none, Plans only - Interior remodel, Studies & Reports• •
LiJ 'PALOS
��� VERDES
g 9
Civil and Structural Consulting
O Please Respond To:
663 Valley Avenue
Suite 101
Solana Beach
California 92075
858 509 8505
858 509 8515 FAX
sandiego@pvec.com
Structural Calculations
Residential Remodel
Prepared For
Yekun & Inok Lim
5 Morgan Lane
Rolling Hills, Ca.
Project
Single Story Residence
5 Morgan Lane
Rolling Hills, Ca.
PVEC File No. 1-14-240
O Please Respond To:
27520 Hawthorne Blvd.
Suite 250
Rolling Hills Estates
California 90274-3512
310 541 5055
310 541 0321 FAX
info@pvec.com
• Table of Contents
Section Title Page # Comments:
1.0 Design Criteria 1
2.0 Loading and Soil Information 2
3.0 Beam Specifications 2
4.0 Beams, Headers, & Rafters Enercalc Printouts 3
5.0 Column Specifications 7
6.0 Footing Specifications 7
All calculations conform to the 2013 CBC and ASCE 7-10
Project Manager Brad Moser
Date 517/2014
PALOS ill ES ENGINEERING CORPORATION
1.0 Design Criteria:
Code:
Timber:
Glue -Lam Beams:
Sheathing:
27520 Hawthorne Blvd., Suite 250 - Rolling Hills Estates, CA 90274
Telephone (310) 541-5055 - Fax (310) 541-0321
2012 International Building Code, 2013 California Building Code - ASCE 7-10
Douglas Fir -Larch (DF-L), WWPA or WCLIB
2x Wall Framing: DF-L #2 (unless noted otherwise)
2x Rafters & Joists: DF-L #2 "
Posts & Beams: DF-L #1 "
Simple Span:
Cantilevers:
Grade 24F-V4 (DF/DF)
Grade 24F-V8 (DF/DF)
,,
„
Min. APA-Rated Sheathing, Exposure 1, Plywood or OSB (U.N.O.)
Engineered Framing: Wood I -Joists:
Concrete:
Concrete Block:
Mortar:
Grout:
Reinforcing Steel:
Structural Steel:
Welding Electrodes:
Bolts:
Soils:
References:
TJI 110,210,230,360,560 ICC ESR-1153
LVL, PSL 1.9E Microllam, 2.0E Parallam ICBO ER-4979
Compressive Strength @ 28 days per ASTM C39-96:
Footings: flc = 2500 psi
Grade Beams: f'c = 3000 psi
Grade N-I per ASTM C90-95, f m = 1500 psi per ASTM E447-92
Type S Mortar Cement per ASTM C270-95, Min. f'm = 1800 psi @ 28 days.
Coarse Grout w/ 3/8" Max. Aggregate per ASTM C476-91,
Min. fm = 2000 psi @ 28 days.
#4 & Larger:
#3 & Smaller:
`W' Shapes:
Plates, Angles, Channels:
Tube Shapes:
Pipe Shapes:
ASTM A615-60 (Fy = 60 ksi)
ASTM A615-40 (Fy = 40 ksi)
ASTM A992, Fy= 50-65 ksi
ASTM A36, Fy = 36 ksi
ASTM A500, Grade B, Fy= 46 ksi
ASTM A53, Grade B, Fy=35 ksi
Structural Steel: E70-T6
A615-60 Rebar: E90 Series
Sill Plate Anchor Bolts & Threaded Rods: A307 Quality Minimum
Steel Moment & Braced Frames: A325 (Bearing, U.N.O.)
1500 psf Bearing Pressure
14-
I
Roof Loads
Roofing
Sheathing
Framing
Insulation
Ceiling
Misc.
Wall ( Seismic only )
Total DL
Total LL
Total DL ( Seismic )
Beam # Size
3 1/2"x11 7/8"
Beam #2 4x8
Beam #3 4x8
Beam #4 6x8
Beam #5 8x8
Beam #6 4x8
Beam #7 6x8
Beam #8 4x4
Beam #9 8x8
Beam #10 6 3/4x18
Beam #11 4x6
Beam #12 8x8
Loading Informatigt
Soil information
10 psf Used CBC Code Minimums
1.5 psf
2.5 psf
3.2 psf
2.5 psf Report Number
1.3 psf Date
5 psf
21
20
26
psf
psf
psf
Footing Depth
Footing Width
Soil Pressure
3.0 Beam Specifications
Grade and Type
1.9E LVL
No. 1 D.F.L.
No. 1 D.F.L.
No. 1 D.F.L.
No. 1 D.F.L.
No. 1 D.F.L.
No. 1 D.F.L.
No. 1 D.F.L.
No. 1 D.F.L.
24F-V4 Glue Lam
No. 1 D.F.L.
No. 1 D.F.L.
Location
New Bedroom
Skylight Roof Beam
Skylight Roof Beam
Skylight Roof Beam
Skylight Roof Beam
Skylight Roof Beam
Skylight Roof Beam
Skylight Roof Beam
Skylight Roof Beam
Kitchen
Master Bathroom
Master Bathroom
= 24
= 18
= 1500
Job Number
Project Manager
Date
Page Number
in
in
psf
1-14-240
Brad Moser
5/7/2014
2 of 7
Yekun & Inok Lim
5 Morgan Lane
Rolling Hills, Ca., Ca.
•
Project Title:
Engineer:
Project Descr:
Project ID:
Multiple Simple Beam
pll4t; ' .veasiwi 1:1'L t:ti' ot_ ktgcb: arogabtempor9f4A+ie Yi' n` irevme.--: 54i ,:P4-trt't?
Description : Beam 1-11 Calculations
Wood Beam Design : Beam 1
BEAM Size :
Wood Species :
Fb - Tension
Fb - Compr
Applied Loads
3.5x11.875, Parallam, Fully Unbraced
Using Load Resistance Factor Design with ASCE 7-10
iLevel Truss Joist
2,600.0 psi Fc - Prll 2,510.0 psi Fv
2,600.0 psi Fc - Perp 750.0 psi Ft
Unif Load: D = 0.0150, Lr = 0.020 k/ft, Trib= 2.0 ft
Point: D = 4.158, Lr = 3.960 k @ 3.50 ft
Design Summary
Max fb/Fb Ratio = 0.866; 1
fb : Actual : 4,779.09 psi at 3.513 ft in Span # 1
Fb : Allowable : 5,516.59 psi II
Load Comb : +1.20D+1.60Lr+0.50L+1.60H
Max fv/FvRatio = 0.554: 1
fv : Actual : 340.87 psi at 0.000 ft in Span # 1
Fv : Allowable : 615.60 psi
Load Comb : +1.20D+1.60Lr+0.50L+1.60H
Max Reactions (k) D L Lr s W E H
Left Support 3.45 3.38
Right Support 1.17 1.20
Wood Beam Design : Beam 2
BEAM Size :
Wood Species :
Fb - Tension
Fb - Compr
Applied Loads
Punted. 7 MAY 2014,11:45AM
File = g:1PR6090-1114-240-11STRUCT-11CALCUL-11Enercalc\Iim.ec6
ENERCALC, INC. 1983-2014, Bulld:6.14.1.26, Ver:6.14.1.26
t41tKau--14441:r_ttsn'ritiP:ilkt4:11P teiu(4:1ti;Leihe.i:rGe
Calculations per 2012 NDS, IBC 2012, CBC 2013, ASCE 7-10
Load Combinations, Major Axis Bending
Wood Grade : MicroLam LVL 1.9 E
285.0 psi Ebend- xx 1,900.0 ksi Density 32.210 pcf
1,555.0 psi Eminbend - xx 965.71 ksi
D(0.030) Lr(0.040)
15.50 ft, 3.5x11.875
Max Deflections
Downward L+Lr+S 0.425 in Downward Total 0.856 in
Upward L+Lr+S 0.000 in Upward Total 0.000 in
Live Load Defl Ratio 437 >360 Total Defl Ratio 217 >180
Calculations per 2012 NDS, IBC 2012, CBC 2013, ASCE 7-10
4x8, Sawn, Fully Unbraced
Using Load Resistance Factor Design with ASCE 7-10 Load Combinations, Major Axis Bending
Douglas Fir - Larch Wood Grade : No.1
1000 psi Fc - Prll 1500 psi Fv 180 psi Ebend- xx 1700 ksi Density 32.21 pcf
1000 psi Fc - Perp 625 psi Ft 675 psi Eminbend - xx 620 ksi
Unif Load: D = 0.0150, Lr = 0.020 k/ft, Trib= 8.0 ft
Design Summary
Max fb/Fb Ratio =
fb : Actual :
Fb : Allowable :
Load Comb :
Max fv/FvRatio =
fv : Actual :
Fv : Allowable :
Load Comb : Max Deflections
Max Reactions (k) D L Lr 8 W E H Downward L+Lr+S
Left Support 0.30 0.40 Upward L+Lr+S
Right Support 0.30 0.40 Live Load Defl Ratio
Wood Beam Design : Beam 3
BEAM Size :
Wood Species :
Fb - Tension
Fb - Compr
Applied Loads
Unif Load: D = 0.0150, Lr = 0.020 k/ft, Trib= 2.0 ft
Point: D=0.160, Lr=0.150k@4.0ft
Point: D = 0.160, Lr = 0.150 k @ 5.50 ft
Design Summary
Max fb/Fb Ratio =
fb : Actual :
Fb : Allowable :
Load Comb :
Max fv/FvRatio =
fv : Actual :
Fv : Allowable :
Load Comb :
0.175; 1
489.21 psi at 2.500 ft in Span # 1
2,801.97 psi
+1.20D+1.60Lr+0.50L+1.60H
0.116: 1
44.93 psi at 4.400 ft in Span # 1
388.80 psi
+1.20D+1.60Lr+0.50 L+1.60H
D(0.1201 Lr(0.1601
5.0 ft. 4x8
0.012 in Downward Total
0.000 in Upward Total
5011 >360 Total Defl Ratio
0.021 in
0.000 in
2863 >180
Calculations per 2012 NDS, IBC 2012, CBC 2013, ASCE 7-10
4x8, Sawn, Fully Unbraced
Using Load Resistance Factor Design with ASCE 7-10 Load Combinations, Major Axis Bending
Douglas Fir - Larch Wood Grade : No.1
1,000.0 psi Fc - PrIl 1,500.0 psi Fv 180.0 psi Ebend- xx
1,000.0 psi Fc - Perp 625.0 psi Ft 675.0 psi Eminbend - xx
Max Deflections
Max Reactions (k) 0 L Lr S W E H Downward L+Lr+S
Left Support 0.39 0.44 Upward L+Lr+S
Right Support 0.31 0.36 Live Load Defl Ratio
0.592 • .1
1,652.85 psi at 5.500 ft in Span # 1
2,792.00 psi
+1.20D+1.60Lr+0.50L+1.60H
0.168: 1
65.16 psi at 0.000 ft in Span # 1
388.80 psi
+1.20D+1.60Lr+0.50 L+1.60 H
1,700.0 ksi Density 32.210 pcf
620.0 ksi
1570A36) Lr(0.040)
12.50 ft, 4x8
0.219 in Downward Total 0.415 in
0.000 in Upward Total 0.000 in
686 >360 Total Defl Ratio 361 >180
Yekun & Inok Lim
5 Morgan Lane
Rolling Hills, Ca., Ca.
Project Title:
Engineer:
Project Descr:
•
Project ID:
Multiple Simple Beam
0.737; 1
1,586.83 psi at
2,153.95 psi
+1.20D+1.60Lr+0.50L+1.60H
Printed: 7 MAY 2014, 11.45AM
File = g:\PR6090-1\14-240-1\STRUCT-11CALCUL-11EnercalcVim.ec6
ENERCALC, INC. 1983-2014, Build:6.14.1.26, Ver.6.14.1.26
itt•ht:i4N'Ayai mutt L•t:ii oettalarlogwd tteesvo.r,+rift t'°'.e 4rc' . r `r i,JS1lgiq-41 : 11.16144 k,Lem eIRA atk'two' :e
Wood Beam Design : Beam 4
BEAM Size :
Wood Species :
Fb - Tension
Fb - Compr
Applied Loads
Calculations per 2012 NDS, IBC 2012, CBC 2013, ASCE 7-10
6x8, Sawn, Fully Unbraced
Using Load Resistance Factor Design with ASCE 7-10 Load Combinations, Major Axis Bending
Douglas Fir - Larch Wood Grade : No.1
1,000.0 psi Fc - Prll 1,500.0 psi Fv 180.0 psi Ebend- xx 1,700.0 ksi Density 32.210 pcf
1,000.0 psi Fc - Perp 625.0 psi Ft 675.0 psi Eminbend - xx 620.0 ksi
Beam self weight calculated and added to loads
Unif Load: D = 0.0150, Lr = 0.020 kilt, Trib= 2.0 ft
Point: D = 0.180, Lr = 0.240 k @ 1.0 ft
Point: D = 0.180, Lr = 0.240 k @ 3.0 ft
Design Summary
Max fb/Fb Ratio =
fb : Actual :
Fb : Allowable :
Load Comb :
Max fv/FvRatio =
fv : Actual :
Fv : Allowable :
Load Comb :
8.933 ft in Span # 1 ,°°""�"°� a°"°;°°""
Max Deflections
Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.565 in Downward Total 1.090 in
Left Support 0.72 0.83 Upward L+Lr+S 0.000 in Upward Total 0.000 in
Right Support 0.43 0.45 Live Load Defl Ratio 424 >360 Total Defl Ratio 220 >180
Wood Beam Design : Beam 5
D(0.0301 Lr(0.040)
20.0 ft, 6x8
BEAM Size :
Wood Species :
Fb - Tension
Fb - Compr
Applied Loads
0.199:1
77.24 psi at 0.000 ft in Span # 1
388.80 psi
+1.20D+1.60Lr+0.50L+1.60H
Calculations per 2012 NDS, IBC 2012, CBC 2013, ASCE 7-10
8x8, Sawn, Fully Unbraced
Using Load Resistance Factor Design with ASCE 7-10 Load Combinations, Major Axis Bending
Douglas Fir - Larch Wood Grade : No.1
1,000.0 psi Fc - Prll 1,500.0 psi Fv 180.0 psi Ebend- xx 1,700.0 ksi Density 32.210 pcf
1,000.0 psi Fc - Perp 625.0 psi Ft 675.0 psi Eminbend - xx 620.0 ksi
Beam self weight calculated and added to loads
Unif Load: D = 0.0150, Lr = 0.020 kilt, Trib= 2.0 ft
Point: D = 0.180, Lr = 0.240 k @ 5.0 ft
Point: D = 0.180, Lr = 0.240 k @ 7.0 ft
Design Summary
Max fb/Fb Ratio =
fb : Actual :
Fb : Allowable
Load Comb :
0.784 1
1,692.50 psi at 7.000 ft in Span # 1
2,160.00 psi
+1.20D+1.60Lr+0.50L+1.60H
Max fv/FvRatio = 0.132 : 1
fv : Actual : 51.25 psi at 0.000 ft in Span # 1
Fv : Allowable : 388.80 psi
Load Comb : +1.200+1.60Lr+0.50L+1.60H
Max Reactions (k) D L Lr S W E
Left Support 0.68 0.74
Right Support 0.53 0.54
Wood Beam Design : Beam 6
BEAM Size :
Wood Species :
Fb - Tension
Fb - Compr
Applied Loads
Beam self weight calculated and added to loads
Unif Load: D = 0.0150, Lr = 0.020 k/ft, Trib= 2.0 ft
Point: D = 0.180, Lr = 0.240 k @ 5.0 ft
Point: D = 0.180, Lr = 0.240 k @ 7.0 ft
a°. = °' ' o°•4100:«„ D(0.030) Lr(0.040)
Max Deflections
Downward L+Lr+S
Upward L+Lr+S
Live Load Defl Ratio
20.0 ft, 8x8
0.567 in Downward Total 1.094 in
0.000 in Upward Total 0.000 in
423 >360 Total Deft Ratio 219 >180
Calculations per 2012 NDS, IBC 2012, CBC 2013, ASCE 7-10
4x8, Sawn, Fully Unbraced
Using Load Resistance Factor Design with ASCE 7-10 Load Combinations, Major Axis Bending
Douglas Fir - Larch Wood Grade : No.1
1,000.0 psi Fc - NI 1,500.0 psi Fv 180.0 psi Ebend- xx 1,700.0 ksi Density 32.210 pcf
1,000.0 psi Fc - Perp 625.0 psi Ft 675.0 psi Eminbend - xx 620.0 ksi
Project ID:
Yekun & Inok Lim
5 Morgan Lane
Rolling Hills, Ca., Ca.
Multiple Simple Beam
1 MtdutriFll'd'�'flU�YU�I:i-1
Design Summary
Max fb/Fb Ratio
fb : Actual :
Fb : Allowable :
Load Comb :
Max fv/FvRatio =
fv : Actual :
Fv : Allowable :
Load Comb :
•
0.915. 1
2,553,31 psi at 7.008 ft in Span # 1
2,789.14 psi
+1.20D+1.60Lr+0.50L+1.60H
0.215: 1
83,70 psi at 0.000 ft in Span # 1
388.80 psi
+1.20D+1.60Lr+0.50L+1.60H
Max Reactions (k) D L Lr S W
Left Support 0.47 0.57
Right Support 0.41 0.49
Wood Beam Design : Beam 7
BEAM Size :
Wood Species :
Fb - Tension
Fb - Compr
Applied Loads
Unif Load: D = 0.0150, Lr = 0.020 k/ft, Trib= 2.0 ft
Point: D = 0.160, Lr = 0.150 k @ 2,0 ft
Point: D = 0.160, Lr = 0.150 k @ 6.0 ft
Design Summary
Max fb/Fb Ratio =
fb : Actual :
Fb : Allowable :
Load Comb :
Max fv/FvRatio =
fv : Actual :
Fv : Allowable :
Load Comb :
Max Reactions (k)
Left Support
Right Support
0.692. 1
1,490.83 psi at 7.663 ft in Span # 1
2,154.27 psi
+1.20D+1.60Lr+0.50L+1.60H
Project I Itle:
Engineer:
Project Descr:
•
Printed: 7 MAY 2014, 11:45AM
File = g:\PR6090-1\14-240-1\STRUCT-11CALCUL-11Enercalaim.ec6
ENERCALC, INC.1983-2014, Build:6.14.1.26, Ver.6.14.1.26
$'yd$6, .._ 4*FMRiIJ4-'Uagill[Will ai
ap tlI "" D(rfb3OUO.040)
14.50 ft, 4x8
Max Deflections
E H Downward L+Lr+S 0.474 in Downward Total 0.859 in
Upward L+Lr+S 0.000 in Upward Total 0.000 in
Live Load Defl Ratio 367 >360 Total Defl Ratio 202 >180
Calculations per 2012 NDS, IBC 2012, CBC 2013, ASCE 7-10
6x8, Sawn, Fully Unbraced
Using Load Resistance Factor Design with ASCE 7-10 Load Combinations, Major Axis Bending
Douglas Fir - Larch Wood Grade : No.1
1,000.0 psi Fc - Prll 1,500.0 psi Fv 180.0 psi Ebend- xx 1,700.0 ksi Density 32.210 pcf
1,000.0 psi Fc - Perp 625.0 psi Ft 675.0 psi Eminbend - xx 620.0 ksi
Max Deflections
2 L Lr S W E H Downward L+Lr+S 0.488 in Downward Total 0.894 in
0.54 0.62 Upward L+Lr+S 0.000 in Upward Total 0.000 in
0.35 0.44 Live Load Defl Ratio 467 >360 Total Defl Ratio 254 >180
D(0.0301 Lr(0.040)
19.0 ft, 6x8
0.147 : 1
57.28 psi at 0.000 ft in Span # 1
388.80 psi
+1.20D+1.60Lr+0.50 L+1.60H
Wood Beam Design : Beam 8
BEAM Size :
Wood Species :
Fb - Tension
Fb - Compr
Applied Loads
Unif Load: D = 0.0150, Lr = 0.020 k/ft, Trib= 2.0 ft
Design Summary
Max fb/Fb Ratio =
fb : Actual :
Fb : Allowable :
Load Comb :
Max fv/FvRatio =
fv : Actual :
Fv : Allowable :
Load Comb :
Calculations per 2012 NDS, IBC 2012, CBC 2013, ASCE 7-10
4x4, Sawn, Fully Unbraced
Using Load Resistance Factor Design with ASCE 7-10 Load Combinations, Major Axis Bending
Douglas Fir- Larch Wood Grade : No.1
1000 psi Fc - Prll 1500 psi Fv 180 psi Ebend- xx
1000 psi Fc - Perp 625 psi Ft 675 psi Eminbend - xx 620 ksi
Max Deflections
Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.055 in Downward Total 0.097 in
Left Support 0.09 0.12 Upward L+Lr+S 0.000 in Upward Total 0.000 in
Right Support 0.09 0.12 Live Load Defl Ratio 1305 >360 Total Defl Ratio 745 >180
1700 ksi Density 32,21 pcf
D(0.0301 Lr(0.0401
6.0 ft, 4x4
0.233. 1
755.69 psi at 3.000 ft in Span # 1
3,240.00 psi
+1.20D+ 1.60Lr+0.50L+1.60H
0.086 : 1
33.31 psi at 5.720 ft in Span # 1
388.80 psi
+1.20D+1.60Lr+0.50L+1.60H
Project ID:
Yekun & Inok Lim
5 Morgan Lane
Rolling Hills, Ca., Ca.
Multiple Simple Beam
Project Title:
Engineer:
Project Descr:
•
Printed: 7 MAY 2014,1145AM
File = g:\PR6090-1114-240-11STRUCT-1\CALCUL-11Enercalc\lim.ec6
ENERCALC, INC. 1983-2014, Build:6.14.1.26, Ver:8.14.1.26
prlt44;jig lias17rlrizt*i:MY +IS majukic,ALARt, ,.� , a ��' v$� �iNR' , " " .+ lti--14 1JG1kit--1W NilR411 OM Ielq:11►1MVP./Z1:14
Wood Beam Design : Beam 9
BEAM Size :
Wood Species :
Fb - Tension
Fb - Compr
Applied Loads
Calculations per 2012 NDS, IBC 2012, CBC 2013, ASCE 7-10
8x8, Sawn, Fully Unbraced
Using Load Resistance Factor Design with ASCE 7-10 Load Combinations, Major Axis Bending
Douglas Fir - Larch Wood Grade : No.1
1,000.0 psi Fc - PrIl 1,500.0 psi Fv 180.0 psi Ebend- xx 1,700.0 ksi Density 32.210 pcf
1,000.0 psi Fc - Perp 625.0 psi Ft 675.0 psi Eminbend - xx 620.0 ksi
Beam self weight calculated and added to loads
Unif Load: D = 0.0150, Lr = 0.020 k/ft, Trib= 2.0 ft
Point: D = 0.720, Lr = 0.960 k @ 15.0 ft
Point: D = 0.180, Lr = 0.240 k @ 16.50 ft
Design Summary
Max fb/Fb Ratio = 0.561 • 1
fb : Actual : 1,211.55 psi at 11.107 ft in Span # 1
Fb : Allowable : 2,160.00 psi
Load Comb : +1.20D+1.60Lr+0.50L+1.60H
Max fv/FvRatio = 0.206 : 1
fv : Actual : 80.18 psi at 16.377 ft in Span # 1
Fv : Allowable : 388.80 psi
Load Comb : +1.20D+1.60Lr+0.50L+1.60H
Max Reactions (k) D L Lr s W
Left Support 0.45 0.46
Right Support 1.17 1.42
Wood Beam Design : Beam 10
BEAM Size :
Wood Species :
Fb - Tension
Fb - Compr
Applied Loads
D(0.0301Lr(0.040)
17.0 ft, 8x8
Max Deflections
E H Downward L+Lr+S 0.310 in Downward Total 0.596 in
Upward L+Lr+S 0.000 in Upward Total 0.000 in
Live Load Defl Ratio 657 >360 Total Defl Ratio 342 >180
6.75x18, GLB, Fully Unbraced
Using Load Resistance Factor Design with ASCE 7-10
DF/DF
2,400.0 psi Fe - Prll 1,650.0 psi Fv
1,850.0 psi Fc - Perp 650.0 psi Ft
Unif Load: D = 0.0150, Lr = 0.020 k/ft, Trib= 20.0 ft
Design Summary
Max fb/Fb Ratio = 0.587; 1
fb : Actual : 2,781.89 psi at 13.000 ft in Span # 1
Fb : Allowable : 4,740.45 psi
Load Comb : +1.20D+1.60Lr+0.50L+1.60H
Max fv/FvRatio = 0.249 : 1
fv : Actual : 142.30 psi at 24.527 ft in Span # 1
Fv : Allowable : 572.40 psi
Load Comb : +1.20D+1.60Lr+0.50L+1.60H
Max Reactions (k) D L Lr S W E
Left Support 3.90 5.20
Right Support 3.90 5.20
Wood Beam Design : Beam 11
BEAM Size :
Wood Species :
Fb - Tension
Fb - Compr
Applied Loads
Calculations per 2012 NDS, IBC 2012, CBC 2013, ASCE 7-10
Load Combinations, Major Axis Bending
Wood Grade : 24F - V4
265.0 psi Ebend- xx
1,100.0 psi Eminbend - xx
1,800.0 ksi Density 32.210 pcf
930.0 ksi
D(0.301Lr(0.40)
26.0 ft, 6.75x18
Max Deflections
Downward L+Lr+S 0.700 in Downward Total 1.225 in
Upward L+Lr+S 0.000 in Upward Total 0.000 in
Live Load Defl Ratio 445 >440 Total Defl Ratio 254 >240
Calculations per 2012 NDS, IBC 2012, CBC 2013, ASCE 7-10
4x6, Sawn, Fully Unbraced
Using Load Resistance Factor Design with ASCE 7-10 Load Combinations, Major Axis Bending
Douglas Fir - Larch Wood Grade : No.1
1,000.0 psi Fc - PrIl 1,500.0 psi Fv 180.0 psi Ebend- xx
1,000.0 psi Fe - Perp 625.0 psi Ft 675.0 psi Eminbend - xx 620.0 ksi
Unif Load: D = 0.0150, Lr = 0.020 k/ft, Trib= 10.0 ft
Design Summary
Max fb/Fb Ratio = 0.971 • 1.
fb : Actual : 2,720.19 psi at 4.000 ft in Span # 1
Fb : Allowable : 2,800.62 psi
Load Comb : +1.20D+1.60Lr+0.50L+1.60H
Max fv/FvRatio = 0.355: 1
fv : Actual : 138.18 psi at 0.000 ft in Span # 1
Fv : Allowable : 388.80 psi
Load Comb : +1.20D+1.60Lr+0.50L+1.60H
Max Reactions (k) D L Lr S W E
Left Support 0.60 0.80
Right Support 0.60 0.80
1,700.0 ksi Density 32.210 pcf
D(0.150) Lr(0.20)
8.0 ft, 4x6
Max Deflections
H Downward L+Lr+S 0.225 in Downward Total 0.393 in
Upward L+Lr+S 0.000 in Upward Total 0.000 in
Live Load Defl Ratio 427 >360 Total Defl Ratio 244 >180
Size
4x4
4x6
6x6
6x8
4x8
Grade
No. 1 D.F.L.
No. 1 D.F.L.
No. 1 D.F.L.
No. 1 D.F.L.
No. 1 D.F.L.
Footing Width
Footing Depth
Minimum # Bars
Size of Bars
51% Column Sp ecificattns
L (ft) WI pif W2 plf PDT PL PLr CSI le / d
12 10 10 1150 5 1000 0.9644 41
12 10 10 2550 5 2500 0.9618 26
12 10 10 8000 5 7600 0.9925 26
12 10 10 12000 5 12000 0.7525 20
12 10 10 6250 5 6250 0.9532 20
6.0 Footing Specifications
= 18 in
= 24 in
= 1 Top and Bottom
= 4
Footing # Size
1 24" x 24"
2 30" x 30"
3 36" x 36"
Notes:
Allowable Soil Bearing Pressure
Maximum allowable load on footing
Maximum point load on continuous footing
Area of steel used for calculations
Pad Footing Specifications
Depth Rebar
24 No rebar required
24 #4 bars @ 8" o.c. each way 3" clear from bottom of footing
24 #4 bars @ 8" o.c. each way 3" clear from bottom of footing
Job Number
Project Manager
Date
Page Number
= 1500 psf
= 2250 plf
= 8637 #
= 0.20 in2
Maximum
Load
6000
9375
13500
1-14-240
Brad Moser
5/7/2014
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