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<br />#5 HAIRPIN nE .--' I'r~----- J I I ~ SEE SECTIONS FOR
<br />%. I f- ~ J - / EDGE DETAIlS
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<br />CONCRETE
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<br />POST TO BE PLACEO ON
<br />ElTHER SlOE Of THE OVER
<br />HfAO DOORS
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<br />3-3/8" LOW AXED -./ . .' t ~ ~ 'f----.-..
<br />RAKE SUPPORT ~ .': I ~
<br />
<br />8x16 CIP BOND Bl.I:_/(; ~r ~'x8' CONC. J-BOLTS Wx~'
<br />DESIGN C~lTER'A AND STRUCTVRA'" NOTES M OR RED HEAD EXPANSION
<br />~ W/3-#5 EACH FACE & f. . ~'
<br />1. ALL WORK SHALL BE IN ACCORDANCE WITH THE 2.00' I1LD8.IPA"8UILDING #3 0 TIES @ 24" O.C. '. " BOLTS @24" Ole
<br />CODE. LOCAL ORDINANCES AND ~EGULATIONS. (SEE ALTERNATE DETAIL) ~
<br />2. UVE LOADS (METAL BUILDING - SEE METAL BUILDING DRAWINGS)
<br />FLOOR ----------------150 PSF CMU~-
<br />
<br />3. WIND LOAOS:110 M~H WINO SPEEO(3 SWtfo'~09f)..etla&6eo au'(",()I,.J~....eJf'owpe. "tJ"
<br />'- 4. MAtERIALS OF CONSTRUCTION AND NOTES IN1€PHAL.. fPe$sV~e c.ceFFlG{EM1~:: to;r~
<br />ALL CONCRETE TO BE IN ACCORDANCE WITH "BUILDING CODE REQUIREMENTS
<br />fOR REINFORCED CONCRETE" (ACt 318-95).
<br />
<br />-
<br />
<br />WIND LOAD NOTE: DESIGN GIRT TO RESIST A 250 PLF
<br />HORIZONTAL WIND LOADING.
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<br />3/1~ ~ ~
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<br />#3 0 TIES 0 24" o.e. 1
<br />(SEE ALTERNATE DETAIL)
<br />
<br />CMU~
<br />
<br />SECTION f4\
<br />BETWEEN COLUMNS\V
<br />
<br />3-1/2" -....
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<br />DOOR DIMENSION + 7"
<br />
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<br />BAY DIMENSION
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<br />OR RED HEAD EXPANSION
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<br />#5 WALL REINF. - /~1~
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<br />DOUBLE KNOCK-OUT COURSE
<br />WITH #5 REBAR IN EACH COURC
<br />AT COURSE 35&36.
<br />
<br />TYPICAL ANCHOR BOLT DETAIL FOR MAN DOORS
<br />(4) 1/2. 0lA. X 10- lO.A-301 A. aOLTS-1 1/2- PROJ.
<br />(ALTERNATE: 1/2- OIA. HILTI KB II)
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<br />POURED SOLID WITH #5 ~~~\~~
<br />CONTINUOUS REBAR IN :m.1
<br />EACH COURSE.
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<br />@@@@ \V
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<br />FINISH FLOOR TO BE FLOATED -~
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<br />A,U. CON€~ET~--...---f.c == J...OOO PSI (FLYASH 20% ~ BY WEIGHT), 5" SLUMP MAX.
<br />28-0AY COMPRESSION CYlINQEt< TESTS At CONTRACTOR S OPTION.
<br />
<br />ALL REINF'ORGING STEEL SHALl HAVE A MINIMUM YIELD STRiNGTH OF 60,000 PSI
<br />AND .SHAll CONfORM TO ASTM A....(}15. LAP SPLICE BARS 25 INCHES, U.O.N.
<br />ALL WELDED WIRE' FAeRie SHALL CONfORM TO ASTM A-18S, 6. lAP SPLICES.
<br />ANCHOR BOLTS ASTM AJ6.
<br />5. LIGHT GAUGE STEEL FRAMING SHALL BE PER A1S1 AND ASTM A446. OR A, Ft=50 KSI
<br />GALYANlZEO G60. SICttONS ANQ BRIDGING ARE eASED ON DIETRICH INDUSTRIES, INC.
<br />MATERIALS. MAKE ALL BRACING AND CONNECTIONS PRIOR TO SHEATHING AND DOOR
<br />INSTALLATIONS. NO SPUCfNG OF STUDS IS p'ERMinEO.
<br />
<br />THE flORIDA STATE BOMO OF' PROFESSIONAL ENGINEERS IS ON RECORD
<br />STAliNG THE RESPONSIBILITIES OF PROfESSIONAL ENGINEERS PERSUANT TO
<br />RULE 19.00(3). , .
<br />THE BUILOING STRUCTURE, REaUIRES THE WORK OF A SPECIAUlY ENGINEER.
<br />ALL PROCEOtlRIiS STATEO IN RULE 19.00{J) STATEMENTS SHALL APPLY TO
<br />THIS PROJECT.
<br />
<br />All9WABt~ S.OIL ~,EAR!NG PRESSUR~ - 150Q PSI (ASSUMED)
<br />eUILDINQ $,'t;,A i 8 AND r,' OOTING, SUBGAADES INCLUDING ALL FILL SHALL BE COMPACTED
<br />TO 95% OF;'THE MOQIFIED PROCTOR MAXIMUM DRY DENSITY AT OPTIMUM MOISTURE
<br />PER ASTM ,0-1507. SOIL SHALL BE GRANULAR MATERIAL CONTAINING L~SS THAN
<br />11 % OF FINES PASSING A '200 SIE'lE, DENSITY TESTING AT THE CONTRACTOR'S OPTION.
<br />
<br />......
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<br />ALTERNATE DETAIL
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<br />
<br />SECTION
<br />@@
<br />FORM & POUR
<br />
<br />CD
<br />
<br />NOTE:
<br />
<br />SLOPED TOP.
<br />
<br />.. ',)
<br />
<br />PRE -EtiJ1INEER~D M~T AL eUllDING NOTES:
<br />tHE EAE91JON OF THE 1.4 E TAb. BUILDING SHALL ~E IN GENERAL CONFORMANCE
<br />VvHH. THE, ORl.GINAL CE~O APPROVED SHOP DRA'MNGS. ANY DEVlA nONS, CHANGES
<br />CRALTE.RAflONS SHAL~ SF: THE RESPONSIBILITY OF mE CONTRACTOR AND THE
<br />SPECIAllY ENGJNEER FOR tHE BUILDING. ANCHOR BOLTS, FOUNDATION DETAILS
<br />. AND LAYOUT ARE PER ORIGINAL CECO de MITCHELL BUILDING SYSTEMS SHOP
<br />DRA'MNGS de CUT SHEETS FOR JOe 1129067.
<br />
<br />7' - 6"
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<br />NOTES, SECTIONS
<br />DETAILS
<br />BOLT TYPES
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<br />ZEPHYRHILLS
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<br />COMMERCIAL LEASING
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<br />ARKAY ENGINEERING, I NC. WAf lHt CM1RVC11(<< ~ ~~A~~~S~ 98125
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