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3012 Engineering CalcsENGINEERING ANALYSIS FOR: RAINIER GENERAL DEVELOPMENT SITE: SEE SITE SECIFIC LETTER ORIGINAL STAMP MUST BE RED DATE: PLAN NUMBER: PACIFIC NORTHWEST ENGINEERING INC. 7.24.2015 NHD 3012 -V +a. amnona. amsaio: r.omr. ww aeaz CONSULTING PACIFIC NORTHWEST ENGINEERING INC. ENGINEERS a The enclosed documents are to be used in conjunction with the plans referenced on the cover. It is essential that the contractor study the engineering requirements and required changes to the architectural plan prior to start of work. Changes may include additional foundations or footings, beam size changes, siding changes etc. Scope of Engineering: Engineering analyses and design to resist lateral and gravity loads in accordance with the 2012 IBC have been performed and incorporated into stamped "S" sheets. All analyses and calculations are included in this engineering report. Engineering assumptions are listed below. If these conditions are not present at the site, these calculations are void and Pacific Northwest Engineering Inc. must be contacted immediately. LOADING CRITERIA Building Code 2012 International Building Code Seismic Design Catagory D Ss 1.51 S11 0.50 Response Mod Factor 6.5 Site Class D Basic Wind Speed 110 MPH Exposure B LIVE LOADS (psf) U.N.O. - Uninhabitable attics without storage 10 - Uninhabitable attics with storage 20 - Habitable attics and sleeping areas 30 -All other areas 40 DEAD LOADS (psf) U.N.O. -Roof with composition roofing 15 -Floor 10 SNOW LOADS (psf) U.N.O. -Snow 25 SOILS CRITERIA Soils Consultant None Soils Report # None Bearing Pressure Req'd 1500 psf Bearing Depth 18" PACIFIC NORTHWEST ENGINEERING INC. 1944 Pacific Ave; Ste 310 Tacoma, WA 98402 Phone (253) 682 -2850 Fax (253) 682 -2851 2 of 44 F-1 I WoodWorks@ Shearwalls SOFTWARE FOR WOOD DESIGN 14-564 — NHD 3012-U Shear.wsw WoodWorksg Shearwalls 10.21 July 24, 2015 16:48:17 Level I of 2 45' -15, -10, -5. Orange = Selow-ed walits) A-3 20' 40' D-1 5' 0. -5' 35' Ln 30' 25' -15, -10, -5. Orange = Selow-ed walits) A-3 0. 5' 10, 15, 20' 25' 30' 3 of 44 20' 15, 10, 5' 0. -5' 0. 5' 10, 15, 20' 25' 30' 3 of 44 71 � WoodWorks@ Shearwalls SOFTWARE FOR WOOD DESIGN 10, 5' 0, C 4 of 44 -5' -15' -10, -5' 0, 10, 15, 20' 25' 30' C 4 of 44 Woodworks® Shearwans SOFTWARE FOR WOOD DESIGN WoodWorks® Shearwalls 10.21 14 -564 — NHD 3012 -U Shear.wsw Project Information Cr1MPANV ANn PPn.IFCT INFnRMATInN Com an Project Pacific Northwest Engineering NHD 3012 -U 1944 Pacific Ave; Suite 310 Wind Seismic Tacoma, WA 98402 1.00 1.00 253 - 682 -2850 r1PCIr_'N SFTTINRS Jul. 24, 2015 16:48:31 Design Code Wind Standard Seismic Standard IBC 2012 /AWC SDPWS 2008 ASCE 7 -10 Directional (All heights) ASCE 7 -10 Load Combinations Building Code Capacity Modification For Design (ASD) For Deflection (Strength) Wind Seismic 0.70 Seismic 1.00 Seismic 1.00 1.00 0.60 Wind 1.00 Wind Service Conditions and Load Duration Max ShearwalI Offset [ft] Duration Temperature Moisture Content Plan Elevation Factor Range Fabrication Service (within story) (between stories) 1.60 T < =100F 19% 10% 4.00 1.54 Maximum Height -to -width Ratio Wood panels Fiberboard Lumber Gypsum Wind Seismic Wind Seismic Blocked Unblocked 3.5 3.5 - - - - - Ignore non - wood -panel shear resistance contribution... Collector forces based on... Wind Seismic Hold -downs Applied loads Never Always Drag struts Applied loads Shearwall Relative Rigidity: wall capacity Design ShearwallForce /Length: Based on wall rigidity /length RITF 1KIMPMATION Wind Seismic ASCE 7 -10 Directional (All heights) ASCE 7 -10 12.8 Equivalent Lateral Force Procedure Design Wind Speed 11Omph Risk Category Category II - All others Exposure Exposure B Structure Type Regular Enclosure Enclosed Building System Bearing wall Min Wind Loads: Walls 16 psf Design Category D Roofs 8 psf Site Class D Topographic Information [ft] Spectral Response Acceleration Shape Height Length S1:0.5009 Ss:1.5109 Fundamental Period E -W N -S - - Site Location: - T Used Approximate Ta 0.176s 0.176s 0.176s 0.1766 Elev: Oft Avg Air density: 0.0765 lb /cu ft Rigid building - Static analysis Maximum T 0.247s 0.247s Case 2 E -W loads N -S loads Response Factor R 6.50 6.50 Fa: 1 . 00 Fv: 1.50 Eccentricity ( %) 15 15 Loaded at 75% 5 of 44 000 Ummmmm M m........££ ...££E£EEE A A n n A A a p n n W m A A n n a n n v a AHHAm " "HH F'AAHMAAV"'nM 8 8 g o A A" rn O A A 0 rn " D O 00 00 rn rn rn rn rn rn ro n oFO mm mmmmomomo m %o momommomomomam000mmomomomamomom000 xxKxxxxFF�F "x irKxxxxx ZZZZm m mm222 Zm m m m m m m MMM££££££EE m m m m m m££££££££ m ry A A W W A ... 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