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HomeMy WebLinkAboutBLD2015-00051 - 07 ENGINEERING ito !ILECP!Y _ . BUILDING SUPPLY _ 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. MW14192 JEFFERSON COUNTY DCD prr-rp€77Rl nr " errrnvcd e..1c-plin 1 OWNER: Er,, w.rg,r.. CS erR �t . All wc4: must BUILDING PLAN REVIEW r w.I :r",:,cllcsr c:.-r±tcrrsu_rac.+` w1a Dave Ward #1 ri.,+;.)4acr.h o codas and reg:mations. ❑ APPROVED AS SUBMITTED 4429 Coyle Road Quilcene, WA 98376 APPROVED AS NOTED ❑ REJECTED ATVS ENGINEER: Date 40 J Reviewer Contact the Building Department at 379-4450 prior to making changes or revisions to the approved plans REVIEWED FOR 10 pF w Iii. CODE COMPLIANCE `1 c' e tiw -' -rpm .Q�,G337213� �4r 1NJWd013l30 AIIN1W1v UJ 10'ld' AMNfln2'In_l{'?( 1 ,il CICIC �7J ij 6.." D15 - Coos '>•',.. ' 0 MI Lim1 11612015 MW14192(Ward#1)50x60x10.xmcd 1 POST FRAME BUILDING REFERENCES: of the International Building Code 1 2012 Edition Buildings and Other Structures Minimum Design Loads for B Society of Civil Engineers, 2011 2. ASCE 7 10 - For Wood American (NDS) Supplement Edition, National Design Specification 3. 2012E American Wed Council, 2011 Construction, d pier Foundation De519n2012 2 -Shallow Post an Biological Engineers, 4 gSABE Ep4g6Agricultural and American Society of A9 0 ..rw u. •• 1/6/2015 MW14192(Ward#1)50x60x10.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) Rangie= 18.43 deg Angle of roof Ce= 1.00 Exposure factor Ct = 1.00 Thermal Factor Cs = 0.79 Roof slope factor Is = LOO Importance factor 1. Determine Roof Snow Loads: Pf - 0.7 Ce CrIs Pg Equation 1 pf 17.5psf Flat roof snow load; Roof slope < 5deg Ps C5.pr Equation 2 Ps = 13.9psf Sloped roof(balanced)snow load 2. Determine final snow load, Nu p„= 25psf Final roof snow load r a • 1/6/2015 MW14192(Ward#1)50x60x10.xmcd 5 WIND ANALYSIS: Method 2 -Analytical Procedure Vwind = 110 mph Wind Speed lcd= 0.85 Wind Directionality Factor lczt= 1.0 Topographic Factor k= 0.701 Wind Exposure Factor(windward) I.= 1.00 Importance factor qh:= 0.00256.1c1•lcz•kd•V8e124w. qh= 11.07 psf Velocity Pressure Calculated Wind Pressures: Windward Eave Wall: Leeward Eave Wall: qww:= gh•GCpfww qlw:= gh•GCpflw qww= 5.72 psf qh,„= —4.60 psf Windward Gable Wall: Leeward Gable Wall: gwwg:= qh-GCpfwwg giwg:= qh.GCpflwg gw,w,g= 4.43 psf ghYg= —3.21 psf Windward Roof: Leeward Roof: qwr:= gh'GCpfwr 9ir:= gh•GCpfh q,.= —7.64 psf qfr= —5.19 psf Wall Elements: Roof Elements: qwe:= gh•GCpfw g := gh•GCpfr qwe= —8.85 psf ch.= —8.85 psf Internal Wind Pressure (+t-): qi:= gh•GCpi qi= 1.99psf 0Q 0 • • • 1/6/2015 MW14192(Ward#1)50x60x10.xmcd 6 SEISMIC CALCULATIONS: S,= 1.28 Mapped spectral acceleration for short periods (from above) S1= 0.47 Mapped spectral acceleration for 1-second period (from above) 1 = 1.0 Importance factor Ra= 7 Response modification factor(from above) 1. Determine the Seismic Design Category a. Calculate SPS and SD1 For Sas: For SD1: For Ss = 1.28 For S1 = 0.47 F.= 1.00 F„= 1.53 SMS ss'Fa SMl:= Si'F„ SMS= 1.28 SM1 = 0.716 SDs (3J'SMS SDI (-2)•31‘4" 1 Sas= 0.86 SDI = 0.48 Seismic_Design_Category= "D" 2. Determine the building parameters Building dead load weight, \W: W:= CW s g Cl 2) + +I2tg+ g!bld 'Lld Pf ' Pd d Lbld 2 'Pd W= 12300.0 lb Building area,Ab: Ab Lbldg•Wbldg Ab= 3000ft2 p br/ *4.4.1 f • 1/6/2015 MW14192(Ward#1)50x60x10.xmcd 7 3. Determine the shear force to be applied a. Determine the fundamental period, T 0.75 Hroof Hbtdg± 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: SIDS Co = 0.467 Cs2:= Ra 0 122 But shall not be less than: C le 52 = Cst = 0.038 C, = 0.122 Seismic Reponse Coefficient to used in determination of seismic base shear c. Detemine the Seismic Base Shear: V base shear._ Cs'W Vbase shear— 1503]b 4. Determine the seismic load on the building: Since Seismic Design Category = 'D" , p = 1.3 E = 1368 lb Seismic load on building T U W • 1/6/2015 MW14192 (Ward#1)50x60x10.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: E5te1 = 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 purlin fastening constant STEP 2.2: Use new building width to determine stiffness of new roof diaphragm (ch) «htag K2:= 1275in4 0 = 18.43 deg Angle of roof pitch 2 from horizontal bnew cosk0) t:= 0.017.in Estm:= 27500000.psi b„,.= 316 in Eateel't c K2 2.961 + t) lb 2 c= 9930— (bnew' m 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 knew a := Bay ch:= 2.c-cos(0) a a = 144 in ch= 39253 lb .r in .< Win„ • 1/6/2015 MW14192(Ward#1)50x60x10.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: qe= 10.31 psf wind load gwwpost (le'a 2\ gwwpost= 10.31 p1i M Lpostbadg wind •— gwwpost' 8 Mwind = 15037 in•lb Mwind (wind C "'xeavepost fwind = 209 psi Lpost_bndg\ R:= 3-gw,w,pi R= 4181b 8 l 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. — = 0.014 eh STEP 6: DETERMINE SIDE SWAY RESISTANCE FORCE: mD = 0.958 STEP 7: DETERMINE THE ROOF DIAPHRAGM SIDE SWAY RESISTANCE FORCE: Q := mD.R Q = 4001b 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= 2511 in Ib fdtt= 35 psi Calculate the total moment and the total fiber stress in the post. Mtot mD'Mwind + Mdfl Mtot = 16920 in lb ftot mD'fwind + fdfl ftot = 235 psi 0 r V 1/6/2015 MW14192 (Ward #1)50x60x10.xmcd 10 MAIN POST DESIGN: Calculate allowable unit compressi stress, F . Fel = 575 psi Fc:= Fet•C epe,st•CtpOBt•CFcpeHt•Cipost Fe= 575 psi Allowable co pression stress including load factors Lpost_bndg= 108 in Bending length of post dpost= 6in Minimum un°raced dimension of post Ke:= 0.8 c := 0.8 E == 400000psi E' ti := Ernie. wood•C post.CtpostE.CipostE le:= Ke•Lpost bndg Ie= 86.4 E'min= 400000 psi 0.822•E' ; Load duration factors (CD): FcE:= FeE 1586 psi 2 CDconsr= 1.25 CDwind = 1.60 dposie t� CDsnow= 1.15 Calculate Column Stability Factor, p: 1 + FeE \ 11 + FcE \2 FeE Fc CD Fc C n Fe-CD Cp' C 0.88 C 0.89 C 0.84 2•c 2•C C p_Lr= pSnow= p_Wind= Fcc Lr:= Fe-CDconst•Cp Lr 1„ Lr= 634.202 psi Allowable compression stress on the post; load case 1 Fcc_Snow:= Fe Cnsnow'CpSnow 1 ccsnow= 591 psi Allowable compression stress on the post; load case 2 Fcc Wim:= Fo'Ctvind•Cp Wind Inn Wind= 773 psi Allowable compression stress on the post; all load cases except load cases 1 and 2 Wit•= 28psf Total roof lo:ring Pdeadpost= 900 lb Axial loading per post due to roof dead load 6000 lb Axial loading per post due to live roof load PLroofpost= Psnowpost= 7500 lb Axial loading per post due to roof snow load (load case 2) Psnowpos = 5250 lb Axial loading per post due to roof snow load (load case 5) Fb Fbl'Cnw;na•CMbpost•Ctpost•CLtwsl-CFbpost-Crnpost Cipost Fb= 920 psi Allowable bending stress per post including load factors R 1/6/2015 MW14192 (Ward#1)50x60x10.xmcd 11 Check Load Cases: Load Case 1: Dead Load + Live Roof Load fbi := 0 fb1 = Opsi Actual bending stress on post Pdeadpost + PLroofpost I�:= fe= 192 psi Actual compression stress per post Apost ( fc CCFALII cc_Lri CCFALII = 0.30 Load Case 2: Dead Load + Snow Load fb1 := 0 fbi = Opsi Actual bending stress on post Pdeadpost+ Psnowpost fc:= fc= 233 psi Actual compression stress per post Apost ( fc CCFAId2:= \,Fcc_Snow) CCFALI2 = 0.39 Load Case 3: Dead Load + 0.6*Wind Load fbi = ftot fbi = 235 psi Actual bending stress on post Pdeadpost lc:= fc= 25 psi Actual compression stress per post Apost fc \2 fbi CCFALI3 := + Fec Wind) fc Fb. 1 — FcI, CCFALI3 = 0.26 0 0 U-' , ' 1/6/2015 MW14192(Ward#1)50x60x10.xmcd 12 Check Load Cases - cont'd: Load Case 4: Dead Load + 0.75 * (0.6 *Wind Load) + 0.75 * Live Roof Load fbl := 0.75.(f101) tbt = 176psi Actual bending stress on post Pdeadpost+ 0-75'PLroofpost fe:= fc= 150 psi Actual compression stress per post Apost 2 CCFALI4:= + nt i \ Fca tc Wiad/ Fb. 1 — — CCFALI4 = 0.25 Load Case 5: Dead Load + 0.75 * (0.6 *Wind Load) + 0.75 * Snow Load fbt := 0.75.(f101) fbi= 176psi Actual bending stress on post Pdeadpost+ 0175'Psnowpost_fs fe:= fe= 134 psi Actual corn pression stress per post Apost CCFALIS fe 2+ fbt F ( f \ cc_Wind c Fb. 1 — — FcE) CCFALI5 = 0.24 Load Case 6: 0.6* Dead Load + 0.6 *Wind Load fbi = ftot fbt = 235 psi Actual bending stress on post 0.6 Pdeadpost fc:= f„= 15 psi Actual compression stress per post Apost ( \2 CCFALI6:= fe + fbt Fccwind: fe Fb. l —j_ FcE CCFALI6 = 0.26 w CCFALI= 0.39 Less than or equal to 1.00 thus OK 1/6/2015 MW14192(Ward#1) 50x60x10.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 psf Eave wall wind pressure from above q�f= 4.8 psf roof wind (0.375.mD.1i,ldg.Ll,ldg'ge) + (K,nof'1-bldg'groof) Veave_wind := 2 Veave wind = 2312 lb _ 2. Determine the seismic load to be resisted by the gable wall in shear: Veave seismic := —E Veave seismic = 684 lb 2 - 3. Determine the controlling load to be resisted by the gable wall in shear: The controlling load= "Veave_wind" . Therefore, Vgable_shear= 2312 lb Vga,ie Shur is the shear load that is transmitted through the roof diaphragm to each gable wall. Normalize the load to a per foot basis. Vgable shear ulgablewan Wbldg — W1,gableopenings vlg ablewal1= 53 plf Left gable shear load V gable_shear %Tgablewaii W bldg WRgableopenings g�T abiewau= 46p1f Right gable shear load — The gable wall diaphragms can resist the shear loads as follows: vigabiewall< 142 pit Use 29 gauge metal sheathing. Install per the Typical Screw Schedule as shown on the Standard vreablewall 142 Of Details drawing in the engineered drawing package. /'A 0 0 W int I • , .. 1/6/2015 MW14192(Ward#1)50x60x10.xmcd 14 DETERMINE EAVE WALL SHEAR LOADS: 1. Determine the wind load on the gable wall to be resisted by the eave wall in shear: qg= 9.6 psf Gable wall wind pressure Ilroo1 = 8.3 ft O.375110Hbldg'Whldg.9g+ 0.5'Ifror Wbldg.glg Vgable_wind 2 Vgable_wind= 1862 lb 2. Determine the seismic load to be resisted by the eave wall in shear: Vgable_seismic:_ — E 2 Vgable_seismic = 684 lb 3. Determine the controlling load to be resisted by the eave wall in shear: The controlling load= "Vgable_wind' . Therefore, VcaVw shear = 1862 lb is the shear load that is transmitted through the roof diaphragm to each eave wall. Veave sneer Normalize the load to a per foot basis. V cave shear vfeavewall v = 58 if Front eave shear load I'bldg WFeaveopenings fcavewall P Veave_shear vTeavewall 34 If Rear eave shear load Ibldg — WReaveopenings Iz eavewall= p The eave wall diaphragms can resist the shear loads as follows: vfeavewail< 142 plf Use 29 gauge metal sheathing. Install per the Typical Screw Schedule as shown on the Standard vreavewall 142 plf Details drawing in the engineered drawing package. is r r , , 1/6/2015 MW14192(Ward#1) 50x60x10.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= 395lb Lateral shear load at the groundline Ma= 705 ft-lb Moment at the groundline dia_footing= 2 ft Main post footing diameter Ssoi1= 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. 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. Vcave wind = 2312 lb Calculated from above Veave wind'Hbldg Cpost:_ —Cpost= 462 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: Root:= Bay'Wbldg 2psf Roof= 600 lb Dead load of roof [ ldg.(wbldg) (II77 Wbldg\ C 21Bay Gable wall:= /J+ oof' 2 / + 'bldg. 2 -2-psf Gable wall = 1657 lb Dead load of gable wall (Hbldg W depth_gable_footing= 3i ft gable post embedment depth Posts:_ ( bldg depth_gable_footing)' post Posts= 118 lb Weight of post di a_gable_footing= 1.5 ft Diam eter 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+ P, + Backfill >" A Total resistance for gable waU panel uplift. Since Wtfof is greater than the Q Wttot = 3171 lb gable wall panel uplift, Cposf, the gable wall footing is adequate. 0 w -J U. 1/6/2015 MW14192(Ward#1)50x60x10.xmcd 16 FOOTING DESIGN FOR MAIN POST: Determine the footing size and depth for vertical bearing for the main posts. 4soir= 1500 psf Soil bearing capacity for footing dia_footing= 2 ft Footing diameter 2 dia_footing AfOO"ng'— 4 Afonf;ng= 3.14 ft2 Footing area Post_depth 4.0 ft Minimum required post embedment depth Pfooting Afooting 9so,rdfaotor+ Pskin Pfooting= 8796 lb End bearing capacity of footing Psnoss = 8400 lb Total footing load Note that the end bearing capacity(Pfooting) is greater than the snow load (Psnow)• This is OK. • Sr � irJ.r: 3 r mese: 1/6/2015 MW14192(Ward #1) 50x60x10.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 girls. gwegirt= 2.09 pli Lg;rt span= 138 in Orientation= "Flat" 2 Lgirt_span Mgri' gwegm8 Mg;rt = 4967 inmlb Bending moment in the girt M fbgirt:= S grrt fbgirt = 2408 psi Stress applied to the girt 8lit Determine the allowable member stress including load factors. FbGht = 1650psi CDwind = 1.60 Cmb = 1.00 Ctg;rt= 1.00 CL!t= 1.00 CFgirt= 1.00 Cfug;r.t= 1.15 Crgirt= 1.00 Fbgirt:= FbGirt'CAvind'CMbgirt'Ctgirt'CLgirt-CFg;r.Cfugirt•Crg;rt Fbg;tt = 3036 psi > fbGi,t This is OK. PURLIN DESIGN: The puffins simply span between pairs of trusses or rafters. Determine the adequacy of the purlins. Purlin = "2x6" Purlinspacing = 24 in o.O.C. 1purlin_span= 135 in wpurlin= 4.43 phi Maximum combined distributed roof load along top edge of purlin 2 Wpurlin•1'purlin_span Mpurlin = 8 Mpud = 10086 in lb Bending moment in the purlin Mpurlin fbpurlin:= fbpurlin= 1334 psi Bending stress applied to the purlin spurlin Determine the allowable member stress including load factors Fbpurlin= 1650 psi CDsnow= 1.15 CMbpudin= 1.00 Ctpudin= 1.00 CLpudin= 1.00 CFpurlin= 1.00 Cfupurlin= 1.00 Crpurlin = 1.15 Fbpurlin•= fbPurlin'CDsnow'CMbpurliri C tpurlin'CLpurlin'CFpurlin'Cfupurlin'Crpurlin Fbpurlin= 2182 psi > fbpurlin This is OK 00 0 W J LL. 1/6/2015 MW14192(Ward#1)50x60x10.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 ZTboit 58 = 1590 lb Shear capacity for 5/8" dia. bolts Z It 34 = 2190 lb Shear capacity for 3/4" dia. bolts �Tboit to _ 3600 lb Shear capacity for 1" dia. bolts ZTnai1 16d = 122 lb Shear capacity for 16d nails ZTnai1 god = 147 lb Shear capacity for 20d nails P„„ = 8400 lb Combined snow, or live roof, and dead loads on corbels If 5/8 dia. bolts are used: Nbolis58= 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: Nboas10 = 2.0 Number of 1" dia. bolts required in the corbel block, if used. If 20d nails are to be used: Nails2od= 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. Q 0 0 *� t +� 1/6/2015 MW14192(Ward#1)50x60x10.xmcd 19 • SUMMARY OF RESULTS: Building Dimensions Building Design Loads Wbtdg = 50ft Width of Building Ground_snow_load= 25psf Lbldg= iO ft Length of Building Roof dead load= 3 psf Wind_speed= 110 mph Hbidg = loft Eave Height of Building Wind_exposure= "R" Overhang= 0 in Length of Eave Overhang Seismic_Design_Category= "D" Rpitch = 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= 2.0ft Design Footing Diameter Shear Wall Details: Footingusagc= 95 % Stress usage of footing vgabtewall= 53 p1f Max. shear in gable wall veavewall= 58p1f 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: Nbous58 = 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. Nbolts10 = 2.0 Number of 1" dia. bolts required in the corbel block, if used. Nail,2 d= 24.8 Number of 20d nails required in each corbel block, if used. Naits16d= 29.9 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 0 writing by the engineer. No special inspections are required. No structural observation by the design engineer is required. uJ ii -4 _ Component Solutions" Truss Oregon Truss Inc Truss: A-Ward-1 Version:5.11,1-[Build 6] PH 503-581-8787 ProjectName: 1412254mwb Date: 12/31/14 10:36:07 - Page: 1 of 1 1 Span Pitch Qty OHL OUR CANT L CANT R ('LYS Spacing WGT/PLY 50-0-0 4/12 8 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 4-9-5 4-6-10 50.0 5-0.04-6-10 445 49-5 5-10-13 5-10-13 l 10-8-2 15-5-6 20-0-0 25-0-0 30-0-0 --h 34510_--(-- 39-3-14 44-1-3 50-0-0 Continuous 2x6 it2(or better)Blocking ri��=�4 —21k1(0.196"x4")nal-typ. r 11 6x12 Z 2x6B.C. 7 oilSection A-A 12 tx4 1x4 12 4E- 8 1r9 -144x.51 4x5\ 5x12/ 5 5x121 ro 1x4 4 S. 10 ill d 3 ♦° �� 1 ab 1.5x4\ 1.5x4/ in 2 2 6x12 HS 18- A 6x12HS18- 13 17 16 A 15 14 '4x10- 10x10 HS 18- 10x10 HS 18- 4x10- Note:A 2-ply truss of this design may be installed at 12'-0"a.c.(each ply supports 6'-0"of tributary load).The toss plys maybe separated 5.5"as shown(see Section A-A detail)and installed on each face of a 6x pole/column(muss support and connection design by others).Install 2x6#2(or better)blocking w/20d(0.196"x 4")nails @ 12"o.c.along each bottom chord member.Blocking must be continuous throughout the bottom chord length.Install bottom chord lateral bracing(purlins)Q 25'-0"o.c.max.Block between the top chord members at 24"o.c.max.w/2x6 62(or better) or 4x6#2(or better)material.Attach the blocks w/4-I0d nails(min.)though each top chord member.Install top chord purlins @ 24"o,r.mor.as specified on this design(purlin design by others). 0-0-0 0-0-0 10.8-2 _ 9-3-15 10-0-0 9-3-15 10-8-2 10-8-2 _- 20-0-0 l 30.0-0 39-3.14 50-0.0 Loading General CSI Summary Deflection L/ (hoc) Allowed Load (psi) Bldg Code: IBC 20121 TC 093 (112) Val TL: 1.27 in L1465 (15-16) L/180 L-�� TCLL: 25 1711-2007 BC: 083 17-1) Vert LL: 0.92 in L/640 (15-16) L/240 TCDL: 5 Rep Mbr tome: No Web: 082 5-16) Hors TL: 039 in 13 1. 1� / BCLL: 0 DO.L.: 115% Creep Factor,Fa-1.5 BCTPlate O 1 _ --i l'Wc69m9(ImIX,Y,AvB): 0:0-0,5-1 A)l3,1 (10:0-1,2-10,.) (3:0-0,55.13,9) (4:4-0,5-13,19.) (100,53-1,0.) (14:0-0,53,0.) (154 ,3-0,0) (160-0,53,4.) 11:0-0,5-4.082 (10:0.1/,2-10,18,)(11:0-0,5.13,902 (12:0-0,5-1J,192 (139.3,3-1,OJ (14:0-0,5-$O2 (15:0-0,5-0,0.) (160-0,5-0,02 'TIf17:t1-0,5-B.0.) O T mT1 !/ 11rat m ltV f///Reaction Summary 1T Type Brg Combo Brit Width Material Rqd Bre Width /lex Reece Mm Cnav Uplift Max Wind Uplift Max1lIe M#Ra1:22, 8 tV �11 Pi(Wall) 1 5.5 in Douglas-Fir-larch 4.96 in 4,650 lbs - -571 lbs -571 lbs61M 1 '111111 If1'Il H Roll(wale 1 5.5 in Dmnglno-Fir-Inch 4.96 in 4,650 lbs - -521 lbs -Al Wer 01W C 7' CA)Material Summary Bracing Summary z ,,TC DEL 22502.0266 TC Bacing: Padres el 24'o.e.,Partin design by Others. t7CIBC DFL 22502.0206 BC Bracing: Prelim at 6-11-0,Palin design by Othali. 4..T1 Webs DPL Stud 2x4 8899P0 n 5-16 DEL 1800/1.8204 7-16 DST#113 2x4 7-13 DEL CID 744 9-15 DFL 180041/204 f�'( Loads Summary f�� U IUUUI Ill' 1)Thi,truss has been designed for the effects of wind load in accordance with ASCE'/-10 with the following user defined input 110 seph ultimate,Exposure B,Fully Enclosed Gable/Hip, Building Category 1(1=0.87),0wrdf 1 Bldg Ditos 50 ft x 100 h=15IR Not Cod Zone Truss,Both end webs considered a DOL=1.60,CC Zone Width 0 . 2)Minimum storage aoic loading in accordance with IBC Table 1607.1 has no,been applied 3)In accordance with BC Table 1607.1.minimal BCLL's do not apply. 4)This truss is designed as an agricultural truss which for the purposes of this program is defined ase aluoure than represents a law hazard to people and property.See 13CSI-10 for insmlladm and temporary bracing. 5)Dead load have nut been reduced when calculating the uplift reaction os allowed by AN56TPI I, . 6. Member Forces Summary Table indicates:Member ID,motC-,max axial force,(tsar erupt.fora ifdifferent from em axial force) TC 1-2 0.840 -12,4281M 6-7 0.597 -0,047 lbs 11-12 0.933 -11,407 lbs 2-3 0,933 -11,407 lbs 74 0,597 -0,047 lbs 12.13 13.840 -12,428 lbs 3-5 0.771 -11,418 lbs 8-9 0.599 43172 Ms 54 0.599 -8,872 lbs 9-11 0,771 11,416 lbs BC 1114 0.830 11,616 lbs (-2,135 lbs) 15-16 0.444 6,960 lbs (-1,113 lbs) 17.1 0.830 11,616 lbs (.2,135 lbs) _I 14-15 0.689 9,517 lbs (-1,669 lbs) 1617 0.689 9,517 lbs (-1,669 Ms) \ Wy�N' Webs 2-17 0,551 -1,104 lbs 6-16 0.648 -828 lbs 9.15 0.869 -1,077 lbs "^$ 3-17 0.259 -958 lbs 7-16 0.731 2,681 lb (-579 lbs) 9-14 0.613 1,032 lbs (-400 lbs) ,4(. 5-11 0.613 1,877 lbs (-0DB Ilia)7-15 0.648 2,628 lbs (-579 lbs) 11-14 0.259 ,104 lbs s i,r 4rib .... 5-16 0.169 -1,877992lbs 8-15 0.648 428 lbs 12-14 0.551 -1,1041hs Notes: tet y 1 I)Whenthisres has hem ed form quality assurance spectioo the Double Polygon Method pa ' 1-2007/Chapter3 shall be used.Fabrication tolerance-10%. Y d , y� 2)Building Designer shall If seri eight of the mus and other dead l d materials do nut mord •01.,5 psi.. i- 1" -B 3/Building Designer shall verify self weight of the truss and other dead load metmaB do not exceed:aaLl psf. "� 411 ie 4)listed d uplift mactiom based MWFRS Only leading ,, 3)Beating material shown in the above able has only been checked for resistance perpendicular to y. and does not indicate adequacy of material for otherdesigm on design S��T t(`y\ *BOAl • 12/31/2014 NOTICE A copy of this design shall be 6unishedtothe de nmu:tor.The design ofthindividual. ss is based on dodge reiteria and requirements mpplied by the Titan Manufacmar and relies more the accuracy and Simpson Strong-Tie Company completeness ofthe information sed fort by the Building Deilper A seal on this drawing indimos arcs,.' aof professional engineenng responsibility solely for the mus component d gat shown.See the rover page and the Inpatmt lofomutioo&General Notes"page for additional if ration.All connector plates shall be manufactured by Simpson Strong-Tie Company,Inc in accordance with ESR-2762.All connector plata are 20 gauge,unless the specified plate size is followed by a"18 which indicates an I B gauge plate.or S#18 which indicates a high tension It gauge plate. S • IIr11,1'HFEB232015 I'D Building , 1 AlArY Y CC",''aNITY DEVELOPMENT 50' 32' 18' 20' Trimming IT Equipment Room Room Quaran�teer Room 8' Processing Weighting Packageing Labeling and Drying 60' Storage Room Room 40' 9' Bath CL 9' Room o 34' 16' V W -J . . • IDE 7 [Iv E n 23 775 ir i - - I (n .:=)%i,[MI]Y DEM OPMFNT = 0 CD -1 1 0 CD = g) a, .. ._.1 c/F1.-11 . 1 co (.0 o a) - a) coo co 513-11 3 / 0- a cr (--- , caD) CD sp Cn a ...5 cp 0 w co 42" grab bar 3 3 w a CD SI) QM 0 0 ti ° I • / / y T 2•-O•. 1 2•-O•• y 1 3•-O•• / I I 6040 WIN R/0 XI Di fr VI X \ GI 1m 0 N NA 4 ▪ O 01— O N R Z A (..n® Z • c m AA� a \ 0 N o) ` 0 I No o. 0 -- >J ( I ( ( t l I l ( I l 1 l—J 1 J J 1 I 4 J 1 1 �1 1 IX/' -1 z a f D CA CO NN X m IN11 m W 00 m a m 01' m N rnC I N `Z= Dm Imm \m m 0 W -I 0OA C A N�0 0 -Io r N- 0) DZ 0z - I a �\ O v 0A -- X�l I ( ( l I , I 1 , I I I 1 11 1 l 1 l J 11 I ,1 1 r l 1 IX NA D O X m ( I a F K m ", x N m XO CO En l> — N m N W � O O N = r A � O Ar 1 1 0 m '_I RI I CO \ x z � n F co 0 O 0I 00 0 Z A 0 NO C0 .ZI N K RI F v O m -I X a D Z m Z In I U) 71 0 U) -- XI I l I I l l I I II l 1 -1 l 1 1 1 1 J 1 1 1 1 1 1 IX ( I c11 -1 \ DZ 0 W rI ▪ O I o N NA N 0A aOCo Z m q 0A Cm 21 { A Z N Z A OO 0 m I } — X 1 , l I l I l 11 l l 1 1 1 1 J 11 1 I 1 I 1 ) IX I \ x 0 A 1 Co m r X' A \m A XO N Om W 'I m N A MI A D to I :(1 Z 0 I 2A 00 O 1r I 0 0 m 'IO a m --10 A mA O A D rD O 7 I C Al OF A .� K Z 0r > < I Z InA N Z v N`\Z 1 I M .'U/JnN \ \ D4 DC_ - _D9 1 K SHT 1 of 5 M & W BUILDING SUPPLY DAV WARD #1 4429 COYLE RD. °°I�I°°°°°°�• CUSTOM POLE BUILDINGS QUILCEN , WASHINGTON & 0 L Res., 50' WIDE x 60' LONG x 10' EAVE JEFFERSON 22175 S. HWY. 99E COUNTY: CANBY, OREGON 97013 'O OF WAS} ,,_-rL ROOF LOAD: LIVE 25 PSF ENGINEERS DESIGN RESPONSIBILITIES ARE LIMITED EXCLUSIVELY TO (503) 263-6953 rro ""r�C DEAD LOAD 3 PSF' CIP THOSE DOCUMENTS BEARING HIS SEAL AND SIGNATURE ANY ALTER- (503) 266-7102 (FAX) hr ATIONS TO THESE DOCUMENTS OR THE PHYSICAL STRUCTURE BY ANY WIND LOAD: 110 MPH EXP B PERSONS OR AGENCY SHALL VOID'' SAID DOCUMENTS AND RELIEVE ENGR OF SCALE: NONE DESIGN RESPONSIBILITY, AND MAI CREATE LIABILITY ISSUE FOR THEMSELVES / '..,e SEISMIC ZONES D DRAWINGS ARE FOR STRUCTURAL COMPLIANCE ONLY. THEY ARE NOT TO . I ' ZfI C FOUNDATION PRESSURES 1500 PSF BE CONSTRUED AS HAVING BEEN PREPARED FOR BUILDING USE, OCCUPANCY RDD/RM 12/30/14 j J AND/OR FIRE & LIFE-SAFETY REQUIREMENTS OF LOCAL CODES OR LAT. SOIL BEARINGS 100 PSF MIX, IES. SLAB &ESS,HAIRPINS SHOWN RE IN FORCEMENTA BYENT OTHOERS. DESIGN CX '(ICf 7213,0 '�'4 BUILDING DESIGN: 2012 I.B.C. STRUCTURE HAS NOT BEEN DESIGNED FOR USE WITH INTERIOR FINISH .P IP sr ` CLOSED BUILDING MATERIALS SUBJECT TO DAMAGE OR FAILURE DUE TO LATERAL MOVEMENT BUILT MW14192 jrA, ESyG`� FILE COPY limn. 00051 • • NOTFS,; 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 11(TM) 1 I! OR EQUAL. 0.0165"t GRADE E 1'�' STEEL SIDING 84 ROOFING. FASTEN ' ' W/ 1 1/2" CAD PLATED #10 G1 SCREWS ® 9" O.C. (TYP) '', 1'',. 2x3 "T" BRACE 1 `,'>: ROW IN THE MIDDLE a it 5/8" BOLT TTRUSS I (DO NOTT DAMAGE TRUSS 1 PLATE) Ar W/ 6-20d 2" EDGE EA SIDE (TYP) DISTANCE 1 �7S 2x6x24" BLOCK W/ V 5 1/4" 5 -5/8" DIA MBs W/ MIN IOW O O 1 WASHERS EA SIDE (TYP) O .11 3" O.C. WO 0 -'1,- III 3" O.C. FIII 3" O.C. NW O 3"III O.C. 00 Qo OQ I 2 1.------------- — \\ 1 " ID 24•• DIA CONCRETE I BACKFILL ALL 4 TRUSS BEARING COLUMNS (TYP) 0 CROSS SECTION \ 1 1/4" MIN EDGE DISTANCE 6-20d EA 12 2 2 1/2" MIN O.C. 4( SIDE (TYP) _ 2 1/2" MIN O.C. 4 _ 2 1/2" MIN O.C. 1111111111111.1122..... 6-20d EA 40( SIDE (TYP) • I P I: 2x6 BLOCK W/ 6-20d EA 8-20d EA SIDE SIDE (TYP) } I: :I: \ 22 3/16" I :I: :1.. \ 2x6 MSR 1 650 GIRTS S W/ 2-20d EA END (TYP) 5 T 11 III III r- 5 GRADE IL \ _�, \ : SKIRT BOARD \ 2X10 PT HFIR #2 W/ 6-2Od 0 0 EA END (TYP) p I I I d } 18 DIA CONCRETE BACKFILL ALL © ENDWALL FRAMING CORNER 8c ENDWALL COLUMNS (TYP) SHT 2 of 5 DAVE WARD #1 M & W BUILDING SUPPLY 4429 COYLE D. ""°"SUPPLY CUSTOM POLE BUILDINGS QUILCENE, WASHINGTON & ��� COUNTY: X13 L. FES+F- 50' WIDE x 6O ' LONG x 10' GAVE JEFFERSON 22175 S. HWY. 99E CANBY, OREGON 97013 'TAP*W ti+� ROOF LOAD, LIVE 25 PSF ENGINEERS DESIGN RESPONSIBILITIES ARE LIMITED EXCLUSIVELY TO 503)) 263-6953 "r- DEAD DEAD LOAD 3 PSF THOSE DOCUMENTS BEARING HIS SEAL AND SIGNATURE. ANY ALTER- 503) 266-7102 (FAX) f.•�P ATIONS TO THESE DOCUMENTS OR THE PHYSICAL STRUCTURE BY ANY (P BO I' WIND LOAD, 110 MPH EXP, B PERSONS DR AGENCY SHALL VOID SAID DOCUMENTS AND RELIEVE ENGR OF SCALE NONE ' ...1 ,,�' DESIGN RESPONSIBILITY, AND MAY CREATE LIABILITY ISSUE FOR THEMSELVES SEISMIC ZONE, D DRAWINGS ARE FOR STRUCTURAL COMPLIANCE ONLY. THEY ARE NOT TO - - - G _1 �,�� BE CONSTRUED AS HAVING BEEN PREPARED FOR BUILDING USE, OCCUPANCY RDD/RM 12/30/14 -� ,,/y ., t/V FOUNDATION PRESSURES 1500 PSF AND/OR FIRE 8. LIFE-SAFETY REQUIREMENTS OF LOCAL CODES OR �/ LAT. SOIL BEARING, 100 PSF AGENCIES, SLAB I, HAIRPINS SHOWN FOR CONSTRAINMENT ONLY. DESIGN qt. 4!4-.3;2i3 /�� ., BUILDING DES IGN' 2012 I.B.C. MIX, THICKNESS, CJ's, 8. REINFORCEMENT BY OTHERS. THIS -�i �.C+ r STRUCTURE HAS NOT BEEN DESIGNED FOR USE WITH INTERIOR FINISH BU MW 14192 if !b"I- tF'� •'c' CLOSED BUILDING MATERIALS SUBJECT TO DAMAGE OR FAILURE DUE TO LATERAL MOVEMENT kiNAL6�G\ • FILE COPY • • 1. BUILDING PAD SHALL BE CONSTRUCTED ON LEVEL SOIL. 2. COLUMN FOOTING CONCRETE BACKFILL SHALL BE CASTE AGAINST EXISTING UNDISTURBED SOIL THE SIZE AND SHAPE SHOWN ON DRAWINGS. (U.O.N.) 3. ALL WORK SHALL BE IN ACCORDANCE WITH LOCAL CODES AND ORDINANCES • AND THE LATEST EDITION OF THE I.B.C. 4. BOLT HEADS & NUTS BEARING ON WOOD SHALL HAVE STD. PLATE WASHERS. BOLTS SHALL BE ASTM A307. BOLT HOLE DIA. SHALL BE 1/16' LARGER THAN BOLT DIA. 5. STRUCTURAL STEEL SHAPES AND PLATES SHALL BE ASTM A36 UNLESS OTHERWISE NOTED. 8. REBAR SHALL BE GRADE 40 UNLESS OTHERWISE NOTED. (U.O.N.) 7. CONCRETE FOR FOOTINGS & SLABS Yc=2500 PSI 8. BEARING BLOCKS SHALL BE PRE-DRILLED PRIOR TO SETTING 20d NAILS --/--‘ -'1ur--- 9. 20d 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 #I0 x 1 1/2" SCREWS ® 9' O.C. 12. ALL 8x TIMBERS SHALL BE ROUGH SAWN AND TREATED TO 0.80 RET W/ CCA TYPE C. FASTEN AT EACH GIRT OR PURLIN 13. NO OTHER MATERIALS SHALL BE USED W/O M&W BUILDING APPROVAL NOTES GI TYP. PANEL Or\ W/0 EXTENDED LEG N.T.S. ,. 13-20d TOTAL VI. 2x3 l�� r, - CONTINUOUS 2x6 NAIL EA PURLIN Y ,1 2x3 T (SPF C1650F 1.5E) j BRACE TO BLOCK W/ NAIL PURLIN SOLID MEMBER " / j/�' 2-20d (4 REOD) ([2 O PURLIN W/ BETWEEN BOTTOM 1 ` '_, -20d (TYP) CHORDS .. ' r/Nor' ' I + 111111111 BLOCKING • 20d ® �� * �� •Ob • E t� I �_ �1= �1 18" O.0• '/��\`\�\._�`__ 2x PURLIN BLOCK /y 1 ' r 'ia —` NAILED THRU TOP / �\ TOENAIL PURLINS , OF / CHORD/RAFTER / TO EA TRUSS W/ 1 1 Od d9 12" O.C. CHORDS RUSS I W/ 4-20d J/ STAGGERED FROM TOP 2x3 RESTS (2 EA SIDE TYP) 1-20d (TYP 3 TOTAL) ON & IS NAILED EA TRUSS FACE TO EA BOTTOM DOUBLE TRUSS CHORD W/ (OR RAFTERS) ..A,- 2-20d (TYP) "T" BRACING DETAIL PURLIN BLOCK NAILING 6 BOTTOM CHORD `\L} SOLID BLOCKING #ICD 19"1 O/C S(TYP) S ` #ICD 19"1 O/C (TYPSCREWS 1� ) PURLIN /� AI�/ END COLUMN N END COLUMN C6 BOTTOM 2x3 TO COLUMN -OP 2x3 TO BLOC W/ 4-20d (TYP) W/ 2-20d (TYP) 20d ® 18" OC 20d 4D 1 8"0 C NI 5 5N W_ 5 . S 2x6 BLOCK TO �� COLUMN W/ I 2xBRACE 4-2061 (TYP) i ,II ( ROW) IN LINE W/ THE MIDDLE ENDWALL COLUMN A END WALL SECTION END WALL SECTION t� (OPTIONAL) SHT 3 of 5 DAVE WARD #1 —V M & W BUILDING SUPPLY 4429 COYLE D. BUILDING SUPPLY & T1 L. FFs CUSTOM POLE BUILDINGS QUILCENE, WASHINGTON O cyo k64, 50' WIDE x 60 ' LONG x 10' CAVE JEFFERSON 22175 S. HWY. 99E V• COUNTY: CANBY, OREGON 97013 N ROOF LOAD: LIVE 25 PSF ENGINEERS DESIGN RESPONSIBILITIES ARE LIMITED EXCLUSIVELY TO (503) 263-6953 t << O DEAD LOAD `3 PSF THOSE DOCUMENTS BEARING HIS SEAL AND SIGNATURE. ANY ALTER- (503) 266-7102 (FAX) .I.'; M ATIONS TO THESE DOCUMENTS OR THE PHYSICAL STRUCTURE BY ANY WIND LOAD, 110 MPH EXP: B PERSONS OR AGENCY SHALL VOID SAID DOCUMENTS AND RELIEVE ENGR OF SCALE: NONE -1 e 1 i h DESIGN RESPONSIBILITY, AND MAY CREATE LIABILITY ISSUE FOR THEMSELVES ♦ SEISMIC ZONE, D DRAWINGS ARE FOR STRUCTURAL COMPLIANCE ONLY. THEY ARE NOT TO FOUNDATION PRESSURE: 1500 PSF BE CONSTRUED AS HAVING BEEN PREPARED FOR BUILDING USE, OCCUPANCY RDD/RM 12/30/14 O 44,4)7213AND/OR FIRE S. LIFE-SAFETY REQUIREMENTS OF LOCAL CODES OR LAT. SOIL BEARING, 100 PSF AGENCIES. SLAB 8. HAIRPINS SHOWN FOR CONSTRAINMENT ONLY. DESIGN 4.Sy" BUILDING DESIGN: 2012 I.B.C. STRUc URETHICHAS NOT BEEN DESIGNED FORCEMENT USE WITHYINOTERIOR FINISH THERS. sTHISS/ONA Da'-'&CLOSED BUILDING MATERIALS SUBJECT TO DAMAGE OR FAILURE DUE TO LATERAL MOVEMENT BUILT MW14192 FILE COPY r • • • • • • a — - - �- - - __-__ __— Z — -- - _ - ----- __— (X - - - - __ _____ 00 ________— - - - - _-—_____ _____ _- X __—_`—__— - - - - ---_----- 0 - - - - _______ o _ - _ - - __—__—__- - - Z _____ __— - - - - __—__—__ ___ __—__ _ - _ - - —__—__— Z 1 1 C 0 A A D D O 0 m m SHT 4 of 5 M & W BUILDING SUPPLY DAVE WARD #1 4429 COYLE RD. BLAMING " '"`""" �1 CUSTOM POLE BUILDINGS & w S��L• FCs QUILCENE, WASHINGTON z217s S. HWY. 99E fir' 50' WIDE x 60 ' LONG x 10' EAVE JEFFERSON COUNTY: CANBY, OREGON 970134S-401W 7fa_.e/t. ROOF LOAD: LIVE 25 PSF ENGINEERS DESIGN RESPONSIBILITIES ARE LIMITED EXCLUSIVELY TO (503) 263-6953 DEAD LOADS 3 PSF THOSE DOCUMENTS BEARING HIS SEAL AND SIGNATURE. ANY ALTER- (503) 266-7102 (FAR) AT IONS TO THESE DOCUMENTS OR THE PHYSICAL STRUCTURE BY ANY4 i.:, WIND LOAD1 110 MPH EXP: B PERSONS OR AGENCY SHALL YOU SAID DOCUMENTS AND RELIEVE ENGR OF SCALE, NONE DESIGN RESPONSIBILITY, AND MAY CREATE LIABILITY ISSUE FOR THEMSELVES �' I 6-2.0f SEISMIC ZONE+ D DRAWINGS ARE FOR STRUCTURAL COMPLIANCE ONLY. THEY ARE NOT TO • p FOUNDATION PRESSURE: 1500 PSF BE CONSTRUED AS HAVING BEEN PREPARED FOR BUILDING USE, OCCUPANCY RDO/R 12/3O/14 ♦ ;�� , AND/OR FIRE & LIFE-SAFETY REQUIREMENTS OF LOCAL CODES OR LAT. SOIL BEARING, 100 PSF AGENCIES. SLAB I. HAIRPINS 4HOWN FOR CONSTRAINMENT ONLY. DESIGN /, 0 ,/37213 w'Q' BUILDING DESIGNS 2012 I.B.C. MIX, THICKNESS, CJ's, B. REINFORCEMENT BY OTHERS. THIS 1.` 3s , E HAS NOTINTERIOR FINISH CLOSED BUILDING MATTERIALS SUBJECT TOE DN AMAGE OR FAIDESIGNEDLURE DUEUSETTO LATERAL MOVEMENT BUILT, MW14192 Ip1VALv.,40 FILE COPY 4 , '1 2 2 I H I I I I I I 11 ` \\ I I I %;/ I I I I I I I I I I i I I I I i i 11 1 I I ._. _..- I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I II I I I I I I I I I I I11 I I I I I ' 1 1 I II I I I ' 1 1 I I I I I I I I I I I I I III I 1 1 I I I I I I I 1 1 I I I t III II 1 II II 1 II 1� 1 I II II I I I 11 1 I 12 4 `�_ 12 I I I I I -- 4 I I I I I I III 11 �```` 1 II 1 I. I ' I 1 1 1 l I ' 1 1 I I ;—/1 I I I I I I I I I I I I I I �\ II I I II I I I I I I I I I I I I I I I I I I I I I I I I I I 6040 WIN I I /./.; I I I I I! I I I I I I I I ' I I 1 1 1 I 1 I I I 11' I I I I I I I 1 I f � I, I � II II I ry I:I I'I I II II 11 11 II II II 11 11 II II II 11 I II SHT 5 of 5 DAVE WARD 1 M & W BUILDING SUPPLY 4429 COYLE RD. BUILDING SUPPLY CUSTOM POLE BUILDINGS QUILCENE', WASHINGTON & ' ' ‘814 L. PEs 50' WIDE x 60 ' LONG x 10' EAVECDDN7•Y: JEFFERSON 22175 S. HWY. 99E OF �+ CANBY, OREGON 97013 'N W ROOF LOAD. LIVE 25 PSF ENGINEERS DESIGN RESPONSIBILITIES ARE LIMITED EXCLUSIVELY TO 503 263x6953 t. �� DEAD LOAD: 3 PSF THOSE DOCUMENTS BEARING HIS SEAL AND SIGNATURE. ANY ALTER- 503; 266-7102 (FAX) H P ATIONS TO THESE DOCUMENTS GR THE PHYSICAL STRUCTURE BY ANY I:; WIND LOAD: 110 MPH EXP: B PERSONS OR AGENCY SHALL VOID SAID DOCUMENTS AND RELIEVE ENGR OF �. DESIGN RESPONSIBILITY, AND MAY CREATE LIABILITY ISSUE FOR THEMSELVES SCALE. NONE ^ �F SEISMIC ZONES D DRAWINGS ARE FOR STRUCTURAL COMPLIANCE ONLY. THEY ARE NOT TO /' "V I FOUNDATION PRESSURE 1500 PSF BE CONSTRUED AS HAVING BEEN PREPARED FOR BUILDING USE, OCCUPANCY RDO/RM 12/30/14 if' 1�. AND/OR FIRE & LIFE-SAFETY REQUIREMENTS OF LOCAL CODES OR r0 4 37213 LAT. SOIL BEARING: 100 PSF AGENCIES. SLAB & HAIRPINS SHOWN FOR CONSTRAINMENT ONLY. DESIGN .t� �.(� BUILDING DESIGN 2012 I.B.C. MIX, THICKNESS, CJ's, & REINFORCEMENT BY OTHERS. THIS Fss IS'f'E(CL" R STRUCTURE HAS NOT BEEN DESIGNED FOR USE WITH INTERIOR FINISH l�NALEN�'� CLOSED BUILDING MATERIALS SUBJECT TO DAMAGE OR FAILURE DUE TO LATERAL MOVEMENT BUILT MW 14192 FILE COPY I '11 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. MW14192 OWNER: Dave Ward #1 ', IN 4429 Coyle Road ,� Quilcene, WA 98376 0 ' ENGINEER: �� k� ` Ar 4 411 -1,411P orb .¢+�.`�37213� 44,84,,G/ EW ss(ONA , j,. l 1/6/2015 MW14192(Ward#1)50x60x10_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 1/6/2015 MW14192(Ward#1) 50x60x10.xmcd 2 DESIGN INPUT VALUES: Building Dimensions Wbtdg := 50.ft Width of Building Lbtdg:= 60-ft Length of Building Hhtdg:= 10.ft Eave Height of Building nverhana 0 i Length of Eave Overhang Rpi,eh:= 4 / 12 Roof pitch f3„:= 12 ft Greatest nominal spacing between eave wall posts gabteopenings Eft Total width of openings in left gable wall Vk'Rgabteopnings 0-ft Total width of openings in right gable wall WFeaveopenings:= 28-ft Total width of openings in front eave wall WReaveopenings:= U.ft Total width of openings in rear cave wall Design Loads for Building: Risk_Category :_ Wind Design Values: Wind Speed: Wind Exposure: V wind = 110 mph Seismic Design Values: Site class := Ss := 1283 Mapped spectral acceleration for short period S1 := 0.467 Mapped spectral acceleration for 1 second period R,:= 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" = 20 psi' Roof live load pd2:= 0 psf Additional truss bottom chord dead load (if applicable) 1/6/2015 MW14192 (Ward#1) 50x60x10.xmcd 4 SNOW LOAD ANALYSIS: For roof slopes greater than 5 degrees, and less than 70 degrees. p„= 25 psf Ground Snow Load (from above) Rank= 18.43 deg Angle of roof Ce- 1.00 Exposure factor C, = 1.00 Thermal Factor Cs = 0.79 Roof slope factor Is = 1.00 Importance factor 1. Determine Roof Snow Loads: pp:= 0.7 CeC,•Is-p„ Equation 1 pf= 17.5 psf Flat roof snow load; Roof_slope 5deg p' 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 1/6/2015 MW14192(Ward#1)50x60x10.xmcd 5 WIND ANALYSIS: Method 2 -Analytical Procedure Vwi„d = 110 mph Wind Speed kd= 0.85 Wind Directiona ty Factor kn= 1.0 Topographic Fac or lc,- 0.701 Wind Exposure actor (windward) lw= 1.00 Importance factor qh:= 0.00256.1<z-1.z,-kd-V„d2 lw qh = 11.07 psf Velocity Pressur: Calculated Wind Pressures: Windward Eave YItaI I: Leeward Eave Wall: qww gh•GCpfww, glw gh.GCpflw qww,= 5.72 psf qhi,= -4.60 psf Windward Gable Wall: Leeward Gable Wall: gwwg:= gh•GCpfwwg glwg gh.GCpflwg gwwg= 4.43 psf glwg= -3.2 I psf Windward Roof: Leeward Roof: gwr:= qh GCpfwr qtr qh.GCpfh. qwr= -7.64 psf qtr= -5.19 psf Wall Elements: Roof Elements: qwe gh'GCp , gr gh.GCpfr qwe= -8.85 psf qr= -8.85 psf Internal Wind Pressure (+1-): gi gh-GCpi qi= 1.99psf 1/6/2015 MW14192(Ward#1)50x60x10.xmcd 6 SEISMIC CALCULATIONS: S, = 1.28 Mapped spectral acceleration for short periods(from above) S1 = 0.47 Mapped spectral acceleration for 1-second period (from above) i = 1.0 Importance factor R, = 7 Response modification factor (from above) 1. Determine the Seismic Design Category a. Calculate SDS and S01 For SDS: For SD1: For Ss= 1.28 For S1 = 0.47 Fa= 1.00 F,,= 1.53 SKIS:= Ss-F. Styli := SI-Fy Sms= 1.28 SNII = 0.716 r2� SDs--SMS Sul :- 1 StiII SDs= 0 86 SDI = 0.48 Seismic Design Category = "1J° 2. Determine the building parameters Building dead load weight, W: Hbldg W: [WbIdg'Lbldg'[(Pf s'.2) + pd� + 2'(Wbldg + Lbldg) 'Pd W= 12300.0 lb Building area, Ab: Ab := Lbldg'WbkIg Ab= 3000 ft 1/6/2015 MW14192 (Ward#1)50x60x10.xmcd 7 3. Determine the shear force to be applied a. Determine the fundamental period, T 0'75 T. 'roof.\ 1 bldg + 2 Ta:= .02 T := Ta T= 0.15 s b. Detemine the Seismic Response Coefficient, C5: CS is calculated as: But need not exceed: SDS Cs3 = 0.467 Cs2 But shall not be less than: re Cs2 = 0.122 Csl = 0.038 Cs = 0.122 Seismic Reponse oefficient to used in determination of sesmic base shear c. Detemine the Seismic Base Shear: Vbase shear= Cs'W Vase shear= 1503 Ib 4. Determine the seismic load on e building: Since Seismic_Design_Category = D" , p = 1.3 E = 13681b Seismic load on • ilding 1/6/2015 MW14192(Ward#1) 50x60x10.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: Ested = 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 puffin fastening constant STEP 2.2: Use new building width to determine stiffness of new roof diaphragm (ch) Wind; K2 1275in4 U = 18.43 deg Angle of roof pitch 2 from horizontal bnew COO)) t:= 0.017-in Estet:= 27500000-psi b1e�,= 316 in Fstccl't e:_ K2 2.961 + tJ lb \ c = 9930— cbncty2 in STEP 2.3& 2.4: Calculate the equivalent horizontal roof stiffness (ch) for the full roof: Since ct,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-costa) a lb ISI a = 144 in ch = 39253— in 1/6/2015 MW14192(Ward#1)50x60x10.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= 566p1i STEP 4: DETERMINE THE TOTAL SIDE SWAY FORCE (R): Apply wind loads to the walls to determine the moment, fiber stress and end reaction at prop point R. Calculate Total Wind Load: qe= 10.31 psf wind load gwwpost (lc:a gwwpost= 103 I phi 2\ Lpostbndg Mwind gwwpost 8 / Mwind = 15037 in-lb Mwind 'wind := xcavcpost rwind = 209 psi L'post bndg R:= 3.gw„st,os� R= 418 lb 8 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. — = 0.014 Ch STEP 6: DETERMINE SIDE SWAY RESISTANCE FORCE: mD = 0.958 STEP 7: DETERMINE THE ROOF DIAPHRAGM SIDE SWAY RESISTANCE FORCE: Q := mD R Q = 400 Ib 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. Mdn = 2511 in-lb fdfl = 35 psi Calculate the total moment and the total fiber stress in the post. Mtot nom'Mwind + Mdll Mtot = 16920 in•lb trot niD•fwind + rdn trot= 235 psi 1/6/2015 MW14192(Ward#1)50x60x10.xmcd 10 MAIN POST DESIGN: Calculate allowable unit compression stress, FeC. Fel = 575 psi Fe:= Fc1•CMc t'Ctpost•CFcpost'Cipost Fe= 575 psi Allowable com ression stress inducing load factors Lpost_bndg = l08 in Bending length of post dpost= 6 in Minimum unbrrced dimension of post Ke:= 0.8 c := 0.8 Enun = 400000psi E'min:= Emin_wood'Cp st'CtpostE'CipostE := Ke'Lpost_bndg Ie= 86.4 in E' b = 400000 psi 0.822-E' u Load duration factors( D): Fa := 2 FcE = 1586 psi Cwt= 1.25 C D vim = 1.60 I d1 CDsnow= 1.15 Calculate Column Stability Factor, C,: 2 (1 + FcE f l + FcE FcE F„.CD F„.CD Fc.CD Cp' \, 2•C 2�c Cp_Lr= 0.88 Cp_Snow= 0 89 Cp_Wid=n 0.84 � C Fcc L,.:= Fe-Cpeo„ •Cp Lr Fee Lr= 634.202 psi Allowable compression str:ss on the post; load case 1 Fcc_snow:= Fc'CDsnow'Cp_snow Fcc snow= 591 psi Allowable compression str ss on the post; load case 2 Fcc_wind := FC CEbvind-Cp_wind Fcc wind= 773 psi Allowable compression str ss on the post; all load cases except load ases 1 and 2 Wrwf= 28psf Total roof loading Pdcadpost= 900 lb Axial loading per post due to roof dead load PLroofpost= 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) Psnowpostfs= 5250 lb Axial loading per post due to roof snow load (load case 5)1 Fb:= Fb1-CDwind'CMbpost'Ctpost CLpost'dFbpost Cfupost Cipost Fb= 920 psi Allowable bending stress per post including load factors 1/6/2015 MW14192(Wa1rd#1)50x60x10.xmcd 11 Check Load Cases: Load Case 1: Dead Load+ Live Roof Load fbl := 0 fbr = Opsi Actual bending stress on post Pdeadpost + PLroofpost fc:= fc= 192 psi Actual compression stress per post f CCFALII ‘,Fcc_Lr CCFALII = 0.30 Load Case 2: Dead Load + Snow Load fb1 := 0 fbr = 0 psi Actual bending stress on post Pdeadpost+ Psnowpost fc:= tc= 233 psi Actual compression stress per post Apart fc \ CCFALI2 := Foc_Snow/ CCFALI2 = 0.39 Load Case 3: Dead Load + 0.6 *Wind Load fbr := ftot fbl = 235 psi Actual bending stress on post Pdeadpost fe:= fe= 25 psi Actual compression stress per post Apost 2 CCFALI3 := fc + fbr ( ‘, ccwu.d c Fb I CCFALI3 = 0.26 F,E _ 1/6/2015 MW14192(Ward#1) 50x60x10.xmcd 12 Check Load Cases - cont'd: Load Case 4: Dead Load + 0.75 * 0.• *Wind Load + 0.75 * Live Roof Load fb1 := 0.75 (ftot) fb1 = 176 psi Actual bending stress on post fc.— Pdeadpost+ 0.7513l eoott fc 150 psi Actual com pression stress per p est Nog 2 CCFALI4 := fc l ft)! . Fcc_Wind) Fb•I I Il\ CCFALI4 = 0.25 F`El- Load Case 5: Dead Load + 0.75* 0.: *Wind Load + 0.75 * Snow Load fbi := 0.7544.0t) tbl = 176 psi Actual bending stress on post fc.— Pdeadpost+ 0.75 Psnowpost tg f 134 psi Actual compression stress per pest APosI fc �2 fb1 CCFALI5 := + Fcc_Wind1 c Fb- 1 — \ F E�_ CCFALI5 = 0.24 Load Case 6: 0.6 * Dead Load + 0.6*Wind Load fb1 ftot fbt = 235 psi Actual bending stress on post 0.6-Pdeadpost fc:= fc= 15 psi Actual compression stress per p. Apost 2 fbl CCFALI6:= (Fec wind 1.11* 1 F,E CCFALI6 = 0.26 CCFALI= 0.39 Less than or equal to 1.00 thus OK 1/6/2015 MW14192(Ward#1) 50x60x10.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: le= 10.3 psf Eave wall wind pressure from above groof= 4.8 psf roof wind (0-375'mD'Hhldg'Lhldg.(1e) + (1roof-T hldg-4roof) Veave_wind 2 Veave wind = 2312 lb 2. Determine the seismic load to be resisted by the gable wall in shear: Veave seismic:_ — Veave seismic = 6841b 2 3. Determine the controlling load to be resisted by the gable wall in shear: The controlling load= "Veave wind" . Therefore, Vgahle_shear= 2312 lb Vgable-shear is the shear load that is transmitted through the roof diaphragm to each gable wall. Normalize the load to a per foot basis. Vgable_shear clgahlet°allvl = 53 ,If Left gable shear load v`'bldg — WLgableopenings gahlewall L Vgable_shear vrgablewall yr = 46 if Right gable shear load Wbldg — WRgablenpenings gablewall p 9 The gable wall diaphragms can resist the shear loads as follows: vlgablewail <_ 142 plf Use 29 gauge metal sheathing. install per the Typical Screw Schedule as shown on the Standard �'rgablewatt 142 plf Details drawing in the engineered drawing package. 1/6/2015 MW14192(Ward #1) 50x60x10.xmcd 14 DETERMINE EAVE WALL SHEAR LOADS: 1. Determine the wind load on the gable wall to be resisted by the eave wall in shear: qg = 9.6 psi. Gable wall wind pressure Hroof= 8.3 l 0-375•mD-Hbldg'Wbldg-g5 t 0.5.Hroor.Wb1dg'gg Vgable_wind:_ 2 Vgable_wind= 1862 lb 2. Determine the seismic load to be resisted by the eave wall in shear: Vgable_seismic := — L 2 Vgableseismre = 684 lb 3. Determine the controlling load to be resisted by the eave wall in shear: The controlling load = "Vgable_wind" . Therefore, VC11,e shear= 1862 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 "feavewalI of 58 If Front eave shear load Lbldg — WFeaveopenings eavewall= P Veave__shear vreavewall �;r = 34 ll' Rear eave shear load Lbldg — WRcaveopenings eavewall P The eave wall diaphragms can resist the shear loads as follows: "feavesvalt ` 142 plf Use 29 gauge metal sheathing. Install per the Typical Screw Schedule as shown on the Standard vreavevvau < 142 plf Details drawing in the engineered drawing package. 1/6/2015 MW14192(Ward#1) 50x60x10.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" = 395th Lateral shear load at the groundline Vl, = 705 ft-lb Moment at the groundline [lia_footing= 2 ft Main post footing diameter Ssoil = 100 psi Lateral capacity of soil Trial depth = 1.5 ft.-The starting depth of the post hole depth. The final post hole depth is determined by iterating to a final depth. depth port = 2A it 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 = 23121b Calculated trom above Veave wind-Hbtdg Cpost := Cpo t= 462 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: Roof= al•Whidg•2Psf Root— 6001b Dead load of roof u Wbldg\ " 2-Bay5 Gablc_wall Hbldg.(Wbldg) + "roof' + "bldg 2 psf 2 J \ 2 / Gavle wall = 1657 lb Dead load of gable wall ` depth_gable footing= 3.5 ft gable post embedment depth Posts (Hbldg+ depth_gablc_footingJ-Wpost Posts = 118 lb 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 Total resistance for gable wall panel uplift. Since Wttot is greater than the Wttot = 3171 lb gable wall panel uplift, Cpoat, the gable wall footing is adequate. 1/6/2015 MW14192(Ward#1)50x60x10.xmcd 16 FOOTING DESIGN FOR MAI POST: Determine the footing size and dept for vertical bearing for the main posts. coil= 1500 psf Soil bearing •apacity for footing dia_footing= 2 ft Footing diam-ter / 2" dia footing Afuoting ft 4 Afootin: = 3.14 ff Footing area Post_depth= 4.0 ft Minimum requ red post embedment depth Pfooting Afooting. dfactor+ Psl:in Pfooting= 8796 lb End bearing capacity of footing Ps„°µ,= 8400 lb Total forting gad Note that the end bearing capacity(Pfooting is greater than the snow load (PsneW). This is OK. y 1/6/2015 MW14192(Wrd#1)50x60x10.xmcd 17 GIRT DESIGN: The gills will simple span between p•-ts and loaded horizontally for wind. Calculate bending stress due to wind loading and dete ine the adequacy of the gills. gwegirt= 2.09 pli Lgirt_spa„= 13:in Orientation= "Flat" 2 Lgirt span Men gwegirt8 hart = 4967 in•lb Bending moment in the girt fbgirt:= Mgnt f,girt = 2408 psi Stress applied to the g�rt Sei,1 Determine the allowable member str: including load factors. FbGirt= 1650 psi CDwind = 1.60 CMbgbi = 1.00 Ctgirt= 1.00 CLgirt= .O0 CFgirt= 1.00 Cr ;rt= 1.15 Crgirt= 1.00 Fbgirt:= FbGirt-CDid'CMbgirt-Ctgirt-CL.; CFgii2Cf„gin Crgirt Fbgj = 3036 psi > fb in This is OK. PURLIN DESIGN: The purlins simply span between pairs of trusses or rafters. Determine the adequacy of the purlins. Purlin= "2x6" Puffin , cing= 24 in O.C. Lpurlin_span= 135 in tvp,„.lin= 4.43 phi Maximum rombined distributed roof load along top edg of purlin 2 W purliri Lpurlin_span Mpuriin:= purbn= 10086 in-lb Bending moment in the purlin 8 Mpurtin • „urlin= 1334 psi Bending stress applied to the purlinfbpurlin Spurlin Determine the allowable memberstre• including load factors FbPurtin= 1650 psi CDs„ow= 1.15 CMbpurlin= 1.00 Ctpurlin= 1.00 CLpurlin=11.00 CFpurlin= 1.00 C{„purlin= 1.00 Crpurlin = 1.15 Ili Fbpurlin FbPurlin'CDsnow'CMbpurlin'Ctp in'CLpurlin C Fpurlin'Cfupurlin Cipurlin Fbpurlin= 2182 psi > fbp„rli„ This is OK 9 1/6/2015 MW14192(Ward#1) 50x60x10_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 molt 58 = 1590 lb Shear capacity for 5/8" dia. bolts zTtx,rc ;:1 = 2190 lb Shear capacity for 3/4" dia. bolts 7Tbolt 10 = 3600 lb Shear capacity for 1" dia. bolts zToait 16d = 122 lb Shear capacity for 16d nails Z roan 2oa = 1471h Shear capacity for 20d nails PS„„«. = 8400 lb Combined snow, or live roof, and dead loads on corbels tf 5/8 dia. bolts are used: N1,01/,58 = 4 6 Number of 5/8” dia. bolts required in the corbel block, if used. If 3/4 dia. bolts are used: Nbolts:4 = 3.3 Number of 3/4” dia. bolts required in the corbel block, if used. If 1 dia. bolts are used: Nboisr0 = 2.0 Number of 1" dia. bolts required in the corbel block, if used. If 20d nails are to be used: N,i620a = 24.8 Number of 20d nails required in each corbel block, if used. If 16d nails are to be used: Naasl6d = 29.9 Number of 16d nails required in each corbel block, if used. 1/6/2015 MW14192(Ward#1)50x60x10.xmcd 19 -` SUMMARY OF RESULTS: Building Dimensions Building Design Loads Wbidg = 50ft Width of Building Ground snow load= 25psf Lbw, = 60 ti Length of Building Roof_dead_ioad= 3 psf Wind_speed= 110 mph IIbidg = l0ft Eave Height of Building Vvind_exposure = "B" Overhang= 0 in Length of Eave Overhang Seismic_Design_Category= "D" Rpitoh = 4 / 12 Roof pitch Post Details Footing Details: Post size= "6x6" Post is = "not constrained by a concrete slab" Post_grade= "H2 Hem-Fir" Postdcpth= 4-0 ft Design Post Depth lJsage = 39 % Combined stress usage of post dia tooting - 2.0 ft Design Footing Diameter Shear Wall Details: Footingusage = 95 % Stress usage of footing vgabiewatl = 53 plf Max. shear in gable wall vcavcwaii= 5Rplf Max. shear in eave wall Girt Details: Ciirt_usage = "79% Stress usage of wall girt" Orientation= "Flat" Purlin Details: Pu lñi usage = 61 % Stress usage of roof purlin Corbel Block Bolts: Nboits58 = 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. Nboits 10 = 2.0 Number of 1" dia. bolts required in the corbel block, if used. Naits20d = 24.8 Number of 20d nails required in each corbel block, if used. Nails l6d = 29.9 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. 0 Component Solution Truss Oregon Truss Inc Truss: A-Ward-1 Version:5.11-1[Build 6) PH 503-581-8787 ProjectName: 1412254mwb Date: 12/31/14 10:36:07 Page: 1 of 1 Span Pitch Qty OHL OHR CANT L CANT R PLYS Spacing WGT/PLY 50-0-0 4/12 8 0-0-0 0-0-0 0-0-0 0-0-0 1 72 in 313 lbs -_ - _ 500-0 .__ 5-10-13 4-9-5 4-9-5 48-10 5-0-0 5-0-0 4-6-10 4-9-5 4-9-5 5-10-13 I_-- 5-103 I 10-8-2 15-5-6 I 2040 I 25-0-0 Il 30-0-0 I 34-6-10 39-3-14 44-1-3 -)-_- - 50-0-0 Continuous 206 62(or better)Blocking if- F.cl. 20d(0.196'x 4")nail-lyp. /�t 6012- ` lx6B.i"'LLL��� -- 7 12 1x11 F21-81x41 Section A-A 12 q� 6 8 -144x51 4051 5x12/ 5 9 50121 1x41 4 ///4...\1:1 10 1041 3 �� !eb 1,5x411.5x4/ nr� 2 b6z12 H518- - Ar 6z12HS1B- 1 3 I =' 17 16 A4- 15 I 14 4x10- 10010 HS18- 10010 HS18- 4510- III Note.A 2-ply rosin of this design may be installed at 121-0"o.c.(each ily supports 6-0"of tributary load).The truss plys may be separated 5.5"as shown(see Section A-A detail)and installed on each face of a 6x pole/column(truss support and connection design by others).Install 2x6 42(or hetet)blocking w/20d(0.196"x 4")nails rltf 12"o.c.along each bottom chord member.Blocking must be continuous throughout the bottom chord length.Install bottom chord lateral bracing(purlins)@251-0"o.c.moo.Block between the top chord members at 24"o.c.max.wi 206 42(or better) or 4x6 42(or better)material.Attach the blocks w/4-IOd nails(min.)ihrough each top chord member.Install sop chord purlins(4)24"a.c.max.as specified on this design(purlin design by others). 0-0-0 0-0-0 108-2 I 9-3-15 10-0-0 9-3-15 10-8-2 10.8-2 20-00 30-0-0 333-14 50-0-0 Loading General CSI Summary Deflection L/ (hoc) Allowed Wad (p50 Bldg Code: IBC 2012) TC: 0.93(1112) VertTL 1.27 in L/465 (15-161 LI ISO TCLL: 25 TPI 1-2007 BC: 0.83074) Veu LL: 0.92 in L/640 (15-16) L1240 TCOL: 5 Rep Mbrincrease: No Web: 087(5d6) Horn TL: 0.39 in 13 BCLL: 0 D.O.L: 115% Creep Factor,Ker-1.5 BCDL: Plate Offsels(1nt:X,Y-Aug): (19-3,3.10.) (2:0-0,5-13,19.) (30-0,5-13,90.) (4:014,2-10.18.) (5:0-0.5-13,18.) (6:0-0,5-13.90.) (7.0-0,521.0) (8:0-0,5-13,90.) (90-0,5-13,184 (100.14,2-10,18.)018-0,5-l3,90.) (12:005.12,19.1 (139-3,3-1,0.) 04:0-0.5-80.) (15805-00.) (169.0,5.0,01 07:0-0,5-8,0.) Reaction Summary IT Type Brg Combo Brig Width Motorial Rqd Brg Widih Max Ran Max Gray lIplifi Max Wind Uplift Max Uplift Max Bona 1 Pin(Wall) 1 5.5 in Douglas-Flo-larch 4.96 in 4,66Olbs - -571 lbs -571 lbs 61 lbs 13 H Roll(Wall) I Si in Douglas-Fir-larch 4.96 in 4,660 lbs - -571 lbs -571165 01bs Material Summary Bracing Summary TC DFL 22502.0 24.6 IC Bracing Polito at 24"or.,Partin design by Others. BC DFL 22.50/2.0 246 BC Bracing: Polio as 6-Il-0,Purhn design by Others. Webs DFL Stud 214 except. 5-16 DFL 1800/18244 7-16 DFL NIB 204 7-15 DFL BI6254 9-15 DM.1900/182x4 Loads Summary I)This truss has ban designed for the effects of wind loads in accordance with ASC£7-10 with the following user defined input:110 mph ultimate,Exposure B,Fully F]uloud,(rabic/Hip. Building Category 1(1-0.87),Overall Bldg Dino SUR x 100 R h-15 B,Not tad Zone Truss,Bah end webs considered.DOL=1.60,CC Zone Width 0 R. 2)Minimum storage ane loading in accordance wok IBC Tank 1607.1 has not been applied 3)1n accordance with IBC Table 1607.1,minimum BCLLS do not apply. 4)This truss is designed as an agricultural truss which for the purposes of this program is dello:das a swrmc that rcpesenn a low hazard to people and moony.Sec SCSI-10 for insralluiac and temporary bracing 5)Dead loads have mac ban reduced whoa calculating the uplift reaction as allowed by ANSI/IPI I.Chapin(6. Member Forces Summary Table indicates:Mender ID.tins CSL rax axial forte,(max come.force if different Ron max axial force) TC 1-2 0.840 -12,428 lbs 6.7 0.597 .8,847 lbs 11-12 0933 -11,407 lbs 2-3 0.933 -11,407 lbs 7-8 0.597 -8,847 lbs 12-11 0.840 -12,420 lbs 3-5 0.771 -11,418 lbs 8-9 0,599 .8,812 lbs 5-4 0.599 -8,87280 9-11 0771 -11)18 lbs ` ■�.. BC 13-14 0830 11,616lbs (-2,1331105) 15-16 0.444 6,960 lbs (-1,1131hs) 17-1 0830 11.616 lbs (-2.133 lbs) F araC 1415 0,689 9.517 lbs (-1,6691 he) 16-17 0.689 9.517 lbs (-1.669 lbs) `t YM..y` Webs 2-17 0.551 -1,10411 6.16 0648 858 lbs 9-15 0869 -1077 lbs OC ^'V 3-❑ 0,259 -9581bc 7-16 0.731 2,8)1 Its (-579 Ms) 9.14 0.613 1,832 lbs (.4m lbs) ,`Q. 4t., 5-17 0613 1832 lbs (-dOBIbs) 7-15 0731 2,681 lbs (-57916s) 11-14 0259 -958 lbs Q.). 5-16 0,869 -1,877 lbs 8-15 0.648 .808 Ms 12-14 0.551 -1.104 lbs - hat Notes: 02 i' I I)When t is truss has been chosen for q 1'ty assurance inspection,she Double Polygon Method per TPI 1-41076111apicr 3 shall be used.Fabrication tolerance=l0%. ('V a :;yA I • )Building Designer ha ll fy if ins f the was and o her dead load ma enols do no exceed Tali psilif / c 31Bilding Deng shall verify if weight of the inns and oder dead load matmals do on exceed SCOL ter_ ' ! I'` A. 4)Listed wind )lift i based on MWFR60nly loading. • 4 (tf� 5)Bring material shown to the above ato able has only bon checked for resistance perpendiculargrain-.grain-., does no indicate adequacy of material for other ignconsideruiata ,,,ttt���material . rf ST' ' I 12/31/2014 NOTICE Acopy ofJ design shall he furnished to the erreliOnman .The design of ihis individol truss s basal ea design crimia andreq mens suppled by the TS5 Manufaeturce and tiles upon de aremacy'd Simpson Strong-Tie Company completeness of the f s n set forth by the Building Designer.A seal on din dm ng indows acceptancenrofessoul enaineemig responsibility coldly for ilic iruss component design shown See the cover gage and the Insponani Information&General Noes"page Mr additional infonnation.All connector plates shall be manufatruud by Simpson Strong-Tie Company.Inc ht anion-Ono wish ESR-2762.All cnnnnror plates are 20 gauge unless the specified plate six is followed bye"18'which indicates an 18 gage plate,or-Sit I0'which ndicaei a high tenon 18 gauge plate t • / / / L { y / i � I 6040 WIN R/O m -o °' O o -4 N X A0 ▪ 0 I Ot r O N O Z o Z A In® Z C A A "••••, 2 ma 0 O N m • O I 00 p -- I I I I I I I I 1 I I I f 1 I 11 1 1 (1 1 1 a I /z � r HD N NA _. 0r Do' Inm W OD aPI N �W I �= D< I 0 �z •0 C Z� W OA A �A OA oDO [z NZ Co ao -o\ O A -a---- I q I I I I I I _l_.1It" 1 1 �k l ,l ) X N x Z A N O ^ A DOO01ITI N r mO O � D m Nm CO O N 2 r0) 7J 00 A O I 10 ITI �1 m I 0r T. Z 030 0_ = Q0A 19 r 0 I o 0p v * C Z A N C O A N3 m v om HOT.DN It m 0r — l I t I�— I [ --1t l r I In l I1 II ) Ij j , „ • NOTFS,; 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 Q�Ai% METAL SALES PRO-PANEL II(TM) ���� OR EQUAL. 0.0165"± GRADE E STEEL SIDING & ROOFING. FASTEN W/ 1 1/2" CAD PLATED #10 �1`.t' SCREWS ® 9" O.C. (TYP) \''/ \'\`.'` 2x3 "T" BRACE 1 ROW IN THE MIDDLE 5/8" BOLT THRU TRUSS (DO NOT DAMAGE TRUSS •1� PLATE) 8c W/ 6-2Od 2" EDGE EA SIDE (TYP) DISTANCE ID 2x6x24" BLOCK W/ 5 1/4" 5 -5/8" DIA MBs W/ MIN IOW O O WASHERS EA SIDE (TYP) 0 I III 3" O.C. WO O III 3" O.C. H O III 3" O.C. NW 0 3" O.C. 00 0 001 . IQ L.--------f--. ` D \" (0 24" DIA CONCRETE BACKFILL ALL TRUSS BEARING d COLUMNS (TYP) TCROSS SECTION 1 1/4" MIN EDGE DISTANCE ' 6-20d EA 1 2 2 1/2" MIN O.C. SIDE (TYP) _ 2 1/2" MIN O.C. 4 2 1/2" MIN 0.C. -_ ' 5-20d EA SIDE (TYP) 4 I �` 2x6 BLOCK W/ 6-20d E 8-20d EA SIDE SIDE (TY-) 7 • � . } I. 7. \ 22 3/1 .. II: :1: A 2x6 MSR 1650 GIRTS S W/ 2-20d EA END (TYP) 5 JL 14,1- L + rj II 5 T 1 GRADE IL \ .[ \ SKIRT BOARD \ 2X10 PT HFIR #2 W/ 6-20d 0 O EA END (TYP) 0 I I sf 7 E===i ,..,_- 1$" DIA CONCRETE BACKFILL ALL © ENDWALL FRAMING CORNER ac ENDWALL COLUMNS (TYP) SHT 2 of 5 M & W BUILDING SUPPLY DAV A , 442 COYLE D. ��a�um�wpc�SUPPLY CUSTOM POLE BUILDINGS A QUILCENE C V�� WASHINGTON 1,3,1.1 L. F,8S ,,, 50' wIDE x 60 ' LONG x 10' EAVE COUNTY: JEFFERSON 22175 S. HWY. 99E CANBY, OREGON 97013 ',O QF wi°.„141 ROOF LOAD: LIVE 25 PSF ENGINEERS DESIGN RESPONS BILITIES ARE LIMITED EXCLUSIVELY TO (503 233-8953 ��' DEAD LOAD 3 PSF THOSE DOCUMENTS BEARING HIS SEAL AND SIGNATURE. ANY ALTER- (503) 2B6-7102 (FAX) Orr _� AT IONS TO THESE DOCUMENTS OR THE PHYSICAL STRUCTURE BY ANY 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 ' ,yr• :ZJJ ; SEISMIC ZONE, D DRAWINGS ARE FOR STRUCTURAL COMPLIANCE ONLY. THEY ARE NOT TO _-I l� FOUNDATION PRESSURE: 1500 PSF BE CONSTRUED AS HAVING BEEN PREPARED FOR BUILDING USE, OCCUPANCY RDD/RN 12/30/14 �, AND/OR FIRE & LIFE-SAFETY REQUIREMENTS OF LOCAL CODES OR - # . LAT BUILDING DESIGN NG,R I 100 OIO.B.C.PSF MIX, THICKNESS,HAIRPINS CJ' s, . REINFORCEMENTSHOWN FOR A BY ENT ONLY,OTHERS. DESIGNHIS ^0+n�, �`C�3;2/. 'tis.; ,r �N STRUCTURE HAS NOT BEEN DESIGNED FOR USE WITH INTERIOR FINISH ss C' CLOSED BUILDING MATERIALS. SUBJECT TO DAMAGE OR FAILURE DUE TO LATERAL MOVEMENT BUILT MW 14192 '/O,VALF,'Pl('� e L 1 • I. BUILDING PAD SHALL BE CONSTRUCTED ON LEVEL SOIL. 2. COLUMNISTUR FOOTING CONCRETE BACKFILL SHALL NN AGAINST EXISTING CED SOIL THE SIZE AND SHAPE SHOWN CASTE DRAWINGS. (U.0.14.) U 3. ALL WORE SHALL BE IN ACCORDANCE WITH LOCAL CODES AND ORDINANCES 1 I . AND THE LATEST EDITION OF THE I.B.C. 4. BOLT HEADS & NUTS BEARING ON WOOD SHALL HAVE STD. PLATE WASHERS. BOLTS SHALL BE ASTM A307. BOLT HOLE DIA. SHALL BE 1/I6' LARGER THAN BOLT DIA. 5. STRUCTURAL STEEL SHAPES AND PLATES SHALL BE ASTM A36 UNLESS I OTHERWISE NOTED. B. REBAR SHALL BE GRADE 40 UNLESS OTHERWISE NOTED. (11.O.N.) 7. CONCRETE FOR FOOTINGS & SLABS ('cx2500 PSI B. BEARING BLOCKS SHALL BE PRE-DRILLED PRIOR TO SETTING 20d NAILS — Irp iI 9. 20d 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 Bx TIMBERS SHALL BE ROUGH SAWN AND TREATED TO 0.60 RET #i CI X 1 1/2" SCREWS ® 9" O.C. W/ CCA TYPE C. FASTEN AT EACH GIRT OR PURLIN 13. NO OTHER MATERIALS SHALL BE USED WIG M&W BUILDING APPROVAL 0 NOTES ell TYP. PANEL W/O EXTENDED LEG N.T.S. • s r 2x3 Y� 1 3-20d TOTAL 1,r CONTINUOUS 2x6 NAIL EA PURLIN �.a�/4 2x3 T" TO BLOCK W/ NAIL PURLIN (SPF Cl650F 1.5E) f`1%k BRACE SOLID MEMBER -i� �'. _ i 2-20d (4 REOD) TO PURLIN W/ BETWEEN BOTTOM Y� sem/ 2-20d (TYP) CHORDS /T� ti Ltilif s i� .+ "�P— i --„,4400#'' '� ` 1 I , 5 ` BLOCKING y N 20d© ` ,, / 5 - t14, I �_ r r 18" 0.C. �t.__'a. .,w PURLIN BLOCK I�� a-"' /�`:__` NAILED THU TOP TOENAIL PURLINS :i --I-•;,-.7-7,....0.-- CHORD/RAFTER TRUSS W/ 4+20d TO EA TRUSS W/ 1 Od ® 12" O.C. CHORDS TOP 2x3 RESTS (2 EA SIDE TYP) 1-2Od (TYP 3 TOTAL) STAGGERED FROM Al ON 8c IS NAILED EA TRUSS FACE TO EA BOTTOM DOUBLE TRUSS CHORD IN/ (OR RAFTERS) A I ll 2-200 (TYP) 4 -V' BRACING DETAIL PURLIN BLOCK NAILING 6 BOTTOM CHORD SOLID BLOCKING #10x1 1/2" SCREWS #10x1 1/2" SCREWS CP 9" 0/C (TYP) CP 9" 0/C (TYP) 11111=212111111.11 PURLIN-11 END COLUMN r. END COLUMN \ X BOTTOM 2x3 TO COLUMN TOP 2x3 TO BLOCK W/ 4-20d (TYP) W/ 2-20d (TYP) 20d C9 18" OC 20d CP 18" OC 2x6 BLOCK TO COLUMN W/ \I (2x3 "T"1 ROW) IN CE 4-20d (TYP) W// THE MIDDLE EN WALL COLUMN A END WALL SECTION END WALL SECTION (OPTIONAL) SHT 3 of 5 DAVE WARD #1 M & W BUILDING SUPPLY R y'`� 4429 COYLE D. SUPPLY T'�`L. Fxsj, CUSTOM POLE BUILDINGS & :l' QUILCENE, WASHINGTON Q gWgs tt 50' WIDE x 60 ' LONG x 10' EAVE COUNTY: JEFFERSON 22175 S. HWY. 99E 4N �•O CANBY, OREGON 97013 ^' tr ROOF LOAD, LIVE 25 PSF ENGINEERS DESIGN RESPONSIBILITIES ARE LIMITED EXCLUSIVELY TO (503)2 263-6953 r_ Y� DEAD LOADS 3 PSF THOSE DOCUMENTS BEARING HIS SEAL AND SIGNATURE. ANY ALTER- (503) 266-7102 (FAX) /:��; Z AT IONS TO THESE DOCUMEN S OR THE PHYSICAL STRUCTURE BY ANY WIND LOAD, 110 MPH EXP: B PERSONS OR AGENCY SHALL VO D SAID DOCUMENTS AND RELIEVE ENGR OF SCALE NONE �- b '7 ?f�, DESIGN RESPONSIBILITY, AND MAY CREATE LIABILITY ISSUE FOR THEMSELVES SEISMIC ZONE, D DRAWINGS ARE FOR STRUCTURAL COMPLIANCE ONLY. THEY ARE NOT TO O./', 4.r. ... FOUNDATION PRESSURE, 1500 PSF BE CONSTRUED AS HAVING BEEN PREPARED FOR BUILDING USE, OCCUPANCY RDD/F{M 12/30/14 AND/OR FIRE IL LIFE-SAFELY REQUIREMENTS OF LOCAL CODES OR - O ''p4. 37213 z.�' BUILDINGLAT. SO I BEAR I L DESIGN. 2012 100 PSF AGENCIES. SLAB 8. HAIRPINS SHOWN FOR MIX, THICKNESS, CJ' sDEET NEN FORUSE WITH YINOTHERS. FINISHTHIS %%7xj.. Axe ‘� I.B.C. BEEN CLOSED BUILDING MATERIALS SUBJECT TO DAMAGE OR FAILURE DUE TO LATERAL MOVEMENT BUILT MW14192 ♦- 1 _. - - --------- p — —_ _ _ _ - --------- Z — — --------- I!I — — — — -------- 00 _ — _ _ --------- Am — — --------- ® Co --------- — — — Q ---- ----- — — — — -------- X ---- ----- — — — — p — — — —-- — — — — — — — --------- 0 --------- — — — — — — — — --------- 2 — — — — --------- — — 0 -- - - --------- \ z --------- — — — — — --------- __ 1N3Wd013/13 A11Nfl!�irV00 3070-1; AlNf011102d3i.0 0 SUE Et? 93d m � i SHT 4 of 5 DAVE WARD #1 - M & W BUILDING SUPPLY 4429 COYLE RD. PPLY CUSTOM POLE BUILDINGS QUILCEN E, WASHINGTON & VI DINGe �L. FE6.6. 50' WIDE x 60 ' LONG x 10' EAVEJEFFERSON 22175 S. HWY. 99ECANO F�7 ,�� ROOF LOAD; LIVE 25 PSF ENGINEERS DESIGN RESPONSIB IL IT IES a ARE.LIMITED EXCLUSIVELY TO (5O3 OREGON 97013 .G.� (503) 263-6953 e• dr) DEAD LOADi 3 PSF THOSE DOCUMENTS BEARING HIS SEAL AND SIGNATURE. ANY ALTER- (503) 266-7102 (FAX) AT IONS TO THESE DOCUMENTS OR THE PHYSICAL STRUCTURE BY ANY WIND LOAD: 110 MPH EXP: B PERSONS CR AGENCY SHALL VOID SAID DOCUMENTS AND RELIEVE ENGR OF SCALE NONE DESIGN RESPONSIBILITY, AND MAY CREATE LIABILITY ISSUE FOR THEMSELVES " I 6�' '6-- SEISMIC rSEISMIC ZONE D DRAWINGS ARE FOR STRUCTURAL COMPLIANCE ONLY. THEY ARE NOT TO FOUNDATION PRESSURE 1500 PSF' BE CONSTRUED AS HAVING BEEN PREPARED FOR BUILDING USE, OCCUPANCY RDO/RM - 12/30/14 AND/OR FIRE I. LIFE-SAFETY REQUIREMENTS OF LOCAL CODES OR LAT. SOIL BEARING 100 PSF AGENCIES. SLAB 8. HAIRPINS SHOWN FOR CONSTRAINMENT ONLY. DESIGN 0.�L'I' 1, ,.C''Sj'B%NP413 MIX, THICKNESS, CJ' s, & REINFORCEMENT BY OTHERS. THIS BUILDING DESIGN: 201`2 I.B.C. STRUCTURE HAS NOT BEEN DESIGNED FOR USE WITH INTERIOR FINISH `SS CLOSED BUILDING MATERIALS SUBJECT TO DAMAGE OR FAILURE DUE TO LATERAL MOVEMENT BUILT MW14192 IQNA1. AMEMP • • , 4 I .111 • I /\ 1 2 - ---� 12 I I 14 / 1 1 1 1 I I I I I 11 `` I I 1 I I I I I 1 1 I I I I 1 1 I I I I 1 1 1 I 1 1 I _711_ I `\�- 1 - I I 1 1 I 1 1 I I I I 11 1 I I I I I I I I I 1 1 I I I 1 1 1 1 1 I I I 11 I I . I I I I I I I 1 11 I I I I I I I I 1 1 1 1 1 1 1 I 1 I I I 1 1 I I 1 1 1 1 I SII 1 1.1 III 1 I II r1 I :,I 1 I Y 11 1 1 1 , 1 11 1 1 1 1 11 1 I 1 1 11 1 1 1 1 1 2 / _, 12 4 ' - I I I I I I H ' I I I I `\ \ � I I I -_ 1 I I I I :I I I I I I I I 1 1 1 1 _ 1 1 I 1 I 1 I I I 1 1 1 I I 1 I I I I � \ I 11 I I 1 1 i�l I 1 I I I I 1 1 1 I I I I I 1 1 1 1 1 I I I 1 I I I I I 1 1 1 I I I I I I I I 1 6040 WIN I I I /// I I I I I I I I I I 1 1 I I 1 1 1 I 1 1 I I I 1 1 1 1 I I I I I I I I 1 1 1 I I I 1 ( I I 1 1 1 � klI II II I1 11 11 11 11 11 11 11 11 11 11 11 11 11 11 11 11 11 1 11 11 SHT 5 of 5 M & W BUILDING SUPPLY DAVE WARD 1 �� CUSTOM POLE BUILDINGS 4429 COYLE RD. BVI DINE SOP LY 50' WIDE x BO ' LONG x 10' SAVE QUILCENE, WASHINGTON & ..110 ��`� L. FFS . COUNTY: JEFFERSON 22175 S. HWY. 99E �.W444, CANBY, OREGON 97013 ROOF LOAD, LIVE 25 PSF ENGINEERS DESIGN RESPONSIEIL!TIES ARE LIMITED EXCLUSIVELY TO (503)) 263-6953 �`� '�'t,�N DEAD LOAD: 3 PSF THOSE DOCUMENTS BEARING hIS SEAL AND SIGNATURE. ANY ALTER- (503) 266-7102 (FAX) AT IONS TO THESE DOCUMENTS DR THE PHYSICAL STRUCTURE BY ANY h -• WIND LOADS 110 MPH EXP, B PERSONS OR AGENCY SHALL VOID SAID DOCUMENTS AND RELIEVE ENGR OF SCALES NONE i' rl . ,'%�,/ � DESIGN RESPONSIBILITY, AND MAY CREATE LIABILITY ISSUE FOR THEMSELVES V //(/ SEISMIC ZONE: D DRAWINGS ARE FDR STRUCTURAL COMPLIANCE ONLY, THEY ARE NOT TO FOUNDATION PRESSURE: 1500 PSF BE CONSTRUED AS HAVING BEEN PREPARED FOR BUILDING USE, OCCUPANCY RDC/RM 12/30/14 Ilr AND/OR FIRE & LIFE-SAFETY REQUIREMENTS OF LOCAL CODES OR • " LAT, SOIL BEARING: 100 PSF AGENCIES. SLAB & HAIRPINS SHOWN FOR CONSTRA IENT ONLY. DESIGN r, p aP 3?213 Q' NM BUILDING DES ION: 2012 I.B.C. MIX, THICKNESS, CJ' s, & REINFORCEMENT BY OTHERS. 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