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Home My WebLink AboutS002.pdfCONCRETE MIX TABLE NOTES: PROPORTIONS OF MATERIALS IN CONCRETE MIX SHALL BE ESTABLISHED TO: - PROVIDE THE MINIMUM COMPRESSIVE STRENGTH AS INDICATED IN THE MIX TABLE. DO NOT EXCEED THE MAXIMUM WATER-CEMENT RATIO NOTED. - PROVIDE WORKABILITY AND CONSISTENCY TO PERMIT CONCRETE TO BE WORKED READILY INTO FORMS AND AROUND REINFORCEMENT UNDER CONDITIONS OF PLACEMENT TO BE EMPLOYED, WITHOUT SEGREGATION OR EXCESSIVE BLEEDING. CONTRACTOR SHALL SELECT APPROPRIATE SLUMP. USE ADMIXTURES AS REQUIRED TO OBTAIN DESIRED RESULTS. USE TYPE I / II PORTLAND CEMENT UNLESS NOTED OTHERWISE. FOR CONCRETE MIXES USED ON FLOORS MINIMUM CEMENTITIOUS CONTENT SHALL BE 540 POUNDS PER CUBIC YARD FOR CONCRETE PLACED BY PUMPING PROVIDE CONCRETE MIX FLOWABILITY TO FACILITATE PUMPING. ENTRAINED AIR MAY BE USED TO FACILITATE PUMPING SUBJECT TO THE PROVISIONS OF NOTE b BELOW. a. FOR THE MAXIMUM COARSE AGGREGATE SIZE INDICATED, USE THE FOLLOWING AGGREGATE SIZE NUMBERS PER ASTM C33: 3/4”: #67 AGGREGATE 1”: #57 AGGREGATE b. WHERE AIR CONTENT IS INDICATED IN THE MIX TABLE, PROVIDE AIR ENTRAINING ADMIXTURE. TOTAL AIR CONTENT LIMITS INCLUDE BOTH ENTRAINED AND ENTRAPPED AIR +/- 1 1/2%. ‘NP’ IN COLUMN INDICATES ADDITION OF ENTRAINED AIR IS NOT PERMITTED EXCEPT WHERE CONTRACTOR CAN DEMONSTRATE THAT SLABS WITH ENTRAINED AIR WILL HAVE A FINISH ACCEPTABLE TO THE ARCHITECT WITHOUT BLISTERS. AIR CONTENT NOTED IS BASED ON 3/4" AGGREGATE. IF 3/8” AGGREGATE IS USED, INCREASE AIR CONTENT BY 1 1/2%. c. ABBREVIATIONS FOR OTHER REQUIREMENTS AS FOLLOWS: AE = SEE ARCH FOR FINISH, COLOR AND MOCK UP REQUIREMENTS. USE ADMIXTURES TO INCREASE CONCRETE WORKABILITY/SLUMP AS REQUIRED TO ACHIEVE REQUIRED FINISH. Project number Date Drawn by MM JOB #: 15.0197.S.01PRINCIPAL/EOR: PDPROJECT MANAGER: KHDESIGNERS: JW/KHDATE PRINTED:FILE PATH:07/02/2015 C:\Proj\15.0197-994Ptarmigan-RS15_kevinh.rvt7/2/2015 2:34:32 PMS002 NOTES M15.0197.S.01LOT 3 / 994 PTARMIGAN RDVAIL,COHughes Residence07.02.2015 KH CONCRETE NOTESGENERAL NOTES 1. GENERAL: 1A.ENGINEER: REFERENCES ON THE STRUCTURAL DRAWINGS TO ‘ENGINEER’ MEAN THE STRUCTURAL ENGINEER OF RECORD. OTHER ENTITIES ARE SPECIFICALLY NOTED AS “CONTRACTOR’S ENGINEER”, “MECHANICAL ENGINEER”, ETC. 1B.THESE NOTES SUPPLEMENT THE PLANS AND DETAILS, WHICH SHALL BE REFERENCED FOR ADDITIONAL REQUIREMENTS. 1C.UNDERGROUND UTILITIES: LOCATE EXISTING UTILITIES AND NOTIFY ARCHITECT OF EXISTING UTILITIES OR SUBGRADE CONDITIONS WHICH INTERFERE WITH WORK. 1D.STRUCTURAL ELEMENTS ARE CENTERED ON GRID LINES AND GRID LINE INTERSECTIONS UNLESS DIMENSIONED OTHERWISE. THE OUTSIDE FACE OF WOOD FRAMED EXTERIOR WALLS IS AT GRID UNLESS DIMENSIONED OTHERWISE. 2. EXISTING STRUCTURES: 2A.CONTRACT DOCUMENTS HAVE BEEN PREPARED USING AVAILABLE DRAWINGS AND SITE OBSERVATION AS PERMITTED BY ACCESS RESTRICTIONS DURING DESIGN. 2B.THE EXISTING STRUCTURE AND FOUNDATION SHALL BE DEMOLISHED IN ITS ENTIRETY BEFORE CONSTRUCTING THE NEW STRUCTURE. 3. USE OF DRAWINGS: 3A.DO NOT SCALE DRAWINGS. 3B.WHERE DISCREPANCIES OCCUR BETWEEN PLANS, DETAILS, GENERAL NOTES AND SPECIFICATIONS, THE MORE STRINGENT REQUIREMENTS SHALL GOVERN. DETAILS ON DRAWINGS TAKE PRECEDENCE OVER GENERAL NOTES AND TYPICAL DETAILS. DETAILS NOTED TYPICAL APPLY TO ALL SIMILAR CONDITIONS. WHERE NO SPECIFIC DETAILS ARE SHOWN, CONSTRUCTION SHALL CONFORM TO SIMILAR WORK ELSEWHERE ON THE PROJECT. 4. TEMPORARY CONDITIONS: 4A.THE STRUCTURE IS DESIGNED TO FUNCTION AS A UNIT UPON COMPLETION. THE CONTRACTOR IS RESPONSIBLE FOR FURNISHING ALL TEMPORARY BRACING AND/OR SUPPORT THAT MAY BE REQUIRED AS THE RESULT OF THE CONTRACTOR’S CONSTRUCTION METHODS AND/OR SEQUENCES. REFER TO “LATERAL LOAD RESISTING SYSTEM DESCRIPTION” IN DESIGN CRITERIA FOR ADDITIONAL INFORMATION. 4B.FOUNDATION WALLS SHALL NOT BE BACKFILLED UNTIL THE SLABS-ON-GRADE AND UPPER DIAPHRAGMS ARE IN-PLACE AND REACH FULL STRENGTH UNLESS ADEQUATE BRACING IS PROVIDED. USE ONLY HAND OPERATED TOOLS FOR COMPACTION ADJACENT TO FOUNDATION WALLS AND GRADE BEAMS. GRADE BEAMS SHALL BE BACKFILLED EVENLY ON BOTH SIDES. 5. SUBMITTALS AND SUBSTITUTIONS: 5A.SUBMITTALS: REFER TO SUMBITTAL NOTES FOR DETAILED REQUIREMENTS. - IF THE CONTRACTOR REQUESTS A CHANGE FROM THE STRUCTURAL DRAWINGS, IT SHALL BE APPROVED BY THE ARCHITECT AND DESIGNED BY MARTIN/MARTIN, INC. PRIOR TO SUBMITTING SHOP DRAWINGS. VARIATION SHALL BE INDICATED ON THE SHOP DRAWINGS. CONTRACTOR SHALL COMPENSATE MARTIN/MARTIN, INC. FOR MAKING THE CHANGE. - CONSTRUCTION DOCUMENTS SHALL NOT BE REPRODUCED FOR USE IN SUBMITTALS - ALL SHOP DRAWINGS SHALL REFERENCE THE STRUCTURAL DRAWING NUMBER AND DETAIL USED TO PREPARE THE SUBMITTAL 5B.SUBSTITUTIONS: ARCHITECTS APPROVAL SHALL BE SECURED FOR ALL SUBSTITUTIONS 5C.NONCONFORMANCE: NOTIFY ARCHITECT OF CONDITIONS NOT CONSTRUCTED PER THE CONTRACT DOCUMENTS PRIOR TO PROCEEDING WITH CORRECTIVE WORK. SUBMIT PROPOSED REPAIR TO THE ARCHITECT FOR ACCEPTANCE. CONTRACTOR SHALL COMPENSATE MARTIN/MARTIN, INC. FOR DESIGNING THE REPAIR. 6. OSHA STANDARDS: 6A.THE STRUCTURE IS DESIGNED TO FUNCTION AS A UNIT UPON COMPLETION. NOTHING SHOWN ON THE STRUCTURAL DRAWINGS SHALL BE CONSTRUED AS ELIMINATING THE NEED FOR THE CONTRACTOR TO COMPLY WITH ALL OSHA REQUIREMENTS. 6B.THE CONTRACTOR SHALL ADD ALL NECESSARY BOLTS, ANCHOR BOLTS, PLATES, STIFFENER PLATES, STABILIZER PLATES, BRIDGING, BRACING, BEARING SEATS, COLUMN SPLICES, ETC., AS WELL AS CLOSURES FOR OPENINGS. IN ADDITION, FIELD WELD ANYTHING THAT MAY BE CONSIDERED A TRIP HAZARD, SUCH AS SHEAR STUDS, AFTER PROTECTIVE DECKING IS INSTALLED. 6C.WHERE THE STRUCTURAL DRAWINGS APPEAR TO CONFLICT WITH OSHA REQUIREMENTS, THE STRUCTURAL DRAWINGS REPRESENT FINAL CONDITIONS ONLY. THE CONTRACTOR SHALL ADD ALL ERECTION FRAMING NECESSARY TO COMPLY WITH OSHA. 7. CONSTRUCTION ENGINEERING: 7A.THE STRUCTURE DEFINED ON THE CONTRACT DOCUMENTS HAS BEEN DESIGNED ONLY FOR LOADS ANTICIPATED ON THE STRUCTURE DURING ITS SERVICE LIFE. PROVIDE ALL REQUIRED ENGINEERING AND OTHER MEASURES TO ACHIEVE THE MEANS, METHODS, AND SEQUENCES OF WORK. SUCH ENGINEERING MAY INCLUDE, BUT IS NOT LIMITED TO: - LAYOUT - DESIGN FOR FORMWORK - DESIGN OF CONCRETE MIXES - ERECTION PROCEDURES WHICH ADDRESS STABILITY OF THE FRAME DURING CONSTRUCTION - WELD PROCEDURES - DESIGN OF TEMPORARY BRACING OF WALLS FOR WIND, SEISMIC, OR SOIL LOADS - SURVEYING TO VERIFY CONSTRUCTION TOLERANCES - EVALUATION OF TEMPORARY CONSTRUCTION LOADS ON STRUCTURE DUE TO EQUIPMENT AND MATERIALS - STRUCTURAL ENGINEERING TO RESIST ANY OTHER LOADS NOT IDENTIFIED ON DESIGN DRAWINGS 8. COORDINATION: 8A.STRUCTURAL DRAWINGS ARE NOT STAND-ALONE DOCUMENTS AND ARE INTENDED TO BE USED IN CONJUNCTION WITH CIVIL, ARCHITECTURAL, MECHANICAL, ELECTRICAL, AND DRAWINGS FROM OTHER DISCIPLINES. THE CONTRACTOR SHALL COORDINATE ALL REQUIREMENTS OF THE CONTRACT DOCUMENTS INTO SHOP DRAWINGS AND WORK. 8B.COORDINATE DIMENSIONS OF ALL OPENINGS, BLOCKOUTS, DEPRESSIONS, ETC., WITH ARCHITECTURAL DRAWINGS, DRAWINGS FROM OTHER DISCIPLINES, AND FIELD CONDITIONS PRIOR TO SHOP DRAWING SUBMITTAL. 8C.SEE ARCHITECTURAL PLANS FOR INTERIOR PARTITIONS. PARTITION FRAMING SHALL BE CONNECTED TO THE PRIMARY STRUCTURE IN SUCH A WAY SO AS TO ALLOW FOR VERTICAL LIVE LOAD DEFLECTIONS OF SPAN/360 OF THE FLOOR FRAMING. DO NOT MAKE RIGID VERTICAL AND HORIZONTAL CONNECTIONS TO THE PRIMARY STRUCTURE IN THE PLANE OF THE PARTITION. 1. GENERAL: 1A.ALL WORK SHALL CONFORM WITH ACI 301, LATEST EDITION, UNLESS NOTED OTHERWISE IN DRAWINGS. 1B.DETAIL BARS IN ACCORDANCE WITH THE LATEST EDITIONS OF PUBLICATION SP-66: “ACI DETAILING MANUAL” WITH ADDED REQUIREMENTS OF THE PROJECT SPECIFICATION AND ACI 318: “BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE.” 2. REINFORCING MATERIALS: 2A.SEE ‘REINFORCING MATERIALS TABLE’ 3. REINFORCING FABRICATION: 3A.SPLICES: - NO SPLICING OF REINFORCEMENT PERMITTED EXCEPT AS NOTED ON DRAWINGS. MAKE BARS CONTINUOUS AROUND CORNERS. WHERE PERMITTED, SPLICES MAY BE MADE BY CONTACT LAPS OR MECHANICAL CONNECTORS. - SEE ‘LAP SPLICE SCHEDULE’ FOR LAP LENGTHS. - SPLICE CONTINUOUS TOP AND BOTTOM BARS IN WALLS, BEAMS, AND GRADE BEAMS ‘LTS’ UNLESS NOTED OTHERWISE. 3B.MISCELLANEOUS REINFORCING REQUIREMENTS: - PROVIDE ADDITIONAL BARS OR STIRRUPS REQUIRED TO SECURE REINFORCING IN PLACE DURING CONCRETE PLACEMENT. - MAKE ALL REINFORCING BAR BENDS IN THE FABRICATOR’S SHOP UNLESS NOTED. - NO WELDING OF REINFORCING PERMITTED UNLESS NOTED ON DRAWINGS. WHERE PERMITTED, PERFORM WELDING IN ACCORDANCE WITH AWS D1.4, LATEST EDITION. - PROVIDE ADDED REINFORCING TO TRIM ALL OPENINGS, NOTCHES, AND REENTRANT CORNERS AS NOTED IN TYPICAL DETAILS. 4. STRUCTURAL CONCRETE MIX REQUIREMENTS: 4A.SEE ‘CONCRETE MIX TABLE’ 5. SLAB-ON-GRADE: 5A.VERIFY ALKALINITY OF CONCRETE SURFACE, SLAB VAPOR TRANSMISSION, AND SLAB FLATNESS/LEVELNESS ARE COMPATIBLE WITH FLOORING SYSTEM AND ADHESIVES PRIOR TO INSTALLING FLOORING. 5B.TAKE PRECAUTIONS TO MINIMIZE SLAB CURLING. GRIND SLAB OR USE LEVELING COMPOUND IF FLOOR FLATNESS AND LEVELNESS VALUES ARE NOT ACCEPTABLE TO THE ARCHITECT. 6. NON-SHRINK GROUT: 6A.CONFORM TO ASTM C1107. 6B.ACHIEVE 6000 PSI COMPRESSIVE STRENGTH AT 28 DAYS. 7. PLACING REINFORCEMENT: 7A.REINFORCEMENT PROTECTION: - SEE ‘CONCRETE COVER TABLE’ - SEE ACI 318-11 7.5 FOR REINFORCEMENT PLACING TOLERANCES AND ACI 117 FOR ADDITIONAL REQUIREMENTS 7B.PROVIDE ACCESSORIES NECESSARY TO PROPERLY SUPPORT REINFORCING AND WELDED WIRE REINFORCEMENT AT POSITIONS SHOWN ON PLANS. ALL REINFORCING, DOWELS, BOLTS, AND EMBEDDED PLATES SHALL BE SET AND TIED IN PLACE BEFORE THE CONCRETE IS POURED. “STABBING” INTO PREVIOUSLY PLACED CONCRETE IS NOT PERMITTED. 8. CONSTRUCTION/CONTROL JOINTS: 8A.SUBMIT DRAWINGS SHOWING CONSTRUCTION AND CONTROL JOINT LOCATIONS ALONG WITH THE SEQUENCE OF POURS. CONSTRUCTION JOINT LOCATIONS AND CASTING SEQUENCE SHALL BE ARRANGED TO MINIMIZE THE EFFECTS OF ELASTIC AND LONG-TERM SHORTENING/SHRINKAGE. 8B.CONSTRUCTION JOINTS IN SLABS-ON-GRADE SHALL BE LOCATED TO ACCOMMODATE THE MAXIMUM LENGTH AND AREA THE CONTRACTOR CAN REASONABLY POUR, FINISH, AND JOINT IN THE SAME DAY. 9. MEP AND OTHER OPENINGS AND EMBEDMENTS: 9A.PROVIDE SLEEVES AT OPENINGS (SUCH AS THOSE REQUIRED FOR PLUMBING AND ELECTRICAL PENETRATIONS) BEFORE PLACING CONCRETE. DO NOT CUT REINFORCING WHICH MAY CONFLICT. CORING OF CONCRETE IS NOT PERMITTED. 9B.REFER TO TYPICAL DETAILS FOR SPACING LIMITS ON SLEEVES AND FOR REQUIREMENTS FOR EMBEDDED CONDUIT AND PIPE. CONCRETE MIX TABLE CONC MIX TYPEINTENDED USE 28 DAY STRENGTH, f'c (KSI)CONCRETE WEIGHTMAX W/C RATIO, INCLUDING FLY ASHMAX AGGREGATE SIZE (IN), NOTE aTOTAL AIR CONTENT (%), NOTE bOTHER REQUIREMENTS, NOTE c1 FOOTINGS 3 NWC -- 1 -- -- 2 GRADE BMS, FND WALLS 4.5 NWC 0.45 3/4 5 -- 3 ALL CONC EXPOSED TO WEATHER OR DEICERS: SITE WALLS 5 NWC 0.40 3/4 6 -- 4 INT SLABS ON GRADE 3.5 NWC 0.50 3/4 NP -- 5 ARCHITECTURALLY EXPOSED CONC CHIMNEY 4.5 NWC 0.45 3/8 6 AE REINFORCING MATERIAL TABLE REINF ELEMENT ASTM Fy (KSI) Fu (KSI) TYP REINFORCING A615 60 90 WELDED & FIELD BENT REINF A706 60 80 WELDED WIRE REINFORCING, SMOOTH A185 65 75 STEEL MATERIAL TABLE STEEL ELEMENT ASTM/TYPE Fy (KSI) Fu (KSI)COMMENTS ANCHOR RODS F1554 GR 55 55 75 WELDABLE, HEAVY HEX HEADED BOLTS A325 OR F1852 -- 120 BOLTS ARE 3/4"Ø UNO, USE TENSION-CONTROLLED WHERE POSSIBLE DAS A496 70 80 -- HAS A108 51 65 STUDS ARE 3/4"Ø UNO OTHER SHAPES A36 36 58 -- PLATES A36 36 58 -- RECT HSS A500 GR C 50 62 -- WELDING ELECTRODES E70 PER AWS WF, WT A992 50 65 -- ANCHOR TYPE POST-INSTALLED ANCHOR TABLE PRODUCT ADHESIVE (IN CONCRETE) HILTI HIT-HY 200 ADHESIVE ANCHOR RODS SCREW ANCHORS EXPANSION ANCHORS (IN CONCRETE) -- HILTI KWIK BOLT TZ HILTI KWIK HUS-EZ Fy (KSI) COMMENTS -- 36 MIN -- Fu (KSI) -- 58 MIN -- SUBMIT CALCULATIONS FOR SUBSTITUTIONS -- -- THREADED ROD, UNGREASED SUBMIT CALCULATIONS FOR SUBSTITUTIONS SUBMIT CALCULATIONS FOR SUBSTITUTIONS ADHESIVE (IN CONCRETE W/>12" EMBEDMENT) HILTI HIT-RE 500 SD -- -- SUBMIT CALCULATIONS FOR SUBSTITUTIONS STEEL NOTES 1. CONNECTIONS: 1A.PROVIDE CONNECTIONS AS SHOWN IN THE ‘STEEL BEAM CONNECTION SCHEDULES’ AND DETAILS HEREIN. 2. WELDING REQUIREMENTS: 2A.WELDERS: HAVE IN POSSESSION CURRENT EVIDENCE OF PASSING THE APPROPRIATE AWS. QUALIFICATION TESTS. 2B.MINIMUM WELDS: AISC SPECIFICATION, NOT LESS THAN 3/16” FILLET, CONTINUOUS UNLESS OTHERWISE NOTED. 2C.WELD SIZES AND LENGTHS CALLED FOR ON THE DRAWINGS ARE THE NET EFFECTIVE REQUIRED. INCREASE WELD SIZE IF GAPS EXIST AT THE FAYING SURFACE. 2D.WELD SIZES SHALL BE AS SHOWN UNLESS A GREATER SIZE IS REQUIRED BY ANSI/AISC 360-10 TABLES J2.3 AND J2.4. 2E.ALL GROOVE WELDS SHALL BE COMPLETE PENETRATION UNLESS NOTED. 2F.FIELD WELDING SYMBOLS INDICATE SUGGESTED CONSTRUCTION PROCEDURES. 3. STRUCTURAL STEEL INSTALLATION: 3A.ALL HIGH STRENGTH BOLTS WHERE NOTED ON THE DRAWINGS AS TYPE “SC” OR OTHER TYPE FOLLOWED BY “PT”, SHALL BE TENSIONED TO THE VALUES OF TABLE J3.1 OF ANSI/AISC 360-10 . OTHER HIGH-STRENGTH BOLTS MAY BE INSTALLED SNUG TIGHT AS DEFINED BY AISC. WOOD NOTES 1. LAMINATED MEMBER SIZES: 1A.LVL, PSL, LSL, GLU-LAM AND AND OTHER FABRICATED MEMBERS (TJI) SIZES SHOWN ARE NET. OTHER MEMBER SIZES ARE NOMINAL. 2. FRAMING LUMBER: 2A.DRY (19% MAXIMUM MOISTURE CONTENT AT THE TIME OF INSTALLATION), DOUGLAS FIR-LARCH WITH MINIMUM DESIGN VALUES BASED ON THE 2012 NDS. SEE ‘FRAMING LUMBER TABLE’ FOR MINIMUM GRADES. 2B.BEAMS AND STRINGERS USED WITH CANTILEVERS OR CONTINUOUS SPANS SHALL BE GRADED TO PROVIDE THE SPECIFIED ALLOWABLE STRESSES OVER THE ENTIRE MEMBER LENGTH. 3. FABRICATED LUMBER: 3A.FABRICATED LUMBER DESIGNATIONS ARE THOSE MANUFACTURED BY WEYERHAEUSER. 3B.FABRICATED LUMBER IS DESIGNATED ON THE DRAWINGS AS ONE OF THE FOLLOWING: TJI JOISTS, MICROLLAM (LVL), PARALLAM (PSL), TIMBERSTRAND (LSL) OR RIMBOARD. 3C.THE MANUFACTURER SHALL PROVIDE WEB STIFFENERS ON I-JOISTS, END BLOCKING, BRIDGING, AND ERECTION BRACING AS REQUIRED. SEE “DESIGN CRITERIA” FOR DESIGN DEAD AND LIVE LOADS. 3D.FABRICATED LUMBER SHALL BE DRY. 3E.SEE ‘FABRICATED LUMBER TABLE’ FOR MINIMUM PROPERTIES (AT NORMAL LOAD DURATIONS). 3F.FABRICATED RIMBOARD SHALL BE LAMINATED STRAND LUMBER. 3G.SEE ‘RIMBOARD TABLE’ FOR MINIMUM PROPERTIES. 4. GLUED LAMINATED MEMBERS: 4A.COMBINATION SYMBOL: - SINGLE SPAN: [24F-V4] - MULTI- SPAN: [24F-V8] 4B.MINIMUM DESIGN VALUES ARE BASED ON THE 2012 NDS. 5. SHEATHING: 5A.WOOD STRUCTURAL PANELS (WSP) - WOOD STRUCTURAL PANELS SHALL BE APA RATED SHEATHING CONFORMING TO U.S. DEPARTMENT OF COMMERCE STANDARD PS-2 AND APA PERFORMANCE STANDARD PRP-108, LATEST EDITIONS. - ALL WOOD PANELS SHALL BE EXPOSURE 1. 6. BLOCKING AND BRIDGING: 6A.PROVIDE FULL HEIGHT SOLID BLOCKING (MINIMUM WIDTH TO MATCH WIDTH OF FRAMING) BETWEEN ALL FRAMING MEMBERS (SOLID SAWN JOISTS AND RAFTERS, FABRICATED JOISTS AND RAFTERS AND TRUSSES) AT SUPPORTS. 7. NAILING: 7A.UNLESS NOTED OTHERWISE ON THE DRAWINGS, PROVIDE BOX NAILS COMMON NAILS WITH SIZES SHOWN IN THE TABLE BELOW. MINIMUM NAILING SHALL BE IN ACCORDANCE WITH THE TYPICAL WOOD CONNECTION SCHEDULE AND IBC 2012 TABLE 2304.9.1. 7B.WHERE COMMON NAILS ARE SPECIFIED, BOX NAILS OF EQUAL LENGTH MAY BE SUBSTITUTED PROVIDED ONE BOX NAIL IS ADDED FOR EVERY THREE COMMON NAILS SPECIFIED. 8. METAL CONNECTORS: 8A.FRAMING CONNECTORS SHALL CONFORM TO IBC 2012 SECTION 1711.1. FRAMING CONNECTOR DESIGNATIONS ARE THOSE MANUFACTURED BY SIMPSON STRONG-TIE COMPANY, SAN LEANDRO, CALIFORNIA. OTHER MANUFACTURER’S PRODUCTS MAY BE USED IF APPROVED BY THE ENGINEER. FURNISH NAILS AND/OR BOLTS OF DIAMETER, LENGTH, AND NUMBER SPECIFIED BY THE MANUFACTURER FOR EACH CONNECTOR. 8B.ALL CONNECTOR HOLES SHALL BE FILLED WITH PROPER NAILS/BOLTS INCLUDING OPTIONAL NAIL LOCATIONS FOR UPLIFT. ALL BOLT HOLES SHALL BE DRILLED INTO FRAMING MEMBERS. MAXIMUM HOLE DIAMETER IS 1/16” LARGER THAN THE BOLT DIAMETER. 9. OPENINGS: 9A.OPENING, POCKETS, ETC., SHALL NOT BE PLACED IN BEAMS, JOISTS, RAFTERS, STUDS, POSTS, COLUMNS, TIMBER AND OTHER STRUCTURAL MEMBERS UNLESS DETAILED ON THE STRUCTURAL DRAWINGS. PRODUCT FABRICATED LUMBER TABLE DEPTH 11 7/8" TYPE MR (FT- LB) 11 7/8" TJI-210 VR (LBS) EI (x10 ^6 in^ 2-lbs) 3 1/2" END REACTION (LBS) INTERMEDIATE REACTION (LBS)REMARKS TYPE OF USE LSL FRAMING LUMBER SCHEDULE GRADE EXTERIOR STUDS 1.3E LOAD BEARING STUDS (AND COLUMNS ASSEMBLED FROM STUDS) NON-LOAD BEARING STUDS ROOF JOIST & RAFTERS BEAMS & STRINGERS FLOOR-JOIST EXPOSED FRAMING DECKING POSTS & TIMBER LSL MEMBERS DEEPER THAN 5 1/2" Fb (PSI) Fv (PSI) E (PSI) 1,700 425 1,300,000 I-JOIST 3,795 1,655 315 1,655 2,505 -- 11 7/8"11 7/8" TJI-360 I-JOIST 6,180 1,705 419 1,705 2,815 -- 14"14" TJI-360 I-JOIST 7,335 1,955 612 1,865 2,815 -- 1.3E 425 1,300,000 1.3E 425 1,300,000 1.3E 425 1,300,000 1.3E 425 1,300,000 1.3E 425 1,300,000 1.3E 425 1,300,000 1.3E 425 1,300,000 1.3E 425 1,300,000 1.5E 2,250 505 1,500,000 9 1/2"5 1/4" PSL BEAM 19,585 9,645 750 -- -- -- 11 7/8"5 1/4" PSL BEAM 29,855 12,055 1,466 -- -- -- 16"5 1/4" PSL BEAM 52,430 16,240 3,584 -- -- -- 1,700 1,700 1,700 1,700 1,700 1,700 1,700 1,700 5 1/4"5 1/4" PSL GIRT 5507 4,226 76 -- -- -- No. Description Date PERMIT SET 07.02.2015