2020.0022 211 Jefferson Duplex Structural CalcsSTRUCTURAL CALCULATIONS
For
Cynthia Schmier
Duplex
Lateral and Vertical
Design
October 1, 2020
Project # 2020237
By
PRECISE ENGINEERING INC.
HAROLD HAHNENKRATT, P.E.
SCOPE: Provide structural calculations for lateral and vertical design per the 2015
IBC. Duplex to be built once at 211 Jefferson Ave NE in Yelm WA 98597
LOADS AND MATERIALS
Roof: Comp Roofing S.Opsf
Pre-engineered Trusses @ 24" oc 2.9psf
Roof Sheathing 1.5psf
Insulation 1.2psf
5/8" GWB 2.8psf
Misc. 1.5psf
Dead Load = 14.9» 15psf
Snow Load = 25psf
Wall:
Siding (Lap)
3.Opsf
Sheathing
1.5psf
2x6 Studs @ 16"oc 1.7psf
Insulation
0.75psf
%" 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 >
_ #1DF
GLB
= 24f -v4 for simple span
= 24f -v8 for cont. and cantilever.
Concrete:
f e
= 2500psi
Rebar
= Grade 60
U.S. Seismic Design Maps Page 1 of 3
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Osili P
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aQ e -
u CAIx'UNNIA -
210 Jefferson Ave NE, Yelm, WA 98597, USA
Latitude, Longitude: 46.9416929, -122.60368289999999
https://seismicmaps.org/ 5/31/2019
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Map data 02019
Date
5/31/2019, 12:56:03 PM
Design Code Reference Document ASCE7-10
Risk Category
II
Site Class
D - Stiff Soil
Type
ass �
Value
Description
1.248
MCER MCER ground motion. (for 0.2 second period)
S1
0.497
MCER ground motion. (for 1.0s period)
SMs
1.249
Site -modified spectral acceleration value
SMi
0.747
Site -modified spectral acceleration value
Scs
0.833
Numeric seismic design value at 0.2 second SA
Sol
0.498
Numeric seismic design value at 1.0 second SA
Type
Value
Description
SDC
D
Seismic design category
Fa
1.001
Site amplification factor at 0.2 second
F„
1.503
Site amplification factor at 1.0 second
PGA
0.5
MCEG peak ground acceleration
FPGA
1
Site amplification factor at PGA
PGAM
0.5
Site modified peak ground acceleration
TL
16
Long -period transition period in seconds
SsRT
1.248
Probabilistic risk -targeted ground motion. (0.2 second)
SsUH
1.266
Factored uniform -hazard (2% probability of exceedance in 50 years) spectral acceleration
SsD
1.5
Factored deterministic acceleration value. (0.2 second)
S1 RT
0.497
Probabilistic risk -targeted ground motion. (1.0 second)
S1 UH
0.528
Factored uniform -hazard (2% probability of exceedance in 50 years) spectral acceleration.
SID
0.6
Factored deterministic acceleration value. (1.0 second)
PGAd
0.5
Factored deterministic acceleration value. (Peak Ground Acceleration)
CRs
0.986
Mapped value of the risk coefficient at short periods
https://seismicmaps.org/ 5/31/2019
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 P. = .6 AKZtps30
Wind Speed
Exposure
Roof Pitch
A= 1
KZt = 1
Simplified (ASCE 7-10 Chapter 28 Part 2)
110 mph
B
5:12
ps30 = -0.5
(Roof)
21.4
(Wall)
ASD
Ps= 0.3
(Roof)
12.8
(Wall)
Seismic Loading:
SDS 0.833
Ps =
Ps'
Section 12.4,12.8 ASCE7-10
E,=rQt, 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
r4.8'> (Roof)
9.6 (Wall)
R = 6.5 (Wood Shear Wall)
R = 1.5 (Cantilever Column)
V= 0.119 Wt. (Wood Shear Wall)
V= 0.516 Wt. (Cantilever Column)
r=1.3
�DR
�:OMPL I ANCE
WIT: 15 CREDITS REQUIRED)
NT HVAC 3a (IID)
,TER HEATING 5a (05)
OVIDED
FIRST KO®R PI AN
Two Story Wind to Diaphragm
Wind
Upper Plate Height
8.1 Roof
4.8
Main Plate Height
8.1 Walls
12.8
Floor Depth
1
Diaphragm
Roof Ht. Wind Load
Length
Total Load
1-2 Roof 4.5 0.0 73.4
30.0
2203.2
Upper 116.5
30.0
3494.4
SUM
5697.6
Roof Ht. Wind Load Length Total Load
A -B Roof 5.3 0.0 77.3 39.5 3052.6
Upper 0 116.5 39.5 4601.0
B -C Roof 2.7 0.0 64.8 6.8 437.4
Upper 0 116.5 6.8 786.2
C -D Roof 5.3 0.0 77.3 20.8 1603.6
Upper.- -1-1-6-5-20L. 82�
SUM 128977
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TYPICAL SHEAR WALL NOTES
Use 5/8" dia. by 10" Anchor Bolts (AB's) with single plates and 5/8" dia. by 12" AB's with double
and 3x plates spaced as shown on the drawings. AB's shall have 7" of embedment into footing, shall
be centered in the stud wall, and shall project through the bottom plate of the wall and have a
3x3x1/4 plate washer. There shall be a minimum of two bolts per piece of sill located not more than
12 inches or less than 4 inches end of each piece. Anchor bolts to be galvanized per the below
requirement (Fasteners in contact with pressure treated lumber). At existing foundation use 5/8"
diameter Simpson Titen HG bolts with minimum of 4" embedment into the existing concrete.
All wall sheathing shall be 1/2" CDX plywood, 5/8" T1-11 siding, or 7/16" OSB with exterior
exposure glue and span rated "SR 24/0" or better. All free sheathing edges shall be blocked with 2x4
or 2x6 flat blocking except where noted on the drawings or below.
All nails shall be 8d or l Od conunon (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 ICBG 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 IOd's shall be minimum of 3x flat.
SHEAR WALL SCHEDULE
ZNsheathing nailed with 8d's at 6" on center all edges.
HOLD DOWN SCHEDULE
It is the responsibility of the contractor to locate hold down anchor bolt to accommodate all
structural framing. Anchor bolt to be located nearest the corner or opening at the end of the
shear wall. All foundation vents to be a minimum of 12" off centerline of the anchor bolt on
either side. Holdown stud to be coordinated with shear wall panel edge framing
requirements. Larger stud size controls
* For holdown anchor bolt embedment greater that foundation depth, thicken footing
for 2'-0" either side of holdown anchor bolt to a depth that provides for 3" clear
below the bottom of the anchor bolt. Provide (2) additional #4 x 3'-0" pieces of
longitudinal rebar at this location.
qD HD
U2 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.
FLOOR TO FLOOR STRAP
META 49 Simpson META 49 is a floor to floor strap that is centered on the rim joist.
The strap attaches to a minimum of a single stud in the wall above and below.
Shear wall boundary member and Holdown member requirements will
usually control member size. Install per Simpson's requirements.
r •
STRUCTURAL NOTE'S
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.
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.
4. Garage slab and exterior slabs to have minimum thickness of 4" with 6x6 W1.4x1.4 WWF
with vapor barrier. This is at the owner's option to reduce slab cracking. Crack control joints
the responsibility of the contractor
Steel:
1. 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.
6. Glue laminated beams shall be 24F -V8 for cantilevered or continuous beams and 24F -V4 for
simple spans.
(Fb =
2,400 PSI)
(Fv =
190 PSI)
(E =
1,800,000 PSI)
(FcL =
650 PSI)
7. Continuous and cantilevered glue laminated beams shall not be cambered. All other glue
laminated beams shall be cantilevered for L/480. See the framing plans for any exceptions.
8. All manufactured lumber shall be by Boise Cascade and have the following structural
properties:
Versa Lam (VL)
(Fb =
2,800 PSI)
(Fv =
280 PSI)
(E =
2,000,000 PSI)
(FcL =
750 PSI)
9. Sheathing at roof and floor shall be laid with face grain perpendicular to supports and end
joints staggered 4'-0" on center. Provide 1/8" space at panel edges as required by panel
manufacturers. Floor sheathing shall be nailed 6" o.c. edges and 12" field with 10d's and roof
sheathing shall be nailed 6" o.c. edges and 12" o.c field with 10d's unless otherwise noted on
the drawings.
10. Block and nail all horizontal panel edges at designated shear walls.
11. All beams to be supported by a minimum of a solid post that matches the width of the wall
and the width of the beam unless noted otherwise. A 6x beam bearing in 2x6 wall will be a
6x6. Provide solid squash blocking to match in floor system and match post size in
foundation. Contact Engineer of record for any deviations.
12. All fasteners in contact with pressure treated lumber will meet the below requirements.
All fasteners including nuts and washers in contract with pressure treated lumber
shall be hot -dipped zinc coated galvanized steel, stainless steel, silicon bronze or
copper. Fasteners other than nails, timber rivets, wood screws and lag screws shall
be permitted to be of mechanically deposited zinc coated steel in accordance with
ASTM B 695, Class 55 minimum. Fasteners exposed to weather must meet the
requirements of the pressure treating manufacture's minimum. IN ADDITON, the
contractor shall coordinate connector/fastener coating requirements with
recommendations from connector/fastener manufacturer and type of pressure
treating chemical and retention being used. See Section 2304.10.5 of the 2015 IBC
for additional information.
13. All GWB to be installed per the IBC and Gypsum Association's publication for the Application
and Finishing of Gypsum Board, GA -216
Hardware:
All connection hardware shall be Simpson "Strong Tie". Connection hardware exposed to the weather or soil
shall be treated as in steel above.
'.31j�Le
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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ROOF FRAMING NOTES
1. USE 112' CDX OR 1/16" OSB SPAN RATED
24/0 OR BETTER AND NAIL U)/ Sd NAILS a
6" O.C. EDGES AND s 12' O.C. M THE
FIELD. (UNLESS NOTED OTHERWISE)
2. ALL HEADERS TO BE 6.8 OF -2 OR 410
LKLE66 NOTED OTHERIISE
R®0r- FRAMING PLAN
�/�'
3. TOP PLATE SPLICES: NAIL SPLICES w/ —
ROM 10d NAILS s 2" OO. FOR 24"
SCALE: 1/4' . P-0'
EITHER SIDE OF SPLICE (24) MR 10d
NAILS EACH SIDE OF SPLICE.
4. ALL ROOF OVER FRAMING COORDINATE w/
GENERAL. CONTRACTOR
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:
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1600 ksi Density
Title Block Line 6
Printed: 7 JUN 2019, 11:11 AM
Multiple Simple �e1nl
File= C:\Users\Harold\DOCUME-1\ENERCA-1\Schmierduples.ec6 ,
p p,
Software copyright ENERCALC, INC. 1983-2019, Build:10.18.12.31 .
Description
Nood Beam Design: A
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= 6.250 ft
Design Summary
- Max fb/Fb Ratio = 0.764: 1
fb : Actual : 764.09 psi at 5.125 ft in Span # 1
Fb : Allowable: 1,000.72 psi
Load Comb: +D+S+H
Max fv/FvRatio = 0 210: 1
... •
in 11, MR
•
.250 ft
fv : Actual : 41.00 psi at 0.000 ft in Span # 1
Fv: Allowable: 195.50 psi
Load Comb: +D+S+H Max Deflections
Max Reactions (k) D L Lr S W E H Transient Downward 0.155 in Total Downward 0.248 in
Left Support 0.48 0.80 Ratio 792 >240 Ratio 495 >240
Right Support 0.48 0.80
LC: S Only LC: +D+S+H
Transient Upward 0.000 in Total Upward 0.000 in
Ratio 9999 Ratio 9999
LC: LC:
Wood Beam Design: B
Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10
BEAM Size: 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 = 0.0150, S = 0.0250 k/ft, Trib= 5.50 ft
Design Summary
..............(o o8aso)S(o 1375).-
75)..Max
Maxfb/Fb Ratio = 0.126. 1
fb : Actual : 168.31 psi at 1.500 ft in Span # 1
Fb: Allowable: 1,340.90 psi
Load Comb: +D+S+H
Max fv/FvRatio = 0.087: 1
fv : Actual : 18.00 psi at 2.550 ft in Span # 1
3. 0 ft
Fv : Allowable: 207.00 psi
Load Comb: +D+S+H
Max Deflections
Max Reactions (k) D L Lr S W E
H Transient Downward 0.003 in
Total Downward
0.005 in
Left Support 0.12 0.21
Ratio 9999>240 Ratio
6934 >240
Right Support 0.12 0.21
LC: S Only
LC: +D+S+H
Transient Upward 0.000 in
Total Upward
0.000 in
Ratio 9999
Ratio
9999
LC:
LC:
Title Block Line 1
You can change this area
using the "Settings" menu item
and then using the "Printing &
Title Block" selection.
Title Block Line 6
Multiple Beam
Wood Beam Design: C
Project Title:
Engineer:
Project ID:
Project Descr:
File = C:1Useri
Software cop
Printed: 7 JUN 2019, 11:11AM
Id1DOCUME-1IENERCA-11Schmier duples.ec6
ENERCALC, INC. 1983-2019, Build:10.18.12.31
Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10
BEAM Size: 4x6, Sawn, Fully Unbraced
Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending
Wood Species: Douglas Fir - Larch
Wood Grade: No.2
Fb - Tension 900 psi Fc - Prll 1350 psi
Fv
180 psi Ebend- xx 1600 ksi Density
31.21 pcf
Fb - Compr 900 psi Fc - Perp 625 psi
Ft
575 psi Eminbend - xx 580 ksi
Applied Loads
Unif Load: D = 0.0150, S = 0.0250 k/ft, Trib= 4.0 ft
Design Summary
Max fb/Fb Ratio = 0.464; 1 1,
.._o(o 060).S -.(Q. -.-1o)....__.
fb : Actual : 619.69 psi at 3.375 ft in Span # 1
ter. . _-
Fb: Allowable: 1,335.66 psi
Load Comb: +D+S+H
4x6
Max fv/FvRatio = 0.176: 1
6.750 ft
fv : Actual : 36.47 psi at 6.300 ft in Span # 1
Fv: Allowable: 207.00 psi
Load Comb: +D+S+H
Max Deflections
Max Reactions (k) g L Lr S W E
H
Transient Downward 0.060 In Total Downward
0.097 in
Left Support 0.20 0.34
Ratio 1339>240 Ratio
837 >240
Right Support 0.20 0.34
LC: S Only LC: +D+S+H
Transient Upward 0.000 in Total Upward
0.000 in
Ratio 9999 Ratio
9999
LC:
LC:
_
Wood Beam Design: ' p
_
Calculations per NDS 2015, IBC 2015, CBC 2016,
ASCE 7.10
BEAM Size: 4x6, Sawn, Fully Unbraced
Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending
Wood Species : Douglas Fir - Larch
Wood Grade: No.2
Fb - Tension 900 psi Fc - Prll 1350 psi
Fv
180 psi Ebend- xx 1600 ksi Density
31.21 pcf
Fb - Compr 900 psi Fc - Perp 625 psi
Ft
575 psi Eminbend - xx 580 ksi
Applied Loads
Unif Load: D = 0.0150, S = 0.0250 k/ft, Trib= 10,250 ft
Design Summary
D(o 1538)_s(0 2563)__ -----
------
Max fo/Fb Ratio = 0.319 : 1
fb : Actual : 426.94 psi at 1.750 ft in Span # 1
p
Fb : Allowable: 1,340.20 psi
Load Comb : +D+S+H
_
Max fv/FvRatio = 0,200:1
4x6
fv : Actual : 41.37 psi at 3.045 ft in Span # 1
3.50 ft
Fv: Allowable: 207.00 psi
'
Load Comb: +D+S+H
Max Deflections
Max Reactions (k) D L Lr S w E
H
Transient Downward 0.011 in Total Downward
0.018 in
Left Support 0.27 0.45
Ratio 3748>240 Ratio
2343 >240
Right Support 0.27 0.45
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.
Max fv/FvRatio =
Title Block Line 6
Printed: 7 JUN 2019, 11:11 AM
Multiple Simple
p p
File=C:\Users\Harold\DOCUME-1\ENERCA-1\Schmierduples.ec6
Software copyright ENERCALC,'INC.1983-2019, Build:10.18.12.31 .
Wood Beam Design E
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 = 0.0150, S = 0.0250 k/ft, Trib=17.0 ft
Design Summary
Max fb/Fb Ratio = 0.690: 1
fb : Actual :
924.86 psi at
2.000 ft in Span # 1
Fb : Allowable:
1,339.53 psi
Load Comb:
+D+S+H
0.000 ft in Span # 1
Max fv/FvRatio =
0.396: 1
fv : Actual :
81.95 psi at
0.000 ft in Span # 1
Fv: Allowable:
207.00 psi
S W E
Load Comb:
+D+S+H
0.31
Max Reactions (k)
D L Lr
S W E
Left Support
0.51
0.85
Right Support
0.51
0.85
LC: S Only LC: +D+S+H
Transient Upward 0.000 in Total Upward 0.000 in
Ratio 9999 Ratio 9999
LC: LC:
Wood Beam Design: F
Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10
BEAM Size: 4x6, Sawn, Fully Unbraced
Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending
Wood Species : Douglas Fir - Larch Wood Grade: No.2
Fb - Tension 900 psi Fc - Prll 1350 psi Fv 180 psi Ebend- xx 1600 ksi Density 31.21 pcf
Fb - Compr 900 psi Fc - Perp 625 psi Ft 575 psi Eminbend - xx 580 ksi
Applied Loads
Unif Load: D = 0.0150, S = 0.0250 k/ft, Trib= 6,250 ft
Design Summary
Max fb/Fb Ratio = 0.254: 1
fb : Actual : 340.02 psi at 2.000 ft in Span # 1
Fb • Allowable 1 339 53 psi
Load Comb:
+D+S+H
Max fv/FvRatio =
0.146: 1
fv : Actual :
30.13 psi at
0.000 ft in Span # 1
Fv: Allowable:
207.00 psi
Load Comb:
+D+S+H
Max Reactions (k)
D L Lr
S W E
Left Support
0.19
0.31
Right Support
0.19
0.31
i
Max Deflections
H Transient Downward 0.012 in Total Downward 0.019 in
Ratio 4118 >240 Ratio 2574 >240
LC: S Only LC: +D+S+H
Transient Upward 0.000 in Total Upward 0.000 in
Ratio 9999 Ratio 9999
LC: LC:
Title Block Line 1
You can change this area
using the "Settings" menu item
and then using the 'Printing &
Title Block" selection.
Title Block Line 6
Multiple Simple Beam
Wood Beam Design: G
Project Title:
Engineer:
Project ID:
Project Descr:
File = C:1L
Software
Printed: 7 JUN 2019. 11:11 ANI
INC. 1983-2019, Build:10.18.12.31 .
Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10
3EAM 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: NoA
Fb - Tension 1350 psi Fc - Prll 925 psi Fv 170 psi Ebend- xx 1600 ksi Density 31.21 pcf
Fb - Compr 1350 psi Fc - Perp 625 psi Ft 675 psi Eminbend - xx 580 ksi
Applied Loads
Unif Load: D = 0.0150, S = 0.0250 k/ft, Trib=17.0 ft
Point: D =1.270, S = 2.125 k @ 2.0 ft
Design Summary
Max fb/Fb Ratio = 0.7,15: 1
fb : Actual :
1,106.62 psi at
2.000 ft in Span # 1
Fb: Allowable:
1,548.04 psi
Load Comb:
+D+S+H
Max fv/FvRatio =
0.49'1 : 1
fv : Actual :
96.02 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
1.15
1.91
Right Support
1.15
1.91
LC: S Only LC: +D+S+H
Transient Upward 0.000 in Total Upward 0.000 in
Ratio 9999 Ratio 9999
LC: LC:
FLOOR FRAMING N
I. USE 3/4" FLOOR SHEATHING GLUE
W/ 10d NAILS n 6" O.G. AT EDGES
• 101 O.C. IN THE FIELD. (URO)
2. BLOCK ALL UNSUPPORTED EDGES k
FLOOR JOISTS.
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.
3082 >360 Ratio
Title Block Line 6
Printed: 7 JUN 2019, 11:28AM
Multi !e Simple Beam File=C:\Users\Harold\DOCUME-I\ENERCA•-I\Schmierduples.ec6 .
Software copyright ENERCALC, INC. 1983-2019, Build: 10.18.12.31
Description :
Wood Beam Design: A
Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10
BEAM Size: 4x8, Sawn, Fully Unbraced
Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending
Wood Species : Douglas Fir - Larch Wood Grade: No.2
Fb - Tension 900.0 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=17.0 ft
Unif Load: D = 0.0960 k/ft, TO= 1,0 ft
Unif Load: D = 0.0220, L = 0.040 k/ft, Trib=1.330 ft
Design Summary
Max fb/Fb Ratio = 0 471 1
fb : Actual :
630.31 psi at
2.000 ft in Span # 1
Fb : Allowable:
1,337.03 psi
0.016 in
Load Comb:
+D+S+H
Ratio
3082 >360 Ratio
Max fv/FvRatio =
0.322: 1
LC:
+D+S+H
fv : Actual :
66.64 psi at
0.000 ft in Span # 1
0.000 in
Fv: Allowable:
207.00 psi
Ratio
9999
Load Comb:
+D+S+H
31.40 psi at
Max Reactions (k)
D L Lr
S W E H
Left Support
0.76 0.11
0.85
Right Support
0.76 0.11
0.85
WON Eli, I
x Deflections
Unif Load: D = 0.0220, L = 0.040 k/ft, Trib=13.50
Transient Downward
0.016 in
Total Downward
0.026 in
Ratio
3082 >360 Ratio
1830 >360
LC: +L+S
LC:
+D+S+H
Transient Upward
0.000 in
Total Upward
0.000 in
Ratio
9999
Ratio
9999
LC:
31.40 psi at
LC:
Woad Beam Design:- B
Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10
BEAM Size: 1.75x11.875, VersaLam, Fully Braced
Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending
Wood Species: Boise Cascade Wood Grade: Versa Lam 2.0 2800 West
Fb - Tension 2800 psi Fc - Prll 3000 psi Fv 285 psi Ebend- xx 2000 ksi Density 41.76 pcf
Fb - Compr 2800 psi Fc - Perp 750 psi Ft 1950 psi Eminbend - xx530120482 ksi
Applied Loads
Unif Load: D = 0.0220, L = 0.040 k/ft, Trib=13.50
ft
Design Summary
Max fb/Fb Ratio
= 0.098: 1
fb : Actual :
274.50 psi at
1.500 ft in Span # 1
Fb: Allowable:
2,800.00 psi
Load Comb:
+D+L+H
Max fv/FvRatio =
0.110: 1
fv : Actual :
31.40 psi at
2.020 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
0.45 0.81
Right Support
0.45 0.81
H . u Transient Downward 0.002 in Total Downward 0.003 in
Ratio 9999 >360 Ratio 9999 >360
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
Multiple, Simple Beam
Project Title:
Engineer:
Project ID:
Project Descr:
Printed: 7 JUN 2019, 11:28AM
File= C:\Users\Harold\DOCUME-I\ENERCA-I\Schmierduples.ec6
Software coovriaht ENERCALC. INC. 1983-2019, Build:10.18.12.31
Wood Beam Design: B
Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10
BEAM Size: 1.75x11.875, Versal-am, Fully Braced
Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending
Wood Species : Boise Cascade Wood Grade: Versa Lam 2.0 2800 West
Fb - Tension 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
fv : Actual :
26.75 psi at 2.020 ft in Span # 1 !
3.0 .ft
-
439.71 psi at
Fv: Allowable:
285.00 psi
1,163.69 psi
Ratio
Load Comb :
Load Comb:
+D+L+H
Max Deflections
0.258: 1
Transient Upward
Max Reactions
(k) D L Lr S W E
H Transient Downward 0.002 in
Total Downward
0.003 in
Left Support
0.38 0.69
Ratio 9999>360 Ratio
9999 >360
Right Support
0.38 0.69
LC: L Only
LC: +D+L+H
0.64 0.48
0.31
Transient Upward 0.000 in
Total Upward
0.000 in
Ratio 9999
Ratio
9999
LC:
-
LC:
Wood Beam
Design: p
_
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= 6.250 ft
Unif Load: D = 0.0960 k/ft, Trib=1.0 ft
Unif Load: D = 0.0220, L = 0.040 k/ft, Trib= 6.0 ft
Design Summary
Max fb/Fb Ratio
= 0.378: 1
fb : Actual :
439.71 psi at
2.000 ft in Span # 1
Fb : Allowable:
1,163.69 psi
Ratio
Load Comb :
+D+L+H
LC: +L+S
Max fv/FvRatio =
0.258: 1
Transient Upward
fv : Actual :
46.49 psi at
0.000 ft in Span # 1
Fv: Allowable:
180.00 psi
Ratio
Load Comb:
+D+L+H
LC:
Max Reactions (k)
D L Lr
S W E H
Left Support
0.64 0.48
0.31
Right Support
0.64 0.48
0.31
all-111
wiNg
4.0 It
K Deflections
Transient Downward
0.013 in
Total Downward
0.020 in
Ratio
3720 >360 Ratio
2381 >360
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
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.
Title Block Line 6
Printed: 7 JUN 2019, 11:28AM
Multiple Simple B
p Beam
ll
l C:\Users\Harold\DOCUME-1\ENERCA-1\Schmierduples.ec6
479.96 psi at
Software copyright ENERCALC, INC. 1983-2019, Build:10.18.12.31
illiali
-r
Wood Beam Design: E
Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10
BEAM Size: 3.5x11.875, VersaLam, Fully Braced
Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending
Wood Species: Boise Cascade Wood Grade: Versa Lam 2.0 2800 West
Fb - Tension 2,800.0 psi Fc - Prll 3,000.0 psi Fv 285.0 psi Ebend- xx 2,000.0 ksi Density 41.760 pcf
Fb - Compr 2,800.0 psi Fc - Perp 750.0 psi Ft 1,950.0 psi Eminbend - xx 1,036.83 ksi
Applied Loads
Unif Load: D = 0.0220, L = 0,040 k/ft, Trib= 8,50 ft
Unif Load: D = 0.0960 k/ft, Tl 1.0 ft
Unif Load: D = 0.0150, S = 0.0250 k/ft, Trib= 6,250 ft
Unif Load: D = 0.0150, S = 0.0250 k/ft, Trl 1.0 ft
Desi n Summar
Max fb/Fb Ratio
= 0.171
fb : Actual :
479.96 psi at
3.000 ft in Span # 1 !
-r
Fb: Allowable:
2,800.00 psi
Load Comb :
+D+L+H
-
Max fv/FvRatio =
0.187: 1
IA.
3.5x11.875
Al
fv : Actual :
53.32 psi at
5.020 ft in Span # 1 i
6.0 a
Fv : Allowable:
285.00 psi
j
Load Comb:
+D+L+H
Max Deflections
Max Reactions (k)
Q L Lr
S W E H
Transient Downward
0.016 in
Total Downward
0.023 in
Left Support
1.18 1.02
0.54
Ratio
4608 >360
Ratio
3069 >360
Right Support
1.18 1.02
0.54
LC: +L+S
C: +D+0.750L+0.750S+H
Transient Upward
0.000 in
Total Upward
0.000 in
Ratio
9999
Ratio
9999
LC:
LC:
Boise Cascade Single 11-7/8" BCI® 5000-1.7 DF
J01 (Joist)
BC CALCO Member Report Dry 11 span I No cant. 116 OCS I Repetitive I Glued & nailed June 7, 2019 11:21:34
Build 7192
Job name: File name:
Address: Description:
City, State, Zip: Specifier:
Customer: Designer: Harold Hahnenkratt
Code reports: ESR -1336 Company: Precise Engineering Inc
♦ ♦ i ♦ ♦ ♦ i i T r ♦ y v! ♦! i • Z i ♦ e ♦ i • ♦ ♦ ♦ v v ♦ • 11 v
1 ! ! 1 ♦ r • • v • v i r ♦ ♦ v i v �♦ v • i • ♦ • ♦ o ♦ ♦ ♦ •
I
B1 16-06-00
62
Total Horizontal Product Length = 16-06-00
Reaction Summary (Down / Uplift) (lbs)
Bearing
Live Dead
Snow
Wind Roof Live
B1, 2"
550/0 132/0
B2, 2"
550/0 132/0
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 16-06-00
Top 40 12 16
2 part
Unf. Area (Ib/ft2) L
00-00-00 16-06-00
Top 10 16
Controls Summary
Value % Allowable
Duration
Case Location
Pos. Moment
2743 ft -lbs 87.1%
100%
1 08-03-00—
End Reaction
682 lbs 63.8%
100%
1 00-00-00
End Shear
668 lbs 41.1%
100%
1 00-02-00
Total Load Deflection
U456 (0.429") 79.0%
n1a
1 08-03-00
Live Load Deflection
L/565 (0.346") 84.9%
n1a
2 08-03-00
Max Defl.
0.429" 42.9%
n1a
1 08-03-00
Span / Depth
16.5
% Allow
% Allow
Bearing Supports
Dim. (LxW) Value
Support
Member
Material
B1 Wall/Plate
2" x 2" 682 lbs
27.3%
63.8%
Douglas Fir
B2 Wall/Plate
2" x 2" 682 lbs
27.3%
63.8%
Douglas Fir
BC FloorValue@ Summary
BC FloorValueO: r " Subfloor: 3/4" OSB, Glue + Nail
Minimum Enhanced Premium Subfloor Rating: Premium
Controlling Location: 08-03-00
Notes
Design meets User specified (U360) Total load deflection criteria.
Design meets User specified (U480) Live load deflection criteria.
Design meets arbitrary (1") Maximum Total load deflection criteria.
Calculations assume member is fully braced.
BC CALCO analysis is based on IBC 2015.
Composite EI value based on 3/4" thick OSB sheathing glued and nailed to member
Design based on Dry Service Condition.
Page 1 of 1
Disclosure
Use of the Boise Cascade Software is
subject to the terms of the End User
License Agreement (EULA).
Completeness and accuracy of input
must be reviewed and verified by a
qualified engineer or other appropriate
expert to assure its adequacy, prior to
anyone relying on such output as
evidence of suitability for a particular
application. The output here is based on
building code -accepted design
properties and analysis methods.
Installation of Boise Cascade
engineered wood products must be in
accordance with current Installation
Guide and applicable building codes. To
obtain Installation Guide or ask
questions, please call (800)232-0788
before installation.
BC CALC@, BC FRAMERO , AJSTM,
ALLJOIST@ , BC RIM BOARD-, BCI@ ,
BOISE GLULAMM, BC FloorValue@ ,
VERSA-LAMO, VERSA -RIM PLUS@ ,
)TWER E
MMI &IMAtlnki 01 AM
Boise cascade Eff99 Single 9-112" BCI® 5000-1.7 DF
J02 (Joist)
BC CALCO Member Report Dry 11 span I No cant. 116 OCS I Repetitive I Glued & nailed June 7, 2019 11:22:31
Build 7192
Job name: File name:
Address: Description:
City, State, Zip: Specifier:
Customer: Designer: Harold Hahnenkratt
Code reports: ESR -1336 Company: Precise Engineering Inc
12-00-00 B2
131
Total Horizontal Product Length = 12-00-00
Reaction Summary (Down / Uplift) (lbs)
Bearing Live Dead Snow Wind Roof Live
B 1, 4-1/4" 40010 96/0
B2, 4-1/4" 400/0 96/0
Summary
Live Dead Snow Wind Roof ocs
Load
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
12-00-00
Top .
40 12 16
2 part
Unf. Area (Ib/ft2) L
00-00-00
12-00-00
Top
10 16
Controls Summary
Value
%Allowable
Duration
Case
Location
Pos. Moment
1347 ft -lbs
54.7%
100%
1
06-00-00
End Reaction
496 lbs
44.1%
100%
1
00-00-00
End Shear
467 lbs
31.6%
100%
1
00-04-04
Total Load Deflection
L/774 (0.177')
46.5%
n1a
1
06-00-00
Live Load Deflection
U960 (0.143")
50.0%
n1a
2
06-00-00
Max Defl.
0.177'
17.7%
n1a
1
06-00-00
Span / Depth
14.4
% Allow
% Allow
Bearing Supports
Dim (LxW)
Value
Support
Member
Material
B1 Wall/Plate
4-1/4" x 2"
496 lbs
14.4%
44.1%
Hem -Fir
B2 Wall/Plate
4-1/4" x 2"
496 lbs
14.4%
44.1%
Hem -Fir
BC FloorValue® Summary
BC FloorValueO: Subfloor: 3/4" OSB, Glue + Nail
Minimum Enhanced Premium Subfloor Rating: Premium
Controlling Location: 06-00-00
Notes
Design meets User specified (U360) Total load deflection criteria.
Design meets User specified (U480) Live load deflection criteria.
Design meets arbitrary (1") Maximum Total load deflection criteria.
Calculations assume member is fully braced.
BC CALCO analysis is based on IBC 2015.
Composite EI value based on 3/4" thick OSB sheathing glued and nailed to member.
Design based on Dry Service Condition.
Page 1 of 1
Disclosure
Use of the Boise Cascade Software is
subject to the terms of the End User
License Agreement (EULA).
Completeness and accuracy of input
must be reviewed and verified by a
qualified engineer or other appropriate
expert to assure its adequacy, prior to
anyone relying on such output as
evidence of suitability for a particular
application. The output here is based on
building code -accepted design
properties and analysis methods.
Installation of Boise Cascade
engineered wood products must be in
accordance with current Installation
Guide and applicable building codes. To
obtain Installation Guide or ask
questions, please call (800)232-0788
before installation.
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