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2020.0098.BP0007 20200303BE Jahner Butcher Pole 36x36 - Calcs eseal (2)Designed By: Eric J. Sniezak, P.E. EJS Engineering, PLLC 183 Mountain View Dr Packwood, WA 98361 (360)880-0524 or (253)405-2200 eric@ejs-engineering.com Job # 20200303BE Structural Calculations for: Dale Butcher Pole Building Thurston County 3/3/2020 10711 Mill Road SE, Yelm, WA Jahner Construction EJS Engineering, PLLC Eric J. Sniezak, P.E. 20200303BE Jahner Butcher Pole 36x36 - Calcs.xlsx 183 Mountain View Dr Packwood, WA 98361 (360) 880-0524 /(253) 405-2200 Scope of Work Eric J. Sniezak, P.E. EJS Engineering, PLLC 183 Mountain View Dr Packwood, WA 98361 (360)880-0524 or (253)405-2200 eric@ejs-engineering.com EJS Engineering, PLLC was asked to provide structural calculations and structural plans to the designer/architect/owner/contractor for use in obtaining a building permit for the referenced project at the referenced location. The application and use of these calculations is limited to a single site referenced on the cover sheet. The attached calculations may or may not apply to other sites and the designer/architect/owner/contractor assumes all responsibility and liability for sites not expressly reviewed and approved. Please contact EJS Engineering PLLC for use at other sites. The scope of this agreement covers the design phase only. If site inspections are required by the building department, these will be performed at an additional hourly fee of $150.00 per hour (including travel time). Also, revisions to the original design will be billed at the hourly rate of $150.00 per hour-including site visits and travel time due to construction not following original engineering. EJS Engineering PLLC will use that degree of care and skill ordinarily exercised under similar circumstances by members of the engineering profession in this local. No other warranty, either expressed or implied is made in connection with our rending of professional services. For any dispute, claim, or action arising out of this design, EJS Engineering shall have liability limited to the amount of the total fee received by EJS Engineering. All work done by EJS Engineering, PLLC is valid only for the specific project invoiced. Unless otherwise noted, payment for services are due at delivery. Failure to pay for services rendered will result in the invalidity of the professional stamp and will be reported to the proper state/county/city jurisdiction. Questions about the attached information should be addressed to EJS Engineering, PLLC Scope of Work 2 of 9 EJS Engineering, PLLC Eric J. Sniezak, P.E. 20200303BE Jahner Butcher Pole 36x36 - Calcs.xlsx General Notes:Job # 20200303BE 3/3/2020 Project: Dale Butcher Pole Building Jahner Construction 10711 Mill Road SE, Yelm, WA Thurston County Job # 20200303BE Applicable Codes and Specifications: 2015 International Building Code [IBC] 2015 International Residential Code [IRC] ASCE 7-10 [ASCE] 2015 NDS/ASD Wood Design Manuals [NDS] ANSI/AF&PA SDPWS-2015 Special Design Provisions for wind and seismic [AF&PA] Simpson Strong-Tie Wood Construction Connectors C-2011 [Simpson] Boise Engineered Wood Products-WSG 11/2005 [BCI] WABO-SEAW White Paper Snow Load Regulations and Engineering Practices [WABO-SEAW] Risk Category:II Vertical Loads: Dead Loads Live Loads RoofH (Heated)5 psf 25 psf [ASCE Tbl 4-1] RoofU (Unheated)5 psf 25 psf Floor 12 psf 40 psf [ASCE Tbl 4-1] Deck or Balcony 12 psf 60 psf [ASCE Tbl 4-1] Storage 12 psf 100 psf [ASCE Tbl 4-1] Timber Wall 10 psf n/a Concrete 150 pcf n/a Steel 490 pcf n/a Lateral Loads: Seismic Design Criteria D1 Wind Speed, Vult 110 mph Exposure Category C Site Condition: Vertical Founation Pressure 1500 psf [IBC Tbl 1806.2] Lateral Bearing Pressure 150 psf/ft [IBC Tbl 1806.2] Ground Snow Load 30 psf Frost Depth 18 inches Jurisdiction: Thurston County [ASCE Tbl 1.5-1 & IBC Tbl 1604.5] General Notes 3 of 9 EJS Engineering, PLLC Eric J. Sniezak, P.E. 20200303BE Jahner Butcher Pole 36x36 - Calcs.xlsx Wind Loads Job # 20200303BE Risk Category II Basic Wind Speed, Vult 110 MPH Wind Directionality Factor, Kd 0.85 [ASCE table 26.6-1] Exposure Category C [ASCE 26.7] Topographic Factor, Kzt 1.0 [ASCE 26.8] Enclosure Classification Enclosed [ASCE 26.10] net pressure top, ph 19.70 psf [ASCE table 27.6-1] net pressure bot, p0 18.10 psf [ASCE table 27.6-1] net pressure roof, pz 14.05 psf [ASCE table 27.6-2] [ASCE 27.4.7] walls 16.0 psf roof 8.0 psf Basic Load Combination = 1.0D + 0.6W [IBC 16-12] = 0.6D + 0.6W [IBC 16-14] Calc Min ph=19.7 16.0 19.7 psf p0=18.1 16.0 18.1 psf pz=14.0 8.0 14.0 psf Control Wind loads for the MWFRS (Main Wind-Force Resisting System) shall be determined in accordance with Chapter 26-30 of ASCE 7. Minimum design wind load shall be: Wind Loads 4 of 9 EJS Engineering, PLLC Eric J. Sniezak, P.E. 20200303BE Jahner Butcher Pole 36x36 - Calcs.xlsx Seismic Loads Job # 20200303BE Diaphragms are considered flexible for wood framing [ASCE12.14.5] Simplified method used [ASCE12.14.1.1 & table 12.6-1] Seismic Design Category =D1 [ASCE Tbl 11.6-1] E=Eh+Ev [ASCE Eqn 12.14-3] Eh=QE [ASCE Eqn 12.14-5] Ev=0.2*Sds*D [ASCE Eqn 12.14-6] QE = effective horz. Seismic force = V V = F*SDS*W/R -Seismic Base Shear [ASCE Eqn 12.14-11] where SDS = 2/3*FaSS 100% Fa = Acceleration based Site Coefficient 1.2 [ASCE Tbl 11.4-1] Ss = Mapped spectral accel.125%[ASCE Fig 22-1] F = # of storys modifer, 1.0, 1.1, 1.2; 1, 2, 3 stories 1.1 [ASCE 12.14.8-1] R = Response mod factor 6.5 Rwood [ASCE Tbl 12.14-1] 1.25 Rcanti [ASCE Tbl 12.2-1] W = The Effective Seismic weight **lbs ** Weights are as follows: Roofs 5 psf [ASCE 12.14.8-1 note 2] Floors 12 psf Walls 10 psf Basic Load Combination = 1.0D +0.7E [IBC 16-12] = 0.6D +0.7E [IBC 16-16] DESIGN SEISMIC LOADS: E = Eh = V = F*SDS*W/Rwood 0.169 *W E = Eh = V = F*SDS*W/Rcanti 0.880 *W 0.7E wood = 0.118 *W 0.7E canti = 0.616 *W note: 0.2*Sds*D is the v.c. Structure is adequate for this load by inspection. Seismic Loads 5 of 9 EJS Engineering, PLLC Eric J. Sniezak, P.E. 20200303BE Jahner Butcher Pole 36x36 - Calcs.xlsx Snow Loads Job # 20200303BE Snow Loads Ground Snow Load, pg 30.0 psf pf=0.7*Ce*Ct*Is*Pg Ce 1.0 heated Ct 1.0 Cold Ct 1.2 Is 1.0 Heated Flat Roof Snow Load, prh 21.0 psf UnHeated Flat Roof Snow Load, prc 25.2 psf Ps=Cs*pf heated Cs 0.80 Cold Cs 0.85 Heated sloped Roof Snow Load, prhs 16.8 psf Min use 25 psf UnHeated sloped Roof Snow Load, prcs 21.4 psf Min use 25 psf Snow Loads 6 of 9 EJS Engineering, PLLC Eric J. Sniezak, P.E. 20200303BE Jahner Butcher Pole 36x36 - Calcs.xlsx Gravity Analysis Job # 20200303BE (A) Roof System A1-Trusses and Attic trusses Standard trusses in house. Typical H2.5a hold down at each truss. Have manufacture specifications on site during construction. Gravity Analysis 7 of 9 EJS Engineering, PLLC Eric J. Sniezak, P.E. 20200303BE Jahner Butcher Pole 36x36 - Calcs.xlsx Gravity Analysis Job # 20200303BE A2-14' bays Span and Member Properties Type No. of pieces Section Species Δ Crit Span (ft)Moist Cont. S4S 1 2x6 DF#2 Roof 12.0 <19% b 1.50 in Wt factor 0.233 lb/(in2-ft) h 5.50 in WtInc factor 1.000 factor Ax 8.25 in2 E 1,300,000 psi Sx 7.6 in3 Fb 900 psi Ix 20.8 in4 Fv 180 psi Adjustment Factors Adjusted Design Values M V E E'1,300,000 psi CF = 1.3 N/A N/A F'b 1,346 psi Cr = 1.15 N/A N/A F'v 180 psi CM = 1 1 1 Vxall 990 lbs Cfu = 1 N/A N/A Mxall 848 ft-lbs Ci = 1 1 1 ùLLMax 0.600 in Ct = 1 1 1 ùTotMax 0.800 in Uniform Loads Roof Floor Deck Storage Dead (psf)5 12 12 12 Live (psf)25 40 60 100 Trib (ft)1.3 0.0 0.0 0.0 Total Loads 40.0 0.0 0.0 0.0 1.92 plf Point Loads Reactions/forces/stresses Load 1 Load 2 Ra 251.5 lbs Dead 0 0 Rb 251.5 lbs Live 0 0 Vxmax 251.5 lbs Location 0.0 0.0 Mxmax 754.6 ft-lbs Design Check Stress/Deflection/Load Check------------------->OK Max fv (psi) & V (lbs)46 252 180 990 25% Max fb (psi) & M (ft-lbs)1,197 755 1,346 848 89% Live Load Max Defl. (in)0.575 L/250 0.600 L/240 96% Total Load Max Defl. (in)0.723 L/199 0.800 L/180 90%Self-Weight Actual Allowable Gravity Analysis 8 of 9 EJS Engineering, PLLC Eric J. Sniezak, P.E. 20200303BE Jahner Butcher Pole 36x36 - Calcs.xlsx Pole Building Design Job # 20200303BE P1-Main Frame Length 55.0 ft Width 30.0 ft Post Height 18.5 ft Roof Pitch 4.0 :12 Roof Type Std Roof Height (for horz. Projected area calculation)5.0 ft Frame Spacing 14.0 ft Number of Posts in Frame (typicall in width)2 each Braced ht in Frame 18.5 ft Number of Post Perpendicular (down length)5 each Trib area for Perpendicular Loading 15 ft Braced ht Perpendicular 2 ft Axial Load 4,987.5 lbs Roof Lateral Load, top of post 620.6 lbs Uniform Wind Load on Post 124.1 plf Post Size 6x6 HF#1 fc/F'c = 12%fb/F'b =70%fv/F'v=72% Fc&Fb=91% Top Connection Load per side 2,493.8 lbs block length 24 in 3/4" Diam Thru bolts 1,040.0 lbs/bolt 16d Nails per side 133.0 lbs/bolt Bolts 2 Nails/side 6 2,878.0 Capacity OK Foundation Design Required Area 3.3 sq ft Punch pad min dimension 21.881 in x in min Constrained?yes [IBC 18-3] 1806.3.4- increase for isolated poles yes Hole Size 24 in square Base Pad Thickness 6 in Post Embedment 4.8 ft Requied post embement, d 4.48 ft OK SUMMARY: 6x6 HF#1 (2) 3/4" Diam Thru bolts and (6) 16d Nails per side 24 in square by 4.75 ft deep with 6 in thick punch pad OK Pole Design 9 of 9