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Home My WebLink About08060006.1GENERAL NOTES 1. VERIFY ALL CONDITIONS COVERING OR AFFECTING THE STRUCTURAL WORK. OBTAIN AND VERIFY ALL DIMENSIONS TO ENSURE THE PROPER STRENGTH, FIT AND LOCATION OF THE STRUCTURAL WORK REPORT TO THE ENGINEER ANY AND ALL CONDITIONS WHICH MAY INTERFERE WITH OR OTHERWISE AFFECT OR PREVENT THE PROPER EXECUTION AND COMPLETION OF THE WORK. 2. THIS CONTRACTOR SHALL MAKE ALL NECESSARY FIELD MEASUREMENTS AS REQUIRED FOR CONNECTIONS TO ADJOINING WORK. CONTRACTOR SHALL VERIFY ALL EXISTING DIMENSIONS AND ELEVATIONS SHOWN ON THE DRAWING BEFORE COMMENCING WORK. ANY DISCREPANCIES SHALL BE REPORTED TO THE OWNER'S RESIDENT ENGINEER. 3. ALL CONSTRUCTION SHALL COMPLY FULLY WITH THE APPLICABLE PROVISIONS OF NATIONAL OCCUPATIONAL SAFETY AND HEALTH REQUIREMENTS. THE LOCAL GOVERNING CODE, LATEST EDITION, AND ALL REQUIREMENTS SPECIFIED IN THE CODE SHALL BE ADHERED TO AS IF THEY WERE CALLED FOR OR SHOWN ON THE DRAWINGS. THIS SHALL NOT BE CONSTRUED TO MEAN THAT ANY REQUIREMENTS SET FORTH ON THE DRAWING MAY BE MODIFIED BECAUSE THEY ARE MORE STRINGENT THAN THE CODE REQUIREMENTS OR BECAUSE THEY ARE NOT SPECIFICALLY REQUIRED BY CODE. 4. ANY EXISTING CONSTRUCTION TO BE MODIFIED AS A PART OF THIS CONTRACT, SHALL BE REBUILT AS REQUIRED, TO THE SATISFACTION OF THE ENGINEER. 5. EXISTING CONSTRUCTION NOT UNDERGOING ALTERATION IS TO REMAIN UNDISTURBED. WHERE SUCH CONSTRUCTION IS DISTURBED AS A RESULT OF THE OPERATIONS OF THIS CONTRACT, IT SHALL BE REPAIRED OR REPLACED BY THE CONTRACTOR AS REQUIRED AND TO THE SATISFACTION OF THE ENGINEER. 6. ALL WORK SHOWN ON THESE DRAWINGS MAY BE CHECKED BY AN INDEPENDENT TESTING AGENCY RETAINED BY OWNER OR PRIME CONTRACTOR TO ENSURE COMPLIANCE WITH THE REQUIREMENTS SHOWN ON THE DRAWINGS. THE CONTRACTOR SHALL PROVIDE ACCESS AS REQUIRED FOR TESTING PURPOSES. 7. ALL WORK SHALL CONFORM TO THE MOST RESTRICTIVE STANDARDS OF THE FOLLOWING CODES: A.) INTERNATIONAL BUILDING CODE 2006 B.) "SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS - ALLOWABLE STRESS DESIGN AND PLASTIC DESIGN ", 9TH EDITION, AISC. C.) AWS D1.1, 1998 "STRUCTURAL WELDING CODE - STEEL" BY AWS. D.) AWS D9.1, 1994 "SHEET METAL WELDING CODE - STEEI_" BY AWS. STRUCTURAL STEEL - UNLESS OTHERWISE NOTED 1. ALL STRUCTURAL STEEL SHALL BE DETAILED, SHOP PRIME PAINTED, PIECE MARKED, FURNISHED, FABRICATED AND ERECTED ACCORDING TO THE AISC "SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS - ALLOWABLE STRESS DESIGN AND PLASTIC DESIGN" DATED JUNE 1, 1989, AND TO THE AISC "CODE OF STANDARD PRACTICE ". 2. STRUCTURAL SHAPES SHALL CONFORM TO ASTM A992 GRADE 50 (Fy =50 KSI), PLATES AND ANGLES SHALL COMFORM TO ASTM A -36 (Fy= 36KS1), STRUCTURAL TUBING SHALL CONFORM TO ASTM A -500 GRADE "B" (Fy =46 KSI). COLD FORMED SHAPE SHALL CONFORM TO ASTM A -653 (Fy =50 KSI) 3. ALL CONNECTIONS SHALL BE HIGH STRENGTH BOLTED, AS NOTED ON THE DESIGN DRAWINGS. 4. ALL STEEL SHALL BE PRIMED AND PAINTED. PURLINS AND CHANNELS TO BE GALVANIZED. 5. STRUCTURAL STEEL SHALL NOT BE ALTERED IN THE FIELD FROM THAT SHOWN ON THE DESIGN DRAWINGS. MISMATCHED HOLES SHALL BE REAMED TO A LARGER DIAMETER. CUTTING, BURNING, OR WELDING NOT SHOWN ON DESIGN DRAWINGS SHALL NOT BE PERFORMED WITHOUT THE PRIOR WRITTEN APPROVAL OF THE ENGINEER. 1. WELDING SHALL BE IN ACCORDANCE WITH "STRUCTURAL WELDING CODE- STEEL" D1.1 -98 AMERICAN WELDING SOCIETY DATED NOV. 13, 1997. ELECTRODES FOR WELDING SHALL BE IN ACCORDANCE WITH AWS 5.1 OR 5.5, E60XX. 2 ALL WELDED JOINTS SHALL BE MADE USING THOSE PREQUALIFIED OR QUALIFIED PER CHAPTER 5 OF THE STRUCTURAL WELDING CODE OF THE AMERICAN WELDING SOCIETY (AWS). ALL QUALIFIED JOINTS ARE LIMITED TO THOSE MADE BY THE FOLLOWING WELDING PROCEDURES. MANUAL SHIELDED METAL ARC, SUBMERGED ARC, GAS METAL ARC (EXCEPT SHORT CIRCUITING TRANSFER), AND FLUX -CORED ARC. 3. WELDS SHALL BE MADE ONLY BY WELDERS AND WELDING OPERATORS WHO HAVE BEEN PREVIOUSLY QUALIFIED BY TESTS AS PRESCRIBED BY THE STRUCTURAL WELDING CODE OF THE AMERICAN WELDING SOCIETY AND HAVE CURRENT PAPERS FOR THE TYPE OF JOINT TO BE WELDED. 4. CONTRACTOR TO SUBMIT CURRENT WELDER QUALIFICATION CERTIFICATION TO ENGINEER PRIOR TO COMMENCING INSTALLATION. 5. THE MINIMUM SIZE FILLET WELD SHALL BE 3/16 INCH U.N.O. THE SIZE AND LENGTH OF ALL FILLETS SHALL BE PROPORTIONED NOT TO LOCALLY OVERSTRESS THE CONNECTED MEMBERS. 6. BEFORE WELDING MEMBERS TO EXISTING BEAMS OR COLUMNS, THOROUGHLY CLEAN ALL SURFACES TO REMOVE RUST, PAINT, DIRT OR OTHER FOREIGN MATTER IN THE AREA OF WELD. 7. WHERE WELDING IS USED, THE OWNER OR PRIME CONTRACTOR MAY DECIDE TO MAKE NON- DESTRUCTIVE TESTS OF THE WELDS USING RADIOGRAPHY, ULTRASONIC TESTING, MAGNETIC PARTICLE TESTING AND DIE PENETRANT TESTING IN COMBINATION OR SINGULARLY. THE NON- DESTRUCTIVE INVESTIGATION WILL BE PERFORMED BY AN INDEPENDENT TESTING LABORATORY QUALIFIED IN THIS TYPE OF WORK. THE COST OF THIS INVESTIGATION WILL BE ASSUMED BY THE OWNER OR PRIME CONTRACTOR. THE CONTRACTOR SHALL BE RESPONSIBLE TO PROVIDE ACCESS AS REQUIRED FOR TESTING LAB PERSONNEL. 8. WELD ACCEPTABILITY SHALL BE BASED ON AWS D1.1 -98 "STRUCTURAL WELDING CODE STEEL ". IN THE EVENT THE WELDING IS NOT ACCEPTABLE, THE CONTRACTOR SHALL REMOVE ALL REJECTED WELDING AND REWELD ALL SUCH AREAS. THE CONTRACTOR WILL THEN ASSUME ALL COSTS IN CONNECTION WITH THE REWELDING AND RE- EXAMINATION OF THE RE- WELDED CONNECTIONS, UNTIL WELDING IS ACCEPTED. CONCRETE NOTES CAST - IN - PLACE CONCRETE I. ALL CONCRETE SHALL BE IN ACCORDANCE WITH ACI 318 LATEST EDITION 2. ALL CONCRETE SHALL HAVE A MINIMUM 28 DAY COMPRESSIVE STRENGTH OF 3500 PSI. IF SPECIAL INSPECTION OF CONCRETE STRENGTH IS REQUIRED, OWNER TO BE RESPONSIBLE FOR SUCH COSTS RELATED TO INSPECTION. 3. MAXIMUM SLUMP SHALL BE 4 ". ENTRAINMENT SHALL BE 4`Yo + 1 %. SUB - CONTRACTOR SHALL SUBMIT PROPOSED MIX DESIGN FOR APPROVAL, AS WELL AS PROVIDE TEST CYLINDERS TO THE BUILDER AT TIME OF CONSTRUCTION. CEMENT SHALL BE PORTLAND CEMENT COMPLYING WITH ASTM DESIGNATION C -150 "STANDARD SPECIFICATIONS FOR PORTLAND CEMENT ", TYPE 1 NORMAL PORTLAND CEMENT, FOR GENERAL CONCRETE CONSTRUCTION. 1. CONTRACTOR SHALL VERIFY ALL CONDITIONS, INCLUDING UNDERGROUND UTILITIES AND FIELD MEASUREMENTS AT JOB SITE AND REPORT ANY DISCREPANCIES TO THE ENGINEER BEFORE PROCEEDING WITH THE WORK. 2. COMPLY FULLY WITH REQUIREMENTS OF OSHA AND OTHER REGULATORY AGENCIES FOR SAFETY PROVISIONS. 3. MINIMUM DEPTHS OF FOOTINGS ARE AS SHOWN ON THE DRAWINGS. IN ALL CASES FOOTINGS ARE TO BEAR ON UNDISTURBED NATURAL SOILS HAVING A MINIMUM NET ALLOWABLE BEARING CAPACITY OF 3000 PSF. ALL FOOTING DEPTHS ARE SUBJECT TO THE REVIEW OF THE ENGINEERS REPRESENTATIVE. 1OC16 S 1 S-1 TYPICAL 102-0" X 22' -0" BAY FRAMING PLAN SCALE 3/16 " =1-0" I L - - J SECTION A SCALE 3/8 " =1' -0" S -1 I I L - - J 16GA ,7 SECTION B SCALE 3 " =1' -0" S 1 21/2° IFrA SECTION C SCALE 3 " =1' -0" S 1 2 0 z O SECTION D SCALE 3 " =1' -0" S 1 3' -0" g, FABRAL GRAND RIB 111 29 GA DECK SCALE 1 1/2 " =1' -0" HSS3x3 COLUMN 3;16 co N z \ HSS3 1/2x3 1/2x7 GA SLEEVE 14" LONG EMBED 12" ASPHALT /CONCRETE DRIVEWAY i 4 - #6 VERTS & 1 - #3 STIRRUP Seal -LUL -U 30 PSF LIVE LOAD 21 PSF BEAM SIZE �.EIVE870458 20' -0" 3 @ 20' -0" = 60' -0" 20' -0" ' -0 STATE OF •; 00 N o HSS3x3x3 /16 COLUMN AXIAL j r- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - � 1OC16GA 1OC16GA 1OC16GA 0 / 1OZ16GA / / 1OZ16GA / 1OZ16GA z a S1 ¢ Q w w < 20 m > m m a_ 0 0 0 0 ¢ Cf) o rH -1 1OZ16GA 1OZ16GA 1-H 1OZ16GA (5 � V u- N 00 V J of 0 ¢ 0 Q `L 18"002" CONCRETE C HSS3x3 I_ ° vo PIER, TYP. U.N.O. S_1 COLUMN. TYP. Op LU w X o 1OZ16GA 1OZ16GA 1OZ16GA O Ln 10C16GA 1OC16GA 1OC16GA _ - - - - - - - - - - I - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - _ J 1OC16 S 1 S-1 TYPICAL 102-0" X 22' -0" BAY FRAMING PLAN SCALE 3/16 " =1-0" I L - - J SECTION A SCALE 3/8 " =1' -0" S -1 I I L - - J 16GA ,7 SECTION B SCALE 3 " =1' -0" S 1 21/2° IFrA SECTION C SCALE 3 " =1' -0" S 1 2 0 z O SECTION D SCALE 3 " =1' -0" S 1 3' -0" g, FABRAL GRAND RIB 111 29 GA DECK SCALE 1 1/2 " =1' -0" HSS3x3 COLUMN 3;16 co N z \ HSS3 1/2x3 1/2x7 GA SLEEVE 14" LONG EMBED 12" ASPHALT /CONCRETE DRIVEWAY i 4 - #6 VERTS & 1 - #3 STIRRUP Seal Or At 11� NorAmSG NorAm Service Group L.L.C. 1825 Metamora Rd. Oxford, Mi 48371 TEL. (248) 628 -5571 FAX (248) 628 -5260 COPYRIGHT: NorAmSG NorAm Service Group L.L.C. NorAmSG AUTHORIZES THE USE OF THIS DRAWING SOLELY FOR THE PURPOSE OF CONSTRUCTING THE NAMED PROJECT. ANY OTHER USE WITHOUT WRITTEN PERMISSION FROM NorAmSG, FOR WHATEVER PURPOSE IS STRICTLY FORBIDDEN AND CONSTITUTES A VIOLATION OF U.S. COPYRIGHT LAWS. SUCH VIOLATIONS WILL BE SUBJECT TO CIVIL DAMAGES AND CRIMINAL PROSECUTION TO THE FULLEST EXTENT OF THE GOVERNING STATUTES. AUTHORIZATION NOT VALID UNLESS SIGNED AND DATED. SIGNATURE: DATE: CARPORT STRUCTURES CORP 1825 Metamora Rd. Oxford. MI 48371 TEL. (248) 628 -5571 FAX (248) 628 -5260 Project 01MOADd �X I CARMEL HILLS APARTMENTS 0 530 WEST MAIN STREET Q CARMEL, IN 46302 L � � �\ Sheet 18T PIER , ^� , Ca�N T "N FRAMING PLANS with I! : _ :Iations U.N.O. , ` _ +,' tit](: Local Corr AND DETAILS BELL DIA. - -:, C.= �r,' SIT` - .. .� a i SEE SCHED. C",; . rY, FLAT TOP CARPORT ` I r%LAY 7.. - (, SECTION ri_,� 1 0' -0" x 22' -0" SPACES SCALE 3/4 " =1' -0" S 1 low- PLAN A&QALNnCAT10Ni _- As the authorized -amt - plans are I ENTWAL to use Department of Homeland S ity;; that Wit is determined��' -� s ui. tam t AmdMGW 'Pequi.ed entitled °Adminielratiod: oiredb] Cars.' Zoning - Ordinance, Section 31.1 nodded' N�, 'l3�AGREEMENT or permits', I certify that these the stl Indiana hg Safety also understand OP WO ORDER will be true Gl,�� DESIGN TABLE GROUND SNOW LOAD Pg 30 PSF LIVE LOAD 21 PSF BEAM SIZE �.EIVE870458 MAXIMUM PURLIN SPACING ' -0 STATE OF •; 00 N o HSS3x3x3 /16 COLUMN AXIAL j .. BELL DIAMETER I N Al-E' Or At 11� NorAmSG NorAm Service Group L.L.C. 1825 Metamora Rd. Oxford, Mi 48371 TEL. (248) 628 -5571 FAX (248) 628 -5260 COPYRIGHT: NorAmSG NorAm Service Group L.L.C. NorAmSG AUTHORIZES THE USE OF THIS DRAWING SOLELY FOR THE PURPOSE OF CONSTRUCTING THE NAMED PROJECT. ANY OTHER USE WITHOUT WRITTEN PERMISSION FROM NorAmSG, FOR WHATEVER PURPOSE IS STRICTLY FORBIDDEN AND CONSTITUTES A VIOLATION OF U.S. COPYRIGHT LAWS. SUCH VIOLATIONS WILL BE SUBJECT TO CIVIL DAMAGES AND CRIMINAL PROSECUTION TO THE FULLEST EXTENT OF THE GOVERNING STATUTES. AUTHORIZATION NOT VALID UNLESS SIGNED AND DATED. SIGNATURE: DATE: CARPORT STRUCTURES CORP 1825 Metamora Rd. Oxford. MI 48371 TEL. (248) 628 -5571 FAX (248) 628 -5260 Project 01MOADd �X I CARMEL HILLS APARTMENTS 0 530 WEST MAIN STREET Q CARMEL, IN 46302 L � � �\ Sheet 18T PIER , ^� , Ca�N T "N FRAMING PLANS with I! : _ :Iations U.N.O. , ` _ +,' tit](: Local Corr AND DETAILS BELL DIA. - -:, C.= �r,' SIT` - .. .� a i SEE SCHED. C",; . rY, FLAT TOP CARPORT ` I r%LAY 7.. - (, SECTION ri_,� 1 0' -0" x 22' -0" SPACES SCALE 3/4 " =1' -0" S 1 low- PLAN A&QALNnCAT10Ni _- As the authorized -amt - plans are I ENTWAL to use Department of Homeland S ity;; that Wit is determined��' -� s ui. tam t AmdMGW 'Pequi.ed entitled °Adminielratiod: oiredb] Cars.' Zoning - Ordinance, Section 31.1 nodded' N�, 'l3�AGREEMENT or permits', I certify that these the stl Indiana hg Safety also understand OP WO ORDER will be true Gl,�� DESIGN TABLE GROUND SNOW LOAD Pg 30 PSF LIVE LOAD 21 PSF BEAM SIZE M10x8 MAXIMUM PURLIN SPACING 52" COLUMN SIZE HSS3x3x3 /16 COLUMN AXIAL j 5.3k BELL DIAMETER I N/A WIND LOADS I BC 2006 EXPOSURE C BASIC VELOCITY 90 WIND PRESSURE 18.0 PSF --j> 12 PSF ;ntication PERMITS 5 -23 -08 Issued For Drawn By JLD Checked By DAW Approved By DAW Project no. 081247 Sheet no. S -1