Loading...
08-471-015GENERAL ENGINEERING - CONSTRUCTION NOTES, AND SPECIFICATIONS 1. GENERAL: DESIGN AND CONSTRUCTION SHALL BE IN COMPLIANCE WITH THE FLORIDA NUILDING CODE LATEST EDITION. AMENDMENTS AND REVISIONS TO THE CODE AND REQUIREMENTS SET FORTH BY THE LOCA BUILDING OFFICIAL 2. STRUCTURAL ENGINEER AND RELATED PARTIES 2.1 THE WORD "ENGINEER" AS USED HEREIN REFERS TO ALFREDO ARTEAGA JR. CONSULTING ENGINEERS, 850 WEST 69TH STREET, HIALEAH, FLORIDA 33014. (305)828-7876 2.2 THE FOLLOWING PARTIES REFERRED TO HEREIN ARE DEFINED AS FOLLOWS: (A) OWNER: REFER TO TITLE BLOCK ON THIS SHEET (1) ARCHITECT: SEE TITLE BLOCK (C) CONTRACTOR: 2.3 ALL SUBMITTALS TO AND/OR REQUIRED NY ENGINEER SHALL BE MADE THROUGH THE ARCHITECT, APPROVALS FROM AND/OR REQUIRED BY ENGINEER SHALL BE REQUESTED IN WRITING THROUGH ARCHITECT. 3. DESIGN CRITERIA 3.1 LOADS: LIVE LOAD LIVING AREAS 40 PSF " GARAGE 50 RSF + 30% IMPACT " " ROOFS 30 PSF " BALCONIES 60 PSF, 3.2 MISCELLANEOUS DEAD LOADS 8" CMU WALLS: UNREINFORCED 50 PSF REINFORCED, GROUTED 048" 61 PSF REINFORCED, GROUTED 040" 62 PSF REINFORCED, GROUTED' 032" 65 PSF REINFORCED, GROUTED 024" 68 PSF REINFORCED, GROUTED 916" 75 RSF GROUTED SOLID 92 PSF CONCRETE: REINFORCED CONCRETE 150 PSF UNREINFORCED (MASS) CONCRETE 145 PSF MECHANICAL AND ELECTRICAL SYSTEMS (INCLUDED IN FLOOR AND ROOF PUN LOADS ABOVE) 5 PSF PARTITIONS (INCLUDED IN FLOOR LOADS ABOVE) 20 PSF SOIL 120 PSF 3.3 WIND LOAD (146 MPH) ASCE 7-02 CHAPTER 6 SEE CALCULATIONS. 146 MPH 4. CONSTRUCTION 4.1 GENERAL: CONSTRUCTION METHODS, PROCEDURES, AND SEQUENCES ARE THE RESPONSIBILITY OF THE CONTRACTOR. THE CONTRACTOR SHALL TAKE THE NECESSARY MEANS TO MAINTAIN AND PROTECT THE STRUCTURAL INTEGRITY AND SERVICEABILITY OF THE CONSTRUCTION AT ALL TIMES. 4.2 CONSTRUCTION LOADS: STRUCTURAL MEMBERS AS SHOWN IN THE WORKING DRAWINGS HAVE BEEN DESIGNED TO CARRY THE CODE REQUIRED SERVICE LOADS IMPOSED DURING CONSTRUCTION. CONSTRUCTION LOADS MAY EXCEED THE SERVICE DESIGN LOADS. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ENGAGING THE NECESSARY CONSTRUCTION ENGINEERING AND DESIGN AND DETERMINING AND EMPLOYING THE METHODS NECESSARY TO SUPPORT ALL LOADS IMPOSED DURING CONSTRUCTION. 4.3 CONSTRUCTION COORDINATOR: BRED THE ARCHITECTURAL STRUCTURAL CONTRACTOR SHALL COORDINATE ALL WORK REQUIRED BY E THE CONTRA , MECHANICAL, PLUMBING, AND ELECTRICAL WORKING DRAWINGS, AND SHALL VERIFY THE LOCATION AN SIZES OF ALL CHASES, INSERTS, OPENINGS, SLEEVES, FINISHES, DEPRESSIONS, AND OTHER PROJECT REQUIREMENTS NOT SHOWN ON THE STRUCTURAL WORKING DRAWINGS. 4.4 CONFLICTS: WHEREVER CONFLICTS, DISCREPANCIES, OR AMBIGURIES EXIST IN THE STRUCTURAL DRAWINGS, SCHEDULES, OR NOTES, THEY SHALL BE BROUGHT TO THE ATTENTION OF THE ARCHITECT AND ENGINEER FOR CORRECTION AND/OR CLARIFICATION. 4.5 SHOP DRAWINGS: (A) THE CONTRACTOR SHALL SUBMIT SHOP DRAWINGS DETAILING CONCRETE REINFORCING STEEL, STRUCTURAL AND MISCELLANEOUS STEEL, WOOD ROOF TRUSSES, AND OTHER CONSTRUCTION REQUIRING OFF --SITE FABRICATION INCLUDED IN THE STRUCTURAL DRAWINGS FOR APPROVAL OF THE ENGINEER. (1) APPROVAL OF THE SHOP DRAWINGS BY THE ENGINEER IS FOR DESIGN AND LAYOUT, AND IS NO FOR THE PURPOSE OF AUTHORIZING CHANGES TO THE CONTRACT DRAWINGS OR APPROVING SUBSTITUTIONS. THE CONTRACTOR SHALL COMPLY WITH THE REQUIREMENTS OF THE CONTRACT DRAWINGS, GENERAL CONDITIONS SUPPLEMENTAL CONDITIONS SPECIAL CONDITIONS,DITIONS, AND SPECIFICATIONS APPLICABLE TO THE SHOP DRAWINGS AND THE SUNMITTALS. "THE CONTRACTOR SHALL CHECK AND APPROVE THE SHOP DRAWINGS NEFORE SUBMISSION TO THE ENGINEER". THE CONTRACTOR SHALL BE RESPONSIBLE FOR DIMENSIONS, QUANTITIES, JOB CONDITIONS, AND COORDINATION AS DEFINED HEREIN, AND WITH OTHER CONSTRUCTION TRADES, IF THE SHOP DRAWINGS ARE DISAPPROVED NY THE ENGINEER, THE CONTRACTOR SHALL RESUBMIT CORRECTED DRAWINGS TO COMPLY WITH THE CONTRACT DOCUMENTS. (C) THE CONTRACTOR SHALL USE MANUFACTURER'S CERTIFIED SHOP DRAWINGS AND SPECIFICATIONS FOR SPECIAL EQUIPMENTS AND/OR CONSTRUCTION INSTALLATIONS AND PROVIDE ALL NECESSARY MATERIALS TO PROVIDE A FINISHED PRODUCT. DO NOT BEGIN CONSTRUCTION UNTIL THE REQUIRED SHOP DRAWINGS ARE APPROVED BY THE ARCHITECT AND ENGINEER. (D) THE CONTRACTOR SHALL SUBMIT SUFFICIENT COPIES OF THE SHOP DRAWINGS TO ALLOW THE ENGINEER TO KEEP ONE SET OF DOCUMENTS FROM EACH SUBMITTAL FOR HIS RECORDS. (E) THE CONTRACTOR SHALL ALLOW A MINIMUM OF 10 WORKING DAYS FOR THE ENGINEER TO REVIEW SHOP DRAWINGS AFTER DATE RECEIVED BY THE ENGINEER. FOR URGE SUBMITTAL, ADDITIONAL TIME MAY BE REQUIRED, 4.6 SUBSTITUTIONS: PROPOSED SUBSTITUTIONS, DESIGN ALTERNATIVES, OR CHANGES BY THE CONTRACTOR SHALL BE APPROVED BY THE ARCHITECT AND ENGINEER PRIOR TO THE AWARD OF THE CONTRACT OR PRIOR TO ANY PERTINENT WORK TO THE SUBSTITUTION DESIGN ALTERNATIVE OR CHANGE. NO SUBSTITUTIONS WE BE ACCEPTED AFTER COMMENCEMENT OF WORK. 5. ENGINEER'S LIMITATION OF RESPONSIBILITY DURING CONSTRUCTION: THE ENGINEER SHALL NOT BE RESPONSIBLE FOR THE QUALITY OR COMPOSITION OF MATERIALS, SHOP DRAWINGS OR FABRICATION. CONSTRUCTION INSPECTION, SUPERVISION, OR REVIEW, SPECIAL INSPECTIONS, SITE VISIT, CONSTRUCTION REVIEW, OR SPECIAL INSPECTIONS ARE PERFORMED NY THE ENGINEER OR HIS REPRESENTATIVE AS REQUIRED HEREIN. AND THEN ONLY SUCH RESPONSINILITY AS IS ASSOCIATED WITH THE SPECIFIED WORK PERFORMED AND IS COMMONLY ASSIGNED A STRUCTURAL ENGINEER IN RELATION TO OTHER ENGINEERING AND CONSTRUCTION DISCIPLINE ASSOCIATED WITH THE PROJECT. 6. ENGINEER'S STATEMENT OF SERVICE AND COMPLIANCE: SERVICES PROVIDED BY THE ENGINEER ARE CONSISTENT WITH THE LEVEL OF CARE AND SKILL ORDINARY EXERCISED BY MEMBERS OF THE PROFESSION CURRENTLY PRACTICING UNDER SIMILAR CIRCUMSTANCES AND LOCATION. NO OTHER WARRANTY, EXPRESS OR IMPLIED, IS MADE, TO THE BEST OF THE ENGINEER'S KNOWLEDGE. THE STRUCTURAL PUNS AND SPECIFICATIONS PRESENTED HEREIN COMPLY WITH THE APPLICABLE MINIMUM NUILDING CODES, STANDARDS, AND PRACTICES. EXCAVATING, FOOTING, AND FOUNDATION NOTES AND SPECIFICATIONS 1. EXCAVATIONS: UNTIL PROVISIONS FOR PERMANENT SUPPORT HAVE SEEN MADE, ALL EXCAVATIONS SHALL RE PROPERLY GUARDED AND PROTECTED SO AS TO PREVENT THE SAME TO BECOMING DANGEROUS TO LIFE AND PROPERTY AND SHALL RE STEEL PILED, BRACED AND/OR SHORED, WHERE NECESSARY, TO PREVENT THE ADJOINING EARTH FROM CAVING IN. SUCH PROTECTION TO BE NY THE PERSON CAUSING THE EXCAVATION TO BE MADE. NO EXCAVATION, FOR ANY PURPOSE, SHALL EXTEND WITHIN ONE FOOT OF THE ANGLE OR REPOSE OF ANY SOIL REARING FOOTING OR FOUNDATION UNLESS SUCH FOOTING OR FOUNDATION IS PROPERLY UNDERPINNED OR PROTECTED AGAINST SETTLEMENT. 2. FOUNDATIONS: ITE T FOUNDATIONS WERE DESIGNED FORA 501E TEARING CAPACITY OF 2000 PSF. ARCHITECT TO INSPECT EXCAVATIONS AND PROVIDE BUILDING OFFICIAL WITH A LETTER TO VERIFY SOIL CONDITIONS AND TEARING CAPACITY BEFORE CONCRETE IS POURED. SEE DWG. A-1.0 FOR ARCHITECT'S SOIL STATEMENT, 2.2 COMMENCEMENT OF CONSTRUCTION (A) THE CONTRACTOR SHALL NOT PROCEED WITH THE CONSTRUCTION OF FOUNDATIONS OR SUPERSTRUCTURE WITHOUT PERMISSION FROM THE ENGINEER, AFTER RECEIPT BY THE ENGINEER OF VERIFICATION OF THE SUISURFACE CONDITIONS AND GEOLOGY. SHOULD THE CONDITIONS DIFFER FROM ASSUMED CAPACITY AND CONDITIONS, THE ENGINEER SHALL BE NOTIFIED IMMEDIATELY. (1) THE CONTRACTOR SHALL NOT PROCEED WITH THE CONSTRUCTION OF FOUNDATIONS OR SUPERSTRUCTURE WITHOUT PERMISSION FROM THE ENGINEER, UPON THE ENGINEER'S COMPLETION OF ANY NECESSARY REVISIONS TO THE FOUNDATION PUNS RESULTING FROM THE GEOTECHNICAL ENGINEER'S REPORT, EVALUATIONS AND RECOMMENDATIONS, REVISED PLANS SHALL ME ISSUED FOR COMMENCEMENT OF CONSTRUCTION. REINFORCED CONCRETE NOTES AND SPECIFICATIONS: 1. GENERAL: REINFORCED CONCRETE SHALL BE OF THE MATERIALS, PROPORTIONS, STRENGTH, AND CONSISTENCY REQUIRED IN THE STRUCTURAL DRAWINGS, SCHEDULES AND NOTES. 2. STANDARDS: DESIGN AND CONSTRUCTION OF REINFORCED CONCRETE SHALL BE IN ACCORDANCE WITH THE FOLLOWING STANDARDS. 1. BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE ACI 318. 2. MANUAL OF STANDARD PRACTICE FOR DETAILING REINFORCED CONCRETE STRUCTURES ACI 315. 3. STANDARD SPECIFICATION FOR DEFORMED BILLET STEEL BARS FOR CONCRETE REINFORCEMENT ASTM A615. 4. STANDARD SPECIFICATION FOR COLD -DRAWN STEEL WIRE FOR REINFORCEMENT ASTM A82. 5. STANDARD SPECIFICATION FOR WELDED STEEL WIRE FABRIC REINFORCEMENT ASTM A185. 6. STANDARD SPECIFICATION FOR CHEMICAL ADMIXTURES FOR CONCRETE ASTM C494. 7. STANDARD SPECIFICATION FOR AIR -ENTRAINING ADMIXTURES FOR CONCRETE ASTM C260. 3. MATERIAL AND TESTS 3.1 PORTLAND CEMENT: PORTLAND CEMENT SHALL BE TYPE I CONFORMING TO THE STANDARD SPECIFICATIONS FOR PORTLAND CEMENT ASTM C150. 3.2 CONCRETE AGGREGATES: NORMAL MAXIMUM SIZE OF COARSE AGGREGATES SHALL NOT BE LARGER THAN THREE-QUARTERS OF AN INCH. AGGREGATES USED IN CONCRETE SHALL CONFORM TO THE STANDARD SPECIFICATIONS FO CONCRETE AGGREGATES ASTM C33. AGGREGATES SHALL BE QUARRIED OR WASHED IN FRESH WATER AND SHALL CONTAIN NOT MORE THAN ONE -TWENTIETH OF ONE PERCENT SALT NY WEIGHT. SUMMIT AGGREGATE GRADATIONS TO THE ENGINEER FOR APPROVAL. 3.3 WATER: MIXING FOR CONCRETE SHALL BE POTABLE, CLEAN AND FREE FROM INJURIOUS AMOUNTS OF OILS, ACIDS, ALKALIS, SALTS, ORGANIC MATERIALS, OR SUBSTANCES THAT MAY RE DELETERIOUS TO CONCRETE OR REINFORCEMENT. 3.4 REINFORCING: REINFORCING STEEL SHALL RE GRADE 60. 3.5 ADMIXTURES: ADMIXTURES TO BE USED IN CONCRETE SHALL BE APPROVED NY THE ENGINEER. 3.6 TESTS: (A) THE ENGINEER SHALL HAVE THE RIGHT TO ORDER TESTS OF ANY MATERIAL ENTERING INTO CONCRETE OR REINFORCED CONCRETE TO DETERMINE SUITABILITY FOR THE PURPOSE, TO ORDER REASONAILE TEST OF THEM FROM TIME TO TIME TO DETERMINE WHETHER THE MATERIALS AND METHODS IN USE ARE SUCH AS TO PRODUCE CONCRETE OF THE NECESSARY QUALITY, AND TO ORDE THE TEST LOAD OF ANY PORTION OF THE STRUCTURE, WHEN CONDITIONS HAVE BEEN SUCH AS TO LEAVE DOUBT AS TO THE ADEQUACY OF THE STRUCTURE TO SERVE THE PURPOSE FOR WHICH IT IS INTENDED. (1) TESTS OF MATERIALS AND OF CONCRETE SHALL BE MADE IN ACCORDANCE WITH THE REQUIREMENTS OF THE AMERICAN SOCIETY FOR TESTING MATERIALS. TESTS SHALL BE MADE NY A TESTING LABORATORY P E ENGINEER. THE COST OF SUCH TESTS RESULTING FROM A PROVED BY TH CONSTRUCTION RELATEb PROBLEMS SHALL 1E ASSUMED BY THE CONTRACTOR 4.Q UALITY OF CONCRETE 4.1 CONCRETE QUALITY: (A) CONCRETE SHALL BE NORMAL WEIGHT, AND SHALL ATTAIN A 28 DAY COMPRESSIVE STRENGTH IN ACCORDANCE WITH THE FOLLOWING SCHEDULE: 28 DAY COMPRESSIVE STRENGTHS IN PSI: FOUNDATIONS 3000 COLUMNS 3000 ROOF AND FLOOR BEAMS SLABS 3000 MISCELLANEOUS 2500 5.2 MIXING OF CONCRETE: (A) JOB MIXING CONCRETE SHALL NOT BE PERMITTED UNLESS THE PROPORTIONS, EQUIPMENT, AND METHODS ARE APPROVED NY THE ENGINEER. CONCRETE TESTS SHALL RE REQUIRED AT THE RATE OF ONE TEST FOR EACH FIVE CUBIC YARDS OR LESS, OR EACH TIME CONCRETE IS MIXED. (M) READY -MIXED CONCRETE SHALL BE MIXED AND DELIVERED IN ACCORDANCE WITH THE REQUIREMENTS OF THE STANDARD SPECIFICATIONS FOR READY -MIXED CONCRETE, ASTM C94. (C) NO CONCRETE SHALL BE RETEMPERED AFTER IT HAS TAKEN AN INITIAL SET NOR SHALL ANY BATCH OR PORTION THEREOF BE DEPOSITED IN FORMS MORE THAN ONE AND ONE-HALF HOURS AFTER THE MIXING OF THAT PARTICULAR BATCH HAS COMMENCED. 5.3 CONVEYING (A) CONCRETE SHALL BE CONVEYED FROM THE MIXER TO THE PLACE OF FINAL DEPOSIT BY METHODS WHICH WILL PREVENT SEPARATION OR LOSS OF THE MATERIALS. (B) EQUIPMENT FOR CHUTING, PUMPING, AND PNEUMATICALLY CONVEYING CONCRETE SHALL IE OF SUCH SIZE AND DESIGN AS TO ENSURE A PRACTICALLY CONTINUOUS FLOW OF CONCRETE AT THE DELIVERY END SEPARATION OF THE MATERIALS. 5.4 DEPOSITING: (A) CONCRETE SHALL BE DEPOSITED AS NEARLY AS PRACTICABLE IN ITS FINAL POSITION TO AVOID SEGREGATION DUE TO HANDLING OR FLOWING. THE CONCRETE SHALL BE CARRIED ON AT SUCH A RATE THAT THE CONCRETE IS AT ALL TIMES PLASTIC AND FLOWS READILY INTO THE SPACES BETWEEN THE BARS. NO CONCRETE THAT HAS BEEN CONTAMINATED BY FOREIGN MATERIALS SHALL BE DEPOSITED ON THE WORK. (1) WHEN CONCRETE IS STARTED, IT SHALL RE CARRIED ON AS A CONTINUOUS OPERATION UNTIL THE PLACING OF THE PANEL OR SECTION IS COMPLETED, THE TOP SURFACE SHALL BE GENERALLY LEVEL. (C) ALL CONCRETE SHALL ME THOROUGHLY COMPACTED NY SUITABLE MEANS DURING THE OPERATION OF PLACING, AND SHALL BE THOROUGHLY WORKED AROUND THE REINFORCEMENT AND EMBEDDED FIXTURES AND INTO THE CORNERS OF THE FORMS, WHERE THE CONCRETE IS PLACED IN COLUMNS OR WALLS, THE PLACING SHALL BE SO CONDUCTED THAT THE CONCRETE WILL NOT PASS REINFORCEMENT FOR MORE THAN SIX FEET. SEPARATE LIFTS SHALL BE THOROUGHLY COMPACTED. VIBRATORS MAY BE USED TO AID IN THE PLACEMENT OF CONCRETE, PROVIDED THEY ARE USED UNDER EXPERIENCED SUPERVISION. THE FORMS DESIGNATED TO WITHSTAND THEIR ACTION AND THEIR ACTION IS NOT DIRECTED TO BARS, ANY PART OF WHICH IS IN CONTACT WITH CONCRETE WHICH STARTED TO TAKE ITS INITIAL SET. (D) WHERE CONDITIONS MAKE COMPACTING DIFFICULT, OR WHERE THE REINFORCEMENT IS CONGESTED, BATCHES OF MORTAR CONTAINING THE SAME PROPORTIONS OF CEMENT TO SAND USED IN THE CONCRETE SHALL FIRST BE DEPOSITED IN THE FORMS TO A DEPTH OF AT LEAST ONE INCH. 5,5 CURING: A CURING COMPOUND SHALL ME APPLIED TO THE TOP OF "GREEN" CONCRETE SLABS AS SOON AS PRACTICAL AFTER PLACEMENT OF THE CONCRETE, FOLLOWING THE MANUFACTURER'S SPECIFICATIONS AND RECOMMENDATIONS. SPECIFICATIONS FOR CURING COMPOUNDS SHALL ME SUBMITTED TO THE ARCHITECT AND ENGINEER FOR APPROVAL. ALTERNATIVELY, CONCRETE SHALL ME KEPT IN A WET CONDITION FOR THE FIRST 24 HOURS AFTER PLACEMENT, AND SHALL BE MAINTAINED IN A MOIST CONDITION FOR AT LEAST THE FIRST SEVEN DAYS AFTER PLACING. 5.6 HOT WEATHER REQUIREMENTS: DURING HDT WEATHER, PROPER ATTENTION SHALL BE GIVEN TO INGREDIENTS, PRODUCTION METHODS, HANDLING, PLACING, PROTECTION AND CURING TO PREVENT EXCESSIVE CONCRETE TEMPERATURES OR WATER EVAPORATION THAT MAY IMPAIR REQUIRED STRENGTH OR SERVICEAIILTIY OF CONCRETE MEMBERS. 5.7 BONDING: BEFORE NLW CONCRETE IS DEPOSITED ON OR AGAINST CONCRETE WHICH HAS SET, THE FORMS SHALL BE RETIGHTENED. THE SURFACE OF SET CONCRETE SHALL BE CLEANED OF ALL FOREIGN MATTER AND LAITANCE AND WETTED. THE CLEANED AND WETTED SURFACES OF THE HARDENED R CONCRETE SHALL FIRST ME SLOSHED WITH A COATING NEAT CEMENT AGAINST WITH THE NEW CONCRETE SHALL BE PUCE BEFORE THE MORTAR HAS ATTAINED ITS INITAL SET. 6. FORMS AND DETAILS OF CONSTRUCTION: 6.1 DESIGN OF FORMS: FORMS SHALL CONFORM TO THE SHAPE LINES AND DIMENSIONS OF THE MEMBERS AS CALLED FOR ON THE PUNS, AND SHALL BE SUBSTANTIAL AND SUFFICIENTLY TIGHT TO PREVENT LEAKAGE IN OF MORTAR FORMS SHALL BE PROPERLY TRACED OR TIED TOGETHER SO AS TO MAINTAIN POSITION AND SHAPE, TEMPORARY OPENINGS AT THE BOTTOM OF COLUMNS SHALL BE PROVIDED TO FACILITATE CLEANING AND INSPECTION BEFORE DEPOSITING CONCRETE. WHEN THE CONCRETE HAS ATTAINED SUFFICIENT STRENGTH, FORMS SHALL BE REMOVED FROM AT LEAST TWO FACES OF ALL REINFORCEMENT MEMBERS, OTHER THAN WERE PLACED IN CONTACT WITH THE SOIL OR JOIST TO FACILITATE INSPECTION OF THE PLACING OPERATIONS, WITH THE EXCEPTION TO "U" TYPE BEAM BLOCK. 6.2 REMOVAL OF FORMS: THE REMOVAL OF FORMS SHALL BE CARRIED OUT IN SUCH A MANNER AS TO INSURE THE COMPLETE SAFETY OF THE STRUCTURE. VERTICAL FORMS MAY BE REMOVED IN 24 HOURS, PROVIDED THAT THE CONCRETE HAS HARDENED SUFFICIENTLY SO TO PREVENT DAMAGE. BOTTOM FORMS AND SHORING, WITH RE -SHORING IMMEDIATELY, SUB FORMS SHALL NOT BE REMOVED (B) THE MAXIMUM WATER -CEMENT RATIO SHALL BE 0.65. (C) THE MINIMUM CEMENT CONTENT FOR CONCRETE SHALL BE FIVE RAGS PER CUBIC YARD. (D) CONCRETE SHALL CONTAIN A WATER REDUCING ADMIXTURE CAPABLE OF INCREASING WORKABILITY AND REDUCING THE AMOUNT OF MIXING WATER (CONFORMING TO ASTM C494 TYPE A). OTHER ADMIXTURES MAY BE USED IF APPROVED BY THE ENGINEER. ADMIXTURES SHALL BE ADDED TO THE MIX IN ACCORDANCE WITH THE MANUFACTURER'S SPECIFICATIONS AND AT A CONTROLLED RATE, WORKABILITY SHALL NOT ME ACHIEVED BY WATER ADDITION. (E) PROPORTIONING AND MIXING OF ALL CONCRETE MIX DESIGNS, FOR EACH STRENGTH OF CONCRETE REQUIRED, SHALL BE APPROVED BY THE ENGINEER. 4.2 TESTS OF CONCRETE (A) (1) TEST ON CONCRETE USED IN CONSTRUCTION SHALL ME MADE BY AN APPROVED TESTING LABORATORY AND REPORTS SUBMITTED TO THE ENGINEER. THE COST OF SUCH TESTS SHALL BE ASSUMED NY THE OWNER. (2) NOT LESS THAN THREE SPECIMENS SHALL BE MADE FOR EACH STANDARD TEST NOR LESS THAN ONE TEST FOR EACH 50 CUBIC YARDS OF CONCRETE USED ON THE PROJECT OR FRACTION THEREOF. (3) SPECIMENS SHALL BE MADE AND CURED IN ACCORDANCE WITH THE STANDARD METHOD OF MAKING AND CURING CONCRETE COMPRESSION FLEXURE TEST SPECIMENS IN THE FIELD ASTM C31. (4) SPECIMENS SHALL BE TESTED IN ACCORDANCE WITH THE STANDARD METHOD OF TEST FOR COMPRESSION STRENGTH OF MOLDED CONCRETE CYLINDERS ASTM C39. REPORTS TO THE ENGINEER SHALL DE SUGMITTED FOR EACH TEST PERFORMED. (5) TEST CYLINDERS TAKEN OFF TRUCK -QUARTER POINT AND THE THREE-QUARTER POINT OF THE LOAD. (8) THE AGE FOR STRENGTH TEST OF CONCRETE SHALL ME 28 DAYS. STRENGTH TESTS FOR AN EARLIER AGE SHALL BE SUBMITTED IF THE ENGINEER HAS APPROVED CONCRETE IN THE STRUCTURE TO RECEIVE ITS FULL WORKING LOADS AT SUCH EARLIER TIME. SEVEN DAY TESTS MAY BE USED WITH THE APPROVAL OF THE ENGINEER, PROVIDED THAT THE RELATION BETWEEN THE SEVEN AND 28 -DAY STRENGTHS OF THE CONCRETE IS ESTABLISHED BY TESTS FOR THE MATERIALS AND PROPORTIONS USED. (C) TO CONFORM TO THE REQUIREMENTS OF THESE SPECIFICATIONS, THE AVERAGE STRENGTH OF THE LABORATORY CURED CYLINDERS REPRESENTING EACH CLASS OF CONCRETE AS WELL AS THE AVERAGE OF ANY FIVE CONSECUTIVE STRENGTH TESTS REPRESENTING EACH CUSS OF CONCRETE SHALL BE EQUAL TO OR GREATER THAN THE SPECIFIED STRENGTH AND NOT MORE THAN ON STRENGTH TEST IN TEN SHALL HAVE AN AVERAGE VALUE OF LESS THAN 90 PERCENT OF THE SPECIFIED STRENGTH. (D) WHEN THERE IS A QUESTION AS TO THE QUANTITY OF THE CONCRETE IN THE STRUCTURE, THE ENGINEER SHALL HAVE THE RIGHT TO REQUIRE CORE TEST IN ACCORDANCE WITH THE STANDARD METHOD OF OBTAINING AND TESTING DRILLED CORES AND SAWED BEAMS OF CONCRETE ASTM C42, TO ORDER LOAD TESTS ON THAT PORTION OF THE STRUCTURE WHERE THE QUESTIONABLE CONCRETE HAS BEEN PLACED OR TO REQUIRE OTHER REASONABLE TESTS TO EVALUATE THE STRENGTH OF THE STRUCTURE. (E) THE MAXIMUM ALLOWABLE SLUMP OF CONCRETE SHALL BE FIVE INCHES. SLUMP GREATER THAN FIVE INCHES SHALL BE APPROVED BY THE ENGINEER, WITH THE PROPORTIONS OF THE CONCRETE ADJUSTED TO MAINTAIN THE STRENGTH AND QUALITY OF THE CONCRETE. NO WATER SHALL BE ADDED AT THE JOB SITE TO CONCRETE DELIVERED BY TRUCKS READY FOR USE WITHOUT THE APPROVAL OF THE ENGINEER AND THEN ONLY WHEN SLUMP TESTS ARE MADE AND THE CONCRETE SO DELIVERED IS KNOWN TO BE OF LESS SLUMP THAN SLUMP SPECIFIED. 5. MIXING AND PLACING 5.1 FORMS AND EQUIPMENT: (A) NEFORE PLACING CONCRETE, ALL EQUIPMENT FOR MIXING AND TRANSPORTING THE CONCRETE SHALL BE CLEANED, ALL DEBRIS REMOVED FROM THE SPACES TO BE OCCUPIED NY THE CONCRETE, FORMS SHALL BE THOROUGHLY WETTED OR OILED, MASONRY FILLER UNITS THAT WILL BE IN CONTACT WITH CONCRETE SHALL BE WELL DRENCHED AND THE REINFORCEMENT THOROUGHLY CLEANE. (8) STANDING WATER SHALL IE REMOVED FROM PLACES OF DEPOSIT BEFORE CONCRETE IS PLACED. PRIOR TO 14 DAYS AFTER POUR IN SEQUENCE AND FULL RE -SHORING FOLLOWING. 6.3 PIPES AND CONDUIT EMBEDDED IN CONCRETE: ELECTRIC CONDUIT AND OTHER PIPES SHALL NOT DISPLACE THAT ON WHICH STRESS IS CALCULATED OR WHICH IS REQUIRED FOR FIRE PROTECTION TO A GREATER EXTENT THAN FOUR PERCENT OF THE AREA OF THE CROSS SECTIONS. SLEEVES OR OTHER PIPES PASSING THROUGH FLOORS, WALLS, OR BEAMS SHALL NOT BE OF SUCH SIZE OR IN SUCH LOCATION AS TO UNDULY IMPAIR THE STRENGTH OF THE CONSTRUCTION. EMBEDDED PIPES AND CONDUITS OTHER THAN THOSE MERELY PASSING THROUGH SHALL NOT BE LARGER IN OUTSIDE DIAMETER THAN ONE-THIRD THE THICKNESS OF THE SUB, WALL OR BEAM IN WHICH THEY ARE EMBEDDED; SHALL BE SPACED CLOSER THAN THREE DIAMETER ON CENTERS, NOR AS LOCATED AS TO UNDULY IMPAIR THE STRENGTH OF THE CONCRETE. 6.4 CLEANING AND BENDING REINFORCEMENT: STEEL REINFORCEMENT AT THE TIME CONCRETE IS PLACED, SHALL BE FREE FROM RUST, SCALE, OR OTHER COATINGS THAT WILL DESTROY OR REDUCE THE BOND, REINFORCEMENT LESS THAN #8 BAR IN SIZE MAY ME HEATED AND FIELD BENT WITH THE APPROVAL OF THE ENGINEER, OARS URGER THANi SHALL NOT BE BENT IN THE FIELD NY NO MEANS. 6.5 PLACING REINFORCEMENT: METAL REINFORCEMENT SHALL BE ACCURATELY PLACED AND ADEQUATELY SECURED IN POSITION BY CONCRETE OR METAL CHAIRS OR SPACERS OR OTHER ACCEPTABLE METHODS. THE MINIMUM CLEAR DISTANCE BETWEEN PARALLEL OARS, EXCEPT IN COLUMNS, SHALL BE EQUAL TO THE NOMINAL DIAMETER OF THE MARS, IN NO CASE SHALL THE CLEAR DISTANCE BETWEEN OARS BE LESS THAN ONE INCH, NOR LESS THAN ONE AND ONE-THIRD TIMES THE MAXIMUM SIZE OF THE COARSE AGGREGATE. WHEN REINFORCEMENT IN BEAMS OR GIRDERS IS PLACED IN TWO OR MORE LAYERS, THE CLEAR DISTANCE BETWEEN LAYFRS SHALL NOT BE LESS THAN ONE INCH NOR LESS THAN THE DIAMETER OF THE OARS AND THE BARS IN THE UPPER LAYER SHALL BE PLACED DIRECTLY ABOVE THOSE IN THE BOTTOM LAYER. 6.6 SPLICES IN REINFORCEMENT: (A) IN SUMS, BEAMS, AND GIRDERS, SPLICES IN REINFORCEMENT AT POINTS OF MAXIMUM STRESS SHALL BE AVOIDED WHEREVER POSSIBLE. SUCH SPLICES WHERE USED SHALL BE WELDED, UPPED, OR OTHERWISE FULLY DEVELOPED, BUT IN ANY CASE SHALL TRANSFER THE ENTIRE STRESS FROM BAR TO BAR WITHOUT EXCEEDING THE ALLOWABLE BOND AND SHEER STRESSES. THE MINIMUM OVERLAP FOR A LAPPED SPLICE SHALL ME 36 BAR DIAMETERS, BUT NOT LESS THAN 12 INCHES. THE CLEAR DISTANCE FROM A CONTACT SPLICE AND ADJACENT SPLICE OR BARS. (1) WELDED WIRE FABRIC REINFORCEMENT SHALL BE UPPED ONE MESH PLUS TWO INCHES, OR AS NOTED IN THE PUNS. (C) SPLICES IN COLUMNS, BEAMS, GIRDERS, AND SLABS NOT SHOWN IN PUNS SHALL BE CUSS C CONTACT LAN SPLICES 6.7 CONCRETE PROTECTION FOR REINFORCEMENT: THE FOLLOWING MINIMUM CONCRETE COVER SHALL BE PROVIDED FOR REINFORCEMENT: MINIMUM COVER (INCH) (A) CONCRETE CAST AGAINST AND PERMANENTLY 3 EXPOSED TO EARTH. (1) CONCRETE NOT EXPOSED TO EARTH OR WEATHER: �jb THROUGH �j11 OARS 2 #5 BAR W31 OR D31 WIRE AND SMALLER 1 1/2 (C) CONCRETE NOT EXPOSED TO WEATHER OR IN CONTACT WITH GROUND, SUBS, WALLS OR JOISTS: #11 AND SMALLER 3/4 BEAMS, COLUMNS: PRIMARY REINFORCEMENT, TIE STIRRUPS 1 1/2 OR SPIRALS 2 (D) FORMED SIDES OF GI (E) THE ABOVE PROTECTIVE COVERINGS ARE A MINIMUM BUT PROTECTION SHALL NOT BE LESS THAN REQUIRED FOR FIRE -RESISTIVE RATINGS. (F) THE CONTRACTOR SHALL PROVIDE THE NECESSARY BOLSTERS, CHAIRS, CONCRETE BLOCK, AND MISCELLANEOUS REINFORCEMENT FOR THE SUPPORT OF REINFORCING, STEEL WIRE BAR SUPPORTS USED IN SLABS, BEAMS AND COLUMNS SHALL BE CUSS C, PLASTIC PROTECTED. 6,8 CONSTRUCTION JOINTS: (A) ALL CONSTRUCTION JOINTS SHOWN ON THE STRUCTURAL DRAWINGS SHALL BE INCORPORATED TO FACILITATE CONSTRUCTION, JOINTS NOT DETAILED ON THE STRUCTURAL DRAWINGS SHALL ME LOCATED AND DETAILED ON SHOP DRAWINGS AND APPROVED BY THE ENGINEER. (1) JOINTS NOT INDICATED ON THE PLANS SHALL BE SO MADE AND LOCATED AS TO LEAST IMPAIR THE STRENGTH OF THE STRUCTURE WHERE A JOINT IS TO BE MADE. THE SURFACE OF THE CONCRETE SHALL BE THOROUGHLY CLEANED AND ALL LAITANCE REMOVED. VERTICAL JOINTS SHALL BE THOROUGHLY WETTED, AND SLOSHED WITH A COAT OF NEAT CEMENT GROUT IMMEDIATELY BEFORE PLACING OF NEW CONCRETE. (C) AT LEAST TWO HOURS MUST ELAPSE AFTER DEPOSITING CONCRETE IN THE COLUMNS OR WALLS BEFORE DEPOSITING IN BEAMS GIRDERS, BRACKETS, COLUMN CAPITALS, AND HAUNCHES SHALL BE CONSIDERED AS PART OF THE FLOOR SYSTEM AND SHALL BE PLACED MONOLITHICALLY THEREWITH. (D) CONSTRUCTION JOINTS IN FLOORS SHALL RE LOCATED NEAR THE MIDDLE SPAN OF SUBS, BEAMS, OR GIRDERS EXCEPT WHERE SUCH SUBS, BEAMS. OR GIRDERS CARRY CONCENTRATED LOADS, IN WHICH CASE THE LOCATION OF CONSTRUCTION JOINTS SHALL BE DETERMINED BY ENGINEER ANALYSIS, (E) HORIZONTAL CONSTRUCTION JOINTS SHALL NOT BE PERMITTED IN WALLS AND BEAMS UNLESS SHOWN IN THE STRUCTURAL DRAWINGS, OR APPROVED BY THE ENGINEER. 6.9 COLUMN TIES: (A) COLUMN TIES SHALL BE OF THE SIZE AND SPACING INDICATED IN THE COLUMN SCHEDULE, WHERE TIE ARRANGEMENT ARE NOT SPECIFIED. TIES SHALL BE SUCH THAT EVERY CORNER AND ALTERNATE LONGITUDINAL BARS SHALL HAVE LATERAL SUPPORT PROVIDED BY THE CORNER OF A TIE WITH AN INCLUDED ANGLE OF NOT MORE THAN 135 DEGREES AND NO BAR SHALL BE FARTHER THAN SIX INCHES CLEAR ON EACH SIDE ALONG THE TIE FROM SUCH A LATERALLY SUPPORTED BAR. (1) COLUMN TIES SHALL BE LOCATED NOT MORE THAN HALF A TIE SPACING ABOVE THE TOP OF FOOTING OR SLAB IN ANY STORY, AND SHALL BE SPACED SUCH THAT A TIE SHALL ME NOT MORE THAN HALF A TIE SPACING BELOW THE LOWEST HORIZONTAL REINFORCEMENT IN MEMBERS SUPPORTED ABOVE. (C) WHERE REAMS OR BRACKETS FRAME INTO ALL SIDES OF A COLUMN, TIES SHALL BE TERMINATED NOT MORE THAN THREE INCHES NELOW THE LOWEST REINFORCEMENT IN SUCH BEAMS OR BRACKETS. 6.10 MISCELLANEOUS REINFORCEMENT DETAILS: INTERIOR AND EXTERIOR HORIZONTAL UPPED CORNER BARS SHALL PROVIDE AT ALL CORNERS TO MATCH THE SIZE, TYPE, AND SPACING OF HORIZONTAL FOOTING WALL, MASONRY BOND BEAMS, OR CONCRETE TIE BEAMS REINFORCEMENTS. 6.11 SHORING AND RESHORING OF CONSTRUCTION: (A) THE SHORING SYSTEM SHALL BE DESIGNED BY A COMPETENT AND EXPERIENCED ENGINEER QUALIFIED BY BEING REGULARLY ENGAGED FOR AT LEAST FIVE YEARS IN DESIGN AND INSTALLATION OF SHORING AND RESHORING SYSTEMS FOR CONCRETE CONSTRUCTION SIMILAR TO THE REQUIREMENTS OF THIS PROJECT. (1) THE SHORING SYSTEM DESIGN AND INSTALLATION SHALL ME IN ACCORDANCE WITH THE FOLLOWING: (1) DESIGN OF WOOD FRAMEWORK FOR CONCRETE STRUCTURES, NATIONAL LUMBER MANUFACTURERS ASSOCIATION. (2) FORMWORK FOR CONCRETE, PUBLICATION SP -4, ACI. (3) PLYWOOD FOR CONCRETE FORMING, ARA. (4) RECOMMENDED SAFETY REQUIREMENTS FOR SHORING CONCRETE FORMWORK, SCAFFOLDING k SHORING INSTITUTE. (C) THE ENGINEERS SHALL NOT BE RESPONSIBLE FOR THE SHORING OR RESHORING OF CONCRETE CONSTRUCTION FOR THE PROJECT. MASONRY NOTES AND SPECIFICATIONS 1. GENERAL: CONCRETE MASONRY AND REINFORCED CONCRETE MASONRY SHALL BE OF THE MATERIALS STRENGTH, AND CONSTRUCTION REQUIRED IN THE STRUCTURAL DRAWINGS SCHEDULES, AND NOTES. 2. QUALITY AND TEST: 2.1 GENERAL: (A) QUALITY: THE QUALITY OF MATERIALS ASSEMBLED INTO MASONRY AND THE METHOD AND MANNER OF THEIR ASSEMBLY SHALL CONFORM TO ACCEPTABLE STANDARDS OF CONSTRUCTION AND THE REQUIREMENTS SET FORTH HEREIN. Q (B) TESTS: (1) THE ENGINEER MAY REQUIRE MATERIALS TO BE SUBJECTED TO TEST IN ORDER TO DETERMINE THEIR QUALITY WHENEVER THERE IS REASON TO BELIEVE THAT THE MATERIAL IS NOT OF ACCEPTABLE QUALITY. THE COSTS OF SUCH TESTS SHALL BE ASSUMED NY THE OWNER. (2) TESTS OF MATERIAL SHALL BE IN ACCORDANCE WITH THE STANDARD SPECIFICATIONS OF THE AMERICAN SOCIETY FOR TESTING MATERIALS. 2.2 CONCRETE BLOCKS: (A) GENERAL; (1) CONCRETE BLOCKS SHALL BE MADE OF PORTLAND CEMENT WATER AND ATES. THE MATERIALS SHALL CONFORM TO THE REQUIREMENTS FOR THE APPROVED AGGREG MATERIALS OF CONCRETE, AND FINISHED UNITS SHALL MEET THE REQUIREMENTS OF THIS SECTION. (2) CONCRETE BLOCKS USED FOR FIRE RESISTIVE WALLS RATED TWO -HOURS OR MORE OR USED FOR LOAD -REARING OR EXTERIOR WALLS SHALL HAVE A MINIMUM FACE -SHELL THICKNESS OF ONE AND ONE-FOURTH INCHES, A MINIMUM WEB THICKNESS OF ONE INCH, AND SHALL HAVE A NET CROSS-SECTIONAL AREA NOT LESS THAN 50 PERCENT OF THE CROSS SECTION. (3) CONCRETE BLOCKS FOR OTHER PURPOSES SHALL HAVE A WALL AND WEB THICKNESS OF NOT LESS THAN THREE-FOURTHS INCH. (4) WHERE MASONRY WALLS ARE REQUIRED BY THE PUNS TO BE EIGHT INCHES IN THICKNESS, HOLLOW CONCRETE BLOCK UNITS MAY BE 7 5/a" X 7 5/8" X 15 5/8" MODULAR DIMENSION WITH CORRESPONDING WIDTHS FOR TIE COLUMNS AND TIE BEAMS, AND STRUCTURAL BEAMS AND COLUMNS UNLESS OTHERWISE NOTED IN THE PUNS. (1) QUALITY: STANDARD UNITS OF HOLLOW CONCRETE SHALL CONFORM TO THE STANDARD SPECIFICATIONS FOR HOLLOW LOAD-BEARING CONCRETE MASONRY UNITS, ASTM C90, EXCEPT THAT THE MAXIMUM MOISTURE CONTENT SHALL NOT EXCEED 80 PERCENT OF THE TOTAL ABSORPTION. 2.3 PLAIN CONCRETE: PLAIN CONCRETE IS CONCRETE CAST IN PUCE AND NOT REINFORCED ONLY FOR SHRINKAGE OR CHANCE OF TEMPERATURE, PLAIN CONCRETE SHALL BE MIXED, PLACED, AND CURED AS SPECIFIED FOR CONCRETE ELSEWHERE. THE MINIMUM STRENGTH OF REGULAR CONCRETE SHALL BE NOT LESS THAN 2500 PSI IN 28 DAYS LIGHT WEIGHT CONCRETE SHALL NOT BE USED. 2.4 MORTAR: (A) GENERAL: EXCEPT AS OTHERWISE NOTED HEREIN, ALL MORTARS AND THE MATERIALS THEREIN SHALL CONFORM TO THE STANDARD SPECIFICATIONS FOR MORTAR OF MASONRY UNITS, ASTM C270. (1) THE GRADATION OF AGGREGATES FOR MASONRY MORTAR SHALL BE SUCH THAT THE FINENESS MODULUS IS BETWEEN 1.2 AND 2.35 WHEN DETERMINED IN ACCORDANCE WITH THE STANDARD OR FOR MASONRY MORTAR ASTM C144. AGGREGATE F , (2) AGGREGATES SHALL BE QUARRIED OR WASHED IN FRESH WATER AND SHALL CONTAIN NOT MORE THAN ONE -TWENTIETH OF ONE PERCENT SLAT BY WEIGHT. (1) MORTAR: (1) MORTAR USED TO BOND MASONRY SHALL BE OF TYPE M, AND SHALL COMPLY WITH EITHER THE PROPERTY SPECIFICATIONS SET FORTH BELOW OF THE PROPORTION SPECIFICATIONS OF ASTM C270. MORTAR STRENGTH PROPERTY SPECIFICATION. TYPE MINIMUM AVERAGE STRENGTH, PSI M OR S 2500. (2) THE TYPE OF MORTAR BASED ON CONSIDERATION OF THE LOCATION OF THE UNIT MASONRY CONSTRUCTION SHALL RE AS FOLLOWS: USE OR LOCATION TYPE OF MORTAR EXTERIOR WALLS AND LOAD NEARING WALLS M OR S MORTAR OR GROUT UNDER CONCENTRATED LOADS M. (3) ALL HOLLOW UNIT MASONRY SHALL, OTHER THAN SHEAR WALLS, SHALL BE UID WITH FULL MORTAR COVERAGE OF THE FACE SHELLS IN BOTH HORIZONTAL AND VERTICAL JOINTS, EXCEPT THE FIRST COURSE OF MASONRY SHALL BE LAID IN FULL BEDDED MORTAR. 3. CONSTRUCTION DETAILS: 3.1 GENERAL: A REINFORCED CONCRETE SHALL COMPLY WITH THE REQUIREMENTS SET FORTH IN THAT SECTION. (W) SECOND-HAND MASONRY UNITS SHALL NOT RE USED UNLESS THEY CONFORM TO THE REQUIREMENTS OF THIS SECTION, ARE SOUND, HAVE BEEN THOROUGHLY CLEANED, AND ARE APPROVED FOR USE BY THE ENGINEER. (C) BOND SHALL BE PROVIDED BY UPPING UNITS IN SUCCESSIVE VERTICAL COURSES IN A COMMON RUNNING BOND PATTERN. (D) HORIZONTAL AND VERTICAL JOINTS SHALL BE THREE-EIGHTHS OF AN INCH THICKNESS. 3.2 EXTERIOR WALLS: (A) GENERAL: (1) EXTERIOR WALLS OF UNIT MASONRY SHALL HAVE A MINIMUM THICKNESS OF EIGHT INCHES, UNLESS OTHERWISE NOTED. (2) THE MAXIMUM AREA OF WALL PANELS OF 8 INCHES THICK UNIT MASONRY AS MEASURED BETWEEN THE CONCRETE MEMBERS WHICH FRAME THE PANEL SUCH AS TIE BEAMS AND THE COLUMNS, SHALL NOT EXCEED 258 SQUARE FEET, UNLESS OTHERWISE INDICATED IN THE STRUCTURAL DRAWINGS. (1) MASONRY BEARING WALLS SHALL BE REINFORCED WITH AN APPROVED NO. 8 UDDER -TYPE PREFABRICATED STEEL -WIRE REINFORCEMENT UID IN EVERY SECOND HORIZONTAL JOINT, STARTING WITH THE SECOND JOINT ABOVE THE NEARING SURFACE. HORIZONTAL WALL REINFORCEMENT SHALL UP SIX INCHES. (C) TIE BEAMS: (1) A TIE BEAM OF REINFORCED CONCRETE SHALL BE PLACED IN ALL WALL UNITS, MASONRY, AT EACH FLOOR LEVEL, AND AT SUCH INTERMEDIATE LEVELS AS MAY BE REQUIRED TO LIMIT THE VERTICAL HEIGHTS OF THE MASONRY UNITS TO 15 FEET, UNLESS OTHERWISE NOTED, TIE BEAMS SHALL RE REQUIRED WHERE INDICATED IN THE PLANS. (2) A TIE BEAM SHALL NOT ME LESS IN DIMENSION OR REINFORCING THAN REQUIRED IN THE PUNS NOR LESS THAN A NOMINAL EIGHT INCHES, SHALL HAVE A HEIGHT OF NOT LESS THAN 12 INCHES, AND SHALL BE REINFORCED WITH NOT LESS THAN FOUR #5 REINFORCING BARS PLACED TWO AT THE TOP AND TWO AT THE BOTTOM OF THE BEAM, CONTAIN 13 TIES AT 48" O.C. WITH 4 TIES AT EACH BEND SPACED 12" O.C. INDICTED IN THE STANDARD DETAIL PROVIDED. ALL TO TURNS MUST CONTAIN CORNER BARS AS INDICATED IN SAME DETAIL. (3) THE TIE NEAM SHALL BE CONTINUOUS, CONTINUITY OF THE REINFORCING IN STRAIGHT RUNS SHALL BE PROVIDED BY LAPPING SPLICES NOT LESS THAN 18 INCHES, 30 BAR DIAMETERS, OR AS INDICATED IN THE PLANS, CONTINUITY SHALL BE PROVIDED AT THE CORNERS NY SENDING TWO MARS FROM EACH DIRECTION AROUND THE CORNER 30 INCHES, OR AS INDICATED IN THE PUNS OR NY ADDING MARS WITH EQUIVALENT LAP LENGTHS WHICH EXTEND EACH WAY FROM THE CORNER, CONTINUITY AT THE COLUMNS SHALL BE PROVIDED BY CONTINUING HORIZONTAL REINFORCEMENT THROUGH COLUMNS OR NY SENDING HORIZONTAL REINFORCING, THE COLUMNS A DISTANCE OF 13 INCHES OR AS INDICATED IN THE PUNS. (4) CHANGES IN LEVEL OF TIE BEAMS SHALL BE MADE AT COLUMNS. (5) THE CONCRETE IN TIE REAMS SHALL BE PLACED TO BOND TO THE MASONRY UNITS IMMEDIATELY BELOW AND SHALL NOT BE SEPARATED THERE FROM NY WOOD, FELT, OR ANY OTHER MATERIAL WHICH MAY PREVENT BOND, FELT PAPER OR OTHER MEANS MAY BE USED TO PREVENT CELLS FROM FILLING WITH CONCRETE, PROVIDED THAT THE MATERIAL IS NOT WIDER THAN THE WIDTH OF THE CELLS AND IS DEPRESSED TO PREVENT DISPLACEMENT. (D) CHASES, RECESSES AND OPENING: (1) UNITS MASONRY WALLS REQUIRED TO BE A MINIMUM OF S INCHES THICK, SUCH AS EXTERIOR WALLS, FIRE WALLS, AND NEARING WALLS, MAY BE CHASED OR RECESSED WITH THE APPROVAL OF THE ENGINEER. CHASES AND RECESSES SHALL NOT BE DEEPER THAN ONE-HALF THE WALL THICKNESS FOR AN AREA NOT EXCEEDING EIGHT SQUARE FEET. THE HORIZONTAL DIMENSION OF THE CHASE OF RECESS SHALL NOT EXCEED FOUR FEET, AND CHASING SHALL NOT REDUCE THE DIMENSION OF TIE BEAMS AND TIE COLUMNS TO LESS THAN HEREIN REQUIRED. (2) OPENINGS SHALL HAVE LINTELS OF REINFORCED CONCRETE WHERE SUCH LINTEL IS PRECAST OR FORMED SEPARATELY FROM A TIE BEAM. IT SHALL BEAR NOT LESS THAN II INCHES ON THE MASONRY AT EACH END, WHERE SUCH LINTEL IS FORMED INTEGRALLY WITH THE TIE TEAM BY DEEPENING THE TIE BEAM ANOVE THE OPENING, AND THE TIE BEAM ITSELF IS CAPABLE OF SAFELY SUPPORTING ALL LOADS. THE BEAM MAY SPAN UP TO 6 FEET IN LENGTH AND MAY BE DEEPENED NOT MORE THAN 8 INCHES WITHOUT ADDITIONAL REINFORCING, WHERE THE BEAM IS DEEPENED IN EXCESS OF EIGHT INCHES WITH A SPAN LESS THAN SIX FEET IN LENGTH AND THE TIE BEAM ITSELF IS CAPABLE OF SUPPORTING ALL LOADS. THE DROPPED PORTION SHALL CONTAIN A #5 T HORIZONTAL NAR AT THE BOTTOM HENT UP AT EACH END AND FASTENED TO THE UPPER TIE BEAM STEEL, OR 7W0 J4 HORIZONTAL BARS. THE DROPPED PORTION SHALL DEAR AT LEAST EIGHT INCHES ON THE MASONRY AT EACH END, WHERE THE SPAN IS IN EXCESS OF SIX FEET. THE PRINCIPAL BEAM REINFORCING SHALL BE AT THE BOTTOM OF THE BEAM. ALL LINTELS SHALL BE SHORED UNTIL THE CONCRETE FILL STRENGTH HAS REACHED 100%. 4. REINFORCED CONCRETE MASONRY: STANDARDS: DESIGN AND CONSTRUCTION OF REINFORCED UNIT MASONRY SHALL BE IN ACCORDANCE WITH THE FOLLOWING STANDARDS. (A) BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES ACI -ASCE 530. (B) SPECIFICATIONS FOR MASONRY STRUCTURES ACI -ASCE 530.1 4.2 GENERAL REQUIREMENTS: (A) TIE COLUMNS AND TIE REAMS AS SET FORTH HEREIN ARE NOT REQUIRED WHERE REINFORCED MASONRY CONSTRUCTION IS INDICATED IN THE PLANS. (B) REINFORCED UNIT MASONRY SHALL BE STEEL REINFORCED GROUTED HOLLOW -UNIT MASONRY. (C) THE ENGINEER SHALL INSPECT REINFORCEMENT FOR THE MASONRY PRIOR TO GROUTING THE CELL. (IF REQUIRED NY LOCAL BUILDING DEPARTMENT) 4,3 MATERIALS AND TESTS: (A) CONCRETE MASONRY. CONCRETE MASONRY SHALL HAVE AN AVERAGE PRISM STRENGTH IN ACCORDANCE WITH THE FOLLOWING SCHEDULE. AVERAGE PRISM STRENGTH. F'M. PSI 1000 1500 3000 MASONRY BEARING WALLS XXXX MISCELLANEOUS XXXX (1) GROUT: CONCRETE GROUT SHALL BE A PEA ROCK MIX WITH A MAXIMUM AGGREGATE SIZE OF 3/8 INCH AND 28 DAY COMPRESSIVE STRENGTH OF 2500 PSI, GROUT SHALL CONFORM TO ASTM C476. (PROVIDE 3,000 PSI. IF POURED TOGETHER WITH TIE BEAMS) (C)REINFORCING: (1) DEFORMED REINFORCING STEEL SHALL RE GRADE 60. (2) HORIZONTAL REINFORCEMENT: HORIZONTAL WALL REINFORCEMENT SHALL BE a -GAUGE LADDER TYPE, CONFORMING TO ASTM A82, AND SHALL BE GALVANIZED, WIDTH OF HORIZONTAL REINFORCEMENT SHALL BE TWO INCHES LESS THAN THE WIDTH OF THE MASONRY TRUSS TYPE HORIZONTAL REINFORCEMENT SHALL NOT ME USED. 4.4 REINFORCED MASONRY COLUMNS AND WALLS: (A) THE MINIMUM LENGTH OF UP FOR DEFORMED OARS IN GROUT, IN TENSION OR COMPRESSION, SHALL BE 41 BAR DIAMETER, BUT NOT LESS THAN 24 INCHES. (B) HORIZONTAL REINFORCEMENT: (1) MASONRY NEARING WALLS SHALL BE REINFORCED WITH AN APPROVED UDDER -TYPE PREFABRICATED STEEL -WIRE REINFORCEMENT UID IN EVERY SECOND HORIZONTAL JOINT, STARTING WITH THE SECOND JOINT ABOVE THE NEARING SURFACE. (2) MASONRY RETAINING WALLS SHALL RE REINFORCED WITH AN APPROVED LADDER -TYPE PREFABRICATED STEEL --WIRED REINFORCEMENT LAID IN EVERY HORIZONTAL JOINT, STARTING WITH THE NEARING SURFACE. (3) HORIZONTAL WALL REINFORCEMENT SHALL UP SIX INCHES. (C) ANCHORAGE REQUIREMENTS: REINFORCED MASONRY WALLS SHALL BE SECURELY ANCHORED TO ADJACENT STRUCTURAL MEMBERS SUCH AS ROOFS, FLOORS, COLUMNS, PILASTERS, DUTTRESSES, AND INTERSECTION WALLS. REQUIRED ANCHORS SHALL BE EMBEDDED IN REINFORCED GROUTED CELLS, AS INDICATED IN THE PLANS, OR EXTEND DUROWALL 4" INTO COLUMN. (D) MORTAR AND GROUT: (1) VERTICAL CELLS TO BE GROUTED SHALL PROVIDE VERTICAL ALIGNMENT SUFFICIENT TO MAINTAIN CLEAR, UNONSTRUCTED CONTINUOUS VERTICAL CORES MEASURING NOT LESS THAN TWO BY THREE INCHES. (2) GROUT SHALL BE A PLASTIC MIX HAVING A MAXIMUM SLUMP OF NINE INCHES PLUS OR MINUS ONE INCH. (3) GROUT SHALL RE PLACED BEFORE ANY INITIAL SET HAS OCCURRED, BUT IN NO CASE MORE THAN ONE-HALF HOURS AFTER THE MIXED -DESIGN WATER HAS BEEN ADDED. (4) GROUTING SHALL BE A CONTINUOUS OPERATION NOT EXCEEDING FOUR FEET BETWEEN REINFORCED, GROUTED CELLS, AND WITH A MAXIMUM POUR LIFT OF 4 FEET. (5) GROUTING SHALL RE CONSOLIDATED BETWEEN LIFTS BY PUDDLING, RODDING, OR MECHANICAL VIBRATION. foes Tse • vYv Y v v e G Y f Y V Y v v uv• VVV V V • u a v a v v v v v v v Y Y • • Y G V • V Y v • 4 Y 40 0 6 • • Y Vie V' V • Yvv •' Y M • e (E) NEARING: PRECAST FLOOR AND ROOF UNITS SUPPORTED ON MASONRY WALLS SHALL PRGVIDE MINIMUM • NEARING OF THREE INCHES, AND ANCHORAGE AS INDICATED IN THE PUNS. -W W . W Y • w v (F) PROTECTION OF MASONRY: UNFINISHED WORK SHALL BE STEPPED TACK FOR JOINING WITH NEW WORK, TOOTHING SHALL BE PERMITTED ONLY WITH THE APPROVAL OF THE ENGINEER. STRUCTURAL STEEL NOTES AND SPECIFICATIONS GENERAL: FABRICATION AND ERECTION OF STRUCTURAL STEEL SHALL BE AS REQUIRED IN THE STRUCTURAL DRAWINGS, SCHEDULES, AND NOTES. 1.2 THE CONTRACTOR AND STRUCTURAL STEEL FABRICATOR SHALL SURVEY ALL PUNS, DETAILS, SECTIONS, SCHEDULE, AND SHOP DRAWINGS FOR MISCELLANEOUS STEEL AND CONNECTIONS NOT SPECIFICALLY SHOWN OR DESIGNED BY THE ENGINEER. MISCELLANEOUS STEEL AND CONNECTIONS SHALL BE DESIGNED AND DETAILED BY THE FABRICATOR. SHOP DRAWINGS SHALL BE SUBMITTED TO THE ENGINEER FOR APPROVAL. 2. STANDARDS: DESIGN, FABRICATION, AND ERECTION OF STRUCTURAL STEEL BE IN ACCORDANCE WITH THE FOLLOWING STANDARDS: 2.1 SPECIFICATIONS FOR THE DESIGN, FABRICATION AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS (EFFECTIVE NOVEMBER 1, 1978), INCLUDING THE RISC, EIGHTH EDITION. 2.2 (A) STRUCTURAL WELDING COD -STEEL AWS D1.1. (1) SPECIFICATION FOR WELDING SHEET STEEL IN STRUCTURES, AWG D1.3. 2.3 STANDARD FOR QUALIFICATION OF WELDING PROCEDURES AND WELDERS FOR PIPING AND TUBING, AWS 13.0. 3. MATERIAL: 3.1 STRUCTURAL STEEL: (A) STRUCTURAL STEEL, ASTM A36. (1) STRUCTURAL TUBING ASTM A500, GRADE B. 3.2 FILLER METAL AND FLUX FOR WELDING: WELDING ELECTRODES SHALL BE E70 SERIES, WELDING ELECTRODES AND FLUXES SHALL CONFORM TO THE APPROPRIATE AWS SPECIFICATION FOR THE METHOD EMPLOYED. 3.3 USED AND DAMAGED MATERIAL: ALL STEEL SHALL BE STRAIGHT AND TRUE AND ANY SECTION DAMAGED TO BE OUT OF SHARE SHALL NOT BE USED. STEEL PREVIOUSLY USED OR FABRICATED FOR USE OR FABRICATED IN ERROR SHALL NOT BE USED EXCEPT WITH THE APPROVAL OF THE ENGINEER. FILLED HOLES OR WELDS SHALL NOT IE CONCEALED, STRAIGHTENED OR RETEMPERED. FIRE -BURNED STEEL SHALL NOT ME USED EXCEPT WITH THE APPROVAL OF THE ENGINEER. 3.4 TESTS: THE ENGINEER MAY REQUIRE TESTS AND OR MILL RECORDS TO DETERMINE THE QUALITY OF MATERIALS, THE COSTS OF SUCH TESTS SHALL BE ASSUMED BY THE CONTRACTOR. 4. MINIMUM THICKNESS OF MATERIALS: THE MINIMUM THICKNESS OF MATERIAL SHALL NOT BE LESS THAN AS SET FORTH IN THE APPLICABLE STANDARDS, OR AS REQUIRED IN THE STRUCTURAL DRAWINGS. 5. CONNECTIONS: 5.1 CONNECTIONS SHALL CONFORM TO THE REQUIREMENTS OF THE APPLICABLE STANDARDS. 5.2 THE ENGINEER OR SPECIAL INSPECTOR SHALL INSPECT ALL WELDING AND HIGH-STRENGTH BOILING, AND OTHER CONNECTIONS WHEN REQUIRED NY THE ENGINEER BECAUSE OF SPECIAL CONDITIONS. 5.3 L BE DESIGNED NY THE ENGINEER SHALL Y DETAILED AND DESIGNED CONNE CTIONS NOT SPECIFICALL BY THE STRUCTURAL STEEL FABRICATOR. (A) WHEN SIMPLE SHEAR CONNECTIONS DESIGN FORCES ARE NOT INDICATED IN THE STRUCTURAL DRAWINGS FOR THE CONNECTION SHALL BE DESIGNED FOR 60% OF THE TOTAL ALLOWABLE WEI SHEAR CAPACITY OF THE SUPPORTED MEMBER(S). (1) SIMPLE SHEAR CONNECTIONS SHALL IE DESIGNED IN ACCORDANCE WITH PARAGRAPH 5.6 FOR SECTIONS LESS THAN 18 INCHES IN DEPTH. 5.4 THE CONTRACTOR AND STRUCTURAL STEEL FABRICATOR SHALL SURVEY ALL PUNS DETAILS SECTION SCHEDULES, AND SHOP DRAWINGS FOR SPECIAL CONNECTIONS NOT DETAILED OR DESIGNED BY THE ENGINEER, OR ARISING FROM THE CONSTRUCTION. ATTENTION OF THE ENGINEER FOR DETAILING AND DESIGN OR SHALL ME DETAILED AND DESIGNED BY THE FABRICATOR. SUBMIT SHOP DRAWINGS TO THE ENGINEER FOR APPROVAL 5.5 WELDED CONNECTIONS: (A) WELDING IN THE SHOP OR FIELD SHALL BE DONE ONLY BY PERSONS WHO HAVE BEEN TESTED AND APPROVED TESTING LABORATORY FOR THE TYPE AND METHOD OF WELDS TO CERTIFIED BY AN BE PERFORMED, VALID CERTIFICATION FOR EACH WELDING OPERATOR SHALL BE AVAILABLE UPON REQUEST. WELDING SHALL ME IN ACCORDANCE WITH THE RECOMMENDATIONS OF THE LAWS. (1) TYPE, SIZE, THICKNESS OF WELDS SHALL BE AS DETAILED NY THE ENGINEER, SPECIFIED, OR REQUIRED BY APPLICABLE CODES. WELDS NOT SPECIFIED IN THE PLANS SHALL BE DETAILED BY THE STEEL FABRICATOR IN ACCORDANCE WITH AISC STANDARDS AND APPROVED by THE ENGINEER. LUMBER AND RELATED PRODUCTS 1. GENERAL: 1.1 ALL LUMBER IN CONTACT WITH CONCRETE OR MASONRY SHALL BE PRESSURE TREATED OR OTHERWISE HAVE AN APPROVED SEPARATING MATERIAL. 1.2 ALL LUMBER SHALL ME VISUALLY GRADED DOMESTIC LUMBER AND SHALL BE IDENTIFIED NY AN APPROVED AGENCY. GRADING SHALL BE BASED ON RULES PUBLISHED NY THE FOLLOWING AGENCIES. HEM FIR WCUN (WEST COAST LUMBER INSPECTION BUREAU) OR WWPA (WESTERN WOOD PRODUCTS ASSOCIATION) SO PINE SPIN (SOUTHERN PINE INSPECTION BUREAU) 2. DESIGN VALUES: 2.1 ALL DESIGN VALUES SHALL BE BASED ON THE PROVISIONS OF ASTM DESIGNATION P245 "METHODS FOR ESTABLISHING STRUCTURAL GRADED AND RELATED ALLOWABLE PROPERTIES FOR VISUALLY GRADED LUMBER". 2.2 CALCULATIONS ARE BASED ON THE NATIONAL DESIGN SPECIFICATIONS FOR WOOD CONSTRUCTION LATEST EDITION AND DESIGN VALUES FOR WOOD CONSTRUCTION SUPPLEMENT TO THE SPECIFICATIONS, NDS -91. 3. CONSTRUCTION MINIMUM STANDARDS: 3.1 ALL WORK SHALL ME CONDUCTED IN GENERAL CONFORMANCE WITH THE BUILDING CODE. ALL PARTITIONS SHALL BE ERECTED PLUMB AND TO REQUIRED HEIGHTS. SPLICING OF ANY STRUCTURAL MEMBERS SHALL NOT BE MADE WITHOUT APPROVED ENGINEERING DETAILS. NOTCHING OR CUTTING OF ANY STUDS SHALL ME LIMITED TO 1/6 DEPTH, UNLESS OTHERWISE APPROVED MY THE ENGINEER. 3.2 (A) INTERIOR NEARING PARTITIONS SHALL BE CONSTRUCTED OF SPECIFIED LUMBER, SEE PUNS. THEY SHALL HAVE A DOUBLE TOP PLATE AND SINGLE SILL WHICH SHALL BE PRESSURE TREATED. THE INDIVIDUAL STUDS SHALL BE CONNECTED TO TOP PLATE SILL AS NOTED ON PLANS. (B) THE SILL PLATE OF ALL BEARING PARTITIONS SHALL BE CONNECTED TO THE FOUNDATION BY METHODS DESCRIBED IN DETAILS ON THE DRAWINGS. 3.3 FLOOR AND ROOF TRUSS CONNECTIONS: EACH TRUSS OR GIRDER MAY REQUIRE A DIFFERENT TYPE OF CONNECTION UNLESS OTHERWISE NOTED. THE STANDARD TRUSS CONNECTION HAS BEEN DETAILED, SEE ROOF FRAMING PLANS FOR DIFFERENT CONDITIONS. 4. PLYWOOD: PLYWOOD USED FOR FLOORS SHALL BE 3/4" STRUCTURAL I CD TONGUE AND GROOVE, INTERIOR GLUED AND NAILED WITH 8d NAILS AT 6" O.C. AT PANEL EDGES, 12" AT INTERMEDIATE SUPPORTS, UNLESS OTHERWISE NOTED. TELEPHONE (305) 285-67231 FAX (305) 285-6722 535 SW i ST. SUITE 100 MIAMI, FL. 33130 pESIGN 1 CONSTRUCTION ADMINISTRATION BUILDING INSPECTIONS I CAD PRODUCTION CONSULTANT/ NOTES ,�,,,,, /:11 ALFREDO A YLAGA.JR. & ,� w,� ASSOC IA `OA) oRP. a5o wEs. �a't jtT T E T K � 11, ', ,r y HIALEAH, C6R�1DA 3 4 TEL. 30 " &28-a 6 STRUCTUF AAAAAA ENGiQ, FLA. RE "(NO. 330 . IfII, . "� `i APPROVALS/REVISIONS DATE SEAL: Lij Z OW Zr Ur M 0zW,,, O 0� M U) W i- p W p C� O Zti J V- U) z - W W Z __< C.0 0 - C) LO :E ( A-'a:)1/P_ Mark A Coltrain AR 0013380 RichorO K. Jonea, AIA AR 0015755 SHEET TITLE: GENERAL STRUCTURAL NOTES Job No. Drawing No. 2007 - JONES RESIDENCE Drawn By: Date Plotted: sto 04/15/2001 Scale: (VARIES - SEE DRAWING)