BLD2020-0835+Structural_Analysis_or_Calculations+9.16.2020_1.02.19_PMRagsdale Remodel
10624 Nottingham Road
Edmonds, WA 98020
STRUCTURAL
CALCULATIONS
August 10, 2020
�-A)�20
E.
299
[iuV RES' 10-1
Prepared by
Gary E. Gill,S.E.
1125 NE 152°d Street
Shoreline, Washington 98155
(206) 992-2728
gi1126608@yahoo.com
Ragsdale Remodel
Design Criteria
Address: Ragsdale Remodel
10624 Nottingham Road
Edmonds, WA98020
Seismic (20151BC)
Sds := 1.025 soil factors included
site class D
R = 6.5
Wind (ASCE 7-10)
Wind Speed =110 mph
Exposure D Kzt =1.0
(exposure and Kzt from
Google Earth)
V:= 110
Roof Snow (ASCE 7-10)
Pg := 25 psf ws :=
Pg
Dead Loads
Roof with gravel ballast
Ballast none
rcob := 0
Roofing Membrane
rf := 1
sheathing 1/2" pw
shtg := 1.5
purlins 2x10@24"
rourl:= 1.7
beams 6x12@12'
rbm := 1.3
insul 10" BATT
rins := 1
ceiling 5/8 gyp
Mech/misc
rcl := 2.2
rspac := 1.3
wr := rcob + rf + shtg + rpurl + rbm + rins + rspac + rclg
wr = 10 psf
2nd Floor
Flooring
carpet
if := 2
Sheathing
1.125" pw
lsht¢ := 4.3
purlins
2x10@16"
lvurl := 2.6
beams
none
lbm := 0
Ceiling
5/8 gyp
lcl¢ := 2.2
Topping
none
ltpg := 0
Misc/Mech
lmisc := .9
w2 := If + 1purl + lbm + ICIQ + Ishtg + Imisc + Itpg
w2 = 12 psf w21 := 40
1
Ragsdale Remodel
Lateral
Seismic
AreaURoof := 682 sf WUroof := AreaURoof.(wr + 2) WUroof = 8184
Ct = .028 x := .8 hn := 22 Ta := Ct•hn" Ta = 0.3
Wong := 6.5 Cslong := Sds Cslong = 0.11 above min and below max
Wong. 1.4
Cslongmax := Sds Cslongmax = 0.3 Cslongmin := .044-Sds Cslongmin = 0.045
Wong•Ta• 1.4
Ct := .02 x := .75 hn := 22 Ta := Ct.hn" Ta = 0.2
Rtrans := 6.5 Cstrans := Sds Cstrans = 0.11
Rtrans• 1.4
Area2ndFloor:= 18.31
W2ndFloor:= Area2ndFloor•(w2 + 4)
W2ndFloor = 8928
hr := 17 hrxWroof := hr. WUroof hrxWroof = 139128
h2 := 8 h2xW2ndFloor := h2• W2ndFloor h2xW2ndFloor = 71424
SumhxW := hrxWroof + h2xW2ndFloor SumhxW = 210552
hrxWroof
Csr :_
SumhxW Csr = 0.7
h2xW2ndFloor
Cs2 := Cs2 = 0.3
z)umnx w
Wtot := WUroof + W2ndFloor
Vsrlong := Wtot•Csr•Cslong
Vsrtrans := Wtot-Csr-Cstrans
Vs2long:= Wtot•CsICslong
Vs2trans := Wtot-Cs2•Cstrans
Vsrtrans + Vs2rans = 1927.5
Vsrlong + Vs2long = 1927.5
Wtot = 17112
Vsrlong = 1273.6
Vsrtrans = 1273.6
Vs2long = 653.8
Vs2rans = 653.8
Ragsdale Remodel
Wind
Basic Wind Speed BWS := 110 mph
Alpha:= 7 Zg:= 1200 Ht:= 17
2
Ht Alpha
Kd := .85 Kz := 2.01 • C—Kz = 0.6
ZgJ
2
q := .00256•Kd•Kz•Kzt• BWS q = 11.2
1.4
Vwrlong := 18.5•q Vwrlong = 1008.2
Vwrtrans := 31.5 •q Vwrtrans = 1736.3
Vw2long:= 18.8.5•q
Vw2long = 1713.9
Vwlong := Vwrlong + Vw2long
Vwlong = 2722.1
Vwtrans := Vwrtrans + Vw2trans
Vwtrans = 4688.1
Wind Controls in both directions
Shear Walls
2nd Floor to Roof
Shear Wa II SWA
Exposure B
Kzt := 1.0
Vw2trans := 31.8.5•q
Vw2trans = 2951.8
V .— Vwrlong V = 504.1 L := 3.17 v := V
2 L
L L
HD := v9 — —•9.10 — —•wr•7 HD = 1177.6
2 2
Kzt = 1.0
v = 159
Use: SW1 & HD1
Shear Wa II SWB
This is an existing shear wall and the lateral forces on this element have not changed due to this
remodel.
Cl
Ragsdale Remodel
Shear Wa II SWC
Vwrtrans
V := V = 868.2 L := 4.75
V
v := — v = 182.8
L
HD := v•9 - L •9- 10 HD = 1431.2 Use: SW1 & HD1
2
Add 4x10 cant beam at each end of shear wall tie down to 4x6 post below with AC4 max
Tie 4x6 post toexisting footing with HD2.
Shear Wa II SWD
Vwrtrans V
V := V = 868.2 L := 4.5 v :_ — v = 192.9
2 L
HD := v•9 - L •9.10 HD = 1533.8 Use: SW1 & HD1
2
Add 4x6 post in wall below. Tie 4x6 post to existing footing with HD2.
Second Floor to First Floor
Shear Wall SWA
This is an existing shear wall and the lateral forces on this element have not changed due to this
remodel.
Shear Wa II SWB
This is an existing shear wall and the lateral forces on this element have not changed due to this
remodel.
Shear Wa II SWC
This is an existing shear wall and the lateral forces on this element have not changed due to this
remodel.
Shear Wa II SWD
This is an existing shear wall and the lateral forces on this element have not changed due to this
remodel.
Roof Framing
RB1 (3-1 3/4 x 5 1/2 LVL)
Span := 10 Trib := 4.5 + 1.5 wt := Trib•(wr + 25) wt = 210
4
Ragsdale Remodel
Span-.wt M • 12
M := M = 2625 Sr :=
8 2350.1.15
5 • Trib • .025 • Span3.144.360
Ir := Ir = 53.3 W := 5.25
384.1900 W>J 3
S:= w v 5=26.5 I:= I=72.8 OK
6 12
OK
RB2 (3-1 3/4 x 5 1 /2 LVL)
Span := 8.25 Trib := 4.5 + 1.5 By inspection OK
By Inspection use 3-1 3/4 x 5 1/2 LVL for all other roof headers
Sr = 11.7
D := 5.5
5
SWA
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