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REVIEWED BLD2022-0709+Structural_Analysis_or_Calculations+5.31.2022_10.49.38_AM+2901281RECEIVED Jun 27 2022 BLD2022-0709 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT ik Degenkolb Plum Tree Plaza 22315 Highway 99, Edmonds, Washington Structural Calculations Issue for Permit May 30, 2022 Degenkolb Job Number C2B51010.00 Michael A. Bramhall, S.E. 600 University Street Suite 720 Seattle, CA 98101 p: 206.262.9240 www.degenkolb.com Plum Tree Plaza 22315 Highway 99, Edmonds, Washington 1. General Criteria 1 2. Gravity 3 3. Lateral 6 These calculations were prepared by Degenkolb Engineers May 30, 2022 P:(Project.0O21B511C2B51010.001CalcslActivelWorksheets1220314 Plum Tree Calcs (version 1).xls 'a& Degenkolb Job: Plum Tree Plaza 22315 Highway 99, Edmonds, Washington General Criteria Job Number: C21351010.00 By: JMR Checked by: Date: 3/14/2022 Section: Page: 1 Proiect Scope The following calculations have been prepared by Degenkolb for the partial reconstruction of the roof structure of the Plum Tree Plaza. General Criteria Applicable Building Code: 2018 IBC Risk Category: II Governing Jurisdiction: City of Edmonds Project Location: 22315 Highway 99, Edmonds, Washington Load Combos - ASD ASCE 7-16 (2.4) Basic Combinations (2.4.1) Special Seismic Combinations without Overstrength Factor (2.4.5) 1. D 8. (1.0+0.14SDS)D+0.7pQE 2. D + L 9. (1.0 + 0.105S DS)D + 0.525 p Q E + 0.75L + 0. 75S 3. D+(Lr orSorR) 10. (0.6-0.14SoS)D+0.7pQE 4. D + 0. 75L + 0. 75(L r orSorR) 5. D + (0.6W) 6. D + 0.75L + 0.75(0.6W) + 0.75(L r or S or R) 7. 0.6D + 0.6W Special Seismic Combinations with Overstrength Factor 8. (1.0+0.14SDS)D+0.7S2oQE 9. (1. 0 + 0.105S DS )D + 0.525 D o Q E + 0.75L + 0. 75S 10. (0.6-0.14SDS)D+0.7S2oQE Roof Roofing ........................ (Built Up Membrane).......................... _ Sheathing ..................... (518" Plywood)................................... _ Framing ....................... (2x6 @ 24"cc)............................... I. I. _ Insulation.....................(R-38).............................................. _ Ceilings ....................... (Suspended Ceiling System)................ _ Miscellaneous .............. (Mech, Elect, Sprinklers, Etc)............... _ Total Dead Load .................................. Roof Live Load ............ Reduced for slope ..................... D = ..................... L(r) _ 7.0 1.8 1.1 1.5 2.0 5.6 19.0 psf 20.0 psf 1 Degenkolb Job: Plum Tree Plaza 22315 Highway 99, Edmonds, Washington Job Number: C2B51010.00 Date: 3/14/2022 By: JMR Section: Checked by: Page: 2 General Criteria Snow Loads ASCE 7-16 (7) Ground Snow Load, p g = 25.0 psf I (Snow) = 1.00 Exposure Factor (C e ) = 0.90 Thermal Factor (C t) = 1.10 Flat Roof.- Slope <_ 5 degrees p f = 0.7xC e xC t x I x p g = 0.69 x 25.0 psf < 20.0 psf Sloped Roof.- Slope > 5 degrees p s = C. x p f (C s determined for each roof independently) Snow Density y = 0.13 x p g + 14 = 0.13 x 25.0 psf + 14.0 = 17.3 pcf Equivalent depth h b = p f / y = 20.0 psf / 17.3 pcf = 1.2 ft z _ o S.NN.L„ N 4 / r S LIN .D 4.6 � ? 4• � � / 1 a y 3 J!L 4.D 4aI LI.F- _ p a a GLULAM UNDER TOWER D GLULAM GIRDER - N.IN 4 4. 14 vUILLIN 4.6 4.4 c 4 irf 4. 14 1.. 1114 4 - i 4 14 — 4.9 [ 4 .4 4• 1 u G ULAM BEAM N 4••4 /YRUN 4.D 4+ ' • LIN 14 Pu ? - 4. 14 LIN1•,u /uR ' •u RLIN Tv.Iut iuRLIN 1 . _ _ __ e _. GNNec�loN W L sNi ig D[. DN e M,4• 6 3/411x12--GLULAM- \�" .. .., f 3 4 IN L . R. R I Iu t N V Y • vuw LiN � 4w 14'GU RLIN 4w14 u[LIN — .. Beam Evaluation Ke 1 A Degenkolb IMMOM Subject: Job Number: Date:`j�� Job"�LoA �Vlt A By: vl t Z Section: Checked By: Page � of 'Pr -,Ay LoA o `rAy-EoFF LoAo 7p JO\ST CALL -SET LOAo TD�FvQwN ; � -oA0 TO Jo,sr- kSSvME 3,54IH"'PSG _ I,q ?5 I�SJMc l>4IH �211.L$ - ',t.b S -zEt►-A s 11. tiJ 2xL oks-t - NFr> I,sc ,, �—� g'_ou ,S�Q�e @ QH" D.C. `�� ►—iR r-��5 ��low 0,53" �SbQsLy b b D �-• t '� �" L� PAUI Ps: aE A'Q =Y,)D 1.15 3'szgv r-y *34 2A �EFLFGilorl H 38KE t � 114" 4. R�U = �o,g IFI� ✓ ok! A Degenkolb • Subject: Job Number: D.W. 10 Job: �2f t,AtA By: Section: Checked By: Page of �EA►-� ��5\Ln.1 w= a' *(A ?b�+ ��o w \Af, -1 'Orn' t 84:D I . IS X S,� z5a.l,o w3 l)5E 44 X i 2?7 S =' 3• �3 w3 '�' >F� LE_ C -no P�-I =a U.�L A�xt�L Mj 0.92 1,4 QV., � HEAR LlUoYA 9ELXE �i K1 I"I 'Ft_ACE of "�1"tA*ADS WI x �� L`5 ✓ Hktoo = a 4 4,�3o #� = 2�1,2�0 -Fr I -'I ✓ 'E = a x�o`' psi a8��► 'a& Degenkolb Job: Plum Tree Plaza 22315 Highway 99, Edmonds, Washington Gravity Job Number: C21351010.00 Date: 3/14/2022 By: JMR Section: Checked by: Page: 4 L = 28.0 ft Check d < L / 180 = 1.87 in P(1) = ((23D + 25L)(8)1(20) = 7,680 lb (@ 4) P(2) = ((23D + 25L)(8)1(20) = 7,680 lb (@ 12) P(3) = ((23D + 25L)(8)1(20) = 7,680 lb (@ 20) Summary: R (L) = 13,166 lb P1 P2 P3 R (R) = 9,874 lb ID, 4 M (Max) = 96,549 lb-ft w (Eq) = 985 plf Rl R2 1.5xVa Shear: A REQ = = 64.7 in 2 CD = 1.15 CL = 1.00 (K= 1, x= 10) F v C v = K (5.125 / b) vX (12 / d) '/X (21 / L) vx = 0.89 Mx 12 = = Flexure: S REQ 472 in 3 F' v = 265 psi x C p = 305 psi F b F b= 2,400 psi x C p C L or C v= 2,456 psi Deflection: I REQ 5 w L 4 = = 4 4,055 in E = 1,800,000 psiE(A42, 21 GL 24F-V4 384 EA S=496, I =5209) Camber: w pL = 33 plf 4 0L = 0.049 in x 1.5 = 0.074 in (1350' Radius) Wall Stud Calc 2x6DF#2 H= 15.0 ft CD = 1.15 CFc = 1.10 C Fb = 1.30 p = 18 psf d = 5.50 in (Zone 4) P = 1,330 lb A = 8.30 in 2 fa = PIA = 160 psi S= 7.60 in F c *= 1,350 psi x C p x C Fb = 1, 708 psi E = 1,600,000 psi F' b = 900 psi x C p x C Fc = 1,346 psi E min = 580,000 psi 0.822XE min F cE (L / d) 2 = 445 psi _ 1 + FcE /F'c 1 + FcE /F'c 2 FcE /F'c C P 2c 2c ) c = 0.245 F'c= F*c xCP = 418 psi F> fa, DCR = 0.38 Load to stud = (23 psf + 25 psf) *20 ft + [(6.75"*21'7144 in/ft)*35 pcf] = 995 plf Studs @ 16" oc - 995 plf * 16"/(12 in/ft) = 1326 # 1 ilk Degenkolb Subject: Job Number: Date: ,Z Jo • By: j�� Section: Checked By: Page " of VLOLAM OzTcAM V�11 g11Sll.n1 Yy t - T.41cFUF� PDA'tE go 'ro a��I�LV�A� = I I 15� �LNz�►�����.2,'S �� �o,� PJ %w LAPi CNEC_�- ��MorNDS �LZ ,�• At16 �T �,-)SA'D ,10' 'EIAo H�-a • tZ �NE�ca���, USL- U3/A 16" 1,U3� �'�.oM �-l�8�s = I�t�v�?F H,5'�io' �Te►a +s �l'/2 =tiI,5S1 �� �j Noun : to' ►� ct5 'Ps� � �' = a k -ti R 2 (.I 31r1 g. 16'k• G LB • Wood Beam LIC# : KW-06014294, Build:20.22.2.9 DESCRIPTION: 6 3/4 x 12" Glulam Beam Project Title: Engineer: Project ID: Project Descr: Project File: 220428 Plum Tree Glulams.ec6 Original bm is 12" deep, new bm is 15" deep CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method : Allowable Stress Design Fb + Load Combination ASCE 7-16 Fb - Fc - Prll Wood Species SP/SP Fc - Perp Wood Grade 24F-V8 Fv Ft Beam Bracing Beam is Fully Braced against lateral -torsional buckling D(1.62) S(2) Applied Loads Beam self weight calculated and added to loading Point Load : D = 1.620, S = 2.0 k @ 8.0 ft, (4x8 Purlin) Point Load : D = 1.20, S = 1.50 k @ 24.0 ft, (4x8 Purlin) Point Load : D = 1.620, S = 2.0 k @ 16.0 ft, (4x8 Purlin) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.849. 1 Section used for this span 6.75x15 fb: Actual = 2,165.24psi Fb: Allowable = 2,551.31 psi Load Combination +D+S Location of maximum on span = 15.942ft Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.952 in Ratio = Max Upward Transient Deflection 0 in Ratio = Max Downward Total Deflection 1.821 in Ratio = Max Upward Total Deflection 0 in Ratio = D(1.62) S(2) 6.75x15 Span = 28.0 ft 2,400.0 psi E : Modulus of Elasticity 2,400.0psi Ebend-xx 1,800.Oksi 1,650.0 psi Eminbend - xx 950.Oksi 740.0psi Ebend-yy 1,600.Oksi 300.0 psi Eminbend - yy 850.Oksi 1,150.0 psi Density 34.330pcf D(1.2) S(1.5) Service loads entered. Load Factors will be applied for calculations Maximum Shear Stress Ratio = 0.246 :1 Section used for this span 6.75x15 fv: Actual = 84.82 psi Fv: Allowable = 345.00 psi Load Combination +D+S Location of maximum on span = 26.774 ft Span # where maximum occurs = Span # 1 352> 240 Span: 1 : S Only 0 <240 n/a 184 -180 Span: 1 : +D+S 0 <180 n/a Maximum Forces & Stresses for Load Combinations Load Combination ass Ra ios Segment Length Span # M V Cd CFN C i Cr Cm C t C D Only Moment a ues Shear Values M Length = 28.0 ft 1 0.515 0.150 0.90 0.924 1.00 1.00 1.00 1.00 1.00 21.70 +D+S 0.924 1.00 1.00 1.00 1.00 1.00 Length = 28.0 ft 1 0.849 0.246 1.15 0.924 1.00 1.00 1.00 1.00 1.00 45.67 +D+0.750S 0.924 1.00 1.00 1.00 1.00 1.00 Length = 28.0 ft 1 0.737 0.214 1.15 0.924 1.00 1.00 1.00 1.00 1.00 39.68 +0.60D 0.924 1.00 1.00 1.00 1.00 1.00 Length = 28.0 ft 1 0.174 0.050 1.60 0.924 1.00 1.00 1.00 1.00 1.00 13.02 fb F'b V fv F'v 0.00 0.00 0.00 0.00 1,028.85 1996.68 2.73 40.38 270.00 0.00 0.00 0.00 0.00 2,165.24 2551.31 5.73 84.82 345.00 0.00 0.00 0.00 0.00 1,881.14 2551.31 4.98 73.71 345.00 0.00 0.00 0.00 0.00 617.31 3549.65 1.64 24.23 480.00 Project Title: Engineer: Project ID: Project Descr: Wood Beam LIC# : KW-06014294, Build:20.22.2.9 DESCRIPTION: 6 3/4 x 12" Glulam Beam Overall Maximum Deflections Project File: 220428 Plum Tree Glulams.ec6 Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+° Defl Location in Span +D+S Vertical Reactions 1.8207 14.102 Support notation : Far left is #1 0.0000 0.000 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 4.861 5.755 Overall MINimum 2.500 3.000 D Only 2.361 2.755 +D+S 4.861 5.755 +D+0.750S 4.236 5.005 +0.60D 1.416 1.653 S Only 2.500 3.000 Wood Beam LIC# : KW-06014294, Build:20.22.2.9 DESCRIPTION: 6 3/4 x 15" Glulam Beam Project Title: Engineer: Project ID: Project Descr: Project File: 220428 Plum Tree Glulams.ec6 Original bm is 12" deep, new bm is 15" deep CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method : Allowable Stress Design Fb + Load Combination ASCE 7-16 Fb - Fc - Prll Wood Species SP/SP Fc - Perp Wood Grade 24F-V8 Fv Ft Beam Bracing Beam bracing is defined as a set spacing over all spans Unbraced Lengths First Brace starts at 8.0 ft from Left -Most support Regular spacing of lateral supports on length of beam = 8.0 ft 2,400.0 psi 2,400.0 psi 1,650.0 psi 740.0 psi 300.0 psi 1,150.0 psi E : Modulus of Elasticity Ebend-xx 1,800.Oksi Eminbend - xx 950.Oksi Ebend-yy 1,600.Oksi Eminbend - yy 850.Oksi Density 34.330pcf Span = 28.0 ft Span = 27.0 ft Applied Loads Beam self weight calculated and added to loading Load for Span Number 1 Point Load : D = 0.730, S = 0.90 k @ 8.0 ft, (4x8 Purlin) Point Load : D = 0.540, S = 0.680 k @ 24.0 ft, (4x8 Purlin) Point Load : D = 0.730, S = 0.90 k @ 16.0 ft, (4x8 Purlin) Point Load : D = 1.660, S = 2.0 k @ 8.0 ft, (4x14 Purlin) Point Load : D = 1.660, S = 2.0 k @ 16.0 ft, (4x14 Purlin) Point Load : D = 1.660, S = 2.0 k @ 24.0 ft, (4x14 Purlin) Load for Span Number 2 Point Load : D = 0.730, S = 0.90 k @ 19.0 ft, (4x8 Purlin) Point Load : D = 0.540, S = 0.6750 k @ 3.0 ft, (48 Purlin) Point Load : D = 0.730, S = 0.90 k @ 11.0 ft, (4x8 Purlin) Point Load : D = 1.660, S = 2.0 k @ 19.0 ft, (4x15 Purlin) Point Load : D = 1.660, S = 2.0 k @ 11.0 ft, (4x14 Purlin) Point Load : D = 1.660, S = 2.0 k @ 3.0 ft, (4x14 Purlin) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.989 1 Section used for this span 6.75x16.5 fb: Actual = 2,499.95psi Fb: Allowable = 2,527.11 psi Load Combination +D+S Location of maximum on span = 28.000ft Span # where maximum occurs = Span # 1 Service loads entered. Load Factors will be applied for calculations. Maximum Shear Stress Ratio = 0.458 : 1 Section used for this span 6.75x16.5 fv: Actual = 157.86 psi Fv: Allowable = 345.00 psi Load Combination +D+S Location of maximum on span = 28.000 ft Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.460 in Ratio = 729>=240 Span: 2 : S Only Max Upward Transient Deflection -0.001 in Ratio = 303046 -240 Span: 2 : S Only Max Downward Total Deflection 0.875 in Ratio = 384> 180 Span: 2: +D+S Max Upward Total Deflection -0.002 in Ratio = 160544>=180 Span: 2: +D+S Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File: 220428 Plum Tree Glulams.ec6 LIC# : KW-06014294, Build:20.22.2.9 DEGENKOLB ENGINEERS (c) ENERCALC INC 1983-2022 DESCRIPTION: 6 3/4 x 15" Glulam Beam Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span # M V Cd CFN Ci Cr D Only Length = 7.978 ft 1 0.353 0.115 0.90 0.916 1.00 1.00 Length = 7.978 ft 1 0.353 0.115 0.90 0.916 1.00 1.00 Length = 7.978 ft 1 0.296 0.153 0.90 0.916 1.00 1.00 Length = 4.067 ft 1 0.598 0.275 0.90 0.916 1.00 1.00 Length = 3.922 ft 2 0.596 0.275 0.90 0.919 1.00 1.00 Length = 7.994 ft 2 0.243 0.275 0.90 0.919 1.00 1.00 Length = 7.994 ft 2 0.321 0.275 0.90 0.919 1.00 1.00 Length = 7.089 ft 2 0.286 0.275 0.90 0.919 1.00 1.00 +D+S 0.919 1.00 1.00 Length = 7.978 ft 1 0.585 0.187 1.15 0.916 1.00 1.00 Length = 7.978 ft 1 0.585 0.187 1.15 0.916 1.00 1.00 Length = 7.978 ft 1 0.491 0.249 1.15 0.916 1.00 1.00 Length = 4.067 ft 1 0.989 0.458 1.15 0.916 1.00 1.00 Length = 3.922 ft 2 0.986 0.458 1.15 0.919 1.00 1.00 Length = 7.994 ft 2 0.403 0.458 1.15 0.919 1.00 1.00 Length = 7.994 ft 2 0.532 0.458 1.15 0.919 1.00 1.00 Length = 7.089 ft 2 0.473 0.458 1.15 0.919 1.00 1.00 +D+0.750S 0.919 1.00 1.00 Length = 7.978 ft 1 0.508 0.163 1.15 0.916 1.00 1.00 Length = 7.978 ft 1 0.508 0.163 1.15 0.916 1.00 1.00 Length = 7.978 ft 1 0.426 0.217 1.15 0.916 1.00 1.00 Length = 4.067 ft 1 0.859 0.397 1.15 0.916 1.00 1.00 Length = 3.922 ft 2 0.856 0.397 1.15 0.919 1.00 1.00 Length = 7.994 ft 2 0.350 0.397 1.15 0.919 1.00 1.00 Length = 7.994 ft 2 0.462 0.397 1.15 0.919 1.00 1.00 Length = 7.089 ft 2 0.411 0.397 1.15 0.919 1.00 1.00 +0.60D 0.919 1.00 1.00 Length = 7.978 ft 1 0.119 0.039 1.60 0.916 1.00 1.00 Length = 7.978 ft 1 0.119 0.039 1.60 0.916 1.00 1.00 Length = 7.978 ft 1 0.100 0.052 1.60 0.916 1.00 1.00 Length = 4.067 ft 1 0.202 0.093 1.60 0.916 1.00 1.00 Length = 3.922 ft 2 0.201 0.093 1.60 0.919 1.00 1.00 Length = 7.994 ft 2 0.082 0.093 1.60 0.919 1.00 1.00 Length = 7.994 ft 2 0.108 0.093 1.60 0.919 1.00 1.00 Length = 7.089 ft 2 0.097 0.093 1.60 0.919 1.00 1.00 Overall Maximum Deflections Load Combination +D+S +D+S Vertical Reactions Load Combination Overall MAXimum Overall MINimum D Only +D+S +D+0.750S +0.60D S Only Moment Values Shear Values Cm C t CL M fb F'b V fv F'v 0.00 0.00 0.00 0.00 1.00 1.00 0.99 17.82 698.00 1977.74 2.31 31.06 270.00 1.00 1.00 0.99 17.83 698.47 1977.74 2.13 31.06 270.00 1.00 1.00 0.99 14.93 584.86 1977.74 3.08 41.43 270.00 1.00 1.00 1.00 30.19 1,183.01 1977.74 5.52 74.35 270.00 1.00 1.00 1.00 30.19 1,183.01 1984.94 5.52 74.35 270.00 1.00 1.00 0.99 12.33 483.11 1984.94 3.25 74.35 270.00 1.00 1.00 0.99 16.26 637.09 1984.94 1.95 74.35 270.00 1.00 1.00 0.99 14.51 568.30 1984.94 2.10 74.35 270.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 1.00 1.00 0.99 37.73 1,478.37 2527.11 4.80 64.68 345.00 1.00 1.00 0.99 37.75 1,478.91 2527.11 4.62 64.68 345.00 1.00 1.00 0.99 31.69 1,241.71 2527.11 6.38 85.92 345.00 1.00 1.00 1.00 63.81 2,499.95 2527.11 11.72 157.86 345.00 1.00 1.00 1.00 63.81 2,499.95 2536.32 11.72 157.86 345.00 1.00 1.00 0.99 26.10 1,022.43 2536.32 6.78 157.86 345.00 1.00 1.00 0.99 34.44 1,349.51 2536.32 4.23 157.86 345.00 1.00 1.00 0.99 30.63 1,200.07 2536.32 4.38 157.86 345.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 1.00 1.00 0.99 32.75 1,283.28 2527.11 4.18 56.27 345.00 1.00 1.00 0.99 32.77 1,283.80 2527.11 4.00 56.27 345.00 1.00 1.00 0.99 27.50 1,077.50 2527.11 5.55 74.80 345.00 1.00 1.00 1.00 55.40 2,170.71 2527.11 10.17 136.98 345.00 1.00 1.00 1.00 55.40 2,170.71 2536.32 10.17 136.98 345.00 1.00 1.00 0.99 22.65 887.60 2536.32 5.90 136.98 345.00 1.00 1.00 0.99 29.90 1,171.41 2536.32 3.66 136.98 345.00 1.00 1.00 0.99 26.60 1,042.13 2536.32 3.81 136.98 345.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 1.00 1.00 0.98 10.69 418.80 3515.98 1.38 18.63 480.00 1.00 1.00 0.98 10.70 419.08 3515.98 1.28 18.63 480.00 1.00 1.00 0.98 8.96 350.92 3515.98 1.85 24.86 480.00 1.00 1.00 0.99 18.12 709.80 3515.98 3.31 44.61 480.00 1.00 1.00 0.99 18.12 709.80 3528.79 3.31 44.61 480.00 1.00 1.00 0.98 7.40 289.87 3528.79 1.95 44.61 480.00 1.00 1.00 0.98 9.76 382.25 3528.79 1.17 44.61 480.00 1.00 1.00 0.99 8.70 340.98 3528.79 1.26 44.61 480.00 Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span 1 0.8750 12.045 0.0000 0.000 2 0.6726 15.838 +D+S -0.0020 0.453 Support notation : Far left is #1 Values in KIPS Support1 Support 2 Support 3 4.836 23.125 4.415 2.497 12.184 2.275 2.339 10.941 2.140 4.836 23.125 4.415 4.212 20.079 3.846 1.403 6.565 1.284 2.497 12.184 2.275 Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File: 220428 Plum Tree Glulams.ec6 LIC# : KW-06014294, Build:20.22.2.9 DEGENKOLB ENGINEERS (c) ENERCALC INC 1983-2022 DESCRIPTION: Glulam Girder CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method : Allowable Stress Design Fb + Load Combination ASCE 7-16 Fb - Fc - Prll Wood Species SP/SP Fc - Perp Wood Grade 24F-V4 Fv Ft Beam Bracing Beam bracing is defined as a set spacing over all spans Unbraced Lengths First Brace starts at 10.0 ft from Left -Most support Regular spacing of lateral supports on length of beam = ft D(5.1) S(6.4) 6.75x18 2,400.0 psi E : Modulus of Elasticity 1,650.0psi Ebend-xx 1,700.Oksi 1,350.0 psi Eminbend - xx 900.Oksi 650.0psi Ebend-yy 1,500.Oksi 210.0 psi Eminbend - yy 790.Oksi 975.0 psi Density 26.840pcf Span = 20.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load : D = 0.0210, S = 0.0250 ksf, Tributary Width = 4.0 ft, (2x Loading) Point Load : D = 5.1 S = 6.4 k @ 10.0 ft, (Glulam Pt Load) DESIGN SUMMARY = 2* max 12" glulam demands Maximum Bending Stress Ratio = 0.862 1 Maximum Shear Stress Ratio Section used for this span 6.75x18 Section used for this span fb: Actual = 2,233.16psi fv: Actual Fb: Allowable = 2,590.94psi Fv: Allowable Load Combination +D+S Load Combination Location of maximum on span = 10.000ft Location of maximum on span Span # where maximum occurs = Span # 1 Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection 0.397 in Ratio = 604> 240 Span: 1 : S Only Max Upward Transient Deflection 0 in Ratio = 0 <240 n/a Max Downward Total Deflection 0.731 in Ratio = 328-180 Span: 1 : +D+S Max Upward Total Deflection 0 in Ratio = 0 <180 n/a Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span # M V Cd CF/V Ci Cr D Only Length = 20.0 ft 1 0.501 0.226 0.90 0.939 1.00 1.00 +D+S 0.939 1.00 1.00 Length = 20.0 ft 1 0.862 0.384 1.15 0.939 1.00 1.00 +D+0.750S 0.939 1.00 1.00 Length = 20.0 ft 1 0.744 0.332 1.15 0.939 1.00 1.00 +0.60D 0.939 1.00 1.00 Length = 20.0 ft 1 0.170 0.076 1.60 0.939 1.00 1.00 0.384 : 1 6.75x18 = 92.78 psi = 241.50 psi +D+S = 0.000 ft = Span # 1 Moment a ues Cm C t CL M fb F'b V 0.00 0.00 1.00 1.00 0.97 30.83 1,015.06 2027.69 3.46 1.00 1.00 0.97 0.00 0.00 1.00 1.00 0.96 67.83 2,233.16 2590.94 7.51 1.00 1.00 0.96 0.00 0.00 1.00 1.00 0.96 58.58 1,928.64 2590.94 6.50 1.00 1.00 0.96 0.00 0.00 1.00 1.00 0.93 18.50 609.03 3587.86 2.08 Shear Values fv F'v 0.00 0.00 42.73 189.00 0.00 0.00 92.78 241.50 0.00 0.00 80.26 241.50 0.00 0.00 25.64 336.00 Project Title: Engineer: Project ID: Project Descr: Wood Beam LIC# : KW-06014294, Build:20.22.2.9 DEGENKOLB ENGINEERS DESCRIPTION: Glulam Girder Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Project File: 220428 Plum Tree Glulams.ec6 Max. "+° Defl Location in Span +D+S 1 0.7313 10.073 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Overall MAXimum Overall MINimum D Only +D+S +D+0.750S +0.60D S Only Support1 Support 2 7.816 7.816 4.200 4.200 3.616 3.616 7.816 7.816 6.766 6.766 2.170 2.170 4.200 4.200 ilk Degenkolb • 0 Subject: Job Number: Date: Job: A By: Section: Checked By: Page of ' o, ITZ1'� /�,2F1i5 f �O�PS =11D' AN=1�'�a� - t) - �5 = r��r L oan Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File: 220428 Plum Tree Glulams.ec6 LIC# : KW-06014294, Build:20.22.2.9 DEGENKOLB ENGINEERS (c) ENERCALC INC 1983-2022 DESCRIPTION: Glulam Beam Under Tower CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method : Allowable Stress Design Fb + Load Combination ASCE 7-16 Fb - Fc - Prll Wood Species DF/DF Fc - Perp Wood Grade 24F-V8 Fv Ft Beam Bracing Beam bracing is defined as a set spacing over all spans Unbraced Lengths First Brace starts at 8.0 ft from Left -Most support Regular spacing of lateral supports on length of beam = 8.0 ft 75) D(2.64) S(3) 6.75x15 Span = 28.0 ft Applied Loads Beam self weight NOT internally calculated and added Load for Span Number 1 Point Load : D = 2.420, S = 2.750 k @ 8.0 ft, (Purlin P3) Point Load : D = 2.640, S = 3.0 k @ 16.0 ft, (Purlin P1) Point Load : D = 2.420, S = 2.750 k @ 24.0 ft, (Purlin P2) Load for Span Number 2 Point Load : D = 2.420, S = 2.750 k @ 4.0 ft, (Purlin P2) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.950 1 Section used for this span 6.75x15 fb: Actual = 2,423.69psi Fb: Allowable = 2,551.31 psi Load Combination +D+S Location of maximum on span = 28.000ft Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.766 in Ratio = Max Upward Transient Deflection -0.062 in Ratio = Max Downward Total Deflection 1.441 in Ratio = Max Upward Total Deflection -0.117 in Ratio = 2400 psi E : Modulus of Elasticity 2400 psi Ebend- xx 1800 ksi 1650 psi Eminbend - xx 950ksi 650 psi Ebend- yy 1600 ksi 265 psi Eminbend - yy 850ksi 1100 psi Density 31.21 pcf S(2.75) D(2.42) S(2.75) 6.75x15 Span = 10.0 ft Service loads entered. Load Factors will be applied for calculations. Maximum Shear Stress Ratio = 0.533 : 1 Section used for this span 6.75x15 fv: Actual = 162.33 psi Fv: Allowable = 304.75 psi Load Combination +D+S Location of maximum on span = 24.089 ft Span # where maximum occurs = Span # 1 438> 240 Span: 1 : S Only 1924> 240 Span: 2 : S Only 233 -180 Span: 1 : +D+S 1023>=180 Span: 2: +D+S Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment a ues Segment Length Span # M V Cd CFN Ci Cr Cm C t CL M fb F'b D Only 0.00 Length = 7.978 ft 1 0.445 0.146 0.90 0.924 1.00 1.00 1.00 1.00 0.99 18.76 889.17 1996.68 Length = 7.978 ft 1 0.446 0.146 0.90 0.924 1.00 1.00 1.00 1.00 0.99 18.80 891.22 1996.68 Length = 7.978 ft 1 0.434 0.168 0.90 0.924 1.00 1.00 1.00 1.00 0.99 18.26 865.65 1996.68 Length = 4.067 ft 1 0.568 0.319 0.90 0.924 1.00 1.00 1.00 1.00 1.00 23.93 1,134.49 1996.68 Shear V fv F'v 0.00 0.00 0.00 2.35 34.83 238.50 2.35 34.83 238.50 2.71 40.13 238.50 5.13 75.98 238.50 Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File: 220428 Plum Tree Glulams.ec6 LIC# : KW-06014294, Build:20.22.2.9 DEGENKOLB ENGINEERS (c) ENERCALC INC 1983-2022 DESCRIPTION: Glulam Beam Under Tower Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd CFN Ci Cr Cm C t CL M fb F'b V fv F'v Length = 3.966 ft 2 0.527 0.319 0.90 1.000 1.00 1.00 1.00 1.00 1.00 23.93 1,134.49 2153.01 3.85 75.98 238.50 Length = 6.034 ft 2 0.191 0.319 0.90 1.000 1.00 1.00 1.00 1.00 0.99 8.68 411.46 2149.04 3.85 75.98 238.50 +D+S 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 7.978 ft 1 0.745 0.244 1.15 0.924 1.00 1.00 1.00 1.00 0.99 40.07 1,899.58 2551.31 5.02 74.41 304.75 Length = 7.978 ft 1 0.746 0.244 1.15 0.924 1.00 1.00 1.00 1.00 0.99 40.16 1,903.97 2551.31 5.02 74.41 304.75 Length = 7.978 ft 1 0.725 0.281 1.15 0.924 1.00 1.00 1.00 1.00 0.99 39.01 1,849.34 2551.31 5.79 85.74 304.75 Length = 4.067 ft 1 0.950 0.533 1.15 0.924 1.00 1.00 1.00 1.00 1.00 51.12 2,423.69 2551.31 10.96 162.33 304.75 Length = 3.966 ft 2 0.882 0.533 1.15 1.000 1.00 1.00 1.00 1.00 1.00 51.12 2,423.69 2748.40 8.21 162.33 304.75 Length = 6.034 ft 2 0.321 0.533 1.15 1.000 1.00 1.00 1.00 1.00 0.99 18.54 879.04 2741.64 8.21 162.33 304.75 +D+0.750S 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 7.978 ft 1 0.646 0.212 1.15 0.924 1.00 1.00 1.00 1.00 0.99 34.74 1,646.98 2551.31 4.35 64.52 304.75 Length = 7.978 ft 1 0.647 0.212 1.15 0.924 1.00 1.00 1.00 1.00 0.99 34.82 1,650.78 2551.31 4.35 64.52 304.75 Length = 7.978 ft 1 0.628 0.244 1.15 0.924 1.00 1.00 1.00 1.00 0.99 33.82 1,603.42 2551.31 5.02 74.34 304.75 Length = 4.067 ft 1 0.824 0.462 1.15 0.924 1.00 1.00 1.00 1.00 1.00 44.33 2,101.39 2551.31 9.50 140.74 304.75 Length = 3.966 ft 2 0.765 0.462 1.15 1.000 1.00 1.00 1.00 1.00 1.00 44.33 2,101.39 2748.40 7.12 140.74 304.75 Length = 6.034 ft 2 0.278 0.462 1.15 1.000 1.00 1.00 1.00 1.00 0.99 16.08 762.14 2741.64 7.12 140.74 304.75 +0.60D 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 7.978 ft 1 0.150 0.049 1.60 0.924 1.00 1.00 1.00 1.00 0.99 11.25 533.50 3549.65 1.41 20.90 424.00 Length = 7.978 ft 1 0.151 0.049 1.60 0.924 1.00 1.00 1.00 1.00 0.99 11.28 534.73 3549.65 1.41 20.90 424.00 Length = 7.978 ft 1 0.146 0.057 1.60 0.924 1.00 1.00 1.00 1.00 0.99 10.96 519.39 3549.65 1.63 24.08 424.00 Length = 4.067 ft 1 0.192 0.108 1.60 0.924 1.00 1.00 1.00 1.00 0.99 14.36 680.70 3549.65 3.08 45.59 424.00 Length = 3.966 ft 2 0.178 0.108 1.60 1.000 1.00 1.00 1.00 1.00 0.99 14.36 680.70 3816.87 2.31 45.59 424.00 Length = 6.034 ft 2 0.065 0.108 1.60 1.000 1.00 1.00 1.00 1.00 0.99 5.21 246.88 3802.76 2.31 45.59 424.00 Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+S 1 1.4406 12.827 0.0000 0.000 2 0.0000 12.827 +D+S -0.1172 3.966 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum 5.023 19.172 -3.044 Overall MINimum 2.672 10.198 -1.425 D Only 2.351 8.974 -1.425 +D+S 5.023 19.172 -3.044 +D+0.750S 4.355 16.622 -2.640 +0.60D 1.411 5.384 -0.855 S Only 2.672 10.198 -1.619 �& Degenkolb Job: Plum Tree Plaza 22315 Highway 99, Edmonds, Washington Lateral Job Number: C21351010.00 By: JMR Checked by: Date: 3/14/2022 Section: Page: Per the local jurisdiction, lateral calculations are only required where damage to the lateral system has occurred, or if more than 30% of the gravity system is being replaced. Since neither of those occur, there have been no lateral calculations prepared and no lateral elements will be replaced at Plum Tree Plaza per our drawings. REVIEWED m CITY OF EDMONDS 'a& Degenkolb Job: Plum Tree Plaza 22315 Highway 99, Edmonds, Washington Appendix L%TC Hazards by Location Reference Document ASCE7-16 Risk Category 11 Site Class D - Default Job Number: C21351010.00 By: JMR Checked by: 8 Print these results ® Save these results Basic Parameters Name Value Description SS 1.279 MCER ground motion (period=0.2s) S1 OA5 MCER ground motion (period=1.0s) SMS 1.535 Site -modified spectral acceleration value SM1 ' null Site -modified spectral acceleration value SDS 1.023 Numeric seismic design value at 0.2s SA SD1 * null Numeric seismic design value at 1.Os SA ' See Section 11 A-8 Additional Information Name Value Description SDC ' null Seismic design category Fa 1.2 Site amplification factor at 0.2s Fv ' null Site amplification factor at 1.0s Date: 3/14/2022 Section: Page: 7 8 Print these results I I ® Save these results ASCE 7-16 Select a dataset to view contours. MRI 10-Year 67 mph MRI 25-Year 73 mph MRI 50-Year 78 mph MRI 100-Year 83 mph Risk Category 1 92 mph Risk Category II 97 mph Risk Category III - - - 104 mph Risk Category IV _ - - - - - 108 mph 1