k: 818-107 winslow senior centerconstruction...

$: K: 818-107 Winslow Senior CenterCONSTRUCTION …alianoconstruction.com/wp-content/uploads/2020/01/Civil-Structural-Drawings.pdfany reuse on project extensions, any o\ൔher project,$

8600 West Chester Pike, Suite 201

Upper Darby, PA 19082

t: 610.896.4500 | f: 610.896.4503

w: www.orndorf.com

340.837

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GENERAL NOTES

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S-0

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Project No.

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Date:

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Scale:

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REVISIONS

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a.

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b.

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c.

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e.

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f.

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g.

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A Professional Corporation of Architects and Planners

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DRAWINGS SHALL HAVE PRECEDENCE OVER SCALED DIMENSIONS; CONTRACTORS SHALL VERIFY, AND BE RESPONSIBLE FOR ALL DIMENSIONS AND CONDITIONS ON THE JOB, AND THIS OFFICE MUST BE NOTIFIED OF ANY VARIATIONS FROM THE DIMENSIONS AND CONDITIONS SHOWN BY THESE DRAWINGS

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c GARRISON ARCHITECTS EXPRESSLY RESERVES ITS COMMON LAW COPYRIGHT AND OTHER PROPERTY RIGHTS IN THESE PLANS. THESE PLANS ARE NOT TO BE REPRODUCED, CHANGED, OR COPIED IN ANY FORM OR MANNER WHATSOEVER, NOR ARE THEY TO BE ASSIGNED TO ANY THIRD PARTY, WITHOUT

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FIRST OBTAINING THE EXPRESS WRITTEN PERMISSION AND CONSENT OF GARRISON ARCHITECTS. WRITTEN DIMENSIONS ON THESE

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. SHOP DETAILS MUST BE SUBMITTED TO THIS OFFICE FOR APPROVAL BEFORE PROCEEDING WITH FABRICATION.

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713 CREEK ROAD, BELLMAWR, NEW JERSEY 08031 (856) 396-6200

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THIS DRAWING IS COPYRIGHTED AND SHALL REMAIN THE PROPERTY OF ORNDORF & ASSOCIATES, INC. ANY REUSE ON PROJECT EXTENSIONS, ANY OTHER PROJECT, OR ALTERATIONS OR ADDITIONS TO THIS PROJECT SHALL BE MADE AT THE USER'S SOLE RISK AND WITHOUT LIABILITY TO ORNDORF & ASSOCIATES, INC. ONLY DRAWINGS BEARING AN EMBOSSED AND/OR GREEN INK PROFESSIONAL SEAL SHALL BE CONSIDERED AS VALID.

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N.J.P.E. # GE36372

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KEVIN R. ORNDORF

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VOID UNLESS GREEN OR EMBOSSED

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PROFESSIONAL SEAL IS AFFIXED

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N.J.CERT. OF AUTH. #24GA27960500

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AS NOTED

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18-107

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WINSLOW TOWNSHIP SENIOR CENTER 2020 ADDITION & RENOVATIONS 33 COOPER FOLLY ROAD, ATCO, NEW JERSEY 08004ATCO, NEW JERSEY 08004

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08/14/19

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ISSUED FOR BID: 01-08-2020

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1. THE NOTES OF THESE DRAWINGS ARE NOT INTENDED TO REPLACE SPECIFICATIONS. SEE SPECIFICATIONS FOR REQUIREMENTS IN ADDITION TO GENERAL NOTES. THE INTENT OF THE SPECIFICATIONS IS TO OUTLINE OR INDICATE ITEMS OF WORK WHICH CANNOT READILY BE SHOWN ON THE CONTRACT DRAWINGS AND FURTHER TO INDICATE THE TYPES AND QUALITIES OF MATERIALS AND WORKMANSHIP. SHOULD THE SPECIFICATIONS AND DRAWINGS DISAGREE IN THEMSELVES, OR WITH EACH OTHER, WRITTEN CLARIFICATIONS SHOULD BE REQUESTED OF THE ARCHITECT/ENGINEER BY THE CONTRACTOR. INCONSISTENCIES BETWEEN THE DOCUMENTS SHALL BE BROUGHT TO THE ATTENTION OF THE ARCHITECT/ENGINEER PRIOR TO PROCEEDING WITH THE AFFECTED PORTION OF THE WORK. IN THE ABSENCE OF SAME, PROPOSALS SHALL BE BASED ON THE MOST EXPENSIVE COMBINATION OF QUALITY AND QUANTITY OF WORK INDICATED ON EITHER THE DRAWINGS OR SPECIFICATIONS. SEE SPECIFICATION SECTION 00100 PARAGRAPH 3, a & b. 2. IF DURING THE PROGRESS OF THE WORK THE CONTRACTOR MAY DISCOVER ANY ERROR, INCONSISTENCY OR OMISSION IN THE CONTRACT DOCUMENTS, THE CONTRACTOR SHALL AT ONCE SO REPORT TO THE ARCHITECT/ENGINEER. EXTRAS WILL NOT BE ALLOWED FOR CORRECTION OF PROBLEMS THAT COULD HAVE BEEN AVOIDED BY CAREFUL REVIEW AND THE MINOR ADJUSTMENT OF SIZE AND/OR LOCATION OF VARIOUS ITEMS FOR PROPER FIT. THIS CONTRACTOR IS RESPONSIBLE FOR THE COORDINATION OF HIS WORK WITH THE OTHER CONTRACTORS. 3. ANY ITEM NOT SPECIFICALLY LISTED OR SHOWN ON THE CONTRACT DOCUMENTS BUT IS INCIDENTAL TO THE COMPLETION OF THE PROJECT OR PACKAGE WILL BE CONSIDERED AS PART OF THE CONTRACT SCOPE OF WORK. 4. STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH JOB SPECIFICATIONS AND ARCHITECTURAL, MECHANICAL, ELECTRICAL, PLUMBING, AND SITE DRAWINGS. CONSULT THESE DRAWINGS FOR LOCATIONS AND DIMENSIONS OF OPENINGS, CHASES, INSERTS, REGLETS, SLEEVES, DEPRESSIONS, AND OTHER DETAILS NOT SHOWN ON STRUCTURAL DRAWINGS. ALL DIMENSIONS AND CONDITIONS MUST BE VERIFIED IN THE FIELD. ANY DISCREPANCIES SHALL BE BROUGHT TO THE ATTENTION OF THE ARCHITECT/ENGINEER BEFORE PROCEEDING WITH THE AFFECTED PART OF THE WORK. 5. THE STRUCTURE IS DESIGNED TO BE SELF SUPPORTING AND STABLE AFTER THE BUILDING IS COMPLETE. IT IS THE CONTRACTOR'S SOLE RESPONSIBILITY TO DETERMINE ERECTION PROCEDURES AND SEQUENCE TO INSURE THE SAFETY OF THE BUILDING AND ITS COMPONENTS DURING ERECTION. THIS INCLUDES THE ADDITION OF NECESSARY SHORING, SHEETING, TEMPORARY BRACING, GUYS OR TIEDOWNS, FALSEWORK, FORMWORK, AND STAGING. PROVIDE ALL SHORING AND BRACING REQUIRED TO STABILIZE AND PROTECT EXISTING AND ADJACENT STRUCTURES AND SYSTEMS DURING COURSE OF DEMOLITION AND CONSTRUCTION. SUCH MATERIAL SHALL REMAIN THE PROPERTY OF THE CONTRACTOR AFTER COMPLETION OF THE PROJECT. IN THE EVENT THAT THE CONTRACTOR DETERMINES THAT SHEETING OR SHORING IS REQUIRED, THE CONTRACTOR SHALL RETAIN THE SERVICES OF A REGISTERED PROFESSIONAL STRUCTURAL ENGINEER FOR DESIGN AND DOCUMENTATION OF ALL SHEETING, SHORING AND TEMPORARY BRACING REQUIRED FOR THE WORK. IF NOT IN THE ORIGINAL CONTRACT FOR WORK, REVIEW OF ANY ENGINEERED SHEETING, SHORING AND TEMPORARY BRACING REQUIRED WILL BE CONSIDERED ADDITIONAL SCOPE OF WORK AND WILL BE CONSIDERED ADDITIONAL SERVICES. 6. THE CONTRACTOR IS RESPONSIBLE FOR DETERMINING ALLOWABLE CONSTRUCTION LOADS. 7. DRAWINGS INDICATE GENERAL AND TYPICAL DETAILS OF CONSTRUCTION. WHERE CONDITIONS ARE NOT SPECIFICALLY SHOWN, SIMILAR DETAILS OF CONSTRUCTION SHALL BE USED, SUBJECT TO APPROVAL BY THE ENGINEER. 8. ALL APPLICABLE FEDERAL, STATE AND MUNICIPAL REGULATIONS SHALL BE FOLLOWED, INCLUDING THE FEDERAL DEPARTMENT OF LABOR OCCUPATIONAL SAFETY AND HEALTH ACT. 9. SHOULD THE CONTRACTOR SEEK APPROVAL OF A PRODUCT OTHER THAN THE BRAND OR BRANDS NAMED IN THESE SPECIFICATIONS, SEE SPECIFICATION SECTION 00100 PARAGRAPH 18 AND SPECIFICATION SECTION 01300 PARAGRAPH 2.1. 10. MANUFACTURERS' STANDARD DATA AND CATALOG CUT SHEETS WILL NOT BE CONSIDERED SUFFICIENT IN THEMSELVES. SEE SPECIFICATION SECTION 01300 SUBMITTALS FOR PROPER SHOP DRAWING REQUIREMENTS. 11. SUBMIT SHOP DRAWINGS IN THE FORM ELECTRONIC PDF FILES. IN NO CASE SHALL REPRODUCTION OF THE CONTRACT DOCUMENTS BE USED AS A SHOP DRAWING. AS A MINIMUM, SUBMIT THE FOLLOWING ITEMS FOR REVIEW: a. CONCRETE MIX DESIGNS b. REINFORCING STEEL SHOP DRAWINGS c. STRUCTURAL STEEL SHOP DRAWINGS d. MASONRY REINFORCING ACCESSORIES e. WOOD TRUSS SHOP DRAWINGS 12. SUBMIT SHOP DRAWINGS 12 BUSINESS DAYS (MINIMUM) PRIOR TO DATE THAT RETURNED SHOP DRAWINGS ARE REQUIRED. SHOP DRAWINGS SHALL HAVE THE CONTRACTOR'S STAMP OF APPROVAL PRIOR TO REVIEW BY ENGINEER OF RECORD. THE CONTRACTOR REVIEW/APPROVAL STAMP PROVIDES CERTIFICATION TO THE ENGINEER OF RECORD THAT THE CONTRACTOR HAS VERIFIED ALL FIELD MEASUREMENTS, CONSTRUCTION CRITERIA, MATERIALS AND SIMILAR DATA AND HAS REVIEWED EACH DRAWING FOR COMPLETENESS, COORDINATION AND COMPLIANCE WITH THE CONTRACT DOCUMENTS. 13. COSTS OF INVESTIGATION AND/OR REDESIGN DUE TO CONTRACTOR ERRORS WILL BE AT THE CONTRACTOR'S EXPENSE. 14. THE ENGINEER HAS NO ONGOING PRESENCE ON THE SITE, NO CONTROL OF ACTIVITIES ON THE SITE, NO SUPERVISORY ROLE AND NO FIELD RESPONSIBILITY FOR SITE SAFETY. THE CONTRACTOR IS RESPONSIBLE FOR SUPERVISION OF THE WORK INCLUDING PERSONNEL PROTECTION IN ACCORDANCE WITH OSHA AND OTHER APPLICABLE REGULATIONS AND PUBLIC PROTECTION IN ACCORDANCE WITH THE REQUIREMENTS OF THE JURISDICTION IN WHICH THE PROJECT IS BEING CONSTRUCTED. 15. THE CONTRACTOR SHALL BE RESPONSIBLE FOR PROTECTION OF ALL CONDITIONS AND MATERIALS WITHIN THE PROPOSED CONSTRUCTION AREA. THE CONTRACTOR SHALL HAVE THE SOLE RESPONSIBILITY FOR ANY DAMAGE OR INJURIES BY OR DURING THE EXECUTION OF THE WORK. 16. CONTRACTOR SHALL VERIFY DIMENSIONS AND FIELD CONDITIONS PRIOR TO STARTING WORK, THE ENGINEER SHALL BE NOTIFIED BY THE CONTRACTOR PROMPTLY OF ANY DEVIATION FROM THE PLAN, UNEXPECTED CONDITIONS, OR INCIDENTS INVOLVING INJURY, COLLAPSE, PROPERTY DAMAGE OR VIOLATIONS ISSUED BY GOVERNMENT ENTITIES. 17. THE CONTRACTOR MUST VERIFY ALL DIMENSIONS IN THE FIELD AND INVESTIGATE ALL EXISTING CONDITIONS IN THE FIELD PRIOR TO FABRICATING/POURING ANY CONSTRUCTION MATERIALS. *** THE ARCHITECT/ENGINEER OF RECORD IS NOT AND SHALL NOT BE HELD LIABLE FOR SITE SAFETY ISSUES ***

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GENERAL NOTES

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1. EXISTING CONDITIONS INDICATED ARE OBTAINED FROM AVAILABLE SOURCES (EXISTING DRAWINGS, FIELD SURVEYS, ETC.) AND ARE NOT GUARANTEED TO BE TRUE AND EXACT. CONTRACTOR(S) SHALL FIELD VERIFY EXISTING CONDITIONS AND NOTIFY THE ENGINEER OF ANY DISCREPANCIES PRIOR TO PROCEEDING WITH THE AFFECTED PORTION OF THE WORK. 2. EXISTING FOUNDATION SIZE AND ELEVATIONS ARE UNKNOWN OR MAY VARY FROM ASSUMED CONDITIONS. GENERAL CONTRACTOR SHALL PROVIDE TEST PITS ETC. AS REQUIRED TO VERIFY CONDITIONS. THIS WORK SHALL BE DONE PRIOR TO STARTING ANY EXCAVATION OR OTHER WORK ON SITE. NOTIFY THE ENGINEER IMMEDIATELY OF FINDINGS INCLUDING A DETAILED SKETCH OF FOOTING SIZES AND BOTTOM OF FOOTING ELEVATIONS INCLUDING ANY OTHER PERTINENT INFORMATION. 3. ALLOW A MINIMUM OF 1 WEEK FOR ENGINEER OF RECORD TO REVIEW INFORMATION AND MAKE CORRECTIONS TO THE CONTRACT DOCUMENTS AS REQUIRED.

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EXISTING CONDITIONS

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1. DEMOLITION/EXCAVATION DRAWINGS AND DETAILS ARE NOT EXCLUSIVE AND SHOULD BE USED TO SUPPLEMENT THE COMPLETE DOCUMENT PACKAGE. REFER TO THE SCOPE OF WORK FOR ADDITIONAL EXCAVATION REQUIREMENTS. (NOTE THE "DEMOLITION/EXCAVATION" PROCESS SHALL NOT DEGRADE THE LONG TERM PERFORMANCE OF THE EXISTING STRUCTURE OR ADJACENT AREAS. THE WORD EXCAVATION SHALL MEAN THE SAME AS THE WORD DEMOLITION AND VICE VERSA.) 2. CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND EXISTING CONDITIONS BEFORE PROCEEDING WITH ANY EXCAVATION OR NEW WORK. THE CONTRACTOR SHALL REPORT ANY DISCREPANCIES TO THE OWNER. 3. CONTRACTOR SHALL BE RESPONSIBLE FOR ALL BRACING AND SHORING REQUIRED TO MAINTAIN THE STRUCTURAL INTEGRITY OF THE BUILDING DURING EXCAVATION AND CONSTRUCTION. CONTRACTOR SHALL COORDINATE THE EXCAVATION WITH THE OWNER AND OWNERS REQUIREMENTS. 4. PROTECTION OF PERSONS AND PROPERTY SHALL BE PROVIDED THROUGHOUT THE PROGRESS OF THE WORK. THIS IS THE CONTRACTORS SOLE RESPONSIBILITY. THE WORK SHALL PROCEED IN SUCH MANNER AS TO MINIMIZE THE SPREAD OF DUST AND FLYING PARTICLES AND TO PROVIDE SAFE WORKING CONDITIONS FOR ALL PERSONNEL. 5. IF EXISTING EQUIPMENT, SURFACES AND/OR MATERIALS ARE DAMAGED, DEFACED, OR MARRED DURING THE PROGRESS OF DISMANTLING OR EXCAVATION, THEY SHALL BE REPLACED OR REPAIRED WITH LIKE OR OTHER APPROVED MATERIALS AND RETURNED TO EQUAL OR BETTER THAN EXISTING CONDITION AND OR APPEARANCE; AND FINISHED TO MATCH THE NEW OR EXISTING ADJACENT AREAS AT NO ADDITIONAL COST TO THE OWNER. PENETRATIONS REMAINING IN WALLS, FLOORS, AND CEILINGS SHALL BE PATCHED AND THE SURFACES FINISHED TO MATCH THE ADJACENT AREAS. 6. DISCONNECTION OF SERVICES. WHERE IT IS NECESSARY TO INTERRUPT THE UTILITY SERVICE TO THE BUILDING, PRIOR APPROVAL SHALL BE OBTAINED FROM THE OWNER, IN WRITING, UNLESS OTHERWISE DIRECTED; THE ACTUAL PROVISIONS SHALL BE MADE TO AVOID INTERFERENCE WITH, OR THE FREE PASSAGE INTO ADJOINING AND ADJACENT AREAS NOT IN THE CONTRACT. 7. MATERIAL AND EQUIPMENT INDICATED TO BE "SALVAGED" SHALL BE DELIVERED TO THE DESIGNATED STORAGE AREAS OR AS DIRECTED BY THE OWNER UNLESS OTHERWISE SPECIFIED. 8. ITEMS SHALL BE STORED IN SUCH A MANNER AS TO PREVENT DAMAGE. FERROUS ITEMS SHALL BE STORED IN SUCH A MANNER AS TO PREVENT RUSTING. 9. DEBRIS AND RUBBISH SHALL NOT ACCUMULATE ON THE SITE, AND SHALL BE REMOVED DAILY. SALVAGEABLE MATERIAL NOT REUSED IN CONSTRUCTION OR NOT TO REMAIN THE PROPERTY OF THE OWNER SHALL BE REMOVED FROM THE SITE. SALE OF MATERIALS ON THE SITE IS PROHIBITED. BURNING ON THE SITE IS PROHIBITED. THE CONTRACTOR SHALL NOTIFY THE OWNER IF HE ENCOUNTERS QUESTIONABLE HAZARDOUS MATERIAL AND ITS DISPOSITION. 10. BLOCK UP ALL EXISTING OPENINGS IDENTIFIED AND AS DIRECTED BY THE CONSTRUCTION MANAGER. REMOVE ALL WELDED STEEL FRAMES AND FABRICATED METAL FRAMES AROUND ALL OPENINGS PRIOR TO BLOCK WORK. SHORE OPENINGS AS NECESSARY AND FILL OPENINGS WITH CONCRETE BLOCK, AS SPECIFIED, TO MATCH EXISTING. MAINTAIN RUNNING BOND FOR INFILL WORK. BRICK OR BLOCK THAT IS CRACKED OR BROKEN IN THE PROCESS OF REMOVING EXISTING CONSTRUCTION IS TO BE REPLACED. 11. AT REMOVED CMU AND BRICK MASONRY, PROVIDE TOOTHED JAMBS IN EXISTING CMU TO REMAIN TO ACCEPT NEW CMU. REMOVE EXISTING CMU IN FULL WIDTH UNITS. REMOVE ALL EXISTING MORTAR FROM SURFACES OF EXISTING CMU TO RECEIVE NEW WORK. REMOVE ALL EXISTING PAINT OR COATINGS FROM SURFACES TO RECEIVE NEW WORK COULD AFFECT NEW MORTAR BOND. 12. ALL DEMOLITION WORK SHALL BE IN ACCORDANCE WITH OSHA REQUIREMENTS INCLUDING BUT NOT LIMITED TO 1926.850 (a). CONTRACTOR SHALL RETAIN THE SERVICES OF A LINCENSED ENGIEER (LICENSED IN THE JURISDICTION OF THE PROJECT) TO PERFORM AN ENGINEERING SURVEY OF THE STRUCTURE TO DETERMINE THE CONDITION OF THE FRAMING, FLOORS AND WALLS, ETC. AND THE POSSIBILITY OF UNPLANNED COLLAPSE. THIS SURVEY SHALL INCLUDE REVIEW OF THE STRUCTURE AS NECESSARY, REVIEW OF THE CONTRACTORS MEANS AND METHODS OF DEMOLITION / CONSTRUCTION INCLUDING STOCKPILING OF MATERIALS, USE OF EQUIPMENT (BOBCATS, LIFTS, ETC.), DEMOLITION PROCEDURES, ETC.

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DEMOLITION/EXCAVATION NOTES

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1. ALL CONCRETE WORK SHALL CONFORM TO ACI 318 (LATEST EDITION). 2. CONCRETE COMPRESSIVE STRENGTH AT 28 DAYS SHALL BE: a. FOUNDATIONS: 4000 PSI b. SLABS ON GRADE: 4000 PSI ALL CONCRETE SUBJECT TO FREEZE/THAW CYCLE SHALL BE AIR-ENTRAINED. 3. CONCRETE SHALL NOT BE PLACED IN WATER OR ON FROZEN GROUND. 4. REINFORCING BARS SHALL CONFORM TO ASTM A615, GRADE 60 DEFORMED BARS AND SHALL BE DETAILED, FABRICATED AND PLACED IN ACCORDANCE WITH ACI 315, LATEST EDITION. WELDED WIRE FABRIC SHALL CONFORM TO ASTM A-185 AND BE PROVIDED IN FLAT SHEETS. 5. COMPLETE SHOP DRAWINGS AND SCHEDULES OF ALL REINFORCING STEEL SHALL BE PREPARED BY THE CONTRACTOR AND SUBMITTED TO THE ENGINEER FOR REVIEW. REFER TO SPECIFICATION SECTION 01300. 6. REINFORCEMENT SHALL BE CONTINUOUS AROUND CORNERS AND AT INTERSECTIONS. PROVIDE CLASS "A" TENSION LAP SPLICES FOR ALL HORIZONTAL WALL REINFORCING UNLESS OTHERWISE SHOWN ON PLAN. PROVIDE CLASS "B" TENSION LAP SPLICES FOR ALL HORIZONTAL GRADE BEAM REINFORCING. 7. CLEARANCES FOR REINFORCEMENT: a. CONCRETE PLACED DIRECTLY ON EARTH, FOOTINGS: 3" b. SLABS, FROM TOP UNLESS OTHERWISE NOTED: 1" c. FORMED SURFACES EXPOSED TO WEATHER OR EARTH: #5 BAR OR SMALLER: 1 " 12" #6 BAR OR LARGER: 2" 8. FOR ALL OPENINGS IN CONCRETE WALLS AND SLABS, PROVIDE SUPPLEMENTAL REINFORCING AROUND OPENING AS SHOWN ON THE CONTRACT DOCUMENTS. 9. CONTROL JOINTS IN SLABS ON GRADE: SEE SPECIFICATION SECTION 03300. a. CONTROL JOINTS SHALL BE LOCATED AS SHOWN ON SLAB ON GRADE PLAN. b. CONTROL JOINTS SHALL BE SAW CUT (1/3 THE SLAB DEPTH) AND FILLED WITH JOINT SEALER. CUT JOINTS AS SOON AS POSSIBLE WITHOUT FRAYING THE CONCRETE SURFACE. c. CONSTRUCTION JOINTS SHALL INCLUDE A 1"x2" SHEAR KEY AT MID-HEIGHT OF SLAB. d. CONTROL JOINTS IN WALLS SHALL NOT EXCEED 40'-0" O.C. NOR 15'-0" FROM ANY CORNER. CONTROL JOINTS SHALL BE LOCATED BY CONTRACTOR IN ACCORDANCE WITH ACI CRITERIA, MAXIMUM SPACINGS AS PER TYPICAL SLAB ON GRADE DETAILS AND TYPICAL CONTROL JOINT LOCATION DETAILS (U.N.O.). MINIMUM CONTROL JOINT DEPTHS ARE INDICATED ON TYPICAL CONTROL JOINT DETAILS. CONTROL JOINTS WHICH ARE NOT PROMPTLY OR PROPERLY CUT AND ARE NOT FUNCTIONING SHALL BE RECUT BY THE CONCRETE CONTRACTOR. RECUTS OF JOINTS WHICH WERE NOT PROMPTLY OR PROPERLY CUT SHALL BE 3" DEEP MINIMUM. 10. THE FINISH TOLERANCE OF ALL SLABS SHALL BE IN ACCORDANCE WITH ACI 302 AND THAT SPECIFIED ON THE CONTRACT DOCUMENTS. SEE SPECIFICATION SECTION 03300 FOR FINISHING. 11. COLUMN ANCHOR BOLTS SHALL CONFORM TO ASTM F1554 GR. 36 UNLESS NOTED OTHERWISE. 12. LAP ALL BARS A MINIMUM OF 40 DIAMETERS. LAP ALL WWF A MINIMUM OF 6 INCHES. 13. UNLESS OTHERWISE APPROVED ALL REINFORCEMENT SHALL BE BLOCKED INTO POSITION WITH PRECAST CONCRETE BLOCKS HAVING A MINIMUM COMPRESSIVE STRENGTH EQUAL TO THAT OF THE SLAB OR FOUNDATION SYSTEM. 14. SEE THE ARCHITECTURAL DRAWINGS FOR EXACT LOCATIONS OF DEPRESSED SLAB AREAS, DRAINS, AND DIMENSIONS. 15. PROVIDE GALVANIZED STEEL SLEEVES WHERE PIPES PASS THROUGH EXTERIOR CONCRETE WALLS, BEAMS OR SLABS. PROVIDE PVC SLEEVES WHERE PIPES PASS THROUGH INTERIOR CONCRETE WALLS, BEAM OR SLABS (UNLESS NOTED OTHERWISE). 16. DO NOT PLACE UNDERGROUND UTILITIES OR PIPES BELOW FOOTINGS. IF ANY SUCH CONDITIONS OCCUR, NOTIFY THE ENGINEER IMMEDIATELY AND DROP THE BOTTOM OF FOOTING ELEVATION IN ACCORDANCE WITH THE TYPICAL STEP FOOTING AT PIPE CROSSING DETAIL IN ORDER TO CLEAR THE PIPE. 17. PROVIDE FOR ANY DEWATERING AS REQUIRED DURING EXCAVATION AND CONSTRUCTION OF THE FOUNDATION SYSTEM. 18. BOTTOM OF NEW FOOTINGS ADJACENT TO EXISTING FOUNDATIONS SHALL BE AT THE SAME ELEVATION AS THE EXISTING FOUNDATION UNLESS A 2:1 MAXIMUM SLOPE (HORIZONTAL TO VERTICAL) IS MAINTAINED BETWEEN BOTTOM OF FOOTINGS.

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CONCRETE NOTES (03300)

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MASONRY NOTES (04810)

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1. ALL MASONRY CONSTRUCTION SHALL CONFORM TO ACI 530.1 SPECIFICATION FOR MASONRY STRUCTURES (LATEST EDITION). 2. ALL CONCRETE MASONRY UNITS SHALL BE ASTM C90, GRADE N, TYPE 1 STANDARD WEIGHT BLOCKS INCLUDING STRETCHERS AND CORNER BLOCKS. SPECIFIED COMPRESSIVE STRENGTH OF MASONRY, f'm, SHALL BE A MINIMUM OF 2150. PSI, AS DETERMINED BY THE UNIT STRENGTH METHOD OR BY PRISM TESTS. 3. MORTAR SHALL CONFORM TO ASTM SPECIFICATION C270, TYPE S. OWNER'S TESTING AGENCY SHALL VERIFY STRENGTH FROM FIELD-OBTAINED TEST CUBES. 4. WHERE INDICATED, GROUT CORES SOLID WITH A HIGH SLUMP MIX IN ACCORDANCE WITH ASTM SPECIFICATION C476 HAVING A MINIMUM 28 DAY COMPRESSIVE STRENGTH OF 2000 PSI. OWNER'S TESTING AGENCY SHALL VERIFY STRENGTH FROM FIELD-OBTAINED TEST CUBES. THE USE OF WATER REDUCING ADMIXTURES IN GROUT IS NOT ALLOWED. 5. PROVIDE VERTICAL REINFORCING IN GROUTED CELLS AS INDICATED. REINFORCING BARS SHALL CONFORM TO ASTM A615 GRADE 60. VERTICAL REINFORCING SHALL BE LAPPED 48 BAR DIAMETERS. 6. HORIZONTAL WALL REINFORCING SHALL BE DUR-O-WAL TRUSS DESIGN WITH 316" SIDE RODS AND 316" CROSS TIES. REINFORCING SHALL BE PLACED INMASONRY WALLS AT 16" O.C., MAXIMUM. SPACE HORIZONTAL JOINT REINFORCEMENT AT 8" ON CENTER IN ALL PARAPETS. USE SHOP FABRICATED SPECIAL PIECES AT ALL CORNERS AND TEES. SEE SPECIFICATION FOR FINISH REQUIREMENT APPLIED TO INTERIOR AND EXTERIOR WALL CONSTRUCTION. 7. CMU PLACED BELOW GRADE SHALL BE GROUTED SOLID. 8. CONCRETE MASONRY UNITS SHALL BE LAID IN RUNNING BOND UNLESS NOTED OTHERWISE ON THE ARCHITECTURAL DRAWINGS. BOND CORNERS AND INTERSECTIONS OF LOAD BEARING WALLS. ALL EXTERNAL CORNERS SHALL BE BULL NOSE BLOCKS. 9. ALL LOAD BEARING CMU WALLS SHALL CONTAIN JOINTS WHICH ARE FULLY BEDDED. 10. FILL ALL BOND BEAMS WITH 3000 PSI CONCRETE USING " MAXIMUM 38" MAXIMUM AGGREGATE SIZE. 11. PROVIDE TEMPORARY BRACING OF MASONRY WALLS TO WITHSTAND LATERAL LOADS DURING CONSTRUCTION. 12. MASONRY WALLS WHICH SUPPORT LINTELS FOR DOORS, WINDOWS, DUCT OPENINGS 3FT OR LARGER (NOT INCLUDING STEEL JOISTS OR BEAMS BEARNIG) SHALL HAVE MINIMUM 16" WIDE CELLS GROUTED SOLID FULL HEIGHT UNDER BEARING WITH 1-#5 BAR MINIMUM VERTICAL AND DOWEL TO MATCH. 13. BRICK VENEER ANCHORS FOR STUD BACKUP SHALL HAVE " ROUND HOT 316" ROUND HOT DIPPED GALVANIZED STEEL TIES FOR USE WITH DW-10 ANCHORS BY HOHMANN & BARNARD. LOCATE 16" O.C. VERTICALLY 32" O.C. HORIZONTALLY AND 8" O.C. AROUND OPENINGS. REINFORCEMENT FOR VENEER SHALL INCLUDE A MINIMUM OF ONE " ROD IN THE VENEER CONNECTED TO ADJUSTABLE TIES. 316" ROD IN THE VENEER CONNECTED TO ADJUSTABLE TIES.NOTE HEAVIER VENEERS MAY REQUIRE A SECOND ROD. DESIGN SHALL BE BASED ON HOHMANN AND BARNARD, INC. DW-10 SEISMICLIP INTERLOCK SYSTEM WITH BYNA-TIE MASONRY TIES. SEE SPECIFICATION FOR FINISH REQUIREMENT. 14. FOR MULTIWYTHE MASONRY, PROVIDE ADJUSTABLE (2-PIECE) TYPE WITH SINGLE PAIR OF SIDE RODS AND CROSS TIES SPACED NOT MORE THAN 16 INCHES O.C. AND WITH SEPARATE ADJUSTABLE VENEER TIES ENGAGING THE CROSS TIES. CROSS TIES ARE EITHER U-SHAPED WITH EYES OR RECTANGULAR. SPACE SIDE RODS FOR EMBEDMENT WITHIN EACH FACE SHELL OF BACKUP WYTHE AND SIZE ADJUSTABLE TIES TO EXTEND AT LEAST HALFWAY THROUGH OUTER WYTHE BUT WITH AT LEAST INCH COVER ON OUTSIDE FACE. SEE 58 INCH COVER ON OUTSIDE FACE. SEE SPECIFICATION FOR FINISH REQUIREMENT. REINFORCEMENT SHALL INCLUDE A MINIMUM OF ONE " ROD IN THE VENEER 316" ROD IN THE VENEERCONNECTED TO ADJUSTABLE TIES. NOTE HEAVIER VENEERS MAY REQUIRE A SECOND ROD. DESIGN SHALL BE BASED ON HOHMANN AND BARNARD, INC. 165-2X S.I.S. TRUSS SEISMICLIP INTERLOCK SYSTEM. COORDINATE INTERLOCK SYSTEM. COORDINATE REINFORCEMENT REQUIREMENTS, JOINT LOCATION OF CMU BACKUP, AND NON-STANDARD CMU VENEER WITH RELATED SECTIONS AND DETAILS AND THE ARCHITECTURAL DRAWINGS. 15. SEE ARCHITECTURAL DRAWINGS FOR CONTROL JOINTS. 16. LOCATION OF LINTELS AT MASONRY OPENINGS SHALL BE COORDINATED WITH THE ARCHITECTURAL AND MECHANICAL DRAWINGS. 17. UNLESS OTHERWISE NOTED, PROVIDE THE FOLLOWING LINTELS FOR EACH 4 INCH THICKNESS OF MASONRY WALL WITH 8 INCHES OF BEARING AT EACH END. FOR UNEQUAL LEG ANGLES, ORIENT THE LONG LEGS VERTICAL: GALVANIZE ALL LINTELS EXPOSED TO THE WEATHER. OPENINGS UP TO 4'------ L3 x3 x 12x3 x 12x 516OPENINGS 4' TO 6'------- L4x3 x 12x 516OPENINGS 6' TO 8'------- L5x3 x 12x 51618. PROVIDE REBAR DOWELS FROM THE FOUNDATIONS TO MATCH VERTICAL REINFORCING SIZE AND SPACING. DOWELS SHALL HAVE STANDARD 90 DEGREE HOOKS AND LAP WITH THE FIRST LIFT OF REINFORCING. STANDARD LAP LENGTH OF GRADE 60 MASONRY REINFORCING BARS SHALL BE 48 BAR DIAMETERS.

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1. STRUCTURAL STEEL FABRICATION, ERECTION, AND CONNECTION DESIGN SHALL CONFORM TO: a. AISC "SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS" ANSI/AISC 360-10 OR (05) (PART 16 OF AISC "STEEL CONSTRUCTION MANUAL") b. AISC "STEEL CONSTRUCTION MANUAL", 13TH EDITION (14TH EDITION) c. AISC "DETAILING FOR STEEL CONSTRUCTION", 3RD EDITION 2. ALL WELDING SHALL CONFORM TO: a. "STRUCTURAL WELDING CODE - STEEL", AWS D1.1 - LATEST EDITION b. "STRUCTURAL WELDING CODE - SHEET STEEL" AWS D1.3 - LATEST EDITION 3. ALL STEEL SHALL CONFORM TO THE FOLLOWING ASTM SPECS: a. WIDE FLANGE SHAPES: ASTM A992, Fy = 50 KSI. WIDE FLANGE SHAPES: ASTM A992, Fy = 50 KSI. b. CHANNELS, ANGLES, PLATES & BARS: ASTM A36, Fy = 36 KSI CHANNELS, ANGLES, PLATES & BARS: ASTM A36, Fy = 36 KSI c. HOLLOW STRUCTURAL SECTIONS: ASTM A500 GR. B, Fy = 46 KSI HOLLOW STRUCTURAL SECTIONS: ASTM A500 GR. B, Fy = 46 KSI f. STEEL PIPES: ASTM A53, GR. B, Fy = 35 KSI STEEL PIPES: ASTM A53, GR. B, Fy = 35 KSI g. WELDING ELECTRODES: AWS A5.1 OR A5.5, E70XX WELDING ELECTRODES: AWS A5.1 OR A5.5, E70XX h. ANCHOR RODS: ASTM F1554 GR 36, U.N.O. ANCHOR RODS: ASTM F1554 GR 36, U.N.O. i. HIGH STRENGTH BOLTS: ASTM A325, U.N.O., ASTM 490 (WHERE NOTED) HIGH STRENGTH BOLTS: ASTM A325, U.N.O., ASTM 490 (WHERE NOTED) 4. STRUCTURAL STEEL DAMAGED DURING WELDING SHALL BE REPLACED OR REPAIRED IN A MANNER THAT IS ACCEPTABLE TO THE ENGINEER OF RECORD. 5. ALL STEEL NOT RECEIVING FIREPROOFING SHALL BE PAINTED WITH THE FABRICATOR'S RUST INHIBITIVE PRIMER. ALL PRIMER THAT IS DAMAGED IN THE FIELD AND ALL FIELD WELDS SHALL BE TOUCHED UP WITH FIELD APPLIED PRIMER. 6. ALL STRUCTURAL STEEL (INCLUDING BUT NOT LIMITED TO ANCHOR BOLTS, BOLTS, OTHER HARDWARE) EXPOSED TO WEATHER OR IN UNHEATED SPACES SHALL BE HOT DIPPED GALVANIZED AFTER FABRICATION. SEE ARCHITECTURAL DRAWINGS AND SPECIFICATIONS FOR PAINTING REQUIREMENTS. HOT DIPPED GALVANIZATION SHALL BE PER ASTM A123. ALL GALVANIZED SURFACES DAMAGED DURING CONSTRUCTION SHALL BE REPAIRED USING A GALVANIZING REPAIR PAINT IN ACCORDANCE WITH ASTM A780. GALVANIZING PAINT SHALL HAVE 95% ZINC BY WEIGHT. THICKNESS OF APPLIED GALVANIZING REPAIR PAINT SHALL BE NO LESS THAN THE COATING THICKNESS REQUIRED BY ASTM A123 OR A153 AS APPLICABLE. 7. BOLTS AND FIELD WELDS INSTALLED ON FACTORY FINISH-PAINTED STRUCTURAL STEEL SHALL BE FIELD PAINTED WITH THE SAME PAINTING SYSTEM. THE FIELD APPLIED PAINT SHALL BE APPLIED IN A MANNER SUCH THAT IT CAN NOT BE DIFFERENTIATED FROM THE FACTORY FINISH-PAINTED STRUCTURAL STEEL FROM A DISTANCE OF FIVE FEET. 8. FIELD CONNECTIONS SHALL BE BOLTED USING " DIAMETER (MINIMUM) ASTM 34" DIAMETER (MINIMUM) ASTM A325N HIGH STRENGTH BOLTS (MINIMUM) UNLESS NOTED OTHERWISE. 9. THE MINIMUM SIZE OF ALL FILLET WELDS SHOWN ON DRAWINGS SHALL BE IN ACCORDANCE WITH TABLE J2.4 OF AISC "STEEL CONSTRUCTION MANUAL", UNLESS NOTED OTHERWISE. 10. ALL WELDS IN SHEAR CONNECTIONS SHALL BE CONTINUOUS. 11. MINIMUM THICKNESS OF SINGLE-PLATE SHEAR CONNECTIONS SHALL " WITH 38" WITH A MINIMUM WELD SIZE OF 0.75 x PLATE THICKNESS. 12. PROVIDE A MINIMUM " THICK FULL DEPTH THRU-PLATE FOR ALL PIPE AND 38" THICK FULL DEPTH THRU-PLATE FOR ALL PIPE AND TUBE COLUMN CONNECTIONS. 13. ALL BEAM TO BEAM AND BEAM TO COLUMN BOLTED SHEAR CONNECTIONS SHALL HAVE A MINIMUM OF 2 BOLTS. ALL CONNECTIONS SHALL BE DESIGNED FOR THE GREATER OF THE REACTIONS GIVEN ON THE FRAMING PLANS OR ½ THE AISC UNIFORM LOAD CAPACITY OF THE BEAM UNLESS A MORE STRINGENT CRITERIA IS GIVEN ELSEWHERE ON THE CONTRACT DOCUMENTS. 14. ALL BOLTED CONNECTIONS SHALL BE BEARING TYPE WITH THREADS INCLUDED IN THE SHEAR PLANE, UNLESS NOTED OTHERWISE. ALL BOLTED CONNECTIONS SHALL BE BOLTED "SNUG-TIGHT", UNLESS NOTED OTHERWISE. 15. ALL STEEL BEAMS FRAMING OVER THE TOP OF COLUMNS SHALL BE FITTED WITH (2) " THICK STIFFENER PLATES ON EACH SIDE OF THE BEAM WEB. THE 12" THICK STIFFENER PLATES ON EACH SIDE OF THE BEAM WEB. THE COLUMN CAP PLATE SHALL MATCH THE THICKNESS OF THE BEAM FLANGE ABOVE (MIN. " THICK), UNLESS NOTED OTHERWISE. 12" THICK), UNLESS NOTED OTHERWISE. 16. SUBMIT ALL STEEL SHOP DRAWINGS FOR REVIEW PRIOR TO ANY FABRICATION. 17. STEEL FABRICATOR IS SOLELY RESPONSIBLE FOR SURVEYING AND VERIFICATION OF EXISTING CONDITIONS INCLUDING, BUT NOT LIMITED TO, THE LOCATION, ELEVATION, DIMENSIONS OF EXISTING WALLS, FRAMING, ETC. 18. WHERE STRUCTURAL STEEL IS INDICATED TO BE H.D. GALVANIZED, GALVANIZED A325 BOLTS, NUTS AND WASHERS SHALL BE USED. 19. ALL OPEN ENDS OF HSS AND PIPE STEEL MEMBERS SHALL BE CAPPED WITH 38" THICK CAP PLATE, WELDED IN PLACE WITH " CONTINUOUS FILLET WELDS, 316" CONTINUOUS FILLET WELDS, ALL AROUND, UNLESS NOTED OTHERWISE. 20. THERE SHALL BE NO FIELD CUTTING OF STRUCTURAL STEEL MEMBERS FOR THE WORK OF OTHER TRADES WITHOUT THE PRIOR APPROVAL OF THE DESIGN PROFESSIONAL. 21. FABRICATE BEAMS WITH THE NATURAL CAMBER UP. (PROVIDE CAMBER AS INDICATED). 22. NON-SHRINK GROUT FOR COLUMN BASE PLATES SHALL BE PREMIXED (FACTORY-PACKAGED), SHRINKAGE RESISTANT, NONMETALLIC GROUT COMPLYING WITH ASTM C-1107. NON-SHRINK GROUT SHALL BE AGGREGATE SHALL BE NONMETALLIC, NON-CORROSIVE, NON-STAINING, MIXED WITH WATER TO CONSTANCY SUITABLE FOR APPLICATION AND A 30 MINUTE WORKING TIME. CONTRACTOR SHALL PROVIDE MANUFACTURE'S DATA SHEETS FOR APPROVAL BY ENGINEER OF RECORD, PRIOR TO CONSTRUCTION. 23. PRIOR TO STEEL COLUMN AND BASE PLATE FABRICATION, STEEL FABRICATOR SHALL BE PROVIDED WITH A COMPLETE SURVEY OF THE LOCATIONS OF ALREADY IN PLACE ANCHOR BOLTS, BY THE CONTRACTOR. STEEL FABRICATOR SHALL ADJUST ANCHOR BOLT HOLES ACCORDINGLY BASED ON SITE AS-BUILT CONDITIONS BEFORE THE FABRICATION OF COLUMN BASE PLATES AND DELIVERY TO THE SITE.

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STEEL NOTES (05120)

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FOUNDATION NOTES

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1. FOUNDATION DESIGN IS BASED ON AN ASSUMPTION OF SHALLOW SPREAD FOOTINGS BEARING ON SOIL CAPABLE OF SUPPORTING 2000 PSF. ACTUAL ALLOWABLE SOIL BEARING PRESSURE MUST BE VERIFIED BY A GEOTECHNICAL ENGINEER RETAINED BY THE GENERAL CONTRACTOR. IF A DIFFERENT VALUE IS ASCERTAINED BY THE GEOTECHNICAL ENGINEER THE STRUCTURAL ENGINEER MUST BE IMMEDIATELY NOTIFIED TO RE-EVALUATE THE FOUNDATION DESIGN. IT IS ALSO NECESSARY FOR THE GEOTECHNICAL ENGINEER TO VERIFY THAT COMPRESSIBLE SOIL LAYERS WHICH COULD CAUSE SETTLEMENT IN THE FOUNDATIONS ARE NOT PRESENT. 2. THE DESIGN OF THE SLAB-ON-GRADE IS BASED ON AN ASSUMPTION OF SUITABLE SOIL FOR SUPPORT. THIS DESIGN MAY NEED TO BE RE-EVALUATED UPON RECEIPT OF THE GEOTECHNICAL ENGINEER'S REPORT. 3. EXTEND BOTTOM OF EXTERIOR FOOTINGS AT LEAST 3'-0" BELOW THE EXTERIOR FINISHED GRADE FOR PROTECTION AGAINST FROST. 4. ALL SUBGRADES AND UNDERCUTS SHALL BE APPROVED BY THE GEOTECHNICAL ENGINEER. SOILS EXPOSED AT THE BASES OF ALL APPROVED FOUNDATION EXCAVATIONS SHOULD BE PROTECTED AGAINST ANY DETRIMENTAL CHANGE IN CONDITION, SUCH AS DISTURBANCE FROM RAIN OR FROST. SURFACE RUNOFF SHOULD BE DRAINED AWAY FROM THE EXCAVATIONS AND NOT BE ALLOWED TO POND. FOUNDATION EXCAVATIONS SHOULD BE PROTECTED FROM RAINFALL OR FREEZING CONDITIONS. SLOPE FOOTING EXCAVATIONS AS REQUIRED FOR STABILITY AND SAFETY OR PROVIDE SHEETING OR SHORING IN ACCORDANCE WITH OSHA REQUIREMENTS. IN THE EVENT THAT THE CONTRACTOR DETERMINES THAT SHEETING OR SHORING IS REQUIRED FOR EXCAVATION, THE CONTRACTOR SHALL RETAIN THE SERVICES OF A REGISTERED PROFESSIONAL STRUCTURAL ENGINEER FOR DESIGN AND DOCUMENTATION OF ALL SHEETING AND SHORING REQUIRED FOR THE WORK.

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COLD-FORMED STEEL NOTES (05400)

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1. ALL COLD FORMED STEEL FRAMING INDICATED ON THE DESIGN DOCUMENTS IS FOR BID PURPOSES ONLY. THE STUD FRAMING SUBCONTRACTOR SHALL RETAIN THE SERVICES OF A LICENSED PROFESSIONAL ENGINEER TO DESIGN ALL COLD FORMED FRAMING IN ACCORDANCE WITH THE INDICATED DESIGN LOADS AND CRITERIA. THE ENGINEER SHALL PROVIDE SIGNED AND SEALED CALCULATIONS AND SHOP DRAWINGS. THE STUD FRAMING SUBCONTRACTOR SHALL SUBMIT SHOP DRAWINGS AND CALCULATIONS MEETING THE PROJECT SPECIFICATIONS AND THE REQUIREMENTS OF THE DESIGN DOCUMENTS. 2. SHOP DRAWINGS SHALL ILLUSTRATE THE DESIGN OF THE STEEL STUD WALL FRAMING AND SHOW ALL STEEL STUD WALL FRAMING CONNECTIONS, SHEATHING ATTACHMENTS, STIFFENERS, ALL WALL OPENINGS, BUILT-UP HEADER AND POST LOCATIONS, AS WELL AS ALL PERMANENT AND TEMPORARY WALL BRACING AND THEIR LOCATIONS. 3. MANUAL CALCULATIONS SHALL BE PERFORMED AND SUBMITTED TO AUGMENT AND VERIFY ANY COMPUTER GENERATED CALCULATIONS. ONE MANUAL CALCULATION FOR EACH TYPE OF COMPUTER GENERATED CALCULATION WILL BE REQUIRED. SUBMITTALS SHALL BE REJECTED IF MANUAL CALCULATIONS ARE NOT SUBMITTED AND SIGNED AND SEALED BY A LICENSED PROFESSIONAL ENGINEER. 4. ALL LIGHT GAGE MEMBERS, GALVANIZED STUDS, JOISTS, AND ACCESSORIES SHALL BE DESIGNED AND FORMED IN ACCORDANCE WITH AISI, "SPECIFICATION FOR THE DESIGN OF COLD-FORMED STEEL STRUCTURAL MEMBERS", LATEST EDITION. 5. THE EXTENT OF THE WORK FOR THE METAL STUD WALL SYSTEM IS DETAILED ON THE ARCHITECTURAL DRAWINGS. THESE NOTES SHALL BE WORKED IN CONJUNCTION WITH THOSE DRAWINGS AND THE SPECIFICATIONS. INCONSISTENCIES SHALL BE BROUGHT TO THE ATTENTION OF THE ARCHITECT/ENGINEER PRIOR TO PROCEEDING WITH THE AFFECTED PORTION OF THE WORK. 6. ALL STUDS, JOISTS AND ACCESSORIES SHALL BE OF THE TYPE, SIZE, STEEL THICKNESS AND SPACING SHOWN ON THE PLANS, AS MANUFACTURED BY DIETRICH. EQUIVALENT PRODUCTS BY OTHER MANUFACTURERS MAY BE SUBSTITUTED WITH ENGINEER'S PRIOR APPROVAL. SUBSTITUTIONS MUST MEET OR EXCEED DIETRICH PROPERTIES. PRODUCTS FAILING TO MEET THESE MINIMUM PROPERTIES WILL BE REJECTED. 7. STUDS, TRACK AND BRACING SHALL BE MANUFACTURED PER ASTM SPECIFICATION C-955. 8. ALL GALVANIZED STUDS, JOISTS AND ACCESSORIES 12, 14 AND 16 GAGE SHALL BE FORMED FROM STEEL THAT CONFORMS TO THE REQUIREMENTS OF ASTM A446, GRADE D, WITH A MINIMUM SPECIFIED YIELD STRENGTH OF 50,000 PSI. 9. ALL GALVANIZED STUDS, JOISTS AND ACCESSORIES, 18 GAGE OR LIGHTER, SHALL BE FORMED FROM STEEL THAT CONFORMS TO THE REQUIREMENTS OF ASTM A446, GRADE A, WITH A MINIMUM SPECIFIED YIELD STRENGTH OF 33,000 PSI. 10. ALL MEMBERS AND ACCESSORIES SHALL BE FORMED FROM STEEL HAVING A GALVANIZED COATING MEETING THE REQUIREMENTS OF ASTM A653 WITH A G-60 COATING. EXTERIOR WALL STUDS SHALL HAVE A G-90 COATING. 11. PROVIDE CHANNEL SHAPED STUDS, RUNNERS, TRACKS, BLOCKING, CLIP ANGLES, SHOES, REINFORCEMENTS, FASTENERS AND OTHER ACCESSORIES RECOMMENDED BY THE MANUFACTURER FOR A COMPLETE FRAMING SYSTEM. 12. FRAME ALL OPENINGS LARGER THAN 2FT WITH A MINIMUM OF DOUBLE STUDS EACH SIDE OR AS SHOWN ON THE DESIGN DRAWINGS. 13. TRACK SHALL BE ATTACHED TO FOUNDATIONS, WOOD PLATES AND OTHER STRUCTURAL COMPONENTS AS SHOWN ON DRAWINGS. SECURELY ANCHOR STUDS IN TRACK TO FLOOR CONSTRUCTION AND OVERHEAD STRUCTURE. PROVIDE SLIP JOINTS WHERE NON-BEARING VERTICAL STUDS MEET FLOOR OR OVERHEAD FLOOR OR ROOF STRUCTURAL MEMBER. ALLOW 1" (MINIMUM) OF VERTICAL DEFLECTION AT SLIP JOINTS. 14. ALL COLD FORM TO COLD FORM STEEL CONNECTIONS SHALL BE MADE WITH NO. 10 TEKS/3 SCREWS OF APPROPRIATE LENGTH UNLESS OTHERWISE SHOWN ON THE PLANS. PENETRATION OF JOINED MATERIAL SHALL NOT BE LESS THAN 3 EXPOSED THREADS. 15. ATTACH SHEATHING AND GYPSUM WALLBOARD TO STUDS AND JOISTS PER MANUFACTURER'S RECOMMENDATIONS UNLESS OTHERWISE SHOWN ON THE PLAN. 16. AXIALLY LOADED STUDS SHALL BE SEATED SQUARELY AGAINST THE WEB OF THE TOP AND BOTTOM TRACK. STUDS SHALL BE PLUMB AND SECURELY ATTACHED TO FLANGES OF THE TOP AND BOTTOM TRACK. TRACK SHALL NOT BE USED TO SUPPORT ANY LOADS UNLESS SPECIFICALLY DESIGNED FOR THE PURPOSE. 17. SPLICES IN AXIALLY LOADED STUDS SHALL NOT BE PERMITTED. ALL AXIALLY LOADED MEMBERS SHALL BE ALIGNED VERTICALLY TO ALLOW FOR FULL TRANSFER OF LOAD TO THE FOUNDATION. 18. INSTALL BUILT-UP HEADERS IN ALL OPENINGS LARGER THAN STUD SPACING. ALL BUILT-UP HEADERS SHALL HAVE WEB STIFFENERS AT BEARING POINTS AND INTERMEDIATE WEB STIFFENERS AT POINTS OF CONCENTRATED LOADS. 19. JOISTS SHALL BE LOCATED DIRECTLY OVER BEARING STUDS AND HAVE THEIR WEB AREA PERPENDICULAR TO THE BEARING SURFACE. 20. HORIZONTAL STUD BRACING SHALL BE 18 GAGE X 2" WIDE STEEL STRAPS OR MANUFACTURERS STANDARD BRIDGING CHANNELS. BRACING SHALL BE CONTINUOUS AND LOCATED AT 4'-0" O.C. MAX. FOR THE FULL HEIGHT OF ALL LOAD BEARING WALLS. SIMILARLY, PROVIDE BRACING FOR NON-LOAD BEARING WALLS UNTIL PERMANENT FACING MATERIAL (GYPSUM SHEATHING OR PLYWOOD) IS INSTALLED. ALL STRAPS SHALL BE SECURELY ANCHORED TO A STRUCTURAL MEMBER AT EACH END CAPABLE OF RESISTING ALL TEMPORARY BRACING FORCES. BRACES ARE TO BE INSTALLED ON BOTH SIDES OF THE WALL AND UNDER FINISHED GYPSUM LAYER UNLESS NOTED OTHERWISE AND ATTACHED TO ALL LOAD BEARING STUDS. 21. PROVIDE BRACING FOR NON-LOAD BEARING WALLS UNTIL PERMANENT FACING MATERIAL (GYPSUM SHEATHING OR PLYWOOD) IS INSTALLED. ALL STRAPS SHALL BE SECURELY ANCHORED TO A STRUCTURAL MEMBER AT EACH END CAPABLE OF RESISTING ALL TEMPORARY BRACING FORCES. 22. AT TRACK BUTT JOINTS, TRACK MUST BE ANCHORED TO A COMMON STRUCTURAL ELEMENT. 23. ALL PERMANENT AND TEMPORARY BRACING, BLOCKING, STRAPPING AND WEB REINFORCEMENT SHALL BE INSTALLED PRIOR TO LOADING OF ANY STRUCTURAL MEMBER. 24. THE EXTERIOR WALL SYSTEM SHALL BE DESIGNED FOR A MAXIMUM ALLOWABLE HORIZONTAL DEFLECTION OF L/600 WHEN BACKING UP A MASONRY VENEER, OR L/240 WHEN BACKING UP AN EIFS SYSTEM. THE SPAN IS MEASURED FROM POINT OF ATTACHMENT TO STRUCTURAL STEEL OR CONCRETE, INCLUDING EFFECTIVE STUDS ONLY. DESIGN WIND LOADS ARE DEFINED ON THE CHART "COMPONENTS & CLADDING--DESIGN WIND PRESSURES". 25. PERFORM WELDING OF ALL LIGHT GAGE STEEL FRAMING IN ACCORDANCE WITH AWS D1.3 (SPECIFICATION FOR WELDING SHEET STEEL IN STRUCTURES). 26. CUT ALL LIGHT GAGE STEEL FRAMING MEMBERS WITH SAWS OR SHEARS. FLAME CUTTING IS NOT PERMITTED. 27. ALL HEADERS, LINTELS, BOX BEAMS AND BOX COLUMNS SHALL BE FILLED WITH BATT INSULATION DURING FABRICATION.



t: 610.896.4500 | f: 610.896.4503

w: www.orndorf.com

340.837

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GENERAL NOTES AND SCHEDULES

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S-0.1

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Project No.

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Date:

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Scale:

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REVISIONS

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a.

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b.

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c.

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e.

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f.

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g.

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N.J.P.E. # GE36372

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KEVIN R. ORNDORF

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AS NOTED

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18-107

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08/14/19

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FABRICATED WOOD TRUSS NOTES (06176)

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1. DESIGN, MANUFACTURE AND SUPPLY WOOD TRUSSES AS SHOWN ON DRAWINGS AND AS SPECIFIED. WOOD ROOF TRUSSES ARE TO BE DESIGNED FOR THE TRUSS FABRICATOR BY A PROFESSIONAL ENGINEER. SIGNED AND SEALED CALCULATIONS ARE TO BE SUBMITTED FOR REVIEW AND APPROVAL. TRUSS FABRICATOR TO PROVIDE PREFABRICATED HANGERS AS REQUIRED. 2. TRUSSES SHALL BE DESIGNED IN ACCORDANCE WITH THE APPLICABLE PROVISIONS OF THE LATEST EDITION OF THE AMERICAN FOREST & PAPER ASSOCIATION'S ("AF&PA'S") NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION, THE TRUSS PLATE INSTITUTE'S (TPI'S) NATIONAL DESIGN STANDARD FOR METAL-PLATE CONNECTED WOOD TRUSS CONSTRUCTION (ANSI/TPI 1), AND THE LEGAL REQUIREMENTS OF THE APPLICABLE LOCAL JURISDICTION. 3. TRUSS MANUFACTURER SHALL FURNISH TRUSS DESIGN DRAWINGS PREPARED IN ACCORDANCE WITH THE STATUTES AND REGULATIONS OF THE STATE WHERE THE TRUSSES ARE TO BE INSTALLED. 4. THE TRUSS MANUFACTURER SHALL FURNISH A TRUSS PLACEMENT PLAN WHICH SHALL PROVIDE AT A MINIMUM: THE LOCATION, ASSUMED, FOR EACH TRUSS BASED ON THE TRUSS MANUFACTURER'S INTERPRETATION OF THE CONSTRUCTION DESIGN DOCUMENTS. 5. ALL TRUSS DESIGN DRAWINGS AND TRUSS PLACEMENT PLANS SHALL BE SUBMITTED TO THE BUILDING DESIGNER FOR REVIEW AND APPROVAL PRIOR TO THE MANUFACTURING OF THE TRUSSES. 6. LUMBER USED SHALL BE IDENTIFIED BY GRADE MARK OF A LUMBER INSPECTION BUREAU OR AGENCY APPROVED BY BOARD OF REVIEW OF AMERICAN LUMBER STANDARDS COMMITTEE, AND SHALL BE THE SIZE, SPECIES, AND GRADE IN ACCORDANCE WITH THAT SHOWN ON THE TRUSS DESIGN DRAWINGS. 7. METAL CONNECTOR PLATES SHALL BE MANUFACTURED BY A WOOD TRUSS COUNCIL OF AMERICA ("WTCA") MEMBER PLATE MANUFACTURER AND SHALL NOT BE LESS THAN .036 INCHES IN THICKNESS (20 GAUGE) AND SHALL MEET OR EXCEED ASTM A653/A653M GRADE 33, AND GALVANIZED COATING SHALL MEET OR EXCEED ASTM A924/924M, COATING DESIGNATION G60. WORKING STRESSES IN STEEL ARE TO BE APPLIED TO EFFECTIVENESS RATIOS FOR PLATES AS DETERMINED BY TEST AND IN ACCORDANCE WITH ANSI/TPI 1. 8. TRUSSES SHALL BE MANUFACTURED TO MEET THE QUALITY REQUIREMENTS OF ANSI/TPI 1 AND IN ACCORDANCE WITH THE INFORMATION PROVIDED IN THE FINAL APPROVED TRUSS DESIGN DRAWINGS. 9. TRUSSES SHALL BE HANDLED DURING MANUFACTURING, DELIVERY, AND BY THE CONTRACTOR AT THE JOB SITE SO AS NOT TO BE SUBJECTED TO EXCESSIVE BENDING. 10. TRUSSES SHALL BE UNLOADED IN A MANNER SO AS TO MINIMIZE LATERAL STRAIN. TRUSSES SHALL BE PROTECTED FROM DAMAGE THAT MIGHT RESULT FROM ON-SITE ACTIVITIES AND ENVIRONMENTAL CONDITIONS. PREVENT TOPPLING WHEN BANDING IS REMOVED. 11. CONTRACTOR SHALL BE RESPONSIBLE FOR THE HANDLING, ERECTION, AND TEMPORARY BRACING OF THE TRUSSES IN A GOOD WORKMANLIKE MANNER AND IN ACCORDANCE WITH TPI'S COMMENTARY AND RECOMMENDATIONS FOR HANDLING, INSTALLING, AND BRACING METAL-PLATE CONNECTED WOOD TRUSSES (HIB-91, BOOKLET) AND THE LATEST EDITION OF (HIB-91, BOOKLET) AND THE LATEST EDITION OF ANSI/TPI-1. TRUSSES SHALL BE SET AND SECURED LEVEL AND PLUMB, AND IN CORRECT LOCATION. 12. TRUSSES SHALL BE SUFFICIENTLY BRACED DURING ERECTION TO PREVENT TOPPLING OR DOMINOING. CONCENTRATED LOADS SHALL NOT BE PLACED ON TOP OF TRUSSES UNTIL ALL SPECIFIED BRACING HAS BEEN INSTALLED AND DECKING IS PERMANENTLY NAILED IN PLACE. SPECIFICALLY AVOID STACKING FULL BUNDLES OF PLYWOOD OR OTHER CONCENTRATED LOADS ON TOP OF TRUSSES. 13. TRUSSES SHALL BE PERMANENTLY BRACED IN A MANNER CONSISTENT WITH GOOD BUILDING PRACTICES AND IN ACCORDANCE WITH THE REQUIREMENTS OF THE CONSTRUCTION DESIGN DOCUMENTS. TRUSSES SHALL FURTHERMORE BE ANCHORED OR RESTRAINED TO PREVENT OUT-OF-PLANE MOVEMENT SO AS TO KEEP ALL TRUSS MEMBERS FROM SIMULTANEOUSLY BUCKLING TOGETHER IN THE SAME DIRECTION. SUCH PERMANENT LATERAL BRACING SHALL BE ACCOMPLISHED BY: (A) ANCHORAGE TO SOLID END WALLS; (B) PERMANENT DIAGONAL BRACING IN THE PLANE OF THE WEB MEMBERS; OR (C) OTHER SUITABLE MEANS. 14. CUTTING AND ALTERING OF TRUSSES IS NOT PERMITTED. IF ANY TRUSS SHOULD BECOME BROKEN, DAMAGED, OR ALTERED, WRITTEN CONCURRENCE AND APPROVAL BY A LICENSED DESIGN PROFESSIONAL IS REQUIRED. 15. CONTRACTOR SHALL FURNISH MATERIALS USED IN TEMPORARY AND PERMANENT BRACING. 16. ALL BRACING SHOWN ON THE FRAMING PLANS AND DETAILS IS IN ADDITION TO THE BRACING SHOWN ON THE TRUSS SHOP DRAWINGS. 17. WOOD TRUSS MANUFACTURER SHALL PROVIDE BEARING BLOCKING AS REQUIRED BY THEIR DESIGN.

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MARK

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2000 PSF SOIL BEARING

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SIZE

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REINFORCING

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FOOTING SCHEDULE

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4#4 E.W.B.

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3'-0 x 3'-0 x 2'-4" THK

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F3.0

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4#5 E.W.B.

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4'-0 x 4'-0 x 2'-4" THK

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F4.0

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COLUMN SCHEDULE

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MARK

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SIZE

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C1

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ANCHOR BOLTS

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BASE

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PLATE

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BP-1

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HSS6x6x3/8

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(4)-3/4"%%C x 12" THREADED ROD

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WITH HEX HEAD

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12" x 12"

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SIZE

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BASE PLATE SCHEDULE

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BP-1

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BASE PL MARK

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1"

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THICKNESS

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PIER SCHEDULE

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MARK

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PIER SIZE

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TIES

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REINFORCING

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VERTICAL

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REMARK

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24"x24"

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P1

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F24.28

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2'-0 x 2'-4 CONT.

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3#4 CONT. L.W.B.

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#4 @ 48" O.C. S.W.B.

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4" in. CONCRETE SLAB

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CEILING MAT. (DRYWALL, TILE GRID)

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MECH., ELEC., PLUMBING

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FLOOR JOISTS

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DECKING (FORM, COMPOSITE, ROOF)

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IBC 2015 NJ EDITION

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TOTAL LOAD

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LIVE LOAD

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TOTAL DEAD LOAD

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MISCELLANEOUS

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50

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100

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150

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ROOFING MAT. (EPDM, INSULATION.)

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LOADS SHOWN IN PSF

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DESIGN LOAD SCHEDULE

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COMPONENT

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LOCATION

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50

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30

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20

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3

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3

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10

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2

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2

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Wood Truss Const.

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Typical Roof

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WOOD TRUSSES

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Typical Main 1st Floor

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50

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Slab on Grade

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SEISMIC LOAD CRITERIA

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IBC SECTION

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MEAN ROOF HEIGHT - 18 ft

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IBC SECTION

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ROOF SNOW LOAD CRITERIA

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STRUCTURAL DESIGN CRITERIA - IBC2015 N.J.

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NOTE: USE 30 PSF AS DESIGN LIVE LOAD

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FACTOR

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WIND LOAD CRITERIA (3sec. gust)

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IBC SECTION

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Height Adjustment Coeff.

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Longitudinal

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Transverse

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Load Direction

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20 PSF

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Wall

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MWFRS

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Roof

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End Zone

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FACTOR

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EXPOSURE

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I - Importance Factor

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22 PSF

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0.9

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1.1

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VALUE

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25 PSF

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1609.4 IBC

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V

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1609.3 IBC

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Roof

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Interior Zone

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Wall

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FACTOR

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1.15

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1.00

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C

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VALUE

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120 MPH

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VALUE

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ARCHITECTURAL COMPONENTS SHALL BE SEISMICALLY DESIGNED AND SUPPORTED IN ACCORDANCE WITH IBC 2015 NJ EDITION

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1608.2 IBC

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7.3 ASCE 7

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7.3.1 ASCE 7

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7.3.3 ASCE 7

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1607.3 IBC

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I-importance

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Min. Roof

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Live Load

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Ce-exposure

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Pg-ground snow

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Pf

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Ct-thermal

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7.3.2 ASCE 7

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Live Load Reduction

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(If Used)

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1607.11.2 IBC

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1.0

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Not Used

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6.4.2.1 ASCE 7

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6.4.2 ASCE 7

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6.5.5 ASCE 7

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21.9

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Seismic Design Category

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Soil Site Class

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S

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1613.5.1 IBC

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Ss

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1613.5.1 IBC

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0.06g

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.199g

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1613.5.4 IBC

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0.213

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1613.5.4 IBC

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0.096

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S

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DS

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S

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D1

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1613.5.2 IBC

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D

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1613.5.6 IBC

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B

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I - Importance

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11.5.1 ASCE 7

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R

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Factor

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12.2.1 ASCE 7

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6.5

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1.25

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Occupancy Category

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1604.5 IBC

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III

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FOR COMPONENTS AND CLADDING USE IBC 2015 SECTION 1609.1 FOR WIND DESIGN CRITERIA

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23.96

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23.96

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19.11

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-37.92

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-37.92

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19.11

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-26.39

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-26.39

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#4 @ 12"

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(8) #6

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(3) #4 @ 3" TOP

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CONC.

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C2

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BP-2

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HSS6x6x1/4

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5#5 E.W.T&B.

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4'-6 x 4'-6 x 2'-4" THK

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F4.5

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(4)-3/4"%%C x 12" THREADED ROD

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WITH HEX HEAD

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16"x16"

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P2

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#4 @ 12"

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(4) #5

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(3) #4 @ 3" TOP

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CONC.

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LINTEL SCHEDULE

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(1)5x8 PRECAST LINTEL W/ (1) #5 T. & B. & ARCHITECTURAL FINISH

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(3) 4x8 W/ (1) #5 T & B

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MARK

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L4

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L1

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SIZE (8" BRG EACH END MIN. UNO)

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(2) 600S162-54 & (2)600T125-54 W/ (2)600S162-54 JAMBS (MIN.)

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L2

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+L6x6x GALV'D38 GALV'D

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L3

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(2) 600S162-68 & (2)600T125-54 W/ (2)600162-54 JAMBS (MIN.)

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10" x 12"

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BP-2

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3/4"

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LUMBER NOTES (06100)

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1. CONTRACTOR SHALL SUBMIT CERTIFICATION FOR ALL LUMBER AND WOOD PRODUCTS USED ON THIS PROJECT. CERTIFICATION SHALL INDICATE COMPLIANCE WITH THE DESIGN PROPERTIES INDICATED IN THESE NOTES AND ON THE DRAWINGS. 2. ALL LUMBER AND WOOD CONSTRUCTION SHALL COMPLY WITH THE FOLLOWING CODES AND SPECIFICATIONS: A. AMERICAN INSTITUTE OF TIMBER CONSTRUCTION: TIMBER CONSTRUCTION MANUAL B. ANSI / AF&PA: NATIONAL DESIGN SPECIFICATIONS FOR WOOD CONSTRUCTION, LATEST APPLICABLE EDITION. C. AMERICAN PLYWOOD ASSOCIATION: PLYWOOD DESIGN SPECIFICATIONS D. AMERICAN WOOD-PRESERVERS ASSOCIATIONS STANDARDS. F. NATIONAL LUMBER MANUFACTURERS ASSOCIATIONS: NATION DESIGN SPECIFICATION FOR STRESS-GRADE LUMBER AND ITS FASTENINGS. 3. ALL DIMENSIONAL LUMBER PROVIDED FOR THE PROJECT SHALL BE SURFACE DRY WITH A MAXIMUM MOISTURE CONTENT NOT EXCEEDING 19 PERCENT. GREEN LUMBER SHALL NOT BE UTILIZED FOR ANY PORTION OF THIS PROJECT. 4. ALL STRUCTURAL LUMBER SHALL BE HEM FIR #2 (MINIMUM) STRESS GRADE LUMBER OR APPROVED EQUAL WITH THE FOLLOWING MINIMUM ALLOWABLE PROPERTIES: Fb =850 psi Fv =150 psi E =1,300,000 psi 5. ALL STRUCTURAL LUMBER TO BE STAMPED IN ACCORDANCE WITH THE AMERICAN INSTITUTE OF TIMBER CONSTRUCTION'S "CONSTRUCTION MANUAL". 6. ALL TIMBER AND TIMBER CONSTRUCTION SHALL COMPLY WITH SPECIFICATIONS AND CODES AS SPECIFIED BELOW: AMERICAN INSTITUTE OF TIMBER CONSTRUCTION: TIMBER CONSTRUCTION MANUAL. AMERICAN FOREST AND PAPER ASSOCIATION. NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION. AMERICAN PLYWOOD ASSOCIATION: PLYWOOD DESIGN SPECIFICATION. AMERICAN WOOD PRESERVERS ASSOCIATION STANDARDS. 7. ALL TIMBER CONNECTIONS ARE TO BE MADE USING PREFABRICATED CONNECTORS. CONNECTORS NOTED ON DRAWINGS ARE BASED ON "SIMPSON STRONG-TIE." INSTALL ALL SPECIFIED FASTENERS, IN ACCORDANCE WITH THE MANUFACTURER'S INSTRUCTIONS, BEFORE LOADING THE CONNECTION. TOE-NAILING WILL NOT BE PERMITTED. SUBSTITUTES SHALL BE SUBMITTED IN ACCORDANCE WITH THE GENERAL NOTES. 8. ALL WOOD CONNECTORS SHALL BE PROVIDED PER MANUFACTURER'S STANDARD FINISH EXCEPT FOR APPLICATIONS INVOLVING PRESSURE TREATED OR FIRE-RETARDANT TREATED LUMBER. FOR TREATED LUMBER APPLICATION, ALL METAL CONNECTORS SHALL BE H.D. GALVANIZED OR STAINLESS STEEL. FOR SIMPSON CONNECTORS FOR PRESSURE TREATED APPLICATIONS, "ZMAX", POST HOT DIPPED GALVANIZED OR STAINLESS STEEL SHALL BE USED. PLAIN CARBON STEEL FASTENERS ARE ALLOWED IN SBX/DOT AND ZINC BORATE PRESERVATIVE-TREATED WOOD IN AN INTERIOR DRY ENVIRONMENT ONLY. 9. ALL NAILS FOR THE PROJECT SHALL BE COMMON WIRE NAILS OR POWER DRIVEN NAILS IN CONFORMANCE WITH ICC-ES EVALUATION REPORT ESR-1539. SEE PLAN, DETAILS, AND SCHEDULES FOR NAILING REQUIREMENTS. 10. HEADERS AT NON-BEARING CONDITIONS SHALL BE A MINIMUM: OPENING SIZE HEADER UP TO 4'-0 (2) 2"x6" UP TO 6'-0 (2) 2"x8" UP TO 9'-0 (2) 2"x10" 11. PROVIDE A MINIMUM OF ONE LINE OF BLOCKING/CROSS-BRIDGING FOR ALL SPANS. IN ADDITION, PROVIDE CONTINUOUS SOLID BLOCKING OR CROSS-BRIDGING LINES AT 8'-0" O.C; MAXIMUM SPACING, FOR ALL WOOD JOISTS/WOOD RAFTERS/ROOF TRUSSES/FLOOR TRUSSES/PROVIDE ADDITIONAL X-BRIDGING AS REQUIRED BY FABRICATOR. ALSO, PROVIDE SOLID BLOCKING AT ALL BEARING ENDS FOR JOIST, RAFTERS, ETC. 12. PROVIDE PRESSURE TREATED LUMBER WHERE LUMBER IS IN CONTACT WITH CONCRETE OR OUTSIDE OF BUILDING. PRESSURE TREATMENT TO BE ACQ, ALL NAILS OR SCREWS FASTENERS ANCHOR BOLTS TRUSS TIE DOWN PLATES, ETC. TO BE HOT DIPPED GALVANIZED, STAINLESS STEEL, TRIPLE ZINC COATED (Z-MAX) OR APPROVED EQUAL. 13. PLYWOOD ROOF SHEATHING SHALL BE: " INCH THICK STRUCTURAL 2 34" INCH THICK STRUCTURAL 2 C-D INT-APA PLYWOOD WITH EXTERIOR GLUE OR " INCH THICK 34" INCH THICK STURD-I-FLOOR INT-APA. EDGES SHALL BE TONGUE AND GROOVE. ALL JOINTS SHALL BE STAGGERED. NAILING SHALL COMPLY WITH APA REQUIREMENTS FOR PLYWOOD ROOF DIAPHRAGMS. 14. SHEATHING USED FOR SHEAR WALLS MAY BE BE " OSB ZIP SYSTEM 12" OSB ZIP SYSTEM SHEATHING PANELS (ICC-ES ESR-1474) AS MANUFACTURED BY HUBER ENGINEERED WOODS. THESE PANELS MAY BE USED AS AN EQUIVALENT WHERE TABLES CALL FOR " PLYWOOD PANELS UNLESS NOTED OTHERWISE 1532" PLYWOOD PANELS UNLESS NOTED OTHERWISE ON ARCHITECTURAL DRAWINGS. 15. SHEATHING NAILS IN SHEAR WALLS AND EXTERIOR WALLS SHALL BE DRIVEN WITH THE HEAD OF THE NAIL FLUSH WITH THE SURFACE OF THE SHEATHING. DO NOT OVER-DRIVE NAILS. 16. ALL EXTERIOR WALLS AND INTERIOR BEARING WALLS SHALL BE FRAMED SO THAT ANY WALL CORNER OR END IS PACKED OUT WITH FULL HEIGHT SOLID STUDS. THIS INCLUDES ALL BENDS AND INTERSECTIONS BETWEEN EXTERIOR, DEMISING, OR LOAD BEARING WALLS SUCH AS 'L' 'T' OR 'Z' SHAPED PLAN CONFIGURATIONS. 17. ALL PRESSURE TREATED LUMBER SHALL BE SOUTHERN YELLOW PINE NO. 2 STRESS GRADING RULES SPIB. 18. FOR STRUCTURAL PURPOSES, PANELS NOTED AS PLYWOOD SHEATHING (INCLUDING SHEARWALLS) MAY BE SUBSTITUTED WITH AN EQUIVALENT THICKNESS (WITHIN ±116") OF THE FOLLOWING MANUFACTURED MATERIALS: OF THE FOLLOWING MANUFACTURED MATERIALS: HUBER ZIP SYSTEM OSB - TYPICAL EXTERIOR SHEATHING LP FLAME-BLOCK OSB - DEMISING WALL FIRE BARRIER HOOVER PYRO-GUARD PLYWOOD - ROOF AND RATED WALLS

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(2) 600S162-54 & (2)600T125-54 W/ (2)600S162-54 JAMBS (MIN.)



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(E) 3'x3' FTG

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(E) 3'x3' FTG

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(E) 5.33'x4' FTG

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(E) 4'x4' FTG

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(E) 4'x4' FTG

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(E) 4'x4' FTG

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(E) F24.12 (-2'-8")

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18" = 1'-0"

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FOUNDATION PLAN

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S-1

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1

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(E) 18"x18" GRADE BEAM

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F24.28 (-1'-4")

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F24.28 (-1'-4")

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F24.28 (-1'-4")

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F24.28 (-1'-4")

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F24.28 (-1'-4")

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4" CONCRETE SLAB ON GRADE W/ 6x6xW1.4xW1.4 WWF, 10 MIL VAPOR BARRIER SYSTEM OVER 4" CRUSHED STONE. FIN. FLR DATUM EL. +0'-0"

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CONTROL OR CONSTRUCTION JOINT TYP.

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4" CONCRETE SLAB ON GRADE W/ 6x6xW1.4xW1.4 WWF, 10 MIL VAPOR BARRIER SYSTEM OVER 4" CRUSHED STONE.

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C1

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P1

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F4.5 (-1'-4")

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C1

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P1

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F4.5 (-1'-4")

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EXISTING WALL TO BE REMOVED TO -8"

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NEW SLAB OVER REMOVED WALL

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(E) 4'x4' FTG

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WALL INFILL

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C2

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P2

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P2

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P2

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F4.0 (-1'-4")

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P2

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F4.0 (-1'-4")

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F3.0 (-1'-4")

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P2

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F3.0 (-1'-4")

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5" CONCRETE SLAB ON GRADE W/ 6x6xW2.1xW2.1 WWF, 10 MIL VAPOR BARRIER SYSTEM OVER 8" CRUSHED STONE. SLOPE PER ARCH. DWG

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4" CONCRETE SLAB ON GRADE W/ 6x6xW1.4xW1.4 WWF, 10 MIL VAPOR BARRIER SYSTEM OVER 4" CRUSHED STONE. FIN. FLR DATUM EL. +0'-0"

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(E) TURNED DOWN SLAB BELOW TYP.

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TURNED DOWN SLAB TYP.

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TURNED DOWN SLAB TYP.

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F24.28 (-1'-4")

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(E) F24.12 (-2'-8")

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(E) F24.12 (-2'-8")

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(E) F24.12 (-2'-8")

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(E) F24.12 (-2'-8")

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(E) F24.12 (-2'-8")

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(E) F24.12 (-2'-8")

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(E) TS

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(E) TS

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(E) 8" STORM PIPE

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(E) 8" STORM PIPE

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(E) 8" STORM PIPE

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EXISTING CANOPY COLUMN, PIER, GRADE BEAM AND FOOTING TO BE REMOVED

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EDGE OF NEW SLAB

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C2

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EDGE OF NEW SLAB

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TURNED DOWN SLAB TYPICAL

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TURNED DOWN SLAB TYPICAL

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3" DEP. SLAB

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3" DEP. SLAB

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C2

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C2

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C2

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C2

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C2

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P2

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P2

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COLUMN ISOLATION JOINT TYP.

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RE-ENTRANT CORNER BARS TYP.

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F4.0 (*)

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CONCRETE PIERS AT EXTERIOR WALLS ARE NOT CENTERED ON COLUMN LINE, SEE DETAIL FOR ALIGNMENT

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5B

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S-3

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TYP AT EXT COL

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5A

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S-3

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2 LOC

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7/8

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S-3

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TYP AS REQ

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8

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S-3

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9

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S-3

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FOUNDATION PLAN

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S-1

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Project No.

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Date:

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Scale:

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REVISIONS

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b.

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c.

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e.

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f.

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g.

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N.J.P.E. # GE36372

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KEVIN R. ORNDORF

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AS NOTED

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18-107

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08/14/19

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5. COORDINATE WITH ARCH, MECH, ELEC, AND PLUMBING DRAWINGS FOR FLOOR SLOPES,

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PRIOR TO DETAILING, FABRICATION AND CONSTRUCTION.

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S(#'-#) FOOTING STEP (SEE TYP DETAILS)

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P# PIER MARK (SEE TYP DETAILS)

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F#.# FOOTING MARK (SEE SCHEDULE)

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4. FOUNDATION MEMBERS ARE DESIGNATED AS FOLLOWS:

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8. BOTTOM OF FOOTINGS SHALL MATCH BOTTOM OF ADJACENT EXISTING FOOTINGS.

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7. EXISTING CONSTRUCTION SHOWN THUS , TO BE FIELD VERIFIED

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6. REFER TO ARCHITECTURAL DRAWINGS FOR DIMENSIONS NOT INDICATED.

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DRAINS, OPENINGS, DEPRESSIONS, ETC., NOT SHOWN ON THIS PLAN.

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9. REFER TO TYPICAL DETAILS ON DRAWING S-0.

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2. DATUM ELEVATION 0'-0" IS EQUIVALENT TO SITE ELEVATION.

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1. FIRST FLOOR REFERENCE DATUM IS ELEVATION 0'-0".

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(-#'-#) INDICATES TOP OF FOOTING

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[-#'-#] INDICATES TOP OF PIER

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STEP FOOTINGS AS REQUIRED.

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3. TOP OF PIERS, -8", U.N.O.

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%%UFOUNDATION NOTES

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10. ALL WALL FOOTINGS SHALL BE INSTALLED CENTERED ON FOUNDATION WALL U.N.O.

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11. (*) - MATCH B.O. (N) FOOTING WITH B.O. EXISTING FOOTING.



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(E) TRUSSES @24"

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(E) TRUSS GIRDER

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(E) TRUSS GIRDER

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(E) HIP GIRDER

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(E) HIP GIRDER

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(E) HIP GIRDER

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(E) HIP GIRDER

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18" = 1'-0"

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ROOF FRAMING PLAN

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S-2

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1

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HIP GIRDER

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HIP GIRDER

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TRUSS GIRDER

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TRUSS T-1 @24"

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L1

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L1

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L1

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L1

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L1

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L1

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L1

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L3

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L3

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L1

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L1

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L1

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L2

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L2

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HIP GIRDER

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HIP GIRDER

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TRUSS GIRDER

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DRAFT STOP

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DRAFT STOP

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(E)DRAFT STOP

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CONT. HORIZONTAL AND DIAGONAL BRIDGING TYP.

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W12x16 (+10'-0")

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W12x16 (+10'-0")

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W12x16 (+10'-0")

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TRUSS BRG

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EL. (+10'-1 1/2")

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TRUSS BRG

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EL. (+10'-1 1/2")

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TRUSS BRG

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EL. (+10'-1 1/2")

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TRUSS BRG

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EL. (+10'-1 1/2")

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TRUSS BRG

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EL. (+10'-1 1/2")

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TRUSS BRG

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EL. (+10'-1 1/2")

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OVER FRAMING TYP.

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OVER FRAMING TYP.

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M=10k'

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M=10k'

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M=10k'

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M=10k'

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2x6 OUTRIGGERS AT 24" O.C.

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WALL INFILL

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L1

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L1

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L1

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T-2

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COMMON JACK AT 24" TYP.

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COMMON JACK AT 24" TYP.

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L1

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L1

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X- BRIDGING TYP.

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L4

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TRUSS T-3 @24"

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DEPRESS TOP CHORD

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TRUSS BRG

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EL. (+10'-1 1/2")

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TRUSS BRG

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EL. (+10'-1 1/2")

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L2

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RIDGE LINE

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CONFIRM WITH ARCH

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CONFIRM WITH ARCH

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ALLOW FOR 95 PLF

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TRUSS GIRDER FOLDING

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PARTITION STACK LOCATION, 1,725 LBS AT THREE TRUSSES

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T-1A

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T-1A

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T-1A

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CONFIRM WITH ARCH

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CONFIRM WITH ARCH

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PARTITION BELOW

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1

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S-4

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TYP

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1

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S-4

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SIM

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TYPICAL METAL STUD EXTERIOR WALL 600S162-43 @ 16" O.C. MIN.

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7B

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S-4

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TYP AT TRUSS GIDER

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(2) SIMPSON MTS30 STRAPS @ EA. HIP TYP.

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2

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S-4

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3

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S-4

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ROOF FRAMING PLAN

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S-2

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Project No.

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Date:

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Scale:

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REVISIONS

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a.

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b.

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c.

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e.

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f.

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g.

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N.J.P.E. # GE36372

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KEVIN R. ORNDORF

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AS NOTED

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18-107

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08/14/19

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2. ROOF TRUSSES SHALL BE EQUALLY SPACED AT 2'-0" O.C. MAX., UNO.

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4. REFER TO ARCHITECTURAL DRAWINGS FOR DIMENSIONS NOT INDICATED.

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5. PROVIDE LINTELS ACCORDING TO GENERAL NOTES AND LINTEL SCHEDULE.

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1. TOP OF PLATE/ TRUSS BRG ELEVATION AS NOTED ON PLAN.

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%%UROOF FRAMING PLAN NOTES

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3. FOR GENERAL NOTES REFER TO S-0.



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(E) TRUSSES @24"

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(E) TRUSS GIRDER

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(E) TRUSS GIRDER

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(E) TRUSS GIRDER

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(E) HIP GIRDER

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(E) HIP GIRDER

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(E) HIP GIRDER

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(E) HIP GIRDER

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(E) HIP GIRDER

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(E) HIP GIRDER

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(E) W12

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(E) W12

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(E) W12

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18" = 1'-0"

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EXISTING ROOF FRAMING PLAN

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S-2

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1

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ENTIRETY THIS AREA

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EXISTING CANOPY TO BE REMOVED IN ITS ENTIRETY INCLUDING EXISTING BEAMS, WOOD TRUSSES, ETC.

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EXISTING ROOF FRAMING PLAN

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S-2A

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Project No.

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Date:

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Scale:

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REVISIONS

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a.

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b.

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c.

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e.

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f.

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g.

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N.J.P.E. # GE36372

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KEVIN R. ORNDORF

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AS NOTED

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18-107

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08/14/19

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t: 610.896.4500 | f: 610.896.4503

w: www.orndorf.com

340.837

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18"x1/3 OF SLAB THICKNESS SAWCUT JOINT. CUT JTS. AS SOON AS POSSIBLE AFTER SLAB CAN SUPPORT FOOT TRAFFIC & WILL NOT DISLODGE AGGREGATE IN SLAB TYPICALLY 1 TO 2 HOURS DEPENDING ON MIX DESIGN, ENVIRONMENTAL CONDITIONS. ETC.

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SLAB REINF. DISCONTINUOUS

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FILL GROOVE W/ SEALANT

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TYPICAL SLAB-ON-GRADE JOINT DETAILS

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S-3

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1

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CONSTRUCTION JOINT

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NOTE: CONTRACTOR TO ADEQUATELY BRACE PREFORMED STRIP TO MAINTAIN STRAIGHT ALIGNMENT OF SCREED.

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12" = 1'-0"

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FILL SAWCUT W/ SEALANT

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PERMANENT 24 GA. GALV. PREFORMED STRIP W/ REMOVABLE PLASTIC CAP STRIP

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CONTROL (CONTRACTION) JOINT

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SLAB REINF. DISCONTINUOUS

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NOTE: G.C TO PROVIDE CONTROL JOINT LOCATION SHOP DRAWING IN ACCORDANCE WITH STRUCTURAL DRAWINGS AND ACI CRITERIA.

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PREPARED SUBGRADE

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VIRGIN SOIL OR

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TYP. SLAB-ON-GRADE SUBSURFACE PREPARATION

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S-3

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2

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1/2" = 1'-0"

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8" COMPACTED OPEN-GRADED GRAVEL

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CLASS A - SEE SPEC.

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10 MIL. POLYOLEFIN BARRIER SYSTEM

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CONC. SLAB - SEE

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PLAN FOR THK.

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ALTERNATE LOCATION FOR VAPOR BARRIER WHEN SLAB PREPARATION AND PLACEMENT OCCURS AFTER BLDG IS ENCLOSED

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W.W.F.-

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SEE PLAN

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(N) SLAB

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(N) SLAB

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(E) WALL

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12" PMF W/ SEALANT

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TOOLED JT. FILLED W/ SEALANT

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(E) SLAB

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#4 @ 12" O.C. x 1'-0" DRILL & EPOXY 6" INTO (E) SLAB MID-DEPTH

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GREASE & WRAP THIS END

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NEW SLAB @ EXISTING WALL

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NEW SLAB @ EXISTING SLAB

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TYPICAL NEW SLAB/EXISTING INTERFACE

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3

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S-3

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12" = 1'-0"

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DEPTH 'D' (1'-0" MIN.)

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SOIL CONDITIONS

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EQUAL TO FTG.

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AS REQ'D BY

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FTG. STEP (MIN.)

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2 TIMES

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FTG. DEPTH

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'D'

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(2'-0" MAX.)

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FTG. STEP

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FTG. REINF. SEE PLANS & SECTIONS

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4

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S-3

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FOOTING STEP DETAIL

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12" = 1'-0"

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PIER AND BASE PLATE DETAIL

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12" = 1'-0"

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5

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S-3

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#4 @ 12" O.C.

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#4 @ 12" O.C. CONT.

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SLAB & REINF. PER PLAN

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12" = 1'-0"

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T.O. SLAB ELEV. SEE PLAN

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6

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SECTION @ TURNED DOWN SLAB

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FINISH GRADE SEE ARCH. DWGS.

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S-3

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5" S.O.G. W/ 6x6xW2.1xW2.1 W.W.F. OVER 8" CRUSHED STONE

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(TYP) 1'-0" 1'-0"

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SOIL CONDITIONS

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AS REQ'D. BY

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STEP AS REQ'D

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2'-0" MAX.

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BY PIPE INVERT

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INCREMENTS

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6" MIN.

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WALL FTG.

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CONC. OR MASONRY FND. WALL

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PIPE SLEEVE

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FTG. REINF.

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NOTES: 1. SEE PLUMBING & ELECTRICAL DRAWINGS FOR SIZE, LOCATION AND INVERT ELEVATION OF PIPE OR CONDUITS. 2. SLEEVES FOR PLUMBING OR CONDUIT LINES. LENGTH = FTG. WIDTH. DIAMETER = 2" GREATER THAN PIPE OD. 3. G.C. TO COORDINATE INVERT ELEVATION WITH THE MECHANICAL CONTRACTOR AND ELECTRICAL CONTRACTOR.

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7

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S-3

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TYPICAL STEP F00TING AT PIPE OR CONDUIT CROSSING

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12" = 1'-0"

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AS REQ'D BY

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SOIL CONDITIONS

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CONC. OR MASONRY FND. WALL

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3000 PSI CONC. (MIN) EXTEND 8" BEYOND WALL FTG. EA. SIDE

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WHEN DIST. IS LESS THAN 12", USE STEP FOOTING AT PIPE CROSSING DETAIL

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WALL FTG.

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FTG. REINF.

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PIPE SLEEVE

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NOTES: SEE PLUMBING DWG. FOR SIZE, LOCATION & INV. ELEV. OF PIPE. 2. PIPE SLEEVE FOR PLUMBING LINES. LENGTH = FTG. WIDTH. DIAMETER = 2" GREATER THAN PIPE OD.

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8

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S-3

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TYPICAL PIPE CROSSING BELOW WALL FOOTING

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12" = 1'-0"

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8

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S-3

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12" = 1'-0"

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ELEV. 0'-0"

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FINISHED FLOOR

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9

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S-3

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CANOPY SECTION

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12" = 1'-0"

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B: P2 AND BP-2

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A: P1 AND BP-1

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TYP

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(4) ANCHOR BOLTS PER PLAN AND SCHEDULE

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STEEL TUBE COLUMN PER PLAN AND SCHEDULE

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TYP

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EXTERIOR FACE OF MASONRY FACADE, SEE ARCH

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CONCRETE PIER EXTENDS TO BACK FACE OF CMU FACADE

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EDGE OF TURNED DOWN SLAB

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CONCRETE PIER PER PLAN AND SCHEDULE

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BASE PLATE PER PLAN AND SCHEDULE

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WALL SECTION

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#4 @ 24" O.C. TYP.

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SLAB ON GRADE, SEE PLAN

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6", 18 GA. MIN, CONT. BOT. TRACK, TYP.

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SEE PLAN & SCHED. FOR FTG. SIZE & REINF. INFO (TYP.)

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SPLIT FACE CMU BLOCK W/ CMU TIES @ 24" O.C. VERT. TYP., SEE ARCH.

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#4 DOWELS @ 24" O.C.

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ELEV. 0'-0"

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FINISHED FLOOR

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APPROX. FIN. GRADE, SEE SITE/ARCH DWG.

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GROUT VOID SOLID BELOW FINISHED GRADE

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(2) CONT. #4

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COORDINATE DOWNSPOUT LOCATION, SEE ARCH.

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HSS COLUMN, SEE PLAN

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SEE SCHED. & 5/S-3 FOR COLUMN BASE INFO

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SPLIT BLOCK CMU, SEE ARCH. W/ MASONRY TIES

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SEE PLAN & SCHED. FOR FTG. SIZE & REINF. INFO (TYP.)

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DOWELS TO MATCH VERT. PIER REINF. SEE PLAN & SCHED.

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PRECAST CONCRETE SILL, SEE ARCH.

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4" SOLID CMU BLOCK BELOW GRADE, TYP

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CONC. PIER, SEE PLAN & SCHED. FOR SIZE & REINF.

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APPROX. FIN. GRADE, SEE SITE/ARCH DWG.

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FOUNDATION SECTIONS & DETAILS

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S-3

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Project No.

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Date:

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Scale:

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REVISIONS

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b.

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c.

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e.

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f.

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g.

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N.J.P.E. # GE36372

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KEVIN R. ORNDORF

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AS NOTED

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18-107

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08/14/19

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t: 610.896.4500 | f: 610.896.4503

w: www.orndorf.com

340.837

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4

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12

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34" = 1'-0"

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TYPICAL TRUSS BEARING SECTION

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S-4

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1

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10"-1 " A.F.F. 12" A.F.F. TRUSS BEARING PT

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<15'

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SPAN

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UP TO 32'

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OVER 32'-48'

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OVER 48'-60'

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DF = DOUGLAS FIR-LARCH

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5

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OVER 60'

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SPAN

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45%%d

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TYPICAL TRUSS PERMANENT BRACING

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SEE A REGISTERED PROFESSIONAL ENGINEER

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BOTTOM CHORD

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LATERAL BRACE

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SPACING (LBs)

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SPF = SPRUCE-PINE-FIR

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HF = HEM-FIR

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3/12

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3/12

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3/12

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15'

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15'

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15'

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BOT. CHORD DIAGONAL BRACING REPEATED AT EA. END OF THE BLDG AND @ SPACING SPECIFIED IN CHART BELOW

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ROOF

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PITCH

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MINIMUM

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SP = SOUTHERN PINE

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20

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10

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6

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15

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7

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4

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BOTTOM CHORD

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SPF/HF

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DIAGONAL BRACE

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SPACING (DBs)

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(# TRUSSES @24" 0.C.)

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SP/DF

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<15'

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TOP CHORD LATERAL BRACES @ SAME SPACING AS BOT. CHORD LATERAL BRACES

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CROSS BRACING REPEATED @ EACH END OF THE BLDG. AND @ 20' MAX. INTERVALS

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ALL LATERAL BRACES LAPPED @ LEAST 2 TRUSSES.

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5 OR 8 PER PLAN

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(SEE CHART BELOW)

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DIAGONAL BRACING

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PERMANENT CONT. LATERAL BRACING AS SPECIFIED BY THE TRUSS ENGINEERING.

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(10 TRUSSES @ 24" O.C.)

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CROSS BRACING @ 20'

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45%%d

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12

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TOP CHORD DIAGONAL BRACING REPEATED @ EA. END OF THE BLDG. AND @ SAME SPACING AS BOT. CHORD DIAGONAL BRACING

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BOT. CHORD LATERAL BRACES

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CROSS BRACING @ 20'

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(10 TRUSSES @ 24" O.C.)

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<15'

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S-4

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SCALE: N.T.S

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WOOD TRUSS @ 24" O.C., SEE PLAN

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SIMPSON H3 HURRICANE TIE @ 24" O.C.

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CONT. NESTED TRACK W/ 600S162-43 & 600T125-43 MIN.

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600S162-68 @ 16" MIN.

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SPLIT FACE CMU VENEER W/ MASONRY TIES @ 16" O.C. VERT., SEE ARCH.

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SHEATHING, SEE ARCH.

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10''-1 1/2" A.F.F.

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TRUSS BEARING PT.

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4

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12

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T.O. STEEL BEAM

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10''-0" A.F.F.

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SECTION

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NO SCALE

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SECTION

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3/4" = 1'-0"

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3

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S-4

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2

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S-4

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DETAIL AT TRUSS GIRDER SUPPORT

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

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4

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S-4

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A: ELEVATION

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B: SECTION

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7B

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S-4

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HSS STEEL TUBE COLUMN PER PLAN

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38"x6"x6" CAP PLATE

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14"x6"x8" FLANGE PLATE EACH SIDE OF TRUSS GIRDER

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SIMPSON CS16 STRAP TIE EACH SIDE OF TRACK AT TOP OF WALL

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TYPICAL ROOF TRUSSES PER PLAN

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TRUSS GIRDER PER PLAN: MANUFACTURER TO NOTIFY CONTRACTOR NUMBER OF PLYS

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EACH SIDE

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EXTEND STRAP 20" ON EACH SIDE OF TRACK CUT

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INTERRUPT TRACK/PLATE AT TOP OF WALL

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HSS COLUMN CAP EXTENDS TO BOTTOM OF TRUSS GIRDER TO PROVIDE DIRECT BEARING

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TYP

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TYP

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PROVIDE (12) " PRE-DRILLED 14" PRE-DRILLED HOLES IN PLATE TO ALLOW FOR SDS SCREW INSTALLATION. 2" TYPICAL SPACING, 1" EDGE DISTANCE.

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(12) "x2" SIMPSON SDS SCREWS 14"x2" SIMPSON SDS SCREWS AT EACH SIDE OF TRUSS GIRDER (24 TOTAL PER BEARING LOCATION)

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316

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5

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FIELD OR SHOP WELD PER CONTRACTOR

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SECURE STUD TO HSS COLUMN WITH #12 SELF TAPPING SCREWS @ 16" O.C.

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TYPICAL CFMF STUD WALL

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ADD CFMF STUD AT EACH SIDE OF HSS COLUMN

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7A

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S-4

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2x6 OUTRIGGERS @ 24" O.C.

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WOOD TRUSSES @ 24" O.C., TYP. SEE PLAN

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18 GA. CONT. DEFLECTION TRACK

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6", 18" GA. DIAGONAL BRACING

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DEPRESS TOP CHORD OF WOOD TRUSS, SEE PLAN

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MISC. 6" 18 GA. MIN. CFM FRAMING, SEE ARCH.

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STEEL BEAM, SEE PLAN

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HSS STEEL COL. BEYOND, SEE PLAN

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STEEL BEAM BEYOND, SEE PLAN

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WOOD TRUSS @ 24" O.C., TYP. SEE PLAN

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SIMPSON H3 HURRICANE TIE @ 24" O.C., ATTACH TO WOOD NAILER W/ 4 #10 SCREWS

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2x WOOD NAILER, ATTACH TO BEAM W/ 12"Ø BOLTS @ 24" O.C. STAGGERED

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STEEL BEAM, SEE PLAN

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HSS COL, SEE PLAN & SCHED.

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EXTENDED 12 GA. RIGID CLIP TO T.O. BEAM WEB

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SIMPSON H3 HURRICANE CLIP @ 24" O.C.

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6" 18 GA. CONT. CFM STRONGBACK

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(2) #12 WD. SCREWS @ 16" O.C.

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2x WOOD NAILER, ATTACH TO BEAM W/ 12"Ø BOLTS @ 24" O.C. STAGGERED, REF. 3/S-4 FOR TRUSS ATTACHMENT TO BEAM STEEL BEAM

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PERMANENT DIAGONAL BRACING FOR GABLE END TRUSS

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MISC. 6" 18 GA. SEE ARCH.

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FULL PEN. TYP. T.&B.

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TYP. T.&B.

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TYP. T.&B.

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AISC SHEAR CONNECTION, REFER TO "STEEL NOTES"

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IF STIFFNER PLATES ARE REQUIRED, THEY NEED NOT TO EXCEED ONE-HALF OF COLUMN DEPTH WHEN BEAM IS ON ONE FLANGE ONLY (TYP.)

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FLANGE MOMENT PLATE A

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FLANGE MOMENT PLATE B

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STEEL COLUMN, SEE PLAN

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FULL PEN. TYP. T.&B.

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TYP. T.&B.

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TYP. T.&B.

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AISC SHEAR CONNECTION, REFER TO "STEEL NOTES"

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IF STIFFNER PLATES ARE REQUIRED, THEY NEED NOT TO EXCEED ONE-HALF OF COLUMN DEPTH WHEN BEAM IS ON ONE FLANGE ONLY (TYP.)

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FLANGE MOMENT PLATE A

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FLANGE MOMENT PLATE B

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STEEL COLUMN, SEE PLAN

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AT ROOF

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AT FLOOR

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TYPICAL FLEXIBLE MOMENT CONNECTION (FMC) DETAIL

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S-7

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6

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34" = 1'-0"

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1. FOR INFORMATION NOT SHOWN SEE FRAMING PLANS. THESE DETAILS SHOW A SCHEMATIC FLEXIBLE MOMENT CONNECTION TO BE USED IN THE DELEGATED DESIGN PROCESS. 2. FLEXIBLE MOMENT CONNECTIONS ARE A DELEGATED DESIGN. THE DESIGN OF ALL MOMENT CONNECTIONS (U.N.O.) IS THE RESPONSIBILITY OF THE CONTRACTOR AND SHALL BE PERFORMED BY THE CONTRACTOR'S QUALIFIED PROFESSIONAL ENGINEER. 3. THE CONTRACTOR'S ENGINEER SHALL SUBMIT COMPREHENSIVE ENGINEERED DESIGN CALCULATIONS, SIGNED AND SEALED BY A PROFESSIONAL ENGINEER IN THE COMMONWEALTH OF THE CONSTRUCTION PRIOR TO SUBMITTAL OF PIECE SHOP DRAWINGS. PRIOR TO SUBMITTAL OF PIECE SHOP DRAWINGS. TO SUBMITTAL OF PIECE SHOP DRAWINGS. 4. MOMENT CONNECTIONS SHALL BE DESIGNED AS FLEXIBLE MOMENT CONNECTIONS (FMC) OTHERWISE KNOWN AS "TYPE 2 WITH WIND" CONNECTIONS AS SHOWN IN PART 11 OF THE "AISC STEEL CONSTRUCTION MANUAL 13TH EDITION" 5 THE MOMENTS SHOWN ON DRAWING ARE SERVICE LEVEL LATERAL (WIND OR SEISMIC) MOMENTS. ALL CONNECTION SHALL BE DESIGNED FOR THESE FORCES. 6. ALL WELDS, PLATES, STIFFENER AND DOUBLER PLATES, ETC... SHALL BE DESIGNED AND CALCULATIONS SHALL BE SUBMITTED FOR REVIEW. 7. ALTERNATE FLEXIBLE MOMENT CONNECTIONS PER FABRICATOR/ERECTORS CAN BE PROVIDED (EX.: FLANGE-ANGLE MOMENT CONNECTIONS). PREFERRED METHOD WILL BE CONSIDERED PROVIDED SIGNED AND SEALED CALCULATIONS ARE SUBMITTED FOR ENGINEER'S REVIEW. 8. BOLTED CONNECTIONS CAN BE PROVIDED IN LIEU OF WELDED CONNECTIONS. 9. FOR LIGHTLY LOADED MOMENT CONNECTIONS, USE FULL DEPTH DOUBLE ANGLE CONNECTIONS PER DETAIL X/X-X "LIGHTLY LOADED FLEXIBLE MOMENT CONNECTION SCHEDULE - FULL DEPTH DOUBLE ANGLE CONNECTIONS F.D.C.". FOR ALL OTHER MOMENTS LISTED, THE CONNECTION DESIGN IS BY FABRICATOR'S ENGINEER. 10. ALL BEAM TO COLUMN BOLTED MOMENT CONNECTIONS SHALL BE CONSIDERED SLIP CRITICAL CONNECTIONS USING " BOLTS MIN. U.N.O. 34" BOLTS MIN. U.N.O.11. SEE GENERAL NOTES AND/OR SPECIFICATIONS FOR ADDITIONAL CONNECTION DESIGN REQUIREMENTS.

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%%UFLEXIBLE MOMENT CONNECTION (FMC) NOTES:

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DO NOT WELD ALONG THIS LENGTH

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FULL PEN. TYP.

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PLAN VIEW (BEAM TO COLUMN FLANGE)

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PJP TYP.

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PLAN VIEW (BEAM TO COLUMN WEB)

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FRAMING SECTIONS & DETAILS

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S-4

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Project No.

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Date:

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Scale:

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REVISIONS

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b.

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c.

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e.

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f.

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g.

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N.J.P.E. # GE36372

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KEVIN R. ORNDORF

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AS NOTED

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18-107

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08/14/19

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t: 610.896.4500 | f: 610.896.4503

w: www.orndorf.com

340.837

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(1) #12 TEK'S EACH SIDE

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TRACK (TYP)

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TYP. STUD TO TRACK & BUILD-UP BOX HEADER DETAIL

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#12 TEKS @ 12" (TYP.)

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TYP. BOX HEADER CONN.

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34" = 1'-0"

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(3) #10-16 SCREW TO STUD

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TYP. WEB STIFFENER CONN.

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2

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ANCHOR MidWall TO BASE WITH: TM TO BASE WITH: (2) CARBON STEEL KWIK 38 CARBON STEEL KWIK BOLT 3 EXPANSION ANCHORS w/ 3 " EMBED (MIN.)12" EMBED (MIN.)

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ATTACH MidWall 600MW-24 TO STUDS TM 600MW-24 TO STUDS THROUGH ALL GUIDE HOLES, WITH: (12) #12 SELF-DRILLNG SCREWS, SPACE MidWall EVERY 36" O.C. (MAX.)TM EVERY 36" O.C. (MAX.)

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REFER TO 8/LG-2.0 FOR 8/LG-2.0 FOR FOR TRACK AND STUD SIZE AND SPACING

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TWO ADJACENT MidWall TM SUPPORTS REQUIRED AT END OF WALL

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CANTILEVERED WALL CONNECTION MADE USING MidWall MANUFACTURED BY TM MANUFACTURED BY The Steel Network, Inc. (888) 474-4876.

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1

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MIDWALL SYSTEM AT FRONT STOREFRONT WINDOWS

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34" = 1'-0"

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S-5

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SCALE:N.T.S.N.T.S.

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3

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SPAZZER 5400 BRIDGING DETAIL

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(FOR 6" STUD WALLS & LESSER)

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BUILT UP JAMB STUDS. SEE LINTEL SCHEDULE ON LG-1.0 FOR (#) OF STUDS & ORIENTATION

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TYPICAL HEADER TO JAMB DETAIL

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4

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ClarkDietrich (2) X545 CLIP X545 CLIP CLIP ANGLES. ATTACH TO HEADER & JAMB w/ (7) #10-16 SCREWS(7) #10-16 SCREWS

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TRACK (T&B) PER SCHEDULE ON LG-1.0. ATTACH PER 2/LG-3.0

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600T125-43 x 4" LG. ATTACH TO JAMB & ATTACH TO JAMB & TO HEADER USING (4) #10-16 SCREWS (4) #10-16 SCREWS SCREWS

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ClarkDietrich T975 TALL ANCHOR CLIP w/ (1) "x2 " Hilti Kwik-Bolt 12"x2 " Hilti Kwik-Bolt 14" Hilti Kwik-Bolt INTO SLAB & (10) #10-16 TEKS 10-16 TEKS TEKS INTO EACH JAMB.

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SCALE:N.T.S.N.T.S.

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TYPICAL SPAZZER BAR SPLICE: OVERLAP 2" AND USE (2) #10-16 SCREWS AS SHOWN

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AT ALL 20ga. STUDS AND ALL LOAD BEARING STUDS

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USE (2) #10-16 SCREWS AT EACH STUD AS SHOWN

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"BUTTERFLY" CUT SPAZZER BAR AND BEND LEGS 90°. USE (2) #10-16 SCREWS IN EACH LEG (LEGS TO BE A MIN. 1-1/2" LONG).

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- OR -

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TYPICAL SPAZZER BAR TERMINATION: EXTEND SPAZZER INTO PUNCH-OUT. ATTACH W/ CONNECTOR PER TABLE 3 USING (4) #10-16 SCREWS

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SPAZZER BAR GUARD (SPBG) W/ (2) #10-16 SCREWS

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- OR -

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SPAZZER GROMMET (SPGR)

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- OR -

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SPAZZER BAR FLY CLIP (SFLY) W/ (4) #10-16 SCREWS

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ClarkDietirch SPAZZER BAR. SIZE AND SPACING PER DESIGN

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"OFF MODULE" STUD, JAMB, OR POST

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BOTTOM TRACK PER PLAN

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TYPICAL STUD TO STUD DETAIL

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6

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SCALE:N.T.S.N.T.S.

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LAP STUDS TOGETHER

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CONNECT STUDS TOGETHER w/ (4) #10-16 TEK SCREWS [U.O.N.]

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ATTACH MTL. STUDS USING #10-16 #10-16 SCREWS @ 12" O.C. STAGGERED (TYP.)

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S-5

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S-5

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S-5

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S-5

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BRACING SECTION

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8

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S-5

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1/4"x4"x8" BENT PL

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CONT. 16 GA. TRACK

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CONC. CURB

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NO SCALE

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x 5 1/2" WIDE (TYP.)

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TYP.

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FOR STRAPPING SIZE

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SEE PLAN/SCHEDULE

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WEB SIDE OF STUD

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EACH SIDE

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(3) 16 GA. DBL STUDS

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@ STRAP ANCHOR

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FND. WALL SEE TYP. SECTIONS FOR REINF.

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(2) " DOWELS12" DOWELS

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(2) " DOWELS12" DOWELS

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6"

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6" WELD BTWN STUDS EACH SIDE @ BOTTOM

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TYP.

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1" @ 16" O.C.

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HAS SS- " W/ HILTI HIT HY150 34" W/ HILTI HIT HY150 10" EMBED.

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MIN. GROOVE WELD LENGTH @ SPLICE IN STRAP BRACING

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4" EA. SIDE

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SHEAR WALL/STRAP BRACING SCHEDULE

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SW1

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MARK

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STRAP BRACING SIZE & GAUGE

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WALL LENGTH [MAX.] (MIN.)

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[16'-1"] (5'-6")

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4" x 18 GA.

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FILLET MIN. WELD LENGTH @ STUDS

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AROUND PERIMETER

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(2) 600S162-68 (50)

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END STUDS@ EACH SIDE OF WALL

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BASED ON: 18 GAGE, Fy=33 ksi. 14 & 16 GAGE, Fy=50 ksi.

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END STUDS, SEE SCH.

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8

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S-5

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S-5

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SHEAR WALL ELEVATION

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

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7

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STUD SIZE & SPACING, SEE PLAN

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END STUDS, SEE SCH.

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BRIDGING SPACING AS REQ'D, 48" O.C. MAX

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TYP.

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1" @ 16" O.C.

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3

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S-5

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TYP.

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DIAGONAL GALV. STL. STRAPPING IN OPPOSITE DIRECTIONS ONE SIDE OF WALL. SCREW STRAPPING TO EA. STUD SEE SCH. FOR SIZE & WELDS

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12" A. BOLTSW/ " DOWELS 12" DOWELS @ 48" O.C. MAX.

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HAS SS- " W/ HILTI HIT 34" W/ HILTI HIT HY150 10" EMBED.

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14" HILTI KWIK-CON IIFASTENERS @ 16" O.C. BETWEEN ANCHOR BOLTS

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FRAMING SECTIONS & DETAILS

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S-5

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Project No.

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Date:

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Scale:

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REVISIONS

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a.

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b.

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c.

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e.

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f.

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g.

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N.J.P.E. # GE36372

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KEVIN R. ORNDORF

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AS NOTED

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18-107

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08/14/19

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k: 818-107 winslow senior centerconstruction...

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