2021.0010 YCE plan 2086-2 lot 22 structural calcsSTRUCTURAL CALCULATIONS
For
Level Design, LLC
For
Rainier Capitol Group LLC
Plan 2086-2SLG
Lateral & Vertical
Design
January 6, 2021
Project # 202111
By
PRECISE ENGINEERING INC.
SCOPE: Provide structural calculations for lateral and vertical design per the 2015
IBC. Plan to be built once at 15723 View Dr. SE Yelm Creel-, Estates lot
22
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:
2x6 Studs @ 16"oc Dead Load = l Opsf
Floor:
I joists at 16"oc Dead Load = 12psf
Part. Load = IOpsf
Live Load = 40psf
Wind:
110 MPH Exp. B,
Seismic:
Site Class = D
Design Category = D
Use Group = I
R = 6.5
Cd = 4
wo = 3
Soil:
= 1500 PSF, Assumed bearing capacity
= 38 PCF, Assumed Active Fluid Pressure
= 350 PCF, Assumed Passive fluid Pressure
= 0.45, Assumed Coefficient of Friction
= 110 PCF, Assumed Soil Density
Lumber:
2x > 4x = #2DF
6x > _ #1DF
GLB = 24f -v4 for simple span
= 24f -v8 for cont. and cantilever.
Concrete:
f c = 2500psi
Rebar = Grade 60
u.3. oeismic vesign maps
n,,
15716 View Dr Ct SE, Yelm, WA 98597, USA
Latitude, Longitude: 46.9561641, -122.6070814
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Date
Design Code Reference Document
Risk Category
Site Class
Type
Value
Description
Ss
1.253
MCER ground motion. (for 0.2 second period)
Si
0.499
MCER ground motion. (for 1.Os period)
SMS
1.253
Site -modified spectral acceleration value
SMI
0.749
Site -modified spectral acceleration value
SDs
0.835
Numeric seismic design value at 0.2 second SA
SDI
0.499
Numeric seismic design value at 1.0 second SA
xa,'G 1 111 J
1211512020, 12:42:53 PM
ASCE?-10
II
D - Stiff Soil
Type
Value
Description
SDC
ca
Seismic design category
Fa
1
Site amplification factor at 0.2 second
Fv
Baa
Site amplification factor at 1.0 second
1211512020, 12:42:53 PM
ASCE?-10
II
D - Stiff Soil
Type
Value
Description
SDC
D
Seismic design category
Fa
1
Site amplification factor at 0.2 second
Fv
1.501
Site amplification factor at 1.0 second
PGA
0.5
MCEG peak ground acceleration
FPGA
1
Site amplification factor at PGA
PGAM
0.5
Site modified peak ground acceleration
TL
16
Long -period transition period in seconds
SsRT
1.253
Probabilistic risk -targeted ground motion. (0.2 second)
SsUH
1,271
Factored uniform -hazard (2% probability of exceedance in 50 years) spectral acceleration
SsD
1.5
Factored deterministic acceleration value. (0.2 second)
S1RT
0.499
Probabilistic risk -targeted ground motion. (1.0 second)
S1UH
0.53
Factored uniform -hazard (2% probability of exceedance in 50 years) spectral acceleration.
S11)
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
�1
:Map data 02020
https:Hseismiemaps.org/ 12/15/2020
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
LATERAL DESIGN
Wind Loading:
ps=XKnPs30
ASD ps = .6 AKnps30
Wind Speed
Exposure
Roof Pitch
11= 1
Kn = 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:
SDS 0.835
Ps'
Section 12.4,12.8 ASCE7-1 0
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= 0.119 Wt. (Wood Shear Wall)
V= 0.517 Wt. (Cantilever Column)
r=1.3
Jo _v*
20'-0'
PATIO
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Upper Plate Height
Main Plate Height
Floor Depth
Diaphragm
8.1 Roof
9.1 Walls
1
Roof Ht. Wind Load Length
1-2 Roof 0.6 3.5 99.3 31.0
Upper 122.9 30.0
SUM
Wind
4.5
12.8
Total Load
3079.5,-
3686.4
6765.9
Roof Ht. Wind Load Length Total Load
A -B Roof 5.9 1.3 95.0 19.5 1853.1
Upper 0 122.9 19.5 2396.2
B -C Roof 5 1.5 93.5 22.5 2104.7
Upper 0 122.9 20.5 2519.0
C -D rf/upuper 0 2.5 90.2 8.0 721.9
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TYPICAL SHEAR WALL NOTES
Use 5/8" dia. by 10" Anchor Bolts (AB's) with single, and 518" dia. by 12" B's with d^U le
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" T1-11 siding, or 7/16" OSB with exterior
exposure glue and span rated "SR 24/0" or better. All free sheathing edges shall be blocked with 2x4
or 2x6 flat blocking except where noted on the drawings or below.
All nails shall be 8d or l Od common (8d common nails must be 0.131 inch diameter, Senco KC27
Nails are equivalent. If l Od common nails are called for the diameter must be 0.148 inches, Senco
MD23 Nails are equivalent). Nail size and spacing at all sheathing edges shall be as required below
or as in the drawings. Nail spacings shall be 12" o.c. for all field nailing except as noted.
Hold downs are Simpson "Strong Tie" and shall be installed per the manufacture's recommendation.
Equivalent hold downs by United Steel Products Company "Kant -Sag" that have ICBO approval can
be substituted in place of Simpson hold downs. All floor systems must be blocked solid below
member that the hold down is attached to. This block should be equal to or larger than the member
the hold down is attached to and be placed as a "squash block".
All double and triple studs shall glued and nailed together with 10d's at 3" o.c. for each layer.
All 4x studs are to be #2 DF and all 6x studs are to be #1 DF when used for hold downs and shear
walls.
FASTENERS 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 10d's shall be minimum of 3x flat.
SHEAR WALL SCHEDULE
Nsheathing nailed with 8d's at 6" on center all edges.
/N sheathing nailed with 8d's at 4" on center all edges.
A,x sheathing nailed with 8d's at 3" on center all edges.
HOLD DOWNSCHEDULE
It is the responsibility of the contractor to locate hold down anchor bolt to accommodate all
structural framing. Anchor bolt to be located nearest the corner or opening at the end of the
shear wall. All foundation vents to be a minimum of 12" off centerline of the anchor bolt on
either side. Holdown stud to be coordinated with shear wall panel edge framing
requirements. Larger stud size controls
* For holdown anchor bolt embedment greater that foundation depth, thicken footing
for 2'-0" either side of holdown anchor bolt to a depth that provides for 3" clear
below the bottom of the anchor bolt. Provide (2) additional #4 x 3'-0" pieces of
longitudinal rebar at this location.
HDU2 attaches to concrete foundation with a Simpson SSTB 16. HD U2 attaches to
double 2x studs or 4x or 6x stud with (6) Simpson SDS 1/4 X 3 Wood
Screws in wall above.
HDUS 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.
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)
=
25 PSF (Snow)
2. Dead Load =
15 PSF (Roof)
=
12 PSF (Floor)
=
10 PSF (Walls)
=
150 PCF (Concrete)
3. Partition =
10 PSF (Floors)
4. Wind =
2015 IBC Exposure B @ 110 mph
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:
All concrete work shall be per the 2015 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.
2. All reinforcing shall be ASTM A615 Grade 60 except as shown on the plans.
3. Concrete shall be in accordance with ASTM 150.
fc = 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.
Steel:
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 oras required by
geometry.
Anchor bolts shall be ASTM A307.
Carpentry:
1. 2X structural framing shall be #2 Douglas Fir.
4x structural members shall be #2 Douglas Fir.
6X members shall be #1 Douglas Fir.
2. Provide solid blocking in floor system below all bearing walls and point loads.
3. 2X joists shall be kiln dried and stored in a dry area prior to installation. The moisture content
of all wood shall be less than 15%.
4. Floor joists shall be by Boise Cascade or other approved manufacturer. Joist to be installed
and braced per manufacturer's requirements.
5. Roof trusses shall be by a pre -approved manufacturer and constructed according to the
specifications of the Truss Plate Institute. Truss shop drawings must be stamped by a
licensed engineer and be on site at the time of construction. Preliminary truss drawings must
be reviewed prior to construction. It is the truss manufacturer's responsibility to inform the
engineer of record of any changes from the preliminary truss lay -out.
Girder trusses to have a minimum of bearing studs equal to number of plies of truss. All
girder trusses shall have Simpson HGT tie down at either end to match number of plies.
Truss manufactures are responsible for all bracing of the trusses including end wall bracing
and all other bracing between the building and the trusses unless specifically shown
otherwise on the drawings. Contractor to coordinate bracing with engineer of record as
required.
Truss manufacturer to provide all over -framing as required per manufacturer's truss layout..
Coordinate with General contractor and Engineer of Record as required.
6. Glue laminated beams shall be 24F -V8 for cantilevered or continuous beams and 24F -V4 for
simple spans.
(Fb = 2,400 PSI)
(Fv = 190 PSI)
(E = 1,800,000 PSI)
(FcL = 650 PSI)
7. Continuous and cantilevered glue laminated beams shall not be cambered. All other glue
laminated beams shall be cantilevered for 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)
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 2304.9.5 of the 2012 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.
Iff-1Uj11L0]PA
PLACE TRUSSES PER MANUFACTURER'S RECOMMENDATIONS AND BRACE PERTRUSS COMPANY
RECCOMENDAT IONS. 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.
Vertical
I - I
Harold Hahnenkratt
From:
NOP <nop@leveldesignnw.com>
Sent:
Tuesday, December 15, 2020 2:14 PM
To:
Harold Hahnenkratt
Cc:
J Kilbourne; S Mey
Subject:
Yelm Creeek Estates Lot 22 PLAN 2086-2SLG
Attachments:
PLAN 2086-2SLG.pdf
Hi Harold,
Yelm Creeek Estates Lot 22
Builder: Rainier Capital Group LLC
Plan Type: NEW
Site address: 15723 View Dr SE Yelm, WA 98597
PN# 85820002200
Please provide us with your engineer.
Thanks
Project Associate
253 284.3170
Level Design LLC
=
611 S Yakima Ave
Tacoma WA 98465
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Title Block Line 1
Project Title:
You can change this area
Engineer:
using the "Settings" menu item
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and then using the "Printing &
Project Descr:
Title Block" selection.
Max fv/FvRatio =
Title Block Line 6
Printed: 7 JAN 2021, 8:17AM
Multi le 'Im le Beam
p
File; Level Plan 2086 2.ec6
p
Software copyright ENERCALC, INC. 1983-2020, Budd: 12.20.5.17
m�
+D+S+H
Description :
+D+S+H
Wood Beam Design: A
Max Reactions (k)
D L Lr
Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10
BEAM Size: 4x8, Sawn, Fully Unbraced
0.62
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=16.50 ft
Design Summary
Max fb/Fb Ratio = 0.605: 1
fb : Actual :
807.20 psi at
2.500 ft in Span # 1
Fb : Allowable:
1,335.02 psi
223.42 psi at 4.000 ft in Span # 1
Load Comb:
+D+S+H
Load Comb:
Max fv/FvRatio =
0.358: 1
0.076: 1
fv : Actual :
74.13 psi at
4.400 ft in Span # 1
Fv: Allowable:
207.00 psi
+D+S+H
Load Comb:
+D+S+H
Max Reactions (k)
D L Lr
S W E
Left Support
0.62
1.03
Right Support
0.62
1.03
Wood Beam Design: B
- - -_---------------D(0_247(0_4125) ---� ---------------------------
4x8
5.0 ft
H Transient Downward 0.033 in Total Downward 0.052 in
Ratio 1829 Ratio 1143
LC: S Only LC: +D+S+H
Transient Upward 0.000 in Total Upward 0.000 in
Ratio 9999 Ratio 9999
LC: LC:
Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10
BEAM Size: 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 psi Fc - Prll 600 psi Fv 170 psi Ebend- xx 1300 ksi Density 31.21 pcf
Fb - Compr 875 psi Fc - Perp 625 psi Ft 425 psi Eminbend - xx 470 ksi
Applied Loads
Unif Load: D = 0.0150, S = 0.0250 k/ft, Trib= 3.0 ft
Design Summary
Max fb/Fb Ratio =
0.223: 1
fb : Actual :
223.42 psi at 4.000 ft in Span # 1
Fb: Allowable:
1,001.96 psi
Load Comb:
+D+S+H
Max fv/FvRatio =
0.076: 1
fv : Actual :
14.78 psi at 0.000 ft in Span # 1
Fv: Allowable:
195.50 psi
Load Comb:
+D+S+H
Max Reactions (k) D L Lr S W E H Transient Downward 0.028 in
Left Support 0.18 0.30 Ratio 3472
Right Support 0.18 0.30 LC: S Only
Transient Upward 0.000 in
Ratio 9999
LC:
Total Downward 0.044 in
Ratio 2170
LC:+D+S+H
Total Upward 0.000 in
Ratio 9999
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.
Max fv/FvRatio =
Title Block Line 6
Printed: 7 JAN 2021, 8:17AM
Multiple Simple Beam
File: Level Plan 2086 2.ec6
4.400 ft in Span # 1
Software copyright ENERCALC, INC. 1983-2020,Build:12.20.5.17 .
Wood Beam 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 900.0 psi Fc - Prll 1,350.0 psi Fv 180.0 psi Ebend- xx 1,600.0 ksi Density 31.210 pcf
Fb - Compr 900.0 psi Fc - Perp 625.0 psi Ft 575.0 psi Eminbend - xx 580.0 ksi
Applied Loads
Unif Load: D = 0.0150, S = 0,0250 k/ft, Trib= 3.0 ft
Design Summary
Max fb/Fb Ratio = 0.110: 1
fb : Actual :
146.76 psi at
2.500 ft in Span # 1
Fb: Allowable:
1,335.02 psi
Load Comb:
+D+S+H
Max fv/FvRatio =
0.065: 1
fv : Actual :
13.48 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
0.11
0.19
Right Support
0.11
0.19
Wood Beam Design: D
.••• • •• •
5.0 ft
H Transient Downward 0.006 in Total Downward 0.010 in
Ratio 9999 Ratio 6289
LC: S Only LC: +D+S+H
Transient Upward 0.000 in Total Upward 0.000 in
Ratio 9999 Ratio 9999
LC: LC:
Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10
BEAM Size: 4x8, Sawn, Fully Unbraced
Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending
Wood Species : Douglas Fir - Larch Wood Grade: No.2
Fb - Tension 900.0 psi Fc - Prll 1,350.0 psi Fv 180.0 psi Ebend- xx 1,600.0 ksi Density 31.210 pcf
Fb - Compr 900.0 psi Fc - Perp 625.0 psi Ft 575.0 psi Eminbend - xx 580.0 ksi
Applied Loads
Unif Load: D = 0.0150, S = 0.0250 k/ft, Trib= 3,0 ft
Design Summary
Max fb/Fb Ratio = 0.110: 1
fb : Actual :
146.76 psi at
2.500 ft in Span # 1
Fb : Allowable:
1,335.02 psi
Load Comb:
+D+S+H
Max fv/FvRatio =
0.065: 1
fv : Actual :
13.48 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
0.11
0.19
Right Support
0.11
0.19
.••• • •• •
5.0 ft
H Transient Downward 0.006 in Total Downward 0.010 in
Ratio 9999 Ratio 6289
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+S+H
Title Block Line 6
Printed: 7 JAN 2021, 8:17AM
Multi le Simple Beam�1983-2020,
pp
ilei Level Plan 2086 2:ec6
Fv : Allowable:
Software copyright ENERCALC, INCBuild: 12.20.5,17
9 e99'9'
+D+S+H
Wood Beam Design: E
Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10
BEAM Size: 4x8, Sawn, Fully Unbraced
Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending
Wood Species: Douglas Fir - Larch
Wood Grade: No.2
Fb - Tension 900.0 psi Fc - Prll 1,350.0 psi Fv
180.0 psi Ebend- xx 1,600.0 ksi Density 31.210 pcf
Fb - Compr 900.0 psi Fc - Perp 625.0 psi Ft
575.0 psi Eminbend - xx 580.0 ksi
Applied Loads
Unif Load: D = 0.0150, S = 0,0250 k/ft, Trib= 3,0 ft
Design Summary
Max fb/Fb Ratio =
0.110: 1
fb : Actual :
146.76 psf at 2.500 ft in Span # 1
Fb: Allowable:
1,335.02 psi
Load Comb:
+D+S+H
Max fv/FvRatio =
0.065: 1
fv : Actual :
13.48 psi at 4.400 ft in Span # 1
Fv : Allowable:
207.00 psi
Load Comb:
+D+S+H
D ••• • •• •
Max Reactions (k) D L Lr S W E H Transient Downward 0.006 in
Left Support 0.11 0.19 Ratio 9999
Right Support 0.11 0.19 LC: S Only
Transient Upward 0.000 in
Ratio 9999
LC:
Total Downward 0.010 in
Ratio 6289
LC:+D+S+H
Total Upward 0.000 in
Ratio 9999
LC:
UPPER FLOOR FRAMING PLAN
SCALE: 1/4" =1'-0"
ALL DOOR/W NDOW-=ADERS TO BE FiXS DF"2 AT 2Xo BEARING L 5 , UN.C., !,'-O' M.>X. SP=�I
ALL DOOR,WINDOW-=ADERS TO BE 4X'O DF2 AT 2X4 BEARING w :LLS. UN.O., o'-O' f AX. SFS,
PROVIDE FIREBLOG<ING AS REQUIRED PER LRG.
WINDOW HEADERS AT io'-S' ABOVE SUB =LOOK, L.N.O.
EXTERIOR WALLS TO BE 2Xo A- 16' O.G., UN.O.
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
Project Title:
Engineer:
Project ID:
Project Descr:
Printed: 7 JAN 2021, 9:52AM
Applied Loads
Unif Load: D = 0.0220, L = 0.040 k/ft, Trib=14.50 ft
Design Summary
Max fb/Fb Ratio = 0.664: 1
fb : Actual :
1,828.63 psi at 7.625 ft in Span # 1
Fb : Allowable:
2,752.45 psi
Load Comb:
+D+L+H
Max fv/FvRatio =
0.419: 1
fv : Actual :
119.38 psi at 14.132 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
2.43 4.42
Right Support
2.43 4.42
Wood Beam Design: B
■ • •• • :•
{�
15.250 ft
f
H Transient Downward 0.296 in Total Downward 0.458 in
Ratio 619 Ratio 399
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
SEAM Size: 5.5x16.5, GLB, Fully Braced
Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending
Wood Species: DF/DF Wood Grade: 24F - V4
Fb - Tension 2400 psi Fc - PHI 1650 psi Fv 265 psi Ebend- xx 1800 ksi Density 31.21 pcf
Fb - Compr 1850 psi Fc - Perp 650 psi Ft 1100 psi Eminbend - xx 950 ksi
Applied Loads
Unif Load: D = 0.2670, L = 0.4860, S = 0.0810 k/ft, 0.0 ft to 12.0 ft, Trib=1,0 ft
Unif Load: D = 0.0220, L = 0.040 k/ft, 12.0 to 16.250 ft, Trib=10.0 ft
Unif Load: D = 0.0960 k/ft, 12.0 to 16.250 ft, Trib=1.0 ft
Unif Load; D = 0.0150, S = 0.0250 k/ft, 12,0 to 16.250 ft, Trib=16.50 ft
Point: D =1.575, S = 2,625 k @ 0.0 ft
Point: D =1.575, S = 2.625 k @ 12.0 ft
Design Summary
0.433 in
Max fb/Fb Ratio =
0.596: 1
fb : Actual :
1,410.70 psi at 8.829 ft in Span # 1
Fb: Allowable:
2,368.38 psi
Load Comb :
+D+L+H
Max f,//FvRatio =
0.457: 1
fv : Actual :
139.32 psi at 14.896 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 H
Left Support 4.32 3.90 4.15
Right Support 4.43 3.63 3.82
■ • • . ,r.
-_______U(•.2670) • .• • • • o • . °. •
f
•
Transient Downward 0.336 in
Ratio 579
LC: +L+S
Transient Upward 0.000 in
Ratio 9999
LC:
Total Downward
0.433 in
Ratio
450
.C: +D+0.750L+0.750S+H
Total Upward
0.000 in
Ratio
9999
LC:
Title Block Line 1
You can change this area
using the "Settings" menu item
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Title Block" selection.
Title Block Line 6
Multiple Simple Beam
Wood Beam Design: C
Project Title:
Engineer:
Project ID:
Project Descr:
Printed: 7 JAN 2021, 9:52AM
rue: Levei Tian zvuo-z.eco
Software copyright ENERCALC, INC. 1983-2020, Build: 12.20.5.17
Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10
3EAM Size: 1.75x14, VersaLam, Fully Braced
Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending
Wood Species: Boise Cascade Wood Grade: Versa Lam 2.0 2800 West
Fb - Tension 2800 psi Fc - Prll 3000 psi Fv 285 psi Ebend- xx 2000 ksi Density 41.76 pcf
Fb - Compr 2800 psi Fc - Perp 750 psi Ft 1950 psi Eminbend - xx530120482 ksi
Applied Loads
Total Downward
Unif Load: D =
0.0150, S = 0.0250 k/ft, Trib= 3.0 ft
Unif Load: D =
0.0960 k/ft, Trib= 1,0 ft
Unif Load: D =
0.0220, L = 0.040 k/ft, Trib= 1.330 ft
Unif Load: D =
0.0150, S = 0.0250 k/ft, Trib= 3.0 ft
Design Summary
Max fb/Fb Ratio
= 0.439: 1
fb : Actual :
1,389.18 psi at 6.000 ft in Span # 1
Fb : Allowable:
3,165.32 psi
Load Comb:
+D+0.750L+0.750S+H
Max fv/FvRatio = 0.332: 1
fv : Actual :
108.95 psi at 10.840 ft in Span # 1
Fv: Allowable:
327.75 psi
Load Comb:
+D+0.750L+0.750S+H
Max Reactions
(k) g L Lr S W E
Left Support
1.29 0.32 0.90
Right Support
1.29 0.32 0.90
Wood Beam Design: D
• ft
ns
H Transient Downward 0.119 in
Total Downward
0.215 in
Ratio 1209
Ratio
668
LC: +L+S
C: +D+0.750L+0.750S+H
0.760 ft in Span # 1
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: 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 psi Fc - Prll 600 psi Fv 170 psi Ebend- xx 1300 ksi Density 31.21 pcf
Fb - Compr 875 psi Fc - Perp 625 psi Ft 425 psi Eminbend - xx 470 ksi
Applied Loads
Unif Load: D = 0.0150, S = 0.0250 k/ft, 0.0 to 0.750 ft, Trib= 7.50 ft
Unif Load: D = 0.0220, L = 0.040 k/ft, 0.0 to 0.750 ft, Trib= 6.0 ft
Point: D =1.290, L = 0.320, S = 0.90 k @ 0,750 ft
Design Summary
Total Downward
0.028 in
Max fb/Fb Ratio
= 0.367. 1
2540
fb : Actual :
368.43 psi at
0.760 ft in Span # 1
Fb: Allowable:
1,002.95 psi
0.000 in
Load Comb:
+D+0.750L+0.750S+H
Max fv/FvRatio =
0.368: 1
fv : Actual :
71.87 psi at
0.000 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
1.30 0.45
0.92
Right Support
0.17 0.05
0.12
> 'x kO 53-
s
•
H Transient Downward 0.016 in
Total Downward
0.028 in
Ratio 4446
Ratio
2540
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 Simple Beam
Project Title:
Engineer:
Project ID:
Project Descr:
Printed: 7 JAN 2021, 9:52AM
File: Level Plan 20 6-2.ec6
Software copyright ENERCALC, INC. 1983-2020, Build: 12.20.5.17
Wood Beam Design: E
Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10
BEAM Size: 6x8, Sawn, Fully Unbraced
Max fb/Fb Ratio
Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending
Wood Species : Douglas Fir - Larch
Wood Grade: No.2
Fb - Tension 875 psi Fc - Prll 600 psi Fv
170 psi Ebend- xx 1300 ksi Density 31.21 pcf
Fb - Compr 875 psi Fc - Perp 625 psi Ft
425 psi Eminbend - xx 470 ksi
Applied Loads
Load Comb:
Unif Load: D = 0.0150, S = 0.0250 k/ft, 0.0 to 2.250 ft, Trib= 7.50 ft
Max fv/FvRatio =
Unif Load: D = 0.0220, L = 0.040 k/ft, 0,0 to 2,250 ft, Trib= 6.0 ft
Load Comb:
Point: D =1,290, L = 0.320, S = 0,90 k @ 2,250 ft
74.94 psi at
Design Summary
Total Downward
0.084 in
Max fb/Fb Ratio
= 0.924: 1
861
fb : Actual :
927.23 psi at
2.260 ft in Span # 1
Fb: Allowable:
1,002.95 psi
0.000 in
Load Comb:
+D+0.750L+0.750S+H
Max fv/FvRatio =
0.383: 1
Load Comb:
fv : Actual :
74.94 psi at
0.000 ft in Span # 1
Fv: Allowable:
195.50 psi
fv : Actual :
Load Comb:
+D+0.750L+0.750S+H
Max Reactions (k)
D L Lr
S w E
Left Support
1.25 0.64
0.91
Right Support
0.59 0.22
0.42
Wood Beam Design: F
M!
y
H Transient Downward 0.050 in
Total Downward
0.084 in
Ratio 1429
Ratio
861
LC: +L+S
C: +D+0.750L+0.750S+H
= 0.604: 1
Transient Upward 0.000 in
Total Upward
0.000 in
Ratio 9999
Ratio
9999
LC:
Load Comb:
LC:
Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10
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 - PHI 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
0.155 in
Total Downward 0.206 in
Unif Load: D = 0.2720, L = 0,5030, S = 0.0810 k/ft, Trib= 1.0 ft
Design Summary
Ratio 465
LC:+L+S
Max fb/Fb Ratio
= 0.604: 1
0.000 in
fb : Actual :
1,442.91 psi at
4.000 ft in Span # 1
Fb: Allowable:
2,387.77 psi
LC:
Load Comb:
+D+L+H
Max fv/FvRatio =
0.360: 1
fv : Actual :
95.44 psi at
0.000 ft in Span # 1
Fv: Allowable:
265.00 psi
Load Comb:
+D+L+H
Max Reactions (k)
D L Lr
S w E
Left Support
1.09 2.01
0.32
Right Support
1.09 2.01
0.32
ns
H Transient Downward
0.155 in
Total Downward 0.206 in
Ratio
617
Ratio 465
LC:+L+S
LC:+D+L+H
Transient Upward
0.000 in
Total Upward 0.000 in
Ratio
9999
Ratio 9999
LC:
LC:
Title Block Line 1
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.
Max fv/FvRatio =
Title Block Line 6
Printed: 7 JAN 2021, 9:52AM
le Simple Beam
File: Level Plan 2086-2rec6MflOtl
4.400 ft in Span # 1
Software copyright ENERCALC, INC. 1983-2020, Build:12,20.5.17
Wood Beam Design: G
Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10
BEAM Size: 4x8, Sawn, Fully Unbraced
Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending
Wood Species : Douglas Fir - Larch Wood Grade: No.2
Fb - Tension 900.0 psi Fe - PHI 1,350.0 psi Fv 180.0 psi Ebend- xx 1,600.0 ksi Density 31.210 pcf
Fb - Compr 900.0 psi Fe - 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= 4.70 ft
Design Summary
Max fb/Fb Ratio = 0.172. 1
fb : Actual :
229.93 psi at
2.500 ft in Span # 1
Fb: Allowable:
1,335.02 psi
Load Comb:
+D+S+H
Max fv/FvRatio =
0.102: 1
fv : Actual :
21.12 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
0.18
0.29
Right Support
0.18
0.29
Wood Beam Design: H
• • • • •
z
5.
• ft
H Transient Downward 0.009 in Total Downward 0.015 in
Ratio 6423 Ratio 4014
LC: S Only LC: +D+S+H
Transient Upward 0.000 in Total Upward 0.000 in
Ratio 9999 Ratio 9999
LC: LC:
Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10
BEAM Size: 6x8, Sawn, Fully Braced
Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending
Wood Species : Douglas Fir - Larch Wood Grade: No.2
Fb - Tension 875 psi Fc - Prll 600 psi Fv 170 psi Ebend- xx 1300 ksi Density 31.21 pcf
Fb - Compr 875 psi Fc - Perp 625 psi Ft 425 psi Eminbend - xx 470 ksi
Applied Loads
Unif Load: D = 0.0150, S = 0.0250 k/ft, Trib= 5.60 ft
Design Summary
Max fb/Fb Ratio = 0.784: 1
fb : Actual :
788.48 psi at
5.500 ft in Span # 1
Fb : Allowable:
1,006.25 psi
Load Comb:
+D+S+H
Max fv/FvRatio =
0.203: 1
fv : Actual :
39.72 psi at
0.000 ft in Span # 1
Fv: Allowable:
195.50 psi
Load Comb:
+D+S+H
Max Reactions (k)
D L Lr
S W E
Left Support
0.46
0.77
Right Support
0.46
0.77
111100 W
W
. M,
•
H Transient Downward 0.184 in Total Downward 0.295 in
Ratio 715 Ratio 447
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.
0.183: 1
Title Block Line 6
Printed: 7 JAN 2021, 9:52AM
Multiple Simple Beam
Level Plan 2086-2.ec6
p p
Software copyright ENERCALC, INC. 1983-2020, Build: 12.20.5.17
Software
Wood Beam Design
Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10
BEAM Size: 4x8, Sawn, Fully Unbraced
Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending
Wood Species: Douglas Fir - Larch Wood Grade: No.2
Fb - Tension 900.0 psi Fc - Prll 1,350.0 psi Fv 180.0 psi Ebend- xx 1,600.0 ksi Density 31.210 pcf
Fb - Compr 900.0 psi Fc - Perp 625.0 psi Ft 575.0 psi Eminbend - xx 580.0 ksi
Applied Loads
Unif Load: D = 0.0150, S = 0.0250 k/ft, Trib= 3.0 ft
Unif Load: D = 0.0960 klft, Trib= 1.0 ft
Unif Load: D = 0.0220, L = 0.040 klft, Trib= 1.330 ft
Design Summary
Max fb/Fb Ratio = 0.352: 1
fb : Actual :
469.19 psi at
3.000 ft in Span # 1
Fb: Allowable:
1,333.02 psi
1639
Load Comb:
+D+0.750L+0.750S+H
Max fv/FvRatio =
0.183: 1
Total Upward
fv : Actual :
37.80 psi at
5.400 ft in Span # 1
Fv: Allowable:
207.00 psi
9999
Load Comb:
+D+0.750L+0.750S+H
Max Reactions (k)
D L Lr
S W E
Left Support
0.51 0.16
0.23
Right Support
0.51 0.16
0.23
Wood Beam Design: J
ilill 11111 !!1 IN 5; IMNIU11, a
� � ,
fi
.
0 ft
H Transient Downward 0.021 in
Total Downward
0.044 in
Ratio 3406
Ratio
1639
LC: +L+S
C: +D+0.750L+0.750S+H
Max fv/FvRatio =
Transient Upward 0.000 in
Total Upward
0.000 in
Ratio 9999
Ratio
9999
LC:
9999
LC:
Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10
BEAM Size: 4x8, Sawn, Fully Unbraced
Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending
Wood Species : Douglas Fir - Larch Wood Grade: No.2
Fb - Tension 900.0 psi Fc - 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=16.50 ft
Unif Load: D = 0,0960 k/ft, Trib= 1.0 ft
Unif Load: D = 0.0220, L = 0.040 klft, Trib= 4.50 ft
Design Summary
Max fb/Fb Ratio = 0.202: 1
fb : Actual :
271.17 psi at
1.250 ft in Span # 1
Fb: Allowable:
1,340.42 psi
9999
Load Comb:
+D+0.750L+0.750S+H
Max fv/FvRatio =
0.165: 1
fv : Actual :
34.08 psi at
1.900 ft in Span # 1
Fv: Allowable:
207.00 psi
9999
Load Comb:
+D+0.750L+0.750S+H
Max Reactions (k)
g L Lr
S W E
Left Support
0.55 0.23
0.52
Right Support
0.55 0.23
0.52
H Transient Downward
0.003 in
Total Downward
0.004 in
Ratio
9999
Ratio
6808
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
Project Title:
Engineer:
Project ID:
Project Descr:
Printed: 7 JAN 2021, 9:52AM
1%n-2086-2.666
Multiple• Beam Software copyright ENERCALC, INC. 1983-2020, Build; 12.20.5.17
ylrtCiSsNGINEEwftl�{7N
Wood Beam Design: k
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 900.0 psi Fc - Prll 1,350.0 psi Fv 180.0 psi Ebend- xx 1,600.0 ksi Density 31.210 pcf
Fb - Compr 900.0 psi Fc - Perp 625.0 psi Ft 575.0 psi Eminbend - xx 580.0 ksi
Applied Loads
Unif Load: D = 0,0220, L = 0.040 klft, Trib=15.0 ft
Design Summary
Max fb/Fb Ratio =
0.610: 1
fb : Actual :
711.50 psi at 1.500 ft in Span # 1
Fb: Allowable:
1,166.55 psi
Load Comb:
+D+L+H
Max fv/FvRatio =
0.423: 1
fv : Actual :
76.09 psi at 2.550 ft in Span # 1
Fv : Allowable:
180.00 psi
Load Comb:
+D+L+H
Max Reactions (k) D L Lr S W E H Transient Downward 0.014 in
Left Support 0.50 0.90 Ratio 2542
Right Support 0.50 0.90 LC: L Only
Transient Upward 0.000 in
Ratio 9999
LC:
Total Downward 0.022 in
Ratio 1640
LC:+D+L+H
Total Upward 0.000 in
Ratio 9999
LC:
Boise Cascade' Single 14" BCI® 5000-1.7 DF CASSE®
��{{,,%% ENGNEEREDW00DPR000CTS
J02 (Joist)
BC CALC® Member Report Dry 13 spans I R cant. 116 OCS I Repetitive I Glued & nailed January 7, 2021 08:51:50
Build 7883
Job name: I File name:
Address: l Description:
City, State, Zip: 1111 Specifier:
Customer: Designer: Harold Hahnenkratt
Code reports: ESR -1336 Company: Precise Engineering Inc
BC FloorValue® Summary
BC FloorValue®: Subfloor: 3/4" OSB, Glue + Nail
Minimum Enhanced Premium Subfloor Rating: Premium
Controlling Location: 21-00-00
Page 1 of 2
4,
,3
• • . •
• • . • . • •
. . • 2 • •
. . •
. • • . • • • • •
• •
• • • . •__V
• • . • . . .
. .V 1 • •
. • .
• • . • . • • •
09-09-00
131 132
20-00-00
01-03-00
133
Total Horizontal
Product Length
= 31-00-00
Reaction Summary (Down / Uplift) (lbs)
Bearing
Live Dead
Snow
Wind
Roof Live
B1, 3-1/2"
310/226 28/0
4/0
B2, 3-1/2"
1353/0 301 /0
0/12
B3, 3-1/2"
646/0 356/0
108/0
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 31-00-00
Top
40 12
16
2 PART
Unf. Area (Ib/ft2) L
00-00-00 31-00-00
Top
10
16
3 watt
Conc. Lin. (Ib/ft) L
31-00-00 31-00-00
Top
96
16
4 roof
Conc. Lin. (Ib/ft) L
31-00-00 31-00-00
Top
45 75
16
Controls Summary
Value %Allowable
Duration
Case
Location
Pos. Moment
2774 ft -lbs 74.3%
100%
3
21-01-05
Neg. Moment
-2877 ft -lbs 77.0%
100%
4
09-09-00
End Reaction
338 lbs 22.9%
100%
2
00-00-00
Int. Reaction
1654 lbs 70.4%
100%
4
09-09-00
End Shear
314 lbs 17.2%
100%
2
00-03-08
Cont. Shear
946 lbs 51.8%
100%
4
09-10-12
Total Load Deflection
L/600 (0.4") 40.0%
n\a
3
20-03-08
Live Load Deflection
L/708 (0.339") 67.8%
n\a
14
20-06-12
Total Neg. Defl.
2xL/1998 (-0.073") n\a
n\a
3
31-00-00
Max Defl.
0.4" 40.0%
n\a
3
20-03-08
Cant. Max Defl.
-0.073" n\a
n\a
3
31-00-00
Span / Depth
17.1
% Allow % Allow
Bearing Supports
Dim. (LxW) Value
Support Member
Material
B1 Wall/Plate
3-1/2" x 2" 338 lbs
11.9% 22.9%
Hem -Fir
B1 Uplift
198lbs
B2 Wall/Plate
3-1/2" x 2" 1654 lbs
37.8% 70.4%
Douglas Fir
B3 Wall/Plate
3-1/2" x 2" 1002 lbs
22.9% 42.6%
Douglas Fir
BC FloorValue® Summary
BC FloorValue®: Subfloor: 3/4" OSB, Glue + Nail
Minimum Enhanced Premium Subfloor Rating: Premium
Controlling Location: 21-00-00
Page 1 of 2
0 Boise cascade Single 14" BCI® 5000-1.7 DF RA SE
ENGINEERED WOOD PRODUCTS
J02 (Joist)
BC CALCO Member Report
Dry 13 spans I R cant. 116 OCS I Repetitive I Glued & nailed January 7, 2021 08:51:50
Build 7883
Job name:
File name:
Address:
Description:
City, State, Zip:
Specifier:
Customer:
Designer: Harold Hahnenkratt
Code reports: ESR -1336
Company: Precise Engineering Inc
Cautions
Uplift of -198 lbs found at bearing B1.
Design assumes Top and Bottom flanges to be restrained.
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.
Design meets arbitrary (1") Cantilever 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.
Cantilevers require sheathed bottom flanges, blocking at cantilever support and closure at ends.
Calculations assume member is fully braced.
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@ , AJSTNI
ALLJOISTO , BC RIM BOARDTM, BC10 ,
BOISE GLULAMTM, BC FloorValue@ ,
VERSA -LAW, VERSA -RIM PLUS@ ,
Page 2 of 2
(T) Boise cascade°Single 14" BCI® 5000-1.7 DF PASSED
ENGINEERED 'NOODPROULG'a
J02(1) (Joist)
BC CALC® Member Report Dry 12 spans I No cant. 116 OCS I Repetitive I Glued & nailed January 7, 2021 08:54:05
Build 7883
Job name: File name:
Address: ( Description:
City, State, Zip: ®' Specifier:
Customer: Designer: Harold Hahnenkratt
Code reports: ESR -1336 Company: Precise Engineering Inc
09-09-00
61
62
20-00-00
Total Horizontal Product Length = 29-10-12
B3
Reaction Summary (Down / Uplift) (lbs)
--
_
Live
Dead
—�
Wind
Roof Live
B1, 3-1/2"
308/224
i
. . .
.
.
+
1348/0
323/0
B3, 3-1/2"
572/12
135/0
09-09-00
61
62
20-00-00
Total Horizontal Product Length = 29-10-12
B3
Reaction Summary (Down / Uplift) (lbs)
Bearing
Live
Dead
Snow
Wind
Roof Live
B1, 3-1/2"
308/224
20/0
B2, 3-1/2"
1348/0
323/0
B3, 3-1/2"
572/12
135/0
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 29-10-12
Top
40 12 16
2 part
Unf. Area (Ib/ft2) L
00-00-00 29-10-12
Top
10 16
Controls Summary
Value
% Allowable
Duration
Case
Location
Pos. Moment
2862 ft -lbs
76.6%
100%
3
21-04-09
Neg. Moment
-2927 ft -lbs
78.4%
100%
1
09-09-00
End Reaction
707 lbs
47.9%
100%
3
29-10-12
Int. Reaction
1671 lbs
71.1%
100%
1
09-09-00
End Shear
683 lbs
37.4%
100%
3
29-07-04
Cont. Shear
958 lbs
52.5%
100%
1
09-10-12
Total Load Deflection
L/584 (0.409")
41.1%
n\a
3
20-06-12
Live Load Deflection
L/716 (0.334")
67.1%
n\a
6
20-03-08
Total Neg. Defl.
L/999 (-0.047")
n\a
n\a
3
05-09-13
Max Defl.
0.409"
40.9%
n\a
3
20-06-12
Span / Depth
17.1
% Allow
% Allow
Bearing Supports
Dim. (LxW)
Value
Support
Member
Material
B1 Wall/Plate
3-1/2" x 2"
329 lbs
11.6%
22.3%
Hem -Fir
B1 Uplift
203lbs
B2 Wall/Plate
3-1/2" x 2"
1671 lbs
38.2%
71.1%
Douglas Fir
B3 Wall/Plate
3-1/2" x 2"
707 lbs
16.2%
47.9%
Douglas Fir
BC FloorValue® Summary
BC FloorValue®: Subfloor: 3/4" OSB, Glue + Nail
Minimum Enhanced Premium Subfloor Rating: Premium
Controlling Location: 21-01-09
Cautions
Uplift of -203 lbs found at bearing B1.
Page 1 of 2
Boise Cascade' Single 14" l3Cl® 5000-1.7 DF
ENGINEERED WOOD PRODUCTS
J02(1) (Joist)
BC CALCO Member Report Dry 12 spans I No cant. 116 OCS I Repetitive I Glued & nailed January 7, 2021 08:54:05
Build 7883
Job name: File name:
Address: Description:
City, State, Zip: Specifier:
Customer: Designer: Harold Hahnenkratt
Code reports: ESR -1336 Company: Precise Engineering Inc
Notes
Design meets Code minimum (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.
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'
ALLJOISTO , BC RIM BOARDT"', BC10 ,
BOISE GLULAMTM, BC FloorValue@,
VERSA -LAW, VERSA -RIM PLUS@ ,
Page 2 of 2
fsjBoiseCascade° Single 14" BCI® 5000-1.7 DF PASSED
�j;/ ENGiNEER....PRO..
J01(1) (Joist)
BC CALC® Member Report Dry 12 spans I R cant. 116 OCS I Repetitive I Glued & nailed January 7, 2021 08:39:57
Build 7883
Job name: r✓ File name:
Address: Description:
City, State, Zip: Specifier:
Customer: Designer: Harold Hahnenkratt
Code reports: ESR -1336 Company: Precise Engineering Inc
BC FloorValue® Summary
BC FloorValue®: Subfloor: 3/4" OSB, Glue + Nail
Minimum Enhanced Premium Subfloor Rating: Premium
Controlling Location: 09-00-02
Cautions
Design assumes Top and Bottom flanges to be restrained.
Page 1 of 2
,a
3
• • • • •
• . • . •
• • •
• • • 1 ♦ •
. • •
• ♦ .
• • • • •
17-09-00
B1
01-03-00
62
Total Horizontal Product Length
= 19-00-00
Reaction Summary (Down / Uplift) (lbs)
Bearing
Live
Dead
Snow
Wind
Roof Live
B1, 4"
601/3
130/0
0/7
B2, 5-1/2"
669/0
362/0
107/0
Load Summary
Live Dead
Snow Wind Roof OCs
Live
Tag Description
Load Type
Ref.
Start End
Loc.
100% 90%
115% 160% 125%
1 Standard Load
Unf. Area (lb/ft') L
00-00-00 19-00-00
Top
40 12
16
2 PART
Unf. Area (Ib/ft2) L
00-00-00 19-00-00
Top
10
16
3 WALL
Conc. Lin.
(Ib/ft) L
19-00-00 19-00-00
Top
96
16
4 ROOF
Conc. Lin.
(Ib/ft) L
19-00-00 19-00-00
Top
45
75 16
Controls Summary
Value
%Allowable Duration
Case
Location
Pos. Moment
3034 ft -lbs
81.2%
100%
2
08-11-02
Neg. Moment
-380 ft -lbs
8.9%
115%
7
17-09-00
End Reaction
731 lbs
49.5%
100%
2
00-00-00
Int. Reaction
1031 lbs
40.8%
100%
1
17-09-00
End Shear
703 lbs
38.5%
100%
2
00-04-00
Cont. Shear
721 lbs
39.5%
100%
1
17-06-04
Total Load Deflection
L/564 (0.372")
42.6%
n\a
2
08-11-02
Live Load Deflection
L/669 (0.313")
71.7%
n\a
9
08-11-02
Total Neg. Defl.
2xL/1998 (-0.071")
n\a
n\a
2
19-00-00
Max Defl.
0.372"
37.2%
n\a
2
08-11-02
Cant. Max Defl.
-0.071"
n\a
n\a
2
19-00-00
Span / Depth
15.0
Allow % Allow
Bearing Supports
Dim. (LxW)
Value
Support Member
Material
B1 Wall/Plate
4" x 2"
731 lbs
14.6% 49.5%
Douglas Fir
B2 Wall/Plate
5-1/2" x 2"
1031 lbs
15.0% 40.8%
Douglas Fir
BC FloorValue® Summary
BC FloorValue®: Subfloor: 3/4" OSB, Glue + Nail
Minimum Enhanced Premium Subfloor Rating: Premium
Controlling Location: 09-00-02
Cautions
Design assumes Top and Bottom flanges to be restrained.
Page 1 of 2
Boise Cascade Single 14" BCI® 5000-1.7 DF PASS
ENGINEERED WOOD PRODUCTS
J01(1) (Joist)
BC CALCO Member Report Dry 12 spans I R cant. 116 OCS I Repetitive I Glued & nailed January 7, 2021 08:39:57
Build 7883
Job name: File name:
Address: Description:
City, State, Zip: Specifier:
Customer: Designer: Harold Hahnenkratt
Code reports: ESR -1336 Company: Precise Engineering Inc
Notes
Design meets Code minimum (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.
Design meets arbitrary (1 ") Cantilever 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.
Cantilevers require sheathed bottom flanges, blocking at cantilever support and closure at ends.
Calculations assume member is fully braced.
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@ , AJSTNI,
ALLJOISTO , BC RIM BOARDT"', BCI@ ,
BOISE GLULAMTNI, BC FloorValue@ ,
VERSA -LAM@, VERSA -RIM PLUS@ ,
Page 2 of 2
p4m,41
FOUNDATION/ FRAMING PLAN
SCALE: 1/4" =1'-0"
SLAB ON
GRADE
5 0\
-0.
2
77�7-
SLAB ON GRADE
FZ
W
6
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CRAWL SPACE
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5'-2- 5-21 5'-4' T -T
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24 2" ZG
5
-2' 1'-2-
5LAE3 ON
GRAPE
FA
ZL
2.-Ol
30 -0'
FOUNDATION/ FRAMING PLAN
SCALE: 1/4" =1'-0"
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
Description: UPPER FLOOR FRAMINF
Wood Beare Design: A
Project Title:
Engineer:
Project ID:
Project Descr:
Printed: 7 JAN 2021, 10:00AM
File: Level Plan 2086-2.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: 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 = 0,0220, L = 0.040 k/ft, Trib= 8.0 ft
Design Summary
Max fb/Fb Ratio = 0.747: 1
fb : Actual :
873.54 psi at 3.000 ft in Span # 1
Fb: Allowable:
1,170.00 psi
Load Comb:
+D+L+H
Max fv/FvRatio =
0.391 : 1
fv : Actual :
70.37 psi at 5.400 ft in Span # 1
Fv: Allowable:
180.00 psi
Load Comb:
+D+L+H
Max Reactions (k)
D L Lr S W E
Left Support
0.53 0.96
Right Support
0.53 0.96
Wood Beare Design: B
• .• • •
.
0 ft
H Transient Downward 0.053 in Total Downward 0.082 in
Ratio 1364 Ratio 880
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
BLAM 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 = 0.0220, L = 0.040 k/ft, Trib= 8.0 ft
Desiqn Summary
Max fb/Fb Ratio = 0.747: 1
fb : Actual :
873.54 psi at 3.000 ft in Span # 1
Fb : Allowable:
1,170.00 psi
Load Comb:
+D+L+H
Max fv/FvRatio =
0.391 : 1
fv : Actual :
70.37 psi at 5.400 ft in Span # 1
Fv: Allowable:
180.00 psi
Load Comb:
+D+L+H
Max Reactions (k)
D L Lr S W E
Left Support
0.53 0.96
Right Support
0.53 0.96
•_(0.1_760)__L(0.320)
.
H Transient Downward 0.053 in Total Downward 0.082 in
Ratio 1364 Ratio 880
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.
89.10 psi at 5.400 ft in Span # 1
Title Block Line 6
Printed: 7 JAN 2021, 10:OOAM
Multiple Simple Beam File: Level Plan 2086-2.ec6
p Software copvright ENERCALC, INC. 1983-2020, Build: 12.20.5.17
Wood Beam Design: C
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 900.0 psi Fc - Prll 1,350.0 psi Fv 180.0 psi Ebend- xx 1,600.0 ksi Density 31.210 pcf
Fb - Compr 900.0 psi Fc - Perp 625.0 psi Ft 575.0 psi Eminbend - xx 580.0 ksi
Applied Loads
Unif Load: D = 0.0220, L = 0,040 k/ft, Trib= 7,0 ft
Unif Load: D = 0.090 k/ft, Trib= 1.0 ft
Unif Load: D = 0.0120, L = 0.040 klft, Trib= 2,0 ft
Design Summary
Max fb/Fb Ratio = 0.945; 1
fb : Actual :
1,106.01 psi at 3.000 ft in Span # 1
Fb : Allowable:
1,170.00 psi
Load Comb:
+D+L+H
Max fv/FvRatio =
0.495: 1
fv : Actual :
89.10 psi at 5.400 ft in Span # 1
Fv: Allowable:
180.00 psi
Load Comb:
+D+L+H
Max Reactions (k)
g L Lr S W E
Left Support
0.80 1.08
Right Support
0.80 1.08
Wood Beam Design: D
m • r ;rd+a•• :•
ons
H Transient Downward 0.059 in Total Downward 0.104 in
Ratio 1213 Ratio 695
LC: L Only LC: +D+L+H
Transient Upward 0.000 in Total Upward 0.000 in
Ratio 9999 Ratio 9999
LC: LC:
Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10
BEAM Size: 4x8, Sawn, Fully 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 = 0,0220, L = 0.040 k/ft, Trib= 9.0 ft
Design Summary
Max fb/Fb Ratio = 0.631 ; 1
fb : Actual :
738.14 psi at 2.600 ft in Span # 1
Fb: Allowable:
1,170.00 psi
Load Comb:
+D+L+H
Max fv/FvRatio =
0.368: 1
fv : Actual :
66.32 psi at 0.000 ft in Span # 1
Fv: Allowable:
180.00 psi
Load Comb:
+D+L+H
Max Reactions (k)
D L Lr S W E
Left Support
0.51 0.94
Right Support
0.51 0.94
H Transient Downward 0.033 in Total Downward 0.052 in
Ratio 1863 Ratio 1202
LC: L Only LC: +D+L+H
Transient Upward 0.000 in Total Upward 0.000 in
Ratio 9999 Ratio 9999
LC: LC:
Title Block Line 1
You can change this area
using the "Settings" menu item
and then using the "Printing &
Title Block" selection.
Title Block Line 6
T • •
Wood Beam Design: E
Project Title:
Engineer:
Project ID:
Project Descr:
Printed: 7 JAN 2021, 10:00AM
File: Level Plan 2086-2.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: 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 = 0.0220, L = 0.040 k/ft, Trib= 6.750 ft
Design Summary
Max fb/Fb Ratio = 0.797: 1
fb : Actual :
932.83 psi at 3.375 ft in Span # 1
Fb: Allowable:
1,170.00 psi
Load Comb:
+D+L+H
Max fv/FvRatio =
0.383: 1
fv : Actual :
69.02 psi at 6.165 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
0.50 0.91
Right Support
0.50 0.91
M
6.750 ft
H Transient Downward 0.071 in Total Downward 0.111 in
Ratio 1136 Ratio 732
LC: L Only LC: +D+L+H
Transient Upward 0.000 in Total Upward 0.000 in
Ratio 9999 Ratio 9999
LC: LC: