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HomeMy WebLinkAboutBLD2015-00050 - 07 ENGINEERING 22175 S.Highway 99E,Canby, Oregon 97013 Phone:(503)263-6953 Fax: (503)266-7102 POST FRAME BUILDING STRUCTURAL CALCULATION (This structure has been analyzed and designed for structural adequacy only.) PROJECT No. MW14193 OWNER: JEFFERSON COUNTY DCD Dave Ward #2 BUILDING PLAN REVIEW 4429 Coyle Road Quilcene, WA 98376 0 APPROVED AS SUBMITTED APPROVED AS NOTED ENGINEER: 0 REJECTED NOTICE: Plans are erProVcd exc^^"' Date/ any c,Torrs or omissiont.. ,4411 wort; 5 Reviewer passe Inspection In conformance wiu1 all applicable codes and regulations. ��L. F . . "N 4, wast'vi , (.P Contact the Building Department / 4 REVIEWED FOR ' _� _�/�- CODE COMPLIANCE at or revisions orns tothe50 prior to making app approved plans eS ` °4., cf TE41 W S%ONAL 0 FEB 2J 7015 0.. �! ,L.19 0 JEFFERSON COUNTY DFPT.OF COMMUNITY DEVELOPMENT J 1L 1/6/2015 MW14193(Ward#1)50x84x10.xmcd 1 POST FRAME BUILDING REFERENCES: 1. 2012 Edition of the International Building Code 2. ASCE 7-10 - Minimum Design Loads for Buildings and Other Structures American Society of Civil Engineers, 2011 3. 2012 Edition, National Design Specification (NDS) Supplement For Wood Construction, American Wood Council, 2011 4. ASABE EP486.2 -Shallow Post and Pier Foundation Design American Society of Agricultural and Biological Engineers, 2012 L • tr.M 10.rAc7 a.f.;e 1/6/2015 MW14193(Ward#1)50x84x10.xmcd 2 DESIGN INPUT VALUES: Building Dimensions Wbldg:= 50.11 Width of Building Lbldg:= 84-ft Length of Building Hbldg:= 10'ft Eave Height of Building Overhang 0-inLength of Eave Overhang / 12 Roof pitch Rp;let,:= 4 Bay.:= 12-ft Greatest nominal spacing between eave wall posts ings:= 0.ft Total width of openings in left gable wall WLgableopen WRgablcopcnings:= 0-ft Total width of openings in right gable wall WFeaveopenings:= 14-ft Total width of openings in front eave wall WReaveopenings:= 0-ft Total width of openings in rear eave wall Design Loads for Building: Risk_Category :_ [11" v� Wind Design Values: Wind Speed: Wind Exposure: Uwind = 1 10 mph Exposure:_ I,.B" Seismic Design Values: Site class := ,.Q, I Ss := 1.283 Mapped spectral acceleration for short period S1 := 0.467 Mapped spectral acceleration for 1 second period Ra:= 7 Response modification factor Roof Load Design Values: pg:= 25-psf Ground snow load Pd= 3 psf Roof dead load Roof type is = "metal sheathing" NLr= 20psf Roof live load pd2:= 0-psf Additional truss bottom chord dead load (if applicable) 4 1/6/2015 MW14193(Ward#1)50x84x10.xmcd 3 DESIGN INPUT VALUES (Continued): Structural Members for Building: Eave Post Properties: (Solid rough-sawn post unless otherwise specified) Spost:= 6x6 Post Species := Post Grade := Hem-Fir ✓J 12 Purlin Properties: Girt Properties: Spurlin:= Sgirt:= ISx26 ' ISy26 Purlinspecies:= Gir species (MSR v IMSR Purtingrade ••_ Girtgrade ••_ 11650 ;v 11650 F PurlinapaC1Rg:= 24•in Girtapaeing = 27.7 in Post Hole and Footing Design Values: (hod:= 1500•psf Assumed soil vertical bearing capacity Smit= 100 psf Assumed soil lateral bearing capacity dia_footing:= 2•ft Main eave post footing diameter Slab and backfill information Concrete_slab := INo Backfill_type:= 'Concrete v Main eave post hole backfill Cloo 0 (GO TO LAST PAGE FOR SUMMARY OF RESULTS) 0 LU LL. 1/612015 MW14193(Ward#1) 50x84x10.xmcd 4 SNOW LOAD ANALYSIS: For roof slopes greater than 5 degrees, and less than 70 degrees. pg= 25 psf Ground Snow Load (from above) Ranglc= 18.43 deg Angle of roof Ce= 1.00 Exposure factor Ci= 1.00 Thermal Factor Cs = 0.79 Roof slope factor ig = 1.00 Importance factor 1. Determine Roof Snow Loads: pf:= 0.7•CeCt•Is•pg Equation 1 pf= 17.5 psf Flat roof snow load; Roof slope < 5deg Ps .= Cs•pf Equation 2 ps = 13.9 psf Sloped roof(balanced) snow load 2. Determine final snow load, psu ps„= 25 psf Final roof snow load 5y :_ fl y 1/6/2015 MW14193(Ward#1)50x84x10.xmcd 5 WIND ANALYSIS: Method 2 -Analytical Procedure Vwind = 110 mph Wind Speed kd= 0.85 Wind Directionality Factor kn= 1.0 Topographic Factor 1cL= 0.701 Wind Exposure Factor(windward) IW = 1.00 Importance factor 2 qh:= 0.00256•kz•kz•kd•Vasd •Iw qh= 11.07psf Velocity Pressure Calculated Wind Pressures: Windward Eave Wal I: Leeward Eave Wall: qww:= gh•CGCpfivw gl := gh•GCpn qww= 5.72 psf qlw= —4.60 psf Windward Gable/Mall: Leeward Gable Wall: gwwg:= gh-GCpfwwg glwg:= gh•GCpnwg gwwg= 4.43 psf glwg= —3.21 psf Windward Roof: Leeward Roof: gh'GCprwr qtr:= gh•GCpflr qwr= —7.64 psf qh = —5.19 psf Wall Elements: Roof Elements: qwe:= gh•GCpiw qr:= gh•GCpf qwe= —8.85 psf qr= —8.85psf Internal Wind Pressure (+1-): qi gh•GCpi q;= I.99psf + m• yyx+s+w, ‘. 1/6/2015 MW14193 (Ward#1) 50x84x10.xmcd 6 SEISMIC CALCULATIONS: SB = 1.28 Mapped spectral acceleration for short periods(from above) S1 =0.47 Mapped spectral acceleration for 1-second period (from above) Te= 1.0 Importance factor Ra= 7 Response modification factor(from above) 1. Determine the Seismic Design Category a. Calculate SDs and SDI For SDs: For SDt: For Ss= 1.28 For S1 = 0.47 F.= 1.00 Fv= 1.53 SMS:= Ss'Fa SM1 Sl'Fv. SMS= 1.28 SMl = 0..716 SDs (-32)*Sms SDI ( }sMl SDS= 0.86 SDI = 0.48 Seismic_Design_Category = "D" 2. Determine the building parameters Building dead load weight. W: [2.(WbId5 W:= [W C` 2) + + + \ Hbig' ldg' Pfs' PdLbld 2 'Pd W. 16620.0 lb Building area, Ab: Ab 1-bldg'Wbldg Ab= 4200 ft2 0 0 W 1/6/2015 MW14193(Ward#1) 50x84x10.xmcd 7 3. Determine the shear force to be applied a. Determine the fundamental period, T X0.75 Hroof Hbldg+ 2 Ta:= .02. T:= Ta T= 0.15 s ft b. Detemine the Seismic Response Coefficient, C5: Cs is calculated as: But need not exceed: SDS Csa = 0.467 Cs2:= Ra 0 122 But shall not be less than: C Ie s2 = Cs' = 0.038 Cs = 0.122 Seismic Reponse Coefficient to used in determination of seismic base shear c. Detemine the Seismic Base Shear: Ukase shear:= Cs'W ''base shear= 2031 lb 4. Determine the seismic load on the building: Since SeismicDesign_Category= "D" , p = 1.3 E = 1848 lb Seismic load on building IL ate.' A A. 3. d 1/6/2015 MW14193(Ward#1) 50x84x10.xmcd 8 BUILDING MODEL: STEP 1: DETERMINE THE SHEAR STIFFNESS OF THE TEST PANEL This procedure relies on tests conducted by the National Frame Builders Association. The test was conducted using 29 gauge ribbed steel panels. These ribbed steel panels are similar to Strongpanel, Norclad, and Delta-Rib which are in common use by builders in this area. The material and section properties for the test panels are thus reasonable and will be used throughout. The stiffness of the test panel was calculated to be: c = 2166 lb/in STEP 2: CALCULATED ROOF DIAPHRAGM STIFFNESS OF THE TEST PANEL c' = (E X t) / (2 X (1+V)X (g/p) + (K2/ (b' X t)^2)) Where: Estee! = 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 (K2)was solved for. K2= 1275 in4 sheet edge purtin fastening constant STEP 2.2: Use new building width to determine stiffness of new roof diaphragm (ch) Wbidg K2:= 1275in4 U = 18.43 deg Angle of roof pitch 2 from horizontal bnew cos1,6) t:= 0.017-in Esteel 27500000-psi bnew= 316 in Estee C K2 2.961 + lb 2 c = 9930— (bnew't) in STEP 2.3 & 2.4: Calculate the equivalent horizontal roof stiffness (c1) 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 bnew a := Bay. ch:= 2.c.cos(U) a - Ib a = 144 in ch = 39253— in 1/6/2015 MW14193(Ward#1) 50x84x10.xmcd 9 STEP 3: DETERMINE THE STIFFNESS OF THE POST FRAME (k): Since the connection between the posts and the rafters can be assumed to be a pinned joint, the model for the post frame can be assumed to be the sum of two cantilevers (the posts)that act in parallel. The stiffness of the post frame can be calculated from the amount of force required to deflect the system one inch. The spring constant (k) in pounds per inch of deflection results directly. k= 566 p1i STEP 4: DETERMINE THE TOTAL SIDE SWAY FORCE (R): Apply wind loads to the walls to determine the moment, fiber stress and end reaction at prop point R. Calculate Total Wind Load: (le= 10.31 psf wind load gwwpost qe-a \ gwnvpost= 10.31 ph 2 Lpostbndg Mwind gwwpost' 8 / Mwind: = 15037 in-lb Mwind lwind := fwind = 209 psi `Xeavepost 1 R:= (3.g t 8bndg R = 4181b STEP 5: DETERMINE THE RATIO OF THE FRAME STIFFNESS TO THE ROOF STFFNESS: This ratio (k/ch)will be used to determine the side sway force modifiers. k = 0.014 STEP 6: DETERMINE SIDE SWAY RESISTANCE FORCE: mD = 0.919 STEP 7: DETERMINE THE ROOF DIAPHRAGM SIDE SWAY RESISTANCE FORCE: Q:= mD-R Q = 3841b Since not all of the total side sway force (R) is resisted by the roof diaphragm, some translation will occur at the top of the post. The distributed load that is not resisted by the roof diaphragm will apply additional moment and fiber stress to the post. Mdfl= 4868 in-lb fdfl= "Psi Calculate the total moment and the total fiber stress in the post. />". Mtot= mD'Mwind + Mdfl Mtot = 18688 in-lb 0Q ftot:= m D'fwind + fdfl ftot= 260 psi W -J LL. 1/6/2015 MW14193 (Ward#1)50x84x10.xmcd 10 MAIN POST DESIGN: Calculate allowable unit compression stress, Fcc. Fc1 = 575 psi F := Fel'Cmepost'Ctpost'C Fcpost'Cipost Fc= 575 psi Allowable compression stress including load factors Lpostbndg= 108 in Bending length of post dpost= 6 in Minimum unbraced dimension of post Ke:= 0.8 c := 0.8 Erni, . d = 400000 psi E',,,;,,:= Emin_wood'CMEpost'CtpostE'CipostE le Ke'I-post bndg lc= 86.4 in E'min= 400000 psi 0.822 E'en Load duration factors (CD): FcE := FeE = 1586 psi Ie �2 CDconst= 1.25 CDWind = 1.60 / Crow = 1.15 Calculate Column Stability Factor, Cp: 1 Felt " (1 FcE "2 r.cE + + Fe.CD Fe.CD Fc'CD Cp 2-c \ 2-c j c Cp_Lr= 0.88 Cp Snow= 0.89 Cp Wind= 0.84 Fee Lr:= Fe-CDconst'Cp Lr Fee Lr= 634.202 psi Allowable compression stress on the post; load case 1 FccSnow:= Fc'CDsnow'Cp_snow FccSnow= 591 psi Allowable compression stress on the post; load case 2 Fcc_Wind FC CDwind-Cp_Wind FecWind= 773 psi Allowable compression stress on the post; all load cases except load cases 1 and 2 roof= 28psf Total roof loafing Pdcadpost= 900 lb Axial loading per post due to roof dead load PL1oot= 6000 lb Axial loading per post due to live roof load Psnowpost= 7500 lb Axial loading per post due to roof snow load (load case 2) Psnowpostrs= 5250 lb Axial loading per post due to roof snow load (load case 5) Fb Fbl'CDwind'CMbpost'Ctpos£CLpost'CFbposf Ctupost'Cipost ' Fb= 920 psi Allowable bending stress per post including load factors 1/6/2015 MW14193(Ward#1)50x84x10.xmcd 11 Check Load Cases: Load Case 1: Dead Load + Live Roof Load fbi := 0 fbi = 0 psi Actual bending stress on post Pdeadpost+ PLroofpost fe:= fe= 192 psi Actual compression stress per post fe \ CCFALI1 := CCFALII = 0.30 Load Case 2: Dead Load + Snow Load fbi := 0 fbi = 0 psi Actual bending stress on post fc — Pdeadpost + Psao ipost fe= 233 psi Actual compression stress per post Apost fe CCFALI2 \.Fce_snow CCFALT2 = 0.39 Load Case 3: Dead Load + 0.6*Wind Load fbi := fret fbi - 260 psi Actual bending stress on post Pdeadpost fc:= fe= 25 psi Actual compression stress per post Apost CCFALT3 :_ le 2 + fbi F ccWind/ Fb• 1 - - Fo& CCFALI3 = 0.29 0 V 1/6/2015 MW14193(Ward#1) 50x84x10.xmcd 12 Check Load Cases - cont'd: Load Case 4: Dead Load + 0.75* (0.6 *Wind Load) + 0.75 * Live Roof Load fb1 := 0.75.(40t) fbl = 195 psi Actual bending stress on post 1'deadpost+ 0.75.PLro fp„st fe:= fe= 150 psi Actual compression stress per post Apost fe \2 fbt CCFALI4 := + Fcc_Windi Fb ICCFALI4 = 0.27 F`E)- Load Case 5: Dead Load + 0.75 * (0.6 * Wind Load) + 0.75 * Snow Load fbi := 0.75.(ft0t) fh1 = 195 psi Actual bending stress on post Ic Pdeadpost+ °•75.Psnowpost_fs re= 134 psi Actual compression stress per post Apost 2 CCFALI5 := fe + fbt f �FccWind' Ft,- 1 - - \ FcE CCFALI5 = 0.26 Load Case 6: 0.6* Dead Load + 0.6 *Wind Load fbi := ftot fbi = 260 psi Actual bending stress on post 0.6'Pdeadpost fe:= fe.= 15psi Actual compression stress per post Apost f 2 fb1 CCFALI6 := c + �Fee_Wi•ndi / fe Fb 1 – — \ F CCFALI6 = 0.29 eE rte:. CCFALI = 0.39 Less than or equal to 1.00 thus OK c p'. 1/6/2015 MW14193 (Ward#1)50x84x10.xmcd 13 DETERMINE GABLE WALL SHEAR LOADS: 1. Determine the wind load on the eave wall to be resisted by the gable wall in shear: qe= 10.3 psfEave wall wind pressure from above Cima= 4.8 psf roof wind Veave wind:= (0.375.r11)•1414g'41dg'ge} (Hroof'Lbldg'groof) 2 Vcave wind= 3173 lb 2. Determine the seismic load to be resisted by the gable wall in shear: Veave seismic :_ —E Veave seismic = 924 lb 2 3. Determine the controlling load to be resisted by the gable wall in shear: The controlling load= "Veave wind" . Therefore, Vgable them.— 3173 lb Vgabie_shear is the shear load that is transmitted through the roof diaphragm to each gable wall. Normalize the load to a per foot basis. Vgahle_shear VlgablewaII= Left gable shear load 1 Whirls — WI'gableopenings gablewall= 63131f V gable_shear `'rgablewall:= 63 if Right gable shear load WvT bldg — WRgableopenings gablewall= P g The gable wall diaphragms can resist the shear loads as follows: vigablewall< 142 plf Use 29 gauge metal sheathing. Install per the Typical Screw Schedule as shown on the Standard vrgablewall<_ 142 plf Details drawing in the engineered drawing package. 0 U 1/6/2015 MW14193 (Ward#1) 50x84x10.xmcd 14 DETERMINE EAVE WALL SH EAR LOADS: 1. Determine the wind load on the gable wall to be resisted by the eave wall in shear: 9g= 9.6 psf Gable wall wind pressure f= 8.311 0.375•mD'}Ibldg Wbldg9g +0.5.goof'Wbldg'4g Vgable_Nvind:_ 2 Vgable_wind= 1827 lb 2. Determine the seismic load to be resisted by the eave wall in shear: Vgable_seismic:= 2 Vgable_seismic= 924 lb 3. Determine the controlling load to be resisted by the eave wall in shear: The controlling load= "Vgable_wind" . Therefore, VCa.e shear= 1827 lb Veave shear is the shear load that is transmitted through the roof diaphragm to each eave wall. Normalize the load to a per foot basis. Veave shear '1avewall .�• Lbldg WFeaveopenings eavewau= 26p1f Front eave shear load Veave shear "'eavewall WRea� \'feavewall= 72 psf Rear eave shear load W B eope�un85 The eave wall diaphragms can resist the shear loads as follows: vfeavewatl < 142 plf Use 29 gauge metal sheathing. Install per the Typical Screw Schedule as shown on the Standard vreavewall 142 plf Details drawingin the engineered g sneered drawin g package. 0-> ..yp. `.praQ w1106. oT•: • 1/6/2015 MW14193(Ward#1)50x84x10.xmcd 15 EMBEDMENT FOR MAIN POST: Calculate the minimum required post embedment depth for lateral loading for the main posts. Post_is = "not constrained by a concrete slab" Va= 404 lb Lateral shear load at the groundline Ma = 779 tub Moment at the groundline dia footing= 2 ft Main post footing diameter Ssoil = 100 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. 2.2 ft This is the minimum required post embedment depth for lateral loading depmsost= 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 = 3173 lb Calculated from above Veave wind-Ilbldg Cpost:_ — Ct>nst= 635 lb This is the uplift load on one gable wall post Wbldg 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: Bay 'ay• bldg'2P' bt% sf Roof= 60016 Dead load of roof W Gable_wall 'bldg'(Wbldg) + nYoof' bldg + C"bldg'2 Bay) .2.psf Gable wall= 1657 lb Dead load of gable wall I\ depth_gable_footing= 3.5 ft gable post embedment depth Posts:_ (Hbldg+ depth_gable footing)"Wpost Posts= 1181b 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 = 797 lb Gable post backfill weight if gable end post hole is backfilled with concrete (0 if granular or native soil backfill. Concrete backfill may or may not be required to resist gable wall panel uplift). Wttot` Gable wall + Roof+ Posts + Backfill a.. Total resistance for gable ural panel uplift. Since Wttat is greater than the 0 Wttot= 3171 lb gable wall panel uplift, Cpost, the gable wall footing is adequate. W 1/6/2015 MW14193(Ward#1) 50x84x10.xmcd 16 FOOTING DESIGN FOR MAIN POST: Determine the footing size and depth for vertical bearing for the main posts. g9O1r= 1500 psf Soil bearing capacity for footing dia_footing= 2 ft Footing diameter ( 2 ' dia footing Af""ti"g - \ 4 Afooting= 3.14112 Footing area Post_iepth= 4.0 ft Minimum required post embedment depth Pfooting:= Afooting'Choir"tactor+ Pskin Pfooting= 879616 End bearing capacity of footing Ps„"„, = 8400 lb Total footing load Note that the end bearing capacity(Pfooting) is greater than the snow load (Psnow). This is OK. II 0 C di • 1/6/2015 MW14193(Ward#1) 50x84x10.xmcd 17 GIRT DESIGN: The girls will simple span between posts and loaded horizontally for wind. Calculate bending stress due to wind loading and determine the adequacy of the girts. qwegirt= 2.09 pli /.girt span= 138 in Orientation= "Flat" 2 Lgirt span Mgirt:= gweg'rt8 Mg;rt = 4967 in-lb Bending moment in the girt fbgirt:= Mgirt fbgirt = 2408 psi Stress applied to the girt Sgirt Determine the allowable member stress including load factors. FbGirt= 1650 psi Crb,,,ind = 1.60 CMbgirt= 1.00 Ctgnt= 1.00 CLgin= 1.00 CFgirt= 1.00 Cfugirt= 1.15 Crgirt= 1.00 Fbgirt FbGirt.CDwind'CMbgirt.Ctgirt'CLut'CFgirt•Cfugirt.Crgirt Fbgirt = 3036 psi > fbGirt This is OK. PURLIN DESIGN: The purlins simply span between pairs of trusses or rafters. Determine the adequacy of the purlins. Purlin = '•2x6" Purlinspacing= 24 in O.C. Ipurlin span= 135 in ;'purlin= 4.43phi Maximum combined distributed roof load along top edge of purlin 2 wpurlin'Lpurlin_span Mpurlin:= 8 Mpurlin= 10086 in•lb Bending moment in the purlin Mpurlin fbpurlin:= fbpurlin= 1334 psi Bending stress applied to the purlin Spnrlin Determine the allowable member stress including load factors Fbpurlin= 1650 psi CDsnow= 1.15 CMbpurlin= 1.00 Ctpurlin= 1.00 Cl,purlin= 1.00 CFpurlin= 1.00 Cfupurlin= 1.00 Crpurlin= 1.15 Fbpurlin FbPurlin'CDsnowCMbpurliri Ctpurlin'CLpurliri CFpurlin'Cfupurlin'C rpurtin bpurlin = 2182 psi > fbpurlin This is OK >- a. 0 V W I.L.. 1/6/2015 MW14193(Ward#1)50x84x10.xmcd 18 MAIN POST CORBEL BLOCK DESIGN: Determine the required number and size of bolts required in the main post corbel block. Allowable fastener shear capacities 7Tbolt 58 = 1590 lb Shear capacity for 5/8" dia. bolts 7Tbolt 34= 2190 lb Shear capacity for 3/4" dia. bolts zTbort to = 3600 lb Shear capacity for 1" dia. bolts zTnail 16d = 122 lb Shear capacity for 16d nails zTnail 20d = 147 lb Shear capacity for 20d nails Psnow= 8400 lb Combined snow, or live roof, and dead loads on corbels If 5/8 dia. bolts are used: Nbolrs58 = 4.6 Number of 5/8" dia. bolts required in the corbel block, if used. If 3/4 dia. bolts are used: Nbolts34 = 3.3 Number of 3/4" dia. bolts required in the corbel block, if used. If 1 dia. bolts are used: Nboits10 = 2.0 Number of 1" dia. bolts required in the corbel block, if used. If 20d nails are to be used: Nairs2od = 24.8 Number of 20d nails required in each corbel block, if used. If 16d nails are to be used: Nailsl6d = 29.9 Number of 16d nails required in each corbel block, if used. 4 • • 1/6/2015 MW14193(Ward#1)50x84x10.xmcd 19 SUMMARY OF RESULTS: Building Dimensions Building Design Loads ''bldg = 50ft Width of Building Ground_snow_load= 25psf T bldg= 84 ft Length of Building Roof dead load= 3 psf Wind_speed= 110 mph Hbtdg= /Oft Eave Height of Building Wind exposure = "B" Overhang= 0 in Length of Eave Overhang Seismic_Design_Category= "D" Rp;mh= 4 / 12 Roof pitch Post Details Footing Details: Post_size= "6x6" Post_is = "not constrained by a concrete slab" Post_grade = "42 Hem-Fir" Postdepth= 4.0 ft Design Post Depth Usage = 39 % Combined stress usage of post dia footing= 2.0 ft Design Footing Diameter Shear Wall Details: Footingusage= 95 % Stress usage of footing vgabtewau= 63 p1f Max. shear in gable wall veavewall= 26p1f Max. shear in eave wall Girt Details: Girt usage= "79% Stress usage of wall girt" Orientation= "Flat" Purlin Details: Purlin_usage = 61 % Stress usage of roof purlin Corbel Block Bolts: Nbottsss= 4.6 Number of 5/8" dia. bolts required in the corbel block, if used. Nbotts34= 3.3 Number of 3/4" dia. bolts required in the corbel block, if used. Nbotts10= 2.0 Number of 1" dia. bolts required in the corbel block, if used. Nails20d= 24.8 Number of 20d nails required in each corbel block, if used. Nailsl6d= 29.9 Number of 16d nails required in each corbel block, if used. SPECIAL NOTE: {i 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 bythe ' ` design engineer is required. V` ' Component Solution.", Truss Oregon Truss Inc Truss: A-Ward-2 Version:5.11.1[Build6] PH 503-581-8787 ProjectName: 1412255mwb - Date: 12/31/14 10:40:22 Page: 1 of 1 Span Pitch Qty OHL OHR CANT L CANT R PLYS Spacing WGT/PLY • 50-0-0 4/12 12 0-0-0 0-0-0 0-0-0 0-0-0 1 72 in 313 lbs 50-0-0 5-10-13 4-9-5 4-9-54-6-10 5.0.0 5-0-0 4-6-10 4-95 435 _ 510.13 5-10-13 10-8.2 l 155-8 I 20-0.0 I 25-0-0 30-0-0 34.510 39-3-14 l 441-3 ( 50-0-0 Continuous 2x6#2(or better)Blocking �_�_ 20d(0.196"x 4")nail-typ. ri 6412- L \ 2x6B.0 7 12 1841 e1 1x41 Section A-A 12 4� 6 6 n4 4x51 4x51 5x121 5 9 5272\ 1x41 4 - 10 1x41 d 3 �� \9111444001.11 s6 1.5x41 1.544/ m_6 2 12 46x12 H5 18- A 6x12 HS 18- iZ s 17 16 A 15 14 l K13 4x10- 10410 HS18- 10410 HS18- 4410- Note:A 2-ply truss of this design may be installed at 12'-0"0.c.(each ply supports 6'-0"of tributary load).The tress plys may be separated 5.5"as shown(see Section A-A detail)and installed en each face of a 6x pole/column(truss support and connection design by others).Install 2x6 42(or better)blocking w/20d(0.196"x 4")nails @ 12"os.along each bottom chord member.Blocking must be continuous throughout the bottom chord length.Install bottom chord lateral bracing(purlins)44 25'-0"O.c.max.Block between the top chord members at 24"o.c.max.WI 2x6#2(or better) or 4x6#2(or boiler)material.Attach the blocks w/4-10d nails(min.)through each top chord member.Install top chord purlins @ 24"mc.max,as specified on this design(purlin design by others). 0-0-0 0-0-0 108.2 9-3-15 10-0-0 9-3-15 10-8-2 108-2 20-0-0 30-0-0 39-3-14 50-0-0 Loading General CSI Summary Deflection L/ (hoc) Allowed Load (psf) Bldg Code: IBC20121 TC: 0.93(11-12) Vat TL: 1.27 in L/465 (15-16) L/180 TOLL: 25 TPI I-2007 BC: 0.83(17-1) Vert LL: 0,92in LI640 (1516) L/240 TCDL: 5 Rep hoar Increase: No Web: 0,87(5-16) Hort TL: 0.39 in 13 BOLL: 0 DOL.: 115% Creep Fetor,Ker-15 BCDL: 1 Plate Obsess(Jnt'X,Y,Ang): (19-3,3-1,a) (2 0,5-13,19.) (3:00,5-13,90.) (4414,2-10,18.) (5:0-0,5-13,1&) (6:0-0,5-13,90.) (7:0-0,5-13,0) (8:0-0,5-13,90.) (9:00,5-13,18.) (10:0-14,2-l0.lt.)(1140,5-13,90.) (12.0-05-13,19) (139-3,3-1,0.) (14:0.0,5.8,0.) (15:0.0,5.0,0,) (160-0.5.0,0.) (17:0-0,5-8,0.) Reaction Summary IT Type Brg Combo Beg Width Material Reid Bre Width Max React Max Cam Uplift Max Wind Uplift Max Uplift Ma Benz I You(Wall) 1 5.5 in Douglas-Fir-Larch 4.96 in 4,650 lbs - .571 lbs -571 lbs -61 lbs 13 H Roll(Wall) 1 5.5 in Douglas-Fir-1arch4.96 in 4,650 lbs . -571 lbs -571 lbs 0 lbs Material Summary Bracing Summary TC DFL 2250/2.0 2a6 'IC Bracing: Purlins at 24'o.c..Purim design by Others. BC DPL 2250/2.0206 BC Bracing: Purlins at 6-II41,Dalin design by(hhen. Webs DPI.Sud 2x4 exap: 5-16 DPI.1800/1.82x4 7.16 DFL#192x4 215 DFL 91B 204 9-15 DFL 180018 254 Loads Summary I)This truss has leen designed for dm effects ofwied loads in accordance with ASCE'/-IO with the following user defined input:110 mph ultimate,Exposure B,Fully Eatosnel,Gable/Kip, Building Cahpxy 1(1-0.87),(Overall Bldg thins 50 ft x HD ft,h=1511 Not End Zone Truss.Both end webs considered DOL=1.60,CC Zone Width 0 ft 2)Minimus storage ams loading in accordance with IBC Table 16071 has net been applied 3)Ie accordance with IBC Table 1607.1.minimum BCLL's du not apply. 4)'ISa Muss a designedas an agricultural truss which for the purposes of this program is defined ase structure that represents a low Barad to people and paperly.See BCSt-ll)for installation and temporary bracing 5)Dead loads have not been reduced ohm calculating We uplift ruction as allowed by ANSUFPI I,Chapter 6. Member Forces Summary Table indicates:Menta m,max CSI,max axial force,(max comp fora if different from itax axial fora) TC 1-2 0.840 .12,428 Da 6-7 0.597 -8,847 lbs 11-12 0933 -11,407 Ds 2-3 0.933 -11,40/the 7-8 0.597 -8,047(ha 12-13 0.640 -12,428 lbs 3.5 0.771 -11,418 lbs 8-9 0.599 -8,872 lbs 5-6 0.599 -8,872 lbs 9-11 0.771 -11,418 lbs BC 13-14 0.830 11,6(6 lbs (-2,131 lbs) 15-16 0.444 4,960 Ills (-1,113 lbs) 17-I 0.830 11,616 lbs (-2.133164) 14-15 0.689 9,517 has (-1,6691bs) 16-17 0.689 9,517 lbs (-1,669 hs) Webs 2-17 0.551 -1,104 lbs 6-16 0.648 -828 lbs 9-15 0.869 -1,877 lbs 3-17 0.259 -958 lb. 7-16 0.731 2,681 lbs (.579 lbs)9-14 0.613 1,1132 lb, (41138 Ma) 5-17 0.613 1,812(ha (-400164)7-15 1411 2,681 lbs (-579 the) 11-14 0.259 -958 Ire 5-16 0.869 -1,877 lbs 8-15 0.648 -828 lbs 12-14 0.551 -1,106 lie A veE .,-,,,,,,,, Notes: OS/fe� 1)Who thetrue has been chosen f quality assurance inspection.othon.heDauble Polygon Method per TP11.2007,Chaper 3 shell be wed.Fabicarian tebana=10%. �. h 2)Building Deign hall unify selfweightof the truss and other dead load materials do not ex,red TCUL5 psi ,r ie at 3)Building Degn -hal) 'fy self weight° a hues end other dead brat nitrile do not exceed BCDL I psf. . 5)Listed M material shown reactionsbased bo MWFRs Onlmy len chg ., , J 4)Listevmataafhewnonshesed a MWhas onlybaningckd for resistance perpendicular to gang and does not iodate adequacy of material for other design wmsiderurims. 7 !1 a , , {(� i C 12/31/2014 . - NOT ICE A copy of this design shall he famished to the reaction contractor.The design of this individual tress is based on design criteria and rcgaim tents supplied by the Tasty Mandactam and relics upon the aecuracy and Simpson Strong-Tie Company coaplerenean of he information set forth by the Building Designer.A sal on this drawing indicates acceptance of prat sional engineering rapmsibilty solely for the miss component design shown.S.the cava page and the "important Infomutinn&General Noon"page for additional infoa aias.AU connector planes shall be nunufarurd by Simpson Shang-Tic Company,Inc in accordance with ESR-2762.All connect.pates arc 20 gauge,unless the specified plate size is followed by a"-IS"which indicates an 18 gauge plate,or"S918",which indicates a high tension 18 gauge plate. BUILDING B -,I'te, 50 '-0" (-4,-"4"'" 20 ' 0" 30'-0" O f .3,1 q I5— ioNts— � , MOTHER - •OM IfV/46. N CLONING ROOM \_--- r_ . au'^^-- 0 . \\./. co 0 0 VEG PLANT ROOM ;7E [i _ E. (->("-c., \(',', ` FEB 2 3 20,5 �nrnrN7 `/ 0 I __ i 1 1 u v 50'—O" / 13._0.. y Y / / ,I .I .I I I I N DC IX D4 14. I \ l 1 A ,I NC A % OI OI Z N I KU 0 A VI C A A N ✓ —A Z m N VI I 00 n }-- w d< d- d 1 d- d d d- J d c J d b , b b b b h b b b b b b D< NI B. IN N% OW u am N N Dm m O A z4 C OA A -1 r wN -0 }-w w 4 4 4 4- 4 4 4 4' r 4 4? P P d P P P P P P (.P P P P � O m I ' z Da ;a 1 CA mr O VIA 0 A N m N O N ND I x0 _m 0 FI I O NZ A N.,-0 10 C NA 0A AIr DO z Q2 1.-, M aO }-- d- d I - d d d d d—__f d 4 I 1 , b b bb b ti l 0 / I \ CD Om mm f l A it x0 NF A U m IN CO TO p N W N 1r G) ,j A F On A 0 1• I. 0 A 'I m I m N x Z O O T D AO r A 5 N1 rm n •• 0 E 4B Z A .x. Um CO A NZ m Z aD 0Z m I m mn 'T--- w i1 [I' , ,1 -Ir = f I11 li L_1 I p -,r P I k� q - \ 1 - F m0 DZ 10D : 4110 I N v — I a OA N o m 0r C < AZ r Ar la 01 D Z O 0 ✓ m U }-- w di J di. d 4 d d d d di d J d 1 , b b b b b b 6 b b b b d< NI w N 1 N O A C A E Z 0 }-- 1--41--4--11 Il 4 4 4 4 4 11-4' 41 41 P P—>L-P P—II-11-11----11-11- 1 —P P—P P x n FDU m porn r 010 wm A X0 N m x A A m N N A Olm N1 O D o 0 AO I 2 A O O O m r I O m 7O a m -0 A ri V)A o A 0 U D A 0 C r D O r -A FE A utm �r >v NZ r N Z N A m z .r, Ut I 1 " „7.4--J rr— T----,�-1 -� - 0 , 0 FEB 2 3 2015SI.s._, _. , . T of 5 DAVE WARD #2 , -- t M & W BUILDING SUPPLY 4429 COYLE D. '»�Y JEFFERSON COON CUSTOM POLE BUILDINGS QUILCENE, WASHINGTON & Dr"T.OFCOMMUNI' 3MAllglft..L 50' WIDE x B4 ' LONG x 10' CAVE JEFFERSON 22175 S. HWY. ODE r�), COUNTY: CANBY, OREGON 97013 of W `CC4. ROOF LOAD, LIVE 25 PSF ENGINEERS DESIGN RESPONSIBILITIES ARE LIMITED EXCLUSIVELY TO 503 263-8953 N DEAD LOADS 3 PSF THOSE DOCUMENTS BEARING HIS SEAL AND SIGNATURE. ANY ALTER- 503 266-7102 (FAX) T a AT IONS TO THESE DOCUMENTS OR THE PHYSICAL STRUCTURE BY ANY h ,; � . ^ WIND LOAD, 110 MPH EXP, B PERSONS DR AGENCY SHALL VOID SAID DOCUMENTS AND RELIEVE ENGR OF SCALE, NONE _ a DESIGN RESPONSIBILITY, AND MAY CREATE LIABILITY ISSUE FOR THEMSELVES SEISMIC ZONE, D DRAWINGS ARE FOR STRUCTURAL COMPLIANCE ONLY. THEY ARE NOT TO / 4 ,- Id /�/` FOUNDATION PRESSURES 1500 PSF BE CONSTRUED AS HAVING BEEN PREPARED FOR BUILDING USE, OCCUPANCY RDO/RM 12/30/14 VVV ! AND/OR FIRE B. LIFE-SAFETY REQUIREMENTS OF LOCAL CODES OR i 0 ./ 1 LAT. SOIL BEARING, 100 PSF AGENCIES. SLAB B. HAIRPINS SHOWN FOR CONSTRAINMENT ONLY. DESIGN o 4F 37213 w4 OTHERS. THIS BUILDING DESIGN, 2012 I.B.C. STRUCTUREMIX, THICKNESS,HAS NOT BEEN DESIGNED FORCEMENT USE WITHYINTE INTERIOR FINISH 1CISI�'te 4 CLOSED BUILDING MATERIALS SUBJECT TO DAMAGE OR FAILURE DUE TO LATERAL MOVEMENT BUILT MW14193 �Ss`jQNALB�G,T� FILE COPY u)IS - 50 0 1 (' NOTES' SEE TRUSS DRAWINGS FOR DOUBLE TRUSS BLOCKING REQUIREMENTS AND WEB BLOCKING LOCATIONS, IF APPLICABLE. FOAM RIDGE CAP FASTEN • CLOSURES W/ STITCH SCREWS AT ALTERNATE RIBS METAL SALES PRO-PANEL II(TM)OR EQUAL. 0.0165" GRADE ESTEEL SIDING & ROOFING. FASTENW/ 1 1/2" CAD PLATED #10SCREWS CP 9" O.C. (TYP)-i1I 3 "T" BRACE 1 W IN THE MIDDLE 'Y:' :1. 5/8" BOLT THRU TRUSS 1 FNNJ (DO NOT DAMAGE TRUSS PLATE) & W/ 6-20d 2" EDGE EA SIDE (TYP) DISTANCE ID 2x6x24" BLOCK W/ 5 1/4" 5:50/87. -S/8" DIA MBs W/ MIN IOU WASHERS EA SIDE (TYP) @ 3" O.C. 11 W0 O --V- ©© El 3.. O.C. NW 1 oIII Q 3" O.C. J ill 3" O.C. OL Om • IQ in \ cO 2411 DIA CONCRETE I BACKFILL ALL a COLUMNS (TYP) QCROSS SECTION 1 1/4" MIN EDGE DISTANCE 6-2Od EA 12 2 1/2" MIN O.C. deSIDE (TYP) 2 1/2" MIN O.C. H 2 1/2" MIN O.C. 1 ' 6-E0d EA SIDE (TYP) . `:: } 2x6 BLOCK W/ 6-20d EASIDE (TYP) 8-20d EA SIDE L t \ 22 3/16" 51 I: \ 2x6 MSR 1650 GIRTS 4 I W/ 2-20d EA END (TYP) 5 t - v- 5 5 :C I: GRADE IL \ ` \ SKIRT BOARD \ 2X10 PT HFIR #2 W/ 6-20d 0 0 EA END (TYP) 0 I I I "v 1 6" DIA CONCRETE BACKFILL ALL gl ENDWALL FRAMING CORNER ENDWALL COLUMNS (TYP) SHT 2 of 5 M & W BUILDING SUPPLY DAVE WARD ig r� 4429 COYLE RD. �r���j" 1.1 L. Ftp CUSTOM POLE BUILDINGS V QUILCENE, WASHINGTON �f' 50' WIDE x 60' LONG x 10' EAVE JEFFERSON 22175 S. HWY. 99E ti pF WA, tt a COUNTY: CANBY, OREGON 97013 ROOF LOAD: LIVE 25 PSF ENGINEERS DESIGN RESPONSIBILITIES ARE LIMITED EXCLUSIVELY TO (503)) 263-6953 4 DEAD LOADS 3 PSF III THOSE DOCUMENTS BEARING HIS SEAL AND SIGNATURE. ANY ALTER- (503) 266-7102 (FAX) y p AT IONS TO THESE DOCUMENTS OR THE PHYSICAL STRUCTURE BY ANY I / r WIND LOAD: 110 MPH EXP. B PERSONS DR AGENCY SHALL VOID SAID DOCUMENTS AND RELIEVE ENGR OF SCALE' NONE I. bNJ DESIGN RESPONSIBILITY, AND MAY CREATE LIABILITY ISSUE FOR THEMSELVES SEISMIC ZONE: D DRAWINGS ARE FOR STRUCTURAL COMPLIANCE ONLY. THEY ARE NOT TO / •C FOUNDATION PRESSURE: 1500 PSF AND/OR CONSTRUED AS HAVING BEEN PREPARED FOR BUILDING USE, OCCUPANCY RDO/RM 12/30/14 r AND/OR FIRE 6 LIFE-SAFETY REQUIREMENTS OF LOCAL CODES UR O To. 37213 4 LAT. SOIL BEARING: 100 PSF AGENCIES. SLAB S. HAIRPINS SHOWN FOR CONSTRAINMENT ONLY. DESIGN 11 %MeV 4ww BUILDING DESIGN. 2012 I.H.C. THIS STRUCTURE CHAS NOT BEEN DESIGNEKNESS, CJ' s, B. D FOR CUSE WITH EMENT YINTERIORFINISH ...SI &CLOSED BUILDING MATERIALS SUBJECT TO DAMAGE OR FAILURE DUE TO LATERAL MOVEMENT BUILT MW14193 NAL Ell FILE COPY , • 1. BUILDING PAD SHALL BE CONSTRUCTED ON LEVEL SOIL 2.U COLUMN ISTUR FOOTING CONCRETE BACKFILL SHALL BEN CASTE NEXISTING 3. UNDISTURBED SOIL THE SIZE OND SHAPE SHOWN ON DRAWINGS.SAORDINANCES 3. ALL WORK SHALL IN ACCORDANCE WITH LOCAL CODES AND ORDINANCES ID AND THE LATEST EDITION OF THE I.H.C. 4. BOLT HEADS & NUTS BEARING ON WOOD SHALL HAVE STD. PLATE WASHERS. BOLTS SHALL BE ASTM A307. BOLT HOLE DIA. SHALL BE 1/18" LARGER THAN BOLT DIA. 5. STRUCTURAL STEEL SHAPES AND PLATES SHALL BE ASTM A36 UNLESS OTHERWISE NOTED. 6. REBAR SHALL BE GRADE 40 UNLESS OTHERWISE NOTED. (LIO.N.) 7. CONCRETE FOR FOOTINGS & SLABS t'c=2500 PSI 8. BEARING BLOCKS SHALL BE PRE-DRILLED PRIOR TO SETTING 2041 NAILS illik 9. 204 NAILS SHALL BE GALV. BOX TYPE 10. BOLT HOLES SHALL BE DRILLED STRAIGHT AND PERPENDICULAR TO THE COLUMN FACE TO ASSURE FULL BOLT BEARING 11. SEE TRUSS DRAWINGS FOR DOUBLE TRUSS BLOCKING REQUIREMENTS 12. ALL 8x TIMBERS SHALL BE ROUGH SAWN AND TREATED TO 0.80 RET #1O x 1 1/2" SCREWS ® 9" CLC. W/ CCA TYPE C. FASTEN AT EACH GIRT OR PURLIN 1 13. NO OTHER MATERIALS SHALL BE USED W/O M&W BUILDING APPROVAL 0 NOTES © TYP. PANEL W/0 EXTENDED LEG N,T,S. �► 2x3 �� „yif 13-20d TOTAL r 1r- CJ NAIL EA PURLIN CONTINUOUS 2x6 1 28RACE TO BLOCK W/ NAIL PURLIN CSPFID C1650FE 1.SE) ��� ��� _ 2-20d (4 REOD) TO PURLIN W/ BETWEENE BOTTOMT 1 'jam/� > �`1 2-20d (TYP) CHORDS a / 1 2O�d 8:9I-1-: s�>" MOAN 11� BLOCKING laiii . NAILED PURLIN BL TCP Y' \`\ , 11 y� %``� THRU TOP I �— TOENAIL PURLINS 1 I CHORD/RAFTER TRUSS W/ 4-20d TO EA TRUSS W/ 10d ® t2" O.C. CHORDS TOP 2x3 RESTS (2 EA SIDE TYP) 1-20d (TYP 3 TOTAL) STAGGERED FROM Ai ON Sc IS NAILED EA TRUSS FACE TO EA BOTTOM DOUBLE TRUSS CHORD W/ (OR RAFTERS) I 2-20d (TYP) 4 "T" BRACING DETAIL el PURLIN BLOCK NAILING /j+) BOTTOM CHORD \�)�) SOLID BLOCKING 1 CD 19"1 0/C SCREWS #1®19"1/0/C SCREWS 2x6 EAVE GIRT :111:1111111117 - - W/ 4-20d �� �I EA END (TYP) END COLUMN A , END COLUMN " • ��7� BOTTOM 2x3 TO COLUMN TOP 2x3 TO BLOCK �— W/ 4-20d (TYP) W/ 2-20d (TYP) 20d ® 18" OC 20d CD 15" OC 26" SIM C516 I ( T '� ( ( 'amu W/ 26-N10 ( / / / I 5 DEWALL (13 EA END) 2x6 BLOCK TO COLUMN W COLUMN r� 2x3 "T" BRACE 4-20d (TYP) • II III (1 ROW) IN LINE W THE MIDDLE EN WALL COLUMN © GIRT SPLICE ( ) END WALL SECTION END WALL SECTION (OPTIONAL) SHT 3 of 5 M & W BUILDING SUPPLY DAVE WARD #2 NM BUDDING SUPPLY4429 COYLE D. CUSTOM POLE BUILDINGS & `�^�� QUILCENE, WASHINGTON ti L. FES 50' WIDE x 84' LONG x 10' SAVE JEFFERSON 22175 S. HWY, 99E 1O j,,, COUNTY: CANBY, OREGON 97013 OF W 44, ROOF LOAD, LIVE 25 PSF ENGINEERS DESIGN RESPONSIBILITIES ARE LIMITED EXCLUSIVELY TO (503) 263-6953 `r'I� DEAD LOAD 3 PSF THOSE DOCUMENTS BEARING HIS SEAL AND SIGNATURE. ANY ALTER- (503) 286-7102 (FAX) Ar ,., N AT IONS TO THESE DOCUMENTS OR THE PHYSICAL STRUCTURE BY ANY vj I, ,_, O WIND LOAD. 110 MPH EXP' B PERSONS DR AGENCY SHALL VD ID SAID DOCUMENTS AND RELIEVE ENGR OF SCALE. NONE "z DESIGN RESPONSIBILITY, AND MAY CREATE LIABILITY ISSUE FOR THEMSELVES '. / -0 /` SEISMIC ZONE: D DRAWINGS ARE FOR STRUCTURAL COMPLIANCE ONLY. THEY ARE NOT TO � Ih FOUNDATION PRESSURE: 1500 PSF BE CONSTRUED AS HAVING BEEN PREPARED FOR BUILDING USE, OCCUPANCY RDD/RM 12/30/14 �- l AND/OR FIRE 6 LIFE-SAFETY REQUIREMENTS OF LOCAL CODES OR /" LAT. SOIL BEARING, 100 PSF AGENCIES. SLAB 6 HAIRPINS SHOWN FOR CONSTRAINMENT ONLY. DESIGN 0ff, +i�F 37213 4 BUILDING DESIGN, 2012 I.B.C. MIX, THICKNESS, CJ' s, 6 REINFORCEMENT BY OTHERS, THIS �. C�S.i.E.g�O 4'�i+ STRUCTURE HAS NOT BEEN DESIGNED FOR USE WITH INTERIOR FINISH BUILT MW14193 4lG.IsTE ON C'�+ CLOSED BUILDING MATERIALS SUBJECT TO DAMAGE OR FAILURE DUE TO LATERAL MOVEMENT FILE COPY • • f s I 00 _-- - _ _ _ _ __ __-_____- AD CO 0 0 X - - __ - _ __---___- 0 0 - - - - - - - --------- - --- - - --------- 1 1 0 0 A A > D 0 0 P1 P1 SHT 4 of 5 DAVE WARD #2 M & WsTB�UP DING SUPPLY 4429 COYLE D. �o�' FFS4" BUUDMG SUPPLY CU OLE 50' WIDE x 84 ' LONG x 10' CAVE QUILCENE, WASHINGTONFERSON 22175 S. HWY�_99E N � W <4 COUNTY: CANBY, OREGON 97013 �4 A dl ROOF LOAD: LIVE 25 PSF ENGINEERS DESIGN RESPONSIBILITIES ARE LIMITED EXCLUSIVELY TO 503 263-8953 DEAD LOAD: 3 PSF THOSE DOCUMENTS BEARING HIS SEAL AND SIGNATURE. UANYRE ALTER- 503) 266-7102 (FAX) r1. } '// f� 16" �� AT IONS TO THESE DOCUMENTS OR THE PHYSICAL STRUCTURE BY ANY , U WIND LOAD: 110 MPH EXP: B PERSONS OR AGENCY SHALL VOID SAID DOCUMENTS AND RELIEVE ENGR OF SCALE: NONE DESIGN RESPONSIBILITY, AND MAY CREATE LIABILITY ISSUE FOR THEMSELVES �' SEISMIC ZONE, D DRAWINGS ARE FOR STRUCTURAL COMPLIANCE ONLY. THEY ARE NOT TO O VA 3i,. FOUNDATION PRESSURE: 1500 PSF BE CONSTRUED AS HAVING BEEN PREPARED FOR BUIL➢INC USE, OCCUPANCY RDC/RM 12/30/14 ` rt, � ��'� AND/OR FIRE I. LIFE-SAFETY REQUIREMENTS OF LOCAL CODES OR G �'�I BUILDILAT. ONGLDESIGNNG: 100 PSF MIX , TH THICKNESS,HAIRPINS 8. REINFORCEMENTWN FOR BYBY ENT OTH�RS.NLY. THISN s`siONgL kN1 2012 I.B.C. STRUCTURE HAS NOT BEEN DESIGNED FOR USE WITH INTERIOR FINISH CLOSED BUILDING MATERIALS SUBJECT TO DAMAGE OR FAILURE DUE TO LATERAL MOVEMENT BUILT MW14193 FILE COPY , , • .. a 2 — ; 2 4 —/ I 1 1 1 H //� III III III IiI II /I 111 I II II II III II III III III III I ` — 1 1 1 1 I I I 1 1 I 1 I I I I 1 I I I I I I I I 11 1 1 I I I I I 1 1 I I I I I I I I I I I I I I V I I I I I I I I 1 1 I 1 1 1 I II I 1 1 I I I I I I I I I 1 1 1 I I I I - I I I I I I I 1 I I I I I 1 1 I I I 1 1 1 I I I I I I I I I I I I I 11 I I I 1 I I I I I I 1 I 1 I 1 I I I I III 1 I I I I I I I I I I I if I I I I11 �f 11 � � 11 1 11 11 11 � 1 11 i 12 4 I ;;/ I I I 1 1 I I I H � I I I I I 1 I I I I -- I / ' / ' ' I 1 1 1 I I 1 I I I I I \- - ' �/ 1 1 I I I I I I I I I I I I I I I I I I I I I I I 1 1 I I I 1 I 1 1 �'� 1 1 1 I 1 1 I I 1 I I I I I I II 1 1 I I I I I I I I 1 1 I I 1 1 1 1 I I I I I I I I 1 1 1 11 I 1 1 I I I I I I I I I I I I I II I I 1 I I I I I I I I I I I I I I 1 1 1 I I , , 1 1 1 I 1 1 I I I I I 1 1 I I I 1 I I I I I I I I I I I I I I I I I I 1 1 1 I I I I I I I V I I I 1 1 I T I I I I I I I I I. I I I I I I I I I 1 1I 11 1I 1P 11 11 11 1 1 1 11 11 I1 I I 1 11 11 1 1 1 1 1 SHT 5 of 5 DAVE WARD #2 M & W BUILDING SUPPLY 4429 COYLE RD. -V- IMO==PM CUSTOM POLE BUILDINGS & `�� QUILCENE, WASHINGTON 22175 S. HWY. 99E �� L. FF 50' WIDE x 84' LONG x 10' EAVE JEFFERSON COUNTY: CANBY, OREGON 97013 s ROOF LOAD: LIVE 25 PSF ENGINEERS DESIGN RESPONSIBILITIES ARE LIMITED EXCLUSIVELY TO 503 263-6953 1O 0w DEAD LOAD: 3 PSF THOSE DOCUMENTS BEARING HIS SEAL AND SIGNATURE. ANY ALTER- f 503) 266-7102 (FAX) K4 ' AT IONS TO THESE DOCUMENTS OR THE PHYSICAL STRUCTURE BY ANY e. (P WIND LOAD: 110 MPH EXP: B PERSONS OR AGENCY SHALL VOID SAID DOCUMENTS AND RELIEVE ENGR OF f�. 4044. SCALES NONE Ci) 1 S DESIGN RESPONSIBILITY, AND MAY CREATE LIABILITY ISSUE FOR THEMSELVES _ SEISMIC ZONED • VA DRAWINGS ARE FOR STRUCTURAL COMPLIANCE ONLY. THEY ARE NOT TO I FOUNDATION PRESSURE: 1500 PSF BE CONSTRUED AS HAVING BEEN PREPARED FOR BUILDING USE, OCCUPANCY RDO/RM 12/30/14 I`' .;/6 AND/OR FIRE & LIFE-SAFETY REQUIREMENTS OF LOCAL CODES OR 9 LAT. SOIL BEARING: 100 PSF AGENCIES. SLAB P. I!. HAIRPINS SHOWN FOR CONSTRAINMENT ONLY. DESIGN • 't/ - BUILDING DES IGNt 2012 I.B.C. MIX, THICKNESS, CJ's, & REINFORCEMENT BY OTHERS. THIS STRUCTURE HAS NOT BEEN DESIGNED FOR USE WITH INTERIOR FINISH �i<S � ��13,.[� �(y4 CLOSED BUILDING MATERIALS SUBJECT TO DAMAGE OR FAILURE DUE TO LATERAL MOVEMENT BUILT MW14193 F SMOS) FILE COPY ss'V1'AL VIAL' '