The URL can be used to link to this page

Home My WebLink AboutS000 - General NotesGENERAL NOTES W� z U(oID N 0) GENERAL 1. VERIFY EXISTING BELOW GRADE CONDITIONS BEFORE EXCAVATING FOR PROPOSED FOUNDATIONS. 2. REPORT TO THE ENGINEER ANY CONDITION WHICH PREVENTS THE WORK FROM BEING PERFORMED ACCORDING TO THE PLANS. COORDINATION 1. SEE ARCHITECTURAL DRAWINGS AND MECHANICAL SHOP DRAWINGS FOR FINAL SIZE AND LOCATION OF ALL OPENINGS THRU SLABS AND WALLS. 2. ALL OPENINGS IN SLABS, BEAMS OR CONCRETE WALLS SHALL BE REINFORCED AS DETAILED IN THESE STRUCTURAL DRAWINGS. FOUNDATIONS 1. PREPARE AREAS OF THE SITE SUPPORTING STRUCTURE BY REMOVING TOPSOIL, EXISTING FILL, ORGANIC MATERIAL, OR FROZEN, WET, SOFT, LOOSE OR OTHERWISE UNSUITABLE MATERIALS. 2. PROOFROLL THE EXPOSED SUBGRADE WITH A MEDIUM - WEIGHT ROLLER TO DETERMINE IF ANY POCKETS OF SOFT, UNSUITABLE MATERIAL EXIST BENEATH THE EXPOSED SUBGRADE. REMOVE ANY UNSUITABLE MATERIAL ENCOUNTERED AND REPLACE WITH A WELL COMPACTED GRANULAR MATERIAL. 3. PLACEMENT AND COMPACTION OF ENGINEERED FILL SHALL BE OVERSEEN BY THE ENGINEERING TESTING FIRM. PLACE FILL MATERIAL IN LAYERS NOT EXCEEDING 8 INCHES IN LOOSE THICKNESS. MECHANICALLY COMPACT EACH LAYER TO AT LEAST THE REQUIRED MINIMUM DRY DENSITY. REQUIREMENTS FOR MATERIALS, COMPACTION METHODS AND FIELD QUALITY CONTROL ARE OUTLINED IN DIVISION 31 OF THE PROJECT MANUAL. 4. PLACE FOOTINGS THE SAME DAY EXCAVATIONS ARE OPENED. IF THIS IS NOT POSSIBLE, ADEQUATELY PROTECT THE EXPOSED MATERIAL IN THE BASES OF THE FOOTING EXCAVATIONS FROM ANY DETRIMENTAL CHANGE IN CONDITION SUCH AS FROM DISTURBANCE, RAIN OR FREEZING. SURFACE RUNOFF SHALL NOT BE ALLOWED TO ENTER THE EXCAVATIONS. 5. STRUCTURAL SLABS AND SLABS ON GRADE, PROVIDING TOP AND BOTTOM SUPPORT FOR CONCRETE WALLS RETAINING EARTH, MUST BE IN PLACE AND HAVE REACHED 70 PERCENT OF THEIR 28 DAY COMPRESSIVE STRENGTH BEFORE BACKFILLING OPERATIONS BEGIN. 6. CONCRETE WALLS RETAINING EARTH MUST HAVE REACHED 100 PERCENT OF THEIR REQUIRED 28 DAY COMPRESSIVE STRENGTH BEFORE BACKFILLING OPERATIONS BEGIN. 7. BACKFILL EACH SIDE OF CONCRETE WALLS, WITH EARTH ON BOTH SIDES, SIMULTANEOUSLY. 8. ONLY A WELL -GRADED, FREE -DRAINING GRANULAR MATERIAL SHALL BE USED FOR BACKFILL BEHIND ALL CONCRETE BASEMENT AND FREE-STANDING, CANTILEVERED RETAINING WALLS AND SHALL BE PLACED WITHIN A ZONE DEFINED BY A LINE EXTENDING UPWARD AND OUTWARD ON A 1 TO 1 (OR FLATTER) SLOPE FROM THE BASE OF THE WALL. REQUIREMENTS FOR MATERIALS AND COMPACTION METHODS ARE OUTLINED IN DIVISION 31 OF THE PROJECT MANUAL. 9. FOR INFORMATION REGARDING SUBSURFACE CONDITIONS, REFER TO GEOTECHNICAL ENGINEERING INVESTIGATION REPORT BY PATRIOT ENGINEERING DATED JUNE 11, 2021 AND SUPPLEMENTAL GEOTECHNICAL ENGINEERING INVESTIGATION REPORT DATED OCTOBER 22, 2021. 10. COMPACT ALL ENGINEERED FILL BENEATH SLABS ON GRADE AND OVER FOOTINGS TO A DRY DENSITY OF AT LEAST 92% OF THE MODIFIED PROCTOR MAXIMUM DRY DENSITY, ASTM D-1557. COMPACT ALL ENGINEERED FILL BEHIND ALL WALLS (BASEMENT WALLS & FREE-STANDING CANTILEVERED RETAINING WALLS) TO A DRY DENSITY OF AT LEAST 90% OF THE MODIFIED PROCTOR MAXIMUM DRY DENSITY, ASTM D-1557. COMPACT ALL ENGINEERED FILL BENEATH FOOTINGS TO A DRY DENSITY OF AT LEAST 97% OF THE MODIFIED PROCTOR MAXIMUM DRY DENSITY, ASTM D-1557. PLACEMENT AND COMPACTION OF ENGINEERED FILL SHALL BE OVERSEEN BY THE TESTING LABORATORY. 11. PLACE ALL FOOTINGS IN WOOD FORMS. (UNLESS OTHERWISE INDICATED ON THE STRUCTURAL DRAWING.) 12. A GEOTECHNICAL TESTING AGENCY SHALL INSPECT FOOTING EXCAVATIONS TO [1] VERIFY THAT THE SOIL AT THE BEARING ELEVATION IS OF THE TYPE DEFINED IN THE GEOTECHNICAL STUDY TO ENSURE THAT CONDITIONS ARE SIMILAR TO THOSE UPON WHICH THE FOUNDATION RECOMMENDATIONS ARE BASED AND [2] VERIFY THE ALLOWABLE BEARING CAPACITY AT EACH SPREAD FOOTING AND EVERY 10 FEET ON CENTER FOR STRIP FOOTINGS PRIOR TO PLACEMENT OF CONCRETE. PROBE EACH FOOTING SUBGRADE FOR A DEPTH OF 5 FEET BELOW THE FOOTING SUBGRADE USING A DYNAMIC CONE PENETROMETER (DCP) TO VERIFY THE UNDERLYING SOIL HAS A SPT BLOW COUNT OF 8 BLOWS PER FOOT OR MORE. INSPECTION AND PROBING SHALL BE DONE IN ACCORDANCE WITH THE GEOTECHNICAL ENGINEERING INVESTIGATION REPORTS REFERRED BY NOTE 9 ABOVE. 13. CENTER ALL COLUMN AND WALL FOOTINGS UNDER THE COLUMN OR WALL ABOVE UNLESS OTHERWISE INDICATED. 14. SEE SPECIFICATION SECTION 31 50 00 FOR ANY REQUIRED BRACING. 15. BUILDING FOUNDATION DESIGN BASED ON NET ALLOWABLE SOIL BEARING PRESSURE OF 7500 PSF FOR COLUMN SPREAD FOOTINGS AND 7000 PSF FOR CONTINUOUS WALL FOOTINGS. REFER TO GEOTECHNICAL REPORT BY PATRIOT ENGINEERING DATED NOVEMBER 15, 2019 FOR ADDITIONAL INFORMATION ON SOILS. SOIL BEARING PRESSURE TO BE FIELD VERIFIED BY A QUALIFIED SOILS ENGINEER PRIOR TO CONSTRUCTION. 16. ALL MICROPILES (CASING INCLUDED) SHALL BE DESIGNED BY THE SPECIALTY ENGINEER PROVIDING THE MICROPILES, AND MUST HAVE A CAPACITY OF 200 KIPS PER PILE. THE MICROPILE CASING SHALL BE PRODUCED FROM NEW BILLET STEEL AND GROUTED WITH A MINIMUM 5000 PSI GROUT. THE COMPRESSION CAPACITY OF THE MICROPILES MUST BE VERIFIED BY PERFORMING STATIC FIELD LOAD TESTS ON A MINIMUM OF 1 PILE IN ACCORDANCE WITH APPLICABLE ASTM D-1143 UNDER THE DIRECT SUPERVISION OF THE PROJECT GEOTECHNICAL ENGINEER. THE LOAD SEQUENCE SHALL BE TAKEN TO TWICE THE DESIGN LOAD, UNLOADED, AND RELOADED TO THREE TIMES THE DESIGN LOAD OR FAILURE. THE GEOTECHNICAL ENGINEER SHALL MONITOR THE LOAD TESTS AND ANALYZE THE TEST DATA TO DETERMINE THE ALLOWABLE MICROPILE CAPACITY. TEST PILES SHALL BE INSTALLED AND TESTED FROM THE PRODUCTION LEVEL. THE SAME CONTRACTOR INSTALLING THE TEST PILES MUST INSTALL THE PRODUCTION PILES UTILIZING THE SAME EQUIPMENT AND INSTALLATION METHODS. FORMWORK 1. FORMWORK SHALL BE DESIGNED, ERECTED, MAINTAINED AND REMOVED ACCORDING TO THE LATEST ISSUE OF "RECOMMENDED PRACTICE FOR CONCRETE FORMWORK", ACI 347. 2. COMPLETED WORK SHALL NOT VARY FROM THE PLUMB, FROM THE LEVEL, FROM THE INDICATED GRADE, OR FROM THE PLANNED POSITION MORE THAN 1 /4 INCH IN TEN FEET. 3. ALL EXPOSED EDGES OF CONCRETE SHALL HAVE 3/4" CHAMFER. N Ln N 0 f 0 0 CD cn U O Ln ro N cL POST -TENSIONED CONCRETE 1. MINIMUM CONCRETE STRENGTH REQUIRED FOR STRESSING P/T STRANDS SHALL BE 3000 PSI. 2. PRESTRESSING STEEL SHALL BE 1 /2" DIAMETER, SEVEN -WIRE, LOW -RELAXATION STRAND, MANUFACTURED IN ACCORDANCE ASTM A416, GRADE 270, AND SHALL HAVE A MINIMUM ULTIMATE TENSILE STRENGTH OF 41,300 POUNDS. 3. MAXIMUM TENDON JACKING FORCE SHALL NOT EXCEED 80 PERCENT OF THE ULTIMATE STRENGTH OF THE STRAND. 4. THE EFFECTIVE PRESTRESS FORCE, Fe, SHOWN ON THE STRUCTURAL PLANS SHALL BE THE MINIMUM PRESTRESS FORCE PROVIDED AT ALL LOCATIONS ALONG THE MEMBER. 5. MAXIMUM EFFECTIVE PRESTRESS FORCE SHALL BE 26,800 POUNDS PER TENDON. THE POST -TENSIONING SUPPLIER SHALL PROVIDE A MINIMUM NUMBER OF TENDONS EQUIVALENT TO THE EFFECTIVE FORCE SHOWN ON THE DRAWINGS DIVIDED BY 26.8 AND ROUNDED UP TO THE NEAREST WHOLE TENDON. 6. P/T SHOP DRAWINGS SHALL CLEARLY INDICATE TYPE, QUANTITY AND LOCATIONS OF BAR SUPPORTS. 7. THE PORTION OF SLAB BAR SUPPORTS WHICH RESTS ON FORMWORK SHALL BE STAINLESS STEEL, PLASTIC PROTECTED, OR OTHER APPROVED NON -RUSTING MATERIALS. 8. ALL POST -TENSIONING REINFORCEMENT STRANDS AND HARDWARE SHALL BE PLACED ACCORDING TO THE SHOP DRAWINGS PROVIDED BY THE POST -TENSIONING SUPPLIER. SHOP DRAWINGS SHALL BE REVIEWED FOR GENERAL CONFORMANCE TO THE DESIGN BY THE ENGINEER. 9. THE POST -TENSIONING SUPPLIER SHALL SEND A QUALIFIED REPRESENTATIVE TO THE PROJECT SITE TO REVIEW THE FIRST PLACEMENT OF POST - TENSIONING STRANDS AND HARDWARE BEFORE THE CONCRETE IS PLACED. 10. THE POST -TENSIONING SUPPLIER REPRESENTATIVE SHALL VISIT THE SITE AT INTERVALS THEREAFTER AS REQUIRED TO ENSURE THAT THE CONTRACTOR IS PLACING THE POST -TENSIONING STRANDS AND HARDWARE ACCORDING TO THE SHOP DRAWINGS. 11. THE POST -TENSIONING SUPPLIER REPRESENTATIVE SHALL FILE A WRITTEN REPORT ON ALL SITE VISITS WITH THE ENGINEER WITHIN SEVEN DAYS OF EACH VISIT. 12. THE CONTRACTOR SHALL PROVIDE THE ENGINEER WITH A COPY OF ALL FIELD STRESSING RECORDS THROUGH THE DURATION OF THE POST -TENSIONING WORK. 13. FILL CRACKS AND RUB COLUMN/BEAM JOINTS SMOOTH. 1. ALL MASONRY WORK SHALL CONFORM TO THE LATEST ISSUE OF "BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES" (ACI 530/ASCE 5/TMS 402) AND "SPECIFICATION FOR MASONRY STRUCTURES" (ACI 530.1 /ASCE 6/TMS 602) UNLESS NOTED OTHERWISE IN THE PLANS OR SPECIFICATIONS. 2. THE SPECIFIED COMPRESSIVE STRENGTH OF MASONRY (f'm) SHALL BE IN ACCORDANCE WITH TABLE 2105.2.2.1.2 OF THE 2012 INTERNATIONAL BUILDING CODE BASED ON THE TESTED COMPRESSIVE STRENGTH OF THE INDIVIDUAL MASONRY UNITS AND THE SPECIFIED MORTAR. 3. THE SPECIFIED COMPRESSIVE STRENGTH OF MASONRY (f'm) SHALL BE 1500 PSI. 4. COMPRESSIVE STRENGTH SHALL BE DETERMINED FOR EACH WYTHE BY THE UNIT STRENGTH METHOD DEFINED IN ARTICLE 1.4 B.2 OF "SPECIFICATION FOR MASONRY STRUCTURES". 5. CONCRETE MASONRY UNITS: HOLLOW LOAD BEARING - UNITS SHALL CONFORM TO ASTM C90. NOMINAL DIMENSIONS ARE 16 INCHES LONG X 8 INCHES HIGH X THICKNESS AS INDICATED. SOLID - UNITS SHALL CONFORM TO ASTM C145. 6. MORTAR SHALL CONFORM TO ASTM C270 PROPORTION SPECIFICATIONS, TYPE M OR N AS OUTLINED BELOW. NO ADMIXTURES OR COLORING PIGMENTS WILL BE ALLOWED IN MORTAR OR GROUT WITHOUT THE ENGINEER'S WRITTEN PERMISSION. A. TYPE M: USE FOR MASONRY IN CONTACT WITH GROUND B. TYPE N: USE FOR ALL OTHER MASONRY 9. ALL DEFORMED REINFORCING BARS SHALL CONFORM TO ASTM A615, GRADE 60. WIRE REINFORCING SHALL BE DEFORMED AND CONFORM TO ASTM A497 UNLESS NOTED OTHERWISE. JOINT REINFORCEMENT SHALL CONFORM TO ASTM A951. 10. MINIMUM SIZE OF ALL MASONRY HORIZONTAL JOINT REINFORCING SHALL BE 9 GAGE HOT DIP GALVANIZED. 11. PLACE MASONRY JOINT REINFORCING HORIZONTALLY AS FOLLOWS: A. FIRST TWO COURSES AT TOP AND BOTTOM OF WALL OR PARTITION. B. FIRST TWO COURSES ABOVE OPENINGS, EXTENDING 24 INCHES BEYOND OPENING. C. 16 INCHES O.C. IN WALLS UNLESS NOTED OTHERWISE. 12. HORIZONTAL JOINT REINFORCING SHALL BE LAPPED AS FOLLOWS: 9 GA. (STANDARD): 12" MIN. LAP 8 GA. (MEDIUM): 13" MIN. LAP 3/16 GA. (EXTRA HEAVY): 14" MIN. LAP 13. USE FULLY GROUTED NORMAL WEIGHT CMU BELOW GRADE. 14. ALL CONCRETE MASONRY UNITS SHALL BE LAID IN RUNNING BOND UNLESS NOTED OTHERWISE. 15. ALL DEFORMED REINFORCING BARS IN MASONRY SHALL BE GROUTED WITH GROUT THAT HAS A SLUMP BETWEEN 8 AND 11 INCHES IN ACCORDANCE WITH ACI 530.1, ARTICLE 2.6 B. BARS SHALL BE CONNECTED WITH MECHANICAL DEVICES APPROVED BY THE ENGINEER OR LAPPED AS FOLLOWS: #3 BARS: 18" MIN. LAP #4 BARS: 24" MIN. LAP #5 BARS: 30" MIN. LAP #6 BARS: 36" MIN. LAP STEEL DECK 1. SEE DETAILS FOR TYPE, GAUGE, AND MANNER OF FASTENING STEEL DECK. 2. STEEL ROOF DECK SHALL BE GALVANIZED PER PROJECT SPECIFICATIONS AND ETCHED TO RECEIVE COATING AS SPECIFIED BY ARCHITECT. 3. ALL DAMAGED AREAS IN SHOP PAINT SHALL BE SPOT PAINTED IN FIELD. TYPE OF PAINT SHALL BE APPROVED BY THE ARCHITECT. 4. STEEL SUPPORT FRAMING OR REINFORCING REQUIRED AT HOLES, OPENINGS AND ELSEWHERE IN THE DECK BUT WHICH IS NOT COMPLETELY DEFINED ON THE DRAWINGS SHALL BE A PART OF THIS WORK. REINFORCING STEEL 1. ALL DETAILING, FABRICATION, PLACING, AND SUPPORT OF REINFORCING STEEL SHALL FOLLOW THE LATEST ISSUE OF THE "MANUAL OF STANDARD PRACTICE FOR DETAILING REINFORCED CONCRETE STRUCTURES" AS ADOPTED BY THE AMERICAN CONCRETE INSTITUTE UNLESS NOTED OTHERWISE. 2. ALL REINFORCING BARS SHALL CONFORM TO ASTM A615, GRADE 60. 3. WELDED WIRE FABRIC (WWF) SHALL CONFORM TO ASTM A185. WWF SHALL LAP 1-1/2 MESH AND SHALL BE WIRED TOGETHER WHERE REQUIRED. 4. WELDED WIRE FABRIC SHALL BE PLACED AFTER ALL MECHANICAL AND ELECTRICAL EQUIPMENT LOCATED IN THE CONCRETE IS IN FINAL POSITION. 5. ALL REINFORCING STEEL IN FOOTINGS WITH LONGITUDINAL AND TRANSVERSE STEEL SHALL BE ASSEMBLED INTO EQUALLY SPACED MAT GRILLS AND WIRED TOGETHER AT ALTERNATE INTERSECTIONS BEFORE CONCRETE IS POURED. 6. SHOP DRAWINGS SHALL CLEARLY INDICATE TYPE, QUANTITY, AND LOCATIONS OF BAR SUPPORT ACCESSORIES. 7. LAP SPLICES SHALL BE CLASS "B" ACCORDING TO THE LATEST ISSUE OF THE "CONCRETE REINFORCING STEEL INSTITUTE HANDBOOK" UNLESS NOTED OTHERWISE. 8. ALL SLABS -ON -GRADE SHALL HAVE 6x6-W2.9xW2.9 WWF REINFORCING UNLESS NOTED OTHERWISE. 9. DESIGN STEEL GRADES: DEFORMED REINFORCEMENT 60000 PSI WELDED WIRE FABRIC 60000 PSI PRESTRESS STEEL 270000 PSI 10. EXTENT OF EPDXY -COATED REINFORCING BASE BID: A. SUPPORTED STRUCTURAL FLOOR SLABS: ALL REINFORCING (INCLUDING SUPPORT BARS AND AND BACK-UP BARS) WITHIN THE THICKNESS OF THE SLAB B. BEAM REINFORCING: ALL BEAM TOP REINFORCING WITHIN THE THICKNESS OF THE SLAB; TOP TIE CLOSURE BARS WITHIN THE THICKNESS OF THE SLAB C. COLUMN TIES FOR 2 FEET ABOVE ALL FLOOR SLABS. D. DOWELS AND ALL OTHER BARS EXTENDING THROUGH CONSTRUCTION JOINTS. ALTERNATE BID: ALL REINFORCING BARS, STIRRUPS, TIES, AND DOWELS IN SUPPORTED STRUCTURAL FLOOR SLABS, BEAMS, COLUMNS, AND WALLS. CONCRETE 1. ALL CONCRETE WORK SHALL CONFORM TO "BUILDING CODE REQUIREMENTS FOR EINFORCED CONCRETE", ACI 318-11 AND "SPECIFICATIONS FOR STRUCTURAL CONCRETE FOR BUILDINGS", ACI 301-10, UNLESS NOTED OTHERWISE. 2. ALL CONCRETE EXPOSED TO WEATHER SHALL BE AIR - ENTRAINED WITHIN A RANGE OF 4% TO 6%, EXCEPT POST -TENSIONED CONCRETE WITH A CALCIUM NITRATE - BASED CORROSION INHIBITOR SHALL BE AIR -ENTRAINED WITHIN A RANGE OF 5% TO 8%. 3. CONCRETE PLACING SCHEDULE, LOCATIONS AND DETAILS OF CONSTRUCTION JOINTS MUST BE APPROVED IN WRITING BY THE ENGINEER PRIOR TO START OF WORK. 4. SEE SPECIFICATIONS FOR CONCRETE FINISHING REQUIREMENTS. 5. SEE ARCHITECTURAL DRAWINGS AND MECHANICAL SHOP DRAWINGS FOR FINAL SIZE AND LOCATION OF ALL OPENINGS THRU SLABS AND WALLS. 6. CONTRACTOR SHALL NOT PUMP CONCRETE WITHOUT WRITTEN APPROVAL OF THE STRUCTURAL ENGINEER. 7. DESIGN 28-DAY CONCRETE COMPRESSIVE STRENGTHS: SPREAD FOOTINGS 4000 PSI SLABS -ON -GRADE 4000 PSI FOUNDATION WALLS 4000 PSI COLUMNS 8000 PSI CAST -IN -PLACE BEAMS AND SLABS 5000 PSI POST -TENSIONED BEAMS AND SLABS 5000 PSI 8. THERE SHALL BE NO VERTICAL OR HORIZONTAL SLEEVES SET IN ANY BEAM, GIRDER, OR COLUMN UNLESS IT IS SHOWN ON THE STRUCTURAL PLANS OR APPROVED BY THE ENGINEER IN WRITING. NO OPENING IN ANY SLAB, BEAM, GIRDER OR COLUMN SHALL BE MADE AFTER IT HAS BEEN POURED. STRUCTURAL STEEL 1. ALL STRUCTURAL STEEL SHALL CONFORM TO THE LATEST ISSUE OF "SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS" AS ADOPTED BY THE AMERICAN INSTITUTE OF STEEL CONSTRUCTION. 2. ALL STRUCTURAL STEEL SHALL CONFORM TO ASTM A36, UNLESS NOTED OTHERWISE. 3. ALL STRUCTURAL WIDE FLANGE AND TEE SHAPES SHALL CONFORM TO ASTM A992. 4. ALL STRUCTURAL STEEL TUBING SHALL CONFORM TO ASTM A500, GRADE B (Fy=46 KSI), UNLESS NOTED OTHERWISE. 5. ALL STRUCTURAL STEEL PIPE SHALL CONFORM TO ASTM A53, GRADE B, (Fy=35 KSI) OR ASTM A501. 6. ALL BOLTS SHALL BE 3/4" DIA. ASTM A325 UNLESS NOTED OTHERWISE. 7. SHOP AND FIELD WELDING SHALL BE PERFORMED BY WELDERS CERTIFIED FOR THE WELD TYPES AND POSITIONS INVOLVED IN ACCORDANCE WITH AWS D1.1. ALL WELDS ARE SUBJECT TO APPROVAL BY THE ENGINEER. 8. SEE SPECIFICATIONS FOR PAINTING REQUIREMENTS. 9. ALL EXTERIOR STEEL AND ALL ITEMS EMBEDDED IN CONCRETE OR MASONRY SHALL BE HOT DIPPED GALVANIZED, INCLUDING ALL STEEL LINTELS. 10. VENT HOLES IN GALVANIZED TUBES SHALL REMAIN OPEN. DESIGN DATA BUILDING CODE: 2012 INTERNATIONAL BUILDING CODE (IBC) AS ADOPTED BY THE 2014 INDIANA BUILDING CODE RISK CATEGORY II GARAGE LIVE LOADS ROOF/FIFTH LEVEL INCLUDING SNOW 60 PSF FLOORS 40 PSF M.E.P. MISC. (ALL LEVELS) 10 PSF STAIR LIVE LOAD 100 PSF 0111TITMI[III Zilay 11Shl WIND LOADS 2012 IBC EXPOSURE CATEGORY 'B' BASIC WIND SPEED (3 SECOND GUST) 115 MPH SEISMIC LOADS ASCE 7-10 SITE CLASS (TABLE 1613.5.2) C SEISMIC DESIGN CATEGORY (1613.5.6) B IMPORTANCE FACTOR, le 1.0 ACCELERATION (SHORT PERIOD), Ss 0.147 ACCELERATION (1 SEC. PERIOD), S1 0.082 COEFFICIENT (SHORT PERIOD), Sds 0.117 COEFFICIENT (1 SEC. PERIOD), Sd1 0.092 ORDINARY REINFORCED CONCRETE MOMENT FRAME RESPONSE MODIFICATION FACTOR, R 3 ALLOWABLE NET BEARING PRESSURE 2500 PSF BARRIER LOAD PER 2012 IBC 6,000 LBS BETWEEN 18" AND 27" ABOVE SURFACE OVER 1 SF AREA Ln �r- cZ �� ICE co uj CO We g rn -m w Ln �I Via' � � v7 Z W LL � Q W o Q Wo 9 W <z 0) H z u6 Z Y cr- �W Ln_ U 0-) LL CERTIFIED BY No. 10201124 AW v C C U C O v 3 L N O U 4 z m O ��•��m S ,n 0 Ln Q rn0'��d Li mG'-,�5cnw G z J° > W� C Jz z 30 U SYM. REVISION I DATE A ISSUE FOR PERMIT 10/25/21 CI0 Lu z J Q Lu z w Lu J 0 CHECKED BY ACK DRAWN BY SLH SCALE AS NOTED DATE SHEET NO. S000