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COMPONENTS AND CLADDING PRESSURES <br />ZONE: <br />AREA (SQ. FT.) <br />MAX. (+) <br />I MAX. (-) <br />INTERIOR <br />(ZONE 1) <br />10 <br />18.5 psf <br />-45.4 psf <br />20 <br />17.3psf <br />-44.3 psf <br />50 <br />16.2 psf <br />-42.7 psf <br />100 <br />16.0 psf <br />-41.6 psf <br />EDGE <br />(ZONE 2) <br />10 <br />18.5 psf <br />-76.2 psf <br />20 <br />17.3psf <br />-68.1 psf <br />50 <br />16.2 psf <br />-57.3 psf <br />100 <br />16.0 psf <br />-49.3 psf <br />CORNER <br />(ZONE 3) <br />10 <br />18.5 psf <br />-114.7 psf <br />20 <br />17.3psf <br />-95.0 psf <br />50 <br />16.2 psf <br />-68.9 psf <br />100 <br />16.0 psf <br />-49.3 psf <br />WALL COMPONENTS AND CLADDING PRESSURES <br />ZONE: <br />T AREA (SQ. FT-) <br />MAX. (+) <br />MAX. <br />INTERIOR <br />(ZONE 4) <br />10 <br />41.6 psf <br />-45.0 psf <br />20 <br />39.7 psf <br />-43.2 psf <br />50 <br />35.5 psf <br />-38.9 psf <br />100 <br />33.6 psf <br />-37.1 psf <br />ENDS <br />(ZONE 5) <br />10 <br />41.6 psf <br />-55.4 psf <br />20 <br />39.7 psf <br />-51.7 psf <br />50 <br />35.5 psf <br />-38.9 psf <br />100 <br />33.6 psf <br />-34.6 psf <br />PARAPET COMPONENTS AND CLADDING PRESSURES <br />ZONE: <br />LOAD CASE <br />PRESSURE <br />WINDWARD__T_LEEWARD <br />INTERIOR <br />(ZONE 2) <br />A <br />NO VALUE <br />-106.6 psf <br />B <br />NO VALUE <br />-74.6 psf <br />ENDS <br />(ZONE 3) <br />A <br />NO VALUE <br />-146.1 psf <br />B <br />NO VALUE <br />-85.3 psf <br />NOTES: <br />1 . ROOF COMPONENTS AND CLADDING PRESSURES ARE "ULTIMATE" WIND <br />LOADS AND SHALL BE USED IN CONJUNCTION WITH LOAD COMBINATIONS <br />SPECIFIED IN SECTION 2.3 OF ASCE 7-10 (STRENGTH DESIGN). <br />2. FOR "SERVICE LEVEL" WIND LOADS THE PRESSURES SHALL BE <br />MULTIPLIED BY 0.6 (ALLOWABLE STRESS DESIGN). <br />OF COMPONENTS AND CLADDING WIND PRESSURES - <br />SCHEDULEBUILDING A <br />SCALE: N.A. <br />9 <br />in <br />CN <br />-<76 <br />NOTE: <br />FOR WIND PRESSURE, SEE SCHEDULE <br />1 / SO.2. NUMBERS INDICATE ZONES. <br />1 <br />SO.2 <br />COMPONENTS AND CLADDING PRESSURES <br />ZONE: <br />AREA (SQ. FT.) <br />MAX. (+) <br />I MAX. (-) <br />INTERIOR <br />(ZONE 1) <br />10 <br />16.9 psf <br />-41.5 psf <br />20 <br />16.0 psf <br />-40.5 psf <br />50 <br />16.0 psf <br />-39.0 psf <br />100 <br />16.0 psf <br />-38.0 psf <br />EDGE <br />(ZONE 2) <br />10 <br />16.9 psf <br />-69.7 psf <br />20 <br />16.0 psf <br />-62.2 psf <br />50 <br />16.0 psf <br />-52.4 psf <br />100 <br />16.0 psf <br />-45.0 psf <br />CORNER <br />(ZONE 3) <br />10 <br />16.9 psf <br />-104.8 psf <br />20 <br />16.0 psf <br />-86.8 psf <br />50 <br />16.0 psf <br />-63.0 psf <br />100 <br />16.0 psf <br />-45.0 psf <br />WALL COMPONENTS AND CLADDING PRESSURES <br />ZONE77 <br />AREA (SQ. FT.) <br />MAX. (+) <br />I MAX. (-) <br />INTERIOR <br />(ZONE 4) <br />10 <br />38.0 psf <br />-41.2 psf <br />20 <br />36.3 psf <br />-39.5 psf <br />50 <br />32.4 psf <br />-35.8 psf <br />100 <br />30.7 psf <br />-33.9 psf <br />ENDS <br />(ZONE 5) <br />10 <br />26.4 psf <br />-50-7 psf <br />20 <br />25.2 psf <br />-47.3 psf <br />50 <br />23.7 psf <br />-39.5 psf <br />100 <br />22.5 psf <br />-36.1 psf <br />NOTES: <br />1. ROOF COMPONENTS AND CLADDING PRESSURES ARE "ULTIMATE" WIND <br />LOADS AND SHALL BE USED IN CONJUNCTION WITH LOAD COMBINATIONS <br />SPECIFIED IN SECTION 2.3 OF ASCE 7-10 (STRENGTH DESIGN). <br />2. FOR "SERVICE LEVEL" WIND LOADS THE PRESSURES SHALL BE <br />MULTIPLIED BY 0.6 (ALLOWABLE STRESS DESIGN). <br />OF COMPONENTS AND CLADDING WIND PRESSURES - r3 <br />SCHEDULEBUILDING B,C,D,E,F,G <br />SCALE: N.A. SO.2 <br />__11`� '__� * <br />NOTE: <br />FOR WIND PRESSURE, SEE SCHEDULE <br />3 / SO.2. NUMBERS INDICATE ZONES. <br />TENSION LAP SPLICE LENGTHS <br />(IN INCHES) <br />UNCOATED BARS - NORMAL WEIGHT CONCRETE - GRADE 60 BARS <br />BAR <br />SIZE <br />LAP <br />CLASS <br />4000 PSI <br />TOP BARS <br />OTHER BARS <br />CASE 1 <br />CASE 2 <br />CASE IT <br />CASE 2 <br />#3 <br />A <br />19 <br />28 <br />15 <br />22 <br />B <br />24 <br />36 <br />19 <br />28 <br />#4 <br />A <br />25 <br />37 <br />19 <br />29 <br />B <br />32 <br />48 <br />25 <br />37 <br />#5 <br />A <br />31 <br />47 <br />24 <br />36 <br />B <br />40 <br />60 <br />31 <br />47 <br />#6 <br />A <br />37 <br />56 <br />29 <br />43 <br />B <br />48 <br />72 <br />37 <br />56 <br />#7 <br />A <br />54 <br />81 <br />42 <br />63 <br />B <br />70 <br />106 <br />54 <br />81 <br />#8 <br />A <br />62 <br />93 <br />48 <br />72 <br />B <br />80 <br />121 <br />62 <br />93 <br />#9 <br />A <br />70 <br />105 <br />54 <br />81 <br />B <br />1 91 <br />136 <br />70 <br />105 <br />#10 <br />A <br />79 <br />118 <br />61 <br />91 <br />B <br />102 <br />153 <br />79 <br />ill <br />#11 <br />A <br />87 <br />131 <br />67 <br />101 <br />B <br />113 <br />170 <br />87 <br />131 <br />NOTES: <br />1 TOP BARS ARE HORIZONTAL BARS WITH MORE THAN 12 INCHES OF CONCRETE CAST BELOW THE BARS. CASES 1 AND 2, <br />WHICH DEPEND ON THE TYPE OF STRUCTURAL ELEMENT, CONCRETE COVER, AND THE CENTER TO CENTER SPACING OF <br />THE BARS ARE DEFINED AS FOLLOWS: <br />2. BEAMS OR COLUMNS: <br />CASE 1: COVER AT LEAST 1 BAR DIAMETER AND CTR. - CTR. SPACING AT LEAST 2 BAR DIAMETERS. <br />CASE 2: COVER LESS THAN 1 BAR DIAMETER OR CTR. - CTR. SPACING LESS THAN 2 BAR DIAMETERS. <br />ALL OTHERS: <br />CASE 1: COVER AT LEAST 1 BAR DIAMETER AND CTR. - CTR. SPACING AT LEAST 3 BAR DIAMETERS. <br />CASE 2: COVER LESS THAN I BAR DIAMETER OR CTR. - CTR. SPACING LESS THAN 3 BAR DIAMETERS. <br />TABLE OF CONCRETE REINFORCEMENT SPLICE LENGTHS / 011- 5 - <br />SCALE: NONE ­100.2 <br />COLD -FORMED STEEL MEMBER NAMING SYSTEM AND DEFINITIONS <br />DEPTH <br />MEMBER <br />FLANGE [ RETURN LIP I <br />THICKNESS (MILS) <br />250 (2 Y2") <br />S (STUD) <br />137 (1 <br />[XII <br />33 (20 GAUGE) <br />350 (3 Y2") <br />T (TRACK) <br />162 (1 <br />[ y2ff 1 <br />43 (18 GAUGE) <br />362 (3 %") <br />Z (Z-PURLIN) <br />200 (2") <br />[ W, 1 <br />54 (16 GAUGE) <br />400 (4") <br />250 (2 Y2") <br />MII <br />68 (14 GAUGE) <br />550 (5 Y2") <br />300 (3") <br />97 (12 GAUGE) <br />600 (6") <br />EXAMPLES: <br />STUD 60OS200-54 <br />TRACK 400 T 250 - 33 <br />Z - PURLIN 800 Z 200 - 68 <br />800(8") <br />925 (9 Y4") <br />1000(10-') <br />1200 (12") <br />1400 (14") <br />SHEAR WALL SCHEDULE <br />SHEAR WALL <br />DESCRIPTION <br />END POST <br />DESIGNATION <br />TYPICAL INTERIOR STUDS AT 5'-0" ON CENTER SHEATHED WITH <br />29 GAGE U-PANELS ON ONE SIDE. ON OPPOSITE SIDE, INSTALL <br />(2) TYPICAL <br />CONTINUOUS 20 GAGE HAT CHANNELS AT MID POINT OF SPAN. <br />INTERIOR STUDS <br />SEE 1 B / S4.1 AND 3A / S4.1 FOR WALL CONSTRUCTION. <br />TYPICAL INTERIOR STUDS AT 6-0" ON CENTER SHEATHED WITH <br />29 GAGE U-PANELS ON ONE SIDE. ON OPPOSITE SIDE, INSTALL <br />(2) TYPICAL <br />CONTINUOUS 20 GAGE HAT CHANNELS AT MID POINT OF SPAN. <br />INTERIOR STUDS <br />SEE 1A / S4.1 AND 3A / S4.1 FOR WALL CONSTRUCTION. <br />TYPICAL INTERIOR STUDS AT 5'-0" ON CENTER SHEATHED <br />WITH 29 GAGE U-PANELS ON BOTH SIDES. INSTALL 2" x 16 <br />(2) TYPICAL <br />GAGE STRAPS PER DETAIL 3B / S4.1 ABOVE SHEAR PANEL. <br />INTERIOR STUDS <br />SEE 1 A / S4.1 AND 3B/ S4.1 FOR WALL CONSTRUCTION. <br />NOTES: <br />1. 29 GAGE U-PANEL PROPERTIES: Ix (TOP) 0.0151 IN A 4 / FOOT, Ix (BOTTOM) = 0.106 IN A 4 / FOOT <br />20 GAGE HAT CHANNEL PROPERTIES; Ix 0.016 IN A 4/FOOT, AREA = 0. 130 IN A 2 <br />SCHEDULE OF SHEAR WALLS 6 <br />SCALE: NONE \�SO.2 <br />COLUMN FOOTING SCHEDULE <br />MARK <br />(5 <br />(0 <br />31-0" X T-Olf <br />3'-6'f X 31-61 <br />SIZE <br />11-21- <br />V-2" <br />DEPTH <br />(4) #4 BOTTOM <br />(5) #4 BOTTOM <br />EACH WAY <br />EACH WAY <br />REINFORCEMENT <br />,REMARKS <br />SCHEDULE OF COLUMN FOOTINGS r 7 <br />SCALE: NONE � SO.2 <br />COLD -FORMED STEEL CONNECTORS AND FASTENING <br />SYSTEM DESCRIPTIONS AND DEFINITIONS <br />SELF DRILLING SCREWS <br />DRAWING <br />SIZING <br />DEFINITION <br />INFORMATION <br />PROVIDE SCREWS COMPLYING WITH ASTMI C1513 <br />#8 <br />#8 - 18 x Y4" HH1W <br />REFERENCE PUBLICATIONS <br />#10 <br />#10 - 16 x Y4" HHW <br />ICC ESR - 3294 ELCO CONSTRUCTION PRODUCTS <br />ICC ESR - 1976 ITW BUILDEX <br />ICC ESR - 2169 HILTI, INC. <br />#12 <br />#12 -14 x 1" HHW <br />I <br />#14 <br />Y4 - 14 x %" HHW <br />POWDER ACTUATED FASTENERS (PAF) <br />DRAWING <br />SHANK <br />MANUFACTURER'S MODEL <br />MINIMUM <br />REFERENCE <br />SIMPSON <br />HILTI <br />DEFINITION <br />DIAMETER <br />PENETRATION <br />PUBLICATIONS <br />STRONG -TIE <br />0. 157" 0 PAF <br />0. 157" <br />PDP <br />X-U 15 <br />1 Y401 <br />ICC ESR - 2269 HILTI (X-U) <br />ICC ESR - 1663 HILTI (DS) <br />0. 177" 0 PAF <br />0.177" <br />I <br />PDPH <br />I <br />DS <br />I <br />1 Y411 <br />I <br />ICC ESR - 2138 SIMPSON <br />I <br />STRONG -TIE <br />DIAGRAMOF COMPONENTS AND CLADDING WIND PRESSURES r2 <br />DIAGRAMOF COMPONENTS AND CLADDING WIND PRESSURES r4 <br />SCHEDULE <br />SCHEDULE 9 <br />OF COLD FORMED MEMBERS <br />OF COLD FORMED STEEL CONNECTORS <br />SCALE: N.A. �_S 0.2) <br />0.2.") <br />SCALE: N.A. __1\,S _ <br />SCALE: NONE <br />SCALE: NONE �SO.2 <br />TENSION LAP SPLICE IN MASONRY (ININCHES) <br />fm <br />#3 <br />#4 <br />#5 <br />#6 <br />#7 <br />#8 <br />#9 <br />1500 psi <br />18 <br />24 <br />30 <br />36 <br />42 <br />48 <br />54 <br />NOTES: <br />1. IN ACCORDANCE WITH 2017.2 (FBC 2017). <br />2. FOR fy = 60,000 psi UNCOATED. <br />3. MINIMUM MASONRY COVER = 3 <br />411 BRICK LINTEL SCHEDULE <br />OPENING WIDTH <br />STEEL FOR EACH 4" WALL <br />THICKNESS <br />MINIMUM <br />MAXIMUM <br />21-011 <br />L 3Y2 x 3 xY4 (SLV) <br />2'-l" <br />3'-6" <br />L 3Y2 x 3 xY4 (SLV) <br />31-7t' <br />51-0" <br />L 3Y2 x 3 xY4 (SLV) <br />51-l" <br />6-611 <br />L 4 x 3Y2xY4 (LLV) <br />61-71' <br />81-011 <br />L 5 x 3XXX (LLV) <br />8f-iff <br />101-011 <br />L 6 x 3 Y2 X V16 (LLV) <br />10--l" <br />12'-0" <br />L 7 x 4 x Y8 (LLV) <br />NOTES: <br />1. MINIMUM BEARING FOR LINTELS = 8" EACH END. <br />2. DO NOT USE THIS SCHEDULE IF A LOAD OTHER THAN THE BRICK <br />LOAD IS IMPOSED ON THE LINTEL. <br />TABLE OF MASONRY REINFORCEMENT LAP SPLICE rio SCHEDULE <br />SCALE: NONE V0.2,� SCALE: NONE <br />OF BRICK LINTELS ( 11 <br />� SO.2 <br />STEEL COLUMN SCHEDULE <br />MARK <br />8 <br />G <br />G <br />G <br />PARAPET <br />ROOF <br />fD <br />X <br />X <br />W <br />(0 <br />X <br />X <br />X <br />C.0 <br />co <br />Cj) <br />(0 <br />U) <br />cl) <br />SECOND FLOOR <br />21V <br />M <br />X <br />14, <br />X <br />11, <br />X <br />11, <br />X <br />11, <br />U) <br />U) <br />U) <br />1 <br />FIRST FLOOR/FOUND. <br />BASE PLATE <br />Y4 X 12 x V-0 <br />Y4 x 12 x 1'-0 <br />Y4 x 12 x 1'-0 <br />Y4 X 12 x V-0 <br />(4) Y4" 0 EPDXY <br />(4) Y4" 0 EPDXY <br />(4) 3/4" 0 EPDXY <br />(4) Y4" 0 EPDXY <br />ANCHORS WITH 9" <br />ANCHORS WITH 9" <br />ANCHORS WITH 9" <br />ANCHORS WITH 9" <br />MIN. EMBEDMENT, <br />MIN. EMBEDMENT, <br />MIN. EMBEDMENT, <br />MIN. EMBEDMENT, <br />ANCHOR RODS <br />U.N.O. <br />U.N.O. <br />U.N.O. <br />U.N.O. <br />.REMARKS <br />NOTES: <br />1. SEE DETAIL 5 / S2.1 AND 6 / S2.1 FOR TYPICAL COLUMN BASE PLATE LAYOUT AND <br />ANCHOR ROD INFORMATION. <br />2. SEE 10 / S2.1 FOR BASE PLATE ON PILASTER. <br />3. EXTEND COLUMN TO TOP OF PARAPET. <br />SCHEDULEOF STEEL COLUMNS <br />SCALE: NONE \,SO.2,) <br />HEADER SCHEDULE <br />HEADER <br />DESCRIPTION <br />JAMB <br />SILL TRACK <br />NO. OF SCREWS <br />DESIGNATION <br />SEE NOTE 1 <br />EACH END <br />(2) 600 S 250-68 BACK-TO-BACK. <br />(2) TYPICAL <br />- <br />8 <br />DH6 <br />SEE 6 / S4.1 <br />INTERIOR STUDS <br />(2) 800 S 250-97 BACK-TO-BACK. <br />(2) TYPICAL <br />- <br />16 <br />DH8 <br />SEE 6 / S4.1 <br />INTERIOR STUDS <br />(2) 1000 S 250-97 BACK-TO-BACK. <br />(2) TYPICAL <br />- <br />20 <br />DH10 <br />SEE 6 / S4.1 <br />INTERIOR STUDS <br />(2) 1200 S 250-97 BACK-TO-BACK. <br />(2) TYPICAL <br />- <br />24 <br />DH12 <br />SEE 6 / S4.1 <br />INTERIOR STUDS <br />NOTES: <br />1. SEE ARCHITECTURAL DRAWINGS FOR LOCATIONS WHERE SILL IS REQUIRED. <br />SCHEDULE OF STEEL HEADERS r13 <br />SCALE: NONE �SO.2 <br />bennett&pless 10 <br />Experience Structural Expertise <br />Atlanta, Boca Raton, Charlotte, Chattanooga, Orlando <br />1964 - 2019 Celebrating 55 Years <br />of Structural Excellence <br />47 Perimeter Center East, Suite 500 <br />Atlanta, Georgia 30346 <br />Tel. 678 990 8700 Fax. 678 990 8701 <br />Copyright 2019 - Bennett & Pless, Inc. <br />All Rights Reserved <br />B & P Job Number 18161 <br />"o- <br />No.32427 <br />STATE OF It <br />0 R <br />04-03-2019 <br />Lij " <br />U) CLIs Li <br />L L <br />LLJ 0 L'i 5- w D <br />w z _j <br />_j > <br />_j >-,LL) LU Lo Lu < z 'w <br />j LLJ . , < co 0� < Lij <br />z < P w LL U <br />(D _j 0 0 0 <br />Rz <br />Uj �-:j < O� < 0 0- <br />Q D t: 0 w 0 <br /><z 0 9z I Y__ w 0 <br />0 z z <br />z " 0C LD 0 <br />< U LL_ 0 <br />z ww w <br />0 13 2 Fw- zw co I­ <br />z w 6 <br />z >- LIJ LU CL 0� <br />0 0 -,) a',- W' LU <br />- I U <br />< L'i I— ID I- C) 6<E0>M-t w <br />I I (-) 0 U <br />N0wXwwU0zL,L _-jj05iz0w(D <br />w X �- CL X z < F, < Lu X CL <br />CL - LIJ < - E < w <br />U) :r_ a_ Lu w < ouf <br />LU W U of U Lli [-- < <br />of LU O� af < z Of LLI ('0 L: <br />< M CL FI-) 0 0 > � E ox <br />U <br />bb <br />L <br />I I ISSUE: FOR CONSTRUCTION I I <br />PROMCT NUMBER <br />201812 <br />DATE 04-03-2019 <br />I I SHEET NUMBER I I <br />S002 <br />