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Home My WebLink About07040013.3GENERAL (VOTES GENERAL 1. THE STRUCTURAL DESIGN IS IN ACCORDANCE WITH THE INTERNATIONAL BUILDING CODE, 2000 EDITION, AND INDIANA BUILDING CODE AMENDMENTS. 2. THE LOADS THAT HAVE BEEN USED IN THE STRUCTURAL DESIGN INCLUDE THE FOLLOWING: DEAD LOADS AT PATIO ROOF: 20 PSF LIVE LOAD AT PATIO ROOF 20 PSF GROUND SNOW LOAD 20 PSF SNOW LOAD DESIGN DATA: 1. GROUND SNOW LOAD: 20 PSF 2. SNOW EXPOSURE FACTOR C 3. SNOW LOAD IMPORTANCE FACTOR 1.0 4. THERMAL FACTOR 1.0 5. FLAT ROOF SNOW LOAD 20 PSF ALL LIVE LOADS HAVE BEEN REDUCED BASED ON TRIBUTARY AREAS IN ACCORDANCE WITH CODE PROVISIONS AND HAVE BEEN APPLIED TO BOTH ALTERNATE AND ADJACENT SPANS WHERE APPROPRIATE TO DERIVE GOVERNING CONDITIONS. ALLOWABLE STRESSES HAVE BEEN INCREASED BY 1/3 FOR LOADING COMBINATIONS INCLUDING WIND AND SEISMIC WHERE ALLOWED BY CODE. DEAD LOADS HAVE BEEN CALCULATED TO INCLUDE THE ACTUAL WEIGHT OF ALL WORK SHOWN ON THE STRUCTURAL, MECHANICAL, ELECTRICAL AND ARCHITECTURAL DRAWINGS. NO OTHER EQUIPMENT SHALL BE PLACED ON OR HUNG FROM THE ROOF SYSTEM WITHOUT PRIOR WRITTEN APPROVAL OF THE ENGINEER. ROOF- MOUNTED HVAC UNITS SHALL BE PLACED WITHIN THE DESIGNATED AREAS SHOWN ON THE FRAMING PLANS. 3 COMPLETE SHOP DRAWINGS FOR THE STRUCTURAL WORK SHALL BE SUBMITTED TO THE ENGINEER FOR REVIEW PRIOR TO COMMENCEMENT OF CONSTRUCTION, IN ACCORDANCE WITH THE SPECIFICATIONS. SUCH REVIEW BY THE ENGINEER DOES NOT RELIEVE THE CONTRACTOR OF FULL RESPONSIBILITY FOR CORRECT FABRICATION AND CONSTRUCTION OF THE WORK. THE STRUCTURAL ENGINEER SHALL NOT BE RESPONSIBLE FOR MATERIALS PURCHASED PRIOR TO REVIEW OF SHOP DRAWINGS. 4. ANY DEVIATION FROM, ADDITION TO, SUBSTITUTION FOR, OR MODIFICATION TO THE STRUCTURE OR ANY PART OF THE STRUCTURE DETAILED ON THESE DRAWINGS SHALL BE SUBMITTED IN WRITING TO THE ENGINEER FOR REVIEW. SHOP DRAWINGS THAT ARE SUBMITTED FOR REVIEW DO NOT CONSTITUTE "IN- WRITING" UNLESS IT IS CLEARLY NOTED THAT SPECIFIC CHANGES ARE BEING SUGGESTED. 5. THE CONTRACTOR SHALL REFER TO ARCHITECTURAL DRAWINGS FOR ELEVATIONS NOT SHOWN AND FOR EXACT LOCATIONS OF ALL ARCHI- TECTURAL DETAILS. THE CONTRACTOR SHALL COMPARE THE STRUCTURAL AND ARCHITECTURAL DRAWINGS AND REPORT ANY DISCREPANCIES TO THE ENGINEER PRIOR TO COMPLETION OF THE SHOP DRAWINGS. 6. THE CONTRACTOR SHALL VERIFY AND BE RESPONSIBLE FOR ALL DIMENSIONS AND CONDITIONS AT THE SITE AND SHALL NOTIFY THE ENGINEER OF ANY DISCREPANCIES BETWEEN THE ACTUAL CONDITIONS AND INFORMATION SHOWN ON THE DRAWINGS BEFORE PROCEEDING WITH THE WORK. 7. PRINCIPAL OPENINGS ARE SHOWN ON THE STRUCTURAL DRAWINGS. CONTRACTOR SHALL REFER TO ARCHITECTURAL, MECHANICAL AND ELECTRICAL DRAWINGS FOR SLEEVES, CURBS, INSERTS AND OTHER OPENINGS NOT SHOWN. THE CONTRACTOR SHALL PROVIDE FOR ALL OPENINGS, WHETHER SHOWN ON THE STRUCTURAL DRAWINGS OR NOT. SIZE AND LOCATION OF ALL OPENINGS SHALL BE VERIFIED BY THE CONTRACTOR. ANY DEVIATION FROM OPENINGS SHOWN ON THE STRUCTURAL DRAWINGS SHALL BE BROUGHT TO THE ENGINEER'S ATTENTION FOR APPROVAL PRIOR TO CONSTRUCTION. 8. THE STRUCTURAL DRAWINGS ARE NOT TO BE SCALED FOR DETERMINATION OF QUANTITIES, LENGTHS, OR FIT OF MATERIALS. 9. THE STRUCTURAL DRAWINGS AND SPECIFICATIONS REPRESENT THE FINISHED STRUCTURE. THEY DO NOT INDICATE THE METHODS OF CONSTRUCTION UNLESS SO STATED OR NOTED. THE CONTRACTOR SHALL PROVIDE ALL MEASURES NECESSARY TO PROTECT THE WORKMEN AND OTHER PERSONS DURING CONSTRUCTION. 10. THE CONTRACTOR SHALL PROVIDE TEMPORARY ERECTION BRACING AND SHORING OF ALL STRUCTURAL WORK AS REQUIRED FOR STABILITY OF THE STRUCTURE DURING ALL PHASES OF CONSTRUCTION. THE CONTRACTOR SHALL IMMEDIATELY NOTIFY THE ENGINEER OF ANY CONDITION WHICH, IN HIS OPINION, MIGHT ENDANGER THE STABILITY OF THE STRUCTURE OR CAUSE DISTRESS IN THE STRUCTURE. 11. CONSTRUCTION MATERIALS SHALL NOT BE STORED ON FLOORS OR ROOFS IN EXCESS OF THE DESIGN LIVE LOADS WHICH ARE INDICATED ON THE DRAWINGS. IT IS THE CONTRACTOR'S RESPONSIBILITY TO ENFORCE THIS REQUIREMENT. IMPACT SHALL BE AVOIDED WHEN PLACING MATERIALS ON FLOORS OR ROOFS. 12. CONSTRUCTION SEQUENCE SHALL BE COORDINATED BY THE CONTRACTOR AS REQUIRED FOR INSTALLATION OF ALL STRUCTURAL COMPONENTS. 13. FIELD INSPECTION REPORTS SHALL BE SUBMITTED TO THE ENGINEER AS OUTLINED IN THE SPECIFICATIONS. INSPECTIONS SHALL BE PROVIDED BY A QUALIFIED AGENCY HIRED BY THE OWNER. CAST IN PLACE REINFORCED CONCRETE 1. ALL CONCRETE WORK SHALL BE IN ACCORDANCE WITH THE MOST RECENT EDITION OF ACI 318 "BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE ". 2. STEEL REINFORCING BARS SHALL CONFORM TO ASTM A -615, GRADE 60. EXCEPT WELDED REINFORCEMENT SHALL CONFORM TO ASTM A -706. REINFORCE- MENT SHALL NOT BE WELDED UNLESS SHOWN ON THE DRAWINGS. 3. ALL CONCRETE SHALL UTILIZE NORMAL WEIGHT AGGREGATE UNLESS NOTED OTHERWISE. 4. MIXES SHALL BE DESIGNED TO PROVIDE CONCRETE WITH A 28 DAY COMPRESSIVE STRENGTH OF 4500 PSI AND A MAXIMUM WATER:CEMENT RATIO OF 0.45. 5. ALL EXTERIOR CONCRETE SHALL BE AIR - ENTRAINED. AIR CONTENT SHALL BE 3%-6%. INTERIOR SLABS SHALL NOT HAVE AIR - ENTRAINMENT. 6. CONCRETE SLUMPS SHALL BE AS FOLLOWS: CONCRETE CONTAINING SUPERPLASTICIZER 8" MAX. ALL OTHER CONCRETE 3 " -5" CONCRETE SLUMPS GIVEN ARE AT THE POINT OF PLACEMENT. 7. THE TESTING LABORATORY SHALL BE NOTIFIED AFTER THE MILD STEEL REINFORCEMENT AND EMBEDS ARE POSITIONED PRIOR TO EACH CONCRETE PLACEMENT. NO CONCRETE SHALL BE PLACED UNTIL THESE ITEMS ARE CHECKED AND APPROVED BY THE TESTING LABRATORY. STEEL 1. STRUCTURAL STEEL SHALL BE NEW STEEL AND SHALL CONFORM TO THE A.1-S.C. "SPECIFICATION FOR THE DESIGN, FABRICATION AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS." 2. ALL STEEL SHALL CONFORM TO ASTM A -36, U.N.O. 3. ALL STRUCTURAL STEEL CONNECTIONS AND DETAILS SHALL CONFORM TO THE A.I.S.C. "CODE OF STANDARD PRACTICE FOR STEEL, BUILDINGS AND BRIDGES." 4. WELDED CONSTRUCTION SHALL CONFORM TO AWS D -1.1, "STRUCTURAL WELDING CODE." WELDING PROCESSES AND OPERATORS SHALL BE QUALIFIED IN ACCORDANCE WITH AWS "STANDARD QUALIFICATIONS PROCEDURE." ELECTRODES FOR FIELD AND SHOP WELDS SHALL BE E70XX, U.N.O. 5.STEEL MEMBERS SHALL NOT BE SPLICED EXCEPT AS SHOWN ON THE DRAWINGS. WOOD CONSTRUCTION 1. PREPARATION, FABRICATION, AND INSTALLATION OF WOOD MEMBERS AND FASTENING SHALL CONFORM TO ACCEPTED ENGINEERING PRACTICES AND TO THE REQUIREMENTS OF THE BUILDING CODE. WORK SHALL BE PERFORMED BY EXPERIENCED FABRICATORS. 2. WOOD FRAMING MATERIALS: A. ALL WOOD FRAMING SHALL BE NO. 2 DOUGLAS -FIR OR NO. 2 SOUTHERN PINE WITH A MINIMUM ALLOWABLE BENDING Fb =900 PSI AND A MINIMUM ALLOWABLE SHEAR Fv =90 PSI. 3. CONNECTIONS: A. THE FRAMING CONTRACTOR SHALL FURNISH ALL HARDWARE REQUIRED TO MAKE CONNECTIONS BETWEEN VARIOUS ELEMENTS. B. ALL CONNECTIONS NOT SPECIFICALLY DETAILED SHALL UTILIZE JOIST HANGERS, BEAM HANGERS, CONNECTORS, COLUMN BASES, ETC. THIS HARDWARE SHALL BE MANUFACTURED BY SIMPSON COMPANY AND SHALL BE SELECTED AND INSTALLED ACCORDING TO MANUFACTURER'S RECOMMENDATIONS. C. ALL BOLTED CONNECTIONS SHALL HAVE WASHERS AT BOLT HEAD AS WELL AS AT THE NUT. D. FASTENERS AND CONNECTORS IN CONTACT WITH PRESSURE TREATED WOOD SHALL BE STAINLESS STEEL (TYPE 316L), HOT- DIPPED GALVANIZED (G185 HDG PER ASTM A653), BATCH /POST HOT -DIP GALVANIZED (PER ASTM A123 FOR CONNECTORS AND ASTM A153 FOR FASTENERS), OR MECHANICALLY GALVANIZED (PER ASTM 8695, CLASS 55 OR GREATER). CONNECTORS AND FASTENERS SHALL BE MADE OF THE SAME MATERIAL (EITHER STAINLESS STEEL OR HOT -DIP GALVANIZED). E. ALL NAILS CALLED OUT ON PLANS SHALL BE "COMMON NAILS ", UNLESS NOTED OTHERWISE. 8d: 0.131" x 2.50" 12d: 0.148" x 3.25" 10d: 0.148" x 3.00" 16d: 0.162" x 3.50" 2x BLOCKING COPED TO MATCH SLOPE - 2 -4x12 CEDAR MEMBERS CL OF COL., GLIB & STOREFRONT EXIST. 8 1/2"x15" GLB (VERIFY) IF NOT PRESENT PROVIDE MIN_ 2 -2x12 NO. 2 SOUTHERN YELLOW PINE I\ ##4 ® 24" O.C. GRADE REF. ARCH. CO�z II- o- J v 0 cV REINF. FTG. w/ 2 - #5 CONT. & #4 ® 18" Q.C. I. SECTION 1 SCALE: 3/4 " =1' -0" CONCENTRATED LOAD BTWN. PANEL POINTS /nnn H nn nor A Trn\ STOREFRONT REF. ARCH. STONE CAP REF. ARCH. 8" CMU WALL FULLY GROUT ALL CELLS EXIST. SLAB ON GRADE- EACH SIDE GRE TER HAN R = " CONCENTRATED LOAD IF BTWN. PANEL POINTS (200## OR GREATER) PANEL POINT REINFORCING AT JOIST TYPICAL SECTION. SCALE: 3/4"=11'-O" POINT LOAD BRACE- REF SECTION 3/S1.0 ADD 1 1/2" THICK W000 I FOR RO oATIONS REFER TO I BLOCKING UNDER UNIT ROOF PLAN CURBS AT JOISTS, VERIFY I I CURBS OR UNIT RUNNERS SPAN JOIST TO JOIST L-r" ----- - - - - -n JOIST REINF. AT CURB SUPPORT REF. 2/S1.0 - 1/4- GUSSET PL I � II � EXIST. FRAMING 1/2" DIA. x L/2 ROD ® SPAN - CENTER T. & B. EA. SIDE. REINFORCING AT JOIST SCALE: 3/4 " =1' -0' NOTE: SHORE JOIST PRIOR TO WELDING. 3/16 L3x3x3/16 CONT. REQ'D. AROUND OPENING 6 V �- L5x3x1 /4 (LLV) BTWN. STL. JOIST OR STL. BEAM ® 5' -0" O.C. MAX. (FLUSH w/ BOTTOM OF DECK) EXISTING STL. JOIST ROOF OPENING FRAME TYPICAL SECTION. SCALE: 3/4 " =1' -0" EXIST. MTL. ROOF DECK z 6" WELD z EA. END Q Q z W U i LiJ U Q LiJ I- Q J U 2 -23 -07 ISSUED FOR PERMIT 12 -7 -06 LANDLORD REVIEW No Date Remarks REVISIONS Drawing Title GENERAL NOTES & DETAIL Job No. Drawn 061472 GF E Date 2/23/07 Sheet No. S1.0 Q,% a n M x �Crqd � a: v • U , Nu m `.1 O 0 1..03 r� SO Y W N N O z N 0 UL c� Ir 4 Ir O Q Q z W U i LiJ U Q LiJ I- Q J U 2 -23 -07 ISSUED FOR PERMIT 12 -7 -06 LANDLORD REVIEW No Date Remarks REVISIONS Drawing Title GENERAL NOTES & DETAIL Job No. Drawn 061472 GF E Date 2/23/07 Sheet No. S1.0