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HomeMy WebLinkAboutB16-2203 000-000-000DocuSign Envelope ID: OBCF54C9-FB3E-4DB9-9622-7C6074AA9OF3 Eli LLI,E 2700 Market St. NE $03 $89-1727 Specialists in Post Frame Engineering Sa!em,OR97301 FAx 503589-1728 POST FRAM,W,E BUILDING STRUCTURAL CALCULATION (This structure has been analyzed and designed for structural adequacy only.) BUTTE COUNW OCT 0 �3 2016 DEVELOPMENT SERVICES 81�� - 9a 03 PROJECT No. 1900316 BUILDING OWNER I LOCATION: April Small 3767 Steamboat Rock Road Butte Valley, CA 95965 CLIENT: Mac -Co Metal Buildings 6183 Meister Way Anderson, CA 96007 4�QP S.St{�r✓ aA No. C 6�6 Exp. r t t^^ nm' PERMIT # b[6-77,03 BUTTE COUNTY DEVELOPMENT SERVICES REVIEWED FOR CODE COMPLIANCE DATE (0�liT'���1� B �- CALF S /29/2016 I�G�t.4(.a.(,(,ars . "-CF2BB6F1CDEE4DF... Property of Alliance Engineering of Oregon, Inc. Unauthorized duplication prohibited. Copydght 't Alliance Engineering of Oregon. Inc. 2700 Market Street N.E. Alliance Engineering of Oregon, Inc. Phone: (503) 589-1727 Salem, OR 97301 www.se0regon.com Fax: (503) 589-1728 -I�l� Coli! DocuSign Envelope ID: OBCF54C9-FB3E-4DB9-9622-7C6074AA90F3 9129n016 1900316 (Small) 44x48x1s 11."cd I POST FRAME BUILDING REFERENCES; 1. 2013 Edition of the California Building Code 12012 Edition of the international Building Code 2. ASCE 7-10 - Minimum Design Loads for Buildings and Other Structures American Society of Civil Engineers, 2011 3. 2012 Edition, National Design Specification (MDS) Supplement For Wood Construction, American Wood Council, 2011 4. ASABE EP486.2 - Shallow Post and Pier Foundation Design American Society of Agricultural and Biological Engineers, 2012 DocuSign Envelope ID: OBCF54C9-FB3E-4DB9-9622-7C6074AA9OF3 DESIGN INPUTVALUES: Building Dimensions 2oft Width of Main Building 16.tt Height of Main Building 9129/2016 1900316 (Small) 44x48x1611.xmcd 2 W,',:= 12:ft Width of Eave Sheds Ifi, d := I I -ft Height of Eave Sheds := 49,.ft Length of Building Wblde = 44ft Rr;t hot == 3 112 Roof pitch of monitor Rpitc6s := 3 24 -in Length of monitor 24•in gave overhang B,,.:= I2.R Greatest nominal spacing between eave wall posts 28.ft Total width of openings in left gable wall 2041 Total width of openings in right gablewall u cap in := 24 -ft Total width of openings in front eave wa4 24.R Total width of openings in rear eavewall Design Loads for Building: Risk—Category -= Wind Design Values: Wind Speed: Wind Exposure: V,jrj = t 10 mph E... := Seismic Design Values: site-class SR 0.840 Mapped spectral acceleration for short period St ;- 0.264 Mapped spectral acceleration for 1 second period Total Width of Building J 12 Roof pitch of sheds Length of shed eave overhang R.,:= 7 Response modification factor Roof Load Design Values: pg := 20-psf Ground snow load Roof} Solar Panel dead load Roof type is = "metal sheathing" pr r = t Opsf Roof live load pd.= O.rsf Additional truss bottom chord dead food (if applicable) DocuSign Envelope ID: OBCF54C9-FB3E-4DB9-9622-7C6074AA90F3 9292016 1900316 (Small) 44x48x16_11.xmcd 3 DESIGN INPUT VALUES (Continued): Structural Members for Building: Main Eave Post Properties: (Solid rough-sav►m post unless' otherwise specified) 16X-0 - 5xo v� PO. -.t species = Po.q Grade DOug-,=Ir`i F2 Shed Monitor Post Properties: (Solid rough -sawn post unless otherwise specified) sp"02 F 7 Post -',recie%2 := Post Grade2 Henn -Fir � - Z Purlin Properties: Spurlin :- Sa -V- Purtin,mic, Doug-Fir Purlin�,.,ae ;= Set-Siruc Purlin;m,,, 27 in Girt Properties: Shirt := Sy25 - Douo-Fir �+ Giit,de Set-Struc v Girt cine 24-m Post Hole and Footing Design Vatues: q,,,ir:= 1500.psf Assumed soil vertical bearing capacity S�;Z'= 1t10isf Assumed soil lateral bearing capacity di, r„tq;nfi ;= 2.4.11 Main eave post footing diameter r m;n?s := 1.5.fi Shed eave post footing diameter Slab and backfill informafion Concrete slab ;= l3acl:Sl2 type ;- Concrete_ v '� Main eave post hole backfill (GO TO LAST PAGE FOR SUMMARY OF RESULTS) DocuSign Envelope ID: OBCF54C9-FB3E-4DB9-9622-7C6074AA90F3 8/29/2016 1844316 (Small) 44xa8x16_11.xyncd 4 SNOW LOAD ANALYSIS; For roof slopes greater than 5 degrees, and less than 70 degrees. P9 = 20p4 Ground Snow Load (from above) Karl, = 14.04 deg Angle of roof C = I.00 Exposure factor Ct = 1.0() Thermal Factor C, = I .t)CJ Roof slope factor 4 = 2:00 Importance factor 1. Determine Roof Snow Loads:' pf:= 0.7.Ce Ct.I,.pg Equation 1 pr- 14psf Flat roof snow load; Roof slope S 5deg Ps := Cs'Pf Equation 2 ps = 14 p<f Sloped roof (balanced) snow load 2, Determine final snow load, ps, 2Final roof snow load DocuSign Envelope ID: OBCF54C9-FB3E-4DB9-9622-7C6074AA9OF3 9/2912016 1900316 (Smait) 44x48x16_11.xmcd 5 WIND ANALYSIS: Method 2 -Analytical Procedure v.,,,, = 1 to mph Wind Speed ka = 0.85 Wind Directionality Factor kyt - 1.0 Topographic Factor 1;,, = 0.701 Wind Exposure Factor (windward) 1u- 1.00 Importance factor gh:= 0,00256.k.kA.I;d-V.-a2.I- qj,= 11,07psf Velocity Pressure Calculated Wind Pressures: Windward Eave Wall: Leeward Eave Wall: q.:= gh•GCpr..,r qt`s := gh•GCt flw ga. = 5.29p< qlw = -4:14 P< Windward Gable Wall: Leeward Gable Wall: gn,rg := gh.GCp f„,,:g qs..g := gh•GCptt g,.,.r = 4.43 psf gtws = -3.21 p``f Windward Roof: Leeward Roof: q,,-= gh'CCpfuT gtr:= gh•GCartr q«, = -7.64r< qj, - -4:$3 psf Wall Elements: Roof Elements: qw,l:= rlh.GCp qr:= gh'GCFfr gw = 4.85 psf qr = -8.85 psf Internal Wind Pressure (+I-): q;:= gh•GCpi q; = 1.99psf DocuSign Envelope ID: OBCF54C9-FB3E-4DB9-9622-7C6074AA90F3 9129/2016 190:1316 (Small) 44x48x'S_11.xmcd 6 SEISMIC CALCULATIONS: S, = o.84 Mapped spectral acceleration for short periods (from above) St = 0.26 Mapped spectral acceleration for 1 -second period (from above) � = 3.0 Importance factor R, = 7.0 Response modification factor (from above) 1. Determine the Seismic Design Category a. Calculate Sos and SpI For Sos: For Sat: For St = 0.84 For St = 0.26 r,= 1.m F,.= 3.87 its: S, -t=, sml Sr'Fv ` = 098 , = (23).1S 2 -SDISDS 0.65 =0.33 Scismic Dcsign_Catceory = "D" 2. Determine the building parameters Building dead load weight, W: iter W.= [Wbla•41dg-[(rr'-.2) + PdT + 2.(WIMS f 14,W)' Pd LL 2 W = 218672.0 lb Building area, Ab: Ar 41d8.WI1dg Ab = 2112.0f 2 DocuSign Envelope ID: OBCF54C9-FB3E-4DB9-9622-7C6074AA9OF3 9/2912015 1900316 (Small) 44x48x16—I I.xrncd 7 3. Determine the shear force to be applied a. Determine the fundamental period, T Ii,,flr= 2.521 Height of main roof 0.75 l int ft b. Determine the Seismic Response Coefficient, C3: CS is calculated as: But need not exceed: Srn Com, = 0.278 R, CsZ 0.09 i But shall not be less than: 1 C', = 0.029 C = 0.093 Seismic Response Coeff+clent to used in determination of seismic base shear c. Determine the Seismic Base Shear. vbIM "j"" — C'. W V =- 2670 ib VI..shear = 4. Determine the seismic load on the building: Since 1S6 m c Dc%ien_Catc:eoq = "D" , P = 1.3 E ='243 0lh Seismic toad on building DocuSign Envelope ID: OBCF54C9-FB3E-4DB9-9622-7C6074AA9OF3 9/29/2016 1900316 (Srrmal1) 44x48x16 11.xrrrcd 8 BUILDING MODEL: STEP 1: DETERMINE THE SHEAR STIFFNESS OF THE TEST PANEL This procedure relies on tests conducted by the National Frame Builders Association. The test was conducted using 29 gauge ribbed steel panels. These ribbed steel panels are similar to Strongpanei, Norclad, and Delta -Rib which are In common use by builders in this area. The material and section properties for the test panels are thus reasonable and will be used throughout. The stiffness of the test panel was calculated to be: c = 2166 lbrin STEP 2: CALCULATED ROOF DIAPHRAGM STIFFNESS OF THE TEST PANEL c' = (E X t) l (2 X (1+V) X (g1p) + (K,,1(V X t)"2)) Where: Eew = 27.5x1016 psi (modulus of elasticity for steel) t = 0.017" {thickness of 29 gauge steel) V= 0.3 (Poisson's Ratio for steel) g/p = 1.139 ratio of sheathing corrugation length to corrugation pitch V = 144" (12'-0" length of test paneD STEP 2.1 This equation was set equal to the stiffness of the test panel (2166 Ibrn) and the unknown value (K.) was solved for K2 = 1275 in sheet edge pudin fastening constant STEP 2.2: Use new building width to determine stiffness of new roof diaphragm (ch) Wbide K2:= 1275m' 4 7 = 14.04 deg Angie of roof pitch 2 from horizontal COO) t.= 0.017 - in 27500(W -psi bnv = 272 in c; ,•t KZ 2.961+ tb t�z 7476 Ib t o`` 1 STEP 2.3 & 2.4: Calculate the equivalent horizontal roof stiffness l co for the full roof. Since chis for the full roof, the roof length must be ratioed by the aspect ratio of the roof panel (b / a) where "a" is the truss spacing In inches. a= 144 in cb = 26592 ib in DocuSign Envelope ID: OBCF54C9-FB3E-4DB9-9622-7C6074AA9OF3 9!29/2016 1900316 (Srnall)44x4$x16 11.xrncd 9 STEP 3: DETERMINE THE STIFFNESS OF THE POST FRAME (k) Since the connection between the posts and the rafters can be assumed to be a pinned joint, the model for the post frame can be assumed to be the sum of two cantilevers (the posts) that act in parallel. The stiffness of the post frame can be calculated from the amount of force required to deflect the system one inch. The spring constant (k) in pounds per inch of deflection results directly. k = 310pli STEP 4: DETERMINE THE TOTAL SIDE SWAY FORCE (R): Apply wind loads to the walls to determine the moment, fiber stress and end reaction at prop point R. Calculate Total Wind Load: qr = 9.6 p -.f wind load = 186.0 in 9,.Trt:= qc,.t = 9.6p1i wind •' �iuti.�+tx'C' � M i d = 415 15 in -1b M,, faind f�.;,,d = 324 psi scpwxnt R:=(q.,"** � ,d? R = 6701b STEP S: DETERMINE THE RATIO OF THE FRAME STIFFNESS TOTHE ROOF STIFFNESS: This ratio (k/c� will be used to determine the side sway force modifiers. 0.012 Ch STEP 6: DETERMINE SIDE SWAY RESISTANCE FORCE: rnD = 0.977 STEP 7: DETERMINE THE ROOF DIAPHRAGM SIDE SWAY RESISTANCE FORCE: Q :- mD.R Q = 6541b Since not all of the total side sway force (R) is resisted by the roof diaphragm, some translation will occur at the top of the post. The distributed load that is not resisted by the roof diaphragm will apply additional moment and fiber stress to the post. Mm = 3798in•lb fdn = 30ps' Calculate the total moment and the total fiber stress in the post. Mtm = MD -Kid � Man Yt�t = 44164 in -lb ftct 'f.. -d + fdn fW = 347 psi DocuSign Envelope ID: OBCF54C9-FB3E-4DB9-9622-7C6074AA9OF3 M912016 1900316(SMall)44x48XI6-11.XrrCd 10 MAIN EAVE POST DESIGN: Calculate allowable unit compression stress, F, F,:, = 700psi F.:= Fit Cit C Cpm Cp F, = -ioo psi Allowable compression stress includling load factors Lro,tj,dS = IS( )in Sending length of post dp,,t = 8.0 in Minimum unbraced dimension of post Ke:= O.8 c:= 0.8 E . ... ..... d = 470000psi 4:= K,-L?,,q_bdg I, = 148.8 in 0.822.E',,,in FSE = 1117 psi Pt,,,fp,,t 4320 lb Axial loading per post due to live roof load P, .,,i = 4 5 90 lb Axial loading per post due to roof snow load Calculate Column Stability Factor, Co: 2FcEn P,,,,T,,t-r', = 302416 "af loading per post due to roof snow load F -r FCF -4- T C.0 CD eCn] TCD) FC Co Cr 2- t 2 C C F. -L,:= F.-CN-W-Cp-U F« -L, = 672.0psi F.r s,.,,:= Fc`Ciknm-C P -.S— I r Srnrw =Gpi F., -\\-,,.d *= r'.'CDwW-C,-:%--d F,c-v d = 773 psi E'1-= 470000psi Load duration factors (Co): Crx,t = 1.25 CDn,iq = 1.60 CD,,= 1.15 Cpj, = 0.77 Cp-s, = 0.79 Cpzp d = 0.69 Allowable compression stress on the post: load care 1 Allowable compression stress on the post; load case 2 Allowable compression stress on the post; all load cases except load cases I and 2 W"'f = 28prf Total rod loading Pdadpoo= 1728 lb Axial loading per post due to roof dead load Pt,,,fp,,t 4320 lb Axial loading per post due to live roof load P, .,,i = 4 5 90 lb Axial loading per post due to roof snow load (load case 2) P,,,,T,,t-r', = 302416 "af loading per post due to roof snow load (load case 5) 41 = 750pM F1,:= Fbj-CDj,,d-C\p -C-Cf- -C"-ci, frK14* Cj'r"'t "t 4=1199r>i Allowable bending stress per post including load factors DocuSign Envelope ID: OBCF54C9-FB3E-4DB9-9622-7C6074AA9OF3 9/29/2416 1904316 (Small) 44x48x16 11.xmcd 11 Check Load Cases: Load Case 1: Dead Load + Live Roof Load fbi := 0 fbI = 0 psi Actual bendiing stress on post tc Pana t pz rocr t t, _) 26 Actual compression stress per post CCZ:ALI I := �F. L, CCFALII = 0.19 Load Case 2: Dead Load + Snow Load ;� ;- 0 fit = 0 psi Actual bending stress on post pd.dp,.t + ' fr = 132psi Actual compression stress per post 4 CCFAL12 := (T.,71Z.) CCFAL12 = 0.2I Load Case 3 Dead Load + 0.6' Wind Load fbi := fid fb, = 347p�i Actual bending stress on post - Pd.dp,K fc = 36p5i Actual compression stress per post 2 t, MAIM Fec NNWfc L its CCFALI3 = t)..�(? DocuSlgn Envelope ID: OBCF54C9-FB3E-4DB9-9622-7C6074AA9OF3 9P29/2016 1900316 (Smart) 44x48x16_11.xmcd 12 Check toad Cases cont'd: Load Case 4: Dead Load + 0.750.6' Wind Load) + 0.75 • Live Roof Load fn, — 0.754,0 ft,a = 260psi Actual bending stress on post dna + 0.75•P v f, = Ifl3 psi Actual compression :stress per post. ( CCFALT4 = I fl: 2 4-t"t,I CCFAL14 = 0.26 Load Case 5: Dead Load + 0:75'50.6' Wind Load? + 0:75 ` Snow Load fr7 075 -(ft t) fj,l = 260psi Actual bending stress on past fe := I' + 0.75•P f,, 83 psi Actual compression stress per post CCFALI5: f 2 fbr 1•cc_a'ind Pt," 1 _ � i=.r CCFAL15 = 0.25 Load Case 6: 0.6 * Dead Load + 0.6 Wind Load rbI := f, "A f1,1 = 347 psi Actual bending stress on post OT 6•Pd�,d fC Apt rc = 22 psi 2 CCFAL16:= ° + d f� Fh-l —cF Actual compression stress per post CCFALI6 = 0.30 CCFALI = o, +0 Less than or equal to 1.00 thus 4K DocuSign Envelope ID: OBCF54C9-FB3E-4DB9-9622-7C6074AA9OF3 9/29/2016 1900316 (Srrlall) 44x48x16^71.xmcd 13 SHED EAVE POST DESIGN: Calculate allowable unit compression stress, Fes. F« 2 = 575mi F,,:=Fc2' \icFcact2'�tpe+t Fe st: i t2 Fe -,575 psi Allowable compression stress including load factors 1V,4 j,du2 = 120 in Bending length of post dp,� = 6.0 in Minimum unbraced dmension`of post 1C,, - 0.8 c:= 0.8 Fain ati+od2 = 40Mpi K Lp'.o aA � = 148.8 in 0.822•r�iR Fo[ FAL = 535 pei 2 lc 2 Calculate Column Stability Factor, Cp 2 1 F (1 # F^ Ftr Fc'CD Fc'CD Fc'D Cp 2c Fc¢ , �= Fc CDwrM' Cp-L1 Fa_L, = 418.2 psi F. -s,:= Fc'CN,,,w' Cp s.. F.s, , = 406 ps F. Nvi.d:= Fe ct)-i-d`cp_ww , «�+a = 449psi Amin Fmin wcxd2'C\Q:p,,,aCtpo,tP2'Cip,+stF2 r n,m = 40Mpsi Load duration factors {Co) Com '= 1.25 Cv i d = 1,60 C, = 1,15 Cr tl = 0.38 Cp^S" = 0.61 Cp a �„ a = 0.69 Allowable compression stress on the post; load case 1 Allowable compression stress on the post; load case 2 Allowable compression stress on the post: all load cases except load cases 1 and 2 W,r - 28p }' Total rod` ioadng 1'aeaapAa2 = 768lb Axial loading per post due to roof dead load PLmof"12 = 1920 lb Axial loading per post due to live roof load Pm 2112 lb Axial loading per post due to roof snow load (load case 2) pl = 13.4 lb Axial loading per post due to roof snow load {load case 5) F52 = 575 psi Fb:= Fh2'Cb+1nd'C 1fi t2" tpaai2'CL nt� Ctl +,+t2'Cii+; c xt2' 't�v+ct Ft, = 920" Allowable bending stress per post including load factors DocuSign Envelope ID: OBCF54C9-FB3E-4DB9-9622-7C6074AA9OF3 Check Load Cases: Load Case 1: Dead Load + Live Roof Load ft', =0 fbt=0psi fc == Pdcadry t2 4' PLrnrsf-,r-d2 x+sc2 75 CCFALII Fa Load Case 2: Dead Load + Snow Load 0 rb, = O psi fpd.d�2 4- P .�e2 — 80 s C � a C '— r t f CCFAL12 : F.—s,.) Load Case 3: Dead Load + 0.6 `Wi_nd Load 9129 2016 1900316 (Small) 44x48x16-1 l.xmcc 14 Actual bending stress on post Actual compression stress per post CCFALI I = 0.I R Actual bending stress on post Actual compression stress per post CCFAI.I2 = 0.20 ft', := ftt f,,l = 347ps Actual bending stress on post f ._- Pdd f� = 21 psi Actual compression stress per past z fc 2 fyt CCFAL13 := + Fee 4t Md) Fb 1 — CCFALI3 = 0.39 FeE DocuSign Envelope ID: OBCF54C9-FB3E-4DB9-9622-7C6074AA9OF3 q12912016 1900316 (Small) 44x48xI6—II.XmCd 15 Check Load Cases - cont'd: Load Case 4: Dead Load + 0.75 * (0.6 Wind Load) 4 0.75' Live Roof Loa f,sl:= 0.75.(ft,4) fL,, = 260psi Actual bending stress on post Pd.dpc-02 + 0.75.Pj�,,fpt2 fc:= f, = 61 psi Actual compression stress per post fc fbI CCFAL14:=cc tt'ised + f Fb*(' — T CCFAL14 = 0.34 Load Case 5: Dead Load + 0.75 * Q.6 * Wind Load) + 0.75' Snow Load 0.75.(fte) fbl = 26opsi Actual bending stress on post 4. f,: = 49psi Actual compression stress per post 2 fi, I CCFAI.15 := + f CCFAL15 = 0-32 C Load Case 6;_0.6 * Dead Load + 0.6 * Wind Load fbI := ft ft', 3,47 psi f, = 13 psi Ap-C _ ( 2 fbi CCFAI.16:= + �F7,wj,,d Fb. ( I — FcE Actual bending stress on post Actual compression strew per poet CCFAL16 = 0.39 CCFALI = 0.39 Less than or equal to 1.00 thus OK DocuSign Envelope ID: OBCF54C9-FB3E-4DB9-9622-7C6074AA90F3 9/29/2016 1904316 ($malt)4tx4W6-11.xrncd 16 DETERMINE GABLE WALL SHEAR LOADS: 1. Determine the wind load on the eave wall to be resisted by the gable wall in shear. q, = 9.6p,< Eave wall wind pressure from above q,r = d.8 psf` roofwind ITlI�`11i4c*itdg'ge� "E �1'lscxr}Zfitdg"Qtcxsr Veare «ind = Wave mind = 1639 lb 2. Determine the seismic load to be resisted by the gable wall in shear, Vara seismic := E Veave seismic = 12151b T 3. Determine the controlling load to be resisted by the gable watt in shear The controlling load= `VcaN•r t-.znnd" Therefore, vgahtc st, = 1639th V909, sbew is the shear load that is transmitted through the roof diaphragm to each gable watt. Normalize the toad to a per foot basis. ugbic shear �'lsarit �n t� 3MC rt he „tt = 102 plf deft gable shear load rat+t�nr € Vgable_ahcar tYrhiatt :- WR �Tratte,tt _ 68 plr Right gable shear load The gable wall diaphragms can resist the shear loads as follows: �'lr t =alt < 142 plf Use 29 gauge metal sheathing. install per the Typical Screw Schedule as shown ort the Standard cr�t,iat►` p� Details drawing in the engineered drawing package. DocuSign Envelope ID: OBCF54C9-FB3E-4DB9-9622-7C6074AA9OF3 9/292016 1900316 (Small) 44x48x16 11.xmcd 17 DETERMINE EAVE WALL SHEAR LOADS: 1. Determine the wind toad on the gable wall to be resisted by the eave watt in shear: C19 = 9.6 psf Gable wall wind pressure 11 = 3 n Height of shed roof Tl Vgable grind.= 4.37 rrsD > i�Shcd)'�*aeaj] + 0.375-rnD-(I-"jt,) Wmcm,tor 1.31... i u�mcn„tnr 2 Vgablc %%ind = 1320Ih 2. Determine the seismic load to be resisted by the eave wall in shear. Vgahi Geisrnic _ 2 Vgablc—seismic = 1215 lb 3. Determine the controlling load to be resisted by the eave wall in shear. The controlling load= "Vgablc—%%ind" . Therefore, V�f= 1320th Vwv sheaf is the shear load that is transmitted through the roof diaphragm to each eave well. Normalize the load to a per foot basis. VCBd"C 911Cdf Front eave shear load �eae shear •reaswall ` 7 �. jjplf Rear eave shear load •l+tdg �vcpe+unr-4 The eave wall diaphragms can resist the shear loads as follows: 142 pif Use 29 gauge metal sheathing. Install per the 142 pl f Typical Screw Schedule as shown on the Standard Details drawing in the engineered drawing package. DocuSign Envelope ID: OBCF54C9-FB3E-4DB9-9622-7C6074AA9OF3 9129/2016 1940316 (Small) 44x48x1S 11.xrncd '18 EMBEDMENT FOR MAiN SAVE POST: Calculate the minimum required post embedment depth for lateral loading for the eave posts. Ptxt i% = "constrained be a concrete slab" V. = 5841b Lateral shear load at the ground line M, = Imlb-ft Moment at the ground iine dia_rca na = 2.otl Main post footing diameter, S„,i1= Ioop< Lateral Capacity of soil Trial depth = 1.5 ft.- The starting depth of the post hole depth. The final post hole depth is determined by iterating to a final depth. ,Ptfi-P0,A = 1.9 ff This is the minimum required post embedment depth for lateral loading Gable wall uplift due to shear loading on gable wall shear panel: Calculate uplift pullout of the gable wall posts due to shear loads on the gable walls. Veave u ind = 1639 lb Calculated from above Veavt,N;ind•l"iW Cp = 1639 It, This is the uplift load on one gable wali post bldg gat+lecrFcninr, Assume a dead load weight of roof and wall area to be 2.0 psf, The area of the roof and wail that will tend to keep the gable wail post in the ground will be as follows: B,„ R 2 sf R 528 lb Dead load of roof pmf }bldg P %' Hldg 2'I I�j} tabic wail [Hshi:d*('k?dS — u'pblceMinr) + z .hcd' 2 .2_p , dal l� email - Ib Dead load of gable watt jj , dmthRgabtcYfaotins = 2s ft gable post embedment depth Poste % = (l �itor '�' dspt2+,�,rabic_fntrtingl'�` pest P,te = 216 lb Weight of post dia aht�_foec;r, y 1-s ft Diameter of gable wall posthole footing Concrete backfill in the gable end posts is = "required" to resist gable wall panel uplift Backfill = 5381b Gable post backfill weight if gable end post hole is backfilled with concrete (0 if granular or native soil backfill Concrete backfill may or may not be required to resist gable wail panel uplift). W4 * CTahta eaall + Roor -4- Pod. •` Backfill Total resistance for gable wall panel uplift.. SinceM,,t is greater than the Wtt,4 '= 210-10lbgable wall panel uplift, Crot, the gable wall footing is adequate. DocuSign Envelope ID: OBCF54C9-FB3E-4DB9-9622-7C6074AA9OF3 9MI2016 1904316 (Small)44x48x16 il.xmcd 18 FOOTING DESIGN FOR MAIN EAVE POST: Determine the footing size and depth for vertical bearing for the eave posts. q,,,7 = 1500psf Soil bearing capacity for footing ¢� = 214 ft Footing diameter 2 AI . jng:= —"(`4 a fex�tisrg4Af,,;" 3,14fl� Footing area P,t dWh = 4.0 ft Minimum required post embedment depth Pf0mjTjg:= Arvmjnp'Rseil"drafter + Pk-,, Pani s = 6440 lb End bearing capacity of footing = 6-118 lb Total footing bad Is greater than the snow toad (F , �i8tl1). This is OK. Note that the end bearing capacity (1'toate+g� g � FOOTING DESIGN FOR SHED SAVE POST. Determine the footing size and depth for vertical bearing for the eave posts. q,,il = 1500psf Soil bearing capacity for footing dia f«nfns - 1.5 ft Footing diameter 2� d;� fzirtQs 2 Arm;" -s = 1.7711 Footing area p a� 3,5 ft Minimum required post embedment depth Pfomfirs:= Ar,,os;gs-gaordracros Pf«+tiecs = 3976 lb End bearing capacity of footing P - 2880 lb Total footing bad Note that the end bearing capacity (i'ros) is greater than the snow load (P„N, $). This is OK. DocuSign Envelope ID: OBCF54C9-FB3E-4DB9-9622-7C6074AA9OF3 912912016 1900316 (Small) 44x48x16_11.xmcd 20 GIRT DESIGN: The girts will simple span between posts and loaded horizontally for wind. Calculate bending stress due to wind loading and determine the adequacy of the girts. Oen _ 1.81 piin_n = 138 in Orientation= "Flat' M�;,tq" g Mm, = 4303 in -11, Bending moment in the girt f,t = 2086psi Stress applied to the girt Bert Determine the allowable member stress including load factors. Fw,i,t = 1500.0 psi Crud = 1.60 Cmt6, = 1.00 Ct�t = 1,00 CL 4;,t = 1.00 CF& = 1.30 Cf"r;,t = 1.15 C'sm = 1.15 t'Cj,O t -Cr 'Cr"r`C O t Fbsi t = 4126 psi > rbc, This is OK. PURLIN DESIGN: The purlins simply span between pairs of trusses or rafters. Determine the adequacy of the purlins. Purlin = "2x6' PurIin,F„ „Q = 24.Oii9•C. l;n_sFan = 135 in Maximum combined distributed roof load along top edge of purlin 2 Mpurr;n - 10314 in -lb Bending moment in the p urlin m irt rt �" fhtnrr&n := S"` 1:64 psi Bending stress applied to the purlin rwiin Determine the allowable member stress including load factors FhPurGrt = 1500.0 poi CD,. = 1,15 C;illroi, = 1.00 Ctmlin = 1.00 Cz,P,,l;n = 1.00 Cl:i,"'j,n = 1.30 Chi,, = 1.00 CtPjn, = 1.15 �r.�tm �_ �•bi'ttrt;n'C27s�e�''C�i'l+lau►firi Ctpmt;r CLpvrl;n'C7'pvrl;ri �Tul+vrt;ei Cr�al;n F;,, = 2579 psi > ftl,,l;n This is OK DocuSign Envelope ID: OBCF54C9-FB3E-4DB9-9622-7C6074AA90F3 9129/2016 1900316 (Small) 44x48x16 11.xmcd 21 SHED RAFTER DESIGN: Determine the required section for shed rafters. The rafters will simple span between posts. It will be assumed that both ends are pinned. Rafterstv1c :— — Double 2x12 _ 1 Rafter;n Doug -Fir v rr I mft� ,ten = 135.0 in 28Pli Maximum combined distributed roof toad along top edge of rafter M ti3�ftrr 1�ft" M..ft = W54in•11 Bending moment in the rafter �'�rafter fi..ftn *= f' A = 1053 psi Bending stress applied to the rafter S ,p,eRafterc,: .. P n9 PPI, Determine the allowable member stress including load tactors bRaBcr 1000.0 psi CD,, = 1.15 C"il r�fl, = 1.00 Ct"fl, = 1.00 Cj fie* = 0,97 CRA, = 1,00 cf,,,aft, = 1.00 C,R, = 1.00 ��raRcr :� �bRafter'C.'C\ihraftc{�traftcr CLcafter'CT,aftcT'Cfi>safter`�mfter F , ,,R = 1117 psi > rt,f ftp, This is OK DocuSign Envelope ID: OBCF54C9-FB3E-4DB9-9622-7C6074AA90F3 912912016 1900315 (Small) 44x48x16_11.xmcd 22 MAIN POST TRUSS CORBEL BOCK DESIGN:, Determine the required number and size of bolts required in the main post truss corbel block. Allowable fastener shear capacities 17601b Shear capacity for 518" dia. bolts 2400 lb Shear capacity for 314" dia. bolts zTj„l, an = 4090 lb Shear capacity for 1" dia. bolts 7,T,, it 1rd = 14I lb Shear capacity for 16d nails zT it zna = 170 lb Shear capacity for 20d nails Pt,,, '= 4224 lb Combined snow, or ive roof, and dead loads on corbels 1f 518 dia. bolts are used: Nt'tt'58 = 2.1 Number of 518" dia. bolts required in the corbel block, if used. If 314 dia. bolts are used: 1'401,14 = 1.5 Number of 314" dia. bolts required in the corbel block, if used. If 1 dia. bolts are used: Nt.lt,jo = 0.9 Number of 1" dia. bolts required in the corbel block, if used. If 20d nails are to be used: Nail,-,nd' = 10.8 Number of 20d nails required in each corbel block, if used. If 16d nails are to be used: NNaihi6d = 13 Number of 16d nails required in each corbel block, if used.. DocuSign Envelope ID: OBCF54C9-FB3E-4DB9-9622-7C6074AA9OF3 9/29120/6 1900316 (Sr*all) 44x48x1S_11.xfrcd 23 RAFTER CORBEL BLOCK DESIGN: Determine the required number and size of bolts required in the rafter corbel block. Allowable fastener shear capacities 7Rt ti gg = 1760Ib Shear capacity for 5/8" da, bolts R rt sa = 24t.? lb Shear capacity for 3/4" da. bolts 7RWt rn = 40901b Shear capacity for 1" dia. bolts 7R.nai1 t5d = 141 ib Shear capacity for 16d nails ZR�it ',Oa = 1701b Shear capacity for 20d nails = 2880.0 lb Combined snow. or ive roof, and dead loads on eave corbels PmPe, i,e = 2093,01 lb Combined snow, or ive roof. and dead loads on interior corbels If 518 die, bolts are used: 1.4 Number of 5/8" da. bolts required in the rafter corbel block at the eave NbeIt ss-hd = 1.0 Number of 5/8" die. bolts required in the rafter corbel block at the interior post ff 314 die. bolts are used: Ntli ." A ;tet = 1,0 Number of 314" die. bolts required in the rafter corbel block at the eave Nbeft- 4-im � 0.8 Number of 314" die. bolts required in the rafter corbel block at the interior post tf i die. bolts are used: Nt,,,tf.t0 . = 0,6 Number of 1" die. bolts required in the rafter corbel block at the eave Nl,tt,j0j t = 0.4 Number of 1" die. bolts required in the rafter corbel block at the interior post If 20d nails are to be used: N,i1%20d . 7.4 Number of 20d nails required in each corbel block at the eave N,il.-oa};m = 5.3 Number of 20d nails required in each corbel block at the Interior post If 16d nails are to be used: Tv,;r,r ,,, = 8.9 Number of 16d nails required in each corbel block at the eave Nail,l"Yi„ c = 6.5 Number of 16d nails required in each corbel block at the interior post DocuSign Envelope ID: OBCF54C9-FB3E-4DB9-9622-7C6074AA9OF3 SUMMARY OF RESULTS: Building Dimensions ees,rmEtM 2rfft Width of Building ttdQ = 4811 Length of Building Nta = 16 ft Eave Height of Building 24 in Length of Eave Overhang 3 / 12 Main Roof pitch Shed Dimensions I vN',s,d 12ft Width of Sheds } , 11 ti Eave Height of Sheds 0%.�,,,gS = 24in Length of Eave Overhang Rpitas e 3 t 12 Shed Roof pitch Main Eave Post Details Main_+ost_irc Main_?ost_pvdc = "#2 Doug -Fir" usagclt,m r g %Combined stress usage of post Shed Eave Post Details Shed _rost size = *6x6* Shcdso. _Mde = "#21Tern-Fir" 1Jsage 39 % Combined stress usage of post Shear Wall Details vg,tc alt = 102plf Max. shear in gable wall v ,tt = 55rlf Max. shear in eave wall Girt Details Girt usage = "SO % Stress usage of wall girt' Orientation = "Rat` 929/2016 1900316 (Small) 44x48x16_11.xmcd 24 Suiiding Design Loads Ground—snow—load = 20psf Roof dead load = 4 psf Wind speed = 110 mph Find cN�posure = "B' Seismic _i?esi Satceors = "D" Main Post Footing Details Post is = "constrained In- a conercte slab" Postd,_TthNM. = 4.0 ft Design Post d;a_fooe;ng = 2.0 ft �e gn Footing is tit Footineusaacym = 98 ?,T're'ss' usage of footing Shed Post Footing Details Post is = "constrained be a concrete slab" Postdcptt,5 _ 3.511 Design Post 1.5 ft Be,5gnFooting is titer Feotingusager 72 �Io a�ress usage of footing Puriin Details Shed Rafter Details Purlin—usace = 51 %o Stress usage of roof purlin Rafter usage = 94 % Stress usage of shed rafter SPECIAL NOTE: The drawings attendant to this calculation shall not be modified by the builder unless authorized in writing by the engineer. No special inspections are requi red. No structural observation by the design engineer is required. Re: 1609-110 SMALL MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights, CA, 95610 Telephone 916/676-1900 Fax 916/676-1909 The truss drawing(s) referenced below have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Systems Plus Lumber. Pages or sheets covered by this seal: R48590104 thru R48590104 My license renewal date for the state of California is Lumber design values are in accordance with ANSI/TPI I section 6.3 These truss designs rely on lumber values established by others. B LITTE COTJ"�?TY OCT 1 11 2016 DEVELOPMENT SERVICES 8)6-9a03 QRpFESS/ON �Q�Q�O �EO pOSF��c' // J cP 2 PERMIT # UJ ujC 75435 C rn BUTTE COUNTY DEVELOPMENT SERVICES * EXP. 0313112018 * COREVIEWED EC MPL ANCE DATE October 4,2016 Eduard, Teodosescu IMPORTANT NOTE: Truss Engineer's responsibility is solely for design of individual trusses based upon design parameters shown on referenced truss drawings. Parameters have not been verified as appropriate for any use. Any location identification specified is for file reference only and has not been used in preparing design. Suitability of truss designs for any particular building is the responsibility of the building designer, not the Truss Engineer, per ANSI/TPI-1, Chapter 2. Job CSI. Truss Type Qty Ply SMALL848590104 TC 0.37 Pu I -J >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.52 1609-110 1 HOWE 8 1 Horz(TL) 0.09 F n/a n/a BCDL 3.0 Code IBC2012/TPI2007 Matrix -SH Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 8.010 s Jul 7 2016 MiTek Industries, Inc. Mon Oct 03 11:53:03 2016 Page 1 ID:Gx t2n_oKpJQIIP7EjklmDyYT2F-3VWSsQdZ72egmcpccnCVZcJvPbCOysA9tZusyeyX61k -2-0-0 58-4 9-10-8 14 2-12 19-9-0 21-9-0 2-0-0 5-6-4 4-4-4411-3 5-64 T 2-0-0 NOTE: ACTUAL O.C. SPACING THE TRUSS IS 2 -TRUSSES EVERY 12'-0" O.0 (SEPARATED BY A 5-1/2" SPACE). THE SPACING OF THE BOTTOM CHORD LATERAL SPACING MAY BE INCREASED TO 12'-0" O.0 PROVIDED CONTINUOUS 2X6 BLOCKING IS USED ALONG THE FULL LENGTH OF THE BOTTOM CHORD (SEE SECTION A -A). CONNECT BLOCKING WITH 10D NAILS AT 6" O.C. ALONG EACH B.C. 3.00 12 6x6 = CONT. 2X6 Scale =1:38.1 BLOCKING V,_ TYP. 10D NAIL 2X6 8_C.\ 2x4 II 3x8 = 2x4 II LOADING (psf) SPACING- 6-0.0 CSI. DEFL. in goc) Udefi Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.37 Vert(LL) -0.14 I -J >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.52 Vert(TL) -0.32 1-J >720 180 BCLL 0.0 Rep Stress Incr NO WB 0.44 Horz(TL) 0.09 F n/a n/a BCDL 3.0 Code IBC2012/TPI2007 Matrix -SH Weight: 112 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X6 DF SS G TOP CHORD 2-0-0 oc purlins (3-6-8 max.) BOT CHORD 2X6 DF SS G (Switched from sheeted: Spacing > 2-0-0). WEBS 2X4 DF Stud/Std G BOT CHORD 5-0-0 oc bracing. REACTIONS. (lb/size) B=2311/0-5-8 (min. 0-2-7), F=2311/0-5-8 (min. 0-2-7) Max Ho¢ B=144(LC 8) Max Uplift B=790(1_C 4), F=-790(LC 5) FORCES. Qb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B -C=-1671/1135, C -D=3642/887, D -E=-3642/888, E -F=-4671/1141 BOT CHORD B -J=-1084/4338, I -J=-1084/4338, H-1=947/4338, F -H=947/4338 WEBS C -J=60/300, 13-1=176/912, E -H=60/300, C-1=1130/467, E-1=1130/474 NOTES- (9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=11Omph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=1.8psf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) 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. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 790 Ib uplift at joint B and 790 Ib uplift at joint F. 8) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. oQROFESS/ TEOp�s�F�c i LU LU C 75435 c rn *� EXP.03131/2018 /* OFC October 4,2016 WARMNG - verify design parameters and READ NOTES ON TMS AND INCLUDED MITER REFERENCE PAGE M/1-7473 rev. f0/0=015 BEFORE USE fir' Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a tuns system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MOW i is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 1 R fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSYM11 Quality Criteria, OSB -89 and BCSI Building Component t 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heiohls. CA 95610 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 14- 131;' Center plate on joint unless x, y 4 offsets are indicated. 6 4 8 dimensions shown in ft -in -sixteenths (Drawings not to scale) Failure to Follow Could Cause Property Damage or Personal Injury Dimensions are in ft -in -sixteenths. Apply plates to both sides of truss and fully embed teeth. 1 2 3 1. Additional stability bracing for truss system, e.g. TOP CHORDS diagonal or X -bracing, Is always required. See BCSI. 0 „ c1'2 O2-3 2. Truss bracing must be designed by an engineer. For p WEBS 4 wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I I O q �y, p bracing should be considered. L)3. Never exceed the design loading shown and never stack materials inadequately braced trusses. on p4. Provide copies of this truss design to the building For 4 x 2 orientation, locate c7 s -i c" designer, erection supervisor, property owner and plates 0- 'lid' from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully. Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. "Plate location details available in MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted, this design Is not applicable for ICC -ES Reports: use with fire retardant, preservative treated, or green lumber. The first dimension is the plate width measured perpendicular 4 x 4 ESR -1311, ESR -1352, ESR1988 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to to slots. Second dimension is ER -3907, ESR -2362, ESR -1397, ESR -3282 camber for dead load deflection. the length parallel to slots. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12. Lumber used shall be of the species and size, and Indicated by symbol shown and/or by text in the bracing section of the Trusses are designed for wind loads in the plane of the truss unless otherwise shown. in all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing indicated on design. if indicated. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values 14. Bottom chords require lateral bracing at 10 ft. spacing, BEARING established by others. or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. Indicates location where bearings 16. Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but © 2012 MiTek® All Rights Reserved approval of an engineer. reaction section indicates joint number where bearings occur. 17. Install and load vertically unless indicated otherwise. Min Size shown is for Crushing Only. ®® rp 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with Industry Standards: project engineer before use. ANSI/TPI1: National Design Specification for Metal r 19. Review all portions of this design (front, back, words Plate Connected Wood Truss Construction. ® and pictures) before use. Reviewing pictures alone - DSB-89: Design Standard for Bracing. ® is not sufficient. BCSI: Building Component Safety Information, 20. Design assumes In accordance with Guide to Good Practice for Handling manufacture ANSI/TPI 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet: MII-7473 rev. 10/03/2015 Systems Plus Lumber Co. 1800 S. Barney Rd. Anderson, CA 96007 (530) 378-6800 (530) 365-5903 fax Trusses & Pre Manufactured Wall Panels systplus@systplus.com www.systplus.com INSPECTION AGENCY Timber Products Inspection, Inc 105 S.E. 12e Avenue Vancouver, WA 98684 Tel: (360) 449-3138 Fax: (360) 449-3953 *This engineering is valid ONLY for trusses manufactured by Systems Plus Lumber Co. * ICC ES Report ESR -1311 & ESR 1988 IAS Certified Inspection No. AA -702 Fabrication in compliance with 2013 CBC SECTION 2303.4.2 IBC/IRC 2012 SECTIONS(2303.4/R802.10roof/R502.11floor) TRUSS ENGINEERING LAYOUT YES ❑ NO Cfanria..l Tn,cc rl<ra:l Tiflis r)Pfa:l }! = Lnr1,.A..�t Gable End 85 Wind B 1 Gable End 110 Wind B 1 A Gable End 110 Wind C I Hat Truss over 6/12 2 Hat Truss under 6/12 2B Web Bracing Details 3 Valley Fill Frames 4 Open Face Jacks 5 Toe nail 6 Bearing Block 3.5 7 Bearing Block 5.5 7A Floor 8 Dbl T/C Notching 9 HVAC 10 Truss Data 11 Purlin Gable 12 BCSI at www.sbcinduorv.com BCSI-BISumma�heet at www.sbcindustrv.com Systems Plus Job Number 1609-110 Date 10-5-16 Revision(s) Customer Mac Co Project Small Location YI VI S 2G oaA 20 C J4, ?4. (xMe \, , PRIOR TO ERECTING TRUSSES, READ TRUSS DATA SHEET AND Q `6 NOTE BCSI-Bl SUMMARY SHEET GUIDE FOR HANDLING, INSTALLING N® AND BRACING OF METAL PLATE CONNECTED WOOD TRUSSES ey , CA U.S. DEPARTMENT OF HOMELAND SECURITY OMB No. 1660-0008 Federal Emergency Management Agency Expiration Date: November 30, 2018 National Flood Insurance Program ELEVATION CERTIFICATE Important: Follow the instructions on pages 1-9. Copy all pages of this Elevation Certificate and all attachments for (1) community official, (2) insurance agent/company, and (3) building owner. SECTION A — PROPERTY INFORMATION FOR INSURANCE COMPANY USE Al. Building Owner's Name Policy Number: Kevin R. Southworth and April M. Small A2. Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Company NAIC Number: Box No. 3767 Steamboat Rock Road City State ZIP Code Butte Valley California 95965 A3. Property Description (Lot and Block Numbers, Tax Parcel Number, Legal Description, etc.) APN 041-410-023, Located in South 1/2, Sec. 15, T.21 N., R.3E. A4. Building Use (e.g., Residential, Non -Residential, Addition, Accessory, etc.) Limited Agricultural Building A5. Latitude/Longitude: Lat. 39.673650 N Long. 121.633983 W Horizontal Datum: ❑ NAD 1927�c❑ NAD 1983 A6. Attach at least 2 photographs of the building if the Certificate is being used to obtain flood insurance. A7. Building Diagram Number 1A A8. For a building with a crawlspace or enclosure(s): a) Square footage of crawlspace or enclosure(s) n/a sq ft b) Number of permanent flood openings in the crawlspace or enclosure(s) within 1.0 foot above adjacent grade n/a c) Total net area of flood openings in A8.b n/a sq in d) Engineered flood openings? ❑ Yes El No A9. For a building with an attached garage: a) Square footage of attached garage n/a sq ft 3 PERMIT # Q b) Number of permanent flood openings in the attached garage within 1.0 foot above adja1MtZgUd" DEVELOPIVIM SERVICES REVIEWED FOH c Total net area of flood openings in A9.b n/a sq in g CODE COMPLIANCE // , , d) Engineered flood openings? ❑ Yes E] No DATE l �'��l BY ttn SECTION B — FLOOD INSURANCE RATE MAP (FIRM) INFORMATION B1. NFIP Community Name & Community Number B2. County Name B3. State Butte County, Number 060017 Butte County CA a B4. Map/Panel B5. Suffix B6. FIRM Index B7. FIRM Panel B8. Flood Zone(s) B9. Base Flood Elevation(s) Number Date Effective/ (Zone AO, use Base Revised Date Flood Depth) 06007CO550E E June 8, 1998 January 6, 2011 Zone A 520 feet B10. Indicate the source of the Base Flood Elevation (BFE) data or base flood depth entered in Item B9: ❑ FIS Profile ❑ FIRM ❑ Community Determined X❑ Other/Source: Contour Interpolation B11. Indicate elevation datum used for BFE in Item 139: ❑ NGVD 1929 0 NAVD 1988 ❑ Other/Source: B12. Is the building located in a Coastal Barrier Resources System (CBRS) area or Otherwise Protected Area (OPA)? ❑ Yes X❑ No Designation Date: ❑ CBRS ❑ OPA Eir-cow Form 086-0-33 (7/15) Replaces all previous editions. %Form Page 1 of 6 ELEVATION CERTIFICATE OMB No. 1660-0008 Expiration Date: November 30, 2018 IMPORTANT: In these spaces, copy the corresponding information from Section A. FOR INSURANCE COMPANY USE Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No. Policy Number: 3767 Steamboat Rock Road City State ZIP Code Company NAIC Number 0 Butte Valley CA 95965 SECTION C — BUILDING ELEVATION INFORMATION (SURVEY REQUIRED) C1. Building elevations are based on: X Construction Drawings* ❑ Building Under Construction* ❑ Finished Construction *A new Elevation Certificate will be required when construction of the building is complete. C2. Elevations — Zones Al—A30, AE, AH, A (with BFE), VE, V1—V30, V (with BFE), AR, AR/A, ARAE, AR/A1—A30, AR/AH, AR/AO. Complete Items C2.a—h below according to the building diagram specified in Item A7. In Puerto Rico only, enter meters. Benchmark Utilized: Vertical Datum: Indicate elevation datum used for the elevations in items a) through h) below. ❑ NGVD 1929 ❑ NAVD 1988 ❑ Other/Source: Datum used for building elevations must be the same as that used for the BFE. Check the measurement used. a) Top of bottom floor (including basement, crawlspace, or enclosure floor) ❑ feet ❑ meters b) Top of the next higher floor ❑ feet ❑ meters c) Bottom of the lowest horizontal structural member (V Zones only) ❑ feet ❑ meters d) Attached garage (top of slab) ❑ feet ❑ meters e) Lowest elevation of machinery or equipment servicing the building ❑ feet ❑ meters (Describe type of equipment and location in Comments) f) Lowest adjacent (finished) grade next to building (LAG) ❑ feet ❑ meters g) Highest adjacent (finished) grade next to building (HAG) ❑ feet ❑ meters h) Lowest adjacent grade at lowest elevation of deck or stairs, including ❑ feet ❑ meters structural support SECTION D — SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION This certification is to be signed and sealed by a land surveyor, engineer, or architect authorized by law to certify elevation information. 1 certify that the information on this Certificate represents my best efforts to interpret the data available. I understand that any false statement may be punishable by fine or imprisonment under 18 U.S. Code, Section 1001. Were latitude and longitude in Section A provided by a licensed land surveyor? x❑ Yes ❑ No ❑ Check here if attachments. Certifier's Name License Number Wesley E. Gilbert R.C.E. 31689 QROFESS Y E. Title Owner, Principal �P ce Company Name W. Gilbert Engineering 1/16 Address 140 Yellowstone Drive, Suitel 10 C Vt%- Q' �OF City State ZIP Code CAL%f Chico 17 CA 0 97973 7 J Signature Date Telephone 01�1r�-Aorr 9/23/16 (530) 809-1315 Copy all pages eis Elevation Certificate and all attachments for (1) community official, (2) insurance agent/company, and (3) building owner. Comments (including type of equipment and location, per C2(e), if applicable) FEMA Form 086-0-33 (7/15) Replaces all previous editions. Form Page 2 of 6 ELEVATION CERTIFICATE OMB No. 1660-0008 Expiration Date: November 30, 2018 IMPORTANT: In these spaces, copy the corresponding information from Section A. FOR INSURANCE COMPANY USE Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No. Policy Number: 3767 Steamboat Rock Road City State ZIP Code Company NAIC Number Butte Valley CA Q 95965 SECTION E — BUILDING ELEVATION INFORMATION (SURVEY NOT REQUIRED) FOR ZONE AO AND ZONE A (WITHOUT BFE) For Zones AO and A (without BFE), complete Items E1—E5. If the Certificate is intended to support a LOMA or LOMR-F request, complete Sections A, B,and C. For Items E1—E4, use natural grade, if available. Check the measurement used. In Puerto Rico only, enter meters. E1. Provide elevation information for the following and check the appropriate boxes to show whether the elevation is above or below the highest adjacent grade (HAG) and the lowest adjacent grade (LAG). a) Top of bottom floor (including basement, crawlspace, or enclosure) is 1 . 0 x❑ feet ❑ meters M above or ❑ below the HAG. b) Top of bottom floor (including basement, crawlspace, or enclosure) is 2 . 5 ❑x feet ❑ meters ❑x above or ❑ below the LAG. E2. For Building Diagrams 6-9 with permanent flood openings provided in Section A Items 8 and/or 9 (see pages 1-2 of Instructions), the next higher floor (elevation C2.b in the diagrams) of the building is ❑ feet ❑ meters ❑ above or ❑ below the HAG. E3. Attached garage (top of slab) is ❑ feet ❑ meters ❑ above or ❑ below the HAG. E4. Top of platform of machinery and/or equipment servicing the building is ❑ feet ❑ meters ❑ above or ❑ below the HAG. E5. Zone AO only: If no flood depth number is available, is the top of the bottom floor elevated in accordance with the community's floodplain management ordinance? ❑ Yes ❑ No ❑ Unknown. The local official must certify this information in Section G. SECTION F — PROPERTY OWNER (OR OWNER'S REPRESENTATIVE) CERTIFICATION The property owner or owner's authorized representative who completes Sections A, B, and E for Zone A (without a FEMA -issued or community -issued BFE) or Zone AO must sign here. The statements in Sections A, B, and E are correct to the best of my knowledge. Property Owner or Owner's Authorized Representative's Name Kevin R. Southworth and April M. Small Address City State ZIP Code 1524 Oneal Road Oroville CA 95965 Signature� I Jyv- [�at� Telephone (530) 519-8592 I� r � lU _ aii I Comments The finish floor for the limited agricultural building will be constructed at or above 525.5 feet. ❑ Check here if attachments. FEMA Form 086-0-33 (7/15) Replaces all previous editions. Form Page 3 of 6 ELEVATION CERTIFICATE OMB No. 1660-0008 Expiration Date: November 30, 2018 IMPORTANT: In these spaces, copy the corresponding information from Section A. FOR INSURANCE COMPANY USE Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No. Policy Number: City State Zip mpany NAIC Number 0 - SECTION G — COMMUNITY INFORMATION (OPTIONAL) The local official who is authorized by law or ordinance to administer the community's floodplain management ordinance can complete Sections A, B, C (or E), and G of this Elevation Certificate. Complete the applicable item(s) and sign below. Check the measurement used in Items G8—G10. In Puerto Rico only, enter meters. G1. ❑ The information in Section C was taken from other documentation that has been signed and sealed by a licensed surveyor, engineer, or architect who is authorized by law to certify elevation information. (Indicate the source and date of the elevation data in the Comments area below.) G2 ❑ A community official completed Section E for a building located in Zone A (without a FEMA -issued or community -issued BFE) or Zone AO. G3. ❑ The following information (Items G4—G10) is provided for community floodplain management purposes. G4. Permit Number G5. Date Permit Issued G6. Date Certificate of Compliance/Occupancy Issued G7. This permit has been issued for: ❑ New Construction ❑ Substantial Improvement G8. Elevation of as -built lowest floor (including basement) ❑ feet ❑meters Datum of the building: G9. BFE or (in Zone AO) depth of flooding at the building site: ❑ feet ❑ meters Datum G10. Community's design flood elevation: ❑ feet ❑ meters Datum Local Official's Name Title Community Name Telephone Signature Date Comments (including type of equipment and location, per C2(e), if applicable) ❑ Check here if attachments. FEMA Form 086-0-33 (7/15) Repl Form Page 4 of 6 OCT C 3 2016 DEV satvxEs B16 z0 Butte County Department of Development Services PERMIT CENTER 7 County Center Drive, Oroville, CA 95965 Main Phone 530.538.7601 Fax 530.538.7785 www.buttecotintv.net/dds SITE PLAN Assessor's Parcel Dumber: DDD — � C — I -rl~ NLP. 5E 1>1 Ma tib Podaq- Soo Z,r—, 46 P. s t.� ;t'� 4 pri iCe lt' w k P— 'To -51. tG 4'r 5W 1z t -C - Owner Name: ,( Site Location: Contact name: `(�l Flood Zone: Revised 7.20.2015 FORM NO DBP -3 Permit #: r � 1 . rN r� W e✓. S�Ra.t�r� Fr�.RMIT 0y r G. Q '�� �✓ , 4 1 31J n+ t qr` IJ ,/ CSO TRV cr 10 o TP-Aro4 cs Nr Ki k R.. 44 L L %..r; r1- AS m weLl• 2 Qty' �....6Z.V�?R<�k>A.O bRlVtcl f ti - ---� a a.0,6 pow ?.A t) a fL4Gii co r .. _ M t.� 365 o v� Phone: SSC --51 — S 2 G— Scale 1"= \ b G Gly _ it) -1 = (/-7 r "V 01 Bi1rrE Coll OCT -0'3 2016 DEVELOPMENT - SERVICES 216-402 ... ........... ...... F-77,"' "'e"— 7771 `C iYY�G� v" C -e- cnv - BUTTE COUNTY DEVELOPMENT SERVICES - REVIEWED FOR EE_o>Mf�rSEaY.�ES COD COMPLIANCE Page l of 1 DATE 04 2 BY E DocuSign Envelope ID: EBBC03A8-CAAA-4AD4-A137-68A19ECE1C92 ® 481-0. 12'-0' 12'-0" 12'-0' r 4030 w J030 W 4030 W t0 >< C 6X8 P.T. ¢2 D -F POST USE 4'-0' (MIN) EMBEDMENT DEPTH, 24'4 FOOTING AND CONCRETE Cc •� w J OPEN BELOW J X LJ N 18'0 FOOTING AND CONCRETE p Z O BACKFILL m Q 4X5 P.T. f2 H -F DOOR POST u- o < 0 FOOTING REO -D), NOTE ORIENTATION w t c� o t. 0 ez3 iL 0 1NTERIORfDIVIDE WALL Q a fl O (SEE NOTE. 5)—/N (� N N N X Ll N N w co 0 O N� N N I N I OPEN C O Z o 0 0 c o A O OPEN BELOW OPEN BELOW OPEN BELOW .o oI �1 OPEN BELOW 4 4 0 N X rN Li i Li 0 0 4030 Wa 3068 V0 12'-0' 10'X9' 04D (SEE NOTE 4) OPEN BELOW OPEN BELOW l6J 0 N to tr N C,< ncli o � O �o N U z (D I GENERAL NOTES 1. ALL POSTS EMBEDDED IN GROUND SHALL BE PRESSURE TREATED FOR BURIAL 2. PERSONNEL DOCR(S) AND WNDOW(S) S i0AN MAY BE LbCA T LD BY V.E e,;'ILDER IN THE WALL(S) SHOWN UNLESS SPECIFICALLY LOCATED ON THIS DRAWNG. 3. DOOR POSTS MAY BE SIZED, LOCATED AND EMBEDDED BY THE CONTRACTOR UNLESS NOTED OTHERWISE. DOOR POSTS MAY BE OMITTED IF DOOR IS FRAMED DIRECTLY AGAINST A STRUCTURAL POST. 4. CONTRACTOR TO VERIFY DOOR DIMDNSIONS AND CLEARANCES PRICR TO BUILDING CONSTRUCTION AND DOOR INSTALLATION. 5. ON THE INTERIOR/OIYDE WALL NOTED, INSTALL VRTS PER DETAILS ON THE SECTION A DRAWING. INSTALL 29 GA METAL SHEATHING OVER THE GIRTS & TRUSS PER THE TYPICAL SCREW SCHEDULE ON THE STANDARD DETAILS DRAWNG. BUTTE COUNTY OCT 0 3 2017,' DEVELOPMENT SERVICES G)6-aaG3 POST / BRACING NOTES -- ITEM DESCR'IP11ON 6X8 P.T. ¢2 D -F POST r- USE 4'-0' (MIN) EMBEDMENT DEPTH, 24'4 FOOTING AND CONCRETE •� w J OPEN BELOW J X LJ N 18'0 FOOTING AND CONCRETE p Z O BACKFILL m Q 4X5 P.T. f2 H -F DOOR POST u- o < 0 FOOTING REO -D), NOTE ORIENTATION ez3 crs 1NTERIORfDIVIDE WALL Q a o �1 OPEN BELOW 4 4 0 N X rN Li i Li 0 0 4030 Wa 3068 V0 12'-0' 10'X9' 04D (SEE NOTE 4) OPEN BELOW OPEN BELOW l6J 0 N to tr N C,< ncli o � O �o N U z (D I GENERAL NOTES 1. ALL POSTS EMBEDDED IN GROUND SHALL BE PRESSURE TREATED FOR BURIAL 2. PERSONNEL DOCR(S) AND WNDOW(S) S i0AN MAY BE LbCA T LD BY V.E e,;'ILDER IN THE WALL(S) SHOWN UNLESS SPECIFICALLY LOCATED ON THIS DRAWNG. 3. DOOR POSTS MAY BE SIZED, LOCATED AND EMBEDDED BY THE CONTRACTOR UNLESS NOTED OTHERWISE. DOOR POSTS MAY BE OMITTED IF DOOR IS FRAMED DIRECTLY AGAINST A STRUCTURAL POST. 4. CONTRACTOR TO VERIFY DOOR DIMDNSIONS AND CLEARANCES PRICR TO BUILDING CONSTRUCTION AND DOOR INSTALLATION. 5. ON THE INTERIOR/OIYDE WALL NOTED, INSTALL VRTS PER DETAILS ON THE SECTION A DRAWING. INSTALL 29 GA METAL SHEATHING OVER THE GIRTS & TRUSS PER THE TYPICAL SCREW SCHEDULE ON THE STANDARD DETAILS DRAWNG. BUTTE COUNTY OCT 0 3 2017,' DEVELOPMENT SERVICES G)6-aaG3 POST / BRACING NOTES -- ITEM DESCR'IP11ON 6X8 P.T. ¢2 D -F POST USE 4'-0' (MIN) EMBEDMENT DEPTH, 24'4 FOOTING AND CONCRETE BACKFILL, NOTE ORIENTATION 6X5 P.T. 2 D -F POST OPEN BELOW USE 3'-6' (MIN) EM3£DM£PIT DEPTH, �✓ 18'0 FOOTING AND CONCRETE BACKFILL 4X5 P.T. f2 H -F DOOR POST u- USE 2'-6' EMSEDMENT DEP-tH & 18'0 < CONCRETE BACKFILL (NO CONCRETE FOOTING REO -D), NOTE ORIENTATION ez3 crs 1NTERIORfDIVIDE WALL Q a o O (SEE NOTE. 5)—/N (� N N N X Ll N N w co 0 O yr o Cl OPEN 4030 W O �1 OPEN BELOW 4 4 0 N X rN Li i Li 0 0 4030 Wa 3068 V0 12'-0' 10'X9' 04D (SEE NOTE 4) OPEN BELOW OPEN BELOW l6J 0 N to tr N C,< ncli o � O �o N U z (D I GENERAL NOTES 1. ALL POSTS EMBEDDED IN GROUND SHALL BE PRESSURE TREATED FOR BURIAL 2. PERSONNEL DOCR(S) AND WNDOW(S) S i0AN MAY BE LbCA T LD BY V.E e,;'ILDER IN THE WALL(S) SHOWN UNLESS SPECIFICALLY LOCATED ON THIS DRAWNG. 3. DOOR POSTS MAY BE SIZED, LOCATED AND EMBEDDED BY THE CONTRACTOR UNLESS NOTED OTHERWISE. DOOR POSTS MAY BE OMITTED IF DOOR IS FRAMED DIRECTLY AGAINST A STRUCTURAL POST. 4. CONTRACTOR TO VERIFY DOOR DIMDNSIONS AND CLEARANCES PRICR TO BUILDING CONSTRUCTION AND DOOR INSTALLATION. 5. ON THE INTERIOR/OIYDE WALL NOTED, INSTALL VRTS PER DETAILS ON THE SECTION A DRAWING. INSTALL 29 GA METAL SHEATHING OVER THE GIRTS & TRUSS PER THE TYPICAL SCREW SCHEDULE ON THE STANDARD DETAILS DRAWNG. BUTTE COUNTY OCT 0 3 2017,' DEVELOPMENT SERVICES G)6-aaG3 POST / BRACING NOTES -- ITEM DESCR'IP11ON 6X8 P.T. ¢2 D -F POST USE 4'-0' (MIN) EMBEDMENT DEPTH, 24'4 FOOTING AND CONCRETE BACKFILL, NOTE ORIENTATION 6X5 P.T. 2 D -F POST (� USE 3'-6' (MIN) EM3£DM£PIT DEPTH, �✓ 18'0 FOOTING AND CONCRETE BACKFILL 4X5 P.T. f2 H -F DOOR POST USE 2'-6' EMSEDMENT DEP-tH & 18'0 CONCRETE BACKFILL (NO CONCRETE FOOTING REO -D), NOTE ORIENTATION CVLj w CLA CIO Y� l i ' C fo. C 601510-1.-- Z 1 r 6 a� Doe�S,oned Iw• C1 0 PERMIT # Gfi 29/2016 BUTTE COUNTY DEVELOPMENT SERVICE S G� Sr REVIEWED FOR CF2B86F' DEE40F... CODE COMPLIANCE cv DATE a� BY ENaW RING CF OREGM, INC. • 2700 McrW S'. NE • Sdem. Crcgen 97301 • PfW= 503 589-1727 • FAX 503 589-1738 • IT IS UNUVMA AND POTENTIALLY DANGEROUS FOR TF?"S DRAWNG TO IE USED FOR ANY OTF!TR BLRDNG LOCATION THAN SHOW. PLAN VIEW .. ALLIANCE F1 t . 1 N E E R i Specialists in Post- Frame Engineering CLIc-NT i C^ER BUILD NG LCCA, ON, MAC -CO METAL BLDGS APRIL SMALL 6183 MEISTER WAY 3767 STEAMBOAT ROCK RD ANDERSON, CA 95007 BUTTE VAIIEY, CA 95965 DATE 02 SEP 16 1OWG NO: JCB N0: REY DRAM4 BY: Jp PLOT O. 77 PFB-01 of 07 1900316 --- - r --- — - — -- DocuSign Envelope ID: EBBC03A8-CAAA-4AD4-A137-68A19ECE1C92 24" TRANSLUCENT LIGHT PANELS T 48'-0" REAR SAVE VIEW OVERHANGS JALL PER OVERHANG DETAILS DRAWNG, EPT AS NOTED A MA a o 1 > i0 O 1 48' -0 - FRONT EAVE VIEW 3068 MD -D" (MAX) ROWS PEAK OVERHANG !F MAIN BUILD,.,,. R. 11 ,.. R, � ..,., . 3068 MD 12'-0' 20'-0' 44'-D" LEFT GABLE VIEW 3068 3068 MD 12'-0' MD 12'-0" I 20'-0" 1 12'-0" CRYI Z PERMIT# BUTTE COUNTY DEVELOPMENT SERVICES 2 REVIEWED FOR t"o.C6056 CODE COMPLIANCE �0 DATE BY. � Dusly r:QFCAL�F� C29/2016«AS MBBOFICDEEOF... © ALUANCE LNG'NEIVG OF ORS -'GM, INC. • 2700 kaket St NE • Sden, Oroom 47301 • PHONE: 503 5&4-1727 • FAX. 5^3 W-0-1728 9 IT IS UNLAWFUL AND POTIDMALLY DAyMROUS FOR " DRA*Nl. TO SE USED FOR ANY OTHER 8= -!NG LOCATION TION 9JOWN. RIGHT GABLE VIEW ELEVATION MEWS ENGINEERING Specialists in Post Frame Engineering CU�'dT OWNER78 ILDING LOCAMN MAC -CO METAL BLDGS APRIL SMAI1 6183 MEISTER WAY 3767 STEAMBOAT ROCK RD ANDERSON, CA 96007 BUTTE VALLEY, CA 95965 DATE.- 02 SEP 16 IDWG NO: JJM NO JRZV DRA1W BY: JP IPLOT 0 96 1 PFB-02 of 07 1900316 DocuSign Envelope ID: EB13CO3A8-CAAA-4AD4-A1 37-68A1 9ECE1C92 INSTALL TOP GIRT PER OVERHANG DETAILS DRAWNG J DETAIL 1 N.T.S. BUILDING DATA: WOTH: 20' -0 - LENGTH: 48'-0" £AVE HT: 11`-0" ROOF SLOPE: 3 r,N 12 TRUSS SPACING: 12'-0" BUILDING CODE: WINO LOAD: 110 MPH EXPOSURE: 8 SNOW LOAD: 20 PSF DEAD LOAD: 3 & 5 F SOIL BEARING: 1.5 KSF SEISMIC CATEGOG RY: 0 CB^ 2013 ALLIANCE LNaNO NG OF (6) 16d OR 24d NAILS (4) (WN) 16d OR 20d NAILS --- (2) 3/4.0 A-307 BOLTS W/ NUT & FLAT WASHERS EA SIDE —2X CCRBZ BLOCK TO MATCH POST WIDTH (SEE STANDARD DETAILS FOR BOLT SPACING & BLOCK SIZE) 2X6 SS D -F PURLINS & 24" (MAX) O.C. INSTALL W/ SIMPSON LU26 HANGERS OR EQUAL TYP MAIN & SHED ROOFS CCMNUQUS 2X BLOCK TO MATCH POST WOTH BETWEEN TRUSS TOP CHORDS (INSTALL PER N07 12 ON CONSTRUCTION NOTES) GENERAL MOTES 1. GR TS MAY BE INSTALLED COVVERCIAL STYLE AT 24' O.C. BY THE CONTRACTOR W; 7H 2X BLO'WNG BETWEEN' M--VB-,-RS OR WTH SIMPSON LU26 HANGERS (OR EQUAL). IF 2X BLOCKING IS USED, THEN NAL BLOCKING TO POST WTH (6) 20d OR (6) 16d NAILS (MIN). NAIL GIRTS TO °LOCKING %1iH (2) 20d OR (3) 16d NAILS AT EACH END. 97301 • PHONE 503 589-1727 • FAX 503 589-1728 • IT tS UNLAVUL AND POTUMAL.Y DAYGERCuS FOR T}tt5 Cgwc To er- usED FCR ANY OTHER 8'JfIJX a Locnosi vm SHOYIV. INC. • 2700 Market St NE • Sdem, PERMIT # f41-17'63 BUTTE COUNTY DEVELOPMENT SERVICES REVIEWED FOR CODE COMPLIANCE DATE /0:fj, NOTE: GRTS & PURUNS NOT SHOWN FOR CLARITY 2X CORBEL BOCK TO MATCH POST WIDTH (SEE STANDARD DETAILS FOR BOLT SPACING & BLOCK SIZE) �CLAYr a NO. C 1 (UcUAS 9/2 INSTAL TOP GRT AND OUTRIGGER PER OVERHANG DETAILS DRAWING ,--(6) 16d OR 20d NAILS (4) (WN) 16d OR 20d NAILS (2) 3/4.0 A-307 MTS W/ NUT & FLAT WASHERS EA SIDE (6) (MIN) 16d OR 20d NAILS (4) (MIN) 16d OR 20d NAILS (1) 3/4"0 A-307 BOLT W/ NUT & FLAT WAVERS EA SIDE -2X CORBEL BLOCK TO MATCH POST WIDTH (SEE STANDARD DETAILS FOR BOLT SPACING & BLOCK SIZE) SECTION A ""ALLIANCE 17ENGUIVISER.Irm Specialists in Post Frame Engineering qENT OWN_ upiNG LOCAnoN MAC -CO METAL BLDGS APRIL SMALL 6183 MEISTER WAY 3767 STEAMBOAT ROCK RD ANDERSON, CA 96007 BUTTE VALLEY, CA 95965 DATE: 02 SEP 16 JOWG NO JOE NO REV. ORAWN ey. jojPLOT O 48 1 PF -B-03 of 07 1900316 LC DocuSign Envelope ID: EBBC03A8-CAAA-4AD4-A137-68A19ECE1C92 TRUSS FEEL (6) 16d OR 20d NAILS 2X BLOCKING BETWEEN GIRTS W/ (10) 16d OR 20d NAILS IN EACH BLOCK PLACE NAILS AT 1-1/4' (MIN) FROM BLOCK EDGE & AT 2-1/2' (MIN) O.C. TRIM BLOCK FOR TIGHT FIT TYP (3) PLCS ON EACH GAB'S WALL CORNER POST UNDER EACH TRUSS HEEL POST NOTE: ALL 2X BLOCKS TO MATCH POST WIDTH GABLE TRUSS N.T.s. GENERAL NOTES - 1. IF TOTAL NUMS=R OF NAILS SPECIFIED WILL NOT FIT DUE TO SIZE OF BLOCKING, AN EXTRA BLOCK MAY BE ADDED TO ACCOMMODATE THE REMAINDER OF THE NAILS. 2. IF GIRTS ARE INSTALLED COMM--,VAL STYLE PER GENERAL NOTE 1 ON SECTION A DRAWING THEN INSTAL t 2X CORBEL BLOCK W/ QUANTITY OF NAILS SHOAN. PLACE NAILS AT 1-1/4- (MLN) FROM BLOCK EDGE & AT 2-1/2' (MIN) O.G. TRUSS HEEL (6) 16d OR 20d NAILS • 2X CORBEL BLOCK BETWEEN GIRTS • . NAIL EA BLOCK TO POST W/ (10) 16d OR 20d NAILS PLACE NAILS AT 1-1/4' (MIN) FROM BLOCK EDGE & AT 2-1/2' (MLN) O.C. TRIM BLOCK FOR TIGHT FIT TYP (1) PLC 014 EACH MAIN GABLE WALL CORNER POST UNDER EACH TRUSS HEEL 0 SHED CONNECTION PROVLDE 2X SHIM BLOCK AS REO'O TRIM FOR TIGHT FLT BETWEEN GIRT & RAFTER HEEL (8) 16d OR 20d NAILS • NOTE: (6) NAILS IN RAFTER HEEL IS SHED RAFTER HEEL PERMIlTiED IN ALL ENCLOSED • PORTIONS OF BUILDING PROVIDE 2X SHIM BLOCK AS REO'D NAIL TO POST W/ (4) 16d OR 20d NAILS IniM FOR TIGHT FIT BETWEEN GIRT & RAF EER FEEL -2X CORBEL BLOCK BETWEEN GIRTS NAIL EA BLOCK TO POST W/ (10) 16d OR 20d NAILS PLACE NAILS AT 1-1/4' (MIN) FROM BLOCK EDGE & AT 2-1/2' (MIN) O.C. TRIM BLOCK FOR 11GHT FIT TYP (3) PLCS ON EACH MAIN CARLE WALL CORNER POST UNDER EACH RAFTER HE:L 0 SHED CONNECTION NOTE, ALL 2X BLOCKS TO MATO-! POST WIDTH GABLE TRUSS Q SHED CONNECTION N.T.S. PERMIT # � 110 BUTTE COUNTY DEVELOPMENT SERVICES REVIEWED FOR CODE COMPLIANCE DATE 0'_TS__ I --BY� ct"m � Q;z- CI�tr'J� M&h[XS SIU29/2016 RAFTER FEEL (6) 16d OR 20d NAILS 2X BLOCKING BETWTD-N GIRT S W/ (10) 16d OR 20d NAILS IN EACH BLOCK PLACE NAILS AT 1-1/4' (MIN) FROM BLOCK EDGE & AT 2-1/2' (MIN) O.C. TRIM BLOCK FOR TIGHT FIT TYP (2) PLCS ON EACH SHED GABLE WALL POST UNDER EACH RAF —MR HEEL NOTE: ALL 2X BLOCKS TO MATCH POST WIDTH SHED GABLE RAI=TER © CLOSED WALL N.T.S. RAF -R FEEL • (6) 16d OR 20d NAILS • 2X ORB- BLOCK BY 24' (!AIN) LONG W/ (16) 16d OR 20d NAILS PLACE NAILS AT 1-1/4' (MIN) FROM BLOCK EDGE & AT 2-1/2' (MIN) O.C. TYP ON LEFT GABLE WALL C FRONT EAVE WALL POST UNDER RAFTER HEEL NOTE: ALL 2X BLOCKS TO MATCH POST W.DTH 4 SHED GABLE RAFTER @ OPEN 'WALL N.T.S. ©AWANC E ENGnI IG OF OREGON. INC— 0 2700 Mace`, St NE • Sdem, Oregon 97301 • PHCN�- 503 589-1727 • FAX 503 589-1728 • IT IS UNIAWFUL ANO POILNTIALLY DANGEROUS FOR THIS DRAWNG TO SE USED FOR ANY 01HER B'J".DING LOCATON THAN S+?CYN. FRAMING DETAILS F�!Wvi� ALLJA C� , cc^ I I Specialists in Post Frame Engineering MAC -CO METAL BLDGS APRIL SMALL 6183 MEISTER WAY 3767 STEAMBOAT ROCK RD ANDERSON, CA 96007 BUTTE VALLEY, CA 95965 DATE: 02 SEP IS JOWG NO: JOB NO: REV 11-1 DRAWN BY- JP IPLOT o 18 1 PFB-04 of 07 1900316 DocuSign Envelope ID: EBBC03A8-CAAA-4AD4-A1 37-68A19ECE1 C92 TRUSS (INSTALL FER DETAILS ON THE SECTION A DRAWNG) ROOF PURUN PER SECTION A DRAWNG TYP 2X CON 1NUOtiS BLOCKING BETOFEEN TRUSS TOP CHORDS INSTALL PER (VOTE 12 ON CONSTRUCTION NOTES CORBEL BLOCK (INSTALL PER DETAILS ON SECTION A DRAWNG) EAVE WALL POST PRE—ENGINEERED TRUSS TAILS (BY OTHERS) 2X FASCIA TO MATCH PURUN SIZE, GRADE & SPECIES NAIL TO EA OUTRIGGER W/ (3) 16d OR 20d NAILS 1\ TYP 2X TOP GIRT TO MATCH PUP.LIN SIZE, GRADE & SPECIES ATTACH TO OUTRIGGER W/ SIMPSON LU26 HANGER OR EQUAL INSTALL PER MFR'S SPECIFICATIONS TYPICAL MAIN EAVE WALL OVERHANG DETAIL TRUSS TAIL W/ HUNG PURLINS N.T.S. 2X SCUD BLOCKING BETWEEN PUR'_iNS TOE -NAIL TO TOP OF LOWER PURUN Wj (1) 16d OR 20d NAIL TOENAIL TO TOP OF TRUSS/RAFTER W/ (2) 16d OR 20d NAILS EA SIDE - 2X GABLE FASCIA TO MATCH PURLIN SIZE. GRADE & SPECIES NAIL TO EA PURUN & TOP GIRT W/ (2) 16d OR 20d NAILS 2X EAVE FASCIA PER DETAIL 1 SIMILAR, EXCEPT ATTACH TO GABLE FASCIA W/ (1) SMPSON A35 FRAMING ANGLE OR EQUAL - CORBEL BLOCK (INSTALL PER DETAILS ON FRAMING DETAILS DRAWNG) 2X CON71NUCYJS PURLINS NAIL TO 2X BLOCKING W/ (2) 16d OR 20d NAILS TOE -NAIL TO TOP OF TRUSS/RAFTER Wj (1) 16d OR 20d NAIL EA SIDE INSTALL (1) SIMPSON H2.5A HURRICANE TIE OR EQUAL C EA FUPLJN TO GABLE TRUSS/RAFTER CONNECTION —GABLE TRUSS/RAF 1ER 2X SOLID BLOCKING PER NOTE ABOVE NAIL TO POST W/ (6) 16d OR 20d NAILS -2X CONTINUOUS TOP GIRT TO MATCH PURUN SIZE, GRADOE & SPECIES 'SAIL TO POST W/ (6) 16d OR 20d NAILS CORNER POST-' ' I ' TYPICAL GABLE WALL OVERHANG DETAIL N.T.S. 2X CONTINUOUS BLOCKING B:PAUN RAF z~RS INSTALL PER NOTE 12 ON CONSTRUCTION NOTES ROOF PURUN PER SECTION A DRAWING TYP TOP GIRT PER DETAIL 1 / Tyk- AR) /! TY r -RAFTER TAIL RAFTER (INSTALL PER DETAILS ON DETAILS DRAWNG) CORBEL BLOCK (INSTALL PER DETAILS ON DETAILS DRAWING) SPED SAVE WALL POST EAVE FASCIA PER DETAIL 1 (SIMILAR) TYP NOTCH RAFTER AS REQUIRED TO MATCH TOP GIRT/EAVE FASCIA HEIGHT (DO NOT OVERCUT) RAFTER HEEL TO BE FULL DIVENSICN 0 POST ATTACHMENT TYPICAL SHED EAVE WALL OVERHANG DET AIL HUNG PURLINS 0 RAFItR N.T.S. PERMIT # M-274 BUTTE COUNTY DEVELOPMENT SERVICES REVIEWED FOR CODE COMPLIANCE DATE WBY SAWxNCE ENaNEm. G OF OREGON, IND • 2704 Make! S! NE 9 Seem, Oregon 97301 • PHONE.' 503 589-1727 0 FAX 503 58? -1728 • IT IS U'tL1WFIM ti's') PO?E RALLY DANGEROUS FOR THIS DRAWNG TO Er- USEO FOR ANY 0144 BUtL NG LOCAMN 7MkN SHO". No. C al' t1Flc -o-!«ut CAL1 � IuCWS Uay joSnr 9/29/2016 I OVERHANG DETAILS . ALLIANCE ae ' com V-;. ENGINEERING Specialists in Post Frame Engineering MAC -CO METAL BLDGS APRIL SMALL 6183 MEISTER WAY 3767 STEAMBOAT ROCK RD ANDERSON, CA 96007 BUTTE VALLEY, CA 95965 DATE: 02 SEP 16 JOVIG NO: ." NO REV: DRAWN BY. JP PLOT C, 24 PFB-05 of 07 1900316 DocuSign Envelope ID: EBBC03A8-CAAA-4AD4-A137-68A19ECE1C92 TRUSS OR RAFTER HEEL TRUSS OR RAFTER HEEL CORSET. BLOCK FREE OF SPLITS, I � CORBEL BLOCK FREE OF SPLITS, CHECKS, AND SNAKES, CHECKS, AND SHAKES, BEFORE AND AFTER NAILING BEFORE AND AFTER NAILING TRIM FOR TIGHT FIT--- ? TRIM FOR TIGHT FIT 1` z A-307 BOLT W NUT A-307 BOLTS W/ NUT ? tt FLAT WASNERS EA SIDE do FLAT WASHERS EA SIDE (STAGGERED AS SHOYNi) 1 > 114 X 7/8" STITCH SCREWS C 24" O.C. MID SPAN NOTE: FOP, METAL ROOFS WITH ROOF SLOPE LESS THAN 3 IN 12 SEE NOTE 13 ON CONSTRUCTION NOTES. POST NOTE: THIS DETAIL IS FOR BOLT LOCATION AND CORBEL BLOCK SIZING ONLY. SEE SECTION VIEW FOR ACTt,;A;. BOLT SIL'£. AND QUANTITY REQUIRED. SEE CONSTRUCTION NOTE 10. PANEL. OVERLAP .10 X 1-1/2" SCREWS j CORBEL BLOCK FOR {2} GR MORE BOLTS f10 X 1-1/2' SCREWS 1/2" (MIN) EDGE DISTANCE POST NOTE: 'THIS DETAIL IS FOR BOLT LOCATION AND CORBEL BLOCK SIZING ONLY. SEE SECTION V'EW FOR ACTUAL BOLT SIZE AND QUANTITY REQUIRED. SEE CONSTRUCTION NOTE 10. 2 CORBEL BLOCK FOR {1} 801.7 PERMIT # — BUTTE COUNTY DEVELOPMENT SERVICES NOTE: FOR METAL ROOFS CODE COMPLIANCE WITH ROOF SLOPE LESS N7 THAN 3 IN 12 SEE NOTE 13 DATE Lv �� BY ON CONSTRUCTION NOTES. 29 GA METAL SNEATWNG 2X (MIN) FRAMING MEMBER 2x (MSN) FRAMING MtMB£12-/ 2X (MIDI.) FRAMING MEEM ER---/ \- f10 X 1-1/2' LONG SCREWS C: 9' O.C. (MAX) 9" (MAX) 29 GA METAL SHEATHING 2X (MIN) FRAMING MEMBER 110 X 1-1/2' SCREWS G 9' O.C. (MAX) FASTEN THE 29 GA METAL SHEATHING TO THE FRAMING MEMBERS USING 110 X 1-1/2' AT 9' O.C. ADJACENT TO EACH OF THE MAJOR RISS. PARALLEL TO THE PANEL RIBS, AT TERMINATING EDGES OF ROOF, WALLS AND ALL OPENINGS, THE #10 X 1-1/2' SCREWS SHALL BE SPACED AT 12' O.C. (ADDITIONAL BLOCKING MAY BE REQUIRED TO ACHIEVE PROPER SCREW SPACING AT TERMINATING EDGES). THE FASTENERS SHALL BE 1/2' (M'N) FROM PANEL EDGES. THE DECK SIDE LAPS SHALL BE FASTENED TOGETHER WIN 114 X 7/8' LONG SELF DRILLING SCREWS MID SPAN BETWEEN THE SUPPORTS AT 24- O.C. (MAX). INCREASE LENGTH OF #10 SCREWS BY THICKNESS OF ANY APPLIED SJESHEAMHING. ALTERNATE SCREW SCHEDULE N.T.S. NOTE: NO STITCH SCREWS REQUIRE FASTEN THE 29 GA METAL SHEATHING TO THE FRAM':NG MEMBERS US'NG #10 X 1-1/2" AT 9' O.C. ADJACENT TO EACH OF THE MAJOR RIBS. THE FASTENERS SHALL BE 1/2' (MIN.) FROM PANEL EDGES. INCREASE LENGTH OF #10 SCREWS BY THICKNESS OF ANY APPLIED SUSSHEATHING. aTYPICAL SCREW SCHEDULE t T.S. �<; NOC u6' , 9/29/2016 ENGINE RNG OF OREGON, INC. • 2700 Market St NE • Sepon. Oregm 973M 9 PHONE–• 503 589-1727 9 FAX 503 5e9-1728 e R IS UYJIWRIL AND P0r*RIALLY 00MROUS FOR Til DRAWNG TO LE USED FOR ANY 01}"– OLR.PNG LOCATION THAN SHOYY!V. STANDARD DETAILS -'ALLIANCE ae"' r 6 I IN E E FRING Specialists in Post Erarne Engineering MAC -CO METAL BLDGS APRIL SMALL 6183 MEISTER WAY 3767 STEAMBOAT ROCK RD ANDERSON, CA 96007 BUTTE VALLEY, CA 95965 DATE: 02 SEP 16 lowc NO: JOB N0:REV DRAWN BY' .P PLOT o 12 1 PFB-06 of 07 1900316 DocuSign Envelope ID: EBBC03A8-CAAA-4AD4-A137-68A19ECE1C92 ABBREVIATION D -F DOUGLAS FIR EA EACH GA GAUGE GLE GLUE LAM SEAM H -F HEMLOCK FIR MD MAN DOOR MFR'S MANUFACTURER'S O.C. ON CENTER OPP OPPOSITE 3 & POLE BUILDING CONSTRUCTION NOTES: 1. UNLESS NOTED OTF;_RA*S". All CONCRETE fc SHALL BE 25^v0 PSE MN"V!'V AT 28 DAYS. E ALL FAS c%ERS DRIVEN PITO PRESSURE TREATED WOOD SHALL BE HJT DIPPED GALVAkIZEO. P.T. THE CONCRETE SHALL BE MIXED IN VIE CORRECT PRO=ORTECNS PF'OR TO P'J+CEME�tT. N'J 9 ()� LOADING tts HANDLING AND T£lAPt31iARY tc PERMANENT ERA NG � ALL TT SSES SHALL SYP SPECIAL INSPECTION IS REQUIRED. TY? GO. PLY WTH BUILDING COMPONENT SAFETY INFORMATION PUE L!CATIONS ECSI-81 ANO BCSi-610. ENSUf? THAT Pte, BRACENG AND BEARING AREA R Q'JI"� BY THE I�A'.'UFACTUR'', 2. ALL SOLID SAWN LUMBER 5"X5" AND LARGER SHALL BE ROUGH SAWN VISUALLY GRADED FRAVING LUMBER SHALL BE AT LEAST THE MINIMUM W/ OF THE PPE -ENGINEERED TRUSSES HAVE BEEN INSTALLED IN ACCORDANCE WTH LT E c T V3ERS UNLESS OTHE�RIMSE NOTED. ALL NOTED ON THE DRAWNGS. LUV3ER NOT SPECIFICALLY CALLED OUT MAY BE STANDARD OR 0 MAN'UFACTURER'S INSTRUCTIONS BETTER. _ No. 2 DOUG -FIR MAY B`_' SUBSTITUTED FOR No. 2 HEV -FIR. MSR1650 MAY EE 10. PROTCliVE COVERING Or COATING SHALL BE PR04�� FOR ALL CORBEL BLOCKS BOLTS, SUFSTITUTED FOR No. 2 DOUG -FIR. TRUSS AND/OR RAFTER HEELS AND WOOD FASCIAS DIRECTLY EXPOSED TO THE ELEMENTS. 3. ALL POSTS SMALL BE CENTERED N THE PQSTHQLES. ALL POST Ei13Er7WENT DEPTHS SHALL 11. UNLESS NOTEDD OTHERWISE. G'RTS AND PURLINS HAVE BEEN DESG'vED FOR STRESS ONLY. BE MEASURED FROM THE TOP OF THE CONC?ETE PAD TO TOP OF GRADE. IF SOLID ROCK IS THEY HAVE NOT EwN DESIGNED FOR THE DIRECT ATTAC:WYENT OF INTERIOR FiNISMES. ENCOL"NTERED, THE CONCRETE PAD MAY EE OVITTED PROVIDED THE POST BEARS DIRECTLY ON POSTS SHALL BE EYSEDDED INTO UNDISTURBED NATIVE SOIL AT THE 12 IF PUF4.INS ARE INSTALLED WITH JOIST HANGERS, OVIT THE PURUN BLOCKS AND INSTALL 2X SOLID ROCK. EMBEDMENT DEPTHS SPECIFIED, IF FILL IS PLACED ON THE SITE, THE POSTHOLE DEPTHS TO PROVIDE UNDISTURt� NATVE SOIL UNLESS Tr'E FILL CONTINUOUS BLOCKING TO MATCH POST W,DTH BETWEEN RAFTMS/TRUSS TOP CHORDS. LQCATE BLOCKING AT THE TOP THE RAFTERS/TRUSS TOP GE?J 'S AND NAt EACH SDE SHALL EE INCREASED AS REQUIRED HAS BEEN TESTED BY A CERT4�FIED SOILS TESTING LABORATORY TO BE 95% CC+APACTID. W -I 16d NAILS AT If (VAX) O.C.. CONTRACTOR TO VERIFY THAT THE WOTH OF THE TRUSS IF THE DRAWNGS SPECIFY CONCRETE BACKFILL IN THE POSTHOLES, THE BACKFILL SMALL BE TC' CF's IS EQUAL TO OR GREATER THAN THE PURUN WIDTH, PRIOR TO CONSTRUCTION. 4. THE VINIMUM PSI AS SPECIFIED IN NOTE 1, UN•..ESS OTHERYNSE NOTED. THE CONTRACTOR 13. INSTALL ALL STEEL SHEATHING TO THE INTERIOR FRAMING MEMBERS (GIRTS AND PURLINS) PER SHALL INSTALL (10) 20d NAILS 2' LEEP INTO (2) OPPOSITE POST FACES ON EACH POST THE M'CAL SCPa a25zQLL GIVEN ON THE STANDARD DETAILS ORA YFNG UNLESS NOTED EELCW GRADE. NAILS MAY BE CWTTED IN FULLY ENCLOSED BUILDINGS WTH A STRUCTURAL OTHERWSE. FOR NON -STANDING SEAM METAL ROOFS WTH ROOF SLOPE CF LESS THAN 3 IN 47 (VIN) CONCRETE F'LOO'R. PROVIDE 6' THICK CONCRETE FOOTING TO MATCH HOLE DIAMETER. 12 AND STANDING SEAM METAL ROOFS WITH ROOF SLOPE OF 1/4 IN 12, APPLY LAP SEALANT 5. IF THE DRAWNGS SPECIFY GRANULAR BACKFILL IN THE POSTHOLES, THE BACKFILL SHALL BE PER VANUFACR}R£R'S SPECIFICATIONS IN ACCORDANCE WTH THE BUILDING CODE LISTED ON 5/8' TO 3j4' (-) GRAVEL OR CRUSHED ROCK. THE CONTRACTOR SPA L INSJRE THAT THE PRIOR TO EACKFIL.LlNG AND IS COMPACTED AFTER EACH 6* UFT. 14. THESE DRAWINGS. IF THE DRAWNGS SHOW POLYCARBONATE LIGHT PANELS, BOTH ENDS OF THE PANELS MUST BACKFILL IS SATURATED PROVIDE 6' THICK CONNCREIt FOOTNG TO MATCH HOLE DIAMETER. TERMINATE AT A WALL GRT. WAsL G'RTS THAT LIGHT RAMITIS ARE ATTACHED TO MUST EE 6. IF THE DRAWINGS SPECIFY NATURAL BACKFILL IN THE POSTHO CS, THE BACKFILL SMALL BE FASTENED TO THE POSTS WITH (4) 16d OR 20d NA7,S AT EACH END UNLESS COMMERCIAL GIRTS ARE USED. WELL -GRADED NATIVE SOIL (FREE FROM ALL ORGANICS AND LARGE COBBLES). T,?E CONTRACTOR SHALL INSURE THAT THE BACKFILL IS SATURATED PRIOR TO BACKFILLING AND IS 15. UNLESS NOTED OTHERWISE, LNSTA.L ALL SIMPSON HARDWARE PER VANUFACTURER'S COMPACTED AFTER EACH 6' LST. PROVLE 6' THICK CONCRETE FOOTING TO MATCH HOLE SPECIFICATIONS. DIAMETER. 7. ALL WOOD MEMBERS, FRAMING REG."REEVENTS AND CONNTCTIONS SMALL COMPLY WITH THE BUILDING CODE LISTED O. TI=ESE DRAWINGS. INSTALL EXTERIOR FLASHING PER THE BUILDING CODE USM ON THESE DRAWNGS, AND IN ACCORDANCE WITH THE MANUFACTURM—'S SPECIFICATIONS INSTAL VENTILATION AS REWIRED AND IN ACCORDANCE WITH THE BUILDING CODE LISTED ON rRESE DRAWNGS. 3 & SYMBOLS: PLCS PLACES P.T. PRESSURE TREATED SPF SPRUCE PINE FIR SYP SOU ! H,'_RN YELLOW PINE TY? TYPICAL w W NDOW W/ H WTH c AT 0 DIAMETER ALLIANCE ENGNIMNG CF MGM. INC. 9 27DO Market St NE • C 6C66 �' 1 GizzC i EM�DotuS1gred by: " s J&S"-/29/2016 CFMVICDEMF... 97301 • PHONE: 503 5&9-1727 • FAX 503 W9-1728 9 IT IS UNLA*M AND P07E�i11ALLY DANC�R(M FOR THIS DRAWNG TO 8£ USE'? FOR A'n 01F' Br.�tG LOCATION VAN 94M PERMIT# I9/b-2263 BUTTE COUNTY DEVELOPMENT SERVICES CODEC MIEWEP AONCE DATE �b ,L� BY CONSTRUCTION NOTES ' 'AL'LIANCE _. Er"G i Specialists in Post Frame Engineering MAC -CO METAL SLDGS APRIL SMALL 6183 MEISTER WAY 3767 STEAMBOAT ROCK RD ANDERSON, CA 96007 BUTTE VALLEY, CA 95965 DATE. 02 SEP 16_ DWG N0 J09 Na REV. DRAWN BY. JP PLOT C 1 PFB-07 of 07 1900316