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HomeMy WebLinkAboutBLD2012-00219ommilm litILDING PERMIT APPLICAT PN Re Review 0 pe:I v Jefferson County Department of Community Development 621 Sheridan Street Port Townsend, WA 98368 PERMIT#: BLD12-00219 Received Date: 7/17/2012 SITE ADDRESS: 30 WHATNEY LN PORT LUDLOW, 98365 OWNER: STEVE DITTMAR PHONE: 206-619-6822 KATHERINE DITTMAR 22202 OLD POPLAR WAY BRIER WA 98036-8137 SUBDIVISION: Block: Lot: TX 1 PARCEL NUMBER: 821334005 Section: 33 Township: 28 N Range: 01 E CONTRACTOR: OWNER/BUILDER PHONE: REPRESENTATIVE: PHONE: PROJECT DESCRIPTION 2 ADDITIONS TO EXISTING SFR & CONVERT UNHTD BASEMENT TO HTD SPACE &ADD 4 BATHROOMS TYPE OF WORK RES SQUARE FOOTAGE: TYPE OF IMP ADD MAIN: 480 VALUATION 74,199.00 ADD'L: HEAT TYPE: HTP CODE EDITION: 2009 HEAT BASE: 234 HEAT TYPE: EEE OCCUPANCY: R-3 UNHEATED: #OF STORIES: OCCUPANCY: OTHER: CONST TYPE: 5N GARAGE: SHORELINE: CONST TYPE: DECK: SETBACK: BANK HEIGHT: SEWAGE DISPOSAL: ALT WATER SYSTEM: 05783 BEDROOMS: BATHROOMS: Exist: 2 Exist: 0 Prop: 0 • • 4 Total: 2 Total: 4 '� „. Routing I: -: `7 I7 12 Type Amount Paid :v: Date: Receipt: Approved/Date Permit $818.75 LYK 07/17/12 134994 APPFVED Plan Check $532.19 LYK 07/17/12 134994 State Building Code $4.50 LYK 07/17/12 134994 AUG 1 2012 Total: $1,355.44 Jefferson County Planning & Building Department Wirlcmor4\rh+e\fnrmc\C PI 11 Ann PIA r.,+ 7i17P,M1 DEPARTMENT OF COMMUNITY DEVELOPMENT 621 Sheridan street,Port Townsend,WA 98368 Tel:360.379.4450 I Fax:360.379.4451 Web:w-ww.co.jefferson.wa.us/communitvdevelopment SSff t sco,0 E-mail:dcd(a`co.iefferson.wa.us CERTIFICATE OF OCCUPANCY PERMIT#: BLD12-00219 APPLICANT: STEVE DITTMAR PHONE: 206-619-6822 KATHERINE DITTMAR 30 WATNEY LANE PORT LUDLOW WA 98365 SITE ADDRESS: 30 WHATNEY LN Issue Date: 08/2/2012 PORT LUDLOW, 98365 Final Date: 12/4/2014 SUBDIVISION: Block: Lot: TX 1 PARCEL NUMBER: 821334005 Section: 33 Township: 28 N Range: 1E PROJECT DESCRIPTION:2 ADDITIONS TO EXISTING SFR & CONVERT UNHTD BASEMENT TO HTD SPACE &ADD 4 BATHROOMS in conjunction with a shoreline exemptio permit application (SDP12-00041). THE PROJECT LISTED ABOVE COMPLIES WITH THE REQUIREMENT OF THE BUILDING CODE 2009 EDITION. OCCUPANCY GROUP: R-3 TYPE OF CONSTRUCTION: 5N SPRINKLER SYSTEM yes 41, THE PROJECT PASSED ITS FINAL INSPECTION AND RECEIVED FINAL SIGN OFF ON 12/4/2014 THIS C/O PERTAINS ONLY TO WORK APPROVED THROUGH THE PERMITTING PROCESS. ANY ADDITIONAL WORK OUTSIDE THE SPECTRUM OF RESPECTIVE PERMIT IS NOT INCLUDED WITH THIS C/O. \\tidemark\data\forms\F_BLD_Occupancy.rpt 12/8/2014 • • C oNCdr j [ C `/ IE kL,..,_ '-'..4,%, JEFFERSON COUNTY ll . DEPARTMENT OF COMMUNITY DEVELO .III, T JUL172012 621 Sheridan Street • Port Townsend • Washingi�or :368 4. O 360/379-4450 • 360/379-4451 Fax ff LA iN0 http://www.co.jefferson.wa.us/commdevelopmen'J JEFFERSON COUNTY _ DEPT.OF COMMUNITY DEVELOPMENT STORMWATER SITE PLAN SUBMITTAL TEMPLATE MLA# tr3 (50 PROJECT/APPLICANT NAME: 4 erA,A.V\ r (Air t Y of s Please answer all of the following questions to the best of your ability. Where the question calls for depiction on a site map, the applicant may choose to either incorporate the elements into the general plot plan for the Master Land Use Application or to submit a separate stormwater site plan map. Project Overview 1. Describe the proposed developed conditions of the site. Indicate position and relative size of proposed improvements on the site map. f (( CO i A.tt& `l, 10(x 24f add t4-t`eas �e e)Cj s 361 2 s7-ori ( O �Q (moo u.te, R e_f) a. ;r e x I S .Z,.C� s`-ry c r re– +o ref k c,e MA_kiSr~l w;�d 6WI ) pt u i Jj w t re +✓►S co[CA.-1 e 1 ac . n s t- fi v.4 et tor. Existing Conditions Summary 2. Describe the existing topography. Indicate contours on the site map. i 4 pro)c 1 +© /krer S1 o fe.s eo-e4i i' -Prowl NOr4. 4-0 So do Ct.+.,_d VC/10 1i 14 441 -pro KA e-G.S1- -fo caec + 3. Describe the existing vegetation. Indicate native vegetation areas on the site map. es t- o4 Lo# iS -Cc el di 9 ra.SS w ;+in apprax /s covered wi L1ock LLer el Wr - evJ type- `frees rew,ari 604- are qut4e old u,k.d vA kepi- 4. Describe the existin9 soils. Indicate soil type on the site map. So i ) #S d-01 k cw.d L•o R pt.,. at y +o a_to o Q'- 1 g t/ 5. Describe the existing site hydrology(i.e., drainage; behavior of water on the site—above, below, and on the ground). Indicate existing stormwater drainage to and from the site on the site map. Depict separate drainage basins on the site map, if applicable,and indicate acreage of each. Lo 4 s .e...t-e..tA.L y S I o J a,A- c r ys o() q u r�c.kI y oo pte r- ra I i.A D r i o-i C° d� 4. l Q K.c, (A) a. to/ 1-4..,,, e r v .�S al o, +&e w es Lot-Jet- 0 AP ROVED 6. Describe any excess levels of noise generated by the proposed use or act'vity: STORMWATER L� V�'1 ; vtar CO n.S4ruc,4ibv% hp i Se - row. Covs- `� veldhr 0.c7'dvbr*$ Nr EILLors are o.4- teas# 2S`v / c-t,v-a-y AUG - 2 2012 . Storm% r i P :11111 —1 Required 11'16_27 - i , r1.� i-;11 �� .. *' ' j t stormwater site plan template-rev.10/21/2008 5 III • , , 7. Describe significant geographic features and critical areas (i.e., environmentally sensitive areas such as wetlands, streams, C steep slopes,etc.)on the site. Indicate loc tion on the site map. `� / 11 S o p iv- L 0 f 'PV O etom N o.rr TcJ n sc7 04-1A,!a o c v '7'd IS l ,".t,, f'oo.Cla I l•cij to . 4. S 0.re o..-f -I-�Q o 7'G.er siJe !01 .0 1.,1`.•a., /✓bad . No W C. - h ck c._dl s o r Se- S[ 't i'ctie 0.!2 ct5 •e X r S4" i o ' J '141)AA S L.'vi e if c a_a W e f e -i'e."o_ Lo w.i Q i S 1 •c_a 4-e cI 8. Describe the general vicinity of the site, including adjacent land uses and structures, utilities,roads, and sensitive/critical areas (streams,wetlands,lakes,steep slo()oes,,etc.). A r /, `f�,..e. n 040r 1"t Z Q 4- `AT., i s a .. . i s i v. (a v�d -1-`x'0 .h `f-�,u CO v Yco Qc S�.%c'ne Road c .v,d i �...occ.{-e.d a roc I.2StM - (e NI of- C t s 1-4-aod (cu...., grr19.cj e. p r/ p I60 ks doe Sno Q,i r fe•Q 5t„ :,.c 1-Z04eAaci_ds Permanent Stormwater Control Plan This portion of the Stormwater Site Plan consists of the selection and installation of the appropriate stormwater control BMPs and facilities to remain in place after construction of the project is completed. "Medium" size projects are required to have the totals calculated of all impervious surfaces, pollution-generating impervious surfaces, and pollution-generating pervious surfaces to verify that the thresholds for treatment facilities and flow control facilities are not exceeded. g. Describe the developed site hydrology, as proposed. Indicate whether stormwater will be fully dispersed (i.e., per BMP T5.30 in the Manual)or,if not,what types of stormwater flow control will be utilized for the site or specific threshold discharge areas withi the site. Locate these facilities on the site plan and differentiate proposed facilities from exi ting facilities. ( e®4 d-- (.F0%)4.&-0.4176 n &ca r ns w 1 a 6e_ ca w.H e c---+el +a e i e.- if c2 W�tS or iO,c s & a r _hN ov1 U]LiZh w toec-1- sur't- Re (cx,+ c cm.pe �1°�" s ± t Y4-�.�,re Pctr elL _. Our pre eravi Ce. iS �n f -b O S w a y ( e iv►p-f-f t ��0 .e�/dt ;Ka e �o-F c�, o v EA) /a K m eX rfr„� r9 Y 10. If the project requires the use of stormwater treatment facilities, describe the types of stormwater treatment facilities proposed for use on the site. Locate these facilities on the site plan and differentiate proposed facilities from existing facilities. [This is normally for"large"projects or projects that involve the potential for dispersion of contaminants.] 11. Describe the performance goals and standards applicable to the project. ,/ vv.peo it Very w..1ti w..wI 0.s 'tL c-rs`-otle o e-cts ire IeSs4I.c-,,1 3.3 -1 /e c 3 C i t..e t a 4.- o.r e t a A.(Hi tS-i-vt 4 ed &rea s will b e re)./.,4-.4/ W''(t. v'. ve uel 1 -a�da.A. o(' La...Aswpe pick t4.-6 apgreprra-te -n L ctrect 12. i •- n '. Co 57:......j a Tc � . (�rs 1 `P i.e....--._ a44. ( eo sq-�+ 4ro -X vda,'-4-0Acte.a. idx2.q`) sU,• M .Tiw a ..,. • •r- a - r _- d -'or+ a • :►1f+ - • of g at of ro0 C Sill" • C e 3"v"3,41.o.ia,',iu yi• t1iumm()`10 a � .wpi„r S stomwater tQ la4 e � , ,,,, „ .- 6 • • 13. Describe the water quality system. flfl rr 11 S/ -t i s a tre�r Q ( ( C a..d0 P air sr� (e> 0 S 7`�'e-G:+�S 'e its 7' gwr- cL�'es o r d�rm.w tt'II L p used fa CA-44, sexc o.r ji So i(L..rt C,t7 r.S r-u C7f-d`8 A i 1 r ff:11E�[CflE v rl 14. Describe the conveyance system analysis and design. Y Y n (� C(0 5 ec0 J p +�" %.uI 2 . 0-4-4) �=UJv•OXL at. •:T1[ , . ;c chi w e(,1 P r Ia r°0 sway f 11 JEFFERSON COUNTY DEPT.OF COMMUNUY utvaOPMENT 15. Describe the source of fill material,physical characteristics of fill material,and deposition of excess material. ai=r(( w '(..rrrc. cv ells p c 1 (e w rb - -vu∎ So 5 e S-cQ rrcje-4, u-c-t CO v-S÷1 -orav , w14t, 9 rh v-0.1 tet v,rp peY' co it.C(-c�� � t►s 16. Proposed methods of placement and compaction consistent with the applicable standards on Appendix Chapter 33 of the Uniform Building Code. w ;(( 6e usecQ al.(a per ice a 17. Describe the proposed surfacing material. �/ O Uew Sv r`E�cd�.e( en..®, �er J'a,l m5 p I0,„,0 �� ott 1,3 Srr�C 18. Describe methods fo restoration of the site. / p jf� All it a c e«s w f l( to a Lt J J w r` vta. d,re. n'f I lei!Dv\ c9 r I a vak c mp r� a f f roof.rick+ cxrect 19. An Operation and Maintenance Manual is required for each flow control and treatment facility. [This is normally required for "large"projects only and only those for which facilities are required to control flow or treat runoff.] If included, list the Manuals here. (Pe) 20. List here and include any special reports or studies conducted to prepare the Stormwater Site Plan. 014 e 21. List other necessary permits and approvals as required by other regulatory agencies. If those permits or approvals include conditions that affect the drainage plan or contain more restrictive drainage-related requirements,describe those conditions or restrictions here. S e p4 s'r s-f e S E P 12. — 6 2 stormwater site plan template—rev.10/21/2008 7 • • CONSTRUCTION STORMWATER POLLUTION PREVENTION PLAN (SWPPP) The Construction SWPPP addresses sediment and erosion control during construction. The BMPs indicated by the applicant in the template that follows must be installed on the ground during all construction phases of the project. The proponent is responsible for preventing sediment and erosion impacts to environmentally sensitive areas and off-site areas. Consult the Construction Stormwater Pollution Prevention (SWPP) Best Management Practices (BMPs) Packet for guidance, particularly with rural residential development. SECTION I—CONSTRUCTION SWPPP NARRATIVE 1. Construction Stormwater Pollution Plan Elements. Describe how each of the Construction SWPPP elements has been or will be addressed. Identify the type and location of BMPs used to satisfy the required element. If an element is not applicable to the proposal,justify in writing. Descriptions of the 12 Elements are found at Volume II Section 3.2.3 of the Manual(beginning on page 3-7). • • 12 Required Elements—Construction SWPPP 1. Mark Clearing Limits. d v l c(ecz e 1 w t o tee_ C2) /o (wo.v e c.d r 61,+n C 3 +o 5 a pp t e f,e e$ r _ sip 4-� sy clt-e 2. Establish Construction Access. t o s -- w t l f b U dd e) s41dti. g v-et cO(n)4 W ur 3. Control Flow Rates. �"e)n 5e. r1 :S & !otted W e vse.cg -to Co ,t -frDI �t=(co w t 4 e 4. Install Sediment Controls. wwr( ( doe 95 e� 5. Stabilize Soils. D:s isle" 4' 5. (Is tog ral edi ac r.(o S e 'Fst v r t 7 Nut.14 tit d,Q 0. . f • 6. Protect Slopes. // / r 5 !o peg a P 9 ew fe /r tnJ I l( pri-n�cl y S//21-14, / o iA L a.Q't a 0. I'i°Ct;S D tl' �Q4d J e C/ /?Lf r cQ4 ct,h S Lye -r-ra-.�v, OikAir4�e/ CQ tect / 7. Protect Drain Inlets. !! Me) cQMt.`A i (. YS oA S!/.e stormwater site plan template-rev.10/21/2008 8 12 Required Elements—Construction SWPPP(continued) 8. Sta ilize Channels and Outlets. (v A- 9. Control Pollutants. 4 J'wc.J 0.4., 1l. .0 e d S e.cpp rt ■ : ( J 44.1/•• . 0.(o TA. w trr4 1..ct_ _p Q r.ect. . ' . • d, - . ( '- , SI L, L I V 1 -- 10. Control De-Watering the act of pumping groundwater or stormwater wf�r rom an active constructio i 4114 --e r- >L _ . - . - Fi�.•-1I . _i y f •, •' i,;Ill 111 A - 1� IMO tat - . e of i� o to Mit.A - 1 r„' 00, dl' 11. Maintain Best Management Pract�ices(BMPs). / / DEP I'/!•c` �� �e_c.L s�+ 11 co t^.-Ir�cfor c...4. Q„L,ar al 1Ctbor wit[ be t tos`�r-jc4e& ©Vt 5 i 4c- in..-4 wa.-c�a t......e w-i- D c�a-+.-e S at-4 Or.J K er a a! i 1 I 4 ea o w t;Y-e V1n 6 S^- c 4 +r wL tP r 12. Manage the Project. (f p ( (( r ©L we,r u. I I,e ( r -c-c w„.ci,v>t....1 4.r' a.c,.( c,) I1( L& Cr v"c(4-•, t�t4.A c f ts'r' rc mac..• 2. Adjacent Areas. . a. Description of the adjacent areas that may be affected by site disturbance (e.g., streams, lakes, wetlands, residential areas, roads). ((�� �I(r�, �pp�� //�� // � I at,+A.CD Slopes Soo`L •r- We. � 4z,u- o..r: 4 ri -L c * .O r-c.L o o`t•' S v l a r - s, • • • _ / , .// .1 l _ of - • tt. ♦ r A. .4 A .. I to ._- III.0. o p ail-4 c.vt.'�-e� rib e� e . r- car ece.S b. p of the downstream drainage path leading from the site to the receiving body of water(minimum distance of 400 �tyards). i n (1 / r �t 1 1/4C. T®c'�bSrc0 e, a:4— l., caK wo.4rtiay lac&e. aeas AS ` road a 4 e .1 r ..u 0- , 1 . - et if _ . . ►1� t .f /► - t ,k. S ■ >r o o CI-CC S —! �) [rec. 7 4.n 'YtnQ_ TT-c}�//Lin.II s 3. Environmentally Sensitive Areas. a. Description of environment Ily ssensitive areas that are on or adjacent to the site. N f) e u.c.t vts,.wt.49..t,L fir s Op S;-L rv_ o..d-e_�s are m vt 5-r k•56c,4, t fo4e.er STS et� Q4- 5't�.•� e 1Q4a.44 oie +Fd '7 Os OA W®o Si- Carte., e stormwater site plan template-rev.10/21/2008 9 • a „. , , b `D c iption of special requirements for working in or near environmentally sensitive areas. 4. Erosion Problem Areas. Description of potential erosion problems on site in the context of the characteristics of the on-site soils(e.g.,erodibility, settleability,permeability,depth,texture, soil structure). • e1^-'e- p F -e e-vt o 0-0 c 4- Co t-c+u-J c.,4-ce 7n a.r•e t , ca^ 'e.d EN1.c I e_ FL0 ( 0 0 ( -Pr^a w. in itti I ' 1'cP'e- 14A-Cti k 5. Construction Phasing. a. Co Co struction sequence 1rt1 a� (� R 1/L` fre---c9,5 J d c- pr-e? ) pew KS)._(.4 Y l7 r/1) Fro--(Nl e 1 1 6 C7.�11 t)A-4- r�02it-A-,4A L..-1.�._s r Q., zrv. LVt_0SY /io C P r d-5un i / b. Construction phasifig(if proposed) 6. Construction Schedule. Wet season is October 1 through April 30(page 2-21 of the Manual). I. Provide a proposed co stru ion schedule. , p l S i 4-e prep 5-d-0-� c.�1-I1. �1�0,4, t o fpfy vac.f 61-c), 9,e l2 • II. Wet Season Construction Activities. r to l a. Pro•osed wet season construe io -_... ..r a �� . ' t�� ` y . ri _ air 20 _pm.at* —�b��ropose• we season • tvi ies or env onmen a y ,- ,- - - . . /\IOutte._ 7. Financial/Ownership Responsibilities. a. Identify the property. ,owwner respo sible for the initiation of bonds and/or other financial securities. b. Describe bonds and/or other evidence of financial responsibility for liability associated with erosion and sedimentation impacts. r re rs©+1 e.( R 44)04.4-5-1 I / (cl-Li 8. Engineering Calculations. Provide Design Calculations on a separate sheet for the following, if applica• . ,� q , a. Sediment Ponds/Traps. J�f I b. Diversions. c. Waterways. d. Runoff/Stormwater Detention Calculations stormwater site plan template—rev.10/21/2008 10 f SECTION II-EROSION AND SEDIMENT CONTROL PLAN Sediment and erosion control measures may be depicted on the master land use application plot plan, a stormwater site plan,and/or a separate Construction SWPPP site plan. This is a checklist to ensure that the following are depicted on a site plan: 1. General. a. Vicinity Map b. Jefferson County Approval Block c. Erosion and Sediment Control Notes 2. Site Plan. a. Legal description of subject property. b. North arrow. c. Indicate boundaries of existing vegetation(e.g.,tree lines,pasture areas,etc.). d. Identify and label areas of potential erosion problems. e. Identify FEMA base flood boundaries and Shoreline Management boundaries(if applicable). f. Show existing and proposed contours. g. Indicate drainage basins and direction of flow for individual drainage ai I tI h. Label final grade contours and identify developed condition drainage 3, i . i. Delineate areas that are to be cleared and graded. j. Show all cut and fill slopes indicating top and bottom of slope catch lino.i1. 1 JUL 1 7 2012 3. Conveyance Systems. - U 1 a. Designate locations for swales,interceptor trenches,or ditches. JEFFERSON COUNTY b. Show all temporary and permanent drainage pipes,ditches,or cut-off trenChtimmigechfArmnigithkisedirnent control. c. Provide minimum slope and cover for all temporary pipes or call out pipe inverts. d. Shows grades,dimensions,and direction of flow in all ditches, swales,culverts and pipes. e. Provide details for bypassing off-site runoff around disturbed areas. f. Indicate locations and outlets of any dewatering systems. 4. Location of Detention Best Management Practices(BMPs). Identify location of detention BMPs. 5. Erosion and Sediment Control Facilities. a. Show the locations of sediment trap(s),pond(s), pipes and structures. - .. b. Dimension pond berm widths and inside and outside pond slopes. c. Indicate the trap/pond storage required and the depth, length,and width dimensions. d. Provide typical section views through pond and outlet structure. e. Provide typical details of gravel cone and standpipe,and/or other filtering devices. f. Detail stabilization techniques for outlet/inlet. g. Detail controllrestrictor device location and details. h. Specify mulch and/or recommended cover of berms and slopes. i. Provide rock specifications and detail for rock check dam(s), if applicable. j. Specify spacing for rock check dams as required. k. Provide front and side sections of typical rock check dams. I. Indicate the locations and provide details and specifications for silt fabric. m. Locate the construction entrance and provide a detail. 6. Detailed Drawings. Any structural practices used that are not referenced in the Ecology Manual should be explained and illustrated with detailed drawings. 7. Other Pollutant BMPs. Indicate on the site plan the locations of BMPs to be used for the control of pollutants other than sediment(e.g.,concrete wash water). 8. Monitoring Locations. Indicate on the site plan the water quality sampling locations to be used for monitoring water quality on the construction site. Sampling stations should be located upstream and downstream of the project site. stormwater site plan template-rev.10/21/2008 11 • Stormwater Site Plan Changes If the designer wishes to make changes or revisions to the originally approved Stormwater Site Plan, the proposed revisions shall be submitted to DCD prior to construction. The submittal shall include substitute pages that include all proposed changes, revised drawings showing any structural changes, and any other supporting information that explains and supports the reason for the change. Final Corrected Plan Submittal If the project included construction of conveyance systems, treatment facilities,flow control facilities, or structural source control BMPs (not standard on-site stormwater management BMPs), the applicant shall submit a final corrected plan ("as-builts")when the project is completed. These should be engineering drawings (stamped by a licensed civil engineer) that accurately represent the project as constructed. APPLICANT SIGNATURE By signing the Construction SWPPP worksheet, I as the applicant/owner attest that the information provided herein is true and correct to the best of my knowledge. I also certify that this application is being made with the full knowledge and consent of all owners 0 the affected property. 7 //s--/2_0 tz (' DOWNER OR AUTHORIZED REPRESENTATIV IGNATURE) (DATE) THIS SPACE MAY BE USED FOR ADDITIONAL NOTES, IF NEEDED: stormwater site plan template—rev.10/21/2008 12 '• • EXHIBIT "A" LEGAL DESCRIPTION That portion of Government Lot 1,Section 33,Township 28 North,Range 1 East,W.M.,in Jefferson County,Washington,described as follows: Beginning at the Northeast corner of said Government Lot; Thence West along the North line 357.06 feet; Thence south to the South line of said Government Lot; Thence Easterly along said South line of said Government Lot to the southeast corner thereof; Thence North along the East line of said Government Lot to the point of beginning; Except that portion lying Northerly of the Southerly right of way line of Secondary State Highway No. 9-E Shine to Termination Point,as conveyed to the State of Washington by deed recorded in Volume 150 of Deeds,page 426,under Auditor's Fiie No. 162195; Also except the right of way for Shine Road; Further except that portion lying.within the plat of Watney's Sunlandia,as per plat recorded in Volume 5 of Plats,page 12,records of Jefferson County. Further except that portion which is tidelands as conveyed by the State of Washington. Situate in the County of Jefferson,State of Washington. EOf OV N� i JUL 1 7 2012 1 1.0 I itstE2StNCOEi`:TY ", DTI S_VELO"[.IENT oN cO JEFFERSONNOUNTY DEPARTMENT OF COMMUNITY DEVELOPMENT • 621 Sheridan Street• Port Townsend •Washington 98368 360/379-4450 • 360/379-4451 Fax 4'� p'� www.co.jefferson.wa.us/commdevelopment FxIN� Master Permit Application MLA: ( 9H 5D Project Description(include separate sheets as necessary): Pilo?0S e acicitt71)1,tn or (2) t0rX ztf (a6c:kovi5 fo elc(14-619 19A0 ioust a repay"r- e c '.d ,9 Lovre Tax Parcel Number: 3 2 33 4 - 0 0 S Property Size: ( o 5 acre,5 (acres/square feet) Site Address and/or Directions to Property: i-1 ri41 1f f Per Lud ' . = uJ� ' 036 rowflf ' brr 0 ► e o tt SI�iK� �� iLeodolh � Property Owner(s)of R-cord: S-Ft.Ie W i 0-4"d .,a 9191,191HEIMP In ,. Telephone: a 0 6— 6 I 1-6 8 Z Fax: it 2-r'774-712 r email: S w r r s s _ 'if Coj4,t Mailing Address: i-2 2O-2 ©IJ Poplar t.J at/ 14 r re() W f} I Vo 3 6 Applicant/Agent(if different from owner): —$a v.t a — Telephone: Fax: email: Mailing Address: What kind of Permit?(Check each box that applies ❑Lot or Road Segregation 2 WEB Building ❑Critical Areas Stewardship I. ❑ Demolition Permit ❑Variance(Minor,Major or - ,:, =ble Economic Use) K Single Family ❑Garage Attached/Detached ❑Conditional Use[C(a),C(d) r ❑ Manufactured Home .❑ Modular ❑Discretionary"D"or Unnam ; Claattnn7 2012 ❑ Commercial* ❑Special Use(Essential Publ p i ities)** ❑ Change of Use ❑Boundary Line Adjustment ❑ Address ❑Road Approach_ ❑Short Plat** JEFFERSON COUNTY Home Business ❑Cottage Industry ❑Binding Site Plan** DEPT.OF COMMUNITY DEVELOPMENT _ Propane ❑Long Plat** ❑Sign - ❑Planned Rural Residential Development(PRRD)/Amendments** ❑Allowed"Yes"Use Consistency Analysis ❑Plat Vacation/Alteration** ❑Stormwater Management ❑Shoreline Master Program Exemption/Permit Revisions'" ❑Site Plan Approval Advance Determination(SPAAD)* ❑Shoreline Management Substantial Development** ❑Temporary Use 0 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: �� cN( /j_ DESIGNATION OF AGENT I hereby designate r , r- to act as my agent in matters relating tot is appli tion for permit(s). OWNER SIGNATURE •---- Date: 1 1 S— ').0 (2. 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 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 re ired later ins ctions. Staffs access and right of entry will be assumed unless the applicant informs the County in writing at the time of the appli ion thgt he"or wants prior notice. /(�r Signature: Date: l / 0 I 2 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 J are in compliance with the Jefferson County development code.The Applicant acknowledges that he,she or it holds individual and non-transfe *"le rn ".,:j gt,for adhering to and complying with the ESA. The Applicant has read this disclairrjer and/signs and dates it below. ,1 Signature: t ,1,j Date: 7/ 1S zo(Z The signer of thi tatement does hereby BUILDER STATEMENT they will be ass� Y certify that they EMENT ng th responsi re of the General ey are the fowte Owners of the Signature: parcel referenced herein,that they are not licensed ��- proposed project.'7 GENERAL CON RACTOR O contractors and that R MANUFACTURED HOME Date: �� 2_o N � ME INSTALLER: MAILING ADDRESS: PHONE: ( ) FAx: CONTRACTOR'S LICENSE ( ) NUMBER: EMAIL: ARCHITECT/ENGINEER: WAINS MAILING ADDRESS: N--- UMBER Project T PHONE ( ) Type: Frame Type: EMAIL FAx:( ) G New Ype- Bathrooms: IsL New X Wood Existing: Shoreline; 0 Alteration/Remodel L Steel Proposed: Type of Sewage Disposal: Masonry Total: Bank Community System 0 Demolition Height: 0 Other:_ Bedrooms: Individual System Ty• of t: Existing: SEP Permit# SF 12 tiZ T Proposed: --- Setback: Water Supply; ��a'. 0 0 Private well 0 Two Party ini Total: --� �. t cs./ �public Ifthis is a Commercial Project ---L ou must answer the followin : Name of System: U� _ Number of Parking Spaces: Current: Number of occupants(includes owners tenants employees, —._�S Numbe IBC Occupancy: Proposed: IBC r etc) Current Daa= �—,� If this i Occupancy: a Pro•ane Tank and/or q••Type of construction: ! �At;,e " ,...._m: o , . Underground Tank 1 fiance Installation •ermit mark all items Will you hav ,, Above ground Tank Belo Service? Yew N° Heat Stove )(Cook Stove I W tha� - u„�. Is this a °Odstove I Size of Propane Tank: S v ••++ 1 7u2(0.12 ) fiance bean installed in a Manufactulredi/�Insert 01'J . Q ( . When applying °t Water Tank i Pell: R.t i for a permit to install a propane Mobile Home? Other When tank for and size,distances p°mane tank submit i v. /ncludin• the propane you must also subm/t a site plan s owl . JEFFERSON COUNTY the reserve area, P pane tank to all props ings•uare Foots•e property lines,bull•In s and septic system com Main Floor Heated Current Pr°.reed ponents, pp 1-1 o For Office Use OnI laor Heated dQ O © Q �i .1-19g21 EH Bid App Review: Amount Revision • Other Heated o Z 0 Consistency Review: Heated Basement Additional Section: • O . 1� Unheated Basement ”' Illeszg317Z$ Plan Check fee: Other Unheated•--" _-� O State Surcharge fee: 53z ' ..____.Garage/Carport Pot Water Review fee: Decks d MINNIM SUBTOTAL '� `' Other 911/Rd A (`" N„,,t p °use_ '2 5 0 italligMll Approach fee: I,:1 nl TOTAL: $f 65 ' Receipt Number: ESTIMATED COST RE Cash/Check Number: 3 Q9� •Fairmarket v lue QUiRED) j a f a//laborand mater/a/s foundation to finish �• • ►44dGY�bK - SY Date: � Re•air� E?'y 7�i] Initials: �-•�e 4mniminaimin T ' if �7'-0" i i 7 • 48'-0" •1 4 na o .1 10'-0" ►• 28'-0" ..41 10'-0" GT 5"—� t 14 8'-10" �� T-9" -'-101/2„ 1. 1 Imo.' A to oo Irmo= w . 0 0 I • '* `°- a 8'-10" I,, IN � g _ - E. NfIts W6" Mill o a V - 02 til 1 n z ?•,_6" _, a' 9 a_ 6ill -2 N Er .------., ,,,,,i(ci *, , „ 4t liffillifi !I 1 -v IMO I & ev °_ /4'-0"�4'_6" , om I' ifl, °_ C) ft ks,-0 ! N N • - o OM I!■ i ii Al , , i N , , $ 0'-Oa as a ' - - a. pzi i r —5'8" 8'-10" IIII w 10.-0" ooal �— O - o - N r T N O ,-h 0 Q 6 i N I... - ' r+ 1-+ ' O ..i_i__ i ii ni.m ao 12'-11/2" i5'-2" 14'- 0" ` - ?� � ri N.' _Fir n .. "1:3 0 -' < o0 a- 7 (m�D 0 CL 28'-O" I I col m ?! H 0 C 0 N 7. N = m v 9 - 0 e.013 w ar o 0 = F — o > > —-- o) mom 7 •c =! 7 ao y RI c- OR1 ao m O 0 n * S a. (D x O0 C= W -4' 0 "' H 7 7 x• m 3 * .4 N co 7' ^' -% _. O cam C Q- m m 0 O O C -, r+ m m ' > — r (WD X t n n W N�. C can _. u u U N N ' (D N m c 3 �. = o -, " z zz III1111�000 m 3 cm * m H !D '3 K 3 < 7 00 OC I V �/\/J F 0 % cm 7- O �- 7 N m z V �I e� C n a m moo c 7 ro N �I Omc7XC f -„ it c n d, ° � Ii a- et 0 11111111111• 7 01 Q 3 a eV Ai. DJ o 7'-1" o II r•1 6'-7" 0 o 3.9.. ., ..... ::, .N► t,_,, w G_. O h QO O. Ni ori st . 5'-3" l — JI 15 r I I . O Vf ■ co I :',. . , 0 a :, it S A 12'-7" I J '_:,111111MIIIMU c===21111/111/1111811111, a r:, 0 , I \ F-' U = co tn I v o ~ Na. w p _J., _i_ \ 1 w N /A --- 4, 5'-2" . 8'-10 13/16" < �� fD A .+ ------ u 0 r-- 0 14'-0.. I� r' .... �_ nil n o T I- III! U.S tn v C a m C C®) fmOD will. CU 0 6� �� —' - 0 3 z z -, r G'-4" C _ W • -< o v X r• N = ■ ■ r N 0,;i A z O l l • m G7 Cd N (D (D 6 0go � a p o-ti o ; rF 0- .- < n s 0 �+ 14'-0" 3) r . _ Q D 113't CZ r— — — — — — — II A 7 NIol `I '{ H H:/ F H: � H O 1 r _ 0 Q I 0. (D 0) _, m• rn N ( 1- N 0� � = a°o z oa (J) -P m --I Z I — - my Iv EX1S f 0'W WELIL EA�_EN 1 , fit o ° I ;�a `'� o v •ukio a till r,Ox 10'4 ti Ida'+ . . MI g Fri 2 O c0 o V� �"-i emu ." • �a zo m-0 z �- i_'n, ZM I -i ■∎. o-N 50 ....,4......, ..... _ cn r-D �I r r30�' M3N II 84' 0 0� • 03 1-”:, =-1- ! of Icy — Kr_—_� oc� � "� _8 _ .. ::.--C) =i It r� I r Z n :. / iir..0i :11 x I I� °z cI S II I m o ... ./ / 8- g y I. '` A I II L I wN II z� II rn _ _ ti S''qe7 C rt.* I* CI CA .. 4, 1-o m x o --1 . - SHINE WROAD -ccn. n°c \ N �O ■ d i �C r9�S7\��� ` zz� zR4 P kt.11 rS ...TFR� �z 10--I = rn mIL4 �1 ti4.•••• •// ZC3 mq C z ® 3 r , ' •01 A a w N tm° ..0 .00.140 z o i/// x A, i3 °s n HaT> n, a a � W ( I.nl 5 q 4 °' -- B SOILS APPLICATION LLC. c g ni to N i u TAX PARCEL #821-334-005 cR to n N F _ w� 863 CARLSBORG ROAD, SUITE A, °' , - SEQUIM, WA 98382 I �" n DITTMAR PH (360) 683-6300 FAX (360) 683- 4,,!ry T 0 o r" s M Z c•> ''J = Q O V rn O N m z O 0 N . A full(� A : i Design Criteria for Splashblocks A typical downspout splashblock is shown in Figure 3.7. In ground is sloped away from general,if the �Y fotmdatlon and there is ad vegetation and area for effective��splashblocks fly • disperse storm runoff rfthe ground is fairy level;.ifthe structure includes basement,or if foundation drains are proposed,splashblocks with • downsPout extensions may be a better choice because the discharge point • _ away from the foundation. Downspout extensions can include . -piling to a splashbiock/ �elwmta considerable distance fromthe . • . downspout,as long as the nmoffeantravel through•a well-vegetated area aa 'bed below. . The•f of l own g apply t o th a use of splash bl o c:k s: . 1.. A vegetated flowptath of at least 50 feet should be maintained between Apo and any ,•stream,Wetland,lake,or other �'steep slope, impervious surface. Sensitive area :.buffers may Count toward flowpath lengths. ` I • 2: *A maxintm of 700 square feet of roof area may drain to eaeh • • *.splalhblock. .3. A splashblock or apad.of wed rock(2 feet wide by 3 feet long by 6 inches deep)should be placed at each do y I 4. No erosion or flooding dis�atge pow c noting of downstream properties may result, ' ' - S. Runoff urged towards landslide hazard areas must be evaluated by a professional engineer with geotechnical expertise or a qualified j geologist: Splashblocks may not be placed on or above slopes greater than 20%or above erosion hazard areas without evaluation by a • • professional engineer with geotechnical expertise or a licensed geologist,hydrogeologist,or engineering geologist,and jurisdiction • •approval. 6. For sites with septic.systems,the discharge� point must be downslope of the primary and reserve drainHeld areas.This requirement may be waived if site topography clearly prohibits flows from intersecting the drainfield or where site conditions(soil ability,distance between systems,etc)indicate that this is unnecessary. . i February 005 rY Volume HI—Hyrlmlogk Analysis and Flow Control 13MPs 3-15 1i 1 . , . • a - I--!. . . ( , 1 . . . • : • .. - . • . • _ . . . .. . • . . .. . . • •. .. • . . . . . . - ti I! 1 ;... . . . .. . douse • . . ." - Hi-1 .:m • „.. . - - Roof .,.. ..., • •, . . . . . ,r, Alawlipout . -• i ., serves up to • 700 st:Of roof µ M� , . �r r: rr : t 50' Yr. 7 7 flw.path -A� •- . � ! :I ir«n'ii I • 0.• : i {_ -r"n- I •i ir r.rirc Downspout extension . NT Splash 1; j . i i • . I:i i'; • , !.1 I ( I Figure 3.7 Typical Downspout Splashblock Dispersion t . I' i • i; i= : ( t i ' i i . t I 3-18 Volume Ill—Hydrologic Analysis and Flow Control BMPs ebruary 2005 I 0 IP / Roof Downspout House �— / Catch Basin !////% {Yard Drain) Rod flow Downspout 0 WELL 48 Inch Diameter d PLAN VIEW 1 2-8°W as hed Drain Rode NTS 0 Roof Dou'nspo 1 Mark Center of Hole House I Overflow with 1"Capped • «I or Other means el ` Splash Block Topsal Flush wdhSu'face 151111.1111111111111.11111111111 f.,1,1,1,11,1 flOW P. M .,=.�.a„ �'fs;� ;� i snip. Faye Mesh Screen Min.4"cf a +.• 7;ti-• z.;'•_=*.f,r' pvc ape " - ° Catch Basin .•-', ° `'� {lard Drain) r„ =�"�' 48 Inch Diameter �� #yam• Sides edw hHole t,J 1 3%.FW Filter Falk Drain Rode f • fsl ;'p Ai fi 5 min. 4, ,- a at a zTra%,_.r: �iL.'eal Min. 1)above 5eason31- DRY WELL High Grousiiwater Table SECTION - NTS Figure 3.4— 9 Typical Downspout Infiltration Drywall Source: King County February 2005 Volume II!—Hydrologic Analysis and Flow Control BMPs 3-9 I • • Setbacks Local governments may require specific setbacks in sites with steep slopes, 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 steep slopes). 2. All infiltration systems must be at least 50 feet from the top of any sensitive area steep slope. This setback may be reduced to 15 feet based on a geoteclmical 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 V j flows from intersecting the drainfield. General - 1. Drywell bottoms must be a minimum of 1 foot above seasonal high groundwater level or impermeable soil layers. . 2. If using drywells,each drywell may serve up to 1000 square feet of impervious surface for either medium sands or coarse sands. 3. Typically drywells are 48 inches in diameter(minimum)and have a depth of 5 feet(4 feet of gravel and 1 foot of suitable cover material). 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 4 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 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. 3-10 Volume Ill—Hydrologic Analysis and Flow Control BMPs February 2005 • BMP C105: Stabilized Construction Entrance Purpose Construction entrances are stabilized to reduce the amount of sediment transported onto paved roads by vehicles or equipment by constructing a stabilized pad of quarry spalls at entrances to construction sites. Conditions of Use Construction entrances shall be stabilized wherever traffic will be leaving in or other paved areas a construction site and traveling on paved roads p within 1,000 feet of the site. On large commercial,highway,and road projects,the designer should include enough extra materials in the contract to allow for additional stabilized entrances not shown in the initial Construction SWPPP. It is difficult to determine exactly where access to these projects will take place;additional materials will enable the contractor to install them where needed. Design and • See Figure 4.2 for details.Note:the 100'minimum length of the Installation entrance shall be reduced to the maximum practicable size when the Specifications size or configuration of the site does not allow the full length(100'). • A separation geotextile shall be placed under the spalls to prevent fine sediment from pumping up into the rock pad. The geotextile shall meet the following standards: _ Grab Tensile Strength(ASTM D4751) 200 psi min. Grab Tensile Elongation(ASTM D4632) 30%max. Mullen Burst Strength(ASTM D3786-80a) 400 psi min. AOS(ASTM D4751) 20-45(U.S.standard sieve size) • Consider early installation of the first lift of asphalt in areas that will paved;this can be used as a stabilized entrance. Also consider the installation of excess concrete as a stabilized entrance. During large concrete pours,excess concrete is often available for this purpose. • • Hog fuel(wood-based mulch)may be substituted for or combined with quarry spalls in areas that will not be used for permanent roads.Hog fuel is generally less effective at stabilizing construction entrances and should be used only at sites where the amount of traffic is very limited. Hog fuel is not recommended for entrance stabilization in urban areas. The effectiveness of hog fuel is highly variable and it generally requires more maintenance than quarry spalls. The inspector may at any time require the use of quarry spalls if the hog fuel is not preventing sediment from being tracked onto pavement or if the hog fuel is being carried onto pavement. Hog fuel is prohibited in permanent roadbeds because organics in the subgrade soils cause degradation of the subgrade support over time. • Fencing(see BMPs C103 and C104)shall be installed as necessary to restrict traffic to the construction entrance. 4-8 Volume II—Construction Stormwater Pollution Prevention February 2005 • • • Whenever possible,the entrance shall be constructed on a firm, compacted subgrade. This can substantially increase the effectiveness of the pad and reduce the need for maintenance. Maintenance • Quarry spalls(or hog fuel)shall be added if the pad is no longer in Standards accordance with the specifications. • If the entrance is not preventing sediment from being tracked onto pavement,then alternative measures to keep the streets free of sediment shall be used. This may include street sweeping,an increase in the dimensions of the entrance,or the installation of a wheel wash. • Any sediment that is tracked onto pavement shall be removed by shoveling or street sweeping. The sediment collected by sweeping shall be removed or stabilized on site. The pavement shall not be cleaned by washing down the street,except when sweeping is ineffective and there is a threat to public safety. If it is necessary to wash the streets,the construction of a small sump shall be considered. The sediment would then be washed into the sump where it can be controlled. • Any quarry spalls that are loosened from the pad,which end up on the roadway shall be removed immediately. • If vehicles are entering or exiting the site at points other than the construction entrance(s),fencing(see BMPs C103 and C104)shall be installed to control traffic. • Upon project completion and site stabilisation,all construction accesses intended as permanent access for maintenance shall be permanently stabilized. Driveway shall meet the requirements of the permitting agency It Is recommended that the entrance be crowned so that runoff .d drains oft the pad i.. if there roada `va ' ditch present 4"-8"quarry snails Geatexete • 12 min.t iclmess N(3 Provide full width of ingress/egress area Figure 4.2-Stabilized Construction Entrance February 2005 Volume II-Construction Sto►mwater Pollution Prevention 49 rt I' ' 111 i, PILE Copy 1 REED & ASSOCIATES, PS r . Civil & Structural Engineering ... 19626 76th Ave. W. #A, Lynnwood, WA 98036 , , 1 Office (425)778-2793 wer@reed-assoc.corn STRUCTURAL CALCULATIONS FOR: Steve Dittmar • Lateral & Misc. Beams "SFR" add/remodel 30 Watney Lane, Port Ludow, Wa PLANS MAY NOT BE PECEIIVE uln,, JUL 1 7 2012 KEPT IN SANI—CAN irpT 0orviiTy coDiiTyr,\FloommT REVIEWED FOR CODE COMPLIANCE JEFFERSON 2009 IBC . NOT VALID WITHOUT A WET SIGNATURE JOB # 12-187 Date Eng # Desc. 7/11/2012 wer 2 Original Calculation ...,,oeLL - ti* 94„ 307y5) i 8,0NAL -vs --t—Ii...-/- _ EXPIRES 5-27- if Contact the Builc.:3,I Dit,-..n.,.:1, tit (360) - 37Q-4450 praer to ir,,1,,,E,2; _II,:, ,t or revisions to the appro,,cd rlm”. WENDELL E. REED, PE, CBO eI ll REED & ASSOCIATES, PS Civil & Structural Engineering 19626 76th Ave.W.#A, Lynnwood,WA 98036 Office(425)778-2793 wer @reed-assoc.corn STRUCTURAL CALCULATIONS FOR: Steve Dittmar Lateral & Misc. Beams "SFR" add/remodel 30 Watney Lane, Port Ludow, Wa 2009 IBC NOT VALID WITHOUT A WET SIGNATURE JOB # 12-187 Date Eng # Desc. 7/23/2012 wer 2 Original Calculation ��ELL RF • -3. 4, {0 4‹, STS , S'ONAL ECG 7- ZZ -1L EXPIRES 5-27- 14 E;vi,f a P ir r ' ri<SPO,,fr." ` WENDELL E. REED, PE, CBO I , Lateral Analysis IBC 2009 R&A Job#: 12-187 Description: Dittmar Engineer: WER Governing Code: 2009 International Building Code all references in right margin are 2009 IBC unless specifically noted otherwise. [Page numbers] 1603.1 General Design Criteria 13041 Roof Walls Floors Snow Partitions Live Load(pit) 25 40 25 Dead Load(psf) 15 10 10 10 1603.1.4 Wind Design Criteria 13041 1. Basic Wind Speed 85 mph F 1609(3201 2. Wind Importance Factor Iw 1.00 ASCE 7 T 6-1(77] 3. Wind Exposure Category "D" 1609.4(325) 4. Internal Pressure Coefficient +1-55 ASCE 7 F 6-5(47] 5. Components and Cladding design pressure +1-10 psf ASCE 7 6.4.2.1.1(24] 1603.1.5 Earthquake Design Data 13051 1. Seismic Importance Factor IE 1.00 ASCE 7 T 11.5-1(116] 2. Short Period Acceleration Ss 1.25 F1613.5(1)(348) 2. 1-Second Accelteration S1 0.4 F1613.5(2)1350) 3. Site Class D T1613.5.2(341) 4. Spectral response coefficient Sps 0.83 EQ 16-36/38(340-2] 4. Spectral response coefficient SD1 0.43 EQ 16-37/39(340-2] 5. Seismic Design Category D T1613.5.6(1)and(2)(343) 6. Seis. Force Resisting System A.13. ASCE 7 T 12.2-1(120] 7. Design Base Shear 6033 lbs 8. Seismic Response Coefficient Cs 0.13 ASCE 7 EQ 12.8-2(129] 9. Response Modification Factor R 6.5 ASCE 7 T 12.2-1(120) 10. Analysis Procedure used Simplified ASCE 712.14(135) Table of Contents 0.0 General Lateral Design Criteria 1.0 Determination of Wind Forces 2.0 Determination of Seismic Forces 3.0 Allowable Stress Design Loads 4.0 Shear walls in the Front to Rear Direction 6.0 Shear walls in the Side to Side Direction 6.0 Shear flow calculations 7.0 Appendix • Version 7.0 Pg 0.1 Wind Design (Method 1) IBC 2009 Simplified Wind Load Method ASCE 7 6.41231 Basic Wind Speed 85 mph 1609.31319), F1609(320] Wind Exposure Category D 1609.4(3251 Wind Importance Factor 1.00 ASCE 7 T 1-113)&T 6-1(77) Height&Exposure Adjustment 2.= 1.67 ASCE 7 F 6-2(40] Topographic Factor Kzt= 1.00 ASCE 7 6.5.7.2(26),F 6-4145] Wind Pressures ASCE 7 6.4.2.1 1241 Ps=X Krt l pS30 ASCE 7 EQ 6-11241 Minimum pressures shall not be less than assuming the pressures for ASCE 7 6.4.2.1.1 1241 zones A, B, C, & D all equal 10 psf,while zones E, F, G, &H all equal zero. Roof Pitch 7 :12 or 30.256 degrees Ridge Elevation 21 ft Eave Height 9 ft Mean Roof Height, h 15 ft ASCE 7 6.2(22) Zone Pressures.(A1(1.1(ps3o)ASCE 7 F 6-213381 85 Horizontal Pressures Vertical Pressures Overhangs 0 A B C D E F G H EOH GOH 1 21.54 14.70 17.03 11.89 1.67 -13.03 0.50 -11.19 -7.52 -8.68 2 21.54 14.70 17.03 11.69 8.35 -6.51 7.18 -4.68 -7.52 -8.68 Horizontal Zones Areas &Forces.Fx ASCE 7 F 6-21371 End zone distance,2a,where"a"equals the smaller of 10 percent of least horizontal dimension (I.h.d.)or 0.4h, but not less than either 4 percent of Ihd or 3 feet. D Fx= E (p six) x= A Diaphragm(x=21 Front to Rear Side to Side I.h.d. (ft)= 36 A B C D A B C D a(ft)= 3.6 Areas 40 40 76 76 40 40 154 158 2a(ft)= 7.2 Forces Fx= 3633 Fxmin= 3590 Fx= 5920 Fxmin= 6076 Diaphragm ix=11 Front to Rear Side to Side Lh.d. (ft)= 36 A B C D A B C D a(ft)= 3.6 Areas 32 36 288 12 32 12 132 4 2a(ft)= 7.2 Forces Fx= 6265 Fxmin= 5673 Fx= 3161 Fxmin= 2790 Version 7.0 Pg 1.1 L ! Seismic Design IBC 2009 Site Clasification.Criteria Selection.&Minimum Design Lateral Force Occupancy Category II ASCE 7 T 1-1(3) Seismic Importance Factor IE 1.00 ASCE 7 T 11.5-1(116] Seismic Design Category D T1613.5.6(1)and(2)(343) Site Class D T1613.5.2(341) Short Period Acceleration SS 1.25 F1613.5(1)(348] 1-Second Acceleration Si 0.4 F1613.5(2)(350] Seis. Force Resisting System A.13. ASCE 7 T 12.2-1(120) Response Modification Factor R 6.5 ASCE 7 T 12.2-1(120] Design Spectral Response Acceleration Parameters Site Coeffiecient, Fa 1.0 T1613.5.3(1)(341) Site Coeffiecient, Fv 1.6 T1613.5.3(2)(341] Substitute equations 16-36& 16-37 into 16-38&16-39 respectively, S DS=3 F a•S s Sim= 0.83 EQ 16-36/38(340-2) S D1 "-3' v•S 1 Spy= 0.43 EQ 16-37/39(340-2) Simplified analysis.Seismic base shear ASCE 7 12.14.8 11411 V=(F SpS/R)W Where: F=1.1 for(2)-story ASCE 7 EQ 12.14-11(141] Vertical Distribution,Forces at each level ASCE 7 12.14.8 11411 F,=(wx/W)V F,= 0.141 x w, ASCE 7 EQ 12.14-12(141] Effective seismic weight&Forces(lbs)at Level x Diaphragm(x=2) roof area(�) floor area(ff2) stoy.height(ft) wall length(ft) wx 1080 7 112 Fx= 2837 weight(lbs) 16200 0 3920 20120 Diaphragm(x=1) roof area(112) floor area(fie) story height(ft) wan length(ft) Wx 502 964 9 108 FX= 3660 weight(lbs) 7530 9640 4860 25950 Version 7.0 Pg 2.1 • Allowable Stress Design Loads For Wood IBC 2009 Design shall be in accordance with Sections 2304-2306. 2301.2.1(451] Structures using wood shear walls and diaphragms to resist 2305.1(4661 wind, seismic and other lateral loads shall be designed and constructed in accordance with AF&PA SDPWS and provisions of Sections 2305,2306 and 2307. Design per Alternative Basic Load Combinations 1605.3.2 13091 For worse case effect with wind load, L&S shall be zero. 1605.1(308] Equations 16-17, 16-18, & 16-19 become, D +wW Where w equals 1.3, W equals Fx of the respective diaphragm,and 1605.3.2(309] D shall be multiplied by two-thirds. For worse case effect with seismic load, L&S shall be zero. 1605.1(308) Equation 16-21 controls, 0.9 D + E/1.4 , substitute ASCE 7 EQ 12.4-1 for E (pQE - 0.2SDSD) 0.9 D + , simplify&arrange variables 1.4 (0.9 -0.14 SDS) D + P QE 1.4 Where QE equals F,of the respective diaphragm. Principle of Mechanics Sum the forces in the horizontal direction, diaphragms and shearwalls shall resist, Wind Design Loads,1.3 Fx For Kzt= 1.00 Front to Rear Side to Side Diaphragm Force(ibs) Force(Ibs) x=2 4722 7696 x=1 8144 4109 Seismic Design Loads,(p/1.4)F, p= 1.3 ASCE 712.3.4.2(126) Diaphragm Force(Ibs) x=2 2635 x=1 3398 Version 7.0 Pg 3.1 Allowable Stress Design Loads For Wood -cont. Sum the moments about the base of a shearwall,overturning shall resist, (v•w)•h - 2 W P•w for wind 3 2 (D.—w(v•w)•h - (0.9 -0.14 S DS) + P.w) for seismic Where, v =shear per linear foot of shearwall w =width of shearwall h =height of shearwall D =resisting dead load centered over shearwall P =resisting dead load at end of shearwall Free Body Diagram of a ShearWall 1 ••� N=b rmouT w Version 7.0 Pg 3.2 �. Segment Tributary loads Wind Seismic Wall Line Level o'�•o (x) \ Width Height wr wra wf wfa T(x) T(x+1) T(x) T(x+1) Seis max 1 2 F-R 18.00 7 3 2 -316 -739 Wind Sets 4.00 7 3 2 224 -111 VD(x+1)[Ibs] 5.00 7 3 2 185 -156 I 50% I 50% VD(x)Ps] 2361.18 1317.38 VT(x)[Ibs] 2361.18 1317.38 L 27.00 27.00 V 87 49 IBC 2305 max TMAX(x)[Ibs] 224 2 I 2 I F-R 17.50 7 3 2 -308 -723 Wind Seis 4.50 7 3 2 193 -139 VD(x+1)[Ibs] 5.50 7 3 2 155 -184 % I 50% I 50% VD(x)[Ibs] 2361.18 1317.38 VT(x)[Ibs] 2361.18 1317.38 L 27.50 27.50 V 86 48 IBC 2305 max TMAX(x)[Ibs] 193 3 1 2 I F-R Wind Seis VD(x+1)[Ibs] I VD(x)[Ibs] VT(x)[Ibs] L V IBC 2305 max TMAX(x)[ibs] 4 1 2 I F-R Wind Seis VD(x+1)[Ibs] VD(x)[Ibs] VT(x)[Ibs] L V IBC 2305 max TMAX(x)[Ibs] Version 7.0 Pg 4.1 Level (t Segment Tributary loads Wind Seismic Wall Line (x) • ®'` � Width Height wr wra wf wfa T(x) T(x+1) T(x) T(x+1) Seis 1 1 F-R 11.00 9 6 3 1437 224 -175 Wind Seis 3.35 9 6 3 1898 224 362 160 VD(x+1)fibs] 2361.18 1317.38 3.00 9 4 3 2015 224 498 178 % I 50% 1 50% 5.00 9 4 3 1928 224 396 VD(x)[Ibs] 4071.93 1699.11 3.00 9 4 3 2015 224 498 178 VT(x)fibs] 6433.11 3016.49 L 25.35 25.35 V 254 119 IBC 2305 max 178 TMAX(x)[lbs] 2015 498 2 I 1 I F-R 3.66 9 6 3 1844 193 338 146 Wind Seis 5.50 9 6 3 1733 193 208 VD(x+1)[ibs] 2361.18 1317.38 3.25 9 6 3 1869 193 366 164 % I 50% 1 50% 3.00 9 4 3 1979 193 495 178 VD(x)fibs] 4071.93 1699.11 4.00 9 4 3 1936 193 444 134 VT(x)[ibs] 6433.11 3016.49 3.00 9 4 3 1979 193 495 178 L 25.41 25.41 3.00 9 4 3 1979 193 495 178 V 253 119 IBC 2305 max 178 TMAX(x)fibs] 1979 495 3 I 1 I F-R Wind Seis VD(x+1)fibs] VD(x)fibs] VT(x)fibs] L V IBC 2305 max TMAX(x)fibs] 4 I 1 I F-R Wind Seis VD(x+1)fibs] ( VD(x)fibs] VT(x)fibs] L V IBC 2305 max TMAX(x)[Ibs] Version 7.0 Pg 4.2 Level boo Segment Tributary loads Wind Seismic Wall Line (x) 40‘k Width Height wr wra wf wfa T(x) T(x+1) T(x) T(x+1) Seis MEW A 2 S-S 15.00 7 4 4 119 -747 Wind Seis 10.00 7 4 4 337 -493 VD(x+1)[Ibs] I 50% I 50% VD(x)[Ibs] 3847.88 1317.38 VT(x)[Ibsj 3847.88 1317.38 L 25.00 25.00 V 154 53 IBC 2305 max TMAX(x)ids] 337 B I 2 I S-S 15.00 7 4 4 119 -747 Wind Seis 10.00 7 4 4 337 -493 VD(x+1)[lbs] % I 50% I 50% VD(x)[Ibs] 3847.88 1317.38 VT(x)fibs) 3847.88 1317.38 L 25.00 25.00 V 154 53 IBC 2305 max TMAX(x)fibs] 337 C 1 2 I s-s Wind Seis VD(x+1)fibs] VD(x)[Ibs] VT(x)[Ibs] L V IBC 2305 max TMAx(x)fibs] D 1 2 I s-s Wind Seis VD(x+1)fibs] • I I VD(x)[Ibs] VT(x)fibs] L V IBC 2305 max TMAX(x)[ibs] Version 7.0 Page5.1 Wall Line Level oc Segment Tributary loads Wind Seismic (x) • Width Height wr wra wf wfa T(x) T(x+1) T(x) T(x+1) max max A 1 S-S 10.00 9 3 3 933 337 -257 Wind Sets 6.50 9 2 2 1221 337 79 VD(x+1)[Ibs] 3847.88 1317.38 3.75 9 3 3 1216 337 73 99 % I 50% 1 50% 3.75 9 3 3 1216 337 73 99 VD(x)[Ibs] 2054.63 1699.11 4.00 9 2 2 1313 337 186 93 VT(x)[Ibs) 5902.51 3016.49 4.00 9 2 2 1313 337 186 93 L 36.50 36.50 4.50 9 2 2 1295 337 165 V 162 83 IBC 2305 max 99 TMAX(x)[Ibs] 1313 186 B 1 S-S 2.80 9 3 3 1847 337 423 186 Wind Seis 2.80 9 3 3 1847 337 423 186 VD(x+1)[Ibs] 3847.88 1317.38 2.80 9 3 3 1847 337 423 186 % I 50% 1 50% 2.80 9 3 3 1847 337 423 186 VD(x)[Ibs] 2054.63 1699.11 4.00 9 3 3 1858 337 436 131 VT(x)[ibs] 5902.51 3016.49 4.00 9 3 3 1858 337 436 131 L 26.00 26.00 4.00 9 3 3 1858 337 436 131 V 227 116 2.80 9 3 3 1906 337 492 186 IBC 2305 max 186 TMAX(x)[Ibs] 1906 492 C 1 Wind Seis VD(x+1)[Ibs] yo I VD(x)[Ibs] VT(x)[Ibs] L V IBC 2305 max TMAX(x)[Ibs] D I 1 s-S Wind Seis VD(x+1)[Ibs] % I l VD(x)[Ibs] VT(x)[Ibs] L V IBC 2305 max TMAX(x)[Ibs] Version 7.0 Page5.2 Shear wall Summary Sheeting Reqm'ts Shear Transfer Overturning Values Wind I Seis Max Wind I Seismic Wind I Seismic 1 -2nd 62 49 1 1 87 49 2-2nd 61 48 1 1 86 48 3-2nd 4-2nd A-2nd 110 53 1 2 154 53 B-2nd 110 53 1 2 154 53 C-2nd D-2nd 1 - 1st 181 178 1 4 254 119 - 2015 2- 1st 181 178 1 4 253 119 1979 3-1st 4- 1st A- 1st 116 99 1 2 162 83 1313 B- 1st 162 186 1 3 227 116 1906 C- 1st D- 1st SW-1 SW-2 SW-3 SW-4 SW-6 SW-6 Sheathing 200 (plf) Shear Flow 253 (plf) 253 Shear Transfer Connectors -Co = 1.6, Hem-Fir Connector Z(Ibs) 16d Nails 195.2 lbs 2001NDSTIIN[97] 9.3 I 0.0 0.0 1 0.0 ( 0.0 I 0.0 16d Slant Nails (v<150plf) 162 lbs 2001NDSTIIN[97] 7.7 I 0.0 I 0.0 0.0 I 0.0 I 0.0 Simpson A35 Clip 450 lbs Simpson C-2004[140] 21.3 10.0 I 0.0 0.0 10.0 I 0.0 Simpson H1 Truss Connector 430 lbs Simpson C-2004[136] 20.4 I 0.0 1 0.0 I 0.0 I 0.0 I 0.0 Simpson DTC Clip 111 lbs Simpson C-2004[107] 5.3 I 0.0 I 0.0 I 0.0 I 0.0 I 0.0 1/2" Diameter Anchor Bolts (2x) 912 lbs 2001NDS T11E[85] 43.3 I 0.0 j 0.0 I 0.0 I 0.0 I 0.0 5/8" Diameter Anchor Bolts (2x) 1328 lbs 2001NDS T11E[85] 63.0 [ 0.0 I 0.0 I 0.0 ) 0.0 1 0.0 5/8" Diameter Anchor Bolts (3x) 1664 lbs 2001NDS T11E[85] 78.9 0.0 I 0.0 0.0 I 0.0 I 0.0 Page6.1 Title: Job# Dsgnr: Date: 5:28PM, 11 JUL 12 • Description: Scope: r Rev: 560000 Page 1 User:KW-0603603,Ver 5.8A,2-Sep-2002 General Timber Beam (c)1983-2002 ENERCALC Engineering Software Description dittmar add. R &A# 12-187 bm 1 General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name 5.125x13.5 Center Span 14.75 ft Lu 0.00 ft Beam Width 5.125 in Left Cantilever ft Lu 0.00 ft Beam Depth 13.500 in Right Cantilever ft Lu 0.00 ft Member Type GluLam Douglas Fir,24F-V8 Fb Base Allow 2,400.0 psi Load Dur. Factor 1.000 Fv Allow 190.0 psi Beam End Fixity Pin-Pin Fc Allow 560.0 psi E 1,800.0 ksi Full Length Uniform Loads Center DL 300.00#/ft LL 660.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Summary Beam Design OK Span=14.75ft,Beam Width=5.125in x Depth=13.5in, Ends are Pin-Pin Max Stress Ratio 0839 : 1 Maximum Moment 26.1 k-ft Maximum Shear* 1.5 9.0 k Allowable 31.1 k-ft Allowable 13.1 k Max.Positive Moment 26.11 k-ft at 7.375 ft Shear: @ Left 7.08 k Max. Negative Moment 0.00 k-ft at 14.750 ft @ Right 7.08 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k-ft , @ Center 0.253 in Max.M allow 31.13 @ Right 0.000 in Reactions... fb 2,012.50 psi fv 130.16 psi Left DL 2.21 k Max 7.08 k Fb 2,400.00 psi Fv 190.00 psi - Right DL 2.21 k Max 7.08 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.169 in -0.541 in Deflection 0.000 in 0.000 in ...Location 7.375 ft 7.375 ft ...Length/Defl 0.0 0.0 ...Length/Defl 1,047.9 327.45 Right Cantilever... Camber(using 1.5*D.L.Defl)... Deflection 0.000 in 0.000 in @ Center 0.253 in ...Length/Defl 0.0 0.0 @ Left 0.000 in @ Right 0.000 in Stress Calcs Bending Analysis Ck 22.210 Le 0.000 ft Sxx 155.672 in3 Area 69.188 in2 Cv 1.000 Rb 0.000 CI 0.000 Max Moment Sxx Reci'd Allowable fb @ Center 26.11 k-ft 130.54 in3 2,400.00 psi @ Left Support 0.00 k-ft 0.00 in3 2,400.00 psi @ Right Support 0.00 k-ft 0.00 in3 2,400.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 9.01 k 9.01 k Area Required 47.399 in2 47.399 in2 Fv:Allowable 190.00 psi 190.00 psi Bearing @ Supports Max. Left Reaction 7.08 k Bearing Length Req'd 2.467 in Max. Right Reaction 7.08 k Bearing Length Req'd 2.467 in • Title: . Job# Dsgnr: Date: 5:28PM., 11 JUL 12 Description: Scope: Rev: 580000 Page 2 User:KW-0603603,Ver 5.6.0,2-Sep-2002 General Timber Beam g (c)1983-2002 ENERCALC Engineering Software Description dittmar add. R &A# 12-187 bm 1 Query Values M,V,&D @ Specified Locations Moment Shear Deflection @ Center Span Location= 0.00 ft 0.00 k-ft 7.08 k 0.0000 in @ Right Cant. Location= 0.00 ft 0.00 k-ft 0.00 k 0.0000 in @ Left Cant.Location= 0.00 ft . 0.00 k-ft 0.00 k 0.0000 in * iitle: Job# Dsgnr: Date: 4:20PM, 16 JUL 12 Description: Scope: Rev: 560000 Page 1 User:KW-0603603,Ver5.6.0,2-Sep-2002 General Timber Beam (c)1983-2002 ENERCALC Engineering Software Description bm 1 alt General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name 3.125x16.5 Center Span 14.75 ft Lu 2.00 ft Beam Width 3.125 in Left Cantilever ft Lu 0.00 ft Beam Depth 16.500 in Right Cantilever ft Lu 0.00 ft Member Type GluLam Douglas Fir,24F-V8 Fb Base Allow 2,400.0 psi Load Dur. Factor 1.000 Fv Allow 190.0 psi Beam End Fixity Pin-Pin Fc Allow 560.0 psi E 1,800.0 ksi Full Length Uniform Loads Center DL 300.00#/ft LL 660.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Summary Beam Design OK Span= 14.75ft, Beam Width=3.125in x Depth=16.5in, Ends are Pin-Pin Max Stress Ratio 0.931 : 1 Maximum Moment 26.1 k-ft Maximum Shear* 1.5 8.7 k Allowable 28.0 k-ft Allowable 9.8 k Max. Positive Moment 26.11 k-ft at 7.375 ft Shear: @ Left 7.08 k Max. Negative Moment 0.00 k-ft at 14.750 ft @ Right 7.08 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.228 in Max.M allow 28.05 Reactions... @ Right 0.000 in fb 2,209.43 psi fv 168.07 psi Left DL 2.21 k Max 7.08 k Fb 2,373.79 psi Fv 190.00 psi Right DL 2.21 k Max 7.08 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.152 in -0.486 in Deflection 0.000 in 0.000 in ...Location 7.375 ft 7.375 ft ...Length/Defl 0.0 0.0 ...Length/Defl 1,166.6 364.55 Right Cantilever... Camber(using 1.5*D.L.Defl)... Deflection 0.000 in 0.000 in @ Center 0.228 in ...Length/Deft 0.0 0.0 @ Left 0.000 in @ Right 0.000 in Stress Calcs Bending Analysis Ck 22.210 Le 4.118 ft Sxx 141.797 in3 Area 51.563 in2 Cv 1.000 Rb 9.140 CI 0.989 Max Moment Sxx Req'd Allowable fb @ Center 26.11 k-ft 131.98 in3 2,373.79 psi @ Left Support 0.00 k-ft 0.00 in3 2,400.00 psi @ Right Support 0.00 k-ft 0.00 in3 2,400.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 8.67 k 8.67 k Area Required 45.610 in2 45.610 in2 Fv:Allowable 190.00 psi 190.00 psi Bearing @ Supports Max. Left Reaction 7.08 k Bearing Length Req'd 4.046 in Max. Right Reaction 7.08 k Bearing Length Req'd 4.046 in • Title: Job# Dsgnr: Date: 4:20PM, 16 JUL 12 Description : Scope: ~ Rev: 560000 Page 2 User:KW-0603603,Ver 5.6.0,2-Sep-2002 General Timber Beam (c)1983-2002 ENERCALC Engineering Software Description bm 1 alt Query Values M,V,&D a@ Specified Locations Moment Shear Deflection @ Center Span Location= 0.00 ft 0.00 k-ft 7.08 k 0.0000 in @ Right Cant. Location= 0.00 ft 0.00 k-ft 0.00 k 0.0000 in @ Left Cant. Location= 0.00 ft 0.00 k-ft 0.00 k 0.0000 in Title: Job# Dsgnr: Date: 5:31 PM, 11 JUL 12 Description: Scope: Rev: 560000 User:KW-0603603,Ver 5.6.0,2-Sep-2002 General Timber Beam Page 1 (c)1983-2002 ENERCALC Engineering Software Description dittmar add. R &A# 12-187 bm 2 General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name 5.125x16.5 Center Span 18.00 ft Lu 0.00 ft Beam Width 5.125 in Left Cantilever ft Lu 0.00 ft Beam Depth 16.500 in Right Cantilever ft Lu 0.00 ft Member Type GluLam Douglas Fir,24F-V8 Fb Base Allow 2,400.0 psi Load Dur. Factor 1.000 Fv Allow 190.0 psi Beam End Fixity Pin-Pin Fc Allow 560.0 psi E 1,800.0 ksi Full Length Uniform Loads _ Center DL 300.00#/ft LL 660.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Summary Beam Design OK Span=18.00ft,Beam Width=5.125in x Depth= 16.5in, Ends are Pin-Pin Max Stress Ratio 0.850 : 1 Maximum Moment 38.9 k-ft Maximum Shear* 1.5 11.0 k Allowable 45.8 k-ft Allowable 16.1 k Max.Positive Moment 38.88 k-ft at 9.000 ft Shear: @ Left 8.64 k Max.Negative Moment 0.00 k-ft at 0.000 ft @ Right 8.64 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.308 in Max. M allow 45.75 Reactions... @ Right 0.000 in fb 2,006.30 psi fv 129.96 psi Left DL 2.70 k Max 8.64 k Fb 2,360.89 psi Fv 190.00 psi Right DL 2.70 k Max 8.64 k Deflections Center Span... Dead Load , Total Load Left Cantilever... Dead Load Total Load Deflection -0.205 in -0.657 in Deflection 0.000 in 0.000 in ...Location 9.000 ft 9.000 ft ...Length/Defl 0.0 0.0 ...Length/Defl 1,052.7 328.97 Right Cantilever... Camber(using 1.5*D.L.Defl)... Deflection 0.000 in 0.000 in @ Center 0.308 in ...Length/Defl 0.0 0.0 @ Left 0.000 in ©Right 0.000 in Stress Calcs Bending Analysis Ck 22.210 Le 0.000 ft Sxx 232.547 in3 Area 84.563 in2 Cv 0.984 Rb 0.000 CI 0.000 Max Moment Sxx Req'd Allowable fb @ Center 38.88 k-ft 197.62 in3 2,360.89 psi @ Left Support 0.00 k-ft 0.00 in3 2,360.89 psi @ Right Support 0.00 k-ft 0.00 in3 2,360.89 psi Shear Analysis @ Left Support @ Right Support Design Shear 10.99 k 10.99 k Area Required 57.843 in2 57.843 in2 Fv:Allowable 190.00 psi 190.00 psi Bearing @ Supports Max. Left Reaction 8.64 k Bearing Length Req'd 3.010 in Max.Right Reaction 8.64 k Bearing Length Req'd 3.010 in Title: Job# Dsgnr: Date: 5:31 PM, 11 JUL 12 Description : Scope Rev: 560000 User:KW-0603603,Ver5.6.0,2-Sep-2002 General Timber Beam Page 2 (c)1963-2002 ENERCALC Engineering Software Description dittmar add. R&A# 12-187 bm 2 Query Values M,V,&D @ Specified Locations Moment Shear Deflection @ Center Span Location= 0.00 ft 0.00 k-ft 8.64 k 0.0000 in @ Right Cant. Location= 0.00 ft 0.00 k-ft 0.00 k 0.0000 in @ Left Cant. Location= 0.00 ft 0.00 k-ft 0.00 k 0.0000 in Title: Job# ' Dsgnr: Date: 4:26PM, 16 JUL 12 Description: - Scope: • j Rev: 560000 Page 1 User: 0603603,Ver 5.6.0, General Timber Beam L )l9832oo2ENEcALcEnnejngsoftware Description bm 4 alt 2 General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name 3.125x19.5 Center Span 18.00 ft Lu 2.00 ft Beam Width 3.125 in Left Cantilever ft Lu 0.00 ft Beam Depth 19.500 in Right Cantilever ft Lu 0.00 ft Member Type GluLam Douglas Fir,24F-V8 Fb Base Allow 2,400.0 psi Load Dur.Factor 1.000 Fv Allow 190.0 psi Beam End Fixity Pin-Pin Fc Allow 560.0 psi E 1,800.0 ksi Full Length Uniform Loads Center DL 300.00#/ft LL 660.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Summary Beam Design OK Span=18.00ft,Beam Width=3.125in x Depth=19.5in, Ends are Pin-Pin Max Stress Ratio 0.995 : 1 Maximum Moment 38.9 k-ft Maximum Shear* 1.5 10.7 k Allowable 39.1 k-ft Allowable 11.6 k Max.Positive Moment 38.88 k-ft at 9.000 ft Shear: @ Left 8.64 k Max.Negative Moment 0.00 k-ft at 0.000 ft @ Right 8.64 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.306 in Max.M allow 39.08 Reactions... @ Right 0.000 in fb 2,355.80 psi fv 175.25 psi Left DL 2.70 k Max 8.64 k Fb 2,367.91 psi Fv 190.00 psi Right DL • 2.70 k Max 8.64 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.204 in -0.652 in Deflection 0.000 in 0.000 in ...Location 9.000 ft 9.000 ft ...Length/Defl 0.0 0.0 ...Length/Defl 1,059.5 331.11 Right Cantilever... Camber(using 1.5*D.L.Defl)... Deflection 0.000 in 0.000 in @ Center 0.306 in :..Length/Defl 0.0 0.0 @ Left 0.000 in @ Right 0.000 in Stress Calcs Bending Analysis Ck 22.210 Le 4.118 ft Sxx 198.047 in3 Area 60.938 in2 Cv 1.000 Rb 9.936 CI 0.987 Max Moment Sxx Read Allowable fb @ Center 38.88 k-ft 197.03 in3 2,367.91 psi @ Left Support 0.00 k-ft 0.00 in3 2,400.00 psi @ Right Support 0.00 k-ft 0.00 in3 2,400.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 10.68 k 10.68 k Area Required 56.205 in2 56.205 in2 Fv:Allowable 190.00 psi 190.00 psi Bearing @ Supports Max. Left Reaction 8.64 k Bearing Length Req'd 4.937 in Max. Right Reaction 8.64 k Bearing Length Req'd 4.937 in Title: Job# • Dsgnr: Date: 4:26PM, 16 JUL 12 Description : Scope: Rev: 560000 Page 2 User:KW-0603603,Ver 5.6.0,2-Sep-2002 General Timber Beam (c)1983-2002 ENERCALC Engineering Software Description bm 1 alt Query Values M,V,&D @ Specified Locations Moment Shear Deflection @ Center Span Location= 0.00 ft 0.00 k-ft 8.64 k 0.0000 in @ Right Cant. Location= 0.00 ft 0.00 k-ft 0.00 k 0.0000 in @ Left Cant. Location= 0.00 ft 0.00 k-ft 0.00 k 0.0000 in • Title: Job# Dsgnr: Date: 5:32PM, 11 JUL 12 , Description: • Scope: Rev: 560000 Page 1 User:KW-0603603,Ver5.6.0,2-Sep-2002 General Timber Beam (c)1983-2002 ENERCALC Engineering Software Description dittmar add. R&A# 12-187 bm3 General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name 5.125x10.5 Center Span 14.00 ft Lu 0.00 ft Beam Width 5.125 in Left Cantilever ft Lu 0.00 ft Beam Depth 10.500 in Right Cantilever ft Lu 0.00 ft Member Type GluLam Douglas Fir,24F-V8 Fb Base Allow 2,400.0 psi Load Dur. Factor 1.000 Fv Allow 190.0 psi Beam End Fixity Pin-Pin Fc Allow 560.0 psi E 1,800.0 ksi Full Length Uniform Loads Center DL 200.00#/ft LL 560.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Summary Beam Design OK Span=14.00ft, Beam Width=5.125in x Depth= 10.5in, Ends are Pin-Pin Max Stress Ratio 0989 : 1 Maximum Moment 18.6 k-ft Maximum Shear* 1.5 7.0 k Allowable 18.8 k-ft Allowable 10.2 k Max. Positive Moment 18.62 k-ft at 7.000 ft Shear: @ Left 5.32 k Max.Negative Moment 0.00 k-ft at 14.000 ft @ Right 5.32 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.291 in Max.M allow 18.83 @ Right 0.000 in Reactions... fb 2,372.68 psi fv 130.50 psi Left DL 1.40 k Max 5.32 k Fb 2,400.00 psi Fv 190.00 psi Right DL 1.40 k Max 5.32 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.194 in -0.738 in Deflection 0.000 in 0.000 in ...Location 7.000 ft 7.000 ft ...Length/Defl 0.0 0.0 ...Length/Defl 864.9 227.60 Right Cantilever... Camber(using 1.5*D.L.Defl)... Deflection 0.000 in 0.000 in @ Center 0.291 in ...Length/Defl 0.0 0.0 @ Left 0.000 in @ Right 0.000 in Stress Calcs Bending Analysis Ck 22.210 Le 0.000 ft Sxx 94.172 in3 Area 53.813 in2 Cv 1.000 Rb 0.000 CI 0.000 Max Moment Sxx Read Allowable fb @ Center 18.62 k-ft 93.10 in3 2,400.00 psi @ Left Support 0.00 k-ft 0.00 in3 2,400.00 psi @ Right Support 0.00 k-ft 0.00 in3 2,400.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 7.02 k 7.02 k Area Required 36.960 in2 36.960 in2 Fv:Allowable 190.00 psi 190.00 psi Bearing @ Supports Max.Left Reaction 5.32 k Bearing Length Req'd 1.854 in Max.Right Reaction 5.32 k Bearing Length Req'd 1.854 in Title: Job# Dsgnr: Date: 5:32PM, 11 JUL 12 Description : Scope Rev: 560000 Page 2 User:KW-0603603,Ver 5.6.0,2-Sep-2002 General Timber Beam g (01963-2002 ENERCALC Engineering Software Description dittmar add. R &A# 12-187 bm3 Query Values M,V,&D @ Specified Locations Moment Shear Deflection @ Center Span Location= 0.00 ft 0.00 k-ft 5.32 k 0.0000 in @ Right Cant. Location= 0.00 ft 0.00 k-ft 0.00 k 0.0000 in @ Left Cant. Location= 0.00 ft 0.00 k-ft 0.00 k 0.0000 in • Title: Job# Dsgnr: Date: 5:34PM, 11 JUL 12 Description: Scope: Rev: 560000 User:KW-0603603,ver5.6.0,2-Sep-2002 General Timber Beam Page 1 (c)1983-2002 ENERCALC Engineering Software Description dittmar add. R &A# 12-187 bm3 alt General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements �•G Section Name 5.125x12.0 Center Span 16.00 ft Lu 0.00 ft Beam Width 5.125 in Left Cantilever ft Lu 0.00 ft Beam Depth 12.000 in Right Cantilever ft Lu 0.00 ft Member Type GluLam Douglas Fir,24F-V8 Fb Base Allow 2,400.0 psi Load Dur. Factor 1.000 Fv Allow 190.0 psi Beam End Fixity Pin-Pin Fc Allow 560.0 psi E 1,800.0 ksi Full Length Uniform Loads Center DL 200.00#/ft LL 560.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Summary I Beam Design OK Span= 16.00ft, Beam Width=5.125in x Depth=12.in,Ends are Pin-Pin Max Stress Ratio 0989 : 1 Maximum Moment 24.3 k-ft Maximum Shear* 1.5 8.0 k Allowable 24.6 k-ft Allowable 11.7 k Max. Positive Moment 24.32 k-ft at 8.000 ft Shear: @ Left 6.08 k Max. Negative Moment 0.00 k-ft at 0.000 ft @ Right 6.08 k Max @ Left Support 0.00 k-ft Camber: ©Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.333 in Max. M allow 24.60 Reactions... @ Right 0.000 in fb 2,372.68 psi fv 130.50 psi Left DL 1.60 k Max 6.08 k Fb 2,400.00 psi Fv 190.00 psi Right DL 1.60 k Max 6.08 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.222 in -0.844 in Deflection 0.000 in 0.000 in ...Location 8.000 ft 8.000 ft ...Length/Defl 0.0 0.0 ...Length/Defl 864.9 227.60 Right Cantilever... Camber(using 1.5*D.L.Defl)... Deflection 0.000 in 0.000 in @ Center 0.333 in ...Length/Defl 0.0 0.0 ©Left 0.000 in @ Right 0.000 in Stress Calcs Bending Analysis Ck 22.210 Le 0.000 ft Sxx 123.000 in3 Area 61.500 in2 Cv 1.000 Rb 0.000 CI 0.000 Max Moment Sxx Req'd Allowable fb ©Center 24.32 k-ft 121.60 in3 4400.00 psi @ Left Support 0.00 k-ft 0.00 in3 2,400.00 psi @ Right Support 0.00 k-ft 0.00 in3 2,400.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 8.03 k 8.03 k Area Required 42.240 in2 42.240 in2 Fv:Allowable 190.00 psi 190.00 psi Bearing @ Supports Max. Left Reaction 6.08 k Bearing Length Req'd • 2.118 in Max. Right Reaction 6.08 k Bearing Length Req'd 2.118 in Title: Job# Dsgnr: Date: 5:34PM, 11 JUL 12 Description: Scope: Rev: 560000 User:KW-0603603,Ver 5.6.0,2-Sep-2002 General Timber Beam Page 2 _(01983-2002 ENERCALC Engineering Software Description dittmar add. R&A# 12-187 bm3 alt [Query Values M,V,&D @ Specified Locations Moment Shear Deflection @ Center Span Location= 0.00 ft 0.00 k-ft 6.08 k 0.0000 in @ Right Cant. Location= 0.00 ft 0.00 k-ft 0.00 k 0.0000 in @ Left Cant. Location= 0.00 ft 0.00 k-ft 0.00 k 0.0000 in • Title: Job# Dsgnr: Date: 5:43PM, 11 JUL 12 Description: Scope: Rev: 560000 User:KW-0603603,Ver 5.6.0,2-Sep-2002 General Timber Beam Page 1 1 - )1983-2002 ENERCALC Engineering Software Description dittmar add. R &A# 12-187 bm 4 r ,.A L; &s" ¢ 17I-/I Cz) cr/ - -sc Wry General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name 5.125x9 Center Span 10.50 ft Lu 0.00 ft Beam Width 5.125 in Left Cantilever ft Lu 0.00 ft Beam Depth 9.000 in Right Cantilever ft Lu 0.00 ft Member Type GluLam Douglas Fir,24F-V8 Fb Base Allow 2,400.0 psi Load Dur. Factor 1.000 Fv Allow 190.0 psi Beam End Fixity Pin-Pin Fc Allow 560.0 psi E 1,800.0 ksi Full Length Uniform Loads Center DL 200.00#/ft LL 560.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Summary Beam Design OK Span=10.50ft, Beam Width=5.125in x Depth=9.in, Ends are Pin-Pin Max Stress Ratio 0.757 : 1 Maximum Moment 10.5 k-ft Maximum Shear* 1.5 5.2 k Allowable 13.8 k-ft Allowable 8.8 k Max.Positive Moment 10.47 k-ft at 5.250 ft Shear: @ Left 3.99 k Max. Negative Moment 0.00 k-ft at 10.500 ft @ Right 3.99 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.146 in Max.M allow 13.84 @ Right 0.000 in Reactions... fb 1,816.58 psi fv 112.11 psi Left DL 1.05 k Max 3.99k Fb 2,400.00 psi Fv 190.00 psi Right DL 1.05 k Max 3.99 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.098 in -0.371 in Deflection 0.000 in 0.000 in ...Location 5.250 ft 5.250 ft ...Length/Defl 0.0 0.0 ...Length/Defl 1,291.0 339.74 Right Cantilever... Camber(using 1.5*D.L.Defl)... Deflection 0.000 in 0.000 in @ Center 0.146 in ...Length/Defl 0.0 0.0 @ Left 0.000 in @ Right 0.000 in [tress Caics Bending Analysis Ck 22.210 Le 0.000 ft Sxx 69.188 in3 Area 46.125 in2 Cv 1.000 Rb 0.000 CI 0.000 Max Moment Sxx Req'd Allowable fb @ Center 10.47 k-ft 52.37 in3 2,400.00 psi @ Left Support 0.00 k-ft 0.00 in3 2,400.00 psi @ Right Support 0.00 k-ft 0.00 in3 2,400.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 5.17 k 5.17 k Area Required 27.216 in2 27.216 in2 Fv:Allowable 190.00 psi 190.00 psi Bearing @ Supports Max. Left Reaction 3.99 k Bearing Length Req'd 1.390 in Max.Right Reaction 3.99 k Bearing Length Req'd 1.390 in • Title: Job# Dsgnr: Date: 5:43PM, 11 JUL 12 Description : Scope: Rev: 560000 Page 2 User:KW-0603603,Ver 5.6.0,2-Sep-2002 General Timber Beam (01983-2002 ENERCALC Engineering Software Description dittmar add. R&A# 12-187 bm 4 Query Values M,V,&D @ Specified Locations Moment Shear Deflection @ Center Span Location= 0.00 ft 0.00 k-ft 3.99 k 0.0000 in @ Right Cant. Location= 0.00 ft 0.00 k-ft 0.00 k 0.0000 in @ Left Cant.Location= 0.00 ft 0.00 k-ft 0.00 k 0.0000 in Title: Job# . - Dsgnr: Date: 5:45PM, 11 JUL 12 - Description: Scope: » Rev: 560000 Page 1 User:KW-0603603,Ver5.6.0,2-Sep-2002 General Timber Beam (c)1983-2002 ENERCALC Engineering Software Description dittmar add. R&A# 12-187ridge at new adds General information Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name 4x12 Center Span 10.50 ft Lu 0.00 ft Beam Width 3.500 in Left Cantilever ft Lu 0.00 ft Beam Depth 11.250 in Right Cantilever ft Lu 0.00 ft Member Type Sawn Douglas Fir-Larch,No.1 Fb Base Allow 1,350.0 psi Load Dur. Factor 1.150 Fv Allow 85.0 psi Beam End Fixity Pin-Pin Fc Allow 625.0 psi E 1,600.0 ksi Full Length Uniform Loads Center DL 200.00#/ft LL 300.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Summary I Beam Design OK Span=10.50ft, Beam Width=3.500in x Depth=11.25in,Ends are Pin-Pin Max Stress Ratio 0.843 : 1 Maximum Moment 6.9 k-ft Maximum Shear* 1.5 3.2 k Allowable 9.6 k-ft Allowable 3.8 k Max.Positive Moment 6.89 k-ft at 5.250 ft Shear: @ Left 2.62 k Max.Negative Moment 0.00 k-ft at 0.000 ft @ Right 2.62 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.123 in Max.M allow 9.55 @ Right 0.000 in Reactions... fb 1,120.00 psi fv 82.40 psi Left DL 1.05 k Max 2.62 k Fb 1,552.50 psi Fv 97.75 psi Right DL 1.05 k Max 2.62 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.082 in -0.206 in Deflection 0.000 in 0.000 in ...Location 5.250 ft 5.250 ft ...Length/Defl 0.0 0.0 ...Length/Defl 1,530.7 612.26 Right Cantilever... Camber(using 1.5*D.L.Defl)... Deflection 0.000 in 0.000 in @ Center 0.123 in ...Length/Defl 0.0 0.0 @ Left 0.000 in @ Right 0.000 in Stress Calcs Bending Analysis Ck 26.035 Le 0.000 ft Sxx 73.828 in3 Area 39.375 in2 Cf 1.000 Rb 0.000 CI 0.000 Max Moment Sxx Req'd Allowable fb @ Center 6.89 k-ft 53.26 in3 1,552.50 psi @ Left Support 0.00 k-ft 0.00 in3 1,552.50 psi @ Right Support 0.00 k-ft 0.00 in3 1,552.50 psi Shear Analysis @ Left Support @ Right Support Design Shear 3.24 k 3.24 k Area Required 33.192 in2 33.192 in2 Fv:Allowable 97.75 psi 97.75 psi Bearing @ Supports Max.Left Reaction 2.62 k Bearing Length Req'd 1.200 in Max.Right Reaction 2.62 k Bearing Length Req'd 1.200 in Title: Job# Dsgnr: Date: 5:45PM, 11 JUL 12 Description : Scope: Rev: 560000 User:KW-0603603,Ver 5.6.0,2-Sep-2002 General Timber Beam Page 2 (c)1983-2002 ENERCALC Engineering Software Description dittmar add. R &A# 12-187ridge at new adds Query Values M,V,&D @ Specified Locations Moment Shear Deflection @ Center Span Location= 0.00 ft 0.00 k-ft 2.62 k 0.0000 in @ Right Cant.Location= 0.00 ft 0.00 k-ft 0.00 k 0.0000 in @ Left Cant.Location= 0.00 ft 0.00 k-ft 0.00 k 0.0000 in • • Title: Job# - Dsgnr: Date: 5:47PM, 11 JUL 12 Description : Scope: Rev: 560000 User:KW-0603603,Ver5.6.0,2-Sep-2002 General Timber Beam Page 1 (01983-2002 ENERCALC Engineering Software - Description dittmar add. R &A# 12-187ridge at new adds General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name 4x12 Center Span 10.50 ft Lu 0.00 ft Beam Width 3.500 in Left Cantilever ft Lu 0.00 ft Beam Depth 11.250 in Right Cantilever ft Lu 0.00 ft Member Type Sawn Douglas Fir-Larch, No.1 Fb Base Allow 1,350.0 psi Load Dur.Factor 1.150 Fv Allow 85.0 psi Beam End Fixity Pin-Pin Fc Allow 625.0 psi E 1,600.0 ksi • Full Length Uniform Loads Center DL 200.00#/ft LL 300.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Summary I Beam Design OK it s Span=10.50ft, Beam Width=3.500in x Depth=11.25in, Ends are Pin-Pin Max Stress Ratio 0.843 : 1 • Maximum Moment 6.9 k-ft Maximum Shear* 1.5 3.2 k Allowable 9.6 k-ft Allowable 3.8 k Max.Positive Moment 6.89 k-ft at 5.250 ft Shear: @ Left 2.62 k Max.Negative Moment 0.00 k-ft at 0.000 ft @ Right 2.62 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.123 in Max.M allow 9.55 @ Right 0.000 in Reactions... fb 1,120.00 psi fv 82.40 psi Left DL 1.05 k Max 2.62 k Fb 1,552.50 psi Fv 97.75 psi Right DL 1.05 k Max 2.62 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.082 in -0.206 in Deflection 0.000 in 0.000 in ...Location 5.250 ft 5.250 ft ...Length/Defl 0.0 0.0 ...Length/Defl 1,530.7 612.26 Right Cantilever... Camber(using 1.5*D.L.Defl)... Deflection 0.000 in 0.000 in @ Center 0.123 in ...Length/Defl 0.0 0.0 @ Left 0.000 in @ Right 0.000 in Stress Calcs Bending Analysis Ck 26.035 Le 0.000 ft Sxx 73.828 in3 Area • 39.375 in2 Cf 1.000 Rb 0.000 CI 0.000 Max Moment Sxx Req'd Allowable fb @ Center 6.89 k-ft 53.26 in3 1,552.50 psi @Left Support 0.00 k-ft 0.00 in3 1,552.50 psi @ Right Support 0.00 k-ft 0.00 in3 1,552.50 psi Shear Analysis @ Left Support @ Right Support Design Shear 3.24 k 3.24 k Area Required 33.192 in2 33.192 in2 Fv:Allowable 97.75 psi 97.75 psi Bearing @ Supports Max. Left Reaction 2.62 k Bearing Length Req'd 1.200 in Max. Right Reaction 2.62 k Bearing Length Req'd 1.200 in Title: Job# Dsgnr: Date: 5:47PM, 11 JUL 12 Description: Scope: Rev: 560000 User:KW-0603603,Ver5.6.0,2-Sep-2002 General Timber Beam Page 2 (c)1983-2002 ENERCALC Engineering Software Description dittmar add. R&A# 12-187ridge at new adds Query Values M,V,&D @ Specified Locations Moment Shear Deflection @ Center Span Location= 0.00 ft 0.00 k-ft 2.62 k 0.0000 in @ Right Cant. Location= 0.00 ft 0.00 k-ft 0.00 k 0.0000 in @ Left Cant. Location= 0.00 ft 0.00 k-ft 0.00 k 0.0000 in • • - • REED & ASSOCIATES, PS Civil &Structural Engineering Q 19626 76th Avenue West Suite 'A' D • Lynnwood, Washington 98036-5877 Office (425) 778-2793 Fax (425) 775-2073 JUL 1 7 2012 LL JEFFERSON COUNTY General Structural Notes—Unless Noted Otherwise DEPT.OF COMMUNITY DEVELOPMENT GENERAL ALL CONSTRUCTION SHALL CONFORM TO THE INTERNATIONAL BUILDING CODE(IBC),2009 EDITION, OR OTHER GOVERNING CODE,AS REQUIRED BY LOCAL JURISDICTION. DESIGN LOADS SEE ENGINEERING PACKET FOR DESIGN LOADS. INSPECTIONS NO SPECIAL INSPECTIONS ARE REQUIRED. NOTIFY BUILDING DEPARTMENT FOR INSPECTIONS REQUIRED BY LOCAL JURISDICTION. FOUNDATIONS EXTEND FOOTING TO UNDISTURBED SOIL OF 2000 PSF BEARING CAPACITY. BOTTOM OF EXTERIOR FOOTING SHALL BE 1'-6"MINIMUM BELOW OUTSIDE FINISHED GRADE. COMPACTED FILL SHOULD CONSIST OF PREDOMINATELY WELL-GRADED, GRANULAR SOIL, FREE OF ORGANIC MATERIAL AND DEBRIS. FILL SHOULD BE PLACED IN MAXIMUM 8" LOOSE LIFTS AND COMPACTED TO A MINIMUM OF 95 PERCENT OF THE MAXIMUM DENSITY AT OPTIMUM MOISTURE CONTENT DETERMINED BY ASTM D-1557 TEST PROCEDURES. CONCRETE fc=2500 PSI MINIMUM 5-1/2 SACKS OF CEMENT PER CUBIC YARD OF CONCRETE AND A MAXIMUM OF 6.0 GALLONS OF WATER PER 94 LB SACK OF CEMENT. MAXIMUM SLUMP IS 4". SEGREGATION OF MATERIALS TO BE PREVENTED. REINFORCING STEEL #5 BARS AND LARGER SHALL BE GRADE 60 DEFORMED BARS,AND#3 AND#4 BARS SHALL BE GRADE 40, IN ACCORDANCE WITH ASTM A-615. LAP SPLICES 32 BAR DIAMETERS. WELDED WIRE FABRIC SHALL CONFORM TO ASTM A-185 AND SHALL BE 6X6—W1.4 X W1.4. LAP ONE FULL MESH AT SPLICES. TIMBER FRAMING SHALL MEET THE FOLLOWING MINIMUM STANDARDS: BEAMS AND POSTS (4x_AND GREATER): DF-L#2 JOISTS/STUDS(2x_): HF#2/STUD GLUE LAMINATED BEAMS(GLB) 24F-V4(24F-V8 AT CANTILEVERS) 2x_TIMBER SHALL BE KILN DRIED. GRADES SHALL CONFORM TO"WWPA GRADING RULES FOR WESTERN LUMBER", LATEST EDITION. ROOF TRUSSES SHALL BE DESIGNED IN ACCORDANCE WITH THE T.P.I.AND THE IBC. ALL CONNECTIONS PER IBC TABLE 2304.9.1. ROOF DIAPHRAGM INSTALL MINIMUM 1/2"CDX PLYWOOD(32/16) OR 7/16"OSB SHEATHING. NAIL ALL SUPPORTED EDGES AND BOUNDARIES WITH 8d AT 6"O.C,AND INTERIOR SUPPORTS WITH 8d AT 12"O.C.; BLOCKING NOT REQUIRED. FLOOR DIAPHRAGM INSTALL MINIMUM 23/32"T&G STURD-I-FLOOR(24oc)SHEATHING. GLUE AND NAIL ALL SUPPORTED EDGES AND BOUNDARIES WITH 10d AT 6"O.C.;AND INTERIOR SUPPORTS WITH 10d AT 12"O.C., BLOCKING NOT REQUIRED. MISCELLANEOUS THE CONTRACTOR SHALL VERIFY DIMENSIONS AND CONDITIONS AT JOB SITE. THE CONTRACTOR SHALL PROVIDE TEMPORARY BRACING AS REQUIRED UNTIL ALL PERMANENT CONNECTIONS AND STIFFENINGS HAVE BEEN INSTALLED. DO NOT SCALE DRAWINGS. PRE-FABRICATED ITEMS TO BE HANDLED AND INSTALLED PER MANUFACTURER'S RECOMMENDATIONS. WIND DESIGN CRITERIA : BASIC WIND SPEED—85 MPH IMPORTANCE, Iw= 1.0 WINDOW EXPOSURE, B SEISIMIC DESIGN CRITERIA: IMPORTANCE, le = 1.0 SS = 1.25 Site Class, D S1 = 0.40 SEISMIC DESIGN CAT., D Sos = 0.83 SEIS. FORCE RES. SYS, A.13. SDI = 0.43 DESIGN BASE SHEAR = 6,033 lbs CS= 0.13 SIMPLIFIED METHOD R = 6.5 N eN CO.- r co Q, Z Q CO .- N 2 �_ N 3 i O °_ = a ZQ = hi ii mii a3 W o a x Jo op O.- w.� - x K F—± d x D_0 IS OU ,i z Q O ui � oz gat° i a Iii co oog J 2 oa� v St CNI 0° 52j 415 C4 II. T+ _ w ' z � F- v s p a 0 CO Z og WQ p --; o � J oW C E LIJ((�� m w N _ O CO .T„r TO ZS C 2 >0} -°— Q w 2 N m = J O E .- ,_ $ xx oc0 m o gpE o g _ 0 vi C `_ z N h c fn .-. C W L N M � 0 'V . 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N 3 < = m J o, aij _ a i _ ' 0 V ,� T' L� S i ^ - 00 ?-,:f-F �LLf� co 3 :C: I C 3fD a `� O Y m 1 A • LTi \ 3 : r. a) DI c .- - S © 0 "� _ o MIMI v`II O ::, DI --. ''( C o a �:' 3 �� IIIO 5w n + * n: o f o x m - r m '5 re _ m °.'?a j •.-rl gill ii : b d I 4 33 o ] c 7' r+ -' INA N 1!Ir . N ` F_1LE CO_P , al 0 • V ,4 FILE CO.e.v /t 740.1Lc pc\,v cAlcs J:FuFisizoGNpcLANouNtlyviDEcvID. CI APPROVED AS SUBMITTED. APPROVED AS NOTED C3 REJECTED Date Reviewer_HP-- NOTICE: Plans are approved excepting any errors or omissions. All work must as Inspection in conformance with all applicable codes and regulations. Contact the LN;;; (360) - Site ID/Address: g`z { 3 3 1 00 ,5.- JPermit# 2009 WSEC Residential Additions Worksheet s Purpose:This worksheet demonstrates compliance for a proposed addition where heat loss improvements in the existing home receive credit toward compliance. Perform a Chapter 5 Component Performance calculation only on the addition before using this form. Note:This worksheet is only applicable for additions under 750 ft2; all other additions must show full WSEC compliance as a stand alone project. MAIN WORKSHEET 1 PROPOSED UA VALUE (from Chapter 5: Component Performance Worksheet) 2 TARGET UA VALUE (from Chapter 5: Component Performance Wo i;�� ?. r. - i ®/ 3 Addition heat loss deficit (box 1 minus box 2) ' i�t� 4 Existing home improvement credit(compute total credits below ADDITION COMPLIES IF BOX 4 IS GREATER ' BO} 1 7 1 11!JJ Existing Dwelling Improvement Credit Cal `a�1bx4c , , DEPT.OF COMMON! D= ..iui l: • . Change Area(Ft2) U-factor UA improvement credit - Existing glazinq 0 1 , • '' t t,I iv,iNii o 0 Replacement glazing Wer c:t)•e _ 'Zo•C, a - Cor. 0 0 Sov+n Si itg_ . 15g. . . 0 i._arz. 5.174,e_ 7z r. 0 ' + 5J=- ctd.4.. . 66 ' L-t7 0 o - (o t . . �SSr13 _ 0 , Existing insulation Floor ---®— /.V-C-('c'r 133 0 0 . '-- .0 ,._ 0 Ceiling - 5 - 2— . e i 2330 0 -.C, 0 Wall —; c -- ScG., .a C'(o C o? 0 New insulation 0 Floor t 77'(--- Q (t`3 o 9,33 o 0 0 Ceiling av‘ 14'19 '2.33 t , 0 0 Wall 15+..i=(bnr R 2 1 1 4 (3 0 5 Rooc K IN t 6,78 0 Total Credits 0 _ Existing Home U-Factors (Refer to the 2009 WSEC, Chapter 10,for all U-factors not listed below.) Building Envelope Values: Existing(untested)glazing default values: Ceilings w/no insulation U=0.30 Single Pane U= 1.2 Floors w/no insulation U=0.134 Double Pane(metal frame) U=0.92 Walls w/no insulation U=0.31 Double Pane w/vinyl or wood sash U=0.63 Glass Blocks U=0.51 Rev sea o7rzu2011 Washington State Unisersity E derision Ene gy Prog em Atltltmlhh7.tlocjhd889 Plan Review(For offlcial use only) The selected Option is appropriate for this dwelling design: YES ❑ NO ❑ NOTES: Approved By: Date: 1 ,:.' °2. SPECI ONDITIONS APPLY-SEE ATTATCHED ,F 4 Jefferson County Building Division Permit Number: BLD12-00219 Applicant: DITTMAR BUILDING PERMIT INSPECTION APPROVALS Applicable Code: 2009 International Building Codes To schedule inspections, call (360)379-4455 no later than 7:00 AM the day of the inspection. Requests received after 7:00 AM will not be scheduled for that days 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 Note cZ f ,� „ ..�/ Setbacks � /,(4,�y5 min um setback from /c(Jatn�ey Lane and Shine Road rights-of-ways / shall be 20 feet. Minimum north and east setbacks shall be 5 feet. Erosion Control 6/Z9/1/ r_ SEE CONDITION 3 Foundation Footing g-, 7. Footing Drains 9, 7. /.2._ (^ Foundation Stem Wall `3cy`( Underground Plumbing b N Under Floor Framing q/ B Straps(hold downs) R` 14/ 1� K Ext.Shear Wall Nailing IG .(1. (t 2 Rough-in Plumbing /l5/11 ieteo OM 4.-1/-13 l fit►;, Framing te3611 OIK �sd,t,bm�j60 tithe yer_APpR�� L Blocking ` A) Airseal 1/Atil li iInsulation:Walls Insulation: Floors S 4 t V -M C Insulation:Ceiling 3,41/,1 *. "SP C Int.Shear Wall Nailing / 1 1S Wallboard Nailing Shah/ Gas Line: Interior / ,/3 Gas Line: Exterior 6 tg rjl ,1 0 Propane Tank Jc r �^ 6/'0/6 I'a uonEe�e0N1; 101 ( ('f"7-6-s- d ` pu,crz. i 51: .g, Z4!--11) ' L‘44,,k117,--r,k 1/15/i 1- I Drywell/Alt Drainage SEE CONDITIONS 1 &2 Address Posted kr`Pl-e.— . r'12 0101- 40- gel;4 eP !/r 5/i - FINAL INSPECTION I9 I p FINAL INSPECTION MUST BE APPROVED PRIOR TO BUILDING BEING OCCUPIED THIS PERMIT IS VALID FOR ONE YEAR • BUILDING PERMIT • Jefferson County Department of Community Development 621 Sheridan Street, Port Townsend, WA 98368 (360)379-4450 FAX (360)379-4451 PERMIT#: BLD12-00219 Received Date: 7/17/2012 SITE ADDRESS: 30 WHATNEY LN Issue Date 8/2/2012 PORT LUDLOW, 98365 Expiration Date 8/2/2013 OWNER: STEVE DITTMAR PHONE: 206-619-6822 KATHERINE DITTMAR 22202 OLD POPLAR WAY BRIER WA 98036-8137 SUBDIVISION: Block: Lot: TX 1 PARCEL NUMBER: 821334005 Section: 33 Township: 28 N Range: 01 E CONTRACTOR: OWNER/BUILDER PHONE: PROJECT DESCRIPTION: 2 ADDITIONS TO EXISTING SFR & CONVERT UNHTD BASEMENT TO HTD SPACE &ADD 4 BATHROOMS in conjunction with a shoreline exemptio permit application (SDP12-00041). TYPE OF WORK RES SQUARE FOOTAGE: TYPE OF IMP ADD MAIN: 480 VALUATION 74,199.00 ADD'L: HEAT TYPE: HTP CODE EDITION: 2009 HEAT BASE: 234 HEAT TYPE: EEE OCCUPANCY: R-3 UNHEATED: #OF STORIES: OCCUPANCY: OTHER: CONST TYPE: 5N GARAGE: SHORELINE: CONST TYPE: DECK: SETBACK: BANK HEIGHT: SEWAGE DISPOSAL: ALT WATER SYSTEM: 05783 Type Amount Paid By: Date: Receipt: BEDROOMS: BATHROOMS: Permit $818.75 LYK 07/17/12 134994 Exist: 2 Exist: 0 Plan Check $532.19 LYK 07/17/12 134994 Prop: 0 Prop: 4 State Building Code $4.50 LYK 07/17/12 134994 Total: 2 Total: 4 Total: $1,355.44 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 7 am the day the inspection is needed. Office Hours 9:00 am -4:30 pm MONDAY - THURSDAY HOT LINE AVAILABLE 24 HOURS A DAY CONDITIONS for Building Permit# :BLD12-00219 1.) DESIGN CRITERIA FOR SPLASHBLOCKS: A VEGETATED FLOWPATH OF AT LEAST 50 FEET SHOULD BE MAINTAINED BETWEEN THE DISCHARGE POINT AND ANY PROPERTY LINE, STRUCTURE, STEEP SLOPE, STREAM, WETLAND, LAKE, OR OTHER IMPERVIOUS SURFACE. SENSITIVE AREA BUFFERS MAY COUNT TOWARD FLOWPATH LENGTHS. A MAXIMUM OF 700 SQUARE FEET OF ROOF AREA MAY DRAIN TO EACH SPLASHBLOCK. A SPLASHBLOCK OR A PAD OF CRUSHED ROCK(2 FEET WIDE BY 3 FEET LONG BY 6 INCHES DEEP) SHOULD BE PLACED AT EACH DOWNSPOUT DISCHARGE POINT. NO EROSION OR FLOODING OF DOWNSTREAM PROPERTIES MAY RESULT. FOR SITES WITH SEPTIC SYSTEMS, THE DISCHARGE POINT MUST BE DOWNSLOPE OF THE PRIMARY AND RESERVE DRAINFILED AREAS. 2.) 2005 DOE STORMWATER MANUAL DRYWELL DESIGN CRITERIA ALL INFILTRATION SYSTEMS SHOULD BEAT LEAST 10 FEET FROM ANY STRUCTURE, PROPERTY LINE, OR SENSITIVE AREA. FOR SITE WITH SEPTIC SYSTEMS, INFILTRATION SYSTEMS MUST BE DOWNGRADIENT OF THE DRAINFIELD UNLESS THE SITE TOPOGRAPHY CLEARLY PROHIBITS SUBSURFACE FLOWS FROM INTERSECTING THE DRAINFIELD. DRYWELL BOTTOMS MUST BE A MINIMUM OF 1 FOOT ABOVE SEASONAL HIGH GROUNDWATER LEVEL OR IMPERMEABLE SOIL LAYERS. EACH DRYWELL MAY SERVE UP TO 1000 SQUARE FEET OF IMPERVIOUS SURFACE FOR EITHER MEDIUM SANDS OR COURSE SANDS. TYPICALLY DRYWELLS ARE 48 INCHES IN DIAMETER (MINIMUM)AND HAVE A DEPTH OF 5 FEET(4 FEET OF GRAVEL AND 1 FOOT OF SUITABLE COVER MATERIAL). FILTER FABRIC (GEOTEXTILE) MUST BE PLACED ON TOP OF THE DRAIN ROCK AND ON TRENCH OR DRYWELL SIDES PRIOR TO BACKFILLING. SPACING BETWEEN DRYWELLS MUST BE A MINIMUM OF 4 FEET. 3.) CONSTRUCTION ENTRANCES LL BE STABILIZED WHEREVER TRAF WILL BE LEAVING A CONSTRUCTION ITE AND TRAVELING ON PAVED ROADS OR OTHER PAVED AREAS WITHIN 1,000 FEET OF THE SITE. THE ENTRANCE SHALL BE CONSTRUCTED ON A FIRM COMPACTED SUBGRADE. QUARRY SPALLS (OR HOG FUEL) SHALL BE ADDED IF THE PAD IS NO LONGER IN ACCORDANCE WITH THE SPECIFICATIONS. (BMP C105, 2005 DOE STORMWATER MANUAL). ANY SEDIMENT THAT IS TRACKED ONTO PAVEMENT SHALL BE REMOVED BY SHOVELING OR STREET SWEEPING. THE SEDIMENT COLLECTED BY SWEEPING SHALL BE REMOVED OR STABILIZED ON STIE. ANY QUARRY SPALLS THAT ARE LOOSENED FROM THE PAD, WHICH END UP ON THE ROADWAY SHALL BE REMOVED IMMEDIATELY. UPON PROJECT COMPLETION AND SITE STABILIZATION, ALL CONSTRUCTION ACCESSES INTENDED AS PERMANENT ACCESS FOR MAINTENANCE SHALL BE PERMANENTLY STABILIZED. 4.) Future building permits may require a"Bedroom Restrictive Covenant"to be recorded due to the number of extra rooms in this residence. 5.) To help prevent seawater from intruding landward into underground aquifers, all new development activity on Marrowstone Island, Indian Island and within 1/4 mile of any marine shoreline shall be required to infiltrate all stormwater runoff onsite. 6.) The property owner shall comply with Water Conservation Measures (per list maintained by the UDC Administrator). 7.) Critical Aquifer Recharge Areas may require special protection measures to mitigate water quality degradation. The submitted proposal does not require additional aquifer protection measures. However, during construction the project shall follow the Best Management Practices(BMPs)and facility design standards as identified and defined in the Stormwater Management Manual for the Puget Sound Basin. 8.) The project shall comply with Construction Stormwater Pollution Prevention (SWPP) Elements#1 through#12 of the Department of Ecology's Stormwater Management Manual for Western Washington 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. 9.) Outdoor residential storage shall be maintained in an orderly manner and shall create no fire, safety, health or sanitary hazard. 10.) Not more than 2 unlicensed vehicles shall be stored on any lot unless totally screened from view of neighboring dwellings and rights-of-way. Such screening shall meet all applicable performance and development standards specific to the district in which the storage is kept, and shall be in keeping with the character of the area. Screening shall meet the requirements of Chapter 18.30 JCC. Outdoor storage of 3 or more junk motor vehicles is prohibited except in those districts where specified as an automobile wrecking yard or junk(or salvage)yard and allowed as a permitted use in Table 3-1 or Chapter 18.18 JCC, and such storage shall meet the requirements of JCC 18.20.100, Automobile wrecking yards and junk(or salvage)yards. In no case, shall any such junk motor vehicles be stored in a critical area. 11.) A minimum of two (2)on-site parking spaces shall be provided for the single family residence. 12.) Lighting fixtures shall be designed and hooded to prevent the light source from being directly visible from outside the boundaries of the property. The intensity or brightness of all lighting, during construction and after project completion shall not adversely affect the use of surrounding properties or adjoining rights-of-way. • 13.) Exterior lighting for residential uses shall not exceed twenty feet(20') in height from the finished grade, excepting when such lighting is an integral part of a building or structure. Ground level lighting is encouraged. 14.) Minimum setback from Whatney Lane and Shine Road rights-of-ways shall be 20 feet. Minimum north and east setbacks shall be 5 feet. 15.) The building height is not to exceed 35 feet. 16.) Maximum lot coverage is not to exceed 25%. Lot coverage is defined as amount of impervious surface which includes roof tops, driveways, concrete, etc. 17.) Residential developers and individual builders shall be required to preserve shoreline vegetation and reduce the associated risk of erosion during construction and any future activity which may impact the stability of the shoreline. \\tidemark\riata\fnrmc\F RI fl Permit RIrkn rnt