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REVIEWED BLD2023-1484+Structural_Calculations+11.17.2023_3.38.30_PM+3908480RECEIVED Dec 14 2023 Clrr of EDIONDS 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 BLD2023-1484 REVIEWED BY CITY OF EDMONDS JOB: MAPLEWOOD GETZ PROJECT #:23-9065 BY: R.B. / MJT DATE: 11 / 16/2023 PAGE G 1 OF 49 STRUCTURAL COMPUTATIONS FOR 19XXX 88TH 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 LATERAL BEAMS FOOTING RB ENGINEERS, INC. IS NOT RESPONSIBLE FOR THE SITE, SOILS, WEATHER PROOFING, TRUSSES AND/OR EXISTING CONDITIONS. G1 — G3 L1 — L15 B1 —B24 F1 —F7 141 ��'aheiZa of V%ASy/ ,°if 41 w �A ASS/rl,tiAi lr,Gr. RB Engineers, Inc. 1312 2nd St Kirkland, WA Phone: (425) 822-3009 Email: rbel992@gmail.com Pro ect: Getz y: Client: ate: Subject: T79e: 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 Dec in 15 32 CDX 1.5 Insulation 2.8 Ceiling 5 8 GWB 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) 1 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: Getz lent: ate: 7u7i ect: Page: 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) L1/ SHEAR WALL KEY PLAN Y1 12 �e= 3 z ads Q 'g if;w o�5s Tev BBB WAADAOOE - Ir B¢Q ntlN a a X2 WAADAOBE II OO II © ams _ � uvveAwnu o = 0 _s m xi jog --- gay c a Y2 Ha ens $ g Hl r z O O O O O m a�a> - oes€ Fm£. - s�--g€€E =g HIP a3aw��e F � � ''-9G> gr+se..� � a'e g4osn Ra Y a`^€ 2 Pa .§ s I =ia3'€.a isa�€=E<_P € =sa=n9 - "g�ma m=£P o 'sss€>g s cegS ,. s� ,HHH.-A 'am =n€=�,sosoaaxz a��aEed.n^, a s�3 �a _» eta-mms_ 'a�sg°g n 5zg=mF g� 9 MU I�e= s's�gsoF Ggow €a� _P�aogsaa��sgamwagg�a E $ egge EHF GETZ CUSTOM RESIDENCE MAPLEWOOD ESTATES LOT C PLAN 2d0028TORY 19%%%80iH AVE W, EDMONDB,WA 98020 PARCELg2]Od180031d000 ELECTRICAL LEGEND GENERAL NOTES ....... ... .... = cy) In xLL COMERS) PORCH UN-004RED PATIO �� IH MAP I ZtV U�G sue 27 1 NU-01—N (D,, MM'ZZ CRAWLSPACEACCESS IRCR408.4 10 14 ..21-11 1PA—E— D—T—T- STAIRS-IRCR311 2-W . M BAN FRAME PAPE "'Tol"I'Tol lu I I el I.-N�Tewowv HIGH -EFFICIENCY LIGHTING —AL,21- rTl Ly IRCNI104 WSECR4 T-- IN LEV- -NP =11.111Z of ll WToH. DINING AREA X GREAT ROOM MASTER BEDROOM E ..NL0- �,,_=—E =E=N`== ��A= N A� ­='ZI ��ff.ALLUSUI'E­,Ul N RA� =El=� . P11. IN- I E_ 4� STAIRWAY ILLUMINATION R203.7 AL.G� �E� U��E.0 UIED 'IT 1,0 T _ . ­=­E`% I—TN,5ZNDlEl ATI I I R Lu lUl UN'T'LOLN "D El =` A`X­ E. .1 .—.E. -- —R.lE 111. IN, - CD BATHROOM NOTE ­"LooR­ Ln L.0 01 o 40" 7`L ===A 0 L T. T KITCHENILI Elo, FIM 3� E —E Do EMERGENCY ESCAPE -RAC R310 Lu - - - - - ro NE==Ell —N� I WALK CD GARAGE SEPARATION LE.INIT.1 11E �L I LL U'A llV`VEN'T`l' iuTxs 'EA, E—E—l- 1-1 c1l, 1- D D -MN roes ffs gg WALK TO IN U E� RED PORCH = I = _.,�6.DEV, Z ­ N101EI NP, ALLIEIET-N—P.D III- > -DUG W IATVI E GARAGE APPLIANCES F�T.l %I E`E� _R FOYER _DN. �� LE., D FP C-TIRIORKSPAII E MIE INIE INITALL.11.1—M—Kil N E:. ATE "TI"I'M p HIMTERVER I'E= 'A =1=1'�Ul'12U.­ �,INN=�NTYIITL N�l W L.J -INNG 'V=lTNl'lN:=l%%lU=1 A UIX MIN, Lo =N,,=EA-1—lEl— LU xffx - IRC R807.1 a) A71CACCESS —11.01 lEAOY. - TY P, aErt .U, TaMRxrxl.— � IE r -.—�IDED LU OFFICE 2 CAR GARAGE IORLN W O OUT LU (D LU xQo MAIN FLOOR PLAN 1c°AwxwEox zem.sT.Iuuvluc AAu N . _E= 11 1 IT =Nl IRI x 10X® rl- X Diagrams Case B Notation L3/ 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 L4/ 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 Email: rbel992@gmail.com Pro ect: Getz By: RB JT lent: ate: 10/24/23 7u7j e c —t Lateralage: L5/ LATERAL WIND FORCES ENVELOPE PROCEDURE (ASCE 7-16 Chapter 28) Design Wind Pressures Roof Pitch: 4:12 (18.4°) Wind Speed: 100 mph Wind Exposure: B X = 1.0 ASCE 7-16 p.316 A: 22 C: 14.6 Minimum Pressure 16 psf (wall) 28.5.4 B: 0.0 D: 0.0 Minimum Pressure 8 psf (roof) 28.5.4 Kzt: 1.2 (ASCE 7-16) Using Allowable Stress Design, 2.4.5 Basic Combinations option 7: 0.6 D + 0.6 W X — X Direction E Fw Roof = 22.0x(1/2x(2.75x1)) + 14.6x(4.5/2x(1+2.5)+24x4.5) _ 1.72 1.72x 1.2Kzt x0.6= 1.24 kip E Fw Upper = 22.0x(10.75/2x(6+9.5)+2.75x9.5+5.5x4.75+8x6) + 14.6x(28.5x9.5+12.5x4.75) _ 9.09 9.09 x 1.2 Kzt x 0.6 6.54 kip Roof Min = [(1+116)x16+(0)x8)]xl.2x0.6 = 1.35 kip Upper Min = [(194+330)x16+(0)x8)]xl.2x0.6 = 6.04 kip Y — Y Direction E Fw Roof = 22.0x(2x2.5+1.5x5+8.5/2x(2.5+5.25)) + 14.6x(9.5x5+11.5/2x(2.75+6.5)+4/2x(5.25+6.5)) _ 2.80 2.80 x 1.2 Kzt x 0.6 = 1 2.02 kip E Fw Upper = 22.0x(2.75/2x(8.5+9.5)+5.75x9.5+8.5/2x(5.75+8.75)) + 14.6x(6x9.5+15.5x5.25+3.5 5.61 5.61 x 1.2 Kzt x 0.6 = Roof Min = [(45+124)x16+(0)x8)]xl.2x0.6 = 4.04 1 kip 1.95 kip Upper Min = [(141+172)x16+(0)x8)]xl.2x0.6 = 3.61 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: Getz By: RB/MJT Client: Date: 10 24 23 Subject: Lateral Page: L6/ 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 =per Table 11.4-1 1 Fv = per Table 11.4-2 1.8 Sms = Fa * Ss = 1.2 (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 (1.92) 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(0.68/1.28) 0.13 Section 11.4.6 Ts = Shc /Sds=(0.68/1.28) 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) = 1.07 / (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: 77aplewood Est. Client: ate: 10/24/23 u ect: Lateral jFage: L7/ LATERAL QUAKE FORCES Cs: 0.16 p: 1.3 Roof Area: 1204 feet ` Roof Dead Load: 14 psf Upper Area: 2806 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, 0 = 2.5 DEAD LOAD OF STRUCTURE Roof Weight = 1204 x (14+8/2) _ Upper Weight = 2806 x (14+8) _ Vbase = Cs x E Weight = 0.16 x 83.40 Vasd = Vbase X 0.7 X p LATERAL FORCES WEIGHT HEIGHT Roof: 21.67 kip 19 Feet Upper: 61.73 kip 10 Feet Fq Roof. 12.14 x (411.77/1029.09) _ Fq Upper: 12.14 x (617.32/1029.09) _ Therefore quake ,governs all. = 21.67 kip = 61.73 kip 83.40 kip = 13.34 kip 12.14 kip WEIGHT x HEIGHT 411.77 617.32 1029.09 4.86 kip 7.28 kip ro ect: Getz y: Client: ate: 10/24/23 u ect: Lateral age: RB Engineers, Inc. 1312 2nd St Kirkland, WA Phone: (425) 822-3009 Email: rbel992@gmail.com WIND FORCES ON SHEAR WALLS Shearwalls in X — X Direction Fw X — X @ Roof. 1.35 kips V @ X 1 = (1.35/24)(24/2) _ V @ X 2 = (1.35/24)(24/2) _ 1.35 k / 24 ft = 56.2 #/Ft 0.67 = 19 # 13.75'+22.25' Ft 0.67 = 56 # 12' Ft Fw X — X @ Upper: 6.54 kips 6.54 k / 68 ft = 96.2 #/Ft V @ X 3 = (6.54/68)(18/2) = 0.87 = 68 # + + .75' Ft 5- . Sx(9/3))x450 #/Ft = 394 #/Ft capacity per table 4.3.4 ANSI/AF+PA SDPWS V @ X 4 = (6.54/68)(18/2+16/2) 2.31 = 165 # �+ 0.67 = 91+51 Ft V @ X 5 = (6.54/68)(16/2+8+17/2) 3.03 = 110 # SW-4 + 0.67 = 8.137+797 r+8' Ft V @ X 6 = (6.54/68)(17/2+3+6/2) = 1.39 = 116 # 81+4r Ft V @ X 7 = (6.54/68)(6/2) = 0.29 < 2.94 kip LRP capacity ®LRP : 2(22"x8') = 2x1469 = 2.94 kip LRP capacity y: RIB Engineers, Inc. ro ect: Getz V @ Y 2 = (2.02/42)(42/2) = 1.01 = 63 #/Ft Ft Ft Fw Y — Y @ Upper: 4.04 kips 4.04 k / 42 ft = 96.2 #/Ft V @ Y 3 = (4.04/42)(23.5/2) 2.14 — 56 # �+ 1.01 = 10.5'+ + 5.75' Ft V @ Y 4 = (4.04/42)(23.5/2+12.5/2) = 1.73 — 81 # 21.5' Ft V @ Y 5 = (4.04/42)(12.5/2+6) 2.19 = 71 # SW-4 + 1.01 = 9. + + . 5' Ft rod ec : e z BY: ien : Date: Subject: RB Engineers, Inc. 1312 2nd St Kirkland, WA Phone: (425) 822-3009 Email: rbel992@gmail.com QUAKE FORCES ON SHEAR WALLS Shearwalls in X — X Direction Fw X — X @ Roof. 4.86 kips 4.86 k / 24 ft = 202 #/Ft V @ X 1 = (4.86/24)(24/2) = 2.43 = 67 # SW-4 13.75'+22.25' Ft V @ X 2 = (4.86/24)(24/2) = 2.43 = 202 # 12' Ft Fw X — X @ Upper: 7.28 kips 7.28 k / 68 ft = 107 #/Ft V @ X 3 = (7.28/68)(18/2) = 0.96 = 76 # + + .75' Ft 5- . Sx(9/3))x450 #/Ft = 394 #/Ft capacity per table 4.3.4 ANSI/AF+PA SDPWS V @ X 4 = (7.28/68)(18/2+16/2) 4.25 = 304 # �+ 2.43 = � Ft V @ X 5 = (7.28/68)(16/2+8+17/2) 5.05 = 184 # S W-4 + 2.43 = 8.13Tf T 75T+8' Ft V @ X 6 = (7.28/68)(17/2+3+6/2) = 1.55 = 129 # 8'+4' Ft V @ X 7 = (7.28/68)(6/2) = 0.32 < 2.94 kip LRP capacity ®LRP : 2(22"x8') = 2x1469 = 2.94 kip LRP capacity ro ect: Getz y: lent: ate: 10/24/23 u ect: Lateral age: L 11 / RB Engineers, Inc. 1312 2nd St Kirkland, WA Phone: (425) 822-3009 Email: rbel992@gmail.com QUAKE FORCES ON SHEAR WALLS Shearwalls in Y — Y Direction Fw Y — Y @ Roof. 4.86 kips 4.86 k / 42 ft = 115.7 #/Ft V @ Y l = (4.86/42)(42/2) = 2.43 = 150 # SW-4 16.25' Ft V @ Y 2 = (4.86/42)(42/2) = 2.43 = 152 # 16' Ft Fw Y — Y @ Upper: 7.28 kips 7.28 k / 42 ft 173.4 #/Ft V @ Y 3 = (7.28/42)(23.5/2) 4.47 118 # . �+ 2.43 = 10.5'+ + 5.75' Ft V @ Y 4 = (7.28/42)(23.5/2+12.5/2) = 3.12 145 # 1.5' Ft V @ Y 5 = (7.28/42)(12.5/2+6) 4.55 = 148 # SW-4 + 2.43 = 9. + . + 5' Ft RB Enl4ineers, Inc. roj ec : Uetz y: Client:Date: u jec : Lateral Page: CHECK OVERTURNING FOR: X 2 (Quake) L ft TLRF = 5 ft (conservative) P = 202 lb/ft P x L 202 x 12 2.42 kip D .7Ev D .6D)-.7Ev MoT = 2.42 x 8.1 19.63 kip - ft S ds= 1.07 From Cs Calculations Ev = .7(0.2*S_ds)= 0.15 MR = [(0.35+0.35)x0.5x12+0.14x12] _ 5.83 kip -ft H= F=MoT-MR/L= 0kip Positive # : Hold down required Negative # : No Hold down Required Therefore use (1)CS 16 hold downs at each end Padj = 0.3 1 0.04 0.14 L= 12' "I Ev El RB Enl4ineers, Inc. rojec : Uetz BY: ien : El Date: 10/24/23 Subject: a era age: L13/ CHECK OVERTURNING FOR: X 4 (Quake) L = 5 ft TLRF 5 ft (conservative) P = 304 lb/ft P x L 5x304 1.52 kip Padj = MoT = 1.52 x 9 13.68 kip - ft S ds= 1.07 From Cs Calculations Ev = .7 (0.2 * S_ds) 0.15 MR = [(0.15+0.16)x0.5x5+0.27x5] _ 2.12 kip - ft H= F=MoT-MR/L= 2.31 kip Positive # : Hold down required Negative # : No Hold down Required Therefore use QCS16 or STHD14 hold downs at each end D .7Ev D D -.7Ev 0.6 1 0.09 0.27 L=5' "1 Ev El RB Enl4ineers, Inc. rojec : Uetz BY: ien : El Date: Subject: a era age: L14/ CHECK OVERTURNING FOR: Y 2 (Quake) L = ft TLRF 5 ft (conservative) P = 152 lb/ft P x L 16x 152 2.43 kip D .7Ev D D -.7Ev MoT = 2.43 x 8.1 19.70 kip - ft S ds= 1.07 From Cs Calculations Ev = .7 (0.2 * S_ds) 0.15 MR = [(0.47+0.47)x0.5x16+0.14x16] _ 9.65 kip - ft H= F=MoT-MR/L= 0.63 kip Positive # : Hold down required Negative # : No Hold down Required Therefore use (1)CS 16 hold downs at each end Padj = 0.3 1 0.04 0.14 L= 16' "1 Ev El RB Enl4ineers, Inc. rojec : Uetz y: Client: Date: 10/24/2.3 Subject: a era age: CHECK OVERTURNING FOR: Y 5 (Quake) i ft TLRF = 5 ft (conservative) lb/ft IN 1.22 kip MoT = 1.22 x 9 10.99 kip - ft S ds= 1.07 From Cs Calculations Ev = .7(0.2*S_ds)= 0.15 MR =[(0.24+0.27)x0.5x8.25+0.27x8.25] _ 4.33 kip - ft H= F=MoT-MR/L= 0.81 kip Positive # : Hold down required Negative # : No Hold down Required Therefore use STHD 14 hold downs at each end Padj = D .7Ev D (.6D)-.7Ev 0.6 1 0.09 0.27 L = 8.25' 1 Ev El B 1 /24 BEAM KEY PLAN 24- 7 W a mIlII �IIIIIIIIIrIIII nz��II,IIIIIIII PR s p 5'III„IIg uIIIII A2�oZU_.9ga �vE-oee,axrs m sgTm��I IL ��«====_______--- = LLJWaLJ[Hillii BOT m IN €9� "mIIIIIIm�maoosy m�a��a=°D�NooIII�s�III ua aga= ""a� €�=m 3 €a� oeg�9� �l IIlI�,II�III� GETZ CUSTOM RESIDENCE MAPLEWOOD ESTATES LOT C PAN 2d0028TORY 19%%%80iH AVE W, EDMONDB,WA 98020a® PARCEL BM #1 BM #1 B2/24 BEAM KEY PLAN BM #3 - -------- -- - ----- - ---------- B M #4 V4 ill IIII III I II � ' 1I 1Ii 11A ri g 0 U-N GETZ CUSTOM RESIDENCE MAPLEWOOD ESTATES LOT C PLAN 2480 2 STORY 19XXX 88TH AVE W, EDMONDS, WA 98020 a® 1[ PARCEL #2704IM03140M LbDNoEg��l GENERAL NOTES LO 'ONIN,� �" N' I, " CV=O�Il NHT'l .II�N. A Z CY) START L.O. 19.2 O.L. CRAWLSPACEACCESS IRCR408.4 141 "1".MNNIMUMI ­N­NNNlLN­DN­NDT­D NI_ IN oa CD CRAWL SPACE VENTILATIONIRCR408 ITLE—NIIENT II II II II II II II II II II II II II II II II II II II II II II 0 xuilww.onesmsn,nvxnvexovwrs sExxmnnsnasrxl 'llllllllllllll II II II II II II II II III II II II II III II II II II II II II II II II II II II II II IIII II II II II II ert�mmx npginwn�meev II II II II II II II II II II II II II R R ii R R TF `1�IIIIIIIIIIIIIIIIIII 11 11 11 11 11 11III�IIIIIIIIII 1IIIIIIIIIIIIII1 —14 11 IIIIIIIIIIlIIIIIfIIIIIIIIIIIIIIIIIILCIIIIIIIIIIIIIIIIIHt �CHI IIIIIIIII 14En I Hill 11 11 1� rl Ln Lu TYPICAL PRESSURE BLOCK DTL II LU 2 _J1 Lu --I- I \11 11 111 \�l 11 11 1 1 1711 lU 14 1 14— L A _11 JI_ 7"11 _11 11 11 11 "Ln Fll RM ER LU LU CL 11 11 rh 4 44 �11, olI CD 1 II II II FRI II II 11 11 II TITI II R II II II II II 02 LU LU MAIN FLOOR FRAMING PLAN STEIAN Kirkland, WA 98033 Project Title: Engineer: Project ID: Project Descr: B4/24 Printed: 13 NOV 2023, 12:25PM Wood Beam Project File: Maplewood Estates Lot C.ec6 LIC# : KW-06015928, Build:20.23.08.30 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: IBC 2021 Material Properties Analysis Method : Allowable Stress Design Fb + 875.0 psi E : Modulus of Elasticity Load Combination IBC 2021 Fb - 875.0 psi Ebend- xx 1,300.Oksi Fc - Prll 600.0 psi Eminbend - xx 470.Oksi Wood Species Douglas Fir -Larch Fc - Perp 625.0 psi Wood Grade No.2 Fv 170.0 psi Ft 425.0 psi Density 31.210 pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling 112 4x10 Span = 8.50 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load : D = 0.0140, L = 0.0250 ksf, Tributary Width = 8.0 ft DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.645 1 Maximum Shear Stress Ratio = 0.298 : 1 Section used for this span 4x10 Section used for this span 4x10 fb: Actual = 677.46psi fv: Actual = 50.67 psi F'b = 1,050.00 psi F'v = 170.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 4.250ft 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 0.079 in Ratio = 1295 > 360 Span: 1 : L Only Max Upward Transient Deflection 0 in Ratio = 0 <360 n/a Max Downward Total Deflection 0.123 in Ratio = 830 > 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 = 8.50 ft 1 0.257 0.119 0.90 1.00 1.00 1.00 1.200 1.00 1.00 1.00 1.01 243.2 945.0 0.39 18.2 153.0 +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 = 8.50 ft 1 0.645 0.298 1.00 1.00 1.00 1.00 1.200 1.00 1.00 1.00 2.82 677.5 1,050.0 1.09 50.7 170.0 +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 = 8.50 ft 1 0.433 0.200 1.25 1.00 1.00 1.00 1.200 1.00 1.00 1.00 2.37 568.9 1,312.5 0.92 42.6 212.5 +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 = 8.50 ft 1 0.087 0.040 1.60 1.00 1.00 1.00 1.200 1.00 1.00 1.00 0.61 145.9 1,680.0 0.24 10.9 272.0 Project Title: B5/24 Engineer: Kirkland, WA 98033 Project ID: Project Descr: Printed: 13 NOV 2023, 12:25PM Wood Beam Project File: Maplewood Estates Lot C.ec6 LIC# : KW-06015928, Build:20.23.08.30 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 0.1228 4.281 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 0.0441 in 4.281 ft 0.0000 in 0.000 ft +D+L 1 0.1228 in 4.281 ft 0.0000 in 0.000 ft +D+0.750L 1 0.1031 in 4.281 ft 0.0000 in 0.000 ft +0.60D 1 0.0265 in 4.281 ft 0.0000 in 0.000 ft L Only 1 0.0787 in 4.281 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 1.326 1.326 Max Upward from Load Combinations 1.326 1.326 Max Upward from Load Cases 0.850 0.850 D Only 0.476 0.476 +D+L 1.326 1.326 +D+0.750L 1.114 1.114 +0.60D 0.286 0.286 L Only 0.850 0.850 U1 Im Ul 332 4,16 439 9 6R 181 830 Distance (ft) I )01111Oft 1441S011+0100 Kirkland, WA 98033 Wood Beam LIC# : KW-06015928, Build:20.23.08.30 DESCRIPTION: BM#1 14 od MEhO •lA Project Title: Engineer: Project ID: Project Descr: RB Engineers, Inc. B6/24 Printed: 13 NOV 2023, 12:25PM Project File: Maplewood Estates Lot C.ec6 (c) ENERCALC INC 1983-2023 0,61 N IR 45 499 61V 1,61 634 DISW (R) 1 1)01ff I+D+11+D+050114601) 0161 1A N IN 416 4,99 93 W 161 U4 DISWO(R) 1DO,f I+D+1I+D+6.16611+6,66DIIOolI Kirkland, WA 98033 Project Title: Engineer: Project ID: Project Descr: B7/24 Printed: 13 NOV 2023, 2:13PM Wood Beam Project File: Maplewood Estates Lot C.ec6 LIC# : KW-06015928, Build:20.23.08.30 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: IBC 2021 Material Properties Analysis Method : Allowable Stress Design Fb + 875.0 psi E : Modulus of Elasticity Load Combination IBC 2021 Fb - 875.0 psi Ebend- xx 1,300.Oksi Fc - Prll 600.0 psi Eminbend - xx 470.Oksi Wood Species Douglas Fir -Larch Fc - Perp 625.0 psi Wood Grade No.2 Fv 170.0 psi Ft 425.0 psi Density 31.210 pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling 4xi0 Span = 5.50 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load : D = 0.0140, L = 0.0250 ksf, Tributary Width = 10.0 ft Uniform Load : D = 0.0140, L = 0.040 ksf, Tributary Width = 7.0 ft DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.6651 1 Maximum Shear Stress Ratio = 0.416 : 1 Section used for this span 4x10 Section used for this span 4x10 fb: Actual = 698.20 psi fv: Actual = 70.71 psi F'b = 1,050.00 psi F'v = 170.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 2.750ft Location of maximum on span = 4.737ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.037 in Ratio = 1804 >=360 Span: 1 : L Only Max Upward Transient Deflection 0 in Ratio = 0 <360 n/a Max Downward Total Deflection 0.053 in Ratio = 1245 > 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 as ue� Shearr a 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 = 5.50 ft 1 0.229 0.143 0.90 1.00 1.00 1.00 1.200 1.00 1.00 1.00 0.90 216.4 945.0 0.47 21.9 153.0 +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 = 5.50 ft 1 0.665 0.416 1.00 1.00 1.00 1.00 1.200 1.00 1.00 1.00 2.90 698.2 1,050.0 1.53 70.7 170.0 +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 = 5.50 ft 1 0.440 0.275 1.25 1.00 1.00 1.00 1.200 1.00 1.00 1.00 2.40 577.7 1,312.5 1.26 58.5 212.5 +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 = 5.50 ft 1 0.077 0.048 1.60 1.00 1.00 1.00 1.200 1.00 1.00 1.00 0.54 129.8 1,680.0 0.28 13.1 272.0 Kirkland, WA 98033 Project Title: Engineer: Project ID: Project Descr: .. , Printed: 13 NOV 2023, 2:13PM Wood Beam Project File: Maplewood Estates Lot C.ec6 LIC# : KW-06015928, Build:20.23.08.30 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 0.0530 2.770 Maximum Deflections for Load Combinations Load Combination D Only +D+L +D+0.750L +0.60D L Only Vertical Reactions Span Max. Downward Defl Location in Span 1 0.0164 in 2.770 ft 1 0.0530 in 2.770 ft 1 0.0439 in 2.770 ft 1 0.0099 in 2.770 ft 1 0.0366 in 2.770 ft Support notation : Far left is #1 0.0000 0.000 Max. Upward Defl Location in Span 0.0000 in 0.000 ft 0.0000 in 0.000 ft 0.0000 in 0.000 ft 0.0000 in 0.000 ft 0.0000 in 0.000 ft Values in KIPS Load Combination Support 1 Support 2 Max Upward from all Load Conditions 2.112 2.112 Max Upward from Load Combinations 2.112 2.112 Max Upward from Load Cases 1.458 1.458 D Only 0.655 0.655 +D+L 2.112 2.112 +D+0.750L 1.748 1.748 +0.60D 0.393 0.393 L Only 1.458 1.458 D,R IN 1bl 211 2111 3123 311 4311 430 5.44 Distance (ft) 1 D9l111+D+11441S0I HAD Kirkland, WA 98033 Wood Beam LIC# : KW-06015928, Build:20.23.08.30 DESCRIPTION: BM#2 Project Title: Engineer: Project ID: Project Descr: RB Engineers, Inc. B9/24 Printed: 13 NOV 2023, 2:13PM Project File: Maplewood Estates Lot C.ec6 (c) ENERCALC INC 1983-2023 062 b U1 2117 2111 3179 436 431) 3.44 Distaece(R) 1 1)01ff I+D+11+D+050114601) OR Ile Is 29 2Sl 3,11 45 49 DISWO(R) 1DO,f I+D+11+D+6,16611+6,66D110o11 Kirkland, WA 98033 Project Title: Engineer: Project ID: Project Descr: B 10/24 Printed: 13 NOV 2023, 2:14PM Wood Beam Project File: Maplewood Estates Lot C.ec6 LIC# : KW-06015928, Build:20.23.08.30 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: IBC 2021 Material Properties Analysis Method : Allowable Stress Design Fb + 875.0 psi E : Modulus of Elasticity Load Combination IBC 2021 Fb - 875.0 psi Ebend- xx 1,300.Oksi Fc - Prll 600.0 psi Eminbend - xx 470.Oksi Wood Species Douglas Fir -Larch Fc - Perp 625.0 psi Wood Grade No.2 Fv 170.0 psi Ft 425.0 psi Density 31.210 pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling D(0.042) L(0.075) 4x10 Span = 8.750 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 = 3.0 ft Uniform Load : D = 0.0140, L = 0.040 ksf, Tributary Width = 5.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.848 1 Maximum Shear Stress Ratio = 0.381 : 1 Section used for this span 4x10 Section used for this span 4x10 fb: Actual = 890.47 psi fv: Actual = 64.70 psi F'b = 1,050.00 psi F'v = 170.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 4.375ft 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 0.122 in Ratio = 863 >=360 Span: 1 : L Only Max Upward Transient Deflection 0 in Ratio = 0 <360 n/a Max Downward Total Deflection 0.171 in Ratio = 613 > 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 as ue� shear as u� 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 = 8.750 ft 1 0.273 0.122 0.90 1.00 1.00 1.00 1.200 1.00 1.00 1.00 1.07 257.7 945.0 0.40 18.7 153.0 +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 = 8.750 ft 1 0.848 0.381 1.00 1.00 1.00 1.00 1.200 1.00 1.00 1.00 3.70 890.5 1,050.0 1.40 64.7 170.0 +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 = 8.750 ft 1 0.558 0.250 1.25 1.00 1.00 1.00 1.200 1.00 1.00 1.00 3.05 732.3 1,312.5 1.15 53.2 212.5 +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 = 8.750 ft 1 0.092 0.041 1.60 1.00 1.00 1.00 1.200 1.00 1.00 1.00 0.64 154.6 1,680.0 0.24 11.2 272.0 Project Title: Engineer: B 11 /24 Kirkland, WA 98033 Project ID: Project Descr: Printed: 13 NOV 2023, 2:14PM Wood Beam Project File: Maplewood Estates Lot C.ec6 LIC# : KW-06015928, Build:20.23.08.30 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 0.1711 4.407 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 0.0495 in 4.407 ft 0.0000 in 0.000 ft +D+L 1 0.1711 in 4.407 ft 0.0000 in 0.000 ft +D+0.750L 1 0.1407 in 4.407 ft 0.0000 in 0.000 ft +0.60D 1 0.0297 in 4.407 ft 0.0000 in 0.000 ft L Only 1 0.1216 in 4.407 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 1.693 1.693 Max Upward from Load Combinations 1.693 1.693 Max Upward from Load Cases 1.203 1.203 D Only 0.490 0.490 +D+L 1.693 1.693 +D+0.750L 1.392 1.392 +0.60D 0.294 0.294 L Only 1.203 1.203 H3 W 219 3A9 434 S21 6110 6196 192 BR Distance (ft) 1 D9l111+D+11441S11 I+D.aDD Kirkland, WA 98033 Wood Beam LIC# : KW-06015928, Build:20.23.08.30 DESCRIPTION: BM#3 r O�Y MEhO •1J Project Title: Engineer: Project ID: Project Descr: RB Engineers, Inc. B 12/24 Printed: 13 NOV 2023, 2:14PM Project File: Maplewood Estates Lot C.ec6 (c) ENERCALC INC 1983-2023 083 W 2199 N 4A S21 Ull Ull N Y12 DISW (R) 1 1)01ff I+D+I 14+05011+6.66D CIS I.H 2Ss 31A 43 1'14 lis 6b7 1d3 im DISWO(R) 1DO,f I+D+iI+D+C•liblI+6,66DIiOoll Kirkland, WA 98033 Project Title: Engineer: Project ID: Project Descr: B 13/24 Printed: 14 NOV 2023, 1:33PM Wood Beam Project File: Maplewood Estates Lot C.ec6 LIC# : KW-06015928, Build:20.23.08.30 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: IBC 2021 Material Properties Analysis Method : Allowable Stress Design Fb + 875.0 psi E : Modulus of Elasticity Load Combination IBC 2021 Fb - 875.0 psi Ebend- xx 1,300.Oksi Fc - Prll 600.0 psi Eminbend - xx 470.Oksi Wood Species Douglas Fir -Larch Fc - Perp 625.0 psi Wood Grade No.2 Fv 170.0 psi Ft 425.0 psi Density 31.210 pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling = 3.250 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 = 0.040 ksf, Tributary Width = 2.0 ft Point Load : D = 1.050, L = 2.30 k @ 1.250 ft DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.619. 1 Maximum Shear Stress Ratio = 0.587 : 1 Section used for this span 4x10 Section used for this span 4x10 fb: Actual = 649.83 psi fv: Actual = 99.85 psi F'b = 1,050.00 psi F'v = 170.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 1.257ft 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 0.010 in Ratio = 4085 >=360 Span: 1 : L Only Max Upward Transient Deflection 0 in Ratio = 0 <360 n/a Max Downward Total Deflection 0.014 in Ratio = 2819 > 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 as ue� ear a ues 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 = 3.250 ft 1 0.214 0.203 0.90 1.00 1.00 1.00 1.200 1.00 1.00 1.00 0.84 201.9 945.0 0.67 31.1 153.0 +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 = 3.250 ft 1 0.619 0.587 1.00 1.00 1.00 1.00 1.200 1.00 1.00 1.00 2.70 649.8 1,050.0 2.16 99.8 170.0 +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 = 3.250 ft 1 0.410 0.389 1.25 1.00 1.00 1.00 1.200 1.00 1.00 1.00 2.24 537.8 1,312.5 1.78 82.7 212.5 +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 = 3.250 ft 1 0.072 0.069 1.60 1.00 1.00 1.00 1.200 1.00 1.00 1.00 0.50 121.1 1,680.0 0.40 18.6 272.0 Project Title: B 14/24 Engineer: Kirkland, WA 98033 Project ID: Project Descr: Printed: 14 NOV 2023, 1:33PM Wood Beam Project File: Maplewood Estates Lot C.ec6 LIC# : KW-06015928, Build:20.23.08.30 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 0.0138 1.530 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 0.0043 in 1.530 ft 0.0000 in 0.000 ft +D+L 1 0.0138 in 1.530 ft 0.0000 in 0.000 ft +D+0.750L 1 0.0114 in 1.530 ft 0.0000 in 0.000 ft +0.60D 1 0.0026 in 1.530 ft 0.0000 in 0.000 ft L Only 1 0.0095 in 1.530 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 2.237 1.464 Max Upward from Load Combinations 2.237 1.464 Max Upward from Load Cases 1.545 1.015 D Only 0.692 0.449 +D+L 2.237 1.464 +D+0.750L 1.851 1.210 +0.60D 0.415 0.270 L Only 1.545 1.015 031 Ob4 091 129 IR L96 2d6 2,61 2,94 323 DISl ra (R) 1 1)9,1t 10414+0.1S001+0100 Kirkland, WA 98033 Wood Beam LIC# : KW-06015928, Build:20.23.08.30 DESCRIPTION: BM#4 Project Title: Engineer: Project ID: Project Descr: RB Engineers, Inc. B 15/24 Printed: 14 NOV 2023, 1:33PM Project File: Maplewood Estates Lot C.ec6 (c) ENERCALC INC 1983-2023 c OA MEOIBER•••>a r •15 031 Ob4 0,91 129 lb3 196 228 261 294 323 Distaece(ft) 1 1)01ff I+D+I 14+05011+6.66D Ul 0l63 05 11v IS 131 2a 259 U? 3111 OWKe(ft) 1 1)011t I+D+I I+D+6.1Sb114601)1IOoll Kirkland, WA 98033 Project Title: Engineer: Project ID: Project Descr: B 16/24 Printed: 14 NOV 2023, 1:42PM Wood Beam Project File: Maplewood Estates Lot C.ec6 LIC# : KW-06015928, Build:20.23.08.30 RB Engineers, Inc. (c) ENERCALC INC 1983-2023 DESCRIPTION: BM#5 CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: IBC 2021 Material Properties Analysis Method : Allowable Stress Design Fb + 2325 psi E : Modulus of Elasticity Load Combination IBC 2021 Fb - 2325 psi Ebend- xx 1550 ksi Fc - Prll 2050 psi Eminbend - xx 787.815ksi Wood Species iLevel Truss Joist Fc - Perp 800 psi Wood Grade TimberStrand LSL 1.55E Fv 310 psi Ft 1070 psi Density 45.01 pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling 3.500x9.500 Span = 9.750 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 = 15.0 ft Uniform Load : D = 0.0140, L = 0.040 ksf, Tributary Width = 2.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.787. 1 Maximum Shear Stress Ratio = 0.413 : 1 Section used for this span 3.500x9.500 Section used for this span 3.500x9.500 fb: Actual = 1,877.02 psi fv: Actual = 127.93 psi F'b = 2,386.14psi F'v = 310.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 4.875ft Location of maximum on span = 8.967ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.240 in Ratio = 487 > 360 Span: 1 : L Only Max Upward Transient Deflection 0 in Ratio = 0 <360 n/a Max Downward Total Deflection 0.366 in Ratio = 319 > 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 a u� 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 = 9.750 ft 1 0.300 0.157 0.90 1.00 1.00 1.00 1.026 1.00 1.00 1.00 2.83 644.6 2,147.5 0.97 43.9 279.0 +D+L 1.00 1.00 1.00 1.026 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 9.750 ft 1 0.787 0.413 1.00 1.00 1.00 1.00 1.026 1.00 1.00 1.00 8.23 1,877.0 2,386.1 2.84 127.9 310.0 +D+0.750L 1.00 1.00 1.00 1.026 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 9.750 ft 1 0.526 0.276 1.25 1.00 1.00 1.00 1.026 1.00 1.00 1.00 6.88 1,568.9 2,982.7 2.37 106.9 387.5 +0.60D 1.00 1.00 1.00 1.026 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 9.750 ft 1 0.101 0.053 1.60 1.00 1.00 1.00 1.026 1.00 1.00 1.00 1.70 386.8 3,817.8 0.58 26.4 496.0 Project Title: B 17/24 Engineer: Kirkland, WA 98033 Project ID: Project Descr: Printed: 14 NOV 2023, 1:42PM Wood Beam Project File: Maplewood Estates Lot C.ec6 LIC# : KW-06015928, Build:20.23.08.30 RB Engineers, Inc. (c) ENERCALC INC 1983-2023 DESCRIPTION: BM#5 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+L 1 0.3657 4.911 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 0.1256 in 4.911 ft 0.0000 in 0.000 ft +D+L 1 0.3657 in 4.911 ft 0.0000 in 0.000 ft +D+0.750L 1 0.3056 in 4.911 ft 0.0000 in 0.000 ft +0.60D 1 0.0753 in 4.911 ft 0.0000 in 0.000 ft L Only 1 0.2401 in 4.911 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 3.378 3.378 Max Upward from Load Combinations 3.378 3.378 Max Upward from Load Cases 2.218 2.218 D Only 1.160 1.160 +D+L 3.378 3.378 +D+0.750L 2.824 2.824 +0.60D 0.696 0.696 L Only 2.218 2.218 093 IN 2,92 3111 4,11 Distaace(ft) 1 D9lI11+D+11441S111+0101) Kirkland, WA 98033 Wood Beam LIC# : KW-06015928, Build:20.23.08.30 DESCRIPTION: 1310#5 Project Title: Engineer: Project ID: Project Descr: RB Engineers, Inc. B 18/24 Printed: 14 NOV 2023, 1:42PM Project File: Maplewood Estates Lot C.ec6 (c) ENERCALC INC 1983-2023 093 192 2.9 3111 4,11 Szi 6;; 183 6,82 919 Dista�ce(ft) 1 1)01ff I+D+I 14+051114601) 093 1A 2S 3111 0 V1 W 7bs 8161 99 DISWO(ft) 1DO,f I+D+iI+D+C,liblI+6,66DIiOoll Kirkland, WA 98033 Project Title: Getz Engineer: Project ID: Project Descr: B 19/24 Printed: 16 NOV 2023, 4:41PM Wood Beam Project File: Getz.ec6 LIC# : KW-06015928, Build:20.23.08.30 RB Engineers, Inc. (c) ENERCALC INC 1983-2023 DESCRIPTION: BM#6 CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: IBC 2021 Material Properties Analysis Method : Allowable Stress Design Load Combination IBC 2021 Wood Species Douglas Fir -Larch Wood Grade No.2 Beam Bracing : Beam is Fully Braced against lateral -torsional buckling MO. 168 Fb + 875.0 psi E : Modulus of Elasticity Fb - 875.0 psi Ebend- xx 1,300.0 ksi Fc - Prll 600.0 psi Eminbend - xx 470.0 ksi Fc - Perp 625.0 psi Fv 170.0 psi Ft 425.0 psi Density 31.210 pcf 4x10 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 = 0.040 ksf, Tributary Width = 12.0 ft DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.668 1 Maximum Shear Stress Ratio = 0.394 :1 Section used for this span 4x10 Section used for this span 4x10 fb: Actual = 701.08 psi fv: Actual = 67.06 psi F'b = 1,050.00 psi F'v = 170.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 3.000ft Location of maximum on span = 0.000 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.047 in Ratio = 1534 -480 Span: 1 : L Only Max Upward Transient Deflection 0 in Ratio = 0 <480 n/a Max Downward Total Deflection 0.063 in Ratio = 1136 >=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 = 6.0 ft 1 0.192 0.114 0.90 1.00 1.00 1.00 1.200 1.00 1.00 1.00 0.76 181.8 945.0 0.38 17.4 153.0 +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 = 6.0 ft 1 0.668 0.394 1.00 1.00 1.00 1.00 1.200 1.00 1.00 1.00 2.92 701.1 1,050.0 1.45 67.1 170.0 +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 = 6.0 ft 1 0.435 0.257 1.25 1.00 1.00 1.00 1.200 1.00 1.00 1.00 2.38 571.3 1,312.5 1.18 54.6 212.5 +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 = 6.0 ft 1 0.065 0.038 1.60 1.00 1.00 1.00 1.200 1.00 1.00 1.00 0.45 109.1 1,680.0 0.23 10.4 272.0 Project Title: Getz B20/24 Engineer: Kirkland, WA 98033 Project ID: Project Descr: Printed: 16 NOV 2023, 4:41PM Wood Beam Project File: Getz.ec6 LIC# : KW-06015928, Build:20.23.08.30 RB Engineers, Inc. (c) ENERCALC INC 1983-2023 DESCRIPTION: BM#6 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+L 1 0.0633 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 0.0164 in 3.022 ft 0.0000 in 0.000 ft +D+L 1 0.0633 in 3.022 ft 0.0000 in 0.000 ft +D+0.750L 1 0.0516 in 3.022 ft 0.0000 in 0.000 ft +0.60D 1 0.0099 in 3.022 ft 0.0000 in 0.000 ft L Only 1 0.0469 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 1.944 1.944 Max Upward from Load Combinations 1.944 1.944 Max Upward from Load Cases 1.440 1.440 D Only 0.504 0.504 +D+L 1.944 1.944 +D+0.750L 1.584 1.584 +0.60D 0.302 0.302 L Only 1.440 1.440 1115 1114 14 Nl) 2A 3A8 4A 464 iZ 5,80 Distara(R) 1)011t I+D+I I4+11AII 1+11.6111) Kirkland, WA 98033 Wood Beam LIC# : KW-06015928, Build:20.23.08.30 DESCRIPTION: BM#6 Project Title: Getz Engineer: Project ID: Project Descr: RB Engineers, Inc. B21 /24 Printed: 16 NOV 2023, 4:41PM Project File: Getz.ec6 (c) ENERCALC INC 1983-2023 0169 1114 11n MI) 21H 341 4A 4A Q� SIR Distaece(ft) 1 Holy I+D+I 1+D+05011+6.66D 0166 1112 IM 23 Mi 333 451 s1w Dista�e(ft) 1 DO�Iy I+D+I I+D+6,1661 I+6,66D 1IO�ly Kirkland, WA 98033 Project Title: Getz Engineer: Project ID: Project Descr: B22/24 Printed: 16 NOV 2023, 4:42PM Wood Beam Project File: Getz.ec6 LIC# : KW-06015928, Build:20.23.08.30 RB Engineers, Inc. (c) ENERCALC INC 1983-2023 DESCRIPTION: BM#7 CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: IBC 2021 Material Properties Analysis Method : Allowable Stress Design Fb + 875.0 psi E : Modulus of Elasticity Load Combination IBC 2021 Fb - 875.0 psi Ebend- xx 1,300.0ksi Fc - Prll 600.0 psi Eminbend - xx 470.0 ksi Wood Species Douglas Fir -Larch Fc - Perp 625.0 psi Wood Grade No.2 Fv 170.0 psi Ft 425.0 psi Density 31.210 pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling D(0.126) L(0,225) 4x10 Span = 4.0 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 = 0.040 ksf, Tributary Width = 19.0 ft Uniform Load : D = 0.0140, L = 0.0250 ksf, Tributary Width = 9.0 ft DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.631: 1 Maximum Shear Stress Ratio = 0.466 :1 Section used for this span 4x10 Section used for this span 4x10 fb: Actual = 662.13 psi fv: Actual = 79.17 psi F'b = 1,050.00 psi F'v = 170.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 2.000ft Location of maximum on span = 3.241 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.019 in Ratio = 2524 -480 Span: 1 : L Only Max Upward Transient Deflection 0 in Ratio = 0 <480 n/a Max Downward Total Deflection 0.027 in Ratio = 1805 > 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 tress 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 = 4.0 ft 1 0.199 0.147 0.90 1.00 1.00 1.00 1.200 1.00 1.00 1.00 0.78 188.5 945.0 0.49 22.5 153.0 +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 = 4.0 ft 1 0.631 0.466 1.00 1.00 1.00 1.00 1.200 1.00 1.00 1.00 2.75 662.1 1,050.0 1.71 79.2 170.0 +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 = 4.0 ft 1 0.414 0.306 1.25 1.00 1.00 1.00 1.200 1.00 1.00 1.00 2.26 543.7 1,312.5 1.40 65.0 212.5 +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 = 4.0 ft 1 0.067 0.050 1.60 1.00 1.00 1.00 1.200 1.00 1.00 1.00 0.47 113.1 1,680.0 0.29 13.5 272.0 Project Title: Getz B23/24 Engineer: Kirkland, WA 98033 Project ID: Project Descr: Printed: 16 NOV 2023, 4:42PM Wood Beam Project File: Getz.ec6 LIC# : KW-06015928, Build:20.23.08.30 RB Engineers, Inc. (c) ENERCALC INC 1983-2023 DESCRIPTION: BM#7 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+L 1 0.0266 2.015 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 0.0076 in 2.015 ft 0.0000 in 0.000 ft +D+L 1 0.0266 in 2.015 ft 0.0000 in 0.000 ft +D+0.750L 1 0.0218 in 2.015 ft 0.0000 in 0.000 ft +0.60D 1 0.0045 in 2.015 ft 0.0000 in 0.000 ft L Only 1 0.0190 in 2.015 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 2.754 2.754 Max Upward from Load Combinations 2.754 2.754 Max Upward from Load Cases 1.970 1.970 D Only 0.784 0.784 +D+L 2.754 2.754 +D+0.750L 2.262 2.262 +0.60D 0.470 0.470 L Only 1.970 1.970 1131 0,19 LIC 131 I'll - Ni 3211 359 4H Distance (ft) I Dall� I+D+I I4+11AR I+11AD Kirkland, WA 98033 Wood Beam LIC# : KW-06015928, Build:20.23.08.30 DESCRIPTION: BM#7 Project Title: Getz Engineer: Project ID: Project Descr: RB Engineers, Inc. B24/24 Printed: 16 NOV 2023, 4:42PM Project File: Getz.ec6 (c) ENERCALC INC 1983-2023 28 L4 MEMBER L n n c ;a d8 038 0J9 P? Ib9 199 d 2,19 320 A I Distaece(ft) 1 Holy I+D+I 14+05011+6.66D 038 01? 1111 115 15 IN V4 3114 M 333 Dista(e(ft) 11)0l t I+D+I I4+6.1SU 1+6,661) 110oll LL GENERAL NOTES F— — — — — — — — — — — — — — — — — — — P OF.— ILL-1 O CRAWLSPACEACCESS IRCR408.4 '141".MNN%Ml o 'LL " 1. *1111N .. . .. FI_ O CRAWL SPACE POSTS & BEAMS F — — — — — — — — — — — — — — - — — — — — — — — — t 3 1 =11MI "N E I MOM.� =PN'lp=l CRAWL SPACE VENTURER - PC PRIOR 7�14r 11 14 M 14 714 L, I, I Tj 11 R 11 ITLE1111EIT -E j L I".. swrtxsnworiSE _j L nnmaFTMF -J =H L -J 46." L -J FOO11ING SCHEDULE L 16C i All EAIOA FOOTING I TO—O NOREDGRADE OMMRF UNUSSN Al —1 WSFORMS PRIOR TO FACKIFILLING. CRAWLSPACE —N Dl- L-1 L— — — — — — — - — — — — — - — - E,11111F 24 24 24 "F L L F!----L—J(D L-1 L-1 LALI I 1—ITEE1 ­01 4, CONC RT_ r 11 -----a — — — — — 24 24F- 111E 111E -O� F ---ram — F-1 Ed E' -�3 ITEEL"" 3V MIN W FE""T" _R.R AN— l— _]24 L L GARAGE•F. .Nl WIT' EA ITID14V I ­T! @14 OF 4 ­4 IL L! FOUNDATION PLAN ------------ ARP11ME1 FOR 1111111"IN CITYOF EDMONDS w =056 0 _J1 Ln �9 LU < Ln LU 0 o L Lu _J1 cl- Kirkland, WA 98033 Project Title: Getz Engineer: Project ID: Project Descr: F2/7 Printed: 16 NOV 2023, 4:56PM General Footing Project File: Getz.ec6 LIC# : KW-06015928, Build:20.23.08.30 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 (P 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 = 2.50 ft Length parallel to Z-Z Axis = 2.50 ft z Footing Thickness = 10.0 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 X in in N in 3.0 in 4.0 4 4 4-#4Bars 4-#4Bars o co Zh X-X Section Looking to +Z Z-Z Section Looking to +X n/a # Bars required within zone n/a # Bars required on each side of zone n/a Applied Loads D Lr L S W E H P : Column Load = 2.30 4.40 k OB : Overburden = ksf M-xx = k-ft M-zz = k-ft V-x = k V-z = k Kirkland, WA 98033 Project Title: Getz Engineer: Project ID: Project Descr: F3/7 Printed: 16 NOV 2023, 4:56PM General Footing Project File: Getz.ec6 LIC# : KW-06015928, Build:20.23.08.30 RB Engineers, Inc. (c) ENERCALC INC 1983-2023 DESCRIPTION: F #1 DESIGN SUMMARY - • • Min. Ratio Item Applied Capacity Governing Load Combination PASS 0.7953 Soil Bearing 1.193 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 0.1891 Z Flexure (+X) 1.225 k-ft/ft 6.479 k-ft/ft +1.20D+1.60L PASS 0.1891 Z Flexure (-X) 1.225 k-ft/ft 6.479 k-ft/ft +1.20D+1.60L PASS 0.1891 X Flexure (+Z) 1.225 k-ft/ft 6.479 k-ft/ft +1.20D+1.60L PASS 0.1891 X Flexure (-Z) 1.225 k-ft/ft 6.479 k-ft/ft +1.20D+1.60L PASS 0.1680 1-way Shear (+X) 12.60 psi 75.0 psi +1.20D+1.60L PASS 0.1680 1-way Shear (-X) 12.60 psi 75.0 psi +1.20D+1.60L PASS 0.1680 1-way Shear (+Z) 12.60 psi 75.0 psi +1.20D+1.60L PASS 0.1680 1-way Shear (-Z) 12.60 psi 75.0 psi +1.20D+1.60L PASS 0.3141 2-way Punching 47.120 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 0.4888 0.4888 n/a n/a 0.326 X-X, +D+L 1.50 n/a 0.0 1.193 1.193 n/a n/a 0.795 X-X, +D+0.750L 1.50 n/a 0.0 1.017 1.017 n/a n/a 0.678 X-X, +0.60D 1.50 n/a 0.0 0.2933 0.2933 n/a n/a 0.196 Z-Z, D Only 1.50 0.0 n/a n/a n/a 0.4888 0.4888 0.326 Z-Z, +D+L 1.50 0.0 n/a n/a n/a 1.193 1.193 0.795 Z-Z, +D+0.750L 1.50 0.0 n/a n/a n/a 1.017 1.017 0.678 Z-Z, +0.60D 1.50 0.0 n/a n/a n/a 0.2933 0.2933 0.196 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 0.4025 +Z Bottom 0.2160 AsMin 0.320 6.479 OK X-X, +1.40D 0.4025 -Z Bottom 0.2160 AsMin 0.320 6.479 OK X-X, +1.20D+1.60L 1.225 +Z Bottom 0.2160 AsMin 0.320 6.479 OK X-X, +1.20D+1.60L 1.225 -Z Bottom 0.2160 AsMin 0.320 6.479 OK X-X, +1.20D+L 0.8950 +Z Bottom 0.2160 AsMin 0.320 6.479 OK X-X, +1.20D+L 0.8950 -Z Bottom 0.2160 AsMin 0.320 6.479 OK X-X, +1.20D 0.3450 +Z Bottom 0.2160 AsMin 0.320 6.479 OK X-X, +1.20D 0.3450 -Z Bottom 0.2160 AsMin 0.320 6.479 OK X-X, +0.90D 0.2588 +Z Bottom 0.2160 AsMin 0.320 6.479 OK X-X, +0.90D 0.2588 -Z Bottom 0.2160 AsMin 0.320 6.479 OK Z-Z, +1.40D 0.4025 -X Bottom 0.2160 AsMin 0.320 6.479 OK Z-Z, +1.40D 0.4025 +X Bottom 0.2160 AsMin 0.320 6.479 OK Z-Z, +1.20D+1.60L 1.225 -X Bottom 0.2160 AsMin 0.320 6.479 OK Z-Z, +1.20D+1.60L 1.225 +X Bottom 0.2160 AsMin 0.320 6.479 OK Z-Z, +1.20D+L 0.8950 -X Bottom 0.2160 AsMin 0.320 6.479 OK Z-Z, +1.20D+L 0.8950 +X Bottom 0.2160 AsMin 0.320 6.479 OK Z-Z, +1.20D 0.3450 -X Bottom 0.2160 AsMin 0.320 6.479 OK Kirkland, WA 98033 Project Title: Getz F4/7 Engineer: Project ID: Project Descr: Printed: 16 NOV 2023, 4:56PM General Footing J Project File: Getz.ec6 LIC# : KW-06015928, Build:20.23.08.30 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, +1.20D 0.3450 +X Bottom 0.2160 AsMin 0.320 6.479 OK Z-Z, +0.90D 0.2588 -X Bottom 0.2160 AsMin 0.320 6.479 OK Z-Z, +0.90D 0.2588 +X Bottom 0.2160 AsMin 0.320 6.479 OK One Way Shear Load Combination... Vu @ -X Vu @ +X Vu @ -Z Vu @ +Z Vu:Max Phi Vn Vu / Phi*Vn Status +1.40D 4.14 psi 4.14 psi 4.14 psi 4.14 psi 4.14 psi 75.00 psi 0.06 OK +1.20D+1.60L 12.60 psi 12.60 psi 12.60 psi 12.60 psi 12.60 psi 75.00 psi 0.17 OK +1.20D+L 9.21 psi 9.21 psi 9.21 psi 9.21 psi 9.21 psi 75.00 psi 0.12 OK +1.20D 3.55 psi 3.55 psi 3.55 psi 3.55 psi 3.55 psi 75.00 psi 0.05 OK +0.90D 2.66 psi 2.66 psi 2.66 psi 2.66 psi 2.66 psi 75.00 psi 0.04 OK Two -Way "Punching" Shear All units k Load Combination... Vu Phi*Vn Vu / Phi*Vn Status +1.40D 15.48 psi 150.00psi 0.1032 OK +1.20D+1.60L 47.12 psi 150.00psi 0.3141 OK +1.20D+L 34.43 psi 150.00psi 0.2295 OK +1.201D 13.27 psi 150.00psi 0.08847 OK +0.90D 9.95 psi 150.00psi 0.06635 OK Kirkland, WA 98033 Project Title: Getz Engineer: Project ID: Project Descr: F5/7 Printed: 16 NOV 2023, 4:56PM General Footing Project File: Getz.ec6 LIC# : KW-06015928, Build:20.23.08.30 RB Engineers, Inc. (c) ENERCALC INC 1983-2023 DESCRIPTION: F #2 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 (P 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 in in in 3.0 in 3 4 3 3-#4Bars 4 M X-X Section Looking to +Z n/a n/a n/a 3-#4Bars _ = -A00 co Z-Z Section Looking to +X D Lr L S W E H P : Column Load = 1.60 4.0 k OB : Overburden = ksf M-xx = k-ft M-zz = k-ft V-x = k V-z = k Kirkland, WA 98033 Project Title: Getz Engineer: Project ID: Project Descr: F6/7 Printed: 16 NOV 2023, 4:56PM General Footing Project File: Getz.ec6 LIC# : KW-06015928, Build:20.23.08.30 RB Engineers, Inc. (c) ENERCALC INC 1983-2023 DESCRIPTION: F #2 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 inA2 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: Getz F7/7 Engineer: Project ID: Project Descr: Printed: 16 NOV 2023, 4:56PM General Footing J Project File: Getz.ec6 LIC# : KW-06015928, Build:20.23.08.30 RB Engineers, Inc. (c) ENERCALC INC 1983-2023 DESCRIPTION: F #2 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, +1.20D 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 +1.40D 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 +1.40D 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