2021.0011.SF0004 Duplex 204 SE Railroad CalcsSTRUCTURAL CALCULATIONS
For
Cynthia Schmier
Duplex
Lateral and Vertical
Design
November 19, 2020
Project # 2020283
By
PRECISE ENGINEERING INC.
HAROLD HAHNENKRATT, P.E.
SCOPE: Provide structural calculations for lateral and vertical design per the 2015
IBC. Duplex to be built once at 204 SE Railroad Ave in Yelm WA 98597
LOADS AND MATERIALS
Roof:
Comp Roofing
5.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
1/2" 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
Deck:
Dead Load = 12psf
Live Load = 60psf
Wind:
110 MPH Exp. B
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 > _
#lDF
GLB =
24f -v4 for simple span
=
24f -v8 for cont. and cantilever.
Concrete:
f c =
2500psi
Rebar =
Grade 60
U.S. Seismic Design Maps
�wNeE_4
s
a CPLIFOPNIP
204 SE Railroad Ave, Yelm, WA 98597, IDSA
Latitude, Longitude: 46.9430353, -122,6062941
.X
0'I
Date
Design Code Reference Document
Risk Category
Site Class
9/21/2020, 1:45:03 PM
ASCE?-10
11
D - Stiff Soil
Page 1 of 3
• '1
Map data 02020
Type
��
Value
Description
Ss
1.249
MCER ground motion. (for 0.2 second period)
S1
0.497
MCER ground motion. (for 1.0s period)
SMs
1.249
Site -modified spectral acceleration value
SMI
0.747
Site -modified spectral acceleration value
Sos
0.833
Numeric seismic design value at 0.2 second SA
Sol
0.498
Numeric seismic design value at 1.0 second SA
Type
Value
Description
SDC
D
Seismic design category
Fa
1
Site amplification factor at 0.2 second
F„
1.503
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
1.249
Probabilistic risk -targeted ground motion. (0.2 second)
SsUH
1.267
Factored uniform -hazard (2% probability of exceedance in 50 years) spectral acceleration
SsD
1.5
Factored deterministic acceleration value. (0.2 second)
S1 RT
0.497
Probabilistic risk -targeted ground motion. (1.0 second)
S1 UH
0.528
Factored uniform -hazard (2% probability of exceedance in 50 years) spectral acceleration.
S1D
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:Hseismicmaps.org/ 9/21/2020
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
Wind Loading:
ps =XKztPs30
ASD ps = .6 \Krtps30
Wind Speed
Exposure
Roof Pitch
A= 1
Kzt = 1
Simplified (ASCE 7-10 Chapter 28 Part 2)
110 mph
B
5:12
ps30 = -0.5 (Roof)
21.4 (Wall)
ASD
Ps = -0.3 (Roof)
12.8 (Wall)
Seismic Loading:
Ps=
2U
Section 12.4,12.8 ASCE?-10
Eh=rQh Qh=V
V= CSW
CS SDs/1.4R
E=(1.3SDs/1.4R)W
Minimum Loading
8.0 (Roof)
16.0 (Wall)
(ASD) Minimum Loading
4.8 (Roof)
9.6 (Wall)
SDs
0.833
R =
6.5 (Wood Shear Wall)
R =
1.5 (Cantilever Column)
V=
0.119 Wt. (Wood Shear Wall)
V=
0.516 Wt. (Cantilever Column)
r=1.3
a
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Two Story Wind to Diaphragm
Upper Plate Height
Main Plate Height
Floor Depth
Roof Ht.
1-2 Roof 5.5
Upper
2-3 Roof 5.5
Upper
Roof Ht.
A -B Roof 4.5
Upper 0
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9.1 Walls
1
Wind Load Length
1.3 94.9
26.9
122.9
26.9
1.3 94.9
26.9
122.9
26.9
Wind Load Length
1.5 92.6 41.7
122.9 45.0
SUM
Wind
4.8
12.8
Total Load
2552.3
3305.5
2552.3
3305.5
11715.5
Total Load
3863.1
5529.6
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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) Sheart'•q (Ibf) Deflection (in.) Load Factor
8 850 0.33 3.09
16
10 625 0.44 2.97
24
A
I
1,675
1,125
0.38 2.88
0.51 3.42
Foundation for Wind or Seismic Loadingt3•t,.e,a1
(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 vertical leg and a 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 permitted.
(e) The allowable shear design value is 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 values are permitted to be multiplied by a factor of 1.15. This factor is permitted
to be used cumulatively with the wind -design adjustment factor in Footnote (e) 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)
Header to jack -stud strap
i
2' to 18' rough width of opening
per wind design min 1000 Ibf
on both sides of opening
for single or double portal
opposite side of sheathing
Pony --
wall
T7
---
height
I
;;
Min. 3' x 11-1/4' net header
• • ; i
Fasten top plate to header
with two rows of 16d
•�
steel header not allowed
�
` ' ' ;
sinker nails at 3" o.c. typ
------
-
--_--_--:gra
Fasten sheathing to header with 8d common or
Min. 3/8' wood structural
12'
max
galvanized box nails at 3' grid pattern as shown I
I
panel sheathing
total
wall
Header to jack -stud strap per wind design.
height
Min 1000 Ibf on both sides of opening opposite
j
side of sheathing.
If needed, panel splice edges
shall occur over and be
;
10'
max ;
Min. double 2x4 framing covered with min 3/8"
thick wood structural panel sheathing with
1
nailed to common blocking
within middle 24" of portal
height .,
9
8d common or galvanized box nails at 3" o.c.
height. One row of 3' o.c.
: •
in all framing (studs, blocking, and sills) typ.
nailing is required in each
panel edge.
`Min
length of panel per table 1
—Typical
YP portal frame
a-
Min (2) 3500 Ib strap -type hold-downs
construction
yA-
(embedded into concrete and nailed into framing)
Min double 2x4 post (king
a,.;
i
and jack stud). Number of
• -
r
Min reinforcing of foundation, one #4 bar
bottom footing. Lap bars 15'
_ t•- i i
jack studs per IRC tables
R502.5(1) 8 (2).
a t
/I
top and of min.
t i
i
t i
Min footing size under opening is 12' x 12". A turned -down Min 1000 Ib hold-down
slab shall e permitted at door openings. device (embedded into
Min 1 5/8" diameter anchor bolt installed per IRC R403.1.6 – concrete and nailed
(1 P into framing)
with 2' x 2' x 3/16' plate washer
2 O 2014 APA – The Engineered Wood Assoc'ation
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
3x3xl/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" T141 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 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 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 I Od's shall be minimum of 3x flat.
SHEAR WALL SCHEDULE
Z—N sheathing nailed with 8d's at 6" on center all edges.
/--rN sheathing nailed with 8d's at 3" 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.
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 1/4 X 3 Wood
Screws in wall above.
FOR APA PORTAL FRAME
HDUS attaches to concrete foundation with a Simpson SSTB 24. HD US attaches to
double 2x studs or 4x or 6x stud with (14) Simpson SDS 1/4 X 3 Wood
Screws in wall above.
s =� �
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 (Deck)
=
10 PSF (Walls)
=
150 PCF (Concrete)
3. Partition =
10 PSF (Floors)
4. Wind =
2015 IBC Exposure B @ 110 mph
5. Earthquake =
2015 IBC
Site Class =
D
Design Cat. =
D
Use Group =
I
R =
6.5
Cd =
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:
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.
3. Concrete shall be in accordance with ASTM 150.
f = 2500 PSI @ 28 day
slump = 4" maximum, 6% Air entrained.
4. Garage slab and exterior slabs to have minimum thickness of 4" with 6x6 W1.41.4 WWF
with vapor barrier. This is at the owner's option to reduce slab cracking. Crack control joints
the responsibility of the contractor
Steel:
Car ep ntry:
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 GWB 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 Sim pson "Strong Tie". Connection hardware exposed to the weather or soil
shall be treated as in steel above.
Al-IFIFtC075
PLACE TRUSSES PER MANUFACTURER'S RECOMMENDATIONS AND BRACE PER TRUSS 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.
IS
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Title Block Line 1
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Description :
Wood Beam Design: A
Project Title:
Engineer:
Project ID:
Project Descr:
Printed: 21 SEP 2020, 3:34PM
--,Q -- T I - o- -
Software cor)vright ENERCALC. INC. 19E
Buildi12.20.5.17
Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10
BEAM Size: 5.5x7.5, GLB, Fully Unbraced
Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending
Wood Species: DFlDF 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 klft, 0.0 ft to 3.50 ft, Trib= 6.250 ft
Unif Load: D = 0.0150, S = 0.0250 k/ft, 3.50 to 5.0 it, Trib= 21.750 ft
Point: D =1.630, S = 2.720 k @ 3.50 ft
Design Summary
1584
Max fb/Fb Ratio
= 0.484: 1 !
fb : Actual :
1,329.34 psi at 3.500 ft in Span # 1
Fb : Allowable:
2,749.35 psi
Load Comb :
+D+S+H
Max fv/FvRatio =
0.488: 1
fv : Actual :
142.69 psi, at 4.383 ft in Span # 1
Fv: Allowable:
304.75 psi L
Load Comb :
+D+S+H
Max Reactions (k)
D L Lr S W E
Left Support
0.78 1.29
Right Support
1.67 2.79
•• t
D(0_09375) S(0 1563) D(0.3263) 5.(0.5438)
5.5x7.5
Max Deflections
H Transient Downward 0.038 in
Total Downward 0.061 in
Ratio
1584
Ratio 990
Max fb/Fb Ratio
LC: S Only
LC: +D+S+H
Transient Upward
0.000 in
Total Upward 0.000 in
Ratio
9999
Ratio 9999
1,335.02 psi
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 = 0.0150, S = 0.0250 k/ft, Trib= 21.750 ft
Design Summary
Max fb/Fb Ratio
= 0.797: 1
fb : Actual :
1,064.04 psi at
2.500 ft in Span # 1
Fb: Allowable:
1,335.02 psi
Load Comb :
+D+S+H
Max fv/FvRatio =
0.472: 1
fv : Actual :
97.71 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 H
Left Support
0.82
1.36
Right Support
0.82
1.36
Transient Downward 0.043 in
Ratio 1388
LC: S Only
Transient Upward 0.000 in
Ratio 9999
LC:
Total Downward 0.069 in
Ratio 867
LC:+D+S+H
Total Upward 0.000 in
Ratio 9999
LC:
Title Block Line 1
Project Title:
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900 psi Fc - Prll 1350 psi Fv
Title Block Line 6 Printed: 21 SEP 2020, 3:34PM
Multiple Simple Beare File: SchmietTdplex.ec6
p Software convriaht ENERCALC. INC. 1983-2020. Build:12.20.5.17
Wood Beare Design: C
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= 6.250 ft
Design Summary
o(o-09375) s(o 15ss)
Max fb/Fb Ratio
= 0.036-1
fb : Actual :
48.92 psi at 1.000 ft in Span # 1
Fb: Allowable:
1,341.49 psi
Load Comb:
+D+S+H
-
Max fv/FvRatio = 0.029:1
_
4x8
fv : Actual : 5.91 psi at 0.000 ft in Span # 1 2-o I
Fv : Allowable: 207.00 psi
Load Comb: +D+S+H Max Deflections
Max Reactions (k) D L Lr S W E H Transient Downward 0.000 in
Left Support 0.09 0.16 Ratio 9999
Right Support 0.09 0.16 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:
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Title Block Line 1
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0.466 1 Maximum Shear Stress Ratio
I itle Block Line 6 Printed: 22 SEP 2020, 8:37AM
�%OOId beam File' Schmier Tdplex.ec6
Software cowdaht ENERCALC, INC.1902020: Build:12.20.5.17
DESCRIPTION: A
CODE REFERENCES
Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10
Load Combination Set: ASCE 7-10
Maximum Bending Stress Ratio =
Material Properties
0.466 1 Maximum Shear Stress Ratio
=
Analysis Method: Allowable Stress Design
Fb +
2800 psi
E: Modulus of Elasticity
Load Combination ASCE 7-10
Fb -
2800 psi
Ebend- xx 2000 ksi
Fc - Prll
3000 psi
Eminbend - xx 530120482 ksi
Wood Species ; Boise Cascade
Fc - Perp
750 psi
Wood Grade : Versa Lam 2.0 2800 West
Fv
285 psi
285.00 psi
Ft
1950 psi
Density 41.76pcf
Beam Bracing Beam is Fully Braced against lateral -torsional buckling
+D+L
.30)
3.5x11.875} 3.5x11.875 3.5x11.875
44
Span = 4.0 ft I Span = 12.750 ft I Span = 5.50 ft
Applied Loads
Beam self weight calculated and added to loads
Loads on all spans...
Uniform Load on ALL spans : D = 0.0220, L = 0,040 ksf, Tributary Width = 7,50 ft
Load for Span Number 1
Uniform Load : D = 0.0220, L = 0.040 ksf, Tributary Width = 8.50 ft
Load for Span Number 2
Uniform Load : D = 0.0220, L = 0.040 ksf, Tributary Width = 4,50 ft
Load for Span Number 3
Uniform Load : D = 0.0220, L = 0.040 ksf, Tributary Width = 4.50 ft
Seriice loads entered. Load Factors will be applied for calculations.
DESIGN SUMMARY
Maximum Bending Stress Ratio =
0.466 1 Maximum Shear Stress Ratio
=
0.523 : 1
Section used for this span
3.5x11.875
Section used for this span
3.5x11.875
=
1,304.69psi
=
148.94 psi
=
2,800.00psi
=
285.00 psi
Load Combination
+D+L
Load Combination
+D+L
Location of maximum on span =
4,000ft
Location of maximum on span
=
4.000 ft
Span # where maximum occurs =
Span # 1
Span # where maximum occurs
=
Span # 1
Maximum Deflection
Max Downward Transient Deflection
0.094 in Ratio=
1630>=360
Max Upward Transient Deflection
-0.007 in Ratio=
7088>=360
Max Downward Total Deflection
0.148 in Ratio=
1034>=360
Max Upward Total Deflection
-0.011 in Ratio=
4492 >=360
Maximum Forces & Stresses for Load
Combinations
....... __..__. ......
Load Combination Max Stress Ratios
Moment Values
Shear Values
Segment Length Span # M V
C d
C FN C i Cr C m
C t C L M fb
Pb
V
fv Pv
D Only
0.00
0.00
0.00 0.00
Length = 4.0 ft 1 0.189 0.212
0.90
1.000 1.00 1.00 1.00
1.00 1.00 3.27 476.17
2520.00
1.51
54.38 256.50
Length =12.750 ft 2 0.189 0.212
0.90
1.000 1.00 1.00 1.00
1.00 1.00 3.27 476.17
2520.00
1.51
54.38 256.50
Length = 5.50 ft 3 0.179 0.212
0.90
1.000 1.00 1.00 1.00
1.00 1.00 3.09 450.75
2520.00
1.05
54.38 256.50
+D+L
1.000 1.00 1.00 1.00
1.00 1.00
0.00
0.00
0.00 0.00
Title Block Line 1
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Printed:
22 SEP 2020, 8:37AM
Wood Beam
File:
SchmierTdplex.ec6 ;
SoKware copyright
ENERCALG, INC. 1983-2020, Build:12.20.5.17
DESCRIPTION: A
Load Combination
Max Stress Ratios
Moment Values
Shear Values
Segment Length Span #
M
V
Cd C FN
C i
Cr
C m C t C L
M
fb
Pb
V
fv F'v
Length = 4.0 ft 1
0.466
0.523
1.00 1.000
1.00
1.00
1.00 1.00 1.00
8.95
1,304.69
2800.00
4.13
148.94 285.00
Length =12.750 It 2
0.466
0.523
1.00 1.000
1.00
1.00
1.00 1.00 1.00
8.95
1,304.69
2800.00
4.13
148.94 285.00
Length = 5.50 ft 3
0.441
0.523
1.00 1.000
1.00
1.00
1.00 1.00 1.00
8.47
1,234.29
2800.00
2.88
148.94 285.00
+D+0.750L
1.000
1.00
1.00
1.00 1.00 1.00
0.00
0.00
0,00 0.00
Length = 4.0 It 1
0.314
0.352
1.25 1.000
1.00
1.00
1.00 1.00 1.00
7.53
1,097.56
3500.00
3.47
125.30 356.25
Length =12.750 ft 2
0.314
0.352
1.25 1.000
1.00
1.00
1.00 1.00 1.00
7.53
1,097.56
3500.00
3.47
125.30 356.25
Length = 5.50 It 3
0.297
0.352
1.25 1.000
1.00
1.00
1.00 1.00 1.00
7.12
1,038.41
3500.00
2.43
125.30 356.25
+0.60D
1.000
1.00
1.00
1.00 1.00 1.00
0.00
0.00
0.00 0.00
Length = 4.0 ft 1
0.064
0.072
1.60 1.000
1.00
1.00
1.00 1.00 1.00
1.96
285.70
4480.00
0.90
32.63 456.00
Length =12.750 It 2
0.064
0.072
1.60 1.000
1.00
1.00
1.00 1.o0 1.00
1.96
285.70
4480.00
0.90
32.63 456.00
Length = 5.50 ft 3
0.060
0.072
1.60 1.000
1.00
1.00
1.00 1.0o 1.00
1.86
270.45
4480.00
0.63
32.63 456.00
Overall Maximum Deflections
Load Combination
Span
Max. '2 Deft Location in Span
Load Combination
Max. "+" Deft
Location in Span
1
0.0000
0.000
+D+L
-0.0107
2.521
+D+L
2
0.1478
6,429
0.0000
2.521
3
0.0000
6.429
+D+L
-0.0145
1.895
Maximum Deflections for Load Combinations
Load Combination
Span
Max.
Downward Defl Location in
Span
Max. Upward Dell
Location in Span
D Only
2
0.0540
in 6.429
It
0.0000 in
0.000 ft
+D+L
2
0.1478
in 6.429
ft
0.0000 in
0.000 ft
+D+0.750L
2
0.1244
in 6.429
ft
0.0000 in
0.000 ft
+0.60D
2
0.0324
in 6.429
ft
0.0000 in
0.000 ft
L Only
2
0.0938
in 6.429
It
0.0000 in
0.000 ft
Vertical Reactions
Support notation : Far left is #1
Values in KIPS
Load Combination
Support 1
Support 2
Support 3 Support 4
Overall MAXimum
-0.230
9.104
8.401 0.540
Overall MINimum
-0.089
5.785
5.333 0.343
D Only
-0.089
3.318
3.068 0.197
+D+-
-0.230
9.104
8.401 0.540
+D+0.750L
-0.194
7.657
7.068 0.454
+0.60D
-0.053
1.991
1.841 0.118
L Only
-0.141
5.785
5.333 0.343
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Description :
Wood Beam Design: B
Project Title:
Engineer:
Project ID:
Project Descr:
Printed: 22 SEP 2020, 9:45AM
File: SchmierTriplex.ec6
Software copyright ENERCALC, INC. 1983-2020, Build: 12.20.5.17
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 k/ft, Trib= 1.330 ft
Unif Load: D = 0.080 k/ft, Trib=1.0 ft
Design Summary
Max fb/Fb Ratio = 0.153: 1
fb : Actual :
427.72 psi at 4.250 ft in Span # 1
Fb : Allowable:
2,800.00 psi
Load Comb:
+D+L+H
Max fv/FvRatio =
0.135: 1
fv : Actual :
38.52 psi at 7.537 ft in Span # 1
Fv: Allowable:
285.00 psi
Load Comb:
+D+L+H
Max Reactions (k)
D L Lr i W E
Left Support
0.46 0.23
Right Support
0.46 0.23
. • • , a r • •
v�
MWK
1.75xl 1.8758.50 ft
H Transient Downward 0.013 in Total Downward 0.039 in
Ratio 7940 Ratio 2600
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: 3.5x11.875, 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 = 0.080
k/ft, 0.0 ft to 3.50 ft, Trib= 1.0 ft
Unif Load: D = 0.0220,
L = 0.040 k/ft, 0,0 to 3.50 ft, Trib= 3,50 ft
Unif Load: D = 0.0220, L = 0.040 k/ft, 3.50 to 9.0 ft, Trib= 12.0 ft
Point: D = 0.460, L
= 0.230 k @ 3.50 ft
Design Summary
999
Max fb/Fb Ratio
= 0.384: 1
fb : Actual :
1,074.58 psi at 4.560 ft in Span it 1
Fb: Allowable:
2,800.00 psi
Load Comb:
+D+L+H
Max fv/FvRatio =
0.329: 1
fv : Actual :
93.72 psi at 8.040 ft in Span # 1
Fv: Allowable:
285.00 psi
Load Comb:
+D+L+H
Max Reactions (k)
D L Lr S W E
Left Support
1.17 1.34
Right Support
1.29 2.02
. • 4• • 4:•
WNW-
Raw�
3.5xl 1.875
Max Deflections
H Transient Downward 0.062 in
Total Downward
0.108 in
Ratio
1747
Ratio
999
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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Project Title:
Engineer:
Project ID:
Project Descr:
Printed: 22 SEP 2020, 9:45AM
File: SchmierTriplex.ec6
:Software copyright ENERCALC, INC. 1983-2020, Build:12.20.5.17
Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10
BEAM Size: 5.5x7.5, GLB, 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 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 = 0.0220, L = 0,040 k/ft, Trib= 7.50 ft
Unif Load: D = 0.0960 k/ft, TO= 1.0 ft
Unif Load: D = 0.0150,
S = 0.0250 k/ft, Trib= 21.750 ft
Design Summary
0.103 in
Max fb/Fb Ratio
= 0.465.1
fb : Actual :
1,277.74 psi at 3.000 ft in Span # 1
Fb : Allowable:
2,747.47 psi
Load Comb:
+D+0.750L+0.750S+H
Max fv/FvRatio =
0.346: 1
fv : Actual :
105.59 psi at 5.380 ft in Span # 1
Fv: Allowable:
304.75 psi
Load Comb:
+D+0.750L+0.750S+H
Max Reactions (k)
D L Lr S W E
Left Support
1.76 0.90 1.63
Right Support
1.76 0.90 1.63
-,- M1 wM
-n.
I A, 5.5x7.5
n
.0 t.
Max Deflections
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
H Transient Downward
0.071 in
Total Downward
0.103 in
Ratio
1013
Ratio
700
LC: +L+S
C: +D+0.750L+0.750S+H
Fb: Allowable:
Transient Upward
0.000 in
Total Upward
0.000 in
Ratio
9999
Ratio
9999
304.75 psi
LC:
+D+0.750L+0.750S+H
LC:
Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10
BEAM Size : 5.5x7.5, GLB, 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 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 = 0.0220, 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 k/ft, Trib= 21.750 ft
Unif Load: D = 0.0150,
S = 0.0250 k/ft, Trib= 1.50 ft
Desiqn Summary
970
Max fb/Fb Ratio
= 0.484: 1
fb : Actual :
1,330.76 psi at 3.000 ft in Span # 1
Fb: Allowable:
2,747.47 psi
Load Comb:
+D+0.750L+0.750S+H
Max fv/FvRatio =
0.361 : 1
fv : Actual :
109.97 psi at 5.380 ft in Span # 1
Fv: Allowable:
304.75 psi
Load Comb:
+D+0.750L+0.750S+H
Max Reactions (k)
D L Lr S W E
Left Support
1.83 0.90 1.74
Right Support
1.83 0.90 1.74
Max Deflections
H Transient Downward
0.074 in
Total Downward
0.107 in
Ratio
970
Ratio
672
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:
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
Multiple
Project Title:
Engineer:
Project ID:
Project Descr:
Printed: 22 SEP 2020, 9:45AI'vI
Fife: SchmierTriplex.ec6
Software copyright ENERCALC, INC. 1983-2020, Build:12.20.5.17
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 - Prll 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
626.19 psi at
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 k/ft, Trib= 21.750 It
Design Summary
Load Comb:
Max fb/Fb Ratio
= 0,884; 1
fb : Actual :
887.32 psi at 2.500 ft in Span # 1
Fb: Allowable:
1,003.44 psi
Load Comb:
+D+0.750L+0.750S+H
Max fv/FvRatio =
0.427: 1
fv : Actual :
83.56 psi at 4.383 ft in Span # 1
Fv : Allowable:
195.50 psi
Load Comb:
+D+0.750L+0.750S+H
Max Reactions (k)
D L Lr S W E
Left Support
1.47 0.75 1.36
Right Support
1.47 0.75 1.36
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:
Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10
BEAM Size: 4x8, 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 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= 5.0 ft
Design Summary
Max fb/Fb Ratio = 0.465: 1
fb : Actual :
626.19 psi at
4.000 ft in Span # 1
Fb: Allowable:
1,345.50 psi
Load Comb:
+D+S+H
Max fv/FvRatio =
0.195: 1
fv : Actual :
40.35 psi at
0.000 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
0.30
0.50
Right Support
0.30
0.50
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
You can change this area
using the "Settings" menu item
and then using the "Printing &
Title Block" selection.
Title Block Line 6
Multiple Simple Beam
�r�rrIMTRID,
Project Title:
Engineer:
Project ID:
Project Descr:
Printed: 22 SEP 2020, 9:45AM
File: Schrrier Triplex.ec8
Software copyright ENERCALC, INC. 1983-2020, Build: 12.20.5.17
Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10
BEAM Size: 5.5x12, GLB, 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 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= 4.40 it
Design Summary
Max fb/Fb Ratio = 0.196; 1
fb : Actual :
528.13 psi
at 8.125 ft in Span # 1
Fb: Allowable:
2,691.86 psi
Load Comb:
+D+S+H
Max fv/FvRatio =
0.094:
1
fv : Actual :
28.60 psi
at 15.275 ft in Span # 1
Fv: Allowable:
304.75 psi
Load Comb:
+D+S+H
Max Reactions (k)
12 L
Lr S W E
Left Support
0.54
0.89
Right Support
0.54
0.89
1'1' • • ��:i�Ti7rZ�' .CTit�l
- ----D(0.0660)_S.(0 110-- -_.... -- -- -----
5.5x12
16.250 ft
Max Deflections
H Transient Downward 0.122 in Total Downward 0.195 in
Ratio 1602 Ratio 1001
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, CSC 2016, ASCE 7-10
BEAM Size : 4x8, 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 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= 7.0 ft
Design Summary
Max fb/Fb Ratio = 0.499. 1
fb : Actual :
671.20 PsC at
3.500 ft in Span # 1
Fb: Allowable:
1,345.50 psi
Load Comb :
+D+S+H
Max fv/FvRatio =
0.233: 1
fv : Actual :
48.28 psi at
6.417 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
0.37
0.61
Right Support
0.37
0.61
- — - --- - --- D(0 _1050) S(O _1750) — — - - - -
���.--
4x8 ,
7.0 ft
i
Max Deflections
H Transient Downward 0.053 in Total Downward 0.086 in
Ratio 1571 Ratio 982
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
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.
+D+0.750L+0.750S+H
Title Block Line 6
Printed: 20 NOV 2020, 8:35AM
Multiple Simple Beet11 File: SchrrierTriplex.ec6
p h Software copyright ENERCALC, INC. 1983-2020, Build: 12.20.5.17
Description :
Wood Beard Design: K
Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10
BEAM Size: 5.5x18, 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 2,400.0 psi Fc - Prll 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 k/ft, Trib= 7.50 ft
Unif Load: D = 0.0960 k/ft, 0.0 to 3.250 ft, Trib= 1.0 ft
Unif Load: D = 0.0960 klft, 16.0 to 19.0 ft, Trib= 1,0 ft
Unif Load: D = 0.0150, S = 0.0250 k/ft, 0.0 to 3,250 ft, Trib= 24.50 ft
Point: D =1.630, S = 2.710 k @ 0.50 ft
Point: D = 2.10, S = 3.370 k @ 3.250 ft
Point: D = 2.10, S = 3.370 k @ 16.0 ft
Unif Load: D = 0.3680, S = 0.6130 klft, 16.0 to 19.0 ft
Unif Load: D = 0.0220, L = 0.040 klft, 3.250 to 16,0 ft
Design Summary
Total Downward
Max fb/Fb Ratio
= 0,602.1
fb : Actual :
1,601.01 psi at 9.057 ft in Span # 1
Fb : Allowable:
2,658.15 psi
Load Comb:
+D+0.750L+0.750S+H
Max fv/FvRatio =
0.483: 1
fv : Actual :
147.29 psi at 17.543 ft in Span # 1
Fv: Allowable:
304.75 psi
Load Comb:
+D+0.750L+0.750S+H
Max Reactions (k)
D L Lr S W E
Left Support
6.85 3.10 7.93
Right Support
5.29 3.11 5.35
Wood Beam Design: L
D• NNW e' D• • • • 131
�••_"•
.e ft
H Transient Downward 0.430 in
Total Downward
0.581 in
Ratio 530
Ratio
392
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:
Max fv/FvRatio =
LC:
Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10
BEAM Size: 7x11.875, VersaLarn, 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 = 0.1560, S = 0.10 k/ft, 3.250 ft to 16.0 ft, Trib= 1.0 ft
Unif Load: D = 0.0220, L = 0.040 k/ft, 3.250 to 16.0 ft, Trib= 1.0 ft
Unif Load: D = 0.0150,
S = 0.0250 k/ft, Trib= 2.50 ft
Design Summary
Max fb/Fb Ratio
= 0.355.1
fb : Actual :
1,144.03 psf at 9.500 ft in Span # 1
Fb : Allowable:
3,220.00 psi
Load Comb:
+D+S+H
Max fv/FvRatio =
0.146: 1
fv : Actual :
47.81 psi at 18.050 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
1.48 0.25 1.22
Right Support
1.51 0.26 1.24
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
Multiple Simple Beam
Wood Beam Design: M
Project Title:
Engineer:
Project ID:
Project Descr:
_ Printed: 20 NOV 2020, 8:35AM
File; SchmierTriplex.ec6
Software copyright ENERCALC, INC. 1983-2020, Build:12.20.5.17'
Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10
BEAM Size: 1.75x11.875, Versal.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 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= 8.250 ft
Design Summary
374.86 psi at 1.000 ft in Span # 1
Max fb/Fb Ratio
= 0.123. 1
fb : Actual :
298.22 psi at 2.000 ft in Span # 1
Fb: Allowable:
2,434.09 psi
Load Comb:
+D+L+H
Max fv/FvRatio =
0.131 : 1
fv : Actual :
37.40 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 Transient Downward 0.004 in Total Downward 0.006 in
Left Support 0.36 0.66 Ratio 9999 Ratio 7924
Right Support 0.36 0.66 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: 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
Applied Loads
Unif Load: D = 0.0220, L = 0.040 k/ft, Trib=1.330 ft
Point: D = 0.360, L = 0.660 k @ 1.0 ft
Design Summary
Max fb/Fb Ratio = 0.321 ; 1
fb : Actual :
374.86 psi at 1.000 ft in Span # 1
Fb: Allowable:
1,167.74 psi
Load Comb:
+D+L+H
Max fv/FvRatio =
0.240: 1
fv : Actual :
43.25 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
0.21 0.38
Right Support
0.21 0.38
______D(0.0292� L�O_05320)
X466
H Transient Downward 0.003 in Total Downward 0.004 in
Ratio 8861 Ratio 5732
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
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.
Point: D = 0.360, L = 0.660 k @ 1.0 It
Title Block Line 6
Printed: 20 NOV 2020, 8:35AM
Multiple Simple B@a119
p
- File:SchmierTriplex.ec6
9999
Software copyright ENERCALC, INC. 1983-2020, Build:12.20.5.17
e.ac
Fb: Allowable: 1,165.38 psi
Load Comb: +D+L+H
Wood Beam Design: O
Max fv/FvRatio = 0.355: 1
Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10
BEAM Size: 4x8, Sawn, Fully Unbraced
Fv : Allowable: 180.00 psi
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
Total Downward
Unif Load: D = 0.0150, S = 0,0250 k/ft, Trib=
6.250 It
Unif Load: D = 0.0960 k/ft, Trib= 1.0 ft
3626
Unif Load: D = 0.0150, S = 0.0250 k/ft, Trib= 2,50 ft
Unif Load: D = 0.0220, L = 0.040 k/ft, Trib=
3.50 ft
Point: D = 0.360, L = 0.660 k @ 1.0 It
Total Upward
Design Summary
Ratio 9999
Max fb/Fb Ratio = 0.378: 1
9999
fb : Actual : 440.00 psi at
1.000 ft in Span # 1
Fb: Allowable: 1,165.38 psi
Load Comb: +D+L+H
Max fv/FvRatio = 0.355: 1
fv : Actual : 63.83 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 0.70 0.65
0.33
Right Support 0.58 0.43
0.33
moo^
H Transient Downward 0.007 in
Total Downward
0.010 in
Ratio 5293
Ratio
3626
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:
Boise Cascade' Single 11-7/8" DCI® 5000-1.7 DF PASSED
ENGINEERED WCOD PRODUCTS
J01 (Joist)
BC CALCO Member Report Dry 11 span I No cant. 116 OCS I Repetitive I Glued & nailed September 22, 2020 09:43:07
Build 7787
Job name:
File name:
Address:
Description:
City, State, Zip:
Specifier:
Customer:
Designer: Harold Hahnenkratt
Code reports: ESR -1336
Company: Precise Engineering Inc
131 n-oo-oo
62
Total Horizontal Product Length = 17-00.00
Reaction Summary (Down / Uplift) (lbs)
Bearing Live Dead Snow Wind Roof Live
B1, 3-1/2" 567/0 136/0
B2, 3-1/2" 567/0 136/0
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 17-00-00
Top
40 12 16
2 part
Unf. Area
(Ib/ft2) L
00-00-00
17-00-00
Top
10 16
_Controls Summary
Value
% Allowable
Duration
Case
Location
Pos. Moment
2827 ft -lbs
89.8%
100%
1
08-06-00
End Reaction
703 lbs
49.3%
100%
1
00-00-00
End Shear
679 lbs
41.8%
100%
1
00-03-08
Total Load Deflection
L/437 (0.454")
54.9%
n\a
1
08-06-00
Live Load Deflection
L/542 (0.366")
88.6%
n\a
2
08-06-00
Max Defl.
0.454"
45.4%
n\a
1
08-06-00
Span / Depth
16.7
Bearing Supports
-Dim. (LxW)
Value
DID Allow
Support
% Allow
Member
Material
B1 Wall/Plate
3-1/2" x 2"
703 lbs
16.1%
49.3%
Douglas Fir
B2 Wall/Plate
3-1/2" x 2"
703 lbs
16.1%
49.3%
Douglas Fir
BC FloorValue® Summary
BC FloorValueO: 12MITIMMEMERIr Subfloor: 3/4" OSB, Glue + Nail
Minimum Enhanced Premium Subfloor Rating: Premium
Controlling Location: 08-06-00
Notes
Design meets Code minimum (L/240) Total load deflection criteria.
Design meets User specified (L/480) 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 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 Installation
Guide and applicable building codes. To
obtain Installation Guide or ask
questions, please call (800)232-0788
before installation.
BC CALCO, BC FRAMER@ , AJSTM'
ALLJOIST@ , BC RIM BOARD TM, BCI@) ,
BOISE GLULAMTM, BC FloorValueO ,
VERSA -LAM@, VERSA -RIM PLUS@ ,