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GENERAL PRECAST CONCRETE NOTES (CONT): B. ERECTOR CERTIFICATION: A PRECAST CONCRETE ERECTOR WITH ERECTING ORGANIZATION AND ALL ERECTING CREWS CERTIFIED AND DESIGNATED, PRIOR TO BEGINNING WORK AT PROJECT SITE, BY PCI'S CERTIFICATE OF COMPLIANCE TO ERECT CATEGORY S1 (SIMPLE STRUCTURAL SYSTEMS) FOR HORIZONTAL DECKING MEMBERS AND SINGLE-LIFT WALL PANELS. C. FABRICATOR QUALIFICATIONS: A FIRM THAT COMPLIES WITH THE FOLLOWING REQUIREMENTS AND IS EXPERIENCED IN PRODUCING STRUCTURAL PRECAST CONCRETE UNITS SIMILAR TO THOSE INDICATED FOR THIS PROJECT AND WITH A RECORD OF SUCCESSFUL IN-SERVICE PERFORMANCE. 1. ASSUMES RESPONSIBILITY FOR ENGINEERING STRUCTURAL PRECAST CONCRETE UNITS TO COMPLY WITH PERFORMANCE REQUIREMENTS. THIS RESPONSIBILITY INCLUDES PREPARATION OF SHOP DRAWINGS AND COMPREHENSIVE ENGINEERING ANALYSIS BY A QUALIFIED PROFESSIONAL ENGINEER. 2. IS REGISTERED WITH AND APPROVED BY AUTHORITIES HAVING JURISDICTION, AS REQUIRED. D. TESTING AGENCY QUALIFICATIONS: AN INDEPENDENT ACCREDITED TESTING AGENCY, QUALIFIED ACCORDING TO ASTM C 1077 AND ASTM E 329 TO CONDUCT THE TESTING INDICATED. E. DESIGN STANDARDS: COMPLY WITH ACI 318 (ACI 318M) AND THE DESIGN RECOMMENDATIONS OF PCI MNL 120, "PCI DESIGN HANDBOOK - PRECAST AND PRESTRESSED CONCRETE," APPLICABLE TO TYPES OF STRUCTURAL PRECAST CONCRETE MEMBERS INDICATED. F. QUALITY-CONTROL STANDARD: FOR MANUFACTURING PROCEDURES AND TESTING REQUIREMENTS AND QUALITY CONTROL RECOMMENDATIONS FOR TYPES OF MEMBERS REQUIRED, COMPLY WITH PCI MNL 116, "MANUAL FOR QUALITY CONTROL FOR PLANTS AND PRODUCTION OF STRUCTURAL CONCRETE PRODUCTS." G. PREINSTALLATION CONFERENCE: CONDUCT CONFERENCE AT PROJECT SITE PRIOR TO INSTALL OF ANY AND ALL PRECAST PRODUCTS. CONTRACTOR TO NOTIFY ENGINEER TO COORDINATE SCHEDULING OF PRE-INSTALL MEETING. 6. DELIVERY, STORAGE, AND HANDLING: DELIVERY, STORAGE, AND HANDLING: A. HANDLE AND TRANSPORT MEMBERS AS PER MANUFACTURERS RECOMMENDATIONS AND INDUSTRY STANDARDS TO AVOID EXCESSIVE STRESSES THAT COULD CAUSE CRACKING OR OTHER DAMAGE. B. STORE UNITS WITH ADEQUATE DUNNAGE AND BRACING, AND PROTECT UNITS TO PREVENT CONTACT WITH SOIL, STAINING, AND TO CONTROL CRACKING, DISTORTION, WARPING OR OTHER PHYSICAL DAMAGE. 7. REINFORCING MATERIALS: REINFORCING MATERIALS: A. REINFORCING BARS: ASTM A 615/A 615M, GRADE 60 (GRADE 420), DEFORMED. 8. PRESTRESSING TENDONS: TO BE SELECTED BY PRECAST CONCRETE DESIGN ENGINEER. PRESTRESSING TENDONS: TO BE SELECTED BY PRECAST CONCRETE DESIGN ENGINEER. TO BE SELECTED BY PRECAST CONCRETE DESIGN ENGINEER. 9. CONCRETE MATERIALS: CONCRETE MATERIALS: A. NORMALWEIGHT AGGREGATES: EXCEPT AS MODIFIED BY PCI MNL 116, ASTM C 33, WITH COARSE, NON-REACTIVE AGGREGATES COMPLYING WITH MINIMUM CLASS 1N. STOCKPILE FINE AND 1N. STOCKPILE FINE AND 1N. STOCKPILE FINE AND COARSE AGGREGATES FOR EACH TYPE OF EXPOSED FINISH FROM A SINGLE SOURCE (PIT OR QUARRY) FOR PROJECT. B. WATER: POTABLE; FREE FROM DELETERIOUS MATERIAL THAT MAY AFFECT COLOR STABILITY, SETTING, OR STRENGTH OF CONCRETE AND COMPLYING WITH CHEMICAL LIMITS OF PCI MNL 116. 10. STEEL CONNECTION MATERIALS: STEEL CONNECTION MATERIALS: A. CARBON-STEEL SHAPES AND PLATES: ASTM A 36/A 36M B. CARBON-STEEL HEADED STUDS: ASTM A 108, GRADES 1010 THROUGH 1020, COLD FINISHED, AWS D1.1/D1.1M, TYPE A OR B, WITH ARC SHIELDS AND WITH THE MINIMUM MECHANICAL PROPERTIES OF PCI MNL 116, TABLE 3.2.3. C. CARBON-STEEL PLATE: ASTM A 283/A 283M, GRADE C. D. DEFORMED-STEEL WIRE OR BAR ANCHORS: ASTM A 496 OR ASTM A 706/A 706M. E. SHOP-PRIMED FINISH: PREPARE SURFACES OF NONGALVANIZED STEEL ITEMS, EXCEPT THOSE SURFACES TO BE EMBEDDED IN CONCRETE, ACCORDING TO REQUIREMENTS IN SSPC-SP 3 AND SHOP-APPLY LEAD- AND CHROMATE-FREE, RUST -INHIBITIVE PRIMER, COMPLYING WITH PERFORMANCE REQUIREMENTS IN MPI 79 ACCORDING TO SSPC-PA 1. 11. BEARING PADS AND OTHER ACCESSORIES: BEARING PADS AND OTHER ACCESSORIES: A. PROVIDE ONE OF THE FOLLOWING BEARING PADS FOR STRUCTURAL PRECAST CONCRETE MEMBERS AS RECOMMENDED BY PRECAST FABRICATOR FOR APPLICATION: (INCLUDE WITH SHOP DRAWINGS TO ENGINEER FOR REVIEW) 1. ELASTOMERIC PADS: AASHTO M 251, PLAIN, VULCANIZED, 100 PERCENT POLYCHLOROPRENE (NEOPRENE) ELASTOMER, MOLDED TO SIZE OR CUT FROM A MOLDED SHEET, 50 TO 70 SHORE A DUROMETER ACCORDING TO ASTM D 2240, MINIMUM TENSILE STRENGTH 2250 PSI (15.5 MPA) PER ASTM D 412. 2. RANDOM-ORIENTED, FIBER-REINFORCED ELASTOMERIC PADS: PREFORMED, RANDOMLY ORIENTED SYNTHETIC FIBERS SET IN ELASTOMER. SURFACE HARDNESS OF 70 TO 90 SHORE A DUROMETER ACCORDING TO ASTM D2240. CAPABLE OF SUPPORTING A COMPRESSIVE STRESS OF 3000 PSI (20.7 MPA) WITH NO CRACKING, SPLITTING OR DELAMINATING IN THE INTERNAL PORTIONS OF THE PAD. 3. COTTON-DUCK-FABRIC-REINFORCED ELASTOMERIC PADS: PREFORMED, HORIZONTALLY LAYERED COTTON-DUCK FABRIC BONDED TO AN ELASTOMER. SURFACE HARDNESS OF 80 TO 100 SHORE A DUROMETER ACCORDING TO ASTM D 2240. CONFORMING TO DIVISION II, SECTION 18.10.2 OF AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS OR MILITARY SPECIFICATION, MIL-C-882E. 4. FRICTIONLESS PADS: POLYTETRAFLUOROETHYLENE (PTFE), GLASS-FIBER REINFORCED, BONDED TO STAINLESS OR MILD-STEEL PLATES, OR RANDOM-ORIENTED, FIBER-REINFORCED ELASTOMERIC PADS, OF TYPE REQUIRED FOR IN-SERVICE STRESS. B. ERECTION ACCESSORIES: PROVIDE CLIPS, HANGERS, HIGH DENSITY PLASTIC OR STEEL SHIMS, AND OTHER ACCESSORIES REQUIRED TO INSTALL STRUCTURAL PRECAST CONCRETE MEMBERS. C. WELDING ELECTRODES: COMPLY WITH AWS STANDARDS FOR STEEL TYPE AND/OR ALLOY BEING WELDED. 12. GROUT MATERIALS: GROUT MATERIALS: A. SAND-CEMENT GROUT: PORTLAND CEMENT, ASTM C 150, TYPE I, AND CLEAN, NATURAL SAND, ASTM C 144, OR ASTM C 404. MIX AT RATIO OF 1 PART CEMENT TO 2 ½ TO 3 PARTS SAND, BY VOLUME, WITH MINIMUM WATER REQUIRED FOR PLACEMENT AND HYDRATION. WATER-SOLUBLE CHLORIDE ION CONTENT OF GROUT LESS THAN 0.06 PERCENT CHLORIDE ION BY WEIGHT OF CEMENT WHEN TESTED IN ACCORDANCE WITH ASTM C 1218/C 1218M. B. NONSHRINK GROUT: PREMIXED, PREPACKAGED FERROUS AND NON-FERROUS AGGREGATE SHRINK-RESISTANT GROUT CONTAINING SELECTED SILICA SANDS, PORTLAND CEMENT, SHRINKAGE-COMPENSATING AGENTS, PLASTICIZING AND WATER-REDUCING AGENTS, COMPLYING WITH ASTM C 1107, GRADE A FOR DRYPACK AND GRADES B AND C FOR FLOWABLE GROUT AND OF CONSISTENCY SUITABLE FOR APPLICATION WITH A 30-MINUTE WORKING TIME. WATER-SOLUABLE CHLORIDE ION CONTENT OF GROUT LESS THAN 0.06 PERCENT CHLORIDE ION BY WEIGHT OF CEMENT WHEN TESTED IN ACCORDANCE WITH ATM C1218/C1218M. 13. CONCRETE MIXTURES: CONCRETE MIXTURES: A. PREPARE DESIGN MIXTURES FOR EACH TYPE OF PRECAST CONCRETE REQUIRED.S 1. LIMIT USE OF FLY ASH TO 35 PERCENT REPLACEMENT OF PORTLAND CEMENT BY WEIGHT; GRANULATED BLAST-FURNACE SLAG TO 50 PERCENT OF PORTLAND CEMENT BY WEIGHT; AND METAKAOLIN AND SILICA FUME TO 10 PERCENT OF PORTLAND CEMENT BY WEIGHT. B. DESIGN MIXTURES MAY BE PREPARED BY A QUALIFIED INDEPENDENT TESTING AGENCY OR BY QUALIFIED PRECAST PLANT PERSONNEL AT STRUCTURAL PRECAST CONCRETE FABRICATOR'S OPTION. C. LIMIT WATER-SOLUBLE CHLORIDE IONS TO MAXIMUM PERCENTAGE BY WEIGHT OF CEMENT PERMITTED BY ACI 318 (ACI 318M) OR PCI MNL 116 WHEN TESTED IN ACCORDANCE WITH ASTM C 1218/C 1218M. D. NORMALWEIGHT CONCRETE MIXTURES: PROPORTION MIXTURES BY EITHER LABORATORY TRIAL BATCH OR FIELD TEST DATA METHODS ACCORDING TO ACI 211.1, WITH MATERIALS TO BE USED ON PROJECT, TO PROVIDE NORMALWEIGHT CONCRETE WITH THE FOLLOWING PROPERTIES: 1. COMPRESSIVE STRENGTH (28 DAYS): 5000 PSI (34.5 MPA) MINIMUM. 2. RELEASE STRENGTH: AS REQUIRED BY DESIGN. 3. MAXIMUM WATER-CEMENTITIOUS MATERIALS RATIO: 0.45. 14. FABRICATION: FABRICATION: A. CAST-IN ANCHORS, INSERTS, PLATES, ANGLES, AND OTHER ANCHORAGE HARDWARE: FABRICATE ANCHORAGE HARDWARE WITH SUFFICIENT ANCHORAGE AND EMBEDMENT TO COMPLY WITH DESIGN REQUIREMENTS. ACCURATELY POSITION FOR ATTACHMENT OF LOOSE HARDWARE AND SECURE IN PLACE DURING PRECASTING OPERATIONS. LOCATE ANCHORAGE HARDWARE WHERE IT DOES NOT AFFECT POSITION OF MAIN REINFORCEMENT OR CONCRETE PLACEMENT. DO NOT RELOCATE BEARING PLATES IN MEMBERS UNLESS APPROVED BY ARCHITECT. 1. WELD HEADED STUDS AND DEFORMED BAR ANCHORS USED FOR ANCHORAGE ACCORDING TO AWS D1.1/D1.1M AND AWS C5.4, "RECOMMENDED PRACTICES FOR STUD WELDING." B. FURNISH LOOSE HARDWARE ITEMS INCLUDING STEEL PLATES, CLIP ANGLES, SEAT ANGLES, ANCHORS, DOWELS, HANGERS, AND OTHER HARDWARE SHAPES FOR SECURING PRECAST CONCRETE MEMBERS TO SUPPORTING AND ADJACENT CONSTRUCTION. C. CAST-IN REGLETS, SLOTS, AND OTHER ACCESSORIES IN STRUCTURAL PRECAST CONCRETE MEMBERS AS REQUIRED FOR COMPLETE SYSTEM. D. CAST-IN OPENINGS LARGER THAN 10 INCHES (250 MM) IN ANY DIMENSION. ANY OPENING SMALLER THAN 10" SHALL BE CORE DRILLED IN FIELD BY APPROPRIATE CONTRACTOR. DO NOT DRILL OR CUT OPENINGS OR PRESTRESSING STRAND WITHOUT ENGINEER'S APPROVAL.

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GENERAL PRECAST CONCRETE NOTES: (CON'T.) E. REINFORCEMENT: COMPLY WITH RECOMMENDATIONS IN PCI MNL 116 FOR FABRICATING, PLACING, AND SUPPORTING REINFORCEMENT. F. REINFORCE STRUCTURAL PRECAST CONCRETE MEMBERS TO RESIST HANDLING, TRANSPORTATION, AND ERECTION STRESSES, AND SPECIFIED IN-PLACE LOADS, WHICHEVER GOVERNS. G. FABRICATE STRUCTURAL PRECAST CONCRETE MEMBERS OF SHAPES, LINES AND DIMENSIONS INDICATED, SO EACH FINISHED MEMBER COMPLIES WITH PCI RICTIONLESþ A SMNL 135 PRODUCT A SMNL 135 PRODUCT SMNL 135 PRODUCT TOLERANCES AS WELL AS POSITION TOLERANCES FOR CAST-IN ITEMS.A 15. FINISHES: FINISHES: A. COMMERCIAL GRADE: REMOVE FINS AND PROTRUSIONS LARGER THAN 1/8 INCH (3 MM) AND FILL HOLES WITH A DIAMETER LARGER THAN ½ INCH (13 MM). RUB OR GRIND RAGGED EDGES. FACES SHALL BE TRUE, WELL-DEFINED SURFACES. AIR HOLES, WATER MARKS, AND COLOR VARIATIONS ARE ACCEPTABLE. ALLOWABLE FORM JOINT OFFSETS ARE LIMITED TO 3/16 IN. (5MM). B. APPLY ROUGHENED SURFACE FINISH IN ACCORDANCE WITH ACI 318 (ACI 318M) TO PRECAST CONCRETE MEMBERS THAT WILL RECEIVE CONCRETE TOPPING AFTER INSTALLATION. 16. QUALITY-CONTROL TESTING: TEST AND INSPECT PRECAST CONCRETE ACCORDING TO PCI MNL 116 QUALITY-CONTROL TESTING: TEST AND INSPECT PRECAST CONCRETE ACCORDING TO PCI MNL 116 TEST AND INSPECT PRECAST CONCRETE ACCORDING TO PCI MNL 116 REQUIREMENTS. IF USING SELF-CONSOLIDATING CONCRETE ALSO TEST AND INSPECT ACCORDING TO PCI TR-6 "INTERIM GUIDELINES FOR THE USE OF SELF-CONSOLIDATING CONCRETE" AND ASTM C 1611/C 1611M, ASTM C 1712, ASTM 1610/1610M, AND ASTM C 1621/C 1621M. 17. FURNISH LOOSE CONNECTION HARDWARE AND ANCHORAGE DEVICES FOR PRECAST CONCRETE MEMBERS TO BE EMBEDDED IN OR ATTACHED TO THE BUILDING STRUCTURAL FRAME OR FOUNDATION BEFORE STARTING THAT WORK. PROVIDE LOCATIONS, SETTING DIAGRAMS, TEMPLATES AND INSTRUCTIONS FOR THE PROPER INSTALLATION OF EACH ANCHORAGE DEVICE. 18. INSTALLER TO EXAMINE SUPPORTING STRUCTURAL FRAME OR FOUNDATION AND CONDITIONS FOR COMPLIANCE WITH REQUIREMENTS FOR INSTALLATION TOLERANCES, BEARING SURFACE TOLERANCES, AND OTHER CONDITIONS AFFECTING PRECAST CONCRETE PERFORMANCE. PROCEED WITH PRECAST CONCRETE INSTALLATION ONLY AFTER UNSATISFACTORY CONDITIONS HAVE BEEN CORRECTED. 19. ERECTION: ERECTION: A. INSTALL LOOSE CLIPS, HANGERS, BEARING PADS, AND OTHER ACCESSORIES REQUIRED FOR CONNECTING STRUCTURAL PRECAST CONCRETE MEMBERS TO SUPPORTING MEMBERS AND BACKUP MATERIALS. B. CONNECT STRUCTURAL PRECAST CONCRETE MEMBERS IN POSITION BY BOLTING, WELDING, GROUTING, OR AS OTHERWISE INDICATED ON APPROVED SHOP (ERECTION) DRAWINGS. REMOVE TEMPORARY SHIMS, WEDGES, AND SPACERS AS SOON AS PRACTICAL AFTER CONNECTING AND/OR GROUTING ARE COMPLETED. C. WELDING: COMPLY WITH APPLICABLE AWS D1.1/D1.1M, AWS D1.4/D1.4M AND AWS D1.6/D1.6M REQUIREMENTS FOR WELDING, WELDING ELECTRODES, APPEARANCE OF WELDS, QUALITY OF WELDS, AND METHODS USED IN CORRECTING WELDING WORK. D. AT BOLTED CONNECTIONS, USE UPSET THREADS, THREAD LOCKING COMPOUND OR OTHER APPROVED MEANS TO PREVENT LOOSENING OF NUTS AFTER FINAL ADJUSTMENT. E. GROUTING OR DRY-PACKING CONNECTIONS AND JOINTS: INDICATE JOINTS TO BE GROUTED AND ANY CRITICAL GROUTING SEQUENCES ON SHOP (ERECTION) DRAWINGS. GROUT OPEN SPACES AT KEYWAYS, CONNECTIONS AND JOINTS WHERE REQUIRED OR INDICATED. PROVIDE REINFORCING STEEL WHERE INDICATED. RETAIN FLOWABLE GROUT IN PLACE UNTIL IT GAINS SUFFICIENT STRENGTH TO SUPPORT ITSELF. FILL JOINTS COMPLETELY WITHOUT SEEPAGE TO OTHER SURFACES. ALTERNATIVELY, PACK SPACES WITH STIFF DRY PACK GROUT MATERIAL, TAMPING UNTIL VOIDS ARE COMPLETELY FILLED. PLACE GROUT AND FINISH SMOOTH, LEVEL, AND PLUMB WITH ADJACENT CONCRETE SURFACES. PROMPTLY REMOVE GROUT MATERIAL FROM EXPOSED SURFACES BEFORE IT AFFECTS FINISHES OR HARDENS. KEEP GROUTED JOINTS DAMP FOR AT LEAST 24 HOURS AFTER INITIAL SET. F. AT HOLLOW-CORE SLAB ENDS (AS REQUIRED OR WHERE SHOWN ON SHOP DRAWINGS): PROVIDE SUITABLE END CAP OR DAM IN VOIDS AS REQUIRED. G. FIELD CUTTING OF PRECAST, PRESTRESSED CONCRETE MEMBERS IS NOT PERMITTED WITHOUT APPROVAL OF THE ENGINEER. H. FASTENERS: DO NOT USE DRILLED OR POWER-ACTUATED FASTENERS FOR ATTACHING ACCESSORY ITEMS TO PRECAST, PRESTRESSED CONCRETE MEMBERS UNLESS APPROVED BY PRECAST ENGINEER AND ENGINEER OF RECORD. 20. ERECT STRUCTURAL PRECAST CONCRETE MEMBERS LEVEL, PLUMB, SQUARE, AND IN ALIGNMENT WITHOUT EXCEEDING THE NONCUMULATIVE ERECTION TOLERANCES OF PCI MNL 135. LEVEL OUT VARIATIONS BETWEEN ADJACENT MEMBERS BY JACKING, LOADING, OR ANY OTHER FEASIBLE METHOD AS RECOMMENDED BY THE FABRICATOR AND ACCEPTABLE TO THE ENGINEER. 21. TESTING: OWNER MAY ENGAGE ACCREDITED INDEPENDENT TESTING AND INSPECTING AGENCY TO TESTING: OWNER MAY ENGAGE ACCREDITED INDEPENDENT TESTING AND INSPECTING AGENCY TO OWNER MAY ENGAGE ACCREDITED INDEPENDENT TESTING AND INSPECTING AGENCY TO PERFORM FIELD TESTS AND INSPECTIONS AND PREPARE REPORTS ON EACH PART AND ELEMENT OF PRECAST INSTALLATION. 22. REPAIRS: REPAIRS: A. REPAIRS WILL BE PERMITTED PROVIDED STRUCTURAL ADEQUACY, SERVICEABILITY AND DURABILITY OF MEMBERS AND APPEARANCE ARE NOT IMPAIRED. B. REMOVE AND REPLACE DAMAGED STRUCTURAL PRECAST CONCRETE MEMBERS WHEN REPAIRS DO NOT COMPLY WITH SPECIFIED REQUIREMENTS.TOR 23. CLEAN MORTAR, PLASTER, WELD SLAG, AND ANY OTHER DELETERIOUS MATERIAL FROM CONCRETE SURFACES AND ADJACENT MATERIALS IMMEDIATELY. PLUMBING GENERAL NOTES: 1. ALL PLUMBING EQUIPMENT AND SYSTEMS TO BE INSTALLED IN ACCORDANCE TO THE MICHIGAN PLUMBING CODE 2015. 2. THESE PLUMBING PLANS ARE DIAGRAMMATIC ONLY AND ARE NOT INTENDED TO SHOW EVERY DETAIL OF CONSTRUCTION OR LOCATION OF PIPING OR EQUIPMENT. WHERE BUILDING CONSTRUCTION MAKES IT ADVISABLE OR NECESSARY TO CHANGE THE LOCATION OF PIPING , EQUIPMENT, ETC. WITHOUT INCREASING THE COST OF THE WORK. THE CONTRACTOR SHALL PERFORM SUCH WORK WITH THE CONSENT OF THE ARCHITECT/ENGINEER. IF IT IS ADVISABLE TO ADJUST THE LOCATION OF ANY PLUMBING FIXTURE, THE CONTRACTOR SHALL VERIFY ANY ADJUSTMENT WITH THE ARCHITECT/ENGINEER PRIOR TO INSTALLATION. CUTTING AND PATCHING IN NEW CONSTRUCTION DONE BY THE CONTRACTOR BECAUSE OF INITIAL FAILURE TO PROVIDE FOR OPENINGS AND SPACES SHALL BE DONE AT NO COST TO THE OWNER. 3. HOT & COLD DOMESTIC WATER PIPING SHALL BE SOLDERED COPPER TYPE 'L' PIPE & FITTINGS TO BE IN ACCORDANCE WITH ASTM B88 OR CROSS LINKED POLYETHYLENE (PEX) IN ACCORDANCE WITH ASTM F876 AND F877. 4. GAS LINE SHALL BE THREADED PIPE PER ASTM A-120 & USED WHERE EXPOSED, ACCESSIBLE, & ABLE TO BE USED PER PLUMBING CODE & NATURAL GAS PIPING REGULATIONS. THREADED FITTINGS SHALL BE 300 LB. WOG PER ASTM A-197M.1. PROVIDE BRANCH LINE ISOLATION VALVES, DIRT LEGS, AND UNIONS TO EACH PIECE OF GAS EQUIPMENT. PAINT ANY GAS PIPING EXPOSED TO VIEW WITH RUSTOLEUM PRIMER AND TWO FINISH COATS WITH COLOR AS SELECTED BY OWNER. FLEXIBLE GAS LINES SHALL BE PERMITTED WHERE CODE ALLOWS, WITH NO CONCEALED FITTINGS AND SHALL BE RUN CONTINUOUS WHERE POSSIBLE ELIMINATING FITTINGS. 5. PIPES PASSING THROUGH CONCRETE OR MASONRY WALLS AND FLOORS OR OTHER CORROSIVE MATERIAL SHALL BE PROTECTED AGAINST EXTERNAL CORROSION. PROVIDE A METAL OR PVC SLEEVE AT ANY PENETRATION. ANNULAR SPACES BETWEEN SLEEVES AND PIPES SHALL BE FILLED AND TIGHTLY CAULKED PROVIDING A WATER TIGHT JOINT. A METAL SLEEVE AND FIRE CAULKING TO BE USED AT ANY FIRE RATED ASSEMBLIES. 6. PIPES PASSING THROUGH OR UNDER FOOTINGS OR FOUNDATION WALL SHALL BE COVERED TO ELIMINATE ANY LOAD FROM BEARING ON THE PIPE OR A SLEEVE (PVC OR OTHER APPROVED MATERIAL) WHICH IS TWO PIPE SIZES GREATER THAN THE PIPE PASSING THROUGH THE WALL. 7. ALL PLUMBING TRENCHES TO BE FILLED WITH SAND, CRUSHED LIMESTONE (#8) OR SCREENINGS, FULL HEIGHT TO EXCAVATION INSTALLED IN 6" MAX. LIFTS. EACH LIFT TO BE COMPACTED TO 95% RELATIVE COMPACTION. 8. NO FRAMING MEMBER MAY BE CUT, NOTCHED OR ALTERED IN EXCESS OF THE LIMITATIONS OF THE MICHIGAN BUILDING CODE OR PER MANUFACTURER'S SPECIFICATIONS. NO ALTERATIONS TO TRUSSES OR STRUCTURAL MEMBERS ARE PERMITTED UNLESS APPROVED BY THE MANUFACTURER. ANY CHANGES OR ALTERATIONS MADE TO ANY STRUCTURAL FRAMING OR TRUSS MEMBER WHICH EXCEEDS ALLOWABLE SPECIFICATIONS, SHALL BE REPLACED BACK TO ORIGINAL CONDITION AT NO COST TO THE OWNER. 9. PROVIDE 1/2" TO 3/4" THICK FIBERGLASS THERMAL INSULATION AT ALL DOMESTIC HOT & COLD WATER PIPING. INSULATION TO CONFORM TO ASTM C547 CLASS I WITH C=0.26 MAXIMUM (BTU-IN/HR-SQ.FT.-DEG.F.@75 ). VAPOR BARRIER SHALL HAVE WHITE KRAFT PAPER EXTERIOR AND GLASS FIBER REINFORCEMENT INSULATION. INSTALL IN ALL CONCEALED LOCATIONS (WALLS, UNDER SLAB, & ATTIC). SUCH SHALL BE BY MANVILLE (MICRO-LOK 650 AP-T) OR EQUAL BY OWENS CORNING, CERTAINTEED, OR KNAUF. (CONTRACTOR HAS THE OPTION OF USING 1/2" TO 3/4" THICK TUBULAR CLOSED CELL FLEXIBLE FOAM WRAP-AROUND TYPE AS MANUFACTURED BY ARMSTRONG (AP ARMAFLEX), RUBATEX OR EQUAL.) 10. ALL POTABLE WATER SYSTEM LINES SHALL BE DISINFECTED PER THE METHODS DESCRIBED IN SECTION 610 OF THE MPC 2009. 11. WATER-HAMMER ARRESTORS, IN ACCORDANCE WITH ASSE 1010 (MPC 604.9), SHALL BE PROVIDED AT ALL PLUMBING FIXTURES (HOT & COLD) WITH QUICK CLOSING VALVES. 12. PROVIDE EASILY ACCESSIBLE ISOLATION VALVES (BRASS OR BALL TYPE) AT EACH INDIVIDUAL BRANCH LINE SERVING A ROOM OR ZONE. SHUT-OFF VALVES SERVING SINKS, WATER CLOSETS & OTHER FIXTURES ABOVE FLOOR LINE AND WHERE EXPOSED TO VIEW SHALL BE CHROME FINISHED BRASS. 13. DRAIN, WASTE, & VENT PIPING BELOW GRADE, ABOVE FLOOR LINE, UP TO A POINT OF 5' BEYOND FOUNDATION WALL (BUILDING PLUMBING LINE), IN WALLS, ABOVE CEILING OR TO ROOF SHALL BE SCHEDULE 40 PVC & SOLVENT WELDED/GLUED FITTINGS, U.N.O. PIPE SLOPE: 2 1/2" OR LESS -1/4"/FT. MIN., 3" -6" - 1/8"/FT MIN., 8" - OR LARGER - 1/16"/FT. MIN.

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GENERAL MASONRY NOTES: (CON'T.) A. DO NOT USE ADMIXTURES, INCLUDING PIGMENTS, AIR-ENTRAINING AGENTS, ACCELERATORS, RETARDERS, WATER-REPELLENT AGENTS, ANTIFREEZE COMPOUNDS, OR OTHER ADMIXTURES, UNLESS OTHERWISE INDICATED OR APPROVED BY THE ENGINEER. B. DO NOT USE CALCIUM CHLORIDE IN MORTAR OR GROUT UNLESS APPROVED BY ENGINEER. C. ADD COLD-WEATHER ADMIXTURE (IF USED) AT THE SAME RATE FOR ALL MORTAR, REGARDLESS OF WEATHER CONDITIONS, IN ORDER TO ENSURE THAT MORTAR COLOR IS CONSISTENT. D. MORTAR FOR UNIT MASONRY: 1. COMPLY WITH ASTM C 270, PROPORTION SPECIFICATION, FOR TYPES OF MORTAR INDICATED BELOW. 2.COMPLY WITH ASTM C 270, PROPORTION SPECIFICATION, FOR JOB-MIXED MORTAR; AND ASTM C 1142 FOR READY-MIXED MORTAR, OF TYPES INDICATED BELOW. 3. COMPLY WITH ASTM C 270, PROPERTY SPECIFICATION, FOR JOB-MIXED MORTAR; AND ASTM C 1142 FOR READY-MIXED MORTAR, OF TYPES INDICATED BELOW. 4. COMPLY WITH MBC-SECTION 2103 FOR MORTAR CEMENT TYPES INDICATED BELOW. 5. COMPLY WITH BIA M1, PROPORTION SPECIFICATION, FOR TYPES OF MORTAR INDICATED BELOW: A. LIMIT CEMENTITIOUS MATERIALS IN MORTAR TO PORTLAND CEMENT AND LIME. B. LIMIT CEMENTITIOUS MATERIALS IN MORTAR FOR EXTERIOR USE TO PORTLAND CEMENT AND LIME. E. FOR MASONRY BELOW GRADE IN CONTACT WITH EARTH AND WHERE INDICATED, USE TYPE INDICATED BELOW: 1. TYPE S F. FOR REINFORCED MASONRY AND WHERE INDICATED, USE TYPE INDICATED BELOW: 1. TYPE S G. FOR EXTERIOR ABOVE GRADE, LOAD-BEARING AND NON LOAD-BEARING WALLS AND PARAPET WALLS; FOR INTERIOR LOAD-BEARING WALLS; FOR INTERIOR NON LOAD-BEARING PARTITIONS, AND FOR OTHER APPLICATIONS WHERE ANOTHER TYPE IS NOT INDICATED, USE TYPE INDICATED BELOW: 1. TYPE N OR RN H. GROUT FOR UNIT MASONRY: COMPLY WITH ASTM C 476. USE GROUT OF CONSISTENCY INDICATED OR, IF NOT OTHERWISE INDICATED, OF CONSISTENCY (FINE OR COARSE) AT TIME OF PLACEMENT THAT WILL COMPLETELY FILL SPACES INTENDED TO RECEIVE GROUT. 1. USE FINE GROUT IN GROUT SPACES LESS THAN TWO (2)" (50 MM) IN HORIZONTAL DIMENSION, UNLESS OTHERWISE INDICATED. 2. USE COARSE GROUT IN GROUT SPACES TWO (2)" (50 MM) OR MORE IN LEAST HORIZONTAL DIMENSION, UNLESS OTHERWISE INDICATED. 3. REINFORCING STEEL: A. STEEL REINFORCING BARS WITH MATERIAL AND GRADE AS FOLLOWS: 1. BILLET STEEL COMPLYING WITH ASTM A 615 (ASTM A 615M). 2. GRADE 60. B. DEFORMED REINFORCING WIRE: ASTM A 496, WITH ASTM A 153, CLASS B-2 ZINC COATING: 1. WELDED-WIRE FABRIC: ASTM A 185. 4. HORIZONTAL JOINT REINFORCEMENT: A. PROVIDE JOINT REINFORCEMENT FORMED FROM THE FOLLOWING: 1. MILL GALVANIZED, ASTM A641. 2. STAINLESS STEEL WIRE, ASTM A 580, TYPE 304 OR 316. B. DESCRIPTION: WELDED-WIRE UNITS PREFABRICATED WITH DEFORMED, CONTINUOUS SIDE RODS AND PLAIN CROSS RODS INTO STRAIGHT LENGTHS OF NOT LESS THAN 10' (3 M), WITH PREFABRICATED CORNER AND TEE UNITS, COMPLYING WITH REQUIREMENTS INDICATED BELOW: 1. WIRE DIAMETER: A. STANDARD DUTY: SIDE & CROSS RODS - 9 GA (0.148"). 2. FOR SINGLE-WYTHE MASONRY, PROVIDE TYPE AS FOLLOWS WITH SINGLE PAIR OF SIDE RODS: A. LADDER DESIGN WITH PERPENDICULAR CROSS RODS SPACED NOT MORE THAN 16" (407 MM) ON CENTER (O.C.), OR B. TRUSS DESIGN WITH CONTINUOUS DIAGONAL CROSS RODS SPACED NOT MORE THAN 16" (407 MM) O.C. C. LOCATE HORIZONTAL REINFORCING AT EVERY THIRD COURSE VERTICALLY AND AT THE TOP AND BOTTOM OF EVERY OPENING, UNLESS NOTED OTHERWISE NOTED. 5. TIES AND ANCHORS, GENERAL: A. PROVIDE TIES AND ANCHORS APPROPRIATE FOR THE APPLICATION THAT COMPLY WITH REQUIREMENTS FOR METAL AND SIZE NOTED HEREIN, UNLESS OTHERWISE INDICATED. B. WIRE AS FOLLOWS: 1.GALVANIZED CARBON-STEEL WIRE: ASTM A 82; WITH ASTM A 153, CLASS B-2 COATING FOR WIRE TIES AND ANCHORS IN EXTERIOR WALLS. 6. MISCELLANEOUS MASONRY ACCESSORIES: A. PREFORMED CONTROL-JOINT GASKETS: MADE FROM STYRENE-BUTADIENE-RUBBER COMPOUND, COMPLYING WITH ASTM D 2000, DESIGNATION M2AA-805 OR PVC, COMPLYING WITH ASTM D 2287, TYPE PVC-65406 AND DESIGNED TO FIT STANDARD SASH BLOCK AND TO MAINTAIN LATERAL STABILITY IN MASONRY WALL; SIZE AND CONFIGURATION AS INDICATED.

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COVERAGE 1 1/2 INCH 3 INCH 1 1/2 INCH 2 INCH

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GROUND IMPORTANCE (I ) FLAT ROOF (BALANCED) C (PARTIAL, TERRAIN C) C (THERMAL FACTOR) MAX. SNOW DRIFT LOAD

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IMPORTANCE (I ) SITE CLASS DESIGN CATEGORY

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BASIC WIND SPEED (V ) BASIC WIND SPEED (V ) IMPORTANCE (I ) WIND EXPOSURE SURFACE ROUGHNESS P ROOF (UPLIFT) P WALL

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net

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net

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DS

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D1

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S S S S

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SEISMIC:

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WIND:

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S

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1

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E

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w

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fm

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3

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s

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LIVE LOAD STORAGE AREAS OTHER DEAD LOAD

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LIVE LOAD DEAD LOAD MECHANICAL COLLATERAL RAIN

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LIVE LOAD STORAGE DEAD LOAD

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SNOW:

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T

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e

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MEZZANINE:

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ROOF:

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S

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MAIN FLOOR:

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%%UDESIGN LOADS:

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25 PSF 1.1 20 PSF 1.0 1.0 35 PSF

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0.130g 0.050g 0.14g 0.080g

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75 MPH 90 MPH 1.15 B B -18.1 PSF 15 PSF

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1.25 D A

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20 PSF 11 PSF 30 PSF 10 PSF 21 PSF

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250 PSF 97 PSF

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125 PSF 60 PSF 50 PSF

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SOIL INFORMATION (MBC TBL. 1804.2): SOIL TYPE: CLAY - 4000 PSF (ASSUMED PER SME SOIL REPORT DATE MAY 7TH, 2010) SOILS NOT SUITABLE FOR STRUCTURAL LOADS- CAISSONS WILL BE DRIVEN TO BEDROCK WITH GRADE BEAMS SUPPORTING THE BUILDING. SOILS ACCEPTABLE FOR SLAB ON GRADE FLOORS. IT IS RECOMMENDED A SOILS ENGINEER OR TESTING COMPANY BE ON SITE TO VERIFY BEARING CAPACITY OF SOIL DURING EXCAVATIONS OF FOOTINGS. IF A DISCREPANCY OCCURS, THE ARCHITECT/ENGINEER IS TO BE NOTIFIED IMMEDIATELY. GENERAL PRECAST CONCRETE NOTES: 1. DRAWINGS AND GENERAL PROVISIONS OF THE CONTRACT, INCLUDING GENERAL AND SUPPLEMENTARY CONDITIONS AND DIVISION 01 SPECIFICATION SECTIONS, APPLY TO THIS SECTION. 2. THIS SECTION INCLUDES THE PERFORMANCE CRITERIA, MATERIALS, DESIGN, PRODUCTION, AND ERECTION OF STRUCTURAL PRECAST AND PRECAST, PRESTRESSED CONCRETE FOR THE ENTIRE PROJECT AND INCLUDES ALL LABOR, MATERIAL, EQUIPMENT, RELATED SERVICES, AND SUPERVISION REQUIRED FOR THE MANUFACTURE AND ERECTION OF THE STRUCTURAL PRECAST AND PRECAST, PRESTRESSED CONCRETE WORK SHOWN ON THE CONTRACT DRAWINGS. 3. STRUCTURAL PERFORMANCE: PROVIDE STRUCTURAL PRECAST CONCRETE MEMBERS AND STRUCTURAL PERFORMANCE: PROVIDE STRUCTURAL PRECAST CONCRETE MEMBERS AND PROVIDE STRUCTURAL PRECAST CONCRETE MEMBERS AND CONNECTIONS CAPABLE OF WITHSTANDING DESIGN LOADS INDICATED WITHIN LIMITS AND UNDER CONDITIONS INDICATED ON DRAWINGS AND IN ACCORDANCE WITH ACI STANDARDS. 4. SUMBMITTALS: SUMBMITTALS: A. PRODUCT DATA: FOR EACH TYPE OF PRODUCT INDICATED. RETAIN QUALITY CONTROL RECORDS AND CERTIFICATES OF COMPLIANCE FOR 5 YEARS AFTER COMPLETION OF STRUCTURE. B. SHOP DRAWINGS FOR EACH SPECIFIC MEMBER TO BE PROVIDED TO THE ENGINEER FOR APPROVAL PRIOR TO FABRICATION. DRAWINGS TO INCLUDE DETAIL FABRICATION AND INSTALLATION INSTRUCTIONS OF STRUCTURAL PRECAST CONCRETE UNITS INCLUDING CONNECTIONS AT MEMBER ENDS AND TO EACH ADJOINING MEMBER. 1. DETAIL LOOSE AND CAST-IN HARDWARE, LIFTING AND ERECTION INSERTS, CONNECTIONS, AND JOINTS. 2. INDICATE LOCATIONS, TOLERANCES AND DETAILS OF ANCHORAGE DEVICES TO BE EMBEDDED IN OR ATTACHED TO STRUCTURE OR OTHER CONSTRUCTION. 3. NOTE OPENINGS AND INSERTS REQUIRED BY OTHER TRADES. C. COMPREHENSIVE ENGINEERING DESIGN SIGNED AND SEALED BY A QUALIFIED PROFESSIONAL ENGINEER RESPONSIBLE FOR ITS PREPARATION LICENSED IN MICHIGAN. 5. QUALITY ASSURANCE: QUALITY ASSURANCE: A. ERECTOR QUALIFICATIONS: A PRECAST CONCRETE ERECTOR QUALIFIED BY THE PRECAST/PRESTRESSED CONCRETE INSTITUTE (PCI) PRIOR TO BEGINNING WORK AT THE JOBSITE. SUBMIT A CURRENT CERTIFICATE OF COMPLIANCE FURNISHED BY PCI DESIGNATING QUALIFICATION IN CATEGORY S1 (SIMPLE STRUCTURAL SYSTEMS) FOR HORIZONTAL DECKING MEMBERS AND SINGLE-LIFT WALL PANELS.

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GENERAL STRUCTURAL STEEL NOTES: 1. METAL DECKING: ASTM A1008. 2. STEEL WIDE FLANGE SHAPES: ASTM A992, GRADE 50 UNLESS OTHERWISE INDICATED. 3. STEEL ANGLE AND CHANNEL SHAPES, PLATES AND BARS: ASTM A36 UNLESS OTHERWISE INDICATED. 4. COLD-FORMED STEEL TUBING: ASTM A500, GRADE B. 5. STEEL PIPE: ASTM A53, TYPE E OR S, GRADE B. 6. ANCHOR RODS, BOLTS, NUTS AND WASHERS: ASTM A36 FOR UNHEADED RODS, AND ASTM A307, GRADE A FOR HEADED BOLTS, UNLESS OTHERWISE INDICATED. 7. HIGH STRENGTH ANCHOR BOLTS: ASTM A449 THREADED ROD. 8. NON-HIGH STRENGTH BOLTS, NUTS AND WASHERS: ASTM A307, GRADE A; CARBON STEEL, HEX-HEAD BOLTS; CARBON STEEL NUTS; AND FLAT, UNHARDENED STEEL WASHERS. PROVIDE PLAIN, UNCOATED FINISH, UNLESS OTHERWISE INDICATED. 9. HIGH STRENGTH BOLTS, NUTS AND WASHERS: ASTM A325, TYPE-1 HEAVY HEX STEEL STRUCTURAL BOLTS, HEAVY HEX CARBON STEEL NUTS, AND HARDENED CARBON STEEL WASHERS, UNLESS ASTM A490 INDICATED. PROVIDE PLAIN, UNCOATED FINISH, UNLESS OTHERWISE INDICATED. 10. ELECTRODES FOR WELDING: COMPLY WITH AWS CODE: USE E70 XX SERIES. 11. ADHESIVE ANCHORS: REFER TO STRUCTURAL DRAWINGS. 12. EXPOSED EXTERIOR FERROUS METAL: COATING (BASED ON ICI DULUX NUMBERS) A. PRIMER: 4360 DEVOE LOW VOC UNIVERSAL PRIMER B. FINISH: 1506 ADVANCED OIL SEMI-GLOSS ENAMEL 13. NON-EXPOSED FERROUS METAL: SHOP PRIMED, FAST CURING, LEAD AND CHROMATE FREE, UNIVERSAL MODIFIED ALKYD PRIMER WITH GOOD RESISTANCE TO NORMAL ATMOSPHERIC CORROSIONS, COMPLYING WITH PERFORMANCE REQUIREMENTS OF FS TT-P-664 OR TNEMEC SERIES 10-99. 14. SHOP DRAWINGS TO BE PROVIDED TO ENGINEER FOR REVIEW AND APPROVAL PRIOR TO FABRICATION. 15. WHERE TOUCH UP IN FIELD IS REQUIRED, AT WELDS, ETC. FIELD PREP PER MANUFACTURERS RECOMMENDATIONS.

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GENERAL FOUNDATION NOTES: 1. CONSTRUCTION AND ERECTION OF STRUCTURAL CONCRETE TO COMPLY WITH ACI 301 AND ACI 318. CONCRETE REINFORCING TO COMPLY WITH ACI 301 AND ACI 318. CAST IN PLACE CONCRETE WORK TO COMPLY WITH ACI 301 AND ACI 318. FLOOR AND SLAB CONSTRUCTION TO BE IN ACCORDANCE WITH ACI 302.1R. 2. REINFORCING STEEL: IN ACCORDANCE WITH ACI 315ASTM A615, 60 KSI YIELD GRADE, DEFORMED BILLET STEEL BARS, UNFINISHED; OR ASTM A616, 60 KSI YIELD GRADE, DEFORMED RAIL STEEL BARS, UNFINISHED. 3. WELDED WIRE FABRIC: ASTM A185, PLAIN WIRE, SHEET FORM. ROLLED FABRIC NOT PERMITTED. OVERLAP WIRE FABRIC ONE WIRE SPACING PLUS 2". 4. CHAIRS, BOLSTERS, BAR SUPPORTS AND SPACERS TO BE STEEL AND BE OF SHAPE AND SIZES AS REQUIRED FOR PROPER SUPPORT OF REINFORCING. 5. FOUNDATIONS, PIER FOOTINGS AND OTHER STRUCTURAL CONCRETE TO HAVE A COMPRESSIVE STRENGTH OF 4000 PSI AT 28 DAYS. 6. CONCRETE IN FLOOR SLABS AND SIDEWALKS TO HAVE A COMPRESSIVE STRENGTH OF 3000 PSI AT 28 DAYS. 7. UNLESS NOTED OTHERWISE, MAINTAIN CONCRETE COVER FOR REINFORCEMENT AS FOLLOWS: ITEM COLUMN TIES AND BEAM STIRRUPS FOOTINGS AND CONCRETE FORMED AGAINST EARTH SLABS ON FILL ALL OTHER 8. PROVIDE FORMED OR SLEEVED OPENINGS WHERE REQUIRED FOR WORK TO BE EMBEDDED IN OR PASSING THROUGH CONCRETE MEMBERS. INSURE THAT THESE OPENINGS DO NOT VIOLATE STRUCTURAL REQUIREMENTS OF THE MEMBER. 9. PLACEMENT OF CONCRETE UNDER WATER IS NOT PERMITTED. 10. DO NOT PLACE ANY CONCRETE UNTIL ALL INSPECTIONS REQUIRED BY THE BUILDING DEPARTMENTS, AND THE INSPECTOR HAVE BEEN MADE AND APPROVAL GIVEN TO POUR. DO NOT POUR SLABS UNTIL INSULATION AND WATERPROOFING INSTALLATION IS COMPLETE AND HAVE BEEN OBSERVED BY THE INSPECTOR. 11. PROVIDE PROPER PROTECTION OF POURED CONCRETE FROM HEAT IF OVER 90 DEGREES, FROM FREEZING, AND FROM RAIN OR GROUND WATER. POURED CONCRETE IS TO BE PROTECTED FROM FREEZING FOR 48 HOURS AFTER POURING. COLD WEATHER CONCRETE INSTALLATION TO BE IN ACCORDANCE WITH ACI 306R. HOT WEATHER CONCRETE INSTALLATION TO BE IN ACCORDANCE WITH ACI 305R. 12. LAP REINFORCING BARS: 40 BAR DIAMTERS BUT NOT LESS THAN 18". EQUIVALENT PRE-BENT BARS TO BE PROVIDED AT ALL CORNERS AND INTERSECTIONS, PROVIDING LAP DISTANCES AS NOTED. 13. EACH WALL SHALL BE PLUMB TO WITHIN 1/8" PER 8 FOOT OF LENGTH. EACH WALL SHALL BE STRAIGHT TO WITHIN 1/4" PER 10 FEET OF LENGTH. ALL FLOORS SHALL BE LEVEL TO WITHIN 1/4" PER 20 FOOT OF LENGTH. ALL FLOORS SHALL BE TRUE TO WITHIN 1/4" PER 10 FEET. 14. THE CONCRETE/FOUNDATION CONTRACTOR TO NOTIFY THE OWNER AND ELECTRICAL CONTRACTOR PRIOR TO POURING TO ENSURE THE PROPER GROUNDING/BONDING MEASURES ARE IN PLACE PRIOR TO POURING. THE ELECTRICIAN AND OWNER SHALL BE NOTIFIED AS EARLY AS POSSIBLE AS TO WHEN THE CONCRETE IS BEING POURED TO PROVIDE ADEQUATE TIME FOR THE ELECTRICAL WORK TO BE COMPLETED AND INSPECTED; 72 HOUR MINIMUM NOTICE SHALL BE GIVE PRIOR TO POURING. IT SHALL BE THE RESPONSIBILITY OF THE FOUNDATION CONTRACTOR TO ENSURE THE ELECTRICIAN IS COMPLETED AND APPROVED WITH THE REQUIRED WORK PRIOR TO POURING OF FOUNDATION AND/OR FOOTING. NOTIFY THE ENGINEER/ARCHITECT IF ANY ISSUES ARISE WHICH DELAY THE PROJECT. 15. BOTTOM OF FOOTINGS SHALL BE A MINIMUM OF 42" BELOW FINISH GRADE AND BEARING ON UNDISTURBED SOIL OF THE CAPACITY NOTED. NOTIFY THE ENGINEER IMMEDIATELY IF ANY DISCREPANCIES ARE NOTED IN THESE DRAWINGS OR WITH FIELD CONDITIONS. 16. ALL ENTRAINMENT FOR CONCRETE EXPOSED TO THE EXTERIOR TO BE 5 TO 7%.

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THIS DRAWING SHALL NOT BE DUPLICATED, MODIFIED, TRANSFERRED OR ISSUED WITHOUT THE WRITTEN CONSENT OF DAVID ARTHUR CONSULTANTS, INC. - COPYRIGHT 2021

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NOTE: DO NOT SCALE DRAWING, USE PRINTED DIMENSIONS ONLY. IF DRAWING IS REPRODUCED IN A SIZE OTHER THAN 24" x 36", SCALE MAY DIFFER.: DO NOT SCALE DRAWING, USE PRINTED DIMENSIONS ONLY. IF DRAWING IS REPRODUCED IN A SIZE OTHER THAN 24" x 36", SCALE MAY DIFFER.

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SHEET NO.

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19-D-4502

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JOB NO.

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(734) 823-5080

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PHONE:

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110 MAIN STREET, DUNDEE, MI 48131

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DAVID

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ARTHUR

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DEVELOPER / OWNER

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MONROE COUNTY COMMUNITY COLLEGE JACK BURNS, CAMPUS PLANNING & FACILITIES 1555 S. RAISINVILLE RD, MONROE, MI 48161 (734) 384-4249

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1555 S. RAISINVILLE RD, MONROE CHARTER TOWNSHIP, MONROE, MI 48161

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MONROE COUNTY COMMUNITY COLLEGE

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SALT BARN/ GROUNDS BUILDING

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AS NOTED

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PRELIM. TWP. REVIEW

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12/21/2020

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JRN

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P.C. APPROVAL

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01/04/2021

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KMJ

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PER PLANNER/ENGINEER

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02/03/2021

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KMJ

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MULTIPLE

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OWNER REVIEW

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03/10/2021

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JRN

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PERMITS

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03/24/2021

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JRN

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OWNER REVIEW

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JRN

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FOR BID PURPOSES ONLY

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NOT FOR CONSTRUCTION OR APPROVAL

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PER OWNER

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05/24/2021

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JRN

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BIDDING

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05/24/2021

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JRN

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5/04/21

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S.300

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STRUCTURAL NOTES

CO

NSU

LT

AN

TS,

IN

C.

CO

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LT

AN

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IN

C.

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INDUCED CRACK

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BUTT JOINT CONSTRUCTION JOINT

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PLASTIC OR PREFORMED HARDBOARD STRIP

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COATED DOWEL

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SAWED OR PREMOLDED CONTRACTION JOINT

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BUTT TYPE CONSTRUCTION JOINT WITH DOWELS

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1/8" R

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CONCRETE SLAB AS SPEC. ON DRAWINGS

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1/4" X 1/2" SAWCUT AND FILL

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FREE END OF DOWEL TO BE COATED W/ NONBONDING AGENT

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* IF SAWCUT ONLY, FILL WITH SEALER (SHORE HARDNESS>80)

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1

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A

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B

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C

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A

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B

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C

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TONGUE AND GROOVE JOINT

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CONTRACTION JOINT WITH DOWELS

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COAT DOWEL WITH NONBONDING AGENT

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SAWCUT FILL WITH SEALER (SHORE HARDNESS>80)

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PREFORMED METAL OR PLASTIC JOINT MATERIAL

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CONCRETE FLOOR JOINTS

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SCALE: NONE

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SHEET NO.

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(734) 823-5080

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DAVID

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ARTHUR

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AS NOTED

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PER OWNER

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S.301

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FOUNDATION PLAN

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NORTH

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%%UFOUNDATION PLAN

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SCALE: 3/16" = 1'-0"

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SEE TYPICAL STOOP DETAIL, DETAIL 6, SHEET A.303A.303

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TRENCH DRAIN

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#4 HAIR PIN (2 EACH COLUMN) 10' LONG- CONTINUOUS WRAPPED AROUND ANCHOR BOLTS OF COLUMN, TYP.

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PIER FOOTING 3-#5 BARS @ O.C. TOP AND BOTTOM, TYP.

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6" CONCRETE SLAB W/6x6- W2.1xW2.1, OVER 6 MIL POLY VAPOR BARRIER, OVER 4" COMPACTED SCREENING OR GRAVEL BASE. CONTROL JOINTS 20' O.C. MAX.

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(734) 823-5080

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DAVID

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ARTHUR

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AS NOTED

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12/21/2020

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JRN

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P.C. APPROVAL

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01/04/2021

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KMJ

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02/03/2021

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KMJ

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MULTIPLE

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OWNER REVIEW

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03/10/2021

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JRN

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PERMITS

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03/24/2021

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JRN

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OWNER REVIEW

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04/13/2021

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JRN

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PER OWNER

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05/24/2021

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JRN

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BIDDING

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05/24/2021

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JRN

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5/04/21

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05/14/2021

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4

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S.303

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4

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S.303

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9

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S.303

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6

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S.303

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2

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S.303

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8

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S.303

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1

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S.303

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CAUTION: APPROX. LOCATION OF EXISTING ELECTRICAL DUCT BANK. FIELD VERIFY EXACT LOCATION AND DEPTH

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5'X5' PAD FOOTING, TYP. AT EACH FRAME

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SLOPE FLOOR TO FLOOR DRAIN

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NORTH

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%%UMEZZANINE PLAN

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SCALE: 1/4" = 1'-0"

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8" PRECAST CONCRETE FLOOR PLANK

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LOAD BEARING MASONRY WALL, TYP.

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STAIR LANDING

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MEZZANINE WALLS

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8" PRECAST CONCRETE HEADER

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8" PRECAST CONCRETE DROP BEAM

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8" PRECAST CONCRETE DROP BEAM

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LOAD BEARING MASONRY WALL, TYP.

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CONFIRM DEPTH OF DUCT BANK - PROVIDE SURFACE MOUNTED BOLLARD AT THIS LOCATION IF NECESSARY.

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CONFIRM DEPTH OF DUCT BANK - PROVIDE SURFACE MOUNTED BOLLARD AT THIS LOCATION IF NECESSARY.

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4"D

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PROPOSED 6" SANITARY SERVICE, SEE CIVIL FOR ROUTING

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ECO

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CO

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2"D

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FD

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4"D

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4"D

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CO

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FD2

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FD2

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FD2

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4"D

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4"D

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2"CW

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PROPOSED 2" WATER SERVICE, SEE CIVIL FOR ROUTING

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CO

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OIL WATER SEPARATOR, SEE PLUMBING DRAWINGS FOR DETAILS

CO

NSU

LT

AN

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IN

C.

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x

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x

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x

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x

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x

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SHEET NO.

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REVISIONS

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DRAWN BY

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MAY/JRN/KMJ/NNM

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REVIEWED BY

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KMJ/JRN/DAK

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ITEM

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COMMENT

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DATE

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DATE

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ISSUED

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BY

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19-D-4502

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JOB NO.

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PLOT DATE

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SCALE*

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(734) 823-5080

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PHONE:

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DAVID

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ARTHUR

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DEVELOPER / OWNER

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AS NOTED

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PRELIM. TWP. REVIEW

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12/21/2020

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JRN

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P.C. APPROVAL

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01/04/2021

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KMJ

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02/03/2021

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KMJ

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MULTIPLE

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OWNER REVIEW

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03/10/2021

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JRN

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PERMITS

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03/24/2021

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JRN

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OWNER REVIEW

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04/13/2021

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JRN

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PER OWNER

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05/24/2021

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JRN

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BIDDING

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05/24/2021

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JRN

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5/04/21

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05/14/2021

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S.302

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FOUNDATION DETAILS

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1/8"/FT SLOPE

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SAND OR GRAVEL BACK FILL

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UNDISTURBED EARTH

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BOTTOM ELEVATION VARIES

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6" CONCRETE SLAB AS NOTED

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#4 GR. 40 BARS @ 16" O.C. EACH WAY

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6 MIL. MIN. VAPOR RETARDER

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1

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1

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1

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1

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1/8"/FT SLOPE

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#4 GR. 40 BENT BARS @ 12" O.C.

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4-#4 GR. 40 BARS CONT.

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SCALE: NONE

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9

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TRENCH DRAIN

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1 1/2" DEEP PHENOLIC MOLDED GRATING

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STOOP DETAIL - TYPICAL

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SCALE: 3/4" = 1'-0"

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6

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THICKENED SLAB AT ALL DOORS, TYP.

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UNDISTURBED SOIL

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1/2" EXPANSION JOINT

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BUILDING FOOTING AS NOTED

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2x4 KEY

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1 1/2" x 20ga CORRUGATED DECK, GALVANIZED

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#5 REINFORCING, CONTINUOUS, T&B

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4" AIR SPACE

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CONCRETE STOOP - 4 1/2" TOTAL THICKNESS

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#3 @ 8" O.C. EACH WAY, BOTTOM

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TRENCH FOOTING

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PEMB STRUCTURE

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TRENCH FOOTING

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#5 REINFORCING, CONTINUOUS, T&B

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STEEL PLATE AS NOTED

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HEAVY HEX NUT AND WASHER

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TOP OF CONC.

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ASTM A 325 TYPE 3 ANCHOR BOLTS 18" MIN. EMBED. W/4" BEND. SEE DETAIL

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TOP OF CONC.

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SCALE: NONE

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%%uTYPICAL ANCHOR BOLT DETAIL

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STEEL PLATE AS NOTED ON PEMB PLANS

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3

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3- #3 BENT BARS @ 3" C/C EACH SIDE OF BEAM

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1"DIA. FOR MAIN FRAME @ COLUMN LINES 2-7, 3/4"DIA. @ END WALLS COLUMN LINES 1 & 8

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HAIRPIN, TYP.

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%%UTYPICAL FOUNDATION SECTION

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SCALE: 1/2" = 1'-0"

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7

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6" CONCRETE SLAB (3000 PSI) W/6X6 - WI.4XWI.4 OVER 6 MIL POLY VAPOR BARRIER, OVER 4" COMPACTED SCREENING OR GRAVEL BASE, TYP.

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8" CONCRETE CURB, BEYOND

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STEEL COLUMN, BEYOND

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2" RIGID INSULATION (R-10 MIN.), TURN UP AT FOUNDATION WALL TO TOP OF FLOOR SLAB.

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FINISH GRADE

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PAD FOOTING, BEYOND

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MIN.

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4-#4 CONT. HORIZ. REBAR

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VERT. REBAR, MATCH WALL REINFORCING FOR SIZE AND SPACING

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SCALE: 3/4" = 1'-0"

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%%UCORNER DETAIL

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1

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SCALE: 3/4" = 1'-0"

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%%UPIER FOOTING DETAIL

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2

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%%UTYPICAL FRAME FOUNDATION SECTION

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SCALE: 1/2" = 1'-0"

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5

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6-#5 BENT BARS IN PIER, TYP.

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6-#5 BARS EQ. SPA., EACH WAY AT BOT.

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UNDISTURBED SOIL

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3-#3 STIRRUPS @ 3" O.C.

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ANCHOR BOLTS AS NOTED

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1-#4 BAR @ MID POINT

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MIN.

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PEMB

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6" CONCRETE SLAB (3000 PSI) W/6X6 - WI.4XWI.4 OVER 6 MIL POLY VAPOR BARRIER, OVER 4" COMPACTED SCREENING OR GRAVEL BASE, TYP.

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HAIRPIN, TYP.

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POURED CONCRETE FOUNDATION AS SPECIFIED

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SCALE: NONE

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8

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THICKENED SLAB AT ALL DOORS, TYP.

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UNDISTURBED SOIL

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BUILDING FOOTING AS NOTED

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TYP. O.H. DOOR THRESHOLD CROSS SECTION

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14"R - TOOLED EDGE

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CONCRETE FLOOR

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OVERHEAD DOOR AS NOTED

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O.H. DOOR BOTTOM SEAL

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SCALE: 1" = 1'-0"

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%%UTHICKEN SLAB DETAIL

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4

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MIN. 2-#4 REINFORCING, 12" O.C. MAX. SPACING, CONTINUOUS

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STEEL COLUMN AND PLATE AS NOTED

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TYP. FND. SECTION, SEE DETAIL 5 THIS SHEET

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ANCHOR BOLT, TYP., SEE DETAIL 3 THIS SHEET

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#4 HAIRPINS (2 EA. COLUMN) 12" LONG- CONTINUOUS PIECE WRAPPED AROUND ANCHOR BOLTS OF COLUMN, TYP.

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TYP. FND. SECTION, SEE DETAIL 5 THIS SHEET

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#4 HAIRPINS (2 EA. COLUMN) 12" LONG- CONTINUOUS PIECE WRAPPED AROUND ANCHOR BOLTS OF COLUMN, TYP.

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STEEL COLUMN AND PLATE AS NOTED

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3'X3' PAD FOOTING

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ANCHOR BOLT, TYP., SEE DETAIL 3 THIS SHEET

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CMU WALL AS NOTED

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REBAR, MATCH WALL REINFORCING

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UNDISTURBED SOIL

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1

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1

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DOWNSPOUT LEAD, SEE CIVIL DRAWINGS

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TYPICAL FOUNDATION WALL REINFORCING CONTINUED

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SCALE: 3/4" = 1'-0"

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9

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INTERIOR FOOTING DETAIL

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CONCRETE SLAB AS NOTED

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INTERIOR LOAD BEARING WALL AS NOTED

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SHALLOW FOOTING

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4-#4 CONTINUOUS W/ #4 @ 16" O.C.

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STANDARD HOOK, MATCH WALL REINFORCING SIZE AND SPACING

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%%UFOOTING AT DUCT BANK

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SCALE: 1/2" = 1'-0"

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10

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PEMB

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MASONRY WALL AS NOTED

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TYPICAL FOUNDATION SECTION, SEE DETAIL, THIS SHEET

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2-#5 CONT. AT DUCT BANK

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2-#4 BENT BARS AS NOTED

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2" EXPANSION JOINT AT EXISTING DUCT BANK, TYP.

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EXISTING DUCT BANK, FIELD VERIFY EXACT SIZE AND DEPTH

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PEMB

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FIELD VERIFY DEPTH OF DUCT BANK - BOTTOM OF FOOTING TO MATCH BOTTOM OF DUCT BANK OR LOWER. COORDINATE WITH ARCHITECT WHEN EXPOSED.

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1"MIN. EXPANSION JOINT

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2-#4 BENT BAR, FIELD VERIFY EXACT DIMENSIONS

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PEMB FOOTING AS NOTED

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PIER FOOTING AS NOTED

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#4 STIRRUP AS NOTED, 12" MAX. SPACING

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2-#4

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2-#5 CONT. BARS

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24"

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FIELD VERIFY

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SCALE: 1" = 1'-0"

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%%UTYPICAL BOND BEAM

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CMU WALL AS NOTED

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BOND BEAM

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6" WALL: 1-#4 CONT. REBAR 8" WALL: 2-#4 CONT. REBAR

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WALL REBAR AS NOTED

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FULL GROUT

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3-#4 EQ. SPACED

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24"

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24"

CO

NSU

LT

AN

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IN

C.

CO

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LT

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IN

C.

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FOR WOOD SILLS

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SILL SEAL

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1/2" A36 ANCHORBOLTS, SPACING AS NOTED

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HEAVY HEX NUT AND WASHER

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%%uTYPICAL ANCHOR BOLT DETAIL

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TREATED WOOD PLATE

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EJ

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*LENGTHS: -INTO CONCRETE FOUNDATION= 8" MIN. EMBEDMENT -INTO/THRU CMU BLOCK= 8" MIN. EMBEDMENT INTO CONCRETE FOUNDATION OR FOOTING BELOW CMU

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SHEET NO.

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REVISIONS

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DRAWN BY

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MAY/JRN/KMJ/NNM

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REVIEWED BY

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KMJ/JRN/DAK

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ITEM

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COMMENT

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DATE

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DATE

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ISSUED

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BY

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19-D-4502

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JOB NO.

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PLOT DATE

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SCALE*

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(734) 823-5080

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PHONE:

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DAVID

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ARTHUR

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DEVELOPER / OWNER

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AS NOTED

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PRELIM. TWP. REVIEW

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12/21/2020

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JRN

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P.C. APPROVAL

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01/04/2021

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KMJ

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02/03/2021

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KMJ

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MULTIPLE

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OWNER REVIEW

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03/10/2021

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JRN

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PERMITS

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03/24/2021

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JRN

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OWNER REVIEW

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04/13/2021

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JRN

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PER OWNER

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05/24/2021

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JRN

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BIDDING

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05/24/2021

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JRN

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5/04/21

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05/14/2021

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S.303

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SALT BARN FOUNDATION & FRAMING PLAN & DETAILS

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%%UFOUNDATION PLAN

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SCALE: 1/4" = 1'-0"

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PARKING LOT PAVEMENT, SEE CIVIL DRAWINGS FOR DETAILS

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SHEET NO.

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REVISIONS

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DRAWN BY

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MAY/JRN/KMJ/NNM

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REVIEWED BY

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KMJ/JRN/DAK

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ITEM

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COMMENT

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DATE

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DATE

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ISSUED

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BY

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19-D-4502

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JOB NO.

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PLOT DATE

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SCALE*

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(734) 823-5080

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PHONE:

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DAVID

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ARTHUR

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DEVELOPER / OWNER

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AS NOTED

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PRELIM. TWP. REVIEW

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12/21/2020

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JRN

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P.C. APPROVAL

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01/04/2021

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KMJ

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02/03/2021

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KMJ

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MULTIPLE

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OWNER REVIEW

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03/10/2021

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JRN

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PERMITS

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03/24/2021

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JRN

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OWNER REVIEW

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04/13/2021

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JRN

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PER OWNER

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05/24/2021

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JRN

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BIDDING

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05/24/2021

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JRN

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5/04/21

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05/14/2021

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NORTH

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3

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A

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A

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CONCRETE WALL, TYP.

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2

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%%USALT STORAGE #1

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%%USALT STORAGE #2

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3

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A

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A

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2

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6" CONCRETE SLAB W #4 REBAR @ 12" O.C. E.W., OVER 6 MIL POLY VAPOR BARRIER, OVER 4" COMPACTED SCREENING OR GRAVEL BASE. CONTROL JOINTS 20' O.C. MAX.

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a

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SCALE: 1/2" = 1'-0"

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%%UDETAIL

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5-#5 CONT. BARS TOP & BOTTOM EQ. SPACED

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#4 HORIZONTAL @ 12" O.C. BOTH FACES

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#6 VERTICAL @ 10" O.C. BOTH FACES

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6" MDOT 21AA COMPACTED TO 98% STANDARD PROCTOR DENSITY. FIELD VERIFY TO 3000 PSF BEARING CAPACITY

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#6 BENT BAR @ 10" O.C. BOTH FACES

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4'

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2'

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#5 BARS TOP & BOTTOM @ 12" O.C.

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HURRICANE TIE, SIMPSON SIMPSON H2.5A, BOTH ENDS OF EACH TRUSS

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STANDARD SILL PLATE, SEE DETAIL THIS SHEET

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STANDING SEAM METAL ROOFING (MATCH GARAGE STRUCTURE) 15# FELT PAPER 5/8" OSB SHEATHING WITH CLIPS ENGINEERED WOOD TRUSSES @ 24" O.C.

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CONCRETE WALL, BEYOND

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O.H.

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FINISH GRADE

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%%USALT STORAGE #2

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b

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SCALE: 1/2" = 1'-0"

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%%UDETAIL

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EJ

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GENERAL NOTES: 1. WEB CONFIGURATION AND TRUSS LAYOUT TO BE DETERMINED BY TRUSS MANUFACTURER. TRUSS MANUFACTURER SHALL PROVIDE A COMPLETE TRUSS SYSTEM WHICH INCLUDES ALL TRUSSES, TEMPORARY AND PERMANENT BRACING, LVL's AND HEADER/BEAMS USED FOR THE ROOF FRAMING. 2. TRUSS MANUFACTURER TO SUBMIT ENGINEERED STAMPED TRUSS DESIGN DRAWINGS SHOWING ALL DESIGN LOADS FOR TRUSS DESIGN, INCLUDING WIND & SNOW LOADS, LUMBER SPECIFICATIONS AND ALL ITEMS AS REQUIRED PER CURRENT EDITION OF THE MBC. 3. DEFLECTION: LIVE LOAD= L/240, TOTAL LOAD= L/240. 4. MINIMUM TRUSS MEMBER SIZE TO BE 2x4 (2x3 NOT ALLOWED). SPF NO. 2 OR BETTER. 5. A MINIMUM OF 8" BEARING SHALL BE PROVIDED AT HEADER. 6. 3 SETS OF PRE-ENGINEERED WOOD ROOF TRUSS SHOP DRAWINGS SHALL BE PROVIDED TO DAC, INC. FOR REVIEW AND COORDINATION WITH THE CONSTRUCTION DOCUMENTS IN ACCORDANCE WITH MBC AND AS NOTED IN THE GENERAL NOTES AS A DEFERRAL SUBMITTAL. 7. HURRICANE TIES, SIMPSON H2.5A, TO BE PROVIDED AT EACH END OF TRUSS

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RIDGE

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O.H.

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LOAD BEARING WALL, TYP.

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4-1 3/4"x16" 2.0E PARALLAM PSL

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O.H.

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RAKE

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RAKE

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4-1 3/4"x16" 2.0E PARALLAM PSL

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RIDGE

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6:12

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6:12

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2x4 LADDER @ 24" O.C. BLOCKING AT CENTER WALL

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2x6 FASCIA BOARD, TYP.

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2x6 FASCIA BOARD, TYP.

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2x6 RAKE FRAMING @ 24" O.C. WITH 2x6 FASCIA, TYP.

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PRE-ENGINEERED WOOD TRUSSES @ 24" O.C.

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3-#5 CONT. BARS TOP & BOTTOM EQ. SPACED

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6" MDOT 21AA COMPACTED TO 98% STANDARD PROCTOR DENSITY. FIELD VERIFY TO 3000 PSF BEARING CAPACITY

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#5 BARS TOP & BOTTOM @ 12" O.C.

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PARKING LOT PAVEMENT, SEE CIVIL DRAWINGS FOR DETAILS

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EXPANSION JOINT AND SEALANT, FLUSH

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10'-#4 REBAR @ 12" O.C. @ TOP OF SLAB, CENTER ON FOOTING

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A.207

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A.207

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A.207

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A.207

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A.207

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A.207

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A.207

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A.207

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6:12

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6:12

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6:12

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MSTC40 STRAP TIE

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#6 BENT BAR @ 10" O.C. BOTH FACES

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#4 HORIZONTAL BOTH FACES

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MSTC40 STRAP TIE

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MSTC40 STRAP TIE

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MSTC40 STRAP TIE

CO

NSU

LT

AN

TS,

IN

C.

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GROUND STAKES

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END DIAGONALS TO GROUND STAKES

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GROUND BRACE STRUT

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LATERAL

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GROUND BRACE DIAGONAL

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BRACE FIRST TRUSS WELL BEFORE ERECTION OF ADDITIONAL UNITS

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BEARING FOR TRUSSES

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*GROUND BRACE CONNECTIONS SHOULD USE A MIN. 2-16d (0.135x3.5") NAILS CLINCHED

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%%uGROUND BRACE DETAIL

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LOCATE DIAGONAL BRACES AT OR NEAR BOTTOM CHORD LATERAL BRACING.

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PERMANENT BOTTOM CHORD CONTINUOUS LATERAL BRACING

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PERMANENT DIAGONAL BRACING, REPEAT DIAGONAL BRACING EVERY 10 TRUSS SPACES (20' MAX.)

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%%uSPACING OF TEMPORARY CONT. LATERAL BRACING

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*CONSULT A PROFESSIONAL ENGINEER FOR TRUSSES LONGER THAN 60'

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NO GREATER THAN 4' *

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USE 10' SPACING*

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SPACING REQUIREMENTS

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UP TO 30'

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45' - 60'

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60' - 80'+

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30' - 45'

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USE 8' SPACING*

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TRUSS SPAN

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CONTINUOUS LATERAL BRACING

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DIAGONAL BRACING, REPEAT DIAGONALS EVERY 10 TRUSS SPACES (20' MAX.)

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TOP CHORD

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CONTINUOUS LATERAL BRACING, 2x4x12' LENGTH LAPPED OVER TWO TRUSSES.

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DIAGONAL BRACING

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BOTTOM CHORD

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%%uTOP & BOTTOM CHORD BRACE DETAIL

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%%uWEB MEMBER PLANE BRACING

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GENERAL NOTES: 1. ALL BRACING TO BE INSTALLED IN ACCORDANCE WITH THE LATEST VERSION OF BUILDING COMPONENT SAFETY INFORMATION, BCSI. IF ANY DISCREPANCIES OR QUESTIONS ARISE REGARDING BRACING, TEMPORARY OR PERMANENT, THE ARCHITECT/ENGINEER IS TO BE NOTIFIED IMMEDIATELY 2. BRACING MATERIAL MUST BE MIN. 2x4 STRESS-GRADED LUMBER OR BETTER. 3. ALL CONNECTIONS W TO BE A MINIMUM OF 2-16D (0.135x3.5") NAILS AT EACH JUNCTION. 4. ABBREVIATIONS TC - TOP CHORD BC - BOTTOM CHORD TCTLB - TOP CHORD TEMPORARY LATER BRACING TCLB - TOP CHORD LATERAL BRACING (PERMANENT) BCTLB - BOTTOM CHORD TEMPORARY LATERAL BRACING BCLB - BOTTOM CHORD LATERAL BRACING (PERMANENT)

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MINIMUM END DISTANCE

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USE OF LONGER SPACERS WILL REDUCE SPLITTING POTENTIAL. **DO NOT USE SPLIT SPACER PIECES**

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2 NAILS AT EVERY CONNECTION

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%%uBRACE DETAIL

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APPROX. 45°°

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TCTLB SPACING REQUIREMENTS

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10' ON-CENTER MAXIMUM

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+CONSULT A PROFESSIONAL ENGINEER FOR TRUSSES LONGER THAN 60'

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%%uMAXIMUM TCTLB SPACING

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TRUSS SPAN

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UP TO 30'

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30' - 45'

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60' - 80'+

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45' - 60'

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FOR ALL BRACING AND SPACING MEMBERS NAIL AS FOLLOWS (EXCEPT END-GRAIN NAILED SPACER BLOCKS WHICH REQUIRE 16d DEFORMED SHANK; RING, BARB, OR SCREW NAILS): ALWAYS DRIVE 2-12d (0.128X3"), 2-12d (0.128X3.25") OR 2-16d (0.135X3.5") NAILS INTO EACH TRUSS FOR BOTH LATERAL AND DIAGONAL MEMBERS. MINIMUM SIZE BRACING MATERIAL IS 2X4 STRESS-GRADED LUMBER UNLESS OTHERWISE SPECIFIED BY THE BUILDING DESIGNER. DRIVE NAILS FLUSH, OR USE DOUBLE-HEADED (DUPLEX) NAILS FOR EASIEST BRACE REMOVAL.

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PERMANENT LATERAL WEB BRACING REQUIREMENTS WILL BE SPECIFIED ON THE TDD. DIAGONAL BRACING MUST BE INSTALLED ON WEB MEMBERS (VERTICALS WHENEVER POSSIBLE), LOCATED AT OR NEAR BOTTOM CHORD LATERAL BRACING. PROPERLY ATTACHED RATED PANEL SHEATHING MAY BE SUBSTITUTED FOR DIAGONAL BRACING. WEB DIAGONAL BRACES MUST BE INSTALLED SO THAT THEY CROSS THE WEB MEMBERS AT ABOUT 45° AND SHOULD BE NAILED WITH A MINIMUM OF ° AND SHOULD BE NAILED WITH A MINIMUM OF AND SHOULD BE NAILED WITH A MINIMUM OF 2-16d(0.135X3.5") NAILS AT EACH END AND EACH INTERMEDIATE TRUSS WEB. WEB LATERAL AND DIAGONAL BRACES FOR INSTALLATION PURPOSES MAY BE INSTALLED AT THE LOCATIONS SPECIFIED FOR PERMANENT BRACING AND MAY BECOME PART OF THE PERMANENT BRACING SYSTEM. WEB DIAGONAL BRACES SHOULD BE NO LESS THAN 2X4 STRESS-GRADED LUMBER. THE WEB DIAGONAL BRACES, ACTING TOGETHER WITH THE TOP CHORD AND BOTTOM CHORD TEMPORARY LATERAL BRACING, FORM TRIANGULATION PERPENDICULAR TO THE PLANE OF THE TRUSS, THUS CREATING ADDITIONAL LATERAL STABILITY FOR THE BRACED TRUSSES.

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DIAGONAL BRACING SHOULD ALSO BE INSTALLED AS TEMPORARY INSTALLATION BRACING PERPENDICULAR TO THE PLANE OF THE TRUSSES AND ATTACHED TO SIMILAR WEB MEMBERS.

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INSTALL WEB MEMBER PLANE BRACING (LATERAL AND DIAGONAL/TEMPORARY AND PERMANENT).

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BRACING THE BOTTOM CHORD PLANE

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BOTTOM CHORD LATERAL BRACING (BCLB) IS USED TO STABILIZE THE BOTTOM CHORDS DURING INSTALLATION AND TO MAINTAIN PROPER SPACING BETWEEN TRUSSES. THEREFORE, LATERAL BRACING IS PLACED ON THE TOP EDGE OF THE BOTTOM CHORDS AND FASTENED WITH A MINIMUM OF 2-16d(0.135X3.5") NAILS AT EACH TRUSS INTERSECTION, AT THE LOCATIONS SPECIFIED.

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BOTTOM CHORD TEMPORARY LATERAL BRACING MUST BE CONTINUOUS AND INSTALLED AT NO MORE THAN 15' ON-CENTER AND MAY ONLY BE REMOVED (IF DESIRED) AFTER THE PERMANENT CEILING DIAPHRAGM IS IN PLACE. BOTTOM CHORD PERMANENT LATERAL BRACING MUST BE INSTALLED AT NO MORE THAN 10' ON-CENTER (BUT MAY BE LESS IF REQUIRED BY THE SPECIFIC TRUSS DESIGN AND/OR THE BUILDING DESIGNER). TEMPORARY LATERAL BRACING MAY BE INSTALLED AT THE REQUIRED LOCATIONS OF THE PERMANENT LATERAL BRACING (SEE TDD FOR LOCATIONS) AND REMAIN TO BECOME PART OF THE PERMANENT BRACING SYSTEM.

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DIAGONAL BRACING IN THE PLANE OF THE BOTTOM CHORD REPEATED AT THE SAME INTERVALS AS THE TOP CHORD DIAGONAL BRACING; OR OTHER MEANS AS DETERMINED BY THE BUILDING DESIGNER. TEMPORARY DIAGONAL BRACING WHICH IS INSTALLED IN THE PLANE OF THE BOTTOM CHORD MAY BECOME PART OF THE PERMANENT BRACING SYSTEM.

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*IMPORTANT NOTE: INSTALL BOTTOM CHORD LATERAL BRACING IN ROWS NO MORE THAN 15' ON-CENTER, U.N.O. INSTALL BOTTOM CHORD PERMANENT LATERAL BRACING AT THE LOCATIONS REQUIRED BY THE TDD AND BSSDD. THE MAXIMUM ON-CENTER SPACING OF PERMANENT LATERAL BRACES IS 10' BUT MAY BE LESS IF REQUIRED BY THE TDD AND/OR BUILDING DESIGNER. CONNECT END OF BRACING TO END WALL. ADD DIAGONAL BRACING AT EACH END AND EVERY 10 TRUSS SPACES (20' MAXIMUM).

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EXACT SPACING BETWEEN TRUSSES SHOULD BE MAINTAINED AS BRACING IS INSTALLED TO AVOID THE HAZARDOUS PRACTICE OF REMOVING BRACING TO ADJUST SPACING. THIS ACT OF "ADJUSTING SPACING" CAN CAUSE TRUSSES TO TOPPLE IF CONNECTIONS ARE REMOVED AT THE WRONG TIME.

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PLACE CONTINUOUS LATERAL BRACES AND DIAGONALS ON TOP OF THE BOTTOM CHORD AS SHOWN. THEY MAY BE REMOVED AFTER THE PERMANENT CEILING DIAPHRAGM IS IN PLACE OR REMAIN TO BECOME PART OF THE PERMANENT BRACING SYSTEM.

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SOME CHORD AND WEB MEMBERS NOT SHOWN FOR CLARITY.

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BOTTOM CHORDS

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WEB MEMBERS

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REPEAT DIAGONAL BRACING EVERY 10 TRUSS SPACES (20' MAX.)

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*10'-15' MAX. SAME SPACING AS BOTTOM CHORD LATERAL SPACING

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THIS BRACING APPROACH APPLIES TO ALL TRUSS TYPES EXCEPT 3X2 AND 4X2 PARALLEL CHORD TRUSSES

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10'- 15' max.

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LATERAL BRACES 2X4X12' LENGTH LAPPED OVER TWO TRUSSES

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SOME CHORD AND WEB MEMBERS NOT SHOWN FOR CLARITY.

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TRIANGLES MAKE TRUSSES STRONG. TRIANGLES MAKE BRACING STRONG.

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%%uTEMPORARY TOP CHORD DIAGONAL BRACING

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GROUND BRACING NOT SHOWN FOR CLARITY.

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TOP CHORD TEMPORARY CONTINUOUS LATERAL BRACES MUST HAVE DIAGONAL BRACES A MAXIMUM OF EVERY 20'

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WARNING! THIS DIAGONAL BRACING OPTION CAN ONLY BE USED IF THE CONTRACTOR HAS INSTALLED LONG LENGTH TOP CHORD TEMPORARY CONTINUOUS LATERAL BRACES. STEP A: INSTALL TRUSSES 1 THROUGH 5 USING TCTLB STEP B: ADD LONG LENGTH (MIN. 2X4X12') CONTINUOUS LATERAL BRACES TO TIE ALL TRUSSES TOGETHER. STEP C: ADD DIAGONAL BRACING (AT =45°) AS INDICATED BELOW.°) AS INDICATED BELOW.) AS INDICATED BELOW.

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TCTLB SPACING BETWEEN ROWS IS BASED ON TRUSS SPAN.

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TEMPORARY TO CHORD DIAGONAL BRACING REQUIRED AT EACH END OF TRUSS ROW AND EVERY 10 TRUSS SPACES.

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10 TRUSS SPACES MAX.

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4 TRUSS SPACES MAX.

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FOR INTERIOR GROUND BRACING SET TRUSSES 2,3,4 AND 5 WITH TCTLB IN LINE WITH EXTERIOR GROUND BRACING

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T-REINFORCEMENT

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VERTICAL MEMBER OF GABLE END FRAME

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L-REINFORCEMENT

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SCAB REINFORCEMENT ON ONE FACE

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TRUSS MEMBER

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SCAB REINFORCEMENT ON STRUCTURAL GABLE END FRAME

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DIAGONAL BRACE TO ROOF DIAPHRAGM BLOCKING

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GABLE END

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HORIZONTAL "L" REINFORCEMENT

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BOTTOM CHORD CONTINUOUS LATERAL PERMANENT BRACING

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GABLE END/WALL PERMANENT DIAGONAL BRACING. LOCATE IN LINE WITH BOTTOM CHORD PERMANENT CLB OR AS SPECIFIED IN THE BSSDD.

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ROOF DIAPHRAGM BLOCKING

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NOT ALL BRACING SHOWN FOR CLARITY

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DIAGONAL BRACING

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VERTICAL WEB DIAGONAL BRACING

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NOTE! ALL BRACING MATERIAL MUST BE A MINIMUM OF 2X4 STRESS-GRADED LUMBER (AS SPECIFIED BY THE TDD OR BUILDING DESIGNER). NOT ALL BRACING SHOWN FOR CLARITY, BOTH SIDES TO BE SYMMETRICAL

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%%uSAMPLE DETAIL PERMANENT BRACING CONFIGURATIONS

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*CONSULT A PROFESSIONAL ENGINEER FOR TRUSSES LONGER THAN 60'

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%%uMAXIMUM TOP CHORD TEMP. LATERAL BRACE SPACING

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USE 8' SPACING*

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SPACING REQUIREMENTS

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USE 10' SPACING*

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TRUSS SPAN

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30' - 45'

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60' - 80'+

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45' - 60'

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UP TO 30'

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TOP CHORD

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TEMPORARY TOP CHORD DIAGONAL BRACING

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TEMPORARY TOP CHORD CONTINUOUS LATERAL BRACING

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%%uGABLE FRAME WEB REINFORCEMENT TYPES

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%%uGABLE END FRAME BRACING

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%%uBOTTOM CHORD TEMP./PERM. BRACING

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2x4 MIN.

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TOP CHORD TEMPORARY LATERAL BRACING (TCTLB)

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GROUND BRACE DIAGONAL

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LATERAL

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GROUND STAKES

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GROUND BRACE STRUT

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END DIAGONALS TO GROUND STAKES

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ROOF DIAPHRAGM BLOCKING

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DIAGONAL BRACE TO ROOF DIAPHRAGM BLOCKING

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GABLE END/WALL PERMANENT DIAGONAL BRACING. LOCATE IN LINE WITH BOTTOM CHORD PERMANENT CLB OR AS SPECIFIED IN THE BSSDD.

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GABLE END

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45°°

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10 TRUSS SPACES MAX.

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45°°

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*SPACING OF TEMPORARY CONTINUOUS LATERAL BRACING PER TABLE DIRECTLY ABOVE

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BOTTOM CHORD CONTINUOUS LATERAL BRACING

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BOTTOM CHORD DIAGONAL BRACING

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DIAGONAL BRACING

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BOTTOM CHORD

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REPEAT DIAGONALS EVERY 10 TRUSS SPACES (20' MAX.)

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DIAGONAL BRACING

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TOP CHORD

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TEMPORARY TOP CHORD CONTINUOUS LATERAL BRACING

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TOP CHORD

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BOTTOM CHORD CONTINUOUS LATERAL BRACING

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22 1/2" (V.I.F.)

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1 1/2" MIN.

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1 1/2" MIN. END DISTANCE

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BLOCKING CUT TO FIT TIGHT BETWEEN TRUSSES

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CEILING DIAPHRAGM

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DIAGONAL BRACING

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BOTTOM CHORD

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WEB BRACING BY TRUSS MANUFACTURER

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MATCH BRACING OF OTHER SIDE,TYP.

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MIN. OF TWO TRUSS OVERLAP

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SHEET NO.

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REVISIONS

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DRAWN BY

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MAY/JRN/KMJ/NNM

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REVIEWED BY

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KMJ/JRN/DAK

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ITEM

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COMMENT

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DATE

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DATE

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ISSUED

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BY

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19-D-4502

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JOB NO.

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PLOT DATE

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SCALE*

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(734) 823-5080

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PHONE:

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DAVID

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ARTHUR

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DEVELOPER / OWNER

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AS NOTED

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PRELIM. TWP. REVIEW

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12/21/2020

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JRN

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P.C. APPROVAL

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01/04/2021

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KMJ

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02/03/2021

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KMJ

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MULTIPLE

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OWNER REVIEW

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03/10/2021

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JRN

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PERMITS

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03/24/2021

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JRN

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OWNER REVIEW

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04/13/2021

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JRN

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PER OWNER

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05/24/2021

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JRN

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BIDDING

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05/24/2021

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JRN

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5/04/21

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05/14/2021

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TRUSS BRACING DETAILS

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S.304

s.300 structural notes · 2021. 5. 25. · c. welding electrodes: comply with aws standards for...

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