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HomeMy WebLinkAboutB16-1969 000-000-000TA t ALLIANCE _ IT ae0'regon.com• ■i■ENGINEERING 2700 Market St. NE 503 589-1727 Specialists in Post Frame Engineering '.- Salem, OR 97301 FAx 503 589-1728 - %` POST FRAME BUILDING #� r t • STRUCTURAL CALCULATION (This structure has been analyzed and designed for structural adequacy only.) - PROJECT No. . • • . r '� . 1800116 .. '. - BUILDING OWNER / LOCATION: • ' Harry & Capri Maybrun ` • s :4: r ; - 3647' Bridle Lane Chico, CA 95973 CLIENT: 7 .L Mac -Co Metal Buildings • �' { r • 1 6183 Meister Way Anderson, CA 96007 BUM leu 1 - /. +`. •4j - e • r .` E . ^OUN C� , - ♦1� r, t ENGINEER: l ..M,: '�• - 1ROFESS/C SEP .0 7 2016 ++ • , . ' 'r _ 1 Q�P DEVELOPMENT SERVICES ^ �• = "; w `� .-' •r r 1 NPERM IT# ' • Exp• BUTTE COUNTY DEVELOPMENT SERVICES REVIEWED FOR q� c,VIL CO® COMP�yl CE CF CALF ATE � & •, Y r' • Property of Allianc r o re n, Inc: Unauthorized duplication prohibited.. } ;P 44o right © Alliance Engineering of Oregon, Inc:, ; 2700 Market Street N. Alliance Engineering of Oregon, Inc., Phone: (503) 589-1727 Salem OR 97301 `. ` • } -� i : r"`, www.aeOregon.com ,. ,, Fax: (503) 589-1728 8/12/2016 1800116 (Maybrun) 30x48xl1.xmcd 1 POST FRAME BUILDING REFERENCES: 1. 2013 California Building Code /2012 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 (NDS) 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 8/12/2016 1800116 (Maybrun) 30x48x11.xmcd 2 DESIGN INPUTVALUES: Buildinq Dimensions Wbldg = 30 -ft Width of Building Wshed := 12ft Width of Eave Shed Roof Lbtdg = 48 -ft Length of Building Lshea := 24.25.ft Length of Eave Shed Roof Hbldg : 11 -ft Eave Height of Building Overhang:= 0 -in Length of Eave Overhang Rpiceh 3 / 12 Roof pitch Bay := 12 -ft Greatest nominal spacing between eave wall posts WLgableopenings := 15 -ft Total width of openings in left gable wall WRgableopenings := 0 -ft Total width of openings in right gable wall WFeaveopenings := 8 -ft , Total width of openings in front eave wall WReaveopenings := 0•ft Total width of openings in rear eave wall Design Loads for Building: Risk—Category I Wind Design Values: Wind Speed: Wind Exposure: Vwind = 110 mph Exposure Seismic Design Values: 1 Site class S,:= 0.689 Mapped spectral acceleration for short period Sl := 0.247 Mapped spectral acceleration for 1 second period R,,:= 7 Response modification factor Roof Load Design Values: pg := 20-psf Ground snow load Pd = 3 psf Roof dead load Roof type is = "metal sheathing" pl, = 20psf Roof live load Pd2 := O-psf Additional truss bottom chord dead load (f applicable) 8/12/2016 1800116 (Maybrun) 30x48x11.xmcd 3 DESIGN INPUT VALUES (Continued): Structural Members for Building: Eave Post Properties: (Solid rough -sawn post unless otherwise specified) Spost = 6x6 ;�; Post Species := Post Grade := Doug -Fir v � 2�v j Purlin Properties: Girt Properties: Spurlin :_ Sgirt :_ Sx2666 � I Sy26 nV , Purlinspecies Glrtspecies Doug -Fir y Doug Fir Purlingrade — Girtgrade •_ Sel-Struc^ y Sel-Struc': Purlinspacu,g := 24 -in Girtspacu,g := 24 -in Post Hole and Footing Design Values: q,0j, := 1500•psf Assumed soil vertical bearing capacity Sso;r = 100psf• Assumed soil lateral bearing capacity dja_foot»,g 1.5 -ft Main eave post footing diameter Slab and backfill information Concrete—slab Yes' Backfill type Goncretej Main eave post hole backfill (GO TO LAST PAGE FOR SUMMARY OF RESULTS) 8/12/2016 1800116 (Maybrun) 30x48x11.xmcd 4 SNOW LOAD ANALYSIS: For roof slopes greater than 5 degrees, and less than 70 degrees. Pg = 20psf Ground Snow Load (from above) R.gle = 14.04deg Angle of roof Ce= 1.00 Exposure factor Ct = 1.00 Thermal Factor CS = 0.86 Roof slope factor IS = 1.00 Importance factor 1. Determine Roof Snow Loads: pf = 0.7 -Ce Ct- 4 -pg Equation 1 pf = 14 psf Flat roof snow load; Roof slope < 5deg Ps CS•pf Equation 2 ps = 12.1 psf Sloped roof (balanced) snow load 2. Determine final snow load, psu ps„ = 20psf Final roof snow load 8/12/2016 1800116 (Maybrun) 30x48x11.xmcd 5 WIND ANALYSIS: Method 2 -Analytical Procedure Vwind = 110 mph Wind Speed kd = 0.85 Wind Directionality Factor kZt = 1.0 Topographic Factor kZ = 0.701 Wind Exposure Factor (windward) Iw = 1.00 Importance factor qh := 0.00256 -k,. -k t-kd. Vasd2.I., qh = 11.07psf Velocity Pressure Calculated Wind Pressures: Windward Eave Wall: Leeward Eave Wall: qww := gh.GCpfww qlw := gh.GCpflw q,,,w, = 5.29 psf qlw = —4.14 psf Windward Gable Wall: Leeward Gable Wall: gwwg :=. qh- GCpfwwg glwg := qh. GCpflwg qwwg = 4.43 psf glwg = —3.21 psf Windward Roof: Leeward Roof: qwr := gh-GCpfwr qtr := qh. GCp flr qwr = —7.64 psf qlr = —4.83 psf Wall Elements: Roof Elements: qwe := qh' GCpfw q,:= qh. GCpfr qwe = —10.15 psf qr = —8.85 psf Internal Wind Pressure qi := qh. GCp, q; = 1.99 psf a 8/12/2016 1800116 (Maybrun) 30x48xl1.xmcd 6 SEISMIC CALCULATIONS: SS = 0.69 Mapped spectral acceleration for short periods (from above) S1 = 0.25 Mapped spectral acceleration for 1 -second period (from above) le = 1.0 Importance factor Ra = 7 Response modification factor (from above) 1. Determine the Seismic Design Category a. Calculate SDs and Sol For SDs: For Sol: For Ss = 0.69 For S1 = 0.25 Fa = 1.25 F„ = 1.91 SMS := SsT. SM1 := SIT, SMs = 0.86 SMI = 0.471 SDs;= I .SMS SDI:= 13J'SMI \= \= SDs 0.57 SDI 0.31 Seismic Design_Category = "D" 2. Determine the building parameters Building dead load weight, W: rHbldg 1 W := [Wbldg'Lbldg'1(Pf s'.2) + Pdl + C2'(Wbldg + Lbldg)' 2 PdJ W2:=: lwrhed*Lshedf(Pf s' •2) + Q Building area, Ab: Ab := (Lbldg' Wbldg) + (Lshed' Wshed) Ab = 1731 ft2 W = 6894.0 lb W2 = 873 lb 8/12/2016 1800116 (Maybrun) 30x48x11.xmcd 7 3. Determine the shear force to be applied a. Determine the fundamental period, T 0.75 Hroof Hbldg + Tz,:= .02• ft 2 T:= Ta T=0.14 s b. Determine the Seismic Response Coefficient, CS: CS is calculated as: But need not exceed: SDs Cs3 = 0.330 Cs2:= Ra C 0.082 But shall not be less than: s2 e = Cs 1 = 0.025 CS = 0.082 Seismic Response Coefficient to used in determination of seismic base shear c. Determine the Seismic Base Shear: Vbase shear •= Cs' W Vbase shear = $6$ lb Vbase shear2 Cs' W2 Vbase shear2 = 72 lb 4. Determine the seismic load on the building: Since Seismic Design_Category = "D" , p = 1.3 E = 5141b Seismic load on building E2 = 651b Seismic load on shed roof 8/12/2016 1800116 (Maybrun) 30x48x11.xmcd 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 Strongpanel, 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 Ib/in STEP 2: CALCULATED ROOF DIAPHRAGM STIFFNESS OF THE TEST PANEL L c' =,(E X t) / (2 X (1+V) X (g/p) +'(K2 / (b' X t)"2)) Where: Esteei = 27.5x10^6 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 b' = 144" (12'-0" length of test panel) , STEP 2.1 This equation was set equal to the stiffness of the test panel (2166 Ib/in) and the unknown value (K2) 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): r WbWg K2:=. 1275in4 O = 14.04deg Angle of roof pitch 2 from horizontal - bnew '= CosW• t := 0.017 in EStcer := 27500000•psi bnew = 186 in Esteer* t c K 2.961 + 2 lb 2 c = 3566 — (bnew- in in STEP 2.3 & 2.4: Calculate the equivalent horizontal roof stiffness (ch) 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. 2 bnew a:= .Bay. ch := 2•c -cos() . a lb a= 144in ch = 8648 - " 8/12/2016 1800116 (Maybrun) 30x48x11.xmcd 9 r r h 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 = 487 pli 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: qe = 9.6psf wind load gwwpost ge' 8 . gwwpost = 9.6 pli ' r Lpost_bndg2 • Mwind := gwwposf 8 Mwi„ d = 17280 in-lb Mwind ; fwind Sxeav ost fwind = 240 psi Lpost_bndg1 R:= \ 13•gwwpost' 8 I R = 4321b / STEP 5: DETERMINE THE RATIO OF THE FRAME STIFFNESS TO THE ROOF STIFFNESS: This ratio (k/ co will be used to determine the side sway force modifiers. k = 0.056 .. Ch STEP 6: DETERMINE SIDE SWAY RESISTANCE FORCE: mD = 0.897 STEP 7: DETERMINE THE ROOF DIAPHRAGM SIDE SWAY RESISTANCE FORCE: " Q:= mD•R. Q = 3881b 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. Mdfl = 7092 in lb fdfl 99 psi Calculate the total moment and the total fiber stress in the post. Mtot MD•Mwind + Mdfl Mtot = 22599 in-lb ftot mD•fwind + fdfl ftot = 314 psi , 8/12/2016 1800116 (Maybrun) 30x48x11.xmcd 10 MAIN POST DESIGN: (with shed roof loads) Calculate allowable unit compression stress, Fc,. Fcl = 700 psi Fc:= Fcl'CMcposfCtpost'CFcpost'Cipost FC = 700 psi Allowable compression stress including load factors Lpost_bndg = 120 in Bending length of post dpost = 6 in Minimum unbraced dimension of post Kc:= 0.8 c:= 0.8 Emin wood = 470000psi E'min Emin wood* CN Epost'CtpostE'CipostE 1e:= Ke' Lpost_bndg Ie = 96 in 0.822E'min Axial loading per post due to roof dead load FSE := FcE = 1509 psi 2 Axial loading per post due to roof snow load (dP_.Ost) (load case 2) Calculate Column Stability Factor, Cp: Axial loading per post due to roof snow load rf 2 (load case 5) FcE Fb = 1200 psi FcE FcE 1 + 1 + CCD Fc'CD Fc CD CP :- _ — 2.0 2-c c E'min = 470000psi Load duration factors (CD): CDconst = 1.25 CDwind = 1.60 CDsnow = 1.15 Cp_u = 0.84 CP—Snow = 0.86 Cp_Wind = 0.78 Fcc_Lr Fc'CDconst'Cp_Lr Foo 1, = 735.277 psi Allowable compression stress on the post; load case 1 Fcc_Snow = Fc'CDsnow'Cp_Snow Fcc snow = 689 psi Allowable compression stress,on the post; load case 2 Fcc_Wind Fc CDwind'Cp_Wind Fcc Wind = 877 psi Allowable compression stress on the post; all load cases except load cases 1 and 2 Wroof = 23 psf Total roof loading Pdeadpmt = 756 lb Axial loading per post due to roof dead load PLdoofpost = 5040 lb Axial loading per post due to live roof load Psnowpost = '5040 lb Axial loading per post due to roof snow load (load case 2) Psnowpost fs = 3528 lb Axial loading per post due to roof snow load (load case 5) Fb = Fbl'CDwind'CMbpost'Ctpost'CLpost'CFbpost'Cfipost'Cipost Fb = 1200 psi Allowable bending stress per post including load factors , 8/12/2016 1800116 (Maybrun) 30x48xl1.xmcd 11 Check Load Cases: Load Case 1: Dead Load + Live Roof Load ' fbt := 0 fbt = 0psi Actual bending stress on post Pdeadpost + PLrootost fc _ fc = 161 psi Actual compression stress per post .'Apost CCFALI1 Fcc_Lr CCFALII = 0.22 , V r Load Case 2: Dead Load + Snow Load fbt := 0 fbt = 0psi Actual bending stress on post Pdeadpost + Psnowpost fc :_ fc = 161 psi Actual compression stress per post . t Apost' fc CCFALI2 :_ r Fcc_Snow ' ' CCFALI2 = 0.23 Load Case 3: Dead Load + 0.6" Wind Load 1. fbi := ftot. fbi = 314 psi Actual bending stress on post Pdeadpost fc :_ fc = 21 psi Actual compression stress per post ' Apost - ' 2 CCFALI3:= fc + fbi Fcc Wind fc Fb. I — FcE CCFALI3 = 0.27 • r 8/12/2016 1800116 (Maybrun) 30x48x11.xmcd 12 Check Load Cases - cont'd: Load Case 4: Dead Load + 0.75 * (0.6 * Wind Load) + 0.75 * Live Roof Load fbt := 0.75•(ftot) fbt = 235 psi Actual bending stress on post pdeadpost + 0.75•P„00fpost f� :_ f, = 126 psi Actual compression stress per post Apost 2 fbt CCFALI4:= f` + Fcc_Win d fc Fb• 1 - — FcE CCFALI4 = 0.23 Load Case 5: Dead Load + 0.75 * (0.6 * Wind Load) + 0.75 * Snow Load fbt := 0.75•(ftot) fbt = 235 psi Actual bending stress on post pdeadpost + 0.75•Psnowpost fs f� :_ - fc = 95 psi Actual compression stress per post Apost 2 CCFALI5:= f° + fbt Fcc_wina fc Fb 1CCFALI5 = 0.22 FcE Load Case 6: 0.6 * Dead Load + 0.6 ” Wind Load fbt = ftot fbt = 314 psi Actual bending stress on post 0•6'pdeadpost fe := fc = 13 psi Actual compression stress per post Apost 2 CCFALI6:= f° + fbt Fcc wind fc Fb• 1 - — CCFALI6 = 0.26 FcE CCFALI = 0.27 Less than or equal to 1.00 thus OK 8/12/2016 1800116 (Maybrun) 30x48x11.xmcd 13 MAIN POST DESIGN: (without shed roof loads) Calculate allowable unit compression stress, Fc,. Fc1 = 700psi Fc:= Fcl'CMcposi Ctpost'CFcpost'Cipost Fc= 700 psi Allowable compression stress including load factors Lpost_bndg= 120 in Bending length of post dpost = 6 in Minimum unbraced dimension of post Ke := 0.8 c:= 0.8 Emin wood = 470000psi Emin Emin_wood'CMEpost'CtpostE'CipostE le Ke'Lpost_bndg le = 96 in Emin = 470000psi 0.822.Emin Load duration factors (Co): A FcE :_ FcE = 1509 psi 2 CDconst = 1.25 CDWInd = .1.60 (7p!7t) CDsnow = 1.15 Calculate Column Stability Factor, Cp: 2 rr 1 + FcE 1 + FcE FcE F,. CD F,. CD F,. CD Cp := —C 0.84 C — 0.86 C 0.78 2•C 2•C C p_Lr = p_Snow - p_Wind = Fcc_Lr: Fc'CDconst'Cp_Lr Fcc Lr = 735.277 psi Allowable compression stress on the post; load case 1 Fcc_Snow Fc:CDsnow'Cp_Snow Fcc snow = 689 psi Allowable compression stress on the post; load case 2 Fcc_Wind := Fc'CDwind'Cp_Wind Fcc Wind = 877 psi Allowable compression stress on the post; all load cases except load cases 1 and 2 Woof = 23 psf Total roof loading Pdeadpost= 540 lb Axial loading per post due to roof dead load PLroofpost = 36001b Axial loading per post due to live roof load Psnowpost = 36001b Axial loading per post due to roof snow load (load case 2) Psnowpost_fs = 2520 lb Axial loading per post due to roof snow load (load case 5) Fb Fbl'CDwind'CMbpost'Ctpost*CLposCCIbpost'Cfipost'Cipost Fb = 1200psi Allowable bending stress per post including load factors 8/12/2016 1800116 (Maybrun) 30x48xl1.xmcd 14 Check Load Cases: Load Case 1: Dead Load + Live Roof Load fbt := 0 fbl = Opsi Actual bending stress on post Pdeadpost + PLroofpost fe := fc = 115 psi Actual compression stress per post Apost CCFALI I :_ fc Fcc_Lr CCFALII = 0.16 Load Case 2: Dead Load + Snow Load fbl 0 fbt = Opsi Actual bending stress on post Pdeadpost + Psnowpost fc : fc = 115 psi Actual compression stress per post Apost CCFALI2,:= fc. Fcc_Snow CCFALI2 = 0.17 Load Case 3: Dead Load + 0.6 * Wind Load fbt := ftot fbl = 314 psi Actual bending stress on post Pdeadpost fc := fe = 15 psi Actual compression stress per post Apost 2 CCFALI3:= fc + fbt Fee —Wind) fc Fb' 1 — — CCFALI3 = 026 FcE 8/12/2016 1800116 (Maybrun) 30x48x11.xmcd 15 Check Load Cases - cont'd: Load Case 4: Dead Load + 0.75 * (0.6 * Wind Load) + 0.75 * Live Roof Load fbt := 0.75.(ftot) fbl = 235 psi Actual bending stress on post Pdeadpost + 0.75•Puoofpost fe := fe = 90 psi Actual compression stress per post Apost 2 CCFALI4:= fe + fb1 Fee_wind f� Fb. 1 – — FeE CCFALI4 = 0.22 Load Case 5: Dead Load + 0.75 * (0.6 * Wind Load) + 0.75 * Snow Load fbt 0.75•(ftot) fbl = 235 psi Actual bending stress on post fe Paeaapost + 0. .owpost_fs fe = 68 psi Actual compression stress per post Apost ost 2 CCFALI5:= fe + ft,t Fee —Wind fc Fb. 1 – — CCFALIS = 0.21 FeE Load Case 6: 0.6 * Dead Load + 0.6 * Wind Load fbt := ftot fbl = 314psi Actual bending stress on post 0.6•Pdeadpost fe := fe = 9 psi Actual compression stress per post Apost 2 ` CCFALI6:= fe + fb1 Fee_wind fe FY — — FeE CCFALI6 = 0.26 CCFALI = 0.26 Less than or equal to 1.00 thus OK 8/12/2016 1800116 (Maybrun) 30x48x11.xmcd 16 DETERMINE GABLE WALL SHEAR LOADS: 1. Determine the wind load on the eave wall to be resisted by the gable wall in shear: qe = 9.6psf Eave wall wind pressure from above groof = 4.8psf roof wind (O.375•mD•Hb1dg-Lb1dg'ge) + (Hroof'Lbldg'groof) Veave_wind := 2 Veave_ wind = 12851b 2. Determine the seismic load to be resisted by the gable wall in shear: Veave seismic := 2 + E2 Veave_seismic = 3221b 3. Determine the controlling load to be resisted by the gable wall in shear: The controlling load = "Veave wind" . Therefore, Vgable_shear = 1295 lb Vgabie_shear is the shear load that is transmitted through the roof diaphragm to each gable wall. Normalize the load to a per foot basis. Vgable_shear ulgablewafl Wbldg — Vlr gableopenings v1g ablewan = 86p1f Left gable shear load Vgable_shear vrgablewall Wbldg — WRgableopenings wg ablewau = 43 plf Right gable shear load The gable wall diaphragms can resist the shear loads as follows: vlgablewall 142 plf Use 29 gauge metal sheathing. Install per the Typical Screw Schedule as shown on the Standard vrgablewall < 142 plf Details drawing in the engineered drawing package. 8/12/2016 1800116 (Maybrun) 30x48x11.xmcd 17 ' DETERMINE EAVE WALL SHEAR LOADS: ' 1. Determine the wind load on the gable wall to be resisted by the eave wall in shear: qg = 9.6psf Gable wall wind pressure Hroof = 3.8ft 0.375.rnD-Hbldg'Wbldg'qg + O.S Hroof'Wbldg:gg Vgable_wind := 2 Vgable_wind = 803 lb 2. Determine the seismic load to be resisted by the eave wall in shear: ' Vgable_seismic := 2 + EZ Vgable_seismic — 3221b , 3. Determine the controlling load to be resisted by the eave wall in shear: The controlling load = "Vgable_wind" Therefore, Veave shear = 8031b s Veave Shear is the shear load that is transmitted through the roof diaphragm to each eave wall. " Normalize the load to a per foot basis. Veave shear vfeavewall = of 20 if Front eave shear load " - L'bldg — �eaveopenings eavewall = I> - veave shear vreavewall - �eavewau = 17p1f Rear eave shear load L bldg — 4� eaveopenings - The eave wall diaphragms can resist the shear loads as follows: 'vfeavewall 142 plf Use 29 gauge metal sheathing. Install per the Typical Screw Schedule as shown on the Standard a �eavewau 142 plf Details drawing in the engineered drawing package. v • a 8/12/2016 1800116 (Maybrun) 30x48x11.xmcd 18 EMBEDMENT FOR MAIN POST: Calculate the minimum required post embedment depth for lateral loading for the main posts. Post—is = "constrained by a concrete slab" Va = 418 lb Lateral shear load at the ground line Ma = 942ft•lb Moment at the ground line dia_footing= 1.5 ft Main post footing diameter Ssoil = 100psf 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. depth_post = 1.8ft 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 wind = 1285 lb Calculated from above Veave_wind•Hbtd Cpost g Cpost = 9421b This is the uplift load on one gable wall post Wbldg — Wgableopenings Assume a dead load weight of roof and wall area to be 2.0 psf. The area of the roof and wall that will tend to keep the gable wall post in the ground will be as follows: Roof Bay'Wbldg'2psf Roof = 360 lb Dead load of roof (Koo (Hbldg'2-B'y Gable_wa,U Hbldg'(Wbldg — Wgableopenings) + f 2Wbldg)+ 2 2 psf Gablewall = 707 lb Dead load of gable wall / Posts (Hbldg+ depth_gable_footing)' Wpost depth_gable_footing = 3.5ft gable post embedment depth �_ Posts — 127 lb Weight of post dia_gable_footing = 1.5ft Diameter of gable wall posthole footing Concrete backfill in the gable end posts is = "not required" to resist gable wall panel uplift. Backfill = 797 lb 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 wall panel uplift). Wttot Gable wall + Roof + Posts + Backfill Total resistance for gable wall panel uplift. Since "'tot is greater than the Wttot = 1990 lb gable wall panel uplift, Cpost, the gable wall footing is adequate. 8/12/2016 1800116 (Maybrun) 30x48x11.xmcd 19 FOOTING DESIGN FOR MAIN POST: (without shed roof loads) Determine the footing size and depth for vertical bearing for the main posts. gSoii = 2500psf Soil bearing capacity for footing dia_footing = 1.5 ft Footing diameter dia footing2 Afo°ting'= 4 Afooting = 1.77 ft2 Footing area Post_depth = 3.5ft Minimum required post embedment depth Pfooting := Afooting•gsoif dfactor Pfooting = 4241 lb End bearing capacity of footing Psnowt = 4140 lb Total footing load Note that the end bearing capacity (Pfooting) is greater than the snow load (Psnowl). This is OK. FOOTING DESIGN FOR MAIN POST- Determine OSTDetermine the footing size and depth for vertical bearing for the main posts. gsoii = 1500psf Soil bearing capacity for footing dia_footingz = 1.5ft Footing diameter 2 _ dia footing2 Afooting2 4 Afooting2 = 1.77 ft2 Footing area Post_depW = 4. Oft Minimum required post embedment depth Pfooting2 Afooting2'gs0il'dfac1or2 + Pskin2 Pfooting2 = 6008 lb End bearing capacity of footing Psnow2 = 5796 lb Total footing load Note that the end bearing capacity (Pfooting2) is greater than the snow load (Psnow). This is OK. 8/12/2016 1800116 (Maybrun) 30x48x11.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. gwegir< = 2.02 pli Lgirt_span = 138 in Orientation = "Flat" 2 L girt_span MIg,rt . gWeg'rt g Mot = 4817 in. lb Bending moment in the girt fbgirt := girt fbgirt = 2335psi Stress. applied to the girt S g Determine the allowable member stress including load factors. FbGi,.t = 1500psi CDwind = 1.60 CMbgirt = 1.00 Ctgin = 1.00 CLgirt = 1.00 CFgirt = 1.30 C f„ girt = 1.15 Crgirt = 1.15 Fbgirt FbGirt'CDwind'CMbgirt'Ctgirt'CLgirt'CFgi t'Cfugirt'Crgirt Fbgirt = 4126 psi : fbGirt This is OK. PURLIN DESIGN: The purlins simply span between pairs of trusses or rafters. Determine the adequacy of the purlins. Purlin = "2x6" Purlinspaoing = 24 in o. c. Lpurlin_span = 135 in wp„rli„ = 3.72pli Maximum combined distributed roof load along top edge of purlin • 2 lin •—_ N'purGn'LpurliMpurn_span Mpwlin = 8472in. lb Bending moment in the purlin g Mpurlin fbpurlin`= fbpurlin = 1120 psi Bending stress applied to the purlin Spurlin Determine the allowable member stress including load factors FbPurlin = 1500 psi CDsnow = 1.15 CMbpurlin = 1.00 Ctpurlin = 1.00 CLpurlin = 1.00 CFpurhn = 1.30 Cfupurlin = 1.00 Crpurlin = 1.15 Fbpurlin := FbPurlin' CDsnow' CMbpurlin' Ctpurlin' CLpurlin' CFpurlin' Cfupurtin' Crpurlin Fbpurlin = 2579psi > fbpurlin This is OK 8/12/2016 1800116 (Maybrun) 30x48x11.xmcd 21 MAIN POST CORBEL BLOCK DESIGN: Determine the required number and size of bolts required in the main post corbel block. Allowable fastener shear capacities ZTbolt 58 = 17601b Shear capacity for 5/8" dia. bolts ZTbolt 34 = 2400 lb Shear capacity for 3/4" dia. bolts zTbolt 10 = 40901b Shear capacity for 1" dia. bolts ZTnail 16d = 141 lb Shear capacity for 16d nails ZTnail 20d = 170 lb Shear capacity for 20d nails PTcorbel = 4140 lb Combined snow, or live roof, and dead loads on, corbels If 5/8 dia. bolts are used: Nbolts58 = 2.0 Number of 5/8" dia. bolts required in the corbel block, if used. If 3/4 dia. bolts are used: Nbolts34 = 1.5 Number of 3/4' dia. bolts required in the corbel block, if used. If 1 dia. bolts are used: Nbolts10 = 0.9 Number of 1" dia. bolts required in the corbel block, if used. If 20d nails are to be used: NailsNd = 10.6 Number of 20d nails required in each corbel block, if used. If 16d nails are to be used: Nailsl6d = 12.8 Number of 16d nails required in each corbel block, if used. 8/12/2016 1800116 (Maybrun) 30x48xl1.xmcd 22 SHED RAFTER DESIGN: Determine the required section for intermediate building or shed rafters. The rafters will simple span between posts. It will be assumed that both ends are pinned. Rafter style Srafter •= Raftergrade _ ,2�_ Rafterspecies Doug -Fir Lrafter span = 138.Oin wry, = 23.48pli Maximum combined distributed roof load along top edge"of rafter 2 wrafter'Lrafter span Mrafter 8 - Mrafter = 55892 in -lb Bending moment in the rafter Mrafter fbrafter Sxrafter' Raftergty fbrafter = 883 psi Bending stress applied to the rafter Determine the allowable member stress including load factors FbRafter - 90Opsi CDSttOw = 1.15 CMbrafter = 1.00 Ctrafter - 1.00 Cuafter = 0.97 CFrafter = 1.00 Cfurafter = 1.00 Crrafter = 1.00 Fbrafter FbRafter'CDsnow•CMbrafter•Ctrafter'Ciaafter'CFrafter'Cfurafter•Crrafter Fbrafter 1007 psi > fbrafter This is OK 8/12/2016 1800116 (Maybrun) 30x48x11.xmcd 23 RAFTER CORBEL BLOCK DESIGN: Determine the required number and size of bolts required in the rafter corbel block. Allowable fastener shear capacities zRbolt 58 = 17601b Shear capacity for 5/8" dia. bolts zRbolt 34 = 24001b Shear capacity for 3/4" dia. bolts zRbolt 10 = 4090 lb Shear capacity for 1" dia. bolts zRnail 16d = 141 lb Shear capacity for 16d nails zRnail 20d = 170 lb Shear capacity for 20d nails Psnow eave = 1691 lb Combined snow, or live roof, and dead loads on eave corbels Psnow int = 16911b Combined snow, or live roof, and dead loads on interior corbels If 518 dia. bolts are used: Nbolts58 eave = 0.8 Number of 5/8" dia. bolts required in the rafter corbel block at the eave Nbolts58.int = 0.8 Number of 5/8" dia. bolts required in the rafter corbel block at the interior post If 3/4 dia. bolts are used: Nbolts34 eave = 0.6 Number of 3/4" dia. bolts required in the rafter corbel block at the eave Nbolts34 int = 0.6 Number of 3/4" dia. bolts required in the rafter corbel block at the interior post If 1 dia. bolts are used: Nboltslo cave = 0.4 Number of 1" dia. bolts required in the rafter corbel block at the eave Nbolts10 int = 0.4 Number of 1" dia., bolts required in the rafter corbel block at the interior post If 20d nails are to be used: Nails20d eave = 4.3 Number of 20d nails required in each corbel block at the eave Nai1s20d int = 4.3 Number of 20d nails required in each corbel block at the interior post If 16d nails are to be used: Nailsl6d eave = 5.2 Number of 16d nails required in each corbel block at the eave Nail.06a it = 5.2 Number of 16d nails required in each corbel block at the interior post 8/12/2016 1800116 (Maybrun) 30x48xl1.xmcd 24 SHED U BLOCK DESIGN: Determine the required number and size of bolts required in the 4x block at shed rafter to main post connection. Allowable fastener shear capacities (Single shear connection): zR4xbolt 58s = 1120lb Shear capacity for 5/8" dia. bolts zR4xbolt 34s = 16101b Shear capacity for 3/4" dia. bolts zR4xbolt los = 2660 lb Shear capacity for 1" dia. bolts If 5/8 dia. bolts are used: Nbolt.584x = 1.3 Number of 5/8" dia. bolts required in the 4x block at the interior post If 3/4 dia. bolts are used: Nbotts344x = 0.9 Number of 3/4" dia. bolts required in the 4x block at the interior post If 1 dia. bolts are used: Nbolts104x = 0.6 Number of 1" dia. bolts required in the 4x block at the interior post 8/12/2016 1800116 (Maybrun) 30x48x11.xmcd 25 FOOTING DESIGN FOR SHED EAVE POST: Determine the footing size and depth for vertical bearing for the shed posts. gsoil = 1500psf Soil bearing capacity for footing dia_footing_SE = 1.5ft Footing diameter 2 , dia footing_SE Afooting_SE 4 fAooting_SE 1.77 ft2 Footing area _ Post depth_SE = 3.Oft Minimum required post embedment depth Pfooting_SE Afooting_SE'�lsoil'dfactor_SE Pfooting_SE = 3711 lb End bearing capacity of footing Psnow eave = 1691 lb Total footing load Note that the end bearing capacity (Pfooting_sE) is greater than the snow load (Psnow eave). This is OK. Check uplift on shed eave post: Pul_SE := C�nh.d + O".,ha„ 1 12.25ft • I I P - 797lb This is the uplift on one shed eave ost 2 g ' ( ) 9r — qi P.1 -SE = P P Assume a total weight of roof and wall area to be 2.0 psf. The area of the roof and wall that will tend to keep the truss post in the ground will be as follows: Wlpost hole_SE 150•pcf •Post_depth_SE'(Afooting_SE — A66) Wtpost_hole_SE = g 6831b Weight of concrete in post hole Wshed 1 Wulr_SE 2 / _ + Overhang) + Wtpost- Wulr hole_SE — \ sE = 8301b Total uplift resistance Note that the total uplift resistance (Wuir sE) is greater than the uplift load Ful—SE ). This is OK. 8/12/2016 1800116 (Maybrun) 30x48xl1.xmcd 26 SUMMARY OF RESULTS: Building Dimensions Building Design Loads Wbldg = 30ft Width of Building Ground—snow—load = 20psf Lbldg = 48ft Length of Building Roof—dead—load = 3 psf Wind—speed= 110 mph Hbld — 11 ft Eave Height of Building g "B" Wind exposure= Cwerhang = 0 in Length of Eave Overhang Seismic Design_Category = "D" Rpitch =.3 / 12 Roof pitch Post Details Footing Details: Post—size = "6x6" Post—is = "constrained by a concrete slab" Post—grade = "42 Doug -Fir" . Postdepth = 3.5ft Design Post Depth Usage = 27 % Combined stress usage of post dia_footing = 1.5ft Design Footing Diameter Shear Wall Details: Footingusage = 98 % Stress usage of footing vgablewall = 86p1f Max. shear in gable wall veavewall = 20PR Max. shear in eave wall Postdepth2 = 4.Oft Design Post Depth Girt Details: dia_footing2 = 1.5ft Design Footing Diameter Girtusage = "56 % Stress usage of wall girt" Footingusage2 = 96 % Stress usage of footing Orientation = "Flat" Purlin Details: Purlin usage = 43 % Stress usage of roof purlin Corbel Block Bolts: Nbolt.,58 = 2.0 Number of 5/8" dia. bolts required in the corbel block, if used. Nbolt.,34 = 1.5 Number of 3/4" dia. bolts required in the corbel block, if used. Nboltslo = 0.9 Number of 1" dia. bolts required in the corbel block, if used. Naas20d = 10.6 Number of 20d nails required in each corbel block, if used. Naihl6d = 12.8 Number of 16d nails required in each corbel block, if used. 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 required. No structural observation by the design engineer is required. ' - -!'..ter_...._ •_ c •q. y ' - k Jab Truss - - r T" s"Type - ,. Qty. Brun, May AYBRd tU 1 JPty R48055418 1608.004 " A01 + DBL flNK ' B . 1. Job Reference(optional) ! SYSTEMS PLUS LUMBER CO, ANDERSON, CA , , 7.640 s Apr 19 2016 MITek Industries, Inc. Fri Aug 05 06.21.40 2016 Page 1 - ID:GxcnXUOdURSN1tAL1 0142FF01-XabFCuxJxSvY7nBLnEmigN)CNUOuRF7pZL045ygyWP' - I 5.2-11 10-0.10 " id -10.8 ,. 19.8-6 �dv�-5 5.2-11 4.9.14 4-9-14 ' �. 4 9 14 4114 • 5 2-11 CONT. 2X6 I 1, BLOCKING A - Scale = 1:51.9 - s, rlk f. s � TYP. 10D >. NAIL 6x6 = vY 2X6 B.C. 3.00 12 D ,k __ SECTION A -A 3x4 % 3i4 C E �• 2x4 \\� - ' 2x4 - B F + A A + G 1� ` - ' 10x20 W20HS = " 3x4 = 4x12 M18SHS = 4x6 = - 4x6 = y,q =t 10x20 MT20HS — 1 r NOTE: ACTUAL O.C. SPACING THE TRUSS IS 2 -TRUSSES EVERY IV-V O.0 (SEPARATED BY A 5-1/2' SPACE). THE SPACING OF THE BOTTOM CHORD LATERAL SPACING t s MAY BE INCREASED TO 12'-0- O.0 PROVIDED CONTINUOUS ' 2X6 BLOCKING IS USED ALONG THE FULL LENGTH OF THE + . 1 BOTTOM CHORD (SEE SECTION A -A). CONNECT BLOCKING WITH 10D NAILS AT 6- O.C. ALONG EACH B.C. f 6-2-4 11-11-12 1734 23.6.12 249.0 6-24 _. 5.9-8 538 - 6.9.8 - 6-24 - s Plate Offsets (x Y)= ["'^ ^ 13 Edgg]rG70.0-13 Ednal LOADING (psf). SPACING- 6.0-0 CSI.' DEFL in ,(IOC) I/de0 L/d "PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.79 Vert(LL) -0.31 W >999 240 MT20 .2201195 -t TCDL ' 5.0 Lumber DOL 1.15 Sc 0.93 Vert(TL) -0.56 1-J >625 180 MT20HS 1651146 BCLL 0.0 't Rep Stress Inti NO WB 0.55 Horz(TL) 0.16 G n/a nla M18SHS 220/195 BCDL , 3.0 k Code IBC2012/TPI2007 (Matrix) Weight 170 Ib FT = 20% t LUMBER- BRACING - TOP CHORD 2x6 DF SS G TOP CHORD , 2-0-0 cc purlins (2-11-6 max.) ' BOT CHORD 2x6 DF SS G (Switched from sheeted: Spacing >• 2-0-0). r WEBS 2x4 DF Stud/Std G �. BOT CHORD 5-0-0 cc bracing. « ' WEDGE L left: 2x4 DF Stud/Std -G, Right 2x4 DF Stud/Std -G ; REACTIONS. (Ib/size) A=2461/0.5-8, G=246110-5-8 L 1 Max Harz A-198(LC 9) r Max UpliftA=1062(LC 4), G=1062(LC 5) _ • . , . FORCES. (lb) - Max. Comp_/Max. Ten. - All forces 250 (lb) or less except when shown. } . TOP CHORD, A -B=-64532711, B -C--6153/2652, GD=5353/2237, D -E=535312238, E -F=6153/2655, • v " F -G=•6453/2714 BOT CHORD AL ---262516000, K-0=229015638, J -K=2290/5638, I -J=1579/4440, H-1=2128/5638, { { e, r G -H=2466/6000 A WEBS B -L=287/271, C -L=2481537, GJ=10621659, D -J=609/1236,134=609/1236, E -I=1062/659, E -H=2511537, F -H=287272 / NOTES- (11) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=3.Opsf; BCDL=1.BpsF, h=25ft; Cat.. II; 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 QFESS/ON .- 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. Y 0 TE00� F 4) 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. Q' 5) All plates are MT20 plates unless otherwise indicated. s ' + I t CD � C 75435 �0 m ' 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ; - � Uu C 7)' 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 * EXP'01i201 a fit between the bottom chord and any other members. 8) A plate rating reduction of 20% has been applied for the green lumber members. I' ! , 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1062 Ib uplift at joint A and 1062 Ib uplift at Joint G. ` 10) 'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. OF CAL ' 11) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. . ` August 5,2016 1 't . AWARNING - Verify dwign parameters and READ NOTES ON THIS AND INCLUDED MHEK REFERENCE PAGE 110-7473 nn, IOMWIS BEFORE USE ' • . Design valid for use only with M'TekD connectors. This design is based only upon parameters shown, and is for an individual building component, not , of ss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall ■■ . I building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only AddiBorlal temporary and permanent bracing M�Tek is alloys required for stability and to prevent collapse with possible personal injury end property damage. For general guidance regarding the ,� i t r• fabrication, storage. delivery. erection and bracing of trusses and truss systems, see ANSIllI ll Gua81y CrRedo, DSB-89 and BCSI Building Component - 7777 Greenback Lane + I Safely trdormatton available from Truss Plate institute. 218 N. Lee Sheet, Suite 312, Mexandna, VA 22314. - - , r suite 1 09 , s CA 95610 O 3 Co rrl O O M W 0- 0 I 12'-0" 12'-0" 12'-0" 12'-0°, O O O l 6X6 P.T. #2 D -F POST OUSE S-6" (MIN) EMBEDMENT DEPTH, l BACKFILL Remove vegetation and debris from under 6X6 P.T. #2 D -F POST ©USE 4'-0" (MIN) EMBEDMENT DEPTH, and away from structure. Maintain BACKFILL _ 6X6 P.T. #2 D -F POST clearance for a fire 1" environment I 3'-0- (MIN) EMBEDMENT DEPTH, 18°0 FOOTING AND CONCRETE KEEP CALIFORNIA GREEN'. OP.T. DOOR POST (SEE GENERAL NOTE 3) PREVENT YIIILDFIRES. .BUTTE COUNTY V)I N I N I •.' - - LA . Ir W CDM o J J Z)o J LSI .. z En p { See attached`.Minimum erosion control 'and, . sediment controls for projects disturbing less �I than. one acre 10 3068 MD © 4030 W © O (SEE NOTE 4)�t I I z0h sf M I Q { <-:� NN I N V) - Na NQ QL N-. d . . .. D:' J Z. o 0 o J. z_ o Surface Drainage shall�.comply V. in N 2013CRC section R40i.3. minimum 5% (6 inches: in 10 feet). slope awayffr•om.; _foundation _walls, _ OPEN OPEN s AWANCE ENGINEERING OF OREGON, INC. • 2700 Market St NE • Salem, Oregon 91301 0 PHONE: 503 O 0 0 I O 0 I ;o The 1013 CBQ. CRC, -CMC, CPC, CEC ,CFC, CGBC and: 2013. California . Energy. Standards. as.amended:by. the I jurisdlction.apply:to'.this project ` 1 0 BUTTE COUNTY SEP.,O 7 2016 DEVELOPMENT SERVICES GENERAL NOTES 1. ALL POSTS EMBEDDED IN GROUND SHALL BE PRESSURE TREATED FOR BURIAL 2. PERSONNEL DOOR(S) AND WINDOW(S) SHOWN MAY BE -LOCATED BY THE BUILDER IN THE WALL(S) SHOWN UNLESS SPECIFICALLY LOCATED ON THIS DRAWING. 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 DIMENSIONS AND CLEARANCES PRIOR TO BUILDING CONSTRUCTION AND DOOR INSTALLATION. POST / BRACING NOTES ITEM DESCRIPTION 6X6 P.T. #2 D -F POST OUSE S-6" (MIN) EMBEDMENT DEPTH, 18"0 FOOTING AND CONCRETE BACKFILL 6X6 P.T. #2 D -F POST ©USE 4'-0" (MIN) EMBEDMENT DEPTH, 18'0 FOOTING AND CONCRETE BACKFILL _ 6X6 P.T. #2 D -F POST ©USE 3'-0- (MIN) EMBEDMENT DEPTH, 18°0 FOOTING AND CONCRETE BACKFILL - OP.T. DOOR POST (SEE GENERAL NOTE 3) Q�pFESSrpN . 2 Lu No.C Cr. Exp CIV UFC PLAN VIEW _ Awrw ALLIANCE aeOre'gon.com PERMIT >?�N �a(� `ENGINEERING . - BUTTE COUNTY DEVELOPMENT SERVICES REVIEWED FOR Specialists in Post Frame Engineering tNCE CLIENT OWNER BUILDING LOCATION CODE COMPLI DATE --A I e BY MAC -CO METAL BLDGS HARRY &CAPRI MAYBRUN 6183 MEISTER WAY 3647 BRIDLE LANE ANDERSON, CA 96007 CHICO, CA 95973 DATE: 01 AUG 16 DWG NO: JOB NO: REV - 89 -1727 • FAX 503 589-1728 0 IT IS UNLAWFUL AND POTENTIALLY DANGEROUS FOR THIS DRAWING TO BE USED FOR ANY OTHER BUILDING LOCATION THAN SHOWN. DRAWN BY: JP PLOT Q 77 PFB-01 Of /06 1800116. 30'-0" 42'-0" LEFT .GABLE VIEW 12'-0" ©AWANCE ENGINEERING. OF OREGON, INC. • 2700 Market St NE • Sal t. i fF 0 r - 0 I 30'-0" 42'-0" LEFT .GABLE VIEW 12'-0" ©AWANCE ENGINEERING. OF OREGON, INC. • 2700 Market St NE • Sal t. i r - 0 I { C I 30'-0" 42'-0" LEFT .GABLE VIEW 12'-0" ©AWANCE ENGINEERING. OF OREGON, INC. • 2700 Market St NE • Sal 48'-0" I f 42'-0" r FRONT EAVE VIEW RIGHT GABLE VIEW 4969 PERMIT # BUTTE COUNTY DEVELOPMENT SERVICES' REVIEWED -FOR o �F o4/w CO® COMPLIANCE co E EVAT I ,. x /1 rALLIANCE aeOregon.com • P 11` ENGINEERING `Qq IL Specialists in Post Frame_ Engineering. �GF WENT OWNER BUILDING LOCATION. • MAC -CO METAL BLDGS HARRY & CAPRI MAYBRUN 6183 MEISTER WAY 3647 BRIDLE LANE ANDERSON, CA 96007 CHICO. CA 95973 DATE: 01 AUG 16 IDWG NO: JOB NO: REV: 301 • PHONE: 503 589-1727 • FAX: 503 589-1728 • IT IS UNLAWFUL AND POTENTIALLY DANGEROUS FOR,THISDRARINGTOW—AbFOR ANY OTHER BUILDING LOCATION THAN SHOWN. DRAWN BY: JP IFLOT 0. 96 1 PFB-02 Of 06 1800116 . o { 0 i co 48'-0" I f 42'-0" r FRONT EAVE VIEW RIGHT GABLE VIEW 4969 PERMIT # BUTTE COUNTY DEVELOPMENT SERVICES' REVIEWED -FOR o �F o4/w CO® COMPLIANCE co E EVAT I ,. x /1 rALLIANCE aeOregon.com • P 11` ENGINEERING `Qq IL Specialists in Post Frame_ Engineering. �GF WENT OWNER BUILDING LOCATION. • MAC -CO METAL BLDGS HARRY & CAPRI MAYBRUN 6183 MEISTER WAY 3647 BRIDLE LANE ANDERSON, CA 96007 CHICO. CA 95973 DATE: 01 AUG 16 IDWG NO: JOB NO: REV: 301 • PHONE: 503 589-1727 • FAX: 503 589-1728 • IT IS UNLAWFUL AND POTENTIALLY DANGEROUS FOR,THISDRARINGTOW—AbFOR ANY OTHER BUILDING LOCATION THAN SHOWN. DRAWN BY: JP IFLOT 0. 96 1 PFB-02 Of 06 1800116 . TOP GIRT TO MATCH PURUN SIZE, GRADE & SPECIES NAIL TO POST W/ (4) (MIN) 16d OR 20d NAILS (6) 16d OR 20d NAILS (4) (MIN) 16d OR 20d NAILS / (1) 3/4'4 A-307 BOLT W/ NUT & FLAT WASHERS EA SIDE 2X CORBEL BLOCK TO MATCH POST WIDTH (SEE STANDARD DETAILS FOR BOLT SPACING & BLOCK SIZE) DETAIL 1 BUILDING DATA: WIDTH: 30'-0' LENGTH: 48'-0' EAVE HT: 11'-0' ROOF SLOPE: 3 IN 12 TRUSS SPACING: 12'-0" BUILDING CODE: WIND LOAD: 110 MPH EXPOSURE: B SNOW LOAD: 20 PSF DEAD LOAD: 3 PSF SOIL BEARING: 1.5 KSF SEISMIC CATEGORY: D CBC: 2013 AWANCE ENGINEERING OF SEE DETAIL 1 O X ao SHED POST Lu !•'�'�. TOP GIRT TO MATCH PURUN SIZE, GRADE & SPECIES INSTALL W/ SIMPSON LU26 HANGER (6) 16d OR 20d NAILS—� 2X4 CORBEL BLOCK ATTACH TO 4X6 BLOCK W/ (4) 16d NAILS & (1) 3/4'4 A-307 BOLT W/ NUT & FLAT WASHERS EA SIDE (SEE STANDARD DETAILS FOR BOLT SPACING & BLOCK LENGTH) 4X6 BLOCK— ATTACH TO POST W/ (2) 3/4'4 A-307 BOLTS W/ NUT & FLAT WASHERS EA SIDE NOTE: PURUNS, LOWER GIRTS & WALL SHEATHING NOT SHOWN FOR CLARITY (1) 3/4'0 A-307 BOLT W/ NUT & FLAT WASHERS EA SIDE (6) 16d OR 20d NAILS . •4) 3/4'4 A-307 BOLTS W/ NUT & FLAT WASHERS EA SIDE t2X ) 16d OR 20d NAILS CORBEL BLOCK TO DETAIL 2. MATCH POST WIDTH. (SEE STANDARD DETAILS FOR BOLT SPACINGS & BLOCK SIZE) 3 D F MATCH PURUN SIZE, GRADE & SPECIES W/ (4) (MIN) 16d OR 20d NAILS 6d OR 20d NAILS (1) 3/4'4 A-307 BOLT W/ NUT & FLAT WASHERS EA SIDE (4) (MIN) 16d OR 20d NAILS (2) 3/4'4 A-307 BOLTS W/ NUT & FLAT WASHERS EA SIDE CORBEL BLOCK TO MATCH POST WIDTH DETAIL 3 (SEE STANDARD DETAILS FOR BOLT SPACING & BLOCK SIZE) 2X6 SS D—F PURUNS 0 24' (MAX) O.C. INSTALL W/ SIMPSON LU26 HANGERS OR EQUAL TYP MAIN & SHED ROOF 12 \\—PRE-ENGINEERED 'TRUSSES 3C 2 • (BY OTHERS) SEE DETAIL 3 SEE DETAIL 2 �� RAFTER . POST , PERMIT# 0110, 1611(!'1 29 GA METAL SHEATHING BUTTE COUNTY DEVELOPMENT SERVICES TYP ROOF AND WALLS ti, REVIEWED FOR 2X6 SS D—F GIRTS 0 24' (MAX) O.C. CODE OMPLIA CE NAIL TO POST W/ (3) 16d OR (2) 20d NAILS EA END DATE�j b BY P.T. BOTTOM GIRT , GENERAL NOTES 1. GIRTS MAY BE INSTALLED COMMERCIAL STYLE AT 24' O.C. BY THE CONTRACTOR WITH 2X BLOCKING BETWEEN MEMBERS OR WITH SIMPSON LU26 HANGERS (OR EQUAL). IF -2X BLOCKING IS USED, THEN NAIL BLOCKING TO POST WITH (6) 20d OR (6) 16d NAILS (MIN). NAIL GIRTS TO BLOCKING WITH (2) 20d OR (3) 16d NAILS AT EACH END. INC. • 2700 Market St NE • Salem, Oregon 97301 • PHONE: 503 NAIL TO POST W/ (6) 16d OR 20d NAILS EA END t \--4' (MIN) CONCRETE FLOOR BACKFILL PER POST/BRACING NOTES ON PFB-01 (SEE CONSTRUCTION NOTES) PpFESS/p (5) 20d NAILS IN EA POST FACE TYP ALL POSTS • FAX: 503 589-1728 9 IT IS UNLAWFUL AND Z CONTINUOUS 2X BLOCK TO MATCH POST WIDTH BETWEEN RAFTERS (INSTALL PER NOTE 12 ON CONSTRUCTION NOTES) O X i uj No.m SECTION A a: �,� * /1 r ALLIANCE aeOregon.com %` ENGINEERING OF 1. Specialists in Post Frame En meerin g Y DANGEROUS, FOR THIS. DRAWING TO CLIENT OWNER BUILDINGLOCATION MAC -CO METAL BLDGS HARRY & CAPRI MAYBRUN 6183 MEISTER WAY 3647 BRIDLE LANE ANDERSON CA 96007 CHICO CA 95973 DATE: 01 AUG 16 DWG NO: JOB N0: REV: FOR ANY OTHER BUILDING LOCATION THAN SHOWN. DRAWN BY: JP PLOT @. 48 PFB-03 of. 06 1800116 L F TRUSS HEEL - ' e (6) 16d • OR 20d NAILS ` -SHED RAFTER HEEL ` 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 TIGHT FIT TYP (1) PLC ON EACH MAIN GABLE WALL CORNER POST UNDER EACH TRUSS HEEL ® SHED CONNECTION 2X4 CORBEL BLOCK BY 12' (MIN) LONG ATTACH TO 4X6 BLOCK`W/ (8) (MIN) 16d OR 20d NAILS P CE NAILS AT 1 1/4' (MIN) FROM BLOCK EDGE TRUSS HEEL (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 (1) PLC ON EACH GABLE WALL CORNER POST UNDER EACH TRUSS HEEL POST NOTE: ALL 2X BLOCKS TO MATCH POST WIDTH 1 GABLE TRUSS N.T.S. ro GENERAL NOTES 1. IF TOTAL NUMBER 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 COMMERCIAL STYLE PER GENERAL' NOTE 1 ON SECTION A DRAWING THEN INSTALL 2X CORBEL BLOCK W/ QUANTITY OF NAILS SHOWN. PLACE NAILS AT 1-1/4' (MIN) FROM BLOCK EDGE & AT 2-1/2' (MIN) O.C. & AT 2-1/2' (MIN) O.C. GIRT TYP ON EACH MAIN GABLE WALL CORNER POST UNDER EACH•RAFTER HEEL 0 SHED CONNECTION RAFTER HEEL POST 4X6 BLOCK. ATTACH TO POST W/. (2) 3/4'0 A-307 BOLTS (6) 16d OR 20d NAILS r W/ NUT & FLAT WASHERS EA SIDE 2X CORBEL BLOCK BY 12' (MIN) LONG NOTE: ALL -2X BLOCKS TO MATCH POST WIDTH W/ (8) 16d OR 20d NAILS - PLACE NAILS AT 1-1/4' (MIN) FROM 2 GABLE TRUSS @ SHED CONNECTION _ POST BLOCK EDGE & AT 2-1/2' (MIN) O.C. TYP ON EACH GABLE WALL POST N.T.S. UNDER.EACH RAFTER HEEL NOTE: ALL 2X BLOCKS TO MATCH POST WIDTH _ 3 SHED GABLE RAFTER N.T.S. )AWANCE ENGINEERING OF OREGON,.INC. 9 2700 Market St NE • Salem, Oregon 97301 • PHONE: 503 589-1727 • FAX: 503 589-1728 9 IT IS UNLAWFUL AND .Y DANGEROUS FOR THIS DRAWING TO BE FOR ANY OTI QR°FES&O'bq No. C 61 w cr_ Exp. � CIVIL 9 OF>�AL�F° LOCATION THAN SHOWN. PERMIT# �(a C BUTTE COUNTY DEVELOPMENT SERVICES REVIEWED FOR. CODE COMPLIANCE DATE ct Z e l 1_ BY C FRAMING DETAILS aeOregon.com A.F.ALLIANCE `ENGINEERING Specialists in Post Frame Engineering CLIENT j OWNER.' BUILDING LOCATION . MAC -CO METAL BLDGS HARRY & CAPRI MAYBRUN 6183 MEISTER WAY ' 3647 BRIDLE LANE ANDERSON, CA 96007 CHICO, CA 95973- DATE: 5973DATE: 01 AUG 16 .. DWG NO: JOB NO: REV: DRAWN BY:. JP PLOT 6 16 PFB-04 Of 06 1800116 L i TRUSS OR RAFTER HEEL CORBEL BLOCK FREE OF SPLITS, CHECKS, AND SHAKES, BEFORE AND AFTER NAILING TRIM FOR TIGHT FIT A-307 BOLTS W/ NUT & FLAT WASHERS EA SIDE (STAGGERED AS SHOWN) #14 X 7/8' STITCH SCREWS 0 24' O.C. MID SPAN NOTE: FOR 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 ACTUAL BOLT SIZE AND QUANTITY REQUIRED. SEE CONSTRUCTION NOTE 10. 1 CORBEL BLOCK FOR (2) OR MORE BOLTS ANEL OVERLAP #9 X 1-1/2' SCREWS _#9 X 1-1/2' SCREWS r--� 1/2" (MIN) EDGE DISTANCE 2X (MIN) FRAMING MEMBER 2X (MIN) FRAMING MEMBER PERMIT 9' (MAX) 29 GA METAL SHEATHING 2X (MIN) FRAMING MEMBER #9 X 1-1/2' SCREWS 0 9' O.C. (MAX) FASTEN THE 29 GA METAL SHEATHING TO THE FRAMING MEMBERS USING #9 X 1-1/2' AT 9' O.C. ADJACENT TO EACH OF THE MAJOR RIBS. PARALLEL TO THE PANEL RIBS, AT TERMINATING EDGES OF ROOF, WALLS, ALL OPENINGS, AND AT ALL INTERIOR/DIVIDE WALLS EXTENDING TO THE ROOF, THE #9 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' (MIN) FROM PANEL EDGES. THE DECK SIDE LAPS SHALL BE FASTENED TOGETHER WITH #14 X 7/8' LONG SELF DRILLING SCREWS MID SPAN BETWEEN THE SUPPORTS AT 24' O.C. (MAX). INCREASE LENGTH OF #9 SCREWS BY THICKNESS OF ANY APPLIED SUBSHEATHING. 3 ALTERNATE SCREW SCHEDULE N.T.S. (DALLIANCE ENGINEERING OF OREGON, INC. 9 2700 Market St NE • Salem, Oregon 97301 • PHONE 503 589-1727 • FAX: 503 589-1728 • IT IS UNLAWFUL AND POTENTIALL J `4 TRUSS OR RAFTER HEEL CORBEL BLOCK FREE OF SPLITS, CHECKS, AND SHAKES, BEFORE AND AFTER NAILING TRIM FOR TIGHT FIT A-307 BOLT W/ NUT & FLAT WASHERS EA SIDE {(O %' _ '_�___..____ NOTE: THIS DETAIL IS FOR BOLT LOCATION AND CORBEL BLOCK SIZING ONLY. E COUNTY DEVELOPMENT SERi_%T SEE SECTION VIEW FOR ACTUAL BOLT SIZE AND QUANTITY REQUIRED. SEE CONSTRUCTION NOTE 1.0. 'EV I EWED F ri ®IIPLIA . C BY 2 CORBEL BLOCK FOR (1) BOLT NOTE: FOR METAL ROOFS WITH ROOF SLOPE LESS 9' 29 GA METAL SHEATHING THAN 3 IN 12 SEE NOTE 13. (MAX) ON CONSTRUCTION NOTES. 2X (MIN) FRAMING MEMBER— \—#9 X 1' LONG SCREWS 0 9' O.C. (MAX) NOTE: NO STITCH SCREWS REQUIRED FASTEN THE 29 GA METAL SHEATHING TO THE FRAMING MEMBERS USING #9 X 1' AT 9' O.C. ADJACENT TO EACH OF THE MAJOR RIBS. THE FASTENERS SHALL BE 1/2' (MIN) FROM PANEL EDGES. INCREASE LENGTH OF #9 SCREWS BY THICKNESS OF ANY APPLIED SUBSHEATHING. - TYPICAL SCREW SCHEDULE N.T.S. Q CLA STANDARD DETAILS CIO NO. Ci n ALLIANCE aeOregon.com E"Pw %` ENGINEERING Specialists in Post Frame Engineering �` , •' . CLIENT . OWNER BUILDING LOCATION MAC-CO METAL BLDGS HARRY & CAPRI MAYBRUN 6183 MEISTER WAY 3647 BRIDLE LANE =��(s ANDERSON, CA 96007 CHICO, CA 95973 DATE: 01 AUG 16 DWG N0: JJOB N0: IREV: NGEROUS FOR THIS DRAWING TO B FOR`ANY OTHER BUILDING LOCADON.THAN SHOWN. IDRAWN BY: JP JPI.Ot 0. 12 1 PFB-05 Of 06-11800116 1 L ABBREVIATIONS & OTES:- POLE BUILDING CONSTRUCTION NOTES:, 1. I. UNLESS NOTED OTHERWISE, ALL CONCRETE fc SHALL BE 2500 PSI MINIMUM AT 28 DAYS. 8. 'ALL FASTENERS DRIVEN INTO PRESSURE TREATED WOOD SHALL BE HOT DIPPED GALVANIZED. EA THE CONCRETE SHALL BE MIXED IN THE CORRECT PROPORTIONS PRIOR TO PLACEMENT. NO g OFF LOADING Sc HANDLING AND TEMPORARY & PERMANENT BRACING OF ALL TRUSSES SHALL GA SPECIAL INSPECTION IS REQUIRED. f SPF COMPLY WITH BUILDING COMPONENT SAFETY INFORMATION PUBLICATIONS BCSI—B1 AND 2. ALL SOLID SAWN LUMBER 5'X5' AND LARGER SHALL BE ROUGH SAWN VISUALLY GRADED i SYP SCSI—B10. INSURE THAT ALL BRACING AND BEARING AREA REQUIRED BY THE MANUFACTURER H -F TIMBERS UNLESS OTHERWISE NOTED. ALL FRAMING LUMBER SHALT, AE AT LEAST THE MINIMUM TYP OF THE PRE—ENGINEERED TRUSSES HAVE BEEN INSTALLED IN ACCORDANCE WITH THE MD NOTED ON THE DRAWINGS. LUMBER NOT SPECIFICALLY CALLED OUT MAY BE STANDARD OR W MANUFACTURER'S INSTRUCTIONS. MFR'S BETTER. No. 2 DOUG—FIR MAY BE SUBSTITUTED FOR No. 2 HEM—FIR. MSR1650 MAY BE 10. PROTECTIVE COVERING OR COATING SHALL BE PROVIDED FOR ALL CORBEL BLOCKS, BOLTS, O.C. SUBSTITUTED FOR No. 2 DOUG—FIR. ® TRUSS AND/OR RAFTER HEELS AND WOOD FASCIAS DIRECTLY EXPOSED TO THE ELEMENTS. 3. ALL POSTS SHALL BE CENTERED IN THE POSTHOLES. ALL POST EMBEDMENT DEPTHS SHALL r• 11. UNLESS NOTED OTHERWISE, GIRTS AND PURUNS HAVE BEEN DESIGNED FOR STRESS ONLY. VLUANCE ENGINEERING OF OREGON, INC. • 2700 Market St NE • Salem, 0 BE MEASURED FROM THE TOP OF THE CONCRETE PAD TO TOP OF GRADE. IF SOLID ROCK IS' THEY HAVE NOT BEEN DESIGNED FOR THE DIRECT ATTACHMENT OF INTERIOR FINISHES. ENCOUNTERED, THE CONCRETE PAD MAY BE OMITTED PROVIDED THE POST BEARS DIRECTLY ON SOLID ROCK. POSTS SHALL BE EMBEDDED INTO UNDISTURBED NATIVE SOIL AT THE L - 12. IF PURUNS ARE INSTALLED WITH JOIST HANGERS, OMIT THE PURUN BLOCKS AND INSTALL 2X EMBEDMENT DEPTHS SPECIFIED. IF FILL 1S PLACED ON THE SITE, THE POSTHOLE DEPTHS CONTINUOUS BLOCKING TO.MATCH POST WIDTH BETWEEN RAFTERS/TRUSS TOP CHORDS. SHALL BE INCREASED AS REQUIRED TO PROVIDE UNDISTURBED NATIVE SOIL UNLESS THE FILO LOCATE BLOCKING AT THE TOP OF THE RAFTERS/TRUSS TOP CHORDS AND NAIL EACH SIDE HAS BEEN TESTED BY A CERTIFIED SOILS TESTING LABORATORY TO BE 95% COMPACTED. WITH 16d NAILS AT 12' (MAX) O.C.. CONTRACTOR TO VERIFY THAT THE WIDTH OF THE TRUSS 4. IF THE DRAWINGS SPECIFY CONCRETE BACKFILL IN THE POSTHOLES, THE BACKFILL SHALL BE TOP CHORD IS EQUAL TO OR GREATER THAN THE PURUN WIDTH, PRIOR TO CONSTRUCTION. THE MINIMUM PSI AS SPECIFIED IN NOTE 1; UNLESS OTHERWISE NOTED. THE CONTRACTOR 13. INSTAL ALL STEEL SHEATHING TO THE INTERIOR FRAMING MEMBERS (GIRTS AND PURLINS) PER 1 SHALL INSTAL (10) 20d NAILS 2' DEEP INTO (2) OPPOSITE POST FACES ON EACH POST k 'THE TYPICAL SCREW SCHEDULE GIVEN ON THE STANDARD DETAILS DRAWING UNLESS NOTED BELOW GRADE. NAILS MAY BE OMITTED IN FULLY ENCLOSED BUILDINGS WITH A STRUCTURAL I, OTHERWISE. FOR NON—STANDING SEAM METAL ROOFS WITH ROOF SLOPE OF LESS THAN 3 IN 4' (MIN) CONCRETE FLOOR. 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 DRAWINGS SPECIFY GRANULAR BACKFILL IN THE POSTHOLES, THE BACKFILL SHALL BE' PER MANUFACTURER'S SPECIFICATIONS IN ACCORDANCE WITH THE. BUILDING CODE USTED ON _ 5/8' TO 3/4' (—) GRAVEL OR CRUSHED ROCK. THE CONTRACTOR SHALL INSURE THAT THE THESE DRAWINGS. ' BACKFILL IS SATURATED PRIOR TO BACKFILLING AND IS COMPACTED AFTER EACH 6' UFT. 14. IF THE DRAWINGS SHOW POLYCARBONATE LIGHT PANELS, BOTH ENDS OF THE PANELS MUST PROVIDE 6' THICK CONCRETE FOOTING TO MATCH HOLE DIAMETER. TERMINATE AT A WALLGIRT. WALL GIRTS THAT LIGHT PANELS ARE ATTACHED TO MUST BE 6. IF THE DRAWINGS SPECIFY NATURAL BACKFILL IN THE POSTHOLES, THE BACKFILL SHALL 8E • FASTENED TO THE, POSTS WITH (4) 16d OR 20d NAILS AT EACH END UNLESS COMMERCIAL WELL—GRADED NATIVE SOIL (FREE FROM AL ORGANICS AND LARGE COBBLES). THE GIRTS ARE USED. CONTRACTOR SHALL INSURE THAT THE BACKFILL IS SATURATED PRIOR TO BACKFILLING AND IS 15. UNLESS NOTED OTHERWISE, INSTAL ALL SIMPSON HARDWARE PER MANUFACTURER'S COMPACTED AFTER EACH 6' UFT. PROVIDE 6' THICK CONCRETE' FOOTING TO MATCH HOLE li. SPECIFICATIONS. DIAMETER. , 7. AL WOOD MEMBERS, FRAMING REQUIREMENTS AND CONNECTIONS SHALL COMPLY WITH THE BUILDING CODE LISTED ON THESE DRAWINGS. INSTAL EXTERIOR FLASHING PER THE BUILDING CODE LISTED ON THESE DRAWINGS, AND IN ACCORDANCE WITH THE MANUFACTURER'S ' SPECIFICATIONS. INSTAL VENTILATION' AS REQUIRED AND IN ACCORDANCE WITH THE BUILDING _ CODE LISTED ON THESE DRAWINGS. L S� ABBREVIATIONS & SYMBOLS: D -F DOUGLAS FIR PLCS PLACES EA EACH. P.T. PRESSURE TREATED . GA GAUGE SPF SPRUCE PINE FIR GLB GLUE LAM BEAM SYP SOUTHERN YELLOW PINE H -F HEMLOCK FIR TYP TYPICAL MD MAN DOOR W WINDOW MFR'S MANUFACT'URER'S W/ WITH O.C. ON CENTER ® AT OPP OPPOSITE 0 DIAMETER VLUANCE ENGINEERING OF OREGON, INC. • 2700 Market St NE • Salem, 0 97301 • PHONE: 503 589-1727 • FAX: 503 589-1728 • IT IS UNLAWFUL AND - PERMIT# —921(a BUTTE COUNTY DEVELOPMENT SERVICES . . _ REVIEWED FOR CODE. COiVLPLI CE _ - DATE � BY _ 4 LLY DANGEROUS FOR THIS DRAWING TO BE USED CLAY, � CONSTRUCTION NOTES CO 0 No. C 61 56 m ALLIANCE aeOregon.com CIVIL�� OFC BUILDING LOCATION THAN SHOWN. 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