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<br />FOUNDATION
<br />GENERAL -STRUCTURAL
<br />01
<br />FOUNDATIONS HAVE BEEN DESIGNED TO AN ALLOWABLE SOIL BEARING PRESSURE OF
<br />01
<br />THESE STRUCTURAL PLANS HAVE BEEN PREPARED IN ACCORDANCE WITH THE
<br />2,000 PSF BASED ON A GEOTECHNICAL REPORT BY FAULKNER ENGINEERING SERVICES
<br />APPLICABLE STRUCTURAL CHAPTERS OF THE 2007 FLORIDA BUILDING CODE. ALL WORK
<br />DATED SEPTEMBER 24, 2007. SHOULD CONDITIONS VARY FROM THE ASSUMED, THE
<br />SHALL BE PERFORMED IN ACCORDANCE WITH THIS CODE AND ALL LOCAL
<br />ARCHITECT SHALL BE NOTIFIED BEFORE CONTINUATION OF WORK.
<br />REQUIREMENTS.
<br />02
<br />ALL FOOTINGS SHALL BE PLACED DIRECTLY ON VIRGIN SOIL, OR CERTIFIED COMPACTED
<br />02
<br />DESIGN LOADS:
<br />FILL.
<br />A. SEE DESIGN CRITERIA ON STRUCTURAL DRAWING.
<br />B. FLOOR LIVE LOADS HAVE BEEN REDUCED IN ACCORDANCE WITH CODE FOR GIRDERS
<br />03
<br />CONCRETE FOR FOUNDATIONS:
<br />AND COLUMNS.
<br />A 28 DAY COMPRESSIVE STRENGTH FOR CONCRETE SHALL BE AS FOLLOWS:
<br />C. WIND LOAD: SEE REQUIRED DESIGN WIND PRESSURES ON STRUCTURAL DRAWINGS.
<br />FOOTINGS 3000 PSI
<br />D. COMPONENTS AND CLADDING: SEE REQUIRED DESIGN WIND PRESSURES ON
<br />SLAB ON GRADE 3000 PSI
<br />STRUCTURAL DRAWINGS.
<br />WALLS 3500 PSI
<br />B MAXIMUM CONCRETE SLUMP SHALL BE 4".
<br />03
<br />ALL WORK SHALL BE COORDINATED WITH ARCHITECTURAL, MECHANICAL, ELECTRICAL
<br />C SLAB ON GRADE SHALL BE 5" THICK WITH WWF 6 x 6 -W1.4 x W1.4 OVER 5" OF 3/4
<br />AND PLUMBING DRAWINGS. CONFLICTS IN DIMENSION AND INTERFERENCE SHALL BE
<br />GRAVEL. SLAB SHALL BE FINISHED IN ACCORDANCE WITH ACI STANDARD 302 FOR
<br />DIRECTED TO THE STRUCTURAL ENGINEER PRIOR TO CONSTRUCTION OF WORK.
<br />CLASS 2 FLOORS. IN LIEU OF WWF, SLAB ON GRADE MAY CONSIST OF FIBER
<br />REINFORCED CONCRETE ACI 544.2R-89.
<br />04
<br />THE CONTRACTOR SHALL CHECK THE BUILDING LOCATIONS WITH REGARD TO PROPERTY
<br />D ALL CONCRETE SHALL BE MIXED, TRANSPORTED AND PLACED IN ACCORDANCE WITH
<br />LINE AND VERIFY ALL EXISTING CONDITIONS PRIOR TO EXCAVATION AND SHOP DRAWING
<br />ACI STANDARDS 318, 304 AND 301.
<br />PREPARATION. NOTIFY THE ARCHITECT / ENGINEER OF ANY DISCREPANCIES.
<br />E ALL REINFORCING BARS SHALL BE OF BILLET STEEL CONFORMING TO ASTM A615,
<br />GRADE 60.
<br />05
<br />IN CASE OF CONTRADICTION BETWEEN THE DRAWINGS, THE SPECIFICATIONS AND THE
<br />F ALL WELDED WIRE MESH SHALL CONFORM TO ASTM A185.
<br />CODES, OR IF ANY CHANGE IS REQUIRED, THE CONTRACTOR SHALL INFORM THE
<br />G ALL VERTICAL SURFACES OF CONCRETE SHALL BE FORMED FOR WALLS AND
<br />ENGINEER IMMEDIATELY. NO CHANGE SHALL BE MADE WITHOUT WRITTEN APPROVAL OF
<br />FOOTINGS.
<br />THE ARCHITECT / ENGINEER.
<br />H REINFORCING STEEL SHALL BE PLACED TO PROVIDE THE FOLLOWING MINIMUM
<br />CONCRETE COVER:
<br />0
<br />CONCRETE MASONRY UNITS
<br />SLAB ON GRADE 1-1/2"
<br />01
<br />ALL CONCRETE MASONRY UNITS SHALL BE HOLLOW LOAD BEARING UNITS CONFORMING
<br />WALLS 2"
<br />TO ASTM C90, GRADE N, TYPE I, WITH MINIMUM COMPRESSIVE STRENGTH OF UNITS =
<br />FOOTINGS 311
<br />1,900 PSI ON NET AREA, WITH ASSUMED DESIGN COMPRESSIVE STRENGTH, F'M =1,500
<br />1 GRADE BEAMS SHALL BE FORMED ON BOTH SIDES.
<br />PSI, UNITS MAY BE FABRICATED EITHER WITH NORMAL WEIGHT AGGREGATE (C33) OR
<br />04
<br />ALL FILL SHALL BE PLACED IN 12 INCH LOOSE LIFTS (MAXIMUM) COMPACTED WITH
<br />WITH LIGHTWEIGHT AGGREGATE (C331).
<br />VIBRATORY ROLLERS. FILL MATERIAL SHALL BE TESTED BY MODIFIED PROCTOR DENSITY
<br />02
<br />ALL UNITS SHALL BE PLACED IN RUNNING BOND.
<br />METHOD (ASTM D1557) AND MUST QUALIFY AS SELECT, WITH LESS THAN 5 /o PASSING
<br />THROUGH THE NO.200 SIEVE. SOIL SHALL BE PLACED WITH MOISTURE CONTENT AND
<br />03
<br />MORTAR SHALL BE TYPE M OR S. MIX 1 PART PORTLAND CEMENT, 1/4 TO 112 PART
<br />ENERGY TO PROVIDE 95% OF MAXIMUM DRY DENSITY BELOW SLABS ON GRADE. IN
<br />HYDRATED LIME AND 2-1/4 TO 3 PARTS SAND, MIXED ON SITE.
<br />PLACE DENSITY TESTS SHALL BE TAKEN FOR EACH 10,000 S.F. IN EACH LIFT. FOR
<br />ACCEPTANCE OF SOIL, AVERAGE OF DENSITY TESTS MUST EXCEED THE SPECIFIED
<br />04
<br />STORE ALL UNITS OFF GROUND TO PREVENT CONTAMINATION. COVER MATERIALS TO
<br />COMPACTION. NO TESTS SHALL BE PERMITTED TO FALL BELOW 90% COMPACTION.
<br />PROTECT FROM THE ELEMENTS.
<br />05
<br />ALL EXTERIOR FOOTINGS SHALL BE PLACED A MINIMUM OF 1'-8" BELOW FINAL GRADE
<br />05
<br />NO AIR -ENTRAINING ADMIXTURES OR ANTIFREEZE COMPOUNDS, SUCH AS CALCIUM
<br />WHEN BEARING ON SOIL, UNLESS NOTED OTHERWISE ON THE FOUNDATION DRAWINGS.
<br />CHLORIDE SHALL BE ADDED TO MORTAR.
<br />06
<br />WHERE NECESSARY, FOOTING STEPS SHALL BE CONSTRUCTED AT MAXIMUM SLOPE OF 1
<br />06
<br />DO NOT BACKFILL AGAINST FOUNDATION WALLS UNTIL MORTAR HAS ATTAINED MAXIMUM
<br />VERTICAL TO 2 HORIZONTAL.
<br />STRENGTH. WHERE BACKFILL IS PLACED AGAINST FOUNDATION WALLS BEFORE FLOOR
<br />07
<br />WHERE ROCK OUTCROPPINGS ARE ENCOUNTERED IN A BUILDING FOUNDATION BEARING
<br />CONSTRUCTION IS IN PLACE, PROVIDE TEMPORARY BRACING.
<br />ON SOIL, SUCH OUTCROPPING OR INTERFERENCE SHALL BE REMOVED TO A DEPTH 12
<br />07
<br />THE FIRST BLOCK COURSE ON FOOTING SHALL BE FILLED SOLID WITH CONCRETE,
<br />INCHES BELOW BOTTOM OF FOOTING AND REPLACED WITH CLEAN GRANULAR MATERIAL
<br />UNLESS NOTED OTHERWISE IN DRAWINGS.
<br />CONTAINING LESS THAN 5% SILT, COMPACTED TO 95% DENSITY PER MODIFIED PROCTOR
<br />ME T HOD. MAINTAIN A MINIMUM COVER OF V-6" TO BOTTOM OF CONCRETE.
<br />08
<br />CMU WALLS SHALL BE REINFORCED WITH TRUSS TYPE REINFORCING OF 9 GAGE ASTM
<br />08
<br />WHERE SOLID UNFRACTURED ROCK IS ENCOUNTERED FOR A WALL LENGTH OF AT LEAST
<br />A82 WIRE, GALVANIZED, AT 16" ON CENTER (VERTICALLY), AND AT THE FIRST AND
<br />25 FEET, WALLS MAY BE POURED WITHOUT FOOTINGS BY TRENCHING 6 INCHES INTO THE
<br />SECOND BED JOINTS ABOVE AND BELOW WALL OPENINGS.
<br />ROCK AND PINNING THE WALL TO ROCK WITH #6 x T-0" LONG DOWELS AT 2'-8" ON
<br />09
<br />ALL MASONRY WALLS SHALL BE ADEQUATELY BRACED DURING CONSTRUCTION TO
<br />CENTER, GROUTED INTO ROCK, EXTENDING 1'-6" INTO ROCK. NO FROST PROVISIONS
<br />RESIST WIND LOADS OF 25 PSF. NOTE THAT FLOOR AND ROOF DIAPHRAGMS Wil L
<br />ARE REQUIRED FOR THIS DETAIL. PROVIDE CONTROL JOINT IN WALL AT ANY TRANSITION
<br />PROVIDE ULTIMATE STABILITY FOR WALLS. UNTIL THESE ARE IN PLACE, MASONRY
<br />BETWEEN ROCK BEARING AND SOIL BEARING CONDITIONS.
<br />WALLS SHALL NOT BE BUILT HIGHER THAN 10 TIMES THEIR THICKNESS WITHOUT
<br />09
<br />EXCAVATIONS SHALL BE DEWATERED TO A DEPTH OF AT LEAST 2 TO 3 FEET BELOW THE
<br />BRACING.
<br />BOTTOM OF THE EXCAVATIONS TO ALLOW INSTALLATION OF FOOTINGS IN DRY
<br />ATMOSPHERE.
<br />10
<br />DIFFERENTIAL BACKFILL AGAINST FOUNDATION WALLS SHALL NOT EXCEED FOUR FEET
<br />UNTIL TOP BRACING OR FRAMEWORK HAS BEEN IN PLACE FOR A MINIMUM OF THREE
<br />DAYS. CANTILEVERED RETAINING WALLS MAY BE BACK -FILLED WITHIN 14 DAYS OF
<br />CONCRETE PLACEMENT, BUT IN NO CASE SHALL DIFFERENTIAL OF BACKFILL, BETWEEN
<br />OPPOSITE SIDES OF THE WALL, EXCEED THE FINAL DESIGN DIFFERENTIAL.
<br />11
<br />ALL BOTTOM OF FOOTING ELEVATIONS ARE SUBJECT TO CHANGE UPON INSPECTION OF
<br />SOIL CONDITION, ELEVATION OF ADJACENT FOOTINGS SHALL VARY ON A SLOPE NOT
<br />STEEPER THAN ONE VERTICAL TO TWO HORIZONTAL.
<br />12
<br />THE CONTRACTOR SHALL NOTIFY THE ENGINEER WHERE BOTTOM OF FOOTING
<br />ELEVATION IS CHANGED AND OBTAIN REVISED DESIGN OF THE FOUNDATION AND
<br />RETAINING WALLS AS REQUIRED.
<br />13
<br />A MINIMUM 6-MIL POLYETHYLENE VAPOR BARRIER BETWEEN THE BOTTOM OF THE FLOOR
<br />SLAB AND THE TOP OF THE COMPACTED SUBGRADE SHALL BE INSTALLED.
<br />LUMBER
<br />01
<br />ALL NEW LUMBER SHALL BE VISUALLY GRADED LUMBER, WESTERN CEDAR NO.2 OR
<br />BETTER WITH MINIMUM E=1,000,000 PSI IN ACCORDANCE WITH THE NATIONAL DESIGN
<br />SPECIFICATION (NDS) FOR WOOD CONSTRUCTION.
<br />02
<br />EXCEPT AS UPGRADED ON PLANS OR DETAILS, ALL LUMBER SHALL BE NAILED IN
<br />ACCORDANCE WITH THE NAILING SCHEDULE IN TABLE 2304.9.1 OF CHAPTER 23 OF THE
<br />2007 FBC.
<br />I
<br />G
<br />a.*]
<br />Column Section
<br />09
<br />1 1 /2"=1'-O"
<br />1 1 /2"=1'-O"
<br />3/4"=1'-0"
<br />ROOF DESIGN CRITERIA ® SHEET NOTES
<br />ROOF SLOPE = 70<RS<27" A REFER TO POOL DRAWINGS FOR POOL DECK
<br />L = 1 V-4" FT
<br />B = 11'-4" FT
<br />EAVE = 9'4' FT
<br />MEDIAN ROOF HGT = 1 V-13/8" FT
<br />END ZONE STRIP = 3.0 FT
<br />ROOF ZONE WIND PRESSURE
<br />ZONE AREA (SQ FT) COEFFICIENT DESIGN PRESSURES (+/-
<br />10
<br />1.0
<br />20.3
<br />-32.3
<br />20
<br />1.0
<br />18.5
<br />-31.4
<br />ZONE 1
<br />50
<br />1.0
<br />16.1
<br />-30.2
<br />100
<br />1.0
<br />14.3
<br />-29.3
<br />> 100
<br />1.0
<br />14.3
<br />-29.3
<br />10
<br />1.0
<br />20.3
<br />-56.2
<br />20
<br />1.0
<br />18.5
<br />-51.7
<br />ZONE 2
<br />50
<br />1.0
<br />16.1
<br />-45.7
<br />100
<br />1.0
<br />14.3
<br />-41.2
<br />> 100
<br />1.0
<br />14.3
<br />-41.2
<br />10
<br />1.0
<br />20.3
<br />-83.1
<br />20
<br />1.0
<br />18.5
<br />-77.7
<br />ZONE 3
<br />50
<br />1.0
<br />16.1
<br />-70.5
<br />100
<br />1.0
<br />14.3
<br />-65.1
<br />> 100
<br />1.0
<br />14.3
<br />-65.1
<br />WALL COMPONENTS & CLADDING PRESSURES
<br />ZONE
<br />AREA (SQ FT)
<br />COEFFICIENT
<br />DESIGN PRESSURES
<br />10
<br />1.0
<br />35.3
<br />-38.2
<br />20
<br />1.0
<br />33.7
<br />-36.7
<br />ZONE 4
<br />50
<br />1.0
<br />31.6
<br />-34.6
<br />100
<br />1.0
<br />30.0
<br />-33.0
<br />> 100
<br />1.0
<br />30.0
<br />-33.0
<br />10
<br />1.0
<br />35.3
<br />-47.2
<br />20
<br />1.0
<br />33.7
<br />-44.0
<br />ZONE 5
<br />50
<br />1.0
<br />31.6
<br />-39.8
<br />100
<br />1.0
<br />30.0
<br />-36.7
<br />> 100
<br />1.0
<br />30.0
<br />-36.7
<br />*IF AREA FALLS BETWEEN TWO VALUES INTERPOLATE OR USE
<br />PRESSURES ASSOCIATED WITH SMALLER AREA
<br />Rafter to Beam Section
<br />0
<br />i
<br />1 1 /2"= V-0"
<br />1 /4"= 1 1-(III
<br />B STRAP MANUFACTURER SHALL BE QUICK -TIE OR
<br />SIMPSON. STRUCTURAL ENGINEER SHALL VERIFY
<br />ADEQUACY OF ANY DETAIL NOT SHOWN HERE.
<br />KEY NOTES
<br />01 CONC FOOTING w/ (5) #5 REBAR EACH WAY, TOP &
<br />BOTTOM
<br />02 #5 DOWEL AT EACH CORNER CELL
<br />03 8" CMU COLUMN, ALTERNATE EACH COURSE
<br />04 FILL ALL CELLS w/ 2,000 PSI GROUT & (1) #5 VERTICAL
<br />REBAR
<br />05 2x2 ROUGH SAWN CEDAR AT 6" OC w/ (2)8d NAILS TO
<br />2x4
<br />06 2x4 ROUGH SAWN CEDAR AT 16" OC w/ (2)12d NAILS
<br />TO 3x6
<br />07 3x6 ROUGH SAWN CEDAR AT 24" OC
<br />08 48 ROUGH SAWN CEDAR RIDGE BEAM
<br />09 412 ROUGH SAWN CEDAR TRELLIS BEAM
<br />10 2x6 ROUGH SAWN CEDAR ON EACH SIDE OF RAFTER
<br />wl 1 /2" 0 THRU BOLTS
<br />11 3/4" 0 HEADER ANCHOR BOLT, 4" MIN EMBED
<br />12 COUNTERSINK NUT & WASHER, GLUE & PLUG
<br />13 SIMPSON MTS12 AT 2x6 BEAM TO RAFTER OR
<br />APPROVED EQUAL, INSTALL STRAP BETWEEN
<br />RAFTER & BEAM
<br />14 GALV MTL TRAY AT BEAM, SEAL AT STUCCO w/
<br />URETHANE SEALANT
<br />15 1 "xl 8" GALV MTL STRAP, RAFTER TO RAFTER
<br />DESIGN CRITERIA PER CODE (MINIMUM)
<br />BASIC WIND VELOCITY
<br />= 110 MPH
<br />IMPORTANCE FACTOR
<br />= 0.77
<br />EXPOSURE CATEGORY
<br />= B
<br />INTERNAL PRESSURE COEFFICIENT
<br />= 0.0
<br />E DESIGN CRITERIA FOR PROJECT
<br />BASIC WIND VELOCITY
<br />= 140 MPH
<br />IMPORTANCE FACTOR
<br />= 1.0
<br />EXPOSURE CATEGORY
<br />= B
<br />INTERNAL PRESSURE COEFFICIENT
<br />= 0.0
<br />ROOF TRUSS LOADING
<br />TOLL = 20
<br />TCDL = 10
<br />BCLL-
<br />BCDL-
<br />TOTAL = 30
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<br />=III=III ENGINEERING
<br />M11=111 "�+� GROUP
<br />FL CofA #7992
<br />5728 Major Blvd., Suite 603, Orlando, FL 32819
<br />Tel. (407) 354-5411 Fax (407) 354-3466
<br />Web Site: www.mgmclaren.com`���1�1111rrrl�
<br />�>CEN4
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<br />Oleck 4101! 2514
<br />aFORUME
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<br />y ARCHITECTURE &
<br />INTERIOR DESIGN, INC.
<br />PLANNING I ARCHITECTURE I INTERIOR DESIGN
<br />0
<br />0 745 orienta avenue, suite 1121
<br />altamonte springs, fl 32701
<br />phone: 407.830.1400
<br />fax: 407.830.4143
<br />AA0002731
<br />www.forumarchitecture.com
<br />Fort King
<br />Colony
<br />Apartments
<br />City of Zephyrhills, FL
<br />EDITED BY: JT
<br />PROJECT NO. 10-2651
<br />S19-52
<br />X.I. TfI I._____ -1� - 0
<br />T � T
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