BLD20161422 (2)U y OF E MO�� '
_ CITY OF EDMONDS
121 5TH AVENUE NORTH - EDMONDS, WA 98020
1890
PHONE: (425) 771-0220 - FAX: (425) 771-0221
STATUS: ISSUED 02/17/2017 Permit #: BLD20161422
BUILDING '
Expiration Date: 02/17/2018 Project Address: 19900 89TH PL W, EDMONDS
Parcel No: 00506200001200
JOHN L1IKIM LOUISE WRIGHT PETER BLUE WOODWORKS
19900 89TH PL W 11706 8TH AVE NW C/O PETER BLUE
EDMONDS, WA 98026-631 1 SEATTLE, WA 98177 715 N 200TH ST
SHORELINE, WA 98133
(206)387-3319 (206)512-7444 (206)542-4281
LICENSE #: PET ERBW05IP4 EXP:10/06/2018
1B DESCRIPTION
CONVERT GARAGE INTO LIVING ROOM, REMODEL KITCHEN, CREATE POWDER ROOM. ADD PERVIOUS DECKING.
VALUATION: $177,920.00
PERMIT TYPE: Residential
PERMIT GROUP: 04 - Alteration/Remodel
GRADING: N CYDS: 0
TYPE OF CONSTRUCTION: VB
RETAINING WALL ROCKERY:
OCCUPANT GROUP: R-3/U
OCCUPANT LOAD:
FENCE: ( 0 X 0 FT.)
CODE: 2015
OTHER: ------- OTHER DESC:
ZONE:
NUMBER OF STORIES: I
I VESTED DATE:
NUMBER OF DWELLING UNITS: 1
ILOT #:
BASEMENT: 900 1 ST FLOOR: 1062 2ND FLOOR: 0
'O PO
BASEMENT: 162 1 ST FLOOR: 420 2ND FLOOR: 0
3RD FLOOR: 0 GARAGE: 420 DECK: 0 OTHER: 440
13RD FLOOR: 0 GARAGE: -420 DECK: 0 OTHER: 0
BEDROOMS:3 BATHROOMS:2
1 BEDROOMS:0 BATHROOMS:I
FRONTSETBACK SIDESETBACK
REQUIRED: 25 PROPOSED: ] 3 REQUIRED: 7.5 PROPOSED: 6 REQUIRED: 15 PROPOSED: 77
HEIGHT ALLOWED-0 PROPOSED:O REQUIRED: 7.5 PROPOSED: 9
SETBACK NOTES: No change to existing setbacks.
I AGREE TO COMPLY WITH CITY AND STATE LAWS REGULATING CONSTRUCTION AND IN DOING THE WORK AUTHORIZED
THEREBY, NO PERSON WILL BE EMPLOYED IN VIOLATION OF THE LABOR CODE OF THE STATE OF WASHINGTON RELATING TO
WORKMEN'S COMPENSATION INSURANCE AND RCW 18:27.
THIS APPLICATION IS NOT A PERMIT UNTIL SIGNED BY THEBUILDING OFFICIAL OR HI ER DEPUTY AND ALL FEES ARE PAID.
rgnature Print Name ate Released By Datet
ATTENTION
IT IS UNLAWFUL TO USE OR OCCUPY A BUILDING OR STRUCTURE UNTIL A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR A CERTIFICATE OF
OCCUPANCY HAS BEEN GRANTED. UBC] 09/ IBC110/ IRCI 10. ..r
ONLINE APPLICANT ASSESSOR OTHER
M
STATUS: ISSUED BLD20161422
CONDITIONS
• Final approval on a project or final occupancy approval must be granted by the Building Official prior to use or occupancy of
the building or structure. Check the job card for all required City inspections including final project approval and final
occupancy inspections.
• Any request for alternate design, modification, variance or other administrative deviation (hereinafter "variance") from
adopted codes, ordinances or policies must be specifically requested in writing and be called out and identified. Processing
fees for such request shall be established by Council and shall be paid upon submittal and are non-refundable.
• Approval of any plat or plan containing provisions which do not comply with city code and for which a variance has not been
specifically identified, requested and considered by the appropriate city official in accordance with the appropriate provision
of city code or state law does not approve any items not to code specification.
• Sound/Noise originating from temporary construction sites as a result of construction activity are exempt from the noise limits
of ECC Chapter 5.30 only during the hours of 7:00am to 6:00pm on weekdays and 10:00am and 6:00pm on Saturdays, excluding
Sundays and Federal Holidays. At all other times the noise originating from construction sites/activities must comply with the
noise limits of Chapter 5.30, unless a variance has been granted pursuant to ECC 5.30.120.
• Applicant, on behalf of his or her spouse, heirs, assigns, and successors in interests, agrees to indemnify defend and hold
harmless the City of Edmonds, Washington, its officials, employees, and agents from any and all claims for damages of
whatever nature, arising directly or indirectly from the issuance for this permit. Issuance of this permit shall not be deemed to
modify, waive or reduce any requirements of any City ordinance nor limit in any way the City's ability to enforce any ordinance
provision.
THIS PERMIT AUTHORIZES ONLY THE WORK NOTED. THIS PERMIT COVERS WORK TO BE DONE ON PRIVATE PROPERTY ONLY. ANY CONSTRUCTION ON THE
PUBLIC DOMAIN (CURBS, SIDEWALKS, DRIVEWAYS, MARQUEES, ETC.) WILL REQUIRE SEPARATE PERMISSION.
PERMIT T1ME LIMIT: SEE ECDC 19.00.005(A)(6)
425) 771-0220 EXT. 1333 1 ENGINEERING (425) 771
PUBLIC WORKS (425) 771-0235 1 PRF TREATNIFNT (425) 672-5755 1 RECYCLING 425 2754801
When calling for an inspection please leave the following information: Permit Number, Job Site Address, Type of Inspection being
requested, Contact Name and Phone Number, Date Prefereed, and whether you prefer morning or afternoon.
• B-Preconstruction meeting
• B-Setbacks
• B-Footings
• B-Foundation Wall
• B-isolated Footings/Piers
• B-First Floor Framing
• B-Plumb Rough In
• B-Mechanical Rough In
• B-Exterior Wall Sheathing
• B-Roof Sheathing
• B-Window Flashing
• B-Shear Nailing
• B-Height Verification
• B-Framing
• B-WallInsulation/Caulk
• B Insulation/Energy
• B-Building Final
City of Edmonds
DEVELOPMENT SERVICES
RESIDENTIAL BUILDING PERMIT
APPLICATION
121 5`h Avenue N, Edmonds, WA 98020
Phone 425.771.0220 2 Fax 425.771.0221
PLEASE REFER TO THE RESIDENTIAL BUILDING CHECKLIST FOR SUBMITTAL REQUIREMENTS
PROJECT ADDRESS treet, Suite #, City State, Zip):
M 00 t Y ,) r
Parcel #:
60 0 9w oo Moco
Subdivision/Lot #:
��-
Project Valuation: $
-75 0 o a
APTCANT:
Phone:
Fax:
Address (Street, Cit , State, Zip): ac
k ' 1JV W
E-Mail Address: ,
LOUD WSW Y
PROPERTY OWNER:
Q, t- -jOt vo
Phone:
2A -38T 331
Fax:
Address (Street, City, State, Zi
101160 ibl 1 ` G%
E-Mail Address:
io o' Z 6 OAF, C aA&
LENDING AGENCY:
Phone:
Fax:
Address (Street, City, State, Zip):
E-Mail Address:
CONTRACTOR:*
Phone: /
Fax:
Address (Street, City, State, Zip):
-71S
E-Mail Address:
S L,. ,ram
*Contractor must have a valid City of Edmonds business license prior to
doing work in the City. Contact the City Clerk's Office at 425.775.2525
WA State License #/Exp. Date:
City Business License #/Exp. Date:
DETAIL THE SCOPE OF WORK: C_a& Vu 'O
6kUte-L >1Nty1 LWiAjCi- dYtA
PROPOSED NEW SQUARE FOOTAGE
FOR THIS PROJECT:
Basement: -— -sq. ft.
Select Basement Type: Finished LJ Unfinished LJ
ls` Floor: (P4w,w� s . ft.
Garage/Carport: s . ft.
2°d Floor: —d - -sq. ft.
0e&Cvrd Porch/Patio: id 40 s . ft.
Bedrooms # -a-- Full-3/4 Bath # -"*,- Half -Bath #
Ot er: s . ft.
Fire Sprinklers: Yes
U No LX
I Retaining Wall: Yes
LJ
No
Grading: Cut cu. yds. Fill -6— cu.yds.
I Cut/Fill in Critical Area: Yes No
I declare under penalty of perjury laws that the information I have provided on this form/application is true, correct and
complete, and that I am the property owner or duly authorized agent of the property owner to submit a permit application to
the City of Edmonds.
s
Print Name: A) P—tErftr Owner ❑ Agent/Other (specify): e
Signature: Date:
FORM A L:\Building New Folder 2010\DONE & x-ferred to L-Building-New drive\Form A2014.docx Updated: 1/17/2014
OE EDM
-1 O
v
DEVELOPMENT SERVICES
RESIDENTIAL BUILDING PERMIT
APPLICATION FORM A
Fsr 18go
121 5`h Avenue N, Edmonds, WA 98020
City of Edmonds
Phone 425.771.0220 Q Fax 425.771.0221
Equipment Type
MECHANICAL
Appliance/Equipment Information (new and relocated) Total #
Furnace
Gas #_Elec #_Other:
#_ BTUs: <100k_ >100k_ Location(s)
Air Handler / VAV
(circle selected)
Gas #_Elec #_Other:
#_CFM: <10k_ >10k_ Location(s)
AC / Compressor /
Boiler / Heat Pump /
Gas #_Elec #_Other:
# BTUs: <100k, 100k-500k, 500k-1Mil
Roof Top Unit
HP: <3, 3-15,
15-30 Location(s)
(circle selected)
Hydronic Heating
Gas #_Elec #_In -Floor
_Wall Radiant_ Boiler BTUs: Location
Exhaust Fans (single
Bath #Kitchen #Laundry # #
duct)
_Other:
Fireplace
Gas #J—Elec #_Other:
#0,00Lcation(s) 1—W I04— —00'h 1
Dryer Duct
IN 111
Appliance Type
Appliance/Equipment Information (new and relocated)
Total #
AC Unit
BTUs:
Location(s):
Furnace
BTUs:
Location(s):
Water Heater
BTUs:
Location(s):
Boiler
BTUs:
Location(s):
Other:
BTUs:
Location(s):
Fireplace/Insert
BTUs:
Location(s):
Stove/Range/Oven
Dryer
Outdoor BBQ
TOTAL OUTLETS
PLUMBING
Fixture Type (new and relocated)
FIXT URE' COUNT
Total # Fixture Type (new and relocated)
Total #
Water Closet (Toilet)
(
Pressure Reduction Valve/Pressure Regulator
Sink ('the , laundry, Za to , bar, eye wash, etc.)
Water Service Line
Tub/Shower
Drinking Fountain
Dishwasher
Clothes Washer
Hose Bib
Backflow Prevention Device (e.g. RBPA, DCDA, AVB)
Water Heater Tankless? Yes No ❑
Hydronic Heat in: Floor Wall ❑
Floor Drain/Floor Sink
Other:
Refrigerator water supply (for water/ice dispenser)
Other:
FORM A L:\Building New Folder 2010\DONE & x-ferred to L-Building-New drive\Form A2014.docx Updated: 1/17/2014
City of Edmonds
Site Classification Worksheet
Page 1 of 2
v V:
OCT 2 6 2016
DEVrLOKanl OI SERVICES CTR.
CITY OF EDMONDS �h� � x`'�
The project's Site Classification will dictate the specific stormwater management
requirements applicable to your site. Completing this worksheet will help determine the amount of
regulated impervious surface and whether your project falls into the classification of a Small Site
(Category 1 or Category 2), or a Minor Site. Please reference the GlossgU (1212. 10-11) Figures D and
E, (pp. 8-9), and Examples (pp. 11-12), to assist with completion of this worksheet
1) Is Permeable Pavement' Proposed For Use on this Site? (� Yes No
Refer to Stormwater Supplement Chapter 5.1
If YES, the subject area is to be considered impervious for initial site classification purposes. Include total
permeable pavement area in the calculation of Non -Regulated Replaced and/or New impervious surface
areas in the table below.
2) Determine the Amount and Type of Existing & Proposed Impervious Surface for the Site
Refer to Stormwater Supplement Chapter 2 and Fi . C
Line 1: Identify the Non -Regulated Impervious Surface Area.
Line 2: Identify the Replaced Impervious Surface Area, dividing the total between Exempt and Re ated; either or both
may be zero. Note: For project classification purposes, Replaced Impervious may only be considered exempt
under certain conditions. Refer to the Glossary and Figure D.
Line 3: Identify the New Impervious Surface Area for your project. All impervious areas created post -July 7, 1977 or
after the date of annexation into the City are regulated & should be included in this total unless they can be
categorized separately as a Replaced -Regulated area.
Line 4: Enter the sum of the total Replaced -Regulated plus the total New impervious areas.
Line 5: Identify the total area currently mitigated by an existing city -approved stormwater management system.
Line 6: Enter the sum of the value in Line 4 less the value in Line 5 to identify the total Regulated area in which
stormwater controls have not yet been applied.
Line 7: Identify the total area proposed to be mitigated through the use of Low Impact Development Techniques.
Line 8: Identify the total area proposed to be mitigated through conventional Stormwater Management Techniques.
** Provide a copy of the following table on the drainage plan sheet for the proposed project'�'�
Line
Type
Area (square feet)
1.
Non -Regulated
31� 5 3
Exempt ° Regulated
2.
Replaced
2-7 S r_
3.
4.
New (Post 1977) 4 4 4 4 4 4 4 4 4 + G�
Total Regulated Impervious Area
Mitigation required i. in excess of 2000s - �-�-
S.
6.
Total Area Mitigated by Existing Stormwater Management System(s)-8-
Regulated Area Not Yet Mitigated f = I
7.
Area Proposed to be Mitigated by Low Impact Development Techniques _1 ___.4U_
8.
Area Proposed to be Mitigated through Conventional SWM Techniques
1 (e.g. porous asphalt, porous concrete, paver blocks, concrete open celled paving grids, or plastic lattices filled with turf or stone)
Revised on 310512012 E72-SWM Erosion_Control-03.05.12.doc Page 5 of 12
City of Edmonds
Site Classification Worksheet
Page 2 of 2
3) Determine the Total Area of Land Disturbing Activity sf
Refer to Stormwater Supplement Chapter 8
1 4) Determine the Quantity of Grading, Fill and/or Excavation 2_cy
5) Will the project convert3/ Acre or More of Native Vegetation to Lawn or Yes No
Landscaped Area? 0
6) Identify the Watershed the Existing Site Runoff Discharges to
Refer to Stormwater Supplement Chapter 2.3
Based on Site Location and Watershed Map — Figure-C. Check all that apply.
A. ❑ Direct Discharge B. ❑ Creek or Lake Basin
❑ Edmonds Way Basin
❑ Puget Sound Basin
❑ Puget Sound Piped Basin
DETERMINE PROJECT CLASSIFICATION USING THE INFORMATION ABOVE
AND THE PROTECT CLASSIFICATION CHART (Figure B, pg 4)
❑ Small Site - Category 1 El Small Site - Category 2 Minor Site
Stormwater Supplement Stormwater Supplement Stormwater Supplement.
Chapter 5 Chapter S Chapter 6
Revised on 310512012
E72-SWA _Erosion_Control-03.05.12.doc
Page 6 of 12
SOUND STRUCTURAL SOLUTIONS OCT 26 20105
E N G x N E E R 5 DEVELONiviENTSERVICES CTR.
CITY OF EDMONDS
John Kim
Client
19900 89th Place W
Edmonds, WA 98026
phone
fax
SSS # 1
s1607010
Hart -Kim Residence
Project
2 Strory SFR Remodel
Identification
on
Louise Wright (206-512-7444)
WAC 196-23-070
Section Engineering Calculations
1 Design Criteria
2 Wind & Earthquake Design
3 Framing Analysis
4 Foundation Design
6628 212th Street SW, Suite 205 - Lynnwood, WA 98036 - Ph: 425-778-1023 - Fax: 206-260-7490
DESIGN CRITERIA
6628 212th Street SW, Suite 205 - Lynnwood, WA 98036 - Ph: 425-778-1023 - Fax: 206-260-7490
WIZ
'L "9�iP2096 Design Maps Summary Report
1° USGS . Design Maps Summary Report
: User--Specified.jnput
Report Title Hart-IGm Residence
Fri September 2, 2016 22:28:46 UTC
Building Code Reference Document 2012/2015 International Building Code
(which utilizes USGS hazard data available in 2008)
Site Coordinates 47.818840N, 122.353740W
Site Soil Classification Site Class D - "Stiff Soil"
Risk Category I/II/III
USGS-Provided Output
Ss = 1.278 g SP,§ = 1.278 g Sns = 0.852 g
Si = 0.501 g Sr,i = 0.751 g S"t = 0.501 g
For information on how the SS and S1 values above have been calculated from probabilistic (risk -targeted) and
deterministic ground motions in the direction of maximum horizontal response, please return to the application and
select the "2009 NEHRP" building code reference document.
MCER Response Spectrum
1.43
1.3G
1.17
1.04
o.sl
0.76
in 0.65
0.52
0.35
0.26
0.13
0.00
0.00 0.20 0.40 0.60 0.60 1.00 1.20 1.40 1.60 1.80 2.00
Period, T (sec)
0.99
0.90
o. s1
0. xz
0.63
0� 0.54
t0.45
0."M - F
0.2:
0.16
0.09
0.00
0.00 0.20 0.40 0.60 0.90 1.00 1.20 1.40 1.60 1.90 2.00
Period, T (sec)
Design Response Spectrum
Although this information is a product of the U.S. Geological Survey, we provide no warranty, expressed or implied, as to the
accuracy of the data contained therein. This tool is not a substitute for technical subject -matter knowledge.
httpJlehpl-earhluake.cr.usgs.g NldesignmaWus/sunmary.php?template=minimai8datitude=47.818841799132898longitude=-122.353740431332518siteclass=... 1/9
J SOUND STRUCTURAL SOLUTIONS
;5ss E N G I N E E R S
LATERAL ANALYSIS
6628 212th Street SW, Suite 205 - Lynnwood, WA 98036 - Ph: 425-778-1023 - Fax: 206-260-7490
_a Lateral Analysis
s1607010
Number of Diaphragms
Code
General Design Criteria
1
15 IBC 2015 International Building code & 2010 ASCE7
DesignLoads
s
Dead
Live
Snow
Seismic
is sc
Roof 1
15
---
25
15
Rf Deck 2
20
40
25
20
Floor 1
10
40
---
10
Floor 2
17
40
---
17
Wall
10
---
---
10
Wall
12
---
---
12
Misc 1
1
---
---
1
Species of Framing Lumber
Shearwall Stud Spacing
Risk Category
Wind Design Criteria
Wind Load Design Procedure
Wind Importance Factor
Basic Wind Speed
Surface Roughness
Wind Exposure Category
TopogrAphic Factor
Enclosure Classification
Internal Pressure Coefficient
Seismic Design Data
Seismic Load Design Procedure
Seismic Importance Factor
Seismic Design Category
Mapped Spectral Accelerations, MSA
Short Period Acceleration
1-Second Accelleration
Long -Period Transition Period
Spectral response coefficient
Spectral response coefficient
Site Classification
Seis. Force Resisting System
Response Modification Factor R
Seismic Response Coefficient Cs
Design Base Shear
Overstrength Factor
HF
16" oc
II
2010 Directional Procedure
I 1.00
110 mph
B
B
Kzt 1.00
Enclosed Building
+/- 0.18
2010 Equiv. Lateral Force Procedure
I 1.00
D
Ss
1.278
Sl
0.501
TL
6
W
0.85
Spi
0.50
D
Table 12.2-1: A-13
Transverse
Longitudinal
6.5
6.5
0.131
0.131
3768
4080
Qo
2.5
sec.
160902_SSSlateral 160906_s1607010 DC
Wind Loads
Ridge Elevation
14 ft
Eave Height
8 ft
Mean Roof Height, h
11 ft
Least Horizontal Dimension, LHD
25.5 ft
Transverse Direction
B Dimension 25.5 ft
L Dimension v 63 ft
Transverse Direction (WW)
Roof Pitch 0 :12
LEVEL
Wall Area
Roof Area
(Horiz Proj)
S ft
1
137
sq ft
sq ft
Transverse Direction (LW)
Roof Pitch :12
LEVEL
Wall Area
Roof Area
(Horiz Proj)
(sq ft
1
1371
sq ft
0
sq ft
Wind Variables
Basic Wind Speed, V
Directionality Factor, Kd
Gust Effect Factor, Gf
Wind Loads Help XPE�WL'a N f
Longitudinal Direction (WW)
B Dimension 63 ft
L Dimension 25.5 ft
Longitudinal Direction (WW)
Roof Pitch 7 :12
LEVEL
Wail Area
Roof Area
(Horiz Proj)
(sq ft)
1
2841
sq ft
410
sq ft
Longitudinal Direction (LW)
Roof Pitch :12
LEVEL
WallArea
Roof Area
(Horiz Proj)
(sq ft)
1
2841
sq ft
410
sq ft
110 mph Topociraphic Factor,"
0.85 Velocity Pres. Exp. Coeff. Kz
0.85 Velocity Pressure. oti
. .XPELVW'y�
1.00
0.57
15.01 psf
Main Wind Force Resisting System - Diaphragm Design Loads XPEMWF, s
2010 Directional Procedure
Direction
Transverse
Longitudinal
SUM
2264
7812
Load Case
1 L
L-16psf
1
2264
7812
160902_SSSlateral 160906_s1607010 WF(2)
Seismic Loads Yes
XPELSi
Diaphragm 1 I area (fe) I unit weight (psf trans - w, long - w,
height (ft) 4.5 Roof 1 1600 1 15 1 28750 31125
Floor 1 10
Floor 2 17
Misc 1 1
Mass (Ibs) 24000
trans - wX long - w,
Sum of Effective Seismic Weights (Ibs) 300500 255375
160902_SSSlateral 160906_s1607010 EF
- Mapped Spectral Accelerations
XPEMSA;:
Ss 1.278
fan
1 000
Sos
0.85
Si 0.501
Fv'
?1500';
So'
0.50
Seismic Design Category
D
Seismic Importance Factor
IE 1.00
Seismic Use Group
II
Site Classification
D
2010 Equiv. Lateral Force Procedure
'j.wXPEEtFF`
Transverse
Longitudinal
Approximate Period
Ct =
0.020
0.020
Parameters
x=
0.75
0.75
Approximate Fundamental
Period
T=
0.145
sec
0.145 sec
hn=
14.0
ft
TL =
6
sec
Transverse
Longitudinal
CS =
0.131
0.131
Ibs
EQ 12.8-2
(Maximum)
CS =
0.532
0.532
Ibs
EQ 12.8-3 / 8.4
(Minimum)
CS =
0.037
0.037
Ibs
EQ 12.8-5
(Minimum)
CS =
0.010
0.010
Ibs
EQ 12.8-5
(Minimum)
CS =
0.010
0.010
Ibs
EQ 12.8-6
Calculation of Seismic Response Coefficient ,1CPE3RC;
Response :Modification Coefficient and Seismic Resoonse Coefficient
Dia h.
Trans
Cs
Mass
V
Long
Cs
Mass
V
1
6.5
0.131
28750
3768
6.5
0.131
31125
4080
0
6.5
0.131
23750
0
6.5
0.131
33250
0
-1
6.5
0.131
62000
0
6.5
0.131
47750
0
4.5 _
0.189
62000
0
6.5
0.131
47750
0
fl
6.5
0.131
62000
0
6.5
0.131
47750
0
6.5
0.131
162000
0
6.5
0.131
47750
0
Transverse Longitudinal
Base Shear, ht V = 3768 Ibs V = 4080 Ibs
Vertical Distributionof Seismic Forces XPEVD3k'.
k= 1.00
Transverse
Longitudinal
Diaph.
hX
wX
wxhxk
Cvx
wx
wXhXk
C'X
1
14
35875
502250
1.000
35875
502250
1.000
0
0
45125
0
0.000
45125
0
0.000
-1
0
71500
0
0.000
1 71500
0
0.000
-2
0
71500
0
0.000
71500
0
0.000
-3
0
71500
0
0.000
71500
0
0.000
-4
0
71500
0
0.000
71500
0
0.000
502250
502250
Diaphragm
1
0
-1
-2
-3
-4
sum
Transverse
Ibs
Ibs
Ibs
Ibs
Ibs
Ibs
3768
0
0
0
0
0
3768
sum
Longitudinal
Ibs
Ibs
Ibs
Ibs
Ibs
Ibs
4080
0
0
0
0
0
4080
160902_SSSlateral 160906_s1607010 EF
Allowable Stress Design Loads
2010 Directional Procedure
Wind Load Combination
0.6D+0.6W+H
%of DL used in OT
60%
Wind Design Loads Fx
Transverse Longitudinal
Diaphragm Force (Ibs) Force (Ibs)
1 1358 4687
2010 Equiv. Lateral Force Procedure
Seismic Load Combination
(0.6 - 0.14Sps)D +0.7pQE +H
% of DL used in OT
48%
Seismic Design Loads, Fx
p = 1.30
1.30
Transverse
I Longitudinal
Diaphragm
Force (Ibs)
Force (Ibs)
1
3429
1 3713
Principle of Mechanics - cont
Where, v = shear per linear foot of shearwall
w = width of shearwall
h = height of shearwall
D = resisting dead load centered over shearwall
P = resisting dead load at end of shearwall
Shearwall calculations follow, where,
V.
Total force in the diaphragm above story (x), pounds (Ibs)
%
Percent of Vx tributary to the shearwalls (SW) in the wall line
VD,
Force from the diaphragm above that transfers to the SW's, Ibs
VTx+1
Force from the SW's above that transfers to the SW's, Ibs
VT.
Total force in the SW s (VD, +VTx+,), Ibs
d,
d,
df
dfa
Twx+I
Twx
Tex+I
Tex
Total length of SW's (F w), feet (ft)
Linear force in the SW s (Vr,/L), pounds per foot (plf)
Greater of v induced by wind or earthquake, pif
Maximum uplift force of the SW's, Ibs
1214.2
rx+n
Free Body Diagram of a ShearWall
Greater of v in the sheathing induced by wind per 2306.4.1 or earthquake per 2305.3.4, plf
Width of SW, ft
Height of SW, ft
Tributary distance of roof (used to calculate D) along the width of the SW, ft
Tributary distance of roof (used to calculate P) adjacent to the width of the SW, ft
Tributary distance of floor (used to calculate D) along the width of the SW, ft
Tributary distance of floor (used to calculate P) adjacent to the width of the SW, ft
Wind uplift force of the SW above that transfers to the SW, Ibs
Wind uplift force of the SW, Ibs
Earthquake uplift force of the SW above that transfers to the SW, Ibs
Earthquake uplift force of the SW, Ibs
160902_SSSlateral 160906_s1607010 DL
V—
Wall Line
Story (x)
Direction
Sheathing
Shear
SW Dimensions
Tributary Dead Loads
Wind Uplift
Earthquake Uplift
1
1
Trans
vs
w
h
d,
dfe
df
clm
Twx+f
TwX
Tex.,
TeX
WIND E-QUAKE
43
5.75
9.5
10
10
-722
-300
43
5.25
9.5
10
2
-340
6
43
23.00
9.5
-625
-223
VTx 679 1715
v 17 43
Max Tx 243
43
6.00
9.5
-44
243
L vF vs
40.00 43 43
Wall Line
Story (x)
Direction
Sheathing
Shear
SW Dimensions
Tributary Dead Loads
Wind Uplift
Earthquake Uplift
2
1
Trans
vs
w
h
d,
d.
df
df.
TwX.tf
Twx
Tex.f
Tex
WIND E-QUAKE
114
3.50
9.5
10
10
1
-390
1
230
99
4.00
9.5
10
2
-88
472
84
8.00
9.5
41
575
VTx 679 1715
v 33 84
Max Tx 144 658
84
5.00
9.5
144
658
L vF vs
20.50 84 114
160902_SSSiateral 160906 s1607010
Wall Line
Story (x)
Direction
Sheathing
Shear
SW Dimensions
Tributary Dead Loads
Wind Uplift
Earthquake Uplift
A
1
Long
vs
w
h
dr
d.
df
dN
TwX+f
TwX
TeX.,
TeX
WIND E-QUAKE
248
7.50
9.5
2
2
2559
2023
VTX 2344 1856
v 312 248
Max TX 2559 2023
L vF vs
7.50 312 248
160902_SSSlateral 160906_s1607010 FIR
Shear Transfer Connections
XPSTC
Fasteners and Spacing
N
o
M
r\
pp
tp
.Ni
a
�
*
to
M
U
2x Plates
3x Plates
G
N
x
x
x
x
c
,n
u
t
S
't0
u
Q
J
=
m O, D•
m
[p
(p u
U
H
Z
C
C
C
O
a
n
m
W
O
V)i
a
vOi
a
m
2 -y
ca Y
m i
Man
E
a
in
in
in
Ln
N °
boa
N
cc ii
N
1 In
-1
N
A
150
11
9
48
46
10
33
16 1
101
75
110
13 1
332
1 5
?'
21
20
4
15
7
31
34
49
R
RIM,
Shearwall Capacities from SDPWS-2008 Table 4.3A
MINIMUM
Tabulated
m Go
NOMINAL PANEL
value
Adjusted
3
o U)
THICKNESS
Nail or Staple size
based on
for HF @
4
(inch)
DF
16"oc
6
242
7/16"
8d @ 6"oc
260
242
4
353
7/16"
8d @ 4"oc
380
353
The above allowable capacities were reduced by
2. Shears are
2 for ASD and are for Seismic loads. Allowable
permitted to
Wind loads are 1.4 greater. This office
be increased
3. G=0.43
decreases the wind sheathing shear, v s,
to values
[1-(0.5-0.43)]
shown for
= 0.93
demand by this factor rather than using the
15/32-Inch
increased capacity. That way, only one set of
sheathing...
160902_SSSlateral 160906_s 1607010 ST
Shear Transfer Notes
[1] TABLE 11N [pg97 NDS] Z=89 Ibs for a 16d box nail (D=0.135) in Hem -Fir G=0.43 and
multiplied by the load duration factor TABLE 10.3.1 [pg58 NDS] for wind/earthquake which
is CD=1.6 found in TABLE 2.3.2 [pg9 NDS]
[2) Value from note 1 then multiplied by the Toe -Nail Factor SECTION 11.5.4 [pg78 NDS]
for nominal lateral design values Ctn=0.83
[3] the A35 is used in loading condition 4 in an F1 direction of load according to Simpson
designations for SPF/HF Lateral(133/160) Z=450 Ibs [pg146 C-2005]
[4]
[5] for SPSF/HF Lateral(133/160) Z=130 lbs [pg142 C-2005]
[6] the H1 is used in an F1 loading according to Simpson designations for SPF/HF
Lateral(133/160) Z=415 Ibs [pg142 C-2005]
[7] the DTC is used in an F2 loading according to Simpson designations for SPF/HF
Lateral(133/160) Z=210 Ibs [pg112 C-2005]
[8) TABLE 11E [pg85 NDS] Z=570 Ibs for a 1/2" diameter bolt in 1-1/2" side member of
Hem -Fir G=0.43 and multiplied by the load duration factor TABLE 10.3.1 [pg58 NDS] for
wind/earthquake which is CD=1.6 found in TABLE 2.3.2 [pg9 NDS] Sill plates resisting a
design load greater than 350 plf shall not be less than a 3-inch nominal member.
Exception: With design load less than 600plf the sill plate is permitted to be a 2-inch
nominal member if the sill plate is anchored by two times the number of bolts requiredby
design.
[9] TABLE 11E [pg85 NDS] Z=830 Ibs for a 5/8" diameter bolt in 1-1/2" side member of
Hem -Fir G=0.43 and multiplied by the load duration factor TABLE 10.3.1 [pg58 NDS] for
wind/earthquake which is CD=1.6 found in TABLE 2.3.2 [pg9 NDS] Sill plates resisting a
design load greater than 350 pif shall not be less than a 3-inch nominal member.
Exception: With design load less than 600pif the sill plate is permitted to be a 2-inch
nominal member if the sill plate is anchored by two times the number of bolts requiredby
a-
(10] TABLE 11E [pg85 NDS] Z=700 Ibs for a 1/2" diameter bolt in 2-1/2" side member of
Hem -Fir G=0.43 and multiplied by the load duration factor TABLE 10.3.1 [pg58 NDS] for
wind/earthquake which is CD=1.6 found in TABLE 2.3.2 [pg9 NDS]
[11] TABLE 11E [pg85 NDS] Z=1040 Ibs for a 5/8" diameter bolt in 2-1/2" side member of
Hem -Fir G=0.43 and multiplied by the load duration factor TABLE 10.3.1 [pg58 NDS] for
wind/earthquake which is CD=1.6 found in TABLE 2.3.2 [pg9 NDS]
160902_SSSlateral 160906_0607010 ST
-' Shear Wall Summary
Rio
Rio
Width
` SW ' wF
Stressed
vs
Stressed
Notes
1 1
40.00
A
6
43
29%
43
18%
2 1
20.50
A
6
84
56%
114
47%
A 1
7.50
B
4
312
94%
248
70%
160902_SSSlateral 160906_s1607010 SW
Holdown Summary
Wind
Wind
Wind
Seismic
Seismic
Seismic
�,
Capacity
Capacity
Capacity
Capacity
Capacity
Capacity
o
Cn
Uplift W
Uplift E
Holdown
Midwall
Corner
Endwall
Midwall
Corner
Endwall
1 1
0
243
2 1
144
658
A 1
2569
2023
HTT5KT(b)
5360 @
5360 @
5360 @
5360 @
5360 @
5360 @
48%
48%
48%
38%
38%
38%
160902_SSSlateral 160906_s1607010 Sw
GRAVITY ANALYSIS
6628 212th Street SW, Suite 205 - Lynnwood, WA 98036 - Ph: 425-778-1023 - Fax: 206-260-7490
Wood Beam FIe=Sadobstsl6lsl60719150BE-11WO1609-11 ENERC-1.EC6
ENERCALC, INC.1983-2016, Wid:6.16.7.21, Ver.6.16.7.21
Description : 1-1
CODE REFERENCES
Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10
Load Combination Set: IBC 2015
Material Properties
Analysis Method: Allowable Stress Design
Fb - Tension
Load Combination IBC 2015
Fb - Compr
Fe - Pdl
Wood Species : Trus Joist
Fc - Perp
Wood Grade : TimberStrand LSL 1.55E
Fv
Ft
Beam Bracing Beam is Fully Braced against lateral -torsional buckling
D 0.1875 S 0.31251
2,325.0psi E: Modulus of Elasticity
2,325.0psi Ebend-xx 1,550.Oksi
2,050.0 psi Eminbend - xx 787.82ksi
800.0 psi
310.0 psi
1,070.0psi Density 44.990pcf
3.5xl4
Span = 17.0 it
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Uniform Load : D = 0.0150, S = 0,0250 ksf, Tributary Width =12.50 ft, (ROOF)
DESIGN SUMMARY
'Maximum Bending Stress Ratio =
0.719 1 Maximum
Shear Stress Ratio
Section used for this span
3.5x14
Section used for this span
fb : Actual =
1,895.77psi
fv : Actual
FB : Allowable =
2,636.10psi
Fv: Allowable
Load Combination
+D+S
Load Combination
Location of maximum on span =
8.500ft
Location of maximum on span
Span # where maximum occurs =
Span # 1
Span # where maximum occurs
Maximum Deflection
Max Downward Transient Deflection
0.476 in Ratio =
428>=360
Max Upward Transient Deflection
0.000 in Ratio =
0 <360
Max Downward Total Deflection
0.762 in Ratio =
267>=240.
Max Upward Total Deflection
0.000 in Ratio =
0 <240.0
_ . -...............
Maximum Forces & Stresses for Load Combinations
Load Combination Max Stress Ratios
Segment Length Span # M V C d C IN C i Cr Cm C t C L
Moment Values
M fb Fb
0.365 :1
3.5x14
130.10 psi
356.50 psi
+D+S
0.000 ft
Span # 1
Shear Values
V fv Fv
D Only
0.00
0.00
0.00
0.00
Length =17.0 ft
1
0.345
0.175
0.90
0.986
1.00
1.00
1.00
1.00
1.00
6.77
710.91
2063,03
1.59
48.79
279.00
+D+S
0.986
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length = 17.0 ft
1
0.719
0.365
1.15
0.986
1.00
1.00
1.00
1.00
1.00
18.06
1,895.77
2636.10
4.25
130.10
356.50
+0+0.750S
0.986
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length =17.0 If
1
0.607
0.308
1.15
0.986
1.00
1.00
1,00
1.00
1.00
15.24
1,699.66
2636.10
3.59
109.77
356.50
+1.140D
0.986
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length =17.0 ft
1
0.221
0.112
1.60
0.986
1.00
1.00
1.00
1.00
1.00
7.72
810.44
3667.62
1.82
55.62
496.00
+1.105D+0.750S
0.986
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length = 17.0 ft
1
0.456
0,232
1.60
0.986
1.00
1.00
1.00
1.00
1.00
15.95
1,674.20
3667.62
3.75
114.90
496.00
+0.60D
0.986
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length =17.0 ft
1
0.116
0.059
1.60
0,986
1.00
1.00
1.00
1.00
1.00
4.06
426.55
3667.62
0.96
29.27
496.00
Description : 1-1
Load Combination Max Stress Ratios
Moment Values
Shear Values
Segment Length Span # M V
C d C FN
C i Cr Cm C t
C L M fb
F'b V
fv Pv
+0.4601)
0.986
1.00 1.00 1.00 1.00
1.00
0.00 0.00
0.00 0.00
Length =17.0 ft 1 0.089 0.045
1.60 0.986
1.00 1.00 1.00 1.00
1.00 3.12 327.02
3667.62 0.73
22.44 496.00
VBt'tICc1I R@alCtlOt15
Support notation :Far left is #1
Values in KIPS
Load Combination
Support 1
Support 2
Overall MAXimum
4.250
4.250
Overall MINimum
0.956
0.956
D Only
1.594
1.594
+D+S
4.250
4.250
+0+0.750S
3.586
3.586
+0.601)
0.956
0.956
S Only
2.656
2.656
Wood Beam File=S:IJobsls161s16071S150BE-11WO1609-11_ENERC-1.EC6 .
ENERCALC, INC.1983-2016, Build:6.16.7.21, Ver.6.16.7.21
Description : 1-2
CODE REFERENCES
Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10
Load Combination Set: IBC 2015
Material Properties
Analysis Method : Allowable Stress Design
Fb - Tension
900.0 psi
E: Modulus of Elasticity
Load Combination i BC 2015
Fb - Compr
900.0 psi
Ebend- xx 1,600.Oksi
Fc - Pdl
1, 350.0 psi
Eminbend - xx 580.Oksi
Wood Species : Douglas Fir - Larch
Fc - Perp
625.0 psi
Wood Grade : No.2
Fv
180.0 psi
Ft
575.0 psi
Density 31.20pcf
Beam Bracing : Beam is Fully Braced against lateral -torsional buckling
D(1.359),S(2.266)
4x12
Span
=16.0 ft
_... _.
Applied Loads
........ _.
_. _.._.......
Service loads entered. Load Factors
_. _...... .... .._.
will be applied for calculations.
Uniform Load: D = 0.010, L = 0.040 ksf, Tributary Width
= 2.0 ft, (FLOOR)
Point Load : D=1.359, S = 2.266 k @ 0.0 ft, (1-1r)
DESIGN SUMMARY. _..... _
_
Maximum Bending Stress Ratio =
0,525- 1 Maximum Shear Stress Ratio =
0.169 : 1
Section used for this span
4x12
Section used for this span
4x12
fb : Actual =
520.13 psi
fv : Actual =
30.48 psi
FB : Allowable =
990.00psi
Fv: Allowable =
180.00 psi
Load Combination
+D+L
Load Combination
+D+L
Location of maximum on span =
8.000ft
Location of maximum on span =
0.000ft
Span # where maximum occurs =
Span # 1
Span # where maximum occurs =
Span # 1
Maximum Deflection
Max Downward Transient Deflection
0.179 in Ratio =
1075>=350
Max Upward Transient Deflection
0.000 in Ratio =
0 <360
Max Downward Total Deflection
0.223 in Ratio =
860>=240.
Max Upward Total Deflection
0.000 in Ratio =
0<240.0
Maximum Forces & Stresses for Load Combinations
Load Combination
Max Stress Ratios
Moment Values
Shear Values
Segment Length
Span #
M
V
C d
C FN
C i
Cr
Cm
C t
C L
M
tb
Fb
_
V
fv
Fv
D Only
0.00
0.00
0.00
0.00
Length =16.0 ft
1
0.117
0.038
0.90
1.100
1.00
1.00
1.00
1.00
1.00
0.64
104.03
891.00
0.16
6.10
162.00
+D+L
1.100
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length = 16.0 ft
1
0.525
0.169
1.00
1.100
1.00
1.00
1.00
1.00
1.00
3.20
520.13
990.00
0.80
30.48
180.00
+D+S
1.100
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length =16.0 ft
1
0.091
0.029
1.15
1.100
1.00
1.00
1.00
1.00
1.00
0.64
104.03
1138.50
0.16
6.10
207.00
+0+0.7501-+0.750S
1.100
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length = 16.0 it
1
0.365
0.118
1.15
1.100
1.00
1.00
1.00
1.00
1.00
2.56
416.10
1138.50
0.64
24.38
207.00
+1.140D
1.100
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length =16.0 ft
1
0.075
0.024
1.60
1,100
1.00
1.00
1.00
1.00
1.00
0.73
118.59
1584.00
0.18
6.95
288.00
+1.105D+0.750L+0.750S
1.100
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
I'll, OOBEa[.:6.16-:7LENERC-1 EC6
sm
87
ENERCAN198320]6,Bwld21; Ver6.16.7.21
Description : 1-2
Load Combination
Max Stress Ratios
MomentVelues
Shear Values
Segment Length
Span #
M
V
C d
C FN
C i
Cr
Cm
C t
C L
M tb
F'b
V
fv
Fv
Length =16.0 ft
1
0.270
0.087
1.60
1.100
1.00
1.00
1.00
1.00
1.00
2.63 427.02
1584.00
0.66
25.02
288.00
+0.60D
1.100
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length =16.0 ft
1
0.039
0.013
1.60
1.100
1.00
1.00
1.00
1.00
1.00
0.38 62.42
1584.00
0.10
3.66
288.00
+0.460D
1.100
1.00
1'00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length =16.0 ft
1
0.030
0.010
1.60
1.100
1.00
1.00
1.00
1.00
1.00
0.29 47.85
1584.00
0.07
2.80
288.00
Vertical Reactions
Support notation :Far left is #1
Values in KIPS
Load Combination
Support 1
Support 2
Overall MAXimum
3.785
0.800
Overall MINIMUM,
0,640
0,096
D Only
1.519
0,160
+D+L
2.159
0.800
+D+S
3.785
0.160
+D+0.750L+0.750S
3.699
0.640
+0.601)
0.911
0,096
L Only
0.640
0.640
S Only
2.266
0.000
Wood Beam Fle = S:Wobsls161s16O71S150BE-11WO1609--1LENERC-1.EC6
_ ENERCALC, INC. 1983 2016, Build:6.16.7.21, Ver.6.16.7.21
Description : 1-3
CODE REFERENCES
Calculations par NDS 2015,180 2015, CBC 2016, ASCE 7-10
Load Combination Set: IBC 2015
Material Properties
Analysis Method: Allowable Stress Design
Fb - Tension
900.0 psi
E: Modulus of Elasticity
Load Combination IBC 2015
Fb - Compr
900.0 psi
Ebend- xx 1,600.Oksi
Fc - Pdl
1,3%0 psi
Eminbend - xx 580.Oksi
Wood Species : Douglas Fir - Larch
Fc - Perp
625.0 psi
Wood Grade ; No.2
Fv
180.0 psi
Ft
575.0 psi
Density 31.20pcf
Beam Bracing Beam is Fully Braced against lateral -torsional buckling
00.09 S0.15
- --
4x8
Span = 8.0 ft
Applied Loads
Service loads entered. Load Factors will be applied for calculations.
Uniform Load: D = 0.0150, S = 0.0250 ksf, Tributary
Width = 6.0 ft, (ROOF)
DESIGN SUMMARY
1'!
Maximum Bending Stress Ratio
0.55a 1 Maximum Shear Stress Ratio =
0.274 : 1
Section used for this span
4x8
Section used for this span
4x8
fb : Actual
751.43psi
fv : Actual =
56.75 psi
FB : Allowable =
1,345.50psi
Fv : Allowable =
207.00 psi
Load Combination
+D+S
Load Combination
+D+S
Location of maximum on span =
4.000ft
Location of maximum on span =
0.000ft
Span #where maximum occurs =
Span # 1
Span #where maximum occurs =
Span # 1
Maximum Deflection
Max Downward Transient Deflection
0.078 in Ratio =
1227-360
Max Upward Transient Deflection
0.000 in Ratio =
0 <360
Max Downward Total Deflection
0.125 in Ratio =
767> 240.
Max Upward Total Deflection
0.000 in Ratio =
0 <240.0
Maximum Forces & Stresses for Load Combinations
Load Combination Max Stress Ratios
Segment Length Span # M V C d C FN C i Cr
D Only
Cm C t CL
Length = 8.0 ft
1
0.268
0.131
0.90
1.300
1.00
1.00
1.00
1.00
1.00
+D+S
1.300
1.00
1.00
1.00
1.00
1.00
Length = 8.0 ft
1
0.558
0.274
1.15
1.300
1.00
1.00
1.00
1.00
1.00
+D+0.750S
1,300
1.00
1.00
1.00
1.00
1.00
Length = 8.0 ft
1
0.471
0.231
1.15
1.300
1.00
1.00
1.00
1.00
1.00
+1.140D
1.300
1.00
1.00
1.00
1.00
1.00
Length = 8.0 ft
1
0.172
0.084
1.60
1.300
1.00
1.00
1.00
1.00
1.00
+1.105D+0.750S
1.300
1.00
1.00
1.00
1.00
1.00
Length = 8.0 ft
1
0.354
0.174
1.60
1.300
1.00
1.00
1.00
1.00
1.00
+0.60D
1.300
1.00
1.00
1.00
1.00
1.00
Length = 8.0 It
1
0.090
0.044
1.60
1.300
1.00
1.00
1.00
1,00
1.00
Moment Values Shear Values
M fb Fb V fv Pv
0.00
0.00
0.00
0.00
0.72
281.79
1053.00
0.36
21.28
162.00
0.00
0.00
0.00
0.00
1.92
751.43
1345.50
0.96
56.75
207.00
0.00
0.00
0.00
0.00
1.62
634.02
1345.50
0.81
47.88
207.00
0.00
0,00
0.00
0.00
0.82
321.24
1872.00
0.41
24.26
288.00
0.00
0.00
0.00
0.00
1.70
663.61
1872.00
0.85
50.12
288.00
0.00
0.00
0.00
0.00
0.43
169.07
1872.00
0.22
12.77
288.00
FIe = S:U6b*161s160713150BE-
ealrn _ ENERCACC. INC. 1983-2616
Description : 1-3
Load Combination Max Stress Ratios
Moment Values
Shear Values
Segment Length Span # M V
C d C FN
C i Cr
Cm C t C L M- ib
Fb V
fv Fv
-0.4601)
1.300
1.00 1.00
1.00 1.00 1.00
0.00 0.00
0.00 0.00
Length = 8.0 ft 1 0.069 0.034
1.60 1.300
1.00 1.00
1.00 1.00 1.00 0.33 129.62
1872.00 0.17
9.79 288.00
VBGtICai R>rac onj., . ' ,`. :_ .
Support notation : Far left is #1
Values in KIPS
Load Combination
Support 1
Support 2
Overall MAXimum
0.960
0.960
Overall MINimum
0.216
0.216
D Only
0.360
0.360
+O+S
0.960
0.960
4".750S
0.810
0.810
+0.60D
0.216
0.216
S Only
0.600
0.600
Description : 1-4
CODE ME
Calculations per NDS 2015, IBC 2015, CBC 2016, ASCB 7-10
Load Combination Set: IBC 2015
Material Properties
Analysis Method: Allowable Stress Design
Fb - Tension
900.0 psi
E : Modulus of Elasticity
Load Combination I BC 2015
Fb - Compr
900.0 psi
Ebend- xx 1,600.Oksi
Fc - Prll
1,350.0 psi
Eminbend - xx 580.Oksi
Wood Species : Douglas Fir - Larch
Fc - Perp
625.0 psi
Wood Grade : No.2
Fv
180.0 psi
Ft
575.0 psi
Density 31.20pcf
Beam Bracing Beam is Fully Braced against lateral -torsional buckling
- _..
D 0.15 S 0.25
- - .... ....
4x10
Span =9.0ft
Applied Loads
Service loads entered. Load Factors will be applied for calculations.
Uniform Load: D = 0.0150, S = 0.0250 ksf, Tributary
Width =10.0 ft, (ROOF)
DESIGN SUMMARY
e
;Maximum Bending Stress Ratio -
0.7841 Maximum Shear Stress Ratio =
0.403 :1
Section used for this span
4x10
Section used for this span
4x10
fb : Actual =
973.72psi
fv : Actual =
83.40 psi
FB : Allowable =
1,242.00psi
Fv: Allowable =
207.00 psi
Load Combination
+D+S
Load Combination
+D+S i
Location of maximum on span =
4.500ft
Location of maximum on span =
0,000ft
Span # where maximum occurs =
Span # 1
Span # where maximum occurs =
Span # 1
Maximum Deflection
Max Downward Transient Deflection
0.101 in Ratio =
1074>=360
Max Upward Transient Deflection
0.000 in Ratio =
0 <360
Max Downward Total Deflection
0.161 in Ratio =
671 >=240,
Max Upward Total Deflection
0.000 in Ratio =
0 <240.0
Max1murnForces & Stresses.for Load Cornbirtations
Load Combination
Max Stress Ratios
Segment Length
Span #
M
V
Cd
C FN
C i
Cr
D Only
Length = 9.0 ft
1
0.376
0.193
0.90
1.200
1.00
1.00
+D+S
1.200
1.00
1.00
Length = 9.0 ft
1
0.784
0.403
1.15
1.200
1.00
1.00
+D+0.7508
1.200
1.00
1.00
Length = 9.0 ft
1
0.661
0.340
1.15
1.200
1.00
1.00
+1.140D
1100
1.00
1.00
Length = 9.0 ft
1
0.241
0.124
1.60
1.200
1.00
1.00
+1.105D+0.750S
1.200
1.00
1.00
Length = 9.0 ft
1
0.498
0.256
1.60
1.200
1.00
1.00
+0.60D
1.200
1.00
1.00
Length = 9.0 ft
1
0.127
0.065
1.60
1.200
1.00
1.00
C m
C t
C L
Moment Values
M fb
_
Fb
V
Shear Values
fv Fv
0.00
0.00
0.00
0.00
1.00
1.00
1.00
1.52
365.15
972.00
0.68
31.27
162.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
1.00
1.00
1.00
4.05
973.72
1242.00
1.80
83.40
207.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
1.00
1.00
1.00
3.42
821.58
1242.00
1.52
70.37
207.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
1.00
1.00
1.00
1.73
416.27
1728.00
0.77
35.65
288.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
1.00
1.00
1.00
3.58
859.92
1728.00
1.59
73.65
288.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
1.00
1.00
1.00
0.91
219.09
1728.00
0.41
18.76
288.00
Description : 1-4
Load Combination Max Stress Ratios
Moment Values
Shear Values
Segment Length Span # M V
C d C FN
C i Cr Cm C t C L M fb
__ Pb V
fv F'v
+0.460D
1.200
1.00 1.00 1.00 1.00 1.00
0.00 0.00
0.00 0.00
Length = 9.0 ft 1 0.097 0.050
1.60 1.200
1.00 1.00 1.00 1.00 1.00 0.70 167.97
1728.00 0.31
14.39 288.00
i/er$ic�l>R@�C$#OtIS
Support notation :Far left is #1
Values in KIPS
Load Combination
Support 1
Support 2
Overall MAXimum
1.800
1.800
Overall MINimum
0.405
0.405
D Only
0.675
0.675
+D+S
1.800
1.800
+D+0.7508
1.519
1.519
+0.601)
0.405
0.405
S Only
1.125
1.125
In/ood Bea 1 - FIe=S:Wobsls161s16071S15QBE-11WO1609-11 ENERC-l.ECS
ENERCALC, ING.1983-2016, 13410.16:7.21, Ver6.16.7.21
Description: 0-1
CODE REFERENCES
Calculations per NOS 2015, tBC 2015, CSC 2016, ASCE 7-10
Load Combination Set: IBC 2015
Material Properties
Analysis Method: Allowable Stress Design Fb - Tension 900.0 psi E : Modulus of Elasticity
Load Combination i BC 2015 Fb - Compr 900.0 psi Ebend- xx 1,600.Oksi
Fc - Pill 1,350.0 psi Eminbend - xx 580.Oksi
Wood Species : Douglas Fir - Larch Fc - Perp 625.0 psi
Wood Grade : No.2 Fv 180.0 psi
Ft 575.0 psi Density
Beam Bracing : Beam is Fully Braced against lateral -torsional buckling
_._....... ...... _.._...-
D'0.095 L 0.38
I
i
4x8
Span = 4.750 ft
31.20pcf
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Uniform Load : D = 0,010, L = 0.040 ksf, Tributary Width = 9.50 ft, (FLOOR)
DESIGN SUMMARY
---,_-.. __... _._..... _ ---_-
Maximum Bending Stress Ratio =
0.446 1 Maximum Shear Stress Ratio
Section used for this span
4x8
Section used for this span
fb : Actual =
524.30psi
fv : Actual
FB : Allowable =
1,170.00 psi
Fv : Allowable
Load Combination
+D+L
Load Combination
Location of maximum on span =
2.375ft
Location of maximum on span
Span # where maximum occurs =
Span # 1
Span # where maximum occurs
Maximum Deflection
Max Downward Transient Deflection
0.025 in Ratio =
2315 >=360
Max Upward Transient Deflection
0.000 in Ratio =
0 <360
Max Downward Total Deflection
0.031 in Ratio =
1852>=240,
Max Upward Total Deflection
0.000 in Ratio =
0 <240.0
7,9sia lr]
0.370 :1
4x8
66.69 psi
= 180.00 psi
+D+L
0.000 ft
Span # 1
Maximum Forces & Stresses for Load Combinations
Load Combination Max Stress Ratios
Segment Length Span # M V C d C IN C i Cr
-
CM
-
C t
C L
Moment Values
M tb
Fb
-.
V
Shear Values
fv Fv
D Only
0.00
0.00
0.00
0.00
Length = 4.750 ft
1
0.100
0.082
0.90
1.300
1.00
1.00
1.00
1.00
1.00
0,27
104.86
1053.00
0.23
13.34
162.00
+O+L
1.300
1.00
1,00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length = 4.750 ft
1
0.448
0.370
1.00
1.300
1.00
1.00
1.00
1.00
1.00
1.34
524.30
1170.00
1.13
66.69
180.00
+D+0.750L
1.300
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length = 4.750 It
1
0.312
0.258
1.15
1.300
1.00
1.00
1.00
1.00
1.00
1.07
419.44
1345.50
0.90
53.35
207.00
+1.140D
1.300
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length = 4.750 ft
1
0.064
0.053
1.60
1.300
1.00
1.00
1.00
1.00
1.00
0.31
119.54
1872.00
0.26
15.20
288.00
+1.105D+0.750L
1.300
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length = 4.750 ft
1
0.230
0.190
1.60
1.300
1.00
1.00
1.00
1,00
1.00
1.10
430.45
1872.00
0.93
54.75
288.00
+0.60D
1.300
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length = 4.750 ft
1
0.034
0.028
1.60
1.300
1.00
1.00
1.00
1.00
1,00
0.16
62.92
1872.00
0.14
8.00
288.00
•1 i
L�censee� .SO.UND STRUCTURAL;SOLUTIONS
Load Combination Vex Stress Ratios
Moment Values
Shear Values
Segment Length Span # M V
C d C FN
C i Cr Cm C t C L M fb
Fb V
fv Fv
+0.460D
1.300
1.00 1.00 1.00 1.00 1.00
0.00 0.00
0.00 0.00
Length = 4.750 ft 1 0.026 0.021
1.60 1.300
1.00 1.00 1.00 1.00 1.00 0.12 48.24
1872.00 0.10
6.14 288.00
-- V@r'tiCai.ReictiorlS
Support notation :Far left is #1
Values in KIPS
Load Combination
Support 1
Support 2
Overall MAXimum
1.128
1.128
Overall MINimum
0.135
0.135
D Only
0.226
0.226
+D+L
1.128
1 A28
+0+0.750L
0.903
0.903
+0.60D
0.135
0.135
L Only
0.903
0.903
Wood Beam - Re=S:wobsts16Ls16OMl50BE-11WO1609-11_ENERC-1.EC6
ENERCALC, INC.1983-2016, Balld6.16.7.21, Ver:6.16.7.21
11
Description : 0-2
CODE REFERENCES
Calculations per NDS 2015, IBC 2015, CSC 2016, ASCE 7-10
Load Combination Set : IBC 2015
Material Properties
Analysis Method: Allowable Stress Design
Fb - Tension
900.0 psi
E : Modulus of Elasticity
Load Combination i BC 2015
Fb - Compr
900.0 psi
Ebend- xx 1,600.0 ksi
Fc - Pdl
1, 350, 0 psi
Eminbend - xx 580.Oksi
Wood Species : Douglas Fir - Larch
Fc - Perp
625.0 psi
Wood Grade : No.2
FV
180.0 psi
Ft
575.0 psi
Density 31.20pcf
Beam Bracing Beam is Fully Braced against lateral -torsional buckling
- ----------
D(0.0133 L 0.0532
I
L1
2x8
Span = 9.50 ft
Applied Loads
Service loads entered. Load Factors will be
applied
for calculations.
Uniform Load : D = 0.010, L = 0.040 ksf, Tributary Width =1,330 ft, (FLOOR)
DESIGN SUMMARY, .._ ._. .....
;Maximum Bending Stress Ratio =
0.6341 Maximum Shear Stress Ratio
=
0.242 :1
Section used for this span
2x8
Section used for this span
2x8
fb : Actual =
685.08psi
fv : Actual
=
43.57 psi
FB : Allowable =
1,080.00psi
Fv : Allowable
=
180.00 psi
Load Combination
+D+L
Load Combination
+D+L
Location of maximum on span =
4.750ft
Location of maximum on span
=
0.000ft
Span # where maximum occurs =
Span # 1
Span # where maximum occurs
=
Span # 1
Maximum Deflection
Max Downward Transient Deflection
0.129 in Ratio =
886>=360
Max Upward Transient Deflection
0.000 in Ratio =
0 <360
Max Downward Total Deflection
0.161 in Ratio =
708>=240.
Max Upward Total Deflection
0.000 in Ratio =
0 <240.0
Maximum Forces & Stresses for Load
Combinations
Load Combination Max Stress Ratios
Moment Values
Shear Values
Segment Length Span # M V
Cd
C IN C i Cr Cm
C t C L M fb
Fb
V
fV Fv
D Only
0.00
0.00
0.00 0.00
Length = 9.50 It 1 0.141 0.054
0.90
1.200 1.00 1.00 1.00
1,00 1.00 0.15 137.02
972.00
0.06
8.71 162.00
+D+L
1.200 1.00 1.00 1.00
1.00 1.00
0.00
0.00
0.00 0.00
Length = 9.50 ft 1 0.634 0,242
1.00
1.200 1.00 1.00 1.00
1.00 1.00 0.75 685.08
1080.00
0.32
43.57 180.00•
+D+0.750L
1.200 1.00 1.00 1.00
1.00 1.00
0.00
0.00
0.00 0.00
Length = 9.50 ft 1 0.441 0.168
1.15
1.200 1.00 1.00 1.00
1.00 1.00 0.60 548.07
1242.00
0.25
34.86 207,00
+1.140D
1.200 1.00 1.00 1.00
1.00 1.00
0.00
0.00
0.00 0.00
Length = 9.50 ft 1 0.090 0,034
1.60
1.200 1.00 1,00 1.00
1.00 1.00 0.17 156.20
1728.00
0.07
9.93 288.00
+1.105D+0.750L
1.200 1.00 1.00 1.00
1.00 1.00
0.00
0.00
0.00 0.00
Length = 9.50 ft 1 0.325 0.124
1.60
1.200 1.00 1.00 1.00
1.00 1.00 0.62 562.45
1728.00
0.26
35.77 288.00
+0.60D
1.200 1.00 1.00 1.00
1.00 1.00
0.00
0.00
0.00 0.00
Length = 9.50 ft 1 0.048 0.018
1.60
1.200 1.00 1.00 1.00
1.00 1.00 0,09 82.21
1728.00
0.04
5.23 288.00
Description : 0-2
Load Combination Max Stress Ratios
Moment Values
Shear Values
Segment Length Span # M V
C d C FN
C i Cr
CM C t C L M fb
Fb V
fv Fv
+0.4601)
1.200
1.00 1.00
1.00 1.00 1.00
0.00 0.00
0.00 0.00
Length = 9.50 It 1 0.036 0.014
1.60 1.200
1.00 1.00
1.00 1.00 1.00 0.07 63.03
1728.00 0.03
4.01 288.00
VertfCal ReaG#IOiiS .
Support notation : Far left is #7
Values in KIPS
Load Combination
Support 1
Support 2
Overall MAXimum
0.316
0.316
Overall MINimum
0.038
0.038
D Only
0.063
0.063
+D+L
0.316
0.316
+D+0.750L
0.253
0.253
+0.601)
0.038
0.038
L Only
0.253
0.253
FOUNDATION
ANALYSIS
6628 212th Street SW, Suite 205 - Lynnwood, WA 98036 - Ph: 425-778-1023 - Fax: 206-260-7490
FWS - FOUNDATION WALL STEM (BLD-A)
Dead
Live
Snow
Deck
15
40
25
Floor
10
40
Fnd '
100
Roof
15
25
Wall
10
Bearing Capacity
2000
r
gyY 1
� � r
ZQ
'—ors
Arm
iM"9!'YIY'Ay.p�F.;4SytgYrt4 MitifXif a!J`l iQ9MPAW YHA-fi. tiC9�lfM'ifPY r'iMHIM
!1 f„
Tributary
Dimension
Type of Load
Dead
Load
Live Load
Snow
Load
Total
Load
10
Roof
150
0
250
400
Floor
0
0
0
0
Wall
0
0
0
0
Fnd
0
0
0
0
Total
150
0
250
400
Minimum
Ft Width
USE (in)
Stress
0.2
12
20%