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DATE:11/14/2024
<br />JOB NO: MLB24-1210
<br />DESIGNED BY: HK
<br />CHECKED BY: GB
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<br />MLB CONSULTING AND
<br />ENGINEERING, INC
<br />7918 FOOTHILL BLVD
<br />SUNLAND, CA 91040
<br />(818) 521-6342
<br />INFO@MLBENGINEERING.ORG
<br />4703 W McFadden
<br />Ave Santa Ana, CA
<br />92704
<br />DATE:11/14/2024
<br />JOB NO: MLB24-1210
<br />DESIGNED BY: HK
<br />CHECKED BY: GB
<br />DE
<br />S
<br />C
<br />R
<br />I
<br />P
<br />T
<br />I
<br />O
<br />N
<br />DA
<br />T
<br />E
<br />RE
<br />V
<br />BY
<br />1 3 4 5
<br />-
<br />2
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<br />MLB CONSULTING AND
<br />ENGINEERING, INC
<br />7918 FOOTHILL BLVD
<br />SUNLAND, CA 91040
<br />(818) 521-6342
<br />INFO@MLBENGINEERING.ORG
<br />4703 W McFadden
<br />Ave Santa Ana, CA
<br />92704
<br />SOILS AND FOUNDATIONS
<br />REFERENCE STANDARDS: CBC CHAPTER 18 "SOILS AND FOUNDATIONS."
<br />GEOTECHNICAL REPORT: PREPARED BY: NONE
<br />CONTRACTOR'S RESPONSIBILITIES: CONTRACTOR SHALL BE RESPONSIBLE TO REVIEW THE GEOTECHNICAL
<br />REPORT AND SHALL FOLLOW THE RECOMMENDATIONS SPECIFIIED THEREIN INCLUDING, BUT NOT LIMITED TO,
<br />SUBGRADE PREPARATIONS, PILE INSTALLATION PROCEDURES, GROUND WATER MANAGEMENT AND STEEP
<br />SLOPE BEST MANAGEMENT PRACTICES.
<br />GEOTECHNICAL SUBGRADE INSPECTION: THE GEOTECHNICAL ENGINEER SHALL INSPECT ALL SUB-GRADES ND
<br />PREPARE SOIL BEARING SURFACES, PRIOR TO PLACEMENT OF FOUNDATION REINFORCING STEEL AND
<br />CONCRETE. GEOTECHNIAL ENGINEERS SHALL PROVIDE A LETTER TO THE OWNER STATING THAT SOULS ARE
<br />ADEQUATE TO SUPPORT THE "ALLOWABLE FOUNDATION BEARING PRESSURE(S)" SHOWN BELOW. ASSUMED
<br />VALUES SHALL BE FIELD VERIFIED BY THE BUILDING OFFICIAL OR THE GEOTECHNICAL ENGINEER PRIOR TO
<br />PLACING CONCRETE.
<br />ADVERSE SOILS: IF ADVERSE SOIL CONDITIONS ARE ENCOUNTERED, A SOILS INVESITGATION REPORT MAY BE
<br />REQUIRED UNLESS ALREADY PROVIDED FOR THIS PROJECT.
<br />DESIGN SOIL VALUES:
<br />ALLOWABLE FOUNDATION BEARING PRESSURE*
<br />Continuous Footing
<br />Isolated Pad Footing
<br />D+L Short Term Allowable Bearing Surface
<br />NATURAL GRADE1,500
<br />1,500
<br />2,660
<br />2,660
<br />* The above bearing value(s) may be increased by 150 psf for each additional foot of footing depth to a
<br />maximum of 4,000 psf . The bearing capacity can be increased by one-third when considering short
<br />duration wind or seismic loads.
<br />LATERAL EARTH PRESSURE*
<br />Active EFP (pcf)
<br />30 65
<br />At-Rest EFP (pcf)
<br />LEVEL BACKFILL
<br />2:1 BACKFILL
<br />1.5:1 BACKFILL
<br />43
<br />55
<br />65
<br />65
<br />FOOTINGS:
<br />FOOTING REQUIREMENTS
<br />Min. Width
<br />Cont. Ext. Ftg.
<br />Int. Ext. Ftg.
<br />Isolated Pad Footing
<br />12"
<br />12"
<br />Min. Depth1
<br />24"
<br />24"
<br />Min. Embed. Into Approved
<br />Weathered Bedrock
<br />Min. Embed. Into Approved
<br />Certified Fill
<br />12"
<br />12"
<br />24"
<br />24"
<br />12"24"12"24"
<br />PASSIVE LATERAL PRESSURE (LBS. PER CUBIC FT.)
<br />- WITHIN WEATHERED BEDROCK OR FILL............................. 150 PCF
<br />- MAX. ALLOW. FOR WEATHERED BEDROCK......................... 4,000 PCF
<br />COEFFICIENT OF SLIDING FRICTION................................................. NONE
<br />FOOTING DEPTH:TOPS OF FOOTINGS SHALL BE AS SHOWN ON PLANS WITH VERTICAL CHANGES AS INDICATED WITH
<br />STEPS IN FOOTINGS; LOCATIONS OF STEPS SHOWN AND APPROXIMATE AND SHALL BE COORDINATED WITH THE CIVIL
<br />GRADING PLANS. FOUNDATIONS SHALL BE EMBEDDED PER SCHEDULE ABOVE OR AS OTHERWISE INDICATED BY THE
<br />GEOTECHNICAL ENGINEER OR BUILDING OFFICIAL.
<br />CAST-IN PLACE CONCRETE
<br />REFERENCE STANDARDS: CONFORM TO:
<br />(1) ACI-301-10 "SPECIFICATIONS FOR STRUCTURAL CONCRETE"
<br />(2) CBC CHAPTER 19 "CONCRETE"
<br />(3) ACI 318-11/318R-11 "BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE"
<br />(4) ACI 117-10 "SPECIFICATIONS FOR TOLERANCES FOR CONCRETE CONSTRUCTION AND MATERIALS
<br />FIELD REFERENCE: THE CONTRACTOR SHALL KEEP A COPY OF ACI FIELD REFERENCE MANUAL, SP-15,
<br />"STANDARD SPECIFICATIONS FOR STRUCTURAL CONCRETE (ACI 301) WITH SELECTED ACI AND ASTM
<br />REFERENCES."
<br />CONCRETE MIXTURES: CONFORM TO ACI 301 SECTION 4 "CONCRETE MIXTURES" AND CBC SECTION 1904.3
<br />MATERIALS: CONFORM TO ACI 301 SECTION 4.2.1 "MATERIALS FOR REQUIREMTNS FOR CEMENTITIOUS
<br />MATERIALS, AGGREGATES, MIXING WATER AND ADMIXTURES.
<br />SUBMITTALS: PROVIDE ALL SUBMITTALS REQUIRED BY ACI 301 SECTION 4.1.2. SUBMIT MIX DESIGNS FOR EACH
<br />MIX IN THE TABLE BELOW. SUBSTANTIATING STRENGTH RESULTS FROM PAST TEST SHALL NOT BE OLDER
<br />THAN 24 MONTHS PER ACI 318 SECTION 5.3.
<br />TABLE OF MIX DESIGN REQUIREMENTS
<br />MEMBER TYPE/
<br />LOCATION
<br />STRENGTH
<br />f'c (psi)
<br />TEST AGE
<br />(DAYS)
<br />MAX.
<br />AGGREGATE
<br />EXPOSURE
<br />CLASS
<br />MAX. W/C
<br />RATIO
<br />AIR
<br />CONTENT
<br />NOTES (1-8
<br />TYP. UNO)
<br />SLAB ON GRADE
<br />FOOTINGS
<br />ELEVATED SLABS
<br />AND BEAMS
<br />CONCRETE
<br />COLUMNS
<br />GRADE BEAMS
<br />SITE RETAINING
<br />WALLS
<br />PILES
<br />SHEAR WALLS
<br />28
<br />28
<br />1"
<br />SHOTCRETE WALLS
<br />2500
<br />4000
<br />BASEMENT WALLS
<br />2500
<br />4000
<br />3000
<br />4000 3/4"
<br />4000
<br />4000
<br />3000
<br />3000
<br />TABLE OF MIX DESIGN REQUIREMENTS NOTES:
<br />1. W/C RATIO : WATER-CEMENTATION MATERIAL RATIOS SHALL BE BE BASED ON THE TOTAL WEIGHT OF
<br />CEMENTATION MATERIALS. MAXIMUM RATIOS ARE CONTROLLED BY STRENGTH NOTED IN THE MIX DESIGN
<br />REQUIREMENTS AND DURABILITY REQUIREMENTS GIVEN IN ACI 318 SECTION 4.3.
<br />2. CEMENTATION MATERIALS:
<br />2.a. CEMENTATION MATERIAL TYPES SHALL CONFORM TO ACI 318 TABLE 4.3.1, BASED ON THE EXPOSURE
<br />CLASSES INDICATED.
<br />2.b. THE USE OF FLY ASH, OTHER POZZOLANS, SILICA FUME, OR SLAG SHALL CONFORM TO ACI 318 SECTIONS
<br />4.4.2. MAXIMUM AMOUNT OF FLY ASH SHALL BE 25% OF TOTAL CEMENTATION CONTENT UNLESS
<br />REVIEWED AND APPROVED OTHERWISE BY EOR.
<br />2.c. FOR CONCRETE USED IN ELEVATED FLOORS, MINIMUM CEMENTATION-MATERIALS CONTENT SHALL
<br />CONFORM TO ACI 301 TABLE 4.2.2.1. ACCEPTANCE OF LOWER CEMENT IS CONTINGENT ON PROVIDING
<br />SUPPORTING DATA TO THE SER FOR REVIEW AND ACCEPTANCE.
<br />2.d. CEMENTATION MATERIALS SHALL CONFORM TO THE RELEVANT ASTM STANDARDS LISTED IN ACI 318
<br />SECTION 3.2.1
<br />3. AIR CONTENT: CONFORM TO ACI 318 SECTION 4.4.1. MINIMUM STANDARDS FOR EXPOSURE CLASS ARE NOTED
<br />IN THE TABLE. IF FREEZING AND THAWING CLASS IS NOT NOTED. AIR CONTENT GIVEN IS THAT REQUIRED BY
<br />THE SER. TOLERANCE IS ±1-1/2%. AIR CONTENT SHALL BE MEASURED AT POINT OF PLACEMENT.
<br />4. AGGREGATES SHALL CONFORM TO ASTM C33.
<br />5. SLUMP: CONFORM TO ACI 301 SECTION 4.2.2.2. SLUMP SHALL BE DETERMINED AT POINT OF PLACEMENT.
<br />6. CHLORIDE CONTENT: CONFORM TO ACI 318 SECTION 4.3.1.
<br />7. NON-CHLORIDE ACCELERATOR: NON-CHLORIDE ACCELERATING ADMIXTURE MAY BE USED IN CONCRETE
<br />PLACED AT THE AMBIENT TEMPERATURES BELOW 50°F AT THE CONTRACTOR'S OPTION.
<br />8. ACI 318, SECTION 4.2.1 EXPOSURE CLASSES SHALL BE ASSUMED TO BE F0, S0, P0, AND C0 UNLESS DIFFERENT
<br />EXPOSURE CLASSES ARE LISTED IN THE TABLE OF MIX DESIGN REQUIREMENTS THAT MODIFY THESE BASE
<br />REQUIREMENTS.
<br />9. SHRINKAGE LIMIT: CONCRETE USED IN ELEVATED SLABS AND BEAMS SHALL HAVE A SHRINKAGE LIMIT OF
<br />0.045% AT 28 DAYS MEASURED IN ACCORDANCE WITH ASTM C157. SUBMIT LABORATORY TEST RESULTS TO
<br />SER FOR APPROVAL PRIOR TO CONSTRUCTION.
<br />FORMWORK & RESHORING: CONFORM TO ACI 301 SECTION 2 "FORMWORK AND FORM ACCESSORIES."
<br />REMOVAL OF FORMS SHALL CONFORM TO SECTION 2.3.2 EXCEPT STRENGTH INDICATED IN SECTION
<br />2.3.2.5 SHALL BE 0.75 f 'c. RESHORING SHALL CONFORM TO SECTION 2.3.3. IN ADDITION, MILD
<br />REINFORCEMENT (NON POST-TENSIONED) SLABS SHALL BE CONTINUOUSLY RESHORED FOR A
<br />MINIMUM OF 14 DAYS FOLLOWING PLACEMENT OF CONCRETE OR 7 DAYS AFTER CONCRETE HAS
<br />REACHED 0.75 f 'c, WHICHEVER IS LONGER. CONTRACTOR SHALL SUBMIT FORMWORK REMOVAL AND
<br />RESHORE INSTALLATION PROCEDURE AND DRAWINGS AS APPLICABLE SEALED BY A PROFESSIONAL
<br />ENGINEER LICENSED IN THE STATE WHERE THE PROJECT IS LOCATED FOR THE SER'S INFORMATION.
<br />MEASURING, MIXING AND DELIVERY: CONFORM TO ACI 301 SECTION 4.3.
<br />HANDLING, PLACING, CONSTRUCTING AND CURING: CONFORM TO ACI 301 SECTION 5. IN ADDITION, HOT WEATHER
<br />CONCRETING SHALL CONFORM TO ACI 305.1-06 AND COLD WEATHER CONCRETING SHALL CONFORM TO ACI
<br />306.1-90.
<br />CONCRETE CURING: PROVIDE CURING COMPOUNDS FOR CONCRETE AS FOLLOWS.
<br />1. USE MEMBRANE CURING COMPOUNDS THAT ARE COMPATIBLE WITH AND WILL NOT AFFECT SURFACES TO BE
<br />COVERED WITH FINISH MATERIALS APPLIED DIRECTLY TO CONCRETE.
<br />2. APPLY CURING COMPOUNDS AT A RATE EQUIVALENT TO THE RATE OF APPLICATION AT WHICH CURING
<br />COMPOUND WAS ORIGINALLY TESTED FOR IN CONFORMANCE TO THE REQUIREMENTS OF ASTM C 309-07
<br />AND THE MANUFACTURER'S RECOMMENDATIONS.
<br />3. SLUMP: CONFORM TO ACI 301 SECTION 4.2.2.2. SLUMP SHALL BE DETERMINED AT POINT OF PLACEMENT.
<br />4. USE CURING COMPOUND COMPATIBLE WITH AND APPLIED UNDER DIRECTION OF SYSTEM MANUFACTURER
<br />OF PROTECTIVE SEALER.
<br />5. APPLY TWO SEPARATE COATS WITH FIRST ALLOWED TO BECOME TACKY BEFORE APPLYING SECOND.
<br />DIRECTION OF SECOND APPLICATION SHALL BE AT RIGHT ANGLES TO THE DIRECTION OF FIRST.
<br />CONCRETE REINFORCEMENT
<br />REFERENCE STANDARDS: CONFORM TO:
<br />1. ACI 301-10 "STANDARD SPECIFICATIONS FOR STRUCTURAL CONCRETE", SECTON 3 "REINFORCEMENT
<br />AND REINFORCEMENT SUPPORTS."
<br />2. ACI SP-66-04 "ACI DETAILING MANUAL" INCLUDING ACI 315-99 "DETAILS AND DETAILING OF CONCRETE
<br />REINFORCEMENT."
<br />3. CRSI MSP-09, 28TH EDITION, "MANUAL OF STANDARD PRACTICE."
<br />4. ANSI/AWS D1.4 "STRUCTURAL WELDING CODE - REINFORCING STEEL."
<br />5. CBC CHAPTER 19-CONCRETE
<br />6. ACI 318-19 "BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE."
<br />7. ACI 117-10 "SPECIFICATIONS FOR TOLERANCES FOR CONCRETE CONSTRUCTION AND MATERIALS."
<br />SUBMITTALS: CONFORM TO ACI 301 SECTION 3.1.1 "SUBMITTALS, DATA, AND DRAWINGS." SUBMIT PLACING
<br />DRAWINGS SHOWING FABRICATION DIMENSIONS AND LOCATIONS FOR PLACEMENT OF REINFORCEMENT
<br />AND REINFORCEMENT SUPPORTS.
<br />MATERIALS:
<br />REINFORCING BARS...................................................ASTM A615, GRADE 60, DEFORMED BARS.
<br />WELDABLE REINFORCING BARS..............................ASTM A706, GRADE 60, DEFORMED BARS.
<br />SMOOTH WELDED WIRE FABRIC..............................ASTM A185
<br />DEFORMED WELDED WIRE FABRIC..........................ASTM A497
<br />BAR SUPPORTS............................................................CRSI MSP-09, CHAPTER 3 "BAR SUPPORTS."
<br />TIE WIRE.......................................................................16 GAGE OR HEAVIER, BLACK ANNEALED.
<br />STUD RAILS...................................................................ASTM A1044
<br />HEADED DEFORMED BARS.........................................ASTM A970
<br />EARTHQUAKE REQUIREMENTS: LONGITUDINAL BARS IN SHEAR WALLS SHALL CONFORM TO ASTM A706,
<br />GRADE 60 OR SHALL CONFORM TO THE FOLLOWING:
<br />1.WELDING: WELDING IS NOT PERMITTE EXCEPT AS SPECIFIED IN THE DRAWINGS. WELD IN
<br />ACCORDANCE WITH AWS D1.4
<br />2.MILL TESTS: SUBMIT MILL CERTIFICATES INDICATING PHYSICAL AND CHEMICAL PROPERTIES.
<br />3.YIELD STRENGTH: ACTUAL YIELD STRENGTH, BASED ON MILL TESTS, DOES NOT EXCEED THE
<br />SPECIFIED YIELD STRENGTH BY MORE THAN 18,000 PSI. (RETESTS SHALL NOT EXCEED THIS
<br />4. VALUE BY MORE THAN AN ADDITIONAL 3000 PSI.)
<br />FABRICATION: CONFORM TO ACI 301, SECTION 3.2.2. "FABRICATION", AND ACI SP66 "ACI DETAILING MANUAL.
<br />CONCRETE COVER: CONFORM TO THE FOLLOWING REQUIREMENTS UNLESS NOTED OTHERWISE IN THE
<br />DRAWINGS.
<br />CONCRETE CAST AGAINST EARTH……………………….....3”
<br />CONCRETE EXPOSED TO EARTH OR WEATHER………….2”
<br />TIES IN COLUMNS AND BEAMS……………………………….1-1/2 “
<br />BARS IN SLABS……………………………………………….......1”
<br />BARS IN WALLS……………………………………….................3/4”
<br />SPLICES: CONFIRM TO ACI 301, SECTION 3.3.2.7, “SPLICES”. REFER TO “TYPICAL LAP SPLICE AND
<br />DEVELOPMENT LENGTH SCHEDULE” FOR TYPICAL REINFORCEMENTS SPLICES. REFER TO “COLUMN
<br />VERTICAL REINFORCING SPLICE SCHEDULE” FOR THOSE SPECIFIC ELEMENTS. SPLICES INDICATED ON
<br />INDIVIDUAL SHEETS SHALL CONTROL OVER THE SCHEDULE. MECHANICAL CONNECTIONS MAY BE USED
<br />WHEN APPROVED BY THE SER. FOR REINFORCING WITHIN THE LATERAL SYSTEM (SHEAR WALLS) AND
<br />REINFORCING CONNECTING DIAPHRAGM SLAB TO THE LATERAL SYSTEM, MECHANICAL SPLICE STRENGTH
<br />IS INCREASED TO DEVELOP 100 PERCENT OF THE SPECIFIED TENSILE STRENGTH OF THE SPLICES BAR.
<br />STUDRAILS: WHERE STUDRAILS ARE INDICATED ON THE DRAWINGS THE FOLLOWING SYSTEMS ARE
<br />ACCEPTABLE. STUDRAILS (ALSO REFERRED TO AS PUNCHING SHEAR RESISTOR RAILS) SHALL CONFORM
<br />TO ASTM A1044 AND BE FABRICATED AND INSTALLED IN STRICT ACCORDANCE WITH THE APPLICABLE
<br />ICC-ESR REPORT AND MANUFACTURER'S INSTRUCTIONS, USING CHAIR PROVIDED BY THE MANUFACTURER
<br />TO POSITION RAILS AT THE PROPER HEIGHT. SUBMIT CURRENT MANUFACTURER'S DATA AND ICC ESR
<br />REPORT OF ALTERNATE SYSTEMS TO SER FOR APPROVAL.
<br />1. DECON “STUDRAILS” - ICC ESR-2494
<br />2. SIMPSON STRONG-TIE “PUNCHING SHEAR RESISTOR RAILS (PSRR) - ICC ESR-2992]
<br />FIELD BENDING: CONFORM TO ACI 301 SECTION 3.3.2.8 “FIELD BENDING OR STRAIGHTENING.” BAR SIZES #3
<br />THROUGH #5 MAY BE FIELD BENT COLD FOR THE FIRST TIME. OTHER BARS REQUIRE PREHEATING. DO NOT
<br />TWIST BARS. BARS SHALL NOT BE BENT PAST 45 DEGREES.
<br />SHOTCRETE
<br />REFERENCE STANDARDS: CONFORM TO:
<br />1. CBC SECTION 1910 “SHOTCRETE”,
<br />2. ACI 506.2-95 “SPECIFICATION FOR SHOTCRETE”'
<br />3. ACI 506R-05 “GUIDE TO SHOTCRETE”,
<br />4. ACI 301-10 “SPECIFICATIONS FOR STRUCTURAL CONCRETE.”
<br />SUBMITTALS: SUBMIT SHOP DRAWINGS FOR REVIEW INCLUDING:
<br />1. PROPOSED MIX DESIGN SHOWN BELOW. INCLUDE DATA REQUIRED BY ACI 506.2 SEC. 1.5 “SUBMITTALS”
<br />2. PRECONSTRUCTION TEST PANEL RESULTS. AFTER SHOOTING, THE SPECIAL INSPECTOR SHALL SUBMIT CORE
<br />EVALUATION REPORTS TO INSURE THAT PROPER REBAR ENCASEMENT AND NUZZLING TECHNIQUES HAVE
<br />BEEN ACHIEVED.
<br />3. CONSTRUCTION TEST SPECIMEN RESULTS. SPECIAL INSPECTOR SHALL SUBMIT CORE STRENGTH REPORTS.
<br />MATERIALS: CONFORM ACI 506.2 SEC. 2 “MATERIALS” FOR CEMENTS, AGGREGATE, REINFORCEMENT , WATER,
<br />ADMIXTURES AND CURING MATERIALS
<br />REINFORCEMENT: CONFORM TO CBC SEC. 1910.4 “REINFORCEMENT” AND CONCRETE REINFORCEMENT SECTION
<br />THIS SHEET.
<br />SPLICES: CONFORM TO CBC SEC. 1910.4.3, “SPLICES”, FOR NON-CONTANT LAP SPLICES
<br />PRECONSTRUCTION TESTS: PREPARE PRECONSTRUCTION TEST PANELS, AS DEFINED BY THE SER, FOR EACH
<br />PROPOSED MIX DESIGN AND NOZZELMAN IN ACCORDANCE WITH CBC SEC 1910.5 “PRECONSTRUCTION TESTS” AND
<br />ACI 506.3 SEC 2.6.2 “PRECONSTRUCTION TESTING”. TEST PANELS WILL BE CORED ARE MOST CONGESTED
<br />REINFORCING AND EVALUATED BY THE TESTING LABORATORY. EACH NOZZELMAN MUST PASS THE EVALUATION
<br />BEFORE PROCEEDING WITH THE WORK.
<br />CONSTRUCTION TESTS: CONFORM TO CBC SEC 1910.10 “STRENGTH TESTS” AND ACI 506.2 SEC 1.6.2
<br />“CONSTRUCTION TESTING”. TAKE CORE SPECIMENS FOR EACH 50 CU YDS PLACED BUT NOT LESS THAN ONCE EACH
<br />SHIFT. THE CORES MAY BE TAKEN FROM THE ACTUAL CONSTRUCTION WORK OR SAMPLE PANELS SHOT DURING THE
<br />COURSE OF WORK. LOCATION OF CORES TAKEN FROM ACTUAL CONSTRUCTION WORK MUST BE APPROVED BY THE
<br />SER PRIOR TO COMMENCING WORK. SAMPLE PANELS SHALL BE AT LEAST 12”X12”X7-1/4”. THREE CORES SHALL BE
<br />TAKEN FROM EACH SAMPLE PANEL AND THE CORES MAY EITHER FIELD CURED OR LABORATORY CURED.
<br />LABORATORY CURED SAMPLES HAVE AN AVERAGE STRENGTH EQUAL TO OR GREATER THAN F'C WITH NO
<br />INDIVIDUAL SAMPLE BREAKING AT LESS THAN 0.75 F'C. FIELD SURED SAMPLES SHOULD HAVE AN AVERAGE
<br />STRENGTH OF AT LEAST 85 F'C WITH NO INDIVIDUAL SAMPLES BREAKING AT LESS THAN 0.75 F'C.
<br />CONSTRUCTION: CONFORMS TO CBC SEC 1910 AND ACI 506.2 SEC 3 “EXECUTION” FOR EXAMINATION, BATCHING
<br />AND MIXING, SURFACE PREPARATION, JOINTS, ALIGNMENT CONTROL, APPLICATION, FINISHING, HOT WEATHER,
<br />COLD WEATHER, PROTECTION, CURING, AND TOLERANCES. THE CONTRACTOR SHALL ADHERE TO THE FOLLOWING
<br />WEATHER RELATED PRECAUTIONS.
<br />REINFORCED UNIT MASONRY
<br />REFERENCE STANDARDS: CONFORM TO:
<br />1. CBC CHAPTER 21 “MASONRY.”
<br />2.ACI 530-11/ASCE 5-11/TMS 402-11 “BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES.” HEREIN
<br />REFERENCED AS MSJC.
<br />3. ACI 530.1-11/ASCE 6-11/TMS 602-11 “SPECIFICATION FOR MASONRY STRUCTURES.” HEREIN REFERENCED AS
<br />MSJC.1.
<br />4. ACI SP-66 “ACI DETAILING MANUAL” INCLUDING ACI 315 “DETAILS AND DETAILING OF CONCRETE
<br />REINFORCEMENT.”
<br />5. ANSI/AWS D1.4 “STRUCTURAL WELDING CODE- REINFORCING STEEL.”
<br />SUBMITTALS: CONFORM TO MSJC.1 SECTION 1.2. SUBMIT SHOP DRAWINGS FOR REVIEW INCLUDING:
<br />1. MASONRY REINFORCEMENT, SIZE, LAYOUT, AND GRADE IN ACCORDANCE WITH PLANS.
<br />2. MATERIAL CERTIFICATES FOR ALL STEEL REINFORCING, ANCHORS, TIES AND METAL ACCESSORIES
<br />CERTIFYING COMPLIANCE WITH REQUIRED STRENGTH, GRADE AND ASTM STANDARDS.
<br />3. CERTIFICATION LETTERS FOR MASONRY BLOCK AND GROUT MIX DESIGNS CERTIFYING COMPLIANCE WITH
<br />REQUIRED STRENGTH AND RESPECTIVE ASTM STANDARDS \
<br />4. MIX DESIGNS FOR EACH GROUT MIX INDICATING TYPE AND PROPORTIONS OF INGREDIENTS IN COMPLIANCE
<br />PROPORTION SPECIFICATION.
<br />5. LOCATION OF EXPANSION AND CONTROL JOINTS.
<br />6. PRODUCT INFORMATION, ICC ESR REPORTS AND MATERIAL CERTIFICATIONS CERTIFYING COMPLIANCE FOR
<br />ALL NON-PRE-APPROVED POST-INSTALLED ANCHORS.
<br />7. HOT AND/OR COLD WEATHER CONDUCTION PROCEDURES.
<br />8. HIGH GROUT LIFT PROCEDURES.
<br />STRENGTH: THE ASSUMED COMPRESSIVE STRENGTH OF MASONRY ASSEMBLAGE, F'M, IS 1500 PSI BASED ON CBC
<br />SECTION 2015.2.2.1.2 FOR CONCRETE MASONRY.
<br />MATERIALS:
<br />1.CONCRETE MASONRY UNITS: CONFORM TO ASTM C 90, TYPE-I (MOISTURE CONTROLLED), MEDIUM WEIGHT
<br />(APPROX. 115 PCF) UNITS. PROVIDE 1900 PSI COMPRESSIVE STRENGTH TO ACHIEVE MASONRY ASSEMBLY
<br />STRENGTH INDICATED ABOVE UNDER STRENGTH
<br />2.MORTAR: CONFORM TO ASTM C270, TYPE S, AND CBC SECTION 2103.9 “MORTAR.”
<br />3.GROUT: CONFORM TO ASTM C476 AND CBC SECTION 2103.13 PROPORTION SPECIFICATION.
<br />4.REINFORCING BARS: CONFORM TO ASTM A615, GRADE 60 DEFORMED BARS AND CBC SECTION 2103.14 UNLESS
<br />NOTED OTHERWISE. LAP SPLICES SHALL BE AS NOTED ON PLANS. FABRICATION SHALL BE IN ACCORDANCE
<br />WITH MSJC.1 SECTION 2.7.
<br />5.JOINT REINFORCEMENT: CONFORM TO ASTM A951 AND CBC SECTION 2103.14.
<br />6.ANCHORS, TIES AND ACCESSORIES: CONFORM TO CBC SECTION 2103.14 AND MSJC.1 SECTION 2.4D.
<br />7.WATER: SHALL BE CLEAN AND POTABLE
<br />8.ADMIXTURES: ADMIXTURES SHALL NOT BE USED UNLESS APPROVED BY SER.
<br />9.POST-INSTALLED ANCHORS IN MASONRY: REFERENCE THE POST-INNSTALLED ANCHORS SECTION FOR
<br />APPLICABLE POST-INSTALLED ANCHORS IN MASONRY.
<br />10.SECOND-HAND UNITS: SHALL NOT BE USED UNLESS APPROVED BY EOR
<br />QUALITY ASSURANCE: CONFORM TO CBC SECTION 2105 “QUALITY ASSURANCE”
<br />1.MASONRY UNITS: A LETTER OF CERTIFICATION FROM THE MANUFACTURER OF THE UNITS SHALL BE PROVIDED
<br />TO THE SER PRIOR TO THE DELIVERY OF THE UNITS TO THE JOBSITE TO ENSURE THE UNITS COMPLY WITH THE
<br />COMPRESSIVE STRENGTH SPECIFIED ABOVE AND ASTM C 90.
<br />2.MORTAR: NO MORTAR TESTING IS REQUIRED.
<br />3.GROUT: A LETTER OF CERTIFICATION FROM THE SUPPLIER OF THE GROUT SHALL BE PROVIDED TO THE EOR
<br />PRIOR TO DELIVERY OF THE GROUT TO THE JOBSITE TO ENSURE THAT THE GROUT COMPLIES WITH ASTM C
<br />476.
<br />DELIVERY, STORAGE AND HANDLING: DELIVERY, STORAGE AND HANDLING OF MATERIALS USED FOR MASONRY
<br />CONSTRUCTION SHALL BE PER MSJC.1, SECTION 1.7.
<br />SPECIAL INSPECTION: SPECIAL INSPECTIONS SHALL BE PERFORMED PER THE “TESTS AND INSPECTIONS” SECTION
<br />OF THE STRUCTURAL GENERAL NOTES
<br />ANCHORS, TIES AND CONNECTORS: MASONRY ANCHORS, TIES AND CONNECTORS SHALL BE A SPECIFIED ON
<br />STRUCTURAL DRAWINGS. CONSULT ARCHITECTURAL DRAWINGS FOR MASONRY ANCHOR TIES NOT INCLUDED ON
<br />THE STRUCTURAL DRAWINGS.
<br />EMBEDDED ITEMS: EMBEDDED ITEMS AND ACCESSORIES SHALL BE IN ACCORDANCE WITH MSJC SECTION 1.15 AND
<br />INSTALLED IN ACCORDANCE WITH MSJC.1 SECTION 3.3D. POSITION AND SECURE IN PLACE EXPANSION JOINT
<br />MATERIAL, ANCHORS AND OTHER STRUCTURAL AND NON-STRUCTURAL EMBEDDED ITEMS BEFORE PLACING GROUT.
<br />CONTRACTOR SHALL REFER TO STRUCTURAL, ARCHITECTURAL, MECHANICAL, ELECTRICAL, PLUMBING, ETC. AND
<br />COORDINATE ALL EMBEDDED ITEMS.
<br />POST-INSTALLED ANCHORS TO MASONRY: ANCHOR LOCATIONS, TYPE, DIAMETER AND EMBEDMENT SHALL BE AS
<br />INDICATED ON DRAWINGS. REFERENCE THE POST INSTALLED ANCHORS SECTION FOR APPLICABLE POST-INSTALLED
<br />ANCHOR ADHESIVES. ANCHORS SHALL BE INSTALLED AND INSPECTED IN STRICT ACCORDANCE WITH THE
<br />APPLICABLE ICC-EVALUATION SERVICE REPORT (ESR). SPECIAL INSPECTION SHALL BE PER THE TEST AND
<br />INSPECTIONS SECTION.
<br />MASONRY REINFORCING STEEL: MASONRY REINFORCING SHALL BE AS NOTED ON PLANS AND SHALL BE SECURELY
<br />PLACED IN ACCORDANCE WITH CBC SECTIONS 2104.1.1, 2106, AND 2108 AND MSJC SECTION 1.16. UNLESS OTHERWISE
<br />NOTED ON THE PLANS, THE MINIMUM WALL REINFORCEMENT SHALL BE AS FOLLOWS:
<br />BOND BEAMS WITH HORIZONTAL BAR OR BARS SHALL BE PROVIDED AT 48 INCHES ON CENTER MINIMUM AND AT ALL
<br />FLOOR AND ROOF LINES AND AT THE TOP OF THE WALL. PROVIDE A BOND BEAM WITH HORIZONTAL BAR OR BARS
<br />OVER ALL OPENINGS, AND EXTEND THESE BARS 2'-0” PAST THE OPENING AT EACH SIDE. PROVIDE A BAR OR BARS
<br />VERTICALLY FOR THE FULL HEIGHT OF THE WALL AT EACH SIDE OF OPENINGS, WALL ENDS AND INTERSECTIONS.
<br />DOWELS TO MASONRY WALLS SHALL BE EMBEDDED A MINIMUM OF 1'-6” OR HOOKED INTO SUPPORTING STRUCTURE
<br />AND BE OF THE SAME SIZE AND SPACING AS WALL REINFORCING. REINFORCING STEEL SHALL BE AS SPECIFIED
<br />UNDER “MATERIALS” SECTION. PROVIDE CORNER BARS TO MATCH THE HORIZONTAL WALL REINFORCING AT ALL
<br />WALL INTERSECTIONS. ALL BARS SHALL BE LAPPED A MINIMUM 48 DIAMETERS OR 1'-6” MINIMUM UNLESS NOTED ON
<br />THE PLANS.
<br />LINTELS: REINFORCED MASONRY LINTELS TO BE INSTALLED OVER ALL OPENINGS UNLESS OTHERWISE INDICATED ON
<br />DRAWINGS. DO NOT SPLICE REINFORCING BARS WITHIN LINTELS AND MAINTAIN 8 INCH BEARING MINIMUM ON EACH
<br />SIDE. UNLESS OTHERWISE NOTED ON THE PLANS, THE MINIMUM REINFORCEMENT FOR LINTELS IN 8” MASONRY
<br />SHALL BE AS FOLLOWS:
<br />1.OPENINGS UP TO 42 INCHES WIDE: (2) #4 AT THE BOTTOM WEB OF 8 INCH DEEP LINTEL
<br />2.OPENINGS 42 TO 78 INCHES WIDE: (2) #4 AT BOTTOM WEB OF 16 INCH DEEP LINTEL
<br />3.OPENINGS OVER 78 INCHES WIDE: REINFORCE PER DRAWINGS
<br />CONSTRUCTION: MASONRY SHALL BE CONSTRUCTED IN ACCORDANCE WITH CBC SECTION 2104 “CONSTRUCTION”,
<br />AND MSJC.1 PART 3 “EXECUTION.”
<br />COLD AND HOT WEATHER CONSTRUCTION: COLD AND HOT WEATHER CONSTRUCTION SHALL BE IN ACCORDANCE
<br />WITH SECTION 2104.3 AND 2104.4.
<br />BLOCK PATTERN: USE RUNNING BOND UNLESS NOTED. FOR STACK BOND, FOLLOW CRITERIA IN MSJC SECTION 1.11.
<br />GROUTED CELLS: FILL ALL CELLS WITH GROUT UNLESS NOTED OTHERWISE N PLANS. MINIMUM GROUTING SPACES
<br />AND CONSTRUCTION SHALL BE IN ACCORDANCE WITH MSJC SECTION 1.16 AND MSJC SECTION 3.5.
<br />GROUT POUR HEIGHT; GROUT POUR HEIGHT SHALL NOT EXCEED HEIGHT SPECIFIED IN MSJC.1 SECTION 3.5C.
<br />·MASONRY BOCKS SHALL BE ADEQUATELY BRACED TO WITHSTAND FLUID PRESSURES OR GROUT POUR,
<br />SEE TEMPORARY BRACING.
<br />GROUT LIFTS: UNLESS OTHERWISE NOTES, GROUT LIFTS AND POUR HEIGHT SHALL NOT EXCEED 5FT 4IN. GROUT
<br />LIFTS SHALL NOT EXCEED SPACING OF INTERMEDIATE REINFORCED BOND BEAMS. GROUT LIFTS EXCEEDING 5FT 4IN
<br />SHALL BE APPROVED BY SER.
<br />REINFORCING COVER AND CLEARANCE REQUIREMENTS: UNLESS OTHERWISE NOTED:
<br />CLEAR DISTANCE BETWEEN PARALLEL BARS (AND BETWEEN ADJACENT PAIRS OF LAP SPLICED BARS) SHALL BE
<br />EQUAL TO THE BAR ADJACENT BAR DIAMETER (FOR BARS GREATER THAN #8), AND NOT LESS THAN:
<br />1. 1” AT 8” AND SMALLER BLOCK,
<br />2. 2” AT 10” BLOCK
<br />3. 3” AT 12” BLOCK
<br />CLEARANCE (CLEAR SPACE) BETWEEN THE BLOCK AND REINFORCING SHALL BE:
<br />1. ¼” AT FINE GROUT
<br />2. ½” AT COURSE GROUT
<br />MASONRY COVER (INCLUDING GROUT AND BLOCK WALL) AT MASONRY FACE EXPOSED TO EARTH OR WEATHER
<br />SHALL BE:
<br />1. 1 ½” MINIMUM
<br />2. 2” FOR BARS #6 AND LARGER
<br />CONTROL AND EXPANSION JOINTS: REFERENCE DRAWINGS FOR TYPICAL DETAILS OF MASONRY CONTROL AND
<br />EXPANSION JOINTS. LOCATION OF CONTROL AND EXPANSIONS JOINTS SHALL BE APPROVED BY SER. UNLESS
<br />OTHERWISE INDICATED ON DRAWINGS, INSTALL CONTROL AND EXPANSION JOINTS AT THE FOLLOWING:
<br />1.CONTINUOUS WALLS: VERTICAL JOINTS AT THE LESSER OF 1.5 TIMES THE WALL HEIGHT OR 25 FEET ON
<br />CENTER MAXIMUM.
<br />2.CORNERS AND INTERSECTING WALLS: FIRST VERTICAL JOINT FROM THE CORNER AT LESSER OF 1.2 TIMES THE
<br />WALL HEIGHT OR 16 FEET.
<br />3.ABRUPT CHANGES IN WALL HEIGHT AND WALL THICKNESS, SUCH AS ADJACENT TO COLUMNS OR PILASTERS.
<br />TEMPORARY BRACING: CONTRACTOR IS RESPONSIBLE FOR ALL TEMPORARY BRACING OF MASONRY DURING
<br />CONSTRUCTION. REFERENCE “CONTRACTOR RESPONSIBILITIES” SECTION FOR FURTHER INFORMATION AND
<br />REQUIREMENTS.
<br />POST-INSTALLED ANCHORS (INTO CONCRETE AND MASONRY)
<br />REFERENCE STANDARDS: CONFORM TO:
<br />1. CBC CHAPTER 19 “CONCRETE”
<br />2. ACI 318-11 “BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE”
<br />3. CBC CHAPTER 21 “MASONRY”
<br />4. ACI 530-11/ASCE 5-11/TMS402-11 “BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES”
<br />POST-INSTALLED ANCHORS: INSTALL ONLY WHERE SPECIFICALLY SHOWN IN DETAILS AND PLANS OR ALLOWED BY
<br />EOR. ALL POST-INSTALLED ANCHORS TYPES AND LOCATIONS SHALL BE APPROVED BY THE EOR AND SHALL HAVE A
<br />CURRENT ICC-EVALUATIONS SERVICE REPORT THAT PROVIDES RELEVANT DESIGNS VALUES NECESSARY TO
<br />VALIDATE THE AVAILABLE STRENGTH EXCEEDS THE REQUIRED STRENGTH. ANCHORS SHALL BE INSTALLED IN
<br />STRICT ACCORDANCE TO ICC-ESR AND MANUFACTURER'S INSTRUCTIONS. NO REINFORCING BARS SHALL BE
<br />DAMAGED DURING INSTALLATION OF POST-INSTALLED ANCHORS. SPECIAL INSPECTION SHALL BE PER THE TESTS
<br />AND INSPECTIONS SECTION. ANCHOR TYPE, DIAMETER AND EMBEDMENT SHALL BE AS INDICATED ON DRAWINGS.
<br />1.ADHESIVE ANCHORS: THE FOLLOWING ADHESIVE-TYPE ANCHORING SYSTEMS HAVE BEEN USED IN THE DESIGN
<br />AND SHALL BE USED FOR ANCHORAGE TO CONCRETE AND MASONRY, AS APPLICABLE AND IN ACCORDANCE
<br />WITH CORRESPONDING CURRENT ICC ESR REPORT. DRILLED-IN ANCHOR EMBEDMENT LENGTHS SHALL BE AS
<br />SHOWN ON DRAWINGS, OR NOT LESS THAN 7 TIMES THE ANCHOR NOMINAL DIAMETER (7D).
<br />a. HILTI “HIT-HY 200” - ICC ESR- 3187 FOR ANCHORAGE TO CONCRETE WITH MIN EMBEDMENT DEPTH OF 20 BAR
<br />DIAMETERS
<br />b. HILTI “HIT-HY 500 SD”- ICC ESR 2322 FOR CONCRETE ONLY
<br />c. SIMPSON “SET-XP”- ICC ESR 2508 FOR ANCHORAGE TO CONCRETE IAPMO 265 FOR ANCHORAGE TO MASONRY
<br />d. POWERS “PE1000”-ICC ESR 2583 FOR ANCHORAGE TO CONCRETE
<br />e. HILTI “HY-150 MAX”-ICC ESR-1967- FOR ANCHORAGE TO MASONRY ONLY
<br />2.EXPANSION ANCHORS: THE FOLLOWING EXPANSION TYPE ANCHORS ARE PRE-APPROVED FOR ANCHORAGE TO
<br />CONCRETE OR MASONRY IN ACCORDANCE WITH CORRESPONDING CURRENT ICC ESR REPORT:
<br />a. HILTI “KWIK BOLT TZ”- ICC ESR-1917 FOR CONCRETE ONLY
<br />b. SIMPSON “STORNG-BOLT 2” - ICC ESR-3037 FOR CONCRETE ONLY
<br />c. POWERS “POWER-STUD+SD1”- ICC ESR-28181 FOR CONCRETE ONLY AND ICC ESR-2966 FOR MASONRY ONLY
<br />d. HILTI “KWIK BOLT 3- ICC ESR-1385 FOR ANCHORAGE TO MASONRY ONLY
<br />e. SIMPSON “WEDGE-ALL” ICC ESR-1396 FOR ANCHORAGE TO MASONRY ONLY
<br />3.SCREW ANCHORS: THE FOLLOWING SCREW TYPE ANCHOR IS PRE-APPROVED FOR ANCHORAGE TO CONCRETE
<br />OR MASONRY IN ACCORDANCE WITH CORRESPONDING CURRENT ICC ESR REPORT:
<br />a. SIMPSON “TITAN HD”-ICC ESR-2713 FOR CONCRETE ONLY AND ICC ESR-1056 FOR MASONRY ONLY
<br />b. POWERS “WEDGE-BOLT +” - ICC ESR 2526 FOR CONCRETE ONLY AND ICC ESR 1678 FOR MASONRY ONLY
<br />c. POWERS “SNAKE”-ICC ESR 2272 FOR ANCHORAGE TO CONCRETE ONLY
<br />d. HILTI “HUS-EZ” - ICC ESR 3027 FOR ANCHORAGE TO CONCRETE ONLY AND ICC ESR-3056 FOR MASONRY ONLY28
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