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12-347-020• !s GENERAL STRUCTURAL NOTES GENERAL CONDITIONS: 1. THE CONTRACTOR 6NALL CHECK REVIEW AND VERIFY ALL PLANS, DIMENSIONS AND SITE CONDITIONS. IF CONDITIONS VARY FROM THAT INDICATED ON THE PLANS, THE CONTRACTOR SHALL NOTIFY THE ARCHITECT AND ENGINEER IN WRITING BEFORE PROCEEDING WITH THE WORK. 2. IN CASE OF DISCREPANCY BETWEEN SCALED DRAWING& AND INDICATED DIMENSIONS, THE INDICATED DIMENSIONS SHALL GOVERN. ENGINEER SHALL BE NOTIFIED N WRITING OF ANY DISCREPANCY BEFORE PROCEEDING WITH THE WORK S. THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE PROPER PERFORMANCE OF THE WORK, COORDINATION WITH OTHER TRADES, CONSTRUCTION METHODS, SAFETY AND SECURITY ON THE JOB SITE. THE OWNER ENGINEER AND /OR AGENTS OR EMPLOYEES ARE NOT RE6PON615LE OR LIABLE FOR THE ABOVE AND SHALL BE HELD HARMLESS FROM ANY AND ALL CLAIMS, LOSSES, SUITES AND LEGAL ACTION WHATSOEVER ARISING FROM THE PERFORMANCE OF THE WORK ON THIS PROJECT. 4. THE CONTRACTOR SHALL COMPLY WITH ALL LOCAL GOVERNMENTAL REGULATIONS REGARDING: CONSTRUCTION SAFETY. ALL LOCAL GOVERNMENTAL REGULATIONS REGARDING BARRICADES, LIGHT&, SIGNALS, ETC, SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR SAFE AND CONVENIENT MEANS OF ACCESS AND EGRESS TO ALL PARTS OF THE OPERATION WALL BE MAINTAINED. 5. THE EXISTENCE AND LOCATION OF EXISTING UNDERGROUND UTILITIES OR STRUCTURES ARE NOT GUARANTEED AND 6NALL BE INVESTIGATED AND VERIFIED BEFORE STARTING WORK EXCAVATION IN THE VICINITY OF EXISTING STRUCTURES AND UTILITIES SHALL BE CAREFULLY DONE, BY HAND IF NECESSARY. THE CONTRACTOR SHALL BE HELD RE6PONSIME FOR ANY DAMAGES TO, AND FOR MAINTENANCE AND PROTECTION OF, EXISTING UTILITIES AND STRUCTURES. THE ENGINEER SHALL BE NOTIFIED IN WRITING IF ANY CONFLICTS EXIST. 6. REFERENCE SHALL BE MADE TO THE ARCHITECTURAL, MECHANICAL, AIR CONDITIONING AND ELECTRICAL DRAWINGS FOR LOCATION, SIZE, AND DETAILS OF OPENINGS, RECESSES, PROJECTIONS, BEVEL&, PITCHES, INSERTS, SLEEVES, CONDUIT&, PIPING SLOT, ETC., THAT ARE REQUIRED TO BE LOCATED AND IN PLACE BEFORE PLACING CONCRETE OR TWAT INFLUENCE THE FORMING OR FNISW OF THE CONCRETE. D16CR1= PANCIE$ SHALL BE BROUGHT TO THE ATTENTION OF THE ENGINEER IN WRITING BEFORE PROCEEDING WITH THE WORK 1. OPENING IN SLABS AND WALL& FOR DUCTS AND OTHER MECHANICAL AND ELECTRICAL EQUIPMENT SHALL BE COORDINATED BY THE CONTRACTOR TO BE SURE THE OPENINGS WILL ACCOMMODATE THE ACTUAL EQUIPMENT TO BE USED. TO THE EXTENT POSSIBLE, ALL OPENING 5IZE6 AND LOCATIONS SHALL BE PRECISELY DETERMINED EARLY IN THE JOB AND THE INFORMATION FORWARDED TO ALL SUBCONTRACTORS TO ENSURE THAT THE SUBMITTED SHOP DRAWINGS WILL REFLECT CORRECT AND COORDINATED OPENINGS. A SUITABLE NOTE SHALL BE PLACED ON ALL SWOP DRAWINGS BEFORE TWEY ARE SUBMITTED To THE ARCHITECT- ENGINEER STATING THAT THE OPENINGS HAVE BEEN COORDINATED AND CORRECTED AS INDICATED. IF IT 16 NOT POSSIBLE TO DETERMINE THE EXACT SIZE AND LOCATION OF SOME OPENINGS PRIOR TO SWOP DRAWINGS SUBMITTAL, THE CONTRACTOR SHALL 50 NOTE ON SHOP DRAWINGS AS A WARNING TO SUBCONTRACTORS TO PRECLUDE DIFFICULTIES DURING CONSTRUCTION. S. WORK 15 TO BE PERFORMED CONCURRENTLY BY OTHER CONTRACTORS OR UTILITIES WITHIN THE SITE. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO COORDINATE HIS WORK WITH OTHER CONTRACTORS OR UTILITY COMPANIES AND AS DIRECTED BY THE ENGINEER 'J. PROJECT DEWATERING REQUIREMENTS SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR A GEOTECWNICAL ENGINEER AND HYDROLOGIST SHALL BE RETAINED BY THE CONTRACTOR TO CONSIDER THE EFFECT OF DEWATERING ON ALL STRUCTURES AND UTILITIES WITHIN THE PROJECT SITE AND THE SURROUNDING AREA OF THE PROJECT. THE CONTRACTOR SHALL 15E WELD RESPONSIBLE FOR ANY DAMAGES TO, AND FOR MAINTENANCE AND PROTECTION OF, EXISTING UTILITIES AND STRUCTURES WITHIN THE PROJECT SITE AND THE SURROUNDING AREA OF THE PROJECT. SCOPE OF SERVICE: THE STRUCTURAL ENGINEER OF RECORD WAS PE51GNED AND 16 RESPONSIBLE FOR ONLY THE SPECIFIC STRUCTURAL COMPONENTS SHOWN IN THIS SET OF STRUCTURAL CONSTRUCTION DOCUMENTS. THE SERVICES OF A SPECIALTY OR DELEGATED ENGINEER, IF REQUIRED, MUST COMPLY WITH THE SCOPE OF SERVICES AS OUTLINED IN THE PROJECT CONSTRUCTION DOCUMENTS. SI -IOP DRAWINGS: I. REVIEW OF SUBMITTAL I& FOR GENERAL CONFORMANCE WITH THE DESIGN CONCEPT AS PRESENTED BY THE CONTRACT DOCUMENTS. NO DETAILED CHECK OF QUANTITIES OR DIMENSIONS WILL BE MADE. 2. SHOP DRAWINGS ARE TO BE SUBMITTED IN A TIMELY MANNER ALLOWING ADEQUATE TIME FOR PROCE561NG, AN AVERAGE 6UBMITTAL WILL BE REVIEWED WITHIN 14 CALENDAR DAYS OF RECEIPT BY ENGINEER ALL SUBMITTAL SHALL BE ACCOMPANIED BY A LETTER OF TRANSMITTAL, AND BEAR EVIDENCE OF CONTRACTOR'S APPROVAL. 3. SHOP DRAWINGS REQUIRING A DELEGATED PROFESSIONAL ENGINEER ARE FABRICATION AND ERECTION DRAWINGS PREPARED FOR BUT NOT LIMITED TO THE FOLLOWING ITEMS: ALUMINUM OR LIGHT GAGE STEEL EXTERIOR WALL SYSTEMS, PREFABRICATED STEEL STAIRS, HANDRAILS, PRE CAST CONCRETE COMPONENTS, POST- TENSIONING 5Y5TEM6, PREFA5RICATED WOOD COMPONENTS, STRUCTURAL STEEL CONNECTION DETAILS, OPEN WEB STEEL JOISTS FO FALSE FORM WORK AND AL E WpRK SHORING AND RE6HORNG. 4. SUBMIT FIVE PRINTS OF ALL SHOP DRAWINGS FOR REVIEW. SWOP DRAWINGS MUST BE CHECKED AND APPROVED BY CONTRACTOR AND SEALED BY SPECIALTY OR DELEGATED FLORIDA PROFESSIONAL ENGINEER IF REQUIRED, PRIOR TO SUBMISSION. FAILURE TO DO 50 WILL BE CAUSE FOR REJECTION. 5. REPRODUCTION OF CONTRACT STRUCTURAL DRAWINGS ARE NOT TO BE SUBMITTED AS SHOP DRAWINGS. CALCULATIONS AND SHOP DRAWINGS SHALL IDENTIFY SPECIFIC PRODUCTS UTILIZED. GENERIC PRODUCTS WILL NOT BE ACCEPTED. L. ALL CHANGES AND ADDITIONS MADE ON RE- SUBMITTAL MUST BE CLEARLY FLAGGED AND NOTED. THE PURPOSE OF THE RE- SUBMITTAL MUST BE CLEARLY NOTED ON THE LETTER OF TRANSMITTAL. REVIEW OF THE RE- 61.15MITTAL WILL BE LIMITED TO THOSE ITEMS CAUSING THE RE5UBMIS 5ION. 1. REVIEW OF SHOP DRAWINGS SHALL NOT RELIEVE THE CONTRACTOR OF ANY CONTRACT REQUIREMENTS, EVEN IF SUCH ITEMS ARE NOT SHOWN ON SHOP DRAWINGS. ENGINEER ASSUMES NO RESFIONS151LITY FOR DIMENSIONS, QUANTITIES, ERRORS OR OMISSIONS AS A RESULT OF REVIEWING ANY SHOP DRAWINGS. ANY ERRORS OR OMISSIONS MUST BE MADE GOOD BY CONTRACTOR, IRRESPECTIVE OF RECEIPT OR REVIEW OF SHOP DRAWINGS BY ENGINEER 8. SHOP DRAWINGS NOT MEETING THE ABOVE CRITERIA OR SUBMITTED AFTER FABRICATION WILL NOT BE REVIEWED. STRUCTURAL DESIGN CRITERIA: 1. PROJECT WIND DESIGN CRITERIA SHALL BE N ACCORDANCE WITH ASCET -10, MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES, WIND LOADS SECTION 6. DESIGN WIND SPEED 146 MPH, EXPOSURE C AND IMPORTANCE FACTOR I.C. 2. BUILDINGS DESIGNED FOR FOLLOWING SUPERIMPOSED DEAD AND LIVE LOADS: RESIDENTIAL. INTERIOR; 40 PSF LL, 30 PSF DL. TERRACES. (PC PSF DL, 30 FI DL. 3. ALL STRUCTURAL COMPONENTS AND SYSTEMS SHALL ME DESIGNED FOR SELF WEIGHT, SUPERIMPOSED DEAD LOADS, CONCENTRATED LOADS SHOWN ON PLANS, AND THE LIVE LOADS SHOWN ABOVE. CODES AND SPECIFICATIONS. 1. ALL WORK SHALL BE DONE IN ACCORDANCE WITH THE 2010 FLORIDA BUILDING CODER -11GH WIND VELOCITY (FBC) AND ALL OTHER APPLICABLE LOCAL GOVERNMENTAL CODES OR REGULATIONS. THE MOST STRINGENT REQUIREMENT SHALL GOVERN.PROJECT 6NALL BE DESIGNATED A HIGH WIND VELOCITY ZONE FOR REFERENCED BUILDING CODE. 2. THE MOST STRINGENT OR COSTLY REQUIREMENTS SHALL GOVERN IF CONFLICT EXISTS BETWEEN PROJECT SPECIFICATIONS AND PROJECT GENERAL STRUCTURAL NOTES AND /OR TRADE SPECIFICATION AND PRACTICES INCLUDED AS PART OF PROJECT SPECIFICATIONS OR NOTES. THE ENGINEER SHALL BE NOTIFIED IN WRITING OF ANY DISCREPANCY BEFORE PROCEEDING WITH THE WORK, AND MAKE THE FINAL DETERMINATION OF GOVERNING REQUIREMENTS. ALL REFERENCED STANDARDS, SPECIFICATIONS AND PRACTICES SHALL BE LATEST EDITION, U.ON. DOORS, WINDOWS AND BUILDING ENVELQF2 COMPONENTS: I. DARE COUNTY (FLORIDA) PRODUCT CONTROL APPROVAL SHALL BE REQUIRED FOR ALL WINDOWS, DOORS, LOUVERS AND ALL OTHER BUILDING ENVELOPE COMPONENTS. ALL PRODUCTS SHALL BE LAR 3E MISSILE IMPACT RATED AND SHALL COMPLY WITH PROJECT WIND LOAD, WATER INTRUSION AND SIZE REQUIREMENTS. 2. SHOP DRAWINGS AND WIND AND STRUCTURAL CALCULATIONS SHALL BE PREPARED BY A DELEGATED PROFESSIONAL ENGINEER AND SUBMITTED FOR REVIEW. 3.SWOP DRAWINGS, DADE COUNTY PRODUCT APPROVALS AND MANUFACTURER'S ITERATURE SHALL IDENTIFY THE SPECIFIC PROJECT, SHALL L16T ALL DESIGN CRITERIA, SHALL IDENTIFY DESIGN STANDARDS USED AND SHALL SHOW ALL DETAILS NECESSARY FOR PROPER ERECTION. COMPARATIVE ANALY616 AND EQUIVALENT ANCHOR CALCULATIONS SHALL BE SUBMITTED IF REQUIRED. 4. DOORS AND WINDOWS SHALL BE ERECTED IN A MANNER WHICH ALLOWS FOR VISUAL INSPECTION OF ALL ELEMENTS AND CONNECTIONS. 1. RAILINGS, STAIR- RAILINGS, HANDRAILS AND OTHER SIMILAR -SAFEGUARD& SHALL BE DESIGNED PER THE REQUIREMENTS FLORIDA BUILDING CODE. 2. SHOP DRAWINGS AND MANUFACTURER'S LITERATURE SHALL IDENTIFY THE SPECIFIC PROJECT, SHALL LIST ALL DESIGN CRITERIA, SHALL IDENTIFY DESIGN STANDARDS USED AND SHALL SHOW ALL DETAILS NECESSARY FOR PROPER ERECTION. 3. SHOP DRAWINGS AND WIND (IF EXTERIOR) AND STRUCTURAL CALCULATIONS SHALL BE PREPARED BY A DELEGATED PROFESSIONAL ENGINEER AND SUBMITTED FOR REVIEW. GEOT£CHNICAL: BASED ON VISUAL INSPECTION ON SITE, THE SOIL 18 SAND WITH LIMESTONE FRAGMENTS WITH AN APPARENT MINIMUM 2000 P6F 601L BEARING CAPACITY. CONCRETE 6LA5S ON GRADE; 1. ALL CONCRETE &LABS ON GRADE SHALL BE CONSTRUCTED IN ACCORDANCE WITH ACI 302 RECOMMENDED PRACTICE FOR CONCRETE FLOOR AND SLAB CONSTRUCTION, UAW. 5LA136 ON GRADE SHALL BE PLACED BY THE $TRIP CAST METHOD. SLAM WORK SHALL BE CLA86 B. 2. ALL CONCRETE SLAMS ON GRADE SHALL BE A MINIMUM OF 4 INCHES THICK AND REINFORCED 6X6 - WL4 X WIA GALVANIZED WELDED WIRE MESH. PROVIDE ADDITIONAL LAYER A MINIMUM OF 2' -6" WIDE, ALONG ALL CONSTRUCTION JOINTS, ADJACENT TO WALLS AND BUILDING PERIMETER WELDED WIRE FABRIC SHALL CONFORM TO ASTM A185. 3. PROVIDE KEYED CONSTRUCTION JOINTS AT COLUMN CENTER LINES, AT ALL DISCONTINUOUS OR ISOLATED AREAS AND AT CENTERS NOT EXCEEDING 20 FEET. AMOUNT OF GROUND FLOOR SLAB PLACED AT ONE TIME, BETWEEN CONSTRUCTION JOINTS, SHALL BE LIMITED TO AN AREA OF 600 SQUARE FEET AND TO A MAXIMUM LENGTH OF 30 FEET IN ONE DIRECTION.CUT JOINTS AT CENTERS NOT EXCEEDING 20' -0" AND PERPENDICULAR TO CONSTRUCTION JOINTS SHALL BE PERMITTED. CUTTING SHALL BE STARTED AS SOON AS CONCRETE HAS HARDENED SUFFICIENTLY TO PREVENT AGGREGATE DISLODGEMENT BY SAW. COORDINATE CONSTRUCTION JOINTS WITH ARCHITECTURAL FINISHES. SHOP DRAWINGS ARE REQUIRED. 4. NO WORKMEN OR MATERIALS SHALL BE ALLOWED ON ANY CONCRETE SLAB UNTIL SUFFICIENT TIME WAS ELAPSED 60 THAT FINISH WILL NOT BE DAMAGED AND CURING COMPOUND HAS DRIED. CURING COMPOUND SHALL BE PROTECTED. 5. NO TRAFFIC OR HEAVY LOADS SHALL BE ALLOWED ON ANY CONCRETE &LAB FOR A MINIMUM OF TEN (10) DAYS AFTER COMPLETION. 6. CONTRACTOR SHALL PROTECT ALL SLAB& FORM DAMAGE AND SHALL REPAIR OR REPLACE DAMAGED 6LA15 SECTIONS AT NO COST TO THE OWNER 1. FLOOR &LAB& ON GRADE ARE TO BE PLACED ON CLEAN WELL GRADED GRANULAR NONCOHESIVE AND NON - PLASTIC FILL, COMPACTED TO AT LEAST '55R AA514TO METHOD D, T -180. PREPARE SUBGRADE AS INDICATED UNDER SITE PREPARATION. 5. PROVIDE TOOLED JOINTS MINIMUM I INCH DEEP, IN ALL SIDEWALKS AT A MAXIMUM SPACING OF 5 FEET ON CENTER AND ISOLATION JOINTS WITH FILLER AT A MAXIMUM SPACING OF 20 FEET ON CENTER PROVIDE ISOLATION JOINTS WITH FILLER AT ALL CHANGES IN 61DEWALK DIRECTION. • 1. ALL POURED IN PLACE CONCRETE SHALL BE AS FOLLOWS: A. BEAMS, COLUMNS, SLABS, FOUNDATIONS, 4000 P.S.I. AT 26 DAYS, WIC RATIO- 0.4 B. ALL OTHER CONCRETE 3000 P.S.I. AT 28 DAYS C. ALL CONCRETE TO BE STANDARD WEIGHT, UAW. D. COARSE AGGREGATE SIZE SHALL NOT EXCEED 3/4 INCH, EXCEPT IN FOOTINGS IN WHICH AGGREGATE 61ZE SHALL NOT EXCEED I NCH. 2. ALL CONCRETE WORK SHALL BE IN ACCORDANCE WITH ACI -301 SPECIFICATIONS FOR STRUCTURAL CONCRETE FOR BUILDINGS AND ACI -316 BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE LATEST EDITION, AND ACI -305R HOT WEATHER CONCRETING, U.ON_ CONTRACTOR SHALL MAINTAIN A COPY OF ACI -301 AT JOB SITE. 3. ADMIXTURES REQUIRE WRITTEN APPROVAL, U.ON. 4. THE CONTRACTOR SHALL TAKE APPROPRIATE MEASURES FOR THOSE INSTANCES WHEN THE CONCRETE MIGHT EXCEED 150 DEGREES F AT TIME OF PLACEMENT. CONCRETE WITHOUT AN ASTM C454-TYPE D ADMIXTURE SHALL NOT BE USED IF THE CONCRETE TEMPERATURE AT TIME OF PLACEMENT EXCEEDS 150 DEGREES F. 5. EXPOSED CONCRETE SHALL HAVE THE TOP SURFACE COATED WITH ANTI HYDRO CLEAR CURE NON - YELLOWING IN ACCORDANCE WITH THE MANUFACTURER'S SPECIFICATIONS AND RECOMMENDATIONS OR AN APPROVED EQUAL. COORDINATE WITH ARCHITECTURAL FINISHES. (•. FORMS AND SHORES FOR CONCRETE SLAMS AND BEAMS SHALL BE DESIGNED TO WITHSTAND THE DEAD LOAD OF THE CONCRETE AND THE CUMULATIVE LOADS OF SUPPORTING $LABS, BEAMS, PLACING EQUIPMENT AND PERSONNEL. ALL FORM WORK SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR CONTRACTOR 16 RESPONSIBLE FOR ADEQUACY OF FORMS AND SHORING AND FOR SAFE PRACTICE IN THEIR USE AND REMOVAL. FOR MULTI -STORY WORK CONTRACTOR 16 TO MAINTAIN A MINIMUM OF TWO FLOORS, 100 PERCENT SHORED AND TWO FLOORS 50 PERCENT SHORED. ALL BEAMS TO BE SHORED A MINIMUM OF 28 DAYS. SHOP DRAWINGS CERTIFIED BY A FLORIDA PROFESSIONAL ENGINEER ARE REQUIRED. 1. MINOR CRACKS IN CONCRETE ARE TO BE ANTICIPATED. CONTRACTOR SHALL BE RESPONSIBLE FILLING AND 6EALING ALL CRACKS. CONTRACTOR SHALL SUBMIT TO ENGINEER IN WRITING LOCATION AND DESCRIPTION OF ALL CRACKS AND PROPOSED METHOD FOR REPAIRING SAID CRACKS PRIOR TO THE START OF REPAIR WORK S. EXPANSION JOINT FILLER SHALL BE 6TRIP5 OF PROPER WIDTH OF FLEXIBLE, CLOSED CELL, EXPANDED POLYURETHANE, URETHANE OR POLYESTER SEALED ON BOTTOM TO PREVENT DROPOUT. It ALL CONSTRUCTION JOINTS INDICATED ON DRAWINGS FOR BEAMS OR 5LA135 &HALL BE KEYED AND BONDED. CONCRETE SURFACE TO BE BONDED SHALL BE ROUGH AND UNIFORM WITH NO LAITANCE, LOOSENED AGGREGATE OR DAMAGED CONCRETE. BONDING COMPOUND SHALL BE WELDCRETE BY LARSEN PRODUCTS CORP. FOR SLABS AND 61KADUR 35 BY 51KA CORPORATION FOR BEAMS, STRUCTURAL SLAMS OR EARTH RETAINING STRUCTURES. APPLY BONDING AGENT IN STRICT ACCORDANCE WITH MANUFACTURE RECOMMENDATIONS. 10. WATER&TOP6 $HALL BE 6 INCHES WIDE BY 3/16 INCH THICK EXTRUDED POLYVINYL CHLORIDE. WATERSTOPS ARE REQUIRED N ALL SUBSURFACE VAULT/PIT AND RETAINING WALL WORK EVEN IF NOT INDICTED ON DRAWINGS. ALL JOINTS OR SPLICES TO BE HEAT FU6ED.INSTALL IN STRICT ACCORDANCE WITH MANUFACTURE RECOMMENDATIONS. 11. PERFORM SLUMP TEST AND MOLD 5 TEST SPECIMENS FOR EACH 50 CUBIC YARDS OR FRACTION THEREOF, FOR EACH CLASS OR STRENGTH OF CONCRETE PLACED EACH DAY IN ACCORDANCE WITH A67I"1 -C31, C36 AND C143. HOLD ONE SPECIMEN FOR TESTING AT 45 DAYS IF 28 DAY TEST DOES NOT MEET SPECIFICATIONS. 12. CONTINUOUS DOVETAIL SLOT ANCHORS SHALL BE CAST IN ALL COLUMNS AND SLABS WERE MASONRY ADJOINS GAME, UNLESS CONCRETE IS PLACED USING MASONRY SURFACE AS FORM. ANCHORS AND DOVETAIL SHALL BE HOT DIPPED GALVANIZED OR 5TAINLE58 STEEL. PROVIDE ONE ANCHOR AT EVERY SECOND COURSE OF BLOCK UP TO 3 STORIES AND EVERY COURSE ABOVE 3 STORIES GROUT CELLS FULL HEIGHT AT ANCHOR LOCATIONS. 13. FILL IN ALL HOLES AND OPENINGS LEFT IN CONCRETE OR MASONRY. MIX,PLACE AND CURE CONCRETE /CEMENT TO BLEND WITH IN PLACE CONSTRUCTION. PROVIDE OTHER MISCELLANEOUS FILLING REQUIRED TO COMPLETE THE WORK. 14. CONCRETE WORK SHALL BE PLUMB, TRUE TO LINE, LEVEL AND TO THICKNESS AND SIZE SPECIFIED. MINIMUM ALLOWABLE TOLERANCES FOR CONCRETE CONSTRUCTION BASED ON ACTUAL DIMENSIONS ARE AS INDICATED UNDER MASONRY SECTION OF GENERAL NOTES AND ACI -301, WHICHEVER 15 MORE STRINGENT. BEINEQiRCING STEEL: I. REINFORCING STEEL SHALL 13E DOMESTIC DEFORMED BARS, FREE FROM LOOSE RUST AND SCALE AND CONFORMING TO THE LATEST ASTM A615 GRADE 60 SPECIFICATION. REINFORCING STEEL To ME WELDED SHALL CONFORM TO THE LATEST ASTM A615 SPECIFICATION. 2. PLACING AND DETAILING SHALL BE IN ACCORDANCE WITH ACI 315 MANUAL OF STANDARD PRACTICE FOR DETAILING REINFORCED CONCRETE STRUCTURES. ALL ACCE56ORIE5 SHALL HAVE UP- TURNED LEG$ AND PLASTIC DIPPED AFTER FABRICATION. 3. COLUMN DOWELS: SAME 61ZE AND NUMBER AS VERTICAL ABOVE, SPLICED WITW CLA66 B SPLICES OR MINIMUM 18 INCHES, UAW. PROVIDE STANDARD HOOKS AT ALL NON - CONTINUOUS ENDS OF VERTICAL REINFORCEMENT, EXTEND TO TOP OF BOTTOM STEEL IN FOOTINGS AND BOTTOM OF TOP STEEL IN BEAMS OR SLABS. PROVIDE RIGID TEMPLETS FOR DOWEL LOCATION. 4. MINIMUM CONCRETE COVER- BOTTOM TOP SIDES FOOTING: 311 2" 211 COLUMNS: - - 11/211 BEAMS: 1112" 11/211 11,211 INTERIOR 6LAB&: p' ),411 j1,a 11 EXPOSED SLABS; 1" 1112" IV211 S. FOOTING, BEAM AND SLAB REINFORCEMENT SHALL BE SPLICED WITH CLA56 B SPLICES OR i8 INCHES MINIMUM. SPLICES FOR TOP BARS SHALL BE ONLY AT MIDDLE OF SPAN AND BOTTOM BARS ONLY AT 8UPPORT6. TOP AND BOTTOM BARS AT NON - CONTINUOUS ENDS SHALL BE DETAILED TO FULLY DEVELOP BAR IN TENSION, HOOKS TO BE HORIZONTAL AT COWERS OR INTERSECTIONS. 6. COLUMN REINFORCEMENT SPLICED BY LAPPING SHALL BE DETAILED TO FULLY DEVELOP BAR IN TENSION, U.ON. 1. ADDED REINFORCEMENT: BOTTOM BARS START AT NON - CONTINUOUS EDGES FOR END SPAN TOP BARS CENTERED OVER SUPPORTSt PROVIDE BARS AT OUTER AND INNER CORNERS OR INTERSECTION FACES TOP AND BOTTOM, SAME SIZE AS BEAM REINFORCEMENT, MINIMUM 36 BAR DIAMETER& OR 3'- 011. NOT REQUIRED WITH HOOKED BARS, IF HOOKS ARE OVER 21- O" IN LENGTH. MINIMUM PROJECT REQUIREMENTS. 8. TEMPERATURE REINFORCEMENT IN SLABS PERPENDICULAR TO MAIN STEEL IN SECOND LAYER; 4 IN. -*3 * 12 N., 5 N. -04 w 15 IN, 6 IN, -04 • 12 IN, -1 IN AND 6 N. -04 a 10 N. ON CENTER U.ON- MINIMUM LAP AT SPLICE 15 18 INCHES, STAGGER SPLICES. LINTEL &: 1. DOOR AND WINDOW OPENINGS IN MASONRY WALLS TO HAVE CONCRETE LINTELS. LINTELS TO BE INTEGRAL WITH THE TIE BEAM WHEN HEAD OF THE OPENING 15 16 INCHES OR LESS BELOW, ADDITIONAL 2 • 5 BOTTOM WHERE DROPS ARE 4 INCHES OR MORE. ADD ADDITIONAL TIES AT 12 INCHES ON CENTER AROUND DROP REINFORCEMENT FOR DROPS OVER 6 INCHES. 2. MINIMUM LINTEL 12 INCHES DEEP WITH 2 •5 TOP AND BOTTOM AND 43 TIES AT 5 INCHES ON CENTER FOR SPAN$ LE65 THAN 4 FEET, 16 INCHES DEEP WITH 2 • 5 TOP AND BOTTOM WITH 03 TIES AT 1 INCHES ON CENTER CONTINUOUS FOR SPAN& UP TO 8 FEET. USE HALF THE REINFORCEMENT FOR 4 INCHES WALLS. 3. MINIMUM BEARING SHALL ME 6 IN EACH SIDE. PROVIDE ONE (1) • 5 AND GROUT BLOCK CELL AT EACH SIDE OF OPENINGLINTELS SPANNING BETWEEN COLUMNS &HALL BE INTEGRAL WITH COLUMNS. 4. PRECAST AND LINTELS OVER 8 FEET SHALL BE APPROVED BE ENGINEER AND SHOP DRAWINGS WILL BE REQUIRED MASONRY: IALL WORK SHALL BE DONE IN ACCORDANCE WITH ACI530 BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES AND ACI530.1 SPECIFICATION FOR MASONRY STRUCTURES. 2. PROVIDE MINIMUM TIE BEAMS 8 IN. X 12 N. WITH 2 •5 TOP AND BOTTOM FOR 6 INCH MASONRY WALLS, 4 IN. X 12 IN. BEAMS WITH 1 • 5 TOP AND BOTTOM FOR 4 INCH MASONRY WALLS. PROVIDE 03 TIES AT 12 INCHES ON CENTER WITH 6 ADDITIONAL TIES AT 4 INCHES ON CENTER AT ALL CORNERS AND INTERSECTIONS IN EACH DIRECTION, FOR ALL TIE BEAMS. THESE ARE MINIMUM TIE BEAM REQUIREMENTS, SEE STRUCTURAL DRAWINGS FOR ADDITIONAL REQUIREMENTS. 3. TIE COLUMNS SHALL BE A MINIMUM OF 8 X 12 IN. WITH FOUR (4) • 5 AND • 3 TIES AT 8 INCHES ON CENTER U.ON_ THESE ARE MINIMUM TIE COLUMN REQUIREMETS, SEE STRUCTURAL DRAWINGS FOR ADDITIONAL REQUIREMENTS. 4. TIE BEAMS AND TIE COLUMNS SHALL BE POURED AFTER BLOCK WALL& ARE ERECTED. 5. HORIZONTAL JOINT REINFORCEMENT SHALL BE PROVIDED, CONTINUOUS EVERY COURSE OF BLOCK, START AT TOP OF FOOTINGS, SLABS OR BEAMS. DUR -O -WAL LADUR TYPE, EXTRA HEAVY, SIZED FOR WIDTH OF SPECIFIED MASONRY WALL, OR APPROVED EQUAL. USE PREFABRICATED CORNERS AND TEES AT ALL WALL INTERSECTIONS. MINIMUM LAP SPLICE 15 12 INCHES. OVERLAP DISCONTINUES ENDS INTO COLUMNS A MINIMUM OF 12 INCHES. 6. MASONRY UNITS SHALL BE HIGH STRENGTH CONCRETE MLOCK CONFIRMING TO ASTM Cto. MORTAR SHALL BE TYPE M IN ACCORDANCE WITH ASTM C210. TEST ONE SET (THREE SPECIMENS) IN ACCORDANCE WITH ASTM 0210 FOR EVERY 5 00 OF OF WALL AREA, 1. GROUT FOR FILLED CELLS SHALL BE COARSE (PEA ROCK GROUT) COfsFOR•'IING TO ASTM 0416 WITH A MINIMUM COMPRE551VE STRENGTH OF 3000 P &I IN 26 DAYS IN ACCORDANCE WITH ASTM C3'J. TEST SAMPLES FOR COMPRESSION SHALL BE TAKEN EVERY THIRTY YARDS OR LESS. NO ADMIXTURES PERMITTED WITHOUT WRITTEN APPROVAL OF ENGINEER 8. FILLED CELLS REQUIRED AT ALL CORNERS, INTERSECTIONS AND ENDS OF WALLS, INCLUDING WINDOW AND DOOR OPENINGS. ADD 14S BAR AT ALL FILLED CELLS DEVELOP INTO CONCRETE AND STANDARD HOOK AT D16CONTINUOU5 ENDS, MINIMUM LAP SPLICE IS 30 INCHES. lb. SEE REINFORCED MA60NRY NOTES FOR ADDITIONAL REQUIREMENTS. 10. CRACKS IN MASONRY ARE TO BE ANTICIPATED. CONTRACTOR &HALL BE RESPONSIBLE FILLING AND SEALING ALL CRACKS. CONTRACTOR SHALL SUBMIT TO ENGINEER IN WRITING LOCATION AND DESCRIPTION OF ALL CRACKS AND PROPOSED METHOD FOR REPAIRING SAID CRACKS PRIOR TO THE START OF REPAIR WORK. 11. JOINT REINFORCEMENT SHOP DRAWINGS REQUIRED. 12. CONCRETE MASONRY SHALL BE PLUMB, TRUE TO LINE, WITH LEVEL COURSES ACCURATELY 6PACED AND BUILT TO THICKNESS AND BOND PATTERN. ALLOWABLE TOLERANCES FOR CONCRETE MASONRY CONSTRUCTION BASED ON ACTUAL DIMENSIONS ARE AS FOLLOWS: A. VARIATION FROM PLUMB IN THE LINES AND SURFACES OF VERTICAL ELEMENT$t I. WALL& AND ARISES: a. IN 10 FEET 1/4 INCH b. IN ANY STORY OR 20 FEET 3/6 INCH a. IN 40 FEET OR MORE I/1 NCH 2. FOR COLUMNS, BUILDING CORNERS, CONTROL JOINTS AND OTHER CONSPICUOUS LINES: a. IN ANY STORY OR 20 FEET 1/4 INCH b. IN 4C FEET OR MORE 1/2 INCH M. VARIATION FROM THE LEVEL OR GRADES INDICATED ON THE DRAWINGS: I. FOR BEAMS, LINTELS, SILLS, PARAPETS, HORIZONTAL GROOVES AND OTHER CON5PIC0006 LINES: a. IN 20 FEET 1/4 INCH b. IN 40 FEET OR MORE 1/2 INCH C. VARIATION OF THE LINEAR BUILDING LINES FROM ESTABLISHED POSITION IN PLAN: 1. RELATED PORTION OF COLUMNS, WALLS AND PARTITIONS: a. IN ANY BAY OR 20 FEET 114 INCH b. IN 40 FEET OR MORE 1/2 INCH D. VARIATION IN CRO66 SECTIONAL DIMENSIONS OF COLUMNS AND IN THE THICKNESS OF WALLS SHALL BE PLUS OR MINUS 1/8 INCH. REINFORCED MASONRY: I. MASONRY UNITS SHALL HAVE A MINIMUM PRISM STRENGTH BASED ON AVERAGE NET AREA OF IWO PSI IN 28 DAYS IN ACCORDANCE WITH ASTM C140. MASONRY UNITS SHALL BE A MINIMUM OF be% SOLID. 2. ONE SET OF MASONRY UNITS SHALL BE TESTED IN ADVANCE OF BEGINNING OPERATIONS AND ONE SET FIELD TESTED DURING CONSTRUCTION FOR EACH SOM OF OF WALL AREA. TESTING SHALL BE IN ACCORDANCE WITH ASTM 0140. 3. MASONRY UNITS SHALL HAVE 3/8 INCH FULL BEDDING. MORTAR PROTRUDING INTO CELL CAVITIES, THAT ARE TO ME REINFORCED AND GROUTED, SHALL ME REMOVED. ALLOW A MINIMUM OF 24 HOUR& FOR MORTAR TO CURE BEFORE PLACING GROUT. 4. REINFORCING STEEL SHALL BE ASTM A615, GRADE (P0, LAP CONTINUOUS REINFORCEMENT 48 BAR DIAMETERS, U.ON. USE BAR SPACERS IN EVERY FOURTH (4) COURSE WHERE CELLS ARE TO BE GROUTED. PROVIDE CLEANOUT AND TIE OPENINGS FOR EACH GROUTED CELL. PROVIDE 3/4 INCH DIAMETER WEEPHOLE6 AT A VERTICAL SPACING OF 4' -0" ON CENTER 5. HIGH LIFT GROUTING: A) PLACE MASONRY TO A MAXIMUM HEIGHT OF TWELVE (12) FEET. B) CLEAR;, UNOBSTRUCTED AND CONTINUOUS VERTICAL CELL SHALL BE A MINIMUM OF 3" INCHES BY 3" INCHES. C) PLACE GROUT IN FOUR (4) FEET LIFTS, 15 TO (60 MINUTES APART TO ALLOW FOR SETTLEMENT AND ABSORPTION OF EXCESS WATER, MAXIMUM FREE FALL SHALL NOT EXCEED EIGHT (8) FEET. D) HOLD TOP OF GROUT P INCHES BELOW LAST LOUR E OF BLOCK FOR THAT LIFT. E) GROUT TO BE CONSOLIDATED IN PLACE BY PUDDLING, RODDING OR MECHANICAL VIBRATION. F) RECONSOLIDATE EACH LIFT BY VIBRATING SEVERAL INCHES INTO PRECEDING LIFT. G) MAXIMUM GROUT POUR 16 TWELVE (12) FEET HIGH. 6. SHOP DRAWING6 ARE REQUIRED. 1. TESTING INDICATING ABOVE SHALL BE AT THE DISCRETION OF THE ENGINEER AND MUST BE WAIVED IN WRITING BY ENGINEER FAILURE TO ADEQUATELY, AT THE DISCRETION OF THE ENGINEER MAINTAIN ADEQUATE MATERIAL RECORDS OR PROJECT QUALITY CONTROL PROCEDURES -SWALL NULLIFY WRITTEN WAIVER OF TESTING REQUIREMENTS. EXPANSION AN2 CHEMICAL ANCHOft: I. ALL ANCHORS SHALL BE STAINLESS STEEL. PLATED ANCHORS SHALL BE USED ONLY WHERE SPECIFICALLY PERMITTED ON STRUCTURAL DRAWINGS. 2. EXPANSION ANCHORS 614ALL HILTI KWIK BOLT, ZINC PLATED IN ACCORDANCE WITH A6TM 8633 OR STAINLESS STEEL OR APPROVED EQUAL. ADHESIVE CHEMICAL ANCHORS SHALL BE HILTI WVA ADHESIVE ANCHOR SYSTEM, ZINC PLATED IN ACCORDANCE WITH ASTM 8633 OR STAINLESS STEEL OR APPROVED EQUAL. 3. INSTALLATION SHALL BE IN ACCORDANCE WITH MANUFACTURE SPECIFICATION AND RECOMMENDATIONS. 4. MINIMUM EMBEDMENT SHALL BE CONCRETE THICKNESS MINUS 1 -1/2 INCHES, USE LONGEST AVAILABLE ANCHOR TWAT MAINTAINS CONCRETE COVER STATED. D. SPACING AND EDGE DISTANCE SHALL BE AS FOLLOWS: A. AS SPECIFIED BY THE MANUFACTURE TO ATTAIN FULL LOAD CAPACITY IN SHEAR AND TENSION AND AS STATED BELOW. B. MINIMUM ANCHOR SPACING - 12 DIAMETERS. C. MINIMUM ANCHOR EDGE DISTANCE - 10 DIAMETERS. D. IF MINIMUM SPACING AND EDGE DISTANCE CANNOT BE MAINTAINED OR IF 6TATED/DRAWN AS LESS ON DRAWINGS, PROVIDE 4 03, 1' -6" LONG FOR ANCHORS UP TO 5/8 INCH AND 2' -611 LONG FOR LARGER ANCHORS, REINFORCEMNT IN SQUARE PATTERN AROUND ANCHOR WITH A HORIZONTAL SPACING OF 2 INCHES. PROVIDE ONE LAYER OF REINFORCEMENT FOR ANCHORS UP TO 5/8 INCH AND 2 LAYERS FOR LARGER ANCHORS. REINFORCEMENT COVER AND VERTICAL SPACING SHALL BE 2 INCHES. PROVIDE EQUIVALENT HAIRPINS SPACED 30 DEGREES APART AND SAME LENGTH AS INDICATED ABOVE FOR ANCHORS PLACED NEAR CONCRETE EDGES. E. SPACING AND EDGE DISTANCE LESS THAN 1/2 MINIMUM 15 NOT ALLOWED, EVEN IF REINFORCEMENT IS PROVIDED AS STATED ABOVE. THE CONTRACTOR SHALL NOTIFY THE ENGINEER IN WRITING BEFORE PROCEEDING WITH WORK IF THESE CONDITIONS EXIST. 6. WHERE ANCHOR BOLTS ARE SET IN MA60NRY WALLS, FILL 3 (ANCHOR BOLT LOCATION AND ADJACENT CELLS) BLOCK CELLS WITH COARSE GROUT TO BEAM, &LAB OR FOUNDATION ABOVE AND BELOW BLOCK CELL OPENING. 1. MINIMUM ANCHOR 51ZE IF NOT INDICTED ON DRAWINGS SHALL BE 5/8 INCH DIAMETER WITH MINIMUM LENGTH AS STATED ABOVE. 8. ANCHOR BOLT HOLES THROUGH WOOD SHALL BE 1/16 INCH LARGER THAN BOLT. •••• W•• • • i•iii• •!• • • • • - • • • r • ••• u • ! • • b • ••••• • • • Y • r - n s • - • y • W • •u•• • • • •• • • ••• • • w • r . Y • • r • - ••- •• • • u u • • • r • • • r ••• u•• STRUCTURAL AND MISCELLANEOUS STEEL_. 0000 • . • • • • • • • r 1. ALL STRUCTURAL STEEL FORGED SECTIONS TO BE DOMESTIC ASTM A -568 (FYr5005b' P31) AND- CONST4.ICtED IN ACCORDANCE WITH THE LATEST AI6C "SPECIFICATION FOR THE DESIGN, FABRICATION -ANC` 'El= EC?1/�N_OF SM:' :TU11,A* 01 a 0 • STEEL FOR BUILDINGS" AND THE RISC CODE OF STANDARD PRACTICE. SWEET STEEL 'bHALL CONFORM TO AMERICAN IRON AND STEEL INSTITUTE SPECIFICATION FOR THE DESIGN OF COLD - FORMED STEEL STRUCTURAL MEMBERS. 2. STEEL TUBES TO BE DOMESTIC STEEL CONFORMING TO ASTM A -500, GRADE B, FY -46000 PSI. PIPE COLUMNS TO BE EXTRA STRENGTH, U.OR FILL PIPE AND TUBE COLUMNS WITH 3000 PSI CONCRETE. PROVIDE ONE 114 INCH WEEPHOLE IN COLUMN AT 3 INCHES FROM TOP AND BOTTOM AND ONE AT MIDHEIGWT. ALL STEEL TUBES, STEEL PIPE COLUMNS AND BASE PLATES SHALL HOT DIPPED GALVANIZED AFTER FABRICATION IN ACCORDANCE WITH A16C AND COATING A5TM DESIGNATION GI85. 3. BOLTS TO BE HIGH STRENGTH (A6TM -A325) 3/4 INCHES DIAMETER, UNLE56 OTHERWISE SPECIFIED. PROVIDE MATCHING H.S. NUTS AND WASHERS. 4. ALL ANCHORS AND ANCHOR BOLTS EMBEDDED IN CONCRETE SHALL BE HOP DIPPED GALVANIZED AND CONFORMING TO ASTM A -36 SPECIFICATION, U.ON- PROVIDE NUTS AND WASHERS SAME FINISH AS ANCHORS AND/ OR ANCHOR BOLT &. 5. ALL WELDING TO BE DONE BY CERTIFIED WELDERS IN ACCORDANCE WITH AMERICAN WELDING: SOCIETY STRUCTURAL WELDING CODE -STEEL 01.1, SPECIFICATION FOR WELDING SWEET STEEL IN STRUCTURES D13, STRUCTURAL WELDING CODE - REINFORCING STEEL DIA. ELECTRODES SHALL BE E -10 SERIES, LOW HYDROGEN. AFTER ERECTION AND FIELD OBSERVATION IF REQUIRED, CLEAN WELDS AND TOUCH UP PAINT IN ACCORDANCE WITH PARAGRAPH 8 BELOW, 6. SEE THE FOLLOWING NOTES FOR ADDITIONAL APPLICABLE REQUIREMENT6t STEEL JOISTS, STEEL DECKS AND REINFORCING STEEL. 1. WHERE REACTION VALUES ARE NOT SHOWN ON THE STRUCTURAL DRAWINGS, THE CONNECTIONS SELECTED WALL DEVELOP THE MEMBER IN &HEAR AND SWEAR AND MOMENT FOR MC MOMENT CONNECTION. S. STEEL BEARING ON STEEL TO BE WELDED THERETO, EXCEPT AT EXPANSION JOINTS. a. SHOP COAT ALL STRUCTURAL STEEL WITH RU&TOLEUM "16'x" RED PRIMER OR APPROVED EQUAL, U.ON, MINIMUM 4 MIL. DRY FILM THICKNESS. 10. FOR MISCELLANEOUS STEEL NOT SHOWN ON THESE DRAWINGS SEE ARCHITECTURAL AND MECHANICAL DRAWINGS. II, REFER TO ARCHITECTURAL PLANS FOR FIREPROOFING OF STRUCTURAL STEEL MEMBERS. 12. SHOP DRAWINGS ARE REQUIRED. SHOP DRAWINGS SHALL IDENTIFY THE SPECIFIC PROJECT, LIST ALL DESIGN CRITERIA, LIST ALL MATERIAL SPECIFICATIONS AND SHOW ALL STRUCTURAL STEEL CONNECTIONS AND ERECTION REQUIREMENTS. CONNECTION DETAILS AND DESIGN CALCULATIONS SHALL BE SIGNED AND SEALED BY THE 5PECIALTY ENGINEER W40 PREPARED THEM. ,OTRUCTURAL WOOD: I. ALL WOOD DESIGN, FABRICATION AND CONSTRUCTION SHALL CONFORM TO THE NATIONAL DE816N SPECIFICATION FOR WOOD CONSTRUCTION, NATIONAL FOREST PRODUCTS ASSOCIATION. 2. ALL STRUCTURAL WOOD TO BE SOUTHERN PINE NO.I OR DOUGLAS FIR -LARCH NO. I, OR BETTER WOOD TO BE AIR DRIED, WELL SEASONED AND GRADE MARKED AT MILL. 3. WOOD TO CONFORM TO RULES OF THE MANUFACTURER'S ASSOCIATION UNDER WHOSE RULES THE LUMBER 15 PRODUCED. 4. ALL STRUCTURAL WOOD TO BE SURFACED FOUR (4) SIDES (6 -4 -5) WITH A MINIMUM ALLOWABLE FIBER STRESS IN BENDING OF 1350 P.S.I. AND A MAXIMUM MOISTURE CONTENT OF IS%. 5. ALL LUMBER AND PLYWOOD IN CONTACT WITH CONCRETE, MASONRY, STUCCO OR OTHER CEMENTITIOUS MATERIALS SHALL BE TREATED TO COMPLY WITH AWPA STANDARD LP -2. 6. ALL BOLTS SHALL BE ASTM A301. ALL BOLT HOLES 1/16 INCH LARGER THAN BOLT. 1. ALL CONNECTORS INCLUDING NAILS, BOLT$, WASHERS AND NUTS SHALL BE HOT DIPPED GALVANIZED, U.ON. 6. PLYWOOD SHALL BE IDENTIFIED WITH GRADE - TRADEMARK OF APA AND MEET TWE REQUIREMENTS OF PRODUCT STANDARD PS -1. '. ROOF SHEATHING OVER PREFAB TRUSSES OR RAFTERS $PACED AT A MAXIMUM OF 24 INCHES ON CENTER SHALL BE A MINIMUM OF 3/4 INCH CD G -2 EXT -APA. INSTALL WITH FACE GRAIN ACROSS SUPPORTS WITH PLY CLIPS AND CONTINUOUS OVER 2 SUPPORTS. NAIL AT 4 INCHES ON CENTER ALONG PANEL EDGES AND INTERMEDIATE 6UPPORT5, 2t2" AT DIAPHRAGM BOUNDARIES WITH GALVANIZED 10d ANNULAR RING NAILS. 10. FLOOR SUBFLOOR OVER PREFAB TRU66ES OR J016TS At 24 INCHES ON CENTER MAXIMUM SHALL BE A MINIMUM OF 3/4 INCH CD G -1 EXT -APA. INSTALL WITH FACE GRAIN ACROSS SUPPORTS WITH EDGE BLOCKING AND CONTINUOUS OVER 2 SUPPORTS. NAIL AT 3 INCHES ON CENTER ALONG PANEL EDGES AND AT INTERMEDIATE SUPPORTS WITH GALVANIZED IOd COMMON NAILS. STAGGER NAILING WHEN TWO LAYERS OF PLYWOOD ARE SPECIFIED IN STRUCTURAL DRAWINGS. II. STORE ALL LUMBER AND PLYWOOD ABOVE GRADE OR FLOOR AND PROTECTED FROM WEATHER- 1. DESIGN STANDARDS SHALL CONFORM WITH THE APPLICABLE PROVISIONS OF THE NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION, NATIONAL FOREST PRODUCTS ASSOCIATION, THE DESIGN SPECIFICATION FOR METAL PLATE CONNECTED WOOD TRUSSES, TRUSS PLATE INSTITUTE AND THE FLORIDA BUILDING CODE. 2. ALL CONNECTOR PLATES SHALL BE A MINIMUM THICKNESS OF 18 GUAGE AND SHALL BE MANUFACTURED FROM STEEL MEETING THE REQUIREMENTS OF ASTM -A653 GRADE 60 AND SHALL BE HOT DIPPED GALVANIZED ACCORDING TO ASTM-A6*S3. COATING DESIGNATION G165. CONNECTOR PLATES SHALL BE APPLIED TO BOTH FACE$ OF TRUES AT EACH JOINT, AND SHOULD PROVIDE FIRM EVEN CONTACT BETWEEN THE PLATE AND THE WOOD. 3. QUALITY SHALL BE IN ACCORDANCE WITH QUALITY CONTROL MANUAL, TRUSS PLATE INSTITUTE. MAXIMUM TRUSS SPACING IS 24 INCHES ON CENTER TOP AND BOTTOM CHORDS SHALL BE 2X6 INCHES MINIMUM. RIDGE, HIP AND VALLEY BLOCKING 6HALL BE REQUIRED, MINIMUM 2X6 INCHES OR CHORD SIZE WITH 2 -Ibd NAILS PER CONNECTION. TRUSSES RESTING ON SLOPED SUPPORT SHALL BE BEVEL CUT TO PROVIDE FULL BEARING, INCREASE LUMBER SIZE IF REQUIRED, 4. TRW&& FRAMING PLAN 15 FOR GENERAL CONFORMANCE AND LAYOUT ONLY. TRUSS MANUFACTURE SHALL BE RESPONSIBLE FOR COMPLETE ENGINEERING DESIGN. 5. ALL TRUSS TO TM86 CONNECTIONS 64ALL BE THE RESPON6IBILITY OF AND DESIGNED BY THE TM66 MANUFACTURE. A MINIMUM OF TWO, EACH SIDE, SIMP60N HURRICANE ANCHORS SHALL BE REQUIRED AT THE TOP CHORDS AND SIMPSON U HANGERS AT BOTTOM CHORDS, OR APPROVED EQUALS. AS A MINIMUM, PIGGYBACK TRUSSES SHALL BE ANCHORED TO SUPPORTING MEMBERS WITH ONE &IMPSON TWISTED STRAP, WITH 4 -lbd CLINCHED NAILS PER CONNECTION (AT EACH MEMBER), BENT OVER MEMBERS AT EVERY BEARING POINT AND AT A MAXIMUM SPACING OF 24 INCHES ON CENTER 6. THE CONTRACTOR SHALL COORDINATE THE WORK WITH THE TRU66 MANUFACTURE TO OBTAIN FINAL DIMENSIONS AND ANCHORAGE LOCATIONS WHICH WILL AFFECT THE CONCRETE WORK NO CONCRETE WORK WHICH REQUIRES CONTRACTOR/TRUSS MANUFACTURE COORDINATION SHALL BE STARTED WITHOUT FINAL TRUSS SHOP DRAWINGS APPROVAL. 1. ALL TRIANGULAR TRAPIZODAL OR UNSYMMETRICAL TRUSSES SHALL HAVE WOOD MEMBERS ON OPEN SIDE, OPEN 81DED TRUSSES ARE NOT ALLOWED. MINIMUM SIZE OF TRUSS PLATE AND WOOD MEMBER SHALL BE CAPABLE OF TRANSFERING FULL UPLILT AND GRAVITY LOADS TO TOP AND BOTTOM CHORD&. 8. ROOF SHALL BE LOADED (ROOFING MATERIALS,TILE6AWAKE6,ETC.) UNIFORMLY DURING CONSTRUCTION, UNSYMMETRICAL LOADS SHALL BE AVOIDED. a. ALL TRUSSES MUST BE SECURELY BRACED DURING ERECTION AND AFTER PERMANENT INSTALLATION IN BUILDING, IN ACCORDANCE WITH COMMENTARY AND RECOMMENDATIONS FOR HANDLING, INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES, TRUSS PLATE INSTITUTE. IN ADDITION, PERMANENT BRACING SHALL BE DESIGNED BY THE SPECIALTY ENGINEER AND AS A MINIMUM SHALL BE AS FOLLOWS: A al INCORPORATLll SARDINAS ARCHII'ZJCTS INcotu,oliA't'ED ARCHTT'ECTURE UEY,ANPS •DIGN SPAC1= PLANNJNG AA2(000675 AROO155C7 1225 PONCE DE LEON BLVD. NO. 295 CORAL CABLES, FL 33134 TP,LP-PHONL: 305-443-7765 F ACSTNTTLE: 305 -443 -7798 c -mail: sa:daiclz Ct aoLcom W U W z ULU Z a W N UJ IIn me t,A } W #19 Ce 0 VI to W W ©o LU a0 to Z Iw U%A04 WUJ3 0" W ft! to O Oz ^J _0 a IH V© Z to W ad &C Rev e O U I.- t h Eif 0 A. BOTTOM AND TOP CHORDS CONTINUOUS LONGITUDINAL BRACING USING 2X4 MIN. AT 'I FEET ON CENTER, LAPPED AT - LEAST TWO TRUSSES AND CONNECTED TO CHORDS WITH 2 -16d NAILS. ADD 45 DEGREE DIAGONAL BRACING AT 20' -011 FEET ON CENTER FOR FULL WIDTH OF TRUSS, SIZE AND CONNECTIONS AS INDICATED ABOVE. DRAWINGS AND SPECIFICATIONS AS INSTRUMENTS OF PROFESSIONAL SERVICE, ARE AND SHALL REMAIN B. PROVIDE VERTICAL CROSS BRAKING AT EACH GABLE END OF BUILDING AND AT A MAXIMUM SPACING OF 11 -011 THE PROPERTY OF THE ARCHITECT. FEET ON CENTER AND EXTEND FOR AT LEAST 2 TRUSSES. GRACING SIZE AND CONNECTIONS AS INDICATED ABOVE OR THESE DOCUMENTS ARE NOT TO BE AS, -SHOWN ON PLANS. USED, IN WHOLE IN PART, FOR ANY OTHER PROJECTS OR PURPOSES. OR BY ANY OTHER C. PERMANENT WEB BRACING SHALL BE DESIGNED TO FUNCTION INDEPENDENTLY OF THE MAN STRUCTURE. SCAB OR T PARTIES, THAN THOSE CPERLv AUTHORIZED BY CONTRAACT, BRACING SHALL BE USED FOR ALL WEB MEMBERS AS REQUIRED BY THE MANUFACTURERS SHOP DRAWINGS. WITHOUT THE SPECIFIC WRITTEN AUTHORIZATION OF SARDINAS D. TM86 81.1156YSTE1-16 AND PIGGYBACK TRUSSES REQUIRE MINIMUM BRACING AND OTHER REQUIREMENTS AS STATED ARCHITECTS, INC. ABOVE, E. TRUSS MANUFACTURE SHALL CONSIDER PERMANENT $RACING REQUIREMENTS DURING TRUSS LAYOUT AND DESIGN. TRUSS LAYOUT OR DESIGN WHICH CANNOT BE READILY PERMANENTLY BRACED WILL NOT BE ACCEPTED. F"; T Y Q � T` 1'� �,lT �, _' .it's Information 10. TRUSSES, TRUSS FRAMING PLAN, CONNECTIONS AND BRACING SHALL BE DESIGNED AND SIGNED AND SEALED BY A ` G I I j t'� �3 DELEGATED FLORIDA PROFESSIONAL ENGINEER MR 4 MRS, CARLOS DE CE&PEDES S T R11CTl '`: ,_ , ` ( I'•.,I, sew NW 68 &T 11. ALL TRUSSES SHALL BE DESIGNED FOR THE FOLLOWING LOADS: MIAMI, FL 33166 A. ROOFS: FLOORS -(MINIMUM) TOP CHORD LIVE LOAD 30 PSF TOP CHORD LIVE LOAD 40 PSF TOP CHORD DEAD LOAD 15 PSF TOP CHORD DEAD LOAD 20 PSF BOTTOM CHORD DEAD LOAD IV P5F BOTTOM CHORD DEAD LOAD 10 PSF e 't' ", 11(? Y. - .- --l- 3. TOTAL 55 PSF TOTAL 10 PSF , :r" �� B. CONCENTRATED LOADS AS INDICATED IN DRAWINGS. " C. WIND LOADS PER THE ASCE1 -10 FOR HEIGHT, ROOF SLOPE, SHAPE AND PARTIALLY OPEN STRUCTURE AS APPLICABLE. SEPARATE CALCULATIONS FOR WIND LOADS $HALL BE SUBMITTED INDICATING ALL ASSUMPTIONS AND CRITERIA. D. MINIMUM NET UPLIFT LOAD: SEE ROOF PLAN. E. STRESS INCREASE SHALL NOT BE USED FOR STEEL DESIGN OF METAL TRUSS PLATES. 12. STORE WOOD TR115SE8 ABOVE GRADE OR FLOOR AND PROTECTED FROM WEATHER 13. SHOP DRAWINGS ARE REQUIRED. SHOP DRAWINGS SHALL IDENTIFY THE SPECIFIC PROJECT, L16T ALL DESIGN CRITERIA, LIST ALL MATERIAL SPECIFICATIONS, DETAIL ALL CONNECTIONS AND ERECTION REQUIREMENTS. SHOP DRAWINGS SHALL INDICATE THAT THE REQUIREMENTS STATED ABOVE ARE UNDERSTOOD AND MET AS SUBMITTED. / ' 00, • • 0 / • ,,t l: Y4 i, , . J' � • { ; e r F "k (�! ��� a ( r * { l r.. f „..w '. :., I L a .-I 4r FRANCISCO CUELLO JR. r.E., INC. �r `` L p� " ' ` ?, r " Gonwlting Civil/Structural Engineer �( V " 147 ALNAMBRA CIRCLE SUITE 200 CORAL GABLES, FL 33134 la ; e . t �,, S4" l (305) 56'1-0125 ,,- Reg. No. 40067 F . Date 10 JAN 12 . Drawn By GC . Checked By MS . Revisions . Project Number SAMM Sheet 14 S -4