Loading...
APROVED BLD2023-1219 APVD Fulton SFR - Structural Calculationsw QRB Engineers, Inc. = 1312 2ND ST. KIRKLAND, WA. 98033 PH: (425) 822-3009 Lo FAX: (425) 822-2679 CELL: (425) 351-2085 EMAIL: rbe1992(&j!mail.com RECEIVED Oct 13 2023 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT BLD2023-1219 JOB: FULTON PROJECT #:23-8919 BY: R.B. / MJT DATE: 07/28/2023 PAGE G1 OF 56 STRUCTURAL COMPUTATIONS FOR 654 4TH AVE. S, 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 PLAN REVIEW ACCEPTANCE FOR COMPLIANCE WITH THE APPLICABLE CONSTRUCTION CODES IDENTIFIED BELOW. ® BUILDING ® STRUCTURAL ❑ MECHANICAL ❑ PLUMBING ❑ ELECTRICAL ® ENERGY ❑ ACCESSIBILITY ❑ FIRE PLAN REVIEW ACCEPTANCE OF DOCUMENTS DOES NOT AUTHORIZE CONSTRUCTION TO PROCEED IN VIOLATION OF ANY FEDERAL, STATE,,, OR LOCAL REGULATIONS. BY: _a 7� l i' ATE:02/22/2024 WEsi uuAsi cuut cuNSULTANTS, INC ALLOWABLE SOIL BEARING PRESSURE: 2500 PSF PER SOILS REPORT INDEX TO COMPUTATIONS: GENERAL GI — G3 LATERAL L 1 — L 14 BEAMS B 1 — B29 FOOTING F 1 — F 10 RB ENGINEERS, INC. IS NOT RESPONSIBLE FOR THE SITE, SOILS, WEATHER PROOFING, TRUSSES AND/OR EXISTING CONDITIONS. CI��/ram 2 b2y RIB Engineers, Inc. 1312 2nd St Kirkland, WA Phone: (425) 822-3009 Email: rbel992@gmail.com Pro ect: Fulton Residence y: Client: ate: 6/20/2023 Subject: Lateral Page: 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: Fulton Residence BY: RB/MJT lent: 0 Date: 6/20/202-3 7u7j e 7 -t Lateral Page: 3 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) 2 Is SW-4 i Y Y1 Y2 X -e; z X2 Y4-6a X3 e '-D'.�... _... ' S�JO%e... __.. ;: y. a /^_-f'-93(k'_— �'i __ 1�_94l'_. /i"_3-" �t'/1j1 9�'I a 1'h' "2'• ... ...'. ' e 'I �.lou. S, S S 4 I SW 4 x: W-4 n S Y3 z � a J J — SW-4 W.sa ___ X 6'-Da � 4'•e 4'-d Nl-Oe 4W+ S'-ea y.10'h'; p j'. N'h' S�-D" 'Ii" —5_Lh" 9'-9" I _ 2 3 Main N'N'/a4r,au 5 e •�i s I� 1 _I © m t I F��, eaaara�r�i �9•'\i 4 S: ��� Diagrams Case B Notation LZ 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 I (degrees) Zones Horizontal Pressures Vertical Pressures Overhangs Load Case A B I C D E F G H El, Go, 85W30to451 1.5 -5.9 7.6 -3.5 -13.8 .9 -5.4 8.6 -3.1 -13.8 .4 -4.8 9.6 .9 .4 +2.310.4 2.4 - -6.4 -2.4 -8.7 -4.7 -4.6 -0.7 -7.0 -3.0 -11.9 - -10.1 - .9 .9 7.0 7.0 1.0 5.0 -7.8 -3.9 0.3 4.3 -6.7 -2.8 -4.5 -4.5 -5.2 -5.2 90Rto45 1 12.8 -6.7 8.5 -4.0 -15.4 1 14.5 -6.0 9.6 -3.5 -15.4 1 16.1 -5.4 10.7 1 17.8 4.7 11.9 -2.6 -15.4 -10.7 -10.7 -8.1 -21.6 -16.9 1 2 16.1 2.6 11.7 - 2.7 - -7.2 -2.7 -9.8 -5.3 -5.2 -0.7 -7.8 -3.4 -13.3 - -11.4 - 1 2 14.4 14.4 9.9 9. 11.5 111.5 7.9 7.9 1.1 5.6 -8.8 4.3 0.4 4.8 -7.5 -3.1 -5.1 -5.1 -5.8 -5.8 95 0 to 5° 1 14.3 -7.4 9.5 -4.4 -17.2 -9.8 -12.0 -$76241 -18.8 10° 1 16.1 -6.7 10.7 -3.9 -17.2 -10.5 -12.0 -1 -18.8 15° 1 18.0 -6.0 12.0 -3.4 -17.2 -11.2 -12.0 -1 -18.8 20° 1 19.8 -5.2 13.2 -2.9 -17.2 -12.0 -12.0 - -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 - - -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 5.4 -3 -6.5 -6.5 100 0 to 5° 1 15.9 -8.2 10.5 -4.9 -19.1 -10.8 -13.3 -8.4 -26.7 -20.9 10, 1 17.9 -7.4 11.9 -4.3 -19.1 -11.6 -13.3 -8.9 -26.7 -20.9 15° 1 19.9 -6.6 13.3 -3.8 -19.1 -12.4 -13.3 -9.5 -26.7 -20.9 20° 1 22.0 -5.8 14.6 -3.2 -19.1 -13.3 -13.3 -10.1 -26.7 -20.9 25° 1 19.9 - 3.3 - -8.8 -12.0 -3.4 -6.6 -6.4 -9.7 -16.5 -0.9 -4.2 - -14.02 - 30 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 -6.3 5.9 J-3.8 -6. -7.22 --7.2 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(4.75x5.25+4.75x5.25) + 13.3x(14.5x5.25) _ 2.01 2.01 x 1.2 Kzt x 0.6 = 1.44 kip Y. Fw Upper = 19.9x(7x10.25+7x6) + 13.3x(17x10.25+4.5x6) _ 4.94 4.94 x 1.2 Kzt x 0.6 = 3.56 kip Roof Min = [(50+76)xl6+(0)x8)]xl.2x0.6 = 1.45 kip Upper Min = [(114+201)xl6+(0)x8)]xl.2x0.6 = 3.63 kip Y — Y Direction Y. Fw Roof = 19.9x(3.75x5.25+3.75x5.25) + 13.3x(11.25x5.25) _ 1.56 1.56x 1.2Kzt x0.6= 1.12 kip E Fw Upper = 19.9x(19x6+1Ox4.5+9x10.25) + 13.3x(47.5x6+9.5x10.25+1Ox2) _ 10.34 10.34 x 1.2 KA x 0.6 = 7.45 kip Roof Min = [(39+59)xl6+(0)x8)]xl.2x0.6 = Okip Upper Min = [(251+402)xl6+(0)x8)]xl.2x0.6 = 7.5 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: Fulton Residence y: Client: 0 Date: Subject: Lateral Page: 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 1.2 Fv = per Table 11.4-2 1.8 Sms = Fa * Ss = 1.2 (1.6) 1.92 (11.4-1) Sml = Fv * S1 = 1.8 (0.57) 1.03 (11.4-2) Sds = 2/3 * Sms = 2/3 (1.92) 1.28 (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) 0.11 Section 11.4.6 Ts = Shc /Sds=(0.68/1.28) 0.53 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 1.28 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) = 0.197 (12.8-2) Cs = 0.20 RB Engineers, Inc. 1312 2nd St Kirkland, WA Phone: (425) 822-3009 Email: rbe1992@gmail.com Project: Fulton Residence By: RB/MJT lent: 0 Date: 6/20/2023 u ect: Lateral Page: L6 LATERAL QUAKE FORCES Cs: 0.20 p: 1.3 Roof Area: 642 feet ` Roof Dead Load: 14 psf Upper Area: 3243 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 ASCE 7-16 Table 12.3-1: Reentrant Corner Irregularity - Design forces increased by 25% DEAD LOAD OF STRUCTURE Roof Weight = 642 x (14+8) = = 14.12 kip Upper Weight = 3243 x (14+8) _ = 71.35 kip 85.47 kip Vbase = Cs x E Weight = 0.20 x 85.47 = 17.09 kip Vasd = Vbase x 0.7 x p = 15.56 kip ICI Y II 7:M11MOM WEIGHT HEIGHT WEIGHT x HEIGHT Roof: 14.12 kip 20.75 Feet 293.07 Upper: 71.35 kip 12.25 Feet 873.99 1167.06 Fq Roof. 15.56 x (293.07/1167.97) _ = 3.91 kip Fq Upper: 15.56 x (873.99/1167.97) _ = 11.65 kip Therefore wind governs at Upper in Y-Y direction, quake governs all else. RIB Engineers, Inc. 1312 2nd St Kirkland, WA Phone: (425) 822-3009 Email: rbe1992@gmail.com WIND FORCES ON SHEAR WALLS Shearwalls in X — X Direction ro ect: Fulton esi ence By: RB/MJT Client: ate: 6/20/2023 IPage: u ect: Lateral L7/ Fw X — X @ Roof: 1.45 kips 1.45 k / 24 ft = 60.5 #/Ft V @ X 1 = (1.45/24)(24/2) = 0.73 = 63 # 7�' Ft V @ X 2 = (1.45/24)(24/2) = 0.73 = 69 # SW- 5.2�' Ft Fw X — X @ Upper: 3.63 kips 3.63 k / 35.5 ft = 102.2 #/Ft V @ X 3 = (3.63/35.5)(23.5/2) 1.93 = 29 # . �+ 0.73 = 17'+9'+13. + +11.75'+9.5' Ft V @ X 4 = (3.63/35.5)(23.5/2+5+7/2) 2.80 = 72 # �+ 0.73 = 20. 5 +5'+5'+8.5' Ft V @ X 5 = (3.63/35.5)(7/2) = 0.36 = 38 # SW-4 +4.75' Ft ro ect: Fulton Residence Client: ate: 6/20/2023 Subject: Lateral Page: L8/ RIB Engineers, Inc. 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: 1.13 kips 1.13 k / 18.5 ft = 61.0 #/Ft V @ Y 1 = (1.13/18.5)(14/2) = 0.43 — 28 # � Ft V @ Y 2 = (1.13/18.5)(14/2+4.5) = 0.70 = 29 # SW- T Ft Fw Y — Y @ Upper: 7.52 kips 7.52 k / 94.5 ft 79.6 #/Ft V @ Y 3 = (7.52/94.5)(23.5/2) = 1.19 < 3.35 kip LRP capacity �+ 0.43x(13.5/23.5) _ LRP 2x8x24 = 2x1675 = 3.35 kip LRP capacity V @ Y 4 = (7.52/94.5)(23.5/2+4.5+23/2) 3.07 = 160 # �+ 0.43x(10/23.5) 11.25 + Ft + 0.70 = V @ Y 5 = (7.52/94.5)(23/2+12/2)= 1.39 = 174 # S W-4 8' Ft V @ Y 6 = (7.52/94.5)(12/2+2+27.5/2) = 1.73 = 216 # 8' Ft V @ Y 7 = (7.52/94.5)(27.5/2+4) = 1.41 = 94 # 3. . + + .5' Ft (1.25-0.125x(11/3.75))x350 #/Ft = 309 #/Ft capacity per table 4.3.4 ANSI/AF+PA S u on RIB Engineers, Inc. Project: V @ X 2 = (3.91/24)(24/2) = 1.95 = 186 5� SW- ' #/Ft Ft Ft Fw X — X @ Upper: 11.65 kips 11.65 k / 35.5 ft = 328.1 #/Ft V @ X 3 = (11.65/35.5)(23.5/2) 5.81 = 86 # �+ 1.95 = 17'+9'+13. + . +11.75'+9.5' Ft V @ X 4 = (11.65/35.5)(23.5/2+5+7/2) 8.60 = 222 # �+ 1.95 = 20. +5 +5'+8.5' Ft V @ X 5 = (11.65/35.5)(7/2) = 1.15 = 121 # SW-4 5' Ft RIB Engineers, Inc. ro ect: Fulton Residence V @ Y 2 = (3.91/18.5)(14/2+4.5) = 2.43 — 101 SW- 24' #/Ft Ft Ft Fw Y — Y @ Upper: 11.65 kips 11.65 k / 94.5 ft 123.3 #/Ft V @ Y 3 = (11.65/94.5)(23.5/2) = 2.32 < 3.35 kip LRP capacity �+ 1.48x(13.5/23.5) _ LRP 2x8x24 = 2x1675 = 3.35 kip LRP capacity V @ Y 4 = (11.65/94.5)(23.5/2+4.5+23/2) 6.45 = 335 # �+ 1.48x(10/23.5) T Ft + 2.43 = V @ Y 5 = (11.65/94.5)(23/2+12/2)= 2.16 — 270 # S W-4 8' Ft V @ Y 6 = (11.65/94.5)(12/2+2+27.5/2) = 2.68 = 335 # � g� Ft V @ Y 7 = (11.65/94.5)(27.5/2+4) = 2.19 = 146 # 3.75 + .75 +7.5' Ft 5- 25x(10/3.75))x350 #/Ft = 319 #/Ft capacity per table 4.3.4 ANSUAF+PA SDPWS RB Enl4ineers, Inc. rojec : Pulton esi ence y: Client: Date: Subject: Lateral age: L 11 / CHECK OVERTURNING FOR: X 2 (Quake) ► ft TLRF 5 ft (conservative) :. lb/ft 0.98 kip MoT = 0.98 x 9.5 9.28 kip - ft S ds= 1.28 From Cs Calculations Ev = .7(0.2*S_ds) 0.18 MR = [(0.19+0.22)x0.5x7+0.13x7] _ 1.48 kip - ft H F=MoT-MR/L= 1.4 kip Positive # : Hold down required Negative # : No Hold down Required Therefore use QCS 16 hold downs at each end Padj = D .7Ev D D -.7Ev 0.3 1 0.05 0.13 L=7' "1 Ev El RB Enl4ineers, Inc. rojec : Pulton esi ence y: Client: Date: Subject: Lateral age: L12/ CHECK OVERTURNING FOR: X 4 (Quake) L = 5 ft TLRF 5 ft (conservative) P = lb/ft PxL= 5x 222 1.11 kip D .7Ev D D -.7Ev MoT= 1.11 x9.5 10.55 kip -ft S ds= 1.28 From Cs Calculations Ev = .7(0.2*S_ds) 0.18 MR = [(0.14+0.16)x0.5x5+0.25x5] _ 2.00 kip - ft H= F=MoT-MR/L= 0kip Positive # : Hold down required Negative # : No Hold down Required Therefore use STHD14 hold downs at each end Padj = 0.6 1 0.11 0.25 L = 5' ►1 Ev El RB Enl4ineers, Inc. rojec : Pulton esi ence y: Client: Date: Subject: Lateral age: L13/ CHECK OVERTURNING FOR: Y 1 (Quake) L ft TLRF 5 ft (conservative) P = 99 lb/ft P x L 6x99 0.59 kip D .7Ev D D -.7Ev MoT= 0.59x9.5 5.64 kip -ft S ds= 1.28 From Cs Calculations Ev = .7(0.2*S_ds) 0.18 MR = [(0.16+0.19)x0.5x6+0.13x6] _ 1.83 kip - ft H= F=MoT-MR/L= 0.64 kip Positive # : Hold down required Negative # : No Hold down Required Therefore use (1)CS16 hold downs at each end Padj = 0.3 1 0.05 0.13 L=6'►1 Ev El RB Enl4ineers, Inc. rojec : Pulton esi ence y: Client: Date: Subject: Lateral age: L14/14 CHECK OVERTURNING FOR: Y 4 (Quake) L ft TLRF 5 ft (conservative) P = 335 lb/ft P x L 8x335 2.68 kip D .7Ev D D -.7Ev MoT = 2.68 x 9.5 25.46 kip - ft S ds= 1.28 From Cs Calculations Ev = .7(0.2*S_ds) 0.18 MR = [(0.22+0.26)x0.5x8+0.25x8] _ 3.92 kip - ft H= F=MoT-MR/L= 2.69 kip Positive # : Hold down required Negative # : No Hold down Required Therefore use QCS16 or STHD14 hold downs at each end Padj = 0.6 1 0.11 0.25 — L=8' ►I Ev El IDINTL Aps FAOA1PLVWD, B Misc. Plan Notes: � ,. D'-„ 2 @ ,. 3 ,,;,rl a ,� "toFGDND � R°oPRP •H .AtAKMGK.. LOM@INAT ON 9/AOKe/ AADON MDNDMIDE DETECTOR 141Ta1nL sh^ _ -,REIFY SHALL eE HARD wIREO INTO THE RESIDENCE POWERS C Z Bo°' 4 @', 3 zh� a?E. T U inll.4 p 'INTERCONNECTE05— TNAT I F ONE SOUND. ALL SOUND cM {'D [tE_rt •@" 3- " q'-ovp x'ENDI h'@3+OND. CT. ' -AN0EACH5MA LHAVERATTERYMCKUF. OS(CM. W - ACE aFSTUDB'P I'h"PARGc1 y¢ - x o 2 Z•xT°%Itg°SDLIDCDRF DooR15ELFCLOSIN6AND WLLY O WEATNER9TRIPP.FD. -.: A I" ° \ ,.4 IB _aw IT A M F S ATTICACCE49 HATCH RA22'x30". HMCHTDE 1-1ATED IP - ? v sek � N :WI R-4q AND WEATHERSTRIPPEO, NO ACI RE4D, TO �- \ o d n / UPPER F100R ATTI G OR PARTIAL IA. ATTIC I.AU n. \ �� Nc LE94 THAN 305E OF 30"vERTKAL CLEARANCE A5 MEAEUREp F0.0MTOP OF CELINORtr1A11N0 MEMEER9. x'y ' TD ONDSRS.10EOP-ndF FRAM I NO MEMMA4PER R-6O7 w Bath / ELECTR IC VEHICLe CHAROIN& STATION A!ii3 ,I y• PA = o u L - I u NeENOTEON.DRWO 9P-OQ (D5 )N5TALL f2 6 WE ON WALLS ANO q/@ TYPE X'ON ^ - u °D �As ea• rzti�%Ic Eq ,J' k• c' x9R3t - w @ (¢ X GEILINfi TO COMPLETELY SEPARATE 6ARAOE FROM = 3 • I ��cn� DWELLING. -@@' • © VENT NUT WATERUNK RELIEF VALVE PIRECTLY TO - s CgAtT T 1-^ 29 4 @'@ 'THE-0VTSIDE, PROVIDE SEISMIC 9TRAF9 WITH/N-- - - 3.. o-D^ If-d• qq-D" - 15-D, i:e' Iq-< +b° ➢PPER Ili AND LDWER IIS. of H.W. TANK, PROVIDE - A (3"@AEOs A A k 2 9 6 g pyFAN510N TANK.. B. B _n6LmILTAu@s 4, ROOF FRAMING PLAN NT, -�j pl+OVIDE PRESSURE. REDUCINo VALVE AND MAIN -.. / ,. 1 B1ry, a „.,T 67 6 HM HIPNNSTER WATER 9HVT:•OFP ON WATER9UPPLYLINE,. Bedroom Ss E. VERIFY LOMTION a \ COL z' - los - c-pf'"%W � u ax m - / \\ Dean MVl3 flat - 5 Stair Landing Details e'ic 4 _ — /. 5.1L• ".. q'-ID TIC, 2 Upper NT'l+=I-m° 4 � ALT@.: ALLEATEWDRWINDWIHEFD@Ri 8 av EE Izl2xlo aNO: aL.o' -2LDH i0'.0" 16'•mn. - .ry2�-o^ - 44r-6R 7'-I• V-. .4-6 Q" v-v SWw wm 6-D. .A : f�\\;8,5°h R°ii• 3IJStG. ..— —_. �O4 5 sw� 1. 4W-w- A -.N3I'.R4:. a . •- 1 L EERESG; G MT. V• r IiJ12.10e16 �. 1 - - try I: lii iII Laundry - a� ath Ada Master / Office g I `` itcyx � '•- - {. - - '' I O f„ T / '� ° _ 1 ",I �('C o16 ;6'I\\ JMNWMPf@DWl �+mL p �iw ri'i' @6il 'sl R / .\\ \�-R.0.3'°i•B°Rl '�u Kitchen Tr. cl @ +',"A• / \ LJ Ga ,LCc�e4PDSP IT lc ec L.cAP �, U°Dn@q'4° A c 3 y@' RE H / # A@u ccz cDL, ease, m I, _-_L_ a -- \ \ ♦ M + A @ARAss.Dooles 153" - — — - 'j• b . '[ B s' RD @: W X I •R I q/ 3 9f.. :. Ihll e4'` 6 14 v sw r@ Rere,seTs-s+ MT. a /.�\ Closet Dining 3RAW,L9M _ Sd'i 5 / / +v 4HR / / \ \ e ,� \. D /. 5 5 c'^xe < a.lo• -H.a M@'1Y ARZD R \� / E6t y OPM1 5h• - ov Z @°- �- 2'.3° sxYi' � T" A�rzs c,on// /yanr+Fax\ \ // � \ 3`a �nxq•II�'±°°o _ i a = M - - Living o e n � 3 /3•@° 2 g Q.Da -- tsh'zsh LU gt10'h" " 3'•IOVi° E'-0• ii-_5:-1'Y' _ q'-9•. - s=0•. ._. _lo'.#n' Ie'-oH 2Y'-mll 19'-0• 0'-c, 'Kr_@. •yi-mF T--. SEEDETAItL3-�THRu�.:..- 5- 6.f�l ... 7 8 Main m NT 94 -O BHEETAS FOR EYT. WALL FRAMING DETAILS \% 74, 00 MAIN :MAN.. TinAIN NU6PLOgCr 4,00 �^I/ q-�—�74,P0 ._ _ _ L � SU3FLo0R Su6FLo0R pr. PLATE I'/L" x 8" uEi _SRRAH6 �,�> }wLRA6F HNJRl TI,IGI GAR46E 6Ni1lY F,f,�.1. ARA GE ENMY * UOFLUOR-5UHF400R - 4 HPLOOR—l' S 9F'3.OR +�gp14'-' 7f —70.4q' - 1 r - , e • .• '. O wt s»"„DI$JFV -_CLIPSnLL ,STHDII4 lNiO -RRwGTtDN - EXTERI4R ._MTWAIL MIUI6 �MvR10R INSIDE CORNER - 9E)'XTERIOOR NNLL I . OVT910ECORN5K STHOf4RT0 ALL RIAV016}#RWBMRp) T 2 3 4 ,unDNs 8 y4 pi 5" D 4�`-ON-RIM7014T LO CATIONS. aLD• Id-pn ' iced R9, G2ro h4' , T0.F4' T F 2e'. ioe gi 6. Zyrx 70.+F1' '-vK a'A" 'M d-a° 5r DY4R> ----ggMM,, .... 70.97' wiWWSM 9TCD14Ry 171.82" �5'L'..DIJfY W 4' LONG. .DRIVEWAY 4 I / 4�PR>?R LULL 7I1/ I D z O J a Y O Q Mw W I : 24'%ii Xa I 0 F /( I I N i/M3, RA9*RiNO LSL �4 I �0 4 + L- W/(a1N46.e.W. E { FMf � � � - vz ouTINuOUz. L f 1 iIIL iIMPi.ea nl M1 6J.PF .m I fY- L J • i0.00' i0,05! I . I I- N t PFt DEMIL 1 N F1'E ELEV.: IFS 5.?0)NT 4, Hi Iw t .., ')f10 I � 'd' 'v al4lfW. � 5G i SweR(r Nu 147LatA'nN � zF � 13-5'A" ti t' 6&W' 11,E2' k • W(iz Dq.5pv0tUeecor2. -v - I B 0+ q fWl a4''az4"x6 / llsl#45ew. -I m u0Ae0vF WIDE CKCPNC, FTB / (0)a4TDP�00rtCM LON,T'P P.T. %4 P05T 0 4+Ge OM.9nl 704) garage L4 , - EARA6E NNG SLAB 4°TN4LK av6R4MIL.BLOLK � � 7 L_ y19gUEEN OVER4"tauP/ILTEO S"NMAP4"'V 3MRz TO.Bi' O' ` 7,, _-9Y64, -B0rQW�.SPaCEIDLS - 7a,9J' 1P 59 6AM6E ENTRY FLOORARBI, A 6'N E(2)LaLAT ON9 L5 Sh G. SPIST6WISLW90N. iPFLA 6E NAN6ER9, ., L PI J -� ' 4 : 6MIL. BLACK VIs4UeEN- ?2.82' L4 OVER ENTIRE CRAWL 6MCfi J _—__--- -- 4 � M 6 ` L �' � 661d 17.0070,17 (cW9S ]'VAPDRRETARDISR r--_ - I m T TI ZO Ai, A 73 tlN ( ieN 4 -- l0"9B.PLIN DA.A4 E6VSS BAP fPA FTG, 01 " ib%bPaSi y:lAO �,Gy 9 LUI °CDEfVFY oATION a IN (L) vRS,W 9EWfiR LOCATION4 II LEYATIaN }. � --- a To I _jl�'cnnON9 W •I SIR L , . 4 twApe - rounaation iv i- - , Co W U z W O ,�n V1, L�yU LL_ z 0 i D Li- O .n-SAF LAST —A2 Kirkland, WA 98033 Project Title: Fulton Engineer: Project ID: Project Descr: B3/29 Printed: 28 JUL 2023, 12:05PM Wood Beam Project File: Futon.ec6 LIC# : KW-06015928, Build:20.23.07.20 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 4Xs Span = 3.0 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 DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.176: 1 Maximum Shear Stress Ratio = 0.138 : 1 Section used for this span 4x8 Section used for this span 4x8 fb: Actual = 206.06psi fv: Actual = 24.84 psi F'b = 1,170.00 psi F'v = 180.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 1.500ft 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 0.003 in Ratio = 11641 > 360 Span: 1 : L Only Max Upward Transient Deflection 0 in Ratio = 0 <360 n/a Max Downward Total Deflection 0.005 in Ratio = 7462 > 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 = 3.0 ft 1 0.070 0.055 0.90 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.19 74.0 1,053.0 0.15 8.9 162.0 +D+L 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 3.0 ft 1 0.176 0.138 1.00 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.53 206.1 1,170.0 0.42 24.8 180.0 +D+0.750L 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 3.0 ft 1 0.118 0.093 1.25 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.44 173.0 1,462.5 0.35 20.9 225.0 +0.60D 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 3.0 ft 1 0.024 0.019 1.60 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.11 44.4 1,872.0 0.09 5.3 288.0 Project Title: Fulton B4/29 Engineer: Kirkland, WA 98033 Project ID: Project Descr: Printed: 28 JUL 2023, 12:05PM Wood Beam Project File: Futon.ec6 LIC# : KW-06015928, Build:20.23.07.20 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 0.0048 1.511 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 0.0017 in 1.511 ft 0.0000 in 0.000 ft +D+L 1 0.0048 in 1.511 ft 0.0000 in 0.000 ft +D+0.750L 1 0.0041 in 1.511 ft 0.0000 in 0.000 ft +0.60D 1 0.0010 in 1.511 ft 0.0000 in 0.000 ft L Only 1 0.0031 in 1.511 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 0.702 0.702 Max Upward from Load Combinations 0.702 0.702 Max Upward from Load Cases 0.450 0.450 D Only 0.252 0.252 +D+L 0.702 0.702 +D+0.750L 0.590 0.590 +0.60D 0.151 0.151 L Only 0.450 0.450 021 09] 0�6 Ll9 1105 I14 203 232 262 290 Distara 1 D9l111+D+11441S111+0101) Kirkland, WA 98033 Wood Beam LIC# : KW-06015928, Build:20.23.07.20 DESCRIPTION: BM #1 Project Title: Fulton Engineer: Project ID: Project Descr: RB Engineers, Inc. B5/29 Printed: 28 JUL 2023, 12:05PM Project File: Futon.ec6 (c) ENERCALC INC 1983-2023 Is I'D Is Ills IA 1,14 M3 232 W 291) Distance (R) 11)00p I +D+l I +D+l) MI. 1 +0 60D IS OR Is 1.17 1.47 1.76 U6 231 M Ms Distance (ft) DUB I+DAI+D+O.1SDl1460D1IN11 Kirkland, WA 98033 Project Title: Fulton Engineer: Project ID: Project Descr: B6/29 Printed: 28 JUL 2023, 12:05PM Wood Beam Project File: Futon.ec6 LIC# : KW-06015928, Build:20.23.07.20 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 + 900.0 psi E : Modulus of Elasticity Load Combination ASCE 7-16 Fb - 900.0 psi Ebend- xx 1,600.Oksi Fc - Prll 1,350.0 psi Eminbend - xx 580.Oksi Wood Species Douglas Fir -Larch Fc - Perp 625.0 psi Wood Grade No.2 Fv 180.0 psi Ft 575.0 psi Density 31.210 pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling =3.0ft 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 = 2.0 ft Point Load : D = 0.70, L = 1.250 k @ 1.0 ft DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.459.1 Maximum Shear Stress Ratio = 0.450 : 1 Section used for this span 4x8 Section used for this span 4x8 fb: Actual = 537.56 psi fv: Actual = 80.99 psi F'b = 1,170.00 psi F'v = 180.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 1.007ft 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 0.006 in Ratio = 5603 >=360 Span: 1 : L Only Max Upward Transient Deflection 0 in Ratio = 0 <360 n/a Max Downward Total Deflection 0.010 in Ratio = 3591 > 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 6 ear Values Segment Length Span # M V CD CM Ct CLx CF Cfu C i C r M fb F'b V fv F'v D Only 0.0 0.00 0.0 0.0 Length = 3.0 ft 1 0.183 0.179 0.90 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.49 193.0 1,053.0 0.49 29.1 162.0 +D+L 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 3.0 ft 1 0.459 0.450 1.00 1.00 1.00 1.00 1.300 1.00 1.00 1.00 1.37 537.6 1,170.0 1.37 81.0 180.0 +D+0.750L 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 3.0 ft 1 0.309 0.302 1.25 1.00 1.00 1.00 1.300 1.00 1.00 1.00 1.15 451.4 1,462.5 1.15 68.0 225.0 +0.60D 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 3.0 ft 1 0.062 0.061 1.60 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.30 115.8 1,872.0 0.30 17.4 288.0 Project Title: Fulton B7/29 Engineer: Kirkland, WA 98033 Project ID: Project Descr: Printed: 28 JUL 2023, 12:05PM Wood Beam Project File: Futon.ec6 LIC# : KW-06015928, Build:20.23.07.20 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 0.0100 1.380 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 0.0036 in 1.380 ft 0.0000 in 0.000 ft +D+L 1 0.0100 in 1.380 ft 0.0000 in 0.000 ft +D+0.750L 1 0.0084 in 1.380 ft 0.0000 in 0.000 ft +0.60D 1 0.0022 in 1.380 ft 0.0000 in 0.000 ft L Only 1 0.0064 in 1.380 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 1.417 0.767 Max Upward from Load Combinations 1.417 0.767 Max Upward from Load Cases 0.908 0.492 D Only 0.509 0.275 +D+L 1.417 0.767 +D+0.750L 1.190 0.644 +0.60D 0.305 0.165 L Only 0.908 0.492 110 1137 A 116 114S 1124 21113 232 Nb 231) Dist ra(R) 1 1)4,1t I+D+I 14+01% 14661) Project Title: Fulton B8/29 Engineer: Kirkland, WA 98033 Project ID: Project Descr: Printed: 28 JUL 2023, 12:05PM Wood Beam Project File: Futon.ec6 LIC# : KW-06015928, Build:20.23.07.20 RB Engineers, Inc. (c) ENERCALC INC 1983-2023 DESCRIPTION: BM #2 03 MEt49ER•••>; •Ob 021 061 0�6 Lls 146 1J4 2A3 232 262 2,90 Distaece(ft) 1 1)01ff I+D+I 14+05011+0101) 026 )IR )11 IS 1147 11A 23 231 M IS Distarce(ft) 1 1)011t I+D+I I+D+11AR 1+010D 110oll Kirkland, WA 98033 Project Title: Fulton Engineer: Project ID: Project Descr: B9/29 Printed: 28 JUL 2023, 12:05PM Wood Beam Project File: Futon.ec6 LIC# : KW-06015928, Build:20.23.07.20 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 + 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 45.07pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling D(0.7) L 1.25 D(0.168) L(0.3) D 0.098 L 028 D 0.042 L 0.075 5.250 X 11.875 Span = 11.50 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 = 3.0 ft Point Load : D = 0.70, L = 1.250 k @ 8.0 ft Uniform Load : D = 0.0140, L = 0.040 ksf, Tributary Width = 7.0 ft Uniform Load : D = 0.0140, L = 0.0250 ksf, Extent = 8.0 --» 11.50 ft, Tributary Width = 12.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.461: 1 Maximum Shear Stress Ratio Section used for this span 5.250 X 11.875 Section used for this span fb: Actual = 1,336.85psi fv: Actual Fb = 2,900.00psi F'v Load Combination +D+L Load Combination Location of maximum on span = 7.471 ft Location of maximum on span Span # where maximum occurs = Span # 1 Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection 0.151 in Ratio = 916>=360 Span: 1 : L Only Max Upward Transient Deflection 0 in Ratio = 0 <360 n/a Max Downward Total Deflection 0.219 in Ratio = 629> 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 a ios Segment Length Span # M V CD CM Ct CLx CIF Cfu C i C r D Only Length = 11.50 ft 1 0.163 0.138 0.90 1.00 1.00 1.00 1.000 1.00 1.00 1.00 +D+L 1.00 1.00 1.00 1.000 1.00 1.00 1.00 Length = 11.50 ft 1 0.461 0.387 1.00 1.00 1.00 1.00 1.000 1.00 1.00 1.00 +D+0.750L 1.00 1.00 1.00 1.000 1.00 1.00 1.00 Length = 11.50 ft 1 0.306 0.257 1.25 1.00 1.00 1.00 1.000 1.00 1.00 1.00 +0.60D 1.00 1.00 1.00 1.000 1.00 1.00 1.00 Length = 11.50 ft 1 0.055 0.046 1.60 1.00 1.00 1.00 1.000 1.00 1.00 1.00 = 0.387 : 1 5.250 X 11.875 = 112.17 psi = 290.00 psi +D+L = 10.535 ft = Span # 1 Moment Values ear a ues M fb F'b V fv F'v 0.0 0.00 0.0 0.0 4.38 426.0 2,610.0 1.49 35.9 261.0 0.0 0.00 0.0 0.0 13.75 1,336.9 2,900.0 4.66 112.2 290.0 0.0 0.00 0.0 0.0 11.40 1,108.8 3,625.0 3.87 93.1 362.5 0.0 0.00 0.0 0.0 2.63 255.6 4.640.0 0.90 21.6 464.0 Project Title: Fulton B10/29 Engineer: Kirkland, WA 98033 Project ID: Project Descr: Printed: 28 JUL 2023, 12:05PM Wood Beam Project File: Futon.ec6 LIC# : KW-06015928, Build:20.23.07.20 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 0.2191 6.002 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 0.0685 in 6.044 ft 0.0000 in 0.000 ft +D+L 1 0.2191 in 6.002 ft 0.0000 in 0.000 ft +D+0.750L 1 0.1815 in 6.002 ft 0.0000 in 0.000 ft +0.60D 1 0.0411 in 6.044 ft 0.0000 in 0.000 ft L Only 1 0.1506 in 6.002 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 3.689 5.592 Max Upward from Load Combinations 3.689 5.592 Max Upward from Load Cases 2.581 3.801 D Only 1.108 1.790 +D+L 3.689 5.592 +D+0.750L 3.044 4.641 +0.60D 0.665 1.074 L Only 2.581 3.801 IA9 M 3136 4101 SIR 6J6 E89 0I6 9 Distara(R) 1 D9lI11+D+11441S011+0101) Kirkland, WA 98033 Wood Beam LIC# : KW-06015928, Build:20.23.07.20 DESCRIPTION: BM #3 Project Title: Fulton Engineer: Project ID: Project Descr: RB Engineers, Inc. B 11 /29 Printed: 28 JUL 2023, 12:05PM Project File: Futon.ec6 (c) ENERCALC INC 1983-2023 1A9 t22 336 4141 9I62 6A 1199 912 116 1139 Distaece(ft) 1 1)01ff I+D+11+D+05011+010D 109 232 336 4,49 9l62 6A Dista�e(ft) 1 D0111 I+D+114+01M 14601) 110o11 Kirkland, WA 98033 Project Title: Fulton Engineer: Project ID: Project Descr: B 12/29 Printed: 28 JUL 2023, 12:05PM Wood Beam Project File: Futon.ec6 LIC# : KW-06015928, Build:20.23.07.20 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 Level Truss Joist Wood Grade Parallam PSL 2.0E Beam Bracing : Beam is Fully Braced against lateral -torsional buckling Fb + 2900 psi E : Modulus of Elasticity Fb - 2900 psi Ebend- xx 2000 ksi Fc - Prll 2900 psi Eminbend - xx 1016.535 ksi Fc - Perp 750 psi Fv 290 psi Ft 2025 psi Density 45.07 pcf .4 5.250 X 14.0 Span = 12.0 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 = 16.0 ft DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.271: 1 Maximum Shear Stress Ratio = 0.213 : 1 Section used for this span 5.250 X 14.0 Section used for this span 5.250 X 14.0 fb: Actual = 785.91 psi fv: Actual = 61.91 psi Fb = 2,900.00psi F'v = 290.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 6.000ft 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 0.078 in Ratio = 1841 > 360 Span: 1 : L Only Max Upward Transient Deflection 0 in Ratio = 0 <360 n/a Max Downward Total Deflection 0.122 in Ratio = 1180 > 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 Fb V fv F'v D Only 0.0 0.00 0.0 0.0 Length = 12.0 ft 1 0.108 0.085 0.90 1.00 1.00 1.00 1.000 1.00 1.00 1.00 4.03 282.1 2,610.0 1.09 22.2 261.0 +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 = 12.0 ft 1 0.271 0.213 1.00 1.00 1.00 1.00 1.000 1.00 1.00 1.00 11.23 785.9 2,900.0 3.03 61.9 290.0 +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 = 12.0 ft 1 0.182 0.143 1.25 1.00 1.00 1.00 1.000 1.00 1.00 1.00 9.43 660.0 3,625.0 2.55 52.0 362.5 +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 = 12.0 ft 1 0.036 0.029 1.60 1.00 1.00 1.00 1.000 1.00 1.00 1.00 2.42 169.3 4,640.0 0.65 13.3 464.0 Project Title: Fulton B13/29 Engineer: Kirkland, WA 98033 Project ID: Project Descr: Printed: 28 JUL 2023, 12:05PM Wood Beam Project File: Futon.ec6 LIC# : KW-06015928, Build:20.23.07.20 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 0.1220 6.044 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 0.0438 in 6.044 ft 0.0000 in 0.000 ft +D+L 1 0.1220 in 6.044 ft 0.0000 in 0.000 ft +D+0.750L 1 0.1024 in 6.044 ft 0.0000 in 0.000 ft +0.60D 1 0.0263 in 6.044 ft 0.0000 in 0.000 ft L Only 1 0.0782 in 6.044 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 3.744 3.744 Max Upward from Load Combinations 3.744 3.744 Max Upward from Load Cases 2.400 2.400 D Only 1.344 1.344 +D+L 3.744 3.744 +D+0.750L 3.144 3.144 +0.60D 0.806 0.806 L Only 2.400 2.400 LI4 2,32 350 0161 5117 115 M IQ IN 11,71 Distara(R) 1 D9l111+D+11441S011+0101) Kirkland, WA 98033 Wood Beam LIC# : KW-06015928, Build:20.23.07.20 DESCRIPTION: BM #4 Project Title: Fulton Engineer: Project ID: Project Descr: RB Engineers, Inc. B 14/29 Printed: 28 JUL 2023, 12:05PM Project File: Futon.ec6 (c) ENERCALC INC 1983-2023 114 232 3b0 4,61 5I61 7.5 la 1060 11,11 Distaece(ft) 1 1)01ff I+D+I 14+05011+0,60D 1I4 232 390 469 961 1 63 1060 1L18 Dista�e(ft) 1 D0111 I+D+i I+D+01M 14601) 11Ooll Kirkland, WA 98033 Project Title: Fulton Engineer: Project ID: Project Descr: B 15/29 Printed: 28 JUL 2023, 12:05PM Wood Beam Project File: Futon.ec6 LIC# : KW-06015928, Build:20.23.07.20 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: ASCE 7-16 Material Properties Analysis Method : Allowable Stress Design Fb + 900.0 psi E : Modulus of Elasticity Load Combination ASCE 7-16 Fb - 900.0 psi Ebend- xx 1,600.Oksi Fc - Prll 1,350.0 psi Eminbend - xx 580.Oksi Wood Species Douglas Fir -Larch Fc - Perp 625.0 psi Wood Grade No.2 Fv 180.0 psi Ft 575.0 psi Density 31.210pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling D(0.056) L(0.1) 6x10 Span = 13.0 ft r I 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 = 4.0 ft DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.664 1 Maximum Shear Stress Ratio = 0.179 : 1 Section used for this span 6x10 Section used for this span 6x10 fb: Actual = 478.02psi fv: Actual = 25.71 psi F'b = 720.00 psi F'v = 144.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 6.500ft Location of maximum on span = 12.241 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.108 in Ratio = 1441 > 360 Span: 1 : L Only Max Upward Transient Deflection 0 in Ratio = 0 <360 n/a Max Downward Total Deflection 0.169 in Ratio = 924 > 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 = 13.0 ft 1 0.265 0.071 0.90 1.00 1.00 1.00 1.000 1.00 0.80 1.00 1.18 171.6 648.0 0.32 9.2 129.6 +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 = 13.0 ft 1 0.664 0.179 1.00 1.00 1.00 1.00 1.000 1.00 0.80 1.00 3.30 478.0 720.0 0.90 25.7 144.0 +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 = 13.0 ft 1 0.446 0.120 1.25 1.00 1.00 1.00 1.000 1.00 0.80 1.00 2.77 401.4 900.0 0.75 21.6 180.0 +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 = 13.0 ft 1 0.089 0.024 1.60 1.00 1.00 1.00 1.000 1.00 0.80 1.00 0.71 103.0 1,152.0 0.19 5.5 230.4 Project Title: Fulton B16/29 Engineer: Kirkland, WA 98033 Project ID: Project Descr: Printed: 28 JUL 2023, 12:05PM Wood Beam Project File: Futon.ec6 LIC# : KW-06015928, Build:20.23.07.20 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 0.1688 6.547 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 0.0606 in 6.547 ft 0.0000 in 0.000 ft +D+L 1 0.1688 in 6.547 ft 0.0000 in 0.000 ft +D+0.750L 1 0.1418 in 6.547 ft 0.0000 in 0.000 ft +0.60D 1 0.0364 in 6.547 ft 0.0000 in 0.000 ft L Only 1 0.1082 in 6.547 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 1.014 1.014 Max Upward from Load Combinations 1.014 1.014 Max Upward from Load Cases 0.650 0.650 D Only 0.364 0.364 +D+L 1.014 1.014 +D+0.750L 0.852 0.852 +0.60D 0.218 0.218 L Only 0.650 0.650 123 231 380 U8 636 71A ON RN 11146 12A Distara(R) 1 D9lI11+D+114+0.1% 1+010D Kirkland, WA 98033 Wood Beam LIC# : KW-06015928, Build:20.23.07.20 DESCRIPTION: BM #5 Project Title: Fulton Engineer: Project ID: Project Descr: RB Engineers, Inc. B 17/29 Printed: 28 JUL 2023, 12:05PM Project File: Futon.ec6 (c) ENERCALC INC 1983-2023 IZ 2bl 380 SIN 636 7M 832 U 11A8 12116 Distaece(ft) 1 1)01ff I+D+I 1+D+6J6011+6b6D 1123 261 3188 SIN Uli 1M e:? 11,48 21A Dista�e(ft) 1 D0111 I+D+1 I4+6166114661) 110o1y Kirkland, WA 98033 Project Title: Fulton Engineer: Project ID: Project Descr: B 18/29 Printed: 28 JUL 2023, 12:05PM Wood Beam Project File: Futon.ec6 LIC# : KW-06015928, Build:20.23.07.20 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: ASCE 7-16 Material Properties Analysis Method : Allowable Stress Design Fb + Load Combination ASCE 7-16 Fb - Fc - Prll Wood Species Douglas Fir -Larch Fc - Perp Wood Grade No.2 Fv Ft Beam Bracing Beam is Fully Braced against lateral -torsional buckling 14) L(0.42 6x10 Span = 7.0 ft 900.0 psi 900.0 psi 1,350.0 psi 625.0 psi 180.0 psi 575.0 psi E : Modulus of Elasticity Ebend-xx 1,600.Oksi Eminbend - xx 580.Oksi Density 31.210 pcf 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 = 7.0 ft DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.691: 1 Maximum Shear Stress Ratio = 0.305 : 1 Section used for this span 6x10 Section used for this span 6x10 fb: Actual = 497.53psi fv: Actual = 43.95 psi F'b = 720.00 psi F'v = 144.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 3.500ft 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 0.038 in Ratio = 2198 > 360 Span: 1 : L Only Max Upward Transient Deflection 0 in Ratio = 0 <360 n/a Max Downward Total Deflection 0.051 in Ratio = 1648 > 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 0.192 0.085 0.90 1.00 1.00 1.00 1.000 1.00 0.80 1.00 0.86 124.4 648.0 0.38 11.0 129.6 +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 = 7.0 ft 1 0.691 0.305 1.00 1.00 1.00 1.00 1.000 1.00 0.80 1.00 3.43 497.5 720.0 1.53 43.9 144.0 +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 = 7.0 ft 1 0.449 0.198 1.25 1.00 1.00 1.00 1.000 1.00 0.80 1.00 2.79 404.2 900.0 1.24 35.7 180.0 +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 = 7.0 ft 1 0.065 0.029 1.60 1.00 1.00 1.00 1.000 1.00 0.80 1.00 0.51 74.6 1,152.0 0.23 6.6 230.4 Project Title: Fulton B� 9�29 Engineer: Kirkland, WA 98033 Project ID: Project Descr: Printed: 28 JUL 2023, 12:05PM Wood Beam Project File: Futon.ec6 LIC# : KW-06015928, Build:20.23.07.20 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 0.0509 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 0.0127 in 3.526 ft 0.0000 in 0.000 ft +D+L 1 0.0509 in 3.526 ft 0.0000 in 0.000 ft +D+0.750L 1 0.0414 in 3.526 ft 0.0000 in 0.000 ft +0.60D 1 0.0076 in 3.526 ft 0.0000 in 0.000 ft L Only 1 0.0382 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 1.960 1.960 Max Upward from Load Combinations 1.960 1.960 Max Upward from Load Cases 1.470 1.470 D Only 0.490 0.490 +D+L 1.960 1.960 +D+0.750L 1.593 1.593 +0.60D 0.294 0.294 L Only 1.470 1.470 066 135 N4 14 3A 4,11 41113 5b2 Q1 6X Distara(R) 1 D9lI11+D+11441S011+0101) Kirkland, WA 98033 Wood Beam LIC# : KW-06015928, Build:20.23.07.20 DESCRIPTION: BM #6 2,6 I� MEh"8Ek-;; 'ZN ME HP.- ■ 11" Project Title: Fulton Engineer: Project ID: Project Descr: RB Engineers, Inc. B20/29 Printed: 28 JUL 2023, 12:05PM Project File: Futon.ec6 (c) ENERCALC INC 1983-2023 ('9 13S M4 V1 3A2 4,11 4183 SR i, l 6 iU Dista�ce(ft) 1 1)01ff I+D+I I+D+6J6011+6b6D CA 13S 2x 1113 342 4,11 DISWO(ft) 1 1)0111 I+D+1 I+D+6d6611466D 110oll 4,88 SA 6111 6b1 Kirkland, WA 98033 Project Title: Fulton Engineer: Project ID: Project Descr: B21 /29 Printed: 28 JUL 2023, 12:05PM Wood Beam Project File: Futon.ec6 LIC# : KW-06015928, Build:20.23.07.20 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: 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 MO. 196 Fb + 900.0 psi E : Modulus of Elasticity Fb - 900.0 psi Ebend- xx 1,600.Oksi Fc - Prll 1,350.0 psi Eminbend - xx 580.Oksi Fc - Perp 625.0 psi Fv 180.0 psi Ft 575.0 psi Density 31.210pcf 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 = 14.0 ft DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.757. 1 Maximum Shear Stress Ratio = 0.435 : 1 Section used for this span 4x10 Section used for this span 4x10 fb: Actual = 817.93psi fv: Actual = 78.24 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 = 3.000ft 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 0.044 in Ratio = 1619 > 480 Span: 1 : L Only Max Upward Transient Deflection 0 in Ratio = 0 <480 n/a Max Downward Total Deflection 0.060 in Ratio = 1199 > 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 0.218 0.125 0.90 1.00 1.00 1.00 1.200 1.00 1.00 1.00 0.88 212.1 972.0 0.44 20.3 162.0 +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 = 6.0 ft 1 0.757 0.435 1.00 1.00 1.00 1.00 1.200 1.00 1.00 1.00 3.40 817.9 1,080.0 1.69 78.2 180.0 +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 = 6.0 ft 1 0.494 0.283 1.25 1.00 1.00 1.00 1.200 1.00 1.00 1.00 2.77 666.5 1,350.0 1.38 63.7 225.0 +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 = 6.0 ft 1 0.074 0.042 1.60 1.00 1.00 1.00 1.200 1.00 1.00 1.00 0.53 127.2 1,728.0 0.26 12.2 288.0 Project Title: Fulton B22/29 Engineer: Kirkland, WA 98033 Project ID: Project Descr: Printed: 28 JUL 2023, 12:05PM Wood Beam Project File: Futon.ec6 LIC# : KW-06015928, Build:20.23.07.20 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 0.0600 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 0.0156 in 3.022 ft 0.0000 in 0.000 ft +D+L 1 0.0600 in 3.022 ft 0.0000 in 0.000 ft +D+0.750L 1 0.0489 in 3.022 ft 0.0000 in 0.000 ft +0.60D 1 0.0093 in 3.022 ft 0.0000 in 0.000 ft L Only 1 0.0445 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 2.268 2.268 Max Upward from Load Combinations 2.268 2.268 Max Upward from Load Cases 1.680 1.680 D Only 0.588 0.588 +D+L 2.268 2.268 +D+0.750L 1.848 1.848 +0.60D 0.353 0.353 L Only 1.680 1.680 1115 1114 14 Nl) 2A 3A8 4A 464 iZ 6,80 Distara(R) 1 D9lI11+D+11441S111+0101) Kirkland, WA 98033 Wood Beam LIC# : KW-06015928, Build:20.23.07.20 DESCRIPTION: BM #7 Project Title: Fulton Engineer: Project ID: Project Descr: RB Engineers, Inc. B23/29 Printed: 28 JUL 2023, 12:05PM Project File: Futon.ec6 (c) ENERCALC INC 1983-2023 039 1114 Ida MI) 21H 341 4A 4A Q1 SIR DIsW (ft) 1 1)91hy I+D+I 14+050114601) 0166 1112 IM 23 2'82 333 451 4d0 Dista�e(ft) 1 DO�Iy I+D+I I+D+6,1661 I+6,66D 1IO�ly Kirkland, WA 98033 Project Title: Fulton Engineer: Project ID: Project Descr: B24/29 Printed: 28 JUL 2023, 12:23PM Wood Beam Project File: Futon.ec6 LIC# : KW-06015928, Build:20.23.07.20 RB Engineers, Inc. (c) ENERCALC INC 1983-2023 DESCRIPTION: BM #8 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 + 850.0 psi E : Modulus of Elasticity Load Combination ASCE 7-16 Fb - 850.0 psi Ebend- xx 1,300.Oksi Fc - Prll 1,300.0 psi Eminbend - xx 470.Oksi Wood Species Hem -Fir Fc - Perp 405.0 psi Wood Grade No.2 Fv 150.0 psi Ft 525.0 psi Density 26.840 pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling 2-2x10 Span = 5.0 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 = 16.0 ft DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.585 1 Maximum Shear Stress Ratio = 0.390 : 1 Section used for this span 2-2x10 Section used for this span 2-2x10 fb: Actual = 546.97psi fv: Actual = 58.47 psi F'b = 935.00 psi F'v = 150.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 2.500ft 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 0.022 in Ratio = 2727 > 480 Span: 1 : L Only Max Upward Transient Deflection 0 in Ratio = 0 <480 n/a Max Downward Total Deflection 0.034 in Ratio = 1748 > 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 = 5.0 ft 1 0.233 0.155 0.90 1.00 1.00 1.00 1.100 1.00 1.00 1.00 0.70 196.3 841.5 0.39 21.0 135.0 +D+L 1.00 1.00 1.00 1.100 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 5.0 ft 1 0.585 0.390 1.00 1.00 1.00 1.00 1.100 1.00 1.00 1.00 1.95 547.0 935.0 1.08 58.5 150.0 +D+0.750L 1.00 1.00 1.00 1.100 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 5.0 ft 1 0.393 0.262 1.25 1.00 1.00 1.00 1.100 1.00 1.00 1.00 1.64 459.3 1,168.8 0.91 49.1 187.5 +0.60D 1.00 1.00 1.00 1.100 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 5.0 ft 1 0.079 0.052 1.60 1.00 1.00 1.00 1.100 1.00 1.00 1.00 0.42 117.8 1,496.0 0.23 12.6 240.0 Project Title: Fulton BZJ/29 Engineer: Kirkland, WA 98033 Project ID: Project Descr: Printed: 28 JUL 2023, 12:23PM Wood Beam Project File: Futon.ec6 LIC# : KW-06015928, Build:20.23.07.20 RB Engineers, Inc. (c) ENERCALC INC 1983-2023 DESCRIPTION: BM #8 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+L 1 0.0343 2.518 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 0.0123 in 2.518 ft 0.0000 in 0.000 ft +D+L 1 0.0343 in 2.518 ft 0.0000 in 0.000 ft +D+0.750L 1 0.0288 in 2.518 ft 0.0000 in 0.000 ft +0.60D 1 0.0074 in 2.518 ft 0.0000 in 0.000 ft L Only 1 0.0220 in 2.518 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 1.560 1.560 Max Upward from Load Combinations 1.560 1.560 Max Upward from Load Cases 1.000 1.000 D Only 0.560 0.560 +D+L 1.560 1.560 +D+0.750L 1.310 1.310 +0.60D 0.336 0.336 L Only 1.000 1.000 0,46 033 141 is IN 24 3171 4126 4J3 Disl re t) 109,11104 1441S011 +0101) Kirkland, WA 98033 Wood Beam LIC# : KW-06015928, Build:20.23.07.20 DESCRIPTION: BM #8 Project Title: Fulton Engineer: Project ID: Project Descr: RB Engineers, Inc. B26/29 Printed: 28 JUL 2023, 12:23PM Project File: Futon.ec6 (c) ENERCALC INC 1983-2023 0A6 093 1AI 1A6 21H 28 3110 4,23 4J3 Distaece(R) 1 1)01ff I+D+I 14+050114601) 0A6 019 lAl IAO 213 2A3 310 4S 4'i DISWO(ft) 1DO,f I+D+iI+D+C,libl1+0,60DIiOoly Kirkland, WA 98033 Project Title: Fulton Engineer: Project ID: Project Descr: B27/29 Printed: 28 JUL 2023, 12:05PM Wood Beam Project File: Futon.ec6 LIC# : KW-06015928, Build:20.23.07.20 RB Engineers, Inc. (c) ENERCALC INC 1983-2023 DESCRIPTION: BM #9 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 D(0.7) L(1.25) 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 L(0.4) 4x10 Span = 6.0 It 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 = 16.0 ft Point Load : D = 0.70, L = 1.250 k @ 1.0 ft DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.861: 1 Maximum Shear Stress Ratio = 0.777 : 1 Section used for this span 4x10 Section used for this span 4x10 fb: Actual = 929.88 psi fv: Actual = 139.86 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 = 2.474ft 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 0.045 in Ratio = 1614 >=480 Span: 1 : L Only Max Upward Transient Deflection 0 in Ratio = 0 <480 n/a Max Downward Total Deflection 0.070 in Ratio = 1034 > 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 Values Segment Length Span # M V CD CM Ct CLx CF 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 0.343 0.310 0.90 1.00 1.00 1.00 1.200 1.00 1.00 1.00 1.39 333.8 972.0 1.08 50.2 162.0 +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 = 6.0 ft 1 0.861 0.777 1.00 1.00 1.00 1.00 1.200 1.00 1.00 1.00 3.87 929.9 1,080.0 3.02 139.9 180.0 +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 = 6.0 ft 1 0.578 0.522 1.25 1.00 1.00 1.00 1.200 1.00 1.00 1.00 3.25 780.9 1,350.0 2.53 117.5 225.0 +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 = 6.0 ft 1 0.116 0.105 1.60 1.00 1.00 1.00 1.200 1.00 1.00 1.00 0.83 200.3 1,728.0 0.65 30.1 288.0 Project Title: Fulton Engineer: B28/29 Kirkland, WA 98033 Project ID: Project Descr: Printed: 28 JUL 2023, 12:05PM Wood Beam Project File: Futon.ec6 LIC# : KW-06015928, Build:20.23.07.20 RB Engineers, Inc. (c) ENERCALC INC 1983-2023 DESCRIPTION: BM #9 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+L 1 0.0696 2.891 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 0.0250 in 2.891 ft 0.0000 in 0.000 ft +D+L 1 0.0696 in 2.891 ft 0.0000 in 0.000 ft +D+0.750L 1 0.0584 in 2.891 ft 0.0000 in 0.000 ft +0.60D 1 0.0150 in 2.891 ft 0.0000 in 0.000 ft L Only 1 0.0446 in 2.891 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 3.497 2.197 Max Upward from Load Combinations 3.497 2.197 Max Upward from Load Cases 2.242 1.408 D Only 1.255 0.789 +D+L 3.497 2.197 +D+0.750L 2.937 1.845 +0.60D 0.753 0.473 L Only 2.242 1.408 055 1114 14 i30 2A 3AI 4,116 464 Q3 5,80 Distara(R) 1 D9lI11+D+11441S011+0101) Kirkland, WA 98033 Wood Beam LIC# : KW-06015928, Build:20.23.07.20 DESCRIPTION: BM #9 3,6 I 0�1 ME% R...,: d� Project Title: Fulton Engineer: Project ID: Project Descr: RB Engineers, Inc. B29/29 Printed: 28 JUL 2023, 12:05PM Project File: Futon.ec6 (c) ENERCALC INC 1983-2023 039 1114 11n MI) 21H 341 4A 4A M SIN Distaece(ft) 1 1)91hy I+D+I 14+050114601) 015 1112 10 23 2'82 M 451 s1w Dista�e(ft) 1 DO�Iy I+D+I I+D+6.1661 I+6,66D 1IO�ly \% 74, 00 MAIN :MAN.. TiMIN NU6PLOgCr 4,00 �^I/ q-�-�74,P0 ._ _ _ L � SU3FLopR SueFLOOR -SRRAHH �,�> }9ARA6F HNJRl TI•IG' GAR46E 6NJilY Te ARA 6E ENMY �31,i4"' - 9aeFPaaR - 4 SPLOGR 5 BF'3-oR. ' -70.49' r - , e O• .• '. O W-I px . A _ 3 '4tin' . O wt STnDI$JFV -_CLIPSnUL ,STHall4 VEA V - -RRwGTtON EXTE0.14R ._MTWMF M16N6 IN9IDE CORNER - lNiO 9E)'XTERIOOR NNLL �mRIOR OVTSIOE CORN5K em STHpf4RT 0 ALL RIM7PI5}#RWBMRp) T 2 3 4 ,unpNs 8 ' y4'-Gi. 5"D'4�`.ON-RIM7014T LO CMTtONS. a Lax. Id-p,l. ION+ iced R. -le h4' s'h'.. T0.F4' TYF av'. io• gi 6. 70.97' wiWWSTlP 'M-a+ 9TCv14Ry 7/. zrnPr4R> »5'L'..OIJfY W 4' cPNC. .�M1v AY 4 I / 4�PRLR LUIt 7I1/ I D z� a a J a W Y O 0 z O O LL �• h°:�.' )2a'xaa za" o tix JP II + I 0: - I, a axixleR F W I1F 4'roP#ePT IM6RP5TFtNa LSL - I � I o n+t r W/Ci1N4 HE.W. sv.. E { FMf � i °b ;� i OUG L f b 1 ivnlnNPi,eart i. 6J PFaDTIN "m o I J v i0.00' i0,05� y r-fY- L oeS, WIUAIL '. v t I 'v 014l fNB -. Hi Iti I IC I 9W[NiY NY 147LacAT1N -lo'.. � _. ze. � 19 4" ti 6p,A 11,02' • .. :709J LFt W(iz Dq. SpVOTaeecor2. -v n B e j:' fWl a4''%z4"%6 Zgarage r�1eA �..ir Im uoneovE � WIDE - 9T eR P.T.4+6 . - r r r- � � �TrIr-.Z �J- I L L__a L_ L_J L J L J L J L-JL-1a_rNatt I0raw .SpaceL ' Q. eW A 6'N E12)La1AT111 To nNb xB. 11 /0'T?S SPIST5W15LW60N. TPFLA6ERAN6ER9, J -� a : 6MIL. BLACK V184UE@IJ- ?2.8:� L^ a_ ENTIRE CRAWL SMCfi J --__--- -- 4°B. M �' � 66.Od Gi.00 (CL99 ]'W,PO0.RETARD4R �--- - I _ T �2 TT � I pWi{9)4x4 4-tl" a2x P LFo o aa' a4 � -- IpxaB.PLIN aA.04 EBVSS AI IPA FTG, WMA a " _ , T240' _W Tb%bPa9i y:lAO �,6y 9 +>`- e5Tp0gE lP)i AT N9 u. U I-__, 1 + a IN (6 ) vRS,W 9EWfiR LPCATION4 II I u'ti9F' a n m i4 PO 1 �.54 iIHB'Pc;r%rrlF� � L n .d L L � I - u 1 i ucATtpN9 -121 LOCAT Drys .:, L I '. 4 6xAPC u_ rounaation W U z W O �L�yLJ LL_ z O i D LI— O .n-SAF LAST —A2 Kirkland, WA 98033 Project Title: Fulton Engineer: Project ID: Project Descr: F2/10 Printed: 28 JUL 2023, 1:59PM General Footing Project File: Futon.ec6 LIC# : KW-06015928, Build:20.23.07.20 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 = 2.50 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 = 3.0 ft Length parallel to Z-Z Axis = 3.0 ft Footing Thickness = 12.0 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 2.80 X in q in in 3.0 in 5.0 4 Z 5.0 4 5-#4Bars 5-#4Bars Q M ih X-X Section Looking to +Z Z-Z Section Looking to +X n/a n/a n/a Lr L S W E H 6.40 k ksf k-ft k-ft k k Kirkland, WA 98033 Project Title: Fulton Engineer: Project ID: Project Descr: F3/10 Printed: 28 JUL 2023, 1:59PM General Footing Project File: Futon.ec6 LIC# : KW-06015928, Build:20.23.07.20 RB Engineers, Inc. (c) ENERCALC INC 1983-2023 DESCRIPTION: F #1 DESIGN SUMMARY - . • Min. Ratio Item Applied Capacity Governing Load Combination PASS 0.4668 Soil Bearing 1.167 ksf 2.50 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 0.1945 Z Flexure (+X) 1.70 k-ft/ft 8.739 k-ft/ft +1.20D+1.60L PASS 0.1945 Z Flexure (-X) 1.70 k-ft/ft 8.739 k-ft/ft +1.20D+1.60L PASS 0.1945 X Flexure (+Z) 1.70 k-ft/ft 8.739 k-ft/ft +1.20D+1.60L PASS 0.1945 X Flexure (-Z) 1.70 k-ft/ft 8.739 k-ft/ft +1.20D+1.60L PASS 0.1399 1-way Shear (+X) 10.494 psi 75.0 psi +1.20D+1.60L PASS 0.1399 1-way Shear (-X) 10.494 psi 75.0 psi +1.20D+1.60L PASS 0.1399 1-way Shear (+Z) 10.494 psi 75.0 psi +1.20D+1.60L PASS 0.1399 1-way Shear (-Z) 10.494 psi 75.0 psi +1.20D+1.60L PASS 0.2623 2-way Punching 39.352 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 2.50 n/a 0.0 0.4561 0.4561 n/a n/a 0.182 X-X, +D+L 2.50 n/a 0.0 1.167 1.167 n/a n/a 0.467 X-X, +D+0.750L 2.50 n/a 0.0 0.9894 0.9894 n/a n/a 0.396 X-X, +0.60D 2.50 n/a 0.0 0.2737 0.2737 n/a n/a 0.110 Z-Z, D Only 2.50 0.0 n/a n/a n/a 0.4561 0.4561 0.182 Z-Z, +D+L 2.50 0.0 n/a n/a n/a 1.167 1.167 0.467 Z-Z, +D+0.750L 2.50 0.0 n/a n/a n/a 0.9894 0.9894 0.396 Z-Z, +0.60D 2.50 0.0 n/a n/a n/a 0.2737 0.2737 0.110 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 0.490 +Z Bottom 0.2592 AsMin 0.3333 8.739 OK X-X, +1.40D 0.490 -Z Bottom 0.2592 AsMin 0.3333 8.739 OK X-X, +1.20D+1.60L 1.70 +Z Bottom 0.2592 AsMin 0.3333 8.739 OK X-X, +1.20D+1.60L 1.70 -Z Bottom 0.2592 AsMin 0.3333 8.739 OK X-X, +1.20D+L 1.220 +Z Bottom 0.2592 AsMin 0.3333 8.739 OK X-X, +1.20D+L 1.220 -Z Bottom 0.2592 AsMin 0.3333 8.739 OK X-X, +1.20D 0.420 +Z Bottom 0.2592 AsMin 0.3333 8.739 OK X-X, +1.20D 0.420 -Z Bottom 0.2592 AsMin 0.3333 8.739 OK X-X, +0.90D 0.3150 +Z Bottom 0.2592 AsMin 0.3333 8.739 OK X-X, +0.90D 0.3150 -Z Bottom 0.2592 AsMin 0.3333 8.739 OK Z-Z, +1.40D 0.490 -X Bottom 0.2592 AsMin 0.3333 8.739 OK Z-Z, +1.40D 0.490 +X Bottom 0.2592 AsMin 0.3333 8.739 OK Z-Z, +1.20D+1.60L 1.70 -X Bottom 0.2592 AsMin 0.3333 8.739 OK Z-Z, +1.20D+1.60L 1.70 +X Bottom 0.2592 AsMin 0.3333 8.739 OK Z-Z, +1.20D+L 1.220 -X Bottom 0.2592 AsMin 0.3333 8.739 OK Z-Z, +1.20D+L 1.220 +X Bottom 0.2592 AsMin 0.3333 8.739 OK Z-Z, +1.20D 0.420 -X Bottom 0.2592 AsMin 0.3333 8.739 OK Kirkland, WA 98033 Project Title: Fulton F4/10 Engineer: Project ID: Project Descr: Printed: 28 JUL 2023, 1:59PM General Footing Project File: Futon.ec6 LIC# : KW-06015928, Build:20.23.07.20 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 0.420 +X Bottom 0.2592 AsMin 0.3333 8.739 OK Z-Z, +0.90D 0.3150 -X Bottom 0.2592 AsMin 0.3333 8.739 OK Z-Z, +0.90D 0.3150 +X Bottom 0.2592 AsMin 0.3333 8.739 OK One Way Shear Load Combination... Vu @ -X Vu @ +X Vu @ -Z Vu @ +Z Vu:Max Phi Vn Vu / Phi*Vn Status +1.40D 3.03 psi 3.03 psi 3.03 psi 3.03 psi 3.03 psi 75.00 psi 0.04 OK +1.20D+1.60L 10.49 psi 10.49 psi 10.49 psi 10.49 psi 10.49 psi 75.00 psi 0.14 OK +1.20D+L 7.53 psi 7.53 psi 7.53 psi 7.53 psi 7.53 psi 75.00 psi 0.10 OK +1.20D 2.59 psi 2.59 psi 2.59 psi 2.59 psi 2.59 psi 75.00 psi 0.03 OK +0.90D 1.94 psi 1.94 psi 1.94 psi 1.94 psi 1.94 psi 75.00 psi 0.03 OK Two -Way "Punching" Shear All units k Load Combination... Vu Phi*Vn Vu / Phi*Vn Status +1.40D 11.34 psi 150.00psi 0.07562 OK +1.20D+1.60L 39.35 psi 150.00psi 0.2623 OK +1.20D+L 28.24 psi 150.00psi 0.1883 OK +1.20D 9.72 psi 150.00psi 0.06482 OK +0.90D 7.29 psi 150.00psi 0.04861 OK Kirkland, WA 98033 Project Title: Fulton Engineer: Project ID: Project Descr: F5/10 Printed: 28 JUL 2023, 1:59PM General Footing Project File: Futon.ec6 LIC# : KW-06015928, Build:20.23.07.20 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 = 2.50 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 1.20 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 3.40 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: Fulton Engineer: Project ID: Project Descr: F6/10 Printed: 28 JUL 2023, 1:59PM General Footing Project File: Futon.ec6 LIC# : KW-06015928, Build:20.23.07.20 RB Engineers, Inc. (c) ENERCALC INC 1983-2023 DESCRIPTION: F #2 DESIGN SUMMARY - . • Min. Ratio Item Applied Capacity Governing Load Combination PASS 0.4988 Soil Bearing 1.247 ksf 2.50 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 0.2005 Z Flexure (+X) 0.860 k-ft/ft 4.288 k-ft/ft +1.20D+1.60L PASS 0.2005 Z Flexure (-X) 0.860 k-ft/ft 4.288 k-ft/ft +1.20D+1.60L PASS 0.2005 X Flexure (+Z) 0.860 k-ft/ft 4.288 k-ft/ft +1.20D+1.60L PASS 0.2005 X Flexure (-Z) 0.860 k-ft/ft 4.288 k-ft/ft +1.20D+1.60L PASS 0.2217 1-way Shear (+X) 16.627 psi 75.0 psi +1.20D+1.60L PASS 0.2217 1-way Shear (-X) 16.627 psi 75.0 psi +1.20D+1.60L PASS 0.2217 1-way Shear (+Z) 16.627 psi 75.0 psi +1.20D+1.60L PASS 0.2217 1-way Shear (-Z) 16.627 psi 75.0 psi +1.20D+1.60L PASS 0.4403 2-way Punching 66.048 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 2.50 n/a 0.0 0.3967 0.3967 n/a n/a 0.159 X-X, +D+L 2.50 n/a 0.0 1.247 1.247 n/a n/a 0.499 X-X, +D+0.750L 2.50 n/a 0.0 1.034 1.034 n/a n/a 0.414 X-X, +0.60D 2.50 n/a 0.0 0.2380 0.2380 n/a n/a 0.095 Z-Z, D Only 2.50 0.0 n/a n/a n/a 0.3967 0.3967 0.159 Z-Z, +D+L 2.50 0.0 n/a n/a n/a 1.247 1.247 0.499 Z-Z, +D+0.750L 2.50 0.0 n/a n/a n/a 1.034 1.034 0.414 Z-Z, +0.60D 2.50 0.0 n/a n/a n/a 0.2380 0.2380 0.095 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 0.210 +Z Bottom 0.1728 AsMin 0.30 4.288 OK X-X, +1.40D 0.210 -Z Bottom 0.1728 AsMin 0.30 4.288 OK X-X, +1.20D+1.60L 0.860 +Z Bottom 0.1728 AsMin 0.30 4.288 OK X-X, +1.20D+1.60L 0.860 -Z Bottom 0.1728 AsMin 0.30 4.288 OK X-X, +1.20D+L 0.6050 +Z Bottom 0.1728 AsMin 0.30 4.288 OK X-X, +1.20D+L 0.6050 -Z Bottom 0.1728 AsMin 0.30 4.288 OK X-X, +1.20D 0.180 +Z Bottom 0.1728 AsMin 0.30 4.288 OK X-X, +1.20D 0.180 -Z Bottom 0.1728 AsMin 0.30 4.288 OK X-X, +0.90D 0.1350 +Z Bottom 0.1728 AsMin 0.30 4.288 OK X-X, +0.90D 0.1350 -Z Bottom 0.1728 AsMin 0.30 4.288 OK Z-Z, +1.40D 0.210 -X Bottom 0.1728 AsMin 0.30 4.288 OK Z-Z, +1.40D 0.210 +X Bottom 0.1728 AsMin 0.30 4.288 OK Z-Z, +1.20D+1.60L 0.860 -X Bottom 0.1728 AsMin 0.30 4.288 OK Z-Z, +1.20D+1.60L 0.860 +X Bottom 0.1728 AsMin 0.30 4.288 OK Z-Z, +1.20D+L 0.6050 -X Bottom 0.1728 AsMin 0.30 4.288 OK Z-Z, +1.20D+L 0.6050 +X Bottom 0.1728 AsMin 0.30 4.288 OK Z-Z, +1.20D 0.180 -X Bottom 0.1728 AsMin 0.30 4.288 OK Kirkland, WA 98033 Project Title: Fulton F7/10 Engineer: Project ID: Project Descr: Printed: 28 JUL 2023, 1:59PM General Footing Project File: Futon.ec6 LIC# : KW-06015928, Build:20.23.07.20 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, +1.201D 0.180 +X Bottom 0.1728 AsMin 0.30 4.288 OK Z-Z, +0.90D 0.1350 -X Bottom 0.1728 AsMin 0.30 4.288 OK Z-Z, +0.90D 0.1350 +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 4.06 psi 4.06 psi 4.06 psi 4.06 psi 4.06 psi 75.00 psi 0.05 OK +1.20D+1.60L 16.63 psi 16.63 psi 16.63 psi 16.63 psi 16.63 psi 75.00 psi 0.22 OK +1.20D+L 11.70 psi 11.70 psi 11.70 psi 11.70 psi 11.70 psi 75.00 psi 0.16 OK +1.20D 3.48 psi 3.48 psi 3.48 psi 3.48 psi 3.48 psi 75.00 psi 0.05 OK +0.90D 2.61 psi 2.61 psi 2.61 psi 2.61 psi 2.61 psi 75.00 psi 0.03 OK Two -Way "Punching" Shear All units k Load Combination... Vu Phi*Vn Vu / Phi*Vn Status +1.40D 16.13 psi 150.00psi 0.1075 OK +1.20D+1.60L 66.05 psi 150.00psi 0.4403 OK +1.20D+L 46.46 psi 150.00psi 0.3098 OK +1.20D 13.82 psi 150.00psi 0.09216 OK +0.90D 10.37 psi 150.00psi 0.06912 OK Kirkland, WA 98033 Project Title: Fulton Engineer: Project ID: Project Descr: F8/10 Printed: 28 JUL 2023, 2:OOPM General Footing Project File: Futon.ec6 LIC# : KW-06015928, Build:20.23.07.20 RB Engineers, Inc. (c) ENERCALC INC 1983-2023 DESCRIPTION: F #3 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 = 2.50 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 = 2.50 ft Length parallel to Z-Z Axis = 2.50 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 0.50 X 3.0 in 4.0 4 4.0 4-#4 Bars 4-#4 Bars 4 = � J80 M ch X-X Section Looking to +Z Z-Z Section Looking to +X n/a n/a n/a Lr L S W E H 0.90 k ksf k-ft k-ft k k Kirkland, WA 98033 Project Title: Fulton Engineer: Project ID: Project Descr: F9/10 Printed: 28 JUL 2023, 2:OOPM General Footing Project File: Futon.ec6 LIC# : KW-06015928, Build:20.23.07.20 RB Engineers, Inc. (c) ENERCALC INC 1983-2023 DESCRIPTION: F #3 DESIGN SUMMARY - . • Min. Ratio Item Applied Capacity Governing Load Combination PASS 0.1283 Soil Bearing 0.3207 ksf 2.50 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 0.05593 Z Flexure (+X) 0.2550 k-ft/ft 4.559 k-ft/ft +1.20D+1.60L PASS 0.05593 Z Flexure (-X) 0.2550 k-ft/ft 4.559 k-ft/ft +1.20D+1.60L PASS 0.05593 X Flexure (+Z) 0.2550 k-ft/ft 4.559 k-ft/ft +1.20D+1.60L PASS 0.05593 X Flexure (-Z) 0.2550 k-ft/ft 4.559 k-ft/ft +1.20D+1.60L PASS 0.05984 1-way Shear (+X) 4.488 psi 75.0 psi +1.20D+1.60L PASS 0.05984 1-way Shear (-X) 4.488 psi 75.0 psi +1.20D+1.60L PASS 0.05984 1-way Shear (+Z) 4.488 psi 75.0 psi +1.20D+1.60L PASS 0.05984 1-way Shear (-Z) 4.488 psi 75.0 psi +1.20D+1.60L PASS 0.1325 2-way Punching 19.878 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 2.50 n/a 0.0 0.1767 0.1767 n/a n/a 0.071 X-X, +D+L 2.50 n/a 0.0 0.3207 0.3207 n/a n/a 0.128 X-X, +D+0.750L 2.50 n/a 0.0 0.2847 0.2847 n/a n/a 0.114 X-X, +0.60D 2.50 n/a 0.0 0.1060 0.1060 n/a n/a 0.042 Z-Z, D Only 2.50 0.0 n/a n/a n/a 0.1767 0.1767 0.071 Z-Z, +D+L 2.50 0.0 n/a n/a n/a 0.3207 0.3207 0.128 Z-Z, +D+0.750L 2.50 0.0 n/a n/a n/a 0.2847 0.2847 0.114 Z-Z, +0.60D 2.50 0.0 n/a n/a n/a 0.1060 0.1060 0.042 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 0.08750 +Z Bottom 0.1728 AsMin 0.320 4.559 OK X-X, +1.40D 0.08750 -Z Bottom 0.1728 AsMin 0.320 4.559 OK X-X, +1.20D+1.60L 0.2550 +Z Bottom 0.1728 AsMin 0.320 4.559 OK X-X, +1.20D+1.60L 0.2550 -Z Bottom 0.1728 AsMin 0.320 4.559 OK X-X, +1.20D+L 0.1875 +Z Bottom 0.1728 AsMin 0.320 4.559 OK X-X, +1.20D+L 0.1875 -Z Bottom 0.1728 AsMin 0.320 4.559 OK X-X, +1.20D 0.0750 +Z Bottom 0.1728 AsMin 0.320 4.559 OK X-X, +1.20D 0.0750 -Z Bottom 0.1728 AsMin 0.320 4.559 OK X-X, +0.90D 0.05625 +Z Bottom 0.1728 AsMin 0.320 4.559 OK X-X, +0.90D 0.05625 -Z Bottom 0.1728 AsMin 0.320 4.559 OK Z-Z, +1.40D 0.08750 -X Bottom 0.1728 AsMin 0.320 4.559 OK Z-Z, +1.40D 0.08750 +X Bottom 0.1728 AsMin 0.320 4.559 OK Z-Z, +1.20D+1.60L 0.2550 -X Bottom 0.1728 AsMin 0.320 4.559 OK Z-Z, +1.20D+1.60L 0.2550 +X Bottom 0.1728 AsMin 0.320 4.559 OK Z-Z, +1.20D+L 0.1875 -X Bottom 0.1728 AsMin 0.320 4.559 OK Z-Z, +1.20D+L 0.1875 +X Bottom 0.1728 AsMin 0.320 4.559 OK Z-Z, +1.20D 0.0750 -X Bottom 0.1728 AsMin 0.320 4.559 OK Kirkland, WA 98033 Project Title: Fulton F10/10 Engineer: Project ID: Project Descr: Printed: 28 JUL 2023, 2:OOPM General Footing i Project File: Futon.ec6 LIC# : KW-06015928, Build:20.23.07.20 RB Engineers, Inc. (c) ENERCALC INC 1983-2023 DESCRIPTION: F #3 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 0.0750 +X Bottom 0.1728 AsMin 0.320 4.559 OK Z-Z, +0.90D 0.05625 -X Bottom 0.1728 AsMin 0.320 4.559 OK Z-Z, +0.90D 0.05625 +X Bottom 0.1728 AsMin 0.320 4.559 OK One Way Shear Load Combination... Vu @ -X Vu @ +X Vu @ -Z Vu @ +Z Vu:Max Phi Vn Vu / Phi*Vn Status +1.40D 1.54 psi 1.54 psi 1.54 psi 1.54 psi 1.54 psi 75.00 psi 0.02 OK +1.20D+1.60L 4.49 psi 4.49 psi 4.49 psi 4.49 psi 4.49 psi 75.00 psi 0.06 OK +1.20D+L 3.30 psi 3.30 psi 3.30 psi 3.30 psi 3.30 psi 75.00 psi 0.04 OK +1.20D 1.32 psi 1.32 psi 1.32 psi 1.32 psi 1.32 psi 75.00 psi 0.02 OK +0.90D 0.99 psi 0.99 psi 0.99 psi 0.99 psi 0.99 psi 75.00 psi 0.01 OK Two -Way "Punching" Shear All units k Load Combination... Vu Phi*Vn Vu / Phi*Vn Status +1.40D 6.82 psi 150.00psi 0.04547 OK +1.20D+1.60L 19.88 psi 150.00psi 0.1325 OK +1.20D+L 14.62 psi 150.00psi 0.09744 OK +1.20D 5.85 psi 150.00psi 0.03898 OK +0.90D 4.39 psi 150.00psi 0.02923 OK