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Specifications F ALLIANCE wc ,, r pio-00/ • r ENGINEERING aeOregon.com 2700 Market St. NE 503 589 -1727 Specialists in Post Frame Engineering Salem, OR 97301 FAX 503 589 -1728 POST FRAME BUILDING STRUCTURAL CALCULATION (This structure has been analyzed and designed for structural adequacy only.) PROJECT No. 1901710 Building C BUILDING OWNER / LOCATION: Ed teVesj'pho $535 SW Hunziker Rd Tigard, OR 97223 CLIENT: Econ -O -Fab Buildings, Inc. 14255 SW Parmelle Gaston, OR 97119 ENGI ► _ER: Ope 4 ,c1 ��' GtNFF 9 si 3 Z OREGON � 0 (I/ 25 1g a � � Q � & � C � P � P EXPIRES: 6/30/ Al 1 • 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 C (Westfall) 35x15x13.xmcd 1 I. . I POST FRAME BUILDING SUMMARY: J 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 Toads 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 C (Westfall) 35x15x13.xmcd 2 DESIGN INPUT VALUES: Building Dimensions Wbidg 35 ft Width of Building • Lbid := 15 ft Length of Building Hbldg := 13 ft Eave Height of Building Overhang 0 in Length of Eave Overhang Rp;tcb := 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" xposure • - Roof Load Design Values: p := 25 Ibs Ground snow Toad p := 5 Ibs Roof dead Toad p := 0 Ibs Additional truss bottom chord dead Toad (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 C (Westfall) 35x15x13.xmcd 3 DESIGN INPUT VALUES (Continued): Structural Members for Building: • Post Properties: Pwidth := 6 in Post width y -axis POST SIZE (Solid rough -sawn Hem -Fir post 1 depth := 6 in Post depth x -axis unless otherwise specified) 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 Fgirt := FbHF2dim Footing and Post Hole Design Values: gsoii := 1500 psf Assumed soil vertical bearing capacity • S = 150 psf Assumed soil lateral bearing capacity ft Main truss post footing diameter dia_footing := 1.5 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 C (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 load, psf (see analysis below) ps Sloped roof snow load, psf (see analysis below) 1. Determine p and p pf:= • Ct 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 Pr Cs P = bl d p ( ) p at bottom of page. 2. Determine the unbalanced snow load Wridge _ Wbldg Wridge = 17-5 ft Horizontal distance from eave to ridge •— 2 ge Note: If W ridge < 20', use Method 1 to determine unbalanced snow Toad, otherwise use Method 2 Method 1 Psul Is'Pg Psul = 25 psf Unbalanced snow load for buildings with Wridge < 20' Method 2 The unbalanced snow Toad 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 fora rise of 1 Is = 10.18 ft Distance of unbalanced snow from ridge (if applicable -see below) Psu2 = 28 psf Unbalanced snow load for buildings with W edge ' 20' Final unbalanced snow load psu = 25 psf Final (roof) snow load used for desipn of structural members and connections as required per Chapter 7 of ASCE 7 -05 Application of snow load to building The snow load, 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 C (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 = 1.0 Topographic Factor k = 0.701 Wind Exposure Factor I = 1.00 Importance factor qh := .00256.10. •kd•V 2 .Iw Velocity Pressure q = 13.61 psf Calculated Wind Pressures: Windward Eave Wall: Leeward Eave Wall: qww := gh•GCpfww qlw := gh•GCpflw • q ww = 5.97 psf q1,„, = —4.52 psf • Windward Gable Wall: Leeward Gable Wall: gwwg:= gh giwg:= gh gwwg = 5.45 psf q iwg = —3.95 psf Windward Roof: Leeward Roof: qwr gh qtr - gh qwr = —9.39 psf qh. = —5.48 psf Wall Elements: Roof Elements: qwe gh qr gh qwe = —13.21 psf q = —18.38 psf Internal Wind Pressure ( + / - ): q; := gh•GCp, qi = 2.45 psf 9/21/2010 1901710 Bldg C (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. K 1275 in sheet edge purlin fastening constant STEP 2.2: Use new building width to determine stiffness of new roof diaphragm 1 ch) WbIdg' 12 1{2 := 1275 Ibf / ft 2 bnew, cask()) t := 0.017 in O = 9.462 deg (Angle of roof pitch from horizontal) b new = 213 in E := 27500000 E•t c := c =4661 Ibf /in K2 2.961 + (bnew•t) STEP 2.3 & 2.4: Calculate the equivalent horizontal roof stiffness (ch) for the full roof: Since Ch 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 := B 12 ch := 2.c•cos(0) a a =90 in c =21456 Ibf /in 9/21/2010 1901710 Bldg C (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 Toads to the walls to determine the moment, fiber stress and end reaction at prop point R. Calculate Total Wind Pressure: (le if(gww - qiw 10,10,gww - qiw) q = 10.49 psf gwwpost qe 12.12) gwwpost = 6.56 pH 2 Lpost_bndg Mwind gwwpost 8 Mwind = 16991 in -Ibf Mwind fwind fwind = 236 psi Sxeavepost R := 3•gwwpost Lpost R = 354 lbs 8 • STEP 5: DETERMINE THE RATIO OF THE FRAME STIFFNESS TO THE ROOF STIFFNESS: This ratio (k/ c will be used to determine the side sway force modifiers. k — = 0.004 ch 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 Toad that is not resisted by the roof diaphragm will apply additional moment and fiber stress to the post. M dfl = 0 in -Ibf fan = 0 psi Calculate the total moment and the total fiber stress in the post. • Mtot mD•M + Mdfl Mtot = 16991 in -Ibf for mD'fwind + fdfl fret = 236 psi 9/21/2010 1901710 Bldg C (Westfall) 35x15x13.xmcd 8 MAIN POST DESIGN: Calculate allowable unit compression stress, F F = 575 psi F,:= F, F = 661 psi Allowable compression stress including load factors Lpost_bndg = 144 in Bending length of post dpost = 6 in Minimum unbraced dimension of post K := 0.8 c := 0.8 Ewood = 400000 psi le Ke' Lpost_bndg I = 115.2 in .822. Ewood FcE 2 F = 892 ( le r d post ) Calculate Column Stability Factor, C - � \ 2 • / 1 + FcE 1 + FcE FcE F F F C :- 2.c j - 2.c / - c _ C = 0.78 F := F F =518 psi Allowable compression stress on the post Wroof = 30 psf Total roof loading Fsnowpost = 188 Ibs Axial loading per post due to roof snow load 1 deadpost = 37.5 Ibs Axial loading per post due to roof dead load Fb:= Fbi•1.6 Fb = 920 psi Allowable bending stress per post including load factors 9/21/2010 1901710 Bldg C (Westfall) 35x15x13.xmcd 9 Check Load Cases: Load Case 1: Dead Load + .75 * Wind Load + .75 * Snow Load 4,1 :_ . fbt = 177 psi Actual bending stress on post fc — 75 Psnowpost + pdeadpost fc = 5 psi Actual compression stress per post Apost 2 CCFALII := fc + fbi F f Fb.(1 CCFALII = 0.19 Fb I FcE Load Case 2: Dead Load + Wind Load fbt ftot fbt = 236 psi (Actual bending stress on post) fc — pdeadpost f = 1 psi (Actual compression stress per post) A post • 2 CCFALI2 := fc + fb] Fcc fc CCFALI2 = 0.26 • Fb• 1 — FcE Load Case 3: Dead Load + Snow Load fb1 := 0 fbi = 0 psi (Actual bending stress on post) fc — psnowpost pdeadpost f = 6 psi (Actual compression stress per post) A post f CCFALI3:= — F cc CCFALI3 = 0.01 • CCFALI = 0.26 Less than or equal to 1.00 thus OK 9/21/2010 1901710 Bldg C (Westfall) 35x15x13.xmcd 10 SEISMIC CALCULATIONS: Design per ASCE 7 -05 S = 0.94 Mapped spectral acceleration for short periods (from above) Si = 0.34 Mapped spectral acceleration for 1- second period (from above) I = 1.0 Importance factor W = Dead Toad of building R = 7 Response modification factor (from above) 1. Determine the Seismic Design Category a. Calculate Sps and S For Sp For S 01 : For s = 0.94 For SI = 0.34 F = 1.12 F, = 1.72 SMS := Ss"Fa • SM := SI•F S = 1.06 SMI = 0.58 • SDS ().sMs SDI := ( S = 0.71 SDI = 0.39 Seismic_Design_Category = "D" 2. Determine the building parameters Building dead load weight, W: W := [(W g L g )•( 2)1 + [(wbld + C + bd bld Pf• bldg bldg " 2 'Pd W = 5875 lbf Building area, Ab: ' Ab Lbldg' Wbldg Ab = 525 ft • 9/21/2010 1901710 Bldg C (Westfall) 35x15x13.xmcd 11 3. Determine the shear force to be applied a. Determine the structural period, T T := . + Hroof) 75 T:= T T = 0.16 b. Detemine the Seismic Response Coefficient, Cs: Cs is calculated as: SDS Cs2 := Rs C = 0.101 1E But shall not be less than: C :_ .044•S C = 0.031 But need not exceed: SDI Co := CCo = 0.349 R T• — I C = 0.101 c. Detemine the Seismic Base Shear: • Vbase shear Cs' W Vbase shear = 5 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 C (Westfall) 35x15x13.xmcd 12 DETERMINE GABLE WALL SHEAR LOADS: 1. Determine the wind Toad on the eave wall to be resisted by the gable wall in shear: q = 10.5 psf Eave wall wind pressure from above ( 0 . 375 •mD• HbIdg'Lbldg . ge) + (Hroof Lbldg'groof) Veave wind 2 Veave wind = 383 lbf 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 load to be resisted by the gable wall in shear: The controlling Toad = "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 1 if W bldg - Wgableopenings V = p The gable wall diaphragms can resist the shear loads as follows: Vgablewall < 110 pif 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 C (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 — giwg 5 10,10,g — 9i q = 10 psf Gable wall wind pressure Hroof = 2.92ft 0.375•mD•Hbldg.Wbldg• + 0 . 5 •Hroof Wbldg *9g 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 load to be resisted by the save wall in shear: The controlling Toad = " Vgable_wind" . Therefore, w eave shear = 1 108 Ibf V eave 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 Veavewall If L bldg — Weaveopenings Veavewall = 74 P The eave wall diaphragms can resist the shear Toads 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. °pening_height 144 Meavewali Veave_shear'Opening_height M 159600 lb•in eavewall = Meavewali Fxeavewall Fxeavewall = 798 PSI 2 •Sx610 Fxallow 1.6.675 Fxallow = 1080 psi Since F xgablewall < F xallow this is ok. 9/21/2010 1901710 Bldg C (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 diafooting = 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 Veave_wind•Hbl Cpost := C pss t = 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 B Wbldg' R = 262.5 Ibs Dead load of roof [HbIdg(wbIdg ( 2.B ay Gable wall — Wgableopenings) + (Hroof Wbldg) + I Hbldg' 2 ' Gable wall = 1205.1lbf Dead load of gable wall de pth_gablle_rooting = 4.0 ft gable post embedment depth Posts (Hbldg + depth_gable_footing)• Wpost Posts = 149 Ibs Weight of post dia _gable_footing = 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 Wttot = 1616 Ibf the gable wall panel uplift, Cpoot, the gable wall footing is adequate. 9/21/2010 1901710 Bldg C (Westfall) 35x15x13.xmcd 15 FOOTING DESIGN FOR MAIN POST: Determine the footing size and depth for vertical bearing for the main posts. 2 d ia Afooting it • 4 Afooting = 1 ft2 Footing area gsoii = 1500 psf Soil bearing capacity for footing dia_footing = 1.5 ft Footing diameter Post_depth = 4 ft Minimum required post embedment depth Pfooting Afooting "9soil'dfactor Pfooting = 4241 Ibf End bearing capacity of footing Psnow = 3938 Ibf Total footing Toad Note that the end bearing capacity (Pfooting) is greater than the snow Toad (Psnow)• This is OK. 9/21/2010 1901710 Bldg C (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 2 .61 pli L = 114 in Orientation = "Flat" 9wegirt �- gwind�irt ' 12.12 9wegirt = girt_span 2 Lgirt_span Mgirt 9wegirt 8 Mort = 4239 in fbgirt Mg,rt fbgirt = 2058 psi Stress applied to the girt Sgirt Determine the allowable member stress including load factors. LDFwind 1.6 Cfugirt = 1.15 C Fgirt = 1.30 C := 1.15 F girt = 850 psi Fb := LDFwind'Cfugirt C Fort •Cr'Fgirt 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 = 173.5 in Bending length of purlin W purlin = 4.93 pli Distributed snow load along top edge of purlin 2 wpurl in' Lpurl in_span Mpurlin M purlin = 18558 in -Ibf Bending moment in the purlin 8 f �= Mpurlin bpurlin f b p urlin = 1412 psi Bending stress applied to the purlin purl in Determine the allowable member stress including Toad factors LDFsnow 1. 15 CFpurlin = 1.20 C := 1.15 Cfupurlin = 1.00 Fpurlin = 900 psi Fbpurlin LDFsnow 'CFpurlin•Cr'Cfupurlin'Fpurlin Fbpurlin = 1428 psi > Fbpurlin This is OK 9/21/2010 1901710 Bldg C (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 load 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 Pbolt l0 3600 Ibf Shear capacity for 1" dia. bolts P16d 122 Ibf Shear capacity for 16d nails Plod 147 Ibf Shear capacity for 20d nails Psnow = 3938 Ibf Combined snow and dead load 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: • Nbolts34 = 1.6 Number of 3/4" dia. bolts required in the corbel block If 1 dia. bolts are used: Nboltslo = 1.0 Number of 1" dia. bolts required in the corbel block If 20d nails are to be used: Nails20d = 11.6 number of 20d nails required in each corbel block. If 16d nails are to be used: Nails16d = 14 number of 16d nails required in each corbel block. 9/21/2010 1901710 Bldg C (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_Ioad = 25 psf L bldg = 15 ft (Length of Building) Wind_exposure = "B" Roofsnow_load = 25 psf Roof = 5 psf Hbldg = 13 ft (Eave Height of Building) 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 plf (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" Purfin Details: Purlin_usage = 99 % (Stress usage of roof purlin for snow loading) Corbel Block Bolts: Nboltsss = 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. Nboltslo = 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. Nails I6d = 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 0 6X6 P.T. #2 H -F WIND POST O USE 3' -0 (MIN) EMBEDMENT DEPTH, 18'0 CONCRETE BACKFILL 6X10 P.T. #2 H -F POST © USE 4' -0" (MIN) EMBEDMENT DEPTH, 24 "0 FOOTING AND CONCRETE CO 0 BACKFILL, NOTE ORIENTATION © © 6X6 P.T. #2 H -F POST 6 — -IE © USE 4' -0 (MIN) EMBEDMENT DEPTH, 18 "0 FOOTING AND GRANULAR BACKFILL 0 1 6X6 P.T. #2 H -F POST ° USE 4' -0" (MIN) EMBEDMENT DEPTH, cc O 24 "0 FOOTING AND GRANULAR (1) u. BACKFILL I o 0 " _ -..IE 4X6 P.T. #2 H -F DOOR POST In USE 2' -6 EMBEDMENT DEPTH o N © & 18 "0 CONCRETE BACKFILL ° W (NO CONCRETE FOOTING REVD), z o \. NOTE ORIENTATION IN O © © GENERAL NOTES AR 1. ALL POSTS EMBEDDED IN GROUND SHALL BE PRESSURE TREATED O FOR BURIAL. 0 2. PERSONNEL DOOR(S) AND WINDOW(S) SHOWN MAY BE LOCATED BY n 1 G — h THE BUILDER IN THE WALL(S) SHOWN UNLESS SPECIFICALLY 0o 0 0 4` °:° Pn°Fc 3. CONTRAC OR 0THIS VERIFY DOOR DIMENSIONS AND CLEARANCES co "�' �I� ..� .-1 G� N F F , Q / � � .. PRIOR TO BUILDING CONSTRUCTION AND DOOR INSTALLATION. O 12X12 OHD © , v� , e3.,0 PLAN VIEW 411113 -7 OREGON E ALLIANCE aeOregon.com � ' < /r1 � 5�� ENGINEERING � 1S CLP g Specialists in Post Frame Engineering I EXPIRES: 6/30/ ` / I CLIENT 1 OWNER / BUILDING LOCATION 1 ECON -O -FAB BUILDINGS ED YJ ,TPNAL (BUILDING C) 14255 SW PARMELLE 4.3 ' 6 SW HUNZIKER RD GASTON, OR 97119 IIGARD, OR g72 Z3 ©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 ilk 96 PFB -01 of 09 1901710 /0\ 2 2 0 0 • 1 3068 MDI 15' -0 35-0" REAR EAVE VIEW LEFT GABLE VIEW 2 v 12X12 OHD o 0 1 1 M 15-0 I I 35-0" FRONT EAVE VIEW e.,40 PR OF�s RIGHT GABLE VIEW \J �� f . ; „� ELEVATION VIEWS / / � - .7 C� 'Jr ALLIANCE aeOregoncom / "7,1 OREGON 0 ve. O gg Q �� ENGINEERING y C 'gS CLP∎ QS Specialists in Post Frame Engineering CUENT I OWNER / BUILDING LOCATION 1 I EXPIRES: 6/30/7/ I ECON -O -FAB BUILDINGS ED WeSEC,NAI.(BUILDING C) 14255 SW PARMELLE 5335 SW HUNZZIKER RD GASTON, OR 97119 TIGARD, OR 17z2.3 ©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 'PLOT O 128 PFB -02 of 09 1901710 /0\ TOP GIRT TO POST TO MATCH PURLINS SIZE, GRADE & SPECIES NAIL TO POST W/ (4) (MIN) 16d OR 20d NAILS TRUSS HEEL 2X8 #2 D —F PURLINS 0 24 (MAX) O.C. NAIL TO BLOCKS/POST W/ (3) 16d OR (2) 20d NAILS INSTALL 2X6 BLOCKING ON EACH SIDE OF POST ` 11 INSTALL PER DETAIL 1 ON BETWEEN TRUSS TOP AND BOTTOM CHORDS ® FRAMING DETAILS DRAWING NAIL 2X6 BLOCKS TO TRUSSES NAIL EA TRUSS CORD TO BLOCKING W/ (3) 16d ® TYP (1) EA SIDE OF POST W/ (2) 16d OR 20d NAILS EA SIDE OR 20d NAILS 2X OUTER CORBEL BLOCK DO NOT ATTACH TRUSS TO POST It INSTALL PER DETAIL 1 ON 2 r� j -j �1'!����j j_ FRAMING DETAILS DRAWING _ j-1 g � 1 TYP 1�, aW - . �1 2X I NNER CORBEL BLOCK 1 I111 � 1�1 1 � �. • INST ALL PER DETAIL 1 ON N No 7 FRAMING DETAILS DRAWING j A PRE— ENGINEER D TRUSSES BY OTHERS TYP NOTCH POST 1 -3 4 (MAX) FOR SEE DETAIL 1—/ DETAIL 1 INNER TRUSS HEEL ATTACHMENT _ I NO CORBEL BLOCK REQUIRED IF NOTCH PROVIDES FULL BEARING POST b a FOR TRUSS HEEL INSTALL (3) 20d NAILS 2° DEEP 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 ®24 (MAX) O.C. PERIMETER POST I NAIL TO POST W/ (3) 16d OR (2) 20d NAILS EA END SEE DETAIL 2 P.T. BOTTOM GIRT BOTTOM GIRT NAIL TO POST W/ (6) 16d OR 20d NAILS EA END li fr......... • o 4' (MIN) CONCRETE ": 1111 ■ N m FLOOR L,_ i Q . 6 THICK CONCRETE FOOTING BACKFILL PER POST /BRACING NOTES ON PFB -01 (SEE CONSTRUCTION NOTES) (SEE CONSTRUCTION NOTES) DETAIL 2 GENERAL NOTES NOTE: GABLE END WALL GIRTS AND B D D TH ING DATA: 35' -0° 1. GIRTS MAY BE INSTALLED COMMERCIAL STYLE '� < PN � FF SS SHEATHING NOT SHOWN FOR CLARITY / , LENGTH: 15' -0" AT 24" O.C. BY THE CONTRACTOR WITH 2X G � ,p EAVE HT: 13' -0° BLOCKING BETWEEN MEMBERS OR WITH •�;± /" SECTION A ROOF SLOPE: 2 IN 12 I`/? . :t %.. TRUSS SPACING: 7' -6° SIMPSON LU26 HANGERS (OR EQUAL). IF 2X /` / j BLOCKING IS USED, THEN NAIL BLOCKING TO 4 7 . '7Z pg r ALLIANCE aeOregon.com BUILDING CODE: POST WITH (6) 20d OR (6) 16d NAILS (MIN). OREGON WIND LOAD: 94.5 MPH NAIL GIRTS TO BLOCKING WITH (2) 20d OR (3) 1 - , ( `ENGINEERING EXPOSURE: B 16d NAILS AT EACH END. 0 ei SNOW LOAD: 25 PSF 2 (3) 16d ,�, 25 MAY BE INSTALLED WITH SIMPSON 'O , 1 c 3 9 Q P Specialists in Post Frame Engineering DEAD LOAD: 5 PSF �{ SOIL BEARING: 1.5 KSF LU26 HANGERS (OR EQUAL) SEE NOTE 15 ON X IS CLA CLIENT 1 OWNER /BUILDING LOCATION THE CONSTRUCTION NOTES, OVER— LAPPED, SEISMIC CATEGORY: D ECON-0-FAB BUILDINGS ED WrASTPF}AL (BUILDING C) O BUTTED ON THE TRUSSES AS REQUIRED !EXPIRES: 6/ 30/ U 1 14255 SW PARMELLE g`335 SW HUNZIKER RD IBC: 2006 BY THE CONTRACTOR. GASTON, OR 97119 11GARD, OR 77222 ©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 C 77 PFB -03 of' 09 1901710 /0\ .• 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 ATTACH TO POST 2X6 #2 D -F BOTTOM BRACE W/ SIMPSON C LU26 OR EQUAL ATTACH PER DETAIL 1 `' 2X BLOCKING *1 SIMPSON CS16 STRAP OR EQUAL WRAP AROUND POST & ATTACH TO .� .44,#) 2X6 W/ (10) 8d NAILS ON EA SIDE -- ri9 SEE DETAIL 1 2X6 #2 D -F BOTTOM BRACE TO RUN BETWEEN 6X WIND POST AND RIDGE OF BUILDING POST ATTACH TO BOTTOM OF EA PURLIN 410 W/ (2) 16d NAILS 6X6 WIND POST WALL SHEATHING TYP DETAIL 1 m GIRTS PER SECTION A SEE DETAIL 2 ON SECTON A DRAWING • L si ,,V PR F W 3 � � F R SECTION B BACKFILL PER POST /BRACING Lu a L T - � %jam' NOTES ON PFB -01 (SEE CONSTRUCTION NOTES)).. /� OREGON �`a D ALLIANCE aeOregoncom Q - ei �` ti `' GCY N e ® ENGINEERING 0 CLAD CLIENT Specialists in Post Frame Engineering CLIENT 1 OWNER / BUILDING LOCATION) !EXPIRES: 6/30/ 1/ 1 ECON -O -FAB BUILDINGS ED istrNAL(BUILDING C) 14255 SW PARMELLE 8335 SW HUNZZIKER RD GASTON, OR 97119 TIGARD, OR g122.3 ©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 0: 48 PFB -04 of' 09 1901710 /0\ .' • . . • RAFTER 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 (2) PLCS ON EACH GABLE WALL POST UNDER EACH RAFTER HEEL GIRT Mil POST NOTE: ALL 2X BLOCKS TO MATCH POST WIDTH. O GABLE RAFTER N.T.S. �� •s:, f. /� /��/ J FRAMING DETAILS GENERAL NOTES <�• •' - p `v ALLIANCE a eOre g ORCOm 1. IF TOTAL NUMBER OF NAILS SPECIFIED WILL NOT FIT DUE TO SIZE OF BLOCKING, AN EXTRA BLOCK MAY BE ADDED 2 OREG 1 N ENGINEERING TO ACCOMMODATE THE REMAINDER OF THE NAILS. Specialists in Post Frame Engineering 2. IF GIRTS ARE INSTALLED E TALLED COMMERCIAL STYLE PER GENERAL � `lU 25,�°' � QV p g g NOTE 1 ON SECTION A DRAWING THEN INSTALL 2X CORBEL O Z �P CLIENT 1 OWNER / BUILDING LOCATION I BLOCK W/ QUANTITY OF NAILS SHOWN. PLACE NAILS AT q S CL P� ECON -O -FAB BUILDINGS ED Wr`. IVI AL(BUILDING C) ` 1 -1/4" (MIN) FROM BLOCK EDGE & AT 2 -1/2" (MIN) O.C. l 14255 SW PARMELLE 8335SW HUNZIKER RD (EXPIRES: 6/30/ G/ 1 GASTON, OR 97119 TIGARD, OR q7223 ©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 16 PFB -05 of' 09 1901710 /0\ • • • + + I + 4. fGIRTS 4 } ( 4. 4X6 P.T. DOOR POST (UNLESS NOTED OTHERWISE) 4 1 { 4. I I { 4. 4 \ 1 I 4. o `PT SPLASH BOARD w � N m a BACKFILL PER POST/BRACING NOTES ON PFB -01 (SEE CONSTRUCTION NOTES) MAN DOOR FRAMING DETAILS �� E� PR ■ otGiNEF., 0-A , / . ,.. FRAMING DETAILS / 4* . / 7 f" ps,r ALLIANCE aeOregon.com i � O EGON GENERAL NOTES - 0 ✓e qg ( Q 4 Q LENGINEERING THIS DRAWING IS INTENDED TO SHOW TYPICAL FRAMING 25 1 �P Specialists in Post Frame Engineering DETAILS. NOTE THAT THE ACTUAL NUMBER OF OPENINGS, O ' 'S CLF' CLIENT I OWNER / BUILDING LOCATION] SIZES, AND LOCATIONS MAY VARY. SEE ELEVATION VIEWS / 1 ECON -O -FAB BUILDINGS ED l► =s?r'1 .1- (BUILDING C DRAWING FOR ACTUAL DIMENSIONS AND DETAILS OF I EXPIRES: 6/30/ G J 14255 SW PARMELLE g3:5 SW HUNZIKER RD ) \ OPENINGS ON WALLS. i GASTON, OR 97119 TIGARD, OR N 722-3 ©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 DRAVANG TO BE USED FOR ANY OTHER BUILDING LOCATION THAN SHOWN. DRAWN BY: MB IPLOT @ 16 PFB -06 of 09 1901710 /0\ • • • • . . rf _ 2X6 DOOR HEADER —v�— ATTACH TO POST W/ (3) TYP 16d OR (2) 20d NAILS EA SIDE •:I:• I. 4 - . 2X8 2X8 DOOR JAMB • NAIL TO POST W/ 16d NAILS ®18 O.C., STAGGERED TO DOOR HEADER W/ 16d NAILS ® 8 (MAX) O.C. • GIRT :1: 4 :- A/ /--. 4X6 P.T. #2 H —F DOOR POST (UNLESS NOTED OTHERWISE) I. df 4 2. P.T. SPLASH BOARD I: • X . I I I 4 :a:: ::L W WI rz \— BACKFILL PER POST/BRACING . • NOTES ON PFB -01 (SEE CONSTRUCTION NOTES) DOOR JAMB \ . • • KL , ______. . , . P.T. DOOR POST TYP OVERHEAD DOOR 'AMING DETAILS (��� PROFFs `GIRT � ' '%L FRAMING DETAILS SECTION A -A i j Ze - ..• --v_Z ld pa_ !' ALLIANCE aeOregortcom GENERAL NOTES 2 OREGON Q. ` ENGINEERING THIS DRAWING IS INTENDED TO SHOW TYPICAL FRAMING � y ` `�� y 251 g g ` ' Q� Specialists in Post Frame Engineering SIZES, AND LOCATION MAY V VARY. SEE ELEVATION VIEWS � "S C P CLIE 1 OWNER / BUILDING LOCATION ECON -O -FAB BUILDINGS ED WGS7Pi�AL.(BUILDING C) DRAWING FOR ACTUAL DIMENSIONS AND DETAILS OF 14255 SW PARMELLE $335 SW HUNZZIKER RD \ OPENINGS ON WALLS. !EXPIRES: 6130/ � � GASTON, OR 97119 TIGARD, OR 97223 ©AUJANCE 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 16 PFB -07 of 09 1901710 /O\ . • • • . • #14 X 7/8 STITCH SCREWS PANEL OVERLAP # X 1 -1/2 NOTE: FOR METAL ROOFS ® 24" O.C. MID SPAN ` WITH ROOF W ROOF SLOPE LESS 9" 29 GA METAL SHEATHING / #9 X 1 -1/2° THAN 3 IN 12 SEE NOTE 10 I (MAX) I SCREWS 1/2" (MIN) , ON CONSTRUCTION NOTES. 4 . 1 r,1 - - -I- -1 NOTE: FOR METAL ROOFS WITH ROOF SLOPE LESS EDGE DISTANCE 2X (MIN) FRAMING MEMBER --/ # � #9 X 1" LONG SCREWS ® 9" 0.C. (MAX) THAN 3 IN 12 SEE NOTE 10 ON CONSTRUCTION NOTES. 2X (MIN) 2X (MIN) FRAMING MEMBER NOTE: NO STITCH SCREWS REQUIRED FRAMING MEMBER 9° FASTEN THE 29 GA METAL SHEATHING TO THE FRAMING MEMBERS USING #9 X 1" AT 9" 0.C. ADJACENT I (MAX) 1 1 GA METAL SHEATHING TO EACH OF THE MAJOR RIBS. THE FASTENERS SHALL BE 1/2" (MIN) FROM PANEL EDGES. INCREASE "r ,-. 4.1 \—#9 ,, t _ ,� T'.4, LENGTH OF #9 SCREWS BY THICKNESS OF ANY APPLIED SUBSHEATHING. 2X (MIN) FRAMING MEMBER) / #9 X 1 -1/2 SCREWS 0 9" O.C. (MAX) 0 TYPICAL SCREW SCHEDULE 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 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 APPLED SUBSHEATHING. O ALTERNATE SCREW SCHEDULE N.T.S. Q\tp P ROFFs '1:14 ' ,. STANDARD DETAILS '' •// ��� '9" Z III r aeOregon.com ORE -ON ALLIANCE c� �� N e�Q b ENGINEERING y ..., C , p s Specialists OWNER pecialists in Post Fram Engineering ee D r n g ocnnoN EXPIRES: 6/30/ �/ 1 ECON -O -FAB BUILDINGS EDWOTPNAL(BUILDING C) 14255 SW PARMELLE 853 SW HUNZIKER RD GASTON, OR 97119 TIGARD, OR `17223 ©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 a 16 PFB -08 Of 09 1901710 /0\ u ,. • t• • a POLE BUILDING CONSTRUCTION NOTES: 1. UNLESS NOTED OTHERWISE, ALL CONCRETE f'c SHALL BE 2500 PSI MINIMUM AT 28 8. IF 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 PURUNS) PER THE TYPICAL SCREW SCHEDULE. GIVEN ON THE STANDARD DETAILS MANUFACTURER'S INSTRUCTIONS. DRAWING UNLESS NOTED OTHERWISE. FOR NON— STANDING SEAM METAL ROOFS WITH ROOF 4. ALL POSTS SHALL BE CENTERED IN THE POSTHOLES. ALL POST EMBEDMENT DEPTHS SLOPE OF LESS THAN 3 IN 12 AND STANDING SEAM METAL ROOFS WITH ROOF SLOPE OF 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 PURUNS HAVE BEEN DESIGNED FOR STRESS 13. OFF LOADING & HANDUNG 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 PURUNS ARE INSTALLED WITH JOIST HANGERS, OMIT THE PURUN 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 BACKFIWNG AND IS COMPACTED EA SIDE WITH 16d NAILS AT 12 (MAX) O.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 PURUN WIDTH, PRIOR ONSTRUCTION. J ' - cS ABBREVIATIONS (Sc SYMBOLS: CONSTRUCTION NOTES D —F DOUGLAS FIR PLCS PLACES `��/ . � , / ' ALLIANCE aeOregon.com EA EACH P.T. PRESSURE TREATED / / � Z /� GA GAUGE SP SOUTHERN PINE '►, • OREGON • 116 ENGINEERING GLB GLUE LAM BEAM SYP SOUTHERN YELLOW PINE i H —F HEMLOCK FIR TYP TYPICAL C v 95 Q � Specialists in Post Frame Engineering LOCATION MD DOOR W W/ 'MTH y �"S CLM �P5 ECON-O-FAB BUILDINGS ED WES - dill k- ( 1 C) O.C. ON CENTER ® AT 14255 SW PARMELLE £ 3� �W HUNZIKER RD �OPP OPPOSITE 0 DIAMETER EXPIRES: 6/30/ (ASTON, OR 97119 TIGARD, OR .1744 ©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 illt 1 PFB -09 Of 09 1901710 /0\ or I(Iu(I(I(IIII 8 3 SSW be oZ.' - 5 ( • PACIFICeLUMBERe/ prepared from colli)luter input by • ThiS 1111 77 (---4R £,2 ?7zz3 LUMBER SPECIFICATIONS TRUSS SPAN 35'. 0.0' IRC 2006 MAX MOUBER FORCES 4MR /ODFICq =1.25 TCM TC: 2x10 OF SS LOAD DURATION INCREASE = 1.15 (Non -Rep) 1- 2 -(- 10753) 4166 1 -10 =( -3947) 8813 1- 2=(.10753) 4360 13. 1=( •263) 200 85: 2110 OF 66 SPACED 90.0' 0.C. 2- 3=(.11142) 4429 10-11=(-4928) 12377 2.12 =( -542 1516 7.14- -1893) 159 6E05: 204 DF STAND; 3- 4= .12422 5024 11.12' .4062 12119 10. 3= •1893) 759 14. 8. •542) 1516 2o6 OF 92 A LOADING 4. 5 =(.10831; 4508 12.13.(-4952) 12119 3.11 =� •263) 200 8- 9= . 10153) 4360 LI( 25.0) +DL 10.0) ON TOP CHORD • 36.0 PSF 5- G =(-10831) 4508 13 -14 =(.4928 12377 11- 4 =1 -80) 418 TC MAX PURLIN SPACING 28'0C. UON. 0l ON BOTTOM CHORD • 1.0 PSF 6. 7= .12422 5024 14. 8.( -$841` 0813 4 -12= -1818) 656 a 56 MAX PURLIN SPACING 58'0C. UON. TOTAL LOAD = 38.0 PSF 7- 8= - 11142 4429 12• S= .175) 2282 8. 9= -10763 4380 12- 6• -18181 868 Connector plate prefix designators: BOTTOM CHORD CNEt1ED FOR IOPSF LIVE LOAD. TOP 6.13= .80) 418 C,CN,C18,CN18 (or no prefix) = Computres, Inc AND BOTTOM CHORD LIVE LOADS ACF NON•COHCURRENTL�f • C ( N,M20H6,M18HS,M18 • 61195 M1 series (1F F p BEARING MAX vERT MAX HORZ SAO REOIIIREO BAG AREA .G!••' - .,.-. � �� LOCATIONS REACTIONS REACTIONS SUE SOM. )SPECIES :. `Y D'- 0.0' .12341 47250 -312/ 3128 5.50' 7.56 OF 1 625( • > . !.. � 1! r�• r 35'- 0.0' / n .0' -12341 47254 -312/ 3128 5.60' 7.56 OF 625 er,r C. ALT 180'oc DETAIL c i ` r" t.... 1 1 j MAX LL DEFL • •0.450' (L/ 009) @ 17'• 6.0' L /240 = 1,704' ...T 1. MAX TL DEFL ' •0.847' (1/ 832 ) @ 17 • 8.0 1/100 • 2.472' ('� ''' i'NEC : :.•,t■l �' MAX 80012, LL DEFL • 0.124• @ 34'- 8.5' X/ - _ _ L E__ J y . 1, _ y • . MAX 40912. TL DEFL • 0.118 0 34'- 6.5' n D . o •.a SINGLE TRU REOUIREDON EACII S10E OF P015. 1,Z, � . : , ' • ••;; - : ' <) �1 ,� Design conforms to main eindforce-resieting :O CONNOCIIONS FOR FULL SUPPORT AND BETWEEN TRUSSES 7 -•• r\ system and components and cladding criteria. h BY OTHERS. REFER 10 PURLIN SPACING RSOUIREMENTS F �• r.- 1. 1,.' J y; ! .. ,,,«� �„ -' Wind: 110 eph, h =25ft, TCDI =B4O,BCDL =0.6, ASCE 7.05, PROPER BNAONG OF CHORD MEMBERS. 9' /Q Enclosed, Cat.2, Exp.!), MWFR6, E rl.:,' 77E:3 interior zone, load duration factor =1.8 17 -06 17 -06 t -- _- -_(- -_ - 1 - 'f 4 - 03.14 4.03.14 4-03 4 4 - 06 - 06 4 - 03.14 1 4 - 03.14 4.03.14 1 T T -- 12 12 2.00 M-5x12 - 2.00 5.0 5 .,-.r M -6x6 M -6x6 ��- -- : - -- -•,___ M-6x8 r� - � _ -�_ 1.1-6x8 �- M -6x10 M -8x10 2.8° - ~ ` 11-2x4+ MRS -12x18 MMS 12x18 i 2x4 f�/ ` \� `-..Z,-...„, %� /% \ \`'� �• . .... . � �' i ` .. i . �/ II- limoni _ Z .- 1 � t0 11 13 1 - 0 I J 1.1-6x8 91-6X6 -6x8 -6X6 0 J M -6x6 M -6x8 7 MHS - 12x18(5) n • y ) ______,I. Q b 5-10-08 y 5-09-12 l 5-09-12 -) - 5.09.12 5-09-12 5-10-08 y 35-00 4 R. C,q z .'S o CV' AS 4P0 il JOB NAME; ECO WESTPHIA! - 35 -PB scale: 0.2446 • J r c ' o �' WARNINGS: G ENERAL NOTES, nnutctnmenvaa noted: r y • • 1. glider be amnion connector ohm& be advbed of a a 0eneral Nolo 1. This buss design b adequate forme design parameters shown. Review and approval a Truss: 35 - P B end Warnings before eonslruclbn earnmenees. W the reaponsllNey 1616' a411ne designer, nor m. . `fir X) 2. 2x4 e0IIOresslen web bracing must be Insr•ead where shown -. Huss des{pnar el Imes enabler'. � � 2. Design assumes the loping bottom chords lobe laterally breast el I • 1:. ' ,rI 2. M lateral torn nstsneq 141661115 such u 6f6'60 7 ark Permene Y oz. end et 10 o.0. teaped1ely unless bream •nroegnout mob b rh by r DES. BY : MJ stability bracing must be designed by Mire' attendee sWCture- conlln e#.alhrng p.m si pryweod sheeme al re mum. w eel. 17118 �l C rononTrus assumes no responalbSt f a 2o I O b y or such bracing. . a MMriddltg or lateral bracing regwred tonere shown • • I DATE: 9/16/2010 0 6, ., 6E0.: e. No bad 5hbbtl be applied to renal Wn.9onad win allot eabcecaq end 4 Installation N I•.• k ms rospontltRly oldie 1•tpadM conbaAw. • '�v($1 D 46461 23 f a s t e n e r s are comp $te End e1 no Wr should env bads greeter nu m 6. Design assumes Wales are Is be used In a nen•an0SNe enNronmgm. . design bads be applied lo eny component. and are for 'dry rendition' of use. .s�(j � TRANS ID: 294374 s. eomporm has Iry realms outland assumes no responsit2ay fm the 9. De sign assumes full bearing ai supports shown. Shinn or wedge II J / Iab v$I'ns, nartalaq, shtpmem one Inslaaelbn of components. 7 Guam Memos 7 /Q • umes adequate Mingo nago m provided. I ` 77 6. This desgn is hawished subject to ms limaatbnc sot forth by O. Flateo end be located on both hoes of Buse. end placed so theft center TpbWrCA in BCSL codes ofWOG/twin be f amished upon requ lasesaolnelde wren jotm renter Ones. A 1 I1111 • Iill1 11111II11�II 11111 9. ogb brisk tonne sire of tem mmma lu rEXPIRES 6/10/11 l ul N u u` C o mpu7FUS. Ina. Saftwere +7.5.3.1F(tl)E + o. anon 6 design PAT =Iues see E6R 2s7m (CompuTrus) anaor 650.131 t. ESR -1 Gee (MReq. _I