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Plans • (80.16' RECORD pLAT DISTANCE) 4:-,/ . air, LE W e 5 fP �4 f I \ , ' l5' j r r • g3 � Q8/Z Rb � .. Ae v /e , 7223 Sal" r� .a 3 - 2 9 2 . - 7 6 4 / 0 9 N , 'r 5 711 4' C o tt -- w •' •'' O 52 ' '5 ` 525 , T� L g o _ — . _ — _ CI TY OF TIGARD ,�� li cc . Approvbd6 111 ?! MS O Conditionally Approved [ 1 ■ (o) I f t 8 e - �c� q u - Fte . See Letter to: £plow [ ] w , i: . .... W I "\--1\ (6) d o on - N Att. � ed _ QD Permit Nu m ber: s' v .. 1 s poo r s i,o t+-1') C Ad. ss: ► .. s;;!i .. ' L S . By :.'i: w'% Date: ran s r 5 , `7 Approved plans s \ shall be on job site. 4 s 8 E HOUSE 335 SW HUNZI KER S7 -2: • ~I ;: j . r re ' 0 OFFICE COPY Sal" , 1 \ cr PLq DISTA I *It SI DEWALK 0 CUR BLINE _ _ I ,_ _ S.W. HUNZ R OAD _ _ i CITY OF TIGARD - SITE PLAN REVIEW , , BUI LDING PERMIT NO.: 1--( 5T 9cf(' •O Ol f- C :- PLANNING DIVISION: - Required Setbacks: Approved ❑ Not Approved Side: .5__ Street Sid. Al Front. '"' ' Gar:: ..,64Z1- Re'a.: Visual Clearance: Z Ap,; -d i...: ',' ^r ,' ooroved Maximum Buiidlli;- • : : :,_,.i . /ri ?Ft ('v ■IS Sere' • 3 rovicIer Lett: 1 .. • +7 No ti, . /<- --Q-SLA.4",--7) , • f / I 1 ENGINEERING DEPARTIMIt "w Actual Tope: °/ ►': Approved ❑ N t Approved Site PI : ► pproved C 7 / C) O Notes: • CRY Of TIGARD- SITE PLAN REVIEW BUILDING PERMIT NO: $lw�t'11�eNc A Q Nat Apptnved sQ T � • pproved 0 Not Approved 8r �1��� Dote: Notes: i Y . a st - ‘,. 1 als. ENGINEERING aeOregon.com 2700 Market St. NE 503 589 -1727 Specialists in Post Frame Engineering Salem, OR 97301 FAX 503 589 -1728 =S POST FRAME BUILDING STRUCTURAL CALCULATION (This structure has been analyzed and designed for structural adequacy only.) PROJECT No. 1901710 Building A BUILDING OWNER / LOCATION: Ed Westpha I 8335 SW Hunziker Rd Tigard, OR 9722.s 4. — CLIENT: Econ -O -Fab Buildings, Inc. 14255 SW Parmelle Gaston, OR 97119 ENGINEER: ,s,,tp PRO OREGON 64 }' 25 , \gg5 rQ�4 R qS CLAD b, I EXPIRES: 6/30/ if I Property of Alliance Engineering of Oregon, Inc. Unauthorized duplication prohibited. Copyright © Alliance Engineering of Oregon, Inc. 2700 Market Street N.E. Alliance Engineering of Oregon, Inc. Phone: (503) 589 -1727 Salem, OR 97301 www.aeOregon.com Fax: (503) 589 -1728 9/21/2010 1901710 Bldg A (Westfall) 35x15x13.xmcd 1 POST FRAME BUILDING SUMMARY: a This is a post -frame building with wooden trusses or rafters and preservately treated posts that are pressure treated for burial. Post size, post embedment depth, post hole diameter and backfill is given in the body of the calculation. The building will depend on the diaphragm action of the roof and wall sheathing for lateral stability. The posts will be modeled as propped cantilevers that are fixed at the base and propped by the deep beam action of the roof. The roof structure spans horizontally between the wall diaphragms where it is simply supported. The post frames will be assumed to act as a unit. Wind loads will be imposed on the windward and leeward sides of the building simultaneously. If there is no concrete floor, the concrete backfill will provide lateral constraint in the windward and leeward direction. If a concrete floor is used, lateral restraint for the post will be provided at the ground line by the concrete floor. REFERENCES: 1. 2006 Edition of the International Building Code 2. ASCE 7 -05 - Minimum Design Loads for Buildings and Other Structures American Society of Civil Engineers, 2006 3. 2005 Edition, National Design Specification (NDS) Supplement For Wood Construction, American Wood Counsel • 9/21/2010 1901710 Bldg A (Westfall) 35x15x13.xmcd 2 DESIGN INPUT VALUES: Building Dimensions Wbidg 35 ft Width of Building Lb1d := 15 ft Length of Building Hbidg := 13 ft Eave Height of Building Overhang 0 in Length of Eave Overhang Rpicch := 2 / 12 Roof pitch B := 7.5 ft Greatest nominal spacing between eavewall posts Wgableopenings 4 ft Total width of openings in one gable wall Weaveopenings 0 ft Total width of openings in closed eave wall Design Loads for Building: Occ_Category := "II" Wind Design Values: Fastest wind speed (3 second gust) •� Vwind 94.5 MPH Wind Exposure: E •= "B" Exposure •— Roof Load Design Values: p := 25 Ibs Ground snow Toad p := 5 Ibs Roof dead load Pd2 : 0 Ibs Additional truss bottom chord dead load (if applicable) Seismic Design Values: Site class := "D" S := 0.942 Mapped spectral acceleration for short period S 0.339 Mapped spectral acceleration for 1 second period I = 1.00 Importance factor R := 7 Response modification factor • 9/21/2010 1901710 Bldg A (Westfall) 35x15x13.xmcd 3 DESIGN INPUT VALUES (Continued): Structural Members for Building: Post Properties: width := 6 in Post width y -axis POST SIZE (Solid rough -sawn Hem -Fir post p 6 in Post depth x -axis unless otherwise specified) depth Grade := "2" Grade of Post ( 2, 1, or SS = Select Structural) Purlin Properties: Girt Properties: purlin_spacing 24 in Girt_spacing 24 in Spurlin Sx28 Sgirt Sy26 Fpurlin FbDF2dim F girt F bHF2dim Footing and Post Hole Design Values: %oil 1500 psf Assumed soil vertical bearing capacity Sooil = 150 psf Assumed soil lateral bearing capacity dia_footing 1 . 5 ft Main truss post footing diameter Slab and backfill information Concrete_slab = "Required for post constraint" Concrete backfill = "No" Backfill in main posts (GO TO LAST PAGE FOR SUMMARY OF RESULTS) 9/21/2010 1901710 Bldg A (Westfall) 35x15x13.xmcd 4 SNOW LOAD ANALYSIS: • Design per ASCE 7 -05 For roof slopes greater than 5 degrees, and less than 70 degrees. p = 25 psf Ground Snow Load (from above) C := 1.0 Exposure factor C := 1.0 Thermal Factor C = 1.00 Roof slope factor I = 1.00 Importance factor p{ Flat roof snow Toad, psf (see analysis below) Ps= Sloped roof snow load, psf (see analysis below) 1. Determine p and p Pf • pf = 17.5 psf Flat roof snow load Note: This is NOT the snow C 17.5 psf Sloped (balanced) roof snow load load used for design -See Ps Pe s Ps bl d = p ( ) p at bottom of page. 2. Determine the unbalanced snow load Wridge W Wridge = 17.5 ft Horizontal distance from eave to ridge Note: If W ridge < 20', use Method 1 to determine unbalanced snow load, otherwise use Method 2 Method 1 Psui ls'Pg Psul = 25 psf Unbalanced snow load for buildings with W edge < 20' Method 2 The unbalanced snow load will occur from the ridge to a distance I and intensity, p su2 as follows: h = 1.56 ft Height of drifted snow y = 17.25 pcf Snow density S =6 ft Run in roof for a rise of1 Is = 10.18 ft Distance of unbalanced snow from ridge (if applicable -see below) Psu2 = 28 psf Unbalanced snow load for buildings with Wridge > 20' Final unbalanced snow load Psu = 25 psf Final (roof) snow load used for design of structural members and connections as required per Chapter 7 of ASCE 7 -05 Application of snow load to building The snow Toad, p was calculated using Method = 1 , therefore the final roof snow load used for design shall be Distributed = "across entire building width" If Method 2 is used, the remainder of roof shall be designed using no less than p = 25 psf snow load 9/21/2010 1901710 Bldg A (Westfall) 35x15x13.xmcd 5 WIND ANALYSIS: Design per ASCE 7 -05 Method 2 - Analytical Procedure Vwind = 94.5 Basic Wind Speed k := .85 Wind Directionality Factor kzc = 1.0 Topographic Factor k = 0.701 Wind Exposure Factor I = 1.00 Importance factor qh:= .00256•k 2 •Iw Velocity Pressure q = 13.61 psf Calculated Wind Pressures: Windward Eave Wall: Leeward Eave Wall: qww := gh•GCpfww qiw := gh•GCpflw q ww = 5.97 psf qiw = —4.52 psf Windward Gable Wall: Leeward Gable Wall: gwwg gh qiwg gh•GCpflwg gwwg = 5.45 psf qiwg = —3.95 psf Windward Roof: Leeward Roof: gwr := gh•GCpfwr gir - gh•GCpflr qwr = —9.39 psf qir = —5.48 psf Wall Elements: Roof Elements: qwe : = gh•GCpfw qr := gh•GCpfr qwe = - 13.21 Psf q = - 18.38 psf Internal Wind Pressure ( + / - ): qi gh•GCpi q, = 2.45 psf 9/21/2010 1901710 Bldg A (Westfall) 35x15x13.xmcd 6 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 lb/in STEP 2: CALCULATED ROOF DIAPHRAGM STIFFNESS OF THE TEST PANEL c' = (E X t) / (2 X (1+V) X (g /p) +(K /(b'Xt) "2)) Where: E = 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 lb/in) and the unknown value (K was solved for. K2 = 1275 in sheet edge purlin fastening constant STEP 2.2: Use new building width to determine stiffness of new roof diaphragm ( ch) WbIdg' 12 K2 := 1275 Ibf / ft 2 bnew cos(0) t := 0.017 in O = 9.462 deg (Angle of roof pitch from horizontal) bnew = 213 in E := 27500000 E•t ° c =4661 Ibf /in K2 2.961 +. (bnew• STEP 2.3 & 2.4: Calculate the equivalent horizontal roof stiffness (c for the full roof: Since c is 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 b new a := 13, ch := 2•c•cos(0) — a a = 90 in ch = 21456 Ibf / in 9/21/2010 1901710 Bldg A (Westfall) 35x15x13.xmcd 7 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 = 87 Ibf /in 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 Pressure: Il if(gww — qiw < 10 , 10 ,gww — qiw) qe = 10.49 psf a Qwwpost qe 12.12 gwwpost = 6.56 pli 2 Lpost_bndg Mwind gwwpost 8 Mwind = 16991 in -Ibf Mwind ( wind fwind = 236 psi Sxeavepost Lpost_bndg R := 3•gwwpost 8 R = 354 lips STEP 5: DETERMINE THE RATIO OF THE FRAME STIFFNESS TO THE ROOF STIFFNESS: This ratio (k/ ch) will be used to determine the side sway force modifiers. 1 k = 0.004 C STEP 6: DETERMINE SIDE SWAY RESISTANCE FORCE: mD = 1.00 STEP 7: DETERMINE THE ROOF DIAPHRAGM SIDE SWAY RESISTANCE FORCE: Q := mD•R Q = 354 Ibf 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. Man = 0 in -Ibf fan = 0 psi Calculate the total moment and the total fiber stress in the post. • Km mD•Mwind + Mdfl M tot = 16991 in -Ibf cot mD' fwind + fdfl C = 236 psi 9/21/2010 1901710 Bldg A (Westfall) 35x15x13.xmcd 8 MAIN POST DESIGN: Calculate allowable unit compression stress, F„ F = 575 psi F := F • 1.15 F = 661 psi Allowable compression stress including Toad factors Lpost_bndg = 144 in Bending length of post dpost = 6 in Minimum unbraced dimension of post I := 0.8 c := 0.8 Ewood = 400000 psi le Ke'Lpost_bndg le = 115.2in .822. Ewood FcE : 2 FcE = 892 I dpost Calculate Column Stability Factor, C 2 .. FcE ( FcE \ FcE l + — 1 + — C : F — F — Fc C = 0.78 p _\ 2•c / \ 2•c / c _ p F cc := Fc• Cp F = 518 psi Allowable compression stress on the post Wroof = 30 psf Total roof loading 188 Ibs Axial loading per post due to roof snow load Psnowpost = Pdeadpost = 37.5 Ibs Axial loading per post due to roof dead Toad Fb:= FbI•1.6 Fb = 920 psi Allowable bending stress per post including load factors 9/21/2010 1901710 Bldg A (Westfall) 35x15x13.xmcd 9 Check Load Cases: Load Case 1: Dead Load + .75 * Wind Load + .75 * Snow Load fb1 :_ . fbi = 177 psi Actual bending stress on post fc 75 Psnowpost + Pdeadpost fc = 5 psi Actual compression stress per post Apsst 2 CCFALI1 := fc + fbl Fcc fc CCFALII = 0.19 Fb 1 FcE Load Case 2: Dead Load + Wind Load fbt := Cot fbI = 236 psi (Actual bending stress on post) Pdeadpost f := f = 1 psi (Actual compression stress per post) A oost . - 2 - f fbl CCFALI2:= — + F cc f c CCFALI2 = 0.26 Fb 1 - FcE j_ Load Case 3: Dead Load + Snow Load f := 0 fbt = 0 psi (Actual bending stress on post) Psnowpost + Pdeadpost fc ;= f = 6 psi (Actual compression stress per post) A post f CCFALI3 := Fcc CCFALI3 = 0.01 CCFALI = 0.26 Less than or equal to 1.00 thus OK 9/21/2010 1901710 Bldg A (Westfall) 35x15x13.xmcd 10 SEISMIC CALCULATIONS: Design per ASCE 7 -05 S = 0.94 Mapped spectral acceleration for short periods (from above) 5 = 0.34 Mapped spectral acceleration for 1- second period (from above) l = 1.0 Importance factor W = Dead load of building R = 7 Response modification factor (from above) 1. Determine the Seismic Design Category a. Calculate Sp and S For S For S For S = 0.94 For S = 0.34 F = 1.12 F, = 1.72 SMS := S SMl := SI'F, _ S = 1.06 SMI = 0.58 • (). SDS:= SDI := () SDS = 0.71 SDI = 0.39 Seismic_Design_Category = "D" 2. Determine the building parameters Building dead load weight, W: rr W : =[(W L )� 2)� +[(wb +L2(W +L ) bldgbldg Pf• bldg bld /' 2 'Pd W = 5875 Ibf Building area, Ab: • Ab := Lbldg' Wbldg Ab = 525 ft2 9/21/2010 1901710 Bldg A (Westfall) 35x15x13.xmcd 11 3. Determine the shear force to be applied • a. Determine the structural period, T ■ T := . + 1 75 T := T T = 0.16 b. Detemine the Seismic Response Coefficient, Cs: Cs is calculated as: SDS Cs2 :_ - Rs Cs2 = 0.101 IE But shall not be less than: Csl :_ .044•SDS•IE Csl = 0.031 But need not exceed: SDI Co := CCo = 0.349 s T — R IE C = 0.101 c. Detemine the Seismic Base Shear: Vbase_shear := Cs• W Vbase shear = 592 Ibf 4. Determine the seismic load on the building: Per ASCE 7 -05 Section 12.3.4.1 & 12.3.4.2, for Seismic Design Category's A, B, and C, p =1.0; for Seismic Design Category D, E, or F, p shall 1.3. Since Seismic_Design_Category = "D" , p = 1.3 E := p • Vbase shear E = 770 Ibf Seismic load on building 9/21/2010 1901710 Bldg A (Westfall) 35x15x13.xmcd 12 DETERMINE GABLE WALL SHEAR LOADS: 1. Determine the wind load on the eave wall to be resisted by the gable wall in shear: (l = 10.5 psf Eave wall wind pressure from above ( + (HroofLbid Veave wind 2 Veave_wind = 383 Ibf 2. Determine the seismic Toad to be resisted by the gable wall in shear: Veave seismic := E Veave seismic = 385 Ibf 2 _ 3. Determine the controlling Toad to be resisted by the gable wall in shear: The controlling load = "Veave_seismic ". Therefore, Vgable_shear = 385 Ibf Vgable_shear is the shear Toad that is transmitted through the roof diaphragm to each gable wall. Normalize the load to a per foot basis. Vgable_shear Vgablewall W W ablewall = 12 plf bldg — gableopenings g The gable wall diaphragms can resist the shear loads as follows: vgablewall < 110 plf Use 29 gauge metal sheathing. Install per the Typical Screw Schedule as shown on the Standard Details drawing in the engineered drawing package. 9/21/2010 1901710 Bldg A (Westfall) 35x15x13.xmcd 13 DETERMINE EAVE WALL SHEAR LOADS: 1. Determine the wind Toad on the gable wall to be resisted by the eave wall in shear: q := if(gwwg - qi <_ 10,10, gwwg - qiwg) q = 10 psf Gable wall wind pressure Hroof = 2.931 0.375•mD•Hbldg' + O. Wbldg'gg Vgable_wind 2 Vgable_wind = 1108 Ibf 2. Determine the seismic load to be resisted by the eave wall in shear: Vgable_seismic := E Vgable_seismic = 385 Ibf 2 3. Determine the controlling Toad to be resisted by the eave wall in shear: The controlling load = "Vgable_ wind" Therefore, V eave_shear = 11 08 Ibf Veave shear is the shear Toad that is transmitted through the roof diaphragm to each eave wall. Normalize the load to a per foot basis. Veave_shear veavewall �eavewall = 74 plf Lbldg — Weaveopenings The eave wall diaphragms can resist the shear loads as follows: Veavewall < 110 plf Use 29 gauge metal sheathing. Install per the Typical Screw Schedule as shown on the Standard Details drawing in the engineered drawing package. Determine the lateral load that is transmitted to the eavewall with the large openings that will be resisted by the eave wall posts in bending. Check the bending stress in these posts. Opening_height 144 Meavewall Veave_shear'Opening_height ] yl 159600 Ib•in Meavewall = Meavewall Fxeavewall Fxeavewall = 798 psi 2 ' Sx610 Fxaliow 1.6.675 Fxaiiow = 1080 psi Since F xgablewall < Fxailow this is ok. 9/21/2010 1901710 Bldg A (Westfall) 35x15x13.xmcd 14 EMBEDMENT FOR MAIN POST: Calculate the minimum required post embedment depth for lateral loading for the main posts. The backfill may be gravel, natural or concrete backfill as specified on page 3. Post_is = "constrained by a concrete slab" Concrete backfill = "No" (Input from page 3) V = 320 Ibf Lateral shear load at the groundline M = 1416 ft-Ibf Moment at the groundline dia_footing = 1.5 ft. Main post footing diameter Ssoil = 150 psf 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, per ASAE EP486.1, as allowed per 2006 IBC. depth_post = 2.1 ft. 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 = 383 Ibf Calculated from above V eave_wind• Hbldg Cpost •= C pos c = 161 Ibf This is the uplift load on one gable wall post vv bldg — 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' R = 262.5 Ibs Dead load of roof [HbIdg(wbIdg r 2•BaY Gabie_wall := — Wgableopenings) + (Hroot Wbldg) + I Hbldg' J '2 Gable wall = 1205.1 Ibf Dead load of gable wall de pth_gablle_footing = 4.0 ft gable post embedment depth Posts := (Hbidg + depth_gable_footing) Wpost Posts = 1 Ibs Weight of post dia_gablefooting = 1.5 ft Diameter of gable wall posthole footing Concrete backfill in the gable end posts is = "not required" to resist gable wall panel uplift. Backfill = 0 Ibs 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 Wt is greater than Wt = 1616 Ibf the gable wall panel uplift, Cpost the gable wall footing is adequate. 9/21/2010 1901710 Bldg A (Westfall) 35x15x13.xmcd 15 FOOTING DESIGN FOR MAIN POST: Determine the footing size and depth for vertical bearing for the main posts. 2 dia footing Afooting 1[• 4 Afooting = 1 ft2 Footing area %soil = 1500 psf Soil bearing capacity for footing ft Footing diameter dia_footing = 1.5 Post depth = 4 ft Minimum required post embedment depth Pfooting Afooting'gsoil'dfactor 'footing = 4241 Ibf End bearing capacity of footing Psnow = 3938 Ibf Total footing load Note that the end bearing capacity (P footing ) is greater than the snow load (Psnow)• This is OK. 9/21/2010 1901710 Bldg A (Westfall) 35x15x13.xmcd 16 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. Girt_spacing glwegirt clwind _girt ' gwegirt = 2.61 pli Lgirt_span = 114 in Orientation = "Flat" 12.12 2 Lgirt_span Mgirt gwegirt ' 8 M girt = 4239 in - Ibf fbgirt := Mg'rt fbgirt = 2058 psi Stress applied to the girt Sgirt Determine the allowable member stress including Toad factors. LDFwind := 1.6 C fugirt = 1.15 CF = 1.30 C := 1.15 F = 850 psi Fbgirt:= LDFwind'Cfugirt'CFgirt' C Fo Fbgirt = 2338 psi > f bgirt This IS OK. PURLIN DESIGN: The purlins simply span between pairs of trusses or rafters. Determine the adequacy of the purlins. Purlin = "2x8" Purlin_spacing = 24 In O.C. L purlin_span = 173 in Bending length of purlin W purlin = 4.93 pli Distributed snow Toad along top edge of purlin 2 Wpurlin' Lpurlin_span M purl in := M purl in = 18558 in -Ibf Bending moment in the purlin 8 Mpurlin fbpurlin := fbpurlin = 1412 psi Bending stress applied to the purlin Spurlin Determine the allowable member stress including load factors LDFsnow := 1.15 CFpurlin = 1.20 C := 1.15 Cfupuriin = 1.00 Fpuriin = 900 psi Fbpurlin := LDFsnow 'C Fpurlin' Cr* Cfupurlin'Fpurlin Fbpurlin = 1428 PSI > fbpurlin This is OK 9/21/2010 1901710 Bldg A (Westfall) 35x15x13.xmcd 17 MAIN POST CORBEL BLOCK DESIGN: Determine the required number and size of bolts required in the main post corbel block. Assume full snow Toad and dead Toad on the roof. Allowable fastener shear capacities Pbolt 58 := 1590 Ibf Shear capacity for 5/8" dia. bolts Pbolt 34 2190 Ibf Shear capacity for 3/4" dia. bolts Pboit 10 3600 Ibf Shear capacity for 1" dia. bolts P16d:= 122 Ibf Shear capacity for 16d nails Pzod 147 Ibf Shear capacity for 20d nails Psnow = 3938 Ibf Combined snow and dead Toad on corbels If 5/8 dia. bolts are used: Nbolts58 = 2.2 Number of 5/8" dia. bolts required in the corbel block If 3/4 dia. bolts are used: Nboits34 = 1.6 Number of 3/4" dia. bolts required in the corbel block If 1 dia. bolts are used: Nbolulo = 1.0 Number of 1" dia. bolts required in the corbel block If 20d nails are to be used: Naitszoa = 11.6 number of 20d nails required in each corbel block. If 16d nails are to be used: Nailsl6d = 14 number of 16d nails required in each corbel block. 9/21/2010 1901710 Bldg A (Westfall) 35x15x13.xmcd 18 SUMMARY OF RESULTS: Building Dimensions Building Design Loads Wbldg = 35 ft (Width of Building) Wind_speed = 94.5 MPH Ground_snow_load = 25 psf L 15 ft (Length of Building) Wind_exposure = "B" Roof_snow_load = 25 psf bldg = Roof_dead_load = 5 psf H 13 ft ( Height of Building) bld = Seismic_Design_Category = "D" Overhang = 0 in (Length of Eave Overhang) R pitch = 2 / 12 (Roof pitch) Footing Details: Post Details Post_size = "6x6" Post is = "constrained by a concrete slab" Post_grade = "No. 2 Hem -Fir" Postdepth = 4.0 ft (Design Post Depth) Usage = 26 % (Combined stress usage of post) dia_footing = 1.5 ft (Design Footing Diameter) Shear Wall Details: Footingusage = 93 % (Stress usage of footing) vgablewall = 12 pif (Max. shear in gable wall) Veavewall = 74 plf (Max. shear in eave wall) Girt Details: Girt usage = 88 % (Stress usage of wall girt) Orientation = "Flat" Purlin Details: Purlin_usage = 99 % (Stress usage of roof purlin for snow loading) Corbel Block Bolts: Nbo1u58 = 2.2 Number of 5/8" dia. bolts required in the corbel block if used. Nbolts34 = 1.6 Number of 3/4" dia. bolts required in the corbel block if used. Nboluto = 1.0 Number of 1" dia. bolts required in the corbel block if used. Nails2od = 11.6 Number of 20d nails required in each corbel block if used. Nails16d = 14 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. 15-0" POST / BRACING NOTES 7' -6" 7' -6" ITEM DESCRIPTION © O ® 6X6 P.T. #2 H -F WIND POST O USE 3' -0" (MIN) EMBEDMENT DEPTH, 1B"9) CONCRETE BACKFILL 71 gr - 211 6X10 P.T. #2 H -F POST ID © USE (-0" (MIN) EMBEDMENT DEPTH, 24 "0 FOOTING AND CONCRETE CID o BACKFILL, NOTE ORIENTATION • © © 6X6 P.T. #2 H -F POST 6 — © USE 4' -0" (MIN) EMBEDMENT DEPTH, 18 "O FOOTING AND GRANULAR BACKFILL 0 ct i 6X6 P.T. #2 H -F POST ° O USE (-0" (MIN) EMBEDMENT DEPTH, 24 "0 FOOTING AND GRANULAR BACKFILL 0 M 4X6 P.T. #2 H -F DOOR POST USE 2' -6" EMBEDMENT DEPTH N o OE & 18 ° 0 CONCRETE BACKFILL ° (NO CONCRETE FOOTING REQ'D), c5 o ,. NOTE ORIENTATION z I V) D © © ' GENERAL NOTES '-E 1. ALL POSTS EMBEDDED IN GROUND SHALL BE PRESSURE TREATED O FOR BURIAL. = 2. PERSONNEL DOOR(S) AND WINDOW(S) SHOWN MAY BE LOCATED BY t�l CI �t� M 1 THE BUILDER IN THE WALL(S) SHOWN UNLESS SPECIFICALLY O O '� �� tp PROF S LOCATED ON THIS DRAWING. E E a0 F s n ■ 3. oIJ�I_ CONTRACTOR TO VERIFY DOOR DIMENSIONS AND CLEARANCES p�� S \ PRIOR TO BUILDING CONSTRUCTION AND DOOR INSTALLATION. B 12X12 OHD B ' /,' • E PLAN VIEW 41) 1 OREGON r ALLIANCE aeOregoncom ti `G4 '2 AO e ct � ENG1111EERIIVG - ' CLp,Y �. Specialists in Post Frame Engineering EXPIRES: 6/30/ �j . CLIENT 1 OWNER / BUILDING LOCATION 1 / 1 ECON —O —FAB BUILDINGS ED WE5TP)4AL(BUILDING A) 14255 SW PARMELLE 5335 SW HUNZZIKER RD GASTON, OR 97119 TIGARD, OR '37223 ©ALLIANCE ENGINEERING OF OREGON, INC. • 2700 Market St NE • Salem, Oregon 97301 • PHONE: 503 589 -1727 • FAX: 503 589 -1728 DATE: 16 SEP 10 DWG NO: JOB NO: REV:A • IT IS UNLAWFUL AND POTENTIALLY DANGEROUS FOR THIS DRAWING TO BE USED FOR ANY OTHER BUILDING LOCATION THAN SHOWN. DRAWN BY: MB (PLOT O 96 PFB -01 of 09 1901710 /U\ . n • Ir 2v D 0 I 15' -0" 35-0" REAR EAVE VIEW LEFT GABLE VIEW 2 v 12X12 OHD o 0 1 1 M M • 13068 MD 15' -0" 35' -0" FRONT EAVE VIEW �� 0.1) PR RIGHT GABLE VIEW ,� , . �' X17 ELEVATION VIEWS �j` 7. C° aeOregon.com Q OREGON ve, g �h Q � S `ENGINEERING X 04 CLA`� sP� Specialists in Post Frame Engineering ocnnN `EXPIRES. 6/30/ (f 14255 �W D3S SW HUNZK E RD A) GASTON, OR 97119 TIGARD, OR q 7213 ©AWANCE ENGINEERING OF OREGON, INC. • 2700 Market St NE • Solent, Oregon 97301 • PHONE: 503 589 -1727 • FAX: 503 589 -1728 DATE: 16 SEP 10 DWG N0: JOB N0: REV:A • IT IS UNLAWFUL AND POTENTIALLY DANGEROUS FOR THIS DRAWING TO BE USED FOR ANY OTHER BUILDING LOCATION THAN SHOWN. DRAWN BY: MB IPLOT 0 128 PFB -02 Of 09 1901710 /0\ () 4. 1. • TOP GIRT TO POST TO MATCH PURLINS SIZE, GRADE & SPECIES TO POST W/ (4) (MIN) 16d OR 20d NAILS TRUSS HEEL W/ (6) 2X8 #2 D -F PURLINS 0 24" (MAX) O.C. r NAIL 11 NAIL TO POST W 6 16d OR 20d NAILS NAIL TO BLOCKS W/ (3) 16d OR (2) 20d NAILS INSTALL 2X6 BLOCKING ON EACH SIDE OF POST BETWEEN TRUSS TOP AND BOTTOM CHORDS TYP (1) EA SIDE Of POST NAIL 2X6 BLOCKS TO RAFTERS NAIL EA TRUSS CORD TO BLOCKING W/ (3) 16d W/ (2) 16d OR 20d NAILS EA SIDE OR 20d NAILS 2X OUTER CORBEL BLOCK DO NOT ATTACH TRUSS TO POST DETAIL FRAMING DETAILS (SIMILARINSTALL , PER EXCEPT INSTAL ON L (3) BLOCKS) DRAWING 2 v l -I �� �� I � �� I_ 1 2X INNER CORBEL BLOCK TO MATCH POST �l �� �, � � r �i t �l ■l WIDTH BY 36" (MIN) LONG NAIL TO POST W/ (24) 16d OR 20d NAILS I \-PRE- ENGINEERED TRUS ES BY OTHERS PLACE NAILS AT 1 -1/4" (MIN) FROM BLOCK I SEE DETAIL 1 NOTCH POST 1 -3/4" (MAX) FOR DETAIL 1 EDGE & AT 2 -1/2" (MIN) O.C. INNER TRUSS HEEL ATTACHMENT T NO CORBEL BLOCK REQUIRED IF POST NOTCH PROVIDES FULL BEARING D s - < - ''` FOR TRUSS HEEL INSTALL (3) 20d NAILS 2 DEEP M I 29 GA METAL SHEATHING IN EA POST FACE 0 MID -SLAB TYP ROOF AND WALLS DEPTH FOR POST CONSTRAINT I 2X6 #2 H -F GIRTS 0 24" (MAX) O.C. _ PERIMETER POST I NAIL TO POST W/ (3) 16d OR (2) 20d NAILS EA END P.T. BOTTOM GIRT BOTTOM GIRT NAIL TO POST W/ (6) 16d OR 20d NAILS EA END SEE DETAIL 2 6 `4° (MIN) CONCRETE • -1111 N m - - FLOOR W Y .... \ N -6" THICK CONCRETE FOOTING `- BACKFILL PER POST /BRACING NOTES ON PFB -01 DETAIL 2 (SEE CONSTRUCTION NOTES) (SEE CONSTRUCTION NOTES) , NOTE: GABLE END WALL GIRTS AND BUILDING DATA: GENERAL NOTES ,QED PROF& SHEATHING NOT SHOWN FOR CLARITY WIDTH: 35-0° 1. GIRTS MAY BE INSTALLED COMMERCIAL STYLE \ � G1NE F `SA LENGTH: 15' -0" C? �'i -fi , EAVE HT: 13' -0" AT 24 O.C. BY THE CONTRACTOR WITH 2X tt, " i ROOF SLOPE: 2 IN 12 BLOCKING BETWEEN MEMBERS OR WITH fi'':- ! - / SECTION A TRUSS SPACING: 7' -6" SIMPSON LU26 HANGERS (OR EQUAL). IF 2X / / �j�� 23ye.j BLOCKING IS USED, THEN NAIL BLOCKING TO Oncom BUILDING CODE: POST WITH (6) 20d OR (6) 16d NAILS (MIN). 2 OREGON A'LENGINEERING ALLIANCE a eOre 9 WIND LOAD: 94.5 MPH NAIL NAILS BLOCKING WITH END. (2) 20d OR -`�25 EXPOSURE: B S LOAD: 25PSFF 2. PURLINS MAY BE INSTALLED WITH SIMPSON °LqS CLAD JP' Specialists in Post Frame Engineering SOIL BEARING: 1.5 KSF LU26 HANGERS (OR EQUAL) SEE NOTE 15 ON CLIENT 1 OWNER / BUILDING LOCATION 1 SEISMIC CATEGORY: D THE CONSTRUCTION NOTES, OVER- LAPPED, 'EXPIRES: G /30 / / I ECON -O -FAB BUILDINGS ED WE 51'aAL(BUILDING A) IBC: 2006 BY THE CONTRACTOR. TN CT OR. TRUSSES AS REQUIRED BY THE 14255 SW PARMELLE S HUNZIKER RD GASTON, OR 97119 TIGARD, OR 9722_3 ©AWANCE ENGINEERING OF OREGON. INC. • 2700 Market St NE • Salem, Oregon 97301 • PHONE: 503 589 -1727 • FAX: 503 589 -1728 DATE: 16 SEP 10 DWG NO: JOB NO: REV:A • • IT IS UNLAWFUL AND POTENTIALLY DANGEROUS FOR THIS DRAWING TO BE USED FOR ANY OTHER BUILDING LOCATION THAN SHOWN. DRAWN BY: MB IPLOT O 77 PFB -03 Of 09 1901710 /D\ . 1. TOP GIRT TO POST TO MATCH PURLINS SIZE, GRADE & SPECIES N TO POST W/ (4) (MIN) 16d OR 20d NAILS TRUSS HEEL 2X8 #2 D -F PURLINS ®24 (MAX) O.C. [ AIL NAIL TO BLOCKS /POST W/ (3) 16d OR (2) 20d NAILS INSTALL 2X6 BLOCKING ON EACH SIDE OF POST NAIL TO POST W/ (6) 16d OR 20d NAILS BETWEEN TRUSS TOP AND BOTTOM CHORDS TYP (1) EA SIDE OF POST NAIL 2X6 BLOCKS TO TRUSSES NAIL EA TRUSS CORD TO BLOCKING W/ (3) 16d W/ (2) 16d OR 20d NAILS EA SIDE OR 20d NAILS 2X OUTER CORBEL BLOCK DO NOT ATTACH TRUSS TO POST INST 1 DETAILS DRAWING (SIMILAR , EXCEPT PER DETAIL INSTALL ON (3) FRAMING BLOCKS) 2 ` —j ,�l� � �' I _ , I 'll 2X INNER CORBEL BLOCK TO MATCH POST ■ A01— — i�I� _ � I WIDTH BY 36" (MIN) LONG � NAIL TO POST W/ (24) 16d OR 20d NAILS PRE - ENGINEERED TRUS ES BY OTHERS f PLACE NAILS AT 1 -1/4 (MIN) FROM BLOCK SEE DETAIL 1 NOTCH POST 1 -3/4 (MAX) FOR DETAIL 1 EDGE & AT 2 -1/2' (MIN) 0.C. _ INNER TRUSS HEEL ATTACHMENT TYP NO CORBEL BLOCK REQUIRED IF POST NOTCH PROVIDES FULL BEARING o X FOR TRUSS HEEL INSTALL (3) 20d NAILS 2" DEEP N, m 29 GA METAL SHEATHING IN EA POST FACE 0 MID -SLAB TYP ROOF AND WALLS DEPTH FOR POST CONSTRAINT 2X6 #2 H -F GIRTS 0 24" (MAX) 0.C. _ PERIMETER POST NAIL TO POST W/ (3) 16d OR (2) 20d NAILS EA END P.T. BOTTOM GIRT BOTTOM GIRT NAIL TO POST W/ (6) 16d OR 20d NAILS EA END SEE DETAIL 2 � Mgr � � , o _ 4" (MIN) CONCRETE 1111 ■N m FLOOR a KIM ®®li 6" THICK CONCRETE FOOTING BACKFILL PER POST/BRACING NOTES ON PFB -01 DETAIL 2 (SEE CONSTRUCTION NOTES) (SEE CONSTRUCTION NOTES) GE NERAL NOTES C EO PROFF GABLE FOR CLARITY BUILDING DATA: .`� c, I NE cS WIDTH: 35' -0" 1. GIRTS MAY BE INSTALLED COMMERCIAL STYLE �� �� '� LENGTH: 15' -0" EAVE HT: ROOF SLOPE: 231N012 AT CK O.C. THE R WITH 2X / �•;0,t; -1J /0 SECTION A BLOCKI NG BETWEEN MEMBERS OR OR WITH ` // TRUSS SPACING: 7' -6" SIMPSON LU26 HANGERS (OR EQUAL). IF 2X , _/, BLOCKING IS USED, THEN NAIL BLOCKING TO ,• - OREGON oncom BUILDING CODE: POST WITH (6) 20d OR (6) 16d NAILS (MIN). ' 44/ �. ALLIANCE a eOre 9 WIND LOAD: 94.5 MPH NAIL GIRTS TO BLOCKING WITH (2) 20d OR °, v6 1 y 25, \q c o ` ENGINEERING EXPOSURE: 8 (3) 16d NAILS AT EACH END. O � .- SNOW LOAD: 25 PSF 2. PURLINS MAY BE INSTALLED WITH SIMPSON 4 4S CLp`� Specialists in Post Frame Engineering DEAD LOAD: 5 PSF LU26 HANGERS (OR EQUAL) SEE NOTE 15 ON SOIL BEARING: 1.5 KSF THE CONSTRUCTION NOTES, OVER- LAPPED, EXPIRES: 6/30/ f CLIENT 1 OWNER / BUILDING LOCATION) SEISMIC CATEGORY: D OR BUTTED ON THE TRUSSES AS REWIRED ECON -O -FAB BUILDINGS ED VJts1 F'l(BUILDING A) IBC: 2006 BY THE CONTRACTOR. 14255 SW PARMELLE 8.39 SW HUNZZIKER RD GASTON, OR 97119 IIGARD, OR 97223 ©ALLIANCE ENGINEERING OF OREGON, INC. • 2700 Market St NE • Salem, Oregon 97301 • PHONE: 503 589 -1727 • FAX: 503 589 -1728 DATE: 16 SEP 10 DWG NO: JOB NO: REV:A . ' IT IS UNLAWFUL AND POTENTIALLY DANGEROUS FOR THIS DRAWING TO BE USED FOR ANY OTHER BUILDING LOCATION THAN SHOWN. DRAWN BY: MB PLOT @ 77 PFB -03 of 09,1901710 /0\ • • ,. I+ 2X8 BLOCKING BETWEEN ALL PURLINS ATTACH W/ (2) 16d NAILS EA END BLOCKING MAY BE STAGGERED IF REQ'D TO FACILITATE INSTALLATION PURLINS PER SECTION A 2X6 #2 D —F BOTTOM BRACE ATTACH BLOCKING TO POST W/ SIMPSON LU26 OR EQUAL ATTACH PER DETAIL 1 , 2X BLOCKING SIMPSON CS16 STRAP OR EQUAL .411141111r4,„ 0*, 2X6 W/A (10) 8d NAILS ON EA SIDE 0617:1 — 7111*, IF .........r 2X6 #2 D —F BOTTOM BRACE TO SEE DETAIL 1 RUN BETWEEN 6X WIND POST AND RIDGE OF BUILDING POST ATTACH TO BOTTOM OF EA PURLIN �� W/ (2) 16d NAILS 6X6 WIND POST • WALL SHEATHING I TYP DETAIL 1 I GIRTS PER SECTION A 1 SEE DETAIL 2 ON 1 SECTON A DRAWING r • _ ,i,,v PRQFF BACKFILL PER NOTES O�PFBI OI N a / t /�� . SECTION B (SEE CONSTRUCTION NOTES) —�� : // �/ / • � � � � OREGON 11,1 " ALLIANCE a Ft t `& y 25 19 °x`' <2' ik ENGINEERING O b is C • JP' Specialists in Post Frame Engineering / CLIENT 1 OWNER / BUILDING LOCATION 1 !EXPIRES: 6/30/ (! 1 ECON -O -FAB BUILDINGS ED Wr'NAL(BUILDING A) 14255 SW PARMELLE 6335 SW HUNZIKER RD GASTON, OR 97119 Ti,HRD, OR 9722 3 ©ALLIANCE ENGINEERING OF OREGON, INC. • 2700 Market St NE • Salem, Oregon 97301 • PHONE: 503 589 -1727 • FAX: 503 589 -1728 DATE: 16 SEP 10 DWG Na JOB NO: REV: A • IT IS UNLAWFUL AND POTENTIALLY DANGEROUS FOR THIS DRAWING TO BE USED FOR ANY OTHER BUILDING LOCATION THAN SHOWN. DRAWN BY: MB (PLOT 0 48 PFB -04 of' 09 1901710 /U\ . 1. . • ,. 1 i. ' RAFTER HEEL 1 (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 MEI & AT 2-1/2" (MIN) O.C. TRIM BLOCK FOR TIGHT FIT TYP (2) PLCS ON EACH GABLE WALL POST UNDER EACH RAFTER HEEL GIRT POST NOTE: ALL 2X BLOCKS TO MATCH POST WIDTH. 0 GABLE RAFTER N.T.S. . < PR Otte .j �� ., FRAMING DETAILS GENERAL NOTES , j/! _ •/ r- - % / r ALLIANCE aeOregon.com 1. IF TOTAL NUMBER OF NAILS SPECIFIED WILL NOT FIT DUE �. - � TO SIZE OF BLOCKING, AN EXTRA BLOCK MAY BE ADDED / Z OREGON ® ®IaENGINEERING TO ACCOMMODATE THE REMAINDER OF THE NAILS. et 2. IF GIRTS ARE INSTALLED COMMERCIAL STYLE PER GENERAL C) J G h Specialists in Post Frame Engineering NOTE 1 ON SECTION A DRAWING THEN INSTALL 2X CORBEL yO lY 25,1 �.< CLIENT I OWNER / BUILDING LOCATION 1 BLOCK W/ QUANTITY OF NAILS SHOWN. PLACE NAILS AT < 4 S CL M ' ECON -0 -FAB BUILDINGS ED WEsVi- IAL(BUILDING A) 1-1/4" (MIN) FROM BLOCK EDGE & AT 2 -1/2° (MIN) O.C. 14255 SW PARMELLE BS35SW HUN IKER RD EXPIRES: 6/30/(/ 1 GASTON, OR 97119 TIGARD, OR q1 s ©AWANCE ENGINEERING OF OREGON, INC. • 2700 Market St NE • Salem, Oregon 97301 • PHONE: 503 589 -1727 • FAX: 503 589 -1728 DATE: 16 SEP 10 DWG NO: JOB NO: REV: A • • IT IS UNLAWFUL AND POTENTIALLY DANGEROUS FOR THIS DRAWING TO BE USED FOR ANY OTHER BUILDING LOCATION THAN SHOWN. DRAWN BY: MB IPLOT O 16 PFB -05 of' 09 1901710 /O\ . 1. 4 1 I 4. fGIRTS 4 4 1. 1 4. 4X6 P.T. DOOR POST (UNLESS NOTED OTHERWISE) 1 . }. 4. 4 I I 1 1 1 1 4. 4 1 I 4. 5 • ' \— PT SPLASH BOARD W I w m N 4 BACKFILL PER POST/BRACING NOTES ON PFB -01 (SEE CONSTRUCTION NOTES) MAN DOOR FRAMING DETAILS �,EO PRO,F �4 % N .,sll ,� � /�� , • FRAMING DETAILS i ` r e3Ve' n ALLIAN CE aeOregoricom 2 0 EG . GENERAL NOTES '0 d 0 Q � � ■�■ ENGINEERING THIS DRAWING IS INTENDED TO SHOW TYPICAL FRAMING y ZY 25 �% T Specialists in Post Frame Engineering DETAILS. NOTE THAT THE ACTUAL NUMBER OF OPENINGS, 'AS �{ SIZES, AND LOCATIONS MAY VARY. SEE ELEVATION VIEWS CL A CLIENT 1 OWNER / BUILDING LOCATION DRAWING FOR ACTUAL DIMENSIONS AND DETAILS OF ECON -O -FAB BUILDINGS ED 1/A5TPUAL_ (BUILDING A) OPENINGS ON WALLS. EXPIRES: 6/30/ �� I 14255 SW PARMELLE 8'535 SW HUNZIKER RD GASTON, OR 97119 TIGARD, OR ?7Z2 ©ALLIANCE ENGINEERING OF OREGON. INC. • 2700 Market St NE • Salem, Oregon 97301 • PHONE 503 589 -1727 • FAX: 503 589 -1728 DATE: 16 SEP 10 DWG Na JOB N0: REV:A • • IT IS UNLAWFUL AND POTENTIALLY DANGEROUS FOR THIS DRAWING TO BE USED FOR ANY OTHER BUILDING LOCATION THAN SHOWN. DRAWN BY: MB PLOT 16 PFB -06 of' 09 1901710 /O\ 2X6 DOOR HEADER --0- ATTACH TO POST W/ (3) 16d OR (2) 20d NAILS EA SIDE TYP 2X8 DOOR JAMB • :• NAIL TO POST W/ 16d NAILS 0 18 O.C., STAGGERED ; I:• • NAIL TO DOOR HEADER W/ 16d NAILS 0 8" (MAX) O.C. GIRT 4X6 P.T. #2 H -F DOOR POST I (UNLESS NOTED OTHERWISE) I. • :I: /I'/— P.T. SPLASH BOARD I .l l , ::I: W� m a ` BACKFILL PER POST/BRACING NOTES ON PFB -01 (SEE CONSTRUCTION NOTES) DOOR JAMB P.T. DOOR POST v__.1. TYP OVERHEAD DOOR FR: INC DETAILS \._ \`,. (c ,�p PROF /, GIRT F RAMING DETAILS n ■` ENGINEERING L ' G ENERAL NOTES Z THIS DRAWING IS INTENDED TO SHOW TYPICAL FRAMING 0 �. ` 1, 25 �0� X 40 Specialists in Post Frame Engineering DETAILS. NOTE THAT THE ACTUAL NUMBER OF OPENINGS, U� y - CLIE OWNER / BUILDING LOCATION 1 SIZES, AND LOCATIONS MAY VARY. SEE ELEVATION VIEWS ' 4 S CLPO ECON -0 —FAB BUILDINGS ED WWSTPt4A1- (BUILDING A) DRAWING FOR ACTUAL DIMENSIONS AND DETAILS OF OPENINGS ON WALLS. EXPIRES: 6/30/ 14255 SW PARMELLE 6335 SW HUN IKER RD GASTON, OR 97119 Ts 'AR2D, OR 77223 ©AWANCE ENGINEERING OF OREGON, INC. • 2700 Market St NE • Belem, Oregon 97301 • PHONE 503 589 -1727 • FAX 503 589 -1728 DATE: 16 SEP 10 DWG NO: JOB NO: REV:A • IT IS UNLAWFUL AND POTENTIALLY DANGEROUS FOR THIS DRAWING TO BE USED FOR ANY OTHER BUILDING LOCATION THAN SHOWN. DRAWN BY: MB IPLOT & 16 PFB -07 of 09 1901710 /0\ . • • . #14 X 7/8 STITCH SCREWS PANEL OVERLAP #9 X 1 -1/2" NOTE: FOR METAL ROOFS 0 24" O.C. MID SPAN f#9 SCREWS WITH ROOF SLOPE LESS 29 GA METAL SHEATHING X 1 -1/2" THAN 3 IN 12 SEE NOTE 10 (MAX) 1 �^ _ - r. . SCREWS 1/2" (MIN) ON CONSTRUCTION NOTES. . r., — '-' j NOTE: FOR METAL ROOFS WITH ROOF SLOPE LESS EDGE DISTANCE 2X (MIN) FRAMING MEMBER THAN 3 IN 12 SEE NOTE 10 2X (MIN) #9 X 1 LONG SCREWS 0 9" O.C. (MAX) ON CONSTRUCTION NOTES. i 2X (MIN) FRAMING MEMBER NOTE: NO STITCH SCREWS REQUIRED FRAMING MEMBER 1 g" I FASTEN THE 29 GA METAL SHEATHING TO THE FRAMING MEMBERS USING #9 X 1" AT 9" 0.C. ADJACENT 29 GA METAL SHEATHING TO EACH OF THE MAJOR RIBS. THE FASTENERS SHALL BE 1/2" (MIN) FROM PANEL EDGES. INCREASE r,1 (MAX) T �" _ — r. t r, LENGTH OF #9 SCREWS BY THICKNESS OF ANY APPLIED SUBSHEATHING. 4. FRAMING J #9 x 1 -1/2 SCREWS ®9 O.C. (MAX) " TYPICAL SCREW SCHEDULE 2 X (MIN) ) RAM G MEMBE R © N.T.S. 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 AND ALL OPENINGS, THE #9 X 1 -1/2 SCREWS SHALL BE SPACED AT 12 0.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 APPUED SUBSHEATHING. O ALTERNATE SCREW SCHEDULE N.T.S. eg .D PRUFe `c , ��GiPaF�`�-7 STANDARD DETAILS '' / 9 ' ALLIANCE aeOregon.com 2 0' GO N '0 vG � clA�� A1r•ENGINEERING y0 �qS CLAD P Specialists in Post Frame OWNER BUILDING Engineering ' j EXPIRES: 6/30/ ECON -O -FAB BUILDINGS ED wa5reW (BUILDING A) / 1 14255 SW PARMELLE $335 SW HUNZIKER RD GASTON, OR 97119 TIGARD, OR 17123 ©AWANCE ENGINEERING OF OREGON, INC. • 2700 Market St NE • Salem, Oregon 97301 • PHONE: 503 589 -1727 • FAX: 503 589 -1728 DATE: 16 SEP 10 DWG NO: [10 NO: REV:�A • IT IS UNLAWFUL AND POTENTIALLY DANGEROUS FOR THIS DRAWING TO BE USED FOR ANY OTHER BUILDING LOCATION THAN SHOWN. DRAWN BY: MB PLOT a 16 PFB -08 of 09 1901710 /U\ . ,. • POLE BUILDING CONSTRUCTION NOTES: 1. UNLESS NOTED OTHERWISE, ALL CONCRETE f c SHALL BE 2500 PSI MINIMUM AT 28 8. W THE DRAWINGS SPECIFY NATURAL BACKFILL IN THE POSTHOLES, THE BACKFILL SHALL DAYS. THE CONCRETE SHALL BE MIXED IN THE CORRECT PROPORTIONS PRIOR TO BE WELL— GRADED NATIVE SOIL (FREE FROM ALL ORGANICS AND LARGE COBBLES). THE PLACEMENT. NO SPECIAL INSPECTION IS REQUIRED. CONTRACTOR SHALL INSURE THAT THE BACKFILL IS SATURATED PRIOR TO BACKFILLING AND IS COMPACTED AFTER EACH 6 LIFT. PROVIDE 6 THICK CONCRETE FOOTING TO 2. ALL SOLID SAWN LUMBER 5 "X5" AND LARGER SHALL BE ROUGH SAWN VISUALLY GRADED MATCH HOLE DIAMETER. TIMBERS UNLESS OTHERWISE NOTED. ALL FRAMING LUMBER SHALL BE AT LEAST THE MINIMUM NOTED ON THE DRAWINGS. LUMBER NOT SPECIFICALLY CALLED OUT MAY BE 9. IF THE DRAWINGS SPECIFY SAND BACKFILL IN THE POSTHOLES, THE CONTRACTOR SHALL STANDARD OR BETTER. No. 2 DOUG —FIR MAY BE SUBSTITUTED FOR No. 2 HEM —FIR. INSURE THAT THE SAND IS SATURATED PRIOR TO BACKFILLING AND IS COMPACTED AFTER MSR1650 MAY BE SUBSTITUTED FOR No. 2 DOUG —FIR. EACH 6 LIFT. PROVIDE 6" THICK CONCRETE FOOTING TO MATCH HOLE DIAMETER. 3. INSURE THAT ALL BRACING AND BEARING AREA REQUIRED BY THE MANUFACTURER OF 10. INSTALL ALL STEEL SHEATHING TO THE INTERIOR FRAMING MEMBERS (GIRTS AND THE PRE — ENGINEERED TRUSSES HAVE BEEN INSTALLED IN ACCORDANCE WITH THE PURLINS) PER THE TYPICAL SCREW SCHEDULE GIVEN ON THE STANDARD DETAILS MANUFACTURER'S INSTRUCTIONS. MM. UNLESS NOTED OTHERWISE. FOR NON — STANDING SEAM METAL ROOFS WITH ROOF 4. SLOPE OF LESS THAN 3 IN 12 AND STANDING SEAM METAL ROOFS WITH ROOF SLOPE OF . ALL POSTS SHALL BE CENTERED IN THE POSTHOLES. ALL POST EMBEDMENT DEPTHS SHALL BE MEASURED FROM THE TOP OF THE CONCRETE PAD TO TOP OF GRADE. IF 1/4 IN 12, APPLY LAP SEALANT PER MANUFACTURER'S SPECIFICATIONS IN ACCORDANCE SOLID ROCK IS ENCOUNTERED, THE CONCRETE PAD MAY BE OMITTED PROVIDED THE WITH IBC SECTION 1507.4.2 POST BEARS DIRECTLY ON SOLID ROCK. POSTS SHALL BE EMBEDDED INTO UNDISTURBED 11. ALL WOOD MEMBERS, FRAMING REQUIREMENTS AND CONNECTIONS SHALL COMPLY WITH NATIVE SOIL AT THE EMBEDMENT DEPTHS SPECIFIED. IF FILL IS PLACED ON THE SITE. IBC SECTIONS 2303 & 2304. THE POSTHOLE DEPTHS SHALL BE INCREASED AS REQUIRED TO PROVIDE UNDISTURBED NATIVE SOIL UNLESS THE FILL HAS BEEN TESTED BY A CERTIFIED SOILS TESTING 12. ALL FASTENERS DRIVEN INTO PRESSURE TREATED WOOD SHALL BE HOT DIPPED LABORATORY TO BE 95% COMPACTED. GALVANIZED. 5. UNLESS NOTED OTHERWISE, GIRTS AND PURLINS HAVE BEEN DESIGNED FOR STRESS 13. OFF LOADING & HANDLING AND TEMPORARY & PERMANENT BRACING OF ALL TRUSSES ONLY. THEY HAVE NOT BEEN DESIGNED FOR THE DIRECT ATTACHMENT OF INTERIOR SHALL COMPLY WITH BUILDING COMPONENT SAFETY INFORMATION PUBLICATIONS BCSI —B1 FINISHES. AND BCSI —B10. 6. IF THE DRAWINGS SPECIFY CONCRETE BACKFILL IN THE POSTHOLES, THE BACKFILL SHALL 14. IF THE DRAWINGS SHOW TRANSLUCENT LIGHT PANELS, BOTH ENDS OF THE PANELS MUST BE THE MINIMUM PSI AS SPECIFIED IN NOTE 1, UNLESS OTHERWISE NOTED. THE TERMINATE AT A WALL GIRT. WALL GIRTS THAT LIGHT PANELS ARE ATTACHED TO MUST CONTRACTOR SHALL INSTALL (10) 20d NAILS 2 DEEP INTO (2) OPPOSITE POST FACES BE FASTENED TO THE POSTS W/ (4) 16d OR 20d NAILS AT EACH END UNLESS ON EACH POST BELOW GRADE. NAILS MAY BE OMITTED IN BUILDINGS WITH A 4" (MIN) COMMERCIAL GIRTS ARE USED. CONCRETE FLOOR. PROVIDE 6 THICK CONCRETE FOOTING TO MATCH HOLE DIAMETER. 15. IF PURLINS ARE INSTALLED WITH JOIST HANGERS, OMIT THE PURLIN BLOCKS AND INSTALL 7. IF THE DRAWINGS SPECIFY GRANULAR BACKFILL IN THE POSTHOLES, THE BACKFILL 2X CONTINUOUS BLOCKING TO MATCH POST WIDTH BETWEEN RAFTERS /TRUSS TOP SHALL BE 5/8 TO 3/4 ( —) GRAVEL OR CRUSHED ROCK. THE CONTRACTOR SHALL CHORDS. LOCATE BLOCKING AT THE TOP OF THE RAFTERS/TRUSS TOP CHORDS AND NAIL INSURE THAT THE BACKFILL IS SATURATED PRIOR TO BACKFILLING AND IS COMPACTED EA SIDE WITH 16d NAILS AT 12" (MAX) 0.C.. CONTRACTOR TO VERIFY THAT THE WIDTH AFTER EACH 6" LIFT. PROVIDE 6 THICK CONCRETE FOOTING TO MATCH HOLE DIAMETER. OF THE TRUSS TOP CHORD IS EQUAL TO OR GREATER THAN THE PURLIN WIDTH, PRIOR ....41 Y 11 UCT10N. • e v � �� � 0 ' N - � 0 CONSTRUCTION NOTES ABBREVIATIONS & SYMBOLS: ; / .. a eOre oncom D —F DOUGLAS FIR PLCS PLACES ALLIANCE aeOregon.com EACH P.T. PRESSURE TREATED / �Z /1 ligliW GA GAUGE SP SOUTHERN PINE OREGON r i ENGINEERING GLB GLUE LAM BEAM SYP SOUTHERN YELLOW PINE i MD H HEMLOCK FIR W TYP TYPICAL WINDOW O. €/e/ 25 VP �j < � Specialists in Post Frame Engineering MFR'S MANUFACTURER'S W/ WITH .1/4A J CL � P' ECON 0 -FAB BUILDINGS ED W15rPIt #1. I A) O.C. ON CENTER 0 AT 14255 SW PARMELLE $3.3�> SW HUNZIKER RD _OPP OPPOSITE 0 DIAMETER J EXPIRES: 6/30/ j GASTON, OR 97119 fIGARD, OR q 1223 ©AWANCE ENGINEERING OF OREGON, INC. • 2700 Market St NE • Salem, Oregon 97301 • PHONE: 503 589 -1727 • FAX: 503 589 -1728 DATE: 16 SEP 10 DWG NO: JOB NO: REV:A • ' IT IS UNLAWFUL AND POTENTIALLY DANGEROUS FOR THIS DRAWING TO BE USED FOR ANY OTHER BUILDING LOCATION THAN SHOWN. DRAWN BY: MB (PLOT O 1 PFB -09 of 09 1901710 /0\ . ,. , �.. , 'III 2.:_s...,.. W e. Stpvt a� This design prepared from computer input by 1111111111 3- SSW (11'1 -CNZI K�� S ( PACIFIC LUMBER / BC 11 i l G -- - 4 K O 47 g7 LUMBER SPECIFICATIONS TRUSS SPAN 35'- 0.0' IRC 2006 MAX MEMBER FORCES 4W8/0DFICq =1.25 TCY TC: 2x10 OF 55 LOAD DURATION INCREASE = 1.16 (Non -Rep) 1- 2•(•10753) 4560 1 -10 =(.3947) 9813 1- 2= .107531 4360 13. 7 =( .263) 200 BC: 2x10 OF 66 SPACED 90.0' 0.C. 2- 3 =11.11142) 4429 10.11=(-4929) 12377 2.10= .542) 1516 7.14- -1893) 759 WEBS: 2x4 DF STAND; 3- 4=( -12422 6024 11.12.( -1052) 12119 10. 3= .1893) 759 14 . B. .542) 1516 2x6 OF 12 A LOADING 4. 54- 10831) 4508 12.13.(•4952) 12119 3 -11= •283) 200 0- 9= •10753) 4360 LL) 25.0) 10.0) ON TOP CHORD a 35.0 PSF 5. G "(- 10831) 4508 13.14= (.4928) 12377 11. 4= -A0) 418 IC MAX PURLIN SPACING 28'0C. VON. DL ON BOTTOM CHORD • 1,0 P6F 8- T. .12422) 5024 14- 9•(.994 9813 4 -12= -1818) 656 'OC. V TOTAL LOAD = 38.0 PSF 7- 8= .11142 4429 12. 5. .775) 2282 d BC MAX PURLIN SPACING 58ON. B. 9. - 10753) 4380 12- 6• -1818) 856 Connector plate prefix designators: BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP .. •80) 416 C,CN,CI8,CN18 (or no prefix) = CoepuTrus, Inc AND BOTTOM CHORD LIVE LOADS AC( NON•CONCURRENTL�r ' � 1 C. N,M20NS,M18H5,018 - MITek Ml series v O F F BEARING MAX VERT VAX H0A2 ORO 900111RED BAG AREA G1.. - G LOCATIONS REACTIONS REACTIONS SIZE SO.1N. (SPECIES) 0 0.0' •1234/ 4725V •312/ 3128 5.50' 7.56 OF ( 6251 `35'- 0.0' -1234( 472SV -312/ 3128 5.60' 7.56 OF ( 625 ALT 180'GC DETAIL ` .eT r" t.... MAX LL DEFL ■ - 0.450' (L/ B08 @ 17'- 8.0' L/240 = 1,704• r • r " �:. . '.L-' MAX TL DEFL • .0.647' (L/ 832` @ 17'• 8.0 1 /180 • 2.272' f� -- -- !) 1, "•V.:1 1:;r,E 6,) n' MAX HORII, LL DEFL • 0.124' @ 34' - 8.5' O L D ._ { r � o•n ; J MAX HOR12. TL DEFL a 0.178 34'. 8.5' 1 : A SINGLE TRUSS REOUIRED ON EACI I SIDE OF POLE. �;';. • :.. :1 .` l • . y Design conforms to main eindforce-resisting IO CONNECTIONS FOR FULL SUPPORT AND BETWEEN TRUSSES =� ~0. �L� :Ines and components and cladding criteria. v BY OTHERS. REFER 10 PURLIN SPACING ROOUIREMENTS FOR �' s i b . �. �� I ��,- Wind: 110 mph, h =25ft, TCDLae,O,BCOL =0.8 ASCE 7.05, PROPER BNALING OF CHORD MEMBERS. / //' / /n Enclosed, Cat.2, Exp.B, NIFR6, (_XF'1f :2 ". • 1 ?1/1 i interior :mere, load duration factor =1.8 ..eSa...en =mimeo .,eas4. 17 -06 17-06 1 -, .. - •--+f •-- 4-03-14 4-03-14 4-03-14 4 -06 -06 4 -06 -06 4-03-14 1 4.03.14 4.03.14 12 12 2.00 M -5x12 -- 2.00 5 5.0° M -6x6 : I - - -___ M-6x6 - 1-- -11 i �- 0 � �_ M•6x8 M-6 ____-- - � __ M•Bxlo _ _ -- 2 8= - M -6x10 MHS 12x18 M 2x4+ -- 3---- r � A �� j5-�� N 2x4+ MHS 12x18 L_1 h m g Z 1 10 11 12 13 14 ' 8 M -6x8 M -6x6 0 M -6x6 M -8x8 D MHS - 12x18(9) Q y 5-10-08 y } y 5-09-12 5-09-12 5.09.12 r 5.09.12 5 -10 -08 .i_ y 35.00 - V.. C,-I z . •4< O f WASI�� N � � , r D 11 � JOB NAME: ECO W ESTP E III - 35 -PB Sal 0.2 448 1 ) � � ''' • . - , WARNINGS: - .__ _ GENERAL NOTES, noun; nmeMlea noted: y '- • i t. Gunder and amnion connector should be advbed of el General Notes 1. This Me design b adequate for the det4n parameters shown. Review ` end Warnings before eonstnalbn c om menu. and apppprroval is the respOnsmixy oltno Waling des4cnr, norm• . .. /� D 2. 1 a Truss: 35-P8 i bussdubnerorbussengineer. • L Ix4 mtrOresala, verb bracing be iryteled where shown •. 2 Design assumes the lop and boeom chords to be tateraay braced d • 1 . y) • 7. Air lateral fora resisting elements such n fempOro and pemen 2' o.c. and at 10' respee unless Moo th roughout tneb length by DES. BY MU stab.*bmebfp at of complN Matra. centimetre sheathing kith es eiyomed seeeth0gl fry. anNar mroa*C). , 17778 D I DATE : 9 / 16 / 2010 C�n prirm, ravines no response responsibility for Nadi bracing. 3, 2e 1m4ad bovine or lateral Owing required where snows .. .. '� � t. No bad 600511 be applied W any component until .011 eO bracing and 4. Instagetlon o1 trice b me leep40s16607 oc the raspadM contractor. • � s(Sv 19 6E0.: 4646123 4.-tdeerd are compble end al no tI• should env loads 'psalm rhea 6. Design ossuma Muses are robe used Ina nontono5Ne environment r design bads be applied b any component and ere for 'dry condition' of one. • / r',, :�'/11. TRANS ID: 294374 6. Competes has ,tv eo.dml nver and assumes no reaponstaly f a Dec 1. Des4a auumee tea beg el e l l sown. Shim er wedge II / /� - S ��J D Iab rurally. shipment and [common of comp onents. 7. D,, , Y ede tuts dolnege el muted. 6 ,� VV�� 111I1111, �HIIII �IIBII tI1 IpI'III111 II II . e u Th design hellish.' ing ishcd sed to me Ivneatbns sal brae by a, Plated Malt be booted an both laces or hues. end placed so their center I'I81Illu II BIYa pII11Ula UIII I Ig�l TpYYevCA In BG51. copies olwhkh will W furnished upon rc4uesl DNS olManeldde won i joint mural elms. 1f'''_' 0. 0gn awVeo ntce ter l1100. ' tXPIRES 6/10/11 COmpU7f119. Inc. Software +7.6.3.IF(1L) -E 16. For bask connector pipe desbnvalues see E50- 2520 (CompuTnn) • 0pglor E911•1311. C 10111 ITeq. _._J • •