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FOUNDATION TRACK
<br />3.
<br />4.
<br />5.
<br />14.
<br />13.
<br />6.
<br />7.
<br />8.
<br />9.
<br />10.
<br />FLOOR SLAB SHALL BE POURED LEVEL TO 1/8" IN 10'.
<br />12.
<br />15.
<br />11.
<br />ADMIXTURES IN CONCRETE MIX. CONTAINING CALCIUM CHLORIDES SHALL NOT BE USED.
<br />16.
<br />18.
<br />17.
<br />19.
<br />a. DO NOT WALK ON SLAB UNTIL 24 HOURS AFTER CONCRETE HAS BEEN POURED.
<br />b. BEGIN WALL FRAMING 4-5 DAYS AFTER CONCRETE POURED.
<br />c. BEGIN ROOF/FLOOR FRAMING 7-10 DAYS AFTER CONCRETE POURED.
<br />d. DO NOT LOAD ROOF PRIOR TO 14 DAYS AFTER CONCRETE POURED.
<br />FOR INTERIOR NON-SHEAR WALLS USE SIMPSON PDPA SERIES 0.157"Ø PINS WITH A
<br />PENETRATION OF 1 1/4" INTO SLAB AT 24" O.C. TO BE INSTALLED IN ACCORDANCE WITH
<br />ICC ESR-2138. ACTUAL SLAB THICKNESS TO BE MINIMUM 4". ALL INTERIOR SHEAR WALLS
<br />TO HAVE A.BS. PER FOUNDATION PLAN.
<br />ALL HOLDOWNS AND POST ANCHORS TO BE INSTALLED ACCORDING TO MOST CURRENT
<br />SIMPSON STRONG TIE SPECIFICATIONS AND REQUIREMENTS OF ICC-ER REPORTS & SHALL
<br />BE TIED IN PLACE PRIOR TO FOUNDATION INSPECTION. DIMENSIONS ARE NOT FURNISHED
<br />TO SIMPSON HOLDOWNS. IT IS THE RESPONSIBILITY OF THE CONTRACTOR'S
<br />SUPERINTENDENT, THE FRAMING CONTRACTOR AND THE CONCRETE CONTRACTOR TO
<br />LOCATE THESE ANCHORS IN THE EXACT LOCATION. REFER TO DETAILS FOR PROPER
<br />INSTALLATION.
<br />MIN. CONCRETE WIDTH TO BE 8" FOR RECEIVING PA, HPA & STHD'S. VERIFY LOCATIONS OF
<br />HOLDOWNS AND ANCHOR BOLTS WITH ROUGH FRAMING TO ASSURE ACCURATE
<br />INSTALLATION.
<br />PROVIDE #3 X 24" DOWEL AT 24" O.C. AND 12" FROM THE CORNER AT ALL CONCRETE
<br />STOOPS AND PORCHES.
<br />PROVIDE MIN. (1) #4 REINFORCING FOR ELECTRICAL GROUND, LOCATION TO BE VERIFIED
<br />WITH THE ELECTRICAL CONTRACTOR.
<br />VERIFY MIN. FOUNDATION DEPTH, WIDTH, REINFORCING STEEL AND ADDITIONAL
<br />EXPANSIVE SOIL REQUIREMENTS WITH VALID SOILS REPORT AND IF MORE STRINGENT,
<br />THEY SHALL SUPERSEDE THE ABOVE MINIMUM REQUIREMENTS. SEE NOTE #8 UNDER
<br />REINFORCED CONCRETE FOR CONCRETE STRENGTH.
<br />PLACEMENT SHALL BE IN ONE CONTINUOUS OPERATION UNLESS OTHERWISE SPECIFIED.
<br />SLAB SURFACE SHALL BE CURED WITH 'HUNTS' COMPOUND OR EQUAL OR CURED WITH
<br />OTHER METHODS IN ACCORDANCE WITH GOOD CONSTRUCTION PRACTICE AT
<br />CONTRACTOR'S OPTION.
<br />CONTRACTOR SHALL DAMPEN SLAB UNDERLAYMENT OF SAND/MEMBRANE JUST PRIOR TO
<br />CONCRETE PLACEMENT TO ASSIST UNIFORM CONCRETE CURING. SLABS MUST NOT BE
<br />POURED DURING OR IMMEDIATELY AFTER RAINSTORMS. THE SPECIFIED SAND OVER
<br />VISQUEEN SHOULD NOT BE SATURATED AT THE TIME OF THE CONCRETE POUR. ANY FREE
<br />WATER TRAPPED IN THE SAND LAYER MUST BE REMOVED PRIOR TO THE CONCRETE POUR.
<br />THE BOTTOMS OF FOOTING EXCAVATIONS SHALL BE LEVEL, CLEAN AND FREE OF LOOSE
<br />MATERIAL OR WATER WHEN CONCRETE IS PLACED. OVER EXCAVATION SHALL BE FILLED
<br />WITH CONCRETE OR PROPERLY COMPACTED FILL THAT HAS BEEN TESTED AND APPROVED
<br />BY THE SOILS ENGINEER. BACKFILL SHALL NOT BE PLACED UNTIL SUPPORTING
<br />FOUNDATIONS, WALLS AND SLAB HAVE ATTAINED SUFFICIENT STRENGTH TO SUPPORT
<br />LATERAL SOIL PRESSURE.
<br />CONCRETE PLACEMENT SHALL BE MONOLITHIC IN ONE CONTINUOUS OPERATION
<br />UNIFORMLY PLACED AND MUST BE VIBRATED AND WELL CONSOLIDATED UNLESS SHOWN
<br />OTHERWISE ON PLANS. DUAL POUR IS DEFINED BY ACI AS TO WHEN 1ST. & 2ND. POUR CAN
<br />NOT BE VIBRATED TOGETHER.
<br />FINISH GRADE AROUND THE PERIMETER OF SLAB SHALL BE CONSTRUCTED SUCH THAT
<br />RAIN AND IRRIGATION WATER IS DRAINED AWAY FROM THE SLAB.
<br />FOUNDATION DRAWINGS PREPARED BY E.O.R. REFLECT THE STRUCTURAL REQUIREMENTS.
<br />REFER TO ARCHITECTURAL PLANS FOR DIMENSIONS, DEPRESSIONS, SLOPE, SHELVES,
<br />PATIOS, STOOPS AND PORCHES NOT SHOWN IN FOUNDATION DRAWINGS. ACCURACY OF THE
<br />DIMENSIONS AND FINAL FIT OF THE BUILDING SHALL BE REVIEWED BY THE ARCHITECT
<br />AND THE CONTRACTOR PRIOR TO CONSTRUCTION.
<br />WAITING PERIOD FOR CONCRETE SLABS-ON-GRADE PRIOR TO START OF CONSTRUCTION IS
<br />AS FOLLOWS:
<br />NO PIPES OR CONDUITS SHALL EXTEND UNDER ISOLATED COLUMN FOOTING OR UNDER
<br />CONTINUOUS WALL FOOTINGS UNLESS SPECIFICALLY DETAILED OR APPROVED BY THE
<br />ARCHITECT, STRUCTURAL ENGINEER AND THE BUILDING OFFICIAL.
<br />3a.
<br />ALL CONTINUOUS FOOTINGS TO HAVE 5/8"DIA. X MIN. 12" ANCHOR BOLTS, MIN. 7"
<br />EMBEDMENT INTO CONCRETE FOOTING AT 72" O.C. UNLESS NOTED OTHERWISE ON PLANS.
<br />ONE ANCHOR BOLT SHOULD BE LOCATED MAX. 12" AWAY AND MIN. 9 3/8" FROM THE END
<br />OF THE BOTTOM TRACK. MIN. (2) A.BS. PER BOTTOM TRACK/SHEAR PANEL. BOTTOM
<br />TRACK UNDER SHEAR WALLS OF UP TO 8'-0" IN LENGTH MUST BE CONTINUOUS. SEE NOTE
<br />2 FOR BOTTOM TRACK FASTENERS AT INTERIOR NON-SHEAR WALLS.
<br />ANCHOR BOLTS AT SHEAR WALLS SHALL BE INSTALLED WITH PLATE WASHERS OF
<br />SIMPSON BP5/8-3 OR BPS5/8-3 BETWEEN TRACK AND NUT. ANCHOR BLOTS SHALL
<br />HAVE A MINIMUM 1 3/4" EDGE DISTANCE FROM CONCRETE STEM WALL/FOUNDATION
<br />FACE AS SHOWN BELOW.
<br />TYPICAL BP INSTALLED WITH A BOTTOM TRACK ANCHOR BOLT
<br />7"
<br />
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<br />SIMPSON BP/BPS
<br />1 3/4" Min
<br />FOOTINGS SHALL BEAR ON NATIVE SOIL
<br />THE CBC CHAPTER 18 SHALL BE FOLLOWED AND SHALL BE CONSIDERED MINIMUM
<br />REQUIREMENTS UNLESS MORE STRINGENT REQUIREMENTS ARE PRESENTED IN THE
<br />SPECIFICATIONS OR ON THE DRAWINGS.
<br />1.
<br />2.
<br />THE CONTRACTOR SHALL CONFORM TO ALL STATE AND LOCAL LAWS GOVERNING THE
<br />WORK AND OBTAIN ALL NECESSARY LICENSES AND PERMITS.
<br />1.
<br />2.ALL DIMENSIONS ON STRUCTURAL DRAWINGS SHALL BE CHECKED AGAINST
<br />ARCHITECTURAL DIMENSIONS. DO NOT SCALE DRAWINGS. IF DIMENSIONS ARE OMITTED
<br />OR NOT CLEAR, CONTACT THE ARCHITECT OR STRUCTURAL ENGINEER OF RECORD FOR
<br />CLARIFICATIONS.
<br />THE CONTRACTOR SHALL COMPARE THE STRUCTURAL DRAWINGS WITH ARCHITECTURAL,
<br />PLUMPING, MECHANICAL, CIVIL AND ELECTRICAL DRAWINGS AS TO ALL LAYOUTS,
<br />DIMENSIONS AND ELEVATIONS. ANY DISCREPANCIES SHALL BE REPORTED TO THE
<br />ARCHITECT FOR PROPER ADJUSTMENT BEFORE PROCEEDING WITH THE WORK.
<br />3.
<br />SUBSTITUTION REQUESTS FOR MATERIALS SPECIFIED ON THE STRUCTURAL DRAWINGS
<br />MAY BE CONSIDERED WITH MATERIALS HAVING EQUIVALENT OR GREATER CAPACITY AND
<br />PERFORMANCE. CURRENT EVALUATION REPORTS AND PRODUCT INFORMATION SHALL BE
<br />PROVIDED TO THE STRUCTURAL ENGINEER DEMONSTRATING THE REQUIRED CAPACITY
<br />AND PERFORMANCE OF THE MATERIAL TO BE SUBSTITUTED. WRITTEN APPROVAL FROM
<br />THE E.O.R SHALL BE OBTAINED PRIOR TO THE SUBSTITUTION OF ANY MATERIAL
<br />SPECIFIED ON THE STRUCTURAL CONSTRUCTION DOCUMENTS.
<br />4.
<br />ANY DEVIATION, MODIFICATION & SUBSTITUTION FROM THE APPROVED SET OF
<br />STRUCTURAL DRAWINGS SHALL BE SUBMITTED TO THE OWNER'S REPRESENTATIVE FOR
<br />REVIEW/APPROVAL PRIOR TO ITS USE OR INCLUSION ON THE SHOP DRAWINGS & PRIOR TO
<br />PROCEEDING WITH THE WORK.
<br />5.
<br />EXISTING CONDITIONS AS SHOWN ON THESE PLANS ARE FOR REFERENCE ONLY.
<br />CONTRACTOR IS REQUIRED TO FIELD VERIFY ALL EXISTING CONDITIONS PRIOR TO
<br />CONSTRUCTION. CONTRACTOR SHALL REPORT CONDITIONS THAT CONFLICT WITH THE
<br />CONTRACT DOCUMENTS TO THE OWNER'S REPRESENTATIVE. DO NOT DEVIATE FROM THE
<br />CONTRACT DOCUMENTS WITHOUT WRITTEN DIRECTION FROM THE OWNER'S
<br />REPRESENTATIVE.
<br />6.
<br />THE CONTRACTOR IS RESPONSIBLE FOR LIMITING THE AMOUNT OF CONSTRUCTION LOAD
<br />IMPOSED UPON THE STRUCTURE. CONSTRUCTION LOADS SHALL NOT EXCEED THE DESIGN
<br />CAPACITY OF THE STRUCTURE AT THE TIME THE LOADS ARE IMPOSED.
<br />7.
<br />SPECIFICATIONS RELATED TO WATERPROOFING, INCLUDING BUT NOT LIMITED TO
<br />MEMBRANES, WATERSTOPS, SEALANTS, FLASHING, VAPOR BARRIER, ARE AS SPECIFIED BY
<br />ARCHITECT/WATER PROOFING CONSULTANT.
<br />8.
<br />FEATURES OF CONSTRUCTION SHOWN ARE TYPICAL AND SHALL APPLY GENERALLY
<br />THROUGHOUT SIMILAR CONDITIONS. ALL DETAILS REFERENCED, AND DETAILS NOT
<br />REFERENCED ON PLANS, SHALL BE CONSIDERED TYPICAL AND APPLY TO ALL SIMILAR
<br />CONDITIONS OF THE CONSTRUCTION.
<br />9.
<br />UNLESS SHOWN OTHERWISE, DETAILS SHOWN ON "TYPICAL DETAIL" SHEETS SHALL BE
<br />USED WHEREVER APPLICABLE. SPECIFIC DETAILS ON THE STRUCTURAL DRAWINGS TAKE
<br />PRECEDENCE OVER "TYPICAL DETAILS". SPECIFIC NOTES ON STRUCTURAL DRAWINGS
<br />TAKE PRECEDENCE OVER NOTES SHOWN IN "GENERAL NOTES".
<br />10.
<br />THE STRUCTURAL DRAWINGS AND SPECIFICATIONS REPRESENT THE FINISHED
<br />STRUCTURE, UNLESS OTHERWISE SHOWN THEY DO NOT INDICATE METHOD OF
<br />CONSTRUCTION. THE CONTRACTOR SHALL PROVIDE ALL MEASURES NECESSARY TO
<br />PROTECT THE CONSTRUCTION AND ALL ADJACENT PROPERTIES DURING CONSTRUCTION.
<br />SUCH MEASURES SHALL INCLUDE BUT ARE NOT LIMITED TO BRACING, SHORING OF LOADS
<br />DUE TO CONSTRUCTION EQUIPMENT, ETC. OBSERVATION VISITS TO THE SITE BY THE
<br />ARCHITECT OR E.O.R SHALL NOT INCLUDE OBSERVATION OF THE ABOVE ITEMS.
<br />11.
<br />GENERAL NOTES
<br />CONCRETE SHALL BE SUPPLIED AND PLACED IN ACCORDANCE WITH THE LATEST EDITION
<br />OF ACI 318 AND ACI 301 EXCEPT AS MODIFIED BY THE CONSTRUCTION DOCUMENTS.
<br />PORLAND CEMENT SHALL CONFORM TO ASTM C-150, TYPE II, U.N.O.
<br />THE CONCRETE COMPRESSIVE STRENGTH (28 DAYS), f'c:
<br />a. ALL LOCATIONS, U.N.O: MIN 2500 PSI, (W/C = 0.45) SPECIAL INSPECTION IS REQUIRED
<br />WHEN f'c > 2500 PSI.
<br />b. CONCRETE IN CONTACT WITH SOIL CONTAINING SULFATE So4 ≥ 0.1% BY
<br /> WEIGHT: 4000 PSI, SPECIAL INSPECTION IS NOT REQUIRED.
<br />c. CONCRETE IN CONTACT WITH SOIL CONTAINING SULFATE So4 ≥ 0.2% BY
<br /> WEIGHT: 4500 PSI, SPECIAL INSPECTION IS NOT REQUIRED.
<br />1.
<br />AGGREGATE FOR STONE CONCRETE SHALL CONFORM TO ASTM C-33. FOR LOW
<br />SHRINKAGE AGGREGATE, USE LIMESTONE OR GRANITE. AGGREGATE FOR LIGHTWEIGHT
<br />CONCRETE SHALL CONFORM TO ASTM C-330.
<br />DO NOT USE ANY CONCRETE OR GROUT CONTAINING CHLORIDES. WATER USED IN MIXING
<br />CONCRETE SHALL CONFORM WITH ASTM C1602.
<br />CONCRETE MIX DESIGNS CONTAINING FLY ASH MAY BE USED WHERE CONCRETE IS NOT
<br />VISUALLY EXPOSED. FLY ASH SHALL CONFORM WITH ASTM C618 AND MAY REPLACE UP
<br />TO 20% PORTLAND CEMENT BY VOLUME.
<br />CONCRETE STRENGTH TEST REPORTS SHALL BE IN COMPLIANCE WITH ACI 318 AND
<br />SHALL BE SUBMITTED TO E.O.R. FOR REVIEW.
<br />ALL REINFORCING BARS, ANCHOR BOLTS AND ALL OTHER CONCRETE INSERTS SHALL BE
<br />WELL SECURED IN POSITION PRIOR TO PLACING CONCRETE.
<br />2.
<br />3.
<br />4.
<br />5.
<br />6.
<br />7.
<br />8.
<br />9.
<br />CONCRETE
<br />TIME BETWEEN CONCRETE BATCHING AND PLACEMENT SHALL BE IN ACCORDANCE WITH
<br />ASTM C94.
<br />10.CONCRETE PLACEMENT/CURING/REDUCTION IN STRENGTH SHALL CONFORM TO ACI 305R
<br />AND 3065R REQUIREMENTS FOR HOT AND COLD WEATHER CONCRETING.
<br />11.CONCRETE SHALL BE CURED PER ACI 308R, UNLESS ALTERNATE METHODS OF CURING
<br />HAVE BEEN APPROVED BY THE ARCHITECT OR ENGINEER. FOR SLAB CURING,
<br />CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFYING COMPATIBILITY OF CURING
<br />COMPOUNDS WITH PROPOSED FINISHES PRIOR TO COMMENCING ANY WORK.
<br />MAX. SLUMP SHALL BE 5 INCHES EXCEPT WHERE ADMIXTURES/PLACITIZERS HAVE BEEN
<br />ADDED IN THE MIX DESIGN TO IMPROVE FLOWABILITY/WORKABILITY. THE SLUMP LIMIT
<br />SHALL BE BASED ON ADMIXTURE MANUFACTURER'S RECOMMENDATIONS.
<br />12.
<br />FASTENING SCHEDULE :(AS PER AISI LATEST EDITION )
<br />CONNECTION NUMBER AND SIZE
<br />OF FASTENERS
<br />SPACING OF FASTENERS
<br />FLOOR JOIST TO TRACK OF AN
<br />INTERIOR LOAD BEARING WALL.
<br />SUBFLOOR SHEATHING TO FLOOR JOIST
<br />2-#10 SCREWS EACH JOIST
<br />2-#10 SCREWS ONE PER FLANGE OR TWO
<br />PER BEARING STIFFENER
<br />#10 SCREWS2
<br />1
<br />6" ON CENTER ON EDGES
<br />AND 10" ON CENTER AT
<br />INTERMEDIATE SUPPORTS
<br />STUD TO TOP OR BOTTOM TRACK 2-#10 SCREWS EACH END OF STUD,
<br />ONE PER FLANGE
<br />STRUCTURAL SHEATHING( ORIENTED
<br />STRAND BOARD OR PLYWOOD)
<br />TO FRAMING
<br />6" ON EDGES & 12" ON
<br /> INTERMEDIATE SUPPORTS#10 SCREWS2
<br />1/2" GYPSUM WALL BOARD TO FRAMING #10 SCREWS 12" O.C.
<br />CEILING JOIST TO TOP TRACK OF LOAD
<br />BEARING WALL.2-#10 SCREWS EACH JOIST
<br />ROOF SHEATHING( ORIENTED STRAND
<br />BOARD OR PLYWOOD) TO RAFTERS #10 SCREWS 6" ON CENTER ON EDGES
<br />AND 12" ON CENTER AT
<br />INTERIOR SUPPORTS
<br />RAFTER/TRUSS TO BEARING WALL 2-#10 SCREWS EACH RAFTER/TRUSSES3
<br />GABLE END TRUSS/RAFTERS TO
<br />ENDWALL TOP TRACK #10 SCREWS 12" O.C.
<br />RAFTER TO CEILING JOIST OR
<br />RIDGE MEMBER MIN. #10 SCREWS SEE NOTE NO.4
<br />NOTES:
<br /> 1. SCREW SIZES SHOWN ARE MINIMUM. UNLESS OTHERWISE NOTED.
<br /> 2. HEAD STYLE SHALL BE BUGLE-HEAD, FLAT HEAD OR SIMILAR HEAD WITH MINIMUM
<br /> HEAD DIAMETER OF 0.29"
<br /> 3. SCREWS SHALL BE APPLIED THROUGH THE FLANGE OF THE RAFTER/TRUSS OR CEILING
<br /> JOIST OR A 16 GAUGE CLIP ANGLE SHALL BE USED WITH 2 #10 SCREWS IN EACH LEG.
<br /> 4. NUMBER OF SCREWS REQUIRED AT EACH LEG OF CLIP ANGLE FOR RAFTER TO RIDGE
<br /> MEMBER CONNECTION
<br />(See Table footnotes in Next column)
<br />FLOOR JOIST TO TRACK AT END OF
<br />JOIST
<br />COLD FORMED METAL FRAMING
<br />10.PROVIDE MINIMUM YIELD STRESS, FY , OF 50 KSI FOR 16 GAUGE (54 MIL) AND THICKER AND
<br />33 KSI FOR 18 GAUGE (43 MIL) AND THINNER.
<br />11.COLD-FORMED STEEL JOISTS SHALL HAVE PUNCHED ENLARGED SERVICE HOLES WITH
<br />STIFFENED FLANGES.
<br />12.EXTERIOR WALL STUDS SHALL BE 600S162-43 (18 GAUGE) @24" O.C. AND SATISFYING THE
<br />REQUIREMENTS OF LOAD BEARING STUD WALLS PER TABLE OF NOTE 13 BELOW
<br />(WHICHEVER IS GREATER).UNLESS NOTED OTHERWISE ON PLANS. WALLS SHALL BE
<br />PROVIDED WITH MANUFACTURER'S STANDARD BRIDGING ( EITHER WELDED 2 1/2"X18 GAUGE
<br />STUD OR CLIPPED COLD-ROLLED CHANNEL 1 1/2"X16" GAUGE). PROVIDE BRIDGING AT 4'-0"
<br />O.C. MAXIMUM FOR LOAD BEARING WALLS AND EXTERIOR WALLS.
<br />13.
<br />EXCEPTION: WHERE FULL HEIGHT SHEATHING OR GYP BOARD OCCURS ON BOTH SIDE OF
<br />WALL STUDS, BRIDGING IS ALLOWED TO BE OMITTED
<br />14.ALL KNEE WALL STUDS OVER THE FOOTING STEMS SHALL BE 600S162-54
<br />(16 GAUGE) @ 24" O.C. UON.
<br />1.ALL COLD-FORMED METAL FRAMING SHALL CONFIRM TO AISI STANDARD S100-16 "NORTH
<br />AMERICAN SPECIFICATION FOR THE DESIGN OF COLD-FORMED STEEL STRUCTURAL
<br />MEMBERS''.
<br />2.SHALL MEET ALL THE REQUIREMENT AISI 2022 LATEST EDITION.
<br />3.CONTRACTOR SHALL PROVIDE EFFECTIVE, FULL TIME QUALITY CONTROL OVER ALL
<br />FABRICATION AND ERECTION COMPLYING WITH THE PERTINENT CODES AND REGULATIONS
<br />OF GOVERMENT AGENCIES HAVING JURISDICTION.
<br />4.PROVIDE ALL ACCESSORIES INCLUDING, BUT NOT LIMITED TO, TRACKS, CLIPS WEB
<br />STIFFENERS, ANCHORS, FASTENING DEVICES, RESILIENT CLIPS, AND OTHER ACCESSORIES
<br />REQUIRED FOR A COMPLETE AND PROPER INSTALLATION, AND AS RECOMMENDED BY THE
<br />MANUFACTURER FOR THE STEEL MEMBERS USED.
<br />5.FASTENING OF COMPONENTS SHALL BE WITH ICC APPROVED SELF-DRILLING SCREWS OR
<br />WELDING, SCREWS OR WELDS SHALL BE OF SUFFICIENT SIZE TO INSURE THE STRENGTH
<br />OF THE CONNECTION ALL WELDS OF GALVANIZED STEEL SHALL BE TOUCHED UP WITH A
<br />ZIN-RICH PAINT. ALL WELDS OF CARBON SHEET STEEL SHALL BE TOUCHED UP WITH
<br />PAINT. WIRE TYING OF COMPONENTS SHALL NOT BE PERMITTED.
<br />6.UNIFORM AND LEVEL JOIST BEARING SHALL BE PROVIDES AT FOUNDATION WALLS BY
<br />MEANS OF SHIMS AND/OR NON-SETTING GROUT.
<br />7.ALL MATERIAL AND WORKMANSHIP SHALL CONFORM TO AISI "SPECIFICATION FOR THE
<br />DESIGN OF COLD FORMED STEEL'', LATEST EDITION.
<br />8.ALL WELDING SHALL BE DONE BY CERTIFIED WELDERS IN FULL COMPLIANCE WITH AWS D1.3
<br />9.UNLESS NOTED OTHERWISE ON THE DRAWINGS, SCREWS SHALL BE #10-16 SELF DRILLING,
<br />SELF TAPPING HEX HEAD SCREWS WITH HEAD DIAMETER OF 0.333 IN.
<br />ALL WALL STUD FRAMING SHALL SATISFY THE REQUIREMENTS OF TABLE BELOW. PROVIDE
<br />BRIDGING AT 4'-0" O.C. MAXIMUM FOR LOAD BEARING WALLS. WHERE FULL HEIGHT
<br />SHEATHING OR GYP BOARD OCCURS ON BOTH SIDE OF WALL STUDS, BRIDGING IS ALLOWED
<br />TO BE OMITTED.
<br />STUD SIZE
<br />MAXIMUM SPACING WHEN SUPPORTING
<br />ONE FLOOR
<br />ROOF &
<br />CL'G
<br />TWO FLOOR
<br />ROOF &
<br />CL'G
<br />STUD
<br />HEIGHT
<br />BEARING WALLS
<br />(inches)
<br />600S162-54
<br />24
<br />600S162-43
<br />362S162-43 24
<br />24 --
<br />(feet)
<br />9
<br />NON-BEARING WALLS
<br />STUD
<br />HEIGHT
<br />(inches)
<br />24
<br />(feet)
<br />16'-0"
<br />9
<br />9 24 24 24
<br />MAXIMUM SPACING
<br />(inches) (inches)
<br />ROOF &
<br />CL'G ONLY
<br />24
<br />--
<br />2424'-0"
<br />2426'-0"
<br />362S162-54 24 249 2416'-0"24
<br />1.
<br />DESIGN CRITERIA
<br />SOILS
<br />3.
<br />LATERAL LOADS:2.
<br />TOTAL = 40 PSF
<br />LIVE LOAD = 20 PSF
<br />DEAD LOAD = 20 PSF
<br />ROOF LOAD
<br />DESIGN LOADS:
<br />C
<br />110WIND SPEED:
<br />WIND EXPOSURE:
<br />SITE CLASS =
<br />RISK CATEGORY:II
<br />D-DEFAULT
<br />1.307
<br />0.466
<br />1.046
<br />0.570
<br />SEISMIC DESIGN CATEGORY: D
<br />SEISMIC IMPORTANCE FACTOR (I) = 1.0
<br />0.11
<br />6
<br />TOTAL DESIGN BASE SHEAR:
<br />BASIC SEISMIC FORCE RESISTING SYSTEM:
<br />ANALYSIS PROCEDURE: EQUIVALENT LATERAL FORCE PROCEDURE
<br />0.11W 0.11W
<br />PLYWOOD SHEAR WALLS
<br />0.11
<br />6S1 :SD1 :
<br />SDS :SS :
<br />RY :
<br />0.7XCSY :
<br />RX :
<br />0.7XCSX :
<br />; VX =VY =
<br />SOILS ALLOWABLE DESIGN VALUES IS 1500 PSF
<br />SHEET INDEX
<br />- GENERAL NOTES & REQUIREMENTS.SN-1
<br />- FRAMING PLANS-1.0
<br />REVISIONS
<br />AS INDICATED
<br />12/16/2025
<br />2567
<br />NA
<br />JOB NO.:
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<br />DATE:
<br />DESIGNER:
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<br />Owner:
<br />LJN ENGINEERING
<br />THIS DRAWING AND DESIGN CONCEPTS
<br />ARE PROPRIETARY TO LJN ENGINEERING.
<br />THE DRAWING OR DESIGN CONCEPTS
<br />SHALL NOT BE USED OR REPRODUCED IN
<br />THE PART OR IN WHOLE WITHOUT THE
<br />WRITTEN PERMISSION BY LJN
<br />ENGINEERING.
<br />Phone:
<br />Email:
<br />DESCRIPTIONDATENO.
<br />SHEET NAME:
<br />SHEET NUMBER:
<br />WA
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<br />*CIVIL ENGINEERING, STRUCTURAL SERVICES
<br />*RESIDENTIAL - COMMERCIAL - INDUSTRIAL
<br />* QUALITY - SAVING TIME - SAVING BUDGET
<br />Add : 7138 TIARA AVE, HIGHLAND, CA 92346
<br />Tel : (840) 266 - 5063
<br />Email : ljnengineering2022@gmail.com
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<br />GENERAL DETAILS
<br />& NOTES
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