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HomeMy WebLinkAboutBLD2018-01107 SFR - BLD Application - 10/8/2018 MASON COUNTY COMMUNITY SERVICES Permit No: WZ018 -0 //0 T PERMIT ASSISTANCE CENTER: E/",Ct` ,R �� •BUILDING•PLANNING•PUBLIC HEALTH•FIRE MARSHAL RECEIVED ( �/ 615 W.Alder Street,Shelton,WA 98584 Phone Shelton:(360)427-9670 ext. 352•Fax:(360)427-7798 Phone OCT U 8 2018 Belfair.•(360)275-4467•Phone Elma:(360)482-5269 615 W. ,Alder Street BUILDING PERMIT APPLICATION PROPERTY OWNER INFORMATION: CONTRACTOR INFORMATION: N : Mai(\4 R ir)S( " q NAME: /A L4/I e 00M P S MAIL G ADDRESS: —$� ?" MAILING AD RESS: /� Ci3 t:4✓,�t->,/ CITY: eGC STATE: ZIP: CITY: STATE: c. J4 ZIP:9S1.323 PHO #1: �lu �') i PHONE:•? 3�70 .2?yy CELL: PHONE#2: EMAIL : E M0.rK 0-S 14� '>�11CU 1 - Lo� L&I REG# CG 11/1-1 N 9A8 P EXP.—UTAI t' PREY. Y CONTACT: OWNER❑ CONTRACT OTHER.�j NAME t( 11 rm i+ IA' Sst DYLC `� /J MAILING ADDRESS CIT iia STATE 1 A+ _ ZIP!Jn:;- PHONI CELL PAR EL INFORMATION: PARCEL NUMBER(12 Digit Number) ' !�-Q 6446 ZONING LEGAL DESCRIPTION(Abbreviated) T {r'1 \VX d "A FIRE DISTRICT SITE ADDRESS_ _ L= l rn QC l e /V L7 CITY S DIRECTIONS TO SITE ADDRESS -IS THE PROJECT WITHIN 300 FT OF SLOPE(S)GREATER THAN 14%: YES[] NO❑ IS PR PERTY WITHIN 200 FT OF THE FOLLOWING: (Check all that apply): SALT ATER❑ LAKE ❑ RIVER/CREEK ❑ POND ❑ WETLAND ❑ SEASONAL RUNOFF ❑ STREAM ❑ TYP OF WORK: NEI� ADDITION❑ ALTERATION❑ RE/PAIR❑ OTHER ElUSE OF STRUCTURE(Residence,Garage,Commercial Bldg,Etc.) e' 'd iof I'll IS US : PRIMARY❑ SEASONAL ❑ NUMBER OF BEDROOMS NUMBER OF BATHROOMS C� HEATED STRUCTURE? YES(Whole Bldg YES(Part[s]of Bldg) ❑ NO ❑ DESCI JBE WORK SOW LRE FOOTAGE: (propose+existing) 1ST FLOOR sq.ft. 2ND FLOOR sq.ft. 3RD FLOOR sq.ft. BASEMENT sq.ft. DECK sq.ft. COVERED DECK 3/� sq.ft. STORAGE sq.ft. OTHER sq.ft. GARAGE_q JJ4 sq.ft. Attached Detached❑ CARPORT sq.ft. Attached❑ Detached❑ MAN FACTURED HOME INFORMATION: *4 COPIES OF THE FLOOR PLAN REQUIRED* MA MODEL YEAR LENGTH WIDT BE R MS BATHS SERIAL NUMBER EW RONMENTAL HEALTH: SEWAGE/SEWER SOURCE: SEPTIC ❑ SEWERO / NEW❑ EXISTING ❑ PLUM ING IN STRUCTURE? YESW NO ❑ If yes, attach completed Water Adequacy Form PERI TER/FOUNDATION DRAINS PROPOSED? YES ❑ NO❑ EXISTING SQ.FT. EXIST G 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 signatur a 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 repress itative, represents that the information provided is accurate and grants employees of Mason County access to the above described property and strt cture(s)for review and inspection. This permit/application 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. PRO F OF CONTINUATION OF WORK ON THIS PERMIT IS BY MEANS OF INSPECTION. INACTIVITY OF THIS PE RMIT APPLICATION OF 180 DAYS OF MORE WILL CAUSE THE APPLICATION TO BE EXPIRED. (MASON COUNTY CODE 14.08.42) X (3Li Signature of OWNER(Must be signed by the OWNER) Date DEPARTMENTAL REVIEW APPROVED DATE DENIED DATE TAGS/NOTES/CO.NDIT.IONS BUIL ING DEPARTMENT PLANNING DEPARTMENT FIRE MARSHAL PUBL C HEALTH MASON COUNTY COMMUNITY SERVICES Permit No: GVI 0-7 PERMIT ASSISTANCE CENTER.- ,BUILDING •PLANNING •FIRE MARSHAL RECE�VET 615 W. Alder St- Shelton, WA 98584 www.co.mason.wa.us Phone Shelton: (360)427-9670 ext. 352• Fax:(360)427-7798 OCT 0 8 2013 Phone Belfair. (360)275-4467• Phone Elma.(360)482-5269 PLUMBING & MECHANICAL PERMIT APPLIL;A+YO*er Street OWNER INFORMATION: CONTRACTOR INFORMATION: NAME: MQf K (�SL1r1 l.� NAME: ,kh ne Mc°S MAILING ADDRESS:I I p(D IN y6 ST MAILING ADDRESS: / v CITY: STATE ZIP: CITY: 1(� STATE-UJ)4 ZIP: Is' PHONE: d p6• :-71 • / (p PHONE:a�3 7-1Q dQ(14 CELL: 2°d PHONE: EMAIL : EMAIL: Mayl't IQ o SLy1'1@ �tY1G1!.l LCr(Y\ L&I REG# l4rL�Jd 9$3(iDEXP. PARCEL INFORMATION: _ PARCEL NUMBER(12 Digit Number): /�f/ �' SQ ' Q(�0 Zoning: LEGAL DESCRIPTION (Abbreviated): SITE ADDRESS: lik r 51m acte 6/ yD CITY: DIRECTIONS TO SITE ADDRESS: TYPE OF JOB: NEW ADD ALT REPAIR OTHER USE OF BUILDING LOCATION OF FIXTURES/UNITS— 1ST FLOOR 2ND FLOOR BASEMENT GARAG OTHER PLUMBING FIXTURES(SHOW NUMBER OF EACH) MECHANICAL UNITS Type of Fixture No. of Fixtures Fees Fuel Type:Electric�OLPG Natural Gas Ductlessk Toilets o2 Type of Unit No. of Units Fees Bathroom Sink .3 Furnace Bath Tubs Heat Pump Showers Spot Vent Fan �- Water Heater Propane Tank Clothes Washer Gas Outlets Kitchen Sinks / Wood/Gas/Pellet Stove Dishwasher / Kitchen Exhaust Hood Hose bibs o7 Dryer Vent Other Solar Panel Other Base Fee Base Fee TOTAL PLUMBING TOTAL MECHANICAL OWNER acknowledge 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 within 180 days or if construction work is suspended for a period of 180 days. PROOF OF CONTINUATION OFTHIS PERMIT IS BY MEANS OF INSPECTION.INACTIVITY OF THIS PERMIT APPLICATION OF 180 DAYS WILL INVALIDATE THE APPLICATION. Signature of Owner Date DEPARTMENTAL REVIEW APPROVED DATE DENIED DATE TAGS/NOTES/CONDITIONS BUILDING DEPARTMENT PLANNING DEPARTMENT FIRE MARSHAL Rev: 1/27/2016 JBN MASON COUNTY DEPARTMENT OF COMMUNITY DEVELOPMENT WSEC/Ventilation Code Compliance Application Submit with heating/cooling system size worksheet (see instructions #4) Owner: ✓ Parcel#:� _ Typ of proje t: SCE - Total Sq. Ft. 1St Floor : � 2"d floor: Heated��ment: of heated area:: Heating System Type: 0 Electric wall heater O Electric Central Furnace O LPG Furnace O Heat Pump with electric furnace O Heat pump with gas furnace O Ductless Heat Pump NOV O S O Boiler, specify fuel type: O Other. -2018 Specify: ❑ Prescriptive Option Table R402.1.1 (see table on previous page) '9rstre Compliance ,4 Method omponent Performance, R402.1.3 — Calculation worksheets required Q Must Check one:: ❑ Other (Specify): Check one hole House Ventilation system ElWhole House Ventilation Ventllatl Vagexhaust fans&window or wall Integrated with a Forced Air El 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: h co.mason.wa.us/forms/Communit Dev/iecc wsec. df Additional a)i escription: 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 1,500 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 require 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 IECC as skylights, roof windows, vertical windows, opaque doors, glazed-doors that include products with glass and non-glass glazing materials. Describe Energy Credit Option(s): Using Option number: Ci4� �,�3dC--4'11e T C ' 3 2015 Washington State Energy Code:UA Alternative Worksheet,Type R-3 Occupancies Roschy,Mark 116 E Barnacle Blvd Shelton WA 98584 Parcel1211950000051 Conditioned Floor Area 1,491 Component Performance,R occupancies Code Target Values Proposed Design Area UA Area UA Doors U= 0.300 38 11 38 8 Overhead Glazing U= 0.500 0 0 0 0 Vertical Glazing U=0.300 163 49 163 40 Flat/Vaulted Ceilings U= 0.026 1,491 39 1,491 40 Wall(above grade) U=0.056 1,159 65 1,159 58 Floors U=0.029 1,4911 43 1,4911 43 Slab on Grade F=0.540 0 0 0 0 Below Grade Wall U=0.042 0 0 0 0 Below Grade Slab F= 0.570 0 _0 0 0 Target UA Total 207 Proposed UA Total 189 Target Credits from Table 4062 f.5 Proposed Credits from —1 5 Table 406.2 Qualifies,please check for complete Component Desriptit If the Proposed UA s the Target UA,and the Proposed Credits from Table 406.2 are z those required in Section R406.2,then the home meets the 2015 W SEC. ........ ..... . Exterior Doors Plan Component :.: Door Width Height ID Descd on >.:.`..:::.. Ref: U Qt. Feet tr"h Feet Ina, Area UA Therma-tru Doors Custom 0.20 1 3 6 8 201 4 Themw-tru Doors V Custom 0.20 1 2 8 6 8 18 4 V 0 0.00 0 0 V 0 0.00 0 0 0 0.00 0 0 0 0.00 0 0 0 0.00 0 0 Sum of Area and UA 1 38 8 Overhead Glazing: Plan Component Glazing Width Height ID Description Ref. U Qt. Feet Inch Feet Inch Area UA 0 0.00 0 0 0 0.00 0 0 _ 0 0.00 0 0 0 0.00 0 0 0 0.00 0 0 Sum of Area and UA 1 0 0 Copyright 2013,WSUEEPIO-009(Version 11)Copied by permission from Washington State University Extension Energy Program. (see copyright restrictions) 6/26/2016 1 of 4 o N m N N w o N w S CD fQ 7 d ; a N N a aaaaa `D A m :: N /D R R R R 4 Q o to Un o x x x x x x y n D D 0 m o � � N � o d o m N _ _ , S m 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 O 0 0 0 0 O �:O- 0 0 0 0 0 o o o COO O:Q 0 o 0 0 0 -n --n -n � � T < m N W 7 Q O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O o O O O O O O O o O O O o o O O O O O O o O o o O O o o O O O o o O O O O O O O O O O O O O O O O O O O O N N N N N N N d O O O O O O O O O O O O O O O O O O O O O O O O O O O O o 0 0 0 0 0 0 0 0 0 0 0 0 (D O O O (D O O M N N N N (T1 A m ncn N to 3 c m D 3 fD: 3 p co -P N N m O) N �D.. m D : m m LD. w -n .. v w CD = �. N Cl W W A N A N N <D CD a C s � w C D r o D m _ w 0) m OAVN OA O O O O O O O O O O A O O OO OO O 0 O O O OO O O O O OO O O O O O O O O O O o O O O o O O O O O O O O O O O c0 O m co OMC) o O C TD...... m ni m o_ A 1' 2015 Washington State Energy Code:UA Alternative Worksheet,Type R-3 Occupancies 4 ID Description:.:.:.::.:.- Ref. U Area _UA R49 blown Attic STD baffled 10-7 1 0.027 1,4911 40 0 1 0.0001 0 0 0.000 0 0 0.000 0 Sum of Area and UA 1 1,491 40 Walls(Above Grade) Plan Component Wall ID Description...... Ref. U Net Area UA .. ..... R-23 Cavity 2 x 6 @ 16"oc Custom 0.050 1,1591 58 0 0.000 0 0 0.000 0 0 0.000 0 Sum of Area and UA 1,159 58 Floor(over crawl or exterior) Plan Component Floor ID Description Ref: U Area UA R30 vented Joist 19.2oc Custom 0.029 1,491 43 0 0.000 0 0 0.000 0 0 0.000 0 Sum of Area and UA 1 1,491 43 Slab on Grade(less than 2 feet below grade) Plan Component Slab Slab ID.:: Description Ref. F Length UA 0 0.000 0 0 0.000 0 0 0.000 0 0 0.000 0 Sum of Area and UA 1 0 0 Below Grade Walls and Slabs Plan Component Wall Wall Wall Slab Slab Slab ID _ Description Ref. U Area UA F Length UA 0 0.000 0.0 0.000 0 0 0.000 0.0 0.000 0 0 0.000 0.0 0.000 0 0 0.000 0.0 0:000 0 Sum of Area,Length and UAI 01 0.0 1 0 0 Copyright 2013,WSUEEPI0-009(Version 11)Copied by permission from Washington State University Extension Energy Program. (see copyright restrictions) 6/26/2018 3 of 4 h 2015 Washington State Energy Code:UA Alternative Worksheet,Type R-3 Occupancies ` 1 , Table R406.2 Summary Opt. Description Credit(s) to Efficient Building Envelope is 0.5 ❑ 1b Efficient Building Envelope 1b 1.0 ❑ 1c Efficient Building Envelope 1c 2.0 ❑ Id Efficient Building Envelope 1d 0.5 ❑ 2a Air Leakage Control and Efficient Ventilation 2a 0.5 ❑ 2b Air Leakage Control and Efficient Ventilation 2b 1.0 ❑ 2c Air Leakage Control and Efficient Ventilation 2c 1.5 ❑ 3a High Efficiency HVAC 3a 1.0 ❑ 3b High Efficiency HVAC 3b 1.0 ❑ 3c I High Efficiency HVAC 3c 1.5 ❑ 3d I High Efficiency HVAC 3d 1.0 O 1.0 4 High Efficiency HVAC Distribution System 1.0 ❑ 5a Efficient Water Heating 5a 0.5 0.5 5b Efficient Water Heating 5b 1.0 ❑ 5c Efficient Water Heating 5c 1.5 ❑ 5d Efficient Water heating 5d 0.5 ❑ 6 f Renewable Electric Energy 0.5 kWh ❑ Total Credits 1.5 *Please refer to Table R406.2 for complete option descriptions Copyright 2013,WSUEEP10-009(Version 11)Copied by permission from Washington State University Extension Energy Program. (see copyright restrictions) 6/26/2018 4 of 4 'Sim I6 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 _ Roschy,Mark I HiLine Homes 116 E Barnacle Blvd Shelton WA 98584 253-840-1849 Parcel1211950000051 Heating System Type: OAII other Systems *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 4T=Indoor(70 degrees)-Outdoor Design Temp Area of Building Conditioned Floor Area Instructions Conditioned Floor Area(sq ft) Average Ceiling Height Conditioned Volume Instructions Average Ceiling Height(ft) (s 11,928 Glazinq and Doors U-Factor X Area - UA Instructions — �W--o .�� -� _•,., — u o.25 . 0.250 50.25 �Iw�l Sk i hts U-Factor X Area - UA Instructions 0.50 Insulation Attic U-Factor X Area - UA Instructions R-49 0.026 1%J,49�'! P 38.77 Single Rafter or Joist Vaulted Ceilings U-Factor X Area UA Instructions Select R-Value Value � NO 5812CtI0n � --- Above Grade Walls(see Figure 1) U-Factor X Area UA Instructions R-21 Intermediate 0.056 >,1,159 64.90 Floors U-Factor X Area UA Instructions —' 0.029 17491 43.24 Illl�l®� Below Grade Walls(see Figure 1) U-Factor X Area UA Instructions N selection o Select R-value --- Slab Below Grade(see Figure 1) F-Factor X Length UA Instructions No selection --- Select conditioning JO Slab on Grade(seeEigure 1) _ F-Factor X Length UA Instructions Select No selection+ - R-Value � " Location of Ducts Instructions Duct Leakage Coefficient , No Ducts 1.00 Sum of UA 197.16 Envelope Heat Load 9,266 Btu/Hour Figure 1. SumofUAXAT Air Leakage Heat Load 6,055 Btu/Hour volumeX 0.6XATX.018 Above Grade Building Design Heat Load 15,321 Btu/Hour Air Leakage+Envelope Heat Loss Building and Duct Heat Load 15,321 Btu/Hour Ducts in unconditioned space:Sum of Building Heat Lass X 1.10 Ducts in conditioned space:Sum of Building Heat Loss X 1 Maximum Heat Equipment Output 19,151 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) � Q C t 'Name r� [ ` � Parcel# BLD# 1�2J�-01io7 Mason County Department of Community Development Small Parcel Stormwater Management Application/Worksheet (page 1 of 2) Per Mason County Code, Title 14, Chapter 14.48 a stormwater site plan is required whenever a building application is made for residential development, or redevelopment', with more than 2,000 square feet of impervious surface'. 'Redevelopment means,on an already developed site,the creation or addition of impervious surfaces,structural development including construction, installation or expansion of a building or other structure,and/or replacement of impervious surface that is not part of a routine maintenance activity,and land disturbing activities associated with structural or impervious redevelopment. 'Common impervious surfaces include,but are not limited to,rooftops,walkways,patios,driveways,parking lots or storage areas, concrete or asphalt paving,gravel roads,packed earthen materials,and oiled,macadam or other surfaces which similarly impede the natural infiltration of stormwater.Open,uncovered retention/detention facilities shall not be considered as impervious surfaces. To Calculate Impervious Surfaces Please Complete This Table Surface Type Length X Width = Area *All dimensions in feet Buildings X � _ X r = ® Measurements for buildings are taken at the 1 X _ perimeter of the farthest projections (example: J eaves/gutters) X = Driveways \we\C X = n� X = Length of drive begins at the right of way X = Parking Areas X = X = Any paved, gravel or packed area per definition above table X = Patios/Walks � X = X = Any paved, gravel or packed area per definition above table X = Others X = X = If the total impervious area of the proposed site X = development is greater than 2000 square feet a Small Parcel Stormwater Site Plan is Required Total Impervious Surface Area (sum of all areas) If the Total Impervious Surface Area is LESS THAN 2000 Square Feet, please read,acknowledge and sign below. Based Upon the information you have provided a Stormwater Site Plan IS NOT required for this development activity. Owner/Builder/Agent 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,owner's legal representative,or the contractor. I further acknowledge that the information provided is accurate and employees of Mason County are granted access to the above- described property for review and inspection as may be required. X Owner/Agent/Contractor(circle one)Date: If the Total Impervious Surface Area is GREATER THAN 2000 Square Feet, please read, acknowledge and sign the information provided on page 2 of 2. Page 1 of 2 •Name AI-1 -- 0-6 ,� Parcel# Id �� 'SLR' 6460 BLD# Mason County Department of Community Development Small Parcel Stormwater Management Application/Worksheet (page 2 of 2) Based Upon the information you have provided a Stormwater Site Plan IS Required for this development activity. Title 14,Chapter 14.48 of the Mason County Code(MCC)regulates compliance requirements for Stormwater Management in this jurisdiction. A complete copy of the ordinance can be found on the Mason County website: http//www.co.mason.wa—us/code/commissioners/index.htm Please follow the links to "Title 14,Chapter 14.48 Stormwater Management". Regulated activities shall be conducted only after Mason County Public Works approves a stormwater site plan (Mason County Code Title 14 Chapter 14.48 section 14.48.70). You will receive a copy of the Public Works document entitled "Managing Storm Drainage on Small Lots, The Small Parcel Stormwater Site Plan". This document will assist you in preparing the necessary information and plans for Public Works to review and approve. Per Department of Public Works this document will constitute an approved plan if all of the relevant details* are to be installed in their entirety AND no part of the stormwater system adversely affects any septic system(see Environmental Health information below). If an alternative system is to be used a plan will need to be submitted to Public Works for approval. A design by a registered professional may be required for more complex sites. *These details are found in the document Managing Storm Drainage on Small Lots, The Small Parcel Stormwater Site Plan on the pages that begin with"Handout" PLEASE INITIAL BELOW TO INDICATE THE STORMWATER MANAGEMENT PLAN FOR THIS SITE A) 0(The relevant details from Managing Storm Drainage on Small Lots, The Small Parcel Stormwater Site Plan will be installed in their entirety AND the system will be located as not to adversely affect any septic systems on this,or any other,parcel. B) An alternative plan and/or professional design will be submitted to the Department of Public Works for approval AND the system will be located as not to adversely affect any septic systems on this,or any other,parcel. If you have further questions pertaining to parcel drainage and stormwater management Mason County's Public Works Department can provide additional instructions, guidance and examples. (Section 14.48.130)contact Public works at: Phone: (360)-427-9670 EXT. 450 Mail:P 0 Box 1850, Shelton WA 98584 Physical: 415 N 6th St, Shelton WA 98584 If this development has,or will have,a septic/drainfield system you may need to contact Mason County Division of Environmental Health to ensure that the stormwater system will not adversely affect the septic system of this,or any other,parcel.You may also wish to consult with the septic design professional involved with the project. Mason County Division of Environmental Health can be reached at: Phone: (360)-427-9670 EXT. 352 Mail: P 0 Box 1666, Shelton WA 98584 Physical: 426 W Cedar St, Shelton WA 98584 A condition will be added to the building permit that states, in part,that all conditions the stormwater site plan will be met prior to a request for final inspection of the building permit. Owner/Builder/Agent Acknowledges that submission of inaccurate information may result in a stop work order or permit revocation. Acknowledgement of such i by signature below.I declare that I am the owner,owner's legal representative,or the contractor.I further acknowledge that the ' ormati rov ed is accurate and employee of Mason County are granted access to the above- described prop for revie and ins ection may be required. j fi X wnerPAgent/ ntractor(circle one)Date: /(J Page 2 of 2 SMALL PARCEL STORM WATER SITE PLAN WRITTEN DESCRIPTION Roschy Residence Mason County Tax Parcel No. 12119-50-00051 The site is located in Shelton on a 6,362 sqft lot. The lot is heavily treed and relatively flat The majority of the site will be cleared. There is a tree retention plan in place with the HOA so some trees and other native vegetation will be left intact on the property. The driveway and sidewalks combined will be approximately 504 square feet and the house is approximately 2220 square feet of impervious surface. The total proposed impervious surface is 2724 square feet, which fall within the limits for Small Parcel Drainage Review. All stormwater flows will be dispersed through vegetation to avoid saturating soils near the foundation. Roof runoff will be tight lined to the existing storm drainage system at E. Barnacle BLVD per HOA guidelines. This property is connected to a sewer system. No septic drain fields are on or near the property. The upper portion of the driveway is relatively flat and will be graded to allow sheet flow dispersion to the storm system located in the street. In order to prevent erosion and trap sediments within the project site, the following Best Management Practices (BMPs) will be used approximately as shown on the Erosion and Sediment Control (ESC) plan: • Clearing limits will be marked by fencing or other means (ribbons) on the ground. • The driveway will be constructed and graveled immediately. Areas accepting sheet flow from the driveway and parking area(that are not being left in native vegetation) will be seeded and mulched. • Silt fencing will be placed around clearing limits • A rocked construction entrance will be placed at the end of the driveway. • Mulch will be spread over all cleared areas of the site when they are not being worked. Mulch will consist of air-dried straw and chipped site vegetation. ,yam E. Barnacle Blvd - -- r (D O C _ 1 O' C (\\ O -3CD G y SD V. C, CD CD Cr CD CD J . s, ......aws+rdamw`ww0.�lGtq.em.,am0esaabw�o.s<nar.r,.......... Roschy, Mark y �draw�da�:76sepscseb.o�l�lb�rwaYfrOOsadions-ao�,:y.wtaroboari.b.ob.r.ird zb -MOIIC�OOMOfICNE-indMi��Iw�M�r11w4+�M��rwMMdww��b f fOtic E.Bat18d8 OIld Im Arinb*"ktb"ft"b@wGmd SfiQI00n,wA 98%4 ,.�ImpdImdWmmWd..rd 253.301.7976 " 'd~ir�irr�..M o�.brnroa wrr..r��wrd�w�arr.wN.r.r..arrwr> � � •7-+Wrwr.rt��ww��r.awaM�w�tarwwrwib�.a�yra�.rrwMrre�.r�y F'a'cm#-12119-%00061 ' � S�i��RdbMdYwdbMrilr� r*wdlYfr�rrd w�rlatb HANDOUT "D STABILIZED CONSTRUCTION ENTRANCE The entrance shall be maintained in a condition which will prevent tracking or flow of mud onto Public rights-of-way. This may require periodic top dressing with,additional clean gravelly material. All materials spilled, dropped, washed, or tracked from vehicles onto roadways or into storm drains or ditches must be removed immediately. load t � Edge o r�o�ial Ed9c o �a`1 Road o� �s fh Z25'Minimum Radius �1 6"Minimum Thickness Provide Full Width of I Clean Gravel orIngress/Egress Area Crushed Rock such as i-i/4"minus Crushed Gravel HANDOUT "E SILT FENCE Purpose Use of a silt fence reduces the transport of coarse sediment from a construction site by providing a temporary physical barrier to sediment and reducing the runoff velocities of overland flow. See Figure 4.20 for details on silt fence construction. Conditions of Use • Silt fence may be used downslope of all disturbed areas. • Silt fence is not intended to treat concentrated flows, nor is it intended to treat substantial amounts of overland flow. Any concentrated flows must be conveyed through the drainage system to a sediment pond. The only circumstance in which overland flow can be treated solely by a silt fence, rather than by a scdiment pond, is when the area draining• to the fence is one acre or less and flow rates are less than 0.5 efs. • Silt fences should not be constructed in streams or used in V-shaped ditches.They are not an adequate method of silt control for anything deeper than sheet or overland flow. Joints in filter fabric shall be spliced at posts.Use staples,wire rings or 2 x2'byy 14 Ga.wire or equivalent to attach latxic to posts equivalent,d standard strength fabric used 1 I i Filter fabric c l rr-i Itr_:+t,r_1 �= of 1 1 i� _•_ c 7 Minimum 4'W trench J N 8ackrdl trench with native soil Post spacing maybe Increased or 314"-1.5"washed gravel to 8'it wire bacidng is used 2%2-wood posts,steel fence posts,or equivalent Figure 4.20--Siti Fence Design and Drainage area of I acre or less or in combination with sediment basin Installation in a larger site. Specifications • Maximum slope steepness (normal (perpendicular) to fence line) 1:1. • Maximum sheet or overland flow path length to the fence of 100 feet. 1 I HANDOUT "F SILT FENCE INSTALLATION AND MAINTENANCE Maintenance Fencing must be inspected regularly for damage. Silt fencing does break down under UV light. Sediment collected behind the fence must be removed so that this material does not push the fence over. S[LT FENCE INSTALLATION ANl)tlUIINTENANCE Dig trench Toe-in-fabric Stake � ? r p Reinforce Monitor Maintain and clean Coordination for land use permit Varies TBD Rsce Coordination for shoreline permit $175.00 each permit Oct 0 Coordination for wetland review $150.00 sus Coordination for Geo Tech review $150.00 �rStrew Trip charge for extra resubmittals $100 -$200 per trip Application for certificate of water availability $25.00 "None of the above fees includes State/County/City or Contractor fees. Client is responsible for paying contractor and governmental agencies for any costs associated with any of the above permits/work. Terms: 75%down as a retainer fee for the basic permit package and balance remaining due upon delivery of approved permits.NO REFUNDS. 100% down on environmental and land use permit applications. NO REFUNDS. I (We) &I &SLOqhereby appoint Kimberly Johnson DBA Your Permit Professional to act as my(our)agent in the matters of facilitating all required building permits for development of my(our)property,described as tax parcel(s)No.1Z//QS�D�QS, for the fees outlined above. Client ignature Date Client Signature Date 4nbso own Your Your Permit Professional Date RECEIVE OCT 0a � � � i a o 615 W.Aid r Street 2 Rayna Mumbower, EIT HiLine Homes v" �• 11306 62nd Ave E Puyallup,WA 98373 (253)770-2244, Ext. 2301 Revised: Friday,June 22, 2018 R���/ 1� d.s.; Printed: Monday,June 25, 2018 OCT 0 8 zr�� JOB NUMBER: 1001-1492 i5 PLAN NUMBER: 1491 w Alder`'t'�et OWNER(S): Mark Roschy This letter addresses the project at 116 E Barnacle BLVD,Shelton,WA 98584. 1 have reviewed the footing specifications detailed in the submitted plans and determined that they are adequate. Below are the calculations relative to the foundation footing size underneath the load bearing walls. DESIGN DATA FOUNDATION DATA Ground Snow Load 30.0 psf Stem Wall Height 2.0 ft Roof Live Load 25.2 psf Stem Wall Width 0.5 ft Roof Dead Load 15.0 psf Footing Height 0.5 ft Wall Dead Load 15.0 psf Footing Width 1.2 ft Floor Live Load 40.0 psf Footing Footprint Area 1.2 ftz Floor Dead Load 10.0 psf Concrete Volume per Foot 1.6 ft3 Truss Tail Projection 1.33 ft Foundation Weight per Foot 237.5 plf Allowable Soil Pressure 1,500 psf ROOF LOADS UPPER FLOOR LOADS Maximum Truss Span 32.0 ft Wall Height 0.0 ft Tributary Length on Wall 17.3 plf Wall Load 0.0 plf Live Load on Top of Wall 436.7 plf Tributary Floor Length 0.0 ft Dead Load on Top of Wall 260.0 plf Floor Live Load 0.0 plf Total Roof Load 696.7 plf Floor Dead Load 0.0 plf Total Upper Floor Load 0.0 plf MAIN FLOOR LOADS CHECK FOR FOOTING ADEQUACY Wall Height 8 ft Total Weight on Soil 1,304.2 Wall Load 120 plf Actual Soil Pressure 1,118 Tributary Floor Length 5 ft Floor Live Load 200 plf Floor Dead Load 50 plf Total Main Floor Load 370 plf FOOTING= ACCEPTABLE JUN25 2018 Please feel free to contact me if you have any questions. Thank you for your consideration, O�p�]tAB`q•�' 4wv Ofw�sro G �o Rayna Mumbower, EIT 36110 R. Mumbower, EIT HiLine Homes Page 1 of 19 PLAN 1491-15 [p9 = 30 W5 VULT = 140 mph, Exp. C, SDC D2] PROJECT INFORMATION AND CRITERIA 1. PROJECT INFORMATION OWNER/ADDRESS MARK ROSCHY SITE ADDRESS: 116E BARNACLE BLVD SHELTON, WA 98584 JOB NUMBER: 1001-1492 2. STRUCTURAL DESIGNER INFORMATION ABDELOUAHAB ABROUS, Ph.D., P.E. JUN 2 5 2018 HiLine Homes Design & Engineering Department O� w�sr-B 11306 62ND Ave E., Puyallup, WA 98373 Phone: (253) 770-2244 Ext. 2132 4� pox Email: Wabrous@_HiLinehomes.com a Washington License No: 36110 © R�36110 s-rr•�� Oregon License No: 81419PE Idaho License No: P-14132 Oct 08 ?018 3. SCOPE OF DESIGN V. tderStree TYPE OF DESIGN LATERAL ENGINEERING ANALYSIS OF WIND AND SEISMIC FORCES EXTENT OF DESIGN Structural specifications 2015 International Building Code (IBC) for Washington & 2014 Oregon Structural Specialy Code (OSSC) for Oregon 2015 International Residential Code (IRC) for Washington & 2017 Oregon Residential Specialy Code (ORSC) for Oregon REFERENCE CODES AND STANDARDS 2015 National Design Specification (NDS) American Society of Civil Engineers (ASCE) Standard 7-10 American Society for Testing Materials (ASTM) Standard A307 Special Design Provisions for Wind and Seismic (2015 Edition) Revised PROJECT INFORMATION AND DESIGN CRITERIA Printed 6/22/2018 Plan 1491-15 p_g 30-PSF, V_ult 140 mph, Exp C, SDC D2_ROSCHY 6/25/2018 R. Mumbower, EIT HiLine Homes Page 2 of 19 4. DESIGN CRITERIA GROUND SNOW LOAD: pg = 30-psf FLAT ROOF SNOW LOAD PER ASCE 7-10 (LIVE LOAD): pf = 25-psf ROOF DEAD LOAD: Draof = 15-psf EXTERIOR WALL DEAD LOAD: Dwaii = 15-psf INTERIOR WALL DEAD LOAD: Dwa11 = 10-psf SEISMIC DESIGN CATEGORY: SDC D2 BASIC WIND SPEED: 110-mph ASCE 7-10 ULTIMATE DESIGN WIND SPEED: 140-mph WIND EXPOSURE FACTOR: C ALLOWABLE SOIL PRESSURE: 1,500-psf Framing Material: No. 2 Hem-Fir minimum. Wood Structural Panels: APA Rated. 10d Nails Diameter: 0.148-in MATERIAL SPECIFICATIONS: 8d Nails Diameter: 0.131-in Concrete Strength @ 28-days: 3,000-psi Anchor Bolts: ASTM A307 Steel CONTENTS Project Information and Criteria Page 1 Description Page 3 Specifications and Design Criteria Page 3 Engineering Calculations Page 3 LIST OF TABLES Table A. Structural Specifications and Allowable Loads Page 5 Table B. Building Data Page 8 Table C. Wind Design Criteria Page 9 Table D. Seismic Design Criteria Page 10 Table E-1. Wind Loads (House) Page 11 Table E-2. Wind Loads (Garage) Page 12 Table F-1. Minimum Wind Loads (House) Page 13 Table F-2. Minimum Wind Loads (Garage) Page 14 Table G. Seismic Loads Page 15 Table H. Controlling Shear Loads Page 16 Table I. Wind Shear Wall Loads Page 17 Table J. Seismic Shear Wall Loads Page 18 Table K. Roof Diaphragm Load Calculations Page 19 Revised PROJECT INFORMATION AND DESIGN CRITERIA Printed 6/22/2018 Plan 1491-15 p_g 30-PSF, V_uit 140 mph, Exp C, SDC D2_ROSCHY 6/25/2018 R. Mumbower, EIT HiLine Homes Page 3 of 19 DESCRIPTION This report provides engineering calculations and structural design specifications for HiLine Homes Plan 1491. This one-story house is 1491-sf in area plus a two-car garage. Design specifications are provided in Table A, building data are given in Table B, and wind and seismic criteria, including calculations, are included in Tables C and D, respectively. Lateral engineering calculations are provided in Tables E through K. Calculations are performed using Microsoft Excel worksheets. SPECIFICATIONS AND DESIGN CRITERIA Structural specifications and design criteria are provided in Tables A, B, C, and D as discussed in the following paragraphs. Table A. Specifications of Structural Components and Fasteners Specifications are provided for size and spacing of anchors bolts, shear wall hold-downs, shear wall sheathing and nailing, shear transfer, and roof framing. Structural specifications are identified with respect to Wall Lines, which are shown on Plan Sheet S2. Table B. Building Data The building geometrical dimensions are specified, including lengths of exterior walls, and interior partitions for the transverse and longitudinal directions. The maximum ground snow load is Pg of 30-psf. Table C. Wind Design Criteria ASCE Standard 7-10, Section 28.5, "Enclosed Simple Diaphragm Low-Rise Building" method is used for determining wind loads. Wind design criteria are based on a 110-mph basic wind speed and Building Height and Exposure Factor (A) C. Overturning moments due to wind forces are less than allowable restorative dead load moments as shown in Table G. Uplift loads for roof tributaries are calculated assuming the maximum uplift for wind Zone E or F applies to the tributary area. Table D. Seismic Design Criteria Seismic design loads are based on Site Class D soils per ASCE Standard 7-10, Section 11.4.2 and Table 20.3-1 for stiff soils. The Equivalent Lateral Force Procedure of the American Society of Civil Engineers (ASCE) Standard 7-10, Section 12.8 is used for calculating seismic forces. ENGINEERING CALCULATIONS Engineering calculations are documented in Tables E through K based on specifications in Tables B, C, and D. These tables provide the following information: Table E. Wind Loads vvina ioaas ana overiurning moments are caicuiaiea in I aoie t ror iwo orinogonal directions, transverse and longitudinal. Calculated values are linked to Table H, Controlling Shear Loads to determine if wind, minimum wind, or seismic loads control design of lateral restraint. Unit uplift on the building is also calculated for both the transverse and longitudinal directions. Overturning loads due to design base winds are calculated with a link to Table G, Seismic Loads where they are compared to seismic and building restoring Inwi.- Table F. Minimum Wind Revised PROJECT INFORMATION AND DESIGN CRITERIA Printed 6/22/2018 Plan 1491-15 p_g 30-PSF, V_ult 140 mph, Exp C, SDC D2_ROSCHY 6/25/2018 R. Mumbower, EIT HiLine Homes Page 4 of 19 Minimum wind loads are provided in Table F based on horizontal pressures equal to 16-psf for zones A and C, 8-psf for zones B and D, and vertical pressures equal to zero per ASCE 7-10, Section 28.6.4. Calculations are performed for both transverse and longitudinal directions and linked to Table H for comparison to wind and seismic loads. Table G. Seismic Loads Table G provides seismic shear loads based on seismic design criteria in Table D. Calculations are based on seismic design criteria in Table D and the Lateral Force Procedure method of ASCE Standard 7-10, Section 12.8. This procedure is valid for Risk Category I or II buildings of light frame construction not exceeding three stories in height for SDC D and higher per ASCE 7-10, Table 12.6.1. Seismic loads are calculated for transverse and longitudinal directions. Overturning moments are calculated in the table and compared to allowable restoring dead load moments. The building is stable with respect to overturning. Table H. Controlling Shear Loads Table H provides a summary of seismic shear loads. Shear load values from Tables E, F, and G are compared to determine controlling lateral forces. The controlling values are linked to Tables I and K for calculating maximum shear wall loads for wind and seismic forces, respectively. Table I. Wind Shear Loads Table H provides transverse and longitudinal loads on the building structure including wall length, applied unit shear, shear wall length, resistive unit shear, unit dead load on shear walls, and hold-down loads for the various shear wall lengths based on controlling wind shear loads from Table H. Shear wall hold-downs are calculated based on wind and dead load combinations using the allowable stress design method per ASCE Standard 7-10, Section 2.4. Table J. Seismic Shear Loads Table J provides transverse and longitudinal loads on the building structure including wall length, applied unit shear, shear wall length, resistive unit shear, unit dead load on shear walls, and hold-down loads for the various shear wall lengths based on seismic shear loads from Table H. Shear wall hold-down loads are calculated based on wind and dead load combinations using the allowable stress design method per ASCE Standard 7-10, Section 2.4. Table K. Roof Diaphragm Calculations Table H provides roof diaphragm load calculations for determining diaphragm shear for seismic loads and comparing these loads with wind and minimum wind loads from Table H. Shear wall and roof diaphragm deflections are calculated to confirm that the diaphragm is flexible as allowed by ASCE Standard 7, Section 12.3.1.1. Strength level seismic unit shear values are used to calculate deflections. Calculations are based on American Plywood Association (APA) Report T2002-17, Estimating Wood Structural Panel Diaphragm and Shear Wall Deflection, April 17, 2002. Uplift due to design base wind loads are calculated assuming that the roof experiences a maximum uplift pressure from wind zone E or Zone F. Allowable roof dead loads plus truss connections exceed uplift by an acceptable margin. Revised PROJECT INFORMATION AND DESIGN CRITERIA Printed 6/22/2018 Plan 1491-15 p_g 30-PSF, V_ult 140 mph, Exp C, SDC D2_ROSCHY 6/25/2018 R. Mumbower, EIT HiLine Homes Page 5 of 19 TABLE A. STRUCTURAL SPECIFICATIONS AND ALLOWABLE LOADS THIS TABLE PROVIDES SUMMARY STRUCTURAL SPECIFICATIONS. ADDITIONAL DETAILS FOR STANDARD SPECIFICATIONS AND CALCULATION OF ALLOWABLE LOADS ARE PROVIDED AT THE END OF THIS TABLE. EXPLANATION OF WALL LINES Shear walls and structural specifications are identified with Wall Lines on plan Sheet S2. Lettered Wall Lines are generally identified from the front to the rear of the building and Numbered Wall Lines start at the left and continue to the right (STANDARD PLAN). For reversed plans, Lettered Wall Lines remain the same and the Numbered Wall Lines start at the right of the plan (REVERSED PLAN). STRUCTURAL SPECIFICATIONS FOUNDATION ANCHORING SPECIFICATIONS (ALL WALL LINES) Maximum Applied Shear per Tables I or J (lb) 2,529 Wall length under maximum applied shear per Tables I or J (ft) a� 35 Minimum number of anchor bolts when installed at 72-in o.c. minimum 2 anchors/mudsill 7 Maximum anchor bolt Load @ 72-in o.c. minimum 2 anchors per mudsill (lb) 370 Basic allowable single shear for fastening 1.5-in Hem-Fir framing to concrete with 1/2-in dia. ASTM A307 bolts with minimum 7-in embedment = 590-lb per 2015 NDS Table 11 E. Adjustment for 10-minute 944 wind/seismic loads = 1.6 per 2005 NDS Table 2.3.2. Allowable shear load = (1.6)(590) = 944-lb. Install 1/2-in dia. ASTM A307 anchor bolts @ 72-in o.c., minimum 7-in embedment in concrete and maximum 12- in from end of mudsills with minimum 2 anchors per mudsill. SHEAR WALL HOLD-DOWN SPECIFICATIONS Wall Line A (Standard Garage Door Location) Maximum overturning tension due to wind load per Table I (lb) 1,265 Maximum overturning tension due to seismic load per Table J (Ib) 937 Allowable wind Tension Load for Simpson STHD10 Strap Ties at endwall location is 1,705-lb 1,705 Allowable seismic Tension Load for Simpson STHD10 Strap Ties at endwall location is 1,435-lb 1,435 At both ends of each garage portal, install Simpson STHD10 Strap Tie Holdowns per manufacturer's instructions as shown on the plan. Fasten to minimum 3-in framing. (total of 4 STHD10s). SHEAR WALL SHEATHING SPECIFICATIONS All Exterior Wall Lines Maximum resistive unit wind shear load per Table I (lb/ft) 173 Maximum resistive unit seismic shear load per Table J (lb/ft) 132 Basic allowable shear for wind loads = 785-lb/ft per SPECIAL DESIGN PROVISIONS FOR WIND AND SEISMIC Table 4.3A for 8d nails @ 6-in o.c. on edges., 12-in o.c. in the field, &framing @ 16-in o.c. per note 365 2. Adjustments 0.50 for ASD and 0.93 for Hem-Fir framing. Allowable shear = (0.50)(0.93)(785) = 365-Ib/ft. Basic allowable shear for seismic loads = 560-lb/ft per SPECIAL DESIGN PROVISIONS FOR WIND AND SEISMIC Table 4.3A for 8d nails staggered @ 6-in o.c. on edges, 12-in o.c. in the field &framing @ 16-in o.c. 260 per Note 2. Adjustments are 0.50 for ASD and 0.93 for Hem-Fir framing. Allowable shear = (0.50)(0.93)(560) =260-I b/ft. Apply 7/16-in. OSB wood structural panels to Hem-Fir framing members with 8d nails @ 6-in o.c. per standard specification. SHEAR TRANSFER SPECIFICATIONS Revised STRUCTURAL SPECIFICATIONS AND ALLOWABLE LOADS Printed 6/22/2018 Plan 1491-15 p_g 30-PSF, V_ult 140 mph, Exp C, SDC D2_ROSCHY 6/25/2018 R. Mumbower, EIT HiLine Homes Page 6 of 19 TABLE A. STRUCTURAL SPECIFICATIONS AND ALLOWABLE LOADS All Wall Lines Fasten double top plates together with 10d nails @ 12-in o.c. and 6-in o.c. at splices. Overlap splices 4-ft. minimum. Fasten OSB wall sheathing between shear wall segments at same fastener spacing as on shear walls. Fasten OSB panels to mudsills with minimum 8d nails @ 6-in o.c. Wall Lines 1, 3 & A (Gables) Maximum applied unit wind shear per Table I (lb/ft) 47 Maximum applied unit seismic shear per Table J (lb/ft) 66 Basic allowable single shear for 10d common toenails with 1.5-in thickness Hem-Fir side members = (0.83)(102)=84-lb per NDS Table 11 N. Adjustment for 10-minute wind/seismic loads = 1.6. Allowable shear 135 load = (1.6)(0.83)(102) = 135-lb. Allowable load for 2-10d common toenails @ 16-in o.c. = (0.83)(2)(12/16)(1.6)(102) = 203-lb/ft. 203 Maximum Allowable Seismic Unit Shear seismic loads = 150-lb/ft per SDPWS Section 4.1.7 150 Fasten gable-end trusses to double top plates with 2-10d toenails @ 16-in o.c. or 1-10d toenail @ 8-in o.c. Wall Lines B, C, 2 & 3 (Eaves) Maximum applied unit wind shear per Table I (lb/ft) 86 Maximum applied unit seismic shear per Table J (lb/ft) 90 See Roof Framing Specification for truss connections and blocking. Fasten per Roof Framing Specification for truss connections and blocking. 381 DRAG STRUT CALCULATIONS Wall Line 2 (Connection Garage to House) Maximum applied load per Tables 1, J (lb) 794 Basic allowable load for 10d common nails fastened with 1.5-in side members = 102-lb per NDS Table 11 N. 163 Adjustment for 10-minute wind/seismic loads = 1.6. Allowable load = (1.6)(102) = 163-lb. Nail a 2x laid to the garage side top plates and to the adjacent truss with (6) 10d nails on each side. ROOF DIAPHRAGM FRAMING SPECIFICATIONS Roof Sheathing Maximum applied unit wind shear per Table I (lb/ft) 86 Maximum applied unit seismic shear per Table J (lb/ft) 90 Basic allowable unit shear for wind/seismic loads = 645/460-lb/ft per 2008 SDPWS Table 4.2C for 7/16-in unblocked panel diaphragms. Adjustment Factor (AF) for ASD = 0.5. Adjusted allowable unit shear = 323/230 (0.50)(645/460) = 323/230-lb/ft. Allowable snow (live) load for 7/16-in APA Span Rated 32/16 with supports @ 24-in o.c. per APA Table 25 = 40 40-psf Allowable snow (live) load for 15/32-in APA Span Rated 24/16 with supports @ 24-in o.c. per APA Table 25 = 70 70-psf Up to 40 psf ground snow load, install 7/16-in unblocked APA Span Rated 24/16 (32/16) panels to engineered trusses @ 24-in o.c. per IBC Case 1. Fasten with 8-d nails @ 6-in o.c. on supported edges and 12-in o.c. in the field. Beyond 70 psf ground snow load, use See Truss Blocking & Boundary Nailing below for additional requirements. Beyond 40 psf ground snow load, use 15/32-in panels instead. Beyond 70 psf ground snow load, use 19/32-in sheathing. Revised STRUCTURAL SPECIFICATIONS AND ALLOWABLE LOADS Printed 6/22/2018 Plan 1491-15 p_g 30-PSF, V_ult 140 mph, Exp C, SDC D2_ROSCHY 6/25/2018 R. Mumbower, EIT HiLine Homes Page 7 of 19 TABLE A. STRUCTURAL SPECIFICATIONS AND ALLOWABLE LOADS Truss Blocking & Boundary Nailing Fasten 2X4 vent blocking in each truss bay with 1-10d toenail into truss, each side. Fasten roof diaphragm to blocking with 8d nails @ 6-in o.c. Truss Connections (Lateral Loads) Maximum applied unit shear per Table H (lb/ft) 90 Truss Connections (Longitudinal Loads) Maximum applied unit shear per Tables I and J (lb/ft) 90 Basic allowable single shear for 10d common toenails with 1.5-in thickness Hem-Fir side members = (0.83)(102)=84-lb per NDS Table 11 N. Adjustment for 10-minute wind/seismic loads = 1.6. Allowable shear 135 load = 1.6 0.83 102 = 135-lb. Allowable load for 2-10d common toenails = (0.83)(2)(1.6)(102) = 271-lb/ft. 271 Simpson H2.5A/H1 Seismic & Hurricane Tie lateral load resistance F2 = 110/140-lb 110/140 Simpson H2.5A/H1 Seismic & Hurricane Tie longitudinal load resistance F, = 110/415-lb 110/415 Allowable load for 2-10d common toenails = (2)(0.83)(1.6)(102) = 271-lb per truss end. Allowable load for H2.5A or H1 Seismic & HurricaneTies = 110-lb per truss end for Hem-Fir. Total allowable load per truss end = 381 271 + 110 = 381-lb per truss end = 381-lb (H2.5A ties control lateral loads). Fasten truss tails to top plates with 2-10 toenails and a Simpson H2.5A or H1 Seismic & Hurricane Tie fastened to truss and top plates per manufactures instructions. (see sheet S3, Roof Framing Plan). Allowable load for Simpson RBC Clip @ 24-in o.c. = (12/24)*(380) = 190-lb/ft. 190 Nail roof sheathing to blocking with 8d nails @ 6-in o.c. Fasten blocking to top plates with Simpson RBC clips @ 24-in o.c. -fill all nail holes. Truss Connections (Uplift Loads) Maximum net uplift on truss connection for 85 mph, Exposure C per Table K (lb). -165 Maximum net uplift on truss connection for 95 mph, Exposure C per Table K (lb). -253 Maximum net uplift on truss connection for 110 mph, Exposure C per Table K (lb). -448 Allowable uplift for H2.5A/H1 Seismic & Hurricane Ties = 520/400-lb for Hem-Fir framing. 520/400 Allowable uplift for H10 Seismic & Hurricane Ties = 850-lb for Hem-Fir framing. 850 Fasten truss tails to top plates with H2.5A or H1 Seismic & Hurricane Ties for 85-mph wind speeds. Use H10 Ties for higher speeds. Truss Chord Splice Nailing Maximum applied chord tension load per Tables J, C = T = M/b =vrL2/b8 (lb). 903 Allowable chord splice tension load for 10d nails @ 6-in o.c. 1,469 Fasten exterior wall top plate splices together with 10d nails @ 6-in o.c. Minimum splice length = 48-in. Revised STRUCTURAL SPECIFICATIONS AND ALLOWABLE LOADS Printed 6/22/2018 Plan 1491-15 p_g 30-PSF, V_ult 140 mph, Exp C, SDC D2_ROSCHY 6/25/2018 R. Mumbower, EIT HiLine Homes Page 8 of 19 TABLE B. BUILDING DATA Description Value Description Value BUILDING DIMENSIONS BUILDING INERTIAL DATA Transverse Width of Building (ft) 35.0 Roof Diaphragm Dead Load (psf) 15 Longitudinal Length of Building (ft) 50.0 Exterior Walls Dead Load (psf) 15 Partition Walls Dead Load (psf) 10 Roof Slope (5/12) 0.42 Length of Gable-End Roof Overhang (ft) 1.0 MEAN AND MAXIMUM BUILDING HEIGHTS Length of Eave-End Roof Overhang (ft) 1.3 Roof Height (ft) 8.1 Maximum Truss Span (ft) 32.0 Mean Height (ft) 11.4 Maximum Height (ft) 14.8 MAIN FLOOR DIMENSIONS Wall Height (ft) 8.1 CALCULATION OF LENGTH OF END ZONE, 2a Transverse Exterior Walls Length (ft) 70.0 Least horizontal Building Dimension, b (ft) 35.0 Longitudinal Exterior Walls Length (ft) 100.0 0.4* Mean Building Height (ft) 4.5733 Total Exterior Walls Length (ft) 170.01 0.1*b (ft) 3.5 Total Partitions Weight (lb) -ASCE 7-10 12.7. 14,910 End Zone Dimension, a (ft) 3.5 Adjusted End Zone Dimension, a (ft) 3.5 Length of End Zone, 2a (ft) 7.0 BUILDING ENCLOSED AREA -n Building Enclosed Area (sf) 1,491.0 Garage Enclosed Area (sf) 484.0 Building and Garage Enclosed Area (sf) 1,975.0 GARAGE DIMENSIONS GARAGE LENGTH OF END ZONE, 2a Wall Height (ft) 8.1 Least horizontal Building Dimension, b (ft) 22.0 Transverse Width of Garage (ft) 22.0 0.4* Mean Building Height (ft) 4.1567 Longitudinal Length of Garage (ft) 22.0 0.1*b (ft) 2.2 Transverse Exterior Walls Length (ft) 44.0 End Zone Dimension, a (ft) 2.2 Longitudinal Exterior Walls Length (ft) 44.0 Adjusted End Zone Dimension, a (ft) 3.0 Maximum Truss Span (ft) 22.0 Length of End Zone, 2a (ft)_ 6.0 Mean Height (ft) 10.4 Maximum Height (ft) 12.7 m� Total Exterior Walls Length (ft) 88.0 Total Partitions Weight (lb) -ASCE 7-10 12.7. 0 SNOW DATA Maximum Ground Snow Load, p9 (psf) Assumed 30.0 Exposure Factor, e ASCE 7-10 Table 7-2, for Exposure C 1.0 Thermal Factor, Ct ASCE 7-10 Table 7-3, for Residences 1.2 Snow Importance Factor, IS ASCE 7-10 Table 1.5-2, for Category II 1.0 Slope Factor, C, ASCE 7-10 Figure 7-2a 1.0 Flat Roof Snow Load, pf (psf) ASCE 7-10 Equation 7.3-1, pf= 0.7 C. Ct IS p9 1 25.2 Note: Transverse Width is measured perpendicular to the ridge line and longitudinal length parallel to the ridge line. Revised BUILDING DATA Printed 6/22/2018 Plan 1491-15 p_g 30-PSF, V_ult 140 mph, Exp C, SDC D2_ROSCHY 6/25/2018 F(. Mumbower, EIT HiLine Homes Page 9 of 19 TABLE C. WIND DESIGN CRITERIA Description Value Description Value WIND DESIGN CRITERIA MAIN FLOOR Basic Wind Speed Vas (mph) 110 TRANSVERSE BUILDING ZONE DATA ASCE 7-10 Design Wind Speed (mph) 140 Horizontal Wind Force Loading Wind Exposure Category C Transverse Zones A& B Width (ft) 7.0 Simplified Procedure per ASCE 7-10 28.5 Yes Transverse Zones C & D Width (ft) 43.0 Exposure & Height Factor, A 1.21 Transverse Zones A& C Height (ft) 8.1 Topographical Factor, KZt 1.00 Transverse Zones B & D Height (ft) 7.3 Vertical Wind Force Loading DESIGN WIND PRESSURES (psf) Transverse Roof Zones E & F Width (ft) 7.0 TRANSVERSE DIRECTION (CASE A) Transverse Roof Zones G & H Width (ft) 43.0 A- End Zone of Wall 40.9 Transverse Roof Zones E & F Length (ft) 17.5 B - End Zone of Roof -2.2 Transverse Roof Zones G & H Length (ft) 17.5 C - Interior Zone of Wall 28.4 D - Interior Zone of Roof 0.31 LONGITUDINAL BUILDING ZONE DATA E - End Zone of Windward Roof -26.9 Horizontal Wind Force Loading F - End Zone of Leeward Roof -24.8 Longitudinal Zone A Width (ft) 7.0 G - Interior Zone of Windward Roof -19.0 Longitudinal Zone C Width (ft) 28.0 H - Interior Zone of Leeward Roof -19.3 Longitudinal Zone A Height (ft) 9.6 Eo - End Zone of Windward OVHG Roof -41.9 Longitudinal Zone C Height (ft) 12.3 Go - Interior Zone of Windward OVGH Roof -33.91 Vertical Windforce Loading LONGITUDINAL DIRECTION (CASE B) Longitudinal Roof Zones E & F Width (ft) 7.0 A- End Zone of Wall 31.1 Longitudinal Roof Zones G & H Width (ft) 28.0 B - End Zone of Roof -16.1 Longitudinal Roof Zones E &G Length (ft) 25.0 C - Interior Zone of Wall 20.6 Longitudinal Roof Zones F & H Length (ft) 25.0 D - Interior Zone of Roof -9.6 E - End Zone of Windward Roof _ -37.3 F - End Zone of Leeward Roof -21.2 G - Interior Zone of Windward Roof -26.0 H - Interior Zone of Leeward Roof -16.4 Eo - End Zone of Windward OVHG Roof -52.3 Go - Interior Zone of Windward OVGH Roof -40.9 GARAGE TRANSVERSE GARAGE ZONE DATA Horizontal Wind Force Loading Transverse Zones A& B Width (ft) 6.0 Transverse Zones C & D Width (ft) 16.0 Transverse Zones A& C Height (ft) 8.1 Transverse Zones B & D Height (ft) 4.6 _ LONGITUDINAL GARAGE ZONE DATA Horizontal Wind Force Loading Longitudinal Zone A Width (ft) 6.0 Longitudinal Zone C Width (ft) 16.0 Longitudinal Zone A Height (ft) 9.4 Longitudinal Zone C Height (ft) 10.8 Note: Transverse Width is measured perpendicular to the ridge line and longitudinal length parallel to the ridge line. Revised WIND DESIGN CRITERIA Printed 6/22/2018 Plan 1491-15 p_g 30-PSF, V_ult 140 mph, Exp C, SDC 132_ROSCHY 6/25/2018 R. Mumbower, EIT HiLine Homes Page 10 of 19 TABLE D. SEISMIC DESIGN CRITERIA Description I Reference/Calculation lValue SEISMIC GROUND MOTION VALUES AND SITE SPECIFICATIONS Building Risk Category ASCE Standard 7-10, Table 1-5.1 II Seismic Importance Factor, le ASCE Standard 7-10, Table 1.5-2 1.0 Default Seismic Site Classification ASCE Standard 7-10, Table 20.3-1 D Seismic Design Category 2015 IRC Table R301.2.2.1.1 D2 Response Modification Coefficient, R ASCE Standard 7-10, Table 12.2-1 6.5 Building Period Parameter: Ct ASCE Standard 7-10, Table 12.8-2 0.02 Redundancy Factor, p ASCE Standard 7-10, Section 12.3.4.2 1.000 Site Short Period Design Acceleration, SDS (g) 2015 IRC Table R301.2.2.1.1, for SDC D2 1.170 Mapped MCE Long Period Acceleration, SM, (g) ASCE Standard 7-10, Figure 22-2 0.600 Ground Snow Load (psf) Building Department 30.0 Flat Roof Snow Load (psf) Calculation, See Table B 25.2 COMPUTATION OF DESIGN RESPONSE SPECTRUM DATA Mean Building Height, h (ft) Per Plan (Calculated in Table B) 11.4 Building Period, Ta = C,h3/4 (sec) ASCE Standard 7-10, Section 12.8.2.1 0.124 Site Long Design Period Acceleration, SD, (9) ASCE Standard 7-10, 11.4.4, Sp, =2/3SM, 0.400 To = 0.2*SD,/SpS (sec) ASCE Standard 7-10, Section 11.4.5 0.068 Ts = Sp,/SpS (sec) jASCE Standard 7-10, Section 11.4.5 0.342 COMPUTATION OF SEISMIC DESIGN COEFFICIENT Seismic Design Coefficient: CS = SDS*le/R ASCE Standard 7-10, Section 12.8.1.1 0.180 Revised SEISMIC DESIGN CRITERIA Printed 6/22/2018 Plan 1491-15 p_g 30-PSF, V_ult 140 mph, Exp C, SDC D2_ROSCHY 6/25/2018 R. Mumbower, EIT HiLine Homes Page 11 of 19 TABLE E-1. WIND LOADS (HOUSE) Wind Zone Zone Zone Moment Zone Area Moment Zone Pressure Width Ht./Leng. Force Arm (Psf) (ft) (ft) (sfl (lb) (ft) (ft-lb) TRANSVERSE WIND LOADING Horizontal Wind Loads Transverse Wall Zone A 40.9 7.0 8.1 56.7 2,806 4.1 11,364 Transverse Roof Zone B 0.0 7.0 7.3 51.0 0 8.1 0 Transverse Wall Zone C 28.4 43.0 8.1 348.3 11,969 4.1 48,474 Transverse Roof Zone D 0.3 43.0 7.3 313.5 114 8.1 922 STRENGTH LEVEL Lateral Force/Moment 7,501 60,761 CONVERT TO ALLOWABLE STRESS DESIGN 4,501 36,456 Vertical Wind Loads Transverse Roof Zone E -26.9 7.0 17.5 122.5 -3,987 26.3 104,665 Transverse Roof Zone F -24.8 7.0 17.5 122.5 -3,676 8.8 32,165 Transverse Roof Zone G -19.0 43.0 17.5 752.5 -17,300 26.3 454,124 Transverse Roof Zone H -19.3 43.0 17.5 752.5 -17,573 8.8 153,765 Roof Overhang Zone E -41.91 7.0 1.3 9.3 -472 35.7 16,834 Roof Overhang Zone F -24.8 7.0 1.3 9.3 -279 -0.7 -186 Roof Overhang Zone G -33.9 43.0 1.3 57.2 -2,346 35.7 83,666 Roof Overhang Zone H -19.3 43.0 1.3 57.2 -1,336 -0.7 -888 STRENGTH LEVEL Uplift Force and Overturning Moment on Building -46,969 844,145 CONVERT TO ALLOWABLE STRESS DESIGN -28,181 506,487 Total Overturning Moment Due to Transverse Wind Loading (ASD)1 542,944 Unit Uplift on Building (psf) -18.9 LONGITUDINAL WIND LOADING Horizontal Wind Loads Longitudinal Wall Zone A 31.1 7.0 9.6 66.9 2,518 4.8 12,033 Longitudinal Wall Zone B 0.0 7.0 0.0 0.0 0 8.1 0 Longitudinal Wall Zone C 20.6 28.0 12.3 344.2 8,579 6.1 52,732 Longitudinal Wall Zone D 0.0 28.0 0.0 0.0 0 8.1 0 STRENGTH LEVEL Lateral Force/Momentl 7,2041 64,765 CONVERT TO ALLOWABLE STRESS DESIGN 1 4,3221 38,859 Vertical Wind Loads Longitudinal Roof Zone E -37.3 7.0 25.0 175.0 -7,898 37.5 296,185 Longitudinal Roof Zone F -21.2 7.0 25.0 175.0 -4,489 12.5 56,114 Longitudinal Roof Zone G -26.0 28.0 25.0 700.0 -22,022 37.5 825,825 Longitudinal Roof Zone H -16.4 28.0 25.0 700.0 -13,891 12.5 173,635 Roof Overhang Zone E -52.31 7.0 1.0 7.0 -443 50.5 22,371 Roof Overhang Zone F -21.2 7.0 1.0 7.0 -180 -0.5 90 Roof Overhang Zone G -40.9 28.0 1.0 28.0 -1,386 50.5 69,977 Roof Overhang Zone H -16.4 28.0 1.0 28.0 -556 -0.5 -278 STRENGTH LEVEL Uplift Force and Overturning Moment on Building -50,864 1,443,919 CONVERT TO ALLOWABLE STRESS DESIGN -30,518 866,351 Total Overturning Moment Due to Longitudinal Wind Loads (ASD)1 905,211 Unit Uplift on Building (psf) -20.5 Note: (+) and (-) signs signify wind pressures acting toward and away from the projected surfaces, respectively per ASCE Standard 7-10. Revised WIND LOADS Printed 6/22/2018 Plan 1491-15 p_g 30-PSF, V_ult 140 mph, Exp C, SDC 132_ROSCHY 6/25/2018 R. Mumbower, EIT HiLine Homes Page 12 of 19 TABLE E-2. WIND LOADS (GARAGE) Wind Zone Zone Zone Area Zone Moment Moment Zone Pressure Width Ht./Leng. Force Arm (psf) (ft) (ft) (s� (lb) (ft) (ft-lb) TRANSVERSE WIND LOADING Horizontal Wind Loads Transverse Wall Zone A 40.9 6.0 8.1 48.6 2,405 4.1 9,741 Transverse Roof Zone B 0.0 6.0 4.6 27.5 0 8.1 0 Transverse Wall Zone C 28.4 16.0 8.1 129.6 4,454 4.1 18,037 Transverse Roof Zone D 0.3 16.0 4.6 73.3 27 8.1 216 STRENGTH LEVEL Lateral Force/Moment 3,456 1 27,994 CONVERT TO ALLOWABLE STRESS DESIGN 2,074 16,796 Vertical Wind Loads Transverse Roof Zone E -26.9 6.0 11.0 66.0 -2,148 16.5 35,446 Transverse Roof Zone F -24.8 6.0 11.0 66.0 -1,981 5.5 10,893 Transverse Roof Zone G -19.0 16.0 11.0 176.0 -4,046 16.5 66,763 Transverse Roof Zone H -19.3 16.0 11.0 176.0 -4,110 5.5 22,606 Roof Overhang Zone E -41.9 6.0 1.31 8.0 -405 22.7 9,170 Roof Overhang Zone F -24.8 6.0 1.3 8.0 -239 -0.7 -159 Roof Overhang Zone G -33.9 16.0 1.3 21.3 -873 22.7 19,784 Roof Overhang Zone H -19.3 16.0 1.3 21.3 -497 -0.7 -330 STRENGTH LEVEL Uplift Force and Overturning Moment on Building -14,299 164,171 CONVERT TO ALLOWABLE STRESS DESIGN -8,579 98,503 Total Overturning Moment Due to Transverse Wind Loading (ASD) 115,299 Unit Uplift on Building (psf) -5.8 LONGITUDINAL WIND LOADING Horizontal Wind Loads Longitudinal Wall Zone A 31.1 6.0 9.4 56.1 2,111 4.7 9,869 Longitudinal Wall Zone B 0.0 6.0 0.0 0.0 0 8.1 0 Longitudinal Wall Zone C 20.6 16.0 10.8 172.5 4,300 5.4 23,183 Longitudinal Wall Zone D 0.0 16.0 0.0 0.0 0 8.1 0 STRENGTH LEVEL Lateral Force/Momentl 3,8821 33,052 CONVERT TO ALLOWABLE STRESS DESIGN 1 2,3291 1 19,831 Vertical Wind Loads Longitudinal Roof Zone E -37.3 6.0 11.0 66.0 -2,979 16.5 49,150 Longitudinal Roof Zone F -21.2 6.0 11.0 66.0 -1,693 5.5 9,312 Longitudinal Roof Zone G -26.0 16.0 11.0 176.0 -5,537 16.5 91,360 Longitudinal Roof Zone H -16.4 16.0 11.0 176.0 -3,493 5.5 19,209 Roof Overhang Zone E -52.3 6.0 1.0 6.0 -380 22.5 8,543 Roof Overhang Zone F -21.2 6.0 1.0 6.0 -154 -0.5 77 Roof Overhang Zone G -40.9 16.0 1.0 16.0 -792 22.5 17,816 Roof Overhang Zone H -16.4 16.0 1.0 16.0 -318 -0.5 -159 STRENGTH LEVEL Uplift Force and Overturning Moment on Building -15,344 195,308 CONVERT TO ALLOWABLE STRESS DESIGN -9,207 117,185 Total Overturning Moment Due to Longitudinal Wind Loads (ASD) 137,016 Unit Uplift on Building (psf) -6.2 Note: (+) and (-) signs signify wind pressures acting toward and away from the projected surfaces, respectively per ASCE Standard 7-10. Revised WIND LOADS Printed 6/22/2018 Plan 1491-15 p_g 30-PSF, V_ult 140 mph, Exp C, SDC D2_ROSCHY 6/25/2018 R. Mumbower, EIT HiLine Homes Page 13 of 19 TABLE F-1. MINIMUM WIND LOADS (HOUSE) Wind Zone Zone Zone Area Zone Moment Moment Zone Pressure Width Ht./Leng. Force Arm (psf) (ft) (ft) (s� (lb) (ft) (ft-lb) TRANSVERSE WIND LOADING Horizontal Wind Loads Transverse Wall Zone A 16.0 7.0 8.1 56.7 907 4.1 3,674 Transverse Roof Zone B 8.0 7.0 7.3 51.0 408 8.1 3,308 Transverse Wall Zone C 16.0 43.0 8.1 348.3 5,573 4.1 22,570 Transverse Roof Zone D 8.0 43.0 7.3 313.5 2,508 8.1 20,318 STRENGTH LEVEL Lateral Force/Moment 6,157 49,869 CONVERT TO ALLOWABLE STRESS DESIGN 3,6941 29,921 Vertical Wind Loads Transverse Roof Zone E 0.0 7.0 17.5 122.5 0 26.3 0 Transverse Roof Zone F 0.0 7.0 17.5 122.5 0 8.8 0 Transverse Roof Zone G 0.0 43.0 17.5 752.5 0 26.3 0 Transverse Roof Zone H 0.0 43.0 17.5 752.5 0 8.8 0 Roof Overhang Zone E 0.0 7.0 1.3 9.3 0 35.7 0 Roof Overhang Zone F 0.0 7.0 1.3 9.3 0 -0.7 0 Roof Overhang Zone G 0.0 43.0 1.3 57.2 0 35.7 0 Roof Overhang Zone H 0.01 43.01 1.31 57.2 0 -0.7 0 STRENGTH LEVEL Uplift Force and Overturning Moment on Building 0 0 CONVERT TO ALLOWABLE STRESS DESIGN 0 0 Total Overturning Moment Due to Transverse Wind Loading (ASD) 29,921 Unit Uplift on Building (psf) 0.0 LONGITUDINAL WIND LOADING Horizontal Wind Loads Longitudinal Wall Zone A 16.0 7.0 9.6 66.9 1,071 4.8 5,116 Longitudinal Wall Zone B 8.0 7.0 0.0 0.0 0 8.1 0 Longitudinal Wall Zone C 16.0 28.0 12.3 344.2 5,507 6.1 33,849 Longitudinal Wall Zone D 8.0 28.0 0.0 0.0 0 8.1 0 STRENGTH LEVEL Lateral Force/Moment 4,310 _ 38,965 CONVERT TO ALLOWABLE STRESS DESIGN 2,5861 23,379 Vertical Wind Loads Longitudinal Roof Zone E 0.0 7.0 25.0 175.0 0 37.5 0 Longitudinal Roof Zone F _ 0.0 7.0 25.0 175.0 0 12.5 0 Longitudinal Roof Zone G 0.0 28.0 25.0 700.0 0 37.5 0 Longitudinal Roof Zone H 0.0 28.0 25.0 700.0 0 12.5 0 Roof Overhang Zone E 0.0 7.0 1.0 7.0 0 50.5 0 Roof Overhang Zone F 0.0 7.0 1.0 7.0 0 -0.5 0 Roof Overhang Zone G 0.0 28.0 1.01 28.0 0 50.5 0 Roof Overhang Zone H 0.0 28.01 1.01 28.0 0 -0.5 0 STRENGTH LEVEL Uplift Force and Overturning Moment on Building 0 0 CONVERT TO ALLOWABLE STRESS DESIGN 0 0 Total Overturning Moment Due to Longitudinal Wind Loads (ASD) 23,379 Unit Uplift on Building (psf) 0.0 Note: (+) and (-) signs signify wind pressures acting toward and away from the projected surfaces, respectively per ASCE Standard 7-10. Revised MINIMUM WIND LOADS Printed 6/22/2018 Plan 1491-15 p_g 30-PSF, V_ult 140 mph, Exp C, SDC 132_ROSCHY 6/25/2018 R. Mumbower, EIT HiLine Homes Page 14 of 19 TABLE F-2. MINIMUM WIND LOADS (GARAGE) Wind Zone Zone Zone Area Zone Moment Moment Zone Pressure Width Ht./Leng. (sf) Force Arm (ft-lb) (psf) (ft) (ft) (lb) (ft) TRANSVERSE WIND LOADING Horizontal Wind Loads Transverse Wall Zone A 16.0 6.0 8.1 48.6 778 4.1 3,149 Transverse Roof Zone B 8.0 6.0 4.6 27.5 220 8.1 1,782 Transverse Wall Zone C 16.0 16.0 8.1 129.6 2,074 4.1 8,398 Transverse Roof Zone D 8.0 16.0 4.6 73.3 587 8.1 4,752 STRENGTH LEVEL Lateral Force/Moment 2,232 18,081 CONVERT TO ALLOWABLE STRESS DESIGN 1,339 10,849 Vertical Wind Loads Transverse Roof Zone E 0.0 6.0 11.0 66.0 0 16.5 0 Transverse Roof Zone F 0.0 6.0 11.0 66.0 0 5.5 0 Transverse Roof Zone G 0.0 16.0 11.0 176.0 0 16.5 0 Transverse Roof Zone H 0.0 16.0 11.0 176.0 0 5.5 0 Roof Overhang Zone E 0.0 6.0 1.3 8.0 0 22.7 0 Roof Overhang Zone F 0.0 6.0 1.3 8.0 0 -0.7 0 Roof Overhang Zone G 0.01 16.01 1.3 21.3 0 22.7 0 Roof Overhang Zone H 0.01 16.01 1.3 21.3 0 -0.7 0 STRENGTH LEVEL Uplift Force and Overturning Moment on Building 0 0 CONVERT TO ALLOWABLE STRESS DESIGN 0 0 Total Overturning Moment Due to Transverse Wind Loading (ASD) 10,849 Unit Uplift on Building (psf)l 0.0 LONGITUDINAL WIND LOADING Horizontal Wind Loads Longitudinal Wall Zone A 16.0 6.0 9.4 56.1 898 4.7 4,196 Longitudinal Wall Zone B 8.0 6.0 0.0 0.0 0 8.1 0 Longitudinal Wall Zone C 16.0 16.0 10.8 172.5 2,760 5.4 _ 14,881 Longitudinal Wall Zone D 8.0 16.0 0.0 0.0 0 8.1 0 STRENGTH LEVEL Lateral Force/Moment 2,232 19,077 CONVERT TO ALLOWABLE STRESS DESIGN 1,339 11,446 Vertical Wind Loads Longitudinal Roof Zone E 0.0 6.0 11.0 66.0 0 16.5 0 Longitudinal Roof Zone F 0.0 6.0 11.0 66.0 0 5.5 _ 0 Longitudinal Roof Zone G 0.0 16.0 11.0 176.0 0 16.5 0 Longitudinal Roof Zone H 0.0 16.0 11.0 176.0 0 5.5 0 Roof Overhang Zone E 0.0 6.0 1.0 6.0 0 22.5 0 Roof Overhang Zone F 0.0 6.0 1.0 6.0 0 -0.5 0 Roof Overhang Zone G 0.0 16.01 1.0 16.0 0 22.5 0 Roof Overhang Zone H 0.0 16.01 1.0 16.0 0 -0.5 0 STRENGTH LEVEL Uplift Force and Overturning Moment on Building 0 0 CONVERT TO ALLOWABLE STRESS DESIGN 0 0 Total Overturning Moment Due to Longitudinal Wind Loads (ASD) 11,446 Unit Uplift on Building (psf) 0.0 Note: (+) and (-) signs signify wind pressures acting toward and away from the projected surfaces, respectively per ASCE Standard 7-10. Revised MINIMUM WIND LOADS Printed 6/22/2018 Plan 1491-15 p_g 30-PSF, V_ult 140 mph, Exp C, SDC D2_ROSCHY 6/25/2018 R. Mumbower, EIT HiLine Homes Page 15 of 19 TABLE G. SEISMIC LOADS SEISMIC SHEAR LOADS ON HOUSE Load Height/ Length Area Seismic Seismic Building Component (p s f) Width (ft) ( f) Weight Shear ft s (lb) (lb) Roof Diaphragm & Ceiling 15.0 1,491 22,365 4,026 20% of Flat Roof Snow Load >30-psf 0.0 1,491 0 0 One-Half Exterior Walls 1 15.0 8.1 170.01 1,377 10,328 1,859 One-Half Partitions 10.0 1 1,491 7,455 1,342 Total Dead Load for Restoring Moment 57,930 Roof Diaphragm Tributary Dead Load 40,148 STRENGTH LEVEL BASE SHEAR 7,227 CONVERT TO ALLOWABLE STRESS DESIGN BASE SHEAR 5,059 SEISMIC SHEAR LOADS ON GARAGE Roof Diaphragm &Ceiling 15.0 484 7,260 1,307 20% of Flat Roof Snow Load > 30-psf 0.0 484 0 0 One-Half Exterior Walls 15.0 8.1 88.0 713 5,346 962 One-Half Partitions 10.0 0 0 0 Total Dead Load for Restoring Moment 17,952 Roof Diaphragm Tributary Dead Load 12,606 STRENGTH LEVEL BASE SHEAR 2,269 CONVERT TO ALLOWABLE STRESS DESIGN BASE SHEAR 1,588 OVERTURNING ANALYSIS DUE TO TRANSVERSE LOADS - HOUSE Building Component Force Dist. Moment(lb) (ft) (ft-lb) Roof Diaphragm & Ceiling 4,026 8.1 32,608 Exterior Walls 1,859 8.1 15,057 Partitions 1,342 8.1 10,869 Total Dead Load 57,930 17.5 1,013,775 Total Moment Due to Transverse Seismic Forces 58,535 Total Moment Due to Transverse Wind Forces 542,944 Total Restoring Moment in Transverse Loading 1,013,775 6/10 of Total Restoring Moment in Transverse Loading 608,265 OVERTURNING STABILITY YES OVERTURNING ANALYSIS DUE TO LONGITUDINAL LOADS Building Component Force Dist. Moment (lb) ft ft-I b Roof Diaphragm &Ceiling 4,026 8.1 32,608 Exterior Walls 1,859 8.1 15,057 Partitions 1,342 8.1 10,869 Total Dead Load 57,930 25.0 1,448,250 Total Moment Due to Longitudinal Seismic Forces 58,535 Total Moment Due to Longitudinal Wind Forces 905,211 Total Restoring Moment in Longitudinal Loading 1,448,250 6/10 of Total Restoring Moment in Longitudinal Loading 868,950 OVERTURNING STABILITY1 YES Revised SEISMIC LOADS Printed 6/22/2018 Plan 1491-15 p_g 30-PSF, V_ult 140 mph, Exp C, SDC D2_ROSCHY 6/25/2018 R. Mumbower, EIT HiLine Homes Page 16 of 19 TABLE H. CONTROLLING SHEAR LOADS House Floor Level Main Floor Level Second Floor Level Type Load Transverse Longitudinal Transverse Longitudinal ASD Wind Load (Ib) 4,501 4,322 N/A N/A ASD Minimum Wind Load (Ib) _ 3,694 2,586 N/A N/A ASD Controlling Wind Load (lb) 4,501 4,322 N/A N/A ASD Seismic Diaphragm Load (Ib) 5,059 5,059 N/A N/A Nature of Controlling Load SEISMIC SEISMIC N/A N/A ASD Maximum wind/seismic load (Ib) 5,059 5,059 N/A N/A Garage Type Load Transverse Longitudinal Transverse Longitudinal ASD Wind Load (Ib) 2,074 2,329 N/A N/A ASD Minimum Wind Load (Ib) 1,339 1,339 N/A N/A ASD Controlling Wind Load (lb) 2,074 2,329 N/A N/A ASD Seismic Diaphragm Load (Ib) 1,5881 1,588 N/A I N/A Nature of Controlling Load WINDI WIND N/A N/A ASD Maximum wind/seismic load (Ib) 2,074 2,329 N/A _ N/A NOTE: ASD = ALLOWABLE STRESS DESIGN Revised CONTROLLING LOADS Printed 6/22/2018 Plan 1491-15 p_g 30-PSF, V_ult 140 mph, Exp C, SDC D2_ROSCHY 6/25/2018 R. Mumbower, EIT HiLine Homes Page 17 of 19 TABLE I. WIND SHEAR WALL LOADS TRANSVERSE LOADS Floor Level Main Floor Level Wall Identification 1 2 3 Check Wall Type OSB OSB OSB Total Tributary Load Distance (ft) - H 25.0 25.0 50.0 Tributary Load Fraction - H 0.500 0.500 1.0 Tributary Load Distance (ft) - G 11.0 11.0 22.0 Tributary Load Fraction - G 0.500 0.500 Applied Shear (lb) 2,250 1,164 2,250 5,665 Wall Length (ft) 35.0 22.0 50.0 Applied Unit Shear (lb/ft) 64 53 45 Shear Wall Length (ft) 35.0 22.0 46.5 Resistive Unit Shear (lb/ft) 64 53 48 Shear Wall Height (ft) 8.1 8.1 8.1 Unit DL on Wall (lb/ft) _ 150 305 150 0.60*[Unit DL on Wall] (lb/ft) 90 183 90 Max. Hold-Down 6.0-ft SW (lb) 122 Max. Hold-Down 18.5-ft SW (lb) -440 Max. Hold-Down 22.0-ft SW (lb) -1,584 -1,621 Max. Hold-Down 35.0-ft SW (lb) -1,054 LONGITUDINAL LOADS Floor Level Main Floor Level Wall Identification A B C Check Wall Type OSB OSB OSB Total Tributary Load Distance (ft) - H 17.5 17.5 35.0 Tributary Load Fraction - H 0.500 0.500 1.0 Tributary Load Distance (ft) - G 11.0 11.01 22.0 Tributary Load Fraction - G 0.500 0.500 1.0 Applied Shear (lb) 1,037 3,198 2,161 6,396 Wall Length (ft) 22.0 37.0 50.0 Applied Unit Shear (lb/ft) 47 86 43 Shear Wall Length (ft) 6.0 22.0 29.0 Resistive Unit Shear (lb/ft) 173 145 75 Shear Wall Height (ft) 8.1 8.1 8.1 Unit DL on Wall (lb/ft) 150 380 380 0.60*[Unit DL on Wall] (lb/ft) 90 228 228 Max. Hold-Down 3.0-ft SW (lb) 1,265 Max. Hold-Down 4.0-ft SW (lb) 148 Max. Hold-Down 6.0-ft SW (lb) -80 Max. Hold-Down 7.0-ft SW (lb) 380 Max. Hold-Down 7.5-ft SW (lb) -251 Max. Hold-Down 15.0-ft SW (lb) -532 Revised WIND SHEAR LOADS Printed 6/22/2018 Plan 1491-15 p_g 30-PSF, V_ult 140 mph, Exp C, SDC D2_ROSCHY 6/25/2018 R. Mumbower, EIT HiLine Homes Page 18 of 19 TABLE J. SEISMIC SHEAR WALL LOADS TRANSVERSE LOADS Floor Level Main Floor Level Wall Identification 1 2 3 Check Wall Type OSB OSB OSB Total Tributary Load Distance (ft) - H 25.0 25.0 50.0 Tributary Load Fraction - H 0.500 0.500 1.0 Tributary Load Distance (ft) -G 11.000 11.000 Tributary Load Fraction - G 0.500 0.500 Applied Shear (lb) 2,529 794 3,323 6,647 Wall Length (ft) 35.0 22.0 50.0 Applied Unit Shear (lb/ft) 72 36 66 Shear Wall Length (ft) 35.0 22.0 46.5 Resistive Unit Shear (lb/ft) 72 36 71 Shear Wall Height (ft) 8.1 8.1 8.1 Unit DL on Wall (lb/ft) 150 305 150 0.60*[Unit DL on Wall] (lb/ft) 90 183 90 Max. Hold-Down 6.0-ft SW (lb) 309 Max. Hold-Down 18.5-ft SW (lb) -254 Max. Hold-Down 22.0-ft SW (lb) -1,720 -1,434 Max. Hold-Down 35.0-ft SW (lb) -990 LONGITUDINAL LOADS Floor Level main Floor Level Wall Identification A B C Check Wall Type OSB OSB OSB Total Tributary Load Distance (ft) - H 17.5 17.5 35.0 Tributary Load Fraction - H 0.500 0.500 1.0 Tributary Load Distance (ft) - G 11.0 11.01 0.0 1 22.0 Tributary Load Fraction - G 0.500 0.500 0.000 1.0 Applied Shear (lb) 794 3,323 2,529 6,647 Wall Length (ft) 22.0 37.0 50.0 Applied Unit Shear (lb/ft) 36 90 51 Shear Wall Length (ft) 6.0 22.01 29.0 Resistive Unit Shear (lb/ft) 132 151 87 Shear Wall Height (ft) 8.1 8.1 8.1 Unit DL on Wall (lb/ft) 150 380 380 0.60*[Unit DL on Wall] (lb/ft) 90 228 228 Max. Hold-Down 3.0-ft SW (lb) 937 Max. Hold-Down 4.0-ft SW (lb) 251 Max. Hold-Down 6.0-ft SW (lb) 23 Max. Hold-Down 7.0-ft SW (lb) 426 Max. Hold-Down 7.5-ft SW (lb) -148 Max. Hold-Down 15.0-ft SW (lb) -486 Revised SEISMIC SHEAR LOADS Printed 6/22/2018 Plan 1491-15 p_g 30-PSF, V_ult 140 mph, Exp C, SDC D2_ROSCHY 6/25/2018 R. Mumbower, EIT HiLine Homes Page 19 of 19 TABLE K. ROOF DIAPHRAGM CALCULATIONS DIAPHRAGM CHORD SPLICE & STRESS CALCULATIONS Maximum Transverse Shear Load (lb) Calculation V = 5,059 Diaphragm Span (ft) Design Drawings b = 35 Diaphragm Length (ft) Design Drawings L = 50.0 Diaphragm Unit Shear (lb/ft) Calculation w= V/Length = 101 Diaphragm Maximum Moment (ft-lb) Calculation M =wL2/8 = 31,616 Diaphragm Chord Force (lb) Calculation C = T = M/b = 903 Allowable Nail Load (lb) NDS Table 11 N H-F & 10d Common 102 Adjustment For Wind/Seismic Loads NDS Table 2.3.2 10-minute loads 1.6 Adjusted Allowable Nail Load (lb) Calculation F = 1.6FNa;i 163.2 Minimum Number of Nails Required At Splices Calculation NN.Mfn = C/FA 5.5 Maximum Nail Spacing at Splices (in) Design Drawings S = 6.0 Minimum Splice Length (in) Calculation Ls lice = SNN-Min 33.2 Design Splice Length (in) Design Drawings Design Specification 48.0 Allowable Diaphragm Chord Force (lb) Calculation 10d @ 6-in o.c. 1,469 Cross Sectional Area of Shear Wall Chords (in 2 Design Drawings ACh.,d = 2(1.5)(5.5) = 16.5 Axial Chord Stess (psi) Calculation Fcit = C/A= T/A 55 Allowable Parallel Compressive Stress (psi) WWPA Table 1 No. 2 Hem-Fir 1,250 Allowable Parallel Tensile Stress (psi) WWPA Table 1 No. 2 Hem-Fir 500 ROOF UPLIFT CALCULATIONS Roof Truss Span, b (ft) Design Drawings 32.0 Tributary Area to Truss Connection (sf) Trusses @ 24-in o.c. JA= 2b/2 = b 32.0 Maximum Wind Uplift Pressure, 85 mph, C (psf) Calculated [0.5*(0.6*(23.1+16.0)] x 1.21 -14.2 Maximum Wind Uplift Pressure, 95 mph, C (psf) Calculated [0.5*0.6*(27.4+19.1)] x 1.21 -16.9 Maximum Wind Uplift Pressure, 110 mph, C (psf) Calculated [0.5*0.6*(37.3+26.0)] x 1.21 -23.0 Maximum Wind Uplift Load At Connection (lb) 85 mph, Exp. C up = P -453 Maximum Wind Uplift Load At Connection (lb) 95 mph, Exp. C Fup = P -541 Maximum Wind Uplift Load At Connection (lb) 110 mph, Exp. C Fup = P -736 Roof Unit Dead Load, wd, (psf) Design Criteria _ 15.0 Roof Dead Load to Truss Connection (lb) FDL=0.6 WdjA 288 Net Load to Truss Connection (lb) 85 mph, Exp. C FNet = FUP + FDL -165 Net Load to Truss Connection (Ib) 95 mph, Exp. C Net = Up + DL -253 Net Load to Truss Connection (Ib) 110 mph, Exp. C FNet = FUP + FDL -448 Allowable Uplift for Simpson H10 Clip (lb) SPF/Hem-Fir with 160% Increase 850 Allowable Uplift For Simpson H2.5A Clip (lb) SPF/Hem-Fir with 160% Increase 535 Allowable Uplift For Simpson H1 Clip (lb) SPF/Hem-Fir with 160% Increase 400 Revised ROOF DIAPHRAGM CALCULATIONS Printed 6/22/2018 Plan 1491-15 p_g 30-PSF, V_ult 140 mph, Exp C, SDC D2_ROSCHY 6/25/2018 .Project:ROSCHY RESIDENCE PLAN 1491 JOB 1001-1492 page toRayna Mumbower,EIT Hiline Homes 11306 62nd Ave E or 1 Puyallup,WA 98373 StruCalc Version 10.0.1.6 6/22/2018 6:44:08 AM Location:4X12 D.F.#2 GARAGE HEADER Multi-Span Roof Beam [2015 International Building Code(2015 NDS)] 3.5 IN x 11.25 IN x 16.0 FT #2-Douglas-Fir-Larch-Dry Use Section Adequate By: 116.6% RE Controlling Factor:Moment Cie/ Location:4X10 D.F.#2 HEADERS ADERS-TYPICAL Multi-Span Roof Beam Oct Q p [2015 International Building Code(2015 NDS)] 0 2QJ� 3.5 IN x 9.25 IN x 6.0 FT #2-Douglas-Fir-Larch-Dry Use A/der Section Adequate By: 12.0% Street Controlling Factor:Moment Location:4X8 D.F.#2 HEADERS-TYPICAL ¢ �: Multi-Span Roof Beam -} [2015 International Building Code(2015 NDS)] �- 3.5 IN x 7.25 IN x 4.0 FT #2-Douglas-Fir-Larch-Dry Use Section Adequate By: 113.0% Controlling Factor:Moment Location:2X6 H.F.#2 GABLE END HEADERS-TYPICAL Multi-Span Roof Beam [2015 International Building Code(2015 NDS)] 1.5 IN x 5.5 IN x 6.0 FT #2-Hem-Fir-Dry Use Section Adequate By:26.9% Controlling Factor:Moment Location:4X10 D.F.#2 BACK PORCH BEAMS Multi-Span Roof Beam (2015 International Building Code(2015 NDS)] 3.5 IN x 9.25 IN x 10.0 FT #2-Douglas-Fir-Larch-Dry Use Section Adequate By:5.3% Controlling Factor:Moment JUN25 2018 0 OD �E3 61 10 "��f IYA I:F'`` Project ROSCHY RESIDENCE PLAN 1491 JOB 1001-1492 aase Rayna Mumbower,EIT Location:4X12 D.F.#2 GARAGE HEADER Hiline Homes Multi-Span Roof Beam 11306 62nd Ave E [2015 International Building Code(2015 NDS)] Puyallup,WA 98373 3.5INx11.25INx16.0FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.6 6/22/2018 6:44:13 AM Section Adequate By: 116.6% Controlling Factor:Moment DEFLECTIONS Cn gr LOADING DIAGRAM Live Load 0.13 IN U1442 Dead Load 0.09 in Total Load 0.22 IN U856 Live Load Deflection Criteria:U360 Total Load Deflection Criteria:U240 REACTIONS A B Live Load 480 lb 480 lb Dead Load 328 lb 328 lb Total Load 808 lb 808 lb Bearing Length 0.37 in 0.37 in BEAM DATA Center Span Length 16 ft Unbraced Length-Top 0 ft 16 ft Unbraced Length-Bottom 16 ft Roof Pitch 5 :12 Roof Duration Factor 1.15 ROOF LOADING Center Notch Depth 0.00 Roof Live Load RLL= 30 psf MATERIAL PROPERTIES Roof Dead Load RDL= 15 psf #2-Douglas-Fir-Larch Roof Tributary Width Side One TW1 = 1 ft Base Values Adiusted Roof Tributary Width Side Two TW2= 1 ft Bending Stress: Fb= 900 psi Fb'= 1139 psi Wall Load WALL= 0 plf Cd=1.15 CF=1.10 BEAM LOADING Center Shear Stress: Fv= 180 psi Fv'= 207 psi Total Live Load 60 plf Cd=1.15 Total Dead Load(Adjusted for Roof Pitch) 33 plf Modulus of Elasticity: E= 1_ 1600 ksi E'= 1600 ksi Beam Self Weight 9 plf Comp. to Grain: Fc- 625 psi Fc-1— 625 psi Total Load 101 plf Controlling Moment: 3233 ft-lb 8.0 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 808 lb At left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Read Provided Section Modulus: 34.08 in3 73.83 in3 Area(Shear): 5.86 in2 39.38 in2 Moment of Inertia(deflection): 116.37 in4 415.28 in4 Moment: 3233 ft-lb 7004 ft-lb Shear: 808 lb 5434lb NOTES 1 LOADING DIAGRAM 16ft VMD DIAGRA 900 808lbs @ Oft 4so- Shear(lbs) 0 -450 •900 .808 Ibs @ 16 ft 4000 3233 ft-Ibs @ 8 ft 2000 Moment(ft-lb) 0 -2000 -4000 •0.3 •0.15 Deflection(in) 0 0.15 0.3 0.224 in @ 8 ft 16 ft Project:ROSCHY RESIDENCE PLAN 1491 JOB 1001-1492 Pese Rayna Mumbower,EIT 1 A Location:4X10 D.F.#2 HEADERS-TYPICAL Hiline Homes "l Multi-Span Roof Beam 11306 62nd Ave E (2015 International Building Code(2015 NDS)] Puyallup,WA 98373 3.5 IN x 9.25 IN x 6.0 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.6 6/22/2018 6:44:22 AM Section Adequate By: 12.0% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.05 IN L/1382 Dead Load 0.03 in Total Load 0.08 IN U890 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 REACTIONS 8 B Live Load 1980 lb 1980 lb Dead Load 1094 lb 1094 lb Total Load 3074 lb 3074 lb Bearing Length 1.41 in 1.41 in BEAM DATA Cen er Span Length 6 ft Unbraced Length-Top 0 ft Eft Unbraced Length-Bottom 6 ft Roof Pitch 5 :12 Roof Duration Factor 1.15 ROOF LOADING Center Notch Depth 0.00 Roof Live Load RLL= 30 psf MATERIAL PROPERTIES Roof Dead Load RDL= 15 psf #2-Douglas-Fir-Larch Roof Tributary Width Side One TW1 = 16 ft Base Values Adjusted Roof Tributary Width Side Two TW2= 6 ft Bending Stress: Fb= 900 psi Fb'= 1242 psi Wall Load WALL= 0 plf Cd=1.15 CF=1.20 BEAM LOADING Center Shear Stress: Fv= 180 psi Fv'= 207 psi Total Live Load 660 pif Cd=1.15 Total Dead Load(Adjusted for Roof Pitch) 358 plf Modulus of Elasticity: E= 1- 1600 ksi E'= 1600 ksi Beam Self Weight 7 plf Comp. to Grain: Fc- 625 psi Fc-1 - 625 psi Total Load 1025 plf Controlling Moment: 4610 ft-lb 3.0 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -3074 lb At right support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Read Provided Section Modulus: 44.54 in3 49.91 in3 Area(Shear): 22.27 in2 32.38 in2 Moment of Inertia(deflection): 62.23 in4 230.84 in4 Moment: 4610 ft-lb 5166 ft-lb Shear: -3074 lb 4468lb NOTES LOADING DIAGRAM 6 ft V D DIAGRAM 4000 3074lbs @ Oft 2000 Shear(Ibs) 0 -2000 -4000 -3074lbs @ 6ft 5000 4610 ft-Ibs @ 3 ft 2500 Moment(ftdb) 0 -2500 -5000 -0.09 -0.04 Deflection(in) 0 0.04 0.09 0.081 In @ 3 ft Eft AV Project:ROSCHY RESIDENCE PLAN 1491 JOB 1001-1492 Page Rayna Mumbower, EIT Location:4X8 D.F.#2 HEADERS-TYPICAL Hiline Homes Multi-Span Roof Beam 11306 62nd Ave E [2015 International Building Code(2015 NDS)] Puyallup,WA 98373 3.5INx7.25INx4.0FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.6 6/22/2018 6:44:33 AM Section Adequate By: 113.0% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.02 IN U2851 Dead Load 0.01 in Total Load 0.03 IN U1837 Live Load Deflection Criteria:U360 Total Load Deflection Criteria:L/240 REACTIONS 6 B Live Load 1040 lb 1040 lb Dead Load 574 lb 574 lb Total Load 1614 lb 1614 lb Bearing Length 0.74 in 0.74 in BEAM DATA Center Span Length 4 ft Unbraced Length-Top 0 ft A= 4rt Unbraced Length-Bottom 4 ft Roof Pitch 5 :12 Roof Duration Factor 1.15 Notch Depth 0.00 ROOF LOADING Center Roof Live Load RLL= 30 psf MATERIAL PROPERTIES Roof Dead Load RDL= 15 psf 12-Douglas-Fir-Larch Roof Tributary Width Side One TW1 = 16 ft Base Values Adjusted Roof Tributary Width Side Two TW2= 1.3 ft Bending Stress: Fb= 900 psi Fb'= 1346 psi I Wall Load WALL= 0 plf Cd=1.15 CF=1.30 Shear Stress: Fv= 180 psi Fv'= 207 psi BEAM LOADING Center Cd=1.95 Total Live Load 520 plf Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Total Dead Load(Adjusted for Roof Pitch) 282 plf 1 1= 1,= Beam Self Weight 6 plf Comp. to Grain: Fc- 625 psi Fc- 625 psi Total Load 807 pif Controlling Moment: 1614 ft-lb 2.0 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 1614 lb At left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Reo'd Provided Section Modulus: 14.39 in3 30.66 in3 Area(Shear): 11.7 in2 25.38 in2 Moment of Inertia(deflection): 14.52 in4 111.15 in4 Moment: 1614 ft-lb 3438 ft-lb Shear: 1614 lb 3502lb NOTES LOADING DIAGRAM 4 ft VMD DIAGRAM 2000 1614 Ibs @ 0 ft 1000 Shear(Ibs) 0 -1000 -2000 -16141bs @ 4 ft 2000 1614 ft-Ibs @ 2 ft 1000 Moment(ft-lb) 0 -1000 -2000 -0.03 -0,01 Deflection(In) 0 0,01 0.03 0.0261n @ 2 It 4ft Project:ROSCHY RESIDENCE PLAN 1491 JOB 1001-1492 Le Rayna Mumbower,EIT Location:2X6 H.F.#2 GABLE END HEADERS-TYPICAL Hiline Homes Multi-Span Roof Beam 1110 11306 62nd Ave E [2015 International Building Code(2015 NDS)] Puyallup,WA 98373 IN x IN x 6.0 FT #2-Hem-F-Fir-Dry Use StruCalc Version 10.0.1.6 6/22/2018 6:44:43 AM Section Adequate By:26.9% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.10 IN L 742 Dead Load 0.05 in Total Load 0.15 IN U476 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: L1240 REACTIONS B B Live Load 270 lb 270 lb Dead Load 151 lb 151 lb Total Load 421 lb 421 lb Bearing Length 0.69 in 0.69 in BEAM DATA Center Span Length 6 ft Unbraced Length-Top 0 ft 6fc Unbraced Length-Bottom 6 ft Roof Pitch 5 :12 Roof Duration Factor 1.15 ROOF LOADING Center Notch Depth 0.00 Roof Live Load RLL= 30 psf MATERIAL PROPERTIES Roof Dead Load RDL= 15 psf #2-Hem-Fir Roof Tributary Width Side One TW1 = 2 ft Base Values Adiusted Roof Tributary Width Side Two TW2= 1 ft Bending Stress: Fb= 850 psi Fb'= 1271 psi Wall Load WALL= 0 plf Cd=1.15 CF=1.30 BEAM LOADING Center Shear Stress: Fv= 150 psi Fv'= 173 psi Total Live Load 90 plf Cd=1.15 Total Dead Load(Adjusted for Roof Pitch) 49 plf Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi Beam Self Weight 2 If Comp.--to Grain: Fc--L= 405 psi Fc--L'= 405 psi Total Load g 140 plf Controlling Moment: 631 ft-lb 3.0 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 421 lb At left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Read Provided Section Modulus: 5.96 in3 7.56 in3 Area(Shear): 3.66 in2 8.25 in2 Moment of Inertia(deflection): 10.49 in4 20.8 in4 Moment: 631 ft-lb 801 ft-lb Shear: 421 lb 949lb NOTES LOADING DIAGRAM - VMD DIAGRAM 500 421 Ibs @ 0 ft -- ---- ----- 250 Shear(Ibs) 0 -250 -500 -421 Ibs @ 6 ft 700 631 ft4bs @ 3 ft 350 Moment(ft-lb) 0 -350 -700 Deflection(in) 0 0.1 0.2 0.151 In @ 3 ft 6 ft g Project:ROSCHY RESIDENCE PLAN 1491 JOB 1001-1492 page Rayna Mumbower, EIT �O Location:4X10 D.F.#2 BACK PORCH BEAMS Hiline Homes Multi-Span Roof Beam 11306 62nd Ave E [2015 International Building Code(2015 NDS)] Puyallup,WA 98373 3.5INx9.25INx10.0FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.6 6/22/2018 6:44:53 AM Section Adequate By:5.3% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.15 IN LJ788 Dead Load 0.09 in Total Load 0.24 IN U502 Live Load Deflection Criteria:U360 Total Load Deflection Criteria: U240 REACTIONS A B Live Load 1250 lb 1250 lb, Dead Load 712 lb 712 lb Total Load 1962 lb 1962 Ito Bearing Length 0.90 in 0.90 in BEAM DATA Center Span Length 10 ft Unbraced Length-Top 0 ft 10 ft Unbraced Length-Bottom 10 ft Roof Pitch 5 :12 Roof Duration Factor 1.15 ROOF LOADING Center Notch Depth 0.00 Roof Live Load RLL= 30 psf MATERIAL PROPERTIES Roof Dead Load RDL= 15 psf #2-Douglas-Fir-Larch Roof Tributary Width Side One TW1 = 7 ft Base Values dusted Roof Tributary Width Side Two TW2= 1.3 ft Bending Stress: Fb= 900 psi Fb'= 1242 psi Wall Load WALL= 0 plf Cd=1.15 CF=1.20 BEAM LOADING Center Shear Stress: Fv= 180 psi Fv'= 207 psi Total Live Load 250 plf Cd=1.15 Total Dead Load(Adjusted for Roof Pitch) 135 plf Modulus of Elasticity: E= 1_ 1600 ksi E'= 1600 ksi Comp. to Grain: Fc- - 625 psi Fc-1 _ Beam Self Weight 7 plf 625 psi Total Load 392 plf Controlling Moment: 4904 ft-lb 5.0 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 1961 lb At left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Read Provided Section Modulus: 47.38 in3 49.91 in3 Area(Shear): 14.21 in2 32.38 in2 Moment of Inertia(deflection): 110.31 in4 230.84 in4 Moment: 4904 ft-lb 5166 ft-lb Shear: 1961 lb 4468lb NOTES LOADING DIAGRAM loft VMD D AG 2000 19611bs @Oft 1000 Shear(Ibs) 0 -1000 -2000 -1961 Ibs @ 10 it 5000 4904 ft-Ibs 5 It 2500 Moment(ft-Ib) 0 -2500 -5000 -0.3 -0.15 Deflection(in) 0 0.15 0.3 0.239 In @ 5 ft loft Barnacle T S SR If CC) :K > --i cn m o -0 C) > I" 'n g > L; 0 Z nm > 77 --q C') < -4 n ;a z C) U m XCrep CD C� o 02 < > Z m m (D X CL cc m "I A M M (D V Roschy, Mark E SemWe Nvu S-.nehon,'AA 08%4 ,I-4.-qLe dqm'; -as—l'ormcw. 61.m.On'r. 253301,7976 ar.*or r��e mrmv3etz'm CQ pff.T'R=. �T to t*;wxv*v*—m w;r� '�rm �6� -Afte vyl�- ft�01a1-M 9E=S6 t UT---JMW kF.ftwj.—m 10 prw-jojxq VA ft MV OnIIWIi?is ov"m VIQ till.--"mxweb.loco s 9!211 1-1=4 V.I. I 60141 ana P,rWIFIq aqs si.poi lao tnq'aawos Aq 4paq si dsnoy dlana ia:j-(AIN)p=£ Vov 4 PO4S NOW1 rim H11d3H 1d1N3WN0VN3 AlN(100 NO dW --tsarai 4 Vol'OH1. - 810Z c Z no UlOdO.Ns a3AOHddV 5 4, Zk Ei, 0 .0-0e=J :aPos Mill Klwd j Japliv � m H1ld3H �, ; �.� 09 �, 1N3WN0U1/1N3a)� 90 too , err "' L c