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HomeMy WebLinkAboutZEPHYRHILLS MUNICIPAL AIRPORTGENERAL ALL DESIGN, CONSTRUCTION, AND INSPECTION SHALL BE IN CONFORMANCE WITH THE LATEST EDITION OF THE FLORIDA BUILDING CODE (2004). THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND CONDITIONS AT THE SITE AND WIN FINAL METAL BUILDING SHOP DRAWINGS. SLIGHT ADJUSTMENTS TO PLAN DIMENSIONS AND /OR SPECIFICATIONS SHALL BE COMPATIBLE WITH METAL BUILDING ANCHOR LOCATIONS. CONTRACTOR SHALL BE RESPONSIBLE FOR SAFTEY AND PROTECTION WITHIN AND ADJACENT TO THE JOB SITE. TEMPORARY SHORING AND BRACING SHALL BE PROVIDED WHENEVER TO TAKE CARE OF ALL LOADS TQ WHICH THE STRUCTURE MAY BE SUBJECTED INCLUDING NAND, SEISMIC LOADS AND OTHER ACTS OF GOD. AFOREMENTIONED BRACING SHALL BE LEFT IN PLACE AS LONG AS NEEDED AND UNTIL ALL THE STRUCTURAL ELEMENTS ARE COMPLETE. DURING AND AFTER CONSTRUCTION THE CONTRACTOR AND /OR OWNER SHALL KEEP LOADS ON TLjE STRUCTURE WITHIN THE LIMITS OF THE DESIGN LOADS. THE GENERAL CONTRACTOR SHALL HAVE SHOP DRAWINGS REVIEWED BY THE ARCHITECT PRIOR TO THE FABRICATION OR ERECTIONS FOR THE FOLLOWING ITEMS: REINFORCING STEEL, STRUCTURAL STEEL, MISCELLANEOUS METALS AND PREFABRICATED STEEL JOIST. ALL DETAILS SECTIONS, AND NOTES ARE INTENDED TO BE TYPICAL AND SHALL APPLY TO SIMILAR SITUATIONS UNLESS NOTED OR SHOWN OTHERWISE. REFER TO THE SPECIFICATIONS FOR ADDITIONAL INFORMATION NOT COVERED ON THE DRAWINGS. OBSERVATION .VISITS TO THE JOB SITE BY FIELD REPRESENTATIVES OF THE ENGINEER SHALL NEITHER BE CONSTRUED AS INSPECTION NOR APPROVAL OF CONSTRUCTION. SIZES, LOCATIONS, AND ANCHORAGES OF EQUIPMENT SHALL BE VERIFIED IN THE FIELD WITH EQUIPMENT MANUFACTURERS (SUPPLIERS) PRIOR TO PLACING CONCRETE OR FABRICATING STEEL FOOTINGS ALL FOOTINGS SHALL BEAR 24' MINIMUM INTO ORIGINAL UNDISTURBED EARTH OR ON ENGINEERED FILL COMPACTED TO 989: OF MAXIMUM RELATIVE DENSITY BASED ON ASTM D- 698. SUCH FILL SHALL BE PLACED IN LAYERS NOT TO EXCEED 6" IN DEPTH AFTER COMPACTION AND SHALL EXTEND DOWN TO IN —SITU GRANULAR SOILS. THE FOLLOWING WORK SHALL OCCUR UNDER THE BUILDING AND A MINIMUM OF 5— FEET BEYOND. TOPSOIL AND ORGANICS SHALL BE STRIPPED AND REMOVED. FOLLOWING STRIPPING OF THE TOPSOIL AND PRIOR TO FILL PLACEMENT THE SOILS IN THE UPPER 3 FEET SHALL BE UNDERCUT AND STOCKPILED TO BE USED AS STRUCTURAL FILL FOLLOWING TIE UNDERCUT, THE UPPER 12" OF EXPOSED SUBGRADE SOIL SHALL BE SCARIFIED, MOISTURE CONDITIONED AND COMPACTED TO 95% ASTM D -698 STANDARD DENSITY. FOLLOWING COMPACTION OF THE EXPOSED SUBGRADE, THE EXCAVATION SHOULD BE BAOKFILLED WITH STRUCTURAL FILL COMPACTED TO 98% ASTM D- 698 STANDARD DENSITY. FOOTIN f ELEVATIONS AT TOP OF FOOTINGS ARE MINIMUM DEPTH, certRENT OR UNUSUAL CONDITIONS SHALL .I E REPORTED TO THE ARCHITECT AND /OR ENGINEER. EXTERIOR WALL FOOTINGS SHALL SHALL BEAR AT A MINIMUM DEPTH OF 2' -0' BELOW FIINISHED EXTERIOR GRADE. NO FOOTINGS SHALL BE PLACE IN WATER OR ON FROZEN GROUND. ANY SOIL CONDITION ENCOUNTERED' DURING EXCAVATION THAT IS CONTRARY TO THE CONDITIONS USED FOR DESIGN OF THE FOOTINGS AS OUTLINED IN THE SOILS REPORT, OR ON THE DRAWINGS SHALL BE BROUGHT TO THE ATTENTION OF THE ARCHITECT BEFORE PROCEEDING, IN FOOTINGS, UNLESS OTHERWISE SHOWN, PROVIDE CORNER BARS AT ALL CORNERS SAME AS HORIZONTAL REINFORCEMENT. BACK FILL BOTH SIDES OF FOUNDATION WALLS AT THE SAME TIME TO PREVENT OVERTURNING, CMU WALL FOOTINGS, WHERE NOT SHOWN OTHERWISE, SHALL BE 12' THICK WITH A 8' SPREAD EACH SIDE OF WALL AND PROVIDE 1 #5 CONTINUOUS AT BOTTOM FOR EACH 8" OF FOOTING WIDTH. WHERE 4" DIAMETER OR LARGER PIPES PASSES THROUGH AN INTERIOR OR EXTERIOR FOUNDATTION WALL, STEP THE FOOTING DOWN TO PASS BELOW PIPE AND THEN STEP BACK UP TO INDICATED ELEVATION. PROVIDE PIPE SLEEVE THROUGH FOUNDATION WALL. CONCRETE CONCRETE SHALL ATTAIN THE FOLLOWING 3,500 PSI MINIMUM COMPRESSIVE STRENGTH AT DAYS. A STATMENT OF MIX DESIGN FOR ALL CONCRETE SHALL BE SUBMITTED TO AND REVIEWED BY THE STRUCTURAL ENGINEER PRIOR TO COMMENCING WORK. CONCRETE MIX SHALL HAVE A MINIMUM OF 5% AIR ENTRAINMENT U.N.O. All CONCRETE WORK SHALL BE PLACED, CURED, STRIPPED, AND PROTECTED AS DIRECTED BY THE SPECIFICATIONS AND ACI STANDARDS AND PRACTICES. DOWEL VERTICAL BARS 36 DIAMETERS INTO STRUCTURE ABOVE AND FOOTINGS BELOW. PROVIDE 90 DEG. HOOK WHERE 36 OIA. IS NOT POSSIBLE. BEFORE CONCRETE IS CURED CHECK WITH AU. TRADES TO INSURE PROPER PLACEMENT OF ALL OPENINGS, SLEEVS, CURBS, CONDUITS, BOLTS, INSERTS, ETC. RELATIVE TO WORK. Not released for construction of this project unless this document is signed. ALL SLABS ON GRADE SHALL. BE PLACED IN ALTERNATE PANELS WITH A MAXIMUM WIDTH OF 18" BETWEEN CONTROL OR CONSTRUCTION JOINTS; REFER TO TYPICAL DETAILS ON DRAWINGS. UNLESS OTHERWISE NOTED, SLABS ON GRADE SHALL BE 6' THICK AND SHALL BE REINFORCED WITH 6 X 6 / W2.1 X W2.1 WELDED WIRE FABRIC. PLACE SLABS OVER 4' THICK LAYER OF POROUS FILL PROVIDE A # 3 NOSING BAR IN ALL CONCRETE STEP TREADS (AS REQ'D) UNLESS NOTED IN DRAWINGS, ALL' REINFORCING PARS SHALL BE CONTINUOUS THRU ' JOINTS AND EACH CONSTRUCTION JOINT SHALL BE KEYED. THE EXTENT OF SUSPENDED SLAB POURS SHALL BE FROM CENTERUNE TO CENTERLINE OF SPANS AND SHALL NOT EXCEED 3000 SF OR 04' IN ANY ONE DIRECTION. WHERE EXTERIOR SLABS ON GRADE ABUT WALLS OR OOLUMNS PROVIDE 3/8 " PREFORMED EXPANSION JOINT FILLER WITH SEALANT, WHERE `INTERIOR MASONRY WA LS (IF "RECTO) - by NOT BEAR ON A FOOTING PROVIDE A TYPICAL THICKENED SLAB (12" THICK X 10' WIDE) (IQEt THOLE. REINFORCE WITH 2— # 4 CONTINUOUS. DOWEL WALL. REINFORCING TO $LAO. MASONRY (CMUZ ALL MASONRY SHALL BE REINFORCED WITH BOTH HORIZONTAL AND VERTICAL REINFORCEMENT AS INDICATED ON THE DRAWINGS. ALL BLOCK CELLS OR BRICK CAVITIES WITH REINFORCEMENT SHALL BE GROUTED FULL USING CONCRETE 2000 PSI GROUT. CELLS SHALL BE ALIGNED TO PRESERVE UNOBSTRUCTED VERTICAL CAVITIES OF 2' X 3" MIINIMUM. MASONRY SHALL BE PLACED IN RUNNING BOND PATTERN, UNLESS(SJI). NOTED OTHERWISE. FILL ALL CELLS SOLID WITH CONCRETE BELOW SLAB. CONCRETE FOR BLOCK FILL SHALL HAVE 3 /8 INCH MAXIMUM SIZE COURSE AGGREGATE AND SUFFICIENT WATER SO THE CONCRETE WILL FLOW INTO THE BLOCK CELLS WITHOUT LEAVING VOIDS. MORTAR SHALL NOT BE USED FOR BLOCK FILL. ALL VERTICAL REINFORCING BARS SHALL BE DOWELED TO STRUCTURE BELOW WITH BARS OF SAME SIZE AND SPACING. LAP ALL SPLICES IN MASONRY 48 BAR DIAMETERS. PLACE ALL BARS SECURELY PRIOR TO GROUTING. PROVIDE HORIZONTAL LADER—TYPE REINFORCING CONSISTING OF f 9 WIRE FOR EACH FACE SHELL OF OF EACH WYTHE AT 16' O.C. IN ALL MASONRY WALLS. REINFOREMENT SHALL BE FOR TOTAL WIDTH OF CAVITY WALLS. CONCRETE MASONRY UNITS SHALL BE GRADE N UNITS CONFORMING TO ASTM DESIGNATION C90 AND SHALL HAVE A MINIMUM ULTIMATE COMPRESSIVE STRENGTH OF 1900 PSI ON NET SECTION. MORTAR SHALL BE TYPE 'S'. NO MASONRY SHALL BE LAID WHEN THE TEMPERATURE OF THE OUTSIDE AIR IS BELOW 40 DEG. F., UNLESS APPROVED METHODS ARE USED DURING CONSTRUCTION TO PREVENT DAMAGE TO THE MASONRY. SUCH METHODS SHALL INCLUDE PROTECTION OF THE MASONRY FOR A PERIOD OF AT LEAST 48 HOURS. ALL REINFORCING SHALL BE IN PLACE PRIOR TO GROUTING. VERTICAL REINFORCING BARS SHALL BE HELD IN POSITION AT THE TOP, BOTTOM AND AT INTERVALS NOT FARTHER APART THAN 200 BAR DIAMETERS. PROVIDE WIRE TIES AT LAP SPLICES. UNLESS INDICATED OTHERWISE ON THE DRAWINGS OR IN THE SPECIFICATIONS, MASONRY GROUTING SHALL COMPLY WITH THE PROVISIONS OF ACI 530. ALL MASONRY WALLS SHALL HAVE VERTICAL CONTROL JOINTS AT: MAJOR CHANGES IN WALL HEIGHT, AT CHANGES IN WALL THICKNESS, AT BUILDING CONSTRUCTION JOINTS, AND NOT FARTHER APART THAN 40 FEET ELSEWHERE. PROVIDE MATCHING CONTROL JOINTS FOR VENEER. CONSULT ARCHITECTURAL DRAWINGS FOR LOCATIONS. VERTICAL CELLS EACH SIDE OF CONTROL JOINTS SHALL BE GROUTED AND REINFORCED WITH REBARS TO MATCH VERTICAL REINFORCEMENT USED THROUGHOUT THAT WALL ONLY HORIZONTAL REBARS IN BOND BEAMS AT TOP OF WALL SHALL CONTINUE THROUGH CONTROL JOINTS. PROVIDE FULL HEIGHT HARD RUBBER KEY AT JOINT. WHERE JOINT LOCATIONS ARE NOT SHOWN ON THE DRAWINGS THE CONTRACTOR SHALL SUBMIT PROPOSED LOCATIONS TO ARCHITECT / ENGINEER FOR REVIEW REINFORCING STEEL ALL REINFORCEMENT SHALL BE DETAILED AND PLACED IN ACCORDANCE WITH ACI DETAILING MANUAL 315 -92 AND AC1 STANDARD 318 -95. REINFORCING STEEL SHALL BE ASTM A615 GRADE 60. WELDED WIRE FABRIC SHALL CONFORM TO ASTM A185. LAP ONE MESH TIE. ALL REINFORCEMENT SHALL BE SECURELY TIED AND HELD IN PLACE. REINFORCING BARS THAT ARE TO BE WELDED, INCLUDING DEFORMED BAR ANCHORS (D.B.A.) SHALL BE OF A WELDABLE GRADE AND SHALL BE WELDED IN ACCORDANCE WITH THE A.W.S. RECCOMENDATIONS. ALL CONTINUOUS REINFORCEMENT SHALL TERMINATE WITH A 90 DEG. TURN OR A SEPARATE CORNER BAR. ALL SPLICES SHALL LAP A MINIMUM OF 36 BAR DIAMETERS (12" MINIMUM) IN CONCRETE, AND 48 DIAMETERS IN MASONRY. WHERE THE LENGTH OF A BAR IS GIVEN AND IT IS TO BE HOOKED, THE HOOK SHALL BE IN ADDITION TO THE LENGTH GIVEN, UNLESS SHOWN OTHERWISE. COVER TO MAIN REINFORCEMENT FROM ADJACENT SURFACES SHALL BE AS FOLLOWS UNLESS SHOWN OTHERWISE: KSI A. UNIFORMED SURFACES IN CONTACT WITH GROUND OR TO BE EXPOSED TO THE WEATHER (BOTTOM OF FOOTINGS) 3" B. SLABS ON GRADE 3' C. FORMED SURFACES IN CONTACT WITH THE GROUND OR EXPOSED TO THE WEATHER... 3' 28 STRUCTURAL STEEL ALL STRUCTURAL STEEL AND STRUCTURAL STEEL WORK SHALL COMPLY WITH BOTH THE AISC "MANUAL OF STEEL CONSTRUCTION" CONTAINING THE SPECIFICATIONS FOR THE DESIGN, FABRICATION AND ERECTION OF STRUCTURAL STEEL BUILDINGS, INCLUDING THE 'CODE OF 'STANDARD PRACTICES" (FBC 2004). AND WITH THE STANDARD CODE ALL WIDE FLANGE SECTIONS SHALL CONFORM TO ASTM A992, W/ YIELD STRENGTH OF 50 KSI STRUCTURAL STEEL TUBING SHALL CONFORM TO ASTM 500 GRADE B; YIELD STRESS= 46 STRUCTURAL STEEL PIPE COLUMNS SHALL CONFORM TO ASTM A501, GRADE B; YIELD STRESS = 35 KSI ALL OTHER STRUCTURAL STEEL SHALL BE ASTM A36, UNO USE A325 BOLTS FOR STEEL TO STEEL CONNECTIONS AND A307 BOLTS FOR ALL OTHER CONNECTIONS. USE 3/4 " DIAMETER MINIMUM. PRIOR TO FABRICATION AND ERECTION, SHOP DRAWINGS FOR ALL STEEL ITEMS SHALL BE REVIEWED BY THE STRUCTURAL ENGINEER. THE CONTRACTOR SHALL VERIFY ALL SHOP DRAWING DIMENSIONS WITH ARCHITECTURAL PLANS AND DIMENSIONS. �GPNh:RAL NOTES ALL WELDS SHALL BE MADE WITH E70XX ELECTRODES WITH A CVN OF 20 FOOT— POUNDS AT —20 DEGREES F., AND BY WELDERS CERTIFIED BY AWS STANDARDS WITHIN THE PAST 12 MONTHS; PROVIDE WRITTEN CERTIFICATION IF REQUESTED. ALL HIGH — STRENGTH BOLTS SHALL BE TIGHTENED TO THE MINIMUM BOLT TENSION IN ACCORDANCE WITH " AISC SPECIFICATIONS FOR STRUCTURAL JOINTS USING ASTM A325 OR A409 BOLTS'. THE PREFERRED METHOD OF TIGHTENING IS BY USE OF A 'DIRECT TENSION INDICATOR ". THE TURN —OF NUT METHOD OR SNUG TIGHT CONDITION MAY BE ALSO USED. PROVIDE CARBONIZED WASHERS UNDER THE TURNED ELEMENT. ALL STEEL JOIST AND ASSOCIATED WORK SHALL COMPLY WITH THE LATEST > EDITION OF THE "STANDARD SPECIFICATION OF THE STEEL JOIST INSTITUTE.' UNLESS SHOWN OTHERWISE, PROVIDE BRIDGING IN ACCORDANCE WITH THIS SPECIFICATION AS A MINIMUM. JOIST FABRICATOR SHALL BE A MEMBER OF THE STEEL JOIST INSTITUTE ALL BRIDGING SHALL BE SECURELY ANCHORED AT EACH END RUN. WELD TO STEEL BEAM OR,ANCHOR TO MASONRY WALL WITH 3/8 ' ANCHOR BOLTS. CONCENTRATED LOADS SHALL NOT BE PLACED NOR HUNG FROM JOIST UNLESS THEY ARE PLACED AT PANEL POINTS OR A BRACE (Li -1 / 2X1-1 1/8) IS INSTALLED BETWEEN THE LOAD AND PANEL POINT. CONCENTRATED LOADS NOT SHOWN ON THE DRAWINGS SHALL BE BROUGHT TO THE ATTENTION OF THE ARCHITECT/ENGINEER FOR REVIEW. ALL BEAM CONNECTIONS, NOT DETAILED OTHERWISE, SHALL SHALL NBE MADE USING RISC 7TH EDITION TABLE I "FRAMED BEAM CONNECTIONS" WITH THE MAXIMUM NUMBER OF ROWS SHOWN FOR THAT BEAM. LIGHT CAGE METAL FRAMING DESIGN FABRICATION AND ERECTION OF LIGHT —GAGE METAL FRAMING SHALL COMPLY WITH REQUIREMENTS OF': AISC "MANUAL OF STEEL CONSTRUCTION', AWS "STRUCTURAL WELDING CODE', AISC 'SPECIFICATION FOR THE DESIGN OF COLD FORMED STEEL STRUCTURAL MEMBERS ", AND 2003 IBC. FRAMING SHOWN ON PLANS ARE MINIMUM SIZES AND CONDITIONS. SUBSTITUTION OF FRAMING MEMBERS SHALL BE APPROVED BY ARCHITECT AND ENGINEERS. THEY SHALL HAVE CAPACITY FOR GRAVITY LOADS AND LATERAL LOADS EQUAL TO OR BETTER THAN SPECIFIED FRAMING MEMBERS. ALL COMPONENTS SHALL BE GALVANIZED ACCORDING TO REQUIREMENTS OF ASTM A -525 FOR MINIMUM G -60 COATING. ALL 16 AND 18 GAGE STUDS, AND ALL TRACK, BRIDGING, END CLOSURES AND ACCESSORIES SHALL BE FORMED FROM STEEL THAT CORRESPONDS TO THE MINIMUM REQUIREMENTS OF ASTM A -446, WITH A MINIMUM YIELD OF 33 KSI FOR 18 GAGE AND 50 KSI FOR 16 GAGE, FOR STUDS AND 33 KSI FOR RUNNERS, BRIDGING END CLOSURES AND ACCESSORIES. ALL WELDS SHALL BE ACCOMPLISHED USING 1/8 ' AWS TYPE 6013 OR 7014 ROD WITH A WELDING HEAT OF CO TO 110 AMPERES DEPENDING ON THE GAGE OF MATERIAL AND THE FIT OF THE PARTS. WIRE TYING OF FRAMING COMPONENTS IS NOT PERMITTED. ADEQUATE LATERAL BRACING MUST BE PROVIDED DURING CONSTRUCTION. UNLESS NOTED OTHERWISE, METAL FRAMING MEMBERS 0 LOAD BEARING. SHEAR WALLS AND EXTERIOR. WALLS SHALL BE 18 CAGE FOR STUDS AND 16 GAGE FOR TOP AND BOTTOM RUNNER. RUNNIER TRACKS: INSTALL SIZED TO MATCH STUDS. ALIGN TRACKS ACCURATELLY TO LAYOUT AT BASE AND TOPS OF SITUDS. UNLESS INDICATED OTHERWISE, SECURE TRACKS AS RECOMMENDED BY BY STUD MANUIFACTURER FOR THE TYPE OF CONSTRUCTION INVOLVED, EXCEPT DO NOT EXCEED 24" O.C. FOR INAll OR POWER DRIVEN FASTNERS PROVIDE FASTNERS AT CORNERS AND ENDS OF TRACK. FASTENINGS: FASTENINGS OF COMPONENTS SHALL BE WITH SELF- -DRIWNO SCREWS • OR BY WELDING. SCREWS SHAUL BE OF SUFFICIENT SIZE TO TO ENSURE THE STRENGTH OF THE CONNECTION. WIRE TYING OF COMPONENTS SHALL NOT BE PERMITTED. ALL WELDS SHALL BE TOUCHED UP WITH A ZINC— RICH PAINT. FASTENING OF PLYWOOD DIAPHRAMS AND SILL PLATES SHALL BE AS INDICATED IN STRUCTURAL, NOTES AND DETAILED. EXTERIOR STUDS AND STRUCTURAL FRAMING MEMBERS SHALL HAVE 1 5/8 — INCH MINIMIUM FLANGE WITH A RETURN UP. GAGE SHALL BE AS INDICATED ON THE DRAWINGS USE 18 GAGE MINIMUM FOR EXTERIOR WALL STUDS. STRUCTURAL DESIGN LOADS. BUILDING CODE: FOC 2004 w /2000 REVISIONS WIND: BASIC WIND SPEED = 110 MPH (3 SEC. GUST) PER THE FBC 2004 w/2006 REVISIONS WIND IMPORTANCE FACTOR (1w): 1.00 WIND EXPOSURE: C ENCLOSURE CONDITION: ENCLOSED GCp: 0.18 FLOOR LIVE LOAD: 125 PSF ROOF: DEAD LOAD = ACTUAL WEIGHT OF' STRUCTURE LIVE LOAD = 20 PSF (REDUCIBLE PER CODE) SOILS: NET ALLOWABLE SOIL BEARING PRESSURE F 1500 PSF PRE ENGINEERED METAL BUILDING FRAME THE COMPLETE DESIGN OF METAL BUILDING INCLUDING ALL COMPONENTS SHOWN OR NOT SHOWN ON THE DRAWINGS SHALL BE ACCOMPLISHED BY THE BUILDING MANUFACTURER. THE DESIGN SHALL BE MADE BY A PROFESSIIONAL ENGINEER REGISTERED IN THE STATE WHERE PROJECT IS CONSTRUCTED AND HE SHALL AFFIX HIS REGISTRATON NUMBER AND • SEAL TO ALL SHOP DRAWINGS AND CALCULATIONS. HE SHALL SUBMIT SHOP DRAWINGS AND CALCULATIONS TO ARCHITECT / ENGINEER FOR REVIEW. THESE REACTIONS SHALL BE REVIEWED FOR COMPLIANCE WITH THE FOUNDATION DESIGN. SEE 'PLAN FOR ADDITIONAL DESIGN NOTES i.e. FUTURE EXPANSION LOADS, SUSPENDED PROVIDE BRACED BAYS ONLY WHERE APPROVED BY ARCHITECT. SUBMIT PROPOSED LOCATIONS TO ARCHITECT FOR APPROVAL BEFORE FABRICATIONS. RIGID FRAME COLUMN BASES SHALL BE DESIGNED FOR A PINNED CONDITION. PROVIDE PORTAL FRAMES AS REQUIRED. PROVIDE TURNBUCKLES ON ALL ROD "X" BRACING. (IAN STUART ASHLEY, RE. R1DA P.E. NO. 62216 2 TOP FARMS RD. ! ,At 36067 * *t *4 * *NdTE **** * * ** CONTRACTOR IS RESPONSIBLE FOR SUBSURFACE SOIL INVESTIGATION TO VERIFY SOIL BEARING CAPACITIES. ARE THE SAME AS WAS ASSUMED. PLEASE ADVISE STRUCTURAL ENGINEER IF VARIATIONS EXIST. , AREA ZON (ft 10 (ft2) 20 (ft 2) 50 (ft2) 100 (ft 2 ) 500 1 ` —30.4 --29.6 -28.6 —27.8. N/A 2 -- 51 R0 -45.6 -38.4 —33.0 N/A 3 -76.8 --63.6 —46.2 --33.0 N/A 4 J —33.0 —31.6 —29.8 —28.4 —25.2 5 --40.7 —38.0 —34.3 -31.6 -25.2 PRESSURE UNITS. = PSF 0 u) R N7 50' -6' ENDWALLS SCALE 3/16" = 1'-0" 5 . -0 " ROOF 231' --11" SCALE: 1/8" = SIDE WALLS SCALE: 1/8" = 1 " -0" f, r poor UPLIFT & WALL DESIGN PRESSURES FOR COMPONENTS & CLADDING LEN -STUART ASIR*, PR FLORIDA PE NO.6.2J6 2327fl � hi p tAR M .RD. PRATI LI , AL ,36661 SEAL: FLORIDA P.E, NO. 62216 z _4_16'e RELcA E DATE Uo Co Q . 44 co e rrTT,, F / n �..� w GLE ' STUART EY Not released for construction of this project unless this document is signed. SHEET TITLE: WIND DESIGN . PRESSURES q 5 I 1 © 4 I 0 CHECKED: SA DATE: 1/14/08 5' -0 °_ . 231' -11" 5' -0 ". - 0 u) R N7 50' -6' ENDWALLS SCALE 3/16" = 1'-0" 5 . -0 " ROOF 231' --11" SCALE: 1/8" = SIDE WALLS SCALE: 1/8" = 1 " -0" f, r poor UPLIFT & WALL DESIGN PRESSURES FOR COMPONENTS & CLADDING LEN -STUART ASIR*, PR FLORIDA PE NO.6.2J6 2327fl � hi p tAR M .RD. PRATI LI , AL ,36661 SEAL: FLORIDA P.E, NO. 62216 z _4_16'e RELcA E DATE Uo Co Q . 44 co e rrTT,, F / n �..� w GLE ' STUART EY Not released for construction of this project unless this document is signed. SHEET TITLE: WIND DESIGN . PRESSURES DRAWN: ...Nsa. CAD DESIGNED: SA CHECKED: SA DATE: 1/14/08 JOB NO: 07-047 SHEET NO AR C; 0 u) R N7 50' -6' ENDWALLS SCALE 3/16" = 1'-0" 5 . -0 " ROOF 231' --11" SCALE: 1/8" = SIDE WALLS SCALE: 1/8" = 1 " -0" f, r poor UPLIFT & WALL DESIGN PRESSURES FOR COMPONENTS & CLADDING LEN -STUART ASIR*, PR FLORIDA PE NO.6.2J6 2327fl � hi p tAR M .RD. PRATI LI , AL ,36661 SEAL: FLORIDA P.E, NO. 62216 z _4_16'e RELcA E DATE Uo Co Q . 44 co e rrTT,, F / n �..� w GLE ' STUART EY Not released for construction of this project unless this document is signed. AREA ZON ( ft 2 ) 10 (if) 20 (ft 50 (ft 100 ; (ft ) b00 ry1 -30.4 -29.6 -28.6 -27.8 N/ z. ?_ --51.0 --45.6 738.4 -46.2 --33.0 -33.0 N/A N/A -76.8 -63.6 4 ' --33.0 -31.6 -29.8 -28.4 -25,Z -40.7 -38.0 -34.3 -31.6 -25.2 PRESSURE UNITS = PSF 4 i 7 0 4 . 0 5 1 — l " , 21O' -11 5' —O" 4 —11° ROOF SCALE: 1 /8' = 1' -0" 0 E NDWA LLS SCALE: 3/16" = ,' -o° SIDI311'AI.I.S SCALE: 1/6" = 1' -0" ROOF UPLIFT & WALL )DESIGNPRESSURES FOR COMPONENTS & CLADDING GLEN STUAP ASHLEY, P.E. ARIA P.E. NO. 62216 2;27 HILLTOP FARMS RD. PRA'LLE, AL 36067 M P4 cr) F-4 c < c124 0 co Ft 41 w cn c\? At,„ c v, SEAL: FLORIDA P.E N0. 62216 / 146 \441 11111•IMINSIONOWININISMINNWINNI ) A P a w GLE ST ART • SHLEY --if E • SE D TE Not released for construction of this project unless this document is signed. ==M SHEET TITLE: WIND nrsiGN PRESSURES DRAWN: DESIGNED: CHECKED: DATE: GLD SA SA 14/08 JOB NO 01 --047 SHEEN: -NO4. • s S I. it S ASH REL AS DATE Not released for construction of this project unless this document is signed. SHEET TITLE: BUILDING FOUNDATION DRAWN: CLD DESIGNED: SA CHECKED: SA DATE: 1/1,4/00 JOB NO: 07 -047 SHEET NO. �{. . • 4 NOTE: N 0) i 0 • t 0 in 1 1/2" Fl 10'--10' F1 I< J PI 21' -0" 21' -0" 21 -0 SAW_'JOINT_ SAW JOINT 42' -0" UPON WRPTTEN APPROVAL FROM ARCHITECTURAL /ENGINEERING FIRM, CONTRACTOR MAY OPT TO USE FIBER MESH IN THE CONCRETE FOR SHRINKAGE REINFORCEMENT IN LIEU OF WELDED WIRE MESH. IF THIS OPTION IS APPROVED AND EXERCISED: FIBERS FOR CONCRETE SHALL BE EUCLID TUF — STR ND SF FIBER MESH BY EU LIDp CHEMICAL COMPANY MI ED IN AT A RATE OF 5 YARD. THE EUCLID TUF — STRAND FIBERS MUST BE MIXED THOROUGHLY AS DESCRIJEOO BY HE MANUFACTURER TO ENSURE UNIFORM DENSITY THROUGHOUT iE MIX, F 1 21' -0" 21' -0 F X F1 42' -0" 4" MIN. CDNUIC BARRIER ON 4 PAD. (18' DEEP SCALE: 1/8" = 1' -0" 210' -11" 21' -0" 21'-0" 2V-0" 21' -0" '-L 10' -10" Fl TE SLAB w/6x6 W.W,M. ON 6 MIC POROUS FILL ON ENGINEERED CC MINIMUM) HAIRPIN (SEE DETAIL "A ") TYP.: U.N. POLY VAPOR MPACTED FOUNDATION PLAN 42 -0 F 1 w 0 FI 42'-0" r ,� F— z 0 ( Q V ' HAIRPIN DETAIL "A" SCALE: 1/4" = 1'— 0" FOOTING SCHEDULE MARK FOOTING SIZE Fl 21' -0" GLEN S RT ASS, P.E, FLOR A PE. NO. 62216 27.1114TOP FARMS RD. -PRA -1" 1` MLLE, AL 36067 f/5 BAR 1 1/2" REINF. 0 c1 �!J R D.4 m4 H I x 3O THK. (9) //5 BARS 7 4 I (0 NOTE: 1 1/2' 0 in Co f J F� K 10' -6" FA z V) 52' -6" F 1 UPON WRITTEN APPROVAL FROM ARCHITECTURAL /ENGINEERING FIRM, CONTRACTOR MAY OPT TO USE FIBER MESH IN THE CONCRETE FOR SHRINKAGE REINFORCEMENT IN LIEU OF WELDED WIRE MESH. • IF THIS OPTION IS APPROVED AND EXERCISED: FIBERS CHEMICAL p� T AT DESCRIBED TH E A MA NU FA �T E U �ER D T O�E N URE DENSITY THROUGHOUT THE MIX. 21 -0 SAW JOINT SAW _J OINT F�1 21' -0" F 21' - 231' -11' 4 MIN. CONCRJJE SLAB w//6x 5 W.W.M. ON 6 MIL POLY VAPO BARRI R ON 4 POROUS FILL ON ENGINEERED COMPACTED PAD. (18" DEEP MINIMUM) 21' -0" �I'OUNDATTiON PLAN SCALE: 1/8" = 1' -0" HAIRPIN (SEE DETAIL "A ") F) TYP. U.N. 21' -0 . cq a 0 FA SCALE: 1/4" = 1 MARK FA 21' -0" 42' -0" FOOTING SIZE HAIRPIN DETAIL "A" FOOTING SCHEDULE GLEN STUART AS FORMA RE. 2327 HILLTOP 74I'VILLE, I / F11 L ._ REINF. Y, P.E. . 62216 I MS RD. 36067 V ) r- T-1 SEAL: FLORIDA P.E. NO. 62.216 r esimetwaramesutweiw o+0.) 0 g GLE i STUART 4'HLEY '1�� RELEASE ATE Not released for construction of this project unless this document is signed. SHEET TITLE: BUILDING FOUNDATION DRAWN : DESIGNED: CHECKED: DATE: d► LE SHLEY Y o RELEA E ATE Not released for construction of this project unless this document is signed. SHEET TITLE: FOUNDATION DETAILS DRAWN: CLD DESIGNED: SA CHECKED: SA DATE: 1/14/06 JOB NO: 7-047 SHEET NO h: POROUS FILL Q a Q w J #5 HAIRPIN POROUS FILL (2) #5 BARS CONT. TYP. SECTION SCALE: 1" = 1'--0" S3.0 L =36 BAR DIA. PEMB COLUMN-\ (4) 3/4 OIA. ANCHOR BOLTS SEE BOLT DETAIL — \ 6 10/10 W.W.M. BAR SPLICE DETAIL SCALE. NOT TO SCALE 6' -0" 3 1 1/2 -1 1 3 3/4" DIA. e BOLT DETAIL � l SCALE: I = 1 - 0 ' � J POROUS FILL 6 "x6" 10 /10 W.W.M. (2) #5 BARS CONT TYP. 1' -0" SEC'TION 4 • SCALE: 1" = 1' -0" S3.0 1' -2" 100 POROUS FILL 6x6 WWM REINFORCEMENT ( 2) #5 BARS CON T. w/18 f4 DOWEL @► 36" O.C. # HAIRPIN CONT. SAW CUT SAW JOINT WITHIN 8 HOURS AFTER PLACING CONCRETE SAW JOINT DETAIL I SCALE: 1" = 1' -0" SECTION SCALE: 1" = 1' -0" OUT OF STEEL PEMB COLUMN (4.) 3/4" WA. ANCHOR BOLTS SEE BOLT DETAIL -- ` 6 "x6' 10/10 W.W.M. 6' -0" 3 4 1 1/2" GLEN guar ASHY' P.E FLORIDA P.E. NO. 62216 2327 HILLTOP FARMS pRAITVILLE, AL 36067 SEAL: FLORIDA P.E. NO. 62216 tzo t4 z O 44