1. THE CONTRACTOR SHALL EXAMINE ALL CONTRACT DOCUMENTS, CHECK DIMENSIONS AND REPORT ANY DISCREPANCIES TO THE ENGINEER FOR CLARIFICATION PRIOR TO COMMENCING CONSTRUCTION. DISCREPANCIES NOT REPORTED ARE THE RESPONSIBILITY OF THE CONTRACTOR. CHECK AND VERIFY ALL DIMENSIONS WITH THE ARCHITECTURAL DRAWINGS BEFORE COMMENCING WITH ANY WORK. NOTIFY THE ARCHITECT OF ANY ERRORS OR OMISSIONS. 2. READ STRUCTURAL DRAWINGS IN CONJUNCTION WITH THE ARCHITECTURAL DRAWINGS 3. TEMPORARY SUPPORT AND TEMPORARY AND PERMANENT BRACING OF LOAD BEARING AND NON-LOAD BEARING ELEMENTS DURING CONSTRUCTION TO RESIST DEAD, LIVE AND CONSTRUCTION LOADS IS THE RESPONSIBILITY OF THE CONTRACTOR. DESIGN OF THE TEMPORARY SUPPORTS IS THE RESPONSIBILITY OF THE CONTRACTOR. 4. DO NOT CONSTRUCT FROM THESE DRAWINGS UNLESS MARKED "ISSUED FOR CONSTRUCTION". 5. THE GENERAL CONTRACTOR SHALL PROVIDE SHOP DRAWINGS FOR REVIEW BY THE ENGINEER OF RECORD. ALLOW ADEQUATE TIME FOR REVIEW BY THE ENGINEER OF RECORD PRIOR TO FABRICATION OR ERECTION. SHOP DRAWINGS SHALL BE REVIEWED BY THE GENERAL CONTRACTOR PRIOR TO SUBMISSION FOR REVIEW BY THE ENGINEER OF RECORD. SHOP DRAWINGS SHALL BE SEALED BY A PROFESSIONAL ENGINEER REGISTERED IN THE PROJECT PROVINCE OR STATE OF JURISDICTION. THE SHOP DRAWING ENGINEER SHALL ENSURE THAT THE FABRICATION AND ERECTION OF THESE ELEMENTS ARE IN ACCORDANCE WITH THEIR DESIGN AND THAT THE DESIGN IS IN ACCORDANCE WITH ALL RELEVANT CODES AND REGULATIONS. SHOP DRAWINGS SHALL BE SUPPLIED FOR REVIEW FOR THE FOLLOWING BUT NOT LIMITED TO: * REINFORCING STEEL FOR CONCRETE * STRUCTURAL STEEL SHAPES AND PLATES * TIMBER * ENGINEERED WOOD PRODUCTS 6. ALL DESIGN TO CONFORM TO THE ABC 2006, AND ALL OTHER APPLICABLE CODES AND PRACTICES AND BEST PRACTICES. 7. FIELD REVIEWS : NOTIFY THE ENGINEER 48 HOURS IN ADVANCE FOR FIELD REVIEWS AND APPROVAL OF THE FOLLOWING: * CONCRETE REINFORCEMENT BEFORE EACH CONCRETE POUR * STRUCTURAL STEEL BEFORE COVERING UP * WOOD FRAMING BEFORE COVERING UP 8. DO NOT SCALE FROM THESE DRAWINGS. 9. THE DESIGN HAS BEEN PREPARED BASED ON THE ASSUMPTION THAT THE OWNER AND/OR OPERATOR HAS A SITE SAFETY PLAN IN PLACE TO ADDRESS AND MITIGATE SAFETY HAZARDS, BOTH COMMON AND SPECIFIC TO THIS PROJECT GENERAL ABBREVIATIONS AIFB ASPHALT IMPREGNATED FIBRE BOARD ALT. ALTERNATE ARCH. ARCHITECTURAL B.C.E. BOTTOM CHORD EXTENSION BLL BOTTOM LOWER LAYER BUL BOTTOM UPPER LAYER BM. BEAM BOT. BOTTOM BPO BAR PLACING ORDER BTWN BETWEEN BRG. BEARING CANT. CANTILEVER C.J. CONTROL JOINT CL. CENTER LINE CLR. CLEAR COL. COLUMN CONC. CONCRETE CONT. CONTINUOUS C.P. COMPLETE PENETRATION C/W COMPLETE WITH DET DETAIL D.L. DEAD LOAD D.O. DO OVER (DITTO) DP. DEEP DWG. DRAWING DWLS DOWELS E.E. EACH END E.F. EACH FACE ELEC. ELECTRICAL EL. ELEVATION ELEV. ELEVATION E.S. EACH SIDE E.W. EACH WAY EXIST. EXISTING EX EXTRA EXT. EXTERIOR F.D. FLOOR DRAIN F.S. FAR SIDE FTG FOOTING GALV. GALVANIZED G.L. GRID LINE H.1.E. HOOK ONE END H.2.E. HOOK 2 ENDS H.D.G. HOT DIPPED GALVANIZED HOR. HORIZONTAL HORIZ. HORIZONTAL I.F. INSIDE FACE INT. INTERIOR JT. JOINT LG. LONG L.L. LIVE LOAD LLH LONG LEG HORIZONTAL LLV LONG LEG VERTICAL LSH LONG SIDE HORIZONTAL LSV LONG SIDE VERTICAL L.V. LENGTH VARIES L.W. LONG WAY MAX. MAXIMUM MECH. MECHANICAL MIN. MINIMUM N.I.C. NOT IN CONTRACT N.S. NEAR SIDE N.T.S. NOT TO SCALE O/C ON CENTRE O.F. OUTSIDE FACE OPP. OPPOSITE OWSJ OPEN WEB STEEL JOIST PLA POINT LOAD ABOVE P/T PRESSURE TREATED R.D. ROOF DRAIN REINF. REINFORCING R/W REINFORCED WITH S.D.L. SUPERIMPOSED DEAD LOAD SIM. SIMILAR S.O.G. SLAB ON GRADE STAG. STAGGERED STIR. STIRRUP S.W. SHORT WAY TEMP. TEMPERATURE REINFORCING THK. THICK THRU THROUGH T.J. TIE JOIST TLL TOP LOWER LAYER T.O. TOP OF T.O.C. TOP OF CONCRETE T.O.S. TOP OF STEEL/SLAB TUL TOP UPPER LAYER TYP. TYPICAL T & B TOP AND BOTTOM T & G TONGUE AND GROOVE U.N.O. UNLESS NOTED OTHERWISE U/S UNDERSIDE VERT. VERTICAL WT. WALL THICKNESS W.P. WORK POINT DESIGN CODE : (ABC 2006) IMPORTANCE FACTOR (Is) = 1 ROOF DEAD LOADS: ROOFING , FRAMING & INSULATION --------------------------- 0.47 kPa CEILING, MECHANICAL & ELECTRICAL ------------------------ 0.25 kPa TOTAL DEAD LOADS ------------------------------------------------- 0.72 kPa ENVIRONMENTAL LOADS: DESIGN SNOW LOAD (Ss) ------------------------------------------ 2.00 kPa RAIN LOAD (Sr) --------------------------------------------------------- 0.10 kPa SEISMIC DATA: Sa(0.2) = 0.095 Sa(0.5) = 0.057 Sa(1.0) = 0.026 Sa(2.0) = 0.014 PGA = 0.05 DESIGN DATA STEEL 1. PROVIDE STRUCTURAL STEEL TO CSA/CAN-G40.20/G40.21 OR ASTM STANDARD A 992/ A992M. THE FOLLOWING SHOULD HAVE GRADES MINIMUM OF: * STRUCTURAL SHAPES GRADE 350W * HOLLOW STRUCTURAL SECTIONS GRADE 350W CLASS 'C' * COLUMN BASE PLATES GRADE 300W * MISCELLANEOUS PLATES GRADE 260W * PIPE SECTIONS ASTM A53, 241 MPa WELDING 1. WELDING TO BE METAL ARC WELDING TO CSA W59 BY WELDERS APPROVED BY THE CANADIAN WELDING BUREAU TO REQUIREMENTS OF CSA W47.1. CERTIFICATE TO BE MADE AVAILABLE UPON REQUEST 2. WELD REINFORCEMENT STEEL TO CSA W186. HARDWARE * BOLTS: ASTM A307, A325, A325M, A490, A490M OR F182. * THREADED ROD: ASTM A307 * LAG BOLTS: ASTM A307 * DRIFT PINS: ASTM A307 OR CSA/CAN-G40.21 300W * SCREWS: GRK RSS, SFS INTEC BLUE MAX OR SPAX * WASHERS: MALLEABLE CAST IRON * SPLIT RINGS: 2 1/2"Ø OR 4"Ø AS SPECIFIED * SHEAR PLATES: ASTM A47 GRADE 32510 * STEEL ROD: ASTM A449 OR ASTM A307 CUSTOM HARDWARE 1. FABRICATE TO CAN/CSA S16.01 2. PROVIDE STEEL TO CSA/CAN-G40.20/G40.21 OR ASTM STANDARD A 992/ A992M. THE FOLLOWING SHOULD HAVE GRADES MINIMUM OF; STRUCTURAL SHAPES: 350W HOLLOW STRUCTURAL SECTIONS 350W COLUMN BASE PLATES 300W MISCELLANEOUS PLATE 260W PIPE SECTIONS ASTM A53, 241W 3. HOT DIP GALVANIZE ALL HARDWARE PERMANENTLY EXPOSED TO WEATHER OR WHERE STAINING OF THE TIMBER IS A CONCERN. ALL FINISHES TO CLIENT OR ARCHITECTS SPECIFICATIONS. MATERIAL SPECIFICATIONS 1. FABRICATE AND ERECT STRUCTURAL STEEL TO CSA S16.1. 2. DESIGN OF CONNECTIONS BY STEEL FABRICATOR UNLESS DETAILED ON THE DRAWINGS. USE MIN. 2 BOLTS PER CONNECTION AND DESIGN FOR BEARING CONNECTIONS WITH THREADS INCLUDED IN THE SHEAR PLANE. 3. ANCHOR BOLTS TO ASTM A36 OR A307 UNLESS NOTED. OTHERWISE STRUCTURAL BOLTS AND NUTS TO ASTM A325 OR A325M-89. TIGHTEN ALL BOLTS WITH AN IMPACT WRENCH. 4. PROVIDE A CONTINUOUS 35 MPa GROUT BED BENEATH BASE PLATES AND OTHER CONNECTIONS BEARING ONTO CONCRETE. 5. FRAME OPENINGS IN STEEL DECK GREATER THEN 450mm WITH L90x90x6 MINIMUM. 6. SHOP COAT STEEL SURFACES INTENDED FOR HEATED INTERIOR AREAS WITH ONE COAT OF PRIMER TO CISC/CPMA 1-73A. USE ONE COAT OF CGSB 1-GP-40 PRIMER FOR ALL STEEL SURFACES EXPOSED DIRECTLY TO THE WEATHER AND FOR STEEL IN UNHEATED BUT COVERED AREAS SUCH AS CANOPIES. PRIMERS MAY BE EXCLUDED ONLY WHERE SPRAYED FIREPROOFING IS SPECIFIED OR SPECIFICALLY APPROVED BY THE OWNER AND THE ENGINEER. 7. SUBMIT SHOP DRAWINGS TO THE ENGINEER AND RECEIVE APPROVAL PRIOR TO FABRICATION. SHOW ALL DETAILS, INCLUDING FIELD WELDS, AND MATERIAL SPECIFICATIONS. SHOP DRAWINGS TO BE SEALED BY A PROFESSIONAL ENGINEER FOR DESIGN OF CONNECTIONS. 8. PROVIDE 10mm THICK BEARING STIFFENERS EACH SIDE OF WEB OR TO ONE SIDE OF CHANNEL WEB CENTERED OVER THE SUPPORT WHERE BEAM OR CHANNEL PASSES OVER THE SUPPORT. 9. OPEN WEB STEEL JOIST SEATS TO BE 65mm DEEP WITH 100mm MINIMUM BEARING UNLESS OTHERWISE NOTED. 10. MISCELLANEOUS STEEL NOT DETAILED ON THE DRAWINGS SUCH AS STAIRS, RAILINGS, AWNINGS, AND NON-STRUCTURAL ARCHITECTURAL STEEL SHALL BE DETAILED TO RESIST LOADS AND OTHER EFFECTS TO THE REQUIREMENTS OFTHE GOVERNING BUILDING CODE. 11. WELDING TO BE METAL ARC WELDING TO CSA W59-03 BY WELDERS APPROVED BY THE CANADIAN WELDING BUREAU TO THE REQUIREMENTS OF CSA W47.1. 12. WELD REINFORCEMENT STEEL TO CSA W185. USE WELDABLE REINFORCEMENT TO CSA G30.18 GRADE 400. 13. MINIMUM SIZE OF FIELD WELD, 2mm LESS THAN THE THICKNESS OF THE MATERIAL BUT NOT LESS THAN 6mm. 14. TOUCH UP ALL FIELD WELDS WITH PRIMER AFTER SLAG HAS BEEN REMOVED. 15. OPEN WEB STEEL JOIST (OWSJ) NOTES: * PROVIDE 65mm DEEP JOIST SEAT U.N.O. * PROVIDE A MINIMUM OF 65mm BEARING U.N.O. * SELF WEIGHT OF OWSJ IS INCLUDED IN THE DEAD LOADS SPECIFIED. * T.J. INDICATES A BOTTOM CHORD EXTENSION REQUIRED TO CONNECT TO AN ADJACENT COLUMN. 16. METAL DECK TO BE 38mm PROFILE x 0.762 THK. GALVANISED BUTTON CLINCH SIDE LAPS @400 O.C. 17. FLAME APPLIED GALVANIZING TO BE USED WHERE SHOP GALVANIZING HAS BEEN COMPROMISED. 18. STEEL COLUMNS MAY ONLY BE CALLED UP AT THE BASE OF THE COLUMN AND REFERRED TO AS 'SC' ON PLANS ABOVE. 19. CONTINUOUS COLUMNS TO BE BLOCKED AT ALL FLOOR PENETRATIONS. STRUCTURAL STEEL WIND LOADS: HOURLY WIND PRESSURE (1/50) ---------------------- 0.40 kPa DRAWING LIST S1.0 GENERAL NOTES S2.0 MAIN FLOOR PLAN S2.1 CEILING PLAN S3.0 SECTIONS AND DETAILS Site Class : C (ASSUME) PRODUCT GEOMETRIES MUST MET OR EXCEED THE MINIMUM PROPOSED BY THE STEEL STUD MANUFACTURES ASSOCIATION FOR INDUSTRY STANDARDIZATION. FOR SSMA DESIGNATIONS SEE TABLE BELOW. COLD-FORMED METAL PRODUCT IDENTIFICATION MEMBER SECTION TABLE SSMA IDENTIFICATION FLANGE WIDTH SECTION S-SECTION (STUDS) S137 S162 S200 S250 1 3 8 " 1 5 8 " 2" 2 1 2 " T-SECTION (TRACKS) T125 T200 2 1 4 " 2" MEMBER THICKNESS TABLE MIN. DELIVERED THICKNESS MILS 0.0329" 0.0428" 0.0538" 0.0677" 0.0966" 0.1180" GAUGE 33 43 54 68 97 118 20 18 16 14 12 10 DESIGN THICKNESS 0.0346" 0.0451" 0.0566" 0.0713" 0.1017" 0.1242" S125 2 1 4 " MEMBER DEPTH SSMA IDENTIFICATION 3 5 8 " MEMBER DEPTH (WEB SIZE) TABLE 6" 8" 10" 362 600 800 1000 SSMA PRODUCT IDENTIFICATION 800S162-43 (50ksi) MEMBER DEPTH SHAPE FLANGE WIDTH MIL THICKNESS YIELD STRENGTH (IF GREATER THAN 33ksi) USED STEEL STUDS "SCAFCO" OR APPROVED EQUIVALENT 2 1 2 " 250 3 1 2 " 350 S : STUD OR JOIST T : TRACK U : CHANNEL F : FURRING S2.2 ROOF FRAMING PLAN S3.1 SECTIONS AND DETAILS S3.2 SECTIONS AND DETAILS S3.3 SECTIONS AND DETAILS S1.0 PRIME CONSULTANT 403 229 2037 550 - 110 ninth avenue sw calgary alberta T2P 0T1 TITLE NO ISSUE DATE 1 ISSUE FOR COORDINATION 2015.06.01 2 ISSUED FOR 75% PRICING 2015.06.15 3 ISSUED FOR BUILDING PERMIT 2015.07.27 4 ISSUED FOR TENDER 2015.08.14 REVISED NO REVISION DATE SEAL CLIENT HUDSONS 9120 37 avenue edmonton alberta T6E 5L4 PROJECT HUDSONS: RED DEER MUNICIPAL ADDRESS: 4900 50th street red deer alberta LEGAL ADDRESS: LOT 41 BLOCK 17 PLAN 079 6266 NOTES DO NOT SCALE DRAWINGS. REQUEST VERIFICATION OF DIMENSIONS AS REQUIRED. THIS DRAWING IS TO BE READ IN CONJUNCTION WITH STRUCTURAL, MECHANICAL, ELECTRICAL DRAWINGS AND ANY OTHER CONSULTANT'S DRAWINGS THAT MAY BE APPLICABLE. COPYRIGHT RESERVED. ALL PARTS OF THIS DRAWING ARE THE EXCLUSIVE PROPERTY OF MCKINLEY BURKART ARCHITECTS INC. AND SHALL NOT BE USED OR REPRODUCED WITHOUT THEIR PERMISSION. THIS DRAWING IS NOT TO BE USED FOR CONSTRUCTION UNTIL SO APPROVED. KEY PLAN DRAWING TITLE August 13, 2015 5:08 PM J:\26300\26346 Hudson's Pub\04_Communications\40_Correspondence\2015.08.24\26346_S1.0 General Notes.dwg 48 TH AVENUE 49 TH AVENUE 51ST STREET 52ND STREET GAETZ (50) AVENUE LOT 41 BLOCK 17 PLAN 072 8266 C1: COMMERCIAL CITY CENTRE C1 PS: PUBLIC SERVICE R3 C1 C1 C1 C1 C1 C1 C1 C1 C1 49 TH STREET ROSS (50TH) STREET 53RD STREET 47TH AVENUE DC: DIRECT CONTROL R3: RESIDENTIAL MULTIPLE FAMILY C1 C1 C1 C1 C1 C1 C1 #1, 6325 - 12 St SE, Calgary, AB T2H 2K1 Calgary Office 403 254 0544 DRAWING INFORMATION PROJECT NO 26346 STARTED SCALE NTS DRAWN CT CHECKED TN/KL REVISION SHEET GENERAL NOTES
This document is posted to help you gain knowledge. Please leave a comment to let me know what you think about it! Share it to your friends and learn new things together.
Transcript
1. THE CONTRACTOR SHALL EXAMINE ALL CONTRACT DOCUMENTS,
CHECK DIMENSIONS AND REPORT ANY DISCREPANCIES TO THE
ENGINEER FOR CLARIFICATION PRIOR TO COMMENCING
CONSTRUCTION. DISCREPANCIES NOT REPORTED ARE THE
RESPONSIBILITY OF THE CONTRACTOR. CHECK AND VERIFY ALL
DIMENSIONS WITH THE ARCHITECTURAL DRAWINGS BEFORE
COMMENCING WITH ANY WORK. NOTIFY THE ARCHITECT OF ANY
ERRORS OR OMISSIONS.
2. READ STRUCTURAL DRAWINGS IN CONJUNCTION WITH THE
ARCHITECTURAL DRAWINGS
3. TEMPORARY SUPPORT AND TEMPORARY AND PERMANENT
BRACING OF LOAD BEARING AND NON-LOAD BEARING ELEMENTS
DURING CONSTRUCTION TO RESIST DEAD, LIVE AND
CONSTRUCTION LOADS IS THE RESPONSIBILITY OF THE
CONTRACTOR. DESIGN OF THE TEMPORARY SUPPORTS IS THE
RESPONSIBILITY OF THE CONTRACTOR.
4. DO NOT CONSTRUCT FROM THESE DRAWINGS UNLESS MARKED
"ISSUED FOR CONSTRUCTION".
5. THE GENERAL CONTRACTOR SHALL PROVIDE SHOP DRAWINGS
FOR REVIEW BY THE ENGINEER OF RECORD. ALLOW ADEQUATE
TIME FOR REVIEW BY THE ENGINEER OF RECORD PRIOR TO
FABRICATION OR ERECTION. SHOP DRAWINGS SHALL BE
REVIEWED BY THE GENERAL CONTRACTOR PRIOR TO
SUBMISSION FOR REVIEW BY THE ENGINEER OF RECORD. SHOP
DRAWINGS SHALL BE SEALED BY A PROFESSIONAL ENGINEER
REGISTERED IN THE PROJECT PROVINCE OR STATE OF
JURISDICTION. THE SHOP DRAWING ENGINEER SHALL ENSURE
THAT THE FABRICATION AND ERECTION OF THESE ELEMENTS ARE
IN ACCORDANCE WITH THEIR DESIGN AND THAT THE DESIGN IS IN
ACCORDANCE WITH ALL RELEVANT CODES AND REGULATIONS.
SHOP DRAWINGS SHALL BE SUPPLIED FOR REVIEW FOR THE
FOLLOWING BUT NOT LIMITED TO:
* REINFORCING STEEL FOR CONCRETE
* STRUCTURAL STEEL SHAPES AND PLATES
* TIMBER
* ENGINEERED WOOD PRODUCTS
6. ALL DESIGN TO CONFORM TO THE ABC 2006, AND ALL
OTHER APPLICABLE CODES AND PRACTICES AND BEST PRACTICES.
7. FIELD REVIEWS :
NOTIFY THE ENGINEER 48 HOURS IN ADVANCE FOR FIELD
REVIEWS AND APPROVAL OF THE FOLLOWING:
* CONCRETE REINFORCEMENT BEFORE EACH CONCRETE POUR
* STRUCTURAL STEEL BEFORE COVERING UP
* WOOD FRAMING BEFORE COVERING UP
8. DO NOT SCALE FROM THESE DRAWINGS.
9. THE DESIGN HAS BEEN PREPARED BASED ON THE ASSUMPTION
THAT THE OWNER AND/OR OPERATOR HAS A SITE SAFETY PLAN
IN PLACE TO ADDRESS AND MITIGATE SAFETY HAZARDS, BOTH