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STRU UCT' RALL 61313REVIAT]ONS;
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STRUCTURAL NOTES:
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A. GENERAL ABV 0V'AI3 VE, LNTL q
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1 ALL 'NEW WORK SHALL BE PERFORMED IN STRICT ACCORDANCE WITH THE MINIMUM REQUIREMENTS OF THE STANDIARD:' I C.' DESIGN LOADSIF ADD'L- ADDITIONAL LO LOW
BUILDING CODE, .1997 EDITION AND ANY MORE STRICT STANDARDS AS REQUIRED BY ORANGE COUNTY,. FLORIDA. AGGR AGGREGATE LSL LONG,SLO TTED HOLE.S 0)
2. VERIFY ALL EXISTING CONDITIONS, DIMENSIONS, AMD ELEVATIONS PRIOR TO BEGINNING WORK.: ANY' DEVIATIONS FOUND LW_ LONG WAY.
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SHALL BE BROUGHT TO THE ATTENTION OF THE ENGINEER BEFORE PROCEEDING. ROOF LIVE LOAD' .20 PSF REDUCI BLE, PER _SBC. 199 A. 1. S; 1. - AMERICAN IRON AND m
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THE CONTRACTOR IS RESPONSIBLE FOR MEANS AND METHODS AND SHALL PERFORM. HIS WORK ROOF bEAD'LOAD_ ACTUAL 5 PSF MIN) STEEL INSTITUTE
IN A SAFE MANNER. LATERAL LOAD 31 PSF,, A. W. S., AMERICAN WELDING MBM METAL BUI LDING MFR
4. THE CONTRACTOR IS RESPONSIBLE FOR PROVIDING ALL TEMPORARY SHORING OR M c MO MENT CONNECTION
BRACING, AS REQUIRED, DURING CONSTRUCTION. B MCJ MASONRY, CONTROL JT.
B. FOUNDATIONS SLAB -ON -GRADE LIVE LOAD 1,50 PSF B B
MEZZ, MEZZANINE 7
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FOUNDATION 'AS
Ms ME STUD
1. -PERFORM WORK INDICATED ON THE PLANS.
WIND:LOADS: THE BUILDING STRUCTURE:, SHALL 'BE DESIGNED
BLDG BUILDING MO MASONRY OPENING
2. THE FOUNDATIONS. HAVE BEEN DESIGNED FOR AN ALLOWABLE SOIL BEARING PRESSURE OF 2000 PSF FOR A WIND VELOCITY OF 100 MPH,,WITH,AN BLW BELOW
N, THE CONTRACTOR SHALL PROVIDE SUITABLE MEANS FOR COMPACTING THE SOILS SO AS TO ACHIEVE THE ASSUMED IMPORTANCE :FACTOR OF liO IN ACCORDANCE BP BASE PLATE
ALLOWABLE SOIL BEARING CAPACITY USED IN THE DESIGN, ALL SOILS BENEATH SLABS AND FOUNDATIONS SHALL WITH SBC 1997. BRDG BRIDGING NF N EAR FACE
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BE COMPACTED AND SHALL BE TESTED BY AN INDEPENDENT GEOTECHNIC TESTING LABORATORY PRIOR TO PLACING. w
ANY CONCR LLOWS: CONTINUOUS FOOTING ONE TEST EVERY 100 SQUARE FEET; INDIVIDUAL COLUMN BRG BEARING NS NEAR SIDE.
FOOTINGS = ONE TEST FOR EACH FOOTING.,\ BRK BRICK 0 LU Q
3. THE CONTRACTOR IS REPONSIBLE FOR ANY DEWATERING AT THE SITE DURING CONSTRUCTION.
C. CONCRETE
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BOTH SIDES
BOLTED TIE JOIST
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1. AL LL BE.PERFORMED IN ACCORDANCE WITH THE STANDARD BUILDING CODE, 1997 EDITION, c PERP PERPENDICULAR
AND THE REQUIREMENTS OF ACI 301-89 BY THE "AMERICAN CONCRETE INSTITUTE FOR CAST -IN -PLACE,
REINFORCED CONCRETE AND REINFORCING, AND ACI 318-95 "BUILDING CODE REQUIREMENFS, -CONCRETE
c SION PC PRECAST mmm 71 w 1 - : -,
FOR STRUCTURES".
CANT PLI PLATE
2. CEMENT SHALL BE PORTLAND CEMENT, TYPE 1, CANTILEVER
3. REINFORCING SHALL BE ASTM A-615, GRADE 60 (DEFORMED) AND FREE OF RUST, MILL, SCALE AND OIL. cc CONCRETE- COL R
4. ALL CONCRETE SHALL REACH A 28-DAY DESIGN COMPRESSIVE STRENGTH OF 3000 PSI, EXCEPT CONCRETE WALLS (4000 PSI) CIP CAST IN PLACE RF ROOF.
SLUMPS SHALL BE AS FOLLOWS: CONCRETE FOR MASONRY GROUT 8" TO 11"
CTR'D RTN RETURN
SLUMPS SHALL BE MEARURED AT THE DISCHARGE END OF THE HOSE, IF A PUMP IS, USED, ci CONTROL JOINT RW RETAINING WALL
5. ALL CONCRETE SLABS AT SIDEWALKS, STAIR TREADS, AND LANDINGS SHALL HAVE A NON -SLIP, BROOM FINISH. D S
SE SLAB EDGE6. PROVIDE CONCRETE COVER OVER ALL REINFORCING AS FOLLOWS: DWL DOWEL SEIJ SEALED EDGE ISOLATION JOINT
FOOTINGS (SIDES AND BOT) 3"
FORMED, EXPOSED E SEJ SEALED EDGE JOINTTOEARTH
FORMED, EXPOSED TO WEATHER, 1 1/2" EE EACH END SHRW SHEAR WALL
FORMED, NOT EXPOSED TO EARTH OR WEATHER 3/4"
EF EACH FACE Sim SIMILAR
7. ALL REINFORCING IN SLABS -ON -GRADE SHALL BE 6x6/Wl.4xWl.4 WELDED WIRE FABRIC, TP UNb ASTM A-85 EL ELEVATION SJ JOINT
8. REINFORCING BARS IN CONCRETE SHALL BE LAPPED A MIN OF 36 BAR DIA, TYP (EXCEPT 48 BAR DIA AT EOP EDGE OF PIT Sil STEEL JOIST 0)
WALL REINFORCING)
EQUAL SPACE(S)
NSTITUTE
EQ SP ING)
9. THE CONTRACTOR SHALL PREPARE, SHOP DRAWINGS SHOWING ALL REINFORCING PLACEMENT AND CONCRETE DESIGN ES EACH SIDE SL SLOPE
MIXES TO BE AVAILABLE FOR THE A/ E ORMANCE TO PROJECT REQUIREMENTS PRIOR TO
EW EACH WAY SPA
PLACING ANY CONCRETE. ALL CONCRETE. SHALL BE FROM A SINGLE SOURCE SUPPLIER. SOG SLAB -ON -GRADE
STIR STIRRUP
D. MASONRY F/ FACE OF STR STRENGTH
1. ALL MASONRY WORK SHALL CONFORM TO THE REQUIREMENTS OF ACI 530-92 "BUILDING CODE
OUNDATION SCHEDULE. FDN FOUNDATION SW SHORT WAY
REQUIREMENTS FOR MASONRY STRUCTURES".
FTG SIZE FF FAR FACE T
2. ALL MASONRY SHALL BE NORMAL WEIGHT, ASTM C-90, TYPE 11, NON -MOISTURE CONTROLLED UNITS LOCATION REINFORCING FP FIRE PROTECTION TB TIE BEAM
E, Vm 1500 PSI (1900 MARK L x W x D co
PSI ON THE NET AREA). FS FAR SIDE T&B TOP & BOTTOM
3. ALL MASONRY SHALL BE NOMINAL SIZE UNITS 8i"x8"x16" (7 5/8"0 5/8%15 5/8") OR 12"X5"x16" Fl x 6'- 0" x l'-4"
N/A G TC TIE COLUMN
11 5/8' x 7 5/8" x 15 516') PROVIDE HALF-SIZE, KNOCK -OUT, OR U-BLOCKS WHERE SPECIFIED. 9) -#5 EW GR TDS(TSE) TURN DOWN SLAB c
4. ALL MASONRY SHALL BE LAID IN RUNNING BOND WITH 316' STRUCK JOINTS. MORTAR N/A
E TYPE S THROUGH -OUT. (TYPE M FOR BEI OW GRADE PLACEMENT) F2 4'-0" x 4' Y' x 1'4'
7) #5 EW
GRTG GRATING THD THREAD
5. DO NOT WET MASONRY PRIOR TO APPLYING MORTAR,
6. PROVIDE, PRECAST 8%8" LINTELS OVER ALL MASONRY OPENINGS. PRECAST LINTELS SHALL BE N/A H THK THICK
F3 3'-Y' x 3'- b" x l'-4"! THNS THICKEN SLAB
REINFORCED WITH (2)#5 CONT AND SHALL BE FILLED SOLID WITH GROUT. LINTELS SHALL BEAR 7) #5 EW HGR HANGER
TSE THICKENED SLAB EDGEAMINIMUMOF8:' EACH END. KNOCK OUT B/LINTEL AT, BEARING TO ADMIT VERTICAL REINFORCING. HI HIGH
7. MASONRY LINTELS MAY BE USED IN LIEU OF PRECAST LINTELS. USE '& MASONRY U-BLOCKS H K HOOK TOP TOP OF PLATE
WITH (2)#5 CONT, FILLED SOLID WITH GROUT. SHORE MASONRY LINTELS FOR A MINIMUM OF 28 DAYS, HPT HORIZONTAL POINT TOP'G TOPPING
8., PROVIDE STANDARD DURO-WALL LADDER TYPE, 3/1SIDE AND CROSS RODS, GALVANIZED HORIZONTAL HR HANDRAIL T/ TOP *OF
JOINT REINFORCING PLACED AT 16" OC, TYP.
HS HEADED STUD.' TOS TOP OF STEEL
E. STRUCTURAL STEEL HSA HEADED STUD ANCHOR
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1. 'ALL STRUCTURAL STEEL SHALL BE FABRICATED AND ERECTED IN STRICT ACCORDANCE WITH THE REQUIREMENTS WF1
TOP BARS:; N1 A UON UNLESS OTHERWISE, NOTEDOFAISC, 9TH EDITION (ASD). BOT, BARS, 3) #5 __C IF INSIDE 'FACE
2. ALL. STEEL SHALL BE ASTM A-36,, Fy 36,000 PSI (Fy 50 KSI WHERE INDICATED)
WF2: l'-O"
NIA W_
3. ALL BOLTS FOR STEEL CONNECTIONS SHALL BE 3/4" DIAMETER, A-325, BEARING TYPE CONNECTIONS. CONT x 2'-8" x bOT BARS 4) #5 CONT W1 #3 'At 24"::O,C. SW WF WALL FOOTING 7
BOLTS SHALL BE TIGHTENED BY "TURN -OF-TH E- NUT' METHOD.
COI 3 AT, 24' OC: TIES, - JST JOIST OR WIDE FLANGE) 4. NO STEEL MEMBERS SHALL BE CUT, NOTCHED, OR OTHERWISE ALTERED IN THE FIELD IN ORDER TO T51
R WID WORK POINTEACONNECTION. FACILITAT' K
5. ALL STEEL SHALL RECEIVE ONE COAT OF SHOP PRIMER, RED OXIDE, AND SHALL BE TOUCHED UP IN THE y z
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FIELD AFTER WELDING. K KIP
YP YIELD POINT6. ALL WELDING SHALL BE IN ACCORDANCE WITH A.W.S. ALL WELDING SHALL BE PERFORMED WITH E70XX KB KNEE BRACE
ELECTRODES, UNO KO
7. THE CONTRACTOR SHALL SUBMIT SHOP DRAWINGS SHOWING FABRICATION AND ERECTION DRAWINGS FOR ALL NOTES: EW EACH WAY, LW LONG 'WAY,.SW SHORT WAY
STRUC ENGI NEER-OF- RECORD FOR REVIEW OF CONFORMANCE WITH PROJECT REQUIREMENTS.
F. PRE ENGINEERED METAL BUILDINGS
FOUNDATION DESIGN REACTIONS
1 . THE EXTENT OF THE PRE-ENGINEERED METAL BUILDING IS SHOWN ON THE DRAWINGS. 3 TIES AT 8 2. THE STRUCTURE IS A ONE STORY, SINGLE PITCH, CLEAR SPAN STRUCTURE OF DIMENSIONS SHOWN. THE EAVE
OC-
HEIGHT IS 14'-9" (A.F.F. - LOW END), AND THE ROOF SHALL HAVE A PITCH OF 0.5:12.
3. PRE-ENGINEERED METAL BUILDING MANUFACTURER SHALL HbLD AN AISC METAL BUILDING CERTIFIC
8) #6 VERT STDAMINIMUMOFFIVEYEARSEXPERIENCEWITHMETALBUILDINGSTRUCTURESOFASIMILARTYPESHOWNHEREON. WITH
4. ALL METAL BUILDING STRUCTURE AND COMPONENTS SHALL BE DESIGNED FOR THE LOADS INDICATED AND IN ACCORDANCE HOOK AND BOT.
WITH THE MINIMUM REQUIREMENTS OF THE STANDARD BUILDING CODE, 1997 EDITION. H LU
5. COMPLY WITH AISI, AMERICAN IRON AND STEEL INSTITUTE FOR COLD FORMED METAL FRAMING PRACTICES. REACTIONS 0
6. THE METAL BUILDING STRUCTURE SHALL BE DESIGNED, AND SHOP DRAWINGS SHALL SIGNED AND SEALED BY A FLORIDA V ARE
REGISTERED, PROFESSIONAL STRUCTURAL ENGINEER, IN THE EMPLOY OF THE METAL BUILDING MANUFACTURER. CONCRETE,.PlER KIPS, TYP. Z
7. PROVIDE ALL FRAMING AS REQUIRED FOR DOORS AND OTHER OPENINGS, EXHAUST VENTS, ETC. SEE'PLAN_ FOR LOCATIONS.
DEAD+LIVE DEAD+WIND
COLUMN V H V H
A,B,C 3.2
07 150 4.2 14.3 6.3
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18.0 11.2 16.7 12.3F1,2,3 0 0
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AL L OTHERS 4.0 b,
PLAN
METAL BUIDLING NOTES: CITY OF ORD
I . METAL BUILDING DESIGNER SHALL SPECIFY
ANCHOR BOLTS FOR ALL COLUMN
0BASES. CC SHALL PROVIDE AND INSTALL
ANCHOR BOLTS, TYP.
2. FOUNDATIONS ARE DESIGNED AS PIN"
CONNECTED. MOMENT CONNECTED BASES LU 0_
ARE NOT ALLOWED.
3. NOTIFY BISHOP ENGINEERING COMPANY IF
WN ARE DIFFERENT
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FROM DESIGN REACTIONS.
4. METAL FRAMES SHALL BE DESIGNED TO
LIMIT DEFELECTIONS TO MASONRY WALL -TOLERANCES BISHOP ENGINEERING COMPANY.
IN ACCORDANCE WITH ACI 530 92, TYPICAL. Structural Engmeermg
425 IN New,'England Ave, Suite 300 U)
Winter Park, Florida 32789
Phone 407-622-2477 Fox 407-622-:24 -19
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fA S=;N ORD BUILDING DEPT. F
THESE PLANS ARE R VIEWE ID AND C :;IVG11T10C` A h Y
ACCEPTED FOR PERMi t-. fnr RfAJT IS UEC7) SHAI-1- BE
CONSTRUED TO 'RCA 1 IC C N C TO PFt(J E c D WITHlookTHEWORE,, AND N07 AS /`U"I RI Y TO VIOLATE,
CANCEL, ALTER, OR SIT r!;ii I ANY OF THE
PROYSIONS OF THE TEC::HiViCAL, COLTS, NOR. SHALL
ISSUANCE OF A PERivl1'F PREVENT Ti YE BUILDING
DEPT FROM "TH.EREAFTER REQUIRING A CORREC-
TION OF ERRORS ON THE PLANS, CONSTRUCTION
OR OTHER VIOLATIONS OF'THE CODES.
PERMIT #"3
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CITY, OF
RHAL IMPECTION REQUIRED
MUN I G I PAL AGENG I E A, 3
OF
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SANFORD, FLORIDA THE TAUOLIVE"6ARDEN' ESTAU 300
N. PAR< AVENUE SANFORD,
FLORIDA 32122 ZONING
5ANIF0R0, FLORIDA ADMINISTRATOR,,
RRUSS, G1156ON TELEI*
HONE .(401) 330-5&64 ZONING, CLA651FICATION. (PP) PLANNED DEVELOPMENT Ar >DRESS -
300 N. PAM< AVENUE, SANFORD, FL FLANNIWS 15UILPING
AREA. ADMINISTRZATOR "S
G155ON A CON5TRUCTION CL0-61FICATION; COMB46,fjbLE F'R'OTE tTEOTELEPHONE. (401)
3.30 P&&l TYPE (o ADDRESS 300'
N. FAFa< AVENUE SANFORD, FL.
32112 BUILDING CODE, '31"EDITt ADMINISTRATOR - DAN
FLORI*AN U6E GROUP:A-2, -STAUfRAT TELEFOWONE - ADDRESS300
t-t PAW,AVENUE, SANFORD, FL, 6E16mic ZONE N FIRE HAROHA
L BUILDIWa OCCUPANT L' ADMINISTRATOR MICHAEL'
McGIDNEY TELEPHONE ov
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6 1303 6. FRENCH AlMiPE SEATING 13REAKDOIN. ANr .5 -
of;v, FL. 321'11 WAITING HEALTH
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ADMINISTRATOR- LISA
LAMBERT w " MORSE
5LVD' 02W UJINTF-k
FA PARK, r-L TOTAL. 244 ENrgiNEERNG AND.
STORM SEWER MAX NO, OF EMPLOYEES PER SHIFT: _25'. CITY EW31NEER
5015 WALTER y TOTAL OFSEATINGAND.EMPLQ EE& TELEPHONE (401)
330-5c?lla 300 N.
PAFKAVENUE FIRE 6PRINKLER. SYSTEM: YES 5ANFOf;V,,
fzl_. 32172 8A51$.- PER LOCAL- O SANITARY SEWER
ON, 61TE. PAWING REQUIRE AbMINISTIRATOR BOB
15RIGGS TELEPHONE - (401)
rorbE-2110 wlE ADDRESS - 500
LU. LAKE -MAR DR. ON 61TE,PAf;KW3 PROVIDED: SANFORD, FL. 32'113 E3A516- EXISTING
WATER GINEER -
NGINEER -
MICHAELCRUMPTON EN RESTIROOMFIXTURECOUNT