HomeMy WebLinkAboutBLD2018-00777 SFR - BLD Application - 9/13/2018 E V1:.D
JI IL 19 2018
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Mason County WA GIS Page 1 of 1
Mason County WA GIS Mason County Homepage
JUL 19 2018
+ 223107700490 W. Alder Str47t
Show search results for 22310...
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PLANNING107g51NE ANVIL LN
2231421;NE'ANVIL LN
A • 420 NE
223090004000 -�
_Aop2-
rn"c► 300 NE
271 NE ANVIL Ll 2'
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250 NE AN
—221 NE ANVIL LN 22310
•
223107790481
- 200 NE ANVI
30 NE HORSESHOE DR •
22310779d�82
223097500180 �I 223097500260 22304f5ft roe or
22'.
300ft
122.932 47.507 Degrees
https://gis.co.mason.wa.us/mason/?find=223107700490 7/25/2018
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APPROVED D
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MASON COUNTY DCD PLAitiiNING
SITE PLAN REQUIRED T�F OfJ 51�=
NG SUBJECTT(XAP�>; iq�;
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Simple Heating System Size: Washington State
This heating system sizing calculator is based on the Prescriptive Requirements of the 2015 Washington State Energy Code(WSEC)and ACCA
Manuals J and S.This calculator will calculate heating loads only.ACCA procedures for sizing cooling systems should be used to determine cooling
loads.
Please fill out all of the green drop-downs and boxes that are applicable to your project.As you make selections in the drop-downs for each section,
some values will be calculated for you. If you do not see the selection you need in the drop-down options,please call the WSU Energy Extension
Program at(360)956-2042 for assistance.
Project Information Contact Information
IRON KRAUS 1KRAUS
271 NE ANVIL LN,BELFAIR P 0 BOX 432
22310-77-00490 ISEABECK WA 98380
Heating System Type: O All other Systems O Heat Pump
To see detailed instructions for each section,place your cursor on the word"Instructions".
Design Temperature
Instructions _ Design Temperature Difference(AT) 47
. Shelton AT=Indoor(70 degrees)-Outdoor Design Temp
Area of Building
Conditioned Floor Area
Instructions Conditioned Floor Area(sq ft) 960
Average Ceiling Height Conditioned Volume
. Instructions Average Ceiling Height(ft) 8.0 7,680
Glazing and Doors U-Factor X Area = UA
Instructions
U-0.30 . 0.300 162 48.60
Skylights U-Factor X Area = UA
instructions 0.50 00 ---
Insulation
Attic _ U-Factor X Area = UA
Instructions R-49 0.026 960 24.96
Single Rafter or Joist Vaulted
U-Factor X Area UA
Instructions No VaulOed CeilirW In this project V
Above Grade Walls(see Figure t) U-Factor X Area UA
Instructions R-21 Intermediate ���;� 0.056 926 51.86
_
Floors U-Factor X Area UA
Instructions -
No Floors above unconditioned spaces.
L
Below Grade Walls(s-Figure 1) U-Factor X Area UA
Instructions 111 0.028 0�
No Below
Grade Walls in this project
Slab Below Grade sa;Figure 1 F-Factor X Length UA
Instructions 0.303
No slab Ilebw Grade In this project �
Slab on Grade ts" R� F-Factor X Len th UA
Instructions 0.540 960 518.40
R-10 Perimeter �
ti111111
Location of Ducts
Instructions Duct Leakage Coefficient
UrtmrtdRioned space 1.10
Sum of UA 643.82
Envelope Heat Load 30,259 Btu/Hour
Figure 1. SumofuAXAT
Air Leakage Heat Load 3,898 Btu I Hour
Volume X 0.6 X AT X.018
Above Grade Building Design Heat Load 34,158 Btu/Hour
•"`�"'""�•-..,,,•4 Air Leakage-Envelope Heat Loss
Building and Duct Heat Load 37,573 Btu/Hour
Ducts in unconditioned space:Sum of Building Heat Loss X 1.10
Ducts in conditioned space:Sum of Building Heat Loss X 1
Maximum Heat Equipment Output 46,967 Btu/Hour
Building and Duct Heat Loss X 1.40 for Forced Air Furnace
Building and Duct Heat Loss X 1.25 for Heat Pump
(07101113)
MASON COUNTY DEPARTMENT OF COMMUNITY DEVELOPMEI§UILDING
WSEC/Ventilation Code Compliance Application
Submit with heating/cooling system size worksheet (see instructions #4)
Owner: Parcel#: Type of project:
M
Total Sq. Ft. 1st Floor: 211 floor, s t nt:
of heated area:: CIQU cl u0 JUL 19 2018
Heating System Type: O Electric wall heater O Electric Central Furnace O LArn�
5-uWAider Street
O Heat Pump with electric furnace O Heat pump with gas furnace ® Ductless Heat
O Boiler, specify fuel type: O Other.
Specify:
t X Prescriptive Option Table R402.1.1 (see table on previous page)
Compliance
Method ElComponent Performance, R402.1.3 — Calculation worksheets required
Must Check one::
❑ Other (Specify):
Check one )1 Whole House Ventilation system ❑ Whole House Ventilation
Ventilatio using exhaust fans &window or wall Integrated with a Forced Air ❑ Other,describe:
fresh air vents (M1507.3.4). If using System (M1507.3.5)
n System window vents be sure to order
windows with vents.
Referencing Table R406.2, "Additional Residential Energy Efficiency Requirements," all residential units
must develop credits as specified in Table 406.2. Identify and describe which option(s)will be used to
comply. If the table is not attached to this form you can access the table on our website at
http://www.co.mason.wa.us/forms/Community DevAecc wsec.pdf
Additional a) Description: Small dwelling units: less than 1,500 sq. feet of heated or cooled floor
area and less than 300 sq. ft fenestration area (skylights, doors, windows, etc).
Energy *Including additions to existing building that are greater than 500 sq. ft. of heated floor
Efficiency Requirem but less than 1500 sq ft of floor area. Requires 1.5 credits
ents b) Medium dwelling units that are not included in (a) above {small dwelling), OR (c) below
Energy {large dwelling} Requires 3.5 credits
credits
EXCEPTION: Dwelling units serving R-2 occupancies shall require. Requires 2.5
requiirred. credits. See page two for description.
c) Large dwelling unit is a dwelling unit that exceeds 5,000 sq. ft. of heated or cooled
floor area. Requires 4.5 credits
d) Additions less than 500 sq feet. Requires .5 credits
(Fenestration is defined in the /ECC as skylights, roof windows, vertical windows, opaque
doors, lazed-doors that include products with glass and non-glass glazing materials.
Describe Energy CreditnOption(s):
Using Option'� � r
number(s): f� L.IGvL +.Ply. �LR� I I ►��
3
FEN ESTRATION'SCHEDULE
USE FOR ENERGY CREDIT. a) SMALL DWELLING OPTION & COMPONENT PERFORMANCE COMPLIANCE
List all windows, doors, skylights. (If needed, attach an additional sheet)
'Fenestration is defined in IECC Chapter 2 as skylights, roof windows, vertical windows, opaque doors, glazed-doors
that include products with lass and non- lassglazing materials,
Manufacturer Location U-Factor Size Quantity Total
rough opening) Square Feet
Li i 0 l a4
30 5° v �o
30
(o i
10
Total Fenestration: windows, skylights and door area I(p
Energy Credits
4
MASON COUNTY COMMUNITY SERVICES
PERMIT ASSISTANCE CENTER: Permit No: E) -WrITI
•BUILDING•PLANNING•PUBLIC HEALTH•FIRE MARSHAL
1
>'k 615 W.Alder Street,Shelton,WA 98584 Ir A"' w—
,Y Phone Shelton:(360)427-9670 ext.352•Fax:(360)427-7798 Phone
_= R Belfalr(360)275-4467•Phone Elma:(360)482-5269 JUL 19 2018
185 . ,,;1.g
UILD'INGBUILDING PERMIT APPLICATI0645 W. Alder street
PROPERTY OWNER INFORMATION: CONTRACTOR INFORMATION:
NAME: 6 NAME:
MAILING ADDRESS: 2 MAILING ADDRESS:
CITY: j�, STATE: ZIP: CITY: STATE: ZIP:
PHONE#l: PHONE: CELL:
PHONE#2: EMAIL
EMAIL: L&I REG# EXP.
PRIMARY CO ACT: OWNER❑ CONTRACTOR❑ OTHER❑
NAME EMAIL
MAILING ADDRESS Z CITY STATE ZIP
PHONE CELL
PARCEL INFORMATION: !y�
PARCEL NUMBER(12 Digit Number) ZONING 1'1Y1'5
LEGAL DESCRIPTION(Abbreviat ) __ FIRE DISTRI
SITE ADDRESS 2-r1 LIOE CITY
DIRECTIONS TO SITE ADDRESS
IS THE PROJECT WITHIN 300 FT OF SLOPE(S)GREATER THAN 14%: YES❑ NO ❑
IS PROPERTY WITHIN 200 FT OF THE FOLLOWING: (Check all that apply): '
SALTWATER❑ LAKE❑ RIVER/CREEK ❑ POND ❑ WETLAND ❑ SEASONAL RUNOFF ❑ STREAM❑
TYPE OF WORK: NEW.❑ ADDITION❑ ALTERATION❑ REPAIR El OTHER ❑
USE OF STRUCTURE(Residence,Garage,Commercial Bldg,Etc)y ��° Y iEc-i -tb 1P1-54ylci QA&
IS USE: PRIMARY)� SEASONAL❑ NUMBER OF BEDROOMS I NUMBER OF BA OMS
HEATED STRUCTURE? YES(Whole Bldg), YES(Part[s]of Bldg) ❑ NO ❑
DESCRIBE WORK r)Pj15 lam' �JL
SOUARE FOOTAGE: (propose+existing)
1 ST FLOOR (Qy sq.ft. 2ND FLOOR sq.ft. 3RD FLOOR sq.ft. BASEMENT sq.ft.
DECK sq. ft. COVERED DECK sq.ft. STORAGE sq.ft. OTHER sq.ft.
GARAGE sq.ft. Attached❑ Detached❑ CARPORT sq.ft. Attached❑ Detached❑
MANUFACTURED N: *4 COPIES OF THE FLOOR PLAN REQUIRED*
71DT�H__
MODEL BEDROOMS BATHS SERIAL NUMBER
ENVIRONMENTAL HEALTH: -
SEWAGE/SEWER SOURCE: SEPTIC K SEWER❑ / NEW EXISTING ❑
PLUMBING IN STRUCTURE? YESM NO ❑ Ifyes, attach completed Water Adequacy Form
PERIMETER/FOUNDATION DRAINS PROPOSED? YES�, NO❑ EXISTING SQ.FT.
EXISTING BEDROOMS PROPOSED BEDROOMS TOTAL BEDROOMS
OWNER acknowledges that submission of inaccurate information may result in a stop work order or permit revocation.Acknowledgement of such is by
signature below.I declare that I am the owner and I further declare that I am entitled to receive this permit and to do the work as proposed.I have
obtained permission from all the necessary parties,including any easement holder or parties of interest regarding this project. The owner or legal
representative,represents that the information provided is accurate and grants employees of Mason County access to the above described property
and structure(s)for review and inspection. This permitlapplication becomes null&void if work or authorized construction is not commenced within 180
days or if construction work is suspended for a period of 180 days.
PROOF OF CONTINUATION OF WORK ON THIS PERMIT IS BY MEANS OF INSPECTION. INACTIVITY OF THIS
PERMIT PLICATION OF 180 DAYS OF MORE WILL CAUSE THE APPLICATION TO BE EXPIRED. (MASON
COUNTY CODE 14.08.42)
X
Signature of OWNER(Must be signed by the OWNER) Date
DEPARTMENTAL REVIEW APPROVED DATE DENIED DATE TAGS/NOTES/CONDITIONS
BUILDING DEPARTMENT CC-
PLANNING DEPARTMENT
FIRE MARSHAL
PUBLIC HEALTH
MASON COUNTY RECOW-D
i COMMUNITY SERVI ' 4
/ Building,Planning,Environmental Health,Community Health ' 1 ' G JUL 19 2018
Physical and Mailing Address: 615 W Alder St., Bldg 8, Shelton, WA 98584 615 W. Alder Street
Shelton Phone: (360)427-9670 ext 352 e- Fax (360)427-7798
PLUMBING & MECHANICAL PERMIT APPLICATION Permit#:]JId 2616 - 06 71
OWNERAWORMAT ON: CONTRACTOR INFORMATION:
NAME: &I1 naV� NAME:
MAILING ADDRESS: MAILING ADDRESS:
CITY: STATE: ZIP: CITY: STATE: ZIP:
15i PHONE: PHONE: CELL:
w 2nd PHONE: EMAIL:
' EMAIL: L&I REG# EXP.
PARCEL INFORMATION:
PARCEL NUMBER (12 Digit Number): oA2-1 31D - q 1 " t-{ U Zoning:
LEGAL DESCRIPTION (Abbreviated):
SITE ADDRESS: I t C - fatA, CITY:
DIRECTIONS TO SITE ADDRESS:
TYPE OF JOB/WORK: NEW ADD ALT REPAIR OTHER
USE OF BUILDING
PLUMBING FIXTURES MECHANICAL UNITS Electric in-wall heaters(no fee)
Type of Fixture No. of Fixtures Fuel Type Fees Type of Unit No. of Units Fuel Type Fees
Toilet(s) — Fumace [E/G/LPG]
Bathroom Sink(s) Heat Pump [ // /LPG]
Bath Tub(s) ,� Ductless H.P. —1 E/Z/LPG]
Shower(s) I Spot Vent Fan
Water Heater(s) ( [E/ LPG Propane Tank _gal.]
Clothes Washer(s) [E/G/LPG] Gas Outlet(s) ' L' 1_
Kitchen Sink(s) Heat Stove _ [EJ G/LPGW
Dishwasher(s) ( Kitchen Exhaust Hood
Hose bib(s) Dryer Vent
Other Solar Panel
Other Other
Plumbing Subtotal Mechanical Subtotal
Plumbing Base Fee Mechanical Base Fee
Final Inspection Fee Final Inspection Fee
TOTAL PLUMBING TOTAL MECHANICAL
OWNER/BUILDER acknowledges submission of inaccurate information may result in a stop work order or permit revocation.Acknowledgement of such is
by signature below. I declare that I am the owner, owners legal representative, or contractor. I further declare that I am entitled to receive this permit and to
do the work as proposed. I have obtained permission from all the necessary parties, including any easement holder or parties of interest regarding this
project.The owner or authorized agent represents that the information provided is accurate and grants employees of Mason County access to the above
described property and structure(s)for review and inspection.This permit/application becomes null&void if work or authorized construction is not
commenced withi 180 days or if construction work is suspended for a period of 180 days.PROOF OF CONTINUATION OF WORK IS BY MEANS OF
INSPECTION. CTIVI I OF THIS PERMIT APPLICATION OF 180 DAYS WILL INVALIDATE THE APPLICATION.
X ?-)S/�
'Sig re of Appfi ant Date
X o� /?/ccc� Owner/Owners Representative/Contractor
Print Name (Circle one)
DEPARTMENTAL REVIEW APPROVED DATE DENIED DATE TAGS/NOTESICONDITIONS
O Building
O Fire Marshal J
O Permit Tech (OTC penult only)
1:ISi. tt5^:e.'Irw: h;ti::J/Iwvv'w.co.IT.-aSOi?.wa.Ust,co ,-,munity deN/ Rev:3/08;20ii
CONSTRUCTION NOTES
1, ALL DRAWINGS SHALL BE REVIEWED AND APPROVED BY OWNER AND/OR CONTRACTOR PRIOR TO BEGINNING OF SITE WORK
POLE BUILDING PLANS OR BUILDING CONSTRUCTION. ALL DIMENSIONS AND SPECIFICATIONS SHALL BE VERIFIED AND ANY DISCREPANCIES,
ERRORS AND/OR OMISSIONS SHALL BE REPORTED TO SOUTH VALLEY ENGINEERING PRIOR TO MATERIAL PURCHASE AND
BUILDING OWNER: RON KRAUS BEGINNING OF CONSTRUCTION. SOUTH VALLEY ENGINEERING SHALL NOT BE HELD LIABLE FOR ANY COSTS OR DAMAGES
INCURRED DUE TO DISCREPANCIES,ERRORS AND/OR OMISSIONS DISCOVERED AFTER CONSTRUCTION HAS BEGUN.
BUILDING LOCATION: 271 NE ANVIL LANE 2. THE BUILDING OWNER AND OR CONTRACTOR ACCEPTS FULL RESPONSIBILITY FOR ANY WORK DONE THAT IS NOT SHOWN
BELFAIR,WA.98528 ON OR DOES NOT COMPLY WITH THESE PLANS. REQUESTS FOR ANY CHANGES SHALL BE MADE TO THE ENGINEER IN
COUNTY: MASON WRITING,AND SHALL BE RECEIVED FROM THE ENGINEER IN WRITING PRIOR TO IMPLEMENTATION.
BUILDING DIMENSIONS: 20'X 48'X 9'ADDITION 3. STRUCTURAL CONCRETE FOR SLABS AND FOUNDATIONS SHALL BE A MINIMUM OF 2,500 PSI COMPRESSIVE STRENGTH AT 28
BUILDING AREA: 960 SF(ADDITION ONLY) DAYS WITH NO SPECIAL INSPECTION REQUIRED. FOOTINGS AND FOUNDATIONS SHALL BE CAST AGAINST UNDISTURBED
NATIVE SOIL UNLESS OTHERWISE NOTED ON THE PLANS.
ROOF PITCH: 3 IN 12 CONSTRUCTION TYPE: V-B 4. ALL DIMENSIONAL LUMBER SHALL BE#2 DF OR BETTER UNLESS OTHERWISE NOTED ON THE PLANS, HIGHER GRADE
ROOF FRAMING SYSTEM: PRE-ENGINEERED TRUSSES BY OTHERS LUMBER OF SAME SPECIES MAY BE SUBSTITUTED FOR SPECIFIED GRADE.
ROOF ASSEMBLY: METAL OVER WOOD SHEATHING 5. ALL WOOD IN CONTACT WITH CONCRETE ABOVE GROUND SHALL BE PRESSURE TREATED FOR ABOVE GROUND CONTACT.
WALL ASSEMBLY: EXTERIOR WOOD WALL SHEATHING ALL WOOD EMBEDDED IN GROUND SHALL BE PRESSURE TREATED FOR BURIAL.
BUILDING USE: RESIDENCE 6. ROOF&WALL WOOD SHEATHING(IF USED)-UNLESS OTHERWISE NOTED ON THE PLANS:
ALL ROOF AND WALL WOOD SHEATHING SHALL BE AN APPROVED APA RATED SHEATHING,EXPOSURE I,GRADE C-D,
CONTRACTOR/BUILDER: NA EXTERIOR GLUE,7116"THICK(MINIMUM). EXTERIOR GRADE SHEATHING SHALL BE RATED FOR EXTERIOR USE. WOOD ROOF
SHEATHING SHALL BE NAILED WITH 8d NAILS AT 6"O.C.EDGES AND 12"O.C.FIELD. 2X BLOCKING IS NOT REQUIRED FOR
ADDRESS: ROOF SHEATHING. WALL SHEATHING SHALL BE NAILED WITH 8d NAILS AT 6"O.C.EDGES AND 12"O.C.FIELD OR AS SPECIFIED
ON THE PLANS. 2X BLOCKING SHALL BE INSTALLED AT ALL PANEL EDGES ON ALL WALLS.
7. ALL FASTENERS EXPOSED TO THE ELEMENTS SHALL BE GALVANIZED OR CORROSION RESISTANT. ALL FASTENERS IN
BUILDING DESIGN CRITERIA SHT DRAWING LIST PRESSURE TREATED WOOD SHALL BE HOT-DIPPED GALVANIZED OR STAINLESS STEEL.
GROUND SNOW LOAD,P 25 PSF 1 C1.0 COVER SHEET 8. IF PLANS SPECIFY GRAVEL BACKFILL IN POSTHOLE,BACKFILL WITH%"MINUS CLEAN CRUSHED GRAVEL TO SPECIFIED
9-— EMBEDMENT DEPTH. BACKFILL IN 6"LIFTS AND SATURATE AND COMPACT EACH LIFT.
ROOF DEAD LOAD=3 PSF 2 P1.0 PLAN VIEW 9. INSTALL ALL TRUSS BRACING PER TRUSS ENGINEERING. INSTALL TEMPORARY TRUSS BRACING DURING CONSTRUCTION
WIND SPEED=115 MPH(3 SEC.GUST) 3 E1.0 ELEVATION VIEWS PER BCSI-1310 GUIDELINES FOR POST FRAME TRUSS INSTALLATION,RESTRAINT&BRACING DURING CONSTRUCTION.
WIND EXPOSURE=B 4 S1.0 SECTION A 10. IF SOLID ROCK IS ENCOUNTERED AND THE POSTHOLE DEPTH CANNOT BE DRILLED TO THE DEPTH AS SPECIFIED,THE
SEISMIC DESIGN PARAMETERS: 5 S2.0 SECTION B FOLLOWING CRITERIA MAY BE USED:
SS=1.44; S1 =0.58 6 D1.0 DETAILS A. ALL POSTHOLES MUST BE A MINIMUM OF 18"0 X 30"DEEP AND
B. THE SOLID ROCK PORTION OF THE POSTHOLE DEPTH MUST BE A MINIMUM OF 18"DEEP AND
SEISMIC DESIGN CATEGORY=D-2 C. ALL POSTHOLES MUST BE BACKFILLED WITH CONCRETE BACKFILL FULL DEPTH
RISK CATEGORY=II D. THE 6"CONCRETE FOOTING AT THE BOTTOM OF THE HOLE MAY BE OMITTED FOR POSTS BEARING ON SOLID ROCK
SOIL BEARING CAPACITY=1,500 PSF COVER SHEET
BUILDING CODES&REFERENCES I DRAWING NO.: C1.0 o-NER: RON KRAUS
-2015 IBC q,4 REV.: 0 SHEET: 1 LocnnoN:271 NE ANVIL LANE
-ASCE 7-10 �' PROJECT NO.: 18-110 BELFAIR,WA.98528
-NDS 2012 x DATE: 12 APR 2018 SCALE: NIA DRAWN BY: SA
THE PLANS FOR THIS BUILDING ARE THE PROPERTY OF SOUTH VALLEY ENGINEERING,LLC AND SHALL BE SURRENDERED UPON REOUEST.THIS BUILDINGHAS BEEN 39198 South Valley Engineering
ENGINEERED TO CONFORM TO THE DIMENSIONS AND BUILDING DESIGN CRITERIA SPECIFIED,AND SHALL BE BUILT ONLY AT THE LOCATION DESIGNATED ON THESE 4742 Liberty Rd.S#151• Salem,OR.97302
PLANS.ANY CHANGES OR MODIFICATIONS TO THESE PLANS,INCLUDING BUT NOT LIMITED To BUILDING DNENSIONS,DESIGN CRITERIA,OR BUILDING LOCATION ph 503 302-7020• Fax 888 535-6341
WITHOUT EXPRESS WRITTEN PERMISSION OR DOCUMENTATION BY THE ENGINEER WHOSE SEAL IS AFFIXED TO THESE PLANS SHALL RENDER THESE PLANS NULL .1
AND VOID,AND THE ENGINEER WHOSE SEAL IS AFFIXED TO THESE PLANS SHALL NOT BE HELD LIABLE FOR THE STRUCTURAL INTEGRITY OR CODE COMPLIANCE OF www.southvalleyengineering.com
ANY BUILDING CONSTRUCTED REFERENCING THESE PLANS UNDER THESE CONDITIONS.
(2)1.75X11-718"VERSALAM TYPE
Fb2800 LEDGERS
INSTALL PER DWG S2.0 0 o e \
TYP(4)PLCS ON THIS EAVE WALL J E p C r? w L L
EXISTING BUILDING !� T L
,� e
1 12'0"
rX11D
I MASTER 6'-W
T-0" MUD ROOM t 8'-0" BATH A.I.C. I I REF
L ' I I
RE-ENGINEEREpMONOTRUSSES
12"X12"THICKENED SLAB EDGE @ 24"0. I20'0"
INSTALL PER DWG S1,0 x C.TYPTYP ENTIRE PERIMETER EMASTER
OF NEW ADDITION SLAB ONGRADE I I I
I
I I I I KITCHEN I BEDROOM I I B
X I J I S2.0 TYP
49 X39 W 30 X6e WD 4Q X3Q W 54 X30 W 59 X39 W STUD WALL WI 2X6#2 OF
Q STUDS @ 16"O.C.
INSTALL PER DWG S1.0
26'0" 22'0" TYP WHERE SHOWN
48'-0"
TABLE 1
HOLE DIMENSIONS
POST SIZE IDIAMETERLDEPTH I BACKFILL NOTES
QA 4X6 1 18"p 1 2'-6" 1 GRANULAR INSTALL PER CONSTRUCTION NOTES
PLAN VIEW
GENERAL NOTES
1. ALL POSTS TO BE#2 HF PRESSURE TREATED FOR BURIAL AND ORIENTED AS SHOWN DRAWING NO.: P1.0 OWNER: RON KRAUS
UNLESS OTHERWISE NOTED REV.: 0 SHEET: 2 LocanoN:271 NE ANVIL LANE
2.UNLESS OTHERWISE DIMENSIONED,ALL WINDOWS AND WALK DOORS MAY BE LOCATED PROJECT NO.: 18-110 BELFAIR,WA.98528
BY THE OWNERICONTRACTOR IN THE WALLS SHOWN DATE: 12 APR 2018 SCALE: 118" —1'-0" DRAWN BY: SA
3. EMBED POSTS AND BACKFILL PER DWG D2.0. CONCRETE BACKFILL MAY BE SUBSTITUTED
FOR GRANULAR BACKFILL 39188 South Valley Engineering
4. ALL INTERIOR ROOM DIMENSIONS ARE FOR REFERENCE ONLY AND SHALL BE FIELD ' 4742 Liberty Rd.S#151• Salem,OR.97302
VERIFIED BY OWNER OR CONTRACTOR Ph.(503)302-7020• Fax(888)535-6341
5. ALL HEADERS OVER WINDOWS AND WALK DOORS SHALL BE 3-PLY 2X8 OR 4X8(MIN)#2 DF HEADERS wwwsouthvalleyengineering.com
METAL ROOFING OVER WOOD SHEATHING
PER DWG 01.0
EXISTING BUILDIf!�_ EXISTING BUILDING
_.__ _ _ _ - J�1__. VC►1 EXTERIOR WOOD
12"OVERHANGS WALL SHEATHING
TYP EA END OF SHED PER DWG D1.0
16'-0" j I>
14'-0"
EXTERIOR WOOD
WALL SHEATHING 9 0"
PER DWG D1.0
40 X38 W 30 X68 WD 40 X30 W 50 X30 W 58 X30 W I 60 X30 W
48'-0" 20'-0"
FRONT EAVE RIGHT GABLE
EXISTING BUILDING 18"OVERHANG
TYP THIS EAVE ONLY
EXTERIOR WOOD
q�{ G 1 WALL SHEATHING
1 PER DWG D1.0
l
14'-0"
i
68 X48 W 60 X68 WD 40 X49 W
20'-0"
LEFT GABLE
ELEVATION VIEWS
DRAWING NO.: E1.0 OWNER: RON KRAUS
REV.: 0 SHEET: 3 LOCAnON'271 NE ANVIL LANE
PROJECT NO.: 18-110 BELFAIR,WA.98528
x DATE: 12 APR 2018 SCALE: 3132" =V-0" I DRAWN BY: SA
391USouth Valley Engineering
4742 Liberty Rd.S#151• Salem,OR.97302
Ph.(503)302-7020• Fax(888)535-6341
www.southvalleyengineering.com
*ROOF PITCH PER ~f
ELEVATIONS 2X6 BLOCKING `
INSTALL TIGHT BETWEEN _
TOP OF TRUSS HEELS _ v
MONO TRUSS c,
EXISTING BUILDING
ROOF SHEATHING PER ELEVATIONS PER CONTRACTOR ! LEDGERS PER PLAN VIEW
INSTALL PER DWG D1.0 ATTACH EA END TO EA POST WI
(6)5"LONG LEDGERLOK SCREWS
12
ATTACH EA TRUSS TO LOWER LEDGER
WI SIMPSON LU210 HANGER
CEILING PER CONTRACTOR
2 X 6 DOUBLE TOP PLATE
NAIL-LAMINATE WI 16d NAILS @ 16"O,C.
STAGGER JOINTS
INSTALL 2X6 FULL LENGTH
T i';
STUDS PER PLAN VIEW BEARING BLOCK TIGHT ;(, I 6" P.T.SILL PLATE
�—ATTACH TO TOP&BOTTOM UNDER LEDGERS ! .I i #4 L-BARS @ 24"O.C. MIN TATTACH TO T.O.STEM WALL WI
HEIGHT PER A PLATES WI(2)16d NAILS ATTACH TO POST W116d '7 TYP IN STEM WALL 112"AB @ 64'(MAX)O.C.
NAILS @ 3"O.C.STAGGERED ; AND WITHIN 12"BUT NO LESS
ELEVATIONS
THAN 4"OF EA PLATE END
6"MINTL
CONCRETE SLAB
EXTERIOR WALL SHEATHING i ,ti PER PLAN
PER DWG D1.0 GRADE
2X6 P.T.SILL PLATE CONCRETE SLAB
INSTALL PER DETAIL 1.1 PER PLAN 1'0'MIN
INSTALL(2)#4 HORIZONTAL BAR IN
GRADE THICKENED EDGE AS SHOWN
MIN TYP ENTIRE THICKENED PERIMETER
MONOLITHIC FOOTING 8 STEM WALL DETAIL 1.1
AT SLAB EDGE
INSTALL PER DETAIL 1.1 SCALE:112"=1"-0"
TYP THICKENED CONCRETE EDGE
SECTION A
SECTION A S
SEC sis° A ,� DRAWING NO.: S1.0 OWNER. RON KRAUS
SCALREV,: 0 SHEET: 4 LOCA-M 271 NE ANVIL LANE
PROJECT NO.: 18-110 BELFAIR,WA.98528
DATE: 12 APR 2018 SCALE: 318" =1'-0" 1 DRAWN BY: SA
South Valley Engineering
4742 Libeity Rd.S#151• Salem,OR.97302
Ph. (503)302-7020• Fax(888)535-6341
www.southvalleyengineering.com
a 0 2X4 OUTRIGGERS FLAT @ 24"O.C.
ATTACH END TO FIRST TRUSS
BACK WI(2)16d NAILS ROOF CONSTRUCTION
PER DWG D1.0
NOTCH END TRUSS AS REQ'D
TYP
o 2X FASCIA /—PRE-ENGINEERED
_ 0 � N q —� TRUSSES PER PLAN
u 0
v � � o
v Q DOUBLE TOP PLATE
o o INSTALL PER DWG S1.0 ATTACH TRUSS DOUBLE TOP
1 •51 PLATE WI(3)16d NAILS AND(1)
T SIMPSON H1 HURRICANE TIE
O o �9)° -� WALL SHEATHING INSTALL PER MANUFACTURER'S
v 13 6 a PER ELEVATION VIEWS�1 SPECIFICATIONS
a � a p
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PER DWG S1.0
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DRAWING NO.: S2.0 OWNER: RON KRAUS
0 o REV.: 0 SHEET: 5 °�^n°"°271 NE ANVIL LANE
F ,� BELFAIR WA.98528
a. PROJECT NO.: 18-110
x DATE: 12 APR 2018 SCALE: 318" = 1'-0" DRAWN BY: SA
391U South Valley Engineering
4742 Liberty Rd.S#151• Salem,OR.97302
AL Ph.(503)302-7020• Fax(888)535-6341
www.southvalleyengineering.com
STUDS PER PLAN VIEW
INSTALL 7116"OSB OR 112"CDX PLYWOOD
INSTALL HEADER OVER TRUSS PER PLAN SHEATHING OVER TRUSSES
OPENING PER PLAN VIEW ATTACH Wl 8d NAILS @ 6"O.C.EDGES&12"O.C.FIELD
UNLESS OTHERWISE NOTED �J , <' NO INTERMEDIATE BLOCKING REQUIRED
INSTALL(1)KING AND(1)2-PLY I TYP ENTIRE ROOF
(MIN)TRIMMER STUD ON EA SIDE
OF OVERHEAD DOOR j PAINTED OR GALVANIZED 29 GA(MIN)
P.T.SILL PLATE j RIBBED METAL WALL SHEATHING
PER DWG S1.0 I.i S INSTALL#14 X 1"SCREWS WI NEOPRENE
WASHERS @ 9"O.C.
CONCRETE SLAB PER FLOOR PLAN / I PLACE SCREWS NEXT TO EA
LARGE RIB AS SHOWN
DETAIL 1.1
SCALE:NTS DETAIL 1.2
STUD FRAMING AT DOORS&WINDOWS(SIMILAR) ROOF SHEATHING
STUDS PER DWG S1.0 P.T.POST
.I PER PLAN
INSTALL 7116"(MIN)EXTERIOR
1 I i GRADE WOOD SHEATHING CONCRETE SLAB
I I OVER STUDS ,.. PER PLAN
I.I I I ATTACH WI 8d NAILS @ 6"O.C. }
EDGES&17 O.C.FIELD OR AS I CONCRETE BACKFILL PER PLAN
I I I ( INDICATED IN TABLE 2 ON THE HOLE INSTALL PER CONSTRUCTION NOTES
ELEVATION VIEWS DEPTH PER
1 �1 INSTALL 2X BLOCKING AT ALL PLAN VIEW - `
ii--' INTERMEDIATE EDGES
TYP ALL WALLS
DIAMETER
—PER--
DETAIL 1.3 PLAN VIEW DETAIL 1.4
WALL SHEATHING POST EMBEDMENT DETAILS
DETAILS
R DRAWING NO.: D1.0 OWNER: RON KRAUS
�44�04 REV.: 0 SHEET: 6 LOCATION:271 NE ANVIL LANE
PROJECT NO.: 18-110 BELFAIR,WA.98528
x DATE: 12 APR 2018 SCALE: NTS DRAWN BY: SA
South Valley Engineering
4742 Liberty Rd.S#151• Salem,OR.97302
Ph.(503)302-7020• Fax(888)535-6341
www.southvalleyengineering.com
Job: 31078 RON KRAUS/20'MONOS Fill in later/20'SCISS MONO THIS DWG.PREPARED FROM COMPUTER INPUT LOADS&DIMENSIONS)SUBMITTED BY TRUSS MFR.
Top chord 2x4 DF-L#1&Bet. 110 mph wind,15.00 ft mean hgt,ASCE 7-10,CLOSED bldg,Located anywhere in roof,RISK CAT It,EXP C,wind TIC
Bot chord 2x4 DF-L#1&Bel DL=4.2 psf,wind BC DL=6.0 psf.
Webs 2x4 DF-L#2
Wind loads and reactions based on both MWFRS and C&C.
(a)Continuous lateral restraint equally spaced on member.
Right end vertical not exposed to wind pressure.
Bottom chord checked for 10.00 psf non-concurrent bottom chord live bad applied per IRC-15 section 301.5.
Deflection meets U240 live and U180 total load.Creep Increase factor for dead load Is 2.00.
Truss designed for balanced snow bad based on Pg=25.00 psf,Ct=1.10,Ce=1.00,CAT II(Is=1.00)&Pf=19.25
psf.
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LEFT RAKE=17"
LEFT JIG=2174 RIGHT JIG=15'6"2
DESC.= 20'SCISS MONO SEQ= 451053
PLT.TYP.-WAVE DESIGN CRIT-IRCZO151TM2014FT/RT=tO%(O%y5(0) QTY=23 TOTAL=23 REV. 17.02.02B.0123.11 SCALE=0.2500
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Job: 31078 RON KRAUS/20'MONOS Fill in later/20'SCISS MONO THIS DWG.PREPARED FROM COMPUTER INPUT(LOADS&DIMENSIONS)SUBMITTED BY TRUSS MFR.
Top chord 2x4 DF-L#1&Bet. All plates are 2X4 except as noted.
Bot chord 2x4 OF-L#1&BEL
Webs 2x4 DF-L#2 (")1 plate(s)require special positioning.Refer to scaled plate plot details for special positioning
requirements.
110 mph wind,15.00 it mean hgt,ASCE 7-10,CLOSED bldg,Located anywhere in roof,RISK CAT 11,EXP C,wind TIC
DL=4.2 psf,wind BC DL=6.0 psf, Wind bads and reactions based on both MWFRS and C&C.
Truss designed to support 1-0-0 top chord outlookers and cladding bad not to exceed 3.00 PSF one face and 24.0"span Right end vertical not exposed to wind pressure.
opposite face.Top chord must not be cut or notched,unless specified otherwise.
See DWGS A71515ENC101014,GBLLET1N1014,&GABRST101014 for gable wind bracing and ocher requirements.
Bottom chord checked for 10.00 psf non-concurrent bottom chord live bad applied per IRC-15 section 301.5.
Deflection meets U240 live and U180 total load.Creep Increase factor for dead load is 2.00.
Truss designed for balanced snow load based on Pg=25.00 psf,Ct=1.10,Ce=1.00,CAT II(Is=1.00)&Pf=19.25
psf. Shim all supports to solid bearing.
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R=96pif U=100plf W=13'4"6R=88# U=66# W=3"
(Rigid Surface) (Fcperp 565psi)
LEFT RAKE=17"
LEFT JIG=2174 RIGHT JIG= 15'6"2
DESC.= 20'SCISS MONO GAB SEQ= 451055
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South Valley Engineering
4742 Liberty Rd. S #151 • Salem, OR. 97302
Ph. (503) 302-7020 • Fax (888) 535-6341
www.southvalleyengineering.com
Project No.
18-110
Calculations for
Ron Kraus
271 NE Anvil Lane
Belfair, WA. 98528
Date
7/6/2018
Engineer
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STUD FRAME BUILDING SUMMARY SHEET
Owner: Ron Kraus Date: 7/6/2018
Building location: 271 NE Anvil Lane
Belfair,WA.98528 Project No.: 18-110
Building Description: Private shop
Building dimensions: Environmental information:
Width: 20 ft. Wind speed: 110 MPH
Length: 48 ft. Wind exposure: B
Low Eave Height: 9 ft. Seismic design category: D
High Eave Height: 14 ft. Ss: 1.44
Overhang: 1 ft. SI: 0.58
Roof pitch: 3 /12 Ground snow load: 25 psf.
Concrete Slab: Yes Design roof snow load: 25 psf.
Roof dead load: 10 psf.
Soil bearing capacity: 1,500 psf.
Risk Category: II Per Table 1.5-1
ASCE 7-10
Studs:2x6#2 DF @ 16"o.c.
Roof&Wall sheathina
Roof sheathing:FMetal-roofing over 7/16"OSB
All walls sheathed with: 7/16" min Exterior wood sheathing'
Continuous footinq
Stemwall width: 6 in(0 if monolithic)
Stemwall height from t.o.footing:1in(0 if monolithic)
Continuous footing thickness: 12 in
Continuous footing width: 12 in
Page 1
1
i
Snow Load Calculations
Snow load calculations per ASCE 7-10 Chapter 7
pg: 25 psf-Ground Snow Load
C8: 1.0 Exposure Factor from ASCE Table 7-2
Ct: 1.2 Thermal Factor from ASCE Table 7-3
Is: 1.0 Importance Factor from ASCE Table 1.5-2
Flat Roof Snow Load,pt=paxCBxCtxls
pt: 21 psf-Flat Roof Snow Load
Cs: 0.95 Figure 7-2 based on Ct,roof slope and surface
ps: 25.0 psf-Sloped roof snow load
pdesig,,: 25 psf-Design snow load
Page 2
Wind Pressure Calculations
Wind calculations per ASCE 7-10 Chapter 28 Part 1:Enclosed and Partially Enclosed Low Rise Buildings
Roof Pitch: /12 Basic Wind Speed,V: 110 MPH Risk Category:
Eave Height:1 9 Ift. Wind Exposure:1 B
Velocity Pressure,qz&qh per equation 28.3-1
=0.00256 x KZ x Kzt x Kd x V2 at mean roof height z
qh=0.00256 x Kh x K:t x Kd x V2 at mean roof height z
Angle: 14.04°
Kz: 0.62 Velocity pressure coefficient at eave ht.z from Table 27.3-1
Kh: 0.70 Velocity pressure coefficient at roof ht.h from Table 27.3-1
Kn: 1.0 Topographic effrect-assume no ridges or escarpments
Kd: 0.85 Wind Directionality Factor,Table 26.6-1
G: 0.85 Gust Effect Factor per Section 26.9
Velocity Pressure,q== 16.32 psf qh= 18.43
Determine Velocity Pressure Coefficients&Wind Pressures per ASCE 7-10 Figure 28.4-1 for M WFRS
MWFRS
1. Windward Eave Wall Pressure 2. Leeward Eave Wall:
Cpfw : 0.80 Cpfwr: -0.50
qww: 11.10 psf qtw: -7.83 psf
3. Windward Eave Roof Pressure 4. Leeward Eave Roof:
Cptw,: -0.18 Cpty: -0.52
qwr: -2.82 psf qtr: -8.11 psf
5. Windward Gable Wall: 6. Leeward Gable Wall:
CpfM: 0.80 C'ptwg: -0.28
qtw: 11.10 psf qtw: -4.39 psf
Components&Claddina
GCp;: 0.18 Internal pressure per Figure 26.11-1
7. Roof elements
GCp,: -0.82
qer: 18.47 psf Roof elements per Figure 30.4-213
8. Wall elements:
GCpw: -0.96
qer: 20.95 psf lWall elements per Figure 30.4-1
Page 3
Seismic Design Parameters
Calculate seismic building loads from ASCE 7-10 Section 12.14.8
Seismic Parameters
Ss= 1.44
S,= 0.58
Fa= 1.00 Fv= 1.50 per Tables 11.4-1 &11.4-2
SMs= 1.44 SM,= 0.87 Calculated per Section 11.4.3
Sps= 0.96 So,= 0.58 Calculated per Section 11.4.4
Seismic Design
Category= D From Section 11.6
Response Modification
Coefficient,R= 2.5 From Table 12.14-1,Section B-24
F= 1.0 For 1 story building
Calculate building weights,W,for seismic forces
Areas
Building width= 20
Building length= 48
Building eave height= 9
Roof area= 1,100 sf
Wall areas for seismic: Gable walls= 115 Low eave wall= 216 High eave wall= 336
Roof DL= 10 psf
Wall DL= 7 psf
Snow LL(if appliable)= 0 psf
Roof W= 11,000 lbs
Gable wall W= 805 lbs
Low eave wall W= 1,512
High eave wall W= 2352
Calculate Seismic Base Shear,V
V=[(FxSps)/R]xW
V9able walls= 2,421 lbs.Seismic base shear for gable walls
Vbw eave wad= 2,693 lbs.Seismic base shear for low eave wall
Vhgn_aava_wae= 3,015 lbs.Seismic base shear for high eave wall
Page 4
Roof and Gable Wall Shear Loads and Diaphraom Desion
Roof
Roof width= 20 ft.
Hroaf= 5.00 ft.
Total roof wind pressure,Pr= 3.18 lost(0.6'Pr)
Total roof wind pressure to use= 3.18 psf-use 0 if Pr<0
Total wall wind pressure= 11.36 psf(0.6 x(q.-qir))
Total wall wind pressure to use-- 11.36 psf-use 0.6 x 16=9.6 psf minimum
Diaphragm seismic load= 1,695 Ibs(0.7 x(V/2)]
Diaphragm wind load= 1 813 Ibs
Diaphragm load to use= 1,813 Ibs-Wind load controls
Roof shear= 91 pit
Sheathing= Metal over OSS wood sheathing
Allowable shear= 200 pit>Roof shear-OK
Sheathing fastening= 8d nails 6 in.o.c.edges
12 in.o.c.field
Gable walls
Gable wall shear load: 1,813 Ibs(from roof shear load above)
Left Gable Wall
Left Gable wall: 227 pit-based on 12'overhead door in main building for this end of shear support
Allowable shear= 335 pit>Wall shear-OK
Sheathing fastening= 8d nails @ 6 in.o.c.edges
Block all panel edges 12 in.o.c.field
Right Gable Wall
Right Gable wall: 129 plf-based on 6'double walk door in main building for this end of shear support
Allowable shear= 335 pit>Wall shear-OK
Sheathing fastening= 8d nails @ 6 in.o.c.edges
Block all panel edges 12 in.o.c.field
Page 5
Eave Waif Shear loads and Diaphragm Design
Eave walls
Building Length= 48 ft.
Gable wall wind pressure= 15.49 psf-use 0.6 x 16=9.6 psf minimum
Seismic load-low eave= 1,885 Ibs[0.7 x(V/2)]
Wind load-low eave= 309 Ibs
Diaphragm load to use= 1,885 Ibs-Seismic load controls
Seismic load-high eaves 2111
Diaphragm wind load-high eaves 483
Diaphragm load to use= 483 Ibs-Seismic load controls
Low Eave Wall
Low eave wall: 70 pif
Allowable shear= 335 pit>Wall shear-OK
Sheathing fastening= 8d nails @ 6 in.o.c.edges
Block all panel edges 12 in.ox,field
High Eave Wall
Rear eave wall: 28 pit-includes additional 772 Ibs shear from ebsdng building
Allowable shear= 335 plf>Wall shear-OK
Sheathing fastening= ed nails @ 6 in.o.c.edges
Block all panel edges 12 in.o.c.field
Page 6
Wail-headers
Building dimensions
Building Width= 20 ft. Overhang= 12 ft.eave side
Building Length= 48 ft. Overhang= 12 ft.gable end
Eave height= 9 ft.
Roof snow load= 25 psf
Roof dead load= 10 psf
Eave wall header loads
wsnow= 550 pff
wdead= 230 plf-assume headers half-way down wall
Gable wall header loads
Truss spacing= 2 ft.o.c.
ws.w= 325 pif
wdaad= 130 plf-assume headers half-way down wall
WaR Headers
Max.Length ft
Header` Eave Wall Gable Wall
4x6 4'0" 5101,
4x8 5101, T 0"
4x10 6'0" 9'0"
4x12 8'0" 10'0"
'Use#2 DF solid sawn or 3-ply headers. Support all headers with 2-ply trimmers+(1)king stud
Page
Stud wall calculations
Wall studs=2x6#2 DF studs at 16"o.c.
Stud length= 93 in.
Weak axis braced by wall sheathing
Determine allowable stresses for studs
Co S.W= 1.15 Load duration factor for vertical loading(Fc)
Co fatera= 1.6 Load duration factor for bending(Fb)
CF= 1.3 Size factor(Fb,Fc)
C,= 1.15 Repetitive member(Fb)
Fb= 900 psi-nominal allowable bending stress for#2 DF
Fc= 1350 psi-nominal allowable compression stress(II grain)for#2 DF
Fb,n°w= 2,153 psi-final allowable bending stress
F°•= 2,018 psi-allowable bending stress to be multiplied by C.below
Ervin= 580,000 psi (K x le)/d= 16.91
K= 1.00 FcE= 1,667
le= 93 in C= 0.8
d= 5.5 in
Cp= 0.62 >>Fc Wj.=Fe,*x Cp
Fc aeow= 15255 psi
Determine lateral loads&stresses for studs
p,,,,a=max.value of gh(GCP GCp;)
p WI= 9.60 psf wind load on walls w,,ii= 1.07 pli-wind load on ea stud
Mstud= 1,153 in-Ibs S.-Mud= 7.56 in
3
fb_awd= 153 <allowable bending stress,OK Usage= 79/6
Determine vertical loads&stresses for studs
PS ow= 3 Ibs/stud
Pdead= 433 Ibs/Stud
Ptotal= 436 Ibs/stud
<allowalbe compression stress OK Usage=
1�_�Wd=F-53 4%
2x6#2 DF studs at 16"ox. are adequate
Page 8
Strip footing/stem wall calculations
Soil capacities
gson= 1,500 psf vertical soil capacity
gktarw= 100 psf lateral soil capacity
Wall plate height= 6 in.assume wall is 6"above grade
NOTE:Unless otherwise noted on the plans,
wsta,,,,,,an= 6 in-width of stemwall(0 if monolithic) install(1)#4 bar within 12"of the top of
dstemwaa= 12 in-height of stemwall to t.o.footing the stemwall and(1)#4 bar 3"up from
(0 if monolithic) the bottom of the footing. Bottom of
wfooting= 12 in-width of strip footing the footing shall be located below frost
dfoodng= 12 in-thickness of strip footing depth per local codes.
wftg_afbw= 1,500 plf-Total allowable load on strip footing
Max.footing loads
wtiotal= 225 plf-Total weight of stemwafi and strip footing
wsnow= 550 plf
wdead= 230 plf
wftg_load=F 1,005 <Total allowable load-OK Usage= 679/
it
Page 9
South Valley Engineering Project Title: Ron Kraus addition
4742 Liberty Rd.S#151 Engineer: S. Heryford
Salem,Or.97302 Project ID: 18-110
Ph.(503)302-7020 Project Descr:
Fax(888)535-6341
www.southvalleyengineednq.com
Wood Beam File=Z:\SZBYAK-OIIYLHIK-U\140DLH-2\13UD7M-9.EC6
■
0.00: 00 Licensee:South Valley Engineering
Description: LVL ledger
CODE REFERENCES
Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10
Load Combination Set:ASCE 7-10
Material Properties
Analysis Method: Allowable Stress Design Fb+ 2,800.0 psi E:Modulus of Elasticity
Load Combination ASCE 7-10 Fb- 2,800.0 psi Ebend-xx 2,000.Oksl
Fc-Prll 3,000.0 psi Eminbend-xx 1,036.83ksi
Wood Species : Boise Cascade Fc-Perp 750.0 psi
Wood Grade :Versa Lam 2.0 2800 West Fv 285.0 psi
Ft 1,950.0psi Density 41.750pcf
Beam Bracing Beam is Fully Braced against lateral-torsional buckling
D(0.1)S(0.25)
1.75x11.875
Span= 12.0 ft
Applied Loads Service loads entered.Load Factors will be applied for calculations.
Uniform Load: D=0.10, S=0.250, Tributary Width=1.0 ft
DESIGN SUMMARY ' •
Maximum Bending Stress Ratio = 0.57Q 1 Maximum Shear Stress Ratio = 0.388 : 1
Section used for this span 1.75x11.875 Section used for this span 1.75x11.875
f o:Actual = 1,836.55 psi fv:Actual = 127.18 psi
FB:Allowable 3,220.00psi Fv:Allowable = 327.75 psi
Load Combination +D+S+H Load Combination +D+S+H
Location of maximum on span = 6.000ft Location of maximum on span = 0.000 ft
Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1
Maximum Deflection
Max Downward Transient Deflection 0.240 in Ratio= 600>=280
Max Upward Transient Deflection 0.000 in Ratio= 0<280
Max Downward Total Deflection 0.336 in Ratio= 428>=180
Max Upward Total Deflection 0.000 In Ratio= 0<180
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 C m C t C L M fb Fb V fv F v
+D+H 0.00 Ho 0.00 0.00
Length=12.0 It 1 0.208 0.142 0.90 1.000 1.00 1.00 1.00 1.00 1.00 1.80 524.73 2520.00 0.50 36.34 256.50
+D+S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00
Length=12.0 ft 1 0.570 0.388 1.15 1.000 1.00 1.00 1.00 1.00 1.00 6.30 1,836.55 3220.00 1.76 127.18 327.75
Overall Maximum Deflections
Load Combination Span Max."•"Defl Location in Span Load Combination Max."+"Deft Location in Span
+D+S+H 1 0.3359 6.044 0.0000 0.000
+ South Malley Engineering Project Title: Ron Kraus addition
4742 Liberty Rd.S#151 Engineer: S. Heryford
Salem,Or.97302 Project ID: 18-110
Ph.(503)302-7020 Project Descr:
Fax(888)535-6341
www.southvalleyengineedng.com
Wood Beam File=Z:1SZBYAK-011YLHIK-U114QDLH-2113UD7M-9.EC6
Description: LVL ledger
Vertical Reactions Support notation:Far left is#1 Values in KIPS
Load Combination Support 1 Support 2
Overall MAXimum 2.100 2.100
Overall MINimum 1.500 1.500
+D+H 0.600 0.600
+D+S+H 2.100 2.100
D Only 0.600 0.600
S Only 1.500 1.500