2055R Truss Specs MYERS ENGINEERING
LATERAL ANALYSIS &
GRAVITY CALCULATIONS
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DO NOT ACCEPT FOR PERMIT SUBMITTAL.
Project: Plan 205511/2
September 10, 2013
2012 INTERNATIONAL BUILDING CODE
110 MPH WIND, EXPOSURE B, Kt= 1.00
RISK CATEGORY II - SOIL SITE CLASS D
SEISMIC DESIGN CATEGORY D (IBC) D1/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-B PROJECT : Plan 2055111/2 Email: myengineer @centurytel.net
Gig Harbor, WA 98335
DESIGN LOADS,
ROOF DEAD LOADS 15 PSF Total 1b lb
ROOF LIVE LOADS 25 PSF (Snow) '- 2 '- ft
FLOOR DEAD LOADS 15 PSF Total ft
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------___.____-__________DF#2
LEDGERS AND TOP PLATES— __--_-HF#2
STUDS 2X4 OR 2X6------------------------------- -HF Stud
ROSTS
4X4--------_-----__-_----------------------------------------HF#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
F15=1,700 PSI, Fv=400 PSI, Pc (Pere) =680 PSI, E=1,300,000 PSI,
TRUSSES:
PREFABRICATED WOOD TRUSSES SHALL BE DESIGNED BY A 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.
2055R-2, 2012 1 BC.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 2055R/2 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 II 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)
Rte:= 6.5 520:= 3.0 Cd:= 4 Light-frame (wood)walls sheathed w/wood structural panels
rated for shear resistance(ASCE 7-10 Table 12.2-1)
SS:= 1.431 Sl := 0.535 SMS:= 1.431 S,, := 0.802
Equation 16-39 SDS:= 3•SMS=0.95 Equation 16-40 SDI := 3•SMI =0.53
—Seismic Design Category D (SDS greater than 0.50g & SD1 greater than 0.20g)
Roof Slope Adjustment Factor: Sa:= 1
6 Sa= 1.12
cos atari�12))
Plan Area for Each Level:
A, := 2918ft2•Sa
(Roof)
Plan Perimeter for Each Level:
PI := 2(50ft) + 2(57ft)
(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 Main Floor: Weight of floors include 10psf weight of floor
framing, flooring material, insulation, plus
wl := 15 psf AI + 12•psf.4.5-ft-P, 60492:351b 10psf for miscellaneous interior walls.
Majority of Lateral Loads transfered to foundation at Main Floor Level
W:= wl =60492.35 lb
AVW
2055R-2, 2012 IBC.xmcd Mark Myers, PE 9110/2013
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AREA SUMMARY
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MAIN FLOOR: 1967 SF. I
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TOTAL: 1967 SF.
GARAGE: 474 SF.
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ROOF PLAN AREA 2918 SF
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Myers Engineering, LLC Phone: 253-858-3248
3206 50th Street Ct NW, Ste 210-B PROJECT : Plan 2055R/2 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:= 16 (Structural Height perASCE7-10 Sect. 11.2)
Ta:= Ct•hn =0.16 (ASCE7-10 Eq. 12.8-7) TL:= 6 (perASCE7-10 Fig. 22-12)
Ta is less than TL, therefore Cs need not exceed: (R)SDI
= 0.51 ASCE7-10 E( q. 12.8-3)
4Ta
CS shall not be less than: 0.044SDS•1e=0.04 (ASCE7-10 Eq. 12.8-5)
C,:= (R) =0.15 Total Base Shear: VE:= C,.W= 8878.421b
1e
Vertical Shear distribution at each level:
for structures having a period of 0.5 sec or less: k:= 1
h, := 10ft (Height from base to level x)
Cvl := rW ) = 1 F1 := C�,1•VE= 8878.421b Story. Shear at Main Floor
1 h1
2055R-2, 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 2055R/2 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)
VV:= 110 3-Sec Peak Gust (MPH)for Risk Category II (Figure 26.5-1A).
Kd:= 0.85 Wind Directionality Factor(Table 26.6-1). h:= 16-ft Mean Roof Height as per Sect. 26.2 (15ft min.)
Exposure Category B (ASCE7-10 Sect. 26,7.3)
Topographic Factor(KZt) (Figure26.8-1): 2-D Escarpment with building downwind of crest.
X:= l ft H:= l ft Lh:= l ft z:= h -1:= 2.5 p:= 4
KI := 035 F3 =0.75 K2:= 1 - x =0.75 K3:= e Lh =0 2
CLh) ( µLh) Kzt:= (1 + Kl K2 K3) = 1
dG:= 0.85 Gust Effect Factor(ASCE7-10 Sect. 26.9.1)
Building is an Enclosed Building as perASCE7-10 Sect. 26.10
GCp,:= .18 +/- Internal Pressure Coefficients (ASCE7-10 Table 26.11-1)
Velocity Pressure Exposure Coefficient (Table 27.3-1):
zg:= 1200ft o,:= 7.0 (perASCE7-10 Table 26.9-1 based on Exposure Category)
z9=1200ft, a=7.0 (Exp B), zg=900ft, a=900 (Exp C), zg=700ft, a=11.5 (Exp D)
zl := 15ft Height from ground to level x (zmfn = 15ft)
2 2')
Ca/ C0
KZl := 2.01 zg =0.57 Kh:= 2.01 g) =0.59
External Pressure Coefficients w/ Roof Pitch = 6/12 (27 degrees) Front to Back & 8/12 (34 degrees) Side to Side
Taken from Figure 27.4-1
Front to Back: Side to Side:
Lf,:= 57ft Bfb:= 50ft Lam, = 1.14 h =0.28 LSS:= 50ft BSS:= 57ft Lss =0.88 h =0.32
Bf, Lfb Bss Lss
Cpfl := .8 Windward Wall Cpsl ,8 Windward Wall
Cpf2:= 0.3 Windward Roof Cps2: 0.37 Windward Roof
Cpf3:= -.6 Leeward Roof C psi = -.6 Leeward Roof
Cpf4:= -.47 Leeward Wail Cps4:= -•5 Leeward Wall
2055R-2, 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 2055111/2 Email: myengineer @centurytel.net
Gig Harbor, WA 98335
Velocity Pressure( qZ) Evaluated at Height (z) (Equation 23.3-1)
qzi :_ (0.00256-KZI.K.-KTV2) = 15.13 qh:= (0.00256•Kh•Kt•Kd•V2) = 15.41
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 G•Cpfl•psf) = 10.29 ft 2-lb
Windward Roof Front to Back pwrl := gh•G•CpQ•psf =3.93 ft 2-lb
Leeward Roof Front to Back Ptrl := qh'G-Cpf3•psf=-7.86ft 2.1b
The Internal Pressures on Windward and
Leeward Wall Front to Back plwl := gh•G•Cpf4.psf=-6.16ft 2•Ib Leeward Walls& Roofs will offset each
other for the lateral design of the overall
Windward Roof Side to Side G C sf =4.85 ft 2 lb building and will therefore be ignored for
Pwr2 := qh' ps2'P this application.
Leeward Roof Side to Side p1r2:= qh'G-Cps3•psf=-7.86ft 2•Ib
Leeward Wall Side to Side plw2:= gh•G•Cps4•psf=-6.55 ft 2•Ib
Check net pressure not less than 16psf at walls & 8psf at roof over projected vertical plane:
pwrl -pirl = 11.79fF 2•lb pwwl -p1w, = 16.45 ft 2•Ib
Pwr2 -Ptr2= 12.71 fF 2-lb pawl -p1w2 = 16.84ft 2.lb
Wind Pressure at Main Floor(Front to Back):
Vlw:_ (Pwrl -P1r1)404ft2 + (pwwl -Plwl)•461•ft2= 12346.141b
Wind Pressure at Main Floor(Side to Side):
V3W= (Pwr2 -plr2)•231 ft2+ (pwu,1 -PIw2)-560ft2= 12366.491b
2055R-2, 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 2055R/2 Email: myengineer @centurytel.net
Gig Harbor, WA 98335
WALL A:
Story Shear due to Wind: V3w= 12366.491b Story Shear due to Seismic: Fl = 8878.42 lb
Bldg Width in direction of Load: Lt:= 57-ft Distance between shear walls: L1 :=1110-ft
Shear Wall Length: Law:= (2.3.67)ft Las:= [2.3.671 7.33 J�ft
Law=7.34 ft Las=5.98 ft
Percent full hei ht sheathing: &= 10-ft 100 Max Opening Height = Oft-Oin, Therefore C,:= 1.00
g g: %= 100
10-ft perAF&PA SDPINS Table 4.3.3:4
0.6V3w LI 0.7I Ll
Lt 2 P Lt 2
La
Wind Force: va:= Seismic Force: p:= 1.0 Ea: L
Law as
_ _ E _
va= 88.67ft 1 lb va = 88.67ft_ 1.1b Ea=91.2ft 1•lb a = 91.2 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: La:= 3.67-ft Plate Height: Pt:= 9-ft
WR:= 0.6(15•psf)•2-ft•La+ 0.6•(10-psf)•Pt-La+ 0.6•(10psf)•0ft•La DLRM:= WRLa DLRM=484.88 ft-lb
2
Overturning Moment:
OTMw:= va-L,-Pt OTMw=2928.91 ft-lb OTMS:= Ea La Pt OTMS=3012.17 ft-lb
Holdown Force & Net Uplift:
OTMW OTMS
—DLRM —DLRM
HDFaw:= Co HDFas:_
Co
La La
HDFaw=665.95 lb HDFas = 688.64 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
ZN:= 122-lb CD:= 1.6 A,:= 860-lb = 1.6 ZB:= AS-CD ZB = 1376 lb
Bp:= tZN CD Co) =2.2 ft (CD ZN Co) =2.14 ft
va Ea As:= — 15.52 ft — 15.09 ft
va Ea
16d @ 16" o.c. 5/8"A.B. @ 7Z' o.c.
2055R-2, 2012 IBC.xmcd Mark Myers, PE 9/10/2013
10
Myers Engineering, LLC Phone: 253-858-3248
3206 50th Street Ct NW, Ste 210-B PROJECT : Plan 2055R/2 Email: myengineer @centurytel.net
Gig Harbor, WA 98335
WALL B:
Story Shear due to Wind: V3W = 12366.491b Story Shear due to Seismic: Fl = 8878.42Ib
Bldg Width in direction of Load: LL -- 57-ft Distance between shear walls: Imo,:= 47 ft )]ft Shear Wall Length: Lbw:= (2.3 + 2.2.875)ft Lbw= 11.75 ft Lb,:= [2-3(-� + 2.2.8751 595 Lbs =7.67 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
0.6V3W Ll 0.7F2 LI
Lt 2 P Lt .2
Wind Force: vb:= Lb Seismic Force: k:= 1.0 Eb:_ Lb,
s
_ E _
vb =260.35ft 1 lb vb =260.358 1•lb Eb=333.91 ft 1 lb b =333.91 ft 1-lb
Co Co
P1-4: 7116"Sheathing w/8d nails @ 4" O.C.
Wind Capacity>= 495 plf
Seismic Capacity= 353 plf
Dead Load Resisting Overturning: Lb:= 2.875-ft Plate Height: &= 9-ft
W = 0.6(15•psf)•25•ft•Lb+ 0.6•(10•psf)•Pt•Lb+ 0.6-(10psf)•0ft•Lb Lb
' DLRM:= WR•- DLRM= 1153.05 ft-lb
2
Overturning Moment:
OTM,yM - vb-Lb-Pt OTMw= 6736.48 ft•Ib OOTM� - Eb-L b-Pt OTMS= 8639.87 ft•lb
Holdown Force & Net Uplift:
OTMw OTMS
-DLRM -DLRM
HDFbw:= Co HDFbs:_
Co
Lb Lb
HDFbw= 1942.06 Ib HDFbs =2604.11 lb
Simpson STHD14
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 CMS:= 1.6 l := 860.1b Cam 4�.
;= 1.6 = AS•CD ZB = 13761b
B�.= -0.75 ft -_0.58ft
(ZN'CD'C.) _ 1.6 (C 860.1b
(ZB.C.)
M
vb Eb As _ vb = Eb
5.29 ft -4.12 ft
16d @ 6" o.c. 518"A.B. @'48" o.c.
2055R-2, 2012 IBC.xmcd Mark Myers, PE 9/10/2013
11
Myers Engineering, LLC Phone: 253-858-3248
3206 50th Street Ct NW, Ste 210-B PROJECT :, Plan 2055R/2 Email: myengineer @centurytel.net
Gig Harbor, WA 98335
WALL C:
Story Shear due to Wind: VIA, = 12346.141b Story Shear due to Seismic: Fl =8878.421b
Bldg Width in direction of Load: L := 50•ft Distance between shear walls: := 50•ft
Shear Wall Length: Lcw:_ (5.5+20)ft US:= (5.5 + 20)ft
LcW=25.5 ft US=25.5 ft
_ 25.5 ft Max Opening Height = 5ft-Oin, Therefore C = 0.9
Percent full height sheathing: ° _ 100 % =83.61 ^"g,
30.5•ft perAF&PA SDPWS Table 4.3.3.4
0.6ViW L1 0.7F1 Ll
Lt 2 p Lt 2
Wind Force: vc:= Seismic Force: := 1.0 E°:_
LcW U.
_ E _
vc= 145.25 ft 1-lb vc = 161.39 ft 1•Ib E°= 121.86ft 1•Ib o = 135.4ft 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: Lc:= 25.5-ft Plate Height: Pt:= 9-ft
Wes:= 0.6(15•psf)•2•ft•L°+ 0.6•(10-psf)•Pt•L°+ 0.6-(10psf)-0ft-L, D = WR•LC DLRM=23409 ft-lb
2
Overturning Moment:
OOTM - vc•L�Pt OTMw=33334.59ft•lb OMTM�:= E�Le Pt OTMS =27967.01 ft-lb
Holdown Force& Net Uplift:
OTMW OTMS
-DLRM ,DLRM
co co
HDFcw:= HDFcs:_
L� Le
HDFcw=534.49Ib HDFcs=300.61 Ib
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
ZZW.= 122-lb C := 1.6 l Ate:= 860-lb Cam= 1.6 Z := As CD ZB = 13761b
B = (Co ZN CO) = 1.21 ft (CD ZN C0� = 1.44 ft _
vc E° As,= -8.53 ft - 10.16 ft
vc EC
16d @ 16"o.c. 5/8"A.B. @ 72" o.c.
2055R-2, 2012 IBC.xmcd Mark Myers, PE 9/10/2013
Myers Engineering, LLC Phone: 253-858-3248
3206 50th Street Ct NW, Ste 210-B PROJECT : Plan 2055R/2 Email: myengineer @centurytel.net
Gig Harbor, WA 98335
WALL D:
Story Shear due to Wind: Vjw= 12346.14 lb Story Shear due to Seismic: Fl =8878.42 lb
Bldg Width in direction of Load: L := 50-ft Distance between shear walls: :- 50-ft
Shear Wall Length: Ldw:= (24.5 + 1.8.5)ft Ld,:= (24.5 + 18.5)ft
Ld,,=43 ft Ld,=43 ft
10 ft Max Opening Height Oft-Oin, Therefore C = 1.00
Percent full height sheathing: off= 100 % = 100 ""'9''
10-ft perAF&PA SDPWS Table 4.3.3.4
0.6V,w Li 03F1 L,
Wind Force: vd:= Ld Lt 2 Seismic Force: W.= 1.0 Ed P Lt 2
Ld, Ld,
E
vd= 86.14ft 14b vd = 86.14ft 1-lb Ed= 72.27 ft 1•lb a =72.27ft 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: Ld:= 18.5-ft Plate Height: PPtt:= 9-ft
Wes:= 0.6(15 psf) 2 ft Ld+ 0.6-(10•psf)•Pt•Ld+ 0.6•(10psf)•0ft•Ld Dm:= WR•Id DLRM= 12321 ft-lb
2
Overturning Moment:
TM — vd-Ld-Pt OTMw= 14341.62ft•lb QTM— Ed•Ld•Pt OTMS= 12032.32 ft.lb
Holdown Force & Net Uplift:
OTMw OTMs
.DLRM —DLRM
HDFdw:= Co HDFds:= C�
Ld Ld
HDFdw= 109.22 lb HDFds=—15.6 lb
No Holdown Required
Base Plate Nail Spacina (2012 NDS Table11N) Anchor Bolt Sgacing (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 C = 1.6 Ate:= 860•1b Cam= 1.6 &:== A,-CD ZB = 13761b
B
ICD.ZN.Cof ll =2.27ft I((CUZN-C.)
= 2.7 ft vd Ed = ZB•Co = 15.97 ft Zg C� = 19.04 ft
vd Ed
16d @ 16" o.c. 5/8"A.B. @ 72" o.c.
2055R-2, 2012 IBC.xmcd Mark Myers, PE 9/10/2013
Myers Engineering, LLC Phone: 253-858-3248
3206 50th Street Ct NW, Ste 210-B PROJECT :. Plan 2055R/2 Email: myengineer @centurytel.net
Gig Harbor, WA 98335
WALL E:
Story Shear due to Wind: V3W= 12366.491b Story Shear due to Seismic: F, = 8878.421b
Bldg Width in direction of Load: LL -- 57-ft Distance between shear walls: Lam:= 47``II ft L2:= loft
Shear Wall Length: Lei,,:= (3.5 + 5.17)ft Les:= 9 + 5.17Ift
Le,,,= 8.67 ft Les =7.89 R J
10-ft Max Opening Height = Oft-Oin, Therefore C -= 1.00
Percent full height sheathing:;_ 100 %= 100 ^^^,^
10-ft per AF&PA SDPWS Table 4:3.3.4
0.6V3W (L1 + Q 0.71 (LI +Lz)
Lt 2 P Lt 2
Wind Force: ve:= Seismic Force: := 1.0 Ee:=
Le,,, Les
_ _ _ E _
ve=427.91 ft 1•lb Ve =427.91 ft l lb Ee=393.74 ft 1•lb e =393.74ft 1•lb
Co Co
P1-3: 7116" Sheathing wl 8d nails @ 3"O.C.
Wind Capacity= 638 plf
Seismic Capacity= 456 plf
Dead Load Resisting Overturning: Le:= 3.5-ft Plate Height: Pmt:= 9-ft
:=
0.6(15•psf)•25-ft•Le+ 0.6•(10•psf)•Pt•Le+ 0.6•(10psf)•0ft•Le Le
DLRM,:= WR•- DLRM= 1708.87 ft-lb
2
Overturning Moment:
OTM := ve•Le Pt OTMw= 13479.05 ft•lb OOTTM, - Ee Le Pt OTMS= 12402.66 ft•lb
Holdown Force & Net Uplift:
OTM,,,, OTMS
-DLRM -DLRM
Co Co
HDFe,,,.- HDFes:_
Le Le
HDFew=3362.91 lb HDFes=3055.371b
Simpson STHD14RJ
Base Plate Nail Spacing (2012 NDS Table11 N) 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)&1-112" Plate Hem-Fir
Z := 122.1b = 1.6 Ate:= 860-lb Cam:= 1.6 Z := AS•CD ZB = 13761b
B = (ZN CD Co� =0.46 ft (CD ZN Col =0.5 ft
ve Ee ,A�= =3.22 ft =3.49 ft
ve Ee
16d @ 4" o.c. 5/8"A.B. @ 35' o.c.
2055R-2, 2012 IBC.xmcd Mark Myers, PE 9/10/2013
Iq
Myers Engineering, LLC Phone: 253-858-3248
3206 50th Street Ct NW, Ste 210-13 PROJECT : Plan 2055R/2 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 A:
va•
La, = 14.79 ft 1.1b Ea Las _ 12.39 ft 1 Ib
44ft 44ft
Wall Lines B:
vb•
Lb, = 152.95 ft Lb
Eb.Lbs = 128.11 ft 1-Ib
20ft 20ft
Wall Lines C:
Lew
vc• =64.98 ft 1•Ib E� Les = 54.52 ft 1•lb
57ft 57ft
Wall lines D:
LaW =75.59 ft I•Ib Ed' Lds
vd- =63.42 ft 1 Ib
49ft 49ft
Wall Line E:
ve-Lew _ 1 E,-Le, — 1
= 84.32ft -lb =70.62 ft -lb
44ft 44ft
2055R-2, 2012 IBC.xmcd Mark Myers, PE 9/10/2013
IS
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17
Myers Engineering LLC
3206 50th St Ct NW, Ste 210-B
MYERS ENGINEERING Gig Harbor, WA 98335
(253) 858-3248
myengineer@cenftu-ytel.net
eTo-p"'
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I-T-77777777
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FOR ZP65A/7z- DATE
JOB BY
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 P.1-ited.105EP2013:11.37m4
NUsersWarkl DesopDRWIN-UCASC -1105Rc : 8cFileWOOd Beam V0
- 8 r:613C
Description: 1.Header at long span
CODE REFERENCES
Calculations per NDS 2005, IBC 2006, CBC 2007,ASCE 7-05
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.Oksi
Wood Species ; Douglas Fir-Larch Fc-Perp 625.0 psi
Wood Grade :No.2 Ft Fv 180.0 575.0 psi Density 32.210pcf
Beam Bracing Beam is Fully Braced against lateral-torsion buckling
....__.....
_---.._......-.--.
D{0.375} S(0.625)
4x12
Span =6.0ft
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Uniform Load: D=0.3750, S=0.6250, Tributary Width=1.0 ft
DESIGN SUMMARY
'Maximum Bending Stress Ratio = 0.739' 1 Maximum Shear Stress Ratio = 0.440 : 1
Section used for this span 4x12 Section used for this span 4x12
fb:Actual = 731.43psi fv:Actual = 79.25 psi
FIB: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 = 0.000ft
Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1
Maximum Deflection
Max Downward L+Lr+S Deflection 0.028 in Ratio= 2609
Max Upward L+Lr+S Deflection 0.000 in Ratio= 0<360
Max Downward Total Deflection 0.044 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."+"Defl Location in Span
D+S 1 0.0441 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 3.000 3.000
D Only 1.125 1.125
S Only 1.875 1.875
D+S 3.000 3.000
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.10SEP2013.11:30AM
Wood Beam
File-c:V Users\,MarktDesktoplDRAWIN-IkCASCAD--10558-lt2055r-2.ec6
ENERCALC,INC. V8r:8:13.8.31
Description: 1a.Header at long span
CODE REFERENCES
Calculations per NDS 2005, IBC 2006, CBC 2007,ASCE 7-05
Load Combination Set: IBC 2012
Material Properties
Analysis Method: Allowable Stress Design Fb-Tension 900.0 psi E:Modulus of Elasticity
Load Combination:113C 2012 Flo-Compr 900.0 psi Eber xx 1,600.0 ksi
Fc-Prll 1,350.0 psi Eminbend-xx 580.0 ksi
Wood Species : Douglas Fir-Larch Fe-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(0.375) S(0.625)
4x10
Span = 5.917ft
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Uniform Load: D=0.3750, S=0.6250, Tributary Width=1.0 ft
DESIGN SUMMARY s
IMaximum Bending Stress Ratio = 0.974+ 1 Maximum Shear Stress Ratio = 0.567 : 1
Section used for this span 4x10 Section used for this span 4x10
fb:Actual 1,052.19psi fv:Actual = 102.05 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 = 2.959ft 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 0.047 in Ratio= 1512
Max Upward L+Lr+S Deflection 0.000 in Ratio= 0<360
Max Downward Total Deflection 0.075 in Ratio=
945
Max Upward Total Deflection 0.000 in Ratio= 0<240
............................... ....... ........ ........ ........ ...........................................
Overall Maximum Deflections-Unfactored Loads
Load Combination Span Max.' Deti Location in Span Load Combination Max.' Defl Location in Span
D+S 1 0.0751 2,980 0.0000 0.000
Vertical Reactions-Unfactored Support notation;Far left is#1 Values in KIPS
Load Combination Support Support2
Overall MAXimum 2.959 2.959
D Only 1.109 1.109
S Only 1.849 1.849
D+S 2.959 2.959
20
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:myengineer@centurytel.net Rrmted:13SEP2C13,1 :39PA1
File=6UW rs\MarkQesktopl DRAVtQN
��/ -11CASCAD-112055R--1120a5r-2.ec6
ood Beam EMERCALC,INC.f983-2013,Suild:6.13.8.311 Ver.6A3.8.31
Description: 2.Garage Door Header
CODE REFERENCES
Calculations per NDS 2005, IBC 2006, CBC 2007,ASCE 7-05
Load Combination Set: IBC 2012
Material Properties
Analysis Method: Allowable Stress Design Fb-Tension 2,400.0 psi E:Modulus of Elasticity
Load Combination JlBC 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 830.0 ksi
Ft 1,100.0 psi Density 32.210pcf
Beam Bracing Beam is Fully Braced against lateral-torsion buckling
D(0.2063) S(0.3438)
3.5x13.5
Span = 16.250 ft
Applied Loads Service€oads entered.Load Factors will be applied for calculations.
Uniform Load: D=0.2063, S=0.3438, Tributary Width=1.0 ft
DESIGNSUMMARY_.__.........................�_..�........................._.__ _.__........----.-..__.._...__._.. __......._.__...._ .__............___�__...._......._.....
Maximum Bending Stress Ratio = 0.854 1 Maximum Shear Stress Ratio = 0.465 : 1
Section used for this span 3.5x13.5 Section used for this span 3.5x13.5
fb:Actual = 2,049.53 psi fv:Actual = 123.25 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 = 8.125ft 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 0.420 in Ratio= 464
Max Upward L+Lr+S Deflection 0.000 in Ratio= 0<360
Max Downward Total Deflection 0.672 in Ratio= 290
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 0.6721 8.184 0.0000 0.000
Vertical Reactions-Unfactored _ Support notation:Far left is#1 Values in KIPS
Load Combination Support 1 Support 2
Overall MAXimum 4.470 4.470
D Only 1.676 1.676
S Only 2.793 2.793
D+S 4.470 4.470
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:myeng ineer0centurytel.net Rinted:10SEP2013:11:38AM
Wood Beam File=c;\Users\MA\DesktopTRAWIN»1\CASCAd 112055ft-312055r-2ec6 im
EN CALL INC.:1983-2013;!8 WId:6,138.31,Ver.6:138.31
Description: 3.Header at short span
CODE REFERENCES
Calculations per NDS 2005, IBC 2006, CBC 2007,ASCE 7-05
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-PM 1350 psi Eminbend-xx 580 ksi
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(0.195) S(0.325)
i
4x8
Span = 6.0ft
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Uniform Load: D=0.1950, S=0.3250, Tributary Width=1.0 ft
DESIGN SUMMARY
Maximum Bending Stress Ratio = 0.7831 Maximum Shear Stress Ratio = 0.411 : 1
Section used for this span 4x8 Section used for this span 4x8
fb:Actual = 915.81 psi fv:Actual 74.04 psi
FB:Allowable = 1,170.00 psi 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 = 0.000ft
Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1
Maximum Deflection
Max Downward L+Lr+S Deflection 0.054 in Ratio= 1343
Max Upward L+Lr+S Deflection 0.000 in Ratio= 0<360
Max Downward Total Deflection 0.086 in Ratio= 839
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 0.0858 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 1.560 1.560
D Only 0.585 0.585
S Only 0.975 0.975
D+S 1.560 1.560
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 ineer CentU rytel.net Rinted.10SEP2013,1-.:3 f,,1
1i�40C� Beam File=c:l UserslMarklDesktopORAWIN-1ICASCAD-1120551--1t2055b2.ec6'
„ENERCALC,INC::1983-2013,:Build:6.13.8.31,Ver:6.13.8.31
Description: 4.Patio Roof Beam
CODE REFERENCES
Calculations per NDS 2005, IBC 2006, CBC 2007,ASCE 7-05
Load Combination Set: IBC 2012
Material Properties
Analysis Method: Allowable Stress Design Fb-Tension 875.0 psi E:Modulus of Elasticity
Load Combination iBC 2012 Fb-Compr 875.0 psi Ebend-xx 1,300.0 ksi
Fc-Prlf 600.0 psi Eminbend-xx 470.0 ksi
Wood Species : Douglas Fir-Larch Fc-Perp 625.0 psi
Wood Grade : No.2 Ft Fv 170.0 425.0 psi Density 32.210 pcf
Beam Bracing : Beam is Fully Braced against lateral-torsion buckling
......... .............. ..._................-- ........---------._._.._..._........._ _ ......-........ .._........ ........
D(0.1425) S(0.2375) _
� 4
i
f Fry
6x10
Span = 10.0 ft
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Uniform Load: D=0.1425, S=0.2375, Tributary Width=1.0 ft
DESIGN SUMMARY ®°
Maximum Bending Stress Ratio = 0.787: 1 Maximum Shear Stress Ratio = 0.272 : 1
Section used for this span 6x10 Section used for this span 6x10
fb:Actual 689.00psi fv:Actual = 46.18 psi
1713:Allowable = 875.00psi Fv:Allowable = 170.00 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 0.105 in Ratio= 1140
Max Upward L+Lr+S Deflection 0.000 in Ratio= 0<360
Max Downward Total Deflection 0.168 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."+"Defl Location in Span
D+S 1 0.1683 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 1.900 1.900
D Only 0.713 0.713
S Only 1.188 1.188
D+S 1.900 1.900
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 el.net Pririted:10SEP2013111:3940
File=c;\Users\Mark\l)b ktop\DRAW N 1\CASCAD-t\2055R,1IT055r`2.ec6
tWood Beam
ENER CAL,C,'13JC:19832013;`Build;&13,; 31,�/er.8,13.8.31
Description: 5.Crawl Beam
CODE REFERENCES
Calculations per NDS 2005, IBC 2006, CBC 2007,ASCE 7-05
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 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)
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__...._....._.- ............:.:._.......___ _..__._...._...____:_.._ _-----................_.............._...... _._----.___.._.__._..._...._---------------......._...
..__._. '" •°r
Maximum Bending Stress Ratio = 0.99(11 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
FB:Allowable 1,080.00psi 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<480
Max Downward Total Deflection 0.123 in Ratio= 733
Max Upward Total Deflection 0.000 in Ratio= 0<360
..... ...... ....... ....... ......................................................................... ....... .....
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
zq
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 ineer centu rVtel.net Pgnted:IQ SEP 2013,11:,WM
Wand Be1t11 File=a:lUsers\Mark\Desktop\DRAWIN-1\CASCAD-1120558-912055r-2.eo6
ENERCALC,INC 1983-2013;Buitd:6.13.&31,Uer:6,13.$,31
ENNINOW Mogan
Description; 6.Floor Joist
CODE REFERENCES
Calculations per NDS 2005, IBC 2006, CBC 2007,ASCE 7-05
Load Combination Set: IBC 2012
Material Properties
Analysis Method: Allowable Stress Design Fb-Tension 850.0 psi E:Modulus of Elasticity
Load Combination iBC2012 Fb-Compr 850.0 psi Ebend-xx 1,300.Oksi
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.Opsi
Ft 525.0 psi Density 27.70 pcf
Beam Bracing Beam is Fully Braced against lateral-torsion buckling Repetitive Member Stress Increase
.. ........................................................................ .......... ......... ......... _..............................................................................................................................................._......._......_.._.._......................................._........................................................._.......................-...................................
..
®(0.024) L(o.064)
y
1 Z`
2X10
Span = 11.750 ft
Applied Loads Service loads entered.Load Factors will be applied for calculations.
Uniform Load: D=0.0150, L=0.040 ksf, Tributary Width=1.60 ft
DESIGN SUMMARY
............................................................................................_............................................:..................................................._...._...........W..........................................................................._............................................................................................................................................-...........
..
Maximum Bending Stress Ratio = 0.792 1 Maximum Shear Stress Ratio = 0.326 : 1
Section used for this span 2x10 Section used for this span 2x10
fb:Actual = 851.97psi fv:Actual _ 48.96 psi
FS:Allowable = 1,075.25psi Fv:Allowable 150.00 psi
Load Combination +D+L+H Load Combination +D+L+H
Location of maximum on span = 5,875ft 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 0.215 in Ratio= 656
Max Upward L+Lr+S Deflection 0.000 in Ratio= 0<480
Max Downward Total Deflection 0.295 in Ratio= 477
Max Upward Total Deflection 0.000 in Ratio= 0<360
_ _. _ ._..._............ _.._ _._._ . ____....._...._..__.—...._.__—.___.._—........ _....._......_._.. __.........___--.--.__..._.___..._............._........_.
Overall Maximum Deflections-Unfactored Loads
Load Combination Span Max.""Defl Location in Span Load Combination Max.'W'Defl Location in Span
D+L 1 0.2952 5.918 0.0000 0.000
Vertical Reactions-Unfactored Support notation:Far left is#1 Values in KIPS
Load Combination Support 1 Support
Overall MAXimum 0.517 0.517
D Only 0.141 0.141
L Only 0.376 0.376
D+L 0.517 0.517
z5
Myers Engineering, LLC Phone: 253-858-3248
3206 50th Street Ct NW, Ste 210-13 PROJECT : Plan 2055R/2 Email: myengineer @centurytel.net
Gig Harbor, WA 98335
Maximum Load For 6x6 DF#1 Wood Post sf psi if := psf•ft = Of ft JH:= 9-ft
144
FC:= 1000•psi ;CW= 1 CFb := 1 CM:= 1 = 1 CL:= 1 CFI:= 1
E':= 1600000-psi
F"c•=• F•C D' Fc C F"c= 1000 P si 6x6 Wood Post Properties
— c
Kf:= I (Kf=0.6 for unbraced nailed
Axial Load Capacity built up posts-0.75 for bolted)
Slenderness Ratio (SL) h:= 5.5 in
H t:= 5.5-in
In SL:= C„M�:= 0.8 KCE:= 0.3
A:= t•h A=30.2-in 2
FCE ICE E' FCE= 1245-psi �v t h3 4
SL 1:= — I= 76.3•m
12
2
1 + FCE i + FCE FCE S=27.7•in3
Fc Fc Fc h
CP Kf
2•C 2•C C CP=0.76
F'c:= CP•F"C F,= 761-psi Pmax:= F'c.A P.=23015•1b (Maximum post Capacity)
Maximum Load For 6x6 HF#2 Treated Post AL.= psi ' ''"if := psf•ft lb.= plf•ft H:= 9-ft
144
Fes:= 460-psi C = 1 = 1 = 1 Cam,:= 1 1 := 1
E, := 1045000-psi
Fes:= F�CD CFA 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) = 5.5-in
H t:= 5.5-in
SLR:= h C:= 0.8 K := 0.3
A:= t•h A=30.2•in2
AW
E'
= E FCE= 813-psi t•h3 4
SL /W 12
FCE FCE 2 FCE S,,:= 1. S=27.7•in3
1 + — 1 + — —
F" F" F"
c c c
' VRA 2-C 2-C C Kf CP=0.85
NFL:= Cp•F"c F'c=389-psi Pte= F',-A Pmax= 11760-lb (Maximum post Capacity)
2055R-2, 2012 1 BC.xmcd Mark Myers, PE 9/1012013
!17
Myers Engineering, LLC Phone: 253-858-3248
3206 50th Street Ct NW, Ste 210-B PROJECT : Plan 2055R/2 Email: myengineer @centurytel.net
Gig Harbor, WA 98335
Maximum Load For 3-2x6 HF Stud Built up Wood Post sf::= psi if:= psf•ft lib:= plf•ft Ham:= 9•ft
144
Fes:= 800-psi Cam:= 1
Ems:=
1200000-psi
11 F�CD•Cft F",= 880-psi 3-2x6 Built Up Post Properties
Kam:= 1.0 (Kf=0.6 for unbraced nailed
Axial Load Capacity
built up posts-0.75 for botted)
Slenderness Ratio (SL) ,r�,,:= (5.5) in
H tt:= 3-(1.5)•in
SLR= h C:= 0.8 I�:= 0.3
am
A:= t•h A=24.8-in 2
E, '�`
Fes= KCE FCE=934-psi t h3 4
SL — I=62.4.in
12
2
1 + FCE I + FCE FCE S:= I_2 S=22.7.in
c c Fc
"" 2-C 2•C C Kf Cp= 0.71
:= Cp F"c F'c=626.psi Pte:= F'c•A P.= 15486-lb (Maximum post Capacity)
Maximum Load For 2-2x6 HF Stud Built up Wood Post sf::= p44 if := psf•ft lib:= plf•ft iH:= 9-ft
Fes:=
800-psi = 1 = 1 = 1 Cam:= 1 CwW-= 1 Can.= 1.1
1200000-psi
:= = 880-psi
2-2x6 Built Up Post Properties
Fes F�Cp•Cpc F"c
;= 1.0 (Kf=0.6 for unbraced nailed
Axial Load Capacity built up posts-0.75 for bolted)
Slenderness Ratio (SL) := 5.5-in
H = (2)•1.5•in
SLR= h nC:= 0.8 KS 0.3
A:= t•h A= 16.5•in2
n�nt
E'
= E FCE=934.psi t•h3 4
SL2 1:= 12 I= 41.6 in
FCE FCE 2 FCE S:= I.2 h S= 15.1-in 3
1 F2.0 F"c F"c F"c
2C C Kg Cp=0.71
NFL:= Cp F"c F'c= 626 psi P W.= F'�A Pmax= 10324•Ib (Maximum post Capacity)
2055R-2, 2012 IBC.xmcd Mark Myers, PE 9/10/2013
V7
Myers Engineering, LLC Phone: 253-858-3248
3206 50th Street Ct NW, Ste 210-13 PROJECT : Plan 2055R/2 Email: myengineer @centurytel.net
Gig Harbor, WA 98335
Maximum Load For 4x4 HF#2 Treated Post sf: psi if:= psf•ft Lb.= plf•ft Hr:= 6.5-ft
144
Fes:= 1040-psi Cam.= 1 Cam:= 1 Cam:= 1 Cam:=
Ems= 1235000•psi
4x4 Treated Wood Post Properties
11= F,�•CUCFC F„C= 1040-psi
K := 1.0 (Kf=0.6 for unbraced nailed
Axial Load Capacity built up posts-0.75 for bolted)
Slenderness Ratio (SL) h„M== 3.5 in
H t:= 3.5-in NV
SQL:= h Cam:= 0.8 1�,,= 0.3
nnv A:= t•h A= 12.2•in2
E'
= E FCE =746-psi t•h3 4 I 12.5-in
SL 2 AIV 12
FCE FCE 11 FCE 51:= h I.2 S= 7.1-in 3
F” F" F"
c c c
"Irt, 2•C 2•C C Kp CP=0.57
F := CP•F F'�=591-psi P F'�A Pmax= 7236•lb (Maximum post Capacity)
2055R-2, 2012 IBC.xmcd Mark Myers, PE 9/10/2013
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