SYMBOLS # POUND, NUMBER, QUANTITY @ AT < LESS THAN > GREATER THAN PLUS OR MINUS DEGREE DIAMETER ABBREVIATIONS AB ANCHOR BOLT ADDL ADDITIONAL ANCH ANCHOR, ANCHORAGE APPROX APPROXIMATE, APPROXIMATELY ARCH ARCHITECT, ARCHITECTURAL BLDG BUILDING BLKG BLOCKING, BLOCK BM BEAM BN BOUNDARY NAIL BOT BOTTOM BS BOUNDARY SCREW CALCS CALCULATIONS CANT CANTILEVER CG CENTER OF GRAVITY CIP CAST IN PLACE CL CENTERLINE CLR CLEAR, CLEARANCE CMU CONCRETE MASONRY UNIT COL COLUMN CONC CONCRETE CONN CONNECT, CONNECTION CONT CONTINUOUS CJP COMPLETE JOINT PENETRATION d PENNY (NAIL SIZE) DBL DOUBLE DET DETAIL DIA DIAMETER DIAG DIAGONAL DIM DIMENSION DIST DISTANCE DO DITTO DWG DRAWING (E) EXISTING EA EACH EF EACH FACE ELEC ELECTRICAL ELEV ELEVATION, ELEVATOR EMB EMBED, EMBEDDED, EMBEDMENT EMBED EMBED, EMBEDDED, EMBEDMENT EN EDGE NAIL EQ EQUAL EQUIP EQUIPMENT ES EDGE SCREW, EACH SIDE EW EACH WAY FDN FOUNDATION FIN FINISH FLR FLOOR FN FIELD NAIL F/O FACE OF FS FIELD SCREW FTG FOOTING GA GAUGE GALV GALVANIZE GLB GLUED-LAMINATED BEAM GR GRADE HD HOLDOWN HDR HEADER HEX HEXAGONAL HT HEIGHT HORIZ HORIZONTAL I/F INSIDE FACE INFO INFORMATION INSP INSPECTION JST JOIST JT JOINT K KIPS (1000#) KB3 HILTI KWIK BOLT 3 (ANCHOR) KB-TZ HILTI KWIK BOLT TZ (ANCHOR) LBS POUNDS LLH LONG LEG HORIZONTAL LLV LONG LEG VERTICAL LOCS LOCATIONS LONG LONGITUDINAL LTWT LIGHTWEIGHT MANUF MANUFACTURER MAX MAXIMUM MECH MECHANICAL MFR MANUFACTURER MIN MINIMUM MISC MISCELLANEOUS (N) NEW N/A NOT APPLICABLE NTS NOT TO SCALE O/F OUTSIDE FACE OC ON CENTER OH OPPOSITE HAND OP OPERATING OPER OPERATING OPP OPPOSITE, OPPOSITE HAND PARA PARALLEL PERP PERPENDICULAR PL PLATE, PROPERTY LINE PLY PLYWOOD PJP PARTIAL JOINT PENETRATION PT POST-TENSIONED (CONCRETE) PT PRESSURE-TREATED (WOOD) QTY QUANTITY R RADIUS RAD RADIUS REF REFER TO, REFERENCE REINF REINFORCING REQD REQUIRE, REQUIRED SCHED SCHEDULE SECT SECTION SEOR STRUCTURAL ENGINEER OF RECORD SHT SHEET SHTG SHEATHING SIM SIMILAR SIMP SIMPSON STRONG-TIE COMPANY SMS SHEET METAL SCREW SOG SLAB-ON-GRADE SQ SQUARE STAGG STAGGER STD STANDARD STIFF STIFFEN, STIFFENER STIRR STIRRUP STRUC STRUCTURAL SW SHEAR WALL SYM SYMMETRICAL T&B TOP & BOTTOM TBD TO BE DETERMINED THK THICK, THICKNESS THRU THROUGH TN TOE NAIL T/O TOP OF TRANS TRANSVERSE TS TUBE STEEL TYP TYPICAL UNO UNLESS NOTED OTHERWISE VERT VERTICAL VIF VERIFY IN FIELD W/ WITH W/O WITHOUT WP WORK POINT WT WEIGHT STRUCTURAL STEEL SHAPES Cx STANDARD CHANNEL HSS HOLLOW STRUCTURAL SECTIONS Lx ANGLE MCx MISCELLANEOUS CHANNEL STD PIPE STANDARD PIPE (SCHED 40) WTx, STx STRUCTURAL TEES Wx W SHAPES X-STRG EXTRA STRONG PIPE XX-STRG DBL EXTRA STRONG PIPE ABBREVIATIONS: CODES/INSTITUTIONS/ASSOCIATIONS ACI AMERICAN CONCRETE INSTITUTE AF&PA (NDS) AMERICAN FOREST & PAPER ASSOCIATION (NDS) AISC AMERICAN INSTITUTE OF STEEL CONSTRUCTION AISI AMERICAN IRON AND STEEL INSTITUTE APA-EWA APA-ENGINEERED WOOD ASSOCIATION ASCE AMERICAN SOCIETY OF CIVIL ENGINEERS ASTM AMERICAN SOCIETY FOR TESTING AND MATERIALS AWS AMERICAN WELDING SOCIETY CBC CALIFORNIA BUILDING CODE CRSI CONCRETE REINFORCING STEEL INSTITUTE IBC INTERNATIONAL BUILDING CODE NDS NATIONAL DESIGN SPECIFICATIONS SDI STEEL DECK INSTITUTE SJI STEEL JOIST INSTITUTE SSMA STEEL STUD MANUFACTURERS ASSOCIATION CONCRETE: 1. THE MINIMUM ULTIMATE COMPRESSIVE STRENGTH OF CONCRETE AT 28 DAYS SHALL BE AS FOLLOWS (VARIES BY LOCATION IN STRUCTURE AS NOTED): A. f'c = 2,500 PSI: N/A B. f'c = 3,000 PSI: ALL CONCRETE, UNO C. f'c = 4,000 PSI: N/A D. f'c = 3,000 PSI (LTWT): N/A 2. ALL CONCRETE UNLESS NOTED OTHERWISE SHALL BE REGULAR WEIGHT HARD ROCK TYPE (150 POUNDS PER CUBIC FOOT). AGGREGATES SHALL CONFORM TO ASTM C-33. MAXIMUM AGGREGATE SIZE SHALL BE ONE-INCH (1") FOR ALL CONCRETE. PEA GRAVEL MIXES (3/8" DIAMETER) SHALL NOT BE USED FOR REGULAR WEIGHT / HARDROCK CONCRETE. ALL FURNISHED CONCRETE MIX DESIGNS SHALL REFLECT PROVEN CONCRETE SHRINKAGE CHARACTERISTICS OF 0.0006 IN/IN FINAL SHRINKAGE STRAIN OR LESS. MAXIMUM SLUMP SHALL BE FOUR INCHES (4") AND THE MAXIMUM WATER-CEMENT (W/C) RATIO SHALL BE 0.50 (UNO) FOR ALL STRUCTURAL CONCRETE SPECIFIED IN NOTE 1 ABOVE. 3. CEMENT SHALL CONFORM TO ASTM C-150 (TYPE II), UNLESS ALKALINE SOILS ARE PRESENT. 4. CONCRETE MIX DESIGN SHALL BE PREPARED BY AN APPROVED TESTING LAB AND SUBMITTED TO THE STRUCTURAL ENGINEER OF RECORD (SEOR) FOR REVIEW. CONCRETE MIX DESIGNS SHALL BE PROPORTIONED IN ACCORDANCE WITH ACI 318 SECTION 5.3. CONCRETE MIX DESIGN SUBMITTALS SHALL BE STAMPED AND SIGNED BY THE LICENSED ENGINEER RESPONSIBLE FOR THE MIX DESIGN. 5. CONCRETE SHALL BE MAINTAINED IN A MOIST CONDITION ABOVE 50F FOR A MINIMUM OF SEVEN (7) DAYS AFTER PLACEMENT. ALTERNATE METHODS WILL BE APPROVED BY THE SEOR IF SATISFACTORY PERFORMANCE CAN BE ASSURED. 6. CONCRETE SHALL NOT FREE FALL MORE THAN SIX FEET. USE TREMIE OR PUMP. 7. LOCATION OF CONSTRUCTION JOINTS AND OTHER TYPES OF JOINTS, OTHER THAN SPECIFIED OR DETAILED, SHALL BE APPROVED BY THE SEOR BEFORE CONCRETE PLACEMENT. 8. KEYED CONSTRUCTION JOINTS SHALL BE USED IN ALL CASES. ALL CONSTRUCTION JOINTS SHALL BE ROUGHENED TO 1/4-INCH AMPLITUDE, THOROUGHLY CLEANED AND ALL LAITANCE SHALL BE REMOVED. ALL VERTICAL JOINTS SHALL BE THOROUGHLY WETTED AND SLUSHED WITH A COAT OF NEAT CEMENT IMMEDIATELY BEFORE PLACING NEW CONCRETE. 9. PRIOR TO PLACING CONCRETE, REINFORCING STEEL AND EMBEDDED ITEMS SHALL BE WELL SECURED IN POSITION. CONCRETE SHALL NOT BE POURED UNTIL ALL FORMS AND REINFORCING HAVE BEEN INSPECTED, ALL PREPARATIONS FOR THE PLACEMENT HAVE BEEN COMPLETED, AND THE PREPARATIONS HAVE BEEN CHECKED BY THE INSPECTOR OF RECORD (IOR). 10. SLEEVES NOT SPECIFICALLY SHOWN ON THE DRAWINGS SHALL BE LOCATED BY THE TRADES INVOLVED AND SHALL BE REVIEWED BY THE SEOR BEFORE CONCRETE IS PLACED. THE CONTRACTOR SHALL VERIFY WITH ALL TRADES THE PROPER PLACEMENT OF OPENING, SLEEVES, CURBS, CONDUITS, ETC., RELATING TO THE WORK. 11. DURING THE TAKING OF TEST SPECIMENS, ALL CONCRETE WITH A 28 DAY STRENGTH GREATER THAN 2,500 PSI SHALL BE CONTINUOUSLY INSPECTED BY A SPECIAL INSPECTOR IN CONFORMANCE WITH CBC SECTION 1905.6. A TESTING LABORATORY SHALL MAKE AND TEST ONE SAMPLE FOR EACH 150 CUBIC YARDS OF CONCRETE BUT NOT LESS THAN ONE SAMPLE FOR EACH 5,000 SQUARE FEET OF SURFACE AREA FOR SLABS OR WALLS PER CBC SECTION 1905.6.2. ALL TEST AND INSPECTION REPORTS SHALL BE SUBMITTED TO THE BUILDING DEPARTMENT AND THE SEOR. SEE REINFORCING STEEL NOTES FOR SPECIAL INSPECTION REQUIREMENTS. 12. ADDITIONAL INSPECTIONS, CERTIFICATIONS AND TESTING OF CONCRETE MATERIALS SHALL CONFORM TO CBC SECTION 1916 AND TABLE 1704.4. CERTIFICATION OF CEMENT AND ADMIXTURES (INCLUDING FLY ASH) SHALL BE PROVIDED TO THE GOVERNING AGENCY INDICATING CONFORMANCE WITH APPLICABLE ASTM STANDARDS. 13. ONLY ONE GRADE OF CONCRETE SHALL BE ALLOWED AT THE JOB SITE AT ANY ONE TIME. 14. PROVIDE 3/4" CHAMFER AT EXPOSED EDGES OF CONCRETE BEAMS AND COLUMNS, UNLESS NOTED OTHERWISE. 15. THE SURFACE OF ALL HORIZONTAL CONSTRUCTION JOINTS SHALL BE CLEANED AND ROUGHENED BY REMOVING THE ENTIRE SURFACE AND EXPOSING CLEAN AGGREGATE SOLIDLY EMBEDDED IN MORTAR MATRIX. IN THE EVENT THAT THE CONTACT SURFACE BECOMES COATED WITH EARTH, SAWDUST, ETC., AFTER BEING CLEANED, THE ENTIRE SURFACE SO COATED SHALL BE RE-CLEANED. 16. BOLTS EMBEDDED IN CONCRETE TO BE ASTM F-1554 GR 36, UNLESS NOTED OTHERWISE. ALL EMBEDDED ANCHOR BOLTS SHALL BE HEADED-TYPE. DO NOT USE J-TYPE BOLTS. 17. SUPERIMPOSED LOADS SHALL NOT BE APPLIED TO ELEVATED STRUCTURAL MEMBERS PRIOR TO SEVEN (7) DAYS MINIMUM AFTER CONCRETE PLACEMENT AND UNTIL THE DESIGN STRENGTH LISTED IN NOTE 1 ABOVE HAS BEEN REACHED. SHORING SHALL REMAIN IN PLACE UNTIL CONCRETE HAS REACHED DESIGN STRENGTH. ORIGINAL SHORING OR RE-SHORING SHALL REMAIN IN PLACE FOR A MINIMUM OF 28 DAYS. AT NO TIME DURING A RE-SHORING PROCESS SHALL THE CONCRETE MEMBER BE UNSUPPORTED. GENERAL STRUCTURAL NOTES: DESIGN CRITERIA: CODE OF RECORD: 2010 EDITION, CALIFORNIA BUILDING CODE DESIGN LOADS: SLOPED ROOF LEVEL: DL = 25 PSF, LL = 20 PSF (REDUCIBLE) FLAT ROOF LEVEL: DL = 20 PSF, LL = 20 PSF (REDUCIBLE) BASIC WIND SPEED 85 MPH (3-SECOND GUST) WIND IMPORTANCE FACTOR 1.00 WIND EXPOSURE CATEGORY B INTERNAL PRESSURE COEFFICIENT COMPONENT & CLADDING DESIGN WIND PRESSURE 17.4 PSF ANALYSIS PROCEDURE EQUIVALENT LATERAL FORCE OCCUPANCY CATEGORY 2 SEISMIC SITE CLASS D SEISMIC DESIGN CATEGORY E SPECTRAL RESPONSE ACCELERATIONS S S = 1.500g, S DS = 1.000g S S = 0.793g, S D1 = 0.793g LATERAL SYSTEM IS BEARING WALL W/ WOOD STRUCTURAL PANEL SHEAR WALLS SEISMIC IMPORTANCE FACTOR 1.00 RESPONSE MODIFICATION FACTOR, R 6.50 DEFLECTION AMPLIFICATION FACTOR, Cd 4.00 SEISMIC BASE SHEAR (STRENGTH LEVEL), V 0.154 W 1. *29(51,1* &2'( $87+25,7< )25 7+,6 352-(&7 ,6 5()(55(' 72 $6 ³7+( *29(51,1* $*(1&<´ ,1 7+(6( $1' 27+(5 STRUCTURAL NOTES SECTIONS. 2. GENERAL NOTES AND TYPICAL DETAILS SHALL APPLY TO ALL PARTS OF THE JOB, EXCEPT WHERE THEY MAY DIFFER WITH DETAILS AND NOTES ON OTHER SHEETS, IN WHICH CASE THE DETAILS AND NOTES ON OTHER SHEETS SHALL GOVERN. DETAIL MARKS WITH "SIM" NOTED INDICATES THAT DETAIL CONTAINS MODIFIED INFORMATION APPLICABLE TO THE CONDITION REFERENCED. 3. SEE ARCHITECTURAL DRAWINGS FOR SIZE AND LOCATION OF ALL OPENINGS (EXCEPT AS NOTED), INTERIOR NON-BEARING PARTITIONS, CONCRETE CURBS, FLOOR DRAINS, SLOPES, DEPRESSIONS, CHANGES IN LEVEL, CHAMFERS, GROOVES, INSERTS, FINISHES, ETC.; ALSO FOR STAIR FRAMING AND DETAILS (EXCEPT AS SHOWN) AND FOR DIMENSIONS NOT SHOWN ON STRUCTURAL DRAWINGS. WHERE DIMENSIONS DIFFER BETWEEN PLANS, NOTIFY ARCHITECT AND AWAIT DIRECTION PRIOR TO PROCEEDING WITH WORK. 4. DO NOT INSERT MECHANICAL, ELECTRICAL OR PLUMBING (MEP) SLEEVES, PIPES OR CONDUIT IN CONCRETE WITHOUT PRIOR APPROVAL OF THE SEOR, TYPICAL UNLESS NOTED OTHERWISE ON PLAN. THE SIZE AND LOCATION OF MACHINE OR EQUIPMENT BASES, ANCHOR BOLTS, ETC., SHALL COMPLY WITH THE REQUIREMENTS OF CBC SECTION 1906.3. 5. OMISSIONS OR CONFLICTS BETWEEN THE VARIOUS ELEMENTS OF THE WORKING DRAWINGS AND/OR SPECIFICATIONS SHALL BE BROUGHT TO THE ATTENTION OF THE SEOR PRIOR TO PROCEEDING WITH ANY WORK INVOLVED. 6. THE CONTRACTOR SHALL BE RESPONSIBLE FOR COORDINATING THE WORK OF ALL TRADES AND SHALL CHECK ALL DIMENSIONS. ALL DISCREPANCIES SHALL BE CALLED TO THE ATTENTION OF THE ARCHITECT AND THE SEOR AND SHALL BE RESOLVED PRIOR TO PROCEEDING WITH THE WORK. 7. ALL INFORMATION SHOWN ON THE DRAWINGS RELATIVE TO EXISTING CONDITIONS IS GIVEN AS THE BEST CURRENT KNOWLEDGE, BUT WITHOUT GUARANTEE OF ACCURACY. WHERE ACTUAL CONDITIONS CONFLICT WITH THE DRAWINGS, THEY SHALL BE REPORTED TO THE SEOR SO THAT THE PROPER REVISION MAY BE MADE. MODIFICATIONS OF CONSTRUCTION DETAILS SHALL NOT BE MADE WITHOUT WRITTEN APPROVAL OF THE SEOR AND THE GOVERNING AGENCY. 8. THE CONTRACT DRAWINGS AND SPECIFICATIONS REPRESENT THE FINISHED STRUCTURE AND DO NOT INDICATE THE METHOD OR SEQUENCE OF CONSTRUCTION, UNLESS NOTED OTHERWISE. THE CONTRACTOR SHALL SUPERVISE AND DIRECT THE WORK AND SHALL BE SOLELY RESPONSIBLE FOR CONSTRUCTION MEANS, METHODS, TECHNIQUES, SEQUENCES AND PROCEDURES, INCLUDING BUT NOT LIMITED TO BRACING, SHORING AND LAYDOWN OF CONSTRUCTION MATERIALS. 9. THE CONTRACTOR SHALL BE RESPONSIBLE FOR TEMPORARY CONSTRUCTION LOADING, INCLUDING LOADING FROM EQUIPMENT SUCH AS SKIP LOADERS, SCISSOR LIFTS, ETC., ON ALL PORTIONS OF THE STRUCTURE, WHETHER ELEVATED OR ON-GRADE. THE CONTRACTOR SHALL ALSO BE RESPONSIBLE FOR THE PATH-OF-TRAVEL FOR MOVING PERMANENT EQUIPMENT TO ITS FINAL LOCATION; INCLUDING THE EFFECTS OF TEMPORARY LOADING AS THE EQUIPMENT IS ,167$//(' 7+( &2175$&725 0$< 86( 7+( ³'(6,*1 /2$'6´ ,1)250$7,21 3529,'(' $%29( :+(1 &216,'(5,1* TEMPORARY CONSTRUCTION LOADING CONDITIONS. 10. OBSERVATION VISITS TO THE SITE BY FIELD REPRESENTATIVES OF THE ARCHITECT/SEOR SHALL NOT INCLUDE INSPECTIONS OF THE PROTECTIVE MEASURES OF THE CONSTRUCTION PROCEDURES. ANY SUPPORT SERVICES PERFORMED BY THE ARCHITECT/SEOR DURING THE CONSTRUCTION SHALL BE DISTINGUISHED FROM CONTINUOUS AND DETAILED SPECIAL INSPECTION SERVICES WHICH ARE FURNISHED BY OTHERS. THESE SUPPORT SERVICES PERFORMED BY THE ARCHITECT/SEOR, WHETHER OF MATERIAL OR WORK, AND WHETHER PERFORMED PRIOR TO, DURING OR AFTER COMPLETION OF CONSTRUCTION, ARE PERFORMED SOLELY FOR THE PURPOSE OF ASSISTING IN QUALITY CONTROL AND IN ACHIEVING CONFORMANCE WITH CONTRACT DOCUMENTS, BUT DO NOT GUARANTEE CONTRACTOR'S PERFORMANCE, AND SHALL NOT BE CONSTRUED AS SUPERVISION OF CONSTRUCTION. 11. ASTM DESIGNATIONS AND ALL STANDARDS REFER TO THE LATEST AMENDMENTS. 12. WHEN THE ALLOWANCE FOR SUBSTITUTION OF A SPECIFIED MATERIAL OR PRODUCT DESIGNATION IS IMPLIED ON THE DESIGN DRAWINGS BY THE USE OF THE WORDS "OR APPROVED EQUAL", APPROVAL SHALL BE OBTAINED FROM THE SEOR AND THE GOVERNING AGENCY PRIOR TO FABRICATION OR INSTALLATION OF THE SUBSTITUTED MATERIAL OR PRODUCT. 13. DIMENSIONS SHALL GOVERN OVER SCALES SHOWN ON DRAWINGS. 14. THE OWNER SHALL EMPLOY ONE OR MORE SPECIAL INSPECTORS WHO SHALL PROVIDE SPECIAL INSPECTIONS DURING CONSTRUCTION WHEN SO SPECIFIED ON THE CONTRACT DRAWINGS AND SPECIFICATIONS FOR CERTAIN TYPES OF WORK. THE SPECIAL INSPECTOR SHALL BE A QUALIFIED PERSON WHO SHALL DEMONSTRATE HIS COMPETENCE, TO THE SATISFACTION OF THE GOVERNING AGENCY, FOR INSPECTION OF THE PARTICULAR TYPE OF CONSTRUCTION OR OPERATION REQUIRING SPECIAL INSPECTION. THE SPECIAL INSPECTOR SHALL OBSERVE THE WORK ASSIGNED FOR CONFORMANCE WITH THE DESIGN DRAWINGS AND SPECIFICATIONS. THE SPECIAL INSPECTOR SHALL FURNISH INSPECTION REPORTS TO THE SEOR AND TO THE GOVERNING AGENCY. ALL DISCREPANCIES SHALL BE BROUGHT TO THE IMMEDIATE ATTENTION OF THE CONTRACTOR FOR CORRECTION, THEN, IF UNCORRECTED, TO THE SEOR AND TO THE GOVERNING AGENCY. THE SPECIAL INSPECTOR SHALL SUBMIT A FINAL SIGNED REPORT STATING WHETHER THE WORK REQUIRING SPECIAL INSPECTION WAS, TO THE BEST OF HIS KNOWLEDGE, IN CONFORMANCE WITH THE DESIGN DRAWINGS AND SPECIFICATIONS AND THE APPLICABLE WORKMANSHIP PROVISION OF THE CODE AND OTHER APPLICABLE REGULATIONS IDENTIFIED ON THE PLANS OR IN THE PROJECT SPECIFICATIONS. 15. UNLESS SPECIFICALLY SHOWN ON THESE PLANS, NO STRUCTURAL MEMBER (BEAM, COLUMN, SHEARWALL, GRADE BEAM, ETC.) SHALL BE CUT, DRILLED OR NOTCHED WITHOUT PRIOR AUTHORIZATION FROM THE SEOR AND THE GOVERNING AGENCY. 16. THE ELEVATOR MANUFACTURER SHALL SUBMIT CALCULATIONS, PLANS AND SPECIFICATIONS TO THE ARCHITECT/SEOR FOR REVIEW AND APPROVAL BEFORE SUBMITTAL TO THE GOVERNING AGENCY. INSTALLATION OF ELEVATOR GUIDE RAILS AND SUPPORTING BRACKETS SHALL NOT BE STARTED UNTIL DETAILED PLANS AND SPECIFICATIONS ARE APPROVED BY THE GOVERNING AGENCY. SHOP DRAWINGS: A. SHOP DRAWINGS, INCLUDING CONCRETE MIX DESIGNS, REQUIRED BY THE SPECIFICATIONS SHALL BE SUBMITTED TO THE SEOR FOR REVIEW PRIOR TO FABRICATION OR USE. A SCHEDULE FOR THE RELEASE OF SHOP DRAWING SUBMITTALS SHALL BE PREPARED BY THE CONTRACTOR AND REVIEWED BY THE ARCHITECT/SEOR PRIOR TO THE START OF FABRICATION OR CONSTRUCTION. THIS SUBMITTAL SCHEDULE SHALL PROPORTION THE NUMBER OF SHOP DRAWINGS TO BE REVIEWED IN EACH SUBMITTAL TO ALLOW SUFFICIENT TIME AS DEEMED REASONABLE IN THE PROFESSIONAL JUDGMENT OF THE ARCHITECT/SEOR TO PERMIT ADEQUATE REVIEW. SHOP DRAWINGS SHALL REFERENCE THE LATEST REVISION OF EACH STRUCTURAL DESIGN DRAWING USED TO DETAIL FROM. SUBMITTALS THAT DO NOT IDENTIFY THE LATEST REVISION OF STRUCTURAL PLANS SHALL BE RETURNED WITHOUT REVIEW, FOR THE DETAILER TO UPDATE AND RESUBMIT. THE DETAILING ON EACH SHOP DRAWING SHALL BE COMPLETE BEFORE RELEASING FOR REVIEW THE SUBMITTAL CONTAINING THAT SHOP DRAWING. IF THE SUBMITTAL MUST BE REVISED, IT SHALL IDENTIFY EACH REVISION AND/OR ADDITION TO EACH SHOP DRAWING BY CLOUDING OR OTHER MEANS, TO ENSURE THEIR IDENTIFICATION FOR REVIEW. B. SHOP DRAWINGS AND CONCRETE MIX DESIGNS WILL NOT BE ACCEPTED BY THE SEOR DIRECTLY FROM THE PROJECT SUB-CONTRACTORS. SHOP DRAWINGS AND CONCRETE DESIGN MIXES WILL BE ACCEPTED FROM THE GENERAL CONTRACTOR ONLY AFTER THEY HAVE BEEN REVIEWED AND SIGNED BY THE GENERAL CONTRACTOR, INDICATING COMPLIANCE WITH HIS REQUIREMENTS AND THE REQUIREMENTS OF THE CONSTRUCTION DOCUMENTS. SHOP DRAWINGS NOT COMPLYING WITH THE INSTRUCTIONS IN BOTH NOTES A AND B WILL BE RETURNED BY THE SEOR WITHOUT REVIEW. HOUSING SERVICES DINING HALL 5151 STATE UNIVERSITY DRIVE LOS ANGELES, CA 90032 12-14-2012 2010.03 FF CSULA CDS 10102012.pln (19,521 $5&+,7(&785( 12-14-2012 BLDG DEPT SUBMITTAL NO DATE DESCRIPTION TRUCTURAL ENGIN S R EE MHP JN S 3900 Cover Street Long Beach, CA 90808 562.985.3200 P 562.985.1011 F 110187.00 C:\DOCUME~1\salvira\LOCALS~1\Temp\AcPublish_6612\ 110187.00_S-1.0.dwg, Last Printed: Feb 12, 2013 - 4:32pm 02-14-2013 BID SET STRUCTURAL GENERAL NOTES S-1.0 FOUNDATIONS: 1. RECOMMENDATIONS CONTAINED IN REPORT OF PROPOSED STUDENT HOUSING NEW COMMONS BUILDING PROJECT, CALIFORNIA STATE UNIVERSITY LOS ANGELES; PROJECT NUMBER 012527-002, PREPARED BY LEIGHTON AND ASSOCIATES, INC., DATED AUGUST 24, 2011, WERE USED FOR THE STRUCTURAL DESIGN OF FOUNDATIONS AND EARTH RETAINING ELEMENTS CONTAINED HEREIN. IF IT IS DETERMINED THAT ANY OF THOSE RECOMMENDATIONS AFFECTING CONSTRUCTION WILL NOT BE FOLLOWED, A FORMAL CHANGE ORDER SHALL BE PREPARED WITH ADEQUATE TIME FOR PROCESSING APPROVAL BY THE SEOR AND THE GOVERNING AGENCY. MHP, INC. ASSUMES NO RESPONSIBILITY FOR THE ACCURACY OF THOSE RECOMMENDATIONS. 2. FILLING AND BACKFILLING SHALL BE COMPACTED TO 90% OF MAXIMUM DENSITY IN ACCORDANCE WITH THE PROJECT SPECIFICATIONS AND ASTM TEST METHOD D-1557. FLOODING IS NOT PERMITTED. 3. ALL SITE FILL AND FOUNDATION EXCAVATION SHALL REQUIRE SPECIAL INSPECTION AND APPROVAL BY THE PROJECT GEOTECHNICAL ENGINEER PRIOR TO FORMING. BACKFILL MATERIAL SHALL BE APPROVED BY THE PROJECT GEOTECHNICAL ENGINEER. AS REQUIRED, PILING SHALL ALSO REQUIRE SPECIAL INSPECTION DURING DRIVING AND TESTING OF PILES. 4. WATER SHALL BE REMOVED FROM FOUNDATION EXCAVATION PRIOR TO PLACING OF CONCRETE. CARE SHOULD BE TAKEN SO NOT TO DRY OUT UNDERLYING NATURAL SOILS. 5. CARE SHALL BE TAKEN TO NOT OVER-EXCAVATE FOUNDATION AT LOWER ELEVATION. PREVENT DISTURBING SOILS AROUND FOOTINGS AT HIGHER ELEVATION. 6. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ALL SHORING, ETC., NECESSARY TO SUPPORT CUT AND/OR FILL BANKS DURING EXCAVATION AND FORMING AND PLACEMENT OF CONCRETE. 7. ALLOWABLE SOIL BEARING PRESSURE: A. SPREAD FOOTINGS 3,000 PSF B. CONTINUOUS FOOTINGS 2,500 PSF C. THE BEARING CAPACITY IS PERMITTED TO BE INCREASED BY ONE-THIRD FOR WIND AND SEISMIC LOADING. REINFORCING STEEL: 1. REINFORCING BARS SHALL BE DEFORMED STEEL CONFORMING TO THE REQUIREMENTS OF ASTM A-615, GRADE 60 (ALL BAR SIZES, UNO) AND SHALL BE DEFORMED IN ACCORDANCE WITH ASTM A-615 AND ACI 3.5.3. 2. DETAILING, FABRICATION AND ERECTION OF REINFORCING STEEL SHALL CONFORM TO THE LATEST EDITION OF THE CRSI "MANUAL OF STANDARD PRACTICE". 3. CONCRETE PROTECTION FOR REINFORCING BARS SHALL BE AT LEAST EQUAL TO THE DIAMETER OF THE BARS. MINIMUM COVER FOR CAST IN PLACE CONCRETE SHALL BE AS FOLLOWS: A. PLACED AGAINST EARTH 3" B. PLACED AGAINST FORM BELOW GRADE 2" C. FORMED SLABS (#11 BAR & SMALLER) 3/4" D. SLABS ON GRADE (FROM TOP OF SLAB) 1" E. COLUMN AND BEAM (MAIN BARS) 2" F. WALLS EXPOSED TO WEATHER (#6 THROUGH #18 BARS) 2" G. WALLS EXPOSED TO WEATHER (#5 BAR AND SMALLER) 1 1/2" H. WALLS NOT EXPOSED TO WEATHER (#11 BAR AND SMALLER) 3/4" 4. REINFORCING STEEL SHALL BE CLEAN OF RUST, GREASE OR OTHER MATERIAL LIKELY TO IMPAIR BOND. BENDS SHALL BE MADE COLD. GRADE 60 BARS SHALL BE BENT COLD AND ONLY ONCE. 5. IN MASONRY, DEVELOP AND LAP SPLICE REINFORCING BARS FOR 48 BAR DIAMETERS (2'-0" MINIMUM). WHERE ADJACENT LAP SPLICES ARE 3" APART OR LESS, THE LAP SPLICE LENGTH SHALL BE INCREASED TO 64 BAR DIAMETERS. 6. IN CONCRETE, DEVELOP AND LAP SPLICE REINFORCING BARS IN CONCRETE PER SECTIONS AND DETAILS SHOWN ON PLANS. 7. ALL REINFORCING BAR LAPS OR SPLICES SHALL BE AS INDICATED IN PLANS. WHERE LAP OR SPLICE LOCATIONS ARE NOT SPECIFICALLY INDICATED, LAPS OR SPLICES SHALL BE WELL STAGGERED. 8. PRIOR TO PLACING CONCRETE, REINFORCING STEEL AND OTHER EMBEDDED ITEMS SHALL BE WELL-SECURED IN POSITION. 9. COMPLETE REINFORCING PLACEMENT DRAWINGS (SHOP DRAWINGS) SHALL BE PREPARED IN ACCORDANCE WITH ACI 315 AND NOTES A AND B OF GENERAL STRUCTURAL NOTES, AND SHALL BE SUBMITTED TO THE SEOR FOR REVIEW PRIOR TO FABRICATION. APPROVED SHOP DRAWINGS SHALL BE AVAILABLE ON THE JOB SITE PRIOR TO PLACING OF CONCRETE. 10. CONTINUOUS SPECIAL INSPECTION OF CONCRETE SHALL INCLUDE INSTALLATION OF REINFORCING STEEL AND SHALL BE SCHEDULED SO THAT THE SPACING, BAR SIZE, LAP SPLICE AND EMBEDMENT LENGTH OF REINFORCING BARS, AND THE LOCATION OF CONDUIT, SLEEVES AND EMBEDDED ITEMS, MAY BE CORRECTED IF NECESSARY PRIOR TO PLACEMENT OF OVERLYING GRIDS OF REINFORCING STEEL. 11. WHERE TWO LAYERS OF REINFORCING STEEL ARE REQUIRED (i.e. AT FOOTING PADS OR SLABS) PROVIDE METAL CHAIRS TIED TO AND SUPPORTED BY LOWER MAT OF REINFORCING TO SUPPORT THE UPPER MAT OF REINFORCING. CONCRETE BLOCK MASONRY (NORMAL STRENGTH): 1. CONCRETE MASONRY UNITS (CMU) SHALL BE MEDIUM WEIGHT (AVERAGE WEIGHT TO EQUAL 120 POUNDS PER CUBIC FOOT) GRADE N-I, CONFORMING TO ASTM C-90. MINIMUM COMPRESSIVE STRENGTH ON NET AREA OF CMU BLOCK = 1,900 PSI. MINIMUM COMPRESSIVE STRENGTH OF GROUTED CMU ASSEMBLY, f'm = 1,500 PSI AT 28 DAYS. 2. MORTAR: TYPE S, CONFORMING TO CBC SECTION 2103.8. MINIMUM COMPRESSIVE STRENGTH, f'c= 1,800 PSI AT 28 DAYS. 3. GROUT: CONFORMING TO CBC SECTION 2103.12. MINIMUM COMPRESSIVE STRENGTH, f'c = 3,000 PSI AT 28 DAYS. MINIMUM GROUT SPACE IS THREE INCHES (3") IN LEAST DIMENSION. 4. AGGREGATES: SAND AGGREGATE FOR MORTAR SHALL CONFORM TO ASTM C-114. COARSE AND FINE AGGREGATE FOR GROUT SHALL CONFORM TO ASTM C-404. 5. GROUT PLACEMENT: MAXIMUM GROUT LIFT SHALL BE 4 FEET, UNLESS NOTED OTHERWISE. NON-CONTINUOUS PLACEMENTS SHALL BE STOPPED 1-1/2" BELOW THE TOP OF A COURSE TO FORM A KEY AT POUR JOINTS. 6. ALL CELLS SHALL BE SOLID GROUTED UNLESS NOTED OTHERWISE. 7. THE THICKNESS OF GROUT BETWEEN BLOCK UNITS AND REINFORCING STEEL SHALL BE THE BAR DIAMETER OR 1/2" MINIMUM; THE THICKNESS OF GROUT BETWEEN PARALLEL REINFORCING BARS SHALL BE 3/4" MINIMUM. 8. ALL MORTAR JOINTS SHALL BE TOOLED TO A CONCAVE SHAPE. 9. ALL CMU WALLS BELOW GRADE SHALL BE WATERPROOFED ON THE EXTERIOR SURFACE EXTENDING FROM THE FOUNDATION PAD TO ABOVE GRADE AND POSITIVELY DRAINED. SEE ARCHITECTURE OR CIVIL DRAWINGS FOR WATERPROOFING AND DRAINAGE SPECIFICATIONS. 10. INSPECTION BY A MASONRY INSPECTOR APPROVED BY DSA SHALL BE REQUIRED DURING PREPARATION OF MASONRY WALL PRISMS, SAMPLING AND PLACING OF ALL MASONRY UNITS, PLACEMENT OF REINFORCEMENT, INSPECTION OF GROUT SPACE, IMMEDIATELY PRIOR TO CLOSING OF CLEANOUTS, AND DURING ALL GROUTING OPERATIONS IN CONFORMANCE WITH CBC TABLE 1704.5.3. 11. BOLTS EMBEDDED IN MASONRY UNITS SHALL BE ASTM F-1554 GR 36. ALL EMBEDDED ANCHOR BOLTS SHALL BE HEADED-TYPE. DO NOT USE J-TYPE BOLTS. ALL BOLTS SHALL BE GROUTED IN PLACE WITH AT LEAST ONE INCH (1") GROUT BETWEEN THE BOLT AND MASONRY AND SHALL BE ACCURATELY SET WITH TEMPLATES. 12. STORE MASONRY UNITS UNDER COVER AT JOB SITE. 13. HORIZONTAL REBAR SHALL BE PLACED IN BOND BEAM UNITS. 14. MASONRY PRISM TESTING: A SET OF FIVE (5) MASONRY PRISMS SHALL BE BUILT AND TESTED IN ACCORDANCE WITH CBC SECTION 2105A.2.2.2 PRIOR TO THE START OF CONSTRUCTION. MATERIALS USED FOR THE CONSTRUCTION OF THE PRISMS SHALL BE TAKEN FROM THOSE SPECIFIED TO BE USED IN THE PROJECT. PRISMS SHALL BE CONSTRUCTED UNDER THE OBSERVATION OF THE MASONRY INSPECTOR APPROVED BY DSA AND TESTED BY AN APPROVED AGENCY. A SET OF THREE (3) MASONRY PRISMS SHALL BE BUILT AND TESTED DURING CONSTRUCTION IN ACCORDANCE WITH ASTM C-1314 FOR EVERY 5,000 SQUARE FEET OF WALL AREA, BUT NOT LESS THAN ONE SET OF THREE MASONRY PRISMS FOR THE PROJECT IN COMPLIANCE WITH CBC SECTION 2105.3. STRUCTURAL AND MISCELLANEOUS STEEL: 1. ALL STRUCTURAL AND MISCELLANEOUS STEEL SHALL BE FABRICATED AND ERECTED IN ACCORDANCE WITH AISC SPECIFICATIONS FOR THE DESIGN, FABRICATION AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS, LATEST EDITION. ALL STRUCTURAL AND MISCELLANEOUS STEEL SHALL CONFORM TO THE FOLLOWING SPECIFICATION (UNLESS NOTED OTHERWISE): A. WIDE FLANGE SECTIONS (W,WT) ASTM A-992 FY=50KSI B. CHANNELS AND MISC SHAPES (C,MC,S,M) ASTM A-36 FY=36KSI C. ANGLES AND PLATES ASTM A-36 FY=36KSI D. PIPE (STD,X-STRG,XX-STRG) ASTM A-53 TYPE E, GR B FY=35KSI E. HSS TUBE (SQ,RECTANG) ASTM A-500, GR B FY=46KSI F. HSS TUBE (ROUND) ASTM A-500, GR B FY=42KSI 2. STEEL HSS TUBES SHALL CONFORM TO ASTM A-500 GR B SEAMLESS. SULFUR CONTENT SHALL BE LESS THAN OR EQUAL TO 0.05%. 3. STRUCTURAL STEEL SHOP DRAWINGS SHALL BE SUBMITTED TO THE ARCHITECT AND SEOR FOR REVIEW PRIOR TO FABRICATION AND ERECTION, IN ACCORDANCE WITH NOTES A AND B OF GENERAL STRUCTURAL NOTES. 4. A TOLERANCE OF + 0, -1/4 INCH SHALL BE APPLIED TO ALL SPECIFIED CAMBERS. 5. ALL STEEL EXPOSED TO MOISTURE OR WEATHER SHALL BE HOT-DIPPED GALVANIZED, UNLESS NOTED OTHERWISE. 6. PAINTING OF STRUCTURAL STEEL SHALL COMPLY WITH THE REQUIREMENTS PER AISC 360 AND CBC SECTION 2203.2. STRUCTURAL STEEL EMBEDDED IN CONCRETE OR MASONRY SHALL BE UNPAINTED. 7. HOT-DIP GALVANIZE OR PROVIDE THREE-INCH (3") MINIMUM CONCRETE COVER AROUND ALL STRUCTURAL STEEL BELOW GRADE. 8. BOLTS SHALL CONFORM TO ASTM A-307, UNLESS NOTED OTHERWISE. BOLTS EMBEDDED IN CONCRETE OR MASONRY SHALL CONFORM TO ASTM F-1554 GR 36 AND SHALL BE HEADED-TYPE. DO NOT USE J-TYPE BOLTS. THREADED RODS SHALL CONFORM TO ASTM A-36. 9. UNLESS NOTED OTHERWISE, ALL BOLTS SHALL BE INSTALLED "SNUG TIGHT". THE SNUG TIGHT CONDITION IS DEFINED AS THE TIGHTNESS THAT EXISTS WHEN ALL PLIES OF THE JOINT ARE IN FIRM CONTACT. BOLTS OF SLOTTED CONNECTIONS SHALL BE INSTALLED "FINGER TIGHT" ONLY, WITH THREADS SPOILED. THE FINGER TIGHT CONDITION IS DEFINED AS THE TIGHTNESS THAT EXISTS WHEN THE WASHER AND BOLT HEAD ARE IN FULL CONTACT WITH WEB OR SHEAR TAB. WHERE SLOTTED CONNECTIONS ARE INDICATED THE WASHER SHALL BE PLACED OVER THE SLOTTED HOLE. 10. WHERE THE USE OF ASTM A-325 OR ASTM A-490 BOLTS IS SPECIFIED, SPECIAL INSPECTION IS REQUIRED DURING INSTALLATION. SPECIAL INSPECTION PROVIDED SHALL BE IN CONFORMANCE WITH THE REQUIREMENTS OF THE "SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM A-325 OR A-490 BOLTS" AS PUBLISHED BY AISC. 11. ALL WELDING SHALL COMPLY WITH AWS SPECIFICATIONS AND SHALL BE PERFORMED BY WELDERS CERTIFIED FOR THE TYPE OF WELDING TO BE PERFORMED. WELDING PROCEDURE SPECIFICATIONS (WPS) SHALL BE PROVIDED FOR EACH WELD TYPE SHOWN ON THE DRAWINGS IN CONFORMANCE WITH AWS D1.1. EACH WPS SHALL BE REVIEWED BY AN AWS SCWI CERTIFIED INSPECTOR AND SUBMITTED TO THE STRUCTURAL ENGINEER OF RECORD (SEOR) FOR REVIEW. 12. ALL WELDING SHALL BE DONE BY ELECTRIC ARC PROCESS WITH E70XX ELECTRODES. (PROVIDE E80XX ELECTRODES AT WELDED REBAR.) 13. WHERE FILLET WELD SYMBOL IS GIVEN WITHOUT INDICATION OF SIZE, USE MINIMUM SIZE WELDS AS SPECIFIED IN THE AISC STEEL CONSTRUCTION MANUAL, 13TH EDITION, SPECIFICATION SECTION J2.2B. 14. CONTINUOUS SPECIAL INSPECTION BY AN AWS CERTIFIED INSPECTOR APPROVED BY THE GOVERNING AGENCY IS REQUIRED FOR ALL STRUCTURAL WELDING. (WELDING OF MISCELLANEOUS LIGHT-GAUGE MATERIALS SUCH AS METAL STUDS, FURRING CHANNELS, ETC., DOES NOT REQUIRE SPECIAL INSPECTION.) 15. ALL WELDING DONE IN THE SHOP OF A LICENSED STEEL FABRICATOR SHALL REQUIRE CONTINUOUS INSPECTION BY AN AWS CERTIFIED INSPECTOR APPROVED BY THE GOVERNING AGENCY.
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SYMBOLS# POUND, NUMBER, QUANTITY@ AT< LESS THAN> GREATER THAN± PLUS OR MINUS° DEGREEØ DIAMETER
T&B TOP & BOTTOMTBD TO BE DETERMINEDTHK THICK, THICKNESSTHRU THROUGHTN TOE NAILT/O TOP OFTRANS TRANSVERSETS TUBE STEELTYP TYPICAL
UNO UNLESS NOTED OTHERWISE
VERT VERTICALVIF VERIFY IN FIELD
W/ WITHW/O WITHOUTWP WORK POINTWT WEIGHT
STRUCTURAL STEEL SHAPESCx STANDARD CHANNELHSS HOLLOW STRUCTURAL SECTIONSLx ANGLEMCx MISCELLANEOUS CHANNELSTD PIPE STANDARD PIPE (SCHED 40)WTx, STx STRUCTURAL TEESWx W SHAPESX-STRG EXTRA STRONG PIPEXX-STRG DBL EXTRA STRONG PIPE
ABBREVIATIONS:
CODES/INSTITUTIONS/ASSOCIATIONSACI AMERICAN CONCRETE INSTITUTEAF&PA (NDS) AMERICAN FOREST & PAPER ASSOCIATION (NDS)AISC AMERICAN INSTITUTE OF STEEL CONSTRUCTIONAISI AMERICAN IRON AND STEEL INSTITUTEAPA-EWA APA-ENGINEERED WOOD ASSOCIATIONASCE AMERICAN SOCIETY OF CIVIL ENGINEERSASTM AMERICAN SOCIETY FOR TESTING AND MATERIALSAWS AMERICAN WELDING SOCIETYCBC CALIFORNIA BUILDING CODECRSI CONCRETE REINFORCING STEEL INSTITUTEIBC INTERNATIONAL BUILDING CODENDS NATIONAL DESIGN SPECIFICATIONSSDI STEEL DECK INSTITUTESJI STEEL JOIST INSTITUTESSMA STEEL STUD MANUFACTURERS ASSOCIATION
CONCRETE:
1. THE MINIMUM ULTIMATE COMPRESSIVE STRENGTH OF CONCRETE AT 28 DAYS SHALL BE AS FOLLOWS (VARIES BYLOCATION IN STRUCTURE AS NOTED):
2. ALL CONCRETE UNLESS NOTED OTHERWISE SHALL BE REGULAR WEIGHT HARD ROCK TYPE (150 POUNDS PER CUBICFOOT). AGGREGATES SHALL CONFORM TO ASTM C-33. MAXIMUM AGGREGATE SIZE SHALL BE ONE-INCH (1") FOR ALLCONCRETE. PEA GRAVEL MIXES (3/8" DIAMETER) SHALL NOT BE USED FOR REGULAR WEIGHT / HARDROCK CONCRETE.ALL FURNISHED CONCRETE MIX DESIGNS SHALL REFLECT PROVEN CONCRETE SHRINKAGE CHARACTERISTICS OF 0.0006IN/IN FINAL SHRINKAGE STRAIN OR LESS. MAXIMUM SLUMP SHALL BE FOUR INCHES (4") AND THE MAXIMUMWATER-CEMENT (W/C) RATIO SHALL BE 0.50 (UNO) FOR ALL STRUCTURAL CONCRETE SPECIFIED IN NOTE 1 ABOVE.
3. CEMENT SHALL CONFORM TO ASTM C-150 (TYPE II), UNLESS ALKALINE SOILS ARE PRESENT.
4. CONCRETE MIX DESIGN SHALL BE PREPARED BY AN APPROVED TESTING LAB AND SUBMITTED TO THE STRUCTURALENGINEER OF RECORD (SEOR) FOR REVIEW. CONCRETE MIX DESIGNS SHALL BE PROPORTIONED IN ACCORDANCE WITHACI 318 SECTION 5.3. CONCRETE MIX DESIGN SUBMITTALS SHALL BE STAMPED AND SIGNED BY THE LICENSED ENGINEERRESPONSIBLE FOR THE MIX DESIGN.
5. CONCRETE SHALL BE MAINTAINED IN A MOIST CONDITION ABOVE 50F FOR A MINIMUM OF SEVEN (7) DAYS AFTERPLACEMENT. ALTERNATE METHODS WILL BE APPROVED BY THE SEOR IF SATISFACTORY PERFORMANCE CAN BEASSURED.
6. CONCRETE SHALL NOT FREE FALL MORE THAN SIX FEET. USE TREMIE OR PUMP.
7. LOCATION OF CONSTRUCTION JOINTS AND OTHER TYPES OF JOINTS, OTHER THAN SPECIFIED OR DETAILED, SHALL BEAPPROVED BY THE SEOR BEFORE CONCRETE PLACEMENT.
8. KEYED CONSTRUCTION JOINTS SHALL BE USED IN ALL CASES. ALL CONSTRUCTION JOINTS SHALL BE ROUGHENED TO1/4-INCH AMPLITUDE, THOROUGHLY CLEANED AND ALL LAITANCE SHALL BE REMOVED. ALL VERTICAL JOINTS SHALL BETHOROUGHLY WETTED AND SLUSHED WITH A COAT OF NEAT CEMENT IMMEDIATELY BEFORE PLACING NEW CONCRETE.
9. PRIOR TO PLACING CONCRETE, REINFORCING STEEL AND EMBEDDED ITEMS SHALL BE WELL SECURED IN POSITION.CONCRETE SHALL NOT BE POURED UNTIL ALL FORMS AND REINFORCING HAVE BEEN INSPECTED, ALL PREPARATIONSFOR THE PLACEMENT HAVE BEEN COMPLETED, AND THE PREPARATIONS HAVE BEEN CHECKED BY THE INSPECTOR OFRECORD (IOR).
10. SLEEVES NOT SPECIFICALLY SHOWN ON THE DRAWINGS SHALL BE LOCATED BY THE TRADES INVOLVED AND SHALL BEREVIEWED BY THE SEOR BEFORE CONCRETE IS PLACED. THE CONTRACTOR SHALL VERIFY WITH ALL TRADES THEPROPER PLACEMENT OF OPENING, SLEEVES, CURBS, CONDUITS, ETC., RELATING TO THE WORK.
11. DURING THE TAKING OF TEST SPECIMENS, ALL CONCRETE WITH A 28 DAY STRENGTH GREATER THAN 2,500 PSI SHALL BECONTINUOUSLY INSPECTED BY A SPECIAL INSPECTOR IN CONFORMANCE WITH CBC SECTION 1905.6. A TESTINGLABORATORY SHALL MAKE AND TEST ONE SAMPLE FOR EACH 150 CUBIC YARDS OF CONCRETE BUT NOT LESS THAN ONESAMPLE FOR EACH 5,000 SQUARE FEET OF SURFACE AREA FOR SLABS OR WALLS PER CBC SECTION 1905.6.2. ALL TESTAND INSPECTION REPORTS SHALL BE SUBMITTED TO THE BUILDING DEPARTMENT AND THE SEOR. SEE REINFORCINGSTEEL NOTES FOR SPECIAL INSPECTION REQUIREMENTS.
12. ADDITIONAL INSPECTIONS, CERTIFICATIONS AND TESTING OF CONCRETE MATERIALS SHALL CONFORM TO CBC SECTION1916 AND TABLE 1704.4. CERTIFICATION OF CEMENT AND ADMIXTURES (INCLUDING FLY ASH) SHALL BE PROVIDED TO THEGOVERNING AGENCY INDICATING CONFORMANCE WITH APPLICABLE ASTM STANDARDS.
13. ONLY ONE GRADE OF CONCRETE SHALL BE ALLOWED AT THE JOB SITE AT ANY ONE TIME.
14. PROVIDE 3/4" CHAMFER AT EXPOSED EDGES OF CONCRETE BEAMS AND COLUMNS, UNLESS NOTED OTHERWISE.
15. THE SURFACE OF ALL HORIZONTAL CONSTRUCTION JOINTS SHALL BE CLEANED AND ROUGHENED BY REMOVING THEENTIRE SURFACE AND EXPOSING CLEAN AGGREGATE SOLIDLY EMBEDDED IN MORTAR MATRIX. IN THE EVENT THAT THECONTACT SURFACE BECOMES COATED WITH EARTH, SAWDUST, ETC., AFTER BEING CLEANED, THE ENTIRE SURFACE SOCOATED SHALL BE RE-CLEANED.
16. BOLTS EMBEDDED IN CONCRETE TO BE ASTM F-1554 GR 36, UNLESS NOTED OTHERWISE. ALL EMBEDDED ANCHOR BOLTSSHALL BE HEADED-TYPE. DO NOT USE J-TYPE BOLTS.
17. SUPERIMPOSED LOADS SHALL NOT BE APPLIED TO ELEVATED STRUCTURAL MEMBERS PRIOR TO SEVEN (7) DAYSMINIMUM AFTER CONCRETE PLACEMENT AND UNTIL THE DESIGN STRENGTH LISTED IN NOTE 1 ABOVE HAS BEENREACHED. SHORING SHALL REMAIN IN PLACE UNTIL CONCRETE HAS REACHED DESIGN STRENGTH. ORIGINAL SHORINGOR RE-SHORING SHALL REMAIN IN PLACE FOR A MINIMUM OF 28 DAYS. AT NO TIME DURING A RE-SHORING PROCESSSHALL THE CONCRETE MEMBER BE UNSUPPORTED.
GENERAL STRUCTURAL NOTES:
DESIGN CRITERIA:CODE OF RECORD: 2010 EDITION, CALIFORNIA BUILDING CODE
LATERAL SYSTEM IS BEARING WALL W/ WOOD STRUCTURAL PANEL SHEAR WALLSSEISMIC IMPORTANCE FACTOR 1.00RESPONSE MODIFICATION FACTOR, R 6.50DEFLECTION AMPLIFICATION FACTOR, Cd 4.00SEISMIC BASE SHEAR (STRENGTH LEVEL), V 0.154 W
1. GOVERNING CODE AUTHORITY FOR THIS PROJECT IS REFERRED TO AS “THE GOVERNING AGENCY” IN THESE AND OTHERSTRUCTURAL NOTES SECTIONS.
2. GENERAL NOTES AND TYPICAL DETAILS SHALL APPLY TO ALL PARTS OF THE JOB, EXCEPT WHERE THEY MAY DIFFER WITHDETAILS AND NOTES ON OTHER SHEETS, IN WHICH CASE THE DETAILS AND NOTES ON OTHER SHEETS SHALL GOVERN.DETAIL MARKS WITH "SIM" NOTED INDICATES THAT DETAIL CONTAINS MODIFIED INFORMATION APPLICABLE TO THECONDITION REFERENCED.
3. SEE ARCHITECTURAL DRAWINGS FOR SIZE AND LOCATION OF ALL OPENINGS (EXCEPT AS NOTED), INTERIORNON-BEARING PARTITIONS, CONCRETE CURBS, FLOOR DRAINS, SLOPES, DEPRESSIONS, CHANGES IN LEVEL, CHAMFERS,GROOVES, INSERTS, FINISHES, ETC.; ALSO FOR STAIR FRAMING AND DETAILS (EXCEPT AS SHOWN) AND FOR DIMENSIONSNOT SHOWN ON STRUCTURAL DRAWINGS. WHERE DIMENSIONS DIFFER BETWEEN PLANS, NOTIFY ARCHITECT AND AWAITDIRECTION PRIOR TO PROCEEDING WITH WORK.
4. DO NOT INSERT MECHANICAL, ELECTRICAL OR PLUMBING (MEP) SLEEVES, PIPES OR CONDUIT IN CONCRETE WITHOUTPRIOR APPROVAL OF THE SEOR, TYPICAL UNLESS NOTED OTHERWISE ON PLAN. THE SIZE AND LOCATION OF MACHINE OREQUIPMENT BASES, ANCHOR BOLTS, ETC., SHALL COMPLY WITH THE REQUIREMENTS OF CBC SECTION 1906.3.
5. OMISSIONS OR CONFLICTS BETWEEN THE VARIOUS ELEMENTS OF THE WORKING DRAWINGS AND/OR SPECIFICATIONSSHALL BE BROUGHT TO THE ATTENTION OF THE SEOR PRIOR TO PROCEEDING WITH ANY WORK INVOLVED.
6. THE CONTRACTOR SHALL BE RESPONSIBLE FOR COORDINATING THE WORK OF ALL TRADES AND SHALL CHECK ALLDIMENSIONS. ALL DISCREPANCIES SHALL BE CALLED TO THE ATTENTION OF THE ARCHITECT AND THE SEOR AND SHALLBE RESOLVED PRIOR TO PROCEEDING WITH THE WORK.
7. ALL INFORMATION SHOWN ON THE DRAWINGS RELATIVE TO EXISTING CONDITIONS IS GIVEN AS THE BEST CURRENTKNOWLEDGE, BUT WITHOUT GUARANTEE OF ACCURACY. WHERE ACTUAL CONDITIONS CONFLICT WITH THE DRAWINGS,THEY SHALL BE REPORTED TO THE SEOR SO THAT THE PROPER REVISION MAY BE MADE. MODIFICATIONS OFCONSTRUCTION DETAILS SHALL NOT BE MADE WITHOUT WRITTEN APPROVAL OF THE SEOR AND THE GOVERNINGAGENCY.
8. THE CONTRACT DRAWINGS AND SPECIFICATIONS REPRESENT THE FINISHED STRUCTURE AND DO NOT INDICATE THEMETHOD OR SEQUENCE OF CONSTRUCTION, UNLESS NOTED OTHERWISE. THE CONTRACTOR SHALL SUPERVISE ANDDIRECT THE WORK AND SHALL BE SOLELY RESPONSIBLE FOR CONSTRUCTION MEANS, METHODS, TECHNIQUES,SEQUENCES AND PROCEDURES, INCLUDING BUT NOT LIMITED TO BRACING, SHORING AND LAYDOWN OF CONSTRUCTIONMATERIALS.
9. THE CONTRACTOR SHALL BE RESPONSIBLE FOR TEMPORARY CONSTRUCTION LOADING, INCLUDING LOADING FROMEQUIPMENT SUCH AS SKIP LOADERS, SCISSOR LIFTS, ETC., ON ALL PORTIONS OF THE STRUCTURE, WHETHER ELEVATEDOR ON-GRADE. THE CONTRACTOR SHALL ALSO BE RESPONSIBLE FOR THE PATH-OF-TRAVEL FOR MOVING PERMANENTEQUIPMENT TO ITS FINAL LOCATION; INCLUDING THE EFFECTS OF TEMPORARY LOADING AS THE EQUIPMENT ISINSTALLED. THE CONTRACTOR MAY USE THE “DESIGN LOADS” INFORMATION PROVIDED ABOVE WHEN CONSIDERINGTEMPORARY CONSTRUCTION LOADING CONDITIONS.
10. OBSERVATION VISITS TO THE SITE BY FIELD REPRESENTATIVES OF THE ARCHITECT/SEOR SHALL NOT INCLUDEINSPECTIONS OF THE PROTECTIVE MEASURES OF THE CONSTRUCTION PROCEDURES. ANY SUPPORT SERVICESPERFORMED BY THE ARCHITECT/SEOR DURING THE CONSTRUCTION SHALL BE DISTINGUISHED FROM CONTINUOUS ANDDETAILED SPECIAL INSPECTION SERVICES WHICH ARE FURNISHED BY OTHERS. THESE SUPPORT SERVICES PERFORMEDBY THE ARCHITECT/SEOR, WHETHER OF MATERIAL OR WORK, AND WHETHER PERFORMED PRIOR TO, DURING OR AFTERCOMPLETION OF CONSTRUCTION, ARE PERFORMED SOLELY FOR THE PURPOSE OF ASSISTING IN QUALITY CONTROL ANDIN ACHIEVING CONFORMANCE WITH CONTRACT DOCUMENTS, BUT DO NOT GUARANTEE CONTRACTOR'S PERFORMANCE,AND SHALL NOT BE CONSTRUED AS SUPERVISION OF CONSTRUCTION.
11. ASTM DESIGNATIONS AND ALL STANDARDS REFER TO THE LATEST AMENDMENTS.
12. WHEN THE ALLOWANCE FOR SUBSTITUTION OF A SPECIFIED MATERIAL OR PRODUCT DESIGNATION IS IMPLIED ON THEDESIGN DRAWINGS BY THE USE OF THE WORDS "OR APPROVED EQUAL", APPROVAL SHALL BE OBTAINED FROM THESEOR AND THE GOVERNING AGENCY PRIOR TO FABRICATION OR INSTALLATION OF THE SUBSTITUTED MATERIAL ORPRODUCT.
13. DIMENSIONS SHALL GOVERN OVER SCALES SHOWN ON DRAWINGS.
14. THE OWNER SHALL EMPLOY ONE OR MORE SPECIAL INSPECTORS WHO SHALL PROVIDE SPECIAL INSPECTIONS DURINGCONSTRUCTION WHEN SO SPECIFIED ON THE CONTRACT DRAWINGS AND SPECIFICATIONS FOR CERTAIN TYPES OFWORK. THE SPECIAL INSPECTOR SHALL BE A QUALIFIED PERSON WHO SHALL DEMONSTRATE HIS COMPETENCE, TO THESATISFACTION OF THE GOVERNING AGENCY, FOR INSPECTION OF THE PARTICULAR TYPE OF CONSTRUCTION OROPERATION REQUIRING SPECIAL INSPECTION. THE SPECIAL INSPECTOR SHALL OBSERVE THE WORK ASSIGNED FORCONFORMANCE WITH THE DESIGN DRAWINGS AND SPECIFICATIONS. THE SPECIAL INSPECTOR SHALL FURNISHINSPECTION REPORTS TO THE SEOR AND TO THE GOVERNING AGENCY. ALL DISCREPANCIES SHALL BE BROUGHT TO THEIMMEDIATE ATTENTION OF THE CONTRACTOR FOR CORRECTION, THEN, IF UNCORRECTED, TO THE SEOR AND TO THEGOVERNING AGENCY. THE SPECIAL INSPECTOR SHALL SUBMIT A FINAL SIGNED REPORT STATING WHETHER THE WORKREQUIRING SPECIAL INSPECTION WAS, TO THE BEST OF HIS KNOWLEDGE, IN CONFORMANCE WITH THE DESIGNDRAWINGS AND SPECIFICATIONS AND THE APPLICABLE WORKMANSHIP PROVISION OF THE CODE AND OTHERAPPLICABLE REGULATIONS IDENTIFIED ON THE PLANS OR IN THE PROJECT SPECIFICATIONS.
15. UNLESS SPECIFICALLY SHOWN ON THESE PLANS, NO STRUCTURAL MEMBER (BEAM, COLUMN, SHEARWALL, GRADE BEAM,ETC.) SHALL BE CUT, DRILLED OR NOTCHED WITHOUT PRIOR AUTHORIZATION FROM THE SEOR AND THE GOVERNINGAGENCY.
16. THE ELEVATOR MANUFACTURER SHALL SUBMIT CALCULATIONS, PLANS AND SPECIFICATIONS TO THE ARCHITECT/SEORFOR REVIEW AND APPROVAL BEFORE SUBMITTAL TO THE GOVERNING AGENCY. INSTALLATION OF ELEVATOR GUIDERAILS AND SUPPORTING BRACKETS SHALL NOT BE STARTED UNTIL DETAILED PLANS AND SPECIFICATIONS AREAPPROVED BY THE GOVERNING AGENCY.
SHOP DRAWINGS:A. SHOP DRAWINGS, INCLUDING CONCRETE MIX DESIGNS, REQUIRED BY THE SPECIFICATIONS SHALL BE SUBMITTED TO THE
SEOR FOR REVIEW PRIOR TO FABRICATION OR USE. A SCHEDULE FOR THE RELEASE OF SHOP DRAWING SUBMITTALSSHALL BE PREPARED BY THE CONTRACTOR AND REVIEWED BY THE ARCHITECT/SEOR PRIOR TO THE START OFFABRICATION OR CONSTRUCTION. THIS SUBMITTAL SCHEDULE SHALL PROPORTION THE NUMBER OF SHOP DRAWINGS TOBE REVIEWED IN EACH SUBMITTAL TO ALLOW SUFFICIENT TIME AS DEEMED REASONABLE IN THE PROFESSIONALJUDGMENT OF THE ARCHITECT/SEOR TO PERMIT ADEQUATE REVIEW. SHOP DRAWINGS SHALL REFERENCE THE LATESTREVISION OF EACH STRUCTURAL DESIGN DRAWING USED TO DETAIL FROM. SUBMITTALS THAT DO NOT IDENTIFY THELATEST REVISION OF STRUCTURAL PLANS SHALL BE RETURNED WITHOUT REVIEW, FOR THE DETAILER TO UPDATE ANDRESUBMIT. THE DETAILING ON EACH SHOP DRAWING SHALL BE COMPLETE BEFORE RELEASING FOR REVIEW THESUBMITTAL CONTAINING THAT SHOP DRAWING. IF THE SUBMITTAL MUST BE REVISED, IT SHALL IDENTIFY EACH REVISIONAND/OR ADDITION TO EACH SHOP DRAWING BY CLOUDING OR OTHER MEANS, TO ENSURE THEIR IDENTIFICATION FORREVIEW.
B. SHOP DRAWINGS AND CONCRETE MIX DESIGNS WILL NOT BE ACCEPTED BY THE SEOR DIRECTLY FROM THE PROJECTSUB-CONTRACTORS. SHOP DRAWINGS AND CONCRETE DESIGN MIXES WILL BE ACCEPTED FROM THE GENERALCONTRACTOR ONLY AFTER THEY HAVE BEEN REVIEWED AND SIGNED BY THE GENERAL CONTRACTOR, INDICATINGCOMPLIANCE WITH HIS REQUIREMENTS AND THE REQUIREMENTS OF THE CONSTRUCTION DOCUMENTS. SHOP DRAWINGSNOT COMPLYING WITH THE INSTRUCTIONS IN BOTH NOTES A AND B WILL BE RETURNED BY THE SEOR WITHOUT REVIEW.
1. RECOMMENDATIONS CONTAINED IN REPORT OF PROPOSED STUDENT HOUSING NEW COMMONS BUILDING PROJECT,CALIFORNIA STATE UNIVERSITY LOS ANGELES; PROJECT NUMBER 012527-002, PREPARED BY LEIGHTON AND ASSOCIATES,INC., DATED AUGUST 24, 2011, WERE USED FOR THE STRUCTURAL DESIGN OF FOUNDATIONS AND EARTH RETAININGELEMENTS CONTAINED HEREIN. IF IT IS DETERMINED THAT ANY OF THOSE RECOMMENDATIONS AFFECTINGCONSTRUCTION WILL NOT BE FOLLOWED, A FORMAL CHANGE ORDER SHALL BE PREPARED WITH ADEQUATE TIME FORPROCESSING APPROVAL BY THE SEOR AND THE GOVERNING AGENCY. MHP, INC. ASSUMES NO RESPONSIBILITY FOR THEACCURACY OF THOSE RECOMMENDATIONS.
2. FILLING AND BACKFILLING SHALL BE COMPACTED TO 90% OF MAXIMUM DENSITY IN ACCORDANCE WITH THE PROJECTSPECIFICATIONS AND ASTM TEST METHOD D-1557. FLOODING IS NOT PERMITTED.
3. ALL SITE FILL AND FOUNDATION EXCAVATION SHALL REQUIRE SPECIAL INSPECTION AND APPROVAL BY THE PROJECTGEOTECHNICAL ENGINEER PRIOR TO FORMING. BACKFILL MATERIAL SHALL BE APPROVED BY THE PROJECTGEOTECHNICAL ENGINEER. AS REQUIRED, PILING SHALL ALSO REQUIRE SPECIAL INSPECTION DURING DRIVING ANDTESTING OF PILES.
4. WATER SHALL BE REMOVED FROM FOUNDATION EXCAVATION PRIOR TO PLACING OF CONCRETE. CARE SHOULD BETAKEN SO NOT TO DRY OUT UNDERLYING NATURAL SOILS.
5. CARE SHALL BE TAKEN TO NOT OVER-EXCAVATE FOUNDATION AT LOWER ELEVATION. PREVENT DISTURBING SOILSAROUND FOOTINGS AT HIGHER ELEVATION.
6. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ALL SHORING, ETC., NECESSARY TO SUPPORT CUT AND/OR FILL BANKSDURING EXCAVATION AND FORMING AND PLACEMENT OF CONCRETE.
7. ALLOWABLE SOIL BEARING PRESSURE:A. SPREAD FOOTINGS 3,000 PSFB. CONTINUOUS FOOTINGS 2,500 PSFC. THE BEARING CAPACITY IS PERMITTED TO BE INCREASED BY ONE-THIRD FOR WIND AND SEISMIC LOADING.
REINFORCING STEEL:
1. REINFORCING BARS SHALL BE DEFORMED STEEL CONFORMING TO THE REQUIREMENTS OF ASTM A-615, GRADE 60 (ALLBAR SIZES, UNO) AND SHALL BE DEFORMED IN ACCORDANCE WITH ASTM A-615 AND ACI 3.5.3.
2. DETAILING, FABRICATION AND ERECTION OF REINFORCING STEEL SHALL CONFORM TO THE LATEST EDITION OF THE CRSI"MANUAL OF STANDARD PRACTICE".
3. CONCRETE PROTECTION FOR REINFORCING BARS SHALL BE AT LEAST EQUAL TO THE DIAMETER OF THE BARS. MINIMUMCOVER FOR CAST IN PLACE CONCRETE SHALL BE AS FOLLOWS:A. PLACED AGAINST EARTH 3"B. PLACED AGAINST FORM BELOW GRADE 2"C. FORMED SLABS (#11 BAR & SMALLER) 3/4"D. SLABS ON GRADE (FROM TOP OF SLAB) 1"E. COLUMN AND BEAM (MAIN BARS) 2"F. WALLS EXPOSED TO WEATHER (#6 THROUGH #18 BARS) 2"G. WALLS EXPOSED TO WEATHER (#5 BAR AND SMALLER) 1 1/2"H. WALLS NOT EXPOSED TO WEATHER (#11 BAR AND SMALLER) 3/4"
4. REINFORCING STEEL SHALL BE CLEAN OF RUST, GREASE OR OTHER MATERIAL LIKELY TO IMPAIR BOND. BENDS SHALL BEMADE COLD. GRADE 60 BARS SHALL BE BENT COLD AND ONLY ONCE.
5. IN MASONRY, DEVELOP AND LAP SPLICE REINFORCING BARS FOR 48 BAR DIAMETERS (2'-0" MINIMUM). WHERE ADJACENTLAP SPLICES ARE 3" APART OR LESS, THE LAP SPLICE LENGTH SHALL BE INCREASED TO 64 BAR DIAMETERS.
6. IN CONCRETE, DEVELOP AND LAP SPLICE REINFORCING BARS IN CONCRETE PER SECTIONS AND DETAILS SHOWN ONPLANS.
7. ALL REINFORCING BAR LAPS OR SPLICES SHALL BE AS INDICATED IN PLANS. WHERE LAP OR SPLICE LOCATIONS ARE NOTSPECIFICALLY INDICATED, LAPS OR SPLICES SHALL BE WELL STAGGERED.
8. PRIOR TO PLACING CONCRETE, REINFORCING STEEL AND OTHER EMBEDDED ITEMS SHALL BE WELL-SECURED INPOSITION.
9. COMPLETE REINFORCING PLACEMENT DRAWINGS (SHOP DRAWINGS) SHALL BE PREPARED IN ACCORDANCE WITH ACI 315AND NOTES A AND B OF GENERAL STRUCTURAL NOTES, AND SHALL BE SUBMITTED TO THE SEOR FOR REVIEW PRIOR TOFABRICATION. APPROVED SHOP DRAWINGS SHALL BE AVAILABLE ON THE JOB SITE PRIOR TO PLACING OF CONCRETE.
10. CONTINUOUS SPECIAL INSPECTION OF CONCRETE SHALL INCLUDE INSTALLATION OF REINFORCING STEEL AND SHALL BESCHEDULED SO THAT THE SPACING, BAR SIZE, LAP SPLICE AND EMBEDMENT LENGTH OF REINFORCING BARS, AND THELOCATION OF CONDUIT, SLEEVES AND EMBEDDED ITEMS, MAY BE CORRECTED IF NECESSARY PRIOR TO PLACEMENT OFOVERLYING GRIDS OF REINFORCING STEEL.
11. WHERE TWO LAYERS OF REINFORCING STEEL ARE REQUIRED (i.e. AT FOOTING PADS OR SLABS) PROVIDE METAL CHAIRSTIED TO AND SUPPORTED BY LOWER MAT OF REINFORCING TO SUPPORT THE UPPER MAT OF REINFORCING.
CONCRETE BLOCK MASONRY (NORMAL STRENGTH):
1. CONCRETE MASONRY UNITS (CMU) SHALL BE MEDIUM WEIGHT (AVERAGE WEIGHT TO EQUAL 120 POUNDS PER CUBICFOOT) GRADE N-I, CONFORMING TO ASTM C-90. MINIMUM COMPRESSIVE STRENGTH ON NET AREA OF CMU BLOCK = 1,900PSI. MINIMUM COMPRESSIVE STRENGTH OF GROUTED CMU ASSEMBLY, f'm = 1,500 PSI AT 28 DAYS.
2. MORTAR: TYPE S, CONFORMING TO CBC SECTION 2103.8. MINIMUM COMPRESSIVE STRENGTH, f'c= 1,800 PSI AT 28 DAYS.
3. GROUT: CONFORMING TO CBC SECTION 2103.12. MINIMUM COMPRESSIVE STRENGTH, f'c = 3,000 PSI AT 28 DAYS. MINIMUMGROUT SPACE IS THREE INCHES (3") IN LEAST DIMENSION.
4. AGGREGATES: SAND AGGREGATE FOR MORTAR SHALL CONFORM TO ASTM C-114. COARSE AND FINE AGGREGATE FORGROUT SHALL CONFORM TO ASTM C-404.
5. GROUT PLACEMENT: MAXIMUM GROUT LIFT SHALL BE 4 FEET, UNLESS NOTED OTHERWISE. NON-CONTINUOUSPLACEMENTS SHALL BE STOPPED 1-1/2" BELOW THE TOP OF A COURSE TO FORM A KEY AT POUR JOINTS.
6. ALL CELLS SHALL BE SOLID GROUTED UNLESS NOTED OTHERWISE.
7. THE THICKNESS OF GROUT BETWEEN BLOCK UNITS AND REINFORCING STEEL SHALL BE THE BAR DIAMETER OR 1/2"MINIMUM; THE THICKNESS OF GROUT BETWEEN PARALLEL REINFORCING BARS SHALL BE 3/4" MINIMUM.
8. ALL MORTAR JOINTS SHALL BE TOOLED TO A CONCAVE SHAPE.
9. ALL CMU WALLS BELOW GRADE SHALL BE WATERPROOFED ON THE EXTERIOR SURFACE EXTENDING FROM THEFOUNDATION PAD TO ABOVE GRADE AND POSITIVELY DRAINED. SEE ARCHITECTURE OR CIVIL DRAWINGS FORWATERPROOFING AND DRAINAGE SPECIFICATIONS.
10. INSPECTION BY A MASONRY INSPECTOR APPROVED BY DSA SHALL BE REQUIRED DURING PREPARATION OF MASONRYWALL PRISMS, SAMPLING AND PLACING OF ALL MASONRY UNITS, PLACEMENT OF REINFORCEMENT, INSPECTION OFGROUT SPACE, IMMEDIATELY PRIOR TO CLOSING OF CLEANOUTS, AND DURING ALL GROUTING OPERATIONS INCONFORMANCE WITH CBC TABLE 1704.5.3.
11. BOLTS EMBEDDED IN MASONRY UNITS SHALL BE ASTM F-1554 GR 36. ALL EMBEDDED ANCHOR BOLTS SHALL BEHEADED-TYPE. DO NOT USE J-TYPE BOLTS. ALL BOLTS SHALL BE GROUTED IN PLACE WITH AT LEAST ONE INCH (1")GROUT BETWEEN THE BOLT AND MASONRY AND SHALL BE ACCURATELY SET WITH TEMPLATES.
12. STORE MASONRY UNITS UNDER COVER AT JOB SITE.
13. HORIZONTAL REBAR SHALL BE PLACED IN BOND BEAM UNITS.
14. MASONRY PRISM TESTING:A SET OF FIVE (5) MASONRY PRISMS SHALL BE BUILT AND TESTED IN ACCORDANCE WITH CBC SECTION 2105A.2.2.2 PRIORTO THE START OF CONSTRUCTION. MATERIALS USED FOR THE CONSTRUCTION OF THE PRISMS SHALL BE TAKEN FROMTHOSE SPECIFIED TO BE USED IN THE PROJECT. PRISMS SHALL BE CONSTRUCTED UNDER THE OBSERVATION OF THEMASONRY INSPECTOR APPROVED BY DSA AND TESTED BY AN APPROVED AGENCY. A SET OF THREE (3) MASONRY PRISMSSHALL BE BUILT AND TESTED DURING CONSTRUCTION IN ACCORDANCE WITH ASTM C-1314 FOR EVERY 5,000 SQUARE FEETOF WALL AREA, BUT NOT LESS THAN ONE SET OF THREE MASONRY PRISMS FOR THE PROJECT IN COMPLIANCE WITH CBCSECTION 2105.3.
STRUCTURAL AND MISCELLANEOUS STEEL:
1. ALL STRUCTURAL AND MISCELLANEOUS STEEL SHALL BE FABRICATED AND ERECTED IN ACCORDANCE WITH AISCSPECIFICATIONS FOR THE DESIGN, FABRICATION AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS, LATESTEDITION. ALL STRUCTURAL AND MISCELLANEOUS STEEL SHALL CONFORM TO THE FOLLOWING SPECIFICATION (UNLESSNOTED OTHERWISE):A. WIDE FLANGE SECTIONS (W,WT) ASTM A-992 FY=50KSIB. CHANNELS AND MISC SHAPES (C,MC,S,M) ASTM A-36 FY=36KSIC. ANGLES AND PLATES ASTM A-36 FY=36KSID. PIPE (STD,X-STRG,XX-STRG) ASTM A-53 TYPE E, GR B FY=35KSIE. HSS TUBE (SQ,RECTANG) ASTM A-500, GR B FY=46KSIF. HSS TUBE (ROUND) ASTM A-500, GR B FY=42KSI
2. STEEL HSS TUBES SHALL CONFORM TO ASTM A-500 GR B SEAMLESS. SULFUR CONTENT SHALL BE LESS THAN OR EQUALTO 0.05%.
3. STRUCTURAL STEEL SHOP DRAWINGS SHALL BE SUBMITTED TO THE ARCHITECT AND SEOR FOR REVIEW PRIOR TOFABRICATION AND ERECTION, IN ACCORDANCE WITH NOTES A AND B OF GENERAL STRUCTURAL NOTES.
4. A TOLERANCE OF + 0, -1/4 INCH SHALL BE APPLIED TO ALL SPECIFIED CAMBERS.
5. ALL STEEL EXPOSED TO MOISTURE OR WEATHER SHALL BE HOT-DIPPED GALVANIZED, UNLESS NOTED OTHERWISE.
6. PAINTING OF STRUCTURAL STEEL SHALL COMPLY WITH THE REQUIREMENTS PER AISC 360 AND CBC SECTION 2203.2.STRUCTURAL STEEL EMBEDDED IN CONCRETE OR MASONRY SHALL BE UNPAINTED.
7. HOT-DIP GALVANIZE OR PROVIDE THREE-INCH (3") MINIMUM CONCRETE COVER AROUND ALL STRUCTURAL STEELBELOW GRADE.
8. BOLTS SHALL CONFORM TO ASTM A-307, UNLESS NOTED OTHERWISE. BOLTS EMBEDDED IN CONCRETE OR MASONRYSHALL CONFORM TO ASTM F-1554 GR 36 AND SHALL BE HEADED-TYPE. DO NOT USE J-TYPE BOLTS. THREADED RODSSHALL CONFORM TO ASTM A-36.
9. UNLESS NOTED OTHERWISE, ALL BOLTS SHALL BE INSTALLED "SNUG TIGHT". THE SNUG TIGHT CONDITION IS DEFINEDAS THE TIGHTNESS THAT EXISTS WHEN ALL PLIES OF THE JOINT ARE IN FIRM CONTACT. BOLTS OF SLOTTEDCONNECTIONS SHALL BE INSTALLED "FINGER TIGHT" ONLY, WITH THREADS SPOILED. THE FINGER TIGHT CONDITION ISDEFINED AS THE TIGHTNESS THAT EXISTS WHEN THE WASHER AND BOLT HEAD ARE IN FULL CONTACT WITH WEB ORSHEAR TAB. WHERE SLOTTED CONNECTIONS ARE INDICATED THE WASHER SHALL BE PLACED OVER THE SLOTTED HOLE.
10. WHERE THE USE OF ASTM A-325 OR ASTM A-490 BOLTS IS SPECIFIED, SPECIAL INSPECTION IS REQUIRED DURINGINSTALLATION. SPECIAL INSPECTION PROVIDED SHALL BE IN CONFORMANCE WITH THE REQUIREMENTS OF THE"SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM A-325 OR A-490 BOLTS" AS PUBLISHED BY AISC.
11. ALL WELDING SHALL COMPLY WITH AWS SPECIFICATIONS AND SHALL BE PERFORMED BY WELDERS CERTIFIED FOR THETYPE OF WELDING TO BE PERFORMED. WELDING PROCEDURE SPECIFICATIONS (WPS) SHALL BE PROVIDED FOR EACHWELD TYPE SHOWN ON THE DRAWINGS IN CONFORMANCE WITH AWS D1.1. EACH WPS SHALL BE REVIEWED BY AN AWSSCWI CERTIFIED INSPECTOR AND SUBMITTED TO THE STRUCTURAL ENGINEER OF RECORD (SEOR) FOR REVIEW.
12. ALL WELDING SHALL BE DONE BY ELECTRIC ARC PROCESS WITH E70XX ELECTRODES. (PROVIDE E80XX ELECTRODES ATWELDED REBAR.)
13. WHERE FILLET WELD SYMBOL IS GIVEN WITHOUT INDICATION OF SIZE, USE MINIMUM SIZE WELDS AS SPECIFIED IN THEAISC STEEL CONSTRUCTION MANUAL, 13TH EDITION, SPECIFICATION SECTION J2.2B.
14. CONTINUOUS SPECIAL INSPECTION BY AN AWS CERTIFIED INSPECTOR APPROVED BY THE GOVERNING AGENCY ISREQUIRED FOR ALL STRUCTURAL WELDING. (WELDING OF MISCELLANEOUS LIGHT-GAUGE MATERIALS SUCH AS METALSTUDS, FURRING CHANNELS, ETC., DOES NOT REQUIRE SPECIAL INSPECTION.)
15. ALL WELDING DONE IN THE SHOP OF A LICENSED STEEL FABRICATOR SHALL REQUIRE CONTINUOUS INSPECTION BY ANAWS CERTIFIED INSPECTOR APPROVED BY THE GOVERNING AGENCY.
STRUCTURAL OBSERVATION:
1. THE STRUCTURAL ENGINEER OF RECORD (SEOR), OR HIS/HER DESIGNATED ENGINEER, SHALL PROVIDE VISUALSTRUCTURAL OBSERVATION OF THE STRUCTURAL SYSTEM FOR GENERAL CONFORMANCE TO THE APPROVEDCONSTRUCTION DOCUMENTS AND SPECIFICATIONS AT SIGNIFICANT CONSTRUCTION STAGES AND AT COMPLETION OFTHE STRUCTURAL SYSTEM, AS REQUIRED BY CBC SECTION 1709 AND AS DEFINED IN CBC SECTION 1702. WRITTENREPORTS SHALL BE SUBMITTED TO THE OWNER'S REPRESENTATIVE OR HIS DESIGNEE FOR DISTRIBUTION TO THESPECIAL INSPECTOR, CONTRACTOR AND BUILDING OFFICIAL.
2. THE STRUCTURAL OBSERVER SHALL SUBMIT A WRITTEN STATEMENT TO THE GOVERNING AGENCY THAT THE SITE VISITSHAVE BEEN MADE. SUCH REPORTS SHALL IDENTIFY ANY OBSERVED DEFICIENCIES, WHICH TO THE BEST OF THESTRUCTURAL OBSERVER'S KNOWLEDGE HAVE NOT BEEN RESOLVED. AT THE COMPLETION OF THE STRUCTURAL SYSTEMTHE STRUCTURAL OBSERVER SHALL PROVIDE A FINAL OBSERVATION REPORT INDICATING THAT TO THE BEST OF HIS/HERKNOWLEDGE ALL OBSERVED DEFICIENCIES HAVE BEEN RESOLVED AND THE STRUCTURAL SYSTEM GENERALLYCONFORMS TO THE APPROVED PLANS AND SPECIFICATIONS.
3. STRUCTURAL OBSERVATION DOES NOT INCLUDE OR WAIVE THE RESPONSIBILITY OF THE INSPECTIONS BY THE BUILDINGOFFICIAL AS REQUIRED BY CBC SECTION 109, SPECIAL INSPECTIONS REQUIRED BY CBC SECTION 1704, OR ANY OTHERINSPECTION REQUIRED BY OTHER SECTIONS OF THE CODE OR AS NOTED ELSEWHERE IN THE CONTRACT DOCUMENTS.THE STRUCTURAL OBSERVER DOES NOT HAVE THE AUTHORITY TO APPROVE COVERING OF CONSTRUCTION AND HIS/HERPOSITIVE DISPOSITION OF THE OBSERVATION REPORT DOES NOT WARRANT THAT THE CONSTRUCTION WILL PASS THEBUILDING OFFICIAL'S INSPECTION.
4. STRUCTURAL OBSERVATION FOR THIS PROJECT SHALL BE PROVIDED BY MHP, INC., 4500 E. PACIFIC COAST HIGHWAY,SUITE 100, LONG BEACH, CALIFORNIA 90804; TELEPHONE (562) 985-3200; FAX (562) 985-1011.
5. THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE CONSTRUCTION SCHEDULE AND SHALL NOTIFY THE STRUCTURALOBSERVER NO LESS THAN THREE (3) BUSINESS DAYS IN ADVANCE OF REQUIRED OBSERVATIONS. FAILURE OF THECONTRACTOR TO PROVIDE ADEQUATE NOTIFICATION MAY RESULT IN DELAYS DUE TO CORRECTIVE WORK OR REMOVALOF SUBSEQUENT WORK TO ALLOW ADEQUATE OBSERVATION. REMOVAL AND REPLACEMENT OF ANY FINISHED WORKAND/OR FRAMING DAMAGED BY THE REMOVAL PROCESS OR AS REQUIRED FOR CORRECTIVE ACTION RESULTING FROMINADEQUATE NOTIFICATION SHALL BE AT THE CONTRACTOR'S EXPENSE.
6. THE STRUCTURAL OBSERVER SHALL AS A MINIMUM PERFORM STRUCTURAL OBSERVATION AT THE FOLLOWING STAGESOF CONSTRUCTION (CONSTRUCTION STAGES AND ELEMENTS/CONNECTIONS TO BE OBSERVED):
A. CONCRETE & REINFORCING STEELAFTER EXCAVATION OR FORMING AND PLACEMENT OF REINFORCING STEEL, PRIOR TO CLOSING FORMS ANDPLACEMENT OF CONCRETE, FOR FIRST SIGNIFICANT POUR OF STRUCTURAL WORK.
B. MASONRY & REINFORCING STEELAFTER PLACEMENT OF MASONRY UNITS AND PLACEMENT OF REINFORCING STEEL, PRIOR TO PLACEMENT OFGROUT, FOR FIRST SIGNIFICANT POUR OF STRUCTURAL WORK.
C. WOOD SHEAR WALLSREPRESENTATIVE SAMPLING OF SHEAR PANEL NAILING AND ANCHORAGE SYSTEMS, PRIOR TO COVERING.
D. MANUFACTURED WOOD TRUSSES OR JOISTSREPRESENTATIVE SAMPLING OF TRUSS AND JOIST INSTALLATION, PRIOR TO COVERING.
E. FLOOR/ROOF DIAPHRAGMSREPRESENTATIVE SAMPLING OF CONNECTION OF DIAPHRAGM (i.e. NAILING, POWER-DRIVEN FASTENERS OR WELDS)TO THE FRAMING SYSTEM.
AT HIGH ROOF (OR ABOVE FLATDIAPHRAGM SUPPORTED BY 2x JOIST)
TILE 11.5 PSF
PLYWOOD 1.5 PSF
INSULATION, SPRINKLERS 3.0 PSF
TRUSSED RAFTERS(INCLUDING CALIFORNIA
FRAMING)VARIES
MISCELLANEOUS 4.0 PSF
LIVE LOAD 20 PSF
TRUSSED RAFTER NOTES:
1. TRUSSED RAFTERS SHALL BE MANUFACTURED BY A FABRICATOR WITH AT LEAST 3 YEARS SATISFACTORY EXECUTIONOF THIS TYPE OF WORK.
2. TRUSSED RAFTERS SHALL BE FABRICATED WITH LIGHT METAL PLATES AS MANUFACTURED BY COMPUTRUS,GANGNAIL,OR EQUAL AND SHALL CONFORM TO 2010 CBC.
3. COMPLETE DESIGN CALCULATIONS AND DETAILS, INCLUDING FRAMING PLAN, LOCATION OF MULTIPLE TRUSSED RAFTERSAND SHEAR TRUSSES, CONNECTION DETAILING, TRUSS AND WEB CONFIGURATION, SHALL BE PREPARED BY AREGISTERED CIVIL ENGINEER. AFTER APPROVAL BY STRUCTURAL ENGINEER, STAMPEDAND SIGNED CALCULATIONS ANDDRAWINGS SHALL BE SUBMITTED TO BUILDING DEPARTMENT FOR APPROVAL.
4. SUGGESTED WEB CONFIGURATION FOR TRUSSED RAFTERS, SHOWN ON TRUSSED RAFTER ELEVATIONS. MAY BEMODIFIED WITH THE APPROVAL OF STRUCTURAL ENGINEER AND BUILDING DEPARTMENT. GENERAL CONTRACTOR SHALLCOORDINATE MODIFICATIONS WITH ALL AFFECTED TRADES AND SHALL VERIFY THAT NO TRADE IS ADVERSELYAFFECTED.
5. TRUSSED RAFTERS ARE CONSIDERED AS A "DEFERRED APPROVAL" ITEM. FABRICATION OF TRUSSES SHALL NOT BESTARTED UNTIL DRAWINGS AND CALCULATIONSAS OUTLINED ABOVE, ARE APPROVED BY STRUCTURAL ENGINEER ANDBUILDING DEPARTMENT. SUFFICIENT TIME SHALL BE ALLOWED FOR THE REVIEW/, APPROVAL PROCESS SO THAT THEPROJECT SCHEDULE IS NOT AFFECTED.
6. ADEQUATE ERECTION BRACING SHALL BE INSTALLED TO HOLD THE TRUSSED RAFTERS TRUE AND PLUMB AND IN SAFECONDITION UNTIL PERMANENT TRUSSBRACING IS INSTALLED. ALL BRACING SHALL BE INSTALLED AND FASTENED BEFOREAPPLICATION OF ANY LOADS TO THE TRUSSED RAFTERS. REQUIRED ERECTION AND PERMANENT BRACING SHALL BENOTED WITH THE DETAILS SUBMITTED FOR APPROVAL.
7. RAFTERS SHALL BE DESIGNED FOR THE FOLLOWING LOADS:
(CEILING JOISTS SHALL BE DESIGNED FOR A MINIMUM LIVE LOAD OF 10 PSF PLUS DEAD LOAD OF 11 PSF).
8. TRUSS PLANS AND CALCULATIONS SHALL BE SUBMITTED TO THE CITY BUILDING DEPARTMENT AND PROJECTSTRUCTURAL ENGINEER FOR APPROVAL PRIOR TO FABRICATION. APPROVED TRUSS DRAWINGS MUST BE ON THEJOBSITE FOR INSPECTION PURPOSES.
9. TRUSS LAYOUT AND WEB CONFIGURATION SHALL BE COORDINATED TO ACCOMMODATE ALL OPENINGS REQUIRED FORMECHANICAL AND ARCHITECTURAL.
10. DESIGN TRUSSES OVER SHEAR WALLS FOR A 200 PLF SHEAR LOADS PARALLEL TO LENGTH OF TRUSS.
11. DRAG TRUSSES (AS DESIGNATED ON PLAN THUS: "DRAG TRUSS") SHALL BE DESIGNED TO TRANSMIT THE AXIAL FORCEINDICATED FROM TOP CHORD TO BOTTOM CHORD, AND THE BOTTOM CHORD SHALL BE VERIFIED FOR AXIAL TENSIONAND COMPRESSION CAPACITY.
FRAMING LUMBER:
1. ALL STRUCTURAL LUMBER SHALL BE DOUGLAS FIR-LARCH, WEST COAST (WCDF) OF THE FOLLOWING MINIMUM GRADES(UNLESS NOTED OTHERWISE):
A. PLATES, BLOCKING, 2x FRAMING AND 2x6 STUDS AND LARGER = No. 2B. 2x4 STUDDING = CONSTRUCTION GRADEC. 2x ROOF FRAMING, BEAMS, HEADERS AND OTHER 4x OR LARGER MEMBERS (UNO) = No. 1D. POSTS = SELECT STRUCTURAL
2. STRUCTURAL PLYWOOD SHALL BE DOUGLAS FIR CONFORMING TO UNITED STATES PRODUCT STANDARD PS-1-95EXTERIOR GRADE, MARKED STRUCTURAL I AND SHALL BE STAMPED BY AN APPROVED FABRICATOR.
3. FEATURES OF THE CONSTRUCTION OF HORIZONTAL WOOD DIAPHRAGMS, SHEAR WALLS AND ANY SPECIALCONNECTIONS WITHIN OR BETWEEN SUCH ELEMENTS SHALL BE INSPECTED AFTER INSTALLATION IN ACCORDANCE WITHTHE FOLLOWING INSPECTION STANDARD. INSPECTION MAY BE PERFORMED ON A PERIODIC BASIS PROVIDED ALLFEATURES HAVE BEEN INSPECTED PRIOR TO THE INSTALLATION OF ANY COVERING MATERIALS. THIS INSPECTION SHALLBE DONE BY A SPECIAL INSPECTOR WHEN SHEATHING BOUNDARY NAILING IS CLOSER THAN FOUR INCHES (4") ONCENTER.
A. FRAMING ON WHICH THE DIAPHRAGM AND SHEAR WALL SHEATHING IS INSTALLED SHALL BE OF THE SIZE AND GRADEAND MOISTURE CONTENT SPECIFIED. WET LUMBER SHALL BE ALLOWED TO AIR DRY TO COMPLY WITH THE SPECIFIEDMOISTURE CONTENT UNDER WHICH IT IS GRADED, PRIOR TO COVERING WITH SHEATHING. SPACING OF FRAMINGMEMBERS SHALL BE AS SPECIFIED AND ACCURATELY MAINTAINED SO AS TO ENSURE ADEQUATE EDGE AND ENDDISTANCES. WHERE ADEQUATE EDGE OR END DISTANCES ARE NOT OBTAINED, THE FRAMING SHALL BE ADJUSTED ORTHE SHEATHING TRIMMED TO SECURE PROPER END AND EDGE DISTANCES AND OTHER CLEARANCES. FRAMINGOBSERVED TO HAVE BEEN SPLIT BY FASTENERS SHALL BE REPLACED AND THE SHEATHING REFASTENED.
B. SHEATHING SHALL BE OF THE TYPE, THICKNESS AND GRADE CALLED FOR ON THE PLANS. ALTERNATE SHEATHINGMATERIAL SHALL NOT BE USED WITHOUT THE WRITTEN AUTHORIZATION OF THE SEOR.
C. FASTENERS USED TO CONNECT SHEATHING TO UNDERLYING FRAMING SHALL BE OF THE SIZE SPECIFIED ON THEPLANS, INSTALLED AT THE CENTER-TO-CENTER SPACING NOTED THEREIN. FASTENERS SHALL BE INSTALLED AT THEMINIMUM DISTANCE FROM THE EDGE OR END OF THE DIAPHRAGM OR SHEAR WALL SHEATHING. THE FASTENER HEADSHALL BE DRIVEN FLUSH BUT SHALL NOT FRACTURE THE SURFACE OF THE SHEATHING. FASTENERS SHALL BESTAGGERED ALONG THE UNDERLYING FRAMING MEMBERS TO THE EXTENT PERMITTED BY EDGE AND END DISTANCEREQUIREMENTS. FASTENERS SHALL PENETRATE THROUGH THE SHEATHING AND INTO SOLID FRAMING OR BLOCKINGBEHIND. INCORRECTLY FASTENED SHEATHING SHALL BE IDENTIFIED AND REPAIRED AS DIRECTED BY THE SEOR.
D. BLOCKING CALLED FOR AT THE UNSUPPORTED EDGES OF PANEL SHEATHING AND ELSEWHERE, SHALL BE OF THETHICKNESS AND GRADE OF MATERIAL SPECIFIED AND/OR NOTED. BLOCKING BETWEEN WOOD MEMBERS SHALL BESNUGLY FIT. BLOCKING OBSERVED TO HAVE BEEN SPLIT BY THE FASTENERS SHALL BE REPLACED AND SHEATHINGREFASTENED.
E. SPECIAL FASTENINGS SHOWN ON THE PLANS, SUCH AS HORIZONTAL DIAPHRAGM AND SHEAR WALL SHEATHINGNAILING TO CHORDS, DRAG STRUTS, POST TIE-DOWNS AND BLOCKING ABOVE SHEAR WALLS, SHALL BE INSTALLED.SILLS SHALL BE SECURED AS SHOWN ON THE PLANS. SPECIAL CLIPS, STRAPS, TIE-DOWNS AND OTHER CONNECTIONSWITHIN OR BETWEEN DIAPHRAGMS AND SHEAR WALLS SHALL BE INSTALLED AS SHOWN ON THE PLANS. SPECIALINSPECTION SERVICES SHALL BE SCHEDULED SO AS TO ALLOW ANY CORRECTIVE WORK TO BE ACCOMPLISHEDWITHOUT INTERFERENCE WITH LATER SCHEDULED WORK.
F. PANEL LAYOUT RELATIVE TO THE FRAMING AND THE PANEL JOINTS SHALL BE AS SHOWN ON THE PLANS. END JOINTSON FLOOR AND ROOF DIAPHRAGMS SHALL BE STAGGERED A MINIMUM OF TWO FRAMING MEMBERS FOR FRAMINGSPACED 24 INCHES ON CENTER OR LESS AND ONE FRAMING MEMBER FOR FRAMING SPACED MORE THAN 24 INCHES.THE LONG AXIS OF PANEL SHALL BE ORIENTED ACROSS THE SUPPORTING FRAMING MEMBERS UNLESS OTHERWISESHOWN OR NOTED ON THE PLANS. PANEL ENDS SHALL BE SUPPORTED ON FRAMING. SHEAR WALL PANELS SHALL BEORIENTED AS NOTED ON THE PLANS.
4. NO STRUCTURAL MEMBER SHALL BE CUT OR NOTCHED UNLESS SPECIFICALLY SHOWN, NOTED OR APPROVED BY THESEOR.
5. MAXIMUM MOISTURE CONTENT FOR ALL STRUCTURAL MEMBERS SHALL NOT EXCEED 19 PERCENT (19%) UNLESS NOTEDOTHERWISE. ALL 2x FRAMING SHALL BE STAMPED “S-DRY.” ANY LUMBER STAMPED “S-GREEN” SHALL HAVE A MOISTURECONTENT OF LESS THAN 19% AT THE TIME OF INSTALLATION AND THE MOISTURE CONTENT SHALL BE TESTED WITH AMOISTURE METER HAVING ONE INCH (1”) NEEDLE IN THE PRESENCE OF AN INSPECTOR.
6. BOLT HOLES TO BE NOMINAL DIAMETER OF BOLT PLUS 1/16" UNLESS NOTED OTHERWISE. PROVIDE WASHERS UNDERHEADS AND NUTS OF ALL BOLTS AND LAG SCREWS BEARING ON WOOD.
7. PRESERVATIVE-TREATED WOOD (i.e. PROTECTED AGAINST DECAY OR INSECT ATTACK) SHALL BE USED FOR WOODFRAMING MEMBERS WHICH FORM THE STRUCTURAL SUPPORTS OF BUILDINGS, BALCONIES, PORCHES OR SIMILARPERMANENT BUILDING APPURTENANCES WHEN SUCH MEMBERS ARE EXPOSED TO THE WEATHER WITHOUT ADEQUATEPROTECTION FROM A ROOF, EAVE, OVERHANG OR OTHER COVERING TO PREVENT MOISTURE OR WATER ACCUMULATIONON THE SURFACE OR AT JOINTS BETWEEN MEMBERS IN ACCORDANCE WITH CBC SECTION 2304.11. WHERE MEMBERSARE FIELD CUT, DRILLED, NOTCHED OR OTHERWISE ALTERED IN THE FIELD, ALL AFFECTED SURFACES SHALL BERE-TREATED.
8. WOOD FRAMING TO BE PRESERVATIVE-TREATED SHALL CONFORM TO THE REQUIREMENTS OF THE APPLICABLE AWPASTANDARD U1 AND M4 FOR THE SPECIES, PRODUCT, PRESERVATIVE AND END USE. THESE WOOD MEMBERS SHALL BEARTHE QUALITY MARK OF AN INSPECTION AGENCY THAT MAINTAINS CONTINUING SUPERVISION, TESTING AND INSPECTIONOVER THE QUALITY OF THE PRESERVATIVE-TREATED WOOD IN CONFORMANCE WITH CBC SECTION 2303.1.8.1.
9. WHERE PRESERVATIVE-TREATED WOOD IS USED IN ENCLOSED LOCATIONS WHERE DRYING IN SERVICE CANNOT READILYOCCUR, SUCH WOOD SHALL BE AT A MOISTURE CONTENT OF 19 PERCENT (19%) OR LESS BEFORE BEING COVERED WITHINSULATION, INTERIOR WALL FINISH, FLOOR COVERING OR OTHER MATERIALS IN CONFORMANCE WITH CBC SECTION2303.1.8.2.
10. FRAMING HANGERS, CAPS, HOLDOWNS, POST BASES, ANCHORS, CONNECTORS, ETC., SHALL BE AS MANUFACTURED BY"SIMPSON COMPANY" OR APPROVED EQUAL TO BE SUBMITTED TO STRUCTURAL ENGINEER FOR APPROVAL PRIOR TOINSTALLATION.
11. FASTENERS USED FOR THE ATTACHMENT OF EXTERIOR WALL COVERINGS AND/OR PRESERVATIVE-TREATED WOODMEMBERS, SHALL BE OF HOT-DIPPED ZINC-COATED GALVANIZED STEEL (ASTM A-153), MECHANICALLY DEPOSITEDZINC-COATED STEEL (ASTM B-695), STAINLESS STEEL, SILICON BRONZE OR COPPER.
12. NAILS SHALL CONFORM TO THE REQUIREMENTS OF ASTM F-1667 PER CBC SECTION 2303.6. NAILS SHALL BE COMMONWIRE (UNO) AND THE NUMBER OF NAILS CONNECTING WOOD MEMBERS SHALL NOT BE LESS THAN THE AMOUNTS SETFORTH IN THE PREVAILING BUILDING CODE. GALVANIZED COMMON NAILS SHALL BE USED FOR ALL EXPOSED EXTERIORWOOD. COMMON NAILS SHALL CONFORM TO THE SPECIFICATIONS OF NAIL PROPERTIES SCHEDULE BELOW:
13. TOE NAILS SHALL BE DRIVEN AT AN ANGLE OF APPROXIMATELY 30 DEGREES WITH THE MEMBER AND STARTEDAPPROXIMATELY 1/3 THE LENGTH OF THE NAIL FROM THE MEMBER END.
14. AT THE ROOF, PROVIDE FULL HEIGHT SOLID BLOCKING AT ENDS OF ALL JOISTS ABOVE BEARING WALLS, AND AT 8-FOOTON CENTER FOR MEMBERS NOMINALLY 14" DEEP OR LARGER.
15. STITCH NAILING FOR DOUBLE SAWN JOISTS SHALL BE 16d NAILS AT 12" ON CENTER STAGGERED TOP AND BOTTOM.STITCH BOLTING FOR BUILT UP BEAMS (FOUR 2x MEMBERS MAXIMUM) SHALL BE 1/2" DIAMETER MACHINE BOLT AT 18" ONCENTER. STITCH BOLTING FOR FIVE 2x MEMBERS OR MORE SHALL BE 5/8" DIAMETER MACHINE BOLTS AT 18" ON CENTERSTAGGERED TOP AND BOTTOM, UNLESS NOTED OTHERWISE.
16. STITCH NAIL DOUBLE STUDS A MINIMUM OF 16d NAILS AT 16" ON CENTER, UNLESS NOTED OTHERWISE.
17. ALL STUDDING SHALL BE CONTINUOUS BETWEEN POINTS OF LATERAL SUPPORT.
18. PROVIDE A MINIMUM OF A DOUBLE STUD UNDER 4x AND LARGER (OR BUILT-UP BEAMS) UNLESS NOTED OTHERWISE ONPLAN.
19. PRE-DRILL ALL LAG SCREW HOLES WITH DIAMETER (D) FOR UNTHREADED SHANK, 40% TO 70% OF D FOR THREADEDPORTION. THE THREADED PORTION OF LAG SCREWS SHALL BE INSERTED IN ITS LEAD HOLE BY TURNING WITH AWRENCH, NOT BY DRIVING WITH A HAMMER. PROVIDE SOAP OR LUBRICANT ON LAG SCREWS OR IN LEAD HOLE TOFACILITATE INSERTION AND PREVENT DAMAGE TO LAG SCREWS OR WOOD SCREWS.
NAIL PROPERTIES SCHEDULE
DESIGNATION LENGTH WIRE DIAMETER HEAD DIAMETER
6d 2" 0.113" 0.266"
8d 2 1/2" 0.131" 0.281"
10d 3" 0.148" 0.312"
12d 3 1/4" 0.148" 0.312"
16d 3 1/2" 0.162" 0.344"
20d 4" 0.192" 0.406"
NOTE: 10d COMMON SHORT (2-1/8" LONG) MAY BE USED AT 1/2" AND THINNERPLYWOOD IN LIEU OF 10d COMMON (3") OR 8d COMMON (2-1/2"). NAILINGSHALL NOT BREAK THROUGH OUTER PLY OF PLYWOOD. IF PNEUMATIC GUNSARE USED, THEY SHALL BE ADJUSTED TO SATISFY THE ABOVE CRITERIA.
D
30" MIN LAPTYP UNO
D 1.75(S)
S
3" CLR
3" CLR
S = 1'-6" MAXD = FTG DEPTH
FOOTING TOPREINF AS OCCURS
STEP
PER
PLA
N
FOOTING &REINF PERPLAN
MATCH FOOTINGREINF
30" MIN LAP
SCALE:STEPPED FOOTING 9
NONE
SCALE:PIPES THROUGH FOOTINGS 4
NONE
9"
6"3'-
0"MA
X
FOOT
ING
OR G
RADE
BEAM
THI
CKNE
SSPE
R PL
AN N
O PI
PEW
ITHI
N DI
MENS
ION
PIPE (4"Ø MAX)
PROVIDE SCH 40PIPE SLEEVES (IDOF SLEEVE 2"LARGER THANPIPE)
OPTIONALPOUR1"
CLR
AROU
NDPI
PE TYP
STEM WALL ASOCCURS
SECTION ELEVATION
SCALE:FOOTING POURED AGAINST EARTH 3
NONE
NOTES:1. STAKES ARE NOT PERMITTED WITHIN
FOOTING OR GRADE BEAM SECTION.2. STARTER WALL REQUIRED FOR ALL
MASONRY OR CONCRETE WALLS.
FOOTING WIDTHPER PLAN +2"
6"MIN
CONT MINCLEAN OUT
AFTER SET, CLEAN TOREMOVE LAITANCE & SCUM
MIN 2" CONTROLLED FILLPER GEOTECH REPORT
CURB OR STARTERWALL, 3" MIN
FORMWORK NOTPERMITTED BELOW GRADEUNLESS FULLY FORMED
2" PLANKING, TYP
CUT BACKSPALL, TYP
SCALE:EXCAVATION ADJACENT TO FOOTING 2
NONE
FTGPERPLAN
1'-6"MIN
10'-0"
EXCAVATION
NO EXCAVATIONBELOW THIS LINE, TYP
NOTE:COORDINATE ALL EXCAVATIONS WITHFOUNDATION REQUIREMENTS TO PREVENTUNDERMINING OF EXISTING FOOTINGS.
9"
GRADE
BACKFILL
12
2
1
SCALE:STANDARD REINFORCING HOOKS 6
NONE
12dHO
OKA
OR G
J
4d(21
2" MIN)
HOOKA OR G
BAR SIZE
#3
#4
#5
#6
#7
#8
D
2 1/4"
3"
3 3/4"
4 1/2"
5 1/4"
6"
#10 10 3/4"
#11 12"
#14 18 1/4"
#18 24"
#9 9 1/2"
5"
7"
8"
10"
11"
180°A OR G
3"
4"
5"
6"
7"
8"
J
6"
1'-5"
1'-7"
1'-1 1/4"
2'-3"
1'-2 3/4"
3'-0"
1'-9 3/4"
2'-4 1/2"
1'-3" 11 3/4"
A OR G
6"
8"
10"
1'-0"
1'-2"
1'-4"
90°
1'-10"
2'-0"
2'-7"
3'-5"
1'-7"
HOOKDEVELOPMENT
LENGTH PER DETAIL
HOOKDEVELOPMENT
LENGTH PER DETAIL
d(BAR
Ø)
NOTE:UNLESS OTHERWISE DIMENSIONED OR NOTED ONPLAN OR DETAIL, EVERY BAR SHOWN OR NOTED ASHOOKED (EXCLUDING STIRRUPS, TIES AND CROSSTIES)SHALL HAVE STANDARD HOOK PER THIS DETAIL.
D
D
90° HOOK
180° HOOK
d(BAR
Ø)
ALL GRADES OF STEELD = INSIDE BEND DIAMETERd = NOMINAL BAR DIAMETER
SCALE:HSS OR PIPE COL TO FOOTING 7
NONE
AA
PER PLAN
3"CLRTYP
3" CLR
8" M
IN
PER
PLAN
6" M
IN
PER
PLAN
3" MINTYP
AISCMIN
HSS OR PIPE COLPER PLAN
1 1/2" NONSHRINK GROUT
NATURALGRADE
ANCHOR BOLTSPER SCHEDULE
FOOTING & REINFPER PLAN
SECTION A-A
BASE PLATE SCHEDULE
D BASE PLATETHICKNESS
ANCHORBOLTS
3/4"5" 3/4"Ø-- --- -
1 1/2"
TYP
1 1/2"TYP
D3"
3"
SECTION A-A
SCALE:
SLAB CONTROLAND CONSTRUCTION JOINTS 1
NONE
t/4 MIN
1'-0"
t
#4x2'-0 @ 24"OC AT CL OFSLAB, SLEEVE & GREASEONE END OF DOWEL (OMITAT COLUMN BLOCKOUT)
INSTALLATION SHALL CONFORM TO THE MANUFACTURER'S INSTRUCTIONS AND THE APPLICABLE EVALUATIONREPORT.
1.
HOLES FOR INSTALLATION OF THE THREADED ROD OR REINFORCING BAR SHALL BE DRILLED USING A DRILL ANDTHAT HAS A CARBIDE-TIPPED BIT THAT COMPLIES WITH ANSI B212.15.
2.
ADHESIVE ANCHOR DETAIL NOTES:
HOLES SHALL BE CLEANED OF DUST AND DEBRIS, USING A WIRE BRUSH AND COMPRESSED AIR REPEATEDLY PERMANUFACTURER'S RECOMMENDATIONS AS REQUIRED TO REMOVE PARTICULATE DEBRIS AND TO ACHIEVE ARELATIVELY DUST-FREE SURFACE.
4.
OIL, SCALE, AND RUST SHALL BE REMOVED FROM THE THREADED ROD OR REINFORCING BAR PRIOR TOINSTALLATION.
5.
CONTINUOUS SPECIAL INSPECTION IN ACCORDANCE WITHSECTION 1704 OF THE CALIFORNIA BUILDING CODE ISREQUIRED DURING INSTALLATION. THE SPECIAL INSPECTORSHALL RECORD DATA SPECIFIED IN THE "SPECIALINSPECTION" SECTION OF THE APPLICABLE EVALUATIONREPORT.
6.
APPROVED ADHESIVE ANCHOR SYSTEMS AND EVALUATIONREPORTS AS FOLLOWS:
UNLESS NOTED OTHERWISE, AN IMPACT DRILL OR ROTO-HAMMER DRILL MAY NOT BE USED EXCEPT WHERE THEDEPTH OF THE DRILLED HOLE IS 50% OR LESS THAN THE THICKNESS OF THE CONCRETE BASE MATERIAL (I.E. A 4”DEEP HOLE IN 8” THICK CONCRETE MAY BE DRILLED WITH AN IMPACT DRILL OR ROTO-HAMMER DRILL).
3.
EXISTING REINFORCING SHALL NOT BE CUT. IF REINFORCINGIS ENCOUNTERED, ADJUST HOLE LOCATION BY 2" MAXIMUM,BUT NOT CLOSER TO THE EDGE OF CONCRETE, ASREQUIRED TO AVOID REINFORCING. DRILLED HOLES THATARE ABANDONED SHALL BE FILLED WITH EPOXY.
8.
SCALE:TYPICAL SLAB-ON-GRADE 5
NONE
PER
PLAN
2"2"
REINFORCING SIZE &SPACING PER PLAN
CONCRETE SLAB ONGRADE PER PLAN
CLR
PER
PLAN
SAND PER SOILSREPORT
10 MIL VAPORBARRIER WHEREOCCURS
COMPACTED FILL PERSOILS REPORT
SCALE:
NON-BEARING STUD WALL AT SLAB-ON-GRADE 11
NONE
8"
FINISH PER ARCH
2x STUD WALL PER PLANOR2x4 STUDS @ 16"OC
2x SILL PL W/ 1/4"Ø SHOT PINS,THRU METAL WASHERS (2 1/2"EMBED) @ 8" MAX FROM EAEND & @ 4'-0"OC BETWEEN
4"
CONC CURB WHEREOCCURS PER PLAN,SEE 2 S-1.3
DEPRESSIONWHERE OCCURS
SLAB ON GRADE &REINF PER PLAN
11
2'-0"
SCALE:
WALL AND FOOTING REINFORCING AT CORNER AND INTERSECTION 8
NONE
ADD (1)-#5 VERT MINOR BOUNDARYSTEEL PER PLAN
ADD (2)-#5 VERT MINOR BOUNDARYSTEEL PER PLAN
ALTERNATE BEND
IN LIEU OF ADDEDCORNER BAR, HORIZ BARSMAY HAVE HOOKED ENDSWITH NOTED LAP
NOTE:IF APPLICABLE, SEE FOUNDATION PLAN FORINFORMATION NOT SHOWN.
SCALE:
ELEVATIONCHANGE IN SLAB-ON-GRADE 3
NONE
STUD WALL ASOCCURS
CURB PERARCH
SCALE:
INTERIOR SHEAROR BEARING WALL SECTION 6
NONE
CONC SLAB PERPLAN
#4 @ 18"OC,ALT BEND
PER PLAN
PER
PLAN
3" CLR
3"CLR
SILL PL & ANCHORBOLTS PER SHEARWALL SCHED
2x STUD WALL ORPOST PER PLAN
3-#5 T&B
EN
PLYWD SHTGPER PLAN
24" M
IN
AT ANCHOR BOLTS,PROVIDE CONT #5PARALLEL TO WALL
CURB PER 2 S-1.3 TOMATCH THICKNESS OFSTUD
OMIT CURB AT DOORS& WHERE INDICATEDON ARCH DWGS
#4 DOWEL@ 16"OC
SITE PAVING/FINISHGRADE PER CIVIL
#4 @ 24"OC,ALT BEND
3-#5 T&B
PER
PLAN
PER
PLAN
3"
3"CLR
3x SILL PL & ANCHOR BOLTSPER SHEAR WALL SCHED
#4 CONT
1/2" PLY SHEATHINGW/10d @ 12" OC
EN
1236
6" MIN
3"CLROPTIONAL
CONSTRUCTION JOINT@ CONTRACTORSOPTION
PER PLAN
8" MIN CURB
PERARCH
A
A
PER PLAN
PER
PLAN
3" CLR
3"CLR
3-#5 T&B
#4 @ 18"OC,ALT BEND
CONC SLABPER PLAN
SITE PAVING/ FINISHGRADE PER CIVIL
CURB & STUD WALLBEYOND
BEND DOWN SLAB BARS @OPENINGS
SECTION A-A
6" MIN
BEND END BAR @ CURBOR STEM WALL DOWNINTO FOOTING
TOP OF CURB OR STEMWALL
TOP OF SLAB
SITE PAVING/FINISH GRADEPER CIVIL
#4 @ 24"OC,ALT BEND
5-#5 T&B
PER
PLAN
PER
PLAN
3"
3"CLR
2x STUD WALLPER PLAN
#4 CONT
1/2" PLYWD W/10d @ 2" OC
OPTIONALCONSTRUCTION JOINT@ CONTRACTORSOPTION
PER PLAN
8" MIN CURB
ENPER
ARCH
EDGE OF FOOTINGBEYOND
NOTE:FOR BALANCE OF INFO SHOWNSEE 7 S-1.3
2" PRE-MANUFACTUREDSTONE CAP PER ARCH
6"
SITE PAVING/FINISHGRADE PER CIVIL
#4 CONT @ 12" OC
PER
PLAN
WINDOWPER ARCH
SIM CONDITION
PER
ARCH
EN
8"
PER PLAN
6" M
IN
2x STUD WALL ORPOST PER PLAN
FOR BALANCE OFINFO NOT SHOWN,SEE 10 S-1.3
PERARCH
PER
ARCH
2'-0"
MAX
2'-0"
FIN GRADE
PER
PLAN
SCALE:TYPICAL FOUNDATION EXCAVATION 1
NONE
REMO
VAL O
F UN
DOCU
MENT
ED F
ILLTO
BE
VERI
FIED
BY
GEOT
ECHN
ICAL
ENG
INEE
R
RE-COMPACTEDENGINEERED FILL
HOLDDOWNTYPE
HDU2-SDS2.5HDU4-SDS2.5
t(GA)
DIMENSIONS (IN)
HDU5-SDS2.5HDU8-SDS2.5
14141410 3
333 8 11/16
10 15/1613 3/1616 5/8 3 1/2
3 1/43 1/43 1/4 1 5/16
1 5/161 5/161 3/8 11/2
1 3/81 3/81 3/8 5/8
5/87/87/8
SSTB24
DIA(IN)
SDS SCREWS
6-SDS 1/4"x2 1/2"
SOCLBHW
HOLDOWN ANCHORAGE SCHEDULE
NOTES:1. ALL HOLDOWNS, CONCRETE ANCHORS, AND STUD BOLTS SHALL CONFORM TO THIS DETAIL UNLESS NOTED
OTHERWISE ON PLAN OR DETAIL.2. HOLDOWN TYPE NUMBER REFERS TO SIMPSON STRONG-TIE COMPANY PRODUCTS.3. *SSTB INDICATES SPECIAL ANCHOR BOLTS BY SIMPSON STRONG-TIE COMPANY.
EN, TYPEN, TYP 20d @ 2/3 EN SPACING,STAGG W/ SHEATHINGNAILS OR 1/4"Ø x5" LAGSCREWS @ 4"OC
NON-SHEAR WALLAS OCCURS
16d @ 4"OC, TYP
16d @ 12"OC
NOTE:PLYWOOD MAY BEPLACED ON EITHER SIDEOF WALL AT ONE-SIDEDSHEAR WALLS, , TYP UNO.
PLAN VIEW
PLAN VIEW
16d NAILSMAX UNBRACED LENGTH IN
COMPRESSION (NO DIAPHRAGMEITHER SIDE OF CHORD)
MIN SPLICELENGTH
'L'
MINIMUM PLSIZE, MINIMUM
GRADE
2-2X6NO. 2
2 ROWS @ 3"(32 TOTAL) 4'-0" 20'-0"
L PER SCHEDULE (4'-0" MIN) L PER SCHEDULE (4'-0" MIN)
SPACING PER SCHEDULE
1/2 NAIL SPACING MINEDGE DISTANCE, TYP
SPLICE LOCATIONS
SPLICE PLATE
NOTE:NO NOTCHES OR HOLESALLOWED IN DOUBLE TOP PLATE,UNLESS NOTED OTHERWISE. 1 1/2"
MIN
1" MIN EDGEDISTANCE
ELEVATION SECTION
NOTES:1. SEE FRAMING PLAN AND GENERAL NOTES FOR
PLYWOOD. MINIMUM SIZE OF SHEET SHALL BE 2'-0"x4'-0".2. SEE FRAMING PLAN FOR TYPICAL BOUNDARY, EDGE AND
FIELD NAILING (BN,EN,FN) SPACING.3. MINIMUM EDGES DISTANCE FOR ALL NAILS SHALL BE 3/8".
LONG DIMENSIONPERPENDICULAR TOSUPPORT FRAMING
2'-0" MINSTAGGER
JOINTS TYP
PROVIDE 2x FLAT BLOCKING ATUNSUPPORTED EDGES UNO(MAY BE OMITTED AT ROOFPROVIDED PLYWOODSHEATHING CLIPS ARE USED)
PROVIDE BOUNDARY NAILING(BN) ALONG CONT LONGPLYWOOD PANEL EDGES &DIAPHRAGM BOUNDARY
JOIST OR RAFTERSUPPORT FRAMING ASOCCURS PER PLAN
PROVIDE EDGE NAILING(EN) ALONG SHORTPLYWOOD PANEL EDGES
PROVIDE FIELD NAILING(FN) CENTERED ONSUPPORT FRAMING
PLYWOOD SHEATHINGPER PLAN
SIMPSON ECC
WOOD POSTPER PLAN
WOOD POSTPER PLAN
SIMPSON CC
WOOD BEAMPER PLAN
C SPLICEL
INTERMEDIATE CONDITION SPLICE CONDITION END CONDITION
VERT TABS ONEITHER SET OFOPPOSITE FACES
VERT TABS ONEITHER SET OFOPPOSITE FACES
1x TOP PLATE
SIMPSON DTCCLIP @ 4'-0"OC
TYP
STUD
HEIG
HT
PERPENDICULAR FRAMING PARALLEL FRAMING
2x TOP PLATE
2x4 FLAT BLKG @4'-0"OC W/ (2)-16dEA END
JOIST OR RAFTERPER PLAN
PLYWOOD SHEATHINGPER PLAN
1/2"
1/2"
2 SPACES OR38" MAX, UNO
OPENDOUBLE TJIMEMBERS ATOPENING
JOISTSHANGERS, TYP
24"OC MAX
24"OC MAX
SILL PL PER SHEARWALL SCHED
9" MAX
SILL BOLTS PER SHEARWALL SCHEDULE
16"
TOP OF CONCWHERE OCCURS
SIMPSON A35 T&B EAEND, TYP
HDR PERPLAN
MAX
2x TRIMMER OR POSTPER PLAN W/ 16d @12"OC
BLKG @ MID-HGT,6'-0" MAX
ANCHOR PER1 S-1.5 & 5 S-1.3
SIMPSON HOLDOWNPER PLAN
EDGE NAILING PERSHEAR WALL SCHED @POST OR KING STUD,NOT IN TRIMMER
SIMPSON MST48 EA SIDEEA END. PROVIDE SIMPSONMST60 @ HDR
4x BLKG AS REQD@ EA END
DB SILL PL @ WINDOW W/MST48 STRAP AND 4xBLKG SAME AS HDR
P1834 HINGE W/CHANNEL NUTS,TYP
P1000 UNISTRUT BRACE W/TOP CONN PER 12 S-1.4
HHXN 1/2" NUTS & P1064SQ WASHERS ABOVE &BELOW UNIT, TYP
UNISTRUT P1000T STIFF W/P2485 CLIPS & P3008 NUTS @12"OC MAX
1/2"Ø HANGER ROD, TOPCONN PER 12 S-1.4(4 TOTAL)
SUSPENDED UNITPER PLAN
NOTE:WHERE LENGTH OF HANGER ROD ISLESS THAN 12". STIFFENER CHANNELAND CLIPS MAY BE OMITTED.
1" TYP
L2x2x1/4 EA END OF UNIT
FRONT ELEVATION
1" TYP
45º MIN
TYP
SIDE ELEVATION
SCHEMATIC PLAN
UNISTRUTBRACE, TYP
P1000 UNISTRUT BRACE W/TOP CONN PER 12 S-1.4
45º MIN
TYP
AT ROOF FRAMING
PLYWOOD &ROOFING
JOIST OR TRUSSTOP CHORD PERPLAN
4x6 BLKG W/ SIMPU46 HANGER EA END
4x FULL HT BLKG W/SIMP U410 EA END
HHXN 1/2" NUTS &P1064 SQ WASHERS,T&B
UNISTRUT P1354 W/2-1/2"Øx3" LAGSCREWS
HANGER ROD& STIFF PER11 S-1.4
BRACE PER11 S-1.4
12GA x2 1/2" STRAPW/ 4-16d EA SIDE OFNOTCH TO EA PLATE
7"MIN
5"-7"
4 HOL
EDI
A TY
P8"MAX
7"MIN
W/5
MAX
W
W/3
MAX
5"-7" 8"MAX
W
BEAM, JOIST, RAFTERNOTCHING NOT PERMITTED
6"MIN
LC BEAM W
6" MIN
5" 3"MAX
W
8" MAX
W/4 AT BEARINGSTUDS, (2W)5 ATNON-BEARING STUDS
LC PL
LC LEDGER
6" MIN
W/2
MAX
W1"Ø MAX, TYP
LSTUD C
W/8 MAX HOLEDIA, TYP
W/3 MAX HOLEDIA, TYP
W/3 MAX HOLEDIA, TYP
NOTES:1. WHERE NOTCH IS
GREATER THANNOTED, PROVIDE AB(OR 7" LONG PHILLIPSREDHEAD WEDGEANCHOR) EA SIDE OFNOTCH.
2. ALL HOLES SHALL BEDRILLED.
3. PREDRILL CORNERSOF NOTCHES.
6"MIN
6"MIN
LEDGER DOUBLE TOP PLATE
STUDSILL PLATEHOLES IN DBL TOP PL SIM
2-2X4NO. 2 4'-0" 20'-0"
2 ROWS @ 4"(24 TOTAL)
SCALE:
MECHANICAL PLATFORM 6
NONE
A
A
PER MECH CONTRACTOR
12" M
AX
ROOF SHEATHINGPER PLAN
JOIST ORRAFTERPER PLAN
SIMPSONHANGER, TYP
12GA BENT PL W/ (2)-#12 SMS TO UNIT &(2)-3/8"Ø x3" LONG LAG SCREWS TOBLKG, EA CORNER (OMIT BENT PL IFUNIT MOUNTING HOLES ARE PROVIDED,INSTEAD PROVIDE 1/2"Øx3" LONG LAGSCREW IN EA MOUNTING HOLE 4x SLEEPER,
FIELD VERIFY DEPTH
2x6 @ 16"OC (PROVIDE6x6 AT BENT PL ORMOUNTING HOLES)
ROOF SHEATHINGPER PLAN
12GA BENT PL W/(2)-3/8"Ø LAG SCREW TOSLEEPER & BLK, TYP
2"
6x6 (AT BENT PL ORMOUNTING HOLES)W/ (2)-SIMPSON A34EA END, TYP
3x STUDS @ VERTICALSPLICES (SEE NOTE 3)SHEARWALL NOTES:
1. TYPICAL PLYWOOD SHALL BE 15/32" STRUCTURAL I, PANEL INDEX 32/16.
2. NAILS SHALL HAVE 1/2" MINIMUM EDGE DISTANCE AND 1 5/8" MINIMUM PENETRATIONINTO FRAMING. NAILS SHALL BE 10D COMMON.
3. LONG DIMENSION OF PLYWOOD MAY BE USED VERTICALLY OR HORIZONTALLY.
4. WHERE PLYWOOD IS APPLIED ON BOTH SIDES OF WALL AND FRAMING AT PANELEDGES OS 3x, PANEL JOINTS AT EITHER SIDE OF WALL SHALL BE OFFSET TO FALL ONDIFFERENT FRAMING MEMBERS OR NAILS ON EACH SIDE SHALL BE STAGGERED.
5. PROVIDE 2x SILL PLATE AND 5/8"Ø ANCHOR BOLTS @ 48"OC MINIMUM AT ALLNON-SHEAR WALL, TYPICAL UNLESS NOTED OTHERWISE. PROVIDE SIMPSON A35 @48"OC MIN AT ALL NON SHEAR WALLS TYP. UNO.
6. SHEARWALL PANEL NAILING SHALL NOT BREAK THROUGH OUTER PLY OF PLYWOOD.IF PNEUMATIC GUNS ARE USED, THEY SHALL BE ADJUSTED TO SATISFY THE ABOVE.
7. PLATE WASHERS TO BE PROVIDED AT ALL SILL BOLTS:
8. ALL ANCHOR BOLTS SHALL BE HEADED ANCHORS (NOT HOOKED).
9. SIMPSON A35 OR LTP4 SPACING SHALL BE MAINTAINED OVER WALL OPENINGS.
BOLT SIZE PLATE WASHER SIZE
1/2" 1/4"x3" SQR
5/8" 1/4"x3" SQR
3/4" 5/16"x3" SQR
EDGE NAILING, ALLEDGES PER SCHED
9" M
INEM
BED
TYP7/8" 5/16"x3" SQR
1" 3/8"x3 1/2" SQR
BOLT SIZE PLATE WASHER SIZE
- -CURB WHEREOCCURS
A
A
ANCHOR BOLTEMBED REQDPER 5 S-1.3
STUD WALL
SILL PL PERSCHEDULE
CURB WHEREOCCURS
1 4" MIN
EN
PLYWOODSHEATHING
T/O CONC CURBOR SLAB
10d @ 6"OC1 3x3x 5/8"Ø @ 32"OC
SILL BOLT SIZE &SPACING
PANELTYPE
NUMBER OFSIDES EDGE NAILING
BLOCKING OR STUDWIDTH AT ADJOINING
EDGES
FOUNDATIONSILL PLATETHICKNESS
SIMPSON A35 ORLTP4 SPACING
16"
SCALE:TYPICAL SHEARWALL ELEVATION AND SCHEDULE 1
NONE
10d @ 4"OC1 3x3x 5/8"Ø @ 24"OC 12"SECTION A-A
A
B
SHEAR WALL SCHEDULE
SCALE:DETAIL 3
1" = 1'-0"
1 1/2"
TYP
1 1/2"
TYP
HSS BEAMPER PLAN
POST PER PLAN
PL3/8x6 W/(2)-1/2"Ø x4" LONGLAG SCREWS
3/16
SCALE:SECTION AT SCREEN 4
3/4" = 1'-0"
OFFSETPER PLAN
8" MAX
3'-6"±
3'-6"±
2'-4"
MAX
HSS BEAM PERPLAN, TYP
HSS6x2x1/4 @ 48"OCMAX, TYP BETWEENHSS BEAMS &CANTILEVERED TOP& BOT
1'-6"W x12"THK CONT CONCFTG W/ (2)-#4 LONG BOT  @ 16"OC BOT, TYP UNO
SIM
SIM
-1/2" -8"
-8"
2'-0"W x12"THK CONT CONCFTG W/ (3)-#4 LONG BOT & #4@ 16"OC BOT, ALONG GL 2
3'-0"W x12"THK CONTCONC FTG W/ (3)-#4LONG BOT & #4 @ 16"OCBOT, TYP AT POP-OUTAND SILL
(E) DINING HALLBUILDING
17'-3
"
4'-8"
PERFORATEDSHEAR WALLPER 7 S-4.1
HDU8
HDU8
HDU2HDU2
HDU8
HDU8
HDU8
HDU8
HDU8
HDU4HDU4
HDU4HDU4
HDU4
HDU4
HDU4
HDU4
HDU4
HDU8
HDU8HDU8
HDU8
-1/2"
-1/2"
HDU2
HDU2
HSS8x8x1/
4
VERIFY BOTTOMOF (E) FTG ELEVIN FIELD
(E) BUILDINGFTGS, TYP
BOT OF NEW FTG TOMATCH (E), SET REINFINTO (E) FTG IN EPOXY(6" EMBED) PER 12 S-1.2
(E) POST,TYP
1" POSTOFFSET
1" POSTOFFSET
3'-0"SQ x16"THKCONC FTG W/ (3)-#5EA WAY, BOT
3'-0"SQ x16"THKCONC FTG W/(3)-#5 EA WAY,BOT
2x6 STUDS @16"OC LONGTHIS LINE, TYP
6x6 POST
TYP UNO
5" SLAB-ON-GRADE W/#4@ 16"OC EA WAY AT
CENTERLINE OF SLAB
3'-0"W x12"THKCONT CONC FTGW/ (3)-#4 LONG BOT& #4 @ 16"OC BOT,TYP AT POP-OUT
6S-1.3
8S-1.3 4x4
4x4
HDU8
3'-6"2'-4"
16" THK CONC FTGW/ #5 @ 12" OC,EA WAY, BOT
2x8 STUDS@ 16" OC, THISWALL
7S-1.3
A B C
1
2
3
16'-3 3/4" 65'-10 1/4"
41'-2
3/4"
19'-9
1/4"
BUILDING
ADDITION
EXISTING
BUILDING
SCALE: 1/8" = 1'-0"
FOUNDATIONPLAN
S-2.0
FOUNDATION PLAN NOTES1. ALL CONSTRUCTION IS NEW UNLESS OTHERWISE NOTED AS EXISTING OR (E).
EXISTING CONSTRUCTION IS SHOWN FADED. NEW CONSTRUCTION IS SHOWNSOLID AND IS REFERENCED BY DETAILS AND NOTES.
2. EXISTING CONDITIONS ARE SHOWN TO THE BEST OF OUR KNOWLEDGE.CONTRACTOR IS RESPONSIBLE FOR VERIFYING ACTUAL CONDITIONS.DISCREPANCIES BETWEEN ACTUAL FIELD CONDITIONS AND THOSE SHOWN ONTHESE DRAWINGS SHALL BE BROUGHT TO THE ATTENTION OF THE ENGINEERPRIOR TO PROCEEDING.
4. SEE GENERAL NOTES SHEETS S-1.0 & S-1.1 FOR APPLICABLE NOTES REGARDINGTHE VARIOUS CONSTRUCTION ELEMENTS SHOWN ON PLAN. SEE PROJECTSPECIFICATIONS FOR ADDITIONAL INFORMATION.
5. UNLESS NOTED OTHERWISE, SLAB-ON-GRADE SHALL BE PER PLAN; OVERSUB-GRADE PREPARED PER RECOMMENDATIONS CONTAINED IN THE PROJECTGEOTECHNICAL REPORT. SEE SHEET S-1.0 FOR APPLICABLE FOUNDATIONNOTES.
6. SEE ARCHITECTURAL PLANS FOR SLAB DEPRESSIONS AND SLOPES NOT SHOWNON PLAN.
7. EXTERIOR DIMENSIONS SHOWN ARE TO FACE OF STUD; INTERIOR DIMENSIONSARE TO CENTER LINE OF WALL. UNLESS NOTED OTHERWISE, ALL FOOTINGS ARECENTERED BELOW WALLS. SEE SECTIONS AND DETAILS FOR RELATIONSHIP OFFOOTING/SLAB TO FACE OF STUD OR WALL OR CMU.
8. UNLESS NOTED OTHERWISE, ALL EXTERIOR WALLS SHALL BE FRAMED W/ 2x6STUDS @ 16"OC AND ALL INTERIOR WALLS SHALL BE FRAMED W/ 2x4 STUDS @16"OC.
9. SEE ARCHITECTURAL DRAWINGS FOR NON-BEARING WALL LOCATIONS ANDDIMENSIONS NOT SHOWN ON PLAN.
10. TYPICAL BOTTOM OF ALL INTERIOR AND EXTERIOR FOOTING = -2'-8" UNLESSNOTED OTHERWISE. ELEVATIONS OF OF COMPACTED PAD PER CIVIL DRAWINGS.
NOTESA. CONTRACTOR TO FIELD-VERIFY AND DETERMINE INVERT ELEVATION AND
EXACT LOCATIONS OF SLEEVES.B. SEE TYPICAL DETAIL FOR MORE INFORMATION AND TO DETERMINE CASES
WHERE STEPPED FOOTINGS ARE REQUIRED.C. UNLESS NOTED OTHERWISE ON PLAN OR DETAIL, CENTER LINE OF THIS
ELEMENT SHALL MATCH WALL AND/OR FOOTING CENTER LINE.D. INDICATES WOOD POST SIZE WHEN OTHER THAN TYPICAL (2)-2x STUD IS
REQUIRED.E. UNLESS OTHERWISE NOTED MINIMUM POST SIZE AT HOLDOWN ANCHOR SHALL
BE 4x4.F. COORDINATE FINAL JOINT LOCATIONS WITH ARCHITECT. UNLESS NOTED
OTHERWISE, MAXIMUM DISTANCE BETWEEN JOINTS SHALL BE 18'-0".
95'-0"89'-0"
SSTEPPED FOOTING AND TOFELEVATION ON EACH SIDE OFSTEP
9 S-1.2
APPROXIMATE LOCATION OFSLEEVE PER PLUMBING,ELECTRICAL OR MECHANICAL 4 S-1.2
SEE NOTE A AND B
SYMBOL DESCRIPTION
COLUMNS AND POSTSDETAIL OR NOTE
STEEL COLUMN AT THIS LEVELW8x45
HSS6x6x3/8SEE NOTE E
7 S-1.2
WOOD POST AT THIS LEVEL(6x6 UNLESS NOTEDOTHERWISE)6x6
SEE NOTE C AND D
7 S-1.3
HD1
HOLDOWN ANCHOR TYPE ASNOTED, OR PER HOLDOWNSCHEDULEHD9
SEE NOTE E
5 S-1.3
SYMBOL DESCRIPTION
MISCELLANEOUS SYMBOLSDETAIL OR NOTE
SHEAR WALL PANEL TYPE ANDLENGTH AT THIS LEVEL 1 S-1.5A
CJSLAB CONSTRUCTION/CONTROL JOINT, COORDINATEFINAL LOCATIONS WITH ARCH
1 S-1.2
SEE NOTE F
SYMBOL DESCRIPTION
FOUNDATION SYMBOLSDETAIL/NOTES
DS
DS D S
DETAIL, PLAN OR VIEWLETTER OR NUMBER (D)AND SHEET NUMBER (S)
TOF97'-0"
TOS97'-0"
POINT ELEVATION OF NOTEDSTRUCTURAL ELEMENT ONPLAN
-6" STEP IN ELEVATION,DIMENSION AS INDICATED ONPLAN OR DETAIL
1. SEE FOUNDATION PLAN FOR FRAMING SYMBOL LEGEND AND NOTES ASAPPLICABLE.
2. ALL CONSTRUCTION IS NEW UNLESS OTHERWISE NOTED AS EXISTING OR (E).EXISTING CONSTRUCTION IS SHOWN FADED. NEW CONSTRUCTION IS SHOWNSOLID AND IS REFERENCED BY DETAILS AND NOTES.
3. EXISTING CONDITIONS ARE SHOWN TO THE BEST OF OUR KNOWLEDGE.CONTRACTOR IS RESPONSIBLE FOR VERIFYING ACTUAL CONDITIONS.DISCREPANCIES BETWEEN ACTUAL FIELD CONDITIONS AND THOSE SHOWNON THESE DRAWINGS SHALL BE BROUGHT TO THE ATTENTION OF THEENGINEER PRIOR TO PROCEEDING.
4. SEE GENERAL NOTES SHEET S1.0 FOR APPLICABLE NOTES REGARDING THEVARIOUS CONSTRUCTION ELEMENTS SHOWN ON PLAN. SEE PROJECTSPECIFICATIONS FOR ADDITIONAL INFORMATION.
6. UNLESS NOTED OTHERWISE, ROOF SHEATHING SHALL BE 15/32" STRUCT IPLYWOOD, BLOCKED, W/ 10d NAILS @6",6",12" (BN,EN,FN).
7. ALL FLOOR MEMBERS NOT OTHERWISE DIMENSIONED SHALL BE EQUALLYSPACED BETWEEN GIRDERS OR OTHER SUPPORTS.
8. FOR FRAMING SPANS GREATER THAN 6'-0", PROVIDE WOOD BLOCKING ATTHE LESSER OF MIDSPAN OR 8'-0"OC. INSTALL BLOCKING PER APPLICABLETYPICAL DETAILS.
9. SEE ARCHITECTURAL PLANS FOR ROOF DEPRESSIONS AND SLOPES NOTSHOWN ON PLAN.
10. MAXIMUM OPERATING WEIGHT OF SUSPENDED MECHANICAL UNITS SHALL BEPER PLAN. SEE MECHANICAL DRAWINGS FOR PRECISE SIZE AND LOCATIONSOF MECHANICAL UNITS.
11. FOR HANGER REQUIREMENTS FOR ALL SUSPENDED ITEMS, INCLUDING PIPESOR DUCTS SUPPORTED BY ROOF FRAMING, SEE DETAIL 12 ON SHEET S-1.4.
12. LOADS INDICATED AS ( K) ARE JOIST AXIAL LOADS IN KIPS. AXIAL LOADRESULT FROM WIND OR SEISMIC LOADING AND ACT IN TENSION ORCOMPRESSION.
ROOF FRAMING PLAN NOTES
NOTESA. SEE ARCHITECTURAL AND MECHANICAL DRAWINGS FOR PRECISE SIZE AND
LOCATIONS OF FLOOR AND ROOF PENETRATIONS.B. UNLESS NOTED OTHERWISE, BEAM CAMBER SHALL BE 1/2" OR NO BEAM
CAMBER IS REQUIRED.
FRAMING SYMBOLSSYMBOL DESCRIPTION DETAIL OR NOTE
OPENINGS AND/OR ACCESSHATCHES IN FLOOR OR ROOF,SEE ARCH/MECH DRAWINGS
10 S-1.4
SEE NOTE A
W12x25 STEEL BEAM SIZE & SPAN NONE
GLU-LAMINATEDBEAM SIZE & SPAN
NONE3 1/8"x18" GLB
B1 BEAM SPAN AND/OR SIZEPER SCHEDULE
NONE
DB DRAG BEAM NONE
DIMENSION OF MID-SPANCAMBER
SEE NOTE B(C=1 1/2")
[-3"]DIMENSION OF T/O BEAMELEVATION ABOVE OR BELOWTYPICAL T/O FRAMINGELEVATION
SEE NOTE B
2x12 WOOD FRAMING SPANAND/OR SIZE PER PLAN,DETAIL OR SCHEDULEJ1
NONE
ROOF FRAMING PLAN1
SCALE: 1/8" = 1'-0"PARTIAL PLAN AT MECHANICAL ROOF 2
1. MAXIMUM OPERATING WEIGHT OF ROOF TOP MECHANICAL UNITS SHALL BEPER PLAN. SEE MECHANICAL DRAWINGS FOR PRECISE SIZE AND LOCATIONSOF MECHANICAL UNITS.
2. ALL ROOF TOP MECHANICAL UNITS SHALL BE INSTALLED ON PLATFORM PERDETAIL 6 ON SHEET S-1.4.
MECHANICAL ROOF PLAN NOTES
4'-0"
24" M
IN6'-
0" M
AX
1'-6"
SITE SLAB OR FINISH GRADEPER LANDSCAPE DWGS
3-#5 CONT
DOWELS TO MATCH VERT WALLREINF W/ 12" HOOK AT END
8" FULLY GROUTED CMU WALLW/ #5 VERT @ 16"OC & #4 HORIZ@ 24"OC, SPECIAL INSPECTIONREQUIRED