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Home My WebLink About18d PLAN NOTES: z 1 2 3 1. SEE DRAWINGS S2.1 THROUGH S2.2 FOR TYPICAL STEEL FRAMING DETAILS. Luw TYPICAL DETAILS MAY NOT BE CUT ON PLANS BUT APPLY UNLESS OTHERWISE NOTED. - REQUIRED INSPECTIONS FREQUENCY REFERENCE 1. MATERIAL VERIFICATION OF THE HIGH STRENGTH BOLTS, NUTS, AND WASHERS A. IDENTIFICATION MARKINGS TO CONFORM PERIODIC AISC 360, SEC. A3.3 TO ASTM STANDARDS SPECIFIED IN THE APPROVED CONSTRUCTION DOCUMENTS B. MANUFACTURER'S CERTIFICATE OF PERIODIC -- COMPLIANCE 2. HIGH STRENGTH BOLTING A. BEARING TYPE CONNECTIONS PERIODIC AISC 360, SEC. M2.5 IBC 1704.3.3 B. SUP CRITICAL CONNECTIONS CONTINUOUS 3. MATERIAL VERIFICATION OF STRUCTURAL STEEL A. MATERIAL IDENTIFICATION MARKINGS PERIODIC ASTM MOR ASTM A588 IBC 1708.4 B. CERTIFIED MILL TEST REPORTS PERIODIC 4. MATERIAL VERIFICATION OF WELD FILLER MATERIAL A. CONFORMANCE TO AWS SPECIFICATION PERIODIC AISC 360, SECTIONS AS SPECIFIED IN THE APPROVED PLANS A3.5 AND A3.6 AND SPECIFICATIONS B. MANUFACTURER'S CERTIFICATE OF PERIODIC -- COMPLIANCE 5a. WELDING OF STRUCTURAL STEEL IBC 1704.3.1 A. COMPLETE AND PARTIAL PENETRATION CONTINUOUS AWS D1.1 GROVE WELDS B. MULTI -PASS FILLET WELDS CONTINUOUS AWS D1.1 C. SINGLE -PASS FILLET WELDS PERIODIC AWS D1.1 D. FLOOR AND ROOF DECK WELDS PERIODIC AWS D1.3 5b. WELDING OF REINFORCING STEEL IBC 1903.5.2 A. VERIFICATION OF WELDABILITY OF PERIODIC AWS D1.4, REINFORCING STEEL ACI 3.18 SEC 3.5.2 B. SHEAR REINFORCEMENT CONTINUOUS C. OTHER REINFORCEMENT PERIODIC 6. STEEL FRAME JOINT DETAILS A. DETAILS AT BRACES AND STIFFENER PLATES PERIODIC APPROVED REINFORCING STEEL CONSTRUCTION DOCUMENTS IBC 1704.3.2 B. MEMBER LOCATIONS PERIODIC C. APPLICATION OF JOINT DETAILS AT PERIODIC EACH CONNECTION THE INTERNATIONAL BUILDING CODE REQUIRES A SPECIAL INSPECTOR TO OBSERVE THE WORK ASSIGNED FOR THE CONFORMANCE TO THE APPROVED DESIGN DRAWINGS AND THE PROJECT MANUAL. THE SERVICES OF A CERTIFIED SPECIAL INSPECTOR SHALL BE MAINTAINED DURING CONSTRUCTION ON THE TYPES OF WORK LISTED O 1. STEEL FLOOR DECK SHALL BE 1 1/2- DEEP GALVANIZED RIBBED COMPOSITE STEEL DECKING, 22 GAGE CONFORMING TO THE STEEL DECK INSTITUTE (THREE OR MORE SPAN LOADING CONDITIONS). TYPICAL ALL FLOOR AREAS UNLESS OTHERWISE NOTED. 2. STRUCTURAL STEEL SHALL BE AS FOLLOWS EXCEPT AS OTHERWISE NOTED: STRUCTURAL SHAPES - ASTM A572 OR A992 (Fy = 50 KSI) STRUCTURAL TUBES - ASTM A500 (Fy = 46 KSI) GRADE B Z STRUCTURAL ANGLES AND PLATES - ASTM A36 (Fy = 36 KSI) `\\\`��►I*I�►,,,��/,, ANCHOR BOLTS - ASTM F1554 GRADE 36 ....../ 3. FIELD CONNECTIONS SHALL BE BOLTED WITH 3/4" DIA, ASTM A325 BOLTS (PROVIDE STD HOLES) EXCEPT AS o ?� OTHERWISE NOTED AND WHERE WELDING IS INDICATED ON THE DRAWINGS AND IN THE PROJECT MANUAL USE BEARING -TYPE CONNECTIONS WITH THREADS IN THE SHEAR PLANE AND SNUG TIGHT. (USE g SUP -CRITICAL CONNECTION IF LONG SLOTTED HOLES ARE USED) V ' 4. STRUCTURAL STEEL SHALL BE DETAILED, FABRICATED AND ERECTED IN ACCORDANCE WITH THE AMERICAN INSTITUTE OF STEEL CONSTRUCTION'S "CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGES" AND THE PROJECT MANUAL. SEE PROJECT MANUAL FOR SHOP DRAWING REQUIREMENTS. v 5. FABRICATE AND ERECT ALL STRUCTURAL STEEL WITH RESIDUAL MILL CAMBER UPWARDS. 6. ALL MASONRY WALLS SHALL BE ANCHORED TO STEEL COLUMNS WITH FLEXIBLE TIES. SEE THE PROJECT MANUAL X co 7 10k W12x16 10k� INDICATES THAT THE W12x16 BEAM IS LEVEL WITH THE TOP FLANGE AT W J (110'-8 1/2' ELEVATION 110'-8 1/2" WITH A 10 KIP REACTf0N AT EACH END. N 0 8. ALL STRUCTURAL ELEVATIONS ARE BASED ON THE TOP SURFACE OF THE FINISHED FLOOR BEING EL 100'-0". O Q LIJ = Z Q U O Q W 2 C1) a U >_ Z 1 STRUCTURAL STEEL NOTES J Z Q � O J J LU W 1. PREFABRICATED WOOD TRUSSES SHALL BE DESIGNED TO SUPPORT SELF WEIGHT PLUS LIVE AND O J SUPERIMPOSED DEAD LOADS INDICATED ON THE PLANS. CONTRACTOR SHALL SUBMIT SHOP DRAWINGS Im AND DESIGN CALCULATIONS SEALED BY AN INDIANA REGISTERED ENGINEER FOR REVIEW PRIOR TO Z Q MANUFACTURE. SEE PROJECT MANUAL FOR SUBMITTAL REQUIREMENTS. W V W I S2.2 S2.2 I I 2 MANUFACTURERS RECOMMENDATIONS. REQUIREMENTS SHALL BE IN ACCORDANCE WITH �d O Q IV3. PREFABRICATED WOOD TRUSSES SHALL BE DESIGNED IN ACCORDANCE WITH THE FOLLOWING CODES: NATIONAL DESIGN SPECIFICATIONS FOR WOOD CONSTRUCTION DESIGN SPECIFICATIONS FOR LIGHT METAL PLATE CONNECTED WOOD TRUSSES OF THE TRUSS PLATE INSTITUTE. 4. ALL TRUSS EXTENDED ENDS SHALL BE DESIGNED TO CARRY THE ALLOWABLE MANDATORY INSPECTION FOR UNIFORM LOAD FOR THAT TRUSS, UNLESS OTHERWISE NOTED. FLOOR FRAMING PLAN 4 STRUCTURAL STEEL CONSTRUCTIONE 5. TRUSSES INDICATED ON THE PLANS AND BUILDING SECTIONS ARE CONCEPTUAL 1/8" = 1'-0" TRUSS MANUFACTURER SHALL DESIGN AND DIMENSION TRUSSES TO ACHIEVE THE PROFILES AS INDICATED. TRUSS SUPPLIER SHALL BE RESPONSIBLE FOR DIMENSIONS, 0 SPACING AND SPECIAL CONNECTIONS REQUIRED AND INDICATE SUCH ON THE SHOP w V - 2 T DRAWINGS. • " " " WOOD TRUSS PLAN NOTES: INTERMEDIATE NAILING 6. PLYWOOD ROOF SHEATHING SHALL BE APA RATED SHEATHING WITH EXTERIOR GLUE LAY UP -8 22 -0 24 -8 -8 SEE 2-S2.1 PLYWOOD WITH FACE GRAIN PERPENDICULAR TO SUPPORTS AND STAGGER JOINTS. ALL NAILING, I 1. SEE THIS SHEET FOR GENERAL WOOD TRUSS NOTES COMMON NAILS. ALL PLYWOOD SHALL BE OF THE FOLLOWING NOMINAL THICKNESS, SPAN/INDEX .� EDGE NAILING RATIO AND SHALL BE NAILED AS FOLLOWS UNLESS NOTED OTHERWISE: 1'-7 5/8" 1'-8 3/8" I 2 1 I 2. ALL TRUSSES TO BE ANCHORED AT BEARING LOCATIONS INTERMEDIATE • 4 SPA AT 4 SPA AT I A5.1 A5.1 I WITH SIMPSON STRONG TIE H3 (OR EQ.) HURRICANE TIES 4'- " 24" = 8'-0" '-8" = 6'-8" TRUSS SPACINNG -0" �E THICKNESS SPANfINDEX EDGE NAILING NAILING 13 SPACES ®24 26 0 3. INTERNAL TRUSS CONFIGURATIONS MAY VARY AS LONG AS ROOF 5/8" 32/16 8d AT 6" O.C. 8d AT 12" O.C. I I OUT TO OUT DIMENSIONS ARE MAINTAINED 3 4. MAX TRUSS SPACING = 24" O.C. LION o I I o ( ) 5/8" PLYWOOD SHEATHING 7. ALL STRUCTURAL THE MAIN ENTRANCE A11ONS ARE EING EL ,ppp ON THE TOP SURFACE OF THE FINISHED FLOOR AT 5. LIVE LOAD DEFL < SPAN/360 (ROOF- NAIL ONLY) TOTAL LOAD DEFL S SPAN/240 8. CUTTING OR DRILLING OF ANY OF TRUSS MEMBER IS NOT PERMITTED WITHOUT PRIOR M I 6. SEE PROJECT MANUAL FOR ALL TRUSS AND PLYWOOD REQUIREMENTS APPROVAL OF THE ARCHITECT. 1 7. APPLIED LOADS • . 9. SEE PROJECT MANUAL FOR SUBMITTAL REQUIREMENTS FOR PLYWOOD. - - - BTOP CHORD . LIVE LOAD = 25 PSF01 _ DEAD LOAD = 12 PSF v BOT CHORD N = I I I , LIVE LOAD = 10 PSF 2 TRUSS NOTES 2 A5.1 SIM DEAD LOAD = 15 PSF PREFAB WOOD ROOF TRUSS A5.1 8. WIND AND SEISMIC LOADS - PER INDIANA BUILDING CODE REQUIREMENTS 1 eq i t N cn to (n cn (n N ' . 00 I M MS M M M I to I Z _ _ II_ _ _ _ _ _ _ _ _ DESIGNED IN ACCORDANCE WITH THE INTERNATIONAL BUILDING CODE - 2008 5 PLYWOOD ATTACHMENT LAYOUT - a a N SNOW LOAD DESIGN DATA N cn �, ROOF LOADS SEE PLAN D ,n I 4 12 w 4 4 1 w I ® 3/4" = 1'-0" SNOW LOAD (Pg) - 20 PSF a LK a FLOOR LOADS GENERAL FIAT ROOF (Pf) - 20 PSF - - a COMPOSITE SLAB (41 39 PSF SNOW EXPOSURE FACTOR FA e) R �s0 - 1 � (n <z v, SNOW LOAD IMPORTANCE CTO () 1 o <n I s 1 I N TYPICAL EDGE SUPPORTS: FLOOR COVERING 2 PSF THERMAL FACTOR (Ct) - 1.0 N N N En fn N N 2 BUTT UNITS AT 1. ANGLE AT ADJACENT WALL TOTAL DEAD LOAD ON DECK 47 PSF ROOF SLOPE FACTOR (Cs) - 1.0 { I: 32 I END SUPPORTS SLOPED ROOF SNOW LOAD (Ps) - 25 PSF `f`` 2. ANGLE OR BENT PLATE AT EAVE JOISTS/BEAMS 4 PSF F CEILING AND LIGHTS 2 PSF I. r` MECHANICAL/ELECTRICAL 5 PSF WIND LOAD DESIGN DATA (� G SPRINKLER 2 PSF o _ 5/8" DIA PUDDLE WELDS _ __ BASIC WIND LOAD (V3s) - 90 MPH J N 1 AT 24" C TO C (TYP AT EQUIPMENT WIND LOAD IMPORTANCE FACTOR (Iw) - 1.15 .� o Z SIM A5.1 I EDGE SUPPORTS) WIND LOAD EXPOSURE - 00 B Cl �' I I I ' TOTAL DEAD LOAD ON FRAMING 55 PSF INTERNAL PRESSURE COEFFICIENT (GCPi) - 0.18 Lu N -S� EARTHQUAKE DESIGN DATA COMPONENTS AND CLADDING DESIGN WIND PRESSURE �+ O FTc��QQO �F 5/8" DIA PUDDLE WELDS SEISMIC USE GROUP -III VARIES WITH HEIGHT N co �'° AT 12 C TO 36 4 Q Z W r ( /) SEISMIC IMPORTANCE FACTOR (le) - 1.25 (TYP AT ALL SUPPORTS) SPECTRAL RESPONSE COEFFICIENTS Ss - .20 LIVE LOADS Z _ - _y ��,� SPECTRAL RESPONSE COEFFICIENTS S, - .08 GENERAL - - - - I ' \'Q 0 SPECTRAL RESPONSE COEFFICIENTS Sm - .14 STAIRS 100 PSF y v c I I S f SEISMIC RESPONSE COEFFICIENT (Cs) Z I N0. 12 SELF -TAPPING ) - .09 �c, SITE CLASS - C (ITYP�EASCORNER) I 1 I NO. AT 24" C TO ,,��.� " SEISMIC DESIGN CATEGORY - B Q A5.1 (TYP AT SIDE LAPS) \\,�" QOR - RESPONSE MODIFICATION FACTOR (R) - 3.5 a T I SVQ BASIC STRUCTURAL SYSTEM AND SEISMIC RESISTING SYSTEM I INTERMEDIATE REINFORCED MASONRY SHEAR WALLS NOTES: (BUILDING FRAME SYSTEM) z N NOTE: 1. DECK TO HAVE 36" NET COVERAGEDESIGN BASE SHEAR (V) - .09W CDm /Q ANALYSIS PROCEDURE UTILIZED WHERE NO DETAILS ARE SHOWN, CONSTRUCTION SHALL CONFORM TO SIMILAR WORK S� EQUIVALENT LATERAL FORCE PROCEDURE Q Z ON THE PROJECT. THE CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFICATION OF 2. N0. 12 SELF -TAPPING SCREWS MAY BE SUBSTITUTED39 ALL DIMENSIONS AND DETAILS WITH THE ARCHITECTURAL DRAWINGS PRIOR TO IN LIEU OF PUDDLE WELDS LL C CONSTRUCTION. RESOLVE ANY DISCREPANCIES WITH THE ARCHITECT PRIOR TO FABRICATION OR INSTALLATION. TYPICAL DETAILS MAY NOT NECESSARILY BE CUT ON ROOF FRAMING PLAN THE PLANS BUT APPLY UNLESS OTHERWISE NOTED. WHERE DISCREPANCIES OCCUR 6 TYP COMP FLOOR DECK ATTACHMENT 3 DESIGN DATA CHERRY TREE SOFIMi COMPLEX RENOVATIONS 1/8" = 1'-0" REQ REMENTN HE SHALL GOVERN., AND THE PROJECT MANUAL, THE GREATER NTS 208032.00.00