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Home My WebLink AboutCA_2550ST-B GR Structural Calcs_20230705_v1 RB Engineers, Inc. 1312 2ND ST. KIRKLAND, WA. 98033 PH: (425) 822-3009 FAX: (425) 822-2679 CELL: (425) 351-2085 EMAIL: rbe1992@gmail.com JOB: CENTURY 2550-ST PROJECT #:22-8740 BY: R.B. / MJT DATE: 04/14/2023 PAGE G1 OF 100 STRUCTURAL COMPUTATIONS FOR CANOPY CENTURY 2550-ST-B GARAGE RIGHT BASIS FOR DESIGN: CODE: INTERNATIONAL BUILDING CODE (2018 EDITION) WIND: 100 MPH, EXPOSURE “B” Kzt = 1.20 SEISMIC: Ss = 1.30, S1 = 0.49 (SITE CLASS D) ROOF SNOW: 25 PSF ALLOWABLE SOIL BEARING PRESSURE: 2500 PSF PER SOILS REPORT INDEX TO COMPUTATIONS: GENERAL ___________________________________________ G1 – G3 LATERAL ___________________________________________ L1 – L16 BEAMS ___________________________________________ B1 – B35 FOOTING ___________________________________________ F1 – F10 RET. WALL ___________________________________________ R1 – R36 RB ENGINEERS, INC. IS NOT RESPONSIBLE FOR THE SITE, SOILS, WEATHER PROOFING, TRUSSES AND/OR EXISTING CONDITIONS. PR19000387 B23002951_V2REVISION Received: 07/05/2023 / lwalker BUILDING DIVISION APPROVED BUILDING DIVISION THIS SET OF APPROVED PLANS MUST BE ON THE JOB AT ALLTIMES DURING CONSTRUCTION. THIS BUILDING IS NOT TO BEOCCUPIED UNTIL AFTER FINAL INSPECTION BY THE RENTONBUILDING DIVISION AND RECEIPT OF CERTIFICATE OFOCCUPANCY. APPROVAL SHALL NOT BE CONSTRUED AS THE AUTHORITY TOVIOLATE OR CANCEL ANY PROVISIONS OF CODES, ORDINANCES, OR OTHER REGULATIONS ENFORCED BY THIS CITY. DATE: 08/24/2023 RB Engineers, Inc.Project:Century 2550 By:RB/MJT 1312 2nd St Kirkland, WA Client:Date:2/1/2023 Phone: (425) 822-3009 Subject:Lateral Page: Email: rbe1992@gmail.com LOADING CRITERIA FOR ROOF AND/OR CEILING - Main Roof Area - Canopy or Mansard Roof - Ceiling Only - Other Item Material Load PSF Roofing Composition 2.2 Sheathing or Decking 15/32 CDX 1.5 Insulation 2.8 Ceiling 5/8 GWB 2.6 Fixtures 1.0 Framing Truss 2.3 Misc.0.6 Sprinkler (Only If A>4000 sqft)2 TOTAL DEAD LOAD =13 PSF LIVE LOADS - Snow Load - 25 psf - non reducible - Ceiling Only - 10 psf - Increase in Fb and Fv of 15% allowed for duration of load G2/ RB Engineers, Inc.Project:Century 2550 By:RB/MJT 1312 2nd St Kirkland, WA Client:Date:2/1/2023 Phone: (425) 822-3009 Subject:Lateral Page: Email: rbe1992@gmail.com LOADING CRITERIA FOR FLOOR Item Material Load PSF Floor Covering Carpet and Pad 3.0 Floor Sheathing 3/4" T&G CDX 2.3 Ceiling 1/2" GWB 2.2 Fixtures 1.0 Framing TJI's 3.0 Misc 1.5 Sprinkler (Only If A>4000 sqft)2 TOTAL DEAD LOAD =13 PSF 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) G3/3 SHEAR WALL KEY PLANX1X2X3X4X5X6X7X8X9Y1Y2Y3Y4Y5Y7Y6L1/ L2/ L3/ RB Engineers, Inc.Project:Century 2550 By:RB/MJT 1312 2nd St Kirkland, WA Client:Date:2/1/2023 Phone: (425) 822-3009 Subject:Lateral Page: Email: rbe1992@gmail.com LATERAL WIND FORCES ENVELOPE PROCEDURE (ASCE 7-16 Chapter 28) Design Wind PressuresRoof Pitch:3:12 (14°)Wind Speed:100 mph Wind Exposure: B λ =1.0 ASCE 7-16 p.316 A:19.9 C:13.3 Minimum Pressure:16 psf (wall) 28.5.4 B:0.0 D:0.0Minimum 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 WX – X Direction Σ Fw Roof =19.9x(10x9+10x5) + 13.3x(5x30+10x4)+0(2x10+2x10)+0(2x30) = 5.31 5.31 x 1.2 Kzt x 0.6 =3.83 kip Σ Fw Upper =19.9x(10x10+10x10)+13.3x(30x10) = 6.31 6.31 x 1.2 Kzt x 0.6 =4.54 kip Σ Fw Main =19.9x(10x3.5+10x5) + 13.3x(4.5x20+0.5x(7+9)x5) = 3.62 3.62 x 1.2 Kzt x 0.6 =2.61 kip Roof Min =[(140+190)x16+(40+60)x8)]x1.2x0.6 =4.44 kip Upper Min =[(150+250)x16+(0)x8)]x1.2x0.6 =4.61 kip Main Min =[(85+145)x16+(0)x8)]x1.2x0.6 =2.65 kip Y – Y Direction Σ Fw Roof =19.9x(7.25x5+5.5x5) + 13.3x(133)+0x(0)+0(0) = 3.04 3.04 x 1.2 Kzt x 0.6 =2.19 kip Σ Fw Upper =19.9x(10x5+10x5) + 13.3x(15x10) = 3.99 3.99 x 1.2 Kzt x 0.6 =2.87 kip Σ Fw Main =19.9x(10x5+10x5) + 13.3x(15x10) = 3.99 3.99 x 1.2 Kzt x 0.6 =2.87 kip L4/ Roof Min =[(64+133)x16+(0)x8)]x1.2x0.6 =2.27 kip Upper Min =[(100+150)x16+(0)x8)]x1.2x0.6 =2.88 kip Main Min =[(100+150)x16+(0)x8)]x1.2x0.6 =2.88 kip L5/ RB Engineers, Inc.Project:Century 2550 By:RB/MJT 1312 2nd St Kirkland, WA Client:Date:2/1/2023 Phone: (425) 822-3009 Subject:Lateral Page: Email: rbe1992@gmail.com QUAKE FORCES (ASCE 7-16) Site Class "D" (Table 11.4.2) Ss = Critical Values per Latest SEAOC website;1.30 S1 = Critical Values per Latest SEAOC website;0.49 Fa =per Table 11.4-1 1 Fv = per Table 11.4-2 1.8 Sms = Fa * Ss = 1.0 (1.3)1.30 (11.4-1) Sm1 = Fv * S1 = 1.8 (0.49)0.88 (11.4-2) Sds = 2/3 * Sms = 2/3 (1.30)0.87 (11.4-3), Seismic Design Category "D", Table 11.6-1 Sd1 = 2/3 * Sm1 = 2/3 (0.88)0.59 (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 (Sd1/Sds) =0.2(0.59/0.87)0.14 Section 11.4.6 Ts = Sd1 /Sds =(0.59/0.87)0.68 Section 11.4.6 Ct 0.02 Hn (Bldg. height-ft))35.00 Tstruc = Ct * (Hn)^3/4 = 0.02(35^.75)0.29 Table 12.8-2 Where To ≤ Tstruc ≤ Ts; Sa = Sds 0.87 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) = 0.87 / (6.5/1) = 0.13 (12.8-2) Cs = 0.13 L6/ RB Engineers, Inc.Project:Century 2550 By:RB/MJT 1312 2nd St Kirkland, WA Client:Date:2/1/2023 Phone: (425) 822-3009 Subject:Lateral Page: Email: rbe1992@gmail.com LATERAL QUAKE FORCES Cs:0.13 ρ:1.3 Roof Area:1396 feet 2 Roof Dead Load:13 psf Upper Area:1184 feet 2 Floor Dead Load:13 psf Main Area:815 feet 2 Wall Dead Load:8 psfASCE 7-16 Using Allowable Stress Design, 2.4.5 Basic Combination option 10: 0.6 D + 0.7 Eh-0.7Ev ASCE 7-16 Table 12.2-1: Overstrength factor, Ω = 2.5 ASCE 7-16 Table 12.3-1: Reentrant Corner Irregularity - Design forces increased by 25% DEAD LOAD OF STRUCTURE Roof Weight =1396 x (13+8) = =29.32 kip Upper Weight =1184 x (13+8) = =24.86 kip Main Weight =815 x (13+8) = =17.12 kip71.30 kip Vbase = Cs x Σ Weight = x 71.30 =9.27 kip Vasd =Vbase x 0.7 x ρ =8.43 kip LATERAL FORCES WEIGHT HEIGHT WEIGHT x HEIGHTRoof:29.32 kip 29 Feet 850 Upper:24.86 kip 19.5 Feet 485 Main:17.12 kip 9.5 Feet 163 1498 Fq Roof:8.43 x (850/1498) = = 4.79 kip Fq Upper:8.43 x (485/1498) = = 2.73 kip Fq Main:8.43 x (163/1498) = = 0.92 kip Therefore wind governs at upper and main in X-X direction, quake governs all else. L7/ 0.13 RB Engineers, Inc.Project:Century 2550 By:RB/MJT 1312 2nd St Kirkland, WA Client:Date:2/1/2023 Phone: (425) 822-3009 Subject:Lateral Page: Email: rbe1992@gmail.comWIND FORCES ON SHEAR WALLS Shearwalls in X – X Direction Fw X – X @ Roof:4.44 kips 4.44 k / 50 ft =89 #/Ft V @ X 1 =(4.44/50)(17/2) =0.75 = 58 # SW-4 3'+4'+6'Ft (1.25-0.125x(9/3))x350 #/Ft = 306 #/Ft capacity per table 4.3.4 ANSI/AF+PA SDPWS V @ X 2 =(4.44/50)(17/2+11/2) =1.24 = 178 # SW-4 7'Ft V @ X 3 =(4.44/50)(11/2+22/2) =1.46 = 163 # SW-4 9'Ft V @ X 4 =(4.44/50)(22/2) =0.98 = 195 # SW-4 5'Ft Fw X – X @ Upper:4.61 kips 4.61 k / 44 ft =105 #/Ft V @ X 5 =(4.61/44)(5+6/2) 1.59 = 199 # SW-4 +0.75 =4.5'+7.5'+5'Ft V @ X 6 =(4.61/44)(6/2+6+27/2) 4.41 = 420 # SW-4 + 1.24 5.25'+5.25'Ft + 1.46x(16/27) = V @ X 7 =(4.61/44)(27/2) 2.93 = 489 # SW-3 +0.98+1.46x(11/27) =2.5'+3.25'Ft Fw X – X @ Main:2.65 kips 2.65 k / 22 ft =120 V @ X 8 =(2.65/22)(22/2)5.74 = 229 # SW-3 + 4.41 =25'Ft V @ X 9 =(2.65/22)(22/2)4.14 < 4.20k LRP Capacity. SW-3 + 2.93 = LRP(24"x8') + (20"x8') = 1675 + 1056 = 2940 lb x 1.4 (Wind factor) = 4180 lb L8/ RB Engineers, Inc.Project:Century 2550 By:RB/MJT 1312 2nd St Kirkland, WA Client:Date:2/1/2023 Phone: (425) 822-3009 Subject:Lateral Page: Email: rbe1992@gmail.comWIND FORCES ON SHEAR WALLS Shearwalls in Y – Y Direction Fw Y – Y @ Roof:2.27 kips 3.52 k / 25 ft =90.8 #/Ft V @ Y 1 =(2.27/25)(25/2) =1.13 = 42 # SW-4 8.5'+6'+7'+5.5'Ft V @ Y 2 =(2.27/25)(25/2) =1.13 = 28 # SW-4 12'+10.5'+11.5'+6'Ft Fw Y – Y @ Upper:2.88 kips 2.88 k / 25 ft =121.2 #/Ft V @ Y 3 =(2.88/25)(7.5/2)1.57 = 65 # SW-4 +1.13 = 3.5'+13'+4'+3.5'Ft V @ Y 4 =(2.88/25)(7.5/2+17.5/2) =1.44 = 262 # SW-4 5.5'Ft V @ Y 5 =(2.88/25)(17.5/2)2.14 = 74 # SW-4 +1.13 =18'+11'Ft Fw Y – Y @ Main:2.88 kips 2.88 k / 25 ft =115.2 #/Ft V @ Y 6 =(2.88/25)(5+20/2)3.29 = 148 # SW-4 +1.57 = 3.75'+6'+7.5'+5'Ft V @ Y 7 =(2.88/25)(20/2)3.29 = 153 # SW-4 +2.14 = 7.5'+14'Ft L9/ RB Engineers, Inc.Project:Century 2550 By:RB/MJT 1312 2nd St Kirkland, WA Client:Date:2/1/2023 Phone: (425) 822-3009 Subject:Lateral Page: Email: rbe1992@gmail.comQUAKE FORCES ON SHEAR WALLS Shearwalls in X – X Direction Fw X – X @ Roof:4.79 kips 4.79 k / 50 ft =96 #/Ft V @ X 1 =(4.79/50)(17/2) =0.81 = 63 # SW-4 3'+4'+6'Ft (1.25-0.125x(9/3))x350 #/Ft = 306 #/Ft capacity per table 4.3.4 ANSI/AF+PA SDPWS V @ X 2 =(4.79/50)(17/2+11/2) =1.34 = 192 # SW-4 7'Ft V @ X 3 =(4.79/50)(11/2+22/2) =1.58 = 176 # SW-4 9'Ft V @ X 4 =(4.79/50)(22/2) =1.05 = 211 # SW-4 5'Ft Fw X – X @ Upper:2.73 kips 2.73 k / 44 ft =62 #/Ft V @ X 5 =(2.73/44)(5+6/2) 1.31 = 164 # SW-4 +0.81 =4.5'+7.5'+5'Ft V @ X 6 =(2.73/44)(6/2+6+27/2) 3.61 = 344 # SW-4 + 1.34 5.25'+5.25'Ft + 1.58x(16/27) = V @ X 7 =(2.73/44)(27/2) 2.48 = 413 # SW-3 +1.05+1.58x(11/27) =2.5'+3.25'Ft RESTRAIN AT TOP& BOTTOM OF OPENINGS TO REDUCE H:W RATIO Fw X – X @ Main:0.92 kips 0.92 k / 22 ft =42 #/Ft V @ X 8 =(0.92/22)(22/2)4.07 = 163 # SW-3 + 3.61 =25'Ft V @ X 9 =(0.92/22)(22/2)2.91 <2.94k LRP Capacity. SW-3 + 2.48 = LRP(24"x8') + (20"x8') = 1675 + 1056 = 2940 lb L10/ RB Engineers, Inc.Project:Century 2550 By:RB/MJT 1312 2nd St Kirkland, WA Client:Date:2/1/2023 Phone: (425) 822-3009 Subject:Lateral Page: Email: rbe1992@gmail.comQUAKE FORCES ON SHEAR WALLS Shearwalls in Y – Y Direction Fw Y – Y @ Roof:4.79 kips 4.79 k / 25 ft =192 #/Ft V @ Y 1 =(4.79/25)(25/2) =2.39 = 89 # SW-4 8.5'+6'+7'+5.5'Ft V @ Y 2 =(4.79/25)(25/2) =2.39 = 60 # SW-4 12'+10.5'+11.5'+6'Ft Fw Y – Y @ Upper:2.73 kips 4.84k / 25ft =109 #/Ft V @ Y 3 =(2.73/25)(7.5/2)2.80 = 117 # SW-4 + 2.39 = 3.5'+13'+4'+3.5'Ft (1.25-0.125x(9/3.5))x350 #/Ft = 325 #/Ft capacity per table 4.3.4 ANSI/AF+PA SDPWS V @ Y 4 =(2.73/25)(7.5/2+17.5/2) =1.37 = 248 # SW-4 5.5'Ft V @ Y 5 =(2.73/25)(17.5/2)3.35 = 116 # SW-4 + 2.39 =18'+11'Ft Fw Y – Y @ Main:0.92 kips 0.92 k / 25 ft =37 #/Ft V @ Y 6 =(0.92/25)(5+20/2)3.35 = 151 # SW-4 + 2.80 = 3.75'+6'+7.5'+5'Ft (1.25-0.125x(9/3.75))x350 #/Ft = 335 #/Ft capacity per table 4.3.4 ANSI/AF+PA SDPWS V @ Y 7 =(0.92/25)(20/2)3.72 = 173 # SW-4 + 3.35 = 7.5'+14'Ft L11/ RB Engineers, Inc.Project:Century 2550 By:RB/MJTClient:Date:2/1/2023 Subject:Lateral Page: CHECK OVERTURNING FOR:X 2 (Quake) L =7 ft TLRF =5 ft (conservative) P =192 lb/ft P x L =7x192 1.34 kip D 0.7Ev*D (.6D)-.7Ev Padj =0.3 0.04 0.14 MoT =1.34x9 12.10 kip - ft P S_ds=0.87 From Cs Calculations WDL Roof: Ev =.7(0.2*S_ds)=0.12 D 0.7Ev*D (.6D)-.7Ev 0.46 0.06 0.22 MR =[(0.22+0.24)x0.5x7+0.14x7] = 2.61 kip - ft H=9 F = MoT - MR / L =1.35 kip WDL Wall: Positive # : Hold down required D 0.7Ev (.6D)-.7Ev Negative # : No Hold down Required 0.50 0.06 0.24 MoT L = 7' Therefore use (1)CS16 hold downs at each end L12/ RB Engineers, Inc.Project:Century 2550 By:RB/MJTClient:Date:2/1/2023 Subject:Lateral Page: CHECK OVERTURNING FOR:X 7 (Wind) L =2.5 ft TLRF =5 ft (conservative) P =489 lb/ft P x L =2.5x489 1.22 kip D 0.7Ev*D (.6D)-.7Ev Padj =0.6 0.07 0.29 MoT =1.22x9 11.00 kip - ft P S_ds=0.87 From Cs Calculations WDL Floor: .7(0.2*S_ds)=0.12 D 0.7Ev*D (.6D)-.7Ev 0.16 0.02 0.08 MR =[(0.09+0.08)x0.5x2.5+0.29x2.5] = 0.92 kip - ft H=9 F = MoT - MR / L =3.83 kip WDL Wall: Positive # : Hold down required D 0.7Ev (.6D)-.7Ev Negative # : No Hold down Required 0.18 0.02 0.09 MoT L = 2.5' Therefore use (2)CS16 or STHD14 hold downs at each end L13/ RB Engineers, Inc.Project:Century 2550 By:RB/MJTClient:Date:2/1/2023 Subject:Lateral Page: CHECK OVERTURNING FOR:Y 1 (Quake) L =5.5 ft TLRF =5 ft (conservative) P =89 lb/ft P x L =5.5x89 0.49 kip D 0.7Ev*D (.6D)-.7Ev Padj =0.3 0.04 0.14 MoT =0.49x9 4.41 kip - ft P S_ds=0.87 From Cs Calculations WDL Roof: Ev =.7(0.2*S_ds)=0.12 D 0.7Ev*D (.6D)-.7Ev 0.36 0.04 0.17 MR =[(0.17+0.19)x0.5x5.5+0.14x5.5] = 1.78 kip - ft H=9 F = MoT - MR / L =0.48 kip WDL Wall: Positive # : Hold down required D 0.7Ev (.6D)-.7Ev Negative # : No Hold down Required 0.40 0.05 0.19 MoT L = 5.5' Therefore use NO hold downs needed. L14/ RB Engineers, Inc.Project:Century 2550 By:RB/MJTClient:Date:2/1/2023 Subject:Lateral Page: CHECK OVERTURNING FOR:Y 4 (Wind) L =5.5 ft TLRF =5 ft (conservative) P =262 lb/ft P x L =5.5x262 1.44 kip D 0.7Ev*D (.6D)-.7Ev Padj =0.6 0.07 0.29 MoT =1.44x9 12.97 kip - ft P S_ds=0.87 From Cs Calculations WDL Floor: .7(0.2*S_ds)=0.12 D 0.7Ev*D (.6D)-.7Ev 0.36 0.04 0.17 MR =[(0.17+0.19)x0.5x5.5+0.29x5.5] = 2.57 kip - ft H=9 F = MoT - MR / L =1.89 kip WDL Wall: Positive # : Hold down required D 0.7Ev (.6D)-.7Ev Negative # : No Hold down Required 0.40 0.05 0.19 MoT L = 5.5' Therefore use (1)CS16 or STHD14 hold downs at each end L15/ RB Engineers, Inc.Project:Century 2550 By:RB/MJTClient:Date:2/1/2023 Subject:Lateral Page: CHECK OVERTURNING FOR:Y 7 (Quake) L =7.5 ft TLRF =5 ft (conservative) P =173 lb/ft P x L =7.5x173 1.30 kip D 0.7Ev*D (.6D)-.7Ev Padj =0.6 0.09 0.27 MoT =1.30x8 10.38 kip - ft P S_ds=1.07 From Cs Calculations WDL Floor: .7(0.2*S_ds)=0.15 D 0.7Ev*D (.6D)-.7Ev 0.49 0.07 0.22 MR =[(0.22+0.22)x0.5x7.5+0.27x7.5] = 3.66 kip - ft H=8 F = MoT - MR / L =0.90 kip WDL Wall: Positive # : Hold down required D 0.7Ev (.6D)-.7Ev Negative # : No Hold down Required 0.48 0.07 0.22 MoT L = 7.5' Therefore use STHD14 hold downs at each end L16/16 B1/35BM #2BM #3BM #4BM #5BM #6BM #7BM #8BEAM KEY PLANBM #1 B2/35BM #9BM #10BM #11BEAM KEY PLAN Wood Beam LIC# : KW-06015928, Build:20.23.2.14 RB Engineers, Inc.(c) ENERCALC INC 1983-2022 DESCRIPTION:BM #1 Kirkland, WA 98033 Project File: Canopy Century 2550-ST.ec6 Project Title:Canopy Century 2550-STEngineer:Project ID: Printed: 29 MAR 2023, 2:52PM Project Descr: CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design Douglas Fir-Larch No.2 900 900 1350 625 1600 580 180 575 31.21 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :ASCE 7-16 .Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load : D = 0.0130, L = 0.0250 ksf, Tributary Width = 13.0 ft .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.186: 1 Load Combination +D+L Span # where maximum occurs Span # 1 Location of maximum on span 1.500ft 26.22 psi= = 1,170.00psi 4x8Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+L = = = 180.00 psi== Section used for this span 4x8 Maximum Shear Stress Ratio 0.146 : 1 0.000 ft== 217.50psi Maximum Deflection 0 <360 7069Ratio =0 <240 Max Downward Transient Deflection 0.003 in 10745Ratio =>=360 Max Upward Transient Deflection 0 in Ratio = Max Downward Total Deflection 0.005 in Ratio =>=240 Max Upward Total Deflection 0 in fb: Actual F'b fv: Actual F'v Span: 1 : L Only n/a Span: 1 : +D+L n/a .Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C iCLx CCCMCF rt Shear ValuesMax Stress Ratios M CDV fbM fvF'b V F'vSegment Length Cfu D Only 0.0 0.00 0.00.0 1.00Length = 3.0 ft 1 0.071 0.055 0.90 1.300 1.001.00 1.00 0.19 74.4 1,053.0 0.15 162.01.00 9.01.00 1.00+D+L 1.300 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 3.0 ft 1 0.186 0.146 1.00 1.300 1.001.00 1.00 0.56 217.5 1,170.0 0.44 180.01.00 26.21.00 1.00+D+0.750L 1.300 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 3.0 ft 1 0.124 0.097 1.25 1.300 1.001.00 1.00 0.46 181.7 1,462.5 0.37 225.01.00 21.91.00 1.00+0.60D 1.300 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 3.0 ft 1 0.024 0.019 1.60 1.300 1.001.00 1.00 0.11 44.6 1,872.0 0.09 288.01.00 5.41.00 . B3/35 Wood Beam LIC# : KW-06015928, Build:20.23.2.14 RB Engineers, Inc.(c) ENERCALC INC 1983-2022 DESCRIPTION:BM #1 Kirkland, WA 98033 Project File: Canopy Century 2550-ST.ec6 Project Title:Canopy Century 2550-STEngineer:Project ID: Printed: 29 MAR 2023, 2:52PM Project Descr: Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+L 1 0.0051 1.511 0.0000 0.000 Location in SpanMax. Downward Defl Location in SpanLoad Combination Span Max. Upward Defl Maximum Deflections for Load Combinations D Only 1 0.0017 1.511 0.0000 0.000in ftinft +D+L 1 0.0051 1.511 0.0000 0.000in ftinft +D+0.750L 1 0.0043 1.511 0.0000 0.000in ftinft +0.60D 1 0.0010 1.511 0.0000 0.000in ftinftL Only 1 0.0034 1.511 0.0000 0.000in ftinft . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Max Upward from all Load Conditions 0.741 0.741 Max Upward from Load Combinations 0.741 0.741 Max Upward from Load Cases 0.488 0.488 D Only 0.254 0.254 +D+L 0.741 0.741 +D+0.750L 0.619 0.619 +0.60D 0.152 0.152 L Only 0.488 0.488 . B4/35 Wood Beam LIC# : KW-06015928, Build:20.23.2.14 RB Engineers, Inc.(c) ENERCALC INC 1983-2022 DESCRIPTION:BM #1 Kirkland, WA 98033 Project File: Canopy Century 2550-ST.ec6 Project Title:Canopy Century 2550-STEngineer:Project ID: Printed: 29 MAR 2023, 2:52PM Project Descr: B5/35 Wood Beam LIC# : KW-06015928, Build:20.23.2.14 RB Engineers, Inc.(c) ENERCALC INC 1983-2022 DESCRIPTION:BM #2 Kirkland, WA 98033 Project File: Canopy Century 2550-ST.ec6 Project Title:Canopy Century 2550-STEngineer:Project ID: Printed: 29 MAR 2023, 2:52PM Project Descr: CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design Douglas Fir-Larch No.2 900.0 900.0 1,350.0 625.0 1,600.0 580.0 180.0 575.0 31.210 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :ASCE 7-16 .Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load : D = 0.0130, L = 0.0250 ksf, Tributary Width = 8.0 ft .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.088: 1 Load Combination +D+L Span # where maximum occurs Span # 1 Location of maximum on span 1.500ft 9.68 psi= = 900.00psi 6x8Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+L = = = 180.00 psi== Section used for this span 6x8 Maximum Shear Stress Ratio 0.054 : 1 0.000 ft== 79.59psi Maximum Deflection 0 <360 19985Ratio =0 <240 Max Downward Transient Deflection 0.001 in 30378Ratio =>=360 Max Upward Transient Deflection 0 in Ratio = Max Downward Total Deflection 0.002 in Ratio =>=240 Max Upward Total Deflection 0 in fb: Actual F'b fv: Actual F'v Span: 1 : L Only n/a Span: 1 : +D+L n/a .Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C iCLx CCCMCF rt Shear ValuesMax Stress Ratios M CDV fbM fvF'b V F'vSegment Length Cfu D Only 0.0 0.00 0.00.0 1.00Length = 3.0 ft 1 0.034 0.020 0.90 1.000 1.001.00 1.00 0.12 27.2 810.0 0.09 162.01.00 3.31.00 1.00+D+L 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 3.0 ft 1 0.088 0.054 1.00 1.000 1.001.00 1.00 0.34 79.6 900.0 0.27 180.01.00 9.71.00 1.00+D+0.750L 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 3.0 ft 1 0.059 0.036 1.25 1.000 1.001.00 1.00 0.29 66.5 1,125.0 0.22 225.01.00 8.11.00 1.00+0.60D 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 3.0 ft 1 0.011 0.007 1.60 1.000 1.001.00 1.00 0.07 16.3 1,440.0 0.05 288.01.00 2.01.00 . B6/35 Wood Beam LIC# : KW-06015928, Build:20.23.2.14 RB Engineers, Inc.(c) ENERCALC INC 1983-2022 DESCRIPTION:BM #2 Kirkland, WA 98033 Project File: Canopy Century 2550-ST.ec6 Project Title:Canopy Century 2550-STEngineer:Project ID: Printed: 29 MAR 2023, 2:52PM Project Descr: Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+L 1 0.0018 1.511 0.0000 0.000 Location in SpanMax. Downward Defl Location in SpanLoad Combination Span Max. Upward Defl Maximum Deflections for Load Combinations D Only 1 0.0006 1.511 0.0000 0.000in ftinft +D+L 1 0.0018 1.511 0.0000 0.000in ftinft +D+0.750L 1 0.0015 1.511 0.0000 0.000in ftinft +0.60D 1 0.0004 1.511 0.0000 0.000in ftinftL Only 1 0.0012 1.511 0.0000 0.000in ftinft . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Max Upward from all Load Conditions 0.456 0.456 Max Upward from Load Combinations 0.456 0.456 Max Upward from Load Cases 0.300 0.300 D Only 0.156 0.156 +D+L 0.456 0.456 +D+0.750L 0.381 0.381 +0.60D 0.094 0.094 L Only 0.300 0.300 . B7/35 Wood Beam LIC# : KW-06015928, Build:20.23.2.14 RB Engineers, Inc.(c) ENERCALC INC 1983-2022 DESCRIPTION:BM #2 Kirkland, WA 98033 Project File: Canopy Century 2550-ST.ec6 Project Title:Canopy Century 2550-STEngineer:Project ID: Printed: 29 MAR 2023, 2:52PM Project Descr: B8/35 Wood Beam LIC# : KW-06015928, Build:20.23.2.14 RB Engineers, Inc.(c) ENERCALC INC 1983-2022 DESCRIPTION:BM #3 Kirkland, WA 98033 Project File: Canopy Century 2550-ST.ec6 Project Title:Canopy Century 2550-STEngineer:Project ID: Printed: 29 MAR 2023, 2:56PM Project Descr: CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design DF/DF 24F-V4 2400 1850 1650 650 1800 950 265 1100 31.21 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity 1600ksi 850ksi Ebend- yy Eminbend - yy Ebend- xx ksi Density pcf Load Combination :ASCE 7-16 .Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load : D = 0.0130, L = 0.0250 ksf, Tributary Width = 13.0 ft Uniform Load : D = 0.0130, L = 0.040 ksf, Tributary Width = 8.0 ft .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.437: 1 Load Combination +D+L Span # where maximum occurs Span # 1 Location of maximum on span 3.000ft 98.60 psi= = 2,400.00psi 3.50 X 9.0Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+L = = = 265.00 psi== Section used for this span 3.50 X 9.0 Maximum Shear Stress Ratio 0.372 : 1 0.000 ft= = 1,049.14psi Maximum Deflection 0 <360 1023Ratio =0 <240 Max Downward Transient Deflection 0.049 in 1456Ratio =>=360 Max Upward Transient Deflection 0 in Ratio = Max Downward Total Deflection 0.070 in Ratio =>=240 Max Upward Total Deflection 0 in fb: Actual F'b fv: Actual F'v Span: 1 : L Only n/a Span: 1 : +D+L n/a .Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C iCLx CCCMCF rt Shear ValuesMax Stress Ratios M CDV fbM fvF'b V F'vSegment Length Cfu D Only 0.0 0.00 0.00.0 1.00Length = 6.0 ft 1 0.144 0.123 0.90 1.000 1.001.00 1.00 1.23 312.0 2,160.0 0.62 238.51.00 29.31.00 1.00+D+L 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 6.0 ft 1 0.437 0.372 1.00 1.000 1.001.00 1.00 4.13 1,049.1 2,400.0 2.07 265.01.00 98.61.00 1.00+D+0.750L 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 6.0 ft 1 0.288 0.245 1.25 1.000 1.001.00 1.00 3.41 864.9 3,000.0 1.71 331.31.00 81.31.00 1.00+0.60D 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 6.0 ft 1 0.049 0.041 1.60 1.000 1.001.00 1.00 0.74 187.2 3,840.0 0.37 424.01.00 17.61.00 . B9/35 Wood Beam LIC# : KW-06015928, Build:20.23.2.14 RB Engineers, Inc.(c) ENERCALC INC 1983-2022 DESCRIPTION:BM #3 Kirkland, WA 98033 Project File: Canopy Century 2550-ST.ec6 Project Title:Canopy Century 2550-STEngineer:Project ID: Printed: 29 MAR 2023, 2:56PM Project Descr: Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+L 1 0.0704 3.022 0.0000 0.000 Location in SpanMax. Downward Defl Location in SpanLoad Combination Span Max. Upward Defl Maximum Deflections for Load Combinations D Only 1 0.0209 3.022 0.0000 0.000in ftinft +D+L 1 0.0704 3.022 0.0000 0.000in ftinft +D+0.750L 1 0.0580 3.022 0.0000 0.000in ftinft +0.60D 1 0.0126 3.022 0.0000 0.000in ftinftL Only 1 0.0494 3.022 0.0000 0.000in ftinft . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Max Upward from all Load Conditions 2.754 2.754 Max Upward from Load Combinations 2.754 2.754 Max Upward from Load Cases 1.935 1.935 D Only 0.819 0.819 +D+L 2.754 2.754 +D+0.750L 2.270 2.270 +0.60D 0.491 0.491 L Only 1.935 1.935 . B10/35 Wood Beam LIC# : KW-06015928, Build:20.23.2.14 RB Engineers, Inc.(c) ENERCALC INC 1983-2022 DESCRIPTION:BM #3 Kirkland, WA 98033 Project File: Canopy Century 2550-ST.ec6 Project Title:Canopy Century 2550-STEngineer:Project ID: Printed: 29 MAR 2023, 2:56PM Project Descr: B11/35 Wood Beam LIC# : KW-06015928, Build:20.23.2.14 RB Engineers, Inc.(c) ENERCALC INC 1983-2022 DESCRIPTION:BM #4 Kirkland, WA 98033 Project File: Canopy Century 2550-ST.ec6 Project Title:Canopy Century 2550-STEngineer:Project ID: Printed: 29 MAR 2023, 2:57PM Project Descr: CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design iLevel Truss Joist TimberStrand LSL 1.3E - Beam/Col 1700 1700 1400 680 1300 660.75 400 1075 45.01 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :ASCE 7-16 .Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load : D = 0.0130, L = 0.040 ksf, Tributary Width = 13.0 ft .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.204: 1 Load Combination +D+L Span # where maximum occurs Span # 1 Location of maximum on span 2.625ft 40.97 psi= = 1,700.00psi 3.50 X 11.875Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+L = = = 400.00 psi== Section used for this span 3.50 X 11.875 Maximum Shear Stress Ratio 0.102 : 1 0.000 ft== 346.29psi Maximum Deflection 0 <360 3376Ratio =0 <240 Max Downward Transient Deflection 0.014 in 4474Ratio =>=360 Max Upward Transient Deflection 0 in Ratio = Max Downward Total Deflection 0.019 in Ratio =>=240 Max Upward Total Deflection 0 in fb: Actual F'b fv: Actual F'v Span: 1 : L Only n/a Span: 1 : +D+L n/a .Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C iCLx CCCMCF rt Shear ValuesMax Stress Ratios M CDV fbM fvF'b V F'vSegment Length Cfu D Only 0.0 0.00 0.00.0 1.00Length = 5.250 ft 1 0.056 0.028 0.90 1.000 1.001.00 1.00 0.58 84.9 1,530.0 0.28 360.01.00 10.11.00 1.00+D+L 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 5.250 ft 1 0.204 0.102 1.00 1.000 1.001.00 1.00 2.37 346.3 1,700.0 1.14 400.01.00 41.01.00 1.00+D+0.750L 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 5.250 ft 1 0.132 0.066 1.25 1.000 1.001.00 1.00 1.93 281.0 2,125.0 0.92 500.01.00 33.21.00 1.00+0.60D 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 5.250 ft 1 0.019 0.009 1.60 1.000 1.001.00 1.00 0.35 51.0 2,720.0 0.17 640.01.00 6.01.00 . B12/35 Wood Beam LIC# : KW-06015928, Build:20.23.2.14 RB Engineers, Inc.(c) ENERCALC INC 1983-2022 DESCRIPTION:BM #4 Kirkland, WA 98033 Project File: Canopy Century 2550-ST.ec6 Project Title:Canopy Century 2550-STEngineer:Project ID: Printed: 29 MAR 2023, 2:57PM Project Descr: Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+L 1 0.0187 2.644 0.0000 0.000 Location in SpanMax. Downward Defl Location in SpanLoad Combination Span Max. Upward Defl Maximum Deflections for Load Combinations D Only 1 0.0046 2.644 0.0000 0.000in ftinft +D+L 1 0.0187 2.644 0.0000 0.000in ftinft +D+0.750L 1 0.0151 2.644 0.0000 0.000in ftinft +0.60D 1 0.0027 2.644 0.0000 0.000in ftinftL Only 1 0.0141 2.644 0.0000 0.000in ftinft . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Max Upward from all Load Conditions 1.809 1.809 Max Upward from Load Combinations 1.809 1.809 Max Upward from Load Cases 1.365 1.365 D Only 0.444 0.444 +D+L 1.809 1.809 +D+0.750L 1.467 1.467 +0.60D 0.266 0.266 L Only 1.365 1.365 . B13/35 Wood Beam LIC# : KW-06015928, Build:20.23.2.14 RB Engineers, Inc.(c) ENERCALC INC 1983-2022 DESCRIPTION:BM #4 Kirkland, WA 98033 Project File: Canopy Century 2550-ST.ec6 Project Title:Canopy Century 2550-STEngineer:Project ID: Printed: 29 MAR 2023, 2:57PM Project Descr: B14/35 Wood Beam LIC# : KW-06015928, Build:20.23.2.14 RB Engineers, Inc.(c) ENERCALC INC 1983-2022 DESCRIPTION:BM #5 Kirkland, WA 98033 Project File: Canopy Century 2550-ST.ec6 Project Title:Canopy Century 2550-STEngineer:Project ID: Printed: 29 MAR 2023, 2:57PM Project Descr: CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design iLevel Truss Joist Parallam PSL 2.0E 2900 2900 2900 750 2000 1016.535 290 2025 45.07 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :ASCE 7-16 .Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load : D = 0.0130, L = 0.040 ksf, Tributary Width = 12.0 ft .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.417: 1 Load Combination +D+L Span # where maximum occurs Span # 1 Location of maximum on span 6.250ft 80.98 psi= = 2,900.00psi 5.250 X 11.875Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+L = = = 290.00 psi== Section used for this span 5.250 X 11.875 Maximum Shear Stress Ratio 0.279 : 1 11.542 ft== 1,208.07psi Maximum Deflection 0 <360 625Ratio =0 <240 Max Downward Transient Deflection 0.181 in 828Ratio =>=360 Max Upward Transient Deflection 0 in Ratio = Max Downward Total Deflection 0.240 in Ratio =>=240 Max Upward Total Deflection 0 in fb: Actual F'b fv: Actual F'v Span: 1 : L Only n/a Span: 1 : +D+L n/a .Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C iCLx CCCMCF rt Shear ValuesMax Stress Ratios M CDV fbM fvF'b V F'vSegment Length Cfu D Only 0.0 0.00 0.00.0 1.00Length = 12.50 ft 1 0.114 0.076 0.90 1.000 1.001.00 1.00 3.05 296.3 2,610.0 0.83 261.01.00 19.91.00 1.00+D+L 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 12.50 ft 1 0.417 0.279 1.00 1.000 1.001.00 1.00 12.42 1,208.1 2,900.0 3.37 290.01.00 81.01.00 1.00+D+0.750L 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 12.50 ft 1 0.270 0.181 1.25 1.000 1.001.00 1.00 10.08 980.1 3,625.0 2.73 362.51.00 65.71.00 1.00+0.60D 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 12.50 ft 1 0.038 0.026 1.60 1.000 1.001.00 1.00 1.83 177.8 4,640.0 0.50 464.01.00 11.91.00 . B15/35 Wood Beam LIC# : KW-06015928, Build:20.23.2.14 RB Engineers, Inc.(c) ENERCALC INC 1983-2022 DESCRIPTION:BM #5 Kirkland, WA 98033 Project File: Canopy Century 2550-ST.ec6 Project Title:Canopy Century 2550-STEngineer:Project ID: Printed: 29 MAR 2023, 2:57PM Project Descr: Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+L 1 0.2398 6.296 0.0000 0.000 Location in SpanMax. Downward Defl Location in SpanLoad Combination Span Max. Upward Defl Maximum Deflections for Load Combinations D Only 1 0.0588 6.296 0.0000 0.000in ftinft +D+L 1 0.2398 6.296 0.0000 0.000in ftinft +D+0.750L 1 0.1946 6.296 0.0000 0.000in ftinft +0.60D 1 0.0353 6.296 0.0000 0.000in ftinftL Only 1 0.1810 6.296 0.0000 0.000in ftinft . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Max Upward from all Load Conditions 3.975 3.975 Max Upward from Load Combinations 3.975 3.975 Max Upward from Load Cases 3.000 3.000 D Only 0.975 0.975 +D+L 3.975 3.975 +D+0.750L 3.225 3.225 +0.60D 0.585 0.585 L Only 3.000 3.000 . B16/35 Wood Beam LIC# : KW-06015928, Build:20.23.2.14 RB Engineers, Inc.(c) ENERCALC INC 1983-2022 DESCRIPTION:BM #5 Kirkland, WA 98033 Project File: Canopy Century 2550-ST.ec6 Project Title:Canopy Century 2550-STEngineer:Project ID: Printed: 29 MAR 2023, 2:57PM Project Descr: B17/35 Wood Beam LIC# : KW-06015928, Build:20.23.2.14 RB Engineers, Inc.(c) ENERCALC INC 1983-2022 DESCRIPTION:BM #6 Kirkland, WA 98033 Project File: Canopy Century 2550-ST.ec6 Project Title:Canopy Century 2550-STEngineer:Project ID: Printed: 29 MAR 2023, 2:58PM Project Descr: CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design DF/DF 24F-V4 2400 1850 1650 650 1800 950 265 1100 31.21 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity 1600ksi 850ksi Ebend- yy Eminbend - yy Ebend- xx ksi Density pcf Load Combination :ASCE 7-16 .Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load : D = 0.0130, L = 0.040 ksf, Tributary Width = 1.0 ft Point Load : D = 1.0, L = 3.0 k @ 3.0 ft .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.420: 1 Load Combination +D+L Span # where maximum occurs Span # 1 Location of maximum on span 3.000ft 64.23 psi= = 2,400.00psi 5.50 X 9.0Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+L = = = 265.00 psi== Section used for this span 5.50 X 9.0 Maximum Shear Stress Ratio 0.242 : 1 0.000 ft= = 1,008.24psi Maximum Deflection 0 <360 1319Ratio =0 <240 Max Downward Transient Deflection 0.041 in 1758Ratio =>=360 Max Upward Transient Deflection 0 in Ratio = Max Downward Total Deflection 0.055 in Ratio =>=240 Max Upward Total Deflection 0 in fb: Actual F'b fv: Actual F'v Span: 1 : L Only n/a Span: 1 : +D+L n/a .Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C iCLx CCCMCF rt Shear ValuesMax Stress Ratios M CDV fbM fvF'b V F'vSegment Length Cfu D Only 0.0 0.00 0.00.0 1.00Length = 6.0 ft 1 0.117 0.067 0.90 1.000 1.001.00 1.00 1.56 251.9 2,160.0 0.53 238.51.00 16.01.00 1.00+D+L 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 6.0 ft 1 0.420 0.242 1.00 1.000 1.001.00 1.00 6.24 1,008.2 2,400.0 2.12 265.01.00 64.21.00 1.00+D+0.750L 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 6.0 ft 1 0.273 0.158 1.25 1.000 1.001.00 1.00 5.07 819.2 3,000.0 1.72 331.31.00 52.21.00 1.00+0.60D 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 6.0 ft 1 0.039 0.023 1.60 1.000 1.001.00 1.00 0.94 151.1 3,840.0 0.32 424.01.00 9.61.00 . B18/35 Wood Beam LIC# : KW-06015928, Build:20.23.2.14 RB Engineers, Inc.(c) ENERCALC INC 1983-2022 DESCRIPTION:BM #6 Kirkland, WA 98033 Project File: Canopy Century 2550-ST.ec6 Project Title:Canopy Century 2550-STEngineer:Project ID: Printed: 29 MAR 2023, 2:58PM Project Descr: Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+L 1 0.0546 3.022 0.0000 0.000 Location in SpanMax. Downward Defl Location in SpanLoad Combination Span Max. Upward Defl Maximum Deflections for Load Combinations D Only 1 0.0136 3.022 0.0000 0.000in ftinft +D+L 1 0.0546 3.022 0.0000 0.000in ftinft +D+0.750L 1 0.0443 3.022 0.0000 0.000in ftinft +0.60D 1 0.0082 3.022 0.0000 0.000in ftinftL Only 1 0.0410 3.022 0.0000 0.000in ftinft . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Max Upward from all Load Conditions 2.159 2.159 Max Upward from Load Combinations 2.159 2.159 Max Upward from Load Cases 1.620 1.620 D Only 0.539 0.539 +D+L 2.159 2.159 +D+0.750L 1.754 1.754 +0.60D 0.323 0.323 L Only 1.620 1.620 . B19/35 Wood Beam LIC# : KW-06015928, Build:20.23.2.14 RB Engineers, Inc.(c) ENERCALC INC 1983-2022 DESCRIPTION:BM #6 Kirkland, WA 98033 Project File: Canopy Century 2550-ST.ec6 Project Title:Canopy Century 2550-STEngineer:Project ID: Printed: 29 MAR 2023, 2:58PM Project Descr: B20/35 Wood Beam LIC# : KW-06015928, Build:20.23.2.14 RB Engineers, Inc.(c) ENERCALC INC 1983-2022 DESCRIPTION:BM #7 Kirkland, WA 98033 Project File: Canopy Century 2550-ST.ec6 Project Title:Canopy Century 2550-STEngineer:Project ID: Printed: 29 MAR 2023, 3:01PM Project Descr: CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design iLevel Truss Joist Parallam PSL 2.0E 2,900.0 2,900.0 2,900.0 750.0 2,000.0 1,016.54 290.0 2,025.0 45.070 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :ASCE 7-16 .Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load : D = 0.020, L = 0.060 ksf, Tributary Width = 2.0 ft Uniform Load : D = 0.0130, L = 0.0250 ksf, Tributary Width = 2.0 ft .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.312: 1 Load Combination +D+L Span # where maximum occurs Span # 1 Location of maximum on span 7.250ft 53.64 psi= = 2,900.00psi 3.50 X 11.875Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+L = = = 290.00 psi== Section used for this span 3.50 X 11.875 Maximum Shear Stress Ratio 0.185 : 1 0.000 ft= = 904.81psi Maximum Deflection 0 <360 719Ratio =0 <240 Max Downward Transient Deflection 0.174 in 999Ratio =>=360 Max Upward Transient Deflection 0 in Ratio = Max Downward Total Deflection 0.242 in Ratio =>=240 Max Upward Total Deflection 0 in fb: Actual F'b fv: Actual F'v Span: 1 : L Only n/a Span: 1 : +D+L n/a .Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C iCLx CCCMCF rt Shear ValuesMax Stress Ratios M CDV fbM fvF'b V F'vSegment Length Cfu D Only 0.0 0.00 0.00.0 1.00Length = 14.50 ft 1 0.097 0.057 0.90 1.000 1.001.00 1.00 1.73 253.0 2,610.0 0.42 261.01.00 15.01.00 1.00+D+L 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 14.50 ft 1 0.312 0.185 1.00 1.000 1.001.00 1.00 6.20 904.8 2,900.0 1.49 290.01.00 53.61.00 1.00+D+0.750L 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 14.50 ft 1 0.205 0.121 1.25 1.000 1.001.00 1.00 5.09 741.9 3,625.0 1.22 362.51.00 44.01.00 1.00+0.60D 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 14.50 ft 1 0.033 0.019 1.60 1.000 1.001.00 1.00 1.04 151.8 4,640.0 0.25 464.01.00 9.01.00 . B21/35 Wood Beam LIC# : KW-06015928, Build:20.23.2.14 RB Engineers, Inc.(c) ENERCALC INC 1983-2022 DESCRIPTION:BM #7 Kirkland, WA 98033 Project File: Canopy Century 2550-ST.ec6 Project Title:Canopy Century 2550-STEngineer:Project ID: Printed: 29 MAR 2023, 3:01PM Project Descr: Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+L 1 0.2417 7.303 0.0000 0.000 Location in SpanMax. Downward Defl Location in SpanLoad Combination Span Max. Upward Defl Maximum Deflections for Load Combinations D Only 1 0.0676 7.303 0.0000 0.000in ftinft +D+L 1 0.2417 7.303 0.0000 0.000in ftinft +D+0.750L 1 0.1982 7.303 0.0000 0.000in ftinft +0.60D 1 0.0406 7.303 0.0000 0.000in ftinftL Only 1 0.1741 7.303 0.0000 0.000in ftinft . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Max Upward from all Load Conditions 1.711 1.711 Max Upward from Load Combinations 1.711 1.711 Max Upward from Load Cases 1.233 1.233 D Only 0.479 0.479 +D+L 1.711 1.711 +D+0.750L 1.403 1.403 +0.60D 0.287 0.287 L Only 1.233 1.233 . B22/35 Wood Beam LIC# : KW-06015928, Build:20.23.2.14 RB Engineers, Inc.(c) ENERCALC INC 1983-2022 DESCRIPTION:BM #7 Kirkland, WA 98033 Project File: Canopy Century 2550-ST.ec6 Project Title:Canopy Century 2550-STEngineer:Project ID: Printed: 29 MAR 2023, 3:01PM Project Descr: B23/35 Wood Beam LIC# : KW-06015928, Build:20.23.2.14 RB Engineers, Inc.(c) ENERCALC INC 1983-2022 DESCRIPTION:BM #8 Kirkland, WA 98033 Project File: Canopy Century 2550-ST.ec6 Project Title:Canopy Century 2550-STEngineer:Project ID: Printed: 29 MAR 2023, 3:02PM Project Descr: CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design DF/DF 24F-V4 2400 1850 1650 650 1800 950 265 1100 31.21 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity 1600ksi 850ksi Ebend- yy Eminbend - yy Ebend- xx ksi Density pcf Load Combination :ASCE 7-16 .Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load : D = 0.020, L = 0.060 ksf, Tributary Width = 2.0 ft .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.283: 1 Load Combination +D+L Span # where maximum occurs Span # 1 Location of maximum on span 7.250ft 31.56 psi= = 2,400.00psi 5.50 X 9.0Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+L = = = 265.00 psi== Section used for this span 5.50 X 9.0 Maximum Shear Stress Ratio 0.119 : 1 0.000 ft== 679.60psi Maximum Deflection 0 <360 653Ratio =0 <240 Max Downward Transient Deflection 0.200 in 871Ratio =>=360 Max Upward Transient Deflection 0 in Ratio = Max Downward Total Deflection 0.266 in Ratio =>=240 Max Upward Total Deflection 0 in fb: Actual F'b fv: Actual F'v Span: 1 : L Only n/a Span: 1 : +D+L n/a .Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C iCLx CCCMCF rt Shear ValuesMax Stress Ratios M CDV fbM fvF'b V F'vSegment Length Cfu D Only 0.0 0.00 0.00.0 1.00Length = 14.50 ft 1 0.079 0.033 0.90 1.000 1.001.00 1.00 1.05 169.9 2,160.0 0.26 238.51.00 7.91.00 1.00+D+L 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 14.50 ft 1 0.283 0.119 1.00 1.000 1.001.00 1.00 4.21 679.6 2,400.0 1.04 265.01.00 31.61.00 1.00+D+0.750L 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 14.50 ft 1 0.184 0.077 1.25 1.000 1.001.00 1.00 3.42 552.2 3,000.0 0.85 331.31.00 25.61.00 1.00+0.60D 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 14.50 ft 1 0.027 0.011 1.60 1.000 1.001.00 1.00 0.63 101.9 3,840.0 0.16 424.01.00 4.71.00 . B24/35 Wood Beam LIC# : KW-06015928, Build:20.23.2.14 RB Engineers, Inc.(c) ENERCALC INC 1983-2022 DESCRIPTION:BM #8 Kirkland, WA 98033 Project File: Canopy Century 2550-ST.ec6 Project Title:Canopy Century 2550-STEngineer:Project ID: Printed: 29 MAR 2023, 3:02PM Project Descr: Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+L 1 0.2661 7.303 0.0000 0.000 Location in SpanMax. Downward Defl Location in SpanLoad Combination Span Max. Upward Defl Maximum Deflections for Load Combinations D Only 1 0.0665 7.303 0.0000 0.000in ftinft +D+L 1 0.2661 7.303 0.0000 0.000in ftinft +D+0.750L 1 0.2162 7.303 0.0000 0.000in ftinft +0.60D 1 0.0399 7.303 0.0000 0.000in ftinftL Only 1 0.1996 7.303 0.0000 0.000in ftinft . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Max Upward from all Load Conditions 1.160 1.160 Max Upward from Load Combinations 1.160 1.160 Max Upward from Load Cases 0.870 0.870 D Only 0.290 0.290 +D+L 1.160 1.160 +D+0.750L 0.943 0.943 +0.60D 0.174 0.174 L Only 0.870 0.870 . B25/35 Wood Beam LIC# : KW-06015928, Build:20.23.2.14 RB Engineers, Inc.(c) ENERCALC INC 1983-2022 DESCRIPTION:BM #8 Kirkland, WA 98033 Project File: Canopy Century 2550-ST.ec6 Project Title:Canopy Century 2550-STEngineer:Project ID: Printed: 29 MAR 2023, 3:02PM Project Descr: B26/35 Wood Beam LIC# : KW-06015928, Build:20.23.2.14 RB Engineers, Inc.(c) ENERCALC INC 1983-2022 DESCRIPTION:BM #9 Kirkland, WA 98033 Project File: Canopy Century 2550-ST.ec6 Project Title:Canopy Century 2550-STEngineer:Project ID: Printed: 29 MAR 2023, 3:14PM Project Descr: CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design iLevel Truss Joist Parallam PSL 2.0E 2900 2900 2900 750 2000 1016.535 290 2025 45.07 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :ASCE 7-16 .Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load : D = 0.020, L = 0.060 ksf, Tributary Width = 2.50 ft Uniform Load : D = 0.0130, L = 0.040 ksf, Tributary Width = 1.0 ft Uniform Load : D = 0.0130, L = 0.040 ksf, Extent = 9.50 -->> 19.50 ft, Tributary Width = 3.0 ft Point Load : D = 0.550, L = 1.650 k @ 6.0 ft Point Load : D = 0.250, L = 0.60 k @ 9.50 ft .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.449: 1 Load Combination +D+L Span # where maximum occurs Span # 1 Location of maximum on span 9.465ft 55.33 psi= = 2,900.00psi 10.50 X 11.875Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+L= = = 290.00 psi== Section used for this span 10.50 X 11.875 Maximum Shear Stress Ratio 0.191 : 1 0.000 ft= = 1,302.84psi Maximum Deflection 0 <360 380Ratio =0 <240 Max Downward Transient Deflection 0.459 in 509Ratio =>=360 Max Upward Transient Deflection 0 in Ratio = Max Downward Total Deflection 0.615 in Ratio =>=240 Max Upward Total Deflection 0 in fb: Actual F'b fv: Actual F'v Span: 1 : L Only n/a Span: 1 : +D+L n/a .Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C iCLx CCCMCF rt Shear ValuesMax Stress Ratios M CDV fbM fvF'b V F'vSegment Length Cfu D Only 0.0 0.00 0.00.0 1.00Length = 19.50 ft 1 0.128 0.054 0.90 1.000 1.001.00 1.00 6.85 333.1 2,610.0 1.16 261.01.00 14.01.00 1.00+D+L 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 19.50 ft 1 0.449 0.191 1.00 1.000 1.001.00 1.00 26.79 1,302.8 2,900.0 4.60 290.01.00 55.31.00 1.00+D+0.750L 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 19.50 ft 1 0.293 0.124 1.25 1.000 1.001.00 1.00 21.81 1,060.4 3,625.0 3.74 362.51.00 45.01.00 1.00+0.60D 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 B27/35 Wood Beam LIC# : KW-06015928, Build:20.23.2.14 RB Engineers, Inc.(c) ENERCALC INC 1983-2022 DESCRIPTION:BM #9 Kirkland, WA 98033 Project File: Canopy Century 2550-ST.ec6 Project Title:Canopy Century 2550-STEngineer:Project ID: Printed: 29 MAR 2023, 3:14PM Project Descr: Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C iCLx CCCMCF rt Shear ValuesMax Stress Ratios M CDV fbM fvF'b V F'vSegment Length Cfu 1.00Length = 19.50 ft 1 0.043 0.018 1.60 1.000 1.001.00 1.00 4.11 199.9 4,640.0 0.70 464.01.00 8.41.00 . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+L 1 0.6155 9.608 0.0000 0.000 Location in SpanMax. Downward Defl Location in SpanLoad Combination Span Max. Upward Defl Maximum Deflections for Load Combinations D Only 1 0.1566 9.608 0.0000 0.000in ftinft +D+L 1 0.6155 9.608 0.0000 0.000in ftinft +D+0.750L 1 0.5008 9.608 0.0000 0.000in ftinft+0.60D 1 0.0940 9.608 0.0000 0.000in ftinft L Only 1 0.4589 9.608 0.0000 0.000in ftinft . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Max Upward from all Load Conditions 4.833 4.740 Max Upward from Load Combinations 4.833 4.740 Max Upward from Load Cases 3.610 3.545 D Only 1.223 1.195 +D+L 4.833 4.740 +D+0.750L 3.931 3.854 +0.60D 0.734 0.717 L Only 3.610 3.545 . B28/35 Wood Beam LIC# : KW-06015928, Build:20.23.2.14 RB Engineers, Inc.(c) ENERCALC INC 1983-2022 DESCRIPTION:BM #9 Kirkland, WA 98033 Project File: Canopy Century 2550-ST.ec6 Project Title:Canopy Century 2550-STEngineer:Project ID: Printed: 29 MAR 2023, 3:14PM Project Descr: B29/35 Wood Beam LIC# : KW-06015928, Build:20.23.2.14 RB Engineers, Inc.(c) ENERCALC INC 1983-2022 DESCRIPTION:BM #10 Kirkland, WA 98033 Project File: Canopy Century 2550-ST.ec6 Project Title:Canopy Century 2550-STEngineer:Project ID: Printed: 29 MAR 2023, 4:25PM Project Descr: CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design DF/DF 24F-V4 2,400.0 1,850.0 1,650.0 650.0 1,800.0 950.0 265.0 1,100.0 31.210 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity 1,600.0ksi 850.0ksi Ebend- yy Eminbend - yy Ebend- xx ksi Density pcf Load Combination :ASCE 7-16 .Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load : D = 0.020, L = 0.060 ksf, Tributary Width = 2.50 ft Point Load : D = 2.10, L = 4.60 k @ 9.0 ft .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.756: 1 Load Combination +D+L Span # where maximum occurs Span # 1 Location of maximum on span 9.000ft 72.60 psi= = 2,400.00psi 6.750 X 15.0Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+L = = = 265.00 psi== Section used for this span 6.750 X 15.0 Maximum Shear Stress Ratio 0.274 : 1 16.752 ft= = 1,813.33psi Maximum Deflection 0 <360 390Ratio =0 <240 Max Downward Transient Deflection 0.388 in 556Ratio =>=360 Max Upward Transient Deflection 0 in Ratio = Max Downward Total Deflection 0.553 in Ratio =>=240 Max Upward Total Deflection 0 in fb: Actual F'b fv: Actual F'v Span: 1 : L Only n/a Span: 1 : +D+L n/a .Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C iCLx CCCMCF rt Shear ValuesMax Stress Ratios M CDV fbM fvF'b V F'vSegment Length Cfu D Only 0.0 0.00 0.00.0 1.00Length = 18.0 ft 1 0.252 0.089 0.90 1.000 1.001.00 1.00 11.48 544.0 2,160.0 1.44 238.51.00 21.31.00 1.00+D+L 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 18.0 ft 1 0.756 0.274 1.00 1.000 1.001.00 1.00 38.25 1,813.3 2,400.0 4.90 265.01.00 72.61.00 1.00+D+0.750L 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 18.0 ft 1 0.499 0.180 1.25 1.000 1.001.00 1.00 31.56 1,496.0 3,000.0 4.03 331.31.00 59.81.00 1.00+0.60D 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 18.0 ft 1 0.085 0.030 1.60 1.000 1.001.00 1.00 6.89 326.4 3,840.0 0.86 424.01.00 12.81.00 . B30/35 Wood Beam LIC# : KW-06015928, Build:20.23.2.14 RB Engineers, Inc.(c) ENERCALC INC 1983-2022 DESCRIPTION:BM #10 Kirkland, WA 98033 Project File: Canopy Century 2550-ST.ec6 Project Title:Canopy Century 2550-STEngineer:Project ID: Printed: 29 MAR 2023, 4:25PM Project Descr: Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+L 1 0.5529 9.066 0.0000 0.000 Location in SpanMax. Downward Defl Location in SpanLoad Combination Span Max. Upward Defl Maximum Deflections for Load Combinations D Only 1 0.1645 9.066 0.0000 0.000in ftinft +D+L 1 0.5529 9.066 0.0000 0.000in ftinft +D+0.750L 1 0.4558 9.066 0.0000 0.000in ftinft +0.60D 1 0.0987 9.066 0.0000 0.000in ftinftL Only 1 0.3885 9.066 0.0000 0.000in ftinft . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Max Upward from all Load Conditions 5.150 5.150 Max Upward from Load Combinations 5.150 5.150 Max Upward from Load Cases 3.650 3.650 D Only 1.500 1.500 +D+L 5.150 5.150 +D+0.750L 4.238 4.238 +0.60D 0.900 0.900 L Only 3.650 3.650 . B31/35 Wood Beam LIC# : KW-06015928, Build:20.23.2.14 RB Engineers, Inc.(c) ENERCALC INC 1983-2022 DESCRIPTION:BM #10 Kirkland, WA 98033 Project File: Canopy Century 2550-ST.ec6 Project Title:Canopy Century 2550-STEngineer:Project ID: Printed: 29 MAR 2023, 4:25PM Project Descr: B32/35 Wood Beam LIC# : KW-06015928, Build:20.23.2.14 RB Engineers, Inc.(c) ENERCALC INC 1983-2022 DESCRIPTION:BM #11 Kirkland, WA 98033 Project File: Canopy Century 2550-ST.ec6 Project Title:Canopy Century 2550-STEngineer:Project ID: Printed: 29 MAR 2023, 4:16PM Project Descr: CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design iLevel Truss Joist Parallam PSL 2.0E 2900 2900 2900 750 2000 1016.535 290 2025 45.07 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :ASCE 7-16 .Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load : D = 0.0130, L = 0.040 ksf, Tributary Width = 1.330 ft Point Load : D = 2.0, L = 3.80 k @ 2.50 ft .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.470: 1 Load Combination +D+L Span # where maximum occurs Span # 1 Location of maximum on span 2.566ft 135.65 psi= = 2,900.00psi 5.250 X 11.875Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+L = = = 290.00 psi== Section used for this span 5.250 X 11.875 Maximum Shear Stress Ratio 0.468 : 1 0.000 ft= = 1,364.28psi Maximum Deflection 0 <360 431Ratio =0 <240 Max Downward Transient Deflection 0.360 in 633Ratio =>=360 Max Upward Transient Deflection 0 in Ratio = Max Downward Total Deflection 0.528 in Ratio =>=240 Max Upward Total Deflection 0 in fb: Actual F'b fv: Actual F'v Span: 1 : L Only n/a Span: 1 : +D+L n/a .Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C iCLx CCCMCF rt Shear ValuesMax Stress Ratios M CDV fbM fvF'b V F'vSegment Length Cfu D Only 0.0 0.00 0.00.0 1.00Length = 19.0 ft 1 0.175 0.174 0.90 1.000 1.001.00 1.00 4.69 456.3 2,610.0 1.88 261.01.00 45.31.00 1.00+D+L 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 19.0 ft 1 0.470 0.468 1.00 1.000 1.001.00 1.00 14.03 1,364.3 2,900.0 5.64 290.01.00 135.71.00 1.00+D+0.750L 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 19.0 ft 1 0.314 0.312 1.25 1.000 1.001.00 1.00 11.69 1,137.2 3,625.0 4.70 362.51.00 113.11.00 1.00+0.60D 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 19.0 ft 1 0.059 0.059 1.60 1.000 1.001.00 1.00 2.82 273.8 4,640.0 1.13 464.01.00 27.21.00 . B33/35 Wood Beam LIC# : KW-06015928, Build:20.23.2.14 RB Engineers, Inc.(c) ENERCALC INC 1983-2022 DESCRIPTION:BM #11 Kirkland, WA 98033 Project File: Canopy Century 2550-ST.ec6 Project Title:Canopy Century 2550-STEngineer:Project ID: Printed: 29 MAR 2023, 4:16PM Project Descr: Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+L 1 0.5282 8.529 0.0000 0.000 Location in SpanMax. Downward Defl Location in SpanLoad Combination Span Max. Upward Defl Maximum Deflections for Load Combinations D Only 1 0.1682 8.460 0.0000 0.000in ftinft +D+L 1 0.5282 8.529 0.0000 0.000in ftinft +D+0.750L 1 0.4382 8.529 0.0000 0.000in ftinft +0.60D 1 0.1009 8.460 0.0000 0.000in ftinftL Only 1 0.3600 8.599 0.0000 0.000in ftinft . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Max Upward from all Load Conditions 5.706 1.433 Max Upward from Load Combinations 5.706 1.433 Max Upward from Load Cases 3.805 1.005 D Only 1.901 0.427 +D+L 5.706 1.433 +D+0.750L 4.755 1.181 +0.60D 1.141 0.256 L Only 3.805 1.005 . B34/35 Wood Beam LIC# : KW-06015928, Build:20.23.2.14 RB Engineers, Inc.(c) ENERCALC INC 1983-2022 DESCRIPTION:BM #11 Kirkland, WA 98033 Project File: Canopy Century 2550-ST.ec6 Project Title:Canopy Century 2550-STEngineer:Project ID: Printed: 29 MAR 2023, 4:16PM Project Descr: B35/35 F1/10F #1F #2F #3FOOTING KEY PLAN General Footing LIC# : KW-06015928, Build:20.23.2.14 RB Engineers, Inc.(c) ENERCALC INC 1983-2022 DESCRIPTION:F #1 Kirkland, WA 98033 Project File: Canopy Century 2550-ST.ec6 Project Title:Canopy Century 2550-STEngineer:Project ID: Printed: 11 APR 2023, 11:34AM Project Descr: 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 2.50 Analysis Settings 250.0 ksi No ksfAllowable Soil Bearing = = 2.50 40.0 3,122.0 145.0 =0.30Flexure=0.90 Shear = ValuesM 0.00180 Soil Passive Resistance (for Sliding) 1.0 = Increases based on footing plan dimension Add Pedestal Wt for Soil Pressure No: Use Pedestal wt for stability, mom & shear No: Allowable pressure increase per foot of depth =ksfwhen max. length or width is greater than =ft : = Add Ftg Wt for Soil Pressure Yes Yes:Use ftg wt for stability, moments & shears when footing base is below ft pcf Increase Bearing By Footing Weight =pcf Min. Overturning Safety Factor = : 1 Increases based on footing Depth0.750 = Soil/Concrete Friction Coeff. Ec : Concrete Elastic Modulus = =Footing base depth below soil surface ft =Allow press. increase per foot of depth ksf = : 11.0Min. Sliding Safety Factor = = Concrete Density = Min Allow % Temp Reinf. ksif'c : Concrete 28 day strength fy : Rebar Yield ksi Min Steel % Bending Reinf. Soil Density =110.0 pcf # Dimensions Width parallel to X-X Axis 4.0 ft Length parallel to Z-Z Axis = 4.0 ft =Pedestal dimensions...px : parallel to X-X Axis inpz : parallel to Z-Z Axis inHeight== in Footing Thickness = 12.0 in= Rebar Centerline to Edge of Concrete...=inat Bottom of footing 3.0 Reinforcing # Bars parallel to X-X Axis Reinforcing Bar Size = 4Number of Bars =7 Bars parallel to Z-Z Axis Reinforcing Bar Size =4Number of Bars =7 Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation n/a # Bars required within zone n/a # Bars required on each side of zone n/a Applied Loads 3.20 8.0 D Lr ksf L S P : Column LoadOB : Overburden =k W E M-zz V-x = =k V-z k M-xx = k-ft= k-ft H = F2/10 General Footing LIC# : KW-06015928, Build:20.23.2.14 RB Engineers, Inc.(c) ENERCALC INC 1983-2022 DESCRIPTION:F #1 Kirkland, WA 98033 Project File: Canopy Century 2550-ST.ec6 Project Title:Canopy Century 2550-STEngineer:Project ID: Printed: 11 APR 2023, 11:34AM Project Descr: 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 DESIGN SUMMARY Design OK Governing Load CombinationMin. Ratio Item Applied Capacity PASS 0.3380 Soil Bearing 0.8450 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 Uplift 0.0 k 0.0 k No Uplift PASS 0.2270 Z Flexure (+X)2.080 k-ft/ft 9.162 k-ft/ft +1.20D+1.60L PASS 0.2270 Z Flexure (-X)2.080 k-ft/ft 9.162 k-ft/ft +1.20D+1.60L PASS 0.2270 X Flexure (+Z)2.080 k-ft/ft 9.162 k-ft/ft +1.20D+1.60L PASS 0.2270 X Flexure (-Z)2.080 k-ft/ft 9.162 k-ft/ft +1.20D+1.60L PASS 0.1592 1-way Shear (+X)11.941 psi 75.0 psi +1.20D+1.60L PASS 0.1592 1-way Shear (-X)11.941 psi 75.0 psi +1.20D+1.60L PASS 0.1592 1-way Shear (+Z)11.941 psi 75.0 psi +1.20D+1.60L PASS 0.1592 1-way Shear (-Z)11.941 psi 75.0 psi +1.20D+1.60L PASS 0.3313 2-way Punching 49.694 psi 150.0 psi +1.20D+1.60L Detailed Results Rotation Axis &ZeccXecc Actual Soil Bearing Stress @ Location Actual / Allow Soil Bearing (in)Gross Allowable Bottom, -Z Top, +Z Left, -X Right, +X RatioLoad Combination... X-X, D Only 2.50 n/a0.3450 0.3450 n/a 0.1380.0n/a X-X, +D+L 2.50 n/a0.8450 0.8450 n/a 0.3380.0n/a X-X, +D+0.750L 2.50 n/a0.720 0.720 n/a 0.2880.0n/a X-X, +0.60D 2.50 n/a0.2070 0.2070 n/a 0.0830.0n/a Z-Z, D Only 2.50 0.3450n/a n/a 0.3450 0.138n/a0.0 Z-Z, +D+L 2.50 0.8450n/a n/a 0.8450 0.338n/a0.0 Z-Z, +D+0.750L 2.50 0.720n/a n/a 0.720 0.288n/a0.0 Z-Z, +0.60D 2.50 0.2070n/a n/a 0.2070 0.083n/a0.0 Rotation Axis & Overturning Stability Load Combination...StatusOverturning Moment Resisting Moment Stability Ratio Footing Has NO Overturning Force Application Axis Sliding Stability All units k Load Combination...StatusSliding Force Resisting Force Stability Ratio Footing Has NO Sliding Flexure Axis & Load Combination in^2 in^2 in^2 k-ft As Req'd Footing Flexure Tension k-ft Actual As StatusMuSide Surface Gvrn. As Phi*Mn X-X, +1.40D 0.560 +Z Bottom 0.2592 AsMin 0.350 9.162 OK X-X, +1.40D 0.560 -Z Bottom 0.2592 AsMin 0.350 9.162 OK X-X, +1.20D+1.60L 2.080 +Z Bottom 0.2592 AsMin 0.350 9.162 OK X-X, +1.20D+1.60L 2.080 -Z Bottom 0.2592 AsMin 0.350 9.162 OK X-X, +1.20D+L 1.480 +Z Bottom 0.2592 AsMin 0.350 9.162 OK X-X, +1.20D+L 1.480 -Z Bottom 0.2592 AsMin 0.350 9.162 OK X-X, +1.20D 0.480 +Z Bottom 0.2592 AsMin 0.350 9.162 OK X-X, +1.20D 0.480 -Z Bottom 0.2592 AsMin 0.350 9.162 OK X-X, +0.90D 0.360 +Z Bottom 0.2592 AsMin 0.350 9.162 OK X-X, +0.90D 0.360 -Z Bottom 0.2592 AsMin 0.350 9.162 OK Z-Z, +1.40D 0.560 -X Bottom 0.2592 AsMin 0.350 9.162 OK Z-Z, +1.40D 0.560 +X Bottom 0.2592 AsMin 0.350 9.162 OK Z-Z, +1.20D+1.60L 2.080 -X Bottom 0.2592 AsMin 0.350 9.162 OK Z-Z, +1.20D+1.60L 2.080 +X Bottom 0.2592 AsMin 0.350 9.162 OK Z-Z, +1.20D+L 1.480 -X Bottom 0.2592 AsMin 0.350 9.162 OK Z-Z, +1.20D+L 1.480 +X Bottom 0.2592 AsMin 0.350 9.162 OK Z-Z, +1.20D 0.480 -X Bottom 0.2592 AsMin 0.350 9.162 OK F3/10 General Footing LIC# : KW-06015928, Build:20.23.2.14 RB Engineers, Inc.(c) ENERCALC INC 1983-2022 DESCRIPTION:F #1 Kirkland, WA 98033 Project File: Canopy Century 2550-ST.ec6 Project Title:Canopy Century 2550-STEngineer:Project ID: Printed: 11 APR 2023, 11:34AM Project Descr: Flexure Axis & Load Combination in^2 in^2 in^2 k-ft As Req'd Footing Flexure Tension k-ft Actual As StatusMuSide Surface Gvrn. As Phi*Mn Z-Z, +1.20D 0.480 +X Bottom 0.2592 AsMin 0.350 9.162 OK Z-Z, +0.90D 0.360 -X Bottom 0.2592 AsMin 0.350 9.162 OK Z-Z, +0.90D 0.360 +X Bottom 0.2592 AsMin 0.350 9.162 OK One Way Shear Vu @ +XLoad Combination...Vu @ -X Vu @ -Z Vu @ +Z Vu:Max Vu / Phi*VnPhi Vn Status +1.40D 3.22 3.22 3.22 3.22 3.22 75.00 0.04psipsipsipsipsipsi OK +1.20D+1.60L 11.94 11.94 11.94 11.94 11.94 75.00 0.16psipsipsipsipsipsi OK +1.20D+L 8.50 8.50 8.50 8.50 8.50 75.00 0.11psipsipsipsipsipsi OK +1.20D 2.76 2.76 2.76 2.76 2.76 75.00 0.04psipsipsipsipsipsi OK +0.90D 2.07 2.07 2.07 2.07 2.07 75.00 0.03psipsipsipsipsipsi OK Vu / Phi*Vn Two-Way "Punching" Shear All units k StatusVuPhi*VnLoad Combination... +1.40D 13.38 150.00 0.08919 OKpsipsi +1.20D+1.60L 49.69 150.00 0.3313 OKpsipsi +1.20D+L 35.36 150.00 0.2357 OKpsipsi +1.20D 11.47 150.00 0.07645 OKpsipsi +0.90D 8.60 150.00 0.05734 OKpsipsi F4/10 General Footing LIC# : KW-06015928, Build:20.23.2.14 RB Engineers, Inc.(c) ENERCALC INC 1983-2022 DESCRIPTION:F #2 Kirkland, WA 98033 Project File: Canopy Century 2550-ST.ec6 Project Title:Canopy Century 2550-STEngineer:Project ID: Printed: 11 APR 2023, 11:35AM Project Descr: 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 2.50 Analysis Settings 250.0 ksi No ksfAllowable Soil Bearing = = 2.50 40.0 3,122.0 145.0 =0.30Flexure=0.90 Shear = ValuesM 0.00180 Soil Passive Resistance (for Sliding) 1.0 = Increases based on footing plan dimension Add Pedestal Wt for Soil Pressure No: Use Pedestal wt for stability, mom & shear No: Allowable pressure increase per foot of depth =ksfwhen max. length or width is greater than =ft : = Add Ftg Wt for Soil Pressure Yes Yes:Use ftg wt for stability, moments & shears when footing base is below ft pcf Increase Bearing By Footing Weight =pcf Min. Overturning Safety Factor = : 1 Increases based on footing Depth0.750 = Soil/Concrete Friction Coeff. Ec : Concrete Elastic Modulus = =Footing base depth below soil surface ft =Allow press. increase per foot of depth ksf = : 11.0Min. Sliding Safety Factor = = Concrete Density = Min Allow % Temp Reinf. ksif'c : Concrete 28 day strength fy : Rebar Yield ksi Min Steel % Bending Reinf. Soil Density =110.0 pcf # Dimensions Width parallel to X-X Axis 2.50 ft Length parallel to Z-Z Axis = 2.50 ft =Pedestal dimensions...px : parallel to X-X Axis inpz : parallel to Z-Z Axis inHeight== in Footing Thickness = 8.0 in= Rebar Centerline to Edge of Concrete...=inat Bottom of footing 3.0 Reinforcing # Bars parallel to X-X Axis Reinforcing Bar Size = 4Number of Bars =4 Bars parallel to Z-Z Axis Reinforcing Bar Size =4Number of Bars =4 Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation n/a # Bars required within zone n/a # Bars required on each side of zone n/a Applied Loads 2.20 4.50 D Lr ksf L S P : Column LoadOB : Overburden =k W E M-zz V-x = =k V-z k M-xx = k-ft= k-ft H = F5/10 General Footing LIC# : KW-06015928, Build:20.23.2.14 RB Engineers, Inc.(c) ENERCALC INC 1983-2022 DESCRIPTION:F #2 Kirkland, WA 98033 Project File: Canopy Century 2550-ST.ec6 Project Title:Canopy Century 2550-STEngineer:Project ID: Printed: 11 APR 2023, 11:35AM Project Descr: 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 DESIGN SUMMARY Design OK Governing Load CombinationMin. Ratio Item Applied Capacity PASS 0.4676 Soil Bearing 1.169 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 Uplift 0.0 k 0.0 k No Uplift PASS 0.2698 Z Flexure (+X)1.230 k-ft/ft 4.559 k-ft/ft +1.20D+1.60L PASS 0.2698 Z Flexure (-X)1.230 k-ft/ft 4.559 k-ft/ft +1.20D+1.60L PASS 0.2698 X Flexure (+Z)1.230 k-ft/ft 4.559 k-ft/ft +1.20D+1.60L PASS 0.2698 X Flexure (-Z)1.230 k-ft/ft 4.559 k-ft/ft +1.20D+1.60L PASS 0.2886 1-way Shear (+X)21.648 psi 75.0 psi +1.20D+1.60L PASS 0.2886 1-way Shear (-X)21.648 psi 75.0 psi +1.20D+1.60L PASS 0.2886 1-way Shear (+Z)21.648 psi 75.0 psi +1.20D+1.60L PASS 0.2886 1-way Shear (-Z)21.648 psi 75.0 psi +1.20D+1.60L PASS 0.6392 2-way Punching 95.881 psi 150.0 psi +1.20D+1.60L Detailed Results Rotation Axis &ZeccXecc Actual Soil Bearing Stress @ Location Actual / Allow Soil Bearing (in)Gross Allowable Bottom, -Z Top, +Z Left, -X Right, +X RatioLoad Combination... X-X, D Only 2.50 n/a0.4487 0.4487 n/a 0.1800.0n/a X-X, +D+L 2.50 n/a1.169 1.169 n/a 0.4680.0n/a X-X, +D+0.750L 2.50 n/a0.9887 0.9887 n/a 0.3960.0n/a X-X, +0.60D 2.50 n/a0.2692 0.2692 n/a 0.1080.0n/a Z-Z, D Only 2.50 0.4487n/a n/a 0.4487 0.180n/a0.0 Z-Z, +D+L 2.50 1.169n/a n/a 1.169 0.468n/a0.0 Z-Z, +D+0.750L 2.50 0.9887n/a n/a 0.9887 0.396n/a0.0 Z-Z, +0.60D 2.50 0.2692n/a n/a 0.2692 0.108n/a0.0 Rotation Axis & Overturning Stability Load Combination...StatusOverturning Moment Resisting Moment Stability Ratio Footing Has NO Overturning Force Application Axis Sliding Stability All units k Load Combination...StatusSliding Force Resisting Force Stability Ratio Footing Has NO Sliding Flexure Axis & Load Combination in^2 in^2 in^2 k-ft As Req'd Footing Flexure Tension k-ft Actual As StatusMuSide Surface Gvrn. As Phi*Mn X-X, +1.40D 0.3850 +Z Bottom 0.1728 AsMin 0.320 4.559 OK X-X, +1.40D 0.3850 -Z Bottom 0.1728 AsMin 0.320 4.559 OK X-X, +1.20D+1.60L 1.230 +Z Bottom 0.1728 AsMin 0.320 4.559 OK X-X, +1.20D+1.60L 1.230 -Z Bottom 0.1728 AsMin 0.320 4.559 OK X-X, +1.20D+L 0.8925 +Z Bottom 0.1728 AsMin 0.320 4.559 OK X-X, +1.20D+L 0.8925 -Z Bottom 0.1728 AsMin 0.320 4.559 OK X-X, +1.20D 0.330 +Z Bottom 0.1728 AsMin 0.320 4.559 OK X-X, +1.20D 0.330 -Z Bottom 0.1728 AsMin 0.320 4.559 OK X-X, +0.90D 0.2475 +Z Bottom 0.1728 AsMin 0.320 4.559 OK X-X, +0.90D 0.2475 -Z Bottom 0.1728 AsMin 0.320 4.559 OK Z-Z, +1.40D 0.3850 -X Bottom 0.1728 AsMin 0.320 4.559 OK Z-Z, +1.40D 0.3850 +X Bottom 0.1728 AsMin 0.320 4.559 OK Z-Z, +1.20D+1.60L 1.230 -X Bottom 0.1728 AsMin 0.320 4.559 OK Z-Z, +1.20D+1.60L 1.230 +X Bottom 0.1728 AsMin 0.320 4.559 OK Z-Z, +1.20D+L 0.8925 -X Bottom 0.1728 AsMin 0.320 4.559 OK Z-Z, +1.20D+L 0.8925 +X Bottom 0.1728 AsMin 0.320 4.559 OK Z-Z, +1.20D 0.330 -X Bottom 0.1728 AsMin 0.320 4.559 OK F6/10 General Footing LIC# : KW-06015928, Build:20.23.2.14 RB Engineers, Inc.(c) ENERCALC INC 1983-2022 DESCRIPTION:F #2 Kirkland, WA 98033 Project File: Canopy Century 2550-ST.ec6 Project Title:Canopy Century 2550-STEngineer:Project ID: Printed: 11 APR 2023, 11:35AM Project Descr: Flexure Axis & Load Combination in^2 in^2 in^2 k-ft As Req'd Footing Flexure Tension k-ft Actual As StatusMuSide Surface Gvrn. As Phi*Mn Z-Z, +1.20D 0.330 +X Bottom 0.1728 AsMin 0.320 4.559 OK Z-Z, +0.90D 0.2475 -X Bottom 0.1728 AsMin 0.320 4.559 OK Z-Z, +0.90D 0.2475 +X Bottom 0.1728 AsMin 0.320 4.559 OK One Way Shear Vu @ +XLoad Combination...Vu @ -X Vu @ -Z Vu @ +Z Vu:Max Vu / Phi*VnPhi Vn Status +1.40D 6.78 6.78 6.78 6.78 6.78 75.00 0.09psipsipsipsipsipsi OK +1.20D+1.60L 21.65 21.65 21.65 21.65 21.65 75.00 0.29psipsipsipsipsipsi OK +1.20D+L 15.71 15.71 15.71 15.71 15.71 75.00 0.21psipsipsipsipsipsi OK +1.20D 5.81 5.81 5.81 5.81 5.81 75.00 0.08psipsipsipsipsipsi OK +0.90D 4.36 4.36 4.36 4.36 4.36 75.00 0.06psipsipsipsipsipsi OK Vu / Phi*Vn Two-Way "Punching" Shear All units k StatusVuPhi*VnLoad Combination... +1.40D 30.01 150.00 0.2001 OKpsipsi +1.20D+1.60L 95.88 150.00 0.6392 OKpsipsi +1.20D+L 69.57 150.00 0.4638 OKpsipsi +1.20D 25.72 150.00 0.1715 OKpsipsi +0.90D 19.29 150.00 0.1286 OKpsipsi F7/10 General Footing LIC# : KW-06015928, Build:20.23.2.14 RB Engineers, Inc.(c) ENERCALC INC 1983-2022 DESCRIPTION:F #3 Kirkland, WA 98033 Project File: Canopy Century 2550-ST.ec6 Project Title:Canopy Century 2550-STEngineer:Project ID: Printed: 11 APR 2023, 11:36AM Project Descr: 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 2.50 Analysis Settings 250.0 ksi No ksfAllowable Soil Bearing = = 2.50 40.0 3,122.0 145.0 =0.30Flexure=0.90 Shear = ValuesM 0.00180 Soil Passive Resistance (for Sliding) 1.0 = Increases based on footing plan dimension Add Pedestal Wt for Soil Pressure No: Use Pedestal wt for stability, mom & shear No: Allowable pressure increase per foot of depth =ksfwhen max. length or width is greater than =ft : = Add Ftg Wt for Soil Pressure Yes Yes:Use ftg wt for stability, moments & shears when footing base is below ft pcf Increase Bearing By Footing Weight =pcf Min. Overturning Safety Factor = : 1 Increases based on footing Depth0.750 = Soil/Concrete Friction Coeff. Ec : Concrete Elastic Modulus = =Footing base depth below soil surface ft =Allow press. increase per foot of depth ksf = : 11.0Min. Sliding Safety Factor = = Concrete Density = Min Allow % Temp Reinf. ksif'c : Concrete 28 day strength fy : Rebar Yield ksi Min Steel % Bending Reinf. Soil Density =110.0 pcf # Dimensions Width parallel to X-X Axis 2.0 ft Length parallel to Z-Z Axis = 2.0 ft =Pedestal dimensions...px : parallel to X-X Axis inpz : parallel to Z-Z Axis inHeight== in Footing Thickness = 8.0 in= Rebar Centerline to Edge of Concrete...=inat Bottom of footing 3.0 Reinforcing # Bars parallel to X-X Axis Reinforcing Bar Size = 4Number of Bars =3 Bars parallel to Z-Z Axis Reinforcing Bar Size =4Number of Bars =3 Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation n/a # Bars required within zone n/a # Bars required on each side of zone n/a Applied Loads 0.80 2.40 D Lr ksf L S P : Column LoadOB : Overburden =k W E M-zz V-x = =k V-z k M-xx = k-ft= k-ft H = F8/10 General Footing LIC# : KW-06015928, Build:20.23.2.14 RB Engineers, Inc.(c) ENERCALC INC 1983-2022 DESCRIPTION:F #3 Kirkland, WA 98033 Project File: Canopy Century 2550-ST.ec6 Project Title:Canopy Century 2550-STEngineer:Project ID: Printed: 11 APR 2023, 11:36AM Project Descr: 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 DESIGN SUMMARY Design OK Governing Load CombinationMin. Ratio Item Applied Capacity PASS 0.3587 Soil Bearing 0.8967 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 Uplift 0.0 k 0.0 k No Uplift PASS 0.1399 Z Flexure (+X)0.60 k-ft/ft 4.288 k-ft/ft +1.20D+1.60L PASS 0.1399 Z Flexure (-X)0.60 k-ft/ft 4.288 k-ft/ft +1.20D+1.60L PASS 0.1399 X Flexure (+Z)0.60 k-ft/ft 4.288 k-ft/ft +1.20D+1.60L PASS 0.1399 X Flexure (-Z)0.60 k-ft/ft 4.288 k-ft/ft +1.20D+1.60L PASS 0.1547 1-way Shear (+X)11.60 psi 75.0 psi +1.20D+1.60L PASS 0.1547 1-way Shear (-X)11.60 psi 75.0 psi +1.20D+1.60L PASS 0.1547 1-way Shear (+Z)11.60 psi 75.0 psi +1.20D+1.60L PASS 0.1547 1-way Shear (-Z)11.60 psi 75.0 psi +1.20D+1.60L PASS 0.3072 2-way Punching 46.080 psi 150.0 psi +1.20D+1.60L Detailed Results Rotation Axis &ZeccXecc Actual Soil Bearing Stress @ Location Actual / Allow Soil Bearing (in)Gross Allowable Bottom, -Z Top, +Z Left, -X Right, +X RatioLoad Combination... X-X, D Only 2.50 n/a0.2967 0.2967 n/a 0.1190.0n/a X-X, +D+L 2.50 n/a0.8967 0.8967 n/a 0.3590.0n/a X-X, +D+0.750L 2.50 n/a0.7467 0.7467 n/a 0.2990.0n/a X-X, +0.60D 2.50 n/a0.1780 0.1780 n/a 0.0710.0n/a Z-Z, D Only 2.50 0.2967n/a n/a 0.2967 0.119n/a0.0 Z-Z, +D+L 2.50 0.8967n/a n/a 0.8967 0.359n/a0.0 Z-Z, +D+0.750L 2.50 0.7467n/a n/a 0.7467 0.299n/a0.0 Z-Z, +0.60D 2.50 0.1780n/a n/a 0.1780 0.071n/a0.0 Rotation Axis & Overturning Stability Load Combination...StatusOverturning Moment Resisting Moment Stability Ratio Footing Has NO Overturning Force Application Axis Sliding Stability All units k Load Combination...StatusSliding Force Resisting Force Stability Ratio Footing Has NO Sliding Flexure Axis & Load Combination in^2 in^2 in^2 k-ft As Req'd Footing Flexure Tension k-ft Actual As StatusMuSide Surface Gvrn. As Phi*Mn X-X, +1.40D 0.140 +Z Bottom 0.1728 AsMin 0.30 4.288 OK X-X, +1.40D 0.140 -Z Bottom 0.1728 AsMin 0.30 4.288 OK X-X, +1.20D+1.60L 0.60 +Z Bottom 0.1728 AsMin 0.30 4.288 OK X-X, +1.20D+1.60L 0.60 -Z Bottom 0.1728 AsMin 0.30 4.288 OK X-X, +1.20D+L 0.420 +Z Bottom 0.1728 AsMin 0.30 4.288 OK X-X, +1.20D+L 0.420 -Z Bottom 0.1728 AsMin 0.30 4.288 OK X-X, +1.20D 0.120 +Z Bottom 0.1728 AsMin 0.30 4.288 OK X-X, +1.20D 0.120 -Z Bottom 0.1728 AsMin 0.30 4.288 OK X-X, +0.90D 0.090 +Z Bottom 0.1728 AsMin 0.30 4.288 OK X-X, +0.90D 0.090 -Z Bottom 0.1728 AsMin 0.30 4.288 OK Z-Z, +1.40D 0.140 -X Bottom 0.1728 AsMin 0.30 4.288 OK Z-Z, +1.40D 0.140 +X Bottom 0.1728 AsMin 0.30 4.288 OK Z-Z, +1.20D+1.60L 0.60 -X Bottom 0.1728 AsMin 0.30 4.288 OK Z-Z, +1.20D+1.60L 0.60 +X Bottom 0.1728 AsMin 0.30 4.288 OK Z-Z, +1.20D+L 0.420 -X Bottom 0.1728 AsMin 0.30 4.288 OK Z-Z, +1.20D+L 0.420 +X Bottom 0.1728 AsMin 0.30 4.288 OK Z-Z, +1.20D 0.120 -X Bottom 0.1728 AsMin 0.30 4.288 OK F9/10 General Footing LIC# : KW-06015928, Build:20.23.2.14 RB Engineers, Inc.(c) ENERCALC INC 1983-2022 DESCRIPTION:F #3 Kirkland, WA 98033 Project File: Canopy Century 2550-ST.ec6 Project Title:Canopy Century 2550-STEngineer:Project ID: Printed: 11 APR 2023, 11:36AM Project Descr: Flexure Axis & Load Combination in^2 in^2 in^2 k-ft As Req'd Footing Flexure Tension k-ft Actual As StatusMuSide Surface Gvrn. As Phi*Mn Z-Z, +1.20D 0.120 +X Bottom 0.1728 AsMin 0.30 4.288 OK Z-Z, +0.90D 0.090 -X Bottom 0.1728 AsMin 0.30 4.288 OK Z-Z, +0.90D 0.090 +X Bottom 0.1728 AsMin 0.30 4.288 OK One Way Shear Vu @ +XLoad Combination...Vu @ -X Vu @ -Z Vu @ +Z Vu:Max Vu / Phi*VnPhi Vn Status +1.40D 2.71 2.71 2.71 2.71 2.71 75.00 0.04psipsipsipsipsipsi OK +1.20D+1.60L 11.60 11.60 11.60 11.60 11.60 75.00 0.15psipsipsipsipsipsi OK +1.20D+L 8.12 8.12 8.12 8.12 8.12 75.00 0.11psipsipsipsipsipsi OK +1.20D 2.32 2.32 2.32 2.32 2.32 75.00 0.03psipsipsipsipsipsi OK +0.90D 1.74 1.74 1.74 1.74 1.74 75.00 0.02psipsipsipsipsipsi OK Vu / Phi*Vn Two-Way "Punching" Shear All units k StatusVuPhi*VnLoad Combination... +1.40D 10.75 150.00 0.07168 OKpsipsi +1.20D+1.60L 46.08 150.00 0.3072 OKpsipsi +1.20D+L 32.26 150.00 0.215 OKpsipsi +1.20D 9.22 150.00 0.06144 OKpsipsi +0.90D 6.91 150.00 0.04608 OKpsipsi F10/10 Cantilevered Retaining Wall LIC# : KW-06015928, Build:20.23.2.14 RB Engineers, Inc.(c) ENERCALC INC 1983-2022 Kirkland, WA 98033 Project File: Canopy L-shaped Ret. Wall.ec6 Project Title:Century CanopyEngineer:Project ID: Printed: 11 APR 2023, 11:06AM Project Descr: = R1/36 Cantilevered Retaining Wall LIC# : KW-06015928, Build:20.23.2.14 RB Engineers, Inc.(c) ENERCALC INC 1983-2022 DESCRIPTION:L Shape Ret Wall 5' to bottom of Ftg W/ Slab Kirkland, WA 98033 Project File: Canopy L-shaped Ret. Wall.ec6 Project Title:Century CanopyEngineer:Project ID: Printed: 11 APR 2023, 11:06AM Project Descr: Code References Calculations per IBC 2018 1807.3, CBC 2019, ASCE 7-16 4.00 0.50 0.00 4.00 2,500.0 35.0 0.0 350.0 Criteria Soil Data Retained Height =ft Wall height above soil =ft Active Heel Pressure =psf/ftSlope Behind Wall Height of Soil over Toe in Water height over heel =ft = = 120.00=pcf = Soil Density, Heel =Passive Pressure =psf/ft Allow Soil Bearing =psf Soil Density, Toe 120.00 pcf Footing||Soil Friction =0.400 Soil height to ignorefor passive pressure =0.00 in Equivalent Fluid Pressure Method Surcharge Loads Adjacent Footing Load Load Type 0.0 Lateral Load =0.0 #/ft 0.0 0.0 0.00.0 Axial Load Applied to Stem Wall to Ftg CL Dist =0.00 ft Wind on Exposed Stem psf0.0= Lateral Load Applied to Stem Surcharge Over Heel =psf Adjacent Footing Load =0.0 lbs Axial Dead Load (Service Level) =lbs Footing Type Spread Footing Surcharge Over Toe Footing Width =0.00 ft...Height to Top =0.00 ft Eccentricity =0.00 in...Height to Bottom =0.00 ft Used To Resist Sliding & Overturning Used for Sliding & Overturning ==0.0 ft Axial Live Load = Base Above/Below Soil lbs = Axial Load Eccentricity ==Poisson's Ratio 0.350 at Back of Wall in (Service Level) Wind (W)= Earth Pressure Seismic Load Multiplier Used =8.000 (Multiplier used on soil density) Uniform Seismic Force =40.000 Total Seismic Force =200.000 Method : Uniform R2/36 Cantilevered Retaining Wall LIC# : KW-06015928, Build:20.23.2.14 RB Engineers, Inc.(c) ENERCALC INC 1983-2022 DESCRIPTION:L Shape Ret Wall 5' to bottom of Ftg W/ Slab Kirkland, WA 98033 Project File: Canopy L-shaped Ret. Wall.ec6 Project Title:Century CanopyEngineer:Project ID: Printed: 11 APR 2023, 11:06AM Project Descr: Design Summary Wall Stability RatiosOverturning =2.00 Global Stability =2.51 OK Slab Resists All Sliding ! Total Bearing Load =1,369 lbs...resultant ecc.=2.84 in Eccentricity within middle thirdSoil Pressure @ Toe =800 psf OK Soil Pressure @ Heel =194 psf OK Allowable =2,500 psfSoil Pressure Less Than Allowable ACI Factored @ Toe =1,119 psf ACI Factored @ Heel =272 psf Footing Shear @ Toe =2.5 psi OK Footing Shear @ Heel =5.5 psi OK Allowable =75.0 psi Sliding Calcs Lateral Sliding Force =577.5 lbs Masonry Block Type = Stem Construction Bottom Stem OK Shear.....Actual Design Height Above Ftg =0.00ft Wall Material Above "Ht"=Concrete Thickness =8.00 Rebar Size =#4 Rebar Spacing =9.00 Rebar Placed at =EdgeDesign Data fb/FB + fa/Fa =0.143 Total Force @ Section =lbs Moment....Actual =ft-# Moment.....Allowable =4,832.2 =psi Shear.....Allowable =75.0psi Wall Weight =100.0psf Rebar Depth 'd'=6.25in Masonry Data f'm =psiFs =psiSolid Grouting = Modular Ratio 'n'= Equiv. Solid Thick.= Concrete Dataf'c =2,500.0psi Fy =40,000.0 Masonry Design Method ASD= Load Factors Building Code Dead Load 1.000 Live Load 1.000 Earth, H 1.000 Wind, W 1.000 Seismic, E 1.000 psi Service Level =440.0lbsStrength Level Service Level Strength Level =693.3ft-# Service Level Strength Level =5.9psi Design Method =SD Vertical component of active lateral soil pressure IS considered in the calculation of soil bearing pressures. Anet (Masonry)=in2 R3/36 Cantilevered Retaining Wall LIC# : KW-06015928, Build:20.23.2.14 RB Engineers, Inc.(c) ENERCALC INC 1983-2022 DESCRIPTION:L Shape Ret Wall 5' to bottom of Ftg W/ Slab Kirkland, WA 98033 Project File: Canopy L-shaped Ret. Wall.ec6 Project Title:Century CanopyEngineer:Project ID: Printed: 11 APR 2023, 11:06AM Project Descr: Concrete Stem Rebar Area Details Bottom Stem Vertical Reinforcing Horizontal Reinforcing As (based on applied moment) :0.039 in2/ft (4/3) * As :0.052 in2/ft Min Stem T&S Reinf Area 0.864 in2 200bd/fy : 200(12)(6.25)/40000 :0.375 in2/ft Min Stem T&S Reinf Area per ft of stem Height : 0.192 in2/ft 0.0018bh : 0.0018(12)(8) :0.1728 in2/ft Horizontal Reinforcing Options : ============One layer of : Two layers of : Required Area :0.1728 in2/ft #4@ 12.50 in #4@ 25.00 in Provided Area :0.2667 in2/ft #5@ 19.38 in #5@ 38.75 in Maximum Area :1.27 in2/ft #6@ 27.50 in #6@ 55.00 in 1.00 1.33 12.00 Footing Torsion, Tu = = ft-lbs0.00 Min. As % Footing Allow. Torsion, phi Tu 0.0018 =ft-lbs Footing Data If torsion exceeds allowable, provide f'c 0.00 =2,500psi Toe Width =ftHeel Width = Key Distance from Toe Key Depth Key Width =in =in = 0.00 0.00 0.00 ft Footing Thickness =in 2.33= Cover @ Top =2.00 in@ Btm.=3.00 in Total Footing Width =150.00pcfFooting Concrete DensityFy =40,000 psi Footing Design Results Key: = No key defined Factored Pressure Mu' : Upward Mu' : Downward Mu: Design Actual 1-Way ShearAllow 1-Way Shear Toe:#4@ 9.25 in, #5@ 14.35 in, #6@ 20.37 in, #7@ 27.77 in, #8@ 36.57 in, #9@ 46.29 in, #10@ 58.79 in #4@ 9.25 in, #5@ 14.35 in, #6@ 20.37 in, #7@ 27.77 in, #8@ 36.57 in, #9@ 46.29 in, #10@ 58.79 in =None Spec'd = = = == 1,119 499 95 404 2.5175.00 Heel: 272 0 278 278 5.5175.00 HeelToe psf ft-# ft-# ft-# psipsi Heel Reinforcing =# 4 @ 9.00 in Other Acceptable Sizes & Spacings Key Reinforcing Toe Reinforcing =# 4 @ 9.00 in Min footing T&S reinf Area Min footing T&S reinf Area per foot If one layer of horizontal bars: 0.60 0.26 #4@ 9.26 in #5@ 14.35 in #6@ 20.37 in in2 in2 /ft If two layers of horizontal bars: #4@ 18.52 in #5@ 28.70 in #6@ 40.74 in supplemental design for footing torsion. phiMn 7,6346,834=ft-# OKOK R4/36 Cantilevered Retaining Wall LIC# : KW-06015928, Build:20.23.2.14 RB Engineers, Inc.(c) ENERCALC INC 1983-2022 DESCRIPTION:L Shape Ret Wall 5' to bottom of Ftg W/ Slab Kirkland, WA 98033 Project File: Canopy L-shaped Ret. Wall.ec6 Project Title:Century CanopyEngineer:Project ID: Printed: 11 APR 2023, 11:06AM Project Descr: Summary of Overturning & Resisting Forces & Moments .....RESISTING..........OVERTURNING.....Force Distance Moment Distance Moment Item Force ft-#lbs ftft ft-#lbs Sloped Soil Over Heel =Surcharge over Heel = Surcharge Over Heel = = Adjacent Footing Load =Adjacent Footing Load Axial Dead Load on Stem = =* Axial Live Load on Stem Soil Over Toe Surcharge Over Toe Surcharge Over Toe Load @ Stem Above Soil =140.0 = = 40.0 0.50 20.0= = =Seismic Earth Load = 2.50 350.0 Stem Weight(s) = 450.0 1.33 600.0 Earth @ Stem Transitions =Footing Weight = 349.5 1.17 407.2 Key Weight = Added Lateral Load lbs =1,079.2 Vert. Component 210.7 2.33 490.9 Total = 1,368.6 2,154.3 * Axial live load NOT included in total displayed, or used for overturningresistance, but is included for soil pressure calculation. Total =R.M. =577.5 O.T.M. = Resisting/Overturning Ratio =2.00 Vertical Loads used for Soil Pressure =1,368.6 lbs If seismic is included, the OTM and sliding ratiosmay be 1.1 per section 1807.2.3 of IBC. Vertical component of active lateral soil pressure IS considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS considered in the calculation of Overturning Resistance. Soil Over HL (ab. water tbl) Soil Over HL (bel. water tbl) 318.4 2.00 2.00 636.3 636.3 Water Table Buoyant Force = HL Act Pres (ab water tbl) HL Act Pres (be water tbl) 437.5 1.67 729.2 Hydrostatic Force Tilt Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Defl @ Top of Wall (approximate only)0.043 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. R5/36 Cantilevered Retaining Wall LIC# : KW-06015928, Build:20.23.2.14 RB Engineers, Inc.(c) ENERCALC INC 1983-2022 DESCRIPTION:L Shape Ret Wall 5' to bottom of Ftg W/ Slab Kirkland, WA 98033 Project File: Canopy L-shaped Ret. Wall.ec6 Project Title:Century CanopyEngineer:Project ID: Printed: 11 APR 2023, 11:06AM Project Descr: Rebar Lap & Embedment Lengths Information Stem Design Segment: Bottom Stem Design Height: 0.00 ft above top of footing Lap Splice length for #4 bar specified in this stem design segment (25.4.2.3a) =15.60 in Development length for #4 bar specified in this stem design segment =12.00 in Hooked embedment length into footing for #4 bar specified in this stem design segment =6.00 in As Provided =0.2667 in2/ft As Required =0.1728 in2/ft R6/36 Cantilevered Retaining Wall LIC# : KW-06015928, Build:20.23.2.14 RB Engineers, Inc.(c) ENERCALC INC 1983-2022 DESCRIPTION:L Shape Ret Wall 5' to bottom of Ftg W/ Slab Kirkland, WA 98033 Project File: Canopy L-shaped Ret. Wall.ec6 Project Title:Century CanopyEngineer:Project ID: Printed: 11 APR 2023, 11:06AM Project Descr: R7/36 Cantilevered Retaining Wall LIC# : KW-06015928, Build:20.23.2.14 RB Engineers, Inc.(c) ENERCALC INC 1983-2022 DESCRIPTION:L Shape Ret Wall 5' to bottom of Ftg W/ Slab Kirkland, WA 98033 Project File: Canopy L-shaped Ret. Wall.ec6 Project Title:Century CanopyEngineer:Project ID: Printed: 11 APR 2023, 11:06AM Project Descr: R8/36 Cantilevered Retaining Wall LIC# : KW-06015928, Build:20.23.2.14 RB Engineers, Inc.(c) ENERCALC INC 1983-2022 DESCRIPTION:L Shape Ret Wall 7' to bottom of Ftg W/ slab Kirkland, WA 98033 Project File: Canopy L-shaped Ret. Wall.ec6 Project Title:Century CanopyEngineer:Project ID: Printed: 11 APR 2023, 11:14AM Project Descr: Code References Calculations per IBC 2018 1807.3, CBC 2019, ASCE 7-16 6.00 0.50 0.00 4.00 2,500.0 35.0 0.0 350.0 Criteria Soil Data Retained Height =ft Wall height above soil =ft Active Heel Pressure =psf/ftSlope Behind Wall Height of Soil over Toe in Water height over heel =ft = = 120.00=pcf = Soil Density, Heel =Passive Pressure =psf/ft Allow Soil Bearing =psf Soil Density, Toe 120.00 pcf Footing||Soil Friction =0.400 Soil height to ignorefor passive pressure =12.00 in Equivalent Fluid Pressure Method Surcharge Loads Adjacent Footing Load Load Type 0.0 Lateral Load =0.0 #/ft 0.0 0.0 0.00.0 Axial Load Applied to Stem Wall to Ftg CL Dist =0.00 ft Wind on Exposed Stem psf0.0= Lateral Load Applied to Stem Surcharge Over Heel =psf Adjacent Footing Load =0.0 lbs Axial Dead Load (Service Level) =lbs Footing Type Spread Footing Surcharge Over Toe Footing Width =0.00 ft...Height to Top =0.00 ft Eccentricity =0.00 in...Height to Bottom =0.00 ft Used To Resist Sliding & Overturning Used for Sliding & Overturning ==0.0 ft Axial Live Load = Base Above/Below Soil lbs = Axial Load Eccentricity ==Poisson's Ratio 0.350 at Back of Wall in (Service Level) Wind (W)= Earth Pressure Seismic Load Multiplier Used =8.000 (Multiplier used on soil density) Uniform Seismic Force =56.000 Total Seismic Force =392.000 Method : Uniform R9/36 Cantilevered Retaining Wall LIC# : KW-06015928, Build:20.23.2.14 RB Engineers, Inc.(c) ENERCALC INC 1983-2022 DESCRIPTION:L Shape Ret Wall 7' to bottom of Ftg W/ slab Kirkland, WA 98033 Project File: Canopy L-shaped Ret. Wall.ec6 Project Title:Century CanopyEngineer:Project ID: Printed: 11 APR 2023, 11:14AM Project Descr: Design Summary Wall Stability RatiosOverturning =1.59 Global Stability =1.79 OK Slab Resists All Sliding ! Total Bearing Load =2,173 lbs...resultant ecc.=6.14 in Eccentricity outside middle thirdSoil Pressure @ Toe =1,187 psf OK Soil Pressure @ Heel =0 psf OK Allowable =2,500 psfSoil Pressure Less Than Allowable ACI Factored @ Toe =1,662 psf ACI Factored @ Heel =0 psf Footing Shear @ Toe =9.7 psi OK Footing Shear @ Heel =10.0 psi OK Allowable =75.0 psi Sliding Calcs Lateral Sliding Force =1,131.9 lbs Masonry Block Type = Stem Construction Bottom Stem OK Shear.....Actual Design Height Above Ftg =0.00ft Wall Material Above "Ht"=Concrete Thickness =8.00 Rebar Size =#4 Rebar Spacing =8.00 Rebar Placed at =EdgeDesign Data fb/FB + fa/Fa =0.419 Total Force @ Section =lbs Moment....Actual =ft-# Moment.....Allowable =5,412.6 =psi Shear.....Allowable =75.0psi Wall Weight =100.0psf Rebar Depth 'd'=6.25in Masonry Data f'm =psiFs =psiSolid Grouting = Modular Ratio 'n'= Equiv. Solid Thick.= Concrete Dataf'c =2,500.0psi Fy =40,000.0 Masonry Design Method ASD= Load Factors Building Code Dead Load 1.000 Live Load 1.000 Earth, H 1.000 Wind, W 1.000 Seismic, E 1.000 psi Service Level =966.0lbsStrength Level Service Level Strength Level =2,268.0ft-# Service Level Strength Level =12.9psi Design Method =SD Vertical component of active lateral soil pressure IS considered in the calculation of soil bearing pressures. Anet (Masonry)=in2 R10/36 Cantilevered Retaining Wall LIC# : KW-06015928, Build:20.23.2.14 RB Engineers, Inc.(c) ENERCALC INC 1983-2022 DESCRIPTION:L Shape Ret Wall 7' to bottom of Ftg W/ slab Kirkland, WA 98033 Project File: Canopy L-shaped Ret. Wall.ec6 Project Title:Century CanopyEngineer:Project ID: Printed: 11 APR 2023, 11:14AM Project Descr: Concrete Stem Rebar Area Details Bottom Stem Vertical Reinforcing Horizontal Reinforcing As (based on applied moment) :0.1275 in2/ft (4/3) * As :0.1699 in2/ft Min Stem T&S Reinf Area 1.248 in2 200bd/fy : 200(12)(6.25)/40000 :0.375 in2/ft Min Stem T&S Reinf Area per ft of stem Height : 0.192 in2/ft 0.0018bh : 0.0018(12)(8) :0.1728 in2/ft Horizontal Reinforcing Options : ============One layer of : Two layers of : Required Area :0.1728 in2/ft #4@ 12.50 in #4@ 25.00 in Provided Area :0.3 in2/ft #5@ 19.38 in #5@ 38.75 in Maximum Area :1.27 in2/ft #6@ 27.50 in #6@ 55.00 in 1.50 1.50 12.00 Footing Torsion, Tu = = ft-lbs0.00 Min. As % Footing Allow. Torsion, phi Tu 0.0018 =ft-lbs Footing Data If torsion exceeds allowable, provide f'c 0.00 =2,500psi Toe Width =ftHeel Width = Key Distance from Toe Key Depth Key Width =in =in = 0.00 0.00 0.00 ft Footing Thickness =in 3.00= Cover @ Top =2.00 in@ Btm.=3.00 in Total Footing Width =150.00pcfFooting Concrete DensityFy =40,000 psi Footing Design Results Key: = No key defined Factored Pressure Mu' : Upward Mu' : Downward Mu: Design Actual 1-Way ShearAllow 1-Way Shear Toe:#4@ 9.25 in, #5@ 14.35 in, #6@ 20.37 in, #7@ 27.77 in, #8@ 36.57 in, #9@ 46.29 in, #10@ 58.79 in #4@ 9.25 in, #5@ 14.35 in, #6@ 20.37 in, #7@ 27.77 in, #8@ 36.57 in, #9@ 46.29 in, #10@ 58.79 in =None Spec'd = = = == 1,662 1,555 214 1,341 9.7075.00 Heel: 0 0 646 646 9.9875.00 HeelToe psf ft-# ft-# ft-# psipsi Heel Reinforcing =# 4 @ 8.00 in Other Acceptable Sizes & Spacings Key Reinforcing Toe Reinforcing =# 4 @ 8.00 in Min footing T&S reinf Area Min footing T&S reinf Area per foot If one layer of horizontal bars: 0.78 0.26 #4@ 9.26 in #5@ 14.35 in #6@ 20.37 in in2 in2 /ft If two layers of horizontal bars: #4@ 18.52 in #5@ 28.70 in #6@ 40.74 in supplemental design for footing torsion. phiMn 8,5637,663=ft-# OKOK R11/36 Cantilevered Retaining Wall LIC# : KW-06015928, Build:20.23.2.14 RB Engineers, Inc.(c) ENERCALC INC 1983-2022 DESCRIPTION:L Shape Ret Wall 7' to bottom of Ftg W/ slab Kirkland, WA 98033 Project File: Canopy L-shaped Ret. Wall.ec6 Project Title:Century CanopyEngineer:Project ID: Printed: 11 APR 2023, 11:14AM Project Descr: Summary of Overturning & Resisting Forces & Moments .....RESISTING..........OVERTURNING.....Force Distance Moment Distance Moment Item Force ft-#lbs ftft ft-#lbs Sloped Soil Over Heel =Surcharge over Heel = Surcharge Over Heel = = Adjacent Footing Load =Adjacent Footing Load Axial Dead Load on Stem = =* Axial Live Load on Stem Soil Over Toe Surcharge Over Toe Surcharge Over Toe Load @ Stem Above Soil =274.4 = = 60.0 0.75 45.0= = =Seismic Earth Load = 3.50 960.4 Stem Weight(s) = 650.0 1.83 1,191.7 Earth @ Stem Transitions =Footing Weight = 450.0 1.50 675.0 Key Weight = Added Lateral Load lbs =2,961.2 Vert. Component 412.9 3.00 1,238.8 Total = 2,172.9 4,700.4 * Axial live load NOT included in total displayed, or used for overturningresistance, but is included for soil pressure calculation. Total =R.M. =1,131.9 O.T.M. = Resisting/Overturning Ratio =1.59 Vertical Loads used for Soil Pressure =2,172.9 lbs If seismic is included, the OTM and sliding ratiosmay be 1.1 per section 1807.2.3 of IBC. Vertical component of active lateral soil pressure IS considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS considered in the calculation of Overturning Resistance. Soil Over HL (ab. water tbl) Soil Over HL (bel. water tbl) 600.0 2.58 2.58 1,550.0 1,550.0 Water Table Buoyant Force = HL Act Pres (ab water tbl) HL Act Pres (be water tbl) 857.5 2.33 2,000.8 Hydrostatic Force Tilt Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Defl @ Top of Wall (approximate only)0.071 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. R12/36 Cantilevered Retaining Wall LIC# : KW-06015928, Build:20.23.2.14 RB Engineers, Inc.(c) ENERCALC INC 1983-2022 DESCRIPTION:L Shape Ret Wall 7' to bottom of Ftg W/ slab Kirkland, WA 98033 Project File: Canopy L-shaped Ret. Wall.ec6 Project Title:Century CanopyEngineer:Project ID: Printed: 11 APR 2023, 11:14AM Project Descr: Rebar Lap & Embedment Lengths Information Stem Design Segment: Bottom Stem Design Height: 0.00 ft above top of footing Lap Splice length for #4 bar specified in this stem design segment (25.4.2.3a) =15.60 in Development length for #4 bar specified in this stem design segment =12.00 in Hooked embedment length into footing for #4 bar specified in this stem design segment =6.00 in As Provided =0.3000 in2/ft As Required =0.1728 in2/ft R13/36 Cantilevered Retaining Wall LIC# : KW-06015928, Build:20.23.2.14 RB Engineers, Inc.(c) ENERCALC INC 1983-2022 DESCRIPTION:L Shape Ret Wall 7' to bottom of Ftg W/ slab Kirkland, WA 98033 Project File: Canopy L-shaped Ret. Wall.ec6 Project Title:Century CanopyEngineer:Project ID: Printed: 11 APR 2023, 11:14AM Project Descr: R14/36 Cantilevered Retaining Wall LIC# : KW-06015928, Build:20.23.2.14 RB Engineers, Inc.(c) ENERCALC INC 1983-2022 DESCRIPTION:L Shape Ret Wall 7' to bottom of Ftg W/ slab Kirkland, WA 98033 Project File: Canopy L-shaped Ret. Wall.ec6 Project Title:Century CanopyEngineer:Project ID: Printed: 11 APR 2023, 11:14AM Project Descr: R15/36 Cantilevered Retaining Wall LIC# : KW-06015928, Build:20.23.2.14 RB Engineers, Inc.(c) ENERCALC INC 1983-2022 DESCRIPTION:L shape Ret wall 9' to bottom of Ftg W/ slab Kirkland, WA 98033 Project File: Canopy L-shaped Ret. Wall.ec6 Project Title:Century CanopyEngineer:Project ID: Printed: 11 APR 2023, 11:14AM Project Descr: Code References Calculations per IBC 2018 1807.3, CBC 2019, ASCE 7-16 8.00 0.50 0.00 4.00 2,500.0 35.0 0.0 350.0 Criteria Soil Data Retained Height =ft Wall height above soil =ft Active Heel Pressure =psf/ftSlope Behind Wall Height of Soil over Toe in Water height over heel =ft = = 120.00=pcf = Soil Density, Heel =Passive Pressure =psf/ft Allow Soil Bearing =psf Soil Density, Toe 120.00 pcf Footing||Soil Friction =0.400 Soil height to ignorefor passive pressure =12.00 in Equivalent Fluid Pressure Method Surcharge Loads Adjacent Footing Load Load Type 0.0 Lateral Load =0.0 #/ft 0.0 0.0 0.00.0 Axial Load Applied to Stem Wall to Ftg CL Dist =0.00 ft Wind on Exposed Stem psf0.0= Lateral Load Applied to Stem Surcharge Over Heel =psf Adjacent Footing Load =0.0 lbs Axial Dead Load (Service Level) =lbs Footing Type Spread Footing Surcharge Over Toe Footing Width =0.00 ft...Height to Top =0.00 ft Eccentricity =0.00 in...Height to Bottom =0.00 ft Used To Resist Sliding & Overturning Used for Sliding & Overturning ==0.0 ft Axial Live Load = Base Above/Below Soil lbs = Axial Load Eccentricity ==Poisson's Ratio 0.350 at Back of Wall in (Service Level) Wind (W)= Earth Pressure Seismic Load Multiplier Used =8.000 (Multiplier used on soil density) Uniform Seismic Force =72.000 Total Seismic Force =648.000 Method : Uniform R16/36 Cantilevered Retaining Wall LIC# : KW-06015928, Build:20.23.2.14 RB Engineers, Inc.(c) ENERCALC INC 1983-2022 DESCRIPTION:L shape Ret wall 9' to bottom of Ftg W/ slab Kirkland, WA 98033 Project File: Canopy L-shaped Ret. Wall.ec6 Project Title:Century CanopyEngineer:Project ID: Printed: 11 APR 2023, 11:14AM Project Descr: Design Summary Wall Stability RatiosOverturning =1.48 Global Stability =1.40 Ratio < 1.5! Slab Resists All Sliding ! Total Bearing Load =3,033 lbs...resultant ecc.=8.49 in Eccentricity outside middle thirdSoil Pressure @ Toe =1,212 psf OK Soil Pressure @ Heel =0 psf OK Allowable =2,500 psfSoil Pressure Less Than Allowable ACI Factored @ Toe =1,697 psf ACI Factored @ Heel =0 psf Footing Shear @ Toe =19.6 psi OK Footing Shear @ Heel =14.1 psi OK Allowable =75.0 psi Sliding Calcs Lateral Sliding Force =1,871.1 lbs Masonry Block Type = Stem Construction Bottom Stem OK Shear.....Actual Design Height Above Ftg =0.00ft Wall Material Above "Ht"=Concrete Thickness =8.00 Rebar Size =#5 Rebar Spacing =12.00 Rebar Placed at =EdgeDesign Data fb/FB + fa/Fa =0.957 Total Force @ Section =lbs Moment....Actual =ft-# Moment.....Allowable =5,527.6 =psi Shear.....Allowable =75.0psi Wall Weight =100.0psf Rebar Depth 'd'=6.19in Masonry Data f'm =psiFs =psiSolid Grouting = Modular Ratio 'n'= Equiv. Solid Thick.= Concrete Dataf'c =2,500.0psi Fy =40,000.0 Masonry Design Method ASD= Load Factors Building Code Dead Load 1.000 Live Load 1.000 Earth, H 1.000 Wind, W 1.000 Seismic, E 1.000 psi Service Level =1,696.0lbsStrength Level Service Level Strength Level =5,290.7ft-# Service Level Strength Level =22.8psi Design Method =SD Vertical component of active lateral soil pressure IS considered in the calculation of soil bearing pressures. Anet (Masonry)=in2 R17/36 Cantilevered Retaining Wall LIC# : KW-06015928, Build:20.23.2.14 RB Engineers, Inc.(c) ENERCALC INC 1983-2022 DESCRIPTION:L shape Ret wall 9' to bottom of Ftg W/ slab Kirkland, WA 98033 Project File: Canopy L-shaped Ret. Wall.ec6 Project Title:Century CanopyEngineer:Project ID: Printed: 11 APR 2023, 11:14AM Project Descr: Concrete Stem Rebar Area Details Bottom Stem Vertical Reinforcing Horizontal Reinforcing As (based on applied moment) :0.3005 in2/ft (4/3) * As :0.4007 in2/ft Min Stem T&S Reinf Area 1.632 in2 200bd/fy : 200(12)(6.1875)/40000 :0.3713 in2/ft Min Stem T&S Reinf Area per ft of stem Height : 0.192 in2/ft 0.0018bh : 0.0018(12)(8) :0.1728 in2/ft Horizontal Reinforcing Options : ============One layer of : Two layers of : Required Area :0.3713 in2/ft #4@ 12.50 in #4@ 25.00 in Provided Area :0.31 in2/ft #5@ 19.38 in #5@ 38.75 in Maximum Area :1.2573 in2/ft #6@ 27.50 in #6@ 55.00 in 2.50 1.50 12.00 Footing Torsion, Tu = = ft-lbs0.00 Min. As % Footing Allow. Torsion, phi Tu 0.0018 =ft-lbs Footing Data If torsion exceeds allowable, provide f'c 0.00 =2,500psi Toe Width =ftHeel Width = Key Distance from Toe Key Depth Key Width =in =in = 0.00 0.00 0.00 ft Footing Thickness =in 4.00= Cover @ Top =2.00 in@ Btm.=3.00 in Total Footing Width =150.00pcfFooting Concrete DensityFy =40,000 psi Footing Design Results Key: = No key defined Factored Pressure Mu' : Upward Mu' : Downward Mu: Design Actual 1-Way ShearAllow 1-Way Shear Toe:#4@ 9.25 in, #5@ 14.35 in, #6@ 20.37 in, #7@ 27.77 in, #8@ 36.57 in, #9@ 46.29 in, #10@ 58.79 in #4@ 9.25 in, #5@ 14.35 in, #6@ 20.37 in, #7@ 27.77 in, #8@ 36.57 in, #9@ 46.29 in, #10@ 58.79 in =None Spec'd = = = == 1,697 4,164 594 3,570 19.5975.00 Heel: 0 0 954 954 14.1075.00 HeelToe psf ft-# ft-# ft-# psipsi Heel Reinforcing =# 5 @ 12.00 in Other Acceptable Sizes & Spacings Key Reinforcing Toe Reinforcing =# 5 @ 12.00 in Min footing T&S reinf Area Min footing T&S reinf Area per foot If one layer of horizontal bars: 1.04 0.26 #4@ 9.26 in #5@ 14.35 in #6@ 20.37 in in2 in2 /ft If two layers of horizontal bars: #4@ 18.52 in #5@ 28.70 in #6@ 40.74 in supplemental design for footing torsion. phiMn 8,7837,853=ft-# OKOK R18/36 Cantilevered Retaining Wall LIC# : KW-06015928, Build:20.23.2.14 RB Engineers, Inc.(c) ENERCALC INC 1983-2022 DESCRIPTION:L shape Ret wall 9' to bottom of Ftg W/ slab Kirkland, WA 98033 Project File: Canopy L-shaped Ret. Wall.ec6 Project Title:Century CanopyEngineer:Project ID: Printed: 11 APR 2023, 11:14AM Project Descr: Summary of Overturning & Resisting Forces & Moments .....RESISTING..........OVERTURNING.....Force Distance Moment Distance Moment Item Force ft-#lbs ftft ft-#lbs Sloped Soil Over Heel =Surcharge over Heel = Surcharge Over Heel = = Adjacent Footing Load =Adjacent Footing Load Axial Dead Load on Stem = =* Axial Live Load on Stem Soil Over Toe Surcharge Over Toe Surcharge Over Toe Load @ Stem Above Soil =453.6 = = 100.0 1.25 125.0= = =Seismic Earth Load = 4.50 2,041.2 Stem Weight(s) = 850.0 2.83 2,408.3 Earth @ Stem Transitions =Footing Weight = 600.0 2.00 1,200.0 Key Weight = Added Lateral Load lbs =6,293.7 Vert. Component 682.6 4.00 2,730.4 Total = 3,032.6 9,330.4 * Axial live load NOT included in total displayed, or used for overturningresistance, but is included for soil pressure calculation. Total =R.M. =1,871.1 O.T.M. = Resisting/Overturning Ratio =1.48 Vertical Loads used for Soil Pressure =3,032.6 lbs If seismic is included, the OTM and sliding ratiosmay be 1.1 per section 1807.2.3 of IBC. Vertical component of active lateral soil pressure IS considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS considered in the calculation of Overturning Resistance. Soil Over HL (ab. water tbl) Soil Over HL (bel. water tbl) 800.0 3.58 3.58 2,866.7 2,866.7 Water Table Buoyant Force = HL Act Pres (ab water tbl) HL Act Pres (be water tbl) 1,417.5 3.00 4,252.5 Hydrostatic Force Tilt Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Defl @ Top of Wall (approximate only)0.072 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. R19/36 Cantilevered Retaining Wall LIC# : KW-06015928, Build:20.23.2.14 RB Engineers, Inc.(c) ENERCALC INC 1983-2022 DESCRIPTION:L shape Ret wall 9' to bottom of Ftg W/ slab Kirkland, WA 98033 Project File: Canopy L-shaped Ret. Wall.ec6 Project Title:Century CanopyEngineer:Project ID: Printed: 11 APR 2023, 11:14AM Project Descr: Rebar Lap & Embedment Lengths Information Stem Design Segment: Bottom Stem Design Height: 0.00 ft above top of footing Lap Splice length for #5 bar specified in this stem design segment (25.4.2.3a) =15.60 in Development length for #5 bar specified in this stem design segment =12.00 in Hooked embedment length into footing for #5 bar specified in this stem design segment =7.00 in As Provided =0.3100 in2/ft As Required =0.3713 in2/ft R20/36 Cantilevered Retaining Wall LIC# : KW-06015928, Build:20.23.2.14 RB Engineers, Inc.(c) ENERCALC INC 1983-2022 DESCRIPTION:L shape Ret wall 9' to bottom of Ftg W/ slab Kirkland, WA 98033 Project File: Canopy L-shaped Ret. Wall.ec6 Project Title:Century CanopyEngineer:Project ID: Printed: 11 APR 2023, 11:14AM Project Descr: R21/36 Cantilevered Retaining Wall LIC# : KW-06015928, Build:20.23.2.14 RB Engineers, Inc.(c) ENERCALC INC 1983-2022 DESCRIPTION:L shape Ret wall 9' to bottom of Ftg W/ slab Kirkland, WA 98033 Project File: Canopy L-shaped Ret. Wall.ec6 Project Title:Century CanopyEngineer:Project ID: Printed: 11 APR 2023, 11:14AM Project Descr: R22/36 Cantilevered Retaining Wall LIC# : KW-06015928, Build:20.23.2.14 RB Engineers, Inc.(c) ENERCALC INC 1983-2022 DESCRIPTION:L shape Ret wall 11' to bottom of Ftg W/ Slab Kirkland, WA 98033 Project File: Canopy L-shaped Ret. Wall.ec6 Project Title:Century CanopyEngineer:Project ID: Printed: 11 APR 2023, 11:13AM Project Descr: Code References Calculations per IBC 2018 1807.3, CBC 2019, ASCE 7-16 10.00 0.50 0.00 4.00 2,500.0 35.0 0.0 350.0 Criteria Soil Data Retained Height =ft Wall height above soil =ft Active Heel Pressure =psf/ftSlope Behind Wall Height of Soil over Toe in Water height over heel =ft = = 120.00=pcf = Soil Density, Heel =Passive Pressure =psf/ft Allow Soil Bearing =psf Soil Density, Toe 120.00 pcf Footing||Soil Friction =0.400 Soil height to ignorefor passive pressure =12.00 in Equivalent Fluid Pressure Method Surcharge Loads Adjacent Footing Load Load Type 0.0 Lateral Load =0.0 #/ft 0.0 0.0 0.00.0 Axial Load Applied to Stem Wall to Ftg CL Dist =0.00 ft Wind on Exposed Stem psf0.0= Lateral Load Applied to Stem Surcharge Over Heel =psf Adjacent Footing Load =0.0 lbs Axial Dead Load (Service Level) =lbs Footing Type Spread Footing Surcharge Over Toe Footing Width =0.00 ft...Height to Top =0.00 ft Eccentricity =0.00 in...Height to Bottom =0.00 ft NOT Used To Resist Sliding & Overturning NOT Used for Sliding & Overturning ==0.0 ft Axial Live Load = Base Above/Below Soil lbs = Axial Load Eccentricity ==Poisson's Ratio 0.350 at Back of Wall in (Service Level) Wind (W)= Earth Pressure Seismic Load Multiplier Used =8.000 (Multiplier used on soil density) Uniform Seismic Force =88.000 Total Seismic Force =968.000 Method : Uniform R23/36 Cantilevered Retaining Wall LIC# : KW-06015928, Build:20.23.2.14 RB Engineers, Inc.(c) ENERCALC INC 1983-2022 DESCRIPTION:L shape Ret wall 11' to bottom of Ftg W/ Slab Kirkland, WA 98033 Project File: Canopy L-shaped Ret. Wall.ec6 Project Title:Century CanopyEngineer:Project ID: Printed: 11 APR 2023, 11:13AM Project Descr: Design Summary Wall Stability RatiosOverturning =1.55 Global Stability =1.15 OK Slab Resists All Sliding ! Total Bearing Load =4,055 lbs...resultant ecc.=7.94 in Eccentricity within middle thirdSoil Pressure @ Toe =950 psf OK Soil Pressure @ Heel =154 psf OK Allowable =2,500 psfSoil Pressure Less Than Allowable ACI Factored @ Toe =1,330 psf ACI Factored @ Heel =215 psf Footing Shear @ Toe =26.0 psi OK Footing Shear @ Heel =18.8 psi OK Allowable =75.0 psi Sliding Calcs Lateral Sliding Force =2,795.1 lbs Masonry Block Type = Stem Construction Bottom Ratio > 1.0 Shear.....Actual Design Height Above Ftg =0.00ft Wall Material Above "Ht"=Concrete Thickness =8.00 Rebar Size =#5 Rebar Spacing =8.00 Rebar Placed at =EdgeDesign Data fb/FB + fa/Fa =1.260 Total Force @ Section =lbs Moment....Actual =ft-# Moment.....Allowable =8,121.3 =psi Shear.....Allowable =75.0psi Wall Weight =100.0psf Rebar Depth 'd'=6.19in Masonry Data f'm =psiFs =psiSolid Grouting = Modular Ratio 'n'= Equiv. Solid Thick.= Concrete Dataf'c =2,500.0psi Fy =40,000.0 Masonry Design Method ASD= Load Factors Building Code Dead Load 1.000 Live Load 1.000 Earth, H 1.000 Wind, W 1.000 Seismic, E 1.000 psi Service Level =2,630.0lbsStrength Level Service Level Strength Level =10,233.3ft-# Service Level Strength Level =35.4psi Design Method =SD Vertical component of active lateral soil pressure IS considered in the calculation of soil bearing pressures. Anet (Masonry)=in2 R24/36 Cantilevered Retaining Wall LIC# : KW-06015928, Build:20.23.2.14 RB Engineers, Inc.(c) ENERCALC INC 1983-2022 DESCRIPTION:L shape Ret wall 11' to bottom of Ftg W/ Slab Kirkland, WA 98033 Project File: Canopy L-shaped Ret. Wall.ec6 Project Title:Century CanopyEngineer:Project ID: Printed: 11 APR 2023, 11:13AM Project Descr: Concrete Stem Rebar Area Details Bottom Stem Vertical Reinforcing Horizontal Reinforcing As (based on applied moment) :0.5812 in2/ft (4/3) * As :0.775 in2/ft Min Stem T&S Reinf Area 2.016 in2 200bd/fy : 200(12)(6.1875)/40000 :0.3713 in2/ft Min Stem T&S Reinf Area per ft of stem Height : 0.192 in2/ft 0.0018bh : 0.0018(12)(8) :0.1728 in2/ft Horizontal Reinforcing Options : ============One layer of : Two layers of : Required Area :0.5812 in2/ft #4@ 12.50 in #4@ 25.00 in Provided Area :0.465 in2/ft #5@ 19.38 in #5@ 38.75 in Maximum Area :1.2573 in2/ft #6@ 27.50 in #6@ 55.00 in 4.00 1.50 12.00 Footing Torsion, Tu = = ft-lbs0.00 Min. As % Footing Allow. Torsion, phi Tu 0.0018 =ft-lbs Footing Data If torsion exceeds allowable, provide f'c 0.00 =2,500psi Toe Width =ftHeel Width = Key Distance from Toe Key Depth Key Width =in =in = 0.00 0.00 0.00 ft Footing Thickness =in 5.50= Cover @ Top =2.00 in@ Btm.=3.00 in Total Footing Width =150.00pcfFooting Concrete DensityFy =40,000 psi Footing Design Results Key: = No key defined Factored Pressure Mu' : Upward Mu' : Downward Mu: Design Actual 1-Way ShearAllow 1-Way Shear Toe:#4@ 6.35 in, #5@ 9.84 in, #6@ 13.97 in, #7@ 19.05 in, #8@ 25.08 in, #9@ 31.75 in, #10@ 40.32 in #4@ 9.25 in, #5@ 14.35 in, #6@ 20.37 in, #7@ 27.77 in, #8@ 36.57 in, #9@ 46.29 in, #10@ 58.79 in =None Spec'd = = = == 1,330 8,477 1,520 6,957 26.0275.00 Heel: 215 0 1,318 1,318 18.8175.00 HeelToe psf ft-# ft-# ft-# psipsi Heel Reinforcing =# 5 @ 8.00 in Other Acceptable Sizes & Spacings Key Reinforcing Toe Reinforcing =# 5 @ 8.00 in Min footing T&S reinf Area Min footing T&S reinf Area per foot If one layer of horizontal bars: 1.43 0.26 #4@ 9.26 in #5@ 14.35 in #6@ 20.37 in in2 in2 /ft If two layers of horizontal bars: #4@ 18.52 in #5@ 28.70 in #6@ 40.74 in supplemental design for footing torsion. phiMn 13,00511,610=ft-# OKOK R25/36 Cantilevered Retaining Wall LIC# : KW-06015928, Build:20.23.2.14 RB Engineers, Inc.(c) ENERCALC INC 1983-2022 DESCRIPTION:L shape Ret wall 11' to bottom of Ftg W/ Slab Kirkland, WA 98033 Project File: Canopy L-shaped Ret. Wall.ec6 Project Title:Century CanopyEngineer:Project ID: Printed: 11 APR 2023, 11:13AM Project Descr: Summary of Overturning & Resisting Forces & Moments .....RESISTING..........OVERTURNING.....Force Distance Moment Distance Moment Item Force ft-#lbs ftft ft-#lbs Sloped Soil Over Heel =Surcharge over Heel = Surcharge Over Heel = = Adjacent Footing Load =Adjacent Footing Load Axial Dead Load on Stem = =* Axial Live Load on Stem Soil Over Toe Surcharge Over Toe Surcharge Over Toe Load @ Stem Above Soil =677.6 = = 160.0 2.00 320.0= = =Seismic Earth Load = 5.50 3,726.8 Stem Weight(s) = 1,050.0 4.33 4,550.0 Earth @ Stem Transitions =Footing Weight = 825.0 2.75 2,268.8 Key Weight = Added Lateral Load lbs =11,491.0 Vert. Component 1,019.7 5.50 5,608.2 Total = 4,054.7 17,830.3 * Axial live load NOT included in total displayed, or used for overturningresistance, but is included for soil pressure calculation. Total =R.M. =2,795.1 O.T.M. = Resisting/Overturning Ratio =1.55 Vertical Loads used for Soil Pressure =4,054.7 lbs If seismic is included, the OTM and sliding ratiosmay be 1.1 per section 1807.2.3 of IBC. Vertical component of active lateral soil pressure IS considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS considered in the calculation of Overturning Resistance. Soil Over HL (ab. water tbl) Soil Over HL (bel. water tbl) 1,000.0 5.08 5.08 5,083.3 5,083.3 Water Table Buoyant Force = HL Act Pres (ab water tbl) HL Act Pres (be water tbl) 2,117.5 3.67 7,764.2 Hydrostatic Force Tilt Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Defl @ Top of Wall (approximate only)0.050 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. R26/36 Cantilevered Retaining Wall LIC# : KW-06015928, Build:20.23.2.14 RB Engineers, Inc.(c) ENERCALC INC 1983-2022 DESCRIPTION:L shape Ret wall 11' to bottom of Ftg W/ Slab Kirkland, WA 98033 Project File: Canopy L-shaped Ret. Wall.ec6 Project Title:Century CanopyEngineer:Project ID: Printed: 11 APR 2023, 11:13AM Project Descr: Rebar Lap & Embedment Lengths Information Stem Design Segment: Bottom Stem Design Height: 0.00 ft above top of footing Lap Splice length for #5 bar specified in this stem design segment (25.4.2.3a) =15.60 in Development length for #5 bar specified in this stem design segment =12.00 in Hooked embedment length into footing for #5 bar specified in this stem design segment =7.00 in As Provided =0.4650 in2/ft As Required =0.5812 in2/ft R27/36 Cantilevered Retaining Wall LIC# : KW-06015928, Build:20.23.2.14 RB Engineers, Inc.(c) ENERCALC INC 1983-2022 DESCRIPTION:L shape Ret wall 11' to bottom of Ftg W/ Slab Kirkland, WA 98033 Project File: Canopy L-shaped Ret. Wall.ec6 Project Title:Century CanopyEngineer:Project ID: Printed: 11 APR 2023, 11:13AM Project Descr: R28/36 Cantilevered Retaining Wall LIC# : KW-06015928, Build:20.23.2.14 RB Engineers, Inc.(c) ENERCALC INC 1983-2022 DESCRIPTION:L shape Ret wall 11' to bottom of Ftg W/ Slab Kirkland, WA 98033 Project File: Canopy L-shaped Ret. Wall.ec6 Project Title:Century CanopyEngineer:Project ID: Printed: 11 APR 2023, 11:13AM Project Descr: R29/36 Cantilevered Retaining Wall LIC# : KW-06015928, Build:20.23.2.14 RB Engineers, Inc.(c) ENERCALC INC 1983-2022 DESCRIPTION:L shape Ret wall 13' to bottom of Ftg W/ slab Kirkland, WA 98033 Project File: Canopy L-shaped Ret. Wall.ec6 Project Title:Century CanopyEngineer:Project ID: Printed: 11 APR 2023, 11:12AM Project Descr: Code References Calculations per IBC 2018 1807.3, CBC 2019, ASCE 7-16 12.00 0.50 0.00 4.00 2,500.0 35.0 0.0 350.0 Criteria Soil Data Retained Height =ft Wall height above soil =ft Active Heel Pressure =psf/ftSlope Behind Wall Height of Soil over Toe in Water height over heel =ft = = 120.00=pcf = Soil Density, Heel =Passive Pressure =psf/ft Allow Soil Bearing =psf Soil Density, Toe 120.00 pcf Footing||Soil Friction =0.400 Soil height to ignorefor passive pressure =12.00 in Equivalent Fluid Pressure Method Surcharge Loads Adjacent Footing Load Load Type 0.0 Lateral Load =0.0 #/ft 0.0 0.0 0.00.0 Axial Load Applied to Stem Wall to Ftg CL Dist =0.00 ft Wind on Exposed Stem psf0.0= Lateral Load Applied to Stem Surcharge Over Heel =psf Adjacent Footing Load =0.0 lbs Axial Dead Load (Service Level) =lbs Footing Type Spread Footing Surcharge Over Toe Footing Width =0.00 ft...Height to Top =0.00 ft Eccentricity =0.00 in...Height to Bottom =0.00 ft Used To Resist Sliding & Overturning Used for Sliding & Overturning ==0.0 ft Axial Live Load = Base Above/Below Soil lbs = Axial Load Eccentricity ==Poisson's Ratio 0.350 at Back of Wall in (Service Level) Wind (W)= Earth Pressure Seismic Load Multiplier Used =8.000 (Multiplier used on soil density) Uniform Seismic Force =104.000 Total Seismic Force =1,352.000 Method : Uniform R30/36 Cantilevered Retaining Wall LIC# : KW-06015928, Build:20.23.2.14 RB Engineers, Inc.(c) ENERCALC INC 1983-2022 DESCRIPTION:L shape Ret wall 13' to bottom of Ftg W/ slab Kirkland, WA 98033 Project File: Canopy L-shaped Ret. Wall.ec6 Project Title:Century CanopyEngineer:Project ID: Printed: 11 APR 2023, 11:12AM Project Descr: Design Summary Wall Stability RatiosOverturning =1.54 Global Stability =1.03 OK Slab Resists All Sliding ! Total Bearing Load =5,376 lbs...resultant ecc.=8.85 in Eccentricity within middle thirdSoil Pressure @ Toe =988 psf OK Soil Pressure @ Heel =199 psf OK Allowable =2,500 psfSoil Pressure Less Than Allowable ACI Factored @ Toe =1,383 psf ACI Factored @ Heel =279 psf Footing Shear @ Toe =35.2 psi OK Footing Shear @ Heel =24.0 psi OK Allowable =75.0 psi Sliding Calcs Lateral Sliding Force =3,903.9 lbs Masonry Block Type = Stem Construction Bottom Ratio > 1.0 Shear.....Actual Design Height Above Ftg =0.00ft Wall Material Above "Ht"=Concrete Thickness =10.00 Rebar Size =#5 Rebar Spacing =6.00 Rebar Placed at =EdgeDesign Data fb/FB + fa/Fa =1.226 Total Force @ Section =lbs Moment....Actual =ft-# Moment.....Allowable =14,321.6 =psi Shear.....Allowable =75.0psi Wall Weight =125.0psf Rebar Depth 'd'=8.19in Masonry Data f'm =psiFs =psiSolid Grouting = Modular Ratio 'n'= Equiv. Solid Thick.= Concrete Dataf'c =2,500.0psi Fy =40,000.0 Masonry Design Method ASD= Load Factors Building Code Dead Load 1.000 Live Load 1.000 Earth, H 1.000 Wind, W 1.000 Seismic, E 1.000 psi Service Level =3,768.0lbsStrength Level Service Level Strength Level =17,568.0ft-# Service Level Strength Level =38.4psi Design Method =SD Vertical component of active lateral soil pressure IS considered in the calculation of soil bearing pressures. Anet (Masonry)=in2 R31/36 Cantilevered Retaining Wall LIC# : KW-06015928, Build:20.23.2.14 RB Engineers, Inc.(c) ENERCALC INC 1983-2022 DESCRIPTION:L shape Ret wall 13' to bottom of Ftg W/ slab Kirkland, WA 98033 Project File: Canopy L-shaped Ret. Wall.ec6 Project Title:Century CanopyEngineer:Project ID: Printed: 11 APR 2023, 11:12AM Project Descr: Concrete Stem Rebar Area Details Bottom Stem Vertical Reinforcing Horizontal Reinforcing As (based on applied moment) :0.7442 in2/ft (4/3) * As :0.9923 in2/ft Min Stem T&S Reinf Area 3.000 in2 200bd/fy : 200(12)(8.1875)/40000 :0.4913 in2/ft Min Stem T&S Reinf Area per ft of stem Height : 0.240 in2/ft 0.0018bh : 0.0018(12)(10) :0.216 in2/ft Horizontal Reinforcing Options : ============One layer of : Two layers of : Required Area :0.7442 in2/ft #4@ 10.00 in #4@ 20.00 in Provided Area :0.62 in2/ft #5@ 15.50 in #5@ 31.00 in Maximum Area :1.6637 in2/ft #6@ 22.00 in #6@ 44.00 in 5.00 1.66 12.00 Footing Torsion, Tu = = ft-lbs0.00 Min. As % Footing Allow. Torsion, phi Tu 0.0018 =ft-lbs Footing Data If torsion exceeds allowable, provide f'c 0.00 =2,500psi Toe Width =ftHeel Width = Key Distance from Toe Key Depth Key Width =in =in = 0.00 0.00 0.00 ft Footing Thickness =in 6.66= Cover @ Top =2.00 in@ Btm.=3.00 in Total Footing Width =150.00pcfFooting Concrete DensityFy =40,000 psi Footing Design Results Key: = No key defined Factored Pressure Mu' : Upward Mu' : Downward Mu: Design Actual 1-Way ShearAllow 1-Way Shear Toe:#4@ 4.70 in, #5@ 7.29 in, #6@ 10.35 in, #7@ 14.11 in, #8@ 18.58 in, #9@ 23.52 in, #10@ 29.88 in #4@ 9.25 in, #5@ 14.35 in, #6@ 20.37 in, #7@ 27.77 in, #8@ 36.57 in, #9@ 46.29 in, #10@ 58.79 in =None Spec'd = = = == 1,383 13,832 2,375 11,457 35.2275.00 Heel: 279 0 1,721 1,721 24.0275.00 HeelToe psf ft-# ft-# ft-# psipsi Heel Reinforcing =# 5 @ 6.00 in Other Acceptable Sizes & Spacings Key Reinforcing Toe Reinforcing =# 5 @ 6.00 in Min footing T&S reinf Area Min footing T&S reinf Area per foot If one layer of horizontal bars: 1.73 0.26 #4@ 9.26 in #5@ 14.35 in #6@ 20.37 in in2 in2 /ft If two layers of horizontal bars: #4@ 18.52 in #5@ 28.70 in #6@ 40.74 in supplemental design for footing torsion. phiMn 17,11415,254=ft-# OKOK R32/36 Cantilevered Retaining Wall LIC# : KW-06015928, Build:20.23.2.14 RB Engineers, Inc.(c) ENERCALC INC 1983-2022 DESCRIPTION:L shape Ret wall 13' to bottom of Ftg W/ slab Kirkland, WA 98033 Project File: Canopy L-shaped Ret. Wall.ec6 Project Title:Century CanopyEngineer:Project ID: Printed: 11 APR 2023, 11:12AM Project Descr: Summary of Overturning & Resisting Forces & Moments .....RESISTING..........OVERTURNING.....Force Distance Moment Distance Moment Item Force ft-#lbs ftft ft-#lbs Sloped Soil Over Heel =Surcharge over Heel = Surcharge Over Heel = = Adjacent Footing Load =Adjacent Footing Load Axial Dead Load on Stem = =* Axial Live Load on Stem Soil Over Toe Surcharge Over Toe Surcharge Over Toe Load @ Stem Above Soil =946.4 = = 200.0 2.50 500.0= = =Seismic Earth Load = 6.50 6,151.6 Stem Weight(s) = 1,562.5 5.42 8,463.5 Earth @ Stem Transitions =Footing Weight = 999.0 3.33 3,326.7 Key Weight = Added Lateral Load lbs =18,967.4 Vert. Component 1,424.2 6.66 9,485.0 Total = 5,376.1 29,211.3 * Axial live load NOT included in total displayed, or used for overturningresistance, but is included for soil pressure calculation. Total =R.M. =3,903.9 O.T.M. = Resisting/Overturning Ratio =1.54 Vertical Loads used for Soil Pressure =5,376.1 lbs If seismic is included, the OTM and sliding ratiosmay be 1.1 per section 1807.2.3 of IBC. Vertical component of active lateral soil pressure IS considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS considered in the calculation of Overturning Resistance. Soil Over HL (ab. water tbl) Soil Over HL (bel. water tbl) 1,190.4 6.25 6.25 7,436.0 7,436.0 Water Table Buoyant Force = HL Act Pres (ab water tbl) HL Act Pres (be water tbl) 2,957.5 4.33 12,815.8 Hydrostatic Force Tilt Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Defl @ Top of Wall (approximate only)0.052 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. R33/36 Cantilevered Retaining Wall LIC# : KW-06015928, Build:20.23.2.14 RB Engineers, Inc.(c) ENERCALC INC 1983-2022 DESCRIPTION:L shape Ret wall 13' to bottom of Ftg W/ slab Kirkland, WA 98033 Project File: Canopy L-shaped Ret. Wall.ec6 Project Title:Century CanopyEngineer:Project ID: Printed: 11 APR 2023, 11:12AM Project Descr: Rebar Lap & Embedment Lengths Information Stem Design Segment: Bottom Stem Design Height: 0.00 ft above top of footing Lap Splice length for #5 bar specified in this stem design segment (25.4.2.3a) =15.60 in Development length for #5 bar specified in this stem design segment =12.00 in Hooked embedment length into footing for #5 bar specified in this stem design segment =7.00 in As Provided =0.6200 in2/ft As Required =0.7442 in2/ft R34/36 Cantilevered Retaining Wall LIC# : KW-06015928, Build:20.23.2.14 RB Engineers, Inc.(c) ENERCALC INC 1983-2022 DESCRIPTION:L shape Ret wall 13' to bottom of Ftg W/ slab Kirkland, WA 98033 Project File: Canopy L-shaped Ret. Wall.ec6 Project Title:Century CanopyEngineer:Project ID: Printed: 11 APR 2023, 11:12AM Project Descr: R35/36 Cantilevered Retaining Wall LIC# : KW-06015928, Build:20.23.2.14 RB Engineers, Inc.(c) ENERCALC INC 1983-2022 DESCRIPTION:L shape Ret wall 13' to bottom of Ftg W/ slab Kirkland, WA 98033 Project File: Canopy L-shaped Ret. Wall.ec6 Project Title:Century CanopyEngineer:Project ID: Printed: 11 APR 2023, 11:12AM Project Descr: R36/36