3153-3T with Option Calculations MYERS ENGINEERING
LATERAL ANALYSIS &
GRAVITY CALCULATIONS
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Project: Plan 3153/3T w/ Garage Option
September 10, 2013
2012 INTERNATIONAL BUILDING CODE
110 MPH WIND, EXPOSURE B, K-,t= 1.00
RISK CATEGORY II - SOIL SITE CLASS D
SEISMIC DESIGN CATEGORY D (IBC) DI/D2 (IRC)
3206 50th Street Court NW, Suite 210-B
Gig Harbor, WA 98335
Phone: 253-858-3248
Email: myengineer @centurytel.net
Myers Engineering, LLC Phone: 253-858-3248
3206 50th Street Ct NW, Ste 210-13 PROJECT : Plan 3153/3T w/ Option Email: myengineer @centurytel.net
Gig Harbor, WA 98335
DESIGN LOADS:
ROOF DEAD LOADS 15 PSF Total 1b 1b
ROOF LIVE LOADS 25 PSF (Snow) '- 2 '- ft
FLOOR DEAD LOADS 15 PSF Total f�
FLOOR LIVE LOADS 40 PSF (Reducible)
STAIR LIVE LOADS 100 PSF
WOODS : WOOD TYPE:
JOISTS OR RAFTERS 2X.- --------__—__-_____..-_--HF#2
BEAMS OR HEADERS 4X -6X OR LARGER------__w_—_____---DF#2
LEDGERS AND TOP PLATES--__ _— ___—_—_--____HF#2
STUDS 2X4 OR 2X6--------------------------------HF Stud
POSTS
4X4_—_------------_—_____-------------------H F#2
4X6--_--_----_---_ ----__----------------HF#2
6X6- ----------DF#1
GLUED-LAMINATED (GLB) BEAM & HEADER.
Fb=2,400 PSI, Fv=165 PSI, Fc (Perp) =650 PSI, E=1,800,000 PSI.
PARALLAM (PSL)2.0E BEAM & HEADER.
Fb=2,900 PSI, Fv=290 PSI, Fc (Perp) =750 PSI, E=2,000,000 PSI.
MICROLAM (LVL) 1.9E BEAM & HEADER
Fb=2,600 PSI, Fv=285 PSI, Pc (Perp) =750 PSI, E=1,900,000 PSI.
TIMBERSTRAND (LSL) 1.3E BEAM, HEADER, & RIM BOARD
Fb=1,700 PSI, Fv=400 PSI, Pc (Perp) =680 PSI, E=1,300,000 PSI.
TRUSSES:
PREFABRICATED WOOD TRUSSES SHALL BE DESIGNED BY REGISTERED DESIGN
PROFESSIONAL REGISTERED IN THE STATE OF WASHINGTON. TRUSS DESIGNS SHALL
COMPLY WITH THE REQUIREMENTS OF IBC 2303.4. SUBMITTAL PACKAGE SHALL COMPLY
WITH REQUIREMENTS OF IBC 2303.4.1.4.
UNLESS OTHERWISE SPECIFIED BY LOCAL BUILDING OFFICIAL OR STATUTE, TRUSS DESIGNS
BEARING THE SEALAND SIGNATURE OF THE TRUSS DESIGNER SHALL BE AVAILABLE AT TIME OF
INSPECTION.
ENGINEERED I-JOISTS
-FLOOR JOISTS & BEAMS OF EQUAL OR BETTER CAPACITY MAY BE SUBSTITUTED FOR THOSE SHOWN ON
THIS PLAN, "EQUAL" IS DEFINEDAS HAVING MOMENT CAPACITY, SHEAR CAPACITY, AND STIFFNESS WITHIN
3% OF THE SPECIFIED JOISTS OR BEAMS.
3153-3T, 2012 IBC.xmcd Mark Myers, PE 9/10/2013
1
Myers Engineering, LLC Phone: 253-858-3248
3206 50th Street Ct NW, Ste 210-B PROJECT : Plan 3153/3T w/Option Email: myengineer @centurytel.net
Gig Harbor, WA 98335
LATERAL ANALYSIS
BASED ON 2012 INTERNATIONAL BUILDING CODE (IBC)
Lateral Forces will be distributed along lines of Force/Resistance. Lines of Force/Resistance will be
investigated for both wind and seismic lateral loads. Roof and Floor diaphragms are considered flexible.
Risk Category it per IBC 1604.5 & Soils Site Class D(Assumed)
SEISMIC DESIGN:
SEISMIC DESIGN BASED ON 2012 IBC Section 1613.1
LIGHT FRAME CONSTRUCTION LESS THAN THREE STORIES IN HEIGHTABOVE GRADE.
Seismic Design Data:
1,:= 1.0 (ASCE 7-10 Table 1.5-2)
R:= 6.5 Do:= 3.0 Cd:= 4 Light-frame (wood)walls sheathed w/ wood structural panels
/VW rated for shear resistance (ASCE 7-10 Table 12.2-1)
SS:= 1.330 SI := 0.525 Sms:= 1.330 Sml := 0.770
Equation 16-39 SDS := 3•SmS= 0,89 Equation 16-40 SDI := 3•Sml =0.51
--Seismic Design Category D (SDS greater than 0.50g& Spy greater than 0.20g)
Roof Slope Adjustment Factor: Sa:= 1 Sb:= .' r 1
cos(atan( 2)) cost atan(12))
Sa= 1.08 JJ Sb=`1.3
Plan Area for Each Level:
A, .-= 2069ft2•Sa Ala:= 1809ft2 AM:= 1243ft2•Sa A2,:= Oft2
(Upper Roof) (Upper Floor) (Lower Roof) (Deck)
Plan Perimeter for Each Level:
PI := 2(40ft) + 2(47ft) P2:= 2(55ft) +2(47ft)
(Upper Floor) (Main Floor)
W,wx= Seismic Weight of Overall Structure, Seismic Weight of Structure above Level x (LB.)
Weight of Structure at Each Level:
Story Weight at Upper Floor: Weight of floors include 10psf weight of floor
framing, flooring material, insulation, plus
wl :_ 15 psf AI + 12 psf 4 ft Pi 10psf for miscellaneous interior walls.
Story Weight at Main Floor.
w2:= 20•psf•A2a+ 15psf•A2b+ 10psf•A2c+ 12•psf•(5•ft•Pj + 4.5ft•P2
Lateral Loads transfered to foundation at Main Floor Level
MW:= wi + w2 = 1198081b
3153-3T, 2012 IBC.xmcd Mark Myers, PE 9/10/2013
Z
288 8f
2009 6f X68 sf
AREA SUMMARY
MAIN FLOOR: 1344 SF.
UPPER FLOOR: 1809 SF.
TOTAL: 3153 SF.
GARAGE: 1143 SF.
�8� of
Myers Engineering, LLC Phone: 253-858-3248
3206 50th Street Ct IVW, Ste 210-B PROJECT : Plan 3153/3T w/ Option Email: myengineer @centurytel.net
Gig Harbor, WA 98335
Approximate Fundamental Period, Ta:
Ct:= 0.02 x,:= 0.75 (perASCE7-10 Table 12.8-2) hn:= 24 (Structural Height perASCE7-10 Sect. 11.2)
Ta:= Ct•h„x =0.22 (ASCE7-10 Eq. 12.8-7) TL:= 6 (per ASCE7-10 Fig. 22-12)
Ta is less than TL, therefore Cs need not exceed: SDI =0.36 (ASCE7-10 Eq. 12.8-3)
CS shall not be less than: 0.044SDS•1,=0.04 (ASCE7-10 Eq. 12.8-5)
SDS
C,:= R1 =0.14 Total Base Shear: VE:= CS•W= 16343.041b
R)
Vertical Shear distribution at each level:
for structures having a period of 0.5 sec or less: k:= 1
h1 := 19.5ft h2:= 11.5ft (Height from base to level x)
C,, := =0.48 Fl := C,I•VE= 7806.141b Story Shear at'Upper Floor
(w1•hi + w2•h2)
\w2'h21
Cv2:_ 0.52 F2:= Cr,2•VE= 8536.91b Story Shear at Main.Floor
-w1'hl + w2•h2) =
3153-3T, 2012 IBC.xmcd Mark Myers, PE 9/10/2013
q
Myers Engineering, LLC Phone: 253-858-3248
3206 50th Street Ct NW, Ste 210-B PROJECT : Plan 315313T w/ Option Email: myengineer @centurytel.net
Gig Harbor, WA 98335
WIND DESIGN
Use analytical procedure of ASCE 7-10 Chapter 27 (Directional Procedure for buildings of all heights)
V:= 110 3-Sec Peak Gust (MPH)for Risk Category 11 (Figure 26.5-1A).
Kd:= 0.85 Wind Directionality Factor(Table 26.6-1). h:= 24-ft Mean Roof Height as per Sect. 26.2
Exposure Category B (ASCE7-10 Sect:26.7.3)
Topographic Factor(KZt) (Figure 26.8-1): 2-D Escarpment with.building downwind of crest.
X:= l ft Ham:= l ft Lh:= l ft z:= h ^y:= 2.5 µ 4
L
K1 := 0.75 L =0 .75 K2:= 1 - L =0.75 K3 := e h =0 :_ �1 + KKK)2 = 1
h/ l� h 1 2 3
G:= 0.85 Gust Effect Factor(ASCE7-10 Sect. 26.9.1)
Building is an Enclosed Building as perASCE7-10 Sect. 26.10
GCpi:= .18 +/- Internal Pressure Coefficients (ASCE7-10 Table 26.11-1)
Velocity Pressure Exposure Coefficient (Table 27.3-1):
zg:= 1200ft a.:= 7.0 (per ASCE7-10 Table 26.9-1 based on Exposure Category)
zg=1200ft, a=7.0 (Exp B), zg=900ft, a=9.5 (Exp C), zg=700ft, a=11.5 (Exp D)
zl := 19.5ft z2:= 15ft Height from ground to level x (zmin = 15ft)
Ca/ (
l a) Ca)
KZ1 := 2.01 =0.62 K,2:= 2.01�Z2) = 0.57 Kh:= 2.01 gJ =0.66
�Zg) z g J
External Pressure Coefficients w/ Roof Pitch = 5/12 (23 degrees) Front to Back & 10/12 (40 degrees) Side to Side
Taken from Figure 27.4-1
Front to Back: Side to Side:
L fb:= 47ft B fb:= 55ft 1� =0.85 h =0.51 Lss:= 55ft BSS:= 47ft Lss = 1.17 h = 0.44
Bfb Lfb Bss Lss
Cpfl := .8 Windward Wall C psl := 8 Windward Wall
Cpf2:= 0.1 Windward Roof Cps2:= 0.36 Windward Roof
Cpf3:= -.6 Leeward Roof Cps3:= -.6 Leeward Roof
Cpf4:= -.5 Leeward Wall Cps4:= -,47 Leeward Wall
3153-3T, 2012 IBC.xmcd Mark Myers, PE 9/1012013
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Myers Engineering, LLC Phone: 253-858-3248
3206 50th Street Ct NW, Ste 210-B PROJECT : Plan 3153/3T w/ Option Email: myengineer @centurytel.net
Gig Harbor, WA 98335
Velocity Pressure (qZ) Evaluated at Height (z) (Equation 23.3-1)
gzl := 0.00256•Kzl•Kzt•Kd•V2 = 16.31 q22 := 0.00256•Kz2•Kzt•Kd•V2= 15.13 qh:= 0.00256•Kh•Kt•Kd•V2= 17.31
Design Wind Pressures p= gGCp -gi(GCpi) (Equation 27.4-1)where qi will conservatively be taken equal to qh
Windward Wall Both Directions pwwl := gzl•G•Cpn•psf= 11.09ft 2.lb pww2 := gz2•G•Cpfl•psf= 10.29ft 2.lb
Windward Roof Front to Back pwrl gh•G•Cpf2•psf= 1.47ft 2•lb
2
Leeward Roof Front to Back Pirl := gh'G•Cpf3•psf=-8.83 ft .lb
The internal Pressures on Windward and
Leeward Wall Front to Back plwl := gh•G•Cpf4•psf =-7.36ft-2-lb Leeward Walls& Roofs will offset each
other for the lateral design of the overall
-2 building and will therefore be ignored for
Windward Roof Side to Side p,,T2 gh•G•Cps2•psf = 5.3 ft •lb this application.
Leeward Roof Side to Side plr2:= gh'G'Cps3'psf =-8.83 ft 2•lb
Leeward Wall Side to Side plw2:= gh•G•Cps4•psf =-6.91 ft 2•lb
Check net pressure not less than 16psf at walls & 8psf at roof over projected vertical plane:
pwrl -Piri = 10.3 ft 2•lb pwwl -p1w1 = 18.45 ft 2•lb pww2 -plwl = 17.65 C 2•lb
pwr2 -plr2= 14.12 ft 2•lb pwwl -p1w2 = 18 ft 2•lb pww2 -plw2 = 17.2 ft 2 lb
Wind Pressure at Upper Roof(Front to Back):
Vlw:= (Pwrl -Plrl)322ft2+ (pwwl -plwl)'251•f 2=7945.86 lb
Wind Pressure at Main Floor(Front to Back):
V2W:= (pwrl -plrl)163ft2 + (pww2 -plwl)•454•ft2=9689.48 lb
Wind Pressure at Upper Roof(Side to Side):
V3W= (Pwr2 -P42)'63ft2 + (pwwl -PM)-419W= 8433.8 lb
Wind Pressure at Main Floor(Side to Side):
V4W:= (Pwr2 -N2)-OW + (pww2 p1w2)'482ft2= 8292.32 lb
3153-3T, 2012 IBC.xmcd Mark Myers, PE 9/10/2013
l
Myers Engineering, LLC Phone: 253-858-3248
3206 50th Street Ct NW, Ste 210-B PROJECT : Plan 3153/3T wl Option, Email: myengineer @centurytel.net
Gig Harbor, WA 98335
Determine Component & Cladding loads:
Design Wind Pressures p= gh[(GCp)-(GCpi)] (Equation 30.4-1)
(GCp) is given in Figures 30.4-1 thru 30.4-7
(GCpj) is given in Table 26.11-1 (See above)
GCplin:= 0.5 GCp2in:= 0.5 GCp31n:= 0.5 Figure 30.4-213 (8= 23 degrees)
GCptout:_ -0.9 GCp2out:_ -1.7 GCp3out:_ -2.6 GCp2oh:_ -2.2 GCp3oh:_ -3.7
GCp4in:= 1.0 GCp5in:= 1.0 Figure 30.4-1
GCp4out:_ -1.1 GCp5out:_ -1.4
pt := gh•[(GCplou) - (GCpi)]psf pl = -18.69 ft 2•lb (Zone 1)
P2:= gh'1(GCp2out) -(GCpj]psf p2=-32.54 ft-
t 2.lb (Zone 2)
P3:= gh'1(GCp3out) -(GCpi)]psf p3 =-48.11 ft 2•lb (Zone 3)
:= gh•((GCp20l,))psf p2=-38.08 ft 2 lb (Zone 2 Overhang)
U, gh•((GCp3oh))psf p3=-64.04 ft 2 lb (Zone 3 Overhang)
When roof pitch is less than 6=10 degrees, values of GCp for walls may be reduced by 10%
P4:= gh-1(GCp4out) -(GCpi)]psf P4=-22.15 ft 2.lb (Zone 4)
P5 gh'C(GCp5out) -(GCpi)]psf P5=-27.34 ft-2•Ib (Zone 5)
Net pressure shall not be less than 16 psf for Components and Cladding (ASCE 7-10 Sec. 30.2.2)
a = 10 percent of least horizontal dimension or 0.4h, whichever is smaller, but not
less than 4% of least horizontal dimension or 3ft
0.1(40ft) =4 ft 0.4-h = 9.6 ft 0.04(40ft) = 1.6 ft
Therefore a:= 4ft
3153-3T, 2012 IBC.xmcd Mark Myers, PE 9/10/2013
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Myers Engineering, LLC Phone: 253-858-3248
3206 50th Street Ct NW, Ste 210-B PROJECT : Plan 3153/3T w/ Option Email: myengineer @centurytel.net
Gig Harbor, WA 98335
WALL AA:
Story Shear due to Wind: V3W = 8433.81b Story Shear due to Seismic: Fl = 7806.141b
Bldg Width in direction of Load: Lt:= 47-ft Distance between shear walls: Ll := 22-ft
Shear Wall Length: Laa,:= (12+ 3)ft Laas:= (12+ 3)ft
LaaW= 15 ft Laas= 15 ft
Percent full height sheathing:
-ft)-100 Max Opening Height= Oft-Oin, Therefore C,:= 1.00
0/0 = =
10-ft� % 100 perAF&PA SDPWS Table 4.3.3.4
0.6V3W Ll 0.7FI LI
Lt 2 p Lt 2
Wind Force: vaa:= LaaW Seismic Force: p 1.0 E a:= Lags
E _
vaa=78.95 ft 1•lb vaa. =78.95 ft 1 lb Eaa= 85.26 ft 1 lb as = 85.26 ft 1.1b
C° Co
P1-6: 7/16" Sheathing w/8d nails @ 6" O.C.
Wind Capacity= 339 plf
Seismic Capacity= 242 plf
Dead Load Resisting Overtuming: Laa:= 3-ft Plate Height: Pt:= 8-ft
WR:= 0.6(15•psf)•22.5•ft•Laa+ 0.6•(10•psf)•Pt•Laa+ 0.6•(10psf)-0ft•Laa DLRM:= WR Laa DLRM- 1127.25 ft lb
2 -
Overturning Moment:
OTMW:= vaa•Laa-Pt OTMW= 1894.91 ft•lb OTMS:= Eaa-Laa•Pt OTMS= 2046.2 ft.lb
Holdown Force & Net Uplift:
OTMW OTMS
—DLRM —DLRM
co C°
HDFaaW:= HDFaas:_
Lag Laa
HDFaaW=255.891b HDFaas=306.321b
No Holdown Required'
Base Plate Nail Spacing (2012 NDS Table11N) Anchor Bolt Spacing (2012 NDS Table 11E)
16d Common (0.162"x3.5")Nails &1-112" Plate Hem-Fir 5/8" Dia. Bolt(6" Embed)&1-1/2" Plate Hem-Fir
ZN:= 1122•1b CD:= 1.6 ( A,:= 860•1b = 1.6 ZB:= As•CD ZB = 13761b
(ZN CD C0) D ZN Co)
_ \C (ZB C0) (ZB C0)
Bp:_ —2.47 ft =2.29 ft
vaa Eaa As:= —_ 17.43 ft = 1614 ft
vaa Eaa
16d @ 16" o.c. 5/8"A.B. @ 72" o.c.
3153-3T, 2012 IBC.xmcd Mark Myers, PE 9/10/2013
M
Myers Engineering, LLC Phone: 253-858-3248
3206 50th Street Ct NW, Ste 210-B PROJECT : Plan 3153/3T w/ Option Email: myengineer @centurytel.net
Gig Harbor, WA 98335
WALL BB:
Story Shear due to Wind: V3w= 8433.81b Story Shear due to Seismic: Fl = 7806.14 lb
Bldg Width in direction of Load: LL -- 47-ft Distance between shear walls: L(6)= 25•ft
Shear Wall Length: Lbbw:= (2.4 + 3 + 2.4.5)ft Lbbs:= [2.4 + 3 + 2.4.51ft
Lbb ,=20 ft Lbbs= 1L9.25 ft J
10 ft Max Opening Height = Oft-Oin, Therefore C = 1:00
Percent full height sheathing: 0/03_ 100 %= 100 ^^'`�^
10-ft per AF&PA SDPWS Table 4.3.3.4
0.6V3w LI 0.7FI LI
Lt 2 P Lt 2
Wind Force: vbb:= Seismic Force: := 1.0 Ebb:_
LbbW Lbbs
_ E
vbb =67.29ft 1 lb vbb =67.29ft 1 lb Ebb= 75.49f_ 1 lb bb =75.49$ 1•Ib
Co Co
P1-6: 7116" Sheathing w/8d nails @ 6" O.C.
Wind Capacity= 339 plf
Seismic Capacity= 242 plf
Dead Load Resisting Overturning: Lbb:= 3-ft Plate Height: Pt:= 8-ft
Wes:= 0.6(15•psf)•2•ft•Lbb+ 0.6(10 pSf) Pt Lbb+ 0.6(10psf) Oft Lbb Lbb
Dmw�= W — DLRM=297 ft lb
2
Overturning Moment:
0 := vbb-Lbb-Pt OTM� = 1614.98 ft Ib 0�== Ebb'Lbb'pt OTMS = 1811.87 ft lb
Holdown Force & Net Uplift:
OTMW OTMS
—DLRM —DLRM
HDFbbw:= Co HDFbbs;= Co
Lbb HDFbbs
HDFbbw=439.33 lb HDFbbs =504.961b
No Hoedown Required
Base Plate Nail Spacing (2012 NDS Table11N) Anchor Bolt Spacing (2012 NDS Table 11 E)
16d Common (0.162"x3.5") Nails & 1-112" Plate Hem-Fir 5/8" Dia. Bolt(6" Embed)& 1-1/2" Plate Hem-Fir
Z :=
122-lb = 1.6 Ate:= 860•1b Cam- 1.6 ZW:= As-CD ZB = 13761b
B := (CD ZN Ca) =2.9 ft (CD ZN Co) =2.59 ft
vbb Ebb vbb =20.45 ft E = 18.23 ft
bb
16d @ 16"o.c. 5/8"A.B. @ 7Z' o.c.
3153-3T, 2012 IBC.xmcd Mark Myers, PE 9/10/2013
13
Myers Engineering, LLC Phone: 253-858-3248
3206 50th Street Ct NW, Ste 210-B PROJECT : Plan 3153/3T w/Option Email: myengineer @centurytel.net
Gig Harbor, WA 98335
WALL CC:
Story Shear due to Wind: VIW= 7945.861b Story Shear due to Seismic: F1 =7806.14 lb
Bldg Width in direction of Load: Lam:= 40-ft Distance between shear walls: Lam:= 40-ft
Shear Wall Length: Lcc ,:= (12+ 6.25 + 16.5)ft Lccs:= (12+ 6.25 + 16.5)ft
Lcc,,,=34.75 ft Lee,=34.75 ft
10•ft Max Opening Height = Oft-Oin, Therefore C = 1.00
Percent full height sheathing: %0 100 %= 100 "�^
10•ft perAF&PA SDPWS'Table 4.3.3.4
0.6V1w Ll 0.71 Ll
Lt 2 P Lt 2
Wind Force: vcc:= Lee, Seismic Force: :_ 1.0 Ecc:_ Lee,
_ _ E _
vcc=68.6 ft l-lb vcc =68.6 ft 1 lb Ecc=78.62 ft 1 lb ca =78.62 ft 1-lb
Co Co
P1-6: 7/16" Sheathing w1 8d nails @ 6 O.C.
Wind Capacity= 339 plf
Seismic Capacity= 242 plf
Dead Load Resisting Overturning: Lcc:= 6.25•ft Plate Height: Pmt:= 8.ft
nW := 0.6(15-psf)•2•ft•Lcc + 0.6.(10•psf)•Pt-Lcc+ 0.6•(10psf)-0ft•Lcc Lcc
DLRM:= WR 2 DLRM= 1289.06 ft lb
Overturning Moment:
O.TM - vcc•Lcc-Pt OTMw= 3429.87 ft•lb OTM��:= Ecc•Lcc•Pt OTMS=3931.15 ft-lb
.IWV Holdown Force& Net Uplift:
OTMW OTMS
-DLRM -DLRM
Co Co
HDFcc,:= HDFccs:_
Lcc Lcc
HDFccw= 342.53 lb HDFccs=422.73 lb
No Holdown Required
Base Plate Nail Spacinq (2012 NDS Table11N) Anchor Bolt Spacing (2012 NDS Table 11 E)
16d Common (0.162"x3.5") Nails &1-1/2" Plate Hem-Fir 5/8" Dia. Bolt(6" Embed) &1-1/2" Plate Hem-Fir
W.= 122•1b C �.= 1.6 Ate:= 860-lb C := 1.6 -= As•CD Zg = 13761b
( ((
\CD•ZN-Co) \CD ZN•Co)
B =2.85 ft 2.48 ft A -20.06ft = 17.5ft
vcc Ecc .-
vcc _ Ecc
16d @ 16" o.c. 5/8"A.B.@ 72" o.c.
3153-3T, 2012 IBC.xmcd Mark Myers, PE 9/10/2013
j `
Myers Engineering, LLC Phone: 253-858-3248
3206 50th Street Ct NW, Ste 210-B PROJECT : Plan 315313T w/ Option Email: myengineer @centurytel.net
Gig Harbor, WA 98335
WALL DD:
Story Shear due to Wind: VjW=79.45.861b Story Shear due to Seismic: F1 =7806.141b
Bldg Width in direction of Load: Lam;= 40-ft Distance between shear walls: Lam:= 40-ft
Shear Wall Length: LddW:= (47)ft Ldds:= (47)ft
Lddw=47ft Ldds=47 ft
'o- Max Opening Height = Oft-Oin, Therefore C = 1.00
Percent full height sheathing: %o:= 100 %= 100
10-ft perAF&PA SDPWS Table 4.3.3.4
0.6VIW L1 03Fl L1
Lt 2
PI_
Lt 2
Wind Force: vdd:= Seismic Force: :- 1.0 Edd:
LddW Ldds
E
vdd=50.72$ 1•lb vdd — 50.72ft 1.1b Edd= 58.13ft 1 lb ad = 58.13 ft 1 lb
Co co
P1-6: 7/16" Sheathing w/8d nails @ 6"O.C.
Wind Capacity= 339 plf
Seismic Capacity= 242 plf
Dead Load Resisting Overturning: Ldd:= 47-ft Plate Height: PM:= 8-ft
,3W= 0.6(15•psf)•2•ft•Ldd+ 0.6•(10•psf)-PtLdd+ 0.6•(10psf)•0ft•Ldd Lda
DLRM:= WR 2 DLRM=72897 ft lb
Overturning Moment:
O T, = vdd-Ldd-Pt OTMW= 19070.05ft•lb QTM- Edd-Ldd-Pt OTMS=21857.18ft•lb
Holdown Force& Net Uplift:
OTMW OTMS
—DLRM —DLRM
HDFddw:= Co HDFdds:= Co
Ldd Ldd
HDFddW=—1145.251b HDFdds=—1085.951b
No Holdown Required
Base Plate Nail Spacing (2012 NDS Table11N) Anchor Bolt Spacing (2012 NDS Table 11 E)
16d Common (0.162"x3.5") Nails & 1-1/2" Plate Hem-Fir 5/8" Dia. Bolt(6" Embed)& 1-1/2" Plate Hem-Fir
Z := 1(22 lb Cam:= 1.6 Ate:= 8160 lb l Cam:= 1.6 4:= AS•lCD ZB = 13761b
BB `CD ZN C.) =3.85 ft (CZ,,.C,,)C�) =3.36 ft
As:= `ZB =27.13 ft CoJ =23.67 ft
vdd Edd ,
vdd Edd
16d @ 16"o.c. 5/8"A.B. @ 77` o.c.
3153-3T, 2012 IBC.xmcd Mark Myers, PE 9/10/2013
15
Myers Engineering, LLC Phone: 253-858-3248
3206 50th Street Ct NW, Ste 210-B PROJECT : Plan 3153/3T w/Option Email: myengineer @centurytel.net
Gig Harbor, WA 98335
WALL EE:
Story Shear due to Wind: V3w=8433.81b Story Shear due to Seismic: F1 =7806.141b
Bldg Width in direction of Load: k.= 47•11 Distance between shear walls: k:= 22-ft L2:= 25ft
Shear Wall Length: Leev:= (12+ 16)ft Lees:= (12+ 16)ft
Leek,= 28 ft Lees=28 ft
10-ft Max Opening Height = Oft-Oin, Therefore C,,,,-= 1.00
Percent full height sheathing: o/, 100 %= 100 ^ ^
"" - 10-ft) perAF&PA SDPWS Table 4.3.3.4
0.6V3W (L1 + L2) 0.7F1 (L1 +L2)
P' Lt 2
Wind Force: vee:= Lt 2 Seismic Force: p:= 1.0 Eee:=
Leew Lees
E _
vee= 90.36 ft 1 Ib vee =90.36 ft 1.1b Eee=97.58 ft 1-lb Eee = 97.58 ft 1 lb
Co Co
P1-6: 7/16"Sheathing w/ 8d nails @ 6" O.C.
Wind Capacity= 339 plf
Seismic Capacity= 242 plf
Dead Load Resisting Overturning: Lee:= 12.ft Plate Height: = 8-ft
:= 0.6(15-psf)•22.5-ft-Lee+ 0:6•(10-psf)•Pt•Lee+ 0.6.(10psf)-0ft•Lee Lee
D M:= WR• 2 DLRM= 18036 ft-lb
Overturning Moment:
OOT�M — vee•Lee-Pt OTM,= 8674..76 ft-lb O J:= Eee'1 ee'Pt OTMS=9367.36 ft-lb
I-loldown Force & Net Uplift:
OTM, OTMS
-DLRM -DLRM
Co Co
HDFee,:= HDFees:_
Lee Lee
HDFeew=-780.11b HDFees=-722.391b
No Holdown Required
Base Plate Nail Spacing (2012 NDS Ta,blellN) Anchor Bolt Spacing (2012 NDS Table 11 E)
16d Common (0.162"x3.5") Nails &1-1/2" Plate Hem-Fir 5/8" Dia. Bolt(6" Embed)&1-1/2" Plate Hem-Fir
Z := 122.1b Cpl:= 1.6 ( l Ate:= 860•1b Cam:= 1.6 Z := A,-CD ZB = 13761b
BB= lZN CD CoJ =2.16 ft `CD ZN Col =2 ft
vee Eee _ = 15.23 ft = 14.1 ft
vee Eee
16d @ 16"o.c. 518"A.B. @ 72'' o.c.
3153-3T, 2012 IBC.xmcd Mark Myers, PE 9/10/2013
16
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Myers Engineering, LLC Phone: 253-858-3248
3206 50th Street Ct NW, Ste 210-B PROJECT : Plan 315313T w/ Option Email: myengineer @centurytel.net
Gig Harbor, WA 98335
WALL A:
Story Shear due to Wind: V4W = 8292.32 lb Story Shear due to Seismic: F2= 8536.91b
Bldg Width in direction of Load: Lam:= 47-ft Distance between shear walls: 23-ft
Shear Wall Length: Law:= (6 + 21.83)ft Las:= (6 + 21.83)ft
Law=27.83 ft Las=27.83 ft
10 ft Max Opening Height= Oft-Oin, Therefore C = 1.00
Percent full height sheathing: = 100 %= 100
10-ft) perAF&PA SDPWS Table 4.3.3.4
0.6V4W L1 0.7F2 L1
vaa•Laaw+ Eaa•Laas+ p• •—
Lt 2 Lt 2
Wind Force: va:= Seismic Force: W:_ 1.0 Ea:=
Law Las.
_ _ _ E _
va= 86.3 f 1 lb va = 86.3 ft 1•lb Ea=98.49 ft 1 lb a = 98.49 ft 1 lb
Co Co
P1-6: 7/16"Sheathing w/ 8d nails @ 6" O.C.
Wind Capacity'= 339 plf
Seismic Capacity= 242 plf
Dead Load Resisting Overturning: La:= 6•ft Plate Height: P&t:= 9-ft
:= 0.6(15-psf)•22.5•ft•La+ 0.6•(10•psf)•2Pt•La+ 0.6•(10psf)•lft•La La
Dom= WR•— DLRM=5697ft•lb
2
Overturning Moment:
OTM -= va-La-Pt OTMw=4660.15 ft•lb TM�:= Ea La Pt OTMS= 5318.6ft•lb
Holdown Force & Net Uplift:
OTMw OTMS
-DLRM -DLRM
HDFaw:= Co + HDFaaw HDFas:= Co + HDFaas
La La
HDFaw= 83.08 lb HDFas=243.251b
No Holdown Required
Base Plate Nail Spacing (2012 NDS Table11N) Anchor Bolt Spacing (2012 NDS Table 11E)
16d Common (0.162"x3.5") Nails&1-1/2" Plate Hem-Fir 5/8" Dia. Bolt(6" Embed) &1-1/2" Plate Hem-Fir
ZwW.= 122-lb = 1.6 / 860•lb :== 1.6 p AS•CD Z$ = 13761b
B = `CD ZN Co) =2.26 ft (CD ZN Col
� = 1.98 ft lZB'Col _
va Ea nAvss:= – 15.94 ft – 13.97ft
va Ea
16d @ 16"o.c. 5/8"A.B. @ 72" o.c.
3153-3T, 2012 I BC.xmcd Mark Myers, PE 9/10/2013
► /
Myers Engineering, LLC Phone: 253-858-3248
3206 50th Street Ct NW, Ste 210-B PROJECT : Plan 3153/3T w/ Option Email: myengineer @centurytel.net
Gig Harbor, WA 98335
WALL A(Option):
Story Shear due to Wind: Vow= 8292.321b Story Shear due to Seismic: F2= 8536.9 lb
Bldg Width in direction of Load: L ;= 47-ft Distance between shear walls: Lam:- 23-ft
Shear Wall Length: .= (6 + 7)ft I a :_ (6 + 7)ft
Law= 13 ft Las= 13 ft
10•ft Max Opening Height= Oft-Oin, Therefore C = 1.00
Percent full height sheathing: %o _ •100 %= 100 ^"�^
10•ft perAF&PA SDPWS Table 4.3.3.4
�0,6V4w LI 0:7F2 L1
vaa•Laaw+ Eaa.Laas+ P. —
Lt 2
Wind Force: = Seismic Force: := 1.0 Lt 2 )_
La _ Las
s
_ E _
va= 184.75 ft 1 lb va = 184.75 ft 1 lb Ea=210.85 ft 1 lb a = 210.85 ft 1 lb
Co Co
P1-6: 7116" Sheathing w/8d nails @ 6" O.C.
Wind.Capacity= 339 plf
Seismic Capacity= 242 plf
Dead Load Resisting Overturning: L = 6-ft Plate Height: Pmt:= 9-ft
Wes:= 0.6(15•psf)•22.5•ft•La+ 0.6-(10•psf)•2Pt•La+ 0.6•(10psf)-lft•La Ia
D 2= WR DLRM= 5697 ft lb
Overturning Moment:
T va-La Pt OTMW= 9976.3 ft-lb OTM Ea La Pt OTMS= 11385.9 ft•lb.11,61
Holdown Force & Net Uplift:
OTM W OTMS
-DLRM -DLRM
HDFa := Co + HDFaa, Fa C' + HDFaas
La La
HDFaw=969.1 lb HDFas = 1254.471b
Simpson LSTHD8RJ
Base Plate Nail Spacing (2012 NDS Table11N) Anchor Bolt Spacing (2012 NDS Table 11E)
16d Common (0.162"x3.5") Nails &1-1/2" Plate Hem-Fir 5/8" Dia. Bolt(6" Embed)& 1-1/2" Plate Hem-Fir
Z := 1122•1b = 1.6 Ate:= 860•lb = 1.6 &:= As-CD ZB = 13761b
(r
(CD•ZN'C.) _ 1CD'ZN•C.) _
BB - 1.06 ft -0.93 ft
va Ea = = 7.45 ft =6.53 ft
va Ea
16d @ 8" o.c. 5/8"A.B. @ 72"o.c.
3153-3T, 2012 IBC.xmcd Mark Myers, PE 9/10/2013
2V
Myers Engineering, LLC Phone: 253-858-3248
3206 50th Street Ct NW, Ste 210-B PROJECT : Plan 3153/3T w/ Option Email: myengineer @centurytel.net
Gig Harbor, WA 98335
WALL B:
Story Shear due to Wind: V4W=8292.321b Story Shear due to Seismic: F2=8536.91b
Bldg Width in direction of Load: Lam:= 47-ft Distance between shear walls: Lam:= 24 ft 11
Shear Wall Length: Lbw:= (2.2.75 + 2.875+ 1.33 + 2)ft Lb s:_ C2.2.75I 951 + 2.875(595) + 1.33 + 21ft
Lbw= 11.71 ft L \ J LJbs=8.53 ft
10-ft) Max Opening Height = Oft-Din, Therefore C 1.00
Percent full height sheathing: a = 100 %= 100
10-ft perAF&PA SDPWS Table 4.3.3.4
0.6V4w.L1 0.7F2 L vbb•Lbbw+ Lt 2 Ebb,Lbbs+ p• I✓r 2
Lb
Wind Force: vb:= Seismic Force: g:= 1.0 Eb:=
Lbw Lb,
_ _ E
vb=223.51 ft 1 lb vb =223.51 ft 1•Ib Eb=349.33 ft 1 lb b = 349.33 ft 1 lb
Co Co
P14: 7116" Sheathing w/8d nails @ 4" O.C. Restraint Panel Height = 10ft Maximum
Wind Capacity= 495 plf
Seismic Capacity= 353 plf Restraint Panel Width = 1ft-4in Minimum
Allowable Shear per Panel 58.1 Ib
See APA Technical Topic TT-100 Shear per Panel: VZ (133ft•Eb)
"A Portal Frame with Hold Downs for 1
Engineered Applications" (Emphasis Added) VZ=464.6 Ib O:K.
Dead Load Resisting Overturning: Lb:= 2.75-ft Plate Height: Pt:= 9-ft
W := 0.6(15•psf)•2•ft•Lb + 0.6-(10•psf)-2PvLb+ 0.6•(10psf)•7ft•Lb Lb
Dom; WR•— DLRM=635.25 ft-Ib
2
Overturninq Moment:
OOT,M — vb-Lb-Pt OTMW= 5531.76 ft•lb OOTTM, := Eb-Lb-Pt OTMS=8645.79 ft-Ib
Holdown Force & Net Uplift:
OTMW OTMs
-DLRM -DLRM
HDFbw:= Co + HDFbbw HDFbs:= C' + HDFbbs
Lb Lb
HDFbw=2219.88 Ib HDFbs= 3417.88 Ib
Simpson STHD14RJ
Base Plate Nail Spacing (2012 NDS TablellN) Anchor Bolt Spacing (2012 NDS Table 11E)
16d Common (0.162"x3.5") Nails &1-112" Plate Hem-Fir 518" Dia. Bolt(6" Embed)& 1-1/2" Plate Hem-Fir
ZNI:= r122•lb l = 1.6 ( l Ate:= 8(60•lb l = 1.6 ((.= A,-CD ZB = 13761b
`CD.Z,.0()/ _ (CD•ZN•CI) r+ZB Co) _ lZB Co�
B = 0.87 ft 0.56 ft As:= 6.16 ft 3.94 ft
,AV vb Eb nvnn vb Eb
16d @ 6"o.c. 5/8"A.B. @ 48" o.c.
3153-3T, 2012 IBC.xmcd Mark Myers, PE 9/10/2013
`L1
Myers Engineering, LLC Phone: 253-858-3248
3206 50th Street Ct NW, Ste 210-13 PROJECT : Plan 315313T w/Option Email: myengineer @centurytel.net
Gig Harbor, WA 98335
WALL B(Option):
Story Shear due to Wind: V4W= 8292.321b Story Shear due to Seismic: F2= 8536.91b
Bldg Width in direction of Load: Lam:- 47-ft Distance between shear walls: :-, 24-ft
Shear Wall Length: r 5.5
n9 b1 := (2 2.75 + 2•i.875 + 1.33)ft Lib = L2 2.75 9 + 2 1.875+ 1.33�ft
Lbw= 10.58 ft
Lb,= 8.44 ft
10 ft Max Opening Height = Oft-Oin, Therefore NC = 1.00
Percent full height sheathing: %:- 100 %= 100 ^^^,q^
A 10 ft perAF&PA SDPWS Table 4.3.3.4
0.6V4w.L1 0:7F2 Li
vbb•Lbbw+ L 2 Ebb•Lbbs + p• Lt 2
Wind Force: b Lb Seismic Force: := 1.0 Lb
Lbw s
_ _ E _
vb=247.27 ft 1 lb vb =247.27 ft 1•lb Eb=352.92 ft 1 1b b = 352.92 ft 1 Ib
Co Co
P14: 7/16" Sheathing w/8d nails @ 4" O.C. Restraint Panel Height = 10ft Maximum
Wind Capacity= 495 plf
Seismic Capacity= 353 plf Restraint Panel Width 1ft in Minimum
Allowable Shear per Panel = 581 lb
See APA Technical Topic TT-100 Shear per Panel: (1.33ft•Eb)
;_
"A Portal Frame with Hold Downs for 1
Engineered Applica#ions" (Emphasis.Added) VZ=469.38 lb 0.K.
Dead Load Resisting Overturning: ;= 2.75.ft Plate Height: Pt:= 9-ft
:= 0.6(15•psf)•2•ft•Lb+ 0.6•(10•psf)•2Pt-Lb+ 0.6•(10psf)•7ft-Lb Lb
D = WR• 2 DLRM=635.25 ft-lb
Overturning Moment:
OTM := vb-Lb-Pt OTMw=6119.97 ft lb 0�:= Eb Lb Pt OTMS= 8734.7 ft lb
Holdown Force & Net Uplift:
OTMw OTMS
-DLRM -DLRM
HDFb := co +HDFbbw HDFb�:= Co + HDFbbs
Lb Lb
HDFbw=2433.771b HDFbs =3450.21 lb
Simpson STHD14RJ
Base Plate Nail Spacing (2012 NDS Table11N) Anchor Bolt Spacing (2012 NDS Table 11E)
16d Common (0.162"x3.5") Nails&1-1/2" Plate Hem-Fir 518" Dia. Bolt(6" Embed)&1-112" Plate Hem-Fir
Z�,n:= 122•Ib Cam;= 1.6 Ate:= 860.1b = 1.6 ZW.= AS•CD ZB = 13761b
B :- (CD ZN Co) = 0.79 ft (CD ZN Co) =0.55 ft As:_ �ZB C�" =5.56 ft ZB =3.9 ft
vb Eb vb Eb
16d @ 6" o.c. 5/8"A.B @ 48" o.c.
3153-3T, 2012 IBC.xmcd Mark Myers, PE 9/10/2013
Z-1,
Myers Engineering, LLC Phone: 253-858-3248
3206 50th Street Ct NW, Ste 210-B PROJECT : Plan 3153/3T w/ Option Email: myengineer @centurytel.net
Gig Harbor, WA 98335
WALL C:
Story Shear due to Wind: V2w= 9689.48 lb Story Shear due to Seismic: F2= 8536.91b
Bldg Width in direction of Load: Lam:= 55-ft Distance between shear walls: Lam:= 40-ft
Shear Wall Length: Lcw:= (47)ft Les:= (47)ft
Le,=47ft Us=47ft
10•ft Max Opening Height = Oft-Oin, Therefore C = 1.00
Percent full height sheathing: off= 100 %= 100 ^^ t'
10•ft perAF&PA SDPWS Table 4.3.3.4
0.6V2W Ll 0:7F2 L1
vcc-Lcc,,,+ Ecc•Lccs+ p —
Lt 2 Lt 2
Wind Force: vc:= Seismic Force: .= 1.0 Ec:=
Lc, Us
E
vc=95.7 ft 1.1 b VC =95.7 ft 1 lb Ec= 104.37 ft 1.1b e = 104.37 ft 1•lb
Co Co
P1-6: 7/16" Sheathing w/8d nails @ 6" O.C.
Wind Capacity= 339 plf
Seismic Capacity = 242 plf
Dead Load Resisting Overturning: Lc:= 47-ft Plate Height: Pt-= 9-ft
:=
0.6(15 -(10psf)-lft•Lc Lc
Da '= WR — DLRM= 145794 ft•lb
2
Overturning Moment:
OTM = vc•Le Pt OTMW=40480.43 ft•lb OOTM - Ec•Lc•Pt OTMS =44146.6 ft-lb
Holdown Force & Net Uplift:
OTMW OTMS
—DLRM —DLRM
Co Co
HDFcw.- + HDFccw HDFcs:= + HDFccs
Lc Lc
HDFcw=—1898.19 lb HDFcs =—1739.98 lb
No Holdown Required
Base Plate Nail Spacing (2012 NDS Table11N) Anchor Bolt Spacing (2012 NDS Table 11E)
16d Common (0.162"x3.5") Nails &1-1/2" Plate Hem-Fir 5/8" Dia. Bolt(6" Embed) &1-1/2" Plate Hem-Fir
A := 122•1b Q 1.6 860-1b C f= 1.6 := A . Zg= 13761b
(CD-ZN•Co) _ (CD-4-Co) —
_ —2.04 ft — 1.87 ft �ZB'Co) �ZB'Co)
vc Ec = = 14.38 ft = 13.18 ft
vc Ec
16d @ 16"o.c. 5/8"A.B. @ 72" o.c.
3153-3T, 2012 IBC.xmcd Mark Myers, PE 9/10/2013
Z-j
Myers Engineering, LLC Phone: 253-858-3248
3206 50th Street Ct NW, Ste 210-B PROJECT : Plan 3163/3T w/ Option Email: myengineer @centurytel.net
Gig Harbor, WA 98335
WALL D:
Story Shear due to Wind: V2w=9689.481b Story Shear due to Seismic: F2 = 8536.91b
Bldg Width in direction of Load: LL -= 55-ft Distance between shear walls: Lam;= 40-ft := 15ft
Shear Wall Length: LdW:= (18.5)ft Ld,:= (18.5)ft
Ld,= 18.5 ft Ld,= 18.5 ft
10-ft). Max Opening.Height = Oft-0in, "therefore C = 1.00
Percent full height sheathing: %:- 100 %= 100
/~ 10-ft perAF&PA SDPWS Table 4.3.3.4
0.6V2W (LI +L2) 0.7F2 (LI +L2)
vdd•Lddw+ Lt 2 Edd•Ldds+ p Lt 2
Ld
Wind Force: vd:= Seismic Force: := 1.0 Ed:= L
w
E
vd=285.98 ft 1.1b vd =285.98 ft 1.1b Ed=309.19 ft 1 lb a = 309.19C 1-1b
Co Co
PI-4: 7/16" Sheathing w/8d nails @ 4" O.C.
Wind Capacity= 495 plf
Seismic Capacity= 353 plf
Dead Load Resisting Overturning: Ld:= 18.5-ft Plate Height: Pmt:= 9-ft
Wes:= 0.6(15•psf)•2•ft•Ld+ 0.6•(10•psf).2Pt•Ld+ 0.6•(10psf)•lft•Ld Ld
D = WR• 2 DLRM=22588.5 ft-lb
Overturning Moment:
QTM vd•Ld•Pt OTMW=47615.41 ft•Ib 2"M := Ed•Ld•Pt OTMS= 51480.58 ft-lb
Holdown Force & Net Uplift:
OTMW OTMS
- DLRM -DLRM
HDFdw:= Co L HDFd,:- Co L
d d
HDFdw= 1352.81 lb HDFd, = 1561.731b
Simpson LSTHD8RJ
Base Plate Nail Spacing (2012 NDS Table11N) Anchor Bolt Spacing (2012 NDS Table 11E)
16d Common (0.162"x3.5") Nails&1-1/2" Plate Hem-Fir 5/8" Dia. Bolt(6" Embed) &1-1/2" Plate Hem-Fir
Zed,:= 1x22 lb = 1.6 Ate:= 860 lb = 1.6 := AS CD ZB = 13761b
_ (CD ZN Co) =0.68 ft (CD ZN Co) =0.63 ft (ZB-Col
vd Ed a, ._ vd 4.81 ft E 4.45 ft
d
16d @ 6"o.c. 518"A.B. @ 48" o.c.
3153-3T, 2012 IBC.xmcd Mark Myers, PE 9/10/2013
Zq
Myers Engineering, LLC Phone: 253-858-3248
3206 50th Street Ct NW, Ste 210-B PROJECT : Plan 3153/3T w/ Option Email: myengineer @centurytel.net
Gig Harbor, WA 98335
WALL D (Option):
Story Shear due to Wind: V2w=9689.481b Story Shear due to Seismic: F2= 8536.91b
Bldg Width in direction of Load: L := 55-ft Distance between shear walls: L :_ 40•ft := 15ft
Shear Wall Length: Lid .- (6 + 6.67)ft _ (6 + 6.67)ft
Ldp,,= 12.67 ft Ld,= 12.67 ft
10•ft Max Opening Height = Oft-Oin, Therefore C = 1.00
Percent full height sheathing: off= 100 %= 100 ^'�
10•ft' perAF&PA SDPWS Table 4.3.3.4
0.6V2W (L1 +L21 0.7F2 L1 + L2)
vdd•Lddw+ L 2 Edd•Ldds+ P L 2
Wind Force: ,d = t Seismic Force: :_ 1.0 :_ t
Ldw Lds
E
vd=417.57 ft 1•lb vd =417.57 ft 1•lb Ed=451.47 ft 1 lb a =451.47 ft 1 lb
Co Co
P1-3: 7116" Sheathing w/8d nails @ 3"O.C.
Wind Capacity= 6383 plf
Seismic Capacity= 456 plf
Dead Load Resisting Overturning: := 6•ft Plate Height: Pmt:= 9-ft
,3W.= 0.6(15•psf)•2•ft•Ld+ 0.6•(10•psf)•2Pt•Ld+ 0.6•(10psf)•lft•Ld Ld
DLRM:= WR•— DLRM=2376ft•lb
2
Overturning Moment:
QTM vd-Ld-Pt OTMw=22548.74 ft. OTM�:= Ed•Ld Pt OTMS=24379.12 ft•lb
Holdown Force & Net Uplift:
OTMW OTMS
-DLRM -DLRM
HD ^:- Co HD�Fd .- Co
Ld Ld
HDFdN,=3362.12 lb HDFds =3667.191b
Simpson STHD14RJ
Base Plate Nail Spacing (2012 NDS Table11N) Anchor Bolt Spacing (2012 NDS Table 11 E)
16d Common (0.162"x3.5") Nails&1-1/2" Plate Hem-Fir 518" Dia. Bolt(6" Embed)& 1-1/2" Plate Hem-Fir
Z := 122.1b Cam:= 1.6 A := 864 lb = 1.6 ! := AS CD ZB = 13761b
B .= (`CD ZN Ca) =0.47 ft (CD ZN Co) =0.43 ft (ZB'Co) -
A Ed Ass = 3.3 ft -3.05 ft
vd Ed
16d @ 4"o.c. 5/8"A.B. @ 36" o.c.
3153-3T, 2012 IBC.xmcd Mark Myers, PE 9/10/2013
7-5
Myers Engineering, LLC Phone: 253-858-3248
3206 50th Street Ct NW, Ste 210-8 PROJECT : Plan 315313T w/ Option Email: myengineer @centurytel.net
Gig Harbor, WA 98335
WALL E:
Story Shear due to Wind: V4W= 8292.32 lb Story Shear due to Seismic: F2 = 8536.91b
Bldg Width in direction of Load: LL --47-ft Distance between shear walls: wly;= 23-ft Lam:= 24ft
Shear Wall Length: Lew:= (8.5+ 19.33)ft Les (8.5 + 19.33)ft
Lew=27.83 ft Les =27.83 ft
_
10-ft Max Opening Height = Oft-Oin, Therefore C = 1.00
Percent full height sheathing: a _ 100 %= 100
10-ft) perAF&PA SDPWS Table 4.3.3.4
0.6V4W (Li + L21 0.7F2 (L, + L2)
vee•Leew+ Eee•Lees+ p
Lt 2 Lt 2
Wind Force: ve:= Seismic Force: W:= 1.0 E e•=
Lew � Les
_ _ E _
ve= 180.3 ft 1•lb Ve = 180.3 ft 1 lb Ee=205.54 ft 1 lb a =205.54 ft 1•lb
Co Co
121-6: 7116" Sheathing w/ 8d nails @ 6" O.C.
Wind Capacity= 339 plf
Seismic Capacity= 242 pif
Dead Load Resisting Overturning: Le:= 8.5.ft Plate Height: Pte.=9-ft
Wes:= 0.6(15 psf) 0 ft Le+ 0.6(10 psf)Pt Le+ 0.6(IOpsf) Sft DLRM WR.2 DLRM=3034.5 ft•]b
Overturning Moment:
OTH= ve•Le Pt OTMw= 13793.18 ft- QTTM := Ee Le Pt OTMS= 15723.5 ft-lb
Holdown Force & Net Uplift:
OTMw OTMS
-DLRM -DLRM
HDFew:= Co HDFes:_
Co
Le Le
HDFew= 1265.73 lb HDFes= 1492.82 lb
Simpson HDU2 w/ PAB5 Anchor(6" embed)
3153-3T, 2012 IBC.xmcd Mark Myers, PE 9110/2013
7-b
Myers Engineering, LLC Phone: 253-858-3248
3206 50th Street Ct NW, Ste 210-13 PROJECT : Plan 3153/3T w/Option Email: myengineer @centurytel.net
Gig Harbor, WA 98335
Dead Load Resisting Overturning: L .= 19.33-ft Plate Height: Pty:= 9-ft
Wes:= 0.6(15•psf)•0•ft•Le+ 0.6.(10•psf)Pt•Le+ 0.6•(10psf)-9ft•Le DLRM:- Le DLRM=20177.04 ft-lb
2 -
Overturning Moment:
OOTM ve Le Pt OTM,, =31367.32ft lb 0�:= EeLe Pt OTMS=35757.08 ft-lb
Holdown Force & Net Uplift:
OTM,,, OTMS
-DLRM -DLRM
Co Co
hn'- Le Le
HDFe,,,=578.91 1b HDFes =806 lb
No Holdown Required
Base Plate Nail Spacing (2012 NDS Table11N) Anchor Bolt Spacing (2012 NDS Table 11 E)
16d Common (0.162"x3.5") Nails & 1-1/2" Plate Hem-Fir 518" Dia. Bolt(6" Embed)& 1-1/2" Plate Hem-Fir
:=
122.1b Cam:= 1.6 Ate,:= 860.1b = 1.6 A4:= A,'CD ZB = 13761b
B = (CD ZN Co) = 1.08 ft (CD ZN Co) =0.95 ft �ZB'Co� �ZB"Col
ve Ee Ass:_ =7.63 ft =6.69 ft
ve Ee
16d @ 8"o.c. 518"A B. @ 72" o.c.
3153-3T, 2012 IBC.xmcd Mark Myers, PE 9/10/2013
Z'7
Myers Engineering, LLC Phone: 253-858-3248
3206 50th Street Ct NW, Ste 210-B PROJECT : Plan 3153/3T w/ Option Email: myengineer @centurytel.net
Gig Harbor, WA 98335
WALL F (Option):
Story Shear due to Wind: V2W=9689.481b Story Shear due to Seismic: F2= 8536.9 lb
Bldg Width in direction of Load: LL -- 55-ft Distance between shear walls: := 15-ft
Shear Wall Length: Lfw:_ (24.33)ft Lf,:= (24.33)ft
U,=24.33 ft Lf,=24.33 ft
Percent full height sheathing: 100 % 100 10•ft Max Opening Height= Oft-Oin, Therefore C = 1.00
A/ := • = ""R"
10 ff perAF&PA SDPWS Table 4.3.3.4
0 (L1 P•) 0.7F2 (Ll)
Lt 2
Wind Force: of:= Seismic Force: : Lt 2
Lf = 1.0 Ef Lf,
w s
_ E
of =32.58 ft 1 lb of =32.58ft_ 1.1b Ef=33.49ft 1•lb f = 33.49ft 1•1b
Co Co
P1-6: 7/16" Sheathing w/ 8d nails @ 6" O.C.
Wind Capacity= 339 plf
Seismic Capacity= 242 plf
Dead Load Resisting Overturning: Lf:= 24.33 ft Plate Height: Pmt:= 10•ft
Wes:= 0.6(15•psf)•2•ft•Lf+ 0.6•(10•psf)Pt•Lf+ 0.6•(10psf)•Oft-Lf Dom= WR.Lf DLRM=23086.01 ft lb
2
Overturning Moment:
OTTM - of•L f•Pt OTMW= 7927.76 ft.lb OTM := Ef•L f-Pt OTMS= 8148.86 ft-Ib
Holdown Force& Net Uplift:
OTMW OTMS
—DLRM —DLRM
HDFfw:= Co HDFfs:= Co
Lf Lf
HDFfw=—623.03 lb HDFfs=—613.941b
No Holdown Required
Base Plate Nail Spacing (2012 NDS Table11N) Anchor Bolt Spacing (2012 NDS Table 11 E)
16d Common (0.162"x3.5") Nails &1-1/2" Plate Hem-Fir 5/8" Dia. Bolt(6" Embed) & 1-1/2" Plate Hem-Fir
Z := 122•1b Cam:= 1.6 Ate:= 860•1b ;= 1.6 p,:= A,-CD ZB = 13761b
(CD ZN Co) _ (CD-ZN C.) _
B�= 5.99 ft 5.83 ft _ /
of Ef of —42.23 ft Ef =41.08 ft
16d @ 16"o.c. 5/8 A.B. @ 77' o.c.
3153-3T, 2012 I BC.xmcd Mark Myers, PE 9/10/2013
ti�
Myers Engineering, LLC Phone: 253-858-3248
3206 50th Street Ct NW, Ste 210-13 PROJECT : Plan 3153/3T wl Option Email: myengineer @centurytel.net
Gig Harbor, WA 98335
Diapragm Shear Check:
Assume 2x HF Roof Framing, 7/16" Sheathing w/ 8d (0.131" x 2.5") nails, 6" o.c Edge nailing
Unblocked Diapraghm Case 1 Wind Capacity= 300 plf& Seismic Capacity= 214 plf
Unblocked Diapraghm Case 2-6 Wind Capacity= 221 plf& Seismic Capacity= 158 plf
Wall Lines AA: Wall Line EE:
vaa•LaaW =29.61 ft 1•lb E Laas =31.97 ft 1 lb vee LeeW 1 Eee'Lees _ - 1
40ft 40ft 40ft =63.25 ft' •lb 40ft -68.3 ft •lb
Wa I I Lines B B-.
Lbb, _ 1 Lbbs _ 1 Wall Line E:
vbb =33.65 ft -lb Ebb- =36.33 ft •lb
40ft 40ft
ve•Le,,, _ 1 Ee Les — 1
Wall Lines CC: = 125.45 ft •lb = 143 ft -lb
Lcc,,, _ 1 Lccs — 1 40ft 40ft
vcc = 50.72ft -lb ECC•— = 58.13ft •lb
47ft 47ft Wa I I Line F:
Wall Lines DD:
of Lf,n, _ 1 Ef•Lfs - 1
Lddw _ 1 Ldds _ 1 = 33.03 ft •lb = 33.95 ft •lb
47ft
vdd• 47ft —50.72ft •lb Edd• =58.13 ft -lb 24ft 24ft
Wa I I Lines A:
va•La,,,-vaa•Laa,,, _ 1 Ea-La,-E Laas - 1
=30.43 ft lb =36.55 ft -lb
40ft 40ft
Wa I I Lines B:
vb•Lbw-vbb•Lbb,,, _ 1 Eb•Lbs-Ebb•Lbbs 1
=23.1 ft lb =27.74C •1b
55ft 55ft
Wa I I Lines C:
vc•Lc,,,-vcc•Lcc,,, _ 1 Ee•Lcs -ECC•Lccs - 1
= 44.98 ft •lb =46.23 ft lb
47ft 47ft
Wall Lines D:
vd•Ld,,,-vdd•Ldd,,, _ 1 Ed•Lds-Edd•Ldds - 1
=61.85 ft •lb =63.57 ft lb
47ft 47ft
3153-3T, 2012 IBC.xmcd Mark Myers, PE 9/10/2013
d
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Myers Engineering LLC
3206 50th St Ct NW, Ste 210-B
MYERS ENGINEERING Gig Harbor, WA 98335
(253) 858-3248
Fax (253) 858-3249
myengineer @centurytel.net
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Myers Engineering LLC
3206 50th St Ct NW, Ste 210-B
Gig Harbor, WA 98335
MYERS ENGINEERING (253) 858-3248
Fax (253) 858-3249
myengineer @centurytel.net
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Myers Engineering LLC
3206 50th St Ct NW, Ste 210-B
MYERS ENGINEERING Gig Harbor, WA 98335
(253) 858-3248
Fax (253) 858-3249
myengineer @centurytel.net
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Myers Engineering LLC
3206 50th St Ct NW, Ste 210-B
Gig Harbor, WA 98335
MYERS ENGINEERING (253) 858-3248
Fax (253) 858-3249
myengmeer @centurytel.net
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JOB BY AA
Mark Myers,PE Project Title:
Myers Engineering LLC Engineer: Project ID:
3206 50th St Ct N W,Ste 210-B Project Descr:
Gig Harbor,WA 98335
ph:253-858-3248
E-mail:m en ineer centU tel.net P-i ted:10 SEP 2013,2:32 0-P,1
Q-caUsets4MarklDktoplORAlMN�1NCASCAD��;131b313153-3t,en6
Woad Beam ENERCALC INC 1983-2013;Suild:6.13.8.31,Ver6,S3.8.31
Description: 1•Upper Floor Header
CODE REFERENCES
Calculations per NDS 2005
Load Combination Set: IBC 2012
Material Properties
Analysis Method: Allowable Stress Design Fb-Tension 900.0 psi E:Modulus of Elasticity
Load Combination iBC 2012 Fb-Compr 900.0 psi Ebend-xx 1,600.Oksi
Fc-Prll 1,350.0 psi Eminbend-xx 580.0 ksi
Wood Species : Douglas Fir-Larch Fc-Perp 625.0 psi
Wood Grade : No.2 Ft 575.0 psi Density 32.210pcf
Beam Bracing : Beam is Fully Braced against lateral-torsion buckling
............. --................._..._.._....._..........._....__..—__......._..-........._.-_--------- .._..__.._ __.._-----_v_.._..-._._.........._—_.....__...__.._...--_.._...........----..__..._._-.........__._.........--_......._.__.._...._
D(0.36) S(0.6)
4x10
Span=5.0 ft
Applied Loads Service loads entered.Load Factors will be applied for calculations.
Uniform Load: D=0.360, S=0.60, Tributary Width=1.0 ft
_DESIGN_SUMMARY........_..____ ° •
_._... _....-._.... _.. _._..._.... ---- ..__._..... ------._.._.......
Maximum Bending Stress Ratio = 0.6681 Maximum Shear Stress Ratio = 0,428 : 1
Section used for this span 4x10 Section used for this span 4x10
fb:Actual = 721.28 psi fv:Actual 77.11 psi
FB:Allowable = 1,080.0Opsi Fv:Allowable 180.00 psi
Load Combination +D+S+H Load Combination +D+S+H
Location of maximum on span = 2.500ft Location of maximum on span = 0.000 ft
Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1
Maximum Deflection
Max Downward L+Lr+S Deflection 0.023 in Ratio= 2611
Max Upward L+Lr+S Deflection 0.000 in Ratio= 0<360
Max Downward Total Deflection 0.037 in Ratio= 1631
Max Upward Total Deflection 0.000 in Ratio= 0<240
Overall Maximum Deflections-Unfactored Loads
Load Combination Span Max.""Defl Location in Span Load Combination Max.W Dell Location in Span
D+S 1 0.0368 2.518 0.0000 0.000
Vertical Reactions-Unfactored Support notation:Far left is#1 Values in KIPS
Load Combination Support 1 Support 2
Overall MAXimum 2.400 2.400
D Only 0.900 0.900
S Only 1.500 1.500
D+S 2.400 2.400
3�
Mark Myers,PE Project Title:
Myers Engineering LLC Engineer: Protect ID:
3206 50th St Ct NW,Ste 210-B Project Descr:
Gig Harbor,WA 98335
ph:253-858-3248
E-mail:m en ineer centu to.net
F,hted 10 SEF 2013,2:32811
WOOCI Be1t11 File=c:lUsersl@ latklDesktoglDRAW1N-�1CASCAD-�13153131533t,�6
EPiERCALC,ING;19832D13;13nilrt6.13;631,Ver,6.113.8.31 ->
Description: 2.3rd Car Garage Door Header
CODE REFERENCES
Calculations per NDS 2005
Load Combination Set: IBC 2012
Material Properties
Analysis Method: Allowable Stress Design Fb-Tension 2,400.0 psi E:Modulus of Elasticity
Load Combination iBC 2012 Fb-Compr 1,850.0 psi Ebend-xx 1,800.0 ksi
Fc-Prll 1,650.0 psi Eminbend-xx 930.0 ksi
Wood Species : DF/DF Fc-Perp 650.0 psi Ebend-yy 1,600.Oksi
Wood Grade :24F-V4 Fv 265.0 psi Eminbend-yy 830.Oksi
Ft 1,100.0 psi Density 32.210pcf
Beam Bracing : Beam is Fully Braced against lateral-torsion buckling
...... ------
D(0.36) S(0.6)
5.5x7.5
Span = 9.250 ft
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Uniform Load: D=0.360, S=0.60, Tributary Width=1.0 ft
DESIGN SUMMARY ® •
.................___..._........... - ................ .....-........................-. _.-...-................-_...-._.-. ..._.......-............._-..-._..�..___................._-..._..�.____..............-......_-_-....-..._............ .._....-._......._..-
Maximum Bending Stress Ratio = 0.996 1 Maximum Shear Stress Ratio = 0.529 : 1
Section used for this span 5,5x7.5 Section used for this span 5.5x7.5
fb:Actual = 2,389.53 psi fv:Actual = 140.24 psi
FB:Allowable = 2,400.00psi Fv:Allowable = 265.00 psi
Load Combination +D+S+H Load Combination +D+S+H
Location of maximum on span = 4.625 ft Location of maximum on span = 8.642 ft
Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1
Maximum Deflection
Max Downward L+Lr+S Deflection 0.286 in Ratio= 388
Max Upward L+Lr+S Deflection 0.000 in Ratio= 0<360
Max Downward Total Deflection 0.457 in Ratio= 242
Max Upward Total Deflection 0.000 In Ratio= 0<240
............ ...................... .........._..................................-............... .........................._.. ........................... ......._....... .................... ....
Overall Maximum Deflections-Unfactored Loads
Load Combination Span Max."'Defl Location in Span Load Combination Max.'W Defl Location in Span
D+S 1 0.4570 4.659 0.0000 0.000
Vertical Reactions-Unfactured Support notation:Far left is#1 Values in KIPS
Load Combination Support 1 Support 2
Overall MAXimum 4.440 4.440
D Only 1.665 1.665
S Only 2.775 2.775
D+S 4.440 4.440
q0
Mark Myers,PE Project Title:
Myers Engineering LLC Engineer: Project ID:
3206 50th St Ct NW,Ste 210-B Project Descr:
Gig Harbor,WA 98335
ph:253-858-3248
E-mail:myenq ineer CentU rytel.net P'inird:10SEPM3,2:35PAA
Wood Beard Fite=6 UserslMadclDesktOTRAWJN7 ASCAD-113153131533t.ec6
ENERCALC IXCA 98NQ 1'3„Build;6.13;8.31,Ver:6.1`1831
•-
Description: 3.Rear Cov'd Porch Roof Beam
CODE REFERENCES
Calculations per NDS 2005
Load Combination Set: IBC 2012
Material Properties
Analysis Method: Allowable Stress Design Fb-Tension 2,400.0 psi E:Modulus of Elasticity
Load Combination 1 BC 2012 Fb-Compr 1,850.0 psi Ebend-xx 1,800.0 ksi
Fc-Prll 1,650.0 psi Eminbend-xx 930.0 ksi
Wood Species : DF/DF Fc-Perp 650.0 psi Ebend-yy 1,600.0 ksi
Wood Grade :24F-V4 Fv 265.0 psi Eminbend-yy 830.0 ksi
Ft 1,100.0 psi Density 32.210 pcf
Beam Bracing : Beam is Fully Braced against lateral-torsion buckling
x(0.0975) S(0.1625)
r _ x
gg
5.5x12
Span = 22.0 ft
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Uniform Load: D=0,09750, S=0.1625, Tributary Width=1.0 ft
DESIGN,SUMMARY
— --..._......_ ........_ �. __�... _-
Maximum Bending Stress Ratio 0.6031 Maximum Shear Stress Ratio = 0.224 : 1
Section used for this span 5.5x12 Section used for this span 5.5x12
fb:Actual = 1,430.00psi fv:Actual = 59.31 psi
FB:Allowable = 2,372.05psi Fv:Allowable = 265.00 psi
Load Combination +D+S+H Load Combination +D+S+H
Location of maximum on span = 11.000ft Location of maximum on span = 21.036 ft
Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1
Maximum Deflection
Max Downward L+Lr+S Deflection 0.604 in Ratio= 436
Max Upward L+Lr+S Deflection 0.000 in Ratio= 0 <240
Max Downward Total Deflection 0.967 in Ratio= 273
Max Upward Total Deflection 0.000 in Ratio= 0 <180
Overall Maximum Deflections-Unfactored Loads
Load Combination Span Max.”"Defl Location in Span Load Combination Max."+"Defl Location in Span
D+S 1 0.9669 11.080 0.0000 0.000
Vertical Reactions-Unfactored Support notation:Far left is#1 Values in KIPS
Load Combination Support 1 Support 2
Overall MAXimum 2.860 2.860
D Only 1.073 1.073
S Only 1.788 1.788
D+S 2.860 2.860
�1
Mark Myers,PE Project Title:
Myers Engineering LLC Engineer: Project ID:
3206 50th St Ct NW,Ste 210-B Project Descr:
Gig Harbor,WA 98335
ph:253-858-3248
E-mail:myenq ineer centu tel.net Printed-10 SEP 2013,2:1!.PM
WOQC! Bec"ICt7. Fiie=c:kUSOTSlMa MC),6sktop�DRAWiN. ICASCAD-113133131533t ec6
ENERCALC,INc.1983-201.3;8uild:6.13 8.31,Ver.6.13.8.31 .
Description: 4.Front Cov'd Porch Roof Beam
CODE REFERENCES
Calculations per NDS 2005
Load Combination Set: IBC 2012
Material Properties
Analysis Method: Allowable Stress Design Fb-Tension 900.0 psi E:Modulus of Elasticity
Load Combination i BC 2012 Fb-Compr 900.0 psi Ebend-xx 1,600.0 ksi
Fc-Prll 1,350.0 psi Eminbend-xx 580.0 ksi
Wood Species : Douglas Fir-Larch Fc-Perp 625.0 psi
Wood Grade ; No.2 Ft Fv 5875.0 psi Density 32.210 pcf
Beam Bracing Beam is Fully Braced against lateral-torsion buckling
......................._.._...............__......................_.__............... __ ................ -----. ..........._..---. ---- ..............._.__—...._....... __..—._.......__......... -......... - --......-----......-...,
D(0.0825) S(0.1375)
l +� 7
AM
ry a
4x10
Span = 12.0 ft
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Uniform Load: D=0.08250, S=0.1375, Tributary Width=1.0 ft
DESIGN SUMMARY ® •
Maximum Bending Stress Ratio = 0.8821 Maximum Shear Stress Ratio = 0,298 : 1
Section used for this span 4x10 Section used for this span 4x10
fb:Actual = 952.09psi fv:Actual = 53.57 psi
FB:Allowable = 1,080.00psi Fv:Allowable = 180.00 psi
Load Combination +D+S+H Load Combination +D+S+H
Location of maximum on span = 6.000ft Location of maximum on span = 0.000ft
Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1
Maximum Deflection
Max Downward L+Lr+S Deflection 0.175 in Ratio= 824
Max Upward L+Lr+S Deflection 0.000 in Ratio= 0 <360
Max Downward Total Deflection 0.280 in Ratio= 515
Max Upward Total Deflection 0.000 in Ratio= 0 <240
.......................-.__...._...._..........................._............................................................................._..................................................__ .................. .......... ....... .....
Overall Maximum Deflections-Unfactored Loads
Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span
D+S 1 0.2795 6.044 0.0000 0.000
Vertical Reactions-Unfactored Support notation:Far left is#1 Values in KIPS
Load Combination Support 1 Support 2
Overall MAXimum 1.320 1.320
D Only 0.495 0.495
S Only 0.825 0.825
D+S 1.320 1.320
q7i
FLOOR-SPAN TABLES
L/480 Live Load Deflection
Same T11®/flis#sexes maynotb r� �a wrie� iMadoa�' �y
tie;ava z N, /n your regron .. � mow.
16'11" 15'-6" 14'-7" 13'-7" 16'-11" 15-6" 14'-3" 12'-9
Coact youriCevel represeve` _
rrirlarmadon , 17'-9° 16'-3" 15'-4" 14`-3" 17'-9" 16-3" 15'-4" 14'-0"
s: 18'-3.. 15'-9" 14`-8" 18'-3.. 15' 9" 14'-8..
20'-2 18'-5" 17'-4" 15'-9"(1) 20'-2 1T-8" 16'-1"(1) 14'4"x)
L� 13/a" 21'-1" 19'-3" 18'-2" 16'-11" 21'-1" k 19'-3" 17'-8" 15'_9.-a)
21'-8" - 18'-8" IT-5" 21'-8" - 18'-7" 16'-7"(1)
22'-11" 20'-11" 19'-8" 1 18'-4" 22'-11" 20'-11" 19'-8" 17'-10"(
26'-1" 23'-8" 22'4 20'-9" 26'-1" 23'-8" 22'-4" 20'-9"n)
22'-170" 20'-11" 19'-2" 17'-2"(1) 22'-2" 19'-2" IT-6"(11 15'-0"W
23'-11" 21'-10" 20'-8" 18'-10"(1) 23'-11" 21'-1" 19'-2"(1) 16'-7"(1)
14" � 24'-8" 22'-6" 21'-2" 19'-9"f1> 24'-8" 22'-2" 20'-3"11) 17'-6"(1)
s
1 26'4- 23'4- 22'-4" 20'-9"(1) 26'-0" 23'4" 22'-4"(1) 17'-10"(1)
29'-6" 26'-10" 25'-4" 23'-6" 29'-6" 26'-16" 25'-4"(1) 20'-11"(1)
z " (1) n) " x) n) v1
.� 26-6 24-3 22-6" 19'-11" 26'-0 .22'-6" 20'-7" 16'-T )
TJI® 110 Joists 27'-3" 24'-10" 23'-6" 21'-1"(1) 27'-3" 23'-9" 21'-8"(1) 17'-6"(1)
28'-9 26'-3" 24'-8"x) 2V-5"u) 28'-9" 26'-3"(1) 22'-4"(v 1T-10"c1)
32'-8" 29'-8" 28'-0" 25'-2"(1) 32'--8" 29'4" 26'-3"(1) 20'-11"(1)
21/16"
L/360 Live Load Deflection (Minimum Criteria per Code)
1'/a'-13/8" MART rare �We�a ' IN-01 ..
91/2" _
18'-9" 17'-2" 15'-8" 14'-0" 18'-1" 15'-8" 14'-3" 12'-9"
117/8" 19'-8 18'4" 17'-0" 15'4 19'-8" 17'-2" 15'-8" 14'-0"
14" 20'-3" 18'-6" 1T-5" 16'-2" 26'-3" 18'-1" 16'-6" 14'-9"
1611 ' 19'4" 17'-8" 15'-9"(1) 20'-5" l7'-8° 16'-1"(1) 14'4"(1)
23'-4" 21'-2" 19'4" I7'-3"(1) 224" 19'-4" 17'-8" 15'-9"11)
24'-0" 21'-11" 20'-5" 18'-3" 23'-7" 20'-5" 18'-7" 16'-7 11(1)
TJh 210 Joists 25'-4" 23'7 21'-10" 20'4"(1) 254" 23'-2" 21'-10"(1) 17'-10"(1)
.28'40" 26'-3" 24'-9" 23'4" 28'-16" 26'-3" 24`40 20'-ll"(1)
24'4" 214" 19'-2" 17'-2"(1) 22'-2" 19'-2" 17'-6"(1) 15'-0"(1)
�2s/e 26'4' 23'-1" 21'4" 181.-10"i�1 24'-4" 21'-I" 19-2"fl) 16'-7"n).
" 27'-3" 24'-4" 22'-2" 19'-10"(1) 254" 22'-2" W-21"(1) 17'-6"(1)
28'-9 26'-3" 24'-9"n) 21:-5"x) 28'-9" 26'-3"n1 22'-4"x). 1T-10"x1
32'-8" 29'-9" 28'-0" 25'-2"(1) 37-9' 29=9" 26'-3"(11 20'-I I"(1)
91/2" 28'-6" 24'-8" 22'-6'(u 19'-11"x) 26'-0" 22'-6„(1) 20'-7'(1) 16'-7"n)
11�/a" ._
3/8 30'-1” 26'-0" 23'-9" 21'-1"(1) 27'-5" 23'-9" 21'-8"(1) 17'-6"x)
14"
-5" ) "16" X-18"(1) 22'-4''(1) 17:10"x3 " " ' " '
36'-1" 32'-11" 310"(1) 1 25'-2"(1) 36'-1" 31-6"(1) 2 -3"(1) 20'-11"(r
(1)Web stiffeners are required at intermediate supports of continuous-span joists when the intermediate bearing length is less than 51/a"
TJI® 230 Joists and the span on either side of the intermediate bearing is greater than the following spans:
6
MOM 10M I
1 r2V16" N.A. N.A. N.A. 15'-4" N.A. N.A. 164" 12-9"
I—
=NA N.A.. 21'-4" 17'-0" M.A. 21-4" 1T-9". 14'-2"
I3/e� N.A. N.A. N.A. 19'-2" N.A. N.A. 19'-11" 15'-11"
� .. N.A. N.A. 24'-5" 19'-6" N.A. 24'-5" 20'-4":. 16'-3"
11%s" N.A. N.A. 29'-10" 1 23'-10" N.A. 29'-10" 24'-10" 19,-10"
3/s" 14" • Long-term deflection under dead load,which includes the effect of creep,has not been considered.Bold italic spans reflect initial dead
1!6" load deflection exceeding 0.33".
How to Use These Tables General Notes
TJI@ 360 Joists 1. Determine the appropriate live load deflection Tables are based on:
criteria. - Uniform loads.
-y 31h" 2. Identify the live and dead load condition. - More restrictive of simple p ports continuous span.
- Clear distance between supports(1/a minimum end bearing).
3. Select on-center spacing. ■ Assumed composite action with a single layer of 24"on-center
I3/s" 4. Scan down the column until you meet or span-rated,glue-nailed floor panels for deflection only.Spans
11%s„ exceed the span of your application. shall be reduced 6"when floor panels are nailed only.
7/�6" 14" 5. Select TJI®joist and depth. ■ Spans generated from iLevel®software may exceed the spans
16" shown in these tables because software reflects actual design
l��e/aadldeflectionrsnottheamf,Actor conditions.
All For loading conditions not shown,refer to software or to the load
TJI® 560 Joists �maeaccnrateprec#1(amr� omalsc table on page 5.
uceaGr71-Pro.R'at�ngr _:* ��
A iLevel Trus Joist®TJI®Joist Specifier's Guide TJ-4000 February 2009
Mark Myers,PE Project Title:
Myers Engineering LLC Engineer: Project ID:
3206 50th St Ct NW,Ste 210-B Project Descr:
Gig Harbor,WA 98335
ph:253-858-3248
E-mail:m en ineer centu tel.net Printed:10SEP2013,2:304
Wood Beam Tile=c:WserslMadc lDesktoplDlZ41N1N-11CASCAEY 1131 5 3131 5 3 3t.ec6
ENERCALC INC:198&201.3;8uild:6.13:8.31,Ver.6.13.8.31.. ;.
Description: 6.Window Header at Great Rm
CODE REFERENCES
Calculations per NDS 2005
Load Combination Set: IBC 2012
Material Properties
Analysis Method: Allowable Stress Design Fb-Tension 900 psi E:Modulus of Elasticity
Load Combination iBC 2012 Fb-Compr 900 psi Ebend-xx 1600ksi
Fc-Prll 1350 psi Eminbend-xx 580ksi
Wood Species : Douglas Fir-Larch Fc-Perp 625 psi
Wood Grade ; No.2 Ft 575 psi Density 32.21 pcf
Beam Bracing : Beam is Fully Braced against lateral-torsion buckling
........_.._....._............_........................... .................... ...............__..._........................_...._........ ......-__..........----.........._.....----.__........-----._.._......... ...................... _ ................._..._._........._......_......................
D(0.5988) L(®.37) S(0.6)
4x12
Span =6.0ft
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Uniform Load: D=0.5988, L=0.370, S=0.60, Tributary Width=1.0 ft
DESIGN SUMMARY s
Maximum Bending Stress Ratio = 0.980: 1 Maximum Shear Stress Ratio = 0.584 : 1
Section used for this span 4x12 Section used for this span 4x12
fb:Actual = 970.09psi fv:Actual = 105.11 psi
FB:Allowable = 990.00psi Fv:Allowable = 180.00 psi
Load Combination +D+0.750L+0.750S+H Load Combination +D+0.750L+0.750S+H
Location of maximum on span = 3.000ft Location of maximum on span = 0.000 ft
Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1
Maximum Deflection
Max Downward L+Lr+S Deflection 0.043 in Ratio= 1681
Max Upward L+Lr+S Deflection 0.000 in Ratio= 0<360
Max Downward Total Deflection 0.069 in Ratio= 1039
Max Upward Total Deflection 0.000 in Ratio= 0<240
.... ..... ......... ............ .............. ............ ............ ............. ...................... ........................... ........................_................................-...........
Overall Maximum Deflections-Unfactored Loads
Load Combination Span Max."'Defl Location in Span Load Combination Max."+"Defl Location in Span
D+L+S 1 0.0692 3.022 0.0000 0.000
Vertical Reactions-Unfactored Support notation:Far left is#1 Values in KIPS
Load Combination Support 1 Support 2
Overall MAXimum 4.706 4.706
D Only 1.796 1.796
L Only 1.110 1.110
S Only 1.800 1.800
L+S 2.910 2.910
D+L 2.906 2.906
D+S 3.596 3.596
D+L+S 4.706 4.706
qq
Mark Myers,PE Project Title:
Myers Engineering LLC Engineer: Project ID:
3206 50th St Ct NW,Ste 210-B Project Descr:
Gig Harbor,WA 98335
ph:253-858-3248
E-mail:m en ineer eentu tel.net P-inted 10SEP2093.2:33Eri
Ede_-c:l Users\MarklDesktoplDRAwiN�1'tCASCAD-13153153aec6 VOOC Beam
ENERCALC,INC.1983-2013;Bild;6.13.&31,Ver6.13.8.31
.Imi
Mill MENEM=
Description: 7.Window&SGD header at Kitchen
CODE REFERENCES
Calculations per NDS 2005
Load Combination Set: IBC 2012
Material Properties
Analysis Method: Allowable Stress Design Fb-Tension 900 psi E:Modulus of Elasticity
Load Combination I BC 2012 Fb-Compr 900 psi Ebend-xx 1600ksi
Fc-Prll 1350 psi Eminbend-xx 580 ksi
Wood Species : Douglas Fir-Larch Fc-Perp 625 psi
Wood Grade : No.2 Fv 180 psi
Ft 575 psi Density 32.21 pcf
Beam Bracing : Beam is Fully Braced against lateral-torsion buckling
D(0.55) L(0.04) S(0.725)
4x12
Span = 6.0 ft
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Uniform Load: D=0.550, L=0.040, S=0.7250, Tributary Width=1.0 ft
DESIGN_SUMMARY....._..___....................n___. _._......_......_._.. _._----......_._....._.... _.....___—._._._......._._......_.___ '
Maximum Bending Stress Ratio = 0.9421 Maximum Shear Stress Ratio = 0.561 : 1
Section used for this span 4x12 Section used for this span 4x12
fb:Actual = 932.57psi fv:Actual = 101.04 psi
FB:Allowable = 990.00psi Fv:Allowable = 180.00 psi
Load Combination +D+S+H Load Combination +D+S+H
Location of maximum on span = 3.000ft Location of maximum on span = 0.000 ft
Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1
Maximum Deflection
Max Downward L+Lr+S Deflection 0.034 in Ratio= 2132
Max Upward L+Lr+S Deflection 0.000 in Ratio= 0<360
Max Downward Total Deflection 0.058 in Ratio= 1240
Max Upward Total Deflection 0.000 in Ratio= 0<240
................................._.._............................._.........................---..............................................................................._............................................................................................................. .............. ........ ....... ......
Overall Maximum Deflections-Unfactored Loads
Load Combination Span Max."-"Defl Location in Span Load Combination Max."+°Defl Location in Span
D+L+S 1 0.0580 3.022 0.0000 0.000
Vertical Reactions-Unfactored Support notation:Far left is#1 Values in KIPS
Load Combination Support 1 Support 2
Overall MAXimum 3.945 3.945
D Only 1.650 1.650
L Only 0.120 0.120
S Only 2.175 2.175
L+S 2.295 2.295
D+L 1.770 1.770
D+S 3.825 3.825
D+L+S 3.945 3.945
'7 l
Mark Myers,PE Project Title:
Myers Engineering LLC Engineer: Protect ID:
3206 50th St Ct NW,Ste 210-B Project Descr:
Gig Harbor,WA 98335
ph:253-858-3248
E-mail:m en Ineef CentU rytel.net Pdnted:10SEP2013,2:35'61
Wood Beam
File=c:lUsersWarkl Desktopl DRAWIN-11CASCAD-113153t31533tec6
BNERCALC,INC.1983 2013',Build:6.13.8.31,Ver:6.13.8.31
Description: 8,Floor Beam over Nook/Great Rm
CODE REFERENCES
Calculations per NDS 2005
Load Combination Set: IBC 2012
Material Properties
Analysis Method: Allowable Stress Design Fb-Tension 2,900.0 psi E:Modulus of Elasticity
Load Combination iBC 2012 Fb-Compr 2,900.0 psi Ebend-xx 2,000.Oksi
Fc-Prll 2,900.0 psi Eminbend-xx 1,016.54 ksi
Wood Species : i Level Truss Joist Fc-Perp 750.0 psi
Wood Grade : Parallam PSL 2.0E Fv 290.0 psi
Ft 2,025.0 psi Density 32.210pcf
Beam Bracing Beam is Fully Braced against lateral-torsion buckling
D(0.135) L(0.36)
y
ti
5.25x11.875
Span = 18.083 ft
Applied Loads Service loads entered.Load Factors will be applied for calculations.
Uniform Load: D=0.1350, L=0.360, Tributary Width=1.0 ft
DESIGN SUMMARY
'Maximum Bending Stress Ratio = 0.6791 Maximum Shear Stress Ratio = 0.333 : 1
Section used for this span 5.25x11.875 Section used for this span 5.25x11.875
fb:Actual = 1,967.71 psi fv:Actual = 96.68 psi
FB:Allowable 2,900.00psi Fv:Allowable 290.00 psi
Load Combination +D+L+H Load Combination +D+L+H
Location of maximum on span = 9.042ft Location of maximum on span = 17.159 ft
Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1
Maximum Deflection
Max Downward L+Lr+S Deflection 0.595 in Ratio= 364
Max Upward L+Lr+S Deflection 0.000 in Ratio= 0 <360
Max Downward Total Deflection 0.818 in Ratio= 265
Max Upward Total Deflection 0.000 in Ratio= 0 <240
.............. ..................... _.........................................................................................................................._................................... ..
Overall Maximum Deflections-Unfactored Loads
Load Combination Span Max."='Defl Location in Span Load Combination Max.'Y'Dell Location in Span
D+L 1 0.8175 9.107 0,0000 0.000
Vertical Reactions-Unfactored Support notation:Far left is#1 Values in KIPS
Load Combination Support 1 Support 2
Overall MAXimum 4.476 4.476
D Only 1.221 1.221
L Only 3.255 3.255
D+L 4.476 4.476
L��
Mark Myers,PE Project Title:
Myers Engineering LLC Engineer: Proiect ID:
3206 50th St Ct NW,Ste 210-B Project Descr:
Gig Harbor,WA 98335
ph:253-858-3248
E-mail:myenq ineer centu rytel.net P-hted:10 SEP 2013,2:39RA
Wood Beam File=c:IUserslMarlkDesktoptDRAAMN-tICASCAD-11315313153-a,ec6
ENERCALC,INC.1983-2013;Build:B<13.8.31,Ver.6.13.831 -
a.ass
Description: 9.Header over Entry Hall
CODE REFERENCES
Calculations per NDS 2005
Load Combination Set: IBC 2012
Material Properties
Analysis Method: Allowable Stress Design Fb-Tension 2,325.0 psi E:Modulus of Elasticity
Load Combination i BC 2012 Fb-Compr 2,325.0 psi Ebend-xx 1,550.0 ksi
Fc-Prll 2,050.0 psi Eminbend-xx 787.82 ksi
Wood Species ; iLevel Truss Joist Fc-Perp 800.0 psi
Wood Grade ;TimberStrand LSL 1.55E Fv 310.0 psi
Ft 1,070.0 psi Density 32.210 pcf
Beam Bracing Beam is Fully Braced against lateral-torsion buckling
....................................._.__._...__.-......._---............__.._..- _................_............---- .........._.........------..__.._..—_........ --- _._...
D(0.92) L 2.4 0.15) L 0.4
D 0.0825 L 0.22
3.5x11.875
Span = 8.0 ft
Applied Loads Service loads entered.Load Factors will be applied for calculations.
Load for Span Number 1
Uniform Load: D=0.08250, L=0.220 klft,Extent=0.0–>>4.0 ft, Tributary Width=1.0 ft
Uniform Load: D=0.150, L=0.40 klft,Extent=4.0–>>8.0 ft, Tributary Width=1.0 ft
Point Load: D=0.920, L=2.450 k(r)4.0 ft
DESI ............................................................................................
.Maximum Bending Stress Ratio = 0.637. 1 Maximum Shear Stress Ratio = 0.362 : 1
Section used for this span 3.5x11.875 Section used for this span 3.5x11.875
fb:Actual = 1,480.69psi fv:Actual = 112.15 psi
FB:Allowable 2,325.00psi Fv:Allowable = 310.00 psi
Load Combination +D+L+H Load Combination +D+L+H
Location of maximum on span = 4.000ft Location of maximum on span = 7.036 ft
Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1
Maximum Deflection
Max Downward L+Lr+S Deflection 0.098 in Ratio= 980
Max Upward L+Lr+S Deflection 0.000 in Ratio= 0 <360
Max Downward Total Deflection 0.135 in Ratio= 712
Max Upward Total Deflection 0.000 in Ratio= 0 <240
.............................................................................. ................. ................. ............................ ...........
Overall Maximum Deflections-Unfactored Loads
Load Combination Span Max.""Defl Location in Span Load Combination Max."-V Defl Location in Span
D+L 1 0.1347 4.058 0.0000 0.000
Vertical Reactions-Unfactored Support notation:Far left is#1 Values in KIPS
Load Combination Support 1 Support 2
Overall MAXimum 3.143 3.638
D Only 0.858 0.993
L Only 2.285 2.645
D+L 3.143 3.638
7-7
Mark Myers,PE Project Title:
Myers Engineering LLC Engineer: Project ID:
3206 50th St Ct NW,Ste 210-B Project Descr:
Gig Harbor,WA 98335
ph:253-858-3248
E-mail:myengineerpcenturytel.net Pnrite:10SEP2013,2:39?6R
Fde=c:l UserslMarklDWdopORAMN-11CASCAD-113153131533tec6
Wood Beam ENERCALC,INC:1983 2D13 Build.6.13.$_31,Ver-6,13.8,31 `
Description: 10.Rim over Garage
CODE REFERENCES
Calculations per NDS 2005
Load Combination Set: IBC 2012
Material Properties
Analysis Method: Allowable Stress Design Fb-Tension 2,325.0 psi E:Modulus of Elasticity
Load Combination iBC 2012 Fb-Compr 2,325.0 psi Ebend-xx 1,550.0 ksi
Fc-Prll 2,050.0 psi Emin bend-xx 787.82 ksi
Wood Species : iLevel Truss Joist Fc-Perp 800.0 psi
Wood Grade :TimberStrand LSL 1.55E Fv 310.0 psi
Ft 1,070.0 psi Density 32.210pcf
Beam Bracing : Beam is Fully Braced against lateral-torsion buckling
D(0.145) L(0.04) S(0.05) D(0.145) L(0.04) S(0.05)
-" ...
701 4
d, Vi,_
i...'': ,
.... RN M1111
1.75x11.875 1.75x11.875
Span = 14.50 ft Span = 11.50 ft
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Load for Span Number 1
Uniform Load: D=0.1450, L=0.040, S=0.050, Tributary Width=1.0 ft
Load for Span Number 2
Uniform Load: D=0.1450, L=0.040, S=0.050, Tributary Width=1.0 ft
DESIGN SUMMARY
Maximum Bending Stress Ratio = 0.58a 1 Maximum Shear Stress Ratio = 0.385 : 1
Section used for this span 1.75x11.875 Section used for this span 1.75x11.875
fb:Actual 1,362.05psi fv:Actual = 119.53 psi
FB:Allowable 2,325.00 psi Fv:Allowable = 310.00 psi
Load Combination +D+0.750L+0.750S+H Load Combination +D+0.750L+0.750S+H
Location of maximum on span = 14.500ft Location of maximum on span = 13.528 ft
Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1
Maximum Deflection
Max Downward L+Lr+S Deflection 0.121 in Ratio= 1433
Max Upward L+Lr+S Deflection -0.005 in Ratio= 27998
Max Downward Total Deflection 0.317 in Ratio= 548
Max Upward Total Deflection -0.013 in Ratio= 10722
0verall Maximum Deflections-Unfactored Loads
Load Combination Span Max.%"Defl Location in Span Load Combination Max."+"Defl Location in Span
D+L+S 1 0.3170 6.480 0.0000 0.000
D+L+S 2 0.0581 7.388 D+L+S -0.0129 1.221
Vertical Reactions-Unfactored Support notation:Far left is#1 Values in KIPS
Load Combination Support 1 Support 2 Support 3
Overall MAXimum 1.348 3.860 0.902
D Only 0.832 2.382 0.557
L Only 0.229 0.657 0.154
S Only 0.287 0.821 0.192
L+S 0.516 1.478 0.346
Mark Myers,PE Project Title:
Myers Engineering LLC Engineer: Protect ID:
3206 50th St Ct NW,Ste 210-B project Descr:
Gig Harbor,WA 98335
ph:253-858-3248
E-mail:myeng i neerocenturytel.net Printed:10SEP2G13,2:39PH
Wood Beam File=c:WserslMarktOesktopPRAWIN-1\CASCAD-r11315313153a.ec6 in
ENJ kCALC,INC.1983-2413,BuiId6.13:6.31,Ver6;13.8.31
Description: 10.Rim over Garage
Vertical Reactions-Unfactored Support notation:Far left is#1 Values in KIPS
Load Combination Support 1 Support 2 Support 3
D+L 1.061 3. 39 0.710
D+S 1.118 3.203 0.749
D+L+S 1.348 3.860 0.902
Mark Myers,PE Project Title:
Myers Engineering LLC Engineer: Protect ID:
3206 50th St Ct NW,Ste 210-B Project Descr:
Gig Harbor,WA 98335
ph:253-858-3248
E-mail:m en ineer centurytel.net P:9nted:10SEP2011 239M
WOOCI Beam
File=c:VUsersl Marktpesktop0RAWIN-11CASCAb-113153131533t.ec6
'ENERCALC,INC.1983 72013,8uild:6.138.31,Ver:6:13.8.31 .
• e.€ra e ,
Description: 11.Header at Den Window
CODE REFERENCES
Calculations per NDS 2005
Load Combination Set: IBC 2012
Material Properties
Analysis Method: Allowable Stress Design Fb-Tension 900 psi E:Modulus of Elasticity
Load Combination i BC 2012 Fb-Compr 900 psi Ebend-xx 1600 ksi
Fc-Prll 1350 psi Eminbend-xx 580 ksi
Wood Species : Douglas Fir-Larch Fc-Perp 625 psi
Wood Grade : No.2 Ft Fv 575 psi Density 32.21 pcf
Beam Bracing Beam is Fully Braced against lateral-torsion buckling
_ ......................._.........._.._......_..........._.__...._.._..................,.._... _._.._............. ....._._...........__..._._....._.........._.__.._.._......................-_.,._..__..........._.._........-_....._.................._---........._......_-----_........—.........._..._._.......... --...................
D(0.28) L(0.28) S(0.125)
y.
4x10
Span = 7.50 ft
Applied Loads Service loads entered.Load Factors will be applied for calculations.
Uniform Load: D=0.280, L=0.280, S=0.1250, Tributary Width=1.0 ft
DESIGN SUMMARY •
_.......__....._.._— ......__..___._........_____..__._ __.....---......_.__ �____....__.___..__.._ _____._...._ —.__......---.__...-----...______..__........._., ----..._...._.___.
:Maximum Bending Stress Ratio = 0.9141 Maximum Shear Stress Ratio = 0.448 : 1
Section used for this span 4x10 Section used for this span 4x10
fb:Actual 986.83 psi fv:Actual = 80.69 psi
FB:Allowable = 1,080.0Opsi Fv:Allowable = 180.00 psi
Load Combination +D+0.750L+0.750S+H Load Combination +D+0.750L+0.750S+H
Location of maximum on span = 3.750ft Location of maximum on span = 6.734 ft
Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1
Maximum Deflection
Max Downward L+Lr+S Deflection 0.079 in Ratio= 1146
Max Upward L+Lr+S Deflection 0.000 in Ratio= 0 <360
Max Downward Total Deflection 0.133 in Ratio= 677
Max Upward Total Deflection 0.000 in Ratio= 0<240
.... ......... ............................................... ......... ......... .......... ........... .............. ........ ......
Overall Maximum Deflections-Unfactored Loads
Load Combination Span Max."-"Defl Location in Span Load Combination Max.W Defl Location in Span
D+L+S 1 0.1328 3.777 0.0000 0.000
Vertical Reactions-Unfactored Support notation:Far left is#1 Values in KIPS
Load Combination Support 1 Support 2
Overall MAXimum 2.569 2.569
D Only 1.050 1.050
L Only 1.050 1.050
S Only 0.469 0.469
L+S 1.519 1.519
D+L 2.100 2.100
D+S 1.519 1,519
D+L+S 2.569 2.569
Ji
Mark Myers,PE Project Title:
Myers Engineering LLC Engineer: Project ID:
3206 50th St Ct NW,Ste 210-6 Project Descr:
Gig Harbor,WA 98335
ph:253-858-3248
E-mail:myeng ineer centu rytel.net P;i L-d 10SEP2C13,2:ORA
Fite=_c:.k Users%MarkCDesktopPFZAWiN-1NCASCAD-1;1315313153 3t,ec6
wOOd Bear11 ENEPQALC,iNC:1983 2013;Build:6.118.31,Ver.6;S3.8.31
s.¢a:
Description: 12.Beam over Garage
CODE REFERENCES
Calculations per NDS 2005
Load Combination Set: IBC 2012
Material Properties
Analysis Method: Allowable Stress Design Fb-Tension 2,400.0 psi E;Modulus of Elasticity
Load Combination i BC 2012 Fb-Compr 1,850.0 psi Ebend-xx 1,800.Oksi
Fc-Prll 1,650.0 psi Eminbend-xx 930.0 ksi
Wood Species : DF/DF Fc-Perp 650.0 psi Ebend-yy 1,600.Oksi
Wood Grade :24F-V4 Fv 265.0 psi Eminbend-yy 830.Oksi
Ft 1,100.0 psi Density 32.210 pcf
Beam Bracing : Beam is Fully Braced against lateral-torsion buckling
Q 0.195 L 0.
CIA 165) L(O.44)
5.5x16.5
Span = 21.0 ft
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Load for Span Number 1
Uniform Load: D=0.1650, L=0.440 k/ft,Extent=0.0—>>9.0 ft, Tributary Width=1.0 ft
Uniform Load: D=0.1950, L=0.520 klft,Extent=9.0—>>21.0 ft, Tributary Width=1.0 ft
Point Load: D=2.380, S=0.820 k(a,18.0 ft
DESIGN SUMMARY r
................................................................................._..................................................._................_..............................................___.._.................................................-..........................................................._.._.._......................................................................................_......................
'Maximum Bending Stress Ratio = 0.8531 Maximum Shear Stress Ratio = 0.524 : 1
Section used for this span 5.5x16.5 Section used for this span 5.5x16.5
fb:Actual = 1,970.01 psi fv:Actual 138.91 psi
FB:Allowable = 2,308.42psi Fv:Allowable = 265.00 psi
Load Combination +D+L+H Load Combination +D+L+H
Location of maximum on span = 11.266ft Location of maximum on span = 19.697ft
Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1
Maximum Deflection
Max Downward L+Lr+S Deflection 0.612 in Ratio= 411
Max Upward L+Lr+S Deflection 0.000 in Ratio= 0<360
Max Downward Total Deflection 0.920 in Ratio= 273
Max Upward Total Deflection 0.000 in Ratio= 0<240
..................................._......................_..................._..._..............................._._..........................................__........................................ ............ ..... ...
Overall Maximum Deflections-Unfactored Loads
Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span
D+L+S 1 0.9198 10.807 0.0000 0.000
Vertical Reactions-Unfactored Support notation:Far left is#1 Values in KIPS
Load Combination Support 1 Support 2
Overall MAXimum 7.187 10.038
D Only 2,175 4.030
L Only 4,894 5.306
S Only 0.117 0.703
L+S 5,011 6.009
D+L 7.070 9.335
51
Mark Myers,PE Project Title:
Myers Engineering LLC Engineer: Protect ID:
3206 50th St Ct NW,Ste 210-B Project Descr:
Gig Harbor,WA 98335
ph:253-858-3248
E-mail:m en ineer centu tel.net RInLd:10SEP2o13,2:40PNI
Wood Beam Fiie=caUserslWarklDeskt#IW."N-11CASCAD-W15313153-3tec6
ENERCALC,INC.1902013,Suiid:6.13.8.31,Wr.6.13.8.31
Description: 12.Beam over Garage
Vertical Reactions-Unfactored Support notation:Far left is#1 Values in KIPS
Load Combination Support 1 Support 2
D+S 2.293 4.733
D+L+S 7.187 10.038
Mark Myers,PE Project Title:
Myers Engineering LLC Engineer: Project ID:
3206 50th St Ct NW,Ste 210-B Project Descr:
Gig Harbor,WA 98335
ph:253-858-3248
E-mail:m en ineer centu tel.net Printed:10 SEP 2013.2:40?P,9
Wood Beam Fi k=c:lUsers lMarklDesictop\DRAWIN-11CASCAD-11315313153-3t.ec6
ENERCALC;,ING.1983 2013:8uild:6.13.8.31,Ver.6.13.8.31
_ -
Description: 13.Garage Door Header
CODE REFERENCES
Calculations per NDS 2005
Load Combination Set: IBC 2012
Material Properties
Analysis Method: Allowable Stress Design Fb-Tension 2,400.0 psi E:Modulus of Elasticity
Load Combination iBC 2012 Fb-Compr 1,850.0 psi Ebend-xx 1,800.Oksi
Fc-Prll 1,650.0 psi Eminbend-xx 930.Oksi
Wood Species : DF/DF Fc-Perp 650.0 psi Ebend-yy 1,600.Oksi
Wood Grade :24F-V4 Fv 265.0 psi Emin bend-yy 830.Oksi
Ft 1,100.0 psi Density 32.210 pcf
Beam Bracing : Beam is Fully Braced against lateral-torsion buckling
..__.._..._........_._................_......................._......__......._----------__.._....__.............-—_ _....._.._._...........--.............------ _.......... _..._..----- -.._....._._�.... - _.__._....—---..
D(2.363) 3 0.31 S 0.05
D 0.5463 L(0.23) S 0.6
IN s y�
* ;:
cti *.. '' 1x3„
5.5x12
Span = 9.250 ft
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Load for Span Number 1
Uniform Load: D=0.5463, L=0.230, S=0.60 k/ft,Extent=0.0—>>4.50 ft, Tributary Width=1.0 ft
Uniform Load: D=0.2463, L=0.310, S=0.050 k/ft,Extent=4.50-->>9.0 ft, Tributary Width=1.0 ft
Point Load: D=2.363, S=3,938 k(q)4.50 ft
DESIGN SUMMARY
..............................................................................................................................................................................................................................................................................................................................................................................................................................................................
:Maximum Bending Stress Ratio = 0.8381 Maximum Shear Stress Ratio = 0.547 : 1
Section used for this span 5.5x12 Section used for this span 5.5x12
fb:Actual 2,010.77 psi fv:Actual 144.94 psi
FB:Allowable 2,400.00 psi Fv:Allowable 265.00 psi
Load Combination +D+S+H Load Combination +D+S+H j
Location of maximum on span = 4.490ft Location of maximum on span = 0.000 ft
Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1
t
Maximum Deflection
Max Downward L+Lr+S Deflection 0.147 in Ratio= 754
Max Upward L+Lr+S Deflection 0.000 in Ratio= 0<360
Max Downward Total Deflection 0.240 in Ratio= 462
Max Upward Total Deflection 0.000 in Ratio= 0<240
i
......................................................................................................................................................................................... ........................ ..................... ............ ...... ...... ... ..... ....
Overall Maximum Deflections-"Unfactored Loads
Load Combination Span Max.%"Defl Location in Span Load Combination Max."+"Defl Location in Span
D+L+S 1 0.2398 4.557 0.0000 0.000
Vertical Reactions-Unfactored Support notation:Far left is#1 Values in KIPS
Load Combination Support 1 Support 2
Overall MAXimum 8.660 6.563
D Only 3.373 2.556
[-Only 1.160 1.270
S Only 4.126 2.737
L+S 5.287 4.006
D+L 4.534 3.826
Mark Myers,PE Project Title:
Myers Engineering LLC Engineer: Protect ID:
3206 50th St Ct NW,Ste 210-B Project Descr:
Gig Harbor,WA 98335
ph:253-858-3248
E-mail:myeng i neerPcenturytel,net Printed:10SEP2013,2:4-Ml
WOOCI Beam Fte=c.t USerslMarklbesktoplbRAW 1N-tkCASCAb~1k31S313t533kecfi
ENERCALC,ING.1983-2013IBuild:6.138:31,Ver:6.13.8.31
Description: 13.Garage Door Header
Vertical Reactions-Unfactored Support notation:Far left is#1 Values in KIPS
Load Combination Support 1 Support 2
D+S 7.500 5.293
D+L+S 8.660 6.563
59
Mark Myers,PE Project Title:
Myers Engineering LLC Engineer: Project ID:
3206 50th St Ct NW,Ste 210-13 Project Descr:
Gig Harbor,WA 98335
ph:253-858-3248
E-mail:myeng ineer Centu tel.net PdnL-d:10 SEP 2013,2:41ON1
wd0d Beam File=0UserslNla*\Desktop\D AWlN-14CASCAD-1\315313153-3t.ec6 Im
ENEf2CALC,INC.19020Q,8ui1d,6.13:?31,Ver:6.13.8.31
Description: 13a.Garage Door Header
CODE REFERENCES
Calculations per NDS 2005
Load Combination Set: IBC 2012
Material Properties
Analysis Method: Allowable Stress Design Fb-Tension 2,400.0 psi E:Modulus of Elasticity
Load Combination i BC 2012 Fb-Compr 1,850.0 psi Ebend-xx 1,800.0 ksi
Fc-Prll 1,650.0 psi Eminbend-xx 930.0 ksi
Wood Species : DF/DF Fc-Perp 650.0 psi Ebend-yy 1,600.Oksi
Wood Grade :24F-V4 Fv 265.0 psi Eminbend-yy 830.0 ksi
Ft 1,100.0 psi Density 32.210pcf
Beam Bracing : Beam is Fully Braced against lateral-torsion buckling
_......_.........._....._.._._................_.................._..................._..... .............._.._.. .._.... ................__------._............._. _..._....__.
EgRCB66) S((3.99p)
D 0.2463 L 0.31 S 0.05
5.5x12
Span = 9.250 ft
Applied Loads Service loads entered.Load Factors will be applied for calculations.
Uniform Load: D=0.2463, L=0.310, S=0.050, Tributary Width=1.0 ft
Point Load: D=2.363, S=3.938 k(cD 8.0 ft
Point Load: D=0.560, S=0.190 k t7a,8.0 ft
DESIGN SUMMARY m
............................._........................._.................-....................................................._.._...............................................:.:...................................................................._.........................._...................................._...................................................................................._....................
.Maximum Bending Stress Ratio = 0.3781 Maximum Shear Stress Ratio = 0.616 : 1
Section used for this span 5.5x12 Section used for this span 5.5x12
fb:Actual = 902.23psi fv:Actual = 163.15 psi
FB:Allowable = 2,400.00psi Fv:Allowable = 265.00 psi
Load Combination +D+0.750L+0.750S+H Load Combination +D+S+H
Location of maximum on span = 6.212ft Location of maximum on span = 8.271 ft
Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1
Maximum Deflection
Max Downward L+Lr+S Deflection 0.075 in Ratio= 14$0
Max Upward L+Lr+S Deflection 0.000 in Ratio= 0 <360
Max Downward Total Deflection 0.127 in Ratio= 873
Max Upward Total Deflection 0.000 in Ratio= 0 <240
............ ..... . ___.__._..._._._—______.__......._..___..............-----_......__.._—._....------._....__.__......._..._......._._.
Overall Maximum Deflections-Unfactored Loads
Load Combination Span Max.%"Defl Location in Span Load Combination Max.'W'Defl Location in Span
D+L+S 1 0.1270 4.929 0.0000 0.000
Vertical Reactions-Unfactored Support notation:Far left is#1 Values in KIPS
Load Combination Support 1 Support 2
Overall MAXimum 3.757 8.902
D Only 1.534 3.667
L Only 1.434 1.434
S Only 0.789 3.801
L+S 2.223 5.235
D+L 2.968 5.101
D+S 2.323 7.469
65
Mark Myers,PE Project Title:
Myers Engineering LLC Engineer: Project ID:
3206 50th St Ct NW,Ste 210-B Project Descr:
Gig Harbor,WA 98335
ph:253-858-3248
E-mail:m en ineer CentU tel.net Printed:10SEP2N3,2:41-PA
1NOOCI B @x171 Fiie=c:tUserslMarklDesktoplP fZAWIN-11CASCAD-11315313153-3kec6
ENERCALC,INC.1983-2013,Build:6.13:6.31,Ver 6:93.8.31
Description: 13a.Garage Door Header
Vertical Reactions-Unfactored Support notation:Far left is#1 Values in KIPS
Load Combination Support 1 Support 2
D+L+S 3.757 8.902
�6
Mark Myers,PE Project Title:
Myers Engineering LLC Engineer: Proiect ID:
3206 50th St Ct NW,Ste 210-B Project Descr:
Gig Harbor,WA 98335
ph:253-858-3248
E-mail:m en ineer centu tel.net Printed:10 SEP 2013,2:41010
Wood Beam File=�:Users\Mark\DesktoptDRAWIN-14CASCAD-1\315313153 3kec6
ENERCALC,iNC 1983-2013 Buiid:6.133.33,Ver$,13.831
Description: 14.Main FloorJoist
CODE REFERENCES
Calculations per NDS 2005
Load Combination Set: IBC 2012
Material Properties
Analysis Method: Allowable Stress Design Fb-Tension 900.0 psi E:Modulus of Elasticity
Load Combination i BC 2012 Fb-Compr 900.0 psi Ebend-xx 1,600.0 ksi
Fc-Prll 1,350.0 psi Eminbend-xx 580.0 ksi
Wood Species : Douglas Fir-Larch Fc-Perp 625.0 psi
Wood Grade : No.2 Fv 180.0 psi
Ft 575.0 psi Density 32.210pcf
Beam Bracing Beam is Fully Braced against lateral-torsion buckling Repetitive Member Stress Increase
...... .......... ............... ........................................_.._......................................-.................................................................................................................................-.................................._........................................................................_................._........
D(0.019995) L(0.05332)
7%h !%'Aa
2x10
Span = 14.0 ft
........................................................ .........................................................-........................................._............................_ .............................._...................................................................................._............................... .................. ........... ....
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Uniform Load: D=0.0150, L=0.040 ksf, Tributary Width=1.333 ft
DESIGN SUMMARY •
Maximum Bending Stress Ratio = 0.88a 1 Maximum Shear Stress Ratio - 0.274 : 1
Section used for this span 2x10 Section used for this span 2x10
fib:Actual = 1,007.67psi fv:Actual = 49.41 psi
FB:Allowable = 1,138.50 psi Fv:Allowable 180.00 psi
Load Combination +D+L+H Load Combination +D+L+H
Location of maximum on span = 7.000ft Location of maximum on span = 13.234ft
Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1
Maximum Deflection
Max Downward L+Lr+S Deflection 0.293 in Ratio= 573
Max Upward L+Lr+S Deflection 0.000 in Ratio= 0<360
Max Downward Total Deflection 0.403 in Ratio= 417
Max Upward Total Deflection 0.000 in Ratio= 0<240
.......... _..._. _._.__ ..---._. ._.....__..__...__._._........_...—_....... ._.-........
--......
Overall Maximum Deflections-Unfactored Loads
Load Combination Span Max.'-"Defl Location in Span Load Combination Max."+"Defl Location in Span
D+L 1 0.4027 7.051 0.0000 0.000
Vertical Reactions-Unfactored support notation:Far left is#1 Values in KIPS
Load Combination Support 1 Support 2
Overall MAXimum 0.513 0.513
D Only 0.140 0.140
L Only 0.373 0.373
D+L 0.513 0.513
57
Mark Myers,PE Project Title:
Myers Engineering LLC Engineer: Protect ID:
3206 50th St Ct NW,Ste 210-13 Project Descr;
Gig Harbor,WA 98335
ph:253-858-3248
E-mail:mvenq ineef CentU tel.net PnnL-d:10 SEP 2013,2:AFNI
Woad Beam [=ile=c.0 em\MarkADesktopkDRAwIN-11hCASCAD-,t\3153131b331ec6
ar=RCALC,INC.1983-2013,Wid:6.13.8.31,Ver.813.8.31.
r.tet
Description: 15.Crawl Beam at Bearing Wall
CODE REFERENCES
Calculations per NDS 2005
Load Combination Set: IBC 2012
Material Properties
Analysis Method: Allowable Stress Design Fb-Tension 900.0 psi E:Modulus of Elasticity
Load Combination i BC 2012 Fb-Compr 900.0 psi Ebend-xx 1,600.0 ksi
Fc-Prll 1,350.0 psi Eminbend-xx 580.Oksi
Wood Species : Douglas Fir-Larch Fc-Perp 625.0 psi
Wood Grade ; No.2 8
Ft 575.0 psi Density 32.210pcf
Beam Bracing : Beam is Fully Braced against lateral-torsion buckling
............._...._---............-........._..--......._............._...........................__ .._..._..................._—._._.......--....___.............---.................
_..__....
D(0.745) L(0.785)
i
4x10
Span =4.833 ft
Applied Loads Service loads entered.Load Factors will be applied for calculations.
Uniform Load: D=0.7450, L=0.7850, Tributary Width=1.0 ft
_DESIGN_SUMMARY
_.....:___.......__..........._______..............................._...__ __._._......._._____._._..........._.__... _._._._...__.__......__................_ _._-__....._........�.__._._. ®-
'Maximum Bending Stress Ratio = 0.994: 1 Maximum Shear Stress Ratio = 0.653 : 1
Section used for this span 4x10 Section used for this span 4x10
fb:Actual = 1,074.03psi fv:Actual = 117.53 psi
FB:Allowable = 1,080.0Opsi Fv:Allowable = 181 psi
Load Combination +D+L+H Load Combination +D+L+H
Location of maximum on span = 2.417ft Location of maximum on span = 0.00i
Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1
Maximum Deflection
Max Downward L+Lr+S Deflection 0.026 in Ratio= 2209
Max Upward L+Lr+S Deflection 0.000 in Ratio= 0 <360
Max Downward Total Deflection 0.051 in Ratio= 1133
Max Upward Total Deflection 0.000 in Ratio= 0 <240
.... ........................ ......._............ ......_.-......................-......................................................................................... ................... ............. ........ ... .. ..
Overall Maximum Deflections-Unfactored Loads
Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span
D+L 1 0.0511 2.434 0.0000 0.000
Vertical Reactions-Unfactored Support notation:Far left is#1 Values in KIPS
Load Combination Support 1 Support 2
Overall MAXimum 3.697 3.697
D Only 1.800 1.800
L Only 1.897 1.897
D+L 3.697 3.697
/'D
Mark Myers,PE Project Title:
Myers Engineering LLC Engineer: Project ID:
3206 50th St Ct NW,Ste 210-B Project Descr:
Gig Harbor,WA 98335
ph:253-858-3248
E-mail:m en ineer CentU el.net Pnntsd:10SEP2M,2:42DM
Wood Beam Re=c:tUser l%aWklDesktooOMWfN-kCASCAD--11315313153-3t.ee6
ENER6kLC INC.1983.20ta,8uild:6.13&31,Ver:6.13.8.31 ".
• ears .: _ _
Description: 16.Crawl Beam NOT at Bearing Wall
CODE REFERENCES
Calculations per NDS 2005
Load Combination Set: IBC 2012
Material Properties
Analysis Method: Allowable Stress Design Fb-Tension 900.0 psi E:Modulus of Elasticity
Load Combination iBC 2012 Fb-Compr 900.0 psi Ebend-xx 1,600.0 ksi
Fc-Prl I 1,350.0 psi Eminbend-xx 580.0 ksi
Wood Species : Douglas Fir-Larch Fc-Perp 625.0 psi
Wood Grade ; No.2 Fv 180.0 psi
Ft 575.0 psi Density 32.210pcf
Beam Bracing Beam is Fully Braced against lateral-torsion buckling
................. _...._._..- ............ .-.......... - ............._........_._......_............... ---........................_._....__...._............._........_.._...._........ --.....
...._..__.......--_
D(0.1725) L(0.46)
r
° j
E
4x10
Span = 7.50 ft
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Uniform Load: D=0.1725, L=0,460, Tributary Width=1.0 ft
_DESIGN SUMMARY..__ ._._....._.... �_._.............._ __.:.__,........_.__ ___. _._.__ ® •
.Maximum Bending Stress Ratio = 0.990 1 Maximum Shear Stress Ratio = 0.486 : 1
Section used for this span 4x10 Section used for this span 4x10
fb:Actual = 1,069.24psi fv:Actual 87.43 psi
FIB:Allowable 1,080.00 psi Fv:Allowable = 180.00 psi
Load Combination +D+L+H Load Combination +D+L+H
Location of maximum on span = 3.750ft Location of maximum on span = 6.734 ft
Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1
Maximum Deflection
Max Downward L+Lr+S Deflection 0.089 in Ratio= 1009
Max Upward L+Lr+S Deflection 0.000 in Ratio= 0<360
Max Downward Total Deflection 0.123 in Ratio= 733
Max Upward Total Deflection 0.000 in Ratio= 0<240
....................................._............................_............................._......................................._................................................_..........................................................................................................................................................................-.............................. ..... ...
Overall Maximum Deflections-Unfactored Loads
Load Combination Span Max."-"Defl Location in Span Load Combination Max."+"Defl Location in Span
D+L 1 0.1226 3.777 0.0000 0.000
Vertical Reactions-Unfactored Support notation:Far left is#1 Values in KIPS
Load Combination Support 1 Support 2
Overall MAXimum 2.372 2.372
D Only 0.647 0.647
L Only 1.725 1.725
D+L 2.372 2.372
Mark Myers,PE Project Title:
Myers Engineering LLC Engineer: Project ID:
3206 50th St Ct NW,Ste 210-B Project Descr:
Gig Harbor,WA 98335
ph:253-858-3248
E-mail:myenq ineer CentU rytel.net Pri-nteii 1 0SEP2013,2A3Ph9
Wood 'B @at11
File=c:\UserslMartclDesktoplDRAWiN-11CASCAD-1131531315Mtecfi
ENERCALC,INC.1, -201-3,Bujld:6.13'8.31,Uer.6.13.$.39.
111i'll ii''
-
Description: 17.Cov'd Patio Roof Rafter Option
CODE REFERENCES
Calculations per NDS 2005
Load Combination Set: IBC 2012
Material Properties
Analysis Method: Allowable Stress Design Fb-Tension 850.0 psi E:Modulus of Elasticity
Load Combination i BC 2012 Fb-Compr 850.0 psi Ebend-xx 1,300.0 ksi
Fc-Prll 1,300.0 psi Eminbend-xx 470.0 ksi
Wood Species : Hem Fir Fc-Perp 405.0 psi
Wood Grade : No.2 Fv 150.0 psi
Ft 525.0 psi Density 27.70pcf
Beam Bracing : Beam is Fully Braced against lateral-torsion buckling Repetitive Member Stress Increase
..... ....... ................ ............... .................... .................. ............................................._...............................................................................-................ ...............................................
D(0.03) S(0.05)
\ \\
2x8
Span = 10.0 ft
................................................................ ...__..... ......_. ......... .......... ......... ......... ............ ........
Applied Loads Service loads entered.Load Factors will be applied for calculations.
Uniform Load: D=0.0150, S=0.0250 ksf, Tributary Width=2.0 ft
DESIGN SUMMARY ® m
Maximum Bending Stress Ratio = 0.7791 Maximum Shear Stress Ratio = 0.325 : 1
Section used for this span 2x8 Section used for this span 2X8
fb:Actual = 913.20psi fv:Actual = 48.73 psi
FB:Allowable = 1,173.00 psi Fv:Allowable = 150.00 psi
Load Combination +D+S+H Load Combination +D+S+H
Location of maximum on span = 5.000ft Location of maximum on span = 0.000 ft
Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1
Maximum Deflection
Max Downward L+Lr+S Deflection 0.183 in Ratio= 656
Max Upward L+Lr+S Deflection 0.000 in Ratio= 0 <360
Max Downward Total Deflection 0.292 in Ratio= 410
Max Upward Total Deflection 0.000 in Ratio= 0 <240
Overall Maximum Deflections-Unfactored Loads
Load Combination Span Max.'i Defl Location in Span Load Combination Max.' Defl Location in Span
D+S 1 0.2924 5.036 0.0000 0.000
Vertical Reactions-Unfactored Support notation:Far left is#1 Values in KIPS
Load Combination Support 1 Support 2
Overall MAXimum 0.400 0.400
D Only 0.150 0.150
S Only 0.250 0.250
D+S 0,400 0.400
60
Mark Myers,PE Project Title:
Myers Engineering LLC Engineer: Proiect ID:
3206 50th St Ct NW,Ste 210-B Project Descr:
Gig Harbor,WA 98335
ph:253-858-3248
E-mail:myengineer@—centurytel.net Printed:10SEP2013,2:44PP11
Wood Beam File=a:lUsers lMarklDesktop�PRAwIN�-1SCASCAD-1315313153-aec6
ENERCALC,INC 1883 2013;$uild;6.13:8 31;Ver.6.13.8.31
Description: 18.Rim over Entry
CODE REFERENCES
Calculations per NDS 2005
Load Combination Set: IBC 2012
Material Properties
Analysis Method: Allowable Stress Design Fb-Tension 2,325.0 psi E:Modulus of Elasticity
Load Combination iBC 2012 Fb-Compr 2,325.0 psi Ebend-xx 1,550.Oksi
Fc-Prll 2,050.0 psi Eminbend-xx 787.82 ksi
Wood Species : iLevel Truss Joist Fc-Perp 800.0 psi
Wood Grade :TimberStrand LSL 1.55E Fv 310.0 psi
Ft 1,070.0 psi Density 32.210pcf
Beam Bracing ; Beam is Fully Braced against lateral-torsion buckling
............_..__._..__......__...._._............_................... __...........__......._._..__._...__..........._..--------.._.............._.........—...._......_.._......._.....---............... ..............._.._..--- .......---..._.......__............
_ ..._...--
D(0.535) L(0.04) S(0.7)
1.75x11.875
Span = 7.0ft
Applied Loads Service loads entered.Load Factors will be applied for calculations.
Uniform Load: D=0.5350, L=0,040, S=0,70, Tributary Width=1.0 ft
DESIGN SUMMARY
Maximum Bending Stress Ratio = 0.9491 Maximum Shear Stress Ratio = 0.727 : 1
Section used for this span 1.75x11.875 Section used for this span 1.75x11.875
fb:Actual = 2,206.99psi N:Actual = 225.46 psi
FB:Allowable = 2,325.00psi Fv:Allowable = 310.00 psi
Load Combination +D+S+H Load Combination +D+S+H
Location of maximum on span = 3.500ft Location of maximum on span = 6,029 ft
Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1
Maximum Deflection
Max Downward L+Lr+S Deflection 0.106 in Ratio= 790
Max Upward L+Lr+S Deflection 0.000 in Ratio= 0<360
Max Downward Total Deflection 0.183 in Ratio= 458
Max Upward Total Deflection 0.000 in Ratio= 0<240
............................................ ...................... .........._................................................................._........................................................................................................................................... ............................................... ...... ........
Overall Maximum Deflections=Unfactored`Loads
Load Combination Span Max."-"Deft Location in Span Load Combination Max."+"Defl Location in Span
D+L+S 1 0.1830 3.526 0.0000 0.000
Vertical Reactions-Unfactored Support notation:Far left is#1 Values in KIPS
Load Combination Support 1 Support 2
Overall MAXimum 4.463 4.463
D Only 1.873 1.873
L Only 0.140 0.140
S Only 2.450 2.450
L+S 2.590 2.590
D+L 2.013 2.013
D+S 4.323 4.323
D+L+S 4.463 4.463
61
Mark Myers,PE Project Title:
Myers Engineering LLC Engineer: Project ID:
3206 50th St Ct NW,Ste 210-B Project Descr:
Gig Harbor,WA 98335
ph:253-858-3248
E-mail:m en ineer CentU tel.net Pi7hed:10SEP2013,2:44PM
Wood Beam File=c:ItlserslMarMDesktopl)RAWIN-1kCASCAD-1\315W1533t.ed6
ENERCALC;INC.1983 20131 Baild:6,13:&.31.,Ver.6,13.8.31
-
Description: 19.2 Car Door Header at Option
CODE REFERENCES
Calculations per NDS 2005
Load Combination Set: IBC 2012
Material Properties
Analysis Method: Allowable Stress Design Fb-Tension 2,400.0 psi E:Modulus of Elasticity
Load Combination iBC 2012 Fb-Compr 1,850.0 psi Ebend-xx 1,800.0 ksi
Fc-Prll 1,650.0 psi Eminbend-xx 930.0 ksi
Wood Species : DF/DF Fc-Perp 650.0 psi Ebend-yy 1,600.0 ksi
Wood Grade :24F-V4 Fv 265.0 psi Eminbend-yy 830.Oksi
Ft 1,100.0 psi Density 32.210 pcf
Beam Bracing : Beam is Fully Braced against lateral-torsion buckling
__ -----...- -- _ _._..._...._._... ._..__.._...__._._......._._...._ ._...__...-- -..w......._,
D(2.363) S(3.938) D(0.2463) L(0.31) S(0.05)
D(0.5463) L(0.23) S(0.6}
3
.�. ..:.,_. � �...,__.x.n• ''.. ".`R. ....n ". a �,;... .. "r. �y., .�� .,.� ,..xt\ \�'k: 1.":3...t ,i2: '�3iF•:''.
5.5x15
Span = 16.0 ft .....
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Load for Span Number 1
Uniform Load: D=0.5463, L=0.230, S=0.60 k/ft,Extent=0.0>4.50 ft, Tributary Width=1.0 ft
Uniform Load: D=0.2463, L=0.310, S=0.050 k/ft,Extent=4.50-->>16.0 ft, Tributary Width=1.0 ft
Point Load: D=2.363, S=3.938 k 0 4.50 ft
DESIGNSUMMARY..........................................._...._....::.:....:`::..:.....:.:.:....................:...::....:::::.:._...._,._........._........_........................._.............................................................................__.............._..............................._..._........_........................._......_... °" RAW
'Maximum Bending Stress Ratio = 0.85t3 1 Maximum Shear Stress Ratio = 0.620 : 1
Section used for this span 5.5x15 Section used for this span 5.5x15
fb:Actual = 2,053.64 psi fv:Actual 164.39 psi
FB:Allowable 2,394.77psi Fv:Allowable 265.00 psi
Load Combination +D+0.750L+0.750S+H Load Combination +D+0.750L+0.750S+H
Location of maximum on span = 4.555ft Location of maximum on span = 0.000 ft
Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1
Maximum Deflection
Max Downward L+Lr+S Deflection 0.397 in Ratio= 483
Max Upward L+Lr+S Deflection 0.000 in Ratio= 0 <360
Max Downward Total Deflection 0.653 in Ratio= 294
Max Upward Total Deflection 0.000 in Ratio= 0 <240
............................................................................................................................._.........._..............................._..............................................................................................._.._.. . ..................................... ...
Overall Maximum Deflections-Unfactored Loads
Load Combination Span Max."-"Defl Location in Span Load Combination Max."+"Defl Location in Span
D+L+S 1 0.6529 7.591 0.0000 0.000
Vertical Reactions-Unfactored Support notation:Far left is#1 Values in KIPS
Load Combination Support 1 Support 2
Overali MAXimum 12.357 7.110
D Only 4.829 2.825
L Only 2.171 2.429
S Only 5.357 1.856
L+S 7.528 4.285
D+L 7.000 5.254
Mark Myers,PE Project Title:
Myers Engineering LLC Engineer: Proiect ID:
3206 50th St Ct NW,Ste 210-B Project Descr.
Gig Harbor,WA 98335
ph:253-858-3248
E-mail:myeng ineer centu rytel.net Printed:10SEP2Q13,2:44Pt4
tv='Beam. File=e:\UsersiMarkiDesktopl➢RAW 1N-11CASCAD 11315313153-3Lec6
EN£RCALC,INC1983 2013;Baild:6.13:$31,�er:6:13.8 31
16
Description: 19.2 Car Door Header at Option
Vertical Reactions-UtlfactOred Support notation:Far left is#1 Values in KIPS
Load Combination Support 1 Support 2
D+S 10.186 4.680
D+L+S 12.357 7.110
63
Mark Myers,PE Project Title:
Myers Engineering LLC Engineer: Project ID:
3206 50th St Ct NW,Ste 210-B Project Descr:
Gig Harbor,WA 98335
ph:253-858-3248
E-mail:myengineeracenkuytel.net Rnted:10SEP2C13,2:44PM
Wood Beam File=cAUserslMarklDesktopl DRAW IN-11CASCAD-113t53131533t.eo6
ENERCALC,INC.19834013;Suild:6.13:8.31,Ver.613.8.31
a.ast
Description: 20.3rd Car Door Header at Option
CODE REFERENCES
Calculations per NDS 2005
Load Combination Set: IBC 2012
Material Properties
Analysis Method: Allowable Stress Design Fb-Tension 900.0 psi E:Modulus of Elasticity
Load Combination iBC 2012 Fb-Compr 900.0 psi Ebend-xx 1,600.0 ksi
Fc-Prll 1,350.0 psi Eminbend-xx 580.0 ksi
Wood Species : Douglas Fir-Larch Fc-Perp 625.0 psi
Wood Grade :No.2 Fv 180.0 psi
Ft 575.0 psi Density 32.210pcf
Beam Bracing : Beam is Fully Braced against lateral-torsion buckling
D(0.2063) S(0.3438)
IS
4x10
Span = 8.0ft
Applied Loads Service loads entered.Load Factors will be applied for calculations.
Uniform Load: D=0.2063, S=0.3438, Tributary Width=1.0 ft
DESIGN SUMMARY
:Maximum Bending Stress Ratio = 0,980 1 Maximum Shear Stress Ratio = 0.459 : 1
Section used for this span 4x10 Section used for this span 4x10
fb:Actual 1,058.07psi fv:Actual = 82.60 psi
FB:Allowable _ 1,080.00 psi Fv:Allowable = 180.00 psi
Load Combination +D+S+H Load Combination +D+S+H
Location of maximum on span = 4.000ft Location of maximum on span = 7.241 ft
Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1
Maximum Deflection
Max Downward L+Lr+S Deflection 0.086 in Ratio= 1112
Max Upward L+Lr+S Deflection 0.000 in Ratio= 0 <360
Max Downward Total Deflection 0.138 in Ratio= 695
Max Upward Total Deflection 0.000 in Ratio= 0 <240
........................_.............................................................................................................................................................._.._ ........................ ............................................. ...
Overall Maximum Deflections-Unfactored Loads
Load Combination Span Max.""Defl Location in Span Load Combination Max.W Defl Location in Span
D+S 1 0.1381 4,029 0.0000 0.000
Vertical Reactions-Unfactored Support notation:Far left is 91 Values in KIPS
Load Combination Support 1 Support 2
Overall MAXimum 2.200 2.200
D Only 0.825 0.825
S Only 1.375 1.375
D+S 2.200 2.200
(9
Myers Engineering, LLC Phone: 253-858-3248
3206 50th Street Ct NW, Ste 210-B PROJECT : Plan 3153/3T w/Option Email: myengineer @centurytel.net
Gig Harbor, WA 98335
Maximum Load For 6x6 DF#1 Wood Post sf:= ps' 1f := psf•ft lib:= plf•ft HA:= 10-ft
144
F,,:= 1000-psi = 1 CFb:= 1 CM:= 1 Cam= 1 CL:= 1 CF,:= 1
E':= 1600000-psi
F"c:= F,-CD•CF, F"C= 1000-psi 6x6 Wood Post Properties
Kf:= I (Kf=0.6 for unbraced nailed
Axial Load Capacity built up posts-0.75 for bolted)
Slenderness Ratio (SL) Ih:= 5.5 in
H t:= 5.5-in
SL:= h C:= 0.8 KCE:= 0.3
A:= t•h A=30.2•in2
FCE:= KCE E FCE= 1008-psi t h3 4
SL 1:= — I= 76.3•m
12
2
1 + FCE 1 + FCE FCE S 1_2 S=27.7•in3
F"c F"c F"c h
CID-
-
2•C 2•C C Cp=0.69
F',:= Cp F"c F'c=694-psi P,m F'c A Pma,=20989•1b (Maximum post Capacity)
Maximum Load For 6x6 HF#2 Treated Post sf:- psi 4:= psf•ft alb:= plf ft H; 10-ft
144
Fes:= 460 psi = 1 = 1 Cam:= 1 = 1 Cam:= 1 := 1
Z— 1045000-psi
Fes:= Fc.CD•CFc F",-460-psi 6x6 Treated Wood Post Properties
Kam:= 1.0 (Kf=0.6 for unbraced nailed
Axial Load Capacity built up posts-0.75 for bolted)
Slenderness Ratio (SL) ham:= 5.5 in
H tom:= 5.5•in
SL:= — C := 0.8 �= 0.3
e h t•h A= 30.2•in2
E'
= E FCE=659.psi 1:= t h3 1=76.3•in4
SL ^^' 12
2 1.2 3
FCE FCE FCE S:= h S=27.7.in
1 + — 1 + —
C - F"c F"c - F"C K
"�" 2•C J 2•C C f Cp=0.8
Fes:= Cp•F% F'c= 367-psi fP = F'�A Pm = 11112•lb (Maximum post Capacity)
3153-3T, 2012 IBC.xmcd Mark Myers, PE 9/10/2013
bS
Myers Engineering, LLC Phone: 253-858-3248
3206 50th Street Ct NW, Ste 210-13 PROJECT : Plan 3153/3T w/ Option Email: myengineer @centurytel.net
Gig Harbor, WA 98335
Maximum Load For 3-2x6 HF Stud Built up Wood Post sf-= psl A L f psf•ft 1b.- plf•ft H,:= 10•ft
144
Fes:= 800 psi = 1 Cv= 1 Cori= 1 Cam:= 1 Cam:= 1 := 1.1
E':- 1200000•psi
AVA
F .= F�CD•Cr, F",= 880-psi
3-2x6 Built Up Post Properties
ANW Kam:= 1.0 (Kf=0.6 for unbraced nailed
Axial Load Capacity built up posts-0.75 for bolted)
Slenderness Ratio(SL) (5.5)-in
SQL:= h sC:= 0.8 �= 0.3
A:= t•h A=24.8•in2
- KCE-E' FCE= 756-psi nw t•h3 4
SL 1= — I= 62.4•m
12
2
1 + FCE I + FCE FCE S:= 11.22 S=22.7•in3
_ c c FItc
2-C 2•C C Kf Cp=0.64
Fes:= CPF"C F'�=560 psi Pte= F'�A Pmax= 13863.1b (Maximum post Capacity)
Maximum Load For 2-2x6 HF Stud Built up Wood Post sf:= L := psf ft Ib:= plf•ft rH:= 10-ft 144 w
Fes:= 800-psi Cam:= 1 Cam:= 1 Cam:= 1 = 1 Cam:= 1 := 1.1
E':= 1200000•psi
Fes:= Fc-CD•Cpc F"c= 880 psi 2-2x6 Built Up Post Properties
Kam:= 1.0 (Kf=0.6 for unbraced nailed
Axial Load Capacity built up posts-0.75 for bolted)
Slenderness Ratio (SL) w:= 5.5 in
H tom;= (2)•1.5•in
I&LSL:_ - C := 0.8 Kam:= 0.3
h ^^"`
A:= th A= 16.5 in
E'
Fes= E FCE=756-psi t•h3 4
SL2 ,1:= 12 I=41.6-in
2
FCE FCE FCE S:= 1.2 S= 15.1-in 3
1 + — I + —
F" F" F"
C = - - c K
" " 2•C 2•C C f Cp=0.64
FF, - Cp•F"r F'c=560•psi Pte= PC A Pn, =9242•lb (Maximum post Capacity)
3153-3T, 2012 IBC.xmcd Mark Myers, PE 9/10/2013
Myers Engineering, LLC Phone: 253-858-3248
3206 50th Street Ct NW, Ste 210-13 PROJECT : Plan 3153/3T w/Option Email: myengineer @centurytel.net
Gig Harbor, WA 98335
Maximum Load For 3-2x4 HF Stud Built up Wood Post sf:= p44 := psf•ft lb.= plf•ft H:= 10-ft
Fes:= 800-psi Cam= 1 = 1 Cam:= 1 Cam:= 1 := 1 := 1.1
Ems':= 1200000•psi
Fes:= F�-CUCFc F",- 880-psi 3-2x4 Built Up Post Properties
Kam:= 1.0 (Kf=0.6 for unbraced nailed
Axial Load Capacity
built up posts-0.75 for bolted)
Slenderness Ratio (SL) hw:= 3.5 in
H t = 3.1.5•in
SLR= h C:= 0.8 IMC := 0.3
A:= t•h A= 15.7•in2
E, "w`'
Fes:= KCE FCE= 306-psi t h3 4
SL 4v-I 12 I- 16.I-in
2 I.2 3
1 + FCE 1 + h FCE FCE S:= S=9.2-in
F" F" F"
c c c
,,R,. 2•C 2•C C Kf Cp=0.32
F' := Cp•F"� F'�=280 psi Pte.= F'�A Pm =4411 lb (Maximum post Capacity)
Maximum Load For 2-2x4 HFStud Built up Wood Post sf:= psi l�f := psf-ft lib:= plf•ftH:= 10-ft
144
F := 800-psi Cam= 1 = 1 = 1 = 1 := 1 Cam:= 1.1
EC= 1200000•psi
Fc'CD'CFc F„c 880-psi
2-2x4 Built Up Post Properties
Fiwv6J= =
Kam:= 1.0 (Kf=0.6 for unbraced nailed
Axial Load Capacity built up posts-0.75 for bolted)
Slenderness Ratio (SL) = 3.5-in
H t = (2)-l.5-in
h A:= t•h A= 10.5•in2
NW
E'
= E FCE=306-psi t•h3 4
SL
2 ,ter= 12 I= 10.7-in
2 1.2 3
FCE FCE FCE = h S=6.1 in
F” F" F"
"RI c - c - o Kf Cp=0.32
2•C 2•C C
Fir:= Cp F"c F'c=280 psi Pte= F'c.A Pmax=2941 lb (Maximum post Capacity)
3153-•3T, 2012 IBC.xmcd Mark Myers, PE 9/10/2013
67
Myers Engineering, LLC Phone: 253-858-3248
3206 50th Street Ct NW, Ste 210-B PROJECT : Plan 315313T w/Option Email: myengineer @centurytel.net
Gig Harbor, WA 98335
Maximum Load For 4x4 HF#2 Treated Post sf- psi if := psf•ft lib.= Of ft H,:= 6.25-ft
144
F,.= 1040-psi Cam:= 1 = 1 = 1 C':= 1 & -= 1 Cam,.= 1
E':= 1235000-psi
Fes.= Fc'CD•CFc F"c= 1040-psi 4x4 Treated Wood Post Properties
Kam:= 1.0 (Kf=0.6 for unbraced nailed
Axial Load Capacity p y built up posts-0.75 for bolted)
Slenderness Ratio (SL) AM 3.5 in
H C = 3.5-in
r SLM:= h am:= 0.8 Kam:= 0.3
A:= t•h A= 12.2•in2
A"
E'
Fes- KCE FCE= 807-psi t•h3 4
SL ""` 12
I:_ -- I= 12.5.in
FCE FCE 2 FCE S:= I.2— S =7.1-in 3
1 + —F" 1 + —F" h
PC c F"c te
Cn PA 2-C 2.0 C Kf Cp=0.6
Fes:= Cp.F"c F'c=622-psi Pte,:= F'c.A P.=7618•1b (Maximum post Capacity)
3153-3T, 2012 IBC.xmcd Mark Myers, PE 9/10/2013
6e�