16301 greenbrier st se structurals calcsSTRUCTURAL CALCULATIONS
For
Mountain Terrace Builders
16301 GreenBrier St. SE, Yelm WA
Residential
Lateral and Vertical
Design
November 16, 2023
Project # 2023231
By
PRECISE ENGINEERING INC.
HAROLD HAHNENKRATT, P.E.
li�IbI2�Z3
SCOPE: Provide structural calculations for lateral and vertical design per the 2018
IBC. House to be built at 16301 Greenbrier St. SE, Yelm WA
LOADS AND MATERIALS
Roof: Comp Roofing S.Opsf
Pre-engineered Trusses @ 24" oc 2.9psf
Roof Sheathing 1.5psf
Insulation 1.2psf
5/8" GWB 2.8psf
Misc. 1.5psf
Dead Load = 14.9» 15psf
Snow Load = 25psf
Wall:
Siding (Lap)
3.Opsf
Sheathing
1.5psf
2x6 Studs @
16"oc 1.7psf
Insulation
0.75psf
1/z" GWB
2.2psf
Misc
1.5psf_
Dead Load = 10.65>12psf
Floor:
I joists at 16"oc
Dead Load = 12psf
Part. Load = IOpsf
Live Load = 40psf
Wind:
110 MPH Exp. B
Seismic:
Site Class
= D
Design Category = D
Use Group
= I
R
= 6.5
Ca
= 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 >
_ #lDF
GLB
= 24f -v4 for simple span
= 24f -v8 for cont. and cantilever.
Concrete:
f c
= 2500psi
Rebar
= Grade 60
11/16/23,1:02 PM U.S. Seismic Design Maps
USGS web services were down for some period of time and as a result this tool wasn't operational, resulting in timeout error.
USGS web services are now operational so this tool should work as expected.
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CALIFOflNIp Z
16301 Greenbrier St SE, Yelm, WA 98597, USA
Latitude, Longitude: 46.942569, -122.595065
1 creek to
Laser Studio
z Angela's Elite Grooming
e
Fart SteV6fis
le Elementary School
Map data 02023
I Date 11/16/2023, 1:01:40 PM
i
Design Code Reference Document ASCE7-16
Risk Category II
Site Class D - Stiff Soil
Type Value Description
Ss 1.285 MCER ground motion. (for 0.2 second period)
S1 0.464 MCER ground motion. (for 1.0s period)
i
SMS 1.285 Site -modified spectral acceleration value
SM1 null -See Section 11.4.8 Site -modified spectral acceleration value
SDs 0.857 Numeric seismic design value at 0.2 second SA
I SD1 null -See Section 11.4µ8 Numeric seismic design value at 1.0 second SA
Type Value Description
SDC null -See Section 11.4.8 Seismic design category
Fa 1 Site amplification factor at 0.2 second
Fv null -See Section 11.4.8 Site amplification factor at 1.0 second
PGA 0.504 MCEG peak ground acceleration
E
i
FPGA 1.1 Site amplification factor at PGA
PGAM 0.555 Site modified peak ground acceleration
TL 16 Long -period transition period in seconds
SsRT 1.285 Probabilistic risk -targeted ground motion. (0.2 second)
SsUH 1.415 Factored uniform -hazard (2% probability of exceedance in 50 years) spectral acceleration
3 SsD 1.5 Factored deterministic acceleration value. (0.2 second)
S1RT 0.464 Probabilistic risk -targeted ground motion. (1.0 second)
S1 UH 0.52 Factored uniform -hazard (2% probability of exceedance in 50 years) spectral acceleration.
S1 D 0.621 Factored deterministic acceleration value. (1.0 second)
PGAd 0.504 Factored deterministic acceleration value. (Peak Ground Acceleration)
https://www.seismicmaps.org 1/3
ps30
Pitch
Roof
Wall
2:12
-7.2
17.76
3:12
-6.5
19.65
4:12
-5.7
21.5
5:12
-0.5
21.4
6:12
6.87
20.3
>7:12
13.3
19.4
LATERAL DESIGN
Wind Loading:
ps=XKztPs30
ASD ps = .6 AKnPs30
Wind Speed
Exposure
Roof Pitch
A= 1
Kn = 1
Simplified (ASCE 7-16 Chapter 28 Part 2)
110 mph
B
5:12
ps30 = -0.5 (Roof)
21.4 (Wall)
ASD
PS = -0.3 (Roof)
12.8 (Wall)
Ps=
PS =
Seismic Loading: Section 12.4,12.8ASCE7-16
Eh=rQh Qh=V
V= CSW
CS=SDs/1.4R
E=(1.3SDs/1.4R)W
SDs 0.857
Minimum Loading
8.0 (Roof)
16.0 (Wall)
(ASD) Minimum Loading
4.8 (Roof)
9.6 (Wall)
R = 6.5 (Wood Shear Wall)
R = 1.5 (Cantilever Column)
V= 0.122 Wt. (Wood Shear Wall)
V= 0.531 Wt. (Cantilever Column)
r=1.3
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Wind
Upper Plate Height
8.1 Roof
4.8
Main Plate Height
9.1 Walls
12.8
Floor Depth
1
Dlaphragm
Roof Ht. Wind Load
Length
Total Load
1-2 Roof 5.5 1.4 96.2
35.0
3365.6
Upper 0 122.9
38.0
4669.4
SUM
8035.0
Roof Ht. Wind Load Length Total Load
A-8 Roof 0.5 3.8 102.2 28.0 2862.7
Upper 0 122.9 30.0 3686.4
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Table 1. Recommended Allowable Design Values for APA Portal Frame Used on a Rigid -Base
Minimum Width Maximum Height Allowable Design (ASD) Values per Frame Segment
(in.) (ft) Shear[O) (Ibi) Deflection (in.) Load Factor
8 850 0.33 3.09
16 -
10
0.44 2.97
8 li7$ 0.38 2.88
24
10 1,125 0.51 3.42
Foundation for Wind or Seismic Lc adine".'Xds
(a) Design values are based on The use of Douglas -fir or Southern pine framing. For other species of framing, multiply the above shear design value by
the specific gravity adjustment factor = (1 - (0.5 - SG)), where SG = specific gravity of the actual framing- This adjustment shall not be greater than
1.0.
(b) For construction as shown in Figure 1.
(c) Values are for a single portal -frame segment (one verficol leg and o portion of the header)- For multiple portal -frame segments, the allowable shear
design values are permitted to be multiplied by the number of frame segments (e.g., two = 2x, three = 3x, etc.).
(d) interpolation of design values for heights between 8 and 10 feet, and for portal widths between 16 and 24 inches, is parm itted-
(e) The allowable shear design value 1s permitted to be multiplied by a factor of 1-4 for wind design.
(f) If story drift is not a design consideration, the tabulated design shear voIues ore permitted to be multiplied by a factor of 1.15. This factor is permit led
to be used cumuIotivelywith the wind -design adjustment factor in Footnote (el above.
Figure 1. Construction Details for APA Portal -Frame Design with Hold Downs
Extent of header with double portal frames (two braced wall panels)
Extent of header with single portal frame
(one braced wall panels]
2' to 18' rough width of opening
for single or double portal
—f— ;
�Y
wail ,
height -
Min foatin size under opening is 12" x 12'. A turned -down
slab sholI �e permitted or door openings.
Min (1 ) 518' diameter anchor bolt installed per IRC R403-1-6 -
with 2' x 2' x 3116' plole washer
Header to jock -stud strop
per wind design min 1000 Ibf
on both sides of opening
opposite side of sheathing
Fasten top plate to header
with two rows of 16d
sinker nails at 3' o.c- typ
Min. 3/5' wood structural
panel sheathing
If needed, panel splice edges
shall occur over and be
noiled to common blocking
within middle 24" of portal
height. One raw of 3' a. c.
nailing is required in each
panel edge.
Typical portal frame
construction
Klin double 2x4 post (king
and jack studl. Number of
jack studs per IRC tables
R502.5(1) & (2).
Min 1000 Ib hold-down
device (embedded into
concrete and nailed
into framing)
2 Q 2014 APA -The Fnktrce, re,
%k, arlAssa :a[t
Won. 3' x 11-114' net header
•
steel header not allowed
.. —
Fasten sheathing to header with 8d common or
12'
galvanized box nails of 3' grid pattern as shown
max
total
wall
;;
Header to jack -stud strop per wind design.
height
Min 1000 1 b on both sides of opening opposite
: a
side of sheathing -
10,
—
Min. double 2x4 framing covered with min 318"
Max ;
thick wood structural panel sheathing with
height ..
8d common or galvanized box nails of 3" o.c.
in all framing (studs, blocking, and sills) typ.
—
Min length of panel per toble 1
-
Min (2) 3500 Ib strop -type hold-downs
r.:
(embedded into concrete and noiled into framing)
}.: _ : r-
-,-
Min reinforcing of foundation, one #4 bar
" 1 r
t
top and bottom of footing. Lap bars 15' min.
1 t
Min foatin size under opening is 12" x 12'. A turned -down
slab sholI �e permitted or door openings.
Min (1 ) 518' diameter anchor bolt installed per IRC R403-1-6 -
with 2' x 2' x 3116' plole washer
Header to jock -stud strop
per wind design min 1000 Ibf
on both sides of opening
opposite side of sheathing
Fasten top plate to header
with two rows of 16d
sinker nails at 3' o.c- typ
Min. 3/5' wood structural
panel sheathing
If needed, panel splice edges
shall occur over and be
noiled to common blocking
within middle 24" of portal
height. One raw of 3' a. c.
nailing is required in each
panel edge.
Typical portal frame
construction
Klin double 2x4 post (king
and jack studl. Number of
jack studs per IRC tables
R502.5(1) & (2).
Min 1000 Ib hold-down
device (embedded into
concrete and nailed
into framing)
2 Q 2014 APA -The Fnktrce, re,
%k, arlAssa :a[t
TYPICAL SHEAR WALL NOTES
Use 518" dia. by 10" Anchor Bolts (AB's) with single plates and 518" 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
3x3 x 114 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 518"
diameter Simpson Titen HG bolts with minimum of 4" embedment into the existing concrete.
All wall sheathing shall be 112" CDX plywood, 518" T1-11 siding, or 7115" OSB with exterior
exposure glue and span rated "SR 2410" or better. All free sheathing edges shall be blocked with 2x4
or 2x5 flat blocking except where noted on the drawings or below.
All nails shall be 8d or 10d common (8d common nails must be 0.131 inch diameter, Senco KC27
Nails are equivalent. If 10d 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 "Strang Tie" and shall be installed per the manufacture's recommendation.
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 l Od'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 IN 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 2018 IBC for additional information.
ALL WALL STUDS AND ROOF TRUSS TOP CHORDS AND SECONDARY FRAMING
LUMBER SHALL BE DOUG -FIR 42 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 l0d's shall be minimum of 3x flat.
IN
SHEAR WALL SCHEDULE
sheathing nailed with 8d's at 6" on center all edges.
HOLD DOWN SCHEDULE
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.
t jJj,, j HD U2 attaches to concrete foundation with a Simpson SSTS 16. HDU2 attaches to
double 2x studs or 4x or 6x stud with (6) Simpson SDS 114 X 3 Wood
Screws in wall above.
Vertical
Design
STRUCTURAL NOTES
General Notes:
These structural notes supplement the drawings. Any discrepancyfou nd 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
Desi n Criteria:
1. Live Load =
40 PSF (Floors)
=
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 -
2018 IBC Exposure B @ 110 mph
5. Earthquake -
2018 IBC
Site Class =
D
Design Cat. =
D
Use Group =
I
R =
6.5
Co -
4
Wo =
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:
All concrete work shall be per the 2018 IBC Chapter 19. Tolerances shall be per IBC Chapter
19, Section 07. Mixing, placement, and inspection shall be per Sections 03, 04, 05, and 06.
All reinforcing shall be ASTIVI A615 Grade 60 except as shown on the plans.
Concrete shall be in accordance with ASTM 150.
f'c = 2590 PSI @ 28 day
slump = 4" maximum, 6% Air entrained. In order to minimize shrinkage cracks recommend
that the wlc ratio be under 0.5.
Steel:
4. Garage slab and exterior slabs to have minimum thickness of 4" with 6x6 W 1.4x1.4 WW F
with vapor barrier. This is at the owner's option to reduce slab cracking. Crack control joints
the responsibility of the contractor. Recommend a maximum of 16'x15' grid oras required by
geom etry.
5. Install ufer rod as required by local jurisdiction coordinate with project electrician.
1. Anchor bolts shall be ASTM A307.
Camenfrtr:
1. 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.
Truss manufacturer to provide all over -framing as required per manufacturer's truss layout..
Coordinate with General contractor and 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 U480. Seethe 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 -
2,000,040 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 118" 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
60. 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
small 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 cornnectorlfastener 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 2018 IBC
for additional information.
13. All GWB to be installed per the IBC and Gypsum Association's publication for the Application
and Finishing of Gypsum Board, GA -216
Harafware:
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 PER TRUSS COMPANY
RECCMMENDATIONS. 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.
Ily
z
w
a
0
Precise Engineering
Multiple Simple Beam
Description
Wood Beam Design. A
Project Title:
Engineer:
Project ID:
Project Descr:
software
Printed: 2 DEC 2021, 10:14AM
INC. INS -2020, BWd:12.20.5.17
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16
SEAM Size:
4x8, Sawn, Fully Unbraced
2.000 ft in Span # 1
Fb : Allowable:
1,337.03 psi
0.000 in
Using Allowable Stress Design with ASCE 7-10 Load
Combinations, Major Axis Bending
Max tirlFvRatio =
Wood Species:
Douglas Fir - Larch
Wood Grade: No.2
49.86 psi at
0.040 ft in Span # 1
Fb - Tension
900 psi Fc - Prii 1350 psi Fv
180 psi Ebend- xx
1500 ksi Density
31.21 pcf
Fb - Compr
900 psi Fc - Perp 625 psi Ft
575 psi Eminbend - xx
580 ksi
Left Support
Applied Loads
0.75
Right Support
0+45
0.75
Unif Load: a = 0.0450,
S = 0.0250 kilt, Tdb=15.0 R
Design Summary
_-- D(0.2250) s o.37so
Max fblFb Ratio
= 0.197. 1
fb : Actual:
264.18 psi at 1.500 It in Span # 1
Fb: Allowable:
1,339.32 psi
Load Comb:
+D+S+H
Max fvlFvRatio = 0.154: 1
* 4x8
fv : Actual:
31.92si at 2.400 ft in Span # 1
p
3.❑ Pt
Fv: Allowable:
207.00 psi
Load Comb:
+D+S+H
Max Deflections
_
Max Reactions {k} P L Lr S W E H
Transient Downward 0.004 in
Total Downward
0.006 in
Left Support
0.34 0.56
Ratio 9317
Ratio
5823
Right Support
0.34 0.56
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 ND5 2018, IBC 2018, CBC 2019,
ASCE 7-16
BEAM Size:
U3, Sawn, Fully Unbraced
Using Allowable Stress Design with ASCE 7-10 Load
Combinations, Major Axis Bending
Woad Species :
Douglas Fir - Larch
Wood Grade: No.2
Fb - Tension
9130 psi Fc - Prll 1350 psi Fv
180 psi Ebend- xx
1500 ksi Density
31.21 pcf
Fb - Compr
900 psi Fc - Perp 625 psi Ft
575 psi Eminbend - xx
580 ksi
Applied Leads
Un if Load: D = 0.0150, 5 = 0.0250 klft, THb=15.0 R
Design Summary
Max fbfFb Ratio 0.351 • 1
fb : Actual :
469.64 psi at
2.000 ft in Span # 1
Fb : Allowable:
1,337.03 psi
0.000 in
Load Comb -
+D+S+H
Max tirlFvRatio =
0.240: 1
fv : Actual :
49.86 psi at
0.040 ft in Span # 1
Fv : Allowable:
207.00 psi
Load Comb:
+D+S+H
Max Reactions {k}
D L Lr
S W E H
Left Support
0.45
0.75
Right Support
0+45
0.75
D(0.2250) 5(0.3750)
4.8
— 40ft ---
Transient Downward 0.012 in
Ratio
3930
LC: S Only
Transient Upward
0.000 in
Ratio
9999
LC:
Total Downward 0.02D in
Ratio 2456
LC:+D+S+H
Total Upward 0.000 in
Ratio 9999
LC:
Precise Engineering Project Title:
Engineer:
Project ID:
Project Descr:
Printed: 2 DEC 2021, 10:14AM
Simple le Beam File: Big Fir Quit E.
P Sof m -m copyright ENERCALC, INC.1983-2020, Build: 12.20.5.17
is
Wood Beam Design: C
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16
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 klft, Trib=15.0 ft
Design Summary
Max fb/Fb Ratio = 0,351-1
fb : Actual :
469.64 psi at
2.000 ft in Span # 1
Fb: Allowable:
Fb: Allowable:
1,337.03 psi
Load Comb:
+D+S+H
Load Comb:
+D+S+H
0.110: 1
Max fviFvRatio =
0.240: 1
5.400 ft in Span # 1
Fv: Allowable:
fv : Actual:
49.66 psi at
0.000 ft in Span # 1
+D+S+H
Fv . Allowable:
207.00 psi
D L Lr
L
Load Comb:
+D+S+H
0.30
Max Reactions (k)
D L Lr
S W F H
Left Support
0.45
0.75
Right Support
0.45
0.75
Wood Beam Design: D
�i0 225Q $�_3750�,_.
4x8
i 4-Q tt
Transient Downward 0.012 in
Ratio 3934
LC: S Only
Transient Upward 0.004 in
Ratio 9999
LC:
Total Downward 0.020 in
Ratio 2456
LC: +D+S+H
Total Upward 0.000 in
Ratio 9999
LC:
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7.16
SEAM 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
llnif Load: D = 0. 0150, S = 0.0250 klft, Trib= 4.0 ft
design Summary
Max fb/Fb Ratio = 0.211-1
fb : Actual :
281.79 psi at
3.400 ft in Span # 1
Fb: Allowable:
1,333.02 psi
Load Comb:
+D+S+H
Max fv/FvRatio =
0.110: 1
fv : Actual -
22.70 psi at
5.400 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
0.18
0.30
Right Support
0.18
0.30
❑ 0.060 S 0.1 O
4x8
6.0 ft
r �
H Transient Downward 0.016 in
T Ratio 4367
LC: S Only
Transient Upward 0.000 in
Ratio 9999
LC:
Total Downward 0.026 in
Ratio 2729
LC:+D+S+H
Total Upward 0.000 In
Ratio 9999
LC:
r
fy
JIL
AL
O a to
Q lu
Z lus
U
[n L
LU 0LU
�^
° �0
C K1
8alseCascade Single 11-718" BCI@ 6000-1.8 DF PASS O
J01 (Joist)
BC CALCI] Member Report
Dry 12 spans I No cant. 116 OCS j Repetitive I Glued & nailed December 2, 2021 10:29:34
Build 8104
3081 179
Job name-
File name.
Address:
Description:
City, State, Zip:
_ Specifier:
Customer:
Designer: Harold Hahnenkratt
Code reports: ESR -1336
Company: Precise Engineering Inc
r r Y ■ • r ■ r r ■ r r r TIT ■ ■ r T •
09.09 -DO 18-03.00
61 B2
Total Horizontal Product Length = 28-0040
Reaction Summary (Down 1 Uplift) (lbs)
Bearing Live Dead Snow Wind
s
4
3
I v
B3
Roof Live
B1, 4"
3081 179
1810
0/16
B2, 5-112"
123310
33810
5010
63, 2"
518/13
54010
50010
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 (lb1ft2) L
00-00-00 28-00-00
Top
40 12
16
2 pART
Unf. Area
(lb/ft') L
00-00-00 28-00-00
Top
10
16
3 Wali
Conc. Lin.
{lb/ft} L
27-00-00 27-00-00
Top
96
16
4 Upper Roof
Conc. Lin.
(ib/ft) L
27-00-00 27-00-00
Top
218
363 16
5 Low Roof
Conc. Lin.
(Ib/ft) L
27-00-00 27-00-00
Top
22
38 16
Controls Summary
Value
%Q Allowable Duration
Case
Location
Pos. Moment
2591 ft -lbs
63.8%
100%
3
20-07-11
Neg. Moment
-2532 ft -lbs
62.4%
100%
1
09-09-00
End Reaction
1304 lbs
91.6%fl
115%
7
28-00-00
Int. Reaction
1571 lbs
54.2%
100%
1
09-09-00
End Shear
1293 lbs
67,1%
115%
7
27-10-00
Cont, Shear
893 lbs
53.3%
100%
1
09-11-12
Total Load Deflection
LJ550 {0,396"}
43.6%
nla
3
19-07-13
Live Load Deflection
L1726 (0.3")
66.2%
n1a
10
19-04-13
Total Neg. Defl.
U999 (-0.048")
nla
nla
3
05-11-05
Max Defl.
0.396"
39.6%
nla
3
19-07-13
Span 1 Depth
18.3
% Allow % Allow
Bearing Supports
Dim. (LxW)
Value
Support Member
Material
131 Wall/Plate
4" x 2-5116"
326 lbs
8.7% 22.9%
Hem -Fir
B1 Uplift
161lbs
B2 Wall/Plate
5-112" x 2-5116"
1571 lbs
19.8% 542%o
Douglas Fir
B3 Hanger
2" x 2-5116"
1304 lbs
nla 91.6%
Hanger
BC FloorValue® Summary
BC FloorValue®: Subfioor: 314" OSB, Glue + Nail
Minimum Enhanced Premium Subfloor Rating; Premium
Controlling Location: 20-01-07
Page 1 of 2
Boke cascade Si n g le 11-718" BC 10 6000-1,8 D F
N 4WD�o m
J01 (Joist)
BC CALL® Member Report Dry 12 spans I No cant. 116 OCS I Repetitive f Glued & nailed December 2, 2021 10:29:34
Build 8144
Job name: File name:
Address: Description:
City, State, Zip: Specifier:
Customer: Designer: Harold Hahnenkratt
Code reports: ESR -1336 Company: Precise Engineering Inc
Cautions
Uplift of -161 lbs found at bearing B1.
Notes
Design meets Code minimum (L1240) Total load deflection criteria..
Design meets User specified (L/480) Live load deflection criteria.
Design meets arbitrary (1") Maximum Total load deflection criteria.
Hanger Manufacturer: Simpson Strong -Tie, Inc.
BC CALC® analysis is based on IBC 2415.
Composite El value based on 3!4" thick OSB sheathing glued and nailed to member.
Design based on Dry Service Condition.
Calculations assume member is fully braced.
Disclosure
Use of the Boise Cascade Software is
subject to the terms of the End User
License Agreement (EU LA).
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 woad 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 , AJS-,
ALLJOISTO , BC RIM BOARD-, 13GI0 ,
BOISE GLULAMTm, BC FloorValue&,
VERSA -LAMS, VERSA -RIM PLUS@ ,
Page 2 of 2
Boise Cascade' Single 11-718" 6CID5000-1.7 DF PASSED
��VTT��VTT`%%%%%% F4Ltiff^E^nGDCc-�,_'•5
J01 (Joist)
BC CALCO Member Report
Dry 12 spans I No cant, 116 OCS I Repetitive I Glued & nailed December 2, 2021 1026:24
Build 8104
Job name:
File name:
Address:
Description:
City, State, Zip:
Specifier:
Customer:
Designer: Harold Hahnenhratt
Code reports: ESR -1336
Company: Precise Engineering Inc
■ + V I V I r ■ ■ r r r ■ ■ V1. I ■ r r ■ ■ ♦ ■
09.09.00
18-03-00
B1
B2
B3
Total Horizontal Product Length
= 28-00-00
Reaction Summary (Down 1 Uplift)
(lbs)
Bearing
Live
Dead
SnowWind
Roof Live
B1, 4"
3081181
31 10
B2, 5-112"
123510
296/0
63,2"
517113
12110
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 {Iblfix}
L
00-00-00 28-00-00
Top
40 12 16
2 pART
Unf. Area (lb/ft')
L
00-00-00 28-00-00
Top
10 16
Controls Summary
Value
%Allowable Duration
Case
Location
Pos. Moment
2398 ft -lbs
76.1%
100%
3
20-04-12
Neg. Moment
-2428 ft -lbs
77.1%
100%
1
09-09-00
End Reaction
638 lbs
59.7%
100%
3
28-00-00
Int. Reaction
1532 lbs
60.7%
100%
1
09-09-00
End Shear
624 lbs
38.4%
100%
3
27-10-00
Cont. Shear
865 lbs
53.2%
100%
1
09-11-12
Total Load Deflection
LI518 [0.421"}
46.4%
nla
3
19-04-13
Live Load Deflection
U633 (0.344")
75.8%
nla
6
19-04-13
Total Neg. Defl.
U999 (-0.053")
Ma
nla
3
05-11-05
Max Defl.
0.421"
42.1%
nla
3
19-04-13
Span 1 Depth
18.3
% Allow % Allow
Bearing Supports
Dim. (LxW)
Value
support Member
Material
131 Wall/Plate
4" x 2"
339 lbs
10.5% 23.8%
Hem -Fir
B1 Uplift
150lbs
B2 Wa€l[Plate
5-112" x 2"
1532 lbs
22.3% 60.7%
Douglas Fir
B3 Hanger
2" x 2"
638 lbs
nla 59.7%
Hanger
BC FloorValue® Summary
BC FloorValue®: Subfloors 314" OSB, Glue + Nail
Minimum Enhanced Premium Subfloor Rating' Premium
Controlling Location: 18-09-14
Cautions
Uplift of -150 lbs found at bearing B1.
Page 1 of 2
tsh
mksecascade Single 11-71$" BCI@ 5000-1.7 DF PJ�SSED
e-�rte�nnnpo moatrs
J01 (Joist)
BC CAI.C® Member Report Dry 12 spans I No cant. 116 CCS I Repetitive I Glued & nailed December 2, 2021 10:26:24
Build 8104
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 Code minimum (Ll240) Total load deflection criteria.
Design meets User specified (LI480) Live load deflection criteria.
Design meets arbitrary (1") Maximum Total load deflection criteria.
Hanger Manufacturer: Simpson Strong -Tie, Inc.
BC CALCE) analysis is based on IBC 2015.
Composite EI value based on 314" thick 0S13 sheathing glued and nailed to member.
Design based on Dry Service Condition,
Calculations assume member is fully braced.
Disclosure
Use of the Boise Cascade Software is
subject to the terms of the End User
License Agreement (FULA).
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 [Bfl0)232-0788
before installation.
BC CALC@, BC FRAMER] , AJS-,
ALLJOISTO , BC RIM BOARDIm, BCI®,
BOISE GLULAMw, BC FloorValue@ ,
VERSA-I.AMIO), VERSA -RIM PLUS®,
Page 2 of 2
Base Cascade I Single 11-718" BCI® 6000-1.8 DF PASSE❑
[.Y.. !._£uf: .���•� as-. _..'�
J01 (Joist)
BC CALL® Member Report
Dry 12 spans I No cant. j 16 DCS I Repetitive I Glued & nailed December 2, 2021 10:34:10
Build 8104
5
Job name:
File name:
Address:
4
Description:
City, State, Zip:
Specifier:
Customer:
Designer: Harold Hahnenkratt
Code reports: ESR -1336
r r r r r
Company: Precise Engineering Inc
BC F1oorValue® Summary _
BC FloorValueg: Subfloor: 314" OSB, Glue + Nail
Minimum Enhanced Premium Subfloor Rating. Premium
Controlling Location: 20-01-00
Page 1 of 2
5
4
3
r . .
r r 2 r I r
r r r r r
r r I. r r
r .
r r r1
. . 11, r .
r r r r r
. r r . r r
12.05.04
15-0&12
B1
B2
B3
Total Horizontal Product Length
= 26-00-00
Reaction Summary (Down 1 Uplift) (lbs)
Bearing
Live _ Dead
Snow
Wind
Roof Live
B1, 4"
381 /84 64/0
018
B2, 5-112"
114310 30810
41 10
133, 4"
461 134 52310
50310
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 (Iblft2) L
00-00-00 28-00-00
Top 40 12
16
2 pART
Unf. Area (lblft2) L
00-00-00 28-00-00
Top 10
16
3 Wall
Conc. Lin. (lb1ft) L
27-00-00 27-00-00
Top 96
16
4 tipper Roof
Conc. Lin. (lb/ft) L
27-00-00 27-00-00
Top 218
363 16
5 Low Roof
Conc. Lin. (Ib1ft) L
27-00-00 27-00-00
Top 22
38 16
Controls Summary
value % Allowable Duration
Location
Pos. Moment
1922 ft -lbs 47.3%
100%
_Case
3 21-07-01
Neg. Moment
-2002 ft -lbs 49.3%
100%
1 12-05-04
End Reaction
1246 lbs 76.0%
115%
7 28-00-00
Int. Reaction
1452 lbs 50.1%
100%
1 12-05-04
End Shear
1224 lbs 63.5%
115%
7 27-08-00
Cont. Shear
765 lbs 45.7%
100%
1 12-08-00
Total Load Deflection
0824 (0.223") 29.1%
nla
3 20-06-14
Live Load Deflection
L/1073 (0,171") 44.7%
Ma
10 20-06-14
Total Neg. Defl.
L1999 (-0.038") nla
nla
3 07-10-12
Max Defl.
0.223" 22.3%
nla
3 20-06-14
Span I Depth
15.5
% Allow % Allow
Bearing Supports
Dim. (LxW) Value
Support Member
Material
B1 Wall/Plate
4" x 2-5116" 445 lbs
11.9% 31.2%
Hem -Fir
B2 Wall/Plate
5-112" x 2-5116" 1452 lbs
18.3% 501%
Douglas Fir
B3 Wall/Plate
4" x 2-5116" 1246 lbs
33.3% 76.0%fl
Hem -Fir
BC F1oorValue® Summary _
BC FloorValueg: Subfloor: 314" OSB, Glue + Nail
Minimum Enhanced Premium Subfloor Rating. Premium
Controlling Location: 20-01-00
Page 1 of 2
13dseCascacW Single 11-718" BCl® 6000-1.8 DF
cx NnDwoosvno TS
J01 (Joist)
BC CALL® Member Report Dry 12 spans I No cant. 116 OCS I Repetitive I Glued & nailed December 2, 2021 10;34:10
Build 8104
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 Code minimum (L1240) Total load deflection criteria.
Design meets User specified (L1480) Live load deflection criteria.
Design meets arbitrary (11") Maximum Total load deflection criteria.
BC CALL® analysis is based on IBC 2015.
Composite El value based on 314" thick OSB sheathing glued and nailed to member.
Design based on Dry Service Condition.
Calculations assume member is fully braced.
Disclosure
Use of the Boise Cascade Software Is
subject to the terms of the End User
License Agreement (EUtA).
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 cede -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 CALCA7, BC FRAMERO , AJS-,
ALLJOIST@ , BC RIM BOARDTIA, BCI®,
BOISE GLULAM-, BC FloarValue@ ,
VERSA-LAMO, VERSA -RIM PLUS0 ,
Page 2 of 2
Boise cascade' Single 11-718" BCI@ 6000-1.8 DF PAsS�D
J01 (Joist)
BC CALCO Member Report Dry 12 spans I No cant, 116 OCS I Repetitive I Glued & nailed December 2, 2021 10:35:03
Build 8104
Job name: • File name:
Address: Description:
City, State, Zip: Specifier:
Customer: Designer: Harold Hahnenkratt
Code reports: ESR -1336 Company: Precise Engineering Inc
■ ■ • r r r • r r r r • r .I ■ 2 r r
BC FloorValue® Summary
BC FloorValueO: Subfloor: 314" OSB, Glue + Nail
Minimum Enhanced Premium Subfloor Rating: Premium
Controlling Location: 20-01-00
Notes
Design meets Code minimum (U240) Total load deflection criteria.
Design meets User specified (U480) Live load deflection criteria.
Design meets arbitrary (1") Maximum Total load deflection criteria.
BC CALCO analysis is based on IBC 2015.
Composite EI value based on 314" thick OSB sheathing glued and nailed to member,
Design based on Dry Service Condition.
Calculations assume member is fully braced.
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 CALCI, BC FRAMER®, AJST",
ALLJOIST@), BC RIM BOARDTM, ,10,
BOISE GLULAMT , BC FloorValue4 ,
VERSA -LAMS, VERSA -RIM PLUS9)
12.05.04
r r
r r r r r r
B1
B2
Supports
B3
Value
Total Horizontal
Product Length
= 28-00-00
i
BC FloorValue® Summary
BC FloorValueO: Subfloor: 314" OSB, Glue + Nail
Minimum Enhanced Premium Subfloor Rating: Premium
Controlling Location: 20-01-00
Notes
Design meets Code minimum (U240) Total load deflection criteria.
Design meets User specified (U480) Live load deflection criteria.
Design meets arbitrary (1") Maximum Total load deflection criteria.
BC CALCO analysis is based on IBC 2015.
Composite EI value based on 314" thick OSB sheathing glued and nailed to member,
Design based on Dry Service Condition.
Calculations assume member is fully braced.
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 CALCI, BC FRAMER®, AJST",
ALLJOIST@), BC RIM BOARDTM, ,10,
BOISE GLULAMT , BC FloorValue4 ,
VERSA -LAMS, VERSA -RIM PLUS9)
12.05.04
15-M12
B1
B2
Supports
B3
Value
Total Horizontal
Product Length
= 28-00-00
B1
Reaction Summary
(Down 1 Uplift) (lbs)
452 lbs
12,1%
31.7%
Bearing
Live Dead
Snow
--Wind Roof Live
B1, 4"
381 184 71 10
48.9%
Douglas Fir
B3
132, 5-112"
114310 27414
563 lbs
15.0%
39.5%
B3, 4"
461/34 10210
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 (lblft2) L
00-00-00 28-00-00
Top
40 12 16
2 pART
Unf. Area (lb/ft') L
00-00-00 28-00-00
Top
10 16
Controls Summary
value % Allowable Duration
Case
Location
Pos. Moment
1768 ft -lbs 43.5%
100%
3
21-02-03
Neg. Moment
-1916 ft -lbs 47,2%
1 DO%
1
12-05-04
End Reaction
563 lbs 39.5%
100%
3
28-00-00
Int. Reaction
1418 lbs 48.9%
100%
1
12-05-04
End Shear
535 lbs 32.0%
100%
3
27-08-00
Cont. Smear
738 lbs 44.1%
100%
1
12-08-00
Total Load Deflection
U898 (0.204°) 26.7%
nla
3
20-06-14
Live Load Deflection
U1073 (0.171") 44.7%
rola
6
20-06-14
Total Neg. Defl.
U999 (-0.035") nla
nla
3
07-11-10
Max Deft.
0,204" 20.4%
nla
3
24-06-14
Span I Depth
15.5
BC FloorValue® Summary
BC FloorValueO: Subfloor: 314" OSB, Glue + Nail
Minimum Enhanced Premium Subfloor Rating: Premium
Controlling Location: 20-01-00
Notes
Design meets Code minimum (U240) Total load deflection criteria.
Design meets User specified (U480) Live load deflection criteria.
Design meets arbitrary (1") Maximum Total load deflection criteria.
BC CALCO analysis is based on IBC 2015.
Composite EI value based on 314" thick OSB sheathing glued and nailed to member,
Design based on Dry Service Condition.
Calculations assume member is fully braced.
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 CALCI, BC FRAMER®, AJST",
ALLJOIST@), BC RIM BOARDTM, ,10,
BOISE GLULAMT , BC FloorValue4 ,
VERSA -LAMS, VERSA -RIM PLUS9)
% Allow
% Allow
Bearing
Supports
Dim. (LxW)_
Value
Support
Member
Material
B1
Wall/Plate
4" x 2-5116"
452 lbs
12,1%
31.7%
Hem -Fir
B2
Wall/Plate
5-112" x 2-5116"
1418 lbs
173%
48.9%
Douglas Fir
B3
Wall/Plate
4" x 2-5116"
563 lbs
15.0%
39.5%
Hem -Fir
BC FloorValue® Summary
BC FloorValueO: Subfloor: 314" OSB, Glue + Nail
Minimum Enhanced Premium Subfloor Rating: Premium
Controlling Location: 20-01-00
Notes
Design meets Code minimum (U240) Total load deflection criteria.
Design meets User specified (U480) Live load deflection criteria.
Design meets arbitrary (1") Maximum Total load deflection criteria.
BC CALCO analysis is based on IBC 2015.
Composite EI value based on 314" thick OSB sheathing glued and nailed to member,
Design based on Dry Service Condition.
Calculations assume member is fully braced.
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 CALCI, BC FRAMER®, AJST",
ALLJOIST@), BC RIM BOARDTM, ,10,
BOISE GLULAMT , BC FloorValue4 ,
VERSA -LAMS, VERSA -RIM PLUS9)
Boise Cascade' I Single 11-718" BCI® 6000-1.8 DF pASSEo
J03 (Joist)
BC CALL® Member Report Dry 1 1 span I No cant. 116 OCS j Repetitive I Glued & nailed December 2, 2021 10:55:59
Build 8104
Job name: File name:
Address: f` _/I Description:
City, State, Zip: Specifier:
Customer: Designer: Harold Hahnenkratt
Code reports: ESR -1336 Company: Precise Engineering Inc
k
B1
05-00-90
Total Horizontal Product Length = 05-00-00
B2
Reaction Summary (Down 1 Uplift) (Ibs)
a
3
r • r . r21 r r • •
• r r • r • r r
• • r r1
• • • r r r •
• r r r r • • • r
05-00-90
Total Horizontal Product Length = 05-00-00
B2
Reaction Summary (Down 1 Uplift) (Ibs)
Bearing
Live dead
Snow
Wind
Roof Live
B1, 2"
161/0 10510
7614
82, 4"
17210 39410
40810
Load Summary
Live Dead
Snow Wind Roof
oc5
Live
Tag Description
Load Type Ref.
Start End
Loc.
100% 90%
115% 160% 125%
1 Standard Load
Unf. Area (Iblft') L
00-00-00 05-00-00
Top
40 12
16
2 Part
Unf, Area (lb/ft') L
00-00-00 05-00-00
Top
10
16
3 wall
Conc. Lin. (lb/ft) L
04-00-00 04-00-00
Top
96
16
4
Conc. Lin. (lb/ft) L
04-00-00 04-00-00
Top
218
363
16
Controls Summary
Value % Allowable Duration
Case
Location
Pos. Moment
577 ft -lbs 12.4%
115%
2
04-00-00
End Reaction
829 lbs 50.6%
115%
3
05-00-00
End Shear
807 lbs 41.9%
115%
3
04-08-00
Total Load Deflection
LJ999 (0.013") Ma
nla
3
03-01-08
Live Load Deflection
1J999 (0,007") Ma
nla
6
02-11-10
Max Defl.
0.013" Ma
nla
3
03-01-08
Span 1 Depth
4.7
% Allow % Allow
Bearing Supports Dim. (LxW) Value Support Member Material
B1 Hanger 2" x 2-5116" 266 lbs nla 21.5% Hanger
B2 Wall/Plate 4" x 2-5116" 829 lbs 22.1% 50.6% Hem -Fir
BC FloorValue® Summary
BC FloorValue®: Subfloor: 314" OSB, Glue + Nail
Minimum Enhanced Premium Subfloor Raking: Premium
Controlling Location: 03-06-14
Notes
Design meets Code minimum (LI240) Total load deflection criteria.
Design meets User specified (L1480) Live load deflection criteria.
Design meets arbitrary (1" ) Maximum Total load deflection criteria.
Hanger Manufacturer: Simpson Strong -Tie, Inc.
BC CALC@) analysis is based on IBC 2015,
Composite EI value based on 314" thick OSB sheathing glued and nailed to member.
Design based on Dry Service Condition.
Calculations assume member is fully braced.
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 CALCV, BC FRAMER(&, AJSTM,
ALLJOIST@ , BC RIM BOARDTM, BCI@) ,
BOISE GLULAMT , BC FloorValue@) ,
VERSA -LAM@), VERSA -RIM PLUS®,
Precise Engineering
Multiple Simple Beam
Description : Upper Floor
Wood Beam Design: A
1:31=AM Size : 5.25xl 1 .875, VersalLam, Fi
Using Allowable Stress Design i
Wood Species : Boise Cascade
Fb-Tension 2800 psi Fc -Prll
Fb - Cam pr 2800 psi Fc - Perp
Applied Loads
Unit load: D=0.0150, S = 0.0250 kilt, Tdb= 3.0 ft
Unit Load: D = 0.0960 kl% Trib= 1.0 ft
Ur it Load: D = 0.0220, L = 0.040 kilt, Trib= 0.670 ft
Unit Load: D = 0.0 160, S = 0.0250 kift, Trib=1.0 ft
Design Summar
Max fbiFb Ratio = 0.344; 1
Project Title:
Engineer:
Project ID:
Project Descr:
software
Printed: 2 DEC 2021, 3:33PM
INC. 1983-2020. Bulld:12.20.5.17
Calculations per NDS 2018, IBC 2018, GEC 2019, ASCE 7-16
ASCE 7-10 Load Combinations, Major Axis Bending
Wood Grade : Versa Lam 2.0 2800 West
3000 psi Fv 285 psi Ebend- xx 2004 ksi Density 41.76 pct
750 psi Ft 1950 psi Eminbend - x)'530120482 ksi
fb : Actual :
1,066.38 psi at
9.000 ft in Span # 1
Fb: Allowable:
3,104.23 psi
S = 0.0250 loft, 17.0 to 18,0 ft, Trib= 6.50 H
Load Comb:
+D+S+H
Ratio
Max fv/FvRatio T
0.160: 1
lb: Actual :
fv : Actual :
52.37 psi at
0.000 ft in Span # 1
Fv: Allowable:
327.75 psi
Max fviFvRatio =
Load Comb:
+D+S+H
224.44 psi at 17,040 ft in Span # 1
Max Reactions (k)
o L Lr
S W E
Left Support
1.54 0.24
0.90
Right Support
1.54 0.24
0.90
Wood Beam Design _:i3
BEAM Size
Wood Species:
Fb - Tension
Fb - Compr
5.25x11.875
-- 18.0 ft
Max Deflections
H Transient Downward 0.245 in Total Downward 0.439 in
Ratio 1051 Ratio 492
LC: +L+S LC: +D+S+H
Transient Upward 0.000 in Total Upward 0.000 in
Ratio 9999 Ratio 9999
LC: LC:
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16
1.75x11.875, VersaLam, Fully Braced
Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending
Boise Cascade Woad Grade: Versa Lam 20 2800 West
2,800.0 psi Fc - Prll 3,000.0 psi Fv 285.0 psi Ebend- xx 2,000.0 ksi Density 41.760 pcf
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
Unit Load: D = 0.0960 klft,17.0 to 11$.0 ft, Trib= 1.0 ft
Unit toad: D = 0.0150,
S = 0.0250 loft, 17.0 to 18,0 ft, Trib= 6.50 H
Point: D =1.140, S =1.90 k (0717,0 ft
Design Summar•
Ratio
Max fb/Fb Ratio
= 0.415. 1
lb: Actual :
1,162.16 psi at 9.840 ft in Span # 1
Fb : Allowable:
2,80000 psi
Load Comb:
+D+L+H
Max fviFvRatio =
0.685: 1
fv : Actual :
224.44 psi at 17,040 ft in Span # 1
Fv : Allowable:
327.75 psi
Load Comb:
+D+S+H
Max Reactions (k)
D i Lr S W E
Left Support
0.33 0.48 0.11
Right Support
1.53 0.48 1.95
__PJ4.02926 L 0.05320 D(0.07 1825)
1.75x11.875
18.0 ft
r -
Max Deflections
H Transient Downward
0.401 in
Total Downward
0.532 in
Ratio
538
Ratio
405
LC: +L+S
C: +D+0.750L+0.7505+H
Transient Upward
0.000 in
Total Upward
0.000 in
Ratio
9999
Ratio
9999
LC:
LC:
Precise Engineering Project Title:
Engineer:
Project ID:
Project Descr:
Printed: 2 DEC 2021, 3:33PM
Multiple1 Simple Beam .e: Big Fir urt E.ec6
Software coavri®ht ENERCALC, INC. 1983-2020. Bu11d:12.20.5.17
Wood Beam Design: C
BEAM Size . 5.5x'19.5, GLB, Full
Using Allowable Stress
Calculations per NDS 2018, IBC 2018, CIBC 2019, ASCE 7.16
with ASCE 7-10 Load Combinations, Major Axis Bending
Wood Species: DF/DF Wood Grade: 24F - V4
Fb - Tension 2,400.0 psi Fc - Prll 1,650.0 psi Fv 265.0 psi Ebend- xx 1,800.0 ksi
Fb - Compr 1,850.0 psi Fc - Perp 650.0 psi Ft 1,100.0 psi Eminbend - xx 950.0 ksi
Applied toads
Unif Load: D = 0. 0150, S = 9.0250 klft, 0.0 ft to 2.50 ft, Tdb= 10.0 ft
Unif Load: D = 0.4060, L = 0.390, S = 0.3750 klft, 2.50 to 8.750 ft, Tdb= 1.0 ft
Unif Load: D = 0.0220, L = 0.040 klft, 8.670 to 19.0 ft, Tdb= 9.0 ft
Unif Load: D = 0.1410, S = 0.0750 kfft, 8.670 to 19.0 ft, Tdb= 1.0 It
Point: D = 4.540, L = 0.240, 5 = 0.90 k @ 2.50 ft
Point: D =1.530, L = 0.480, 5 =1.950 k @ 8.670 ft
Unif Load: D = 0.0 150, S = 0.0250 kfft, 2.50 to 19.0 ft
Design Summary
Max fb/Fb Ratio =
0.731 1
fb : Actual:
1,928.21 psi at 8.677 ft in Span # 1
Fb. Allowable:
2,636.96 psi
Load Comb -
+D+0.750L+0.750S+H
Max fvlFvRatio =
0.486:1
fv. : Actual:
147.98 psi at 0.000 ft in Span # 1
Fv: Allowable:
304.75 psi
Load Comb:
+D+0.7501 -+0.7505+H
Density 31.290pcf
ro 50)
Dt0.15p
5.5x19.5 ;*
19.0 ft
Max Reactions (k) D L Lr S W E H Transient Downward 0.398 in Total Downward 0.564 in
Left Support 5.37 3.20 4.47 Ratio 573 Ratio 403
Right Support 4.37 3.68 2.54
LC: +L+S .C: +D+0.7561 -+0.1505+H
Transient Upward 0.000 in Total Upward 4,000 in
Ratio 9999 Ratio 9999
LC: LC:
Wood Beam Design: D
_ Calculations per Nos 2018, IBC 2018, CBC 2019, ASCE 7.16
BEAM Size: 3.5x92, GLB, Fully Unbraced
Using A]lowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending
Wood Species: DF/DF Woad Grade: 24F - V4
Fb - Tension 2400 psi Fc - Prll 1650 psi Fv 265 psi Ebend- xx
Fb - Compr 1850 psi Fc - Perp 650 psi Ft 1100 psi Eminbend - xx
Applied Loads
Unif Load: D = 0.0150,
S = 0.0250 kift, Trib= 2.670 ft
Design Summary
Max fblFb Ratio
= 0.209-1
fb : Actual:
503.60 psi at 8.125 ft In Span # 1
Fb: Allowable:
2,410.92 psi
Load Comb:
+D+S+H
Max fvlFvRatio =
0.089: 1
fv : Actual:
27.27 psi at 15.275 ft in Span # 1
Fv: Allowable:
304.75 psi
Load Comb:
+D+S+H
Max Reactions (k)
0 L Lr 5 W E
Left Support
0.33 0.54
Right Support
0.33 0.54
1800 ksi Density 31.21 pcf
950 ksi
D(0.D4005) S[0.06675
3.5x12
16.250 ft
Max Deflections
H Transient Downward 0.196 in Total Downward 0.186 in
Ratio 1680 Ratio 1050
LC: 5 Only LC: +D+S+H
Transient Upward 0.000 in Total Upward 0.000 in
Ratio 9999 Ratio 9999
LC: LC:
Precise Engineering
Multiple Simple Beam
Wood Beam Design: E
Project Title:
Engineer:
Project ID:
Project Descr:
Software
Printed; 2 DEC 2021, 3:33PM
INC. 1983-2020, Build:12,20.5.17
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7.16
BEAM Size: 1.75x11.875, VersaL.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 7,800.4 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
Max Deflections
Unif Load: D = 0.0780, L = 0. 1210, S = 0.0580 klft, Trib=1.0 ft
Desl�r n Summary
H Transient Downward 0.001 in Total Downward
0.001 in
Max fb/Fb Ratio
= 0.023. 1
9999
fb : Actual :
65.26 psi at 1.500 ft in Span # 1
Fb . Allowable :
2,800.00 psi
Load Comb:
+D+L+H
Max fv/FvRatio =
0.026: 1
LC:
fv : Actual:
7.47 psi at 2020 ft In Span # 1
Fv : Allowable:
285.00 psi
ASCE 7-16
Density 41.760 pof
i 1.75x11.875 +
h 3-0 ft -- ...- --
Load Comb: +D+L+H
Max Deflections
Max Reactions (k) n L Lr 5 W E
H Transient Downward 0.001 in Total Downward
0.001 in
Left Support 0.12 0.18 0.09
Ratio 9999 Ratio
9999
Right Support 0.12 0.18 0.09
LC: +L+S .C: +D+0.750L+0.7505+H
Transient Upward 0.000 in Total Upward
0.000 In
Ratio 9999 Ratio
9999
LC:
LC:
Wood Beam Design: F
Calculations per NDS 2018, IBC 2018, CBC 2019,
ASCE 7-16
BEAM Size: 1.75x11.875, Versaf-am, 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 - Pril 3,000.0 psi
Fv 2B5.0 psi Ebend- xx 2,000.0 ksi Density
41.760 pof
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 kfft, Trib=1.330 ft
Point: D = 0.120, L = 0.180, S = 0.090 k @ 1.0 ft
Design Summary
�-
µi ...
Max fb/Fla Ratio = 0.080-1
-.156.32
❑.62925J,t(d_05320}
fb :Actual psf at 2,000 ft in Span # 1
T
Fb: Allowable: 1,942.46 psi
Load Comb: +D+L+H
Maxfv/FVRaGo= 0.105:1
1-75x11-875
fv : Actual: 30.06 psi at 0.000 ft in Span # 1
rt1 ff
Fv: Allowable: 285.00 psi
Load Comb: +D+L+H
Max Deflections
Max Reactions (k) D L Lr S W E
H Transient Downward 0,005 in Total Downward
0.007 in
Left Support 0.19 0.31 0.08
Ratio 9999 Ratio
9902
Right Support 0.11 0.19 0.02
LC: +L+S LC: +D+L+H
Transient Upward 0.000 in Total Upward
O.ODO In
Ratio 9999 Ratio
9999
LC:
LC:
Precise Engineering
Multiple Simple Beam
Wood Beam Design: F1
Project Title:
Engineer:
Project ID:
Project Descr:
Printed: 2 DEC 2021, 3:33PM
Software copyright ENERCALC, INC. 1983-2020. Build: 12.20.5.17
Calculations per Nos 2418, IBC 2018, CBC 2019, ASCE 7-15
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 - PHI 3,G00.0 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 1,950.9 psi Eminbend - xx 1,036.83 ksi
Aojfed Loads
Unif Load: D = 0.0220, L = 0.040 klft, Trib= 5.0 ft
❑esign Summary
Max fblFb Ratio = 0.038. 1
fb : Actual:
101.67 psi at 1.500 ft in Span # 1
Fb: Allowable:
2,800.00 psi
Load Comb:
+D+L+H
Max fv/FvRatio =
0.041 : 1
fv : Actual:
11.63 psi at 2.020 ft in Span # 1
Fv . Allowable:
285,00 psi
Load Comb:
+D+L+H
Max Reactions (k)
o L Lr s w E
Left Support
0.17 0.30
Right Support
0.17 0.30
_ o[o.t�oZs_{o-201--------
--
f
1.75x71.875
3-0 i
Max Deflections
H Transient Downward 0.001 in Total Downward 0.001 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:
Wood Beam Design: F2
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE-7-116
BEAM Size: 1.75x11.875, Versal-am, Fully Embraced
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 - PHI 3,000.0 psi Fv 285.0 psi Ebend- xx 2,000.0 ksi Density 41.760 pcf
Fb - Com pr 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 kilt, Tdb=1.330 ft
Point: D=0,170, L = 0.30 k @ 9.50 ft
❑esign Summary
Max fb1Fb Ratio = 0.542-1
fb : Actual:
620.90psf at 7.200 ft in Span # 1
Fb: Allowable:
1,146.58 psi
Load Comb:
+D+L+H
Max fv/FvRatio
0.199: 1
fv : Actual :
56.83 psi at 11.040 ft in Span # 1
Fv: Allowable:
285.00 psi
Load Comb:
+D+L+H
Max Reactions (k)
o L Lr s w E
Left Support
0.21 0.38
Right Support
0.31 0.56
_ ❑ 0.02928 L 005_3_20
I
1.75x11.875
r_ 12-0 ft
r --
Max Deflections
H Transient Downward 0.074 in
Ratio 1953
LC: L Only
Transient Upward 0.000 in
Ratio 9999
LC:
Total Downward 0.115 in
Ratio 1255
LC:+D+L+H
Total Upward 0.000 in
Ratio 9999
LC:
Precise Engineering
Multiple Simple Beam
Wood Beam Design. G
Project Title:
Engineer:
Project ID:
Project Deser:
Printed: 2 DEC 2021, 3:33PM
INC. 1983-2020. Bulld:12.20.5.17
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7.16
BEAM Size: 1.75x11.875, VersaLam, Fully Braced
Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending
Woad Species : Boise Cascade Wood Grade : Versa Lam 2.0 2800 West
Fb - Tension 2800 psi Fe - Pril 3000 psi Fv 285 psi Ebend- xx 2000 ksi Density 41.76 pcf
Fb - Campr 2800 psi Fc - Perp 750 psi Ft 9950 psi Eminbend -)x530120482 ksi
Applied Loads
Unif Load: D = 0.0220, L = 0.040 k9t, Tdb=1.330 ft
Point: D =1.40, S= 2.40 k A 1.0 ft
Design Summa
Max fb/Fb Ratio = 0.351; 1
fb : Actual:
1,129.37 psi at
4.400 ft in Span # 1
Fb: Allowable:
3,220.00 psi
556
Load Comb:
+D+0.750L+0.750S+H
Max fv/FvRatio =
0.823: 1
Total Upward
fv : Actual :
269.72 psi at
0.000 ft in Span # 1
Fv: Allowable :
327.75 psi
180.00 psi
Load Comb:
+D+S+H
+D+L+H
Max Reactions [k]
D L Lr
5 W E
Left Support
1.53 0.40
2.24
Right Support
0.31 0.40
0.16
Wood Beam Design: H
BEAM Size
Wood Species:
Fb - Tension
Fb - Campr
D 17.02928 L 0.0532D
1.75x11.875
15.0 ft
H Transient Downward 0.245 in
Total Downward
0.323 in
Ratio 733
Ratio
556
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:
180.00 psi
LC:
Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16
4x8, Sawn, Fully Unbraced
Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending
Douglas Fir - Larch Wood Grade: No.2
900 psi Fc - Prll 1350 psi Fv 180 psi Ebend- xx
900 psi Fc - Perp 625 psi Ft 575 psi Eminbend - xx
Applied Loads
Unif Load: D = 0.0150, S = 0.0250 klft., Tdb= 3.0 It
Unif Load: D = 0.0960 kA Tdb= 1.0 ft
Unif Load: D = 0.0220, L = 0.040 klft, Trig 7.50 ft
Design Summar
Max fb/Fb Ratio = 0.919; 1
fb : Actual:
1,067.27 psi at
3.000 ft in Span # 1
Fb . Allowable :
1,160.76 psi
Load Comb:
+D+L+H
Max fv/FvRatio =
0.478: 1
fv : Actual:
85.97 psi at
5.400 ft in Span # 1
Fv : Allowable:
180.00 psi
Load Comb:
+D+L+H
Max Reactions (k)
0 L Lr
S W E
Left Support
0.92 0.90
0.23
Right Support
0.92 0.90
0.23
1600 ksi Density 39.21 pcf
580 ksi
------------
4x8 1,
6.0 ft
r -
Max Defaections
H Transient Downward 0.062 in
Ratio 1164
LC: +L+S
Transient Upward 0.000 in
Ratio 9999
LC:
Total Downward 0.100 in
Ratio 720
LC:+D+L+H
Total Upward 0.000 in
Ratio 9999
LC:
Precise Engineering
Multiple Simple Beam
Wood Beam Design:
Project Title:
Engineer:
Project ID:
Project Descr:
Printed: 2 DEC 2021, 3:33PM
File: Big Fir ourSE.ei
Software copyright ENERCALC, INC. 1983-2020, BUN: 12.205.17
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16
BEAM Size :
4x8, Sawn, Fully Unbraced
Max fv/FvRatio =
0.385; 1
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 - FIN 1350 psi Fv
180 psi Ebend- xx 1600 ksi Density 31.21 pef
Fb - Compr
900 psi Fc - Perp 625 psi Ft
575 psi Eminbend - xx 580 ksi
Applied Loads
0.59 1.08
Unif Load: D = 0.0220,
L = 0,040 kfft, Trib=13.50 It
C3eSlgfi Summary
0(0-2970) L 0-540j -- — _
Max fblFb Ratio
0.563. 1
fb : Actual:
655.15 psi at 2.000 ft in Span # 1
Nil
Fb : Allowable:
1,163.69 psi
Load Comb:
+D+L+H
Max fv/FvRatio =
0.385; 1
fv : Actual:
69.27 psi at 4.000 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
0.59 1.08
Right Support
0.59 1.08
eA 4xa
4.0 rt
Max Deflections
H Transient Downward 0.018 in Total Downward 0.027 in
Ratio 2729 Ratio 1761
LC: L Only
Transient Upward 0.000 in
Ratio 9999
LC:
LC:+D+L+H
Total Upward 0+000 in
Ratio 9999
LC:
Precise Engineering
Multiple Simple Beams
_Description : Upper Floor CONT
Wood Beam Design: J
Project Title:
Engineer:
Project ID:
Project Descr:
Software
Calculations
Printed: 2 DEC 2421, 3:38PM
INC. 1983-2020, Build:12.20.5.17
NDS 2018, IBC 2018, CBC 2019, ASCE 7-16
BEAM Size : 4x8, Sawn, Rally 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 - PHI 1350 psi Fv 180 psi Ebend- xx
Fb - Com pr 900 psi Fc - Perp 625 psi Ft 575 psi Eminbend - xx
Applied Loads
Unif Load: D = 0,0150, S = 0.0256 kfft, Trib=14.50 It
Unit Load: D = 0,0960 klft, Trib=1,0 It
Unif Load: D = 0.0220, L = 0,040 kilt, Trib= 6.0 It
De,2 n Summary
Max fb/Fb Ratio = 0.822; 1
fb : Actual :
1,097.52 psi at
2,500 ft in Span # 1
Fb : Allowable :
1,335.02 psi
D.048 in
Load Comb:
+D+0.750L+0.7505+H
Max fv/FvRa#io =
0.487: 1
Ratio
fv : Actual :
100.79 psi at
4.400 ft in Span # 1
Fv : Allowable:
207.00 psi
0.000 in
Load Comb:
+D+0.750L+0.750S+H
Max Reactions (k)
D L U
S W E
Left Support
1.11 0.60
0.91
Right Support
1.11 0.60
0.91
Wood Beam Design: K
--
I
,I 4x8
5.0 ft
1600 ksi Density 31.21 pcf
580 ksi
Max Deflections
208.53 psi at
2.000 ft in Span # 1
5533
H Transient Downward
D.048 in
Total Downward
0.071 in
Ratio
1252
Ratio
841
LC: +L+S
C: +D+0.750L+0.750S+H
Transient Upward
0.000 in
Total Upward
0.000 In
Ratio
9999
Ratio
9999
Load Comb:
LC:
Max Reactions {k}
LC:
_ Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7.16
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 - PHI 1350 psi Fv 180 psi Ebend- xx 1600 ksf 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 = 0.6250 k1Vi, Tri b-- 3.0 ft
Unif Load: D = 0.0960 klft, Trib=1.0 ft
Unif Load: D = 0.0220, L = 0,040 klft, Trib=1.330 ft
Design Summary
Max fb1Fb Ratio = 0.156.1
fb : Actual :
208.53 psi at
2.000 ft in Span # 1
5533
Fb : Allowable :
1,337.03 psi
Total Upward
0.000 in
Load Comb:
+D+0.750L+0.7505+H
Max fvfFvRatio =
0.107: 1
fv : Actual :
22,05 psi at
0.000 ft in Span # 1
Fv : Allowable :
207.00 psi
Load Comb:
+D+0.750L+0.750S+H
Max Reactions {k}
P L Lr
S W E F�
Left Support
0.34 0.11
0.15
Right Support
0.34 0.11
0.15
ON0
4i"04
.-- -.--__.
Transient Downward 0.004 in
Ratio 9999
LC: +L+S
Transient Upward 0.000 in
Ratio 9999
LC:
Total Downward
0.009 in
Ratio
5533
.C: +D+0.750L+0.750S+H
Total Upward
0.000 in
Ratio
9999
LC:
Precise Engineering
_... _.
..... ... ... ------..
Multiple Simple Beam
Wood Beam Design: L
Project Title:
Engineer:
Project ID:
Project Descr.
Software
Printed: 2 DEC 2421, 3:38PM
INC. 1983-2020, Bulld:12.20.5,17
Calculations per NDS 2018,160 2018, CIBC 2019, ASCE 7-16
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
Fib - Tension
900 psi Fc - Prll 1350 psi
Fv 180 psi Ebend- xx 1600 ksi Density 31.21 pcf
Fb - Compr
906 psf Fc - Perp 625 psi
Ft 575 psi Eminbend - xx 580 ksi
Applied Loads
Unif Load: D = 0.0220, L = 0,040 klft, Tdb=14.0 ft
Design Summary
D(o_ 3oso� L(o _5sat
Max Ratio
= 0.328; 1
fb : Actual :
382.17 psi at 1.500 It in Span # 1
Fb : Allowable:
1,165.38 psi
"4x8W4
Load Comb:
+D+L+H
Max fv/FvRatio = 0.257: 1
jNow
fv : Actual :
46.18 psi at 2.400 ft in Span # 1
3.0 ft {
Fv : Allowable:
180.00 psi
Load Comb:
+D+L+H
Max Defiections
Max Reactions (k) 9 L Lr 5 W E
H Transient Downward 0.006 in Total Downward 0.009 in
Left Support
0.46 0.84
Ratio 6239 Ratio 4025
Right Support
0.46 0.84
LC: L Only LC: +D+L+H
Transient Upward 0,000 in Total Upward 0.000 in
Ratio 9999 Ratio 9999
LC: LC:
IM
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Salse Cascade Single 9-1/2" BCI® 5000-1.7 DF PA�SEU
__ _
J01 (Joist)
BC CALC@) Member Report Dry 11 span I No cant. 116 OCS I Repetitive I Glued & nailed December 2, 2021 111:06:25
Build 8104
Job name: File name:
Address: Description.
City, State, Zip: Specifier:
Customer: Designer: Harold Hahnenkratt
Code reports: ESR -1336 Company: Precise Engineering Inc
Span 1 Depth 14.6
% Allow % Allow
Bearing Supports Dim, LxW Value Support Member Materlal
131 Wall/Plate 3-112" x 2" 496 lbs 17.5% 44.1% Hem -Fir
B2 Wall/Plate 3-112" x 2" 496 lbs 17.5% 44A % Hem -Fir
BC FloorValue@ Summary
BC FloorValue®: Subfloor: 314" OSB, Glue + Nail
Minimum Enhanced Premium Subfloor Rating: Premium
Controlling Location: 06-00-00
Notes
Design meets Code minimum (L1240) Total load deflection criteria.
Design meets User specified (L1480) Live load deflection criteria.
Design meets arbitrary (1") Maximum Total load deflection criteria.
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.
Calculations assume member is fully braced.
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 Installatdon
Guide and applicable building codes. To
obtain Installation Guide or ask
questions, please call (8017)232-0788
before installation.
BC CALCO, BC FRAMEROD, AJSTm,
ALLJOISTO , BC RIM BOARD-, BCIR) ,
BOISE GLULAMTm, BC FloorValue® ,
VERSA -LAMS, VERSA -RIM PLUSC ,
12.00.00
B1
B2
Total Horizontal
Product Length
=12-00-00
Reaction Summary (Down 1 Uplift) (lbs)
Bearing
Live Dead
Snow
Wind Roof Live
B1, 3-112"
40010 9610
----
- —
B2, 3-1f2"
40010 9610
Load Summary
Live Dead Snow Wind Roof ocs
Live
TagDescription
Load Type Ref.
Start End_
Loc.
100% 90% 115% 160% 125%
1 Standard Load
Unf. Area (Ibiftz) L
00-00-00 12-00-00
Top
40 12 16
2 PART
Unf. Area (Iblft�) L
00-00-00 12-00-00
Tap
10 16
Controls Summary
Value %Allowable Duration
Case
Location
Pas. Moment
1377 ft -lbs 56.0%
100%
1
08-00-00
End Reaction
496 lbs 44.1%
100%
1
00-00-00
End Shear
472 lbs 32.0%
100%
1
40-03-08
Total Load Deflection
U751 (0.184") 31.9%
nla
1
06-00-00
Live Load Deflection
U932 (0.149") 51.5%
nla
2
06-00-00
Max Deft.
0.184" 18.4%
nla
1
06-00-00
Span 1 Depth 14.6
% Allow % Allow
Bearing Supports Dim, LxW Value Support Member Materlal
131 Wall/Plate 3-112" x 2" 496 lbs 17.5% 44.1% Hem -Fir
B2 Wall/Plate 3-112" x 2" 496 lbs 17.5% 44A % Hem -Fir
BC FloorValue@ Summary
BC FloorValue®: Subfloor: 314" OSB, Glue + Nail
Minimum Enhanced Premium Subfloor Rating: Premium
Controlling Location: 06-00-00
Notes
Design meets Code minimum (L1240) Total load deflection criteria.
Design meets User specified (L1480) Live load deflection criteria.
Design meets arbitrary (1") Maximum Total load deflection criteria.
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.
Calculations assume member is fully braced.
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 Installatdon
Guide and applicable building codes. To
obtain Installation Guide or ask
questions, please call (8017)232-0788
before installation.
BC CALCO, BC FRAMEROD, AJSTm,
ALLJOISTO , BC RIM BOARD-, BCIR) ,
BOISE GLULAMTm, BC FloorValue® ,
VERSA -LAMS, VERSA -RIM PLUSC ,
13dsecascn Double 9-112" BCIn 5000-1.7 DF LASS D
-11-M..
.
J01 (Joist)
BC CALCO Member Report Dry 11 span R No cant. 116 DCS E Repetitive I Glued & nailed December 2, 2021 16:10:28
Build 8104
Job name: File name:
Address: Description:
City, State, Zip: Specifier:
Customer: Designer: Harold Hahnenkratt
Code reports: ESR -1336 Company: Precise Engineering Inc
09-00.00
511
Total Horizontal Product Length = 09-00-00
Reaction Summary (Down 1 Uplift) (Ibs)
B1, 3-112" 660/0 576/0
B21 3-112" 66010 57610
B2
Load Summary
Live Dead Snow Wind Roof
DCS
Live
Tag Description
_ _ Load Type_ Ref.
Start End
Loc.
100% 90% 115% 160% 125%
1 Standard Load
Unf. Area (lb/ft') L
00-00-00 09-00-00
Top
4D 12
16
2 PART
Unf, Area (IbW) L
00-00-00 09-00-00
Top
10
16
3 WALL AND STAIRS Unf. Lin. (lb/ft) L
0000-00 09-00-00
Top
80 112
nla
Controls Summary
value "I"_Allowable Duration
Case
Location
Pos. Moment
2505 ft -lbs 50.9%
100%
1
04-06-00
End Reaction
1236 lbs 54.9%
100%
1
00-00-00
End Shear
1156 lbs 39.2%
100%
1
00-03-08
Total Load Deflection
U999 (0.112") Ma
nla
1
04-06-00
Live Load Deflection
U999 (0.06") nla
nla
2
04-06-00
Max Defl.
0.112" nla
nla
1
04-06-00
Span 1 Depth
10.8
% Allow % Allow
Bearing Supports
Dim. (LxW) _ Value
Support Member
Material
B1 WaIYPlate
3-112" x 4" 1236 lbs
21.8% 54.9%
Hem -Fir
B2 WalYPlate
3-112" x 4" 1236 lbs
21.8% 54.9%
Hem -Fir
BC FloorValue@ Summary
SC FlaarValue& Subtloor. 314" OSB, Glue + Nail
Minimum Enhanced Premium Subfloor Rating: Premium
Controlling Location: 04-06-00
Motes
Design meets Code minimum (L1240) Total load deflection criteria.
Design meets User specified (L1480) Live load deflection criteria.
Design meets arbitrary (1") Maximum Total load deflection criteria.
BC CALCO analysis is based on IBC 2015.
Composite EI value based on 314" thick OSB sheathing glued and nailed to member.
Design based on Ory Service Condition.
Calculations assume member is fully braced.
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 CALC0, BC FRAMER@ , AJST",
ALLJOISTO , BC RIM BOARDTM, BCM,
BOISE GLULAMTm, BC FloorValue® ,
VERSA -LAW, VERSA -RIM PLUS8 ,