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HomeMy WebLinkAboutBLD2012-00278 - 07 ENGINEERING lb Austin Engineering Civil Engineering and Land Surveying Services 2182 NE Eton Lane,Bremerton,Washington 98311-9529 Voice: 360-698-1661 Cell: 360-271-1772 email: austinengr @gmail.com Date: 11 August 2013 Subject: Foundation at 72 Fern Gully, Port Ludlow, Tyson To whom it may concern: I have designed the subject SFR Foundation twice, once in icf(Insulated Concrete Forms)and once as a standard stem wall footing for a wood framed SFR. The owner decided to use a standard stem wall footing,therefore what is shown on the plans drawn by Designworks no longer apply, revised calculations stamped on 27 July 2013 contain sketches to show the details of the stem footing. Anchor bolts are per the current IBC. The Simpson `Strap Tie Holdowns (PAHD42)have been added at each corner of the framed walls based on my experience in numerous SFR designs. The site inspector should note that the icf foundation has not been installed but a standard 8 inch stem wall footing has been used for economic reasons set by the builder. If there are any questions please contact the undersigned. Thank you for your work. /s/ E. Paul Austin PE&LS WA # 16968 /seal/ cc: File: 12-14 by email to Jon Parrott [ • • Building Load Requirements Re ci Per IBC Sec 1600 P e t 5 "fp F-c)ri s Project: S©vt 5 F 19 AE: /2-8 Sht l of Sht Location: 2. — 7Z Fe i-h G Wind Exposure: Seismic Factors: /,D© Wind Factor: /. O Dead and Live Loading per IBC Chapter 16: LL= psf Total DL= Ca fe s j psf (In accordance with Chapter 16 IBC) Ground Snow Load 2.5 pounds per square foot Wind Speed SS miles per hour Seismic Design Category 0/ Weathering Moderate Frost Line Depth 12" Termite Slight to Moderate Decay Moderate to Severe Winter Design Temp 26 degrees Fahrenheit Shield Underlayment Requirement None Flood Hazards (a) 1980, (b) 1980 Air Freezing Index Mean Annual Temp degrees Fahrenheit Austin Engineering ‘‘i• Civil Engineering and Surveying Services r' 360-698-1661 email: austinengra�gmail.com r : j, 76968 AE 11 Apr 13 slg1,AL • Sht 2 of 9 Sheets Project: 7-;6c,c, .5 FIR AE: /Z-,W Date: //Ju /, yo(z d 13 Wind Loading Lateral Force Analysis is in accordance with ASCE Std 7-10. The lateral analysis is based on the give parameters as noted on sht 1 of 2. The exposure for this building site is C . Para 26.7.3 The wind loading is per Sec 28 Simplified Procedure and Fig. 28.6.3 Copies are attached for information. See note below. Factors that affect the wind loading are: Building Category Table 1.5-1 = Adjustment for height?per Table 28.3-1 = /' O Importance factor L, per Table 1.5-2 = Net Design Wind Pressure PS 30 P1et=?J Ps30 Design Wind Pressure See sheet 5 of 9 for wind pressure calculations. NOTE: ASCE Std 07-10, Chapter 28, Figure 28.6-1 does not list a wind speed below 110 MPH, however the wind pressures do match the wind pressures from the 07-02,therefore we will use the Figure 6-2 from that Std. Copy attached. AUSTIN ENGINEERING 2182 NE Eton Lane Bremerton, Washington 98311-9529 698-1661 austinengrici),gmail.com April 2012 SHT. .3OF 1 PR01. NO. l:z—/� FILE MINIMUM DESIGN LOADS • 1 Main Wind Force Resisting System—Method 2 h<—60 ft. 1' Figure 28.6-1 � Design Wind Pressures } t Enclosed Buildings Walls & Roofs 0 © 00° 01111/100000' o • i o © 000 ss o 0 :44111 f°S.0 e 4111110111. v01111°,......„,, , pi0 1 ,11100, de Windward �� /// Comer O W t -Case A �0 a « ! dward A:,:, 4 0 / Comer Case B Notes: g • 1. Pressures shown are applied to the horizontal and vertical projections,for exposure B,at h=30 ft(9.1m). Adjust to other exposures and heights with adjustment factor X. •2. The load patterns shown shall be applied to each corner of the building in turn as the reference corner.(See Figure 23.4-1) 3. For Case B use H=0°. .4. Load cases I and 2 must be checked for 25°<B 5 45°. Load case 2 at 25°is provided only for interpolation between 25°and 30°. 5. Plus and minus signs signify pressures acting toward and away from the projected surfaces,respectively. '6. For roof slopes other than those shown,linear interpolation is permitted. 7. The total horizontal load shall not be less than that determined by assuming ps=0 in zones B&D. 8. Where zone E or G falls on a roof overhang on the windward side of the building,use Eon and Gon for the pressure on the horizontal projection of the overhang. Overhangs on the leeward and side edges shall have the basic zone pressure applied. 9. Notation: a: 10 percent of least horizontal dimension or 0.4h,whichever is smaller,but not less than either 4%of least horizontal dimension or 3 ft(0.9 m). • • h: Mean roof height,in feet(meters),except that eave height shall be used for roof angles<10°. B.• Angle of plane of roof from horizontal,in degrees. /: I I • • SHT. If OF 7. PROJ. NO. 2--°► ILE Main Wind Farce Resisting System-Method 1 h S60 ft. Figure 6-2(sound) I . Design Wind Pressures Enclosed Buildings Wit s e&L Roofs Simplified Design Wind Pressure,pen (psf)(Exposure 8 at h=30 R.with I=1.0) Zones Basic Wind Roof Horizontal Pressures Vertical Pressures Overhangs Speed Angle 3: (mph) (degrees) 3 A B C DE F G H Eon Gow d 0 to 5° 1 11.5 -5.9 7.6 -3.5 -13.8 -7.8 -9.6 -6.1 -19.3 -15.1 gn 10° 1 12.9 -5.4 8.6 -3.1 -13.8 -8.4 -9.6 -6.5 -18.3 -15.1 3', 15° 1 14.4 -4.8 9.6 -2.7 -13.8 -9.0 -9.6 -6.8 -19.3, -15.t 85,1a 20° 1 15 .9 . -42 10.6 -2.3 -13.8 -9.6 -9.6 -7.3 -19.3 -16.1 6p 25° 1 14.4 2.3 10.4 2.4 -6.4 -8.7 .4.6 -7.0 -11.9 -10.1 i■ 2 - - - - -2.4 -4.7 -0.7 3.0 - _-- 4-12 30 to 45 1 12.9 8.8 10.2 7.0 1.0 -7.8 0.3 -6.7 -4.5 -5.2 2 12.9 8.8 10.2 7.0 5.0 -3.9 4.3 -2.8 •4.5 -5.2 0 to 5° 1 12.8 -6,7 8.5 -4.0 -15.4 -8.8 -10.7 -6.8 -21.8 -16.9 10° 1 14.5 -66 9.6 -3.5 -15.4 -9.4 -10.7 -7.2 -21:6 -16.8 15° 1 16.1 -5.4 10.7 -3.0 -15.4 -10.1 -10.7 -7.7 -21.6 -16.9 90 20" 1 17.8 -4.7 11.9 -2.6 -15.4 -10.7 -10.7 -8.1 -21.6 -16.9 25° 1 16.1 2.6 11.7 2.7 -7.2 . -9.8 -5.2 -7.8 -13.3 -11.4 2 - - , - - -2.7 -5.3 -0.7 -3.4 - - 30 to 45 1 14.4 9.9 11.5 7.9 1.1 -8.8 0.4 -7.5 -5.1 -5.8 2 14.4 9.9 11.5 7.9 5.6 -4,3 4.8 -3.1 5.1 -5.8 0 to 5° 1 15.9 ' -8.2 10.5 4 -4.9 -19.1 ' -10.8 -13.3 -8.4 -26.7 -20.9 10° 1 17.9 -7.4 11.9 -4.3 ' -19.1 ' -11.6 ' -13.3 -8.9 ° -26.7 - -20.9 15° , 1 19.9 -6.6 13.3 3.8 -19.1 -12.4 -13.3 -9.5 -26.7 -20.9 100 20° 1 226 -5.8 ' 14.6 -3.2 -19.1 -13.3 -13.3 -10.1 -26.7 -20.9 25° 1 19.9 3.2 14.4 3.3 -8.8 -12.0 -6.4 ' -8.7 -16.5 -14.0 2 - - - - , -3.4 -6.6 , -0.9 -4.2 - 30 to 45 1 17.8 12.2 14.2 9.8 1.4 -10.8 0.5 -9.3 •6.3 -7.2 2 17.8 12.2 14.2 9.8 6.9 -5.3 5.9 -3.8 _ -6.3 -7.2 0 to 5° 1 19.2 -10.0 12.7 -5.9 -23.1 -13.1 -16.0 -10.1 -32.3 -25.3 10° 1 21.6 -9.0 14.4 -5.2 -23.1 -14.1 -16.0 -10.8 -32.3 -25.3 15° 1 24.1 -8.0 16.0 -4.6 - -23.1 -15.1 -18.0 -11.5 _ 32.3 -25.3 110 20° 1 26.6 -7.0 17.7 _ 3.9 -23.1 -16.0 -16.0 -12.2 -32.3 -25.3 25° 4 1 24.1 3.9 17.4 4.0 -10.7 -14.6 -7.7 -11.7 -19.9 -17.0 • 2 - -- - -4.1 -7.9 -1.1 -5.1 - 30 to 45 1 21.6 14.8 17.2 11.8 1.7 -13.1 0.6 -11.3 -7.6 -8.7 2 21.6 14.8 17.2 11.8 8.3 -6.5 7.2 -4.8 -7.8 -8.7 0 to 5° 1 22.8 -11.9 15.1 -7.0 -27.4 -15.6 -19.1 -12.1 -38.4 40.1 10° 1 25.8 -10.7 17.1 -6:2 -27.4 -16.6 -19.1'' -12.9 -38.4 -30.1 _ 15° 1 28.7 9.6 19.1 -6.4 -27.4 -17.9 18.1 13,7 -38.4 40.1 120 20° 1 , 31.6 -8.3 21.1 -4.6 -27.4 -18.1 -19.1 -14.5 -38.4 -30.1 25" 1 28.6 4.6 20.7 4.7 -12.7 -17.3 -8.2 -13.8 -23.7 -20.2 2 - - - -4.8 -9.4 -1.3 -6.0 - - 30 to 45 1 25.7 17.6 20.4 14.0 2.0 -15.6 0.7 -13.4 -9.0 -10.3 2 25.7 17.6 20.4 14.0 9.9 -7.7 8.6 5.6 -9.0 -10.3 . 0 to 5° 1 28.8 -13:9 ' 17.8 .8.2 -32:2 ' -18.3 22.4 -14.2 -45.1 -35.3 10° 1 30.2 -12.5 20.1 -7.3 -32.2 -19.7 -22.4 -15.1 .45.1 35.3 15° 1 33.7 -11.2 22.4 -8.4 -32.2 -21.0 -22.4 -18.1 -45.1 35.3 130 20° 1 37.1 -9.8 24.7 -5.4 -32.2 -22.4 -22.4 -17.0 ' -46.1 -36.3 25° 1 33.6 5.4 24.3 5.5 -14.9 -20.4 -10.8 -16.4 -27.8 -23.7 2 - - - - -5.7 -11.1 -1.5 -7.1 - - 30 to 45 1 30.1 20.6 24.0 16.5 2.3 -18.3 0.8 -15.7 -10.6 -12.1 2 30.1 20.6 24.0 16.5 11.6 -9.0 10.0 -6.4 -10.8 -12.1 Unit Conversions-1.0 ft=03048 m; 1.0 psf =0.0479 kN/m2 F'i,owt 45c E St° 9-0g, 42 ASCE 7-02 • • N- 0 CO N. o a; V p N 00 C > = N N tri N U a) N Cl) F0 a. 4:11 N co O O co ,_, ` // _c O O ❑ o N- _ N- o 0 ti CO o r. 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