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HomeMy WebLinkAboutBLD2014-00045 1143 UILDING PERMIT APPLICAON BLD14-00045 Review Type: Jefferson County Department of Community Development 621 Sheridan Street Port Townsend, WA 98368 PERMIT#: BLD14-00045 Received Date: 2/7/2014 SITE ADDRESS: 94 PORT TOWNSEND BAY DR PORT HADLOCK, 98339 OWNER: LARRY G BATSON PHONE: 480-969-1283 GEORGINA BATSON 533 BLACKHAWK LN PORT ANGELES WA 98362-8380 VILLAS BY THE SEA SUBDIVISION: Block: Lot: PARCEL NUMBER: 997900011 Section: 1 Township: 29 N Range: 01 W CONTRACTOR: HILINE HOMES PHONE: 253-840-1849 11306 62ND AVE E PUYALLUP WA 98373 REPRESENTATIVE: PHONE: PROJECT DESCRIPTION NSFR w/attached garage, unheated, no plumb TYPE OF WORK RES SQUARE FOOTAGE: TYPE OF IMP NEW MAIN: 1,703 VALUATION 205,918.00 ADD'L: HEAT TYPE: CODE EDITION: 2012 HEAT BASE: HEAT TYPE: OCCUPANCY: OCCUPANCY: UNHEATED: #OF STORIES: CONST TYPE: OTHER: SHORELINE: CONST TYPE: GARAGE 484 SETBACK: DECK: 152 BANK HEIGHT: SEWAGE DISPOSAL: OSS WATER SYSTEM: 05783 BEDROOMS: BATHROOMS: Exist: Exist: Prop: 2 Prop: 2 Total: 2 Total: 2 Routing Date: Type Amount Paid By: Date: Receipt: Approved/Date State Building Code $4.50 MEB 01/31/14 145822 Potable Water Application $67.00 MEB 01/31/14 145822 APPROVED Permit $1,643.00 MEB 01/31/14 145822 V Plan Check $1,067.95 MEB 02/07/14 145822 Total: $2,782.45 Jefferson County D CL \\4irlemerlArle4e\fnrnse RI Il Ann PIA n,+ 9/7/9MA • oN DEPARTMENT OF COMMUNITY DEVELOPMENT 621 Sheridan Street,Port Townsend,Wr198368 Tel:360.379.4450 I Fax:360.379.4451 Web:www.co.jeff erson.wa.us/communitydevelopment y �l N E-mail:dcd( co.jefferson.wa.us CERTIFICATE OF OCCUPANCY PERMIT#: BLD14-00045 APPLICANT: LARRY G BATSON PHONE: 480-969-1283 GEORGINA BATSON 533 BLACKHAWK LN PORT ANGELES WA 98362-8380 SITE ADDRESS: 94 PORT TOWNSEND BAY DR Issue Date: 04/7/2014 PORT HADLOCK, 98339 Final Date: 10/21/2014 SUBDIVISION: 9979 Block: Lot: PARCEL NUMBER: 997900011 Section: 1 Township: 29 N Range: 1W PROJECT DESCRIPTION: NSFR w/ attached garage, unheated, no plumb THE PROJECT LISTED ABOVE COMPLIES WITH THE REQUIREMENT OF THE BUILDING CODE 2012 EDITION. OCCUPANCY GROUP: TYPE OF CONSTRUCTION: SPRINKLER SYSTEM yes no THE PROJECT PASSED ITS FINAL INSPECTION AND RECEIVED FINAL SIGN OFF ON 10/21/2014 \\tidemark\data\forms\F_BLD_Occupancy.rpt 10/28/2014 0 Abdelouahab Abrous, Ph.D., P.E. HiLine Homes 11306 62nd Ave E Puyallup,WA 98373 (253) 770-2244 x132 July 25, 2014 Jefferson County Department of Community Development 621 Sheridan Street - Port Townsend, WA 98368 Re: Bent H10A Seismic &Hurricane Ties JOB #: 10105957 PLAN #: 1703 Owner(s): Larry & Georgina Batson This letter addresses the project at 94 Port Townsend Bay Dr. Port Hadlock, WA 98339. The issue noted is that at some locations, the Simpson H-10A Seismic & Hurricane Ties that are specified to fasten the trusses to the top plates have not been installed per manufacturer's instructions. In these locations where 4x headers are located beneath a single top plate, the framers connected only part of the H10A ties to the single top plate and the rest the tie was bent inward and nailed upward into the same 2x6 plate. The uplift capacity of the Simpson H10A tie 1,015-lb when properly installed. J The current installation involves 4 out of the 9 required nails and therefore the uplift capacity is reduced to approximately 450-lb. Review of the truss engineering indicates that the uplift loads in the affected areas range from 484-lb to 633-lb. The installed H10A ties in the affected areas will need to be kept as installed and a reinforcement should be added to increase the uplift capacity by using Simpson SDWC15450 Structural Wood Screws or equivalent and connecting the bottom of the plate to the truss. Please contact me if you have any questions. ( \H,v13 Sincerely, o' , Abdelouahab Abrous, Ph.D., P.E. ;, S/0 1L1�• ' T1, p k, ak 14 ° ° a 3-.3 i-r'4 ._:._ :, ::':4',174.67:.: . -.S._S, .. i. .7 . .- —et,-..,,,1 SU—Jae-I- 1 Illb II 0 i f: . . e • . H ----7-:-- - :. 1 , CIIIVIE [] \.■ k, r 1 .. MAR 3 1 214 / r, Li 1 ! . - . ..,,,,.(s.,-)v' f „r. , .. ... _,,,... LA . JEFFERSON COUNIY 'Oar' $• 4 - ' ' k L..., DEPT.OF COMMUNITY DEVELOPMENT 4,..,....7.•""' ,.: 4 , \ , \ .),''' \...„ , \ 3 \ \ 0 \ ‘. \ '....5. 4 \ ,-;X:, -- , ,..., T-7 ' L.s.K. k rAek■or, P."ATIE . /.;'''. ,,„.' 74 , . (o c1 i . . , ' r 0 .A- p ''\ , . ,/,' , • (40 . . etils Ley' y„,. APPROVED • SITE PLAN --Y.s— APR — 7 2014 JEFFERSON -S DEPT.OF Cc vi ii DE A,,11-1PMENT SIGNATURE: 4.0.4 6F Atii/ of , • 3.1.1 Downspout Full Infiltration Systems (BMP T5.10A) Downspout full infiltration systems are trench or drywell designs intended only for use in infiltrating runoff from roof downspout drains. They are not designed to directly infiltrate runoff from pollutant-generating impervious surfaces. Application Projects subject to Minimum Requirement#5 (Section 2.5.5, Volume I) must provide for individual downspout full infiltration systems or full dispersion if feasible. Evaluate the feasibility, or applicability, of downspout full infiltration unless full dispersion is proposed. Use the evaluation procedure below to determine the feasibility of downspout full infiltration. Flow Credit for If roof runoff is infiltrated according to the requirements of this section, Roof Downspout the roof area may be discounted from the project area used for sizing Full Infiltration stormwater facilities. Procedure for 1. Have one of the following prepare a soils report to determine if soils Evaluating suitable for infiltration are present on the site: Feasibility • A professional soil scientist certified by the Soil Science Society of America(or an equivalent national program) • A locally licensed on-site sewage designer • A suitably trained person working under the supervision of a professional engineer, geologist, hydrogeologist, or engineering geologist registered in the State of Washington. The report shall reference a sufficient number of soils logs to establish the type and limits of soils on the project site. The report should at a minimum identify the limits of any outwash type soils(i.e.,those meeting USDA soil texture classes ranging from coarse sand and cobbles to medium sand)versus other soil types and include an inventory of topsoil depth. 2. If the lots or site does not have outwash or loam soils, and full dispersion is not feasible, then consider a rain garden or bioretention BMPs(the next lower priority on-site stormwater management system). 3. Complete additional site-specific testing on lots or sites containing outwash(coarse sand and cobbles to medium sand)and loam type soils. Individual lot or site tests must consist of at least one soils log at the location of the infiltration system, a minimum of 4 feet in depth from the proposed grade and at least 1 foot below the expected bottom elevation of the infiltration trench or dry well. Volume III—Hydrologic Analysis and Flow Control BMPs—August 2012 3-4 • • i Identify the NRCS series of the soil and the USDA textural class of the soil horizon through the depth of the log, and note any evidence of high ground water level, such as mottling. 4. Downspout infiltration is considered feasible on lots or sites that meet all of the following: • 3 feet or more of permeable soil from the proposed final grade to the seasonal high ground water table. • At least 1-foot of clearance from the expected bottom elevation of the infiltration trench or dry well. • The downspout full infiltration system can be designed to meet the minimum design criteria specified below. Design Criteria Figure 3.1.2 shows a typical downspout infiltration trench system, and for Infiltration Figure 3.1.3 presents an alternative infiltration trench system for sites with Trenches coarse sand and cobble soils. These systems are designed as specified below. General 1. The following minimum lengths(linear feet)per 1,000 square feet of roof area based on soil type may be used for sizing downspout infiltration trenches. Coarse sands and cobbles 20 LF Medium sand 30 LF Fine sand, loamy sand 75 LF Sandy loam 125 LF Loam 190 LF 2. Maximum length of trench shall not exceed 100 feet from the inlet sump. 3. Minimum spacing between trench centerlines shall be 6 feet. 4. Filter fabric shall be placed over the drain rock as shown on Figure 3.1.2 prior to backfilling. 5. Infiltration trenches may be placed in fill material if the fill is placed and compacted under the direct supervision of a geotechnical engineer or professional civil engineer with geotechnical expertise, and if the measured infiltration rate is at least 8 inches per hour. Trench length in fill must be 60 linear feet per 1,000 square feet of roof area. Infiltration rates can be tested using the methods described in Section 3.3. 6. Infiltration trenches should not be built on slopes steeper than 25% (4:1). A geotechnical analysis and report may be required on slopes over 15 percent or if located within 200 feet of the top of slope steeper than 40%, or in a landslide hazard area. Volume III—Hydrologic Analysis and Flow Control BMPs—August 2012 3-5 • 7. Trenches may be located under pavement if a small yard drain or catch basin with grate cover is placed at the end of the trench pipe such that overflow would occur out of the catch basin at an elevation at least one foot below that of the pavement, and in a location which can accommodate the overflow without creating a significant adverse impact to downhill properties or drainage systems. This is intended to prevent saturation of the pavement in the event of system failure. Design Criteria Figure 3.1.4 shows a typical downspout infiltration drywell system. for Infiltration These systems are designed as specified below. Drywells General 1. Drywell bottoms must be a minimum of 1 foot above seasonal high ground water level or impermeable soil layers. 2. When located in course sands and cobbles, drywells must contain a volume of gravel equal to or greater than 60 cubic feet per 1000 square feet of impervious surface served. When located in medium sands, drywells must contain at least 90 cubic feet of gravel per 1,000 square feet of impervious surface served. 3. Drywells must be at least 48 inches in diameter(minimum) and deep enough to contain the gravel amounts specified above for the soil type and impervious surface served. 4. Filter fabric(geotextile)must be placed on top of the drain rock and on trench or drywell sides prior to backfilling. 5. Spacing between drywells must be a minimum of 10 feet. 6. Downspout infiltration drywells must not be built on slopes greater than 25% (4:1). Drywells may not be placed on or above a landslide hazard area or on slopes greater than 15%without evaluation by a professional engineer with geotechnical expertise or a licensed geologist, hydrogeologist, or engineering geologist, and with jurisdiction approval. Volume III—Hydrologic Analysis and Flow Control BMPs—August 2012 3-6 0 • . roof drain PLAN VIEW NTS • 4"rigid or 6-flexible perforated pipe • infiltration trendy sump w/solid lid • PLAN VIEW foof fin NTS • 11 overflow 4'rigid or 6'feeble splash block perforated pipe Al ii✓ r s" 5"0-r--- 6" n o° •i be:a washed reek 48 0 0 ° 40 4 4 , I 't' 5.Q min 12' i 643_ 1 1/T-$I4" ate° as al 1' ,i-n -- °. 9° A C__._ , V° 111 fine mesh sc "--CB sump w/soiid lid l 10'min F+---- vanes _ filter fabric compacted backfill 6. AlliadV f - 4'rigid or 6'flexible Qa 9 02. op•a perforated pipe gpr 24" - :_� -:°v;* 12' °7 8a v 0°• washed rock t ;`o4naa8agaQ 11lZ-3/4" I. =-I • SECTION A NTS Figure 3.1.2 -Typical Downspout Infiltration Trench Source: King County Volume III—Hydrologic Analysis and Flow Control BMPs—August 2012 3-7 . • • , . . , , s from roof , - . ": • s s - 2' s overflow f;min —r -- _ °o :.s. . 11ff-ati' a a 4q°°ve . washed rock.. .0 4•ppo Oe 1a"fil. ' NOTE Same length dinensions - ; 0°4 ,Q and site Jinulations as typical system '°°O" V°•• i oaoV° a° ° Lr min 1 15 min • - X-SECTION .. NTS - - • Figure 3.1.3 -Alternative Downspout Infiltration Trench System for Coarse Sand and Gravel Source: King County Volume III–Hydrologic Analysis and Flow Control BMPs–August 2012 3-8 • • . Roof Downspout Hausa — / Catch Basin (bird Drain) Rod f� DotvnspoLt 0 DRY WELL 48 Inch Diameter h�cle Filled with PLAN VIEW 1112-3"Washed Drain Rods NT$ 01 R col Downspout t 01 Mark Ceder" pd PVC rCwerflmv or Other means 0� Splash Block Topsdl Flushwith Surface M r flow 7I..11LLI ;,!, -�V A7.7A"4[L Fine Mesh Screen Min. 'c#a , . .� •rni PVC Pipe ;,+ k , �Catch Basin "`. (lard Drain) 48lcer . Sides of Hole oLined with Finer Fabric ;; Drain Rods 13 snip. ,.:45 ► .. Min. 1'above$e, s csa I DRY WELL High Groundwater Table SECTION NTS Figure 3.1.4-Typical Downspout Infiltration Drywell Source: King County Volume III–Hydrologic Analysis and Flow Control BMPs–August 2012 3-9 • . Setbacks Local governments may require specific setbacks in sites with slopes over 40%, land slide areas, open water features, springs,wells, and septic tank drain fields. Adequate room for maintenance access and equipment should also be considered.Examples of setbacks commonly used include the following: 1. All infiltration systems should be at least 10 feet from any structure, property line, or sensitive area(except slopes over 40%). 2. All infiltration systems must be at least 50 feet from the top of any slope over 40%. This setback may be reduced to 15 feet based on a geotechnical evaluation,but in no instances may it be less than the buffer width. 3. For sites with septic systems, infiltration systems must be downgradient of the drainfield unless the site topography clearly prohibits subsurface flows from intersecting the drainfield. II Volume III—Hydrologic Analysis and Flow Control BMPs—August 2012 3-10 • • Simple Heating System Size: Washington State This heating system sizing calculator is based on the Prescriptive Requirements of the 2012 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. The glazing(window)and door portion of this calculator assumes the installed glazing and door products have an area weighted average U-factor of 0.30. The incorporated insulation requirements are the minimum prescriptive amounts specified by the 2012 WSEC. 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 Heating System Type: 0 Forced Air Furnace 0 Heat Pump To see detailed instructions for each section,place your cursor on the word"Instructions" Design Temperature Instructions Design Temperature Difference(AT) 45 Port Townsend T=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) 13,624 Glazing and Doors U-Factor X Area = UA Instructions 0.30 48.90 Insulation Attic U-Factor X Area = UA Instructions R-Value No selection Single Rafter or Joist Vaulted Ceilin•s U-Factor Area UA Instructions No selection Select R-Value --- Above Grade Walls(see Figure 1) U-Factor Area Instructions No selection / Select R-Value `� Floors U-Factor ? :a. UA Instructions No selection 14 Below Grade Walls(see Figure 1) U-Factor Ar UA Instructions Select R-value No selection --- .. JUIIRSO1'4 COUNTY Slab Below Grade(see Figure 1) F-Factor Len•tIt (Ol�i� P IlY pEVFLOPMENT Instructions No selection Select conditioning Slab on Grade(see Figure 1) F-Factor Len•th UA Instructions No selection Select R-Value w --- Location of Ducts Instructions Duct Leakage Coefficient Unconditioned Space 1.10 Sum of UA 48.90 Envelope Heat Load 2,201 Btu/Hour Figure 1. Sum ofUAXAT Air Leakage Heat Load 6,621 Btu/Hour VolumeX 0.6XATX.018 :bet e: Building Design Heat Load 8,822 Btu/Hour Air Leakage+Envelope Heat Loss Building and Duct Heat Load 9,704 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 13,586 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 (07/01/13) • • Glazing Schedule Project Information Contact Information Larry n Georgina Batson HiLine Homes 94 Port Townsend Bar Dr 253-840-1849 Port Had lock,WA,98339 Parcel#997900011 R402.3.3 Exception(15 sq.ft.max.) Vertical Glazing(Windows and glazed doors) Plan Component Glazing Width Height Glazing ID Descri•tion Ref. U-factor Qt.. Feet Feet Inch Area UA 25.0 7.50 30.0 9.00 20.0 6.00 41.0 12.30 14.0 4.20 24.0 7.20 9.0 2.70 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0..0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0:0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0:0 O OQ 0.0 0.00 ,6 + 0bo 6-014 I•• 0.0 0.00 ee�ea iVTY r E 0-° EVELOPMENT a;: e.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 Sum of Area and UA I 163.0 48.90 Area Weighted U=UA/Area 0.30 --' ‘ C.,: (1110 1---.. (3i ..4 04 _ -- .2. iit,'-5--s- 1 ,,..,-- .,---1 -f-i,..‹=1! 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E n < N 3 • 5 3 -, 3. x - = 5' o 0 0 m o 'y N -25 � c- W .e 4 o O m ^ m m 3 n c xy 3* < o � a D co 13 0 + a o- ° o . a ((O 0 cn m e wf N N v m f � O. _ m c0 _, _ m o d 1. 1.CD CD ° Z 4-tI • nn N m 3 d m M —Z 7.2 .1 N= O = o m a N 33 a O G, O 3 D Prescriptive Energy Code Comp!.for Climate Zones 6, 5 and Marine 4 Project Information Contact Information This project will use the requirements of the Prescriptive Path below and incorporate the the minimum values listed. In addition,based on the size of the structure,the appropriate number of additional credits are checked as chosen by the permit applicant. Authorized Representative Date Climate Zone 5&Marine 4 6 R-Valuea U-Factora R-Valuea U-Factora Fenestration U-Factorb n/a 0.30 n/a 0.30 Skylight U-Factor n/a 0.50 n/a 0.50 Glazed Fenestration SHGCb'e n/a n/a n/a n/a Ceiling 49i 0.026 49 0.026 Wood Frame Wallg'kJ 21 int 0.056 21+5ci 0.044 Mass Wall R-Value' 21/21h 0.056 21+5h 0.044 Floor 309 0.029 309 0.029 Below Grade Wall`'k 10/15/21 int+TB 0.042 10/15/21 int+TB 0.042 Slabd R-Value&Depth 10,2 ft n/a 10,4 ft n/a *Table R402.1.1 and Table R402.1.3 Footnotes included on Page 2. Each dwelling unit in one and two-family dwellings and townhouses,as defined in Section 101.2 of the International Residential Code shall comply with sufficient options from Table R406.2 so as to achieve the following minimum number of credits: 01.Small Dwelling Unit: 0.5 points Dwelling units less than 1500 square feet in conditioned floor area with less than 300 square feet of fenestration area. Additions to existing building that are less than 750 square feet of heated floor area. Ei 2.Medium Dwelling Unit: 1.5 points All dwelling units that are not included in#1 or#3, including additions over 750 square feet. 12}3. Large Dwelling Unit: 2.5 points --- ? Dwelling units exceeding 5000 square feet of conditioned floor area Table R406.2 Summary }1 I1- Option Description Credit(s) � 1., la Efficient Building Envelope la 0.5 h lb Efficient Building Envelope 1 b 1.0 � 1c Efficient Building Envelope 1 c 2.0 � jF i�t rE N C9+JNTY 2a Air Leakage.Control and Efficient Ventilation 2a 0.5 3 hk �T CAF GOM llT DEL/LE .i1_T 2b Air Leakage Control and Efficient Ventilation 2b 1.0 2c Air Leakage Control and Efficient Ventilation 2c 1.5 Ei 3a High Efficiency HVAC 3a 0.5 n 3b High Efficiency HVAC 3b 1.0 ❑ 3c High Efficiency HVAC 3c 2.0 L 3d High Efficiency HVAC 3d 1.0 Li 4 High Efficiency HVAC Distribution System 1.0 ❑ 5a Efficient Water Heating 0.5 L 5b Efficient Water Heating 1.5 ❑, 1.5 6 Renewable Electric Energy 0.5 I*1200 kvwh 0.0 Total Credits 1.50 *Please refer to Table R406.2 for complete option descriptions http://www.energy.wsu.edu/Documents/2012%20Res%20Energy.pdf Table R402.1.1 Footnotes • For SI: 1 foot .= 304.8 mm, ci .=continu s insulation, int.= intermediate framing. a R-values are minimums. U-factors and SHGC are maximums.When insulation is installed in a cavity which is less than the label or design thickness of the insulation,the compressed R-value of the insulation from Appendix Table A101.4 shall not be less than the R-value specified in the table. b The fenestration U-factor column excludes skylights.The SHGC column applies to all glazed fenestration. Exception: Skylights may be excluded from glazed fenestration SHGC requirements in Climate Zones 1 through 3 where the SHGC for such skylights does not exceed 0.30. `"10/15/21.+TB" means R-10 continuous insulation on the exterior of the wall, or R-15 on the continuous insulation on the interior of the wall, or R-21 cavity insulation plus a thermal break between the slab and the basement wall at the interior of the basement wall. "10/15/21.+TB" shall be permitted to be met with R-13 cavity insulation on the interior of the basement wall plus R-5 continuous insulation on the interior or exterior of the wall. "10/13" means R-10 continuous insulation on the interior or exterior of the home or R- 13 cavity insulation at the interior of the basement wall. "TB" means thermal break between floor slab and basement wall. d R-10 continuous insulation is required under heated slab on grade floors.See R402.2.9.1. e There are no SHGC requirements in the Marine Zone. Basement wall insulation is not required in warm-humid locations as defined by Figure R301.1 and Table R301.1. g Reserved. h First value is cavity insulation,second is continuous insulation or insulated siding, so "13.+5" means R-13 cavity insulation plus R-5 continuous insulation or insulated siding. If structural sheathing covers 40 percent or less of the exterior,continuous insulation R-value shall be permitted to be reduced by no more than R-3 in the locations where structural sheathing is used to maintain a consistent total sheathing thickness. The second R-value applies when more than half the insulation is on the interior of the mass wall. For single rafter-or joist-vaulted ceilings,the insulation may be reduced to R-38. k Int. (intermediate framing) denotes standard framing 16 inches on center with headers insulated with a minimum of R-10 insulation. Log and solid timber walls with a minimum average thickness of 3.5 inches are exempt from this insulation requirement. Table R402.1.3 Footnote a Nonfenestration U-factors shall be obtained from measurement, calculation or an approved source or as specified in Section R402.1.3. 71 �0 _ V i V{ik i i I. . L JEFFERSON COUNTY _DEFT.OF COMMUNFIY DEVELO°MENT O • Department of Labor and Industries HI-LINE HOMES PO Box 44450 Olympia, WA 98504-4450 Reg: CC HILINH*983BD • UB1:601-584-067 Registered as provided by Law as Construction Contractor (CC01)-GENERAL HI-LINE HOMES Effective Date: 1/4/2002 11306 62ND AVE E Expiration Date: 11/8/2015 PUYALLUP WA 98373 I 1 ■ \\/7 w L 'II 11 II wry, II! L.717 JEFI EKON;;GliNi' OF COMKI:ITY DEVFI OPMFN1 ��. oN co JEFFERSC> OUNTY � H - 4) W pa DEPARTMENT OF COMMUNITY DEVELOPMENT ` `� 621 Sheridan Street • Port Townsend •Washington 983.6$ k. 360/379-4450 • 360/379-4451 Fax -"°" t),--, qS, NG www.co.jefferson.wa.us/commdevel ent '1 Master Permit Application -400, 1f5 Project Description(include y de separate sheets as necessary y. r ►-•9 (-2 •E" .".'.1.,i j,,3 u l l t�c� i Tax Parcel Number: ( Q r] el o c O I I Property Size: I ; 1 O 3 41 (acres/square feet) Site Address and/or Directions to Property: L ° I t t I `r te_S�o� q Po r T c-c-c;w h Sera (3 Ai igo!'‘.....He Poe- e-d /n z le F__1,,3,P< q g 3 3°t Property Owner(s)of Record: 1-c.'c v-../ G . a- e6 r�"t,..,A Li - s o^► Telephone:l/8ci qt.el 1-2_8 3 - Fax: email: r'c&••-• .9 1-e•,,-- .-f-sat.. Mailing Address: S'3 3 p (a .1-4;1...)I< ke Po rTr (,r--s.etost aJ e cog 3 a 2 ) -r-. , t •cco ii, Applicant/Agent(if different from owner): IA-i 4.►rn,e I--\ro,�-..o- w+,rr. t ej.„-Q (4e,_c e_.-t--4.-_- Telephone: 2 S 3 8`1 a 18 Li °l Fax: 2 S 3 to©4, 82 8 O email: 6'® `♦.s'7 0 31 l Mailing Address: 11 3 o( bz^"A.)-e. 6” ar AIL) ∎ R g 3'7 "3■ What kind of Permit?(Check each box that applies ❑ Lot or Road Segregation .uilding ❑ Critical Areas Stewardship Plan ❑ Demolition Permit ❑Variance(Minor, Major or Reas•.-• -.nomcc,Us Single Family ❑Garage Attached/Detached ❑ Conditional Use - - , of.► rG) * 'l■ \ / i ❑ Manufactured Home .❑ Modular - ❑ Discretionary"D" r . , sett•1�'ser:OOssiticatton ❑ Commercial* ❑Special Use(Ess- ill\7.~ lc Facilities)** ❑ Change of Use ❑ Boundary Line A.' tint ■ ❑ Address _ ❑ Road Approach_ ❑Short Plat** j�� ill,4 ID Home Business ❑Cottage Industry ❑ Binding Site Plan ,' !-1" ❑ Propane ❑Long Plat** L ❑Sign ❑ Planned Rural Re i.ential-Bev l prnenl<(PRRD)/Amendments** ❑Allowed"Yes"Use Consistency Analysis ❑Plat Vacation/Alter tion** , ■. :T_._---} ❑Stormwater Management ❑Shoreline Master ograit 'ption/Fermit Revisions** ❑Site Plan Approval Advance Determination(SPAAD)* 0 Shoreline Management Substantial Development** ❑Temporary Use ❑Shoreline Management Variance ❑Wireless Telecommunication* ❑Comprehensive Plan/UDC/Land Use District Map Amendment ❑Forest Practices Act/Release of Six-Year Moratorium ❑Jefferson County Shoreline Master Program Amendment *May require a Pre—Application Conference ❑Tree Vegetation Request **Requires a Pre-Application Conference Please identify any other local,state or federal permits required for this proposal, if known: l DESIGNATION OF AGENT I hereby designate 1-`t'■ L,,.,-e. /t—a,.,—. 's to act as my agent in matters relating to this application for permit(s). OWNER SIGNATURE - _. Date: ( — I I'- / T By signing this application form,the owner/agent attests that the information provided herein,and in any attachments,is true and correct to the best of his,her or its knowledge. Any material falsehood or any omission of a material fact made by the owner/agent with respect to this application packet PP P may result in this permit being null and void. I further agree to save,indemnify and hold harmless Jefferson County against all liabilities,judgments,court costs,reasonable attorney's fees and expenses which may in any way accrue against Jefferson County as a result of or in consequence of the granting of this permit. I further agree to provide access and right of entry to Jefferson County and its employees,representatives or agents for the sole purpose of application review and any required later inspections. Staffs access and right of entry will be assumed unless the applicant informs the County in writing at the time of the applicatio that he or she wants prior notice. Signature � � •—� e Date: I )`"t /41 The action or actions Applicant will undertake as a result of the issuance of this permit may negatively impact upon one or more threatened or endangered species and could lead to a potential"take"of an endangered species as those terms are defined in the federal law known as the "Endangered Species Act"or"ESA."Jefferson County makes no assurances to the applicant that the actions that will be undertaken because this permit has been issued will not violate the ESA. Any individual,group or agency can file a lawsuit on behalf of an endangered species regarding your action(s)even if you are in compliance with the Jefferson County development code.The Applicant acknowledges that he,she or it holds individual and non-transferab responsibility for adhering to and complying with the ESA. The Applicant has read this disclaimer and signs and dates it below. Signature:`�/�.-- !� '�. Date: ) /`1 1 41 G:\PemutCenter\###FORMS###\DRD FORMS\Current DRD Forms\Master Permit Application 5-29-08.doc , --ID 0 BUILDER STATEMENT The signer of this statement does hereby certify that they are the Owners of the parcel referenced herein,that they are not licensed contractors and that they will be assuming the responsibility of the General Contractor for the proposed project. Signature: LL Date: �— / 1 I`-f GENERAL CONTRACTOR OR MANUFACTURED HOME INSTALLER: PHONE: FAX: c ; L 1 I-�.2 ?"k-Q Y r-e S' (25- ) Lt© /g d-1 l (25-,) a co -I_ g t'I-II MAILING ADDRESS: 113 O Co 6.'2- \}' r NN" ,- EMAIL: CONTRACTOR'S LICENSE if:'v 1 l\a,P , W.P-s Gt $-_3''73 WAINS NUMBER: 3 (' I I o NUMBER x 132 ARCHITECT/ENGINEER: p.b.4-e/cod c.,(.ab x„,..5.4,,,r b V $ PHONE (15-3) 1r7 a- 2-2-41,1 FAX:( ) MAILING ADDRESS: SA in--,e EMAIL W 1 Project Type: Frame Type: Bathrooms: Shoreline: Type of Sewage Disposal: New $Wood Existing: ❑ Sewer ❑ Addition ❑ Steel Proposed: '2. Bank °$.Community System ❑ Alteration/Remodel ❑ Concrete Total: 2.. _ Height: ❑ Individual System ❑ Repair ❑ Masonry SEP Permit# _ ❑ Demolition ❑ Other: Bedrooms: Water Supply: Existing: Setback: ❑ Private well ❑ Two Party Type of Heat: Proposed: 2. Public Total: 2. Name of System: -P u D / y " If this is a Commercial Project you must answer the following: Number of Parking Spaces: Current: Proposed: Number of ADA Parking Spaces: Number of occupants(includes owners,tenants,employees,etc) Current Proposed IBC Occupancy: IBC Type of construction: Will you have Food Service? Yes / No `/ If this is a Pro•ane Tank and/or A A.•liance Installation •ermit mark all items below that a••I : !"/ i Underground Tank i Above ground Tank Size of Propane Tank: I Heat Stove I Cook Stove I Woodstove I Fireplace Insert I Hot Water Tank i Pellet Stove I Other rip Is this appliance being installed in a Manufactured/Mobile Home? Yes / No When applying for a permit to install a propane tank you must also submit a site plan showing all of the buildings,all property lines,tank location and size,distances from the propane tank to all property lines,buildings and septic system components, including the reserve area. Square Footage Current Proposed For Office Use Only Amount ,Revision Main Floor Heated 03 EH Bld App Review: , 4 3_3 L 2nd Floor Heated --,CSgK-S g )°nsistency Review: �y — Other Heated C ___------"" Base fee: I 10 41 1 (,,,9 G Mezzanine Additional Section: i Heated Basement ~Plan Check fee: 1 o / --4-1 61 5— t f f i(,r •SC g i•t1 Unheated Basement State Surcharge fee: it/ Other Unheated /"i L j __Pot Water Review fee: !U Garage/Carport ] l SUBTOTAL Decks _ 91'i/Rd Approach fee Q Other TOTAL: $ • • C c,S h S FeA I r�i r-.� —, Receipt Number: / l A 18"2 j ''? � (li 1-® 1 0 0—' ash/Check Number: t 0l i t ESTIMATED COST(REQUIRE b Date: l / f •Fair market value of all labor and materials foundation to finish ( Initials: / 4 G:\Permit-Center\###FORMS###\DRD FORMS\Current DRD Forms\Master Permit Application 5-29-08.doc JEFFERSON COUNTY NO. .1/1°5794 DATE Z ( RECEIVED FROM QN*-)„.„, "`J DESCRIPTION BARS# AMOUNT i. CURRENCY 17 `+Y COIN - �, l CHECKS t 3 0 (10( RECEIVED BY 1��� TOTAL q,� , t . • • .2 - 20 - I`-1 ---rAut-s40.1 e< : A eke i 42) i a:■)--. !se 4(P4,-...s,z,-.... e"‹.4 4:467,-r, c.:0,,-.-- . -II-e\.1 . 012. : 4-7,,-t-S G ,N1 aid 12-1 O O c ' C. a re-1:r,..-,.j ouf p ar,.e c ,I VS,r- rAa.al 0 - 2.0 ri , q 0 ,r,t- 41 0 c,j ar`5R a-ptYr-ci.i Jar. - °- ' - 04• (P./ o cal A t e, S .P e•r-e 0)— u. ei-e ',„:fi 1 ....„ks 44- 104r 1-.• -te . ,__,,,,..i,_,_,,.._ S mss' d;scas„ Q ,,,,i. 10,-..k 1{80 0b1 - I2 3 I a -1 -F5 0 CO -4 -1, x -1 -1 CD 0 -- -- o) - Cl) as x IZ m r$ X 0) C) -5 -0 0) 0 - -o -5 -5 C) CO < IZ CD 0) 0 CD 7' 03 c -- CD CC CD CD a CD r+ o CD - 7 7C -1 -5 E -s -- CD CO O 7 # CC rn - Iv CD C3 O N - -3 0- O O O o -r O --. O O O CO 03 CO m a Co CO CO 0 0) o 0 0 0 C CO O O r+ - 0) 03 D CJ1 o I'- C) �„ r-f- D r C G) O 03 m 37 O -0 C —I o H CD 73 CD o O 3 0) 0) CJ) -I r 0 —I xi z 0 co o r 0o C) -< I- CD -1 z 3> C- XJ n r I-I m x - - Cl) O- m n z 3> z G7 -I n X C) C7 3> m r co Iv t-- CD rn 7C 00 -1 a -< CO r S 03 a 3> 37 73 o rn m 3] 3] -1 0 -- x O -1 - -0 CO X -1 CO CO 3> -< x o O 7C CO o 73 03 m - v M O Z 0 r C7 4. rn r z co m Cl) o o_ X z cn m 4. -H 3a 37 N -- H O CO Z D O_ CO C7 C] r CO O CA O `� 0) -I E a) = c 7 m N Cl. :0 1 C7 CO 0 C CA 0- CAI CO CD CD O I CO O o -1 -1 C) r 0 C 0 Z 3] C7 C7 C) Cr 37 �l C7 7- 7- 7- C 3] Co Co H o- r+ Z O 0 M -1 C CO C7 O CO r+ o- 77 X o_ r- -s o 0 37 -A — o_ o Z C= o N — CD -b O a - o -- -- CJ1 o I-I O -n z tor N -I1 o o C -+ H • 0 -< 7 • • 1 — 11-1 Iy (�.esd4k,.4 (2,:a . el z-4 Par (Cc.;O 43 +r- 47,0 � .:� (0, ..J q £_ 33 4 t-Prr�� 1-�rr. .� &1:3tr.., u r '-'.P strr-ek asy / LJ ci r� �C 2 fi z Sca ri!^-Aer-- j $ 1,31.1 r'1" ?r■ e I 0.3-q..4 akee 11 e.cr',o r1 S in-e 1 r25 pro Le S Sp i'o**+ sc oeAr P% �I S C uS.S e-ok .5'p �. � '"i ti.. K A 11 f 5tr I i-2 f'et u r r-e s w c u r,r a r-c!t S cz* i2 Pr c ,,s-QA 1-4 S' �1��r ,f 0,3r / IP , 4-- 6 t r.a -C302,eT-S O ,y g o g 3 (, z- ►-d 1s:.e(7 1-•) JEFFERSON CO•TY •o. 145822 DATE Il g (/I11- RECEIVED FROM u DESCRIPTION BARS# AMOUNT CURRENCY Ri ----4-6\ COIN �f , ,„r: CHECKS 61. 0 I & 1,S gp �(�/�`��/) �/,`�I�, �/� vim,,{ ffq"IA, ,., J,,, QCJ� 1 (0 471:107 tiol•`-4 o XI 4. _ 6 At n 3 4 O ill IF ;g 4 / ' RECEIVED BY 11/14g412”) TOTAL Sl"'( b 141 — eig,so rN c°may JEFFERSON COUNTY DEPARTMENT OF COMMUNITY DEVELOPMENT 621 Sheridan Street I Port Townsend,WA 98368 I Web:www.co.iefferson.wa.us/communitydeveloament 9SHING Tel:360.379.4450 I Fax:360.379.4451 I Email:dcd(a)co.iefferson.wa.us Building Permits&Inspections I Development Consistency Review II Long Range Planning I Watershed Stewardship Resource Center Larry&Georgina Batson (iy oSal , 1/24/2014 225 W list St#115 riar 10s"-- Mesa,AZ 85201 Parcel#997900011 94 Port Townsend Bay Dr. Port Hadlock, WA 98339 Dear Mr. and Mrs. Batson, Thank you for sending your application for a Single Family Residence at the above address. After initial review of your application, it has been determined that the following is still needed for a complete application: ISO-Application for Determination of Potable Water(form included) *PUD Approval letter was received,but the attached form needs to be completed in order to process. -Permit Fees The fees are as follows: Environmental Health Review: 79 Consistency Review: 228 Base Fee: 1643 Plan Check: 1067.95 Potable Water Determination: 107 State Fee: 4.50 Scanning Fee: 19 ® Total: $3148.45 Please make checks payable to: Jefferson County If you have further questions, please feel free to contact me directly. Sincerely, Mary Blain /P- r Permit Technician \ !i l) E c r� n Dept of Community Development 621 Sheridan St Port Townsend,WA 98368 , JAN ph: 360-379-4452 b fax: 360-379-4451 ' mblain@co.jefferson.wa.us 0 lroMr ,Ord COtI'Nly DEn? r DEVELOPMENT II ■ 7 A. Abrous, Ph.D., P.E. HiLine Homes Page 1 of 19 PLAN 1703-13 [30-PSF , 110 , Exp. D2] PROJECT INFORMATION AND CRITERIA c 1. PROJECT INFORMATION OWNER/ADDRESS LARRY & GEO GI A BATSON SITE ADDRESS: 94 PORT TOW SE D BAY DR. PORT HADLOCK, WA 98339 JOB NUMBER: 10105957 2. STRUCTURAL DESIGNER INFORMATION ABDELOUAHAB ABROUS, Ph.D., P.E. HiLine Homes �,t :���,��t ,� Design & Engineering Department "` l/, 4oG 11306 62ND Ave E., Puyallup, WA 98373 Phone: (253) 770-2244 Ext. 132 Email: Wabrousc HiLinehomes.com - ' Washington License No: 36110 WONAL04- i Oregon License No: 81419PE Note: The above stamp applies to the structural members and assemblies described in the following Idaho License No: P-14132 calculations only and is valid with a copied or wet stamp intended for reuse by HiLine Homes. 3. SCOPE OF DESIGN TYPE OF DESIGN LATERAL ENGINEERING ANALYSIS OF WIND AND SEISMIC FORCES EXTENT OF DESIGN Structural specifications 2012 International Building Code (IBC) for Washington & 2010 Oregon Structural Specialy Code (OSSC) for Oregon Ii o [E I V E 2012 International Residential Code (IRC) D for Washington & 2011 Oregon Residential Specialy Code (ORSC) for Oregon REFERENCE COD: D+ ArkS 2005 National Design Specification (NDS) American Society of Civil Engineers JEFFERSON COUNTY ASCE Standard 7-10 EFT OF COMMUNITY DEVELOPMENT American Society for Testing Materials (ASTM) Standard A307 Special Design Provisions for Wind and Seismic (2008 Edition) Revised PROJECT INFORMATION AND DESIGN CRITERIA Printed 12/17/2013 Plan 1703-13 30-PSF Snow, 110 mph, Exp C, & SDC D2_BATSON 12/26/2013 A. Abrous, Ph.D., P.E. HiLine Homes Page 2 of 19 4. DESIGN CRITERIA . GROUND SNOW LOAD: p9 = 30-psf FLAT ROOF SNOW LOAD PER ASCE 7-10(LIVE LOAD): pf = 21.0-psf MINIMUM ROOF SNOW LOAD PER COUNTY: pf = 25.0-psf if ADOPTED FLAT ROOF SNOW LOAD (LIVE LOAD): pi = 25.0-psf ROOF DEAD LOAD: Droof = 15-psf EXTERIOR WALL DEAD LOAD: Dwain = 15-psf INTERIOR WALL DEAD LOAD: DN,aii = 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: 2,500-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 • -1 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 12/17/2013 Plan 1703-13 30-PSF Snow, 110 mph, Exp C, & SDC D2_BATSON 12/26/2013 • • A. Abrous, Ph.D., P.E. HiLine Homes Page 3 of 19 DESCRIPTION This report provides engineering calculations and structural design specifications for HiLine Homes Plan 1703. This one-story house is 1703-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 Wind loads and overturning moments are calculated in Table E for two orthogonal 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 Table F. Minimum Wind Revised PROJECT INFORMATION AND DESIGN CRITERIA Printed 12/17/2013 Plan 1703-13 30-PSF Snow, 110 mph, Exp C, & SDC D2_BATSON 12/26/2013 ■ A. Abrous, Ph.D., P.E. 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 12/17/2013 Plan 1703-13 30-PSF Snow, 110 mph, Exp C, & SDC D2_BATSON 12/26/2013 A. Abrous, Ph.D., P.E. 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 114 IiI 4116111111 �) NI1IIIII 1111IPP d4 , ' Ia;11oI�IIII1I) k IIII _ "I II'h'ial'II Maximum Applied Shear per Tables I or J (Ib) 2,831 Wall length under maximum applied shear per Tables I or J (ft) 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 (Ib) 414 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 2005 NDS Table 11E. 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. h aa'- I'I; – iiB ��) � t Y�AN _ - , III. 4N =jl ICI �! 4�'�8r— �N� ���IIVI"fit Yt�'1;���'�'' IIIIIIu9 �hw 9nluN . III'II, �= r IIII 'IIpIi„Iti4 _' Wall Line A(Standard Garage Door Location) Maximum overturning tension due to wind load per Table I (Ib) 1,163 Maximum overturning tension due to seismic load per Table J (Ib) 881 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). is ud — III I All Exterior Wall Lines Maximum resistive unit wind shear load per Table I (lb/ft) 166 Maximum resistive unit seismic shear load per Table J (lb/ft) 130 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-lb/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-lb/ft. Apply 7/16-in. OSB wood structural panels to Hem-Fir framing members with 8d nails @ 6-in o.c. per standard spec5ification. _ Iill 4j,1I''I �) ���� .Pa d® $ ��' ..) �,�t9l.r`�'',I '�� = 5'611i('('N,at 4'`I'.III ` = 'Iy��(III' (I ''' = 1' piN�(�7a7 1111,1,11 1 Sal r �@(lll oa Eti = (I(4 Revised STRUCTURAL SPECIFICATIONS AND ALLOWABLE LOADS Printed 12/17/2013 Plan 1703-13 30-PSF Snow, 110 mph, Exp C, & SDC D2_BATSON 12/26/2013 A. Abrous, Ph.D., P.E. 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) 45 Maximum applied unit seismic shear per Table J (lb/ft) 72 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 11N. Adjustment for 10-minute wind/seismic loads = 1.6. Allowable shear 135 load =(1.6)(0.83)(102) = 135-Ib. 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) 44 Maximum applied unit seismic shear per Table J (lb/ft) 36 See Roof Framing Specification for truss connections and blocking. Fasten per Roof Framing Specification for truss connections and blocking. 381 0 4 '� _ ,�i`�r.``r-ii 4W i�li iP) illy --ax +:��� - i i`,,������'��' ~�h����� .>N� �P = 14a 'U _ �I 14+ - s ma a c I� e,( :0 � c p (�Ii � 10�Yw� �P�i i�ti� e di„iii R4 1 t j� �1�� ��tlII�I�i Wall Line 2 (Connection Garage to House) Maximum applied load per Tables I, J (lb) 962 Basic allowable load for 10d common nails fastened with 1.5-in side members = 102-lb per NDS Table 11N. 163 Adjustment for 10-minute wind/seismic loads = 1.6. Allowable load =(1.6)(102)= 163-Ib. Nail a 2x laid to the garage side top plates and to the adjacent truss with (10) 10d nails on each side. - ire`- (yly 9 77 „„"AI Roof Sheathing Maximum applied unit wind shear per Table I (lb/ft) 44 Maximum applied unit seismic shear per Table J (lb/ft) 36 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-Ib/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 12/17/2013 Plan 1703-13 30-PSF Snow, 110 mph, Exp C, & SDC D2_BATSON 12/26/2013 A. Abrous, Ph.D., P.E. 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) I 87 Truss Connections (Longitudinal Loads) Maximum applied unit shear per Tables I and J (lb/ft) 98 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 11N. 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-Ib/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 F1 = 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. I 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(Ib). -165 Maximum net uplift on truss connection for 95 mph, Exposure C per Table K(Ib). -253 Maximum net uplift on truss connection for 110 mph, Exposure C per Table K(Ib). -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(Ib). 731 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 12/17/2013 Plan 1703-13 30-PSF Snow, 110 mph, Exp C, & SDC D2_BATSON 12/26/2013 A. Abrous, Ph.D., P.E. HiLine Homes Page 8 of 19 TABLE . BUILDING DATA • Description Value Description I Value BUILDING DIMENSIONS BUILDING INERTIAL DATA Transverse Width of Building (ft) 37.0 Roof Diaphragm Dead Load (psf) 15 Longitudinal Length of Building (ft) 56.0 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) 7.8 Maximum Truss Span (ft) 32.0 Mean Height(ft) 11.1 Maximum Height(ft) 14.5 MAIN FLOOR DIMENSIONS Wall Height(ft) 7.8 CALCULATION OF LENGTH OF END ZONE, 2a Transverse Exterior Walls Length (ft) 74.0 Least horizontal Building Dimension, b (ft) 37.0 Longitudinal Exterior Walls Length (ft) 112.0 0.4*Mean Building Height(ft) 4.4533 Total Exterior Walls Length (ft) 186.0 0.1*b (ft) 3.7 Total Partitions Weight(lb)-ASCE 7-10 12.7.;17,030 End Zone Dimension, a(ft) 3.7 Adjusted End Zone Dimension, a(ft) 3.7 Length of End Zone, 2a(ft) 7.4 BUILDING ENCLOSED AREA Building Enclosed Area (sf) 1,703.0 Garage Enclosed Area (sf) 484.0 Building and Garage Enclosed Area(sf) 2,187,0 GARAGE DIMENSIONS GARAGE LENGTH OF END ZONE,2a Wall Height(ft) 7.8 Least horizontal Building Dimension, b (ft) 22.0 Transverse Width of Garage(ft) 22.0 0.4*Mean Building Height(ft) 4.0367 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) 10.1 Maximum Height(ft) 12.4 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, Ce ASCE 7-10 Table 7-2, for Exposure C 1.0 Thermal Factor, Ct ASCE 7-10 Table 7-3, for Residences 1.0 Snow Importance Factor, IS ASCE 7-10 Table 1.5-2, for Category II 1,0' Slope Factor, CS ASCE 7-10 Figure 7-2a 1.0 Flat Roof Snow Load, pf(psf) ASCE 7-10 Equation 7.3-1, pf=0.7 Ce Ct IS pg 21.0 MINIMUM Flat Roof Snow Load, pf(psf) BUILDING DEPARTMENT 25.0 ADOPTED Flat Roof Snow Load, pf(psf) _CONTROLLING VALUE 25.0 Note: Transverse Width is measured perpendicular to the ridge line and longitudinal length parallel to the ridge line. Revised BUILDING DATA Printed 12/17/2013 Plan 1703-13 30-PSF Snow, 110 mph, Exp C, & SDC D2_BATSON 12/26/2013 . A. Abrous, Ph.D., P.E. HiLine Homes Page 9 of 19 TABLE C. WIND DESIGN CRITERIA Description Value Description I 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) 7.4 Simplified Procedure per ASCE 7-10 28.5 Yes Transverse Zones C & D Width (ft) 48.6 Exposure& Height Factor, A 1.21 Transverse Zones A&C Height(ft) 7.8 Topographical Factor, K:t 1.00 Transverse Zones B &D Height(ft) 7.7 Vertical Wind Force Loading DESIGN WIND PRESSURES (psf) Transverse Roof Zones E &F Width (ft) 7.4 TRANSVERSE DIRECTION (CASE A) Transverse Roof Zones G &H Width (ft) 48.6 A- End Zone of Wall 40.9 Transverse Roof Zones E &F Length (ft) 18.5 B- End Zone of Roof -2.2 Transverse Roof Zones G &H Length (ft) 18.5 C - Interior Zone of Wall 28.4 D - Interior Zone of Roof 0.3 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) 7.4 G - Interior Zone of Windward Roof -19.0 Longitudinal Zone C Width (ft) 29.6 H - Interior Zone of Leeward Roof -19.3 Longitudinal Zone A Height(ft) 9.3 Eo- End Zone of Windward OVHG Roof -41.9 Longitudinal Zone C Height(ft) 12.2 Go- Interior Zone of Windward OVGH Roof -33.9 Vertical Windforce Loading LONGITUDINAL DIRECTION (CASE B) Longitudinal Roof Zones E&F Width (ft) 7.4 A- End Zone of Wall 31.1 Longitudinal Roof Zones G &H Width (ft) 29.6 B- End Zone of Roof -16.1 Longitudinal Roof Zones E &G Length (ft) 28.0 C - Interior Zone of Wall 20.6 Longitudinal Roof Zones F &H Length (ft) 28.0 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) 7.8 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) 9.1 Longitudinal Zone C Height(ft) 10.5 Note: Transverse Width is measured perpendicular to the ridge line and longitudinal length parallel to the ridge line. Revised WIND DESIGN CRITERIA Printed 12/17/2013 Plan 1703-13 30-PSF Snow, 110 mph, Exp C, & SDC D2_BATSON 12/26/2013 A. Abrous, Ph.D., P.E. HiLine Homes Page 10 of 19 TABLE D. SEISMIC DESIGN CRITERIA Description I Reference/Calculation I Value 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 2009 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) 2009 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 25.0 COMPUTATION OF DESIGN RESPONSE SPECTRUM DATA Mean Building Height, h (ft) Per Plan (Calculated in Table B) 11.1 Building Period, Ta = Cth3i4(sec) ASCE Standard 7-10, Section 12.8.2.1 0.122 Site Long Design Period Acceleration, SDI (g) ASCE Standard 7-10, 11.4.4, 5D1 =2/3SM, 0.400 To =0.2*Sp,/Sps(sec) ASCE Standard 7-10, Section 11.4.5 0.068 s—=SD,/SDS(sec) ASCE Standard 7-10, Section 11.4.5 0.342 COMPUTATION OF SEISMIC DESIGN COEFFICIENT Seismic Design Coefficient: CS=SDS*le/R IASCE Standard 7-10, Section 12.8.1.1 1 0.180 Revised SEISMIC DESIGN CRITERIA Printed 12/17/2013 Plan 1703-13 30-PSF Snow, 110 mph, Exp C, & SDC D2_BATSON 12/26/2013 . A. Abrous, Ph.D., P.E. HiLine Homes Page 11 of 19 TABLE -1. WIND LOADS (HOUSE) - Wind Zone Zone Zone Area Zone Moment Moment Zone Pressure Width Ht./Leng. Force Arm (psf) (ft) (ft) (sf) (lb) (ft) (ft-lb) TRANSVERSE WIND LOADING Horizontal Wind Loads Transverse Wall Zone A 40.9 7.4 7.8 57.7 2,857 3.9 11,140 Transverse Roof Zone B 0.0 7.4 7.7 57.0 0 7.8 0 Transverse Wall Zone C 28.4 48.6 7.8 379.1 13,027 3.9 50,804 Transverse Roof Zone D 0.3 48.6 7.7 374.6 136 7.8 1,061 STRENGTH LEVEL Lateral force/Moment 8,078 63,005 CONVERT TO ALLOWABLE STRESS DESIGN' 4,847 37,803 Vertical Wind Loads Transverse Roof Zone E -26.9 7.4 18.5 136.9 -4,456 27.8 123,653 Transverse Roof Zone F -24.8 7.4 18.5 136.9 -4,108 9.3 38,000 Transverse Roof Zone G -19.0 48.6 18.5 899.1 -20,670 27.8 573,601 Transverse Roof Zone H -19.3 48.6 18.5 899.1 -20,997 9.3 194,219 Roof Overhang Zone E -41.9 7.4 1.3 9.8 -499 37.7 18,794 Roof Overhang Zone F -24.8 7.4 1.3 9.8 -295 -0.7 -196 Roof Overhang Zone G -33.9 48.6 1.3 64.6 -2,651 37.7 99,864 Roof Overhang Zone H -19.3 48.6 1.3 64.6 -1,509 -0.7 -1,004 STRENGTH LEVEL Uplift Force and Overturning Moment on Building -55,186 1,046,931 CONVERT TO ALLOWABLE STRESS DESIGN -33,112 628,159 Total Overturning Moment Due to Transverse Wind Loading (ASD) 665,962 Unit Uplift on Building (psf) -19.4 LONGITUDINAL WIND LOADING Horizontal Wind Loads Longitudinal Wall Zone A 31.1 7.4 9.3 69.1 2,601 4.7 12,151 Longitudinal Wall Zone B 0.0 7.4 0.0 0.0 0 7.8 0 Longitudinal Wall Zone C 20.6 29.6 12.2 362.1 9,025 6.1 55,199 Longitudinal Wall Zone D 0.0 29.6 0.0 0.0 0 7.8 0 STRENGTH LEVEL Lateral Force/Moment 6,905 67,349 CONVERT TO ALLOWABLE STRESS DESIGN 4,143 40,410 Vertical Wind Loads Longitudinal Roof Zone E -37.3 7.4 28.0 207.2 -9,352 42 392,765 Longitudinal Roof Zone F -21.2 7.4 28.0 207.2 -5,315 14 74,411 Longitudinal Roof Zone G -26.0 29.6 28.0 828.8 -26,074 42 1,095,110 Longitudinal Roof Zone H -16.4 29.6 28.0 828.8 -16,447 14 230,254 Roof Overhang Zone E -52.3 7.4 1.0 7.4 -468 56.5 26,459 Roof Overhang Zone F -21.2 7.4 1.0 7.4 -190 -0.5 95 Roof Overhang Zone G -40.9 29.6 1.0 29.6 -1,465 56.5 82,765 Roof Overhang Zone H -16.4 29.6 1.0 29.6 -587 -0.5 -294 STRENGTH LEVEL Uplift Force and Overturning Moment on Building -59,898 1,901,566 ' CONVERT TO ALLOWABLE STRESS DESIGN -35,939 1,140,940 Total Overturning Moment Due to Longitudinal Wind Loads (ASD) 1,181,349 Unit Uplift on Building (psf) -21.1 Note: (+)and(-)signs signify wind pressures acting toward and away from the projected surfaces, respectively per ASCE Standard 7-10. Revised WIND LOADS Printed 12/17/2013 Plan 1703-13 30-PSF Snow, 110 mph, Exp C, & SDC D2_BATSON 12/26/2013 . A. Abrous, Ph.D., P.E. HiLine Homes Page 12 of 19 TABLE E-2. E D LOADS (GARAGE) - Wind Zone Zone Zone Area Zone Moment Moment Zone Pressure Width Ht./Leng. Force Arm (psf) (ft) (ft) (sf) (lb) (ft) (ft-lb) TRANSVERSE WIND LOADING Horizontal Wind Loads Transverse Wall Zone A 40.9 6.0 7.8 46.8 2,316 3.9 9,033 Transverse Roof Zone B 0.0 6.0 4.6 27.5 0 7.8 0 Transverse Wall Zone C 28.4 16.0 7.8 124.8 4,289 3.9 16,726 Transverse Roof Zone D 0.3 16.0 4.6 73.3 27 7.8 208 STRENGTH LEVEL Lateral Force/Moment 3,329 25,966 I CONVERT TO ALLOWABLE STRESS DESIGN ! 1,997 15,580 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 1.3 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) 114,082 Unit Uplift on Building (psf) -5.0 LONGITUDINAL WIND LOADING Horizontal Wind Loads Longitudinal Wall Zone A 31.1 6.0 9.1 54.3 2,043 4.5 9,246 Longitudinal Wall Zone B 0.0 6.0 0.0 0.0 0 7.8 0 Longitudinal Wall Zone C 20.6 16.0 10.5 167.7 4,181 5.2 21,911 Longitudinal Wall Zone D 0.0 16.0 0.0 0.0 0 7.8 0 STRENGTH LEVEL Lateral Force/Moment 3,207 31,157 CONVERT TO ALLOWABLE STRESS DESIGN 1,924 18,694 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) 135,879 Unit Uplift on Building (psf) -5.4 Note: (+)and(-)signs signify wind pressures acting toward and away from the projected surfaces, respectively per ASCE Standard 7-10. Revised WIND LOADS Printed 12/17/2013 Plan 1703-13 30-PSF Snow, 110 mph, Exp C, & SDC D2_BATSON 12/26/2013 . A. Abrous, Ph.D., P.E. HiLine Homes Page 13 of 19 TABLE F--I. MINIMUM WIND LOADS (HOUSE) Wind Zone Zone Zone Area Zone Moment 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 16.0 7.4 7.8 57.7 924 3.9 3,602 Transverse Roof Zone B 8.0 7.4 7.7 57.0 456 7.8 3,559 Transverse Wall Zone C 16.0 48.6 7.8 379.1 6,065 3.9 23,655 Transverse Roof Zone D 8.0 48.6 7.7 374.6 2,997 7.8 23,377 STRENGTH LEVEL Lateral Force/Moment 6,948 54,192 CONVERT TO ALLOWABLE STRESS DESIGN 4,169 32,515 Vertical Wind Loads Transverse Roof Zone E 0.0 7.4 18.5 136.9 0 27.8 0 Transverse Roof Zone F 0.0 7.4 18.5 136.9 0 9.3 0 Transverse Roof Zone G 0.0 48.6 18.5 899.1 0 27.8 0 Transverse Roof Zone H 0.0 48.6 18.5 899.1 0 9.3 0 Roof Overhang Zone E 0.0 7.4 1.3 9.8 0 37.7 0 Roof Overhang Zone F 0.0 7.4 1.3 9.8 0 -0.7 0 Roof Overhang Zone G 0.0 48.6 1.3 64.6 0 37.7 0 Roof Overhang Zone H 0.0 48.6 1.3 64.6 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) 32,515 Unit Uplift on Building (psf) 0.0 LONGITUDINAL WIND LOADING Horizontal Wind Loads Longitudinal Wall Zone A 16.0 7.4 9.3 69.1 1,106 4.7 5,166 Longitudinal Wall Zone B 8.0 7.4 0.0 0.0 0 7.8 0 Longitudinal Wall Zone C 16.0 29.6 12.2 362.1 5,793 6.1 35,432 Longitudinal Wall Zone D 8.0 29.6 0.0 0.0 0 7.8 0 STRENGTH LEVEL Lateral Force/Moment 4,268 40,598 CONVERT TO ALLOWABLE STRESS DESIGN 2,561 24,359 Vertical Wind Loads Longitudinal Roof Zone E 0.0 7.4 28.0 207.2 0 42 0 Longitudinal Roof Zone F 0.0 7.4 28.0 207.2 0 14 0 Longitudinal Roof Zone G 0.0 29.6 28.0 828.8 0 42 0 Longitudinal Roof Zone H 0.0 29.6 28.0 828.8 0 14 0 Roof Overhang Zone E 0.0 7.4 1.0 7.4 0 56.5 0 Roof Overhang Zone F 0.0 7.4 1.0 7.4 0 -0.5 0 . Roof Overhang Zone G 0.0 29.6 1.0 29.6 0 56.5 0 Roof Overhang Zone H 0.0 29.6 1.0 29.6 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) 24,359 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 12/17/2013 Plan 1703-13 30-PSF Snow, 110 mph, Exp C, & SDC D2_BATSON 12/26/2013 A. Abrous, Ph.D., P.E. HiLine Homes Page 14 of 19 TABLE F-2. MINIMUM WIND LOADS (GARAGE) - Wind Zone Zone Zone Moment Zone Area Moment Zone Pressure Width Ht./Leng. Force Arm (psf) (ft) (ft) (sf) (lb) (ft) _ (ft-lb) TRANSVERSE WIND LOADING Horizontal Wind Loads Transverse Wall Zone A 16.0 6.0 7.8 46.8 749 3.9 2,920 Transverse Roof Zone B 8.0 6.0 4.6 27.5 220 7.8 1,716 Transverse Wall Zone C 16.0 16.0 7.8 124.8 1,997 3.9 7,788 Transverse Roof Zone D 8.0 16.0 4.6 73.3 587 7.8 4,576 STRENGTH LEVEL Lateral Force/Moment 2,179 17,000 CONVERT TO ALLOWABLE STRESS DESIGN 1,308 10,200 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 0.0 16.0 1.3 21.3 0 22.7 0 Roof Overhang Zone H 0.0 16.0 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) 10,200 Unit Uplift on Building (psf) 0.0 LONGITUDINAL WIND LOADING Horizontal Wind Loads Longitudinal Wall Zone A 16.0 6.0 9.1 54.3 869 4.5 3,931 Longitudinal Wall Zone B 8.0 6.0 0.0 0.0 0 7.8 0 Longitudinal Wall Zone C 16.0 16.0 10.5 167.7 2,683 5.2 14,064 Longitudinal Wall Zone D 8.0 16.0 0.0 0.0 0 7.8 0 STRENGTH LEVEL Lateral Force/Moment 1,932 17,996 CONVERT TO ALLOWABLE STRESS DESIGN 1,159 10,797 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 16.0 1.0 16.0 0 22.5 0 Roof Overhang Zone H 0.0 16.0 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) 10,797 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 12/17/2013 Plan 1703-13 30-PSF Snow, 110 mph, Exp C, & SDC D2_BATSON 12/26/2013 • . A. Abrous, Ph.D., P.E. HiLine Homes Page 15 of 19 TABLE a SEISMIC LOADS SEISMIC SHEAR LOADS ON HOUSE Height/ Seismic Seismic Load g Length Area - Building Component s Width ft s Weight Shear (p fl (ft) O ( fl (Ib) (Ib) Roof Diaphragm &Ceiling 15.0 1,703 25,545 4,598 20%of Flat Roof Snow Load >30-psf 0.0 1,703 0 0 One-Half Exterior Walls 15.0 7.8 186.0 1,451 10,881 1,959 One-Half Partitions 10.0 1,703 8,515 1,533 Total Dead Load for Restoring Moment 64,337 Roof Diaphragm Tributary Dead Load 44,941 STRENGTH LEVEL BASE SHEAR 8,089 CONVERT TO ALLOWABLE STRESS DESIGN BASE SHEAR 5,663 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 7.8 88.0 686 5,148 927 One-Half Partitions 10.0 0 0 0 Total Dead Load for Restoring Moment 17,556 Roof Diaphragm Tributary Dead Load 12,408 STRENGTH LEVEL BASE SHEAR 2,233 CONVERT TO ALLOWABLE STRESS DESIGN BASE SHEAR 1,563 OVERTURNING ANALYSIS DUE TO TRANSVERSE LOADS - HOUSE Building Component Force Dist. Moment (Ib) (ft) (ft-Ib) Roof Diaphragm &Ceiling 4,598 7.8 35,865 Exterior Walls 1,959 7.8 15,277 Partitions 1,533 7.8 11,955 Total Dead Load 64,337 18.5 1,190,235 Total Moment Due to Transverse Seismic Forces 63,097 Total Moment Due to Transverse Wind Forces 665,962 Total Restoring Moment in Transverse Loading 1,190,235 6/10 of Total Restoring Moment in Transverse Loading 714,141 OVERTURNING STABILITY YES OVERTURNING ANALYSIS DUE TO LONGITUDINAL LOADS Building Component Force Dist. Moment (Ib) (ft) (ft-lb) Roof Diaphragm &Ceiling 4,598 7.8 35,865 Exterior Walls 1,959 7.8 15,277 Partitions 1,533 7.8 11,955 _ Total Dead Load 64,337 28.0 1,801,436 Total Moment Due to Longitudinal Seismic Forces 63,097 Total Moment Due to Longitudinal Wind Forces 1,181,349 Total Restoring Moment in Longitudinal Loading 1,801,436 6/10 of Total Restoring Moment in Longitudinal Loading 1,080,862 OVERTURNING STABILITY YES Revised SEISMIC LOADS Printed 12/17/2013 Plan 1703-13 30-PSF Snow, 110 mph, Exp C, & SDC D2_BATSON 12/26/2013 . A. Abrous, Ph.D., P.E. 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) 4,847 4,143 N/A N/A ASD Minimum Wind Load (Ib) 4,169 2,561 N/A N/A ASD Controlling Wind Load (lb) 4,847 4,143, N/A N/A ASD Seismic Diaphragm Load (Ib) 5,663 ), 5,663 N/A N/A Nature of Controlling Load SEISMIC SEISMIC N/A N/A ASD Maximum wind/seismic load (Ib) 5,663 5,663 N/A N/A Garage Type Load Transverse Longitudinal Transverse Longitudinal ASD Wind Load (lb) 1,997 1,924 N/A N/A ASD Minimum Wind Load (Ib) 1,308 1,159 N/A N/A ASD Controlling Wind Load (lb) 1,997 1,924 N/A N/A ASD Seismic Diaphragm Load (lb) 1,563 1,563 N/A N/A Nature of Controlling Load WIND WIND N/A N/A ASD Maximum wind/seismic load (Ib) 1,997 1,924 N/A N/A House + Garage Floor Level Main Floor Level Second Floor Level Type Load Transverse Longitudinal Transverse Longitudinal ASD Controlling Wind Load (lb) 4,847 6,141 N/A N/A ASD Seismic Diaphragm Load (Ib) 7,226 7,226 N/A N/A NOTE: ASD=ALLOWABLE STRESS DESIGN Revised CONTROLLING LOADS Printed 12/17/2013 Plan 1703-13 30-PSF Snow, 110 mph, Exp C, & SDC D2_BATSON 12/26/2013 A. Abrous, Ph.D., P.E. HiLine Homes Page 17 of 19 TABLE L 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 28.0 28.0 56.0 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(Ib) 2,423 962 2,423 5,809 Wall Length (ft) 37.0 22.0 50.0 Applied Unit Shear(lb/ft) 65 44 48 Shear Wall Length (ft) 37.0 22.0 46.5 Resistive Unit Shear(Ib/ft) 65 44 52 Shear Wall Height(ft) 7.8 7.8 7.8 Unit DL on Wall (lb/ft) 150 305 150 0.60*[Unit DL on Wall] (lb/ft) 90 183 90 Max. Hold-Down 18,5-ft SW (Ib) -426 Max. Hoid-Down 22.0-ft SW (lb) -1,672 Max. Hold-Down 28.01-ft SVV (lb) -854 Max. Floll-Down 37.0-ft SW (lb) -1,154 LONGITUDINAL LOADS Floor Level Main Floor Level Wall Identification A B C Check Wall Type OSB OSB OSB Total Tributary Load Distance(ft)- H 18.5 18.5 37,0 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 1.0 Applied Shear(Ib) 999 3,070 2,072 6,141 Wall Length (ft) 22.0 37.0 50.0 Applied Unit Shear(lb/ft) 45 83 41 Shear Wall Length (ft) 6.0 34.5 34.5 Resistive Unit Shear(Ib/ft) ` 166 89 '' 60 Shear Wall Height(ft) 7.8 7.8 7.8 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 (Ib) 1,163 352 Max. Hold-Down 3.5-ft SW (lb) 295 Max. Hold-Down 4.0-ft SW (Ib) 514 12 Ma)( Held-Down 5.0-ft SW (lb) -102 Max. Hold-Down 7.0-ft SW (Ib) -330 • Max, Hold-Dorn 9.01-ft SVV (lb) -558 Max. Held-Down 9. -ft SW (1b) -614 Max. Hold-Down 15.0-ft SW (Ib) -1,016 Revised WIND SHEAR LOADS Printed 12/17/2013 Plan 1703-13 30-PSF Snow, 110 mph, Exp C, & SDC D2_BATSON 12/26/2013 • A. Abrous, Ph.D., P.E. 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 28.0 28.0 56.0 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(Ib) 2,831 782 3,613 7,226 Wall Length (ft) 37.0 22.0 50.0 Applied Unit Shear(Ib/ft) 77 36 72 Shear Wall Length (ft) 37.0 22.0 46.5 Resistive Unit Shear(Ib/ft) 77 36 78 Shear Wall Height(ft) 7.8 7.8 7.8 Unit DL on Wall (lb/ft) 150 305 150 0.60*[Unit DL on Wall] (lb/ft) 90 183 90 Max. Hold-Down 18.5-ft SW (lb) -226 Max. Held-Down 22.0-ft SW (lb) -1,736 Max. Hola-Doerr 28.0-ft SVV (lb) -654 iViax Hold-Down 37.0-ft SW (lb) _1 068 LONGITUDINAL LOADS Moor Level Main Floor Level Wall Identification A B C Check Wall Type OSB OSB OSB Total Tributary Load Distance (ft)- H 18.5 18.5 37.0 Tributary Load Fraction H 0.500 0.500 1.0 Tributary Load Distance(ft)-G 11.0 11.0 0.0 22.0 Tributary Load Fraction -G 0.500 0.500 0.000 1.0 Applied Shear(Ib) 782 3,613 2,831 7,226 Wall Length (ft) 22.0 37.0 50.0 Applied Unit Shear(lb/ft) 36 98 57 Shear Wall Length (ft) 6.0 34.5 34.5 Resistive Unit Shear(lb/ft) 130 105 82 Shear Wall Height(ft) 7.8 7.8 7.8 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 (Ib) 881 475 Max. Hold-Down 3.5-ft SW (Ib) 418 Max. Hold-Down 4.0-ft SW (Ib) 637 184 Max. Hold-Down 5.0-ft SVV (Ib) 70 Max. Hold-Down 7.0-ft SW (Ib) -158 Max. Hold-Drawn 9.0-ft S (lb) -386 Max. Hold-Down 9.5-ft SVV (Ib) -443 Max. Hold-Down 15.0 ft SW (lb) -893 Revised SEISMIC SHEAR LOADS Printed 12/17/2013 Plan 1703-13 30-PSF Snow, 110 mph, Exp C, & SDC D2_BATSON 12/26/2013 j • A. Abrous, Ph.D., P.E. HiLine Homes Page 19 of 19 TABLE K. ROOF DIAPHRAGM CALCULATIONS - DIAPHRAGM CHORD SPLICE & STRESS CALCULATIONS Maximum Transverse Shear Load (Ib) Calculation V= 4,847 * Diaphragm Span (ft) Design Drawings b = 37 Diaphragm Length (ft) Design Drawings L= 50.0 Diaphragm Unit Shear(lb/ft) Calculation w=V/Length = 87 Diaphragm Maximum Moment(ft-lb) Calculation M =wL2/8= 27,046 Diaphragm Chord Force(Ib) Calculation C=T=M/b= 731 Allowable Nail Load (Ib) NDS Table 11N H-F & 10d Common 102 Adjustment For Wind/Seismic Loads NDS Table 2.3.2 10-minute loads 1.6 Adjusted Allowable Nail Load (Ib) Calculation F= 1.6FNa;i 163.2 Minimum Number of Nails Required At Splices Calculation NN-Min=C/FA 4.5 Maximum Nail Spacing at Splices (in) Design Drawings S = 6.0 Minimum Splice Length (in) Calculation Lspiice=SNN-Min 26.9 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 (in2) Design Drawings Achord =2(1.5)(5.5)= 16.5 Axial Chord Stess (psi) Calculation Fcit= C/A=T/A 44 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. A=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 (Ib) 85 mph, Exp. C Fup= pA -453 Maximum Wind Uplift Load At Connection (Ib) 95 mph, Exp. C Fup= pA -541 Maximum Wind Uplift Load At Connection (Ib) 110 mph, Exp. C Fup = pA -736 Roof Unit Dead Load, wd,(psf) Design Criteria 15.0 Roof Dead Load to Truss Connection (Ib) FDL =0.6 wdIA 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 FNet= Fup+ FDL -253 Net Load to Truss Connection (Ib) 110 mph, Exp. C FNet= Fun+ 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(Ib) SPF/Hem-Fir with 160% Increase 400 Revised ROOF DIAPHRAGM CALCULATIONS Printed 12/17/2013 Plan 1703-13 30-PSF Snow, 110 mph, Exp C, & SDC D2_BATSON 12/26/2013 c 1 , ) i . I Q) :6' A W N C P W . 01 - . A W N O Ozz > 2 > W > 00 zm Mr m20zo -1 zo - — z00m A (Cil 00 * wiMM * > zT 0 = m mo -♦ Oz -Ironmo > w 1 mmm -immO C) R W vm ? r NmOzaO a - aZ m 0 zx C D OTj rn Ozx m0 xODCOrc r- > T CS > T. 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Wi v -< m 0` 71 n,v+= T m z oD-Z ELECTRICAL LARRY & GEORGINA '� I ' 1 N�Zm BATSON HIL °= 533 BLACKHAWK LP ° $ m PLAN PORT ANGELES,WA 98362 H 0 M E S o » ;WZ NE cn No o W m (360)457-0311 www.HiLineHomes.com U7 W ©copyright 2005 HiLine Homes ",I CO 70 ■ ^t i 4 I . . • . . . 1 , .... 5. 0 0 ''..:•7) Z 0 Z Cal 11 0 'CC ••■ 4' • '0, -. (n 0 4 I CZ t a Lil LU Wm LL 1,1 al in :41 id i:11.41 Oja cam? JEFFERSON COUNTY . ` , DEPARTM•T OF COMMUNITY DEVELENT 1.s1i NO.S'C Date: f/) —5' Time Received: py /pm Mon. Tue. Wed. C7 Fri. Date: /0-4 BLD: /4/-- 2 Contact Name: Owner: Contact Number: 360 2, 7, 27 6,5,162 Address: 9 ,P 7` By 206 Notes: Foundation Plumbing Framing Propane Tank Mechanical Setbacks Under-ground Framing Under ground Furance Footing Rough In Air Seal Above ground Gas Stemwall Hydronic Exterior shear Exterior lines Oil Straps Hot Water Htr Interior shear Interior lines Ducts Post Hole Ventilation Appliance Underfloor Gas/Wood stove Man-Homes Insulation Final Inspection X Setbacks Floor 11 Foundation Wall Address Posted X. Block&Tile Ceiling • .e�SON Cow JEFFERSON COU• c DEPARTMENT OF COMMUNITY DEVELOPMENT Date: ? ic10 Time Received: /l 117 s/pm Mon Tue. Wed. Thur. Fri. Date: 914 BLD: /`If_ 115- Contact Name: Owner: Contact Number: 360 ?`2( gry8 Address: 7`i. 7 T Boy 206 Notes: DPIu)e, Foundation Plumbing Framing Propane Tank Mechanical Setbacks Under-ground Framing Under ground Furance Footing Rough In _ Air Seal Above ground Gas Stemwall Exterior l' Hydronic Exterior shear Y to or Ines Oil Straps Hot Water Htr Interior shear Interior lines Ducts Post Hole Ventilation Appliance Underfloor Gas/Wood stove Man-Homes Insulation Final Inspection Setbacks Floor Foundation Wall Address Posted Block&Tile Ceiling �„'�5O\ cbo JEFFERSON COUN• 0 Is , z DEPARTMENT OF COMMUNITY DEVELOPMENT Date: g`1,ZTime Received: r.tC,0 am/ Tue. Wed. Thur. Fri. Date: BLD: 7 S Contact Name: ,...5-15,..1,_,A 6-,..)r° Owner: Contact Number: 360 %/2L, 7?o/ Address: V( Poesr ro vv.;.61 '4f j)i' 206 Notes: ls�-�.�-.�3 Foundation Plumbing Framing Propane Tank Mechanical Setbacks Under-ground Framing Under ground Furance Footing Rough In Air Seal Above ground Gas Stemwall Hydronic Exterior shear Exterior lines Oil Straps Hot Water Htr Interior shear Interior lines Ducts Post Hole Ventilation Appliance Underfloor Gas/Wood stove Man-Homes Insulation Final Inspection Setbacks Floor Foundation Wall Address Posted Block&Tile Ceiling ��s°c: co 4� °2, JEFFERSON COUNTY ;�F-SO` co JEFFERSON COUN• • -` DEPARTMENT OF COMMUNITY DEVELOPMENT g Date: Time Received: /lye a( rpm Mon. Tue. We Thur. Fri. Date: S- 3 BLD: p71- 45 Contact Name: Owner: Contact Number: 360 Address: C341 per 7-0Lo g9O 206 Notes: Foundation Plumbing Framing Propane Tank Mechanical Setbacks Under-ground Framing Under ground Furance Footing Rough In Air Seal Above ground Gas Stemwall Hydronic Exterior shear Exterior lines Oil Straps Hot Water Htr Interior shear Interior lines Ducts Post Hole Ventilation Appliance Underfloor Gas/Wood stove Man-Homes Insulation Final Inspection Setbacks Floor Foundation Wall Address Posted Block&Tile Ceiling ;;F'`'; JEFFERSON CGU. • } 1A y DEPARTMENT OF COMMUNITY DEVELOPMENT Date: Time Received: 7)tt am/C) alail Tue. Wed. Thur. Fri. Date: //Z.0 BLD: /if z/S Contact Name: Owner: Contact Number: 360 5-3 2 27 , - • O 7 Address: Ti PT . ,4 f' 206 Notes: Foundation Plumbing Framing Propane Tank Mechanical Setbacks Under-ground Framing Under ground Furance Footing Rough In Air Seal Above ground Gas Stemwall Hydronic Exterior shear Exterior lines Oil Straps Hot Water Htr Interior shear Interior lines Ducts Post Hole Ventilation Appliance Underfloor Gas/Wood stove Man-Homes Insulation Final Inspection X Setbacks Floor Foundation Wall Address Posted Block&Tile Ceiling Fs�� c j VI• Vigo cG JEFFERSON COUNTY • APIPCIC J�R� r�' DEPARTMENT OF COMMUNITY DEVELOPMENT /4_ c gH,,, r Date: j(fy Time Received: 11 2( 0/pm Mon. Tue. 4W. Thur. Fri. s Date: S Z( BLD: 1 Li -- 45 Contact Name: Owner: Contact Number: 360 gg73 Address: CH l? T Qis-y 6r— 206 Notes: Foundation Plumbing Framing Propane Tank Mechanical Setbacks Under ground Framing Under ground Furance Footing Rough In Air Seal Above ground Gas Stemwall Hydronic Exterior shear Exterior lines Oil Straps Hot Water Htr Interior shear Interior lines Ducts Post Hole Ventilation Appliance Underfloor Gas/Wood stove Man-Homes Insulation Final Inspection Setbacks Floor Foundation Wall Address Posted Block&Tile Ceiling JEFFERSON COUNTY 'sit,Ncce DEPARTMEI�OF COMMUNITY DEVELOPNT Date: 111_0 Time Received: 8'`f C6 9/10m ./pm Mon. Tue. Wed. Fri. Date: ,��e3 BLD: /C{- Li(3-- Contact Name: I Owner: Contact Number: 360 Address: 9y 50— T041aJSqa/O 206 Notes: Foundation Plumbing Framing Propane Tank Mechanical Setbacks Under-ground Framing >< Under ground Furance Footing Rough In Air Seal )(, Above ground Gas T Stemwall Hydronic Exterior shear Exterior lines Oil Straps Hot Water Htr Interior shear Interior lines Ducts Post Hole Ventilation Appliance Underfloor Gas/Wood stove Man-Homes Insulation Final Inspection - Setbacks Floor Foundation Wall Address Posted Block&Tile Ceiling o! 1. 7.... U) N o m C O a�i m Cl) `. a) v O a .N _O u) c Z N • ,5 .' I mac., aa)) 1- Q D = `off o a CD a) O O a a) W c 92 C i s "" . ° U a d o _C w O a) co o z a CO i _ N U a Q. O N = 1 N Z (V) 22 O 7 a C w u flkhH 42 i W ! z O o — _ z0 U CD co z a I o o Z z 0 -c6 IX O o z =c o o H m 03 c Q) iQ_ 0 —3 -.F., Jo CD m co• t 7 ii co p) W C a) cn 0 u) O Ch 0 w . - E — o z RI N M Z V N• C J Z org C) Q, c q a a O d p a a) U > s W O � y a a m Z o O C CI C 1 :(1' c T. r.. 1 L Dom, CO a � ,� 3 � 0 i ---4..:1;Za o = O. • ; i t�o` O Z c c QO Q 9 , N f6 O 7) H a� .o O H w OU c w� > ai o Z Z m o .00 E V, Z = O } ~a 0 � tie) € Jefferson County Building Division Permit Number: BLD14-00045 Applicant: BATSON BUILDING PERMIT INSPECTION APPROVALS Applicable Code: 2012 International Building Codes To schedule inspections, call (360)379-4455 no later than 3:00PM the day before the inspection is needed. Requests received after 3:00 PM will not be scheduled for the next day's inspections. ELECTRICAL PERMITS are issued by the Washington State Department of Labor& Industries. The electrical permit must be signed off by the State Inspector prior to the County's Framing Inspection Inspection Item Date Approval Signature Notes Setbacks PPJ 4 iT I, Erosion Control Foundation Footing FOOTING MUST BE 10 FEET OR MORE FROM WOOD LATH g SI 'I�' MARKING THE LARGE COMMUNITY SEPTIC SYSTEM PARTIALLY ON THIS PROPERTY.. PLEASE VE' ' FY PRIOR TO APPROVAL OF FOOTING 0 6/2/11/ `, Footing Drains �J ( Foundation Stem Wall 5/ /�� i 1[A, s� /JI 9 Underground Plumbing Under Floor Framing 4/4/9 Straps(hold downs) 03/,e Ext.Shear Wall Nailing 4/ //s Rough-in Plumbing 7/rit,y Framing 7/3114 lei Blocking i/Bi/J ` Airseal *PI,: Insulation:Walls , �� .���X,_0% y 7-41 Insulation:Floors Insulation:Ceiling Int.Shear Wall Nailing 7/�J()If 19E173 3/64 pj& -7/3)119 Wallboard Nailing 8 'lek; Gas Line: Interior Gas Line:Exterior Propane Tank Heat/Chimney Clearance Mechanical Systems Duct Test Cert i Blower Airtight Test Smoke&CO2 Drywell/Alt Drainage T/o.,,/t 4 I Address Posted \0 System Finaled A final inspection will not be scheduled until all of the following are completed and signed off by the applicable Department: • Building Permit Conditions are met • Septic Permit Final/Complete for any building containing plumbing • Land Use Conditions met and signed off • Public Works Permit Final(where applicable) FINAL INSPECTION 10-2-0 ' o'-$ tTl e6 FINAL INSPECTION MUST BE APPROVED PRIOR TO BUILDING BEING OCCUPIED THIS PERMIT IS VALID FOR ONE YEAR • CONDITIONS for Building Permit# :BLD14-00045 1.) PLEASE CONFIRM SETBACK BEFOR CEMENT IS POURED FOR FOOTING PART OF THE COMMUNITY DRAINFIELD IS ON THIS PROPERTY. A PORTION OF THIS HAS BEEN EXPOSED AND MARKED WITH A WOOD LATH. THE HOMES FOOTING MUST BE A MINIMUM OF 10 FEET FROM THIS PORTION OF THE SEPTIC SYSTEM, 12 FEET IS SHOWN ON THE APPROVED REVISED PLOT PLAN. 2.) In case of inadvertentent discovery of archaological or human remains, the property owner and contractor shall follow the Inadvertent Discovery Procedure as outlined in the Cultural Resources Survey Report prepared by Sylvester Lahren and submitted to the Department of Archaeology and Historic Preservation. 3.) The project shall adhere to the Best Management Practices (BMPs)to control stormwater, erosion and sediment during construction. BMPs shall address permanent measures to stabilize soil exposed during construction, and in the design and operation of stormwater and drainage control systems. 4.) The revised site plan as submitted on March 31, 2014 has been reviewed for consistency under the UDC, and has been approved by Jefferson County Department of Community Development. Any modifications, changes, and/or additions to the stamped, approved site plan dated April 7, 2014 shall be resubmitted for review and approval by Jefferson County Department of Community Development. 5.) zal \\tidemark\data\forms\F_BLD_Perm it_BIdg.rpt 4/7/2014 • • • BUILDING PERMIT Jefferson County Department of Community Development 621 Sheridan Street, Port Townsend, WA 98368 (360)379-4450 FAX (360)379-4451 PERMIT#: BLD14-00045 Received Date: 2/7/2014 SITE ADDRESS: 94 PORT TOWNSEND BAY DR Issue Date 4/7/2014 PORT HADLOCK, 98339 Expiration Date 4/7/2015 OWNER: LARRY G BATSON PHONE: 480-969-1283 GEORGINA BATSON 533 BLACKHAWK LN PORT ANGELES WA 98362-8380 VILLAS BY THE SEA SUBDIVISION: Block: Lot: PARCEL NUMBER: 997900011 Section: 1 Township: 29 N Range: 01 W CONTRACTOR: HILINE HOMES PHONE: 253-840-1849 11306 62ND AVE E PUYALLUP WA 98373 PROJECT DESCRIPTION: NSFR w/attached garage, unheated, no plumb TYPE OF WORK RES SQUARE FOOTAGE: TYPE OF IMP NEW MAIN: 1,703 VALUATION 205,918.00 ADD'L: HEAT TYPE: CODE EDITION: 2012 HEAT BASE: HEAT TYPE: OCCUPANCY: UNHEATED: #OF STORIES: OCCUPANCY: OTHER: CONST TYPE: SHORELINE: GARAGE: 484 CONST TYPE: SETBACK: DECK: 152 BANK HEIGHT: SEWAGE DISPOSAL: OSS WATER SYSTEM: 05783 Type Amount Paid By: Date: Receipt: BEDROOMS: BATHROOMS: State Building Code $4.50 MEB 01/31/14 145822 Exist: Exist: Potable Water Application $67.00 MEB 01/31/14 145822 Prop: 2 Prop: 2 Permit $1,769.00 MEB 01/31/14 145822 Total: 2 Total: 2 Plan Check $1,149.85 MEB 02/07/14 145822 Total: $2,990.35 Directions to Site: HEALTH DEPARTMENT AND PUBLIC WORKS APPROVAL REQUIRED PRIOR TO FINAL INSPECTION THIS PERMIT IS VALID FOR ONE YEAR OR IT MUST BE PROPERLY RENEWED BUILDING INSPECTION HOT-LINE 379-4455. Request must be received by 3pm the day before the inspection is needed. Office Hours 9:00 am -4:30 pm MONDAY- THURSDAY HOT LINE AVAILABLE 24 HOURS A DAY SPECIAL CONDITIONS APPLY-SEE ATTATCHED