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PLANS IiEVIEWED
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J3UILOING DEI'T, APPROVED tWrvT
RYMAN
CONSTF\UCTION INC
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SCALE:
APPROVED BY:
DRAWN BY R. W
REVISED
Reviewed for complianc \'lith-the /1ind load provisions of Standard Building Code (SBC) Section 1205, 1991
edition including 1992 i' ;a)~3 '#endums. ~;rign elements shall be the responsibility of the contractor.
~ 8 3't7, f)-
James C alano, P,E, D . e
, 42507
DATE 8- 12- 9S
WEDGEWOOD
NAODI~L 2137
DRAWING NUMBER
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See notes for roof diaphragM no.ll speclflcntlons
2x4 'L' bro.ce @ 48' O,c,
Fo.sten to go.ble studs wi 10d no.ils @ 6' o,c,
2x4 blocking (eolgewlse) @ 48' O,c, top o.nol bOttOM
first four (4) fro.Mlng bo.ys @ gnble enols <typ.),
Fo.sten to top o.nd btM, chorols wi 3-16d nnlls (toeno.iled) eo., end,
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wi 16-8d nnlls ~ 24' O,c,
1/2' gyp, clg, boo.rd
wi G'w'B screws @ 7' O,c,
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GABLE END DETAIL
e-w~ryt1oad provisio~lS of Standard Building Code (SBC) Section 1205, 1991
adde IllS. oth~~tgn elements shalI he the responsibility of the contractor.
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Date
Reviewed for compliance )Yit
edition including 1992 "utflj 9
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SiMpson H3 wi 8-801 x 1-112' nnlls,
F ns ten 15/32' APA Rn ted Sheo. thing
to go.ble end fro.Mlng with 8d or 0.113' splro.l
sho.nk P-no.lls ~ 6' Q,C, o.lor'ig po.nel eolges,
12' Q,C, o.long InterMedlo. te supports,
16d no.ils @ 12' Q,C,
RYMAN
SCALE:
DATE 8~ 13 ~9S
CONSTFsUQTI_9tL fNC
-----.---..---- -..----------.---=--::------
APPROVED BY:
DRAWN BY R W
REVISED
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MO[)EL
2137
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POST DETAIL
POST DETAIL:
(A) WOOD POST TYPICAL, ,J 0 \) \ 5
() SI~r~"1'1 ~~:L v:..,, N~'l--
B ENGINEER SPECIFICATIONS. I
SIlV(P~'JH ,L\CE4 P-\- .lb(\ N",lL.~ ANCHOR PER
(C)
'ENGINEER SPECIFICATIWj40 Ii II. 1 -1^1L-~
I' 1M r > D~ fP; _ '1 _ 12, I ~ G\ 1'.1/." ANCHOR PER
(D) '7
ENGINEER SPECIFICATIONS, , '
BEAM WITH SINGL~ LAYER 1/2' COX IN CENTER WITH
(E) ~O~~~; ~FX1~~ NAILS 8'OC SrAGGERED ON EACH SIDE,
(F) ROOF TRUSS TYPICAL AS PER WALL DETAIL,
(G) CEILING PER OWNER TYPICAL ALUMINUM SOFFIT MATERIALS,
(H) TYPICAL CONCRETE SLAB PER WALL DETAIL.
H 5/8' REBAR ON CHAIRS 30' OC.
(I) MONOLITHIC FOOTING WITH 2 EAC.
ANCHOR PEI~
WOOD WALL DETAIL NOTES:
. ,
~
1/2" SHEATHING NAILED PErl. N o"t(;. Z. 14 , Z.IO, AND
PLYCLIPS. #15 'FELT AND FIBERGLASS SHINGLES. RIJGE VENT AS
NEEDED.
(B) ENGINEERED Roor TRUSSES SEE ELEVATIONS TO VERIFY PITCH,
(C) MINIMUM R-22 INSULATION IN ATTIC AND MINIMUM R-19 IN KNEE
WALLS.
(D) S l ~ I'~ DN ~rs vi &,. f> t.( Nt\lt\ ANCHOR AT THIS LOCATION.
(E) DOU6LE 2 X 12 PlNE HEADERS WIT,H 1/2" CDX IN CENTER .:t L vLDN5
, (p c..l NJ\ I (". "e It ' 0 I C. e- ^ f'" A (:.. t:::. .
(A)
(F) DOUBLE 2 X 4
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TOP PLATE.
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(G) 1/2" CEILING
(H) ALUMINUM SINGLE HUNG WINDOW.
(I) WINDOW SILL.
(J) 2 X 4 STUD WALL WITH R-11 INSULATION. 1/2" GYP~,iUM BOARD ON
INTERIOR OF WALL.
(K) S I'" P? 0 N L l' T 1-0 .// 10-' 6 ~ I'-~{l.s ANCHOR AT EACH END
OF SHEAR WALLS'ONLY.
(L) SINGLE P.T. 2 X 4 BOTTOM PLATE.
(M) 4" CONCRETE SLAB WITH 6/6 10/10 WIRE MESH, AND 6 MILL POLY
CLEAN AND'COMPACT SOIL THAT HAS BEEN TREATED FOR TERMITES.
(N) 2 X 4 SUB FASCIA AND ALUMINUM SOFFIT SYSTEM. I . .
(0) 1/2" CDX SHEATHING NAILED ~P~f2 rlD-rlE:"~ Z.tt (t ldL
AND TYVEK HOUSE WRAP. SIDING PER BUILDERS SPECIFICATIONS.
." 11 " ~ Z II () I c. ./1 Z "4 v.j A t.>KI:Yl. ~
(p) 1/2" ANCHOR BOLTS ~ ~
,
(Q) a" X 16" FOOTINGS WITH 2 EACH 5/8" REBAR ON CHAIRS I ,
(MIl'{ 1-4r ": 2-'5") WITH 5/8" REBAR VERTICAL RODS
Wind Load Notes:
2,1.
Design Velocity = 100 Mph
Specifications = SBC 1991 including 1992 and 1993 addendums, section 1205,
,
, I
Roof Dead Load (used to calculate uplift resistance) = 11.8 psf.
Maximum net uplift per truss bearing connection = 448,0 lbs,
Maximum net uplift per girder bearing connection = 0,0 lbs,
2.2,
2.3,
2.4,
2,5,
2,6, Factor of safety against overturning = 1.5
MaximUl~1 unit shear at roof diaphragm = 308.4 plf.
2,7,
2,8, Maximum unit wall shear at midheight wall = 450,7 plf.
9 R f Sh tl' 'Fasten 15/32" AP A Rated Sheathing perpendicular to framing with 8d nails or
2 00 ea 11ng, , d' rt (No
0: 1'13" spiral shank P-nails at 6" o,c, along panel edges, 12" o,c, along mterme late suppo s
blocking required),
f D' 1Ft n 15/32" AP A Rated Sheathing perpendicular to framing with 8d nails or
2,10, Roo lap 1ragm: as e , ) 6" lId es 12"
0,113" spiral shank P-nails at 4" o,c, along diaphragm bounda~ (fascia, ,o,c, a ong p~~e e g ,
o,c, along intermediate supports, Provide 2 x 4 blocking edgeWise along honzontal panel Jomts,
2 11 W d-Frame Shearwalls: Fasten 15/32" APA Rated Sheathing to frami?g with 10d nails at,3"
aion' the ~~p and bottom plates, 4" o,c, along panel edges, 12" o,c, along intermediate supports, PrOVide
2 x ~ blocking edgewise along horizontal panel joints, Shearwall ends shall be doub,le studs fastened to
bottom plate with one (1) Simpson L TT20 tension tie with a 112" epoxy set ,or c~st-m-place anchdor b?~
with a manufacturer's pull-out capacity of 1,750 pounds (min), Fasten tensIOn tie to double stu s Wit
10 - 16d nails,
2 12, Exterior Sheathing: Fasten 15/32" AP A Rated Sheat?ing to framing with 8d nai~~ or 0,113"
s'ira1 shank P-nai\s at 3" along the top and bottom plates, 6' o,c, along panel edges, 12 o,c, along
i~termediate supports, All exterior sheathing shall ex~end from the,b?ttom plate to the top member of the
top plate, Provide 2 x 4 blocking edgewise along honzontal panel Jomts,
2,13, Gable End Truss: In addition to the bracing speci~ed ~y the truss manufact~rer, the botto,m
chord of gable end trusses shall be fastened to the top plate With Simpson H6 anchors With 16 - 8d nails
each at 24" o,c,
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ELEVATION
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General Notes:
1.1. All reinforcing steel shall be ASTM A 615, Grade 40 (min,)
1.2, Anchorages shall be hot-dipped galvanized, after fabrication per ASTM A 90,
1,3, Trusses shall be designed per SBC and TPI specifications and certified by a Professional Engineer
registered in the state of Florida, Bracing specified by the truss manufacturer (internal to the truss
system) without fastening instructions shall be fastened with 2-16d nails per bearing point at cross
bracing, IOd nails at 8" o,c, along stiffeners (i.e, 'L' and 'T' bracing) and 3-16d nails toe-nailed at end
bearing connections,
1.4, Trusses shall be braced in accordance with the Truss Plate Institute's HlB-90,
1.5, Windows, exterior doors, garage doors and other vendor-provided exterior cladding shall comply
with SBC section 1205 including the design criteria set forth in the following wind load notes,
t ,6, All structural lumber shall be #2 (min,) SPF or Syp,
1.7, All load bearing frame walls shall be stud grade (min,) SPF or SYP with studs at 16" o,c, with a
double top plate, Top plate joints shall be lap-spliced a minimum of 48" and fastened with 15 - 16d nails,
1,8, All non-load bearing frame walls shall be stud grade (min,) SPF or SYP with studs at 24" o,c,
1.9. Windows and sliding glass doors (SGD) in wood framed walls shall be 'fin' framed aluminum
fastened directly to framing with 3 - #8 x 1-1/4" wood screws per side for windows, 36 total for SGDs,
1,10, Garage door shall be fastened with manufacturer's track brackets using 114" x 1-1/2" hex-head
lag bolts fully seated in 2 x 4 (min) #2 SPF or SYP door jambs fastened to multiple header studs (3 min,)
with four (4) 112" x 4"lag bolts (2" diam, washers) per side,Track assembly and attacmhent must provide
a minimum manufacturer's pull-out capacity of 1650 pounds per side,
RYMAN
CONSTRUCTION
SCALE
APPROVED BY:
DRAWN BY R W
REVISED
Reviewed for compliance with the wind loag, provisions of Standard Building Code (SBC) Section 1205, 1991
edition including 1992 and 199 (l ndUllC,bthe -desi n elements shall be the responsibility of the contractor,
DATE 8 -14 - 9 S
WEDGEWOOD
2/37
MOI)EL
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DRAWING NUMBER
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FLOOR PLAN MODIFICA-rION
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(OPT'ION'AL REDUCTION)
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NOTE CHANGE IN LIVING ROOM AND GARAGE 'MEASUREMENTS.". ONLY
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LIVING
ENTRY PORCH'
GARAGE
TOTAL'
1532
, 32
, 454
2068
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FOUNDATION
MODlr-ICATION
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NOTE~
ELEVATIONS AND ROOF FRAMING PLANS WILL VARY
WHEN USING' ABOVE MODIFICATIONS.
VERIFY WITH BUILDER WHICH FLOOR PLAN USING.
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RYMAN CONSTF~UC1-ION INC
SCALE: APPROVED BY:
DRAWN BY R W
REVISED
DATE 8-17-9
MODIFICATION MOCIEL 2137
DRAWING NUMBER
4