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HomeMy WebLinkAboutBLD2017-00743 Replace Boathouse - BLD Application - 9/27/2017 ` } MASON COUNTY COMMUNITY SERVICES Permit No: 1 " p`+ PERMIT ASSISTANCE CENTER: Recv'd: x D •BUILDING•PLANNING•FI `I LD IN G 615 W.Alder St-Shelton,WA 98584= y- Phone:360-427-9670 ext 352 Fax:36 9 t A017 hHo://www.co.mason.wa.us/communi ` L BUILDING PERMIT APPLICATION 615 W.Alder Street PROPERTY OWNER INFORMATION: CONTRACTOR INFORMATION: NAME: ►`t i,Cl2 AnLi,B,t NAME: •� s-"'r I Co.iS ic+.®, MAILING ADDRESS: -7 O e 1 (; I`9 A-�c T MAILING ADDRESS: -c_ r i.S S c CITY: J A(l-'r� STATE: ZIP: C PI CITY: A-U yn STATE: W ZIP: PHONE#l:1: p77, (O9 G` PHONE: &,# Z7 fe! LL: 4CI PHONE#2: EMAIL: M _f EMAIL: f t't►_ P 6 ( )_"I"t' ' /11 L&I REG# EXP._I /_ CONTACT PE ON: OWNER❑ CONTRACTOR X OTHER/BELOW❑ NAME: MAILING ADDRESS: CITY: STATE: ZIP: PHONE: CELL: EMAIL: PARCEL INFORMATION: PARCEL NUMBER(12 DIGIT NUMBER) 212- 0 ZONING LEGAL DESCRIPTION(ABBR TED) 5 2- fl Zz' Z3 - I.i X FIRED TRICT SITE ADDRESS c;3 Cl 3 . 4 4 lip CITY DIRECTIONS TO SCE ADDRESS F e9 f(4 _.'1_ i-n;ll4 v^ i A— tv v, i v✓n tt 51 Vet '1 Co�1 4K el.R GMt✓'t Af L� IS PROPERFY WITHIN 200 FT: (Check all Ural app(): l�( 4+. Ili I SALTWATER LAKE❑ RIVER/CREEK❑ POND❑ WETLAND❑ SEASONAL RUNOFF❑ STREAM❑ IS THE PROJECT WITHIN 300 FT OF SLOPE(S)GREATER THAN 14% YES&NO❑ TYPE OF WORK: NEW [, ADDITION ❑ ALTERATION❑ REPAIR❑ OTHER I1 USE OF STRUCTURE(Residence,Cara.e,Commercial Bldg,Etc.)_ J2 thb7b Gp &C "t)l L�L IS USE: PRIMARY❑ SEASONAL f NUMBER OF BEDROOMS , NUMBER OF BATHROOMS d HEATED STRUCTURE? YES(Whole BI g)❑ YES(Part sj of Bldg)❑ NO(K DESCRIBE WORK f 1d✓c� c P 5✓ i'ef f-s a,ecL 1(" "C SQUARE FOOTAGE: 1ST FL' '" t sq.ft. 2ND FLOOR q. 3RD FLOOR sq.ft. BASEMENT sq.ft DECK_ _sq.ft COVERED DECK sq.ft.STORAGE sq.ft OTHER sq.ft. _` r GARAGE sq.I ATTACHED❑ DETACHED❑ CARPORT sq.ft ATTACHED❑ DETACHED❑ MANUFACTURED TION: k4 COPIES OF THE FLOOR PLAN REQUIRED LENGTH TH BEDROOMS BATHS SERIAL NUMBER OWNER acknowledges that submission of inaccurate information may result in a stop work order or permit revocation. Acknowledgement of such is by signature below.I declare that I am the owner or owners legal representative.I further declare that I am entitled to receive this permit and to do the work as proposed.I have obtained permission from all the necessary parties,including any easement holder or parties of interest regarding this project.The owner or legal representative,represents that the information provided is accurate and grants employees of Mason County access to the above described property and structure(s)for review and inspection.This permit/application becomes null&void if work or authorized construction is not commenced within 180 days or if construction work is suspended for a period of 180 days. PROOF OF cØWTJNUATION OF WORK IS BY MEANS OF INSPECTION.INACTIVITY OF THIS PERMIT APPLIC N 0 180 DAYS WILL CAUSE THE APPLICATION TO BE EXPIRED.(MASON CJJàITY CODE 14.08.42) X y�1 l �. ignature of OWNS Date 1-Z�1-I DEPARTMENTAL REVIEW APPROVED DATE DENIED DATE TAGS/NOTES/CONDITIONS BUILDING DEPARTMENT PLANNING DEPARTMENT FIRE MARSHAL ____ I PERMIT SPECIALISTS Intake BY Approved&Ready for Pick-Up: /XuiRNry- MASON COUNTY COMMUNITY SERVICES Permit No: I£1 2 ) " �14 PERMITASSISTANCE CENTER. Recv'd: 2y •BUILDING•PLANNING•FIREMARSHAL RECEIVED 615 W.Alder St-Shelton,WA 98584 Phone:360427-9670 ext 352 Fax:360-427-7798 ,SP 2 7 2017 Jhttp://www.co.mason.wa.us/community dev/ BUILDING PERMIT APPLICATION 615 W. Alder Street PROPERTY OWNER INFORMATION: CONTRACTOR INFORMATION: NAME: L C IZ An e j50 A NAME: S Cv S -4'c f D'1 MAIL G ADDRESS: "7 U 0 I ( FI' A,C MAILING ADDRESS: ,p- r 1L L S 9 e CM CITY:J a 11J f STATE: ' ZIP:_____ CITY: 4-l.l!rrn STATE: W ZIP: PHONE#1: �dc �72, PHONE: fe0 �_7 ity LL:w4_ C'C PHONE#2: EMAIL: M H 1/k 'r t,ec.✓ EMAIL: f t CV-_k 'Pk A. /X1 L&I REG# EXP. / /_ CONTACT PE ON: OWNER❑ CONTRACTOR[- OTHER/BELOW❑ NAME: MAILING ADDRESS: CITY: STATE: ZIP: PHONE: CELL: ..J EMAIL: PARCEL INFORMATION: PARCEL NUMBER(12 DIGIT NUMBER) 7, 212 1' Z- a ONING LEGAL DESCRIPTION(ABBUVITED) y K 5. 1 Zy" 2,$ • I.i, X FIRE DISTRICT SITE ADDRESS (;j D , 9 ' 4 Marl., CITY f—ft DIRECTIONS TO SIZE ADDRESS i✓ r! Ci n;I l S ✓" — !J v, l yarn e f-d- St• V L can d ,n EIt� Ct, ., t . „ IS PROPER1FY WITHIN 200 FT: (Checkall thataPPIY) f (.H' SALTWATER[-LAKE❑ RIVER/CREEK❑ POND❑ WETLAND❑ SEASONAL RUNOFF❑ STREAM❑ IS THE PROJECT WITHIN 300 FT OF SLOPE(S)GREATER THAN 14% YES .C NO❑ TYPE OF WORK: NEW (g, ADDITION ❑ ALTERATION❑ REPAIR❑ OTHER ❑ USE OF STRUCTURE(Residence,Garage,Commercial Bldg,Etc.)_ e.p-1&Ci2_I Yl Q s1 ' IS USE: PRIMARY❑ SEASONAL NUMBER OF BEDROOMS f,_ NUMBER OF BATHROOMS d HEATED STRUCTURE? YES(Whole BI g)❑ YES(Parts]of Bldg)❑ NO X( DESCRIBE WORK _ ^td✓e _ 1( f P 5✓j9f cf 1-c Fh& v SQUARE FOOTAGE: 1ST FLOOR(,I L 7; sq.ft. 2ND FLOOR sq.ft. 3RD FLOOR sq.ft. BASEMENT sq.ft DECK 7, 45 sq ft. COVERED DECK sq.ft.STORAGE sq.ft. OTHER sq.ft. GARAGE sq.ft. ATTACHED❑ DETACHED❑ CARPORT sq.ft. ATTACHED❑ DETACHED❑ MANUFACTURED HOME INFORMATION: *4 COPIES OF THE FLOOR PLAN REQUIRED MAKE MODEL YEAR LENGTH WIDTH BEDROOMS BATHS SERIAL NUMBER OWNER acknowledges that submission of inaccurate information may result in a stop work order or permit revocation. Acknowledgement of such is by signature below.I declare that I am the owner or owner's legal representative.I further declare that I am entitled to receive this permit and to do the work as proposed.I have obtained permission from all the necessary parties,including any easement holder or parties of interest regarding this project.The owner or legal representative,represents that the information provided is accurate and grants employees of Mason County access to the above described property and structure(s)for review and inspection.This permit/application becomes null&void if work or authorized construction is not commenced within 180 days or if construction work is suspended for a period of 180 days. PROOF OF çON1UATION OF WORK IS BY MEANS OF INSPECTION.INACTIVITY OF THIS PERMIT APPLIC N 180 DAYS WILL CAUSE THE APPLICATION TO BE EXPIRED.(MASON C CODE 14.08.42) yui7 -�lI• ignature of OWNS Date DEPARTMENTAL REVIEW APPROVED DATE DENIED DATE TAGS/NOTES/CONDITIONS BUILDING DEPARTMENT PLANNING DEPARTMENT Gam- 12 FIRE MARSHAL PERMIT SPECIALISTS Intake BY Approved&Ready for Pick-Up: ht��a 5L- ' Ion _____________T REcEiV %P 2720 o 615 W. Aide St:yet ii Ic _ �__ PLA It HEST ii f � �- r �}v♦v I OF TFE,BUILDING 1 121-7 Zo1, c yr As " t C � L__- 1 X66 JIB AOI i f zOr, I No tlt) } tizi— — o°- - --- Ca.�� /11v1f M 5 ,n 'l ___ / s--�t __ ___ qIi J / I 111/f çk / .IIP:JrT 1I ( I L I a t-�oo6 E j_ - '_ j 11D' L+H n___ I o N H ç - 1r::T �e�f� ads 6 2 ao i1 SL-r viz C�4 ( MASON COUNTY COMMUNITY SERVICES BuiAing.PW+v.g.Enwonme.uM He+lr Cnmmuniry HealM ``��r-/ l Name ICS ' �(J 1—T Permit#: Occupancy Type Square Footage Valuation Amount Total Valuati (sq.ft.x val Residence /Addition /Basement $116.15 $ TO Garage /Storage $45.92 $ dgis Unfinished Basement $15.00 $ Deck $14.34 $ Carport/Covered Deck $20.38 $ Otherlj YYIOU►L:� — $ 4, TOTAL VALUATION $ jD i Lp cO Estimated Plan Review Fee: $ Planning Dept. Review Fee [$240,$380,$80]: $ 24o . UC) Environmental Health Review Fee [$210,$105]: $ Fire Access & Grade Review Fee [$73.00]: $ Address Application Fee [$173.50]: $ XIS+II'?C GEO - Geo-technical Review Fee [$300.00]: $ DDR [$130.00]- Other: $ TOTAL DUE WHEN PERMIT IS SUBMITTED: $ ?DD O The estimated plan review fee is based upon information provided at the time of application and is subject to change. Planning Department fee is a flat fee which is due when permit is submitted. Building permit fee, mechanical fees, and plumbing permit fees will be calculated during plan review. The balance of all other fees will be collected when permit is issued. ESTIMATED BUILDING PERMIT FEES Building Permit Fee (ICC, Table 1 - Building Valuation Data) $ ,d 1 t . 15 Estimated Mechanical Fees (U.M.C., Table 1-A). $ Estimated Plumbing Fees (U.P.C. Table 1-1) $ State Fee: $ Other: Estimated Building Permit Fees WHEN PERMIT IS READY for pickup: $ C (k GRAND TOTAL _ \1O I C I Icy—U RECEIVED MASON COUNTY O COMMUNITY SERVICES OCT 3 2017 PLANNING FEES 615 W. Alder Street PLANNER ASSIGNED: GRACE KELL RON MICHAEL FEE TYPE: FEE AMOUNT: 2O I "Tz 1 SEPZoz - CJCC Lct _ {4JC 2017. cc PLANNING FEE TOTAL: $ "' Intake by Permit Tech: Genie Jahanel Ariane --f'1(�OIGe� /-J/i 7 17046- ANDERSON BOAT HOUSE REPLACEMENT 07/21/17 MJL l/d7 STRUCTURAL CALCULATIONS FOR RICK AND CAROL ANDERSON BOAT HOUSE REPLACEMENT 13300 NE NORTHSHORE ROAD BELFAIR, WA 98528 PROJECT NO. 17046 JULY 21, 2017 SITE SPECIFIC-DO NOT RE-USE LATERAL AND VERTICAL ENGINEERING PREPARED AND STAMPED BY MARK J. LEINGANG, P.E., S.E. � v+faSKi s gyA2� v��w TR S`OLYMPIC Lt ENGINEERING, INC. PO BOX 849 Montesano, WA 98563 360-339-5660 www.transolympic.corn 17046- ANDERSON BOAT HOUSE REPLACEMENT 07/21/17 MJL �-� 7 SCOPE: CLIENT REQUESTED STRUCTURAL ENGINEERING CALCULATIONS FOR DESIGN OF A BOAT HOUSE REPLACEMENT FOR A ONE STORY WOOD FRAMED BOATHOUSE IN MASON COUNTY,WA. BASIS OF DESIGN IS SITE VISIT AND MEASUREMETS OF EXISTING STRUCTURE. NO ANALYSIS AND DESIGN OF SHORING, BRACING,TEMPORARY OR PERMANENT, REQUESTED OR CONDUCTED. ALL SHORING, BRACING,TEMPORARY AND PERMANENT, SHALL BE RESPONSIBILITY OF CLIENT/CONTRACTOR. LOADS: 2015 IBC/ASCE 7-10 VERTICAL: ROOF DL= 15 PSF SL= 25 PSF PER MASON COUNTY TL= 40 PSF FLOOR DL= 15 PSF FLL= 40 PSF TL= 55 PSF LATERAL: WIND: 2015 IBC, PER ASCE 7-10, SECTION 6. RESIDENTIAL, CATEGORY II, ENCLOSED, 110 MPH EXPOSURE C. SEE WIND CALCULATIONS. SEISMIC: 2015 IBC, PER ASCE 7-10, SECTIONS 11-23, RISK CATEGORY II, OCCUPANCY IMPORTANCE FACTOR I = 1.0, SITE CLASSIFICATION D, DESIGN CATEGORY D, OMEGA= 2.5 R= 6.5 LIGHT FRAMED WOOD SHEARWALLS, USE BOTH DIRECTIONS. COEFF= 0.146 STRENGTH LEVEL, 0.102 SERVICE SOILS: RECOMMEND SOILS REPORT TO DETERMINE VERTICAL AND LATERAL BEARING CONDITIONS AND VALUES. IN LIEU OF SOILS REPORT, WITH APPROVAL OF BUILDING OFFICIAL, ASSUMED VALUES PER TABLE 1806.2, 2012 IBC MAY BE USED. IF CONDITIONS VARY FROM ASSUMED VALUES IN THE TABLE, OR IF POOR CONDITIONS ARE FOUND, CONSULT ENGINEER PRIOR TO CONSTRUCTION. Qa = 1500 PSF /76' 7"t /1) J '- Design Maps Summary Report User-Specified Input 7 Report Title Anderson Cabin - Hood Canal Tue July 18, 2017 18:13:17 UTC Building Code Reference Document 2012/2015 International Building Code (which utilizes USGS hazard data available in 2008) Site Coordinates 47.3623°N, 123.04652°W Site Soil Classification Site Class D -"Stiff Soil" Risk Category I/II/III Sk 1Wis ;` USGS—Provided Output SS = 1.426 g S„s = 1.426 g S°I; = 0.951g S,. = 0.590 g S,,, = 0.884 g Sp, = 0.590 g For information on how the SS and Si values above have been calculated from probabilistic (risk-targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the"2009 NEHRP"building code reference document. I I- i I i t 1--r i / 7t 7 I //)J L- Response Spectral Act. !0.2 sec)S _ -2 e.:- =1.426g Figure 22-1 through 22-14 Response Spectral Acc.(1.0 sec)S,_ _ _ =0.590g Figure 22-1 through 22-14 Soil Site Class D Table 20-3-1, Default=D Site Coefficient Fa= 1.000 Table 11.4-1 Site Coefficient Fy= 1.500 Table 11.4-2 Max Considered Earthquake Acc.SMs= F2.Ss =1.426 (11.4-1) Max Considered Earthquake Acc.SA11= F.S1 =0.885 (11.4-2) @ 5%Damped Design SDS= 2/3(SMs) =0.951 (11.4-3) SD1 = 2/3(SM1) =0.590 (11.4-4) Building Occupancy Categories,II,Standard • Table 1-1 Design Category Consideration: Flexible Diaphragm V with dist.between seismic resisting system>40ft Seismic Design Category for 0.1 sec D Table 11.6-1 Seismic Design Category for 1.0sec D Table 11.6-2 Si<.75g NA Section 11.6 Since Ta<.8Ts(see below),SDC= D Control iexcept;on of Section 1 Comply with Seismic Design Category D IRC,Seismic Design Category= D21 T-R301.2.2.1.1 12.8 Equivalent lateral force procedure A.BEARING WALL SYSTEMS T-12.2- Seismic Force Resisting Systems 13.Light-framed walls sheathed with wood structural panels rated for shear resistance or steel sheets V Ct= 0.02 x= 0.75 T-12.8-2 Building ht.H„= S ft Limited Building Height(ft)= 65 C„= 1.400 for SD1 of 0.590g Table 12.8-1 Approx Fundamental period,Ta= Ct(h„)" =0.106 12.8-7 TL= 6.000 Sec Calculated T shall not exceed≤ Cu.Ta =0.149 Use T= 0.106 'w sec. 0.8Ts= 0.8(S01/SDS) =0.496 Control(exception of Section 11.6 does not apply) Is structure Regular&≤5 stories? :Yes V 12.8.1.3 Response Spectral Acc.(0.2 sec)SS= 1.426g Max Ss≤1.5g F8= 1.00 @ 5%Damped Design SOS= 2/3(Fa.Ss) =0.951g (11.4-3) Response Modification Coef. R= 6.5 Table-12.2-1 Over Strength Factor S2,= 2.5 foot note g Importance factor I= 1 Table 11.5-1 Seismic Base Shear V= C5 W Cs= S05 =0.146 (12.8-2) R/I or need not to exceed,CS= SD1 =0.856 For T≤TL (12-8-3) (R/I).T Sor C._— -(ITL� 1 (12.8-4) ) N/A For T>>TL C,shall not be less than= 0.01 (12.8-5) Min C,= 0.5S11/R N/A For S1≥0.6g (12.8-6) Use Cs= 0.146 Design base shear V= - Comic 70 &' ryeTL Basic wind speed(3 sec gust)= 110 MPH Exposure i C V Roof Pitch= 5.00 :12 J/ 7 Mean Roof Height h= 9 25 ft Importance factor Iw= 1.00 T-6-1 6.4 METHOD 1-SIMPLIFIED PROCEDURE(LOW-RISE,60 FT) Height Adjustment factor A= 1.21 Fig 6-2 -14.13G -14.36H -19.34G -12.29H -15.91F 1111t1tttttt lillllitttttt 0.32D 8=22.6 21.32C 15.36C '110.5 All forces shown in psf 8 2314A ___ = 1 = � 23 TRANSVERSE ELEV. LONGITUDINAL ELEV. 2a= 6.0ft 10%of least dimension= 1.2 ft 4.38 kips 40%of the eave height= 3.2 ft 18.1 psf 2 ft 2.14k 4%of least dimension or 3 ft= 3.0 ft 19.3 psf 15.36C therefore a= 3.0 ft 23 ft Example: A K { p ps= zt Pao (6-1) All forces shown in psf 6.0 K = __ 6.5.7 t t r r t S horizontal load at end zone p = 19.1 Fig 6-2 I I I I I I 21.32C Height Adjustment factor A= 1.21 Fig 6-2 X PLAN VIEW Importance factor Iw= 1.00 6.2 FIGURE 6.2,Main Wind Force System 23.14psf MWFRS Horizontal Loads Vertical Loads Load Roof End Zone Interior zone End Zone Interior zone Overhang Direction Angle Wall(A) Roof(B) Wall (C) Roof(D) WW(E) LW(F) WW(G) LW(H) EON GoH Transverse 22.6 30.56 -1.58 21.32 0.32 -20.07 -18.49 -14.13 -14.36 -31.18 -25.34 Longitudinal All 23.136 -12.11 15.364 -7.2301 -27.836 -15.906 -19.341 -12.291 -39.043 -30.5473 FIGURE 6-3,COMPONENT AND CLADDING Roof effective area= sq.ft,8= 22.6 Effective Area for wall element= Sq.ft Interior Zone 1 = 14.62 -22.86 psf Wall, Interior Zone 4= 26.39 -28.56 psf End Zone 2= 14.62 -33.26 psf End Zone 5= 26.39 -35.25 psf Conner Zone 3= 14.62 -47.75 psf . f.., . Roof Overhang effective area= sq.ft - Interior Zone 2= -48.18 psf "' End Zone 3== -74.29 psf �' fi' TRANSOLYMPIC Job: /�D � ENGINEERING, INC. Date: By: /i)j2. STRUCTURAL - FOUNDATION - CML ENGINEERS P.O.BOX 849,MONTESANO,WA 98563 Sheet: Page or www.TRANsOLYMP)C.00M-(360)339-5660 A P B J2 r D L ) i t`'T h 3 a! r 77! r 2i Si , t '" ( ç )(c'5T ) - ri pct- of ; V2' (. ' 7?1 Ci4i"ii/L 'tf I /fr. if i .r Lg f2 /. 0 Z4( 7 pr / 1 � � y. � w,. tl 6`G•z rjf 24 ! Z;T-L1 TRANSOLYMPIC Job: !7n ENGINEERING, INC. Date: By: "h 3L- STRUCTURAL - FOUNDATION - CIVIL ENGINEERS r� P.O.BOX 849,MONTESANO,WA 98563 Sheet: Page / of www.TRANSOLVMPIC.00M -(360)339-5660 2Ufr4 0 c 4jiJb i4 ti'- ( ) cry /Lr`��" ;✓' . /c � ' � 1gu c( SL, C '' C.I cF — e .r T` 1 r}'•�,i .e 1," Y Ca m / _- 4 /�/ �, � �J1 � �f.: '= ( �n � Gam' - - ff ATRANSOLYMPIC Job: / 7 / ENGINEERING, INC. Date: By: 7 TL STRUCTURAL - FOUNT]ATION - CIVIL ENGINEERS p P.O.BOX 849,MONTESANO,WA 98563 Sheet: Page d of WWW.TRANSOLVMPIC.COM -(360)339.5660 /%L'G'/v �3 i 1'2 (parr. -' WO r . ��I rid - 22 ( cf O it L 370 C.- � t �k i TRANSOLYNIPIC Job: /` / ENGINEERING, INC. Date: By: /2l TL STRUCTURAL - FOUNDATION - CIVIL ENGINEERS P.O.BOX 849,MONTESANO,WA 98563 Sheet: Page `/ of 2 www.TRANSOLYMPic.COM -(360)339-5660 rte t f J tr r mV T i cV`y J?,4 4 L ( c / 9;' F� ✓ ; G [ F"�rF. J, ry f_vt tit hf sF' I ,,ti — - iLry �? t2 /;'3 ' i A t I I I I I i 4TRANSOLYMPIC lob: 17 ENGINEERING, INC. Date: By: /)} 7T _ STRUCTURAL - FOUNDATION - CIVIL ENGINEERS P.O.BOX 849,MONTESANO,WA 98563 Sheet: Page /t' of 7 www.TRANSOLYM,PIC.COM -(360)339-5660 ty _ I _ I PROJECT 17046-ANDERSON BOAT HOUSE ENGINEER:LEINGANG DATE 7/18/2017 STUDS HF UNO SIZE SHEAR OR BTR A-BOLTS 1/2 680 0.6W ASD WIND WALL TOTAL WALL A-BOLTS PLATE WALL WEIGHT fEI TOTAL REQUIRED WALL LEVEL V_L&I AVAILABLE WALL yjj TYPE HEIGHT UPLIFT SECTION DOWN UPLIFT UPUFT H LDDOW AA ROOF 0 NA 0.0 0 1 0.0 0 0.0 0 0 0 NA AA MAIN 2185 4 4.0 546 1 2 48 8.0 4370 4.0 40 2542 2542 HTT4/18 16DS BB ROOF 0 NA 0.0 0 1 0.0 0 0.0 0 0 0 NA BB MAIN 2185 3 3.0 728 2 2 48 8.0 5827 3.0 40 3436 3436 HTT4/18 16DS WALL LRFD,PHI D= 0.8 SEISMIC WIND TYPE NAILS @ SPA STUDS PLF PLF PLATES SHEATHING 1 8ds 6 HF 357 498 2x 7/16 2 8ds 4 HF 521 729 2x 7116 3 10ds 3 HF 893 1250 3x 15/32 4 10ds 2 DF 1232 1724 3x 15/32 PROJECT 17046-ANDERSON BOAT HOUSE ENGINEER:LEINGANG DATE 7/1812017 STUDS HF UNO SIZE SHEAR OR BTR A-BOLTS 1/2 680 0.7E ASD SEISMIC FALL TOTAL WALL A-BOLTS PLATE WALL WEIGHT TOT REQUIRED WALL LEVEL V,Ibs AVAILABLE WALL V,Dif TYPE # SPA. HEIGHT UPLIFT SECTION DOWN UPLIFT UPLIFT H L� DDOWN AA ROOF 0 NA 0,0 0 1 0.0 0 0.0 0 0 0 NA AA MAIN 1150 4 4,0 288 1 1 48 8.0 2300 4.0 40 1530 1530 HTT4118 16DS BB ROOF 0 NA 0.0 0 1 0.0 0 0.0 0 0 0 NA BB MAIN 1150 3 3.0 383 2 1 48 8.0 3067 3.0 40 2087 2087 HTT4/18 16DS WALL LRFD,PHI D= 0.8 SEISMIC WIND TYPE NAILS @ SPA STUDS PLF PLF PLATES SHEATHING 1 8ds 6 HF 357 498 2x 7/16 2 8ds 4 HF 521 729 2x 7/16 3 lOds 3 HF 893 1250 3x 15/32 4 10ds 2 DF 1232 1724 3x 15/32 PROJECT 17046-ANDERSON BOAT HOUSE ENGINEER:LEINGANG DATE 7118/2017 STUDS HF UNO SIZE SHEAR OR BTR A-BOLTS 112 680 0.7E ASD SEISM! WALL TOTAL WALLA BOLTS LATE ffQ. WEIGHT NET TOTAL REQUIRED WALL LEVEL Ibs AVAILABLE WALL v if TYPE # SPA. HEIGHT UPJ1FT SECTION DOWN UPLIFT UPLIFT HOLDDOWN 11 ROOF 0 NA 0.0 0 1 - 0.0 0 0.0 0 0 0 NA 11 MAIN 1150 8 8.0 144 1 1 48 8.0 1150 8.0 70 525 525 NEGLIGIBLE 12 ROOF 0 NA 0.0 0 1 0.0 0 0.0 0 0 0 NA 12 MAIN 1150 23 23.0 50 1 1 48 8.0 400 23.0 70 -525 -525 NA WALL LRFD,PHI D= 0.8 SEISMIC WIND TYPE NAILS @ SPA STUDS PLF PLF PLATES SHEATHING 1 8ds 6 HF 357 498 2x 7/16 2 8ds 4 HF 521 729 2x 7/16 3 10ds 3 HF 893 1250 3x 15/32 4 lOds 2 DF 1232 1724 3x 15/32 S�, PROJECT 17046-ANDERSON BOAT HOUSE• ENGINEER:LEINGANG DATE 7/18/2017 STUDS HF UNO SIZE SHEAR OR BTR A-BOLTS 1/2 680 0.6W ASD WIND WALL TOTAL WALL -BOLTS PLATE WALL WEIGHT NET TOTAL REQUIRED WALL LEVEL V,Ibs AVAILABLE WALL v I TYPE # SPA. HEIGHT UPLIFT SECTION DOWN UPLIFT UPLIFT HOLDD W 11 ROOF 0 NA 0,0 0 1 0.0 0 0.0 0 0 0 NA 11 MAIN 1068 8 8.0 134 1 1 48 8.0 1068 8.0 70 361 361 NEGLIGIBLE 12 ROOF 0 NA 0.0 0 1 0.0 0 0.0 0 0 0 NA 12 MAIN 1068 23 23.0 46 1 1 48 8.0 371 23.0 70 -582 -582 NA WALL LRFD,PHI D= 0.8 SEISMIC WIND TYPE NAILS a�SPA STUDS PLF PLF PLATES SHEATHING 1 8ds 6 HF 357 498 2x 7/16 2 8ds 4 HF 521 729 2x 7/16 3 10th 3 HF 893 1250 3x 15/32 10ds 2 DF 1232 1724 3x 15/32 Project Title: En9ineer: iN 9L Project ID: f 7G TRANSOLYMPIC ProjectDescr: PO BOX 849 /S ENGINEERING, INC. MONTESANO,WA98563 / Printed:20 JUL 201 i.7:19PM General Footin File=c:\Uses RKLE-1\D000ME-11ENERCA-1117046--1.EC6 g ENERCALC,INC.1983-2017,Buiid6.17.4.30,Vec6.17.4.30 I.uI,: • Description: T YP FOOTING Code References —__ Calculations per ACI 318-14, IBC 2015, CBC 2016,ASCE 7-10 Load Combinations Used : IBC 2015 General Information --_——_---_ _--- _-- —_ _-- Material Properties Soil Design Values fc:Concrete 28 day strength = 3.0 ksi Allowable Soil Bearing = 1.0 ksf fy:Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec:Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance(for Sliding) = 250.0 pcf Concrete Density = 145.0 pct Soil/Concrete Friction Coeff. = 0.30 cp Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = 3.50 ft Min Steel%Bending Reinf. = Allow press.increase per foot of depth = 1.0 ksf Min Allow%Temp Reinf. = 0.00180 when footing base is below = 3.0 ft Min.Overturning Safety Factor = 1.0 :1 Min.Sliding Safety Factor = 1.0 :1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of depth Use ftg wt for stability,moments&shears Yes = 0.0 ksf Add Pedestal Wt for Soil Pressure Yes when max.length or width is greater than - 0.0 ft Use Pedestal wt for stability,mom&shear Yes Dimensions — — — --__— _ Width parallel to X-X Axis = 3.0 ft Length parallel to Z-Z Axis = 3.0 ft Footing Thickness = 18.0 in __-_ Pedestal dimensions... ' -- px:parallel to X-X Axis = 12.0 in "' -- pz:parallel to Z-Z Axis = 12.0 in _ --- - - Height = 60.0 in �? _ _ Q Rebar Centerline to Edge of Concrete... — m at Bottom of footing = 3.0 in --- 1'-6" H Reinforcing ,-_-- - s "_ Bars parallel to X-X Axis Number of Bars = e --• Reinforcing Bar Size = # 5 Bars parallel to Z-Z Axis Number of Bars = 8 Reinforcing Bar Size = # Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation fl/a —— #Bars required within zone fl/a °"6ai #Bars required on each side of zone la Applied Loads--- — — — ----- D Lr L S W E H P:Column Load = -- - 0 S.520 5 C r.00 DC' .r3 k OB:Overburden = C.0 3.C 3.0 0.0 0.0 0.3 ksf M-xx _ _ 0.0 3 0.00 0.0 0.0 0.0k-ft M-zz = 0.0 0.0 0.0 0.0 0.0 U.0 k-ft V-x = 0.0 0.0 0.0 0.0 0.730 0.40 0.0 k V-z = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 k Project Title: O y� Engineer: /}) 'L Project ID: TRAM S O LYM P I C Project Descr: PO BOX 849 /, / 7 7 ENGINEERING, INC. MONTESANO,WA98563 Pnnfed:20 JUL 2017,7:t9P:f Genera! Footin File=c:lUsersWARKLE-11D000ME-11ENERCA-1117046--1.EC6 ' g ENERCALC,INC.1983-2017,Build:6.17.4.30,Vec6.17.4.30 Description: TYP FOOTING DESIGN SUMMARY s- s Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.9008 Soil Bearing 1.797 ksf 1.995 ksf +D+0.750L+0.750S+0.450W about Z-Z a PASS n/a Overturning-X-X 0.0 k-ft 0.0 k-ft No Overturning PASS 2.596 Overturning-Z-Z 2.847 k-ft 7.391 k-ft +0.60D+0.60W PASS 10.438 Sliding-X-X 0.4380 k 4.572 k +0.60D+0.60W PASS n/a Sliding-Z-Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.01387 Z Flexure(+X) 0.7324 k-ft 52.785 k-ft +1.20D+0.50L+0.50S+W PASS 0.01018 Z Flexure(-X) 0.5376 k-ft 52.785 k-ft +1.2OD+1.60L+0.50S PASS 0.01018 X Flexure(+Z) 0.5376 k-ft 52.785 k-ft +1.2OD+1.60L+0.50S PASS 0,01018 X Flexure(-Z) 0.5376 k-ft 52.785 k-ft +1.20D+1.60L+0.50S PASS n/a 1-way Shear(+X) 0.0 psi 82.158 psi n/a PASS 0.0 1-way Shear(-X) 0.0 psi 0.0 psi n/a PASS n/a 1-way Shear(+Z) 0.0 psi 82.158 psi n/a PASS n/a i-way Shear(-Z) 0.0 psi 82.158 psi n/a PASS n/a 2-way Punching 2.613 psi 82.158 psi +1.20D+1.60L+0.50S Detailed Results -- — Soil Bearing Rotation Axis& Xecc Zecc Actual Soil Bearing Stress @ Location Actual I Allow _Load Combination... Gross Allowable (in) Bottom,-Z Top,+Z Left,-X Right,+X Ratio X-X.D Only 1.50 n/a 0.0 0.9125 0.9125 n/a n/a 0.608 X-X,+D+L 1.50 n/a 0.0 1.304 1.304 n/a n/a 0,869 X-X.+D+S 1.50 n/a 0.0 1.079 1.079 n/a n/a 0.719 X-X,+D+0.750L 1.50 n/a 0.0 1.206 1.206 n/a n/a 0.804 X-X,+D+0.750L+0.750S 1.50 n/a 0.0 1.331 1.331 n/a n/a 0.887 X-X,+D+0.60W 1.995 n/a 0.0 0.9125 0.9125 n/a n/a 0.457 X-X,+D+0.70E 1.995 n/a 0.0 0.9125 0.9125 n/a n/a !?.457 X-X,+D+0.750L+0.450W 1.995 n/a 0.0 1.206 1.206 n/a n/a 0.605 X-X,+D+0.750L+0.750S+0.450W 1.995 n/a 0.0 1.331 1.331 n/a n/a 0.657 X-X,+D+0,750L+0.750S+0.5250E 1.995 n/a 0.0 1.331 1,331 n/a n/a 0.667 X-X.+0.60D+0.60W 1.995 n/a 0.0 0.5475 0.5475 n/a n/a 0 274 X-X,+0.60D+0.70E 1.995 n/a 0.0 0.5475 0.5475 n/a n/a 0.274 Z-Z,D Only 1.50 0.0 n/a n/a n/a 0.9125 0.9125 0.608 Z-Z.+D+L 1.50 0.0 n/a n/a n/a 1.304 1.304 0.869 Z-Z,+D+S 1.50 0.0 n/a n/a n/a 1.079 1.079 0.719 Z-Z.+D+0.750L 1.50 0.0 n/a n/a n/a 1.206 1.206 0.804 Z-Z,+D+0.750L+0.750S 1.50 0.0 n/a n/a n/a 1.331 1.331 0.887 Z-Z,+D+0.60W 1.995 4.160 n/a n/a n/a 0.2904 1.535 0 769 Z-Z,+D+0.70E 1.995 2.659 n/a n/a n/a 0.5148 1.310 0.657 Z-Z,+D+0.750L+0.450W 1.995 2.361 n/a n/a n/a 0.7392 1.672 0,838 Z-Z.+D+0.750L+0.750S+0.450W 1.995 2.139 n/a n/a n/a 0.8642 1.797 0.901 Z-Z,+D+0.750L+0.750S+0.5250E 1.995 1.368 n/a n/a n/a 1.033 1.629 0 817 Z-Z,+0.60D+0.60W 1.995 6.933 n/a n/a n/a 0.0 1.177 0 5?0 Z-Z,+0.60D+0.70E 1.995 4,432 n/a n/a n/a 0.1498 0.9452 -"-A Rotation Axis& ------ -- - --- ----- -- ---- --..---- Load Combination... Overturning Moment —__ Resisting Moment Stability Ratio Status X-X,D Only None 0.0 k-ft Infinity OK X-X.+D+L None 0.0 k-ft Infinity OK X-X,+D+S None 0.0 k-ft Infinity OK X-X.+D+0.750L None 0.0 k-ft Infinity OK X-X,+D+0.750L-0.750S None 0.0 k-ft Infinity OK X-X.+D+0.60W None 0.0 k-ft Infinity G . X-X,+D+0.70E None 0.0 k-ft Infinity 2K X-X,+D+0.750L+0.450W None 0.0 k-ft Infinity OK X-X,+D+0.750L+0.750S+0.450W None 0.0 k-ft Infinity OK X-X,+D+0.750L+0.750S+0.5250E None 0.0 k-ft Infinity OK X-X.+0.60D+0.60W None 0.0 k-ft Infinity OK X-Y,,+0.60D+0.70E None 0.0 k-ft Infinity OK Project Title: Engineer: "7J - Project ID: '' TRANSOLYMPIC Project Descr: v- PO BOX 849 /�/�7 ENGINEERING, INC. MONTESANO,WA 98563 Printed:20 JUL 2017, General Foatin File=c:lUsersIMARKl.E-11D000ME-11ENERCA-1117046--1.EC6 g ENERCALC, NC.1983-2017,Build:6.17.4.30,Ver..6.17.4.30 Description: T'P PG)T:NG Overturning Stability Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Z-Z,D Oniv None 0.0 k-ft Infinity OK Z-Z,+D+L None 0.0 k-ft Infinity OK Z-Z,+D+S None 0.0 k-ft Infinity OK Z-Z.+D+0.750L None 0.0 k-ft Infinity OK Z-Z,+D+0.750L+0.750S None 0.0 k-ft Infinity OK Z-Z,+D+0.60W 2.847 k-ft 12.319 k-ft 4.327 OK Z-Z,+D+0.70E 1.820 k-ft 12.319 k-ft 6.769 OK Z-Z,+D+0.750L+0.450W 2.135 k-ft 16.279 k-ft 7.624 OK Z-Z.+D+0.750L+0.750S+0.450W 2.135 k-ft 17.966 k-ft 8.414 OK Z-Z,+D+0.750L+0.750S+0.5250E 1.365 k-ft 17.966 k-ft 13.162 OK Z-Z,+0.60D+0.60W 2.847 k-ft 7.391 k-ft 2.596 OK Z-Z.+0.60D+0.70E 1.820 k-ft 7.391 k-ft 4.061 OK Sliding Stability All units k Force Application Axis Load Combination... Sliding Force Resisting Force Stability Ratio Status X-X.D Only 0.0 k 5.558 k No Slidina OK X-X.+D+L 0.0 k 6.614k No Sliding OK X-X,+D+S 0.0 k 6.008 k No Slidina OK X-X,+D+0.750L 0.0 k 6.350 k No Sliding OK X-X.+D+0.750L+0.750S 0.0 k 6.687 k No Slidina OK X-X.+D+0.60W 0.4380 k 5.558 k 12.688 OK X-X.+D+0.70E 0.280 k 5.558 k 19.848 OK X-X.+D+0.750L+0.450W 0.3285 k 6.350 k 19.329 OK X-X.+D+0.750L+0.750S+0.450W 0.3285 k 6.687 k 20.356 OK X-X.+D+0.750L+0.750S+0.5250E 0.210 k 6.687 k 31.843 OK X-X,+0.60D+0.60W 0.4380 k 4.572 k 10.438 OK X-X.+0.60D+0.70E 0.280 k 4.572 k 16.329 OK Z-Z.D Only 0.0 k 5.558 k No Slidina OK Z-Z,+D+L 0.0 k 6.614 k No Slidina OK Z-Z,+0+S 0.0 k 6.008 k No Slidina OK Z-Z.+D+0.750L 0.0 k 6.350 k No Slidina OK Z-Z.+D+0.750L+0.750S 0.0 k 6.687 k No Slidina OK Z-Z,+D+0.750L+0.750S+0.5250E 0.0 k 6.687 k No Slidina OK Z-Z.+0.60D+0.60W 0.0 k 4.572 k No Slidina OK Z-Z.+0.60D+0.70E 0.0 k 4.572 k No Slidina OK. Z-Z.+D+0.60W 0.0 k 5.558 k No Slidina OK Z-Z,+D+0.70E 0.0 k 5.558 k No Slidina OK Z-Z,+D+0.750L+0.450W 0.0 k 6.350 k No Slidina OK Z-Z,+D+0.750L+0.750S+0.450W 0.0 k 6.687 k No Slidina OK Footing Fiexure Flexure Axis&Load Combination Mu Side Tension As Req'd Gym.As Actual As Phi Mn Status k-ft Surface inA2 in^2 in"2 k-ft X-X,+1.40D 0.2135 +Z Bottom 0.3888 Min Temo% 0.8267 52.785 OK X-X.+1.40D 0.2135 -Z Bottom 0.3888 Min TemD% 0.8267 52.785 O X-X.+1.200+1.60L 0.4959 +Z Bottom 0.3888 Min Temo% 0.8267 52.785 OK X-X.+1.200+1.60L 0.4959 -Z Bottom 0.3888 Min Temo% 0.8267 52.785 OK X-X,+1.20D+1.60L--0.50S 0.5376 +Z Bottom 0.3888 Min Temo% 0.8267 52.785 OK X-X.+1.20D+1.60L+0.50S 0.5376 -Z Bottom 0.3888 Min Temo% 0.8267 52.785 OK X-X,+1.20D+0.50L 0.2808 -i-Z Bottom 0.3888 Min Temo% 0.8267 52.785 OK X-X.+1.20D+0.50L 0.2808 -Z Bottom 0.3888 Min Temo% 0.8267 52.785 h X-X.+1.20D+0.50W 0.1830 +Z Bottom 0.3888 Min Temo% 0.8267 52.785 X-X.+1.20D+0.50W 0.1830 -Z Bottom 0.3888 Min Temo% 0.8267 52.785 X-X,+1.20D+0.50L+1.60S 0.4141 +Z Bottom 0.3888 Min Temo% 0.8267 52.785 X-X.+1.20D+0.50L+1.60S 0.4141 -Z Bottom 0.3888 Min Temo% 0.8267 52.785 X-X,+1.20D+1.60S+0.50W 0.3163 +Z Bottom 0.3888 Min Temo% 0.8267 52.785 X-X.+1.20D+1.60S-0.50W 0.3163 -Z Bottom 0.3888 Min Temo% 0.8267 52.785 X-X.+1.20D+0.50L+W 0.2808 +Z Bottom 0.3888 Min Tema% 0.8267 52.785 X-X.+1.20D+0.50L+W 0.2808 -Z Bottom 0.3888 Min Temo% 0.8267 52.785 X-X,+1.20D+0.50L+0.50S+W 0.3224 +Z Bottom 0.3888 Min Temo% 0.8267 52.785 X-X,+1.20D+0.50L+0.50S+W 0.3224 -Z Bottom 0.3888 Min Temo% 0.8267 52.785 Project Title: I TRANSOLYMPIC Ca LY1VI P I C Engineer: Ii) 7 Project ID: • � Project Descr: PO BOX 849 / ' r ENGINEERING, INC. MONTESANO,WA 98563 Printed:20 JUL 2017,7:19P1,1 G e ren a! F a ate n File=c:lUsers\MARKLE-11DOCUME-11ENERCA-1117046--1F" ENERCALC, NC.1983-2017,Build:6.17.4.30,Ver..6.17.4.30 t.tt • Description: TYF F00 T I'!G Footing Flexure Mu Side Tension As Req'd Gym .As Actual As Phf Mn Flexure Axis&Load Combination k-ft Surface 1n"2 in^2 1n"2 k-ft Statue X-X.+1.392D+0.50L+0.70S+E 0.3684 +Z Bottom 0.3888 Min Temo% 0.8267 52.785 OK X-X,+1.392D+0.50L+0.70S+E 0.3684 -Z Bottom 0.3888 Min Tema% 0.8267 52.785 OK X-X,+0.90D+W 0.1373 +Z Bottom 0.3888 Min Temo% 0.8267 52.785 OK X-X.+0.90D+W 0.1373 -Z Bottom 0.3888 Min Temo% 0.8267 52.785 OK X-X.+0.7080D+E 0.1080 +Z Bottom 0.3888 Min Temp% 0.8267 52.785 OK X-X,+0.7080D+E 0.1080 -Z Bottom 0.3888 Min Temo% 0.8267 52.785 OK Z-Z.+1.40D 0.2135 -X Bottom 0.3888 Min Temp% 0.8267 52.785 OK Z-Z,+1.40D 0.2135 +X Bottom 0.3888 Min Temp% 0.8267 52.785 OK Z-Z.+1.20D+1.60L 0.4959 -X Bottom 0.3888 Min Temp% 0.8267 52.785 OK Z-Z.+1.20D+1.60L 0.4959 +X Bottom 0.3888 Min Temo% 0.8267 52.785 OK Z-Z.+1.20D+1.60L+0.50S 0.5376 -X Bottom 0.3888 Min Temp% 0.8267 52.785 OK Z-Z.+1.20D+1.60L+0.50S 0.5376 +X Bottom 0.3888 Min Temo% 0.8267 52.785 OK Z-Z.+1.20D+0.50L 0.2808 -X Bottom 0.3888 Min Temp% 0.8267 52.785 OK Z-Z.+1.20D+0.50L 0.2808 +X Bottom 0.3888 Min Temp% 0.8267 52.785 OK Z-Z.+1.20D+0.50W 0.02196 -X Too 0.3888 Min Temp% 0.8267 52.785 OK Z-Z +1.20D+0.50W 0.3880 +X Bottom 0.3888 Min Temp% 0.8267 52.785 OK Z-Z,+1.20D+0.5OL+1.60S 0.4141 -X Bottom 0.3888 Min Temp% 0.8267 52.785 OK Z-Z.+1.20D+0.50L+1.60S 0.4141 +X Bottom 0.3888 Min Temp% 0.8267 52.785 OK Z-Z,+1.20D+1.60S+0.50W 0.1114 -X Bottom 0.3888 Min Temo% 0.8267 52.785 GK Z-Z.+1.20D+1.6OS+0.50W 0.5213 +X Bottom 0.3888 Min Temp% 0.8267 52.785 OK Z-Z.+1.20D+0,50L+W 0.1291 -X Too 0,3888 Min Temo% 0.8267 52.785 OK Z-Z.+1.20D+0,50L+W 0.6907 +X Bottom 0.3888 Min Temo% 0.8267 52.785 OK Z-Z.+1.20D+0.50L+0.50S+W 0.08747 -X Too 0.3888 Min Temp% 0.8267 52.785 OK Z-Z.+1.20D+0.50L+0.50S+W 0.7324 +X Bottom 0.3888 Min Temp% 0.8267 52.785 OK Z-Z,+1.392D+0.50L+0.70S+E 0.1438 -X Bottom 0.3888 Min Temp% 0.8267 52.785 OK Z-Z.+1.392D+0.50L+0.70S+E 0.5930 +X Bottom 0.3888 Min Temp% 0.8267 52.785 OK Z-Z.+0.90D+W 0.250 -X Too 0.3888 Min Temo% 0.8267 52.785 OK Z-Z.+0.90D+W 0.5597 +X Bottom 0.3888 Min Temo% 0.8267 52.785 OK Z-Z.+0.7080D+E 0.1166 -X Too 0.3888 Min Temp% 0.8267 52.785 0K Z-Z.+O.7080D+E 0.3326 +X Bottom 0.3888 Min Temp% 0.8267 52.785 OK One Way Shear Load Combination... _ Vu @-X Vu @+X Vu_@•Z Vu @+Z Vu_Max Phi Vn Vu 1 Phi*Vn Status _ +1.40D 0.00 psi 0.00 osi 0.00 psi 0.00 osi 0.00 osi 82.16 psi 0.00 0.00 +1.20D+1.60L 0.00 osi 0.00 psi 0.00 psi 0.00 psi 0.00 psi 82.16 osi 0.00 0.00 +1.20D+1.60L+0.50S 0.00 osi 0.00 psi 0.00 psi 0.00 psi 0.00 osi 82.16 psi 0.00 0.00 +1.20D+0.50L 0.00 osi 0.00 psi 0.00 psi 0.00 osi 0.00 psi 82.16 psi 0.00 0.100 +1.20D+0.50W 0.00 psi 0.00 psi 0.00 osi 0.00 psi 0.00 psi 82.16 psi 0.00 0.00 +1.20D+0.50L+1.60S 0.00 osi 0.00 psi 0.00 psi 0.00 osi 0.00 osi 82.16 psi 0.00 0.00 +1.20D+1.60S+0.50W 0.00 osi 0.00 psi 0.00 psi 0.00 osi 0.00 psi 82.16 PSI 0.00 0.00 +1.20D+0,50L+W 0.00 osi 0.00 osi 0.00 psi 0.00 osi 0.00 psi 82.16 psi 0.00 0.00 +1.20D+0.50L+0.50S+W 0.00 osi 0.00 psi 0.00 psi 0.00 psi 0.00 psi 82.16 psi 0.00 0.00 +1.392D+0.50L+0.70S+E 0.00 psi 0.00 psi 0.00 psi 0.00 psi 0.00 osi 82.16 psi 0.00 0.00 +0.90D+W 0.00 osi 0.00 osi 0.00 psi 0.00 psi 0.00 psi 82.16 psi 0.00 0 00 +0.7080D+E 0.00 psi 0.00 psi 0.00 psi 0.00 psi 0.00 psi 82.16 psi 0.00 T w r.W;y"Punching"Shear All units k Load Combination... Vu Phi*Vn Vu I Phi*Vn Status +1.40D 1,04 psi 164.32psi 0.006316 +1.20D+1.60L 2.41 psi 164.32psi 0.01467 +1.20D+1.60L+0.50S 2.61 psi 164.32psi 0.0159 +1.20D+0.50L 1.37 psi 164.32ps! 0.008306 +1.20D+0.50W 0.92 psi 164.32psi 0.005581 +1.20D+0.50L+1.60S 2.01 psi 164.32psi 0.01225 +1.20D+1.60S+0.50W 1.57 psi 164.32psi 0.009525 +1.20D+0.50L+W 1.42 psi 164.32psi 0.008641 +1,20D+0.50L+0.50S+W 1.62 psi 164.32psi 0.009873 +1.392D-+0.50L+0.70S+E 1.82 psi 164.32 osi 0.01108 +0.90D+W 0.79 psi 164.32psi 0.004823 +0.7080D+E 0.55 psi 164.32 psi 0.003377 W Version: 3.1 Designed on: 1 .2017 Vy'(a r .r 1 • � �j ASD Method How to Order Pro utVclopBd by: EQrurn Engineers Prter�ata Print Version Setup Beam or Girder C Joist or Rafter Member# R Hi Member at " Roo' Location: END WALL HEADER Repetitive Use?I Nominal Size : ? ? 2 x 6 Incised for PT? No Yes Species= Hem-Fir Flat Use: No Yes Dimension Lumber_' Grade= No.2 Moisture Content: X19% <19q Span(L)= 8 ft - 0 in Temperature(°F): — <100 100-125 125-150 Tributary Width(B)= 3 ft - 0 in Unsupported Length(Iu)= 2 ft - 0 in Set Duration Factors with Cantilever Set Deflection Limits T with Point Load(s) Reset Loads to Zero C with Sloped Load(s) ;........._ ... .._......-.......:.....................'......... ._.. L (r,essed-down but,'-l- as w(psf) LOADING Load Type Max.Span = i Dead Load Uniform w(psf)= 15 R1 R2 Stress and/or Deflection Check -.► OK A c t u a I Allowable Ratio Snow Load Uniform w(psf)= 25 Max fv(psi)&V(lb) _' 167 1841 23% CD=1.15 Max fb(psi)&M(Ib-ft) +;v 1013 1276 75% Total Load Max.Deft.(in) -0.24 U401 0.53 45% Live Load Max.Dell.(in) -0.15 L/64_ LJ24c 0.40 37% Adjustment Factors WD forFb forFv forE 400 Wet Service Cm= 1.00 0.97 0.90 C Temperature Ct= 1.00 1.00 1.00 - Beam Stability CL= 1.00 N/A NIA -sos Size CF= 1.30 N/A N/A Flat Use CTz = 1.00 N/A N/A Shear Force,V(lb) Incising C;= 0.80 1.00 0.95 Repetitive Member Cr= 1.00 N/A N/A 1500 Buckling Stiffness CT N/A N/A 1.08 1000 (C r for Emin only) Design Values in psi 500 Fb Fv E Emin 0 Reference ;5v ;SG 1 _10rt" -'� op Adjusted 1013 167 1111500 401851 Bending Moment,M(lb-ft) Section Properties _ _ ___.__� breadth(b)= 3 in depth(d)= 5.5 in Area(A)= 16.5 inA2 ox° _ Section Modulus(Sx)= 15.1 inA3 Moment of Inertial(lx)= 41.6 inA4 Total Load Deflection(in) D Version 3.t designed on: July 17 2017 t• i LSD M ethcd How to 27 o;d:r Pro Developed b.` Forum Engineers Enter Data Print Version Setup c: Beam or Girder C Joist or Rafter Member# RH2 Member at eooi Location : SIDE WALL HEADER Repetitive Use?i Nominal Size : ' 2 ' 2 x 6 Incised for PT Yes Species= Hem-Fir Flat Use: No Yes Dm mension Lumber`_ Grade= No.2 Moisture Content: <19% >19% Span(L)= 4 ft - 0 in Temperature(°F):I <100 100-125 125-150 Tributary Width(B)= 7 ft - 6 in Unsupported Length(1u)= 2 ft - 0 in i set Duration Factors I-- with Cantilever '• Set Deflection Limits (— with Point Load(s) Reset Loads to Zero I with Sloped Load(s) _...:..........F................ -_............... .._.........__.._ L ;i0:esse:-down butt; _ w(psf) LOADING Load Type Max.Span = , Dead Load Uniform w(psf)= 15 R1 R2 Stress and/or Deflection Check -OK A c t u a / Allowable Ratio Snow Load Uniform w(psf) Max fv(psi)&V(lb) 463 167 1841 25% CD=1.15 Max fb(psi)&M(lb-fl) 476 00 1013 1276 47% Total Load Max.Defl.(in) -0.04 O1284 L/160 0.27 14% Live Load Max.Defl.(in) -0.02 L!2055 L/240 0.20 12% Adjustment Factors 501 for Fb for Fv for E 50 .00 Wet Service CM= 1.00 0.97 0.90 Temperature Ct= 1.00 1.00 1.00 Beam Stability CL= 1.00 N/A NIA .000 Size CF= 1.30 N/A N/A Flat Use Ct<,= 1.00 N/A N/A Shear Force,V(lb) Incising C;= 0.80 1.00 0.95 Repetitive Member Cr= 1.00 N/A N/A 1000 Buckling Stiffness CT= N/A N/A 1.08 (C T for Emin only) 500 Design Values in psi Fb Fv E Emin 0 Reference Adjusted 1013 167 1111500 4018 Bending Moment,M(lb-fl) Section Properties breadth(b)= 3 in depth(d)= 5.5 in Area(A)= 16.5 1n"2 Section Modulus(Sx)= 15.1 in"3 Moment of Inertial(Ix)= 41.6 in"4 Total Load Deflection(in) /'GyG /I/JL t Vers io'i: 3.1 Designed on: July 17.2017 ® Si) (:TPtt'Gd nowt° Order Pro Developed by: 9 Forum Engineers Enter Data Print Version Setup tr Beam or Girder Joist or Rafter Member# FJ 1 Member atl Location: TYP FLR JOIST Repetitive Use? Nominal Size : ( 1 ) 2 X 6 Incised for PT? No Yes Species= Hem-Fir Flat Use: No Dimension Lumber Grade= No.2 Moisture Content: <19% Span(L)= 8 ft - 0 in Temperature(°F): <ioo 100-125 125-150 Spacing(S)= 16 in Unsupported Length(lu)= 2 ft - 0 in Set Duration Factors r with Cantilever Set Deflection Limits r with Point Load(s) Reset Loads to Zero r with Sloped Load(s) L p v`L- ..........__........................................... .........._: sea-down bhltr;-,c are saw W s 11111111111 IllIllIllIll IllIllIllIll 11111111: LOADING Load Type Max.Span = = Dead Load j Uniform w(psf)_ RI R2 Stress and/or Deflection Check -• OK A c t u a I A l l o w a b l e Ratio Floor Live Uniform w(psf)= Max fv(psi)&V(Ib) 146 800 30% CD=1.00 Max fb(psi)&M(lb-ft) 8µc X33 996 628 85% Total Load Max.Defl.(in) -0.27 U361 L/240 0.40 66% Live Load Max.Defl.(in) -0.21 LJ451 U36C 0.27 80% Adjustment Factors I aW for Fb for Fv for E °°° Wet Service CM= 1.00 0.97 0.90 o Temperature Ct= 1.00 1.00 1.00 Beam Stability CL= 0.98 NIA N/A s� Size CF= 1.30 N/A N/A Flat Use Ct = 1.00 N/A N/A Shear Force,V(lb) Incising Ci= 0.80 1.00 0.95 Repetitive Member Cr= 1.15 N/A N/A 600 Buckling Stiffness CT= N/A N/A 1.08 400 (C r for Emin only) Design Values in psi 200 Fb Fv E Emin 0 Reference Adjusted 996 146 1111500 40185 Bending Moment,M(lb-ft) Section Properties breadth(b)= 1.5 in depth(d)= 5.5 in Area(A)= 8.3 in"2 Section Modulus(Sx)= 7.6 in^3 Moment of Inertial(ix)= 20.8 inA4 Total Load Deflection(in) t n Version: 3.1 Designed on: Juty 17,2017 ASD Method -tow to Order'Pro Developed by: 9 Forum Engineers Enter Data Print Version Setup r_ Beam or Girder • Joist or Rafter Member# FJ2 Member at Location: TYP FLR JOIST Repetitive Use? Nominal Size : 1 ` 2 x 8 Incised for PT? I es Species= Hem-Fir Flat Use: NoYes Din,tensior Lumber"" Grade= No.2 Moisture Content: <19%. Span(L) I Cantilevered Length(CL)= 8 ft - 0 in / 3 ft - 0 in Temperature(°F):[ T '_100-125 125-150 Spacing(S)= 24 in Unsupported Length(lu)@L I @CL m 2 ft - 0 in / 2 ft - 0 in i Set Duration Factors R with Cantilever Set Deflection Limits r with Point Load(s) Reset Loads to Zero r with Sloped Load(s) ` ..................----- csoed d '. n but._" L W S � CL � 111111 I 1111 I 1111 I lIllIllIlIll IllIllIllIll lll1lIIlIIllIllllII 11111111111 LOADING Load Type Dead Load! Uniform w(psf)= 10 R1 R2 Stress and/or Deflection Check -- Of€ A c t u a I Allowable Ratio Floor Live Uniform w(psf)_ 40 Max fv(psi)&V(lb)on L __ 2 146 1055 34% Max fv(psi)&V(lb)on CL 33 240 146 1055 23% CD= t.00 Max fb(psi)&M(Ib-ft)on L 689 755 914 1001 75% Max fb(psi)&M(lb-ft)on CL -333 -365 914 1001 36% Max Defl_TL(in)within L -0.16 L'591 L1240 0.40 41% Max Defl_LL(in)within L -0.14 Lf689 L'360 0.27 52% Deflection_TL(in)@ CL end 0.05 1:L 1674 CL 120 0.30 18% Deflection_LL(in)@ CL end 0.04 01.1862 CU180 0.20 21% Adjustment Factors .00 for Fb for Fv for E Wet Service CM= 1.00 0.97 0.90 Temperature Ct= 1.00 1.00 1.00 _ Beam Stability CL= 0.97 N/A N/A Size CF= 1.20 N/A N/A Flat Use C11,= 1.00 N/A N/A Shear Force,V(lb) Incising Ci= 0.80 1.00 0.95 Repetitive Member Cr= 1.15 N/A N/A 1000 1 Buckling Stiffness CT= N/A N/A 1.08 500 (C r for Emin only) 0 Design Values in psi -500 Fb Fv E Emin -1000 J Reference Adjusted 914 146 1111500 40185 Bending Moment,M(Ib-ft) Section Properties breadth(b)= 1.5 in - -� depth(d)= 7.25 in .-.---.-----.-S-------------.-------.— Area(A)= 10.9 in^2 Section Modulus(Sx)= 13.1 in^3 Moment of Inertial(Ix)= 47.6 inA4 Total Load Deflection(in) wVersion' 3.1 Designed on: July 17.2017 VVr� J r r r i 1 r yew to Order Pro ASD Method Developed'o . Forum Engineers� Winter Data Print Version Setup Jc Beam or Girder Joist or Rafter Member# FJ2 Member at, ter Location: TYP FLR JOIST Repetitive Use? Nominal Size : ( 1 ) 2 x 6 Incised for PT? No Yes Species= Hem-Fir Flat Use: No Yes Dime;_s cn Lurnber Grade= No.2 Moisture Content: <19%° >19% Span(L) I Cantilevered Length(CL)= 8 ft - 0 in / 3 ft - 0 in Temperature(°F):[ _100-125 125-150 Spacing(S)= 16 in Unsupported Length(1u)@L I @CL= 2 ft - 0 in / 2 ft - 0 in Set Duration Factors with Cantilever Set Deflection Limits Pwith Point Load(s) Reset Loads to Zero F with Sloped Load(s) ..........--......................... Y._ ._.�.__.................... .....__. ,;•i u are e L w(osfl CL III IllIttIllIll III 111111111 III 11111111111111111111111111 11111111 LOADING Load Type Dead Load Uniform w(psf)= 10 RI R2 Stress and/or Deflection Check OK A c t u a I A l l o w a b l e Ratio Floor Live Uniform w(psf)= 40 Maxfv(psi)&V(Ib)onL K ___ 146 800 311% Max fv(psi)&V(lb)on CL 31 169 146 800 21% CD=100 Max fb(psi)&M(lb-ft)on L 799 503 996 628 80% Max fb(psi)&M(lb-ft)on CL -386 -243 996 628 39% Max Defl_TL(in)within L -0.25 L1387 L'2< 0.40 62% Max Defl_LL(in)within L -0.21 L1451 0.27 80% Deflection_TL(in)@ CL end 0.08 CL/441 ,,..._: 0.30 27% Deflection_LL(in)@ CL end 0,06 CL/584 _- 0.20 32% Adjustment Factors �o for Fb for Fv for E ,� Wet Service CM= 1.00 0.97 0.90 � Temperature Ct= 1.00 1.00 1.00 Beam Stability CL= 0.98 NIA N/A Size CF= 1.30 N/A N/A Flat Use Ctu= 1.00 N/A N/A Shear Force,V(lb) Incising Ci= 0.80 1.00 0.95 Repetitive Member Cr= 1.15 N/A N/A 500 Buckling Stiffness CT= N/A N/A 1.08 (C T for Emin only) 0 Design Values in psi Fb Fv E Emin -500 Reference 850 150 '"00oPti Adjusted 996 146 1111500 40185 Bending Moment,M(lb-ft) Section Properties breadth(b)= 1.5 in —, depth(d)= 5.5 in ° ] Area(A)= 8.3 in^2 -0� Section Modulus(Sx)= 7.6 in^3 Moment of Inertial(Ix)= 20.8 in^4 Total Load Deflection(in) / 70h/6 mTL wVersion- 3.1 Designed on: July 17.2017 Wr� f ra r rr r r ►• r ��r How to LSD i�letb rder Pro Developed by. 9 Forum Engineers Enter Data Print version ..........................._„.-=— _.._,.:_,._, Setup ,.: Beam or Girder Joist or Rafter Member# FB 1 Member at Floor ^°O' Location : TYP FLR BEAM Repetitive Use? Nominal Size : ( 1 ) 6 x 10 Incised for PT? No Yes Species= Hem-Fir Flat Use: �oY " Beams& Stringers '' Grade= No.1 Moisture Content: Span(L)= 12 ft 0 in Temperature(°F):[ T' 1.00-125 125-150 Tributary Width(B)= 8f1 - 0 in Unsupported Length(lu)= 2 ft - 0 in 4 Set Duration Factors F with Cantilever Set Deflection Limits E with Point Load(s) Reset Loads to Zero F_ with Sloped Load(s) ......... ........ .... ................: L w s LOADING Load Type Max.Span = 3 Dead j Uniform w(psf)= 10 RI R2 30 lb Stress and/or Deflection Check - ► OK A c t u a I Allowable Ratio Floor Live Uniform w(psf)= 40 Max fv(psi)&V(Ib) 3 r 140 4877 43% CD=1.00 Max fb(psi)&M(Ib-ft) 1044 7200 1048 7228 100% Total Load Max.Deft.(in) -0.37 L/394 !j240 0.60 61% Live Load Max.Defi.(in) -0.29 Li493 L"360 0.40 73% Adjustment Factors for Fb for Fv for E ° Wet Service CM= 1.00 1.00 1.00 0 Temperature Ct= 1.00 1.00 1.00 _ Beam Stability CL= 1.00 N/A N/A -9000 Size CF= 1.00 N/A N/A Flat Use Cfu= 1.00 N/A N/A Shear Force,V(lb) Incising Ci= 1.00 1.00 1.00 Repetitive Member Cr= 1.00 N/A N/A 10000 Buckling Stiffness CT= N/A N/A 1.08 (C T for Emin only) 5000 Design Values in psi Fb Fv E in 0 Reference Adjusted 1048 140 1300000 47000 Bending Moment,M(lb-ft) Section Properties breadth(b)= 5.5 in -... ._� depth(d)= 9.5 in Area(A)= 52.3 in^2 Section Modulus(Sx)= 82.7 in^3 Moment of Inertial(Ix)= 393.0 in^4 Total Load Deflection(in) Version: 3-1 Designed on: July 17,2017 Wry l t r l•. , ASD Method Howl -' Order Pro -- Developed by: Forum Engineers Enter Data Print Version Setup 1 Beam or Girder C Joist or Rafter Member# FB 1 Member at For R�f Location: TYP FLR BEAM Repetitive Use?l Nominal Size : 1 6 X 12 Incised for PT? No Yes Species= Hem-Fir Flat Use: No Yes Beams&Stringers" Grade= No.2 Moisture Content:_ ! _J Span(L)= 12 ft - 0 in Temperature(°F):j <100 eo-12s its-150 Tributary Width(B)= 8ft - 0 in Unsupported Length(lu)= 2 ft - 0 in € Set Duration Factors f with Cantilever Set Deflection Limits r with Point Load(s) Reset Loads to Zero E with Sloped Load(s), L ;plesseu dowr,buttons are seleC' _ w(psf) LOADING Load Type Max.Span = �} Dead Load Uniform w(psf)= 10 R1 R2 ib Stress and/or Deflection Check ---t~ NG A c t u a l Allowable11O Ratio Floor Live Uniform w(psf)= 40 Max fv(psi)&V(lb) 48 2017 140 5903 34% I If I CD=1.00 Max fb(psi)&M(lb-fl) T3 7200 674 6810 106% Total Load Max.Defl.(in) -0.24 L1592 L'240 0.60 41% Live Load Max.Defl.(in) -0.19 L1?40 LTC- 0.40 49% Adjustment Factors 2°°° for Fb for Fv for E „00 Wet Service CM= 1.00 1.00 1.00 u Temperature Ct= 1.00 1.00 1.00 Beam Stability CL= 1.00 N/A N/A soon Size CF= 1.00 N/A N/A Shear Force,V(lb) Flat Use Cf,= 1.00 N/A N/A Incising Ci= 1.00 1.00 1.00 Repetitive Member Cr= 1.00 N/A N/A 10000 Buckling Stiffness CT= N/A N/A 1.09 (Cr for Emin only) 5000 Design Values in psi Fb Fv E Emin 0 Reference Adjusted 674 140 1100000 40000 Bending Moment,M(lb-fl) Section Properties breadth(b)= 5.5 in depth(d)= 11.5 in Area(A)= 63.3 in^2 Section Modulus(Sx)= 121.2 in^3 Moment of Inertial(Ix)= 697.1 in^4 Total Load Deflection(in) / 7'4'A i 7 UP) . V ers io 1: 3,1 Designed cn: u y 17.2017 ASD iViePiod How o �raer Pro Developed by: 9 Forum Engineers Enter Data Print Version Setup Ic- Beam or Girder Joist or Rafter Member# FB2 Member at RoM Location: FLR BEAM BELOW WALLS Repetitive Use? Nominal Size : (3) 2 x 8 Incised for PT? I Yes Species= Hem-Fir Flat Use: No res Dimension Lumber Grade= No.2 Moisture Content: <19% '19% Span(L)= 8 ft 0 in Temperature(°F): <100 100-125 125-150 Spacing(S)= 12 in Unsupported Length(lu)= 2 ft - 0 in Set Duration Factors f with Cantilever Set Deflection Limits (^ With Point Load(S) Reset Loads to Zero fl with Sloped Load(s) ...:..,.,.._.,.,....�,.. �....--....t_.__.:..........:................................_....................... L I ,pressed-dov:'n butto`..are se_ w s LOADING Load Type Max.Span = _ Dead Load Uniform w(psf)= 212 R1 R2 Stress and/or Deflection Check -- ► NG A of u a I Allowable Ratio Snow Load Uniform w(psf)_ 268 Max fv(psi)&V(lb) 75 1630 167 3639 45% v CD=1.15 Max fb(psi)&M(lb-ft) i' :842 1077 3537 109% Total Load Max.Defi.(in) -0.28 L345 Lr180 0.53 52% Live Load Max.Defl.(in) 0.16 L617 L1240 0.40 39% Adjustment Factors 2 for Fb for Fv for E w° Wet Service CM= 1.00 0.97 0.90 0 Temperature Ct= 1.00 1.00 1.00 ;5W Beam Stabty CL= 1.00 N/A N/A - Size CF= 1.20 N/A N/A Shear Force,V(lb) Flat Use Cs,= 1.00 N/A N/A Incising Ci= 0.80 1.00 0.95 Repetitive Member Cr= 1.15 N/A N/A 6000 Buckling Stiffness CT= N/A N/A 1.08 4000 (Cr for Emin only) Design Values in psi 2000 Fb Fv E Emin p Reference uC G Adjusted 1077 167 1111500 40185 Bending Moment,M(lb-ft) Section Properties breadth(b)= 4.5 in depth(d)= 7.25 in Area(A)= 32.6 in^2 9W Section Modulus(Sx)= 39.4 in^3 Moment of Inertial(lx)= 142.9 in^4 Total Load Deflection(in) a7/a7 Version. 3.1 Designed on: July 17.20.7 ASD !`. ethOd " ' How to Order Pro Deve+oped by: 9 Forum Engineers Enter Date Print Version Setup c Beam or Girder Fo Joist or Rafter Member# FB2 Member at Roof Location : FLR BEAM BELOW WALLS Repetitive Use? Nominal Size : (5 ) 2 x 6 Incised for PT? No Yes Species= Hem-Fir Flat Use: Na �Yes `" Dimension Lumber"_ Grade= No.2 Moisture Content: <19% j Span(L)= 8 ft - 0 in Temperature(°F): <100 100-125 125-150 Spacing(S)= 12 in Unsupported Length(lu)= 2 ft - 0 in Set Duration Factors E with Cantilever Set Deflection Limits (— with Point Load(s) Reset Loads to Zero L with Sloped Load(s) .. ..L p-....�.----_....:..._..._.:-.. .. .:.................................._----.... reSsed-dov.o buttor;s..ore.. w(psf) LOADING Load Type Max.Span = - Dead Load Uniform w(psf)= 212 R1 R2 I j 2Ib Stress and/or Deflection Check -- ► NG A c t u a l Allowable Ratio Snow Load I Uniform w(psf)= 268 Max fv(psi)&V(Ib) _ 167 4601 37% CD=1.+.5 Max fb(psi)&M(lb-ft) 1219 3840 1168 3681 104% j Total Load Max.Dell.(m) -0.38 0251 L/180 0.53 72% Live Load Max.Dell.(in) -0.21 L1449 J240 0.40 53% Adjustment Factors forFb forFv forE Wet Service CM= 1.00 0.97 0.90 s o Temperature Ct= 1.00 1.00 1.00 Beam Stability CL= 1.00 N/A N/A .moo Size CF= 1.30 N/A N/A Shear Force,V(lb) Flat Use Cs,= 1.00 N/A N/A Incising Ci= 0.80 1.00 0.95 Repetitive Member Cr= 1.15 N/A N/A 6000 Buckling Stiffness CT= N/A N/A 1.08 4000 (C T for Emin only) Design Values in psi 2000 Fb Fv E Emin 0 Reference Adjusted 1168 167 1111500 40185 Bending Moment,M(lb-It) Section Properties breadth(b)= 7.5 in depth(d)= 5.5 in ^- �----�-P Area(A)= 41.3 inA2 Section Modulus(Sx)= 37.8 in/!3 Moment of Inertial(Ix)= 104.0 in^4 Total Load Deflection(in) MASON COUNTY PLANNING I CHECKLIST Planner Assigned: Grace (GBM Kell (KIM) Ron (REB) Permit #: - '� - 3 PLA IIme: 9 2 n zo j Owners e: G D Project bx16 f m nC Commercial Site Plan: (J urn u S I�O rYl SEP 272017 .,e1North Arrow 615 W. Alder Street ,,e'Property Dimensions: dU r— xS OVi2-f - Irregular Shape ? yes no Streets and Driveways shown —Road Frontage Name: /-J 3 hce - _ - t31 71tLJt ,a•'All Existing Structures Shown with setbacks and use. Identified Surface water(streams,ponds, shoreline,wetlands,natural/historic drainage, defined drainage) .-ff Topography (slopes) -/ 1C,_ ff - Minimum Structure Setbacks (direction/setback): 5-j yz f�,fve E a VzQ,•--& L i,o F / Si /_____S2 , 'Utility an Drainage Easements: yes no 1 yes en er condition #5022) :Other Easements .�Accessory Appurtenances: prop tank He' ump .,,..a-Does 1]site plan show landings at all exits ? �l��� �] }}lam ___4anc Y11 ed fi r: <, / s-��) D r aces ailett + --a-C—otmty Access Permit Needed (add condition #0010),7 " --e-State Access Permit needed (add condition #0020 L)K lS+1 n e ❑ Standard Planning conditions: #5019 and #700 . Are there any impediments (dogs/gates) that may restrict access to your site? yes(' es( no o If yes, do we need ae yyes no ,a Is site clearly marked. Address Jo Will be posted when address assigned) Name Other: 2 ZONING UGA'S ALLYN/BELFAIRISHELTON Rural LAND DESIGNATIONS GC PF R-1 R-1P RC 1 RR 2.5 AGRICULTURAL POS FR R-2 R-1R RC 2 RR 5 LTCFL BI GC-CI R-3 RI RC 3 IN-HOLDING HC LTA R-5 RT RMF RR 20 TRIBAL T MU R-10 RT/RTC RNR MHP BP VC RAC NR Critical Areas: (streams,ponds, shoreline, wetlands &steep slopes) Shoreline Designation: o N/A Rural ❑ Conservancy o Natural Water Bo LI c SEPA: yes no unkno Flood Plain: yes no u4nyh Map # Aquifer echarge: yes 70:��nown -Map# Tags/Cases: RLC/SPI: 5 P 1 C 6 year Reforestation: yes .n DDR/ tic Eagle Nest Tag: yes GEO SEP/ HX: 2"l `(- OTHER Parcel Tags?: es no LcLndl ct .x1c�-h vLf� ô rZ f {c LL UN J z zmm STRUCTURAL NOTES RICK AND CAROL ANDERSON - BOAT HOUSE REPLACEMENT OE, p1 GENERAL NOTES: N (' <2 0 THESE STRUCTURAL NOTES SUPPLEMENT THE DRAWINGS.ANY DISCREPANCY FOUND AMONG 13300 NE NORTH SHORE ROAD, BELFAIR,L FA I R, WA 98528 w o THE DRAWINGS,THESE NOTES,AND THE SITE CONDITIONS SHALL BE REPORTED TO THE ENGINEER,WHO SHALL CORRECT SUCH DISCREPANCY IN WRITING.ANY WORK DONE BY THE CONTRACTOR AFTER DISCOVERY OF SUCH DISCREPANCY SHALL BE DONE AT THE CONTRACTOR'S K Z �m RISK. GUTTERS RS. Ix6 VE FFA ~ THE CONTRACTOR SHALL VERIFY AND COORDINATE THE DIMENSIONS AMONG ALL DRAWINGS AND FASCk, TIP. ua END. TYPICAL SHEAR WALL NOTES M PRIOR TO PROCEEDING WITH ANY WORK OR FABRICATION.THE CONTRACTOR SHALL DOWN COORDINATE BETWEEN THE ARCHITECTURAL DRAWINGS AND THE STRUCTURAL DRAWINGS. SPOUTS, WEST SIDE USE LMA-62 OR 1/2'DIA,BY 10"ANCHOR BOLTS(ABS:WITH SINGLE 2X PLATES AND 1/2"DIA.BY 12"AB'S WITH 3X PLATES THE ARCHITECTURAL DIMENSIONS ARE TAKEN TO BE CORRECT WHEN IN CONFLICT WITH THE TYP. SPACED AS SHOWN ON THE DRAWINGS.AS'S SHALL HAVE 7"OF EMBEDMENT INTO FOOTING,SHALL BE CENTERED IN THE STUD STRUCTURAL DRAWINGS.THE CONTRACTOR IS RESPONSIBLE FOR ALL BRACING AND SHORING T2 WALL,AND SHALL PROJECT THROUGH THE BOTTOM PLATE OF THE WALL USE GALVANIZED PLATE WASHERS SUFFICIENT TO DURING CONSTRUCTION.25 PSF(ROOF-SNOW PER MASON COUNTY) SIDING TMOUS RESIST CORROSION FROM CONTACT WITH TREATED WOOD.REFER TO TREA AND HARD MANUFACTURER'S ALL CONSTRUCTION SHALL CONFORM TO THE APPLICABLE PORTIONS OF THE 2015 OR LATEST 5 HARDI-LAP INSTRUCTIONS. PLATE WASHERS AT EACH BOLT SHALL BE A MINIMUM 0 2 IN S BY 2 INCHES 16 INCH THICK.A EDITION OF THE INTERNATIONAL BUILDING CODE EXCEPT WHERE NOTED. PER C ACTOR'S OPTION,USE 2X PLATES AND PROVIDE ANCHOR BOLT SPACING HALF OF THAT SHOWN ON THE DRAWINGS IN OWNER LIEU OF 3X PLATES IF TOTAL SHEAR IS LESS THAN 600PLF.SEE SHEARWALL SCHEDULE. DESIGN CRITERIA: ALL WALL SHEATHING SHALL BE 1/2"CDX PLYWOOD,5/8"T1.11 SIDING,OR 7/16"OSB WITH EXTERIOR EXPOSURE GLUE AND CEMEN1, LIVE LOAD =40 PSF(FLOOR) * 8040 FIXED 2_0. OHANG SPAN RATED"SR 24/0"OR BETTER UNLESS NOTED OTHERWISE IN THE SHEARWALL SCHEDULE.ALL FREE SHEATHING EDGES TIP. SHALL BE BLOCKED WITH 214 OR 2X6 FLAT BLOCKING EXCEPT NOTED ON DRAWINGS OR BELOW. to 2. DEAD LOAD -15 PSF(COMP ROOF) 42"HIGH ALL NAILS SHALL BE 6D,ED OR SOD COMMON(6D COMMON NAILS MUST BE 0.113 INCH DIAMETER,8D COMMON NAILS MUST = 15 PSF(FLOOR) RAILING W/ BE 0.131 INCH DIAMETER,SENCO KC27 NAILS ARE EQUIVALENT.IF 100 COMMON NAILS ARE CALLED FOR THE DIAMETER MUST y 150 PCF(CONCRETE) 4'GALV. BE 0.148 INCHES,SENCO MD23 NAILS ARE EQUIVALENT).ALL NAILS INTO TREATED WOOD SHALL BE GALVANIZED AND 3. PARTITION = SO PSf(FLOORS) MESF'I, 1W. APPROVED TO RESIST CORROSION DUE TO CONTACT WITH TREATMENT. TO TREATED WOOD AND HARDWARE 4. WIND - 2015 IBC EXPOSURE C @ 110 MPH 3 SEC GUST MANUFACTURER'S INSTRUCTIONS.NAIL SPACING SHEATHING AL E REQUIRED LO A IN EARTHQUAKE= 2015 BC:15=1.00 55=1.426 Si=0.590 SITE CLASS D, THE DRAWINGS.NAIL GS HALL BE 12"O.C.FOR ALL FIELD NAILING EXCEPT AS NOTED. RISK CATEGORY II,DESIGN CATEGORY D,SDS=0.951,SD1=0.590 R•6.5 CONCRETE POURED — — — CONCRETE LIGHT FRAMED WOOD SHEARWALLS INSIDE HDPE POSTS AND HOLD DOWNS ARE SIMPSON"STRONG TIE"AND SHALL BE INSTALLED PER THE MANUFACTURE'S RECOMMENDATION. CS=0.146 STRENGTH,0.7CS=0.1022 AGO RHO=1.3 PIPE; TO REMAIN, TYP. FOOTINGS, TIP. EQUIVALENT HOLDOW NS BY UNITED STEEL PRODUCTS COMPANY"KANT-SAG"THAT HAVE ICSO APPROVAL CAN BE W co 5. SOIL = 1500 PSF,ASSUMED BEARING CAPACITY -- - SUBSTITUTED IN PLACE OF SIMPSON HOLD DOWNS.ALL HARDWARE IN CONTACT WITH TREATED WOOD SHALL BE STAINLESS CONCRETEAREINFORCING STEEL' - OR GALVANIZED AND APPROVED TO RESIST CORROSION DUE N. WOOD AND HARDWAREMANUFACTURER'S INSTRUCTIONS, O :-: z 1. ALL CONCRETE WORK SHALL BE PER THE 2015 IBC CHAPTER 19.TOLERANCES SHALL BE - NOTE:DOUBLE 2X STUDS MAY BEE SUBSTITUTED FOR 3X STUDS AT CONTRACTOR OPTION PROVIDED THEY ARE GLUED AND PER IBC CHAPTER 19,SECTION 07.MIXING,PLACEMENT,AND INSPECTION -- - --= NAILED TOGETHER WITH 1ODS AT THE NAIL SPACING FOR PANEL EDGES SPECIFIED FOR THE SHEAR WALL(NOT LESS THAN 1ODS SHALL BE PER SECTIONS 03,04,05,AND 06. - BEACH -- AT 3"ON CENTER).EACH STUD SHALL RECEIVE EDGE NAILING FROM ONE PANEL EDGE ONLY. 2. ALL REINFORCING SHALL BE ASTM A615 GRADE 60 EXCEPT AS SHOWN ON THE PLANS. 1 ALL REBAR SHALL BE EPDXY COATED OR GALVANIZED FOR CORROSION L--�t�- r— - ALL DOUBLE AND TRIPLE STUDS SHALL GLUED AND NAILED TOGETHER WITH SOD'S AT 3"O,C.FOR EACH LAYER.ALL 4X STUDS PROTECTION. ALL REBAR SHALL BE EPDXY COATED OR GALVANIZED FOR CORROSION L Ti I I ARE TO BE 62 DF AND ALL 65 STUDS ARE TO BE RS DF WHEN USED FOR HOEDOWNS AND SHEARWALL5. -l_� � 111 S. CONCRETE SHALL BE IN ACCORDANCE WITH ASTM 150. ALL WALL FRAMING LUMBER SHALL BE HEM-FIR#206 BETTER. z =4000 PSI @ 28 DAY WATER SIDE ELEVATION ALL ROOF FRAMING LUMBER SHALL BE HEM-FIR#2 OR BETTER. w F'C SLUMP=4"MAXIMUM,6%AIR ENTRAINED. 1/4•,=1•-U•. SHEAR WALL SCHEDULE (1) W - .. SHEATHING NAILED WITH 8O'S AT 6"ON CENTER ALL EDGES.PLF=223,312 WIND CARPENTRY: u 1. 2X STRUCTURAL FRAMING SHALL BE#2 HEM FIR,UNO. Q © K°PLYWOOD SHEATHING NAILED WITH SOD'S AT 4"ON CENTER ALL EDGES WITH 3X STUDS(OR 4X OR 6X STUDS)AT O J 2. 4X STRUCTURAL MEMBERS SHALL BE#2 HEM FIR,UNO. PANEL EDGES.MUST USE 3X PLATES,(5/8"Ti-11 SIDING,AND 7/16"OSB MAY NOT BE USED.)PLF-893,1250 WIND W 3. 6X BEAMS SHALL BEES HEM FIR,PRESSURED TREATED FOR MARINE EXPOSURE.UNO. 30 YEAR COMP D Z GUTTERS ROOF,VENT 4. 2X JOISTS OR RAFTERS SHALL BE KILN DRIED AND STORED IN A DRY AREA PRIOR TO AND HOEDOWN SCHEDULE zQ N z PER CODE INSTALLATION. DOWN =4 ATTACHES TO WOOD MEMBERS WITH A STAINLESS 5/8" 4"DIA.BOLT WITH SQUARE MINIMUM SIZE STAINLESS PLATE Cn 0 0 SPOUTS, WEST SIDE S. TRUSS MANUFACTURERS ARE RESPONSIBLE FOR ALL BRACING OF THE TRUSSES, TIP, - WASHER BELOW BEAM.HTT4 ATTACHES TO DOUBLE STUDS OR 4X OR 6X STUD WITH(18)16ds IN WALL ABOVE. z 0 INCLUDING END WALL BRACING AND ALL OTHER BRACING BETWEEN THE I I O z U BUILDING AND THE TRUSSES,UNLESS SPECIFICALLY SHOWN OTHERWISE ON THE DRAWINGS. R.S. FLOOR DIAPHRAGM NAILING: 154 II 7. ROOF SHEATHING:USE Y:"PLYWOOD OR 7/16"OSB$PAN RATED 24/0 OR BETTER, TRIM, USE PRESSURE TREATED Y"'T&G SHEATHING SPAN Q Q NAILED WITH 80'5 AT 6"O.C.AT EDGES AND 12"O.C.IN THE FIELD,UNLESS TYP. RATED 32/16 OR BETTER,AND GLUED AND NAILED > O N s NOTED OTHERWISE. 6830 4030 X0 4030 XO 2' D• WITH 10D'S AT M.C.AT EDGES AND 12"O.C.IN THE FIELD. J m z "''� 8. FLOOR SHEATHING:USE PRESSURE TREATED%"T&G SHEATHING SPAN RATED 32/16 OR EXISTING MAN 1YP G L1J z O BETTER,AND GLUED AND NAILED WITH SOD'S AT 6"O.C.AT EDGES AND STAIRS DOOR ROOF DIAPHRAGM NAILING: U 12"O.C.IN THE FIELD,UNLESS NOTED OTHERWISE. TO REMAIN n O USE 15"PLYWOOD OR 7/16"OSB NAILED If) 0 o o m 9. MINIMUM NAILING_PER IBC TABLE 2304.9.1-FASTENING SCHEDULE. Z WITH BD'S AT 6"O.C.AT EDGES AND 12"O.C. ?? --I u°ii Q IN THE FIELD. c IL 10. LUMBER EXPOSED TO MARINE ENVIRONMENT,EARTH,WEATHER OR CONCRETE SHALL �- - .S z LL m Z BE PRESSURE TREATED FOR THE APPLICABLE MARINE EXPOSURE. _————— _——__ NOTES: HARDWARE USED ON PRESSURE TREATED LUMBER SHALL BE COMPATIBLE GRADE WITH THE TREATMENT TO RESIST CORROSION.USE STAINLESS STEEL, EXISTING 1)USE N'DIAMETER ANCHOR BOLTS OR a Q SIMPSON ZEE-MAX OR HOT DIP GALVANIZED TREATMENT PER BULKHEAD�I — -- SIMPSON LMA-6Z ANCHORS AT 48"O.C. MANUFACTURER. TO REMAIN UNLESS NOTED OTHERWISE ON PLAN.(2)MINIMUM PER WALL. y HARDWARE: I -_ 2) SEE FLOOR PLAN FOR HOLD DOWN LOCATIONS. �L D se BY ALL CONNECTION HARDWARE SHALL BE SIMPSON"STRONG TIE".CONNECTION HARDWARE L = 3) BUILDING SHALL BE CONSTRUCTED BY QUALIFIED,EXPERIENCED CONTRACTOR IN A WEATHERTIGHT MANNER,FLASHING, cn�.e Br N EXPOSED TO THE MARINE AIR,MARINE ENVIRONMENT,PRESSURE TREATED LUMBER,WEATHER f __ REACH SEALING AND ROOFING SHALL BE PROVIDED TO ENSURE MOISTURE INTRUSION INTO THE INTERIOR OF THE BUILDING DOES NOT MIL OR SOIL SHALL BE TREATED AS IN STEEL ABOVE, L__—_J r OCCUR.SUBMIT FLASHING DETAILS TO OW NER/ENGINEER FOR REVIEW AND APPROVAL PRIOR TO CONSTRUCTION. om. 'd' CAUTION: L___J L——— -"_— 4) INSULATION SHALL BE PROVIDED PER CODES. 7-18-17 rc CONTRACTOR TO FIELD VERIFY ALL CONDITIONS AND ALL ELEVATIONS. "——— "MITA"°"5` SIDE ELEVATION L E ;I STRUCTURAL ENGINEERING STAMP IN THESE DRAWINGS PERTAINS ONLY TO THE SPECIFIC SCOPE 1/4 1'—G" OF WORK OUTLINED IN ASSOCIATED CALCULATIONS AND DOES NOT IMPLY APPROVAL,OR RESPONSIBILITY FOR ITEMS OUTSIDE OF THOSE SPECIFIC ITEMS.THIS SET OF DRAWINGS AND CALCULATIONS ARE VALID AND SHALL ONLY BE USED FOR THIS SINGLE SPECIFIC SITE AND SHALL NOT BE RE-USED WITHOUT CONSENT AND APPROVAL OF THE STRUCTURAL ENGINEER. 3424 s�ONhE E� 7-18-17 P,=I.t wmew SHEET INDEX 17046 S1.0 I ELEVATIONS AND NOTES S2.0 I PLANS AND SECTION 51.0 S3.0 SECTIONS AND DETAILS 1.13 U a c sa.o 83 1 f O U M 1.SEE SHEET 51.0 FOR FOR - (7 STRUCTURAL NOTES,SPECIFICATIONS, / Q�yy Z z ANCHOR BOLTS,HOLD DOWN I I µ+ 17.1 O > SCHEDULE AND SHEAR WALL I I ,i I T__- - d REQUIREMENTS. aD Z6 2. CONFIRM ALL DIMENSIONS AND <0¢ CONFIGURATIONS PRIOR TO 6 TYP I I m I a 0 CONSTRUCTION. I j IL 3. DETAILS SHOWN MAY HAVE 53.0 I DIFFERENT SCALE THAN NOTED.DO ———, . I A NOT SCALE. PLACE ROOF SHEATHING _ 4. THIS PLAN IS BASED ON 2015 AS SHOWN. SEE SHEET IBC ASSUMED SOILS VALUES.IF SOFT, I O' O COMP. ROOF OVER 151 FELT SATURATED OR ORGANIC SOILS ARE 51.0 FOR ROOF DIAPHRAGM I M FURTHER GUIDAN ENGINEER FOR NAILING, TIP. 1 VER f'CDX SHEAIH/N� UuRN4GL FURTHER GUIDANCE. — —�'� I � �j 5. UNLESS NOTED OTHERWISE, I I h MANUF. TRUSSES, TIP. ALL HEADERS SHALL BE A MINIMUM ALL HEADERS TO I 8E I OF(21112 HF 2x6s,TYP. 6. UNLESSNOTEDOTHERSWISE, (2) /2 HF 2 I I I o PROVIDE A SINGLE 2x TRIMMER I I y UNDER ALL HEADERS. �— — I I t I I 6 z I 1 CONNECT PER DETAIL THIS SHEET HORIZ. LAP SIDING 2x6 a OVER "CDX 3 o STUDS AT ,- BUILDING WRAP PAPER. i 4 j 24'MAX. SPA. —— NAIL 8ds 0 6'O.C. ay^� PT�'CDX T&G dLi____1 PANEL EDGES, PLYWOOD FL p 12"O.C. FIELD o UNLESS NOTED I I = OTHERMSE, TYP, 7 71P sa.o ROOF FRAMING PLAN ORMULT.BEAM ERJOISTS /�.c„r. FLOOR JOISTS Z PER PLAN W TYPICAL WALL SECTION A 2 w NTS - y L) 3 IC.A t.�:0LYG Q _ EXISTING STAIRS EXISTING CONC. TRIM JOISTS LU U t'_ _ TO REMAIN, TYP. BULKHEAD TO MATCH DEPTH V = Z TO REMAIN, BEYOND WALL, TYP. 1JJ TYP. HTT4 H1T4 Q = O FACE OF ---- — ------ — ----- O F— BULKHEAD I 2030 I ¢ = L) PLACE 1'DEEP, I f FIXED f I N 1'SQUARE FIBERGLASS Iiv I Q Q 1 V AS SHOWN, TYP yr ' I m Z b° I I *x _ —_— I— _• I 6830 I Z = - I MAN I Z O v . I "?. I DOOR I O V � I I m N 6x10 I I I 5'-9" v = J I o` L1J LU 3 - ---O ; PLACE FLOOR SHEATHING I I u m z )• AS SHOWN. SEE SHEET I 1 '-Q L a a > 10H �aO 51.0 FOR FLOOR DIAPHRAGM I I d '° NAILING, TYP. I I n�j N y MJL I '� 2'-0l O'HANG By SOS I p I TYP. Mw By 2 I 6x10 I k I MJL S3.0 J 4 1 oa4 7-1&17 SSO 1 ' v 57.0 TYP. I ° HTT4 Ir 1 i 7• I �y 8040 FIXED I ` I c I 1 Q z L- - ---------J ONA L y B 4x 5 48 TRIM JOISTS TV?. S30 s30 TO MATCH DEPTH 7-18-17 BEYOND WALL, 7W. 21'-6 17046 ' FOUNDATION AND FRAMING PLAN FLOOR AND LATERAL BRACING PLAN '� 114^=1•-0" +�4^ -0" C ^O - 2 o1 3 U . EXTERIOR WALL PRE-ENGINEERED ROOF TRUSSES-SEE PLAN 0- Z z m� 4x8 LEDGER TO PROVI48 O.C. LAGS SEE SEE PLAN _J C) z m m BU HHEAD, TYP. NT0 BEAM OR AT5 CUPS IF — 5 a o BLOCKING, (2) MIN. CALLED ON PUNS' O w 0 3 m PER WALL, TYP. 2x FULL DEPTH (n LLI z g T"SQUARE BLDCIGNG Z O o VEIM PER CODE (� e GN7ING PER PLYWOODX TdcG NAIL Q z j 1--�/�- MANUF. SEE PLMI Ill LL EDGE NAILING ro 0 = 2X8 FLOOR JOISTS m0 p c- PER PLAN O I S8AP90N H1 CUP a I HU26, GALVANZID 4x8 BLOCKING BELOW TRU55 0 0 I (HU26-3 FOR WALL CONT DIX TOP PLATES o 0 I TRIPLE JOISTS) STUDS _ TRIM JOISTS TO DEPTH OF 5}'TO MATCH 2x6s, gFAy�N�pE 0 SOME LDGnoNs SIMPSON GALV. CC66 TREAT 147TH END CUT X —- EMBEDDED INTO CONCRETE SOLUTION. 1W. SHEARWAU SHEATHING / \ SEE PUN -- - NOTE 2x6 BLOCKS ATTACH W/ SEE PLAN o Q ALL HARDWARE SHALL BE (2) ROWS O 6'O.C. 12'INSIDE DIAMETER 0 k HOT DIPPED GALVANIZED OR /12x3 WOOD SCREWS 1W. iS - - - DOUBLE WALL CORRUGATED STAINLESS STEEL, TYP. m HOPE CULVERT SECTION TO FLOOR FRAMING SECTION- LAND SIDE s TYPICAL TRUSS TO WALL CONNECTION 6 REMAIN AFTER POUR 11 0" — 1 =1'—o, — -- --- (6)/5s VERT WITH 30 MIN. LAP N01E RAWNG EXTERIOR WALL r 4x4 EXTERIOR WALL SPLICE 70 DOWELS POSTS R41UNG — ALL HARDWARE SHALL BE a `° SIMPSON HOT DIPPED POSTS (6)15s VERT. S1aN(LESS STEEL,AHTYPP. OR GALV. DPT7 OR PROVIDE J'X8'UGS SIMPSON H07 DIPPED DOWELS WITFf 45 STAINLESS BRACKETS O 48'O.C. GALV. DPT7 OR PROVIDE)X8'LAGS - STD. 90 DECREE HOOKS INTO BEAM OR STAINLESS BRACKETS 3'-0' 4x8 BLOCKING, (2) MIN // 4x8 INTO BEAM OR8 (WITH. VERT LAP AT PERIMETER PER WALL TYP. AT PERIMETER BLOCKING, (2) MIN. BEACH :±- SPLICE TO DOWELS 2' PER WgL.L, TYP. 1 SQUARE 1'SQUARE FlBERGUSS Pf�'CDX TdeG GRATING. FASTEN PER PLYWOOD FlBERGUSS MANUF. GRATING. FASTEN PER PLYWOOD Lu —— v MANUF. /3s HOOP TIES AT �dx — CLR ———. W'j ___ V L V 2X8 FLOOR J01575 m C' —— /// CONCRETE I L/) ( x4 — z — / FOOTING, LOCATIONS I —J V PER PUN / / BEAM TRIM JOISTS TO OF \ / 4x8 BLOCKING BELOW DEPTH X I I I W t1 () 54"TO MATCH 2x6s, \ WiW I Q TREAT WITH END CUT LAGS BEM( io I x4" (2) ROWS 0LII SOLUTION, 1W. I Q W MULT. 2x6 BLOCKS ATTACH W/ I (4)5s E WAY O 2x6 DECK JOISTS /12x3 WOOD (2) ROWS O 6"O.C. Q PER PLAN SCREWS, TAP. /12x3 WOOD SCREWS, TYP. L——— — ) 12"INSIDE DIIMEIER ----------- N U NDIEr 2x8 FLOOR JOISTS NOTE — I— 1— L — —— . NO HARDWARE SHALL BE PER LW O HARDWARE SHALL BE M DOE C WALL C SECTION TTOZ HOPE CULVERT TO f3s HOOP TIES AT 0 F— HOT DIPPED GALVANIZED OR HOT DIPPED GALVANIZED OR FIRM SECTION REMAIN AFTER POUR 6'O.C. ry STAINLESS STEEL, 1W. STAINLESS STEEL, 1W. PLAN C, O O z FLOOR FRAMING SECTION 2 FLOOR FRAMING SECTION— WALL PARALLEL e TYPICAL PIER AND FOOTING 8 v EXTERIOR WALL EDGE NAIL J ti a o Ww X3 CO J PROVIDE rX8'LAGS 2 z W o a • PROVIDE 2x.4x OR 8x STUD AS REOV FOR 0 48"O.C. LAGS HOLDOVN(ADD 2x STUD IF BOLT EDDE NAIL SHEATHING $ 0 48'O.C. HEADS TO BE COUNTERSUNK) INTO BEAM OR IMO BEAM ORLOCKING, (2) MIN. r BLOCKING, (2)MIN. SIMPSONEPjANS WN PER WALL, TYP. ROOF SIEATHMC �� PER W TYP. oro..er ALL, SEE PLMI SHEATHED TRUSS w/ SOS 2 OR 3r PLATE PLYWOOD T&G COT DE AS ro C+ .*ar MIL PT 2r OR 3x SILL PLATE END TRUSS om. W ABs AS CALLED SMPSON A35 CUPS 7-18-i7 LAN a z4'o.c. v v v v 801 n n v v 3'SQUARE EflGE NAIL WASHER AT BOLT I \ L E LOCATIONS. BEAM 2 P�`c rc NOTE Z1� a ALL HARDWARE SHALL BE BLOC SOLm M e BE PLAN 1 CONr DBL TOP PLATE f L, HOT DIPPED GALVANIZED OR SEE PANS STAINLESS STEEL 7YP. L MUL7. 2x8s +4 3424 / rW PER PLAN SHEAR WALL—SEE PUN Fsr,oxn NOTE 2x8 FLOOR J01STS 7-18-17 ALL HARDWARE SHALL BE PER PLAN HOT DIPPED GALVANIZED ORST aN 17046 TYPICAL HOLD DOWN DETAIL t FLOOR FRAMING SECTION - NO DECK 4 TRUSS ROOF TO SHEAR WALL CONNECTION 7 --4 - 53.0 3013