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FOUNDATION SCHEDULE <br />FDN. <br />TYPE <br />WIDTH x <br />LENGTH <br />DEPTH <br />REINFORCING <br />REMARKS <br />T/ FTG. <br />ELEVATION <br />TOP <br />BOTT. <br />F -i <br />l0' -0' x 10' -0" <br />i' -l0' <br />11- #6 <br />E. W. <br />!i- #6 <br />E. W. <br />F -2 <br />9' -0" x 9' -0' <br />i' -6" <br />8 - #6 <br />E. W. <br />8 - #6 <br />E. W. <br />F -3 <br />8' -6." x 8' -6' <br />i' -6' <br />8- 06 <br />E. W. <br />8- 06 <br />E. W. <br />F-4 <br />8' -0 ' x 8' -0' <br />i' -4" <br />7- #6 <br />E. W. <br />7- 16 <br />E. W. <br />F -5 <br />7' -0" x 7' -0" <br />i' -2" <br />7 - #5 <br />E. W. <br />7 - #5 <br />E. W. <br />F -6 <br />9' -0' x 15' -6' <br />1' - 4" <br />15- #6 <br />12 #6 <br />(LONG) <br />15- #6 <br />12 16 <br />(LONG) <br />COMBINED <br />FOOTING <br />SEE PLAN <br />99' -4' <br />THRD BOLT PROD. <br />HEX NUT <br />TOP OF FTG. <br />a EL. SEE SCHEDULE <br />M TACK WELD <br />3 i /2 1/2'x3/4" <br />HEX NUT <br />1 BOLT <br />TYP. ANCHOR BOLT DETAIL <br />N.T.S. <br />W <br />(PLAN) <br />POUR THIS AREA - <br />AFTER STEEL <br />ERECTION IS <br />COMPLETED --\ <br />o z a -- <br />Z"ZD <br />= scr <br />N cn Co <br />0 <br />w <br />ca <br />a <br />w <br />cr <br />>_I <br />0 <br />a <br />a <br />J <br />O <br />cn <br />12" <br />N <br />N a <br />T1 ° <br />r1 <br />2" 10" <br />12' <br />l0' 2" <br />I <br />I <br />I <br />a d <br />N <br />rt <br />N <br />BASE R TYPE a0 <br />SCALE: 1 1/2' = 1' -0' <br />_ BASE tE . (SEE <br />DET'S. THIS 061G.) <br />W.W.F. <br />x - - -- x T /FTG. <br />`3' CL. <br />(TYP.)- <br />u , SEE SCHEDULE <br />i <br />8" s � <br />~ 1W U <br />wig i <br />I C-) <br />-4 vi <br />-ANCHOR BOLT <br />SEE SCHEDULE - (SEE OET'S. <br />FOR REINF. THIS DWG.) <br />-- SEE SCHEDULE - - -- __ - -- <br />(SECTION) <br />TYPICAL COLU FT <br />N.T.S. <br />145 VERT. FILL CELL W/ CONC. @ 4' -0" <br />O.C. SPLICE BARS 36' MIN. PROVIDE <br />DOWELS W/ 10' HOOKS @ FTG. & <br />nu Annuc (-rvn 1 <br />DETAIL A <br />SCALE: 1 1/2' = 1' -0" S -2 <br />0 <br />SCALE: 1 1/2' = i'-0' <br />t <br />COL. & FTG. <br />s <br />1x2 KEY w I� <br />M <br />v � <br />- -x x - - x-- x - - -x -- <br />IIIII-= j1111 a11 I�IIII IIII = Ilia <br />-- VAPOR BARRIER (TYP.) <br />COMP. FILL (TYP.) <br />TYP. CONSTRUCTION JOINT (C.J.) <br />SECTION <br />SCALE: 3/4' = 1' -0' S -2 <br />SAWCUT (JOINT FILLER & <br />SEALANT) SAW WITHIN 24 <br />HOURS GF POUR. <br />CUT ALTERNATE STRANDS <br />IIIIi = Mli =ll!111- ffin1R TI <br />W.W.F. SEE <br />PLAN (TYP.) <br />TYP. SAW -CUT JOINT (S.J.) <br />SECTION <br />SCALE: 3/4' = 1' -0' &S- <br />W14 <br />1 1/2" DIA. HOLE <br />(TYP.) <br />746 W / 13 TIES <br />@ 8' O.C. (TYP.) <br />s <br />co <br />1 1 /2'CL. - <br />(TYP. <br />- f <br />- -8" @ <br />1 0 <br />8' � - - 10" @ 1 A <br />COL. TYKE O 1 A <br />4 - #6 'W/ 03 <br />TIES @ 8' O.C. <br />i_ 1/2�- a <br />CL. y <br />TYP. <br />i <br />8" <br />i <br />COL. TYPE O <br />W.W.F. 7 _ <br />- -- x -- - <br />i 8 0 <br />i <br />SECTION <br />SCALE: 3/4' - - 11-00 - -- S -2 <br />DF -SIGN CRITENIA <br />1. DESIGN PER STANDARD BUILDING CODE - 1985 WITH 1986 6 1987 REVISIONS <br />2. LIVE LOADS: <br />ROOFS = 20 psf <br />CORRIDORS - 80 psf <br />MECH. & ELEC. ROOMS = 125 psf <br />ALL OTHER FLOORS - 70 psf <br />PARTITION ALLOWANCE = 20 psf <br />3. DEAD LOADS: <br />ROOF = 20 psf <br />4. WIND LOADS: <br />BASIC WIND SPEED (50 YEAR MEAN RECURRENCE INTERVAL) = 100 mph <br />WIND PRESSURE TO EXTERIOR WALL COMPONENTS = 32 psf <br />WIND UPLIFT PRESSURE TO MAIN ROOF COMPONENTS = 34 psf <br />WIND UPLIFT PRESSURE TO CANOPIES (GROSS) = 45 psf <br />5. SEISMIC ZONE = 0 <br />STEEL <br />1. STRUCTURAL STEEL SHALL BE OF ASTM A -36 (U.O.N.) <br />2. ALL ERECTION AND FABRICATION OF STRUCTURAL STEEL SHALL CONFORM TO <br />REQUIRMENTS OF THE AISC MANUAL OF STEEL CONSTRUCTION, EIGHTH EDITION. <br />3. ALL JOISTS SHALL CONFORM TO STEEL JOIST INSTITUTE SPECIFICATIONS. <br />SPECIAL CONSIDERATION JOISTS SHALL BE DESIGNED FOR CONCENTRATED LOADS <br />INDICATED ON ROOF FRAMING PLAN AS WELL AS UNIFORM DEAD, LIVE, AND WIND <br />LOADS INDICATED ABOVE. <br />4. CONNECTION BOLTS SHALL BE ASTM A -325. <br />5. ALL WELDING SHALL BE AS PER AWS SPECIFICATIONS. <br />6. MINIMUM SIZE OF ALL FILLET WELDS SHALL CONFORM TO SECTION 1.17.2 OF <br />AISC SPECIFICATIONS. <br />7. ALL METAL DECK SHALL CONFORM TO STEEL DECK INSTITUTE SPECIFICATIONS. <br />SEE SECTIONS 1 FOR MIN. PROPERTIES. <br />S -5 S -7 <br />CONCRETE <br />1. ALL CONCRETE WORK SHALL BE IN STRICT ACCORD WITH ACI- 318 -83, <br />fc' = 3000 psi <br />2. WELDED WIRE FABRIC (W.W.F.) SHALL CONFORM TO ASTM A185. <br />3. ALL REINFORCING STEEL SHALL HAVE A MINIMUM YIELD STRENGTH OF 60,000 PSI <br />AND SHALL CONFORM TO ASTM A -615. <br />4. UNLESS OTHERWISE SHOWN ON DRAWINGS, MINIMUM COVER FOR REINFORCING <br />SHALL BE AS FOLLOWS: <br />FOOTINGS - - - - - - - - - - - - - - - - - - - - - - - - 30 <br />BEAMS --------------------- - - - - -1 1/2' <br />SLABS ON GRADE - - - - - - - - - - - - - - - - - - - - - SEE TYP. DET. <br />5. SPLICES IN REINFORCING SHALL BE AS FOLLOWS: <br />WELDED WIRE FABRIC - - - - - - -- - - - - 6" <br />ALL OTHER - - - - - - - - - - - - - - - - CLASS C, U.O.N. <br />6. SPLICES IN TOP REINFORCING SHALL BE MADE AT MID SPAN. <br />7. SPLICES IN BOTTOM REINFORCING SHALL BE MADE OVER SUPPORTS. <br />8. ALL REINFORCEMENT SHOULD BE SECURELY HELD IN PLACE WITH STANDARD <br />ACCESSORIES WHILE PLACING CONCRETE. IF REQUIRED, ADDITIONAL BARS <br />OR STIRRUPS SHALL BE PROVIDED BY CONTRACTOR TO FURNISH SUPPORT <br />FCR ALL BARS. <br />MASONRY <br />1. HOLLOW REGULAR CONCRETE MASONRY UNITS SHALL CONFORM TO "STANDARD <br />SPECIFICATIONS FOR HOLLOW LOAD- BEARING CONCRETE MASONRY UNITS" <br />GRADE N -i CONFORMING TO A.S.T.M. C -90. WITH A 28 DAY COMPRESSIVE <br />STRENGTH OF NO LESS THAN 2,000 psi (NET SECTION AREA) . <br />2. MORTAR MIXES SHALL MEET A.S.T.M. C -270, PROPORTION SPECIFICATIONS <br />AND OF THE FOLLOWING TYPES: <br />TYPE S (1,800 psi) FOR MASONRY ABOVE GRADE. <br />TYPE M (2,500 psi) FOR MASONRY BELOW GRADE, IN CONTACT WITH EARTH. <br />3. HORIZONTAL REINFORCMENT SHALL CONFORM TO A.S.T.M. A -82, ZINC <br />COATED CONTINUOUS WELDED STEEL REINFORCEMENT STANDARD TRUSSED <br />(9 ga. SIDE RODS AND CROSS RODS). <br />4. VERTICAL REINFORCING BARS COMPLETE WITH STARTER BARS OF THE SAME <br />DIAMETER SHALL BE PLACED AT EACH SIDE OF ALL DOOR AND WINDOW <br />OPENINGS IN MASONRY WALLS, AT ALL CORNERS AND INTERSECTIONS, <br />AND THROUGHOUT ALL WALLS AT THE LOCATIONS AND SPACINGS SHOWN <br />ABOVE ON THE STRUCTURAL DRAWINGS. CELLS CONTAINING VERTICAL <br />REINFORCING BARS SHALL BE GROUTED WITH CEMENT GROUT CONFORMING <br />WITH A.S.T.M. C -476, HAVING A 28 -DAY COMPRESSIVE STRENGTH OF NOT <br />LESS THAN 2,500 psi. <br />5. PRECAST LINTEL BEAMS SHALL HAVE NO LESS THAN EIGHT (8) INCHES <br />BEARING AT EACH END OF THE MASONRY BLOCKWORK . v�p ?Pom <br />JV <br />FOUNDATIONS A � ON_1v SITE - - <br />1. THE FOUNDATIONS ARE DESIGNED AS PER THE RECOMMENDATIONS OF THE <br />GEOTECHNICAL ENGINEERS: PROFESSIONAL SERVICE INDUSTRIES, INC.. <br />cn . <br />.o <br />,� 3 <br />c U x <br />rofn v� <br />O U <br />U <br />Z � + M <br />H �+ <br />N �Q <br />`� o <br />co <br />H L <br />U n. <br />O <br />w <br />w <br />w <br />W z <br />C9 W Q <br />0 c� z <br />J <br />• j (A <br />Z <br />U N <br />U) <br />W <br />U <br />Z_ <br />Q <br />m <br />W <br />Lu <br />V <br />U) <br />Q <br />W <br />C) <br />H <br />0 <br />Z <br />0 <br />LL <br />o <z <br />L:J o <br />0 C_ <br />J <br />u <br />LL <br />0 <br />< <br />ci <br />w <br />U� <br />SEE THEIR REPORT REFERENCE 1376 -75103 DATED NOVEMBER 12, 1987. <br />�� 8706 <br />2. DESIGN SOIL BEARING CAPACITY = 2500 psf. �- <br />3 COMPACTION DENSITY UNDER SLABS TO BE A MINMUM OF 95% OF THE 1-1 <br />MAXIMUM DRY DENSITY AS DETERMINED BY ASTM DESIGNATION 0 -1557. 2 - 22-88 <br />10" 10" <br />f -- - - <br />20 I gy 80 20 <br />� t <br />I <br />_ <br />N <br />- - -- - 9 - <br />a , <br />o W12 <br />3 I <br />Clo <br />0 <br />ao - 1 1/2' DIA. HOLE <br />° <br />(TYP.) <br />! Z NJ f `� •/ <br />Z PLATE THICKNESS = 1 5/8' @ W12x65 <br />1 5/8' @ W12x96 <br />2' @ W12x87 <br />BASE 01 . TYPE CA <br />SUNO3S02 � J "' G <br />u <br />rte►+ i � I Illlrl \171..JJ - G <br />�- SEE SCHEDULE FOR REINF. <br />