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HomeMy WebLinkAboutStructural Design Building 1 Duplex Type 2BUILDING CODES FLORIDA BUILDING CODE FBCB 2020 GENERAL BUILDING CODE IBC 2018 CONCRETE CODE ACI 318-14 STRUCTURAL STEEL & AISC-10 MANUAL AISC 360-10 MINIMUM DESIGN LOADS FOR BUILDINGS & OTHER STRUCTURES ASCE 7-16 TIMBER CONSTRUCTION NDS 2012 & SUPPLEMENTS DESIGN NOTES & MATERIAL SPECIFICATION 1. DESIGN METHOD: ALLOWABLE STRESS DESIGN (ASD) 2. CONCRETE: STRESS DESIGN (SD) 3. CONCRETE ASTM DESIGNATION: C94, MINIMUM 28 DAYS COMPRESSIVE SPECIFIED STRENGTH: FOR FOUNDATION = 3,000 PSI, FOR COLUMNS,WALLS,SLABS & STAIRCASE =3,500 PSI. 4. CEMENT: ASTM C150 TYPE II, AGGREGATE: ASTME C33, MAXIMUM SLUMP = 5 INCHES. 5. REINFORCING STEEL ASTM DESIGNATION A615 GRADE 40 FOR # 3 AND SMALLER REBAR AND GRADE 60 FOR # 4 AND LARGER. 6. CONTRACTION JOINT ASTM D2000, M2AA-805 RUBBER SHEAR KEYS WITH A MIN DUROMETER HARDNESS OF 80. 7. EXPANSION JOINT ASTM C920, ASTM D994 OR ASTM D1056, CLASS 2A. 8. ANCHOR RODS & STEEL PLATE: ASTM F1554, GR.36. 9. SPECIAL INSPECTION REQUIRED PER SCHEDULES. GRAVITY LOADS ROOF DEAD LOAD- - GYPSUM CEILING: 2.2 PSF TABLE C3.1-1A - ACOUSTICAL FIBERBOARD: 3.85 PSF OF ASCE7-16 - MECHANICAL DUCT ALLOWANCE: 4 PSF - ELECTRICAL & PLUMBING: 3 PSF - ROOF JOISTS: 4 PSF - DRAGON BOARD FLOORING: 4 PSF - FOAM WITH WATER BITUMINOUS SMOOTH SURFACE: 4.5 PSF - TOTAL MAXIMUM ROOF DEAD LOAD = 25.55 PSF ROOF LIVE LOAD- - UPPER ROOF 20 PSF SECTION 4.8 OF - BALCONY ROOF 50 PSF ASCE7-16 FLOOR - GYPSUM CEILING: 2.2 PSF DEAD LOAD- - ACOUSTICAL FIBERBOARD: 3.85 PSF TABLE C3.1-1A OF - MECHANICAL DUCT ALLOWANCE: 4 PSF ASCE7-16 - ELECTRICAL & PLUMBING: 3 PSF - FLOOR JOIST: 4 PSF - DRAGON BOARD FLOORING: 4 PSF - CERAMIC TILE (3/4-IN.) ON 1-IN. MORTAR BED: 23 PSF - NON STRUCTURAL PARTITIONS: 8 PSF - TOTAL FUTURE FLOOR DEAD LOAD = 52.05 PSF FLOOR - 40 PSF LIVE LOAD SECTION 4.3.2 OF ASCE7-16 THERMAL STEEL - 6.1 PSF HURRICANE WALL PANEL WEIGHT WIND DESIGN DATA BASIC DESIGN WIND SPEED, V- FIG 26.5-1 B OF ASCE7-16 164 MPH ALLOWABLE STRESS DESIGN WIND 127.04 MPH SPEED, Vasd RISK CATEGORY !I DESIGN METHOD OF MAIN WIND FORCE MWFRS DIRECTIONAL PROCEDURE RESIST SYSTEM (DIAPHRAGS,WALLS,&OMF) PER CHAPTERS 27 OF ASCE 7-16 DESIGN METHOD OF WALL AND ROOF COMPONENTS AND CLADDING PANELS (OUT OF PLANE WIND) PER CHAPTERS 30 OF ASCE 7-16 WIND EXPOSURE CATEGORY D APPLICABLE INTERNAL WIND PRESSURE +0.18 COEFFICIENT, GCpi - TABLE 26.11-1 OF -0.18 ASCE7-10 VELOCITY PRESSURE, qh - E 26.10-1 OF 72.217 ASCE7-16 DETAILS WIND PRESSURES AND WIND ZONES FOR WALLS AND ROOFS PROVIDED IN SHEET S17 EARTHQUAKE DESIGN DATA RISK CATEGORY 11 SITE CLASSIFICATION FOR D ; PER GEOTECHNICAL REPORT SEISMIC DESIGN SEISMIC IMPORTANCE 1 FACTOR, le MAPPED SPECTRAL SHORT 0.055 g ACCELERATION, Ss MAPPED SPECTRAL LONG 0.029 g ACCELERATION, S1 5 PERCENT DAMPED SPECTRAL RESPONSE ACCELERATION 0.059 g PARAMETER AT SHORT PERIODS, Sds 5 PERCENT DAMPED SPECTRAL RESPONSE ACCELERATION 0.047 g PARAMETER AT 1 SECOND PERIOD, Sd1 SEISMIC DESIGN CATEGORY A BASIC SEISMIC BEARING WALL SYSTEM- LIGHT -FRAME FORCE -RESISTING SYSTEM WALLS WITH SHEAR PANELS OF ALL OTHER MATERIALS PER ITEM A.17 OF TABLE 12.2-1 OF ASCE7-16 STEEL ORDINARY MOMENT FRAME PER ITEM CA OF TABLE 12.2-1 OF ASCE7-16 DESIGN BASE SHEAR 0.0 SEISMIC RESPONSE COEFFICEINT EAST/WEST 0.0 DIRECTION, Cs SEISMIC RESPONSE 3.5 MODIFICATION COEFFICIENT, R ANALYSIS PROCDEDURE EQUIVALENT LATERAL FORCE USED PROCEDURE PER SECTION 12.8.1 OF ASCE716 SITE PREPARATION NOTES: - ALLOWABLE FOUNDATION PRESSURE = 2,500 PSF PER GEOTECHNICAL INVESTIGATION REPORT BY GFA OF 607 NW COMMODITY COVE PORT ST. LUCIE, FLORIDA 34986. - FOUNDATION SHOULD BE EMBEDDED A MINIMUM OF 12 INCHES BELOW FINAL GRADE MEASURED FROM LOWEST ADJACENT GRADE BY GFA OF FLORIDA. - ALL SOIL CONTAINING ROOTS AND SUBSTANTIAL ORGANIC MATERIAL FROM EXISTING VEGETATION SHALL BE STRIPPED AND REMOVED ENTIRELY FROM THE SITE. - ANY DEBRIS LARGER THAN 3 INCHES IN DIAMETER SHALL BE REMOVED. - REMOVE AND DISPOSE OF NATIVE MATERIAL TO PROVIDE A MINIMUM OF 24 INCHES OF MOISTURE -CONDITIONED AND COMPACTED FILL SAND BELOW THE BOTTOM OF THE LOWEST FOUNDATION. - MOISTURE CONDITION THE BOTTOM OF THE OVER -EXCAVATED AREA TO 2% OF THE OPTIMUM MOISTURE CONTENT AND COMPACT TO 95% PER ASTM D-698. - REPLACE THE 36" OF EXCAVATED SOIL WITH IMPORTED FILL MATERIAL. 1. PLACE THE MATERIAL IN 12" MAXIMUM LIFTS. 2. MOISTEN EACH LIFT TO PLUS OR MINUS 2% OF OPTIMUM MOISTURE CONTENT AND COMPACT TO MINIMUM 95% PER ASTM D-698. 3. ALL OF THE IMPORTED MATERIAL USED TO ACHIEVE THE BUILDING PAD ELEVATION MUST BE PLACED IN ACCORDANCE WITH THE ABOVE NOTES. 4. ALL IMPORTED FILL NEEDED TO ACHIEVE THE REQUIRED ELEVATION MEET THE FOLLOWING SPECIFICATIONS: A- PLASTICITY INDEX: 0-5 B- GRADATION: SCREEN SIZE % PASSING 3" 100 No. 4 40-100 No. 200 15-20 5. ALL IMPORTED FILLS MUST BE APPROVED BY THE GEOTECHNICAL ENGINEER BEFORE PLACING. IF NATIVE SOIL MEETS THE REQUIREMENTS OF THE GIR IT CAN BE USED AS A FILL MATERIAL. ANY CLAY ENCOUNTERED MUST NOT BE WITHIN THE BACKFILL FOR THE BUILDING PAD AREA. MATERIAL BEFORE DELIVERY AND PLACEMENT ON SITE. - IN AREAS OTHER THAN BUILDING PADS, WHICH ARE TO RECEIVE CONCRETE FLAT WORK, THESE AREAS SHALL HAVE THE TOP 12 INCHES OF THE NATIVE SOIL SCARIFIED AND MOISTURE -CONDITIONED TO 2% AND COMPACTED TO 95% PER ASTM D-698. FOUNDATION ABBREVIATED TERMS CCJ = CONCRETE CONTROL JOINT CF = CONTINUOUS FOUNDATION F.F. = FINISHED FLOOR F.F.E. = FINISHED FLOOR ELEVATION FOUNDATION NOTES 1. CONCRETE SLAB SHALL BE PROVIDED WITH CONTROL JOINTS AT 12'-0" O.C. MAXIMUM IN BOTH DIRECTIONS. 2. CONCRETE SHALL PLACED AND FINISHED TO PROVIDE A SURFACE LEVEL AND TRUE TO WITHIN 3/16" IN 10'-0" DISTANCE. 3. BUILDING PAD SHALL BE 3'-0" MINIMUM BEYOND BUILDING LINE. 4. F.F. ELEVATION= 12" +2% ABOVE CURB GUTTER OR POINT OF DISCHARGE. 5. BOTTOM OF FOOTINGS SHALL BE CLEARED OF ALL LOOSE MATERIAL PRIOR TO CONCRETE PLACEMENT. 6. COLUMNS AND POSTS WHICH ARE SUBJECT TO WATER SPLASH SHALL BE SUPPORTED BY CONCRETE OR A METAL PEDESTAL PROJECTING AT LEAST 1" ABOVE FLOOR (OR PROVIDE APPROVED WOOD OF NATURAL RESISTANCE TO DECAY OR TREATED WOOD) 7. ALL HARDWARE ATTACHMENTS TO BE ZINC -COATED PER MANUFACTURERS SPECIFICATIONS. 8. FOOTINGS & FOUNDATIONS SHALL BE CONSTRUCTED IN ACCORDANCE WITH CHAPTER 18 OF THE 2017 FBC. 9. FOUNDATION LOCATED UNDER BASE FLOOR ELEVATION (BFE) MUST BE HIGHLY RESISTANT TO FLOODWATER MATERIALS - CLASS 5, PER TABLE 1 OF FEMA (TECHNICAL BULLETIN 2 / AUGUST 2008). 10. A 6-MIL POLYETHYLENE VAPOR BARRIER WITH JOINTS LAPPED NOT LESS THAN 6" SHALL BE PLACED BETWEEN THE SUBGRADE AND THE CONCRETE SLAB. GENERAL 1.THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS BEFORE STARTING WORK AND NOTIFY THE ENGINEER OF RECORD (EOR) IMMEDIATEI'1-Y OF ANY DISCREPANCIES ARE FOUND 2. WHERE REQUIRED, FOR ADDITIONAL DIMENSIONS SEE ARCHITECTURAL DRAWING 3. THE CONTRACTOR SHALL COORDINATE WITH ALL TIRADE ANY ITEMS THAT ARE TO BE INTEGRATED INTO THE STRUCTURAL SYSTEM SUCH AS OPENINGS, PENETRATIONS, MECHANICAL AND ELECTRICAL EQUIPMENT, ETC. THRESHOLD BUILDING STATEMENT THAT, TO THE BEST OF THE ARCHITECT'S OR ENGINEER'S KNOWLEDGE, THE PLANS AND SPECIFICATIONS COMPLY WITH THE APPLICABLE MINIMUM BUILDING CODES AND THE APPLICABLE FIRE -SAFETY STANDARDS AS DETERMINED BY THE LOCAL AUTHORITY IN ACCORDANCE WITH THIS SECTION AND CHAPTER 633, FLORIDA STATUTES. PROJECT IS LOCATED IN HURRICANE PRONE AREAS PER SECTION 26.2 OF ASCE 7-16 1. PREPARATIONS MUST BE MADE FOR MINIMIZING THE EXPOSURE OF THE CONCRETE TO ADVERSE CONDITIONS. 2. UNDER HOT WEATHER CONDITIONS, SCHEDULING CONCRETE PLACEMENTS AT OTHER -THAN NORMAL HOURS, SUCH AS EARLY MORNING, MAY BE ADVISABLE. PLACING CONCRETE IN MODERATE TEMPERATURE WILL ENSURE EASE OF HANDLING AND PLACING AND AVOIDING THE- RISK OF PLASTIC -SHRINKING AND THERMAL CRACKING. 3. PERSONNEL IN CHARGE OF CONCRETE CONSTRUCTION SHOULD BE AWARE IN ADVANCE OF THE DAMAGING COMBINATIONS OF HIGH AIR TEMPERATURE, DIRECT SUNLIGHT, DRYING WINDS, AND HIGH CONCRETE TEMPERATURE. 4. MONITORING OF LOCAL WEATHER REPORTS AND ROUTINE RECORDING OF CONDITIONS OF SITE, INCLUDING AIR TEMPERATURE, SUN EXPOSURE, RELATIVI HUMIDITY, AND PREVAILING WINDS, CAN BE CONDUCTED LOCALLY. 5. PREPARATIONS MUST BE MADE TO TRANSPORT, PLACE, CONSOLIDATE, AND FINISH THE CONCRETE AT THE FASTEST POSSIBLE RATE. DELIVERY OF CONCRETE TO THE ,JOB SHOULD BE SCHEDULED SO IT WILL BE PLACED PROMPTLY ON ARRIVAL, PARTICULARLY THE FIRST BATCH 6. THERE SHOULD BE AMPLE VIBRATION EQUIPMENT AND MANPOWER TO CONSOLIDATE THE CONCRETE IMMEDIATELY AS ITS RECEIVED IN THE FORM. STANDBY VIBRATORS SHOULD BE AVAILABLE. 7. RECOMMENDED TO KEEP THE MIX WATER COOL AND AGGREGATE MOIST BY SHADING AND SPRINKLING. 8. IF CONCRETE STARTS TO DRY: DO NOT ADD FIELD WATER TO OBTAIN THE DESIRED CONSISTENCY AND WORKABILITY. 9. AFTER CONCRETING IS COMPLETE: SPRAY THE CONCRETE SURFACES OR PROTECT THEM WITH WET BURLAP TO RETARD HARDENING. 10. MOIST THE FORM AND REINFORCEMENT BEFORE PLACING THE CONCRETE TO MINIMIZE EVAPORATION. 11. ALL ABOVE ARE RECOMMENDED WHEN THE AMBIENT TEMPERATURE EXCEEDS 90OF (32.20C) WITH A WIND VELOCITY GREATER THAN 8 MPH. Buuq'gtsl6 Ua1� 3 Iesl"n.euE'a 94ue0woo ap03 a01 Pama,r,) IV 9 r 0f 154 Krog Street, #125 Atlanta, GA 30307 404-218-8460 , A-s v AL (0 co LO 00 00 M N I` <C - 4 Q P 11-.1 Co >- N �Q :D U- U) w ~ w r H U) _ °O N d- 0) N w cy) CD C/) W C) ti Ln Z Iq W ® QQ (`) (� W Q w a_ U O el LL Cf� _ Q -� ® cf) o o Q w m Z Z �w Q W co w U --' Al DSGN: DATE I.O. 03/15/2021 DRWN: PROD: M.H. SD 17-20 CHKD: SCALE I.O. AS SHOWN SHEET SB1-01 I -7 a' o" FOUNDATION NOTES GENERAL FOUNDATION PLAN SCALE: 1 /4"=1'-0" 18#4 @ 6" O.C. - A3 18#4 @ 6" O.C. - A4 )#6 EQUALLY SPACED A3 �J A2 Al N 18#4 @ 6" O.C. - Al 18#4 @ 6" O.C. - A2 2#6 EQUALLY SPACED 1. CONCRETE SLAB SHALL BE PROVIDED WITH CONTROL JOINTS AT 12'-0" O.C. MAXIMUM IN BOTH DIRECTIONS. 2. CONCRETE SHALL PLACED AND FINISHED TO PROVIDE A SURFACE LEVEL AND TRUE TO WITHIN 3/16" IN 10'-0" DISTANCE. 3. BUILDING PAD SHALL BE 3'-0" MINIMUM BEYOND BUILDING LINE. 4. F.F. ELEVATION= 12" +2% ABOVE CURB GUTTER OR POINT OF DISCHARGE. 5. BOTTOM OF FOOTINGS SHALL BE CLEARED OF ALL LOOSE MATERIAL PRIOR TO CONCRETE PLACEMENT. 6. COLUMNS AND POSTS WHICH ARE SUBJECT TO WATER SPLASH SHALL BE SUPPORTED BY CONCRETE OR A METAL PEDESTAL PROJECTING AT LEAST 1" ABOVE FLOOR (OR PROVIDE APPROVED WOOD OF NATURAL RESISTANCE TO DECAY OR TREATED WOOD) 7. ALL HARDWARE ATTACHMENTS TO BE ZINC -COATED PER MANUFACTURERS SPECIFICATIONS. 8. FOOTINGS & FOUNDATIONS SHALL BE CONSTRUCTED IN ACCORDANCE WITH CHAPTER 18 OF THE 2017 FBC. 9. FOUNDATION LOCATED UNDER BASE FLOOR ELEVATION (BFE) MUST BE HIGHLY RESISTANT TO FLOODWATER MATERIALS - CLASS 5, PER TABLE 1 OF FEMA (TECHNICAL BULLETIN 2 / AUGUST 2008). 10. A 6-MIL POLYETHYLENE VAPOR BARRIER WITH JOINTS LAPPED NOT LESS THAN 6" SHALL BE PLACED BETWEEN THE SUBGRADE AND THE CONCRETE SLAB. PevieWed for Cc,, ' 93Complianc Ur worsaf Eng,n : . S ionces 13HE CONTRACTOR SHALL VERIFY ALL DIMENSIONS BEFORE STARTING WORK AND NOTIFY THE ENGINEER OF RECORD (EOR) IMMEDIATELY OF ANY DISCREPANCIES ARE FOUND 2. WHERE REQUIRED, FOR ADDITIONAL DIMENSIONS SEE ARCHITECTURAL DRAWING 3. THE CONTRACTOR SHALL COORDINATE WITH ALL TRADE ANY ITEMS THAT ARE TO BE INTEGRATED INTO THE STRUCTURAL SYSTEM SUCH AS OPENINGS, PENETRATIONS, MECHANICAL AND ELECTRICAL EQUIPMENT, ETC. CONCRETE: 1.ASTM DESIGNATION: C94, MINIMUM 28 DAYS COMPRESSIVE SPECIFIED STRENGTH FOR FOUNDATION = 3,000 PSI. 2. CEMENT: ASTM C150 TYPE 11, AGGREGATE: ASTME C33, MAXIMUM SLUMP = 5 INCHES 3. REINFORCING STEEL: ASTM A60, Fy = 60 KSI CONCRETE SPECIAL INSPECTION SCHEDULE VERIFICATION & INSPECTION FREQUENCY REINFORCING STEEL PLACEMENT PERIODIC POST -INSTALLED ANCHORS IN HARDENED PERIODIC CONCRETE (IF USED PER ACI 355.2) CONCRETE DESIGN MIX PERIODIC VERIFICATION SLUMP AND TEMPERATURE OF CONCRETE CONTINUOUS PLACEMENT OF CONCRETE FOR CONTINUOUS PROPER APPLICATION TECHNIQUES INSPECT FORM WORK FOR SHAPE, LOCATION AND DIMENSION OF CONTINUOUS FOOTING BEING FORMED FOUNDATION SCHEDULE MARK WIDTH LENGTH DEPTH (INCHES) REINFORCEMENT TYPE CF1 4'-011 ---------- 2011 5 # 5 CONT; & 1#5 9" O.C. BOTTOM CONTINUOUS 5 # 5 CONT; & 1#5 18" O.C. TOP CF2 2'-0" ""-"------ 20" 3 # 5 CONT; & 1#5 9" O.C. BOTTOM CONTINUOUS 3 # 5 CONT; & 1#5 18" O.C. TOP CF3 5'-6" ---------- 20" 6 # 5 CONT; & 1#5 9" O.C. BOTTOM CONTINUOUS 6 # 5 CONT; & 1#5 18" O.C. TOP CF4 6'-11" 7'-8" - 1#5 9" O.C. EACH WAY BOTTOM 1 #5 18" O.C. EACH WAY TOP - CF5 ""----""-" 13-11" 2011 1#5 9" O.C. EACH WAY BOTTOM - 1#5 18" O.C. EACH WAY TOP CONCRETE GRADE BEAM SCHEDULE MARK WIDTH DEPTH REINFORCEMENT G.131 16" 20" 4- # 5 TOP 445 BOTTOM - TIES #4 @ 6" O.C. CONCRETE COLUMN SCHEDULE MARK HEIGHT WIDTH DEPTH REINFORCEMENT C1 9' 15" 18" 10 # 6 - TIES #4 @6" O.C. C2 9' 16" 30" 12 # 6 - TIES #4 @6" O.C. C3 9' 14" 26" 12 # 6 - TIES #4 @6" O.C. A5 - 1'-2" 18#4 @ 6" O.C. - A5 18#4 @ 6" O.C. - A6 ?#6 EQUALLY SPACED A10 A9 #4 @ 6" O.C.- A10 1#5 #4 @ 6" O.C. - A9 W5 9 wry h t a r ef rchi ec IIC 154 Krog Street, #125 Atlanta, GA 30307 404-218-8460 NO. 89728 :9Z 'O� S ATE OFION cD Lo CD 00 co Q � Q ce) >- o0 N CD Q DH (n ti M W ti W r 07 = co N W co 00 z N G� ' W —� � � Z Z O � X � J J Q CL � mD z 0 Z) O 11 U) W U Lo Z M o o¢ C) W Q W w o L U) i _ (n U Q O= U)w —� o m 0 Z r W Lu W w U 3 Lol DSGN: I.O. DATE 03/15/2021 DRWH: PRW: M.H. SD 17-20 CHKD: SCALE I.O. AS SHOWN COLUMN C1 DETAIL SCALE: 1 "=1'-0" D OLUMN C2 DETAIL 4C-�ALE: 1 "=1'-0" &COLU N C3 DETAIL SCALE: 1 "=1'-0" GRADE BEAM G.131 DETAIL SCALE: 1 "=1'-0" SHEET SB1-02 PER ARCHITECTURAL I V I REQUIREMENTS 18 GA. MIN., G-90 METAL ,3.5" THERMASTEEL TRACK, 318" 0 BEAD OF PANEL PER S10 DETAIL ASPHALT CEMENT OR LATEX CAULK BOTTOM SIMPSON STRAP HOLD DOWN STHD14, STUD GAUGE 20 •A MINIMUM SPACING @ 36" O.0 OR COLD -FORMED STEEL D EQUIVALENT JOIST D p 2#5 VERTICAL REBAR @ 18" O.C. BASE FLOOD DESIGN PER ARCHITECTURAL rn ELEVATIONS 11" CONCRETE WALL (RW2) D ° — D 2#5 VERTICAL DOWELS @ 18" D D O.C. � 4 gp #5 @ 18" O.C. N o ° 2#4 HORIZONTAL @ 18" O.C. BOTTOM & TOP #5 @ 8" O.C. Z FOR CONCERT BOTTOM &TOP D MAT ° ° C J pU p 1-7:D 5" THICK CONCRETE MAT p95% COMP. FILL UNDISTURBED SOIL #5 @ 9" O.C. 3" CL . 4, 3" CLR. OFOUNDATION DETAIL 1 SCALE 3/4 = 1 -0 S3 PER ARCHITECTURAL PLANS- 10" REINFORCED #5 @ 18" O.C. #5 @ 9" O.C. �\ CONCRETE SLAB D ° #5 @ 18" O.C. e p 2- #5 VERTICAL REBAR @ 18" O.C. AT EDGE OF WALL D ° BASE FLOOD DESIGN 1a, PER ARCHITECTURAL 1" CONCRETE WALL ELEVATIONS (R) D 2- #5 VERTICAL DOWELS @ 18" O.C. AT CENTER OF WALL ° p 2#4 HORIZ. @ 18" O.C. "- #5 @ 18" O.C. D. g BOTTOM & TOP ° FOR CONCERT N MAT z _ 5" THICK CONCRETE MAT ° D p p D 7CONTi 44 95% COMP. FILLzUNDISTURBED SOIL3- 3" CLR. 3" CL 1- #5 @ 9" O.C. TOP & BOTTOM 2, O2 FOUNDATION DETAIL 2 SCALE 3/4 = 1 -0 S3 MINIMUM CONCRETE COVER FOR REINFORCING STEEL SURFACE CAST AGAINST EARTH 3" SURFACE EXPOSED TO EARTH OR WATER NO. 6 AND LARGER 2" NO. 5 AND SMALLER BAR 1-1/2" SURFACE NOT EXPOSED TO EARTH OR WATER STRUCTURAL SLAB BOTTOM BARS 1" STRUCTURAL SLAB TOP BARS 3/4" COLUMNS,BEAMS & GIRDERS 1-1/2" WALLS 1 NOTE: CLEARANCE IS FROM SURFACE OF CONCRETE TO SURFACE OF STEEL. SIMPSON STRAP HOLD DOWN_ STHD14, STUD GAUGE 20 MINIMUM SPACING C 36" O.0 REMANUFACTURED COLD -FORMED STEEL—� TRUSS 18 GA. MIN., G-90 METAL TRACK, 3/8" 0 BEAD OF ASPHALT CEMENT OR LATEX CAULK BOTTOM STAIR TREAD ° ° CO ° D D 2#4 HORIZ. @ 18" O.C. • #4 @16" O.C. OMF COLUMN W 8x67 PLATE 2.00x15.00x18.00 A36 - o _ D D D o ° 4- 1" A449-N ANCHOR RODS, MIN. 12" CONCRETE EMBEDMENT 4-#6 D 16"x18" CONCRETE p p D o BEAM (132) p D D p 2#4 HORIZ. @18" O.C. D D BASE FLOOD DESIGN ° PER ARCHITECTURAL 2- #5 VERTICAL REBAR @ J4 2- #5 VERTICAL REBAR ELEVATIONS 18" O.C. AT EDGE OF WALL p W D 18" O.C. AT EDGE OF WALL D p p. BASE FLOOD DESIGN -� Dow D ° PER ARCHITECTURAL - °' — — 11" CONCRETE WALL ELEVATIONS 11"CONCRETE WALL D U D w ° = — D D D ° 2- #5 VERTICAL DOWELS @ ° 2- #5 VERTICAL DOWELS @ 18" O.C. AT CENTER OF 0 D 18" O.C. AT CENTER OF DD WALL WALL #4 REBAR TIES @ 6" O.C. @ 6- #5 CONT. D d d D TOP & BOTTOM #5 18 O.C. #5 @ 10" O.C. ~ ° 5" THICK D N Z w N CONCRETE MAT D. Z 6- # 5 CONT. TOP & BOTTO71! -.2 D ° D • '' D p 6 p p a' _ D — — 95% COMP. FILL U 3" CLR. 3" CLR. Cl)018' 10 O 3 FOUNDATION DETAIL 3 SCALE 3/4 = 1-0 S3 OMF COLUMN W 8x67 PLATE 2.00x15.00x18.00 4- 1" A449-N ANCHOR A36 RODS, MIN. 12" CONCRETE EMBEDMENT 10" CONCRETE SLAB -� /-- 0 5 @ 8" O.C. TOP #5 @ 18" O.C. BOTTOM & TOP BASE FLOOD DESIGN PER ARCHITECTURAL ELEVATIONS - U1 O4 FOUNDATION DETAIL 4 SCALE 3/4 = 1 -0 S3 #5 @ 18" O.C. BOTTOM :RETE IES 6- #5 CONT. )TTOM & TOP -#5@18"O.C. DISTURBED SOIL 1-#5@9"O.C. 0 4- #5 IIEBAR @ U TOP & BOTTOM r, —1- #5 @ 9" O.C. UNDISTURBED SOIL 4-#6 1046 15"x18" CONCRETE ,--COLUMN (Cl) /— #4@6" O.C. TIES / #5 @ 18" O.C. GRADE BEAM L ° D ° ° ° ° D p D O6 FOUNDATION DETAIL 6 SCALE 3/4 = 1 -0 S3 5.5" THERMASTEEL PANEL 18 GA. MIN., G-90 METAL TRACK, 3/8" 0 BEAD OF ASPHALT CEMENT OR Li CAULK BOTTOM # 5VERTICAL REBAR @ 16" O.C. AT CENTER OF WALL UNDISTURBED SOIL "eviewed for code C nry rsat pliance Engineering Sciences SIMPSON STRAP HOLD DOWN STHD14, STUD GAUGE 20 MINIMUM SPACING @ 36" O.0 BASE FLOOD DESIGN �. PER ARCHITECTURAL 51i2" CONCRETE WALL ° ELEVATIONS ° rn #5 @ 8" O.C. ° #5 @ 8" O.C. #5 @ 18 O.C. �- °g DEPTH OF ELEVATOR PIT BY OTHER z z 5" CONCRETE SLA o � D D 00 ° n. 95% COMP. FILL D ° N UNDISTURBED SOIL p �. °" D D D p ° ° U D°. D D P o D D ih 02 2'-6" U 3" CL 3" CLR. T-8" O5 FOUNDATION DETAIL 5 SCALE 3/4 = 1 -0 S3 ■ wn ht ark, ercec 1IC 154 Kroll Street, #125 Atlanta, GA 30307 404-218-8460 ``\,%%%1111iif/j/ � MOHAM %,%cENSF STATE OF SZONAL V � M Lo f1 � M D � Q � M 00 o } � w X H LL U) rl_ 0 ~ C") w w i Cr = 00 r� CV CN w H V V 00 N wZ z �� vI ZXQJ E3 w0 Q J -J z W OLL- C/) w U u') z qT w M Q Q Q t� wO W O LL U) C O Q Q ✓) w J om o Z z `- w w w C) ' O DSGN: DATE 1.0. 03/15/2021 DIM: PROD: M.H. SD 17-20 C IM. SCALE 1.0. AS SHOWN SHEET SB1-03 ANCHOR RODS DEVELOPMENT LENGTH, TYP #4 JOINT HOOP ANCHOR RODS BEAM BARS STANDARD ACI 900 HOOK COLUMN BARS BEAM HOOP COLUMN BARS--� OOPS BEAM HOOPS COLUMN HOOPS TYPICAL CORNER COLUMN H BEAM BARS TYPICAL INTERMEDIATE PLAN SECTION N.T.S. ANCHOR RODS ANCHOR ROf"' BASE PLAT[ COLUMN H00 COLLIN TYPICAL CORNER VERTICAL SECTION N.T.S. TYPICAL RC COLUMN DETAIL REINFORCING N.T.S. EDGE EACH SIDE WITH $" RADIUS 1.2" CV - d LO VAPOR BARRIER PAD PREPARATION AS PER SOILS REPORT USE BONDING AGENT RECOMMEDATION BEFORE POURING NEW CONCRETE 1 CONSTRUCTION JOINT DETAIL �S4) SCALE: N.T.S TYPICAL INTERMEDIATE CONSTRUCTION JOINTS: 1-DUE TO SIZE OF SLAB CONSTRUCTION JOINT ARE NOT PREFERRED UNLESS THEY ARE UNAVOIDABLE. 2-IF NEEDED INSTALL JOINTS TO DEFINE EXTENT OF INDIVIDUAL PLACEMENT OF CONCRETE AS SHOWN ON DETAIL 3-S2 1/8" X 2" SAWCUT JOINT, FILL W/ MM-80 JOINT SEALER LO VAPOR BARRIER PAD PREPARATION AS PER SOILS REPORT RECOMMEDATION CONTROL JOINTS: 2 CONTROL JOINT DETAIL CONTROL JOINTS SHALL BE PLACED ON MAXIMUM 12' CENTERS EACH WAY FOR S4 ALL CONCRETE FLOOR SLABS. ALL JOINTS SHALL BE SAW CUT AS SHOWN ON SCALE: N.T.S DETAIL 2-S4 (CONC. SECTION) AND SHALL FORM SQUARE PATTERNS TO HELP REDUCE RANDOMLY ORIENTED CRACKS. 5" THICK CONCRETE #5 @ 18" O.C. BOTH MAT SLAB DIRECTIONS DEVELOPMENT i rwei�-rLJ T\/M REFER TO LAP SPLICE CLASS B TYPICAL INTERSECTION PLAN VIEW - TYPICAL RC WALL REINFORCING N.T.S. CONCRETE REINFORCEMENT LAP SPLICE SCHEDULE BAR SIZE fc' 3,000 PSI fc' 4,000 PSI # 3 22" 19„ # 4 29" 25" # 5 36" 3111 # 6 43" 38n 1. "db" IS THE BAR DIAMETER. ,Z. ALL SPLICES SHALL BE CLASS B UNLESS OTHERWISE STATED. 3. VALUES APPLY TO ALL BARS WITH MINIMUM CLEAR CONCRETE COVER OF db AND MINIMUM CLEAR CENTER - TO - CENTER SPACING OF 2 db. 4. FOR BARS WITH CLEAR COVER LESS THAN db OR CLEAR CENTER TO CENTER SPACING LESS THAN 2db, MULTIPLY VALUES BY 1.5. 5. FOR LIGHTWEIGHT CONCRETE, MULTIPLY BY 1.3. BAR SIZE BEND DIA "D" (INSIDE OF BAR) # 3 THRU #5 4db # 6 THRU #8 6db 12 db FOR 66db FOR #3 #4. #5 Off 4" MINIMUM 7 900 HOOK &0 135" HOOK NOTE: ALL REINFORCING SHALL BE BENT COLD - TYPICAL STANDARD HOOKS FOR STIRRUPS AND TIE REINFORCING TYPICAL DETAIL 3 CONCRETE MAT DETAIL �S4) SCALE: N.T.S Reviewed for Code Compliance universal Engineering Sciences liliil la Irliummom W :00 1 a mm"VIN Eel cum :4 ul"011 BAR SIZE BEND DIA "D" INSIDE OF BAR # 3 THRU #8 6db # 9, #10, # '11 8db # 14 AND #18 10db Z 2 1/2" MINIMUM DETAILING DIMENSION 900 HOOK NOTE: ALL REINFORCING SHALL BE BENT COLD - TYPICAL STANDARD HOOKS FOR PRIMARY REINFORCING ---LAP- SEE GENERAL STRUCTURAL STANDARDS -- _ MAXIMUM XLAI NOT MORE - THAN 6" SPLICE DETAIL / -6 MINIMUM FOR COLUh —�112 MINIMUM FOR BEAN BAR OFFSET 1dp (1" MINIMUM.) BAR C',LEARANCE a CC wri ht rk, erc ec IIC 154 Krog Street, #125 Atlanta, GA 30307 404-218-8460 ///40 >728 t -.1l'2A2� :w �F �" � '��,..,... �` '•,�:+._ ¢yea Q co co 00 co N r Qr d- '° CO 00 c4 yj i- Q L.L co ® W � r co = N W co 00 C) J N Q ' iij �-- r Z W � W W ry M : Z U W ti C.) LO z � W `"' C oQ a or W ui o u- U) T _ U) D U Q O Q C� oz z �UJ W w 0 0 DSGN: DATE 1.0. 03/15/2021 mm: PROJ: M.H. SD 17-20 CHKD: 1.0. SCALE AS SHOWN SHEET SB1-04 GENERAL S' COLT S* COLT STEE ST A8 A7 (DBEAM B2 DETAIL mSCALE: 1 "=1'-0" 1 #4@6"O.C.-A6 1'-4" alia 10" R.C.SLAB 6" O.C. A7 MAIN FLOOR FRAMING FLAN SCALE: 1 /4"=1'-0" A7 Q BEAM B3 DETAIL SCALE: 1"=1'-0" 3 26'-9" W6 #4@6"O.C.-A7 1#6 A7 Q BEAM B4 DETAIL SCALE: 1 "=1'-0" RCED CONCRETE SLAB Q.M.F. COLUMN W 8X67 COLD -FORMED STEEL JOISTS 1200SJx250-97 @ 16" O.C. AGON BOARD STRUCTURAL SUBFLOOR JOIST SPECIFICATION 1I.F. COLUMN W 8X67 )LUMN RCED CONCRETE SLAB 3 W6 #4 @ 6" O.C. - A7 W6 1.THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS BEFORE STARTING WORK AND NOTIFY THE ENGINEER OF RECORD (EOR) IMMEDIATELY OF ANY DISCREPANCIES ARE FOUND 2. WHERE REQUIRED, FOR ADDITIONAL DIMENSIONS SEE ARCHITECTURAL DRAWING 3. THE CONTRACTOR SHALL COORDINATE WITH ALL TRADE ANY ITEMS THAT ARE TO BE INTEGRATED INTO THE STRUCTURAL SYSTEM SUCH AS OPENINGS, PENETRATIONS, MECHANICAL AND ELECTRICAL EQUIPMENT, ETC. CONCRETE: 1.ASTM DESIGNATION: C94, MINIMUM 28 DAYS COMPRESSIVE SPECIFIED STRENGTH FOR FOUNDATION = 3,000 PSI. 2. CEMENT: ASTM C150 TYPE II, AGGREGATE: ASTME C33, MAXIMUM SLUMP = 5 INCHES 3. REINFORCING STEEL: ASTM A60, Fy = 60 KSI GRAVITY LOADS ROOF DEAD LOAD -TABLE C3.1-1A OF - 25.55 PSF ASCE7-16 ROOF LIVE LOAD -SECTION 4.8 OF - UPPER ROOF 20 PSF ASCE7-16 - BALCONY ROOF 50 PSF FLOOR DEAD LOAD- TABLE C3.1-1A OF - 52.05 PSF ASCE7-16 FLOOR LIVE LOAD SECTION 4.3.2 OF - 40 PSF ASCE7-16 THERMAL STEEL HURRICANE WALL - 6.1 PSF PANEL WEIGHT WIND DESIGN DATA BASIC DESIGN WIND SPEED, V- FIG 26.5-1 B OF ASCE7-16 164 MPH ALLOWABLE STRESS DESIGN WIND 127.04 MPH SPEED, Vasd RISK CATEGORY II DESIGN METHOD OF MAIN WIND FORCE MWFRS DIRECTIONAL PROCEDURE RESIST SYSTEM (DIAPHRAGS, WALLS, &OMF) PER CHAPTERS 27 OF ASCE 7-16 DESIGN METHOD OF WALL AND ROOF COMPONENTS AND CLADDING PANELS (OUT OF PLANE WIND) PER CHAPTERS 30 OF ASCE 7-16 WIND EXPOSURE CATEGORY D APPLICABLE INTERNAL WIND PRESSURE +0.18 COEFFICIENT, GCpi - TABLE 26.11-1 OF -0.18 ASCE7-10 VELOCITY PRESSURE, qh - E 26.10-1 OF 72.217 ASCE7-16 DETAILS WIND PRESSURES AND WIND ZONES FOR WALLS AND ROOFS PROVIDED IN SHEET S17 CONCRETE COLUMN SCHEDULE MARK HEIGHT WIDTH DEPTH REINFORCEMENT C1 9' 15" 18" 10 # 6 - TIES #4 @6" O.C. C2 9' 16" 30" 12 # 6 - TIES #4 @6" O.C. C3 9' 14" 26" 12 # 6 - TIES #4 @6" O.C. CONCRETE BEAM SCHEDULE MARK LENGTH WIDTH DEPTH REINFORCEMENT B2 201411 16" 18" 4- # 6 TOP 446 BOTTOM - TIES #4 @ 6" O.C. B3 241911 16" 18" 4- # 6 TOP 446 BOTTOM - TIES #4 @ 6" O.C. B4 8' 4" 16" 18" 4- # 6 TOP 446 BOTTOM - TIES #4 @ 6" O.C. LB5 51011 11" 24" 3- # 5 TOP 345 BOTTOM - TIES #4 @ 6" O.C. LB5 3' 0" 5.5" 24" 1 2- # 5 TOP 245 BOTTOM SPECIFICATION OF SUPER STUD SJ 1200SJ250-97 DESIGN THICKNESS 0.1017 MINIMUM THICKNESS 0.0966" MI THICKNESS 97 MILS GAUGE 12 FLANGE WIDTH 2.5" WED DEPTH 12" STIFFENING LIP LENGTHS 5/8" G60 STANDARD G90 AVAILABLE CORROSION PROTECTION YIELD STRENGTH 50 KSI MIN. wri ht Rarhe� 154 Krog Street, #125 Atlanta, GA 30307 404-218-8460 O m. .. , No. 89728 ; Z i G STATE OF it/ ONA%. , co co 0 0o 00 M Q� Q � M Z) 00 rn Q :) LL U) I,*- .� M ti w W` U) M = 00 N d' � w f�- M co z N < ' w J In z I- O 0 X 0 J I LL z coD 0 Q W O Z w o w< 0 z Q w � w O _j w _ C/) Q O � Q J om w 0 z o Z w W w O -' O DSGN: DATE I.O. 03/15/2021 DMM: pm: M.H. SD 17-20 CHM SCALE I.O. 1 AS SHOWN SHEET SB1-05 0 N • • STEE COLUMI HORIZONTi BRACE HSS 5 COL[ STE 1200SJx250-97 STEE COLUMI HORIZONT/ BRACE HSS 5 STEEL COLUMN COLI STEEL JOISTS PROVIDED JOIST MANI TO TRANSFER PLANE SUPPOR STEEL BEAN STEEL COLUN T 3 v vv _ v_ vv 26 �9 STEEL O.M.F. 2 HSS 5.5x5.5x 6" SECOND FLOOR FRAMING PLAN SCALE: 1 /4"=V-0" CONTRACTOR TO FOLLOW THE MANUFACTURERS ASSEMBLY INSTRUCTIONS PROVIDED BY THERMASTEEL, SUPERSTUD AND DRAGON BOARD. FAL STEEL BRACE 5X 3 �� 16 'DRAGON BOARD TRUCTURAL SUBFLOOR ). M. F. V W18X67 FAL STEEL BRACE 5x3" 16 UMN W16x57 )RMED STEEL JOISTS '50-97 @ 16" O.C. :AM W16x31 iI.F 118x67 13HE CONTRACTOR SHALL VERIFY ALL DIMENSIONS BEFORE STARTING WORK AND NOTIFY THE ENGINEER OF RECORD (EOR) IMMEDIATELY OF ANY DISCREPANCIES AREFOUND 2. WHERE REQUIRED, FOR ADDITIONAL DIMENSIONS SEE ARCHITECTURAL DRAWING 3. THE CONTRACTOR SHALL COORDINATE WITH ALL TRADE ANY ITEMS THAT ARE TO BE INTEGRATED INTO THE STRUCTURAL SYSTEM SUCH AS OPENINGS, PENETRATIONS, MECHANICAL AND ELECTRICAL EQUIPMENT, ETC. GRAVITY LOADS ROOF DEAD LOAD -TABLE C3.1-1A OF - 25.55 PSF ASCE7-16 ROOF LIVE LOAD -SECTION 4.8 OF - UPPER ROOF 20 PSF ASCE7-16 - BALCONY ROOF '50 PSF FLOOR DEAD LOAD- TABLE C3.1-1A OF - 52.05 PSF ASCE7-16 FLOOR LIVE LOAD SECTION 4.3.2 OF - 40 PSF ASCE7-16 THERMAL STEEL HURRICANE WALL - 6.1 PSF PANEL WEIGHT WIND DESIGN DATA BASIC DESIGN WIND SPEED, V- FIG 26.5-1 B OF ASCE7-16 164 MPH ALLOWABLE STRESS DESIGN WIND 127.04 MPH SPEED, Vasd RISK CATEGORY it DESIGN METHOD OF MAIN WIND FORCE MWFRS DIRECTIONAL!-. PROCEDURE RESIST SYSTEM (DIAPHRAGS,WALLS,&OMF) PER CHAPTERS 27 OF ASCE 7-16 DESIGN METHOD OF WALL AND ROOF COMPONENTS AND CLADDING PANELS (OUT OF PLANE WIND) PER CHAPTERS 30 OF ASCE 7-16 WIND EXPOSURE CATEGORY D APPLICABLE INTERNAL WIND PRESSURE +0.18 COEFFICIENT, GCpi - TABLE 26.11-1 OF -0.18 ASCE7-10 VELOCITY PRESSURE, qh - E 26.10-1 OF 72.217 ASCE7-16 DETAILS WIND PRESSURES AND WIND ZONES FOR WALLS AND ROOFS PROVIDED IN SHEET S17 SPECIFICATION OF SUPER STUD SJ 1200SJ250-9;7 DESIGN THICKNESS 0.1017" _ MINIMUM THICKNESS 0.0966" _ MII THICKNESS 97 MILS GAUGE 12 FLANGE WIDTH 2.5" WED DEPTH _ 12" STIFFENING LIP LENGTHS _ 5/8" CORROSION PROTECTION G60 STANDARD G90 (AVAILABLE) — YIELD STRENGTH 50 KIPS (KSI) MIN. HEADER SCHEDULE HDR1 BOXED 120OS250-97 HDR2 THERMASTEEL STRUCTURAL HEADER PANEL HDR3 BOXED 80OS250-54 HDR4 THERMASTEEL STRUCTURAL HEADER PANEL HDR5 BOXED 120OS250-97 HDR6 BOXED 120OS250-97 SIMPSON STRAP C IF REQUIRED. 2-1200SJx250-97 40OT200-54 TRACK AT TOP & BOTTOM DETAIL 1: TYPICAL HDR1 SECTION NTS 5 ;')m, Pliance �aMa! Engineenng Sciences 10 S.T SCREWS, L_=:T ACED @ 12" OC, TYP. a FL �3 0 wri ht 0 ar ef rchI ec Ilc 154 Krog Street, #i125 Atlanta, GA 30307 404.218.8460 \ No. 88728 yl2.0'2,l • ar �a STATE OF f(/ NAL E �� i � tzz Co Co Co Q co 00 o >- C-4 w I— Q LL 07 � D 1- Co W W 00 = cv � rn IN M 00 N cj� w O o Z LL Z 1 m :D U ® W W L!J � U Lo z Iq W LY) oQ C) G� Q E W LLJ O i Co F- _ U) D U O Q w _j o m o Z z W Q U) w w C O DSGH: I.O. DATE 03/15/2021 DFM: PROD: M.H. SD 17-20 CHM I.O. SCALE AS SHOWN SHEET SB1-06 GENERAL ti 0 N CD CO m 1 2 3 STEEL O.M.F. 26 STEEL O.M. COLUMN W8X, HORIZONTAL STE BRACE HSS 5.5x5.5) COLD-FORI STEEL JOI 1200SJx250-97 @ 16" STEEL O.M COLUMN W8X HORIZONTAL STE BRACE HSS 5.5x5.5) STEEL O.M.F COLUMN W8, THIRD FLOOR FRAMING SCALE- 1/4"=V-0" HSS 5.5x5.5x16" CONTRACTOR TO FOLLOW THE MANUFACTURERS ASSEMBLY INSTRUCTIONS PROVIDED BY THERMASTEEL, SUPERSTUD AND DRAGON BOARD. FAL STEEL BRACE .5) 6" 'DRAGON BOARD TRUCTURAL SUBFLOOR ),IVI.F. V W8X48 1-AL STEEL BRACE 5x3" 16 )RIMED STEEL JOISTS 50-97 @ 16" O.C. )NTAL STEEL BRACE ix5.5x16" I.F V8x48 13HE CONTRACTOR SHALL VERIFY ALL DIMENSIONS BEFORE STARTING WORK AND NOTIFY THE ENGINEER OF RECORD (EOR) IMMEDIATELY OF ANY DISCREPANCIES ARE FOUND 2. WHERE REQUIRED, FOR ADDITIONAL DIMENSIONS SEE ARCHITECTURAL DRAWING 3. THE CONTRACTOR SHALL COORDINATE WITH ALL TRADE ANY ITEMS THAT ARE TO BE INTEGRATED INTO THE STRUCTURAL SYSTEM SUCH AS OPENINGS, PENETRATIONS, MECHANICAL AND ELECTRICAL EQUIPMENT, ETC. GRAVITY LOADS ROOF DEAD LOAD -TABLE C3.1-1A OF - 25.55 PSF ASCE7-16 ROOF LIVE LOAD -SECTION 4.8 OF - UPPER ROOF 20 PSF ASCE7-16 - BALCONY ROOF 50 PSF FLOOR DEAD LOAD- TABLE C3.1-1A OF - 52.05 PSF ASCE7-16 FLOOR LIVE LOAD SECTION 4.3.2 OF - 40 PSF ASCE7-16 THERMAL STEEL HURRICANE WALL - 6.1 PSF PANEL WEIGHT WIND DESIGN DATA - BASIC DESIGN WIND SPEED, V- FIG 26.5-1 B OF ASCE7-16 164 MPH ALLOWABLE STRESS DESIGN WIND 127.04 MPH SPEED, Vasd RISK CATEGORY II DESIGN METHOD OF MAIN WIND FORCE MWFRS DIRECTIONAL PROCEDURE RESIST SYSTEM (DIAPHRAGS,WALLS,&OMF) PER CHAPTERS 27 01= ASCE 7-16 DESIGN METHOD OF WALL AND ROOF COMPONENTS AND CLADDING PANELS (OUT OF PLANE WIND) PER CHAPTERS 30 01= ASCE 7-16 WIND EXPOSURE CATEGORY D APPLICABLE INTERNAL WIND PRESSURE +0.18 COEFFICIENT, GCpi - TABLE 26.11-1 OF -0.18 ASCE7-10 VELOCITY PRESSURE, qh - E 26.10-1 OF 72.217 ASCE7-16 DETAILS WIND PRESSURES AND WIND ZONES FOR WALLS AND ROOFS PROVIDED IN SHEET S17 SPECIFICATION OF SUPER STUD SJ 1200SJ250-97 DESIGN THICKNESS 0.1017" _ MINIMUM THICKNESS 0.0966" MI THICKNESS 97 MILS GAUGE 12 FLANGE WIDTH 2.5" WED DEPTH 12" STIFFENING LIP LENGTHS 5/8" CORROSION PROTECTION G60 STANDARD G90 (AVAILABLE) YIELD STRENGTH 50 KSI MIN. HEADER SCHEDULE HDR1 BOXED 120OS250-97 HDR2 THERMASTEEL STRUCTURAL HEADER PANEL HDR3 BOXED 80OS250-54 HDR4 THERMASTEEL STRUCTURAL HEADER PANEL HDR5 BOXED 120OS250-97 HDR6 BOXED 120OS250-97 SIMPSON STRAP C IF REQUIRED. 2-1200SJx250-97 40OT200-54 TRACK AT TOP & BOTTOM 10 S.T SCREWS, L.= 4" kCED @ 12" OC, TYP. `Revie 11 , e�i for Cod(. l �r r� erse:i Engmeerin, `"clerlces 5 154 Krog Street, #125 Atlanta, GA 30307 404-218-8460 `0`,��it11►1t1/�/,i m • No. 89726 ' STATE OF • Kf ss!�NAL X\? N w^ I..L� w J p U) Lu U z LLI 0 W 0L d' CD M U-) 00 00 M N ~ Q Q 4 :D oo >- N FW_- Q 07 � ('M W ~ LLJ co M _ °O F_ N d. a� N LLI I— M 00 O O J LL 0 Z w U O O o 0 z Q J ti L0 cy) Iq M Q 0 Fp O U- _ U a w m Z U) Z W DSGN: I.O. DATE 03/15/2021 DRWN: PROD: M.H. SD 17-20 CHKD: SCALE I.O. AS SHOWN DETAIL 1: TYPICAL HDR1 SECTION SHEET SB1-07 1 ' " 0 N C O cle) 1 261_911 SCALE: 1 /4"=1 "-0" 3 261-911 - Reviewed for Code [p Compliance Universal Engineering Sciences GENERAL 1.THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS BEFORE STARTING WORK AND NOTIFY THE ENGINEER OF RECORD (EOR) IMMEDIATELY OF ANY DISCREPANCIES ARE FOUND 2. WHERE REQUIRED, FOR ADDITIONAL DIMENSIONS SEE ARCHITECTURAL DRAWING 3. THE CONTRACTOR SHALL COORDINATE WITH ALL TRADE ANY ITEMS THAT ARE TO BE INTEGRATED INTO THE STRUCTURAL SYSTENI SUCH AS OPENINGS, PENETRATIONS, MECHANICAL AND ELECTRICAL EQUIPMENT, ETC. CONCRETE: 1.ASTM DESIGNATION: C94, MINIMUM 28 DAYS COMPRESSIVE SPECIFIED STRENGTH FOR FOUNDATION = 3,000 PSI. 2. CEMENT: ASTM C150 TYPE II, AGGREGATE: ASTME C33, MAXIMUM SLUMP = 5 INCHES 3. REINFORCING STEEL: ASTM A60, Fy = 60 KSI WIND DESIGN DATA BASIC DESIGN WIND SPEED, V- FIG 26.5-1 B OF ASCE7-16 164 MPH ALLOWABLE STRESS DESIGN WIND 127.04 MPH SPEED, Vasd RISK CATEGORY II DESIGN METHOD OF MAIN WIND FORCE _ MWFRS DIRECTIONAL PROCEDURE RESIST SYSTEM (DIAPHRAGS,WALLS,&OMF) PER CHAPTERS 27 OF ASCE 7-16 DESIGN METHOD OF WALL AND ROOF COMPONENTS AND CLADDING PANELS (OUT OF PLANE WIND) PER CHAPTERS 30 OF ASCE 7-16 WIND EXPOSURE CATEGORY D APPLICABLE INTERNAL WIND PRESSURE +0.18 COEFFICIENT, GCpi - TABLE 26.11-1 OF -0.18 ASCE7-10 VELOCITY PRESSURE, qh - E 26.10-1 OF 72.217 ASCE7-16 DETAILS WIND PRESSURES AND WIND ZONES FOR WALLS AND ROOFS PROVIDED IN SHEET S17 CONCRETE COLUMN SCHEDULE MARK HEIGHT WIDTH DEPTH REINFORCEMENT C1 91 15" 18"" 10 # 6 - TIES #4 @6" O.C. C2 9" 161" 30" 12 # 6 - .LIES #4 @6" O.C. C3 9" 14" 26" 12 # 6 -TIES #4 @6" O.C. BEAM SCHEDULE MARK LENGTH WIDTH DEPTH REINFORCEMENT B2 201411 141' 181" 4- # 5 TOP 445 BOTTOM - TIES #4 @ 6" O.C. B3 241911 141" 181" 4- # 5 TOP 445 BOTTOM - TIES #4 @ 6" O.C. B4 8' 41" 141' 181' 4- # 5 TOP 445 BOTTOM - TIES #4 @ 6" O.C. LB5 5" 0"' 111" 241" 3- # 5 TOP 345 BOTTOM - TIES #4 @ 6" O.G. LB5 3' 0"" 5.51" 2411 2- # 5, TOP 245 BOTTOM WALL SCHEDULE MARK HEIGHT WIDTH REINFORCEMENT TYPE RC1 9" 5.511 # 5 VERTICAL REBAR @ 16" O.C. AT CENTER OF WALL 2#4 HORIZONTAL @ 18" O.C. CONTINUOUS RC2 91 111" 2 # 5 VERTICAL REBAR @ 16" O.C. AT EDGE OF WALL 2#4 HORIZONTAL @ 18" O.C. CONTINUOUS O ■ wn ht ar ef rchi ec IIC 154 Krog Street, #125 Atlanta, GA 30307 404.218-8460 Oil; EN No. " s 5� .` co M LO 00 N Q 4 -4 Q CO :D oo c t0 W :D U- (/) ti 4 �CY3 W V 07 CO o = 04 M W 1- ) 00 z CV Q � W J z J <( ® X W :DCL m :D << ® 0� Q CD U) W U Ln z Iq W "' ® o Q 0 < tY W Lu 0 u U) _ U) Q :D U ® W —� o m z o Z � W w' � - O DSGN: I.O. DATE 03/15/2021 DRWN: PROD: M.H. SD 17-20 CHKD: I.O. SCALE AS SHOWN SHEET SB1 -09 0 N O O M 1 2 A 3 B1-1 — — 261_911____7 26a_911 I U) Q1 QI r �r HORIZONTAL STEEL BRACE HSS 5.5x5.5x16" SW B-11 A 4 11IR SW C-11 uA O STEEL O.M.F. COLUMN W8X67 Q! Q I STEEL ORDINARY MOMENT STEEL ORDINARY MOMENT FRAME W8X76 FRAME W8X76 Cn <i r Q i I Q SEE SIMPSON HOLD-DOWN SCHEDULE BELOW, TYP. N N Q1 Q ! STEEL ORDINARY MOMENT FRAME W8X76 U) a r IQ 1¢I►I< STEEL BEAM W16X31 n �T MAIN FLOOR WALL PLAN SCALE: 1 /4"=V-0" m8{IITm ;STEEL ORDINARY MOMENT FRAME W8X76 QI ID STEEL O.M.F. BEAM W21X68 STEEL O.M.F. BEAM W2:1X68 2 THERMASTEEL WALL - ALL THERMASTEEL NON -BEARING WALLS: 1- 3.5" WALL: INTERNAL PANEL SYSTEM T & G) 3.5" THICK, GAUGE 20 MINIMUM, STIFFENERS (STUDS) @ 24" O.C, EPS DENSITY 1.5 PCF. 2- 5.5" WALL: INTERNAL PANEL SYSTEM T & G) 5.5" THICK, GAUGE 20 MINIMUM, STIFFENERS (STUDS) @ 24" O.C, EPS DENSITY 1.5 PCF. - ALL THERMASTEEL BEARING WALLS: PER SHEAR WALL SCHEDULE. A SW B-11 ALld SW C-11 IIQ 3 ;1 A IQ \HORIZONTAL STEEL BRACE HSS 5.5x5.5x16" IQ IQ STEEL BEAM W16X31 HOLD-DOWN SPECIFICATION MARK I SPECIFICATION GENERAL 13HE CONTRACTOR SHALL VERIFY ALL DIMENSIONS BEFORE STARTING WORK AND NOTIFY THE ENGINEER OF RECORD (EOR) IMMEDIATELY OF ANY DISCREPANCIES ARE FOUND 2. WHERE REQUIRED, FOR ADDITIONAL DIMENSIONS SEE ARCHITECTURAL DRAWING 3. THE CONTRACTOR SHALL COORDINATE WITH ALL TRADE ANY ITEMS THAT ARE TO BE INTEGRATED INTO THE STRUCTURAL SYSTEM SUCH AS OPENINGS, PENETRATIONS, MECHANICAL AND ELECTRICAL EQUIPMENT, ETC. WIND DESIGN DATA BASIC DESIGN WIND SPEED, V- FIG 26.5-1 B OF ASCE7-16 164 MPH ALLOWABLE STRESS DESIGN WIND 127.04 MPH SPEED, Vasd RISK CATEGORY — II DESIGN METHOD OF MAIN WIND FORCE MWFRS DIRECTIONAL PROCEDURE RESIST SYSTEM (DIAPHRAGS,WALLS,&OMF) PER CHAPTERS 27 OF ASCE 7-16 DESIGN METHOD OF WALL AND ROOF COMPONENTS AND CLADDING PANELS (OUT OF PLANE WIND) PER CHAPTERS 30 OF ASCE 7-16 WIND EXPOSURE CATEGORY D APPLICABLE INTERNAL 'WIND PRESSURE +0.18 COEFFICIENT, GCpi -TABLE 26.11-1 OF -0.18 ASCE7-10 VELOCITY PRESSURE, qh - E 26.10-1 OF 72.217 ASCE7-16 DETAILS WIND PRESSURES AND WIND ZONES FOR WALLS AND ROOFS PROVIDED IN SHEET S17 Reviewed for Cade CornPhance �niversa? Engineering Sciences STRUCTURAL WALL SCHEDULE -SEE S16 FOR TYPICAL DETAIL* MATERIAL & FRAMING BOTTOM & TOP TRACKS, & MARK ATTACHMENT THERMASTEEL 5 1/2" EXTERNAL STANDARD 18 GAUGE BOTTOM SW 1-11 & SW 3-11 HURRICANE PANELS , GAUGE 16 MINIMUM, TRACK WITH 1-1/4" LEG, ATTACHED STIFFENERS (STUDS) MOVING SIDE 1-3/8", WITH 2410"-3/4" TECHNICAL STATIONARY SIDE 16" ON CENTER, EPS SCREWS @ EACH STUD EACH SIDE DENSITY 1.5 PCF. 12'- 0" HIGH* THERMASTEEL 3 1/2" INTERNAL HURRICANE STANDARD 18 GAUGE BOTTOM PANELS, GAUGE 16 MINIMUM, STIFFENERS TRACK WITH 1-1/4" LEG, ATTACHED SW 2-11 (STUDS) MOVING SIDE 1-3/8", STATIONARY WITH 2-#10"-3/4" TECHNICAL SIDE 16" ON CENTER, EPS DENSITY 1.5 PCF. SCREWS @ EACH STUD EACH SIDE 12'- 0" HIGH*, TTHERMASTEEL 5 1/2" INTERNAL HURRICANE STANDARD 18 GAUGE BOTTOM PANELS, GAUGE 16 MINIMUM, STIFFENERS TRACK WITH 1-1/4" LEG, ATTACHED SW B-11 & SW C-11 (STUDS) MOVING SIDE 1-3/8", STATIONARY WI'T-H 2410"-3/4" TECHNICAL SIDE 16" ON CENTER, EPS DENSITY 1.5 PCF. SCREWS @ EACH STUD EACH SIDE 12'- 0" HIGH* HOLD-DOWN SIMPSON STRONG TIE MODELSTRAP Hr rLD DOWN STHD14 , ZINC A COATED OR GALVANIZED, STUD GAUC,E 20 MINIMUM SPACING C 36" O.C, FASTENERS 30 # 10 SCREWS NOTE ALL HARDWARE ATTACHMENTS, FASTENERS, RODS, BOLTS AND HOLD DOWNS TO BE ZINC -COATED OR GALVANIZED PER MANUFACTURERS SPECIFICATIONS. THERMASTEEL MINIMUM SHEAR VALUES - THERMASTEEL TO PROVIDE EXTERNAL HURRICANE (PANE=LS TO RESIST IN -PLANE SHEAR 439 PLF AND OUT OF PLANE SHEAR 82 PSF. - THERMASTEEL TO PROVIDE INTERNAL HURRICANE PANELS. TO RESIST IN -PLANE SHEAR 439 PLF. CONTINUITY 01. SHEAF; HOLD-DOWN DEVICES MUST STACK UP VERTICALLY WITH MAX OFFSET OF T-0", IF ANY. 0 ■ wriaht ar e rCho eC IIC 154 Krog Street, #125 Atlanta, GA 30307 404.218-8460 :. No. 89728 Z : e' STATE Of till •'• ��I � V d' M LO r� c00 N Q Q - 1 .o r M 0 >- N I•-- Q a :D LL U) h_- 4 F- W CY) W r. CO 00 N W (D 000 N r Q (D Z H _j ® W � Z > —D0-0W_ ® U) _ U) U) W U Ln Z Iq W M Q Q Q W WO O LL Q O `n Q —I Q Lli o0 0 Z ®z �� Q W w U 3 O DSGN: I.O. DATE 03/15/2021 DWNN: PRDJ: M.H. SD 17-20 CHO: I.O. SCALE AS SHOWN SHEET SB1-10 0 N em O O C`M N co N U) n ml 0 T N 26'-9" 3 261-911 - STEEL O.M.F. STEEL O.M.F. W8X48 STEEL O.M.F. W8X48 1 2 3 SECOND FLOOR WALL PLAN SCALE: 1 /4"=V-0" THERMASTEEL WALL - ALL THERMASTEEL NON -BEARING WALLS: 1- 3.5" WALL: INTERNAL PANEL SYSTEM T & G) 3.5" THICK, GAUGE 20 MINIMUM, STIFFENERS (STUDS) @ 24" O.C, EPS DENSITY 1.5 PCF. 2- 5.5" WALL: INTERNAL PANEL SYSTEM T & G) 5.5" THICK, GAUGE 20 MINIMUM, STIFFENERS (STUDS) @ 24" O.C, EPS DENSITY 1.5 PCF. - ALL THERMASTEEL BEARING WALLS: PER SHEAR WALL SCHEDULE. 3 S13 A 2 S13 B HORIZONTAL STEEL BRACE HSS 5.5x5.5x16" GENERAL 1.THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS BEFORE STARTING WORK AND NOTIFY THE ENGINEER OF RECORD (EOR) IMMEDIATELY OF ANY DISCREPANCIES ARE FOUND 2. WHERE REQUIRED, FOR ADDITIONAL DIMENSIONS SEE ARCHITECTURAL DRAWING 3. THE CONTRACTOR SHALL COORDINATE WITH ALL TRADE ANY ITEMS THAT ARE TO BE INTEGRATED INTO THE. STRUCTURAL SYSTEM SUCH AS OPENINGS, PENETRATIONS, MECHANICAL AND ELECTRICAL EQUIPMENT, ETC. \MIND DESIGN DATA BASIC DESIGN WIND SPEED, V- FIG 26.5-1 B OF ASCE7-16 164 MPH ALLOWABLE STRESS DESIGN WIND 127.G4 MPH SPEED, Vasd RISK CATEGORY II DESIGN METHOD OF MAIN 'WIND FORCE MWFRS DIRECTIONAL PROCEDURE RESIST SYSTEM (DIAPHRAGS,WALLS,&OMF) PER CHAPTERS 27 OF ASCE 7-16 DESIGN METHOD OF WALL AND ROOF COMPONENTS AND CLADDING PANELS (OUT OF PLANE WIND) PER CHAPTERS 30 OF ASCE 7-16 WIND EXPOSURE CATEGORY D� APPLICABLE INTERNAL WIND PRESSURE +0.18 COEFFICIENT, GCpi - TABLE 26.11-1 OF -0 18 ASCE7-10 VELOCITY PRESSURE, qh - E 26.10-1 OF 72..217 ASCE7-16 DETAILS WIND PRESSURES AND WIND ZONES FOR WALLS AND ROOFS PROVIDED IN SHEET S17 bt£J!E 4daC+ TC?f CC!Cie 91H�Cenl�iiant:E Universal Engineering Sciences STRUCTURAL WALL SCHEDULE -SEE S16 FOR TYPICAL DETAIL* MATERIAL & FRAMING BOTTOM & TOP TRACKS, & MARK ATTACHMENT THERMASTEEL 5 1/2" EXTERNAL STANDARD 18 GAUGE BOTTOM SW 1-21 & SW 3-21 HURRICANE PANELS , GAUGE 16 MINIMUM, TRACK WITH 1-1/4" LEG, ATTACHED STIFFENERS (STUDS) MOVING SIDE 1-3/8", WITH 2410"-3/4" TECHNICAL STATIONARY SIDE 16" ON CENTER, EPS SCREWS @ EACH STUD EACH SIDE DENSITY 1.5 PCF. 12'- 0" HIGH* THERMASTEEL 3 1/2" INTERNAL HURRICANE STANDARD 18 GAUGE BOTTOM PANELS, GAUGE 16 MINIMUM, STIFFENERS TRACK WITH 1-1/4" LEG, ATTACHED SW 2-21 (STUDS) MOVING SIDE 1-3/8", STATIONARY WITH 2-#10" -3/4" TECHNICAL SIDE 16" ON CENTER, EPS DENSITY 1.5 PCF. SCREWS @ EACH STUD EACH SIDE 12'- 0" HIGH*, TTHERMASTEEL 5 1/2" INTERNAL HURRICANE STANDARD 18 GAUGE BOTTOM PANELS, GAUGE 16 MINIMUM, STIFFENERS TRACK WITH 1-1/4" LEG, ATTACHED SW B-21 & SW C-21 (STUDS) MOVING SIDE 1-3/8", STATIONARY WITH 2410"-3/4" TECHNICAL SIDE 16" ON CENTER, EPS DENSITY 1.5 PCF. SCREWS @ EACH STUD EACH SIDE 12'- 0" HIGH* * INSTALL HOLD-DOWN "B" @ 3611 ON ALL SHEAR WALLS, REFER TO HOLD-DOWN SPECIFICATION HOLD-DOWN SPECIFICATION MARK I SPECIFICATION SIMPSON STRONG TIE MODEL SIMPSON S1 RONG TIE B MSTC-28, GAUGE 16 MINIMUM, ZINC C0k FED OR GALVANIZED, STUD GAUGE 20 MINIMUM SPACING @ 36 O.C, FASTENERS 30 # 10 SCREWS NOTE ALL HARDWARE ATTACHMENTS, FASTENERS, RODS, BOLTS AND HOLD DOWNS TO BE ZINC -COATED OR GALVANIZED PER MANUFACTURERS SPECIFICATIONS. THERMASTEEL MINIMUM SHEAR VALUES - THERMASTEEL TO PROVIDE EXTERNAL HURRICANE PANELS TO RESIST IN -PLANE SHEAR 439 PLF AND OUT OF PLANE SHEAR 82 PSF. - THERMASTEEL TO PROVIDE INTERNAL HURRICANE PANELS TO RESIST IN -PLANE SHEAR 439 PLF. CONTINUITY OF ")HEAR HOLD-DOWN DEVICES MUST STACK UP VERTICALLY WITH MAX OFFSET OF T-0", IF ANY. Z 0 5 wn ht rk.ef11C 154 Krog Street, #125 Atlanta, GA 30307 404-218-8460 ;,ICENgE:.0 \ y m No. 89728 v�Q STATE OF �/01jrj ©NAU "�����` d' cfl CM LO 00 00 C'7 Q � 1 CO :D 00 >- N Lu :r^ U) M W w f � M _ °O � N N w M 00 z N ry Q ( i- J z �- �- Q � W � —� JOB z m � W W C/) 7— U) Cn w U Ln z NT W `y' oQ 0 (� Q Cr w OLLL U) _ Q OQ C/' U oz w z �� W w m u DSGN: DATE I.O. 03/15/2021 DRWN: PROJ: M.H. SD 17-20 [CHKD: SCALE I.O. AS SHOWN SHEET S B1-11 ti 0 N O CO C . ms ml ml ml CM i �:' co Cal 261-911 CTCCI r1 AA C 3 261-911 Q I CGL %JMUIIVi`ir%T IVIVIVIr—N 1 FRAME W8X31 FRAME W8X31 6 2 3 SCALE: 1 /4"=V-0" THERMASTEEL WALL - ALL THERMASTEEL NON -BEARING WALLS: 1- 3.5" WALL: INTERNAL PANEL SYSTEM T & G) 3.5" THICK, GAUGE 20 MINIMUM, STIFFENERS (STUDS) @ 24" O.C, EPS DENSITY 1.5 PCF. 2- 5.5" WALL: INTERNAL PANEL SYSTEM T & G) 5,5" THICK, GAUGE 20 MINIMUM, STIFFENERS (STUDS) @ 24" O.C, EPS DENSITY 1.5 PCF. - ALL. THERMASTEEL BEARING WALLS: PER SHEAR WALL SCHEDULE. 2 S13 B HORIZONTAL STEEL BRACE HSS 5.5x5.5x16" 1 S13 C MARK I SPECIFICATION GENERAL 1.THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS BEFORE STARTING WORK AND NOTIFY THE ENGINEER OF RECORD (EOR) IMMEDIATELY OF ANY DISCREPANCIES ARE FOUND 2. WHERE REQUIRED, FOR ADDITIONAL DIMENSIONS SEE ARCHITECTURAL DRAWING 3. THE CONTRACTOR SHALL COORDINATE WITH ALL. TRADE ANY ITEMS THAT ARE TO BE INTEGRATED INTO THE STRUCTURAL SYSTEM SUCH AS OPENINGS, PENETRATIONS, MECHANICAL AND ELECTRICAL EQUIPMENT, ETC. WIND DESIGN DATA BASIC DESIGN WIND SPEED, V- FIG 26.5-1 B OF ASCE7-16 164 MPH ALLOWABLE STRESS DESIGN WIND SPEED, Vasd 127.04 MPH RISK CATEGORY II DESIGN METHOD OF MAIN WIND FORCE MWFRS DIRECTIONAL PROCEDURE RESIST SYSTEM (DIAPHRAGS, WALLS, &OMF) PER CHAPTERS 27 OF ASCE 7-16 DESIGN METHOD OF WALL AND ROOF COMPONENTS AND CLADDING PANELS (OUT OF PLANE WIND) PER CHAPTERS 30 OF ASCE 7-16 WIND EXPOSURE CATEGORY D APPLICABLE INTERNAL WIND PRESSURE _ COEFFICIENT, GCpi -TABLE 26.11-1 OF +0.18 -0.18 ASCE7-10 VELOCITY PRESSURE, qh - E 26.10-1 OF i72 217 ASCE7-16 DETAILS WIND PRESSURES AND WIND ZONES FOR WALLS AND ROOFS PROVIDED IN SHEET S17 GgUniversa@ Fny;r� Bring Sciences STRUCTURAL WALL SCHEDULE -SEE S16 FOR TYPICAL DETAIL* MATERIAL & FRAMING BOTTOM & TOP TRACKS & MARK ATTACHMENT THERMASTEEL 5 1/2" EXTERNAL STANDARD 18 GAUGE BOTTOM HURRICANE PANELS , GAUGE '16 MINIMUM, TRACK WITH 1-1/4" LEG, ATTACHED SW 1-31 & SW 3-31 STIFFENERS (STUDS) MOVING SIDE 1-3/8", WITH 2-#10"-3/4" TECHNICAL STATIONARY SIDE 16" ON CENTER, EPS SCREWS @ EACH STUD EACH SIDE DENSITY 1.5 PCF. 12'- 0" HIGH* THERMASTEEL 3 1/2" INTERNAL. HURRICANE STANDARD 18 GAUGE BOTTOM PANELS, GAUGE 16 MINIMUM,( TIFFENERS TRACK WITH 1-1/4" LEG, ATTACHED (STUDS) MOVING SIDE 1-3/8", STATIONARY WITH 2410%3/4" TECHNICAL SW 2-31 SIDE 16" ON CENTER, EPS DENSITY 1.5 PCF. SCREWS @ EACH STUD EACH SIDE 12'- 0" HIGH*, THERMASTEEL 5 1/2" EXTERNAL HURRICANE STANDARD 18 GAUGE BOTTOM PANELS , GAUGE 16 MINIMUM, STIFFENERS TRACK WITH 1-'114" LEG, ATTACHED (STUDS) MOVING SIDE 1-3/8", STATIONARY WITH 2410%3/4" TECHNICAL SW 2-33 SIDE 16" ON CENTER, EPS DENSITY 1.5 PCF. SCREWS @ EA( -HI STUD EACH SIDE 12'- 0" HIGH* TTHERMASTEEL 5 1/2" INTERNAL HURRICANE STANDARD 18 GAUGE BOTTOM PANELS, GAUGE 16 MINIMUM, STIFFENERS TRACK WITH 1-1/4" LEG, ATTACHED SW B-31 & SW C-31 (STUDS) MOVING SIDE 1-3/8", STATIONARY WITH 2410" -3/4" TECHNICAL SIDE 16" ON CENTER, EPS DENSITY 1.5 PCF. SCREWS @ EACH STUD EACH SIDE 12'- 0" HIGH* * INSTALL HOLD-DOWN "S°' @ 3611 ON ALL SHEAR WALLS, REFER TO HOLD-DOWN SPECIFICATION SIMPSON STRONG TIE MODEL SIMPSON STRON(i TIE B MSTC-28, GAUGE 16 MINIMUM, ZINC COATED ( )R GALVANIZED, STUD GAUGE 20 MINIMUM SPACING C 36" O.C. FASTENERS 30 # 10 SCREWS NOTE ALL HARDWARE ATTACHMENTS, FASTENERS, RODS, BOLTS AND HOLD DOWNS TO BE ZINC -COATED OR GALVANIZED PER MANUFACTURERS SPECIFICATIONS. THERMASTEEL MINIMUM SHEAR VALUES - THERMASTEEL TO PROVIDE EXTERNAL HURRICANE PANELS TO RESIST IN -PLANE SHEAR 238 PLF AND OUT OF PLANE SHEAR 82 PSF. - THERMASTEEL TO PROVIDE INTERNAL HURRICANE PANELS TO RESIST IN -PLANE SHEAR 238 PLF. CONTINUITY OF SHE/�R HOLD-DOWN DEVICES MUST STACK UP VERTICALLY VVITH MAX OFFSET OF 3' 0", IF ANY. Z 0 wri ht ar e rchi ec Ilc 154 Krog Street, ##125 Atlanta, GA 30307 404-218-8460 y � STATE OF �S . le•1-ORIDA. �11 d � n M V Lo � 00 N Q D 4 T. co M 0 >- VJ NNW tQ LL rr^� VJ W 4 W N 4 Vl co EEO 00 = N a � W co 00 N Q W � W �-a-�z 0 IL ® W O J J J Q :D 0- LL m :D ® [� w C.) z w ® o< Wow U 0 0 LL U) > U < O0W -J o m 0 oz z �� w w C) �' O DSGN: 1.0. DATE 03/15/2021 DRWN: PROJ: M.H. SD 17-20 CHM I.O. SCALE AS SHOWN SHEET SB1-14.ff u ROOF. T THIRD FLOOR. 0 T N T a� GROUND FLOOR. THIRD FLOOR. SECOND FLOOR. -- MAIN FLOOR. qu GROUND FLOOR. OORDINARY STEEL MOMENT FRAME 1 SCALE 3/16 = 1 -0 S13 RC N ROOF. T T 0 T THIRD FLOOR. SECOND FLOOR. (V T MAIN FLOOR. o� GROUND FLOOR. 16"X COL o2 ORDINARY STEEL MOMENT FRAME 2 SCALE 3/16 = 1 -0 S13 :ORCED TE WALL 5 wri ht RarhefI ec 154 Krog Street, #125 Atlanta, GA 30307 404-218.8460 `\\%%IIIlll//// �,IGEN�F •, O� . • No. 89728 ' �'8 '• �j�71`% 1 2- STATE OF U) W U Z W Q Cn W J Z Q ui U O It t0 00 Lo 00 00 co N r' 1-1 Q D 00 � N ui jC I— Q V- U) P-- C'M W ~ W r UM ) _ 00 � N N W M 00 T- r Z () W -� : Q O f- W J � W W W 2 F- Q (n CL H L0 rn NT (y) o% Q C) z � U 0 O LL. TZ �U O Q W o m o Z LIJ W OSGN: DATE I.O. 03/15/2021 DRWN: PROD: M.H. SD 17-20 CHKD: SCALE I.O. AS SHOWN 3 ORDINARY STEEL MOMENT FRAME 3 SCALE 3/1(> = 1 -0 S13 O4 CANTILEVERED STEEL BEAM DETAIL 4 SCALE 1 /4" = V-0" S 13 SHEET SB1-13 PLATE 0.75"x8.0"x14.0" A572 Gr.50 PLATE 0.75"x8.0"x14.0" A572 Gr.50 PLATE 0.75"x8.0"x15.0" A572 Gr.50 PLATE 0.75"x8.0"x15.0" A572 Gr.50 OMF COLUMN W 8x31 OMF COLUMN W 8x31 OMF COLUMN W 8x67 OMF COLUMN W 8x67 �� PJP WELD TYP. EACH PJP WELD TYP. EACH PJP WELD TYP. EACH PJP WELD TYP. EACH 7OLTS SIDESIDE PLATE 0.75"x8.0"x14.0" A572 Gr.50 SIDE -SIDE PLATE 0.75"x8.0"x15.0" A572 Gr.50 PJP WELD TYP. EACH PJP WELD TYP. EACH PJP WELD TYP. EACH PJP WELD TYP. EACHPJP WELD TYP. EACH SIDE SIDE PJP WELD TYP. EACH SIDE SIDE#. OMF COLUMN W 8x31 -�-SIDE „ 00 OMF COLUMN W 8x67 -�-SIDE 3.5"n4- 7/8" BOLTS A325-N „ 0 0 4- 7/8" BOLTS A325-N4- 7/8" BOLTS A325-N 14 5" o-o OMF BEAM W 8x31 -OMF BEAM W 8x67 M W 8x31 OMF BEAM W 8x31 4- 7/8" BOLTS A325-NOMF BEAM W 8x67 OMF BEAM W 8x670 A325-N " " 4- 7/8" BOLTS A325-N Front View Detail Side view Front view Top view Front View Detail Side view Front view Top view OMF DETAILS 1 OMF DETAILS 7 SCALE: N.T.S. S14 SCALE: N.T.S. S14 PLATE 0.75"x8.0"x14.0" A572 Gr.50 PLATE 0.75"x8.0"x14.0" A572 Gr.50 PLATE 0.75"x8.0"x14.5" A572 Gr.50 PLATE 0.75"x8.0"x14.5" A572 Gr.50 OMF COLUMN ht W 8x314 OMF COLUMN W 8x31 OMF COLUMN W 8x48 OMF COLUMN W 8x48 PJP WELD TYP. EACH PJP WELD TYP. EACH PJP WELD TYP. EACH PJP WELD TYP. EACH wriPip WELD TYP. EACH -SIDE SIDE PLATE 0.75"x8.0"x14.0" A572 Gr.50 ASIDE ��SIDE PLATE 0.75"x8.0"x14.5" A572 Gr.50 PJP WELD TYP. EACH PJP WELD TYP. EACH " PJP WELD TYP. EACH PJP WELD TYP. EACH SIDE SIDE PJP WELD TYP. EACH SIDE 0 OMF COLUMN W 8x31 SIDE SIDE OMF COLUMN W 8x48 ar ef 14 5" 4- 7/8" BOLTS A325-N -SIDE 3.5"4- 7/8" BOLTS A325-N Rrc h e c 00 4- 7/8" BOLTS A325-N OMF BEAM W 8x31 „ 14 5"" 4- 7/8" BOLTS A325-N OMF BEAM W 8x31 0 0 OMF BEAM W 8x48 OMF BEAM W 8x31 0 OMF BEAM W 8x48 OMF BEAM W 8x48 4- 7/8" BOLTS A325-N 1 „ 4- 7/8" BOLTS A325-N 154 Street, C Atlantanta,, GA 30307 Front View Detail Side view Front view Top view Front View Detail Side view Front view Top view 404-218-8460 OMF DETAILS 2 OMF DETAILS s SCALE: N.T.S. SCALE: N.T.S MOHAIR S14 .....• N.T.S. :� •:may PLATE 0.75"x8.0"x14.5" A572 Gr.50 PLATE 0.75"x8.0"x14.5" A572 Gr.50 PLATE PLATE 0.75"x8.0"x14.5" A572 Gr.50 PLATE 0.75"x8.0"x14.5" A572 Gr.50 �' �. OMF COLUMN W 8x48 OMF COLUMN W 8x48 OMF COLUMN W 8x48 OMF COLUMN W 8x48 "'O �262-k PJP WELD TYP. EACH PJP WELD TYP. EACH -• 3 $ SIDE PLATE 0.75"x8,0"x14.5" A572 Gr.50 PJP WELD TYP. EACH PJP WELD TYP. EACH '• , SIDE ASIDE SIDE PLATE 0.75"x8.0"x14.5" A572 Gr.50 i PJP WELD TYP. EACH PJP WELD TYP. EACH $ eO STATE OF -� 'SIDE OMF COLUMN W 8x48 SIDE 1145 SIDE ��s • •, • • ♦ �� SIDE PJP WELD TYP. EACH / LOR►D�!. PJP WELD TYP. EACH PJP WELD TYP. EACH PJP WELD TYP. EACH --I�SIDE C7 \` OMF COLUMN W 8x48 SIDE i s 14 5" 4i 4- 7/8" BOLTS A325-N 4- 7/8" BOLTS A325-N�/�jON�i." 00. OMF BEAM W 8x48 4- 7/8" BOLTS A325-N "" 4- 7/8" BOLTS A325-N124 OMF BEAM W 8x48 OMF BEAM W 8x48 1. OMF BEAM W 8x48 OMF BEAM W 8x48 OMF BEAM W 8x484- 7/8" BOLTS A325-N „ 4- 7/8" BOLTS A325-N Front View Detail Side view Front view Top view Front View Detail Side view Front view Top view n OMF DETAILS 3 OMF DETAILS g d « M SCALE: N.T.S. SCALE: N.T.S. S14 DOUBLE FILLET TYP, N 5116 EACH SIDE Q t OMF COLUMN W 8x67 DOUBLE FILLET TYP. - d' 5/16 EACH SIDE PJP WELD TYP. EACH r cc< CO PLATE 0.75"x8.0"x14.5" A572 Gr.50 PLATE 0.75"x8.0"x14.5" A572 Gr.50 PLATE 2"x14"x18" A36 OMF COLUMN W 8x67 SIDE G DOUBLE FILLET TYP. OMF COLUMN W 8x67 5/16 OMF COLUMN W 8x48 PJP WELD TYP. EACH OMF COLUMN W 8x48 Pip WELD TYP. EACH 5/16 EACH SIDE 4- 1"A449-N ANCHOR 4- 1"A449-N ANCHOR co $„ SIDE SIDE PLATE 0.75"x8.0"x14.5" A572 Gr.50 " 14 PLATE 2"x18"x15" A36 - RODS, MIN. 12" PLATE 2"x14"x18" A36 ODS, MIN. 12" O PJP WELD TYP. EACH PJP WELD TYP. EACH CONCRETE EMBEDMENT CONCRETE EMBEDMENT SIDE N 'SIDE PJP WELD TYP. EACH W " OMF COLUMN W 8x48 SIDE 4- 1" A449-N ANCHOR REINFORCED CONCRETE REINFORCED CONCRETE X " „ 4- 7/8" BOLTS A325-N 1 „ RODS COLUMN 18"x15° COLUMN 18"x14" _ a 14 5 4- 7/8" BOLTS A325-N OMF BEAM W 8x48 ° ° D OMF BEAM W 8x48 ° D OMF BEAM W 808 D 4- 7/8" BOLTS A325-N Front View Detail Side view Front view Top view Front View Detail Top view Side view Left view OMF DETAILS.0 .4 Gr.50 OMF DETAILS 10 5/16 DOUBLE FILLET TYP. SCALE: N.T.S. `S14 S14 DOUBLE FILLET TYP. = CV EACH SIDE OMF COLUMN W 8x48 OMF COLUMN W 21x93 SCALE: N.T.S. ('� F-- PJP WELD TYP. EACH -PLATE 0.38"x7.86"x15" A572 Gr.50 " _ 5/16 EACH SIDE (2)PLATE 0.44"x7.13"x3.92" A572 Gr.50 EACH SIDE -��SIDE PLATE 2"x16"x30" A36 DOUBLE FILLET TYP. OMF COLUMN W 21x93 N _ PJP WELD TYP, EACH STEEL BEAM W 16x31 EACH SIDE PJP WELD TYP. EACH 4- 7/8" BOLTS A325-N 5/16 SIDE PJP WELD TYP. EACH N SIDE OMF COLUMN W 21X93 5/16 SIDE W W8X48 A992 4- 7/8" BOLTS A325-N (2) PLATE 0.44"x7.13"x3.92" A572 Gr.50 EACH SIDE co (4) 7/8' A490-N STEEL BEAM W 16x31 DOUBLE FILLET TYP. 4- 1"A449-N ANCHOR 4- 1" A449-N ANCHOR 00 PLATE 0.75"x8.0"x27.1" A572 Gr.50 16-111 5/16 EACH SIDE PLATE 2"x16"00" A36 RODS, MIN. 12" PLATE 2"x%"x30" A36 RODS, MIN. 12" p P0.38x7.86x15.02 A36 PJP WELD TYP. EACH PJP WELD TYP. EACH 3 " CONCRETE EMBEDMENT CONCRETE EMBEDMENT SIDE N SIDE 4- 1" A449-N ANCHOR REINFORCED CONCRETE REINFORCED CONCRETE W16X31 A992 5/16 WELD TYP. EACH COLUMN 16"x30" OMF BEAM W 21x68 SIDE 4- 7/8" BOLTS A325-N RODS COLUMN 16"x30" Q PJP WELD TYP. EACH SIDE OMF BEAM W 8x48 Pip WELD TYP. EACH SIDE I JL 4- 7/8" BOLTS A325-N ` V OMF COLUMN W 8x48 c D D ° D° °p D � 1 5116 WELD TYP. EACH 11 11 11 " 5/16 DOUBLE FILLET TYP. Side View-1 To View SIDE Front View Detail Top View Side view Left view W z EACH SIDE _ 0- W PLATE 0.75"x8.0"x27.1 " A572 Gr.50 Side view-2 OMF COLUMN W 8x48 OMF DETAILS 11 (D >- 2 PJP WELD TYP. EACH � O 1 $ SIDE S 14 _ X � W " .010 � � PJP WELD TYP. EACH SCALE: N.T.S. Q � Q 11 00 IDE SJ PLATE` 0.75"x8.0"x27.1" A572 Gr.50 PLATE 0.75"x8.0"x27.1" A572 Gr.50 J _J W 1 -4� 2'- 1 � PJP WELD TYP. EACH OMF BEAM W 21X OMF COLUMN W 21X93 OMF COLUMN W 21X93PJP WELD TYP. EACH M�j 3 W G ui Pip Q 4- 7!8" BOLTS A325-N SIDE PJP WELD TYP. EACH -SIDE W -�-SIDE �- SIDE TYP. EACH qm 4- 7/8" BOLTS A325-N PLATE 0.75"x8.0"x27.1" A572 Gr.50 " OMF DETAILS 5 SCALE: N.T.S. S14 Front view �. „ 27.1 ' OMF BEAM W 21XPip WELD TYP. EACH OMF COLUMN W 21X93 SIDE 4- 7/8" BOLTS A325-N OMF BEAM W 21 X68 V J PLATE 0.75"x8.0"x15.0" A572 Gr.50 PLATE 0.75"x8.0"x15.0" A572 Gr.50 W " OMF BEAM W 21X68 U LID OMF COLUMN W 8x67 OMF COLUMN W 8x67gm 1 O% IDE PJP WELD TYP. EACH _PJP WELD TYP. EACH PLATE 75" Z M FView $" PJP WELD TYP. EACH D SIDE 0.x8fQ7��L�5pj?H 4- 7/8" BOLTS A325-N W Front ew Detail Side view Front view Top view Q Q PJP WELD TYP. EACH _ SIDE 00 N SIDE OMF COLUMN W 8x67 N Q 14 5"" 4- 7/8" BOLTS A325-N O M F DETAILS 2 Q 4- 7/8" BOLTS A325-N W U O " OMF BEAM W 8x67 SCALE: N.T.S.S14 n/ O lL OMF BEAM W 8x67 t-+- OMF BEAM W 8x67 " " 4- 7/8" BOLTS A325-N F- _ Front View Detail Side view Front view Top view PLATE 0.75"x7.0"x21.9" A572 Gr.50 PLATE 0.75"x7.0"x21.9" A572 Gr.50 0 Q Lij O M F DETAILS 6 STEEL COLUMN W 16x57 PJP WELD TYP. EACH STEEL COLUMN W 16X57 PJP WELD TYP. EACH J m S 14 7" SIDE SIDE SCALE: N.T.S. DOUBLE FILLET TYP. PJP WELD TYP. EACH Pip WELD TYP. EACH W 5/16 EACH SIDE - SIDE IDE 1211 OMF COLUMN W 16x57 DOUBLE FILLET TYP. OMF COLUMN W 16x57 PJP WELD TYP. EACH " 00 PLATE 0.75"x7.0"x21.9" A572 Gr.50 PLATE 2"x12"x26" A36 5/16 EACH SIDE SIDE # z PJP WELD TYP. EACH W W OMF COLUMN W 16X57 „ 4- 7/8" BOLTS A325-N STEEL COLUMN W 16X57 r , 5/16 21 STEEL BEAM --INSIDE V 4- 1" A449-N ANCHOR W 16x31 O "" RODS, MIN. 12" 4- 1"A449-NANCHOR DOUBLE FILLET TYP. PLATE 2"x12"x26" A36 PLATE 2"x12"x26" A36 RODS, MIN, 12" STEEL BEAM W 16x31 STEEL BEAM 2 " 5/16 EACH SIDE CONCRETE EMBEDMENT CONCRETE EMBEDMENT � �. 16x31 OSGN: DATE REINFORCED CONCRETE REINFORCED CONCRETE " 4- 7/8" BCILTS A325-N I.O. 03/15/2021 4- 1"A449-N ANCHOR COLUMN 12"x26" COLUMN 12"x26" RODS D : ° rOn IEW E al Side VfeW ron VIEW VI - 4- 7/8' BOLTS A325-N DRLYN: PROD: P M.H. SD 17-20 o D CHKO: SCALE I.O. AS SHOWN / ' Front View Detail Top view Side view Left view OMF DETAILS 14 OMF DETAILS 13 SHEET SCALE: N.T.S. S14 SCALE: N.T.S. S14 SB1-14 W8x31 r r b) ROOF. THIRD FLOOR. SECOND FLOOR. MAIN FLOOR. GROUND FLOOR. SECTION 1 1 SCALE: 1 /2"=1'-0" S 15 5/8" TYPE X GYP 3.5" THERMASTEEL PANEL TYP. MSTC-28 HIGH -CAPACITY STRAP @ EACH FACE OF WALL 3.5" THERMASTEEL PANEL SPLIT TOP TRACK 3.5" THERMASTEEL PANEL SPLIT TOP TRACK COLD -FORMED STEEL JOISTS 1200SJx250-97 @ 16" O.C. 2" iE Ii II - COLD -FORMED STEEL JOISTS I I I 1200SJx250-97 @ 16" O.C. W8x31 i SPLIT TOP TRACK COLD -FORMED STEEL JOISTS I 1200SJx250-97 @ 16" O.C. W8x48 TYP. MSTC-28 HIGH -CAPACITY STRAP @ EACH FACE OF WALL W21 x68 W21 x68 'I-- COLD -FORMED STEEL JOISTS 0 1200SJx250-97 @ 16" O.C. II 4 I S15 W21x93 II I C I I SIMPSON STRAP HOLD DOWN ° STHD14, STUD GAUGE 20 MINIMUM SPACING @ 48" O.0 DD. D° D #5 VERTICAL REBAR @ 18" O.C. D D D D D . 11"CONCRETE WALL (RW2) D > �D 12-#6 D DP —__#6 VERTICAL DOWELS @ 18" O.C. 16"x30"CONCRETE COLUMN (C2) --2#4 HORIZONTAL @ 18" O.C. R° DD �° #4@4" O.C. TIES D ° D C,D 5" CONCRETE SLAB 5"CONCRETE SLAB D � \ 9 D °1> 95 /o COMP. FILL - p ° > J 773�2..C1,R_ 95%COMP. FILL ° 4'4' UNDISTURBED SOIL SECTION 2 --UNDISTURBED SOIL SCALE: 1 /2"=1'-0" S 1'� 2" CLR. 2" CLR. 4' PAHD42 - TOP VIEW 0o 0 0 0 0 00. 0 0 000 0 0 . PAHD42 - FRONT VIEW PAFID4.2 - SIDE VIEW TYP. PAH D-42 FOUNDATION STRAP SCALE: NTS Rev;ewed for Gracie; COmpha?lc e Universal Engineering `,cience_ MSTC-28 - FRONT VIEW FASTENERS 30 # 10 SCREWS MSTC-28 - SIDE VIEW TYP'. MSTC-28 WALL STRAP SCALE: NTS 3 315 Z 0 9 wry ht ark erci ec IIC 154 Krog Street, #125 Atlanta, GA 30307 404.218-8460 0 No. 89728_ r�0 STATE OF ((�� d- V M00 n M M N r- �- M :D oc) o rn ui Q LL U W W 1 N C/) M = 00 N N N w� 00 CV ' W � � J Z W J W � � Q CO :D U/ W 0 ti Lo Z � W cy') Q W Lu 0 LL 0 LL U / i O < -J o W m U c) Z Z C- V J W W U � 0 DSGN: DATE 1.0. 03/15/2021 DRWN: PROD: M.H. SD 17-20 CHKD: SCALE 1.0. AS SHOWN SHEET SB1-15 THICK CONCRETE 2#5 VERTICAL REBAR @ 18" 'O.C. " RC WALL �--BASE FLOOD ELEVATION 2#5 VERTICAL DOWELS @ 18" O.C. — 2#4 HORIZONTAL @ 18" O.C. '—#5 @ 18" O.C. r- 5 @ 12" O.C. 14x18((34) I RC WALL 1- #5 EACH STEP, TYP. \ 6" THICK CONCRETE #5 VERTICAL REBAR @ 16" _ O.C. AT CENTER OF WALL 5.5" RC #5 @ 9" O.C. #5 @ 12" 0 STAIR DETAIL O SCALE 1/2 - 1 -0 (Sil #5 EACH STEP, TYP. 5@9"O.C. 5 @ 18" O.C. ASE FLOOD ELEVATION Standard 18GA Top Track With 1-1/4' Legio 3" 24GA HEADER/SILL THERMASTEEL STRUCTURAL 3" 24GA HEADER/SILL CONNECTION METAL HEADER PANEL CONNECTION METAL THERMASTEEL WALL PANEL THERMASTEEL WALL PANEL KING STUD KING STUD JACK STUD JACK STUD STANDARD 18GA BOTTOM STANDARD 18GA BOTTOM TRACK W/ 1-1/4' LEG TRACK W/ 1-1/4' LEG THERMASTEEL HEADER DETAIL 3 SCALE: N.T.S. S16 12" DEEP SUPER STUD FLOOR JOIST SYSTEM: SEE SCHEDULE FOR STYLE AND SPACING 3/4" DRAGONBOARD FLOORING: EXTENDING ACROSS TOP OF THERMASTEEL WALL PANELS. SEE MANUFACTURER'S INSTALLATION INSTRUCTIONS FOR SCREW FASTENING PATTERN TO JOISTS. 0000 00000000000 NOTE: DISTANCE FROM EDGE OF FIRST HOLE TO END OF JOIST MUST BEAT LEAST 18" (1.5 TIMES JOIST DEPTH). 12" SUPERJOISTS ARE MANUFACTURED WITH THE CENTER OF THE FIRST LARGE HOLE NO LESS THAN 33" FROM THE END OF THE JOISTS, WHICH MEETS THIS REQUIREMENT. FIELD CUTTING IS PERMITTED, AS LONG AS THE END DISTANCE IS NOT REDUCED BELOW 18". JOIST-TO-THERMASTEELPANEL DETAIL 5 SCALE: N.T.S. S16 1200T200-68 TRACK, CONTINUOUS. ATTACH TO EACH STUD IN THERMASTEEL WALL USING (6) #10 SCREWS 2" X 2" X 68 MIL CLIP ANGLE, 11"TALL, AT EACH I JOIST. USE (6) SCREWS EACH LEG TO JOIST AND TRACK THERMASTEEL WALL PANEL INTERIOR FACE OF PANEL 1-0' 7-5/8"-18GA C WEB STIFFENER TYP. @EACH END OF HEADER ALL STRUCTURAL WALL STUDS & ALL STRUCTURAL HEADER MATERIALS TO BE CALLED OUT BY THERMASTEEL MANUFACTURER � 14"-24GA STANDARD END __ -. . _ �NEL THERMASTEEL HEADER DETAIL 4 SCALE: N.T.S. S16 THERMASTEEL BEARING WALL. SHEAR 12" DEEP SUPER STUD FLOOR JOIST SYSTEM: FASTENING OF WALL SHALL EXTEND THROUGH SEE SCHEDULE FOR STYLE AND SPACING DRAGONBOARD FLOORING INTO CONCRETE BELOW, AND MUST BE AT LEAST 2" AWAY FROM ALL DRAGONBOARD EDGES OR JOINTS. 3/4" DRAGONBOARD FLOORING: EXTENDING ACROSS TOP OF THERMASTEEL WALL PANELS. 120OT200-68 TRACK, CONTINUOUS. ATTACH TO SEE MANUFACTURER'S INSTALLATION EACH STUD IN THERMASTEEL WALL USING (5) INSTRUCTIONS FOR SCREW FASTENING #10 SCREWS PATTERN TO JOISTS. 2" X 2" X 68 MIL CLIP ANGLE, 11" TALL, AT EACH JOIST. USE (6) SCREWS TO JOIST. USE (2) 1/2" DIA. X MIN. 3-3/4" LONG HILTI KWIK HUS-EZ SCREW ANCHOR THROUGH TRACK INTO CONCRETE. 000000000000000 a CONCRETE BASEMENT WALL °a NOTE: DISTANCE FROM EDGE OF FIRST HOLE TO END OF JOIST MUST BE AT LEAST 18" (1.5 TIMES JOIST DEPTH). 12" SUPERJOISTS ARE MANUFACTURED WITH THE CENTER OF THE FIRST LARGE HOLE NO LESS THAN 33" FROM THE END OF THE JOISTS, WHICH MEETS THIS REQUIREMENT. FIELD CUTTING IS PERMITTED, AS LONG AS THE END DISTANCE IS NOT REDUCED BELOW 18". JOIST-TO-CONRETE WALL DETAIL 6 SCALE: N.T.S. S16 24 GA. End Metal Top and Bottom (Typical) (3/4" x 2 1/4" x Panel Width) - --Tongue & Grove La (1220 MM MAX) Front of Panel (Exterior Side) 1 3/4" 1" Leading Edge M 4 1/4" x Panel I "C" Channel (TyF x 3/4" x Panel Modified EPS panded Polystyren Horizontal Wirechose - (Optional) I Wirechose also avoilat Real Wall Panels are M' +k. •f—.+ of n. -l" 4811 48" (MAX) (1220 MM MAX) Back of Panel (Interior Side) 111 F 2 1 /411 O 1 5/8" 5 1/2" 1 F F F, 1/2" 1 3/4" 1 5/8" 2'1 1 1/8" 5 1/2" Hurricane Panels Moving side 1-3/8" Max Spacing Between Studs Stationary Side 16" On Center Wire Chase Not Available for Panels Taller Than 9' (C600) HURRICANE WALL DETAIL 2 SCALE: N.T.S. S16 12" DEEP SUPERJOIST BLOCKING, CONTINUOUS BETWEEN EACH JOIST. IN ADDITION TO REQUIRED DIAPHRAGM SCREW PATTERN FOR DRAGONBOARD, SCREW TO BLOCKING AT 6" O.C. ALONG ENTIRE LENGTH OF BERING WALL BELOW. SCREW BOTTOM FLANGE OF BLOCKING TO BEARING WALL AT 6" O.C. 12" DEEP SUPER STUD FLOOR JOIST SYSTEM: SEE SCHEDULE FOR STYLE AND SPACING 3/4" DRAGONBOARD FLOORING: EXTENDING ACROSS TOP OF THERMASTEEL WALL PANELS. SEE MANUFACTURER'S INSTALLATION INSTRUCTIONS FOR SCREW FASTENING PATTERN TO JOISTS. • O0000 OO 120OT300-68 TRACK, CONTINUOUS. SCREW TO TOP AND BOTTOM FLANGE OF EACH JOIST USING (1) #10 SCREW. SPLICE TRACK USING MIN. 8" LONG SEGMENT OF JOIST, WITH MIN. (8) #10 SCREWS TO CANTILEVERED PORTION OF SUPERJOIST, AS TRACK EACH SIDE. WELL AS AREA WITHIN 18" OF BEARING WALL, SHALT_ BE UNPUNCHED, THERMASTEEL WALL PANEL SUPPORTING CANTILEVERED JOISTS JOIST -TO -CANTILEVERED THERMASTEELPANL DETAIL 7 SCALE: N.T.S. S16 STEEL BEAM W1 — THERMASTEEL BEARING WALL PANEL 1200T200-68 TRACK, CONTINUOUS. ATTACH TO EACH STUD IN THERMASTEEL WALL USING (6) #10 SCREWS ht D 00 Ir- -4 wri ar ef rch i ec TIC 154 Krog Street, #125 Atlanta, GA 30307 404.218-8460 OOHA/y ' Nc. 89728 0 STATE OF • jvAV� iSLO "oN,4L ll mot' M 00 M aNI'*- D Q Q � CO o � � Ct) 1— Q p W co W = 00 (� W � t.JCJ pMpLij N 1 n N Z J Q X W _CL j W m W U L0 W M 0 � Q Q � w W O LL. co (,n U Q 0 W W 0 Z � W Q U) W Z W U -' 0 DSGrI: DATE I.O. 03/15/2021 DM: PROD: M.H. SD 17-20 CHKD: SCAL I.O. AES SHOWN SHEET SB1-16 O ROOF. a OM t7 THIRD FLOOR. m � SECOND FLOOR. �-� MAIN FLOOR. � GROUND FLOOR. REAR WALL ELEVATION rA SCALE 3/8" = 1'-0" S61-18 STEEL COLUMN W 8X67 STEEL BEAM W 8x21 Rnl TS A'19F_N STEEL COL( It"If" lA► QY97 STEEL BE PJP WELD TYP. EACF SIDE PLATE 0.38x17.00x14.62 A36 PJP WELD TYP. EACH SIDE STEEL COLUMN W 8X67 Side view Front view Trip view OMF DETAILS 1 SCALE: N.T.S. �-1 STEEL BEAM W 8x21 BOLTS A325-N kCING kCING ICING 8" RC IMN STEEL COLUMN W 8X67 IZ OMF BEAN W 8X48 K OMF BEAN W 8X76 OM OMF BEAM ,I- - =COLUMN N 8X31 v. w, OMF BI W 8X IF COLUMN W 8X48 I = COLUMN N 8X76 11" R.C. :AM ?1 DMF BEAM W 8X48 OMF BEAM W 8X76 _10 " R.C.SLAB NALL COLUMN SECTION A -A A -A SCALE 3/8" = 1'-0" SB1-18 LL4x4x5x3 A36 -ATE 0.38x17.00x14.62 A36 L BEAM W 8X21 30LTS A325-N STEEL COL( STEEL BE PJP WELD TYP. EACI- SIDE OMF COLUMN W 8X31 OMF COLUMN W 8X48 OMF COLUMN W 8X76 OMF BEAM W 8X21 a ■ wn ht OMF BEAM ef W 8X21 ar Rrckl ec lic 154 Krog Street, #125 Atlanta, GA 30307 404-218-8460 OMF BEAM W 8X21 10 " R.C.SLAB 11" R.C.WALL COLUMN SECTION B-B B-B SCALE 3/8" = 1'-0" SB1-18 1' 11E 0.38x17.00x14.62 A36 PJP WELD TYP. EACH SIDE x5x3 A36 STEEL COLUMN W 8X67 �"- PLATE 0.38x17.00x14 62 Side view Front view rTN OMF DETAILS s SB1-18 SCALE: N.T.S. S14 -'VELD VELD TYP. EACH STEEL BEAM W 8x21 ,,,-Ix5x3 A36 0 4 WM o.89728 � 0 STATE OF 4OR191" to M 00 M Q 7 i Q � M D 00 >- N � M W ti W � 00 = N W co Co N � ' W ry D � V t) _Z J W ry J CL � m � Z U) W U � LO Z W Q Q C) Q � W WUJ 0 L_ C� FIS 2 Q U)W J o m o Z Z Q W W W U DSON: DATE 1.0. 03/15/2021 OWN: weal: M.H. SD 17-20 CHM SCALE I.O. AS SHOWN Top view SHEET SB1-18 0 0 MOMENT FRAME HORIZONTAL STEEL MOMENT FRAME COLUMNS BRACE HSS 5.5x5.5x�6"� COLUMN 5-1/2" THERMASTEEL HURRICANE PANELS OPENINGS PER PLANS 5-1/2" THERMASTEEL HURRICANE PANELS OPENINGS PER PLANS SECOND FLOOR. REFER TO CANTILEVER DETAILS MAIN FLOOR. GROUND FLOOR. HURRICANE WALL PANEL SCALE 3/8" = 1'-0" S 19 HORIZONTAL STEEL BRACE HSS 5.5x'5.5x4" 5-1/2" THERMASTEEL HURRICANE PANELS MOMENT FRAME COLUMN THERMASTEEL MANUFACTURER TO PROVIDE DETAILS OF THE FOLLOWING CONNECTIONS: 1- WALL BRACING 2- WALL OPENINGS; AND 3- HURRICANE PANELS REAR WALL PER ARCHITECTURAL PLANS HSS BRACE CONNECTION TO BE PROVIDED BY THERMASTEEL MANUFACTURER 5-1/2" THERMASTEEL HURRICANE PANELS OPENINGS PER PLANS �:-rraa 'aqua+�r, aul6u� 1�s�2�"tar ©jiPaMaAar -3 0 wri ht ar ef rch I ec llc 154 Krog Street, #125 Atlanta, GA 30307 404-218-8460 E� o 124201er .. �O�•• STATE OF ` � F � •. �ORiD%.•'� O��'` M N Q Cl Qr co 00 o � � (o f --- a r/ co P co 00 = N a � � W � J c0 00 N U) W w �— CL z (n ® J w c'_ CL ® z C/) /w V z w 0 od 0 U) Q� w WU J 0 LL V) _ O 4 Q U) W J o m o z z �- %) Q w w C) O DSGN: 1.0. DATE 03/15/2021 m": PROD: M.H. SD 17-20 CHKD: 1.0. SCALE AS SHOWN SHEET SB1-19