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Ahern Town House 329-331 PLANS 10.13.2017 GENERAL NOTES (CONTINUED CAST-IN-PLACE CONCRETE; MATERIAL SPECIF+CATIONS: - - T- DESIGN SPECIFICATIONS. FOR ELEVATORS ASSOCIATED WITH THIS PROJECT, EDGE OF SLAB OPENINGS AT PIT, FOUNDATION, FLOOR TO BE MIXED AND PLACED, IN ACCORDANCE WITH ACI 301, ACI 506 & 506.2. ALL REINFORCED CONCRETE ANCHOR BOLTS AND THREADED RODS: SHALL BE IN ACCORDANCE WITH ASTM A 307 OR ASTM F1554 FRAMING AND ROOF FRAMING HAVE BEEN COORDINATED FOR DIMENSIONS, SLAB EDGE SUPPORTS, HOIST TO HAVE 28 DAY COMPRESSIVE STRENGTHS AS FOLLOWS: GRADE 36. DESIGN CODE BEAM SUPPORTS AND RAIL SUPPORTS BASED ON ELEVATOR CUT SHEETS PROVIDED DURING THE DESIGN QT WIRE ROPE: GALVANIZED "AIRCRAFT" DESIGNED 7x19, 270KSI WIRE ROPE. FLORIDA BUILDING CODE 2014 PHASE FOR THIS PROJECT. CONTRACTOR SHALL BE RESPONSIBLE FOR COORDINATING WITH THE ELEVATOR ALL STRUCTURAL ELEMENTS f'c = 4000 PSI UNLESS NOTED OTHERWISE. WASHERS: SHALL_ BE IN ACCORDANCE WITH ASTM A500 (GRADE B). , MANUFACTURER FOR THE ELEVATOR(S) TO BE INSTALLED ON THE PROJECT AND SHALL ADJUST SLAB • COLUMNS & WALLS: f'c = 4,000 PSI NUTS: SHALL BE IN ACCORDANCE WITH ASTM A 563 GRADE A HEX. DESIGN LOADS: ACTUAL AND UNIFORM OPENING DIMENSIONS, PROVIDE MISCELLANEOUS FRAMING AS REQUIRED FOR SLAB OPENING ADJUSTMENTS, • BEAMS & ELEVATED SLAB: f c = 4,000 PSI METAL CONNECTORS: ALL METAL CONNECTORS WHICH ARE EXPOSED TO EXTERIOR SHALL BE GALVANIZED. `u ` ROOF SLAB EDGE SUPPORTS, RAIL SUPPORTS AND HOIST BEAM SUPPORTS, AS REQUIRED. CONTRACTOR SHALL FOUNDATIONS: f'c = 3,000 PSI RETROFIT REBAR/ROD INSTALLATION: EMBEDMENT OF RODS OR REBAR DOWELS SHALL BE 12 BAR ROOF LOADING (cd-1 .25) COORDINATE WITH ARCHITECT FOR ALL REQUIRED ADJUSTMENTS AS NOTED AND SHALL BE RESPONSIBLE SLAB ON GRADE: f'c = 3,000 PSI T Lou , go and • DIAMETER MINIMUM, HOLES SHALL BE t/ " LARGER THAN REBAR SIX AND /8" LARGER THAN THREADED u ori i TOP CHORD LIVE LOAD 20 psf FOR COSTS ASSOCIATED WITH ANY REQUIRED ADJUSTMENTS NOTED ABOVE FOR INSTALLATION OF 4 Aysociaces. Inc. p ROD SIZE. U 0 ��.� TOP CHORD DEAD LOAD 10 psf (ARCH SHINGLES) ELEVATOR(S) AT NO ADDITIONAL COST TO OWNER. ALL CONCRETE MIX DESIGN SUBMITTALS SHALL INCLUDE A WRITTEN DESCRIPTION INDICATING WHERE EACH EPDXY: RED HEAD EPCON G5. BOTTOM CHORD LIVE LOAD 10 psf PARTICULAR MIX IS TO BE PLACED WITHIN THE STRUCTURE. REINFORCING S S 4��O Ole Bea A, Fla BOTTOM CHORD DEAD LOAD 5 psf STEEL: HALL BE ASTM A615, GRADE 60. Jacksc,nvi(le Beach, F132250 SHRINKAGE EFFECTS RECOMMENDATIONS: STRUCTURAL STEEL: SHALL BE ASTM A992, GRADE 50. Ph. 242-0908 DUE TO THE NATURE OF WOOD FRAMING IN MULTI-STORY BUILDINGS, A TOTAL SHRINKAGE ON THE ORDER UNLESS NOTED OTHERWISE, NORMAL WEIGHT CONCRETE (145 PCF) SHALL BE USED WITH 3/4" MAX. WELDED WIRE FABRIC (WWF): SHALL BE ASTM A185. FL: CA# 5344 Sc C.A#3579 FLOOR OF 3/4" CAN BE ANTICIPATED. CONTRACTOR SHALL UTILIZE CONSTRUCTION TECHNIQUES TO HELP (ELEVATED) OR 1 " MAX. (SLAB-ON-GRADE) COARSE AGGREGATE CONFORMING TO ASTM C 33. www.ip-a.com FLOOR LOADING MINIMIZE THE ADVERSE EFFECTS OF BUILDING SHRINKAGE. ""�"�"""""""i93°1t""41Jn,,r (cd=1.00) CONCRETE MASONRY:_ TOP CHORD LIVE LOAD (INTERIOR) 40 psf PROTECT FRESHLY POURED CONCRETE FROM PREMATURE DRYING AND EXCESSIVE COLD AND HOT E TOP CHORD LIVE LOAD (BALCONIES) 6Q TEMPERATURES. START CURING AS SOON AS FREE WATER HAS DISAPPEARED FROM THE CONCRETE ALL MASONRY DESIGN AND CONSTRUCTION SHALL CONFORM TO ACI 530-05/ASCE 5-05/TMS 402-05 #� .g 'ft ( psf SITE STORAGE: AN OFTEN OVERLOOKED ASPECT IN MULTISTORY WOOD FRAME CONSTRUCTION ISS°' �,tC �y �.' '�;, TOP CHORD LIVE LOAD (CORRIDOR) 100psf SURFACE AFTER PLACING AND FINISHING. ALL CURING PROCEDURES TO FOLLOW ACI 308. AND ACI 530.1-05/ASCE 6-05/TMS 602-05. CMU SHALL BE IN ACCORDANCE WITH ASTM C90-75, `` HANDLING AND STORAGE OF LUMBER ON THE PROJECT SITE. THE STEPS TAKEN BY THE ENGINEER, TOP CHORD DEAD LOAD 20 psf ARCHITECT, OR DESIGNER TO ENSURE THE BUILDING IS DESIGNED APPROPRIATELY MAY BE LOST IF THE HOLLOW LOAD--BEARING (CMU), TYPE 1, GRADE N-1, NORMAL WEIGHT, WITH A MINIMUM COMPRESSIVE )VO, 87 e BOTTOM CHORD LIVE LOAD 0 psf LUMBER IS LEFT EXPOSED TO THE ELEMENTS. STORING UNPROTECTED LUMBER DIRECTLY ON THE GROUND PROTECT CONCRETE FROM DAMAGE AND REDUCED STRENGTH CAUSED BY FROST, FREEZING ACTIONS AND STRENGTH OF 1900 PSI (f'm=1500 PSI). GROUT ALL CELLS CONTAINING VERTICAL REINFORCEMENT IN LOW TEMPERATURES IN COMPLIANCE WITH ACI 306. " � : S ' BOTTOM CHORD DEAD LOAD 5 psf MUST BE AVOIDED. INSTEAD, PLACE LUMBER UNITS ON SUPPORTS TO KEEP UNITS AWAY FROM MUD AND 5 -0 MAXIMUM LIFTS PROVIDE CLEANOUTS PER ACI 530.1-02 IN THE BOTTOM OF COURSE OF MASONRY �®= TATE � STANDING WATER. LUMBER THAT HAS INCREASED MC FROM RAIN SHOULD BE ALLOWED TO DRY BEFORE WHEN THE WALL HEIGHT EXCEEDS 5-0". PROTECT CONCRETE FROM DAMAGE AND REDUCED STRENGTH CAUSED BY HIGH TEMPERATURES IN �`- &,P,{ARID ATTACHING SHEATHING ELEMENTS. DEFLECTION CRITERIA: COMPLIANCE WITH ACI 305. UNIFORMLY COOL WATER AND AGGREGATES BEFORE MIXING TO OBTAIN ATOTAL LOAD L �� 24�J / CONCRETE MIXTURE TEMPERATURE OF NOT GREATER THAN 90 DEGREES FAHRENHEIT AT POINT OF CONCRETE MASONRY UNITS SHALL BE NORMAL WEIGHT AND CONFORM TO ASTM C-90. LAY IN RUNNING '�•ti„lA�tLE� ROOF FRAMING: LIVE LOAD L """" ",,•` / 180 FINISH MATERIAL: EXERCISE CARE IN DETAILING LARGE EXPANSES OF INTERIOR AND EXTERIOR DRYWALL, BOND UNLESS NOTED OTHERWISE. F'M SHALL BE 1500 PSI (MIN. CMU COMPRESSIVE STRENGTH = 1900 FLOOR FRAMING: LIVE LOAD L/480 & TOTAL LOAD L/360 & 0.75" MAX PANELING AND SIDING WHERE CUMULATIVE EFFECTS OF MULTISTORY DIMENSIONAL CHANGE COULD CAUSE PLACEMENT. PSI). COMPLETE TEST REPORTS THAT DOCUMENT MINIMUM COMPRESSIVE STRENGTH SHALL BE SUBMITTED Christopher FINISH SURFACES TO BUCKLE. EXAMPLES ARE STAIRWELLS, SHAFTS, VAULTED CEILINGS AREAS, ATRIUMS TO THE BUILDING INSPECTOR. ). Sabourin. PE WIND LOADING: AND CONTINUOUS VERTICAL SIDING APPLICATIONS. EXPANSION JOINTS OR SLIP-TYPE ARCHITECTURAL WHERE NEW CONCRETE IS TO BE POURED ONTO EXISTING CONCRETE, ROUGHEN AND CLEAN SURFACE OF I= L P E#7 1461 ASCE 7/10 FOR WIND UPLIFT, TRUSSES SHALL BE DESIGNED WITH A MIN. DEAD LOAD CONDITION OF 5 DETAILS ARE OFTEN EMPLOYED IN THESE AREAS AT EACH FLOOR ELEVATION. THE ADJOINING AREA AND COAT WITH SIKADUR 32 HI-MOD OR AN APPROVED BONDING AGENT. GROUT SHALL BE IN ACCORDANCE WITH ASTM C476 WITH A MINIMUM OF 28 DAY COMPRESSIVE STRENGTH PSF TOP CHORD AND 5 PSF BOTTOM CHORD. REACTIONS CALCULATED FOR THE BEARING POINTS OF AN psi 11ASTM .1019. GROUT SHALL HAVE A MAXIMUM COURSE AGGREGATE SIZE REVISIONS DATE ROOF TRUSSES SHALL BE REDUCED. SPECIFICALLY, ATTIC FLOOR LIVE LOADS COMBINED WITH ROOF DOORS AND WINDOWS: WINDOWS SHOULD BE INSTALLED INTO PREPARED OPENINGS IN EXTERIOR WALLS NO ADDITIONAL WATER SHALL BE ADDED TO THE CONCRETE AT THE JOB SITE. OF " AT AN 8 TO 11 SLUMP. MORTAR SHALL CONFORM TO ASTM C270 AND TYPE M OR S. TYPE 3/a PLACED N MORTAR LIVE LOADS SHALL BE MULTIPLIED BY 0.75 WHEN COMBINED w/ DEAD LOAD. WHEN LUMBER IS AS CLOSE TO THE FINAL MOISTURE CONTENT AS POSSIBLE. WINDOWS ARE USUALLY SEE ARCHITECTURAL, ELECTRICAL, MECHANICAL, FIRE PROTECTION AND PLUMBING DRAWINGS FOR DRIPS, MAY BE USED IN BRICK VENEER. DETAILED TO ALLOW FOR UP TO ONE-HALF INCH MOVEMENT PER FLOOR. FURTHER, A CLEAR GAP SHOULD BASIC WIND SPEED (ASCE 7-10) --- --- 130 MPH (ULTIMATE) BE PROVIDED TO ALLOW FOR DIFFERENTIAL MOVEMENT AT THE BOTTOM WINDOW RAIL AND THE SILL CHAMFERS, REGLETS, SLOTS, SLEEVES, RUSTICATIONS, INSERTS ANCHORS AND OTHER EMBEDDED ITEMS BELOW. DOORS SHOULD BE INSTALLED WITH AN ADEQUATE GAP BETWEEN THE JAMB AND TOP OF DOOR. JOINT REINFORCING - TRUSS TYPE, 9 GAUGE SPACED VERTICALLY AT 16" UNLESS NOTED OTHERWISE AND IMPORTANCE FACTOR - NOT NOTED ON STRUCTURAL DRAWINGS. CONTRACTOR SHALL BE RESPONSIBLE FOR COORDINATING &_---------------- 1.00 PLACING ALL EMBEDDED ITEMS SHOWN ON DRAWINGS & ADDITIONAL ITEMS NOTED IN THIS NOTE, AS CONFORM TO ASTM A-82. FOR ALL DOOR ROUGH OPENINGS, A GAP SHOULD ALSO BE LEFT ABOVE THE JAMB. THE ADJACENT MEAN ROOF HEIGHT ----------------------- 40.0 FT TRIMMER STUDS LOCATED TO THE RIGHT AND LEFT SHOULD SUPPORT DOORS. REQUIRED BY OTHER TRADES. VERTICAL REINFORCING IN CONCRETE MASONRY (AS REQUIRED) SHALL BE DOWELED INTO THE FOUNDATION FIELD ALTERATION ROOF PITCH -----------_-- -- -- 6/12 ELECTRICAL, MECHANICAL, AND PLUMBING: USING FLEXIBLE JOINTS AND OR VERTICALLY ELONGATED ALL OPENINGS REQUIRED BY OTHER TRADES ARE TO BE COORDINATED W/ARCH. & MECH. DWGS., AND ARE AND EXTEND INTO THE BOND BEAM AT THE FLOOR OR ROOF. PROVIDE MIN. 4" X 4" OPENING AT U BLOCK CONTR4CTORSHALL CONTACT LOU BUILDING CATEGORY ----------------------- IHOLESFOR SUBJECT TO STRUCTURAL ENGINEERING APPROVAL. FOR VERTICAL BAR. PONTIGQ a ASSOCIATES,INC.PRIOR TO MAIar > > FROM 1-HE ANY STRUCTURAL FIELD EXPOSURE CATEGORY ------ ----------- D PROBLEMS RESULTELECTING MECHANICAL NGFROMWOOD SHRINDAGE. SUCH PRODUCTS FLOORS TS NCLUDFLEXIBLE AY IN POTENTIAL BLE PIPEGOND TCATIONSWHICHMAYVARY MODIFI COUPLINGS. ALL OPENINGS IN CONCRETE SLABS SHALL BE LOCATED, SIZED AND REINFORCED WITH THE EXCEPTION OF PROVIDE REINFORCING IN CONCRETE MASONRY GROUTED CELLS AT EACH SIDE OF OPENING, EQUAL TO THE CONSTRUCTION DOCUINTENT OF MEN°TS.A YL ENCLOSURE CLASSIFICATION ENCLOSED ( FIELD ALTERNATIONS MADE PRIOR TO SMALL OPENINGS AND/OR SLEEVES OF A SIZE THAT WILL NOT DISPLACE OR INTERRUPT THE CONTINUITY REINFORCING DISPLACED. MINIMUM REINFORCING SHALL BE (1 ) TYPICAL REINFORCEMENT BAR AT EACH SIDE BEING APPROVED BY LOU PONTIGO8 INTERNAL PRESSURE COEFFICIENT -------------- f .18 ASSO(,IATES,INC.MAY RESULT IN FOUNDATIONS: OF THE REINFORCING) AS SHOWN ON RESPECTIVE FLOOR PLANS AND DETAILS. ALL OPENINGS IN SLAB UNLESS REINFORCED CONCRETE JAMB IS CALLED OUT. ADC}ITIONALENGINEERING OR GEOTECHNICAL INSPECTION FEES. A AND RECOMMENDATIONS HAVE BEEN PROVIDED BY MESKEL & ASSOCIATES INC, LESS THAN 10" SHALL BE COORDINATED WITH ARCHITECTURAL & MEP DRAWINGS AND ARE SUBJECT TO COMPONENTS & CLADDING ALLOWABLE PRESSURES PROJECT NO 0190-0001 DATED SEPTMENER 7, 2017. THE CONTRACTOR SHALL PREPARE THE FOUNDATION STRUCTURAL ENGINEER'S APPROVAL. ANY ALTERATIONS REQUIRE APPROVAL OF THE STRUCTURAL PROVIDE JOINT REINFORCING AT 8" AT MASONRY BELOW GRADE, 2 ROWS AT 8" AT TOP AND BOTTOM OF SITE PRE GEOTECHNICAL REPORT. BASED ON THEIR RECOMMENDATIONS, THE FOLLOWING SYSTEM WILL BE ENGINEER. (SEE TYPICAL SLAB OPENING DETAIL). OPENINGS, (EXTEND 24" EACH SIDE) AND 2 ROWS AT 8" AT BOND BEAMS. UNLESS NOTED OTHERWISE, TRIBUTARY INTERIOR EDGE STRIP (PSF): USED: WHERE MULTIPLE WYTHES OF CONCRETE MASONRY ARE CONSTRUCTED AND/OR WHERE ADDITIONAL WYTHES AREA (sf) ZONE ('PSF) 'a' = 12'-0" DEFECTIVE AREA IN CONCRETE INCLUDING, BUT NOT LIMITED TO, HONEY-COMBING, SPALLS, AND CRACKS OF CONCRETE MASONRY ARE ADDED TO EXISTING WYTHES, EACH ADJACENT WYTHE SHALL BE TIED TO THE THE FOUNDATION SYSTEM WILL BE AS FOLLOWS: WITH WIDTHS EXCEEDING 0.01 INCH SHALL BE REPAIRED. EXTENT OF DEFECTIVE AREA TO BE DETERMINED NEXT WYTHE WITH TYPICAL JOINT REINFORCING (NEW CONSTRUCTION FOR BOTH WYTHES) OR 10 +30.2 -32.9 +30.2 -40.5 •SHALLOW FOUNDATIONS BEARING 18" BELOW GRADE. ALLOWABLE BEARING PRESSURE = 3,000 BY THE STRUCTURAL ENGINEER. POST-INSTALLED TIES APPROVED BY ARCHITECT/ENGINEER (ADDITION TO EXISTING CONSTRUCTION) WITH 50 +27.1 -29.6 +27.1 -34.2 FOUNDATION PLAN ONLY CONVEYS STRUCTURAL INFORMATION. FOR GENERAL FEATURES, CONDUITS, SPACING/LOCATIONS MATCHING THE SPACING/LOCATIONS FOR TYPICAL JOINT REINFORCING DESCRIBED INCONCRETE REINFORCING: THE GENERAL NOTES. ELECTRICAL EMBEDS, STEP HEIGHTS, ETC., SEE ARCHITECTURAL PLANS. DO NOT SCALE FOOTING 100 +25.7 -28.2 +25.7 -31.2 DIMENSIONS AND LOCATIONS FROM THE FOUNDATION PLAN. IF FOOTING SIZE OR LOCATION IS NOT REINFORCING STEEL AND ACCESSORIES SHALL BE DETAILED IN ACCORDANCE WITH ACI 315-99 (MANUAL CONCRETE MASONRY UNITS SHALL BE CUT BELOW CONCRETE BEAMS OR BOND BEAMS AS REQUIRED IN DETERMINED ON PLAN THEN CONTACT THE STRUCTURAL ENGINEER. OF STANDARD PRACTICE FOR DETAILING REINFORCED CONCRETE STRUCTURES) AND CRSI MSP2-01 ORDER TO GET CONTINUOUS BEAM OR BOND BEAMS AT THE PROPER ELEVATION. THE VALUES ABOVE ARE ALLOWABLE WIND PRESSURE VALUES (ASD). THE ABOVE WIND PRESSURES HAVE BEEN (MANUAL OF STANDARD PRACTICE). (IBC 2009: CRSI MANUAL OF STANDARD PRACTICE, 28TH EDITION) REDUCE BY 0.60 AS PERMITTED BY THE ALLOWABLE STRESS DESIGN METHODOLOGY. NO FURTHER REDUCTION UNLESS OTHERWISE NOTED ON DRAWINGS, MINIMUM CONCRETE COVER FOR REINFORCING SHALL BE 3" IN ALL CELLS BELOW GRADE AND SLAB ON GRADE SHALL BE GROUTED. SHALL BE PERMITTED FOOTINGS AND MESH SHALL BE CENTERED IN SLAB ON GRADE USING SUPPORT BARS AND CHAIRS. IN ALL REINFORCING STEEL SHALL CONFORM TO ASTM A-615, GRADE 60 (UNLESS NOTED OTHERWISE). CONTINUOUS FOOTINGS PROVIDE #4 @ 48" O.C. OR ROD CHAIRS. PROVIDE CONTINUITY OF REINFORCING AT HORIZONTAL BEAMS, BOND BEAMS AND REINFORCING SHALL BE DISCONTINUOUS AT CONTROL JOINTS. • COMPONENT & CLADDING WALL ELEMENTS SHALL BE DESIGNED FOR BOTH POSITIVE AND NEGATIVE PRESSURES INTERSECTIONS OF PERPENDICULAR CONCRETE ELEMENTS BY INSTALLING CORNER BARS, MINIMUM OF 40 UNLESS NOTED OTHERWISE, CONCRETE COVER FOR REINFORCING STEEL SHALL BE AS FOLLOWS: SHOWN IN TABLE ABOVE. BAR DIAMETERS INTO EACH ELEMENT. SPLICES IN REINFORCING, WHERE PERMITTED, SHALL BE 48 BAR 1. CONCRETE CAST AGAINST EARTH ----------------- 3" 16" DEEP BOND BEAMS MAY BE CONSTRUCTED OF 8" U BLOCK BELOW AND 8" STANDARD BLOCK ABOVE • LINEAR INTERPOLATION IS PERMISSIBLE. DIAMETERS. 2. FORMED CONCRETE EXPOSED TO EARTH OR WEATHER ---- 2" WITH BREAK AWAY TOP PART OF WEB. • PLUS = PRESSURE AND MINUS = SUCTION. 3. WALLS - - - 3/4" • THE DISTANCE 'a' FROM OUTSIDE CORNERS OF BUILDING SHALL BE DESIGNED FOR EDGE STRIP PRESSURES. THE GEOTECHNICAL ENGINEER SHALL ACT AS THE OWNER'S REPRESENTATIVE AND SHALL MAKE 4. COLUMNS/BEAMS --------------------------- 1 1/2" SEE ARCHITECTURAL DRAWINGS FOR LAYING MASONRY AND LOCATION OF OPENINGS. ARCHITECT SHALL BE • DESIGN OF WINDOWS/DOORS FASTENING TO THE WALL FRAMING IS THE RESPONSIBILITY OF THE WINDOW/DOOR OBSERVATIONS AND TESTS AS CONSIDERED NECESSARY FOR QUALITY CONTROL. WHERE FOUNDATIONS OR 5. CONVENTIONAL REINFORCING ELEVATED SLABS --------- 1" RESPONSIBLE FOR THE DESIGN OF ALL FLASHING. MANUF./SUPPLIER & SHALL MEET THE ABOVE NOTED POSITIVE AND NEGATIVE PRESSURES. OTHER CRITICAL ELEMENTS ARE TO BE SUPPORTED ON ENGINEERED FILL, CONTINUOUS OBSERVATIONS AND TESTS OF GRADING OPERATIONS SHALL BE MADE BY THE GEOTECHNICAL ENGINEER. ALL TESTS SHALL BE SUBMIT SHOP DRAWINGS WHICH ADEQUATELY DEPICT THE REINFORCING BAR SIZES AND PLACEMENT. FACE SHELLS OF BED JOINTS SHALL BE FULLY MORTARED. WEBS SHALL BE FULLY MORTARED IN ALL LIMITS OF STRUCTURAL ENGINEERING DESIGN (RESPONSIBILITIES: PERFORMED IN ACCORDANCE WITH PROCEDURES SET FORTH IN THE CURRENT BOOK OF STANDARDS OF WRITTEN DESCRIPTION OF REINFORCEMENT WITHOUT ADEQUATE SECTIONS, ELEVATIONS AND DETAILS IS NOT COURSES OF PILASTERS, PIERS, COLUMNS, IN THE STARTING COURSE ON FOUNDATIONS WHERE ADJACENT THE ITEMS SPECIFICALLY DESIGNED BY THE STRUCTURAL ENGINEER ARE LIMITED TO THE FOLLOWING: THE AMERICAN SOCIETY OF TESTING AND MATERIALS (ASTM). ACCEPTABLE. CELLS CAVITIES ARE TO BE GROUTED, & WHERE OTHERWISE NOTED. �+ CONTINUOUS LOAD PATH FOR WIND UPLIFT, WOOD PANEL SHEARWALLS, WALL FRAMING AND REQUIRED / m SHEATHING AND HEADERS DIRECTLY SUPPORTING ROOF FRAMING. ITEMS NOT DESIGNED PRE-ENGINEERED WHERE FILL IS REQUIRED, IT SHALL BE PLACED IN ACCORDANCE WITH INSTRUCTIONS OF THE PROJECT AL[_ WELDED REINFORCING STEEL SHALL CONFORM TO ASTM A-706, GRADE 60, AND BE USED ONLY WITH N WOOD FLOOR AND ROOF TRUSSES, FLOOR FRAMING NOT SPECIFICALLY ADDRESSED, TRUSS-TO-TRUSS GEOTECHNICAL ENGINEER TO MAINTAIN DESIGN BEARING PRESSURE. PR,OR PERMISSION FROM THE STRUCTURAL ENGINEER. CONNECTION, AND ANY ARCHITECTURAL, MECHANICAL OR ELECTRICAL SYSTEM INCLUDING FIRE WALL 4LJ DETAILS & SPECIFICATIONS. UNLESS SPECIFICALLY NOTED AS "CANTILEVERED" ON PLAN OR DETAILS, WALLS RETAINING EARTH MUST ALL TENSION SPLICES, INCLUDING SPLICES FROM BARS LABELED CONTINUOUS, SHALL CONFORM TO ACI GENERAL NOTES: BE SHORED CONTINUALLY PRIOR TO COMPLETION OF' STRUCTURAL SLABS ON GRADES AND/OR ELEVATED 318-05. SPLICES SHALL BE CLASS B IN ACCORDANCE WITH ACI 318, UNLESS NOTED OTHERWISE. W THESE CONTRACT DOCUMENTS REPRESENT THE FINISHED STRUCTURE. THEY DO NOT INDICATE THE METHOD SLABS HAVE BEEN PLACED. THE CONTRACTOR SHALL BE RESPONSIBLE FOR PROVIDING THE DESIGN, REINFORCEMENT SHALL BE SPLICED ONLY AT LOCATIONS SHOWN OR NOTED IN THE STRUCTURAL f 0 OF CONSTRUCTION. THE CONTRACTOR SHALL [PROVIDE ALL MEASURES NECESSARY TO PROTECT THE ADEQUACY, SAFETY, AND STABILITY OF TEMPORARY ERECTION BRACING AND SHORING. DOCUMENTS, EXCEPT REINFORCEMENT MARKED "CONTINUOUS" CAN BE SPLICED AT LOCATIONS DETERMINED STRUCTURE, WORKERS AND OTHER PERSONS DURING CONSTRUCTION. SUCH MEASURES SHALL INCLUDE, BY CONTRACTOR. SPLICES AT OTHER LOCATIONS SHALL BE APPROVED IN WRITING BY THE STRUCTURAL rV BUT ARE NOT LIMITED TO, MEANS AND METHODS, BRACING, SHORING, FORMS, SCAFFOLDING, GUYING OR BACKFILL AGAINST WALLS SHALL BE DEPOSITED EVENLY IN 8" TO 12" LIFTS AGAINST BOTH SIDES OF WALL ENGINEER. (FBC 2010: ACI 318-08) OTHER MEANS TO AVOID EXCESSIVE STRESSES AND TO HOLD STRUCTURAL ELEMENTS IN PLACE DURING UNTIL THE LOWER FINAL GRADE IS REACHED. CONTRACTOR SHALL PROVIDE ADEQUATE BRACING OR z 0 CONSTRUCTION. OBSERVATION VISITS TO THE 'SITE BY THE STRUCTURAL ENGINEER OR STRUCTURAL SHORING FOR ALL WORK DURING THE CONSTRUCTION PERIOD. BACKFILL SHALL NOT BE PLACED AGAINST WELDED WIRE REINFORCEMENT SHALL CONFORM TO ASTM A-185 AND BE LAPPED TWO FULL PANELS, TIED ry 'J OBSERVERS SHALL NOT INCLUDE INSPECTION- OF THE ABOVE ITEMS. WALLS UNTIL THE WALLS HAVE ACHIIEVED 75% OF SPECIFIED DESIGN STRENGTH. ON EACH SIDE AND SHALL BE SUPPLIED IN FLAT SHEETS. W� LL TYPICAL DETAILS AND NOTES ON THESE SHEETS SHALL APPLY UNLESS SPECIFICALLY SHOWN OR NOTED FOOTINGS SHALL BE CENTERED ABOUT COLUMN LINES UNLESS NOTED 'OTHERWISE.' LONGITUDINAL REINFORCING BARS IN FOOTINGS SHALL BE PLACED CONTINUOUS AT CORNERS AND OTHERWISE. CONSTRUCTION DETAILS NOT FULLY SHOWN OR NOTED SHALL BE SIMILAR TO DETAILS SHOWN INTERSECTIONS. Q U FOR SIMILAR CONDITIONS. ALL WORK, MATERIALS AND CONSTRUCTION SHALL COMPLY WITH ALL TOP OF FOOTING ELEVATIONS PROVIDED ON DRAWINGS ARE FOR PURPOSES OF CONTRACT & SHALL BE Q APPLICABLE BUILDING CODES, REGULATIONS AND SAFETY REQMT'S. ADJUSTED, AS REQUIRED, AT TIME OF EXCAVATION TO BEAR ON PROPERLY PREPARED SUPPORT FOR EVERY VERTICAL OR HORIZONTAL BAR DISCONTINUED BY AN OPENING, ONE BAR (MIN. OF 2 BARS) N W SUBGRADE (PER GEOTECHNICAL REPORT RECOMMENDATIONS OR FIELD DIRECTIVES OF GEOTECHNICAL SHALL BE ADDED @ SIDE OF OPENING (HALF TO EACH SIDE - TYPICAL). FOR CLARITY, ALL OPENINGS MAY NOT BE SHOWN ON DRAWINGS. SEE ALSO ARCHITECTURAL, MECHANICAL, ENGINEER ON SITE) OR TO ADJUST (FOOTING ELEVATIONS TO AVOID INFLUENCE BETWEEN FOUNDATIONS & U ELECTRICAL AND PLUMBING PLANS. ALL OPENINGS AND PENETRATIONS SHALL BE LOCATED AND VERIFIED BURIED PLUMBING. SEE TYPICAL FOOTING-TRENCH INFLUENCE DETAIL FOR SIMILAR REQUIREMENTS FOR PROVIDE CORNER BARS AT ALL CONTINUOUS REINFORCING BARS AT ALL MEMBERS (FOUNDATIONS, WALLS, X _ BY ALL TRADES FROM DRAWINGS MADE BY THEM. CONTRACTOR SHALL NOT PROCEED WITH ANY WORK INFLUENCE BETWEEN FOUNDATIONS & BURIED PLUMBING. DO NOT EMBED PIPING WITHIN OR PASS PIPING SLABS, BEAMS AND OTHER MEMBERS). SHOWN ON DRAWINGS IF IN CONFLICT UNTIL RECEIVING CLARIFICATION FROM ARCHITECT. FOR FRAMING AT VERTICALLY OR HORIZONTALLY THROUGH ISOLATED FOOTINGS. �/ m z OPENINGS, SEE TYPICAL STRUCTURAL DETAILS. PROVIDE DOWELS FROM FOUNDATIONS, THE SAME SIZE AND NUMBER AS THE VERTICAL WALL OR COLUMN Cn WHERE THE GEOTECHNICAL ENGINEER FINDS AN UNSTABLE CONDITION IS BEING CREATED, EITHER BY REINFORCING, UNLESS NOTED OTHERWISE. Q WHERE A DETAIL, TYPICAL DETAIL, SECTION, TYPICAL SECTION OR PLAN NOTE IS SHOWN FOR ONE CUTTING OR FILLING, THE WORK SHALL NOT PROCEED IN THAT AREA UNTIL AN INVESTIGATION HAS BEEN CONDITION, IT SHALL APPLY FOR ALL SIMILAR OR LIKE CONDITIONS UNLESS OTHERWISE NOTED. MADE AND THE GRADING PLAN REVISED. ALL DOWELS AND TERMINATING BARS SHALL HAVE A STANDARD 90 DEGREE HOOK. Q CONTRACT DOCUMENTS INCLUDE, BUT ARE NOIT LIMITED TO, THE STRUCTURAL DOCUMENTS (DRAWINGS AND FILL TO BE COMPACTED TO 95% OF MAXIMUM DENSITY AS DETERMINED BY ASTM D-1557. PLACE FILL IN ALL HORIZONTAL REINFORCING SHALL BE CONTINUOUS THROUGH CONTROL AND/OR CONSTRUCTION JOINTS SPECIFICATIONS), BUT DO NOT INCLUDE SHOP DRAWINGS, VENDOR DRAWINGS, OR MATERIAL PREPARED AND LAYERS OF 8" THICK MAXIMUM & UNDER THE DIRECT SUPERVISION OF THE GEOTECHNICAL ENGINEER. FILL AND AROUND CORNERS. SUBMITTED BY THE CONTRACTOR. TO BE TESTED TO VERIFY COMPACTION AS REQUIRED BY THE GEOTECHNICAL ENGINEER. CONTRACT DOCUMENTS SHALL GOVERN IN THE EVENT OF A CONFLICT WITH THE CODE OF PRACTICE OR TESTS FOR DEGREE OF COMPACTION SHALL BE DETERMINED BY THE ASTM D-1556 OR ASTM D-2922 SHOP DRAWINGS: SPECIFICATIONS OF ACI, PCI, AISC, SJI OR OTHER STANDARDS. WHERE A CONFLICT OCCURS WITHIN THE TEST METHODS. OBSERVATION AND FIELD TESTS SHALL BE CARRIED ON DURING FILL AND BACKFILL DESIGN OF PRE-ENGINEERED SYSTEMS SPECIFIED IN THE CONTRACT DOCUMENTS WHICH ARE CONTRACT DOCUMENTS, THE STRICTEST REQUIREMENT SHALL GOVERN. PLACEMENT BY THE GEOTECHNICAL [ENGINEER TO ASSIST THE CONTRACTOR IN OBTAINING THE REQUIRED DESIGNED/ENGINEERED BY OTHERS IS THE SOLE RESPONSIBILITY OF THE DELEGATED ENGINEER. DEGREE OF COMPACTION. IF LESS THAN 95 (U.O.N. IN SOILS REPORT) PERCENT IS INDICATED, ADDITIONAL SUBMITTALS OF SUCH SYSTEMS SHALL BE SEALED BY AN ENGINEER LICENSED IN THE PROJECT STATE. MATERIAL, WORKMANSHIP, AND DESIGN SHALL CONFORM TO THE REFERENCED BUILDING CODE. COMPACTION EFFORT SHALL BE MADE WITH ADJUSTMENT OF THE MOISTURE CONTENT AS REQUIRED COMPACTION IS OBTAINED. STRUCTURAL DRAWINGS INDICATE TYPICAL AND CERTAIN SPECIFIC CONDITIONS ONLY. SHOP DRAWINGS THE GENERAL CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND SITE CONDITIONS AND NOTIFY ARCHITECT SHALL DETAIL ALL CONDITIONS IN ACCORDANCE WITH SPECIFIED STANDARDS AND THE SPECIFIC OF ANY DISCREPANCIES PRIOR TO PROCEEDING WITH WORK. FOR DIMENSIONS NOT SHOWN ON STRUCTURAL REQUIREMENTS OF THIS PROJECT AS INDICATED IN THE PROJECT DOCUMENTS. DRAWINGS, SEE ARCHITECTURAL DRAWINGS. DO NOT SCALE FOR DIMENSIONS NOT SHOWN ON DRAWINGS. SEND WRITTEN REQUEST FOR INFORMATION TO THE ARCHITECT FOR DIMENSIONS NOT PROVIDED. THE CONTRACTOR SHALL SUBMIT, AS REQUIRED, PRINTS OF SHOP DRAWINGS FOR ALL FABRICATED MATERIALS TO ARCHITECT FOR REVIEW. ALL DIMENSIONS AND ELEVATIONS SHOWN ON STRUCTURAL DRAWINGS SHALL BE VERIFIED WITH ARCHITECTURAL DRAWINGS. RESOLVE ALL DISCREPANCIES WITH ARCHITECT PRIOR TO START OF CONCRETE SLAB ON GRADE: REVIEW IS FOR GENERAL COMPLIANCE WITH THE CONTRACT DOCUMENTS. NO APPROVAL IS IMPLIED FOR CONSTRUCTION. DO NOT SCALE DRAWINGS COORDINATE THE STRUCTURAL DOCUMENTS WITH THE SHALL BE INSTALLED OVER MINIMUM 6 MIL POLYETHYLENE VAPOR RETARDER WITH JOINTS LAPPED 6" AND THE ACCURACY OR COMPLETENESS OF DETAILS, QUANTITIES, DIMENSIONS, WEIGHTS OR GAUGES, ARCHITECTURAL, MECHANICAL, ELECTRICAL, PLUMBING AND CIVIL DOCUMENTS. ARCHITECT/STRUCTURAL SEALED OVER CLEAN, COMPACTED EARTH OR FILL WITH APPROVED CHEMICAL SOIL TREATMENT FOR FABRICATION PROCESSES, CONSTRUCTION MEANS OR METHODS, COORDINATION OF WORK WITH OTHER ENGINEER SHALL BE NOTIFIED OF ANY DISCREPANCY OR OMISSION. PREVENTION OF SUBTERRANEAN TERMITES. TRADES OR CONSTRUCTION SAFETY PRECAUTIONS - ALL OF WHICH ARE THE SOLE RESPONSIBILITY OF THE CONTRACTOR. MARKINGS OR COMMENTS SHALL NOT BE CONSTRUED AS RELIEVING THE CONTRACTOR CONTRACTOR HAS SOLE RESPONSIBILITY FOR MEANS, METHODS, TECHNIQUES, SEQUENCES, AND C.J. DENOTES CONCRETE SLAB "CONTROL JOINT" WHICH SHALL BE CUT INTO THE SLABS AT A DEPTH OF FROM COMPLIANCE WITH THE CONTRACT DOCUMENTS. THE CONTRACTOR IS RESPONSIBLE FOR CONFIRMING PROCEDURES OF CONSTRUCTION. CONTRACTOR HAS SOLE RESPONSIBILITY FOR THE DESIGN, ADEQUACY, / AND CORRELATING DIMENSIONS AT THE JORSITE FOR TOLERANCES, CLEARANCES, FABRICATION PROCESSES AND SAFETY OF ERECTION BRACING, SHORING, TEMPORARY SUPPORTS. CONTRACTOR HAS SOLE TIMES THE THICKNESS OF THE SLAB WITHIN 12 HOURS OF PLACING THE CONCRETE. MAXIMUM SPACING' " AND TECHNIQUES OF CONSTRUCTION. REVIEW OF A SPECIFIC ITEM SHALL NOT INCLUDE A REVIEW OF THE STRUCTURAL DRAWING INDEX RESPONSIBILITY TO COMPLY WITH ALL OSHA SAFETY REGULATIONS FOR ITS EMPLOYEES. OF INTERIOR SLAB CONTROL JOINTS, UNLESS NOTED OTHERWISE, SHALL BE 16 -0 (MAX.) IN EACH ENTIRE ASSEMBLY OF WHICH THE ITEM IS A COMPONENT. REVIEW OF RE-SUBMISSION ONLY COVERS DIRECTION. CONSTRUCTION OF CONTROL JOINTS SHALL BE LOCATED SUCH THAT THE AREA CONTAINED IS DESIGNATED CHANGES ON THE SUBMITTAL AND OTHER CHANGES CLEARLY IDENTIFIED BY THE CONTRACTOR. SO.0 DESIGN CRITERIA AND GENERAL NOTES NO STRUCTURAL CHANGE FROM THE APPROVED PLANS AND SPECIFICATIONS SHALL BE MADE IN THE FIELD 600 SQUARE FEET MAX., WITH A MAXIMUM RATIO OF LONG TO SHORT SIDE OF 2 TO 1. SHOP DRAWINGS REQUIRING A SPECIAL ENGINEERING DESIGN BY THE FABRICATOR SHALL BE STAMPED BY SO.1 GENERAL NOTES UNLESS WRITTEN APPROVAL IS OBTAINED PRIOR TO MAKING SUCH CHANGE. CHANGES WITHOUT THE A REGISTERED ENGINEER OF RECORD IN THE STATE IN WHICH CONSTRUCTION WILL OCCUR BEFORE S1.0 FOUNDATION PLAN DESIGN WRITTEN APPROVAL SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR. THE CONDITION SHALL BE SLAB CONSTRUCTION JOINTS SHALL BE USED IN PLACE OF CONTROL JOINTS WHERE NEEDED TO INTERRUPT SUBMITTING FOR REVIEW BY THE ARCHITECT/ENGINEER. REPAIRED OR REPLACED AS DIRECTED. A CONTINUOUS POUR. SLAB CONSTRUCTION JOINTS SHALL BE KEYED. S1.1 FIRST LEVEL WALL FRAMING PLAN CRITERIA THE MECHANICAL CONTRACTOR SHALL COORDINATE INSTALLATION OF THE REQUIRED INSERTS WITH THE PLACEMENT OF WELDED WIRE REINFORCEMENT IN SLAB, WHERE SPECIFIED, SHALL BE AT CONSISTENT COMPLETE LIMITED TO,SHOP WOOD DRAWINGS 8c ROOF CONSTRUCTION PRECAST CONCRETEF ALL BLCURTA NIALTY WALLTGMAZINGLSYSTEMS,ULIGHOT S1.11 SECOND FLOOR TRUSS PLACEMENT PLAN AND DEPTH OF 1"-2" FROM T/SLAB. WELDED WIRE REINFORCEMENT SHALL BE PROPERLY CHAIRED ABOVE GAGE STEEL FRAMING, ORNAMENTAL GUARDRAILS, SKYLIGHTS, AND STAIRS SHALL BE SEALED AND SIGNED S1.2 SECOND LEVEL WALL FRAMING PLAN GENERAL CONTRACTOR. REFER TO FURNISH MECHANICAL DRAWINGS FOR SUPPORT STRUCTURES AND INSERTS. THE GRADE. OVERLAP EACH REINFORCING SHEET TWO FULL PANELS AND TIE CROSS WIRES ON EACH SIDE. BY A PROFESSIONAL ENGINEER LICENSED IN THE STATE IN WHICH THIS BUILDING SHALL BE CONSTRUCTED S1.21 THIRD FLOOR TRUSS PLACEMENT PLAN GENERAL MECHANICAL CONTRACTOR SHALL FURNISH AL[_ NECESSARY STRUCTURES FOR MECHANICAL EQUIPMENT, HANGING DEVICES AND INSERTS FOR INSTALLATION OF MECHANICAL EQUIPMENT. WELDED WIRE REINFORCEMENT SHALL BE SUPPLIED IN FLAT SHEETS. AND SHALL BE AVAILABLE AT THE JOB SITE DURING TIMES OF INSPECTION. S1.3 THIRD LEVEL WALL FRAMING PLAN NOTES REFER TO ARCHITECTURAL/MECHANICAL FOR SLAB FINISHES, SLAB DEPRESSIONS, THICKENED SLABS (IN THE OWNER WILL NOT PAY FOR ADDITIONAL CHARGES DUE TO RE-DETAILING FEES ASSOCIATED WITH A ` S1.31 ROOF TRUSS PLACEMENT PLAN ADDITION TO THICKENED SLABS NOTED ON STRUCTURAL DRAWINGS), ELEVATIONS, AND ENCASED OR THREE-DIMENSIONAL DETAILING PROGRAM. THE DETAILER SHALL ESTIMATE AND INCLUDE ANY COSTS IN S1.32 TOWER WALL FRAMING AND ROOF TRUSS PLACEMENT PLANS DO NOT SCALE DIMENSIONS FROM EMBEDDED ITEMS. THE BASE BID ASSOCIATED WITH RE-DETAILING FEES AS A RESULT OF CHANGES AND/OR REVISIONS MADE T"ESE°IZP�ARR IF A REFER HE NIS / S2.0 WALL SECTIONS AND DETAILS UNCLEAR REFER TO THE TO THE SHOP DRAWINGS DURING THE SHOP DRAWING REVIEW. ARCHITECTURAL DRAWINGS OR PLUMBING AND ELECTRICAL CONDUITS SHALL BE PLACED BELOW THE SLAB AND NOT WITHIN THE SLAB. 52.1 WALL SECTIONS AND DETAILS (_ONTACTTHEEO.R VERTICAL PENETRATIONS ARE ALLOWED. SEE GENERAL NOTES FOR DESIGN CRITERIA AND ADDITIONAL REQUIREMENTS. FOOTINGS, HOLDDOWNS, S2.2 STAIRWELL ELEVATIONS PLAN NAME FASTENERS, ETC. INDICATED WITHIN WHICH SUPPORT A PRE-ENGINEERED ITEM ARE PRELIMINARY AND S3.0 MASONRY SECTIONS AND DETAILS AHEk N TOWNHOUSES 2 COLUMN BOX-OUTS SHALL BE USED TO ISOLATE AN ADEQUATE AREA AROUND COLUMN BASE PLATES TO SUBJECT TO CHANGE AFTER REVIEW OF THE PRE-ENGINEERED SHOP DRAWINGS. THESE SHOP DRAWINGS S4.0 STEEL FRAMING SECTIONS AND DETAILS DESIGN�DRAWN/CHECKED PROVIDE FOR COLUMN PLACEMENT AND LEVELING. BOX-OUTS ARE TO BE CLEAN AND FREE OF DEBRIS TO SHALL ALSO BE SUBMITTED TO THE BUILDING DEPT. AS A DEFERRED SUBMITTAL TO THE PERMIT C� / CSH /LAP TOP OF FOOTING PRIOR TO FILLING WITH CONCRETE. COLUMN BOX-OUTS ARE NOT REQUIRED IF STEEL DOCUMENTS. S5.0 FOUNDATION AND FRAMING DETAILS COLUMNS ARE PLUMB AND FULLY GROUTED PRIOR TO PLACEMENT OF SLAB. DATE 56.0 WOOD FRAMING SECTIONS AND DETAILS 10.13.17 57.0 ROOF FRAMING SECTIONS AND DETAILS CONTROL NO. S&0 WOOD FRAME WALL STRAPPING DETAILS TRUSS ID. LPA NO. MACC-16-01038 SHEET S0.0 SFIEET 1 OF 18 F NGINEERED STEEL STAIRS. HAN RAILS AND GUARDRAILS: WOOD FRAMING: PRE-ENGINEEREED WOOD FLOOR AND ROOF TRUSSES: STRUCTURAL STEEL: Y WITH NAAMM, NATIONAL ASSOCIATION OF ARCHITECTURAL METAL MANUFACTURERS, "METAL STAIR NATIONAL FOREST PRODUCTS ASSOCIATION, AF & PA NDS-05, WITH 2005 SUPPLEMENT, AND AF&PA WOOD TRUSSES SHALL BE FULLY ENGINEERED AND FABRICATED BY THE MANUFACTURER AND SHALL BEAR MATERIALS: L" HANDRAILS AND GUARDRAILS SHALL BE DESIGNED FOR THE REQUIREMENTS OF 1607.7 OF THE SPECIAL DESIGN PROVISIONS FOR WIND & SEISMIC, SDPWS-05. THE SEAL AND SIGNATURE OF A PROFESSIONAL ENGINEER LICENSED IN THE STATE WHERE CONSTRUCTION STRUCTURAL STEEL -------------- A572 or A992 (50 KSI) L P REFERENCED BUILDING CODE. HANDRAILS & SUPPORTING STRUCTURE SHALL BE CAPABLE OF IS TO OCCUR. SHOP DRAWINGS SHALL BE SUBMITTED AND SHALL INCLUDE TRUSS SPACING (24" MAX.), CHANNELS, ANGLES, PLATES -------- A36 (36 KSI) WITHSTANDING A 200 LB POINT LOAD OR 50 LB/FT LINE LOAD APPLIED IN ANY DIRECTION AT ANY POINT ALL LUMBER, EXCEPT WHERE SPECIFICALLY NOTED OTHERWISE, SHALL BE MILL SIZED AND SURFACED ON SIZE OF MEMBERS, CONNECTIONS, AND BRACING. DESIGN SHALL CONSIDER LL, DL, AND ALL SPECIAL RECTANGULAR STEEL TUBES -------- A500 Gr. B. (46 KSI r_ ON THE RAIL AND TO THE REQ. OF THE REFERENCED BUILDING CODE. (4) SIDES. ALL SHALL BE STRAIGHT STOCK, FREE FROM WARP OR CUP, AND SINGLE LENGTH PIECES. LOADS FROM MECHANICAL AND PLUMBING. CALCULATIONS SHALL ALSO BE SUBMITTED AND SHALL BEAR PIPES ---------------------- A53 Gr. B ) � SPLICES WILL NOT BE PERMITTED EXCEPT WHERE SPECIFICALLY SO DETAILED OR AS DIRECTED BY THE THE SEAL OF A PROFESSIONAL ENGINEER LICENSED IN THE STATE WHERE CONSTRUCTION IS TO OCCUR. HIGH STRENGTH BOLTS ----------- A325N j ALL COMPONENTS SHALL BE DESIGNED AND DETAILED BY THE FABRICATOR FOR A MINIMUM 100 PSF LIVE ENGINEER. ANCHOR BOLTS ---------------- A307 or ASTM F1554 (36 KSI) LOAD, 2000 LB. CONCENTRATED LOAD AND L/360 MAX. DEFLECTION. MINIMUM SIZES SHALL BE AS SPECIAL LOADS FROM MECHANICAL/PLUMBING OR OTHER EQUIPMENT HAVE NOT BEEN CONSIDERED AND WELDING ELECTRODES ------------ E70XX Lou Pontigo and FOLLOWS: EACH PIECE OF STRUCTURAL LUMBER, SHEATHING AND TIMBER SHALL BE MARKED WITH THE GRADE BY SHALL BE COORDINATED BY THE TRUSS DESIGNER. TRUSSES SUPPORTING THESE SPECIAL LOADS SHALL BE Associates, Inc. SUCH COMPETENT AND RELIABLE ORGANIZATION WHOSE REGULAR BUSINESS IS TO ESTABLISH LUMBER DESIGNED FOR THESE LOADS IN ADDITION TO THE TYPICAL UNIFORM LOADS. 1. METAL PANS: 14 GA. (UNLESS NOTED OTHERWISE) GRADESDETAIL, FABRICATE, AND ERECT ALL STRUCTURAL STEEL IN ACCORDANCE WITH AISC SPECIFICATION FOR . 2. STRINGERS: C12x20.7 (UNLESS NOTED OTHERWISE) DESIGN, FABRICATION AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS. 420 Osceola Avenue CONCENTRATED LOADS SHALL BE SUPPORTED AT PANEL POINTS ONLY. ANY LOADS SUSPENDED FROM Jacksonville Beach, F132250 UNLESS NOTED OTHERWISE, USE SPRUCE-PINE-FIR (SPF) OR SOUTHERN PINE (SYP), 19% MAX. MOISTURE TRUSSES MUST BE APPLIED TO EACH TRUSS UNIFORMLY, SPACING OF HANGERS NOT TO EXCEED 2'-0" ALL STRUCTURAL STEEL WORK SHALL CONFORM TO THE AISC SPECIFICATION FOR STRUCTURAL STEEL FOR Ph. 242-0908 C STEEL STAIRS SHALL BE SLAB SUPPORTED USING 4" DIAMETER STANDARD PIPE POSTS AS NEEDED. CONTENTAS FOLLOWS: FL: CA# 8344 SC: A#3579 , PROVIDE DETAILS SO THAT STAIR CAN BE ASSEMBLED AND INSTALLED IN PROPER SEQUENCE WITH O.C. IN ANY DIRECTION. BUILDING - ALLOWABLE STRESS DESIGN AND PLASTIC DESIGN, 14TH EDITION. www.lp-a.com ADJACENT WORK. METAL PAN STAIR TREADS AND LANDINGS SHALL HAVE NOT LESS THAN 2" NOR MORE 1 . DOUBLE TOP PLATES AND SILL PLATES SHALL BE (SYP#2). ALL TRUSS SHOP DRAWINGS INCLUDING LATERAL BRACING DETAILS SHALL BE AVAILABLE AT THE JOBSITE WELDING FOR STRUCTURAL STEEL SHALL BE IN ACCORDANCE WITH AWS CODE D1.1 AND VISUALLY THAN 3" OF CONCRETE FILL FOR WALKING SURFACES. COORDINATE WITH ARCHITECTURAL DRAWINGS & 2. PLATES IN CONTACT WITH CONCRETE OR CMU SHALL BE SYP 2 P.T. DURING TIMES OF INSPECTION AND SHALL BEAR CLEAR INDICATION THAT THEY HAVE BEEN REVIEWED AND - ( # ) CONFORM TO AWS SECTION 6 AND TABLE 6.1 . FABRICATION ERECTION INSPECTIONS BY THE CONTRACTOR MEET ALL APPLICABLE LOCAL BUILDING CODES. Y / ,� ••••••.py 'd, 3. SILL PLATE ANCHORS PER FOUNDATION PLAN. APPROVED BY THE STRUCTURAL ENGINEER OF RECORD. 4. MIN. OF (SPF) UTILITY GRADE FOR INTERIOR NON-BRG. TOP PLATES. PER AWS D1 .1 SECTION 6, SHALL BE BY ASSOCIATE/CERTIFIED INSPECTORS (ACI/CWI) PER AWS QC1 OR `,.°' LiC� `"••, �rA �'� • ��.;•tS� SEE ARCHITECTURAL DRAWINGS FOR EXACT LAYOUT AND CONFIGURATION. COMPLETE SHOP DRAWINGS GENERAL CONTRACTOR SHALL NOT CUT OR ALTER ANY TRUSS MEMBER. AWS B5.1. VERIFICATION INSPECTIONS SHALL BE BY A CERTIFIED WELDING INSPECTOR (WI) OR SENIOR 5. USE (SPF#2) OR BETTER FOR ALL WALLS IN THESE PLANS. v !Vo (INCLUDING MEMBERS, COMPONENTS, CONNECTIONS AND ALL LOADS CLEARLY INDICATED ON THE WELDING INSPECTOR (SWI) PER AWS B5.1 - c CALCULATIONS & SHOP DRAWINGS. SHOP DRAWINGS SHALL SHOW & SPECIFY ALL CONNECTIONS UTILIZED 6. SPACE STUDS AT 16 O.C. IN NON-LOAD BEARING WALLS. ALL TRUSS CONNECTORS TO BE G90 GALVANIZED STEEL. ALL NAILS/SCREWS USED AT CONNECTOR WITHIN THE RAILING SYSTEM AS WELL AS CONNECTIONS TO AND LOADS IMPOSED UPON THE STRUCTURAL 7. BEAMS AND HEADERS (SYP#2). PLATES ANCHORS SHALL BE G-90 GALVANIZED. WELDS SHALL BE MADE ONLY BY OPERATORS EXPERIENCED IN PERFORMING THE TYPE OF WORK INDICATED. r FRAMING SYSTEM) FOR CONSTRUCTION OF STAIRS, HANDRAILS, AND GUARDRAILS SHALL BE SEALED AND 8. LOAD BEARING STUDS, & EXTERIOR STUDS (SEE WALL SCHEDULE) / WELDING SHALL BE DONE IN ACCORDANCE WITH APPROPRIATE WELD PROCEDURE SPECIFICATIONS (WPS'S) SIGNED BY A PROFESSIONAL ENGINEER LICENSED IN THE STATE IN WHICH CONSTRUCTION WILL OCCUR AND 9. SUB-PURLINS, PLATES, BLOCKING (SPF #2) WELDERS SHALL BE FAMILIAR WITH THE APPLICABLE WPS'S. WELDS NORMALLY EXPOSED TO VIEW IN THE �° ��'�°`•��_�• ' ���.�`'�`� SHALL BE AVAILABLE AT THE JOB SITE DURING TIMES OF INSPECTION. FLOOR TRUSSES SHALL CONNECT TO BEARING WALLS WITH A MINIMUM OF (2)-16d TOENAILS. ,, � FINISHED WORK SHALL BE UNIFORMLY MADE AND GROUND SMOOTH. WHERE WELDING IS DONE IN PROXIMITY ''�.,, AL ALL WALLS SHALL BE BALLOON FRAMED FULL HEIGHT TO ROOF OR FLOOR BEARING ELEVATION, UNLESS FLOOR TRUSSES SIHALL CONNECT TO BEAMS AT FLUSH CONDITIONS WITH SIMPSON HANGERS AS TO GLASS OR FINISHED SURFACES, SUCH SURFACES SHALL BE PROTECTED FROM DAMAGE DUE TO WELD NOTED OTHERWISE ON PLAN. SPARKS, SPATTER OR TRAMP METAL. Christopher J. Sabourin, P EARTHWORK TESTING: SPECIFIED BY TRUSS DESIGNER. FL P E#71461 IT IS REQUIRED THAT THE SITE PREPARATION & FOUNDATION CONSTRUCTION BE MONITORED BY THE SPRUCE PINE FIR #2 SPECIFICATIONS: Fb=775 PSI, Fc(PARALLEL)= 1000 PSI, Fc=(PERP)=335 PSI, Fv=135 WELDER QUALIFICATIONS AND (WPS) SHALL BE MAINTAINED AT THE SITE OF THE WORK AND SHALL BE - % REVISIONS GEOTECHNICAL ENGINEER OR HIS REPRESENTATIVE. THE FOLLOWING ARE RECOMMENDED MINIMUM SAMPLING PSI, Ft-350 PSI, E-1100 KSI TRUSS MANUFACTURER SHALL COORDINATE WITH CONTRACTOR FOR LOCATIONS OF SQUARE PANELS FOR READILY AVAILABLE FOR INSPECTION UPON REQUEST, BOTH IN THE SHOP AND IN THE FIELD DATE AND TESTING FREQUENCIES. SOUTHERN PINE #2 SPECIFICATIONS PER LATEST SOUTHERN FOREST PRODUCTS ASSOCIATION (SFPA) HVAC. AT LEAST ONE MOISTURE-DENSITY () TEST, ATTERBERG LIMITS TEST AND PERCENT FINER THAN #200 FLOOR TRUSS WEB STIFFENERS ARE REQUIRED AT ALL INTERMEDIATE BEARING LOCATIONS AND WHEN A CERTIFIED WELD INSPECTOR (CWI) SHALL INSPECT AND DOCUMENT COMPLIANCE WITH THE FOLLOWING: SIEVE TEST SHOULD BE PERFORMED PER EACH SOIL TYPE SUCH AS SUBGRADE AND SELECT FILL. ANY WOOD IN CONTACT WITH CONCRETE, MASONRY, OR SOIL, SHALL BE PRESSURE TREATED. TRUSSES ARE BEING SUPPORTED ON HANGERS. 1 . CONFIRM WELDER QUALIFICATIONS PRIOR TO START OF WORK. IN STRUCTURE AREAS, AT LEAST 1 DENSITY AND MOISTURE CONTENT TEST PER 5000 SQUARE FEET OF METAL CONNECTORS SHALL BE FASTENED IN ACCORDANCE WITH THE MANUFACTURER'S INSTRUCTIONS TO FLOOR TRUSSES SHALL BE FABRICATED AND INSTALLED PER MANUFACTURER'S RECOMMENDATIONS. 2. REVIEW ALL (WPS) PRIOR TO START OF WORK. SURFACE AREA SHOULD BE PERFORMED ON THE SUBGRADE SOILS, AND AT LEAST 1 DENSITY AND DEVELOP THE MAXIMUM PUBLISHED CAPACITY. 3. CONFIRM MATERIALS IN FABRICATIONS CONFORM TO SPECIFICATIONS. MOISTURE CONTENT TEST PER 5000 SQUARE FEET OF SURFACE AREA SHOULD BE PERFORMED FOR EACH SEE MECHANICAL DRAWINGS AND ROOF PLAN FOR EQUIPMENT WEIGHTS, LOCATIONS AND ACCESS PATHS IN 4. OBSERVE JOINT PREPARATION, FIT-UP AND WELDER TECHNIQUE. FIELD ALTERATION \ COMPACTED 8-INCH THICK LAYER OF FILL. TESTING BACKFILL TRENCHES SHOULD BE AT LEAST 1 DENSITY ALL WOOD-TO-WOOD CONNECTIONS SHALL EMPLOY METAL ANCHORS. NO TOE OR END NAILING SHALL BE ROOF TRUSSES. 5. IDENTIFY ALL MULTI-PASS FILLET WELDS, SINGLE PASS FILLET WELDS GREATER THAN 5/16" AND CONTRACTOR SHALL CONTACT LOU AND MOISTURE CONTENT TEST PER 100 LINEAR FEET OF TRENCH PER 8-INCH COMPACTED FILL PERMITTED (UON), EXCEPT FOR AT TOP AND BOTTOM PLATES IN WALLS. METAL CONNECTORS SHALL BE PONTIGOSASSOCIATES,INC.PRIOR TC COMPLETE / PARTIAL JOINT PENETRATION GROOVE WELDED BUTT JOINTS THAT REQUIRED MAKING ANY STRUCTURAL FIELD THICKNESS. AT 25% OF ANY ISOLATED COLUMN FOOTING LOCATIONS FASTENED IN ACCORDANCE WITH MANUFACTURER'S INSTRUCTIONS TO DEVELOP THE PUBLISHED CAPACITY. SEE MECHANICAL DRAWINGS AND ROOF PLAN FOR EQUIPMENT WEIGHTS, LOCATIONS AND ACCESS PATHS IN CONTINUOUS INSPECTION. MODIFICATIONS WHICH MAY VARY ALL CONNECTORS SHALL BE G90 GALVANIZED STEEL. ALL ANCHORS IN CONTACT WITH PRESSURE TREATED, FROM THE INTENT OF THE ORIGINAL ROOF TRUSSES. ACTUAL TRUSS SPACING TO BE USED TO DETERMINE UNIFORM LOADS/FOOT. 6. VISUALLY INSPECT ALL WELDS PER AWS SECTION 6.5 AND TABLE 6.1 CONSTRUCTION DOCUMENTS ANY FIRE-RETARDANT OR WOLMANIZED WOOD SHALL BE COATED WITH G185 ZINC COATING. ALL OTHER FIELD ALTERNATIONS MADE PRIOR TO A MINIMUM OF AT LEAST FIVE (5) DENSITY AND MOISTURE CONTENT TESTS SHOULD BE BEING APPROVED BY LOU PONTIGOa PERFORMED IN THE BUILDING AREA ON THE SUBGRADE SOILS, AND A MINIMUM OF AT LEAST FIVE (5) ANCHORS MAY BE COATED WITH G90 COATING. ROOF TRUSSES SHALL BE CONNECTED AT THE BEARING AT EACH END AS FOLLOWS: WHERE THE ROOF ALL WELDS SHALL BE 3/16" MINIMUM FILLET WELDS U.O.N. OR AS REQUIRED BY DESIGN. AADDI ADDITIONAL ERINGOR" DENSITY AND MOISTURE CONTENT TESTS SHOULD BE PERFORMED PER 8-INCH COMPACTED THICKNESS OF TRUSSES BEARS ON A DOUBLE 2x PLATE, THE TRUSS SHALL BE CONNECTED WITH (2)-12D TOENAILS AND INSPECTION FEES. FILL IN THE BUILDING AREA. TESTING OF BACKFILLED TRENCHES SHOULD BE AT LEAST 1 DENSITY AND THE QUANTITY OF WALL STUDS DISPLACED OR CUT FOR AN OPENING SHALL BE PLACED ADJACENT TO A SIMPSON H2.5A. WHERE THE ROOF TRUSS CONNECTS TO ANOTHER TRUSS OR BEAM, IT SHALL BE STRUCTURAL GROUT SHALL BE SHRINKAGE RESISTANT NON-EXPANSIVE, NON- METALLIC GROUT WITH A MOISTURE CONTENT TEST PER 100 LINEAR FEET OF TRENCH PER 8-INCH COMPACTED FILL THICKNESS. AND ATTACHED TO JAMBS, HALF ON EACH SIDE OF THE OPENING. CONNECTED WITH A METAL TRUSS ANCHOR CAPABLE OF RESISTING GRAVITY AND WIND LOADS. (ANCHOR MINIMUM 28-DAY COMPRESSIVE STRENGTH OF 5000PSI WHEN TESTED IN ACCORDANCE WITH ASTM C109. WHERE CONNECTIONS ARE NOT SHOWN ON THE DRAWINGS COMPLY WITH NAILING SCHEDULE IN THE TO BE SELECTED AND DESIGNED BY TRUSS ENGINEER). FORMS SHALL BE PLACED AROUND BASE PLATE AND THE STRUCTURAL GROUT SHALL BE POURED. NO IT IS IMPERATIVE THAT A QUALIFIED FIELD TECHNICIAN BE ON-SITE DURING ALL SOIL PROCESSING AND DRY-DAMP PACKING. PLACEMENT. BUILDING CODE. ALL NAILS AT NON-AIR CONDITIONED/HEATED AREAS SHALL BE GALVANIZED. TRUSS DESIGNER SHALL INDICATE THAT ALL HIPS, VALLEYS, AND RIDGES NOT SUPPORTED BY A TRUSS MEMBER SHALL HAVE A DOUBLE 2x8 FRAMING MEMBER SPANNING BETWEEN TRUSSES WITH SIMPSON CLIP PRIME: ALL STEEL SURFACES, BOTH EXPOSED AND CONCEALED ARE TO RECEIVE ONE SHOP COAT OF TOE NAILS SHALL BE DRIVEN AT AN ANGLE OF 30 DEGREES TO THE PIECE AND BE STARTED AT 113 THE CONNECTION L L ENDPAINT AND FIELD SPOT PRIME ALL WELDS, SCARS CONN., ETC., WHERE PAINT IS DAMAGED. ALL CONCRETE TESTING: NAIL LENGTH FROM THE END OF THE PIECE. . GALVANIZED STEEL SHALL HAVE ALL WELDS, SCARS, ETC., RE-GALVANIZED IF DAMAGED. OWNER WILL EMPLOY AN INDEPENDENT TESTING LABORATORY TO PERFORM THE FOLLOWING TESTS AND AMOUNT AND TYPE OF TRUSS UPLIFT STRAPPING SHALL BE VERIFIED W/ TRUSS ENGINEER'S SHOP SUBMIT TEST REPORTS ON CAST-IN-PLACE CONCRETE: ALL BOLTS SHALL BE FURNISHED WITH STANDARD NUT WASHER. FASTENERS IN CONTACT WITH TREATED DEVIATION FROM THE CONNECTION DETAILS DEPICTED IN THE CONTRACT DOCUMENTS SHALL NOT BE TRUSS GIRDERS ROOF TRUSSES AS NEEDED. , , WOOD, INCLUDING BOLTS AND NAILS AT SILL PLATES SHALL BE HOT-DIPPED GALVANIZED OR STAINLESS DRAWINGS AND CALCULATION AND ADJUSTED ACCORDINGLY, PERMITTED WITHOUT WRITTEN PERMISSION FROM THE STRUCTURAL ENGINEER. STRUCTURAL ENGINEER SHALL -ASTM C143 "STANDARD TEST METHOD FOR SLUMP OF PORTLAND CEMENT CONCRETE." SLUMP SHALL NOT STEEL IN ACCORDANCE WITH REQUIREMENTS OF SECTION 2304.9.5 OF THE BUILDING CODE. JOISTS AND BEAMS TO WALLS. ALL CONNECTIONS SPECIFIED HEREIN ARE MINIMUM CONNECTIONS ANDWILL BE REVIEWED AND UPDATED BASED ON UPLIFT FORCES SUBMITTED ON THE TRUSS AND JOIST SHOP BE COMPENSATED BY THE CONTRACTOR FOR THE COST INVOLVED IN THE REDESIGN OF CONNECTIONS FOR EXCEED LIMIT INDICATED ON APPROVED MIX DESIGN, OR 6" (WHICHEVER IS SMALLER) DRAWINGS. SINGLE SPAN ROOF TRUSSES - (1) SIMPSON H2.5A AT EACH END. TWO SPAN ROOF THE CONVENIENCE OF THE CONTRACTOR. ALL NAILS TO BE G90 GALVANIZED (G185 GALVANIZATION FOR NAILS IN CONTACT WITH TREATED WOOD). •ASTM C39 "STANDARD TEST METHOD FOR COMPRESSIVE STRENGTH OF CYLINDRICAL CONCRETE COORDINATE BLOCKING LOCATION WITH SHEATHING EDGES AS REQUIRED. ALL NAILS SHALL BE COMMON TRUSSES - (1 ) SIMPSON H2.5A AT EACH END AND (2) SIMPSON H2.5A AT INTERMEDIATE SUPPORTS SPECIMENS." CYLINDERS SHALL BE TAKEN FOR EACH MIX DESIGN USED, AND FOR EVERY 50 CUBIC YARDS WIRE NAILS. (ONE EACH SIDE). TRUSS GIRDERS - (1) SIMPSON HTS16 EACH END TYPICAL. DESIGN BY TRUSS OF CONCRETE PLACED. TEST CYLINDERS AT THE FOLLOWING AGES: DESIGNER FOR NON-TYPICAL CONDITIONS. MULTIPLE STUD OR SOLID COLUMNS SHALL BE CONTINUOUS FROM FRAMING LEVEL, WHERE SHOWN, TO THE CYLINDER AT 3 DAYS, I CYLINDER AT 7 DAYS, 2 CYLINDERS AT 28 DAYS -OR- HOLD ONE RESERVE FOUNDATION. THIS WILL REQUIRE SOLID BLOCKING WITHIN THE FLOOR FRAMING EQUAL TO THE COLUMN PROPER ERECTION BRACING SHALL BE INSTALLED TO HOLD THE TRUSSES TRUE AND PLUMB AND IN SAFE CYLINDER TO BE TESTED AS REQUESTED BY THE ENGINEER. IF REQUIRED 28 DAY STRENGTH IS ACHIEVED, DIMENSION. UNLESS OTHERWISE FASTENED, CONNECT COLUMNS ABOVE AND BELOW EACH FRAMING LEVEL CONDITION UNTIL PERMANENT TRUSS BRACING AND BRIDGING CAN BE SOLIDLY NAILED IN PLACE N FORM A STRUCTURALLY SOUND FRAMING SYSTEM. ALL ERECTION AND PERMANENT BRACING SHALL BE IN THE RESERVE CYLINDER MAY BE DISCARDED. WITH SIMPSON CMST14 STRAP (WITH NAILS/LAP ABOVE AND BELOW FRAMING LEVEL PER STRAP STALLED SPECIFICATIONS) AND ANCHOR COLUMN TO FOUNDATION WITH SIMPSON HTT16 HOLD-DOWN W/ 5/8" AND ALL COMPONENTS PERMANENTLY FASTENED BEFORE THE APPLICATION OF ANY LOADS TO THE TRUSSES. ALL BRACING SHALL BE DESIGNED BY MANUFACTURER AND INDICATED ON SHOP DRAWINGS. ALL CONCRETE TESTS INCLUDING AIR CONTENT, SLUMP, AND TEST CYLINDERS SHALL BE TAKEN AT THE DIAMETER X 6" EMBED. DEPTH EPDXY ANCHOR. CONTRACTOR SHALL COORDINATE WITH TRUSS FABRICATOR TO ENSURE THAT ALL BRACING IS PROVIDED POINT OF DISCHARGE AND FROM THE DISCHARGE END OF PUMP HOSE WHEN CONCRETE IS PUMPED. INCLUDING BOTTOM CHORD BRACING BY WAY OF CEILING SHEATHING OR SPECIFIC BRACES AT MULTIPLE STUD PACK COLUMNS SHALL BE CONNECTED LATERALLY TO ONE ANOTHER PER DETAIL PREDETERMINED LOCATIONS (AT DROPPED SUSPENDED CEILING). ALL PREFABRICATED WOOD TRUSSES ARE m POSTANCHORS IN CONCRETE: INDICATED HEREIN. TO BE INSTALLED IN ACCORDANCE WITH BRACING WOOD TRUSSES COMMENTARY, "HANDLING AND ERECTING w N EXPANSION SION ANCHORS AS SHOWN ON CONTRACT DOCUMENTS SHALL BE HILTI KWIK BOLT 3 ANCHORS MINIMUM CONNECTIONS SHALL BE AS FOLLOWS (UON): WOOD TRUSSES", AS PUBLISHED BY THE TRUSS PLATE INSTITUTE. PROVIDE STRONG BACK BRACING AT (J , MANUFACTURED BY HILTI FASTENING SYSTEMS, WEDGE-ALL ANCHORS MANUFACTURED BY SIMPSON TRUSSES PER REQUIREMENTS FROM TRUSS DESIGNER. COMPONENT-TO-COMPONENT CONNECTIONS SHALL W STRONGTIE COMPANY, POWER-STUD ANCHORS MANUFACTURED BY POWERS FASTENERS, TRUBOLT WEDGE BEAMS - (1) SIMPSON HTS16 EACH END TYPICAL. BE SPECIFIED ON PRE-ENGINEERED TRUSS DESIGN SUBMITTAL. N ANCHORS MANUFACTURED BY ITW RAWSET/RED HEAD OR APPROVED EQUAL. INSTALL IN ACCORDANCE BEAM TO POST - STRAP WRAPPED ACROSS TOP OF BEAM END AND DOWN POST WITH NAILS/LAP ( n W M WITH THE MANUFACTURER'S RECOMMENDATIONS. MINIMUM EMBEDMENT SHALL BE PER MANUFACTURER'S ON TOP OF BEAM ANNDD DOWN POST AS SPECIFIED FOR STRAP. vv 11 METAL CONNECTORS AND FASTENERS: � LLQ REQUIREMENTS UNLESS NOTED OTHERWISE. WALL SHEATHING NOTED ON STRUCTURAL DRAWINGS OR SCHEDULES SHALL BE ATTACHED DIRECTLY TO ALL EXPOSED METAL STRAPS AND HANGERS SHALL BE GALVANIZED G185 (1.85 OZ/FT^2) OR BETTER. THE FACE OF FRAMING MEMBERS. SEE ARCHITECTURAL DRAWINGS FOR ALL NON-STRUCTURAL SHEATHING SIMPSON PRODUCTS SHALL BE ZMAX GALVANIZED. E- 0 ADHESIVE ANCHORS AS SHOWN ON CONTRACT DOCUMENTS SHALL CONSIST OF AN ALL-THREAD GRADE 36 REQUIREMENTS. ADDITIONAL SHEATHING REQUIRED BY ARCHITECTURAL DRAWINGS SHALL BE ATTACHED TO O (./� STEEL ANCHOR WITH HY150 MAX INJECTION ADHESIVE (HIT HY20 INJECTION ADHESIVE FOR MASONRY CONSTRUCTION WITH VOIDS) SUPPLIED BY HILTI FASTENING SYSTEMS, EPDXY-TIE SET EPDXY ADHESIVE THE OUTSIDE FACE OF STRUCTURAL SHEATHING. HANGER AND STRAPS INSTALLED OVER ACQ OR ACZE PRESSURE TREATED LUMBER SHALL BE STAINLESS z= O SUPPLIED BY SIMPSON STRONGTIE COMPANY, EPCON G5 EPDXY ADHESIVE SUPPLIED BY ITW RAMSET/RED WALL FRAMING STEEL. MAY BE PANELIZED (WITHOUT GYPSUM WALLBOARD OR SHEATHING). SUBMIT PANEL ry LL HEAD OR APPROVED EQUAL. INSTALL IN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS. DRAWINGS FOR REVIEW. ALL EXPOSED WOOD FASTENERS SHALL BE HOT DIPPED GALVANIZED TO MEET THE SPECIFICATIONS OF MINIMUM EMBEDMENT SHALL BE PER MANUFACTURER'S REQUIREMENTS UNLESS NOTED OTHERWISE. ASTM153 OR BETTER. POST-INSTALLED ANCHORS SHALL ONLY BE USED WHERE SPECIFIED ON THE DRAWINGS. CONTRACTOR TIMBER FASTENING SHALL BE PER FBC "MINIMUM FASTENING SCHEDULE" UNLESS NOTED AS GREATER ON FASTENERS INSTALLED INTO ACQ OR ACZE PRESSURE TREATED LUMBER SHALL BE STAINLESS STEEL. U DRAWINGS. CONNECTORS TO BE SIMPSON OR APPROVED ALTERNATE, WITH MINIMUM CAPACITY AS NOTED. O � Q SHALL OBTAIN APPROVAL FROM ENGINEER OF RECORD PRIOR TO USING POST INSTALLED ANCHORS FOR SEE PLANS. MISSING OR MISPLACED CAST-IN-PLACE ANCHORS. CARE SHALL BE GIVEN TO AVOID CONFLICTS WITH r PRE-ENGINEERED (MISCELLANEOUS STRUCTURES: IN LIJ EXISTING REBAR. HOLES SHALL BE DRILLED AND CLEANED PER THE MANUFACTURER'S INSTRUCTIONS. ALL NAILS SHALL BE COMMON WIRE NAILS. PRE-ENGINEERED ALUMINUM CANOPY STRUCTURE DESIGNED BY OTHERS. CONTRACTOR SHALL SUBMIT � m � ANCHORS SHALL BE INSTALLED PER THE MANUFACTURER'S INSTALLATION INSTRUCTIONS AT NOT LESS SHOP DRAWING INDICATING CONNECTION POINTS, REACTIONS, & FASTENER REQUIREMENTS. CONTRACTOR THAN MINIMUM EDGE DISTANCES AND/OR SPACING INDICATED IN THE MANUFACTURER'S LITERATURE. ROUGH HARDWARE, JOIST HANGERS, STRAPS, HOLDOWNS, ETC. SHALL BE MANUFACTURED BY "SIMPSON SHALL COORDINATE ANY LOADING REQUIREMENTS WITH THE PRE-ENGINEERED WOOD ROOF TRUSSES. z U UNLESS SPECIFIED OTHERWISE, ANCHORS SHALL BE EMBEDDED IN THE APPROPRIATE SUBSTRATE WITH A STRONG-TIE" COMPANY OR USP STRUCTURAL CONNECTOR OR APPROVED EQUAL. THE MAXIMUM SIZE AND (TYPICAL) MINIMUM EMBEDMENT OF 8 TIMES THE NOMINAL ANCHOR DIAMETER OR THE EMBEDMENT REQUIRED TO NUMBER OF FASTENERS SPECIFIED BY THE MANUFACTURER SHALL BE USED UNLESS NOTED OTHERWISE. mz SUPPORT THE INTENDED LOAD. SUBSTITUTION REQUESTS, FOR PRODUCTS OTHER THAN THOSE SPECIFIED, m SHALL BE SUBMITTED TO THE ENGINEER WITH CALCULATIONS THAT ARE PREPARED AND SEALED BY A BLOCKING AND FIRESTOPPING TO BE INSTALLED AS REQUIRED TO SUPPORT ALL ITEMS OF FINISH SUCH LAMINATED VENEER LUMBER �MICROLLAM W REGISTERED PROFESSIONAL ENGINEER SHOWING THAT THE SUBSTITUTED PRODUCT WILL ACHIEVE AN AS BULKHEADS AND BUCKS. PROVIDE FIREBLOCKING TO CUT OFF ALL CONCEALED DRAFT OPENINGS, BOTH LAMINATED VENEER LUMBER SHALL BE 1 .9E MICROLLAM LVL AS MANUFACTURED BY TRUSS JOIST EQUIVALENT CAPACITY USING THE APPROPRIATE DESIGN PROCEDURE REQUIRED BY THE BUILDING CODE. VERTICAL AND HORIZONTAL, BETWEEN CEILING AND FLOOR AREAS (AS REQUIRED BY BUILDING OFFICIAL MACMILLAN OR AN APPROVED EQUAL. ADHESIVE FOR REINFORCING DOWELS IN EXISTING CONCRETE SHALL BE EITHER THE HIT HY150 MAX AND ARCHITECT). SIGNED AND SEALED SHOP DRAWINGS SHALL BE SUBMITTED TO THE ENGINEER FOR REVIEW. SHOP INJECTION ADHESIVE SUPPLIED BY HILTI FASTENING SYSTEMS, EPDXY-TIE SET EPDXY ADHESIVE SUPPLIED BOLTS (IF APPLICABLE) SHALL BE INSTALLED IN HOLES BORED WITH A BIT 1/16" LARGER THAN THE DRAWINGS SHALL INCLUDE SIZE, SPACING, BRACING AND ALL SUPPORT HANGERS, BY SIMPSON STRONGTIE COMPANY, POWER-FAST EPDXY INJECTION GEL SUPPLIED BY POWERS FASTENERS, DIAMETER OF THE BOLT. BOLTS AND NUTS SEATING ON WOOD SHALL HAVE CUT STEEL WASHERS UNDER EPCON G5 EPDXY ADHESIVE SUPPLIED BY ITW RAMSET/RED HEAD OR APPROVED EQUAL. MIN. EMBEDMENT HEADS AND NUTS. NUTS SHALL BE PULLED TIGHT AND AGAIN CHECKED AND TIGHTENED JUST PRIOR TO LAMINATED VENEER LUMBER SHALL HAVE THE FOLLOWING PROPERTIES: LENGTH SHALL BE 12 BAR DIAMETERS, UNLESS NOTED OTHERWISE. ENCLOSING BOLTED MEMBERS. COUNTER BORE FOR BOLTED HEADS OR NUTS ONLY WHERE SO INDICATED 1. ALLOWABLE BENDING STRESS 2600 PSI ON THE DRAWINGS AND THEN TO SUFFICIENT DEPTH TO HOUSE THE BOLT HEAD OR NUT AND WASHER. 2. ALLOWABLE COMPRESSION PARALLEL TO GRAIN 2510 PSI PLYWOOD WALL SHEATHING: CUT OFF EXCESSIVE BOLT PROJECTION WHERE NECESSARY. NICK THREADS TO PREVENT LOOSENING. 3. ALLOWABLE HORIZONTAL SHEAR 285 PSI 7/16" APA RATED OSB SHEATHING, 24/16. ORIENT PANELS PER 1/S2.0. ALL WOOD MEMBERS EXPOSED TO WEATHER OR IN CONTACT WITH MASONRY, CONCRETE OR SOIL SHALL BE 4. ALLOWABLE COMPRESSION PERPENDICULAR TO GRAIN 750 PSI 5. MODULUS OF ELASTICITY 1,900,000 PSI PRESSURE-TREATED. PT LUMBER INDICATED IN SECTIONS PRESERVED WITH SODIUM BORATE DOT-DISODIUM 6. SHEAR MODULUS OF ELASTICITY 118,750 PSI MINIMUM SIZE OF CONNECTION SHALL BE 8d COMMON NAILS TO WOOD. MAXIMUM SPACING OF ( CONNECTION SHALL BE 6" O.C. EDGE & 6" O.C. FIELD, SEE PLAN FOR INCREASED NAILING REQUIREMENTS OCTABORATE TETRA HYDRATE). IF HOWEVER, ACQ OR NON-DOT BORATE PRESERVATIVE TREATMENT IS AT SHEARWALLS. USED, ALL ATTACHED FASTENERS SHALL BE HOT DIPPED GALVANIZED. IF ACZA PRESERVATIVE IS USED, NOTCHES, HOLES OR CUTS SHOWN IN DETAIL 8/S700 ARE ALLOWED WITHOUT ADDITIONAL APPROVAL; ALL ALL ATTACHED FASTENERS SHALL BE STAINLESS STEEL. OTHER MEMBER MODIFICATIONS ARE TO BE APPROVED BY THE STRUCTURAL ENGINEER. PLYWOOD FLOOR DECKING: 23/32" APA RATED TONGUE AND GROOVE OSB DECKING, 48/24. PRE-ENGINEEREED WOOD FLOOR AND ROOF TRUSSES: MANUFACTURER SHALL PROVIDE A COMPLETE SET OF DESIGN. CALCULATIONS SHALL BE PROVIDED BY THE "GANG-NAIL" PRE-ENGINEERED WOOD TRUSSES ARE TO BE CONSTRUCTED WITH METAL PLATE CONTRACTOR TO THE ARCHITECT/ENGINEER FOR REVIEW. LONG SIDE OF PLYWOOD PANEL SHALL BE PERPENDICULAR TO THE SUPPORT WITH THE END JOINT OF THE CONNECTORS AND DESIGNED BY A DELEGATED ENGINEER. TRUSSES SHALL COMPLY WITH NFPA, TPI, AND PANEL ALIGNED WITH THE CENTER OF THE TWO ADJACENT PANELS (NO CONTINUOUS PANEL JOINTS). AITC 100. THE TRUSS MANUIFACTURER SHALL PROVIDE DESIGN CALCULATIONS AND SHOP DRAWINGS SIGNED PARALLEL STRAND LUMBER (PARALLAM) PANELS SHALL BE CONTINUOUS OVER TWO OR MORE SPANS. MINIMUM SIZE OF CONNECTION SHALL BE AND SEALED BY A STRUCTURAL ENGINEER (CONTRACTED BY TRUSS MANUFACTURER) FOR REVIEW PRIOR PARALLEL STRAND LUMBER SHALL BE 2.0E PARALLAM PSL AS MANUFACTURED BY TRUSS JOIST 10d COMMON NAILS TO WOOD. MAXIMUM SPACING OF CONNECTION SHALL BE 6" O.C. EDGE & 6" O.C. TO FABRICATION. MACMILLAN OR AN APPROVED EQUAL. FIELD. DECKING SHALL ALSO BE GLUED TO THE SUPPORTING FLOOR TRUSSES.. DESIGN, CONSTRUCTION, AND INSTALLATION SHALL MEET ALL APPLICABLE REQUIREMENTS OF THE NATIONAL SIGNED AND SEALED SHOP DRAWINGS SHALL BE SUBMITTED TO THE ENGINEER FOR REVIEW. SHOP PLYWOOD ROOF SHEATHING: DESIGN SPECIFICATION FOR WOOD CONSTRUCTION AND OF THE TRUSS PLATE INSTITUTE. DRAWINGS SHALL INCLUDE SIZE, SPACING, BRACING AND ALL SUPPORT HANGERS. 5/8" APA RATED OSB OR PLYWOOD SHEATHING, 32/16 (EXPOSURE 1). PROVIDE ALL REQUIRED BLOCKING AND BRACING REQUIRED BY THE MANUFACTURER FOR CONSTRUCTION PARALLEL STRAND LUMBER SHALL HAVE THE FOLLOWING PROPERTIES: LONG SIDE OF PLYWOOD PANEL SHALL BE PERPENDICULAR TO THE SUPPORT WITH THE END JOINT OF THE AND ERECTION IN ADDITION TO BLOCKING SHOWN ON THE STRUCTURAL DETAILS. MEMBERS OF A COMPLETED TRUSS ARE NEMER TO BE NOTCHED OR CUT. THE DESIGN SHALL ACCOUNT FOR ALL UNIFORM 1 . ALLOWABLE BENDING STRESS 2900 PSI PANEL ALIGNED WITH THE CENTER OF THE TWO ADJACENT PANELS. (NO CONTINUOUS PANEL JOINTS). LOADS AND EQUIPMENT LOADS. CONTACT THE STRUCTURAL ENGINEER FOR UNIFORM LOADING AND 2. ALLOWABLE COMPRESSION PARALLEL TO GRAIN 2900 PSI PANELS SHALL BE CONTINUOUS OVER TWO OR MORE SPANS. MINIMUM SIZE OF CONNECTION SHALL BE REQUIREMENTS IF REQUIRED. 3. ALLOWABLE HORIZONTAL SHEAR 290 PSI 0.113x2Y2 RINGSHANK NAILS @ 6 O.C. EDGE & 6 O.C. FIELD (AT GABLE ENDS DECREASE EDGE NAIL 4. ALLOWABLE COMPRESSION PERPENDICULAR TO GRAIN 750 PSI GENERAL SPACING TO 4 O.C. WITHIN 4'-0" OF ROOF EDGE). CONTRACTOR SHALL VERIFY THAT ADEQUATE TRUSS BEARING IS INSTALLED AT ALL TRUSSES AS INDICATED 5. MODULUS OF ELASTICITY 2,000,000 PSI NOTES SUITABLE EDGE SUPPORT SHALL BE PROVIDED AS RECOMMENDED BY THE AMERICAN PLYWOOD IN THE TRUSS SHOP DRAWINGS. 6. SHEAR MODULUS OF ELASTICITY 125,000 PSI ASSOCIATION BY USE OF PANEL CLIPS OR LUMBER BLOCKING BETWEEN JOISTS. PANEL END JOINTS SHALL ALL TRUSS-TO-TRUSS CONNECTIONS AND TRUSS PROFILES ARE THE RESPONSIBILITY OF THE NOTCHES, HOLES OR CUTS SHOWN IN DETAIL 8/S700 ARE ALLOWED WITHOUT ADDITIONAL APPROVAL; ALL OCCUR OVER FRAMING. PLYWOOD PANELS SHALL BE BLOCKED WITH 2x4 (MIN. U.N.O.) AT PERIMETER OF DELEGATED TRUSS ENGINEER. PRE-ENGINEERED WOOD TRUSSES SHALL BE BRACED IN ACCORDANCE WITH OTHER MEMBER MODIFICATIONS ARE TO BE APPROVED BY THE STRUCTURAL ENGINEER. ROOF AND AT DIRECTIONAL CHANGES. TRUSS PLATE INSTITUTE'S "HANDLING, INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES, DO NOT SCALE DIMENSIONS FROM HIB-91 " AND "BUILDING COMPONENT SAFETY INFORMATION BOOKLET BCSI 1-03" AND RELATED SUMMARY W01__MANIZED PARALLEL STRAND LUMBER SHALL BE TREATED WITH CA-C PRESERVATIVE N ACCORDANCE THESE DRAWINGS.IF A DIMENSION IS GYPSUM WALL SHEATHING AND WALLBOARD SHEAR WALLS: SHEETS. WITH MANUFACTURER'S REQUIREMENTS. MAXIMUM MOISTURE CONTENT AFTER TREATMENT AND DRYING UNCLEARREFER WINGS ALL GYPSUM WALL SHEATHING AND INTERIOR BEARING WALL BOARDS SHALL BE 4x8 SHEETS AND MAY BE ARCHITECTURAL DRAWINGS OR �� BE 19�. CONTACT THE E.O.R. APPLIED PARALLEL OR PERPENDICULAR TO STUDS. MIN. THICKNESS OF GYPSUM SHEATHING TO BE 5/8". TRUSSES TO BE SPACED @ 24" O.C. (UNLESS OTHERWISE SHOWN). SEE PLANS FOR TRUSS LOCATION AND PLAN NAME PROVIDE SOLID BLOCKING AT ALL PANEL EDGES. SPANS AS WELL AS SPECIAL TRUSS LOCATIONS REQUIRED FOR MECHANICAL UNITS AT ROOMS. AHERN AN NAMESES 2 ALL INTERIOR LOAD BEARING WALLS SHALL BE NAILED AS FOLLOWS: ACTUAL TRUSS SPACING TO BE USED TO DETERMINE UNIFORM LOADS/FOOT. DESIGN/DRAWN/CHECKED cs / CSH/LAP 1. USE 6d COOLER NAILS OR DRYWALL SCREWS (1 3/8", TYPE S OR W). 2. CONNECT NAILS @ 4" O.C. EDGE & 7 O.C. FIELD. WOOD TRUSSES ALONG A VERTICAL PLANE OF THE BUILDING SHALL BE CONTINUOUS. TRUSSES MAY BE DATE SPLICED FOR SHIPPING PURPOSES AND CONNECTED IN THE FIELD WITH METAL CONNECTOR PLATES. 10.13.17 CONTROL NO. SHOP DRAWINGS SHALL BE SUBMITTED TO THE ENGINEER FOR REVIEW. -- TRUSS ID. LPA NO. MACC-16-01038 SHEET so A SHEET 2 of 18 37'-2)/4" 37'-2)/4" SYMBOLS LEGEND 1'-93/8" 4'-03/8" 30'-114 6'-3" 30'-111 4'-03 3 ----- DESIGNATES FOOTING LINE 6 -3 /4 /8 1 9 / DESIGNATES SAWCUT LINE -EA DESIGNATES '/Z"x6" EPDXY LN Q ANCHOR 5. DESIGNATES INTERIOR LOAD $5.0 11 ® BEARING WALL S5.0 V < DESIGNATES CMU STEMWALL L o u P o n t i 3 o a n d _ CONT.3.0 CONT.3.0 Associates. Inc. 3'-3%2" TOP OF STEMWALL IS 3,_32„ % /'�l DESIGNATES SLAB RECESS CURB 8" ABOVE GRADE. CURB 1 420 Osceola Avenue ___ DESIGNATES BEAM OR TRUSS, Jacksonville Beach, F132250 F _ _ 1 GROUT ALL CELLS 1 SEE PLAN Ph. 242-o9og -F I I S5.0 F3.5 F3.5 S5.0 I FL: CA#8344 SC: CA#3579 - - - _C�• - _ - - - - - �02,Q _ J J 0I www.lp-a.com - - - - - - - - - - - - - �ao - - - - - - - - - - O I I L - s � • 00 A(o 12 MASONRY I 2,_85/8„ 2,_85/8„ I _ , = N WALL ao I o P � 1 12" MASONRY a 1 0j 7A I I ( I 7A o ( WALL �r�r N 55.0D. C�� ti F4.0 I = F4.0 Christopher J. Sabourin, PE N � SAWCUT _ _ I _ _ SAWCUT_ _ _ _ I FL PE#71461 I CD I co I ( I LLJ O REVISIONS DATE I w I I I I � I m I � a ~ I 1 1 I I � � In Q I '� `�' U' I I s5.o s5.o I I cn I 5B o ^5B O I I � � N S5.0 N ~ I I I I I I I Q I cD O ( S5.0 Cn CD I 5 I I 6'-3" I I 8'-15/g" N CD I N LL_ 8 1 /g 77\7\7I ( FIELD ALTERATION SAWCUT I I I I I I CONTRACTOR SHALL CONTACT LOU - - I - I I I - CUT I - _ - - - _ PONTIGO 5 ASSOCIATES,INC.PRIOR TO 7B MAKING ANY STRUCTURAL FIELD MODIFICATIONS WHICH MAY VARY 55.0 FROM THE INTENT OF THE ORIGINAL 5. I I 4 I FIELD NSTRUCTION ALTTERNATIONOCUMENTS.ANY S MADE PRIOR TO 10 1 1 S^7B S5.0 0 1 1 S5.o I I BEING APPROVED BY LOU PONTIGO 8 2. S5.0 F O 10 ASSOCIATES,INC.MAY RESULT IN . �O I I � \ I I I I I I I INSPECTION FEES. 55.0 ADDITIONAL ENGINEERING OR r � 1'-g3/8" 4,-03/8„1 2 I of I I I i I I I 4'-03/81, 1,_g3/8„ 3 I I I I 3 I I 2 I -F 1 55.0 I I U I ( 55.0 1 S5.0 S5.0 J L - - - - - - - � - CONT.3.0 - - L L I ss.0 J J CONT.3.0 o - I _ - - - - - - -1- - - - - - - J L � I I - - - - _j L_ L- - _ - - - - - - - - - - - - - - - III PROVIDE 2-#4x4'-0' PROVIDE 2-#4x4'-0" � - - - - - - - - - - - - - - F _ �i CORNER CRACK CORNIER CRACK I - 12" MASONRY WALL I O o I I BARS AT SLAB _ BARS AT SLAB 1 I EE O I „ I I I I MID DEPTH (TYPICAL) MI DEPTH (TYPICAL) I I I ( 12" MASONRY ^7A I ( I 1 7A I S5.0 1 1 I S5.0 I ( S5.0 I 1 ^5B 55.0 _ sawcu r I I o 0 I 1 _ _ SAWCUT _ I - - - - - - - - -CD F_ -1 I 8 -15/g I I 6,_25/8„ co I I 8,_15 I f � I I 61-3" /g I I I 5B �I \ I I I I 1 I I 1 1 1 � I c S5.0 1 � �, Q I I Q I 1 o N N N `�I ^7B I 11 LL_ S Z I F-: 1 1 1 �' I N I- I N m � C� 5.0 I I I U I I ( I V I I 1 I C31 I �+ 1 X11 1 SAWCUT 1 1 1 I I I SAWCUT I W �, ► V 1 ( - - _ - 1 I 7B - - - - - - - - V J LLQ m 1 1 4 I 1 7 .- 4 s5.o I w^' Q I 10 I I ( I S5.0 I 1 I I- S5.0 I I I I I I 10 :D 55.0 I I I I S5.0 a0 I I I I s5.o O LL 2'-O" 3 1 I I \ 1 I I 3 1'_g3/ » 4'-0/8" 8 = z O 4 -0 /8 I ( 3 I I I I I I I 0 2 S5.0 I I I I s5.0 I I I 'I 3 I 2 -F CONT.3.0 1 ( I s5.0 L L s5.0 z LL L_J I 1 CONT.3.0 J 4 _ W L - - EJ -I N 00 12" (MASONRY WALL I O I O 1 I 12" MASONRY Z U 7A IMPORTANT NOTE: I I 1 WALL m I I ► I I I 7A 56 � m z SS.o I I I CONTRACTOR TO REVIEW FIRE 55.0 Q 1 RATING REQUIREMENTS AND I I I I S5.0 W I I I I S5.0 FRAMING CONFIGURATION WITH I 1 1 I SAWCUT ARCHITECT PRIOR TO CONSTRUCTION 1 - - - - - - - - - - I I I I I SAWCUT Q 00 00 S5.0 I I - - - - - - - - - - ^ F � I LL 1 ^5B '� O �1 1 ( 1t° S5.0 I o w I I I I � 1 I I U o 0 77, 1-Ln 0 1 I I I � ) 7B w I I N I N w CnI IU OI I 55.0 Cn Ln Op I N 1 mQ I ^7B I I I I 12"x12" MASONRY W/ ( 1 0 1 I I N w � Ss.o I I 2 PLACES)(CAL 1 I I I m 7/7 wr Q SCn AWCUT I I I ( I I _ _ SAWCUT _ I 12" RECESS I I I I I I 12" RECESS 1 - J I FOR ELEVATOR. F3.5I 4 FOR ELEVATOR. I 1 1 L 4 I 8„ 11,_111/2» r.5 -� 12'-6" - 11,-11y„ 10 2 8" 10 12" ASONRY I I 12 I 1 1 I I I I I V `12" WALL 4'-03/8„ I I ss.o I IL - - JL _ �. JIMASONRY - I - - I s5.o 1 4'-03/8"/// WALL o F - - (- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - J - - ^I - F - - - - - - - - - - I I � 1 I - - - - - - - - - - - - C- - CONT.3.0 I � � - - - s5.o �'i i s5.o I � C° CONT.3.0 � N - � 55.0 CURB S5.0 S5.0 1 S5.0 - - - CURB CONT.3.0 CONT.3.0. 2,-0„ 9'-47/g 17'-g�2 7'-1 O3/4" 12'-3�2" 13,_2„ 12'-3%2" 7'-1034„ 17'-g7/8„ 8,_47/8„ 2,_0„ FOUNDATION PLAN C_ FOOTING SCHEDULE DO NOT SCALE DIMENSIONS FROM TYPE LENGTH WIDTH DEPTH REINFORCEMENT THESE DRAWINGS.IF A DIMENSION IS FOUNDATION PLAN UNCLEAR REFER TO THE ARCHITECTURAL DRAWINGS OR CONTACT THE E.O.R. SCALE: 1/4" = 1'-0" CONT.1.66 CONT 1'-8" 1'-0" 3-#4 CONT.* NOTES: , �, , ,� PLAN NAME 1. AS AN ALTERNATE TO THE CONVENTIONALLY REINFORCED CONCRETE SLAB GRADE INDICATED CONT.2.0 CONT 2 -0 1 -0 3-#4 CONT.* SLAB SAWCUT NOTE: AHERN TOWNHOUSES 2 IN THESE DRAWINGS, THE CONTRACTOR MAY INSTALL APOST-TENSIONED CONCRETE SLAB ON CONT.2.5 CONT 2'-6" 1'-0" 3-#4 CONT.* DESIGN/DRAWN/CHECKED PROVIDE SAWCUTS PER S5.0, GRADE. THE POST-TENSIONED SLAB SHALL BE DESIGNED AT THE FINANCIAL EXPENSE OF THE CONTRACTOR BY A DELEGATED FLORIDA REGISTERED PROFESSIONAL ENGINEER WITH „ CS / CSH /LAP BUILDER TO COORDINATE WITH FINISH CONT.3.0 CONT 3P-O" 1 -0 4-#4 CONT.* DATE EXPERIENCE IN THIS TYPE OF DESIGN PER CHAPTERS GIG15-30831. THE DESIGN SHALL BE FLOOR MATERIAL. SUFFICIENT TO SUPPORT ALL BUILDING LOADS INCLUDING: DEAD LOAD, LIVE LOAD AND F2.0 2'-0" 2'-0" 1'-0" 3-#4 EA. WAY 10.13.17 LATERAL WIND LOAD. THE DESIGN SHALL BE SIGNED AND SEALED AND SUBMITTED AS A SHOP DRAWING ALONG WITH THE CORRESPONDING CALCULATIONS TO THE E.O.R. FOR REVIEW. CONTROL NO. SLAB ON GRADE NOTE: F2.5 2'-6" 2'-6" 1'-0" 4-#4 EA. WAY VERY IMPORTANT FOUNDATION NOTE FOR CONTRACTOR: -- 2. THIS FOUNDATION PLAN ONLY CONVEYS STRUCTURAL INFO. RELATED TO THE FOUNDATION. F3.0 3'-0" 3'-0" 1'-0" 5- 4 EA. WAY TRUSS ID. 4" CONCRETE SLAB W/ FOR GENERAL FEATURES, DIMENSIONS, CONDUITS, ELECTRICAL EMBEDS, STEP HEIGHTS, ECT., GEOTECHNICAL DATA AND FOUNDATION RECOMMENDATIONS HAVE NOT BEEN # FIBERMESH © 1.5 LBS/CU.YD. SEE ARCH. PLAN. ARCHITECTURAL PLAN SHOWN HERE IN FOR REFERENCE ONLY. PROVIDED TO LOU PONTIGO AND ASSOCIATES. SHALLOW FOOTINGS HAVE BEEN F3.5 3'-6" 3'-6" 1'-0" 5-#4 EA. WAY LPA NO. OF CONCRETE OR 6x6 BARRIER DESIGNED WITH A SOIL BEARING DESIGN MAXIMUM OF 2000 PSF. THE CONTRACTOR WWF ON 10MIL VAPOR BARRIER IN PREPARED GRADE. 3. FOOTINGS AND FOUNDATIONS SHALL- BE IN ACCORDANCE W/ LOCAL BUILDING CODES. SHALL OBTAIN A GEOTECHNICAL REPORT PREPARED BY A LICENSED ENGINEER IN F4.0 4'-0" 4'-0" 1'-0" 5-#4 EA. WAY MACC-16-01038 THE STATE OF FLORIDA. CONTRACTOR SHALL COORDINATE FOOTING DETAILS ANDSHEET 4. SOIL COMPACTION AND FILL SHALL BE COMPACTED TO A MIN. OF 95% STANDARD PROCTOR PREPARE GRADE PER GEOTECHNICAL REPORT. GEOTECHNICAL ENGINEER SHALL F5.0 5'-0" 5'-0" 1'-4" 6-#5 EA. WAY IN ACCORDANCE WITH ASTM D 698. APPROVE THE DESIGN SOIL BEARING PRESSURE AND DEPTH OF FOOTING. * - PROVIDE #3 TRANSVERSE BAR @ 48"o.c S1 .0 SHEET 3 OF 18 SYMBOLS LEGEND _ DESIGNATES OSB SHEARWALL. THE HIDDEN L P SW: 3/6 LINE DESIGNATES SIDE OF WALL THE SHEARWALL SHEATHING TO BE APPLIED. 8d @ 3/6 DESIGNATES 8d COMMONS @ A- DESIGNATES IL 3"ox EDGE & Cox "IN THE FIELD" �✓THE HEADER SIZE AND 5. (2)2x8-1/2 NUMBER OF PLY'S & JACK/KING STUDS Lou P o n t i g o and 55,0 5Y4"x5Y4" 1.8E PARALLAM 5Y4"x5Y4" 1.8E PARALLAM s5.0 NEEDED FOR SUPPORT HEADER. Associates, Inc. PSL POST w/2X6 EACH PSL POST w/2X6 EACH ---- DESIGNATES BEAM OR TRUSS, SEE PLAN 420 Osceola Avenue DESIGNASIDE SIDE 12" MASONRY WALL BEARINGTWALLS.ES ERIOR LOAD 12 MASONRY WALL Jacksonville 4Z Oh, 8132250 w/#5 VERTICAL @ w/#5 VERTICAL @ DESIGNATES CMU WALLS. SEE S3.0 FL: CA# 8344 SC: CA#3579 BEAM ABOVE 48 O.C. - - - - _ _ _ - www.lp-a.com BEAM ABOVE 48 O.C. ANCHOR LEGEND (3)2x6 w AL (3)2x6 i I (3)2x6 I 3 2x6 D ( ) " A307 DIAMETER THREADED �q *ft **a* . CONNECT WOOD FRAME I� SPF#2 I SPF#2 SPF#2 i SPF#2 I CONNECT WOOD FRAME ® ROD TERMINATES AT FIRST FLOOR iQ $' t , POST POST W TOP PLATE, SEE 6/S8.0 + y' WALL TO CMU WALL W/ Im POST POST >I WALL TO CMU WALL W/ x Gs.• Y4"x3" TAPCONS @ 16" O.C. i O „ „ m Y4 X3 TAPCONS @ 16 O.C. SIMPSON DTT2Z w/Ys" THREADED VERTICALLY Q \ F f a' = o '9 VERTICALLY ROD EPDXIED 6" MIN. �+ S x N m PO 8x16 MASONRY a3 p `s.��17-� 8x16 MASONRY I ( >I cD �q� WI SIMPSON HTT5 w/%" THREADED ROD .tN . P / N O N m / # EPDXIED 8" MIN. '•��t� ��Or., `I J ,*•°@ ` o LINTEL w/1-#5 � .-. m �. I �� O LINTEL w 1- 5 d � N W a N BOT & 2-#5 TOP ° ,� X11. Eta SIMPSON HDU8-SDS w//4" / ff1/111818118 BOT & 2-#5 TOP �- � `- ��, SIMPSON HDU5-SDS m SIMPSON HDU5-SDS ■ THREADED ROD EPDXIED 12" MIN. 9 w/%" THREADED IQ wl s3.o ROD EPDXIED 8" I apl w/'` " THREADED 9 Christopher J. 7 in, PE FL PE#71461 ROD EPDXIED 8 LQ .0 REVISIONS DATE IF im (3)2X4 SPF#2 I I c5 I I (3)2X4 SPF#2 to i \ V) o � N I I FIELD ALTERATION N I I N CONTRACTOR SHALL CONTACT LOU N PONTIGO&ASSOCIATES,INC.PRIOR TO MAKING ANY STRUCTURAL FIELD MODIFICATIONS WHICH MAY VARY IL FROM THE INTENT OF THE ORIGINAL WOOD FRAME WALLS TO CONSTRUCTION DOCUMENTS.ANY MASONRY EXPANSION FIELD ALTERNATIONS MADE PRIOR TO BEING APPROVED BY LOU PONTIGO& JOINT-THIS LOCATION CMU WALL Y4"x3" TAPCONS II III WOOD FRAME WALLS ASSOCIATES INC.MAY RESULT IN ADDITIONAL ENGINEERING OR ONLY @ 16" O.C. VERTICALLY III m TO CMU WALL Y4%3" MASONRY EXPANSION 'NSPECTIo"FEES. 2-HOUR UL FIRE \ 1 1 TAPCONS @ 16" O.C. JOINT-THIS LOCATION r� s2.2 s22 c5 2-HOUR UL FIRE 12 MASONRY WALL RATED WALL. SEE i VERTICALLY ONLY w/#5 VERTICAL @ ARCH � ° III III m C° ARCHol WALL. SEE SW 3/6 N (4)2x6 SYP#2 TOP (4)2x6 SYP#2 TOP III N SW 3/6 12" MASONRY WALL 48 0.C. N III ---- - --------- --------- -- - PLATE, SEE 1/S2.2 PLATE, SEE 1/S2.2 `� _ __ _________ ______ w/#5 VERTICAL @ _ _ (TYPICAL) (TYPICAL) 48" O.C. NOTE: ---- - --------- --------- -----jZ - - ---- --------- --------- AT THIS BE I SW 3/6 (3)2x6 (3)2x6 SW 3/6 LOCATION 2-HOUR UL FIRE I SPF#2 SPF#2 2-HOUR UL FIRE ONLY RATED WALL. SEE O� I POST POST I O RATED WALL. SEE • ARCH i o I I ARCH I I I x co MASONRY I EXPANSION • 8x16 MASONRY JOINT j j I [ LINTEL w/1-#5 MASONRY I m m BOT & 2-#5 TOP EXPANSION m a JOINT 8x16 MASONRY j ¢ w LINTEL w/1-#5 I � m ml BOT & 2-#5 TOP I � n, I ` V 9 I I I N S3.0 I o I I JC4 3. ^' 53.0 w `^,V I X L ► V l I N .-.BEAM ABOVE `" BEAM ABOVE _ _ - - - - _ - tIl wm WOOD FRAME WALLS TO i Q CMU WALL Y4"x3" TAPCONS I III @ 16" O.C. VERTICALLY i III p WOOD FRAME WALLS E- 0 I m m TO CMU WALL Y4 x3 O (n 2-HOUR UL FIRE ail 1 1 TAPCONS @ 16" O.C. 12" MASONRY WALL RATED WALL. SEE '� i mil s2.2 s2.2 \ 2-HOUR UL FIRE VERTICALLY z O RATED WALL. SEE W/#5 VERTICAL © ARCH C° w III w "� ARCH 12 MASONRY WALL ZU_ 48" O.C. JVV �/6 m m X w/#5 VERTICAL @ w (4)2x6 SYP#2 TOP (4)2x6 SYP#2 TOP IIB SW 3/6Tf » N ------ 48 O.C. - PLATE, SEE 1/S2.2 PLATE, SEE 1/S2.2 U _--- - ------- - ---_-- - (TYPICAL) (TYPICAL) ----- _ SW 3/6 I (3)2x6 (3)2x6 ---- -- -----SW 3/6 ------- - ---- N w 2-HOUR UL FIRE I i SPF#2 SPF#2 8x16 MASONRY I RATED WALL. SEE I I i POST POST 12-HOUR UL FIRE i 0RATED WALL. SEE 1 I m ARCH I 8x16 MASONRY LINTEL w/1-#5 I I (0 ARCH C - i \ \ 14I LINTEL w/1-#5 _ BOT & 2-#5 TOP i X to i I BOT & 2-#5 TOP �/ m z C14x ISL I � Cn N I 1 I mQ I I I I i I I 1 1 9 ( STUD SCHEDULELIJ J 9 I I T I � 53.0 I I STUD SIZE LOCATION FLOOR Q I I I I SPACING I I I I i I I I I O O O I \ O I O O p 1ST FLOOR @ 616So c#2 m IQ IQ la a I of o Q QI al <1 i I I N X EXTERIOR 2x6 SPF#2 a a a a N Q I Q I Q I Q I WALLS 2ND FLOOR @ 16"o.c w w w I m I v 12"x12" MASONRY w l w w w m m m � W/ 2-#5 VERTICAL m m m m 3RD FLOOR 2x6 SPF#2 N (SPF#2 (2 PLACES) SPF�2 x @ 16"o.c POST POST I I I I 1ST FLOOR (2)2x4 SPF#2 I = - 2 2x12 STRAP EACH _ _ _ _ @ 12"o.c ( ) , - - - - I 12" MASONRY WALL BEAM-A 0 BE ABOVE _ _ - _ _ _ _ END W/ (2)HTSM16 _ BEAM VE BEA _ A OVE w 5 VERTICAL @ DOUBLE 2x4 SPF#2 I I I - - - - - - - - - - _ - � _ _ _ � _ _ - /# PARTY 2ND FLOOR J J I 1 ( 48" O.C. WALLS @ 12 o.c 12" MASONRY WALL I I I I a I I I I (4)2x6 SPF#2 I � 3 2 2 3 4 2x6 SPF#2 2x4 SPF#2 W/#5 VERTICAL @ I I ( ) # 3RD FLOOR POST. I 00 S2.2 s2.2 00 POST. @ 12"o.c 48" O.C. I N (2)2x6-1/1 x I I N I I = = = = = = = _ = = _ _ _ = I I I 1ST FLOOR 2x4 SPF#2 DKLA 'A (2)2x12, STRAP EACH (2)2x12, STRAP EACH @ 12"o.c END W/ 2-HTSM16 END W/ 2-HTSM16 INTERIOR 2x4 SPF#2 11 SW 3/6 ss.o 3-PLY 3-PLY SW 3/6 11 WALLS 2ND FLOOR @ 16°'o.c 7.25" LVL 7.25" LVL ss.o :1M 11 TOP PLATE TOP PLATE 3RD FLOOR�\ 'd 2x4 SPF#2 CONNECT WOOD FRAME (4)2x6 SYP#2 CONNECT WOOD FRAME @ 16"o.c FIRST LEVEL (4)2x6 SYP#2 TOP TOP PLATE, SEE 1 IMPORTANT NOTE: 1 WALL TO CMU WALL W/ STUD NOTES: WALL WALL TO CMU WALL W/ 52,2 PLATE, SEE 1/S2.2 „ „ „ 1.) SPF DENOTES SPRUCE PINE FIR. Y4"x3" TAPCONS @ 16" O.C. 1/S2.2 (TYPICAL) ROOTING REQUIREMENTS TO REVIEW AND E 52,2 (TYPICAL) 4%3"VERTITAPCONS @ 16 O.C. 2.) SYP DENOTES SOUTHERN YELLOW PINE. VERTICALLY FRAMING CONFIGURATION WITH FRAMING ARCHITECT PRIOR TO CONSTRUCTION MASONRY NOTES: PLAN 1. MASONRY WALLS SHALL BE REINFORCE WITH 1-#5 VERTICAL 0 48" O.C., AT CORNERS, JAMBS, AND WALL INTERSECTIONS. 2. PROVIDE HORIZONTAL JOINT REINFORCING AT 16" O.C. DO NOT SCALE DIMENSIONS FROM FIRST LEVEL WALL FRAMING PLAN THESE DRAWINGS IF A REFER DIMENSION IS 3. GROUT ALL CELLS CONTAINING VERTICAL REINFORCEMENT AND UNCLEAR REFER TO THE ALL CELLS BELOW GRADE. SEE 1/S3.0 FOR GROUTING NOTES. ARCHITECTURAL DRAWINGS OR SCALE: 1 4 = 1 -0' CONTACT THE E.O.R. 4. WALL COURSING SHALL BE RUNNING BONDS, STACK BOND SOLE PLATE ANCHORS: SHALL NOT BE USED. PLAN NAME rAHERN TOWNHOUSES 2 1. ALL SOLE PLATE ANCHORS SHALL BE /8%7" THREADED RODS EPDXIED 4" WITH 5. AT WALL CORNERS AND INTERSECTIONS, WALL COURSING DESIGN/DRAWN/CHECKED FRAMING NOTES: 3%3%0.227" WASHERS. SHALL INTERLOCK, EVERY OTHER COARSE. 1. FOR TYPICAL WALL FRAMING SEE 11/S7.0. 2. AT EXTERIOR WALLS SOLE PLATE ANCHORS SHALL BE SPACED @ 24 o.c & 12 MAX. CS / CSH/LAP " 6. SEE S0.0 FOR MASONRY BLOCK AND GROUTING DATE 2. FASTEN ALL BUILT-UP HEADERS AND POSTS PER DETAILS 2 & 3/S7.0. FROM EACH CORNER & SOLE PLATE BREAKS. AT PARTY WALLS, SPACE SOLE PLATE SPECIFICATIONS. 10.13.17 ANCHORS @ 24"o.c 7. WHERE NON-PT WOOD BEARS ON CMU, PROVIDE (2) LAYERS CONTROL NO. 3. AT OSB SHEARWALLS, SPACE SOLE PLATE ANCHORS @ 24"o.c. OF 30 LBS ROOFING PAPER BETWEEN WOOD & CMU WALL. 4. AT LOAD BEARING WALLS, SPACE SOLE PLATE ANCHORS @ 48"o.c. LINTEL NOTES: TRUSS ID. 1. LINTELS SHALL HAVE (2) #5 TOP AND BOTTOM. LPA NO. 2. FOR LINTEL DEPTH, SEE ARCH PLANS. BOTTOM SHALL BE A MACC-16-01038 PRECAST "U" LINTEL. SEE 6/S3.0. SHEET 3. GROUT LINTEL SOLID. SIA SHEET 4 OF 18 8( AO 9 133HS [lots 1]3 HS 820 LO-9 L—Oovyq 'ON Vd1 ai ssniJ.l. „'16-81H `S3SSna woM 43103NN00 31V�d �V13W ON10dd8 �? 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THE HIDDEN 7F Fj sw 3/s LINE DESIGNATES SIDE OF WALL THE SHEARWALL SHEATHING TO BE APPLIED, 8d @ 3/6 DESIGNATES 8d COMMONS @ 3"ox EDGE & Cox "IN THE FIELD" DESIGNATES THE HEADER SIZE AND (2)2x8-1/2 NUMBER OF PL'S & JACK/KING STUDS Lou P o n t i 3 o a n d NEEDED FOR SUPPORT HEADER. Associates. 1 n c. ---- DESIGNATES BEAM OR TRUSS, SEE PLAN 420 Osceola Avenue (3)2x6 (3)2x6 SPF 2 DESIGNATES INTERIOR LOAD Jacksonville Beach, F132250 ( ) (3)2x6 BEARING WALLS. Ph. 242-0908 SPF 2 (3)2x6 # SPF#2 FL: CA#8344 SPF#2 SPF#2 POST. B POST. www.l a.cDESIGNATES CMU WALLS. SEE S3.0 -a.om CA#3579 B POST. POST. POST. ANCHOR LEGEND "'!°"°""""' III III A307 DIAMETER THREADED ROD TERMINATES AT FIRST FLOOR ®III III III III TOP PLATE, SEE 6/S8.0 0660 (3)2x6 ��f �1 w N SPF#2 SIMPSON DTT2Z w/Yz" THREADED POST. • ROD EPDXIED 6" MIN. " 7.1 N a \ III Illw III O O III ASIMPSON HTT5 w/%" THREADED ROD '!' 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STUD SIZE MOM THE(IONS WHICH MAY VARY LOCATION FLOOR & FROM THE INTENT OF THE ORIGINAL BEING APPROVED BY LOU RESULT IN& BEAM ABOVE BEAM ABOVE CONSTRUCTION DOCUMENT A NY C.MAY ULE SPACING FIELD ALTERNATIONS MADE PRIOR TO O O o III III o ° AAD ITIONALNENGIN ENGINEERING OR N III III 010 1ST FLOOR 2x6 SPF#2 INSPECTION F x @ 16"o.c I 7 00 I x III 00 1 1 00' 2—CS16 2x6 SPF#2 2—CS16 E[ N S2,2 52.2 �i (5)2x4 EA END EXTERIOR 2ND FLOOR # EA END (5)2x4 III � 4 M' (5)2x4 III SPF#2 OF SW WALLS @ 16 o.c OF SW SPF#2 (:)E SPF#2 III SPF#2 III SW 3/6 POST. 2x6 SPF#2 POST. SW 3/6 POST. POST. JII ❑ ____ _ _ ____ 3RD FLOOR @ 16"o.c ---- — — ---------- --- ------------ ------ Q ------ ------------ --- 01 (3)2x4 2 © SW 3/6 (5)2x4 1ST FLOOR @2 12 o ' .c 2x (3)2x4 PF#2 (5)2x4 SW 3/6 (SPF#2 SPF#2 SPF#2 2—CS16 DOUBLE III POST. III POST. POST. III EA END PARTY 2ND FLOOR 2x4 SPF#2 OF SW @ 12"o.c 2—C SPF#2 OST. III POST. III III III j � EA END III POST. III WALLS OF SW III III III 52.1 O 00 oxo I^ 3RD FLOOR ©42so c #2 O III O III III III w III III 1ST FLOOR 2x4 SPF#2 LC @ 12 0.c III III III _ i III m III oo " 00 ° Q I Q oo Q O O i INTERIOR 2x4 SPF#2 x ° Q x m ° m 2ND FLOOR 1�III ° Q WALLS © 16"o.c III WIII ° Ilim IIIA ° QIII WIII mIII III IIIA w >III OIII m mlll �46Soc# O m 3RD FLOOR Q Q STUD NOTES: m Q III III III 1.) SPF DENOTES SPRUCE PINE FIR. 2.) SYP DENOTES SOUTHERN YELLOW PINE. Lf) N III III nl III w N m ul m III N m Q (3)2x6 (3)2x6 � SPF#2 SPF#2 r ^' V 1 w m POST. POST. Q 1 II BEAM ABOVE BEAM ABOVE III OC) 52.0 III ° =2—CS16 z0 001 1 00 III III s2.o � x EA END W 2—CS16 III III S2.2 S2.2 III OF SW (5)2x4 z ,. LL EA END (5)2x4 (5)2x4 (5)2x4 SPF#2� .,.. SPF 2 OF SW # SPF#2 tl SPF#2 SW 3/6 POST. POST. SW 3/6 POST. POST. — ---- ---- — — — ---—————————— 777 —----- ------------ 0� Q — W ------------ — ------ N 5 2 4 (5)2x4 (5)2x4 ( 2x SW 3/6 31/2%7" 1.8E SW 3/6 2 SPF#2 III III SPF#2 S III �PARALLAM PSL m 31/2"x7" 1.8E III 2—CS1 POST.- LL POST. III III POST. POST. EA END III POST w 2x4 z U PARALLAM PSL III EA EN EA END EACH SDE POST w/2x4 OF S OF SW � cn mz EACH SIDE o III III wmm Q m II wQ m ul m O u O0 Q° m O ax m ° Q m 00 ° 00 x QN Q m ° III _ _ _ _ 11 BEAIM ABOVE _BEAM ABOVE_ I ° m �o w O x o III III Q 010III III III III QIII M m (3)2x6 III III (3)2x6 III III 2 III SPF#2 III SPF#POST. POST. EE- (3)2x6 SPF#2 III III POST. (3)2x6 III III SPF#2 (3)2x6 2 POST. SPF#2 2 (3)2x6 POST. S2.2 s2.2 IIP (3)2x6 °III SPF#2 SPF#2 POST. POST. Zi I I I ICC (3)2x8-1/1 1/ (3)2x8-1/1 (3)2x8-1/1 (3)2x8-1/1 (3)2x8- 1 IMPORTANT NOTE: '� �-- A SECOND A (3)2x8-1/1 CONTRACTOR TO REVIEW FIRE 2x8-1/1 (3) RATING REQUIREMENTS AND LEVEL WALL FRAMING CONFIGURATION WITH 1 ARCHITECT PRIOR TO CONSTRUCTION 1 52.2 FRAMING 52.2 PLAN DO NOT SCALE DIMENSIONS FROM THESE DRAWINGS.IF A DIMENSION IS UNCLEAR REFER TO THE SECOND LEVEL WALL FRAMING PLAN ARCHITECTURALCONACTTHE E.O.R. OR CONTACT THE E.O.R. SCALE: 1/4" = 1'-0" PLAN NAME AHERN TOWNHOUSES 2 DESIGN/DRAWN/CHECKED CS / CSH /LAP DATE 10.13.17 CONTROL NO. TRUSS 1D. LPA NO. MACC-16-01038 SHEET S1 .2 SHEET 6 of 18 L P I� Lou Pontigo and HGUS410 2 HGUS410 HGUS410 2 HGUS410 Associates, Inc. HANGER S2.1 HANGER HANGER S2.1 HANGER 420 Osceola Avenue UPSIDE UPSIDE 2-A35 2-A35 UPSIDEJUPSIDE Jacksonville Beach, F132250 Ph. 242-0908 1 WN DOWN DOWN DOWN 1 HTT5 SEE DETAIL FL: <,A# s344 sc: cA#3579 HTT5 SEE DETAIL s6.o 4/S8.0 (TYPICAL) r 1 r r r S6.0 4/S8.0 (TYPICAL) www.lp-a.com - III 111 ♦,♦� a awa.l ra L/ fill IIII IIII �♦ `7�a�i� "I tsi�� Vl WALL WALL. �` °° IIII ABOVE 9 ABOVE III r s N 1111 1111 III S6.o 111 IIII 1111 T a N fill II II , O (3311 1111 ♦ _ IIII � IIII IIII IIII II lid IIII fill Christopher J. Sabourin, PE o IIII VIII IIIN IIII FL PE#71461 o - - ° REVISIONS DATE J o o@ (3 IIID j a o © v o@ C3-1 11N = IIII C5 III* NII Cn � O II`� 1111 ° 24" FLOOR N III O @ IIII- o o � io N Illld- III o � io o � III IIII � O NH N TRUSS @ 24" a IIII M 24" FLOOR a 9 O.C. MAX v s6.o c� IIII III TRUSS C SM @ 24 IIID III III J IIII fillFIELD ALTERATION IIII III HGUS414 HGUS414 III ^IIII HANGER H AN GER CONTRACTOR SHALL CONTACT LOU u PONTIGO fi ASSOCIATES,INC.PRIOR TO MAKING ANY STRUCTURAL FIELD MOI)IFICATIIII L = = J- J III ROI`A THE INT ENT OF THE ORIGINNS WHICH MAY AL CUMENTS.ANY g fill (2)PLY 24" LVL (2)PLY 24" LVL ,ill) 8 FIE D ALCohJSTERNATIONS MADE PRIOR TO I I BEIN(3 APPROVED BY LOU PONTIGO a If11 ° S6 o AS-OCIAES,INC.MAY RESULT IN HGUS414 HGUS414 ADDITIONAL ENGINEERING OR HANGER HANGER - INSPECTION FEES. IZ III Rill I fill 10 FF:1 HTT5 SEE DETAIL 3 IIII s2. (2)PLY 24" LVL (2)PLY 24" LVL 2 IIII 3 HTT5 SEE DETAIL 4/S8.0 (TYPICAL) 6.0 (2)HTS16 WIND GIRT WIND GIRT (S2.0 (2)HTS16 '0 4/S8.0 (TYPICAL) w/2-A35 EA END w/2--A35 EA END (2)HTS16 (2)HTS16 (2)HTS16 (2)HTS16 Ill IIII III III 1111 Ill IIII IIII III III 1111 IIII III I ill III III IIII III IIII ° ° IIII �ll 9 II IIII IIII O ° S6.0 p © u U o LJi O ° ° O @ N O p © O © IIIA IIII o - -iCn o � IIII IIII affil � � p 00 U IIS ° > IIII +L � o IIIIN IIII N o � co � cnp N IIII -1 if' � � � J N H � s }- �1 H .- a 24" FLOOR F d c° - � H � " N ^ , „ s 2 24 FLOORill t V IIII TRUSS C SM© 24 IIII N ll g ll" 04 IIII TRUSS @ 24" IIII III IIID S60 III -IIII O.C. MAX III m .� HGUS414 HIGUS414 W N 77 HANGER (HANGER r ^ W m $ IIIA _ = J- = _ _ =I=� _ �J 1 Ilu (2)PLY 24 L L 0 VL ,IIII $ W Q s6.o (2)PLY 24 LVL I I IG\, ss.o D HGUS414 HGUS414 :ill HANGER HANGER 0 Ul � III IIII IIII III Z O HTT5 SEE DETAIL (III IIII 3 (2)PLY 24" LVL (2)PLY 24" LVL 2 SEE DETAI z 4/S8.0 (TYPICAL) s6.o (2)HTS16 s .o WIND GIRT WIND GIRT 2. (2) TS16 6• 4 S ( PICA W I ILw/2-A35 EA END w/2-A35 EA ENDjjj - - - - = = Ljj (2)HTS16 ll ll 1A IL (2)HTS16 (2)HTS16 m (III IIII 11 III w_rr- III 11 IIII HTT5 SEE DETAIL_/ illll I I II 4/S8.0 (TYPICAL) (IIII z ` III 111 111 1..` m Z III Q ul ul oLjj III I I IIII flu 1 1 III _ o (IIII II /9\ 9 ll (IIII ° 56.0 p C j Q ° 56.0 o Q O III III o III NII( O@ o � irD (IIII VIII NII II 0@ p © o II � IIS DTII a (IIII -JNO N H .- ^ � a FASTEN (IIII D II of U cn C5 - � N I I 24" FLOOR - (IIII o BEAM PLIES- J TRUSS @ 24" N FASTEN PER 3/S5.10 24" FLOOR o o O.C. MAX III �: w w N BEAM PLIES � IIIo � � IIII - TRUSS @ 24" IIII ll N ~ II W } PER 3/S5.0 (IIII I I i i c� (III Q- (IIII 1111 N O.C. MAX Oil (III - - - J L v - IIII (2)PLY 24" LVL ,III Illr (2)PLY 24" LVL (III (IIII " fill I I HGUS414 HGUS414 I I fill (IIII tDER I HANGER HANGER I IRD USS US II (2)HTS16 _ (2)HTS16 II (III l l I I l l IIII (IIII I 2-A35 2-A35 I (IIII 8 ST @ IST @ HTT5 SEE DETAIL HTT5 SEE DETAIL (III 4/S8.0 (TYPICAL) I I DER IRD I 4/S8.0 (TYPICAL) (III (IIII USS U$ (IIII HUC210-2 HANGER IMPORTANT NOTE: (UPSIDE DOWN) (3)MSTA24 HUC210-2 HANGER CONTRACTOR TO REVIEW FIRE (UPSIDE DOWN) THIRD J L J RATING REQUIREMENTS AND (3)MSTA24 L J L HGU7.25-SDS FRAMING CONFIGURATION WITH HANGER (4 PLIES ARCHITECT PRIOR TO CONSTRUCTION HGR (4 PLIES FLOOR HANGER (4 PLIES FIT IN HANGER) FIT IN HANGER) TRUSS PLACEMENT PLAN DO t)OT SCALE DIMENSIONS FROM THESE DRAWINGS.IF A DIMENSION IS THIRD FLOOR TRUSS PLACEMENT PLAN UNCLEAR REFER TO THE AR(.HIECTURAL DRAWINGS OR SCALE: 1/4" = 1'-0" CONTACT THE E.O.R. PLAN NAME NOTE: AHERN TOWNHOUSES 2 1. PRE-ENGINEERED WOOD TRUSSES: SHALL BEAR THE SEAL OF AN ENGINEER IN DESIGN/DRAWN/CHECKED THE STATE WHERE PROJECT IS BEING BUILT AND SHALL COMPLY WITH NFPA, TPI, CS / CSH/LAP AND AITC 100. CONTRACTOR SHALL VERIFY THAT ADEQUATE TRUSS BEARING IS DATE INSTALLED AT ALL TRUSSES AS INDICATED IN THE TRUSS SHOP DRAWINGS. ALL TRUSS-TO-TRUSS CONNECTIONS AND TRUSS PROFILES ARE THE RESPONSIBILITY 10.13.17 OF THE DELEGATED TRUSS ENGINEER. ALL TRUSSES SHALL HAVE TEMPORARY BRACING CONTROL NO. PER 'COMMENTARY' AND RECOMMENDATION FOR HANDLING, INSTALLING & BRACING METAL -- PLATE CONNECTED WOOD TRUSSES, HIB-91." TRUSS 1D. LPA NO. MACC-16-01038 SHEET S1 .21 SHEET 7 OF 18 SYMBOLS LEGEND __ _ _ DESIGNATES OSB SHEARWALL, THE HIDDEN sw 3/s LINE DESIGNATES SIDE OF WALL THE L P SHEARWALL SHEATHING TO BE APPLIED. „- 8d © 3/6 DESIGNATES 8d COMMONS @ 3"o.c EDGE & Co.c "IN THE FIELD" DESIGNATES THE HEADER SIZE AND (2)2x8-1/2 NUMBER OF PLY'S & JACK/KING STUDS Lou P o n t i g o and NEEDED FOR SUPPORT HEADER. Associates, Inc. ---- DESIGNATES BEAM OR TRUSS, SEE PLAN 420 Osceola Avenue Iz DESIGNATES INTERIOR LOAD Jacksonville Beach, FI 32250 BEARING WALLS. Ph. 242-0908 FBI LA B I I I DESIGNATES CMU WALLS. SEE S3.0 FL: CA# 8344 SC: CA#3579 www.lp-a.com (3)2x8-2/1 (3)2x8-2/1 ANCHOR LEGEND ,t1,f„p,,OP ,, (2)2x6 )2x6 i (2)2x6 (2)2x6 ° 3i�” A307 DIAMETER THREADED mrMe P+i�dy� 0. ROD TERMINATES AT FIRST FLOOR Sp PF#2 (Do X IDD -/ SPF#2 SPF#2 TOP PLATE, SEE 6/S8.0 POST. OST. 1 CO POST. POST. ;`� &0 N III III ^ III III SIMPSON DTT2Z w/Y2' THREADED III III III III . ROD EPDXIED 6" MIN. N CIA N ',✓€� �'� � ( � n fi M N C14SIMPSON H5 w/%" THREADED ROD EPDXIED 8" MIN. 11 0=4o0• rtrJrr�� rrrar ,w',w �--i C14 C14 0 � N N III III ( N x SIMPSON HDU8—SDS w/3/a" ✓,1�,'� r��Li�����,*� `1t``` I III III 4 I III III III pI III III III D ® THREADED ROD EPDXIED 12" MIN. Christopher J. Sabourin, PE III N Q Q N III FL PE#71461 Q m STRAPPING SCEDULE REVISIONS DATE m� o m ul Q of IIIA Q III III? N III STRAP WALL TO BEAM A BELOW SEE 2&3/SB.0 W N W � STRAP WALL PER DETAIL w w © 1/S8.0 IIIA WIII _ IIIA mIII Illo VIII \ \ IIIA c�lll ( STUD SCHEDULE FIELD ALTERATION I I C9 C° � N N (:ONTRACTOR SHALL CONTACT LOU PONTIGO a ASSOCIATES,INC.PRIOR TO STUD SIZE MAKING ANY STRUCTURAL FIELD N III III N• LOCATION FLOOR & MODIFICATINS WHICH MAY VARY FROM THE INT ENT OFT E ORIGINAL II III III I SPACING CONSTRUCTION DOCUMENTS.ANY O II O FIELD ALTERNATIONS MADE PRIOR TO X I I x BEING APPROVED BY LOU PONTIGO& ASSOCIATES,INC.MAY RESULT IN N N 2X6 SPF#2 ADDITIONAL ENGINEERING OR 1ST FLOOR @ 1 6"o.C INSPECTION FEES. III CD 1 1 III (3)2x4 �2-CS16 I IIIloor N S2.2 S2.2 N I 2-CS16 (3)2x4 III EXTAERIOR 2ND FLOOR @ 66So F#2 SPF#2 [EA END (3)2x4 v (3)2x4 EA END SPF#2 POST. SW 3 6 OF SW SPS#2 SPF#2 OF SW POST. / S'PFT. POST. SW 3/6 3RD FLOOR 2x6 SPF#2 Q ------- ------------------- © © @ 16"o.c ------- ------------------- .— ------------------- ------- (2)2x4 SPF#2 3 2x4 (3)2x4 SW 3/6 1 ST FLOOR „ SW 3 6 ( ) CCI @ 12 o.c (3)2x4 / 2-CS16 SPF#2 N (o SPF#2 2-CS16 (3)2x4 DOUBLE III SPF#2 EA END POST. III III POST. EA END SPF#2 PARTY 2ND FLOOR 2x4 SPF#2 III POST. OF SW III OF SW POST. III WALLS @ 12'o.c `� III III 4 3RD FLOOR 2x4 SPF#2 N 0=m ° N @ 12"0.c II N o \ II of x ( III III N N III III I x III III iii o of III III III N 1ST FLOOR 2x4 SPF#2 x III @ 12"0.c � Q Q INTERIOR 2x4 SPF#2 o " " o WALLS 2ND FLOOR @ 16"o.c IIIo 0111 IIIA QIII IIIA ma III IIIW WIII 3RD FLOOR 46SoF#2 STUD NOTES: n 10 1.) SPF DENOTES SPRUCE PINE FIR. IIIA VIII IIIo 0111 2.) SYP DENOTES SOUTHERN YELLOW PINE. n, IIIo 0111 IIIA VIII x W C7 C7 x X ^, N N lV 04 v NILU N III III N 12 II III II II X I I x ^ NI Ll = o 1 1 I J III (3)2x4 �2-CS16 i N s2.2 \ s2.2 N i 2-CS16 (3)2x4 !!! SPF#2 EA END ( ) (3)2x4 EA END SPF#2 Z W LL 3 2x4 POST. SW 3/6 OF SW SPF#2 SPF#2 OF SW SW 3 6 POST. - —1 1POST. POST. / ol ------- ------------------ U Q ---------- ------- -- O (4)2x4 lo e Ljj SW 3/6 4 2x4 2-CS16 S F#2 ° F L� (4)2x4 SW 3/6 SPF#2 2-CS16 (4)2x4 � N m III S F#2 EA END III POST. ° N POST. III SPF#2 III m POST. OF SW \ IIIOFESW POST. Lij III N N z •--- o O III m z N III X X III N N III ^ r ' ' of III III o o III IIII W NI J Iux N JE IIIulQ Q III III III IIIA' Will 0 o a m111c, m III Q N W =III IIIA Q II VIII X x IIIA III "I w w III III N N N I III III I cy III II 2x8 2x8 III III Io WALL WALL 2 2 111 (2)2x6 III s2.2 52.2 III (2)2x6 III III SPF#2 II III SPF#2 III POST. IMPORTANT NOTE: POS . cfl CONTRACTOR TO REVIEW FIRE N RATING REQUIREMENTS AND FRAMING CONFIGURATION WITH �(3)2x8-1/1 ARCHITECT PRIOR TO CONSTRUCTION \(3)2x8-1�/l A �(3)2x6-1/1) ((3)2x6-1/1) THIRD A 1 ^1 BEVEL WALL 52.2 52.2 FRAMING PLAN [)O NOT SCALE DIMENSIONS FROM THESE DRAWINGS.IF A DIMENSION IS THIRD LEVEL WALL FRAMING PLAN UNCLEARRTO THE ARCHITECTURALLDRAWINGS OR SCALE: 1/4" = 1'-0" CONTACT THE E.O.R. PLAN NAME AHERN TOWNHOUSES 2 DESIGN/DRAWN/CHECKED CS / CSH/LAP DATE 10.13.17 CONTROL NO. TRUSS ID. LPA NO. MACC-16-01038 SHEET S1 .3 SHEET 8 OF 18 1 777 7,777-7 7 L P Lou Pontiso and Associates, Inc. 420 Osceola Avenue Jacksonville Beach, FI 32250 Ph.242-0908 FL: CA#8344 SC: CA#3579 OSB SOFFIT OSB BLOCKING PANEL BETWEEN OSB BLOCKING PANEL BETWEEN www.lp-a.com EVERY OTHER TRUSS. SEE DETAIL EVERY OTHER TRUSS. SEE DETAIL OSB SOFFIT ;yl.,yerrearrterrrrarrnpa'rj` 5 SEE 5/S6.0 SEE 5/S6.0 5 , 6/S6.0 (TYP) 6/S6.0 (TYP) S6.0 S6.0 01 t ♦� 3 e i rr Vol rj/r/A = ' S7' .Q T e r/////, F///// F/zz /Z 3' (2) (2)HTS16 ''�s►,. ��. Eta °°°'`°° Js1glrr®aucratcarr'+'��"` 5 Christopher J. Sabourin, PE 5 S6.0 S6. FL PE#71461 FF_-� ° REVISIONS DATE OSB SOFFIT SEE 5/S6.0 OSB SOFFIT OSB SOFFIT SEE 5/S6.0 SEE 5/S6.0 5 jOSB SOFFIT FIELD ALTERATION NN SEE 5/S6.0 CONTRACTOR SHALL CONTACT LOU 7A� (n PONTLr- MAKING ANY&ASSOCIATES,INC.PRIOR TO MODIFICATION S WHICH MAYFVARY IELD 11J FROM THE INTENT OF THE ORIGINAL f� WCONSTRUCTION DOCUMENTS.ANY Q W FIELD ALTERNATIONS MADE PRIOR TO BEING APPROVED BY LOU PONTIGO& ASSOCIATES,INC.MAY RESULT IN C9 ADDITIONAL ENGINEERING OR INSPECTION FEES. S6.0 (2)2x10 (2)2x10 WALL ABOVE TOWER B 2-HOU1R UL FIRE 6,0TOWER B WALL ABOVE RATED SOFFIT. (OPP. HAND S6. 1 S2.1 S2.( 2 S s ::-.: S .o 2 HT 1 ( ) 2 �. .) . . . (2)HTS16 2 HTS16: : : : . ::. .:. ( ) 2-HOUR U L FIRE 2-HOU R li L FIRE 7 FRT SHEATHING FOR RATED SOFFIT. RATED SOFFIT. 11 \ 2-HOUR UL FIRE 4' EACH SIDE OF FRT SHEATHING RATED SOFFIT. FIRE WALL. FOR 4' EACH SIDE OF FIRE WALL. ` V ° ° m OSB SOFFIT N 5 N N o SEE 5/S6.0 ? Cnn UJI N S6.0 OSB SOFFIT wQ w w SEE 5/S6.0 5 m OSB SOFFIT �_ � SEB 5/S6.0 OSB SOFFIT O - SEE 5/S6.0 � I zo J 2)2x10- _ z 7 WALL ABOVE TOWER B ) x1 .. w 2-HOI�R UL FIRE S6.o (OPP. HAND TOWER B WALL ABOVE /k 0 � 2 RATTED SOFFIT. s6. 5 s6.o 2 � U . . . . . . . ..... . Q CV ILL] so 52. m m (2)HTS16:: . �. 2 6 U cJ - . : .: : : : : : ... . .. F- Q m z 2 HTS m 71 Q W J 2-HOU �-' R UL FIRE . . .. . . .... . . . . . . 2-HOUR UL FIRE � � RATED SOFFIT. RATED SOFFIT. 2-HOUR UL FIRE Q FRT SHEATHING FOR FRT SHEATHING FOR RATED SOFFIT. 4' EACH SIDE OF 4' EACH SIDE OF FIRE WALL. ° OSB SOFFIT OSB SOFFIT ° FIRE WALL. SEE 5/S6.0 SEE 5/S6.0 Jc N Cn N N > 5 s6 � LU LLI W w 5 c� c� S6.0 �' c� OSB SOFFIT SEE 5/S6.0 OSB SOFFIT SEE 5/S6.0 IMPORTANT NOTE: ROOF CONTRACTOR TO REVIEW FIRE TOWER A (2)HTS16 (2)HTS16 TRUSS TOWER A RATING REQUIREMENTS AND TO HAND PL FRAMING CONFIGURATION WITH ( AGEMENT ARCHITECT PRIOR TO CONSTRUCTION PLAN OSB SOFFIT DO NOT SCALE DIMENSIONS FROM OSB SOFFIT 'HESE DRAWINGS.IF A DIMENSION IS 5 OSB BLOCKING PANEL BETWEEN OSB BLOCKING PANEL BETWEEN S6.0 SEE 5/S6.0 EVERY OTHER TRUSS. SEE DETAIL ROOF TRUSS PLACEMENT PLAN OSB BLOCKING PANEL BETWEEN SEE 5/S6.0 5 EVERY OTHER TRUSS. SEE DETAIL UNCLEAR REFER TO THE ARCHITECTURAL DRAWINGS OR OTHER TRUSS. SEE DETAIL s6.0 6/S6.0 (TYP) CONTACT THE E.O.R. 6/S6.0 (TYP) SCALE: 1/4" = V-0" 6/S6.0 (TYP) PLAN NAME AHERN TOWNHOUSES 2 NOTES: DESIGN/DRAWN/CHECKED 1. FASTEN ROOF TRUSS TO TOP PLATE w/ 2-12d TOENAILS AND 2-SIMPSONI H2.5T UPLIFT STRAP UNLESS OTHERWISE NOTED. CS / CSH LAP 2. PRE-ENGINEERED WOOD TRUSSES: SHALL BEAR THE SEAL OF AN ENGINEER IN THE STATE WHERE PROJECT IS BEING BUILT DATE AND SHALL COMPLY WITH NFPA, TPI, AND AITC 100. CONTRACTOR SHALL VERIFY THAT ADEQUATE TRUSS BEARING IS 10.13.17 INSTALLED AT ALL TRUSSES AS INDICATED IN THE TRUSS SHOP DRAWINGS. ALL TRUSS-TO-TRUSS CONNECTIONS AND TRUSS CONTROL NO. PROFILES ARE THE RESPONSIBILITY OF THE DELEGATED TRUSS ENGINEER. ALL TRUSSES SHALL HAVE TEMPORARY BRACING PER 'COMMENTARY' AND RECOMMENDATION FOR HANDLING, INSTALLING & BRACING METAL PLATE CONNECTED WOOD TRUSSES, TRUSS ID. HIB-91." M/z ONE 3. PERMANENTLY BRACE TRUSSES PER SECTION 2303.4 OF THE 2012 INTERNATIONAL BUILDING CODE (IBC) AND BCSI-B3 LPA NO. BUILDING COMPONENT SAFETY INFORMATION MANUAL). MACC-16-01038 SHEET 4. DRAG TRUSS - DENOTES ROOF TRUSS/DRAG TRUSS TO BE DESIGNED FOR 200plf SHEAR LOAD 51 .31 SHEET 9 0 L I P ( r A Lou Pontigo and Associates, Inc. 420 Osceola Avenue Jacksonville Beach, FI 32250 Ph. 242-0908 FL: CA# 8344 SC: CA#3579 www.lp-a.com OSB BLOCKING PANEL 1.75x5.5" BETWEEN TRUSSES AS STRUCTURAL FASCIA. SHOWN SEE DETAIL y, �. � ., ,g+ FASTEN TO EACH 6/S6.0 (TYP) 1.75x5.5" .'�� .+"""•""""" °"`e tp � � TRUSS W/A35 1.75x5.5" STRUCTURAL FASCIA. • 11/o STRUCTURAL FASCIA. FASTEN TO EACH E FASTEN TO EACH TRUSS W/A35 '� w TRUSS W/A35 " OSB BLOCKING PANEL -,�, ��, � t�P. 1.75x5.5 1.75x5.5 BETWEEN TRUSSES AS l��oE��` "••�, STRUCTURAL FASCIA. STRUCTURAL FASCIA. SHOWN, SEE DETAIL FASTEN TO EACH FASTEN TO EACH 6/S6.0 (TYP) px OSB SOFFIT. TRUSS W/A35 TRUSS W/A35 FASTEN WITH Christopher J. Sabourin, PE 8d © 6" O.C. FL PE#71461 5 (TYP) REVISIONS DATE S6.0 OSB SOFFIT. 1.75x5.5" STRUCTURAL FASTEN WITH FASCIA. FASTEN TO 8d @ 6" O.C. 1.75x5.5" STRUCTURAL 9v (TYP) FASCIA. FASTEN TO EACH TRUSS W/A35 EACH TRUSS W/A35 FIELD ALTERATION 1.75x5.5" I-ONTRACTOR SHALL CONTACT LOU �� PIJNTIGO&ASSOCIATES,INC.PRIOR TO STRUCTURAL FASCIA. 1.75x5.5 MAKING ANY STRUCTURAL FIELD FASTEN TO EACH STRUCTURAL FASCIA. MODIFICATIONS WHICH MAY VARY GINAL TRUSS W/A35 FASTEN TO EACH co°STRUCTIONDOCUMENM THE INTENT OF THE OTS.ANY FIELD ALTERNATIONS MADE PRIOR TO TRUSS W/A35 BEING APPROVED BY LOU PONTIGO& 2 ASSOCIATES,INC.MAY RESULT IN �� " ADDITIONAL 1.75x5.5 s2.o 1.75x5.5 ENGINEERING ORINSPECTION FEES. STRUCTURAL FASCIA. STRUCTURAL FASCIA. 1.75x5.5" 5 FASTEN TO EACH FASTEN TO EACH STRUCTURAL FASCIA. S6.0 TRUSS W/A35 TRUSS W/A35 FASTEN TO EACH TRUSS W/A35 TOWER A ROOF TRUSS PLACEMENT PLAN SCALE: 1/4" = 1'-0" TOWER B ROOF TRUSS PLACEMENT PLAN SCALE: 1/4" = 1'-0" NOTES: 1. FASTEN ROOF TRUSS TO TOP PLATE w/ 2-12d TOENAILS AND 2—SIMPSON H2.5T UPLIFT STRAP UNLESS OTHERWISE NOTED. 2. PRE—ENGINEERED WOOD TRUSSES: SHALL BEAR THE SEAL OF AN ENGINEER IN THE STATE WHERE PROJECT IS BEING BUILT AND SHALL COMPLY WITH NFPA, TPI, AND AITC 100. CONTRACTOR SHALL VERIFY THAT ADEQUATE TRUSS BEARING IS INSTALLED AT ALL TRUSSES AS INDICATED IN THE TRUSS SHOP DRAWINGS. ALL TRUSS—TO—TRUSS CONNECTIONS AND TRUSS PROFILES ARE THE RESPONSIBILITY OF THE DELEGATED TRUSS ENGINEER. ALL TRUSSES SHALL HAVE TEMPORARY BRACING PER 'COMMENTARY' AND RECOMMENDATION FOR HANDLING, INSTALLING & BRACING METAL PLATE CONNECTED WOOD TRUSSES, HIB-91." 3. PERMANENTLY BRACE TRUSSES PER SECTION 2303.4 OF THE 2012 INTERNATIONAL BUILDING CODE (IBC) AND BCSI-133 (BUILDING COMPONENT SAFETY INFORMATION MANUAL). 4. DRAG TRUSS — DENOTES ROOF TRUSS/DRAG TRUSS TO BE DESIGNED FOR 200pIf SHEAR LOAD N m � N w N � (V (I1 w m wQ IMPORTANT NOTE: r/ CONTRACTOR TO REVIEW FIRE E— ^O^'' RATING REQUIREMENTS AND O V) LL FRAMING CONFIGURATION WITH Z O ARCHITECT PRIOR TO CONSTRUCTION � Z J Z ryLL. . w - I I QU o � W Z x � I- � mz Q 1 W J S2.1 TOW R B .L Q 1 2 S2.2 S2.2 2 2.0 TOWER A 1 s2.2 TOWER A WALL FRAMING PLAN SCALE: 1/4" = 1'-0" TOWER B WALL FRAMING PLAN SCALE: 1/4" = 1'-0" TOWER WALL FRAMING AND ROOF TRUSS PLACEMENT PLANS FJO NOT SCALE DIMENSIONS FROM THESE DRAWINGS.IF A DIMENSION IS UNCLEAR REFER TO THE ARCHITECTURAL DRAWINGS OR CONTACT THE E.O.R. PLAN NAME AHERN TOWNHOUSES 2 bESIGN/DRAWN/CHECKED CS / CSH/LAP DATE 10.13.17 CONTROL NO. TRUSS ID. LPA NO, MACC-16-01038 SHEET S1 .32 SHEET 10 OF 18 v� Lou Ponti3o and Associates, Inc. 420 Osceola Avenue Jacksonville Beach, FI 32250 Ph. 242-0908 FL: CA# 8344 SC: CA#3579 www.lp-a.com �*,sets�srtx - yy��wt CONTRACTOR TO REVIEW FIRE RATING REQUIREMENTS AND FRAMING s rA7' i N CONFIGURATION WITH ARCHITECT ;,.,t� .•'e� o PRIOR TO CONSTRUCTION -, fi{� °oORloP �,*,• 2—HOUR SOFFIT SEE DETAIL Christopher J. Sabourin, PE SEE DETAIL 7/S6.0 L FRT PLYWOOD 4' FRT PLYWOOD 4' REVISIONS DATE r—FROM PARTY FROM PARTY WALL WALL T.O. MAIN ROOD= 321.2" a a FIELD ALTERATION fl �3 TOP PLATE TOTOP PLATE TO CONTRACTOR SHALL CONTACT LOU STUD PONTIGO&ASSOCIATES,INC.PRIOR TO STRAPPING: TUD STRAPPING: MAKING ANY STRUCTURAL FIELD » MODIFICATIONS WHICH MAY VARY H2.5 @ 32 O.C. FROM THE INTENT OF THE ORIGINAL H 2.5 @ 32" 0.C. CONSTRUCTION DOCUMENTS.ANY FIELD ALTERNATIONS MADE PRIOR TO BEING APPROVED BY LOU PONTIGO 8 ASSOCIATES,INC.MAY RESULT IN ADDITIONAL ENGINEERING OR INSPECTION FEES. 0� CSEE DETAIL8/S6.0 CS16 STRAPS CS16 STRAPS SEE DETAIL © 32" O.C. @ 32 O.C. 3/S6.0 adU D I j `,r-R p5 ftE 21`-f0" 2—PLY LVL 2N`,"'__ L E\ gym x{� ..gym t - WIND GIRT r, SEE PLAN OSB BLOCKING OSB BLOCKING BEAM, SEE PLAN—/ ANEL ANEL SEE PLAN SEE PLAN m w � N (!� w m 0 � 6 = Z 5 z � LL w = z 4 QU CS16 STRAPS CS16 STRAPS @ 32" O.C. @ 32" O.C. O 01 N w m OD 2ND FLOOR PLAIN U 100-41' � I^ BEAM SEE PLAN m z 2K_'5zf , 2—PLY LVL WIND GIRTJ W Q SEE PLAN —J OSB BLOCKING PANEL OSB BLOCKING T.O, 1ST LEVEL PLAT'IE SEE PLAN ANEL SEE DETAIL 9°_011 SEE PLAN 9/S3.0 r 6 4 SOLE PLATE 2 SOLE PLATE ANCHORS ANCHORS @ 24" @ 24" O.C., SEE PLAN O.C., SEE PLAN 1ST. FLOOR ✓ , f' - - a, 14 JI /�\/�\/�\/�\/�\ /�\/�\/�\/� /�\/� \ �\��\/�\� - P�ANING, SEE FOOTING, SEE ������\� d a ¢ _ \���\���\�\�\�\�\�\���\� PLAN M/01/��/��/��/��/�j��/��/��/�;%/� WALL i/\ �ii� \ \ \ \ \ \ � \�i, SECTIONS AND DETIALS DO NOT SCALE DIMENSIONS FROM THESE DRAWINGS.IF A DIMENSION IS UNCLEAR REFER TO THE ARCHITECTURAL DRAWINGS OR CONTACT THE E.O.R. 1 SCHEMATIC WALL SECTIONK-2 SCHEMATIC PARTY WALL SECTION AT STAIRS 3 SCHEMATIC PARTY WALL SECTION PLAN NAME AHERN TOWNHOUSES 2 �-o 52.0 S2.O DESIGN/DRAWN/CHECKED CS / CSH/LAP DATE 10.13.17 CONTROL NO. TRUSS ID. LPA NO. MACC-16-01038 SHEET S2.0 SHEET 11 OF 18 Lou Pontigo and Associates, Inc. 420 Osceola Avenue Jacksonville Beach, F1 32250 Ph. 242-0908 FL: CA# 8344 SC: CA#3579 www.lp-a.com �RdltVi►etd►ngldnl 5/56.0 °a SEE DETAIL STRAP EA. STUD I . �a TO ROOF FRAMING A104'146-O • N CS16 @ SEE DETAIL SEE DETAIL '. s �7`c %- 32" O.C. 5/S6.0 f aaaq ••• 1� ROOF I,'r8r, '� r }�.g �E t� aia ya,��li'�urin, PE SHEATHING F L 'rk714 1 T.O. I�r-'t;6a TOP PLATE TO 626_2",-� REVISIONS DATE -STUD STRAPPING: H2.5 @ 32" O.C. -_ R-1 GIRDER H2.5 @ 32 O.C. TRUSS 3RD LEVEL TOP PLATE H2.5 @ 32 0.C. 301-101, FIELD ALTERATION CONTRACTOR SHALL CONTACT LOU hONTIGO a ASSOCIATES,INC.PRIOR TO MAKING ANY STRUCTURAL FIELD MODIFICATIONS WHICH MAY VARY FROM THE INTENT OF THE ORIGINAL CONSTRUCTION DOCUMENTS.ANY IFIELD ALTERNATIONS MADE PRIOR TO BEING APPROVED BY LOU PONTIGO 8 ASSOCIATES,INC.MAY RESULT IN ADDITIONAL ENGINEERING OR INSPECTION FEES. CS16 @ 32" O.C. SEE DETAIL 8/S6.0 ------------------- 3RD FLOOR PLAN ----------------- 2ND LEVEL TOP PLATE PRE-ENGINEERED OSB BLOCKING PANEL, TRUSS SEE PLAN LS BEAM, SEE PLAN H2.5 @ 32 O.C. CS16- n , ` V m 3-2X6 TOP r ^ N V J PLATES. OVER SCREW TOP ANDLIJ LAP PLATES @ BOTTOM OF WALL N CORNERS PER DETAIL w m 2-PLY 9.5" LVL STAIR BEAM Q � 2x10 LEDGER FOR LANDING. o In _ FASTEN TO STUDS = Z 0 w/4-1/4"x6" SDS SCREWS @ 16" O.C. SEE DETAIL CS16 STRAPS Z W U_ @ 32" O.C. I Q U _----------------. 2ND FLOUR PLAN" O Q'1 W Lij 00 10 -4 ----------------- T.U. 1 ST LEVEL PLAT cu (_) BEAM, SEE PLAN _ E-- PRE-ENGINEERED m z TRUSS m Q OSB BLOCKING PANEL, OSB BLOCKING PANEL, J SEE PLAN SEE PLAN Q 4 2-PLY 9.5" LVL STAIR BEAM 2X10 LEDGER FOR LANDING. FASTEN TO STUDS w/4-1/4"x6" SDS SCREWS @ 16" O.C. SOLE PLATE ANCHORS @ 24" O.C., EE PLAN 11ST, FLOOFR PLAIN /�/� a /� " l,ate _ - /\/\/\\\ /\ a ° a ° TYPICAL WALL 1 WALL SECTION 2 WALL SECTION 3 WALL SECTION SECTIONS S2.1 S2.1 52.1 AND DETIALS DO NOT SCALE DIMENSIONS FROM THESE DRAWINGS.IF A DIMENSION IS UNCLEAR REFER TO THE ARCHITECTURAL DRAWINGS OR CONTACT THE E.O.R. PLAN NAME AHERN TOWNHOUSES 2 DESIGN/DRAWN/CHECKED CS / CSH/LAP DATE 10.13.17 CONTROL NO. TRUSS ID. LPA NO. MACC-16-01038 SHEET S2.1 SHEET 12 OF 18 V Lou Pontigo and Associates, Inc. 420 Osceola Avenue Jacksonville Beach, FI 32250 Ph. 242-0908 FL: CA# 8344 SC: CA# 3579 www.lp-a.com ............IN. 4 � T.O. STRUCTURE ��. : N0` ��iir�'��>,,.�"`nassor•'�a��`�aaaaaa Flbfiill 145714kt+ i >' Christopher Sabourin, PE FL PE#71461 REVISIONS DATE TO, n, s R OF- SEE 11/S7.0 FOR TYPICAL WALL FRAMING DETAILS FIELD ALTERATION CONTRACTOR SHALL CONTACT LOU PONTIGO Ei ASSOCIATES,INC.PRIOR TO MAKING ANY STRUCTURAL FIELD MODIFICATIONS WHICH MAY VARY FROM THE INTENT OF THE ORIGINAL —-- - --- CONSTRUCTION DOCUMENTS.ANY FIELD ALTERNATIONS MADE PRIOR TO BEING APPROVED BY LOU PONTIGO a ASSOCIATES,INC.MAY RESULT IN ADDITIONAL ENGINEERING OR SEE 11/S7.0 FOR INSPECTION FEES. TYPICAL WALL FRAMING DETAILS 0 0 Cn �— _ _ 1— c� zz w Lv J J J J J J LrI I y LL- 3RD FLOOR PLAN 21'-10" 2ND LEVEL TOP PLATE 20-2" m (4) CS16 @ L 2—CS16 STRAPS r ^ (v PLAT 2—CS16 STRAPS 32" O.C. AS SHOWN) LAP PLATES In — (AS SHOWN)© C LLI . " �-- N LVL TOP PLATEun LU m W Q 0 o un in� _ 0 z _j z � w . (4)2x6 TOP PLATES. OVER LAP PLATES 0 AT CORNERS 2ND FLOOR PLAN E-- CV m 10°-�°t m Z Lio � LL- F mz ELIEdW Ed LL- T.O. 1 ST LEVEL PLATE gi-01, Q 0 I I 2x8 SPF#2 STUDS @ 16" O.C.--"' a o 0 R _ 'TiI FE, SIMPSON HDU8—SDS SOLE PLATE ANCHORS SIMPSON HDU8—SDS w/3/4" THREADED @ 24" O.C., SEE PLAN w/3/4" THREADED SOLE PLATE ANCHORS ROD EPDXIED 12" ROD EPDXIED 12" © 24" O.C., SEE PLAN TYPICAL WALL SECTIONS 1 ELEVATION AT STAIRWELLS 2 ELEVATION AT STAIRWELLS AND �-2 52.2 DETIALS DO NOT SCALE DIMENSIONS FROM THESE DRAWINGS.IF A DIMENSION IS UNCLEAR REFER TO THE ARCHITECTURAL DRAWINGS OR CONTACT THE E.O.R. PLAN NAME rAHERN TOWNHOUSES 2 DESIGN/DRAWN/CHECKED CS / CSH/LAP DATE 10.13.17 CONTROL NO. TRUSS ID. LPA NO. MACC-16-01038 SHEET S2.2 SHEET 13 OF 18 CMU/CONC. BOND BEAM AT 8x8 PRE–CAST LINTEL, SEE TOP OF WALL, SEE 7/S4.0 4/S3.0 FOR OVERALL LINTEL FOR OPENING OVER 4'-4" FOR OPENING TO 4'-4" TDEPTH AND REINFORCING TO 9'-4" WIDE, PROVIDE WIDE, PROVIDE 1–#5 L P_ 2–#5 VERTICAL EACH VERTICAL EACH SIDE SIDE OF OPENING. OF OPENING. 8x16 BOND ;il. m 3–#5 VERT. STD. 90° HOOK BEAM (TYP) Lou Ponti3o and T Associates. Inc. 8" CMU WALL TYPICAL JAMB REINF. I ( WALL TYPICAL WALL ''•F ' •�' AS PER PLAN REINF. SEE OPENING, :�. : .�::r' 420 Osceola Avenue to — — — — — — Ja<'ksonville Beach, F132250 I I SEE 2/S3.0 ( I SCHED. ON SCIHED. ON NF. SEEI SEE PLAN �'•�`�-�'��• w PLAN. Ph. 242-0908 I I I PLAN. 8X1 2 CMU Q FL? CA# 8344 SC: CA#3579 PLAN VIEW AT TYPICAL OPEN BOTTOM > www.lp-a.com 8 LINTEL BLOCK, 8x16 BOND „+e` rn+o:aeaeurmEfirr WINDOW/DOOR OPENING WITH 2–#5 TOP & BEAM (TYP) 2 CMU JAMB REINFORCING z 1. • . �. 8 CMU WALL. �`' •""' Q BOTTOM (TYPICAL) e� m°' oce > ° U SOLID BOTTOM PRECAST .° . " 01 « ®. °� S3.0 SCALE: 3/4 = 1 –0 w 7 WALL ELEVATION LJj TEL WH 2 #51 TOP & SrAr " o 25 LAP MIN. # BOTTOM (TYPICAL) FASTEN 2x8 P.T. SYP#2 s ��RiD 1– 5 VERTICAL EACH CORNER, INTERSECTION, ,,.. . @SPACING INDICATED WINDOW DOOR BUCK TO 8 �, �/��>�L+iEfF "i'� ,,•, o �. ON PLAN OR SCHED. / / �x2 /4 TAPCONS @ 24"o.c INSTALL 3 MIN. ° ` ' z EACH SIDE. Christopher J. Sabourin, PE Cf) EFL PE#71461 z zo :, • '' 8" CMU WALL. Q NOTES: REVISIONS DATE Q F=- .:, � 1) USE THESE LINTEL DETAILS U.O.N. ON PLANS. 2x8 P.T. SYP#2 FILL ALL CELLS SOLID In w 2) FOR OPENING LOCATIONS, SEE ARCH. PLANS. WINDOW/DOOR BUCK WITH GROUT THAT w N 3) PROVIDE 8" BEARING EACH SIDE OF OPENING. REQUIRE VERTICAL cwn z 5 HORIZONTAL TIE BEAM #5 VERTICAL TO TOP REINFORCING AND ALL Q #EINFORCING (ONLY ONE 4) GROUT LINTEL SOLID. CELLS BELOW GRADE. 5) BOTTOM SHALL BE A SOLID PRECAST LINTEL. OF BOND BEAM STEP. BAR SHOWN FOR CLARITY). cn ° z z D Q 0 FIELD ALTERATION w 3 TYPICAL HORZONTAL/CORNER SPLICE 4 TYPICAL CMU LINTEL 5 MASONRY WALL STEP 6 STRUCTURAL WINDOW/DOOR BUCK CC)NTRACTORSHALLCONTACT LOU PONTIGO a ASSOCIATES,INC.PRIOR TO w MAKING ANY STRUCTURAL FIELD �� �� �� �� » > » MODIFICATIONS WHICH MAY VARY U) C) S3.0 SCALE: 3/4 = 1 –0 S3.0 SCALE: 3/4 = 1'-0" S3.0 SCALE: 3/4 = 1 –0 S3.0 SEE 1/S3.OFOR INFORMATION NOT SHOWN. FR,OMTHE INTENT OFTHE ORIGINAL z CONSTRUCTION DOCUMENTS.ANY Q FIELD ALTERNATIONS MADE PRIOR TO BEING APPROVED BY LOU PONTIGO e MSSOCIATES,INC.MAY RESULT IN ADDITIONAL ENGINEERING OR INSPECTION FEES. PLAN SECTION 2x4 SYP#2 CATS AT FLOOR OR 12" O.C. FASTENED ROOF TRUSS. TOP OF 8x16 BOND BEAM TO TOP PLATE w/ BOND BEAM BOND#BEAM 5 TOP & BOT. i– 4-0.131x3" COMMON. _-_ ____ _g_- _4 ____ ` REINFORCEMENT AND g. . GROUT IS CONTINUOUS CD CD = w w THRU JOINT _ = FASTEN CATS EACH _ i– END w/ 3-0.131 x3 --'-_ --'�- SCORE BOND I° BEAM Y2 I.. I LL w STOP JOINT REINF. o J �, COMMON TOE NAILS p I, °I . AT CONTROL JOINT ~ > > SHEARWALL OR —AU O � EXTERIOR WALL PROVIDE REINFORCED 0 CELL EACH SIDE OF °� 0 0 o WOOD FRAMED CONDITION JOINT q °.F I N CN N 2x4 SYP#2 CATS AT 12"o.c FASTENED TO FLOOR OR OF ROOF TRUSS CONTROL TOP PLATE w� JOINT JOINT REINF. _ 4-0.131x3" COMMON. PRE—FORMED „ � _ = FILLER @ 16 o.c CD = w w BACKER ROD MATERIAL CAULKING a • • 0 J FASTEN CATS EACH 2x8 SYP#2 ^ , END w/ 3-0.131x3' P.T. PLATE t V m 0 0 0 = COMMON TOE NAILS CMU WALL DEPTH OF CAULKING WIDTH OF STOP JOINT REINF. � 0 CD 11� CD w w CD ONE HALF THE WIDTH HEAD JOINT AT CONTROL JOINT r N 0 Q = = w OF THE HEAD JOINT v , CV � � o ; CMU CONDITION n F- m UI u7 Q Q 0 u7 0 J C+ J W 7 SHEARWALL ATTACHMENT 8 CMU CONTROL JOINT Q � S3.0 SCALE: N.T.S S3.0 SCALE: N.T.S ALL MASONRY SHOWN IN THESE PLANS HAS BEEN DESIGN WITH THE LEVEL QUALITY B O E" — CD ASSURANCE. CONTRACTOR SHALL HAVE ALL MASONRY CONSTRUCTION INSPECTED PER Ln 0 � d THE SCHEDULE BELOW. I t l Z O N N Ln LEVEL B QUALITY ASSURANCE – INSPECTION SCHEDULEZ QLL/ r W 0.131x3" @ 4" 0.C. 5/$» THREADED ROD EPDXIED 4" MIN, INSPECTION TASK CONTINUOUS/ c� FLOOR SHEATHING PERIODIC Q U LIJ w = SPACE D@ 24" O.C. Q LQ �../ 1. AS MASONRY CONSTRUCTION BEGINS. THE �-- CV � FO LOWING SHALL BE VERIFIED TO ENSURE m � w J COMPLIANCE: x (, 0 0 o A. PROPORTIONS OF SITE–PREPARED MORTAR. P m z � � Q Q Q m DWLS. TO MATCH - – DWLS. TO MATCH DWLS. TO MATCH B. CONSTRUCTION OF MORTAR JOINTS. P t I Q VERTICAL REINF. VERTICAL REINF. VERTICAL REINF. 7/6" OSB FASTEN TO TRUSS W J in Q Q (TYP. U.N.O.) Q Q (TYP. U.N.O.) Q Q (TYP. U.N.O.) WEBS AND CHORDS w/8d C. LOCATION OF REINFORCEMENT, CONNECTORS, P = E— a° °� 00 @ 3 O.C. PRE–STRESSING TENDONS AND ANCHORAGES. Q CLEAN OUT HOLE CLEAN OUT HOLE AS REQUIRED. AS REQUIRED. GRADE BEAM GRADE BEAM GRADE BEAM 8x16 MASONRY SEE PLAN. SEE PLAN. SEE PLAN. LINTEL SEE 4/S3.0 • • • • • • 2. THE INSPECTION PROGRAM SHALL VERIFY: WALL SECTION WALL SECTION WALL SECTION A. SIZE AND LOCATION OF STRUCTURAL ELEMENTS. P B. TYPE, SIZE AND LOCATION OF ANCHORS, LOW–LIFT GROUTING 9 DIAPHRAGM CONNECTION TO MASONRY WALL INCLUDING OTHER DETAILS OF ANCHORAGE OF P MASONRY TO STRUCTURAL MEMBERS, FRAMES OR (GROUTING WITHOUT HIGH–LIFT GROUTING HIGH–LIFT GROUTING ALTERNATE PER MSJC 2005 OTHER CONSTRUCTION. CLEANOUTS): THE WALL IS (GROUTING WITH (GROUTING WITH CLEANOUTS) S3.0 SCALE: N.T.S CONSTRUCTED IN HEIGHTS CLEANOUTS): THE WALL IS THE WALL IS CONSTRUCTED IN HEIGHTS NO MORE C. SPECIFIED SIZE, GRADE AND TYPE OF P NO MORE THAN 5'-4" CONSTRUCTED IN HEIGHTS THAN 12'-8" SECTIONS (GROUT POUR HEIGHT OF ADDITIONAL REINFORCING REINFORCEMENT. NO MORE THAN 12'-8" REQUIRED FOR LAP, SEE SECTIONS (GROUT POUR SECTIONS (GROUT POUR THE 8NTENDED CELLS AND CLEANOUT HOLES DARE HEIGHT OF 5 –4 ), 9/SO.2 REINFORCED IS PLACED IN HEIGHT OF 12'-8"), FULL REQUIRED AT CELLS WITH REBAR FOLLOWED BY E. PROTECTION OF MASONRY DURING COLD THE INTENDED CELLS HEIGHT REINFORCED IS MAX. 12'-8" GROUT LIFTS. NO SPLICING IS WEATHER (TEMP. BELOW 40 DEG. F) OR HOT P FOLLOWED BY MAX. 5'-0" PLACED IN THE INTENDED REQUIRED. a: d GROUT LIFTS. CONTINUITY CELLS AND CLEANOUT ° . WEATHER (TEMP. ABOVE 90 DEG. F). HOLES ARE REQUIRED AT d f d°. •. ' ' OF THE REINFORCEMENT IS #5 TOP AND _ ' d #5 TOP AND MAINTAINED BY SPLICING CELLS WITH REBAR BOTTOM ° ° °° BOTTOM 9 '•° °' d d' 9 .° BETWEEN EACH SECTION. FOLLOWED BY MAX. 5'-0" ° ' ' °.° °.° GROUT LIFTS. NO SPLICING PROVIDE 90° 10 HOOK FOR ° ° .. IS REQUIRED. ALL REINFORCING ° a d. ° °. °? d, ° °. °� 3. PRIOR TO GROUTING, THE FOLLOWING SHALL BE VEIRIFIED TO ENSURE COMPLIANCE: MASONRY ° GENERAL NOTES: °' CMU LINTEL CMU LINTEL A. GROUT SPACE IS CLEAN. P SECTIONS FOR BOTH LOW–LIFT AND HIGH–LIFT GROUTING, THE GROUT LIFT HEIGHT IS LIMITED TO 5 FT UNLESS THE FOLLOWING ° °. °. PER PLAN ° <. PER PLAN B. PLACEMENT OF REINFORCEMENT AND CONDITIONS CAN BE MET, IN WHICH CASE THE GROUT LIFT HEIGHT CAN BE INCREASED TO 12'-8" (HIGH–LIFT GROUTING VERTICAL REINFORCING TO AND • ..: ..° CONNECTORS AND PRE–STRESSING TENDONS AND P ALTERNATE PER MSJC 2005): EXTEND FULL HEIGHT INTO PROVIDE 90° 10" HOOK FOR ANCHORAGES. DETAILS CMU LINTEL ALL REINFORCING ° VERTICAL REINFORCING TO • THE MASONRY HAS CURED FOR AT LEAST FOUR HOURS EXTEND FULL HEIGHT INTO C. PROPORTIONS OF SITE–PREPARED GROUT AND • THE GROUT SLUMP IS MAINTAINED BETWEEN 10 AND 11 INCHES Q 4 CMU LINTEL PRE–STRESSING GROUT FOR BONDED TENDONS. P • THERE ARE NO INTERMEDIATE HORIZONTAL REINFORCED BOND BEAMS BETWEEN THE TOP AND THE BOTTOM OF THE THFSED AWINGS.IFADIMENSSCALE DIMENSIONS IO I SE DRAWINGS.IF A DIMENSION IS UNCLEAR THE °. POUR HEIGHT. 4 D. CONSTRUCTION OF MORTAR JOINTS. P MRCHITECTUPALDRAWI GS OR CMU PIER PER PLAN CONTACT THEEO.R. IF THE FIRST TWO CONDITIONS ARE MET BUT THERE ARE INTERMEDIATE BOND BEAMS WITHIN THE GROUT POUR, LIMIT THE 4. GROUT PLACEMENT SHALL BE VERIFIED TO GROUT LIFT HEIGHT TO THE BOTTOM OF THE BOND BEAM, BUT CANNOT EXCEED 12'-8". ° ENSURE COMPLIANCE WITH CODE AND C PLAN NAME CONSTRUCTION DOCUMENT PROVISIONS. AHERN TOWNHOUSES 2 • ° • ' ° CMU PIER PER PLAN DESIGN/DRAWN/CHECKED WHEN BOTH OF ANY OF THE FIRST TWO CONDITIONS AN NOT MET, PLACE LIFTS NOT EXCEEDING 5 FT. CS / CSH /LAP DATE 10.13.17 5. PREPARATION OF ANY REQUIRED GROUT CONTROL NO. SPECIMENS, MORTAR SPECIMENS AND/OR PRISMS C 1 o MASONRY PIER TO LINTEL CONNECTION SHALL BE OBSERVED. TRUSS ID. 1 TYPICAL WALL REINFORCEMENT s3.o 6. COMPLIANCE WITH REQUIRED INSPECTION LPA NO. S3.0 SCALE: N.T.S PROVISIONS OF THE CONSTRUCTION DOCUMENTS P MACC-16-01038 AND THE APPROVED SUBMITTALS SHALL BE SHEET VERIFIED. * THE SPECIFIC STANDARDS REFERENCED ARE THOSE LISTED IN CHAPTER 35. S3.0 SHEET 14 OF 18 STEEL SADDLE OVER L 777777 P NOTE: BEAM IS NOT AT CANTILEVER BEAM, SEE 45" ANGLE. CONTRACTOR DETAIL AT RIGHT yy TO FIELD VERIFY 3/$" STEEL PLATES W 1Ys" r - BENT PLATE AT SIDE / __ DIMENSIONS PRIOR TO COPE TOP OF CORNER PRE—DRILLED HOLES FOR FABRICATING STEEL BEAM, SEE DETAIL AT BEAM Y4" SO THAT 1 (6-5/8" ILLS BOLTS.) WELD BUCKET RIGHT SADDLE SITS FLUSH WITH X14 STEEL PLATES W/ X1s Lou Pontigo and TOP OF BEAM PRE—DRILLED HOLES FOR ALL PLATES W/ MIN Y4 FILLET FLOOR Associates, Inc. — — (3 5/8"0 THRU BOLTS. WELDS DECK '— — STEEL SADDLE OVER WELD ALL PLATES W/ MIN 3" OUTSIDE 420 Osceola Avenue 6-5/8" THRU BOLTS BENT PLATE AT SIDE CANTILEVER BEAM, SEE X14" FILLET WELDS RECESS IN OUTER PLY BEAM, SEE DETAIL AT DETAIL AT RIGHT FACE OF Jacksonville beach, 8 32250 Ph. 242-0908 ( ) WALL FL: CA#8344 SC: CA#3579 COPE TOP OF CORNER RIGHT ------------- — www.lp-a.com a-t BEAM X14" SO THAT LVL BEAM + SADDLE SITS FLUSH WITH 0 - ti� rrt9Pyg. BENT PLATE AT SIDELL LL BEAM SEE DETAIL AT ' TOP OF BEAM o 0 0 o i' '�' o ..I '�`.o°g * ` ,/ :•mgt ,y'' 7i O O O O N .��.� � � rn r, RIGHTLL CORNER BEAM N = P ® 5 � M o FASTEN WOOD BEAM TO STEEL _ y. COPE WOOD BEAM 3 8" TO BUCKET W/ 6-5/8" THRU 2,_6„ `" 3/8" STEEL PLATES W/ 1X16" :. 'Vi / BOLTS (RECESS IN OUTER 5X1 3X1 PRE DRILLED HOLES FOR ., � �o�RIDP FIT OVER STEEL PLATE PLY) 3X1» 6-5/8" THRU BOLTS. WELD �c?/Ij,�'""°'' lti.�`� BENT PLATE AT SIDE CORNER BEAM ALL PLATES W/ MIN X14" FILLET a3ruaaateaaa" SECTION VIEW OF SIDE VIEW OF WELDS C:hristopher J. Sabourin, PE PLAN VIEW BEAM, SEE DETAIL ATSTEEL SADDLE STEEL SADDLE PLAN VIEW OF BENT PLATE F L P E#7146 I REVISIONS DATE RIGHT SECTION VIEW OF STEEL. BUCKET 1 BUILT-UP STEEL BUCK AT CANTILEVER CORNER S4.0 SCALE: 3/4" = 1'-0" FIELD ALTERATION CONTRACTOR SHALL CONTACT LOU PONTIGO e ASSOCIATES,INC.PRIOR TO MAKING ANY STRUCTURAL FIELD MODIFICATIONS WHICH MAY VARY FROM THE INTENT OF THE ORIGINAL CONSTRUCTION DOCUMENTS.ANY FIELD ALTERNATIONS MADE PRIOR TO BEING APPROVED BY LOU &VERY IMPORTANT NOTE ASSOCIATES,INC.MAY RESULT IN ADDITIONAL ENGINEERING OR INSPECTION FEES. CONTRACTOR SHALL SUBMIT STEEL SHOP DRAWINGS TO ENGINEER OF RECORD FOR APPROVAL PRIOR TO CONSTRUCTION Cv m un N w N Ln w m 0� wQ V) n1 = zo zLL w _ _ QU 0 E-- til w m 00 z x r)1 CIO W `� Q J Z �- Q Q STEEL FRAMING DETAILS DO NOT SCALE DIMENSIONS FROM THESE DRAWINGS.IF A DIMENSION IS UNCLEAR REFER TO THE ARCHITECTURAL DRAWINGS OR CONTACT THE E.O.R. PLAN NAME AHERN TOWNHOUSES 2 DESIGN/DRAWN/CHECKED CS / CSH/LAP DATE 10.13.17 CONTROL NO. TRUSS ID. LPA NO. MACC-16-01038 SHEET S4.0 SHEET 15 OF 18 1—#4 CONTINUOUS, PROVIDE CORNER BARS 3' EA. SIDE L P OF RECESS. TYPICAL MATCH DOOR� ( ) WIDTH, SEE ARCH. 3/4" RECESS --_, TYPICAL WALL FRAMING AND ANCHORAGE 6" I I ,� 1 I p d MAX ° 51/2 i 1#5 CONTINUOUS, PROVIDE SLAB ON Lou Ponti o and Associates, Inc. � CORNER BARS (TYPICAL) � ° � d SEE PLAN. 3 \ d PAVING �/ MONO SLAB FOOTING AT PORCHES, . . GARAGE CURB DETAIL WHEN SPECIFIED ON PLAN. BY BUILDER 1—#5 CONT. 420 Osceola Avenue TYPICAL WALL FRAMING TYPICAL WALL FRAMING TYPICAL WALL FRAMING Jacksonville Beach, F132250 SLAB ON GRADE, SOLE PLATE SOLE PLATE FL: CA# 83442sc cA#3579 - SEE PLAN. AND ANCHORAGE PER E.J. MATERIAL 12x12 l \/ SEECP O N ANCHOR, CONSTRUCTION SPECS. www.lp-a.com 2—#5 CONT. SEE PLAN DETAIL: B GRADE OR CONIC. \\ AT WALLS GREATER THEN SLAB, SEE PLAN. \\/ / „ a p ° d p G d 1 SLAB ON ��ecaaae►seer►+rser /\\\ 4'-0" HIGH, NOTIFY E.O.R. / -T� �: . / SLAB ON GRADE /-�% /�-- �. GRADE E FOR TEMPORARY BRACING :� � ,�. d SLAB ON GRADE / \ — SEE PLAN ®` #��t" k "��w, rrf' f'i'r. o_ / /\ ° N \/dao;— \ \\/ LAYOUT PLAN. z °° /i d a d a .. . STEMWALL REINFORCEMENT \� �� \/ p \\ \\N d p d d cl- • d a �j� 14CMU REINFORCING a d a a / / / SLAB 0 '� 1 "' COURSES \ #4 DOWEL TO MATCH / / N ,' \ : ' ' \\ WALL REINFORCING. \ / / / 4 TRANSVERSE 3 #4 TRANSVERSE ° d GRADE, ��` �' o 1 TO 6 #4 VERT. @ 48 O.C. / / ,1 # SEE SCHEDULE ,° . SEE PLAN. O.C. #4 TRANSVERSE 3 BAR @ 32" O.C. BAR @ 32 O.C. SEE PLAN \/�i �� �;•e � 4 R rs�a 7 TO 10 #4 VERT. @ 24 / CONT. CONCRETE FOOTING W/ /� V BAR @ 32 O.C. 11 TO 12 4 VERT. @ 8 O.C. (3)#4 OR (2)#5 CONT. W 4 \ \ n • TRANSVERSE BAR @ " CONT.--// ��/ Chrisgt'b morin, PE 11 STEMWALLS OVER 6 COURSES TO 32 O.C. 3—#5 CONT. 3—#5 CONT. THICKENED EDGE „\\ I'L PE#71461 W 1 — 5 CONT. REVISIONS DATE HAVE TRUSS TYPE HORIZ. JOINT x 30 30 8x8 REINF. BETWEEN EVERY OTHER SEE PLAN # COURSE. FILL CELLS SOLID. DETAIL: A 1 STEM WALL EDGE AND FOOTING 2 GARAGE PARTY WALL FOOTING DETAIL 3 PARTY WALL FOOTING DETAIL 4 INTERIOR FOOTING DETAIL 5 THICKENED EDGE DETAIL 55.0 (SIM. AT PORCH EDGES W/o WALL) S5.0 SCALE: 3/4"=1'—O" �-o SCALE: 3/4"=1'-0" �-o SCALE: 3/4"=1'—O" S5.0 SCALE: 3/4"=1'-0" FIELD ALTERATION CONTRACTOR SHALL CONTACT LOU PONTIGO&ASSOCIATES,INC.PRIOR TO SLAB RECESS, SEE MAKING ANY STRUCTURAL FIELD ARCH. (4" MAX.) MODIFICATIONS WHICH MAY VARY d FROM THE INTENT OF THE ORIGINAL p ——— CONSTRUCTION DOCUMENTS.ANY FIELD ALTERNATIONS MADE PRIOR TO ——�•• BEING APPROVED BY LOU PONTIGO 8 ASSOCIATES,INC.MAY RESULT IN EQUAL TO SLAB ADDITIONAL ENGINEERING OR INSPECTION FEES. THICKNESS. DETAIL: B @ SLAB RECESS METAL SCREED KEY JOINT 1" DEEP SAWCUT w/ (SIMILAR TO DAYTON SUPERIOR INTERRUPT WWF ELASTOMERIC SEALANT G-33) IN COMBINATION WITH AT JOINT. BRICK VENEER IS PLASTIC CAP STRIP ACCEPTABLE WITHOUT SLAB REINFORCEMENT WALL FRAMING INCREASE OF FOOTING VAPOR BARRIER IN TOP Y3 OF SLAB SLAB ON SIZE. i . ° � • .�T•4� GRADE, - SEE PLAN STEP, SEE ARCH. PLAN. SLAB ON ~ NOTES: SOLE PLATE ANCHOR GRADE, N :` 1; 1. RIPS TEARS AND HOLES IN VAPOR SEE PLAN ° d BARRIER AND RETARDERS SHALL BE 2x SYP. 2 DBL. TOP » SEE PLAN. �. 4 —0 MIN. NOTES: — o ---_— �\ B RRIER APRIOR TO PLACING A PLATE. FASTEN 4-16d EA. SIDE 1. PROVIDE SAWCUTS TO CREATE APPROXIMATE \ / * .p - \/ COMPACTED FILL I CONCRETE. II I TOGETHER w/ (2) o ° 12' x 12' MAX. SQUARE. \/\ / PER GEOTECH. 2. NO REINFORCEMENT SHALL EXTEND ROWS OF .131x3 @ 2. SAWCUT CONCRETE SLAB WITHIN 4 TO 12 / / /\/ \ 5 „ 1 —6 1 —6 THRU CONTROL JOINT OR 12"o.c STAGGERED HOURS OF CONCRETE PLACEMENT. / /s Ox24 SMOOTH DOWELS CONSTRUCTION JOINT. PT. SYP#2 V-0" 6" @ 24"o.c GREASE & WRAP 3. SEE SO.0 FOR SPECIFICATIONS FOR SILL PLATE #4 TRANSVERSE 3 ON END THRU HOLES IN JOINT SEALANT. BUTT JOINT BAR @ 32" O.C. 20„ 3—#5 CONT. METAL KEY JOINT MAX. MIN. 4. JOINTS SHALL BE SAW CUT NO SOLE PLATE BREAK LATER THAN (4) HOURS AFTER CONSTRUCTION JOINT CONCRETE HAS BEEN POURED. UPPER PLATE BREAK 5. C.J. INDICATES CONTROL JOINT. AT DETAIL: A @ BEARING STEPDOWN CONTRACTORS OPTION N CONSTRUCTION JOINT CAN BE m SUBSTITUTED FOR CONTROL JOINT. W N tl� w m 6 SLAB SAWCUT DETAIL 7 MONO. FOOTING AT STEP-DOWNry Q 8 SLAB ON GRADE JOINT DETAILS 9 WOOD PLATE JOINT DETAIL � C, S5.0 SCALE: 3/4"=1'-0" S5.0 SCALE: 3/4"=1'—O" 11 S5.0 SCALE: 3/4"=1'-0" S5.0 SCALE: 3/4"=1'-0" O (f) =Z Z0 � J 8x8 BOND W L BEAM w/ = 8" CMU WALL w/ #5 VERT. 1—#5 CONT. (, CD w/ STD. 90° HOOK INTO FOOTING O Q z ALIGNED w/ WALL REINFORCMENT \I CV J ABOVE. SEE PLAN OR SCHEDULE (1)#5 VERT. W 00 FOR SPACING. Q @24" O.0 INTO m / FILLED CELL. 8" CMU z x U N (TYP). WALL TYP. mZ SLAB ON GRADE, m TOP OF FOOTING d SEE PLAN. 8" SLAB w 4 W GARAGE FLOATING SLAB @ 12" EA. WAY. �— GRADE OR CONC. SLAB, SEE PLAN. \\� AT WALLS GREATER THEN 1 Q iz 4'-0" HIGH, NOTIFY E.O.R. SLAB ON /2 EXP. JOINT SLAB ON �\\ FOR TEMPORARY BRACING T SLAB — GRADE, o D p FILLER, SEE PLAN a d GRADE STEMWALL REINFORCEMENT \\\ LAYOUT PLAN. :a ,TL. +28 4 SEE PLAN D cv p °. \ Dp dp SEE PLAN Cmu COURSES REINFORCING d a d \ = Cf) ° ° d° 1 TO 6 4 VERT. @ 48'O.C. \ D p . d � d # CONT. CONCRETE FOOTING W a T FTG ., ,p , d p, ° .ate d a • d • da. •. 7 TO 10 #4 VERT. @ 24 O.C. / (3)#4 OR (2)#5 CONT. W/ #4 Q o EL. +27'-0" ° 11 TO 12 #4 VERT. @ 8"O.C' TRANSVERSE BAR @ 32" O.C. - I STEMWALLS OVER 6 COURSES TO 12"x24" a (3)#4 EACH WAY. 24 24" (3)#4 EACH WAY. HAVE TRUSS TYPE HORIZ. JOINT REINF. BETWEEN EVERY OTHER I . 3'-0" ►i 12x36 CONT. CONC. FOOTING COURSE. FILL CELLS SOLID. w/ 4—#5 CONT. LONGWAY & #4@24 SHORTWAY TOP & BOT. 1 o STEMWALL FOOTING 11 SCREEN WALL SECTION r1_2 ELEVATOR SECTION S5.0 SCALE: 3/4" = 1'-0" S5.0 SCALE: 3/4" = 1'-0" S5.0 SCALE: 3/4" = 1 '-0" FOUNDATION SECTIONS AND DETAILS DO NOT SCALE DIMENSIONS FROM THESE DRAWINGS.IF A DIMENSION IS R UNCLEAREFER TO THE ARCHITECTURAL DRAWINGS OR CONTACT THE E.O.R. PLAN NAME rAHERN To 2 DESIGN/DRAWN/CHECKED CS / CSH /LAP DATE 10.13.17 CONTROL NO. TRUSS 1D. LPA NO. MACC-16-01038 SHEET S5,0 SHEET 15 OF 18 5-8d COM EACH SIDE 16d COMMONS OF SPLICE 2x4 SYP#2 HORIZ. BRACING @ 16d COMMONS @ 4"o.c Lou Pontigo and @ 8" O.C. SHEATHING SPLICE 24" O.C. BETWEEN OUTER WALL Associates, nc. — & FIRST INTERIOR TRUSS. NAIL SEE ARCH 420 Osceola Avenue CONT. RIBBON EACH END w/ 3-0.131x3" NAILS BOARD TYP N (TYP) 16d COMMONS © 4"o.c Jacksonville Beach, FI 32250 ( ) FLOOR SHEATHING, FLOOR LADDER TYPICAL, r�n. 242-0 0 TRUSS FLOOR I SEE SPECIFICATIONS FLOOR SHEATHING, F4: CA# 8344 a. CA# 3579 www.►p-a.c SEE SPECIFICATIONS om TRUSSES TRUSS OR JOIST. 2x4 SYP#2 / DIAGONAL OSB BLOCKING PANEL FASTEN EA. a 4/S6.0IV END w/ ' ) N 3-10d COMMONS : z --- ------ -v ot o a fi`p-re z CEILING ate' . o WALL FRAMING LINE WALL FRAMINGD. N �1 L SHEATHING SPLICE INSTALL FLOOR TO WALL SHEATHING 11 1 CEILING NAILER ` sr®��sc esctjaeN'0 E7 ,C\ FLOOR STRAPPING PER CONTINUOUS TO FLOOR Christopher J. Sabourin, PE OPTION 1 OR 2 SHEATHING. AT SHEARWALLS 71461 5-8d COM EACH SIDE 2x_ TOP PLATE. FASTEN F L e L# 4 INSTALL OSB SHEATHING AS 2x_ TOP PLA FASTEN OF SPLICE TO TOP PLATE w/2—ROWS SPECIFIED ON PLAN. AT FLOOR REVISIONS DATE FLOOR TRUSS PARALLEL OF 10d @ 6" O.0 SEE NON—SHEARWALLS TRUSS T: TO TOP PLATE w/2—ROWS OVER LAP SHEATHING OF 10d C� 6" O.C. FLOOR TRUSS PERPENDICULAR ARCH � INSTALL GYPSUM SHEATHING SEE AS SPECIFIED BY ARCHITECT ARCH 2 FLOOR TRUSSES PARALLEL TO PARTY WALL 3 FLOOR TRUSSES PERPENDICULAR TO PARTY WALL 1 FLOOR TRUSS AT WALL FRAMING S6.0 SCALE: 3/4"=1'-0" S6.0 SCALE: 3/4"=1'-0" FIELD ALTERATION S6.0 SCALE: 3/4"=1'-0" IZONTRACTOR SHALL CONTACT LOU PONTIGO a ASSOCIATES,INC.PRIOR TO LD 2x6 FLAT USE 2x4 BLOCKING BETWEEN BLOCKING FASTEN EACH TRUSS FRT ROOF MAKINGANTENTOFTHEORIURAL IN MODIFICATIONS WHICH MAY VARY TO WALL w/4-10d SHEATHING, �ROMTRUCTIONTO UME TS. NY CONSTRUCTION DOCUMENTS.ANY 10 d ©4"O.C. FIELD ALTERNATIONS MADE PRIOR TO SEE ARCHBY LOU FLOOR DECK OSB SHEATHING SEA ASSOCIATES, DB MAY RESULT GN B' FASTEN ALL AROUND ADDITIONAL ENGINEERING O INSPECTION FEES. W/8D @ 6" O.C. FLOOR 7/1s "' OSB FRAMING TRUSSES BLOCKING PANEL SPF#2 ALL AROUND, 2x4 SPF FASTEN TO TRUSSES ALL AROUND LSTA12 STRAP AT END 7/6" OSB PANEL, AND TOP PLATE w/ OF OSB PANEL OSB BLOCKING FASTEN PERIMETER ___---- ----- 10d COMMONS @ 4" O.C. ---T ,T--- — PANEL OR SHEAR w/ 8d COMMONS I INTERIOR PANEL EVERY OTHER @ 4" O.C. I I OSB BLOCKING ROOF TRUSS SHEARWALL. TRUSS SEE PLAN 2x4 BLOCKING PANEL OR SHEAR BETWEEN EACH I PANEL EVERY OTHER H2.5 © 32" 5-10d NAILS SEE 6/S6.0 3/8 OSBTRUSS I I TRUSS SEE PLAN O.C. OSB PANED OPTION (TYPICAL) SOFFIT UPLIFT -------a ------ SEE 6/S6.0 CONNECTOR TYPICAL WOOD WALL FIRE WALL SEE FRAMING ARCH 4 FLOOR TRUSS PERPENDICULAR TO SHEARWALL 5 ROOF TRUSS TO EXTERIOR WALL 6 TRUSS OSB BLOCKING PANEL DETAILS ROOF TRUSS TO INTERIOR WALL SCALE: 3 4" 1'-0" S6.0 SCALE: 3/4" — 1'-0" S6.0 SCALE: 3/4" = 1'-0" S6.0 SCALE: 3/4" = 1'-0" — S6.0 / — m N W N � N tIl w m CONTRACTOR TO Q SUBMIT GUARDRAIL SHOP DRAWING TO EOR PRIOR TO O CONSTRUCTION 1: z0 WATER PROOFING WATER PROOFING CONTRACTOR TO LL 1BY OTHERS SUBMIT w LL BY OTHERS GUARDRAIL SHOP CS16 @ PRE—ENGINEERED DRAWING TO EOR CS16 @ 32" O.C. ROOF TRUSS PRIOR TO Q U 32" O.C. 2X4 BLOCKING � CONSTRUCTION w/4 10d � w — ANGLE Q N m 2 A35 m cc �—A35 ANGLE @ /—w/4-10d 3/6" SLOPE EACH TRUSS PRE—ENGINEERED 3/16" SLOPE ACH TRUSS Z `� U ROOF T!��S7 PEN n z m - m OSB BLOCKING W PANEL SEE 4/S6.0 °• Q 1%" LVL RIM 13/4" LVL RIM BEAM, H2.5T BOARD BEAM, H2.5T BOARD SEE PLAN SEE PLAN 8 BALCONY SECTION 9 BALCONY SECTION S6.0 SCALE: 3/4" = 1'-0" S6.0 SCALE: 3/4" = 1'-0" WOOD FRAMING SECTIONS AND DETAILS DO NOT SCALE DIMENSIONS FROM THESE DRAWINGS.IF A DIMENSION IS UNCLEAR REFER TO THE ARCHITECTURAL DRAWINGS OR CONTACT THE E.O.R. PLAN NAME AHERN TOWNHOUSES 2 DESIGN/DRAWN/CHECKED CS / CSH/LAP DATE 10.13.17 CONTROL NO. TRUSS ID. LPA NO. MACC-16-01038 SHEET S(D,O SHEET 16 OF 18 3" A 2 PLY 1.9E 2 ROWS 16d L F 570 COMMON WIRE NAILS ARE PERMISSIBLE BUT MICROLLAM @ 12"o.c NOT REQUIREDSOLE . SEE NOTES 1, BOUNDARY OF /RATED SHEATHING, LVL BEAM PLATE SHEATHING SEE GENERAL NOTES EA. SIDE FOR CONNECTION ASSEMBLIES ANCHOR 1Y" 12 3" Lou P o n t i 3 o and EXAMPLE OF PANEL _ 1 o Associates, Inc. EDGE w/ BLOCKING "' fes- @ 26 T 1 /4 x3'° o I. 17 111111111111 WHERE REQUIRED `J 11/2 @ 2x8 11/2 420 Osceola Avenue PT. SYP 2 Jacksonville Beach, Fl 32250 N 2-ROWS OF 5/8" o # Ph. 242-0908 x K_BY GENERAL NOTES DIAMETER ASTM SILL PLATE 1 -0 6 BUTT JOINT ) X. ° GRADE A-307 2 MAX. MIN. FL: CA# 8344 SC: CA#3579 NAIL SPACING AT - N @ 24" O.C. ° 0 SOLE PLATE BREAK � Wnecaii4au�„�O C7] SUPPORTED EDGES, x a 12d NAILS SPICE JOINT GENERAL NOTES 3 3 3 3 3 3 3 16d NAILS M 'osmp 3 ROWS 3-PLY 2X12 FROM OTHER - - - 16d COMMON SIDE OF 2nd � - � ;•°• �'+Cs S•� �`:� a • ., E EXAMPLE OF UNSUPPORTED . ' . ' ' �, ' • � . PLY 4 16d EA. SIDE ;' N WIRE @ 12"o.c x N° >l. 6 (UNBLOCKED) PANEL EDGE EA. SIDE _ _ ~ (TYPICAL) x o (3)ROWS OF 5" n n n n „ n n w • N TRUSSLOK '�r9 T - - - - CD 2x12 ENGINEERED WOOD1 -2 1 -2 1y» 1Y" 1 -2 1 -2 � • �. NAILING To NAILING PATTERN 2-ROWS OF 5/8" r, 4'-0" MIN. 'f-. °••.•�!O .• 4, DIAMETER ASTM FASTENERS @ 24 o.c %.s� ••••• � `�`�4,,,•� o c�j p�• INTERMEDIATE SUPPORT IVA 2x6 or 2x8 2x4 GRADE A-307 _ AS SHOWN 4 -0 � taeet,aoieet etaasne IS 6"o.c MAX. (UON) - STUDS, ROOF NAILING PATTERN NAILING PATTERN @ 24" O.C. 2x SYP.#2 DBL. TOP TRUSSES, OR PLATE. FASTEN SECTION "A" Christopher J. Sabourin, PE FLOOR JOISTSADD 3rd TOGETHER w/ (2) FL P E#71461 (2)2x_ - 4 & 5 PLY-BUILT-UP ROWS OF .131x3" @ NOTE: _._..: 2 & 3_ PLY-BUILT-UP U P REVISIONS DATE BEAM FASTENING - - 12 o.c STAGGERED 2x4 LAP SPLICE = 16d NAILS @ 3"O.C(MAX.) - (2)2x_ BEAM FASTENING UPPER PLATE BREAK 2x6 LAP SPLICE = 16d NAILS @ 3"O.C(MAX.) MULTIPLE MEMBER TYPICAL FACE NAILING 16d NAILS @ 14"o.c(MAX.) 1 SHEATHING NAILING DETAIL 2 2x BUILT - UP MEMBER FASTENING 3 ENGINEERED WOOD BEAMS 4 PLATE BREAK DETAIL5 NAILING AT LAP SPLICE �-oSCALE: 3/4" = 1'-0" S7.0 SCALE: 3/4" = 1'-0" S7.0 SCALE: 3/4" = 1'-0" �-O SCALE: 3/4" = 1'-0" S7.0 SCALE: 3/4" = 1'-0" FIELD ALTERATION DO NOT: CUT, NOTCH, OR DRILL HOLES IN CONTRACTOR SHALL CONTACT LOU INC.PRIOR BEAMS/ HEADERS UNLESS REVIEWED PTMAKING ANYTSTRUCTURAL FIELDTO MODIFICATIWHICH MAY VARY BY DESIGN PROFESSIONAL FROM THE INTNS ENT OFT E ORIGINAL EXCEPTION: CONSTRUCTION DOCUMENTS.ANY PENETRATIONS THROUGH STUDS SMALL HOLES MAY BE DRILLED IN FIELD ALTERNATIONS MADE PRIOR TO BEING APPROVED BY LOU PONTIGO a ACCORDANCE WITH THE BEAM HOLE ASSOCIATES,INC.MAY RESULT IN 6"0 HOLE MAX. STUDS NON DETAILS. ADDITIONALTONINFEES. RINGOR WITHOUT ADDITIONAL WALL LOAD BEARING OR LOAD BEARING LOAD NON-LOAD 3Y" 3Y" REINFORCEMENT L EXTERIOR WALL WALL BEARING BEARING 2x4 BLOCKING ABOVE ESHEARWALL - SEE SIZE BORED HOLE SIZE BORED HOLE SIZE WALL NOTCH WALL NOTCH NOTES: AND BELOW OPENING PLAN 40% 60% 40% STUD FACE 1. THESE GUIDELINES APPLY TO UNIFORMLY LOADED BEAMS SELECTED FROM THE QUICK 60% 25% REFERENCE TABLES OR THE UNIFORM LOAD TABLES OR DESIGNED WITH LP'S 2x4 1 3/8" - 2 Y8" 7/8„ 1 3/81, STUD FACE BORED HOLES %" MIN. DESIGN/SPECIFICATION SOFTWARE ONLY. FOR ALL OTHER APPLICATIONS SUCH AS BEAMS WITH CD (2)2x4 - 2 Y8" 2 Y8" 7/8" 1 3/8" %" MIN. DIA. 40% OF BORED HOLES 1 -0 IN. 2x DIAMETER, / 1 -O CONCENTRATED LOADS, PLEASE CONTACT YOUR LP@SOLIDSTARTOENGINEERED WOOD PRODUCTS STUD DIA. 60% OF OF LARGER HOL DISTRIBUTOR FOR ASSISTANCE. 2x6 2 Y4" - 3 5/6" 1 3/8" 2 Y4" 60% OF I STUD STUD WIDTH (2)2x6 - 3 5/6" 3 5/6" 1 3/8" 2 Y4" WIDTH IF DOUBLE MAX. 2. ROUND HOLES CAN BE DRILLED ANYWHERE IN "AREA A"PROVIDED THAT: NO MORE THAN SEE STUD SCHED. 2x8 2 7/8" - 4 3/8" 1 13/16" 2 7/8" STUD N MAXIMUM AND SHEARWALLS 2 2x8 - 4 3/8„ 4 3/8„ 1 136" 2 7/8" Y :::: :: :: : :::: :: :::: : . :: .. : ::::: .. ... .... . :.: : : -1/2" 9-1/4,'GA D HOLE SIZE IS 1 FOR DEPTHS UP TO N 2" FOR DEPTHS GREATER THAN co x WALL AS NOTED ON NOTCH 25% NOTCH 40% BEAM :::: ::AREAB: : : ::: : . :. : . :. :. :. :. :: : : : ::::AREVB: -� PENETRATION PLAN OF STUD OF STUD DEPTH / WALL HOLE WIDTH MAX. WIDTH MAX. 3. RECTANGULAR HOLES ARE NOT ALLOWED. SIZE SIZE 2x4 1 3/4,r 4. DO NOT DRILL HOLES IN CANTILEVERS WITHOUT PRIOR APPROVAL FROM THE PROJECT DESI(;NER. 2x6 2 3j4" EXTERIOR OR NON BEARING Y SPAN LENGTH BEARING WALL PARTITION 5. OTHER HOLE SIZES AND CONFIGURATIONS MAY BE POSSIBLE WITH FURTHER ENGINEERING wo 2x8 3 5/8" ANALYSIS. FOR MORE INFORMATION, CONTACT YOUR LP SOLID START ENGINEERED WOOD PRODUCTS 2x4 BLOCKING WCS16 PROVIDE EDGE NAILING PLATES: DISTRIBUTOR. STRAP OVER FACE OF 1 -2 EACH SIDE OF OPENING TOP AND BOTTOM PLATE HOLE, CUT OR NOTCH THAT IS 50% OR MORE OF NOTE: 6. UP TO THREE 3/4" HOLES MAY BE DRILLED IN "AREA B"TO ACCOMMODATE WIRING AND/OR, MAX. FOR 1'-0" ABOVE AND WIDTH MUST BE REPAIRED USING 16 GA.(MIN.) METAL TIE THAT IS AT SEE SECTION 2308 9.10, 2308 9.11, AND FIGURE 2308 9.10 IBC CLEAR SPAN 8dNAILSGINWEACH BLOCK BELOW OPENING LEAST 1 Y2" WIDE (SECTION 2308 9.8 IBC) IF WALL IS A SHEARWALL IT WATER LINES. THESE HOLES SHALL BE AT LEAST 12" APART. THE HOLES SHALL BE LOCATED IN MUST BE REPAIRED USING HARDY (FRAME SADDLE (HFS) THE MIDDLE THIRD OF THE DEPTH, OR A MINIMUM OF 3" FROM THE BOTTOM AND TOP OF THE N BEAM HOLE DETAIL BEAM. FOR BEAMS SHALLOWER THAN 9-1/4", LOCATE HOLES AT MID-DEPTH. 7. PROTECT PLUMBING HOLES FROM MOISTURE. ALLOWABLE W cNV 6 SECTION AT SHEARWALL PENETRATION 7 CUTTING, NOTCHING, BORED HOLES IN STUDS AND PLATES8 HOLES IN LVL BEAMS/HEADERS (f) W m S7.0 SCALE: 3/4" = V-0" S7.0 SCALE: 3/4" = 1'-0" S�-oSCALE: N. � �Lij Q 11� 0 ATTACH 2 WIDE METAL CHANNEL O (f, TO SHEATHING PER WRITTEN TYPICAL HEADER NAILING SPECIFICATIONS 0.131X3" TOE NAILS TYPICAL DOUBLE TOP Z O TYPICAL STUD NAILING: 2X6, 2x8 = (5) NAILS PLATE SPLICE TYPICAL TOP PLATE NAILING: z � LL 2x10, 2x12 = (7) NAILS 0 MIN. SPLICE LENGTH - STUD BELOW TOP PLATE TO STUD 0.131x3 END NAILS: FASTEN ALL TOP PLATES LOWER TOP rER H2.5T@ 32" ON-CENTER 9" LVL 11" LVL = (7) NAILS / (16) .0.131x3" NAILS(2) @ 2x4, 14" LVL, 16" LVL = (9) NAILS VENLYSPACED TOGETHER w/ (3) ROWSU PLATE AT BREAKOVER LAP DOUBLE 3 @ 2x6,TOP PLATES SHAFT LINER SYP#2 OF .131x3 @ 12 O.C. STAGGERED.( )SEE ARCH (4) @ 2x8. ARCHED TRANSOM O L1J SYP#2 DBL. HEADER, 4'-0 MIN.ORTHOGONAL VIEW FULL HEIGHT ANCHOR6"MAX. TOP PLATE PER PLAN OPTION:OF CORNER 2x SPF DIAGONALWALL OFFSET EITHER SIDE OF PLATE U FIRE WALL GLASS STUDS TO TOP PLATE HEIGHT CHANGE FASTENED w/ z - INSTALLED OVER BOT PLATE TO TRUSS STUD TO BOT PLATE: 2x-BLOCKING ONLY 3-0.131"x3" EA. EIVD SIMPSON H3. RAISED (Y j SHEATHING, SEE Y4"x3Y" LAG SCREW REQUIRED IF SHEARWALL TYPICAL. SHEATHING m z ATTACH 2" WIDE METAL CHANNEL ARCHITECTURAL WITH ROUND WASHER @ 32 O.C. HEADER MAY EXTEND 2" PAST W Q TO SHEATHING PER WRITTEN FIRE RATING AT EACH FLOOR TRUSS SIMPSON H2.5T OR DROPPED BLOCKING- WINDOW SPECIFICATIONS REQUIREMENTS LSTA12 STRAP FOLDED ATTACHMENTS MUST CORNER WALL INTERSECTION OVER TOP PLATE HEADER ANCHOR INTO 2x CONDITIONS CONDITIONS1. -- _ ___-- MATERIAL' ---- ----ir ARCHED SYP#2 HEADER, :.:. :. .:-....:_-.:.. ,...........:..:_.:: TRANSOM FASTEN LOWER STUD OPTION FULL HEIGHT PER PLANS NOTES: SHAFT LINER TO TALLER STUD w/ SEE RIGHT ANCHOR, SEE 1. OVERLAP TOP PLATES AT CORNERS AND INTERSECTIONS SEE ARCH 2-ROWS OF 10d COMS PLAN FOR SIZE JACK AND 2. DENOTES 3"x0.131" GUN NAILS @ 6"o.c VERTICAL @ 12" O.C. WINDOW SILL SEE AND LOCATION KING STUDS, TYPICAL SOLE SCHEDULE Y SEE PLAN FRAMED WALL CORNER AND TRUSSES PERPENDICULAR TO WALL ABOVE PLATE NAILING: FOR SILL SIZE AND WINDOW SILL SEE 9 INTERSECTIONS STUDS CONFIGURATIONS END OF FIRE WALL WALL T 0.131 3" @T0� NAILS: CONNECTION EACH SCHEDULE NS 1 o S RAPPING DETAIL ( ) END FOR SILL SIZE AND CONNECTION EACH S7.0 S7.0 THIS DETAIL ONLY APPLIES WHEN NOTED ON PLAN (4) @ 2x6, END SOLE PLATE ANCHOR: (5) @ 2x8. SEE PLAN PT. SYP#2 SOLE PLATE FOUNDATION, SEE PLAN WOOD FASTENING SCHEDULE WALL FRAMING AT WALL FRAMING AT WALL FRAMING AT MEMBERS CONNECTION TYPE FASTENER PLATE CHANGE CONDITION RAISED HEADER CONDITION DROPPED HEADER CONDITION TOP PLATE TO TOP PLATE FACE NAIL 2-GUN NAILS @ 12" STAG. WOODTOP PLATE, LAPS/INTERSECTION FACE NAIL 2-16d 3-GUN NAILS WINDOW SILL SCHEDULE THREADED ROD ANCHOR BOLT FRAMING NAIL SPECIFICATIONS DBL. TOP PLATE TO STUD FACE NAIL (2-16d) 3-GUN NAILS ROUGH DROPPED HEAD MINIMUM END w/2"x2"xY8" PLATE WASHER 3"x0.131"O = 10d (GUN NAIL) RIM JOIST TO TOP PLATE TOE NAIL (8d @ 6") GUN NAIL @ 6" OPENING OR SILL PLATES FASTENER EACH END OR FULL HEIGHT ANCHOR SECTIONS 2 x0.113 4'-4" (1)2x4 SPF #2 (4)12d TOE NAILS AND� = RINK SHANK CEILING JOIST TO TOP PLATE TOE NAIL (3-8d) 5-GUN NAILS 5 6'-4" (2)2x4 SPF #2 (5)12d TOE NAILS BUTT JOINT 2"x0.113"O = 6d CEILING JOIST, ` „ 21/ „ OVER PARTITIONS FACE NAIL (3-16d� 4-GUN NAILS (3)2x4 SYP #2 (1)A34 + (4)12d TOE NAILS 3"x0.148'30 = 10d 8d8'- CEILING JOIST TO ROOF RAFTER FACE NAIL (6-16d) 8-GUN NAILS C 8 4 DETAILS 12'-0" (3)2x6 SYP #2 (1)A35 + (4)12d TOE NAILS 31/2%0.162"0 = 16d JOIST/TRUSS TO PLATE TOE NAIL (2-16d) 3-GUN NAILS DO NOT SCALE DIMENSIONS FROMTHESE DRAWINGS.IFADIMENSION IS 11/2"x0.148"0 = 1 Odx11/2 " UNCLEAR REFER TO THE RAFTER TO PLATE TOE NAIL (3-8d) 3-GUN NAILS II DRAWINGSOR 11/2"x0.131"4 = 8dx1 1/2 ARCHITECTURAL " CONTURAL EOR. JACK RAFTER TO HIP TOE NAIL (3-10d) 4-GUN NAILS SOLE PLATE ANCHOR SCHEDULE 1'-0" L6_ PLAN NAME ROOF RAFTER TO 2x_ RIDGE BM. TOE NAIL (2-16d) 3-GUN NAILS PT. SYP#2 AHERN TOWNHOUSES 2 THREADED EXT. WALL SHEARWALLS WASHER EMBEDMENTEDGE MAX. MIN. CONT. HEADER, TWO PIECES FACE NAIL 16d@ 16" O.C. @ EDGE ROD 0 SPACING SPACING SPEC. DEPTH DISTANCE SILL PLATE DESIGN/DRAWN/CHECKED CS / CSH /LAP CONT. HEADER TO STUD TOE NAIL (3-16d) 4-GUN NAILS 3/8 40" 16" 2x2x1/8" 31/2" 1 3/4" SOLE PLATE BREAK DATE STUD TO SOLE PLATE TOE NAIL (3-16d) 4--GUN NAILS 1/2 48" 24" 2x2x1/$" 31/2" 1 3/4" 10.13.17 CONTROL NO. SOLE PLATE TO JOIST/BLOCKING FACE NAIL (16d @ 16") GUN NAIL @ 8" MASA 48" 24" N/A N/A N/A -- TRUSS ID. �12WOOD FASTENING SCHEDULE 11 TYPICAL WOOD WALL ELEVATIONS LPA NO. �-O SCALE: 3/4" = 1'-0" ACC-16-01038 S7.0 SCALE: 3/4" = 1'-0" SHEET STT SHEET 17 OF 18 FOR RAISED HEADERS, STRAP THE TOP UPLIFT STRAP PLATE TO HEADER WITH LSTA12 @ 32" O.C. L P ROOF IN LIEU OF THE H2.5A STRAPS ROOF FRAMING (2)LSTA18 FOLD OVER TOP PLATE AND UPLIFT STRAP, A- 1 FASTEN WITH 5-10d COMMONS SEE PLAN SECOND STORY Lou Ponti3o and TOP PLATE ELEV. Associates, Inc. :=T 420 Osceola Avenue Jacksonville Beach, F132250 Ph. 242-0908 FL: CA# 8344 SC: CA#3579 ROOF BEARING j TOP PLATE TO STUD www.lp-a.com " ON- 2X4 STUDS 2—SPF 2 STUDS H2.5A@ 32CENTER @ 12 O.C. SIMPSON H3 ►,11lIPPPPee H2.5A TOP & BOT. OF '0?HER +eer @ 32" O.C. HEADER TO JACK STUD CRIPPLE STUD s, MSTA24 STRAP EACH @ 32" O.C. c a': G` SIDE OF HEADER ;' 0. q N CS16 STRAPS 8 y z H @ 24" O.C. - STAT` M LSTA18 FOLD ®�,:��C/ o °° ® 9° r OVER TOP PLATE AND -. � R1�3 FASTEN WITH 5-10d STUD TO LOWER FRAMING: °'��W �° ��� COMMONS @ 32" O.C. ``'gr MSTA24 OR CS16 STRAP PIli96lf RD FLOOR @ 32" ON—CENTER Christopher J. Sabourin, PE FL PE#71461 F 'i OR IV 2 MSTA24 OR CS16 KING STUD TO LOWER REVISIONS DATE S TEM STRAP EACH END RAMING 2 MSTA24 OR OF WALL SEGMENT CS16 STRAPS 2ND FLOOR ELEV. CS16 STRAP &M UPPER STUD TO FIELD ALTERATION CONTRACTOR SHALL CONTACT LOU LOWER STUD @ 32" C. CS16 STRAP FROM °° °° °° PONTIGO Et ASSOCIATES,INC.PRIOR TO KING STUD TO LOWER MODIFICATIONS ATIONS WHICHING ANYUMAYEVARY JFROM THE INTENT OF THE ORIGINAL STUD BELOW FLOOR TRUSS WOOD BEAM CONSTRUCTION DOCUMENTS.ANY FIELD ALTERNATIONS MADE PRIOR TO OR JOIST BEING APPROVED BY LOU PONTIGO& ASSOCIATES,INC.MAY RESULT IN 2X4 STUDS 3 CONVENTIONAL STRAPPING DETAIL OVER BEAM ADDITIONAL ENGINEERING OR INSPECTION FEES. @ 12" O.C. �_O 3RD LEVEL 3—SPF #2 STUDS CS16 STRAPS @ 48" O.C. BEAM SEE SIMPSON HTT4 PLAN 2ND FLOOR FLOOR SYSTEM 5/8" THREADED ROD. iv SIMPSON HTT4 FULL HEIGHT ANCHOR, SEE iv PLAN FOR SIZE AND LOCATION r n N � � 4—SPF #2 STUDS I ( ) X4 STUDS C.l� w m @ 12" O.C. CS16 STR FROM w Q UPPER STUD BEAM CS16 STRAP FROM 3—CS16 BELOW @ O.C. KING STUD TO STRAPS BEAM BELOW O (I) as + oo a z J W 2ND LEVEL _ _ < U FOOTING SLAB O s o O � W HDU8 w/3/4"0 THREADED ROD HDU8 w/3/4"O U w/MIN. 12" THREADED ROD SIMPSON HTT4 AT Z - -/ EMBEDMENT w/MIN. 12" GROUND FLOOR EMBEDMENT �I cn Z 1 PARTY WALL STRAPPING DETAIL w m Q 2 CONVENTIONAL STRAPPING DETAIL OVER BEAM 4 BEAM HOLD DOWN T —� S8.0 SCALE: 3/4 = 1'-0" + S4.0 "S8.0Q -Z D MULTIPLE BRACED TRUSSES, AS INDICATED IN TRUSS SPECIFICATIONS. SINGLE / PLAN \ FULL HEIGHT TRUSS BRACING ANCHORING SPECIFICATIONS BRACING NOTES AND SPECIFICATIONS / FULL HT. ANCHORING SYSTEM: THE THREADED ROD ANCHORING 1.)ALL BRACING LUMBER SHOWN, EXCEPT FOR SOLE ' 1 FULL HT. DOUBLE \ ANCHOR SYSTEM SHALL CONSIST OF 3/8"0 A307 THREADED T—BRACE SHALL BE 1x4 SYP#3 OR BETTER OR 2x4 PLATE TOP PLATE. / RODS, ORIENTED VERTICALLY AND ATTACHED TO THE 1 SPF#2 OR BETTER. (UON) ANCHOR % FOUNDATION AND TO THE UPPERMOST PLATE AT THE ( )DIAGONAL BRACE PER LOCATIONS INDICATED IN THESE DOCUMENTS. ABOVE (4) TRUSSES APPLIED I°I TOP PLATE, PROVIDE STEEL WASHER. FASTEN WITH A 2.)BRACING LUMBER SHALL INTERSECT THE WEB OF WALL STUD NUT AND ALLOW AT LEAST 3 THREADS TO EXTEND TO BACKSIDE OF WEB. THE BRACED TRUSS, PER DELEGATED TRUSS OA OR POST. ABOVE TIGHTENED NUT. (TYP.) II ENGINEER. ROD INSTALLATION: AT ALL PLATE PENETRATIONS, BRACING APPLIED TO j°I 3.)PERMANENT PERMANENT BRACING WHERE NOTED \ PROVIDE A HOLE IN THE PLATE %" LARGER THAN THE FRONT SIDE OF WEBS. 11 ON TRUSS MFR. SHOP DRAWINGS. THE CONTRACTOR a ELEVATION % DIAMETER OF THE THREADED ROD USED. WHILE I°I SHALL PROVIDE 1x4 SYP#3 OR BETTER BOTTOM \ ,�� a O � i SINGLE CONTINUOUS RODS ARE PREFERRED, COUPLER 11 11 � j (SIMPSON CNW OR EQUAL) MAY BE USED IN CASES T—BRACE FASTENED TO 11 CHORD BRACING PERPENDICULAR TO TRUSS BOTTOM ©�\ FULL HT. WHERE ONE CONTINUOUS ROD IS UNFEASIBLE. THE ° ° I°I CHORDS AND ATTACHED TO EACH TRUSS WITH ---� ___I,I,� ROD SHALL BE INSTALLED APPROXIMATELY CENTERED ° ° ° ° ° ° 1I ANCHOR ° WEB w/ 12d @ 6"O.C. 2-8d COMMON NAILS. AT GABLE END WALLS IN HOLE. RODS MAY BE SLANTED FROM TRUE T—BRACE TO BE THE I°I IFPROVIDE DIAGONALS AT END WALLS PROVIDE AT SILL PLATE AT TOP PLATE VERTICAL BY A MAXIMUM OF 2 INCHES IN 10 FEET TO SAME SIZE, SPECIES, I I DIAGONALS (APPROXIMATELY 45�) TO THE AVOID CONFLICTS WITH FLOOR AND WALL FRAMING. CONTINUOUS LATERAL BRACING, SEE AND GRADE AS WEB I°I THE NUT ABOVE THE UPPERMOST PLATE SHALL BE TO BE BRACED. I 1 ADJACENT EXTERIOR PERPENDICULAR WALL BETWEEN FULL HEIGHT ANCHOR INSTALLATION CHART SECURED OVER THE WASHER TO A SNUG-TIGHT WOOD TRUSS SHOP DRAWING FOR QTY. AND EACH LINE OF BRACING TO FORM A ZIGZAG CONDITION PLUS ONE-HALF TURN OF A STANDARD LOCATION.RACE IS— NEEDED, OVER APBRACE MATERIAL. THIS REQUIREMENT MORE THAN LATERAL i°i ALL CONSTRUCTED N S NOT NECESSARY THREADED SAME BRACING O © OD OE WRENCH (APPROXIMATELY 30 FT.-LBS. OF TORQUEI A MINGr� DUE TO SHRINKAGE AND COMPRESSION OF BUILDINGG Ftv�-� AS SHOWN. � I°1 AT HIP ROOFS. ALSO ALONG EXTERIOR WALLS ROD 0 WOOD HOLEATE CONCRETE WASHER EMBEDMENT DEPTH CONTRACTORS OF TORQUE RE—TIGHTEN NUT TO 30 TRADES ARE SECTIONS PARALLEL TO BOTTOM CHORD BRACING PROVIDE COMPLETE AND PRIOR TO INSULATION. DIAGONALS IN THE END SPACE BETWEEN THE WALL 3/8 1/2"0 '/z"0 2x2x'/8" 4" 4" AND AND THE FIRST LINE OF BOTTOM CHORD BRACING 5/8 3/4"0 3/4"0 3XV 4" 6" 10" EPDXY ANCHORING: ALL THREADED RODS SHALL BE AT A MAXIMUM SPACING OF 20 FEET. * FULL HEIGHT RODS SHALL HAVE 3" EDGE DISTANCE FROM OUTSIDE DRILLED & EPDXY ANCHORED. SEE INSTALLATION DETAILS CHART FOR EMBEDMENT AND EDGE DISTANCE A FACE OF WALL REQUIREMENTS DO NOT SCALE DIMENSIONS FROM THESE DRAWINGS.IF A DIMENSION IS UNCLEAR REFER TO THE 5 PERMANENT TRUSS BRACING THREADED ROD INSTALLATION ARCHITECTURAL DRAWINGS OR S8.0 SCALE: 3/4" = 1'-0" �_o SCALE: 3/4" = 1'-0" CONTACT THE E.O.R. PLAN NAME rAHERN TOWNHOUSES 2 DESIGN/DRAWN/CHECKED CS / CSH/LAP DATE 10.13.17 CONTROL NO. TRUSS ID. LPA NO. MACC-16-01038 SHEET S8 ,0 SHEET 18 OF 18