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BLD2015-00236 - DESIGN
own oun(r7° 16521 Highway 99,Suite C•Lynnwood,WA 98037-3181 Design Draw North Arrow in Circle FAX (4(527)258 171•0 (2531840-9552 Be s i g:n 0 POST FRAME BUILDINGS Admirastrative Headquarters: (425)743-1555 ,+,_ ° FAX: (425)742-4378•800-824-9552 exiu0.7 ERMA SILT Contractor's Lic.#:TOWNCPF099LT ",\Quality:Our Future Depends On Ir." permabilt.eom•facebook.eom/permabitt �- PLf.-ASE CHECK fn! :usswindExPosure Wind MPH Srei Illin rill) ri Snow Load r��5 Minimum Clearance FLOOR PLAN DENIM, YES NO (please circle) ilgti c, 5 C] �ti' Z ,,,, Q7 gil 1 o v., 7 W F.-4i-d- , 4s1K we„. e'rJOLJra /0 0,7; A� ara3 4 o I 1 1 I 10 _I i r rt i I I `G 11 CIV‘K.1.-Ii4-A1C- c f- —t Y4:...4 rh ,f- ..✓Z a r i1 11 i4? , I + , ! :,...\ NI.. { )41 40014.A) /?K7w(.EN 4. j 1'2_) 1'-1 Diol' -4 r.)1{7Fov ' ! () 1 71 I II N . 1n C4eft, �, C,,,.„.,,,407N.. C I 1 /6xa •. . ! Z' - ii r evagPsRAA - /'i _�_ _ _ �_ _ .. � . _tr. r r' ? (ar..> Yr i'e � �bUAii /Y �. 24-I I:241' ArZ°41 (1") �� \)/ 14 )( [-r)ac, 14 PA) RUUh^ U i r4ti,5h BOILING ELEVATION rib �'�'' "� i'-' Customeru has verified and approved the oentation.nfxhe_ i 1di to the H Nn and veri&es that all 1 1 items specified in Paragraph B of the contract are. own on this drawing and vice versa. Illlll HIII I'll IIII Customer Name:p /' , Lead#. `�r��W ' Customer Signature: r , ‘ ! 1 g • TSE FRE. JOB#: _ V/7;g • Engineering • JUL 0 2 2015 BY: TO 12810 NE 178TH STSTE218 WOODINVILLE,WA 98072•(425)481-6601 DATE: 4//� ���,,,/// f 2.5 <sf /o i 7 w Job Name: Hubert La. -E• m w c U Fe Site Address: Adj to&south of 391 Sentinel Rd O Q t Port Hadlock, WA 98339 0iJ O Q Jurisdiction: Jefferson County III)W V coo ccoo w c ` a) Job ID: Hubert ......•....r Lp ° 5 U 00 o° Design Specifications: 2012 IBC gBuilding Type: Post-Frame '> Design Wind Speed (3 sec gust): 110 mph @ SD Level o Wind Exposure: B U 16 O Roof Snow Loading: 25 psf Occupancy Category: I R: 2.5 % of Snow Incl.w/Seismic: 0 % Soil Site Class: D Allowable Soil Bearing: 1500 psf Analysis Procedure: Wind: ASCE 7-10 Envelope Procedure Seismic: ASCE 7-10 Equiv. Lateral Force Procedure Spectral Response Acceleration, Ss: 150 %g Load Combinations: ASD Basic Building Design Parameters JEFFE 50;„ ., Roof DL: 3 psfjiimmimP BUELDlfis PLAN tWall DL: 4 psf O APPROVED AS SUBNUTTL ,;, APPROVED AS NOTED s49144,'' „ ,,,.,„, REJECTED #.0 �� 4Oate ltNv v 41 ReviewerY� 19%9 , :' ossei C c CE 0 M IES 644r' 1, J U L — fir >"' �i-J JEFFERSON COUNTY N(' _'C: Pre are atrn!ov€ad exc-pting O DEPT.OF COMMUNITY NYE I.OPMENT r-iy errors or enr?Vicelcn,a. Ail work. mat C? pi qa i lFpoe`eion ler conformance with ail applicable codes and regulations. v 5.9.07 b i • �a�TONt16t(`tinlvt/ 1�1R'mMY 95,subs G••V*tw0as.SS 960374101 Y Dent/Nath Mow is Circle ST ISEstoresµ25)268.4m.Puyallup:�l ac-ass2 Building • ran • �t •'-��•e FAX O e4 Nm:quaMn.1.253]<3-IS% Design i g n T ( �� • , FAX(dtralse-0a]araers2..972 .,o> ' cemrsm-S Lb.t:T:INSCPfm2ti '",Reddy:the Fmn Depends ds 0515"' 4emleftcnn. a _ 1ffoll uP dooreKfil In Beys 63—Wind MPH OD ( Pb .J ['Roil uSn Leas!l rroi Mt Tr. W Exposure -5�-�� Roof Pitch , r Eave Helgpt Y'I^n Snow Leas! ��� ' FLOOR PLAN cD.E7 Io Mase etrele��f • Clearance !u YES N P•CApdrr/! dOil%. D�G_ 647t /1pAe .. -_ - • • . Iy . .•.. ... _ �i`�A ....2,....,.-....,,.. 2_,..,,, ,. .....„.._;....:—.. '-� we +:.rd,{..... 6 Y;?._:r'--d.2o -_4 �>� -.:.v t•'r+ •�_ IQ,' OVE0Jd1M.1C� :Yv L a . . j ( • I t �,e,rub E.„5iL Y I 12' 12. I 101 1 I `'(',ot /P52v, ... Y I -- . a is ' i ti svn�r::: a9fi �. 1 yFvMArt,U1,‘ �4-7w4v;N : 4' .-5,,.,.. 2 , me J2YI4 Dove dlsytt)fsv4Fk-' �� : 3£) i • r N f o i Iz' IA ? k'I4 MS'`+f,LO& r�''Ku' PSQIk u' I X3�S 54e-FeS5i DmR 1. . 1'X2/' Arneonl )' r, �? Co arch/krE PAS SRae- � Y' ,. �• Fn,rvr BUILD1NGEVATION Customer has verified and approved the, usermn Artt tetie balding to the North and verifies that all II �/ items specified in Paragraph B of the conti4eown on this drawing and vice versa. -^ w II'IIII'II IIUIIl Customer Name:d j7 Lead#i: `t..".° CustomerSignatnre: d 8 .WNte-Customer Cepy Cavary Ome:Copy i 02012 Parma-B lt$Industdea FR/05 07/12 . 7;9E- PROJECT: Hubert PAGE: a,•+ CLIENT: PermaBilt DESIGN BY: • Engle©ar(rg JOBNO.: 24339 DATE: 06125/15.. REVIEW BY: .. Wind Analysis for Low-rise Building,Based on ASCE 7-2010 INPUT DATA WIND SURFACE FOR DESIGN Exposure category(8,C or D,ASCE 7-10 26.7.3) B ` Importance factor(ASCE 7-10 Table 1.5-2) = 1.00 for all Category •%�/ � �A- 1 Basico rapd speed(ASCE 7-1028.8 or2012IBC) V = 110 mph ��/// Topographicitfactortoe(ASCE 7-1026.6&Table 26.8-1) Kv = 1 Flat � Building height eave he = 14 if Building height to ridge hr = 21.5 ft Building length L = 32 ft Building width B = 36 ft g Effective area of components(or Solar Panel area) A = 50 ft2 DESIGN SUMMARY Max horizontal force normal to building length,L,face = 11.01 kips,SD level(LRFD level),Typ. Max horizontal force normal to building length,B,face = 10.22 kips See Page 4 for Adjusted Wind Forces ANALYSIS Velocity pressure Cin=0.00256 K,,K,K.4 VZ = 18.43 psf where: qh=velocity pressure at mean roof height,h.(Eq.28.3-1 page 298&Eq.30.3-1 page 316) Kh=velocity pressure exposure coefficient evaluated at height,h,(Feb.28.3-1,pg 299) = 0.70 K.=wind directionality factor.(Tab.26.6-1,for building,page 250) = 0.85 h=mean roof height = 17.76 ft <60 ft,[Satisfactory] (ASCE 7-10 26.2.1) <Min(L,B),[Satisfactory] (ASCE 7-10 28.2.2) Design pressures for MWFRS P=qn[(G CPr)-(G CPI)] where: p=pressure in appropriate zone.(Eq.28.4-1,page 298). prn;R= 16 psf(ASCE 7-10 28.4.4) G C ,=product of gust effect factor and external pressure coefficient,see table below.(Fig.28.4-1,page 300&301) G C ,=product of gust effect factor and internal pressure coefficient.(Tab.26.11-1,Enclosed Building,page 258) = 0.18 or -0.18 a=width of edge strips,Fig 28.4-1,note 9,page 301, MAX[MIN(0.18,0.1L,0.4h),MIN(0.04B,0.04L),3] = 3.20 ft Net Pressures(pst),Basic Load Cases Roof angle 6 = 22.62 Roof angle 6 = 0.00 Surface Net Pressure with Net Pressure with G CPr (+GCR1) (-GCPJ GCP, (+GC0r) (-GCP1) 1 0.54 6.60 13.23 -0.45 -11.61 -4.98 2 -0.45 -11.69 -5.05 -0.69 -16.03 -9.40 3 -0.47 -11.92 -5.29 -0.37 -10.14 -3.50 4 -0.41 -10.95 -4.32 -0.45 -11.81 -4.98 5 0.40 4.05 10.69 6 -0.29 -8.66 -2.03 1E 0.77 10.90 17.53 -0.48 -12.16 -5.53 2E -0.72 -16.57 -9.93 -1.07 -23.04 -16.40 3E -0.65 -15.26 -8.63 -0.53 -13.09 -6.45 4E -0.60 -14.34 -7.71 -0.48 -12.18 -5.53 5E 0.81 7.93 14.56 6E -0.43 -11.24 -4.61 at 3 2 2 2E 3 2E E �Nt1,. 11� IE 1E -41.4,4°1111°-�'-�SE REFERENCE CORNER REFERENCE CORNER n WINO DIRECTION 2o EkoNWINO OIRECOO'I Load Case A (Transverse) Load Case B (Longitudinal) Basic Load Cases TSE Engineering Page: 4 LATERAL ANALYSIS Job ID: WIND Hubert The analysis on the previous page determines the wind force on the total exposed wind surface of the building. For post-frame construction with embedded posts, the amount of wind force imposed on the main force resisting system equals the roof projected area plus 3/8 of the wall projected area. Vt&VI are adjusted by 0.6 for allowable stress values. Calculations that follow adjust the total wind force to the design force on a post-frame building: INPUT: PT= 11010 lbs. (non adjusted) = 10220 lbs. (non adjusted) hr= 21.5 ft. he= 14 ft. ADJUSTED WIND FORCES: Transverse; VT= [(hr-0.625 he)I hr](PT)(0.6) = 3918 lbs. Controls Longitudinal; VL= {[0.375 he+0.5(hr-he)]/[he+ 0.5(hr-he)]}(PL)(0.6) = 3109 lbs. Controls SEISMIC The seismic force imposed on the main force resisting system of a post-frame building is based on the seismic weight of the roof plus 3/8 of those walls that are perpendicular to the direction of the seismic force. INPUT: Building Width = 36 ft. p= 1.3 Building Length = 32 ft. 1= 1 SEISMIC WEIGHTS: W roof = 3456 lbs. W end walls = 2052 lbs. W side walls = 1344 lbs. SDs= 2/3 Ss = 1.000 Cs= SDS/(R/I) = 0.400 SEISMIC BASE SHEAR: V= Cs W Transverse= 1920 lbs. Longitudinal = 2203 lbs. SEISMIC DESIGN FORCES: VT= Cs Wt p 0.7 = 1747 lbs. VL=Cs W p 0.7= 2005 lbs. . -'--/ 1 •����.�,�.�p� 1652116066y 58:5666 C:•Lynmccd,WA/60374161 Draw North Arrow io Circle • • `.:r ml 'r e.e.a P2N z61-91n•'''''11;,',;.2,-..--- :Y+a:a P6q elosssz ■ ■ ■ wmwu emww Lestu.,s building Design a _�-- Mk 0261612-W6ze.Lk.1:TOWdB%d552 _„DERMA BILT cmlam,r'a Lk.rrowucPrarsv Quau%,Our FUMn DepaN,On le.` 0"^am4m:•fxyCmrycm,ven:ma PLynSECHECK S5 4t91 5# • oll-up doors M in Bays '{�wind MPH Roll-up doors will not hit True - +Wind Exposure fi' Hoof Pitch IT7T Esve Height Snow Load l-� lease um Clearance ... .. . FLOOR PLAN WENIMI” 'I'M] —lu ' NO (p • /Ivtte 1-i4PL • • L ' y I.. ... II ..I . _ .. . ... -.. I: .• ... . IL/ • Ici - • _ I t Iil , - .�.-a•, .. -.:�..{.,__•i"-it. a rd._..� L .. :,=-a .._k i -'-.s- .«. /y�`Q1MAuw''-� 11-14(')1,:filoperld - L.I • I . ' • I t N _ 1 s 4, 1 n, s�at.14 )2Y Iv DoO d'SI �.�n+� ' . I, 3�i k I j oI WI fin • yy 11- m`3 /5x.� 1 Vl�/ faI. . I I . ... ... I' : t2 YI4' -Sk-',L-�'(itit1( `11 N' lel - -) 2Z Id f0.4.6' Oc.s($.5 Aoi( : ...' j, 2`I x2y': Aeeoe/ a,). ,,✓ • �.X3 LpucAfrc pAti BnPoM -F,1,)=1.{ �y arc,, -F,w x ,,,/ cm.AN BUILDING ELEVATION e, Customer hes verified and approved lion tat n ;F9f,i:hui(It g to rhy Nnrlh and verifies that all _' items specified in Paragraph B of the con cf wTit an on this drawing and vice versa. ILead t°y Customer Signature! • "II1MAIN l'll Cwstomer Name:p •�' •wo s •Wh, Cua,mnu Cees Cnuy stewerr I C2012Perma-alt®Industries FR-8507/12 - . , . • P .. PROJECT: JOB#: A Engineering A BY: crt... 12930 N.E.178th Street b Woodinville,WA 98072 A (425)481-6601 DATE: 1 SnArk*Di5PLAcErmarr OP Posr-FAAME Bi.va,. WirN oNL--' oftv at7,h)11, .1,9 Rbar Is coNSiDERED t RIGI.D, *....._____. _ --- „I No s H•EAR VIM Lt, 6r I s 0 Pri4 riNDW R LI. 1 ..--- Se, 1 ....-..-. A ..---------"-------------. -r . ..- -• Q -,,T- . . • . . . 1 S' gif: = END L WL. DIOA e __t____ mEnn- .91)E To V — - -'-,.. L G-ImosHsNK0 GricAR. — 12,Gc.. ______ e 7:: "-----' & b/ IL 2 .1 cn-}' ceNrra tRS VI -- ____ek_ -II , 3L ‘IELI:FimE-07,5 oF sTpaNGTH 6 P tyllorr\C;," fi — I 1 i 4" P e ,,,i- 4. If as :g SiDEWALL _Di5N., ,,c- L......., ,....... AfisAT tukc: Do a 4. -I . 0 ---11 i 61 i i 6—,5k1 - . : . - • pLAw v/ .--w OF BLDG. .1. 51-livntAi DISPLACED 4-, Ro7Artz.z) riRoM WWD ,... ci ,z,,- 2 L .g,S FORC fre,F-:3 p . NoAmelt_, TO Btr:VG, siza 16„ ::' id .,. , :0E14 AN. i DOPLAcE-- . "Afar or aLpo„ A7 PAW:: TSE Engineering page: 7 SHEAR& DISPLACEMENT OF POST-FRAME BUILDING WITH ONE OPEN ENDWALL Job ID: Hubert Assumptions: Roof diaphragm is rigid Building has shearwalls on sides and one end Building rotates about its shear center SIDEWALL B I SHEAR CENTER RIDGE ' 14---"OPEN ENDWALL" A ' Note: "Open Endwall" is PIT enclosed but without qualifying 1I P=VT 2� shearwall segments PLAN VIEW WITH GRIDS VT= 3918 lbs. GRID 1 V(shear on endwall)= 3918 lbs. Endwall Shearwall Length = 36 ft. �� V(endwall)= 109 plf LR 12S p I¢ WALL, e(distance to shear center)= 13.47 ft. Q (shear on each sidewall)= 1466 lbs. GRID A Sidewall Shearwall Length = 32 ft. 49 V(sidewall)= 46 plf GRID B Sidewall Shearwall Length = 32 ft. 49 V(sidewall)= 46 plf 6E(deflection of endwall)= 0.223 in. Ss(deflection of sidewall) = 0.216 in. d = 0.383 in. A= 0.606 in. A allowable per IBC Table 1604.3 = 1.394 in. O.K. Ratio A to H— 0.004 TSE Engineering page: SHEARWALL DEFLECTION OF POST-FRAME BUILDING Job ID: Hubert Endwall Input: Results: A= 19.25 in2 8 v H3 = 0.003 in. b = 36 ft. EAb E= 1.3 x 10b psi en= 0.02 in. v H = 0.010 in. G= 11x106 psi Gt H = 14 ft. t= 0.0135 in. 0.75 H en = 0.210 in. v(endwall)= 109 plf E = 0.223 in. Sidewall Input: Results: A= 19.25 in2 8 v H3 = 0.001 in. L(AV.)= 32 ft. E A L E = 1.3x106 psi en = 0.02 in. v H = 0.004 in. G= 11x106 psi Gt H = 14 ft. t= 0.0135 in. 0.75 Hen = 0.210 in. V(sidewall)= 46 plf = 0.216 in. • " .19 CONDT2SE3�I3 ! PRO o CHNICHL-PANEL II - Ram er3Et ENG ATTACHMENT DETAIL GENERAL INFORMATION f•1f;"-14 X 7/s"Stitch Screw(1'-O"o.c.) . "Slope • The minimum recommended slope for Pro-Panel IIS roof �i--#9-15 Woodscrew panel is 3:12.. 1 ►Substructure Pin-Panel!Via designed to be utilized over open structural framing,ora sold substrate. To avoid panel distortion,use ' • a properly aligned and uniform substructure. I I -- • is _____,.../(----\\:•••,,, ►Coverage Optional Phi-Panel lie panels are available in a 51b' db height with a ' 1 i I Profile coverage,width of 36". S 1.,,..,_._____„X—\______„., 11.0 Length . Minimum factory cut length is 5'-0'. Maximum recommended panel length is 45'-0". Longer panels require additional consideration in packaging,shipping,and Anti-Siphon Groove erection. Please consult Metal Sales for recommendations. ►Fasteners . • The fastener selection guide should be consulted for . choosing the proper fastener for specific applications.. . Quantity and type•of fastener must meet necessary Loading FASTENING PATTERN and code'requirementdi . NOTE Alf panels are su jecf fo surface distortion due to . improperly applied fastener,:Overdriven fasteners wilt /-1.1 4"-"4 x 718'Stitch Screw .#9-15 Wood screw • cause stress and induce oil canning across'the-faoe of the . 1 panel at or pear the pointafatte'chment. 1 H? I I I I • ►Availabilit! , Finishes'Acrylic Coated GeNaluinee or MS Colorfast45' , Gauges:26gaand 29gastandard SECTION PROPERTIES ALLOWABLE UNIFORM LOADS PSF (3 or More Equal Spans) Ga. width Weld Wei ght Top in Compression Bottom in Compression Inward Outward nu.) KSt PSF Lxx Sxx boc Sxx Load Load IM/ft In'/ft In^1ft In'/ft 2' 2.5' 5' 3.5' 4' 5' 2' 2.5' 3' 3.5' 4' 5' 29 36" 90 021 0.0067 0.0134 0.0047 0.0133 90 68 41 27 18 9 80 59 41 27 18 9 28 36" 80 0.87 0.609D 0-0181 0.0063 0-0170 115 75 52 35 23 12 122 79 55 35 23 12 1. Theoretical section properties have been calculated per AISI 2001"Specification for the Design of Cold-Formed Steel Structural Members." lxx and Sr<arc effective section properties for deflection and bending. 2. Allowable load is calculated in accordance with AIST 2001 specifications considering bending,shear,combined bending and shear and deflection. Allowable load considers the worst case of 3 or 4 equal span conditions. Allowable load does not address web crippling or N fastener/support connection and panel weight is not considered. o 3. Deflection consideration is limited by a maximum deflection ratio of L/180 of span. a 4. Allowable loads do not include a 1/3 stress increase in uplift w S. Diaphram 306 plf average Ultimate Shear Strength using the above fastening pattern on 2x supports located 2'on center per ASTM E455-04 N allow'" °-4 SU = 0.4 (3o ic) = 125 p If -- . . metal sales Kent,WA 800A31.3470 Jefferson,OH 800.321.5833 Anchorage,AK 866.640.7663 manufacturing corporation Temple,TX 8011543.4415 Rock Island,IL 800.747.1206 Bay City,Ml 888.777.7640 Longmont,CO 800.289.7663 Sellersburg,IN 800.999.7777 Detroit Lakes,MN B88.594.1394 111'119itAntioch,TN 800.261.8508 Jacksonville,FL 800.394.4419 Mocksvlle,NC 800.228.6119 Woodland,CA 800.759.6019 eburg,PA 800.544.2577 IndpeFort Smith,AR 877.452.3915 Rogers,MN 800.3289316 Independence,MO 800.747.0012 Spokane,WA 800.572.6565 Fontana,CA 800.782-7953 www:metaisales.us.com • ' TSE page: 10 • Engineering EMBEDDED POST DESIGN (POST-FRAME CONSTRUCTION) Sidewall 60 1/P41 Eave Height Post b Post d HF Post Fb Fc E(10)^6 14 NOMINAL: 6 6 #1 975 850 1.3 ft. ACTUAL: 5.625 5.625 Co 1.6 1.6 1.0 in. in. CF 1 1 ave CL 1 Bay Width Span Roof OH Roof D Roof S Ci 0.8 0.8 0.95 11 36 1.5 3 25 ft ft. ft. psf psf Fb' Fc* E'(10)^6 1248 1088 1.235 ASD Wind Pressure 0.75W W Is Iw psi psi psi 10 83 110 1 1 psf plf pit Cs 1 IBC 2012 ASD BASIC LOAD COMBINATIONS: Loading: D+ 0.75S+ 0.75W Loading: D +W P 4665 lbs. P 644 lbs. fc 147.4 psi fc 20.3 psi le 134.4 in. le 134.4 in. le/d 23.9 le/d 23.9 KCE 0.3 KCE 0.3 FcE 649 psi FcE 649 psi c 0.8 c 0.8 k.1 1.00 k.1 1.00 k.2 0.75 k.2 0.75 Cp 0.50 Cp 0.50 Fc' 542 psi Fc' 542 psi M (in-span) 13643 in.-lbs. M (in-span) 18191 in.lbs. M (base) 24255 in.-lbs. M(base) 32340 in.-lbs. S.Mod. 29.66 inA3 S.Mod. 29.66 in^3 fb(in-span) 460 psi fb(in-span) 613 psi fb(base) 818 psi fb(base) 1090 psi Post CSI (in-span)= 0.44 Post CSI (in-span)= 0.49 Post CSI (base)= 0.92 Post CSI (base)= 0.90 v 6.9.07 • ' TSE page: /1 Engineering EMBEDDED POST DESIGN(POST-FRAME CONSTRUCTION) ,1 f Sidewall OPTION WITH BUILT-UP COLUMN PER NDS SEC 15.3.1 4X6CI r 1 --406 Eave Height Post b Post d HF Post Fb Fc E(10)^6 14 NOMINAL: 6 6 #2 575 575 1.1 ft. ACTUAL: 5.625 7.125 w/2x scab Co 1.6 1.6 1.0 in. in. CF 1 1 ave CL 1 Bay Width Span Roof OH Roof D Roof S Ci 0.8 0.8 0.95 11 36 1.5 3 25 ft. ft. ft. psf psf Fb' Fc* E'(10)^6 736 736 1.045 ASD Wind Pressure 0.75W W Is Iw psi psi psi 10 83 110 1 1 psf plf plf Cs 1 IBC 2012 ASD BASIC LOAD COMBINATIONS: Loading: D+0.75S+0.75W Loading: D+W P 4665 lbs. P 644 lbs. fc 116.4 psi fc 16.1 psi le 134.4 in. le 134.4 in. le/d 18.9 le/d 18.9 KCE 0.3 KCE 0.3 FCE 881 psi FcE 881 psi C 0.8 c 0.8 k.1 1.37 k.1 1.37 k.2 1.50 k.2 1.50 Cp 0.75 Cp 0.75 Fc' 551 psi Fc' 551 psi M (in-span) 13643 in.-lbs. M(in-span) 18191 in.-lbs. M (base) 24255 in.-lbs. M (base) 32340 in.-lbs. S.Mod. 47.59 inA3 S.Mod. 47.59 inA3 fb(in-span) 287 psi fb (in-span) 382 psi fb (base) 510 psi fb(base) 680 psi Post CSI (in-span)= 0.43 Post CSI (in-span)= 0.52 Post CSI (base)= 0.84 Post CSI (base)= 0.94 SCAB CONNECTION: nail allow= 133 Variables: 1 �' Eave ht(ft)= 14 Vmax(#)= 0.625(H)(W)= 962.5 Id. Unit Id(plf)= 110 Vave(#)= (Vmax-(V-W(4)))/2= 742.5 d + Area 2x6(in^2)= 8.25 Qa(in)=. A(d')= 23.2 d(in)= 7.125 I (in^3)= (b)(d^3)/12= 169.5 / d'(in)=(d/2)-0.75"= 2.8 v(psi)= Vave(Qa)/I(b)= 18.1 Width b(in)= 5.625 v(#r)= v(12)(b)= 1219 l b #of rows of nails= 4 naillfUrow v!(#of rows(allow))= 2.3 v 3-9.12 T • • ' TSE page: /2. • •Engineering EMBEDDED POST DESIGN(POST-FRAMEI, ICONSTRUCTION) Endwall 6X 61/M f Eave Height Post b Post d HF Post Fb Fc E(10)^6 14 NOMINAL: 6 6 #1 975 850 1.3 ft. ACTUAL: 5.625 5.625 CD 1.6 1.6 1.0 in. in. CF 1 1 CL 1 Av.Spacinq Bay Width Roof OH Roof D Roof S Ci 0.8 0.8 0.95 12 12 1.5 3 25 ft. ft. ft. psf psf Fb' Fc* E'(10)^6 1248 1088 1.235 ASD Wind Pressure 0.75W W Is 1w psi psi psi 10 90 120 1 1 psf plf plf Cs 1 IBC 2012 ASD BASIC LOAD COMBINATIONS: Loading: D+ 0.75S+0.75W Loading: D +W P 1958 lbs. P 270 lbs. fc 61.9 psi fc 8.5 psi le 134.4 in. le 134.4 in. le/d 23.9 le/d 23.9 KCE 0.3 KCE 0.3 FCE 649 psi FCE 649 psi c 0.8 c 0.8 k.1 1.00 k.1 1.00 k.2 0.75 k.2 0.75 Cp 0.50 Cp 0.50 Fc' 542 psi Fc' 542 psi M (in-span) 14884 in.-Ibs. M (in-span) 19845 in.-Ibs. M (base) 26460 in.-Ibs. M(base) 35280 in.-Ibs. S.Mod. 29.66 inA3 S.Mod. 29.66 in^3 fb(in-span) 502 psi fb(in-span) 669 psi fb (base) 892 psi fb(base) 1189 psi Post CSI (in-span)= 0.42 Post CSI (in-span)= 0.54 Post CSI (base)= 0.80 Post CSI (base)= 0.97 v 6 9.07 ' TSS' page: 1$ . .Engineering EMBEDDED POST DESIGN (POST-FRAME CONSTRUCTION) / Endwall OPTION WITH BUILT-UP COLUMN PER NDS SEC 15.3.1 xb 1-1-.r1-1-.r 2 -1 6SLAB Eave Height Post b Post d HF Post Fb Fc E(10)^6 14 NOMINAL: 6 6 #2 575 575 1.1 ft. ACTUAL: 5.625 7.125 w/2x scab CD 1.6 1.6 1.0 in. in. CF 1 1 CI_ 1 Av.Spacinq Bay Width Roof OH Roof D Roof S Ci 0.8 0.8 0.95 12 12 1.5 3 25 ft. ft. ft. psf psf Fb' Fc* E'(10)^6 736 736 1.045 ASD Wind Pressure 0.75W W Is Iw psi psi psi 10 90 120 1 1 psf plf plf Cs 1 IBC 2012 ASD BASIC LOAD COMBINATIONS: Loading: D+0.75S+0.75W Loading: D+W P 1958 lbs. P 270 lbs. fc 48.8 psi fc 6.7 psi le 134.4 in. le 134.4 in. le/d 18.9 Ie/d 18.9 KCE 0.3 KCE 0.3 FCE 881 psi FCE 881 psi c 0.8 c 0.8 k.1 1.37 k.1 1.37 k.2 1.50 k.2 1.50 Cp 0.75 Cp 0.75 Fc' 551 psi Fc' 551 psi M(in-span) 14884 in.-lbs. M(in-span) 19845 in.-lbs. M (base) 26460 in.-lbs. M (base) 35280 in.-lbs. S.Mod. 47.59 inA3 S.Mod. 47.59 inA3 fb(in-span) 313 psi fb(in-span) 417 psi fb(base) 556 psi fb (base) 741 psi Post CSI (in-span)= 0.43 Post CSI (in-span)= 0.57 Post CSI (base)= 0.81 Post CSI (base)= 1.02 SCAB CONNECTION: nail allow= 133 Variables: ` Eave ht(ft)= 14 Vmax(#)= 0.625(H)(W)= 1050 Id' Unit Id(plf)= 120 Vave(#)= (Vmax-(V-W(4)))/2= 810 d + Area 2x6(in^2)= 8.25 Qa(in)= A(d')= 23.2 d(in)= 7.125 I (in"3)= (b)(d^3)/12= 169.5 d'(in)=(d/2)-0.75"= 2.8 v(psi)= Vave(Qa)/l(b)= 19.7 / Width b(in)= 5.625 v(#P)= v(12)(b)= 1330 Is b #of rows of nails= 4 naiUftlrow v/(#of rows(allow))= 2.5 v 3.9.12 • • ' T3'E • Engineering Page: 14 4 POWA-1, P= 6006 lbs Foundation Design Diaphragm Restraint per 2012 IBC Section 1806.3& 1807.3 w > H(ft)=14 Ave Bay Width (ft)= 11 Wind Load s 10.0 Iw= 1 w(plf)= 110 Lateral Load Design: Post Diameter: 0.66 ft. 0.t cu yd Foundation Depth: 4.5 ft. Constrained? YES Depth Required 4.4 ft. Nonconstrained? Soil Passive Allowable: 100 psf Gravity Load Design: DL(psf) = 3 P= 6006 lbs Snow Load(psf) = 25 Foundation Diameter: 2 ft. Span +overhang(ft)= 39 Foundation Area: 3.1 sf Bay width(ft)= 11 Bearing Allowable(Fb,u): 1500 psf Is= 1 Actual Bearing(fbrg)=P/A= 1195 psf Cs= 1 v 10.10.04-523 05 FOOD N6 __-... ._.. . • ' TSE • Engineering Page: f JDw c oKiklek POST P= 2520 lbs Foundation De ign y Diaphragm Restraint per 2012 IBC Section 1806.3 & 1807.3 w H(ft)=14 Ave Bay Width (ft)= 12 Wind Load (psf)= 10.0 lw= 1 ,� �/ w(plf)= 120 Lateral Load Design: Post Diameter: 0.66 ft. 0.1 cu yd Foundation Depth: 4.5 ft. Constrained? YES Depth Required 4.6 ft. Nonconstrained? Soil Passive Allowable: 100 psf Gravity Load Design: DL(psf)= 3 P= 2520 lbs Snow Load(psf) = 25 Foundation Diameter: 1.5 ft. Span + overhang(ft)= 15 Foundation Area: 1.8 sf Bay width(ft)= 12 Bearing Allowable(Fbn): 1500 psf Is= 1 Actual Bearing(fbrg)=PIA= 892 psf Cs= 1 v 10.7004-5.2105 Xg6 ` Dter 7 fop 1714G5 , TSE Page: 16 Engineering PURLIN INPUT: Uniform Loading Span Length w(DL) w(SL) Is L Roof(psf) 3 25 1.0 11.4 ft 0 Tributary(ft) 2 2 Cs= 1.0 Wall (psi) 0 0 Tributary(ft) 0 0 Floor(psf) 0 0 Tributary(ft) 0 0 Other(plf) 0 0 w(TL) 0 6.0 50.0 56.0 0 pif plf pif RESULTS: VI (DL) Vr(DL) VI (LL) Vr(LL) VI (TL) Vr(TL) M (DL) M (LL) M (TL) 34 34 285 285 319 319 97 812 910 lbs. lbs. lbs. lbs. lbs. lbs. ft.lbs. ft.lbs. ft.lbs. DESIGN: MATERIAL Fb Fv Fc(perp) E x 10"6 Manuf.Lbr. CD 1.15 Timber CH 1 Dimen. Lbr. HF#2 1105 75 405 1.3 Cr 1.15 psi psi psi psi Ci 1 b d A S I 1.5 5.5 8.25 7.6 21 in. in. in.^2 in.^3 in.^4 . fv= 53 psi Brg.Lgth.= 0.044 ft. CL= 1.000 lb= 1440 psi GL Cv= N/A R= N/A A (DL) = 0.08 in. A (LL)= 0.70 in. A (TL)= 0.79 in. RATIOS OF ACTUAL TO ALLOWABLE RATIOS OF SPAN TO DEFLECTION fv/Fv'= 0.62 L/ 195 for LL> U180 ok fb/Fb'= 0.99 L/ 174 for TL> U120 ok USE 2x6 HF#2 @ 24"oc Table 1604.3 v 3.3.03 • TSE Page: I • • Engineering Pr= 25 Cs= 1.0 1= 1.0 trib width= 7.5 RAKE BEAM Po= 3 L t 1 J, w J. _J .L + RA I Re 6 1.92 1.92 1 1.92 .I. 1.92 k 1.92___I, 1.92 cantilever. L= 11.5 ft. INPUT: w(DL) pif 31 31 31 31 31 31 31 w(LL)plf 188 188 188 188 188 188 188 w(TL)plf 218 218 218 218 218 218 218 P (DL) lbs P (LL) lbs P (TL) lbs 0 0 0 0 0 0 RESULTS: RA(TL)= 2903 lbs. RB(TL)= 912 lbs. VA(TL)= 1595 lbs.(max.) VB(TL)= 912 Ibs.(max_) MA(TL)= -3924 ft.Ibs. MA-B(TL)= 1895 tt.IDS.(max.) MB(TL)= 0 ft.lbs. A(DL) = 0.040 in. A (DL)= 0.016 in. A(DL) = A(LL) = 0.247 in. A(LL) = 0.101 in. A (LL) = A(TL)= 0.287 in. A(ft) = 0.118 in. A(TL)_ BEAM PROPERTIES: MATERIAL Fb Fv Fc(perp) E x 10^6 _ - Manuf.Lbr. Timber Dimen. Lbr. HF#2 935 150 405 1.3 psi psi psi psi b d A S I Brq.LQth. Co 1.15 3 9.25 27.75 42.8 197.9 0.13 CH 1 in. in. in.^2 in.^3 in.^4 ft. Cr 1 Ci 1 STRESSES: fv= 77 psi fv= 40 psi fb= -1101 psi fb= 532 psi RATIOS OF ACTUAL TO ALLOWABLE STRESSES: fv/Fv'= 0.45 fv/Fv' = 0.23 fb/Fb'= 1.02 4i k fb/Fb' = 0.49 RATIOS OF SPAN TO DEFLECTION: L/ 292 for LL L/ 1363 for LL L/ 251 for TL L/ 1172 for TL USE (2)2x10 HF#2 v 3.3.03 • x _ _ Page 1 of 1 Job _-_-- Inas Truss Type Oty Ply PERMITTING/ STANDARD LOAD B8506191 A01 MOD.QUEEN 't L4 Job Reference(optional) 2015 M The Truss Co.,Sumner,WA,TSE 7.610 s Mar 27 2015 Rek Industries,Inc.Thu Jun 11 19:05:54 2015 Page 1 ID:iNttSwaghj0 STy6-0-0 y28-10-4 2WXfJC7_uogxkGX3d33zCkLEEHtnHY?dEELz7EZx I 43-9 17-1-12 I 10-0-0 , 12-80 I 154-0 , 180-0 I 20-8-0 I 23-0-0 , 2I 28-104 , 31-8-7 I 3600 I 439 2-104 2-104 2-60 2-60 2-60 2-80 2-8-0 2-60 2-104 2.104 43-9 6 5.00 12 5 Al Scale=1:72.3 4x4 4x6 21 22 4x6 4 g 4x4 4x8 MT18HS 11 ` 4x8 MT18HS I !. Ta\ 1 4x4 0 2 3 B ... `� �R 9410\4x4 C Q t� I'�i�: •' 17 16 15 1 ■ —/:__`,i1 ft.,1Q S1 [ N o __�— y 6x10 MT18HS= 4x8= 8x10 MTI8HS= .. �- 5x10 G 20 19 7x8= 7x8= 14- 12 5x10 4x8= 64= 4x6 II 3x8= 6x6= 4x8= I 439 I 7-1-12 10-00 12-8-0 I 154-0 1 1800 208-0 II 234-0 I 26-0-0_x__.28-104 I 31-8-7 1 36-0-0 I439 2-104 2-104 2-80 2-8-0 2-8-0 2-8-0 2-80 2-30 2-104 2-104 439 Plate Offsets(X,Y)-[1:0-6-0,0-3-0],(1:13-8,0-4-15),[3:0-25.0-15],[3:0-11-0,0-54],[9:0-11-0,0-54],[9:0-2-5,0-1-61[11:0-6-0,0-3-0].[11:1-35,0.4-15],[13:0-5-0,04-4],[15:0-4-0,04-12],[17:0-4-0,04-127, [18:0-5-0,0-4-4] LOADING(psf) SPACING- 6-0-0 CSI. DEFL. in (Inc) Vdefl Lid PLATES GRIP TCLL 25.0 plate Grip DOL 1.15 TC 0.64 Vert(LL) -0.53 17-18 >811 240 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.91 Vert(TL) -0.73 13-15 >582 180 MT18HS 2201195 TCDL 5.0 Rep Stress Inc( NO WB 0.87 Horz(TL) 0.40 11 Na n/a BCLL 0.0 Code IBC2012/TP12007 (Matrix) Weight:588 lb FT=10% BCDL 1.5 LUMBER- BRACING- TOP CHORD 2x6 OF No.2 TOP CHORD 2-0-0 oc purlins(4-94 max.). SOT CHORD 2x6 DF No.2*Except' BOT CHORD 10-0-0oc bracing:15-18,13-15 B1,B5:2x8 DF No.2,82:2x8 DF 1950F 1.7E JOINTS 1 Brace at Jt(s):6,19,18,13,14,15 WEBS 2x4 OF Stud IF ACTUAL SPACING OF TRUSS IS CONTINUOUS SLIDER Left 2x4 HF No.2 3-1-1,Right 2x4 HF No.2 3-1-12-TRUSSES SPACED 12'-0"oc 2x6 BLOCKING lb/size) 1=3359/0-5-8 (min.0-1-13),11=3359/055 (min.0-1-13) (1•TRUSCINGS OFH T10o NAILE OFex POST). REACTIONS. ( THE SPACING OF THE BOTTOM Max Horz 1=252(LC 9) CHORD LATERAL BRACING MAY BE (TYPICAL). Max Uplift1=-1100(LC 10),11=-1100(LC 10) INCREASED TO 12-0'oc PROVIDED ri.�_NJ CONTINUOUS 2L8 BLOCKING IS USED V��.,. FORCES. (ID)-1-2x-1-2=-8332/2719,2-3=5778/1950, Ten.-All forces 250(1b)or less except when /3239. ALONG THE FULLD LENGTH 1 OF THE �� TOP CHORD 23=-5.9717/2634=•11.9920649,1323 ,81=-99206239,4 ,91=•9717!8261,/19555=-595512101, BOTTOMNECCBLOC PER SECTION 53' 6-7=-5955/2101,7.22=•9717/3261,8-22=9920/3239,8-9=11306/3649.9.10.5778/1950, CONNECT CED 6'on 10d x 3• Sx TRUSS 10-11=-83322719 NAILSSPACEDCHORD ALONG EACH SOT CHORD BOTTOM CHORD. SECTION BOT CHORD 1-20=-2453/1640,19-20=335/1074,3-18=-2052/8901,17-18=-3176110547,16-17=1852!6832, A-A 15-16=1852/6832,1315-3176/10547,9-13=2052/6901,12-14=335/1074,11-12=-245317640 WEBS 6-16=1435/3977,7-16-3028/974,7-15=-1270/3899,8-15816, 18.20 992/3233, u 10-12=4512/1502,5-16=3028/974,5.17="1270/3899,4-17=-2105/816,18.20=•992/3233, D r`V� VE0 2-20=4512/1502 NOTES- 1)2-ply truss to be connected together with 10d(0.131"x3")nails as follows: Top chords connected as follows:2x6-2 rows staggered at 0-9-0 cc. I^rowBottom chords connected as follows:2x8-2 rows staggered at 0-9-0 oc,2x6-2 rows staggered at 0-9-0 oc. I Webs connected as follows:2x4.1 row at 0-T-0 ac,Except member 165 2x4"1 row at 0.9-0 oc,member 16.7 2x4"1 row al 0.9-0 oc,member 7-15 x 1 J U... - 9 2:',--,- row at 0-9-0 oc,member 155 2x4.1 row al 0-9-0 oc,member 12-13 2x4-1 row at 0-9-0 oc,member 12-10 2x4-1 rowel 0-9-0 oc,member 16-5 2x4- 0-9-0 cc,member 17-5 2x4.1 row at 0.9-0 oc,member 17-4 2x4.1 row at 0.9-0 oc,member 20.18 2x4.1 row at 0.9-0 oc,member 20.2 2x4-1 row- t• oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or beck(8)face in the LOAD CASE(S)section.Ply to ply connections =ve been JEFFERSON COUNTY provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Wind:ASCE 7-10:Vu8=110mph(3-second gust)Vasd=87mph;TCDL=3.Opsf;BCDL=0.9psf,h=25ft;B=45ft;L=36ft;eave=56;Cal.II;Exp B;partially;'.,WFRSDEPT OF COMMUNITY DEVELOPMENT (directional);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 4)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 5)Unbalanced snow loads have been considered for this design. 6)The bottom chord dead load shown is sufficient only to cover the truss weight itself and does not allow for any additional load to be added to the bottom chord. 7)Dead loads shown include weight of truss. Top chord dead load of 5.0 psf(or less)is not adequate for a shingle roof. Architect to verify adequacy of top chord dead load. l� PO 8)All plates are MT20 plates unless otherwise indicated. ,�f 9)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ,,,��IIy// 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1100th uplift at joint 1 and 1100 lb uplift at joint 11. ,�y//�tf• A'3j1. !, 11)This buss is designed in accordance with the 2012 International Building Code section 2308.1 and referenced standard ANSI/TPI 1. '4 ;',.$ ,,. St / 12)'Semi-rigid pilchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. ((/ '/. LOAD CASE(S)Standardlip a Vs.....,,, [9969 Aci N'IONAL 6/11/15 Digitally signed by:Terry L.Powell,P.E. !WARNING!-VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAWING NOTES BEFORE USE. Design valid for use with Mitek connectors.This design is based only upon parameters shown,and is for an individual building component to be installed and loaded vertically.Applicability of design parameters and proper incorporation of component is responsibility of building designer. Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance A regarding fabrication,quality control,storage delivery erection and bracing consult ANSI/TPI I Quality Criteria,DSB-89 and SCSI I Building } e8���*�+�+ Component Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719 `he;yf y a-�a7.t`„(},INC. I Draw North Arrow in Circle 16521 Highway 99,Suite C•Lynnwood,WA 98037-3161 own untry Everett:(425)258-4171•Puyallup:(253)840-9552 Building Design e POST FRAME BUILDINGS Administrative Headquarters: (425)743-1555 ei v orvi.or PERMA BILT GFAX0 ni-ric2tor),s7412.1 c-4#3:7.trio•ttorNOrpt2r 4-91512 - Quality:OFre Domth 0.It. perrnebilt.corn•facebook.com/permabilt PLEASE CHECK g 5 Wind MPH MI II-up doors fit in Bays O . a rfilh ri n ---„__ All-up doors will not hit Truss q_ Roof Pitch ,C Snow Load (DENIM„ . , Wind Exp i.1/ / Eave Heig 6 Minimum oChstleuarerance ) YES NO (please circle) FLOOR PLAN iTgri ..) c--_D Lt, C,..J W..; 1=0 0 CL cr 0 ,, Eg tz-.• 1--- '4 (He_ E A)OL.,),,,,-ti i oft', A re- 6 qy 1.1..f C:E-E -- 1 7 C9) 1 I-1 s".............\,...............................................„ ..............--*%.7.1.".........*".'".............„...„.....„, I I , I I 1 __ 111 I , 1 t- 14------- II I I et" OV‘4.7-0141.1(27,C r..=<._l- f4- 4 rtes• 6 715-12. ----- .3------- U L 12- ' I 2- ' i2_ ' 1 I ,,,,._ 10" I I ...1 k:\ ..1... 3 ttA &, Croe.c.„ 1,01 Cr^el:11V b q 1 Ae t i 1S/111A• etic-4-- ,* 44? LS 4. 1 tv C Pite-k: kV \Z k.: 2 4I I 1'LY 14' Dual 4 • ) 0 .... . , .-. , ...: 70 I c' NI 1?) -3 Cpiett, ;77,,,7 Croornly. >‹ .. -•-..3 /6.)C2 . 649A i CO 1 r.r:r n _ I , I 2. t 1 !II-. .., ,..., NI ..706.5 Ac c is s )64)g 29 'Ai 21i. A rzo4i or) ., ,.... I. ---, col 4/A., Afri Pito r,#4.),,k, 1,4?x - \if I, BUIL4rIsiG ELEVATION '134b"-' .-F4) 4.{ Customer has verified and approved the Ogiantation of rho troildin,g to the North and verifies that all ` 1... . ' s s ified in Paragraph B of the contlact4rsthown on this drawing and vice versa. .. ,......, ..i, 11 '11P#111.'11! e. ' Lead#: '' ::"``Vi Customer Signature: o 8 - usto Canary-Office Copy ©2012 Perma-Bilt®Industries FR-85 07/12 E u T C. 4D T,.., T C r r-� f W N 71 m j• z O I I11111"II'r'II1111 TSI Y 0 W w Nm y am S N o c� CO O O c r9 O o G7 A c =o C' rn o m In z a k � a m r•-> c czi cZi Z 03 c .-.._.......: .,R, mr O i.T 0 m yOD TTI D _ _ T'i - 11111 SPAN z 0 { J' Z N. . ® I BLOCK ( z oym U 0 L (40' MAX.) 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M N O m 1� p^IS A O O O R \ _ '�tt ,„.r...,.,,,.2,,, -4:-..-,-.- '; A e CO CO CO M W t -'4" ,r%'. '� s a 6 o. n 6 n - NEE ' no. dote item by7' ob no Pfi B951C 1 \ HUBERT 24339 [MMumu-.. .t e FOOTING SCHEDULE D6 13 UPDATE TO 2012 IBC i Oro0 C,. (.,� m �� own 6 country m design TSE m �� POST FRAME BUILDINGS & MISC DETAILS ` drawn KR JEFFERSON COUNTY i '-•'�'- FERM,BLT m 110 MPH EXPOSURE B WIND .2 app'/d TLP Quality:Our Future Depends On It. E date 06/07/13 I I I FILE Copy S • Hubert Small Project SWPPP Narrative and Site Plan 391 Sentinel Firs Road Port Hadlock,WA. 98339 Minimum Requirement#2 for small projects as defined the Department of Ecology criteria for stormwater pollution prevention plan Project File Number: BLD15-00236 Parcel:921193027 Narrative: Proposed 32'x 36' post and frame garage/shop(1152 sq.ft.)and 24'x 24'concrete apron with 24'x 52'gravel access. Proposed gutters to downspouts,to splash blocks. Access will be sloped towards the south and have a 2'wide x 18"deep gravel strip to control water runoff with a 10' vegetative flow path. This project qualifies as a small project because: This project disturbs less than 1 acre and is not part of a comment plat development. This project will not create, add or replace more than 5,000 square feet of impervious surface. This project will move less than 100 cu.yds. of material graded on site and less than 500 cu.Yds.Of to an approved buildingpermit. material under the foundation of a building to be built pursuant pp This project will cause less than 7,000 sq.ft. of land disturbing activity. This project is not located within a floodplain or shoreline designation. This project will not adversely impact a wetland, stream or water of the state, or change a natural drainage course. This project does not require engineering to comply. LCL GVL JUL 20 2015 DEPT OF COMMUNITY DEVELOPMENT • Page 1 Element 1—Preserve vegetation/mark clearing limits The area to be cleared and graded shall be marked prior to clearing with visible flagging to preserve vegetation and to clearly show clearing limits. Only the areas marked on the SWPPP site plan to be cleared.Vehicles will only be allowed in the areas to be graded. Element 2—Construction Access BMP C105-There will be a stabilized construction entrance that is a minimum of 12' onto site. Element 3—Control Flow Rates Does not apply as there will be no substantial grading of site. Post holes only for building. Element 4—Sediment Control Sediment control will be controlled on-site by placement of BMP C233 Silt Fence if necessary Element 5—Stabilize Soils Soils will not be stockpiled during the building stage of 2-3 weeks. No soils shall be exposed for more than 24 hours. Mulch will be used to cover any exposed soils Element 6—Protect Slopes Does not apply. No cut slope over 4 feet high will exceed 2 feet horizontal to 1 foot vertical, and no fill slopes over feet high will exceed 3 feet horizontal to 1 foot vertical. No engineered slope protection. Element 7—Protect permanent drain inlets There are no storm drain catch basin on site for which will install a temporary protection device, per storm drain inlet protection BMP C220 detail. Element 8—Stabilize channels and outlets Construction will occur during the dry weather. No storm drainage channels or ditches shall be constructed either temporary or permanent. Element 9—Control Pollutants Any and all pollutants, chemicals, liquid products and other materials that have the potential to pose a threat to human health or the environment will be covered, contained and protected from vandalism. All such products will be kept in a locked job site trailer. Element 10—Control De-watering No de-watering of the site is anticipated • • Element 11—Maintain best management practices Best management practices or BMPs will be inspected and maintained during construction and removed within 30 after the County Inspector or Engineer determines that the site is stabilized provided that they may be removed when they are no longer needed. Element 12-Manage the project This SWPPP will be implemented at all times.The erosion control BMPs will be implemented in the following sequences: 1. Mark clearing limits 2. Install stabilized construction entrance 3. Establish staging areas for storage and handling polluted materials and BMPs 4. Install sediment control BMPs if necessary 5. Grade and install stabilization measures for disturbed areas 6. Maintain BMPs until final site stabilization, at which time they may be removed Steve Triplett Permit Coordinator Town &Country Post Frame Buildings • Front Parcel Review • b L7_1715- Parcel 921193027 Printed: July 17, 2015 ROBERT HUBERT Site Address(es): 391 SENTINEL FIRS RD 391 SENTINEL FIRS RD ,WA ,WA PORT HADLOCK, WA 98339-9763 Parcel Number: 921193027 S-T-R: 19-29N-1E Total Acreage 1 Legal Description S19 T29 R1E TAX 138 Land Use: 9100 Flood District: Fire District: 1 Planning Area: Flood Map(FIRM)Panel No: School District 49 Zoning: RR COMP PLAN DESIGNATION: COMMUNITY PLAN: UGA: UGA Trans Plot plan states "property line" Assessor's Map(Property lines on%submitted plot plan must match the property lines as identified on the Assessor's 1/4 map) . .4— Legal Access to Property (1 so�) NO (a y0 1 1 C'(1 1--AAP -I-1,‘i--s- R.- Parcel Tags or Scanned ents YES ESA's: Special Reports Nearby oeS NO , , ' 3• ' „` -i,r', `a `n, `IR(I• - r, ; 'C] Designated Ag YES ] Shoreline Designation: YES 0 P(] Shoreline Slope Stability: YESI� Stream Type:YES 6 FWHCA: YES , Wetlands: YES i Rare Plants:YES Seismic: YES h r, Landslide: YES , ►, Flood: YES (t Erosion: YES "10 Aquifer Recharge Area:YES lgi SIPZ: e At Risk High Risk Coastal CMZ: ee High Risk Moderate RiskDisconnected CMZ Stormwater site miffed: Y TRU , %JP ;,,,re 6 09 Mivi vi, _ [>, Forest Lands: 5 ) 10 czkr*opt, `BOO rvl F Adjoining Forest La tltr Reg 1174 Commercial/ /Cfleb 0 Rural/ Inhdlding k Mineral Lands: YES 0 It' Agricultural Lands: YES A Archaeology: YES 0 �7 [ ] o Shooting Zone: YES Cr e? _ Stormwater: New Impervious Surfac k Land Disturbing Activity ESA's Stormwater Reqs:Min Req#2 in q#1 thru#5 Min Req#1 thru#10 Engineering pcj Notice Provisions/Disclosure:Airport YEs ® MRL YES 2 Forest Lands 0 — [ ] Landscaping Required: Yes (l ] Parking Spaces Required NO ® Other 5 Building Height: O' UBC Standard ,t " i ' 1 �MVS`� r'evt€uJ - -& oil vn Qvt pos'si 1•e eueil Po- �] Impervious Surface coverage i.entage: 4....,1 c7 U/ ` Resource Lands&Public: 10% Rural Residential: 4 Rural Industrial: UDC Sec 6.7 Rural Commercial: 60% Area ofrg Coverage:60%in Rural Industrial Lands only Total Building(s) Size: f // RVC:20,000 SF CC:5,000 SF NC:7,500 SF 1C: 10,000 SF All others:subject to septic&water constraints/None specified 42c] Setbacks: Front: 6 t Left Side: go t Right Side: 5 t Rear: ;k Shoreline Setback: NI;�/ t.. LSHA Setback: [d Road Classification: Pi; \{a Ve Road Approach: ISTING NOT REQ'D RAP 3611err M (f r f�S R4 Cu; a'ya.i SEPA Required: YES larf Kisi i C_1_rV"`( [l] Flood Certificate: Ni Cov(�,a t ` Existing Case(s)&Cg>zdition(s): " _Q,_ , -E' er Violations: Yes �! Recorded Date of Subdivision: 1 (( /A_ AFN Over 5yrs=UDC Plat Conditions: <5yrs=Plat Conditionon plat or Old Ordinance Lots/Require Declaration of Restrictive Covenant YES tr, submitted: YES ] UGA No Protest Agreement YE submitted: YES NO Site Visit conducted YES [ ] Require Final Zoning Approval YES NO [ ] ADMIN: Setbacks entered in Permit Plan case N/A YES New Parcel Tags entered in Permit Plan N/A YES Special Reports Scanned N/A YES No parcel tags found for parcel Cases Associated with APN 921193027 Review Cases Name Type Status Planner BLD15-00236 HUBERT P Emma Bolin Application Received: 7/9/2015 Permit Issued/Case closed: Case Finaled: NEW GARAGE NO PLUMBiNci-NO HEAT \\tidemark\data\forms\R_Parcel_CRMLA.rpt 7/17/2015 Page 2 of 2 • • urn IIIIWiIIIIIIDIII1111IINVIIIIIIIII534412008 01:03P T.rr.r.nn drnly me un I TAO"a 101190 wen cnv nv 0e When recorded return to: NO REAL ESTATE +I A11.a f.-• 1. k_aA....... sA+,J.� EXCISE TAX REQUIRED Nems: JEFFER•D• $sUNTY TREASURER address: c 5 ( `'Ge.,.1.....- .01 .-. K City: PO/31GI'e..1(alLL✓A qtg2 . 1 \_i'1��.to_ State,2lp (A)A qA-?35 , 4 q DECLARATION OF RESTRICTIVE COVENANT Grantor(s): a)1 I(caAM S St�.1d / fr 1- A`& vw fM 5r Je✓ Grantee(s), Jefferson County /f�� NOTICE IS HEREBY GIVEN TO inA 1I.e•..,r$'0,1J<' t Le,"....Vt'I S'...1.4t.his/her`Aetrs.and ass s ns. and the general public. This restrictive covenant shall bind and restrict the land. •. e .ner(s),fheIr heirs, grantees,successors and assigns and shall"run'with the land into perpet 'y.^ DESCRIPTION OF REAL PROPERTY AFFECTED: \CII ) Lot(s) Block(s) Div. of -no 'rs awd ufA Se..1- keI A i.s few. Section la ,Township SR CO Range E___llf,,_WIdifli "--/ ASSESSOR'S TAX PARCEL NUMBER(S): Id.I/-193-0 'a 1-193-0. 7 NOTICE IS HEREBY GIVEN THAT the combination of yhe abdye ref rented description of real property (lots, parcels,etc)is required to meet WAC 2 627 Min u Land Area for issuance of an onsite sewage system permit. Sale,transfer or eth r segreg do of only part of the property described in this Notice and in the onsite sew._e rmit ill esult in a violation of the terms and conditions of the onsite sewage permit. / " � TYPE OF STRUCTURE: • Rvin. • - A .o S.__ 67 6- ` I / ADDRESS OF STRUCTURE: - I ___ Por fdA 1 . Ljif 95339 THIS NOTICE may not be lifted or removed wlthou he • sent and written approval of the Jefferson County Health and Human Services Recording. Upon its execution,this Declaration-h- a re.. .ed with the Jefferson County Auditor. All contracts and deeds or other instruments of con a 1 a ce"selat' g to the property or any part thereof shall contain reference to this covenant. Compliance with code requirements. h' clara lot( o; not amend or modify,nor is it intended to amend or modify any requirements of the my f• -•. es or any other law or regulation dealing with or affecting the use of land or construction of A rov encs upon lands. Warranty of Authority. The owner(s)Si. . bel w rant that they are the sole Owners in fee of the real property described above and are . t . Izec4p m ke this Declaration and so bind the property. GRANTOR(S) /i16././...—�J e _ I. KZ" Al 57.. Acknowledgment: \\./ }� SUBSCRIBE• NDS Ad..• - o ••- •••re me`this day of 0 r tt� 20 06 eo.Afi. Nota public.-t -.. late of Washington. C residing In - Washington. Tgq •.. L My commis-o es: 1 -01-o1lDde—R 1,q0 '.041,n.'.".• NHeallhserver\homeknv_health\randynnFORMS\RESTRICTIVE COVENANT LAND AREA 070901.doc ��)I mmNN�IIIIII uu IA1ilhIll 111IA,�IIIIIIIIcI�illi43579241P J•1}•r.en Cant, W iN NOLD C H000 S&PVEY fief[ 8.00 NO REAL ESTATE SALES TAX REQUIRED COUNTY TREASURER BY 9//stf..•/&ki Marne Ty W. Taylor Adamu 2022 Queen Anne Place City,State,Zip Port Townsend, Wa 98368 GRANT OF EASEMENT Reference t(It applicable): Granla(4 0) William J. Snyder (2) Laura M. Grantaes(s)(1) Ty W. Taylor (2) Additional Grantors)on Pg. Add Gopal Graniee(s)cn• Legal Description(abbreviated): 'ort on o , Section .:�Ilfst!& WM. AssessorsTaxParcellDY 921-193-026, 921-193-027 & 9'1-193 0 3 The Grantors, William J. Sn der and = . _ , , - , husband and wife hereby grant, establish and cr-at: an - - sive Easement for Ingress, Egress and UtilitiesT WAR. his heirs, future owners, successors and ass' s of a, ts 46,47 and 48 of Survey recorded under AFN 240247, 'ebbrds If Jefferson County, Washington. Said Easement is to be 10 ide, over, under, through and accross the following des Property, the West 20 feet of that Portion of the SE*SW*, Section 19,T.29 N. . R.1 E.,WM. described as foll_•ws BEGINNING at a point 327.3 fee No h and 2041.2 feet West of the SE corner of the SW* of th N 1, • said Section 19; thence S88°39'40"w 150 feet; thence 0 ' 38.4 feet; thence S89°04'- 06"E 150 feet; thence S0°16 E o th point of beginning. Also the West 20 feet of the No h t of Tract 48 of said Survey ( AFN 240247). O Situate in Jefferson Co • y, Wa ington. Dated this ay of '1TA _,,,2000 William J w •=r Laura M. bnymer STATE O SH1NO> coUN OF Jefferson 6�qY C•p. i 1 am & ura" Snyder i• !.•`D�M FF �i� Y to -kno nto De the sual described n and .M Norg9�%:rn e : - the Whin aforegoing Instrumanl, a •..: eftnt • A ir 1, - they signed de sem• •+Sp 037.1C =* C\ a 1r r,:� . „°Lawry fa and aced.for ��•;.;'� too,,. p therein mentioned. .0 - Of. R 2_,,GC,40 GI m, . .and official seal this P L was t4 to- day of .r ire• No Wpa�, the, 44; snlglon residing al t t I.-f QI.X.�G'NYL�w , 'S - My appointment expires: /-)-1 41-1/—Ai