2-2026-04-07 Bloomsburg Rally Statue Foundation Drawings.pdf

CONTRACTOR SHALL FIELD VERIFY

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03-20-26J. GRAHAM

M. BOWEN

Professional's Signature Date

STATE SYSTEM OF HIGHER EDUCATION

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Description DescriptionDateDate

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Professional:

BLOOMSBURG CAMPUS

BLOOMSBURG, COLUMBIA COUNTY, PENNSYLVANIA

AS NOTED

S.S.H.E. 82-CWU-0037-B

COMMONWEALTH UNIVERSITY

HUSKY SCULPTURE INSTALLATION - RALLY LOCATION

STATE SYSTEM OF HIGHER EDUCATION

COMMONWEALTH OF PENNSYLVANIA

BLOOMSBURG CAMPUS

COLUMBIA COUNTY, PENNSYLVANIA

PROJECT/CONTRACT NO.: S.S.H.E. 82 - CWU - 0037- B

HUSKY STATUE INSTALLATION - RALLY LOCATION

CONSTRUCTION DOCUMENTS - MARCH 31, 2026

SHEET # SHEET NAME

SHEET INDEX

COVER SHEETCS

PROJECT SITE

PRE-FINAL

DOCUMENTS

JOSH SHAPIRO, GOVERNOR

CHRIS FIORENTINO, CHANCELLOR

DR. JEFFERY OSGOOD, PRESIDENT

L&I

SUBMISSION

VICINITY MAP

PROJECT

AREA

CONSTRUCTION

SUBMISSION

PROJECT

LOCATION

AS-BUILT

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GENERAL STRUCTURAL NOTESS0.01

SPECIAL INSPECTIONSS0.02

OVERALL SITE PLANS1.00

TYPICAL FOUNDATION DETAILSS3.00

TYPICAL MASONRY DETAILSS4.00

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MARC BOWEN, PE PA PROFESSIONAL ENGINEER LICENSE NO. PE053608-E

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COVER SHEET

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CS

VARIANCE FROM CONTRACT

DOCUMENTS NOT PERMITTED

WITHOUT PROFESSIONAL & BUREAU

OF CONSTRUCTION APPROVAL.

VERIFY SCALE

IF BAR IS NOT ONE (1) INCH LONG,

ADJUST SCALE ACCORDINGLY

BAR IS ONE (1) INCH LONG

ON ORIGINAL DRAWING:

0 1

03-20-26J. GRAHAM

M. BOWEN

Professional's Signature Date

STATE SYSTEM OF HIGHER EDUCATION

Scale:

Date:

Project/Contract No.

Drawn By:

Checked By:

Drawing No.

Title:

Submitted:

Authorized By:

Reviewed By:

Submitted:

Description DescriptionDateDate

System Representative:

Construction Manager:

Consultant:

Professional:

BLOOMSBURG CAMPUS

BLOOMSBURG, COLUMBIA COUNTY, PENNSYLVANIA

AS NOTED

S.S.H.E. 82-CWU-0037-B

COMMONWEALTH UNIVERSITY

HUSKY SCULPTURE INSTALLATION - RALLY LOCATION

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(UNLESS OTHERWISE NOTED OR SHOWN ON PLAN, THE FOLLOWING NOTES SHALL APPLY)

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MASONRY GENERAL NOTES

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1. WALL DESIGN ALLOWABLE STRESSES ARE BASED ON "SPECIAL INSPECTION" REQUIREMENTS OF ACI 530.1/ ASCE 6 WALL DESIGN ALLOWABLE STRESSES ARE BASED ON "SPECIAL INSPECTION" REQUIREMENTS OF ACI 530.1/ ASCE 6 SPECIAL INSPECTION" REQUIREMENTS OF ACI 530.1/ ASCE 6 " REQUIREMENTS OF ACI 530.1/ ASCE 6 / TMS 602 LATEST EDITION. CONSTRUCTION OF WALLS MUST BE PERFORMED IN ACCORDANCE WITH REQUIREMENTS FOR LEVEL B QUALITY ASSURANCE GUIDELINES DEFINED BY ACI 530. 2. CONCRETE MASONRY UNITS (CMU) SHALL CONFORM TO ASTM C90 FOR LOAD BEARING UNITS. CMU SHALL BE CONCRETE MASONRY UNITS (CMU) SHALL CONFORM TO ASTM C90 FOR LOAD BEARING UNITS. CMU SHALL BE NORMAL WEIGHT. 3. CMU BLOCK SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH OF 1,900 PSI ON THE NET AREA OF THE BLOCK. CMU BLOCK SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH OF 1,900 PSI ON THE NET AREA OF THE BLOCK. 4. MINIMUM f'm SHALL BE 1,500 PSI. MINIMUM f'm SHALL BE 1,500 PSI. 5. COMPRESSIVE STRENGTH OF THE GROUT SHALL BE A MINIMUM OF 3,000 PSI WITH A 8" TO 11" SLUMP AND COMPRESSIVE STRENGTH OF THE GROUT SHALL BE A MINIMUM OF 3,000 PSI WITH A 8" TO 11" SLUMP AND COMPLY WITH REQUIREMENTS FOR FINE GROUT PER ASTM 476 (3/8" TO 1/2") MAXIMUM SIZE AGGREGATE DETERMINED IN ACCORDANCE WITH ASTM C1019. 6. MORTAR SHALL BE TYPE S HIGH STRENGTH MORTAR CONFORMING TO ASTM C270. MORTAR SHALL BE TYPE S HIGH STRENGTH MORTAR CONFORMING TO ASTM C270. 7. GROUTING PROCEDURES SHALL BE IN STRICT COMPLIANCE WITH RECOMMENDATIONS AS OUTLINED BY NCMA AND GROUTING PROCEDURES SHALL BE IN STRICT COMPLIANCE WITH RECOMMENDATIONS AS OUTLINED BY NCMA AND ACI. 8. BELOW GRADE: ALL CELLS FULLY GROUTED SOLID. ABOVE GRADE: CELLS RECEIVING REINFORCING SHALL BE FULLY BELOW GRADE: ALL CELLS FULLY GROUTED SOLID. ABOVE GRADE: CELLS RECEIVING REINFORCING SHALL BE FULLY GROUTED. 9. MASONRY UNITS SHALL BE LAID IN A RUNNING BOND PATTERN WITH FULL FACE SHELL MORTAR BEDS. MASONRY UNITS SHALL BE LAID IN A RUNNING BOND PATTERN WITH FULL FACE SHELL MORTAR BEDS. 10. AREAS ADJACENT TO OPENINGS SHALL BE REINFORCED PER THE TYPICAL PILASTER DETAILS. AREAS ADJACENT TO OPENINGS SHALL BE REINFORCED PER THE TYPICAL PILASTER DETAILS. 11. STARTING JOINT FOR ALL MASONRY SHALL BE LAID WITH FULL BED MORTAR COVERAGE. STARTING JOINT FOR ALL MASONRY SHALL BE LAID WITH FULL BED MORTAR COVERAGE. 12. MORTAR SHALL BE APPLIED TO CROSS WEBS OF CMU IN ADDITION TO HORIZONTAL AND VERTICAL EDGES OF MORTAR SHALL BE APPLIED TO CROSS WEBS OF CMU IN ADDITION TO HORIZONTAL AND VERTICAL EDGES OF AREAS OF BEAM BEARING AREAS. 13. REINFORCING STEEL SHALL BE IN ACCORDANCE WITH ASTM A-615 GRADE 60. SHOP FABRICATE REINFORCING BARS REINFORCING STEEL SHALL BE IN ACCORDANCE WITH ASTM A-615 GRADE 60. SHOP FABRICATE REINFORCING BARS WHICH ARE SHOWN TO BE HOOKED OR BENT. PROVIDE A MINIMUM LAP OF 48 X BAR DIAMETER AT ALL SPLICES, UNLESS OTHERWISE INDICATED. 14. UNLESS OTHERWISE INDICATED IN SECTION OR NOTED PROVIDE MINIMUM VERTICAL AND HORIZONTAL REINFORCING UNLESS OTHERWISE INDICATED IN SECTION OR NOTED PROVIDE MINIMUM VERTICAL AND HORIZONTAL REINFORCING FOR ALL MASONRY WALLS AS FOLLOWS: - FOR ALL INTERIOR 8" WALLS, PROVIDE A MINIMUM (1) #5 VERTICAL REBAR SPACED 48" ON CENTER FOR ALL INTERIOR 8" WALLS, PROVIDE A MINIMUM (1) #5 VERTICAL REBAR SPACED 48" ON CENTER MAXIMUM, CONTINUOUSLY FROM SUPPORT TO SUPPORT. IN ADDITION PROVIDE (1) #5 REBAR EACH SIDE OF EACH OPENING AND AT ENDS OF WALLS. ALSO, MAKE THESE BARS CONTINUOUS FROM SUPPORT-TO-SUPPORT. - FOR ALL INTERIOR 6" WALLS, PROVIDE A MINIMUM (1) #5 VERTICAL REBAR SPACED 16" ON CENTER FOR ALL INTERIOR 6" WALLS, PROVIDE A MINIMUM (1) #5 VERTICAL REBAR SPACED 16" ON CENTER MAXIMUM, CONTINUOUSLY FROM SUPPORT TO SUPPORT. IN ADDITION PROVIDE (1) #5 REBAR EACH SIDE OF EACH OPENING AND AT ENDS OF WALLS. ALSO, MAKE THESE BARS CONTINUOUS FROM SUPPORT TO SUPPORT. - FOR ALL EXTERIOR 8" WALLS, PROVIDE A MINIMUM (1) #5 VERTICAL REBAR SPACED 32" ON CENTER FOR ALL EXTERIOR 8" WALLS, PROVIDE A MINIMUM (1) #5 VERTICAL REBAR SPACED 32" ON CENTER MAXIMUM, CONTINUOUSLY FROM SUPPORT TO SUPPORT. IN ADDITION PROVIDE (1) #5 REBAR EACH SIDE OF EACH OPENING AND AT ENDS OF WALLS. ALSO, MAKE THESE BARS CONTINUOUS FROM SUPPORT TO SUPPORT. - FOR ALL WALLS, PROVIDE A MINIMUM OF (1) #5 HORIZONTAL BAR AT BOTTOM AND TOP OF WALL FOR ALL WALLS, PROVIDE A MINIMUM OF (1) #5 HORIZONTAL BAR AT BOTTOM AND TOP OF WALL OPENINGS. BARS ARE TO EXTEND NOT LESS THAN 24 INCHES PAST THE OPENING. - INSTALL STANDARD WEIGHT (W1.7) LADDER TYPE HORIZONTAL JOINT REINFORCING AT MAXIMUM SPACING INSTALL STANDARD WEIGHT (W1.7) LADDER TYPE HORIZONTAL JOINT REINFORCING AT MAXIMUM SPACING OF 16" ON-CENTER WHERE TWO LONGITUDINAL WIRES ARE USED. THE SPACES BETWEEN THESE WIRES SHALL BE THE WIDEST THAT THE MORTAR JOINT WILL ACCOMMODATE. INSTALL JOINT REINFORCING CONTINUOUS IN ALL SUCH JOINTS. LAP JOINT REINFORCING ACCORDING TO MANUFACTURER SPECIFICATIONS. JOINT REINFORCING SHALL CONSIST OF AT LEAST (2) TWO LONGITUDINAL WIRES FOR WALLS GREATER THAN 4 INCHES IN WIDTH AND AT LEAST (1) ONE WIRE FOR WALLS NOT EXCEEDING 4 INCHES IN WIDTH. - AT TOPS OF ALL 8" & 12" CMU WALLS AND AT A VERTICAL SPACING NOT TO EXCEED 48" ON CENTER AT TOPS OF ALL 8" & 12" CMU WALLS AND AT A VERTICAL SPACING NOT TO EXCEED 48" ON CENTER PROVIDE A CONTINUOUS BOND BEAM (KNOCK-OUT) CONTAINING (2) #5 LONGITUDINAL BARS. PLACE BARS AT TOP OF BOND BEAM. PROVIDE MINIMUM COVER OF 1 1/2" (ONE AND A HALF INCHES). FOR 6" WALLS PROVIDE CONTINUOUS BOND BEAM WITH (1) #5 LONGITUDINAL BAR. 15. REFER TO TYPICAL DETAILS FOR ADDITIONAL REINFORCING REQUIREMENTS AT WALL OPENINGS, CONTROL JOINTS, REFER TO TYPICAL DETAILS FOR ADDITIONAL REINFORCING REQUIREMENTS AT WALL OPENINGS, CONTROL JOINTS, CORNERS, INTERSECTIONS, AND BEARING CONDITIONS FOR LINTELS, BEAMS, & COLUMNS. 16. THE REINFORCING REQUIREMENTS LISTED ABOVE SHALL APPLY FOR ALL WALLS WHICH SPAN VERTICALLY FROM THE REINFORCING REQUIREMENTS LISTED ABOVE SHALL APPLY FOR ALL WALLS WHICH SPAN VERTICALLY FROM BASE TO A POINT OF ATTACHMENT TO EITHER THE STRUCTURAL STEEL FRAMING ABOVE OR CONTINUOUS BOND BEAM. WALLS ARE TO BE MECHANICALLY FASTENED TO THE BUILDING STRUCTURE AT THE TOP OF WALL, ALWAYS. 17. UNLESS OTHERWISE NOTED OR INDICATED, ALL VERTICAL REINFORCING BARS SHALL BE CENTERED IN CELLS OF UNLESS OTHERWISE NOTED OR INDICATED, ALL VERTICAL REINFORCING BARS SHALL BE CENTERED IN CELLS OF BLOCK WHERE REINFORCING IS INDICATED TO BE REQUIRED BY GENERAL NOTES OR DETAILS. 18. CONSULT THE MASONRY OR STEEL LINTEL SCHEDULE FOR ADDITIONAL WALL REINFORCING REQUIREMENTS AT CONSULT THE MASONRY OR STEEL LINTEL SCHEDULE FOR ADDITIONAL WALL REINFORCING REQUIREMENTS AT WINDOW AND DOOR HEADS AND OTHER SUCH OPENINGS. 19. FOR ANY SITUATION NOT INCLUDED BY THE GUIDELINES SET WITHIN THESE GENERAL NOTES CONSULT FOR ANY SITUATION NOT INCLUDED BY THE GUIDELINES SET WITHIN THESE GENERAL NOTES CONSULT ARCHITECT/ENGINEER. 20. PROVIDE REBAR DOWELS FROM SUPPORTING ELEMENTS (EXTERIOR PERIMETER EDGES OF ALL SLABS, CONCRETE PROVIDE REBAR DOWELS FROM SUPPORTING ELEMENTS (EXTERIOR PERIMETER EDGES OF ALL SLABS, CONCRETE WALLS, ETC.) TO MATCH VERTICAL REINFORCING SIZE AND SPACING. DOWELS SHALL HAVE STANDARD 90 DEGREE HOOKS AND TENSION LAP WITH THE FIRST LIFT OF REINFORCING. 21. HAVE STANDARD 90 DEGREE HOOKS AND TENSION LAP WITH THE FIRST LIFT OF REINFORCING. HORIZONTAL HAVE STANDARD 90 DEGREE HOOKS AND TENSION LAP WITH THE FIRST LIFT OF REINFORCING. HORIZONTAL REINFORCING AT CONTROL JOINTS EXCEPT FOR THE BOND BEAMS AT BEARING ELEVATIONS. 22. PROVIDE BOND BEAM LINTELS AND BRICK SHELF ANGLES ABOVE WALL OPENINGS PER TYPICAL DETAILS. SEE THE PROVIDE BOND BEAM LINTELS AND BRICK SHELF ANGLES ABOVE WALL OPENINGS PER TYPICAL DETAILS. SEE THE ARCHITECTURAL DRAWINGS FOR LOCATIONS OF DOOR AND WINDOW OPENINGS. 23. PROVIDE STEEL JOIST AND BEAM BEARING PLATES AND OTHER ACCESSORIES AS INDICATED. PROVIDE (3) PROVIDE STEEL JOIST AND BEAM BEARING PLATES AND OTHER ACCESSORIES AS INDICATED. PROVIDE (3) COURSES OF SOLIDLY GROUTED CMU BELOW ALL BEAM BEARINGS OVER A WIDTH OF 2'-8" CENTERED ON THE WALL PER TYPICAL BEAM BEARING DETAIL. 24. PROVIDE CMU CONTROL JOINTS AS INDICATED, WITH ADDITIONAL JOINTS SUCH THAT THE SPACING BETWEEN PROVIDE CMU CONTROL JOINTS AS INDICATED, WITH ADDITIONAL JOINTS SUCH THAT THE SPACING BETWEEN JOINTS DOES NOT EXCEED A SPACING OF 2.5xWALL HEIGHT (25 FT MAXIMUM). WHERE BEAMS OR LINTELS BEAR AT CMU CONTROL JOINTS, OFFSET & LAP THE VERTICAL REINFORCING AS INDICATED. 25. PROVIDE ALL REQUIRED TEMPORARY WALL BRACING DURING CONSTRUCTION. PROVIDE ALL REQUIRED TEMPORARY WALL BRACING DURING CONSTRUCTION. 26. PROVIDE MECHANICAL ANCHORAGE BETWEEN ALL MASONRY ELEMENTS AND STRUCTURAL FRAMING BY APPROVED PROVIDE MECHANICAL ANCHORAGE BETWEEN ALL MASONRY ELEMENTS AND STRUCTURAL FRAMING BY APPROVED MATERIALS AND METHODS PER PROJECT SPECIFICATIONS. MECHANICAL ANCHORS ARE REQUIRED AT ALL LOCATIONS WHERE MASONRY ELEMENTS ARE ADJACENT TO STRUCTURAL FRAMING AND SYSTEMS. PROVIDE ANCHORS AT A SPACING NOT TO EXCEED 16 INCHES ON CENTER (MAX). INDIVIDUAL ANCHORS SHALL BE CAPABLE TO WITHSTAND A HORIZONTAL LOAD OF 500 LBS. (WITHOUT AN ALLOWABLE STRESS INCREASE FOR WIND/SEISMIC). WALLS ARE TO BE ANCHORED AT TOP, ALWAYS. MECHANICAL ANCHORAGE IS NOT TO CUT AND/OR INTERRUPT CONTINUOUS NOT TO CUT AND/OR INTERRUPT CONTINUOUS TO CUT AND/OR INTERRUPT CONTINUOUS BOTTOM REINFORCING IN SLABS; GENERAL CONTRACTOR TO COORDINATE. 27. THE MASONRY CONTRACTOR MUST SUBMIT REINFORCING SHOP DRAWINGS FOR ALL WALLS DEPICTING PLACEMENT THE MASONRY CONTRACTOR MUST SUBMIT REINFORCING SHOP DRAWINGS FOR ALL WALLS DEPICTING PLACEMENT OF REBAR & GROUTED CORES, TYPICAL LAYOUTS, CONTROL JOINT SPACING, AND POINTS OF ATTACHMENT TO STRUCTURAL FRAMING. SHOP DRAWINGS SHALL INCLUDE TYPICAL DETAILS FOR MECHANICAL ANCHORAGES. PROVIDE WALL ELEVATIONS DRAWN TO SCALE. 28. CONTRACTOR IS TO SUBMIT THE FOLLOWING TO THE ARCHITECT/ENGINEER FOR REVIEW AND APPROVAL: CONTRACTOR IS TO SUBMIT THE FOLLOWING TO THE ARCHITECT/ENGINEER FOR REVIEW AND APPROVAL: 28.1. MATERIAL CERTIFICATES: SIGNED BY MANUFACTURERS CERTIFYING THAT EACH OF THE FOLLOWING ITEMS MATERIAL CERTIFICATES: SIGNED BY MANUFACTURERS CERTIFYING THAT EACH OF THE FOLLOWING ITEMS COMPLIES WITH ALL PERTINENT ASTM REQUIREMENTS: - GROUT DESIGN MIXES GROUT DESIGN MIXES - REINFORCING MATERIALS REINFORCING MATERIALS - MORTAR DESIGN MIXES MORTAR DESIGN MIXES - CONCRETE MASONRY UNITCONCRETE MASONRY UNIT

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POST-INSTALLED ANCHOR GENERAL NOTES

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1. EXCEPT WHERE INDICATED ON THE DRAWINGS, POST-INSTALLED ANCHORS SHALL CONSIST OF THE FOLLOWING ANCHOR EXCEPT WHERE INDICATED ON THE DRAWINGS, POST-INSTALLED ANCHORS SHALL CONSIST OF THE FOLLOWING ANCHOR TYPES AS PROVIDED BY HILTI, INC. CONTACT HILTI AT (800)879-8000 FOR PRODUCT RELATED QUESTIONS. 2. ANCHOR TYPES: ANCHOR TYPES: 2.1. ANCHORAGE TO CONCRETE: ANCHORAGE TO CONCRETE: : - ADHESIVE ANCHORS FOR CRACKED AND UNCRACKED CONCRETE USE: ADHESIVE ANCHORS FOR CRACKED AND UNCRACKED CONCRETE USE: -- HILTI HIT-HY 200-R V3 SAFE SET SYSTEM WITH HILTI HOLLOW HIT-Z ROD PER ICC ESR-3187 HILTI HIT-HY 200-R V3 SAFE SET SYSTEM WITH HILTI HOLLOW HIT-Z ROD PER ICC ESR-3187 -- HILTI HIT-HY 200-R V3 SAFE SET SYSTEM WITH HILTI HOLLOW DRILL BIT SYSTEM WITH HAS-E THREADED HILTI HIT-HY 200-R V3 SAFE SET SYSTEM WITH HILTI HOLLOW DRILL BIT SYSTEM WITH HAS-E THREADED ROD PER ICC ESR-3187 -- HILTI HIT-RE 500 V3 EPOXY ADHESIVE ANCHORING SYSTEM WITH HAS-E THREADED ROD PER ICC HILTI HIT-RE 500 V3 EPOXY ADHESIVE ANCHORING SYSTEM WITH HAS-E THREADED ROD PER ICC ESR-2322 FOR SLOW CURE APPLICATIONS - MEDIUM DUTY MECHANICAL ANCHORS FOR CRACKED AND UNCRACKED CONCRETE USE: MEDIUM DUTY MECHANICAL ANCHORS FOR CRACKED AND UNCRACKED CONCRETE USE: -- HILTI KWIK HUS EZ AND KWIK HUS EX-I SCREW ANCHORS PER ICC ESR-3027. HILTI KWIK HUS EZ AND KWIK HUS EX-I SCREW ANCHORS PER ICC ESR-3027. -- HILTI KWIK BOLT-TZ EXPANSION ANCHORS PER ICC ESR-1917 HILTI KWIK BOLT-TZ EXPANSION ANCHORS PER ICC ESR-1917 -- HILTI KWIK BOLT 3 EXPANSION ANCHORS (UNCRACKED CONCRETE ONLY) PER ISS ESR-2302 HILTI KWIK BOLT 3 EXPANSION ANCHORS (UNCRACKED CONCRETE ONLY) PER ISS ESR-2302 - HEAVY DUTY MECHANICAL ANCHORS FOR CRACKED AND UNCRACKED CONCRETE USE: HEAVY DUTY MECHANICAL ANCHORS FOR CRACKED AND UNCRACKED CONCRETE USE: -- HILTI HDA UNDERCUT ANCHORS PER ICC ESR-1546 HILTI HDA UNDERCUT ANCHORS PER ICC ESR-1546 -- HILTI HSL-3 EXPANSION ANCHORS PER ICC ESR-1545 HILTI HSL-3 EXPANSION ANCHORS PER ICC ESR-1545 2.2 REBAR DOWELING INTO CONCRETE: REBAR DOWELING INTO CONCRETE: : - ADHESIVE ANCHORS FOR CRACKED AND UNCRACKED CONCRETE USE: ADHESIVE ANCHORS FOR CRACKED AND UNCRACKED CONCRETE USE: -- HILTI HIT-HY 200-R V3 SAFE SET SYSTEM WITH HILTI HOLLOW DRILL BIT SYSTEM WITH CONTINUOUSLY HILTI HIT-HY 200-R V3 SAFE SET SYSTEM WITH HILTI HOLLOW DRILL BIT SYSTEM WITH CONTINUOUSLY DEFORMED REBAR PER ICC ESR-3187 -- HILTI HIT-RE 500 V3 EPOXY ADHESIVE ANCHORING SYSTEM WITH CONTINUOUSLY DEFORMED REBAR PER HILTI HIT-RE 500 V3 EPOXY ADHESIVE ANCHORING SYSTEM WITH CONTINUOUSLY DEFORMED REBAR PER ICC ESR-2322 2.3 ANCHORAGE TO SOLID GROUTED MASONRY: ANCHORAGE TO SOLID GROUTED MASONRY: : - ADHESIVE ANCHORS USE: ADHESIVE ANCHORS USE: -- HILTI HILTI HIT-HY 270 MASONRY ADHESIVE ANCHORING SYSTEM HILTI HILTI HIT-HY 270 MASONRY ADHESIVE ANCHORING SYSTEM -- STEEL ANCHOR ELEMENT SHALL BE HILTI HAS-E CONTINUOUSLY THREADED ROD OR CONTINUOUSLY STEEL ANCHOR ELEMENT SHALL BE HILTI HAS-E CONTINUOUSLY THREADED ROD OR CONTINUOUSLY DEFORMED STEEL REBAR - MECHANICAL ANCHORS USE: MECHANICAL ANCHORS USE: -- HILTI KWIK BOLT-3 EXPANSION ANCHORS PER ICC ESR-1385 HILTI KWIK BOLT-3 EXPANSION ANCHORS PER ICC ESR-1385 2.4 ANCHORAGE TO HOLLOW / MULTI-WYTHE MASONRY: ANCHORAGE TO HOLLOW / MULTI-WYTHE MASONRY: - ADHESIVE ANCHORS USE: ADHESIVE ANCHORS USE: -- HILTI HIT-HY 270 MASONRY ADHESIVE ANCHORING SYSTEM PER ICC ESR-3342 HILTI HIT-HY 270 MASONRY ADHESIVE ANCHORING SYSTEM PER ICC ESR-3342 -- STEEL ANCHOR ELEMENT SHALL BE HILTI HAS-E CONTINUOUSLY THREADED ROD OR CONTINUOUSLY STEEL ANCHOR ELEMENT SHALL BE HILTI HAS-E CONTINUOUSLY THREADED ROD OR CONTINUOUSLY DEFORMED STEEL REBAR -- THE APPROPRIATE SIZE SCREEN TUBE SHALL BE USED PER ADHESIVE MANUFACTURER'S RECOMMENDATION. THE APPROPRIATE SIZE SCREEN TUBE SHALL BE USED PER ADHESIVE MANUFACTURER'S RECOMMENDATION. 3. ANCHOR CAPACITY USED IN DESIGN SHALL BE BASED ON THE TECHNICAL DATA PUBLISHED BY HILTI OR SUCH OTHER ANCHOR CAPACITY USED IN DESIGN SHALL BE BASED ON THE TECHNICAL DATA PUBLISHED BY HILTI OR SUCH OTHER METHOD AS APPROVED BY THE STRUCTURAL ENGINEER OF RECORD. SUBSTITUTION REQUESTS FOR ALTERNATE PRODUCTS MUST BE APPROVED IN WRITING BY THE STRUCTURAL ENGINEER OF RECORD PRIOR TO USE. CONTRACTOR SHALL PROVIDE CALCULATIONS DEMONSTRATING THAT THE SUBSTITUTED PRODUCT IS CAPABLE OF ACHIEVING THE PERFORMANCE VALUES OF THE SPECIFIED HILTI PRODUCT. SUBSTITUTIONS WILL BE EVALUATED BY THEIR HAVING AN ICC ESR SHOWING COMPLIANCE WITH THE RELEVANT BUILDING CODE FOR SEISMIC USES, LOAD RESISTANCE, INSTALLATION CATEGORY, AND AVAILABILITY OF COMPREHENSIVE INSTALLATION INSTRUCTIONS. ADHESIVE ANCHOR EVALUATION WILL ALSO CONSIDER CREEP, IN-SERVICE TEMPERATURE AND INSTALLATION TEMPERATURE. 4. INSTALL ANCHORS PER THE MANUFACTURERS INSTRUCTIONS, AS INCLUDED IN THE ANCHOR PACKAGING. INSTALL ANCHORS PER THE MANUFACTURERS INSTRUCTIONS, AS INCLUDED IN THE ANCHOR PACKAGING. 5. OVERHEAD ADHESIVE ANCHORS MUST BE INSTALLED USING THE HILTI PROFI SYSTEM. OVERHEAD ADHESIVE ANCHORS MUST BE INSTALLED USING THE HILTI PROFI SYSTEM. 6. THE CONTRACTOR SHALL ARRANGE ANCHOR MANUFACTURER'S REPRESENTATIVE TO PROVIDE ONSITE INSTALLATION THE CONTRACTOR SHALL ARRANGE ANCHOR MANUFACTURER'S REPRESENTATIVE TO PROVIDE ONSITE INSTALLATION TRAINING FOR ALL OF THEIR ANCHORING PRODUCTS SPECIFIED. THE STRUCTURAL ENGINEER MUST RECEIVE DOCUMENTED CONFIRMATION THAT ALL OF THE CONTRACTOR'S PERSONNEL WHO WILL INSTALL ANCHORS ARE TRAINED PRIOR TO THE COMMENCEMENT OF INSTALLING ANCHORS. 7. ANCHOR CAPACITY IS DEPENDENT UPON SPACING BETWEEN ADJACENT ANCHORS AND PROXIMITY OF ANCHORS TO EDGE ANCHOR CAPACITY IS DEPENDENT UPON SPACING BETWEEN ADJACENT ANCHORS AND PROXIMITY OF ANCHORS TO EDGE OF CONCRETE. INSTALL ANCHORS IN ACCORDANCE WITH SPACING AND EDGE CLEARANCES INDICATED ON THE DRAWINGS. 8. EXISTING REINFORCING BARS IN THE CONCRETE STRUCTURE MAY CONFLICT WITH SPECIFIC ANCHOR LOCATIONS. UNLESS EXISTING REINFORCING BARS IN THE CONCRETE STRUCTURE MAY CONFLICT WITH SPECIFIC ANCHOR LOCATIONS. UNLESS OTHERWISE NOTED ON THE DRAWINGS THAT THE BARS CAN BE CUT, THE CONTRACTOR SHALL REVIEW THE EXISTING STRUCTURAL DRAWINGS AND SHALL UNDERTAKE TO LOCATE THE POSITION OF THE REINFORCING BARS AT THE LOCATIONS OF THE CONCRETE ANCHORS, HILTI PS 200 FERROSCAN, HILTI PS 1000 X-SCAN, GPR SCAN, X-RAY, CHIPPING OR OTHER MEANS. DESTRUCTIVE INVESTIGATIVE METHODS MUST BE APPROVED BY THE ARCHITECT/ENGINEER OF RECORD.

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SITE PREPARATION GENERAL NOTES

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1. THE SURFACE OF THE EXPOSED SUB-GRADE SHALL BE INSPECTED BY PROBING OR TESTING TO CHECK FOR THE SURFACE OF THE EXPOSED SUB-GRADE SHALL BE INSPECTED BY PROBING OR TESTING TO CHECK FOR POCKETS OF SOFT OF UNSUITABLE MATERIAL. EXCAVATE UNSUITABLE SOIL AS DIRECTED BY THE ON-SITE GEOTECHNICAL ENGINEER AND/OR TESTING AGENCY. 2. FILL ALL EXCAVATED AREAS WITH APPROVED CONTROLLED FILL. PLACE IN 12 INCH MAXIMUM LOOSE LIFTS AND FILL ALL EXCAVATED AREAS WITH APPROVED CONTROLLED FILL. PLACE IN 12 INCH MAXIMUM LOOSE LIFTS AND 12 INCH MAXIMUM LOOSE LIFTS AND INCH MAXIMUM LOOSE LIFTS AND COMPACT TO A MINIMUM OF 95% OF THE MAXIMUM DRY DENSITY IN ACCORDANCE WITH ASTM D-1557 AND/OR 95% OF THE MAXIMUM DRY DENSITY IN ACCORDANCE WITH ASTM D-1557 AND/OR OF THE MAXIMUM DRY DENSITY IN ACCORDANCE WITH ASTM D-1557 AND/OR ASTM D-698. 3. ALL CONTROLLED FILL MATERIAL SHALL BE A SELECT GRANULAR MATERIAL FREE FROM ALL ORGANICS OR ALL CONTROLLED FILL MATERIAL SHALL BE A SELECT GRANULAR MATERIAL FREE FROM ALL ORGANICS OR OTHERWISE DELETERIOUS MATERIAL WITH NOT MORE THAN 20% BY WEIGHT PASSING A NO. 200 SIEVE (CLASSIFIED AS SC, SM, SP OR BETTER IN ACCORDANCE WITH THE UNIFIED SOIL CLASSIFICATION SYSTEM) AND WITH A PLASTICITY INDEX NOT EXCEEDING 6%. 4. PROVIDE FIELD DENSITY TESTS FOR EACH 3,000 S.F. OF BUILDING AREA FOR EACH LIFT OF CONTROLLED FILL. PROVIDE FIELD DENSITY TESTS FOR EACH 3,000 S.F. OF BUILDING AREA FOR EACH LIFT OF CONTROLLED FILL. 5. EXCAVATIONS SHALL BE KEPT DRY BY PUMPING UNTIL UNDERGROUND CONSTRUCTION IS COMPLETE. EXCAVATIONS SHALL BE KEPT DRY BY PUMPING UNTIL UNDERGROUND CONSTRUCTION IS COMPLETE. 6. LOOSENED BEARING SOILS SHALL BE RECOMPACTED WITH A SMALL VIBRATORY PLATE COMPACTOR PRIOR TO LOOSENED BEARING SOILS SHALL BE RECOMPACTED WITH A SMALL VIBRATORY PLATE COMPACTOR PRIOR TO PLACEMENT OF REINFORCING BARS. 7. ALL FOUNDATION EXCAVATIONS SHALL BE INSPECTED BY THE GEOTECHNICAL ENGINEER PRIOR TO CONCRETE ALL FOUNDATION EXCAVATIONS SHALL BE INSPECTED BY THE GEOTECHNICAL ENGINEER PRIOR TO CONCRETE PLACEMENT. ALL SOFTENED OR OTHERWISE UNSUITABLE BEARING MATERIALS SHALL BE REMOVED AND REPLACED WITH LOAD-BEARING FILL OR WITH LEAN CONCRETE (2000 PSI). 8. THE CONTRACTOR SHALL LAYOUT THE ENTIRE BUILDING AND FIELD VERIFY ALL DIMENSIONS PRIOR TO EXCAVATION.THE CONTRACTOR SHALL LAYOUT THE ENTIRE BUILDING AND FIELD VERIFY ALL DIMENSIONS PRIOR TO EXCAVATION.

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FOUNDATION DESIGN AND CONSTRUCTION CRITERIA

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1. FOUNDATION DESIGN CRITERIA IS ASSUMED IN ABSENCE OF A SITE SPECIFIC GEOTECHNICAL ENGINEERING SOILS FOUNDATION DESIGN CRITERIA IS ASSUMED IN ABSENCE OF A SITE SPECIFIC GEOTECHNICAL ENGINEERING SOILS REPORT. 2. FOOTINGS HAVE BEEN DESIGNED FOR AN ASSUMED ALLOWABLE SOIL BEARING CAPACITY OF 1 TON PER SQUARE FOOTINGS HAVE BEEN DESIGNED FOR AN ASSUMED ALLOWABLE SOIL BEARING CAPACITY OF 1 TON PER SQUARE 1 TON PER SQUARE FOOT (2,000 PSF) . . 3. MINIMUM DEPTH PER THE SOILS REPORT REQUIRED FOR FROST PROTECTION TO BOTTOM OF FOUNDATION MINIMUM DEPTH PER THE SOILS REPORT REQUIRED FOR FROST PROTECTION TO BOTTOM OF FOUNDATION BOTTOM OF FOUNDATION OF FOUNDATION =(-4'-0"). APPLIES TO ALL PERIMETER WALL FOOTINGS, GRADE BEAMS & ISOLATED EXTERIOR COLUMN (-4'-0"). APPLIES TO ALL PERIMETER WALL FOOTINGS, GRADE BEAMS & ISOLATED EXTERIOR COLUMN . APPLIES TO ALL PERIMETER WALL FOOTINGS, GRADE BEAMS & ISOLATED EXTERIOR COLUMN FOOTINGS/PILE CAPS. 4. BACKFILL SHALL BE BROUGHT UP EQUALLY ON BOTH SIDES OF FOUNDATION WALLS UNTIL THE FINAL ELEVATION IS BACKFILL SHALL BE BROUGHT UP EQUALLY ON BOTH SIDES OF FOUNDATION WALLS UNTIL THE FINAL ELEVATION IS ACHIEVED. VARIATIONS SHALL NOT EXCEED 2'-0" BETWEEN BACKFILL ELEVATIONS ON EITHER SIDE WITHOUT ENGINEER'S APPROVAL. 5. WHEN STEPPING WALL FOUNDATIONS THE MAXIMUM STEP SHALL BE ONE VERTICALLY TO TWO HORIZONTALLY WHERE WHEN STEPPING WALL FOUNDATIONS THE MAXIMUM STEP SHALL BE ONE VERTICALLY TO TWO HORIZONTALLY WHERE ELEVATIONS CHANGE. 6. LOCATIONS OF FOOTING STEPS SHOWN ON THE FOUNDATION PLAN ARE APPROXIMATE. THE GENERAL CONTRACTOR LOCATIONS OF FOOTING STEPS SHOWN ON THE FOUNDATION PLAN ARE APPROXIMATE. THE GENERAL CONTRACTOR APPROXIMATE. THE GENERAL CONTRACTOR . THE GENERAL CONTRACTOR SHALL FIELD VERIFY EXACT GRADE LOCATIONS AROUND THE BUILDING AND LOCATE ANY FOOTING STEPS ACCORDINGLY IN ORDER TO MAINTAIN A PROPER FROST DEPTH COVER AT ALL LOCATIONS, UNLESS OTHERWISE NOTED ON THE DRAWINGS.

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(UNLESS OTHERWISE NOTED OR SHOWN ON PLAN, THE FOLLOWING NOTES SHALL APPLY)

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CAST-IN-PLACE CONCRETE GENERAL NOTES

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1. CONCRETE WORK SHALL CONFORM WITH THE REQUIREMENTS OF THE 2011 EDITION OF THE AMERICAN CONCRETE CONCRETE WORK SHALL CONFORM WITH THE REQUIREMENTS OF THE 2011 EDITION OF THE AMERICAN CONCRETE INSTITUTE ACI 318-14. 2. ALL CAST-IN-PLACE CONCRETE SHALL DEVELOP A STRENGTH OF 4,000 PSI AT 28 DAYS. ALL CAST-IN-PLACE CONCRETE SHALL DEVELOP A STRENGTH OF 4,000 PSI AT 28 DAYS. 3. MAXIMUM WATER-CEMENTITIOUS MATERIAL RATIO 0.50, SLUMP : 4" + 1", AIR CONTENT: 5-1/2" % ± 1-1/2 % - MAXIMUM WATER-CEMENTITIOUS MATERIAL RATIO 0.50, SLUMP : 4" + 1", AIR CONTENT: 5-1/2" % ± 1-1/2 % - DO NOT ALLOW AIR CONTENT OF TROWELED FINISHED FLOORS TO EXCEED 3 %. 4. REINFORCEMENT SHALL BE DEFORMED BARS ASTM DESIGNATION A-615, GRADE 60, AND SHALL BE EPOXY COATED. REINFORCEMENT SHALL BE DEFORMED BARS ASTM DESIGNATION A-615, GRADE 60, AND SHALL BE EPOXY COATED. 5. CONCRETE PROTECTION FOR REINFORCEMENT SHALL CONFORM TO LATEST ACI SPECIFICATION. CONCRETE PROTECTION FOR REINFORCEMENT SHALL CONFORM TO LATEST ACI SPECIFICATION. 6. TEMPERATURE REINFORCING SHALL BE SUFFICIENTLY EMBEDDED TO DEVELOP FULL STRENGTH IN CONCRETE WALLS TEMPERATURE REINFORCING SHALL BE SUFFICIENTLY EMBEDDED TO DEVELOP FULL STRENGTH IN CONCRETE WALLS CONCRETE WALLS AND SLABS. 7. PROVIDE ADEQUATE TIES FOR REINFORCEMENT IN SLABS, BEAMS, PIERS AND WALLS. REINFORCEMENT TO BE HELD PROVIDE ADEQUATE TIES FOR REINFORCEMENT IN SLABS, BEAMS, PIERS AND WALLS. REINFORCEMENT TO BE HELD AT CORRECT DISTANCE FROM FORMS AND EARTH BY STEEL CHAIRS OR TIES. 8. FOLLOW CRSI RULES FOR PLACING OF REINFORCING STEEL AND ACCESSORIES. FOLLOW CRSI RULES FOR PLACING OF REINFORCING STEEL AND ACCESSORIES. 9. CONTRACTOR IS TO SUBMIT THE FOLLOWING TO THE ARCHITECT/ENGINEER FOR APPROVAL: CONTRACTOR IS TO SUBMIT THE FOLLOWING TO THE ARCHITECT/ENGINEER FOR APPROVAL: A. MATERIAL CERTIFICATES: SIGNED BY MANUFACTURERS CERTIFYING THAT EACH OF THE FOLLOWING ITEMS MATERIAL CERTIFICATES: SIGNED BY MANUFACTURERS CERTIFYING THAT EACH OF THE FOLLOWING ITEMS COMPLIES WITH ALL PERTINENT ASTM REQUIREMENTS: - CONCRETE DESIGN MIXES: FOR EACH CONCRETE MIX. CONCRETE DESIGN MIXES: FOR EACH CONCRETE MIX. - REINFORCING MATERIALS. REINFORCING MATERIALS. - ADMIXTURES: ADMIXTURES: -- AIR-ENTRAINING ADMIXTURE CONFORMING TO ASTM C 260. AIR-ENTRAINING ADMIXTURE CONFORMING TO ASTM C 260. -- RETARDING ADMIXTURE CONFORMING TO ASTM C 494, TYPE B. RETARDING ADMIXTURE CONFORMING TO ASTM C 494, TYPE B. -- WATER-REDUCING AND RETARDING ADMIXTURE CONFORMING TO ASTM C 494, TYPE D. WATER-REDUCING AND RETARDING ADMIXTURE CONFORMING TO ASTM C 494, TYPE D. -- HIGH-RANGE, WATER-REDUCING ADMIXTURE CONFORMING TO ASTM C 494, TYPE F. HIGH-RANGE, WATER-REDUCING ADMIXTURE CONFORMING TO ASTM C 494, TYPE F. - AGGREGATE (MATERIAL TEST REPORTS). AGGREGATE (MATERIAL TEST REPORTS). - VAPOR RETARDER: MINIMUM CLASS A 15 MIL MEETING ASTM E 1745. VAPOR RETARDER: MINIMUM CLASS A 15 MIL MEETING ASTM E 1745. - WATERSTOPS: EITHER FLEXIBLE PVC OR SELF-EXPANDING BUTYL STRIP WATERSTOPS. WATERSTOPS: EITHER FLEXIBLE PVC OR SELF-EXPANDING BUTYL STRIP WATERSTOPS. - CURING COMPOUNDS: MIN CLEAR WATERBORNE, MEETING ASTM C 309, TYPE 1 CLASS B CURING COMPOUNDS: MIN CLEAR WATERBORNE, MEETING ASTM C 309, TYPE 1 CLASS B - FORM MATERIALS AND FORM RELEASE AGENTS. FORM MATERIALS AND FORM RELEASE AGENTS. - CEMENTITIOUS MATERIALS. CEMENTITIOUS MATERIALS. 10. NO CONCRETE SHALL BE CAST UNTIL THE PRELIMINARY TESTS REQUIRED HAVE BEEN MADE, REPORTS THEREOF FILED NO CONCRETE SHALL BE CAST UNTIL THE PRELIMINARY TESTS REQUIRED HAVE BEEN MADE, REPORTS THEREOF FILED THEREOF FILED WITH THE ENGINEER, AND APPROVED. THE CONTROLLED CONCRETE TO BE USED SHALL CONFORM TO THE APPROVED CONFORM TO THE APPROVED DESIGN MIX OBTAINED AS A RESULT OF THE PRELIMINARY TESTS. THE USE OF ANY ADDITIVES NOT PRESENT IN THE USE OF ANY ADDITIVES NOT PRESENT IN THE PRELIMINARY TEST MIX IS PROHIBITED. 11. MANUFACTURER QUALIFICATIONS: A FIRM EXPERIENCED IN MANUF. READY-MIXED CONCRETE PRODUCTS THAT MANUFACTURER QUALIFICATIONS: A FIRM EXPERIENCED IN MANUF. READY-MIXED CONCRETE PRODUCTS THAT THAT COMPLIES WITH ASTM C 94/C 94M REQUIREMENTS FOR PRODUCTION FACILITIES AND EQUIPMENT. 12. TESTING AGENCY QUALIFICATIONS: AN INDEPENDENT AGENCY, ACCEPTABLE TO AUTHORITIES HAVING JURISDICTION, TESTING AGENCY QUALIFICATIONS: AN INDEPENDENT AGENCY, ACCEPTABLE TO AUTHORITIES HAVING JURISDICTION, QUALIFIED ACCORDING TO ASTM C 1077 AND ASTM E 329 FOR TESTING INDICATED, AS DOCUMENTED ACCORDING TO ASTM E 548. 13. REPRESENTATIVE TEST CYLINDERS WILL BE TAKEN FROM THE CONCRETE PLACED EACH DAY IN ACCORDANCE WITH REPRESENTATIVE TEST CYLINDERS WILL BE TAKEN FROM THE CONCRETE PLACED EACH DAY IN ACCORDANCE WITH THE TESTING AND INSPECTION NOTES. 14. WELDED WIRE FABRIC SHALL HAVE A MINIMUM ULTIMATE STRENGTH OF 70,000 PSI AND SHALL CONFORM TO ASTM WELDED WIRE FABRIC SHALL HAVE A MINIMUM ULTIMATE STRENGTH OF 70,000 PSI AND SHALL CONFORM TO ASTM A-185 AND A-497. 15. MESH SHALL BE SPLICED SO THAT THE OVERLAP BETWEEN OUTERMOST CROSS WIRES OF EACH SHEET IS NOT LESS MESH SHALL BE SPLICED SO THAT THE OVERLAP BETWEEN OUTERMOST CROSS WIRES OF EACH SHEET IS NOT LESS THAN THE SPACING OF THE CROSS WIRES PLUS TWO INCHES. 16. THIS CONTRACTOR SHALL COOPERATE WITH OTHER TRADES AND WHERE REQUIRED INSTALL ALL BUILT-IN WORK, THIS CONTRACTOR SHALL COOPERATE WITH OTHER TRADES AND WHERE REQUIRED INSTALL ALL BUILT-IN WORK, SLEEVES, INSERTS, ETC., AS REQUIRED FOR A COMPLETE JOB. 17. STRUCTURAL MEMBERS SHALL BE POURED FOR THEIR FULL DEPTHS IN ONE OPERATION. CONSTRUCTION JOINTS SUCH STRUCTURAL MEMBERS SHALL BE POURED FOR THEIR FULL DEPTHS IN ONE OPERATION. CONSTRUCTION JOINTS SUCH AS DAY'S POUR JOINTS SHALL BE LOCATED IN THE MIDDLE THIRD OF THE SPAN, MAIN REINFORCEMENT TO RUN RUN THROUGH THE JOINT, KEY & ROUGHEN JOINTS TO EXPOSE AGGREGATE FOR CHEMICAL BOND. 18. NO HORIZONTAL JOINTS SHALL BE PLACED IN WALLS EXCEPT AS SHOWN ON THE DRAWINGS, WITHOUT THE APPROVAL NO HORIZONTAL JOINTS SHALL BE PLACED IN WALLS EXCEPT AS SHOWN ON THE DRAWINGS, WITHOUT THE APPROVAL OF THE ENGINEER. 19. SLABS-ON-GRADE SHALL HAVE THICKENINGS, DEPRESSIONS, OPENINGS, ETC., AS REQUIRED OR AS SHOWN HEREIN SLABS-ON-GRADE SHALL HAVE THICKENINGS, DEPRESSIONS, OPENINGS, ETC., AS REQUIRED OR AS SHOWN HEREIN OR ON ARCHITECTURAL DRAWINGS. 20. LOCATION OF CUTOFF POINTS FOR CONCRETE BEAM REINFORCEMENT SHALL BE AS SHOWN ON TYP. DETAILS. LOCATION OF CUTOFF POINTS FOR CONCRETE BEAM REINFORCEMENT SHALL BE AS SHOWN ON TYP. DETAILS. 21. PROVIDE 100% CONTINUITY OVER SUPPORTS FOR CONTINUOUS SLABS AND BEAMS. PROVIDE 100% CONTINUITY OVER SUPPORTS FOR CONTINUOUS SLABS AND BEAMS. 22. PROVIDE TWO #5 BARS AT REENTRANT CORNERS AND AROUND OPENINGS IN ANY CONCRETE WALL, BEAM, SLAB, PROVIDE TWO #5 BARS AT REENTRANT CORNERS AND AROUND OPENINGS IN ANY CONCRETE WALL, BEAM, SLAB, BEAM, SLAB, GRADE BEAM OR MASONRY BEARING WALL. 23. PROVIDE POCKETS IN WALLS FOR COLUMNS, BEAMS AND SLABS. PROVIDE POCKETS IN WALLS FOR COLUMNS, BEAMS AND SLABS. 24. MINIMUM BEARING ON WALL OR BEAMS 4" FOR SLABS, 8" FOR BEAMS (UON). MINIMUM BEARING ON WALL OR BEAMS 4" FOR SLABS, 8" FOR BEAMS (UON). 25. TOP ELEV. OF SLABS SHALL VARY ACCORDING TO FINISH FLOOR MATERIAL. SEE ARCHITECTURAL DRAWINGS. TOP ELEV. OF SLABS SHALL VARY ACCORDING TO FINISH FLOOR MATERIAL. SEE ARCHITECTURAL DRAWINGS. 26. IN ANY APPROVED CONSTRUCTION JOINT, PROVIDE 2" x 4" KEY AND 48 BAR DIAMETER LAP (16" MIN) OF IN ANY APPROVED CONSTRUCTION JOINT, PROVIDE 2" x 4" KEY AND 48 BAR DIAMETER LAP (16" MIN) OF OF REINFORCING, EXCEPT FOR SLABS ON GRADE. 27. BACKFILL TO BE PLACED IN 6" LAYERS AND COMPACTED TO 95% OF MAXIMUM MODIFIED DENSITY. BACKFILL TO BE PLACED IN 6" LAYERS AND COMPACTED TO 95% OF MAXIMUM MODIFIED DENSITY. 28. PROVIDE PRECAST LINTELS FOR OPENINGS OR RECESSES IN BLOCK WALLS WHERE NO SPECIFIC LINTEL IS NOTED. PROVIDE PRECAST LINTELS FOR OPENINGS OR RECESSES IN BLOCK WALLS WHERE NO SPECIFIC LINTEL IS NOTED. LINTELS SHALL HAVE 8" MINIMUM BEARING EACH END. WHERE STRUCTURAL MEMBERS INTERFERE WITH BEARING, INTERFERE WITH BEARING, PROVIDE CONNECTION TO MEMBER. 29. SEE MEP AND ARCHITECTURAL DRAWINGS FOR SIZE AND LOCATION OF OPENINGS NOT SHOWN ON STRUCTURAL SEE MEP AND ARCHITECTURAL DRAWINGS FOR SIZE AND LOCATION OF OPENINGS NOT SHOWN ON STRUCTURAL DRAWINGS. 30. COLD-WEATHER PLACEMENT: COMPLY WITH ACI 306.1 AND AS FOLLOWS. PROTECT CONCRETE WORK FROM COLD-WEATHER PLACEMENT: COMPLY WITH ACI 306.1 AND AS FOLLOWS. PROTECT CONCRETE WORK FROM COMPLY WITH ACI 306.1 AND AS FOLLOWS. PROTECT CONCRETE WORK FROM PHYSICAL DAMAGE OR REDUCED STRENGTH THAT COULD BE CAUSED BY FROST, FREEZING ACTIONS, OR LOW TEMPERATURES. 31. HOT-WEATHER PLACEMENT: COMPLY WITH ACI 301 AND AS FOLLOWS: MAINTAIN CONCRETE TEMPERATURE BELOW HOT-WEATHER PLACEMENT: COMPLY WITH ACI 301 AND AS FOLLOWS: MAINTAIN CONCRETE TEMPERATURE BELOW COMPLY WITH ACI 301 AND AS FOLLOWS: MAINTAIN CONCRETE TEMPERATURE BELOW BELOW 90 DEG F AT TIME OF PLACEMENT. CHILLED MIXING WATER OR CHOPPED ICE MAY BE USED TO CONTROL TO CONTROL TEMPERATURE, PROVIDED WATER EQUIVALENT OF ICE IS CALCULATED TO TOTAL AMOUNT OF MIXING WATER. USING WATER. USING LIQUID NITROGEN TO COOL CONCRETE IS CONTRACTOR'S OPTION. 32. WHEN AIR TEMPERATURE IS BETWEEN 85 AND 90 DEG F, REDUCE MIXING AND DELIVERY TIME FROM 90 MINUTES TO WHEN AIR TEMPERATURE IS BETWEEN 85 AND 90 DEG F, REDUCE MIXING AND DELIVERY TIME FROM 90 MINUTES TO 75 MINUTES; WHEN AIR TEMPERATURE IS ABOVE 90 DEG F, REDUCE MIXING AND DELIVERY TIME TO 60 MINUTES. 33. FINISHING FORMED SURFACES: FINISHING FORMED SURFACES: 33.1. SMOOTH-FORMED FINISH: AS-CAST CONCRETE TEXTURE IMPARTED BY FORM-FACING MATERIAL, ARRANGED IN SMOOTH-FORMED FINISH: AS-CAST CONCRETE TEXTURE IMPARTED BY FORM-FACING MATERIAL, ARRANGED IN AN ORDERLY AND SYMMETRICAL MANNER WITH A MINIMUM OF SEAMS. REPAIR AND PATCH TIE HOLES AND DEFECTS. REMOVE FINS AND OTHER PROJECTIONS THAT EXCEED SPECIFIED LIMITS ON FORMED-SURFACE IRREGULARITIES. 34. FINISHING FLOORS AND SLABS: FINISHING FLOORS AND SLABS: 34.1. TROWEL FINISH: AFTER APPLYING FLOAT FINISH, APPLY FIRST TROWELING AND CONSOLIDATE CONCRETE BY TROWEL FINISH: AFTER APPLYING FLOAT FINISH, APPLY FIRST TROWELING AND CONSOLIDATE CONCRETE BY HAND OR POWER-DRIVEN TROWEL. CONTINUE TROWELING PASSES AND RESTRAIGHTEN UNTIL SURFACE IS FREE OF TROWEL MARKS AND UNIFORM IN TEXTURE AND APPEARANCE. GRIND SMOOTH ANY SURFACE DEFECTS THAT WOULD TELEGRAPH THROUGH APPLIED COATINGS OR FLOOR COVERINGS. FINISH SURFACES TO THE FOLLOWING TOLERANCES, ACCORDING TO ASTM E 1155, FOR A RANDOMLY TRAFFICKED FLOOR SURFACE: 34.2. SPECIFIED OVERALL VALUES OF FLATNESS, F(F) 35; AND OF LEVELNESS, F(L) 25; WITH MINIMUM LOCAL VALUES SPECIFIED OVERALL VALUES OF FLATNESS, F(F) 35; AND OF LEVELNESS, F(L) 25; WITH MINIMUM LOCAL VALUES LOCAL VALUES OF FLATNESS, F(F) 24; AND OF LEVELNESS, F(L) 17; FOR SLABS-ON-GRADE. 35. CURE CONCRETE ACCORDING TO ACI 308.1, BY THE FOLLOWING METHOD: CURE CONCRETE ACCORDING TO ACI 308.1, BY THE FOLLOWING METHOD: 35.1. CURING COMPOUND: APPLY UNIFORMLY IN CONT. OPERATION BY POWER SPRAY OR ROLLER ACCORDING TO CURING COMPOUND: APPLY UNIFORMLY IN CONT. OPERATION BY POWER SPRAY OR ROLLER ACCORDING TO ACCORDING TO MANUFACTURER'S WRITTEN INSTRUCTIONS. RECOAT AREAS SUBJECTED TO HEAVY RAINFALL WITHIN THREE RAINFALL WITHIN THREE HOURS AFTER INITIAL APPLICATION. MAINTAIN CONTINUITY OF COATING AND REPAIR DAMAGE DURING CURING AND REPAIR DAMAGE DURING CURING PERIOD. AFTER CURING PERIOD HAS ELAPSED, REMOVE CURING COMPOUND WITHOUT DAMAGING CONCRETE CURING COMPOUND WITHOUT DAMAGING CONCRETE SURFACES BY METHOD RECOMMENDED BY CURING COMPOUND MANUFACTURER UNLESS MANUFACTURER CURING COMPOUND MANUFACTURER UNLESS MANUFACTURER CERTIFIES CURING COMPOUND WILL NOT INTERFERE WITH BONDING OF FLOOR COVERING USED ON PROJECT. NOT INTERFERE WITH BONDING OF FLOOR COVERING USED ON PROJECT. 36. DEFECTIVE CONCRETE: REPAIR AND PATCH DEFECTIVE AREAS WHEN APPROVED BY ARCHITECT. REMOVED AND DEFECTIVE CONCRETE: REPAIR AND PATCH DEFECTIVE AREAS WHEN APPROVED BY ARCHITECT. REMOVED AND REPLACE CONCRETE THAT CANNOT BE REPAIRED AND PATCHED TO ARCHITECT'S APPROVAL.

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(UNLESS OTHERWISE NOTED OR SHOWN ON PLAN, THE FOLLOWING NOTES SHALL APPLY)

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GENERAL INFORMATION

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1. "LOADS" INDICATED IN THE DESIGN LOAD CRITERIA TABLE ARE THOSE USED IN DESIGN OF THE BUILDING "LOADS" INDICATED IN THE DESIGN LOAD CRITERIA TABLE ARE THOSE USED IN DESIGN OF THE BUILDING SUPERSTRUCTURE. 2. DESIGN LOADS AND CRITERIA USED IN THE DESIGN OF SPECIALTY STRUCTURAL SYSTEMS (i.e. CURTAINWALL, DESIGN LOADS AND CRITERIA USED IN THE DESIGN OF SPECIALTY STRUCTURAL SYSTEMS (i.e. CURTAINWALL, FIRESTAIRS, COLD-FORMED METAL FRAMING, ARCHITECTURAL PRECAST CONCRETE, METAL PANELS, ETC.) ARE TO BE DETERMINED BY A THIRD PARTY ENGINEER CONTRACTED BY THE SPECIALTY STRUCTURAL SYSTEM MANUFACTURER IN ACCORDANCE WITH CODE REQUIREMENTS OF THE GOVERNING JURISDICTION. THE SPECIALTY STRUCTURAL ENGINEER IS RESPONSIBLE FOR ALL CONNECTIONS OF THESE SYSTEMS TO THE SUPERSTRUCTURE, INCLUDING, BUT NOT LIMITED TO, ENGINEERING, DETAILING, AND INSTALLATION. IF ALTERATION TO THE SUPERSTRUCTURE IS REQUIRED AS DETERMINED BY THE E.O.R. TO REINFORCE FOR HIGH CONCENTRATED FORCES APPLIED BY THE SPECIALTY SYSTEM CONNECTION, THE REINFORCEMENT AND COST SHALL BE BORNE BY THE SPECIALTY SUBCONTRACTOR AND SHALL BE CONSIDERED A PART OF THE SPECIALTY CONNECTION. 3. ALL DETAILS MARKED "TYPICAL" IN THE SET OF STRUCTURAL DRAWINGS SHALL BE APPLIED THROUGHOUT ALL DETAILS MARKED "TYPICAL" IN THE SET OF STRUCTURAL DRAWINGS SHALL BE APPLIED THROUGHOUT THE PROJECT AS REQUIRED TO SATISFY THE REQUIREMENTS OF THE CONSTRUCTION DOCUMENTS. THE CONTRACTOR SHALL COORDINATE REQUIREMENTS FOR QUANTITY AND LOCATION WHERE THE "TYPICAL" DETAILS APPLY. 4. FAILURE ON THE PART OF THE CONTRACTOR TO REVIEW THE DRAWINGS OF OTHER DISCIPLINES (i.e. FAILURE ON THE PART OF THE CONTRACTOR TO REVIEW THE DRAWINGS OF OTHER DISCIPLINES (i.e. ARCHITECTURAL, MECHANICAL, ELECTRICAL, PLUMBING, ETC.) TOGETHER WITH THE FULL EXTENT OF THE PROJECT SPECIFICATIONS DOES NOT RELIEVE THEM OF THE RESPONSIBILITY TO FURNISH AND INSTALL ITEMS NOT RELIEVE THEM OF THE RESPONSIBILITY TO FURNISH AND INSTALL ITEMS RELIEVE THEM OF THE RESPONSIBILITY TO FURNISH AND INSTALL ITEMS THAT ARE PART OF THEIR WORK AS INDICATED BY THE DRAWINGS AND SPECIFICATIONS OF OTHER TRADES. ALL STRUCTURAL TRADE CONTRACTORS AND SUBCONTRACTORS ARE PROHIBITED FROM EXCLUDING STRUCTURAL WORK FROM THEIR CONTRACT NOT SHOWN IN THE STRUCTURAL DRAWINGS. 5. THE STRUCTURAL DRAWINGS FOR THIS PROJECT ARE NOT ISSUED FOR BID OR CONSTRUCTION UNLESS THE THE STRUCTURAL DRAWINGS FOR THIS PROJECT ARE NOT ISSUED FOR BID OR CONSTRUCTION UNLESS THE INDIVIDUAL SHEETS ARE IDENTIFIED AS "ISSUED FOR BID" OR "ISSUED FOR CONSTRUCTION." 6. THESE DRAWINGS DO NOT INCLUDE INFORMATION PERTAINING TO WEATHERPROOFING OR DRAINAGE OF THESE DRAWINGS DO NOT INCLUDE INFORMATION PERTAINING TO WEATHERPROOFING OR DRAINAGE OF STORM WATER, SUBSURFACE WATER, INTERIOR SURFACES, OR ANY OTHER AREAS THAT MAY BE IN CONTACT WITH WATER OR FLUIDS OF ANY KIND. ALL TREATMENTS OF SURFACES INCLUDING PITCH, SLOPE, FINISHES, WATERPROOFING, ETC. AND CONVEYANCE OF ANY FLUIDS AWAY FROM THE STRUCTURE IS INDICATED ELSEWHERE IN THE CONTRACT DOCUMENTS. STRUCTURAL SLABS, BALCONIES, PITS, STAIRS ROOFS, WALLS, AND MEMBERS DEPICTED ON THE PLANS, SECTIONS, AND DETAILS ARE SHOWN FOR THE SOLD PURPOSE OF COMMUNICATING STRUCTURAL INFORMATION AND MAY NOT BE ACCURATE REGARDING THE INTENT OF HOW FLUIDS FLOW AROUND AND AWAY FROM THE STRUCTURE. ANY INFORMATION SHOWN ON THE STRUCTURAL DRAWINGS RELATED TO SYSTEMS THAT CONTROL FLUID FLOW AGAINST THE STRUCTURAL ELEMENTS IS DIAGRAMMATIC AND MUST BE CONFIRMED WITH THE FULL REQUIREMENTS OF THE BUILDING CODE AND THE CONTRACT DOCUMENTS.

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(UNLESS OTHERWISE NOTED OR SHOWN ON PLAN, THE FOLLOWING SHALL APPLY)

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CAST-IN-PLACE CONCRETE GENERAL NOTES

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1. CONCRETE WORK SHALL CONFORM WITH THE REQUIREMENTS OF THE AMERICAN CONCRETE INSTITUTE ACI CONCRETE WORK SHALL CONFORM WITH THE REQUIREMENTS OF THE AMERICAN CONCRETE INSTITUTE ACI 318 (LATEST EDITION). 2. UNLESS OTHERWISE INDICATED ON DRAWINGS CAST-IN-PLACE CONCRETE SHALL DEVELOP A STRENGTH OF UNLESS OTHERWISE INDICATED ON DRAWINGS CAST-IN-PLACE CONCRETE SHALL DEVELOP A STRENGTH OF 3,000 PSI (FOUNDATION WALLS, RETAINING WALLS AND FOOTINGS); 4,000 PSI (SLAB-ON-GRADE, EXTERIOR SLABS AND CURBS) AT 28 DAYS. 3. REINFORCEMENT SHALL BE DEFORMED BARS ASTM DESIGNATION A-615, GRADE 60. REINFORCEMENT SHALL BE DEFORMED BARS ASTM DESIGNATION A-615, GRADE 60. 4. CONCRETE PROTECTION FOR REINFORCEMENT SHALL CONFORM TO LATEST A.C.I. SPECIFICATION. CONCRETE PROTECTION FOR REINFORCEMENT SHALL CONFORM TO LATEST A.C.I. SPECIFICATION. 5. TEMPERATURE REINFORCING SHALL BE SUFFICIENTLY EMBEDDED TO DEVELOP FULL STRENGTH IN CONCRETE TEMPERATURE REINFORCING SHALL BE SUFFICIENTLY EMBEDDED TO DEVELOP FULL STRENGTH IN CONCRETE WALLS AND SLABS. 6. PROVIDE ADEQUATE TIES FOR REINFORCEMENT IN SLABS, BEAMS, PIERS AND WALLS. REINFORCEMENT TO BE PROVIDE ADEQUATE TIES FOR REINFORCEMENT IN SLABS, BEAMS, PIERS AND WALLS. REINFORCEMENT TO BE HELD AT CORRECT DISTANCE FROM FORMS AND EARTH BY STEEL CHAIRS OR TIES. 7. FOLLOW C.R.S.I. RULES FOR PLACING OF REINFORCING STEEL AND ACCESSORIES. FOLLOW C.R.S.I. RULES FOR PLACING OF REINFORCING STEEL AND ACCESSORIES. 8. NO CONCRETE SHALL BE CAST UNTIL THE PRELIMINARY TESTS REQUIRED HAVE BEEN MADE, REPORTS NO CONCRETE SHALL BE CAST UNTIL THE PRELIMINARY TESTS REQUIRED HAVE BEEN MADE, REPORTS THEREOF FILED WITH THE ENGINEER, AND APPROVED. THE CONTROLLED CONCRETE TO BE USED SHALL CONFORM TO THE APPROVED DESIGN MIX OBTAINED AS A RESULT OF THE PRELIMINARY TESTS. THE USE OF ANY ADDITIVES NOT PRESENT IN THE PRELIMINARY TEST MIX IS PROHIBITED. 9. REPRESENTATIVE TEST CYLINDERS WILL BE TAKEN FROM THE CONCRETE PLACED EACH DAY IN ACCORDANCE REPRESENTATIVE TEST CYLINDERS WILL BE TAKEN FROM THE CONCRETE PLACED EACH DAY IN ACCORDANCE WITH CONCRETE SPECIFICATIONS. 10. WELDED WIRE FABRIC SHALL HAVE A MINIMUM ULTIMATE STRENGTH OF 70,000 PSI AND SHALL CONFORM WELDED WIRE FABRIC SHALL HAVE A MINIMUM ULTIMATE STRENGTH OF 70,000 PSI AND SHALL CONFORM TO ASTM A-185 AND A-497. 11. MESH SHALL BE SPLICED SO THAT THE OVERLAP BETWEEN OUTERMOST CROSS WIRES OF EACH SHEET IS MESH SHALL BE SPLICED SO THAT THE OVERLAP BETWEEN OUTERMOST CROSS WIRES OF EACH SHEET IS NOT LESS THAN THE SPACING OF THE CROSS WIRES PLUS TWO INCHES, UNLESS OTHERWISE SHOWN ON THE DRAWINGS. 12. THIS CONTRACTOR SHALL COOPERATE WITH OTHER TRADES AND WHERE REQUIRED INSTALL ALL BUILT-IN THIS CONTRACTOR SHALL COOPERATE WITH OTHER TRADES AND WHERE REQUIRED INSTALL ALL BUILT-IN WORK, SLEEVES, INSERTS, ETC., AS REQUIRED FOR A COMPLETE JOB. 13. STRUCTURAL MEMBERS SHALL BE POURED FOR THEIR FULL DEPTHS IN ONE OPERATION. CONSTRUCTION STRUCTURAL MEMBERS SHALL BE POURED FOR THEIR FULL DEPTHS IN ONE OPERATION. CONSTRUCTION JOINTS SUCH AS A DAY'S POUR JOINTS SHALL BE LOCATED IN THE MIDDLE THIRD OF THE SPAN, MAIN REINFORCING TO RUN THROUGH THE JOINT, KEY AND ROUGHEN JOINTS TO EXPOSE AGGREGATE FOR CHEMICAL BOND. 14. NO HORIZONTAL JOINTS SHALL BE PLACED IN WALLS EXCEPT AS SHOWN ON THE DRAWINGS, WITHOUT THE NO HORIZONTAL JOINTS SHALL BE PLACED IN WALLS EXCEPT AS SHOWN ON THE DRAWINGS, WITHOUT THE APPROVAL OF THE ENGINEER. 15. LOCATION OF CUTOFF POINTS FOR CONCRETE BEAM REINFORCEMENT SHALL BE AS SHOWN ON TYPICAL LOCATION OF CUTOFF POINTS FOR CONCRETE BEAM REINFORCEMENT SHALL BE AS SHOWN ON TYPICAL DETAILS. 16. PROVIDE 100% CONTINUITY OVER SUPPORTS FOR CONTINUOUS SLABS AND BEAMS. PROVIDE 100% CONTINUITY OVER SUPPORTS FOR CONTINUOUS SLABS AND BEAMS. 17. PROVIDE TWO #5 BARS AT REENTRANT CORNERS AND AROUND OPENINGS IN ANY CONCRETE WALL, BEAM, PROVIDE TWO #5 BARS AT REENTRANT CORNERS AND AROUND OPENINGS IN ANY CONCRETE WALL, BEAM, SLAB, GRADE BEAM OR MASONRY BEARING WALL. 18. PROVIDE POCKETS IN WALLS FOR COLUMNS, BEAMS AND SLABS. PROVIDE POCKETS IN WALLS FOR COLUMNS, BEAMS AND SLABS. 19. MINIMUM BEARING ON WALL OR BEAMS 4" FOR SLABS, 8" FOR BEAMS (UON). MINIMUM BEARING ON WALL OR BEAMS 4" FOR SLABS, 8" FOR BEAMS (UON). 20. TOP ELEVATION OF SLABS SHALL VARY ACCORDING TO FINISH FLOOR MATERIAL. SEE ARCHITECTURAL TOP ELEVATION OF SLABS SHALL VARY ACCORDING TO FINISH FLOOR MATERIAL. SEE ARCHITECTURAL DRAWINGS. 21. IN ANY APPROVED CONSTRUCTION JOINT, PROVIDE 2" x 4" KEY AND 48 BAR DIAMETER LAP (16" MIN) OF IN ANY APPROVED CONSTRUCTION JOINT, PROVIDE 2" x 4" KEY AND 48 BAR DIAMETER LAP (16" MIN) OF REINFORCING, EXCEPT FOR SLABS-ON-GRADE. 22. SLAB-ON-GRADE SHALL BE POURED IN STRIPS. THE STRIP SHALL BE ONE COLUMN BAY WIDE AND THE SLAB-ON-GRADE SHALL BE POURED IN STRIPS. THE STRIP SHALL BE ONE COLUMN BAY WIDE AND THE CONTROL JOINTS IN SLABS ON GRADE SHALL HAVE MAXIMUM SPACING OF 36xSLAB THICKNESS (IN INCHES) IN EITHER DIRECTION. 23. BACKFILL TO BE PLACED IN 6" LAYERS AND COMPACTED TO 95% OF MAXIMUM MODIFIED DENSITY. BACKFILL TO BE PLACED IN 6" LAYERS AND COMPACTED TO 95% OF MAXIMUM MODIFIED DENSITY. 24. PROVIDE PRECAST LINTELS FOR OPENINGS OR RECESSES IN BLOCK WALLS WHERE NO SPECIFIC LINTEL IS PROVIDE PRECAST LINTELS FOR OPENINGS OR RECESSES IN BLOCK WALLS WHERE NO SPECIFIC LINTEL IS NOTED. LINTELS SHALL HAVE 8" MINIMUM BEARING EACH END. WHERE STRUCTURAL MEMBERS INTERFERE WITH BEARING, PROVIDE CONNECTION TO MEMBER. 25. SEE MECHANICAL AND ARCHITECTURAL DRAWINGS FOR SIZE AND LOCATION OF OPENINGS IN ROOF, FLOORS SEE MECHANICAL AND ARCHITECTURAL DRAWINGS FOR SIZE AND LOCATION OF OPENINGS IN ROOF, FLOORS AND WALLS NOT SHOWN ON STRUCTURAL DRAWINGS.

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(UNLESS OTHERWISE NOTED OR SHOWN ON PLAN, THE FOLLOWING NOTES SHALL APPLY)

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MISCELLANEOUS PROJECT REQUIREMENTS

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1. CONTRACTOR SHALL PROVIDE TENANT SAFETY/PROTECTION PLAN. THIS IS INCLUDES ANY NECESSARY PEDESTRIAN CONTRACTOR SHALL PROVIDE TENANT SAFETY/PROTECTION PLAN. THIS IS INCLUDES ANY NECESSARY PEDESTRIAN FENCING AND SITE PROTECTIONS ALONG THE EXISTING BUILDING AND SIDEWALK. 2. ALL EXISTING SIDEWALKS IN THE AREA OF CONSTRUCTION SHALL BE PROTECTED WITH PLASTIC AND PLYWOOD ALL EXISTING SIDEWALKS IN THE AREA OF CONSTRUCTION SHALL BE PROTECTED WITH PLASTIC AND PLYWOOD BARRIERS AND COVERINGS AS REQUIRED DURING WORK. 3. CONTRACTOR IS RESPONSIBLE TO REPAIR OR REPLACE ANY EXISTING ELEMENTS DAMAGED DURING THE COURSE OF CONTRACTOR IS RESPONSIBLE TO REPAIR OR REPLACE ANY EXISTING ELEMENTS DAMAGED DURING THE COURSE OF CONSTRUCTION. 4. HEAVY EQUIPMENT SHALL NOT BE PERMITTED ON THE EXISTING SIDEWALKS AND GRASS AREAS. THE CONTRACTOR HEAVY EQUIPMENT SHALL NOT BE PERMITTED ON THE EXISTING SIDEWALKS AND GRASS AREAS. THE CONTRACTOR NOT BE PERMITTED ON THE EXISTING SIDEWALKS AND GRASS AREAS. THE CONTRACTOR BE PERMITTED ON THE EXISTING SIDEWALKS AND GRASS AREAS. THE CONTRACTOR MUST UTILIZE A STAGING AREA IN THE ADJACENT PARKING LOT. CONTRACTOR MUST USE ALTERNATE MEANS TO PLACE CONCRETE. 5. THE CONTRACTOR SHALL LAYOUT/STAKE OUT AND FORM THE PROPOSED PLAZA FOR REVIEW OF THE UNIVERSITY AND THE CONTRACTOR SHALL LAYOUT/STAKE OUT AND FORM THE PROPOSED PLAZA FOR REVIEW OF THE UNIVERSITY AND MUST OBTAIN WRITTEN CONFIRMATION PRIOR TO PLACING CONCRETE.

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(UNLESS OTHERWISE NOTED OR SHOWN ON PLAN, THE FOLLOWING NOTES SHALL APPLY)

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SIDEWALK CONSTRUCTION REQUIREMENTS

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1. ALL SECTIONS OF SIDEWALK SHALL BE A MINIMUM 7'-0" WIDE FOR SNOW REMOVAL ALL SECTIONS OF SIDEWALK SHALL BE A MINIMUM 7'-0" WIDE FOR SNOW REMOVAL 2. SLOPES SHALL BE AS REQUIRED PER ADA AND UCC WHERE APPLICABLE (2% SIDE SLOP DOWARDS ROADWAY AND SLOPES SHALL BE AS REQUIRED PER ADA AND UCC WHERE APPLICABLE (2% SIDE SLOP DOWARDS ROADWAY AND 5% MAXIMUM RUNNING SLOPE). 3. MINIMUM 4" STONE BASE BELOW ALL CONCRETE UNLESS OTHERWISE NOTED. MINIMUM 4" STONE BASE BELOW ALL CONCRETE UNLESS OTHERWISE NOTED. 4. CONTRACTOR SHALL USE FULL DEPTH METAL FORMS. CONTRACTOR SHALL USE FULL DEPTH METAL FORMS. 5. CONCRETE DESIGN MIX SHALL BE AIR ENTRAINED WITH 6.5%. CONCRETE DESIGN MIX SHALL BE AIR ENTRAINED WITH 6.5%. 6. SIDEWALKS SHALL RECEIVE A BROOM FINISH SIDEWALKS SHALL RECEIVE A BROOM FINISH 7. SIDEWALKS SHALL BE WET CURED WITH BLANKETS. BASIS-OF-DESIGN ULTRA CURE NCE BY McTECH GROUP OR AN SIDEWALKS SHALL BE WET CURED WITH BLANKETS. BASIS-OF-DESIGN ULTRA CURE NCE BY McTECH GROUP OR AN APPROVED EQUAL. 8. BURLAP OR PLASTIC SHEETING IS PROHIBITED. BURLAP OR PLASTIC SHEETING IS PROHIBITED. 9. MINIMUM CURING TIME 7 DAYS MINIMUM CURING TIME 7 DAYS 10. ALL JOINT SEALANT SHALL BE ONE COMPONENT, SELF LEVELING, POLYURETHANE, BASIS OF DESIGN SONOLASTIC ALL JOINT SEALANT SHALL BE ONE COMPONENT, SELF LEVELING, POLYURETHANE, BASIS OF DESIGN SONOLASTIC SL-1 BY SONNEBORN/BASF OR AND APPROVED EQUAL 11. ALL JOINTS SHALL BE LOCATED PER THE TYPICAL CONTROIL JOINT AND/OR TYPICAL CONSTRUCTION JOINT DETAILS. ALL JOINTS SHALL BE LOCATED PER THE TYPICAL CONTROIL JOINT AND/OR TYPICAL CONSTRUCTION JOINT DETAILS. FINAL JOIST LAYOUT SHALL BE PROVIDED TO THE OWNER AS A SUBMITTAL FOR APPROVAL PRIOR TO PLACING CONCRETE. 12. ANTISPALL COMPOUND SHALL BE INCLUDED; BASIS-OF-DESIGN VOCOMP-20 BY W.R. MEADOWS OR AN APPROVED ANTISPALL COMPOUND SHALL BE INCLUDED; BASIS-OF-DESIGN VOCOMP-20 BY W.R. MEADOWS OR AN APPROVED EQUAL. 13. INSTALLER SHALL BE ACI CERTIFIED CONCRETE FLATWORK FINISHERS AND TECHNICIANS. INSTALLER SHALL BE ACI CERTIFIED CONCRETE FLATWORK FINISHERS AND TECHNICIANS. 14. ALL DEMOLITION MATERIALS SHALL BE HAULED OFF CAMPUS AND PROPERLY DISPOSED. ALL DEMOLITION MATERIALS SHALL BE HAULED OFF CAMPUS AND PROPERLY DISPOSED. 15. ALL CONCRETE TRUCK WASHOUT SHALL BE DONE OFF-CAMPUS ALL CONCRETE TRUCK WASHOUT SHALL BE DONE OFF-CAMPUS 16. PROOF ROLL SUB-BASED (TO BE INSPECTED BY THIRD PARTY INSPECTOR).PROOF ROLL SUB-BASED (TO BE INSPECTED BY THIRD PARTY INSPECTOR).

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GENERAL STRUCTURAL NOTES

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MARC BOWEN, PE PA PROFESSIONAL ENGINEER LICENSE NO. PE053608-E

VARIANCE FROM CONTRACT

DOCUMENTS NOT PERMITTED

WITHOUT PROFESSIONAL & BUREAU

OF CONSTRUCTION APPROVAL.

VERIFY SCALE

IF BAR IS NOT ONE (1) INCH LONG,

ADJUST SCALE ACCORDINGLY

BAR IS ONE (1) INCH LONG

ON…