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REVISION LOG
REV # DATE DESCRIPTION
DRAWN BY:
SHEET NO.
SHEET NAME
BUILDER:12/21/2020 5:07:04 PMGENERAL NOTES AND LEGENDS
29012
CADD
S001Willow Haven Senior HomesJames MilesPERMIT2080 W 106th Street, Carmel, IN 46032GENERAL:
1. DO NOT SCALE DRAWINGS.
2. ALL WORK SHALL BE PERFORMED IN COMPLIANCE WITH ALL LOCAL, STATE AND FEDERAL
REGULATIONS.
3. THE STRUCTURAL DRAWINGS ARE NOT INTENDED TO STAND ALONE BUT TO BE WORKED IN
CONJUNCTION WITH THE ARCHITECTURAL DRAWINGS.
4. DETAILS LABELED “TYPICAL DETAILS” OR "TYPICAL" OR "TYP" ON THE DRAWINGS SHALL APPLY TO
ALL SITUATIONS OCCURRING ON THE PROJECT THAT ARE THE SAME OR SIMILAR TO THOSE
SPECIFICALLY DETAILED. THE APPLICABILITY OF THE DETAIL TO ITS LOCATION ON THE DRAWINGS CAN
BE DETERMINED BY THE TITLE OF DETAIL. SUCH DETAILS SHALL APPLY WHETHER OR NOT THEY
ARE REFERENCED AT EACH LOCATION. QUESTIONS OF APPLICABILITY OF TYPICAL DETAILS SHALL BE
DETERMINED BY THE ENGINEER OF RECORD.
5. CONTRACTOR SHALL PROVIDE ALL SHORING AND SUPPORT NECESSARY TO PROTECT THE EXISTING
STRUCTURE DURING CONSTRUCTION. ENGINEER SHALL NOT BE RESPONSIBLE FOR THE MEANS,
METHODS, TECHNIQUES, SEQUENCES OR PROCEDURES OF CONSTRUCTION SELECTED BY
CONTRACTOR.
6. ALL SHORING, SHEETING AND DEWATERING SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR. THE
CONTRACTOR'S ENGINEER, REGISTERED IN THE PROJECT'S JURISDICTION, SHALL DESIGN SHEETING
AND SHORING. ALL SUBMITTALS SHALL BEAR THE ENGINEER'S SEAL AND SIGNATURE.
7. THESE DRAWINGS REPRESENT THE COMPLETED PROJECT WHICH HAS BEEN DESIGNED FOR THE
WEIGHTS AND LOADS INDICATED ON THE DRAWINGS. IT IS THE CONTRACTORS RESPONSIBILITY TO
DETERMINE ALLOWABLE CONSTRUCTION LOADS AND TO PROVIDE PROPER DESIGN AND
CONSTRUCTION OF FORMWORK, STAGING, BRACING, SHORING, ETC.
8. IN THE CASE OF A CONFLICT BETWEEN THE GENERAL NOTES, DETAILS AND SPECIFICATIONS, THE MOST
RIGID REQUIREMENTS SHALL GOVERN.
9. IT SHALL BE THE RESPONSIBILITY OF THE GENERAL CONTRACTOR TO VERIFY AND COORDINATE THE
SUPPORT OF ANY MEP EQUIPMENT. THIS SHALL INCLUDE VERIFYING BOLTING REQUIREMENTS AND
LOCATIONS, REQUIRED SUPPORT DIMENSIONS AND WEIGHT OF THE FINAL EQUIPMENT THAT IS TO BE
INSTALLED. VARIATIONS TO WHAT IS INDICATED ON THE STRUCTURAL DRAWINGS SHALL BE REPORTED
TO THE STRUCTURAL ENGINEER OF RECORD FOR REVIEW.
DESIGN CRITERIA:
1. BUILDING CODE: INDIANA BUILDING CODE, 2014 EDITION (IBC 2012 WITH AMMENDMENTS)
2. DEAD LOADS:
a. ROOF: 20 PSF (8 PSF MINIMUM)
3. LIVE LOADS (LIVE LOAD REDUCTION HAS BEEN UTILIZED IN ACCORDANCE WITH IBC AND ASCE DESIGN
CODES)
a. ROOF (NON-SNOW): 20 PSF
b. FIRST FLOOR: 100 PSF
c. DECK: 100 PSF
SPECIAL INSPECTIONS REQUIREMENTS:
1. CONTRACTOR IS RESPONSIBLE FOR ENSURING COMPLETION OF ALL SPECIAL INSPECTIONS REQUIRED.
INSPECTION AND TESTING FOR THE ACCEPTANCE OF MATERIALS, INSTALLATION, FABRICATION, ERECTION
OR PLACEMENT OF COMPONENTS AND CONNECTIONS FOR SPECIAL INSPECTION AND FOR QUALITY
ASSURANCE SHALL BE IN ACCORDANCE WITH CHAPTER 17 OF THE INTERNATIONAL BUILDING CODE (IBC)
AND LOCAL ENFORCEMENT AGENCY. ALL CONTRACTORS ARE REQUIRED TO COOPERATE,
ACCOMMODATE AND COORDINATE WITH INSPECTING AND TESTING PERSONNEL. ALL INSPECTION
REPORTS ARE TO BE PROVIDED TO THE FABRICATOR, ERECTOR AND STRUCTURAL ENGINEER ON A
TIMELY BASIS AS TO NOT DELAY OPERATIONS.
2. THE FABRICATOR AND THE ERECTOR SHALL PROVIDE THE INSPECTOR WITH ACCESS TO ALL PLACES
WHERE THE WORK IS BEING PERFORMED. A MINIMUM OF 24 HOURS NOTIFICATION SHALL BE GIVEN PRIOR
TO THE COMMENCEMENT OF WORK.
3. FOUNDATIONS: VERIFY THAT EARTHWORK OPERATIONS ARE IN COMPLIANCE WITH THE PROJECT'S
GEOTECHNICAL REPORT. PROVIDE CONTINUOUS OR PERIODIC INSPECTION IN ACCORDANCE WITH IBC
CHAPTER 17. MINIMALLY, BUT NOT LIMITED TO, THE FOLLOWING SHALL BE INCLUDED:
a. INSPECTION OF FOUNDATION BEARING MATERIAL AT FOOTINGS.
b. EVALUATION OF FILL MATERIALS AND PLACEMENT PROCEDURES.
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4. CONCRETE: VERIFY THAT CONCRETE AND REINFORCING ARE IN ACCORDANCE WITH DESIGN DOCUMENTS.
PROVIDE CONTINUOUS OR PERIODIC INSPECTION IN ACCORDANCE WITH IBC CHAPTER 17. MINIMALLY, BUT
NOT LIMITED TO, THE FOLLOWING SHALL BE INCLUDED:
a. LAB STRENGTH TESTS OF CONCRETE.
b. INSPECTION OF FORMWORK FOR SHAPE, LOCATION AND DIMENSIONS OF THE CONCRETE MEMBER
BEING FORMED.
c. INSPECTION OF REINFORCING STEEL INCLUDING PLACEMENT, SIZE, SPACING, CLEARANCES, LAPS AND
SPLICES.
d. VERIFY USE OF REQUIRED DESIGN MIX.
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5. MASONRY: VERIFY THAT FOUNDATION AND ABOVE GRADE MASONRY WALLS ARE IN ACCORDANCE WITH
THE DESIGN DOCUMENTS. PROVIDE CONTINUOUS OR PERIODIC LEVEL 1 SPECIAL INSPECTION FOR
MASONRY CONSTRUCTION IN ACCORDANCE WITH IBC CHAPTER 17. MINIMALLY, BUT NOT LIMITED TO, THE
FOLLOWING SHALL BE INCLUDED:
a. VERIFY PROPORTIONS OF SITE-PREPARED MORTAR.
b. VERIFY LOCATION AND SIZE OF STRUCTURAL ELEMENTS INCLUDING REINFORCEMENT, CONNECTORS
AND ANCHORAGES.
c. PRIOR TO GROUTING VERIFY:
1. GROUT SPACE IS CLEAN.
2. PLACEMENT OF REINFORCEMENT AND CONNECTORS
3. PROPORTIONS OF SITE-PREPARED GROUT.
4. CONSTRUCTION OF MORTAR JOINTS.
d. VERIFY GROUT PLACEMENT TO ENSURE COMPLIANCE WITH CODE AND CONSTRUCTION DOCUMENT
PROVISIONS.
e. PREPARATION OF ANY REQUIRED GROUT SPECIMENS, MORTAR SPECIMENS AND/OR PRISMS SHALL BE
OBSERVED.
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6. STRUCTURAL STEEL: VERIFY THAT STRUCTURAL STEEL AND ERECTION ARE IN ACCORDANCE WITH
DESIGN DOCUMENTS AND APPROVED SHOP DRAWINGS. PROVIDE CONTINUOUS OR PERIODIC INSPECTION
IN ACCORDANCE WITH IBC CHAPTER 17. MINIMALLY, BUT NOT LIMITED TO, THE FOLLOWING SHALL BE
INCLUDED:
a. FABRICATOR'S QUALITY CONTROL PROCEDURES. SUBMITTAL OF THE FABRICATOR'S DOCUMENTATION
OF PARTICIPATION IN AISC'S QUALIFICATION PROGRAM IS ACCEPTABLE.
b. ERECTOR'S QUALITY CONTROL PROCEDURES. SUBMITTAL OF THE ERECTOR'S DOCUMENTATION OF
PARTICIPATION IN AISC'S QUALIFICATION PROGRAM IS ACCEPTABLE.
c. CONTINUOUS OR PERIODIC INSPECTION OF WELDING AS INDICATED IN CHAPTER 17 OF THE IBC.
INSPECTION SHALL BE IN COMPLIANCE WITH AWS D1.1.
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7. WOOD FRAMING: VERIFY THAT FABRICATION AND ERECTION ARE IN ACCORDANCE WITH DESIGN
DOCUMENTS AND APPROVED SHOP DRAWINGS. PROVIDE CONTINUOUS OR PERIODIC INSPECTION THAT
MINIMALLY INCLUDE THE FOLLOWING:
a. LOCATION, SIZE, SPACING AND ALIGNMENT OF MEMBERS IS IN ACCORDANCE WITH DESIGN DRAWINGS.
b. INSTALLATION OF BRIDGING, BRACING AND CONNECTIONS ARE IN ACCORDANCE WITH DESIGN
DRAWINGS AND APPROVED SHOP DRAWINGS.
CONCRETE:
1. CONCRETE SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH AT THE END OF 28 DAYS AS FOLLOWS:
a. CONCRETE UNLESS NOTED: F'C = 4000 PSI., NORMAL WEIGHT AGGREGATE.
b. CONCRETE FOR INTERIOR FLOOR SLABS-ON-GROUND: F'C = 3500 PSI AT 28 DAYS, 1800 PSI AT 3
DAYS, NORMAL WEIGHT AGGREGATE, MINIMUM CEMENTITIOUS-MATERIALS CONTENT PER ACI 301,
LATEST EDITION, TABLE 4.2.2.1, PLASTICIZING OR WATER REDUCING ADMIXTURE REQUIRED,
MAXIMUM WATER/CEMENTITIOUS RATIO = 0.50. MINIMUM CEMENTITIOUS-MATERIALS CONTENT
REQUIREMENT PER TABLE 4.2.2.1 MAY BE WAIVED IF A HISTORY OF FINISHING QUALITY,
APPEARANCE, DURABILITY, AND SURFACE HARDNESS IS SUBMITTED OR IF A TEST SLAB OF AT LEAST
8 FEET X 8 FEET IS PLACED AT THE JOB SITE USING JOB MATERIALS, EQUIPMENT, AND PERSONNEL
AND EVALUATION RESULTS SUBMITTED.
c. CONCRETE FOR FOUNDATION WALLS AND RETAINING WALLS WITH EXTERIOR EXPOSURE: F'C = 4000
PSI, (4.5% TO 7.5% ENTRAINED AIR), MAXIMUM WATER/CEMENTITIOUS RATIO = 0.50.
d. CONCRETE FOR FOOTINGS: F'C = 3000 PSI.
2. CONCRETE WORK AND TESTING, AS PERFORMED BY “QUALIFIED FIELD TESTING TECHNICIANS” AND
“QUALIFIED LABORATORY TECHNICIANS”, SHALL CONFORM TO ALL REQUIREMENTS OF ACI 301 (LATEST
EDITION), "SPECIFICATIONS FOR STRUCTURAL CONCRETE FOR BUILDINGS", EXCEPT AS MODIFIED BY THE
SUPPLEMENTAL REQUIREMENTS BELOW. REPORTS FROM TESTS REQUIRED BY SECTION 1.6 OF ACI 301,
LATEST EDITION, SHALL BE SUBMITTED TO STRUCTURAL ENGINEER, ARCHITECT, OWNER, CONTRACTOR,
CONCRETE SUPPLIER, AND BUILDING OFFICIAL.
3. ALL EXPOSED CONCRETE EDGES SHALL HAVE A 3/4 INCH CHAMFER, UNLESS NOTED OTHERWISE.
4. REINFORCING STEEL:
a. WELD WIRE FABRIC (WWF) PLAIN SHALL BE SUPPLIED IN SHEETS AND CONFORM TO ASTM A185.
b. REINFORCING BARS SHALL BE GRADE 60 DEFORMED BARS CONFORMING TO ASTM A615 OR ASTM
A706.
c. MINIMUM LENGTH OF LAP FOR TENSION LAP SPLICES OF DEFORMED REINFORCING STEEL SHALL BE
AS REQUIRED FOR CLASS B SPLICES IN ACCORDANCE WITH ACI 318 LATEST EDITION UNLESS NOTED
OTHERWISE.
d. REINFORCING BARS SHALL BE FREE OF DIRT AND FORM RELEASE AGENTS.
e. LAP WELDED WIRE FABRIC MINIMUM 1 FULL SPACE PLUS 2".
5. CAST-IN-PLACE CONCRETE SHALL HAVE THE FOLLOWING COVER OVER REINFORCEMENT UNLESS
OTHERWISE NOTED:
a. CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH: 3 INCHES
b. CONCRETE EXPOSED TO EARTH AND WEATHER:
1. #6 THRU #18 BARS: 2 INCHES
2. #5 BAR W31 OR D31 WIRE: 1 1/2 INCHES
c. CONCRETE NOT EXPOSED TO WEATHER OR IN CONTACT WITH GROUND:
1. SLABS, WALLS AND JOISTS:
#14 THRU #18 BARS 1 1/2 INCHES
#11 BAR AND SMALLER 3/4 INCHES
ii. BEAMS, COLUMNS, TIES, STIRRUPS AND SPIRALS: 1 1/2 INCHES
6. MACHINE TROWEL FINISH FLOOR SLAB AND CURE USING "CURE AND SEAL" TYPE CURING COMPOUND
MEETING ASTM C1315, VOC COMPLIANT, 25% MINIMUM SOLIDS CONTENT. FOR APPLICATIONS EXPOSED TO
SUNLIGHT USE LIGHT BROOM FINISH AND ACRYLIC BASED CURING COMPOUND.
7. FLOOR SLAB-ON-GRADE SHALL CONFORM TO THE FOLLOWING SURFACE PROFILE TOLERANCES PER
ASTM E-1155 AND ACI 117:
FF(FLATNESS) FL(LEVELNESS)
SPECIFIED OVERALL VALUE 25 20
MINIMUM LOCAL VALUE 18 13
MAXIMUM GAP UNDER 10 FT. UNLEVELED STRAIGHT EDGE = 1/4".
8. VAPOR BARRIER SHALL BE PLACED OVER COMPACTED GRANULAR SUBBASE.
9. AT SLAB AND WALL OPENING CORNERS AND REENTRANT CORNERS, PROVIDE (1) #5 BAR IN EACH FACE
PARALLEL TO EACH EDGE EXTENDING A MINIMUM OF 2'-0" PAST EDGE OF OPENING. THIS STEEL MAY BE
OMITTED IF TYPICAL WALL STEEL EXCEEDS THIS MINIMUM REQUIREMENT.
10. CONTRACTION JOINTS IN SLABS ON GROUND SHALL BE LOCATED AT 20’-0” MAXIMUM SPACING AND
SHALL CREATE SECTIONS OF SLAB WITH A MAXIMUM ASPECT RATIO OF 1.5:1. SEE DRAWINGS FOR TYPICAL
DETAILS. WHERE BRITTLE FLOOR FINISHES ARE TO BE APPLIED TO FLOOR SLABS, COORDINATE
CONTRACTION JOINT LOCATIONS WITH FLOOR FINISH JOINT LOCATIONS AND ARCHITECT.
11. FILL CONTRACTION AND CONSTRUCTION JOINTS IN TRAFFIC AREAS WITH SEMI-RIGID EPOXY JOINT
FILLER WITH A DUROMETER SHORE A-SCALE HARDNESS NUMBER OF APPROXIMATELY 80. FILL
CONTRACTION AND CONSTRUCTION JOINTS IN NON-TRAFFIC AREAS WITH ELASTOMERIC SEALANT. INSTALL
PER MANUFACTURER’S RECOMMENDATIONS.
12. PROVIDE CONTRACTION/CONSTRUCTION JOINTS IN CONCRETE WALLS AT A MAXIMUM SPACING OF
TWICE THE HEIGHT OF THE WALL ABOVE THE TOP OF FOOTING. MAXIMUM JOINT SPACING SHALL NOT
EXCEED 24 FT. CONTRACTION JOINTS SHALL HAVE A 1-1/2” DEEP BY 3/4” WIDE TAPERED REVEAL EACH SIDE
OF THE WALL. AT CONTRACTION JOINTS, EVERY OTHER HORIZONTAL BAR SHALL BE CUT BACK 1-1/2” FROM
THE CONTRACTION JOINT. CONSTRUCTION JOINTS IN VERTICAL SPANNING CONCRETE WALL SHALL BE
FORMED SIMILAR TO CONTRACTION JOINTS. AT CONSTRUCTION JOINTS, ALL HORIZONTAL STEEL SHALL BE
DISCONTINUOUS AND A DOWEL BAR OF SIZE AND SPACING TO MATCH THE HORIZONTAL REINFORCING
SHALL BE EMBEDDED A MINIMUM OF 40 BAR DIAMETERS EACH SIDE OF THE CONSTRUCTION JOINT. SEE
ARCHITECTURAL DRAWINGS FOR ARCHITECTURAL JOINT TREATMENT.
13. PRE-MOLDED EXPANSION JOINT MATERIAL SHALL COMPLY WITH ASTM D 1751 ASPHALT SATURATED
CELLULOSIC FIBER.
14. CAST IN CONTINUOUS DOVETAIL ANCHOR SLOTS ON VERTICAL SURFACES WHERE MASONRY ABUTS; 24”
O.C. FOR PARALLEL SURFACES AND AT CENTERLINE OF MASONRY FOR PERPENDICULAR WALLS. USE DUR-
O-WAL OR WIREBOND DOVETAIL SLOTS.
15. JOINT SEALANT ONE PART POLYURETHANE ELASTOMERIC SEALANT/ADHESIVE MEETING ASTM C 920
TYPE S GRADE NS CLASS 25 SUCH AS SIKAFLEX 1A AS MANUFACTURED BY SIKA CORPORATION OR
APPROVED EQUAL.
16. BONDING AGENT SHALL COMPLY WITH ASTM C 881, TWO COMPONENT EPOXY RESIN, TYPE IV AND V
LOAD BEARING.
17. CONCRETE WORK IN COLD WEATHER SHALL CONFORM TO ALL REQUIREMENTS OF ACI 306.1-90
"STANDARD SPECIFICATION FOR COLD WEATHER CONCRETING" AND ACI 306R-10 "GUIDE TO COLD WEATHER
CONCRETING".
18. CONCRETE WORK IN HOT WEATHER SHALL CONFORM TO ALL REQUIREMENTS OF ACI 305.1-06
“SPECIFICATION FOR HOT WEATHER CONCRETING” AND ACI 305R-10 "GUIDE TO HOT WEATHER
CONCRETING". THE AIR TEMPERATURE, RELATIVE HUMIDITY, CONCRETE TEMPERATURE, AND WIND SPEED
SHALL BE ENTERED INTO NOMOGRAPH FIGURE 4.2 IN ACI 305R-10 TO DETERMINE IF PRECAUTIONS AGAINST
PLASTIC SHRINKAGE ARE REQUIRED.
19. CONCRETE MIX DESIGNS SHALL BE SUBMITTED FOR EACH TYPE OF CONCRETE TO THE STRUCTURAL
ENGINEER FOR APPROVAL IN ACCORDANCE WITH ACI 301, LATEST EDITION, SECTION 4.2.3.4 FIELD TEST
DATA OR TRIAL MIXTURES. SUBMITTAL DATA MUST INCLUDE FIELD TEST DATA FROM AT LEAST 10 TESTS OR
A THREE POINT CURVE GENERATED USING TRIAL MIXTURES.
20. CONDUITS AND PIPES OF ALUMINUM SHALL NOT BE EMBEDDED IN STRUCTURAL CONCRETE UNLESS
EFFECTIVELY COATED TO PREVENT ALUMINUM-CONCRETE REACTION OR ELECTROLYTIC ACTION BETWEEN
ALUMINUM AND STEEL.
21. SUBMIT SHOP DRAWINGS FOR REINFORCING STEEL.
22. FIELD QUALITY CONTROL:
a. ENGAGE A QUALIFIED TESTING AGENCY TO PERFORM TESTS AND INSPECTIONS.
b. CONCRETE TESTING: BY QUALIFIED INDEPENDENT TESTING AGENCY.
1. FREQUENCY: ONE COMPOSITE SAMPLE FOR EACH DAY'S POUR FOR EACH CONCRETE MIX
EXCEEDING 5 CU. YD. PLUS ONE SET FOR EACH ADDITIONAL 25 CU.YD. OR FRACTION
THEREOF.
2. TESTS:
A) SLUMP – ASTM C143, ONE TEST PER COMPOSITE SAMPLE, 4" LIMIT PLUS OR MINUS 1"
B) UNIT WEIGHT; ASTM C 567, FRESH UNIT WEIGHT OF STRUCTURAL CONCRETE, ONE TEST FOR
EACH COMPOSITE SAMPLE , BUT NOT LESS THAN ONE TEST FOR EACH DAY'S POUR OF EACH
CONCRETE MIX.
C) CONCRETE TEMPERATURE, ASTM C1064 ONE TEST HOURLY WHEN TEMPERATURE IS BELOW 40°F
OR ABOVE 80°F, LIMITS HOT WEATHER MAXIMUM DELIVERY TEMPERATURE 90°F, COLD WEATHER
DELIVERY MINIMUM DELIVERY 50°F.
D) COMPRESSIVE TEST SPECIMENS – ASTM C31 CAST 2 CYLINDERS EACH FOR LABORATORY CURED
AND FIELD CURED FOR EACH COMPOSITE SAMPLE
E) COMPRESSIVE STRENGTH TESTS ASTM C39 ONE SET OF TWO FIELD CURED CYLINDERS AT 7
DAYS AND ONE SET AT 28 DAYS
FOUNDATION:
1. ALL SITE PREPARATION, EARTHWORK, EXCAVATION AND BACKFILL SHALL BE COMPLETED IN STRICT
ACCORDANCE WITH THE GEOTECHNICAL REPORT PREPARED BY PATRIOT ENGINEERING AND
ENVIRONMENTAL INC DATED DECEMBER 4, 2020.
2. DESIGN ALLOWABLE SOIL BEARING PRESSURE:
a. ISOLATED COLUMN FOOTINGS – 2000 PSF
b. CONTINUOUS WALL FOOTINGS – 1,500 PSF
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3. FOUNDATION ELEVATIONS SHOWN ARE FOR BIDDING PURPOSES AND MAY VARY TO SUIT SUB-SURFACE
SOIL CONDITION. ELEVATION AND BEARING STRATA SHALL BE APPROVED BY A GEOTECHNICAL
ENGINEER PRIOR TO PLACING CONCRETE. PROVIDE ENGINEERED FILL OR LOW STRENGTH CONCRETE
(500 PSI) UNDER FOUNDATIONS AT SOFT SPOTS AND FOR EXTENDING EXCAVATION TO ADEQUATE
BEARING MATERIAL. INSTALL FOUNDATIONS AT DESIGNED ELEVATIONS, BUT NEVER ABOVE FROST
ELEVATION.
4. FOLLOWING ROUGH GRADING THE FOUNDATION SUBGRADE SHALL BE PROOF-ROLLED TO LOCATE ANY
SOFT OR WET AREAS THAT EXHIBIT UNSTABLE CONDITIONS. ALL WET OR SOFT AREAS SHALL BE
REMOVED TO FIRM SOILS AND REPLACED WITH CONTROLLED FILL.
5. SUBBASE MATERIAL SHALL BE INDOT NO 53 CRUSHED STONE.
6. COARSE AGGREGATE BACKFILL SHALL BE AASHTO NO. 57 COARSE AGGREGATE.
7. STRUCTURAL FILL MATERAL SHALL BE COMPACTED TO AT LEAST 98 PERCENT OF THE MAXIMUM DRY
DENSITY AS DETERMINED BY THE STANDARD PROCTOR METHOD (ASTM D 698). THE MOISTURE
CONTENT OF THE FILL AREA SHALL BE AT LEAST TWO (2) PERCENTAGE POINTS OF THE OPTIMUM
MOISTURE CONTENT. ALL FILL SHALL BE PLACED IN MAXIMUM 6 INCH LIFTS. FILL SHALL BE PLACED IN A
MANNER PREVENTING A MAXIMUM 18 INCH DIFFERENCE OF FILL ELEVATION ON EACH SIDE OF THE
WALL. IT SHALL BE THE CONTRACTORS RESPONSIBILITY TO PROVIDE SHORING OF THE WALL AS
REQUIRED TO PREVENT MOVEMENT OF THE WALLS DURING ALL BACKFILLING OPERATIONS.
8. ALL AREAS WITHIN THE FOOTPRINT OF THE BUILDING, INCLUDING UTILITY TRENCHES, MUST BE FREE OF
ANY WET AND/OR SOFT AREAS PRIOR TO PLACEMENT OF FILL MATERIAL OR SLAB
9. FOUNDATION DRAINAGE PIPE – ASTM F405, CORRUGATED HDPE PERFORATED PIPE.
10. GEOTEXTILE FILTER FABRIC PENN DOT CLASS 1.
11. ANCHOR RODS/BOLTS AND FOUNDATION DOWELS SHALL NOT BE REPAIRED, REPLACED OR FIELD-
MODIFIED WITHOUT THE WRITTEN APPROVAL OF THE STRUCTURAL ENGINEER OF RECORD.
LINTELS:
1. UNLESS OTHERWISE INDICATED, AT OPENINGS, PROVIDE STEEL ANGLE LINTELS WHERE FACE BRICK OR
CMU IS INDICATED. ONE ANGLE FOR EACH 4 INCHES WIDTH OF MASONRY SHALL BE PROVIDED IN
ACCORDANCE WITH THE FOLLOWING. A MINIMUM OF 8 INCHES OF BEARING SHALL BE PROVIDED. THE
LONG LEG OF THE ANGLE SHALL BE VERTICAL.
MASONRY OPENING ANGLE SIZE
a. UP TO 3'-0" L 3 1/2 X3X5/16
b. 3'-1" TO 4'-0" L 3 1/2 X 3 1/2 X 5/16
c. 4'-1" TO 5'-0" L 4 X 3 1/2 X 5/16
d. 5'-1" TO 6'-0" L 5 X 3 1/2 X 5/16
e. 6'-1" TO 10'-0" L 6 X 3 1/2 X 1/2
2. PRECAST CONCRETE LINTELS SHALL BE FABRICATED FROM CONCRETE HAVING A 28 DAY COMPRESSIVE
STRENGTH OF 3000 PSI AND DEFORMED REINFORCING BARS COMPLYING WITH ASTM A615 GRADE 60, AS
MANUFACTURED BY YORK LINTEL & CAST STONE, YORK, PA OR APPROVED EQUAL. MINIMUM BEARING
LENGTH SHALL BE 8 INCHES, UNLESS OTHERWISE NOTED.
3. LINTELS IN EXTERIOR WALLS OR EXPOSED TO WEATHER: HOT DIP GALVANIZE PER ASTM A123 AFTER
FABRICATION. COATING WEIGHT PER PARAGRAPH 5.1 OF ASTM A123 AND A153. FABRICATE ASSEMBLIES
PER ASTM A143, A384, AND A385. AFTER ERECTION, REPAIR DAMAGED AREAS AND WELDS MADE AFTER
GALVANIZING IN ACCORDANCE WITH ASTM A780 WITH ORGANIC ZINC RICH PAINT COMPLYING WITH DOD-
P-21035 OR MIL-P-26915, MULTIPLE COATS TO DRY FILM THICKNESS OF 4 MILS.
ASSEMBLIES/PRE-ENGINEERED SYSTEMS:
1. . THE CONTRACTOR SHALL SUBMIT, FOR REVIEW, DRAWINGS AND CALCULATIONS
BOTH SIGNED AND SEALED BY A STRUCTURAL ENGINEER REGISTERED IN THE
PROJECT'S JURISDICTION FOR THE FOLLOWING ASSEMBLIES AS WELL AS ANY
OTHER PRE-ENGINEERED SYSTEMS. THIS REVIEW SHALL BE FOR GENERAL
CONFORMANCE WITH THE PROJECT PARAMETERS AS INDICATED ON THE
DRAWINGS AND IN THE GENERAL NOTES. THE DESIGN OF THESE ASSEMBLIES AND
THEIR CONNECTIONS TO THE PRIMARY BUILDING STRUCTURE IS THE
RESPONSIBILITY OF THE ENGINEER WHO HAS SIGNED AND SEALED THESE
DRAWINGS AND CALCULATIONS.
a. STAIRS, RAILINGS, AND LADDERS OF ANY KIND: DESIGNS SHALL TAKE INTO
ACCOUNT ALL VERTICAL AND LATERAL LOADS REQUIRED BY APPLICABLE
BUILDING CODES. WHERE HEADERS OR OTHER TYPES OF STRUCTURAL
MEMBERS HAVE BEEN DESIGNATED BY THE STRUCTURAL ENGINEER OF
RECORD TO SUPPORT THE STAIRS, THE CONNECTIONS FROM THE STAIRS
SHALL BE DESIGNED SO THAT NO ECCENTRIC OR TORSIONAL FORCES ARE
INDUCED IN THESE STRUCTURAL MEMBERS THE CONTRACTOR SHALL BE
RESPONSIBLE FOR FURNISHING AND INSTALLING EMBEDS AND HARDWARE AS
REQUIRED BY THE STAIR DESIGN.
b. CURTAIN WALL SYSTEMS AND RELATED CONNECTIONS: DESIGNS SHALL TAKE
INTO ACCOUNT ALL VERTICAL AND LATERAL LOADS REQUIRED BY APPLICABLE
BUILDING CODES. CURTAIN WALL SHALL BE DESIGNED FOR A MAXIMUM
DEFLECTION OF 1/175 OF THE SPAN IN INCHES, OR 3/4", WHICHEVER IS LESS, AT
THE APPLICABLE DESIGN WIND LOAD. THE SUBMITTED DRAWINGS AND
CALCULATIONS SHALL CLEARLY SHOW THE LOAD REACTIONS AS APPLIED TO
THE BUILDING STRUCTURE.
STEEL:
1. ALL DETAILING, FABRICATION, AND ERECTION SHALL CONFORM TO AISC
SPECIFICATIONS FOR "DESIGN, FABRICATION, AND ERECTION OF STRUCTURAL
STEEL FOR BUILDINGS", AND THE AISC "CODE OF STANDARD PRACTICE FOR STEEL
BUILDINGS AND BRIDGES", LATEST EDITION.
2. STRUCTURAL STEEL SHALL CONFORM TO THE FOLLOWING:
a. CHANNELS, ANGLES, BARS, PLATES – ASTM A36 HAVING A MINIMUM YIELD
STRENGTH OF 36,000 PSI.
b. WIDE FLANGE SHAPES - ASTM A992 HAVING A MINIMUM YIELD STRENGTH OF
50,000 PSI.
c. HOLLOW STRUCTURAL SECTIONS (HSS) – ASTM A500 GRADE B HAVING THE
FOLLOWING MINIMUM YIELD STRENGTH:
1. ROUND – 42,000 PSI
2. SQUARE AND RECTANGULAR – 46,000 PSI
d. PIPE – ASTM A53 HAVING A MINIMUM YIELD STRENGTH OF 35,000 PSI, TYPE E OR
S, GRADE B.
e. ANCHOR RODS – ASTM F1554 GRADE 36.
f. SHEAR CONNECTORS – ASTM A108 GRADES 1015 THRU 1020.
3. FABRICATOR SHALL DESIGN CONNECTIONS AND, WHEN REQUESTED, SUBMIT
CALCULATIONS TO AID THE ENGINEER IN REVIEW.
4. NON-METALLIC, NON-SHRINKAGE GROUT: PREMIXED, FACTORY PACKAGED, NON-
FERROUS AGGREGATE GROUT, COMPLYING WITH ASTM C 1107, OF CONSISTENCY
SUITABLE FOR APPLICATION, AND A 30-MINUTE WORKING TIME.
5. CONTRACTOR SHALL SUBMIT MISCELLANEOUS STEEL SHOP DRAWINGS FOR
REVIEW BY ENGINEER. FABRICATION SHALL NOT BEGIN PRIOR TO SHOP DRAWING
APPROVAL BY ENGINEER. MISCELLANEOUS STEEL SHOP DRAWINGS SHALL INCLUDE
STAIRS, GUARDRAILS, AND LADDERS. MISCELLANEOUS STEEL SHOP DRAWINGS SHALL
BEAR THE SEAL OF A PROFESSIONAL ENGINEER WHO IS REGISTERED IN THE STATE
THE PROJECT OCCURS, AND WHO IS PROVIDING SERVICES AS A SPECIALTY ENGINEER
MECHANICAL AND ADHESIVE FASTENERS:
1. EXPANSION ANCHORS
A. ANCHORAGE TO CONCRETE: HILTI "KWIK BOLT TZ" (ICC ESR-1917). INSTALL PER
ICC REPORT AND MANUFACTURER’S PRINTED INSTALLATION INSTRUCTIONS
(MPII). SUBSTITUTES COMPLYING WITH ACCEPTANCE CRITERIA AC 193 AND ACI
355.2-07 FOR USE IN CRACKED CONCRETE MAY BE CONSIDERED; SUBMIT
EVALUATION REPORT DEMONSTRATING COMPLIANCE WITH GOVERNING CODE
PRIOR TO INSTALLATION.
2. POWDER DRIVEN FASTENERS
A. FASTENING WOOD OR COLD FORMED METAL FRAMING TO STEEL: HILTI X-U
NAIL, 0.157” DIAMETER (ICC-ESR-2269). FASTENER LENGTH SHALL BE AS
REQUIRED FOR MINIMUM SHANK PENETRATION THROUGH STEEL. INSTALL PER
ICC REPORT
B. FASTENING COLD FORMED METAL FRAMING TO CONCRETE: TYPE X-U NAIL,
0.157” DIAMETER, 1 ¼” MINIMUM EMBEDMENT (ICC ESR-2269). INSTALL PER ICC
REPORT
C. SUBSTITUTES MAY BE CONSIDERED; SUBMIT MANUFACTURER’S DATA PRIOR
TO INSTALLATION.
3. ANCHORAGE TO CONCRETE: HILTI “HIT-RE 200” EPOXY. INSTALL PER ICC REPORT
AND MANUFACTURER’S PRINTED INSTALLATION INSTRUCTIONS (MPII). SUBSTITUTES
COMPLYING WITH ACCEPTANCE CRITERIA AC 308 FOR USE IN CRACKED CONCRETE
MAY BE CONSIDERED; SUBMIT EVALUATION REPORT DEMONSTRATING COMPLIANCE
WITH GOVERNING CODE PRIOR TO INSTALLATION>
A. STEEL THREADED ROD ANCHORS SHALL BE HILTI “HAS-E” STANDARD RODS.
SIZE AND EMBEDMENT SHALL BE AS INDICATED ON DRAWINGS.
1. ANCHORAGE TO SOLID GROUTED CONCRETE MASONRY UNITS: HILTI “HIT HY 150
MAX” (ICC ESR-1967). INSTALL PER ICC REPORT AND MANUFACTURER’S PRINTED
INSTALLATION INSTRUCTIONS (MPII). SUBSTITUTES COMPLYING WITH
ACCEPTANCE CRITERIA AC 58 MAY BE CONSIDERED; SUBMIT EVALUATION REPORT
DEMONSTRATING COMPLIANCE WITH GOVERNING CODE PRIOR TO INSTALLATION.
A. STEEL THREADED ROD ANCHORS SHALL BE HILTI “HAS-E” RODS. SIZE AND
EMBEDMENT SHALL BE AS INDICATED ON DRAWINGS.
B. FOR TEMPERATURES BETWEEN 40˚ F AND -10˚ F, USE HILTI HIT-ICE ADHESIVE
ANCHORS.
2. ANCHORAGE TO MULTI-WYTHE SOLID BRICK WALLS: HILTI “HIT-HY 70” (ICC
ESR-3342). INSTALL PER ICC REPORT AND MANUFACTURER’S PRINTED
INSTALLATION INSTRUCTIONS (MPII). SUBSTITUTES COMPLYING WITH
ACCEPTANCE CRITERIA AC 60 MAY BE CONSIDERED; SUBMIT EVALUATION REPORT
DEMONSTRATING COMPLIANCE WITH GOVERNING CODE PRIOR TO INSTALLATION.
A. STEEL THREADED ROD ANCHORS SHALL BE 3/4” A307 RODS INSTALLED ALONG
WITH THE APPROPRIATE SCREEN SUPPLIED BY HILTI. SIZE AND EMBEDMENT
SHALL BE AS INDICATED ON DRAWINGS
3. CONTRACTOR SHALL VERIFY THAT THE SHELF LIFE OF THE ADHESIVE HAS NOT
BEEN EXCEEDED ON THE DATE OF INSTALLATION.
2. TESTING AND INSPECTION: REFER TO ICC REPORT(S) AND SPECIAL INSPECTION
TABLE FOR TESTING AND INSPECTION REQUIREMENTS. WHERE TESTING IS
REQUIRED, ANCHORS SHALL BE TESTED TO THE FOLLOWING LOADS UNLESS
OTHERWISE INDICATED.
08/09/21