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<br />CONSTRUCTION NOTES:
<br />1. THE CONTRACTOR SHALL BE FULLY RESPONSIBLE FOR METHODS OF
<br />CONSTRUCTION, WORKMANSHIP, AND JOB SAFETY. WORKMANSHIP AND
<br />MATERIALS INCLUDING FALSEWORK, BRACINGS, AND OTHER TEMPORARY ITEMS
<br />SHALL CONFORM TO THE GOVERNING CODES AND JOB SAFETY REQUIREMENTS
<br />PER OSHA STANDARDS.
<br />2. CONSTRUCTION SAFETY PROVISIONS IN ACCORDANCE WITH THE BUILDING CODE
<br />SHALL BE PROVIDED AND APPROVED BY THE BUILDING INSPECTOR PRIOR TO
<br />STARTING ANY WORK ON THE BUILDING. PERMITS FOR PROTECTIVE FENCES AND
<br />/OR CANOPIES CONSTRUCTED ON PUBLIC PROPERTY MUST BE SECURED FROM
<br />THE DEPARTMENT OF BUILDING AND SAFETY.
<br />3. CONSTRUCTION, INSPECTION AND PHYSICAL TESTING PROCEDURES SHALL
<br />CONFORM TO THE REQUIREMENTS OF THE GOVERNING CODES AND THE
<br />AMENDMENTS BY THE LOCAL JURISDICTION.
<br />4. CONSTRUCTION LOADING SHALL NOT EXCEED THE DESIGN LIVE LOAD UNLESS
<br />SPECIAL SHORING IS PROVIDED. ALLOWABLE LOADS SHALL BE REDUCED IN
<br />AREAS WHERE THE STRUCTURE HAS NOT ATTAINED ITS FULL DESIGN STRENGTH.
<br />5. THE CONTRACTOR SHALL PROVIDE A LEVEL TOP SURFACE FOR ALL SLABS IN
<br />ACCORDANCE WITH THE LEVELNESS TOLERANCE REQUIRED FOR ALL FINISHES,
<br />PARTITIONS, BUILT-IN CABINETS AND COUNTERS, ETC. THE CONTRACTOR SHALL
<br />ADJUST ALL BEAM SIDE FORMS TO ALLOW FOR AS -DELIVERED CAMBERS OF
<br />STEEL MEMBERS AND TO MAINTAIN THE MINIMUM DEPTH OF CONCRETE
<br />SLAB/TOPPING AT MIDSPAN OF THE STEEL MEMBERS.
<br />6. PROVIDE NON -SLIP FINISH ON ALL CONCRETE STAIR TREADS, EXPOSED
<br />FLATWORK, AND WHERE SPECIFIED ON WORKING DRAWINGS.
<br />7. ANY SUPPORT SERVICES PERFORMED BY THE ENGINEER DURING
<br />CONSTRUCTION SHALL BE DISTINGUISHED FROM CONTINUOUS AND DETAILED
<br />INSPECTION SERVICES WHICH ARE FURNISHED BY OTHERS. THESE SUPPORT
<br />SERVICES WHICH ARE FURNISHED BY THE ENGINEER, WHETHER OF MATERIAL
<br />OR WORK, AND WHETHER PERFORMED PRIOR TO, DURING OR AFTER
<br />COMPLETION OF CONSTRUCTION, ARE PERFORMED SOLELY FOR THE PURPOSE
<br />OF ASSISTING IN QUALITY CONTROL AND IN ACHIEVING CONFORMANCE WITH
<br />CONTRACT DRAWINGS AND SPECIFICATIONS, BUT THEY DO NOT GUARANTEE
<br />CONTRACTORS PERFORMANCE AND SHALL NOT BE CONSTRUED AS
<br />SUPERVISION OF CONSTRUCTION.
<br />8. WHERE PUBLIC UTILITY LINES OR EQUIPMENT MUST BE REMOVED AND
<br />RELOCATED, OBTAIN THE NECESSARY APPROVALS PRIOR TO STARTING
<br />CONSTRUCTION FROM THE RESPECTIVE UTILITY AGENCIES.
<br />9. CONTROL JOINTS SHALL BE INSTALLED IN SLAB ON GRADES SO THE SLAB'S
<br />LENGTH TO WIDTH RATIO IS NOT MORE THAN 1.25:1. CONTROL JOINTS SHALL BE
<br />COMPLETED WITHIN 12 HOURS OF CONCRETE PLACEMENT AND THE JOINT DEPTH
<br />SHALL BE 1/4 OF THE SLAB THICKNESS.
<br />10. A SEPARATE PERMIT MUST BE SECURED FOR ALL ELECTRICAL, PLUMBING, AND
<br />HEATING -VENTILATING WORK.
<br />11. CONTRACTOR SHALL PROVIDE A COPY OF SHORING PLANS TO THE ENGINEER
<br />FOR APPROVAL.
<br />DRAWING NOTES:
<br />1. ALL DETAILS, SECTIONS, AND NOTES ON DRAWINGS ARE INTENDED TO BE
<br />TYPICAL AND SHALL APPLY TO SIMILAR SITUATIONS, U.N.O.
<br />2. NOTES AND DETAILS ON DRAWINGS SHALL TAKE PRECEDENCE OVER THESE
<br />GENERAL SPECIFICATIONS. DIMENSIONS FOR CONSTRUCTION SHALL NOT BE
<br />SCALED FROM THE DRAWINGS
<br />3. THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS, ELEVATIONS AND SITE
<br />CONDITIONS BEFORE COMMENCING WORK. WHERE ACTUAL CONDITIONS
<br />CONFLICT WITH THE VARIOUS ELEMENTS OF THE WORKING DRAWINGS AND/OR
<br />SPECIFICATIONS, DISCREPANCIES OR OMISSIONS SHALL BE REPORTED TO THE
<br />ENGINEER OF RECORD PRIOR TO PROCEEDING WITH CONSTRUCTION.
<br />4. THE CONTRACTOR SHALL ALLOW REASONABLE TIME FOR THE ENGINEER OF
<br />RECORD TO RESOLVE CONFLICTS AND/OR MAKE REVISIONS TO THE DRAWINGS
<br />AND/OR SPECIFICATIONS. REVISIONS TO THE DRAWINGS SHALL BE REVIEWED
<br />AND APPROVED BY THE BUILDING OFFICIAL.
<br />5. THE DRAWINGS AND SPECIFICATIONS REPRESENT THE FINISHED STRUCTURE,
<br />UNLESS OTHERWISE SHOWN, THEY DO NOT INDICATE THE METHOD OF
<br />CONSTRUCTION. THE CONTRACTOR SHALL SUPERVISE AND DIRECT THE WORK
<br />AND HE SHALL BE SOLELY RESPONSIBLE FOR ALL CONSTRUCTION MEANS,
<br />METHODS, TECHNIQUES, SEQUENCES AND PROCEDURES.
<br />6. THE STAMPED SET OF DRAWINGS AND SPECIFICATIONS SHALL BE KEPT AT THE
<br />JOB SITES AND SHALL BE AVAILABLE TO THE AUTHORIZED REPRESENTATIVES OF
<br />THE BUILDING AND SAFETY DEPARTMENT. THERE SHALL BE NO DEVIATION FROM
<br />THE APPROVED PLANS AND SPECIFICATIONS WITHOUT AN APPROVED CHANGE
<br />ORDER.
<br />1. UNLESS A SOILS REPORT AND SOIL PROPERTIES ARE REFERENCED BELOW, THE
<br />SUBSURFACE CONDITIONS WERE ASSUMED TO BE NON -EXPANSIVE CLAY AND
<br />THE CORRESPONDING ALLOWABLE DESIGN VALUES WERE ASSUMED TO BE
<br />THOSE STATED IN THE GOVERNING CODE:
<br />- SOILS REPORT NOT AVAILABLE
<br />- SOIL: BEARING VALUE = 1500 PSF.
<br />2. THE SOILS REPORT AND LOG OF BORINGS WERE OBTAINED BY THE OWNER FOR
<br />THE ENGINEER'S USE IN THE DESIGN OF THE FOUNDATION AND IS NOT A PART OF
<br />THE CONTRACT DOCUMENTS. THIS REPORT AND LOG OF BORINGS IS AVAILABLE
<br />FOR THE CONTRACTOR'S INFORMATION, BUT IS NOT A WARRANTY OF THE
<br />SUBSURFACE CONDITIONS. THE CONTRACTOR MAY USE THE REPORT AT HIS
<br />OWN RISK:
<br />3. FOOTINGS SHALL BEAR A MINIMUM 12" BELOW ADJACENT GRADE OR
<br />CONTROLLED COMPACTION OR AS NOTED ON THE PLANS. EXCAVATIONS FOR
<br />THE FOOTINGS SHALL BE FREE OF WATER PRIOR TO PLACING OF CONCRETE.
<br />ALL BACKFILL SHALL BE COMPACTED TO A MINIMUM OF 900 OF MAXIMUM
<br />DENSITY.
<br />4. NO PERSON SHALL DESCEND INTO TRENCHES OR EXCAVATIONS WITH A DEPTH
<br />GREATER THAN 5 FEET, UNLESS NECESSARY PERMITS HAVE BEEN OBTAINED
<br />FROM THE STATE OF CALIFORNIA DIVISION OF INDUSTRIAL SAFETY.
<br />5. THE CONTRACTOR SHALL BE SOLELY RESPONSIBLE FOR ALL EXCAVATION
<br />PROCEDURES INCLUDING LAGGING, SHORING AND PROTECTION OF ANY
<br />ADJACENT PROPERTY, STRUCTURES, STREETS AND UTILITIES IN ACCORDANCE
<br />WITH ALL NATIONAL, STATE AND LOCAL SAFETY ORDINANCES.
<br />6. CONTRACTOR SHALL REVIEW EXISTING UTILITY PLANS AND SHALL VERIFY THE
<br />LOCATION OF ALL UTILITY LINES IN THE AREA TO BE EXCAVATED PRIOR TO
<br />EXCAVATION FOR NEW FOUNDATIONS.
<br />7. EMBED ANCHOR BOLTS INTO CONCRETE AS SHOWN ON THE DRAWINGS. PLACE
<br />ONE ANCHOR BOLT WITHIN 12 INCHES OF EACH CORNER OR PLATE SPLICE.
<br />MINIMUM BOLTING SHALL BE 5/8" DIAMETER AT 4'-0" W/ 9"MIN. EMBEDMENT INTO
<br />CONCRETE.
<br />1. 1. CONCRETE MIXES SHALL BE SUBMITTED TO THE ENGINEER OF RECORD FOR
<br />APPROVAL. MATERIAL SHALL BE PROPORTIONED TO PRODUCE CONCRETE WITH
<br />THE FOLLOWING MINIMUM
<br />COMPRESSIVE STRENGTHS AT 28 DAYS, U.N.O:
<br />1.1. STRUCTURAL SLABS: 3000 PSI
<br />1.2. GRADE BEAMS: 3000 PSI
<br />1.3. ISOLATED PADS: 2500 PSI
<br />1.4. CONTINUOUS FOOTINGS: 2500 PSI
<br />1.5. SLAB ON GRADE: 2500 PSI
<br />1.6. ALL OTHERS: 2500 PSI
<br />NOTE: CONTINUOUS INSPECTION BY A DEPUTY INSPECTOR IS REQUIRED FOR ALL
<br />CONCRETE DESIGNED WITH FC GREATER THAN 2500 P.S.I.
<br />2. NORMAL WEIGHT CONCRETE SHALL BE 145 TO 155 POUNDS PER CUBIC FOOT.
<br />LIGHTWEIGHT CONCRETE SHALL BE IN ACCORDANCE WITH THE APPROVED
<br />DESIGN MIX SHOWN ON THE PLANS.
<br />3. CEMENT SHALL CONFORM TO ASTM C150, TYPE II CEMENT. FINE AND COARSE
<br />AGGREGATE SHALL CONFORM TO ASTM C33. WHEN SPECIFIED, AIR -ENTRAINING
<br />ADMIXTURES SHALL COMPLY WITH ASTM C260. READY MIX CONCRETE SHALL BE
<br />MIXED AND DELIVERED IN ACCORDANCE WITH ASTM C94.
<br />4. MAXIMUM SIZE OF COURSE AGGREGATE FOR SLABS SHALL BE 1" AND 1'/2"
<br />ELSEWHERE, U.N.O. SAND SHALL BE CLEAN, HARD, DURABLE, WASHED, FREE
<br />FROM SILT, LIME OR CLAY. MIXING WATER SHALL BE CLEAN AND FREE FROM
<br />INJURIOUS AMOUNTS OF OIL, ACIDS, ALKALIS, ORGANIC MATERIALS OR OTHER
<br />DELETERIOUS SUBSTANCES. CONCRETE MIX MAY CONTAIN A POLYMER BASED
<br />WATER REDUCING ADMIXTURE. THE MAXIMUM SLUMP OF CONCRETE SHALL NOT
<br />EXCEED 6" UNLESS OTHERWISE APPROVED BY THE ENGINEER.
<br />5. CEMENT TYPES SHALL NOT BE MIXED IN THE CONCRETE MIX. CALCIUM
<br />CHLORIDE OR FLY ASH SHALL NOT BE USED IN THE CONCRETE MIX.
<br />6. FORMWORK SHALL COMPLY WITH STANDARD PUBLICATION (ACI 347) AND THE
<br />PROJECT SPECIFICATIONS. THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE
<br />DESIGN, DETAILING, CARE, PLACEMENT AND REMOVAL OF THE FORMWORK AND
<br />SHORES.
<br />7. PIPES, DUCTS, SLEEVES, CHASES, ETC. SHALL NOT BE PLACED IN SLABS, BEAMS,
<br />OR WALLS UNLESS SPECIFICALLY SHOWN OR NOTED ON PLANS. CONTRACTOR
<br />SHALL OBTAIN APPROVAL FOR INSTALLATION OF ANY ADDITIONAL PIPES, DUCTS,
<br />ETC. REFER TO ARCHITECTURAL AND MECHANICAL PLANS FOR LOCATIONS OF
<br />ALL PIPES, DUCTS, CHASES, ETC. ALL SUSPENDED EQUIPMENT TO BE PROVIDED
<br />WITH CBC/IBC APPROVED LATERAL OR SWAY BRACING.
<br />REINFORCING STEEL:
<br />1. REINFORCING STEEL SHALL CONFORM TO ASTM 615, GRADE 60, U.N.O. STEEL
<br />BARS SHALL BE DEFORMED BARS THAT ARE FREE FROM GREASE, RUST, MILL
<br />SCALE OR ANY OTHER FOREIGN MATERIAL WHICH MAY AFFECT THE BARS
<br />ABILITY TO BOND TO THE CONCRETE. REINFORCING STEEL SHALL HAVE MINIMUM
<br />PROTECTIVE COVER AS FOLLOWS:
<br />1.1. CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH 3"
<br />1.2. CONCRETE EXPOSED TO EARTH OR WEATHER, 6 THRU 11 BARS 2"
<br />1.3. CONCRETE NOT EXPOSED TO WEATHER NOR IN CONTACT WITH GROUND
<br />1 '/2"
<br />1.4. CONCRETE FOR SLABS, WALLS AND JOISTS, 11 BARS AND SMALLER 3/4"
<br />1.5. CONCRETE FOR BEAMS AND COLUMNS, INCLUDING TIES, STIRRUPS, AND
<br />SPIRALS 1 '/2"
<br />1.6. MASONRY WALLS, PILASTER AND LINTELS REINFORCEMENT 11/211
<br />2. ALL DETAILING OF REINFORCING SHALL CONFORM TO THE REQUIREMENTS OF
<br />ACI 318-11. ALL REINFORCING BAR BENDS SHALL BE MADE COLD.
<br />REINFORCEMENT THAT IS PARTIALLY EMBEDDED IN CONCRETE SHALL NOT BE
<br />FIELD BENT, U.N.O.
<br />3. CONTRACTOR SHALL USE CHAIRS OR OTHER SUPPORT DEVICES RECOMMENDED
<br />BY THE CRSI TO SUPPORT THE REINFORCING BARS OR WELDED WIRE MESH
<br />PRIOR TO PLACING CONCRETE. WELDED WIRE MESH SHALL BE CONTINUOUSLY
<br />SUPPORTED AT 36" O.0 MAXIMUM.
<br />4. LAP SPLICES SHALL HAVE A MINIMUM LENGTH OF 24" OR 40 BAR DIAMETERS FOR
<br />MASONRY AND 12" OR 36 BAR DIAMETERS FOR CONCRETE, U.N.O.
<br />5. REINFORCING STEEL, ANCHOR BOLTS, DOWELS, AND WALL TIES SHALL BE
<br />SECURED IN POSITION AND INSPECTED BY THE LOCAL BUILDING INSPECTOR
<br />PRIOR TO POURING OF ANY CONCRETE OR GROUTING MASONRY.
<br />6. REINFORCEMENT TO BE WELDED TO STEEL MEMBERS SHALL CONFORM TO ASTM
<br />706 AND SHALL REQUIRE CONTINUOUS INSPECTION.
<br />1. CONCRETE BLOCK: SHALL BE HOLLOW LOAD BEARING MASONRY UNITS
<br />CONFORMING TO ASTM C-90 GRADE N, TYPE I, MEDIUM WEIGHT, GRAY. F'M=1500
<br />PSI. A LETTER OF CERTIFICATION FROM THE SUPPLIER SHALL BE REQUIRED AT
<br />TIME OF, OR PRIOR TO DELIVERY OF MATERIALS.
<br />2. MORTAR AND GROUT: TO BE TYPE "S" MORTAR TO BE 1 PART CEMENT, 3-1/2
<br />PART SAND, 1/4 PART LIME PUTTY.
<br />3. PEA GRAVEL CONCRETE GROUT TO BE: 1 PART CEMENT, 3-1/2 PART SAND, 1/4
<br />PART LIME PUTTY
<br />4. GROUT POUR SHALL BE LIMITED TO 6" AT WORK STOPPAGES: HORIZONTAL
<br />CONSTRUCTION JOINTS SHALL BE FORMED BY STOPPING GROUT 1-1/2" BELOW
<br />TOP OF MASONRY. GROUT SHALL BE TAMPED TO ASSURE FILLING OF ALL VOIDS.
<br />5. DRY PACK SHALL BE 1:2 STIFF MIX.
<br />6. BED JOINTS TO BE FULLY BEDDING HEAD MORTAR. HEAD JOINTS TO BE SOLIDLY
<br />FILLED AT LEAST 1-1/2" FROM EACH FACE.
<br />7. REINFORCEMENT SHALL BE SECURED AGAINST DISPLACEMENT PRIOR TO
<br />GROUTING, USING WIRE POSITIONERS (OR SUITABLE DEVICES) AT INTERVALS
<br />NOT EXCEEDING 200 BAR DIAMETERS.
<br />8. CLEANOUTS SHALL BE PROVIDED FOR ALL GROUT POURS OVER 5'.
<br />9. ALL CELLS AND SPACES CONTAINING REINFORCEMENT SHALL BE FILLED WITH
<br />GROUT.
<br />10. FIVE MASONRY PRISM TESTS SHALL BE BUILT AND TESTED PRIOR TO
<br />CONSTRUCTION.
<br />11. JOINT REINFORCEMENT USED IN EXTERIOR WALLS SHALL BE HOT DIPPED
<br />GALVANIZED
<br />12. DEPUTY INSPECTION IS REQUIRED.
<br />LOS ANGELES RESEARCH REPORT:
<br />1. FRAMING CLIPS: LARR 25716, 25814
<br />2. SHEAR PLATES: LARR 25074
<br />3. HOLDOWNS: LARR 25720, 25828
<br />4. RETROFIT ANCHOR BOLTS: LARR 24682
<br />5. JOIST HANGERS: LARR 25800, 25807
<br />6. STRAPS: LARR 25713
<br />7. PSL BEAMS: LARR 25202
<br />8. SIMPSON SET -XP EPDXY: LARR25744
<br />9. HARDY FRAME: LARR25759
<br />STRUCTURALSTEEL
<br />1. ALL STRUCTURAL STEEL WORK SHALL BE IN ACCORDANCE WITH THE A.I.S.C.
<br />SPECIFICATION FOR THE DESIGN, FABRICATION, AND ERECTION OF
<br />STRUCTURAL STEEL FOR BUILDINGS.
<br />2. STRUCTURAL STEEL SHALL CONFORM TO THE FOLLOWING:
<br />SHAPES ASTM A-36
<br />PLATES AND BARS A.S.T.M. A-36
<br />MACHINE BOLTS A.S.T.M. A-307
<br />ANCHOR BOLTS & PINS A.S.T.M. A-307
<br />AND/OR A325
<br />PIPE A.S.T.M. A-53
<br />GRADE B
<br />STRUCTURAL TUBES A.S.T.M. A-500 KSI
<br />GRADE B FY=46
<br />3. LICENSED FABRICATORS APPROVED BY THE BUILDING DEPARTMENT SHALL
<br />FURNISH SHOP DRAWINGS FOR REVIEW BY THE STRUCTURAL ENGINEER PRIOR
<br />TO FABRICATION OF STRUCTURAL MEMBERS.
<br />4. ALL CONNECTIONS NOT DETAILED ON THE PLANS SHALL BE DETAILED BY THE
<br />STEEL FABRICATOR AND SHALL BE SHOWN ON THE SHOP DRAWINGS
<br />SUBMITTED TO THE ENGINEER FOR REVIEW.
<br />5. HOLES FOR BOLTS IN STRUCTURAL STEEL SHALL BE DRILLED OR PUNCHED.
<br />BURNING OF HOLES SHALL NOT BE PERMITTED.
<br />6. ALL STRUCTURAL STEEL SHAPES SHALL BE PRIMED WITH A RUST RESISTANT
<br />PRIMER BEFORE SHIPMENT TO THE PROJECT SITE.
<br />7. AFTER ERECTION IS COMPLETE, TOUCH-UP ALL SHOP PRIMING COATS
<br />DAMAGED DURING TRANSPORTATION AND ERECTION.
<br />8. THE USE OF HIGH-STRENGTH A 325 AND A 490 BOLTS SHALL BE IN ACCORDANCE
<br />WITH THE REQUIREMENTS OF U.B.C. CHAPTER 22, DIVISION IV.
<br />STRUCTURAL LUMBER
<br />1. ALL STRUCTURAL LUMBER SHALL BE DOUGLAS FIR COAST REGION AND SHALL
<br />BE IDENTIFIED AS REQUIRED BY PS 20-70 BY A GRADE MARK OF A LUMBER
<br />GRADING AGENCY APPROVED BY THE BOARD OF REVIEW OF THE AMERICAN
<br />LUMBER STANDARDS COMMITTEE.
<br />2. ALL FRAMING MEMBERS SHALL BE AS FOLLOWS EXCEPT AS NOTED.
<br />4X OR 2X
<br />DFL NO.1 Fb=1000 PSI, Fv=95 PSI, E=1700 KSI
<br />DFL NO.2 Fb=900 PSI, Fv=95 PSI, E=1600 KSI
<br />6X AND LARGER
<br />DFL NO.1 Fb=1350 PSI, Fv=85 PSI, E=1600 KSI
<br />SELECT STRUCT. Fb=1600 PSI, Fv=85 PSI, E=1600 KSI
<br />PARALLAM (PSL) Fb=2900 PSI, Fv=290 PSI, E=2000 KSI
<br />MICROLLAM (LVL) Fb=2600 PSI, Fv=285 PSI, E=1900 KSI
<br />3. SILL PLATES IN CONTACT WITH CONCRETE OR MASONRY SHALL BE PRESSURE
<br />TREATED DOUGLAS FIR.
<br />4. FRAMING ANCHORS, HANGERS, STRAPS, COLUMN CAPS AND BASES AND
<br />HOLDOWNS SHOWN ARE AS MANUFACTURED BY SIMPSON COMPANY, BREA, CA
<br />DESIGNATIONS SHOWN ON THE DRAWINGS ARE FROM SIMPSON CATALOGUE
<br />C-98 OR LATEST EDITION. FILL ALL ROUND AND TRIANGLE NAIL HOLES WITH
<br />NAILS TYPICAL. CONNECTORS USED OTHER THAN SIMPSON STRONG -TIE
<br />PRODUCTS SHALL BE AT THE RISK OF THE CONTRACTOR. DMAC ENGINEERING,
<br />INC. DOES NOT ACCEPT ANY RESPONSIBILITY NOR GUARANTEE THAT OTHER
<br />CONNECTORS ARE EQUIVALENT IN ALL RESPECTS INCLUDING LOAD CAPACITY,
<br />QUALITY AND/OR PERFORMANCE TO SIMPSON STRONG -TIE PRODUCTS.
<br />5. PLYWOOD SHALL BE 3/8" CDX UNLESS NOTED OTHERWISE AND SHALL
<br />CONFORM TO THE STANDARDS IN PS 1-74 OR PS 1-83. ALL PANELS TO BE
<br />IDENTIFIED WITH A GRADE MARK OF AN APPROVED TESTING AND GRADING
<br />AGENCY. EXTERIOR GLUE SHALL BE USED. NAILING OF PLYWOOD SHALL BE
<br />APPROVED PRIOR TO COVERING PLYWOOD.
<br />6. ALL WALLS NOT SOLIDLY SHEATHED OR CONTAINING SHEAR PANELS SHALL
<br />HAVE A 1x6 DIAGONAL LET -IN OR APPROVED STEEL X BRACE AT THE ENDS AND
<br />AT NOT MORE THAN 25' ON CENTER. BRACE SHALL EXTEND FROM BOTTOM OF
<br />LOWEST PLATE TO TOP OF UPPER PLATE.
<br />7. ALL STUD PARTITIONS OR WALLS OVER TEN FEET IN HEIGHT SHALL HAVE 2x
<br />BRIDGING, SAME WIDTH AS STUDS, PREFERABLY AT MID -HEIGHT BUT NOT TO
<br />EXCEED 8' VERTICAL INTERVAL.
<br />8. DO NOT NOTCH JOISTS, RAFTERS OR BEAMS EXCEPT WHERE SHOWN ON THE
<br />DETAILS. HOLES THROUGH SILLS, PLATES, STUDS AND DOUBLE PLATES IN
<br />WALLS SHALL NOT EXCEED 1/3 OF THE PLATE WIDTH. USE BORED HOLES
<br />LOCATED IN CENTER OF MEMBER OR USE METAL STRAP ON NEAR SIDE. NO
<br />HOLES PERMITTED IN STUDS, SILL PLATES OR TOP PLATES OF SHEAR PANELS
<br />WITHOUT EXPRESSED APPROVAL.
<br />9. PROVIDE APPROVED X BRIDGING OR SOLID BLOCKING FOR BEAMS, RAFTERS
<br />AND JOISTS OF MORE THAN EIGHT INCHES DEPTH AT NOT MORE THAN EIGHT
<br />FEET ON CENTER.
<br />10. BOLTS IN WOOD SHALL BE NOT LESS THAN 7 BOLT DIAMETERS FROM ENDS AND
<br />4 BOLT DIAMETERS FROM EDGES UNLESS NOTED. BOLT HOLES SHALL BE 1/32"
<br />LARGER IN DIAMETER THAN THE BOLT SIZE
<br />11. LAG BOLTS SHALL HAVE LEAD HOLES BORED. HOLE DIAMETER TO BE:
<br />A. SHANK PORTION: SAME DIAMETER AND LENGTH AS SHANK.
<br />B. THREADED PORTION: 0.6-0.75 TIMES DIAMETER OF THREAD.
<br />12. HOLES FOR NAILS, WHERE NECESSARY TO PREVENT SPLITTING SHALL BE
<br />PREDRILLED AT A SMALLER DIAMETER THAN NAIL.
<br />13. EXPOSED EXTERIOR NAILS AND HARDWARE SHALL BE GALVANIZED.
<br />14. USE MALLEABLE IRON WASHERS UNDER EXPOSED EXTERIOR BOLT HEADS AND
<br />NUTS. MALLEABLE WASHERS TO HAVE A DIAMETER 4 TIMES BOLT DIAMETER
<br />AND THICKNESS 1/2 BOLT DIAMETER.
<br />15. DOUBLE TOP PLATES AT ALL EXTERIOR WALLS AND ALL BEARING PARTITIONS
<br />(NOT OTHERWISE DETAILED) SHALL LAP 4'4" MINIMUM AT SPLICES AND SHALL
<br />HAVE 6-16d NAILS MINIMUM THROUGH EACH SIDE OF SPLICE IN PLATES.
<br />16. SPECIALLY DESIGNED TOP PLATE SPLICE NAILING SHALL BE MADE WITHIN 3'-0"
<br />OF SPLICE JOINT.
<br />17. WALL FRAMING CONSTRUCTION SHALL CONFORM WITH SECTION 2308.9 CBC
<br />2016.
<br />18. PLATE WASHER FOR ALL ANCHOR BOLTS TYPICAL:
<br />BOLT
<br />SIZE
<br />STEEL
<br />SQUARE (A-36)
<br />MIN. EDGE
<br />DISTANCE
<br />5/8"
<br />3 x 3 x 1/4
<br />1 7/8"
<br />3/4"
<br />3 x 3 x 1/4
<br />2 1/2"
<br />7/8"
<br />3 1/2 x 3 1/2 x 5/16
<br />2 5/8"
<br />S1..................................................................................0.331
<br />4 x 4 x 3/8
<br />3 3/4"
<br />NOTE:
<br />APPROVE PLATE WASHERS TO BE USED
<br />FOR PLYWOOD SHEARWALL SILL PLATE
<br />ANCHOR BOLTS AND FOR HOLDOWN
<br />CONNECTOR BOLTS AT SHEARWALLS.
<br />FOR WOOD TO WOOD OR WOOD TO STEEL
<br />CONNECTION.
<br />STRUCTURAL OBSERVATION (GENERAL):
<br />1. STRUCTURAL OBSERVATION IS THE VISUAL OBSERVATION OF THE ELEMENTS
<br />AND CONNECTIONS OF THE STRUCTURAL SYSTEM AT SIGNIFICANT
<br />CONSTRUCTION STAGES AND THE COMPLETED STRUCTURE FOR GENERAL
<br />CONFORMANCE TO THE APPROVED PLANS AND SPECIFICATIONS.
<br />2. THE OWNER SHALL EMPLOY THE ENGINEER RESPONSIBLE FOR THE STRUCTURAL
<br />DESIGN TO PERFORM STRUCTURAL OBSERVATION OF THE STRUCTURAL SYSTEM,
<br />INCLUDING BUT NOT LIMITED TO THE ELEMENTS AND CONNECTIONS AT
<br />SIGNIFICANT CONSTRUCTION STAGES AND THE COMPLETED STRUCTURE FOR
<br />GENERAL COMPLIANCE TO THE APPROVED PLANS AND SPECIFICATIONS.
<br />3. THE STRUCTURAL OBSERVER SHALL PROVIDE EVIDENCE OF EMPLOYMENT BY
<br />THE OWNER. A LETTER FROM THE OWNER OR A COPY OF THE AGREEMENT FOR
<br />SERVICES SHALL BE SENT TO THE BUILDING INSPECTOR BEFORE THE FIRST SITE
<br />VISIT. THE STRUCTURAL OBSERVER SHALL ALSO INFORM THE OWNER OF THE
<br />REQUIREMENTS FOR A PRE -CONSTRUCTION MEETING AND SHALL PRESIDE OVER
<br />THIS MEETING.
<br />4. A PRE -CONSTRUCTION MEETING INCLUDING THE ENGINEER FOR STRUCTURAL
<br />OBSERVATION, THE CONTRACTOR, APPROPRIATE SUB CONTRACTORS, AND
<br />SPECIAL INSPECTOR SHALL BE HELD TO REVIEW THE DETAILS OF THE
<br />STRUCTURAL SYSTEM TO BE OBSERVED.
<br />5. STRUCTURAL OBSERVATION NEITHER INCLUDES NOR WAIVES THE INSPECTIONS
<br />BY THE BUILDING OFFICIAL OR SPECIAL INSPECTOR. THE ENGINEER SHALL
<br />SUBMIT A STATEMENT IN WRITING TO THE BUILDING OFFICIAL THAT THE SITE
<br />VISITS HAVE BEEN MADE AND WHETHER OR NOT ANY OBSERVED DEFICIENCIES
<br />HAVE BEEN CORRECTED TO CONFORM TO THE APPROVED PLANS OR TO REVISED
<br />DETAILS APPROVED BY THE BUILDING OFFICIAL.
<br />6. THE STRUCTURAL OBSERVER SHALL PREPARE A REPORT FOR EACH SIGNIFICANT
<br />STAGE OF CONSTRUCTION OBSERVED. THE ORIGINAL OF THE OBSERVATION
<br />REPORT SHALL BE SENT TO BUILDING INSPECTOR'S OFFICE AND SHALL BE
<br />SIGNED AND SEALED (WET STAMP) BY THE RESPONSIBLE STRUCTURAL
<br />OBSERVER. ONE COPY OF THE OBSERVATION REPORT SHALL BE ATTACHED TO
<br />THE APPROVED PLANS. THE COPY ATTACHED TO THE PLANS NEED NOT BE
<br />SEALED BUT SHALL BE SIGNED BY THE RESPONSIBLE STRUCTURAL OBSERVER
<br />OR THEIR DESIGNEE. COPIES OF THE REPORT SHALL ALSO BE GIVEN TO THE
<br />OWNER, CONTRACTOR, AND DEPUTY INSPECTOR.
<br />7. A FINAL OBSERVATION REPORT SHALL BE SUBMITTED WHICH SHOWS THAT ALL
<br />OBSERVED DEFICIENCIES WERE RESOLVED AND THE STRUCTURAL SYSTEM
<br />GENERALLY CONFORMS WITH THE APPROVED PLANS AND SPECIFICATIONS. THE
<br />DEPARTMENT OF BUILDING AND SAFETY WILL NOT ACCEPT THE STRUCTURAL
<br />WORK WITHOUT FINAL OBSERVATION REPORT AND THE CORRECTION OF
<br />SPECIFIC DEFICIENCIES NOTED DURING NORMAL BUILDING AND DEPUTY
<br />INSPECTION.
<br />8. SHOULD THE OWNER ELECT TO CHANGE THE STRUCTURAL OBSERVER OF
<br />RECORD, THE OWNER SHALL NOTIFY THE BUILDING INSPECTOR IN WRITING
<br />BEFORE THE NEXT INSPECTION, CALL AN ADDITIONAL "PRE -CONSTRUCTION"
<br />MEETING, AND FURNISH THE REPLACEMENT STRUCTURAL OBSERVER WITH A
<br />COPY OF ALL PREVIOUS OBSERVATION REPORTS. THE REPLACEMENT
<br />STRUCTURAL OBSERVER SHALL APPROVE THE CORRECTION OF THE ORIGINAL
<br />OBSERVED DEFICIENCIES UNLESS OTHERWISE APPROVED BY PLAN CHECK
<br />SUPERVISION. THE POLICY OF THE BUILDING DEPARTMENT SHALL BE TO
<br />CORRECT ANY PROPERLY NOTED DEFICIENCY WITHOUT CONSIDERATION OF
<br />THEIR SOURCE.
<br />9. THE ENGINEER OF RECORD SHALL DEVELOP ALL CHANGES RELATING TO THE
<br />STRUCTURAL SYSTEM. THE BUILDING DEPARTMENT SHALL REVIEW AND
<br />APPROVE ALL CHANGES TO THE APPROVED PLANS AND SPECIFICATIONS.
<br />10. THE STRUCTURAL OBSERVER SHALL PERFORM SITE VISITS AT THOSE STEPS IN
<br />THE PROGRESS OF THE WORK THAT ALLOW FOR CORRECTION OF DEFICIENCIES
<br />WITHOUT SUBSTANTIAL EFFORT OR UNCOVERING OF THE WORK INVOLVED. AT A
<br />MINIMUM, SIGNIFICANT CONSTRUCTION STAGES REQUIRE A SITE VISIT AND AN
<br />OBSERVATION REPORT FROM THE STRUCTURAL OBSERVER AS SHOWN ON THE
<br />INSPECTION PROGRAM.
<br />11. STAGES OF CONSTRUCTION REQUIRING OBSERVATION:
<br />11.1. FOUNDATION: REBAR SIZE & PLACEMENT, SIZE OF FOUNDATION
<br />11.2. SHEAR WALLS: CONNECTION HARDWARE & PLYWOOD NAILING.
<br />11.3. ROUGH FRAMING: GENERAL CONFORMANCE TO DESIGN.
<br />EPDXY ANCHORS AND DOWELS: (SIMPSON SET -XP EPDXY, ICC ESR -2508, LARRE25744,
<br />LARRE25965)
<br />1. BOLTS AND REINFORCEMENT EMBEDDED INTO CONCRETE OR MASONRY WITH
<br />EPDXY SHALL BE INSTALLED PER MANUFACTURER'S RECOMMENDATIONS AND
<br />APPROVED ICC REPORTS.
<br />2. MINIMUM SUBSTRATE AND AMBIENT TEMPERATURE SHALL BE AS RECOMMENDED
<br />BY MANUFACTURER PRIOR TO PLACING EPDXY. THE MINIMUM AGE OF
<br />CONCRETE TO BE BONDED SHALL BE 21 DAYS, U.N.O.
<br />3. THE HOLES SHALL BE DRILLED WITH AN ELECTRO-PNUMATIC ROTARY HAMMER
<br />DRILL USING CARBIDE TIP BITS CONFORMING TO ANSI SPECIFICATION
<br />B94-12-1977. THE HOLES SHALL BE CLEANED OF DUST AND DEBRIS WITH A
<br />NYLON BRUSH AND A JET OF COMPRESSED AIR. HOLE DIAMETER AND DEPTH
<br />SHALL BE INSTALLED PER MANUFACTURERS RECOMMENDATIONS UNLESS NOTED
<br />OTHERWISE.
<br />4. CLEAN MACHINE BOLTS / REINFORCING BARS SHALL BE PLACED IN CLEAN
<br />DRILLED HOLES THAT ARE PARTIALLY FILLED WITH EPDXY SO THAT SOME
<br />EXCESS EPDXY COMES OUT OF THE HOLE.
<br />5. ALL EPDXY ADHESIVE INSTALLATIONS SHALL HAVE CONTINUOUS SPECIAL
<br />INSPECTION PER THE CURRENT CODE REQUIREMENTS.
<br />SPECIAL INSPECTION
<br />SPECIAL INSPECTION IN CONFORMANCE WITH CHAPTER 17 BY A DEPUTY REGISTERED
<br />INSPECTOR APPROVED BY THE BUILDING DEPARTMENT SHALL BE PROVIDED FOR THE
<br />FOLLOWING: (UNLESS NOTED OTHERWISE)
<br />A. ALL CONCRETE WORK, INCLUDING REBAR PLACEMENT, EXCEPT
<br />NON-STRUCTURAL SLABS ON GRADE AND FOUNDATION CONCRETE WHERE THE
<br />STRUCTURAL DESIGN IS BASED ON f ❑ 2500 PSI.
<br />B. ALL FIELD WELDING INCLUDING WELDING OF REBAR.
<br />C. HIGH STRENGTH BOLTING.
<br />D. SHOP WELDING IF NOT DONE BY AN APPROVED FABRICATOR.
<br />E. ALL CONCRETE WORK FOR TILT -UP PANELS INCLUDING REBAR PLACEMENT,
<br />AND CHORD BAR WELDING. QUALIFICATIONS OF SPECIAL INSPECTORS TO BE
<br />USED SHALL
<br />F. BE SUBMITTED TO ENGINEER OF RECORD PRIOR TO START OF CONSTRUCTION.
<br />THE PERMIT APPLICANT SHALL RETAIN A RESPONSIBLE ENGINEER APPROVED BY THE
<br />BUILDING OFFICIAL TO ENSURE THAT:
<br />A. ALL ELEMENTS OF CONSTRUCTION WHICH REQUIRE SPECIAL INSPECTION ARE
<br />INSPECTED BY QUALIFIED DEPUTY INSPECTORS APPROVED BY THE BUILDING
<br />OFFICIALFAND
<br />B. ALL CODE DEFICIENCIES DETECTED AND DEVIATIONS FROM THE APPROVED
<br />PLANS ARE BROUGHT TO THE ATTENTION OF THE CONTRACTOR FOR
<br />CORRECTION, AND IF NOT CORRECTED, REVISED DESIGNS TO OVERCOME THE
<br />DEFICIENCY SHALL BE PREPARED BY THE DESIGN ENGINEER OR ARCHITECT OF
<br />RECORD FOR APPROVAL BY THE BUILDING OFFICIALFAND
<br />C. ALL CORRECTIVE WORK REQUIRED IS COMPLETED IN ACCORDANCE WITH
<br />APPROVED PLANS, SPECIFICATIONS, AND CITY ADOPTED CODES.
<br />A FINAL INSPECTION REPORT, SIGNED BY THE DEPUTY INSPECTOR AND THE
<br />RESPONSIBLE ENGINEER, IS SUBMITTED TO THE BUILDING OFFICIAL UPON THE
<br />COMPLETION OF EACH ELEMENT REQUIRING SPECIAL INSPECTION. THE REPORT
<br />MUST CERTIFY THAT THE WORK WAS IN COMPLIANCE WITH APPROVED PLANS,
<br />SPECIFICATIONS AND APPLICABLE CITY CODES INCLUDING ANY AUTHORIZED
<br />CHANGES TO THE PLANS.
<br />DESIGN LOAD & CRITERIA:
<br />1. SEISMIC DESIGN DATA
<br />IMPORTANCE FACTOR, 1 ............................................1.0
<br />NAILING
<br />(COMMON NAILS)
<br />JOIST TO SILL OR GIRDER, TOENAIL
<br />3-8d
<br />SITECLASS.................................................................
<br />2-8d
<br />1"X6" SUB FLOOR OR LESS TO EACH JOIST, FACE NAIL
<br />D
<br />Ss..................................................................................0.882
<br />3-8d
<br />2" SUB FLOOR TO JOIST OR GIRDER, BLIND AND FACE
<br />NAILING
<br />2-16d
<br />S1..................................................................................0.331
<br />- o.c.
<br />3-16d per 16"
<br />TOP PLATE TO STUD, END NAIL
<br />2-16d
<br />SDs................................................................................0.675
<br />4-8d or 2-16d, end nail
<br />DOUBLE STUDS, FACE NAIL
<br />16d ❑ 24" o.c.
<br />SD1................................................................................0.383
<br />16d ❑ 16" o.c.
<br />8-16d
<br />BLOCKING BETWEEN JOIST OR RAFTERS TO TOP
<br />PLATE, TOENAIL
<br />3-8d
<br />SDC................................................................................D
<br />8d ❑ 16" o.c.
<br />TOP PLATES LAPS AND INTERSECTION, FACE NAIL
<br />2-16d
<br />BASIC SEISMIC FORCE -RESISTING SYSTEM ...........WOOD
<br />SHEARWALL
<br />BASE SHEAR - MAIN ......................................................0.844
<br />3-8d
<br />CONTINUOUS HEADER TO STUD, TOENAIL
<br />K
<br />Cs...................................................................................0.104
<br />3-16d
<br />CEILING JOIST TO PARALLEL RAFTERS, FACE NAIL
<br />3-16d
<br />R......................................................................................6.5
<br />3-8d
<br />BUILT-UP CORNER STUDS
<br />16d ❑ 24" o.c.
<br />PROCEDURE USED......................................................EQUIVALENT
<br />20d 32" o.c.
<br />TYP
<br />LATERAL FORCE
<br />REDUNDANCY FACTOR...............................................1.3
<br />UNO
<br />DWL
<br />DOWEL
<br />2. WIND DESIGN DATA
<br />DWG
<br />DRAWING
<br />W/
<br />BASIC WIND SPEED .....................................................
<br />EXISTING
<br />W/O
<br />110 MPH
<br />RISK CATEGORY.........................................................
<br />WT
<br />EF
<br />II
<br />WIND EXPOSURE........................................................
<br />EOS
<br />EDGE OF SLAB
<br />C
<br />3. LOAD
<br />ELEVATION
<br />L0
<br />EN
<br />ROOF (SHINGLE)
<br />DL
<br />10 PSF
<br />EQUAL
<br />L0
<br />LL
<br />20 PSF
<br />CEILING
<br />DL
<br />5 PSF
<br />FL
<br />FLOOR
<br />LL
<br />10 PSF
<br />FOOT/FEET
<br />EXT. WALL
<br />DL
<br />15 PSF
<br />NAILING SCHEDULE:
<br />NAILING
<br />(COMMON NAILS)
<br />JOIST TO SILL OR GIRDER, TOENAIL
<br />3-8d
<br />BRIDGING TO JOIST, TOENAIL EACH END
<br />2-8d
<br />1"X6" SUB FLOOR OR LESS TO EACH JOIST, FACE NAIL
<br />2-8d
<br />WIDER THAN 1"X6" SUB FLOOR TO EACH JOIST, FACE
<br />NAIL
<br />3-8d
<br />2" SUB FLOOR TO JOIST OR GIRDER, BLIND AND FACE
<br />NAILING
<br />2-16d
<br />SOLE PLATE TO JOIST OR BLOCKING, TYPICAL FACE
<br />NAIL
<br />SOLE PLATE TO JOIST OR BLOCKING, AT BRACED WALL
<br />PANEL
<br />- o.c.
<br />3-16d per 16"
<br />TOP PLATE TO STUD, END NAIL
<br />2-16d
<br />STUD TO SOLE PLATE
<br />4-8d or 2-16d, end nail
<br />DOUBLE STUDS, FACE NAIL
<br />16d ❑ 24" o.c.
<br />DOUBLE TOP PLATE, TYPICAL FACE NAIL
<br />DOUBLE TOP PLATE, LAP SPLICE
<br />16d ❑ 16" o.c.
<br />8-16d
<br />BLOCKING BETWEEN JOIST OR RAFTERS TO TOP
<br />PLATE, TOENAIL
<br />3-8d
<br />RIM JOIST TO TOP PLATE, TOE NAIL
<br />8d ❑ 16" o.c.
<br />TOP PLATES LAPS AND INTERSECTION, FACE NAIL
<br />2-16d
<br />CONTINUOUS HEADER, TWO PIECES
<br />❑ o.c. along each -
<br />edge
<br />CEILING JOIST TO PLATE, TOENAIL
<br />3-8d
<br />CONTINUOUS HEADER TO STUD, TOENAIL
<br />4-8d
<br />CEILING JOIST, LAPS OVER PARTITIONS, FACE NAIL
<br />3-16d
<br />CEILING JOIST TO PARALLEL RAFTERS, FACE NAIL
<br />3-16d
<br />RAFTER TO PLATE, TOENAIL
<br />3-8d
<br />BUILT-UP CORNER STUDS
<br />16d ❑ 24" o.c.
<br />BUILT-UP GIRDER OR BEAMS (AT TOP AND BOTTOM
<br />AND STAGGERED 2-20D AT ENDS AND AT EACH SPLICE
<br />20d 32" o.c.
<br />NOTE: ALL DIAPHRAGM AND SHEAR WALL NAILING SHALL UTILIZE COMMON NAILS
<br />OR GALVANIZED BOX.
<br />S TANDA RD ABBREVIA TIONS
<br />AB
<br />ANCHOR BOL T
<br />OPP
<br />APA
<br />AMER/CAN PL YWOOD ASSOC/A TION
<br />PL T
<br />ARCH
<br />ARCHITECTURAL/ARCHITECT
<br />PLF
<br />ALT
<br />AL TERNA TE
<br />PSF
<br />BL KG
<br />BL OCKING
<br />PSI
<br />BRG
<br />BEARING
<br />PSL
<br />C
<br />CHANNEL
<br />PTDF
<br />CBC
<br />CALIFORNIA BUILDING CODE
<br />REQ D
<br />CL
<br />CENTER LINE
<br />SIM
<br />CLR
<br />CLEAR
<br />SPEC
<br />COL
<br />COLUMN
<br />STAGG
<br />CONC
<br />CONCRETE
<br />STD
<br />CONT
<br />CONTINUOUS
<br />TSB
<br />DBL
<br />DOUBLE
<br />T&G
<br />DIA
<br />DIAMETER
<br />TYP
<br />DF
<br />DOUGLAS FIR
<br />UNO
<br />DWL
<br />DOWEL
<br />VERT
<br />DWG
<br />DRAWING
<br />W/
<br />EX OR (E)
<br />EXISTING
<br />W/O
<br />EA
<br />EACH
<br />WT
<br />EF
<br />EACH FACE
<br />EOS
<br />EDGE OF SLAB
<br />0
<br />ELEV
<br />ELEVATION
<br />L0
<br />EN
<br />EDGENAILING
<br />EQ
<br />EQUAL
<br />L0
<br />EW
<br />EACH WAY
<br />FF
<br />FINISHED FL OOR
<br />FL
<br />FLOOR
<br />FT
<br />FOOT/FEET
<br />FTG
<br />FOO TING
<br />GA
<br />GAGE
<br />A
<br />GLB
<br />GL UED-LA MINA TED BEAM
<br />GSN
<br />GENERAL STRUCTURAL NOTES
<br />HGR
<br />HANGER
<br />HOR
<br />HORIZONTAL
<br />HSS
<br />HOL L 0 W S TRUC TURA L STEEL
<br />0
<br />INFO
<br />INFORMA TION
<br />JOIST
<br />JS
<br />K
<br />KIP (1, 000 LBS)
<br />KSI
<br />KIPS PER SQUARE INCH
<br />L
<br />ANGLE
<br />L SL
<br />LAMINA TED STRAND L UMBER
<br />L VL
<br />LAMINATED VENEER LUMBER
<br />MFR
<br />MANUFACTURER
<br />MAX
<br />MAXIMUM
<br />MECH
<br />MECHANICAL
<br />MIN
<br />MINIMUM
<br />M/SC
<br />MISCELLANEOUS
<br />NTS
<br />NOT TO SCALE
<br />OC
<br />ON CENTER
<br />OPPOSITE
<br />PLA TE
<br />POUND PER LINEAR FOOT
<br />POUND PER SQUARE FOOT
<br />POUND PER SQUARE INCH
<br />PARALLEL STRAND L UMBER
<br />PRESSURE TREA TED DOUGLAS FIR
<br />REQUIRED
<br />SIMILAR
<br />SPECIFICA TION
<br />STAGGERED
<br />STANDARD
<br />TOPAND BOTTOM
<br />TONGUEAND GROOVE
<br />TYPICAL
<br />UNLESS NOTED OTHERWISE
<br />VERTICAL
<br />WITH
<br />WITHOUT
<br />WEIGHT
<br />DMAC
<br />)ESIGN ❑BUILD
<br />5690 SCHAEFER AVENUE, SUITE A, CHINO, CA 91710
<br />t 909.927.8688 -f 909.927.8686
<br />info dmacse.com IFvww.dmacse.com
<br />©2018 DMAC DESIGN + BUILD
<br />This drawing and design is the property of DMAC Design+Build
<br />It may not be used for any purpose other than by the owner.
<br />DMAC Design + Build does not authorize the reproduction or
<br />conveyance of any information contained herein without prior
<br />written permission.
<br />The Architect/Engineer assumes no responsibility or liability for
<br />the use of these plans for any project other than specifically
<br />authorized by them and signed and sealed for such specific
<br />location in the State, Province or territory shown on the seal.
<br />This building use is only applicable in areas meeting the stated
<br />design criteria
<br />DO NOT SCALE PLANS
<br />Copying, Printing, Software and other processes required to
<br />produce these prints can stretch or shrink the actual paper or
<br />layout. Therefore, scaling of this drawing may be inaccurate.
<br />Contact DMAC Design+Build with any need for additional
<br />dimensions or clarifications.
<br />Seal:
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<br />EXP. 09/30/19
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<br />No.
<br />Date
<br />Revision
<br />A
<br />0
<br />0
<br />0
<br />Date
<br />Issue
<br />Proloct No.: 2018-099
<br />Scale: As Shown
<br />Drawn / Check by: KK/DC
<br />Date: 10/29/18
<br />Drawing Title:
<br />STRUCTURAL
<br />NOTES
<br />Sheet:
<br />SN1
<br />
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