HomeMy WebLinkAboutPermit Building 2019-09-18i
GFIELD
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Web Address: www.springfield-or.gov
Permit Issued: September 18, 2019
Building Permit
Residential Structural -
Permit Number: 811-19-001666-STR
IVR Number: 811024944328
City of Springfield
Development and Public Works
225 Fifth Street
Springfield, OR 97477
541-726-3753
Email Address: permitcenter@springfield-or.gov
I
TYPE OF WORK
Struct Res
Category of Construction: Single Family Dwelling
Type of Work: Replacement
Calculated Job Value: $7,798.40
Struct Res
Pending
Description of Work: Replace patio cover (same size)
Zoning/Setbacks
Struct Res
Pending
JOB SITE INFORMATION
Worksite Address
Parcel Owner:
HARRIS BARBARA A
4375 ELDERBERRY ST
1702323405200 Address:
4375 ELDERBERRY ST
SPRINGFIELD, OR 97478
Springfield, OR 97478
Owner:
HARRIS CHESTER R
Address:
4375 ELDERBERRY ST
SPRINGFIELD, OR 97478
LICENSED PROFESSIONAL INFORMATION
Business Name
License License Number Phone
WEYERS CONSTRUCTION LLP -
CCB 219940
541-912-8229
Primary
PENDING INSPECTIONS
Inspection
Inspection Group
Inspection Status
1999
Final Building
Struct Res
Pending
1260
Framing
Struct Res
Pending
1020
Zoning/Setbacks
Struct Res
Pending
1110 Footing Struct Res Pending
SCHEDULING INSPECTIONS
Various inspections are minimally required on each project and often dependent on the scope of work. Contact
the issuing jurisdiction indicated on the permit to determine required inspections for this project.
Schedule or track inspections at www.buildingpermits.oregon.gov
Call or text the word "schedule" to 1-888-299-2821 use IVR number: 811024944328
Schedule using the Oregon ePermitting Inspection App, search "epermitting" in the app store
Permits expire if work is not started within 180 Days of issuance or if work is suspended for 180 Days or longer depending on
the issuing agency's policy.
All provisions of laws and ordinances governing this type of work will be complied with whether specified herein or not.
Granting of a permit does not presume to give authority to violate or cancel the provisions of any other state or local law
regulating construction or the performance of construction.
ATTENTION: Oregon law requires you to follow rules adopted by the Oregon Utility Notification Center. Those rules are set
forth in OAR 952-001-0010 through OAR 952-001-0090. You may obtain copies of the rules by calling the Center at (503)
232-1987.
All persons or entities performing work under this permit are required to be licensed unless exempted by ORS 701.010
(Structural/Mechanical), ORS 479.540 (Electrical), and ORS 693.010-020 (Plumbing).
Printed on: 9/18/19 Page 1 of 2 C:%MyReports/reports//production/01 STANDARD
Permit Number: 811-19-001666-STR Page 2 of 2
PERMIT FEES
Fee Description
Quantity
Fee Amount
Technology Fee
$21.95
Plan Review - Minor, City
1
$141.00
Fire SDC - New Res Construction Sq Ft fee - enter sq ftg
265
$15.90
Structural building permit fee
$180.60
Structural plan review fee
$117.39
State of Oregon Surcharge - Bldg (12% of applicable fees)
$21.67
Total Fees:
$498.51
VALUATION INFORMATION
Construction Type Occupancy Type Unit Amount Unit
Unit Cost
Job Value
VB U Utility, misc. - 320.00 Sq Ft
$24.37
$7,798.40
half rate
Total Job Value: $7,798.40
Printed on: 9/18/19 Page 2 of 2 C:\myReports/reports//production/OS STANDARD
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Structural Permit Application
CITY OF '• 1 •' •
225 Fifth Street ♦ Springfield, OR 97477 ♦ PH(541)726-3753 ♦ FAX(541)726-3689
SPRINGFIELD
`o[QOM
DEPARTMENT USE ONLY
Permit no.: ti —oo
I �p
This permit is issued under OAR 918-460-0030. Permits expire if work is not started within 180 days of issuance or if work is
suspended for 180 days.
LOCAL GOVERNMENT APPROVAL
This project has final land -use approval.
Signature:
Date:
This project has DEQ approval.
Signature:
Date:
Zoning approval verified: ❑ Yes ❑ No
Property is within flood plain: ❑ Yes ❑ No
CATEGORY OF CONSTRUCTION
esidential ❑ Government
1 ❑ Commercial
JOB SITE INFORMATION AND LOCATION
Job site address: ' ELJ?,BE,,ek
City: CL
State ZIP 7 %5I
Subdivision: Lot no.:
Reference: Taxlot: p 5Z exn,
PROPERTY OWNER
Name: S
Address: 7Jr —
City. State•oL ZI6711-
Phone: /=7 i' –9/Z Fax: - -
E-mail:
Building Owner or Owner's agent authorizing this application:
Sign here: tAmc& s'
❑ This installation is being made on residential or farm property owned
by me or a member of my immediate family, and is exempt from
licensing requirements under ORS 701.010.
CONTRACTOR INSTALLATION
Business nam 7"jI?
Address:
City aFL =L State ZIP:
Phone: - - Fax: - -
E-mail:
CCB license no.: l
Print name:
Signature:
SUB -CONTRACTOR INFORMATION
Name
CCB License #
Phone
Electrical
Occupancy
Construction type:
Plumbing �I
Cost per square foot:
Other information:
Last edited 5-5-2019 BJones
_";P1
1
Mechanic�al1
FEE SCHEDULE
1. Valuation information
(a) Job description:
Occupancy
Construction type:
Square feet: ' d
Cost per square foot:
Other information:
Type of Heat:
Energy Path: AJ
❑ new 4alteration ❑ addition
(b) Foundation -only permit? ❑ Yes ❑ No
Total valuation:
$
2. Building fees
(a) Permit fee (use valuation table):
$
(b) Investigative fee (equal to [2a]):
$
(c) Reinspection ($ per hour):
(number of hours x fee per hour)
$
(d) Enter 12% surcharge (.12 x [2a+2b+2c]):
$
(e) Subtotal of fees above (2a through 2d):
$
3. Plan review fees
(a) Plan review (65% x permit fee [2a]): $ (I 1. ,3
(b) Fire and life safety (65% x permit fee [2a]): $
(c) Subtotal of fees above (3a and 3b): $
4. Miscellaneous fees
(a) Seismic fee, 1% (.O1 x permit fee [2a]): $
(b) Tech fee, 5% (.05 x permit fee[2a]+PR fee [3c]) $
TOTAL fees and surcharges (2e+3c+4a+b): $
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-Branch
ENGINEERING=
Since 1977
September 16, 2019
Barbara Harris
4375 Elderberry Street
Springfield, Oregon
RE: SUBGRADE EVALUATION - PATIO COVER
4375 ELDERBERRY STREET
SPRINGFIELD, OREGON
BRANCH ENGINEERING INc. PROJECT No. 19-425
A Branch Engineering, Inc. (BEI) geotechnical engineer visited the above referenced site on
September 11, 2019, to assess the subgrade soil for construction of footings for a patio cover
structure on the south side of the subject residence. The existing concrete patio will remain and a
new roof structure will be constructed and attached to the residence with column supports on the
south end.
Based on hand -probing and our knowledge of the area, the subgrade consists of 18 -inches of
topsoil overlying clayey rounded gravels that are dense. The subgrade at a depth of 2 -feet below
the ground surface has an allowable bearing capacity of 1,500 psf and the subgrade soil has a low
shrink/swell potential.
We recommend permanent surface drainage be established to convey water away from footings
and that water not be allowed to pond adjacent to the foundation.
Sincerely,
Branch Engineering Inc.,
FIR
r oN
sF ti �-
'A
D J. p�Q`
EXPIRES: 12/31/2019
Digitally signed by Ronald
J. Derrick
.Date: 2019.09.1615:04:40
-07'00'
Ronald J. Derrick P.E., G.E.
Principal Geotechnical Engineer
EUGENE -SPRINGFIELD ALBANY-SALEM-CORVALLIS
310 5th Street, Springfield, OR 97477 1 p: 541.746.0637 1 www.branchengineering.com
a � 11
SMITH Tha ne
From: SMITH Thayne
Sent: Thursday, August 08, 2019 2:07 PM
To: 'kharris@pdsofeugene.com'
Subject: UPDATE - 4375 ELDERBERRY STREET
Two copies of the plans were submitted for review and only a single set of calculations. Our permit technicians must
have assumed that the two single copies of beam talcs were duplicates of one another and split them up. They routed
one to me and one to Public Works, but they should have both been routed to me. In short, I have the beam talcs for
the second beam (5 %" x 9 Y"). I still need the geo-technical report though, but that is all that I need to get this
approved. (7- 4CA a S — l pa» C,%*-- -e See s $ % iFot+- Jo'e S%TW)
Thank you,
I-PJa--ns,a axxaJzmJear
CITY OF SPRINGFIELD
225, ST" STREET
SPRINGFIELD, OR 97477
TSMTTH@SPRINGFIELD-OR.GOV
P — 541-726-3783
F — 541-726-3689
SMITH Thayne
From: Kenneth Harris <kharris@pdsofeugene.com>
Sent: Friday, August 09, 2019 8:30 AM
To: SMITH Thayne
Subject: Re: UPDATE - 4375 ELDERBERRY STREET
Good morning again! That makes sense, I thought all the calc sheets were included.
I will find an engineer today and proceed.
Thank you, Ken Harris
On Thu, Aug 8, 2019 at 2:09 PM SMITH Thayne <tsmith'ii;springy,field-or.L�ov> wrote:
Two copies of the plans were submitted for review and only a single set of calculations. Our permit technicians
must have assumed that the two single copies of beam calcs were duplicates of one another and split them up.
They routed one to me and one to Public Works, but they should have both been routed to me. In short, I have
the beam calcs for the second beam (5 '/4" x 91/2").1 still need the geo-technical report though, but that is all
that I need to get this approved.
Thank you,
IP L
CITY OF SPRINGFIELD
225, 5T" STREET
SPRINGFIELD, OR 97477
TMMTTH@SPRINGFIELD-OR.GOV
P — 541-726-3783
F — 541-726-3689
Boise Cascade
Single 5-114" x 9-112" VERSA -LAM@ 2.0 3100 DF PASSED
F011RB01 (Roof Beam)
BC CALC® Member Report
Dry 11 span I No cant. July 17, 2019 12:30:40
Build 7295
Tag Description
Job name: Harris patio
File name: cross header
Address:
Description:
City, State, Zip:
Specifier:
Customer.
Designer: Kenneth Harris
Code reports: ESR -1040
Company: Professional Drafting Service of Eugene
0
12
B1 15-10-00 — r
Total Horizontal Product Length = 1649-00 82
Reaction Summary (Down / Uplift) (lbs)
Bearing Live Dead Snow Wind Roof Live
B1, 5-1/2" 700/0 1473/0 117910 147310
B2, 5-112" 63510 1312/0 1051/0 1312/0
Load Summary
Live Dead
Snow Wind Roof Tributary
Tag Description
Load Type
Ref.
start End
Loc,
100% 90%
Live
115% 160% 125%"
0 Self -Weight
Unf. Lin. (lb/ft)
L
00-00-00 16-09-00
Top
13
00-00-00
2 ridge beam
Cone. Pt. (Ibs)
L
07-11-00 07-11-00
Top
1120
2785 2230 2785 n1a
Controls Summary
Value
% Allowable Duration
Case
Location
Pos. Moment
15933 ft -lbs
67.1%
115%
5
07-11-00
End Shear
2156 lbs
19.8%
115%
5
01-03-00
Total Load Deflection
U219 (0.875")
82.3%
n1a
8
08-01-09
Live Load Deflection
U303 (0.633")
79.3%
n1a
20
08-01-09
Max Defl.
0.875"
87.5%
nla
8
08-01-09
Span / Depth
20.2
Bearing Supports—Dim.
LxW Value
% Allow % Allow
Support Member
Material
81 Column
5-1/2" x 5-1/4" 2688lbs
11.6% 12.4%
Douglas Fir
132 Column
5-1/2" x 5-114" 2407lbs
9.8% 11.1%
Douglas Fir
Cautions
For roof members with slope (1/4)/12 or less final design must ensure that ponding instability will not
occur.
For roof members with slope (112)/12 or less final design must account for Rain -on -Snow surcharge
load.
Notes
Design meets Code minimum (U180) Total load deflection criteria.
Design meets Code minimum (U240) Live load deflection criteria.
Design meets arbitrary (1") Maximum Total load deflection criteria.
Calculations assume member is braced at all supports. See engineering report for the unbraced length.
BC CALL@ analysis is based on IBC 2009.
Design based on Dry Service Condition.
Page 1 of 1
Disclosure
Use of the Boise Cascade Software is
subject to the terns of the End User
License Agreement (EULA).
Completeness and accuracy of input
must be reviewed and verged 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 FRAMERne , AJSw,
ALLJOISTO , BC RIM BOARD-, BCI8 ,
BOISE GLULAM" ", BC FloorValue® ,
VERSA -LAM@, VERSA -RIM PLUS®,
Boise Cascade Single 5-1/4" X 9-1/2" VERSA -LAM® 2.0 3100 DF
�Y F011RBOI (Roof Beam)
BC CALC® Engineering Report Dry 11 span I No cant. 184 OCS I Non -Repetitive 10/12 July 17, 2019 12.32.00
Build 7295
Factored Product Data
E=2.00 x101 psi
EI = 750.2 x 106 Ib -int
Ervin = 1.06 x 106 psi
Modification Factors
Shear= 9476 lbs
Moment = 20936 ft -lbs
Compression Perpendicular to Grain = 750 psi
Factor
Moment Neg. Moment Shear End Reaction Int. Reaction
Bearing
Load Duration
100% 100%
200%
Moisture Content
1.00 1.00
1.00
Lateral Stability
0.99
2402
Repetitive Member
1.04
00-00-00
Volume 1.03
Notch/Bevel 1.00
Maximum Values
Load cases
Loadcase #0: (1.00D)
1.00 Dead Load
Load Type _
A
15-11-08
A
Moment (ft -lbs)
0
19815
0
Shear (lbs)
-694
00-04-12
2402
Shear Red. (lbs)
104
00-00-00
104
Reaction (lbs)
2688
16-09-00
2407
Uplift (lbs)
0
0"
0
Total Defl. (in)
Point Load
0.972"
16-09-00
Live Defl. (in)
5.07 lbs --
0.633"
Neg. Defl. (in)
0"
Load cases
Loadcase #0: (1.00D)
1.00 Dead Load
Load Type _
Component
Start Pos
End Pos Start Value End Value
Point Load
Dead Load
07-11-00
---- 1120.00 lbs ----
Uniform Linear Load
Dead Load
00-04-12
16-04-04 12.82 Ib/ft ----
Point Load
Dead Load
00-00-00
--- 5.07 lbs ----
Point Load
Dead Load
16-09-00
---- 5.07 lbs ----
Loadcase #1: (1.00+1.00LP-1)
1.00 Dead Load + 1.00 Live Point Load on left side of span #1
Load Type
a 15-11-08
A
Moment (ft -lbs)
0 4860
0
Shear (lbs)
-694
629
Shear Red. (lbs)
10
10
Reaction (lbs)
700
635
Uplift (lbs)
0
0
Total Defl. (in)
0.242"
Point Load
Neg. Defl. (in)
0"
----
Loadcase #1: (1.00+1.00LP-1)
1.00 Dead Load + 1.00 Live Point Load on left side of span #1
Load Type
Component
Start Pos
End Pos
Start Value End Value
Uniform Linear Load
Dead Load
00-04-12
16-04-04
12.82 Ib/ft ----
Uniform Linear Load
Construction Load
00-05-08
02-11-00
118.77 Ib/ft ----
Point Load
Dead Load
07-11-00
----
1120.00 lbs
Point Load
Dead Load
00-00-00
----
5.07 lbs --
Point Load
Dead Load
16-09-00
----
5.07 lbs --
Page 1 of 7
aftlseCascade Single 5-1/4" x 9-1/2" VERSA -LAM® 2.0 3100 DF
FOI%RB01 (Roof Beam)
BC CALC® Engineering Report Dry 11 span I No cant. 184 OCS I Non -Repetitive 10/12 July 17, 2019 12:32:00
Build 7295
Loadcase #2: (I.00D+I.00LP-2)
1.00 Dead Load + 1.00 Live Point Load at center of span #1
Load Type
A 15-11-08
A
Moment (ft -lbs)
0 5060
0
Shear (lbs)
-962
653
Shear Red. (lbs)
104
10
Reaction (lbs)
968
659
Uplift (lbs)
0
0
Total Defl. (in)
0.256"
Point Load
Neg. Defl. (in)
0"
-- 5.07 lbs --
Loadcase #2: (I.00D+I.00LP-2)
1.00 Dead Load + 1.00 Live Point Load at center of span #1
Load Type
Component
Start Pos
End Pos Start Value Value
Uniform Linear Load
Dead Load
00-04-12
_ wEnd
16-04-04 12.82 Ib/ft ---
Uniform Linear Load
Construction Load
07-01-12
09-07-04 118.77 Ib/ft --
Point Load
Dead Load
07-11-00
--- 1120.00 lbs --
Point Load
Dead Load
00-00-00
--- 5.07 lbs --
Point Load
Dead Load
16-09-00
-- 5.07 lbs --
Loadcase #3: (1.00D+I.00LP-3)
1.00 Dead Load + 1.00 Live Point Load on right side of span #1
Load Type
0 15-11-08
A
Moment (ft -lbs)
0 5923
0
Shear (lbs)
-840
775
Shear Red. (lbs)
10
10
Reaction (lbs)
846
781
Uplift (lbs)
0
0
Total Defl. (in)
0.299"
Point Load
Neg. Defl. (in)
0"
--- 5.07 lbs ---
Loadcase #3: (1.00D+I.00LP-3)
1.00 Dead Load + 1.00 Live Point Load on right side of span #1
Load Type
Component
Start Pos
End Pos Start ValueEnd Value
Uniform Linear Load
Dead Load
00-04-12
_
16-04-04 12.82 Ib/ft --
Uniform Linear Load
Construction Load
13-10-00
16-03-08 118.77 Ib/ft --
Point Load
Dead Load
07-11-00
-- 1120.00 lbs --
Point Load
Dead Load
00-00-00
--- 5.07 1 b
Point Load
Dead Load
16-09-00
--- 5.07 lbs ---
Loadcase #4: (1.00D+I.00Lr)
1.00 Dead Load + 1.00 Roof Live Load on span #1
Load Type
A 15-11-08
A
Moment (ft -lbs)
0 5038
0
Shear (lbs)
-717
898
Shear Red. (lbs)
10
104
Reaction (lbs)
723
904
Uplift (lbs)
0
0
Total Defl. (in)
0.256"
Point Load
Neg. Defl. (in)
0"
-- 5.07 lbs ---
Loadcase #4: (1.00D+I.00Lr)
1.00 Dead Load + 1.00 Roof Live Load on span #1
Load Type
Component
Start Pos
End Pos Start Value End Value
Point Load
Dead Load
07-11-00
-- 1120.00 lbs --
Point Load
Roof Live Load
07-11-00
-- 2785.00 lbs --
Uniform Linear Load
Dead Load
00-04-12
16-04-04 12.82 Ib/ft --
Point Load
Dead Load
00-00-00
-- 5.07 lbs ---
Point Load
Dead Load
16-09-00
-- 5.07 lbs ---
Page 2 of 7
Boise Cascade Single 5-1/4" x 9-1/2" VERSA -LAM® 2.0 3100 DF
\��TTTJTTTJ!!!! F011RB01 (Roof Beam)
BC CALCO Engineering Report Dry 11 span I No cant. 184 OCS I Non -Repetitive 10/12 July 17, 2019 12:32:00
Build 7295
Loadcase #5: (I.00D+LOOS)
1.00 Dead Load + 1.00 Snow Load on span #1
Load Type
A 15-11-08
A
Moment (ft -lbs)
0 15933
0
Shear (lbs)
-2166
1942
Shear Red. (lbs)
10
10
Reaction (lbs)
2172
1947
Uplift (lbs)
0
0
Total Defl. (in)
0.783"
Point Load
Neg. Defl. (in)
0"
5.07 lbs ----
Loadcase #5: (I.00D+LOOS)
1.00 Dead Load + 1.00 Snow Load on span #1
Load Type
Component
Start Pos End Pos
Start Value End Value
Point Load
Dead Load
07-11-00 ---
1120.00 lbs --
Point Load
Snow Load
07-11-00 ---
2785.00 lbs --
Uniform Linear Load
Dead Load
00-04-12 16-04-04
12.82 Ib/ft ---
Point Load
Dead Load
00-00-00 ---
5.07 lbs --
Point Load
Dead Load
16-09-00 ----
5.07 lbs ----
Loadcase #6: (1.0013+0.70W)
1.00 Dead Load + 0.70 Wind Load
Load Type
A 15-11-08
A
Moment (ft -lbs)
0 15933
0
Shear (lbs)
-2166
1942
Shear Red. (lbs)
10
10
Reaction (lbs)
2172
1947
Uplift (lbs)
0
0
Total Defl. (in)
0.783"
Point Load
Neg. Defl. (in)
0"
5.07 lbs --
Loadcase #6: (1.0013+0.70W)
1.00 Dead Load + 0.70 Wind Load
Load Type
Component
Start Pos End Pos
Start Value End Value
Point Load
Dead Load
07-11-00 --
1120.00 lbs --
Point Load
Wind Load
07-11-00 ----
2230.00 lbs ---
Uniform Linear Load
Dead Load
00-04-12 16-04-04
12.82 Ib/ft ---
Point Load
Dead Load
00-00-00 ----
5.07 lbs --
Point Load
Dead Load
16-09-00 ---
5.07 lbs --
Loadcase #7: (1.00D+I.00W)
1.00 Dead Load + 1.00 Wind Load
Load Type
A
15-11-08
A
Moment (ft -lbs)
0
11066
0
Shear (lbs)
-1519
07-11-00 ----
1365
Shear Red. (lbs)
10
00-04-12 16-04-04
10
Reaction (lbs)
1525
00-00-00 ---
1371
Uplift (lbs)
0
16-09-00 ----
0
Total Defl. (in)
0.545"
Neg. Defl. (in)
0"
Loadcase #7: (1.00D+I.00W)
1.00 Dead Load + 1.00 Wind Load
Load Type
Component
Start Pos End Pos
Start Value End Value
Point Load
Dead Load
07-11-00 ---
1120.00 lbs ---
Point Load
Wind Load
07-11-00 ----
2230.00 lbs ----
Uniform Linear Load
Dead Load
00-04-12 16-04-04
12.82 Ib/ft ---
Point Load
Dead Load
00-00-00 ---
5.07 lbs ---
Point Load
Dead Load
16-09-00 ----
5.07 lbs ----
Page 3 of 7
Boise Cascade Single 5-1/4" X 9-1/2" VERSA -LAM@ 2.0 3100 DF
F01XRB01 (Roof Beam)
BC CALC® Engineering Report Dry 11 span I No cant. 184 OCS I Non -Repetitive 10/12 July 17, 2019 12:32:00
Build 7295
Loadcase #8: (1.00D+0.52W+0.75Lr)
1.00 Dead Load + 0.52 Wind Load + 0.75 Roof Live Load on span #1
Load Type
A 15-11-08
A
Moment (ft -lbs)
0 13726
0
Shear (lbs)
-1873
1680
Shear Red. (lbs)
10
10
Reaction (lbs)
1879
1686
Uplift (lbs)
0
0
Total Defl. (in)
0.675"
Point Load
Neg. Defl. (in)
0"
-- 5.07 lbs --
Loadcase #8: (1.00D+0.52W+0.75Lr)
1.00 Dead Load + 0.52 Wind Load + 0.75 Roof Live Load on span #1
Load Type
Component
Start Pos
End Pos Start Value End Value
Point Load
Dead Load
07-11-00
--- 1120.00 lbs --
Point Load
Roof Live Load
07-11-00
-- 2785.00 lbs --
Point Load
Wind Load
07-11-00
-- 2230.00 lbs --
Uniform Linear Load
Dead Load
00-04-12
16-04-04 12.82 Ib/ft ---
Point Load
Dead Load
00-00-00
-- 5.07 lbs --
Point Load
Dead Load
16-09-00
-- 5.07 lbs --
Loadcase #9: (1.0013+0.52W+0.75S)
1.00 Dead Load + 0.75 Snow Load on span #1 + 0.52 Wind Load
Load Type _ _
A
15-11-08
A
Moment (ft -lbs)
0
17820
0
Shear (lbs)
-2417
07-11-00
2165
Shear Red. (lbs)
10
07-11-00
10
Reaction (lbs)
2423
00-04-12
2171
Uplift (lbs)
0
00-00-00
0
Total Defl. (in)
Dead Load
0.875"
--- 5.07 lbs ----
Neg. Defl. (in)
0"
Loadcase #9: (1.0013+0.52W+0.75S)
1.00 Dead Load + 0.75 Snow Load on span #1 + 0.52 Wind Load
Load Type _ _
Component _
Start Pos
End Pos Start Value End Value
Point Load
Dead Load
07-11-00
-- - 1120.00 lbs --
Point Load
Snow Load
07-11-00
-- 2785.00 lbs --
Point Load
Wind Load
07-11-00
-- 2230.00 lbs --
Uniform Linear Load
Dead Load
00-04-12
16-04-04 12.82 Ib/ft --
Point Load
Dead Load
00-00-00
-- 5.07 lbs --
Point Load
Dead Load
16-09-00
--- 5.07 lbs ----
Loadcase #10: (1.00D+0.75W+0.75Lr)
1.00 Dead Load + 0.75 Wind Load + 0.75 Roof Live Load on span #1
Load Type
A 15-11-08
A
Moment (ft -lbs)
0 17820
0
Shear (lbs)
-2417
2165
Shear Red. (lbs)
10
10
Reaction (lbs)
2423
2171
Uplift (lbs)
0
0
Total Defl. (in)
0.875"
Point Load
Neg. Defl. (in)
0"
5.07 lbs ---
Loadcase #10: (1.00D+0.75W+0.75Lr)
1.00 Dead Load + 0.75 Wind Load + 0.75 Roof Live Load on span #1
Load Type
Compownt
Start Pos End Pos
Start Value End Value
Point Load
Dead Load
07-11-00 -
1120.00 lbs -
Point Load
Roof Live Load
07-11-00 --
2785.00 lbs --
Point Load
Wind Load
07-11-00 ---
2230.00 lbs --
Uniform Linear Load
Dead Load
00-04-12 16-04-04
12.82 Ib/ft ---
Point Load
Dead Load
00-00-00 ---
5.07 lbs ---
Point Load
Dead Load
16-09-00 --
5.07 lbs ---
Page 4 of 7
Boise Cascadewl�g Single 5-1/4" x 9-1/2" VERSA -LAM® 2.0 3100 DF
\C/ F011RB01 (Roof Beam)
BC CALCO Engineering Report Dry 11 span I No cant. 184 OCS I Non -Repetitive 10/12 July 17, 2019 12:32:00
Build 7295
Loadcase #11: (1.00D+0.75W+0.755)
1.00 Dead Load + 0.75 Snow Load on span #1 + 0.75 Wind Load
Load TY2e
a 15-11-08
A
Moment (ft -lbs)
0 19815
0
Shear (lbs)
-2683
2402
Shear Red. (lbs)
10
10
Reaction (lbs)
2688
2407
Uplift (lbs)
0
0
Total Defl. (in)
0.972"
Point Load
Neg. Defl. (in)
0"
--- 5.07 lbs --
Loadcase #11: (1.00D+0.75W+0.755)
1.00 Dead Load + 0.75 Snow Load on span #1 + 0.75 Wind Load
Load TY2e
Component
Start Pos
End Pos Start Value End Value
Point Load
Dead Load
07-11-00
---- 1120.00 lbs ----
Point Load
Snow Load
07-11-00
--- 2785.00 lbs ----
Point Load
Wind Load
07-11-00
---- 2230.00 lbs --
Uniform Linear Load
Dead Load
00-04-12
16-04-04 12.82 Ib/ft ---
Point Load
Dead Load
00-00-00
--- 5.07 lbs --
Point Load
Dead Load
16-09-00
-- 5.07 lbs --
Loadcase #12: (0.60D+0.70W)
0.60 Dead Load + 0.70 Wind Load
Load Type
A 15-11-08
A
Moment (ft -lbs)
0 19815
0
Shear (lbs)
-2683
2402
Shear Red. (lbs)
10
10
Reaction (lbs)
2688
2407
Uplift (lbs)
0
0
Total Defl. (in)
0.972"
Point Load
Neg. Defl. (in)
0"
---- 5.07 lbs --
Loadcase #12: (0.60D+0.70W)
0.60 Dead Load + 0.70 Wind Load
Load Type
Component
Start Pos
End Pos Start Value End Value
Point Load
Dead Load
07-11-00
---- 1120.00 lbs ---
Point Load
Wind Load
07-11-00
---- 2230.00 lbs --
Uniform Linear Load
Dead Load
00-04-12
16-04-04 12.82 Ib/ft ----
Point Load
Dead Load
00-00-00
-- 5.07 lbs --
Point Load
Dead Load
16-09-00
---- 5.07 lbs --
Loadcase #13: (0.60D+1.00W)
0.60 Dead Load + 1.00 Wind Load
Load Type
A 15-11-08
A
Moment (ft -lbs)
0 9122
0
Shear (lbs)
-1242
1113
Shear Red. (lbs)
6
6
Reaction (lbs)
1245
1117
Uplift (lbs)
0
0
Total Defl. (in)
0.448"
Point Load
Neg. Defl. (in)
0"
5.07 lbs ---
Loadcase #13: (0.60D+1.00W)
0.60 Dead Load + 1.00 Wind Load
Load Type
Component
Start Pos End Pos
Start Value End Value
Point Load
Dead Load
07-11-00 ----
1120.00 lbs
Point Load
Wind Load
07-11-00 ----
2230.00 lbs --
Uniform Linear Load
Dead Load
00-04-12 16-04-04
12.82 Ib/ft ---
Point Load
Dead Load
00-00-00 ----
5.07 lbs
Point Load
Dead Load
16-09-00 ----
5.07 lbs ---
Page 5 of 7
*Boise Cascade Single 5-1/4" x 9-1/2" VERSA -LAM® 2.0 3100 DF
F011RB01 (Roof Beam)
BC CALL® Engineering Report Dry 11 span j No cant. 184 OCS I Non -Repetitive 10/12 July 17, 2019 12:32:00
Build 7295
Loadcase #14: (1.00Lr)
1.00 Roof Live Load on span #1
Load Type _ Component Start Pos End Pos Start Value End Value_
Point Load Roof Live Load 07-11-00 --- 2785.00 lbs --
A 15-11-08 A
Live Defl. (in) 0.541"
Loadcase #15: (1.00S)
1.00 Snow Load on span #1
Load Type Component Start Pos End Pos Start Value End Value
Point Load Snow Load 07-11-00 ---- 2785.00 lbs ----
A 15-11-08 A
Live Defl. (in) 0.541"
Loadcase #16: (0.70W)
0.70 Wind Load
Load Type Component Start Pos End Pos Start Value End Value
Point Load Wind Load 07-11-00 -- 2230.00 lbs --
A 15-11-08 a
Live Defl. (in) 0.303"
Loadcase #17: (1.00LP_1)
1.00 Live Point Load on left side of span #1
Load Type Component Start Pos End Pos Start Value End Value
Uniform Linear Load Construction Load 00-05-08 02-11-00 118.77 Ib/ft ----
15-11-08
Live Defl. (in) 0.014"
Loadcase #18: (1.0011-P_2)
1.00 Live Point Load at center of span #1
Load Type Component Start Pos End Pos Start Value End Value
Uniform Linear Load Construction Load 07-01-12 09-07-04 118.77 Ib/ft --
15-11-08 A
Live Defl. (in) 0.056"
Loadcase #19: (1.00LP_3)
1.00 Live Point Load on right side of span #1
_Load Type Component Start Pos End Pos Start Value End Value
Uniform Linear Load Construction Load 13-10-00 16-03-08 118.77 Ib/ft ---- —
A 15-11-08 A
Live Defl. (in) 0.014"
Page 6 of 7
A 15-11-08
A
Moment (ft -lbs)
0 11782
0
Shear (lbs)
-1595
1428
Shear Red. (lbs)
6
6
Reaction (lbs)
1599
1432
Uplift (Ibs)
0
0
Total Defl. (in)
0.578"
Neg. Defl. (in)
0"
Loadcase #14: (1.00Lr)
1.00 Roof Live Load on span #1
Load Type _ Component Start Pos End Pos Start Value End Value_
Point Load Roof Live Load 07-11-00 --- 2785.00 lbs --
A 15-11-08 A
Live Defl. (in) 0.541"
Loadcase #15: (1.00S)
1.00 Snow Load on span #1
Load Type Component Start Pos End Pos Start Value End Value
Point Load Snow Load 07-11-00 ---- 2785.00 lbs ----
A 15-11-08 A
Live Defl. (in) 0.541"
Loadcase #16: (0.70W)
0.70 Wind Load
Load Type Component Start Pos End Pos Start Value End Value
Point Load Wind Load 07-11-00 -- 2230.00 lbs --
A 15-11-08 a
Live Defl. (in) 0.303"
Loadcase #17: (1.00LP_1)
1.00 Live Point Load on left side of span #1
Load Type Component Start Pos End Pos Start Value End Value
Uniform Linear Load Construction Load 00-05-08 02-11-00 118.77 Ib/ft ----
15-11-08
Live Defl. (in) 0.014"
Loadcase #18: (1.0011-P_2)
1.00 Live Point Load at center of span #1
Load Type Component Start Pos End Pos Start Value End Value
Uniform Linear Load Construction Load 07-01-12 09-07-04 118.77 Ib/ft --
15-11-08 A
Live Defl. (in) 0.056"
Loadcase #19: (1.00LP_3)
1.00 Live Point Load on right side of span #1
_Load Type Component Start Pos End Pos Start Value End Value
Uniform Linear Load Construction Load 13-10-00 16-03-08 118.77 Ib/ft ---- —
A 15-11-08 A
Live Defl. (in) 0.014"
Page 6 of 7
/&N Boiselffl�
Single 5-1/4"
x 9-1/2" VERSA -LAM® 2.0 3100 DF
F011RB01 (Roof Beam)
BC CALC® Engineering Report
Dry 11 span I No cant. 184 OCS I Non -Repetitive 10/12
July 17, 201912:32:00
Build 7295
Loadcase #20: (0.52W+0.75Lr)
0.52 Wind Load + 0.75 Roof Live Load on span #1
Load Type
Component
Start Pos End Pos
Start Value End Value
Point Load
Roof Live Load
07-11-00 ---
2785.00 lbs ---
Point Load
Wind Load
07-11-00 ---
2230.00 lbs ---
A
15-11-08 A
Live Defl. (in)
0.633"
Loadcase #21: (0.52W+0.75S)
0.75 Snow Load on span #1 + 0.52
Wind Load
Load Type
Component
Start Pos End Pos
Start Value End Value
Point Load
Snow Load
07-11-00 ---
2785.00 lbs ----
Point Load
Wind Load
07-11-00 ----
2230.00 lbs ---
A
15-11-08 A
Live Defl. (in)
0.633"
Page 7 of 7
i Boise Cascade Single 3-112" x 9412" VERSA -LAM® 2.0 3100 DF PASSED
RB01 (Roof Beam)
BC CALCO Member Report Dry 11 span I No cant. July 17, 2019 12:03:37
Build 7296
Job name: Harris patio File name: Harris side beam
Address: Description:
City, State, Zip: Specifier:
Customer. Designer: Kenneth Harris
Code reports: ESR -1040 Company: Professional Drafting Service of Eugene
�0
12
131 13-07-00
Total Horizontal Product Length =14.0600 132
Reaction Summary (Down / Uplift) (lbs)
Bearing Live Dead Snow Wind Roof Live
131, 5-1/2" 92910 1446/0 1735/0 144610
B2, 5-1/2" 794/0 1221/0 1465/0 1221/0
Load Summary Live Dead Snow Wind Roof Tributary
Live
Ta
Description Load T e Ref. Start End Loc. 100% 90% 118% 160% 125%
0 Self -Weight Unf. Lin. (lb/ft) L 00-00-00 14-06-00 Top 9 00-00-00
1 Unf. Area (Ib/W) L 00-00-00 13-04-00 Top 15 25 30 25 08-00-00
Controls Summary Value %Allowable Duration Case Location
Pos. Moment 10704 ft -lbs 50.3% 160% 10 07-03-00
End Shear 2798 lbs 27.7% 160% 10 13-03-00
Total Load Deflection L1258 (0.638") 69.8% nla 8 07-03-00
Live Load Deflection L/378 (0.435") 63.5% n1a 20 07-03-00
Max Defl.. 0.638" 63.8% nla 8 07-03-00
Span / Depth 17.3
°% Allow % Allow
Bearing Supports Dim. (Lxwl Value Support Member Material
B1 Column 5-1/2" x 3-112" 3315 lbs 20.3°% 23.0% Douglas Fir
62 Column 5-1/2" x 3-1/2" 2809 lbs 17.2% 19.5% Douglas Fir
Cautions
For roof members with slope (1/4)/12 or less final design must ensure that ponding instability will not
occur.
For roof members with slope (1/2)/12 or less final design must account for Rain -on -Snow surcharge
load.
Notes
Design meets Code minimum (L/1 80) Total load deflection criteria.
Design meets Code minimum (L1240) Live load deflection criteria.
Design meets arbitrary (1") Maximum Total load deflection criteria.
Calculations assume member is partially braced. See engineering report for the unbraced length
BC CALCO analysis is based on IBC 2009.
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 Gulde or ask
questions, please call (800)232-0788
before installation.
BC CALCO, BC FRAMERO , AJSTm,
ALLJOISTO, BC RIM BOARD-, BCIO,
BOISE GLULAMTm. BC FioorValue@ ,
VERSA -LAM@, VERSA -RIM PLUS®,
Boise Cascade
BC CALCO Engineering Report
Build 7295
Single 3-1/2" x 9-1/2" VERSA -LAM® 2.0 3100 DF
RB01 (Roof Beam)
Dry 11 span I No cant. 196 OCS I Non -Repetitive 10/12
Factored Product Data
E = 2.00 x 106 psi Shear = 6318 lbs
EI = 500.14 x 106 lb -int Moment = 13957 ft -lbs
Emin = 1.06 x 106 psi
Modification Factors
July 17, 2019 12:33:39
Compression Perpendicular to Grain = 750 psi
Factor
Moment
Neg. Moment
Shear End Reaction Int. Reaction Bearing
Load Duration
200%
00-04-12
200% 200%
Moisture Content
1.00
00-04-12
1.00 1.00
Lateral Stability
0.95
00-00-00
--- 47.50 lbs ---
Repetitive Member
1.04
00-00-00
--- 3.38 lbs ----
Volume
1.03
14-06-00
---- 3.38 lbs ----
Notch/Bevel
Point Load
Dead Load
1.00
Maximum Values
3.38 lbs ---
Point Load
Dead Load
A
13-08-08
A
Moment (ft -lbs) 0
10704
0
Shear (lbs) -870
2805
Shear Red. (lbs) 363
101
Reaction (lbs) 3315
2809
Uplift (lbs) 0
0
Total Defl. (in)
0.723"
Live Defl. (in)
0.435"
Neg. Defl. (in)
0"
Load cases
Loadcase #0: (1.00D)
1.00 Dead Load
Load Type
Component
Start Pos
End Pos Start Value End Value
Uniform Linear Load
Dead Load
00-04-12
13-04-00 120.00 Ib/ft ----
Uniform Linear Load
Dead Load
00-04-12
14-01-04 8.54 Ib/ft ----
Point Load
Dead Load
00-00-00
--- 47.50 lbs ---
Point Load
Dead Load
00-00-00
--- 3.38 lbs ----
Point Load
Dead Load
14-06-00
---- 3.38 lbs ----
Loadcase #1: (1.00D+I.00LP-1)
1.00 Dead Load + 1.00 Live Point Load on left side of span #1
Load Type
A 13-08-08
A
Moment (ft -lbs)
0 3002
0
Shear (lbs)
-870
790
Shear Red. (lbs)
102
7
Reaction (lbs)
929
794
Uplift (lbs)
0
0
Total Defl. (in)
0.203"
Point Load
Neg. Defl. (in)
0"
---
Loadcase #1: (1.00D+I.00LP-1)
1.00 Dead Load + 1.00 Live Point Load on left side of span #1
Load Type
Component
Start Pos
End Pos
Start Value End Value
Uniform Linear Load
Dead Load
00-04-12
13-04-00
120.00 Ib/ft ----
Uniform Linear Load
Dead Load
00-04-12
14-01-04
8.54 Ib/ft --
Uniform Linear Load
Construction Load
00-05-08
02-11-00
118.77 Ib/ft ---
Point Load
Dead Load
00-00-00
---
47.50 lbs --
Point Load
Dead Load
00-00-00
---
3.38 lbs ---
Point Load
Dead Load
14-06-00
----
3.38 lbs ----
Page 1 of 7
Boise Cascade ! Single 3-1/2" x 9-1/2" VERSA -LAM® 2.0 3100 DF
RB01 (Roof Beam)
BC CALC® Engineering Report Dry 11 span I No cant. 196 OCS I Non -Repetitive 10112 July 17, 2019 12:33:39
Build 7295
Loadcase #2: (1.00D+1.00LP-2)
1.00 Dead Load + 1.00 Live Point Load at center of span #1
Load Type
A 13-08-08
A
Moment (ft -lbs)
0 3194
0
Shear (lbs)
-1135
818
Shear Red. (lbs)
196
7
Reaction (lbs)
1194
822
Uplift (lbs)
0
0
Total Defl. (in)
0.218"
Point Load
Neg. Defl. (in)
0"
----
Loadcase #2: (1.00D+1.00LP-2)
1.00 Dead Load + 1.00 Live Point Load at center of span #1
Load Type
Component
Start Pos
End Pos
Start Value End Value
Uniform Linear Load
Dead Load
00-04-12
13-04-00
120.00 Ib/ft ----
Uniform Linear Load
Dead Load
00-04-12
14-01-04
8.54 Ib/ft ---
Uniform Linear Load
Construction Load
06-00-04
08-05-12
118.77 Ib/ft ----
Point Load
Dead Load
00-00-00
----
47.50 lbs ----
Point Load
Dead Load
00-00-00
----
3.38 lbs ---
Point Load
Dead Load
14-06-00
---
3.38 lbs ----
Loadcase #3: (1.00D+1.00LP_3)
1.00 Dead Load + 1.00 Live Point Load on right side of span #1
Load Type
A 13-08-08
A
Moment (ft -lbs)
0 3913
0
Shear (lbs)
-1017
937
Shear Red. (lbs)
102
7
Reaction (lbs)
1075
941
Uplift (lbs)
0
0
Total Defl. (in)
0.256"
Point Load
Neg. Defl. (in)
0"
----
Loadcase #3: (1.00D+1.00LP_3)
1.00 Dead Load + 1.00 Live Point Load on right side of span #1
Load Type
Component
Start Pos
End Pos
Start Value End Value
Uniform Linear Load
Dead Load
00-04-12
13-04-00
120.00 Ib/ft ----
Uniform Linear Load
Dead Load
00-04-12
14-01-04
8.54 Ib/ft ----
Uniform Linear Load
Construction Load
11-07-00
14-00-08
118.77 Ib/ft ----
Point Load
Dead Load
00-00-00
----
47.50 lbs ----
Point Load
Dead Load
00-00-00
----
3.38 lbs ----
Point Load
Dead Load
14-06-00
---
3.38 lbs ----
Loadcase #4: (1.00D+I.00Lr)
1.00 Dead Load + 1.00 Roof Live Load on span #1
Load TyRe
A
13-08-08 A
Moment (ft -lbs)
0
3193 0
Shear (lbs)
-898
1055
Shear Red. (lbs)
102
101
Reaction (lbs)
957
1059
Uplift (lbs)
0
0
Total Defl. (in)
8.54 Ib/ft ----
0.218"
Neg. Defl. (in)
00-00-00
0"
Loadcase #4: (1.00D+I.00Lr)
1.00 Dead Load + 1.00 Roof Live Load on span #1
Load TyRe
Component
Start Pos
End Pos
Start Value End Value
Uniform Linear Load
Dead Load
00-04-12
13-04-00
120.00 Ib/ft ----
Uniform Linear Load
Roof Live Load
00-04-12
13-04-00
200.00 lb/ft ----
Uniform Linear Load
Dead Load
00-04-12
14-01-04
8.54 Ib/ft ----
Point Load
Dead Load
00-00-00
----
47.50 lbs ----
Point Load
Roof Live Load
00-00-00
----
79.17 lbs ----
Point Load
Dead Load
00-00-00
----
3.38 lbs --
Point Load
Dead Load
14-06-00
---
3.38 lbs --
Page 2 of 7
Boise cascade Single 3-112" X 9-112" VERSA -LAM® 2.0 3100 DF
RB01 (Roof Beam)
BC CALC® Engineering Report Dry 11 span I No cant. 196 OCS I Non -Repetitive 10112 July 17, 2019 12:33:39
Build 7295
Loadcase #5: (1.00+1.00S)
1.00 Dead Load + 1.00 Snow Load on span #1
Load Type
A 13-08-08
A
Moment (ft -lbs)
0 7670
0
Shear (lbs)
-2224
2011
Shear Red. (lbs)
260
7
Reaction (lbs)
2375
2015
Uplift (lbs)
0
0
Total Defl. (in)
0.518"
Point Load
Neg. Defl. (in)
0"
----
Loadcase #5: (1.00+1.00S)
1.00 Dead Load + 1.00 Snow Load on span #1
Load Type
Component
Start Pos
End Pos
Start Value End Value
Uniform Linear Load
Dead Load
00-04-12
13-04-00
120.00 Ib/ft ----
Uniform Linear Load
Snow Load
00-04-12
13-04-00
200.00 Ib/ft ----
Uniform Linear Load
Dead Load
00-04-12
14-01-04
8.54 Ib/ft ----
Point Load
Dead Load
00-00-00
----
47.50 lbs ----
Point Load
Snow Load
00-00-00
----
79.17 lbs ---
Point Load
Dead Load
00-00-00
----
3.38 lbs ----
Point Load
Dead Load
14-06-00
----
3.38 lbs ----
Loadcase #6: (1.00101+0.70W)
1.00 Dead Load + 0.70 Wind Load
Load Type
A
13-08-08
A
Moment (ft -lbs)
0
7670
0
Shear (lbs)
-2224
Uniform Linear Load
2011
Shear Red. (lbs)
260
240.00 Ib/ft ----
7
Reaction (lbs)
2375
14-01-04
2015
Uplift (lbs)
0
00-00-00
0
Total Defl. (in)
Point Load
0.518"
00-00-00
Neg. Defl. (in)
95.00 lbs ---
0"
Dead Load
Loadcase #6: (1.00101+0.70W)
1.00 Dead Load + 0.70 Wind Load
Load Type
Component
Start Pos
End Pos
Start Value End Value
Uniform Linear Load
Dead Load
00-04-12
13-04-00
120.00 Ib/ft ----
Uniform Linear Load
Wind Load
00-04-12
13-04-00
240.00 Ib/ft ----
Uniform Linear Load
Dead Load
00-04-12
14-01-04
8.54 Ib/ft ----
Point Load
Dead Load
00-00-00
----
47.50 lbs ----
Point Load
Wind Load
00-00-00
----
95.00 lbs ---
Point Load
Dead Load
00-00-00
----
3.38 lbs --
Point Load
Dead Load
14-06-00
---
3.38 lbs ---
Loadcase #7: (1.00D+I.00W)
1.00 Dead Load + 1.00 Wind Load
Load Type
A
13-08-08
A
Moment (ft -lbs)
0
6923
0
Shear (lbs)
-2008
Uniform Linear Load
1816
Shear Red. (lbs)
235
240.00 Iblft ----
7
Reaction (lbs)
2144
14-01-04
1820
Uplift (lbs)
0
00-00-00
0
Total Defl. (in)
Point Load
0.468"
00-00-00
Neg. Defl. (in)
95.00 lbs ---
0"
Dead Load
Loadcase #7: (1.00D+I.00W)
1.00 Dead Load + 1.00 Wind Load
Load Type
Component
Start Pos
End Pos
Start Value End Value
Uniform Linear Load
Dead Load
00-04-12
13-04-00
120.00 Iblft ----
Uniform Linear Load
Wind Load
00-04-12
13-04-00
240.00 Iblft ----
Uniform Linear Load
Dead Load
00-04-12
14-01-04
8.54 Ib/ft ---
Point Load
Dead Load
00-00-00
---
47.50 lbs --
Point Load
Wind Load
00-00-00
---
95.00 lbs ---
Point Load
Dead Load
00-00-00
----
3.38 lbs --
Point Load
Dead Load
14-06-00
----
3.38 lbs ---
Page 3 of 7
0 Boise Cascade Single 3-1/2" X 9-1/2" VERSA -LAM® 2.0 3100 DF
RB01 (Roof Beam)
BC CALCO Engineering Report Dry 11 span I No cant. 196 OCS I Non -Repetitive 10/12 July 17, 2019 12:33:39
Build 7295
Loadcase #8: (1.00D+0.52W+0.75Lr)
1.00 Dead Load + 0.52 Wind Load + 0.75 Roof Live Load on span #1
Load Type
0
13-08-08 A
Moment (ft -lbs)
0
8603 0
Shear (lbs)
-2495
2255
Shear Red. (lbs)
292
7
Reaction (lbs)
2664
2259
Uplift (lbs)
0
0
Total Defl. (in)
240.00 Ib/ft --
0.581"
Neg. Defl. (in)
00-04-12
0"
Loadcase #8: (1.00D+0.52W+0.75Lr)
1.00 Dead Load + 0.52 Wind Load + 0.75 Roof Live Load on span #1
Load Type
Component
Start Pos
End Pos
Start Value End Value_
Uniform Linear Load
Dead Load
00-04-12
13-04-00
120.00 Ib/ft --
Uniform Linear Load
Roof Live Load
00-04-12
13-04-00
200.00 Ib/ft
Uniform Linear Load
Wind Load
00-04-12
13-04-00
240.00 Ib/ft --
Uniform Linear Load
Dead Load
00-04-12
14-01-04
8.54 Ib/ft -
Point Load
Dead Load
00-00-00
----
47.50 lbs --
Point Load
Roof Live Load
00-00-00
--
79.17 lbs ----
Point Load
Wind Load
00-00-00
---
95.00 lbs ---
Point Load
Dead Load
00-00-00
---
3.38 lbs ----
Point Load
Dead Load
14-06-00
--
3.38 lbs ----
Loadcase #9: (1.00D+0.52W+0.75S)
1.00 Dead Load + 0.75 Snow Load on span #1 + 0.52 Wind Load
Load Type
A 13-08-08
a
Moment (ft -lbs)
0 9444
0
Shear (lbs)
-2739
2475
Shear Red. (lbs)
320
7
Reaction (lbs)
2924
2479
Uplift (lbs)
0
0
Total Defl. (in)
0.638"
Uniform Linear Load
Neg. Defl. (in)
0"
14-01-04
Loadcase #9: (1.00D+0.52W+0.75S)
1.00 Dead Load + 0.75 Snow Load on span #1 + 0.52 Wind Load
Load Type
Component
Start Pos
End Pos
Start Value End Value
Uniform Linear Load
Dead Load
00-04-12
13-04-00
120.00 Ib/ft --
Uniform Linear Load
Snow Load
00-04-12
13-04-00
200.00 lb/ft --
Uniform Linear Load
Wind Load
00-04-12
13-0400
240.00 Ib/ft --
Uniform Linear Load
Dead Load
00-04-12
14-01-04
8.54 Ib/ft ----
Point Load
Dead Load
00-00-00
----
47.50 lbs ----
Point Load
Snow Load
00-00-00
----
79.17 lbs ----
Point Load
Wind Load
00-00-00
----
95.00 lbs ----
Point Load
Dead Load
00-00-00
----
3.38 lbs ----
Point Load
Dead Load
14-06-00
--
3.38 lbs ----
Loadcase #10: (1.00D+0.75W+0.75Lr)
1.00 Dead Load + 0.75 Wind Load + 0.75 Roof Live Load on span #1
Load Type
A
13-08-08 A
Moment (ft -lbs)
0
9444 0
Shear (lbs)
-2739
2475
Shear Red. (lbs)
320
7
Reaction (lbs)
2924
2479
Uplift (lbs)
0
0
Total Defl. (in)
240.00 Ib/ft ----
0.638"
Neg. Defl. (in)
00-04-12
0"
Loadcase #10: (1.00D+0.75W+0.75Lr)
1.00 Dead Load + 0.75 Wind Load + 0.75 Roof Live Load on span #1
Load Type
Component
Start Pos
End Pos
Start Value End Value
Uniform Linear Load
Dead Load
-
00-04-12
13-04-00
120.00 Ib/ft ----
Uniform Linear Load
Roof Live Load
00-04-12
13-04-00
200.00 Ib/ft ----
Uniform Linear Load
Wind Load
00-04-12
13-04-00
240.00 Ib/ft ----
Uniform Linear Load
Dead Load
00-04-12
14-01-04
8.54 Ib/ft ----
Page 4 of 7
AsNeoise
Single 3-1/2"
X 9-1/2" VERSA-LAM@ 2.0 3100 DF
Moment (ft -lbs)
. �::iiJJ
0
RB01 (Roof Beam)
-3104
BC CALCO Engineering Report
Dry 11 span I No cant. 196 OCS I Non-Repetitive 10112
July 17, 201912:33:39
Build 7295
Reaction (lbs)
3315
2809
Point Load
Dead Load
00-00-00 ---
47.50 lbs ---
Point Load
Roof Live Load
00-00-00 ---
79.17 lbs ----
Point Load
Wind Load
00-00-00 ---
95.00 lbs ---
Point Load
Dead Load
00-00-00 ---
3.38 lbs ----
Point Load
Dead Load
14-06-00 ----
3.38 lbs ----
Loadcase #11: (1.00D+0.75W+0.75S)
1.00 Dead Load + 0.75 Snow Load on span #1 + 0.75 Wind Load
Load Type
13-08-08
A
Moment (ft -lbs)
0 10704
0
Shear (lbs)
-3104
2805
Shear Red. (lbs)
363
7
Reaction (lbs)
3315
2809
Uplift (lbs)
0
0
Total Defl. (in)
0.723"
Uniform Linear Load
Neg. Defl. (in)
0"
14-01-04
Loadcase #11: (1.00D+0.75W+0.75S)
1.00 Dead Load + 0.75 Snow Load on span #1 + 0.75 Wind Load
Load Type
Component
Start Pos
End Pos
Start Value End Value
Uniform Linear Load
Dead Load
00-04-12
13-04-00
120.00 Ib/ft ---
Uniform Linear Load
Snow Load
00-04-12
13-04-00
200.00 Ib/ft ---
Uniform Linear Load
Wind Load
00-04-12
13-04-00
240.00 Ib/ft --
Uniform Linear Load
Dead Load
00-04-12
14-01-04
8.54 Ib/ft ----
Point Load
Dead Load
00-00-00
----
47.50 lbs ---
Point Load
Snow Load
00-00-00
----
79.17 lbs ----
Point Load
Wind Load
00-00-00
---
95.00 lbs ----
Point Load
Dead Load
00-00-00
---
3.38 lbs ----
Point Load
Dead Load
14-06-00
----
3.38 lbs ----
Loadcase 012: (0.60D+0.70W)
0.60 Dead Load + 0.70 Wind Load
Load Type
A 13-08-08
A
Moment (ft -lbs)
0 10704
0
Shear (lbs)
-3104
2805
Shear Red. (lbs)
363
7
Reaction (lbs)
3315
2809
Uplift (lbs)
0
0
Total Defl. (in)
0.723"
Point Load
Neg. Defl. (in)
0"
----
Loadcase 012: (0.60D+0.70W)
0.60 Dead Load + 0.70 Wind Load
Load Type
Component
Start Pos
End Pos
Start Value End Value
Uniform Linear Load
Dead Load
00-04-12
13-04-00
120.00 Ib/ft ----
Uniform Linear Load
Wind Load
00-04-12
13-04-00
240.00 Ib/ft ----
Uniform Linear Load
Dead Load
00-04-12
14-01-04
8.54 Ib/ft ----
Point Load
Dead Load
00-00-00
----
47.50 lbs ----
Point Load
Wind Load
00-00-00
----
95.00 lbs ----
Point Load
Dead Load
00-00-00
----
3.38 lbs ----
Point Load
Dead Load
14-06-00
----
3.38 lbs ---
Page 5 of 7
A 13-08-08
A
Moment (ft -lbs)
0 5722
0
Shear (lbs)
-1660
1500
Shear Red. (lbs)
194
4
Reaction (lbs)
1772
1502
Uplift (lbs)
0
0
Total Defl. (in)
0.387'
Neg. Defl. (in)
0"
Page 5 of 7
Boise Cascade I Single 3-112" x 9-1/2" VERSA -LAM® 2.0 3100 DF
RB01 (Roof Beam)
BC CALC® Engineering Report Dry I 1 span I No cant. 196 OCS I Non -Repetitive 10/12 July 17, 2019 12:33:39
Build 7295
Loadcase #13: (0.60D+1.00W)
0.60 Dead Load + 1.00 Wind Load
Load Type
Component
Start Pos
End Pos
Start Value End Value
Uniform Linear Load
Dead Load
00-04-12
13-04-00
120.00 Ib/ft --
Uniform Linear Load
Wind Load
00-04-12
13-04-00
240.00 Ib/ft ---
Uniform Linear Load
Dead Load
00-04-12
14-01-04
8.54 Ib/ft --
Point Load
Dead Load
00-00-00
--
47.50 lbs --
Point Load
Wind Load
00-00-00
--
95.00 lbs --
Point Load
Dead Load
00-00-00
----
3.38 lbs ---
Point Load
Dead Load
14-06-00
----
3.38 lbs ---
Loadcase 914: (1.00Lr)
1.00 Roof Live Load on span #1
Load Type Component Start Pos End Pos Start Value End Value
Uniform Linear Load Roof Live Load 00-04-12 13-04-00 200.00 Ib/ft --
Point Load Roof Live Load 00-00-00 -- 79.17 lbs --
a 13-08-08 A
Live Defl. (in) 0.315"
Loadcase #15: (11.00S)
1.00 Snow Load on span #1
Load Type _ Component Start Pos End Pos Start Value End Value
Uniform Linear Load Snow Load 00-04-12 13-04-00 200.00 Ib/ft ----
Point Load Snow Load 00-00-00 ---- 79.17 lbs ---
A 13-08-08
Live Defl. (in) 0.315"
Loadcase #16: (0.70W)
0.70 Wind Load
Load Type Component _ Start Pos End Pos Start Value End Value _
Uniform Linear Load Wind Load 00-04-12 13-04-00 240.00 Ib/ft --
Point Load Wind Load 00-00-00 --- 95.00 lbs --
A 13-08-08 A
Live Defl. (in) 0.265"
Loadcase #17: (1.00LP-1)
1.00 Live Point Load on left side of span #1
Load Ty2e Component Start Pos End Pos Start Value End Value
Uniform Linear Load Construction Load 00-05-08 02-11-00 118.77 lb/ft ----
Live Defl. (in)
Page 6 of 7
A 13-08-08 p
0.015"
A 13-08-08
A
Moment (ft -lbs)
0 7403
0
Shear (lbs)
-2147
1939
Shear Red. (lbs)
251
4
Reaction (lbs)
2292
1942
Uplift (lbs)
0
0
Total Defl. (in)
0.5"
Neg. Defl. (in)
0"
Loadcase 914: (1.00Lr)
1.00 Roof Live Load on span #1
Load Type Component Start Pos End Pos Start Value End Value
Uniform Linear Load Roof Live Load 00-04-12 13-04-00 200.00 Ib/ft --
Point Load Roof Live Load 00-00-00 -- 79.17 lbs --
a 13-08-08 A
Live Defl. (in) 0.315"
Loadcase #15: (11.00S)
1.00 Snow Load on span #1
Load Type _ Component Start Pos End Pos Start Value End Value
Uniform Linear Load Snow Load 00-04-12 13-04-00 200.00 Ib/ft ----
Point Load Snow Load 00-00-00 ---- 79.17 lbs ---
A 13-08-08
Live Defl. (in) 0.315"
Loadcase #16: (0.70W)
0.70 Wind Load
Load Type Component _ Start Pos End Pos Start Value End Value _
Uniform Linear Load Wind Load 00-04-12 13-04-00 240.00 Ib/ft --
Point Load Wind Load 00-00-00 --- 95.00 lbs --
A 13-08-08 A
Live Defl. (in) 0.265"
Loadcase #17: (1.00LP-1)
1.00 Live Point Load on left side of span #1
Load Ty2e Component Start Pos End Pos Start Value End Value
Uniform Linear Load Construction Load 00-05-08 02-11-00 118.77 lb/ft ----
Live Defl. (in)
Page 6 of 7
A 13-08-08 p
0.015"
IN Boise Cascade
W
Single 3-112"
x 9-1/2" VERSA -LAM® 2.0 3100 DF
����%%
RB01 (Roof Beam)
BC CALC® Engineering Report
Dry 11 span I No cant. 96 OCS I Non -Repetitive 10112
July 17, 2019 12:33:39
Build 7295
Loadcase #18: (1.00LP 2)
1.00 Live Point Load at center of
span #1
Load Type
Component
Start Pos
End Pos
Start Value
End Value
Uniform Linear Load
Construction Load
06-00-04
08-05-12
118.77 Ib/ft
--
A
13-08-08 A
Live Defl. (in)
0.053"
Loadcase #19: (1.00LP 3)
1.00 Live Point Load on right side of span #1
Load Type
Component
Start Pos
End Pos
Start Value
End Value
Uniform Linear Load
Construction Load
11-07-00
14-00-08
118.77 Ib/ft
----
A
13-08-08 A
Live Defl. (in)
0.015"
Loadcase #20: (0.52W+0.75Lr)
0.52 Wind Load + 0.75 Roof Live Load on span #1
Load Type
Component
Start Pos
End Pos
Start Value
End Value
Uniform Linear Load
Roof Live Load
00-04-12
13-04-00
200.00 Ib/ft
--
Uniform Linear Load
Wind Load
00-04-12
13-04-00
240.00 Ib/ft
----
Point Load
Roof Live Load
00-00-00
----
79.17 lbs
---
Point Load
Wind Load
00-00-00
----
95.00 lbs
---
A
13-08-08 A
Live Defl. (in)
0.435"
Loadcase #21: (0.52W+0.75S)
0.75 Snow Load on span #1 + 0.52
Wind Load
Type
Component
Start Pos
End Pos
Start Value
End Value
_Load
Uniform Linear Load
Snow Load
00-04-12
13-04-00
200.00 Ib/ft
--
Uniform Linear Load
Wind Load
00-04-12
13-04-00
240.00 Ib/ft
---
Point Load
Snow Load
00-00-00
---
79.17 lbs
--
Point Load
Wind Load
00-00-00
---
95.00 lbs
--
A
13-08-08 A
Live Defl. (in)
0.435"
Page 7 of 7
f' "'%
MIX
0
r__1
Nolerberrq Street
Work Area
5ca e / 16" - I'-011
DATE RECEIVED III' 117 JOB NO.19 - d I(c42(
ZONE }...-pR OCCUPANCY GROUP N_ L1
UNIT OCCUPANCY LOAD
STORIES TYPE CONSTRUCTION
LEGAL DESCRIPTION %-I-a2- 37 - M - 052pC-N
ADDRESS
OWNER
THE CONTENTS HERE ON HAVE BEEN REVIEWED, WITH
ALTERATIONS NOTED ON THE PLANS OR BY ATTACHMENT.
CHANGES OR ALTERATIONS MADE TO THE APPROVED
DRAWINGS OR PROJECT AFTER THE DATE BELOW SHALL BE
APPROVED BY THE BUILDING OFFICIAL.
CITY OS NG 7D9 OREGON
APPROVED BY/ DATE ID i7 9
Arca of construction
REV/EWED FOR
CODE COMPLIAME
Site plan
FIderberrq 5t.
Sheet A 1,01
7reecs,Wm er 1073
nate June, 2019
Prawn by Ken Harrl5
Checked by 01
0
C)
.
G\
i
•
No. 5ks rl, '• •OA •
1 Pevlew
1 zri5•/I9i
as
Sheet A 1,01
7reecs,Wm er 1073
nate June, 2019
Prawn by Ken Harrl5
Checked by 01
1 V I I II
NiAing rooflnq to be removed down to sheathinq, Open NAinq wall to support new
2x6 nailer attached to (E) roof sgstem, new, site built beam on new studs and hack studs
2x6 rafters to be attached to nailer and ridgeboard ----\ placed within plane of mstinq wall
2x6 12F ridge beam
Roof Framinq Plan
5cal e; / 4" - 1' -01
' 1/ 2" X 91/ 2" Glu -lam beam,
14p, ( 2) places see 6C Calc report
Simpson 6C or equiv. post cap
51 / 2" X 91 / 2" Oudam
_ beam, see X Calc report
5 I/ 4" x 91/ 2" au -lam beam,
see 6C Calc report
20 oublcmkers
2x6 Parge rafter
Simpson KV hanger,
( 2) places
112,5 clips, fqp.
New gutter to be connected to current drainage sgstem
2x6 PF rafters, 24" OL Simpson 155F hanger at ridoe beam,
Plan
West elevation
5cal e; / 4" - ' -011
A
A2,02
fol
5mp5on HTLV Hanger,
(2) places
( 4) #4 rebar, ( 2)
each wau
West elevation
I'mi,d number
1069
�i
April, 2019
nr
Ken 4rI5
U
Ij
81,
;�•�•
111 1Cl ..
• • •
I p dew_
i �TM�
.
.
•
• ••
1 • ast,
Sheet A 2,01
I'mi,d number
1069
nate
April, 2019
nr
Ken 4rI5
5cde Ar, Noted
2x6 #2 PF rafters,
24" 0,C,
fable 002,5,I( 5)
1/ 2"x 61 / 2'' aaIv, bolt
W/ flab washer -
# 2 1-11' p-ri 4x6
CI 44 or ea, post base, Tqp, -
IA
12
41/2 1
5ou�h �leva�ion
�x4 PF post, 5imp5on CC column cap, top and bobtom
Add decorative hardware per owners direction
2x4 121' qus5et6, non -Structural
members, lagak and hardwa-e for
decorative purpo5e5,
51 / 4" x 91 / 2'' Glu -lam beam,
5ee X Calc report
•
IM
/2" 5heathinq, 15 Ib, building felt min ,
asphalt comp, roofing to march existing home,
i
Ceilinq finished with
vi5ual grade lumber, per 8'
owner 5pecfcatlon5
40 knee brace, notched
for 5eWrq through bolt at
bottom, 2'x 6 laq bolt ' -6' "r7
at top,yup,
31 / 2'' x 91 / 2'' Glu -lam beam
5ee CSC Calc report
j !• ne�ai
A 2,01 5cal e 1/ 2" - 1' —0"
�xl5tinq double top plate, attach
to new beam according to I?601
New 31 / 2" x 91 / 2'' beam
Fxl5ting2O 5tl
444 PF pc
New 20 5tu
�xi5tinq bottom plate and
concrete Stem wall —.
A Wall / Beam connection
A
2,02�) 11 e; 1/ 2" - 1'-0
5oh elevation and
PC -Lail
a
O
U
a�
oma•.,
44-0 0
O•�
• (�
es
••
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No. i�eeairaan • aA
I �ev�ew 77'`!7x/•19
r
• • • •
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5heet A 2,02
nroJectrumber
1073
Date
June, 2019
Prawn by
- Ken Harrl5
creceed by
0
Scale
A5 mW