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Home My WebLink AboutS6i SEE PLAN FOR CONTROL CONTINUOUS SAWED OR JOINT LOCATIONS HAND - TOOLED JOINT, '/4" MAX SEAL JOINT PER SPECIFICATIONS EDGE RADIUS = SLAB REINFORCING I V.- MINIMUM °/3 '/4" MAXIMUM i WELL COMPACTED 7" (:I FAR I 7" N FAR GRANULAR FILL I NOTE: 1. SAWCUT JOINT AS SOON AS POSSIBLE WITHOUT RAVELING THE EDGE OF CONCRETE. TYPICAL CONTROL JOINT (C.J). CONSTRUCTION JOINT SHALL BE LOCATED AT A CONTROL JOINT SEE NOTE 1 I °/3 SLAB REINFORCING COMPACTED GRANULAR PAINT JOINT w/ 4" THICKENED SLAB FILL (TYP.) BOND BREAKER I FOR D S 8" 11 -4" 8" 8' 1' -4" I NOTE: 1. 3/4 "0 SMOOTH, GREASED DOWELS (NO BURRS) 1' -4" LONG AT 16 "o.c. IN PLACE OF 2" x 4" KEYWAY. TYPICAL CONSTRUCTION JOINT I I I II I I I I n EL 848' -4" 2" NON- SHRINK GROUT SEE DETAIL D /S4 FOR ANCHOR 04 SEE PIER SCHEDULE BOLT INFO. ON SHEET S4 FOR TYP. TIE SPACING PIER AND REINFORCING INFORMATION EL. 846' -4" 1 SEE FOOTING SCHEDULE I `J LAA• ON SHEET S4 FOR FOOTING SIZE AND REINFORCING TYPICAL PIER DETAIL LOCATE AT JOIST PANEL C1 C1 POINT (TYP.) TYP. '/4" MECHANICAL UNIT n i n n 1r O Q i O U O HANGER (IYP.) -- -� W 2" CLEAR U (TYP.) '/2 PREMOLDED JOINT MATERIAL ALL AROUND. (SEAL) (TYPICAL) C.J. 11 -0" PROVIDE 2 - #5 (1 -TOP AND 1- BOTTOM) AT EACH CORNER OF PENETRATION (TYPICAL) CONTROL OR CONSTRUCTION JOINT (TYPICAL) J J '9.P C.J. I � imm �� NE CONCRETE COLUMN OR PIER PENETRATING SLAB ON GRADE (TYPICAL) 2 - #5 IN TOP OF SLAB (TYPICAL)- SLAB ON GRADE (SEE PLAN) 2' -0' (TYPICAL) PREMOLDED JOINT MATERIAL EDGE OF SLAB (TYPICAL) N 2" CLEAR (TYP-) J ^ U TYPICAL SLAB -ON -GRADE PIER AND COLUMN PENETRATIONS STEEL COLUMN JOINT FILLER SLAB ON GRADE WITH SEALANT (TYP.) (TYPICAL) EL = 849' -0" CONCRETE INFILL L r1• -- - T/P = 848' -4" CONCRETE PIER I TYPICAL EXTERIOR COLUMNM WRAP DETAIL CONCRETE BLOCK CONCRETE PIER r--- DOVETAIL ANCHOR SLOT PROVIDE ANCHOR AT EVERY COURSE TYPICAL PIER TO MASONRY CONNECTION C1 NOTE: EACH WELD CAPACITY TO BE 1.Ok BY MECHANICAL C1 CONTRACTOR C1 C1 JOIST PER JOIST PER PLAN HANGER ROD PLAN AS REQUIRED FL (BY MECH. 1.Ok MAX. HANGER CONTRACTOR) T�IC� PLAN _OAD (PER HANGER) OF HANGING UNIT -i I LABEL.• C1 = C5 x 6.7 TYPICAL DETAIL FOR MECHANICAL UNIT JOINT FILLER EL. 849' -0" EL. 848 -2" EL. 848' -0" LSEE FOOTING SCHEDULE ON SHEET S4 FOR FOOTING SIZE AND REINFORCING TYPICAL INTERIOR ISOLATION JOINT 2' -6" SEE PLAN FOR FINISH 2" CLR. FLOOR ELEVATION J I 2 - #5 BY 4' -0" (TYPICAL 4 SIDES OF FLOOR DRAIN) TYPICAL FLOOR DRAIN DETAIL GENERAL NOTES FOUNDATIONS 1. PREPARE ALL AREAS OF THE SITE SUPPORTING STRUCTURE BY REMOVING ALL 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 PROPERLY COMPACTED GRANULAR MATERIAL 3. COMPACT ALL GRANULAR FILL SUPPORTING FOOTINGS TO 100 PERCENT STANDARD MAXIMUM DRY DENSITY AND BENEATH INTERIOR SLABS ON GRADE TO 95 PERCENT STANDARD MAXIMUM DRY DENSITY, ASTM D -698. COMPACT ALL BACKALL NOT SUPPORTING SLABS, PAVEMENT OR FOOTINGS TO 90 PERCENT MODIFIED MAXIMUM DRY DENSITY, ASTM D -1557. PLACEMENT, COMPACTION AND MATERIAL USED FOR FILL SHALL BE OVERSEEN BY THE TESTING AGENCY. 4. PLACE ALL GRANULAR FILL MATERIAL IN LAYERS NOT EXCEEDING 8 INCHES IN LOOSE THICKNESS. MECHANICALLY COMPACT EACH LAYER TO AT LEAST THE REQUIRED MINIMUM DRY DENSITY. SEE SEC11ON 02200, EARTHWORK OF THE PROJECT MANUAL FOR COMPACTION METHODS AND FIELD QUALITY CONTROL REQUIREMENTS. 5. FOOTINGS NOT SUPPORTED BY ENGINEERED FILL SHOULD BEAR ON FIRM, UNDISTURBED MATERIAL. IF UNSUITABLE MATERIAL IS ENCOUNTERED, REESTABLISH THE BEARING ELEVATION OF THE FOOTING BY LOCALIZED UNDERCUTTING AND FILLING WITH SUITABLE ENGINEERED FILL OR CONCRETE AS RECOMMENDED BY THE TESTING AGENCY. 6. THE OWNER SHALL EMPLOY A TESTING AGENCY WHICH SHALL VERIFY THAT THE SOIL BEARING CAPACITY IS ACCEPTABLE AT EACH COLUMN FOOTING AND AT 8' -0" INTERVALS ALONG WALL FOOTINGS AT THE INDICATED BEARING ELEVATIONS. MINIMUM REQUIRED BEARING CAPACITY IS 3000 PSF. 7. 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. 8. PLACE ALL FOOTINGS IN WOOD FORMS. 9. CENTER ALL COLUMN AND WALL FOOTINGS UNDER THE COLUMN OR WALL ABOVE UNLESS OTHERWISE INDICATED. 10. ALL BACKFILL PLACED AGAINST WALLS SHALL BE A WELL- GRADED GRANULAR MATERIAL APPROVED BY THE TESTING AGENCY. 11. PLACE SLABS ON GRADE ON 6 INCHES OF PROPERLY COMPACTED, FREE DRAINING GRANULAR MATERIAL APPROVED BY THE TESTING AGENCY. 12. FOR DETAILS OF SUBSURFACE CONDITIONS, REFER TO SOILS REPORT PREPARED BY ATEC ASSOCIATES, INC., DATED NOVEMBER 30, 1992. 13. THE OWNER SHALL EMPLOY A QUALIFIED INDEPENDENT SOIL TESTING AGENCY TO VERIFY THAT ALL EXCAVATION AND BACKFILL OPERATIONS MEET THE CRITERIA OF THESE NOTES, THE SPECIFICATIONS AND THE SOILS REPORT. 14. ENGINEERED FILL SHALL BE CLEAN, WELL GRADED AND FREE DRAINING IN ITS COMPACTED STATE. THE MATERIAL SHALL CONFORM TO THE GRADATION REQUIREMENTS OF "B" BORROW SIZE LISTED IN THE IDOH STANDARD SPECIFICATIONS. 15. GRANULAR FILL MATERIAL SHALL BE A "PIT RUN GRAVEL" AS IT OCCURS IN THE NATURAL STATE WITH NO LUMPS OF CLAY OR ROCKS LARGER THAN 2 INCHES IN DIAMETER. IT MUST CONFORM TO THE FOLLOWING GRADATIONS: 10 TO 40 PERCENT SAND, 40 TO 80 PERCENT GRAVEL AND 0 TO 15 PERCENT CLAY. OBTAIN FROM BORROW PIT APPROVED BY THE OWNER AND THE TESTING AGENCY. CONCRETE 1. UNLESS NOTED OTHERWISE ON THE DRAWINGS, PROVIDE 3/4 INCH CHAMFERS ON ALL EXPOSED CORNERS OF CONCRETE EXCEPT THOSE ABUTTING MASONRY. 2. FINISH CONCRETE SLABS ON STEEL DECK TO THE TOLERANCE SPECIFIED IN SECTION 03300, CAST -IN -PLACE CONCRETE, OF THE PROJECT MANUAL. MAINTAIN THE REQUIRED MINIMUM SLAB THICKNESS AT ALL LOCATIONS INCREASING THE THICKNESS AS REQUIRED FOR STEEL DECK DEFLECTION, BEAM DEFLECTION AND RESIDUAL BEAM CAMBER. CONCRETE SCHEDULE CLASS 28 DAY COMPRESSIVE STRENGTH AIR CONTENT CONCRETE PLACEMENT i M CONCRETE PIER r--- DOVETAIL ANCHOR SLOT PROVIDE ANCHOR AT EVERY COURSE TYPICAL PIER TO MASONRY CONNECTION C1 NOTE: EACH WELD CAPACITY TO BE 1.Ok BY MECHANICAL C1 CONTRACTOR C1 C1 JOIST PER JOIST PER PLAN HANGER ROD PLAN AS REQUIRED FL (BY MECH. 1.Ok MAX. HANGER CONTRACTOR) T�IC� PLAN _OAD (PER HANGER) OF HANGING UNIT -i I LABEL.• C1 = C5 x 6.7 TYPICAL DETAIL FOR MECHANICAL UNIT JOINT FILLER EL. 849' -0" EL. 848 -2" EL. 848' -0" LSEE FOOTING SCHEDULE ON SHEET S4 FOR FOOTING SIZE AND REINFORCING TYPICAL INTERIOR ISOLATION JOINT 2' -6" SEE PLAN FOR FINISH 2" CLR. FLOOR ELEVATION J I 2 - #5 BY 4' -0" (TYPICAL 4 SIDES OF FLOOR DRAIN) TYPICAL FLOOR DRAIN DETAIL GENERAL NOTES FOUNDATIONS 1. PREPARE ALL AREAS OF THE SITE SUPPORTING STRUCTURE BY REMOVING ALL 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 PROPERLY COMPACTED GRANULAR MATERIAL 3. COMPACT ALL GRANULAR FILL SUPPORTING FOOTINGS TO 100 PERCENT STANDARD MAXIMUM DRY DENSITY AND BENEATH INTERIOR SLABS ON GRADE TO 95 PERCENT STANDARD MAXIMUM DRY DENSITY, ASTM D -698. COMPACT ALL BACKALL NOT SUPPORTING SLABS, PAVEMENT OR FOOTINGS TO 90 PERCENT MODIFIED MAXIMUM DRY DENSITY, ASTM D -1557. PLACEMENT, COMPACTION AND MATERIAL USED FOR FILL SHALL BE OVERSEEN BY THE TESTING AGENCY. 4. PLACE ALL GRANULAR FILL MATERIAL IN LAYERS NOT EXCEEDING 8 INCHES IN LOOSE THICKNESS. MECHANICALLY COMPACT EACH LAYER TO AT LEAST THE REQUIRED MINIMUM DRY DENSITY. SEE SEC11ON 02200, EARTHWORK OF THE PROJECT MANUAL FOR COMPACTION METHODS AND FIELD QUALITY CONTROL REQUIREMENTS. 5. FOOTINGS NOT SUPPORTED BY ENGINEERED FILL SHOULD BEAR ON FIRM, UNDISTURBED MATERIAL. IF UNSUITABLE MATERIAL IS ENCOUNTERED, REESTABLISH THE BEARING ELEVATION OF THE FOOTING BY LOCALIZED UNDERCUTTING AND FILLING WITH SUITABLE ENGINEERED FILL OR CONCRETE AS RECOMMENDED BY THE TESTING AGENCY. 6. THE OWNER SHALL EMPLOY A TESTING AGENCY WHICH SHALL VERIFY THAT THE SOIL BEARING CAPACITY IS ACCEPTABLE AT EACH COLUMN FOOTING AND AT 8' -0" INTERVALS ALONG WALL FOOTINGS AT THE INDICATED BEARING ELEVATIONS. MINIMUM REQUIRED BEARING CAPACITY IS 3000 PSF. 7. 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. 8. PLACE ALL FOOTINGS IN WOOD FORMS. 9. CENTER ALL COLUMN AND WALL FOOTINGS UNDER THE COLUMN OR WALL ABOVE UNLESS OTHERWISE INDICATED. 10. ALL BACKFILL PLACED AGAINST WALLS SHALL BE A WELL- GRADED GRANULAR MATERIAL APPROVED BY THE TESTING AGENCY. 11. PLACE SLABS ON GRADE ON 6 INCHES OF PROPERLY COMPACTED, FREE DRAINING GRANULAR MATERIAL APPROVED BY THE TESTING AGENCY. 12. FOR DETAILS OF SUBSURFACE CONDITIONS, REFER TO SOILS REPORT PREPARED BY ATEC ASSOCIATES, INC., DATED NOVEMBER 30, 1992. 13. THE OWNER SHALL EMPLOY A QUALIFIED INDEPENDENT SOIL TESTING AGENCY TO VERIFY THAT ALL EXCAVATION AND BACKFILL OPERATIONS MEET THE CRITERIA OF THESE NOTES, THE SPECIFICATIONS AND THE SOILS REPORT. 14. ENGINEERED FILL SHALL BE CLEAN, WELL GRADED AND FREE DRAINING IN ITS COMPACTED STATE. THE MATERIAL SHALL CONFORM TO THE GRADATION REQUIREMENTS OF "B" BORROW SIZE LISTED IN THE IDOH STANDARD SPECIFICATIONS. 15. GRANULAR FILL MATERIAL SHALL BE A "PIT RUN GRAVEL" AS IT OCCURS IN THE NATURAL STATE WITH NO LUMPS OF CLAY OR ROCKS LARGER THAN 2 INCHES IN DIAMETER. IT MUST CONFORM TO THE FOLLOWING GRADATIONS: 10 TO 40 PERCENT SAND, 40 TO 80 PERCENT GRAVEL AND 0 TO 15 PERCENT CLAY. OBTAIN FROM BORROW PIT APPROVED BY THE OWNER AND THE TESTING AGENCY. CONCRETE 1. UNLESS NOTED OTHERWISE ON THE DRAWINGS, PROVIDE 3/4 INCH CHAMFERS ON ALL EXPOSED CORNERS OF CONCRETE EXCEPT THOSE ABUTTING MASONRY. 2. FINISH CONCRETE SLABS ON STEEL DECK TO THE TOLERANCE SPECIFIED IN SECTION 03300, CAST -IN -PLACE CONCRETE, OF THE PROJECT MANUAL. MAINTAIN THE REQUIRED MINIMUM SLAB THICKNESS AT ALL LOCATIONS INCREASING THE THICKNESS AS REQUIRED FOR STEEL DECK DEFLECTION, BEAM DEFLECTION AND RESIDUAL BEAM CAMBER. CONCRETE SCHEDULE CLASS 28 DAY COMPRESSIVE STRENGTH AIR CONTENT CONCRETE PLACEMENT REMARKS A 4.000 PSI OPTIONAL Al 4000 PSI OPTIONAL Tn O WITH SYNTHETIC FIBERS B 4000 PSI 6 ±1% SEE NOTE 3 91 4000 PSI 6 f 1% SEE NOTE 3 WITH SYNTHETIC � a FIBERS 1. ANY CONCRETE NOT INDICATED IN THE SCHEDULE SHALL BE CLASS B. 2. FOR ADDITIONAL INFORMATION SEE SECTION 03300, CAST -IN -PLACE CONCRETE, OF THE PROJECT MANUAL. 3. SUBSTITUTE CLASS "B" OR "B1" CONCRETE FOR ALL CONCRETE THAT WILL BE EXPOSED TO FREEZE - THAW CONDITIONS DURING CONSTRUCTION AND /OR SERVICE. REINFORCING STEEL 1. FOR SMALL OPENINGS AND SLEEVES IN CONCRETE SLABS SPREAD THE REINFORCING STEEL SO THAT THE BAR SPACING DOES NOT EXCEED 1.5 TIMES THE NORMAL SPACING. 2. PROVIDE CLASS "A" TENSION LAP SPLICES FOR ALL HORIZONTAL WALL REINFORCEMENT UNLESS NOTED OTHERWISE ON THE DRAWINGS. 3. CORNERS OF ALL OPENINGS AND REENTRANT CORNERS IN THE SLAB ON GRADE WILL BE REINFORCED WITH (2) - 15 BARS BY 4' -0" LONG PLACED DIAGONALLY WITH THE CORNER AND LOCATED AT MID -DEPTH OF THE SLAB. BEND BARS IF REQUIRED TO AVOID CROSSING CONTROL JOINT (C.J.) LOCATIONS. 4. FOR ADDITIONAL INFORMATION SEE SECTION 03200, CONCRETE REINFORCEMENT, OF THE PROJECT MANUAL l 1 AAf ot .e ($a ` STRUCTURAL STEEL !` 1. ALL FIELD CONNECTIONS SHALL BE BOLTED UNLESS OTHERWISE DETAILED ON THE STRUCTURAL DRAWINGS. 2. CONNECTION ANGLES SHALL BE DOUBLE WEB ANGLES, 5/16 INCH MINIMUM THICKNESS. 3. FOR ALL BEAMS FRAMING OVER THE TOP OF A COLUMN, PROVIDE 1/4 INCH STIFFENER PLATES EACH SIDE OF THE BEAM WEB UNLESS OTHERWISE NOTED ON THE DRAWINGS. 4. BURNING OF HOLES IN STRUCTURAL STEEL SHALL NOT BE ALLOWED WITHOUT APPROVAL OF THE ARCHITECT /ENGINEER. 5. FABRICATE SIMPLE SPAN BEAMS WITH NATURAL CAMBER UPWARD. 6.. SUB -BASE (LEVELING) PLATES WILL NOT BE ALLOWED UNDER COLUMN BASE PLATES. 7. GROUT UNDER COLUMN BASE PLATES SHALL BE HIGH - STRENGTH, NON- METALLIC, NON- SHRINK. 8. VERIFY LINES, LEVELS, ANCHOR BOLT SETTINGS AND GENERAL FIELD CONDITIONS BEFORE MAKING SHOP DRAWINGS. REPORT DISCREPANCIES TO THE ENGINEER. 9. ALL SHELF ANGLES AND RELIEVING ANGLES WHICH SUPPORT MASONRY AND ARE CONNECTED TO THE STRUCTURE SHALL HAVE PROVISION FOR VERTICAL AND LATERIAL ADJUSTMENT. NUTS FOR SUCH ANGLES SHALL BE DRAWN UP TIGHT AFTER THE ANGLES ARE POSITIONED BY THE MASON. (THIS IS EXTREMELY IMPORTANT). 10. FOR ADDITIONAL INFORMATION SEE SECTION 05100, STRUCTURAL STEEL, OF THE PROJECT MANUAL WOOD CARPENTRY AND FABRICATED WOOD TRUSSES 1. SEE PROJECT MANUAL, SECTION 06192. 2. WOOD TRUSSES SHALL BE DESIGNED FOR THE BUILDING LIVE LOADS AS SHOWN BELOW. IN ADDITION TO THE LIVE LOADS SPECIFIED, THE TRUSS MANUFACTURER SHALL DESIGN THE TRUSSES FOR THE ADDITIONAL LOADS SPECIFIED IN SPECIFICATION SECTION 06192, ARTICLE 1.4.C.3. COORDINATION WITH OTHER TRADES 1. THE GENERAL CONTRACTOR SHALL COORDINATE AND CHECK ALL DIMENSIONS RELATING TO ARCHITECTURAL FINISHES, MECHANICAL OPENINGS, EQUIPMENT, ETC. THE ARCHITECT/ ENGINEER SHALL BE NOTIFIED OF ANY DISCREPANCIES BEFORE PROCEEDING WITH WORK IN THE AREA UNDER QUESTION. 2. THE MECHANICAL CONTRACTOR SHALL VERIFY THAT ALL MECHANICAL UNITS SUPPORTED BY THE STRUCTURAL FRAMING ARE CAPABLE OF SPANNING THE DISTANCE BETWEEN THE SUPPORT FRAMING PROVIDED FOR BY THE STRUCTURAL DRAWINGS. THE MECHANICAL CONTRACTOR SHALL PROVIDE ADDITIONAL SUPPORT FRAMING AS REQUIRED. 3. THERE SHALL BE NO VERTICAL OR HORIZONTAL SLEEVES SET, OR HOLES CUT OR DRILLED IN ANY JOIST, BEAM OR COLUMN UNLESS IT IS SHOWN ON THE STRUCTURAL DRAWINGS OR APPROVED BY THE ARCHITECT/ENGINEER IN WRITING. 4. MECHANICAL OPENINGS THROUGH CONCRETE SLABS LARGER THAN 8 INCHES IN DIAMETER, NOT SHOWN ON THE STRUCTURAL DRAWINGS, MUST BE APPROVED BY THE ARCHITECT/ENGINEER. ALL OPENINGS 8 INCHES IN DIAMETER OR LESS SHALL HAVE AT LEAST 1' -0" CLEAR BETWEEN OPENINGS UNLESS APPROVED BY THE ARCHITECT /ENGINEER. EXISTING CONSTRUCTION 1. VERIFY ALL EXISTING DIMENSIONS, ELEVATIONS AND CONDITIONS BEFORE PROCEEDING WITH NEW CONSTRUCTION. NOTIFY THE ARCHITECT /ENGINEER OF ANY DISCREPANCIES BEFORE PROCEEDING WITH WORK IN THE AREA UNDER QUESTION. 2. PREVENT UNDERMINING OF THE FOUNDATIONS OF EXISTING STRUCTURES. TAKE PROTECTIVE MEASURES SUCH AS SHORING, BRACING OR UNDERPINNING AS REQUIRED TO PREVENT DAMAGE TO THE EXISTING STRUCTURES. 3. FOR ADDITIONAL INFORMATION SEE SECTION 02400, SHORING, BRACING AND UNDERPINNING, OF THE PROJECT MANUAL. DESIGN DATA 1. SOIL INFORMATION ALLOWABLE NET BEARING PRESSURE, COLUMN FOOTINGS... 3000 PSF WALL FOOTINGS ........... ............................... ...................,.......2500 PSF 2. CONCRETE COMPRESSIVE STRENGTH ............................. ............................SEE CONCRETE SCHEDULE 3. REINFORCING STEEL MAIN REINFORCEMENT ................................... ..........................A615, GRADE 60 WELDED WIRE FABRIC ................................... ...........................ASTM A -185 4. STRUCTURAL STEEL STRUCTURAL TUBING MEMBERS .................... ..........................A500, FY = 46 KS STEEL PIPE ......... ............:................. ...........................ASTM A53 GRADE B OR A501 ALL OTHER MEMBERS .................................. ............................A36 CONNEC11ON BOLTS ...................................... ...........................3 /4" DIAMETER, A325N BEARING TYPE WITH STD. 13/16' DIAMETER HOLES (U.O.N.) ANCHOR BOLTS ................................ ............................... A36 5. BUILDING LIVE LOADS: OFFICES AND RESTROOMS ........................... .............................50 PSF CORRIDORS ................... ............................... ............................100 PSF MECHANICAL ROOMS .... ............................... ............................100 PSF ROOF (SNOW) .............................................. .............................20 PSF BOTTOM CHORD OF ROOF TRUSSES ........... .............................10 PSF 6. WIND LOADS: BASIC WAND SPEED ..................................... .............................75 MPH IMPORTANCE FACTOR ........................ _...: .... ....... ..................... 1.0 EXPOSURE.................................................. ..............................B 7. SEISMIC: SEISMIC ZONE ............................................ ..............................1 I.................................................................. ............................1.0 Z..................................... ............................... ..........................0.075 S.................................................................. ............................1.0 Rw............................................................ ............................... 6�`'' 71 CONSULTING ENEEFt Ter Norst, Lamson & Fisk, Inc. 2629 Waterfront Parkway East Drive Suite 100 Indianapolis, IN 46214 Phone: 317- 328 - I SN Fax: 317- 328 -9383~ Cj'�Q�d \STEgF� - t 'z #870332 A . STATE OF Certified�i,`fn? N O Z 0 0� > Cie W H � o p r,3 m m Z N M co .,, �- 0 N N N c v x e 6 1 - 3 m •o o •� c L d 0 0 0 U E4 rr4 Tn O U Wo � a Z I� U) i�i W J LLI a W � I!°-W r4 e"--I Title: GENERAL NOTES AND TMCAL DETAILS,j Sheet No..: MIT-' +• �� - fit`. Wf e