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El
<br />F
<br />L __
<br />NOTCH A5 RECe-
<br />SEE 'AI CN
<br />3' -41/2"
<br />MATCH EXiST
<br />MATCH EXIST
<br />T.O. MAS
<br />ToP PLATE: 2x43 w/
<br />5/8" AE3 e le" o.c.
<br />FOUNDATION PLAN
<br />SCALE: 1 /4 e i' -0'
<br />2_.z. _.1._._h,.L7 mow=
<br />-- 2x4x3e, " 24 "o•c.
<br />(FAR SIDE)
<br />EXIST I' RivE - TH1 f..T
<br />14' -ee"
<br />.- SIMPSON I-t3
<br />. 24" ogee
<br />- 2x0 it 24" o.c.
<br />- (2) K.O. f3LK
<br />w /(2)erexCONT
<br />e" CMU w/ it 5 443" o.c.
<br />4 AT CORNERS t INTERSECTIONS
<br />_..._. ..._- K.- .._... x -._. x.__..... K......_. ••.•.....x x .- ,.- ._x- .._. -.x
<br />__ (2) 3 x CONT
<br />EXT GRADE 3/4" PLYWOOD
<br />ATTA,C.:14 .u/ 4ci NAILS a ee' o.c.
<br />SIMFeON 8P1
<br />' CT iON
<br />SC ALE: 3/4" s 1' -12)
<br />6" GMU w/ 48" o.c
<br />AND • CORNERS 4 INTERSECTIONS
<br />SIMPSON H3
<br />40 24" o.c.
<br />SIMPSON SPI -
<br />le," cc.
<br />•
<br />PLATT NOTED
<br />- TOP PLATE (2) 2x4
<br />x °
<br />OVERHANG --
<br />MATCH EXIST
<br />SCALE: 1/4" 1:,,,0n
<br />R00t= LAN
<br />L SLAF3 TO E.3E 4" eLAO ON GRADE w/ ee X Ga - W14 X W1.4
<br />ON v4POff BARRIER
<br />2. TOP Or SLAPS m' -ee" (MATCH EXIST)
<br />3. DIMENSiONS ARE To FACE Or MASONRY
<br />4. COORDINATE ALL DIMENSIONS WITH ARCHITECT t EXISTING: CONDITIONS
<br />13. SEE ARCH FOR SIZE AND LOCATION QP MAeoNf Y OPENINGS (M.O.)
<br />ro• PRovIDE x 2' -see" FOUNDATION CORNEFe BARS AT ALL
<br />CQ 3 AND iNTEIcc'3ECTIONS (MATCH REINF eARS)
<br />STUD WALL: 2x4 1(""
<br />/ w/ SClrlt eLOGKING MIDPT
<br />- 130T PLATE PT 2x4 w/ 1/2" t' A13
<br />4 16' O.G.
<br />MATCH EXIST
<br />r-__ __ _ T
<br />it
<br />NOTCH AS RECD- -
<br />SEE ARCH-
<br />`'-4 1/2"
<br />MATCH EXIST
<br />T.O. MAS
<br />TOP PLATE: 2,43 w/
<br />5 /e" 4: Af3 e le" oc,
<br />EXIT CONC ROOF -=
<br />-- MATCH Ex13T
<br />OVERHANG
<br />6ECTION
<br />SCALE: 3/4"
<br />- 31MP'3ON x43
<br />a 24" c...
<br />7 gt, -SI,_P [LMIZZS
<br />TION
<br />STRUCTURAL NOTES
<br />DESIGN CRITERIA
<br />1. Building Code: Standard Building, Latest Edition
<br />2. Design Live Load:
<br />Roof ee 20 PSF (trib area = 0 •- 200 SF)
<br />16 PSF (trib area = 201 -- 600 SF)
<br />12 PSF (trib area et > 600 SF)
<br />3. Design Dead Loads:
<br />Roof = 20 PSF
<br />4• Design Wind velocity -= 110 MPH
<br />5. Other Loads: Contractor shall submit loading information for all equipment
<br />not shown on the drawings, or differing from those shown on the drawings.
<br />MISCELLANEOUS
<br />1. The Contractor is responsible for the means and methods of the construction
<br />of the contents of these documents. This shall include, but is not limited to,
<br />temporary bracing, shoring, tie clowns and other provisions which will ensure
<br />the safety at the jobsite until the entire structural system hos been
<br />instulled.
<br />2. Do not scale these drawings. Coordinate all dimensions, elevations and
<br />openings with the architectural drawings and all other trades. Report to this
<br />office any discepancies or omissions found in the contract document.
<br />EXISTING BUILDING
<br />1. The information shown on all the existing construction has been obtained
<br />from the best possible methods. The drawings do not show as -built conditions
<br />and may differ from the actual construction. The contractor shall verify all
<br />information and notify the engineer of any variations.
<br />SUBMITTALS
<br />1. All shop drawings shall be submitted and approved prior to construction.
<br />Allow (10) working days for approval from this office. Drawings shall be
<br />signed and sealed by a Florida licensed engineer.
<br />2. Poured in Place Concrete:
<br />a) Proposed concrete mix design in accordance with ACI 301 Chapter 3.
<br />b) Detailed shop drawings of reinforcing bars showing nurnber, size,
<br />and location.
<br />3. Concrete Masonry Units:
<br />a) Detailed shop drawings of reinforcing bars showing number, size,
<br />b) Type of units
<br />and location.
<br />and compression test results.
<br />SITE WORK
<br />1. For design on assumed soil bearing pressure of 2000 PSF was used.
<br />2. A soils investigation will be completed for this project. If the soils report
<br />shows a capacity less then the design value, a change in design may
<br />be required. All soil preparation shall be in accordance with this document.
<br />3. Notify the engineer if the footing excavation reveals materials or
<br />condition3 not anticipated in the soil's report.
<br />4, A testing laboratory shall be retained to perform all the tests outlined in
<br />the soil's report,
<br />5. Foundotion walls that retain soil shall be braced until floors slabs are in
<br />place.
<br />- EXT GRADE 3/4" F eTliCOD
<br />- 2 x 4 x 3w" le 24" o.c. \ ATTAGI - w/ e<1 NAILS e <o" a.c.
<br />(FAR SIDE)
<br />2x10 24" o.c.
<br />- (2) K.O. eeLK
<br />w/(2)`"`3 x COW
<br />{
<br />.szl:zuszsz� z,.#
<br />(2) 2x10
<br />PT2
<br />ATTACH TO EXIST ROOF
<br />SIMPSON LUS210
<br />JOIST HANGER
<br />-- EXT s AttE 3/4" PL.) CiD
<br />ATTACH w/ Sd NAILS * o.c.
<br />POURED - IN PLACED CONCRETE
<br />1. Codes cnd Standards:
<br />/CI 318 "E3uitdirtg Code Reeiuirements for Reinforced Concrete"
<br />PCI 315 "Details and Detailing of Concrete Reinforcement"
<br />ACI 301 "Specifications for Structural Concrete for Buildings"
<br />2. Concrete is to be normal weight conforming to ASTM C94:
<br />o Portland Cement -- ASTM C150
<br />b) Aggregates (3/4 maximum) - ASTM C33
<br />Air entraining - ASTM C260
<br />d) Water Reducing - ASTM C494
<br />Flyash (20% maximum) -- Class F ASTM 0618 -
<br />f) Water •- Potable
<br />g) Slump Range 3" - 5"
<br />h) Placernent `role (Maximum) --- 90 minute from batch time
<br />3. Minirn.arr compressive strength after 28 days:
<br />c) Footings, slab, masonry fill - 3000 PSI
<br />4. Reinfr: rc'rg steel is to be Grade 60 conforming to ASTM A615
<br />cr) Minimunm tap splice - 30 diameters (U.N,O:)
<br />1,) Bar cover:
<br />Footings --• 3"
<br />Slabs -- 1 1/2"
<br />c) Provide corner bars which snatch the horizontal bars at all wall
<br />footings and tie beams.
<br />5. Slab -on -Grade
<br />ci? Welded wire fabric - ASTM A185: lap mesh 6" minimum at joints
<br />Moisture barrier 6 mil polyethylene
<br />Compressive strength - 3000 PSI
<br />6. Install ties, spacers, chairs, etc (per CRSI recommendations) necessary to
<br />securely he Id reinforcing during concrete placement. Use plastic tips at all
<br />exposed sur'aces.
<br />7. Use interial vibrators to consolidate all concrete.
<br />8. Concrete curing options
<br />a) Liquid membrane forming chemical compound conforming to ASTM C309.
<br />b) Continuous. ioi tune in cco dance with ACI 301.
<br />9. Concrete Shall be finished per architectural drawings.
<br />10. A testing laboratory shall perform the folloiwtng concrete tests for each
<br />50 cubic ya-ds. Send test results to the owner, architect, structural engineer
<br />and General Contractor.
<br />c) Slump test - ASTM C143
<br />ti) Four Cylinder strength test ASTM C39: test one cylinder after
<br />7 days test tw after 2gg days and hold one in reserve.
<br />nr
<br />11. All beos sli be poured monolr{hica yi.
<br />12. Exposed edges of columns and beams shall be chamfered 3/4" unless noted
<br />otherwise c n architectural drawings.
<br />13. Coat cli forms with a commercial compound that will not bond or adversely
<br />affect the concrete. •
<br />14. The contractor is responsible for the proper design of all formwork and
<br />shoring. Des gn shall be performed by a licensed engineer.
<br />15. Coordir,c to locations of all openings, 'embeds and accessories that are
<br />required by all trades. No opening or sleeve may be placed in bearns or columns
<br />unless opvc ved by the engineer.
<br />16. Proper placement of all embeds, anchor bolts, and etc shall be verified
<br />prior to plac the concrete. Notify the engineer of any conflicts.
<br />CONCRETE 1dASONRY UNITS
<br />1. 131ock;r .t,oll be normal weight Grade N, Typo f hollow load bearing masonry
<br />units which conform to ASTM C90,
<br />r Net compressive test strength of units .s 2000 PSi
<br />b frn = 1350 PSI
<br />2. Mortar eleall be type M or S and conform to ASTM C476.
<br />3. Fill all cells containing reinforcing with course grout.
<br />4. Coors out shall conform to ASTM C476
<br />a 3000 PSI at 28 days
<br />3/8" aggregate
<br />8' - slump
<br />5. All work shall conform to ACI 530 -13f3,
<br />6. Reinfcrclrg bars shall be lapped 48 diameters where spliced.
<br />7. All vertic:ul bars shall be held iii position at the top cfnd bottom and with
<br />a minimum clearance of 1/4" to the masonry 'walls and one diameter between bars.
<br />8. Horizcnta reinforcing shall confirm to ASTM A82.
<br />9. Horizc nta reinforcing shall be 9 gauge (U.N.0) ladder type Dur -o -wall
<br />(or equal) at 16" o.c. and shall be lopped a minimum of 6" at splices.
<br />10. Store masonry on pallets and cover with visqueen.
<br />11. Masonry shall be placed in running bond with 3/8" face shell bedding
<br />mortar joint;r, •vertical and horizontal.
<br />12. Grou tin options
<br />c) 4' high lifts with no observation holes.
<br />8' high lifts with observation holes. Observation holes shall be
<br />4" x 4" sawcuts at the base course of all reinforcing.
<br />13. Space masonry control joints at a rnoximurn of 34' --0" o.c. (U.N.0).
<br />14. Mosenry inseection shall be provided per ACI 530.
<br />15, Prov de a 8 x 8" reinforced precast lintels at all openings less than
<br />8' -0" oa. (U.N.O.) with a minimum end bearing = 8".
<br />WOOD CARPE.MIRY
<br />1. Dimensioned lumber .shall be dressed S4S, and shall bear tine grade stamp
<br />of the s apl)!ier's association,
<br />2. All lurnbe7 shall be sound and free from warp.
<br />3. All lumber shall be Southern Pine, grade No. 2 or better with the following
<br />minimun picperties: .
<br />F E - 1200 pal
<br />F "v 913 psi
<br />F c = 975 psi
<br />E = 1,600,000 psi
<br />1c1 moximun moisture content
<br />4. All wcocl in contact with concrete or masonry shall be pressure treated.
<br />5. Pressure treated lumber shall be impregnated with a CCA salt treatment
<br />in accordance with F.S. TT -W -571 and bear the American Wood Preserves Institute
<br />quality mark LP -2.
<br />6. Plywood sheathing shall be DFPA CD with exterior glue. All roof sheathing
<br />shall be installed with plyclips•
<br />7. install bridging in all floor and roof joists to 8' -O" o.c. rnaxirnun. install
<br />blocking in ell wall studs at mid- height.
<br />8. All nailirc and bolting shall cornply with American Institute of Timber
<br />construction requirements.
<br />9. Provide c single plate 'at the bottom and a double plate at the top of all
<br />stud lls, .'
<br />10. S tu wa ds snail be doubled at all angles and around all openings. Studs shall
<br />be tripled of all corners,
<br />Revisions:
<br />Consultants:
<br />. I.
<br />M N "TS
<br />ARCHITECTS •INTERIOR JESiGNER`
<br />\oNtlf4,02,
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<br />c.ernter 'for
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<br />structures,
<br />in6.
<br />2447 Bay to Bay Blvc
<br />Suite 21
<br />Tampa, FL 33621
<br />813 -835 -531
<br />FAX 313 - 835 -550
<br />Structural Engineers
<br />PE 48099
<br />The Edgewater Building
<br />600 South Magnolia Avenue
<br />Suite 150
<br />Tampa, Florida 33606
<br />Phone (813) 251 -0565
<br />Fax (813) 251-0567
<br />First Union National Bank
<br />of Florida
<br />ZEF 1SHILLS MAIN 63'RRANC
<br />35421 5TH AVENUE
<br />iw'NY1 1I1_L�, =i.oRIDA
<br />Drawing No. /Date
<br />7/12/9
<br />Drawing Title /Scale /Drawn by V6
<br />FON AND FRAMING PLAI
<br />SCALE! 1/4' 1' - -0•
<br />
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