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20190077 plansCity of Yelm�ete Re erved Community Development Department RESIDENTIAL BUILDING PERMIT APPLICATION APPLICATION EXPIRES 180 DAYS FROM DATE OF SUBMITTAL. TO EXPEDITE PROCESSING, PLEASE VERIFY ALL DOCUMENTATION FOR ACCURACY. ALL APPLICATIONS MUST BE COMPLETE. ALL CONTRACTORS ARE REQUIRED TO PROVIDE A COPY OF THEIR CONTRACTOR'S REGISTRATION CARD AND PROOF OF A CURRENT CITY OF YELM BUSINESS LICENSE. IN ORDER TO PROVIDE PROMPT AND EFFICIENT SERVICE, WE NEED THE FOLLOWING DOCUMENTS SUBMITTED WITH PERMIT APPLICATIONS: • Identification and description of the work to be covered by the permit for which application is being made. • Description of the land on which the proposed work is to be done by legal description, street address or similar description that will readily identify and definitely locale the proposed building or work. • Description of the use or occupancy for which the proposed work is intended. • Two complete sets of construction plans, diagrams, computations and specifications, and site plan including septic and/or step tank location. • Stated valuation of any new building or structures or any addition, remodeling or ateration to an existing building. • Signature of the applicant or the applicant's authorized agent. • Energy calculations. • Civil plans and specifications, it applicable. • Any additional data and information as may be required by the building official. • Copy of mitigation agreement with school district,'d applicable. THE FOLLOWING ITEMS ARE NEEDED WHEN SUBMITTING AN APPLICATION FOR A SIGN PERMIT: • The name, address and signature of the owner of the sign. • The street address or location of the property on which the sign is to be located and the name and address of the owner of that property. • The type of sign or sign structure. • A site plan showing the proposed location of the sign relative to the boundary lines of the property where it will be situated, the locations and square footage areas of all existing signs on the same premises, and the location of all abutting public rights-of-way, building and other structures on the premises. • Specifications and scale drawings showing the materials. designs, dimensions, structural supports, and electrical components of the proposed sign. IM Yeim AvmureW a (am)I68-3a9s s P _ '�f� t e � I 'T, _; y �. y �.' � ±- � y. -'. i ✓: �tr 3.. . y� ' � � �'� �a�"�. �F �3.j "�@YJt � y1� . Y '�� `� �: f k� 9 �� , l :� d� i a iii �.ali y .. �� , }� ' � �� . � i � �Z�. �� G � +�- `<. M i Rr 4 ;, _� AlarwALLIANCE IMENGINEERING aeOregon.com 2700 Market 5t. NE 503 580.1727 Specialists in Post Frame Engineering Salem, OR 97301 Fac 503589-1728 POST FRAME BUILDING STRUCTURAL CALCULATION (This structure has been analyzed and designed for structural adequacy only PROJECT No. 1301419 BUILDING OWNER / LOCATION: Daniel Beell 9209 Mounatin View Road Yelm, WA 98597 CLIENT: Rochester Lumber PO Box 219 Rochester, WA 98579 ENGINEER: �P'9 C WAS Zx 7_ q 28765 �C EC%lctEPi S.�vi ONAL tyu Property of Alliance Engineering of Oregon, Inc. Unauthorized duplication prohibited. Coovrioht ID Alliance Encineenno of Omoon. Inc. Salem, OR 97301 w .aeOregon.com Fax: (503) 589-1728 3/14/2019 1301419 (Beell) 30x48x16 xmcd 1 POST FRAME BUILDING REFERENCES: 1. 2015 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. 2015 Edition, National Design Specification (NDS) For Wood Construction with 2015 NDS Supplement, American Wood Council, 2014 4. ASABE EP486.2 - Shallow Post and Pier Foundation Design American Society of Agricultural and Biological Engineers, 2012 3/142019 13014191Beelp 30x48x18.xmcd 2 DESIGN INPUT VALUES: Buildina Dimensions vvb1ds:= 30 it Width of Building Lhids:= 48 g Length of Building 1411ds:= 160 Ewe Height of Building O,.eh,,,i,:= 24 in Length of Ewe Overhang Rp,a,:= 4 112 Roof pitch B„ 12 ft Greatest nominal spacing between save wall posts 15 -ft Total width of openings in left gable wall 15 a Total width of openings in right gable wall WF,:- 29 ft Total width of openings in front ease well WR .,;,,®,:= 0 J Total width of openings in rear ewe wall Design Loads for Building: Risk -Category ll fv Wind Design Values: Wind Speed: Wrid Exposure: V,,;,,d = 110 mph P,,,p,. :- Seismic Design Values: Sirc_class :- 97I v S, := 1.255 Mapped spectral acceleration for short period Sr := 0.501 Mapped spectral acceleration for 1 second period R,:= 2.5 Response modification factor Roof Load Design Values: ps:= 25 psf Ground snow load I'd = 3 psf Roof dead load Roof type i, _ "nasal shwihing" pr, = 20 psf Roof live load P, 0-psf Additional truss bottom chord dead load (f applicable) 31142019 1301419(Beell) 30x4Bx10.xmcd 3 DESIGN INPUT VALUES (Continued): Structural Members for Building: Eave Post Properties: (Solid rough-savm post unless othermse specified) S := Post Species :=Post Grade :_ 6x6 He v 2 Purlin Properties: Girt Properties: Spurlin := Sgirt Sx26 v Sy2b :v Purhn, :_ DO it v 2 v Pwlm ,sn.:= 24 m Gut, := D;; Fn v Grt.,:_ $al -Strut v (iirl;,g� 24in Post Hole and Footing Design Values: y,,;;:= 1500 pst Assumed soil vertical bearing capacity Sec;; = 100 Psi` Assumed soil lateral bearing capacity d;, row;nq := 2.Dfl Main eave post footing diameter Slab and backfill infonnation Cw Tctc_slah :— Ves - Backfill_type Granular vi Mein eave post hole backfill (GO TO LAST PAGE FOR SUMMARY OF R ESULTS) 3!1412019 1301419(Beell) 30x48x16.xmcd 4 SNOW LOAD ANALYSIS: For roof slopes greater than 5 degrees, and less than 70 degrees. Ps = 25.psf Ground Snow Load (from above) R„si,=1843 deg Angle of roof C, = 1.00 Exposure factor C, = 100 Thermal Factor C, = 0.79 Roof slope factor S = 1.00 Importance factor 1. Determine Roof Snow Loads: pry 0.7.C� C,4.p8 Equation 1 pr= 17.5 psf Flat roof snow load; Rool_ilupe 5 5deg P.:= C: Pr Equation 2 p, = 13,9 psf Sloped roof (balanced) snow load 2. Determine final snow load, psu p„ = 25 psf Final roof snow load 3/142019 1301419 (Beall) 30x48xl6.xmcd 5 WIND ANALYSIS: Method 2 -Analytical Procedure V, = 110 mph Wind Speed Y.a - 0.85 Wind Directionality Factor k,= 1.0 Topographic Factor k = 0.860 Wind Exposure Factor (windward) 1„ = 1011 Importance Factor qr, = 13,59 psf Velocity Pressure Calculated Wind Pressures: Windward Eave Wall: Leeward Eave Well: qww:- qh. GCPrw.- qi,:= qh GCpaw q_ = 702 pef q, - -5 65 psf Windward Gable Nall: Leeward Gable Wall: gwwq - qn GCpras grws - gh GCet1..y qw,s = 544-ps1 giwe = -794 psf Windward Root: Leeward Roof. q.. gh.GC'rs.r qtr' qh-GCgi. qwr =-9.38'psf qtr = -6.37 psf Wall Elements: Roof Elements: q_:= girGCrrw q,: gh GCpp q_ = -I 134.pst q, = -10.88 psf Internal Wind Pressure (+1-): qi:= gh'GCPI q; = 145 psf 3/14/2019 1301419 (Beell) 30x48xl6.xmcd 6 SEISMIC CALCULATIONS: S. = 1.25 Mapped spectral acceleration for shod periods (from above) S,-0.50 Mapped spectral acceleration for 1 -second period (from above) (= 1.0 Importance factor R. = 2.5 Response modification factor (from above) 1. Determine the Seismic Design Category a. Calculate S. and Sot For S.: For Sm: For S. = 1.25 For St = 0.50 F. = 1.00 F„ = 1.50 S- s: S.F. Sml: SI -F, Ste(/= 1,,25 SMI SOS:= l3 I'Srs r=01.752 Sot= 13J'�r \= Sns = 0.84 Sol 0.50 Seismic_Design_Cdtegory = "D" 2. Determine the building parameters Building dead load weight, W: IIjI'jiII 11 11 W:= FW -9 I+Ide'Cpr_:.2)+Pd]]+111ITTI 2'(WWdd+leidr�'Hung]+('�—f-Wbidj Pd] W = 8514.016 Building area, Ab: Ab:= Ibidg' WWdg At= 1440112 3/14/2019 1301419 (Beel1)30x48x18.xmcd 7 3. Determine the shear tome to be applied a. Determine the fundamental period, T 1u 75 11u� a hoc/ T,:=.02 2 3', T, T=0.18 s Fl b. Determine the Seismic Response Coefficient, C,: C. is calculated as: But need not exceed: _ SDs Com; = 1.123 C,z . R. 4 C,z = 0,335 But shall not be less than: C„ = 0.037 C, = 0 335 Seismic Response Coefficient to used in determination of seismic base shear c. Determine the Seismic Base Shear Vm 4rar = C, W Vm ,per, = 2849 Ib 4. Determine the seismic load on the building: Since SeismicDesign_Cutegory = "D" , p = 1.3 E = 2593.Ih Seismic load on building 3/142019 1301419 (Beall) 30x48xt6. mod 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 Stmngpanel, 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 Win STEP 2: CALCULATED ROOF DIAPHRAGM STIFFNESS OF THE TEST PANEL C' = (E X t) / (2 X (1+t) X (g/p) + W2 / (b X 062)) Where: Eym = 27.5x1046 psi (modulus of elasticity for steel) t = 0.017" (thickness of 29 gauge steel) V = 0.3 (Poisson's Ratio for steep g/p = 1.139 ratio of sheathing corrugation length to comtgatdon pitch U = 144' (12'-0' length of test panel) STEP 2.1 This equation was set equal to the stiffness of the test panel (2166 Win) and the unknown value (Kz) was solved far. Ki = 1275 in4 sheet edge pur in fastening constant STEP 2.2: Use new building width to determine stiffness of new roof diaphragm (cJ: Wyaa KZ:= 1275in4 a> = 18.43-0c8 Angle of roof pitch 2 from horizontal -40) t:= 0.017 -in Ear:= 27500000psi b,,,,,,= 190 in Fumt r c 2 961 + K Ib (nom O2 c = 3725' in STEP 2.3 & 2.4: Calculate the equivalent horizontal roof stiffness (ca for the full roof: Since ci, is for the full mof, the mof length must be reflood by the aspect ratio of the roof panel (b / a) where "a' is the toss spacing in inches. non a Bey ch := 2-c-cos(0)2 — a a = 144 in q, = 8834. In in 3/14/2019 1301419(Bee11) 30x48xl6.xrncd 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= 122-pli STEP 4: DETERMINE THE TOTAL SIDE SWAY FORCE (R): Apply wind bads to the walls to determine the moment, fiber stress and end reaction at prop point R. Calculate Total Wind Load: qr = 12 67-pstwind load q,,, 9ea cl „"= 12.67-pli 2 y sows 8 M.,m 4..,.p a Moa = 51302indb Mww 4 Na r ti,Ke,xpni fwiw = 713 psi R:= 3. y,,,,ro,, LP°°r meed R=85516 K j STEP 5: DETERMINE THE RATIO OF THE FRAME STIFFNESS TOTHE ROOF STIFFNESS: This ratio Neo will be used to determine the side sway force modifiers. k — -0014 4 STEP 6: DETERMINE SIDE SWAY RESISTANCE FORCE: mD = 0.973 STEP 7: DETERMINE THE ROOF DIAPHRAGM SDE SWAY RESISTANCE FORCE: Q:- ml) R Q = 8:216 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. Myr = 5544 m lb t, = 77 psi Calculate the total moment and the total fiber stress in the post. lvf r MD M,„„ d + Maa Mw = 55460 in lb f. MDf�d + Frio f�, = 770psi 311412019 1301419(Beell) 30x48x1Bxmcd 10 MAIN POST DESIGN: Calculate allowable unit compression stress, F, F, = 575 psi F� = Fc1 Cuc. C1,,1 CF.,. Cid Fc = 575 psi Allowable compression stress including load factors L. b x = 180 in Bending length of post d,, = 6 in Minimum unbmced dimension of post Ke:=0.8 c:=08 Em. 4110000 psi Fi';s=Fim;�w. 'Cnglm'C�Ipmc'Clpone I.:= K. Lp. b.4 1,=144 in E'„b,=400000,psi 0.8221:',x;,, Load duration factors (Cd: F,.4::= 2 F, = 571psi Cocxxn = 1.25 Covixd = 1.60 (�) C,,x = 1.15 Calculate Column Stability Factor, Cp: Foe Fca 2 Fce l+— +— F� Co F� Co P� Co CF'= - - C 0.61 C 064 C W 0.51 2'c 2 C C pis = p_Smw — p_ ,od — F. L,:= F, Cocxxx'Cp_Fc, L,= 436+psi Allowable compression stress on the post; load case 1 F. S.:= 1', Cu . CF sw.. Fcc_ sm. = 422 -psi Allowable compression stress on the post; bad case 2 F. Wm F,. C1*W*Cp v',nd Fcc w;xa = 472psi Allowable compression stress on the post; all load cases except load cases 1 and 2 Wx = 28 psf Total roof loading P,�s = 61216 Axial loading per post due to roof dead load Plx,xrvxn = 4080 lb Axial loading per post due to live roof load Proo..mx = 534016 Axial loading per post due to roof snow load (load case 2) P,xo,.,xca F, = 3570 lb Axial loading per post due to roof snow load (load case 5) Fb Fbl'COxM CNV,,tCt,1 CL"tLbbp,xl'(2ft,.t Ci,., Fb = 920 psi Allowable bending stress per post including load factors 3/14/2019 1301419 (Beell(3Dx48xl6.xmod 11 Check Load Cases: Load Case 1: Dead Load + Live Roof Load ler := n fbi = O -pr Actual trending stress on post Pdwdp , + pl m fpon Ap- to := f 1 CCFALII Fcc L� f = 130 psi Actual compression stress per post CCFAL1I = 030 Load Case 2: Dead Load + Snow Load f, := a tyr = O -psi Actual bending stress on post ?", + P,, W f CCFALI2 := — P� snow I',= 165 pi Actual compression stress per post CCF'AL12 = 0.39 Load Case 3: Dead Load + 0.6 • Wind Load fbI = G, f, = 770 psi Actual bending stress on post t's:= Pdo p_ fo = 17 pi Actual compression stress per post Apw 12 CCFALI3 := I/ + bi F. ww F6.(1f — F� J s lj CCFALI3 = 0.86 3/14/2019 1301419 (BWI) 30x48xt6.xmcd 12 Check Load Cases - cont'd: Load Case 4: Dead Load + 0.75' (0.6' Wind Load) + 0.75' Live Roof Load fbi 0.75 (fey) fbn = 578 psi Actual bending stress on post Pd�� + 0.75.11—fes„ fc := f� = 102psi Actual compression stress per post Ap. ( 2 CCF'ALI4:= \F« w") + pb.�lf bl f 1 p� J CCFALl4 = 0.81 Load Case 5: Dead Load + 0.75' (0.6' Wind Load) + 0.75' Snow Load fb1 0.75.(fra) fbn = 578 psi Actual bending stress on post P—P- + 0.75 P.,„ a f,: -k = 9t.pw Actual compression stress per post Ap_r CCFAL[5:= � F« 2 +l.b (Ifnn f` )I L (*- CCFAL15 = 0.79 Load Case 6: 0.6 • Dead Load + 0.6' Wind Load f" fbr = 770 -psi Actual bending stress on past 0.6 Pdcadpon IOpsi Actual compression stns per post 2 CCFALI6:= + Fb(Ifb1 c Fsb) CCFAL16 = 0.85 CCFALI = 0.86 Less than or equal to 1.00 thus OK W14/2019 1301419 (Beall) 30x48xt8xmcd 13 DETERMINE GABLE WALL SHEAR LOADS: 1. Determine the wind load on the eave wall to be resisted by the gable wall in shear. q� = 12 7.pstEeve wall wind pressure from above q, = 4.9 pat' roof wind (0.375 mD Hbaa 1+rdr q.)+ (fir Lbide 9reor) Veavc wind '= Veave wind = 2351 lb 2. Determine the seismic load to be resisted by the gable wall in shear: Veam: seismic:= E Verve seismic= 1296 lb 3. Determine the controlling load to be resisted by the gable wall in shear: The controlling load = "Veave_wind" . Therefore. Vs,. ,b,.„ = 2351 Ih V.y, y,®, is the shear load that is transmitted through the roof diaphragm to each gable wall. Normalize the load to a per foot basis. vl�bl`"ill'= N'ules _s.niG,p�d vls,bi�,s = 157 pif Left gable shear load Vynle d,�a, bTgabievill WNdp wR�hlcq�m�ngs �r b��,li = 157-plf Right gable shear load — r+ The gable wall diaphragms can resist the shear loads as follows: vlr,a,,,,s 5 188 plf Use 29 gauge metal sheathing. Install per the Ahemate �7s,bl,,"„n s 188 plf Screw Schedule as shown on the Standard Details drawing in the engineered drawing package. 3/142019 1301419(Beell)30x48xl6.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: qs = 9 6 par Gable wall wind pressure ll_, = 5 it Vgeble_wind:= 2 0.375 mD Hymg W,42%+0.5 H,_,-Wbma'ge Vgable_wind = 120116 2. Determine the seismic load to be resisted by the eave wall in shear. Vgeblc_�ismic_ — _ Vgahle_sciwnic = 129616 3. Determine the controlling load to be resisted by the eave wall in shear: The controlling load = "Vgable_sersmic" . Therefore, V.... ams = 1296 lb Vim. 5Me is the shear bad that is trensmihed through the roof diaphragm to each eave wall. Normalize the load to a per foot bass. V..w vx.. 1 W3 4 e I = 6&plf Fmnt eave shear load +1d, — mpmioge Vea.. hw 14 .-T.�. 27 If Rear eave shear load The eave wall diaphragms can resist the shear loads as follows. vf_11 5 110 pit Use 29 gauge metal sheathing. Install per the < 110 plf Typical Screw Schedule as shown on the Standard Details drawing in the engineered drawing package. 3/14/2019 1301419(Beelp30x48x16xmcd 15 EMBEDMENT FOR MAIN POST. Calculate the minimum required post embedment depth for lateral loading for the main posts. Post_is = "amstrwned by a usn retc slab" V, = 77216 Lateral shear load at the ground line M, = 2311 fl lb Moment at the ground line d;, ra s = 2 ft Main post footing diameter S,oa = 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. d,ya, "I = 2 713 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 = 2351 Ib Calculated from above Vwve wind 11, Com,,:= - CP, = 2508 lb This is the uplift load on one gable wall post Wbld9 — WPWu Assume a dead load weight of roof and wall area to be 2.0 pet. The area of the roof and wall that will tend to keep the gable wall post in the ground will be as follows: B,, Roof — 2 Wu4'2psf R� = 360lb Dead load of roof WbIdBI/ \I 3'able call �1jM1ldg'(WM1Ide — Waanlm�rninya� + I/ �naF 2 ) + Hblde 2 2-BeY2 p5f 341c .,n = 1014lb Dead load of gable wall u ._ �Bb ds ` d,ra, r.blc moray = 4.5 ft gable post embedment depth Poe +�qn s+do rmncs/'Wlwn P,d, = 17916 Weight of post J,�blc �g - 15 0 Diameter of gable wall porthole footing Concrete backfill in the gable end posts is = "required" to resist gable wall panel uplift. Ball = 10241b 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). Wt. := GA, ,,,a + R_f + Po,„ - f3awkfill Total resistance for gable wal panel uplift. Since Wit. is greater than the W4,, = 2577 lb gable wall panel uplift, C,r, the gable well footing is adequate. 3/142019 1301419(Beell) 30x46xi6.xmod 16 FOOTING DESIGN FOR MAIN POST: Determine the footing size and depth for vertical bearing for the main posts. q,al = 1500 psf Soil bearing capacity for footing 2.0 ti Footing diameter x d.ro .2 4 /IA, = 3.14 fl2 Footing area Pm 4,,vy, = 4.5 R Minimum required post embedment depth Pr +tea :— Af�j, q-,, d r« P,_,, = 648216 End bearing capacity of footing Pte„,=595216 Total footing bad Note that the and bearing capacity (Pt,,;d is greater than the snow load (Pg,,,). This is OK. 3r142019 1301419 (Beel1) 3ox48x16.xmcd 17 GIRT DESIGN: The gins vall simple span behxeen posts and loaded horizontally for wind. Calculate bending stress due to wind loading and determine the adequacy of the gins. q., = 2.3 ph La;„ ,p,o = 138 m Oricatamm = "Flat" I girt epm2 Mpe q"s 8 Ma;,, = 5470 in lh Bending moment in the gin MM fye;a :=58 fya;,t = 2652 -psi Stress applied to the gid wa Determine the allowable member stress including load factors. F,,o;,, = 1500 psi C, = 1.60 C,.i,, = 1.00 Cu® = 1.00 C,.®„ = 1.00 CF®„ = 1.30 Cly;,, = 1.15 C,..,= 1.15 Fban = FmCl v CMbenC,a;,rCLain'Cl?,A-Ct O—C,s;,, Fb& = 4126 psi ' fkm This is OK. PURLIN DESIGN: The pudins simply span between pairs of trusses or rafters. Determine the adequacy of the purlins. Purhn = "20" Purlln"s„y = 24 in O.C. 1,,., , = 135 in wP,,;,, = 4 43 ph Maximum combined distributed roof load along top edge of purin 2 M wpmim Ivmb� �a M 10086 in lb Bendingmoment in the din polio � 8 w4� = W fbpm� Mpmu� fw�o=1334-psi Bending strew applied to the udin p-- Determine the allowable member stress including load factors Fbtw,. = 9(x).psi C,„— = 1.15 Ctiay,mbs = 1.00 C",;o = I.On C,, m, = 1.Gu CFpmlio= 130 Cp„pmib,= 1-00 C,P„�= I Is b,Mm 1`Po m'Cn -C�P,Im'Ltpe m LLpmlin LFpulw' Cepvlin Ctrl m Fb,,,s = 1547 psi > fbP,,,k This is OK 3/14/2019 1301419 (Beall) 30x48x16.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 zi , , = 1590 lb Shear capacity for 5/6' da. bolts ZT h 34 = 219016 Shear capacity for 3/4" 6a. bolts arum, m = 3600 lb Shear capacity for 1" die. bolts zTN;I r, = 1221b Shear capacity for l6d nails aTW ma = 147 lb Shear capacity for 20d nails P, = 59521b Combined snow, or live roof, and dead bads on corbels It 518 dia. bolts are used: NN, 08 - 3.3 Number of 5/8" dia. bolts required in the corbel block, if used. lt 314 dia. bolts are used: N,,,,4 = 2.4 Number of 3/4" dia. bolts required in the corbel block, if used. If 1 dia. bolts are used: NN,1,1r, = 1 4 Number of 1" dia. bolts required in the corbel Mock, if used. If 20d nails are to be used: N,;r,2w = 17.6 Number of 20d nails required in each corbel Mock, if used. 616d nails are to be used: Ndmee = 21.2 Number of 16d nails required in each corbel Mock, if used. SUMMARY OF RESULTS: Building Dimensions Wmda = 3011 Width of Building Lyua = 48ft Length of Building Hud, = 16ft Eave Height of Building D,�,aa= 24 -in Length of Eave Overhang R,a , = 4 / 12 Roof pitch Post Details Posl_,i = "6x6' Post_gradc = "N2 Hem -Fir" UsaW = 86 % Combined stress usage of post Shear Wall Delails: V ,el,w)i = 157 pit Max. shear in gable vrall Max. shear in eave wall Girt Details: Girt usage = "64 % Stress usage rd'wall girt" 0.antsaon = "Flat" Purlin Details: Purlin_usagc = 86 % Stress usage of roof puriin 3/14=19 1301419 (Beell) 30x48xl6.xmcd 19 Building Design Loads (kound_snow _load = 25 psf Roof -dead -load = 3 psf Wind speed = 110 -mph Wind_exposure = "C" Sclsmie_Dcs3gn_CacScxy ='D" Footing Details: Pose is = 'constrained b' a arncrele slab" I'oafdepth = 4.5 a Design Post Depth d;, fwa,j = 2,0 it Design Footing Diameter Footingusage = 70 % Stress usage of footing Corbel Block Bolts: Ny s , = 3 t Number of 5/8' dia, bolts required in the corbel block, if used. Nyima = 2.4 Number of 314" dia. bolls required in the corbel block, if used. NW,10 = 1.4 Number of 1" dia. bolts required in the corbel block, if used. N.a.zad = 17.6 Number of 20d nails required in each corbel dock, if used. N"1, = 21.2 Number of 16d nails required in each corbel dock, if used. SPECIAL NOTE: The dravrirgs attendant to this calculation shall not be modified by the builder unless authorized in writing by the engineer. No special inspectiors are required. Nostructural obsenaalion by the design engineer is required. CITY OF YELM RESIDENTIAL BUILDING PERMIT APPLICATION FORM Project Address: 9209 mountain view rd se Parcel #: 21713340501 Subdivision: Lot#: Plan#: Zoning: x New Construction Re -Model / Re -Roof I Addition Home Occupation Sign Plumbing Mechanical Mobile I Manufactured Home Placement Other Project Description/Scope of work: New polebam style bam Project Value: 20,000 Building Area (sq. B) to Floor_ 2n' Floor_ 30 Floor_ Garage -2 cart"O3 car_ Covered Patio Covered Porch Patio Deck # Bedrooms_ # Bathrooms_ Heating: GASIOTHER or ELECTRIC (Circle One) Are there any environmentally sensitive areas located on the parcel? no Kyes, a completed environmental checklist must accompany permit application. BUILDING OWNER NAME: Daniel Reell ADDRESS 9209 Mountain View Rd Se EMAIL daniel.beellNewisbuilds.com CITY Yelm STATE Wa ZIP 98597 TELEPHONE 208-a9&d715 ARCHtTECT/ENGINEER Alliance engineering LICENSE # 28765 ADDRESS EMAIL CITY STATE ZIP TELEPHONE $03)5831227 GENERAL CONTRACTOR TELEPHONE ADDRESS EMAIL CITY STATE ZIP FAX CONTRACTOR'S LICENSE # EXP DATE CITY LICENSE # PLUMBING CONTRACTOR TELEPHONE ADDRESS EMAIL CITY STATE ZIP FAX CONTRACTOR'S LICENSE # EXP DATE CITY LICENSE # MECHANICAL CONTRACTOR TELEPHONE ADDRESS EMAIL CITY STATE ZIP FAX CONTRACTOR'S LICENSE # EXP DATE CITY LICENSE # Copy of mitigation agreement with Yelm Community Schools, if applicable. I hereby certify that Me above infomadion is correct and Mat Me construction on, and the occupancy and the uea of Me above described property will be in accordance with Me laws, rules and regulations of Me State of Washington and the City of Yelm. A Iicait's Signature Date wne ontractor I Owner's Agent I Contractor's Agent (Please circle one.) All permits are non -transferable and will expire if work authorized by such permit is not begun within 180 days of issuance, or if work is suspended or abandoned for a period of 188 days 105 Yet. A... West What inspections should be expected? Each project requires a different set of inspections. Typically, they might include: A. Footings, setbacks and foundation walls— when forms and rebar are in place before concrete is poured. B. Rough electrical, plumbing and mechanical — after structure is closed -in (windows, roof, etc.) but before these systems are covered by insulation or drywall. (Electrical permits are issued through Labor and Industries (L&I); electrical inspections are also performed by L&I.) C. Framing — after framing is complete and all wring, plumbing and ductwork is complete. D. Energy Code — insulation, windows, sealing, and vent fans are inspected. E. Sheetrock Nailing — before tape and texture. F. Final— after all work is finished before the dwelling is occupied. This inspection includes decks, steps, attic insulation, appliances, posting of address and the like. If any inspection cannot be approved, a written Correction Notice will be left by the inspector. After any required corrections are made, you must call and schedule a reinspection. How do I schedule an inspection? Call the Yelm Building Department at 360-4511-8407 to schedule an inspection with Gary Carlson, the City of Yelm's Building Official. (24-hour notice required) FEES — SUBJECT TO CHANGE The following permit fees, if applicable, are due at the time of permit issuance: Sewer permit Plan Review fee Building peril Plumbing permit Mechanical permit Sewer hook-up Water meter Water hook-up Traffic Facilitation Charge Open Space Proof of payment of School Mitigation /36a) /58d83b ALLIANCE N I&ENGINEERING aeorFrt ""`'`°"' Specialists in Post Frame Engineering alemMOR97301 Fax NE 50 5891728 POST FRAME BUILDING STRUCTURAL CALCULATION (This structure has been analyzed and designed for structural adequacy only.) PROJECT No. 1301419 BUILDING OWNER! LOCATION: Daniel Beell 9209 Mounatin View Road Yelm, WA 98597 Property of Alliance 2700 Market Street N.E. Salem, OR 97301 CLIENT: Rochester Lumber PO Box 219 Rochester, WA 98579 ENGINEER: APs C>� WAS Z pr gFr:81�GF5R�c 2`v. `C1yONAL 6N�` Inc. Unauthorized duplication prohibited. Alliance Engineering of Oregon, Inc. Phone: (503) 589-1727 w .aeOregon.com Fax: (503) 589-1728 3/14/2019 1301419 (Beell) 30x48x16.xmcd i POST FRAME BUILDING REFERENCES: 1. 2015 Edition of the International Building Code 2. ASCE 7-10 - Minimum Design Loads for Buildings and Other Structures American Societyof Civil Engineers, 2011 3. 2015 Edition, National Design Specification (NDS) For Wood Construction with 2015 NDS Supplement, American N/uod Council, 2014 4. ASABE EP486.2 - Shallow Post and Pier Foundation Design American Society of Agricultural and Biological Engineers, 2012 3/142019 1301419(Beell) 30x48x16.xmcd 2 DESIGN INPUT VALUES: Building Dimensions Wmus 30 It Width of Building L,4:= 48 ft Length of Building Ifade = 16ft Eave Height of Building O,e,, 24 in Length of Eave Overhang R,i , 4 7 12 Roof pitch B,y 12 -ft Greatest nominal spacing between eave wall posts WLs,bi�s, :=15 -ft Total width of openings i n left gable wall WR,blw =15'R Total Width of openings i n right gablewall WF_ ,-P:= 29 ft Total width of openings i n front ewe wal WRe..eo ns, = O ft Total width of openings i n rear ewe wall Design Loads for Building: Risk—Category:— "9r 7 - Wind Wind Design Values: Wind Speed: Wind Exposure: V,.ma = 110 mph Seismic Design Values: Site class :_ - 'D" v 5, := 1.255 Mapped spectral acceleration for short period Sr := 0.501 Mapped spectral acceleration for 1 second period R,:= 25 Response modification factor Roof Load Design Values: pg:= 25 psf Ground snow load pd = 3 psf Roof dead load Roof type is = "metal sheathing" ph,= 20 psf Roof live load pd2:= 0 psf Additional truss bottom chord dead load (f applicable) 3/14/2019 1301419 (Beelp 30x46x16.xmcd 3 DESIGN INPUTVALUES (Continued): Structural Members for Building: Eave Posl Properties: (Solid rough -sawn post unless othernise specified) Sp. Post Species Post Grade := v 6x6 V iemFir V P2 Pudin Properties: Girt Properties: Spwlin := Sgirt :_ Sx26 V Sy26 V Pwlin, Doug-Fx V Pwlin�� F2 ---F Pw1in,,M :=24in DougFir V Gme,& :_ Sel-Strut v Girl,v,,:� 24in Post Hole and Footing Design Values: cl,,:= 1500 pat Assumed soil vertical bearing capacity S,,;i = 100 psf Assumed soil lateral hearing capacity d;, ,,:- 2.O R Main eave post footing diameter Slab and backfill information Concrete -slab :_ Yes V Backfill -type:- Granular v Main eave post hole backfill (GO TO LAST PAGE FOR SUMMARY OF RESULTS) 3/142019 1301419 (Beell) 30x4Bxl 6.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) R,,,= 18.43.deg Angle of roof Ce=1.00 Exposure factor Cr = 1.00 Thermal Factor C, = 0.79 Roof slope factor L = 1.00 Importance factor 1. Determine Roof Snow Loads: pf:= 0.7 C; qd; p8 Equation 1 pf= 17.5 psf Flat roof snow load; Roof slope 5 5deg N C. Pf Equation 2 p, = 13.9-psf Sloped roof (balanced) snow load 2. Determine final snow load, p,„ p,,,= 25 psf Final roof snow load 3/142019 13014191Beel1J 30x4Bx16.xmcd 5 WIND ANALYSIS: Method 2 -Analytical Procedure V, = 110 mph Wird Speed ka = 0.85 Wind Directionality Factor kn= 1.0 Topographic Factor k, = 0.860 Wind Exposure Factor (windward) I,o = I'm Importance factor q,:= 0.00256 k, k,rka V„a2 qh= 13.59 psf Velocity Pressure Calculated Wind Pressures: Windward Eave Wall: Leeward Eave Wall: q.:= gn'GCO„ q,:= gh'GCen. 9..,. - 7.02 psf gt. = -5.65-psf Windward Gable Wall: Leeward Gable Wall: cl,e = qh GCp�s ql = q, GC,,,. q—, = 5.44 psf qr, - -194 psf Windward Roof: Leeward Roof: g.R._ qh GCS gh:- qh GCW, gw = -9.38 psf qh = -.37 psf Wall Elements: Roof Elements: cl, gh'GCPr qr:= 9h'GCPfi q, = -11,34 psf 9r = -10.88 Psf Internal Wind Pressure qi = gh GCri q; = 2.45 psf 3/142019 1301419 (Beell) 30x48xl6.xmcd 6 SEISMIC CALCULATIONS: S, = 1.25 Mapped spectral acceleration for short periods (fmm above) SI = 0.50 Mapped spectral acceleration for !second period (From above) 4 = 1.0 Importance factor R, = 2.5 Response modification factor (from above) 1. Determine the Seismic Design Category a. Calculate S. and So, For Sm: For Sol: For S, = 1.25 For S, = 0.50 F, = 1.00 F„ = 1.50 SMs S.F. SMI:= SI -F, S,, 111.25 SMI =0..752 SDS := 1 SDI (3J'SMI 3J'S-s \= SDS 0 84 Sot = 0.50 Seismic_Design_Category = "D" 2 Determine the building parameters Building dead load weight, W: W:= [Wbid, 1+1de C(Pf . 1IrT) � Pdj � I 2'(WbM, + Ibldg). 12 —] •1 (1aof"Wbldg)] P W = 8514.0 lb Building area, Ab: Ab :_ 41dg Wblde Ab= 1440W 311412019 1301419 (BeeIl) 30x48xi8.xmcd 7 3. Determine the shear force to be applied a. Determine the fundamental period, T IIS0.75 Hbld, 1 T,:=.02.II\ 2 JI T:= T, T=0.18 s 8 b. Determine the Seismic Response Coefficient, Cz: Cg is calculated as: But need not exceed: Sns C, = 1.123 Cx_ R. t� CQ = 0.335 But shall not be less than: C,l = 0.037 C, = 0-335 Seismic Response Coefficient to used in determination of seismic base shear c. Determine the Seismic Base Shear: Vp ,_.:= C. W V 284916 bve spar = 4. Determine the seismic load on the building: Since Scismic_Dcagn_Category = "D" , n = 1.3 E = 2593db Seismic load on building 3/14/2019 1301419(Bee11)30x48x18.amcd 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 Deha-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+1) X (g/p) + (K2 / (b' X t)"2)) Where: Ertl = 27.5x10"6 psi (modulus of elasticity for steel) I = 0.017" (thickness of 29 gauge steel) V = 0.3 (Poisson's Ratio for steep g/p = 1.139 ratio of sheathing corrugation length to corrugation pitch U = 144" (12'-0" length of test panel) STEP 2.1 This equation was set equal to the stiffness of the test panel (2166 Ibin) and the unknown value (K2) was solved for. Kz = 1275 in4 sheet edge pudin fastening constant STEP 2.2: Use new building width to determine stiffness of new roof diaphragm I co: wb1'ss K2:= 1275M4 0 = 1843deg Angle of roof pitch 2 from horizontal e 1(0) t:= 0.017 in E4,,:— 27500000 psi bocw= 190 in 7� t c 2.961 + K, Ib (b, t)2 c = 3725 in STEP 2.3 & 2.4: Calculate the equivalent horizontal roof stiffness Ica for the full roof. Since ch is forthe full roof, the roof length must be refined by the aspect ratio of the roof panel (b / a) where "a" is the truss spacing in inches. a:=HaY ch:=2c-w4E))2 bo- a a = 144 -in ch = 8834. Ib in 3/14/2019 1301419 (Bee1I) 30x4Bx16.xmcd1 9 STEP S: 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=122 ph STEP 4: DETERMINE THE TOTAL SIDE SWAY FORCE (R): Apply vend loads to the walls to determine the moment, fiber stress and end reaction at prop point R. Calculate Total Wind Load: qe= 12.67 pstWind load q,,,,�ti= 12.67p1i 2 Lw+ n+as M..ma 9w,Pm 8 Mw;oa = 5I302in lb M..Na fw a fm, = 713psi R:= 3 q oh L,-18 b dS I R= 85511, STEP 5: DETERMINE THE RATIO OF THE FRAME STIFFNESS TO THE ROOF STIFFNESS: Tibia ratio odchl will be used to determine the side sway force modifiers. k = 0.014 Ch STEP 6: DETERMINE SIDE SWAY RESISTANCE FORCE: MD = 0.973 STEP 7: DETERMINE THE ROOF DIAPHRAGM SIDE SWAY RESISTANCE FORCE: SIVEW Q = 932, m 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 = 5544 in lb fan = 77 psi Calculate the total moment and the total fiber stress in the post. M,,,:— mD M, , + Man M� = 55460 in -lb fi,,rid)-fw,, + fan " = 770 psi 3/14/2019 1301419 (Beell) 30x48x10.xmcd 10 MAIN POST DESIGN: Calculate allowable unit compression stress, F, F, = 575 psi F�:= Fir C�,� C,,_, Cryo,i C;P� Pd�p� = 61216 F,.,= 575 -psi Allowable compression stress including load factors L,, b, = 180 in Bending length of post dpo = 6 in Minimum unbraced dimension of" KQ 0.8 c := 0.8 E� „� = 400006psi E',o;o E,w Cry "t C,,�.'Cj"E fe:= K, Lpm b.4 >e = 144 -in E'er = 400000 psi 0.922E'� Load duration factors (Co): Fog := 2 Fps = 571 psi Co;, = 1.25 Cp,n, = L60 l0 (dp_r) Cps„ .=1.15 Calculate Column Stability Factor, Cp: z 1 + Foe 1 + F 11 F F� Cp Fe Co J FeC, CP' C 0.61 C 0.64 C w 0.51 2c1 -j 2 c c e_r..= P_s. = e_ ;�a = F. r,:= F� C� CPj- FL, = 436 psi Allowable compression stress on the post; load case 1 Foo soow:= F� Cu. CP snow F� s„o„ = 422psi Allowable compression stress on the post; load case 2 Foo W; := F� Cod CP WmA F� wN = 472 psi Allowable compression stress on the post; all load cases except load cases 1 and 2 W, = 28 psf Total rod loading Pd�p� = 61216 Axial loading per post due to roof dead load P,, spw = 4080-1b Anal loading per post due to live rod load P„w" = 534016 Anal loading per post due to roof snow load (load case 2) P,mw, , a = 357016 Axial loading per post due to roof snow load (load case 5) Fb := Fbl-C,,M C,. b" C" Cupo,r Cebpubr Cruet Ciwa Fb = 920 psi Allowable bending stress per post including load factors Check Load Cases: Load Case 1: Dead Load + Live Roof Load fbi := 0 fbn = 0 psi k �4= 130 P&. -+P i � P F 1 CCFALII := \ r F�s y,J Load Case 2: Dead Load + Snow Load fbn 0 fbt = 0 psi Pauav i + P." 165 -psi AP., CCFALI2 F... Load Case 3: Dead Load + 0.6 ` Wind Load 3/14/2019 1301419 (Bee11)30x48x16.xmod 11 Actual bending stress on post Actual compression stress per post CCFALII = 0.30 Actual bending stress on post Actual compression stress per post CCFALI2 = 0.39 fbI:= fen fbn = 770 psi Actual bending stress on post f�:= Ps" ml f = 17 psi Actual compression stress per post APW 2 CCFALI3 ( fc1 +' WW CCFALI3 = 0.86 3/142019 1301419 (Beell) 30x48xi6.xmod 12 Check Load Cases - cont'd: Load Case 4: Dead Load + 0.75' (0.6' Wind Load) + 0.75 ' Live Roof Load 0.75 (Q fyl = 578 psi Actual bendrig stress on post P,,e , + 0.75 Pr,., 102 psi Actual compression stress per post Apw 12 CCFALI4 F. w;d + Fy l If b1 / l Fa CCFALI4 = 0.81 Load Case 5� Dead Load + 0.75' (0.6' Wind Load) + 0.75 ' Snow Load fyr 0.75 (1w) fyr = 578 psi Actual bedding stress on post c Pd,, + 0.75 P„=,� a f� = 91.0i Actual compression stress per past l2 ( 1 CCFAL15:= (F -f ) + l FSE CCFAL15 = 0.79 Load Case 6: 0.6" Dead Load+ 0.6' Wind Load fbI := liw fyr = 77opsi Actual bending stress on post 0.6 Py ,pm f,:= � = IO.psi Actual compression stress per post 2 f CCFAW6:= F«k 1 + —' c l ��) py. -1' — F. CCFALI6 = 0.85 CCFALI = 0.86 Less than or equal to 1.00 thus OK W14/2019 1301419(BmII)30x48x16.xmod 13 DETERMINE GABLE WALL SHEAR LOADS: t. Determine the wind load on the eave wall to be resisted by the gable wall in shear. q, = 12.7-psfEave wall wind pressure from above cl mf = 4.8-psf mof wind Veaec wind := 0.375 mD 11, Lylde 9e) + (H_, 1+1d, q f) Vcavc wind = 235116 2. Determine the seismic load to be resisted by the gable wall in shear: Veave seMic E Veave seismic = 12961b 3. Determine the controlling load to be resisted by the gable wall in shear: The controlling load='Veave wind* . Therefore, Vr,,._.r=23511b VVarr_rbear is the slur load that is transmitted through the roof diaphragm to each gable wall. Normalize the load to a per foot bass. V�bk_ebur vi,b1owi11yV WI. vl bm.au = 157 plf Left gable shear load bide — ,blaip ,n , V,ble shear vTasbl`"'ll'= Wbae — �:anl.�W vTl— ,bH = 157-pif Right gable shear load e The gable wall diaphragms can resist the shear loads as follows: vl�bk,,,u 5 188 plf Use 29 gauge metal sheathing. Install per the Alternate Screw Schedule as shown on the Standard Details drawing in bTarblewra 5 188 plf the engineered drawing package. 3/142019 1301419 (Bee11)30x48xl6.xmod 14 DETERMINE EAVE WALL SHEAR LOADS: 1. Determine the wind load on the gable wall to be resisted by the eave wall in shear: ya = 9.6 pst Gable wall wind pressure 1 4wr = 511 0.375 mU I lnle, Wswg gr+05R rWbl4e'9y Vgable_wind:= 2 Vgable_xgnd= 1201 lb 2. Determinative seismic load to be resisted by the save wall in shear: E; VgaMu_wismic := 2 Vgahle_scismie= 12961b 3. Determine the controlling load to be resisted by the save wall in sheer: The controlling load = "Vgable_seismic" . Therefore, V_ , _ = 12�X,1b Va e , r is the shear bad that is transmitted through the roof diaphragm to each eave wall. Normalize the load to a per foot basis. �'4..-...'u I WF'u vf.._.0 — 68 plf Front eave shear load bldg — veoµ Shu Veave_ehur 27 plf Rear save shear load The save wall diaphragms can resist the shear loads as follows: 5 110 pit Use 29 gauge metal sheathing. Install per the �Tuwxdl 5 110 plf Typical Screw Schedule as shown on the Standard Details drawing in the engineered drawing package. 3/142019 1301419 (Beelf 30x48xl6.xmod 15 EMBEDMENT FOR MAIN POST: Calculatethe minimum required post embedment depth for lateral loading for the main posts. Pust_is = "crma-uained by a cm etc Blah" V, = 772 lb Lateral shear load at the ground line M. = 2311 it ft, Moment at the ground line d;, r�;,,g = 2 R Main post footing diameter sm;, = Io0 psf Lateral capacity of soil Trial depth - 1.5 tt, The starting depth of the post hole depth. The final post hole depth is determined by iterating to a final depth. d,y,b p,r = 2.711 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 wails. Vesve wind = 235111, Calculated from above Vmve_wind-Hbla Ca„r:= ° CP,,, = 250816 This is the uplift load on one gable wall post Wbldg — Wpblea� Assume a dead load weight of roof and wall area to be 2.0 psf. The area of the roof and wall that vrill tend to keep the gable wall post in the ground will be as follows: 13,r. Roof:= — Wbug 2psf Rte= 360 lb Dead load of roof 2 Wass 2'B" G=mo_w.n :=�14.1ag{Wmag–Wg.nimg.�+ Grow.— + 14aeg—)2psf 2 2 G,b„ ,.,II = 1014 lb Dead load of gable wall (Hbwb' � gaa. uwmg]� WM.r `4vw�bk fa,,;,s = 4.5 ft gable post embedment depth Pom = 179 lb Weight of post '4 Bbk rine = 1.5 it Diameter of gable wall posthole footing Concrete backfill in the gable end posts m = ^required' to resist gable wall panel uplift Backfill = 102416 Gable post backfill weight if gable and 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). Wttd 'i= GAA wall + Roof + P,,,,,+Backfill Total resistance for gable vel panel uplift. Since Wl, is greater than the Wow = 2577 lb gable wall panel uplift, C., the gable wall footing is adequate. 3/142019 1301419 (Bcelg 30x46x16.xmcd 16 FOOTING DESIGN FOR MAIN POST: Determine the footing size and depth for vertical bearing far the main posts. q,o;i = 1500 psf Soil bearing capacity for footing rip 2.011 Footing diameter 4. 2_e 4 Aroame=3.14 g2 Footing area = 4.5 it Minimum required post embedment depth P�,;s:= Ar" q., df_. Prp,;,,r = 848216 End bearing capacity of footing P„ = 595216 Total foo8rg bad Note that the and hearing capacity (P.� is greater than the snow bad (P,,,o„ J. This is OK. 3/142019 1301419 (Beelg 3Dx48x16.xmcd 17 GIRT DESIGN: The girts will simple span between posts and loaded horizontally for wind. Calculate bending stress due to wind loading and determine the adequacy of the girts. q,,, = 2.3 -ph LF- ,p., = 138 in Orientation = "Flat" 2 Ms;„'- q� 9 Maw = 5470 in -Ib Bending moment in the girt Main fss;, :_ fas;,r = 2652 psi Stress applied to the girt n Determine the allowable member stress including load factors. Fyo;,, = 1500 psi Cp = 1.60 C".',, = 1.00 CW, = 1.00 Cs;, = 1.00 CFs;,, _ 1.30 Ca,„„ = 1.15 C,s, = 1. 15 FF.... I hnn'Cn *Cbtbpin'C,,w C1.0 Cts;n'Cfis;e,C,p„ Fa, = 4126 psi > fs This is OK PURLIN DESIGN: The purlins simply span between pairs of trusses or rafters. Determine the adequacy of the purlins. Perlin = "2x6” pu hn,p,,;,s = 24 in O.C. I.p,e,o,_" = 135 in wp,,,n = 4.43 ph Maximum combined distributed roof load along top edge of pudin 2 Mp,,,,,.- wpN� �'P'� Mp,,,;, = 10086 -in -lb Bending moment in the pudin fsp,Oi.:= Mrw 1334 psi Bending stress applied to the pudin Guam Determine the allowable member stress including bad factors F„,,,;,=90n.psi C�=1.15 c�p,m=1,00 Cq_,;,=IM C,,p,,,,,=1.00 CF,, = 1 30 C, ,,; = 1.00 C,p,,,. = 1-15 Fyp„ Ira FWwe; Caoo.'Cnfnaul. Cw lm Crpmli: CF•pmlie'Cfi@ n C,m.. F,,p,,,m = 1547 psi > fy ,;, This Is OK 3/14/2019 1301419(Bee11) 30x48x16.xmcd 18 MAIN POST CORBEL BLOCK DESIGN: Determine the required number and size of bolls required in the main past corbel block. Allowable fastener shear capacities zip ss = 1590 lb Shear capacity for 518" dia. bolts z� x = 2190 lb Shear capacity for 314" dia. bolls z�r re = 3600 lb Shear capacity for 1" dia. bolts z,., r, = 12216 Shear capacity for 16d nails zTo.0 me = 14716 Shear capacity for 20d nails Pe = 5952 lb Combined snow. or Im roof, and dead loads on corbels d 518 dia. bolts are used: Nmmsa = 3.3 Number of 5/8" dia. bolts required in the corbel block, if used. If 3/4 dia. bolts are used: NWW4 = 2.4 Number of 3/4" dia. bolts required in the corbel block, if used. K 1 dia. bolts are used: N,h ro = 1 4 Number of 1" dia. bolts required in the corbel block, if used. If 20d nails are to be used: N.; , = 17.6 Number of 20d nails required in each corbel block, if used. M 16d nails are to be used: Nd,, = 21.2 Number of 16d nails required in each corbel block, if used. SUMMARY OF RESULTS: Building Dimensions Wsua = 3011 Width of Building lMda = 4811 Length of Building 11,wa = 1611 Ewe Height of Building O „ g = 24 in Length of Eave Overhang R,,.a = 4 / 12 Roof pitch Post Details Post size= "6x6" Post_gradc = "#2 I lem-F¢" ilsagc = 86 % Combined stress usage of post Shear Wall Details: vaaal�,a = 157 pitMax. shear in gable wall v..,K,,,ii = 68.pli Max. shear in eve wall Girt Details: Gin usage ="64% Stressusage of wall gin" Orientation = "Flat" Pudin Details: Purlin_usage = 86 % Stress usage of roof pudin 3/14/2019 1301419 )Bee11) 30x48x1&xe cd 19 Building Desian Loads Ground -snow -load = 25 psf Roof -dead -load = 3 psf Wind_speed = 110 mph Wind_exposure = "C" Seismic_ Dcsign_Category = "D" Footing Details: Post is = "amsoained by a wricicte slab" Postdepth = 4.511 Design Post Depth d;, rwiaw = 2.0fl Design Footing Diameter Footmgusage = 70 % Stress usage of footing Corbel Block Botts: Nya,s = 3.3 Number of 5/8" dia. bohs required in the corbel block, if used. Nye„ = 2.4 Number of 3/4" dia. bolts required in the corbel block, if used. Nyoh,to = 1.4 Number of 1" dia. bobs required in the corbel block, if used. N,i,, = 17.6 Number of 20d nails required in each corbel block, if used. N.uou = 21.2 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 Wider unless authorized in writing by the engineer. No special inspections are requited. Nostmctural observation bythe design engineer is required. 6X6 P.T. V H -F POST USE 4'-6' (MIN) EMBEDMENT DEPTH, 24'1 FOOTING AND GRANULAR BACKFILL 6X6 P.T. 02 H -F POST USE 4'-6' (MIN) EMBEDMENT DEPTH. 18'/ FOOTING AND CONCRETE BACKFILL P.T. DOOR POST (SEE GENERAL NOTE 3) NOTE: UPPER ELEVATION WINDOWS NOT SHOWN FON CLARITY. SEE ELEVATION MEWS DRAWING FOR SIZES @ LOCATIONS. C L C L GENERAL NOTES I. ALL POSTS EMBEDDED IN MOUND SHALL BE PRESSURE TREATED FOR BURIAL 2. PERSONNEL DOOR(S) AND MNDOW(S) SHOWN MAY BE LOCATED BY THE BUILDER IN THE WALL(S) SHOWN UNLESS SPECIFICALLY LOCATED ON THIS DRAWING. L DOOR POSTS MAY BE SIZED. LOCATED AND EMBEDDED BY THE CONTRACTOR UNLESS NOTED OTHERWISE DOOR POSTS MAY BE OMITTED IF DOOR IS FRAMED DIRECTLY AGAINST A STRUCTURAL POST, CONTRACTOR TO VERIFY DOOR DIMENSIONS AND CLEARANCES PRIOR TO BUILDING CONSTRUCTION AND DOOR INSTALLATION. OVERHEAD DOOR SZE MAY BE REDUCED AS REO'D TO ENSURE CORRECT OPERATION OF THE DOOR 6036 IMB•IT IS UN... REAR FAVE A w GENERAL NOTES 1. ON BO1H GABIEE WALLS. INSTALL SHEATHING pER THE ALTERNATE SCREW SCHEDULE GN THE STANDARD DETAILS DRpWNG. FRONT PAVE %4FW OVERHANGS TALL PER OVERHANG AILS DRANWG) fOR 20d NAILS 3/46 A-307 BOLT NUT & FLAT WASHERS EA SIDE (4) (MIN) 16d OR 20d NAILS (3) 3/4'0 A-307 BOLTS W/ NUT & RAT WASHERS EA SIDE X CORBEL BLOCK TO ATCH POST WIDTH SEE STANDARD DETAILS FOR BOLT SPACING & DETAILL 1 BLOCK SIZE) N.T.S. INSTALL (3) 20d NAILS 2' DEEP IN EA POST FACE O MID -SLAB DEPTH FOR POST CONSTRAINT POST GIRT DETAIL 2 N.T.S. @Sl 2Nc DATA MDTH: 30'-D' GENERAL NOTES .ENGTH: 'AVE HP. 48'-0' 16'-0' 1. CI'RTS MAY BE INSTALLED COMMERCIAL STYLE LOOF SLOPE: RUSS SPACING: 4 IN 12 12'-0' AT 24' O.C. BY THE CONTRACTOR WITH 2X BLOCKING BETWEEN MEMBERS OR NTH ULDING Com, SIMPSON LU25 HANGERS (OR EQUAL). IF 2X ANO LOAD: 110 MPH BLOCKING IS USED, THEN NAIL BLOCKING TO XPOSURE C POST NTH (6) 20d OR (6) 16d NAILS (MIN). ROUND SNOW LOAD: 25 PSI, NAIL GIR TS TO BLOCKING NRR (2) 20d OR (3) DOE SNOW LOAD: 25 pSF 16 NAILS AT EACH END. EAD LOAD: PPF 3 3KSF 2. PURLINS MAY BE INSTAUED WITH SIMPSON OIL BEARING: 1.5 LU26 HANGERS (OR EQUAL) SEE NOTE 12 ON BSMIC CATEGORY: p THE CONSTRUCTION NOTES OYER -LAPPED, OR C. 2015 BUTTED ON THE TRUSSES AS REWIRED BY TRE CONTRACTOR. 689-1727 • FIn N\ .— 4 DETAIL 1 29 GA METAL SHEATHING TYP WALLS & ROOF OTHERS) 2X6 SS D -F FLAT GIRTS O 24' (MAX) O.C. NAIL FLAT GIRT TO POST W/ (3) 16d OR (2) 20d NAILS EA END P.T. BOTTOM GIRT NAIL TO POST W/ (6) 16d OR 20d NAILS EA ENO BACKFILL PER POST/BRACING NOTES ON PFB-01 (SEE CONSTRUCTION NOTES) 6' THICK CONCRETE FOOTING (SEE CONSTRUCTION NOTES) NA TRUSSES (MIN) CONCRETE FLOOR HEEL ...I -(B) 16d OR 20d NAILS `2X BLOCKING BETWEEN GIRTS W/ (10) 16d OR 20d NAILS IN EA BLOCK PUCE NAILS 0 1-1/4' (MIN) FROM BLOCK EDGE d O 2-1/2' (MIN) O.C. TRIM BLOC( FOR TIGHT FIT IYP (0) PLCS ON EA GABLE WALL ORT CORNER POST UNDER EA TRUSS HEEL NOTE: ALL 2X BLOCKS TO MATCH POST WIDTH 1 GABLE TRUSS N.T.S GENERAL NOTES 1. IF TOTAL NUMBER OF NAILS SPECIFIED WILL NOT FIT DIRE TO Siff OF BLOCKING, AN EXTRA BLOC( MAY BE ADDED TO ACCOMMODATE THE REMAINDER OF THE NAILS. 2. IF GIRTS ARE INSTALLED COMMERCIAL STYLE PER GENERAL NOTE 1 ON SECTION A DRAWING THEN INSTALL 2X CORBEL BLOCK WITH QUANTITY OF NAILS SHOWN. PLACE NAILS AT 1 1/4' (MIN) FROM BLOCK EDGE AND AT 2 1/2' (IAN) O.C. PURUN BLDG( W/ (3) 160 ON 20d NAILS EX STIR (INSTALL PER DETAILS ON NAIL OUTRIGGER TO POST SECTION NEW DRAWING)—,W/ (6) 16d OR 20d NAILS TYP TRUSS OR RAFTER 2X FASCIA TO MATCH PURUN SIZE, GRADE & SPECIES (INSTALL PER DETAILS ON NAIL TO EA OUTRIGGER W/ (3) 16d OR 20d NAILS SECTION NEW DRAWING)1 / TYP PURUN BLOCIc NAIL EA TRUSS OR RAFIEI7 TO BLOCK 2% OUTRIGGER TO MATCH PURUN 92E GRADE 8 SPECIES W/ (3) RA16d OR 20tl NAILS OUTRIGGER MOST EXTEND INTO THE B DIM • O LEAST 01 TIMES THE LENGTH OF THE OVERHANG CORBEL BLOCK OR TO THE FIRST PURUN (INSTALL PER DETAILS ON SECTION NEW DRAWING) 2X TOP GIRT TO HATCH PURUN SIZE, CRAVE B: SPECIES LAVE WALL POST:>T ATTACH TO OUTRIGGER W/ SIMPSON EU26 HANGER OR EQUAL INSTALL PER MFR'S SPECIFICATIONS TYPICAL EAVE WALL OVERHANG DETAIL STACKED PURUNS 0 TRUSS OR RAFTER N.T.S. 2X GABLE FASCIA TO MATCH PURUN SIZE, GRADE & SPECIES NAIL TO EA PURUN W/ (2) Ied OR 20d NAILS NAIL PURUN TO OUTRIGGER W/ (3) 16d OR 20d NAILS—, 2% GABLE FASCIA SUPPORT TO MATCH PURUN SIZE, GRADE k SPECIES ATTACH TO OUTRIGGER W/ SIMPSON LU26 HANGER OR EQUAL NAIL FASCIA TO SUPPORT W/ (2) 16d OR 2Gd NAILS 2X SOLID BLOCKING BETWEEN PURLINS TOE—NAIL TO TOP OF PURUN W/ (1) 16d OR 20d NAIL TOE—NAIL TO TOP OF TRUSS/RAFTER W/ (2) 16d OR 20d NAILS EA SIDE TRUSS OR RAFTER 2X CONTINUOUS PURUNS NAIL TO 2X BLOCKING W/ (2) 16d OR 20d NAILS TOE—NAIL TO TOP OF TRUSS/RAFTER W/ (1) 16d OR 20d NAIL INSTALL (1) SIMPSON H2.5A HURRICANE TIE OR EQUAL 0 EA PURUN TO GABLE TRUSS/RAFTER CONNECTION 2X OUTRIGGER TO MATCH �y PURUN SIZE, GRADE & SPECIES SIMPSON CS16 STRAP OR EQUAL NAIL TO POST W/ (6) 16d OR 20d NAILS YA2AP OVER TOP OF OUTRIGGER NAIL EA SDE TO TRUSS OR RAFTER ZX EAVE FASCIA PER DETAIL 1 W/ (8) 10d NAILS EA END CORBEL BE PLACE 0 6- (MAX) FROM OUTRIGGER END TYP EA OUTRIGGER O CORNER POST (INSTALL PER FRAMING DETAILS DRAWING) 2X TOP GIRT TO PATCH PURUN CORNER POST SZE, GRADE $ SPECIES NAIL TO POST W/ (5) 16d OR 20d NAILS TYPICAL GABLE WALL OVERHANG_ DETAIL_ N.T.S. NAI�IL— RRIE'T�ES W/ (2) ROWS OF 10d NAIL OUTRIGGER MUST EXTEND INTO PURLIN 2X CONTINUOUS BLOCKIF BETWEEN TRUSSES OR RAFTEI INSTALL PER NOTE 12 1 CONSTRUCTION Non HUNG N.T.S. NOTE: THIS DETAIL IS FOR BOLT LOCATION AND CORBEL BLOCK SIZING ONLY. SEE SECTION NEW FOR ACTUAL BOLT SIZE AND QUANTITY REQUIRED. SEE NOTE 10 ON CONSTRUCTION NOTES DRAWING. CORBEL BLOCK FOR 2)OR MORE BOTS 2X (MIN) FRAMING FASTEN THE 29 GA METAL SH EACH OF THE MAJOR RIBS. h OF /9 SCREWS By THICKNESS L NOTE: FOR METAL ROOFS MTX ROOF SLOPE LESS THAN 3 IN 12 SEE NOTE 13 ON CONSTRUCTION NOTES. 2X (MIN) FRM 9' MAX) 2' 2 TRUSS OR RAFTER HEEL 2X (MIN) FRAMING MEMBEF A-307 BOLT W/ NUT & MT WASHERS EA SIDE FASTEN THE METAL SHEATHING TO THE O THE MAJORR RIBS. PARALLEL TO THE PANEL mo /9 X 1-1/2' SCREWS SHALL BE SPACED AT 1 mo SCREW SPACING AT TERMINATING EDGES). THE LAPS SHALL BE FASTENED TOGETHER WITH /1 AT 24' O.C. (MAX). INCREASE LENGTH OF 09 CORBEL BLOCK FREE OF SPLITS, CHECKS, AND SHAKES, _ BEFORE AND AFTER NAMING_ b .� A Z TRIM FOR TIGHT FIT w z N A-307 BOLTS W/ NUT & MT WASHERS EA SIDE 'P NOTE: FOR METAL ROOFS (STAGGERED AS SHOWN) MTH ROOF SLOPE LESS THAN 3 IN 12 SEE NOTE 13 A�IAX) ON CONSTRUCTION NOTES. POST , NOTE: THIS DETAIL IS FOR BOLT LOCATION AND CORBEL BLOCK SIZING ONLY. SEE SECTION NEW FOR ACTUAL BOLT SIZE AND QUANTITY REQUIRED. SEE NOTE 10 ON CONSTRUCTION NOTES DRAWING. CORBEL BLOCK FOR 2)OR MORE BOTS 2X (MIN) FRAMING FASTEN THE 29 GA METAL SH EACH OF THE MAJOR RIBS. h OF /9 SCREWS By THICKNESS L �. Mmcv RUILU UNEURNSE, ALL CONCRETE fc SHALL BE 2500 PSI MINIMUM AT 28 DAYS, DIE CONCRETE SHALL BE MIXED IN THE CORRECT PROPORTIONS PRIOR TO PLACEMENT. NO SPECIAL INSPECDON IS REWIRED, 2. ALL SOLO SAWN LUMBER 5'X5' AND URGER SHALL BE ROUGH SAWN VISUALLY GRADED TIMBERS UNLESS 01HERWISE NOTED. ALL FRAMING LUMBER SHALL BE AT LEAST THE MINIMUM NOTED ON THE CRAVINGS LUMBER NOT SPECIFICALLY CALLED DOT MAY BE STANDARD OR BETTER. No. 2 DWG -FIR MAY BE SUBSTITIUED FOR No. 2 HEM -FIR. MI MAY BE SUBSTITUTED FOR N. 2 DOUG -FIR. 3. ALL POSTS SHALL RE CENTERED IN THE POSTHOLES. ALL POST EMBEDMENT DEPTHS SHALL BE MEASURED FROM THE TOP OF THE CONCRETE PAD TO TOP OF GRADE, IF SOLID ROCK IS ENCOUNTERED, THE CONCRETE PAD MAY BE OMITTED PROVIDED THE POST BEARS DIRECTLY ON SOLID ROCK. POSTS SHALL BE EMBEDDED INTO UNDISTURBED NATIVE SOIL AT TUE EMBEDMENT DEPTHS SPECIFIED. IF FILL IS RACED ON THE SITE, THE POSTHOLE DEPTHS SHALL BE INCREASED AS REWIRED TO PROVIDE UNDISTURBED NATIVE SOL UNLESS THE FILL HAS BEEN TESTED BY A CER7IFIED SOILS TESTING LABORATORY TO BE 95% COMPACTED. 4. IF THE DRAWINGS SPECIFY CONCRETE BACKFILL IN THE POSDHOLES, THE BACKFILL SHALL BE THE MINIMUM PSI AS SPECIFIED IN NOTE 1, UNLESS OTHERWISE NOTED. THE CONTRACTOR SHALL INSTALL (10) 20d NAILS 2' DEEP INTO (2) OPPOSITE POST FACES ON EACH POST BELOW GRADE. NAILS MAY BE WITTED IN FULLY ENCLOSED BUILDINGS NTH A STRUCTURAL 4' (MIN) CONCRETE FLOOR. PROVIDE 6' THICK CONCRETE FOOTING TO MATCH HOLE DIAMETER, 5. IF THE DRAWINGS SPECIFY GRANULAR BACKFILL IN THE POSiHOIES, THE BACKFILL SHALL BE 5/8' TO 3/4' (-) GRAVEL OR CRUSHED ROC(. THE CONTRACTOR SHALL INSURE THAT THE BACKFILL IS SATURATED PRIOR TO BACKFlWNG AND IS COMPACTED AFTER EACH 6' LET, PROVIDE fi' THICK CONCRETE FOOTING TO MATCH HOE DIAMETER. 6. IF THE DRAWINGS SPECIFY NATURAL BACKFILL IN THE POSTHOLES THE BACKFILL SHALL BE WELL -GRADED NATIVE SOIL (FREE FROM ALL ORGANICS AND LARGE COBBLES). THE CONTRACTOR SHALL INSURE THAT THE BACKFILL IS SATURATED PRIOR TO BACKFILLNG AND IS COMPACTED AFTER EACH 6' LIFE PROVIDE 6' THICK CONCRETE F001ING TO MATCH HOLE DIAMETER. T. ALL WOOD MEMBERS, FRAMING REQUIREMENTS AND CONNECTIONS SHALL COMPLY NTH THE BUILDING CODE LISTED ON THESE DRANNGS INSTALL EXTERIOR FLASHING PER THE BUILDING CODE USTED ON THESE DRANNGS, AND IN ACCORDANCE NTH THE MANUFACTURER'S SPECRCADONS. INSTALL VENTILATION AS REWIRED AND IN ACCORDANCE NTH THE BUILDING CODE LISTED ON THESE DRAWINGS. CONT. CONTINUOUS PLCS PLACES D -F DOUGLAS FIR P.T. PRESSURE TREATED EA EACH SPF SPRUCE PINE FIR GA GAUGE SS SELECT STRUCTURAL CUB GLUE LAM BEAM SYP SOUTHERN YELLOW PINE H -F HEMLOCK FIR TYP TYPICAL iDG HOT DIPPED GALVANIZED U.N.O. UNLESS NOTED OTHERN JD MAN DOOR W WINDOW MFR'S MANUFACTURER'S W/ NTH MSR MACHINE STRESS RATED O AT ).C. ON CENTER 0 DIAMETER )PP OPPOSITE & ALL FASTENERS DRIVEN INTO, OR STEEL CONNECTORS E SHALL BE HOT DIPPED CALVAN12ED OR STAINLESS STEE 9. OFF LOADING & HANDUNG AND TEMPORARY & PERMANE COMPLY WITH BUILDING COMPONENT SAFETY INFORMADO BCSI-BIO. INSURE THAT ALL BRACING AND BEARING ARI OF THE PRE-ENGINEERED TRUSSES HAVE BEEN INSTALLT MANUFACTURER'S INSTRUCTIONS. 10. PROTECTIVE COVERING OR COATING SHALL BE PROVIDED TRUSS AND/OR RAFTER HEELS AND WOOD FASCIAS DIRE 11. UNLESS NOTED OTHERWISE, GIFTS AND PURLINS HAVE S THEY HAVE NOT BEEN DESIGNED FOR THE DIRECT ATTAC 12. IF PURUNS ARE INSTALLED NTH JOIST HANGERS, OMIT T CONTINUOUS BLOCKING TO MATCH POST WIDTH BETWEEN LOCATE BLOCKING AT THE TOP OF THE RAFTERS/TRUSS WITH 16d NAILS AT 12' (MAX) O.C.. CONTRACTOR TO N TOP CHORD IS EOTAL TO OR GREATER THAN THE PURLIA 13. INSTALL ALL STEEL SHEATHING TO THE INTERIOR PRAWN THETYPICAL aw�FW cCHEDU�P GIVEN ON THE STABDegD OTHERWISE, FOR NON -STANDING SEAM METAL ROOFS WI 12 AND STANDING SEAM METAL ROOFS NTH ROOF SLOPE PER MANUFACTURER'S SPECFlCATIONS IN ACCORDANCE N THESE DRAWINGS. 14. IF THE DRAWINGS SHOW POLYCARBONATE UGHT PANELS, TERMINATE AT A WALL GRT. WALL GRTS THAT UGIT PI FASTENED TO THE POSTS NTH (4) 16d OR 20d NAILS AT GIRDS ARE USED, 15. UNLESS NOTED OTHERWISE, INSTALL ALL SIMPSON HARDN SPECIFICATIONS. US FOR MY OTHER EVDILIIWO