3102 Calculations MYERS ENGINEERING
LATERAL ANALYSIS &
GRAVITY CALCULATIONS
EjhjLbrm!tjhof e!
cz!Nbd !Nzfst a
CP
EbLf;!
� 37i�2
3124/1: /36!
D � ISTv"F' 22;41;15!.18(11(
NALG
IF THIS SIGNATURE IS NOT IN COLOR,
DO NOT ACCEPT FOR PERMIT SUBMITTAL.
Project: Plan 3102 w/ Garage Option
September 12, 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 3102 w/3 Car Email: myengineer @centurytel.net
Gig Harbor, WA 98335 Option
DESIGN LOADS:
ROOF DEAD LOADS 15 PSF Total lb _ lb
ROOF LIVE LOADS 25 PSF (Snow) ._ 2 wLf ._ 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--------__ W__------_----HF Stud
POSTS
4X4-----_�---_�
4X6-------------_
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 A REGISTERED DESIGN
PROFESSIONAL REGISTERED IN THE STAFE 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 DEFINED AS HAVING MOMENT CAPACITY, SHEAR CAPACITY, AND STIFFNESS WITHIN
3% OF THE SPECIFIED JOISTS OR BEAMS.
3102, 2012 IBC.xmcd Mark Myers, PE 9/1212013
1
Myers Engineering, LLC Phone: 253-858-3248
3206 50th Street Ct NW, Ste 210-113 PROJECT : Plan 3102 w/ 3 Car Email: myengineer @centurytel.net
Gig Harbor, WA 98335 Option
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 11 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:
le:= 1.0 (ASCE 7-10 Table 1.5-2)
R:= 6.5 Qo:= 3.0 Cd:= 4 Light-frame (wood)wails sheathed w/wood structural panels
rated for shear resistance (ASCE 7-10 Table 12.2-1)
S,:= 1.330 SI := 0.525 Sms= 1.330 S,11 := 0.770
Equation 16-39 SDS 3•Sms=0.89 Equation 16.40 SDI 3•SmI =0.51
—Seismic Design Category D(SDS greater than 0.508 & SDS greater than 0.20g)
1
Roof Slope Adjustment Factor: S":= 1111
c4at4�//
Sa= 1.08
Plan Area for Each Level:
A, := 2118ft2•Sa A2a:= 1788ft2 A2b:= 812ft2•Sa A2c Oft2
(Upper Roof) (Upper Floor) (Lower Roof) (Deck)
Plan Perimeter for Each Level:
PI := 2(40ft) + 2(52ft) P2:= 2(50ft) + 2(52ft)
(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
wI := 15 psf AI + 12 psf.4-ft-P, I Opsf for miscellaneous interior walls.
Story Weight at Main Floor:
w2:= 20•psf•A2a+ 15psf•A2b+ IOpsf•A2c+ 12•psf•(5•ft-PI + 4.5ft•P2)
Lateral Loads transfered to foundation at Main Floor Level
W= wi + w2= 114260.5 lb
3102, 2012 IBC.xmcd Mark Myers, PE 9/12/2013
Z
g _2o1 5F=
ed2 92
15T,
1 �
UFFER ROOF : 211a 5F
FOUNDATION VENILATION
USE 14"x 7"SCREENED FDN.VENTS PLOOR PLAN CALCULATIONS .a
(1)VENT=.52 SQ.FT.NET FREE VENT AREA MAIN FLOUR- 1,314 SF. Y,
UPPER FLUOR- 1,788 SF.
FDN.AREA
300 =NET VENT AREA REQ'D(N.V.A.) TOTAL 3,102 S.F.
GARAGE (3 CAR), 898 SF.
N.V.A.
52 =QTY.OF VENTS REQUIRED c.us GARAGE (2 CAR), 501 SF.
1314 4.38 = 8.42 VENTS REQ'D 4.38 52 Yi
300 -
( 9 ) VENTS REQUIRED
812 812
YJ
L
547i -
*11LOkE1 00f : (o11 5F
3
Myers Engineering, LLC Phone: 253-858-3248
3206 50th Street Ct NW, Ste 210-B PROJECT : Plan 3102 w/3 Car Email: myengineer @centurytel.net
Gig Harbor, WA 98335 Option
Approximate Fundamental Period, Ta:
Ct:= 0.02 x:= 0.75 (perASCE7-10 Table 12.8-2) hn:= 23 (Structural Height perASCE7-10 Sect. 11.2)
T,:= Ct.hn x =0.21 (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 =0.38 ASCE7-10 E 12.8-3
F-4�) ( q• )
CS shall not be less than: 0.044SDS•Ie=0.04 (ASCE7-10 Eq. 12.8-5)
SDS
C,:= =0.14 Total Base Shear: VE:= Cs•W= 15586.3 lb
�R)4
Vertical Shear distribution at each level:
for structures having a period of 0.5 sec or less: k:= 1
h1 := 19ft h2:= 11ft (Height from base to level x)
�
'I•hII
Cv1 := \ -0.51 FI := CvI•VE=7990.651b Story Shear at Upper Floor
(w1-h1 + w2 h2) —
(W2-h2)Cv2:= ( —0.49 F2:= Cv2'VE=7595.66 lb Story Shear at Main Floor
\w1•h1 + w2•h2) -
3102, 2012 IBC.xmcd Mark Myers, PE 9/12/2013
Myers Engineering, LLC Phone: 253-858-3248
3206 50th Street Ct NW, Ste 210-B PROJECT : Plan 3102 w/3 Car Email: myengineer @centurytel.net
Gig Harbor, WA 98335 Option
WIND DESIGN
Use analytical procedure of ASCE 7-10 Chapter 27 (Directional Procedure for buildings of all heights)
Vim:= 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:= 23-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:= 1 ft Ham:= 1 ft Lh:= 1 ft z:= h 'Y := 2.5 µ:= 4
K] := 0.75�TH =0.75 K2:= Cl - L / =0.75 K3:= e Lh =0 K,:_ (1 + K K K)2 = 1
� 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 (perASCE7-10 Table 26.9-1 based on Exposure Category)
z9=1200ft, a=7.0 (Exp B), zg=900ft, a=9.5 (Exp C), zg=700ft, a=11.5 (Exp D)
z] := 19ft Z2:= 15ft Height from ground to level x (zmin = 15ft)
Ca/ �a/ (a)
KZ] := 2.01 z] =0.61 K,2:= 2.01 z2 =0.57 Kh:= 2.01 g/ =0.65
g g J
External Pressure Coefficients w/ Roof Pitch = 5/12 (23 degrees) Front to Back & 8/12 (34 degrees) Side to Side
Taken from Figure 27.4-1
Front to Back: Side to Side:
Lf,:= 52ft Bf,:= 50ft Lam, = 1.04 h =0.44 Lss:= 50ft Bss:= 52ft Lss =0.96 h =0.46
Bfb Lf, BSS LSs
CPO := .8 Windward Wall CPS] ;_ .8 Windward WalI
CPf2:= 0.14 Windward Roof C Ps2'- 0.31 Windward Roof
CPf3:= -.6 Leeward Roof CPs3 -.6 Leeward Roof
Cpf4:= -.5 Leeward Wall Cps4:= -.5 Leeward Wall
3102, 2012 IBC.xmcd Mark Myers, PE 9/12/2013
5
329 8F
2
S S�
X34 SF a -
FfRONT ELEVATION
FO
rl
FRIG 4T ELEVATION
b
665E 44 3F
405 SF
----------- -----------
51"I SF
JLJLJ�jj
LEST ELEVATION
tj EI::Il
BE NMI
REAR ELEVATION
7
an r-M cm
FRONT ELEVATION
RICxNT ELEVATION
Myers Engineering, LLC Phone: 253-858-3248
3206 50th Street Ct NW, Ste 210-B PROJECT - Plan 3102 w/3 Car Email: myengineer @centurytel.net
Gig Harbor, WA 98335 Option
Velocity Pressure (qZ) Evaluated at Height (z) (Equation 23.3-1)
qzl := 0.00256•K,1-Kt•Kd•V2= 16.19 qz2:= 0.00256•K,2-Kt•Kd•V2= 15.13 qh:= 0.00256•Kh•Kzt•Kd•V2= 17.1
Design Wind Pressures p= gGCp -gl(GCpi) (Equation 27.4-1)where ql will conservatively be taken equal to qh
Windward Wall Both Directions prowl := gz,.G•Cpfl•psf = 11.0111 2.lb p,,.2:= q.2-G•Cpfl•psf= 10.29 ft 2.Ib
Windward Roof Front to Back pwrl qh-G•Cpf2•psf=2.03 ft 2.lb
2
Leeward Roof Front to Back Plrl := gh'G•Cpf3•psf= -8.72ft .lb
The Internal Pressures on Windward and
Leeward Wall Front to Back plwl gh•G•Cpf4•psf= -7.27ft-2-Ib Leeward Walls& Roofs will offset each
other for the lateral design of the overall
Windward Roof Side to Side G•C sf=4.51 ft 2.1b building and will therefore be ignored for
Pwr2 := gh' ps2'P this application.
Leeward Roof Side to Side plr2:= qh-G•Cps3•psf=-8.72 ft 2•Ib
Leeward Wall Side to Side plw2:= gh•G•Cps4•psf=-7.27 2
ft
Check net pressure not less than 16psf at walls & 8psf at roof over projected vertical plane:
p., -plrl = 10.75 ft 2 Ib prowl -plwl = 18.28 ft 2 lb pww2 -'plwl = 17.56 ft 2 lb
Pwr2 -P1r2= 13.23 ft 2 lb pwwl -p1w2 = 18.28 ft 2 lb p,2 -p1w2 = 17.56ft 2 Ib
Wind Pressure at Upper Roof (Front to Back):
ulw= (Pwri -P1r1)329ft2 + (Pwwl -p1wl)-222•ft2 = 7595.36 lb
Wind Pressure at Main Floor(Front to Back):
V2w:_ (Pwrl -P1r1)68ft2+ (pww2 -plwl)'434•ft2 = 8350.79 lb
Wind Pressure at Upper Roof(Side to Side):
V3w= (pwr2 -p1,2)-1 10ft2
1r2)•110ft2 + (pw�l -plw2)'405ft2=8856.29 lb
Wind Pressure at Main Floor(Side to Side):
Vow:_ (pwr2 -plr2)'0112+ (pww2 -plw2)-517ft2=9076.661b
3102, 2012 IBC.xmcd Mark Myers, PE 9/12/2013
Myers Engineering, LLC Phone: 253-858-3248
3206 50th Street Ct NW, Ste 210-B PROJECT : Plan 3102 w/3 Car Email: myengineer @centurytel.net
Gig Harbor, WA 98335 Option
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
(GCP) is given in Table 26.11-1 (See above)
GCplin:= 0.5 GCp2in:= 0.5 GCp3in:= 0.5 Figure 30.4-2113 (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
pl := gh'C(GCpiout) - (GCpi)lpsf pl = -18.47 ft 2.lb (Zone 1)
P2 gh'[(GCp2out) - (GCpi)]psf P2= -32.14 ft 2.lb (Zone 2)
P3 gh'1(GCp3out) - (GCpi)lpsf p3= -47.53 ft-2.lb (Zone 3)
:= gh#GCp2oh))psf P2=-37.62 ft 2.lb (Zone 2 Overhang)
= gh'((GCp3oh))Psf P3= -63.26 ft 2•lb (Zone 3 Overhang)
When roof pitch is less than 8=10 degrees, values of GC for walls may be reduced by 10%
P4 gh'[(GCp4out) -�GCpi)�psf p4=-21.89 ft 2 lb (Zone 4)
P5 gh'1(GCp5ou) -(GCpi)]psf p5=-27.01 ft 2.lb (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 = 9.2 ft 0.04(40ft) = 1.6ft
Therefore a:= 4ft
3102, 2012 IBC.xmcd Mark Myers, PE 9/12/2013
�V
COVERED PATIO LINE BELOW
--------------------r k
-w`
I �
I I
4/0x4/0 FX I
i
i
6/0 TUB 5/0 SHOWER 777
EGRESS(3) 3/0x5/0 SH EGRESS (2) 3/0x5/D SH MASTER 12/4 HC q ,,,2/4 HC� I 2%0 nI. SDRC�2
v6/ / of I G
N 81TTM OPTION
x MA51ER SMITE v 2/0 H V
8'-0' CEILING
"A
x
Ilcu
x \
--
Ii R&S ff — ————— 5/0x2/6 L— _ _
Myers Engineering, LLC Phone: 253-858-3248
3206 50th Street Ct NW, Ste 210-B PROJECT : Plan 3102 w/ 3 Car Email: myengineer @centurytel.net
Gig Harbor, WA 98335 Option
WALL AA:
Story Shear due to Wind: V3W = 8856.291b Story Shear due to Seismic: F1 =7990.651b
Bldg Width in direction of Load: Lt:= 52-ft Distance between shear walls: L1 := 23-ft
Shear Wall Length: Laa,:= (7.5+ 6)ft Laa, (7:5+ 6)ft
Laa„= 13.5 ft Laa,= 13.5 ft
Percent full height sheathing:
10-ft •100 % 100
Max Opening Height = Oft-Oin, Therefore C,:= 1.00
%°••_ =
perAF&PA SDPWS Table 4.3.3.4
0.6V3W L1 0.71 Ll
P Lt 2
Wind Force: vaa:= Seismic Force: p:= 1.0 Eaa,:= Lt 2
Laa,, Laa,
_ _ _ E _
vaa= 87.05 ft 1.1b vaa — 87 05 f 1.1b Eaa=91.63 f 1 lb =91.63 ft 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: Laa:= 6-ft Plate Height: Pt:= 8-ft
WR:= 0.6(15-psf)-2-ft-Laa+ 0.6-(10-psf)-Pt•Laa+ 0.6•(10psf)-0ft•Laa DLRM:= WR•Laa DLRM= 1188 ft•Ib
L
Overturning Moment:
OTMW:= vaa•Laa•Pt OTMW=4178.35 ft-lb OTMS:= Eaa•Laa•Pt OTMS=4398.27 ft•Ib
Holdown Force & Net Uplift:
OTMW OTMS
— DLRM —DLRM
Co co
HDFaaH,:= HDFaas:_
Laa Laa
HDFaaµ,=498.391b HDFaas = 535.041b
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)& 1-112" Plate Hem-Fir
ZN:= 122-lb CD:= 1.6 l A,:= 860•Ib Cp,.= 1.6 ZB:= A,-CD ZB = 13761b
$p- (ZN CD Co) = 2.24 ft (CD ZN C0) =2.13 ft (ZB'Co) (ZB'Co)
vaa Ea,, :_ = 15.81 ft — 15.02 ft
vaa Eaa
16d @ 16"o.c. 5/8"A.B. @ 72" o.c.
3102, 2012 IBC.xmcd Mark Myers, PE 9/12/2013
j x"
Myers Engineering, LLC Phone: 253-858-3248
3206 50th Street Ct NW, Ste 210-B PROJECT : Plan 3102 w/3 Car Email: myengineer @centurytel.net
Gig Harbor, WA 98335 Option
WALL BB:
Story Shear due to Wind: V3W=8856.291b Story Shear due to Seismic: F, =7990.65 lb
Bldg Width in direction of Load: LnW-- 52-ft Distance between shear walls: Lam:= 29•ft 11ll
Shear Wall Length: Lbbw:= (4.2.33 + 3 + 3.33)ft Lbbs:= [4-2.33(4.66) + 3( 6) + 3.33 6g6JJft
Lbbw= 15.65 ft Lbbs= 10.45 ft
5.66 ft Max Opening Height = 5ft-Oin, Therefore C = 0.76
Percent full height sheathing: 100 100 %=51.45 ^"" ^
C
11-ft perAF&PA SDPWS Table 4.3.3.4
0.6V3W Ll 0.71 L1
Lt 2 P Lt 2
Wind Force: vbb := Seismic Force: := 1.0 Ebb:_
Lbb , Lbbs
E
vbb = 94.68 ft_ 1 lb vbb = 124.58 ft 1•lb Ebb= 149.24 ft 1 lb bb = 196.37C 1.1b
Co Co
P1-6: 7MV Sheathing wl 8d nails @ 6" O.C.
Wind Capacity= 339 pif
Seismic Capacity= 242 plf
Dead Load Resisting Overturning: Lbb:= 4.67-ft Plate Height: Pmt:= 8-ft
Wes:= 0.6(15•psf)•2•ft•Lbb+ 0.6•(10•psf)•Pt•Lbb+ 0.6•(10psf)•Oft•Lbb Lbb
D w= WR 2 DLRM=719.69 ft lb
Overturning Moment:
O TM� = vbb-Lbb-Pt OTM,=3537.21 ft-lb OT Ebb-Lbb-Pt OTMS=5575.56 ft-lb
Holdown Force& Net Uplift:
OTMW OTMS
-DLRM -DLRM
HDFbbw:= Co HDFbbs:= Co
Lbb Lbb
HDFbbw= 842.51 lb HDFbbs= 1416.821b
Simpson MSTC40 to wall below or ST2215
Base Plate Nail Spacing (2012 NDS Table11N1 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 .= 122•1b = 1.6 Ate:= 860-lb C ;=2 1.6 W.= AS•CD ZB = 13761b
(CD'ZN•Co) _ (CD.ZN•col l _
B 1.57 ft 0.99 ft Z C Z C )
^^ vbb Ebb Ass B vbb = 11.05 ft B 7.01 ft
Ebb
16d @ 12" o.c. 5/8"A.B. @ 7Z'ox.
3102, 2012 IBC.xmcd Mark Myers, PE 9/12/2013
I3
Myers Engineering, LLC Phone: 253-858-3248
3206 50th Street Ct NW, Ste 210-B PROJECT : Plan 3102 w/ 3 Car Email: myengineer @centurytel.net
Gig Harbor, WA 98335 Option
WALL CC:
Story Shear due to Wind: Vlw =7595.36 lb Story Shear due to Seismic: F1 =7990.651b
Bldg Width in direction of Load: LL -- 40-ft Distance between shear walls: Lry dv:= 40-ft
Shear Wall Length: Lccw:= (15.5 + 26)ft Lccs:= (15.5 + 26)ft
Lcc,,=41.5 ft Lcc,=41.5 ft
Percent full height sheathing: = 10•ftMax Opening Height= Oft-Oin, Therefore C = 1.00
9 9 o J•100 %= 100 ^^^�'
perAF&PA SDPWS Table 4.3.3.4
0.6V,w L1 0.71 Ll
Lt 2 P Lt 2
Lc
Wind Force: vcc:= Seismic Force: A:= 1.0 ECc:= cc
ev L s
E
vcc= 54.91 ft 1-lb vcc = 54.91 ft 1 lb Ecc =67.39ft 1•lb ao =67.39ft 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: Lcc:= 15.5-ft Plate Height: Pmt:=.8•ft
:=
0.6(15•psf)-2•ft-Lcc+ 0.6•(10-psf)•Pt•L,c+ 0.6-(10psf)•0ft•Lcc Lcc
Dn M= WR• 2 DLRM=7928.25 ft-lb
Overturning Moment:
TM vcc•Lcc•Pt OTMN,=6808.37 ft. 0 = Ecc'Lcc'Pt OTMS= 8356.48 ft-lb
Holdown Force & Net Uplift:
OTMW OTMS
-DLRM -DLRM
Co Co
HDFccw:= HDFccs:_
Lcc L'cc
HDFcc,=-72.251b HDFccs =27.631b
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 518"Dia. Bolt(6" Embed)& 1-1/2" Plate Hem-Fir
Z := 122.1b Cam:= 1.6 Ate:= 860-lb Cam:= 1.6 &:= AS•CD ZB= 13761b
(CD ZN Co) = 3.56 ft (CD ZN Co) =2.9 ft
IIPA We Ecc A =25.06 ft =20.42 ft
vcc Ecc
16d @ 16" o.c. 5/8"A.B. @ 77' o.c.
3102, 2012 IBC.xmcd Mark Myers, PE 9/12/2013
1 q
Myers Engineering, LLC Phone: 253-858-3248
3206 50th Street Ct NW, Ste 210-13 PROJECT : Plan 3102 w/ 3 Car Email: myengineer @centurytel.net
Gig Harbor, WA 98335 Option
WALL DD:
Story Shear due to Wind: Vlw =7595.361b Story Shear due to Seismic: Fl =7990.651b
Bldg Width in direction of Load: LL -- 40-ft Distance between shear walls: Lam:= 40-ft
Shear Wall Length: Lddw:= (19+ 22)ft Ldd,:= (19+ 22)ft
LddW=41 ft Ldd, =41 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
0.6V,w Ll 0.71 Ll
Lt 2 P Lt 2
Wind Force: vdd:= Seismic Force: := 1.0 Edd
LddW Ldds
E
vdd =55.58ft 1-lb vdd = 55.58ft 1-lb Edd=68.21 ft 1-lb ad =68.21 C 1•ib
Co co
P1-6: 7/16" Sheathing w/ 8d nails @ 6" O.C.
Wind Capacity= 339 plf
Seismic Capacity= 242 pif
Dead Load Resisting Overturning: Ldd:= 19-ft Plate Height: Pmt:= 8-ft
Wes:= 0.6(15-psf)-2-ft-Ldd+ 0.6-(10-psf)-Pt-Ldd+ 0.6•(10psf)-0ft-Ldd Ldd
Dom= WR• 2 DLRM= 11913 ft•Ib
Overturning Moment:
OTTMM := vdd-Ldd-Pt OTMW=8447.53 ft-lb OTM— Edd-Ldd-Pt OTMS= 10368.35 ft-lb
Holdown Force& Net Uplift:
OTMw OTMS
—DLRM —DLRM
HDFddw:= Co HDFdds:= Co
Ldd Ldd
HDFddw=-182.391b HDFdds =-81.31b
No Holdown Required
Base Plate Nail Spacing (2012 NDS Table11N1 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 1:= 1122•1b = 1.6 r Ate,:= 860•1b &4,;= 1.6 .= AS•CD ZB = 13761b
S = (CD ZN CO) =3.51 ft (CD ZN Co) =2.86 ft _
vdd Edd A _ =24.76 ft —20.17 ft
vdd Edd
16d @ 16"o.c. 5/8"A.B. @ 72" o.c.
3102, 2012 IBC.xmcd Mark Myers, PE 9/12/2013
15
Myers Engineering, LLC Phone: 253-858-3248
3206 50th Street Ct NW, Ste 210-B PROJECT : Plan 3102 w/ 3 Car Email: myengineer @centurytel.net
Gig Harbor, WA 98335 Option
WALL EE:
Story Shear due to Wind: V3w=8856.291b Story Shear due to Seismic: Fl =7990.651b
Bldg Width in direction of Load: Lam:= 52-ft Distance between shear walls: L := 23-ft L2:= 29ft
Shear Wall Length: Leek,:= (11 + 12.75)ft Lees:= (11 + 12.75)ft
Lee,,,=23.75 ft Lees=23.75 ft
Percent full height sheathing:
10-ft Max Opening Height= Oft-Oin, Therefore C •= 1.00
%°:= 100 %= 100 ""�^
10-ft} perAF&PA SDPWS Table 4.3.3.4
0.6V3w (Li + L2) 0.7Fi (L, + L'2)
Lt 2 P Lt 2
Wind Force: vee:= Seismic Force: := 1.0 Eee
Leek, Lees
_ _ E _
vee= 111.87 ft 1•lb vee = 111.87 ft 1 lb Eee= 117.76 ft 1 lb = 117.76 ft 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: Lee:= 11•ft Plate Height: Pt:= 8-ft AAAA
Wes:= 0.6(15•psf)•22.5•ft•Lee+ 0.6•(10•psf)•Pt•Lee+ 0.6•(10psf)•Oft•Lee Lee
DLR&= WR DLRM= 15155.25 ft lb
2
Overturning Moment:
010 _= vee•Lee•Pt OTM,,,= 9844.47 ft-Ib OTM := Eee•Lee'Pt OTMS= 10362.6 ft.lb
Holdown Force & Net Uplift:
OTMW OTMS
— DLRM — DLRM
Co co
HDFee,,,:= HDFees:_
Lee Lee
HDFee,,,=—482.8 lb HDFee,=—435.71b
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
AW.= 1122.1b = 1.6 r 860-1b Cry.= 1.6 ZA:= As•CD Zg = 13761b
B = (ZN CD C0) = 1.74 ft (CD ZN Co) = 1.66 ft �ZB'C0) �ZB C0)
vee Eee BAs,:= = 12.3 ft = 11.69 ft
vee Eee
16d @ 16"o.c. 5/8"A.B. @ 7z' o.c.
3102, 2012 IBC.xmcd Mark Myers, PE 9/12/2013
16
r '
�p tv
� A
(2) 3/6x6/0 SH PATIO
3/0 SC 17
A
x
4 �
N 5/0x6/0 SL 5/0x6/0 SL 5/0x6/0 SL
N ,
N
I
I
r_ 3
A EMENDED CMREAT ROOM
Y _I
ol)I
V
I KlTQ4-M 42' MPS41-L
C�GES
y C
'p
REFER
------- 2/8 S C
� / I
i
i
4 Ir SOFFIT DN 8' 1 1
WM V�
ti 1 1�I H` la\x/ '��/
N
v--—
x I I I I I=I 2/e sc
e I 1�1 0
o 3-GAR fsARAC�
0 OFFIT DN 8'/
----J /F/ R&S w
� al
--G _l r-----------I
1 STUDY 1 I l ! I I
BL LN. A 1 I FLOOR LINE ABV. I I I
--- -- -- — --------� I I
I I
L------------I--
J, AIV�� 1 I 8/0x$/0 O.H.SECTIONAL GARAGE DOOR
L—SOFFIT DN 8_—J S16/Ox8/0 H.SECTI NAL GARAGE DO R
EGRESS EGRESS(2) 3/0x6/0 SH CIS C] Is 1445
57-rg 1
ysTi����s
17
�rl x6/0
X7�1 3/0 SC\ A Qr
5/0x6/0 SL 5/0x6/0 SL 5/0x6/0 SL rh)
4/
I 3
o
/�
I EXTENDED CsREAT ROOM
1q' 171D 0 4� ti it N
G
I
I �5
I
K
lr WL ACCES
42'OPER RAIL e"»*°MINIMUM
I
REFER i i i i
x F-—KOFFff EN 8' -7
li r-tP,�I
= I DINW.2
SST
x =I 2/e s
/+
1yJ a
2-GAR CsARAGE
�DFFIT DN
R&S
S� v ---
d
�p Y I
' rrFd v� 1 I I I
STUDY I ! I
LDG. LN. I FLOOR LINE ABV.
---- -- - 1--------�
� I I I
�ooIvo I L-----------
�—
L-SOFFlT DN S'_jI 16/0x8/0 O.H.SECTIONAL GARAGE DOOR
EGRESS EGRESS
RED (2) 3/0x6/0 SH
C C] �] 1,625 41 ►.l�Z'S
is-fAp
l�
Myers Engineering, LLC Phone: 253-858-3248
3206 50th Street Ct NW, Ste 210-B PROJECT : Plan 3102 w/3 Car Email: myengineer @centurytel.net
Gig Harbor, WA 98335 Option
WALL A:
Story Shear due to Wind: V4W =9076.661b Story Shear due to Seismic: F2=7595.661b
Bldg Width in direction of Load: L := 52-ft Distance between shear walls: Lam:= 23•ft
Shear Wall Length: Law:= (2.3.33 + 4 + 5)ft Las:= [2-3.33(6.661 + 4+ 5]ft
9J
Law= 15.66 ft Las = 13.93 ft
Percent full height sheathing: := Max Opening Height = Oft-Oin, Therefore C = 1.00
g 9 (_L0_I 100 %= 100 N" `
10-ft perAF&PA SDPWS Table 4.3.3.4
�0.6VW LI 0.7F2 L
vaa•Laaw+ Lt 2 Eaa•Laas+ p Lt —2
Wind Force: va:= Seismic Force: := 1.0 Ea:=
Law Las
_ _ E _
va= 151.95 ft 1 lb va = 151.95 ft 1 lb Ea= 173.23 ft 1 Ib a = 173.23 ft 1•Ib
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: L a:= 3.33-ft Plate Height: Pmt:= 9-ft
Wes:= 0.6(15•psf)•2•ft•La+ 0.6•(10•psf)•2Pt•La+ 0.6•(10psf)•2ft•La RLRM:_ WR La DLRM- 765.13 ft-lb
2 -
Overturning Moment:
OTM = va•La Pt OTMw=4554 ft•lb 0�:= Ea La Pt OTMS=5191.84 ft-lb
Holdown Force & Net Uplift:
OTMw OTMS
-DLRM -DLRM
HDFaw.- co + HDFaaw HDFas.- Co + HDFaaS
La La
HDFaw= 1636.19 lb HDFas = 1864.391b
Simpson LSTHD8RJ
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
.= 1122•1b ) = 1.6 ( Ate:= 8(60•lb Cam:= 1.6 := AS CD ZB = 13761b
B := `CD ZN C� = 1.28 ft `CD ZN C0) = 1.13 ft `ZB'Co) — (ZB'Co� —
va Ea ,AAss:= - 9.06 ft -7.94 ft
va Ea
16d @ 12" o.c. 5/8"A.B. @ 7Z' o.c.
3102, 2012 IBC.xmcd Mark Myers, PE 9/12/2013
M
Myers Engineering, LLC Phone: 253-858-3248
3206 50th Street Ct NW, Ste 210-B PROJECT : Plan 3102 w/ 3 Car Email: myengineer @centurytel.net
Gig Harbor, WA 98335 Option
WALL B:
Story Shear due to Wind: Vow=9076.661b Story Shear due to Seismic: F2= 7595.66 lb
Bldg Width in direction of Load: Lam:= 47-ft Distance between shear walls: :- 24-ft
Shear Wall Length: Lbw:= (6.17+ 2.1.625)ft Lbw= 9.42 ft US:= (6.17+2.1.625)ft Lb,=9.42 ft
10 ft Max Opening Height = Oft-Oin, Therefore C = 1.00
Percent full height sheathing: = %= 100"0A (
10•ft).100 perAF&PA SDPWS Table 4.3.3.4
0.6V4W Ll 0.7F2 L1
Lh
vbb•Lbbw+ Ebb•Lbbs+ p• -
Lt 2 Lt 2
Wind Force: vb:= Seismic Force: �:= 1.0 Eb:= Lh
Lbw s
_ _ E _
vb =304.9C 1•lb vb =304.9 ft 1•lb Eb=309.69 ft 1 lb b =309.69 ft 1 lb
Co Co
P1-4: 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 4 n Minimum
Allowable Shear per Panel = 581 lb
See APA Technical Topic TT-100 Shear per Panel: VZ:_ (3.25ft•Eb)
"A Portal Frame with Hold Downs for 2
Engineered Applications (Emphasis Added) VZ=503.24 Ib 0.K.
Dead Load Resisting Overturning: Lb:= 6.17 ft Plate Height: = 9-ft
I MI
Wes:= 0.6(15-psf)-2•ft-Lb+ 0.6•(10•psf)•2Pt•Lb+ 0.6-(10psf)•7ft•Lb Lb
DLRMJ= WR• 2 DLRM= 3197.79 ft-lb
Overturning Moment:
OOTTMM - vb•Lb•Pt OTMw= 16931.31 ft-lb 0 := Eb-Lb PT OTMS = 17196.82ft•lb
Holdown Force & Net Uplift:
OTMw OTMS
-DLRM - DLRM
Co
HDFbw:= HDFbs:_ Co
Lb Lb
HDFbw=2225.85 Ib HDFbs=2268.89 lb
Simpson S-FHD10RJ
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 MCA= 1.6 Ate:= 860.1b l Cam:= 1.6 ZR:= AS CD ZB = 13761b
B := (CD ZN Co) =0.64 ft (CD ZN C.) =0.63 ft As:_ (ZB Co� =4.51 ft 7CZB =4.44 ft
vb Eb � vb Eb
16d @ 6"o.c. 5/8"A.B.@ 54 o.c.
3102, 2012 IBC.xmcd Mark Myers, PE 9/12/2013
Myers Engineering, LLC Phone: 253-858-3248
3206 50th Street Ct NW, Ste 210-B PROJECT : Plan 3102 w/ 3 Car Email: myengineer @centurytel.net
Gig Harbor, WA 98335 Option
WALL C:
Story Shear due to Wind: V2W = 8350.79 lb Story Shear due to Seismic: F2 =7595.661b
Bldg Width in direction of Load: Lam:= 50•ft Distance between shear walls: Lam,:- 40-ft
Shear Wall Length: Lcw:= (19.5)ft Lcs:= (19.5)ft
LcW= 19.5 ft US= 19.5 ft
Percent full height sheathing: = 10•ft Max Opening Height= Oft-Oin; Therefore C 1.00
9 g: ° 100 % = 100 ^'"q^
10-ft) perAF&PA SDPWS Table 4.3.3.4
0.6V2w L1 0.7F2 L1
vcc•LccW+ Ec,•Lccs+ P_
Lt 2 Lt 2
Wind Force: vc:= Seismic Force: g:= 1.0 E C:–
LcW U.
_ E
vc=219.63 ft 1 lb vc =219.63 ft 1 lb EC=252.49 ft 1 lb o =252.49C 1.1b
Co C°
P1-4: 7116"Sheathing w/8d nails @ 4"O.C.
Wind Capacity= 495 pif
Seismic Capacity= 353 plf
Dead Load Resisting Overturning: L,:= 19.5-ft Plate Height: Pmt:= 9-ft
Wes:= 0.6(15•psf)•2•ft•Lc+ 0.6•(10•psf)•2Pt•Lc+ 0.6•(10psf)•l ft•Lc Lc
D RM.= WR•— DLRM=25096.5 ft-lb
2
Overturning Moment:
"M vc•LC*Pt OTMW=38545.18 ft-lb OT, M- E�L�Pt OTMS=44311.59 ft-lb
Holdown Force & Net Uplift:
OTMW OTMS
–DLRM –DLRM
HDFcW:= Co HDFcs:_
Co
1'c Lc
HDFcw=689.68 lb HDFcs=985.391b
No Holdown Required
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)& 1-1/2" Plate Hem-Fir
Z := 122.1b Cam:= 1.6 Ate:= 8(60 lb Cam:= 1.6 Z := AS•CD ZB= 13761b
r8 L1= (CD ZN Co) =0.89 ft (CD ZN Co) =0.77$ IZB Co� (ZB Co
vc EC _ = 6.27 ft =5.45 ft
vc EC
16d @ 8" o.c. 5/8"A.B. @ 66" o.c.
3102, 2012 IBC.xmcd Mark Myers, PE 9/12/2013
ZI
Myers Engineering, LLC Phone: 253-858-3248
3206 50th Street Ct NW, Ste 210-13 PROJECT : Plan 3102 w/3 Car Email: myengineer @centurytel.net
Gig Harbor, WA 98335 Option
WALL D 3 Car):
Story Shear due to Wind: V2w= 8350.79 lb Story Shear due to Seismic: F2 =7595.66 lb
Bldg Width in direction of Load: L ;= 50-ft Distance between shear walls: Lam: 40-ft := loft
Shear Wall Length: Ldw:= (6 + 6.5)ft Lds:=_(6 + 6.5)ft
Ldw= 12.5 ft Lds= 12.5 ft
Percent full height sheathing: = 10 ft Max Opening Height= Oft-Oin, Therefore C = 1.00
g g: ° 100 %= 100 ^^`�"
10-ft) perAF&PA SDPWS Table 4.3.3.4
0.6V2`�, (Ll +L21 0.7F2 �LI + L2)
vdd•Lddw+ Edd Ldds+ p
Lt 2 Lt 2
Wind Force: vd:= Ld Seismic Force: S:_ 1.0 Ed:= L
w d,
_ E _
vd=382.71 ft 1 lb vd =382.71 ft 1.1b Ed=436.42ft 1•Ib =436.42 ft 1 lb
C° co
P1-3: 7/16" Sheathing w/8d nails @ 3" O.C.
Wind Capacity= 638 plf
Seismic Capacity = 456 plf
Dead Load Resisting Overturning: Ld:= 6-ft Plate Height: fit, 9-ft
Wes:= 0.6(15•psf)•2•ft•Ld+ 0.6•(l0•psf �)•2Pt•Ld+ 0.6 -lft•La Ld
D = WR• DLRM=2376 ft-lb
2
Overturning Moment:
QTM- vd•Ld•Pt OTMw=20666.21 ft-lb QTM- Ed•Ld•Pt OTMS=23566.49ft•lb
Holdown Force& Net Uplift:
OTMw OTMS
- DLRM -DLRM
HDFdw:= CO HDRd := co
Ld Ld
HDFdw=3048.37 lb HDFds =3531.75 lb
Simpson STHD14RJ
Base Plate Nail Spacing (2012 NDS Table11N) Anchor Bolt Spacing (2012 NDS Table 11 E)
16d Common (0.162"x3.5") Nails &1-112" Plate Hem-Fir 5/8" Dia. Bolt(6" Embed) & 1-1/2" Plate Hem-Fir
1(22 lb Cpl:= 1.6 ( Ate:= 860•lb Cam:= 1.6 Z := A,-CD ZB = 13761b
B :- `Cp ZN C°I =0.51 ft (Cp ZN C.) =0.45 ft (ZB•CO) - �ZB C0� -
"" ^ vd Ed Ass = 3.6 ft -3.15 ft
vd Ed
16d a@ 4" o.c. 5/8"AB. @ 36" o.c.
3102, 2012 IBC.xmcd Mark Myers, PE 9/12/2013
'G-7i-
Myers Engineering, LLC Phone: 253-858-3248
3206 50th Street Ct NW, Ste 210-B PROJECT : Plan 3102 w/3 Car Email: myengineer @centurytel.net
Gig Harbor, WA 98335 Option
WALL D (2 Car):
Story Shear due to Wind: V2W = 8350.791b Story Shear due to Seismic: F2=7595,66 lb
Bldg Width in direction of Load: L 50-ft Distance between shear walls: :- 50-ft
Shear Wall Length: Lid := (6.5 + 34)ft Lid :_ (6.5 + 34)ft
LdW=40.5 ft Ld,= 40.5 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*6V,w (L1) 0.7F2 (Li)
vdd•LddW+ Edd•Ldds+ p•
Lt 2 Lt 2
Wind Force: d:= Seismic Force: := 1.0 :=
LdW Ld,.
E
vd= 118.12$ 1•lb vd = 118.12$ 1•lb Ed= 134.7 ft 1.1b fl = 134.7 C 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: Lam:= 6.5•ft Plate Height: Pty= 9•ft
Wes:= 0.6(15•psf)•2•ft•Ld+ 0.6(10 psf) 2Pt Ld+ 0.6(lOpsf) lft Ld Ld
D = WR — DLRM=2788.5 ft-lb
2
Overturning Moment:
OTM .= vd-Ld-Pt OTMW=6910ft•lb OTTMM — Ed•Ld•Pt OTMS= 7879.74 ft-Ib
Holdown Force & Net Uplift:
OTMW OTMS
— DLRM —DLRM
Co Co
2DFd Ld • Ld
HDFdW=634.081b HDRd =783.271b
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
Z := 1122•lb = 1.6 A�:= 860•1b Cam:= 1.6 := A,-CD ZB = 13761b
B = `CD•ZN•C,,) = 1.65 ft (CD ZN C„) - 1.45 ft
= (ZB Co� = 11.65 ft = 10.22 ft
vd Ed
vd Ed
16d @ 16”o.c. 5/8"A.B. @ 72"' o.c.
3102, 2012 IBC.xmcd Mark Myers, PE 9/12/2013
Myers Engineering, LLC Phone: 253-858-3248
3206 50th Street Ct NW, Ste 210-B PROJECT : Plan 3102 w/3 Car Email: myengineer @centurytel.net
Gig Harbor, WA 98335 Option
WALL E L Carl
Story Shear due to Wind: V4W= 9076.661b Story Shear due to Seismic: F2= 7595.661b
Bldg Width in direction of Load: Lam:= 52-ft Distance between shear walls: .= 23-ft := 29ft
Shear Wall Length: Lew:= (19+ 9 + 10)ft Les.:= (19+ 9 + 10)ft
Lew=38 ft Les =38 ft
10 ft
Percent full height sheathing: 100 % 100
Max Opening Height = Oft-Oin; Therefore = 1.00
_ =
10-ft) perAF&PA SDPWS Table 4.3.3.4
[�.6V4W (Ll + L2� - 0.7F2 �Ll +L2)
ve Leew+ Eee Lees+ p•
L� 2 Lt 2
Wind Force: ve:= Seismic Force: w, 1.0 E,:=
Lew Les
_ E _
ve= 141.58ft 1 lb ve = 141.58ft_ 1 lb Ee= 143.56$ 1•lb e = 143.56 ft—1•
lb
Co Co
P1-6: 7/16" Sheathing w/ 8d nails @ 6" O.C.
Wind Capacity= 339 pif
Seismic Capacity= 242 plf
Dead Load Resisting Overturning: Le:= 9.ft Plate Height: ,:= 9-ft
Wes= 0.6(I5-psf)•0•ft•Le+ 0.6•(10•psf)Pt•Le+ 0.6•(10psf)•4ft•Le Le
DDLRM�:= WR• 2 DLRM=3159 ft-lb
Overturning Moment:
OTMM - ve•Le Pt OTMw= 11467.65 ft.lb OTM— Ee Le Pt OTMS = 11628.2 ft•lb
Holdown Force & Net Uplift:
OTMw OTMS
—DLRM —DLRM
HDFew:= Co HDFes:_
Co
Le Le
HDFew=923.18 lb HDFes=941.02 lb
No Holdown Required.
Base Plate Nail Spacing (2012 NDS Tablell N) Anchor Bolt Spacina (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 := 122•1b = 1.6 Ate:= 860•1b = 1.6 Za�.= AS•CD ZB = 13761b
B := (CD ZN Co) = 1.38 ft (CD ZN C°) = 1.36 ft _
ve Ee := =9.72 ft —9.58 ft
ve Ee
16d @ 16" ox. 5/8"AB. @ 72" o.c.
3102, 2012 IBC.xmcd Mark Myers, PE 9/12/2013
fit
Myers Engineering, LLC Phone: 253-858-3248
3206 50th Street Ct NW, Ste 210-B PROJECT : Plan 3102 w/3 Car Email: myengineer @centurytel.net
Gig Harbor, WA 98335 Option
WALL E (2 Car):
Story Shear due to Wind: V4W =9076.661b Story Shear due to Seismic: F2=7595.661b
Bldg Width in direction of Load: Lam:= 52-ft Distance between shear walls:
U:= 23 ft := 29ft
Shear Wall Length: Lem:= (19+ 9)ft Lie .= (19+ 9)ft
Lew= 28 ft Les= 28 ft
10-ft Max Opening Height = Oft-Oin, Therefore C = 1.00
Percent full height sheathing: L/. _ •100 %= 100 ^^^�^
10•ft perAF&PA SDPWS Table 4.3.3.4
[0.6V4W (L' + L2l 0.7F2 (Ll + L21
vee•Leew+ Eee•Lees+[p•
Lt 2 Lt 2
Wind Force: vie = Le Seismic Force: �,:= 1.0 _ Les
s
_ _ 1-lb _ E _
ve= 192.14 ft 1 lb Ve = 192.14 ft Ee= 194.83 ft 1 lb e = 194.83 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: LL.-- 9.ft Plate Height: Pmt,,:= 9-ft
:= 0.6(15•psf)•0•ft•Le+ 0.6•(10•psf)Pt•Le+ 0.6•(10psf)•4ft•Le Le
LRM.= WR•— DLRM=3159 ft-lb
mmw. 2
Overturning Moment:
OTM- ve•Le Pt OTMW= 15563.24ft•lb OTM�:— Ee Le Pt OTMS= 15781.13 ft•Ib
Holdown Force & Net Uplift:
OTMw OTMS
—DLRM —DLRM
H FFenYk'— Co Fe,,,*— Co
Le Le
HDFew= 1378.251b HDFes= 1402.46 Ib
Simpson LSTHD8RJ
3102, 2012 IBC.xmcd Mark Myers, PE 9/12/2013
25
Myers Engineering, LLC Phone: 253-858-3248
3206 50th Street Ct NW, Ste 210-B PROJECT : Plan 3102 w/3 Car Email: myengineer @centurytel.net
Gig Harbor, WA 98335 Option
Dead Load Resisting Overturning: Lam;.= 19-ft Plate Height: Pt:= 9-ft
:= 0.6(15•psf)•22.5•ft•Le+ 0.6•(10•psf)2Pt•Le+ 0.6•(10psf)•8ft•Le D = WR Le DLRM—64709.25 ft lb
2
Overturning Moment:
OTM — v •L OTMW=32855.74ft• b OM EE Le Pt OTMS= 33315.73 ft-lb
1
Holdown Force & Net Uplift:
OTMW OTMS
—DLRM — DLRM
Co Co
HDFF — MFe ms:=
Le Le
HDFew=—1676.5 lb HDFeS=—1652.291b
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 518" Dia. Bolt(6" Embed) &1-1/2" Plate Hem-Fir
ZW.= 122-lb Cam:= 1.6 r 860•lb = 1.6 &.= A,-CD ZB = 13761b
BB:= `CD ZN Co) = 1.02 ft `CD ZN Co) = 1 ft �ZB'CO� _ `ZB'CoJ —
ve Ee _ —7.16 ft —7.06 ft
ve Ee
16d @ 12"o.c. 5/8"A.B. @ 72" o.c.
3102, 2012 IBC.xmcd Mark Myers, PE 9/12/2013
Myers Engineering, LLC Phone: 253-858-3248
3206 50th Street Ct NW, Ste 210-B PROJECT : Plan 3102 w/3 Car Email: myengineer @centurytel.net
Gig Harbor, WA 98335 Option
WALL F :
Story Shear due to Wind: V2w = 8350.791b Story Shear due to Seismic: F2=7595.661b
Bldg Width in direction of Load: LL -- 50-ft Distance between shear walls: := 10-ft
Shear Wall Length: LfW:= (25.83)ft Lf,:= (25.83)ft
LfW=25.83 ft Lf,=25.83 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
0.6V2W (Ll) P 0.7F2 (Ll.).
Lt 2
Wind Force: of:- Seismic Force: g:= 1.0 Ef:= Lt 2
LfW LfS
E _
of = 19.4 ft 1 lb of = 19.4 ft 1 lb Ef=20.58 ft 1 lb f = 20.58ft 1•1b
Co Co
P1-6: 7116" Sheathing w/8d nails @ 6" O.C.
Wind Capacity= 339 plf
Seismic Capacity = 242 plf
Dead Load Resisting Overturning: Lf:= 25.83-ft Plate Height: Pmt:= 10-ft
Wes- 0.6(15•psf)•2•ft•Lf+ 0.6-(10•psf)Pt•Lf+ 0.6•(10psf)•0ft•Lf Lf
Dmww= WR• 2 DLRM=26020.37 ft-lb
Overturning Moment:
O M := vf•Lf•Pt OTMW=5010.47ft•lb OOTM, := Ef-Lf-Pt OTMS= 5316.96 ft.Ib
Holdown Force & Net Uplift:
OTMW OTMS
— DLRM —DLRM
Co Co
HDFfW.- HDFfS:—
Lf Lf
HDFf,=—813.391b HDFfs =—801.53 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
&:= (122•lb l = 1.6 ( l Ate:= 860•1b = 1.6 := A,-CD ZB= 13761b
(CD.ZN.C(,) _ (C"-Z'-Co). _ (ZB.C.) - -
B�.= — 10.06 ft —9.48 ft _
of Ef ^`°'mss^ of 70.94 ft Ef
16d @ 16"o.c. 5/8"A.S. @ 72'' o.c.
3102, 2012 IBC.xmcd Mark Myers, PE 9/12/2013
.z7
Myers Engineering, LLC Phone: 253-858-3248
3206 50th Street Ct NW, Ste 210-B PROJECT : Plan 3102 w/ 3 Car Email: myengineer @centurytel.net
Gig Harbor, WA 98335 Option
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 =29.38 ft 1•lb Eaa Laas =30.93 ft 1 lb vee LeeW —66.42 ft� 1 lb Eee'Lees _69.92 ft 1 lb
40ft 40ft 40ft 40ft
Wa I I Lines B B:
Lbbw Lbbs _ l Wall Line E:
vbb• 40ft =37.04ft 1-lb Ebb• 40ft =38.99ft -lb
ve•LeN, _ 1 Ee Les — 1
Wall Lines CC: = 134.5ft -lb = 136.38ft •]b
40ft 40ft
Lcc, 1 Lccs — 1
vcc =48.48 ft lb ECC =59.5 ft •lb
47ft 47ft
Wa I I Line F:
Wa I I Lines DID:
of Lfw _ 1 Ef•Lfs — 1
vdd• LddW =52.38 ft 1•lb Edd- Ldds _ 64.29 ft 1•lb 24ft =20.88 ft lb 24ft —22.15 ft lb
43.5ft 43.5ft
Wall Lines A:
va•Law—vaa•Laaw _ 1 Ea Las—E�Laas — 1
=30.11 ft -lb =29.4 ft -lb
40ft 40ft
Wall Lines B:
vb•Lbw _ 1 Eb•Lbs — 1
=71.8 ft lb =72.93 ft lb
40ft 40ft
Wall Lines C:
vc•Lcw—vcc•Lccw _ 1 EC*Lcs—ECC•Lccs 1
=42.64 ft lb =45.25 ft •lb
47ft 47ft
Wall Lines D:
vd•Ldw-vdd•Lddw _ 1 Ed•Lds-Edd•Ldds - 1
=55.67 ft •lb = 59.08 ft lb
45ft 45ft
3102, 2012 IBC.xmcd Mark Myers, PE 9/12/2013
COVERED PATID LINE BELOW
----------------- -
I
i
GABLE END T"S li
m
I
�� 8:I2
GIRDER iRJ55 ix
II I I I
ER AZiFl N
p II II II -
II II II II -
I
N II II � I
� � I
� w
JN
a
In MANUP. TRll55 5�24'O.G. �
/\
—I�N I R. ,n I
RIDGE III D
RIDGE
s
q 0
I I
I I
I
I
Ilo
ji
RIDGE
11 AVER
R y�IL-'R TFFU55 ----------J
8:R� GABLE END TRI155> I
— ——— ——WA—LL—LINE——HELDW——————————
I
GABLE END TR.155
COVERED PORCH LINE BELOW
xr
- - ---- ---- ---- ---- ---- ---- - -
p -MANLI MONO nFJ155E g 24" L.
1 z
� n w
Y m
— — Q
I
Z Z-
_
0
/ e I
I
r I r L vi
Illllllllly Ti
N 116; � I
I l i I l l l l l
-M tlF. ON SSES 24"O
I
I I
— — — 15" BL W
li I � IDGE
I, vI
6 h1 II
°1 I
-MA .MON TRI1S5 S a T4" .C.
L I I k- -.,
w v N
-MPN .M O SSES a 24"
° N
W
P -MAN MONO Po155E o 24" C.
m z
Rw
4 m
I I
I t
I
� � I
I
5
i i i i i Nil
I
I
I
I
I
G o
m
X � °
-MA F.MON Tp155 5—.2- .C.
ma
z [] I •
1 -MMI .M O SSES a 24"
CLL
L -- -- - 7—LJ --- -- — -- m
1—
50'-0"
10'•4"
24 24
SLAB ON GRADE
—————————— ---
4"GONG.SLAB ON O
4"CAMP.FILL iYP. 0
I r------------- SLOPE AWAY
I I I l o
I I o I I s
m I
---------------- -----------
s ----------------------------------,
I I LL
II I I s
I I Ii e I I
4x10 7`` "•L" r
iq
24 N$ J5i
® CRAWL SPACE m
a
N o ST -
g ' MIN.W/6 MIL VAPOR
B ARRIER YP. I4"x 7"SCREENED
= K B T FDN VENTS
!91 REO'D
I I
I I o I I s
I I
o I I II I
axlm r , --------- --J L——
T ---- -- ----------
I 24 --- L--J 24 j----_— 1 I
I 36 30 BLUCKUUT I
v ---_---F0R FURN j
I
4x10 --------- —
I
I I I 24 N o 24
2p I p'-2
" I
I
10'-4" 10'_0• I
= I I I
SLAB CN GRADE €
4"CONC.SLAB ON I
4"COMP.FILL TYP.
a x Im �j j SLOPE TOWARD DOORS
= r==S
——————— \ 24 t� 24
\\ \\ u I I I I
\ 1 o I I I I
6'-2" 3'-4" v
s I
I
rp
® I ILL I I I I I I
24 I I I I I L _____J
36r J 0 L T T-J36 36� -
- r ----------
o I L
Tn SLAB ON GRADE —__— ---___—_ 0
4"GONG.SLAB ON -----� I-- ---- ---- n
4" P.FILL TYP. I L— --- s -----_--- s
SLOPE AWAY -
i'-0'
112. I'•l 12" 101R" 1012"
16'•3°ROIJGF4 OPENMG ROUCW OPENMG
24 24
14•_0" 26'_0"
SLAB ON GRADE
----------------- 4"CONC.SLAB ON
4"COMP.FILL TYP-
r------------- , 5LOPE AWAY
I I a l l
-----------------4------------- I
o
I I r I I °-
I
4X10 r-
-=
sti
1=1 4 °w m O
.
g 24- I I I I I I
JST
�� m J5T
14"X 7 SCREENED
BARRER TYP. FDN VENTS
9)
4x10 --------- ---
------ --�
� --J 24 �--
24 L 30
- 36 BLUCKOUT I
a
-__-QR FURN J
4 X 10 KI -
1=14 0 24
O
I I m I I
I I r I I I I
= I I a I I 1 1
SLAB ON GRADE =
4"CONC.SLAB ON -
4"COMP.FILL TYP.
5LOPE TOWARD DOORS
24 24 I I
a I I I I
rs 1�N r1 L� 9 r LT
® I ILL I I I I
r I I
24 36'7 T J 0 L T T- 56 36`T r�
oI L--------- -------------J
SLAB ON GRADE I
4::COKC.SLABON L -------J r- -------'fl------------ --
4"COMP,FILL TYP. -
SLOPE AWAY
I'-1 1/1"
-3°ROUGH OPENING
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
l��_',.Z _5. ..._ . .. Z_.S ��
._.
r
_ _. ,. .,... .. .__._.. ;......... a ..y.,. .. _ .... ...
4
lt! �IS
W� o�. /7'Z. cJ4
, r
u
E
,
,
r
JA
`t 5l? t 1
FOR JO Z-- DATE
JOB BY
Myers Engineering LLC
3206 50th St Ct NW, Ste 210-B
Gig Harbor, WA 98335
MYERS ENGINEERING (253) 858-3248
myengmeer @centurytel.net
r
( 9l
� � �� 297pJ�
-7 �
r
�sL-z551''�
17z1 i5 11
x
J
i
t -
p
__z..
r
65, _
j
FOR IO�_J DATE rO
JOB BY
Myers Engineering LLC
3206 50th St Ct NW, Ste 210-B
Gig Harbor, WA 98335
MYERS ENGINEERING (253) 858-3248
myengineer@centurytel.net
Pit
w .. ZSZ ��
e � �
d
r
6� :....
4
t
}
l ,
Aev R=oL,,t3
FOR DATE /Z-?-Z
JOB BY AA
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 P-nnted:12SEP2013.1UaAk1
Fide c:\UserstK4 r*Desktop�DRAWN-11EVERGR 10EVERGR-113'€42_E�Wll)Zec6
Wood Beam
ENER'CALC,INC._1983-2013 Brn1d-.03.8.31,Ver:6.1'3.8.31
Description: 1.Header
CODE REFERENCES
Calculations per NDS 2005, IBC 2006, CBC 2007,ASCE 7-05
Load Combination Set: IBC2012
Material Properties
Analysis Method: Allowable Stress Design Fb-Tension 900 psi E:Modulus of Elasticity
Load CombinationJBC2012 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(0.3375) S(0.4625)
� ....
,
4x6
Span =4.0 ft
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Uniform Load: D=0.3375, S=0,4625, Tributary Width=1.0 ft
DESIGN SUMMARY ® p
Maximum Bending Stress Ratio = 0.9301 Maximum Shear Stress Ratio = 0.536 : 1
Section used for this span 4x6 Section used for this span 4x6
fb:Actual = 1,088.08 psi fv:Actual = 96.46 psi
FB:Allowable = 1,170.00psi Fv:Allowable = 180.00 psi
Load Combination +D+S+H Load Combination +D+S+H
Location of maximum on span = 2.000ft Location of maximum on span = 3.547 ft
Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1
Maximum Deflection
Max Downward L+Lr+S Deflection 0.035 in Ratio= 1390
Max Upward L+Lr+S Deflection 0.000 in Ratio= 0<480
Max Downward Total Deflection 0.060 in Ratio= 804
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+S 1 0.0597 2.015 0.0000 0.000
Vertical Reactions Unfactofed Support notation:Far left is#1 Values in KIPS
Load Combination Support 1 Support 2
Overall MAXimum 1.600 1.600
D Only 0.675 0.675
S Only 0.925 0.925
D+S 1.600 1.600
17
Mark Myers,PE Project Title:
Myers Engineering LLC Engineer: Project ID:
3206 50th St Ct NW,Ste 210-S Project Descr:
Gig Harbor,WA 98335
ph:253-858-3248
E-mail:m en ineer centu el.net Printedi 12 SEP 2013.10:59MA
tood Beam File=c:klJserstMarklDesktop\ORAWWN 10E RGR-IIEVERGR-t131:42_E-tt8102.ec6
ENERCALC,INQ:1983-2013.,8ulld:6.13.8.31,Ver.&13.8.31 >
onal
Description: 2.Root beam at Front Porch
CODE REFERENCES
Calculations per NDS 2005, IBC 2006, CBC 2007,ASCE 7-05
Load Combination Set: IBC2012
Material Properties
Analysis Method: Allowable Stress Design Fb-Tension 875 psi E:Modulus of Elasticity
Load Combination JBC2012 Fb-Compr 875 psi Ebend-xx 1300 ksi
Fc-Prll 600 psi Eminbend-xx 470 ksi
Wood Species : Douglas Fir-Larch Fc-Perp 625 psi
Wood Grade : No.2 Fv 170 psi
Ft 425 psi Density 32.21 pcf
Beam Bracing : Beam is Fully Braced against lateral-torsion buckling
....._........ ......................._.............__..__........_.................. ............... _.----............_....... _..... __..... . __...__.._.._---_._....__._....---
D(o.0975) S(0.1625)
6x8
Span = 10.0 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 = 0.8641 Maximum Shear Stress Ratio = 0.244 : 1
Section used for this span 6x8 Section used for this span 6x8
fb:Actual 756.36psi fv:Actual = 41.41 psi
FB: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 = 0,000ft
Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1
Maximum Deflection
Max Downward L+Lr+S Deflection 0.146 in Ratio= 820
Max Upward L+Lr+S Deflection 0.000 in Ratio= 0<480
Max Downward Total Deflection 0.234 in Ratio= 512
Max Upward Total Deflection 0.000 in Ratio= 0<360
... .... ....... ........ ......... ......... ......... ..... ................................... ... ................................ ...
Overall Maximum Deflections-Unfactored Loads
Load Combination Span Max.%"Dell Location in Span Load Combination Max."+"Defl Location in Span
D+S 1 0.2341 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 1.300 1.300
D Only 0.488 0.488
S Only 0.813 0.813
D+S 1.300 1.300
15
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 Prl:ted:12SEP2013.1i:WAbn
WdOCI Beam File=c:lUserst Mark\be sktopORAW1N-11EVERGR-11EVERGR-113102-E-113102.ec6
ENERCALG 1NC_1983-2413;:Suild:6.13:8,31,Ver.6.13.8.31
Description: 3.Floor beam over Nook
CODE REFERENCES
Calculations per NDS 2005, IBC 2006, CBC 2007,ASCE 7-05
Load Combination Set: IBC2012
Material Properties
Analysis Method: Allowable Stress Design Fb-Tension 1350 psi E:Modulus of Elasticity
Load CombinationJBC2012 Fb-Compr 1350 psi Ebend-xx 1600ksi
Fc-Pr(( 925 psi Eminbend-xx 580 ksi
Wood Species ; Douglas Fir-Larch Fc-Perp 625 psi
Wood Grade :No.1 Fv 170 psi
Ft 675 psi Density 32.21 pcf
Beam Bracing Beam is Fully Braced against lateral-torsion buckling
MO.165) L(0.44)
6x12
Span = 13.0 ft
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Uniform Load: D=0.1650, L=0.440, Tributary Width=1.0 ft
DESIGN SUMMARY
___._._._.......___.__......._.....__-._...._.......__._______......._......._._......_.. __._............_.......----------___..._.......------
--__..._...._._..�
Maximum Bending Stress Ratio = 0.937: 1 Maximum Shear Stress Ratio = 0.469 : 1
Section used for this span 6x12 Section used for this span 6x12
fb:Actual = 1,265.10psi fv:Actual = 79.65 psi
FB:Allowable 1,350.00 psi Fv:Allowable = 170.00 psi
Load Combination +D+L+H Load Combination +D+L+H
Location of maximum on span = 6.500ft Location of maximum on span = 12.051 ft
Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1
Maximum Deflection
Max Downward L+Lr+S Deflection 0.255 in Ratio= 611
Max Upward L+Lr+S Deflection 0.000 in Ratio= 0<480
Max Downward Total Deflection 0.351 in Ratio= 444
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 0.3506 6.547 0.0000 0.000
Vertical Reactions-Unfactored Support notation:Far left is#1 Values in KIPS
Load Combination Support 1 Support 2
Overall MAXimum 3.933 3.933
D Only 1.073 1.073
L Only 2.860 2.860
D+L 3.933 3.933
e�l
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 Printad:12SEP2G13,1`:02?hi
WOOd'Beal11 File=ct Users\MarMDesktopUlRAW1N-11EVERGR 11E•IERGR-1131.02 E-113102.ec6
ENERCALC,INC::19M-2013;Build;6.13.a31,Ver.6,13.8.31
a.r�tga
Description: 4.Upper Floor Joist
CODE REFERENCES
Calculations per NDS 2005, IBC 2006, CBC 2007,ASCE 7-05
Load Combination Set: IBC2012
Material Properties
Analysis Method: Allowable Stress Design Fb-Tension 900 psi E:Modulus of Elasticity
Load CombinationJBC2012 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 Ft Fv 5775 psi Density 32.21 pd
Beam Bracing : Beam is Fully Braced against lateral-torsion buckling Repetitive Member Stress Increase
.. ..... ...... .......... .......... .......... ................................................ .............. .............. ........-.................. _.. .......... ........... .................................................................................._.............................._......................_............................
D(0.019995) Q0.05332)
i
2X12
Span = 17.250 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..............................:................:. ............ 1, s
.................... ............................................................................................................................................................................................................_._..........._ _-........
`:Maximum Bending Stress Ratio = 0.9991 Maximum Shear Stress Ratio = 0.280 : 1
Section used for this span 2x12 Section used for this span 2x12
fb:Actual = 1,034.23psi fv:Actual = 50.46 psi
F`13:Allowable 1,035.00psi Fv:Allowable 180.00 psi
Load Combination +D+L+H Load Combination +D+L+H
Location of maximum on span = 8.625ft Location of maximum on span = 16.369ft
Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1
Maximum Deflection
Max Downward L+Lr+S Deflection 0.375 in Ratio= 551
Max Upward L+Lr+S Deflection 0.000 in Ratio= 0 <480
Max Downward Total Deflection 0.516 in Ratio= 401
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 0.5159 8.688 0.0000 0.000
Vertical Reactions-Unfactored Support notation:Far left is#1 Values in KIPS
Load Combination Support 1 Support 2
Overall MAXimum 0.632 0.632
D Only 0.172 0.172
L Only 0.460 0.460
D+L 0.632 0,632
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:m en ineer_centurytel.net Rmted:12 SEP 2013.1-Ikmm
wOdCJ1 Beam Fil e=c:tl7serslMarklDestctop\DRAWIN-11EVERGR-1\EUERGR-113102_E-113102.ec6
ENERCALC,itJC.'t9832013 Build:6.13:8,31,Ver.6;13.8.31
Description: 5.Floor Beam over Kitchen/Hallway
CODE REFERENCES
Calculations per NDS 2005, IBC 2006, CBC 2007,ASCE 7-05
Load Combination Set: IBC2012
Material Properties
Analysis Method: Allowable Stress Design Fb-Tension 2400 psi E:Modulus of Elasticity
Load Combination JBC2012 Fb-Compr 2400 psi Ebend-xx 1800 ksi
Fc-Prll 1650 psi Eminbend-xx 930 ksi
Wood Species : DF/DF Fc-Perp 650 psi Ebend-yy 1600 ksi
Wood Grade :24F-V8 Fv 265 psi Eminbend-yy 830 ksi
Ft 1100 psi Density 32.21 pcf
Beam Bracing Beam is Fully Braced against lateral-torsion buckling
D 0.255) L(0.68) D(®.255) L(0.68)
IBM 'Nq
i
"o
NOW
3.5x10.5 3.5x10.5
Span = 10.0 ft Span = 9.250 ft
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Load for Span Number 1
Uniform Load: D=0.2550, L=0.680, Tributary Width=1.0 ft
Load for Span Number 2
Uniform Load: D=0.2550, L=0.680, Tributary Width=1.0 ft
DESIGN SUMMARY ■
.Maximum Bending Stress Ratio = 0.8461 Maximum Shear Stress Ratio = 0.767 : 1
Section used for this span 3.5x10.5 Section used for this span 3.5x10.5
fb:Actual _ 2,029.47 psi fv:Actual = 203.23 psi
F`13:Allowable = 2,400.00psi Fv:Allowable 265.00 psi
Load Combination +D+L+H Load Combination +D+L+H
Location of maximum on span - 10.000ft Location of maximum on span = 9.162 ft
Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1
Maximum Deflection
Max Downward L+Lr+S Deflection 0.116 in Ratio= 1037
Max Upward L+Lr+S Deflection 0.000 in Ratio= 0<480
Max Downward Total Deflection 0.159 in Ratio= 754
Max Upward Total Deflection -0.001 in Ratio= 92306
......... ____. .. ..... __..._
Overall Maximum Deflections-Unfactored Loads
Load Combination Span Max."-"Defl Location in Span Load Combination Max."+"Defl Location in Span
D+L 1 0.1590 4.358 0.0000 0.000
D+L 2 0.0930 5.478 D+L -0.0012 0.310
Vertical Reactions-Unfactored Support notation:Far left is#1 Values in KIPS
Load Combination Support 1 Support 2 Support 3
Overall MAXimum 3.587 11.263 3.149
D Only 0.978 3.072 0.859
L Only 2.609 8.191 2.290
D+L 3.587 11.263 3.149
�l�
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 Rinted:12 SEP 2013,8:11PM
Fite.-v.tUserstA a*kDesktopIDRAW1N-11EVERGit-11EVERGR-113lg2_E-1WD2.ec6
Wood Beam EN #?CALC,ING 19$3 2013,'8u�d:6,13&-31,U�r 6.13.8.31
Description: 5.Floor Beam over Kitchen/Hallway
CODE REFERENCES
Calculations per NDS 2005, IBC 2006, CBC 2007,ASCE 7-05
Load Combination Set: IBC2012
Material Properties
Analysis Method: Allowable Stress Design Fb-Tension 1350 psi E:Modulus of Elasticity
Load Combination iBC2012 Fb-Compr 1350 psi Ebend-xx 1600 ksi
Fc-Prll 925 psi Eminbend-xx 580 ksi
Wood Species : Douglas Fir-Larch Fc-Perp 625 psi
Wood Grade ; No.1 Ft Fv 170 675 psi Density 32.21 pcf
Beam Bracing ; Beam is Fully Braced against lateral-torsion buckling
D(0255} L(0.68) D(0.255) L(0.68)
FIR z
.��' i.� ., W"
v ..
6x12 6x12
Span = 10.0 ft Span = 9.250 ft
Applied Loads Service loads entered.Load Factors will be applied for calculations.
Load for Span Number 1
Uniform Load: D=0.2550, L=0.680, Tributary Width=1.0 ft
Load for Span Number 2
Uniform Load: D=0.2550, L=0.680, Tributary Width=1.0 ft
DESIGN SUMMARY • •
Maximum Bending Stress Ratio = 0.7981 Maximum Shear Stress Ratio = 0.680 : 1
Section used for this span 6x12 Section used for this span 6x12
fb:Actual = 1,076.64psi fv:Actual = 115.61 psi
FB:Allowable = 1,350.00psi Fv:Allowable = 170.00 psi
Load Combination +D+L+H Load Combination +D+L+H
Location of maximum on span = 10.000ft Location of maximum on span = 9.050 ft
Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1
Maximum Deflection
Max Downward L+Lr+S Deflection 0.063 in Ratio= 1903
Max Upward L+Lr+S Deflection 0.000 in Ratio= 0<480
Max Downward Total Deflection 0.087 in Ratio= 1384
Max Upward Total Deflection -0.001 in Ratio= 169395
_ ..... ... ,_. ... __ ._.._......... .......... _ _ ........_..._.._ __....__ .__.......__ __............_
Overall Maximum Deflections-Unfactored Loads
Load Combination Span Max.%"Defl Location in Span Load Combination Max."+"Defl Location in Span
D+L 1 0.0867 4.358 0.0000 0.000
D+L 2 0.0507 5.478 D+L -0.0007 0.310
Vertical Reactions-Unfactored Support notation:Far left is#1 Values in KIPS
Load Combination Support 1 Support 2 Support 3
Overall MAXimum 3.587 11.263 3.149
D Only 0,978 3.072 0.859
L Only 2.609 8.191 2.290
D+L 1587 11.263 3.149
�y
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:12 SEP 2013;1':2-AM
Wood B @1111 He=c:lUserslMA.lDesktop\DRAWIN-11EVERGR-11EVERGR-1\3102 E--113102,ec6
ENERCALC INC..1,9020131 Build:6.13.8,31,Ver63.831
e.as zm=L Liam
Description: 6.Floor beam over Foyer
CODE REFERENCES
Calculations per NDS 2005, IBC 2006, CBC 2007,ASCE 7-05
Load Combination Set: IBC2012
Material Properties
Analysis Method: Allowable Stress Design Fb-Tension 900.0 psi E:Modulus ofElasticify
Load Combination iBC2012 Fb-Compr 900.0 psi Ebend-xx 1,600.Oksi
Fc-Prll 1,350.0 psi Eminbend-xx 580.Oksi
Wood Species : Doug lasFir-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(0.15) L(0.4)
. �
2-2X12
Span = 7.0ft
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Uniform Load: D=0.150, L=0.40, Tributary Width=1.0 ft
_DESIGN SUMMARY..__ ._...._..._....____ ---_.._._........__. _...__....__._.._......---------._......_----- _.._.__.._. —._...----.....__._�____...___ •-
.Maximum Bending Stress Ratio = 0.7101 Maximum Shear Stress Ratio = 0.350 : 1
Section used for this span 2-2x12 Section used for this span 2-2x12
fb:Actual = 638.81 psi fv:Actual = 63.07 psi
FB:Allowable = 900.00 psi Fv:Allowable = 180.00 psi
Load Combination +D+L+H Load Combination +D+L+H
Location of maximum on span = 3.500ft Location of maximum on span = 6.080 ft
Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1
Maximum Deflection
Max Downward L+Lr+S Deflection 0.038 in Ratio= 2201
Max Upward L+Lr+S Deflection 0.000 in Ratio= 0<480
Max Downward Total Deflection 0.052 in Ratio= 1600
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 0.0525 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 1.925 1.925
D Only 0.525 0.525
L Only 1.400 1.400
D+L 1.925 1.925
0_3
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 Nnted:l2SEP2013:11:11 H
File=c:\UsersAM6rt\Des"\D FRAWIN-11EVERGR-1IEVERBR-1\3102_E71\31,02,ec6
Wfl,Od Beam ENERCALC,INC,1983 2013;Build:6,13 8.31,Ver:6,13.8.31
Description: 7.Floor beam over Entry Porch
CODE REFERENCES
Calculations per NDS 2005, IBC 2006, CBC 2007,ASCE 7-05
Load Combination Set: IBC2012
Material Properties
Analysis Method: Allowable Stress Design Fb-Tension 1350 psi E:Modulus of Elasticity
Load Combination IBC2012 Fb-Compr 1350 psi Ebend-xx 1600ksi
Fc-Prll 925 psi Eminbend-xx 580 ksi
Wood Species : Douglas Fir-Larch Fc-Perp 625 psi
Wood Grade : No.1 Ft Fv 675 psi Density 32.21 pd
Beam Bracing : Beam is Fully Braced against lateral-torsion buckling
_.................._._-......................_.----...._._.....-.---._......_..._...._......------..—..._-_-._..._.._._.__-----.-.._..---__.---.....
_.— --
D(Q.5575) L(Q.14) S(0.675) D(0.5575) L(0.14) S(0.675)
6x12 6x12
Span = 1.0 ft Span = 8.50 ft
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Load for Span Number 1
Uniform Load: D=0.5575, L=0.140, S=0.6750, Tributary Width=1.0 ft
Load for Span Number 2
Uniform Load: D=0.5575, L=0.140, S=0.6750, Tributary Width=1.0 ft
DESIGN SUMMARY
Maximum Bending Stress Ratio = 0.7941 Maximum Shear Stress Ratio = 0.578 : 1
Section used for this span 6x12 Section used for this span 6x12
fb:Actual = 1,071.52psi fv:Actual = 98.18 psi
FB:Allowable 1,350.00psi Fv:Allowable _ 170.00 psi
Load Combination +D+S+H Load Combination +D+S+H
Location of maximum on span = 4.321 ft Location of maximum on span = 1.000ft
Span#where maximum occurs = Span#2 Span#where maximum occurs = Span#1
Maximum Deflection
Max Downward L+Lr+S Deflection 0.084 in Ratio= 1218
Max Upward L+Lr+S Deflection -0.030 in Ratio= 700
Max Downward Total Deflection 0.141 in Ratio= 723
Max Upward Total Deflection -0.051 in Ratio= 468
_ ....._.... ....... ........_.... ---- .......... ._...__.... .-......__.__........ _ ................
Overall Maximum Deflections-"Unfactored Loads
Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span
1 0.0000 0.000 D+L+S -0.0511 0.000
D+L+S 2 0.1410 4,274 0.0000 0.000
Vertical Reactions-Unfactored Support notation:Far left is#1 Values in KIPS
Load Combination Support 1 Support 2 Support 3
Overall MAXimum 7.286 5.752
D Only 2.960 2.337
L Only 0.743 0.587
S Only 3.583 2.829
L+S 4.327 3.416
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 Rifled.12SEP2013.11:11AIA
Wood BE'a171 Re=c:\Users\MarM Desktop\DRaWIN-11 EVERGR-1IEVERGR-113102_E-113102.ec6
ENERCALC,INC. 2013;$uild:6.13!8.31,V2r fil1'3,8.31
Description: 7.Floor beam over Entry Porch
Vertical Reactions-Unfactored Support notation:Far left is#1 Values in KIPS
Load Combination Support 1 Support 2 Support 3
D+L 3.703 2.923
D+S 6.543 5.166
D+L+S 7.286 5.752
y15
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 cent urytel.net Pinted.12SEP2013.11:13ARi
WO,OCI Be'1fYI = File=caUsmr M6)ldDesktoplDRAWIN-1\EVERGR-�11EVEPGR 113t02_E-1k3102.ec6
ENERCALC,INC.'1983 2013,Btild:6.13.8:31,Vsr:6.13.8.31.
-„
Description: 8.Beam over middle of Garage
CODE REFERENCES
Calculations per NDS 2005, IBC 2006, CBC 2007,ASCE 7-05
Load Combination Set: IBC2012
Material Properties
Analysis Method: Allowable Stress Design Fb-Tension 2400 psi E:Modulus of Elasticity
Load Combination i BC2012 Fb-Compr 1850 psi Ebend-xx 1800 ksi
Fc-Prll 1650 psi Eminbend-xx 930 ksi
Wood Species : DF/DF Fc-Perp 650 psi Ebend-yy 1600 ksi
Wood Grade :24F-V4 Fv 265 psi Eminbend-yy 830 ksi
Ft 1100 psi Density 32.21 pcf
Beam Bracing Beam is Fully Braced against lateral-torsion buckling
D(0.1763) L(0.47)
D(0.15) L(0.4)
S� � dab
5.5x15
Span = 19.0 ft
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Load for Span Number 1
Uniform Load: D=0.150, L=0.40 k/ft, Extent=0.0—>>9.0 ft, Tributary Width=1.0 ft
Uniform Load: D=0.1763, L=0.470 k/ft,Extent=9.0—>>19.0 ft, Tributary Width=1.0 ft
DESIGN SUMMARY ■ •
____..._......._._.___.......................___._._....__....._._..__....._________.__._.._-_._........._....._..__._..-__...._...______..._._...__.._---...._--_-__..._.__...__.---.________.....__.._._....._._-_...
_----.......-_......._._.....---_..___
.,Maximum Bending Stress Ratio = 0,673 1 Maximum Shear Stress Ratio = 0.352 : 1
Section used for this span 5.5x15 Section used for this span 5.5x15
fb:Actual = 1,585.25psi fv:Actual = 93.23 psi
FB:Allowable 2,353.96psi Fv:Allowable = 265.00 psi
Load Combination +D+L+H Load Combination +D+L+H
Location of maximum on span = 9.847ft Location of maximum on span = 17.752ft
Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1
Maximum Deflection
Max Downward L+Lr+S Deflection 0.464 in Ratio= 491
Max Upward L+Lr+S Deflection 0.000 in Ratio= 0<480
Max Downward Total Deflection 0.638 in Ratio= 357
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 0.6379 9.569 0.0000 0.000
Vertical Reactions-Unfactored Support notation:Far left is#1 Values in KIPS
Load Combination Support 1 Support 2
Overall MAXimum 5.478 5.935
D Only 1.494 1.619
L Only 3.984 4.316
D+L 5.478 5.935
qc
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 ineef CentU tel.net Printed:12SEP2013,11:177AM
OOd Beram Tt File=c:Ukers\MarktDesktoplOF3,WIN-1\EVERGR-1\EVERGR 1\31.02_E--1\3102,ec6
ENERCALC INC 1983-2013 Build:6.13.8.31,Ver.6.13.8.31
Description: 9.Beam over front of Garage
CODE REFERENCES
Calculations per NDS 2005, IBC 2006, CBC 2007,ASCE 7-05
Load Combination Set: IBC2012
Material Properties
Analysis Method: Allowable Stress Design Fb-Tension 2,400.0 psi E:Modulus of Elasticity
Load Combination JBC2012 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 Fe-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
D(1.725) S(2.875) D(1.725) S(2.87500.297) Q0.34) S 0.06525 D(1.725) S(2.875)
IF IF
D 0.565 L 0.28 S 0.6063
ir
S3
y
5.5x19.5
Span = 19.0 ft
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Load for Span Number 1
Uniform Load: D=0.5650, L=0.280, S=0.6063 k/ft,Extent=0.0->>8.50 ft, Tributary Width=1.0 ft
Uniform Load: D=0.2970, L=0.340, S=0.06525 k/ft,Extent=8.50->>19.0 ft, Tributary Width=1.0 ft
Point Load: D=1.725, S=2.875 k(a)0.0 ft
Point Load: D=1.725, S=2.875 k(a)8.50 ft
Point Load: D=1.725, S=2.875 k an,19.0 ft
DESIGN SUMMARY
:Maximum Bending Stress Ratio = 0.901: 1 Maximum Shear Stress Ratio = 0.552 : 1
Section used for this span 5.5x19.5 Section used for this span 5.5x19.5
fb:Actual 2,064.87psi fv:Actual 146.38 psi
FB:Allowable 2,293.01 psi Fv:Allowable = 265.00 psi
Load Combination +1.091D-+0.750L+0.750S+0.5250E+H Load Combination +1.091 D+0.750L+0.750S+0.5250E+H
Location of maximum on span = 8.460ft 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 0.407 in Ratio= 559
Max Upward L+Lr+S Deflection 0.000 in Ratio= 0 <480
Max Downward Total Deflection 0.674 in Ratio= 338
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+S 1 0.6736 9.223 0.0000 0.000
Vertical Reactions-Unfactored Support notation:Far left is#1 Values in KIPS
Load Combination Support 1 Support 2
Overall MAXimum 18.756 14.753
D Only 7.268 5.828
L Only 2.834 3.116
S Only 8.654 5.810
L/�
Mark Myers,PE Project Title:
Myers Engineering LLC Engineer: Proiect 1D:
3206 50th St Ct NW,Ste 210-B Project Descr:
Gig Harbor,WA 98335
ph:253-858-3248
E-mail:myeng in eerocenturytel.net Poted:12 SEP 2013.1'17ANI
Wood Beam Fite=c:\tlsers\Mark\De sktopZRAW1N-1\EVERGR�lNEVERGR-1\3162_E-1y3102-ec6
ENERCALC,INC 1983-2013,Build:6.13.931,Ver.6.13.8.31
Description: 9.Beam over front of Garage
Vertical Reactions•Unfactored Support notation:Far left is#1 Values in KIPS
Load Combination Support 1 Support 2
L+S 11.488 8.926
D+L 10.102 8.944
D+S 15.922 11.638
D+L+S 18.756 14.753
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(@centuNtel.net I'dited:12 SEP 2013;11:21AN1
WOOCI Beam
File=c:\Users\Mark)Desktopl DRAWIN-IIEVERGR-�11EVERGR-113t02.E-�1i31Q2.1
ENERCALC,INC.19832613;Build:6.13:i3.31,Ver:6.13.8.31
Description: 10.Header at Great Rm
CODE REFERENCES
Calculations per NDS 2005, IBC 2006, CBC 2007,ASCE 7-05
Load Combination Set: IBC2012
Material Properties
Analysis Method: Allowable Stress Design Fb-Tension 900.0 psi E:Modulus of Elasticity
Load Combination JBC2012 Fb-Compr 900.0 psi Ebend-xx 1,600.0 ksi
Fc-Prll 1,350.0 psi Eminbend-xx 580.0 ksi
Wood Species : Doug lasFir-Larch Fc-Perp 625.0 psi
Wood Grade ; No.2 Fv 180.0 psi
Ft 575.0 psi Density 32.210 pcf
Beam Bracing : Beam is Fully Braced against lateral-torsion buckling
................_...._........._......._-------..._...................... __.__......._.................._._.._.._-__.__....__.....------..____..._....___...---.---.............._._.__._.._._.._...-........................._.__.__----....._...._—_._.___.—__..__
D(0.6475) L(0.36) S(0.6875)
4x12
Span = 5.0ft
Applied Loads Service loads entered.Load Factors will be applied for calculations.
Uniform Load; D=0.6475, L=0.360, S=0.6875, Tributary Width=1.0 ft
DESIGN SUMMARY ' •
._..._......�_�.---. _-- __.._...._._. _...__.---_ _ _..._........_._.._.—____........__—_ .__.....____.__..__..
Maximum Bending Stress Ratio = 0.7661 Maximum Shear Stress Ratio = 0.496 : 1
Section used for this span 4x12 Section used for this span 4x12
fb:Actual = 758.02psi fv:Actual = 89.22 psi
FB:Allowable = 990.00 psi Fv:Allowable = 180.00 psi
Load Combination +1.091 D+0.750L+0.750S+0.5250E+H Load Combination +1.091 D+0.750L+0.750S+0.5250E+H
Location of maximum on span = 2.500ft 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 0.022 in Ratio= 2690
Max Upward L+Lr+S Deflection 0.000 in Ratio= 0<480
Max Downward Total Deflection 0.036 in Ratio= 1662
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+S 1 0.0361 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 4.238 4.238
D Only 1.619 1.619
L Only 0.900 0.900
S Only 1.719 1.719
L+S 2.619 2.619
D+L 2.519 2.519
D+S 3.338 3.338
D+L+S 4,238 4.238
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 ineer centU rytel.net Pnnted:12 SEP 20-13.1':23MA
File=c,1lJserst 8*Qesktopl DRAwiN-11EVERGR-"VERGR-113f02_E-1�3102.ec6
WOOC� Bean1 ENERCALC,ItyG:1983 2413(Build:6.13.9,31,Vec6.13.8.31
-
Description: 11.Roof beam at Rear patio
CODE REFERENCES
Calculations per NDS 2005, IBC 2006, CBC 2007,ASCE 7-05
Load Combination Set: IBC2012
Material Properties
Analysis Method: Allowable Stress Design Fb-Tension 875 psi E:Modulus of Elasticity
Load Combination IBC2012 Fb-Compr 875 psi Ebend-xx 1300 ksi
Fc-Prll 600 psi Eminbend-xx 470ksi
Wood Species ; Douglas Fir-Larch Fc-Perp 625 psi
Wood Grade : No.2 Fv 170 psi
Ft 425 psi Density 32.21 pcf
Beam Bracing Beam is Fully Braced against lateral-torsion buckling
DO.0975) S(0.1625)
kw
6x12
Span = 15.0 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 = 0.827. 1 Maximum Shear Stress Ratio - 0.238 : 1
Section used for this span 6x12 Section used for this span 6x12
fb:Actual = 723.84psi fv:Actual 40.51 psi
FB:Allowable = 875.00psi Fv:Allowable = 170.00 psi
Load Combination +D+S+H Load Combination +D+S+H
Location of maximum on span = 7.500ft Location of maximum on span - 14.069 ft
Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1
Maximum Deflection
Max Downward L+Lr+S Deflection 0.205 in Ratio= 876
Max Upward L+Lr+S Deflection 0.000 in Ratio= 0<480
Max Downward Total Deflection 0.329 in Ratio= 547
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+S 1 0.3287 7.555 0.0000 0.000
Vertical Reactions-Unfactored Support notation:Far left is#1 Values in KIPS
Load Combination Support 1 Support 2
Overall MAXimum 1.950 1.950
D Only 0.731 0.731
S Only 1.219 1.219
D+S 1.950 1.950
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:12 SEP 2013;1`DAh9
Fite-c:Fusmimark4Desktop[DRAwIN-11EVERGR-11EVERGR 113102_E-�113112.ec6
Wood Beam ENERCALC,INC 4983-2013,Build:6.13:8.31,;er.6.13.8.31
e.se. 0 _
Description: 12.Header at Study supporting beam 6
CODE REFERENCES
Calculations per NDS 2005, IBC 2006, CBC 2007,ASCE 7-05
Load Combination Set: 1BC2012
Material Properties
Analysis Method: Allowable Stress Design Fb-Tension 900.0 psi E:Modulus of Elasticity
Load Combination JBC2012 Fb-Compr 900.0 psi Ebend-xx 1,600.Oksi
Fc-Prll 1,350.0 psi Eminbend-xx 580.0 ksi
Wood Species : DouglasFir-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
..........._......._......._.._........._........_............._...._......_............._..._............ _._._......._........_._.......------.._...........--------_..-........... ----............... —.........
_.__......_......
D 0.0636 L(0,1 697 (0'525) L(1.4)
4x8
Span = 6.0 ft
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Uniform Load: D=0.06360, L=0.1697, Tributary Width=1.0 ft
Point Load: D=0.5250, L=1.40 k(c)5.0 ft
DESIGN SUMMARY ® •
.................................................................................................................._..............................................................................................................................................................._........................................................................................................................................................._.............
Maximum Bending Stress Ratio = 0.7471 Maximum Shear Stress Ratio = 0.711 : 1
Section used for this span 4X8 Section used for this span 4x8
fb:Actual 873.91 psi fv:Actual = 128.05 psi
FB:Allowable = 1,170.00 psi Fv:Allowable 180.00 psi
Load Combination +D+L+H Load Combination +D+L+H
Location of maximum on span = 4.380ft Location of maximum on span = 5.409 ft
Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1
Maximum Deflection
Max Downward L+Lr+S Deflection 0.058 in Ratio= 1242
Max Upward L+Lr+S Deflection 0.000 in Ratio= 0<480
Max Downward Total Deflection 0.080 in Ratio= 904
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 0.0796 3.219 0.0000 0.000
Vertical Reactions-Unfactored Support notation:Far left is#1 Values in KIPS
Load Combination Support 1 Support 2
Overall NIAXimum 1.021 2.304
D Only 0.278 0.628
L Only 0.742 1.676
D+L 1.021 2.304
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 Pinted:12 SEP 20-13.11:29MA
File=c:tUserslMark1DesktoplDRAW1N-11EVERGR-1tEVERGR-113IO2_E-1131ti2 ec6
Wd'OCI BP:2C17 ENERCALG,INC.:1983.2013,.Suild:6.13.9.31,Ver:6.13.8.31_
Description: 13.2 Car Garage Door Header
CODE REFERENCES
Calculations per NDS 2005, IBC 2006, CBC 2007,ASCE 7-05
Load Combination Set: IBC2012
Material Properties
Analysis Method: Allowable Stress Design Fb-Tension 900.0 psi E:Modulus of Elasticity
Load Combination iBC2012 Fb-Compr 900.0 psi Ebend-xx 1,600.Oksi
Fc-Prll 1,350.0 psi Emin bend-xx 580.0 ksi
Wood Species : Doug lasFir-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(0.04875) S(0.08125)
MOW
...�h.* :�"3fi
4x12
Spars = 16.0 ft
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Uniform Load: D=0.04875, S=0.08125, Tributary Width=1,0 ft
DESIGN_Sl 1MMARY......._._...__.___....................._.._._._. ..._..................._..__--__.___..._......_....__.___:._...._.................. ................
_T__......................._...-____ ' o
Maximum Bending Stress Ratio = 0.6831 Maximum Shear Stress Ratio = 0.194: 1
Section used for this span 4x12 Section used for this span 4x12
fb:Actual 676.17psi fv:Actual = 34.99 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 = 8.000ft Location of maximum on span = 15.066 ft
Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1
Maximum Deflection
Max Downward L+Lr+S Deflection 0.181 in Ratio= 1058
Max Upward L+Lr+S Deflection 0.000 in Ratio= 0<480
Max Downward Total Deflection 0.290 in Ratio= 661
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+S 1 0.2902 8.058 0.0000 0.000
Vertical Reactions-Unfactored Support notation:Far left is#1 Values in KIPS
Load Combination Support 1 Support 2
Overall MAXimum 1.040 1.040
D Only 0.390 0.390
S Only 0.650 0.650
D+S 1.040 1.040
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:myenq ineer centu el,net Printed:12SEP2013.1t:32AM
Wood Be1t17 Fite=catJserslMarkypesMQpkDRAwlN-1vEVERG}?�11EVERGR 113t02_E-1t31A2ec6
ENERCALC,JNC:1983-2013;Build:6.13.8.31,Vtr.6:13.8.31
Ill'i
Description: 14.Beam supporting Upper floor side wall
CODE REFERENCES
Calculations per NDS 2005, IBC 2006, CBC 2007,ASCE 7-05
Load Combination Set: IBC2012
Material Properties
Analysis Method: Allowable Stress Design Fb-Tension 2400 psi E:Modulus of Elasticity
Load Combination JBC2012 Fb-Compr 1850 psi Ebend-xx 1800 ksi
Fc-Prll 1650 psi Eminbend-xx 930 ksi
Wood Species : DF/DF Fc-Perp 650 psi Ebend-yy 1600ksi
Wood Grade :24F-V4 Fv 265 psi Eminbend-yy 830 ksi
Ft 1100 psi Density 32.21 pcf
Beam Bracing Beam is Fully Braced against lateral-torsion buckling
®(1 021 5®L 0204 S 0.05
W ° S ' Y P
�. d r x
3.5x16.5
Span = 23.0ft
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Uniform Load: D=0.1450, L=0.040, S=0.050, Tributary Width=1.0 ft
Point Load: D=1.620, L=0.4320 k[7a,10.0 ft
DESIGN SUMMARY r •
.............................................................................................................................................................................................................................................._........................................._.................................................................._........._......................................._....._.................................
Maximum Bending Stress Ratio = 0.836 1 Maximum Shear Stress Ratio = 0.341 : 1
Section used for this span 3.5x16.5 Section used for this span 3.5x16.5
fb :Actual = 2,001.08 psi fv:Actual = 90.27 psi
FB:Allowable = 2,393.28 psi Fv:Allowable = 265.00 psi
Load Combination +1.091 D+0.750L+0.750S+0.5250E+H Load Combination +1.091 D+0.750L+0.750S+0.5250E+H
Location of maximum on span = 9.989ft 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 0.320 in Ratio= 861
Max Upward L+Lr+S Deflection 0.000 in Ratio= 0<480
Max Downward Total Deflection 1.005 in Ratio= 274
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 1.0054 11.332 0.0000 0.000
Vertical Reactions-Unfactored Support notation:Far left is#1 Values in KIPS
Load Combination Support 1 Support 2
Overall MAXimum 3.862 3.595
D Only 2.583 2.372
L Only 0.704 0.648
S Only 0.575 0.575
L+S 1,279 1.223
D+L 3.287 3.020
D+S 3.158 2.947
D+L+S 3.862 3.595
5-3
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 i neero_centurytel.net Pn ted:12 SEP 2013,11:34MA
File=c:lUserslMarkVDesktoplDR4 1NIN-11EVERGR-11E1tERGR-11302 E-1131O.ec6
Wood Beat11 ENBRCALC,I�CC:1983 2p1;!BuiId6.13.933,Ver8.1'3.8.31
e.�ac `
Description: 15.3rd Car Door header
CODE REFERENCES
Calculations per NDS 2005, IBC 2006, CBC 2007,ASCE 7-05
Load Combination Set: IBC2012
Material Properties
Analysis Method: Allowable Stress Design Fb-Tension 900.0 psi E:Modulus of Elasticity
Load Combination JBC2012 Fb-Compr 900.0 psi Ebend-xx 1,600.0 ksi
Fc-Prll 1,350.0 psi Eminbend-xx 580.0 ksi
Wood Species : Doug lasFir-Larch Fc-Perp 625.0 psi
Wood Grade : No.2 Fv 180.0 psi
Ft 575.0 psi Density 32.210 pcf
Beam Bracing Beam is Fully Braced against lateral-torsion buckling
__._.-................__..._...............__._.._......._..._._.....- -._..._...._..._....._.........._.. __ ....-.._....._._......_.. - .
- ...__ _. .......... . _
._..... _ .._.........._.......------..................---._................— ....._......._...._. .............
D(0.2175) S(Q.3625)
A q m
4x12
Span = 8.0ft
Applied Loads Service loads entered.Load Factors will be applied for calculations.
Uniform Load: D=0.2175, S=0.3625, Tributary Width=1.0 ft
DESIGN SUMMARY__ _..___. _ , •
____....._......----.. _ _._..---...---. ___..._.._....._.__...._
Maximum Bending Stress Ratio = 0.7621 Maximum Shear Stress Ratio = 0.376 : 1
Section used for this span 4x12 Section used for this span 4x12
fb:Actual 754.18psi fv:Actual 67.74 psi
FB:Allowable = 990.00 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 = 7.066 ft
Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1
Maximum Deflection
Max Downward L+Lr+S Deflection 0.051 in Ratio= 1898
Max Upward L+Lr+S Deflection 0.000 in Ratio= 0<480
Max Downward Total Deflection 0.081 in Ratio= 1186
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+S 1 0.0809 4.029 0.0000 0.000
Vertical Reactions-Unfactored Support notation:Far left is#1 Values in KIPS
Load Combination Support 1 Support 2
Overall MAXimum 2.320 2.320
D Only 0.870 0.870
S Only 1.450 1.450
D+S 2.320 2.320
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 Rxited.12 SEP 2C13,11:35ANI
VIIOOCI Beam
Fite=c:\Users\MarklDesktop[DRAWIN-1\EVERGR-11EVERGR-113102_E-1131Q2.ec6
ENERCALC,INC 1983-2613,Build:6.13.8.31,Ver:6.13.6.31
Description: 16.Main Floor Joists
CODE REFERENCES
Calculations per NDS 2005, IBC 2006, CBC 2007,ASCE 7-05
Load Combination Set: IBC2012
Material Properties
Analysis Method: Allowable Stress Design Fb-Tension 850 psi E:Modulus of Elasticity
Load Combination JBC2012 Fb-Compr 850 psi Ebend-xx 1300ksi
Fc-Prll 1300 psi Eminbend-xx 470ksi
Wood Species : Hem Fir Fc-Perp 405 psi
Wood Grade : No.2 Ft Fv 525 psi Density 27.7pcf
Beam Bracing : Beam is Fully Braced against lateral-torsion buckling Repetitive Member Stress Increase
...................................................................................._.................................................................................................................................................._................................_...........................__....................._....................
...._.
Q(0.019995) L(0.05332)
2x10
Span = 12.333 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 -
m° e
Bending Stress Ratio = 0.727: 1 Maximum Shear Stress Ratio = 0.285 : 1
Section used for this span 2X10 Section used for this span 2x10
fb:Actual = 781.98 psi fv:Actual = 42.81 psi
FB:Allowable = 1,075.25psi Fv:Allowable = 150.00 psi
Load Combination +D+L+H Load Combination +D+L+H
Location of maximum on span = 6.167ft Location of maximum on span = 11.568ft
Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1
Maximum Deflection
Max Downward L+Lr+S Deflection 0.217 in Ratio= 681
Max Upward L+Lr+S Deflection 0.000 in Ratio= 0<480
Max Downward Total Deflection 0.298 in Ratio= 495
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 0.2985 6.212 0.0000 0.000
Vertical Reactions-Unfactored Support notation:Far left is#1 Values in KIPS
Load Combination Support 1 Support 2
Overall MAXimum 0.452 0.452
D Only 0.123 0.123
L Only 0.329 0.329
D+L 0.452 0.452
55
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 ineer(o)centurytel.net Printed,12 SEP 20-13.1 :35AM
WOOCI Beam File=c:tUserslMarklpesktop\DRPwIN�i\EVERGR-1iEVERGR-1136E-1�3102.ec6
ENERCALCJNC..1983-2013;;%ild:6.13 8,31,Ver:6.13.8.31
'.gat
Description: 17.Crawl beam at bearing wall
CODE REFERENCES
Calculations per NDS 2005, IBC 2006, CBC 2007,ASCE 7-05
Load Combination Set: IBC2012
Material Properties
Analysis Method: Allowable Stress Design Fb-Tension 900.0 psi E:Modulus of Elasticity
Load Combination IBC2012 Fb-Compr 900.0 psi Ebend-xx 1,600.0 ksi
Fc-Prll 1,350.0 psi Eminbend-xx 580.0 ksi
Wood Species ; DouglasFir-Larch Fc-Perp 625.0 psi
Wood Grade : No.2 Fv 180.0 psi
Ft 575.0 psi Density 32.210 pcf
Beam Bracing Beam is Fully Braced against lateral-torsion buckling
..................__......._.._._........._......___..—..—..._..........__..._................__......___-- _.._..........-------....._..............._.____._.._.__......._...._..____..--__....._._............______._....._........_..._...__._._........------
D(0.46) L(0.84)
4x10
Span = 5.250 ft
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Uniform Load: D=0.460, L=0.840, Tributary Width=1,0 ft
DESIGN SUMMARY
Maximum Bending Stress Ratio = 0.9971 Maximum Shear Stress Ratio = 0.622 : 1
Section used for this span 4x10 Section used for this span 4x10
fb:Actual 1,076.84psi fv:Actual = 111.95 psi
FB:Allowable 1,080.00 psi Fv:Allowable = 180.00 psi
Load Combination +D-i-L+H Load Combination +D+L+H
Location of maximum on span = 2.625ft 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 0.039 in Ratio= 1611
Max Upward L+Lr+S Deflection 0.000 in Ratio= 0<480
Max Downward Total Deflection 0.061 in Ratio= 1041
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 0.0605 2.644 0.0000 0.000
Vertical Reactions-Unfactored Support notation:Far left is#1 Values in KIPS
Load Combination Support 1 Support 2
Overall MAXimum 3.413 3.413
D Only 1.208 1.208
L Only 2.205 2.205
D+L 3.413 3.413
56
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 ineer centU tel.net Nnted:12SEP213.11:39AM
Wood Beam
File=c:\UserslMark\Desktop\DRAWIN-1\EVERGR-I,\EVERGR-113102..E-113102.ec6
ENERCALC,INC.M,3-2013;8t>e4 6.13.$.31,Ver.6:13.8.31
Description: 17.Crawl beam at bearing wall(Reaction Check)
CODE REFERENCES
Calculations per NDS 2005, IBC 2006, CBC 2007,ASCE 7-05
Load Combination Set: IBC2012
Material Properties
Analysis Method: Allowable Stress Design Fb-Tension 900.0 psi E:Modulus of Elasticity
Load Combination iBC2012 Fb-Compr 900.0 psi Ebend-xx 1,600.0 ksi
Fc-Prll 1,350.0 psi Eminbend-xx 580.Oksi
Wood Species : DouglasFir-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(0.46) L(0.84)
Owl
5y
4x10
Span= 3.50 ft
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Uniform Load: D=0.460, L=0.840, Tributary Width=1.0 ft
DESIGN SUMMARY , _ •
.Maximum Bending Stress Ratio = 0.4431 Maximum Shear Stress Ratio = 0.329 : 1
Section used for this span 4x10 Section used for this span 4x10
fb:Actual 478.60psi fv:Actual = 59.24 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 = 1.750ft Location of maximum on span = 2,734 ft
Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1
Maximum Deflection
Max Downward L+Lr+S Deflection 0.008 in Ratio= 5437
Max Upward L+Lr+S Deflection 0.000 in Ratio= 0<480
Max Downward Total Deflection 0.012 in Ratio= 3513
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 0.0120 1.763 0.0000 0.000
Vertical Reactions-Unfactored Support notation:Far left is#1 Values in KIPS
Load Combination Support 1 Support2
Overall MAXimum 2.275 2.275
D Only 0.805 0.805
L Only 1.470 1.470
D+L 2.275 2.275
5-7
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:m en ineer centU tel.net Nnted:12 SEP 2013.11,VAM
WOOCI Beam Fite=c:lUsersik4arkiDesktopOR AW)N-1�EVERGR-1IEVERGR-113102 E-1\3102.ec6
ENERCALC,INC 1983-2413,Build 6,13:8.33,Ve[6;i3.8.31.
Description: 18.Crawl beam NOT at bearing wall
CODE REFERENCES
Calculations per IN DS 2005, IBC 2006, CBC 2007,ASCE 7-05
Load Combination Set: IBC2012
Material Properties
Analysis Method: Allowable Stress Design Fb-Tension 900.0 psi E:Modulus of Elasticity
Load Combination IBC2012 Fb-Compr 900.0 psi Ebend-xx 1,600.0 ksi
Fc-Prll 1,350.0 psi Eminbend-xx 580.0 ksi
Wood Species : Doug lasFi r-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 = 7.50ft
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 •
__.........._.._....._.___....._.._9.,..,....._. .... ._._.. ____..._...._.._...___ __.___._......__._,_—__._._.........._.........---------_....__.---_..._�__...._.._.__ _ ._.
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
FB: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<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."+"Deff 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
6f
Myers Engineering, LLC Phone: 253-858-3248
3206 50th Street Ct NW, Ste 210-8 PROJECT : Plan 3102 w/3 Car Email: myengineer @centurytel.net
Gig Harbor, WA 98335 Option
Maximum Load For 6x6 DF#1 Wood Post sf:= I— if:= psf•ft lib:= plf ft Ham:= 9-ft
144
Fc:= 1000-psi )C = 1 CFb := 1 CM:= 1 C,VV= 1 CL:= 1 CFc:= 1
E':= 1600000-psi
F"c••—= F c•C D' Fc C F"c= P
1000 si 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) ,1M 5.5 in
t:= 5.5-in
SL:= h Cam := 0.8 KcE:= 0,3 2
A:= t•h A=30.2.in
FCE KCE E' FCE= 1245 psi t h3 4
SL2 I:_ — I= 76.3.in
12
2
1 + FCE 1 + FCE FCE S:= I-2 S=27.7•in3
F'fc F"c F"c ""` h
Cp:= - - Kf
2•C 2•C C CP= 0.76
F'c:= CP•F"c F'c=761-psi Pmax:= F'c-A Pmax=23015•1b (Maximum post Capacity)
Maximum Load For 6x6 HF#2 Treated Post sf;= ps' if:= psf ft lib = plf ft Ham:= 9 ft
144
FF - 460-psi ;C W.= 1 ACM = 1 = 1 Cam:= 1 a:= 1 �:= 1
E':= 1045000-psi
Fes:= F.-CD CFc F"c=460 psi 6x6 Treated Wood Post Properties
Axial Load Capacity '- 1'0 (Kf=0.6 for unbraced nailed
p y built up posts-0.75 for bolted)
Slenderness Ratio (SL) AM 5.5 in
H tom•= 5.5-in
SL.•= h C:= 0.8 K :=K 0.3
Q am
A:= t•h A=30.2•in2
E'
Fes= E FCE= 813-psi t•h3 4
SL 2 ,I,= 12 I= 76.3 in
FCE FCE 2 FCE S:= 1.2 S =27.7•in3
1 + —F"
c F"c F"c ,
. 2•C 2•C C Kf CP=0.85
Fes:= CP•F"c F'c=389 psi P = F'c A Pmax= 11760•1b (Maximum post Capacity)
3102, 2012 IBC.xmcd Mark Myers, PE 9/12/2013
;I
Myers Engineering, LLC Phone: 253-858-3248
3206 50th Street Ct NW, Ste 210-B PROJECT : Plan 3102 w/3 Car Email: myengineer @centurytel.net
Gig Harbor, WA 98335 Option
Maximum Load For 3-2x6 HF Stud Built up Wood Post sf:= I lff:- psf•ft 1b.- plf•ft H:= 9-ft
144
Fes:= 800 psi Cam:= 1 = 1 = 1 Cam:= 1 Cam:= 1 := 1.1
1200000-psi
Fes:= F�Cb Cpc F"c= 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 bolted)
Slenderness Ratio (SL) A-A (5.5) in
H �tw:= 3•(1.5)•in
S = — C = 0.8 0.3 Lh amam
A:= t-h A= 24.8-in 2
v GFv- KCE-E' FCE =934-psi nnu t•h3 4
SL — I=62.4-m
12
2
1 + FCE 1 + FCE FCE S:= 1-2 S=22.7•in3
F"c F"c P c h
2•C 2•C C Kg Cp= 0.71
.= Cp•F"c F'c=626-psi Pte= Fc A P.= 15486•1b (Maximum post Capacity)
Maximum Load For 2-2x6 HF Stud Built up Wood Post sf:= pSI lXf:= psf•ft 1 := plf•ft Ham:= 9-ft
144
Fes:= 800 psi = 1 = 1
— 1200000-psi
" Fc-CD-CFc F"c= 880-psi 2-2x6 Built Up Post Properties
Kam:=
Axial Load Capacity 1.0 (Kf=0.6 forunbraced nailed
built up posts-0.75 for bolted)
Slenderness Ratio(SL) 1:= 5.5.in
H t;= (2) 1.5 in
SL:_ — := 0.8 K = 0.3
A. h AC. A:= t•h A= 16.5-in
te
E'
F = E FCE=934•psi t h3 4
SL N,,= 12 I=41.6.in
1 FCE FCE 2 �'
FCE 12 S= 15.1-in 3
+ — 1 + —
F" h
C F"c F"c
2•C 2•C C Kf Cp=0.71
:= Cp•F"c F'c= 626-psi = F'�A Pm = 10324.1b (Maximum post Capacity)
104.1-3102, 2012 IBC.xmcd Mark Myers, PE 9/12/2013
Ea
Myers Engineering, LLC Phone: 253-858-3248
3206 50th Street Ct NW, Ste 210-B PROJECT : Plan 3102 w/ 3 Car Email: myengineer @centurytel.net
Gig Harbor, WA 98335 Option
Maximum Load For 3-2x4 HF Stud Built up Wood Post sf.= ps> if .= psf ft lb:= plf•ft H:= 9-ft
^"'" 144 "`
Fr-.= 800-psi C = 1 ;2W.= 1 CR�ri= 1 Cam.= 1 C := 1 Cam:= 1.1
Ems':= 1200000-psi
Fes:= F�CD•CFo F",= 880-psi 3-2x4 Built Up Post Properties
Axial Load Capacity '= 1.0 (Kf=0.6 for unbraced nailed
built up posts-0.75 for bolted)
Slenderness Ratio (SL) ,�h:= 3.5-in,�
H t;.= 3.1.5.in
SL= — Cam:= 0.8 )I := 0.3 t;.=h A:= t•h A= 15.7•in2
Fes= KCE FCE =378-psi t h3 4
SL2I= — I= 16.1-in
12
FCE FCE 2 FCE 5:= h I.2 S=9.2.in 3
---
1 + 1 + — —
F" F" F"
c c c
2-C 2•C C Kf Cp=0.38
Fes' := Cp F"� F',=336•psi Pte= F'�A P.=5299•lb (Maximum post Capacity)
Maximum Load For 2-2x4 HFStud Built up Wood Post sf s A if := psf•ft Imb:= plf ft H`.= 9-ft
144
Fes:= 800•psi Cam:= 1 9W__= 1 Cam:= 1 = 1 ;.= 1 C := 1.1
EL:= 1200000-psi
2-2x4 Built Up Post Properties
Fes:= F�CD CFc F"C= 880 psi
Axial Load Capacity 1.0 (Kf=0.6 for unbraced nailed
built up posts-0.75 for bolted)
Slenderness Ratio (SL) hAM 3.5 in
H M;= (2).1.5•in
SQL — C,:= 0.8 K .= 0.3
h Ate:= t•h A= 10.5•in2
E'
F = E Fig =378 psi I:= t h3 I= 10.7-in4
SL 2 NV 12
2 S:= I-2 S= 6.1-in 3
1 FCE FCE FcE "M h
+ — 1 + — —
F" F„ F"
C c - c - c K C -0.38
IIRI 2•C 2•C C f p
�F — Cp•F"c F = •psi P .= F' A Pmax=3533•lb C (Maximum post Capacity)
3102, 2012 IBC.xmcd Mark Myers, PE 9/12/2013
61
Myers Engineering, LLC Phone: 253-858-3248
3206 50th Street Ct NW, Ste 210-13 PROJECT : Plan 3102 w/3 Car Email: myengineer @centurytel.net
Gig Harbor, WA 98335 Option
Maximum Load For 4x4 HF#2 Treated Post sf::= psi if := psf•ft lb.- plf•ft H`:= 6.25•ft
144
Fns:= 1040-psi C ,:= 1 = 1 Cam:= 1 Cam:= 1
NE''.= 1235000-psi
4x
Fes= F�CD CFA F"c= 1040 psi 4 Treated Wood Post Properties
Kam:= 1.0 (Kf=0.6 for unbraced nailed
Axial Load Capacity built up posts-0.75 for bolted)
Slendemess Ratio (SL) h:= 3.5-in
A = 3.5.in
h C:= 0.8 SI.= 0.3 2
A:= t•h A= 12.2-in
AW
E'
F = E FCE= 807-psi IS= t•h3— I= 12.5-in 4
2
SL 12
2 I.2 3
FCE FCE FCE S:= — S=7.1-in
^^^ h
'MR^- 2 C"c- 2 C"c - Cc Kf Cp=0.6
NFL:= Cp•F"c F'c=622-psi Pte;= F' 'A Pmax=7618.1b (Maximum post Capacity)
3102, 2012 IBC.xmcd Mark Myers, PE 9/12/2013
�7—