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REVIEWED BLD2023-1619+Structural_Calculations+12.15.2023_1.26.36_PM+3955666RECEIVED BLD2023-1619 RB Engineers, Inc. 1312 2ND ST. KIRKLAND, WA. 98033 PH: (425) 822-3009 FAX: (425) 822-2679 CELL: (425) 351-2085 EMAIL: rbe1992Ai!mail.com Dec 18 2023 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT .,.,.,.,.,.REVIEWED ,.,.,.,.,. BY CITY OF EDMONDS BUILDING DEPARTMENT JOB: SCL PROJECT #:23-8929 BY: R.B. / MJT DATE: 05/30/2023 PAGE G 1 OF 31 STRUCTURAL COMPUTATIONS FOR 24110 84TH AVE W, EDMONDS WA BASIS FOR DESIGN: CODE: INTERNATIONAL BUILDING CODE (2018 EDITION) WIND: 100 MPH, EXPOSURE `B" Kzt = 1.20 SEISMIC: Ss = 1.60, S1 = 0.57 (SITE CLASS D) ROOF SNOW: 25 PSF ALLOWABLE SOIL BEARING PRESSURE: 1500 PSF (ASSUMED) INDEX TO COMPUTATIONS: GENERAL GI — G3 LATERAL L 1 — L 14 BEAMS B 1 — B 10 FOOTING F 1 — F4 RB ENGINEERS, INC. IS NOT RESPONSIBLE FOR THE SITE, SOILS, WEATHER PROOFING, TRUSSES AND/OR EXISTING CONDITIONS. `Q, taherzad Of WAS/i y ?/ �r SS �f 1,' 'A 1..1 c/* ram RIB Engineers, Inc. 1312 2nd St Kirkland, WA Phone: (425) 822-3009 Email: rbel992@gmail.com Pro ect: SCL Enterprises y: Client: ate: Page. Subject: Lateral G2/ LOADING CRITERIA FOR HIGH ROOF AND/OR CEILING - Main Roof Area - Canopy or Mansard Roof - Ceiling Only - Other Item Material Load PSF Roofing Composition 2.2 Sheathing or Deckin, 5 DX 1.5 Insulation 2.8 Ceiling 5 WB 2.6 Fixtures 1.0 Framing Truss 2.3 Misc./Photovoltaic 1.6 TOTAL DEAD LOAD = 14 PSF Sprinkler (Only If A>4000 sq t 2 LIVE LOADS - Snow Load - 25 psf - non reducible - Ceiling Only - 10 psf - Increase in Fb and Fv of 15% allowed for duration of load RB Engineers, Inc. 1312 2nd St Kirkland, WA Phone: (425) 822-3009 Email: rbel992@gmail.com Project: SCL Enterprises lent: tae.- Subject: LateralG3/3 LOADING CRITERIA FOR FLOOR/ LOW ROOF Item Material Load P F Floor Covering Carpet and Pad 3.0 Floor Sheathing T&G CDX Cei mg 1 2" GWB 2.2 Fixtures Framing TH's 1 3.0 Misc 1 1 2.5 TOTAL DEAD LOAD = 14 PSF Sprinkler (Only If A>4000sq t 2 LIVE LOADS - Residential - 40 psf (reducible) - Office - 50 psf (reducible) - Assembly - 100 psf (non -reducible) - Corridors and Exits - 100 psf (reducible) - Storage - 125 psf (non -reducible) 0 ® 'HAJ KEN GARAGE (400 S.F.) Lo lFXT 2 X0 __lIT ZILT_ T_ =='M 04 2 MIST ORYADDITION (q2o S xsx EXISTING GARAGE O REr ROOM (460 5.F.) R tan. (D I L MAIN FLOOR PLAN UP FLOOR PLAN A � BUILDING SECTION Z_ E Mlo.=. =P'.DC ­.olDir.l`AE`NE P PCOP 51 Ea RON" -1 .—DRTRI --P..GNR.RT­ TC,,P.C.Er lEl CW A I A areas 'KI o ,C .N....AN.RA­.EA' xoxroom 4-00 ­LLAKNAIEN�ox,e„ure„ ­6 W A POL_ I. OR, _.=p MHAT THE H RI 4N­TH=� =1­1P NWAT" ===NT, IHI.= AN 24".F.Ca�W,oM ..CNTINTnLl­N`-­­ N-P­HANOl­NT.F E"CO:�LA:r,LL� ­1­TN.l­­8NAL­H­ ui SL LU Ic ­1 .PC > 0 0� U) ­OT==­� C "EICHI� FAAT­AN,H,­L_EA =_G ER KN NoNNlRD,­ RI Z w 0 I' R= �? m IOUL ­.ULC ALH TI D .22­­­­ —­­.R­GDWTH—IN­ 8H___EATHE, 0 Lu I.ILL.Ll IILLEE LLI 11T,.E.11.1tl TI IIN I E.I.I. " T,.IC1 1 AN ,r "L'A .. L"LLE"'E" _NNU_EZ. < —J z 1021 0- sr RAL—ANC—T..—I.P. TENG,,,,_U,.=7 LANKI F .AHlAN­—LLK-.Ell.E.NEEAN­ LCIL 0 C) 0 w 6 0 d, p < D coo z D 0 LL FILE NUMBER: 21-070 '"ll "'WING G "C"Pl2­0 AND 18 10 6E USE, SOLELY FOR 6/26/2023 THE CONSTRUCTION OF THE EUW ECT PRO-. N 0 OTHER USE OF TH S DRAWINg'HELL BE PENM­D WITHOUT THE AR­N CO'GEN, OF ER EGESIG",C WR_EDIE_OS 1"ILLTAXEPREIETME OVER ALL "LE' ' lEN"N' GG_CT_._­ERLFlALL DI.E ... N., CoNDITI.N., C PE11111INI 10 THE WORK IEFIRE PRII 1111 IFIIIE NOR, IG No_ OF AMY VARIATIONS _M TH C'MEN= ANUN " NDIIION. H—N 0. THEDE GRAWN... ANI A ZRAL"O.E PROCEEDING W TH THE WORK OR CONT T . L _L,EELGNGIWL_ PONCOETIOIECTI­ GO L STIN ISH N ON GG=CTGR ELRl"M`­ TENE GE %AND F N S DO Cu RA S. ENGINEER OF ANY DISCREPANCIE3 PRIOR TO CON UGLON 'o HE KIAY NAKE PROPER RE"ION ... HEorR Diagrams Case B Notation L2/ a 10% of least horizontal dimension or 0.4 h, whichever is smaller, but not less than either 4% of least horizontal dimension or 3 ft (0.9 m). EXCEPTION: For buildings with 0 = 0 to 7° and a least horizontal dimension greater than 300 ft (90 m), dimension a shall be limited to a maximum of 0.8 h. h Mean roof height, in ft (m), except that eave height shall be used for roof angles < 10°. 0 Angle of plane of roof from horizontal, in degrees. Notes 1. Pressures shown are applied to the horizontal and vertical projections, for Exposure B, at h = 30 ft (h = 9.1 m). Adjust to other exposures and heights with adjustment factor X. 2. The load patterns shown shall be applied to each comer of the building in turn as the reference corner (See Fig. 28.3-1). 3. For Case B, use 0 = 00. 4. Load cases 1 and 2 must be checked for 25' < 0 < 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 p, = 0 in Zones B and D. 8. Where Zone E or G falls on a roof overhang on the windward side of the building, use EoH and GoH 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. Unit conversions for tables: Adjustment Factor for Building Height and Exposure, X Mean roof height (it) a Exposure c D 15 1.00 1.21 1.47 20 1.00 1.29 1.55 25 1.00 1.35 1.61 30 1.00 1.40 1.66 35 1.05 1.45 1.70 40 1.09 1.49 1.74 45 1.12 1.53 1.78 50 1.16 1.56 1.81 55 1.19 1.59 1.84 60 1.22 1.62 1.87 Note: Unit conversions for tables: 1.0 ft = 0.3048 m; 1.0 Ib/ftz = 0.0479 kN/m2; 1 mph =1.6 km/h FIGURE 28.5-1 Main Wind Force Resisting System, Part 2 [h < 60 ft (h < 18.3 m)]: Design Wind Pressures for Enclosed Buildings -Walls and Roofs I - continues 316 STANDARD ASCE/SEI 7-16 L3/ Simplified Design Wind Pressure, Ps30 (psf) for Exposure B at h = 30 ft (h = 9.1 m) Basic Wind Speed (mph) Roof Angle (degrees) Zones Horizontal Pressures Vertical Pressures Overhangs Load Case A B C D E F G H El, Go, 85Nto45 1 11.5 -5.9 7.6 -3.5 -13.8 -7.8 -9.6 -6.1 -19.3 -15.1 1 12.9 -5.4 8.6 -3.1 -13.8 8.4 -9.6 -6.5 -19.3 -15.1 1 14.4 -4.8 9.6 -2.7 -13.8 -9.0 -9.6 -6.9 -19.3 -15.1 1 15.9 4.2 10.6 -2.3 -13.8 -9.6 -9.6 -7.3 -19.3 -15.1 1 2 14.4 - 2.3 - 10.4 - 2.4 - -6.4 -2.4 -8.7 -4.7 -4.6 -0.7 -7.0 -3.0 -11.9 - -10.1 - 1 2 12.9 12.9 8.8 8.8 10.2 10.2 7.0 7.0 1.0 5.0 -7.8 -3.9 0.3 4.3 -6.7 -2.8 -4.5 -A. -5.2 -5.2 90 0 to 5' 1 12.8 -6.7 8.5 -4.0 -15.4 -8.8 -10.7 -6.8 -21.6 -16.9 10° 1W569.6 -3.5 -15.4 -9.4 -10.7 -7.2 -21.6 -16.9 15° 110.7 -3.0 -15.4 -10.1 -10.7 -7.7 -21.6 -16.9 20° 111.9 -2.6 -15.4 -10.7 -10.7 -8.1 -21.6 -16.9 25° 111.7 2- 2.7 - -7.2 -2.7 -9.8 -5.3 -5.2 -0.7 -7.8 -3.4 -13.3 - -11.4 - 30 to 45 111.5 7.9 7.9 1.1 5.6 -8.8 4.3 0.4 4.8 -7.5 -3.1 -5.1 -5.1 -5.8211.5 -5.8 95 0 to 5° 1 14.3 -7.4 9.5 -4.4 -17.2 -9.8 -12.0 -7.6 -24.1 -18.8 10° 1 16.1 -6.7 10.7 -3.9 -17.2 -10.5 -12.0 -8.1 -24.1 -18.8 15° 1 18.0 -6.0 12.0 -3.4 -17.2 -11.2 -12.0 -8.6 -24.1 -18.8 20° 1 19.8 -5.2 13.2 -2.9 -17.2 -12.0 -12.0 -9.1 -24.1 -18.8 25° 1 2 18.0 - 2.9 - 13.0 - 3.0 - -8.0 -10.9 -3.0 -5.9 -5.8 -0.8 -8.7 -14.9 -3.8 - -12.7 - 30 to 45 1 16.1 11.0 12.8 2 16.1 11.0 12.8 8.8 8.8 1.2 -9.8 6.2 -4.8 0.4 -8.4 -5.6 5.4 -3.4 -5.6 -6.5 -6.5 100 0 to 5° 1 15.9 -8.2 10.5 -4.9 -19.1 -10.8 -13.3 6.7 -8.4k-2 -20.9 10, 1 17.9 -7.4 11.9 -4.3 -19.1 -11.6 -13.3 -0.96.7 -20.9 150 1 19.9 -6.6 13.3 -3.8 -19.1 -12.4 -13.3 -9.5 6.7 -20.9 20° 1 22.0 -5.8 14.6 -3.2 -19.1 -13.3 -13.3 -10.1 6.7 -20.9 25° 1 19.9 2 - 3.3 - -8.8 -12.0 -3.4 -6.6 -6.4 -9.7 -16.fl-1 -0.9 -1.230 to 45 +3.214.4 1 17.8 17.8 9.8 9.8 1.4 -10.8 6.9 -5.3 0.5-9.3 6.32 5.9 -3.8 -6.3 FIGURE 28.5-1 (Continued). Main Wind Force Resisting System, Part 2 [h < 60 ft (h < 18.3 m)): Design Wind Pressures for Enclosed Buildings -Walls and Roofs continues iimum Design Loads and Associated Criteria for Buildings and Other Structures 317 RB Engineers, Inc. 1312 2nd St Kirkland, WA Phone: (425) 822-3009 E '1 b @ E Fw Roof = 19.9x(9.25x9.75+9.25x9.75) + 13.3x(27.75x9.75) 7.19 7.19x 1.2Kzt x0.6= 5.17 kip Y. Fw Upper = 19.9x(9.25x9.5+9.25x9.5)+13.3x(27.75x9.5) _ 7.01 7.01 x 1.2 Kzt x 0.6 = 5.05 kip Roof Min = [(180+271)x16+(0)x8)]xl.2x0.6 = 5.20 kip Upper Min = [(176+264)x16+(0)x8)]xl.2x0.6 = 5.07 kip Y - Y Direction Y. Fw Roof = 19.9x(4/2x(5+6)+4/2x(9+10)) + 13.3x(12.25/2x(6+9)) _ 2.42 2.42 x 1.2 Kzt x 0.6 = 1.74 kip Y. Fw Upper = 19.9x(4x9.5+4x9.5) + 13.3x(12.25x9.5) _ 3.06 3.06 x 1.2 Kzt x 0.6 = 2.20 kip Roof Min = [(60+92)x16+(0)x8)]xl.2x0.6 = 1.75 kip Upper Min = [(76+116)x16+(0)x8)]xl.2x0.6 = 2.21 kip RB Engineers, Inc. 1312 2nd St Kirkland, WA Phone: (425) 822-3009 Email: rbel992@gmail.com Site Class "D" (Table 11.4.2) Project: SCL Enterprises y: lent: ate: Page- Subject: Lateral L5/ QUAKE FORCES (ASCE 7-16) Ss = Critical Values per Latest SEAOC website; 1.6 S 1 = Critical Values per Latest SEAOC website; 0.57 Fa der Table 11.4-1 1 Fv = per Table 11.4-2 1.8 Sms = Fa * Ss = 1.0 (1.6) 1.6 (11.4-1) Sml = Fv * S1 = 1.8 (0.57) 1.03 (11.4-2) Sds = 2/3 * Sms = 2/3 (1.60) 1.07 (11.4-3), Seismic Design Category "D", Table 11.6-1 Shc = 2/3 * Sml = 2/3 (1.03) 0.68 (11.4-4); Seismic Design Category D, Table 11.6-2 SEISMIC RESPONSE COEFFICIENT: Use Section (12.8.1.1) ASCE 7-16 Except as Noted To = 0.2 (Shc/Sds)=0.2(0.68/1.07) 0.13 Section 11.4.6 Ts = Shc /Sds=(0.68/1.07) 0.64 Section 11.4.6 Ct 0.02 Hn (Bldg. height-ft)) 35.00 Tstruc = Ct * (Hn)^3/4 = 0.02(35A.75) 0.29 Table 12.8-2 Where To < Tstruc < Ts; Sa = Sds 1.07 Section 11.4.6, item 2 R 6.5 ASCE 7-16 Table 12.2-1, item 15 Ie 1 Section 11.5.1, Table 1.5-1 and 1.5-2) Cs = Sds /(R/I) = 1.28 / (6.5/1) = 0.16 (12.8-2) Cs 0.16 RB Engineers, Inc. 1312 2nd St Kirkland, WA Phone: (425) 822-3009 Email: rbe1992@gmail.com Project: 7CL Enterprises lent: ate: Subject: Lateral Page: LATERAL QUAKE FORCES Cs: 0.16 p: 1.3 Roof Area: 1212 feet ` Roof Dead Load: 14 psf Upper Area: 920 feet ` Floor Dead Load: 14 psf Wall Dead Load: 8 psf ASCE 7-16 Using Allowable Stress Design, 2.4.5 Basic Combination option 10: 0.6 D + 0.7 Eh-0.7E ASCE 7-16 Table 12.2-1: Overstrength factor, = 2.5 DEAD LOAD OF STRUCTURE Roof Weight = 1212 x (14+8/2) _ = 21.82 kip Upper Weight = 920 x (14+8) _ = 20.24 kip 42.06 kip Vbase = Cs x E Weight = 0.16 x 42.06 = 6.73 kip Vasd = Vbase x 0.7 x p = 6.12 kip WEIGHT HEIGHT WEIGHT x HEIGHT Roof: 21.82 kip 18.75 Feet 409 Upper: 20.24 kip 9.5 Feet 192 601 Fq Roof: 6.12 x (409/601) = = 4.17 kip Fq Main: 6.12 x (192/601) = = 1.96 kip Therefore wind governs in X-X direction, quake ,governs all else. y: RIB Engineers, Inc. SCL ro ect: Enterprises #/Ft Ft V @ X 2 = (5.20/46)(9/2+37/2) = 2.60 = 325 # SW- 8' Ft V @ X 3 = (5.20/46)(37/2) = 2.09 = 348 # - SW6' Ft Fw X — X @ Upper: 5.07 kips 5.07 k / 46 ft 110.2 #/Ft V @ X 4 = (5.07/46)(20/2) 3.04 152 # �+ 0.51 20' Ft + 2.60x(11/20) _ V @ X 5 = (5.07/46)(20/2+26/2) 3.70 = 239 # SW-4 + 2.60x(9/20) _ �r Ft V @ X 6 = (5.07/46)(26/2) 3.36 < 3.40 k LRP capacity �+ 2.09 = LRP 2(8'x19") = 2x1.20 k = 2.40 kips x 1.4 = 3.40 capacity ro ect: me rises y: lent: ate: 5/11/2023 Subject: LateralI Page: L8/ RIB Engineers, Inc. SCL 1312 2nd St Kirkland, WA Phone: (425) 822-3009 Email: rbe1992@gmail.com WIND FORCES ON SHEAR WALLS Shearwalls in Y — Y Direction Fw Y — Y @ Roof: 1.75 kips 1.75 k / 20 ft = 87.6 #/Ft V @ Y 1 = (1.75/20)(20/2) = 0.88 = 38 # 11.25 + .75 +6.75' Ft V @ Y 2 = (1.75/20)(20/2) = 0.88 = 52 # SW- �' Ft Fw Y — Y @ Upper: 2.21 kips 2.21 k / 20 ft = 110.6 #/Ft V @ Y 3 = (2.21/20)(20/2) 1.98 < 3.1k LRP capacity �+ 0.88 = LRP 2(8'x22") = 2x1.55 k = 3.1 kips capacity V @ Y 4 = (2.21/20)(20/2) 1.98 = 99 # �+ 0.88 = �' Ft ro ect: me rises y: cent: ate: 5/11/2023 Subject: Lateral age: RIB Engineers, Inc. SCL 1312 2nd St Kirkland, WA Phone: (425) 822-3009 Email: rbe1992@gmail.com QUAKE FORCES ON SHEAR WALLS Shearwalls in X — X Direction Fw X — X @ Roof: 4.17 kips 4.17 k / 46 ft = 91 #/Ft V @ X 1 = (4.17/46)(9/2) = 0.41 = 34 # 3.75 + +5. 5' Ft 1.25-0. Sx(8/3))x350 #/Ft = 321 #/Ft capacity per table 4.3.4 ANSUAF+PA SDPWS V @ X 2 = (4.17/46)(9/2+37/2) = 2.08 = 260 # SW- 8' Ft V @ X 3 = (4.17/46)(37/2) = 1.68 = 279 # 61 Ft Fw X — X @ Upper: 1.96 kips 1.96 k / 46 ft = 43 #/Ft V @ X 4 = (1.96/46)(20/2) 1.98 = 99 # �+ 0.41 �' Ft + 2.08x(11/20)= V @ X 5 = (1.96/46)(20/2+26/2) 1.92 = 124 # SW-4 + 2.08x(9/20)= �33' Ft V @ X 6 = (2.45/46)(26/2) 2.23 < 2.40 k LRP capacity �+ 1.68 = LRP 2(8'x19") = 2x1.20 k = 2.40 kips capacity ro ect: me rises y: cent: ate: 5/11/2023 Subject: LateralI Page: L 10/ RIB Engineers, Inc. SCL 1312 2nd St Kirkland, WA Phone: (425) 822-3009 Email: rbe1992@gmail.com QUAKE FORCES ON SHEAR WALLS Shearwalls in Y — Y Direction Fw Y — Y @ Roof: 4.17 kips 4.17 k / 20 ft = 208 #/Ft V @ Y 1 = (4.17/20)(20/2) = 2.08 = 92 # 11.25 + .75 +6.75' Ft V @ Y 2 = (4.17/20)(20/2) = 2.08 = 123 # SW- �r Ft Fw Y — Y @ Upper: 1.96 kips 1.96 k / 20 ft = 98 #/Ft V @ Y 3 = (1.96/20)(20/2) 3.06 < 3.1k LRP capacity �+ 2.08 = LRP 2(8'x22") = 2x1.55 k = 3.1 kips capacity V @ Y 4 = (1.96/20)(20/2) 3.06 = 153 # �+ 2.08 = �' Ft RB Enl4ineers, Inc. rojec : SUL Enterprises By Client: Date: 4444444 Subject: a era age: L 11 / CHECK OVERTURNING FOR: X 2 (Wind) L ft TLRF 5 ft (conservative) P = 325 lb/ft P x L 8x325 2.60 kip Padj = MoT = 2.60 x 8 20.80 kip - ft S ds= 1.07 From Cs Calculations Ev = .7(0.2*S_ds)= 0.15 MR = [(0.16+0.16)x0.5x6+0.13x6] _ 2.94 kip - ft H= F=MoT-MR/L= 2.23 kip Positive # : Hold down required Negative # : No Hold down Required Therefore use QCS 16 hold downs at each end D .7Ev D .6D)-.7Ev — L=6' "I RB Enl4ineers, Inc. rojec : SUL Enterprises y: Client: Date: Subject: a era age: L12/ CHECK OVERTURNING FOR: X 5 (Wind) L = 15.5 ft TLRF 5 ft (conservative) P = 239 lb/ft P x L = 15.5x 239 MoT= 3.70x9.1 S ds 1.07 7(0.2*S_ds) ►f�T.E 0.15 3.70 kip 33.71 kip - ft From Cs Calculations [(0.45+0.51)x0.5xl5.5+0.27xl5.5] _ 11.65 kip - ft H= F=MoT-MR/L= 1.4 kip Positive # : Hold down required Negative # : No Hold down Required Therefore use STHD14 hold downs at each end Padj = D 0.7Ev*D .6D)-.7Ev 0.6 1 0.09 0.27 L = 15.5' 0 1 Ev El RB Enl4ineers, Inc. rojec : SUL Enterprises y: Client: Date: Subject: a era age: CHECK OVERTURNING FOR: Y 2 (Quake) L = 7 ft TLRF 5 ft (conservative) P = lb/ft PxL= 7x 123 0.86 kip D 0.7EvxD .6D)-.7Ev MoT= 0.86x8 6.89 kip -ft S ds 1.07 From Cs Calculations .7(0.2*S_ds) 0.15 MR = [(0.21+0.20)x0.5x7+0.14x7] _ 2.37 kip - ft H= F=MoT-MR/L=®5 kip Positive # : Hold down required Negative # : No Hold down Required Therefore use (1)CS16 hold downs at each end Padj = 0.3 1 0.04 0.14 L=7' 1.1 Ev El RB Enl4ineers, Inc. rojec : SUL Enterprises y: Client: Date: Subject: a era age: L14/14 CHECK OVERTURNING FOR: Y 4 (Quake) L ft TLRF 5 ft (conservative) P = 153 lb/ft P x L 153 x 20 3.06 kip D 0.7EvxD .6D)-.7Ev MoT= 3.06x9.1 S ds 1.07 7(0.2*S_ds) ►f A IM 0.15 27.85 kip - ft From Cs Calculations [(0.59+0.66)x0.5x20+0.27x20] _ 17.83 kip - ft H F = MoT - MR / L = .50 kip Positive # : Hold down required Negative # : No Hold down Required Therefore no hold down required Padj = 0.6 1 0.09 0.27 L=20' 0I Ev El CN CY) Z E --J--L IO CONCRETE SLAB II z I IE p- -1-1 tog (V- L ----------- Q- L '1'4 ---- --- IEl In P� wo -0 PER-M-TUIGN5 d 1 w LU L Nd - - - HN 0 < k w M: U) EXISTING SLAB 5" F- i-- o =11GNT5 Z Z 101 -TP R L 7F= w F -I F- -1 -TG 'GV i_ 114�1wo�,be vale 1 E, 6 `55u- 61 L4_7 V, z CL < a- T FOUNDATION PLAN UPPER FLOOR FRAMING ROOF FRAMING < -IE 114- - 1.0- 1.0. z D 0 LL FLOOR FRAMING NOTES. TJI llrL9".T%TGNBlE 111QT�=`- ... ONE -INIT1111T, INIGRET-1-1-1-111- NG :91'N G" 'WUA_ONTHSTN� TIUM _�,UNGT I GNU"EDR NOTLESS=�--.ZE=L-�T.HE ENFI-T.N.-NNG 11 1 1 p 11 1 =-EREP RITH N. M.G., _E E E P.G R, - _G IRIGN 1Nl, .G`CLoSE EN -RC CONNECT To P"T :% GNAV � N.WT ` ON IRC R- =74 -ALL TIE' lMlL.T._..LE._N.NTlN F =� E POP N. ­ N THE '" IS R-REPTO HA`A-"T­SR"`T­=7,F, `Tl­ D9N -G-TONE--l-ENTGREARG C0.NE_NG =ETRE 'TREM"', NI GON-11111ST-E E A MI �4 A�=­X.4=M-T-IPGANPUIIE .-.H-.LU.N.AT--...lN. FILE NUMBER: 21-070 6/26/2023 "S ""ING 16 ""'N"HTED AND 18 10 6E VIE, ­ELY FOR THE GONGTRUCTIO" OF THE EUW ECT PNCOE- N 0 O-,RER USE OF TH E DRAWINg'HE- BE PERM-D WITROUT TRE W-N CO'SEN, OF ER SDESIE"NC _ENPIENE,0,S I"ILL T"E PRECED ME OVER 'L "LED I IEN"" ____ VERIFYALL DI.EN.,.N., CoNDITI.N., PEIIAIIINGIO�E�RIIEFIIEP�IEEIIIG. 1111IF-E MUST EE NO_EO OF ANY VATAT'ONE F-. `E G'MEN= AN-R OONDIIIONG R-N ON THE. GRAWIN... ANY PIR-MING W T. - OIR OR C.NTXTI.R RAILL AC. - PULL 1EEPONS111- POR COET TO 11OTIFY E-1, .EN A.. ETRU ENGINEER OF MY DR-PANCIES PRIOR TO WN UOTION 00 " My N_E PROP" RE"IM ..... WOrN Kirkland, WA 98033 Project Title: SCL Engineer: Project ID: Project Descr: B2/13 Printed: 19 MAY 2023, 11:10AM Wood Beam Project File: SCL.ec6 LIC# : KW-06015928, Build:20.23.05.01 RB Engineers, Inc. (c) ENERCALC INC 1983-2023 DESCRIPTION: BM #1 CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method : Allowable Stress Design Fb + 900 psi E : Modulus of Elasticity Load Combination ASCE 7-16 Fb - 900 psi Ebend- xx 1600 ksi Fc - Prll 1350 psi Eminbend - xx 580 ksi Wood Species Douglas Fir -Larch Fc - Perp 625 psi Wood Grade No.2 Fv 180 psi Ft 575 psi Density 31.21 pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling D(0.154) L(0.275) 4x10 Span =7.0ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load : D = 0.0140, L = 0.0250 ksf, Tributary Width = 11.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.585 1 Maximum Shear Stress Ratio = 0.302 : 1 Section used for this span 4x10 Section used for this span 4x10 fb: Actual = 631.75psi fv: Actual = 54.33 psi F'b = 1,080.00 psi F'v = 180.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 3.500ft Location of maximum on span = 6.234ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.040 in Ratio = 2076 > 360 Span: 1 : L Only Max Upward Transient Deflection 0 in Ratio = 0 <360 n/a Max Downward Total Deflection 0.063 in Ratio = 1330 > 240 Span: 1 : +D+L Max Upward Total Deflection 0 in Ratio = 0 <240 n/a Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V CD CM Ct CLx CIF Cfu C i C r M fb F'b V fv F'v D Only 0.0 0.00 0.0 0.0 Length = 7.0 ft 1 0.233 0.120 0.90 1.00 1.00 1.00 1.200 1.00 1.00 1.00 0.94 226.8 972.0 0.42 19.5 162.0 +D+L 1.00 1.00 1.00 1.200 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 7.0 ft 1 0.585 0.302 1.00 1.00 1.00 1.00 1.200 1.00 1.00 1.00 2.63 631.7 1,080.0 1.17 54.3 180.0 +D+0.750L 1.00 1.00 1.00 1.200 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 7.0 ft 1 0.393 0.203 1.25 1.00 1.00 1.00 1.200 1.00 1.00 1.00 2.21 530.5 1,350.0 0.98 45.6 225.0 +0.60D 1.00 1.00 1.00 1.200 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 7.0 ft 1 0.079 0.041 1.60 1.00 1.00 1.00 1.200 1.00 1.00 1.00 0.57 136.1 1,728.0 0.25 11.7 288.0 Project Title: SCL B3/1 3 Engineer: Kirkland, WA 98033 Project ID: Project Descr: Printed: 19 MAY 2023, 11:10AM Wood Beam Project File: SCL.ec6 LIC# : KW-06015928, Build:20.23.05.01 RB Engineers, Inc. (c) ENERCALC INC 1983-2023 DESCRIPTION: BM #1 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+L 1 0.0631 3.526 0.0000 0.000 Maximum Deflections for Load Combinations Load Combination Span Max. Downward Defl Location in Span Max. Upward Defl Location in Span D Only 1 0.0227 in 3.526 ft 0.0000 in 0.000 ft +D+L 1 0.0631 in 3.526 ft 0.0000 in 0.000 ft +D+0.750L 1 0.0530 in 3.526 ft 0.0000 in 0.000 ft +0.60D 1 0.0136 in 3.526 ft 0.0000 in 0.000 ft L Only 1 0.0405 in 3.526 ft 0.0000 in 0.000 ft Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Max Upward from all Load Conditions 1.502 1.502 Max Upward from Load Combinations 1.502 1.502 Max Upward from Load Cases 0.963 0.963 D Only 0.539 0.539 +D+L 1.502 1.502 +D+0.750L 1.261 1.261 +0.60D 0.323 0.323 L Only 0.963 0.963 )A 135 I'm 3A 411 41113 5d2 Q1 01) Distara(k) 1)011S I+D+1 I+a+6.1S611+6.66a Kirkland, WA 98033 Wood Beam LIC# : KW-06015928, Build:20.23.05.01 DESCRIPTION: BM #1 IS 0�8 MEMO •1S Project Title: SCL Engineer: Project ID: Project Descr: RB Engineers, Inc. B4/13 Printed: 19 MAY 2023, 11:10AM Project File: SCL.ec6 (c) ENERCALC INC 1983-2023 N 13S U4 V1 3A2 4,11 4183 8S2 Q1 690 D10a (R) 1 1)01ff I+D+I I+D+CJ6DI 1+6.661) CA 136 2x 2113 342 4,11 4,88 8A9 6111 lis Distaece(R) 1 D0111 I+D+1 I+D+6d6611+6,66D 1 tNil Kirkland, WA 98033 Project Title: SCL Engineer: Project ID: Project Descr: B5/13 Printed: 19 MAY 2023, 11:38AM Wood Beam Project File: SCL.ec6 LIC# : KW-06015928, Build:20.23.05.01 RB Engineers, Inc. (c) ENERCALC INC 1983-2023 DESCRIPTION: BM #2 CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method : Allowable Stress Design Fb + 2900 psi E : Modulus of Elasticity Load Combination ASCE 7-16 Fb - 2900 psi Ebend- xx 2000 ksi Fc - Prll 2900 psi Eminbend - xx 1016.535 ksi Wood Species iLevel Truss Joist Fc - Perp 750 psi Wood Grade Parallam PSL 2.0E Fv 290 psi Ft 2025 psi Density 45.07 pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling 14 1 5.250 X 14.0 Span = 16.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load : D = 0.0140, L = 0.0250 ksf, Tributary Width = 12.0 ft Uniform Load : D = 0.0140, L = 0.040 ksf, Tributary Width = 10.0 ft DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.77a 1 Maximum Shear Stress Ratio = 0.489 : 1 Section used for this span 5.250 X 14.0 Section used for this span 5.250 X 14.0 fb: Actual = 2,256.98psi fv: Actual = 141.75 psi F'b = 2,900.00psi F'v = 290.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 8.000ft Location of maximum on span = 14.891 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.432 in Ratio = 444 > 360 Span: 1 : L Only Max Upward Transient Deflection 0 in Ratio = 0 <360 n/a Max Downward Total Deflection 0.623 in Ratio = 308 > 240 Span: 1 : +D+L Max Upward Total Deflection 0 in Ratio = 0 <240 n/a Maximum Forces & Stresses for Load Combinations Load Combination Max Stress atios Moment Values Shear Values Segment Length Span # M V CD CM Ct CLx CIF Cfu C i C r M fb F'b V fv F'v D Only 0.0 0.00 0.0 0.0 Length = 16.0 ft 1 0.264 0.166 0.90 1.00 1.00 1.00 1.000 1.00 1.00 1.00 9.86 689.6 2,610.0 2.12 43.3 261.0 +D+L 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 16.0 ft 1 0.778 0.489 1.00 1.00 1.00 1.00 1.000 1.00 1.00 1.00 32.26 2,257.0 2,900.0 6.95 141.7 290.0 +D+0.750L 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 16.0 ft 1 0.515 0.323 1.25 1.00 1.00 1.00 1.000 1.00 1.00 1.00 26.66 1,865.1 3,625.0 5.74 117.1 362.5 +0.60D 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 16.0 ft 1 0.089 0.056 1.60 1.00 1.00 1.00 1.000 1.00 1.00 1.00 5.91 413.8 4,640.0 1.27 26.0 464.0 Project Title: SCL B6/1 3 Engineer: Kirkland, WA 98033 Project ID: Project Descr: Printed: 19 MAY 2023, 11:38AM Wood Beam Project File: SCL.ec6 LIC# : KW-06015928, Build:20.23.05.01 RB Engineers, Inc. (c) ENERCALC INC 1983-2023 DESCRIPTION: BM #2 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+L 1 0.6227 8.058 0.0000 0.000 Maximum Deflections for Load Combinations Load Combination Span Max. Downward Defl Location in Span Max. Upward Defl Location in Span D Only 1 0.1903 in 8.058 ft 0.0000 in 0.000 ft +D+L 1 0.6227 in 8.058 ft 0.0000 in 0.000 ft +D+0.750L 1 0.5146 in 8.058 ft 0.0000 in 0.000 ft +0.60D 1 0.1142 in 8.058 ft 0.0000 in 0.000 ft L Only 1 0.4324 in 8.058 ft 0.0000 in 0.000 ft Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Max Upward from all Load Conditions 8.064 8.064 Max Upward from Load Combinations 8.064 8.064 Max Upward from Load Cases 5.600 5.600 D Only 2.464 2.464 +D+L 8.064 8.064 +D+0.750L 6.664 6.664 +0.60D 1.478 1.478 L Only 5.600 5.600 11R IN 467 13 74 9,40 13 E5 1411 11,71 Distara(k) 1)011S I+D+1 I4+6.7S611+6.66D Kirkland, WA 98033 Wood Beam LIC# : KW-06015928, Build:20.23.05.01 DESCRIPTION: BM #2 Project Title: SCL Engineer: Project ID: Project Descr: RB Engineers, Inc. B7/13 Printed: 19 MAY 2023, 11:38AM Project File: SCL.ec6 (c) ENERCALC INC 1983-2023 152 3,09 461 626 7162 940 OfiO I E 14d3 1611 Distaece(R) 1 1)01ff I+D+I 14+05011+0101) 112 309 4,67 6126 U2 9140 13 14,13 6111 Distaece(R) 1 D0111 I+D+I I+D+01S011460D 110o1y Kirkland, WA 98033 Project Title: SCL Engineer: Project ID: Project Descr: B8/13 Printed: 30 MAY 2023, 1:57PM Wood Beam Project File: SCL.ec6 LIC# : KW-06015928, Build:20.23.05.01 RB Engineers, Inc. (c) ENERCALC INC 1983-2023 DESCRIPTION: BM #3 CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method : Allowable Stress Design Fb + 900 psi E : Modulus of Elasticity Load Combination ASCE 7-16 Fb - 900 psi Ebend- xx 1600 ksi Fc - Prll 1350 psi Eminbend - xx 580 ksi Wood Species Douglas Fir -Larch Fc - Perp 625 psi Wood Grade No.2 Fv 180 psi Ft 575 psi Density 31.21 pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling D(0.04) L(0.12) 6x12 Span = 7.50 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load : D = 0.020, L = 0.060 ksf, Tributary Width = 2.0 ft DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.155 1 Maximum Shear Stress Ratio = 0.074 : 1 Section used for this span 6x12 Section used for this span 6x12 fb: Actual = 111.36psi fv: Actual = 10.59 psi F'b = 720.00 psi F'v = 144.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 3.750ft Location of maximum on span = 6.542 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.008 in Ratio = 11097 > 360 Span: 1 : L Only Max Upward Transient Deflection 0 in Ratio = 0 <360 n/a Max Downward Total Deflection 0.011 in Ratio = 8323 > 240 Span: 1 : +D+L Max Upward Total Deflection 0 in Ratio = 0 <240 n/a Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V CD CM Ct CLx CIF Cfu C i C r M fb F'b V fv F'v D Only 0.0 0.00 0.0 0.0 Length = 7.50 ft 1 0.043 0.020 0.90 1.00 1.00 1.00 1.000 1.00 0.80 1.00 0.28 27.8 648.0 0.11 2.6 129.6 +D+L 1.00 1.00 1.00 1.000 1.00 0.80 1.00 0.0 0.00 0.0 0.0 Length = 7.50 ft 1 0.155 0.074 1.00 1.00 1.00 1.00 1.000 1.00 0.80 1.00 1.13 111.4 720.0 0.45 10.6 144.0 +D+0.750L 1.00 1.00 1.00 1.000 1.00 0.80 1.00 0.0 0.00 0.0 0.0 Length = 7.50 ft 1 0.101 0.048 1.25 1.00 1.00 1.00 1.000 1.00 0.80 1.00 0.91 90.5 900.0 0.36 8.6 180.0 +0.60D 1.00 1.00 1.00 1.000 1.00 0.80 1.00 0.0 0.00 0.0 0.0 Length = 7.50 ft 1 0.014 0.007 1.60 1.00 1.00 1.00 1.000 1.00 0.80 1.00 0.17 16.7 1,152.0 0.07 1.6 230.4 Project Title: SCL Bg/13 Engineer: Kirkland, WA 98033 Project ID: Project Descr: Printed: 30 MAY 2023, 1:57PM Wood Beam Project File: SCL.ec6 LIC# : KW-06015928, Build:20.23.05.01 RB Engineers, Inc. (c) ENERCALC INC 1983-2023 DESCRIPTION: BM #3 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+L 1 0.0108 3.777 0.0000 0.000 Maximum Deflections for Load Combinations Load Combination Span Max. Downward Defl Location in Span Max. Upward Defl Location in Span D Only 1 0.0027 in 3.777 ft 0.0000 in 0.000 ft +D+L 1 0.0108 in 3.777 ft 0.0000 in 0.000 ft +D+0.750L 1 0.0088 in 3.777 ft 0.0000 in 0.000 ft +0.60D 1 0.0016 in 3.777 ft 0.0000 in 0.000 ft L Only 1 0.0081 in 3.777 ft 0.0000 in 0.000 ft Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Max Upward from all Load Conditions 0.600 0.600 Max Upward from Load Combinations 0.600 0.600 Max Upward from Load Cases 0.450 0.450 D Only 0.150 0.150 +D+L 0.600 0.600 +D+0.750L 0.488 0.488 +0.60D 0.090 0.090 L Only 0.450 0.450 0.H 114 ill; 2111 3dl 41 U; Ul) 04 12S Distara(R) I )01111041441S011+0100 Kirkland, WA 98033 Wood Beam LIC# : KW-06015928, Build:20.23.05.01 DESCRIPTION: BM #3 0,6 MEh"8Ek-;; •Ob Project Title: SCL Engineer: Project ID: Project Descr: RB Engineers, Inc. B10/13 Printed: 30 MAY 2023, 1:57PM Project File: SCL.ec6 (c) ENERCALC INC 1983-2023 A$ 1A Mli 3d1 435 M6 MI) U4 ' S Distaece(R) 1 1)01ff I+D+I 14+050114601) Oh 1.4 L19 293 39 4,41 H D9 6I62 236 Distaece(R) 1 D0111 I+D+1 I+D+01SU 14601) 1 tOoll Kirkland, WA 98033 Project Title: SCL Engineer: Project ID: Project Descr: B11/13 Printed: 19 JUN 2023, 11:30AM Wood Beam Project File: SCL.ec6 LIC# : KW-06015928, Build:20.23.05.25 RB Engineers, Inc. (c) ENERCALC INC 1983-2023 DESCRIPTION: BM #4 CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method : Allowable Stress Design Load Combination ASCE 7-16 Wood Species Douglas Fir -Larch Wood Grade No.2 Beam Bracing : Beam is Fully Braced against lateral -torsional buckling M0.14) Fb + 900 psi E : Modulus of Elasticity Fb - 900 psi Ebend- xx 1600 ksi Fc - Prll 1350 psi Eminbend - xx 580 ksi Fc - Perp 625 psi Fv 180 psi Ft 575 psi Density 31.21 pcf 4x12 Span = 6.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load : D = 0.0140, L = 0.0250 ksf, Tributary Width = 11.0 ft Uniform Load : D = 0.0140, L = 0.040 ksf, Tributary Width = 10.0 ft DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.8951 1 Maximum Shear Stress Ratio = 0.533 : 1 Section used for this span 4x12 Section used for this span 4x12 fb: Actual = 708.75psi fv: Actual = 76.79 psi F'b = 792.00 psi F'v = 144.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 3.000ft Location of maximum on span = 0.000ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.031 in Ratio = 2295 >=480 Span: 1 : L Only Max Upward Transient Deflection 0 in Ratio = 0 <480 n/a Max Downward Total Deflection 0.045 in Ratio = 1599 > 240 Span: 1 : +D+L Max Upward Total Deflection 0 in Ratio = 0 <240 n/a Maximum Forces & Stresses for Load Combinations Load Combination Max Stress atios Moment Values Shear Values Segment Length Span # M V CD CM Ct CLx CIF Cfu C i C r M fb F'b V fv F'v D Only 0.0 0.00 0.0 0.0 Length = 6.0 ft 1 0.302 0.180 0.90 1.00 1.00 1.00 1.100 1.00 0.80 1.00 1.32 215.0 712.8 0.61 23.3 129.6 +D+L 1.00 1.00 1.00 1.100 1.00 0.80 1.00 0.0 0.00 0.0 0.0 Length = 6.0 ft 1 0.895 0.533 1.00 1.00 1.00 1.00 1.100 1.00 0.80 1.00 4.36 708.8 792.0 2.02 76.8 144.0 +D+0.750L 1.00 1.00 1.00 1.100 1.00 0.80 1.00 0.0 0.00 0.0 0.0 Length = 6.0 ft 1 0.591 0.352 1.25 1.00 1.00 1.00 1.100 1.00 0.80 1.00 3.60 585.3 990.0 1.66 63.4 180.0 +0.60D 1.00 1.00 1.00 1.100 1.00 0.80 1.00 0.0 0.00 0.0 0.0 Length = 6.0 ft 1 0.102 0.061 1.60 1.00 1.00 1.00 1.100 1.00 0.80 1.00 0.79 129.0 1,267.2 0.37 14.0 230.4 Project Title: SCL B12/13 Engineer: Kirkland, WA 98033 Project ID: Project Descr: Printed: 19 JUN 2023, 11:30AM Wood Beam Project File: SCL.ec6 LIC# : KW-06015928, Build:20.23.05.25 RB Engineers, Inc. (c) ENERCALC INC 1983-2023 DESCRIPTION: BM #4 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+L 1 0.0450 3.022 0.0000 0.000 Maximum Deflections for Load Combinations Load Combination Span Max. Downward Defl Location in Span Max. Upward Defl Location in Span D Only 1 0.0137 in 3.022 ft 0.0000 in 0.000 ft +D+L 1 0.0450 in 3.022 ft 0.0000 in 0.000 ft +D+0.750L 1 0.0372 in 3.022 ft 0.0000 in 0.000 ft +0.60D 1 0.0082 in 3.022 ft 0.0000 in 0.000 ft L Only 1 0.0314 in 3.022 ft 0.0000 in 0.000 ft Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Max Upward from all Load Conditions 2.907 2.907 Max Upward from Load Combinations 2.907 2.907 Max Upward from Load Cases 2.025 2.025 D Only 0.882 0.882 +D+L 2.907 2.907 +D+0.750L 2.401 2.401 +0.60D 0.529 0.529 L Only 2.025 2.025 0 1114 14 i30 2A 3AI 4A 4.64 Q3 SIN Distara(R) 1 D9lI11+D+11441S011+0101) Kirkland, WA 98033 Wood Beam LIC# : KW-06015928, Build:20.23.05.25 DESCRIPTION: BM #4 Project Title: SCL Engineer: Project ID: Project Descr: RB Engineers, Inc. B13/13 Printed: 19 JUN 2023, 11:30AM Project File: SCL.ec6 (c) ENERCALC INC 1983-2023 039 1114 Ida MI) 21H 341 4A 4A Q1 SIR Distaece(ft) 1 1)91hy I+D+I 14+050114601) 0166 1112 IM 23 M� 333 451 4d0 Dista�e(ft) 1 DO�Iy I+D+I I+D+6,1661 I+6,66D 1IO�ly LL s"" '------------------ it I II I I II I II e I I j CONCRETE SLAB j J . Tw.,aDDD.rv. Dooae °- I*^�r�1 I II - _-------_-- -� 1----Q-- -1 fi° r1i -- LL PER r 1 aswMMsrvvnTiaxs_ as L <J � it ° -- EXISTING SLAB 5" L °'� mnuLe rucesl L� ,�vDrzlbs�u sure I I .00sia o.. siu acre '—I I IT I I M sin J FOUNDATION PLAN 5mle: il4' =1'0' r N. wuxmwxwirx aa�ssuaETasn,FDw000sxa.De s�M°sarvzex Y, N. IN emes.omn Dan�N aiaiNODaN E-1 auTS—Msnveasrua MnoenFOOT—vm —ALLV%—M acx—Emwc ncxriwEros DaM EEw A M.N. awr DDx.—N 0 0 4— UPPER FLOOR FRAMING FLOOR FRAMING NOTES: TJI ®e`sn`nwn nisr,o De D—.D w.x��eEun � x� eM. sauoe rn-.H-.LU. DA — .lN. xDDa° --Q .1�--- ROOF FRAMING SH ENGINEER OF — D'SMPANCIE3 PRIOR To —U—N �n .mac m ma�c) W-IY m�i Fee mo ui W N N Cn W O � �rn a WQ o d ¢3 FQ a Z z W o0 J N W z v Q O Q a Q 0 z D O LL epflrn e�zr FILE NUMBER: 21-070 DATE: 6/26/2023 SCALE: SHEETS: 3 Kirkland, WA 98033 Project Title: SCL Engineer: Project ID: Project Descr: F2/4 Printed: 19 JUN 2023, 11:49AM General Footing Project File: SCL.ec6 LIC# : KW-06015928, Build:20.23.05.25 RB Engineers, Inc. (c) ENERCALC INC 1983-2023 DESCRIPTION: F #1 Code References Calculations per ACI 318-14, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : ASCE 7-16 General Information Material Properties Soil Design Values fc : Concrete 28 day strength = 2.50 ksi Allowable Soil Bearing = 1.50 ksf fy : Rebar Yield = 40.0 ksi Soil Density = 110.0 pcf Ec : Concrete Elastic Modulus = 3,122.0 ksi Increase Bearing By Footing Weight = No Concrete Density = 145.0 pcf Soil Passive Resistance (for Sliding) = 250.0 pcf Values Flexure = 0.90 Soil/Concrete Friction Coeff. = 0.30 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = ft Min Steel % Bending Reinf. = Allow press. increase per foot of depth = ksf Min Allow % Temp Reinf. = 0.00180 when footing base is below = ft Min. Overturning Safety Factor = 1.0 : 1 Min. Sliding Safety Factor = 1.0 : 1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of depth Use ftg wt for stability, moments & shears Yes = ksf Add Pedestal Wt for Soil Pressure No when max. length or width is greater than = ft Use Pedestal wt for stability, mom & shear No Dimensions Width parallel to X-X Axis = 2.0 ft Length parallel to Z-Z Axis = 2.0 ft Z Footing Thickness = 8.0 in Pedestal dimensions... px : parallel to X-X Axis pz : parallel to Z-Z Axis =_ Height Rebar Centerline to Edge of Concrete... at Bottom of footing = Reinforcing Bars parallel to X-X Axis Number of Bars Reinforcing Bar Size = # Bars parallel to Z-Z Axis Number of Bars = Reinforcing Bar Size = # Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation # Bars required within zone # Bars required on each side of zone Applied Loads P : Column Load OB : Overburden M-xx M-zz V-x V-z D 1.60 X 0 N 3.0 in X 2'-0" 3.0 4 3.0 3-#4Bars 4 M .. X-X Section Looking to +Z n/a n/a n/a Lr L S 4.0 M 61 3-#4Bars _ = -A00 co Z-Z Section Looking to +X W E H k ksf k-ft k-ft k k Kirkland, WA 98033 Project Title: SCL Engineer: Project ID: Project Descr: F3/4 Printed: 19 JUN 2023, 11:49AM General Footing Project File: SCL.ec6 LIC# : KW-06015928, Build:20.23.05.25 RB Engineers, Inc. (c) ENERCALC INC 1983-2023 DESCRIPTION: F #1 DESIGN SUMMARY - . • Min. Ratio Item Applied Capacity Governing Load Combination PASS 0.9980 Soil Bearing 1.497 ksf 1.50 ksf +D+L about Z-Z axis PASS n/a Overturning - X-X 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Overturning - Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding - X-X 0.0 k 0.0 k No Sliding PASS n/a Sliding - Z-Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.2425 Z Flexure (+X) 1.040 k-ft/ft 4.288 k-ft/ft +1.20D+1.60L PASS 0.2425 Z Flexure (-X) 1.040 k-ft/ft 4.288 k-ft/ft +1.20D+1.60L PASS 0.2425 X Flexure (+Z) 1.040 k-ft/ft 4.288 k-ft/ft +1.20D+1.60L PASS 0.2425 X Flexure (-Z) 1.040 k-ft/ft 4.288 k-ft/ft +1.20D+1.60L PASS 0.2681 1-way Shear (+X) 20.107 psi 75.0 psi +1.20D+1.60L PASS 0.2681 1-way Shear (-X) 20.107 psi 75.0 psi +1.20D+1.60L PASS 0.2681 1-way Shear (+Z) 20.107 psi 75.0 psi +1.20D+1.60L PASS 0.2681 1-way Shear (-Z) 20.107 psi 75.0 psi +1.20D+1.60L PASS 0.5325 2-way Punching 79.872 psi 150.0 psi +1.20D+1.60L Detailed Results Soil Bearing Rotation Axis & Xecc Zecc Actual Soil Bearing Stress @ Location Actual / Allow Load Combination... Gross Allowable (in) Bottom, -Z Top, +Z Left, -X Right, +X Ratio X-X, D Only 1.50 n/a 0.0 0.4967 0.4967 n/a n/a 0.331 X-X, +D+L 1.50 n/a 0.0 1.497 1.497 n/a n/a 0.998 X-X, +D+0.750L 1.50 n/a 0.0 1.247 1.247 n/a n/a 0.831 X-X, +0.60D 1.50 n/a 0.0 0.2980 0.2980 n/a n/a 0.199 Z-Z, D Only 1.50 0.0 n/a n/a n/a 0.4967 0.4967 0.331 Z-Z, +D+L 1.50 0.0 n/a n/a n/a 1.497 1.497 0.998 Z-Z, +D+0.750L 1.50 0.0 n/a n/a n/a 1.247 1.247 0.831 Z-Z, +0.60D 1.50 0.0 n/a n/a n/a 0.2980 0.2980 0.199 Overturning Stability Rotation Axis & Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning Sliding Stability All units k Force Application Axis Load Combination... Sliding Force Resisting Force Stability Ratio Status Footing Has NO Sliding Footing Flexure Flexure Axis & Load Combination Mu Side Tension As Req'd Gvrn. As Actual As Phi*Mn Status k-ft Surface in^2 in^2 in^2 k-ft X-X, +1.40D 0.280 +Z Bottom 0.1728 AsMin 0.30 4.288 OK X-X, +1.40D 0.280 -Z Bottom 0.1728 AsMin 0.30 4.288 OK X-X, +1.20D+1.60L 1.040 +Z Bottom 0.1728 AsMin 0.30 4.288 OK X-X, +1.20D+1.60L 1.040 -Z Bottom 0.1728 AsMin 0.30 4.288 OK X-X, +1.20D+L 0.740 +Z Bottom 0.1728 AsMin 0.30 4.288 OK X-X, +1.20D+L 0.740 -Z Bottom 0.1728 AsMin 0.30 4.288 OK X-X, +1.20D 0.240 +Z Bottom 0.1728 AsMin 0.30 4.288 OK X-X, +1.20D 0.240 -Z Bottom 0.1728 AsMin 0.30 4.288 OK X-X, +0.90D 0.180 +Z Bottom 0.1728 AsMin 0.30 4.288 OK X-X, +0.90D 0.180 -Z Bottom 0.1728 AsMin 0.30 4.288 OK Z-Z, +1.40D 0.280 -X Bottom 0.1728 AsMin 0.30 4.288 OK Z-Z, +1.40D 0.280 +X Bottom 0.1728 AsMin 0.30 4.288 OK Z-Z, +1.20D+1.60L 1.040 -X Bottom 0.1728 AsMin 0.30 4.288 OK Z-Z, +1.20D+1.60L 1.040 +X Bottom 0.1728 AsMin 0.30 4.288 OK Z-Z, +1.20D+L 0.740 -X Bottom 0.1728 AsMin 0.30 4.288 OK Z-Z, +1.20D+L 0.740 +X Bottom 0.1728 AsMin 0.30 4.288 OK Z-Z, +1.20D 0.240 -X Bottom 0.1728 AsMin 0.30 4.288 OK Kirkland, WA 98033 Project Title: SCL F4/4 Engineer: Project ID: Project Descr: Printed: 19 JUN 2023, 11:49AM General Footing Project File: SCL.ec6 LIC# : KW-06015928, Build:20.23.05.25 RB Engineers, Inc. (c) ENERCALC INC 1983-2023 DESCRIPTION: F #1 Footing Flexure Flexure Axis & Load Combination Mu Side Tension As Req'd Gvrn. As Actual As Phi*Mn Status k-ft Surface in^2 in^2 in^2 k-ft Z-Z, +1.201D 0.240 +X Bottom 0.1728 AsMin 0.30 4.288 OK Z-Z, +0.90D 0.180 -X Bottom 0.1728 AsMin 0.30 4.288 OK Z-Z, +0.90D 0.180 +X Bottom 0.1728 AsMin 0.30 4.288 OK One Way Shear Load Combination... Vu @ -X Vu @ +X Vu @ -Z Vu @ +Z Vu:Max Phi Vn Vu / Phi*Vn Status +1.401D 5.41 psi 5.41 psi 5.41 psi 5.41 psi 5.41 psi 75.00 psi 0.07 OK +1.20D+1.60L 20.11 psi 20.11 psi 20.11 psi 20.11 psi 20.11 psi 75.00 psi 0.27 OK +1.20D+L 14.31 psi 14.31 psi 14.31 psi 14.31 psi 14.31 psi 75.00 psi 0.19 OK +1.20D 4.64 psi 4.64 psi 4.64 psi 4.64 psi 4.64 psi 75.00 psi 0.06 OK +0.90D 3.48 psi 3.48 psi 3.48 psi 3.48 psi 3.48 psi 75.00 psi 0.05 OK Two -Way "Punching" Shear All units k Load Combination... Vu Phi*Vn Vu / Phi*Vn Status +1.401D 21.50 psi 150.00psi 0.1434 OK +1.20D+1.60L 79.87 psi 150.00psi 0.5325 OK +1.20D+L 56.83 psi 150.00psi 0.3789 OK +1.201D 18.43 psi 150.00psi 0.1229 OK +0.90D 13.82 psi 150.00psi 0.09216 OK