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1. WITH EACH APPLICABLE JOB, SHOP DRAWINGS SHALL BE PREPARED AND CERTIFIED BY A LICENSED ENGINEER EXPERIENCED WITH CURFAIN WALL DESIGN. 2. THE RESPONSIBLE ENGINEER SHALL DESIGN THE WALL SYSTEM SEPARATELY FOR EACH JOB & CONFIRM THAT ALL CONDITIONS STATED HERE -IN HAVE BEEN CONSIDERED AND ADHERED TO IN THAT DESIGN. & IN HIS/HER DESIGN, THE RESPONSIBLE ENGINEER SHALL VERIFY THE INTEGRITY OF ALL CONNECTIONS AND FRAMING MEMBERS & SHALL TAKE RILL RESPONSIBILITY FOR THE INTEGRITY OF THE SYSTEM DESIGN AS A WHOLE WHILE NOT ALLOWING THE CONDITIONS STATED HERE -IN TO BE EXCEEDED. ALLOWABLE SUPPORT REACTIONS AND VERTICAL FRAMING MEMBER BENDING MOMENTS SHALL NOT EXCEED THOSE STATED IN THE TABLES ON THIS SHEET, REGARDLESS OF JOB DESIGN 4. THE CURTAIN WALL DESIGN ENGINEER SHALL CONSIDER ALL APPLICABLE REACTION LOADS IN HIS/HER DESIGN WHILE NOT ALLOWING THE REACTIONS RESUTUNG FROM WIND LOADS TO EXCEED THOSE SPECIFIED IN THE ANCHOR REACTION LOAD TABLE S THE WORSE CASE OF THE CONDITIONS SPECIFIED IN THIS PRODUCT APPROVAL DRAWING AND THOSE DETERMINED BY THE INDIVIDUAL JOB ENGINEER'S ANALYSIS & DESIGN SHALL CONTROL AS APPLICABLE FOR THE ACTUAL JOB, IL REGARDLESS OF JOB DETERMINED MEMBER STRESS & DEFLECTION CONDITIONS, THE FOLLOWING SHALL APPLY: A REINFORCEMENT TYPE R1 MUST BE PLACED BETWEEN SUPPORTS IN &L VERTICAL INTERMEDIATE FRAME MEMBERS THAT SPAN OVER 114" BETWEEN THEIR SUPPORTS (NOT REQUIRED IF THE UNSUPPORTED SPAN IS 114" OR LESS & THE JOB DESIGN ALLOWS FOR NO REINFORCEMENT). B. IF BETWEEN 2 DOOR UNITS, THE VERTKAL FRAMING MEMBER SHALL BE REINFORCED. REINFORCEMENT SHALL BEGIN MAXIMUM 12- UP FROM THE SILL & EXTEND MINIMUM 12' PAST THE DOOR HEAD FRAME C. ALL VERTICAL INTERMEDIATE FRAMING MEMBERS SHALL BE REINFORCED ACROSS ALL INTERMEDIATE DEAO/WIND LOAD ANCHOR LOCATIONS WITH ONE OF THE REINFORCEMENT TYPES R7, R2 OR R3 AS SPECIFIED IN THE ELEVATION THIS REINFORCEMENT SHALL EXTEND A MINIMUM OF 18" ABOVE & BELOW THE SUPPORT. D: REINFORCEMENT TYPE R4 IS REQUIRED IN ALL VERTICAL CORNER FRAME MEMBERS. IT SHALL BE CONTINUOUS BETWEEN ALL MEMBER SPLICE JOINTS AND EXTEND TO WITHIN 24" OF WALL BASE, 1Y OF A SPLICE & 18. OF THE WALL TOP. 7. REINFORCEMENT IS NOT REQUIRED TO BE CONTINUOUS TOP TO BOTTOM WITHIN THE VERTICAL FRAMING MEMBERS. REINFORCEMENT MAY BE NDN-CONTINUOUS, AS DETERMINED FOR EACH JOB, PROVIDING IT MEETS THE MINIMUM GUIDELINES OF THIS DRAWING. L THIS ELEVATION SHOWS THE 16DO CURTAIN WALL SYSTEM 1 IN A MULTI -STORY APPLICATION. THE NUMBER OF FLOORS WITH WHICH THIS SYSTEM MAY BE USED RANGE FROM TWO(2) TO UNUMITED WITH THE ONLY RESTRICTIONS BEING THE MAXIMUM SPAN BETWEEN FLOORS/SUPPORTS AND THE MAXIMUM D.LO. SIZES SPECIFIED. I. SPLICING OF VERTICAL FRAME MEMBERS MAY OCCUR BETWEEN SUPPORTS AS REQUIRED. LOCATION OF THOSE SPLICES SHALL BE WHERE A BENDING MOMENT OF NEAR ZE100) EXISTS IN THE MEMBER 10. THE MULTI -SPAN ELEVATION SHOWN SHOWS ONE DOOR SECTION. MULTIPLE DOOR SECTIONS MAY OCCUR SIDE -BY SIDE IN ONE WALL SYSTEM PROVIDING ALL REQUIREMENTS WITHIN THIS DRAWING ARE MET AND THE JOB DESIGN ALLOWS FOR THE MULTIPLE DOOR CONDITION. 11. ALTHOUGH A DOOR SECTION IS SHOWN, THAT SECTION MAY EXIST WITH OR WITHOUT A DOOR. 12. THE ELEVATION HERE -IN STOWS T-ANCHORS AT THE BASE OF THE WALL ONLY. THESE ANCHORS MAY ALSO BE USED AT THE TOP OF A WALL IN UEU OF THE WIND/DEAD LOAD ANCHORS SHOWN PROVIDING THE SPAN BETWEEN THE T-ANCHORS AND THE BELOW WIND/DEAD LOAD ANCHORS DOES NOT EXCEED 167 1/2" (SAME SPAN AS AT THE BASE) & THEY ARE INSTALLED THE SAME AS SHOWN AT THE BASE T-ANCHORS MAY APPLY AT THE TOP END OF A DOOR JAMB FRAME MEMBER. (1) MAXIMUM ALLOWABLE BENDING MOMENTS IN VERTICAL FRAMING MEMBERS (FOR USE WITH MULTI -SPAN CURTAIN WALL) (2) (3) MAXIMUM VERTICAL MEMBER ALLOWABLE BENDING MOMENT (POS & NEG) INTERMEDIATE MEMBER WITH NO REINFORCEMENT 61934 IN -LB INTERMEDIATE MEMBER WITH REINFORCEMENT 'R1' 84610 IN -LB INTERMEDIATE MEMBER WITH REINFORCEMENT "R2" 115852 IN -LB INTERMEDIATE MEMBER WITH REINFORCEMENT "R3" 133705 IN -LB INTERMEDIATE MEMBER WITH REINFORCEMENT 'R4" 150418 IN -LB CORNER MEMBER WITH REINFORCEMENT "R5" 4)141377 IN -LB NOTES: (1) THE VALUES IS THIS TABLE ARE APPLICABLE TO THE JOB REQUIRED DESIGN OF THE MULTI -SPAN WALL SYSTEM & NEED NOT BE CONSIDERED WITH SINGLE SPAN WALLS. ALL SINGLE SPAN MEMBER & REINFORCEMENT CONDITIONS SHALL BE AS SPECIFICALLY SPECIFIED IN THE SINGLE SPAN ELEVATIONS. (2) FOR DESCRIPTIONS OF REINFORCEMENTS, SEE THE "VERTICAL MEMBER REINFORCEMENT LEGEND'. (3) ALL VALUES ARE BASED ON THE WORSE CASE OF TESTED MOMENT AND ALLOWABLE MOMENT. (4) MOMENT VALUE SHOWN FOR THE CORNER MULLION IS DUE TO THE RESULTANT LOAD IN THE PLANE OF THE MULLION (LOAD FROM BOTH SIDES COMBINED INTO A RESULTANT). FOR SINGLE SIDE LOAD, THE ALLOWABLE MOMENT SHALL NOT EXCEED 70688 IN -LB. IN THAT DIRECTION (LOAD VECTOR 45 DEGREES TO MULLION ANGLE). ANCHOR REACTION LOAD CAPACITY (MULTI -SPAN CURTAIN WALL) ANCHOR ANCHOR (1)MAXIMUM SYMBOL DESCRIPTION ALLOWABLE REACTION LOAD ES ISTANDARD WIND LOAD ANCHOR 8980 LBS ® CORNER WIND LOAD ANCHOR (2) 5967 LBS m STANDARD DEAD LOAD ANCHOR 8980 LBS ® CORNER DEAD LOAD ANCHOR (2) 5967 LBS STANDARD T-ANCHOR 3152 LBS CORNER T-ANCHOR (2) 1789 LBS DOOR JAMB U-ANCHOR 2694 LBS MilIF-ANCHOR (FRAME MEMBER ENDS) 1131 LBS (1) MAXIMUM ALLOWABLE REACTION LOADS SHOWN CONSIDER REACTIONS FROM WIND LOADS ONLY & APPLY TO BOTH POSITIVE & NEGATIVE WIND DIRECTIONS. IN ADDITION TO WIND LOADS, THE CURTAIN WALL DESIGN ENGINEER OF RECORD FOR EACH PROJECT SHALL ALSO CONSIDER OTHER APPLICABLE LOADS SUCH AS, BUT POSSIBLY NOT LIMITED TO, DEAD LOADS FROM THE CURTAIN WALL WEIGHT. (2) REACTION LOAD SHOWN FOR THE CORNER ANCHORS IS THE RESULTANT LOAD IN THE PLANE OF THE MULLION (LOAD FROM BOTH SIDES COMBINED INTO A RESULTANT). FOR EITHER SIDE LOAD, THE ALLOWABLE REACTION LOAD SHALL NOT EXCEED 4220 LB. FROM EITHER SIDE FOR THE WIND & DEAD LOAD ANCHORS NOR 1265 LBS FROM EITHER SIDE FOR THE T-ANCHOR. OPENING TYPE FRAME/CUP TO OPENING MINIMUM MINIMUM I[ —,- (SUBSTRATE) I FASTENER TYPE I EMBED EDGE DIST. IM F-PERIMETER ANCHOR SCREWS 11RI MIN. 1/8' THK I MIN. 3000 PSI CONCRETE 1 (1) 3/8" CONCRETE SCREW ANCHOR 12 1/2" 1 2 1/2" II 3/8"-16 430 SS HCMS OR GR. 5 CS THREAD FULL 3/4- FORMING SCREW 3/8- GR. 5 CS OR 316 SS BOLT WITH LOCK FULL 3/4- MIN. 1/4' THK A36 STEEL WASHER & NUT 1/2'-13 300 SS HCMS OR GR. 5 CS THREAD FULL 1. FORMING SCREW 1/2" GR. 5 CS OR 316 SS BOLT WITH LOCK FULL 1" WASHER & NUT (1) 3/8" & 1/2" CONCRETE SCREWS SHALL BE SIMPSON STRONG -TIE TITAN HD SCREW ANCHOR (GALVANVED STEEL). (2) MINIMUM CONCRETE SLAB THICKNESS FOR PLACEMENT OF 'T' & "U' ANCHORS IS 7'. MAXIMUM ALLOWABLE DESIGN PRESSURE (MULTI -SPAN CURTAIN WALL) ..Lan -On DCG WNABLE GLASS DESIGN PRESSURE TABLE ON SHEET 1 PRESSURE RESD8C110NS THE LESSER OF THE PRESSURE ON THE FRAMING SYSTEM AND THAT OF THE dU N 2 z0 m (/1 L) a NINFORMATION ON OTE: THIS SHEET APPLIES TO s ELEVATIONS ON SHEET 3 a w.OR ONLY. U�mz 3); o OPTION 1: USE THE TECHNICAL INFORMATION SPECIFIED ON THIS SHEET FOR AN EXACT APPROACH TO DESIGN THE CURTAIN WALL FRAMING WHILE BEING REQUIRED TO PROVIDE ENGINEER SIGNED AND SEALED JOB SPECIFIC SHOP DRAWINGS FOR EACH JOB. OPTION 2: USE THE LOAD TABLES ISSUED WITHIN W. W. SCHAEFER ENGINEERING & CONSULTING, PA.'S ADDENDUM W TO CONSERVATIVELY DETERMINE THE REQUIREMENTS FOR THE CURTAIN WALL FRAMING. WITH THIS OPTION, SIGNED AND SEALED JOB SPECIFIC SHOP DRAWINGS ARE NOT A REQUIREMENT OF THIS APPROVAL. 0 m w c n 11 OF