALL PARALLEL 3000 517 5L. REVD, USE 10d x 2" LONG.) �; Date:05,13-15 •• PARTITION WALLS AND SOLID BLOCKING UNDER 2x4 DIAGONAL BRACE I 2x FLAT 0 GABLE BREAK SHEATHING ON PERPENDICULAR PARTMON WALLS. MIXES SHALL BE PROPORTIONED TO PRODUCE A SLUMP OF 5'OR LESS. ® 48" 0/C I I: TOP PLATE ONLY rI �I BREAK SHEATHING ON SDA JOB NO. NO MORE THAN A I•PLUS TOLERANCE SHALL BE ALLOWED. r_ TOP PLATE ONLY LATERAL BRACING IS I I.CONTACT THIS OFFICE PRIOR TO MAKING ANY SHEARWALL PER PLAN REQUIRED AT ALL GABLE 7533 CHANGES TO THESE DETAILS. A)WHERE SPECIAL INSPECTION IS NOT REQUIRED UNDER SECTION END TRUSSES AND IS TO 1704.4 OF THE I.B.C.,CONCRETE SHALL HAVE A MINIMUM CEMENT II IF SHEATHING IS NOT BROKEN BE DETAILED BY TRUSS STRUCTURAL CONTENT OF 5 SACKS PER CUBIC YARD OF CONCRETE. ON TOP PLATE, USE A35 ®12' 0/C MANUFACTURER SHEARWALL PER NOTES B)DESIGN MIX(OTHER THAN AS SPECIFIED IN THIS TABLE)SHALL BE PLAN I SUBMITTED TO THE BUILDING OFFICIAL TWO WEEKS PRIOR TO FIRST DETAILS USE. GABLE END/SHEARWALL CONNECTION ®GABLE/SHEARWALL CONN SCALE: 5_ I .0 3'e"=1•-O" 1,6/ �I