HomeMy WebLinkAboutBLD-2026-0252 - RESIDENTIAL INTERIOR ONLY REMODELPlease request inspections online through the permit portal.
If that is not possible please call (360) 293-1901 for Building or Planning inspections.
For Public Works inspections, please call (360) 293-1938.
PARCEL: P55331
LEGAL DESCRIPTION: LOT 6 & E1/2 OF LOT 7, BLOCK 64, MAP OF THE CITY OF ANACORTES, ACCORDING TO THE PLAT
THEREOF RECORDED IN VOLUME 2 OF PLATS, PAGES 4 THROUGH 7, RECORDS OF SKAGIT COUNTY, WASHINGTON.
APPLICANT: Stolsig, Roy
1113 4th Street
Anacortes, WA 98221
2067581473
OWNER: STOLSIG ROY P III
STOLSIG MARGARET M 7001 SEAVIEW AVE
NW STE 160 PMB 202
SEATTLE, WA 98117
VALUATIONS:
Estimated construction cost 22500.00 $22,500.00
$22,500.00Total:
FEES:Paid Due
Plan Review Fee $236.11 $0.00
State Building Code Council fee $6.50 $0.00
Building Permit Fee $363.25 $0.00
$0.00Totals :
REQUIRED INSPECTIONS
Fenestration U-Factors
Mechanical Rough-In
Plumbing Rough-In
Shear Wall and Nailing
Framing
Drywall or Lath
Insulation
Roofing Final
Building Final
$605.86
BLD-2026-0252 RESIDENTIAL REMODEL WITH NO
NEW SQ FOOTAGE
ISSUED:
EXPIRES:
04/28/2026
04/28/2028
PROJECT NAME: STOLSIG DORMER ADDITION
SITE ADDRESS: 1113 4TH STREET ANACORTES
Page 1 of 1Printed by : Jennifer Watson on: 05/01/2026 04:25 PM
City of Anacortes, WA
904 6th Street
Anacortes, WA 98221
(360) 293-1901
http://cityofanacortes.org/
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26-008
SHEET INDEX
S1 COVER
S2 GENERAL NOTES
S3 DORMER WALL PLAN
S4 ROOF FRAMING
S5 SECTION A-A
S6 SECTION B-B
S7 ELEVATION
S8 ELEVATION
BUILDING CODES
CONSTRUCTION SHALL COMPLY WITH
BUILDING AND STRUCTURAL
MECHANICAL
PLUMBING
ENERGY & VENTILATION
2021 IBC
2021 IRC
2021 UPC
2021 WSEC
IMPERVIOUS
SURFACE
UNDER ROOF ( INCL. EVES)
PAVED DRIVEWAYS
CONC. WALK WAYS
ALL GRAVEL AREAS
TOTAL
1696 S.F.
500 S.F.
132 S.F.
0 S.F.
2228 S.F.
REMODEL SQ. FT. INFORMATION
CONDITIONED AREAS TO INCLUDE
1. MAIN LEVEL
2. UPPER LEVEL
TOTAL
0 S.F.
68.55 S.F.
68.55 S.F.
INSULATION VALUES
WALLS
ABOVE GRADE
R-21
CEILING
FLAT
R-49
FLOOR
CRAWL SPACE*
R-30
BELOW GRADE
R-21
VAULTED
R-38
SLAB ON GRADE
R-10
ENERGY CODE NOTES
CONTRACTOR TO ADD ADDITIONAL FRAMING OR
BLOCKING AS REQUIRED TO MEET CURRENT ENERGY
CODE REQUIREMENTS
AIR LEAKAGE: SOLE PLATE IS TO BE CAULKED OR
GLUED TO FLOOR. RIM JOIST BETWEEN STORIES TO BE
CAULK/SEALED. ALL HOLES IN BUILDING ENVELOPE
ARE TO BE CAULK/SEALED INCLUDING BUT NOT
LIMITED TO ELECTRICAL, PLUMBING & HVAC
PENETRATIONS. OUTLETS, SWITCH BOXES AND
RECESSED FIXTURES ON EXTERIOR WALLS OR CEILINGS
ARE TO BE CAULKED/SEALED WITH APPROVED
SEALANT, OR HAVE FOAM GASKETS INSTALLED. ALL
RECESSED LIGHTS ARE TO TO BE IC RATED, AIR TIGHT &
SEALED TO SURROUNDING GWB. ROUGH OPENING
AROUND ALL WINDOWS & DOORS TO BE
CAULKED/ SEALED.
ALL CEILING EXHAUST FAN DUCTING TO BE INSULATED
AS PER CODE, TO HAVE AS FEW BENDS AS POSSIBLE,
AND TO TERMINATE THE EXTERIOR OF THE STRUCTURE.
INSULATION TO FILL ALL EXTERIOR WALL CAVITIES. DO
NOT COMPRESS. CUT TO FIT AROUND WIRES, PIPES AND
OUTLET BOXES.
ALL HVAC DUCTS INSTALLED OUTSIDE THE HEATED
HABITABLE SPACE TO HAVE SEALED JOINTS, CORNERS
& BOOTS, AND INSULATED IN ACCORDANCE WITH WSEC
2021 EDITION SPECIFICATIONS ("WSEC 2021").
A ONE PERM OR LESS VAPOR RETARDER (IE: KRAFT
PAPER, PVA PAINT, ECT.) IS TO BE INSTALLED ON THE
WARM SIDE OF ALL INSULATION.
ALL RECESSED LIGHT FIXTURES IN THE THERMAL
ENVELOPE TO BE CERTIFIED UNDER ASTM E-283 AND
SO LABELED, OR SEALED AROUND THE EXTERIOR IN AN
APPROVED MANNER TO BE AIR TIGHT.
ALL WATER PIPES IN UN-HEATED SPACES TO BE
INSULATED IN ACCORDANCE WITH WSEC 2015.
EXTERIOR DOORS TO BE ADJUSTED SO
WEATHER-STRIPPING, THRESHOLD, & DOOR SWEEP ARE
WORKING PROPERLY & SEAL WELL.
BLOWN-IN ATTIC INSULATION TO BE INSTALLED IN STRICT
CONFORMANCE WITH MANUFACTURERS
RECOMMENDATIONS FOR DENSITY & COVERAGE.
PROVIDE VENT BAFFLES AS REQUIRED & INSULATE &
WEATHER-STRIP ATTIC ACCESS DOOR.
PROVIDE MAKEUP AIR WITH FRESH AIR DUCTED
DIRECTLY INTO THE RETURN AIR PLENUM OF THE
FURNACE SYSTEM. INSULATE THE DUCT IN ACCORDANCE
TO WSEC 21015. PROVIDE DAMPER TO REGULATE
INCOMING FRESH AIR.
ALL GAS COMBUSTION APPLIANCES, EXCEPT STOVES &
CLOTHES DRYERS, TO HAVE COMBUSTION AIR DUCTED
DIRECTLY TO THEM.
ALL COMBUSTION EXHAUSTS TO BE SEPARATED BE A
MIN. 3" VERT. AND 10' HORZ.
WHOLE-HOUSE
VENTILATION
ONE OF THE FOLLOWING METHODS WILL BE USED TO MEET
THE REQUIREMENTS OF THE WASHINGTON STATE VIAQ
AND WSEC CODES:
(A). A SINGLE WHOLE-HOUSE EXHAUST FAN, WHICH CAN
PERFORM DOULBE-DUTY AS A ROOM SPOT FAN, IS
REQUIRED. FAN MUST BE CONTROLLED BY TIMER SET TO
OPERATE A MIN. OF 8 HRS PER DAY. THE CFM
CAPACITY OF FAN MUST BE 0.25 W.G. AND HAVE A MAX.
SONE (NOISE) RATING OF 1.5 MIN. SIZE OF FAN MUST BE
105 CFM. (WA VIAQ 303.4.1)
(B). FRESH AIR WILL BE CIRCULATED BY THE CENTRAL
FORCED AIR FURNACE SYSTEM. FURNACE MUST HAVE
FRESH AIR INTAKE DUCT AND BLOWER MUST BE
ACTIVATED BY TIMER TO CIRCULATE DAILY.
PROJECT INFORMATION
Project Info. :This Project consists of an Addition to a wood frame Existing
Home
Owner :Roy P Stolsig III
Project Address :1113 4th Street
Anacortes, WA. 98221
Legal Discription :
(N) Building Height :27'-4 916"
(N) Building Areas :Addition 8 ft X 9'-4" ft Shed Dormer -
Codes :
Construction Type :Type V-A, Rated
2021 International Residential Code (IRC)
International Mechanical Code (IMC)
International Fuel Gas Code (IFGC)
Uniform Plumbing Code (UPC)
International Fire Code (IFC)
Washington State Ventilation and Indoor air
Quality Code (WSVIAQ)
2021 Washington State Energy Code
Property ID :P55321
LOT 6 & E1/2 OF LOT 7, BLOCK 64, MAP OF THE CITY OF
ANACORTES, ACCORDING TO THE PLAT THEREOF RECORDED
IN VOLUME 2 OF PLATS, PAGES 4 THROUGH 7, RECORDS OF
SKAGIT COUNTY, WASHINGTON.
68.55 Sq.Ft.
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P55321
1113 4TH STREET
ANACORTES, WA 98221
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·
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Roof 20 psf Lr 15 psf DL
Floors 40 psf LL 12 psf DL
Decks & Balconies 60 psf LL 12 psf DL
Ground Snow Load 43 SL
Roof Snow Load 25 psf SL
Exterior Wall-
Interior Wall-
Interior Partition-
Notes:
1.Vertical live loads come from ASCE 7-16, Table 4-1 Minimum Uniformly Distributed Live Loads, L0, and Minimum
Concentrated Live Loads
LIVE Snow or Wind LIVE+DEAD
Notes:
1.The above minimum deflection limits are required by the 2018 IBC Table 1604.3.
These deflection limits are used unless noted otherwise.
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BB
68.55 SQ FT
NEW
DORMER
SPACE
BB
8'-61
2"
8'-51
2"
63
4"
9'-4"
2'-43
8"
2'-43
8"
2'-43
8"
8'-61
2"
63
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26-008
DORMER FLOOR PLAN
SALE: 1/2" = 1'-0"
04
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2
6
5
64
1a
1
2
4
2x6 Ext. wall framing spaced at 16" on center
Provide (2) top plate, plate slices no less than 4'.
Provide 7/16" thick OSB sheathing on perimeter bearing walls.
Provide R- 21 insulation. Typical U. N. O.
2
3
4
4 x8 DF #2 headers. See ROOF FRAMING PLANS for
header size's.
WALL FRAMING NOTES
All windows and doors with glass to be
Low-E glazing per 2021 WSEC.
Provide 3
16" X 12" X 9'-4" steel plate load spreader under
sill plate as shown.
5 (E) 2 X 6 DF Rafter Tie
6 (E) 1" Ship Lap
7
7 (N) 3
16" X 3.75" Simpson Fasteners. (3) per (E) Rafter Tie
1
1
FRAMING DETAIL
1
1
8 Add (3) 2 X 4 DF Select Structural Rafters @ 10:12 Pitch
Attach to Existing Rafter w/ Simpson SDS2.5 X 4" 10" OC
Stagger. See Note this sheet.
8
8
2
1a
1b
1c
1d
1a
1b
1b
1a
SALE: 3/4" = 1'-0"
SEE SHEET S4
FOR MORE DETAILS
8
9 (N) 2 X 4DF#2 Rafter Tie @ 16" OC. Attach To (E) Rafter Tie w/
(6) Simpson SDS2.5 @ 5"OC Stagger.
Attach to New Rafter w/ (11) Simpson SDS2.5 @ 12"OC Stagger.
99a
2
12
10
12
9a
10 (2) 2 X 8 DF Select Structural Attach w/Simpson SDS2.5
@ 12"OC Stagger
10
10
A
B
C
11 Simpson MSTA49
11
11
11
NOTE: (E) Rafter with (3) 2 X 4
DF Installed Provides 6" Wide
Base for Wall Framing. Provide
level base for (N) 2 X 6 DF #2
Studs.
11
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2 x 6 bearing wall, studs spaced at 16" on center. See Sheet 3 for framing.
Provide 7/16" OSB sheathing at perimeter bearing walls.
5/4" x 8" fascia board. (match existing)
ROOF FRAMING NOTES
B1: 4 x 8 DF#2
1 2:12 2 X 8 DF#2 wood rafters spaced at 16" on center.
Provide 7/16" thick OSB sheathing.
Connect to wall framing header B1 with Simpson H-1 framing anchor's.
Connect to (2) 2 X 8 DF SS & existing 1 X 6 DF Ridge Board w/ Simpson LRU28Z 04
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8 New Roof Outline
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DORMER ROOF FRAMING PLAN
SALE: 1/4" = 1'-0"
TYPICAL WALL SECTION
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10 (N)2 X 4DF#2 Rafter Tie @ 16" OC. Attach To (E) Rafter Tie w/ (6) Simpson SDS2.5 @ 5"OC Stagger.
Attach To New Rafter w/ (11) Simpson SDS2.5 @ 12"OC Stagger.
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1.(N) ASPHALT SHINGLES OVER 30# FELT
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11.(E) 2 X 4 DF Rafter
12.(E) 3
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13.(E) Floor
14.(N) 21.5" X 48" Windows
15.(E) 19" X 43" Window to be removed
SECTION A-A
SALE: 1/4" = 1'-0"
SECTION NOTES
1415
16.(E) 1" Ship Lap Over 2 X 6 DF Rafter Tie
17.(E) 1 x 6 DF Full Dimension Ridge Board
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SALE: 1/2" = 1'-0"
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6'-4 1
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1
SCHEMMER CONSULTING GROUP PLLC • 3678 White Sands Lane, Post Falls, ID • (360) 708-4386
STRUCTURAL CALCULATIONS
FOR
Stolsig Shed Dormer Addition
2021 IBC
ASCE-7-22
4/23/2026
26-008
110 Mph, Wind Exp. B
Seismic Zone D
25 PSF Snow Load
Category II
PREPARED BY:
James T. Schemmer, P.E.
jt.schemmer@scgeng.com
360.708.4386
04/23/2026
ASCE Hazards Report
Address:
1113 4th St
Anacortes, Washington
98221
Standard:ASCE/SEI 7-22 Latitude:48.518888
Risk Category:II Longitude:-122.61495
Soil Class:Default Elevation:25.9875555560112 ft (NAVD
88)
Wind
Results:
Wind Speed 98 Vmph
10-year MRI 67 Vmph
25-year MRI 74 Vmph
50-year MRI 78 Vmph
100-year MRI 83 Vmph
300-year MRI 92 Vmph
700-year MRI 98 Vmph
1,700-year MRI 105 Vmph
3,000-year MRI 109 Vmph
10,000-year MRI 118 Vmph
100,000-year MRI 136 Vmph
1,000,000-year MRI 154 Vmph
Data Source: ASCE/SEI 7-22, Fig. 26.5-1B and Figs. CC.2-1–CC.2-4, and Section 26.5.2
Date Accessed: Fri Apr 24 2026
Page 1 of 5https://ascehazardtool.org/Fri Apr 24 2026
Value provided is 3-second gust wind speeds at 33 ft above ground for Exposure C Category, based on linear
interpolation between contours. Wind speeds are interpolated in accordance with the 7-22 Standard. Wind speeds
correspond to approximately a 7% probability of exceedance in 50 years (annual exceedance probability =
0.00143, MRI = 700 years). Values for 10-year MRI, 25-year MRI, 50-year MRI and 100-year MRI are Service
Level wind speeds, all other wind speeds are Ultimate wind speeds.
Site is not in a hurricane-prone region as defined in ASCE/SEI 7-22 Section 26.2.
Page 2 of 5https://ascehazardtool.org/Fri Apr 24 2026
PGA M : 0.57
SMS : 1.48
SM1 : 0.82
SDS : 0.98
SD1 : 0.55
TL : 16
SS : 1.27
S1 : 0.36
VS30 : 260
Seismic Design Category:D
Multi-Period Design Spectrum
S (g) vs T(s)a
Multi-Period MCE SpectrumR
S (g) vs T(s)a
Two-Period Design Spectrum
S (g) vs T(s)a
Two-Period MCE SpectrumR
S (g) vs T(s)a
Design Vertical Response Spectrum
Vertical ground motion data has not yet been made
available by USGS.
MCE Vertical Response SpectrumR
Vertical ground motion data has not yet been made
available by USGS.
Seismic
DefaultSite Soil Class:
Results:
Page 3 of 5https://ascehazardtool.org/Fri Apr 24 2026
Data Accessed: Fri Apr 24 2026
Date Source:
USGS Seismic Design Maps based on ASCE/SEI 7-22 and ASCE/SEI 7-22 Table 1.5-2. Additional data for
site-specific ground motion procedures in accordance with ASCE/SEI 7-22 Ch. 21 are available from USGS.
Page 4 of 5https://ascehazardtool.org/Fri Apr 24 2026
Snow
Results:
Ground Snow Load, p : 43 lb/ftg
2
20-year MRI Value: 9.71 lb/ft^2
Winter Wind Parameter: 0.35
Mapped Elevation: 67.8 ft
Data Source: ASCE/SEI 7-22, Figures 7.6-1 and 7.6-2 A-D
Date Accessed: Fri Apr 24 2026
Values provided are ground snow loads. In areas
designated "case study required," extreme local
variations in ground snow loads preclude mapping at this
scale. Site-specific case studies are required to establish
ground snow loads at elevations not covered.
Snow load values are mapped to a 0.5 mile resolution.
This resolution can create a mismatch between the
mapped elevation and the site-specific elevation in
topographically complex areas. Engineers should consult
the local authority having jurisdiction in locations where
the reported ‘elevation’ and ‘mapped elevation’ differ
significantly from each other.
Ground Snow Loads for IRC only, p :g(asd)30.1 lb/ft2
The ASCE Hazard Tool is provided for your convenience, for informational purposes only, and is provided “as is” and without warranties of any
kind. The location data included herein has been obtained from information developed, produced, and maintained by third party providers; or
has been extrapolated from maps incorporated in the ASCE standard. While ASCE has made every effort to use data obtained from reliable
sources or methodologies, ASCE does not make any representations or warranties as to the accuracy, completeness, reliability, currency, or
quality of any data provided herein. Any third-party links provided by this Tool should not be construed as an endorsement, affiliation,
relationship, or sponsorship of such third-party content by or from ASCE.
ASCE does not intend, nor should anyone interpret, the results provided by this Tool to replace the sound judgment of a competent
professional, having knowledge and experience in the appropriate field(s) of practice, nor to substitute for the standard of care required of such
professionals in interpreting and applying the contents of this Tool or the ASCE standard.
In using this Tool, you expressly assume all risks associated with your use. Under no circumstances shall ASCE or its officers, directors,
employees, members, affiliates, or agents be liable to you or any other person for any direct, indirect, special, incidental, or consequential
damages arising from or related to your use of, or reliance on, the Tool or any information obtained therein. To the fullest extent permitted by
law, you agree to release and hold harmless ASCE from any and all liability of any nature arising out of or resulting from any use of data
provided by the ASCE Hazard Tool.
Page 5 of 5https://ascehazardtool.org/Fri Apr 24 2026
Wind Pressures - Main Wind Force Resisting System (MWFRS)
Normal to Ridge AND +GCPi
ISO View Top View
Left View Right View
Front View Rear View
Reactions at Building Base
Description Fx (Kips)Fy (Kips)Fz (Kips)Mx (Kip-ft)My (Kip-ft)Mz (Kip-ft)
Normal to Ridge: Walls+Roof|+GCPi 0 -1.14 -0.48 12.58 0 0
Normal to Ridge: Walls Only|+GCPi 0 -1.06 0 10.93 0 0
Pressures
Side Wall -4.01 psf Windward Wall 2.65 psf Leeward Wall -3.13 psf
Windward Wall 2.58 psf Roof -6.64 psf
ASCE 7-16 Seismic Base Shear
LIC# : KW-06018572, Build:20.26.04.01 SCHEMMER CONSULTING GROUP PLLC (c) ENERCALC, LLC 1982-2026
DESCRIPTION:Seismic Base Shear Analysis
Project File: 26-008-solstig.ec6
Project Title:Engineer:Project ID:
26-008 STOLSIG SHED DORMER James T. Schemmer, P.E.26-008Project Descr:SHED DORMER
Risk Category
ASCE 7-16, Page 4, Table 1.5-1
Calculations per ASCE 7-16
"II" : All Buildings and other structures except those listed as Category
I, III, and IV
Risk Category of Building or Other Structure :
Seismic Importance Factor =1 ASCE 7-16, Page 5, Table 1.5-2
Specific Description: SEISMIC
USER DEFINED Ground Motion ASCE 7-16 11.4.2
Max. Ground Motions, 5% Damping :
S =1.270
Longitude =0.000 deg West
S
Latitude =0.000
g, 0.2 sec response
deg North
S 0.3601 g, 1.0 sec response=
For the closest datapoint grid location . . .
Site Class, Site Coeff. and Design Category
Classification:ASCE 7-16 Table 20.3-1"D" : Shear Wave Velocity 600 to 1,200 ft/sec =D
Site Coefficients Fa & Fv ASCE 7-16 Table 11.4-1 & 11.4-2
(using straight-line interpolation from table values)
Fa =1.00
Fv =1.94
Maximum Considered Earthquake Acceleration ASCE 7-16 Eq. 11.4-1S = Fa * Ss 1.270=MSS = Fv * S1 =0.698M1 ASCE 7-16 Eq. 11.4-2
Design Spectral Acceleration ASCE 7-16 Eq. 11.4-3S = S * 2/3 =0.847DS MS
=0.466 ASCE 7-16 Eq. 11.4-4S = S * 2/3D1 M1
Seismic Design Category ASCE 7-16 Table 11.6-1 & -2=D
(Based on Testing)
Resisting System ASCE 7-16 Table 12.2-1
Basic Seismic Force Resisting System . . .Bearing Wall Systems
15.Light-frame (wood) walls sheathed w/wood structural panels rated for shear resistance.
NOTE! See ASCE 7-16 for all applicable footnotes.
Building height Limits :Response Modification Coefficient " R "= 6.50 Category "A & B" Limit: No LimitSystem Overstrength Factor " Wo " = 3.00 Category "C" Limit: No LimitDeflection Amplification Factor " Cd "= 4.00 Category "D" Limit: Limit = 65Category "E" Limit: Limit = 65Category "F" Limit: Limit = 65
Lateral Force Procedure ASCE 7-16 Section 12.8.2
Equivalent Lateral Force Procedure
The "Equivalent Lateral Force Procedure" is being used according to the provisions of ASCE 7-16 12.8
Use ASCE 12.8-7Determine Building Period
Structure Type for Building Period Calculation :All Other Structural Systems
" Ct " value 0.020=
" x " value
" hn " : Height from base to highest level =10.0 ft
" Ta " Approximate fundemental period using Eq. 12.8-7 :
8.000"TL" : Long-period transition period per ASCE 7-16 Maps 22-14 -> 22-17 sec
Ta = Ct * (hn ^ x) =0.112
0.75
sec
=
Building Period " Ta " Calculated from Approximate Method selected= 0.112
ASCE 7-16 Seismic Base Shear
LIC# : KW-06018572, Build:20.26.04.01 SCHEMMER CONSULTING GROUP PLLC (c) ENERCALC, LLC 1982-2026
DESCRIPTION:Seismic Base Shear Analysis
Project File: 26-008-solstig.ec6
Project Title:Engineer:Project ID:
26-008 STOLSIG SHED DORMER James T. Schemmer, P.E.26-008Project Descr:SHED DORMER
" Cs " Response Coefficient ASCE 7-16 Section 12.8.1.1
S : Short Period Design Spectral ResponseDS =0.8470.847
From Eq. 12.8-2, Preliminary Cs =0.130
Upper limit on SDS =0.000
SDS used for CS calc =0.847
" R " : Response Modification Factor =6.500
From Eq. 12.8-3 & 12.8-4 , Cs need not exceed 0.637=
" I " : Seismic Importance Factor =1
From Eq. 12.8-5 & 12.8-6, Cs not be less than =0.037
=Cs : Seismic Response Coefficient 0.1303
Seismic Base Shear ASCE 7-16 Section 12.8.1
W ( see Sum Wi below ) =2.00 kCs = 0.1303 from 12.8.1.1
Seismic Base Shear V = Cs * W =0.26 k
Vertical Distribution of Seismic Forces ASCE 7-16 Section 12.8.3
" k " : hx exponent based on Ta =1.00
Table of building Weights by Floor Level...
Wi : Weight Hi : Height (Wi * Hi^k) Cvx Fx=Cvx * V Sum Story Shear Sum Story MomentLevel #
1 2.00 10.00 20.00 1.0000 0.26 0.26 0.00
Sum Wi =2.00 k Total Base Shear =0.26 k
Base Moment =
20.00 k-ftSum Wi * Hi =
2.6k-ft
Diaphragm Forces : Seismic Design Category "B" to "F"ASCE 7-16 12.10.1.1
Level # Wi Fi Fpx : MaxFpx : CalcdSum Fi Sum Wi Fpx Dsgn. ForceFpx : Min
1 2.00 0.26 0.26 2.00 0.26 0.34 0.68 0.34 0.34
Wpx . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .Weight at level of diaphragm and other structure elements attached to it.
Fi . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .Design Lateral Force applied at the level.
Sum Fi . . . . . . . . . . . . . . . . . . . . . . . . . . . . .Sum of "Lat. Force" of current level plus all levels above
0.20 * S * I * WpxMIN Req'd Force @ Level . . . . . . . . . .DS
DSMAX Req'd Force @ Level . . . . . . . . . .0.40 * S * I * Wpx
Fpx : Design Force @ Level . . . . . . . . . .Wpx * SUM(x->n) Fi / SUM(x->n) wi, x = Current level, n = Top Level
Wood Beam
LIC# : KW-06018572, Build:20.26.04.01 SCHEMMER CONSULTING GROUP PLLC (c) ENERCALC, LLC 1982-2026
DESCRIPTION:B1
Project File: 26-008-solstig.ec6
Project Title:26-008 STOLSIG SHED DORMEREngineer:James T. Schemmer, P.E.Project ID:26-008Project Descr:SHED DORMER
Referenced Design Standard(s) : NDS 2018
Load Combination Set : IBC 2021
Code References
Governing Code : IBC 2021
Rho (or Omega) = 1.00
Material Properties
Beam Bracing :Beam is Fully Braced against lateral-torsional buckling
Allowable Stress Design
Douglas Fir-Larch (North)
No. 1/No. 2
850.0
850.0
1,400.0
625.0
1,600.0
580.0
180.0
500.0 30.590
Analysis Method :
Eminbend - xx ksi
Wood Species :
Wood Grade :
Fb +psi
psi
Fv psi
Fb -
Ft psi
Fc - Prll psi
psiFc - Perp
E : Modulus of Elasticity
Ebend- xx ksi
Density pcf
Load Combination :IBC 2021
4x8
Span = 3.10 ft
4x8
Span = 3.10 ft
4x8
Span = 3.10 ft
1 2 3 4
D(0.086) Lr(0.115) S(0.144)D(0.086) Lr(0.115) S(0.144)D(0.086) Lr(0.115) S(0.144)
.Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loading
Load for Span Number 1
Uniform Load : D = 0.0860, Lr = 0.1150, S = 0.1440 , Tributary Width = 1.0 ft
Load for Span Number 2
Uniform Load : D = 0.0860, Lr = 0.1150, S = 0.1440 , Tributary Width = 1.0 ft
Load for Span Number 3
Uniform Load : D = 0.0860, Lr = 0.1150, S = 0.1440 , Tributary Width = 1.0 ft
.DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio Maximum Shear Stress Ratio
4x8
0.085
Section used for this span4x8
: 10.070 =: 1
Load Combination
+D+S +D+S
Span # where maximum occurs Span # 1
Location of maximum on span 3.100ft
17.54 psi=
1,270.75psi
Section used for this span
Span # where maximum occurs
Location of maximum on span
Span # 2=
Load Combination
=
=
=
207.00 psi==
3.100 ft=
=
88.53psi
Maximum Deflection 0>=360
25196Ratio =389311>=180
Max Downward Transient Deflection 0 in
0
Ratio = >=360
Max Upward Transient Deflection 0 in Ratio =
Max Downward Total Deflection 0.001 in Ratio = >=180
Max Upward Total Deflection -0.000 in
fb: Actual
F'b
fv: Actual
F'v
n/a
n/a
Span: 1 : +D+S
Span: 2 : +D+S
NDS2018 NDS2018
.Maximum Forces & Stresses for Load Combinations
Span #
Moment ValuesLoad Combination C iCLx CCCMCF rt
Shear ValuesMax Stress Ratios
M CDV fbM fvF'b V F'vSegment Length Cfu
D Only 0.0 0.00 0.00.0
1.00Length = 3.10 ft 1 0.035 0.042 0.90 1.300 1.001.00 1.00 0.09 34.4 994.5 0.12 162.01.00 6.81.00
1.00Length = 3.10 ft 2 0.035 0.042 0.90 1.300 1.001.00 1.00 0.09 34.4 994.5 0.12 162.01.00 6.81.00
Wood Beam
LIC# : KW-06018572, Build:20.26.04.01 SCHEMMER CONSULTING GROUP PLLC (c) ENERCALC, LLC 1982-2026
DESCRIPTION:B1
Project File: 26-008-solstig.ec6
Project Title:26-008 STOLSIG SHED DORMEREngineer:James T. Schemmer, P.E.Project ID:26-008Project Descr:SHED DORMER
Maximum Forces & Stresses for Load Combinations
Span #
Moment ValuesLoad Combination C iCLx CCCMCF rt
Shear ValuesMax Stress Ratios
M CDV fbM fvF'b V F'vSegment Length Cfu
1.00Length = 3.10 ft 3 0.035 0.042 0.90 1.300 1.001.00 1.00 0.09 34.4 994.5 0.12 162.01.00 6.81.00
1.00+D+Lr 1.300 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 3.10 ft 1 0.056 0.068 1.25 1.300 1.001.00 1.00 0.20 77.6 1,381.3 0.26 225.01.00 15.41.00
1.00Length = 3.10 ft 2 0.056 0.068 1.25 1.300 1.001.00 1.00 0.20 77.6 1,381.3 0.26 225.01.00 15.41.00
1.00Length = 3.10 ft 3 0.056 0.068 1.25 1.300 1.001.00 1.00 0.20 77.6 1,381.3 0.26 225.01.00 15.41.00
1.00+D+S 1.300 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 3.10 ft 1 0.070 0.085 1.15 1.300 1.001.00 1.00 0.23 88.5 1,270.8 0.30 207.01.00 17.51.00
1.00Length = 3.10 ft 2 0.070 0.085 1.15 1.300 1.001.00 1.00 0.23 88.5 1,270.8 0.30 207.01.00 17.51.00
1.00Length = 3.10 ft 3 0.070 0.085 1.15 1.300 1.001.00 1.00 0.23 88.5 1,270.8 0.30 207.01.00 17.51.00
1.00+D+0.750Lr 1.300 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 3.10 ft 1 0.048 0.059 1.25 1.300 1.001.00 1.00 0.17 66.8 1,381.3 0.22 225.01.00 13.21.00
1.00Length = 3.10 ft 2 0.048 0.059 1.25 1.300 1.001.00 1.00 0.17 66.8 1,381.3 0.22 225.01.00 13.21.00
1.00Length = 3.10 ft 3 0.048 0.059 1.25 1.300 1.001.00 1.00 0.17 66.8 1,381.3 0.22 225.01.00 13.21.00
1.00+D+0.750S 1.300 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 3.10 ft 1 0.059 0.072 1.15 1.300 1.001.00 1.00 0.19 75.0 1,270.8 0.25 207.01.00 14.91.00
1.00Length = 3.10 ft 2 0.059 0.072 1.15 1.300 1.001.00 1.00 0.19 75.0 1,270.8 0.25 207.01.00 14.91.00
1.00Length = 3.10 ft 3 0.059 0.072 1.15 1.300 1.001.00 1.00 0.19 75.0 1,270.8 0.25 207.01.00 14.91.00
1.00+0.60D 1.300 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 3.10 ft 1 0.012 0.014 1.60 1.300 1.001.00 1.00 0.05 20.6 1,768.0 0.07 288.01.00 4.11.00
1.00Length = 3.10 ft 2 0.012 0.014 1.60 1.300 1.001.00 1.00 0.05 20.6 1,768.0 0.07 288.01.00 4.11.00
1.00Length = 3.10 ft 3 0.012 0.014 1.60 1.300 1.001.00 1.00 0.05 20.6 1,768.0 0.07 288.01.00 4.11.00
.
LocationLoad CombinationMax. LocationLoad CombinationSpan Max.
Overall Maximum Deflections
"-" Defl in Span in Span"+" Defl
+D+S1 0.0015 1.407 0.0000 0.000
+D+S+D+S2 0.0001 1.563 -0.0001 0.365
+D+S3 0.0015 1.719 0.0000 0.365
.
Load Combination Support 1 Support 2 Support 3 Support 4
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Max Upward from all Load Conditions 0.292 0.803 0.803 0.292
Max Upward from Load Combinations 0.292 0.803 0.803 0.292
Max Upward from Load Cases 0.179 0.491 0.491 0.179
D Only 0.113 0.312 0.312 0.113
+D+Lr 0.256 0.704 0.704 0.256
+D+S 0.292 0.803 0.803 0.292
+D+0.750Lr 0.220 0.606 0.606 0.220
+D+0.750S 0.247 0.680 0.680 0.247
+0.60D 0.068 0.187 0.187 0.068
Lr Only 0.143 0.392 0.392 0.143
S Only 0.179 0.491 0.491 0.179
Wood Beam
LIC# : KW-06018572, Build:20.26.04.01 SCHEMMER CONSULTING GROUP PLLC (c) ENERCALC, LLC 1982-2026
DESCRIPTION:RAFTERS
Project File: 26-008-solstig.ec6
Project Title:Engineer:Project ID:
26-008 STOLSIG SHED DORMER James T. Schemmer, P.E.26-008Project Descr:SHED DORMER
Referenced Design Standard(s) : NDS 2018
Load Combination Set : IBC 2021
Code References
Governing Code : IBC 2021
Rho (or Omega) = 1.00
Material Properties
Beam Bracing :Beam is Fully Braced against lateral-torsional buckling
Allowable Stress Design
Douglas Fir-Larch (North)
No. 1/No. 2
850.0
850.0
1,400.0
625.0
1,600.0
580.0
180.0
500.0 30.590
Analysis Method :
Eminbend - xx ksi
Wood Species :
Wood Grade :
Fb +psi
psi
Fv psi
Fb -
Ft psi
Fc - Prll psi
psiFc - Perp
E : Modulus of Elasticity
Ebend- xx ksi
Density pcf
Load Combination :IBC 2021
2x8
Span = 8.50 ft
2x8
Span = 1.0 ft
1 2 3
D(0.02) Lr(0.027) S(0.033)D(0.02) Lr(0.027) S(0.033)
.Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loading
Load for Span Number 1
Uniform Load : D = 0.020, Lr = 0.0270, S = 0.0330 , Tributary Width = 1.0 ft
Load for Span Number 2
Uniform Load : D = 0.020, Lr = 0.0270, S = 0.0330 , Tributary Width = 1.0 ft
.DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio Maximum Shear Stress Ratio
2x8
0.138
Section used for this span2x8
: 10.378 =: 1
Load Combination
+D+S +D+S
Span # where maximum occurs Span # 1
Location of maximum on span 4.179ft
28.52 psi=
1,173.00psi
Section used for this span
Span # where maximum occurs
Location of maximum on span
Span # 1=
Load Combination
=
=
=
207.00 psi==
7.930 ft==
443.62psi
Maximum Deflection 2056
>=360
1226Ratio =794>=180
Max Downward Transient Deflection 0.050 in
1332
Ratio = >=360
Max Upward Transient Deflection -0.018 in Ratio =
Max Downward Total Deflection 0.083 in Ratio = >=180Max Upward Total Deflection -0.030 in
fb: Actual
F'b
fv: Actual
F'v
Span: 1 : S Only
Span: 2 : S Only
Span: 1 : +D+S
Span: 2 : +D+S
NDS2018 NDS2018
.Maximum Forces & Stresses for Load Combinations
Span #
Moment ValuesLoad Combination C iCLx CCCMCF rt
Shear ValuesMax Stress Ratios
M CDV fbM fvF'b V F'vSegment Length Cfu
D Only 0.0 0.00 0.00.0
1.00Length = 8.50 ft 1 0.195 0.071 0.90 1.200 1.001.00 1.00 0.20 178.9 918.0 0.08 162.01.00 11.51.00
1.00Length = 1.0 ft 2 0.011 0.008 0.90 1.200 1.001.00 1.00 0.01 10.2 918.0 0.01 162.01.00 1.21.00
1.00+D+Lr 1.200 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 8.50 ft 1 0.310 0.113 1.25 1.200 1.001.00 1.00 0.43 395.5 1,275.0 0.18 225.01.00 25.41.00
Wood Beam
LIC# : KW-06018572, Build:20.26.04.01 SCHEMMER CONSULTING GROUP PLLC (c) ENERCALC, LLC 1982-2026
DESCRIPTION:RAFTERS
Project File: 26-008-solstig.ec6
Project Title:Engineer:Project ID:
26-008 STOLSIG SHED DORMER James T. Schemmer, P.E.26-008Project Descr:SHED DORMER
Maximum Forces & Stresses for Load Combinations
Span #
Moment ValuesLoad Combination C iCLx CCCMCF rt
Shear ValuesMax Stress Ratios
M CDV fbM fvF'b V F'vSegment Length Cfu
1.00Length = 1.0 ft 2 0.018 0.012 1.25 1.200 1.001.00 1.00 0.02 22.5 1,275.0 0.02 225.01.00 2.71.00
1.00+D+S 1.200 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 8.50 ft 1 0.378 0.138 1.15 1.200 1.001.00 1.00 0.49 443.6 1,173.0 0.21 207.01.00 28.51.00
1.00Length = 1.0 ft 2 0.022 0.015 1.15 1.200 1.001.00 1.00 0.03 25.3 1,173.0 0.02 207.01.00 3.01.00
1.00+D+0.750Lr 1.200 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 8.50 ft 1 0.268 0.098 1.25 1.200 1.001.00 1.00 0.37 341.4 1,275.0 0.16 225.01.00 21.91.00
1.00Length = 1.0 ft 2 0.015 0.010 1.25 1.200 1.001.00 1.00 0.02 19.4 1,275.0 0.02 225.01.00 2.31.00
1.00+D+0.750S 1.200 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 8.50 ft 1 0.322 0.117 1.15 1.200 1.001.00 1.00 0.41 377.4 1,173.0 0.18 207.01.00 24.31.00
1.00Length = 1.0 ft 2 0.018 0.012 1.15 1.200 1.001.00 1.00 0.02 21.5 1,173.0 0.02 207.01.00 2.61.00
1.00+0.60D 1.200 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 8.50 ft 1 0.066 0.024 1.60 1.200 1.001.00 1.00 0.12 107.4 1,632.0 0.05 288.01.00 6.91.00
1.00Length = 1.0 ft 2 0.004 0.003 1.60 1.200 1.001.00 1.00 0.01 6.1 1,632.0 0.01 288.01.00 0.71.00
.
LocationLoad CombinationMax. LocationLoad CombinationSpan Max.
Overall Maximum Deflections
"-" Defl in Span in Span"+" Defl
+D+S1 0.0831 4.274 0.0000 0.000
+D+S20.0000 4.274 -0.0302 1.000
.
Load Combination Support 1 Support 2 Support 3
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Max Upward from all Load Conditions 0.232 0.294
Max Upward from Load Combinations 0.232 0.294
Max Upward from Load Cases 0.138 0.175
D Only 0.094 0.118
+D+Lr 0.207 0.262
+D+S 0.232 0.294
+D+0.750Lr 0.178 0.226
+D+0.750S 0.197 0.250
+0.60D 0.056 0.071
Lr Only 0.113 0.143
S Only 0.138 0.175
Wood Beam
LIC# : KW-06018572, Build:20.26.04.01 SCHEMMER CONSULTING GROUP PLLC (c) ENERCALC, LLC 1982-2026
DESCRIPTION:STENGTHENED RIDGE BOARD
Project File: 26-008-solstig.ec6
Project Title:Engineer:Project ID:
26-008 STOLSIG SHED DORMER James T. Schemmer, P.E.26-008Project Descr:SHED DORMER
Referenced Design Standard(s) : NDS 2018
Load Combination Set : IBC 2021
Code References
Governing Code : IBC 2021
Rho (or Omega) = 1.00
Material Properties
Beam Bracing :Beam is Fully Braced against lateral-torsional buckling
Allowable Stress Design
Douglas Fir-Larch (North)
Select Structural
1350
1350
1900
625
1900
690
180
825 30.59
Analysis Method :
Eminbend - xx ksi
Wood Species :
Wood Grade :
Fb +psi
psi
Fv psi
Fb -
Ft psi
Fc - Prll psi
psiFc - Perp
E : Modulus of Elasticity
Ebend- xx ksi
Density pcf
Load Combination :IBC 2021
3-2x8
Span = 9.330 ft
1 2
D(0.141) Lr(0.188) S(0.234)
.Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loading
Uniform Load : D = 0.1410, Lr = 0.1880, S = 0.2340 , Tributary Width = 1.0 ft
.DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio Maximum Shear Stress Ratio
3-2x8
0.347
Section used for this span3-2x8
: 10.679 =: 1
Load Combination
+D+S +D+S
Span # where maximum occurs Span # 1
Location of maximum on span 4.665ft
71.75 psi=
1,863.00psi
Section used for this span
Span # where maximum occurs
Location of maximum on span
Span # 1=
Load Combination
=
=
=
207.00 psi==
8.751 ft=
=
1,265.03psi
Maximum Deflection 757>=360
464Ratio =0>=180
Max Downward Transient Deflection 0.148 in
0
Ratio = >=360
Max Upward Transient Deflection 0 in Ratio =
Max Downward Total Deflection 0.241 in Ratio = >=180
Max Upward Total Deflection 0 in
fb: Actual
F'b
fv: Actual
F'v
Span: 1 : S Only
n/a
Span: 1 : +D+S
n/a
NDS2018 NDS2018
.Maximum Forces & Stresses for Load Combinations
Span #
Moment ValuesLoad Combination C iCLx CCCMCF rt
Shear ValuesMax Stress Ratios
M CDV fbM fvF'b V F'vSegment Length Cfu
D Only 0.0 0.00 0.00.0
1.00Length = 9.330 ft 1 0.336 0.172 0.90 1.200 1.001.00 1.00 1.61 490.0 1,458.0 0.60 162.01.00 27.81.00
1.00+D+Lr 1.200 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 9.330 ft 1 0.549 0.280 1.25 1.200 1.001.00 1.00 3.66 1,112.7 2,025.0 1.37 225.01.00 63.11.00
1.00+D+S 1.200 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 9.330 ft 1 0.679 0.347 1.15 1.200 1.001.00 1.00 4.16 1,265.0 1,863.0 1.56 207.01.00 71.81.00
1.00+D+0.750Lr 1.200 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
Wood Beam
LIC# : KW-06018572, Build:20.26.04.01 SCHEMMER CONSULTING GROUP PLLC (c) ENERCALC, LLC 1982-2026
DESCRIPTION:STENGTHENED RIDGE BOARD
Project File: 26-008-solstig.ec6
Project Title:Engineer:Project ID:
26-008 STOLSIG SHED DORMER James T. Schemmer, P.E.26-008Project Descr:SHED DORMER
Maximum Forces & Stresses for Load Combinations
Span #
Moment ValuesLoad Combination C iCLx CCCMCF rt
Shear ValuesMax Stress Ratios
M CDV fbM fvF'b V F'vSegment Length Cfu
1.00Length = 9.330 ft 1 0.473 0.241 1.25 1.200 1.001.00 1.00 3.14 957.0 2,025.0 1.18 225.01.00 54.31.00
1.00+D+0.750S 1.200 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 9.330 ft 1 0.575 0.294 1.15 1.200 1.001.00 1.00 3.52 1,071.3 1,863.0 1.32 207.01.00 60.81.00
1.00+0.60D 1.200 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 9.330 ft 1 0.113 0.058 1.60 1.200 1.001.00 1.00 0.97 294.0 2,592.0 0.36 288.01.00 16.71.00
.
LocationLoad CombinationMax. LocationLoad CombinationSpan Max.
Overall Maximum Deflections
"-" Defl in Span in Span"+" Defl
+D+S1 0.2412 4.699 0.0000 0.000
.
Load Combination Support 1 Support 2
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Max Upward from all Load Conditions 1.782 1.782
Max Upward from Load Combinations 1.782 1.782
Max Upward from Load Cases 1.092 1.092
D Only 0.690 0.690
+D+Lr 1.567 1.567
+D+S 1.782 1.782
+D+0.750Lr 1.348 1.348
+D+0.750S 1.509 1.509
+0.60D 0.414 0.414
Lr Only 0.877 0.877
S Only 1.092 1.092
Wood Beam
LIC# : KW-06018572, Build:20.26.04.01 SCHEMMER CONSULTING GROUP PLLC (c) ENERCALC, LLC 1982-2026
DESCRIPTION:10:12 Rafter
Project File: 26-008-solstig.ec6
Project Title:26-008 STOLSIG SHED DORMEREngineer:James T. Schemmer, P.E.Project ID:26-008Project Descr:SHED DORMER
Referenced Design Standard(s) : NDS 2018
Load Combination Set : IBC 2021
Code References
Governing Code : IBC 2021
Rho (or Omega) = 1.00
Material Properties
Beam Bracing :Beam is Fully Braced against lateral-torsional buckling
Allowable Stress Design
Douglas Fir-Larch (North)
Select Structural
1,350.0
1,350.0
1,900.0
625.0
1,900.0
690.0
180.0
825.0 30.590
Analysis Method :
Eminbend - xx ksi
Wood Species :
Wood Grade :
Fb +psi
psi
Fv psi
Fb -
Ft psi
Fc - Prll psi
psiFc - Perp
E : Modulus of Elasticity
Ebend- xx ksi
Density pcf
Load Combination :IBC 2021
4-2x4
Span = 10.50 ft
1 2
D(0.086) Lr(0.115) S(0.144)
.Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loading
Uniform Load : D = 0.0860, Lr = 0.1150, S = 0.1440 , Tributary Width = 1.0 ft
.DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio Maximum Shear Stress Ratio
4-2x4
0.384
Section used for this span4-2x4
: 10.793 =: 1
Load Combination
+D+S +D+S
Span # where maximum occurs Span # 1
Location of maximum on span 5.250ft
79.58 psi=
2,328.75psi
Section used for this span
Span # where maximum occurs
Location of maximum on span
Span # 1=
Load Combination
=
=
=
207.00 psi==
0.000 ft=
=
1,846.38psi
Maximum Deflection 380>=360
233Ratio =0>=180
Max Downward Transient Deflection 0.331 in
0
Ratio = >=360
Max Upward Transient Deflection 0 in Ratio =
Max Downward Total Deflection 0.539 in Ratio = >=180
Max Upward Total Deflection 0 in
fb: Actual
F'b
fv: Actual
F'v
Span: 1 : S Only
n/a
Span: 1 : +D+S
n/a
NDS2018 NDS2018
.Maximum Forces & Stresses for Load Combinations
Span #
Moment ValuesLoad Combination C iCLx CCCMCF rt
Shear ValuesMax Stress Ratios
M CDV fbM fvF'b V F'vSegment Length Cfu
D Only 0.0 0.00 0.00.0
1.00Length = 10.50 ft 1 0.391 0.190 0.90 1.500 1.001.00 1.00 1.25 712.4 1,822.5 0.43 162.01.00 30.71.00
1.00+D+Lr 1.500 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 10.50 ft 1 0.639 0.310 1.25 1.500 1.001.00 1.00 2.83 1,618.0 2,531.3 0.98 225.01.00 69.71.00
1.00+D+S 1.500 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 10.50 ft 1 0.793 0.384 1.15 1.500 1.001.00 1.00 3.23 1,846.4 2,328.8 1.11 207.01.00 79.61.00
1.00+D+0.750Lr 1.500 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
Wood Beam
LIC# : KW-06018572, Build:20.26.04.01 SCHEMMER CONSULTING GROUP PLLC (c) ENERCALC, LLC 1982-2026
DESCRIPTION:10:12 Rafter
Project File: 26-008-solstig.ec6
Project Title:26-008 STOLSIG SHED DORMEREngineer:James T. Schemmer, P.E.Project ID:26-008Project Descr:SHED DORMER
Maximum Forces & Stresses for Load Combinations
Span #
Moment ValuesLoad Combination C iCLx CCCMCF rt
Shear ValuesMax Stress Ratios
M CDV fbM fvF'b V F'vSegment Length Cfu
1.00Length = 10.50 ft 1 0.550 0.267 1.25 1.500 1.001.00 1.00 2.44 1,391.6 2,531.3 0.84 225.01.00 60.01.00
1.00+D+0.750S 1.500 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 10.50 ft 1 0.671 0.325 1.15 1.500 1.001.00 1.00 2.74 1,562.9 2,328.8 0.94 207.01.00 67.41.00
1.00+0.60D 1.500 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 10.50 ft 1 0.132 0.064 1.60 1.500 1.001.00 1.00 0.75 427.4 3,240.0 0.26 288.01.00 18.41.00
.
LocationLoad CombinationMax. LocationLoad CombinationSpan Max.
Overall Maximum Deflections
"-" Defl in Span in Span"+" Defl
+D+S1 0.5388 5.288 0.0000 0.000
.
Load Combination Support 1 Support 2
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Max Upward from all Load Conditions 1.231 1.231
Max Upward from Load Combinations 1.231 1.231
Max Upward from Load Cases 0.756 0.756
D Only 0.475 0.475
+D+Lr 1.079 1.079
+D+S 1.231 1.231
+D+0.750Lr 0.928 0.928
+D+0.750S 1.042 1.042
+0.60D 0.285 0.285
Lr Only 0.604 0.604
S Only 0.756 0.756