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705 OLYMPIC BLVD 2019 Plans 2022-12-15
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705 OLYMPIC BLVD 2019 Plans 2022-12-15
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Last modified
12/15/2022 10:28:23 AM
Creation date
12/15/2022 10:19:20 AM
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Street Name
OLYMPIC BLVD
Street Number
705
Permit
B1907-016
Year
2019
Notes
GARAGE AND FAMILY ROOM ADDITION
Address Document Type
Plans
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BUILDING CODE <br />2015 INTERNATIONAL BUILDING CODE <br />ROOF LOAD <br />DEAD LOAD: 15 psf <br />FLAT ROOF SNOW LOAD:43 psf <br />SNOW EXPOSURE FACTOR (Ce): 1.1 <br />SNOW LOAD IMPORTANCE FACTOR (Is): 1.0 <br />THERMAL FACTOR (Ct): 1.1 <br />WIND DESIGN DATA <br />1. BASIC WIND SPEED: 110 MPH <br />2. WIND IMPORTANCE FACTOR (Iw): 1.0 <br />BUILDING CATEGORY: II <br />3. WIND EXPOSURE: C <br />4. Kzt = 1.32 <br />5. INTERNAL PRESSURE COEFFICIENT: NA <br />6. APPLICABLE WIND PRESSURE FOR <br />COMPONENTS AND CLADDING: NA <br />SESIMIC DESIGN DATA <br />1. SEISMIC IMPORTANCE FACTOR: 1.0 <br />SEISMIC USE GROUP: 1 <br />2. SPECTRAL RESPONSE ACCELERATION (Ss): 130.2% G <br />3. SITE CLASS: D (ASSUMED) <br />4. SPECTRAL RESPONSE COEFFICIENTS (SDS): 104.2% G <br />5. SEISMIC DESIGN CATEGORY. D <br />6. BASIC SEISMIC -FORCE -RESISTING SYSTEM: SHEARWALLS <br />7. DESIGN BASE SHEAR: SEE CALCULATIONS <br />8. SEISMIC RESPONSE COEFFICIENT (Cs): 0.131 <br />RESPONSE MODIFICATION FACTOR (R): 6.5 <br />10. ANALYSIS PROCEDURE USED: EQUIVALENT LATERAL <br />FORCE PROCEDURE <br />FOUNDATIONS <br />1. THE FOUNDATION DESIGN IS BASED ON THE <br />RECOMMENDATION IN THE INTERNATIONAL BUILDING CODE <br />TABLE 1804.2. FOUNDATION WORK SHALL BE PERFORMED <br />IN ACCORDANCE WITH CHAPTER 18 OF THIS CODE. <br />2. THE FOUNDATION DESIGN IS BASED ON THE FOLLOWING <br />VALUES: <br />ALLOW. SOIL BEARING 1500 PSF <br />SOIL FRICTION .25 <br />EQUIV. FLUID PRESSURES <br />ACTIVE PRESSURE* 35 PCF <br />PASSIVE PRESSURE 150 PCF <br />(*WALLS RESTRAINED AGAINST ROTATION SHALL BE <br />DESIGNED FOR AN EQUIV. <br />FLUID PRESSURE OF 55 PCF). <br />3. ALL FOOTINGS SHALL BE FOUNDED AT LEAST 18" BELOW <br />THE UNDISTURBED GROUND SURFACE OR TO FROST DEPTH. <br />ALL FOOTINGS SHALL BE FOUNDED ON COMPACTED FILL OR <br />UNDISTURBED NATURAL GRADE UNLESS OTHERWISE NOTED. <br />4. COMPACTION: MATERIAL FOR FILLING AND BACKFILLING <br />SHALL CONSIST OF THE EXCAVATED MATERIAL AND/OR <br />IMPORTED BORROW AND SHALL BE FREE OF ORGANIC <br />MATTER, TRASH, LUMBER, OR OTHER DEBRIS. ALL WALLS <br />SHALL BE ADEQUATELY BRACED PRIOR TO BACKFILLING. FILL <br />AND BACKFILL SHALL BE DEPOSITED IN LAYERS NOT TO <br />EXCEED 8 INCHES THICK, PROPERLY MOISTENED TO <br />APPROXIMATE OPTIMUM REQUIREMENTS AND THOROUGHLY <br />ROLLED OR COMPACTED WITH APPROVED EQUIPMENT -IN <br />SUCH A MANNER AND EXTENT AS TO PRODUCE A RELATIVE <br />COMPACTION OF 90% OF MAXIMUM POSSIBLE DENSITY AS <br />DETERMINED BY ASTM D1557. HAND TAMPERS SHALL WEIGH <br />AT LEAST 50 POUNDS EACH AND SHALL HAVE A FACE <br />AREA NOT IN EXCESS OF 64 SQUARE INCHES, HAND <br />TAMPERS MAY BE OPERATED EITHER MANUALLY OR <br />MECHANICALLY AND SHALL BE USED WHERE LARGER POWER <br />DRIVEN COMPACTION EQUIPMENT CANNOT BE USED, FILL <br />OVER 12" DEEP SHALL COMPLY WITH A GEOTECHNICAL <br />REPORT. SEE GEOTECHNI.CAL REPORT FOR FURTHER DESIGN <br />CRITERIA. <br />REINFORCING STEEL <br />1. ALL REINFORCING STEEL SHALL CONFORM TO ASTM A615 <br />GRADE 60 (fy = 60 KSI) FOR BAR SIZES NO. 5 & LARGER, <br />GRADE 40 (fy 40 KSI) FOR NO. 3 AND NO. 4 BARS. <br />2. ALL REINFORCING STEEL SHALL BE LAPPED. AS NOTED ON <br />THE PLANS. WHERE LAP OR SPLICE LOCATIONS ARE NOT <br />SPECIFICALLY INDICATED ON THE CONSTRUCTION <br />DOCUMENTS, LAPS AND/OR SPLICES SHALL BE 42 BAR DIA <br />AND BE WELL STAGGERED, <br />3. WELDED WIRE FABRIC SHALL CONFORM TO ASTM A82 AND <br />A185 AND SHALL BE 6X6 W2.9/W2.9 UNLESS OTHERWISE <br />NOTED, LAP REINFORCEMENT 6" MINIMUM. <br />4. ANCHOR BOLTS, DOWELS AND OTHER EMBEDDED ITEMS <br />SHALL BE SECURELY TIED IN PLACE BEFORE CONCRETE IS <br />POURED. SLAB ON GRADE REINFORCEMENT SHALL BE <br />PLACED AT MID -DEPTH OF SLAB AND SHALL BE HELD <br />SECURELY IN PLACE WITH MECHANICAL DEVICES DURING <br />PLACING OF THE CONCRETE. <br />CONCRETE <br />1, ALL CONCRETE UNLESS OTHERWISE NOTED SHALL BE REGULAR WEIGHT <br />HARD ROCK TYPE (150 PCF) AGGREGATES SHALL CONFORM TO ASTM C33 <br />WITH PROVEN SHRINKAGE CHARACTERISTICS OF LESS THAN 0.05%. <br />2. ALL CONCRETE DESIGN IS BASED ON A 28 DAY COMPRESSIVE STRENGTH <br />(f'c) OF 2500 PSI. WHERE 3000 PSI CONCRETE IS REQUIRED BY THE <br />BUILDING DEPARTMENT FOR WEATHERING PURPOSES ONLY, NO SPECIAL <br />INSPECTION IS REQUIRED. <br />3. CEMENT SHALL CONFORM TO ASTM C150, TYPE I, CSA NORMAL. <br />4, MAXIMUM SLUMP SHALL NOT EXCEED 4 INCHES IN FLATWORK. <br />5. PLACEMENT OF CONCRETE SHALL BE IN CONFORMANCE WITH ACI 301. <br />6. CONCRETE SHALL BE MAINTAINED IN A MOIST CONDITION FOR A MINIMUM <br />OF FIVE (5) DAYS AFTER PLACEMENT, ALTERNATE METHODS WILL BE <br />APPROVED IF SATISFACTORY PERFORMANCE CAN BE ASSURED. <br />7. KEYED CONSTRUCTION JOINTS SHALL BE USED IN ALL CASES. ALL <br />CONSTRUCTION JOINTS SHALL BE THOROUGHLY CLEANED AND ALL LAITANCE <br />SHALL BE REMOVED. ALL VERTICAL JOINTS SHALL BE THOROUGHLY WETTED <br />AND SLUSHED WITH A COAT OF NEAT CEMENT IMMEDIATELY BEFORE <br />PLACING NEW CONCRETE. <br />8. SUBMIT LOCATION OF POUR JOINTS PRIOR TO PLACEMENT. POUR JOINTS <br />SHALL BE LOCATED TO MINIMIZE EFFECTS OF SHRINKAGE AS WELL AS <br />PLACED AT POINTS OF LOW STRESS. MAXIMUM AREA OF POUR JOINTS IS <br />400 SF. <br />9. MINIMUM CONCRETE COVERAGE OF REINFORCING STEEL FOR FORMED <br />WORK SHALL BE AS FOLLOWS: <br />INTERIOR WALL: 3/4" <br />EXTERIOR WALLS, EXPOSED TO WEATHER: 11/" <br />EXPOSED TO EARTH OR WEATHER (#5 OR SMALLER): 11/" <br />*NOTE: CONCRETE CAST AGAINST GROUND SHALL HAVE 3" MIN. COVERAGE <br />10. PIPES OTHER THAN ELECTRICAL CONDUITS SHALL NOT BE EMBEDDED IN <br />STRUCTURAL CONCRETE EXCEPT WHERE SPECIFICALLY APPROVED. <br />11. CONCRETE MIXES SHALL BE PROVIDED IN ACCORDANCE WITH ACI 318 <br />(WHEN STRENGTH DATA FROM TRIAL BATCHES OR FIELD EXPERIENCE ARE <br />NOT AVAILABLE). <br />CEMENT CONTENT <br />LBS/CUBIC YARD SACKS PER CUBIC YARD <br />F'c (PSI) (MINIMUM) (MINIMUM) <br />2500 (no special inspection) 470 5 <br />SEE NOTE A <br />3000 517 5% <br />MIXES SHALL BE PROPORTIONED TO PRODUCE A SLUMP OF 5" OR LESS. <br />NO MORE THAN A 1" PLUS TOLERANCE SHALL BE ALLOWED. <br />A) WHERE SPECIAL INSPECTION IS NOT REQUIRED UNDER SECTION 1704.4 OF <br />THE I.B.C., CONCRETE SHALL HAVE A MINIMUM CEMENT CONTENT OF 5 <br />SACKS PER CUBIC YARD OF CONCRETE. <br />B) DESIGN MIX (OTHER THAN AS SPECIFIED IN THIS TABLE) SHALL BE <br />SUBMITTED TO THE BUILDING OFFICIAL TWO WEEKS PRIOR TO FIRST USE. <br />FRAMING LUMBER <br />1. FRAMING LUMBER SHALL BE HEM -FIR NO. 2. GRADES ARE TYPICAL <br />UNLESS OTHERWISE NOTED ON PLANS. LUMBER TO BE GRADE MARKED PER <br />WCLIB SPECIFICATIONS. <br />2. STRUCTURAL SHEATHING SHALL BE APA RATED PLYWOOD, EXPOSURE 1 <br />SHEATHING CONFORMING TO EITHER COMMERCIAL. STANDARDS P51®-83, APA <br />PRP-108, OR VOLUNTARY PRODUCT STANDARD PSE-92. PROVIDE A <br />MINIMUM OF -3/8" EDGE DISTANCE ON ALL NAILS AND YB" EXPANSION JOINT <br />BETWEEN ALL PANEL EDGES. MINIMUM SHEATHING REQUIREMENTS ARE AS <br />FOLLOWS: <br />ROOF SHEATHING TO BE 15/.32" INT®APA RATED PLYWOOD OR 7/6" OSB <br />WITH EXTERIOR GLUE, P.I. 24/0. NAIL WITH 8d NAILS AT 6" ON <br />CENTER AT PANEL EDGES AND 12" ON CENTER AT INTERMEDIATE <br />MEMBERS. <br />SUB FLOORING TO BE 3/4" TONGUE AND GROOVE C-D INT-APA RATED <br />PLYWOOD OR OSB WITH EXTERIOR GLUE, P.I. 48/24. GLUE AND NAIL <br />WITH 10d NAILS AT 6" ON CENTER AT PANEL EDGES AND 12" ON <br />CENTER AT INTERMEDIATE MEMBERS. <br />3. NAILING SHALL CONFORM TO TABLE 2304.9.1 OF THE INTERNATIONAL <br />BUILDING CODE UNLESS NOTED OTHERWISE, USE COMMON NAILS <br />THROUGHOUT UNLESS NOTED OTHERWISE. <br />4. NO STRUCTURAL MEMBER SHALL BE CUT OR NOTCHED UNLESS <br />SPECIFICALLY DETAILED OR APPROVED IN WRITING BY THE STRUCTURAL <br />ENGINEER. <br />5. PROVIDE PROPERLY SIZED WASHERS UNDER HEADS AND NUTS OF ALL <br />BOLTS AND LAG SCREWS BEARING ON WOOD. <br />6. PROVIDE 3"x3"xO.229" WASHERS AT ALL ANCHOR BOLTS. <br />7. BOLT HOLES SHALL BE NOMINAL DIAMETER OF BOLT PLUS Y16" UNLESS <br />NOTED OTHERWISE, LAG BOLT PILOT HOLES SHALL BE PRE --DRILLED TO <br />60% OF THE NOMINAL DIAMETER OF THE LAG BOLT UNLESS NOTED <br />OTHERWISE. <br />8. ALL SILL PLATES SHALL BE BOLTED TO THE FOUNDATION WITH" <br />MINIMUM DIAMETER BOLTS SPACED AT A MAXIMUM OF 48" ON <br />CENTER. BOLTS MUST BE EMBEDDED A MINIMUM OF 7" INTO <br />CONCRETE OR MASONRY. SEE PLANS AND DETAILS FOR SPECIFIC <br />REQUIREMENTS WHERE APPLICABLE. <br />9. RIM JOIST IS TO BE 1-4 LSL MINIMUM. <br />10. PROVIDE DOUBLE JOIST UNDER ALL PARALLEL PARTITION WALLS <br />AND SOLID BLOCKING UNDER PERPENDICULAR PARTITION WALLS. <br />11. CONTACT THIS OFFICE PRIOR TO MAKING ANY CHANGES TO <br />THESE DETAILS. <br />GENERAL <br />1. ALL MATERIALS AND WORKMANSHIP SHALL CONFORM TO THE <br />CONTRACT DRAWINGS. <br />2. DURING THE CONSTRUCTION PERIOD THE CONTRACTOR SHALL BE <br />RESPONSIBLE FOR THE SAFETY OF THE BUILDING. THE CONTRACTOR <br />SHALL PROVIDE ADEQUATE SHORING, BRACING, AND GUYS IN <br />ACCORDANCE WITH ALL NATIONAL, STATE, AND LOCAL SAFETY <br />ORDINANCES. ANY DEVIATION MUST BE APPROVED IN WRITING PRIOR <br />TO ERECTION. <br />3. ALL ERECTION PROCEDURES SHALL CONFORM TO OSHA <br />STANDARDS. ANY DEVIATION MUST BE APPROVED BY OSHA PRIOR <br />TO ERECTION. <br />4. THE CONTRACTOR SHALL BE SOLELY RESPONSIBLE FOR ALL <br />CONSTRUCTION PROCEDURES. <br />5. THE .CONTRACTOR SHALL BE RESPONSIBLE FOR COORDINATING <br />THE WORK OF ALL TRADES AND SHALL CHECK ALL DIMENSIONS. <br />ALL DISCREPANCIES SHALL BE CALLED TO THE ATTENTION OF THE <br />ENGINEER AND BE RESOLVED PRIOR TO PROCEEDING WITH THE WORK. <br />6. DRAWINGS INDICATE GENERAL AND TYPICAL DETAILS OF <br />CONSTRUCTION. WHERE CONDITIONS ARE NOT SPECIFICALLY <br />INDICATED BUT ARE OF SIMILAR CHARACTER TO DETAILS SHOWN, <br />SIMILAR DETAILS OF CONSTRUCTION SHALL BE USED SUBJECT TO <br />REVIEW BY THE ENGINEER. <br />7. ALL DETAILS DESIGNATED AS STANDARD OR TYPICAL SHALL <br />OCCUR IN ADDITION TO ANY OTHER SPECIFIC DETAIL CALLED OUT. <br />8. ALL INFORMATION SHOWN ON THE DRAWINGS RELATIVE TO <br />EXISTING CONDITIONS IS GIVEN AS THE BEST PRESENT KNOWLEDGE, <br />BUT WITHOUT GUARANTEE OF ACCURACY. WHERE ACTUAL <br />CONDITIONS CONFLICT WITH THE DRAWINGS, THEY SHALL BE <br />REPORTED TO THE ENGINEER SO THE PROPER REVISIONS MAY BE <br />MADE. MODIFICATIONS TO CONSTRUCTION DETAILS SHALL NOT BE <br />MADE WITHOUT PRIOR WRITTEN APPROVAL BY THE ENGINEER. <br />TRUSS PER PLA <br />8d @ 6" O/C INTO BLOCKING <br />H1 CLIP @ EACH TRUSS-\ <br />(24" O/C MAX) \_.000 <br />WALL PER PLAN <br />NAIL SHEATHING <br />INTO EA MEMBER OF <br />TOP PLATE <br />VENTILATION MAY REQ'D AT BLOCKING. <br />VERIFY• <br />ENGINEER PRIOR TO <br />CONSTRUCTION. <br />BLOCKING IS <br />ROOF/SHEARWALL CONN. <br />WALL PER PLAN <br />SILL PLATE AND ANCHOR <br />BOLTS PER SHEARWALL <br />::: <br />SCHEDULE. (USE 2x6 P.T. <br />SILL PLATE W/ %" 0 <br />J®BOLTS @ 48" O/C MIN.) <br />BACKFILL W <br />MATEM'A' L (TYP) <br />18" MIN <br />PER PLAN 00- <br />0 <br />(2) LAYERS OF <br />90# FELT OR <br />EQUIVALENT <br />SLAB PER PLAN <br />® 4 <br />4 BARS C► <br />WHEJO?TAMPED <br />LATERAL ONLY, <br />FOUNDATION DESIGN <br />AND REINFORCEMENT <br />BY OTHERS <br />4" 0 PERFORATED PLASTIC 1PER PLANT <br />PIPE. CENTER IN ONE CUBIC <br />FOOT OF FREE DRAINING <br />GRAVEL AND DRAIN TO <br />APPROVED OUTFALL. <br />ENDN /SHEARWALL CONNECTION w/o RIMJOIST <br />SCALE:-/14"=1'-0 <br />AO DOUBLE TOP PLATE W/ EDGE NAILING <br />HOLDOWN PER SCHEDULE <br />(STAGGER) <br />AND PLAN (HDQ8-SDS3 <br />(B SHEARWALL EDGE NAILING AT ALL PANEL <br />SHOWN) <br />EDGES. BLOCKING AT ALL PANEL EDGES <br />® <br />COORDINATE ALL STUD <br />WHERE APPLICABLE. <br />AND PLATE SIZES w/ <br />© EDGE NAILING TO HOLDOWN POST (FULL <br />SHEARWALL SCHEDULE <br />HEIGHT) STAGGER INTO DOUBLE STUDS <br />REQUIREMENTS <br />STUDS @ 16" ON CENTER <br />QJ <br />EDGE NAILING TO POSTS, <br />OE PRESSURE TREATED SILL PLATE WITH <br />TRIM STUDS, AND KING <br />EDGE NAILING AND ANCHOR BOLTS PER <br />@ <br />STUDS <br />BEARING STUD FOR <br />SHEARWALL SCHEDULE. <br />HEADER <br />TOP PLATE SPLICE NAILING . TO BE (8) 16d <br />SINKERS (MIN). LAP 48" MINIMUM. <br />CENTER SPLICE ON STUD. <br />,STD` SHEARWALL ELEVATION <br />W/O RIM <br />POST PER HOLDOWN PER <br />PLAN (2-2x PLAN <br />MIN) <br />EMBEDMENT ®: <br />LENGTH <br />:® <br />ANCHOR BOLT PER <br />HOLDOWN SCHEDULE <br />PRESSURE TREATED <br />SILL PLATE PER <br />SHEARWALL SCHEDULE. <br />STEM WALL AND FOOTING PER <br />PLAN. <br />HOLDOWN DETAIL w/o RIMJOIST <br />SCALE: 3/4"=V-0" <br />ONE #4 REBAR <br />IN SHEAR CONE <br />(12"MIN. REBAR <br />LENGTH) <br />I / G_ IVI I111 <br />FROM CONER <br />'STD' INSTALLATION w/o RIMJOIST <br />CITY 0 -° N'ER _T <br />REVIEWED FOR PERMIT <br />0) <br />0 <br />N <br />La <br />m� <br />0 <br />6 <br />}®®® <br />I <br />Ld <br />00 <br />� <br />N <br />� <br />>� <br />� N <br />hj <br />n_ <br />z <br />0 <br />W <br />111 <br />u"_ i <br />
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