313 jefferson structural calcsSTRUCTURAL CALCULATIONS
For
Cynthia Schmier
Duplex
Lateral and Vertical
Design
February 1, 2022
Project # 202222
By
PRECISE ENGINEERING INC.
HAROLD HAHNENKRATT, P.E.
SCOPE: Provide structural calculations for lateral and vertical design per the 2018
IBC. Duplex to be built once at 313 Jefferson Ave NE 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
518" 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
%2" GWB
2.2psf
Misc
1.5psf
Dead Load = 10.65>12psf
Floor:
I joists at 16"oc
Dead Load = 12psf
Part. Load = 1Opsf
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 Page 1 of 3
��GINEF�
OSHPD
e
cauFoawa
313 Jefferson Ave NE, Yelm, VITA 98597, USA
�i im's Hnarmacy
& Gift Shop
`(elm City Park �
and Splash Pad
Yelm Cinemas
Pizzeria La Git nn Yelm
t'eift Casa Mia
Googlee 507 ,.a Map data 02022
Date _ 2/1/2022, 8:29:23 AM
Design Code Reference Document ASCE7-16
Risk Category 11
Site Class D - Stiff Soil
`Type
Value
�. Description���� .-.�
�m
ss
1.286
MCER ground motion. (for 0.2 second period)
S,
0.464
MCER ground motion. (for 1.0s period)
SMS
1.286
Site -modified spectral acceleration value
SMI
null -See Section 11.4.8
Site -modified spectral acceleration value
SDs
0.857
Numeric seismic design value at 0.2 second SA
SDI
null -See Section 11.4.8
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
F„
null -See Section 11.4.8
Site amplification factor at 1.0 second
PGA
0.507
MCEG peak ground acceleration
FPGA
1.1
Site amplification factor at PGA
PGAM
0.558
Site modified peak ground acceleration
TL
16
Long -period transition period in seconds
SsRT
1.286
Probabilistic risk -targeted ground motion. (0.2 second)
SsUH
1.416
Factored uniform -hazard (2% probability of exceedance in 50 years) spectral acceleration
SsD
1.5
Factored deterministic acceleration value. (0.2 second)
S1 RT
0.464
Probabilistic risk -targeted ground motion. (1.0 second)
S1 UH
0.521
Factored uniform -hazard (2% probability of exceedance in 50 years) spectral acceleration.
S1D
0.624
Factored deterministic acceleration value. (1.0 second)
PGAd
0.507
Factored deterministic acceleration value. (Peak Ground Acceleration)
CRs
0.908
Mapped value of the risk coefficient at short periods
https://seismiemaps.org/ 2/1/2022
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=AKztPs30
ASD ps = .6 AKrtps30
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)
Seismic Loading
SDs 0.857
Ps=
Ps=
Section 12.4,12.8 ASCE7-16
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)
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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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
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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
(in.)
Maximum Height
(ft)
Allowable Design (ASD) Values per Frame Segment
Shearta•n (Ibf) Deflection (in.)
Load Factor
8
850 0.33
3.09
16
i
10
625 0.44
2.97
8
1,675 0.38
2.88
24
10
1,125 0.51
3.42
Foundation for Wind or Seismic Loading`"•''��'`11 �«% f - 21
i
(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 forwind 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 Bold 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
pe wind wind design min 1000 Ibf
2' to 18' rough width of opening j
for single or double portal j
on both sides of opening
opposite side of sheathing
i Pony
I wall
height 1-i
I ;•
Fasten top plate to header
Min. 3" x 11-1/4" net header it with two rows of 16d
steel header not allowed
j - sinker nails at 3" o.c. typ
Fasten sheathing to header with 8d common or Min. 3/8" wood structural
12' galvanized box nails at 3" grid pattern as shown panel sheathing
max "!
total 1•. ' Header to jack -stud strap per wind design. I {
wall Min 1000 Ibf on both sides of opening opposite
height side of sheathing. I ; j If needed, panel splice edges
ie, I shall occur over and be
10 I° I `Min. double 2x4 framing covered with min 3/8" •i, •! nailed to common blocking
"' thick wood structural panel sheathing with 7, 1 within middle 24" of portal
max 1 "
height l.;.i Ed common or galvanized box nails at 3" o.c. "" ` j height. One row of 3" o.c.
in all framing (studs, blocking, and sills) typ. nailing is required in each
panel edge.
a * Min len table 1
1 i{ 9 P P Typical portal frame
length of panel per
construction
Min (2) 3500 lb strap -type hold-downs
(embedded into concrete and nailed into framing) a. Min double 2x4 post (king
and jack stud). Number of
4' Min reinforcin of foundation, one #4 bar jack studs per IRC tables
X r r 9_.
�� t �I top and bottom of footing. Lap bars 15" min. r r R502.5(1) & (2).
Min footing size under opening is 12" x 12". A turned -down
slab shall be permitted at door openings.
Min (1) 5/8" diameter anchor bolt installed per IRC R403.1.6 -
with 2" x 2" x 3/16" plate washer
Min 1000 Ib hold-down
device (embedded into
concrete and nailed
into framing)
2 D 2014 APA - The Engineered 1,V od:4ssoc anon
TYPICAL SHEAR TVALL 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
3 x3x 1/4 plate washer. There shall be a minimum of two bolts per piece of sill located not more than
12 inches or less than 4 inches end of each piece. Anchor bolts to be galvanized per the below
requirement (Fasteners in contact with pressure treated lumber). At existing foundation use 5/8"
diameter Simpson Titen HG bolts with minimum of 4" embedment into the existing concrete.
All wall sheathing shall be 1/2" CDX plywood, 5/8" T1-11 siding, or 7/16" OSB with exterior
exposure glue and span rated "SR 24/0" or better. All free sheathing edges shall be blocked with 2x4
or 2x6 flat blocking except where noted on the drawings or below.
All nails shall be 8d or I Od common (8d common nails must be 0.131 inch diameter, Senco KC27
Nails are equivalent. If l Od common nails are called for the diameter must be 0.148 inches, Senco
MD23 Nails are equivalent). Nail size and spacing at all sheathing edges shall be as required below
or as in the drawings. Nail spacings shall be 12" o.c. for all field nailing except as noted.
Hold downs are Simpson "Strong Tie" and shall be installed per the manufacture's recommendation.
Equivalent hold downs by United Steel Products Company "Kant -Sag" that have ICBO approval can
be substituted in place of Simpson hold downs. All floor systems must be blocked solid below
member that the hold down is attached to. This block should be equal to or larger than the member
the hold down is attached to and be placed as a "squash block".
All double and triple studs shall glued and nailed together with 10d's at 3" o.c. for each layer.
All 4x studs are to be #2 DF and all 6x studs are to be #1 DF when used for hold downs and shear
walls.
FASTENERS 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 1 Od's shall be minimum of 3x flat.
SHEAR TVA LL SCHED ULE
sheathing nailed with 8d's at 6" on center all edges.
/.A-- sheathing nailed with 8d's at 3" on center all edges.
HOLD DOWN
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.
HD U4 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
HDU5 attaches to concrete foundation with a Simpson SSTB 24. HDUS attaches to
double 2x studs or 4x or 6x stud with (14) Simpson SDS 1/4 X 3 Wood
Screws in wall above.
Vertical
I =0
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 =
2018 IBC Exposure B @ 110 mph
5. Earthquake =
2018 IBC
Site Class =
D
Design Cat. =
D
Use Group =
I
R =
6.5
Cd =
4
% =
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 ASTM A615 Grade 60 except as shown on the plans.
Concrete shall be in accordance with ASTM 150.
f'c = 2500 PSI @ 28 day
slump = 4" maximum, 6% Air entrained. In order to minimize shrinkage cracks recommend
that the w/c ratio be under 0.5.
4. Garage slab and exterior slabs to have minimum thickness of 4" with 6x6 W1.4x1.4 WWF
with vapor barrier. This is at the owner's option to reduce slab cracking. Crack control joints
the responsibility of the contractor. Recommend a maximum of 16'x16' grid or as required by
geometry.
5. Install ufer rod as required by local jurisdiction coordinate with project electrician.
Steel:
Carpentry:
Anchor bolts shall be ASTM A307.
2X structural framing shall be #2 Douglas Fir.
4x structural members shall be #2 Douglas Fir.
6X members shall be #1 Douglas Fir.
2. Provide solid blocking in floor system below all bearing walls and point loads.
3. 2X joists shall be kiln dried and stored in a dry area prior to installation. The moisture content
of all wood shall be less than 15%.
4. Floor joists shall be by Boise Cascade or other approved manufacturer. Joist to be installed
and braced per manufacturer's requirements.
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 L/480. 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 = 2,000,000 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 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
Hardware:
All connection hardware shall be Simpson "Strong Tie". Connection hardware exposed to the weather or soil
shall be treated as in steel above.
CAUTION:
PLACE TRUSSES PER MANUFACTURER'S RECOMMENDATIONS AND BRACE 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.
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Precise Engineering
Multiple Simple Beam
Description :
Project Title:
Engineer:
Project ID:
Project Descr:
Printed: 1 FEB 2022, 9:OOAM
File: Schmier 313 Jefferson Duplex:ec6
Software copyright ENERCALC, INC. 1983-2020, Build:12.20.5.17
Wood Beam Design: A
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16
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 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 = 0.0150, S = 0.0250 k/ft, 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 ft, TO= 21,750 ft
Point: D =1,630, S = 2.720 k @ 3.50 ft
Design Summary
Max fb/Fb Ratio
= 0.484. 1
Design Summary
fb : Actual :
1,329.34 psi at
3.500 ft in Span # 1
Fb: Allowable:
2,749.35 psi
fb : Actual :
Load Comb:
+D+S+H
Fb: Allowable:
Max fv/FvRatio =
0.468: 1
Load Comb:
fv : Actual :
142.69 psi at
4.383 ft in Span # 1
Fv: Allowable:
304.75 psi
fv : Actual :
Load Comb:
+D+S+H
Fv: Allowable:
Max Reactions (k)
D L Lr
S W E
Left Support
0.78
1.29
Right Support
1.67
2.79
Wood Beam Design: B
-7
D(0.09375) S(O.1563) D(0.3263)fiS(0.5438)
5.5x7.5
H Transient Downward 0.038 in Total Downward 0.061 in
Ratio 1584 Ratio 990
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 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 900.0 psi Fc - Prll 1,350.0 psi Fv 180.0 psi Ebend- xx 1,600.0 ksi Density 31.210 pcf
Fb - Compr 900.0 psi Fc - Perp 625.0 psi Ft 575.0 psi Eminbend - xx 580.0 ksi
Applied Loads
Unif Load: D = 0.0150,
S = 0.0250 k/ft, Trib= 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
Left Support
0.82
1.36
Right Support
0.82
1.36
-
H Transient Downward 0.043 in Total Downward 0.069 in
Ratio 1388 Ratio 867
LC: S Only LC: +D+S+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: 1 FEB 2022, 9:OOAM
MultiIe Sim Ie Beam File: Schmier313 Jefferson Duplmec6
p p Software copyright ENERCALC, INC. 1983-2020, Build: 12.20.5.17
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 900.0 psi Fc - Prll 1,350.0 psi Fv 180.0 psi Ebend- xx 1,600.0 ksi Density 31.210 pcf
Fb - Compr 900.0 psi Fc - Perp 625.0 psi Ft 575.0 psi Eminbend - xx 580.0 ksi
Applied Loads
Unif Load: D = 0.0150, S = 0.0250 k/ft, Trib= 6.250 ft
Desian Summary
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
fv : Actual :
5.91 psi at 0.000 ft in Span # 1
Fv : Allowable:
207.00 psi
Load Comb:
+D+S+H
. •.•
f
xt
2.0 ft
Max Reactions (k) g L Lr 3 W E H Transient Downward 0.000 in Total Downward 0.001 in
Left Support 0.09 0.16 Ratio 9999 Ratio 9999
Right Support 0.09 0.16 LC: S Only LC: +D+S+H
Transient Upward 0.000 in Total Upward 0.000 in
Ratio 9999 Ratio 9999
LC: LC:
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Precise Engineering
DESCRIPTION: A
CODE REFERENCES
Project Title:
Engineer:
Project ID:
Project Descr:
Software
Printed: 1 FEB 2022, 9:02AM
nier 313 Jefferson Duplex.ec6
INC. 1983-2020, Build: 12.20.5.17
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16
.. .........
...... ._--._............ _............... ....... ......... . 11 ._..... . _.. - ...... --
Service loads entered. Load Factors will be applied for calculations.
Load Combination Set: ASCE 7-10
Material Properties
Loads on all spans...
Analysis Method: Allowable Stress Design
Fb +
2,800.0 psi
E: Modulus of Elasticity
Load Combination ASCE 7-10
Fb -
2,800.0 psi
Ebend- xx 2,000.0 ksi
Fc - Prll
3,000.0 psi
Eminbend - xx 1,036.83ksi
Wood Species : Boise Cascade
Fc - Perp
750.0 psi
Load for Span Number 2
Wood Grade : Versa Lam 2.0 2800 West
Fv
285.0 psi
Uniform Load : D = 0.0220, L = 0.040 ksf, Tributary Width = 4.50 ft
Ft
1,950.0 psi
Density 41.760 pcf
Beam Bracing Beam is Fully Braced against lateral
-torsional buckling
Q 0.1650 L 0.30
DESIGN SUMMARY
Maximum Bending Stress Ratio -
.........
0.4661
Maximum Shear Stress Ratio
=
A 4 3.5x11.875e43.5x11.875
Section used for this span
3.5x11.875
3.5x11.875
Span = 4.0 ft I
Span = 12.750 ft
1,304.69psi
Span = 5.50 ft
Applied Loads
.. .........
...... ._--._............ _............... ....... ......... . 11 ._..... . _.. - ...... --
Service loads entered. Load Factors will be applied for calculations.
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
DESIGN SUMMARY
Maximum Bending Stress Ratio -
.........
0.4661
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
=
4,000ft
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
Cm C t C L M fb
Fb V
fv Fv
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
Precise Engineering
Project Title:
Engineer:
Project ID:
Project Descr:
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
Printed:
1 FEB 2022, 9:02AM
Wood Beam
-0.089
3.318
3.068
0.197
+D+L
-0.230
9.104
8.401
0.540
+D+0.750L
copyright
File:
File: Schmier 313 Jefferson Duplex.ec6
ENERCALC, INC.19a2020, Build: 12,20.5.17
7.068
0.454
+0.60D
-0.053
1.991
1.841
0.118
L Only
-0.141
5.785
5.333
0.343
DESCRIPTION:
A
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
F'b
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 ft
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 ft
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 ft
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 ft
2
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 = 5.50 ft
3
0.060
0.072
1.60
1.000
1.00
1.00
1.00
1.00
1.00
1.86
270.45
4480.00
0.63
32.63 456.00
Overall Maximum Deflections
Load Combination
Span
Max. "" Defl
Location in Span
Load Combination
Max. W' Defl
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 Defl
Location in Span
D Only
2
0.0540
in
6.429
ft
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
ft
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+L
-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
Precise Engineering
Project Title:
Engineer:
Project ID:
Project Descr:
Printed: 1 FEB 2022, 9:01 AM
Multiple Simple Beam rI1G. Ju11I I IIGI ')I
IJ Jul IGIJVII uuIJICA.CIA)
p I' Software coovriraht ENERCALC. INC. 1983-2020, Build:12.20.5.17
Descriotion :
Wood Beam Design: B
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
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 S W E
Left Support
0.46 0.23
Right Support
0.46 0.23
Wood Beam Design: C
. •• saes.► •
1.75xl 1.875
• 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 2018, IBC 2018, CBC 2019, ASCE 7-16
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
Max fb/Fb Ratio
= 0.384: 1
fb : Actual :
1,074.58 psi at 4.560 ft in Span #'
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 # '
Fv: Allowable:
285.00 psi
Load Comb:
+D+L+H
Max Reactions (k)
g L Lr S W E
Left Support
1.17 1.34
Right Support
1.29 2.02
�••••
.••u�• •c • 3.5xl 1.875
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:
Precise Engineering
Multiple Simple Beam
Wood Beam Design: E
Project Title:
Engineer:
Project ID:
Project Descr:
Software
Printed: 1 FEB 2022, 9:01AM
INC. 1983-2020, Build: 12.20.5.17
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16
BEAM Size: 5.5x7.5, GLIB, Fully Unbraced
Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending
Wood Species: DF/DF Wood Grade: 24F - V4
Fb - Tension 2,400.0 psi Fc - 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
0.071 in
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
Design Summary
700
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
Wood Beam Design: F
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
Max fb/Fb Ratio
Transient Upward
0.000 in
Total Upward
0.000 in
Ratio
9999
Ratio
9999
0.361 : 1
LC:
109.97 psi at 5.380 ft in Span # 1.
LC:
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16
3EAM 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 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
Total Downward
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
Design Summary
Transient Upward 0.000 in
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 if S W E
Left Support
1.83 0.90 1.74
Right Support
1.83 0.90 1.74
M
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:
Precise Engineering
Project Title:
Engineer:
Project ID:
Project Descr:
Printed: 1 FEB 2022, 9:01 AM
Multiple Simple Beam Software co rue: INC.1983-202 , Build:
unn uu.20.5.17
copyright ENERCALC, NC. 1983-2020, BuiId:12.20.5.17
Wood Beam Design: G
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16
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
0.047 in
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
Design Summary
Ratio
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
Wood Beam Design: H
•� • -_�.�.
•
H Transient Downward
0.047 in
Total Downward
0.069 in
Ratio
1264
Ratio
874
LC: +L+S
C: +D+0.750L+0.750S+H
0.195: 1
Transient Upward
0.000 in
Total Upward
0.000 in
Ratio
9999
Ratio
9999
+D+S+H
LC:
Max Reactions (k)
LC:
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16
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 900.0 psi Fc - PHI 1,350.0 psi Fv 180.0 psi Ebend- xx 1,600.0 ksi Density 31.210 pcf
Fb - Compr 900.0 psi Fc - Perp 625.0 psi Ft 575.0 psi Eminbend - xx 580.0 ksi
Applied Loads
Unif Load: D = 0.0150, S = 0.0250 k/ft, Trib= 5.0 ft
Design Summary
Max fb/Fb Ratio = 0.465.1
fb : Actual :
626.19 psf 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)
Q L Lr
S W E
Left Support
0.30
0.50
Right Support
0.30
0.50
D_QX0750)___�(O- •
H Transient Downward 0.065 in Total Downward 0.104 in
Ratio 1474 Ratio 921
LC: S 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: I
Project Title:
Engineer:
Project ID:
Project Descr:
Software
Printed: 1 FEB 2022, 9:01AM
ENERCALC, INC. 1983-2020, Build: 12.20.5.17
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16
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 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 = 0.0150, S = 0,0250 k/ft, Trib= 4.40 ft
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
Ratio
Load Comb:
+D+S+H
LC: S Only
Max fv/FvRatio =
0.094:
1
fv : Actual :
28.60 psi
at 15.275 ft in Span # 1
Fv: Allowable:
304.75 psi
Ratio
Load Comb:
+D+S+H
LC:
Max Reactions (k)
g L
if S W E
Left Support
0.54
0.89
Right Support
0.54
0.89
Wood Beam Design: J
H Transient Downward 0.122 in
Total Downward
0.195 in
Ratio
1602
Ratio
1001
+D+S+H
LC: S Only
LC:
+D+S+H
Transient Upward
0.000 in
Total Upward
0.000 in
Ratio
9999
Ratio
9999
+D+S+H
LC:
Max Reactions (k)
LC:
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16
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 900.0 psi Fc - Prll 1,350.0 psi Fv 180.0 psi Ebend- xx 1,600.0 ksi Density 31.210 pcf
Fb - Compr 900.0 psi Fc - Perp 625.0 psi Ft 575.0 psi Eminbend - xx 580.0 ksi
Applied Loads
Unif Load: D = 0.0150, S = 0.0250 k/ft, Trib= 7.0 ft
Design Summary
Max fb/Fb Ratio = 0.499: 1
fb : Actual :
671.20 psi 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
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:
Precise Engineering Project Title:
Engineer:
Project ID:
Project Descr:
Printed: 1 FEB 2022, 9:02AM
. 313 Jefferson Duplex.Multiple Simple Beam Software copyright ENERCALC.INC. 1983-2020, BuiId:12.20.5.17
uescription :
Wood Beam Design: K
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16
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 - Pril 1,650.0 psi Fv 265.0 psi Ebend- xx 1,800.0 ksi Density 31.210 pcf
Fb - Compr 1,850.0 psi Fc - Perp 650.0 psi Ft 1,100.0 psi Eminbend - xx 950.0I(si
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 k/ft, 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 k/ft, 16.0 to 19.0 ft
Unif Load: D = 0.0220, L = 0.040 k/ft, 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
.•• • ••.•
••�
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 2018, IBC 2018, CBC 2019, ASCE 7-16
BEAM Size: 7x11.875, 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 = 0.1560, 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 psi 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
16
16
16
17" MM
7x1 1.875
19.0 ft
H Transient Downward 0.278 in Total Downward 0.516 in
Ratio 819 Ratio 441
LC: +L+S LC: +D+S+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: 1 FEB 2022, 9:02AM
ML10tl le 51117 '@ Beamrue: ouumw o w � imbue uuPiex.aw
p p Software copyright ENERCALC, INC. 1983-2020, Bulld:12.20.5.17
Wood Beam Design: M
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16
BEAM Size: 1.75x11.875, VersaLam, Fully Unbraced
Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending
Wood Species: Boise Cascade Wood Grade: Versa Lam 2.0 2800 West
Fb - Tension 2800 psi Fc - Pril 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
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)
o L Lr S W E
Left Support
0.36 0.66
Right Support
0.36 0.66
Wood Beam Design: N
max.,
H Transient Downward 0.004 in Total Downward 0.006 in
Ratio 9999 Ratio 7924
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 2018, IBC 2018, CBC 2019, ASCE 7-16
SEAM 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
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
Fv : Allowable:
180.00 psi
Load Comb:
+D+L+H
Max Reactions (k)
D L Lr S
Left Support
0.21 0.38
Right Support
0.21 0.38
in Span # 1
in Span # 1
. • •• 05320
�<
W E 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:
Precise Engineering
Project Title:
Engineer:
Project ID:
Project Descr:
Printed: 1 FEB 2022, 9:02AM
Multile $lill Se Beath rue:scnmiersia,ierrersonuupiex.ectiIm
p p Software copyright ENERCALC, INC. 1983-2020, Build: 12.20.5.17
Wood Beam Design: O
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16
3EAM Size: 4x8, Sawn, Fully Unbraced
Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending
Wood Species : Douglas Fir- Larch Wood Grade: No.2
Fb - Tension 900 psi Fc - Prll 1350 psi Fv 180 psi Ebend- xx 1600 ksi Density 31.21 pcf
Fb - Compr 900 psi Fc - Perp 625 psi Ft 575 psi Eminbend - xx 580 ksi
Applied Loads
Unif Load: D = 0.0150, S = 0.0250 k/ft, Trib= 6,250 ft
Unif Load; D = 0.0960 k/ft, Trib= 1.0 ft
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 ft
Design Summary
Max fb/Fb Ratio = 0.378; 1
fb : Actual :
440.00 psi at
1.000 ft in Span # 1
Fb: Allowable:
1,165.38 psi
3626
Load Comb :
+D+L+H
Max fv/FvRatio =
0.355: 1
0.000 in
fv : Actual :
63.83 psi at
0.000 ft in Span # 1
Fv : Allowable:
180.00 psi
LC:
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
gyn
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:
0 Boise cascade` - Single 11-7/8" BCI® 5000-1.7 DF PASSED
ENGINEERED WOOD PRODUCTS
J01 (Joist)
17-00.00
61 132
Total Horizontal Product Length = 17-00-00
Reaction Summary (Down 1 Uplift) (lbs)
Bearing Live Dead Snow Wind Roof Live
131, 3-1 /2" 567/0 136/0
62, 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/ftZ) L
00-00-00 17-00-00
Top 40 12 16
2 part
Unf. Area (Ib/ftZ) 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
% Allow
% Allow
Bearing Supports
Dim. (LxW)
Value
Support
Member
Material
131 Wall/Plate
3-1/2" x 2"
703 lbs
24.8%
49.3%
Hem -Fir
132 Wall/Plate
3-1/2" x 2"
703 lbs
24.8%
49.3%
Hem -Fir
BC FloorValue® Summary
BC FloorValue@: Subfloor: 3/4" OSB, Glue + Nail
Minimum Enhanced Premium Subfloor Rating: Premium
Controlling Location: 08-06-00
Notes
Design meets Code minimum (U240) Total load deflection criteria.
Design meets User specified (L/480) 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 Installation
Guide and applicable building codes. To
obtain Installation Guide or ask
questions, please call (800)232-0788
before installation.
BC CALC@, BC FRAMER@ , AJSTM,
ALLJOIST@ , BC RIM BOARDTM, BCI®,
BOISE GLULAMTM, BC FloorValue® ,
VERSA -LAM®, VERSA -RIM PLUS@ ,