2020.0025 Yelm Creek Estates Plan 2126-2 CalcSTRUCTURAL CALCULATIONS
For
Level Design, LLC
For
Rainier Capitol Group LLC
Plan 2126-2
Lateral & Vertical
Design
October 29, 2020
Project # 2020259
By
PRECISE ENGINEERING INC.
HAROLD HAHNENKRATT, P.E.
SCOPE:
Provide structural calculations for lateral and vertical design per the 2015
IBC. Plan to be built once at ( Parcel #: 85820002000)
LOADS AND MATERIALS
Roof:
Comp Roofing 5.Opsf
Pre-engineered Trusses @ 24" oc 2.9psf
Roof Sheathing 1.5psf
Insulation 1.2psf
518" GWB 2.8psf
Misc. 1.5psf
Dead Load = 14.9» 15psf
Snow Load = 25psf
Wall:
2x6 Studs @ 16"oc Dead Load = l Opsf
Floor:
I joists at 16"oc Dead Load = 12psf
Part. Load = IOpsf
Live Load = 40psf
Wind:
110 MPH Exp. B (Per building department)
Seismic:
Site Class = D
Design Category = D
Use Group = I
R = 6.5
Cd = 4
Wo = 3
Soil:
= 1500 PSF, Assumed bearing capacity
= 38 PCF, Assumed Active Fluid Pressure
= 350 PCF, Assumed Passive fluid Pressure
= 0.45, Assumed Coefficient of Friction
= 110 PCF, Assumed Soil Density
Lumber:
2x > 4x = #2DF
6x > _ #1DF
GLB = 24f -v4 for simple span
= 24f -v8 for cont. and cantilever.
Concrete:
f c = 2500psi
Rebar = Grade 60
U.S. Seismic Design Maps
15651 View Dr Ct SE, Yelm, WA 98597, USA
I atitude, Longitude: 46.9657437, -122.6076083
Page 1 of 3
mmm
Date 10/29/2020, 8:25:46 AM
Design Code Reference Document ASCE7-110
:11sk Category 11
Site Class D - Stiff Soil
— - — --------
Type
Value
Description
Ss
1.253
MCER ground motion. (for 0.2 second period)
Si
0.499
MCER ground motion. (for 1.0s period)
Sms
1.253
Site -modified spectral acceleration value
Smi
0.749
Site -modified spectral acceleration value
SDS
0.835
Numeric seismic design value at 0.2 second SA
SDI
0.499
Numeric seismic design value at 1.0 second SA
Type
Value
Description
SDC
D
Seismic design category
Fa
I
Site amplification factor at 0.2 second
Fv
1.501
Site amplification factor at 1.0 second
PGA
0.5
MCEG peak ground acceleration
FPGA
1
Site amplification factor at PGA
PGAM
0.5
Site modified peak ground acceleration
TL
16
Long -period transition period in seconds
SsRT
1.253
Probabilistic risk -targeted ground motion. (0.2 second)
SsUH
1.271
Factored uniform -hazard (2% probability of exceedance in 50 years) spectral acceleration
SsD
1.5
Factored deterministic acceleration value. (0.2 second)
S1 RT
0.499
Probabilistic risk -targeted ground motion. (1.0 second)
SWH
0.53
Factored uniform -hazard (2% probability of exceedance in 50 years) spectral acceleration.
SID
0.6
Factored deterministic acceleration value. (1.0 second)
PGAd
0.5
Factored deterministic acceleration value. (Peak Ground Acceleration)
CRS
0.986
Mapped value of the risk coefficient at short periods
https://seismiemaps.org/ 10/29/2020
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TYPICAL SHEAR WALL NOTES
Use 5/8" dia. by 10" Anchor Bolts (AB's) with single plates and 5/8" dia. by 12" AB's with double
and 3x plates spaced as shown on the drawings. AB's shall have 7" of embedment into footing, shall
be centered in the stud wall, and shall project through the bottom plate of the wall and have a
3x3x1/4 plate washer. There shall be a minimum of two bolts per piece of sill located not more than
12 inches or less than 4 inches end of each piece. Anchor bolts to be galvanized per the below
requirement (Fasteners in contact with pressure treated lumber). At existing foundation use 5/8"
diameter Simpson Titen HG bolts with minimum of 4" embedment into the existing concrete.
All wall sheathing shall be 1/2" CDX plywood, 5/8" T1-11 siding, or 7/16" OSB with exterior
exposure glue and span rated "SR 24/0" or better. All free sheathing edges shall be blocked with 2x4
or 2x6 flat blocking except where noted on the drawings or below.
All nails shall be 8d or l Od common (8d common nails must be 0.131 inch diameter, Senco KC27
Nails are equivalent. If l Od common nails are called for the diameter must be 0.148 inches, Senco
MD23 Nails are equivalent). Nail size and spacing at all sheathing edges shall be as required below
or as in the drawings. Nail spacings shall be 12" o.c. for all field nailing except as noted.
Hold downs are Simpson "Strong Tie" and shall be installed per the manufacture's recommendation.
Equivalent hold downs by United Steel Products Company "Kant -Sag" that have ICBO approval can
be substituted in place of Simpson hold downs. All floor systems must be blocked solid below
member that the hold down is attached to. This block should be equal to or larger than the member
the hold down is attached to and be placed as a "squash block".
All double and triple studs shall glued and nailed together.with 10d's at 3" o.c. for each layer.
All 4x studs are to be #2 DF and all 6x studs are to be #1 DF when used for hold downs and shear
walls.
FASTENERS Ilei CONTACT WITH PRESSURE TREATED LUMBER
All fasteners including nuts and washers in contract with pressure treated lumber shall be hot -dipped
zinc coated galvanized steel, stainless steel, silicon bronze or copper. Fasteners other than nails,
timber rivets, wood screws and lag screws shall be permitted to be of mechanically deposited zinc
coated steel in accordance with ASTM B 695, Class 55 minimum. Fasteners exposed to weather
must meet the requirements of the pressure treating manufacture's minimum. IN ADDITON, the
contractor shall coordinate connector/fastener coating requirements with recommendations from
connector/fastener manufacturer and type of pressure treating chemical and retention being used.
See Section 2304.10.5 of the 2015 IBC for additional information.
ALL WALL STUDS AND ROOF TRUSS TOP CHORDS AND SECONDARY FRAMING
LUMBER SHALL BE DOUG -FIR. #2 OR BETTER.
NOTE: MST STRAPS attaches to (2) 2x or 4x studs in wall above and below unless noted
otherwise. Nail all holes with 16d sinkers.
Double studs may be use as a substitute for 3x nominal framing call out below.
Studs MUST be glued and nailed together with (2) lines of 10d's at 3" on center
staggered.
Horizontal blocking for shear walls nailed with 8d's shall be minimum of 2x flat and
shear walls nailed with 1 Od's shall be minimum of 3x flat.
SHEAR WALL SCHEDULE
&IS sheathing nailed with 8d's at 6" on center all edges.
sheathing nailed with 8d's at 2" on center all edges and 3x nominal studs at adjoining panel
edges and nailing must be staggered.
HOLD D0WNSCHEDULE
It is the responsibility of the contractor to locate hold down anchor bolt to accommodate all
structural framing. Anchor bolt to be located nearest the corner or opening at the end of the
shear wall. All foundation vents to be a minimum of 12" off centerline of the anchor bolt on
either side. Holdown stud to be coordinated with shear wall panel edge framing
requirements. Larger stud size controls
* For holdown anchor bolt embedment greater that foundation depth, thicken footing
for 2'-0" either side of holdown anchor bolt to a depth that provides for 3" clear
below the bottom of the anchor bolt. Provide (2) additional #4 x 3'-0" pieces of
longitudinal rebar at this location.
HDU2
attaches to concrete foundation with a Simpson SSTB 16. HDU2 attaches to
double 2x studs or 4x or 6x stud with (6) Simpson SDS 114 X 3 Wood
Screws in wall above.
HDU4
attaches to concrete foundation with a Simpson SSTB 20. HDU4 attaches to
double 2x studs or 4x or 6x stud with (10) Simpson SDS 114 X 3 Wood
Screws in wall above.
HDQ8
attaches to concrete foundation with a Simpson SSTB 28. HDQ8 attaches to
a 6x stud with (20) Simpson SDS 114 X 3 Wood Screws in wall above.
MSTA 49 Simpson MSTA 49 is a floor to floor strap that is centered on the rim joist.
The strap attaches to a minimum of a single stud in the wall above and below.
Shear wall boundary member and Holdown member requirements will
usually control member size. Install per Simpson's requirements.
Vertical
STRUCTURAL NOTES
General Notes:
These structural notes supplement the drawings. Any discrepancy found among the drawings, these notes,
and the site conditions shall be reported to the Engineer, who shall correct such discrepancy in writing. Any
work done by the Contractor after discovery of such discrepancy shall be done at the Contractor's risk.
The Contractor shall verify and coordinate the dimensions among all drawings prior to proceeding
with any work or fabrication. The Contractor shall coordinate between the architectural drawings and
the structural drawings. The architectural dimensions are taken to be correct when in conflict with the
structural drawings. The Contractor is responsible for all bracing and shoring during construction.
All construction shall conform to the applicable portions of the latest edition of the International Building Code
except where noted
Design Criteria:
1. Live Load
40 PSF (Floors)
=
60 PSF (Decks)
-
25 PSF (Snow)
2. Dead Load -
15 PSF (Roof)
=
12 PSF (Floor)
10 PSF (Walls)
=
150 PCF (Concrete)
3. Partition =
10 PSF (Floors)
4. Wind =
2015 IBC Exposure B @ 110 mph, Kt 1.0 (per Bldg. Dept.)
5. Earthquake =
2015 IBC
Site Class
D
Design Cat. =
D
Use Group -
I
R -
6.5
Cd =
4
WQ -
3
6. Soil =
1500 PSF, Assumed bearing capacity
=
38 PCF, Assumed Active Fluid Pressure
=
350 PCF, Assumed Passive fluid Pressure
=
0.45, Assumed Coefficient of Friction
=
110 PCF, Assumed Soil Density
Concrete & Reinforcing Steel:
1. All concrete work shall be per the 2015 IBC Chapter 19.
2. All reinforcing shall be ASTM A615 Grade 60 except as shown on the plans.
Concrete shall be in accordance with ASTM 150.
f'c = 2500 PSI @ 28 day
slump = 4" maximum, 6% Air entrained.
4. Garage slab and exterior slabs to have minimum thickness of 4" with 6x6 W1.4x1.4 WWF
with vapor barrier. This is at the owner's option to reduce slab cracking. Crack control joints
the responsibility of the contractor
Steel:
Carpentry:
Anchor bolts shall be ASTM A307.
2X structural framing shall be #2 Douglas Fir.
4x structural members shall be #2 Douglas Fir.
6X members shall be #1 Douglas Fir.
2. Provide solid blocking in floor system below all bearing walls and point loads.
3. 2X joists shall be kiln dried and stored in a dry area prior to installation. The moisture content
of all wood shall be less than 15%.
4. Floor joists shall be by Boise Cascade or other approved manufacturer. Joist to be installed
and braced per manufacturer's requirements.
5. Roof trusses shall be by a pre -approved manufacturer and constructed according to the
specifications of the Truss Plate Institute. Truss shop drawings must be stamped by a
licensed engineer and be on site at the time of construction. Preliminary truss drawings must
be reviewed prior to construction. It is the truss manufacturer's responsibility to inform the
engineer of record of any changes from the preliminary truss lay -out.
Girder trusses to have a minimum of bearing studs equal to number of plies of truss. All
girder trusses shall have Simpson HGT tie down at either end to match number of plies.
Truss manufactures are responsible for all bracing of the trusses including end wall bracing
and all other bracing between the building and the trusses unless specifically shown
otherwise on the drawings. Contractor to coordinate bracing with engineer of record as
required.
6. Glue laminated beams shall be 24F -V8 for cantilevered or continuous beams and 24F -V4 for
simple spans.
(Fb =
2,400 PSI)
(Fv =
190 PSI')
(E =
1,800,000 PSI)
(FcL —
650 PSI)
7. Continuous and cantilevered glue laminated beams shall not be cambered. All other glue
laminated beams shall be cantilevered for L/480. See the framing plans for any exceptions.
8. All manufactured lumber shall be by Boise Cascade and have the following structural
properties:
Versa Lam (VL)
(Fb = 2,800 PSI)
(Fv — 280 PSI)
(E — 2,000,000 PSI)
(FcL = 750 PSI)
9. Sheathing at roof and floor shall be laid with face grain perpendicular to supports and end
joints staggered 4'-0" on center. Provide 1/8" space at panel edges as required by panel
manufacturers. Floor sheathing shall be nailed 6" o.c. edges and 12" field with 10d's and roof
sheathing shall be nailed 6" o.c. edges and 12" o.c field with 10d's unless otherwise noted on
the drawings.
10. Block and nail all horizontal panel edges at designated shear walls.
11. All beams to be supported by a minimum of a solid post that matches the width of the wall
and the width of the beam unless noted otherwise. A 6x beam bearing in 2x6 wall will be a
6x6. Provide solid squash blocking to match in floor system and match post size in
foundation. Contact Engineer of record for any deviations.
12. All fasteners in contact with pressure treated lumber will meet the below requirements.
All fasteners including nuts and washers in contract with pressure treated lumber
shall be hot -dipped zinc coated galvanized steel, stainless steel, silicon bronze or
copper. Fasteners other than nails, timber rivets, wood screws and lag screws shall
be permitted to be of mechanically deposited zinc coated steel in accordance with
ASTM B 695, Class 55 minimum. Fasteners exposed to weather must meet the
requirements of the pressure treating manufacture's minimum. IN ADDITON, the
contractor shall coordinate connector/fastener coating requirements with
recommendations from connector/fastener manufacturer and type of pressure
treating chemical and retention being used. See Section 2304.10.5 of the 2015 IBC
for additional information.
13. All GW B to be installed per the IBC and Gypsum Association's publication for the Application
and Finishing of Gypsum Board, GA -216
Hardware:
All connection hardware shall be Simpson "Strong Tie". Connection hardware exposed to the weather or soil
shall be treated as in steel above.
CAUTION:
PLACE TRUSSES PER MANUFACTURER'S RECOMMENDATIONS AND BRACE PERTRUSS COMPANY
RECCOMENDATIONS. CONTRACTOR IS RESPONSIBLE FOR ALL TEMPORARY BRACING AND
SHORING REQUIRED FOR PLACING TRUSSES. NOTE THESE DRAWINGS DO NOT INCLUDE ANY
TEMPORARY SHORING OR BRACING. PRECISE ENGINEERING RECCOMENDS ALL SHORING AND
BRACING BE DESIGNED AND DETAILED BY A LISENCED ENGINEER.
CONTRACTOR TO FIELD VERIFY ALL CONDITIONS AND ALL ELEVATIONS.
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ROOF FRAMING PLAN
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Title Block Line 1
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Title Block Line 6
Description : Roof Framin
Wood Beam Design: A
Project Title:
Engineer:
Project ID:
Project Descr:
Printed: 2 DEC 2019,10:05AM
Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10
3EAM Size : 4x8, Sawn, Fully Unbraced
Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending
Wood Species : Douglas Fir - Larch Wood Grade: No.2
Fb - Tension 900 psi Fc - Prll 1350 psi Fv 180 psi Ebend- xx 1600 ksi Density 31.21 pcf
Fb - Compr 900 psi Fc - Perp 625 psi Ft 575 psi Eminbend - xx 580 ksi
Applied Loads
Unif Load: D = 0.0150, S = 0,0250 k/ft, Trib= 17.0 ft
Design Summary
Max fb/Fb Ratio
= 0.623: 1
fb : Actual :
831.66 psi at
Fb : Allowable:
1,335.02 psi
Load Comb:
+D+S+H
Max fv/FvRatio =
0.369: 1
fv : Actual :
76.37 psi at
Fv: Allowable:
207.00 psi
Load Comb:
+D+S+H
Max Reactions (k)
D L Lr
Left Support
0.64
Right Support
0.64
2.500 ft in Span # 1
4.400 ft in Span # 1
S W E
1.06
1.06
D(0_2550) S 0.42502-----. T----
MEN=
4x8
5.0 ft
H Transient Downward 0.034 in Total Downward 0.054 in
Ratio 1775 Ratio 1109
LC: S Only LC: +D+S+H
Transient Upward 0.000 in Total Upward 0.000 in
Ratio 9999 Ratio 9999
LC: LC:
Wood Beam Design: B
Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10
BEAM Size: 4x8, Sawn, Fully Unbraced
Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending
Wood Species : Douglas Fir- Larch Wood Grade: No.2
Fb - Tension 900 psi Fc - Prll 1350 psi Fv 180 psi Ebend- xx 1600 ksi Density 31.21 pcf
Fb - Compr 900 psi Fc - Perp 625 psi Ft 575 psi Eminbend - xx 580 ksi
Applied Loads
Unif Load: D = 0.0150, S = 0,0250 k/ft, Trib=17.0 ft
Design Summary
Max fb/Fb Ratio = 0.623: 1
fb : Actual :
831.66 psi at
2.500 ft in Span # 1
Fb : Allowable:
1,335.02 psi
Load Comb:
+D+S+H
Max fv/FvRatio =
0.369: 1
fv : Actual :
76.37 psi at
4.400 ft in Span # 1
Fv: Allowable:
207.00 psi
Load Comb:
+D+S+H
Max Reactions (k)
D L Lr
S W E
Left Support
0.64
1.06
Right Support
0.64
1.06
— D�0.2550) S(0.4250) — — - -
4x8 ,
5.0 ft
H Transient Downward 0.034 in Total Downward 0.054 in
Ratio 1775 Ratio 1109
LC: S Only LC: +D+S+H
Transient Upward 0.000 in Total Upward 0.000 in
Ratio 9999 Ratio 9999
LC: LC:
Title Block Line 1
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Title Block Line 6
Wood Beam Design: C
Project Title:
Engineer:
Project ID:
Project Descr:
Printed: 2 DEC 2019, 10:05AM
Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10
BEAM Size:
4x6, Sawn, Fully Unbraced
Unif Load: D = 0.0150, S = 0.0250 k/ft, Trib= 3.0 ft
Design Summary
Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending
Wood Species:
Douglas Fir - Larch
Wood Grade: No.2
Fb - Tension
900 psi Fc - Prll 1350 psi Fv
180 psi Ebend- xx 1600 ksi Density 31.21 pcf
Fb - Compr
900 psi Fc - Perp 625 psi Ft
575 psi Eminbend - xx 580 ksi
Applied Loads
Unif Load: D = 0,0150,
S = 0.0250 k/ft, Trib=17.0 It
Desicrn Summary
D(0.2550 S��.425�_
-- -- -- -
Max fb/Fb Ratio
= 0.269; 1
fb : Actual :
361.28 psi at 1.250 ft in Span # 1
Fb : Allowable:
1,341.71 psi
Load Comb :
+D+S+H
Max fv/FvRatio = 0.205: 1
4x6
fv : Actual :
42.39 psi at 2.050 ft In Span # 1
2.50 ft
Fv: Allowable: 207.00 psi
Load Comb: +D+S+H
Max Reactions (k) D L Lr s W
Left Support 0.32 0.53
Right Support 0.32 0.53
H Transient Downward 0,005 In
Ratio 6202
LC: S Only
Transient Upward 0,000 in
Ratio 9999
LC:
Total Downward 0.008 in
Ratio 3876
LC:+D+S+H
Total Upward 0.000 in
Ratio 9999
LC:
Wood Beam Design: D
Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10
BEAM Size: 4x8, Sawn, Fully Unbraced
Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending
Wood Species : Douglas Fir - Larch Wood Grade: No.2
Fb - Tension 900.0 psi Fc - Prll 1,350.0 psi Fv 180.0 psi Ebend- xx 1,600.0 ksi Density 31.210 pcf
Fb - Compr 900.0 psi Fc - Perp 625.0 psi Ft 575.0 psi Eminbend - xx 580.0 ksi
Applied Loads
Unif Load: D = 0.0150, S = 0.0250 k/ft, Trib= 3.0 ft
Design Summary
Max fb/Fb Ratio =
0.027;, 1
fb : Actual :
36.69 psi at 1.250 ft
Fb: Allowable:
1,340.42 psi
Load Comb:
+D+S+H
Max fv/FvRatio =
0.022: 1
D 0.0450 S 0.0750
in Span # 1
I
ME=,
44x8 �
fv : Actual: 4.61 psi at 1.900 ft in Span # 1 1
Fv: Allowable: 207.00 psi
Load Comb: +D+S+H
Max Reactions (k) D L Lr S W E H
Left Support 0.06 0.09
Right Support 0.06 0.09
Transient Downward 0.000 in
Ratio 9999
LC: S Only
Transient Upward 0.000 in
Ratio 9999
LC:
Total Downward 0.001 in
Ratio 9999
LC:+D+S+H
Total Upward 0.000 in
Ratio 9999
LC:
Title Block Line 1
Project Title:
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900.0 psi Fo - Prll 1,350.0 psi Fv
Title Black Line 6
Fb - Compr
Wood Beam Design: E
Printed: 2 DEC 2019, 10:05AM
Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10
BEAM Size:
4x8, Sawn, Fully Unbraced
Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending
Wood Species :
Douglas Fir - Larch
Wood Grade: No.2
Fb - Tension
900.0 psi Fo - Prll 1,350.0 psi Fv
180.0 psi Ebend- xx 1,600.0 ksi Density 31.210 pcf
Fb - Compr
900,0 psi Fc - Perp 625.0 psi Ft
575.0 psi Eminbend - xx 580.0 ksi
Applied Loads
Unif Load: D = 0.0150,
S = 0.0250 k/ft, Trib= 2.50 ft
Design Summary
--NINE=.
Max fb/Fb Ratio
= 0.023: 1
fb : Actual :
30.58 psi at 1.250 ft in Span # 1
j
Fb : Allowable:
1,340.42 psi
Load Comb:
+D+S+H
Max fv/FvRatio = 0.019: 1
4x8
fv : Actual :
3.84 psi at 1.900 ft in Span ## 1
2.50 ft
Fv : Allowable: 207.00 psi
Load Comb: +D+S+H
Max Reactions (k) Q L Lr S w E H
Left Support 0.05 0.08
Right Support 0.05 0.08
Transient Downward 0.000 in
Ratio 9999
LC: S Only
Transient Upward 0,000 in
Ratio 9999
LC:
Total Downward 0.000 in
Ratio 9999
LC: +D+S+H
Total Upward 0.000 in
Ratio 9999
LC:
Title Block Line 1
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Title Block Line 6
Project Title:
Engineer:
Project ID:
Project Descr:
Printed: 2 DEC 2019, 1:07PM
Description : Upper floor framing
Wood Beam Design: A
Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10
BEAM Size: 1.75x11.875, VersaLam, Fully Braced
Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending
Wood Species : Boise Cascade Wood Grade: Versa Lam 2.0 2800 West
Fb - Tension 2800 psi Fc - Prll 3000 psi Fv 285 psi Ebend- xx 2000 ksi Density 41.76 pcf
Fb - Compr 2800 psi Fc - Perp 750 psi Ft 1950 psi Eminbend - xx.530120482 ksi
Applied Loads
Unif Load: D = 0,0150, S = 0,0250 k/ft, Trib=19,0 ft
Unif Load: D = 0.0960 k/ft, Trib=1,0 ft
Unif Load: D = 0,0220, L = 0,040 k/ft, Trib= 2.0 ft
Design Summary
Max fb/Fb Ratio = 0,499,1
fb : Actual :
1,606.98 psi at
3.500 ft in Span # 1
Fb: Allowable:
3,220.00 psi
Load Comb:
+D+S+H
Max fv/FvRatio =
0.499: 1
fv : Actual :
163.64 psi at
6.020 ft in Span # 1
Fv: Allowable:
327.75 psi
Load Comb:
+D+S+H
Max Reactions (k)
D L Lr
S W E
Left Support
1.49 0.28
1.66
Right Support
1.49 0.28
1.66
RIF-
ENE
1.75x11.875
7.0 ft i
H Transient Downward 0.062 in Total uownwara u."iuu in
Ratio 1362 Ratio 840
LC: +L+S LC: +D+S+H
Transient Upward 0.000 in Total Upward 0.000 in
Ratio 9999 Ratio 9999
LC: LC:
Wood Beam Design: B
Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10
BEAM Size: 3.5x11.875, VersaLam, Fuller Unbraced
Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending
Wood Species: Boise Cascade Wood Grade: Versa Lam 2.0 2800 West
Fb - Tension 2800 psi Fc - Prll 3000 psi Fv 285 psi Ebend- xx 2000 ksi Density 41.76 pcf
Fb - Compr 2800 psi Fc - Perp 750 psi Ft 1950 psi Eminbend - xx.530120482 ksi
Applied Loads
Unif Load: D = 0.0960 k/ft, 4.0 ft to 8.50 ft, Trib=1.0 ft
Unif Load: D = 0.0150, S = 0.0250 k/ft, 4.0 to 8,50 ft, Trib= 8,50 ft
Unif Load: D = 0.0220, L = 0.040 k/ft, 0,0 to 4.0 ft, Trib=1.330 ft
Unif Load: D = 0.0220, L = 0.040 k/ft, 4.0 to 8.50 ft, Trib= 0.420 ft
Point: D =1.490, L = 0.280, S =1,660 k @ 4.0 ft
Point: D =1,530, S = 2.550 k @ 4.0 ft
Design Summary
Max fb/Fb Ratio = 0.538; 1
fb : Actual : 1,678.30 psi at 3.998 ft in Span # 1
Fb: Allowable: 3,119.95 psi
Load Comb: +D+S+H
Max fv/FvRatio = 0.560: 1
fv : Actual : 183.52 psi at 5.525 ft in Span # 1
Fv : Allowable: 327.75 psi
Load Comb: +D+S+H
Max Reactions (k) P L Lr S W E
Left Support 1.28 0.26 1.66
Right Support 2.90 0.31 3.51
p(O.:p2926)
3.5x11.875 a3.5x11.875
650 ft I 2.0ft�
H Transient Downward 0.045 in Total uownwara u.uvi in
Ratio 1735 Ratio 1097
LC: +L+S LC: +D+S+H
Transient Upward -0.043 in Total Upward -0.068 in
Ratio 1108 Ratio 704
LC: +L+S LC: +D+S+H
Title Block Line 1
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Wood Beam Design: C
Project Title:
Engineer:
Project ID:
Project Descr:
Printed: 2 DEC 2019, 1:07PM
Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10
BEAM Size: 5.5x15 GLB, Fully Unbraced
Using Mowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending
Wood Species: DF/DF Wood Grade: 24F - V4
Fb - Tension 2400 psi Fc - PHI 1650 psi Fv 265 psi Ebend- xx 1800 ksi Density 31.21 pcf
Fb - Compr 1850 psi Fc - Perp 650 psi Ft 1100 psi Eminbend - xx 950 ksi
Applied Loads
Total Downward
Unif Load: D = 0.0150,
S = 0.0250 k/ft, 0.0 ft to 6,0 ft, Trib= 3,50 ft
Unif Load: D = 0,0220, L = 0.040 Will, 6,0 to 16,250 ft, Trib= 5.60 ft
Unif Load: D = 0,1250 k/ft, 6.0 to 16.250 ft, Trib=1,0 ft
Unif Load: D = 0,0150,
S = 0.0250 k/ft, 6.0 to 16,250 ft, Trib= 3.90 ft
Point: D = 2.90, L
= 0.310, S = 3.510 k @ 6,0 ft
Design Summary
0.000 In
Max fb/Fb Ratio
= 0.738: 1
fb : Actual :
1,965,33 psi at 6.013 ft in Span # 1
Fb: Allowable:
2,663,42 psi
Load Comb:
+D+0,750L+0.750S+H
Max fv/FvRatio =
0.350: 1
fv : Actual :
106.55 psi at 0.000 ft in Span # 1
Fv: Allowable:
304.75 psi
Load Comb:
+D+S+H
Max Reactions (k)
D L Lr s W E
Left Support
3.08 0.92 2.96
Right Support
3.28 1.69 2.08
D 0.05250 S 0.08750
5.5x15
16.250 ft
H Transient Downward 0.336 in
Total Downward
0,530 in
Ratio 580
Ratio
368
LC: +L+S
C: +D+0.750L+0.750S+H
Max fb/Fb Ratio
Transient Upward 0.000 in
Total Upward
0.000 In
Ratio 9999
Ratio
9999
LC:
LC:
Calculations per NDS 2015, IBC 2015, CBG 2016, ASCE 7.10
BEAM Size: 1.75x11.875, VersaLam, Fully Braced
Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending
Wood Species: Boise Cascade Wood Grade: Versa Lam 2.0 2800 West
Fb - Tension 2800 psi Fc - Prll 3000 psi Fv 285 psi Ebend- xx 2000 ksi Density 41.76 pcf
Fb - Compr 2800 psi Fc - Perp 750 psi Ft 1950 psi Eminbend - xx:530120482 ksi
Applied Loads
. Unif Load: D = 0.0220, L = 0.040 k/ft, Trib=
5,50 ft
Design Summary
Max fb/Fb Ratio
= 0.054: 1
fb : Actual:
152.22 psi at
1.750 ft in Span # 1
Fb: Allowable:
2,800.00 psi
Load Comb :
+D+L+H
Max fv/FvRatio =
0.066: 1
fv : Actual :
18,94 psi at
2.520 ft in Span # 1
Fv : Allowable:
285.00 psi
Load Comb:
+D+L+H
Max Reactions (k)
D L Lr
3 W E
Left Support
0.21 0.39
Right Support
0.21 0.39
a o.lzlaa L o.2zo
NEE=
Z 1.75x11.875 A
3 5a ft i
H Transient Downward 0.002 in -i otai uownwara u.uuz in
Ratio 9999 Ratio 9999
LC: L Only LC: +D+L+H
Transient Upward 0.000 in Total Upward 0.000 in
Ratio 9999 Ratio 9999
LC: LC:
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iempl�,Bealm
Project Title:
Engineer:
Project ID:
Project Descr:
Printed: 2 DEC 2019, 1:07PM
Wood Beam Design: E
Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10
BEAM Size: 1.75x11.875, VersaLam, Fully Braced
Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending
Wood Species : Boise Cascade Wood Grade: Versa Lam 2.0 2800 West
Fb - Tension 2,800.0 psi Fc - Prll 3,000,0 psi Fv 285.0 psi Ebend- xx 2,000.0 ksi Density 41.760 pcf
Fb - Compr 2,800.0 psi Fc - Perp 750.0 psi Ft 1,950.0 psi Eminbend - xx 1,036.83 ksi
Applied Loads
Unif Load: D = 0.0220, L = 0,040 klft, Trib=1.330 ft
Point: D = 0.210, L = 0,390 k @ 2.0 ft
Design Summary
Max fb/Fb Ratio = 0.1457 1
fb : Actual :
406.99 psi at 2.187 ft in Span # 1
Fb: Allowable:
2,800.00 psi
Load Comb:
+D+L+H
Max fv/FvRatio =
0.177: 1
fv : Actual :
50.40 psi at 0.000 ft in Span # 1
Fv: Allowable:
285.00 psi
Load Comb:
+D+L+H
Max Reactions (k)
D h Lr S W E
Left Support
0.27 0.51
Right Support
0.17 0.31
D�0.02926) l (0.0532nL___._________
1.75x11.875
H Transient Downward 0.020 in Total Downwara u.uj,i in
Ratio 4721 Ratio 3057
LC: L Only LC: +D+L+H
Transient Upward 0.000 in Total Upward 0.000 in
Ratio 9999 Ratio 9999
LC: LC:
Wood Beam Design: F.
Calculations per NDS 2015, !BC 2015, CBC 2016, ASCE 7-10
BEAM Size: 5.25x11.875, Ver§al-am, Fully Braced
Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending
Wood Species : Boise Cascade Wood Grade: Versa Lam 2.0 2800 West
Fb - Tension 2,800.0 psi Fc - Prll 3,000.0 psi Fv 285.0 psi Ebend- xx 2,000.0 ksi Density 41.760 pcf
Fb - Compr 2,800.0 psi Fc - Perp 750.0 psi Ft 1,950.0 psi Eminbend - xx 1,036.83 ksi
Applied Loads
Unif Load: D = 0.0220, L = 0,040 k/ft, Trib= 6.50 ft
Unif Load: D = 0.0220, L = 0,040 k/ft, Trib= 0.670 ft
Desicn Summary
Max fb/Fb Ratio = 0.434. 1
fb : Actual :
1,215.93 psi at 7.500 ft in Span # 1
Fb : Allowable:
2,800.00 psi
Load Comb:
+D+L+H
Max fv/FvRatio =
0.246: 1
fv : Actual :
70.06 psi at 0.000 ft in Span # 1
Fv: Allowable: 285.00 psi
Load Comb : +D+L+H
Max Reactions (k) D L Lr s W E H
Left Support 1.18 2.15
Right Support 1.18 2.15
t
Transient Downward 0.224 in
Ratio 803
LC: L Only
Transient Upward 0.000 in
Ratio 9999
LC:
Total Downwar
Ratio
Total Upward
Ratio
d 0.347 in
518
LC: +D+L+H
0.000 in
9999
LC:
Title Block Line 1
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Wood Beam Design: G
Project Title:
Engineer:
Project ID:
Project Descr:
t'lle
Printed: 2 DEC 2019, 1:07PM
Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10
BEAM Size: 6x8, Sawn, Fully Unbraced
Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending
Wood Species: Douglas Fir - Larch Wood Grade: No.2
Fb - Tension 875.0 psi Fc - Pril 600.0 psi Fv 170.0 psi Ebend- xx 1,300.0 ksi Density 31.210 pcf
Fb - Compr 875.0 psi Fc - Perp 625.0 psi Ft 425.0 psi Eminbend - xx 470.0 ksi
Applied Loads
Unif Load: D = 0.0220, L = 0.040 k/ft, Trib= 7.50 ft
Unif Load: D = 0.0960 k/ft, Trib=1.0 ft
Unif Load: D = 0.0150, S = 0,0250 kfft, Trib= 3.0 ft
Point: D =1.180, L = 2.50 k @ 0.50 ft
Design Summary
Max fb/Fb Ratio = 0.780. 1
fb : Actual :
680,84 psi at
1.900 ft in Span # 1
Fb : Allowable:
872.89 psi
0.035 in
Load Comb:
+D+L+H
Ratio
1736
Max fv/FvRatio =
0,323: 1
LC: +L+S
LC:
fv : Actual:
54.88 psi at
4.383 ft in Span # 1
Total Upward
Fv: Allowable:
170,00 psi
9999
Ratio
Load Comb:
+D+L+H
LC:
Max Reactions (k)
D L Lr
S W E H
Left Support
1.83 3.00
0.19
Right Support
0.88 1.00
0.19
Wood Beam Design: H
_:::_:- _:_
6x8
x Deflections
117.30 psi at
1.500 ft in Span # 1
Fb: Allowable:
Transient Downward
0.035 in
Total Downward
0.054 in
Ratio
1736
Ratio
1113
LC: +L+S
LC:
+D+L+H
Transient Upward
0.000 in
Total Upward
0.000 in
Ratio
9999
Ratio
9999
0.26 0.08
LC:
Right Support
LC:
Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10
BEAM Size: 4x8, Sawn, Fully Unbraced
Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending
Wood Species : Douglas Fir - Larch Wood Grade: No.2
Fb - Tension 900.0 psi Fc - Prll 1,350.0 psi Fv 180.0 psi Ebend- xx 1,600.0 ksi Density 31.210 pcf
Fb - Compr 900.0 psi Fc - Perp 625.0 psi Ft 575.0 psi Eminbend - xx 580.0 ksi
Applied Loads
Unif Load: D = 0.0220, L = 0.040 k/ft, Trib=1.330 ft
Unif Load: D = 0.0960 klft, Trib=1.0 ft
Unif Load: D = 0.0150, S = 0.0250 k/ft, Trib= 3.0 ft
Design Summary
Max fb/Fb Ratio = 0,088; 1
fb : Actual :.
117.30 psi at
1.500 ft in Span # 1
Fb: Allowable:
1,339.32 psi
Load Comb:
+D+0.750L+0.750S+H
Max fv/FvRatio =
0.068: 1
fv : Actual:
14.17 psi at
2.400 ft in Span # 1
Fv: Allowable:
207.00 psi
Load Comb:
+D+0.750L+0.750S+H
Max Reactions (k)
D L Lr
S W E
Left Support
0.26 0.08
0.11
Right Support
0.26 0.08
0.11
I
Max Deflections
H Transient Downward 0.001 in Total Downward 0.003 in
Ratio 9999 Ratio 9999
LC: +L+S
Transient Upward 0.000 in
Ratio 9999
LC:
.C: +D+0.750L+0.750S+H
Total Upward 0.000 in
Ratio 9999
LC:
Title Block Line 1
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Imple Bea
Wood Beam Design: I
Project Title:
Engineer:
Project ID:
Project Descr:
Printed: 2 DEC 2019, 1:07PM
An;1ENERCALC:Data Files
983401%,13610`12.19.8.31
Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10
BEAM Size: 5.5x9, GLIB, Fully Unbraced
Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending
Wood Species: DF/DF Wood Grade: 24F - V4
Fb - Tension 2,400.0 psi Fc - Pril 1,650.0 psi Fv 265.0 psi Ebend- xx 1,800.0 ksi Density 31.210 pcf
Fb - Compr 1,850.0 psi Fc - Perp 650.0 psi Ft 1,100.0 psi Eminbend - xx 950.0 ksi
Applied Loads
Unif Load: D = 0.0220, L = 0.040 kift, Trib= 6.50 ft
Unif Load: D = 0.0960 k/ft, Trib=1.0 ft
Unif Load: D = 0.0150, S = 0,0250 k/ft, Trib= 22,0 ft
Design Summary
Max fb/Fb Ratio = 0.555: 1
fb : Actual :
1,521.13 psi at
4.000 ft in Span # 1
Fb : Allowable:
2,739.32 psi
769
Load Comb:
+D+0.750L+0.750S+H
Max fv/FvRatio =
0.381 : 1
Max Reactions (k)
fv : Actual :
115,99 psi at
0.000 ft in Span # 1
Fv : Allowable :
304.75 psi
9999
Load Comb:
+D+0.750L+0.750S+H
Max Reactions (k)
D L Lr
S W E
Left Support
2.28 1.04
2.20
Right Support
2.28 1.04
2.20
Wood Beam Design: J
H Transient Downward
0.125 in
Total Downward
0.181 in
Ratio
769
Ratio
529
LC: +L+S
C: +D+0.750L+0.7505+H
Max Reactions (k)
Transient Upward
0.000 in
Total Upward
0.000 in
Ratio
9999
Ratio
9999
LC:
LC:
Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10
BEAM Size: 5.5x9, GLB, Fully Braced
Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending
Wood Species: DF/DF Wood Grade: 24F - V4
Fb - Tension 2400 psi Fc - Prll 1650 psi Fv 265 psi Ebend- xx 1800 ksi Density 31.21 pcf
Fb - Compr 1850 psi Fc - Perp 650 psi Ft 1100 psi Eminbend - xx 950 ksi
Applied Loads
Unif Load: D=0.0150, S = 0,0250 k/ft, Trib= 6,60 ft
Design Summary
Max fb/Fb Ratio = 0.435: 1
fb : Actual : 1,200.00 psi at 7.500 ft In Span # 1
Fb : Allowable: 2,760.00 psi
Load Comb:
+D+S+H
Max fv/FvRatio =
0.179: 1
fv : Actual :
54.40 psi at 14.300 ft
Fv: Allowable:
304.75 psi
Load Comb:
+D+S+H
Max Reactions (k)
D L Lr S
Left Support
0.74 1.24
Right Support
0.74 1.24
in Span # 1
W E H
D(0.0990) 5(0.'1650)
5.5X9
15.0 ft
x Deflections
Transient Downward 0.314 in Total Downward 0.503 in
Ratio 572 Ratio 358
LC: S Only LC: +D+S+H
Transient Upward 0.000 in Total Upward 0.000 in
Ratio 9999 Ratio 9999
LC: LC:
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Wood Beam Design: K
Project Title:
Engineer:
Project ID:
Project Descr:
Printed: 2 DEC 20% 1:07PM
Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10
BEAM Size: 4x8, Sawn, Fully Unbraced
Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending
Wood Species: Douglas Fir - Larch Wood Grade: No.2
Fb - Tension 900 psi Fc - Pril 1350 psi Fv 180 psi Ebend- xx
Fb - Compr 900 psi Fc - Perp 625 psi Ft 575 psi Eminbend - xx
Applied Loads
Unif Load: D = 0,0220, L = 0,040 klft, Trib= 6.50 ft
Unif Load: D = 0,0960 Will, Trib=1,0 ft
Unif Load: D = 0,0150, S = 0.0250 klft, Trib= 17A ft
Design Summary
Maxfb/Fb Ratio =
0.590' 1
fb : Actual :
788.81 psi at 2.000 ft in Span # 1
Fb: Allowable:
1,337.03 psi
Load Comb:
+D+0.750L+0.750S+H
Max fv/FvRatio =
0.576: 1
fv : Actual:
119.14 psi at 0.000 ft in Span # 1
Fv : Allowable:
207.00 psi
Load Comb:
+D+0.750L+0.750S+H
1600 ksi Density 31.21 pcf
580 ksi
SCC 7a,15C. �pU' :9
Max Reactions (k) D L Lr s W E H Transient Downward 0.022 in Total Downward 0.033 in
Left Support 0,99 0.52 0.85 Ratio 2151 Ratio 1462
Right Support 0.99 0.52 0.85 LC: +L+S C: +D+0.750L+0.750S+H
Transient Upward 0.000 in Total Upward 0.000 in
Ratio 9999 Ratio 9999
LC: LC:
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Printed: 2 DEC 2019, 1:67PM
File GltJsersletgldlOEE�GA1Gbeta Iga
_. , Soitwareabpyrl htENERCALC,IN0.1 932019, 13u�1d,t219.�.3{
DESCRIPTION: Beam L
CODE REFERENCES
Uniform Load ; D = 0.0220, L = 0.040 ksf, Tributary Width = 0.0 ft, (floor)
Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10
Load Combination Set: ASCE 7-10
Point Load: D =1.280, L = 0.260, S = 1,660 k @ 7.50 ft, (Beam B)
Material Properties
Analysis Method: Allowable Stress Design
Fb + 2,800.0 psi E: Modulus of Elasticity
Load Combination ASCE 7-10
Fb - 2,800.0 psi Ebend- xx 2,000.0 ksi
Width = 3.250 ft, (floor)
Fc - Prll 3,000.0 psi Eminbend - xx 1,036.83 ksi
Wood Species ; Boise Cascade
Fc - Perp 750.0 psi
Wood Grade : Versa Lam 2.0 2800 West
Fv 285.0 psi
- 0.201: 1
Ft 1,950.0 psi Density 41.760pcf
Beam Bracing : Beam is Fully Braced against lateral -torsional buckling
................................................... ............................................................................... .................................................. ...................................
........................................ _..... ................ _....... ................... ............................................................................ ................................................. ................
D(0.0715) L(0.13)
5
D(0.044) L(0.08)
D(0.05874) L(0.10MO.10274) L(0.1868)
D0.28) U0.26) 50.66)
7x11.875 A, 7x11.875
Span = 5.250 ft, Span = 6.0 ft
7x11.875
Span = 18.750 ft
Applied Loads
Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loads
Load for Span Number 1
Uniform Load ; D = 0.0220, L = 0.040 ksf, Tributary Width = 2.670 It, (floor)
Load for Span Number 2
Uniform Load : D = 0.0220, L = 0.040 ksf, Tributary Width = 4.670 It, (floor)
Load for Span Number 3
Uniform Load ; D = 0.0220, L = 0.040 ksf, Tributary Width = 0.0 ft, (floor)
Point Load: D =1.280, L = 0.260, S = 1,660 k @ 7.50 ft, (Beam B)
Uniform Load : D = 0,0220, L = 0.040 ksf, Extent = 0.0 -->> 7.50 ft, Tributary Width
= 2.0 ft, (floor)
Uniform Load : D = 0,0220, L = 0.040 ksf, Extent = 7.50 -->> 18.750 ft, Tributary
Width = 3.250 ft, (floor)
DESIGN SUMMARY
....................................................................................................................................................................................................................................
•
..........................................................................................................................
Maximum Bending Stress Ratio = 0.307' 1 Maximum Shear Stress Ratio
- 0.201: 1
Section used for this span 7x11.875
Section used for this span
7x11.875
- 989.83 psi
= 65.94 psi
= 3,220.00 psi
= 327.75 psi
Load Combination +D+0,750L+0,750S
Load Combination
+D+0.7501_+0.750S
Location of maximum on span = 6,000ft
Location of maximum on span
= 6.000 ft
Span # where maximum occurs = Span # 2
Span # where maximum occurs
= Span # 2
Maximum Deflection
Max Downward Transient Deflection 0.202 in Ratio=
1116 >=360
Max Upward Transient Deflection -0.013 in Ratio=
5485>=360
Max Downward Total Deflection 0.294 in Ratio=
766>=360
Max Upward Total Deflection -0.019 in Ratio=
.................... ........................... .................. I ........................................._..................................................................................................................................................................................................................................................................._..............................._.....................
3746>=360
Maximum Forces & Stresses for Load Combinations
Load Combination Max Stress Ratios
Moment Values
Shear Values
Segment Length Span # M V C d C Fiy C I Cr C m
C t C L M fb
Pb V fv F'v
D Only
0.00 0,00 0.00 0.00
Length = 5.250 ft 1 0.038 0.066 0.90 1.000 1.00 1.00 1.00
1,00 1,00 1.32 96,33
2520,00 0.94 16.94 256.50
Length = 6.0 it 2 0.191 0.126 0,90 1.000 1.00 1.00 1.00
1.00 1.00 6.60 480.84
2520.00 1.79 32.23 256,50
Length =18.750 ft 3 0.191 0.126 0,90 1.000 1.00 1.00 1.00
1.00 1.00 6.60 480.84
2520.00 1.79 32.23 256,50
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Moment Values
Title Block Line 6
Wood Beam _ _
File=
t
DESCRIPTION: Beam L
Printed: 2 DEC 2019, 1:57PM
NERGA�i ENERGALG [?ata Files :>
Load Combination
Max Stress Ratios
Moment Values
Shear Values
Segment Length
Span #
M
V
C d
C FP/
C i
Cr
Cm C t
C L
M
if
F'b
V
f
F'v
_--.--_.._-..........._..._...__
+D+L
................................:.._........_.....__............._.........._...........__...........-..............-._...._.._..__._..._......._.................._.......................
1.000
1.00
1.00
1,00 1.00
1.00
_..---_..........._.___.-.......__...-..-...._..--.-....__..__...___._._.._..--_.....___...-._..
0.00
0.00
0.00
0,00
Length = 5.250 it
1
0.052
0.079
1.00
1.000
1.00
1.00
1.00 1.00
1.00
1.98
144.38
2800.00
1.25
22.62
285.00
Length = 6.0 ft
2
0.292
0.192
1.00
1.000
1.00
1 Z
1.00 1.00
1.00
11.23
818.53
2800.00
3.03
54,71
285.00
Length =18.750 it
3
0.292
0.192
1.00
1.000
1.00
1.00
1.00 1.00
1.00
11.23
818.53
2800.00
3.03
54.71
285.00
+D+S
1.000
1.00
1.00
1.00 1.00
1.00
0,00
0.00
0.00
0.00
Length = 5.250 It
1
0.058
0.106
1.15
1.000
1.00
1.00
1.00 1.00
1.00
2.57
187.25
3220.00
1,93
34.76
327.75
Length = 6.0 It
2
0.255
0.167
1.15
1.000
1.00
1.00
1.00 1.00
1.00
11.28
821.80
3220.00
3.03
54.70
327.75
Length =18.750 It
3
0.255
0.167
1.15
1.000
1.00
1.00
1.00 1.00
1.00
11.28
821.80
3220.00
3.03
54.70
327.75
+D+0.750L
1.000
1.00
1.00
1.00 1.00
1.00
0.00
0.00
0.00
0.00
Length = 5.250 It
1
0.038
0.060
1.25
1.000
1.00
1.00
1.00 1.00
1.00
1.81
131.71
3500.00
1.18
21.20
356.25
Length = 6.0 ft
2
0.210
0.138
1.25
1.000
1.00
1.00
1.00 1.00
1.00
10.07
734.11
3500A0
2.72
49.09
356.25
Length =18.750 It
3
0.210
0.138
1.25
1.000
1.00
1.00
1.00 1.00
1.00
10.07
734.11
3500.00
2.72
49.09
356.25
+D+0.750L+0.750S
1,000
1.00
1.00
1.00 1.00
1.00
0.00
0.00
0.00
0.00
Length = 5.250 ft
1
0.062
0.105
1.15
1.000
1.00
1.00
1 N 1.00
1.00
2.72
198.17
3220.00
1.92
34.56
327.75
Length = 6.0 ft
2
0.307
0.201
1.15
1.000
1.00
1.00
1.00 1.00
1.00
13.58
989.83
3220A0
3.66
65.94
327.75
Length =18.750 It
3
0.307
0.201
1.15
1.000
1.00
1.00
1.00 1.00
1.00
13.58
989,83
3220.00
3.66
65.94
327.75
+0.60D
1.000
1.00
1.00
1.00 1.00
1.00
0.00
0.00
0.00
0.00
Length = 5.250 It
1
0.013
0.022
1.60
1.000
1.00
1.00
1.00 1.00
1.00
0.79
57.80
4480.00
0.56
10.17
456.00
Length = 6.0 it
2
0.064
0.042
1.60
1.000
1.00
1.00
1.00 1.00
1.00
3.96
288.50
4480.00
1,07
1934
456.00
Length =18.750 it
3
0.064
0.042
1.60
1.000
1.00
1.00
1.00 1 AO
1.00
3,96
288.50
4480.00
1.07
19.34
456.00
OverallMaximum
Load Combination
.
___._._-._._............_................................
Span
Max. ""
......._....__..._._._.__...___...__..._..._._._---
Defl Location in Span
__.------ _..____._._......_.._.__....__
Load Combination
...... _..... .._......_
....... ........ ..... ..........
Max.
............... .........
"+" Defl
....__......__..................... ...... _.
Location in Span
_........._.._...._.__..........____......._......_......_._.__.._._.--
+0+0,750L+0.750S
.............._._.._.._._._...__...----
1
--------- .----.........___......
0.0057
...........................
.........._..........._..._..................._.............................._............___............._..____....
2.956
_
_____._........__.__................____..
0.0000
H00
2
0.0000
2.956
+D+0.750L+0.750S
-0.0192
3.782
+D+0.750L+0.750S
3
0.2936
9.926
0.0000
3.782
Maximum Deflections
for Load Combinations
-.....-......._._...................._._....._....__..........__--........-..............__..._....,........_.__.__._......_......._.._..........__._.......--.......---.-.----............._........................._...-...--..---.--....._-......._._._......__....__._._._._..._.............._..._......_...._..........__.......__._....._._.._._._
Load Combination
.----
Span
Max.
Downward Defl Location in
Span
Max. Upward
Deft
Location in Span
_.._......._...-.......-...-..- .................
D Only
...._.---
.........._..._...._..._....._._...._____.._......._......__............................................--.........__............................_....-.-..-....
1
0.0028
in
--- ..........-.....-.-.............................._........-...........__.......................___.__......._._..._...._........-....__.
2.956
It
0.0000
in
0.000
It
D Only
3
0.1425
in
9.926
ft
0.0000
in
0.000
it
+D+L
1
0247
in
2.912
It
0.0000
in
0.000
it
•FD+L
3
0.2447
in
10.242
It
0.0000
in
0.000
It
+D+S
1
0.0048
in
3.000
It
0.0000
in
0.000
it
+D+S
3
0.2421
in
9.769
it
0.0000
in
0.000
It
+D+0.750L
1
0.0042
in
2.912
It
0.0000
in
0.000
It
+D+0.750L
3
0.2191
in
10.242
ft
0.0000
in
0.000
If
+D+0.750L+0.750S
1
0.0057
in
2.956
ft
0.0000
in
0.000
it
+D+0.750L+0.750S
3
0.2936
in
9.926
It
0.0000
in
0.000
it
-oDAD
1
0.0017
in
2.956
It
0.0000
in
0.000
It
+0.60D
3
0.0855
in
9.926
It
0.0000
in
0.000
It
S Only
1
0.0020
in
3.044
It
0.0000
in
0.000
It
S Only
3
0.0999
in
9.454
It
0.0000
in
0.000
It
L Only
1
0.0019
in
2.824
It
0.0000
in
0.000
It
L Only
3
0.1025
in
10.399
It
0.0000
in
0.000
It
+L+S
1
0.0039
in
2.956
It
0.0000
in
0.000
it
+L+S
3
0.2015
in
9.926
It
0.0000
in
0,000
It
Vertical Reactions
............._-....-.-....---.........___..........._........_-.--......................._...._.............--.................._._....................._-----...___.._---_.......---.-_._......................_....................._........._
Support notation : Far left is #1
...
... ...... .........
Values
....._._--------
in KIPS
_------ .__.................._........_......................
.............
Load CombinaIton
Support 1
_._._...._----._._Pp._
Support
2
............._.._..p.........._......
Su Su ort 4
Overall MAXtmum
0.946
-2.199
.._._Pp............
7.295
2.077
Overall MINimum
0.238
0.974
2.233
0.414
D Only
0.469
-0.974
1.015
+D+L
0.867
-1.125
6.309
2.016
+D+S
0.707
-2.199
5785
1.430
+0+0.750L
0.767
-1.087
5.620
1.766
+D+0.750L+0.750S
0.946
-2.006
1.295
2.077
+0.601
0.282
-0.584
2.131
0.609
L Only
0.398
-0.151
2.757
1.001
S Only
0.238
-1.225
2.233
0.414
Bolse Cascade � Single 7" x 11-7/8" VERSA -LAM@ 2.0 3100 DF PASS [.i
FB01 (Floor Beam)
BC CALCO Member Report Dry 12 spans I No cant. December 2, 2019 14:14:17
Build 7480
Job name:i File name:
Address: Description:
City, State, Zip: Specifier:
Customer: Designer: Harold Hahnenkratt
Code reports: ESR -1040 Company: Precise Engineering Inc
Reaction Summary (Down / Uplift) (lbs)
Bearing
Live Dead
Snow
Wind
Roof Live
B1, 4-1/4"
556/897 0/785
0/788
B2, 3-1/2"
305210 3482/0
2017/0
B3, 4-1/4"
1245/10 1139/0
431/0
Load Summary
Live Dead
Snow Wind Roof Tributary
Live
Tag Description
Load Type Ref.
Start
End
Loc.
100% 90%
115% 160% 125%
0 Self -Weight
Unf. Lin. (lb/ft) L
00-00-00 24-09-00
Top
21
00-00-00
1 floor
Unf. Area (Ib/f:2) L
00-00-00 06-00-00
Top
40 22
04-08-01
2 floor
Unf. Area (Ib/f:2) L
06-00-00 13-06-00
Top
40 22
02-08-00
3 FLOOR
Unf. Area (Ib/ftz) L
13-06-00 24-09-00
Top
40 22
03-11-01
4 Beam B
Conc. Pt. (lbs) L
13-06-00 13-06-00
Top
260 1280
1660 n\a
Controls Summary
Value %Allowable
Duration
Case
Location
Pos. Moment
12051 ft -lbs 24.6%
115%
15
14-01-04
Neg. Moment
-14064 ft -lbs 28.7%
115%
13
06-00-00
End Shear
2029 lbs 12.8%
100%
3
23-04-14
Cont. Shear
3884 Ibs 21.4%
115%
13
07-01-10
Hole #1 Shear Moment
1706 lbs 35.7%
115%
15
03-00-00
Hole #2 Shear Moment
944 lbs 19.8%
115%
20
15-00-00
Hale #3 Shear Moment
2423 lbs 50.7%
115%
13
08-00-00
Hole #4 Shear Moment
1207 lbs 29.0%
100%
3
21-09-00
Total Load Deflection
U716 (0.309") 33.5%
n\a
15
15-09-06
Live Load Deflection
U1359 (0.163") 26.5%
n\a
30
15-08-13
Total Neg. Defl.
U999 (-0.024") n\a
n\a
15
03-07-05
Max Deft.
0.309" 30.9%
n\a
15
15-09-06
Span / Depth
18.7
Hale Location
Valid
Hole Summary...Center
Elevation Ref. Height
Width
Shape
Orientation
H01
03-00-00 5.938" L
3-3/4"
Circular
Horizontal
H02
15-00-00 5.938" L
3"
Circular
Horizontal
H03
08-00-00 5.938" L
3-3/4"
Circular
Horizontal
H04
21-09-00 5.938" L
3-3/4"
Circular
Horizontal
% Allow
% Allow
Bearing SupportS
Dim. LxW Value
Support
Member
Material
B1 Wall/Plate
4-1/4" x 7" 01bs
n\a
n\a
Hem -Fir
B1 Uplift
2050 lbs
B2 Wall/Plate
3-1/2" x 7" 7284 lbs
47.6%
39.6%
Douglas
Fir
B3 Wall/Plate
4-1/4" x 7" 2396 lbs
19.9%
10.7%
Hem -Fir
Page 1 of 2
*BolseCascade .__ _ E Single 7" x 11-7/8" VERSA-LAM® 2.0 3100 DF
FB01 (Floor Beam)
BC CALCO Member Report Dry 12 spans I No cant. December 2, 2019 14.14.17
Build 7480
Job name: File name:
Address: Description:
City, State, Zip: Specifier:
Customer: Designer: Harold Hahnenkratt
Code reports: ESR -1040 Company_ Precise Engineering Inc
Cautions
Uplift of -2050 lbs found at bearing B1.
Notes
Design meets Code minimum (1-/240) Total load deflection criteria.
Design meets Code minimum (1-1360) Live load deflection criteria.
Design meets arbitrary (1") Maximum Total load deflection criteria.
Calculations assume member is fully braced.
BC CALCO analysis is based on IBC 2015.
Design based on Dry Service Condition,
Disclosure
Use of the Boise Cascade Software is
subject to the terms of the End User
License Agreement (EULA).
Completeness and accuracy of input
must be reviewed and verified by a
qualified engineer or other appropriate
expert to assure Its adequacy, prior to
anyone relying on such output as
evidence of suitability for a particular
application. The output here is based on
building code -accepted design
properties and analysis methods.
Installation of Boise Cascade
engineered wood products must be in
accordance with current Installation
Guide and applicable building codes. To
obtain Installation Guide or ask
questions, please call (800)232-0788
before installation.
BC CALCO, BC FRAMERO , AJSTM,
ALLJOISTO , BC RIM BOARD -r"', BCI@ ,
BOISE GLULAMTM, BC FloorValue@ ,
VERSA -LAM@, VERSA -RIM PLUS@ ,
Page 2 of 2
Title Block Line 1
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using the "Settings" menu item
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Title Block Line 6
Description : Upper floor framing cont
Wood Beams Design: Beam L simple
Project Title:
Engineer:
Project ID:
Project Descr:
Printed: 2 DEC 2019, 21MPM
Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10
BEAM Size: 7x11.875, VersaLam, Fully Unbraced
Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending
Wood Species: Boise Cascade Wood Grade: Versa Lam 2.0 2800 West
Fb - Tension 2,800.0 psi Fc - Prll 3,000.0 psi Fv 285.0 psi Ebend- xx 2,000.0 ksi
Fb - Compr 2,800.0 psi Fc - Perp 750.0 psi Ft 1,950.0 psi Eminbend - xx 1,036.83 ksi
Applied Loads
Unif Load: D = 0.0220, L = 0.040 k/ft, 0,0 ft to 7,250 ft, Trib= 2,670 ft
Unif Load: D = 0.0220, L = 0.040 k/ft, 7,250 to 18.50 ft, Trib= 3,920 ft
Point: D =1.280, L = 0.260, S =1.660 k @ 7.250 ft
Design Summary
Total Downward
0.546 in
Max fb/Fb Ratio
= 0.443.1
406
fb : Actual :
1,402.97 psi at
7.277 ft in Span # 1
Fb : Allowable:
3,166.64 psi
0.000 in
Load Comb:
+D+0.750L+0.750S+H
Max fv/FvRatio =
0.166: 1
Left Support
fv : Actual :
54.54 psi at
0,000 ft in Span # 1
Fv : Allowable:
327.75 psi
Load Comb:
+D+0.750L+0.750S+H
Max Reactions (k)
D L Lr
s W E
Left Support
1.42 1.32
1.01
Right Support
1.26 1.48
0.65
Density 41.760 pcf
D 0 0862 .
D(0:05874� L(0_1068) ,..(.....:...._..........._4.4._x...0.1568 ......................
7x11.875 ,
18.50 ft
H Transient Downward 0.401 in
Total Downward
0.546 in
Ratio 554
Ratio
406
LC: +L+S
C: +D+0.750L+0.750S+H
fv : Actual :
Transient Upward 0.000 in
Total Upward
0.000 in
Ratio 9999
Ratio
9999
LC:
Left Support
LC:
Wood Beam Design: M
Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10
BEAM Size: 4x6, Sawn, Fully Unbraced
Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending
Wood Species : Douglas Fir - Larch Wood Grade: No.2
Fb - Tension 900 psi Fc - Prll 1350 psi Fv 180 psi Ebend- xx 1600 ksi Density 31.21 pcf
Fb - Compr 900 psi Fc - Perp 625 psi Ft 575 psi Eminbend - xx 580 ksi
Apalled Loads
Unif Load: D = 0.0220, L = 0.040 klft, Trib= 7.20 ft
Design Summary
Max fb/Fb Ratio = 0.293; 1
fb : Actual :
341.52 psi at 1.500 ft In Span # 1
Fb: Allowable:
1,166.55 psi
Load Comb :
+D+L+H
Max fv/FvRatio =
0.203: 1
fv : Actual :
36.52 psi at 2.550 ft in Span # 1
Fv: Allowable:
180.00 psi
Load Comb:
+D+L+H
Max Reactions (k)
D L Lr 5 W E
Left Support
0.24 0.43
Right Support
0.24 0.43
--- - �- _:-�- D(0.1584)L(0.2880)_ -- -
4x6
3.0 ft
H Transient Downward 0.007 in Total Downward 0.011 in
Ratio 5296 Ratio 3417
LC: L Only LC: +D+L+H
Transient Upward 0.000 in Total Upward 0.000 in
Ratio 9999 Ratio 9999
LC: LC:
Title Block Line 1
You can change this area
using the "Settings" menu item
and then using the "Printing &
Title Block" selection.
Title Block Line 6
Wood Beam Design: N
Project Title:
Engineer:
Project ID:
Project Descr:
Printed: 2 DEC 2019, 3:38PM
Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10
BEAM Size: 6x8, Sawn, Fully Braced
Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending
Wood Species : Douglas Fir - Larch Wood Grade: No.2
Fb - Tension 875 psi Fc - Prll 600 psi Fv 170 psi Ebend- xx 1300 ksi Density 31.21 pcf
Fb - Compr 875 psi Fc - Perp 625 psi Ft 425 psi Eminbend - xx 470 ksi
Applied Loads
Unif Load: D = 0.0150, S = 0,0250 k/ft, Trib= 4.70 ft
Design Summary
Max fb/Fb Ratio = 0.164: 1
fb : Actual :
165,44 psi at
2.750 ft in Span # 1
Fb: Allowable:
1,006,25 psi
Load Comb:
+D+S+H
Max fv/FvRatio =
0.074: 1
fv : Actual :
14.54 psi at
0.000 ft in Span # 1
Fv: Allowable:
195,50 psi
Load Comb:
+D+S+H
Max Reactions (k)
D L Lr
S W E
Left Support
0.19
0.32
Right Support
0.19
0.32
mom Nomm
6x8
5.50 ft ,
H Transient Downward 0.010 in Total Downward 0,015 in
Ratio 6821 Ratio 4263
LC: S Only LC: +D+S+H
Transient Upward 0.000 in Total Upward 0.000 in
Ratio 9999 Ratio 9999
LC: LC:
Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10
BEAM Size: 4x8, Sawn, Fully Unbraced
Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending
Wood Species: Douglas Fir- Larch Wood Grade: No.2
Fb - Tension 900 psi Fc - Prll 1350 psi Fv 180 psi Ebend- xx 1600 ksi Density 31.21 pcf
Fb - Compr 900 psi Fc - Perp 625 psi Ft 575 psi Eminbend - xx 580 ksi
Applied Loads
Unif Load: D = 0,0220, L = 0,040 k/ft, Trib= 6.50 ft
Unif Load: D = 0.0960 k/ft, TO= 1.0 It
Unif Load: D = 0.0150, S = 0.0250 k/ft, Trib= 3.0 ft
Design Summary
Max fb/Fb Ratio = 0.143: 1
fb : Actual :
166.33 psi at
1.250 ft in Span # 1
Fb: Allowable:
1,166.19 psi
Load Comb:
+D+L+H
Max fv/FvRatio =
0.116:1
fv : Actual:
20.90 psl at
1.900 ft in Span # 1
Fv: Allowable:
180.00 psi
Load Comb:
+D+L+H
Max Reactions (k)
D L Lr
S W E
Left Support
0.36 0.33
0.09
Right Support
0.36 0.33
0.09
. ift
z.sa h i
H Transient Downward 0.002 in Total Downward 0.003 in
Ratio 9999 Ratio 9999
LC:+L+S LC:+D+L+H
Transient Upward 0.000 in Total Upward 0.000 In
Ratio 9999 Ratio 9999
LC: LC:
Title Block Line 1
You can change this area
using the "Settings" menu item
and then using the "Printing &
Title Block" selection.
Title Block Line 6
Wood Beam Design: P
Project Title:
Engineer:
Project ID:
Project Descr:
Printed: 2 DEC 2019, 3:38PM
Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7.10
BEAM Size: 4x8, Sawn, Fully Unbraced
Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending
Wood Species : Douglas Fir - Larch Wood Grade: No.2
Fb - Tension 900 psi Fc - Prll 1350 psi Fv 180 psi Ebend- xx 1600 ksi Density 31.21 pcf
Fb - Compr 900 psi Fc - Perp 625 psi Ft 575 psi Eminbend - xx 580 ksi
Applied Loads
Unif Load: D = 0.0220, L = 0,040 k/ft, Trib= 6,50 ft
Unif Load: D = 0,0960 k/ft, Trib=1.0 ft
Unif Load: D = 0.0150,
S = 0,0250 k/ft, Trib= 3.0 ft
Point: D = 0.5280,
L = 0.960 k @ 1,250 ft
Design Summary
Max fb/Fb Ratio
= 0.455. 1
fb : Actual :
530,31 psi at 1.250 ft
Fb : Allowable:
1,166.19 psi
Load Comb:
+D+L+H
Max fv/FvRatio =
0,360: 1
fv : Actual :
64.88 psi at 1.900 ft
Fv : Allowable:
180,00 psi
Load Comb:
+D+L+H
Max Reactions (k)
P L Lr s
Left Support
0.62 0.81 0.09
Right Support
0.62 0.81 0.09
in Span # 1
I
in Span # 1 tt�
I
Max Deflections
W E H Transient Downward 0.005 in Total Downward 0,007 in
Ratio 6361 Ratio 4036
LC: +L+S LC: +D+L+H
Transient Upward 0.000 in Total Upward 0.000 in
Ratio 9999 Ratio 9999
LC: LC:
*Boise Cascade WM Single 11-7/8" BCI® 5000-1.7 DF
J01 (Joist)
BC CALCO Member Report Dry 12 spans I No cant. 116 OCS I Repetitive I Glued & nailed December 2, 2019 10:20:59
Build 7480
Job name: File name:
Address: Description:
City, State, Zip: Specifier:
Customer: Designer: Harold Hahnenkratt
Code reports: ESR -1336 Company: Precise Engineering Inc
1
1
Bearing
l:
Dead
l
l
Wind Roof Live
12
1
0/44
1
1
B2, 3-1/2"
1
1
I
B3, 4-1/4"
646/3
130/0
Load Summary
Live Dead Snow Wind Roof OCs
Live
Tag Description
Load Type
Ref.
Start
End
Loc. 100% 90% 115% 160% 125%
1 Standard Load
Unf. Area (lb/ft2) L
00-00-00 25-06-00
Top 40 12 16
2 Part
Unf. Area (!b/ft2) L
00-00-00 25-06-00
Top 10 16
Controls Summary
Value
%Allowable
Duration
Case Location
Pos. Moment
06-00.00 19-06-00
131 B2
Total Horizontal Product Length = 25-06-00
B3
Reaction Summary (Down / Uplift) (lbs)
Bearing
Live
Dead
Snow
Wind Roof Live
B1, 4-114"
200/384
0/44
B2, 3-1/2"
1342/0
32210
B3, 4-1/4"
646/3
130/0
Load Summary
Live Dead Snow Wind Roof OCs
Live
Tag Description
Load Type
Ref.
Start
End
Loc. 100% 90% 115% 160% 125%
1 Standard Load
Unf. Area (lb/ft2) L
00-00-00 25-06-00
Top 40 12 16
2 Part
Unf. Area (!b/ft2) L
00-00-00 25-06-00
Top 10 16
Controls Summary
Value
%Allowable
Duration
Case Location
Pos. Moment
2568 ft -lbs
81.5%
100%
3 17-02-14
Neg. Moment
-2791 ft -lbs
88.6%
100%
1 06-00-00
End Reaction
676 lbs
47.4%
100%
3 25-06-00
Int. Reaction
1664 lbs
74.0%
100%
1 06-00-00
End Shear
646 lbs
39.8%
100%
3 25-01-12
Cont. Shear
927 lbs
57.1%
100%
1 06-01-12
Total Load Deflection
L/472 (0.489")
76.3%
n\a
3 16-05-05
Live Load Deflection
L/583 (0.395')
82.3%
n\a
6 16-05-05
Total Neg. Defl.
L/999 (-0.027")
n\a
n\a
3 03-07-14
Max Defl.
0.489"
48.9%
n\a
3 16-05-05
Span / Depth
19.4
% Allow
% Allow
Bearing Supports
Dim. (LxW)
Value
Support
Member
Material
B1 Wall/Plate
4-1/4" x 2"
155 lbs
2.9%
10.9%
Douglas Fir
B1 Uplift
4281bs
B2 Wall/Plate
3-1/2" x 2"
1664 lbs
38.0%
74.0%
Douglas Fir
B3 Wall/Plate
4-1/4" x 2"
676 lbs
12.7%
47.4%
Douglas Fir
BC FloorValue® Summary
BC FloorValue®: "T -771 Subfloor: 3/4" OSB, Glue + Nail
Minimum Enhanced Premium Subfloor Rating: Premium
Controlling Location: 16-11-11
Cautions
Uplift of -428 lbs found at bearing B1.
Page 1 of 2
TWEN
Boise cascade Single 11-7/8" BCW 5000-1.7 DF iPA S ifs
J01 (Joist)
BC CALCO Member Report Dry 12 spans I No cant. 116 OCS I Repetitive I Glued & nailed December 2, 2019 10:20:59
Build 7480
Job name: File name:
Address: Description:
City, State, Zip: Specifier:
Customer: Designer: Harold Hahnenkratt
Code reports: ESR -1336 Company: Precise Engineering Inc
Notes
Design meets User specified (1-1360) Total load deflection criteria.
Design meets User specified (L/480) Live load deflection criteria.
Design meets arbitrary (1") Maximum Total load deflection criteria.
Calculations assume member is fully braced.
BC CALCO analysis is based on IBC 2015.
Composite EI value based on 3/4" thick OSB sheathing glued and nailed to member.
Design based on Dry Service Condition,
Disclosure
Use of the Boise Cascade Software is
subject to the terms of the End User
License Agreement (EULA).
Completeness and accuracy of input
must be reviewed and verified by a
qualified engineer or other appropriate
expert to assure Its adequacy, prior to
anyone relying on such output as
evidence of suitability for a particular
application. The output here Is based on
building code -accepted design
properties and analysis methods.
Installation of Boise Cascade
engineered wood products must be in
accordance with current Installation
Guide and applicable building codes. To
obtain Installation Guide or ask
questions, please call (800)232-0788
before installation,
BC CALCO, BC FRAMERO , AJSTM,
ALLJOISTO , BC RIM BOARD-, BCIO ,
BOISE GLULAMTM, BC FloorValue@ ,
VERSA -LAM@, VERSA -RIM PLUS@ ,
Page 2 of 2
Eloise Cascade ._ Single 11-7/8" BCIO 6500-1.8 DF t�RSSIEii
J01 (Joist)
BC CALCO Member Report Dry 12 spans I No cant. 116 OCS I Repetitive I Glued & nailed December 2, 2019 10:20:06
Build 7480
Job name: File name:
Address: Description:
City, State, Zip: Specifier:
Customer: Designer: Harold Hahnenkratt
Code reports: ESR -1336 Company: Precise Engineering Inc
1
l
Bearing
1
Dead
Snow
Wind Roof Live _
200/382
0/44
VI
2,
B2, 3-1/2"
1339/0
321/0
B3, 4-114"
546/3
130/0
Load Summary
Live Dead Snow Wind Roof ocs
Live
Tag Description
Load Type
Ref.
Start
End
Loc. 100% 90% 115% 160% 125%
1 Standard Load
Unf. Area (Ib/ft2) L
00-00-00 25-06-00
Top 40 12 16
2 Part
Unf. Area (Ib/ft2) L
00-00-00 25-06-00
Top 10 16
Controls Summary
Value
% Allowable
Duration
Case Location
Pos. Moment
2576 ft -lbs
57.3%
100%
3 17-02-14
Neg. Moment
-2772 ft -lbs
61.7%
100%
1 06-00-00
End Reaction
�wk
47.5%
100%
3 25-06-00
Int. Reaction
1660 lbs
66.4%
100%
1 06-00-00
End Shear
647 lbs
38.7%
100%
3 25-01-12
Cont. Shear
926 lbs
55.3%
100%
1 06-01-12
Total Load Deflection
U591 (0.39")
60.9%
n1a
06-00-00 19-06-00
131 132
Total Horizontal Product Length = 25-06-00
133
Reaction Summary (Down / Uplift) (Ibs)
Bearing
Live
Dead
Snow
Wind Roof Live _
B1, 4-1/4"
200/382
0/44
B2, 3-1/2"
1339/0
321/0
B3, 4-114"
546/3
130/0
Load Summary
Live Dead Snow Wind Roof ocs
Live
Tag Description
Load Type
Ref.
Start
End
Loc. 100% 90% 115% 160% 125%
1 Standard Load
Unf. Area (Ib/ft2) L
00-00-00 25-06-00
Top 40 12 16
2 Part
Unf. Area (Ib/ft2) L
00-00-00 25-06-00
Top 10 16
Controls Summary
Value
% Allowable
Duration
Case Location
Pos. Moment
2576 ft -lbs
57.3%
100%
3 17-02-14
Neg. Moment
-2772 ft -lbs
61.7%
100%
1 06-00-00
End Reaction
677 lbs
47.5%
100%
3 25-06-00
Int. Reaction
1660 lbs
66.4%
100%
1 06-00-00
End Shear
647 lbs
38.7%
100%
3 25-01-12
Cont. Shear
926 lbs
55.3%
100%
1 06-01-12
Total Load Deflection
U591 (0.39")
60.9%
n1a
3 16-05-05
Live Load Deflection
L/730 (0.316")
65.7%
n\a
6 16-05-05
Total Neg. Defl.
L/999 (-0.021 "}
n\a
n\a
3 03-07-14
Max Defl.
0.39"
39.0%
n\a
3 16-05-05
Span / Depth
19.4
% Allow
% Allow
Bearing Supports
Dim. (LxW)
Value
Support
Member
Material
B1 Wall/Plate
4-1/4" x 2-9/16"
156 lbs
2.3%
11.0%
Douglas Fir
B1 Uplift
425 lbs
B2 Wall/Plate
3-1/2" x 2-9/16"
1660 lbs
29.6%
66,4%
Douglas Fir
B3 Wall/Plate
4-1/4" x 2-9/16"
677 lbs
9.9%
47.5%
Douglas Fir
BC FloorValueO Summary
BC FloorValueO: ME= Subfloor: 3/4" OSB, Glue + Nail
Minimum Enhanced Premium Subfloor Rating: Premium
Controlling Location: 16-11-11
Cautions
Uplift of -425 lbs found at bearing B1.
Page 1 of 2
%BoiseCascade Mff ==Single 11-7/8" BCl® 6500-1.8 DF
J01 (Joist)
� t Y
BC CALCO Member Report Dry 12 spans I No cant. 116 OCS I Repetitive I Glued & nailed December 2, 2019 10:20:06
Build 7480
Job name: File name:
Address: Description:
City, State, Zip: Specifier:
Customer: Designer: Harold Hahnenkratt
Code reports: ESR -1336 Company: Precise Engineering Inc
Notes
Design meets User specified (L/360) Total load deflection criteria.
Design meets User specified (L/480) Live load deflection criteria.
Design meets arbitrary (1") Maximum Total load deflection criteria.
Calculations assume member is fully braced.
BC CALC® analysis is based on IBC 2015.
Composite EI value based on 3/4" thick OSB sheathing glued and nailed to member,
Design based on Dry Service Condition.
Disclosure
Use of the Boise Cascade Software is
subject to the terms of the End User
License Agreement (EULA).
Completeness and accuracy of input
must be reviewed and verified by a
qualified engineer or other appropriate
expert to assure its adequacy, prior to
anyone relying on such output as
evidence of suitability for a particular
application. The output here is based on
building code -accepted design
properties and analysis methods.
Installation of Boise Cascade
engineered wood products must be in
accordance with current Installation
Guide and applicable building codes. To
obtain Installation Guide or ask
questions, please call (800)232-0788
before installation,
BC CALC®, BC FRAMER®, AJS-,
ALLJOIST@) , BC RIM BOARDT"', BCI@) ,
BOISE GLULAMTM, BC FioorValue® ,
VERSA -LAM®, VERSA -RIM PLUS®,
Page 2 of 2
BLAS ON GRACE
........... .
-i u L -------- J L-----9
CRAWL 5-EACE
--------- ----- ...... . ....
II I
------------
..----
5LAB ON GRADE
.......... . \ - -----
(PO I
VEl_.4..__,-7-1
y.
777::77==----,:7:-. ...................__......_,_\
LL--------------
....... .. . - ----------- - -- - --- ---- -- - -- -------------- --------------- ...... - --------------- - --- . .. . ..... ...... . ..... ....
. ... .... BR16
4------------
- - - - - - - - - - - -
mt
..... . ............. ...... . ....... ........... ........... -------- - - -- .......... . .
---------- - .. . ...... .... . . ............... . .. . .......... . ...... - ---------- -------------
- - ----------- --- -- -- --- - -- ------- I -- -- -------'-5-: 0 - - - - ------- --
FOUNDATION/ FRAMING PLAN
........... - ------------------- -
Title Block Line 1
Project Title:
You can change this area
Engineer:
using the "Settings" menu item
Project ID:
and then using the "Printing &
Project Descr:
Title Block" selection.
59.01 psi at 0.000 ft in Span # 1
Title Block Line 6
Printed; 2 DEC 2019, 3:47PM
Description : Main Floor Fram
Wood Beam Design: A
Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10
BEAM Size: 4x8, Sawn, Fully Unbraced
Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending
Wood Species : Douglas Fir - Larch Wood Grade: No.2
Fb - Tension 900 psi Fc - Prll 1350 psi Fv 180 psi Ebend- xx 1600 ksi Density 31.21 pcf
Fb - Compr 900 psi Fc - Perp 625 psi Ft 575 psi Eminbend - xx 580 ksi
Applied Loads
Unif Load: D = 0.0220, L = 0,040 k/ft, Trib=11.50 ft
Design Summary
Max fb/Fb Ratio = 0.480.1
fb : Actual :
558.09 psf at 2.000 ft in Span # 1
Fb: Allowable:
1,163.69 psi
Load Comb:
+D+L+H
Max fv/FvRatio =
0.328: 1
fv : Actual :
59.01 psi at 0.000 ft in Span # 1
Fv: Allowable:
180.00 psi
Load Comb:
+D+L+H
Max Reactions (k)
D L Lr S W E
Left Support
0.51 0.92
Right Support
0.51 0.92
Wood Beam Design: B
_ D(02530_L(0_480)______
4x8
4.0 ft
ns
H Transient Downward 0.015 in Total Downward 0.023 in
Ratio 3204 Ratio 2067
LC: L Only LC: +D+L+H
Transient Upward 0.000 in Total Upward 0.000 in
Ratio 9999 Ratio 9999
LC: LC:
Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10
BEAM Size: 4x8, Sawn, Fully Unbraced
Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending
Wood Species : Douglas Fir - Larch Wood Grade: No.2
Fb - Tension 900.0 psi Fc - Prll 1,350.0 psi Fv 180.0 psi Ebend- xx 1,600.0 ksi Density 31.210 pcf
Fb - Compr 900.0 psi Fc - Perp 625.0 psi Ft 575.0 psi Eminbend - xx 580.0 ksi
Applied Loads
Unif Load: D = 0.0220, L = 0,040 kift, Trib= 5.0 ft
Unif Load: D = 0.090 klft, Trib=1.0 ft
Unif Load: D = 0.0150, L = 0,040 kift, Trib= 2,0 ft
Design Summary
Max fb/Fb Ratio = 0.650. 1
fb : Actual : 754.73 psi at 2.750 ft in Span # 1
Fb: Allowable: 1,161.50 psi
Load Comb: +D+L+H
Max fv/FvRatio = 0.362: 1
fv : Actual : 65.22 psi at 0.000 ft in Span # 1
Fv: Allowable: 180.00 psi
Load Comb: +D+L+H
Max Reactions (k) D L Lr s W E
Left Support 0.63 0.77
Right Support 0.63 0.77
4x8
5.50 ft
H Transient Downward 0.033 in Total Downward 0.059 in
Ratio 2025 Ratio 1111
LC: L Only LC: +D+L+H
Transient Upward 0.000 in Total Upward 0.000 in
Ratio 9999 Ratio 9999
LC: LC:
Title Block Line 1
You can change this area
using the "Settings" menu item
and then using the "Printing &
Title Block" selection.
Title Block Line 6
Wood Beam Design: C
Project Title:
Engineer:
Project ID:
Project Descr:
Printed: 2 DEC 2019, 3:47PM
Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10
BEAM Size: 4x8, Sawn, Fully Unbraced
Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending
Wood Species : Douglas Fir- Larch Wood Grade: No.2
Fb - Tension 900.0 psi Fc - Prll 1,350.0 psi Fv 180.0 psi Ebend- xx 1,600.0 ksi Density 31.210 pcf
Fb - Compr 900.0 psi Fc - Perp 625.0 psi Ft 575.0 psi Eminbend - xx 580.0 ksi
Applied Loads
Unif Load: D = 0.0220, L = 0.040 k/ft, Trib= 9.0 ft
Unif Load: D = 0.090 Wit, Trib= 1.0 ft
Unif Load: D = 0.0150, L = 0.040 k/ft, Trib= 2.0 ft
Design Summary
Max fb/Fb Ratio = 0.966: 1
fb : Actual :
1,121.74 psi at 2.750 ft in Span # 1
Fb: Allowable:
1,161.50 psi
Load Comb:
+D+L+H
Max fv/FvRatio =
0.539: 1
fv : Actual :
96.93 psi at 0.000 ft in Span # 1
Fv: Allowable:
180.00 psi
Load Comb:
+D+L+H
Max Reactions (k)
D L Lr S W E
Left Support
0.87 1.21
Right Support
0.87 1.21
Wood Beam Design: D
LC: L Only LC: +D+L+H
Transient Upward 0.000 in Total Upward 0.000 in
Ratio 9999 Ratio 9999
LC: LC:
Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10
BEAM Size: 4x8, Sawn, Fully Unbraced
Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending
Wood Species : Douglas Fir- Larch Wood Grade: No.2
Fb - Tension 900.0 psi Fc - Pril 1,350.0 psi Fv 180,0 psi Ebend- xx 1,600.0 ksi Density 31.210 pcf
Fb - Compr 900.0 psi Fc - Perp 625.0 psi Ft 575.0 psi Eminbend - xx 580.0 ksi
Applied Loads
Unif Load: D = 0,0220, L = 0,040 k/ft, Trib= 5.750 It
Unif Load: D = 0.090 k/ft, Trib= 1,0 ft
Unif Load: D = 0.0150, L = 0.040 k/ft, Trib= 1.330 ft
Design Summary
Max fb/Fb Ratio = 0.196, 1
fb : Actual :
228.80 psi at 1.500 ft in Span # 1
Fb : Allowable:
1,165.38 psi
Load Comb:
+D+L+H
Max fv/FvRatio =
0.154: 1
fv : Actual :
27,65 psi at 2.400 ft in Span # 1
Fv: Allowable:
180.00 psi
Load Comb:
+D+L+H
Max Reactions (k)
D L Lr S W E
Left Support
0.35 0.42
Right Support
0.35 0.42
4x8 .;a,.
Max Deflections
H Transient Downward 0.003 in Total Downward 0.005 in
Ratio 9999 Ratio 6724
LC: L Only LC: +D+L+H
Transient Upward 0.000 In Total Upward 0.000 in
Ratio 9999 Ratio 9999
LC: LC:
Title Block Line 1
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using the "Settings" menu item
and then using the "Printing &
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Title Block Line 6
Project Title:
Engineer:
Project ID:
Project Descr:
Printed: 2 DEC 2019, 3:47PM
Wood Beam Design: FLOOR JOIST
Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10
BEAM Size: 2x10, Sawn, Fully Braced
Using Allowable Stress Design with ASCE 7-10 Load
Combinations, Major Axis Bending
Wood Species: Hem Fir
Wood Grade: No.2
Fb - Tension 850 psi Fc - Prll 1300 psi
Fv
150 psi Ebend- xx
1300 ksi Density
26.84 pcf
Fb - Compr 850 psi Fc - Perp 405 psi
Ft
525 psi Eminbend - xx
470 ksi
Applied Loads
Unif Load: D = 0.0220, L = 0,040 k/ft, TO= 1.330 ft
Design Summary
Max fb/Fb Ratio = 0.790 •
-.
-------------_(0.02926�(OA5320Z-- - --------_-------
fb : Actual : 977.23 psi at 6.500 ft in Span # 1
Fb : Allowable: 1,236.54 psi
2x10
Load Comb: +D+L+H
Max fv/FvRatio = 0.343: 1
13.0 ft
i
fv : Actual : 51.38 psi at 12.263 ft in Span # 1
h
Fv : Allowable: 150.00 psi
Load Comb: +D+L+H
Max Deflections
Max Reactions (k) D L Lr S W E
H
Transient Downward 0.267 in
Total Downward
0.414 in
Left Support 0.19 0.35
Ratio 583
Ratio
376
Right Support 0.19 0.35
LC: L Only
LC: +D+L+H
Transient Upward 0.000 in
Total Upward
0.000 in
Ratio 9999
Ratio
9999
LC:
LC:
Boise Cascade Egg Single 9-112" BCI® 5000-1.7 DF P�SsE®
J02 (Joist)
BC CALCO Member Report Dry I 1 span I No cant. 116 OCS I Repetitive I Glued & nailed December 2, 2019 15:49:15
Build 7480
Job name: File name:
Address: Description:
City, State, Zip: Specifier:
Customer: Designer: Harold Hahnenkratt
Code reports: ESR -1336 Company: Precise Engineering Inc
131
1 1 1 1 1 2 1 1
1 1 ! 1 1 1 1 1 111 1 1 1 1 1 i 1
14-00.00
Total Horizontal Product Length=14-00-00
B2
Reaction Summary (Down 1 Uplift) (lbs)
Bearing
Live Dead
Snow
Wind Roof Live
B1,4-1/4"
467/0 112/0
B2, 4-1/4"
467/0 11210
Load Summary
Live Dead Snow Wind Roof OCs
Live
Tag Description
Load Type Ref.
Start
End
Loc. 100% 90% 115% 160% 125%
1 Standard Load
Unf. Area (Ib/ftZ) L
00-00-00 14-00-00
Top 40 12 16
2 PART
Unf. Area (Ib/ftZ) L
00-00-00 14-00-00
Top 10 16
Controls Summary
Value % Allowable
Duration
Case Location
Pos. Moment
1860 ft -lbs 75.6%
100%
1 07-00-00
End Reaction
579 lbs 51.4%
100%
1 00-00-00
End Shear
549 lbs 37.2%
100%
1 00-04-04
Total Load Deflection
L/496 (0.325") 72.6%
n1a
1 07-00-00
Live Load Deflection
0615 (0.262") 78.1%
n\a
2 07-00-00
Max Defl.
0.325" 32.5%
n1a
1 07-00-00
Span / Depth
16.9
% Allow
% Allow
Bearing Supports
Dim. (LxW) Value
Support
Member
Material
B1 Wall/Plate
4-1/4" x 2" 579 lbs
16.8%
51.4%
Hem -Fir
B2 Wall/Plate
4-114" x 2" 579 lbs
16.8%
51.4%
Hem -Fir
BC FloorValue@ Summary
BC FloorValue@: Subfloor: 3/4" OSB, Glue + Nail
Minimum Enhanced Premium Subfloor Rating: Premium
Controlling Location: 07-00-00
Notes
Design meets User specified (1-1360) Total load deflection criteria.
Design meets User specified (L/480) Live load deflection criteria.
Design meets arbitrary (1") Maximum Total load deflection criteria.
Calculations assume member is fully braced.
BC CALCO analysis is based on IBC 2015.
Composite EI value based on 3/4" thick OSB sheathing glued and nailed to member.
Design based on Dry Service Condition.
Page 1 of 1
Disclosure
Use of the Boise Cascade Software is
subject to the terms of the End User
License Agreement (EULA).
Completeness and accuracy of input
must be reviewed and verified by a
qualified engineer or other appropriate
expert to assure its adequacy, prior to
anyone relying on such output as
evidence of suitability for a particular
application. The output here is based on
building code -accepted design
properties and analysis methods.
Installation of Boise Cascade
engineered wood products must be in
accordance with current Installation
Guide and applicable building codes. To
obtain Installation Guide or ask
questions, please call (800)232-0788
before installation,
BC CALCO, BC FRAMER@ , AJS-,
ALLJOISTO, BC RIM BOARD-, BCI@,
BOISE GLULAMTM, BC FloorValue@,
VERSA -LAM@, VERSA -RIM PLUS@ ,