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Home My WebLink About105 and 107 E 1 St 18-3432 Plans Canopy' M 4 h- A. STRUCTURAL WORK SHALL BE IN ACCORDANCE WITH THE FLORIDA BUILDING CODE, 6TH EDITION (2011), AS ADOPTED AND SUPPLEMENTED BY LOCAL REGULATIONS. B. THE CONTRACTOR SHALL VERIFY AND BE RESPONSIBLE FOR ALL DIMENSIONS AND CONDITIONS AT THE SITE AND SHALL NOTIFY THE ARCHITECT OF DISCREPANCIES BETWEEN THE ACTUAL CONDITIONS AND INFORMATION SHOWN ON THE DRAWINGS BEFORE PROCEEDING WITH THE WORK. C. THE CONTRACT STRUCTURAL DRAWINGS AND SPECIFICATIONS REPRESENT THE COMPLETE DESIGN OF THE STRUCTURE. THEY DO NOT INDICATE THE METHODS OF CONSTRUCTION UNLESS 50 STATED OR NOTED. THE CONTRACTOR SHALL PROVIDE ALL MEASURES NECESSARY TO PROTECT THE WORKMEN OR OTHER PERSONS DURING CONSTRUCTION. SUCH MEASURES SHALL INCLUDE, BUT NOT BE LIMITED TO, BRACING, SHORING FOR EARTH BANKS, FORMS, SCAFFOLDING, PLANKING, SAFETY NETS, SUPPORT AND BRACING FOR CRANES AND GIN POLES. D. THE CONTRACTOR SHALL PROVIDE TEMPORARY ERECTION BRACING AND SHORING OF ALL STRUCTURAL MEMBERS AS REQUIRED FOR STRUCTURAL STABILITY OF THE STRUCTURE DURING ALL PHASES OF CONSTRUCTION. THE CONTRACTOR SHALL IMMEDIATELY NOTIFY THE ARCHITECT OF ANY CONDITION WHICH, IN HIS OPINION, MIGHT ENDANGER THE STABILITY OF THE STRUCTURE OR CAUSE DISTRESS IN THE STRUCTURE. E. CONSTRUCTION MATERIALS SHALL NOT BE STACKED ON FLOORS OR ROOFS IN EXCESS OF THE DESIGN LIVE LOADS WHICH ARE INDICATED IN THE GENERAL NOTES. IT IS THE GENERAL CONTRACTOR'S RESPONSIBILITY TO INSURE THAT THE SUBCONTRACTORS ARE INFORMED AND DO NOT VIOLATE THIS IMPORTANT REQUIREMENT. IMPACT SHALL BY AVOIDED WHEN PLACING MATERIALS ON FLOORS OR ROOFS. F. PLANS, SECTIONS AND DETAILS ARE NOT TO BE SCALED FOR DETERMINATION OF QUANTITIES, LENGTHS OR FIT OF MATERIALS. G. THE CONTRACTOR SHALL SUBMIT CONSTRUCTION JOINT LOCATIONS TO THE STRUCTURAL ENGINEER FOR APPROVAL. CONSTRUCTION JOINTS EXPOSED TO EARTH OR WEATHER SHALL BE WATERPROOFED PER THE SPECIFICATIONS. H. SEE ARCHITECTURAL, MECHANICAL AND ELECTRICAL DRAWINGS FOR MISCELLANEOUS STEEL ITEMS NOT SHOWN HEREIN. I. COORDINATE SIZES AND LOCATIONS OF OPENINGS IN FLOORS AND ROOF WITH ARCHITECTURAL, MECHANICAL AND ELECTRICAL REQUIREMENTS. J. FOR ACTUAL ELEVATION OF FIRST FLOOR EL. 100'-0', SEE SITE PLAN. K. SUBMIT WRITTEN REQUEST TO THE ARCHITECT FOR APPROVAL OF ANY PROPOSED CHANGE TO THE REQUIREMENTS OF THE CONTRACT DOCUMENTS. SPLICING, CUTTING, NOTCHING OR OTHER ALTERATIONS TO STRUCTURAL MEMBERS ARE NOT PERMITTED WITHOUT WRITTEN AUTHORIZATION OF THE STRUCTURAL ENGINEER ANY UNAUTHORIZED DEVIATION FROM THE CONTRACT DOCUMENTS, AND CORRECTION THEREOF, 15 THE RESPONSIBILITY OF THE CONTRACTOR L. THE MOST STRINGENT REQUIREMENTS APPLY IN CASE OF CONFLICT BETWEEN SPECIFICATIONS, STANDARDS, CODES AND DRAWINGS. DESIGN A. DESIGN DATA: 1. ROOF LIVE LOADS ...... 20 PSF 2. ROOF DEAD LOAD ...... 5 PSF B. WIND LOADS: THIS LIGHT GAUGE FRAMING HAS BEEN DESIGNED FOR WIND IN ACCORDANCE WITH CHAPTER i6 OF THE FLORIDA BUILDING CODE 6TH EDITION (2011), AND ASCE 1-10, AS FOLLOWS: RISK CATEGORY ...... CATEGORY II ULTIMATE DESIGN WIND SPEED ...... 139 MPH (3 -SECOND GUST) NOMINAL DESIGN WIND SPEED ...... 108 MPH EXPOSURE CATEGORY ...... B C. NOMINAL DESIGN WIND PRESSURES (COMPONENTS AND CLADDING): 1. CANOPY ROOF PRESSURES: ...... (+) 10.0 PSF / C-) 22.6 PSF 2. FASCIA (HORIZONTAL) PRESSURES: ...... (+) 163 P5F / (-) 19.8 PSF D. DEFLECTION CRITERIA: EXTERIOR WALLS: W/ BRITTLE FINISHES ............ L/240 D iIOI. I T I ON NOTES A. THE CONTRACTOR SHALL VERIFY AND BE RESPONSIBLE FOR ALL DIMENSIONS AND CONDITIONS AT THE SITE, INCLUDING, BUT NOT LIMITED TO, EXISTING PIPES, UTILITIES, POWER LINES, ETC., AND SHALL NOTIFY THE OWNER OF DISCREPANCIES BETWEEN THE ACTUAL CONDITIONS AND INFORMATION SHOWN ON THE DRAWINGS, BEFORE PROCEEDING WITH THE WORK. POWDER ACTUATRO THE FOLLOWING HILTI POWDER ACTUATED FASTENERS (PAF) L15TED IN THE TABLE BELOW SHALL BE USED PER THE DETAILS IN THE CONTRACT DOCUMENTS: 9 Q C. H I L. or I R AP, TA 15 L NO. FASTENED BASE P.AF.I.D. P.A.F. MIN. CONSTRUCTION MATERIAL MATERIAL ALT DIA. EMBED 1 20 GA. CONCRETE, X -U 21 PS 0.151 1 . AMERICAN WELDING SOCIETY TRACK, MIN. F'c=4"i MIN. OR LARGER BOND BEAM BLDG 2 20 GA. STEEL, X -U 16P8 0.151 NOTE C BASE PLATE/BEARING PLATE TRACK, MIN. THK = 3/16" MIN. OR LARGER BOLTED TIE JOIST BELOW ATTACHMENT TO STEEL (SPACING AMC) EDGE DISTANCE): A 1/2' MINIMUM CLEARANCE MUST BE MAINTAINED FROM ALL EDGES OF THE STEEL MEMBERS IN LOCATING PAF PINS. A i' (MINIMUM) ON CENTER SPACING MUST BE MAINTAINED BETWEEN ADJACENT PAF PINS. PAF PENETRATION (STEEL ONLY).- THE NLY):THE PAPS LISTED ABOVE FOR STEEL SHALL BE DRIVEN TO 'POINT PENETRATION" (TIP OF PIN PENETRATES THE STEEL) FOR STEEL THICKNE55 FROM 3/16' TO 1/2'. PAFS SHALL BE DRIVEN TO A MINIMUM 1/16' EMBED. FOR STEEL THICKNESS GREATER THAN 1/2'. ATTACHMENT TO CONCRETE (SPACING AMC) EDGE DISTANCE): A 2 3/4' MIN. CLEARANCE MUST BE MAINTAINED FROM ALL EDGES OF THE CONCRETE MEMBERS IN LOCATING PAF PINS. A 2 3/4' (MINIMUM) ON CENTER SPACING MUST BE MAINTAINED BETWEEN ADJACENT PAF PINS. A.B. ANCHOR BOLTS AGI AMERICAN CONCRETE INSTITUTE RISC AMERICAN INSTITUTE OF STEEL MD CONSTRUCTION AISI AMERICAN IRON AND STEEL INSTITUTE ALT ALTERNATE/ALTERNATIVE ARCH. ARCHITECTURE/ARCHITECTURAL ASTM AMERICAN SOCIETY FOR TESTING AND MO MATERIALS AWS AMERICAN WELDING SOCIETY B/ BOTTOM OF BB BOND BEAM BLDG BUILDING BLK BLOCK BM BEAM BP BASE PLATE/BEARING PLATE BRG BEARING BTJ BOLTED TIE JOIST CANT CANTILEVER CB CONCRETE BEAM CC CONCRETE COLUMN CJ CONTRACTION JOINT/CONTROL JOINT CL CENTERLINE CMU CONCRETE MASONRY UNIT CLR CLEAR/CLEARANCE COL COLUMN CONC. CONCRETE CONNX CONNECTION CONST CONSTRUCTION C5J CONSTRUCTION JOINT DEPT DEPARTMENT DET_ DETAIL DFT DRY FILM THICKNESS DIA. DIAMETER DIM DIMENSION DIST DISTANCE DN DOWN DR DRAIN DWG DRAWING EA. EACH EE EACH END EF EACH FACE EL ELEVATION EMB EMBEDMENT ENGR ENGINEER EOS EDGE OF SLAB EW EACH WAY EXIST. EXISTING EXT. EXTERIOR F.D. FLOOR DRAIN FF FINISH FLOOR FLR FLOOR FR FIRE RETARDANT FTG FOOTING F.V. FIELD VERIFY GA. GAGE/GAUGE GALV. GALVANIZED G.G. -GENERAL CONTRACTOR GLU-LAM GLUE -LAMINATED GN. GENERAL NOTES H.A.S. HEADED ANCHOR STUDS HORIZ. HORIZONTAL HSS HOLLOW STRUCTURAL SECTIONS HT. HEIGHT INT. INTERIOR JST JOIST JT JOINT LDH LONG DIMENSION HORIZONTAL LDV LONG DIMENSION VERTICAL LGTH LENGTH LLH LONG LEG HORIZONTAL LLV LONG LEG VERTICAL LSL LONG -SLOTTED MANUF. MANUFACTURE/MANUFACTURER MATL MATERIAL MAX. MAXIMUM MB MASONRY BEAM MD METAL DECK MECH. MECHANICAL MEZZ MEZZANINE MIN. MINIMUM MISC. MISCELLANEOUS MO MASONRY OPENING MTL METAL N.I.C. NOT IN CONTRACT NOM NOMINAL N.T.S. NOT TO SCALE N.W.T. NORMAL WEIGHT TOPPING D.G. ON CENTER OPNG OPENING OPP. OPPOSITE PGG PRE -CAST CONCRETE PEMB PRE-ENGINEERED METAL BUILDING PL PLATE PLY. PLYWOOD PRE -ENG PRE-ENGINEERED PREFAB PREFABRICATED PROJ PROJECTION PSF POUNDS PER SQUARE FOOT PSI POUNDS PER SQUARE INCH PT PRESSURE TREATED PW PANEL WIDTH RCP REINFORCED CONCRETE PIPE R.A. ROOF DRAIN REF REFERENCE RE INF RE INFORCING REQD. REQUIRED RW RETAINING WALL SA STUD ANCHOR SGHED SCHEDULE SF STEPPED FOOTING SIM. SIMILAR SPC SPACE/SPACES SPECS SPECIFICATIONS SQ. SQUARE 55 STAINLESS STEEL SSL SHORT -SLOTTED STD STANDARD STL STEEL STRUC STRUCTURAL SYM SYMMETRICAL T/ TOP OF T AND B TOP AND BOTTOM T AND G TONGUE AND GROOVE TB TIE BEAM THD THREAD/THREADED THK THICK TS TUBE STEEL TYP. TYPICAL UN.D. UNLESS NOTED OTHERWISE VERT. VERTICAL VOL VOLUME W WIDE FLANGE W/ WITH W/O WITHOUT WD WOOD WF WALL FOOTING WH WEEP HOLE WP WATERPROOF W.P. WORKING POINT W.W.F. WELDED WIRE FABRIC INDEX OF STRUCTURAL DRAWINGS C) Q w w w AC PAGE SHEET TITLE 1 5-1.1 GENERAL STRUCTURAL NOTES • • 2 5-2.1 CANOPY PLAN AND DETAILS • • PERMIT C � `f 3 0,FFfk(3�, E ti cv z q V � , •tl- � 01 Q U Uo U z Lu ry. C� Q� n M ' w V;MNNQ� M M UwooOr_- N Lu �iid/]W{L1J H j �u 04 mll H Q � lid W I� o •� O("'�M O( l V w l�+�1 • c� "l7 • i u1 -e = ;�' =e u r�'r-� of • 0-20P ..= ROi�fAJ_E7�,/�p� / p�Y4E�1�\i�'` FL. PRO REED i7. 49 82 REVISIONS Ql 06/14/2018 a DATE: c o y 01/21/2011 y c� 4 SCALE: AS NOTED ct.z p DRAWN: JAL 24a aF,� V V p APPROVED•""c+l RDD o�:� "1 En JOB N0: 0. SHEET: y 64 F:4R V � Q)Oo v 0 z� wz w /.�j/.� rte• A, °, we✓' a N N A '�•. � Uwooz J Lu p� H � W � � N A Q N M w w O � u `�rrrrrrrr,�� • d A V O:'��1CCe��• �` �' .,�'• 1, , a / � hr on Not V gout V, • 4 SS`,jtire i s OF i G.c� �•X� FL. PR06,:Fl G`CON49782 REVISIONS Ql 06/20/2010 DATE: 01/2-1/201-1 SCALE: A5 NOTED DRAWN: JAL APPROVED: RDD JOB NO: SHEET: Zr .1 b a C VF�F ti ypp � a w wti o tv UR h a�ya a �v ti:4R N AL — SPEC I,41.T*1' ENGINEER A. STRUCTURAL WORK SHALL BE IN ACCORDANCE WITH THE FLORIDA BUILDING CODE 6TH EDITION (2011), 2015 EPCOT BUILDING CODE, W/ 2016 SUPPLEMENT AND ASCE 1-10 AS ADOPTED AND SUPPLEMENTED BY LOCAL REGULATIONS. B. CONTENTS OF THIS SUBMITTAL SHOW THE INTENDED APPLICATION OF COLD FORMED FRAMING COMPONENTS. FRAMING ERECTOR IS TO REFER TO THE PROJECT CONTRACT DOCUMENTS FOR ADDITIONAL CONSTRUCTION ASSEMBLY INSTRUCTIONS. C. DIMENSIONS SHOWN HEREIN HAVE BEEN DETERMINED PER THE CONTRACT DOCUMENTS AND ARE FOR DESIGN REFERENCE ONLY. ALL CONDITIONS SHALL BE FIELD VERIFIED PRIOR TO ERECTION. D. THE CONTRACTOR SHALL PROVIDE TEMPORARY ERECTION BRACING AND SHORING OF ALL STRUCTURAL MEMBERS AS REQUIRED FOR STRUCTURAL STABILITY OF THE STRUCTURE DURING ALL PHASES OF CONSTRUCTION. THE CONTRACTOR SHALL IMMEDIATELY NOTIFY THE ARCHITECT OF ANY CONDITION WHICH, IN HIS OPINION, MIGHT ENDANGER THE STABILITY OF THE STRUCTURE OR CAUSE DISTRESS IN THE STRUCTURE. E. THE CONTENTS OF THIS SUBMITTAL ARE SUBJECT TO THE REVIEW AND APPROVAL OF THE OWNER'S STRUCTURAL ENGINEER AND ARCHITECT PRIOR TO ERECTION. MATERIAL SELECTIONS AND CONNECTION DETAILS SHOWN HEREIN MAY DIFFER FROM THOSE SHOWN IN THE CONTRACT DOCUMENTS. THE FRAMING ERECTOR SHALL AWAIT APPROVAL BEFORE FRAMING MATERIALS ARE ORDERED. F. ADEQUACY OF THE PRIMARY STRUCTURE FOR LOADS IMPOSED BY THE COLD FORMED FRAMING SYSTEM 15 NOT THE RESPONSIBILITY OF DEVLEN ENGINEERING, INC. G. FOR SPECIFIC REQUIREMENTS AND WARRANTY INFORMATION ON SYSTEMS OR MATERIALS CONNECTED AND APPURTENANT TO THE GOLD -FORMED METAL FRAMING INCLUDING WINDOWS, CAULKING AND FLASHINGS, REFER TO MANUFACTURER'S DATA. H. FLORIDA PRODUCT APPROVAL INSTALLATIONS: CFMF MEMBER SIZES INDICATED PER THESE PLANS ARE DESIGNED BASED ON LOADING CONDITIONS. HEAVIER GAUGES MAY BE SUBSTITUTED IN ORDER TO CONFORM WITH REQUIREMENTS. DEVLEN ENGINEERING SHALL NOT BE RESPONSIBLE FOR DETERMINING CONFORMANCE W/ PRODUCT INSTALLATIONS. Drm 5Ir.;N A. DESIGN DATA: I. ROOF LIVE LOADS ...... 20 PSF 2. ROOF DEAD LOAD ...... 5 PSF B. WIND LOADS: THIS LIGHT GAUGE FRAMING HAS BEEN DESIGNED FOR WIND IN ACCORDANCE WITH CHAPTER 16 OF THE FLORIDA BUILDING CODE 6TH EDITION (2011), AND ASCE 1-10, AS FOLLOWS: RISK CATEGORY ...... CATEGORY II ULTIMATE DESIGN WIND SPEED ...... 139 MPH (3 -SECOND GUST) NOMINAL DESIGN WIND SPEED ...... 108 MPH EXPOSURE CATEGORY ...... B C. NOMINAL DESIGN WIND PRESSURES (COMPONENTS AND CLADDING): I. CANOPY ROOF PRESSURES: ...... C+) 10.0 P5F / (-) 22.6 PSF 2. FASCIA (HORIZONTAL) PRESSURES: ...... (+) 163 PSF / l-) 19.8 PSF D. DEFLECTION CRITERIA: EXTERIOR WALLS: W/ BRITTLE FINISHES ............ La40 D I"I0L I T I ON NOT e A. THE CONTRACTOR SHALL VERIFY AND BE RESPONSIBLE FOR ALL DIMENSIONS AND CONDITIONS AT THE SITE, INCLUDING, BUT NOT LIMITED TO, EXISTING PIPES, UTILITIES, POWER LINES, ETC., AND SHALL NOTIFY THE OWNER OF DISCREPANCIES BETWEEN THE ACTUAL CONDITIONS AND INFORMATION SHOWN ON THE DRAWINGS, BEFORE PROCEEDING WITH THE WORK. POWDER ,4CTUAT D 46T N Ea THE FOLLOWING HILTI POWDER ACTUATED FASTENERS (PAF) LISTED IN THE TABLE BELOW SHALL BE USED PER THE DETAILS IN THE CONTRACT DOCUMENTS: (3 C. N 0. Hl[ --Tl R.A.. or,4eLrE NO. FASTENED BASE P.A.F. I.D. P.A.F. MIN. CONSTRUCTION MATERIAL MATERIAL ALT DIA. EMBED 1 20 GA. CONCRETE, X -U 21 P8 0.151 1 , 150 = 1 1/2' TRACK, MIN. F'c--4ksi MIN. OR LARGER 1 1/4' 18 = 2 20 GA. STEEL, X -U 16 PS O"151 NOTE C 33 = TRACK, MIN. THK = 3/16' MIN. OR LARGER - FURRING BELOW ATTACHMENT TO STEEL (SPACING AND EDGE DISTANCE): A 1/2' MINIMUM CLEARANCE MUST BE MAINTAINED FROM ALL EDGES OF THE STEEL MEMBERS IN LOCATING PAF PINS. A 1' (MINIMUM) ON CENTER SPACING MUST BE MAINTAINED BETWEEN ADJACENT PAF PINS. PAF PENETRATION (STEEL ONLY); THE PAPS LISTED ABOVE FOR STEEL SHALL BE DRIVEN TO 'POINT PENETRATION' (TIP OF PIN PENETRATES THE STEEL) FOR STEEL THICKNESS FROM 3/16' TO 1/2'. PAFS SHALL BE DRIVEN TO A MINIMUM 1/16' EMBED. FOR STEEL THICKNESS GREATER THAN 1/2'. ATTACHMENT TO CONCRETE (SPACING AND EDGE DISTANCE): A 2 3/4' MIN. CLEARANCE MUST BE MAINTAINED FROM ALL EDGES OF THE CONCRETE MEMBERS IN LOCATING PAF PINS. A 2 3/4' (MINIMUM) ON CENTER SPACING MUST BE MAINTAINED BETWEEN ADJACENT PAF PINS. COLD -FORMED METAL FRAMINCx (CFMr=) A. STEEL WORK SHALL CONFORM TO THE AISI 'SPECIFICATIONS FOR THE DESIGN OF GOLD -FORMED STEEL STRUCTURAL MEMBERS', LATEST EDITION. B. MATERIAL SHALL CONFORM TO THE FOLLOWING, EXCEPT AS NOTED: LIGHT GAUGE STUDS: A5TMA653 GR 33 OR ASTM A653 GR 50 C. MINIMUM YIELD STRENGTH FOR 16 GA. STUDS SHALL BE 50 K51. ALL TRACK SHALL BE 33 KSI. STRAPS/ BENT PLATES ARE BASED UPON THE USE OF 40,000 PSI FY MINIMUM. D. ALL CONNECTIONS SHALL BE COMPLETED AS PER THE PLANS AND SPECIFICATIONS AT THE TIME OF INSTALLATION. FAILURE TO PROMPTLY COMPLETE CONNECTIONS MAY COMPROMISE THE STRUCTURAL INTEGRITY OF THE BUILDING. E. PRECAUTIONS MUST BE TAKEN TO AVOID CONSTRUCTION LOADS EXCEEDING DESIGN LIVE LOADS. CONSTRUCTION LOADS HAVE NOT BEEN CONSIDERED IN THIS DESIGN. F. ALL STUDS, TRACK, BRIDGING AND ACCESSORIES SHALL BE FORMED FROM STEEL HAVING A G60 GALVANIZED COATING MEETING THE REQUIREMENTS OF ASTM A525. G. HOT -DIP GALVANIZE, AFTER FABRICATION, ALL STRUCTURAL STEEL ITEMS AND THEIR CONNECTIONS THAT ARE TO BE PERMANENTLY EXPOSED TO EARTH AND/OR WEATHER GALVANIZING SHALL BE PER ASTM A123. (SEE DRAWINGS FOR OTHER STRUCTURAL ITEMS TO BE HOT -DIP GALVANIZED.) CFMF MEMBERS A. EXTERIOR METAL STUDS FOR SOFFIT: AS SHOWN IN PLANS B. EXTERIOR METAL STUDS FOR INFILL 4 LOAD BEARING: AS SHOWN IN PLANS G. USE THREE (3) STUDS AT THE CORNER OF ALL EXTERIOR WALLS. D. ATTACH EACH RUNNER TRACK LEG TO EACH STUD FLANGE WITH ONE (1)'10-16, 5/8' LONG SCREW. E. NO NOTCHING OR COPING OF STUDS 15 ALLOWED. F. SPLICING OF RUNNER TRACK TO BE ACCOMPLISHED BY SCREW ATTACHMENT OF A STUD SECTION BETWEEN VERTICAL STUDS TO THE RUNNER TRACK, USING 010-16, 5/8' LONG, LOW -PROFILE HEAD SCREWS. G. MEMBER SIZES SHOWN ARE MINIMUM REQUIREMENTS THAT ARE ADEQUATE FOR THE GIVEN LOADING CONDITIONS. HEAVIER GAUGES MAY BE SUBSTITUTED. ANY MIXING OF STUD SIZES ON ANY GIVEN FLOOR SHOULD BE KEPT TO A MINIMUM. GFMF ATTACHMENTS A. USE 010-16, 5/8' LONG, LOW -PROFILE HEAD SCREWS FOR ALL STEEL -TO -STEEL CONNECTIONS, EXCEPT AS NOTED ON PLANS AND DETAILS. B. A 3/4' (MINIMUM) CLEARANCE MUST BE MAINTAINED FROM ALL EDGES OF THE STEEL MEMBERS IN LOCATING SCREWS. A 3/4' (MINIMUM) O.G. SPACING MUST BE MAINTAINED BETWEEN ADJACENT SCREWS. C. FOR ATTACHMENT OF 5/8' GYPSUM BOARD TO STEEL STUDS AND JOISTS, USE MINIMUM OF 08 SCREWS 6 8' O.C. PRODUCT IDENTIFICATION STEEL STUD MANUFACTURERS ASSOCIATION (SSMA) IDENTIFIES LIGHT GAUGE STEEL FRAMING WITH A FOUR (4) PART CODE THAT IDENTIFIES THE WEB DEPTH, STYLE, FLANGE WIDTH AND STEEL THICKNESS, AS FOLLOWS: - - 362 S 162 - 43 L AMERICAN CONCRETE INSTITUTE AISC AMERICAN INSTITUTE OF STEEL MD CONSTRUCTION AISI AMERICAN IRON AND STEEL INSTITUTE ALT ALTERNATE/ALTERNATIVE ARCH. ARCHITECTURE/ARCHITECTURAL WEB DEPTH STYLE FLANGE WIDTH STEEL THICKNESS 150 = 1 1/2' S = STUD 125 = 1 1/4' 18 = 18 MIL (25 GA.) 250 = 2 1/2' T = TRACK 131 = 1 3/8' 33 = 33 MIL (20 GA.) 350 = 3 1/2' F - FURRING 162 = 1 5/8' 43 = 43 MIL (18 GA.) 362 = 3 5/8' CONCRETE COLUMN CHANNEL 200 = 2' 54 = 54 MIL (1lo GA.) 400 = 4' Z = Z-PURLIN 250 = 2 1/2' 68 = 68 MIL (14 GA.) 550 51/2' CONNECTION CONST CONSTRUCTION C5J 91 = 91 MIL (12 GA.) 600 = 6' DET. DETAIL DFT DRY FILM THICKNESS DIA. DIAMETER 800 = 8' DIMENSION D 15T DISTANCE DN DOWN DR 10002 10' DWG DRAWING EA. EACH EE EACH END 1200 = 12' EACH FACE EL ELEVATION EMB EMBEDMENT ENGR 1400 = 14' EO5 EDGE OF SLAB EW EACH WAY EXIST. EXISTING A 1#4#4 A.B. ANCHOR BOLTS AGI AMERICAN CONCRETE INSTITUTE AISC AMERICAN INSTITUTE OF STEEL MD CONSTRUCTION AISI AMERICAN IRON AND STEEL INSTITUTE ALT ALTERNATE/ALTERNATIVE ARCH. ARCHITECTURE/ARCHITECTURAL ASTM AMERICAN SOCIETY FOR TESTING AND MO MATERIALS AWS AMERICAN WELDING SOCIETY B/ BOTTOM OF BB BOND BEAM BLDG BUILDING BLK BLOCK BM BEAM BP BASE PLATE/BEARING PLATE BRG BEARING BTJ BOLTED TIE JOIST CANT CANTILEVER CB CONCRETE BEAM GC CONCRETE COLUMN CJ CONTRACTION JOINT/CONTROL JOINT CL CENTERLINE CMU CONCRETE MASONRY UNIT CLF_ CLEAR/CLEARANCE COL COLUMN GONG. CONCRETE CONNX CONNECTION CONST CONSTRUCTION C5J CONSTRUCTION JOINT DEPT DEPARTMENT DET. DETAIL DFT DRY FILM THICKNESS DIA. DIAMETER DIM DIMENSION D 15T DISTANCE DN DOWN DR DRAIN DWG DRAWING EA. EACH EE EACH END EF EACH FACE EL ELEVATION EMB EMBEDMENT ENGR ENGINEER EO5 EDGE OF SLAB EW EACH WAY EXIST. EXISTING EXT. EXTERIOR F.D. FLOOR DRAIN FF FINISH FLOOR FLR FLOOR FR FIRE RETARDANT FTG FOOTING F.V. FIELD VERIFY GA. GAGE/GAUGE GALV. GALVANIZED G.G. GENERAL CONTRACTOR GLU-LAM GLUE -LAMINATED GN. GENERAL NOTES H.A.S. HEADED ANCHOR STUDS HORIZ. HORIZONTAL HSS HOLLOW STRUCTURAL SECTIONS HT. HEIGHT INT. INTERIOR J5T JOIST JT JOINT LDH LONG DIMENSION HORIZONTAL LDV LONG DIMENSION VERTICAL LGTH LENGTH LLH LONG LEG HORIZONTAL LLV LONG LEG VERTICAL LSL LONG -SLOTTED MANUR MANUFACTURE/MANUFACTURER MATL MATERIAL MAX. MAXIMUM MB MA50NRY BEAM MD METAL DECK MECH. MECHANICAL MEZZ MEZZANINE MIN. MINIMUM MISC. MISCELLANEOUS MO MASONRY OPENING MTL METAL N.I.G. NOT IN CONTRACT NOM NOMINAL N.T.S. NOT TO SCALE N.W.T. NORMAL WEIGHT TOPPING O.G. ON CENTER OPNG OPENING OFF. OPPOSITE PCC PRE -CAST CONCRETE PEMB PRE-ENGINEERED METAL BUILDING PL PLATE PLY. PLYWOOD PRE -ENG PRE-ENGINEERED PREFAB PREFABRICATED PROJ PROJECTION PSF POUNDS PER SQUARE FOOT PSI POUNDS PER SQUARE INCH PT PRESSURE TREATED PW PANEL WIDTH RCP REINFORCED CONCRETE PIPE R.A. ROOF DRAIN REF REFERENCE RE INF REINFORCING READ. REQUIRED RW RETAINING WALL SA STUD ANCHOR SCHED SCHEDULE SF STEPPED FOOTING SIM. SIMILAR SPG SPACE/SPACES SPECS SPECIFICATIONS 5Q. SQUARE 55 STAINLESS STEEL SSL SHORT -SLOTTED STD STANDARD STL STEEL STRUC STRUCTURAL SYM SYMMETRICAL T/ TOP OF T AND B TOP AND BOTTOM T AND G TONGUE AND GROOVE TB TIE BEAM TND THREAD/THREADED THK THICK TS TUBE STEEL TYP. TYPICAL U.N.O. UNLESS NOTED OTHERWISE VERT. VERTICAL VOL VOLUME W WIDE FLANGE W/ WITH W/o WITHOUT WD WOOD WF WALL FOOTING WH WEEP HOLE WP WATERPROOF W.P. WORKING POINT W.WF. WELDED WIRE FABRIC INDEX OF ST UCTUR,4ti. DRAWIN e W PAGE SHEET TITLE Ily 1 5-1.1 GENERAL STRUCTURAL NOTES • 2 5-2.1 CANOPY PLAN AND DETAILS • m, V � w Q C� o o � U �o C7 U z w rn 7 �arn�W Gy 4 a v'' v' W V]MCAcl W CD C) O w ri)wc1w r U-1, X11 I�+�I o C) `./ �/� MSI • how � o � U I� I� rrrr�rr E NSF Gl Not h u : 51 .Z 0;-06 018.-* FL'B /(jam 4,9 82 REVISIONS DATE: 01/21/2011 SCALE: AS NOTED DRAWN: EFW APPROVED: RDD JOB NO: SHEET: s �F a �t22 C L4:F Fv� ynE --z YqE Qq 'aQ4F Y�Aq `r�tip a 0 w ,z a h c`q�y �F� aFy� � zv 4 EE. • �i V O U �o c� z o� Y7 V� MNNAj� W x'i�--aMMCa%A ZLW o aS V)arX.iii z 44 � a W C 0.4H W � � A o •N A o�M PLO O � DSP' ��OENSF•• �TVof V$6s" id W' ou �• � • 2 • S • y - Siggr • Pt e • • gpEOF :p2-OTF52 8 •: o7 Rom •'1��\1 FL. `SA�NC1'�� X82 REVISIONS DATE: 0-1/21/2011 SCALE: AS NOTED DRAWN: EFW APPROVED: RDD JOB NO: SHEET: S-2.1 w a� a Moho E. C w WhFR 4 C4 A Qeq~ 1, Z ;a 4 V N � hh�F Ell t�p0. KhFti G�yn �Ci�� N4L - SP C f ALTS MNGINEER A. STRUCTURAL WORK SHALL BE IN ACCORDANCE WITH THE FLORIDA BUILDING CODE 6TH EDITION (2011), 2015 EPCOT BUILDING CODE, W/ 2016 SUPPLEMENT AND ASCE 1-10 AS ADOPTED AND SUPPLEMENTED BY LOCAL REGULATIONS. B. CONTENTS OF THIS SUBMITTAL SHOW THE INTENDED APPLICATION OF COLD FORMED FRAMING COMPONENTS. FRAMING ERECTOR 15 TO REFER TO THE PROJECT CONTRACT DOCUMENTS FOR ADDITIONAL CONSTRUCTION ASSEMBLY INSTRUCTIONS. C. DIMENSIONS SHOWN HEREIN HAVE BEEN DETERMINED PER THE CONTRACT DOCUMENTS AND ARE FOR DESIGN REFERENCE ONLY. ALL CONDITIONS SHALL BE FIELD VERIFIED PRIOR TO ERECTION. D. THE CONTRACTOR SHALL PROVIDE TEMPORARY ERECTION BRACING AND SHORING OF ALL STRUCTURAL MEMBERS AS REQUIRED FOR STRUCTURAL STABILITY OF THE STRUCTURE DURING ALL PHASES OF CONSTRUCTION. THE CONTRACTOR SHALL IMMEDIATELY NOTIFY THE ARCHITECT OF ANY CONDITION WHICH, IN HIS OPINION, MIGHT ENDANGER THE STABILITY OF THE STRUCTURE OR CAUSE DISTRESS IN THE STRUCTURE. E. THE CONTENTS OF THIS SUBMITTAL ARE SUBJECT TO THE REVIEW AND APPROVAL OF THE OWNER'S STRUCTURAL ENGINEER AND ARCHITECT PRIOR TO ERECTION. MATERIAL SELECTIONS AND CONNECTION DETAILS SHOWN HEREIN MAY DIFFER FROM THOSE SHOWN IN THE CONTRACT DOCUMENTS. THE FRAMING ERECTOR SHALL AWAIT APPROVAL BEFORE FRAMING MATERIALS ARE ORDERED. F. ADEQUACY OF THE PRIMARY STRUCTURE FOR LOADS IMPOSED BY THE COLD FORMED FRAMING SYSTEM IS NOT THE RESPONSIBILITY OF DEVLEN ENGINEERING, INC. 6. FOR SPECIFIC REQUIREMENTS AND WARRANTY INFORMATION ON SYSTEMS OR MATERIALS CONNECTED AND APPURTENANT TO THE COLD -FORMED METAL FRAMING INCLUDING WINDOWS, CAULKING AND FLASHINGS, REFER TO MANUFACTURER'S DATA. H. FLORIDA PRODUCT APPROVAL INSTALLATIONS: CFMF MEMBER SIZES INDICATED PER THESE PLANS ARE DESIGNED BASED ON LOADING CONDITIONS. HEAVIER GAUGES MAY BE SUBSTITUTED IN ORDER TO CONFORM WITH REQUIREMENTS. DEVLEN ENGINEERING SHALL NOT BE RESPONSIBLE FOR DETERMINING CONFORMANCE W/ PRODUCT INSTALLATIONS. DrESICxN A. DESIGN DATA: I. ROOF LIVE LOADS ...... 20 PSF 2. ROOF DEAD LOAD ...... 5 PSF B. WIND LOADS: THIS LIGHT GAUGE FRAMING HAS BEEN DESIGNED FOR WIND IN ACCORDANCE WITH CHAPTER 16 OF THE FLORIDA BUILDING CODE 6TH EDITION (2010, AND ASCE 1-10, AS FOLLOWS: RISK CATEGORY ...... CATEGORY II ULTIMATE DESIGN WIND SPEED ...... 139 MPH (3 -SECOND GUST) NOMINAL DESIGN WIND SPEED ...... 108 MPH EXPOSURE CATEGORY ...... B C. NOMINAL DESIGN WIND PRESSURES (COMPONENTS AND CLADDING): I. CANOPY ROOF PRESSURES: ...... (+) 10.0 PSF / C-) 22.6 PSF 2. FASCIA (HORIZONTAL) PRESSURES: ...... (+) 163 PSF / (-) 19.8 PSF D. DEFLECTION CRITERIA: EXTERIOR WALLS: W/ BRITTLE FINISHES ............ L/240 DEEMOL.I T f ON NOT EP A. THE CONTRACTOR SHALL VERIFY AND BE RESPONSIBLE FOR ALL DIMENSIONS AND CONDITIONS AT THE SITE, INCLUDING, BUT NOT LIMITED TO, EXISTING PIPES, UTILITIES, POWER LINES, ETC., AND SHALL NOTIFY THE OWNER OF DISCREPANCIES BETWEEN THE ACTUAL CONDITIONS AND INFORMATION SHOWN ON THE DRAWINGS, BEFORE PROCEEDING WITH THE WORK. POLUDER ACTUATED F45TENERS THE FOLLOWING HILTI POWDER ACTUATED FASTENERS (PAF) LISTED IN THE TABLE BELOW SHALL BE USED PER THE DETAILS IN THE CONTRACT DOCUMENTS: 9 I I.T IP.A.F. TAI5L. NO. FASTENED BASE P.A.F. PAF. MIN. CONSTRUCTION MATERIAL MATERIAL ALT DIA. EMBED 1 20 GA. CONCRETE, X -U 21 PS, 0.15i i FLANGE TRACK, MIN. Pc=4ksl MIN. OR LARGER 150 = 1 1/2' S 2 20 GA. STEEL, X -U 16 PS 0.15'1 NOTE C T TRACK, MIN. THK = 3/16' MIN. OR LARGER 33 = BELOW ATTACHMENT TO STEEL (SPACING AND EDGE DISTANCE): A 1/2' MINIMUM CLEARANCE MUST BE MAINTAINED FROM ALL EDGES OF THE STEEL MEMBERS IN LOCATING PAF PINS. A I' (MINIMUM) ON CENTER SPACING MUST BE B MAINTAINED BETWEEN ADJACENT PAF PINS. PAF PENETRATION (STEEL ONLY).- THE NLY):THE PAPS LISTED ABOVE FOR STEEL SHALL BE DRIVEN TO 'POINT PENETRATION' (TIP OF PIN PENETRATES THE STEEL) FOR STEEL THICKNESS FROM 3/16' TO 1/2'. PAFS SHALL C. BE DRIVEN TO A MINIMUM 7/16' EMBED. FOR STEEL THICKNESS GREATER THAN 1/2'. ATTACHMENT TO CONCRETE (SPACING AND EDGE DISTANCE): A 2 3/4' MIN. CLEARANCE MUST BE MAINTAINED FROM ALL EDGES OF THE CONCRETE MEMBERS IN LOCATING PAF PINS. A 2 3/4' (MINIMUM) ON CENTER SPACING MUST BE D. MAINTAINED BETWEEN ADJACENT PAF PINS. A. STEEL WORK SHALL CONFORM TO THE A151 'SPECIFICATIONS FOR THE DESIGN OF COLD -FORMED STEEL STRUCTURAL MEMBERS', LATEST EDITION. B. MATERIAL SHALL CONFORM TO THE FOLLOWING, EXCEPT AS NOTED: LIGHT GAUGE STUDS: ASTMA653 GR 33 OR ASTM A653 GR 50 C. MINIMUM YIELD STRENGTH FOR 16 GA. STUDS SHALL BE 50 KSI. ALL TRACK SHALL BE 33 KSI. STRAPS/ BENT PLATES ARE BASED UPON THE USE OF 40,000 PSI FY MINIMUM. D. ALL CONNECTIONS SHALL BE COMPLETED AS PER THE PLANS AND SPECIFICATIONS AT THE TIME OF INSTALLATION. FAILURE TO PROMPTLY COMPLETE CONNECTIONS MAY COMPROMISE THE STRUCTURAL INTEGRITY OF THE BUILDING. E. PRECAUTIONS MUST BE TAKEN TO AVOID CONSTRUCTION LOADS EXCEEDING DESIGN LIVE LOADS. CONSTRUCTION LOADS HAVE NOT BEEN CONSIDERED IN THIS DESIGN. F. ALL STUDS, TRACK, BRIDGING AND ACCESSORIES SHALL BE FORMED FROM STEEL HAVING A 660 GALVANIZED COATING MEETING THE REQUIREMENTS OF ASTM A525. G. HOT -DIP GALVANIZE, AFTER FABRICATION, ALL STRUCTURAL STEEL ITEMS AND THEIR CONNECTIONS THAT AIRE TO BE PERMANENTLY EXPOSED TO EARTH AND/OR WEATHER. GALVANIZING SHALL BE PER ASTM A123. (SEE DRAWINGS FOR OTHER STRUCTURAL ITEMS TO BE HOT -DIP GALVANIZED.) CFMF MEMBERS A. EXTERIOR METAL STUDS FOR SOFFIT: AS SHOWN IN PLANS B. EXTERIOR METAL STUDS FOR INFILL 4 LOAD BEARING: AS SHOWN IN PLANS C. USE THREE (3) STUDS AT THE CORNER OF ALL EXTERIOR WALLS. D. ATTACH EACH RUNNER TRACK LEG TO EACH STUD FLANGE WITH ONE (1) 010-16, 5/8' LONG SCREW. E. NO NOTCHING OR COPING OF STUDS IS ALLOWED. F. SPLICING OF RUNNER TRACK TO BE ACCOMPLISHED BY SCREW ATTACHMENT OF A STUD SECTION BETWEEN VERTICAL STUDS TO THE RUNNER TRACK, U51NG 010-16, 5/8' LONG, LOW -PROFILE HEAD SCREWS. G. MEMBER SIZES SHOWN ARE MINIMUM REQUIREMENTS THAT ARE ADEQUATE FOR THE GIVEN LOADING CONDITIONS. HEAVIER GAUGES MAY BE SUBSTITUTED. ANY MIXING OF STUD 51ZE5 ON ANY GIVEN FLOOR SHOULD BE KEPT TO A MINIMUM. CFMF ATTACHMENTS A. USE 010-16, 5/S' LONG, LOW -PROFILE HEAD SCREWS FOR ALL STEEL -TO -STEEL CONNECTIONS, EXCEPT AS NOTED ON PLANS AND DETAILS. B. A 3/4' (MINIMUM) CLEARANCE MUST BE MAINTAINED FROM ALL EDGE5 OF THE STEEL MEMBERS IN LOCATING: SCREWS. A 3/4' (MINIMUM) O.G. SPACING MUST BE MAINTAINED BETWEEN ADJACENT SCREWS. C. FOR ATTACHMENT OF 5/8' GYPSUM BOARD TO STEEL STUDS AND JOISTS, USE MINIMUM OF 08 SCREWS a 8' O.G. PRODUCT IDENTIFICATION STEEL STUD MANUFACTURERS ASSOCIATION (SSMA) IDENTIFIES LIGHT GAUGE STEEL FRAMING WITH A FOUR (4) PART CODE THAT IDENTIFIES THE WEB DEPTH, STYLE, FLANGE WIDTH AND STEEL THICKNESS, AS FOLLOWS.- 362 OLLOWS: F_ 362 S162 - 43 AMERICAN CONCRETE INSTITUTE AISC AMERICAN INSTITUTE OF STEEL MD CONSTRUCTION A161 AMERICAN IRON AND STEEL INSTITUTE ALT ALTERNATE/ALTERNATIVE � ARCHITECTURE/ARCHITECTURAL ASTM AMERICAN SOCIETY FOR TESTING AND MO WEB DEPTH STYLE FLANGE WIDTH STEEL THICKNESS 150 = 1 1/2' S = STUD 125 = 1 1/4' 18 = 18 MIL (25 GA.) 250 = 2 1/2' T = TRACK 13-1 = 1 3/8' 33 = 33 MIL (20 GA.) 350 3 1/2' F = FURRING 162 = 1 5/8' 43 = 43 MIL (18 GA.) 362 = 3 5/8' CENTERLINE CHANNEL 200 = 2' 54 = 54 MIL (16 GA.) 400 = 4' Z = Z-PURLIN 250 = 2 1/2' 68 = 68 MIL (14 GA.) 550 = 5 1/2' CONSTRUCTION JOINT DEPT DEPARTMENT DET. 9l 91 MIL (12 GA.) 600 = 6' DIA. DIAMETER DIM DIMENSION DIST DISTANCE 800 = 8' DOWN DR DRAIN DWG DRAWING EA. 1000 = 10' EE EACH END EF EACH FACE EL ELEVATION 1200 = 12" EMBEDMENT ENGR ENGINEER EOS EDGE OF SLAB EW 1400 = 14' EXIST. EXISTING EXT. EXTERIOR F.D. FLOOR DRAIN A.B. ANCHOR BOLTS AGI AMERICAN CONCRETE INSTITUTE AISC AMERICAN INSTITUTE OF STEEL MD CONSTRUCTION A161 AMERICAN IRON AND STEEL INSTITUTE ALT ALTERNATE/ALTERNATIVE ARCH. ARCHITECTURE/ARCHITECTURAL ASTM AMERICAN SOCIETY FOR TESTING AND MO MATERIALS AWS AMERICAN WELDING SOCIETY B/ BOTTOM OF Be BOND BEAM BLDG BUILDING BLK BLOCK BM BEAM BP BASE PLATE/BEARING PLATE BRG BEARING BTJ BOLTED TIE JOIST CANT CANTILEVER CB CONCRETE BEAM GC CONCRETE COLUMN CJ CONTRACTION JOINT/CONTROL JOINT CL CENTERLINE CMU CONCRETE MASONRY UNIT CLR. CLEAR/CLEARANCE COL COLUMN GONG. CONCRETE CONNX CONNECTION CONST CONSTRUCTION C5J CONSTRUCTION JOINT DEPT DEPARTMENT DET. DETAIL DFT DRY FILM THICKNESS DIA. DIAMETER DIM DIMENSION DIST DISTANCE DN DOWN DR DRAIN DWG DRAWING EA. EACH EE EACH END EF EACH FACE EL ELEVATION EMB EMBEDMENT ENGR ENGINEER EOS EDGE OF SLAB EW EACH WAY EXIST. EXISTING EXT. EXTERIOR F.D. FLOOR DRAIN FF FINISH FLOOR FLR FLOOR FR FIRE RETARDANT FTG FOOTING F.V. FIELD VERIFY GA. GAGE/GAUGE GALV. GALVANIZED G.G. GENERAL CONTRACTOR GLU-LAM GLUE -LAMINATED GN. GENERAL NOTES H.A.S. HEADED ANCHOR STUD5 HORIZ. HORIZONTAL HSS HOLLOW STRUCTURAL SECTIONS HT. HEIGHT INT. INTERIOR J5T J015T JT JOINT LDH LONG DIMENSION HORIZONTAL LDV LONG DIMENSION VERTICAL LGTH LENGTH LLH LONG LEG HORIZONTAL LLV LONG LEG VERTICAL LSL LONG -SLOTTED MANUF. MANUFACTURE/MANUFACTURER MATL MATERIAL MAX. MAXIMUM MB MA50NRY BEAM MD METAL DECK MECH. MECHANICAL MEZZ MEZZANINE MIN. MINIMUM MISC. MISCELLANEOUS MO MA50NRY OPENING MTL METAL N.I.G. NOT IN CONTRACT NOM NOMINAL N.T.S. NOT TO SCALE N.W.T. NORMAL WEIGHT TOPPING O.C. ON CENTER OPNG OPENING OPP. OPPOSITE PCC PRE -CAST CONCRETE PEND PRE-ENGINEERED METAL BUILDING PL PLATE PLY. PLYWOOD PRE -ENG PRE-ENGINEERED PREFAB PREFABRICATED PROJ PROJECTION PSF POUNDS PER SQUARE FOOT PSI POUNDS PER SQUARE INCH PT PRESSURE TREATED PW PANEL WIDTH RCP REINFORCED CONCRETE PIPE R.A. ROOF DRAIN REF REFERENCE RE INF REINFORCING READ. REQUIRED RW RETAINING WALL SA STUD ANCHOR SCHED SCHEDULE SF STEPPED FOOTING 51M. SIMILAR SPG SPACE/SPACES SPECS SPECIFICATIONS SQ. SQUARE SS STAINLESS STEEL SSL SHORT -SLOTTED STD STANDARD STL STEEL STRUC STRUCTURAL SYM SYMMETRICAL T/ TOP OF T AND B TOP AND BOTTOM T AND G TONGUE AND GROOVE TB TIE BEAM TND THREAD/THREADED THK THICK TS TUBE STEEL TYP. TYPICAL U.N.O. UNLESS NOTED OTHERWISE VERT. VERTICAL VOL VOLUME W WIDE FLANGE W/ WITH W/O WITHOUT WD WOOD WF WALL FOOTING WH WEEP HOLE WP WATERPROOF W.P. WORKING POINT W.WF. WELDED WIRE FABRIC IND Or- STRUCTURAL. ALUINGS � } PAGE SHEET TITLE 1 5-1.1 GENERAL STRUCTURAL NOTES • 2 5-2.1 CANOPY PLAN AND DETAILS • V kn O1 �t wQ Cho o � U �o p W � MO c7s a W VjMNNAw wM M ••,, W UoZ o P�'T`t� LZw oxo Lj1t• v) w rx, w Z U - *' L H W O • N O h� DAV N0.4978 •;� " Z - - • Not V i ut s t • -o . TV .� �g2��g2-��g RONQ bY��ilr4f .Q.E. FL. PROF.. R£43!49782 REVISIONS DATE: 01/2-1/2011 SCALE: A5 NOTED DRAWN: EFW APPROVED: RD D JOB NO: 1-1-1ro(o SHEET: S-101 A ci 0 � U o� as 0 oC uu Lu 'r�•. � Uwooz O L1� W J Lij O� pro 40 H W � � A O � c�•� A OHc� a O urs O O�Z O � U �• �V EIVs�• No. 78 + Not t ut :Z F • s FL. P♦�bFi.,,'F$a, NV 49782 REVISIONS DATE: 01/2'1/201-1 SCALE: AS NOTED DRAWN: EFW APPROVED: iP,D D JOB NO: 1�1-I�o(o SHEET: w aF a UEh.Fy Y o O ogWi. xao�w za w : Q, c4" rn O N p oyyv tiwx� j 1.4 �wtie t?n0. I� N OL. - spmc I4LT1' ENGINEFER A. STRUCTURAL WORK SHALL BE IN ACCORDANCE WITH THE FLORIDA BUILDING CODE 6TH EDITION (2010, 2015 EPCOT BUILDING CODE, W/ 2016 SUPPLEMENT AND ASCE 1-10 AS ADOPTED AND SUPPLEMENTED BY LOCAL REGULATIONS. B. CONTENTS OF THIS SUBMITTAL SHOW THE INTENDED APPLICATION OF COLD FORMED FRAMING COMPONENTS. FRAMING ERECTOR IS TO REFER TO THE PROJECT CONTRACT DOCUMENTS FOR ADDITIONAL CONSTRUCTION ASSEMBLY INSTRUCTIONS. C. DIMENSIONS SHOWN HEREIN HAVE BEEN DETERMINED PER THE CONTRACT DOCUMENTS AND ARE FOR DESIGN REFERENCE ONLY. ALL CONDITIONS SHALL BE FIELD VERIFIED PRIOR TO ERECTION. D. THE CONTRACTOR SHALL PROVIDE TEMPORARY ERECTION BRACING AND SHORING OF ALL STRUCTURAL MEMBERS AS REQUIRED FOR STRUCTURAL STABILITY OF THE STRUCTURE DURING ALL PHASES OF CONSTRUCTION. THE CONTRACTOR SHALL IMMEDIATELY NOTIFY THE ARCHITECT OF ANY CONDITION WHICH, IN HIS OPINION, MIGHT ENDANGER THE STABILITY OF THE STRUCTURE OR CAUSE DISTRESS IN THE STRUCTURE. E. THE CONTENTS OF THIS SUBMITTAL ARE SUBJECT TO THE REVIEW AND APPROVAL OF THE OWNER'S STRUCTURAL ENGINEER AND ARCHITECT PRIOR TO ERECTION. MATERIAL SELECTIONS AND CONNECTION DETAILS SHOWN HEREIN MAY DIFFER FROM THOSE SHOWN IN THE CONTRACT DOCUMENTS. THE FRAMING ERECTOR SHALL AWAIT APPROVAL BEFORE FRAMING MATERIALS ARE ORDERED. F. ADEQUACY OF THE PRIMARY STRUCTURE FOR LOADS IMPOSED BY THE COLD FORMED FRAMING SYSTEM IS NOT THE RESPONSIBILITY OF DEVLEN ENGINEERING, INC. G. FOR SPECIFIC REQUIREMENTS AND WARRANTY INFORMATION ON SYSTEMS OR MATERIALS CONNECTED AND APPURTENANT TO THE GOLD -FORMED METAL FRAMING INCLUDING WINDOWS, CAULKING. AND FLASHINGS, REFER TO MANUFACTURER'S DATA. H. FLORIDA PRODUCT APPROVAL INSTALLATIONS: CFMF MEMBER SIZES INDICATED PER THESE PLANS ARE DESIGNED BASED ON LOADING CONDITIONS. HEAVIER GAUGES MAY BE SUBSTITUTED IN ORDER TO CONFORM WITH REQUIREMENTS. DEVLEN ENGINEERING SHALL NOT BE RESPONSIBLE FOR DETERMINING CONFORMANCE W/ PRODUCT INSTALLATIONS. DESIGN A. DESIGN DATA: I. ROOF LIVE LOADS ...... 20 PSF 2. ROOF DEAD LOAD ...... 5 PSF B. WIND LOADS: TH15 LIGHT GAUGE FRAMING HAS BEEN DESIGNED FOR WIND IN ACCORDANCE WITH CHAPTER 16 OF THE FLORIDA BUILDING CODE 6TH EDITION (2010, AND ASCE 1-10, AS FOLLOWS: RISK CATEGORY ...... CATEGORY II ULTIMATE DESIGN WIND SPEED ...... 139 MPH (3-5ECOND GUST) NOMINAL DESIGN WIND SPEED ...... 108 MPH EXPOSURE CATEGORY ...... B C. NOMINAL DESIGN WIND PRESSURES (COMPONENTS AND CLADDING): 1. CANOPY ROOF PRESSURES: ...... (+) 10.0 PSF / C-) 22.6 PSF 2. FASCIA (HORIZONTAL) PRESSURES: ...... (+) 163 PSF / (-) 19.8 PSF D. DEFLECTION CRITERIA: EXTERIOR WALLS: W/ BRITTLE FINISHES ............ La40 DrEl'10L I T I ON NOTES A. THE CONTRACTOR SHALL VERIFY AND BE RESPONSIBLE FOR ALL DIMENSIONS AND CONDITIONS AT THE SITE, INCLUDING, BUT NOT LIMITED TO, EXISTING PIPES, UTILITIES, POWER LINES, ETC., AND SHALL NOTIFY THE OWNER OF DISCREPANCIES BETWEEN THE ACTUAL CONDITIONS AND INFORMATION SHOWN ON THE DRAWINGS, BEFORE PROCEEDING WITH THE WORK POUJD R I4cTUATD PASTENFERS THE FOLLOWING HILT[ POWDER ACTUATED FASTENERS (PAF) LISTED IN THE TABLE BELOW SHALL BE USED PER THE DETAILS IN THE CONTRACT DOCUMENTS: 0 H I L.T 1 P.A F, 7,4151.5 'SPECIFICATIONS FASTENED BASE STEEL WORK SHALL CONFORM TO THE AISI FOR THE DESIGN OF MASONRY BEAM MIN. NO MATERIAL MATERIALDIA. P.A.F.I.D..A.F. MEZZANINE EMBED 1 20 GA. CONCRETE, X -U 21 PS, 0.15'1 1 METAL TRACK, MIN. F'c=4ksi MIN. OR LARGER NOMINAL N.T.5. 2 20 GA. STEEL, X -U 16 PS O'15� NOTE C OPENING TRACK, MIN. THK - 3/16" MIN. OR LARGER PRE -CAST CONCRETE BELOW ATTACHMENT TO STEEL (SPACING AND EDGE DISTANCE): A 1/2' MINIMUM CLEARANCE MUST BE MAINTAINED FROM ALL EDGES OF THE STEEL MEMBERS IN LOCATING PAF PINS. A I' (MINIMUM) ON CENTER SPACING MUST BE B MAINTAINED BETWEEN ADJACENT PAF PINS. PAF PENETRATION (STEEL ONLY): THE PAPS LISTED ABOVE FOR STEEL SHALL BE DRIVEN TO 'POINT PENETRATION' (TIP OF PIN PENETRATES THE STEEL) FOR STEEL THICKNESS FROM 3/16' TO 1/2'. PAF5 SHALL C. BE DRIVEN TO A MINIMUM i/16' EMBED. FOR STEEL THICKNESS GREATER THAN 1/2'. ATTACHMENT TO CONCRETE (SPACING AND EDGE DISTANCE): A 2 3/4' MIN. CLEARANCE MUST BE MAINTAINED FROM ALL EDGES OF THE CONCRETE MEMBERS IN LOCATING PAF PINS. A 2 3/4' (MINIMUM) ON CENTER SPACING MUST BE D. MAINTAINED BETWEEN ADJACENT PAF PINS. MANUR MANUFACTURE/MANUFACTURER MATL 'SPECIFICATIONS 941515 R E V I A T I ON S A. STEEL WORK SHALL CONFORM TO THE AISI FOR THE DESIGN OF MASONRY BEAM MD METAL DECK COLD -FORMED STEEL STRUCTURAL MEMBERS', LATEST EDITION. MECHANICAL MEZZ MEZZANINE MIN. A.B. ANCHOR BOLTS B. MATERIAL SHALL CONFORM TO THE FOLLOWING, EXCEPT AS NOTED: AGI AMERICAN CONCRETE INSTITUTE METAL LIGHT GAUGE STUDS: ASTMAfo53 GR 33 OR ASTM Aro53 GR 50 AISC AMERICAN INSTITUTE OF STEEL NOMINAL N.T.5. NOT TO SCALE CONSTRUCTION C. MINIMUM YIELD STRENGTH FOR 16 GA. STUDS SHALL BE 50 KSI. ALL TRACK SHALL BE 33 AISI AMERICAN IRON AND STEEL INSTITUTE OPENING KSI. STRAPS/ BENT PLATES ARE BASED UPON THE USE OF 40,000 PSI FY MINIMUM. ALT ALTERNATE/ALTERNATIVE PRE -CAST CONCRETE PEMB ARCH. ARCHITECTURE/ARCHITECTURAL D. ALL CONNECTIONS SHALL BE COMPLETED AS PER THE PLANS AND SPECIFICATIONS AT THE ASTM AMERICAN SOCIETY FOR TESTING AND PLYWOOD TIME OF INSTALLATION. FAILURE TO PROMPTLY COMPLETE CONNECTIONS MAY PRE-ENGINEERED MATERIALS PREFABRICATED COMPROMISE THE STRUCTURAL INTEGRITY OF THE BUILDING. AWS AMERICAN WELDING SOCIETY E. PRECAUTIONS MUST BE TAKEN TO AVOID CONSTRUCTION LOADS EXCEEDING DESIGN LIVE B/ BOTTOM OF PRESSURE TREATED LOADS. CONSTRUCTION LOADS HAVE NOT BEEN CONSIDERED IN THIS DESIGN. Be BOND BEAM REINFORCED CONCRETE PIPE R.A. BLDG BUILDING F. ALL STUDS, TRACK, BRIDGING AND ACCESSORIES SHALL BE FORMED FROM STEEL HAVING BLK BLOCK REQUIRED A 660 GALVANIZED COATING MEETING THE REQUIREMENTS OF ASTM 4525. BM BEAM STUD ANCHOR SGHED BP BASE PLATE/BEARING PLATE G. HOT -DIP GALVANIZE, AFTER FABRICATION, ALL STRUCTURAL STEEL ITEMS AND THEIR BRG BEARING SPACE/SPACES CONNECTIONS THAT ARE TO BE PERMANENTLY EXPOSED TO EARTH AND/OR WEATHER. BTJ BOLTED TIE JOIST SQUARE GALVANIZING SHALL BE PER ASTM A123. (SEE DRAWINGS FOR OTHER STRUCTURAL ITEMS STAINLESS STEEL SSL SHORT -SLOTTED TO BE HOT -DIP GALVANIZED.) CANT CANTILEVER STEEL STRUC CB CONCRETE BEAM CFMF MEMBERS CC CONCRETE COLUMN T AND B TOP AND BOTTOM CJ CONTRACTION JOINT/CONTROL JOINT A. EXTERIOR METAL STUDS FOR SOFFIT: AS SHOWN IN PLANS CL CENTERLINE THK THICK CMU CONCRETE MASONRY UNIT B. EXTERIOR METAL STUDS FOR INFILL 4 LOAD BEARING: AS SHOWN IN PLANS CLR. CLEAR/CLEARANCE VERT. VERTICAL COL COLUMN C. USE THREE (3) STUDS AT THE CORNER OF ALL EXTERIOR WALLS. GONG. CONCRETE W/O WITHOUT CONNX CONNECTION D. ATTACH EACH RUNNER TRACK LEG TO EACH STUD FLANGE WITH ONE (1) 010-16, 5/8' LONG CONST CONSTRUCTION WP SCREW. CSJ CONSTRUCTION JOINT E. NO NOTCHING OR COPING OF STUDS 15 ALLOWED. DEPT DEPARTMENT DET. DETAIL F. SPLICING OF RUNNER TRACK TO BE ACCOMPLISHED BY SCREW ATTACHMENT OF A STUD DFT DRY FILM THICKNESS SECTION BETWEEN VERTICAL STUDS TO THE RUNNER TRACK, USING 010-16, 5/8' LONG, DIA. DIAMETER LOW -PROFILE HEAD SCREWS. DIM DIMENSION DIST DISTANCE G. MEMBER SIZES SHOWN ARE MINIMUM REQUIREMENTS THAT ARE ADEQUATE FOR THE GIVEN DN DOWN LOADING CONDITIONS. HEAVIER GAUGES MAY BE SUBSTITUTED. ANY MIXING OF STUD DR DRAIN SIZES ON ANY GIVEN FLOOR SHOULD BE KEPT TO A MINIMUM. DWG DRAWING CFMF ATTACHMENTS EA. EACH EE EACH END A. USE "10-16, 5/8' LONG, LOW -PROFILE HEAD SCREWS FOR ALL STEEL -TO -STEEL EF EACH FACE CONNECTIONS, EXCEPT AS NOTED ON PLANS AND DETAILS. EL ELEVATION EMB EMBEDMENT B. A 3/4' (MINIMUM) CLEARANCE MUST BE MAINTAINED FROM ALL EDGES OF THE STEEL ENGR ENGINEER MEMBERS IN LOCATING SCREWS. A 3/4' (MINIMUM) O.C. SPACING MUST BE MAINTAINED EOS EDGE OF SLAB BETWEEN ADJACENT SCREWS. EW EACH WAY EXIST. EXISTING C. FOR ATTACHMENT OF 5/8' GYPSUM BOARD TO STEEL STUDS AND JOISTS, USE MINIMUM OF 08 EXT. EXTERIOR SCREWS 10 8' O.G. F.D. FLOOR DRAIN PRODUCT IDENTIFICATION FF FINISH FLOOR FLR FLOOR STEEL STUD MANUFACTURERS ASSOCIATION (SSMA) IDENTIFIES LIGHT GAUGE STEEL FRAMING FR FIRE RETARDANT WITH A FOUR (4) PART CODE THAT IDENTIFIES THE WEB DEPTH, STYLE, FLANGE WIDTH AND FTG FOOTING STEEL THICKNESS, AS FOLLOWS: F.V. FIELD VERIFY GA. GAGE/GAUGE 362 S 162 - 43 GALV. GALVANIZED I � G.G. GLU-LAM GENERAL CONTRACTOR GLUE -LAMINATED WEB DEPTH STYLE FLANGE WIDTH STEEL THICKNESS GN. GENERAL NOTES 150 = 1 1/2' S = STUD 125 = 1 1/4' 18 = 18 MIL (25 GA.) 250 = 2 1/2' T = TRACK 131 = 1 3/6' 33 = 33 MIL (20 GA.) H.A.S. HEADED ANCHOR STUDS 350 3 1/2' F = FURRING 162 = 1 5/8' 43 = 43 MIL (18 GA.) HORIZ. HORIZONTAL 362 = 3 5/8' CHANNEL 200 = 2' 54 = 54 MIL (16 GA.) HSS HOLLOW STRUCTURAL SECTIONS 400 = 4' Z = Z-PURLIN 250 = 2 1/2' 68 = 68 MIL (14 GA.) WT. HEIGHT 550 = 5 1/2' 97 = 9-1 MIL (12 GA.) 600 = 6' INT. INTERIOR 800 = 8' 1000 = 10' JST JOIST 1200 = 12' JT JOINT 1400 = 14' LDH LONG DIMENSION HORIZONTAL LDV LONG DIMENSION VERTICAL LGTH LENGTH LLH LONG LEG HORIZONTAL LLV LONG LEG VERTICAL LSL LONG -SLOTTED MANUR MANUFACTURE/MANUFACTURER MATL MATERIAL MAX. MAXIMUM MB MASONRY BEAM MD METAL DECK MECH. MECHANICAL MEZZ MEZZANINE MIN. MINIMUM MISC. MISCELLANEOUS MO MASONRY OPENING MTL METAL N.I.C. NOT IN CONTRACT NOM NOMINAL N.T.5. NOT TO SCALE N.W.T. NORMAL WEIGHT TOPPING O.C. ON CENTER OPNG OPENING OPP. OPPOSITE PGG PRE -CAST CONCRETE PEMB PRE-ENGINEERED METAL BUILDING PL PLATE PLY. PLYWOOD PRE -ENG PRE-ENGINEERED PREFAB PREFABRICATED PROJ PROJECTION PSF POUNDS PER SQUARE FOOT PSI POUNDS PER SQUARE INCH PT PRESSURE TREATED PW PANEL WIDTH RCP REINFORCED CONCRETE PIPE R.A. ROOF DRAIN REF REFERENCE REINF REINFORCING READ. REQUIRED RW RETAINING WALL SA STUD ANCHOR SGHED SCHEDULE SF STEPPED FOOTING SIM. SIMILAR SPG SPACE/SPACES SPECS SPECIFICATIONS SQ. SQUARE SS STAINLESS STEEL SSL SHORT -SLOTTED STD STANDARD STL STEEL STRUC STRUCTURAL SYM SYMMETRICAL T/ TOP OF T AND B TOP AND BOTTOM T AND G TONGUE AND GROOVE TB TIE BEAM THD THREAD/THREADED THK THICK TS TUBE STEEL TYP. TYPICAL U.N.O. UNLESS NOTED OTHERWISE VERT. VERTICAL VOL VOLUME W WIDE FLANGE W/ WITH W/O WITHOUT WD WOOD WF WALL FOOTING WH WEEP HOLE WP WATERPROOF W.P. WORKING POINT W.W.F. WELDED WIRE FABRIC INDEX Or, eTFRUCTURAL. D AWIN S Q w w PAGE SHEET TITLE 1 5-1.1 GENERAL STRUCTURAL NOTES • 2 5-2.1 CANOPY PLAN AND DETAILS • rim SiC��I A PERMIT ISSUED SHALL GE CONSTRUED TO BE A LICENSE TO PROCEED VoITH THE WORK AND NOT AS AUTH FOT )' TO VIOLATE, CANCF_L, ALTER OR SEI ASIDE ANY OF THE PROVISIONS OF THE TECHICAL CODES, ^lOR SHALL ISSUANCE OF A PERMIT PRE 1HE BUILDING OFFICIAL FROM THEREAFTER VE�,' RL=OUIF'sIP!; A COLRRECTION OF ERRORS IN PLANS, CONSTRUCTION OR VIOLATION`; OF THIS CODE PERrmT 9.____L2 0 F 11,17- C V kn kn ,t 1 � wQ 0°o U U LUw M rn aa W vE-4iMMMAW W x a (,, Q �r„r w Uwo�Z pp O 7v� HLU Z U rs U H W O o N o�M � � o V�Ol I� V �p DAV/p pF, . y Not A IUuf • 4 • Se i - • Sill ire .p SIATtOF 0• •�: FL. R PRse• q►``49 82 REVISIONS DATE: 01/21/2011 SCALE: AS NOTED DRAWN: FFW APPROVED: RD D JOB NO: SHEET: S-101 a A ti y�+:w `00.7 a YgF.,w ;QRS a�ww �C7C �VNY Lra4q ;Fw a�o0. gw�•: F kn kn Q) O o U �o U z U auj� M M M A Z W x a ,1Ca�A 1 (� C�ts9.000 W LU Lu Omni H w � A ® •N � Ono a o w o ot �p DAV/p ••�xCEA%S• FG' �.•Notj/ph Wi o t�� 10 .•• 02 TO 18� FES, P, �RR`�2� p��\\,49�82 o REVISIONS DATE: 0'1/2-1/201-1 SCALE: A5 NOTED DRAWN: FFW APPROVED: RDD JOB N0: 11-160 SHEET: S�2,ml w w�yF w �o wow w baa j . �yCQF- E C rn r <�q0. nW,y�w .rya Gw�~ 4� hV�V alENER4L - Sf= C I4LT1' ENGINEER A. STRUCTURAL WORK SHALL BE IN ACCORDANCE WITH THE FLORIDA BUILDING CODE roTH EDITION (2010, 2015 EPCOT BUILDING CODE, W/ 2016 SUPPLEMENT AND ASCE 1-10 AS ADOPTED AND SUPPLEMENTED BY LOCAL REGULATIONS. B. CONTENTS OF THIS SUBMITTAL SHOW THE INTENDED APPLICATION OF COLD FORMED FRAMING COMPONENTS. FRAMING ERECTOR IS TO REFER TO THE PROJECT CONTRACT DOCUMENTS FOR ADDITIONAL CONSTRUCTION ASSEMBLY INSTRUCTIONS. C. DIMENSIONS SHOWN HEREIN HAVE BEEN DETERMINED PER THE CONTRACT DOCUMENTS AND ARE FOR DESIGN REFERENCE ONLY. ALL CONDITIONS SHALL BE FIELD VERIFIED PRIOR TO ERECTION. D. THE CONTRACTOR SHALL PROVIDE TEMPORARY ERECTION BRACING AND SHORING OF ALL STRUCTURAL MEMBERS AS REQUIRED FOR STRUCTURAL STABILITY OF THE STRUCTURE DURING ALL PHASES OF CONSTRUCTION. THE CONTRACTOR SHALL IMMEDIATELY NOTIFY THE ARCHITECT OF ANY CONDITION WHICH, IN HIS OPINION, MIGHT ENDANGER THE STABILITY OF THE STRUCTURE OR CAUSE DISTRESS IN THE STRUCTURE. E. THE CONTENTS OF THIS SUBMITTAL ARE SUBJECT TO THE REVIEW AND APPROVAL OF THE OWNER'S STRUCTURAL ENGINEER AND ARCHITECT PRIOR TO ERECTION. MATERIAL SELECTIONS AND CONNECTION DETAILS SHOWN HEREIN MAY DIFFER FROM THOSE SHOWN IN THE CONTRACT DOCUMENTS. THE FRAMING ERECTOR SHALL AWAIT APPROVAL BEFORE FRAMING MATERIALS ARE ORDERED. F. ADEQUACY OF THE PRIMARY STRUCTURE FOR LOADS IMPOSED BY THE COLD FORMED FRAMING SYSTEM IS NOT THE RESPONSIBILITY OF DEVLEN ENGINEERING, INC. G. FOR SPECIFIC REQUIREMENTS AND WARRANTY INFORMATION ON SYSTEMS OR MATERIALS CONNECTED AND APPURTENANT TO THE COLD -FORMED METAL FRAMING INCLUDING WINDOWS, CAULKING AND FLASHINGS, REFER TO MANUFACTURER'S DATA. H. FLORIDA PRODUCT APPROVAL INSTALLATIONS: CFMF MEMBER SIZES INDICATED PER THESE PLANS ARE DESIGNED BASED ON LOADING CONDITIONS. HEAVIER GAUGES MAY BE SUBSTITUTED IN ORDER TO CONFORM WITH REQUIREMENTS. DEVLEN ENGINEERING SHALL NOT BE RESPONSIBLE FOR DETERMINING CONFORMANCE W/ PRODUCT INSTALLATIONS. DSICXN A. DESIGN DATA: I. ROOF LIVE LOADS ...... 20 PSF 2. ROOF DEAD LOAD ...... 5 PSF B. WIND LOADS: THIS LIGHT GAUGE FRAMING HAS BEEN DESIGNED FOR WIND IN ACCORDANCE WITH CHAPTER 16 OF THE FLORIDA BUILDING CODE 6TH EDITION (201-7), AND ASCE 1-10, AS FOLLOWS: RISK CATEGORY ...... CATEGORY II ULTIMATE DESIGN WIND SPEED ...... 139 MPH (3 -SECOND GUST) NOMINAL DESIGN WIND SPEED ...... 108 MPH EXPOSURE CATEGORY ...... B C. NOMINAL DESIGN WIND PRESSURES (COMPONENTS AND CLADDING): I. CANOPY ROOF PRESSURES: ...... (+) 10.0 PSF / (-) 22.6 PSF 2. FASCIA (HORIZONTAL) PRESSURES: ...... l+) 163 PSF / (-) 19.8 PSF D. DEFLECTION CRITERIA: EXTERIOR WALLS: W/ BRITTLE FINISHES ............ L/240 DIIVIOI- IT I ON NOT A. THE CONTRACTOR SHALL VERIFY AND BE RESPONSIBLE FOR ALL DIMENSIONS AND CONDITIONS AT THE SITE, INCLUDING, BUT NOT LIMITED TO, EXISTING PIPES, UTILITIES, POWER LINES, ETC., AND SHALL NOTIFY THE OWNER OF DISCREPANCIES BETWEEN THE ACTUAL CONDITIONS AND INFORMATION SHOWN ON THE DRAWINGS, BEFORE PROCEEDING WITH THE WORK. POWDER 4CTU47D PA67ENERS THE FOLLOWING HILTI POWDER ACTUATED FASTENERS (PAF) LISTED IN THE TABLE BELOW SHALL BE USED PER THE DETAILS IN THE CONTRACT DOCUMENTS: 19 Q C. N I �.T I T,4I L - NO FASTENED BASE P.AF. I D. P.A.F. MIN. 362 MATERIAL MATERIAL = 4' DIA. EMBED 1 20 GA. CONCRETE, X -U 21 PS, 0.15-7 I = 12' TRACK, MIN. F'c=4ksi MIN. OR LARGER BOND BEAM BLDG 2 20 GA. STEEL, 6K X -U Ir PS 0.15-7 NOTE G BASE PLATE/BEARING PLATE TRACK, MIN. = 3/16' MIN. OR LARGER BOLTED TIE JOIST BELOW ATTACHMENT TO STEEL (SPACING AND EDGE DISTANCE): A 1/2' MINIMUM CLEARANCE MUST BE MAINTAINED FROM ALL EDGES OF THE STEEL MEMBERS IN LOCATING PAF PINS. A I' (MINIMUM) ON CENTER SPACING MUST BE MAINTAINED BETWEEN ADJACENT PAF PINS. PAF PENETRATION (STEEL ONLY): THE PAPS LISTED ABOVE FOR STEEL SHALL BE DRIVEN TO 'POINT PENETRATION' (TIP OF PIN PENETRATES THE STEEL) FOR STEEL THICKNESS FROM 3/16' TO 1/2'. PAFS SHALL BE DRIVEN TO A MINIMUM 1/16' EMBED. FOR STEEL THICKNESS GREATER THAN 1/2'. ATTACHMENT TO CONCRETE (SPACING AND EDGE DISTANCE): A 2 3/4' MIN. CLEARANCE MUST BE MAINTAINED FROM ALL EDGES OF THE CONCRETE MEMBERS IN LOCATING PAF PINS. A 2 3/4' (MINIMUM) ON CENTER SPACING MUST BE MAINTAINED BETWEEN ADJACENT PAF PINS. MMT,41.m PRAIIN (CF-1'viF) A. STEEL WORK SHALL CONFORM TO THE AISI 'SPECIFICATIONS FOR THE DESIGN OF COLD -FORMED STEEL STRUCTURAL MEMBERS', LATEST EDITION. B. MATERIAL SHALL CONFORM TO THE FOLLOWING, EXCEPT AS NOTED: LIGHT GAUGE STUDS: ASTMA653 GR 33 OR ASTM A653 GR 50 C. MINIMUM YIELD STRENGTH FOR 16 GA. STUDS SHALL BE 50 KSI. ALL TRACK SHALL BE 33 KSI. STRAPS/ BENT PLATES ARE BASED UPON THE USE OF 40,000 PSI FY MINIMUM. D. ALL CONNECTIONS SHALL BE COMPLETED AS PER THE PLANS AND SPECIFICATIONS AT THE TIME OF INSTALLATION. FAILURE TO PROMPTLY COMPLETE CONNECTIONS MAY COMPROMISE THE STRUCTURAL INTEGRITY OF THE BUILDING. E. PRECAUTIONS MUST BE TAKEN TO AVOID CONSTRUCTION LOADS EXCEEDING DESIGN LIVE LOADS. CONSTRUCTION LOADS HAVE NOT BEEN CONSIDERED IN THIS DESIGN. F. ALL STUDS, TRACK, BRIDGING AND ACCESSORIES SHALL BE FORMED FROM STEEL HAVING A 660 GALVANIZED COATING MEETING THE REQUIREMENTS OF ASTM A525. G. HOT -DIP GALVANIZE, AFTER FABRICATION, ALL STRUCTURAL STEEL ITEMS AND THEIR CONNECTIONS THAT ARE TO BE PERMANENTLY EXPOSED TO EARTH AND/OR WEATHER. GALVANIZING SHALL BE PER ASTM A123. (SEE DRAWINGS FOR OTHER STRUCTURAL ITEMS TO BE HOT -DIP GALVANIZED.) CFMF MEMBERS A. EXTERIOR METAL STUDS FOR SOFFIT: AS SHOWN IN PLANS B. EXTERIOR METAL STUDS FOR INFILL 4 LOAD BEARING: AS SHOWN IN PLANS C. USE THREE (3) STUDS AT THE CORNER OF ALL EXTERIOR WALLS. D. ATTACH EACH RUNNER TRACK LEG TO EACH STUD FLANGE WITH ONE (1) 010-16, 5/8' LONG SCREW. E. NO NOTCHING OR COPING OF STUDS IS ALLOWED. F. SPLICING OF RUNNER TRACK TO BE ACCOMPLISHED BY SCREW ATTACHMENT OF A STUD SECTION BETWEEN VERTICAL STUDS TO THE RUNNER TRACK, USING "10-16, 5/8' LONG, LOW -PROFILE HEAD SCREWS. G. MEMBER SIZES SHOWN ARE MINIMUM REQUIREMENTS THAT ARE ADEQUATE FOR THE GIVEN LOADING CONDITIONS. HEAVIER GAUGES MAY BE SUBSTITUTED. ANY MIXING OF STUD SIZES ON ANY GIVEN FLOOR SHOULD BE KEPT TO A MINIMUM. CFMF ATTACHMENTS A. USE *10-16, 5/8' LONG, LOW -PROFILE HEAD SCREWS FOR ALL STEEL -TO -STEEL CONNECTIONS, EXCEPT AS NOTED ON PLANS AND DETAILS. 15. A 3/4' (MINIMUM) CLEARANCE MUST BE MAINTAINED FROM ALL EDGES OF THE STEEL MEMBERS IN LOCATING SCREWS. A 3/4' (MINIMUM) O.G. SPACING MUST BE MAINTAINED BETWEEN ADJACENT SCREWS. C. FOR ATTACHMENT OF 5/8' GYPSUM BOARD TO STEEL STUDS AND JOISTS, USE MINIMUM OF 08 SCREWS 9 8' O.C. PRODUCT IDENTIFICATION STEEL STUD MANUFACTURERS ASSOCIATION (SSMA) IDENTIFIES LIGHT GAUGE STEEL FRAMING WITH A FOUR (4) PART CODE THAT IDENTIFIES THE WEB DEPTH, STYLE, FLANGE WIDTH AND STEEL THICKNESS, AS FOLLOWS: 362 WEB DEPTH 150 = 1 1/2' 250 = 2 1/2' 350 = 3 1/2' 362 = 3 5/8' 400 = 4' 550 = 5 1/2' 600 = 6' 800 - 8' 1000 - 10' 1200 = 12' 1400 = 14' S 162 - 43 I� I STYLE S = STUD T = TRACK F = FURRING CHANNEL Z = Z-PURLIN ZWE"OrWIAM110101 1 125 = 1 1/4' 13-1 = 1 3/8' 162 = 1 5/8' 200 = 2' 250 = 2 1/2' STEEL THICKNESS 18 = 18 MIL (25 GAJ 33 = 33 MIL (20 GA.) 43 = 43 MIL (I8 GA.) 54 = 54 MIL (16 GA.) rob = 68 MIL (14 GAJ 9-7 = 9-7 MIL (12 GA.) A.B. ANCHOR BOLTS ACI AMERICAN CONCRETE INSTITUTE AISC AMERICAN INSTITUTE OF STEEL MD CONSTRUCTION AISI AMERICAN IRON AND STEEL INSTITUTE ALT ALTERNATE/ALTERNATIVE ARCH. ARCHITECTURE/ARCHITECTURAL ASTM AMERICAN SOCIETY FOR TESTING AND MO MATERIALS AWS AMERICAN WELDING SOCIETY B/ BOTTOM OF BB BOND BEAM BLDG BUILDING BLK BLOCK BM BEAM BP BASE PLATE/BEARING PLATE BRG BEARING BTJ BOLTED TIE JOIST CANT CANTILEVER CB CONCRETE BEAM CC CONCRETE COLUMN CJ CONTRACTION JOINT/CONTROL JOINT CL CENTERLINE CMU CONCRETE MASONRY UNIT CLR. CLEAR/CLEARANCE COL COLUMN GONG. CONCRETE CONNX CONNECTION CONST CONSTRUCTION CSJ CONSTRUCTION JOINT DEPT DEPARTMENT DET. DETAIL OFT DRY FILM THICKNESS DIA. DIAMETER DIM DIMENSION DIST DISTANCE ON DOWN OR DRAIN DWG DRAWING EA. EACH EE EACH END EF EACH FACE EL ELEVATION EMB EMBEDMENT ENGR ENGINEER EOS EDGE OF SLAB EW EACH WAY EXIST. EXISTING EXT. EXTERIOR F.D. FLOOR DRAIN FF FINISH FLOOR FLR FLOOR FR FIRE RETARDANT FTG FOOTING F.V. FIELD VERIFY GA. GAGE/GAUGE GALV. GALVANIZED G.G. GENERAL CONTRACTOR GLU-LAM GLUE -LAMINATED GN. GENERAL NOTES H.A.S. HEADED ANCHOR STUDS HORIZ. HORIZONTAL HSS HOLLOW STRUCTURAL SECTIONS HT. HEIGHT INT. INTERIOR JST JOIST JT JOINT LDH LONG DIMENSION HORIZONTAL LDV LONG DIMENSION VERTICAL LGTH LENGTH LLH LONG LEG HORIZONTAL LLV LONG LEG VERTICAL LSL LONG -SLOTTED MANUR MANUFACTURE/MANUFACTURER MATL MATERIAL MAX. MAXIMUM MB MASONRY BEAM MD METAL DECK MECH. MECHANICAL MEZZ MEZZANINE MIN. MINIMUM MISC. MISCELLANEOUS MO MASONRY OPENING MTL METAL N.I.C. NOT IN CONTRACT NOM NOMINAL N.T.S. NOT TO SCALE N.W.T. NORMAL WEIGHT TOPPING O.C. ON CENTER OPNG OPENING OPP. OPPOSITE PCC PRE -CAST CONCRETE PEMB PRE-ENGINEERED METAL BUILDING PL PLATE PLY. PLYWOOD PRE -ENG PRE-ENGINEERED PREFAB PREFABRICATED PROJ PROJECTION PSF POUNDS PER SQUARE FOOT PSI POUNDS PER SQUARE INCH PT PRESSURE TREATED PW PANEL WIDTH RCP REINFORCED CONCRETE PIPE R.A. ROOF DRAIN REF REFERENCE RE INF REINFORCING REQO. REQUIRED RW RETAINING WALL SA STUD ANCHOR SCHED SCHEDULE SF STEPPED FOOTING SIM. SIMILAR SPC SPACE/SPACES SPECS SPECIFICATIONS SQ. SQUARE SS STAINLESS STEEL SSL SNORT -SLOTTED STD STANDARD STL STEEL STRUC STRUCTURAL SYM SYMMETRICAL T/ TOP OF T AND B TOP AND BOTTOM T AND G TONGUE AND GROOVE TB TIE BEAM THD THREAD/THREADED THK THICK TS TUBE STEEL TYP. TYPICAL U.N.O. UNLESS NOTED OTHERWISE VERT. VERTICAL VOL VOLUME W WIDE FLANGE W/ WITH W/O WITHOUT WD WOOD WF WALL FOOTING WH WEEP HOLE WP WATERPROOF W.P. WORKING: POINT W.W.F. WELDED WIRE FABRIC INDEX OF STRUCTURAL. DRAWINGS d } iu AL PAGE SHEET TITLE 1 5-1.1 GENERAL STRUCTURAL NOTES - 2 5-2.1 CANOPY PLAN AND DETAILS • V � wQ U �U zzWD oLU�W En M M M A W Uw000�A O "' U z W N0(z) v�rx,ww� W 0 o •N O(..�M V 0 V I� 00 V p DAVID No hour. Z a a d ; Si, STA,OF �2-06-201$�'�� 782 REVISIONS DATE: 01/2-1/2011 SCALE: AS NOTED DRAWN: EFW APPROVED: RDID JOB NO: SHEET: -1.I w iFaa 0 � 'In q vVEll F tqw c 114 �Wa� ~Q Fy h 3 'biz Yqh� �eq� y$�W V�K �qQF d0 �NL WAV ; `4 : K�p4 a�;qx , 4 V � w Q� �O o� U U 0 z Lij FN��•W9 rT� �MNN�yA\W � �ow z o W z u H A o •N A o�M Z � ZW o � DAV/p �• Not ut • iR • — • • __ TA �� • q? -06-2018 IF'D ��,49"782 REVISIONS DATE: 01/21/2011 SCALE: A5 NOTED DRAWN: EFW APPROVED: RDD JOB N0: SHEET: a U� aw�0. ygFw �w b�Q; '4w� Boz K A ti a� n �v p:4k