The URL can be used to link to this page

Home My WebLink About3 Structural Garage Permit_150701ROOF PLAN (GENERIC BUILDING SHOWN) WALLS (GENERIC BUILDING SHOWN) OVERHANGS (CANOPIES, ETC) T/PARAPET T/ROOF T/PARAPET T/ROOF a a 5P 5 4P 4 a 5P 5 5P 5 4P 4 5P 5 a a a 3o 3o 2o 2o 2o 33 3 3 32 2 2 2 1 2 4) PRESSURES SHOWN ARE NOMINAL PRESSURES, MULTIPLY BY 1.67 FOR ULTIMATE PRESSURES. GENERAL NOTES MASONRY ALL LOAD BEARING WALLS AND EXTERIOR WALLS SHALL BE COMPOSED OF ASTM C90 HOLLOW CONCRETE MASONRY UNITS WITH ASTM C270, TYPE "S" MORTAR. GROUT SHALL CONFORM TO THE REQUIREMENTS OF ASTM C476 AND HAVE A COMPRESSIVE STRENGTH OF 3000 PSI. ALL EXTERIOR CMU WALLS SHALL BE REINFORCED FULL HEIGHT IN A GROUT FILLED CELL WITH 1-#5 AT: - EACH CORNER, WALL ENDS, WALL INTERSECTIONS - EACH SIDE OF CONTROL JOINTS AND - AT A MAXIMUM SPACING OF 24" OC, UON - SEE DETAIL 1/S1.1 FOR TYPICAL REINFORCING AT WALL OPENINGS. - AT BEAM & JOIST GIRDER BEARING LOCATIONS ADD REINFORCING AS SHOWN IN PLAN. LAPPED BARS SHALL BE SECURED WITH WIRE TIES OR OTHER MEANS TO ENSURE THAT THE BAR IS NOT DISPLACED DURING GROUT PLACEMENT OUTSIDE THE TOLERANCES ESTABLISHED BY ACI 530. LAP VERTICAL BARS 72 BAR DIAMETERS AND HORIZONTAL BARS 48 BAR DIAMETERS (UNLESS OTHERWISE NOTED). GROUT ALL CELLS CONTAINING VERTICAL REINFORCEMENT IN 5'-0" MAXIMUM LIFTS. DO NOT BEGIN PLACEMENT OF GROUT UNTIL ALIGNMENT OF CELLS ARE INSPECTED AND APPROVED. FILL ALL CELLS BELOW FINISHED GRADE. PROVIDE HORIZONTAL JOINT REINFORCEMENT IN WALLS AT 16" OC VERTICALLY, UON. IN ADDITION, INSTALL JOINT REINFORCING IN THE FIRST TWO MORTAR JOINTS ABOVE & BELOW OPENINGS, EXTENDING AT LEAST 24 INCHES BEYOND THE OPENING. PROVIDE HORIZONTAL JOINT REINFORCEMENT IN PARAPETS AND FREE STANDING WALLS & 8" OC VERTICALLY. LAP JOINT REINFORCEMENT 6" MINIMUM. SEE ARCHITECTURAL DRAWING FOR EXPANSION OR CONTROL JOINTS. IF NOT SHOWN, LOCATE VERTICAL CONTROL JOINTS AT 25'-0" OC MAXIMUM, BUT NOT LESS THAN 2'-0" FROM A JOIST OR BEAM BEARING PLATE. AT BUILDING CORNERS, PROVIDE ONE JOINT IN ONE OF THE TWO WALL SIDES NO MORE THAN 5'-0" FROM THE BUILDING CORNER. ALL PRECAST OR POURED LINTELS SHALL BE REINFORCED WITH TWO #4 TOP & BOTTOM WITH # 3 TIES @ 12" AS A MINIMUM AND HAVE A MINIMUM MASONRY END BEARING OF 8". BOND/TIE BEAM REINFORCEMENT SHALL BE CONTINUOUS ACROSS CONTROL JOINTS. 16" U-BLOCK OR BOND BEAM SHALL CONSIST OF TWO 8" KNOCK-OUT BLOCKS. BARS SPECIFIED TO BE EACH FACE SHALL BE HELD IN PLACE WITH SPACERS AND SHALL BE LOCATED 2 3/8" FROM EACH FACE TO THE CENTER OF THE BAR. MASONRY WORK SHALL BE INSPECTED IN ACCORDANCE WITH ACI 530-05 QUALITY ASSURANCE LEVEL B FOUNDATION IF FOOTING ELEVATIONS SHOWN OCCUR IN A DISTURBED, UNSTABLE, OR UNSUITABLE SOIL, THE ENGINEER SHALL BE NOTIFIED. THE BOTTOM OF ALL FOUNDATIONS SHALL EXTEND A MINIMUM OF 36 INCHES BELOW THE TOP OF FINISH GRADE. STEEL ALL BOLTS SHALL BE SNUG TIGHT (AS DEFINED BY AISC) UON. MINIMUM SIZE OF ALL FILLET WELDS SHALL CONFORM TO SECTION J2 AISC SPECIFICATIONS EVEN THOUGH SHOWN OTHERWISE ON ARCHITECTURAL, MECHANICAL, OR STRUCTURAL DRAWINGS. ALL WELDS ALONG THE LENGTH OF MEMBERS INDICATED ON ARCHITECTURAL OR STRUCTURAL DRAWINGS, BUT NOT SIZED, SHALL BE A MINIMUM OF: 3/162-12 3/162-12 DESIGN CRITERIA SOIL BEARING (DESIGN MAXIMUM) PAINT & PROTECTION DEFORMED BARS ANCHOR RODS HIGH-STRENGTH BOLTS WELDING ELECTRODES STEEL PIPES HSS SQUARE & RECTANGULAR SHAPES OTHER SHAPES & PLATES STRUCTURAL STEEL (DESIGN PER CURRENT EDITION AISC), UNLESS OTHERWISE NOTED (UON) MATERIALS SHALL BE AS FOLLOWS: COMPRESSIVE STRENGTH CONCRETE MASONRY (DESIGN PER CURRENT EDITION ACI 530) WELDED WIRE FABRIC PRESTRESSED PRECAST CONCRETE RETAINING WALLS SLAB ON GRADE CONCRETE (DESIGN PER CURRENT EDITION ACI 318) ANALYSIS PROCEDURE RESPONSE MODIFICATION FACTOR, R SEISMIC RESISTING SYSTEM BASIC STRUCTURAL SYSTEM SEISMIC DESIGN CATEGORY MAPPED SPECTRAL RESPONSE ACCELERATION, S1 MAPPED SPECTRAL RESPONSE ACCELERATION, Ss IMPORTANCE FACTOR, I THERMAL FACTOR, Ct EXPOSURE FACTOR, Ce FLAT ROOF SNOW LOAD (INCLUDING RAIN ON SNOW SURCHARGE) GROUND SNOW LOAD, Pg ROOFS AND CANOPIES: (REDUCIBLE) WELDED STUDS W-SHAPES FOOTINGS SITE CLASS SEISMIC: SNOW LOADS: WIND LOADS: FLOORS STAIRS LIVE LOADS: GRADE 36 ASTM F1554 AWS A5.1 OR A5.5 SERIES E70 ASTM A53 GRADE B, Fy=35 KSI ASTM A500 GRADE B, Fy=46 KSI ASTM A36, Fy=36 KSI ASTM 992, Fy=50 KSI EQUIV LATERAL FORCE ORDINARY PRECAST SHEAR WALLS HSS ROUND SHAPES ASTM A500 GRADE B, Fy=42 KSI IMPORTANCE FACTOR, I SPECTRAL RESPONSE COEFFICIENT, Sds SPECTRAL RESPONSE COEFFICIENT, Sd1 SEISMIC RESPONSE COEFFICIENT, Cs DESIGN BASE SHEAR, V DESIGN PER 2014 INDIANA BUILDING CODE, UNLESS OTHERWISE NOTED. ALL REINFORCING STEEL ASTM A615 GRADE 60. REINFORCING STEEL SHOWN ON THESE DRAWINGS TO BE WELDED SHALL BE ASTM A706. WELDABLE BARS 20 PSF 100 PSF 40 PSF 20 PSF 21.8 PSF 1.0 1.0 1.2 1.0 0.159 0.086 C 0.127 0.097 B BEARING WALL 3 0.042 0.042W F'C=3000 PSI F'C=3000 PSI F'C=4000 PSI F'C=5000 PSI F'M= 1500 PSI 3/4"ø ASTM A325 ASTM A108 ASTM A496 ASTM A706 SSPC PAINT 25 5500 PSF SHAPE FACTORS DIRECTIONALITY FACTOR (Kd) INTERNAL PRESSURE COEFFICIENT ENCLOSURE CLASSIFICATION WIND EXPOSURE RISK CATEGORY MEAN ROOF HEIGHT ULTIMATE WIND SPEED: (ASCE 7-10)115 MPH 36 FT II C ENCLOSED ± 0.18 0.85 PER CODE NOMINAL WIND SPEED:89.1 MPH FASTENERS EXPANSION BOLTS SHALL BE HILTI KWIK BOLT 3, SIMPSON STRONG-TIE STRONG-BOLT2 OR APPROVED EQUAL, UON. EMBEDMENT DEPTH INTO CONCRETE OR SOLID GROUTED MASONRY SHALL BE AT LEAST 7 TIMES THE BOLT DIAMETER. CLEAN HOLE AND INSTALL PER MANUFACTURER'S PRINTED INSTRUCTIONS. ADHESIVE ANCHORING (EPOXY) FOR CONCRETE SHALL BE HILTI HIT-HY 200 CARTRIDGE SYSTEM, SIMPSON STRONG-TIE AT-XP OR APPROVED EQUAL, UON. EMBEDMENT DEPTH SHALL BE AT LEAST 12 TIMES THE INSERT DIAMETER, UON. HOLE DIAMETER SHALL BE NO GREATER THAN RECOMMENDED BY MANUFACTURER. THE HOLE SHALL BE CLEANED PER MANUFACTURER'S RECOMMENDATIONS BY BRUSHING OUT WITH WIRE BOTTLE BRUSH AND BLOWN OUT WITH AIR USING A COMPRESSOR WITH A FUNCTIONAL OIL TRAP (EXCEPT WHERE PERMITTED WHEN USING A HILTI SAFE SET HIT Z ANCHOR ROD OR HILTI HOLLOW DRILL BIT W/ VACUUM). INSTALLATION SHALL BE IN ACCORDANCE WITH MANUFACTURER'S PRINTED INSTRUCTIONS AND PERFORMED BY AN INSTALLER TRAINED BY THE MANUFACTURER. ADHESIVE ANCHORING (EPOXY) FOR MASONRY SHALL BE HILTI HIT-HY 70 CARTRIDGE SYSTEM OR APPROVED EQUAL, UON. EMBEDMENT DEPTH INTO SOLID GROUTED MASONRY SHALL BE AT LEAST 9 TIMES THE INSERT DIAMETER, UON. HOLE DIAMETER SHALL BE NO GREATER THAN RECOMMENDED BY MANUFACTURER. HOLES SHALL NOT BE PLACED WITHIN 1" OF A VERTICAL MORTAR JOINT. CLEAN HOLE AND INSTALL IN ACCORDANCE WITH MANUFACTURER'S PRINTED INSTRUCTIONS AND PERFORMED BY AN INSTALLER TRAINED BY THE MANUFACTURER. SCREW ANCHORS SHALL BE HILTI KWIK HUS-EZ, SIMPSON STRONG-TIE TITEN HD OR APPROVED EQUAL, UON. EMBEDMENT IN CONCRETE OR SOLID GROUTED MASONRY SHALL BE AT LEAST 9 TIMES THE BOLT DIAMETER. CLEAN HOLE AND INSTALL PER MANUFACTURER'S PRINTED INSTRUCTIONS. POWER ACTUATED FASTENERS (PAF) SHALL BE 0.157" DIAMETER HILTI X-U, SIMPSON STRONG- TIE PDPA OR EQUAL, UON. EMBED MIN 1-1/4" INTO CONCRETE AND CMU. DO NOT PLACE WITHIN 1" OF CMU MORTAR JOINT. PAF SHALL COMPLETELY PENETRATE STRUCTURAL STEEL. ASTM A185 ALL OTHER CONCRETE F'C=3000 PSI CONCRETE UNLESS OTHERWISE NOTED (UON) ON THE DRAWINGS, MINIMUM COVER FOR REINFORCING SHALL BE AS FOLLOWS: FOOTINGS .......................................................................................................................................... 3" COLUMNS AND PEDESTALS (OVER VERTICAL REINF) ..................................................................2" SLABS AND WALLS (EXPOSED TO EARTH, LIQUID OR WEATHER) ..............................................2" SLABS AND WALLS (NOT EXPOSED TO EARTH, LIQUID OR WEATHER) ...................................3/4" CANOPY SLABS ........................................................................................................................... 1 1/2" BEAMS (OVER MAIN REINFORCING) ..........................................................................................1 1/2" SLABS ON GRADE ......................................................................................................... 2" FROM TOP ALL REINFORCING SHALL BE HELD SECURELY IN POSITION WITH STANDARD ACCESSORIES IN CONFORMANCE WITH CRSI MANUAL OF STANDARD PRACTICE AND ACI 315 DURING THE PLACING OF THE CONCRETE. UNLESS OTHERWISE NOTED, SPLICES IN REINFORCING, WHERE PERMITTED, SHALL BE AS FOLLOWS: WELDED WIRE FABRIC ............................................. WIRE SPACING PLUS 6" REINFORCING BARS .................................................. 40 BAR DIAMETERS ALL HOOKS IN REINFORCING BARS SHALL BE AN ACI STANDARD HOOK, UNLESS OTHERWISE NOTED. IN TWO-WAY SLABS, PLACE SHORT SPAN BARS IN OUTER LAYER. DOWELS FROM FOUNDATIONS OR SLABS TO WALLS SHALL MATCH WALL REINFORCING, UNLESS OTHERWISE NOTED. DOWELS SHALL BE PLACED BEFORE CONCRETE IS POURED. THEY SHALL NOT BE PUSHED INTO THE CONCRETE. PROVIDE 3/4" CHAMFER AT ALL EXPOSED CORNERS OF BEAMS, WALL, ETC. PRIOR TO CONSTRUCTION, CONCRETE WALL ELEVATION DRAWINGS SHALL BE SUBMITTED FOR REVIEW WITH A MINIMUM SCALE OF 1/8" = 1'-0". WALL ELEVATIONS SHALL INDICATE LOCATIONS OF STEEL EMBEDS, BEARING POCKETS, AND WALL OPENINGS. THE CONTRACTOR IS RESPONSIBLE FOR COORDINATION OF STEEL EMBEDS, BEARING POCKETS, AND WALL OPENINGS WITH THE CONCRETE REINFORCEMENT DRAWINGS. SPECIFICATIONS CONCRETE WORK SHALL CONFORM TO THE REQUIREMENTS OF ACI 301. "SPECIFICATIONS FOR STRUCTURAL CONCRETE FOR BUILDINGS" (LATEST EDITION). EXCEPT AS MODIFIED BY THE REQUIREMENTS OF THE CONTRACT DOCUMENTS. THE CONTRACTOR SHALL EMPLOY AND PAY AN INDEPENDENT TESTING LABORATORY TO PERFORM CONCRETE TESTING. MASONRY CONSTRUCTION AND MATERIALS SHALL CONFORM TO THE REQUIREMENTS OF "SPECIFICATIONS FOR MASONRY STRUCTURES - ACI 530.1/ASCE 6" (LATEST EDITION), EXCEPT AS MODIFIED BY REQUIREMENTS OF THE CONTRACT DOCUMENTS. THE CONTRACTOR SHALL EMPLOY AND PAY AN INDEPENDENT TESTING LABORATORY TO PERFORM MASONRY TESTING. ALL STRUCTURAL STEEL WORK SHALL BE IN ACCORDANCE WITH THE LATEST EDITIONS OF AISC "SPECIFICATIONS FOR STRUCTURAL STEEL BUILDINGS", AISC "CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGES", AND AWS D1.1" "STRUCTURAL WELDING CODE", EXCEPT AS MODIFIED BY THE REQUIREMENTS OF THE CONTRACT DOCUMENTS. PROOF OF WELDER CERTIFICATION SHALL BE AVAILABLE AT THE JOB SITE DURING TIMES OF INSPECTION. BOLTED CONNECTIONS SHALL BE ASSEMBLED AND INSPECTED IN ACCORDANCE WITH RESEARCH COUNCIL ON STRUCTURAL CONNECTIONS "SPECIFICATIONS FOR STRUCTURAL JOINTS USING ASTM A325 OR A490 BOLTS". BOLTED AND WELDED CONNECTIONS: THE CONTRACTOR SHALL EMPLOY AND PAY AN INDEPENDENT TESTING LABORATORY TO INSURE THAT ALL FASTENERS AND WELDS ARE INSTALLED IN ACCORDANCE WITH THE SPECIFICATIONS. A VISUAL INSPECTION SHALL BE MADE OF ALL WELDED AND BOLTED CONNECTIONS. IN ADDITION, A MINIMUM OF 10% OF ALL HIGH STRENGTH BOLTS SHALL BE CHECKED FOR PROPER TENSION AND A MINIMUM OF 10% OF ALL FULL PENETRATION WELDS SHALL BE CHECKED BY ULTRASONIC TESTING. ADDITIONAL BOLTS AND WELDS MAY BE TESTED AT THE OPTION OF THE TESTING LAB REPRESENTATIVE. DEFECTIVE BOLTS OR WELDS SHALL BE REMOVED AND REPLACED AT NO ADDITIONAL COST TO THE OWNER. FOOTING AND SLAB SUBGRADE PREPARATION SHALL BE IN ACCORDANCE WITH RECOMMENDATIONS OF THE GEOTECHNICAL REPORT FOR THE PROJECT PREPARED BY GEOTRACK TECHNOLOGIES, INC. (DATED OCTOBER 10, 2012), AND SHALL BE IN COMPLIANCE WITH APPLICABLE REQUIREMENTS OF GOVERNING AUTHORITIES HAVING JURISDICTION. A GEOTECHNICAL TESTING AND INSPECTION FIRM SHALL BE EMPLOYED TO PERFORM A SOIL SURVEY FOR SATISFACTORY SOIL MATERIALS, SAMPLING AND TESTING FOR QUALITY CONTROL AS PER THE RECOMMENDATIONS OF THE GEOTECHNICAL REPORT FOR THIS PROJECT. ALL EARTHWORK OPERATIONS SHALL BE PERFORMED TO THE SATISFACTION OF THE GEOTECHNICAL TESTING FIRM. SUPPLEMENTARY NOTES PROVIDE ALL TEMPORARY BRACING, SHORING, GUYING OR OTHER MEANS TO AVOID EXCESSIVE STRESSES AND TO HOLD STRUCTURAL ELEMENTS IN PLACE DURING CONSTRUCTION. THE STRUCTURE SHOULD NOT BE CONSIDERED STABLE UNTIL ALL STRUCTURAL ELEMENTS HAVE BEEN CONSTRUCTED IN ACCORDANCE WITH THE CONTRACT DOCUMENTS. MCVEIGH & MANGUM ENGINEERING, INC OR ANY OF IT'S EMPLOYEES SHALL NOT HAVE CONTROL OR BE RESPONSIBLE FOR CONSTRUCTION MEANS, METHODS, TECHNIQUES, PROCEDURES OR SEQUENCES FOR THE ACTS OR OMISSIONS OF THE CONTRACTOR OR ANY OTHER PERSONS PERFORMING THE WORK, OR FOR THE FAILURE OF ANY OF THEM TO CARRY OUT THE WORK IN ACCORDANCE WITH THE CONTRACT DOCUMENTS. VISUAL OBSERVATIONS OF THE STRUCTURAL SYSTEM BY MCVEIGH & MANGUM ENGINEERING FOR GENERAL CONFORMANCE TO THE APPROVED PLANS AND SPECIFICATIONS DOES NOT INCLUDE OR WAIVE THE RESPONSIBILITY FOR THE INSPECTIONS REQUIRED BY THE INTERNATIONAL BUILDING CODE. VERIFY ALL DIMENSIONS WITH ARCHITECTURAL DRAWINGS. SEE ARCHITECTURAL, MECHANICAL, ELECTRICAL AND PLUMBING DRAWINGS FOR EMBEDS, OPENINGS, SLEEVES, ETC. NOT SHOWN ON THE STRUCTURAL DRAWINGS. ALL STRUCTURAL OPENINGS AROUND OR AFFECTED BY MECHANICAL, ELECTRICAL AND PLUMBING EQUIPMENT SHALL BE VERIFIED WITH EQUIPMENT PURCHASED BEFORE PROCEEDING WITH STRUCTURAL WORK AFFECTED. CONTRACTOR SHALL VERIFY ALL EXISTING DIMENSIONS AND CONDITIONS OF EXISTING STRUCTURE AND SITES THAT ARE AFFECTED BY NEW WORK BEFORE PROCEEDING WITH FABRICATION AND CONSTRUCTION. SHOP DRAWINGS AND SUBMITTALS SHOP DRAWING SUBMITTALS ARE ONLY REVIEWED FOR GENERAL CONFORMANCE WITH THE INFORMATION SHOWN ON THE CONSTRUCTION DOCUMENTS. THE GENERAL CONTRACTOR MUST REVIEW AND APPROVE THE SHOP DRAWINGS PRIOR TO THEIR SUBMITTAL TO THE ARCHITECT. SUBMITTALS WHICH DO NOT CONTAIN THE CONTRACTOR'S SHOP DRAWING STAMP SHALL BE RETURNED WITHOUT REVIEW. ANY REQUESTED CHANGES TO THE CONTRACT DOCUMENTS SHALL BE COMMUNICATED IN WRITING PRIOR TO SUBMITTING THE SHOP DRAWINGS AND CLOUDED ON THE SHOP DRAWINGS. COMPLETE SHOP DRAWINGS FOR CONSTRUCTION OF EACH BUILDING COMPONENT NOT DESIGNED BY THE DESIGN TEAM OF RECORD AND NOT SPECIFIED ON THE PROJECT CONSTRUCTION DOCUMENTS SHALL BE SIGNED AND SEALED BY A PROFESSIONAL ENGINEER REGISTERED IN THE STATE OF THE PROJECT AND SHALL BE AVAILABLE AT THE JOB SITE DURING TIMES OF INSPECTION. SOME STRUCTURAL SYSTEMS ARE DEFINED AS VENDOR-DESIGNED COMPONENTS PER THE STRUCTURAL DOCUMENTS. THESE ELEMENTS OF THE DESIGN ARE DEFERRED SUBMITTAL COMPONENTS AND HAVE NOT BEEN PERMITTED UNDER THE BASE BUILDING APPLICATION. VENDOR-DESIGNED COMPONENT SHOP DRAWINGS SHALL BE APPROVED BY THE COMPONENT DESIGNER ENGINEER PRIOR TO CURSORY REVIEW BY THE ENGINEER OF RECORD FOR LOADS IMPOSED ON THE BASE STRUCTURE. THE COMPONENT DESIGNER IS RESPONSIBLE FOR CODE CONFORMANCE AND ALL NECESSARY CONNECTIONS NOT SPECIFICALLY CALLED OUT ON ARCHITECTURAL OR STRUCTURAL DRAWINGS. SHOP DRAWINGS SHALL INDICATE MAGNITUDE AND DIRECTION OF ALL LOADS IMPOSED ON BASIC STRUCTURE. THE CONTRACTOR SHALL SUBMIT THE STAMPED COMPONENT SYSTEM DOCUMENTS TO THE BUILDING OFFICIAL FOR APPROVAL. COMPONENT & CLADDING DESIGN WIND PRESSURES (PSF) ROOF WALLS ZONE 1 2 3 10 SF 50 SF 100 SF ZONE 10 SF 100 SF 500 SF 4 4p 5 5p NOTES: 1) TABLE PRESSURES ARE FOR THE SQUARE FOOT (SF) TRIBUTARY AREA SHOWN. FOR OTHER TRIBUTARY AREAS, LINEARLY INTERPOLATE BETWEEN VALUES SHOWN ABOVE. 2) POSITIVE PRESSURES ACT TOWARD THE BUILDING. NEGATIVE PRESSURES ACT AWAY FROM THE BUILDING. 3) SEE DIAGRAMS FOR LOCATION OF ZONES. 10.0 psf 10.0 psf 10.0 psf -20.8 psf -19.5 psf -19.0 psf -34.8 psf -26.2 psf -22.5 psf -34.8 psf -26.2 psf -22.5 psf -29.9 psf -28.7 psf -28.2 psf -29.9 psf -28.7 psf -28.2 psf 16.2 psf 14.3 psf -17.8 psf -15.8 psf 48.6 psf 33.1 psf 31.1 psf -34.0 psf -28.3 psf -24.3 psf -25.3 psf -19.7 psf -15.8 psf 48.6 psf 33.1 psf 31.1 psf -38.9 psf -30.2 psf -24.3 psf 19.0 psf -20.6 psf 16.2 psf 14.3 psf19.0 psf OVERHANG ZONE 1&2 OVERHANG ZONE 3 19.0 psf 17.1 psf 16.2 psf 19.0 psf 17.1 psf 16.2 psf a=36'-10" N GENERAL SYMBOLS PLAN, SECTION OR DETAIL NO SHEET NUMBER KEYED NOTE TO PLAN NORTH ARROW 1 S STRUCTURAL ABBREVIATIONS 1 FB FD FDN FF FLR FTG FS GA GALV GC HGT HORIZ HSA HT IF INFO INT JNT JST LB LG LLH LLV LSH LSV MANUF MAT'L MAX MECH MIN MISC NIC NO NTS NS OC OD OF O/O OPNG OPP PERP PL PNL PREFAB PSF PSI QTY FLAT BAR FLOOR DRAIN FOUNDATION FINISH FLOOR FLOOR FOOTING FAR SIDE GAGE GALVANIZED GENERAL CONTRACTOR HEIGHT HORIZONTAL HEADED STUD ANCHOR HEIGHT INSIDE FACE INFORMATION INTERIOR JOINT JOIST POUND LONG LONG LEG HORIZONTAL LONG LEG VERTICAL LONG SIDE HORIZONTAL LONG SIDE VERTICAL MANUFACTURER MATERIAL MAXIMUM MECHANICAL MINIMUM MISCELLANEOUS NOT IN CONTRACT NUMBER NOT TO SCALE NEAR SIDE ON CENTER OUTSIDE DIAMETER OUTSIDE FACE OUT TO OUT OPENING OPPOSITE PERPENDICULAR PLATE PANEL PREFABRICATED POUNDS PER SQUARE FOOT POUNDS PER SQUARE INCH QUANTITY # ø □ & @ ALUM AR ARCH ASSY B/ BETWN BOT BM BLDG BPL BRG C TO C CANT CJ CL CLR CMU COL CONC CONN CONST CONT CONTR CTR CTRD DBA DEFL DET DIAG DIA DIFF DIM DO DWG EA EF EJ EL ELEC ELEV ENGR EQ EQUIP EXIST EXP EXT EW NUMBER OR POUND ROUND OR DIAMETER SQUARE AND AT ALUMINUM ANCHOR ROD ARCHITECTURE ASSEMBLY BOTTOM OF BETWEEN BOTTOM BEAM BUILDING BASE PLATE BEARING CENTER TO CENTER CANTILEVER CONSTRUCTION JOINT CENTER LINE CLEAR CONCRETE MASONRY UNIT COLUMN CONCRETE CONNECTION CONSTRUCTION CONTINUOUS CONTRACTION CENTER CENTERED DEFORMED BAR ANCHOR DEFLECTION DETAIL DIAGONAL DIAMETER DIFFERENT DIMENSION DITTO DRAWING EACH EACH FACE EXPANSION JOINT ELEVATION ELECTRICAL ELEVATOR ENGINEER EQUAL EQUIPMENT EXISTING EXPANSION EXTERIOR EACH WAY R OR RAD RD REF REINF REQ REQ'D RET REV SCHED SECT SIM SPA SPEC SQ STD STIFF STL STR STRUCT SYM T&B T/ T/U PANEL TE THK THRD TRANSV TS TYP UON VER VERT W/ W/O WS WWF RADIUS ROUND REFERENCE REINFORCE(MENT) REQUIRE REQUIRED RETAINING REVISION SCHEDULE SECTION SIMILAR SPACE SPECIFICATION SQUARE STANDARD STIFFENER STEEL STRAIGHT STRUCTURAL SYMMETRICAL TOP & BOTTOM TOP OF TILT-UP PANEL THICKENED EDGE THICK THREADED TRANSVERSE THICKENED SLAB TYPICAL UNLESS OTHERWISE NOTED VERIFY VERTICAL WITH WITHOUT WATERSTOP WELDED WIRE FABRIC FOUNDATION TYPE REVISION NUMBER FOOTING STEP 1 E N G I N E E R I N G I N C e m a i l : m a i l @ M c V e i g h M a n g u m . c o m En g . o f R e c o r d : Li c e n s e N o . : 1 6 1 0 E a s t M o r e h e a d S t r e e t , S u i t e 1 0 0 C h a r l o t t e , N o r t h C a r o l i n a 2 8 2 0 7 P h : ( 7 0 4 ) 5 4 7 - 9 0 3 5 F a x : ( 7 0 4 ) 5 4 7 - 9 0 3 6 F i r m L i c e n s e N o . : C - 3 3 9 1 M V E I G H M A N G U M C GA R A G E CA R M E L , I N D I A N A client logo revision dates 333 West Trade Street, Suite 300 Charlotte, NC 28202 T: 704.333.7862 F: 704.343.9380 Project No: Issue Date: Issued For: 1412 GR A N D & M A I N 7/ 3 1 / 2 0 1 5 1 : 5 2 : 0 3 P M C : \ U s e r s \ y f a n g \ D o c u m e n t s \ 1 4 5 9 9 - G r a n d at M a i n A p a r t m e n t s P A R K I N G G A R A G E - S t r u c t - 2 0 1 5 _ y f a n g . r v t S0.1 STRUCTURAL GENERAL NOTES & DESIGN CRITERIA JULY 1, 2015 PERMIT SET ?? ? ? ? ? ? Do u g l a s R . S w e e n e y SCALE: 3/4" = 1'-0"S0.1 1 COMPONENTS AND CLADDING LOADS1 1705.3 Concrete Construction 1. Inspection of reinforcing steel installation (see 1705.2.2 for welding)Shop (3) and field inspection Periodic 2. Inspection of prestressing steel installation Shop (3) and field inspection Periodic 3. Inspection of anchors cast in concrete where allowable loads have been increased per section 1908.5 or where strength design is used Shop (3) and field inspection Periodic 4. Inspection of anchors and reinforcing steel post-installed in hardened concrete: Per research reports including verification of anchor type, anchor dimensions, hole dimensions, hole cleaning procedures, anchor spacing, edge distances, concrete minimum thickness, anchor embedment and tightening torque Field inspection Periodic or as required by the research report issued by an approved source 5. Verify use of approved design mix Shop (3) and field inspection Periodic 6. Fresh concrete sampling, perform slump and air content tests and determine temperature of concrete Shop (3) and field inspection Continuous 7. Inspection of concrete and shotcrete placement for proper application techniques Shop (3) and field inspection Continuous 8. Inspection for maintenance of specified curing temperature and techniques Shop (3) and field inspection Periodic 9. Inspection of prestressed concrete:Shop (3) and field inspection a. Application of prestressing forceContinuous b. Grouting of bonded prestressing tendons in the seismic-force-resisting system Continuous 10. Erection of precast concrete members a. Inspect in accordance with construction documents Field inspection In accordance with construction documents b. Perform inspections of welding and bolting in accordance with Section 1705.2 Field inspection In accordance with Section 1705.2 11. Verification of in-situ concrete strength, prior to stressing of tendons in post tensioned concrete and prior to removal of shores and forms from beams and structural slabs Review field testing and laboratory reports Periodic 12. Inspection of formwork for shape, lines, location and dimensions Field inspectionPeriodic 13. Concrete strength testing and verification of compliance with construction documents Field testing and review of laboratory reports Periodic SCHEDULE OF STRUCTURAL INSPECTIONS PROJECT APPLICABLE TO THIS PROJECT MATERIAL / ACTIVITYSERVICEY/N EXTENT AGENT*DATE COMPLETED 1704.2.5 Inspection of Fabricators Verify fabrication/quality control procedures In-plant review (3) 1705.1.1 Special Cases(work unusual in nature, including but not limited to alternative materials and systems, unusual design applications, materials and systems with special manufacturer's requirements) Submittal review, shop (3) and/or field inspection 1705.2 Steel Construction 1. Fabricator and erector documents (Verify reports and certificates as listed in AISC 360, chapter N, paragraph 3.2 for compliance with construction documents) Submittal ReviewEach submittal 2. Material verification of structural steel Shop (3) and field inspection Periodic 3. Embedments (Verify diameter, grade, type, length, embedment. See 1705.3 for anchors) Field inspectionPeriodic 4. Verify member locations, braces, stiffeners, and application of joint details at each connection comply with construction documents Field inspectionPeriodic 5. Structural steel welding: a. Inspection tasks Prior to Welding (Observe, or perform for each welded joint or member, the QA tasks listed in AISC 360, Table N5.4-1) Shop (3) and field inspection Observe or Perform as noted (4) b. Inspection tasks During Welding (Observe, or perform for each welded joint or member, the QA tasks listed in AISC 360, Table N5.4-2) Shop (3) and field inspectionObserve (4) c. Inspection tasks After Welding (Observe, or perform for each welded joint or member, the QA tasks listed in AISC 360, Table N5.4-3) Shop (3) and field inspection Observe or Perform as noted (4) d. Nondestructive testing (NDT) of welded joints:see Commentary 1) Complete penetration groove welds 5/16" or greater in risk category III or IV Shop (3) or field ultrasonic testing - 100%Periodic 2) Complete penetration groove welds 5/16" or greater in risk category II Shop (3) or field ultrasonic testing - 10% of welds minimum Periodic 3) Thermally cut surfaces of access holes when material t > 2" Shop (3) or field magnetic Partical or Penetrant testing Periodic 4) Welded joints subject to fatigue when required by AISC 360, Appendix 3, Table A-3.1 Shop (3) or field radiographic or Ultrasonic testing Periodic 5) Fabricator's NDT reports when fabricator performs NDT Verify reports Each submittal (5) 6. Structural steel bolting:Shop (3) and field inspection a. Inspection tasks Prior to Bolting (Observe, or perform tasks for each bolted connection, in accordance with QA tasks listed in AISC 360, Table N5.6-1) Observe or Perform as noted (4) b.Inspection tasks During Bolting (Observe the QA tasks listed in AISC 360, Table N5.6-2) Observe (4) 1) Pre-tensioned and slip-critical joints a) Turn-of-nut with matching markings Periodic b) Direct tension indicator Periodic c) Twist-off type tension control bolt Periodic d) Turn-of-nut without matching markings Continuous e) Calibrated wrench Continuous 2) Snug-tight joints Periodic c. Inspection tasks After Bolting (Perform tasks for each bolted connection in accordance with QA tasks listed in AISC 360, Table N5.6-3) Perform (4) 7. Inspection of steel elements of composite construction prior to concrete placement in accordance with QA tasks listed in AISC 360, Table N6.1 Shop (3) and field inspection and testing Observe or Perform as noted (4) 1705.2.2 Steel Construction Other Than Structural Steel 1. Material verification of cold-formed steel deck: a. Identification markingsField inspectionPeriodic b. Manufacturer's certified test reports Submittal ReviewEach submittal 2. Connection of cold-formed steel deck to supporting structure:Shop (3) and field inspection a. Welding Periodic b. Other fasteners (in accordance with AISC 360,Section N6) 1) Verify fasteners are in conformance with approved submittal Periodic 2) Verify fastener installation is in conformance with approved submittal and manufacturer's recommendations Periodic 3. Reinforcing steel Shop (3) and field inspection a. Verification of weldability of steel other than ASTM A706 Periodic b. Reinforcing steel resisting flexural and axial forces in intermediate and special moment frames, boundary elements of special concrete structural walls and shear reinforcement Continuous c. Shear reinforcementContinuous d. Other reinforcing steelPeriodic 4. Cold-formed steel trusses spanning 60 feet or greater a. Verify temporary and permanent restraint/bracing are installed in accordance with the approved truss submittal package Field inspectionPeriodic 1705.4 Masonry Construction (A) Level A, B and C Quality Assurance: 1. Verify compliance with approved submittals Field InspectionPeriodic (B) Level B Quality Assurance: 1. Verification of f'm and f'C prior to construction Testing by unit strength method or prism test method Periodic (C) Level C Quality Assurance: 1. Verification of f'm and f'C prior to construction and for every 5,000 SF during construction Testing by unit strength method or prism test method Periodic 2. Verification of proportions of materials in premixed or preblended mortar, prestressing grout, and grout other than self-consolidating grout, as delivered to the project site Field inspectionContinuous 3. Verify placement of masonry units Field InspectionPeriodic (D) Levels B and C Quality Assurance: 1. Verification of Slump Flow and Visual Stability Index (VSI) of self-consolidating grout as delivered to the project Field testingContinuous 2. Verify compliance with approved submittals Field inspectionPeriodic 3. Verify proportions of site-mixed mortar, grout and prestressing grout for bonded tendons Field InspectionPeriodic 4. Verify grade, type, and size of reinforcement and anchor bolts, and prestressing tendons and anchorages Field InspectionPeriodic 5. Verify construction of mortar joints Field InspectionPeriodic 6. Verify placement of reinforcement, connectors, and prestressing tendons and anchorages Field InspectionLevel B - Periodic Level C - Continuous 7. Verify grout space prior to Field InspectionLevel B - Periodic grouting Level C - Continuous 8. Verify placement of grout and prestressing grout for bonded tendons Field InspectionContinuous 9. Verify size and location of structural masonry elements Field InspectionPeriodic 10. Verify type, size, and location of anchors, including details of anchorage of masonry to structural members, frames, or other construction. Field inspectionLevel B - Periodic Level C - Continuous 11. Verify welding of reinforcement (see 1705.2.2)Field inspectionContinuous 12. Verify preparation, construction, and protestion of masonry during cold weather (temperature below 40oF) or hot weather (temperature above 90o F) Field inspectionPeriodic 13. Verify application and measurement of prestressing force Field InspectionContinuous 14. Verify placement of AAC masonry units and construction of thin-bed mortar joints (first 5000 SF of AAC masonry) Field inspectionContinuous 15. Verify placement of AAC masonry units and construction of thin-bed mortar joints (after the first 5000 SF of AAC masonry) Field inspection Level B - Periodic Level C - Continuous 16. Verify properties of thin-bed mortar for AAC masonry (first 5000 SF of AAC masonry) Field inspectionContinuous 17. Verify properties of thin-bed mortar forAAC masonry (after the first 5000 SF of AAC masonry) Field inspection Level B - Periodic Level C - Continuous 18. Prepare grout and mortar specimens Field testingLevel B - Periodic Level C - Continuous 19. Observe preparation of prismsField inspectionLevel B - Periodic Level C - Continuous Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y N N N Y Y Y Y N Y N Y Y Y N N Y N N N N N N N Y N Y N Y Y NOTE: DENOTES "NOT APPLICABLE" E N G I N E E R I N G I N C e m a i l : m a i l @ M c V e i g h M a n g u m . c o m En g . o f R e c o r d : Li c e n s e N o . : 1 6 1 0 E a s t M o r e h e a d S t r e e t , S u i t e 1 0 0 C h a r l o t t e , N o r t h C a r o l i n a 2 8 2 0 7 P h : ( 7 0 4 ) 5 4 7 - 9 0 3 5 F a x : ( 7 0 4 ) 5 4 7 - 9 0 3 6 F i r m L i c e n s e N o . : C - 3 3 9 1 M V E I G H M A N G U M C GA R A G E CA R M E L , I N D I A N A client logo revision dates 333 West Trade Street, Suite 300 Charlotte, NC 28202 T: 704.333.7862 F: 704.343.9380 Project No: Issue Date: Issued For: 1412 GR A N D & M A I N 7/ 3 1 / 2 0 1 5 1 : 5 2 : 1 0 P M C : \ U s e r s \ y f a n g \ D o c u m e n t s \ 1 4 5 9 9 - G r a n d at M a i n A p a r t m e n t s P A R K I N G G A R A G E - S t r u c t - 2 0 1 5 _ y f a n g . r v t S0.2 SCHEDULE OF STRUCTURAL INSPECTIONS JULY 1, 2015 PERMIT SET ?? ? ? ? ? ? Do u g l a s R . S w e e n e y 1705.11.4 Designated Seismic Systems Verification Inspect and verify that that the component label, anchorage or mounting conforms to the certificate of compliance in accordance with Section 1705.12.3 Field inspectionPeriodic 1705.11.5 Architectural Components Special Inspections for Seismic Resistance 1. Inspection during the erection and fastening of exterior cladding and interior and exterior veneer Field inspectionPeriodic 2. Inspection during the erection and fastening of interior and exterior nonbearing walls Field inspectionPeriodic 3. Inspection during anchorage of access floors Field inspectionPeriodic 1705.11.6 Mechanical and Electrical Components Special Inspections for Seismic Resistance 1. Inspection during the anchorage of electrical equipment for emergency or standby power systems Field inspectionPeriodic 2. Inspection during the anchorage of other electrical equipment Field inspectionPeriodic 3. Inspection during installation and anchorage of piping systems designed to carry hazardous materials, and their associated mechanical units Field inspectionPeriodic 4. Inspection during the installation and anchorage of HVAC ductwork that will contain hazardous materials Field inspectionPeriodic 5. Inspection during the installation and anchorage of vibration isolation systems Field inspectionPeriodic 1705.11.7 Storage Racks Special Inspections for Seismic Resistance Inspection during the anchorage of storage racks 8 feet or greater in height Field inspectionPeriodic 1705.11.8 Seismic Isolation Systems Inspection during the fabrication and installation of isolator units and energy dissipation devices used as part of the seismic isolation system Shop and field inspectionPeriodic 1705.5 Wood Construction 1. Inspection of the fabrication process of wood structural elements and assemblies in accordance with Section 1704.2.5 In-plant review (3)Periodic 2. For high-load diaphragms, verify grade and thickness of structural panel sheathing agree with approved building plans Field inspectionPeriodic 3. For high-load diaphragms, verify nominal size of framing members at adjoining panel edges, nail or staple diameter and length, number of fastener lines, and that spacing between fasteners in each line and at edge margins agree with approved building plans Field inspectionPeriodic 4. Metal-plate-connected wood trusses spanning 60 feet or greater: verify temporary and permanent restraint/bracing are installed in accordance with the approved truss submittal package Field inspectionPeriodic 1705.6 Soils 1. Verify materials below shallow foundations are adequate to achieve the design bearing capacity. Field inspectionPeriodic 2. Verify excavations are extended to proper depth and have reached proper material. Field inspectionPeriodic 3. Perform classification and testing of controlled fill materials.Field inspectionPeriodic 4. Verify use of proper materials, densities, and lift thicknesses during placement and compaction of controlled fill Field inspectionContinuous 5. Prior to placement of controlled fill, observe subgrade and verify that site has been prepared properly Field inspectionPeriodic 1705.7 Driven Deep Foundations 1. Verify element materials, sizes and lengths comply with requirements Field inspectionContinuous 2. Determine capacities of test elements and conduct additional load tests, as required Field inspectionContinuous 3. Observe driving operations and maintain complete and accurate records for each element Field inspectionContinuous 4. Verify placement locations and plumbness, confirm type and size of hammer, record number of blows per foot of penetration, determine required penetrations to achieve design capacity, record tip and butt elevations and document any damage to foundation element Field inspectionContinuous 5. For steel elements, perform additional inspections per Section 1705.2 See Section 1705.2See Section 1705.2 6. For concrete elements and concrete-filled elements, perform additional inspections per Section 1705.3 See Section 1705.3See Section 1705.3 7. For specialty elements, perform additional inspections as determined by the registered design professional in responsible charge Field inspection In accordance with construction documents 8. Perform additional inspections and tests in accordance with the construction documents Field Inspection and testing In accordance with construction documents 1705.8 Cast-in-Place Deep Foundations 1.Observe drilling operations and maintain complete and accurate records for each element Field inspectionContinuous 2. Verify placement locations and plumbness, confirm element diameters, bell diameters (if applicable), lengths, embedment into bedrock (if applicable) and adequate end-bearing strata capacity. Record concrete or grout volumes Field inspectionContinuous 3. For concrete elements, perform additional inspections in accordance with Section 1705.3 See Section 1705.3See Section 1705.3 4. Perform additional inspections and tests in accordance with the construction documents Field Inspection and testing In accordance with construction documents 1705.9 Helical Pile Foundations 1. Verify installation equipment, pile dimensions, tip elevations, final depth, final installation torque and other data as required. Field inspectionContinuous 2. Perform additional inspections and tests in accordance with the construction documents Field Inspection and testing In accordance with construction documents 1705.10.1 Structural Wood Special Inspections For Wind Resistance 1. Inspection of field gluing operations of elements of the main windforce-resisting system Field inspectionContinuous 2. Inspection of nailing, bolting, anchoring and other fastening of components within the main windforce-resisting system Shop (3) and field inspection Periodic SCHEDULE OF SPECIAL INSPECTIONS PROJECT APPLICABLE TO THIS PROJECT MATERIAL / ACTIVITYSERVICEY/N EXTENT AGENT*DATE COMPLETED 1705.10.2 Cold-formed Steel Special Inspections For Wind Resistance 1.Inspection during welding operations of elements of the main windforce-resisting system Shop (3) and field inspection Periodic 2.Inspections for screw attachment, bolting, anchoring and other fastening of components within the main windforce-resisting system Shop (3) and field inspection Periodic 1705.10.3 Wind-resisting Components 1. Roof cladding Shop (3) and field inspection Periodic 2. Wall cladding Shop (3) and field inspection Periodic 1705.11.1 Structural Steel Special Inspections for Seismic Resistance Inspection of structural steel in accordance with AISC 341 Shop (3) and field inspection In accordance with AISC 341 1705.11.2 Structural Wood Special Inspections for Seismic Resistance 1. Inspection of field gluing operations of elements of the seismic-force resisting system Field inspectionContinuous 2. Inspection of nailing, bolting, anchoring and other fastening of components within the seismic-force-resisting system Shop (3) and field inspection Periodic 1705.11.3 Cold-formed Steel Light-Frame Construction Special Inspections for Seismic Resistance 1. Inspection during welding operations of elements of the seismic-force-resisting system Shop (3) and field inspection Periodic 2. Inspections for screw attachment, bolting, anchoring and other fastening of components within the seismic-force-resisting system Shop (3) and field inspection Periodic 1705.12.1 Concrete Reinforcement Testing and Qualification for Seismic Resistance 1. Review certified mill test reports for each shipment of reinforcement used to resist earthquake-induced flexural and axial forces in reinforced concrete special moment frames, special structural walls, and coupling beams connecting special structural walls Review certified mill test reportsEach shipment 2. Verify reinforcement weldability of ASTM A615 reinforcement used to resist earthquake-induced flexural and axial forces in reinforced concrete special moment frames, special structural walls, and coupling beams connecting special structural walls Review test reportsEach shipment 1705.12.2 Structural Steel Testing and Qualification for Seismic Resistance Test in accordance with the quality assurance requirements of AISC 341 Shop (3) and field testing Per AISC 341 1705.12.3 Seismic Certification of Nonstructural Components Review certificate of compliance for designated seismic system components. Certificate of compliance reviewEach submittal 1705.12.4 Seismic Isolation Systems Test seismic isolation system in accordance with ASCE 7 Section 17.8 Prototype testingPer ASCE 7 1705.13 Sprayed Fire-resistant Materials 1. Verify surface condition preparation of structural members Field inspectionPeriodic 2. Verify application of sprayed fire-resistant materials Field inspectionPeriodic 3. Verify average thickness of sprayed fire-resistant materials applied to structural members Field inspectionPeriodic 4. Verify density of the sprayed fire-resistant material complies with approved fire-resistant design Field inspection and testing Per IBC Section 1705.13.5 5. Verify the cohesive/adhesive bond strength of the cured sprayed fire-resistant material Field inspection and testing Per IBC Section 1705.13.6 1705.14 Mastic and Intumescent Fire-Resistant Coatings Inspect mastic and intumescent fire-resistant coatings applied to structural elements and decks Field inspectionPeriodic 1705.15 Exterior Insulation and Finish Systems (EIFS) 1. Verify materials, details and installations are per the approved construction documents Field inspectionPeriodic 2. Inspection of water-resistive barrier over sheathing substrate Field inspectionPeriodic 1705.16 Fire-Resistant Penetrations and Joints 1. Inspect penetration firestop systemsField testingPer ASTM E2174 2. Inspect fire-resistant joint systemsField testingPer ASTM E2393 1705.17 Smoke Control Systems 1. Leakage testing and recording of device locations prior to concealment Field testingPeriodic 2. Prior to occupancy and after sufficient completion, pressure difference testing, flow measurements, and detection and control verification Field testingPeriodic * INSPECTION AGENTS FIRM ADDRESS TELEPHONE NO. 1. 2. 3. 4. Notes: 1. The inspection and testing agent(s) shall be engaged by the Owner or the Owner's Agent, and not by the Contractor or Subcontractor whose work is to be inspected or tested. Any conflict of interest must be disclosed to the Building Official prior to commencing work. The qualifications of the Special Inspector(s) and/or testing agencies may be subject to the approval of the Building Official and/or the Design Professional. 2. The list of Special Inspectors may be submitted as a separate document, if noted so above. 3. Special Insepctions as required by Section 1704.2.5 are not required where the fabricator is approved in accordance with IBC Section 1704.2.5.2 4. Observe on a random basis, operations need not be delayed pending these inspections. Perform these tasks for each welded joint, bolted connection, or steel element. 5. NDT of welds completed in an approved fabricator's shop may be performed by that fabricator when approved by the AHJ. Refer to AISC 360, N7. Are Requirements for Seismic Resistance included in the Statement of Special Inspections ?Yes No Are Requirements for Wind Resistance included in the Statement of Special Inspections ?Yes No DATE: 7/1/15 Y Y Y Y Y 6. See sheet S0.2 for Statement of Special Inspections NOTE: DENOTES "NOT APPLICABLE" E N G I N E E R I N G I N C e m a i l : m a i l @ M c V e i g h M a n g u m . c o m En g . o f R e c o r d : Li c e n s e N o . : 1 6 1 0 E a s t M o r e h e a d S t r e e t , S u i t e 1 0 0 C h a r l o t t e , N o r t h C a r o l i n a 2 8 2 0 7 P h : ( 7 0 4 ) 5 4 7 - 9 0 3 5 F a x : ( 7 0 4 ) 5 4 7 - 9 0 3 6 F i r m L i c e n s e N o . : C - 3 3 9 1 M V E I G H M A N G U M C GA R A G E CA R M E L , I N D I A N A client logo revision dates 333 West Trade Street, Suite 300 Charlotte, NC 28202 T: 704.333.7862 F: 704.343.9380 Project No: Issue Date: Issued For: 1412 GR A N D & M A I N 7/ 3 1 / 2 0 1 5 1 : 5 2 : 1 5 P M C : \ U s e r s \ y f a n g \ D o c u m e n t s \ 1 4 5 9 9 - G r a n d at M a i n A p a r t m e n t s P A R K I N G G A R A G E - S t r u c t - 2 0 1 5 _ y f a n g . r v t S0.3 SCHEDULE OF STRUCTURAL INSPECTIONS JULY 1, 2015 PERMIT SET ?? ? ? ? ? ? Do u g l a s R . S w e e n e y GD GA G1 G8 FOUNDATION PLAN NOTES: 1) SLAB ON GRADE & FOUNDATIONS/TURNDOWNS INDICATED ARE DESIGNED BASED ON A CONVENTIONAL 12" NW CONCRETE SLAB. SEE PLAN AND 1/S3.1 FOR SLAB JOINT LAYOUT AND DETAILING. 2) ELEVATIONS ARE BASED ON LEVEL 1 T/SLAB DATUM EL OF 0'-0" (ACTUAL ELEVATION = 864'-0"). SEE PLAN FOR TOP OF SLAB ELEVATIONS AND SLAB STEPS/RAMPS. COORD. w/ARCH & PRECAST DRAWINGS FOR ACTUAL ELEVATIONS. 3) FOR DESIGN CRITERIA AND GENERAL NOTES, SEE SHEET S0.1. 4) FOR ELEVATIONS, WALL SECTIONS AND DIMENSIONS, SEE ARCHITECTURAL AND PRECAST. 5) FOR REINFORCEMENT AT FOOTING CORNERS, SEE DETAIL 4/S3.1. 6) FOR PIPE PENETRATIONS AT FOOTINGS, SEE DETAIL 2&3/S3.1. 7) FOR BRICK LINTEL, SEE DETAIL 3/4.1. 8) FOR REINF AT WALL CORNERS, SEE 10/S3.1. 9) F#.# & WF#.# DENOTE FTG TYPE, SEE SECTIONS, DETAILS AND FOOTING SCHEDULE SHOWN ON SHEETS S1.1. 10) SLAB SLOPES AT RAMPS AND DRAINS SHALL BE COORDINATED WITH ARCH AND PRECAST PRIOR TO SLAB ON GRADE CONSTRUCTION. 11) SEE 4/S3.2 FOR RETAINING WALL JOINT DETAIL. E N G I N E E R I N G I N C e m a i l : m a i l @ M c V e i g h M a n g u m . c o m En g . o f R e c o r d : Li c e n s e N o . : 1 6 1 0 E a s t M o r e h e a d S t r e e t , S u i t e 1 0 0 C h a r l o t t e , N o r t h C a r o l i n a 2 8 2 0 7 P h : ( 7 0 4 ) 5 4 7 - 9 0 3 5 F a x : ( 7 0 4 ) 5 4 7 - 9 0 3 6 F i r m L i c e n s e N o . : C - 3 3 9 1 M V E I G H M A N G U M C A B Key Plan N GA R A G E CA R M E L , I N D I A N A client logo revision dates 333 West Trade Street, Suite 300 Charlotte, NC 28202 T: 704.333.7862 F: 704.343.9380 Project No: Issue Date: Issued For: 1412 GR A N D & M A I N 7/ 3 1 / 2 0 1 5 1 : 5 2 : 2 2 P M C : \ U s e r s \ y f a n g \ D o c u m e n t s \ 1 4 5 9 9 - G r a n d at M a i n A p a r t m e n t s P A R K I N G G A R A G E - S t r u c t - 2 0 1 5 _ y f a n g . r v t S1.1 FOUNDATION & GROUND FLOOR PLAN - GARAGE OVERALL JULY 1, 2015 PERMIT SET ?? ? ? ? ? ? Do u g l a s R . S w e e n e y SCALE: 1/16" = 1'-0"S1.1 1 FOUNDATION PLAN - Overall FOOTING SCHEDULE TYPELENGTHWIDTHTHICKNESS BOTTOM REINF (LONG WAY) BOTTOM REINF (SHORT WAY) TOP REINF (LONG WAY) TOP REINF (SHORT WAY)REMARKS F8.08'-0"8'-0"2'-1"14 #614 #6 F9.09'-0"9'-0"2'-4"12 #612 #6 F10.010'-0"10'-0"2'-7"14 #614 #6 F11.011'-0"11'-0"2'-9"17 #617 #6 F12.012'-0"12'-0"2'-11"15 #715 #7 WF2.02'-0"1'-0"#6 @ 12" O.C.#6 @ 12" O.C. WF3.03'-0"1'-6"#5 @ 10" O.C.#5 @ 10" O.C. WF3.53'-6"1'-6"#6 @ 12" O.C.#6 @ 12" O.C. WF4.04'-0"1'-6"#6 @ 12" O.C.#6 @ 12" O.C. WF4.54'-6"1'-6"#6 @ 12" O.C.#6 @ 12" O.C. WF6.0#5 @ 6" O.C.#5 @ 6" O.C. CONTINUOUS CONTINUOUS 1'-6"CONTINUOUS CONTINUOUS CONTINUOUS CONTINUOUS 1'-6"6'-0" RA M P U P TO L E V E L 3 (6 % S L O P E ) RA M P D N TO L E V E L 1 (6 % S L O P E ) 156 TOTAL PARKING ON LEVEL 2 (INCLUDED RAMPED PARKING) UP STAIR 3 THIRD FLOOR x-stair 3-3 lobby A A ST A I R 5 - SE C O N D FL O O R x- s t a i r 5 - 2 PRECAST PARKING GARAGE. SUPERSTRUCTURE BY OTHERS. 6 S4.1 ___________ 6 S4.1 ___________ DRILLED & EPOXY #4 DOWELS W/ 3" EMBED @ 24" O.C. 5' - 1 1 " E N G I N E E R I N G I N C e m a i l : m a i l @ M c V e i g h M a n g u m . c o m En g . o f R e c o r d : Li c e n s e N o . : 1 6 1 0 E a s t M o r e h e a d S t r e e t , S u i t e 1 0 0 C h a r l o t t e , N o r t h C a r o l i n a 2 8 2 0 7 P h : ( 7 0 4 ) 5 4 7 - 9 0 3 5 F a x : ( 7 0 4 ) 5 4 7 - 9 0 3 6 F i r m L i c e n s e N o . : C - 3 3 9 1 M V E I G H M A N G U M C A B Key Plan N GA R A G E CA R M E L , I N D I A N A client logo revision dates 333 West Trade Street, Suite 300 Charlotte, NC 28202 T: 704.333.7862 F: 704.343.9380 Project No: Issue Date: Issued For: 1412 GR A N D & M A I N 7/ 3 1 / 2 0 1 5 1 : 5 2 : 2 8 P M C : \ U s e r s \ y f a n g \ D o c u m e n t s \ 1 4 5 9 9 - G r a n d at M a i n A p a r t m e n t s P A R K I N G G A R A G E - S t r u c t - 2 0 1 5 _ y f a n g . r v t S1.2 SECOND LEVEL FRAMING PLAN - GARAGE OVERALL JULY 1, 2015 PERMIT SET ?? ? ? ? ? ? Do u g l a s R . S w e e n e y SCALE: 1" = 20'-0"S1.2 1 2ND FRAMING PLAN - Overall RA M P U P TO L E V E L 4 (6 % S L O P E ) RA M P D N TO L E V E L 2 (6 % S L O P E ) 156 TOTAL PARKING ON LEVEL 3 (INCLUDED RAMPED PARKING) UP STAIR 3THIRD FLOOR x-stair 3-3 ST A I R 5 - TH I R D F L O O R x- s t a i r 5 - 3 lobby A A PRECAST PARKING GARAGE. SUPERSTRUCTURE BY OTHERS. DRILLED & EPOXY #4 DOWELS W/ 3" EMBED @ 24" O.C. E N G I N E E R I N G I N C e m a i l : m a i l @ M c V e i g h M a n g u m . c o m En g . o f R e c o r d : Li c e n s e N o . : 1 6 1 0 E a s t M o r e h e a d S t r e e t , S u i t e 1 0 0 C h a r l o t t e , N o r t h C a r o l i n a 2 8 2 0 7 P h : ( 7 0 4 ) 5 4 7 - 9 0 3 5 F a x : ( 7 0 4 ) 5 4 7 - 9 0 3 6 F i r m L i c e n s e N o . : C - 3 3 9 1 M V E I G H M A N G U M C A B Key Plan N GA R A G E CA R M E L , I N D I A N A client logo revision dates 333 West Trade Street, Suite 300 Charlotte, NC 28202 T: 704.333.7862 F: 704.343.9380 Project No: Issue Date: Issued For: 1412 GR A N D & M A I N 7/ 3 1 / 2 0 1 5 1 : 5 2 : 3 4 P M C : \ U s e r s \ y f a n g \ D o c u m e n t s \ 1 4 5 9 9 - G r a n d at M a i n A p a r t m e n t s P A R K I N G G A R A G E - S t r u c t - 2 0 1 5 _ y f a n g . r v t S1.3 THIRD LEVEL FRAMING PLAN - GARAGE OVERALL JULY 1, 2015 PERMIT SET ?? ? ? ? ? ? Do u g l a s R . S w e e n e y SCALE: 1" = 20'-0"S1.3 1 3RD FRAMING PLAN - Overall RA M P D N TO L E V E L 3 (6 % S L O P E ) 156 TOTAL PARKING ON LEVEL 4 (INCLUDED RAMPED PARKING) STAIR 3FOURTHFLOOR x-stair 3-4 x- s t a i r 5 - 4 1'-7 5/8" lobby A A UP PRECAST PARKING GARAGE. SUPERSTRUCTURE BY OTHERS. DRILLED & EPOXY #4 DOWELS W/ 3" EMBED @ 24" O.C. E N G I N E E R I N G I N C e m a i l : m a i l @ M c V e i g h M a n g u m . c o m En g . o f R e c o r d : Li c e n s e N o . : 1 6 1 0 E a s t M o r e h e a d S t r e e t , S u i t e 1 0 0 C h a r l o t t e , N o r t h C a r o l i n a 2 8 2 0 7 P h : ( 7 0 4 ) 5 4 7 - 9 0 3 5 F a x : ( 7 0 4 ) 5 4 7 - 9 0 3 6 F i r m L i c e n s e N o . : C - 3 3 9 1 M V E I G H M A N G U M C A B Key Plan N GA R A G E CA R M E L , I N D I A N A client logo revision dates 333 West Trade Street, Suite 300 Charlotte, NC 28202 T: 704.333.7862 F: 704.343.9380 Project No: Issue Date: Issued For: 1412 GR A N D & M A I N 7/ 3 1 / 2 0 1 5 1 : 5 2 : 4 0 P M C : \ U s e r s \ y f a n g \ D o c u m e n t s \ 1 4 5 9 9 - G r a n d at M a i n A p a r t m e n t s P A R K I N G G A R A G E - S t r u c t - 2 0 1 5 _ y f a n g . r v t S1.4 FOURTH LEVEL FRAMING PLAN - GARAGE OVERALL JULY 1, 2015 PERMIT SET ?? ? ? ? ? ? Do u g l a s R . S w e e n e y SCALE: 1" = 20'-0"S1.4 1 4TH FRAMING PLAN - Overall OS 1 DS 1 OS 2 DS 2 OS 3 DS 3 OS 4 DS 4 RA M P D N TO L E V E L 3 (6 % S L O P E ) 156 TOTAL PARKING ON LEVEL 4 (INCLUDED RAMPED PARKING) DN STAIR 3FOURTH FLOOR x-stair 3-4 x- s t a i r 5 - 4 1'-7 5/8" lobby A A UP PRECAST PARKING GARAGE. SUPERSTRUCTURE BY OTHERS. DRILLED & EPOXY #4 CMU WALL DOWELS W/ 3" EMBED @ 24" O.C. 14'-5 9/16" 11 ' - 1 1 5 / 8 " 5' - 8 5 / 8 " PRECAST SLAB E N G I N E E R I N G I N C e m a i l : m a i l @ M c V e i g h M a n g u m . c o m En g . o f R e c o r d : Li c e n s e N o . : 1 6 1 0 E a s t M o r e h e a d S t r e e t , S u i t e 1 0 0 C h a r l o t t e , N o r t h C a r o l i n a 2 8 2 0 7 P h : ( 7 0 4 ) 5 4 7 - 9 0 3 5 F a x : ( 7 0 4 ) 5 4 7 - 9 0 3 6 F i r m L i c e n s e N o . : C - 3 3 9 1 M V E I G H M A N G U M C A B Key Plan N GA R A G E CA R M E L , I N D I A N A client logo revision dates 333 West Trade Street, Suite 300 Charlotte, NC 28202 T: 704.333.7862 F: 704.343.9380 Project No: Issue Date: Issued For: 1412 GR A N D & M A I N 7/ 3 1 / 2 0 1 5 1 : 5 2 : 4 6 P M C : \ U s e r s \ y f a n g \ D o c u m e n t s \ 1 4 5 9 9 - G r a n d at M a i n A p a r t m e n t s P A R K I N G G A R A G E - S t r u c t - 2 0 1 5 _ y f a n g . r v t S1.5 ROOF PLAN - GARAGE OVERALL JULY 1, 2015 PERMIT SET ?? ? ? ? ? ? Do u g l a s R . S w e e n e y SCALE: 1" = 20'-0"S1.5 1 ROOF PLAN - Overall dog spa (219 SF) maintenance office (241 SF) maintenance (1537 SF) trash compactor / recycling lobby elev 1 stair 5 crawl space/void RAMP UP (6% SLOPE) RAMP DN RAMP DN 1:12 eye wash dual ht drinking ftns service sink riser room space provided for future booster pump room LVL 1 98 PARKS TOTAL (91 STANDARD / 1 ACC / 2 VAN / 2 FUTURE RES / 2 MAIL SHORT TERM) mech equip for maintance room located in niche work bench trash STAIR 5 - FIRST FLOOR A G1.5 G2 G3 GDGCGBGA G1 23 ' - 9 3 / 4 " 35 ' - 3 1 / 4 " 36 ' - 0 " 63'-4 1/2"62'-8"62'-11" 8' - 0 " 22'-0 1/8"21'-11 7/8" 44'-0" 8' - 0 " 22'-0"22'-0" 44'-0" 8" CMU WALL. COORD LOCATION & HEIGHT W/ ARCH 2 S3.3 ___________2 S3.3 ___________ 2 S3.3 ___________ 3 S3.3 ___________ 3 S3.3 ___________ 3 S3.3 ___________ 3 S3.3 ___________ 3 S3.3 ___________ 3 S3.3 ___________ 3 S3.3 ___________ 3 S3.3 ___________ 3 S3.3 ___________ 2 S3.3 ___________ F 1 2 .0 (1 '-6 ") F 1 2 .0 (1 '-6 ") F 8 .0 (-1 '-6 ") F 1 1 .0 (-1 '-6 ") F 1 1 .0 (-1 '-6 ") 5 S3.3 ___________ 3 S3.3 ___________ 3 S3.3 ___________ 2 S3.3 ___________ 2 S3.3 ___________78" FOOTING THICKNESS W/ 16#8 LONG. ON THE BOTTOM AND 15#8 LONG. ON THE TOP. #6@12" O.C. TRANS. TOP AND BOTTOM 42.5" FOOTING THICKNESS W/ 16#8 LONG ON THE BOTTOM AND 15#8 LONG ON THE TOP. #6@12" O.C. TRANS. TOP AND BOTTOM 2 S3.3 ___________ T/FTG EL. +0'-4" T/FTG EL. +1'-6" T/FTG EL +2'-0" 1 S3.3 ___________ 1 S3.3 ___________ T/FTG EL. -2'-8" T/FTG EL.+2'-0" T/FTG EL. +2'-0" T/FTG EL. +2'-0" T/FTG EL. +1'-4"T/FTG +0'-4" 4 S3.2 ___________ 4 S3.2 ___________ 4 S3.2 ___________ WF 3 . 5 WF 6 . 0 WF 6 . 0 WF2.0 WF 2 . 0 WF 2 . 0 WF2.0 WF2.0 WF2.0 WF 2 . 0 WF 4 . 0 WF3.0 WF 2 . 0 WF2.0 WF 3 . 5 WF3.0 WF3.0 WF 3 . 0 WF 4 . 5 WF3.0 4 S3.3 ___________ T/FTG EL. -1'-6" 2 S3.3 ___________ 2 S3.3 ___________ 5 S3.3 ___________ PROVIDE ADDITIONAL REINFORCEMENT. #5 @ 4" O.C. PROVIDE ADDITIONAL REINFORCEMENT. #5 @ 4" O.C. 35 ' - 3 1 / 4 " 36 ' - 0 " T/FTG EL. +1'-6" T/FTG EL. +1'-6" T/FT EL. +1'-6" T/FTG EL. -2'-8" S S S T/FTG EL +2'-0" S T/FTG EL. -0'-6" S T/FTG EL. +1'-6" S T/FTG EL. -0'-6" 4 S3.3 ___________ 4 S3.3 ___________ 4 S3.3 ___________ E N G I N E E R I N G I N C e m a i l : m a i l @ M c V e i g h M a n g u m . c o m En g . o f R e c o r d : Li c e n s e N o . : 1 6 1 0 E a s t M o r e h e a d S t r e e t , S u i t e 1 0 0 C h a r l o t t e , N o r t h C a r o l i n a 2 8 2 0 7 P h : ( 7 0 4 ) 5 4 7 - 9 0 3 5 F a x : ( 7 0 4 ) 5 4 7 - 9 0 3 6 F i r m L i c e n s e N o . : C - 3 3 9 1 M V E I G H M A N G U M C A B Key Plan N GA R A G E CA R M E L , I N D I A N A client logo revision dates 333 West Trade Street, Suite 300 Charlotte, NC 28202 T: 704.333.7862 F: 704.343.9380 Project No: Issue Date: Issued For: 1412 GR A N D & M A I N 7/ 3 1 / 2 0 1 5 1 : 5 2 : 5 3 P M C : \ U s e r s \ y f a n g \ D o c u m e n t s \ 1 4 5 9 9 - G r a n d at M a i n A p a r t m e n t s P A R K I N G G A R A G E - S t r u c t - 2 0 1 5 _ y f a n g . r v t S2.A1 FOUNDATION & GROUND FLOOR PLAN - GARAGE SEGMENT A JULY 1, 2015 PERMIT SET ?? ? ? ? ? ? Do u g l a s R . S w e e n e y SCALE: 1/8" = 1'-0"S2.A1 1 FOUNDATION PLAN - SEGMENT A NOTES: 1.SEE SHEET S1.1 FOR FOUNDATION PLAN NOTE RAMP DN TO LEVEL 1 (6% SLOPE) 156 TOTAL PARKING ON LEVEL 2 (INCLUDED RAMPED PARKING) A STAIR 5 - SECOND FLOOR x-stair 5-2 G1.5 G2 G3 GDGCGB G1 PRECAST PARKING GARAGE. SUPERSTRUCTURE BY OTHERS. DRILLED & EPOXY #4 DOWELS W/ 3" EMBED @ 24" O.C. 6 S4.1 ___________ 6 S4.1 ___________ E N G I N E E R I N G I N C e m a i l : m a i l @ M c V e i g h M a n g u m . c o m En g . o f R e c o r d : Li c e n s e N o . : 1 6 1 0 E a s t M o r e h e a d S t r e e t , S u i t e 1 0 0 C h a r l o t t e , N o r t h C a r o l i n a 2 8 2 0 7 P h : ( 7 0 4 ) 5 4 7 - 9 0 3 5 F a x : ( 7 0 4 ) 5 4 7 - 9 0 3 6 F i r m L i c e n s e N o . : C - 3 3 9 1 M V E I G H M A N G U M C A B Key Plan N GA R A G E CA R M E L , I N D I A N A client logo revision dates 333 West Trade Street, Suite 300 Charlotte, NC 28202 T: 704.333.7862 F: 704.343.9380 Project No: Issue Date: Issued For: 1412 GR A N D & M A I N 7/ 3 1 / 2 0 1 5 1 : 5 2 : 5 9 P M C : \ U s e r s \ y f a n g \ D o c u m e n t s \ 1 4 5 9 9 - G r a n d at M a i n A p a r t m e n t s P A R K I N G G A R A G E - S t r u c t - 2 0 1 5 _ y f a n g . r v t S2.A2 SECOND LEVEL FRAMING PLAN - GARAGE SEGMENT A JULY 1, 2015 PERMIT SET ?? ? ? ? ? ? Do u g l a s R . S w e e n e y SCALE: 1/8" = 1'-0"S2.A2 1 2ND FRAMING PLAN - SEGMENT A RAMP DN TO LEVEL 2 (6% SLOPE) 156 TOTAL PARKING ON LEVEL 3 (INCLUDED RAMPED PARKING) STAIR 5 - THIRD FLOOR x-stair 5-3 A G1.5 G2 G3 GDGCGB G1 PRECAST PARKING GARAGE. SUPERSTRUCTURE BY OTHERS. DRILLED & EPOXY #4 DOWELS W/ 3" EMBED @ 24" O.C. E N G I N E E R I N G I N C e m a i l : m a i l @ M c V e i g h M a n g u m . c o m En g . o f R e c o r d : Li c e n s e N o . : 1 6 1 0 E a s t M o r e h e a d S t r e e t , S u i t e 1 0 0 C h a r l o t t e , N o r t h C a r o l i n a 2 8 2 0 7 P h : ( 7 0 4 ) 5 4 7 - 9 0 3 5 F a x : ( 7 0 4 ) 5 4 7 - 9 0 3 6 F i r m L i c e n s e N o . : C - 3 3 9 1 M V E I G H M A N G U M C A B Key Plan N GA R A G E CA R M E L , I N D I A N A client logo revision dates 333 West Trade Street, Suite 300 Charlotte, NC 28202 T: 704.333.7862 F: 704.343.9380 Project No: Issue Date: Issued For: 1412 GR A N D & M A I N 7/ 3 1 / 2 0 1 5 1 : 5 3 : 0 5 P M C : \ U s e r s \ y f a n g \ D o c u m e n t s \ 1 4 5 9 9 - G r a n d at M a i n A p a r t m e n t s P A R K I N G G A R A G E - S t r u c t - 2 0 1 5 _ y f a n g . r v t S2.A3 THIRD LEVEL FRAMING PLAN - GARAGE SEGMENT A JULY 1, 2015 PERMIT SET ?? ? ? ? ? ? Do u g l a s R . S w e e n e y SCALE: 1/8" = 1'-0"S2.A3 1 3RD FRAMING PLAN - SEGMENT A RAMP DN TO LEVEL 3 (6% SLOPE) 15 6 T O T A L P A R K I N G O N LE V E L 4 ( I N C L U D E D RA M P E D P A R K I N G ) x-stair 5-4 A G1.5 G2 G3 GDGCGB G1 PRECAST PARKING GARAGE. SUPERSTRUCTURE BY OTHERS. DRILLED & EPOXY #4 DOWELS W/ 3" EMBED @ 24" O.C. E N G I N E E R I N G I N C e m a i l : m a i l @ M c V e i g h M a n g u m . c o m En g . o f R e c o r d : Li c e n s e N o . : 1 6 1 0 E a s t M o r e h e a d S t r e e t , S u i t e 1 0 0 C h a r l o t t e , N o r t h C a r o l i n a 2 8 2 0 7 P h : ( 7 0 4 ) 5 4 7 - 9 0 3 5 F a x : ( 7 0 4 ) 5 4 7 - 9 0 3 6 F i r m L i c e n s e N o . : C - 3 3 9 1 M V E I G H M A N G U M C A B Key Plan N GA R A G E CA R M E L , I N D I A N A client logo revision dates 333 West Trade Street, Suite 300 Charlotte, NC 28202 T: 704.333.7862 F: 704.343.9380 Project No: Issue Date: Issued For: 1412 GR A N D & M A I N 7/ 3 1 / 2 0 1 5 1 : 5 3 : 1 1 P M C : \ U s e r s \ y f a n g \ D o c u m e n t s \ 1 4 5 9 9 - G r a n d at M a i n A p a r t m e n t s P A R K I N G G A R A G E - S t r u c t - 2 0 1 5 _ y f a n g . r v t S2.A4 FOURTH LEVEL FRAMING PLAN - GARAGE SEGMENT A JULY 1, 2015 PERMIT SET ?? ? ? ? ? ? Do u g l a s R . S w e e n e y SCALE: 1/8" = 1'-0"S2.A4 1 4TH FRAMING PLAN - SEGMENT A OS1 DS1 OS2DS2 RAMP DN TO LEVEL 3 (6% SLOPE) 156 TOTAL PARKING ON LEVEL 4 (INCLUDED RAMPED PARKING) x-stair 5-4 A G1.5 G2 G3 GDGCGB PRECAST PARKING GARAGE. SUPERSTRUCTURE BY OTHERS. DRILLED & EPOXY #4 DOWELS W/ 3" EMBED @ 24" O.C. E N G I N E E R I N G I N C e m a i l : m a i l @ M c V e i g h M a n g u m . c o m En g . o f R e c o r d : Li c e n s e N o . : 1 6 1 0 E a s t M o r e h e a d S t r e e t , S u i t e 1 0 0 C h a r l o t t e , N o r t h C a r o l i n a 2 8 2 0 7 P h : ( 7 0 4 ) 5 4 7 - 9 0 3 5 F a x : ( 7 0 4 ) 5 4 7 - 9 0 3 6 F i r m L i c e n s e N o . : C - 3 3 9 1 M V E I G H M A N G U M C A B Key Plan N GA R A G E CA R M E L , I N D I A N A client logo revision dates 333 West Trade Street, Suite 300 Charlotte, NC 28202 T: 704.333.7862 F: 704.343.9380 Project No: Issue Date: Issued For: 1412 GR A N D & M A I N 7/ 3 1 / 2 0 1 5 1 : 5 3 : 1 8 P M C : \ U s e r s \ y f a n g \ D o c u m e n t s \ 1 4 5 9 9 - G r a n d at M a i n A p a r t m e n t s P A R K I N G G A R A G E - S t r u c t - 2 0 1 5 _ y f a n g . r v t S2.A5 ROOF FRAMING PLAN - GARAGE SEGMENT A JULY 1, 2015 PERMIT SET ?? ? ? ? ? ? Do u g l a s R . S w e e n e y SCALE: 1/8" = 1'-0"S2.A5 1 ROOF PLAN - SEGMENT A 10'-0" VAN VAN electrical mailroom: REQ'D: 303T/31P PROV: 304T/32P (19) 4C09D-16 (8) 4C09D-4P 27 total boxes stair 3 RAMP UP TO LEVEL 2 (6% SLOPE) ELECTRIC VEHICLE MAILBOX SHORT-TERM PARKING MAILBOX SHORT-TERM PARKING FUTURE RESIDENT FUTURE RESIDENT ELECTRIC VEHICLE 4C09D-164C09D-164C09D-164C09D-164C09D-164C09D-164C09D-164C09D-164C09D-164C09D-16 4C09D-16 4C09D-16 4C09D-16 4C09D-16 4C09D-16 4C09D-164C09D-164C09D-164C09D-164C09D-4P4C09D-4P 4C09D-4P4C09D-4P4C09D-4P 4C09D-4P 4C09D-4P 4C09D-4P windows above mailboxes slope at 1:20 STAIR 3 FIRST FLOOR x-stair 3-1 lobby A G4 G5 G6 G7 GDGCGBGA G7.9 COORD T/WALL W/ PRECAST DETAILS COORD T/WALL W/ PRECAST DETAILS COORD T/WALL & T/SLAB @ RAMP W/ ARCH & PRECAST LAYOUT 62'-11"62'-8"63'-4 1/2" 36 ' - 0 " 36 ' - 0 " 24 ' - 0 " 35 ' - 0 " 2 S3.2 ___________ 1 S3.2 ___________ 1 S3.2 ___________ F 1 1 .0 (-1 '-6 ") F 1 1 .0 (-1 '-6 ") F 1 0 .0 (-1 '-6 ") F 9 .0 (-1 '-6 ") F 1 2 .0 (-2 '-8 ") F 1 2 .0 (4 ") F 1 0 .0 (1 '-6 ") 5 S3.3 ___________ 5 S3.3 ___________ 3 S3.3 ___________ 3 S3.3 ___________ 3 S3.3 ___________ ___________ S3.1 4 2 S3.3 ___________ 2 S3.3 ___________ T/FTG EL. +1'-6" T/FTG EL. +1'-6" T/FTG EL. +1'-6" T/FTG EL. -2'-0" 1 S3.3 ___________ 1 S3.3 ___________ T/FTG -2'-8" 4 S3.2 ___________ 4 S3.2 ___________ WF3.5 WF3.5 WF2.0WF 2 . 0 WF 3 . 5 WF2.0 WF 2 . 0 WF2.0 WF 2 . 0 WF 2 . 0 S L A B WF 3 . 0 WF3.0 WF 3 . 0 S L A B WF3.0 WF 4 . 5 T/FTG EL. -4'-0" WF 4 . 0 WF 3 . 0 F1 0 . 0 ( - 4 ' - 0 " ) SS 4 S3.3 ___________ 2 S3.3 ___________ 2 S3.3 ___________ 2 S3.3 ___________ 5 S3.3 ___________ 3 S3.3 ___________ 3 S3.3 ___________ 36 ' - 0 " 36 ' - 0 " 24 ' - 0 " T/FTG EL. -1'-6" T/FTG EL. -0'-6" T/FTG EL.-4'-0" T/FTG EL. -2'-0" T/FTG EL. +1'-6" T/FTG EL. +0'-4" S T/FTG EL. -2'-6" S 4 S3.3 ___________ 4 S3.3 ___________ S S T/FTG EL. -2'-0" T/FTG EL. -1'-6" T/FTG EL. +1'-6" S S T/FTG EL. -1'-6" E N G I N E E R I N G I N C e m a i l : m a i l @ M c V e i g h M a n g u m . c o m En g . o f R e c o r d : Li c e n s e N o . : 1 6 1 0 E a s t M o r e h e a d S t r e e t , S u i t e 1 0 0 C h a r l o t t e , N o r t h C a r o l i n a 2 8 2 0 7 P h : ( 7 0 4 ) 5 4 7 - 9 0 3 5 F a x : ( 7 0 4 ) 5 4 7 - 9 0 3 6 F i r m L i c e n s e N o . : C - 3 3 9 1 M V E I G H M A N G U M C A B Key Plan N GA R A G E CA R M E L , I N D I A N A client logo revision dates 333 West Trade Street, Suite 300 Charlotte, NC 28202 T: 704.333.7862 F: 704.343.9380 Project No: Issue Date: Issued For: 1412 GR A N D & M A I N 7/ 3 1 / 2 0 1 5 1 : 5 3 : 2 4 P M C : \ U s e r s \ y f a n g \ D o c u m e n t s \ 1 4 5 9 9 - G r a n d at M a i n A p a r t m e n t s P A R K I N G G A R A G E - S t r u c t - 2 0 1 5 _ y f a n g . r v t S2.B1 FOUNDATION & GROUND FLOOR PLAN - GARAGE SEGMENT B JULY 1, 2015 PERMIT SET ?? ? ? ? ? ? Do u g l a s R . S w e e n e y SCALE: 1/8" = 1'-0"S2.B1 1 FOUNDATION PLAN - SEGMENT B NOTES: 1.SEE SHEET S1.1 FOR FOUNDATION PLAN NOTE RAMP UP TO LEVEL 3 (6% SLOPE) UP STAIR 3 THIRD FLOOR x-stair 3-3 lobby A G4 G5 G6 G7 GD GCGB GA G8 G7.9 PRECAST PARKING GARAGE. SUPERSTRUCTURE BY OTHERS. E N G I N E E R I N G I N C e m a i l : m a i l @ M c V e i g h M a n g u m . c o m En g . o f R e c o r d : Li c e n s e N o . : 1 6 1 0 E a s t M o r e h e a d S t r e e t , S u i t e 1 0 0 C h a r l o t t e , N o r t h C a r o l i n a 2 8 2 0 7 P h : ( 7 0 4 ) 5 4 7 - 9 0 3 5 F a x : ( 7 0 4 ) 5 4 7 - 9 0 3 6 F i r m L i c e n s e N o . : C - 3 3 9 1 M V E I G H M A N G U M C A B Key Plan N GA R A G E CA R M E L , I N D I A N A client logo revision dates 333 West Trade Street, Suite 300 Charlotte, NC 28202 T: 704.333.7862 F: 704.343.9380 Project No: Issue Date: Issued For: 1412 GR A N D & M A I N 7/ 3 1 / 2 0 1 5 1 : 5 3 : 3 2 P M C : \ U s e r s \ y f a n g \ D o c u m e n t s \ 1 4 5 9 9 - G r a n d at M a i n A p a r t m e n t s P A R K I N G G A R A G E - S t r u c t - 2 0 1 5 _ y f a n g . r v t S2.B2 SECOND LEVEL FRAMING PLAN - GARAGE SEGMENT B JULY 1, 2015 PERMIT SET ?? ? ? ? ? ? Do u g l a s R . S w e e n e y SCALE: 1/8" = 1'-0"S2.B2 1 2ND FRAMING PLAN - SEGMENT B RAMP UP TO LEVEL 4 (6% SLOPE) UP STAIR 3 THIRD FLOOR x-stair 3-3 lobby A G4 G5 G6 G7 GCGB G8 G7.9 PRECAST PARKING GARAGE. SUPERSTRUCTURE BY OTHERS. E N G I N E E R I N G I N C e m a i l : m a i l @ M c V e i g h M a n g u m . c o m En g . o f R e c o r d : Li c e n s e N o . : 1 6 1 0 E a s t M o r e h e a d S t r e e t , S u i t e 1 0 0 C h a r l o t t e , N o r t h C a r o l i n a 2 8 2 0 7 P h : ( 7 0 4 ) 5 4 7 - 9 0 3 5 F a x : ( 7 0 4 ) 5 4 7 - 9 0 3 6 F i r m L i c e n s e N o . : C - 3 3 9 1 M V E I G H M A N G U M C A B Key Plan N GA R A G E CA R M E L , I N D I A N A client logo revision dates 333 West Trade Street, Suite 300 Charlotte, NC 28202 T: 704.333.7862 F: 704.343.9380 Project No: Issue Date: Issued For: 1412 GR A N D & M A I N 7/ 3 1 / 2 0 1 5 1 : 5 3 : 4 3 P M C : \ U s e r s \ y f a n g \ D o c u m e n t s \ 1 4 5 9 9 - G r a n d at M a i n A p a r t m e n t s P A R K I N G G A R A G E - S t r u c t - 2 0 1 5 _ y f a n g . r v t S2.B3 THIRD LEVEL FRAMING PLAN - GARAGE SEGMENT B JULY 1, 2015 PERMIT SET ?? ? ? ? ? ? Do u g l a s R . S w e e n e y SCALE: 1/8" = 1'-0"S2.B3 1 3RD FRAMING PLAN - SEGMENT B STAIR 3 FOURTH FLOOR x-stair 3-4 1'-7 5/8" lobby A UP G4 G5 G6 G7 GD GCGB G8 G7.9 PRECAST PARKING GARAGE. SUPERSTRUCTURE BY OTHERS. E N G I N E E R I N G I N C e m a i l : m a i l @ M c V e i g h M a n g u m . c o m En g . o f R e c o r d : Li c e n s e N o . : 1 6 1 0 E a s t M o r e h e a d S t r e e t , S u i t e 1 0 0 C h a r l o t t e , N o r t h C a r o l i n a 2 8 2 0 7 P h : ( 7 0 4 ) 5 4 7 - 9 0 3 5 F a x : ( 7 0 4 ) 5 4 7 - 9 0 3 6 F i r m L i c e n s e N o . : C - 3 3 9 1 M V E I G H M A N G U M C A B Key Plan N GA R A G E CA R M E L , I N D I A N A client logo revision dates 333 West Trade Street, Suite 300 Charlotte, NC 28202 T: 704.333.7862 F: 704.343.9380 Project No: Issue Date: Issued For: 1412 GR A N D & M A I N 7/ 3 1 / 2 0 1 5 1 : 5 3 : 5 5 P M C : \ U s e r s \ y f a n g \ D o c u m e n t s \ 1 4 5 9 9 - G r a n d at M a i n A p a r t m e n t s P A R K I N G G A R A G E - S t r u c t - 2 0 1 5 _ y f a n g . r v t S2.B4 FOURTH LEVEL FRAMING PLAN - GARAGE SEGMENT B JULY 1, 2015 PERMIT SET ?? ? ? ? ? ? Do u g l a s R . S w e e n e y SCALE: 1/8" = 1'-0"S2.B4 1 4TH FRAMING PLAN - SEGMENT B OS3 DS3 OS4 DS4 DN STAIR 3 FOURTH FLOOR x-stair 3-4 1'-7 5/8" lobby A UP G5 G6 G7 GB G8 G7.9 PRECAST PARKING GARAGE. SUPERSTRUCTURE BY OTHERS. E N G I N E E R I N G I N C e m a i l : m a i l @ M c V e i g h M a n g u m . c o m En g . o f R e c o r d : Li c e n s e N o . : 1 6 1 0 E a s t M o r e h e a d S t r e e t , S u i t e 1 0 0 C h a r l o t t e , N o r t h C a r o l i n a 2 8 2 0 7 P h : ( 7 0 4 ) 5 4 7 - 9 0 3 5 F a x : ( 7 0 4 ) 5 4 7 - 9 0 3 6 F i r m L i c e n s e N o . : C - 3 3 9 1 M V E I G H M A N G U M C A B Key Plan N GA R A G E CA R M E L , I N D I A N A client logo revision dates 333 West Trade Street, Suite 300 Charlotte, NC 28202 T: 704.333.7862 F: 704.343.9380 Project No: Issue Date: Issued For: 1412 GR A N D & M A I N 7/ 3 1 / 2 0 1 5 1 : 5 4 : 0 1 P M C : \ U s e r s \ y f a n g \ D o c u m e n t s \ 1 4 5 9 9 - G r a n d at M a i n A p a r t m e n t s P A R K I N G G A R A G E - S t r u c t - 2 0 1 5 _ y f a n g . r v t S2.B5 ROOF FRAMING PLAN - GARAGE SEGMENT B JULY 1, 2015 PERMIT SET ?? ? ? ? ? ? Do u g l a s R . S w e e n e y SCALE: 1/8" = 1'-0"S2.B5 1 ROOF PLAN - SEGMENT B STOP REINF (IF REQ'D) EACH SIDE OF JOINT PREMOLDED EXP JOINT MATERIAL CRACK CONTROL JOINT CONSTRUCTION JOINT EXPANSION JOINT AT WALL NOTES: 1) USE CONSTRUCTION JOINT INSTEAD OF CRACK CONTROL JOINT WHEREVER CONSTRUCTION IS STOPPED OR WHERE CALLED FOR ON PLAN. 2) PROVIDE CRUSHED STONE OR GRAVEL UNDER SLAB AS RECOMMENDED BY GOETECHNICAL REPORT FOR THE PROJECT. "T " / 2 1/8" CONTROL JNT "T " / 4 "T " CONT VAPOR BARRIER, TYP BREAK BOND W/ CURING COMPOUND "T " I1/2" SAW CUT JOINT, CUT BETWEEN 4&12 HOURS AFTER CONC IS PLACED PROVIDE FULL DEPTH BULKHEAD HELD FIRMLY IN A VERTICAL POSITION T/FTG EL, SEE PLAN 1 1 1 1 NOTE: FOR PIPES RUNNING PARALLEL TO STRIP FTGS, FTG DEPTH & PIPE LOCATION SHALL BE COORDINATED SO THAT THE PIPE IS NOT WITHIN FTG LOAD DISTRIBUTION INFLUENCE LINE AS ILLUSTRATED. TYP PIPE PARALLEL TO WALL T/FTG EL, SEE PLAN 11/2" COMPRESSIBLE MATERIAL AROUND PIPE OR PROVIDE PIPE SLEEVE, TYP NO P I P E T O B E P L A C E D WI T H I N F O O T I N G AT EXISTING PIPES WRAP W/ 2" STYROFOAM OR SLICE PVC PIPE 2"ø LARGER & PLACE AROUND PIPE (SEAL SLIT W/ DUCT TAPE) CONCRETE FILL IS TO BE PLACED BEFORE FOOTING IS POURED AND TO BE THE SAME WIDTH AS FTG, POUR FULL WIDTH OF PIPE TRENCH MI N 6" MA X 4' - 0 " 9" MIN TYP PIPE PENETRATION THRU WALL T/SLAB EL, SEE PLAN 1 1 1 1 NOTE: FOR PIPES RUNNING PARALLEL TO FTGS, FTG DEPTH & PIPE LOCATION SHALL BE COORDINATED SO THAT THE PIPE IS NOT WITHIN FTG LOAD DISTRIBUTION INFLUENCE LINE AS ILLUSTRATED. TYP PIPE PARALLEL TO FOOTING T/SLAB EL, SEE PLAN 1 1/2"COMPRESSIBLE MATERIAL AROUND PIPE OR PROVIDE PIPE SLEEVE, TYP. MAX PIPE SIZE ALLOWED THROUGH FOOTING IS 3". AT EXISTING PIPES WRAP W/ 2" STYROFOAM OR SLICE PVC PIPE 2"Ø LARGER & PLACE AROUND PIPE (SEAL SLIT W/ DUCT TAPE). CONCRETE FILL IS TO BE PLACED BEFORE FOOTING IS POURED AND TO BE THE SAME WIDTH AS FTG, POUR FULL WIDTH OF PIPE TRENCH. TYP PIPE PENETRATION AT FOOTING MIN 9" 6" M I N 4' - 0 " M A X 2' - 0 " 2'-0" CONT FTG, SEE PLAN OR SCHED ADD CORNER BAR TO MATCH FTG REINF TYPICAL CORNER FOOTING REINF STEPS TO BE MADE IN BRICK OR BLOCK COURSING FOR MASONRY WALLSMIN 2 "S" "T " "S " "S " "T" 40ø 40ø NOTE: "T" = FTG THICKNESS, SEE FTG SCHEDULE. FTG SIZE & REINF, SEE PLAN, TYP 1 2 REINF TO MATCH WALL FTG REINF T/FTG EL, SEE PLAN WALL FTG COL FTG 40 BAR ø 40 BAR ø 40 BAR ø 40 BAR ø VERT REINF IN GROUT FILLED CELL PER PLAN & NOTES FIN FLOOR SURFACE WWF, SEE PLAN 2-#5 CONT W/ #3@36" TRANSV NOTE: TYPICAL FOR ALL WALLS 8" OR MORE NOT SUPPORTED ON WALL FOOTINGS 1' - 0 " 1'-6" MIN SE E PL A N 3" CL R EQ EQ SEE ARCH TYPICAL LOAD BEARING WALL THICKENED SLAB 8" * 8" 6" 8" 7'-4" 8" ADD #5 T&B EA SIDE OF OPNG 24"x24"x24" SUMP PIT 2-#4x3'-0" T&B @ EACH CORNER *VERIFY w/ EQUIP PURCHASED 9 S3.1 ___________ OR A S N O T E D O N P L A N 1' - 6 " TYP 8" 6" T Y P 8" SEE PLAN VE R I F Y W / M A N U F EQ U I P M E N T P U R C H A S E D SEE DETAIL "A" #5@12" EW T&B 2'-0" SQUARE HOLE LOCATE AS REQ'D BY ELEV MANUF FILL HOLE W/ NON-SHRINK GROUT AFTER ELEVATOR IS ERECTED. SUMP PIT W/ GRATE WATERSTOP (TYP) SLAB REINF, SEE PLAN #5@12" EW CTR'D #5@12" EW CTR'D 2 1 / 2 " L6x31/2x1/4 (LLV) x DOOR WIDTH + 4" W/ 1/2"øx3" STUDS @ 2'-0" DETAIL "A" 3/162-12 1/224 NOTES: 1) SEE SPECS FOR WATERPROOFING. 2) PROVIDE WATERSTOP @ EACH JOINT-SEE SPECS. T/FTG EL SEE PLAN NOTE: ALL HOOKS ARE STANDARD ACI HOOKS TYPICAL CONCRETE WALL CORNERS & INTERSECTIONS E N G I N E E R I N G I N C e m a i l : m a i l @ M c V e i g h M a n g u m . c o m En g . o f R e c o r d : Li c e n s e N o . : 1 6 1 0 E a s t M o r e h e a d S t r e e t , S u i t e 1 0 0 C h a r l o t t e , N o r t h C a r o l i n a 2 8 2 0 7 P h : ( 7 0 4 ) 5 4 7 - 9 0 3 5 F a x : ( 7 0 4 ) 5 4 7 - 9 0 3 6 F i r m L i c e n s e N o . : C - 3 3 9 1 M V E I G H M A N G U M C GA R A G E CA R M E L , I N D I A N A client logo revision dates 333 West Trade Street, Suite 300 Charlotte, NC 28202 T: 704.333.7862 F: 704.343.9380 Project No: Issue Date: Issued For: 1412 GR A N D & M A I N 7/ 3 1 / 2 0 1 5 1 : 5 4 : 0 8 P M C : \ U s e r s \ y f a n g \ D o c u m e n t s \ 1 4 5 9 9 - G r a n d at M a i n A p a r t m e n t s P A R K I N G G A R A G E - S t r u c t - 2 0 1 5 _ y f a n g . r v t S3.1 FOUNDATION SECTIONS & DETAILS JULY 1, 2015 PERMIT SET ?? ? ? ? ? ? Do u g l a s R . S w e e n e y SCALE: 3/4" = 1'-0"S3.1 1 TYP SLAB ON GRADE JOINTS SCALE: 3/16" = 1'-0"S3.1 2 DETAIL SCALE: 3/8" = 1'-0"S3.1 3 DETAIL SCALE: 3/4" = 1'-0"S3.1 4 DETAIL SCALE: 3/4" = 1'-0"S3.1 5 TYPICAL STEP IN WALL FOOTING SCALE: 3/4" = 1'-0"S3.1 6 WALL FTG TO COL FTG SCALE: 3/4" = 1'-0"S3.1 7 DETAIL SCALE: 1/4" = 1'-0"S3.1 8 TYPICAL ELEVATOR PIT PLAN SCALE: 3/4" = 1'-0"S3.1 9 TYPICAL ELEVATOR PIT SECTION SCALE: 3/4" = 1'-0"S3.1 10 DETAIL SEE SCHED PARKING GARAGE SLAB ON GRADE, SEE PLAN SE E S C H E D PRECAST PANEL, BY OTHERS T/FTG EL, SEE PLAN PARKING GARAGE SLAB ON GRADE, SEE PLAN T/SLAB EL, SEE PLAN 13" THICK CONC WALL REINF w/#7@9" VERT EF & #5@12" HORIZ EF T/SLAB EL, SEE PLAN NOTE: REFER TO PRECAST ENGR'G DRAWINGS FOR ALL DETAILS RELATING TO THE CONNECTION OF THE PRECAST ELEMENT TO CAST-IN-PLACE CONCRETE FOUNDATION (TYP UON). 3'-6" TO 5'-6" 1'-0" TO 3'-6" WALL HT RETAINING WALL SCHEDULE 3'-0" A 12" B 3'-0" C 2'-6" D "E" BARS "F" BARS "G" BARS #6@6" "H" BARS #6@6"#6@12"#6@12" 3'-0"12"3'-0"2'-6"#6@6"#6@6"#6@12"#6@12" WA L L H T A B C 'E' BARS 'F' BARS D 'H' BARS 'G' BARS 'E' BARS 'F' BARS EQ EQ 9"9" 3/4"ø SMOOTH BAR @ 1'-6" WRAP W/ 2 LAYERS OF OILED HEAVY WEIGHT KRAFT PAPER, TWIST END CLOSED 1/2" PREMOLDED EXP JT MATERIAL EXPANSION JOINT - RETAINING WALL EQ EQ 9"9" 3/4"ø SMOOTH BAR @ 1'-6" CONTRACTION JOINT - RETAINING WALL 3/4" CHAMFER NOTES: 1) STOP HORIZ REINF 11/2" EA SIDE OF JOINT. 2) PROVIDE CONTRACTION JOINT @ 15' MAX-PROVIDE EXP JNT @ 30' MAX. WWF, SEE PLAN1-#4 TOP 2-#4 CONT W/ #3@36" TRANSV 1' - 4 " 1'-0" SE E PL A N T/SLAB EL, SEE PLAN TYPICAL TURNDOWN 5'-0" T/FTG EL, SEE PLAN 1' - 2 " #5@ 12" O.C. MAX LONG TOP 1'-0"1'-0" #6@9" DOWELS LAP WITH VERT WALL REINF SLAB ON GRADE, SEE PLAN #5 @ 12" #5@ 12" 1' - 0 " #5@ 12" O.C. MAX LONG BOT 6" 1 1 / 4 " 5" KOROLATH SHIM STACK 1 1/16" X 4" X 6" @ 48" O.C.4"8" DRY PACK SOLID 7,000 PSI NON SHRINK GROUT #5 @ 12" O.C. E N G I N E E R I N G I N C e m a i l : m a i l @ M c V e i g h M a n g u m . c o m En g . o f R e c o r d : Li c e n s e N o . : 1 6 1 0 E a s t M o r e h e a d S t r e e t , S u i t e 1 0 0 C h a r l o t t e , N o r t h C a r o l i n a 2 8 2 0 7 P h : ( 7 0 4 ) 5 4 7 - 9 0 3 5 F a x : ( 7 0 4 ) 5 4 7 - 9 0 3 6 F i r m L i c e n s e N o . : C - 3 3 9 1 M V E I G H M A N G U M C GA R A G E CA R M E L , I N D I A N A client logo revision dates 333 West Trade Street, Suite 300 Charlotte, NC 28202 T: 704.333.7862 F: 704.343.9380 Project No: Issue Date: Issued For: 1412 GR A N D & M A I N 7/ 3 1 / 2 0 1 5 1 : 5 4 : 1 6 P M C : \ U s e r s \ y f a n g \ D o c u m e n t s \ 1 4 5 9 9 - G r a n d at M a i n A p a r t m e n t s P A R K I N G G A R A G E - S t r u c t - 2 0 1 5 _ y f a n g . r v t S3.2 FOUNDATION SECTIONS & DETAILS JULY 1, 2015 PERMIT SET ?? ? ? ? ? ? Do u g l a s R . S w e e n e y SCALE: 3/4" = 1'-0"S3.2 1 RETAINING WALL SCHEDULE SCALE: 3/4" = 1'-0"S3.2 3 DETAIL SCALE: 3/4" = 1'-0"S3.2 4 TYP TURNDOWN SCALE: 3/4" = 1'-0"S3.2 2 RAMP SECTION ANCHOR RODS BY PRECAST MANUF. PRECAST COL BY PRECAST ENGINEER T/FTG EL SEE PLAN SEE FND SCHED FOR SIZE & REINF. NOTE: REFER TO PRECAST ENGR'G DRAWINGS FOR ALL DETAILS RELATING TO THE CONNECTION OF THE PRECAST ELEMENT TO CAST-IN-PLACE CONCRETE FOUNDATION (TYP UON). .. SLAB REINF, SEE PLAN T/SLAB EL SEE PLAN #3 @ 12" x 5'-6" LONG 3-TIES w/IN TOP 5" OF PEDESTAL SEE SCHED EQ EQ TYP 2" SCHED SEE SEE GENERAL NOTES (TYP) SEE SCHEDULE & PLAN PRECAST LIGHTWALL OR PRECAST PANEL IF EXPOSED STEEL CONNECTIONS, PROVIDE 3" CONC. COVER ALL AROUND CONNECTION TYP NOTE: REFER TO PRECAST ENGR'G DRAWINGS FOR ALL DETAILS RELATING TO THE CONNECTION OF THE PRECAST ELEMENT TO CAST-IN-PLACE CONCRETE FOUNDATION (TYP UON). SLAB REINF, SEE PLAN T/SLAB EL SEE PLAN 1/2" EXP JOINT MATERIAL T/SLAB EL SEE PLAN HEADED STUDS OR ANCHOR BOLTS BY PRECAST ENGINEER SLAB AND WWF IS TO BE CONTINUOUS THROUGH OPENINGS IN PRECAST LIGHTWALL 6" #3@12" #3@12" x 5'-6" LONG OR AS NOTED ON PLAN 3'-0" SEE SCHED SEE GENERAL NOTES (TYP) EQ EQ 8" TYP 3"CLR TYP 3"CLR 1'-0" SEE FT SCHEDULE SEE PLAN CMU WALL, SEE ARCH FOR WALL REINF, SEE GEN NOTES SEE FT SCHEDULE WWF, SEE PLAN T/SLAB EL, T/FTG EL, CMU WALL BEYOND WWF, SEE PLAN TYPICAL FOOTING SLAB @ OPENING SEE PLAN SEE PLAN 8" SEE PLAN PRECAST PANEL TOP OF SLAB SEE PLAN #6 @ 12" O.C. # 6@ 12" O.C. #6 @ 12" O.C. #6 @ 12" O.C. SEE SCHEDULE & PLAN PRECAST PANEL IF EXPOSED STEEL CONNECTIONS, PROVIDE 3" CONC. COVER ALL AROUND CONNECTION TYP NOTE: REFER TO PRECAST ENGR'G DRAWINGS FOR ALL DETAILS RELATING TO THE CONNECTION OF THE PRECAST ELEMENT TO CAST-IN-PLACE CONCRETE FOUNDATION (TYP UON). SLAB REINF, SEE PLAN T/SLAB EL SEE PLAN 1/2" EXP JOINT MATERIAL T/SLAB EL SEE PLAN HEADED STUDS OR ANCHOR BOLTS BY PRECAST ENGINEER SLAB AND WWF IS TO BE CONTINUOUS THROUGH OPENINGS IN PRECAST PANEL 3 3/4" #3@12" #3@12" x 5'-6" LONG OR AS NOTED ON PLAN 3'-0" SEE SCHED STUD WALL, SEE PLAN SEE GENERAL NOTES E N G I N E E R I N G I N C e m a i l : m a i l @ M c V e i g h M a n g u m . c o m En g . o f R e c o r d : Li c e n s e N o . : 1 6 1 0 E a s t M o r e h e a d S t r e e t , S u i t e 1 0 0 C h a r l o t t e , N o r t h C a r o l i n a 2 8 2 0 7 P h : ( 7 0 4 ) 5 4 7 - 9 0 3 5 F a x : ( 7 0 4 ) 5 4 7 - 9 0 3 6 F i r m L i c e n s e N o . : C - 3 3 9 1 M V E I G H M A N G U M C GA R A G E CA R M E L , I N D I A N A client logo revision dates 333 West Trade Street, Suite 300 Charlotte, NC 28202 T: 704.333.7862 F: 704.343.9380 Project No: Issue Date: Issued For: 1412 GR A N D & M A I N 7/ 3 1 / 2 0 1 5 1 : 5 4 : 2 3 P M C : \ U s e r s \ y f a n g \ D o c u m e n t s \ 1 4 5 9 9 - G r a n d at M a i n A p a r t m e n t s P A R K I N G G A R A G E - S t r u c t - 2 0 1 5 _ y f a n g . r v t S3.3 FOUNDATION SECTIONS & DETAILS JULY 1, 2015 PERMIT SET ?? ? ? ? ? ? Do u g l a s R . S w e e n e y SCALE: 3/4" = 1'-0"S3.3 1 SECTION SCALE: 3/4" = 1'-0"S3.3 2 SECTION SCALE: 3/4" = 1'-0"S3.3 3 DETAIL NOTES: 1. SLAB WHERE APPLICABLE SCALE: 3/4" = 1'-0"S3.3 4 STEM WALL SCALE: 3/4" = 1'-0"S3.3 5 SECTION TYP WALL OPENING NOTE: TRUSS TYPE JOINT REINFORCEMENT SHALL BE STOPPED EACH SIDE OF JOINT. BOND BEAM REINFORCEMENT SHALL BE CONTINUOUS THROUGH CONTROL JOINT. OPENING CL CONTROL JOINT DOWELS TO MATCH VERT REINF, TYP, UON PRE-FORMED NEOPRENE GASKET FULL HEIGHT OF WALL FTG, SEE PLAN CLEANOUT HOLE AS REQUIRED JOINT REINF @ 16" OC, UON HORIZ JOINT REINF COORD W/ ARCH FILL ALL CELLS WITH VERTICAL REINFORCING SOLID MASONRY CONTROL JOINT T/SLAB EL, SEE PLAN DOWELS TO MATCH VERT REINF NOTES: 1) 5' MAX IF LOW LIFT GROUTING IS USED. 2) IF HIGH LIFT GROUTING IS USED, REINFORCING SHALL BE FULL HEIGHT & A CLEANOUT HOLE IS REQ'D @ CELLS W/REBAR. GROUT SHALL BE PLACED IN LIFTS TO PREVENT BLOWOUTS. 3) SEE GENERAL NOTES FOR BAR LAPS. 4) JOINT REINF SHALL CONSIST OF @ LEAST TWO WIRES OF W1.7 OR GREATER. SEALANT TYP BOTH FACES FTG, SEE PLAN KNOCK-OUT BLOCK W/ #5 EF TYP VERTICAL REINF EACH SIDE OF JOINT CMU CONTROL JOINT DOOR OPNG WINDOW OR ADD 1-#5 FULL HEIGHT WHEN OPENING EXCEEDS 5'-4" ADD 1-#5 FULL HEIGHT WHEN OPENING EXEEDS 10'-0" TYP WALL REINF, SEE GENERAL NOTES FOR SIZE & SPACING PLAN WALL SECTION & SECT SEE PLAN & SECT SEE PLAN T/FTG EL, SEE PLAN T/WALL EL, SEE PLAN VERT WALL REINF, SEE NOTES LINTEL, 2/S3.01 MASONRY BOND BEAM AS R E Q ' D NO T E 1 NO T E 1 LA P LA P LA P 1/2" JOINT ALLOWED NO VERT 1-#5 FULL HEIGHT, GROUT CELL FULL 1-#5 FULL HEIGHT, GROUT CELL FULL, TYP @ CORNER TYP WALL CORNER NOTES: 1) FOR OPNG LOCATIONS SEE ARCH DWGS. 2) PROVIDE 8" BEARING EACH SIDE OF OPNG. MASONRY OPNG LESS THAN 5'-0" 1-#5 EF CONT FILL CELLS W/ CONC PRECAST OR CMU U-BLOCK VERT REINF, SEE GENERAL NOTES CMU 8" TYP LINTEL DETAIL 4" BRICK LINTEL SCHEDULE OPENING < 6'-0" LINTEL L3 1/2x3 1/2x5/16 < 8'-0"L5x3 1/2x5/16 (LLV) > 8'-0" (MAX OPNG = 9'-6") WOOD MASONRY L5x5x5/16 W/ 1/2"ø LAG SCREW INTO HEADER @ 24" L5x5x5/16 W/ 1/2"øx5" LG EXP BOLT INTO HEADER @ 24" NOTES: 1) PROVIDE 4" MIN BEARING EACH SIDE OF OPENING. 2) CURVE ANGLE AS NECESSARY. OPNG < 8'OPNG > 8' BENT PL & EXP BOLTS @ 48", SEE DETAIL 6/S3.01 SOLID BLOCK @ TOP 8" U BLOCK W/2-#4 CONT BETWN STEMS 1" CLEAR TO CONC BEAM & DECK ABOVE PARKING GARAGE CONC BEAM STEM BY PRE-ENGINEERED CMU WALL W/VERT REINF IN GROUTED CELLS, SEE GEN NOTES FOR SIZE & SPACING CONT U BLOCK W/2-#4 & CONC GROUT FILL WALL EXTENDS TO DECK ABOVE, SEE ARCH CMU WALL AT CONC BEAMS (PERPENDICULAR) 1"CLR CMU WALL AT CONC BEAMS (PARALLEL) U BLOCK W/2-#4 CONT SOLID BLOCK @ TOP 1" CLEAR TO CONC BEAM & DECK ABOVE BENT PL10"x6"x5/16"x0'-6" LG (LLV) @ 48" OC MAX. 2-3/4"ø EXP BOLTS 2-3/4"ø EXP BOLTS W/WASHERS IN 2" LG SLOTTED VERT HOLES (DO NOT TIGHTEN TO ALLOW DEFLECTION OF CONC BEAM) PARKING GARAGE CONC BEAM BY PRE-ENGINEERED CMU WALL W/VERT REINF IN GROUTED CELLS, SEE GEN NOTES FOR SIZE & SPCG. E N G I N E E R I N G I N C e m a i l : m a i l @ M c V e i g h M a n g u m . c o m En g . o f R e c o r d : Li c e n s e N o . : 1 6 1 0 E a s t M o r e h e a d S t r e e t , S u i t e 1 0 0 C h a r l o t t e , N o r t h C a r o l i n a 2 8 2 0 7 P h : ( 7 0 4 ) 5 4 7 - 9 0 3 5 F a x : ( 7 0 4 ) 5 4 7 - 9 0 3 6 F i r m L i c e n s e N o . : C - 3 3 9 1 M V E I G H M A N G U M C GA R A G E CA R M E L , I N D I A N A client logo revision dates 333 West Trade Street, Suite 300 Charlotte, NC 28202 T: 704.333.7862 F: 704.343.9380 Project No: Issue Date: Issued For: 1412 GR A N D & M A I N 7/ 3 1 / 2 0 1 5 1 : 5 4 : 2 8 P M C : \ U s e r s \ y f a n g \ D o c u m e n t s \ 1 4 5 9 9 - G r a n d at M a i n A p a r t m e n t s P A R K I N G G A R A G E - S t r u c t - 2 0 1 5 _ y f a n g . r v t S4.1 MASONRY SECTIONS & DETAILS JULY 1, 2015 PERMIT SET ?? ? ? ? ? ? Do u g l a s R . S w e e n e y SCALE: 3/4" = 1'-0"S4.1 1 SECTION SCALE: 3/4" = 1'-0"S4.1 2 SECTION SCALE: 3/4" = 1'-0"S4.1 3 SECTION SCALE: 3/4" = 1'-0"S4.1 5 SECTION SCALE: 3/4" = 1'-0"S4.1 6 SECTION