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NJ LIC. NO. 24GE04022400
PAUL L. CONSTANTINIPROFESSIONAL ENGINEER MICHAEL A. BEACH & ASSOCIATES, LLC
MOUNT LAUREL, NEW JERSEY 08054
EMAIL: [email protected]
CONSULTING STRUCTURAL ENGINEERINGTWIN PONDS EXECUTIVE CAMPUS, SUITE 205
PH: (856) 273-1909 FAX: (856) 273-1480
NJ Certificate of Authorization No. 24GA27962200
205 BIRCHFIELD DRIVE
Project No: 230.216
GENERAL NOTES1. THIS PROJECT HAS BEEN DESIGNED USING THE 2015 INTERNATIONAL BUILDING CODE, NJ EDITION.2. STRUCTURAL SPECIAL INSPECTIONS ARE A REQUIREMENT FOR THIS PROJECT. A QUALIFIED INDEPENDENT INSPECTION AGENCY SHALL BE
SELECTED TO PERFORM THIS SERVICE. ALL INSPECTIONS AS REQUIRED BY CHAPTER 17 OF THE INTERNATIONAL BUILDING CODE (SEE THEFOLLOWING TABULAR REFERENCES) ARE REQUIRED AT A MINIMUM. FOR STEEL CONSTRUCTION REFER TO TABLE 1704.3, FOR CONCRETECONSTRUCTION SEE TABLE 1704.4, FOR SOILS SEE TABLE 1704.7. SEE THE NOTES ON THIS DRAWING FOR ANY ADDITIONAL INSPECTIONSREQUIRED.
3. ALL CONTRACTORS AND SUBCONTRACTORS ARE RESPONSIBLE FOR ADHERING TO THE REQUIREMENTS AS INDICATED IN THE NOTES FOR THISJOB. FAILURE OF THE CONTRACTOR TO READ THE STRUCTURAL NOTES DOES NOT PERMIT THE CONTRACTOR TO DEVIATE FROM THEIRREQUIREMENTS.
4. NO FIELD MODIFICATIONS TO ANY STRUCTURAL COMPONENTS SHALL BE MADE WITHOUT PRIOR APPROVAL BY THE STRUCTURAL ENGINEER.THIS INCLUDES, BUT IS NOT LIMITED TO REVISIONS DUE TO MIS-LOCATION, MISFIT, OR ANY OTHER CONSTRUCTION ERRORS.
5. ALL CONSTRUCTION AND DEMOLITION SHALL COMPLY WITH ALL APPLICABLE NATIONAL, STATE, AND LOCAL CODES INCLUDING ALL OSHAREGULATIONS.
6. CONTRACTOR SHALL TAKE ALL NECESSARY PRECAUTIONS TO PROTECT ALL PEOPLE WHO MAY BE ON OR NEAR THE WORK AREA, BYMAINTAINING A SAFE WORK AREA, SAFE WORKING CONDITIONS, AND LIMITING ACCESS TO THE WORK AREA.
7. CONTRACTOR IS FULLY RESPONSIBLE FOR HIS WORKERS' SAFETY, SAFETY EQUIPMENT, FIRST AID, AND EMERGENCY HANDLING PROCEDURES.8. CONTRACTOR SHALL PERSONALLY SUPERVISE THE WORK AND SHALL BE PRESENT AT THE WORK SITE AT ALL TIMES DURING CONSTRUCTION
WORK. CONTRACTOR SHALL PROVIDE ADEQUATE PERSONNEL FOR THE PROPER COORDINATION AND EXPEDITING OF THE WORK.9. THESE DRAWINGS SHALL NOT BE SCALED FOR PURPOSES OF CONSTRUCTION.10. TYPICAL DETAILS ARE NOT NECESSARILY REFERENCED ON EVERY DRAWING SHEET AND SHALL BE USED BY THE CONTRACTOR AS REQUIRED
FOR ALL CONDITIONS WHERE APPLICABLE.11. IN CASE OF CONFLICT BETWEEN STRUCTURAL DRAWINGS AND OTHER DRAWINGS OF THIS PROJECT, CONTRACTOR SHALL IMMEDIATELY
CONTACT ARCHITECT FOR CLARIFICATION PRIOR TO START OF WORK.12. IN CASE OF CONFLICT BETWEEN STRUCTURAL DRAWINGS AND EXISTING CONDITIONS, CONTRACTOR SHALL IMMEDIATELY CONTACT ENGINEER
FOR CLARIFICATION PRIOR TO START OF WORK.13. ALL COLUMN LINE AND WALL DIMENSIONS SHOWN ON STRUCTURAL DRAWINGS ARE FOR REFERENCE AND SHALL FIRST BE VERIFIED WITH THE
ARCHITECTURAL DRAWINGS PRIOR TO THE START OF THE PROJECT.14. THE CONTRACTOR IS RESPONSIBLE FOR SURVEYING AND VERIFICATION OF EXISTING CONDITIONS INCLUDING BUT NOT LIMITED TO THE
LOCATION, ELEVATIONS AND DIMENSIONS OF EXISTING WALLS AND FRAMING.15. THE CONTRACTOR IS RESPONSIBLE FOR THE MEANS AND METHODS OF CONSTRUCTION. DESIGN OF SHEETING, SHORING, SCAFFOLDING, FORM
WORK, AND OTHER MEANS AND METHODS STRUCTURES SHALL BE DESIGNED BY ENGINEERS HIRED BY THE CONTRACTOR.16. SECTIONS SHOWN ON PLANS APPLY TO SIMILAR CONDITIONS THROUGHOUT THE BUILDING.17. THE CONTRACTOR IS RESPONSIBLE FOR COORDINATING WITH ALL DRAWINGS FOR THE PROJECT FOR THE FOLLOWING INFORMATION.
A. LOCATION OF ALL REQUIRED OPENINGS IN WALLS, FLOORS, ROOF, ETC. ALL OPENINGS MAY NOT BE INDICATED ON STRUCTURALDRAWINGS.
B. SIZE AND LOCATION OF ALL SLEEVES, INSERTS, AND DEPRESSIONS.C. LOCATION AND SIZE OF ALL EQUIPMENT HOUSE KEEPING PADS.
18. ALL COSTS OF INVESTIGATION OR REDESIGN REQUIRED TO CORRECT CONTRACTOR MIS-LOCATION OF STRUCTURAL ELEMENTS OR OTHERCONSTRUCTION DOCUMENT DEVIATIONS SHALL BE AT THE CONTRACTOR'S EXPENSE.
CONCRETE1. THE PROVISIONS OF ACI 318-14 HAVE BEEN UTILIZED FOR THE DESIGN OF CONCRETE ELEMENTS ON THIS PROJECT.2. ALL CONCRETE SHALL BE NORMAL WEIGHT, READY-MIX. ALL CONCRETE MIX DESIGNS SHALL BE DESIGNED BY ENGINEERS RETAINED BY THE
CONCRETE SUPPLIER ACCORDING TO THE CRITERIA CONTAINED WITHIN THESE NOTES AND AS SHOWN ON THE CONTRACT DRAWINGS. SUBMITALL CONCRETE MIX DESIGNS TO THE ENGINEER FOR REVIEW AND APPROVAL PRIOR TO CONSTRUCTION. ALL SUBMITTED MIX DESIGNS SHALLINCLUDE SAMPLE CYLINDER BREAK TEST RESULTS CONFIRMING COMPRESSIVE STRENGTH OF EACH MIX DESIGN.
3. ALL CONCRETE SHALL HAVE A WATER REDUCING ADMIXTURE AS REQUIRED TO INCREASE WORKABILITY. WORKABILITY SHALL NOT BE ACHIEVEDTHROUGH THE ADDITION OF WATER TO THE MIX. CONCRETE SLUMP PRIOR TO ADMIXTURE ADDITION SHALL BE A MAXIMUM OF 3 INCHES.PROPORTIONS OF CONCRETE ADMIXTURES SHALL BE DETERMINED BY THE CONCRETE MIX DESIGNER.
4. DO NOT USE ADMIXTURES THAT CONTAIN CHLORIDES. FLY ASH OR OTHER POZZOLANS SHALL NOT BE USED IN ANY CONCRETE UNLESSAPPROVED BY THE ENGINEER.
5. ALL CONCRETE WORK SHALL COMPLY WITH THE REQUIREMENTS OF THE LATEST EDITIONS OF THE FOLLOWING ACI PUBLICATIONS ACI 301(SPECIFICATIONS FOR STRUCTURAL CONCRETE FOR BUILDINGS), ACI 302 (RECOMMENDED PRACTICE FOR CONCRETE FLOOR AND SLABCONSTRUCTION), ACI 304 (ACI MANUAL OF CONCRETE INSPECTION), ACI 311 (RECOMMENDED PRACTICE FOR MEASURING, MIXING,TRANSPORTING AND PLACING CONCRETE), ACI 315 (DETAILS AND DETAILING OF CONCRETE REINFORCEMENT), ACI 318 (BUILDING CODEREQUIREMENTS FOR REINFORCED CONCRETE), ACI 347 (RECOMMENDED PRACTICE FOR CONCRETE FORMWORK), AND ACI 546 (CONCRETEREPAIR GUIDE). IN ADDITION, REFER TO THE CRSI - MANUAL OF STANDARD PRACTICE FOR DETAILS ON THE FABRICATION AND PLACEMENT OFCONCRETE REINFORCING.
6. PRIOR TO FABRICATION OR SHIPMENT OF MATERIAL, THE CONTRACTOR SHALL SUBMIT AND RECEIVE APPROVAL OF SHOP DRAWINGS. SHOPDRAWINGS SHALL INDICATE BENDING DIAGRAMS, SPLICING, LAPPING, SHAPES, DIMENSIONS AND DETAILS OF ALL BAR REINFORCING. THEAPPROVAL OF SHOP DRAWINGS WILL BE FOR ARRANGEMENT ONLY AND SHALL NOT RELIEVE THE CONTRACTOR OF THE RESPONSIBILITY FORERRORS, OMISSIONS OR THE ACCURACY OF HIS OWN DIMENSIONS. DRAWINGS AND DETAILS SHALL CONFORM WITH ACI 315. CONTRACTORSHALL SUBMIT ALL SHOP DRAWINGS TO THE OWNER'S REPRESENTATIVE.
7. ALL REINFORCING STEEL SHALL BE MANUFACTURED FROM HIGH STRENGTH BILLET STEEL CONFORMING TO ASTM DESIGNATION A-615 GRADE 60.WWF SHALL BE COMPRISED OF CARBON STEEL PLAIN WIRES FABRICATED INTO SHEETS OR ROLLS IN ACCORDANCE WITH ASTM A1064.
8. FOOTING AND SLAB REINFORCEMENT NOT SHOWN ON SECTIONS AND PLANS IS THE SAME AS THAT SHOWN IN SIMILAR SECTIONS AND ATSIMILAR LOCATIONS.
9. LAP ALL BARS MINIMUM 48 DIAMETERS. LAP ALL WWF A MINIMUM OF 6 INCHES.10. CONTRACTOR SHALL PROVIDE ALL BOLSTERS, CHAIRS, BAR POSITIONERS, ETC. AS REQUIRED TO SET REBAR AND SLAB WWF TO REQUIRED
DIMENSIONS INDICATED ON DRAWINGS.11. REFER TO ARCHITECTURAL DRAWINGS FOR ALL WATERPROOFING DETAILS AT FOUNDATIONS, WALLS, AND SLABS.12. ALL CONCRETE PLACED AT TEMPERATURES BELOW 50 DEGREES F. SHALL CONFORM TO THE REQUIREMENTS OF ACI 306 "COLD WEATHER
CONCRETING". ALL CONCRETE PLACED IN HOT WEATHER SHALL CONFORM TO THE REQUIREMENTS OF ACI 305 "HOT WEATHER CONCRETING".13. THE CONTRACTOR SHALL COORDINATE THE LOCATION OF ALL SLEEVES, INSERTS, ANCHOR BOLTS, AND OTHER EMBEDDED ITEMS AS REQUIRED
BY OTHER TRADES.14. ALL CONCRETE SHALL BE PROPERLY CONSOLIDATED THROUGH THE USE OF VIBRATORS. VIBRATORS SHALL NOT BE USED TO TRANSPORT
CONCRETE ALONG FORMWORK.
STRUCTURAL NOTES
STEEL1. ALL STRUCTURAL STEEL SHALL BE DETAILED, FABRICATED AND ERECTED IN ACCORDANCE WITH AISC 360-10 (SPECIFICATION FOR STRUCTURAL
STEEL BUILDINGS), AND WITH AISC 303-10 (CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGES). QUALITY CONTROL ANDQUALITY ASSURANCE DURING STEEL FABRICATION AND ERECTION SHALL BE IN ACCORDANCE WITH CHAPTER N OF AISC 360.
2. STRUCTURAL STEEL WIDE FLANGE SHAPES SHALL CONFORM TO ASTM SPECIFICATION A-992 (Fy = 50 KSI MIN.). ALL STEEL TUBING (HSS) SHALLCONFORM TO ASTM SPECIFICATION A-500 GRADE B (Fy = 46 KSI). ALL PLATE MATERIAL SHALL CONFORM TO ASTM A36.
3. ALL BOLTS SHALL BE HOT DIP GALVANIZED 3/4” DIAMETER ASTM F3125 GRADE A325 HIGH STRENGTH BOLTS, UNLESS OTHERWISE NOTED.4. ALL ANCHOR RODS SHALL BE FABRICATED IN ACCORDANCE WITH ASTM F1554. ALL ANCHOR RODS SHALL BE 36 KSI UNLESS OTHERWISE NOTED.5. ALL STEEL SHALL BE THOROUGHLY CLEANED BY POWER TOOL CLEANING (SSPC SP3) PRIOR TO APPLYING PRIMER OR GALVANIZING.6. GALVANIZE ALL STEEL EXPOSED TO WEATHER AS SHOWN ON THE DRAWINGS. STEEL SHALL BE HOT-DIP GALVANIZED IN ACCORDANCE WITH
ASTM A123. ALL GALVANIZED SURFACES DAMAGED DURING CONSTRUCTION SHALL BE REPAIRED USING A GALVANIZING REPAIR PAINT INACCORDANCE WITH ASTM A780.
7. ALL CONNECTIONS SHALL BE BOLTED OR WELDED. FULL DEPTH CONNECTIONS ARE TO BE USED ON ALL GIRDER AND BEAM CONNECTIONS TOCOLUMNS. BOLTS TO BE AT 3 INCH O/C VERTICAL PROVIDE A MINIMUM 3/8" THICK FULL DEPTH TAB PLATE FOR ALL TUBE COLUMN CONNECTIONS.
8. ALL BOLTED CONNECTIONS SHALL BE BEARING TYPE WITH THREADS INCLUDED IN THE SHEAR PLANE UNLESS NOTED OTHERWISE. ALL BOLTEDCONNECTIONS SHALL BE BOLTED "SNUG-TIGHT" UNLESS NOTED OTHERWISE.
9. THE STEEL FABRICATOR SHALL SELECT AND COMPLETE THE STEEL CONNECTION DETAILS FOR THE SHOP DRAWINGS BASED ON THEINFORMATION CONTAINED ON THE STRUCTURAL DESIGN DRAWINGS. THE FABRICATOR SHALL COMPLETE THE CONNECTION DETAILS UTILIZINGTHE REQUIREMENTS IN THE AISC SPECIFICATION AND THE CONTRACT DOCUMENTS. SUBMIT THE CONNECTION DETAILS TO THE FOR APPROVALPRIOR TO CONSTRUCTION.
10. ALL SHOP AND FIELD WELDING SHALL BE PERFORMED BY WELDERS QUALIFIED, AS DESCRIBED IN "AMERICAN WELDING SOCIETY'S STANDARDQUALIFICATION PROCEDURE" (AWS D1.1), TO PERFORM THE TYPE OF WORK REQUIRED.
11. ALL STEEL WELDING RODS SHALL BE E70XX.12. THE MINIMUM SIZE OF ALL FILLET WELDS SHOWN ON DRAWINGS SHALL BE IN ACCORDANCE WITH AISC STEEL CONSTRUCTION MANUAL TABLE
J2.4 UNLESS NOTED OTHERWISE.13. ALL MILL CAMBER TO BE ORIENTED UPWARD DURING FABRICATION AND ERECTION.14. PRIOR TO STEEL COLUMN AND BASE PLATE FABRICATION, PROVIDE A SURVEY OF IN-PLACE ANCHOR BOLT LOCATIONS TO THE STEEL
FABRICATOR. THE STEEL FABRICATOR SHALL ADJUST ANCHOR BOLT HOLES ACCORDINGLY BASED ON SITE AS-BUILT CONDITIONS BEFOREFABRICATION OF COLUMN BASE PLATES AND DELIVERY TO THE SITE.
15. GROUT FOR BASE, LEVELING, AND BEARING PLATES SHALL BE NONMETALLIC AND SHRINKAGE-RESISTANT, 6000 PSI MINIMUM. GROUT SHALLMEET THE REQUIREMENTS OF ASTM C 1107 AND SHALL BE FACTORY-PACKAGED, NONMETALLIC AGGREGATE, NON CORROSIVE, NON STAINING,MIXED WITH WATER TO CONSTANCY SUITABLE FOR APPLICATION AND A 30-MINUTE WORKING TIME. SUBMIT GROUT MANUFACTURES DATASHEETS FOR APPROVAL PRIOR TO CONSTRUCTION.
16. PROMPTLY PACK GROUT SOLIDLY BETWEEN BEARING SURFACES AND BASE OR BEARING PLATES SO NO VOIDS REMAIN. NEATLY FINISHEXPOSED SURFACES. PROTECT GROUT AND ALLOW TO CURE. COMPLY WITH MANUFACTURER'S WRITTEN INSTALLATION INSTRUCTIONS FORSHRINKAGE-RESISTANT GROUTS.
17. STEEL FABRICATOR IS SOLELY RESPONSIBLE FOR SURVEYING AND VERIFICATION OF EXISTING CONDITIONS INCLUDING BUT NOT LIMITED TOTHE LOCATION, ELEVATION, AND DIMENSIONS OF EXISTING WALLS AND FRAMING.
18. THE STEEL CONTRACTOR SHALL PROVIDE TEMPORARY BRACING TO RESIST WIND LOADS, CONSTRUCTION LOADS, ETC. DURING CONSTRUCTION.BRACING SHALL REMAIN IN PLACE UNTIL THE STRUCTURE IS CAPABLE OF SUSTAINING ALL DESIGN LOADS
19. SUBMIT CHECKED STEEL SHOP DRAWINGS FOR REVIEW PRIOR TO ANY FABRICATION.20. PERFORM INSPECTIONS OF STEEL CONSTRUCTION IN ACCORDANCE WITH THE REQUIREMENTS OF THE APPLICABLE BUILDING CODE.
SHOP DRAWINGS AND SUBMITTALS1. FOR A LISTING OF SHOP DRAWINGS AND OTHER SUBMITTALS REQUIRED FOR THIS PROJECT SEE THE SHOP DRAWING AND SUBMITTAL
REQUIREMENTS TABLE. CERTAIN SUBMITTALS MUST BE PREPARED UNDER THE SUPERVISION OF A REGISTERED PROFESSIONAL ENGINEER INTHE STATE OF THE PROJECTS JURISDICTION. THE CONTRACTOR IS REQUIRED TO RETAIN SPECIALTY ENGINEERS AS REQUIRED TO PREPARETHESE SUBMITTALS.
2. SHOP DRAWINGS AND RELATED MATERIALS PREPARED BY SUPPLIERS AND SUBCONTRACTORS SHALL BE REVIEWED BY THE GENERALCONTRACTOR PRIOR TO SUBMITTING TO THE ARCHITECT/STRUCTURAL ENGINEER. THE GENERAL CONTRACTOR SHALL REVIEW ALLSUBMISSIONS FOR CONFORMANCE WITH THE CONTRACT DOCUMENTS, MEANS, METHODS, TECHNIQUES, SEQUENCES, AND OPERATION OFCONSTRUCTION, TECHNICAL CONTENT, COORDINATION OF TRADES, DIMENSIONAL ACCURACY, SAFETY PRECAUTIONS AND PROGRAMSINCIDENTAL THERETO, ALL OF WHICH ARE THE SOLE RESPONSIBILITY OF THE GENERAL CONTRACTOR. THE GENERAL CONTRACTOR SHALLAPPROVE AND SO STAMP EACH SUBMISSION.
3. SHOP DRAWINGS, WHERE REQUIRED, SHALL BE SUBMITTED AS FOLLOWS. PROVIDE ONE (1) ELECTRONIC PDF COPY TO THE ENGINEER FORREVIEW. ONE (1) COPY WILL BE MARKED UP AND RETURNED FOR DISTRIBUTION AS REQUIRED BY THE CONTRACTOR. ALL SHOP DRAWINGSSHALL BE CHECKED PRIOR TO SUBMISSION. CONTRACTOR SHALL ALLOW (10) WORKING DAYS IN THE CONSTRUCTION SCHEDULE FOR SHOPDRAWING REVIEW. FAX SUBMITTALS OF SHOP DRAWINGS WILL NOT BE ACCEPTED.
4. STRUCTURAL DESIGN DRAWINGS (INCLUDING ORIGINAL CAD DRAWINGS) SHALL NOT BE USED AS THE BACKGROUNDS FOR THE PRODUCTION OFANY SHOP DRAWINGS THAT ARE SUBMITTED FOR REVIEW. SHOP DRAWINGS PRODUCED IN SUCH A MANNER WILL BE REJECTED AND RETURNED.THIS INCLUDES REBAR PLACEMENT DRAWINGS, FABRICATION DRAWINGS, ERECTION DRAWINGS, ERECTION DETAILS, ETC. THE CONTRACTORSHALL PREPARE THEIR OWN SHOP DRAWINGS (INCLUDING DETAILS).
5. ANY DEVIATIONS FROM THE ORIGINAL DESIGN OR DESIGN CRITERIA AS SPECIFIED ON THE "ISSUED FOR CONSTRUCTION" DESIGN DOCUMENTSOF THE PROJECT SHALL BE NOTED (BUBBLED, NOTE, ETC.) ON THE SHOP DRAWINGS THAT ARE SUBMITTED FOR APPROVAL.
6. REVIEW OF SHOP DRAWINGS SHALL NOT RELIEVE THE CONTRACTOR OF ANY CONTRACT REQUIREMENTS EVEN IF SUCH ITEMS ARE NOT SHOWNON THE SHOP DRAWINGS. THE ENGINEER'S REVIEW OF SHOP DRAWINGS IS ONLY FOR GENERAL CONFORMANCE WITH THE DESIGN CONCEPTAND PROJECT REQUIREMENTS, AND DOES NOT IMPLY APPROVAL OR VARIANCE FROM THE CONTRACT DOCUMENTS. QUANTITIES WILL NOT BECHECKED BY THE ENGINEER.
7. ALL REVISIONS TO SHOP DRAWINGS AFTER THE FIRST SUBMISSION SHALL BE APPROPRIATELY IDENTIFIED ON SUBSEQUENT SUBMISSIONS.8. SUBSTITUTIONS TO PRODUCTS SPECIFIED ON THE DRAWINGS IS ACCEPTABLE PROVIDED THE FOLLOWING CRITERIA ARE MET. THE
CONTRACTOR SHALL SUBMIT INFORMATION ON THE PRODUCT TO BE SUBSTITUTED THAT SUBSTANTIATES ITS PERFORMANCE ON AN EQUAL ORBETTER VALUE. CONTRACTOR SHALL ALLOW A MINIMUM OF (5) WORKING DAYS IN THE CONSTRUCTION SCHEDULE FOR REVIEW OF THESUBSTITUTED PRODUCT BY THE ENGINEER.
POST-INSTALLED ADHESIVE ANCHORS & REINFORCING1. THE ADHESIVE ANCHOR SYSTEM USED FOR POST-INSTALLED ANCHORAGE TO CONCRETE SHALL CONFORM TO THE REQUIREMENTS OF THE
MOST RECENTLY PUBLISHED ACI 355.4, ACCEPTANCE CRITERIA FOR QUALIFICATION OF POST-INSTALLED ADHESIVE ANCHORS IN CONCRETE ANDCOMMENTARY.
2. THE ADHESIVE ANCHORS SHALL BE SUPPLIED AS AN ENTIRE SYSTEM. THE SYSTEM SHALL INCLUDE, BUT IS NOT LIMITED TO, THE NEW ADHESIVECARTRIDGE, A CLEAN MIXING NOZZLE, EXTENSION TUBE, A DISPENSING GUN, AND ALL MANUFACTURER RECOMMENDED SUPPLIES FORPROPERLY CLEANING THE DRILLED HOLE.
3. EYEBOLTS, THREADED STUDS, INTERNAL THREADED PARTS TO BE USED IN ADHESIVE ANCHOR ASSEMBLIES SHALL CONFORM TO ASTM A36,A193 (GRADE B7), A307, B348 (BD), OR F1554. STAINLESS STEEL ANCHOR RODS SHALL BE AISI TYPE 304 OR TYPE 316. THREADS SHALL BE UNCCOARSE THREADS, UNLESS NOTED OTHERWISE. COMPATIBLE NUTS AND WASHERS SHALL BE FURNISHED WITH THE ALL-THREAD ROD ANDCONSIDERED PART OF THE ASSEMBLY. THE COST OF THE HARDWARE SHALL BE CONSIDERED INCIDENTAL TO THE INSTALLED ADHESIVEANCHOR ASSEMBLY.
4. NUTS, WASHERS, AND OTHER HARDWARE USED WITH AN ALL-THREADED BAR ADHESIVE ANCHOR SYSTEM SHALL HAVE A MATERIAL OR ANALLOY DESIGNATION THAT MATCHES THE ALL-THREAD MATERIAL / ALLOY. GALVANIZED ASSEMBLIES SHALL BE HOT-DIP GALVANIZED INACCORDANCE WITH ASTM A153 CLASS C. ELECTROPLATE GALVANIZING IS NOT ACCEPTABLE. DISSIMILAR METAL ASSEMBLIES SHALL BESEPARATED BY NYLON, EPDM, OR OTHER APPROVED NON-METALLIC WASHERS.
5. REINFORCING BARS TO BE USED IN ADHESIVE ANCHORS ASSEMBLIES SHALL CONFORM TO ASTM A615.6. CONCRETE SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH (F'c) OF 2,500 PSI AT THE TIME OF ADHESIVE ANCHOR INSTALLATION.7. CONCRETE AT TIME OF ADHESIVE ANCHOR INSTALLATION SHALL HAVE A MINIMUM AGE OF 21 DAYS.8. CONCRETE TEMPERATURE AT THE TIME OF ADHESIVE ANCHOR INSTALLATION SHALL BE AT LEAST 50 DEGREES F.9. EMBEDMENT DEPTH AND ANCHOR PROJECTION (STICK-OUT) FROM THE CONCRETE SURFACE SHALL BE AS SHOWN ON THE DRAWING OR DETAIL
FOR THE PARTICULAR ANCHOR OR GROUP OF ANCHORS BEING INSTALLED. ABSENT ANY INFORMATION, THE MINIMUM EMBEDMENT DEPTHSHALL BE 10 TIMES THE ANCHOR DIAMETER IN INCHES AND MINIMUM STICK-OUT SHALL BE AS REQUIRED TO MAKE THE CONNECTION.
10. ADHESIVES SHALL BE STORED AND INSTALLED AT THE SERVICE TEMPERATURE RANGES RECOMMENDED BY THE MANUFACTURER.11. ADHESIVE ANCHORS SHALL BE INSTALLED BY QUALIFIED PERSONNEL TRAINED TO INSTALL ADHESIVE ANCHORS IN ACCORDANCE WITH THE
REQUIREMENTS OF THE MANUFACTURER AND THE CONTRACT DOCUMENTS. POST-INSTALLED ADHESIVE ANCHORS SHALL BE INSTALLED INACCORDANCE WITH THE MANUFACTURER'S PRINTED INSTALLATION INSTRUCTIONS.
12. THE INSTALLER'S QUALIFICATIONS SHALL BE SUBMITTED AND APPROVED IN ACCORDANCE WITH THE CONTRACT DOCUMENTS.13. THE CONTRACTOR SHALL PROVIDE ALL EQUIPMENT REQUIRED TO INSTALL THE ADHESIVE ANCHOR INCLUDING, BUT NOT LIMITED TO, DRILLS,
SETTING TOOLS, CLEAN-OUT BRUSHES, BLOW OUT BULBS, OIL-FREE COMPRESSED AIR, SHOP VACUUMS, WRENCHES, ETC.14. ANCHORS SHALL BE INSTALLED IN HOLES DRILLED WITH A ROTARY IMPACT HAMMER DRILL OR ROCK DRILL.15. ANCHOR HOLES SHALL BE THOROUGHLY CLEANED PRIOR TO ADHESIVE INJECTION, AS REQUIRED BY THE MANUFACTURERS PRINTED
INSTALLATION INSTRUCTIONS.16. ANCHORS TO BE INSTALLED IN THE ADHESIVE SHALL BE CLEAN, OIL-FREE, AND FREE OF LOOSE RUST, PAINT, OR OTHER COATINGS.17. INSTALLED ADHESIVE ANCHORS SHALL BE SECURELY FIXED IN-PLACE TO PREVENT DISPLACEMENT WHILE THE ADHESIVE CURES. UNLESS
SHOWN OTHERWISE ON THE DRAWINGS, ANCHORS SHALL BE INSTALLED PERPENDICULAR TO THE CONCRETE SURFACE. ANCHORS DISPLACEDBEFORE FULL ADHESIVE CURE SHALL BE CONSIDERED DAMAGED AND REPLACED AT THE CONTRACTOR'S EXPENSE.
18. REINFORCING BARS OR ALL-THREADED BARS SHALL NOT BE BENT AFTER BEING ADHESIVELY EMBEDDED IN HARDENED, SOUND CONCRETE,UNLESS PERMITTED BY THE ENGINEER.
19. ANCHORS SHALL HAVE NO VISIBLE INDICATIONS OF DISPLACEMENT OR DAMAGE DURING OR AFTER PROOF LOAD APPLICATION. CONCRETECRACKING IN THE VICINITY OF THE ANCHOR AFTER LOADING SHALL BE CONSIDERED A FAILURE.
20. ADHESIVE ANCHORS INTO CONCRETE SUBSTRATE APPLICATIONS SHALL USE THE HILTI HIT HY-200 SYSTEM.21. ALL HOLES IN STEEL MEMBERS TO RECEIVE POST-INSTALLED ADHESIVE OR EXPANSION ANCHORS SHALL BE STANDARD SIZE BASED ON THE
ANCHOR DIAMETER (UNLESS NOTED OTHERWISE). OVERSIZED OR SLOTTED HOLES IN THE DIRECTION OF FORCE APPLICATION ARE NOTPERMITTED.
CONCRETE MIX DESIGN & DURABILITY NOTES:1. CONCRETE MIX SHALL BE DESIGNED BY THE CONCRETE SUPPLIER USING THE INFORMATION CONTAINED IN THIS SCHEDULE.2. REFER TO CHAPTER 4 OF THE ACI-318 BUILDING CODE FOR ADDITIONAL INFORMATION NOT PROVIDED OR NOTED IN THIS SCHEDULE.3. TOTAL AIR CONTENT LISTED IN THIS SCHEDULE IS BASED ON A MAXIMUM AGGREGATE SIZE OF 3/4" AND SHALL BE ADJUSTED BY THE
CONCRETE MIX DESIGNER AS REQUIRED FOR DIFFERENT AGGREGATE SIZES PER ACI-318.4. REFER TO THE CONCRETE NOTES ON THE LEAD SHEET FOR THIS PROJECT FOR ADDITIONAL REQUIREMENTS.5. FLY ASH OR OTHER POZZOLANS SHALL NOT BE UTILIZED IN ANY CONCRETE MIX UNLESS APPROVED BY THE ENGINEER. THE
QUANTITY OF POZZOLANS USED IN CONCRETE SUBJECT TO EXPOSURE CLASS F3 SHALL NOT EXCEED THE LIMITS SET FORTH INACI-318.
CONCRETE MIX DESIGN AND DURABILITY
LOCATION
FOOTINGS
REQUIREMENTS PER ACI 318 BUILDING CODE
FREEZE/THAWSEVERITY
SULFATESEVERITY PERMEABILITY
CORROSIONPROTECTION OF
REINF
f 'c AIRCONTENT
w / cRATIO (max)
EXTERIOR SLABS
F0 S0 P0 C1 4,000
(psi)
0.50
F3 S0 P0 C2 5,000 6 % 0.40
----
BOLTS, SCREWS, & FASTENERS:1. FASTENERS FOR MATERIALS SHOWN ON STRUCTURAL DRAWINGS SHALL BE IN ACCORDANCE WITH THE MATERIAL SPECIFICATION NOTES ON
THE LEAD SHEET OR IF NOT INDICATED, THE NOTES IN THIS SECTION.2. INSTALLATION OF ALL THE FASTENERS SHALL BE IN ACCORDANCE WITH THE FASTENER MANUFACTURERS WRITTEN INSTRUCTIONS.3. PROVIDE CORROSION RESISTANCE ON ALL FASTENERS BASED ON APPLICATION AND MATERIAL BEING FASTENED. FOR FASTENERS BEING
INSTALLED IN WET AREAS, PROVIDE STAINLESS STEEL OR HOT-DIP GALVANIZED FASTENERS. ALL FASTENERS INSTALLED INTO SLAB ON GRADEAPPLICATIONS SHALL BE HOT-DIP GALVANIZED OR ZINC PLATED.
4. ALL POST-INSTALLED EXPANSION AND SCREW ANCHORS INTO CONCRETE SHALL BE AS MANUFACTURED BY HILTI OR APPROVED EQUAL.5. EMBEDMENT DEPTH FOR ALL POST-INSTALLED ANCHORAGE TO CONCRETE SHALL BE AS SHOWN ON THE STRUCTURAL SECTIONS AND DETAILS.
IF EMBEDMENT DEPTH IS NOT INDICATED, PROVIDE MANUFACTURERS STANDARD EMBEDMENT.6. SEE POST-INSTALLED ADHESIVE ANCHOR NOTES FOR CHEMICAL/EPOXY ADHESIVE ANCHORS INSTALLED IN CONCRETE OR HOLLOW CMU.7. EXPANSION ANCHORS INTO CONCRETE SHALL BE HILTI KWIK BOLT TZ (UNO).
CAST-IN-PLACE CONCRETE
FOOTINGS, GRADE BEAMS, CAISSONS AND OTHER CONCRETE CAST AGAINSTAND PERMANENTLY EXPOSED TO EARTH
CLEAR COVER FOR REINFORCINGTYPE
3"
COVER
FORMED CONCRETE EXPOSED TO EARTH OR WEATHER (#6 BAR AND LARGER) 2"
1 1/2"FORMED CONCRETE EXPOSED TO EARTH OR WEATHER (#5 BAR AND SMALLER)
CAST-IN-PLACE CONCRETE CLEAR COVER NOTES:1. MINIMUM REINFORCING COVER SHALL BE PROVIDED PER THIS TABLE UNLESS SHOWN OR
NOTED OTHERWISE ON PLANS AND SECTIONS. STRUCTURAL DRAWING INDEX
S-1
DRAWING TITLE
PARTIAL PLANS
STRUCTURAL NOTES SHEET 1 OF 2
S-3
SECTIONS & DETAILSS-4
HELICAL PIER FOUNDATIONS1. HELICAL PIERS SHALL BE AS MANUFACTURED BY THE CHANCE COMPANY OF CENTRALIA, MISSOURI.2. INSTALLATION CLEARANCE OF HELICAL PIERS ADJACENT TO EXISTING BUILDINGS MUST BE FIELD VERIFIED BY CONTRACTOR PRIOR TO
CONSTRUCTION.3. HELICAL PIER WORK CONSISTS OF FURNISHING ALL NECESSARY ENGINEERING AND DESIGN SERVICES, SUPERVISION, LABOR, TOOLS,
MATERIALS, AND EQUIPMENT TO PERFORM ALL WORK NECESSARY TO INSTALL THE HELICAL PIERS PER THESE NOTES, AND AS SHOWN ON THEDRAWINGS. THE CONTRACTOR SHALL INSTALL A HELICAL PIER THAT WILL DEVELOP THE LOAD CAPACITIES AS DETAILED ON THE DRAWINGS.THIS MAY ALSO INCLUDE PROVISIONS FOR LOAD TESTING TO VERIFY HELICAL PIER CAPACITY AND DEFLECTION.
4. THE HELICAL PIER CONTRACTOR SHALL BE EXPERIENCED IN PERFORMING DESIGN AND CONSTRUCTION OF HELICAL PIERS AND SHALL FURNISHALL MATERIALS, LABOR, AND SUPERVISION TO PERFORM THE WORK. THE CONTRACTOR SHALL BE TRAINED AND CERTIFIED BY CHANCE IN THEPROPER METHODS OF DESIGN AND INSTALLATION OF HELICAL PILES. INSTALLATION OF PIERS TO BE SUPERVISED AND CERTIFIED BY A NEWJERSEY REGISTERED SOILS ENGINEER.
5. HELICAL PIERS SHALL BE DESIGNED TO MEET THE SPECIFIED LOADS AND ACCEPTANCE CRITERIA AS SHOWN ON THE DRAWINGS. THEALLOWABLE CAPACITY SHALL BE DETERMINED BY APPLYING AN APPROPRIATE FACTOR OF SAFETY TO THE ULTIMATE PIER CAPACITY ASDETERMINED BY A GEOTECHNICAL ENGINEER BASED ON ANALYSIS OF THE SUBSURFACE SOILS. THE CALCULATIONS AND DRAWINGS REQUIREDFROM THE CONTRACTOR OR ENGINEER SHALL BE SUBMITTED TO THE ENGINEER FOR REVIEW AND APPROVAL PRIOR TO CONSTRUCTION.
6. THE HELICAL PIER ATTACHMENT TO THE PIER CAP SHALL DISTRIBUTE THE DESIGN LOAD TO THE CONCRETE FOUNDATION SUCH THAT THECONCRETE BEARING STRESS DOES NOT EXCEED THOSE IN THE ACI BUILDING CODE AND THE STRESSES IN THE STEEL PLATES/WELDS DOESNOT EXCEED AISC ALLOWABLE STRESSES FOR STEEL MEMBERS.
7. ALL HELICAL PIERS SHALL BE HOT DIP GALVANIZED FOR CORROSION RESISTANCE. THE CONTRACTOR SHALL PERFORM A SOIL BORINGINVESTIGATION TO DETERMINE IF ADDITIONAL CORROSION PROTECTION MEASURES (I.E., GROUTING) ARE REQUIRED FOR THIS PROJECT.
8. THE CONTRACTOR OR ENGINEER SHALL PREPARE AND SUBMIT TO THE ENGINEER, FOR REVIEW AND APPROVAL, WORKING DRAWINGS ANDDESIGN CALCULATIONS FOR THE HELICAL PIERS INTENDED FOR USE AT LEAST 14 CALENDAR DAYS PRIOR TO PLANNED START OFCONSTRUCTION. ALL SUBMITTALS SHALL BE SIGNED AND SEALED BY A REGISTERED PROFESSIONAL ENGINEER CURRENTLY LICENSED IN THESTATE OF THE PROJECT. THE WORKING DRAWINGS SHALL INCLUDE HELICAL PIER NUMBER, LOCATION AND PATTERN BY ASSIGNEDIDENTIFICATION NUMBER, HELICAL PIER DESIGN LOAD, TYPE AND SIZE OF CENTRAL STEEL SHAFT, HELIX CONFIGURATION (NUMBER ANDDIAMETER OF HELIX PLATES), MINIMUM EFFECTIVE INSTALLATION TORQUE, MINIMUM OVERALL LENGTH, INCLINATION OF HELICAL PIER, CUT-OFFELEVATION, HELICAL PIER ATTACHMENT TO STRUCTURE RELATIVE TO GRADE BEAM, COLUMN PAD, PIER CAP, ETC., AND CORROSIONPROTECTION PROVIDED.
9. PRIOR TO COMMENCING HELICAL PIER INSTALLATION, THE CONTRACTOR SHALL INSPECT THE WORK OF ALL OTHER TRADES AND VERIFY THATALL SAID WORK IS COMPLETED TO THE POINT WHERE HELICAL PILES MAY COMMENCE WITHOUT RESTRICTION. THE CONTRACTOR SHALL VERIFYTHAT ALL HELICAL PILES MAY BE INSTALLED IN ACCORDANCE WITH ALL PERTINENT CODES AND REGULATIONS REGARDING SUCH ITEMS ASUNDERGROUND OBSTRUCTIONS, RIGHT-OF-WAY LIMITATIONS, UTILITIES, ETC. IN THE EVENT OF A DISCREPANCY, THE CONTRACTOR SHALLNOTIFY THE OWNER. THE CONTRACTOR SHALL NOT PROCEED WITH HELICAL PIER INSTALLATION IN AREAS OF DISCREPANCIES UNTIL SAIDDISCREPANCIES HAVE BEEN RESOLVED. ALL COSTS ASSOCIATED WITH UNRESOLVED DISCREPANCIES SHALL BE THE RESPONSIBILITY OF THEOWNER.
10. CENTERLINE OF HELICAL PILES SHALL NOT BE MORE THAN 3 INCHES FROM INDICATED PLAN LOCATION. HELICAL PIER PLUMBNESS SHALL BEWITHIN 2 OF DESIGN ALIGNMENT. TOP ELEVATION OF HELICAL PIER SHALL BE WITHIN +1 INCH TO -2 INCHES OF THE DESIGN VERTICALELEVATION.
11. HELICAL PIERS TO BE INSTALLED IN ACCORDANCE WITH THE MANUFACTURERS INSTRUCTIONS.12. ALL HELICAL PIERS SHALL BE INSTALLED TO THE TORQUE REQUIREMENTS ESTABLISHED BY THE MANUFACTURER FOR THE 15,000 POUND
ALLOWABLE DESIGN LOAD. ALL HELICAL PIERS SHALL BE INSTALLED TO A MINIMUM DEPTH IN ORDER TO ACHIEVE THE MANUFACTURERSREQUIRED TORQUE VALUE.
13. THE GENERAL CONTRACTOR SHALL PROVIDE A FINAL REPORT CONSISTING OF THE FOLLOWING ITEMS: COMPLETE PIER INSTALLATIONRECORDS, CERTIFIED PIER LOCATIONS PLAN PREPARED BY A REGISTERED LAND SURVEYOR OR PIER OUT-OF-PLUMB, TORQUE VALUES, AND ACOMMENTARY ON INSTALLATION PROBLEMS SUCH AS SUSPECTED BENDING AND OUT-OF-PLUMB. REPORT SHALL BE SUBMITTED TO THEENGINEER FOR REVIEW PRIOR TO CONCRETE PLACEMENT FOR GRADE BEAMS AND PIER CAPS. IN ADDITION, SEE TABLE 1705.9 ON THESE LEADSHEETS FOR SPECIAL INSPECTIONS REQUIRED. THE TORQUE APPLIED DURING INSTALLATION SHALL NOT EXCEED THE MAXIMUM ALLOWABLEINSTALLATION TORQUE OF THE HELICAL PILE.
S-2 STRUCTURAL NOTES SHEET 1 OF 2
PROJECT NORTH
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NJ LIC. NO. 24GE04022400
PAUL L. CONSTANTINIPROFESSIONAL ENGINEER MICHAEL A. BEACH & ASSOCIATES, LLC
MOUNT LAUREL, NEW JERSEY 08054
EMAIL: [email protected]
CONSULTING STRUCTURAL ENGINEERINGTWIN PONDS EXECUTIVE CAMPUS, SUITE 205
PH: (856) 273-1909 FAX: (856) 273-1480
NJ Certificate of Authorization No. 24GA27962200
205 BIRCHFIELD DRIVE
Project No: 230.216
Submittal Required
Section 3 - Concrete
SHOP DRAWING SUBMITTAL REQUIREMENTSYes
2 Concrete Reinforcing Shop Drawings
1 Concrete Mix Design
Section 5 - Metals
1 Steel Shop Drawings
2 Steel Stair Shop Drawings & Calculations
3 Steel Guards and Railings & Calculations
Signed & Sealed
Yes
4 Metal Grating Shop Drawings
5 Steel Helical Pier Materials & Configuration
6 Post Installed Anchors, Materials, Adhesives
X
X
X
X
X
X
X
X
X
X
DELEGATED DESIGN
Metal Stairs, Railings, Guardrails, & Ladders
2
3
Section 2 - Site Work
1 XSteel Helical Pier Materials, Reports & As-Built Configuration X
Steel Helical Pier Design
DELEGATED DESIGN SCHEDULE NOTES:1. THE ITEMS LISTED IN THIS SCHEDULE HAVE NOT BEEN
DESIGNED BY THE STRUCTURAL ENGINEER OF RECORDFOR THIS PROJECT. A SPECIALTY ENGINEER SHALL BERETAINED BY THE CONTRACTOR TO PERFORM THEREQUIRED DESIGNS.
2. THE SPECIALTY ENGINEER SHALL BE A LICENSEDPROFESSIONAL ENGINEER REGISTERED IN THE STATE OFTHE PROJECT.
3. CALCULATIONS AND/OR SHOP DRAWINGS SHALL BESUBMITTED FOR REVIEW AND APPROVAL TO THESTRUCTURAL ENGINEER OF RECORD PRIOR TOCONSTRUCTION.
1Temporary Shoring of Excavations & Building Structure DuringConstruction. Other Contractor Means & Methods Components (e.g.Scaffolding, Fall Protection, etc.)
A: AreaAB: Anchor BoltABV: AboveACI: American Concrete InstituteACOUST: AcousticalAD: Access Door, Area DrainADD: Addendum, AdditionADDL: AdditionalADJ: Adjust, Adjustable, AdjacentAFF: Above Finished FloorAISC: American Institute of Steel ConstructionALT: Alternate, AlterationAMT: AmountANCH: Anchor, AnchorageAPPROX: ApproximateAPRVD: ApprovedARCH: Architect, ArchitecturalASCE: American Society of Civil EngineersASSOC: Association, AssociateASSY: AssemblyASTM: American Society for Testing and MaterialsAVG: AverageAWS: American Welding Society
B TO B: Back to BackB/: Bottom ofBLW: BelowBETW: BetweenBEV: BevelBF: Bottom Face, Both FacesBL: Base Line, Building Line, BlockBLDG: BuildingBLK: BlockBLKG: BlockingBM: BeamBNT: Bent
BOT: BottomBASE : Base PlateBRG : Bearing PlateBRDG: Bridge, BridgingBRG: BearingBRK: BrickBRKT: BracketBS: Both SidesBSMT: BasementBT: BoltBVL: BevelledBW: Both Ways
C: ChannelCANT: Cantilever, CantileveredCHAM: ChamferCJ: Control Joint : CenterlineCLR: ClearCLR OPNG: Clear OpeningCMU: Concrete Masonry UnitCOL: ColumnCOMB: CombinationCONC: ConcreteCONN: ConnectionCONST: ConstructionCONT: Continuous, Continue, ControlCONTR: ContractorCTR: Center
DBL: DoubleDEMO: DemolitionDEP: DepressedDET: DetailDIAG: DiagonalØ: Diameter DIM: DimensionDL: Dead LoadDN: DownDWG: DrawingDWGS: DrawingsDWL: Dowel
EA: EachEB: Expansion BoltECC: EccentricEF: Each FaceEJ: Expansion JointEL: ElevationELEC: ElectricalELEV: ElevatorENGR: Engineer
EQ: EqualEQUIP: EquipmentEW: Each Way
EXIST: ExistingEXP: ExpansionEXT: Exterior
F TO F: Face to FaceFABR: FabricateFAST: Fastener, FastenFD: Floor DrainFDN: FoundationFF: Finished FloorFFE: Finished Floor ElevationFIN: Finish, FinishedFLG: FlangeFLR: FloorFO: Finished OpeningFOC: Face of ConcreteFOS: Face of StudsFRM: FrameFS: Far SideFT: Foot, FeetFTG: FootingFURR: Furring
Ga: Gauge, GageGALV: GalvanizedGC: General ContractorGENL: GeneralGL: GlassGR: GradeGRND: GroundGRTG: GratingGT: GroutGVL: GravelGWB: Gypsum Wallboard
H: HighHD: HeadHDR: HeaderHDW: Hardware
HGR: HangerHGT: HeightHKD: HookedHORIZ: HorizontalHP: High PointHSS: Hollow Structural SectionHVAC: Heating, Ventilating & Air ConditioningHVY: Heavy
ID: Inside DiameterIN: InchINFO: InformationINSP: InspectINSTL: InstallINSUL: InsulationINT: InteriorINTERM: Intermediate
JF: Joint FillerJST: JoistJT: Joint
KB: Knee BraceKP: Kickplate
LAD: LadderLAM: Laminate, LaminatedLAT: LateralLB: Pound (weight)
LIN: LinearLL: Live Load
LN: LengthLNTL: LintelLOC: LocateLOCS: LocationsLP: Low PointLT WT: LightweightLWC: Light Weight Concrete
M: Bending MomentMAS: MasonryMATL: MaterialMAX: MaximumMECH: MechanicalMED: MediumMEMB: MembraneMET: MetalMEZZ: MezzanineMFR: Manufacture, ManufacturerMIN: MinimumMISC: MiscellaneousMK: MarkMO: Masonry OpeningMONO: MonolithicMRD: Metal Roof DeckMTL: Material, Metal
N: NorthNF: Near FaceNIC: Not In ContractNO. : Number (with period)NOM: NominalNS: Near SideNTS: Not To Scale
OA: Overallo/c: On Center OD: Outside DiameterOF: Outside FaceOPNG: OpeningOPP: Opposite
PAF: Powder Actuated FastenersPARTN: PartitionPC: Piece, Precast ConcretePCF: Pounds per cubic footPERP: PerpendicularPJF: Preformed Joint Filler : PlatePLCS: PlacesPLF: Pounds Per Lineal FootPLTF: PlatformPREFAB: PrefabricatedPRTN: PartitionPSF: Pounds per square footPSI: Pounds per square inchPT: Preservative Treated or Point
QTY: Quantity
R: Riser
REBAR: Reinforcing BarREF: ReferenceREINF: Reinforcement, or ReinforceREQD: RequiredRET: Return, RetainingRF: RoofRFG: RoofingRM: RoomRO: Rough OpeningRT: RightRWC: Rain Water Conductor
S: SouthSC: Solid CoreSCHED: ScheduleSE: Structural EngineerSECT: SectionSF: Square FootSHT: SheetSHTHG: SheathingSIM: SimilarSKL: SkylightSLV: SleeveSPEC: Specification, SpecificationsSQ: SquareSS: Stainless SteelSTD: StandardSTGR: StaggerSTIFF: StiffenerSTL: SteelSTRUC: StructuralSTWY: StairwaySUPP: Supplementary, SupplementSUR: SurfaceSY: Square YardSYM: SymmetricalSYS: System
T/: Top of(T&B): Top and BottomTEMP: TemporaryTHK: Thick, ThicknessTHRU: ThroughTOC: Top of ConcreteTOS: Top of SteelTYP: Typical
UNEXC: UnexcavatedUNFIN: UnfinishedUNO: Unless Noted Otherwise
VAR: Varies
VERT: VerticalVIF: Verify In the FieldVNR: Veneer
W: West, Width, Widew/: With w/o: Without WD: WoodWF: Wide Flange (structural steel)WP: Waterproof, Working Point, WeatherproofWR: Water ResistantWT: WeightWWF: Welded Wire Fabric
XS: Extra Strong (pipe)
BOS: Bottom of Steel
ENTR: Entrance
KIP: (1000 pounds)
LG: LongLH: Left Hand
LLH: Long Leg HorizontalLLV: Long Leg Vertical
RAD: Radius
PL
CL
CTRD: Centered
∠, L: Angle
PLPL
EWB: Each Way BottomEWEF: Each Way Each FaceEWT: Each Way Top
HEF: Horizontal Each Face
VEF: Vertical Each Face
XXS: Double Extra Strong (pipe)
STANDARD ABBREVIATIONS
1
5
4
3
INSPECTION REQUIRED
1705.3 - CONCRETE CONSTRUCTION
Verify use of required design mix
1705.2 - STEEL CONSTRUCTION
VERIFICATION AND INSPECTION
Snug Tight Joints
X
X
X
CONTINUOUS
X
PERIODIC
a
2 Inspection of anchors installed in hardened concrete. X
Material verification of high strength bolts, nuts, and washers:1
a Identification markings to conform to ASTM standards specified in the approvedconstruction documents. X
b Manufacturer's certificate of compliance required. X
Inspection of high strength bolting:2
XbPretensioned and slip-critical joints using turn-of-nut with match marking,twist-off bolt, or direct tension indicator methods of installation.
Xc Pretensioned and slip-critical joints using turn-of-nut withoutmatch marking or calibrated wrench methods of installation.
Material verification of structural steel and cold-formed steel deck:3
Xa For structural steel, identification markings to conform to AISC 360.
b For other steel, identification markings to conform to ASTM standards specified inthe approved construction documents. X
Manufacturer's certified test reports.c X
Material verification of weld filler materials:4
a Identification markings to conform to AWS specification in the approvedconstruction documents. X
Manufacturer's certificate of compliance required.b X
Inspection of welding (In accordance with AWS D1.1):5
Structural steel:a
1
2
3
4
5
6
Complete and partial pen grove welds
Single pass fillet welds greater than 5/16"
Single pass fillet welds less than or equal to 5/16"
Multi pass fillet welds.
Plug and slot welds.
Floor and roof deck welds.
X
X
X
X
X
X
At the time fresh concrete is sampled to fabricate specimens for strength tests,perform slump and air content tests and determine the temperature of the concrete.
X
6 X
Inspection of reinforcing steel placement
Inspection of concrete and shotcrete placement for properapplication techniques.
Inspection for maintenance of specified curing temperature andtechniques X
SPECIAL INSPECTION AND TESTING (IBC 2015 CHAPTER 17)
1. ALL TESTS AND INSPECTIONS SHALL BE PERFORMED BY AN INDEPENDENT TESTING AND INSPECTION AGENCY. THE SPECIALINSPECTOR FROM THIS TESTING AGENCY SHALL OBSERVE THE WORK FOR CONFORMANCE TO THE DESIGN DRAWINGS ANDSPECIFICATIONS. THE SPECIAL INSPECTOR SHALL BE TRAINED/CERTIFIED TO PERFORM THE REQUIRED SPECIALINSPECTIONS. THE SPECIAL INSPECTOR SHALL SUBMIT WRITTEN DOCUMENTATION OF CERTIFICATIONS FOR RECORD PRIORTO CONSTRUCTION.
2. THE SPECIAL INSPECTOR SHALL FURNISH INSPECTION REPORTS TO THE ENGINEER OR ARCHITECT OF RECORD, AND ALLOTHER DESIGNATED INDIVIDUALS. ALL DISCREPANCIES SHALL BE BROUGHT TO THE ATTENTION OF THE CONTRACTOR FORCORRECTION, THEN, IF NOT CORRECTED, TO THE PROPER DESIGN AUTHORITY AND TO THE BUILDING OFFICIAL.
3. THE SPECIAL INSPECTOR SHALL SUBMIT A FINAL SIGNED REPORT STATING WHETHER THE WORK REQUIRING SPECIALINSPECTION WAS, TO THE BEST OF THE INSPECTOR'S KNOWLEDGE, IN CONFORMANCE WITH THE APPROVED DESIGNDRAWINGS, SPECIFICATIONS, SOILS REPORT AND APPLICABLE WORKMANSHIP PROVISIONS OF THE INTERNATIONAL BUILDINGCODE.
4. STRUCTURAL OBSERVATIONS BY THE STRUCTURAL ENGINEER SHALL NOT BE CONSIDERED A SPECIAL INSPECTION.5. THE FOLLOWING ITEMS MARKED "X" REQUIRE SPECIAL INSPECTIONS:
Special inspection for structural steel shall be in accordance with AISC 360. At aminimum, the following inspections are required.
TENSION
CLASS B SPLICE LENGTHS (INCHES)
BARSIZE
4,000 PSI CONCRETE
TYP TOP COMP
#3 18 24 12
#4 25 32 15
#5 31 40 19
#6 38 48 23
#7 54 70 27
#8 62 80 30
#9 70 91 34
#10 79 102 39
TENSION5,000 PSI CONCRETE
TYP TOP COMP
17 22 12
22 29 15
28 36 19
34 43 23
49 63 27
56 72 30
63 81 34
71 92 39
TENSION6,000 PSI CONCRETE
TYP TOP COMP
17 20 12
20 26 15
25 33 19
31 39 23
45 58 27
51 66 30
57 74 34
64 84 39
NOTES (TABLES 1, 2, AND 3):1. DEVELOPMENT AND LAP SPLICE LENGTHS SHOWN ARE FOR UNCOATED ASTM A615 GRADE 60 (Fy
= 60,000 PSI) DEFORMED BAR REINFORCING.2. DEVELOPMENT LENGTHS ARE BASED ON NORMAL WEIGHT CONCRETE. FOR LIGHT WEIGHT
CONCRETE MULTIPLY THE LENGTHS SHOWN BY 1.3.3. MINIMUM BAR CLEAR COVER SHALL BE 1 BAR DIAMETER. MINIMUM BAR CLEAR SPACING IS 1 BAR
DIAMETER IN BEAMS AND COLUMNS AND 2 BAR DIAMETERS IN OTHER CONCRETE ELEMENTS.MULTIPLY THE DEVELOPMENT LENGTH SHOWN BY 1.5 FOR REINFORCING WITH COVER ANDSPACING LESS THAN DESCRIBED ABOVE.
4. USE THE LAP SPLICE LENGTHS IN THE "TOP" COLUMN FOR HORIZONTAL BARS WITH MORE THAN12" OF CONCRETE BELOW THE BAR.
TENSION
CLASS A SPLICE LENGTHS (INCHES)
BARSIZE
4,000 PSI CONCRETE
TYP TOP COMP
#3 14 18 8
#4 19 25 9
#5 24 31 12
#6 29 37 14
#7 42 54 17
#8 48 62 19
#9 54 70 21
#10 61 79 24
TENSION5,000 PSI CONCRETE
TYP TOP COMP
13 17
17 22
21 29
26 33
38 49
43 56
48 63
54 71
TENSION6,000 PSI CONCRETE
TYP TOP COMP
12 16
15 20
19 25
24 30
34 45
39 51
44 57
50 64
8 8
9 9
12 12
14 14
16 16
18 18
20 20
23 23
LENGTHS (INCHES)
BARSIZE
#3 8
#4 10
#5 12
#6 15
#7 17
#8 19
#9 22
#10 24
TABLE 3HOOKED BAR TENSION
DEVELOPMENT LENGTHS4,000 PSI
CONCRETE
7
9
11
13
15
17
20
22
5,000 PSICONCRETE
6
8
10
12
14
16
18
20
6,000 PSICONCRETE
TABLE 1LAP SPLICE LENGTHS FOR CONCRETE
TABLE 2STRAIGHT BAR DEVELOPMENT LENGTHS
TENSION3,000 PSI CONCRETE
TYP TOP COMP
12
15
19
23
27
30
34
39
21 27
29 38
37 47
43 56
62 82
72 92
81 104
90 116
TENSION3,000 PSI CONCRETE
TYP TOP COMP
16 21
22 29
28 36
33 43
48 63
55 71
62 80
69 89
9
11
14
17
19
22
25
28
9
11
14
17
19
22
25
28
3,000 PSICONCRETE
1705.9 HELICAL PILE FOUNDATIONS
For steel elements, perform additional special inspections in accordance withSection 1705.2.
1. Inspect drilling operations and maintain complete and accurate records for eachelement. X
Verify placement locations and plumbness, confirm element diameters, lengths,tip elevations, final depth, and final installation torque. X2.
KEY PLANSCALE: 1/32" = 1'-0"
PRO
JECT
NORT
H
UNIT A-1 UNIT B-1 UNIT C-1 UNIT D-1 UNIT G-1
UNIT H-1
UNIT F-1
PROPERTY LINE
PROPERTY LINE
PRO
PERT
Y LI
NE
PRO
PERT
Y LI
NE
SEE 1/S-3 FOR NEWSTAIR #1 PARTIAL PLAN
SEE 3/S-3 FOR NEW WALKWAYSUPPORT PARTIAL PLAN &NEW BOLLARD PLAN
SEE 4/S-3 FOR NEWTRELLIS PARTIAL PLAN
SEE 2/S-3 FOR NEWSTAIR #2 PARTIAL PLANTHE BUILDING ELECTRICAL GROUNDING SYSTEM SHALL BE BONDED TO THE FOUNDATION REBAR IN
ACCORDANCE WITH THE REQUIREMENTS OF THE N.J.A.C. CONTRACTOR SHALL COORDINATE WITH PROJECTELECTRICAL DRAWINGS FOR REQUIREMENTS. ATTACHMENT OF ELECTRICAL GROUNDING SYSTEM TOFOUNDATION REBAR SHALL BE MADE PRIOR TO PLACEMENT OF CONCRETE FOR THE FOUNDATION.
PARTIAL FOUNDATION PLAN & PARTIAL FRAMING PLAN NOTES
11.
SCALE: 1/8" = 1'-0"
*
1. CONTRACTOR SHALL EXCAVATE EXISTING ASPHALT AND CONCRETE SLABS AS REQUIRED TOCONSTRUCT NEW FOUNDATIONS. SEE ARCHITECTURAL DRAWINGS FOR MORE INFORMATION.
DENOTES THICKENED PAD BELOW STEEL STRINGERS. SEE SECTION A ON DRAWING S-4FOR MORE INFORMATION
8. BOTTOM OF NEW PILE CAP AND GRADE BEAM ELEVATION SHALL BE -3'-8" BELOW GRADEELEVATION UNLESS NOTED THUS (- #'- #") ON PLAN.
PRO
JECT
NORT
H
FOUNDATION PLANFOUNDATION PLAN FOUNDATION PLAN
**
C1PC-2
GB-1
EXIST CMU WALL &CONC FOUNDATION(VIF)
GALV STEEL COL(BY OTHERS) (TYP)
GALV STEEL COL(BY OTHERS) (TYP)
DENOTES EXTENT OFNEW STAIRS ABOVE
DENOTES EXTENT OFNEW STAIRS ABOVE
C1
2ND & 3RD FLOOR FRAMING PLAN
EXIST CMU WALL(VIF)
SLAB
SLAB EXIST CONC
WALKWAY (VIF)
6S-4
2S-4
1S-4
CONTRACTOR TO PROVIDE SHORINGAS REQ'D TO SUPPORT EXISTSTRUCTURE WHILE INSTALLING NEWSTEEL BEAMS & COLS (TYP)
FOUNDATION PLAN
EXIST CMU WALL &CONC FOUNDATION(VIF) (TYP)
WP1 P1F30 (-3'-0")
9. BOTTOM OF FOOTING ELEVATION BELOW FINISHED GRADE ELEVATION SHALL BE NOTEDTHUS (- #'- #") ON PLAN.
10. TOP OF CONCRETE PIER ELEVATION AT TRELLIS SHALL BE 0'-6" ABOVE FINISHED GRADE ELEVATION.
EXIST CMU WALL &CONC FOUNDATION(VIF) (TYP)
3
3 3
3
1
5 1/4 x 11 7/8 PSL
(HI)2 (LO)
(WOLMANIZED) (HI & LO)
5 1/4 x 11 7/8 PSL(WOLMANIZED) (HI & LO)
EXIST CMU WALL(VIF) (TYP)
EXIST CMU WALL(VIF) (TYP)
5 1/4 x 11 7/8 PSL(WOLMANIZED) (HI & LO)
TRELLIS JOISTS(SEE ARCH DWGS)
FRAMING PLAN
6x6 (PT) WOOD POST
4S-4
TYP5
S-4
TYPB
S-4
S-31 NEW STAIR #1 PARTIAL PLAN
SCALE: 1/8"=1'-0" S-32 NEW STAIR #2 PARTIAL PLAN
SCALE: 1/8"=1'-0" S-33 NEW WALKWAY SUPPORT PARTIAL PLAN & NEW BOLLARD PLAN
SCALE: 1/8"=1'-0" S-34 NEW TRELLIS PARTIAL PLAN
SCALE: 1/8"=1'-0"
TRELLIS DESIGN LIVE LOAD = 20 PSFWALKWAY DESIGN LIVE LOAD = 100 PSF
12. SEE ARCH DRAWINGS FOR ALL TRELLIS ELEVATION INFORMATION (TYP UNO).13. ALL PREFABRICATED SIMPSON CONNECTORS AND FASTENERS (SCREWS, BOLTS, ETC.) SHALL BE
STAINLESS STEEL. IF STAINLESS STEEL IS NOT AVAILABLE IN A SPECIFIED CONNECTOR, THENUTILIZE HOT DIP GALVANIZED CONNECTOR.
3. SECTIONS SHOWN ON PLAN APPLY TO SIMILAR SECTIONS THROUGHOUT THE BUILDING.
14.
2. SEE DRAWING S-1 FOR STRUCTURAL NOTES.
DENOTES ASSUMED SPAN OF EXISTING CONC SLAB OR PLANK.
6. SEE ARCHITECTURAL DRAWINGS FOR ALL REQUIRED DEMOLITION PRIOR TO START OF NEW WORK.
4. ALL EXISTING CONDITIONS MUST BE FIELD VERIFIED BEFORE ANY NEW WORK IS PERFORMED.
5. (VIF) DENOTES TO VERIFY IN FIELD.
7. ALL STRUCTURAL STEEL IS TO BE HOT-DIP GALVANIZED.
SLAB
GB-2 (-2'-6")
NEW BOLLARDS(BY OTHERS) (TYP)
3S-4
7S-4
SEE ARCH DWGS
SEE ARCHDWGS FORCOL DIMS
HELICAL PIER(TYP)
EXIST CMU WALL &CONC FOUNDATION(VIF)
GB-1
PC-2
EXIST CMU WALL &CONC FOUNDATION(VIF)
PC-2
SEE ARCHDWGS
HAUNCH THICKENED PAD OVERPILE CAP & GRADE BEAM
HAUNCH THICKENED PADOVER EXIST FOOTING (VIF)
HELICAL PIER(TYP)
PC-2
PC-2
SEE ARCHDWGS
NEW GALV W8x10. INSTALLTIGHT TO UNDERSIDE OFEXIST CONC SLAB (VIF)
MATCH EXIST (VIF)
MATCH EXIST (VIF)
GB-2 TO EXTENDOVER TOP OF PC-2
SEE ARCH DWGS
SEE ARCHDWGS
ELEV
ELEV
COURTYARD
15.
1'-3" (TYP) 1'-8"
3'-0
"
7'-6"
FOR COL DIMS
3'-0" THICK CONC PILE CAP w/ DIMENSIONS ASSHOWN ON PLAN w/ #6 @ 12" o/c TOP & BOT EAWAY. PROVIDE ADD'L (4) #6 BOT LONG BARSABOVE HELICAL PIERS (SEE SECTION C/S-4 (SIM)).
PROJECT NORTH
17 W
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Z:\20
0 Seri
es Cli
ents\2
30-21
6 - An
chorag
e Con
dos A
valon
NJ\St
ructur
al\230
-216 -
S-3 -
Plan
s SA
VED 5
/8/20
19 10
:44 AM
PL
OTTE
D 5/8/
19
SAVE
D BY:
MattT
NJ LIC. NO. 24GE04022400
PAUL L. CONSTANTINIPROFESSIONAL ENGINEER MICHAEL A. BEACH & ASSOCIATES, LLC
MOUNT LAUREL, NEW JERSEY 08054
EMAIL: [email protected]
CONSULTING STRUCTURAL ENGINEERINGTWIN PONDS EXECUTIVE CAMPUS, SUITE 205
PH: (856) 273-1909 FAX: (856) 273-1480
NJ Certificate of Authorization No. 24GA27962200
205 BIRCHFIELD DRIVE
Project No: 230.216
COLUMN SCHEDULEMARK BASE PLATESIZE REMARKSANCHOR RODS
COLUMN SCHEDULE NOTES:1. ALL ANCHOR RODS SHALL BE HILTI HAS RODS SET IN HILTI HIT HY 200 ADHESIVE PER HILTI SPECIFICATIONS.2. SEE TYPICAL BASE PLATE DETAIL ON DRAWING S-4.
C1(4) 3/4"Ø (9" EMBED) HILTIHAS RODS SET IN HILTIHIT HY 200 ADHESIVE
HSS4x4x1/4 3/4x10x0'-10"
GRADE BEAM SCHEDULE
GB-1
MARKSIZE
WIDTH DEPTH
24" 24"
REINFORCING
TOP BARS BOT BARS MID HT BARS
STIRRUPS
SIZE & SPACING
#4 @ 48" o/c(4) #5 (4) #5 N/A
ALL STEEL IS TO BEHOT-DIP GALV
REINFORCINGMARK SIZE
FOOTING SCHEDULE
F30 3'-0"x3'-0"x1'-0" (4) #4 BOT EACH WAY
MARK
CONCRETE PIER SCHEDULESIZE REINFORCING REMARKS
P1 16"x16" (4) #5 VERTICAL#3 TIES @ 12" o/c
WOOD POST SCHEDULE AT TRELLISMARK SIZE CONNECTOR
COLUMN SCHEDULE NOTES:1. ALL WOOD POSTS ARE TO BE PRESSURE TREATED DIMENSIONAL LUMBER.2. SEE TYPICAL WOOD POST BASE DETAIL ON DRAWING S-4.3. REFER TO THE DIMENSIONAL LUMBER NOTES IN THE STRUCTURAL NOTES ON DRAWING S-1 FOR
ADDITIONAL INFORMATION REGARDING THE FOUNDATION CONSTRUCTION
WP1 SIMPSON ABU66SS w/ (1) 5/8"Ø HILTI KWIK BOLT TZ SS316(STANDARD EMBED) TO CONC w/ (8) 16d NAILS TO POST
6x6 (PT)
PRE-ENGINEERED CONNECTOR SCHEDULE AT TRELLISMARK MODEL ( ) REMARKS*
1. ( ) ALL MODEL NUMBERS REFERENCE PRODUCTS AS MANUFACTURED BY SIMPSON STRONG TIE.CONTRACTOR CAN SUBSTITUTE AN EQUIVALENT ALTERNATIVE WITH APPROVAL FROM ENGINEER.*
1MITER BEAMS @ CORNER AS REQ'D. ATTACH TO WOOD POST w/(10) 16d NAILS & TO EACH WOOD BEAM w/ (7) 16d NAILSLCE4SS
PROVIDE 1/4" THICK STEEL BRACKET x 12" LG (GALV) . ATTACH TOWOOD BEAM w/ (2) 1/2"Ø A304SS (STAINLESS STEEL) THRU BOLTS &TO EXIST CMU WALL w/ (2) 1/2"Ø HILTI HAS-R 304SS RODS SET INHILTI HIT HY 70 ADHESIVE (2" EMBED MIN) SEE DETAILS ON DWG S-4FOR MORE INFORMATION
1/4" STEEL3 BRACKET
2ATTACH TO WOOD POST w/ (14) 1/4"Ø x 2 1/2" LG STAINLESS STEELSIMPSON SDS SCREWS & TO WOOD BEAM w/ (6) 1/4"Ø x 2 1/2" LGSTAINLESS STEEL SIMPSON SDS SCREWS
HUCQ612-SDS(STAINLESS
STEEL)
GB-2 18" 30" #4 @ 48" o/c(2) #5 (2) #5 (2) #5
(GALV)
1'-6"
PILES (2 REQ'D)
2'-6
"
1'-3
"1'
-3"
1'-6"1'-3"
2'-9"
5'-6"
(8) # 6 BOT EQ SPACED
(4) #6 BOT EQ SPACED
2'-9"
1'-3"
STAIR STRINGERS (ANCHORAGETO SLAB BY STAIR MANUFACTURER)
HAUNCHED PAD @ STAIR STRINGERS(SEE ARCH DWGS FOR LOCATIONS)
#4 @ 12" o/c
(3) #4 TOP & BOT
NEW PAVERS(SEE ARCH DWGS)
S-4A TYPICAL THICKENED PAD @ STAIR STRINGER
SCALE: 3/4"=1'-0"
FIN GRADE EL(SEE SITE DWGS)
2'-0
" (M
IN)
S-4C PILE CAP- PLAN - PC-2
SCALE: 3/8"=1'-0"
BS-4
PLAN - OFFSET BASE PLATE
HSS COLUMN(SEE COL SCHEDULE)
ANCHOR RODS(SEE COL SCHED)
BASE PLATE(SEE COL SCHED)
SIZE OF BASE PLATE GIVEN IN COL SCHEDTHUS: THICKNESS x WIDTH x LENGTH
S-4D TYPICAL BASE PLATE DETAIL
NOT TO SCALE
WIDTH
LENG
TH
TYP1/4
COL (IF APPLICABLE) &PILE CAP (SEE PLAN)
HELICAL PIER
CL
S-41 SECTION
SCALE: 3/8"=1'-0"
FOR INFO NOT SHOWN,SEE SECTION B/S-4
ENCASE STEEL w/ MIN 3"OF CONCRETE AFTERSTEEL IS ERECTEDEXIST FINISH GRADE,
SIDEWALK OR PAVING(VIF)
FINISH GRADE,SIDEWALK, OR PAVING(SEE SITE DWGS)
DENOTES LINE OFEXCAVATION (TYP)
PILE CAP
STEEL COL, BASE PL & ANCHORRODS. SEE COL SCHED &SECTION D/S-4 FOR MORE INFO
HELICAL PIER
BOT OF PILE CAP EL TOMATCH EXIST BOT OF FTG (VIF)
CL
S-42 SECTION
SCALE: 3/8"=1'-0"
PILE CAP
CL
FOR INFO NOT SHOWN, SEESECTIONS B/S-4 AND 1/S-4
DOWEL INTO EXIST CONC FTG w/ (3)#4 DOWELS SET IN HILTI HIT HY 200ADHESIVE (PROJECT & EMBED 12")
EXIST CMU WALL (VIF)
EXIST CONC FTGON PILES (VIF)
#5 @ 12" o/c TOP. PROVIDE 180°HOOK @ TOP BARS BELOW COLADJACENT TO EXIST BUILDING &STD 90° HOOK ON OPPOSITE SIDE
EXIST CMUWALL (VIF)
CL CL
NEW GALV HSS POST(SEE PLAN) (TYP)
EXIST CONCSLAB (VIF)
NEW GALV WF BEAM (SEE PLAN)INSTALL TIGHT TO UNDERSIDEOF EXIST CONC SLAB
NEW 1/2x5x0'-8" STEEL PL (GALV) w/ (2) 1/2"ØSTAINLESS STEEL HILTI KWIK BOLT TZEXPANSION ANCHORS TO EXIST CONCSLAB (3 1/4" EMBED) (TYP)
CONTRACTOR TO PROVIDETEMPORARY SHORING ASREQ'D TO INSTALL NEWSTEEL BEAMS & COLUMNS
S-46 SECTION
SCALE: 3/4"=1'-0"
S2.0E TYPICAL WOOD POST BASE DETAIL
NOT TO SCALE
WOOD POST + SIMPSONPOST BASE (SEE PLAN &WOOD POST SCHED)
HILTI ATTACHMENT TOCONC PER WOODPOST SCHEDULE
CONC SLAB, WALL ORPIER (SEE PLAN)
WOLMANIZED PSL BEAM(SEE PLAN)
PRESSURE TREATED WOODPOST (SEE PLAN & SCHED)
STAINLESS STEEL SIMPSONCONNECTOR (SEE PLAN & SCHED)
STAINLESS STEEL SIMPSONPOST CAP (SEE PLAN & SCHED)
WOLMANIZED PSL BEAM + STAINLESSSTEEL SIMPSON CONNECTORBEYOND (SEE PLAN & SCHED)
WOLMANIZED PSL BEAM + STAINLESSSTEEL SIMPSON POST CAP BEYOND(SEE PLAN & SCHED)
TRELLIS JOISTS (SEE ARCH DWGS)ATTACH TO WOLMANIZED PSL BEAMw/ SIMPSON H2.5ASS HURRICANE TIE EXIST CMU
WALL (VIF)
S-44 SECTION
SCALE: 3/4"=1'-0"
WOLMANIZED PSL BEAM(SEE PLAN)
8" 6"
1/4" THICK STEEL BRACKET x 12" LG (GALV) w/ HILTIBOLTS TO EXIST CMU WALL & THRU BOLTS TOWOLMANIZED PSL BEAMS (SEE PLAN & SCHED)HILTI BOLTS TO BE CENTERED IN EXIST CMU WALL
S-45 SECTION
SCALE: 3/4"=1'-0"
EXIST PILE (VIF)
12" M
IN(V
IF)
HELICAL PIER (SEE PIERCAP PLANS FOR NUMBERREQ'D & CAPACITY, TYP)
HELICAL PIER CONSTRUCTIONBRACKET TIED TO REINF BARS& BOLTED TO PIER (TYP)
PILE CAP REINF(SEE PILE CAP PLAN)
PIER EMBEDMENT(TYP)
0"
BOT OF PILE CAP EL(SEE PLAN)
4"
3'-0
"
CL
S-4B PILE CAP SECTION - PC-2
SCALE: 3/8"=1'-0"
EXIST FINISH GRADE(VIF)
FINISH GRADE(SEE SITE DWGS)
DENOTES LINE OF EXCAVATION ASREQ'D TO INSTALL NEW PILE CAPS& HELICAL PIERS. MAINTAINEXCAVATION SLOPE OF 1:1 MAX(TYP)
GALV STEEL COL, BASE PL & ANCHOR RODS
DENOTES EXTENT OF GB-2 FORBOLLARD SUPPORT BEYOND. GB-2REINF TO RUN CONT THRU PILE CAP(SEE PLAN FOR SIZE & REINF)
S-43 SECTION
SCALE: 3/4"=1'-0"
FINISH GRADE,SIDEWALK, OR PAVING(SEE SITE DWGS)
EXIST FINISH GRADE,SIDEWALK OR PAVING(VIF)
BOT OF GRADE BEAM EL(SEE PLAN)
SEE PLAN & SCHEDFOR SIZE & REINF
DENOTES LINE OF EXCAVATIONAS REQ'D TO INSTALL NEWGRADE BEAM
BOLLARDS & ATTACHMENT TOGRADE BEAM (BY OTHERS)
3" CLR.
2'-0"
#5 @ 12" o/c BOT. PROVIDE STDHOOK EA SIDE OF REINF
VIF
(3) #5 TOP & (2) #5 BOT
VIF
BOT OF PILE CAP EL TOMATCH EXIST BOT OF FTG (VIF)
8" 6"
2 x ANCHOR BOLTS Ø (TYP ALL 4 SIDES)
±5 7/8" (MATCH EXISTCONDITION - VIF)
±4 1/8" (MATCH EXISTCONDITION - VIF)
INSTALL THIS FACE OF BASEPLATE TIGHT TO THE SIDE OFEXIST CMU WALL (VIF)
TYP5AS-4
6" 8"
EXIST CMUWALL (VIF)
WOLMANIZED PSL BEAM(SEE PLAN)
1/4" THICK STEEL BRACKET x 12" LG (GALV) w/ HILTIBOLTS TO EXIST CMU WALL & THRU BOLTS TOWOLMANIZED PSL BEAMS (SEE PLAN & SCHED)HILTI BOLTS TO BE CENTERED IN EXIST CMU WALL
S-45A SECTION
SCALE: 3/4"=1'-0"
CONSTRUCTION NOTES:1. PROVIDE 2" MIN DIST FROM END OF PSL BEAM TO CL OF THRU BOLTS.2. PROVIDE 2" MIN DIST FROM EDGE OF PSL BEAM TO CL OF THRU BOLTS.3. PROVIDE 1" MIN DIST FROM EDGE OF STEEL BRACKET TO CL OF THRU BOLTS.4. HILTI BOLTS ARE TO BE CENTERED IN CMU WALL. IF NOT POSSIBLE, PROVIDE
MIN 4" DIST FROM CL OF BOLT TO EDGE OF CMU WALL.
MATCH EXISTCONDITION (VIF)
NEW 1/2x5x0'-5" STEEL PL (GALV)WELDED TO HSS COL & WF BEAM (TYP)
3" MIN
ATTACH EA END OF WF TO EXISTCONC SLAB w/ (2) 1/2"Ø STAINLESSSTEEL HILTI KWIK BOLT TZ EXPANSIONANCHORS (3 1/4" EMBED) (TYP)
3/16
3/16
TYP
TYP
HELICAL PIER
BOT OF PILE CAP EL TOMATCH EXIST BOT OF FTG (VIF)
S-47 SECTION
SCALE: 3/8"=1'-0"
PILE CAP
CL
EXIST CMU WALL (VIF)
EXIST CONC FTGON PILES (VIF)
EXIST PILE (VIF)
12" M
IN(V
IF)
GALV STEEL COL, BASE PL & ANCHOR RODS
VIF
VIF
8" CLR
FOR INFO NOT SHOWN, SEESECTIONS B/S-4 AND C/S-4
DOWEL INTO EXIST CONC FTG w/ (6)#4 DOWELS SET IN HILTI HIT HY 200ADHESIVE (PROJECT & EMBED 12")
PROVIDE 180° HOOK @ TOPBARS BELOW NEW COLADJACENT TO EXIST BUILDING
3/16
CONSTRUCTION NOTES:1. TOUCH UP FIELD WELDS WITH GALV
PAINT AFTER CONNECTION IS COMPLETE
PLAN - COLUMN CENTERED ON BASE PLATE
ANCHOR RODS(SEE COL SCHED)
BASE PLATE(SEE COL SCHED)
SIZE OF BASE PLATE GIVEN IN COL SCHEDTHUS: THICKNESS x WIDTH x LENGTH
WIDTH
LENG
TH
TYP
2 x ANCHOR BOLTS Ø (TYP ALL 4 SIDES)
HSS COLUMN(SEE COL SCHEDULE)
CL
PILE CAP REINF(SEE PLAN)
PROJECT NORTH
17 W
EST
KN
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T A
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NU
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00,
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LL
ING
SWO
OD
, NE
W J
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081
08
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UN
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. OL
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(195
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99)
PR
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, AIA
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●
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INIA
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T V
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●
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SIN
PH
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E:
(856)-
854-0
580 ;
FA
X:
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854-0
993
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FILE P
ATH:
Z:\20
0 Seri
es Cli
ents\2
30-21
6 - An
chorag
e Con
dos A
valon
NJ\St
ructur
al\230
-216 -
S-4 -
Sectio
ns S
AVED
5/8/20
19 10
:43 AM
PL
OTTE
D 5/8/
19
SAVE
D BY:
MattT
NJ LIC. NO. 24GE04022400
PAUL L. CONSTANTINIPROFESSIONAL ENGINEER MICHAEL A. BEACH & ASSOCIATES, LLC
MOUNT LAUREL, NEW JERSEY 08054
EMAIL: [email protected]
CONSULTING STRUCTURAL ENGINEERINGTWIN PONDS EXECUTIVE CAMPUS, SUITE 205
PH: (856) 273-1909 FAX: (856) 273-1480
NJ Certificate of Authorization No. 24GA27962200
205 BIRCHFIELD DRIVE
Project No: 230.216
![Office of State Procurement - Minnesota Department of ... · EMC Corporation [hereinafter "Contractor"] and State of Delaware ... in cancellation of the award. Failure to provide](https://img.pdfslide.net/doc/110x75/5fda1b4c5225277a95397d33/office-of-state-procurement-minnesota-department-of-emc-corporation-hereinafter.jpg)
