22-102679-Structural Calculations-3-30-22-V1STRUCTURAL CALCULATION
Prepared By
Ben' amin Homes Ltd
*Design *Development*Consulting*
34211 Pacific Highway S
Federal Way, WA 98003
Tel. (253)235-5532, Fax. (253)944-1972
(Job # 22-02AE)
N �A
Prepared For
Wind Speed = 110 mph, Exposure: "B"
NEW CONSTRUCTION
264 SW 297T11 ST.
FEDERAL WAY, WA.
Mar. 03, 2022
Design by: B.T. Urbala Property Development LLC.
3/2/2022 PROJECT: *World of Designs & Engineers*
12:57 PM 35109 Pacific Highway S
Federal Way, WA 98003
BASIS OF DESIGN
BUILDING CODE:
2018 Edition of the International Building Code
GRAVITY LOADS:
Roof Live Load = 25 psf. (snow)
Roof Dead Load = 19 psf.
Floor Live Load = 40 psf. (reducible)
Floor Dead Load = 12 psf.
LATERAL LOAD CRITERIA:
Wind Speed = 110 mph, Exposure: B
Seismic Site Class: D
Seismic Design Category: D
FOUNDATION:
Spead footings shall bear on firm undisturbed soil 18" minimum below finished grade.
Allowable Soil Bearing Pressure = 1,500 psf.
DESIGN LOADS
ROOF LIVE LOAD:
ROOF DEAD LOAD:
FLOOR LIVE LOAD:
FLOOR DEAD LOAD:
Roofing
1/2" Plywood Sheating
Insulation
Trusses & 1/2" GW B
Lighting, Mechanical, Electrical, Misc.
Solar panel
Flooring
3/4" Plywood Sheathing
Insulation
Floor Joists & Beams
Lighting, Mechanical, Electrical, Misc
25.00 PSF (snow load)
7.00 psf (15 psf = the roof)
2.00 psf
2.00 psf
3.00 psf (6 psf = the roof)
1.00 psf
4.00 psf
19.00 PSF Total Dead Load
40.00 PSF (Reducible)
2.00 psf
3.00 psf
1.00 psf
5.00 psf
1.00 pst
12.00 PSF Total Dead Load
*World of Designs & Engineers*
22-02AE.mcd
Design by: B.T. Urbala Property Development LLC.
3/2/2022 PROJECT: *World of Designs & Engineers*
12:57 PM 35109 Pacific Highway S
Federal Way, WA 98003
WOOD:
JOISTS & FAFTERS: 2X4 HF#2
2X6 or Larger HF#2
BEAMS: Width of 4" and Less DF#2
Width of greater than 4" DF#2
LEDGERS AND TOP PLATES:
Width of 4" and Less HF#2
STUDS: 2X4 HF#2
2X6 or Larger HF#2
POSTS: 4X4 HF#2 (unless note on plan)
4X6 or Larger HF#2 (unless note on plan)
6X6 or Larger HF#2 (unless note on plan)
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, Fe (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.
PREFABRICATED WOOD TRUSSES SHALL BE DESIGNED BYA F
PROFESSIONAL REGISTERED IN THE STATE OF WASHINGTON.
RED DESIGN
UNLESS OTHERWISE SPECIFIED BY LOCAL BUILDING OFFICIAL OR STATUTE, TRUSS DESIGNS
BEARING THE SEAL AND SIGNATURE OF THE TRUSS DESIGNER SHALL BE AVAILABLE AT TIME OF
INSPECTION.
-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 30/6 OF
THE SPECIFIED JOISTS OR BEAMS.
*World of Designs & Engineers* 22-02AE.mcd
6 %6 %. POST
0
_
-
IVOR
v�v�ys�
I
1M
it
IIR
\ (PA���/-/
J
- ALL BEAMS AND KiUDERS TO BE BAB OF #2 AT SEABIRD WALLS, UNLO
SHADED AREAS INDICATE OVERFRAMING, 1%6 0 Yd' D.C. U.N.O. ,
- BEARING WALLS ARE INDICATES AS SHADED WALLS
- PRONDE VENTED BLOCNING AT REWIRED TRUSS/RAFTER BAYS
- All- MANUFACTURED TRUSSES:
SHALL NOT BE FIELD ALTERED WTHWT ENGINEER'S APPROVAL
SHALL HAVE DESIGN DETAILS AND DRAWNGS ON SITE FOR FRAMING INSPECTION
' SHALL BE INSTALLED AND BRACED TO MANUFACTURER'S SPECIFICATON
• SHALL CARRY MANUFACTURER'S STAMP ON EACH TRUSS
jN ENGINEERED ROOF FRAMING LAYOUT IS PRONDED BY THE TRUSS SUPPLER,
T TRUSS LAYOUT SHALL SUPERCOOL THE 1RUSS LAYOUT INDICATED IN THE PLANS.
PRONDE 1RUSS LATEST AND SPECS ON STE FOR INSPECTION.
PRONOE SOLID FRAMING EQUAL TO THE WDTT OF THE MEMBER BEING SUPPORTED (U.N.O.)
SKIII;1;916;
n
mInoo
w ti = o,,j (30-ri
Wb= \9(36z) =3�1i qft c(o X g 1421
Wv_ p9(t'5)=105(cox
W _ S (45.9r)c 1,5 co, %*
W v = 19 (3.5)' I--+ ((OX Y)
w`= —Is 8gt;kk
G
Title : Job #
Dsgnr: Date: 11:08AM, 2 MAR 22
Description
Scope:
Usee.KW-0605879oVei 6.a.o.,-"°�-2°°» General Timber Beam Page 1'
rv0, 1-Nv2
Description
General Information
Section Name 6.75x12
Center Span
16.00 ft .....Lu 0.00 ft
Beam Width
6.750 in
Left Cantilever
ft .....Lu 0.00 it
Beam Depth
12.000 in
Right Cantilever
it .....Lu 0.00 ft
Member Type
GluLam
Douglas Fir, 24F - V4
Bm Wt. Added to Loads
Fb Base Allow
2,400.0 psi
Load Dur. Factor
1.150
Fv Allow
240.0 psi
Beam End Fixity
Pin -Pin
Fc Allow
650.0 psi
Wood Density
32.500 pcf
E
1,800.0 ksi
Full Length Uniform Loads
Center DL
233.00 #/ft
LL
307.00 #/ft
Left Cantilever DL
#/it
LL
#/ft
Right Cantilever DL
#/ft
LL
#/ft
Summary I
Beam Design OK
Span= 16.00ft, Beam Width =
6.750in x Depth = 12.in,
Ends are Pin -Pin
Max Stress Ratio
0.480 : 1
Maximum Moment
17.9 k-ft
Maximum Shear
1.5
5.9 k
Allowable
37.2 k-ft
Allowable
22.4 k
Max. Positive Moment
17.86 k-ft at
8.000 ft
Shear:
@ Left
4.47 k
Max. Negative Moment
0.00 k-ft at
0.000 ft
@ Right
4.47 k
Max @ Left Support
0.00 k-ft
Camber:
@ Left
0.000in
Max @ Right Support
0.00 k-ft
@ Center
0.318in
Max. M allow
37.25
Reactions...
@ Right
0.000in
fb 1,323.33 psi
fv 72.78 psi
Left DL
2.01 k
Max
4.47k
Fb 2,759.04 psi
Fv 276.00 psi
Right DL
2.01 k
Max
4.47 k
Deflections
Center Span...
Dead Load
Total Load Left Cantilever...
Dead Load
Total Load
Deflection
-0.212 in
-0.471 in Deflection
0.000 in
0.000 in
...Location
8,000 ft
8.000ft ...Length/Dell
0.0
0.0
...Length/Deft
906.6
408.07 Right Cantilever...
Camber ( using 1.5 `
D.L. DO ) ...
Deflection
0.000 in
0.000 in
@ Center
0.318 in
...Length/Deft
0.0
0.0
@ Left
0.000 in
@ Right
0.000 in
Stress Calcs
Bending Analysis
Ck 20.711
Le 0.000 ft
Sm 162.000 in3 Area
81.000 in2
Cv 1.000
Rb 0.000
Cl 4466.248
Max Moment
Sxx Req'd
Allowable fb
@ Center
17.86 k-ft
77.70 in3
2,759.04 psi
a@ Left Support
0.00 k-ft
0.00 in3
2,759.04 psi
@ Right Support
0.00 k-ft
0.00 in3
2,759.04 psi
Shear Analysis
@ Left Support
@ Right Support
Design Shear
5.90 k
5.90 k
Area Required
21.360 in2
21.360 in2
Fv: Allowable
276.00 psi
276.00 psi
Bearing @ Supports
Max. Left Reaction
4.47 k
Bearing Length Req'd
1.018 in
Max. Right Reaction
4.47 k
Bearing Length Req'd
1.018 in
0
Title : Job #
Dsgnr: Date: 11:08AM, 2 MAR 22
Description
Scope:
6goKw6se5873oXe15e.0.1-No.2006 General Timber Beam Page 1
Description
General Information
Section Name 6x8
Center Span
6.00ft .....Lu 0.00 ft
Beam Width
5.500 in
Left Cantilever
ft .....Lu 0.00 ft
Beam Depth
7.500 in
Right Cantilever
ft .....Lu 0.00 ft
Member Type
Sawn
Douglas Fir - Larch, No.2
Bm Wt. Added to Loads
Fb Base Allow
875.0 psi
Load Dur. Factor
1.150
Fv Allow
170.0 psi
Beam End Fixity
Pin -Pin
FCAllow
625.0 psi
Wood Density
32.500 pcf
E
1,300.0 ksi
Full Length Uniform Loads
Center DL
290.00 #/ft
LL 382.00 #/ft
Left Cantilever DL
#/ft
LL #/ft
Right Cantilever DL
#/ft
LL #/ft
Point Loads
Dead Load 1,520.0 Ibs
Ibs
Ibs
Ibs
Ibs
Ibs Ibs
Live Load Ibs
Ibs
Ibs
Ibs
Ibs
Ibs Ibs
...distance 5.000 ft
0.000 ft
0.000 it
0.000 ft 0.000
ft 0.000 it 0.000 ft
Summary I
Beam Design OK
Span= 6.0011, Beam Width = 5.500in x Depth = 7.5in, Ends are Pin -Pin
Max Stress Ratio
0.896 : 1
Maximum Moment
3.9 k-ft
Maximum Shear*
1.5
4.3 k
Allowable
4.3 k-ft
Allowable
8.1 k
Max. Positive Moment
3.87 k-ft
at 3.360 ft Shear:
@ Left
2.30 k
Max. Negative Moment
0.00 k-ft
at 0.000 It
@ Right
3.31 k
Max @ Left Support
0.00 k-ft
Camber:
@ Left
0.000 in
Max @ Right Support
0.00 k-ft
@ Center
0.086in
Max. M allow
4.32
_
Reactions...
@ Right
0.000in
fb 901.34 psi
fv
104.93 psi
Left DL 1.15 k
Max
2.30 k
Fb 1,006.25 psi
Fv
195.50 psi
Right DL 2.16 k
Max
3.31 k
Deflections
Center Span... Dead Load
Total Load
Left Cantilever...
Dead Load
Total Load
Deflection
-0.058 in
-0.102 in
Deflection
0.000 in
0.000 in
...Location
3,168 it
3.096 ft
...Length/Dell
0.0
0.0
...Length/Deft
1,251.2
707.45
Right Cantilever...
Camber ( using 1.6 * D.L. DO ) ...
Deflection
0.000 in
0.000 in
@ Center
0.086 in
...Length/Deft
0.0
0.0
@ Left
0.000 in
@ Right
0.000 in
I
Title :
Dsgnr:
Description
Scope:
Job #
Date: 11:08AM, 2 MAR 22
User: Kw-e6e....3,., 58.0, t-Nov-2006 .., a General Timber Beam Page 1 1
Description
General Information
Section Name. US
Center Span
6.00ft ..... Lu 0.00 ft
Beam Width
5.500 in
Left Cantilever
It .....Lu 0.00 ft
Beam Depth
7.500 in
Right Cantilever
ft .....Lu 0,00 ft
Member Type
Sawn
Douglas Fir - Larch, No.2
Bm Wt. Added to Loads
Fb Base Allow
875.0 psi
Load Dur. Factor
1.150
Fv Allow
170.0 psi
Beam End Fixity
Pin -Pin
Fc Allow
625.0 psi
Wood Density
32.500 pcf
E
1,300.0 ksi
Full Length Uniform Loads
Center DL 347.00 #/ft LL 457.00 #/ft
Left Cantilever DL #/ft LL #/ft
Right Cantilever DL #/ft LL #/ft
Beam Design OK
Span= 6.00ft, Beam Width = 5.500in x Depth = 7.5in, Ends are Pin -Pin
Max Stress Ratio
0.846 : 1
Maximum Moment
3.7 k-ft
Maximum Shear
1.5
2.9 k
Allowable
4.3 k-ft
Allowable
8.1 k
Max. Positive Moment
3.66 k-ft
at
3.000 ft
Shear:
@ Left
2.44k
Max. Negative Moment
0.00 k-ft
at
0.000 it
@ Right
2.44 k
Max @ Left Support
0.00 k-ft
Camber:
@ Left
0.000in
Max @ Right Support
0.00 k-ft
@ Center
0.062 in
Max. Mallow
4.32
Reactions...
@ Right
0,000 in
fb 851.76 psi
fv
70.27 psi
Left DL
1.07 k
Max
2.44 k
Fb 1,006.25 psi
Fv
195.50 psi
Right DL
1.07 k
Max
2.44 k
Deflections
Deflection
...Location
...Length/Deft
Camber ( using 1.5'
@ Center
@ Left
@ Right
-0.041 in
3.000 it
1,742.0
D.L. DO ) ...
0.062 in
0.000 in
0.000 in
-0.094 in Deflection
3.000 ft ...Length/Deft
763.15 Right Cantilever...
Deflection
...Length/Deft
yV 0.000 in
0.0
0.000 in
0.0
V �0.000 in
0.0
0.000 in
0.0
Stress Calcs
Bending Analysis
Ck 29.150
Le 0.000 ft
Sm 51.563 in3 Area 41.250 in2
Cf 1.000
Rb 0.000
Cl 2439.929
Max Moment
Sxx Req'd
Allowable fb
@ Center
3.66 k-ft
43.65 in3
1,006.25 psi
@ Left Support
0.00 k-ft
0,00 in3
1,006.25 psi
@ Right Support
0.00 k-ft
0.00 in3
1,006.25 psi
Shear Analysis
@ Left Support
@ Right Support
Design Shear
2.90 k
2.90 k
Area Required
14.827 in2
14.827 in2
Fv: Allowable
195.50 psi
195.50 psi
Bearing @ Supports
Max. Left. Reaction
2.44 k
Bearing Length Req'd
0.710 in
Max. Right Reaction
2.44 k
Bearing Length Req'd
0.710 in
0
Title :
Dsgnr:
Description
Scope:
Job #
Date: 11:08AM, 2 MAR 22
Use,. Kw-0605873,vera60,1 -Nev-2006 General Timber Beam Page 1 r
1rMR3-0nm FNFRCAI C R Iilllr n .
Description
General Information
Section Name 6x10
Center Span
10.50ft .....Lu 0.00 ft
Beam Width
5.500 in
Left Cantilever
ft .....Lu 0.00 ft
Beam Depth
9.500 in
Right Cantilever
If .....Lu 0.00 ft
Member Type
Sawn
Hem Fir, No.2
Bm Wt. Added to Loads
Fb Base Allow
675.0 psi
Load Dur. Factor
1.150
Fv Allow
140.0 psi
Beam End Fixity
Pin -Pin
Fc Allow
405.0 psi
Wood Density
32.500 pcf
E
1, 100.0 ksi
I Full Length Uniform Loads
Center DL
105.00 #/ft
LL
138.00 #/ft
Left Cantilever DL
#/ft
LL
#/ft
Right Cantilever DL
#/ft
LL
#/ft
Summary
Beam Design OK
Span= 10.50ft, Beam Width =
5.500in x Depth = 9.5in,
Ends are Pin -Pin
Max Stress Ratio
0.656 : 1
Maximum Moment
3.5 k-ft
Maximum Shear*
1.5
1.7 k
Allowable
5.4 k-ft
Allowable
8.4 k
Max. Positive Moment
3.51 k-ft at
5,250 ft
Shear:
@ Left
1.34 k
Max. Negative Moment
0.00 k-ft at
10.500 ft
@ Right
1.34 k
Max @ Left Support
0.00 k-ft
Camber:
@ Left
0.000in
Max @ Right Support
0.00 k-ft
@ Center
0.111 in
Max, M allow
5.35
Reactions...
@ Right
0.000in
fb 509.33 psi
fv 32.87 psi
Left DL
0.61 k
Max
1.34 k
Fb 776.25 psi
Fv 161.00 psi
Right DL
0.61 k
Max
1.34 k
Deflections
Deflection
...Location
...Length/Deft
Camber ( using 1.5 *
@ Center
@ Left
@ Right
-0.074 in
5.250 If
1,705.2
D.L. Defl ) ...
0.111 in
0.000 in
0.000 in
-0.161 in Deflection
5.250 ft ...Length/Deft
781.63 Right Cantilever...
Deflection
...Length/Deft
V 0,000 in
0.0
0.000 in
0.0
V `0.000 in
0.0
0.000 in
0.0
Stress Caics
Bending Analysis
Ck 30.529
Le 0.000 ft
Sxx 82.729 in3 Area
52.250 in2
Cf 1.000
Rb 0.000
Cl 1337.660
Max Moment
Sxx Reg'd Allowable
fb
@ Center
3.51 k-ft
54.28 in3
776.25 psi
@ Left Support
0.00 k-ft
0.00 in3
776.25 psi
@ Right Support
0.00 k-ft
0.00 in3
776.25 psi
Shear Analysis
@ Left Support
@ Right Support
Design Shear
1.72 k
1.72 k
Area Required
10.668 in2
10.668 in2
Fv: Allowable
161.00 psi
161.00 psi
Bearing @ Supports
Max. Left Reaction
1.34 k
Bearing Length Req'd
0.601 in
Max. Right Reaction
1.34 k
Bearing Length Req'd
0.601 in
LO
Title :
Dsgnr:
Description
Scope :
Job #
Date: 11:08AM, 2 MAR 22
User: KW-0605873, Ver 5.8.0, 1-Nov-2006
vnns F ra ....._ General Timber Beam Page 1
Description BEAM 4A
General Information
r
Section Name 6x10
Center Span
13.00ft .....Lu 0.00 ft
Beam Width
5.500 in
Left Cantilever
1.00ft .....Lu 0.00 ft
Beam Depth
9.500 in
Right Cantilever
ft .....Lu 0.00 ft
Member Type
Sawn
Hem Fir, No.2
Bm Wt. Added to Loads
Fb Base Allow
675.0 psi
Load Dur. Factor
1.150
Fv Allow
140.0 psi
Beam End Fixity
Pin -Pin
Fc Allow
405.0 psi
Wood Density
32.500 pcf
E
1,100.0 ksi
Full Length Uniform Loads
Center DL 67.00 #/ft LL 88.00 #/ft
Left Cantilever DL #/ft LL #/ft
Right Cantilever DL #/ft LL #/ft
Beam Design OK
Span= 13.00ft, Left Cant= 1.00ft, Beam Width = 5.500in x Depth = 9.5in, Ends are Pin -Pin
Max Stress Ratio
0.658 : 1
Maximum Moment
3.5 k-ft
Maximum Shear *
1.5
1.4 k
Allowable
5.4 k-ft
Allowable
8.4 k
Max. Positive Moment
3.52 k-ft
at
6.528 ft Shear:
@ Left
1.08 k
Max. Negative Moment
-0.01 k-ft
at
0.000 ft
@ Right
1.08 k
Max @ Left Support
-0.01 k-ft
Camber:
@ Left
0.041 in
Max @ Right Support
0.00 k-ft
@ Center
0.175in
Max. M allow
5.35
Reactions...
@ Right
0.000in
fb 510.65 psi
fv
27.40 psi
Left DL 0.52 k
Max
1.10 k
Fb 776.25 psi
Fv
161.00 psi
Right DL 0.51 k
Max
1.08 k
Deflections
Deflection
...Location
...Length/Deft
Camber ( using 1.5 *
@ Center
@ Left
@ Right
-0.117 in
6.528ft
1,334.7
D.L. Defl ) ...
0.175 in
0.041 in
0.000 in
-0.248 in Deflection
6.528ft ...Length/Deft
629.79 Right Cantilever...
Deflection
...Length/Deft
0.027 in
882.4
0.000 in
0.0
0.058 in
415.9
0.000 in
0.0
Stress Calcs
Bending Analysis
Ck 30.529
Le 0.000 ft
Sxx 82.729 in3 Area
52.250 in2
Cf 1.000
Rb 0.000
Cl 1096.397
Max Moment
Sm Reg'd
Allowable fb
@ Center
3.52 k-ft
54.42 in3
776.25 psi
@ Left Support
0.01 k-ft
0.09 in3
776.25 psi
@ Right Support
0.00 k-ft
0.00 in3
776.25 psi
Shear Analysis
@ Left Support
@ Right Support
Design Shear
1.43 k
1.43 k
Area Required
8.891 in2
8.883 in2
Fv: Allowable
161.00 psi
161.00 psi
Bearing @ Supports
Max. Left Reaction
1.10 k
Bearing Length Req'd
0.492 in
Max. Right Reaction
1.08 k
Bearing Length Req'd
0.487 in
101
I•
FRAMNG
- ALL DDOW/MNDOW HEADERS TO BE 6X0 DI AT 2X6 BEARING WALLS , U N.O.
- PROMIDE FIREBLOCKING AS REWIRED PER I.R.C.
- WINDOW HEADERS AT 6'-B- ABOVE SUB FLOOR, U.N.O.
- EXTERIOR WALLS TO BE 2X6 AT 16" DC., U N.O.
- INTERIOR PAR➢➢W S TO BE 2X4 AT 16" O.C. (2X6 0 PLUMBING WALLS) U.N.O.
- PROADE SUPPLEMENTAL JOI9S/BLOCKING BELOW SHEAR WALLS AS INDICATED ON FRAMING PLAN!
® BROMIDE MUD FRAMNG EQUAL TO ME WIDTH OF ME MEMBER BEING SUPPORTED (U.N.O.)
BOOR JOSTS AND BEAMS OF EQUAL OR BETTER CAPACITY MAY BE SUBSBTIITED FOR MOM MOM
ON MIS PLAN, "EQUAL" IS DERNED AS NAMING MOMENT WACITY, SHEAR CAPACITY. AND STRNESS
WITHIN 3% OF ME SPECIITED JOISTS OR BEAMS.
'n
O �f�Jp = IaI C'�6 S(2)i 120+12�11)-tiq°I/
M L) }Ito(n)=
l00 ( 19. 5
O WI viz VJD% 12 V43*kt
10 2 W D2 = 12 C23.�/2� =1U1►t
AN V-2
® No = I'Al We
N191_ 'A13 jr. 1.2')+
W p,c tob
25 Sao [2,) C��
W LI =
W LA = "2
(bLlgX Io.yGLg)
(57Tx 10-sCLq)
Olitx I3•� QI$)
(3`Is x 13.5 C�tB)
Cl0xg tvwI,-)
Title :
Dsgnr:
Description
Scope:
Job #
Date: 11:08AM, 2 MAR 22
User: KW-0605873, Ver580, 1-Nov-2006 General Timber Beam Page 1
fc11983-2006 ENERCALC Fwreenm Software 22-02AE.ecw:Cal.lations
Description BEAM 5
General Information
Section Name 5.125x10.5
Center Span
8.00 ft .....Lu 0.00 ft
Beam Width
5.125 in
Left Cantilever
ft .....Lu 0.00 ft
Beam Depth
10.500 in
Right Cantilever
it .....Lu 0.00 ft
Member Type
GluLam
Douglas Fir, 24F - V4
Bm Wt. Added to Loads
Fb Base Allow
2,400.0 psi
Load Dur. Factor
1.150
Fv Allow
240.0 psi
Beam End Fixity
Pin -Pin
Fc Allow
650.0 psi
Wood Density
32.500 pcf
E
1,800.0 ksi
Full Length Uniform Loads
Center DL 599.00 #/ft LL 897.00 #/ft
Left Cantilever DL #/ft LL #/ft
Right Cantilever DL #/ft LL #/ft
Beam Design OK
Span= 8.00ft, Beam Width = 5.125in x Depth = 10.5in, Ends are Pin -Pin
Max Stress Ratio
0.557 : 1
Maximum Moment
12.1 k-ft
Maximum Shear *
1.5
7.1 k
Allowable
21.7 k-ft
Allowable
14.9 k
Max. Positive Moment
12.07 k-ft
at
4.000 it
Shear:
@ Left
6.03 k
Max. Negative Moment
0.00 k-ft
at
0.000 ft
@ Right
6.03 k
Max @ Left Support
0.00 k-ft
Camber:
@ Left
0.000in
Max @ Right Support
0.00 k-ft
@ Center
0.095 in
Max. M allow
21.66
Reactions...
@ Right
0.000in
fb 1,537.42 psi
fv
131.83 psi
Left DL
2.44 k
Max
6.03 k
Fb 2,760.00 psi
Fv
276.00 psi
Right DL
2.44 k
Max
6.03 k
Deflections
Center Span...
Dead Load
Total Load
Lett cantilever...
Dead Load
I otal Load
Deflection
-0.063 in
-0.156 in
Deflection
0.000 in
0.000 in
...Location
4.000ft
4.00O It
...Length/Deft
0.0
0.0
...Length/Deft
1,516.9
614.68
Right Cantilever...
Camber ( using 1.5 *
D.L. DO ) ...
Deflection
0.000 in
0.000 in
@ Center
0.095 in
...Length/Deft
0.0
0.0
@ Left
0.000 in
@ Right
0.000 in
Stress Calcs
Bending Analysis
Ck 20.711
Le 0.000 ft
Sxx
94.172 in3 Area
53.813 in2
Cv 1.000
Rb 0.000
Cl
6032.578
Max Moment
Sm Read
Allowable fb
@ Center
12.07 k-ft
52.46 in3
2,760.00 psi
@ Left Support
0.00 k-ft
0.00 in3
2,760.00 psi
@ Right Support
0.00 k-ft
0.00 in3
2,760.00 psi
Shear Analysis
@ Left Support
@ Right Support
Design Shear
7.09 k
7.09 k
Area Required
25.704 in2
25.704 in2
Fv: Allowable
276.00 psi
276.00 psi
Bearing @ Supports
Max. Left Reaction
6.03 k
Bearing Length Req'd
1.811 in
Max. Right Reaction
6.03 k
Bearing Length Req'd
1.811 in
9
11
General Information
Title :
Dsgnr:
Description
Scope:
General Timber Beam
Section Name 5.125x10.5
Center Span
10.00ft .....Lu
Beam Width
5.125 in
Left Cantilever
ft .....Lu
Beam Depth
10.500 in
Right Cantilever
it .....Lu
Member Type
GluLam
Douglas Fir, 24F - V4
Bm Wt. Added to Loads
Fb Base Allow
2,400.0 psi
Load Dur. Factor
1.150
Fv Allow
240.0 psi
Beam End Fixity
Pin -Pin
Fc Allow
650.0 psi
Wood Density
32.500pcf
E
1,800.0 ksi
Job #
Date: 11:08AM, 2 MAR 22
0.00 ft
0.00 ft
0.00 ft
Full Length Uniform Loads
Center DL
102.00 #/ft LL 510.00 #/ft
Left Cantilever DL
#/ft LL #/ft
Right Cantilever DL
#/ft LL #/ft
Beam Design OK
Span= 10.00ft, Beam Width = 5.125in x Depth = 10.5in, Ends are Pin -Pin
Max Stress Ratio
0.360 : 1
Maximum Moment
7.8 k-ft
Maximum Shear *
1.5
3.9 k
Allowable
21.7 k-ft
Allowable
14.9 k
Max. Positive Moment
7.80 k-ft at
5.000 ft
Shear:
@ Left
3.12 k
Max. Negative Moment
0.00 k-ft at
10.000 ft
@ Right
3.12 k
Max @ Left Support
0.00 k-ft
Camber:
@ Left
0.000in
Max @ Right Support
0.00 k-ft
@ Center
0.043in
Max. M allow
21.66
Reactions...
@ Right
0.000in
fb 994.16 psi
fv 72.37 psi
Left DL
0.57 k
Max
3.12 k
Fb 2.760.00 psi
Fv 276.00 psi
Right DL
0.57 k
Max
3.12 k
Deflections
Center Span...
Dead Load
Total Load
Left Cantilever...
Dead Load
Total Load
Deflection
-0.029 in
-0.158 in
Deflection
0.000 in
0.000 in
...Location
5.000ft
5.000ft
...Length/Deft
0.0
0.0
...Length/Deft
4,158.2
760.46
Right Cantilever...
Camber ( using 1.5 *
D.L. DO ) ...
Deflection
0.000 in
0.000 in
@ Center
0.043 in
...Length/Dell
0.0
0.0
@ Left
0.000 in
@ Right
0.000 in
Stress Calcs
Bending Analysis
Ck 20.711
Le 0.000 ft
Sm
94.172 in3 Area
53.813 in2
Cv 1.000
Rb 0.000
Cl
3120.725
Max Moment
Sxx Read
Allowable fb
@ Center
7.80 k-ft
33.92 in3
2,760.00 psi
@ Left Support
0.00 k-ft
0.00 in3
2,760.00 psi
@ Right Support
0.00 k-ft
0.00 in3
2,760.00 psi
Shear Analysis
@ Left Support
@ Right Support
Design Shear
3.89 k
3.89 k
Area Required
14.111 in2
14.111 in2
Fv: Allowable
276.00 psi
276.00 psi
Bearing @ Supports
Max. Left Reaction
3.12 k
Bearing Length Req'd
0.937 in
Max. Right Reaction
3.12 k.
Bearing Length Req'd
0.937 in
03
Title :
Dsgnr:
Description
Scope:
Job #
Date: 11:08AM, 2 MAR 22
User: KW-0605873, Ver 5.8.0, i-Nov-2006 General TIITII7@C Beam __----
Page _1 r
(6, 983-2006 ENERCALC Enaineednn R.6 . o.
7
General Information
Section Name 3.125x13.5
Center Span
12.00ft .....Lu
Beam Width
3.125 in
Left Cantilever
ft .....Lu
Beam Depth
13.500 in
Right Cantilever
ft .....Lu
Member Type
Glul-am
Douglas Fir, 24F - V4
Bm Wt. Added to Loads
Fb Base Allow
2,400.0 psi
Load Dur. Factor
1.150
Fv Allow
240.0 psi
Beam End Fixity
Pin -Pin
Fc Allow
650.0 psi
Wood Density
32.500 pcf
E
1,800.0 ksi
0.00 it
0.00 ft
0.00 it
Trapezoidal Loads
#1 DL @ Left
173.00 #/ft
LL @ Left
575.00 #/ft
Start Lee
0.000 it
DL @ Right
173.00 #/ft
LL @ Right
575.00 #/ft
End Lee
10.000 ft
#2 DL @ Left
141.00 #/ft
LL @ Left
470.00 #/ft
Start Lee
10.000 ft
DL @ Right
141.00 #/ft
LL @ Right
470.00 #/ft
End Lee
12.000 ft
Beam Design OK
Span= 12.00ft, Beam Width = 3.125in x Depth = 13.5in, Ends are Pin -Pin
Max Stress Ratio
0.618 : 1
Maximum Moment
13.5 k-ft
Maximum Shear*
1.5
5.5 k
Allowable
21.8 k-ft
Allowable
11.6 k
Max. Positive Moment
13.50 k-ft
at
5.952 ft
Shear:
@ Left
4.52 k
Max. Negative Moment
0.00 k-ft
at
0.000 ft
@ Right
4.29 k
Max @ Left Support
0.00 k-ft
Camber:
@ Left
0.000in
Max @ Right Support
0.00 k-ft
@ Center
0.109in
Max. M allow
21.83
Reactions...
@ Right
0.000in
fb 1,706.49 psi
fv
131.06 psi
Left DL
1.09 k
Max
4.52 k
Fb 2,760.00 psi
Fv
276.00 psi
Right DL
1.04 k
Max
4.29 k
Deflections
Deflection
-0.073 in
-0.303 in Deflection
0.000 in
0.000 in
...Location
6.000 ft
6.000 ft ...Length/Deft
0.0
0.0
...Length/Deft
1,972.9
475.54 Right Cantilever...
Camber ( using 1.5 *
D.L. DO ) ...
Deflection
0.000 in
0.000 in
@ Center
0.109 in
...Length/Deft
0.0
0.0
@ Left
0.000 in
@ Right
0.000 in
Stress Calcs
Ck 20.711 Le
0.000 ft
Sxx 94.922 in3
Area 42.188 in2
Cv 1.000 Rb
0.000
Cl 4522.294
Max Moment
Sxx Req'd
Allowable fb
@ Center
13.50 k-ft
58.69 in3
2,760.00 psi
@ Left Support
0.00 k-ft
0.00 in3
2,760.00 psi
@ Right Support
0.00 k-ft
0.00 in3
2,760.00 psi
Shear Analysis
@ Left Support
@ Right Support
Design Shear
5.53 k
5.41 k
Area Required
20.033 in2
19.614 in2
Fv: Allowable
276.00 psi
276.00 psi
Bearing @ Supports
Max. Left Reaction
4.52 k
Bearing Length Req'd
2.226 in
Max. Right Reaction
4.29 k
Bearing Length Req'd
2.114 in
Title :
Dsgnr:
Description
Scope :
Job #
Date: 11:08AM, 2 MAR 22
User:Kwobo5a7a er5.8.o.,- Zoos.--._ General Timber Beam Page 1 r
u
General Information
Section Name 3.125x13.5
Center Span
7.50 ft .....Lu
0.00 ft
Beam Width
3.125 in
Left Cantilever
ft .....Lu
0.00 ft
Beam Depth
13.500 in
Right Cantilever
ft .....Lu
0.00 ft
Member Type
GluLam
Douglas Fir, 24F
- V4
Bm Wt. Added to Loads
Fb Base Allow
2,400.0 psi
Load Dur. Factor
1.150
Fv Allow
240.0 psi
Beam End Fixity
Pin -Pin
Fc Allow
650.0 psi
Wood Density
32.500 pcf
E
1,800.0 ksi
Full Length Uniform Loads
Center DL
141.00 #/ft LL
470.00 #/ft
Left Cantilever DL
#/ft LL
#/ft
Right Cantilever DL
#/ft LL
#/ft
Summary
Beam Design OK
Span= 7.50ft, Beam Width = 3.125in x Depth = 13.5m, Ends are Pin -Pin
Max Stress Ratio
0,211
: 1
Maximum Moment
4.4 k-ft Maximum Shear*
1.5
2.5 k
Allowable
21.8 k-ft Allowable
11.6 k
Max. Positive Moment
4.36 k-ft
at 3.750 ft Shear:
@ Left
2.33 k
Max. Negative Moment
0.00 k-ft
at 0.000 ft
@ Right
2.33 k
Max @ Left Support
0.00 k-ft
Camber: @ Left
0.000in
Max @ Right Support
0.00 k-ft
@ Center
0.0141n
Max. M allow
21.83
Reactions...
@ Right
0.000in
fb 551.57 psi
fv
58.25 psi Left DL 0.56 k
Max
2.33 k
Fb 2,760.00 psi
Fv 276.00
psi Right DL 0.56 k
Max
2.33 k
Deflections
Center Span...
Dead Load
Total Load Left Cantilever...
Dead Load
Total Load
Deflection
-0.009 in
-0.038 in Deflection
0.000 in
0.000 in
...Location
3.750 ft
3.750 ft ...Length/Deft
0.0
0.0
...Length/Deft
9,686.6
2,349.70 Right Cantilever...
Camber ( using 1.5 * D.L.
Deft ) ...
Deflection
0.000 in
0.000 in
@ Center
0.014 in
...Length/Deft
0.0
0.0
@ Left
0.000 in
@ Right
0.000 in
Stress Calcs
Bending Analysis
Ck 20.711 Le
0.000 ft
Sxx 94.922 in3 Area
42.188 in2
Cv 1.000 Rb
0.000
Cl 2326.955
Max Moment
Sxx Read Allowable
fb
@ Center
4.36 k-ft
18.97 in3
2,760.00 psi
@ Left Support
0.00 k-ft
0.00 in3
2,760.00 psi
@ Right Support
0.00 k-ft
0.00 in3
2,760.00 psi
Shear Analysis
@ Left Support
@ Right Support
Design Shear
2.46 k
2.46 k
Area Required
8.903 in2
8.903 in2
Fv: Allowable
276.00 psi
276.00 psi
Bearing. @ Supports
Max. Left Reaction
2.33 k
Bearing Length Req'd
1.146 in
Max. Right Reaction
2.33 k
Bearing Length Req'd
1.146 in
Title :
Dsgnr:
Description
Scope :
Job #
Date: 11:08AM, 2 MAR 22
User IrMAI-Inn 5I F31.1 S I ,-Nav-2006 General Timber Beam Page 1 r
Description BEAM
General Information
Section Name Bx8
Center Span
4.00 ft .....Lu 0.00 ft
Beam Width
5.500 in
Left Cantilever
ft .....Lu 0.00 ft
Beam Depth
7.500 in
Right Cantilever
ft .....Lu 0.00 It
Member Type
Sawn
Douglas Fir - Larch, No.2
Bm Wt. Added to Loads
Fb Base Allow
875.0 psi
Load Dur. Factor
1.150
Fv Allow
170.0 psi
Beam End Fixity
Pin -Pin
Fc Allow
625.0 psi
Wood Density
32.500 pcf
E
1,300.0 ksi
Full Length Uniform Loads
Center DL
506.00 #/ft
LL
702.00 #/ft
Left Cantilever DL
#/ft
LL
#/ft
Right Cantilever DL
#/ft
LL
#/ft
Summary
Beam Design OK
Span= 4.00ft, Beam Width = 5.500in
x Depth = 7.51n, Ends are Pin -Pin
Max Stress Ratio
0.563 : 1
Maximum Moment
2.4 k-ft
Maximum Shear *
1.5
2.5 k
Allowable
4.3 k-ft
Allowable
8.1 k
Max. Positive Moment
2.43 k-ft at
2.000 ft
Shear:
@ Left
2.43 k
Max. Negative Moment
0.00 k-ft at
0.000 ft
@ Right
2.43 k
Max @ Left Support
0.00 k-ft
Camber:
@ Left
0.000in
Max @ Right Support
0.00 k-ft
@ Center
0.018 in
Max. M allow
4.32
Reactions...
@ Right
0.000 in
fb 566.60 psi
iv 60.91 psi
Left DL
1.03 k
Max
2.43 k
Fb 1,006.25 psi
Fv 195.50 psi
Right DL
1.03 k
Max
2.43 k
Deflections
Deflection
-0.012 in
-0.028 in Deflection
V V 0.000 in
V �0.000 in
...Location
2.000 ft
2.000 ft ...Length/Deft
0.0
0.0
...Length/Deft
4,065.1
1,720.83 Right Cantilever...
Camber ( using 1.5 *
D.L. Defl ) ...
Deflection
0.000 in
0.000 in
@ Center
0.018 in
...Length/Deft
0.0
0.0
@ Left
0.000 in
@ Right
0.000 in
Stress Calcs
Bending Analysis
Ck 29.150 Le
0.000 ft
Sxx 51.563 in3
Area 41.250 in2
Cf 1.000 Rib
0.000
Cl 2434.619
Max Moment
Sxx Read
Allowable fb
@ Center
2.43 k-ft
29.03 in3
1,006.25 psi
@ Left Support
0.00 k-ft
0.00 in3
1,006.25 psi
@ Right Support
0.00 k-ft
0.00 in3
1,006.25 psi
Shear Analysis
@ Left Support
@ Right Support
Design Shear
2.51 k.
2.51 k
Area Required
12.852 in2
12.852 in2
Fv: Allowable
195.50 psi
195.50 psi
Bearing @ Supports
Max. Left Reaction
2.43 k
Bearing Length Req'd
0.708 in
Max. Right Reaction
2.43 k
Bearing Length Req'd
0.708 in
FRAMiW-i PLAN
�.Af
to•15' k3-15'
11
14.5'
;L.y V.
4'
a
03
z•y3�t1`
w' t•5
�z
r5tt�"
b
Wb = m(29-(z) � qo } 12(231a)= 51101/k
WL = 4o(2z(2) A 40(2.1�12-)= t000Wkt
p2fo7�t
rf = 110 (21.(2) = 'keo $�+t
OID = 12 (1t12) - w */'Ft
WI- = L\L) (J%jz) = 1w1wt
W L = 40 (1.3a) = 'cA */Ft
Wb=1°J(jnA %20� 12( 1b�i.)��1Gat12(6)
W`;2g�fsjtuu(Ito 112 FLlo(g)
g3t �%r-t
WIZ = 17�(+Zi ` 9kov*k
W a{ 12 CI.33�
ujn= 14. (S)-=
wt, IAO(1=520
'lPk
LID
( +,'IS x ta•S9,q)
16 U,B)
( 548 X 12 GL6)
( b31q A 115 ,C4,D)
c(0 )c10 vipta)
(�'/g Xlo•$C•�8�
(zxV2 W?')
D]
Title :
Dsgnr:
Description
Job #
Date: 11:08AM, 2 MAR 22
Scope:
Rev bdUUU4-06 _ ___..__ _ .._._ _ a...��..1 i
Use[KW-06058]3,Ver&841-Nov-- General Timber Beam a Page 1
Description BEAM 10
General Information
Section Name 5.125x13.5
Center Span
11.00ft .....Lu 0.00 It
Beam Width
5.125 in
Left Cantilever
ft .....Lu 0.00 ft
Beam Depth
13.500 in
Right Cantilever
ft .....Lu 0.00 ft
Member Type
GluLam
Douglas Fir, 24F - V4
Bm Wt. Added to Loads
Fb Base Allow
2,400.0 psi
Load Dur. Factor
1.150
Fv Allow
240.0 psi
Beam End Fixity
Pin -Pin
Fc Allow
650.0 psi
Wood Density
32.500 pcf
E
1,800.0 ksi
Full Length Uniform Loads
Center DL
390.00#/ft
LL 1,000.00 #/ft
Left Cantilever DL
#/ft
LL Wt
Right Cantilever DL
#/ft
LL #/ft
Point Loads
Dead Load 4,520.0 Ibs
Ibs
Ibs Ibs
Ibs
Ibs Ibs
Live Load Ibs
Ibs
Ibs Ibs
Ibs
Ibs Ibs
...distance 9.500ft
0.000 ft 0.000 ft 0.000 it 0.000
ft 0.000 ft 0.000ft
Summary I
Span= 11.00ft, Beam Width
= 5.125in x Depth = 13.5in,
Ends are Pin -Pin
Beam Design OK
Max Stress Ratio
0.792 : 1
Maximum Moment
24.8 k-ft
Maximum Shear*
1.5
15.1 k
Allowable
35.8 k-ft
Allowable
19.1 k
Max. Positive Moment
24.79 k-ft at
5.940 ft Shear:
@ Left
8.35 k
Max. Negative Moment
0.00 k-ft at
11.000 ft
@ Right
11.63 k
Max @ Left Support
0.00 k-ft
Camber:
@ Left
0.000m
Max @ Right Support
0.00 k-ft
@ Center
0.175 in
Max. M allow
35.80
Reactions...
@ Right
0.000 in
fb 1,910.56 psi
fv 218.72 psi
Left DL 2.85 k
Max
8.35 k
Fb 2,760.00 psi
Fv 276.00 psi
Right DL 6A 3 k
Max
11.63 k
Deflections
Center Span...
Lead Load
I otal Load
Len Uamnever...
ueac Loau
i otai -oac
Deflection
-0.117 in
-0.291 in
Deflection
0.000 in
0.000 in
...Location
5.808 ft
5.632 ft
...Length/Deft
0.0
0.0
...Length/Deft
1,130.9
454.17
Right Cantilever...
Camber ( using 1.5 *
D.L. Defl ) ...
Deflection
0.000 in
0.000 in
@ Center
0.175 in
...Length/Deft
0.0
0.0
@ Left
0.000 in
@ Right
0,000 in
Title :
Dsgnr:
Description
Scope :
Job #
Date: 11:08AM, 2 MAR 22
User'. KW-0606873, Ver58.0. 1-Nov-200µ General Timber Beam Page 1
Description BEAM 11
General Information
Section Name 6.75x15
Center Span
14.50 ft .....Lu 0.00 ft
Beam Width
6.750 in
Left Cantilever
ft .....Lu 0.00 ft
Beam Depth
15.000 in
Right Cantilever
ft .....Lu 0.00 ft
Member Type
GluLam
Douglas Fir, 24F - V4
Bm Wt. Added to Loads
Fb Base Allow
2,400.0 psi .......
Load Dur. Factor
1.150
Fv Allow
240.0 psi
Beam End Fixity
Pin -Pin
Fc Allow
650.0 psi
Wood Density
32.500 pcf
E
1,800.0 ksi
Full Length Uniform Loads
Center DL 126.00 #/ft LL 420.00 #/ft
Left Cantilever DL #/ft LL #/ft
Right Cantilever DL #/ft LL #/ft
Point Loads
Dead Load 6,700.0 lbs Ibs Ibs Ibs Ibs Ibs Ibs
Live Load Ibs Ibs Ibs Ibs Ibs Ibs Ibs
...distance 10.750 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000ft
Beam Design OK
Span= 14.50ft, Beam Width = 6.750in x Depth = 15.in, Ends are Pin -Pin
Max Stress Ratio
0.525 : 1
Maximum Moment
30.2 k-ft
Maximum Shear *
1.5
12.6 k
Allowable
57.5 k-ft
Allowable
27.9 k
Max. Positive Moment
30.15 k-ft
at
10.324 ft
Shear:
@ Left
5.86 k
Max. Negative Moment
0.00 k-ft
at
0.000 ft
@ Right
9.09 k
Max @Left Support
0.00 k-ft
Camber:
@Left
0.000in
Max @ Right Support
0.00 k-ft
@ Center
0.296in
Max. M allow
57.48
Reactions...
@ Right
0.000in
fib 1,429.40 psi
fv
124.42 psi
Left DL
2.81 k
Max
5.86k
Fb 2,724.85 psi
Fv
276.00 psi
Right DL
6.05 k.
Max
9.09 k
Deflections
Deflection
-0.197 in
-0.319 in Deflection
0.000 in
0.000 in
...Location
7.888 it
7.656 ft ...Length/Deft
0.0
0.0
...Length/Deft
882.2
545.88 Right Cantilever...
Camber ( using 1.5 *
D.L. Defl ) ...
Deflection
0.000 in
0.000 in
@ Center
0.296 in
...Length/Dell
0.0
0.0
@ Left
0.000 in
@ Right
0.000 in
Title :
Dsgnr:
Description
Scope :
General Timber Beam
Description BEAM 12
Job #
Date: 11:08AM, 2 MAR 22
General Information
Section Name 5.125x12
Center Span
14.00ft .....Lu 0.00 ft
Beam Width
5.125 in
Left Cantilever
ft .....Lu 0.00 ft
Beam Depth
12.000 in
Right Cantilever
ft .....Lu 0.00 ft
Member Type
Glul-am
Douglas Fir, 24F - V4
Bm Wt. Added to Loads
-. Fb Base Allow
2,400.0 psi
Load Dur. Factor
1.150
Fv Allow
240.0 psi
Beam End Fixity
Pin -Pin
Fc Allow
650.0 psi
Wood Density
32.500 pcf
E
1,800.0 ksi
Full Length Uniform Loads
Center DL 66.00 #/ft LL 220.00 #/ft
Left Cantilever DL #/ft LL #/ft
Right Cantilever DL #/ft LL #/ft
Point Loads
Live Load Ibs Ibs Ibs Ibs Ibs Ibs Ibs
...distance 4.000it 0.000 ft 0,000ft 0.000 ft 0.000 ft 0.000 ft 0.000ft
aUrruna'y
Span= 14.00ft, Beam Width = 5.125in x Depth = 12.in, Ends are Pin -Pin
Beam Design OK
Max Stress Ratio
0.457
: 1
Maximum Moment
12.9 k-ft
Maximum Shear*
1.5
5.3 k
Allowable
28.3 k-ft
Allowable
17.0 k
Max. Positive Moment
12.93 k-ft
at 4.704 ft Shear:
@ Left
3.81 k
Max. Negative Moment
0.00 k-ft
at 0.000 ft
@ Right
2.78 k
Max @ Left Support
0.00 k-ft
Camber:
@ Left
0.000in
Max @ Right Support
0.00 k-ft
@ Center
0.284in
Max. M allow
28.29
Reactions...
@ Right
0.000in
fb 1,261.56 psi
fv
86.05 psi
Left DL 2.27 k
Max
3.81 k
Fla 2,760.00 psi
Fv
276.00 psi
Right DL 1.24 k
Max
2.78 k
Deflections
Center Span...
Dead Load
Total Load
Left Cantilever...
Dead Load
Total Load
Deflection
-0.190 in
-0.332 in
Deflection
0.000 in
0.000 in
...Location
6.440ft
6.720ft
...Length/Deft
0.0
0.0
...Length/Dell
885.9
505.73
Right Cantilever...
Camber ( using 1.5 * D.L.
Defl ) ...
Deflection
0.000 in
0.000 in
@ Center
0.284 in
...Length/Deft
0.0
0.0
@ Left
0.000 in
@ Right
0.000 in
2t
Title :
Dsgnr:
Description
Scope:
Job #
Date: 11:08AM, 2 MAR 22
User: KW=o005873, Ver 5.90, 1-Nov -2006 General Timber Beam Page 1
fe.11983-2006 ENERCALC Bain eerin. Software 22-02AE ecw:Calculations
Description
General Information
Section Name 6.75x15
Center Span
9.50ft .....Lu 0.00 ft
Beam Width
6.750 in
Left Cantilever
ft .....Lu 0.00 ft
Beam Depth
15.000 in
Right Cantilever
ft .....Lu 0.00 ft
Member Type
GluLam
Douglas Fir, 24F - V4
Brit Wt. Added to Loads
Fb Base Allow
2,400.0 psi ... ......
Load Dur. Factor
1.150
Fv Allow
240.0 psi
Beam End Fixity
Pin -Pin
Fc Allow
650.0 psi
Wood Density
32.500 pcf
E
1,800.0 ksi
Full Length Uniform Loads
Center DL
16.00 #/it
LL
54.00 #/ft
Left Cantilever DL
#/it
LL
#/ft
Right Cantilever DL
#/ft
LL
#/ft
Point Loads
Dead Load 17,800.0 Has
Ibs
Ibs
Ibs
Ibs
Ibs Ibs
Live Load Ibs
Ibs
Ibs
Ibs
Ibs
Ibs Ibs
...distance 3.750 ft
0.000 ft. 0.000 ft 0.000 ft 0.000
ft 0.000 ft 0.000 ft
Summary
Span= 9.50ft, Beam Width = 6.750in x Depth = 15.in, Ends are Pin -Pin
Beam Design OK
Max Stress Ratio
0.710 : 1
Maximum Moment
41.3 k-ft
Maximum Shear *
1.5
16.7 k
Allowable
58.2 k-ft
Allowable
27.9 k
Max. Positive Moment
41.32 k-ft at
3.762 ft
Shear:
@ Left
11.21 k
Max. Negative Moment
0.00 k-ft at
9.500 ft
@ Right
7.47 k
Max @ Left Support
0.00 k-ft
Camber:
@ Left
0.000in
Max @ Right Support
0.00 k-ft
@ Center
0.230 in
Max. Mallow
58.22
Reactions...
@ Right
0.000in
fb 1,958.83 psi
fv 164.47 psi
Left DL
10.96 k
Max
11.21 k
Fb 2,760.00 psi
Fv 276.00 psi
Right DL
7.21 k
Max
7.47 k
Deflections
Center Span...
Dead Load
Total Load
Lett cantilever...
Lead Load
I otal Load
Deflection
-0.154 in
-0.157 in
Deflection
0.000 in
0.000 in
...Location
4.446 it
4.484 ft
...Length/Deft
0.0
0.0
...Length/Deft
742.0
728.32
Right Cantilever...
Camber ( using 1.5 *
D.L. Defl ) ...
Deflection
0.000 in
0.000 in
@ Center
0.230 in
...Length/Deft
0.0
0.0
@ Left
0.000 in
@ Right
0.000 in
9
Title :
Dsgnr:
Description
Job #
Date: 11:08AM, 2 MAR 22
Scope :
use, xw-0e0e8a,versso.,-No -zoob, General Timber Beam Page
Description
General Information
Section Name 6x10
Center Span
5.00ft .....Lu 0.00 ft
Beam Width
5.500 in
Left Cantilever
It .....Lu 0.00 ft
Beam Depth
9.500 in
Right Cantilever
ft .....Lu 0.00 ft
Member Type
Sawn
Douglas Fir - Larch, No.2
Bm Wt. Added to Loads
Fb Base Allow
875.0 psi
Load Dur. Factor
1.150
Fv Allow
170.0 psi
Beam End Fixity
Pin -Pin
Fc Allow
625.0 psi
Wood Density
32.500 pot
E
1,300.0 ksi
Trapezoidal Loads
#1 DL @ Left
547.00 #/ft
LL @ Left
831.00 #/ft
Start Loc
0.000 ft
DL @ Right
547.00 #/ft
LL @ Right
831.00 #/ft
End Loc
1.500 ft
#2 DL @ Left
96.00 #/ft
LL @ Left
320.00 #/ft
Start Loc
2.500 ft
DL @ Right
96.00 #/ft
LL @ Right
320.00 #/ft
End Loc
5.000 ft
Point Loads
Live Load Ibs Ibs Ibs Ibs Ibs Ibs Ibs
...distance 1.500 ft 0.000 ft 0.000 ft 0.000 it 0.000 It 0.000 ft 0.000 It
Beam Design OK
Span= 5.00ft, Beam Width = 5.500in x Depth = 9.5in, Ends are Pin -Pin
Max Stress Ratio
0.586 : 1
Maximum Moment
4.1 k-ft
Maximum Shear *
1.5
4.0 k
Allowable
6,9 k-ft
Allowable
10.2 k
Max. Positive Moment
4.06 k-ft
at
1.500 ft
Shear:
@ Left
3.75 k
Max. Negative Moment
0.00 k-ft
at
5.000 ft
@ Right
1.85 k
Max @ Left Support
0.00 k-ft
Camber:
@ Left
0.000in
Max @ Right Support
0.00 k-ft
@ Center
0.033 in
Max. M allow
6.94
Reactions...
@ Right
0.000in
fb 589.18 psi
fv
76.54 psi
Left DL
2.49 k
Max
3.75 k
Fb 1,006.25 psi
Fv
195.50 psi
Right DL
1.06 k
Max
1.85 k
Deflection
-0.022 in
-0.031 in Deflection
0.000 in
0.000 in
...Location
2.260 ft
2.320 ft ...Length/Deft
0.0
0.0
...Length/Deft
2,738.9
1,940.17 Right Cantilever...
Camber ( using 1.5 *
D.L. Defl ) ...
Deflection
0.000 in
0.000 in
@ Center
0.033 in
...Length/Deft
- 0.0
0.0
@ Left
0.000 in
@ Right
0.000 in
Title :
Dsgnr:
Description
Scope :
General Timber Beam
Description BEAM 15
Job #
Date: 11:08AM, 2 MAR 22
General Information
Section Name 5.125x10.5 Center Span 11.00ft .....Lu 0.00 ft
Beam Width 5.125 in Left Cantilever ft .....Lu 0.00 ft
Beam Depth 10.500 in Right Cantilever ft .....Lu 0.00 ft
Member Type
GluLam
Douglas Fir, 24F - V4
Bm Wt. Added to Loads
Fib Base Allow
2,400.0 psi
Load Dur. Factor
1.150
Fv Allow
240.0 psi
Beam End Fixity
Pin -Pin
Fc Allow
650.0 psi
Wood Density
32.500 pcf
E
1,800.0 ksi
Center DL
280.00 #/ft
LL
210.00 #/ft
Left Cantilever DL
#/ft
LL
#/ft
Right Cantilever DL
#/ft
LL
#/ft
Summary
Beam Design OK
Span= 11.00ft, Beam Width =
5.125in x Depth = 10.5in,
Ends are Pin -Pin
Max Stress Ratio
0.351 : 1
Maximum Moment
7.6 k-ft
Maximum Shear*
1.5
3.5 k
Allowable
21.7 k-ft
Allowable
14.9 k
Max. Positive Moment
7.59 k-ft at
5.500 ft
Shear:
@ Left
2.76k
Max. Negative Moment
0.00 k-ft at
11.000 ft
@ Right
2.76 k
Max @ Left Support
0.00 k-ft
Camber:
@ Left
0.000 in
Max @ Right Support
0.00 k-ft
@ Center
0.162in
Max. M allow
21.66
Reactions...
@ Right
0.000in
fb 967.80 psi
fv 65.28 psi
Left DL
1.61 k
Max
2.76 k
Fb 2,760.00 psi
Fv 276.00 psi
Right DL
1.61 k
Max
2.76 k
Deflections
Deflection
-0.108 in
-0.186 in Deflection
0,000 in
0.000 in
...Location
5.500 ft
5.500 ft ...Length/Deft
0.0
0.0
...Length/Deft
1,220.6
710.16 Right Cantilever...
Camber ( using 1.5 *
D.L. Defl ) ...
Deflection
0.000 in
0.000 in
@ Center
0.162 in
...Length/Deft
0.0
0.0
@ Left
0.000 in
@ Right
0.000 in
Stress Calcs
Bending Analysis
Ck - 20.711
Le 0.000 ft
Sxx 94.172 in3 Area
53.813 1n2
CV 1.000
Rb 0.000
Cl 2761.797
Max Moment
Sm Read
Allowable fb
@ Center
7.59 k-ft
33.02 in3
2,760.00 psi
@ Left Support
0.00 k-ft
0.00 in3
2,760.00 psi
@ Right Support
0.00 k-ft
0.00 in3
2,760.00 psi
Shear Analysis
@ Left Support
@ Right Support
Design Shear
3.51 k
3.51 k
Area Required
12.728 in2
12.728 in2
Fv: Allowable
276.00 psi
276.00 psi
Bearing @ Supports
Max. Left Reaction
2.76 k
Bearing Length Req'd
0.829 in
Max. Right Reaction
2.76 k
Bearing Length Req'd
0.829 in
3
Title :
Dsgnr:
Description
Scope :
Job #
Date: 11:08AM, 2 MAR 22
llser KW-0605873, Ver 5.8.0, 1-No v-2006 General Timber Beam Page 1
(cJ1983-2006 ENERCALC Engineering Software
22-02AEecw:Calculations
Description BEAM 16
General Information
Section Name 5.125x10.5
Beam Width 5.125 in
Beam Depth 10.500 in
Member Type GluLam
Bm Wt. Added to Loads
Load Dur. Factor 1.150
Beam End Fixity Pin -Pin
Wood Density 32.500 pcf
Center Span
Left Cantilever
Right Cantilever
Douglas Fir, 24F - V4
Fb Base Allow
Fv Allow
Fc Allow
E
8.00ft .....Lu
it ... ..Lu
ft .....Lu
2,400.0 psi
240.0 psi
650.0 psi
1,800.0 ksi
Full Length Uniform Loads
Center DL 96.00 #/ft LL 320.00 #/ft
Left Cantilever DL #/ft LL #/it
Right Cantilever DL #/it LL #/it
Point Loads
0.00 ft
0.00 ft
0.00 it
Live Load Ibs Ibs Ibs Ibs Ibs Ibs Ibs
...distance 5.500 ft 0.000 it 0.000 ft 0.000 it 0.000 ft 0.000 ft 0.000 ft
Beam Design OK
Span= 8.0011, Beam Width = 5.125in x Depth = 10.5in, Ends are Pin -Pin
Max Stress Ratio
0.572 : 1
Maximum Moment
12.4 k-ft
Maximum Shear*
1.5
7.7 k
Allowable
21.7 k-ft
Allowable
14.9 k
Max. Positive Moment
12.40 k-ft
at
5.504it
Shear:
@Left
3.43k
Max. Negative Moment
0.00 k-ft
at
8.000 ft
@ Right
5.50 k
Max @ Left Support
0.00 k-ft
Camber:
@ Left
0.000in
Max @ Right Support
0.00 k-ft
@ Center
0.158in
Max. M allow
21.66
Reactions...
@ Right
0.000in
fb 1,579.59 psi
fv
143.02 psi
Left DL
2.15 k
Max
3.43 k
Fib 2,760.00 psi
Fv
276.00 psi
Right DL
4.22 k
Max
5.50 k
Deflections
Center Span...
Dead Load
Total Load
Left Cantilever...
Dead Load
Total Load
Deflection
70.105 in
-0.138 in
Deflection
0.000 in
0.000 in
...Location
4.352 ft
4.256 ft
...Length/Deft
0.0
0.0
...Length/Deft
912.4
695.05
Right Cantilever...
Camber ( using 1.5 *
D.L. Defl ) ...
Deflection
0.000 in
0.000 in
@ Center
0.158 in
...Length/Deft
0.0
0.0
@ Left
0.000 in
@ Right
0.000 in
0
Title :
Dsgnr:
Description
Scope :
Job #
Date: 11:08AM, 2 MAR 22
User: Kw-0605873, Ver 5.8.0, 1-Nov-2006 General Timber Beam ___._ Page 1
lc11983-2006 FNFRCnn AI C FIn-rinn SnH,... re
Description BEAM 17
General Information
Section Name 6x8
Center Span 5.00ft .....Lu
0.00 ft
Beam Width
5.500 in
Left Cantilever ft .....Lu
0.00 ft
Beam Depth
7.500 in
Right Cantilever ft .....Lu
0.00 ft
Member Type
Sawn
Douglas Fir - Larch, No.2
Bm Wt. Added to Loads
Fb Base Allow 875.0 psi
Load Dur. Factor
1,150
Fv Allow 170.0 psi
Beam End Fixity
Pin -Pin
Fc Allow 625.0 psi
Wood Density
32.500 pcf
E 1,300.0 ksi
Full Length Uniform Loads
Center
DL 438.00 #/ft LL 762.00 #/ft
Left Cantilever
DL
#/ft LL #/ft
Right Cantilever
DL
#/ft LL #/ft
Summary
Beam Design OK
Span= 5.00ft, Beam Width = 5.500in x Depth = 7.5in, Ends are Pin -Pin
Max Stress Ratio
0.874 : 1
Maximum Moment
3.8 k-ft Maximum Shear `
1.5
3.4 k
Allowable
4.3 k-ft Allowable
8.1 k
Max. Positive Moment
3.78 k-ft
at 2.500 ft Shear:
@ Left
3.02 k
Max. Negative Moment
0.00 k-ft
at 0.000 ft
@ Right
3.02 k
Max @ Left Support
0.00 k-ft
Camber:
@ Left
0.000 in
Max @ Right Support
0.00 k-ft
@ Center
0.038 in
Max. M allow
4.32
Reactions...
@ Right
0.000in
f o 879.50 psi
fv
82.67 psi Left DL 1.12 k
Max
3.02 k
Fb 1,006.25 psi
Fv
195.50 psi Right DL 1.12 k
Max
3.02 k
Deflections
Center Span...
Dead Load
Total Load Left Cantilever...
Dead Load
Total Load
Deflection
-0.025 in
-0.068 in Deflection
0.000 in
0.000 in
...Location
2.500 ft
2.500 ft ...Length/Deft
0.0
0.0
...Length/Deft
2,397.7
886.89 Right Cantilever...
Camber ( using 1.5D.L.
Defl ) ...
Deflection
0.000 in
0.000 in
@ Center
0.038 in
...Length/Deft
0.0
0.0
@ Left
0.000 in
@ Right
0.000 in
Stress Calcs
Ck 29.150 Le
0.000 ft
Sxx 51.563 in3
Area 41.250 in2
Cf 1.000 Rb
0.000
Cl 3023.274
Max Moment
Sxx Req'd
Allowable fb
@ Center
3.78 k-ft
45.07 in3
1,006.25 psi
@ Left Support
0.00 k-ft
0.00 i0
1,006.25 psi
@ Right Support
0.00 k-ft
0.00 in3
1,006.25 psi
Shear Analysis
@ Left Support
@ Right Support
Design Shear
3.41 k
3.41 k
Area Required
17.444 in2
17.444 in2
Fv: Allowable
195.50 psi
195.50 psi
Bearing @ Supports
Max. Left Reaction
3.02 k
Bearing Length Req'd
0.879 in
Max. Right Reaction
3.02 k
Bearing Length Req'd
0.879 in
I01.1. /\ I 6X6Pi.Pp61
r
7,
J
6'X%' R
IL
.'
.,.
__ __, ' L
_
r M1 1011
PI. LOADr___
FR. ABDIE"_
DEL. JET
.�
24'AS Mli1 F—
CR SPAFHF
n
"
ACCESS
DEL J5i
6X6P i
� O
36' X 36' i R
Pi. LOAD
AEDVE '
O
,..
DBL 15i
4.'
I
I •.��
IJ--
df3b'X
JSi
1DEL
OlG '.
-.
Pi LOAD
I ..I
ER ABWE
I
I
.:
I I •:
I
DEL JSi I v1F "f
----- ,.16.
IS Vi Its
a' .IIM6 yarm, di I,
j ��(BARRIERttP,
I I I I I
Ax
/ I
J 1
10
R;9 J 36'k 36'k O FiG.
/ I
x
4 I
AI
I
I
p / /
SLAB ON GRADE
/ 4'CONC. SLAB q: GRADE /
/ 4-COMP. FILL TTp /
SLOPE Y. PER FT igllARD DWR ATION PLAN
/� ScPli• y a n
LFOUNDATION FOOTING SCHEDULE
NOTE: �@E HRL 6' WDE POST PPLCW E£M EPLIfE6
ICE RTA X 4 PJdM EELOU 4 % EENfS YNO.
UI E P.i 6 X b PO T EELPL 6% EEMI YND.
O24 P.i."T M34- DIG m' TLM CLNC. FYK M
O24 P.i.P TW]4' DA X b' MWIfX LpC. 1O143 W(3) Y EAR
O30 P.t.P TON M'% 90'% P' THICK CGNC.fODIMG LLV(3)' S E1
O36 P.i PCSi ON%'X%'%Q'TIIdC f/JIIC, FOTMG YY (4)e5E)
O42 P.1. PCSiW4i'%43'%p'iHICK CQC. FOOTRG IY�(I)e5 Ed
F FNGa SIMS SPEED W E09 pet SOIL EEGVRL'a G1 Il
Title :
Dsgnr:
Description
Scope:
General Timber Beam
Job #
Date: 11:08AM, 2 MAR 22
General Information
Section Name 2x10
Center Span
12.00ft .....Lu
0.00 ft
Beam Width
1.500 in
Left Cantilever
ft .....Lu
0.00 ft
Beam Depth
9.250 in
Right Cantilever
It .....Lu
0.00 ft
Member Type
Sawn
Hem Fir, No.2
Bm Wt. Added to Loads
Fb Base Allow
850.0 psi
Load Dur. Factor
1.150
Fv Allow
150.0 psi
Beam End Fixity
Pin -Pin
Fc Allow
405.0 psi
Repetitive Member
Wood Density
32.500 pcf
E
1,300.0 ksi
Full Lenath Uniform Loads
Center DL
Left Cantilever DL
Right Cantilever DL
16.00 #/it LL
#/it LL
#/ft LL
54.00
#/ft
#/ft
Beam Design OK
Span= 12.00ft, Beam Width = 1.500in x Depth = 9.25in, Ends are Pin -Pin
Max Stress Ratio
0.597 : 1
Maximum Moment
1.3 k-ft
Maximum Shear*
1.5
0.6 k
Allowable
2.2 k-ft
Allowable
2.4 k
Max. Positive Moment
1.32 k-ft
at
6.000 ft
Shear:
@ Left
0.44k
Max. Negative Moment
0.00 k-ft
at
0.000 ft
@ Right
0.44 k
Max @ Left Support
0.00 k-ft
Camber:
@ Left
0.000in
Max @ Right Support
0.00 k-ft
@ Center
0.104in
Max. M allow
2.20
Reactions...
@ Right
0.000 in
to 738.47 psi
fv
41.36 psi
Left DL
0.11 k
Max
0.44 k
Fb 1,236.54 psi
Fv
172.50 psi
Right DL
0.11 k
Max
0.44 k
Deflections
Center Span...
Dead Load
Total Load
Left Cantilever...
Dead Load
Total Load
Deflection
-0.069 in
-0.265 in
Deflection
0.000 in
0.000 in
...Location
6.000 it
6.000 ft
...Length/Deft
0.0
0.0
...Length/Deft
2,074.9
542.80
Right Cantilever...
Camber( using 1.5 *
D.L. Dell ) ...
Deflection
0.000 in
0.000 in
@ Center
0.104 in
...Length/Deft
0.0
0.0
@ Left
0.000 in
@ Right
0.000 in
Stress Calcs
Bending Analysis
Ck 29.576
Le 0.000 R
Sxx
21.391 in3 Area
13.875 in2
Cf 1.100
Rb 0.000
Cl
438.789
Max Moment
Sm Read
Allowable fb
@ Center
1.32 k-ft
12.77 in3
1,236.54 psi
@ Left Support
0.00 k-ft
0.00 in3
1,236.54 psi
@ Right Support
0.00 k-ft
0.00 in3
1,236.54 psi
Shear Analysis
@ Left Support
@ Right Support
Design Shear
0.57 k
0.57 k
Area Required
3.327 in2
3.327 in2
Fv: Allowable
172.50 psi
172.50 psi
Bearing @ Supports
Max. Left Reaction
0.44 k
Bearing Length Req'd
0.722 in
Max. Right Reaction
0.44 k
Bearing Length Req'd
0.722 in
Design by: B.T. Urbala Property Development LLC.
3/2/2022 PROJECT: 18-34AE *World of Designs & Engineers*
12:57 PM 35109 Pacific Highway S
Federal Way, WA 98003
LATERAL ANALYSIS
BASED ON 2018 1 NTERNATIONAL BUILDING CODE AS MODIFIED BY LOCAL J URISDICTION.
Lateral Forces will be distributed along lines of Force/Resistance. Lines of Force/Resistance will
be investigated for both wind and seismic lateral loads.(Vertical component of earthquake ground motion
neglected for Lateral Force Resisting System w/ Allowable Stress Design)
SEISMIC DESIGN
SEISMIC DESIGN BASED ASCE 7-10 CHAPTER 12 SECTION 12.14
SIMPLIFIED ALTERNATIVE STRUCTURAL DESIGN CRITERIA FOR SIMPLE BEARING WALL
SINGLE FAMILY DWELLING, LIGHT FRAME CONSTRUCTION LESS THAN
THREE STORIES IN HEIGHT (EXCLUDING BASEMENT).
Seismic Design Data:
--Soils Site Class D (Assumed)
--Seismic Design Category D1/D2
IE:= 1.0 For Seismic Use Group I occupancy (ASCE 7-10 Table 11.5-1)
R:= 6.5 Light Framed Walls w/ Wood Shear Panels (ASCE 7-10 Table 12.14-1)
Ss:= 1.59 Mapped Maximum Considered Earthquake Spectral Response Acceleration Short -Period
SI := 0.552 Mapped Maximum Considered Earthquake Spectral Response Acceleration 1-Second Period
Fa:= 1.00 Site Coefficient based on Site Class & SS (ASCE 7-10 Table 11.4-1)
Fv 1.5 Site Coefficient based on Site Class & S1 (ASCE 7-10 Table 11.4-2)
W,wX Seismic Weight of Overall Structure, Seismic Weight of Structure above Level x (LB.)
ASCE 7-05 Eq. 11.4-1 Sms Ss -Fa Sms = 1.59
ASCE 7-05 Eq. 11.4-2 Sml := SI.Fv SmI = 0.83
ASCE 7-05 Eq. 11.4-3 SDS _.Sms SDS = 1.06
ASCE 7-05 Eq. 11.4-4 SDI _.Sml SDI = 0.55
*World of Designs & Engineers*
Qq
22-02AE.mcd
4®Y
i 7YP.
PROVIDE STEP W
1 9AW gocv 1W :
_ �l•iq•�� ic�.a�t
3' vERIICpL W G OECAR 61 1%
d✓
SOUTH-VEST/—RONT ELEVATION SCALE 1/6_,'_o.
Design by: B.T. URBALA DEVELOPMENTLLC
3/4/2022 PROJECT: 18-70E *World of Designs & Engineers*
3:06 PM 35109 Pacific Highway S
Federal Way, WA 98003
WIND DESIGN
USE ANALYTICAL PROCEDURE OF ASCE 7-10 SECTION 6.5
ENCLOSED LOW-RISE BUILDING LESS THAN 60 FEET IN HEIGHT
WIND EXPOSURE = B 110 mph WIND SPEED
Equation 6-18 p=gh[(GCpf) - (GCpi)]
Mean Roof Height h 10.625 ft
qh = 0.00256K�KzfKdV21 = Velocity Pressure Evaluated at mean Roof Height h (Equation 6-15)
GCPf = External Pressure Coefficients per Figure 6-10
GCO = Internal Pressure Coefficients per Figure 6-5
K15 := 0.70 Velocity Pressure Exposure Coefficients at z < 15ft (Table 6-3)
K20:= 0.70 Velocity Pressure Exposure Coefficients at 15ft < z < 20ft (Table 6-3)
K25 := 0.70 Velocity Pressure Exposure Coefficients at 20ft < z < 25ft (Table 6-3)
K30 := 0.70 Velocity Pressure Exposure Coefficients at 25ft < z < 30ft (Table 6-3)
K40:= 0.76 Velocity Pressure Exposure Coefficients at 30ft < z < 40ft (Table 6-3)
Kd := 0.85 Wind Directionality Factor (Table 6-4).
v:= 110 Wind Speed per Hours (Figure 6-1).
I:= 1.0 Important Factor (Table 6-1).
*World of Designs & Engineers*
Design by: B.T. URBALA DEVELOPMENTLLC
3/4/2022 PROJECT: 18-70E *World of Designs & Engineers*
3:06 PM 35109 Pacific Highway S
Federal Way, WA 98003
SEISMIC WEIGHT OF STRUCTURE CHECK FOR EACH LEVEL:
Roof Slope Adjustment Factor:
ROOF PLAN AREA EACH LEVEL:
RI := 575ft2-S
(Upper Roof Area)
Weight of Structure at Each Level:
Story Weight at Main level:
S:= 1 S=1
/1.0
cos atanl 12 ))
PLAN PERIMETER FOR EACH LEVEL:
P1:= 2(25ft) + 2(23ft)
(Main Floor)
wl := 19.psf (R1) + 10-psf•9 ft-(PI) (weight of roof, and wall)
Shear at each Level: F=1.0 for one-story building
F=1.1 for two-story building
F:= 1.0
F=1.2 for three-story building
(F. SDS- W I
VIE R VIE= 3196.781b Story Shear at Main Floor
*World of Designs & Engineers*
9
Design by: B.T. URBALA DEVELOPMENTLLC
3/4/2022 PROJECT: 18-70E *World of Designs & Engineers*
3:05 PM 35109 Pacific Highway S
Federal Way, WA 98003
WIND AT MAIN LEVEL ----(sides to sides) --------
WI (P15.1—P15.4)'5.625ft
END ZONE WIND AT MAIN LEVEL --- ---- (sides to sides)--------
W 1 E= (P15.1 E— P 15.4E)' 5.625fr
But not less than 10 psf over the projected vertical plane.
W1 = 96.421bft I
W1E= 121.31bff I
*World of Designs & Engineers*
03
-----------a
-----------
IL
-------------------------------
------------------------------
NV 1\ 1 N-WEST/ - VIr=W SCALE: 1/0 = V-C
MAN Roof HT. 42-5-f 4o' _ �I•�5'
2
Design by: B.T. Urbala Property Development LLC.
3/16/2022 PROJECT: 22-02AE *World of Designs & Engineers*
10:24 AM 35109 Pacific Highway S
Federal Way, WA 98003
WIND DESIGN
USE ANALYTICAL PROCEDURE OF ASCE 7-10 CHAPTER 29, TABLE 29.3-1
ENCLOSED LOW-RISE BUILDING LESS THAN 60 FEET IN HEIGHT
WIND EXPOSURE = B 110 mph WIND SPEED
Equation 6-18 p=gh[(GCPf) - (GCPi)]
Mean Roof Height h:= 41.25•ft
ch = 0.00256K,KnKdv21 = Velocity Pressure Evaluated at mean Roof Height h (Equation 6-15)
GCPf = External Pressure Coefficients per Figure 6-10
GCPi = Internal Pressure Coefficients per Figure 6-5
K15 := 0.57 Velocity Pressure Exposure Coefficients at z < 15ft (Table 29.3-1)
K20 0.62 Velocity Pressure Exposure Coefficients at 15ft < z < 20ft (Table 29.3-1)
K25 := 0.66 Velocity Pressure Exposure Coefficients at 2011 < z < 25ft (Table 29.3-1)
K30:= 0.70 Velocity Pressure Exposure Coefficients at 25ft < z < 30ft (Table 29.3-1)
K40 := 0.76 Velocity Pressure Exposure Coefficients at 30ft < z < 40ft (Table 29.3-1)
Kd:= 0.85 Wind Directionality Factor (Table 26.6-1).
v:= 110 Wind Speed per Hours (Figure 26.5-1C).
I := 1.0 Important Factor (Table 6-1).
*World of Designs & Engineers*
22-02AE.mcd
3'S
Design by: B.T. Urbala Property Development LLC.
3/4/2022 PROJECT: 22-02AE *World of Designs & Engineers*
3:04 PM 35109 Pacific Highway S
Federal Way, WA 98003
Velocity Pressure ( q, ) Evaluated at Height z (Equation 6-15)
ql5 :=
0.00256-K15-Kd-v2 I
q15 = 15.01
q20:=
0.00256 K20-Kd-v2.1
q20 = 16.32
q25 :=
0.00256 K25•Kd v .I
q25 = 17.38
q30:=
0.00256 K30.Kd•v2I
q30 = 18.43
q40 :=
0.00256.K40.Kd-v2.1
q40 = 20.01
Internal Pressure Coefficients (Figure 6-5)
GCpi := .18 +/ The Intemal Pressures on Windward and Leeward Walls will offset each
other for the lateral design of the overall building and will therefore be
ignored for this application.
Extemal Pressure Coefficients w/ Roof Pitch = 7/12 (30 degrees) to 12/12 (45 degrees)
(Conservatively taken from Figure 6-10)
GCpfl := .56
GCpf2 := .21
GCpf3 := —.43
GCpf4 := —.37
GCpffE:= .69
GCpf2E := .27
GCpf3E := —.53
GCpf4E := —.48
*World of Designs & Engineers*
36
22-02AE. mcd
Design by: B.T. Urbala Property Development LLC.
3/4/2022 PROJECT: 22-02AE *World of Designs & Engineers*
3:04 PM 35109 Pacific Highway S
Federal Way, WA 98003
P15.1
:= 915'(GCpfl)-psf
P15.1 = 8.41bft 2
P15.1E:=
915'(GCpf1E)'Psf
P15.1E =
10.361bf[ 2
P15.2:=915'(GCpf2)'Psf
P15.2=3.15lbft2
P15.2E:=Ql5'(GCpf2E)'psf
PI5.2E=4.0516f-2
P15.3:=
915'(GCpf3)'Psf
P15.3 =
-6.451bft 2
P15.3E
= 915'(GCpf3E)'Psf
P15.3E _
-7.951bft 2
P15.4
= 915'(GCpf4)'psf
P15_4=-5.55lbfC2
P15.4E:=
915'(GCpf4E)'Psf
P15.4E=-7.21bft.2
P20.1 :=
920-(GCpfl)'Psf
P20.1 =
9.14lbf[ 2
P20.IE :=
920'(GCpf1E)'Psf
P20.1E =
11.261bf[ 2
P20.2:=
920'(GCpf2)•psf
P20.2 =
3.43lbft 2
P20.2E:=
920'(GCpf2E).psf
P20.2E =
4.41lbft 2
P20.3=920'(GCpf3)'Psf
P20.3=-7.021bfC2
P20.3E=920'(GCpf3E).psf
P20.3E=-8.65lbfr2
P20.4
= 920'(GCpf4).psf
P20.4 =
-6.04lbfi 2
P20.4E =
920'(GCpf4E)'psf
P20.4E _
-7.841b f -2
P25.1
= 925'(GCpfl)-psf
P25.1 =
9.731bf-2
P25.IE
= 925'(GCpfIE)'Psf
P25.IE =
11.991bf-2
P25.2 = 925'(GCpf2)•psf
P25.2 =
3.65lbft 2
P25.2E
= 925'(GCpf2E)'Psf
P25.2E =
4.69lb8 2
P25.3 :=
925'(GCpfl).psf
P25.3 =
-7.471bft 2
P25.3E
= 925'(GCpf3E)'psf
P25.3E _
-9.211bft 2
P25.4:=
925'(GCpf4)'Psf
P25.4 =
-6.43Ib8 2
P25AE
= 925'(GCpf4E)'Psf
P25AE _
-8.34lb$ 2
P30.1
= 930'(GCpfl)-psf
P30.1 =
10.321bft 2
P30.1E =
930'(GCpfIE).psf
P30.1E =
12.721bft 2
P30.2
= 930'(GCpf2)'Psf
P30.2=3.87lbf-2
P30.2E:=
930-(GCpf2E).psf
P30.2E=4.981bft2
P30.3
= 930'(GCpf3)-psf
P30.3 =
-7.931bft 2
P30.3E ` 930'(GCpf3E)'Psf
P30.3E _
-9.771b ft 2
P30.4
= 930'(GCpf4).psf
P30.4 =
-6.821b8 2
P30.4E = 430'(GCpf4E)'Psf
P30.4E _
-8.85lbft 2
P40.1
= 940'(GCpfl)'Psf
P40.1 =
11.211bft 2
P40.1E :=
440'(GCpfIE)'Psf
P40.1E =
13.81lbft 2
P40.2:=
940'(GCpf2).psf
P40.2 =
4.21bf, 2
P40.2E:=
940'(GCpf2E).psf
P40.2E =
5.41bft 2
P40.3 `
940'(GCpf3).psf
P40.3 =
-8.61bft 2
P40.3E :=
440'(GCpf3E)'Psf
P40.3E _
-10.61lbft 2
P40.4:=
940'(GCpf4)'Psf
P40.4 =
-7.4lbfr 2
P40.4E :=
940'(GCpf4E).psf
P40.4E _
-9.611bf-2
*World of Designs & Engineers*
0
22-02AE.mcd
Design by: B.T. Urbala Property Development LLC.
3/16/2022 PROJECT: 22-02AE "World of Designs & Engineers"'
10:24 AM 35109 Pacific Highway S
Federal Way, WA 98003
WINDAT 3RD LEVEL -----(Upper Level)--------
W3 (P25.1 - P25.4)'Oft + (P30.1 - P30.4)'5ft + (P40.1 - P40.4)' 10.ft
END ZONE WIND AT 3RD LEVEL ------ (sides to sides)--------
W3E = (P25.1 E - P25.4E)'Oft + (P30.1E - P30AE)'5ft+ (P40.1E - P40.4E)' 10.ft
WIND AT2ND LEVEL ----(all sides)--------
W2 (P20.1 - P20.4)'5ft + (P25.1 - P25.4)'5ft
END ZONE WIND AT 2ND LEVEL ---- ---(all sides)-------
W2E:= (NAE - P20.4E)'5ft + (P25.1E - P25.4E)'5ft
WIND AT 1ST LEVEL -----(front to back)--------
W] = (P15.1 - P15.4)' 10ft
END ZONE WIND AT 1ST LEVEL — ------ (front to back)------
W1E:= (P15.1—P15.4)'10ft
But not less than 10 psf over the projected vertical plane.
W3 = 271.8lb ft 1
W2 = 156.71 lbft 1
W1 = 139.571bft 1
W3E = 341.94lbft1
W2E= 197.16lbft1
W1E = 139.57lbft1
*World of Designs & Engineers*
22-02AE.mcd
0
h wil •GDC'2•Y
Sskbt�S
11�
PIANO w
%ito skip-±
5Y tts�`i¢
r
5viko 14R7
�St7ab$�S
41/
kT
�,l"vgv-T yQ
h
45'nw41�Y a.S.
9 to
b.g.
ENtRY
�MStl�.55, LN1STIy
b'
TYING
f0 -
`a
DINING
a
4b.5,
SCr�L� , vy�"T'—o
03q
Design by: B.T. URBALA DEVELOPMENTLLC
3/4/2022 PROJECT: 18-70E 'World of Designs & Engineers'
3:05 PM 35109 Pacific Highway S
Federal Way, WA 98003
Shear wall line A:
Step 1. Wind analysis on wall
Wind loads per foot: WI = 96.421bft 1 WIE= 121.31bft 1
Distance between shear wall: Ll := 25•ft
Shear wall panels: La := (3.5 + 10.5 + 6)ft La = 20 ft
Percent full height sheathing: 10.ft
Max Opening Height = Oft-Oin, Therefore C 1.00
10 fr
per IBC Table 2305.3.8.2
(WI + W1E) Ll
Wind Force: va:= 2 2 va= 68.04lbft
1 va=68.04lbft1 Wind loads perfoot
La
Co
Step 2. Seismic analysis on wall
Seismic Weight per level: VIE= 3196.781b Assumed
p ;= 1.0 Bldg Width in direction of Load: Lt:= 25 ft
VIE L1
0.7p -•-
E
Seismic Force: Ea:= Lt 2 Ea= 55.941bft 1 e = 55.941bft 1 Seismic loads per foot
La
Co
Step 3. Checking Overturning Moment & Holdown on Wall
Overturning Moment on Wall: Plate Height: Pt:- 9•ft
Base Plate Nail Spacing (2003 NDS Table11N)
La := 3.5ft OTM := va La Pt OTM = 2143.11 lb ft
16d Common Nails & 1-1/2" Plate Hem -Fir
Dead Load Resisting Overturning:
ZN := 122-lb CD := 1.33 Z'N := ZN CD Z'N = 162.261b
WR:= 0.6(19 psf) 4 fbLa+ 0.6•(10 psf) PbLa
BP := ZZZN BP = 2.38 ft Per Nail
va
La
DLRM:= WR - DLRM = 610.051bfr
Anchor Bolt Spacing (2003 NDS Table 11E)
2
5/8" Dia. Bolt (6" Embed) & 1-1/2" Plate Hem -Fir
Holdown Force & Net Uplift:
As 830.1b CD 1.6 ZB := As -CD ZB = 13281b
HDFa :- OTM -
1iDFa = 438.02lb
ZB'Co
Co La L,
As:= As= 19.52fr Per Bolt
va
Step 4. Shear Wall Summary:
Wind Force: Seismic Force: B.P. Nailing Spacing A.B. Spacing Holdown Force: Holdown Types:
va _ 68.04lb ft 1 Ea = 55.941b ft 1 BP = 2.38 fr
As = 19.52 fr HDFa = 438.021b NO HOLDOWN
Co Co
16d @ 29" o.c.
5/8" AB. @ 19'-6" o.c.
P1-6: 7116" Sheathing w/ 8d nails @ 6" O.C.
Wind Capacity= 339 plf
Seismic Capacity = 242 plf
*World of Designs & Engineers*
Design by: B.T. URBALA DEVELOPMENTLLC
3/4/2022 PROJECT: 18-70E *World of Designs & Engineers*
3:05 PM 35109 Pacific Highway S
Federal Way, WA 98003
Shear wall line B:
Step 1. Wind analysis on wall
Wind loads per foot: W1=96.42lbft- I W1S= 121.3lbft- I
Distance between shear wall: Ll := 23-ft
Shear wall panels: Lb := (3 + 6)ft Lb = 9 ft
Percent full height sheathing: o 10 ft .100 "
Max Opening Height = Oft-Oin, Therefore Cc:= 1.00
10-ft
per IBC Table 2305.3.8.2
(WI + W1E) Ll
Wind Force: vb:= 2 2 vb=
139.091bft 1 vb = 139.091b81 Wind loads per foot
Lb
Co
Step 2. Seismic analysis on wall
Seismic Weight per level: VIE = 3196.78lb Assumed
p := 1.0 Bldg Width in direction of Load: Lt := 23-ft
VIE Ll
0 7p
Lt 2 Eb
Seismic Force: Eb:= Eb = 124.32lbft1 = 124.321bft I Seismic loads per foot
Lb
co
Step 3. Checking Overturning Moment & Holdown on Wall
Overturning Moment on Wall: Plate Height: Pt:= 9.0
ft Base Plate Nail Spacing (2003 NDS Table11N)
Lb:= 3-ft OTM:= vb-Lb-Pt OTM = 3755.551bft
16d Common Nails & 1-1/2" Plate Hem -Fir
Dead Load Resisting Overturning:
ZN := 122 lb CD := 1.6 Z'N := ZN'CD Z'N = 195.21b
WR:= 0.6(19.psf).11.5-ft•Lb+ 0.6-(10•psf) PbLb
BP := ZIN BP = 1 4ft Per Nail
vb
Lb
DLRM:= WR•— DLRM = 832.951bft
Anchor Bolt Spacing (2003 NDS Table 11E)
2
5/8" Dia. Bolt (6" Embed) & 1-1/2" Plate Hem -Fir
Holdown Force & Net Uplift:
AS := 830 Ib CD := 1.6 ZB := As CD ZB = 13281b
HDFb := OTM —
HDFb = 974.2lb
ZB'Co
Co -Lb
As :_ As = 9.55 ft Per Bolt
vb
Step 4. Shear Wall Summary:
Wind Force: Seismic Force: B.P. Nailing Spacing A.B. Spacing Holdown Force: Holdown Types:
vb -I Eb -1 B = 1.4 ft
— = 139.091bft cc = 124.321bft P
As = 9.55 ft HDFb = 974.2lb Simpson
LSTHD8RJ
Co Co
16d @ 17" o.c.
5/8" AB. @ 9t.7" o.c.
P1-6: 7116" Sheathing w/ 8d nails @ 6" O.C.
Wind Capacity= 339 plf
Seismic Capacity = 242 plf
'"World of Designs & Engineers*
,6 r
Design by: B.T. Urbala Property Development LLC.
3/16/2022 PROJECT: 22-02AE *World of Designs & Engineers*
10:24 AM 35109 Pacifc Highway S
Federal Way, WA 98003
Shear wall line EEE:
Step 1. Wind analysis on wall
Wind loads per foot: W3 = 271.81b ft1 W3B = 341.941bft 1
Distance between shear wall: Ll := 35•ft
Shear wall panels: Leee := (3 + 6 + 6)ft Leee = 15 ft
Percent full height sheathing: oo ;_ (10•ft 100 % = 100
Max Opening Height = Oft-Oin, Therefore Co:= 1.00
110 ft)
per IBC Table 2305.3.8.2
(W3 + W3E) L1
Wind Force: veee = 2 2
veee = 358.02lbft 1
veee = 358.02lbft 1 Wind loads perfoot
Leee
Co
Step 2. Seismic analysis on Wall
Seismic Weight per level: V3B = 9900.01 lb Assumed
p := 1.0 Bldg Width in direction of Load: Lt:= 35•ft
V3E Ll
0.7p•—•—
Seismic Force: Eeee = 2 Eeee = 231 lbii 1
E eee - 231 lbf t1 Seismic loads per foot
Leee
C 0
Step 3. Checking Overturning Moment & Holdown on Wall
Overturning Moment on Wall: Plate Height: Pt:= 12•ft
Base Plate Nail Spacing (2003 NDS Table19N)
16d Common Nails & 1-1/2" Plate Hem -Fir
Lem:= 3-ft OTM = veee•Leee'Pt OTM = 12888.61bft
Dead Load Resisting Overturning:
ZN := 122.1b CD := 1.33 Z'N = ZN CD Z'N = 162.26lb
Z'N Per Nail
WR:=0.6(19-psf)•18ft.Leee+0.6-(10-psf).POLeee
Bp= Bp=0.45ft
veee
DLRM:= WR.Leee DLRM= 1247.4lbft
Anchor Bolt Spacing (2003 NDS Table 11E)
2
5/8" Dia. Bolt (6" Embed) & 1-1/2" Plate Hem -Fir
Holdown Force & Net Uplift:
As:- 830 lb CD := 1.6 ZB := As.CD ZB = 13281b
O
A'DFeee _TM - DLRM1iDFeee = 3880.41b
ZB'Co
Co'1-eee
As :_ As = 3.71 ft Per Bolt
veee
Step 4. Shear Wall Summary:
Wind Force: Seismic Force: B.P. Nailing Spacing A.B. Spacing Holdown Force: Holdown Types:
veee -1 Eeee -1 B = 0.45 ft
—=358.021bft—=2311bft p
SIMPSON
As = 3.71 ft HDFeee = 3880.41b
MSA;,bfp
Co Co
16d @ 5" o.c.
5/8" AB. @ 46' o.c.
P1-4: 7116" Sheathing w/ 8d nails @ 4" O.C.
Wind Capacity= 494 plf
Seismic Capacity = 353 plf
*World of Designs & Engineers*
22-02AE.mcd
Design by: B.T. Urbala Property Development LLC.
3/16/2022 PROJECT: 22-02AE *World of Designs & Engineers*
10:24 AM 35109 Pacific Highway S
Federal Way, WA 98003
Shear wall line FFF:
Step 1. Wind analysis on wall
Wind loads per foot: W3 = 271.8 lb ft I W3E=341.941bft1
Distance between shear wall: Ll := 35•ft
Shear wall panels: Lfff := (3.5 + 12)ft Lfff = 15.5 ft
10 fr �100 %= 100
Percent full height sheathing: %:_
Max Opening Height = Oft-Oin, Therefore Co:= 1.00
10 ft
per IBC Table 2305.3.8.2
(W3 + W3E) Ll
Wind Force: vfff := 2 2 vfff = 346.47lbft 1
vfff = 346.471bft 1 Wind loads per foot
Lfff
Co
Step 2. Seismic analysis on wall
Seismic Weight per level: V3E= 9900.01lb Assumed
p := 1.0 Bldg Width in direction of Load: Lt:= 35•ft
V3E Ll
0.7p•—•—
Seismic Force: Efff:= Lt 2 Efff=223.55lbft 1
E fff—223.SSlbft- 1 Seismic loads per foot
Lfff
Co
Step 3. Checking Overturning Moment & Holdown on Wall
Overturning Moment on Wall: Plate Height: Pt:= 12-ft
Base Plate Nail Spacing (2003 NDS Table11N)
16d Common Nails & 1-1/2" Plate Hem -Fir
Lfff := 3.5•ft OTM:— vfff Lfff 'Pt OTM = 14551.651bft
Dead Load Resisting Overturning:
ZN := 122 1b CD := 1.33 Z'N := ZN'CD Z'N = 162.261b
Z1N Per Nail
WR:=0.6(19psf)•18•ftLfff+0.6-(l0-psf)Pt.Lftf
B = B —047ft
P P
vfff
Lfff
DLRM:= WR DLRM= 1697.8516ft
Anchor Bolt Spacing (2003 NDS Table 11E)
2
5/8" Dia. Bolt (6" Embed) & 1-1/2" Plate Hem -Fir
Holdown Force & Net Uplift:
AS := 830.1b CD := 1.6 ZB := AS'CD ZB = 13281b
HDFfff := OTM — DLRM HDFfff = 3672.51 lb
ZB'Co
Co Lfff
As := — As = 3.83 ft Per Bolt
vfff
Step 4. Shear Wall Summary:
Wind Force: Seismic Force: B.P. Nailing Spacing A.B. Spacing Holdown Force: Holdown Types:
vfff ] Efff 1 B = 0.47 ft
— = 346.471bft = 223.55lbfr p
As = 3.83 ft HDFfff = 3672.51 lb Simpson
STHD14RJ
Co Co
16d @ 6" o.c.
5/8" AB. @ 45" o.c.
P1-4: 7/16" Sheathing w/ 8d nails @ 4" O.C.
Wind Capacity = 494 plf
Seismic Capacity = 339 plf
*World of Designs & Engineers*
0
22-02AE.mcd
Design by: B.T. Urbala Property Development LLC.
3/16/2022 PROJECT: 22-02AE *World of Designs & Engineers*
10:24 AM 35109 Pacific Highway S
Federal Way, WA 98003
Shear wall line DDD:
Step 1. Wind analysis on wall
Wind loads per foot: W3 = 271.8lbft I W3B = 341.941b8 I
Distance between shear wall: Ll := 46.5-ft
Shear wall panels: Lddd:_ (7.5 + 6)ft Lddd = 13.5 ft
Percent full height sheathing: % = 10-ft 100 % = 100
10-ft
(W3 + W3E) Ll
Wind Force: vddd := 2 2 vddd = 528.5lb ft 1
Lddd
Max Opening Height = Oft-Oin, Therefore Co:= 1.00
per IBC Table 2305.3.8.2
vddd _ 528.51bft I Wind loads per foot
Co
Step 2. Seismic analysis on wall
Seismic Weight per level: V3E= 9900.01lb Assumed p 1.0 Bldg Width in direction of Load: Lt:= 46.5•ft
V3E LI
Lt
0.7p��- E
Seismic Force: Eddd - Lddd 2 Eddd = 256.67lbft I dd = 256.67lbft I Seismic loads per foot
Co
Step 3. Checkinq Overtumina Moment & Holdown on Wall
Overturning Moment on Wall: Plate Height: Pt- 12.0ft Base Plate Nail Spacing (2003 NDS Table11N)
Lddd 6-ft OTM := vddd-Lddd-Pt OTM = 38052.061bft 16d Common Nails & 1-1/2" Plate Hem -Fir
Dead Load Resisting Overturning: ZN := 122 Ib CD := 1.33 Z'N := ZN CD Z'N = 162.26lb
WR = 0.6(19.psf)-1.6-ft•Lddd+ 0.6•(10•psf)•PbLddd Bp := 'N BP = 0.31 ft Per Nail
DLRM := WR. Lddd DLRM = 1624.321b It
2
Holdown Force & Net Uplift:
HDFddd:_ OTM - DLRM
Co Lddd
SteD 4. Shear Wall Summ
Anchor Bolt Spacing (2003 NDS Table 11E)
5/8" Dia. Bolt (6" Embed) & 1-1/2" Plate Hem -Fir
AS:= 830.1b
HDFddd = 6071.291b As:= ZB'Co
vddd
CD := 1.6 ZB := AS CD ZB = 13281b
As = 2.51 ft
Per Bolt
Wind Force: Seismic Force:
B.P. Nailing Spacing
A.B. Spacing Holdown Force:
Holdown Types:
vddd 1 Eddd -1
= 528.51bft - = 256.67lbfr
Bp = 0.31 ft
As = 2.51 ft HDFddd = 6071.29lb
Simpson
Co Cc
HDU11-SDS2.5
16d @ 4" o.c.
518" AB. @ 30" o.c.
131-3: 7116" Sheathing w/ 8d nails @ 3" O.C.
Wind Capacity = 638 plf
Seismic Capacity = 456 pit
*World of Uesigns� t& Engineers* 22-02AE.mcd
SUB LEVEL 1- FLOOR PLAN
E
Design by: B.T. Urbala Property Development LLC.
3/16/2022 PROJECT: 22-02AE *World of Designs & Engineers*
10:24 AM 35109 Pacific Highway S
Federal Way, WA 98003
Shear wall line DD:
Step 1. Wind analysis on wall
Wind loads per foot: W2 = 156.71 lb f I
W2E = 197.16lb ft-I
Distance between shear wall: Ll := 46.5•ft
Shear wall panels: Ldd := (18.5 + 3)ft Ldd = 21.5
ft
Percent full height sheathing: o:_ 100 /o 10 ft " = 100
9 9� /o
Max Opening Height = Oft-Oin, Therefore Co:= 1.00
10•ft
per IBC Table 2305.3.8.2
r
(W2 + W2E) LI
vddd Lddd +
Wind Force: vdd:= 2 2 vdd
= 523.19lbft- I vdd = 523.19lbf-1 Wind loads per foot
Ldd
Co
Step 2. Seismic analysis on wall
Seismic Weight per level: V2E = 6692.681b Assumed p 1.0 Bldg Width in direction of Load: Lt := 46.5 ft
V2E Ll
Eddd'Lddd + 0.7p-
Seismic Force: Edd:= Lt 2
Edd
E
8
= 270.11lbI dd = 270.11 lbft I Seismic loads per foot
Ldd
Co
Step 3. Checking Overturning Moment & Holdown on Wall
Overturning Moment on Wall: Plate Height: Pt:= 9.Oft Base Plate Nail Spacing (2003 NDS Table11N)
Ldd:= 3-ft OTM:= vdd-Ldd-Pt OTM = 14126.021bfr
16d Common Nails & 1-1/2" Plate Hem -Fir
Dead Load Resisting Overturning:
ZN := 122.11h CD := 1.33 Z'N := ZN'CD Z'N = 162.26lb
WR:= 0.6(19•psf).1.6-ft-Ldd+ 0.6•(10-psf)•Pt•2•Ldd+ 0.6(12•psf)•0.67.ft•Ldd BP := Bp = 0.31 ft Per Nail
vdd
Lad
DLRM:= WR DLRM= 589.79lbft
Anchor Bolt Spacing (2003 NDS Table 11E1
2
5/8" Dia. Bolt (6" Embed) & 1-1/2" Plate Hem -Fir
Holdown Force & Net Uplift:
AS:- 830 1b CD := 1.6 ZB := As' CD ZB = 13281b
HDFdd := OTM -
HDFdd = 4512.08 lb
ZB'Co
Co. Ldd dd
As := As = 2.54 ft Per Bolt
vdd
Step 4. Shear Wall Summary:
Wind Force: Seismic Force: B.P. Nailing Spacing
A.B. Spacing Holdown Force: Holdown Types:
vdd -I Edd -1 B = 0.31 ft
- 523.19lbft - 270.111bfr p
As = 2.54 ft HDFdd = 4512.08 lb Simpson
= =
HDU8-SDS2.5
Co Co
16d @ 4" o.c.
5/8" AB. @ 30" o.c.
P1-3: 7/16" Sheathing w/ 8d nails @ 3" O.C.
Wind Capacity= 638 plf
Seismic Capacity = 456 plf
*World of Designs & Engineers*
22-02AE.mcd
0
Design by: B.T. Urbala Property Development LLC.
3/16/2022 PROJECT: 22-02AE *World of Designs & Engineers*
10:24 AM 35109 Pacific Highway S
Federal Way, WA 98003
Shear wall line EE:
Step 1. Wind analysis on wall
Wind loads per foot: W2 = 156.71lbft-
Distance between shear wall: Ll := 35•ft
Shear wall panels: Lee := (3 + 10.5 + 6.5)ft Lee = 20 ft
Percent full height sheathing: %:= r 10•ft 100 % = 100 Max Opening Height = Oft-Oin, Therefore C�,:= 1.00
110 frJ per IBC Table 2305.3.8.2
W2 + W2E Ll
veee•Leee +
Wind Force: vee:= 2 2 vee=423.33lb
ft- I vee=423.33lbft 1 Wind loads perfoot
Lee
Co
Step 2. Seismic analysis on wall
Seismic Weight per level: V2H = 6692,68lb Assumed
p := 1.0 Bldg Width in direction of Load: Lt:= 35-ft
V2E Ll
Eeee'Leee + 0.7p.
Seismic Force: Eee := Lt 2 Eee
E
= 290.37lbft 1 ee = 290.37lbft 1 Seismic loads per foot
Lee
Co
Step 3. Checking Overturning Moment & Holdown on Wall
Overturning Moment on Wall: Plate Height: Pt:= 9.Oft
Base Plate Nail Spacing (2003 NDS Table11N)
16d Common Nails & 1-1/2" Plate Hem -Fir
Lee:= 3-ft OTM := vee•Lee•Pt OTM = 11429.931bft
Dead Load Resisting Overturning:
ZN := 122 Ib CD := 1.33 Z'N := ZN CD Z'N = 162.261b
Z,N Per Nail
WR:= 0.6(19•psf) 18 fr Lee + 0.6 (10 psf)-Pt•2•Lee + 0.6(12•psf)•8•ft•Lee Bp = Bp = 0.38 ft
vee
Lee
DLRM:= WR. DLRM = 1668.61bft
Anchor Bolt Spacing (2003 NDS Table 11E)
2
5/8" Dia. Bolt (6" Embed) & 1-1/2" Plate Hem -Fir
Holdown Force & Net Uplift:
As := 8301b CD := 1.6 Zg = As CD Zg = 13281b
OTM — DLRM
IIDFee := HDFee = 3253.781b
ZB'Co
Co Lee
As = As = 3.14 ft Per Bolt
vee
Step 4. Shear all Summary:
Wind Force: Seismic Force: B.P. Nailing Spacing
A.B. Spacing Holdown Force: Holdown Types:
vee E = 423.33 lb ft 1 ee = 290.37lb 8 1 Bp = 0.38 fr
Simpson
As = 3.14 ft IIDFee = 3253.78 lb MST52
Co Co
16d @ 5" o.c.
5/8" AB. @ 38" o.c.
P1-4: 7/16" Sheathing w/ 8d nails @ 4" O.C.
Wind Capacity= 494 plf
Seismic Capacity = 353 plf
*World of Designs & Engineers*
22-02AE.mcd
CRAWL SPACE
1. 5'
w
CARD
DECK
FAMILY ROOM
r PEDROOM1
W.I.C.
SUB LEVEL 2- FLOOR PLAN
SCBLt. 1/8°=t'—o"
� t�o�ca sosl �
Vvvus-
qk-5
MSi•5
PL
F4ott�t
Nout'
Design by: B.T. Urbala Property Development LLC.
3/1612022 PROJECT: 22-02AE *World of Designs & Engineers*
10:24 AM 35109 Pacific Highway S
Federal Way, WA 98003
Shear wall line E:
Step 1 Wind analysis on wall
Wind loads per foot: Wl = 139.571bft I
Distance between shear wall: LI := 22 ft
Shear wall panels: Le := (3 + 3.5 + 8)ft Le = 14.5 ft
r 10 ft
Max Opening Height = Oft-oin, Therefore Co:= 1.00
Percent full height sheathing: oo = 100 % = 100
110-ft/I
per IBC Table 2305.3.8.2
(WI+WIE Ll
vee•Lee + I —
2 2 ve = 689.79 lb ft I Ve=689.79lbft I Wind loads per foot
Wind Force: ve:=
Le
Co
Step 2 Seismic analysis on wall
Seismic Weight per level: V1S= 6373.7lb Assumed
p := 1.0 Bldg Width in direction of Load: Lt:= 22•ft
VIE LI
Ece-Lee + 0.7p.—•—
E
Seismic Farce: Ee:= Lt 2 Ee=
554.361bft 1 e = 554.361bft I Seismic loads perfoot
Le
Co
Step 3 Checking Overturning Moment & Holdown on Wall
Overturning Moment on Wall: Plate Height: Pt:= 8.O ft Base Plate Nail Spacing (2003 NDS Table11N)
16d Common Nails & 1-1/2" Plate Hem -Fir
Le := 3-ft OTM := ve Le Pt OTM = 16554.9lb ft
Dead Load Resisting Overturning:
ZN := 122 1b CD := 1.33 Z'N := ZN CD Z'N = 162.26lb
WR:=0.6(19•psf)•18•faLe+0.6•(l0-psf)•Pt•3•Le+[0.6(12psf)0.67-ft•Le]•2
Bp:= Ze Bp=0.24ft Per Nail
L e
DLRM:= WR• DLRM = 1614.82lbft
Anchor Bolt Spacing (2003 NOS Table 11E )
2
5/8" Dia. Bolt (6" Embed) & 1-1/2" Plate Hem -Fir
Holdown Force & Net Uplift:
As:- 830-1b CD := 1.6 ZB := As'CD ZB = 13281b
OTM - DLRM
HDFe := HDFe = 4980.031b
ZB'Co
As := As = 1.93 ft Per Bolt
Co Le
ve
Step 4. Shear Wall Summary:
Wind Force: Seismic Force: B.P. Nailing Spacing
A.B. Spacing Holdown Force: Holdown Types:
ve -1 Ee -1 B - 0.24 ft
— = 689.791bft — = 554.361bft P
As = 1.93 ft HDFe = 4980.031b Simpson
HDU8SDS.2.5
Co Co
16d @ 3" o.c.
5/8" AB. @ 23" o.c.
P1-2: 7/16" Sheathing w/ 8d nails @ 2" O.C.
Wind Capacity = 863 plf
Seismic Capacity = 595 plf
*World of Designs & Engineers*
P�'��Ya9�'iil'r