HomeMy WebLinkAboutMiscellaneous Plans 2006-12-30
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PLAN #52196V
FOR
Suntel
Home Design
In return for payment of a one-time fee, [g'~ Designs & Engineering, Inc. grants
you a limited license to use the Analysis to construct one-single house at the address shown
, below. This lateral analysis is not to be usedfor any master-plan approval process.
. Site Location: 3313 FaloB Drive, Sprinfield, Oregon
Copyright # 7806 (please refer to this number when requesting customer support)
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NOTICE: If the Building Department accepts the Analysis without an engineer's
original ',',wet-stamp" seal signed with red ink or lor different site location than shown above,
then it is agreed that such Building Department accepts total liability out of or in connection.
with this Analysis.
CALCULATIONS VALID
WITH ORIGINAL STAMP
~."~i"'lIII\.I'
. 27 ~8:
~(l) D. ~
UZ'. I EXPlRAl1ONomt(l~1b
:!Ji~ DESIGNS & ENGINEERING, INe.
AND CAN NOT BE USED AFTER
AUGUST 2005
Phone: (503) 533-5100
Fax: (503) 533-5885
1665
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i!J'~ ProjCCt: Paxton..V By: RIO ~7eet No.
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LATERAL
ANAL YSIS
ANALYZE BUILDING FOR ONLY WIND & SEISMIC FORCES
according to the
2004 OREGON STUCTURAL SPECIALTY CODE
WIND ANALYSIS FOR EXl'OSLlRE "13" 100 MPH (3-sec Gust)
SEISMIC ANALYSIS FOR ZONE 01
LIABILITY LIMITATIONS
/!li,lle?/ Designs & Engineering. ("FDE") was retained in a limited capacity for this project. Design is
based upon information provided by the Client, who is solely responsible for accuracy of same. No responsibility
and liability is asslillled to FDE for items beyond that shown on these sheets. No construction observations nor
soils investigations perfonned by FDE.
INDEMNIFICATIONS BY BUILDING DEPARTMENT
Building Depa11ment agrees to defend, indemnify and hold hann\ess FDE from any loss, costs, damage,
expense, including attorney fees upon trial or appeal, for liability arising out of or in connection with
FDE's Analysis unless Analvsis is used for soecific site location shown on cover oal!e and contains an.
oritrinal enl!ineer's "wet..stamo" seal shmed with red-ink (no ohotocoov allowed\.
OWNERSHIP OF DOCUMENTS
All documents produced by FDE shall remain the property ofFDE and shall not be used unless accompanied by ar
original engineer's wet-stamp issued from FDE.
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D.:signs & Enginc.:ring, Inc. Client: Suntd Hom.: Design Job No. 1601 ........................ I , 8
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'. .' File: #52196V-100B-DI-OR Date: 1/2005 ~
..Dcslgns & Englllecnng, Inc. Client: Suntel Home Design Job No. 1601 18
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WIND ANALYSIS USING 2004 O.S.S.c. PROJECTED-AREA-METHOD.
Exposurc B. 100 mph Basic Wind Speed
1'= Cc x Cq x Qs x I
Cq := 1.3
Qs := 16.4
j := 1.0
Height Above Ground
Coefficient
'.
00-15 ft.
15-20 ft.
20-25 ft
25-30 fl.
30-40 1'1.
Cel := 0.62
Ce2 := 0.67
Ce3 := 0.72
Ce4 := 0.76
Ce5 := 0.84
Find wind pressure for each height category:
PI := Cel.Cq.Qs.j
P2 := Ce2.Cq.Qs.I
P3 := Ce3.Cq.Qs.I
P4 := Ce4.Cq.Qs.I
P5 := Ce5.Cq.Qs.j
PI = 13.22 psf
P2 = 14.28 psf
P3 = 15.35 pst'
P4 = 16.2 psf
P5 = 17.91 psf
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Project: p(Lxlon- V By: RF
File: #52196V-100B-D1-0R Date: 1/2005
Client: SunleI I-Iome Design Job No. 1601
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FRONT & REAR WALLS
Height Above Ground
Projected Area
4-15 Ii.
I5-20 ft.
20-25 n.
25-30 ft.
30-40 Ii.
A I := 530 sq. Ii.
A2 := 225 sq. ft.
A3 := 220 sq. ft.
A4 := 200sq. ft.
AS := 0 sq. 11.
Find wind forces at roof and second-floor ievcI:
FRwl := P5.A5 + P4.A4 + P3.A3 + P2.A2
FRwl = 9.83 x 103 pOllnds
F2wl := PI.AI
F2wl = 7.01 x 103 pounds
SIDE WALLS
Height Above Ground
Pro j ecled Area
4-15 ft.
15-20 n.
20-25 ft.
25-30 ft.
30-40 ft.
Al := 400
A2 := 180
A3 := 170
A4 := 110
A5:= 0
Find V.111d forces at roof and second-floor level:
sq. ft.
sq. ft.
sq. ft.
sq. ft.
sq. ft.
FRw2 := P5.A5 + P4.A4 + P3.A3 + P2.A2
3
FRw2 = 6.96 x 10
pOWlds
F2w2 := PI.AI
3
F2w2 = 5.29 x 10
pounds
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SEISMIC ANALYSIS USING 2003IBC SIMPLIFIED ANALYSIS PROCEIHJRE
Data: 1=1.0 Sd:= 0.75 R:= 6.5 r := 0.45 (worst case)
E = Earthquake Base Shcar = 1.2 p Qd 1.4 = 1.2 p (Sd WI 1.4R)
W.:ights:
Roof Dead Load = 15 psf (Composition Roof Covering)
Floor Dead Load = 10 psI'
Partitions = 10 psf
Exterior Walls + Windows = 10 psf (Average)
Mass Calculations:
Aroof := 1550 ft^2
A2ndFloor := 1350 ft^2
Al stFloor := 1800 ti^2
h2 := 21 n
. Aroofwall := 700ti^2
A2wall := 1400 ti^2
Alwall := 0 ft^2
hi := 10ft
Mroof := 20. Aroof + 10. Aroofwall
M2 := 20.A2ndFloor + 10.A2wall
. 4
Mroof = 3.8 x 10
4
M2 = 4.1 x 10
pOllnds
pounds
20
p:= 2-
r."; A2ndFloor
p:=if(p< 1,I,p)p= 1
Sd
E := 1.2.p. . (Mroof + M2)
1.4.R
3
E = 7.81 x 10
pounds
Distribute Seismic Shears
0:= Mroof.h2 + M2.hl
6
D = 1.21 x 10
Mroof.h2
FRe := .E
D
3
FRe = 5.16 x 10 pounds
M2.hl
F2e := .E
D
3
F2e = 2.65 x 10 pounds
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INVESTIGATE SHEARWALLS USING PERFORATED SHEARWALL DESIGN APPROACH;
Analyze entire brace wall line as a series of perforated shearwall panels using worst-case "maximum opening
height ratio. Individual perforated shearwall panels extend between plan discontinuity. Overturning for such
panel is calclilated by rational analysis.
Reference Section 2305.3.7.2 - 2003IBC
Unadjusted in-40699Ee shear force for brace wall line, FRe = 3000#
Percent full-height sheathing = 8 ft. I 16 ft = 50%
Maximum opening height ratio = 4ft 18ft = 0.50
Shear-resistance adjustment factor, Co = 0.8 (Ref: Shear-resistance adjustment factor table)
Amplified in-40699Ee shear, V = Unadiusted shear force for brace wall line
Shear resistance adjustment factor x Total length of full-height walls
= FRe I (Co x L) = 3000# I (0.8 x 8 ft) = 468 plf
Uplift at perforated shearwall ends calculated based on rational analysis (use only 50% of
first individual full-height wall weight for dead load)
2/3 average weight of full-height wall segments and portion of roof framing, Wd = 110 plf
2/3 dead-load reaction at end of shearwall or comer restraint, RI = 400#
Uplift at end of perforated shearwalls, Pu == Vfx hI - Wd x (0.5 Ll) - RI
= 468 plf x 8 ft - 110 plf x (0.5 x 4 ft) - RI = 3100#
Uplift between wall ends, 1.= V- Wd = 468 plf - 110 plf= 360 plf
Wall bottom plate (I 1/2" thickness) to rim joist.
Use 20d box nail (0.146 by 4 inches).
Lateral resistance = <I>YZ' 11.4 = 135# per nail and withdrawal resistance'!>YZ' 11.4 = 130# per nail.
Nails for shear transfer = (shear force, V) I OYZ' = 468 plf I 135# per nail = 3.5 nails per foot
Nails for uplift transfer = (uplift force, t) I OYW' = 360 plf 1130# per nail = 2.7 nails per foot
Net spacing for shear and uplift = 3" o.c.
Rim joist to wall top plate.
Use 12d sinker nail (0.131 by 3 in.) toecnailed to provide shear transfer.
Lateral resistance = <I>YZ' = 150# per nail (default maximum for seismic loads)
Simpson "L TP5" capacity = 630#
Net spacing for shear using LTP5 clip and 16d toenails at 8" O.c. = 630# I (468- 150#) = 24" O.c.
Transfer of uplift, t, from second floor in this example is accomplished through attachment of second floor
wall to the continuous rim joist which has been designed to provide sufficient strength to resist the induced
moments and shears. Continuity of load path is provided by holdowns at ends of the perforated shear wall.
Use Tvne "C" shearwall wi HTT22 holdowns. 16d at 3" o.c. sole nlate nailinl! and LTP5 clins at 24" o.C.
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Project: Paxton-V By: RF
File: #52196V-100B-DI-OR Date: 1/2005
Client: Suntel Home Design Job No. 1601
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ELEV A TION OF. PERFORATED SHEARWALL
MAXIMUM OFENlNU f-IEIG\..lT RATIO AND f-IEIGf-IT
WALL f-IEIGf-IT
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SHEAR RESISTANCE ADJUSTMENT FACTOR
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H\VESTIGATE UPPER-FLOOR SHEAR WALLS:
Line "A II
Rear Walls:
Summation of full-height walls lengths =
. Total length ofhmce wall line =
% full-height sheathing = S := ...!::..IOO
~ TL
L:= 20 fl.
TL := 34 fl.
S = 58.82 percent
Diaghragm stress = v := 0.5. FR
TL
Shearwall stress = v:= 0.5.~
0.8.L
v = 144.58 I'll'
Uplift for shearwalllength = L1 := 3
( worst case)
Pu:= v.8 - .5.Wd.LI.~ RI
ft.
v = 307.24 I'll'
Weight = Wd:= 110 pIt'
RI := 400 #
Pu = 1.89 x 103 pounds
Use Tvue "8" Shearwall wi MSTC40 holdo\~11S
Line "B" Summation of lull-height walls lengths = L:= 19 ft.
Front Walls: Total length of~race wall line = TL := 34 ft.
% full-height sheathing = S := ...!::..I 00 S = 55.88 percent
~ TL
D' h FR v = 144.58 I'll'
tag ragm stress = v := 0.5.-
TL
Conventional FR
Shearwall stress = v := 0.5.- v = 258.73 pIt'
L
Seismic Shearwall = FRe
stress wi aspect v := 1.75.0.5.- v = 237.69 I'll'
ratio penalty L
Perforated .. FR
Shearwall stress = v := 0.5-- v = 323.41 plf
0.8.L
Uplift for sheanvalllength = L1:= 2
(worst ease)
Pu := v.8 - .5. Wd.L1- Rl
ft.
Weight = Wd:= 110 I'll'
Rl := 400 #
Pu = 2.08 x 103 powlds
Use TVDe "8" Sheanvall wi MSTC40 holdowns for
conventional walls. Tvue "C" for oerforated Shearwalls
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INVESTIGATE I!PPER-FLOOR SHEARWAI.I.s:
Line I Walls:
Summation of lilll-hcight walls lengths =
Total length of brace wall line =
% full-height sheathing: S := ~.I 00
.. TL
D. I FR
lag lragm stress = v := 0.4--
- - TL
Shearwall stress = v:= 0.4. FR
L
Uplift for shearwalllength = LI := 8
(worst case)
Pu := v.8 - .5.Wd.LI - RI
I.J~e Tvne "B" Shearwall wi no holdowns
Lino: 2 Walls:
Summation of full-height walls lengths =
Total length of brace wall line =
% full-height sheathing: S := ..!:..IOO
.. TL
D. h FR
lag ragm stress = v := 0.5.-
- - TL
FR
Shearwall stress = v:= 0.5.-
L
Uplift for shearwalllength = LI:= 13 ft.
(worst case)
Pu := v.8 - .5. Wd.LI - RI
Use Tvoe "8" Shearwall wI no holdowns
L := 26 n.
TL := 36 ft.
S = 72.22 percent
v = 77.37 plf
ft.
v = 107.12 plf
Weight= Wd:= 210 plf
Rl := 400 #
Pu = -383
pounds
L := 29 ft.
TL := 32 ft.
S = 90.63 percent
v = 108.8 plf
v = 120.05 . plf
Weight= Wd:= 110 plf
Rl := 400 #
Pu = -154.57
pounds
,..-'
.J,... .
,
ata<<!/v
~heet No,
14/,'8
Project: Paxton- V lJy: KI'
File: #52196Y.-100B-DI-OR Date: \12005
Client: SlUltel Home Design Job No. 1601
-------_...---~---_._------------------------------------------------------------.-------------------------------------
'/ Designs & Engineering, Inc.
lNVEST1GA TE UPPER-FLOOR SHEARWALLS:
Linc 3 Walk
Summation or full-height walls lengths =
Total length of brace wall line =
% full-height sheathing = S := ....!:..1 00
- - TL
L:= 30 Ii.
TL := 32 ft.
S = 93.75 percent
Diaghragm stress = v := 0.2. FR
- - TL
v = 43.52 plf
ShcaL'wall stress = v:= 0.2. FR
0.8.L
v = 58.03 plf
Weight = 'wd:= 110 plf
Rl := 400 #
Uplift for shearwall hmgth = L1 := 3
(worst case)
Pu := v.8 - .5.Wd.L1- Rl
ft.
Pu = -100.79
pounds
Use Tvoe "B" Shearwall wI no holdowns
.
()
.A".
~'UIf/fIeI'V I IVJ'''''''"~' 1 UAll.JlI- 'r I..1J. .'\.I l},IlIl".I".1 L''-'.
~~_~~~~~~_~_~_~~~~:~~_I~~~~~~~~___________~~~;~!:~~~_~~r~i~~~~~~;;i~~_____....___f~~~?~~I~~L______......~_: ~~
. . '. . 0.5.FRwl +0.3.F2wl
Run/blockmg stress' v :=
TL
O.5-FRwl + 0.3.F2wl
v:=
L
INVESTIGATE LOWER-FLOOR SHEARW AILS:
Rear Walls:
Line A
Summation of full-height walls lengths =
Total length ofbraee wall line =
% full-height sheathimi': S := ..!::..IOO
~ - TL
. F2wl
Olaghragm stress = v := 0.3.
TL
Sheanvall stress =
Uplift for shearwalllength =
( worst case)
Pu:= v.9 - .5.Wd.L1- RI
L1 := 2
Use Tvoe "0" Shearwall wI ~rn'22 holdowns
Garage
Rem' Walls:
Line B & C
Summation of full-height walls lengths =
Total length of brace wan line =
% full-height sheathing: S := ..!::..I 00
TL
L:= 12 n.
TL := 37ft.
S = 32.43 percent
v = 56.8 plf
v = 189.66
plf
v = 584.8
pl1'
ft.
Weight = Wd:= 110 pl1'
RI := 400 #
3
Pu = 4.75 x 10 pounds
L := 18 ft.
TL := 18 ft.
S = 100
percent
. F2wl
Omghragm stress = v := 0.3. y = 116.76 plf
- - TL
1.5.0.4.FRwl + 0.5.F2wl
Rim/blocking stress 'v := v = 522.33 plf
TL
Shearwall stress =
1.5.0.4.FRwl + 0.5.F2wl
y := y = 522.33
L
plf
Uplift for sheanvalllength =
(worst case)
Pu:= y.9-.5.Wd.L1-RI
L1 := 2
Use Tvne "0" Shemwall wI PH06 holdowns
ft.
Weight = Wd :=110 plf
RI := 400 #
3
Pu = 4.19 x 10 pounds
.
II
.A,,"" .
a~
~heet 1\;(;'.
Project: Paxton- V tly: JU
File: #52196V-100B-DI-OR Date: 1/2005
.' Designs & Engineering, Inc. Client: Sunte! Home Design Job No. 1601
--------~.._--------------------------------------------------------------.--------------------------------------------.
,/pI,s
INVESTIGATE LOWER-FLOOR SHEAR WALLS:,
Front Walls:
Line C
Summation of full-height walls lengths =
Total length of brace walllinc =
% full-hei,,"ht sheathinl! = S := ...!::..I 00
- TL
Diaghrngm sli'ess = v.:= 0:15. F2wl
.. TL
L := 8.7 ft.
TL := 21 ft.
S = 41.43 percent
v = 50.04 plf
.. O:l5.FRwl + 0.25.F2wl
Rlln/blockmg stress 'v:=- v = 153.63 plf
TL
'O:l5.FRwl + 0.25.F2wl
v:=
L
Shearwall stress =
v = 370.83
plf
U pi i ft for shearwalllength =
(worst case)
Pu := v.8 - .5.Wd.L!- RI
L! := 1.7 ft.
Weight= Wd:= 110 plf
Rl := 400 #
3
Pu = 2.47 x 10 pounds
Use TVDe "e" Shearwalls wi HTT22 holdo\'ms AND Gara\!e Frame Detail
i7fU,U!/1/
, File: #52l96V-IOOB-Dl-OR Date: 1/2005
.' Designs & Engineering, Inc. Client: Suntel Home Design Job No. 1601
--------_.._---~---------------------------------------------------------------------------------------------------------
.. 0.4.FRw2 + 0.35.F2w2
Rlln/bloekll1g stress' v :=
TL
0.4-FRw2 + 0.35.F2w2
v :=
0.74.L
.
4.j." ~
J lUJ...."l. I "....lOU-.
I\VLSTIGATE 1.0\I/ER-I-'I.00R SIIEARWAU.s:
Line 1:
Summation of full-height walls lengths =
Toiallengih of brace wall line =
.. L
% full-height sheathing = S := -.100
~ - TL
'. h 0 25 F2w2
D lag ragm stress = v:= . .
TL
Shearwall stress =
Uplift for shearwalllength =
(worst case)
Pu:= v.9 - .5.Wd.Ll- RI
Ll := i3
Tvne "B" Shearwalls wi no holdowns
Une2:
Summation of full-height walls lengths =
Total length ofbnice \vallline =
% full-height sheathing = S := ~.100
TL
. ' F2w2
DIaghragm stress = v := 0.5-
~ - TL
~J' ......
...Jy.._~~ . .:..
'l/1 S
L := 36 fc
TL := 44 ft.
S = 81.82 percent
v = 30.04 plf
v = 105.36
plf
v = 174.02
plf
fl.
Weight = Wd:= 110 pit'
Rl := 400 #
Pu = 451.16
pounds
L := 18 ti.
TL := 18 fr.
S = 100 percent
v = 146.87 plf
R. Ibl k' 0.5.FRw2 + 0.5.F2w2
1m oc mg stress 'v :=
TL
v = 340.29
plf
S hearwall stress =
0.5.FRw2 + 0.5.F2w2
v:=
L
v = 340.29
plf
Uplift for shearwalllength =
l worst case)
Pu := v.9 -.5- Wd.Ll - Rl
L1 := 17
Tvoe "COO Shcarwalls wi HTI'22 holdowns
11.
Weight = Wd:= 110 plf
RI := 400 #
Pu = 1.73 x 103 pounds
it ........".,A.
, .
, ~ ......1V~lV ril~: #52196V~10013-DI-0R Date: 1/2005 \,&/ .
Designs &. Engineering. Inc. Client: Sunte! Home Desio"n Job No. 1601 I ~
i _________________________________________________________________________________________________________________________
INVESTIGATE LOWER-FLOOR SHEARWALLS:
Line 3:
Summation of full-height walls lengths =
Total length of brace wal\line =
% full-height sheathing: S := ..!:...100
TL
Dial!hral!m stress = v := 0.25. 1'2w2
- - TL
L := 29 ft.
TL := 38 fl.
S = 76.32 perccnt
v = 34.79 plf
. ". 0.2.1'Rw2 + 0.25.1'2w2
Rlln/blockmg stress' v :=
- TL
v = 71.43
plf
Shearwall stress =
v:~
0.2.1'Rw2 + 0.25.1'2w2
L
L1 := 3
v = 93.6 plf
Weight = Wd:= 160 plf
R1 := 400 #
Uplift for shearwall1ength =
(worst casc)
Pu := y.9 - .5. Wd.L1 - Rl
ft.
Pu = 202.42
pounds
Tvne "13"'Shearwal\s wino holdowns
.