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REVIEWED REV1 BLD2021-1610+Structural_Analysis_or_Calculations+3.7.2022_1.27.45_PM+2721698ENGINEERING REVISION Mar 07 2022 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT 250 41� Ave 5 Ste 200 MmurorJs, WA SED20 khane; (4251 76-MDD Fay (425) 778.5W civi I & structural engineering & plan-ning REVIEWED BY CITY OF EDMONDS STRUCTURAL CALCULATIONS Forrest Residence Remodel 638 Pima St Edmonds, WA 98020 03/07/2022 CGa Project No_- 2029$.1.0 Prolect uwatIgi 630 Pine $G Edmond s, WA 9O020 Pro€ect Descri ption An existing single family h4rne is being remodeled. An PALing chlmen� and column ire being removed and replaced, requiring new beams and in-Mke+el r"(1floor framing. The new roar and floor framl ng will Oon$i5t of 3X d iMerrSional lumber to match the existing rafte rs a nd Jplsts. The new beam will require new caluimns and Paotirip at each erg_ The lajeral resisting swskem is not affected by theme changes- $wpe_of VWxk Fravide structural r-alcu latio,ns in accordance with curr-ent buildin8 code. Basis of DesiAn Ruol' Loads Deed 12 psF Snow 2S psF Jsnaw) Floor Load$ lead 12 135f Live 40 psf �residential� I riIMI I ny fRMK T 9 202 L't�k�¢ ale Project Su rr mark GNGINCC ING 5c�k Shed Nik 250 4Lh AvG South HT-5firiji it Job Ala StiiRe �.�0 EdmmOs, WA 98020 Fofrest Res 20299.10 'Gravity Design Dads Roof DL Rooii rng Margri;oI 2.5 psf 112 Sheathing IA psf dnsula:ion 1.0 p;f 112 Gyp- rr_ 2.6 p5f Rafters @ 24" ac 2.4 psf WE 3.Q psf M Is[ i.p psi 11.9 pal LJSE 12.0 psf Floor D► Flooring Material 2.0 psf 3�4 Sheathing 2.3 psf 1J2 Gypsum 1.6 psf 2x10 @ 1670C 2.8 psf M{E 1.0 psF M is{ 1.Q psF 11.7 psF U SE LZ.0 psF Exterlor walls Siding 2.0 psf 1.2-eheathIrlg 15 r*f Insuladorl 1.0 psf 5 s-um 2.8 psf 2x6 @) lkri' OC 1.7 psf Phis[ 1.1) psf 10.0 psf LISP 10.0 psF R,00F LL Snow] 25.0 psf Flnmr L I SO-0 Orscrpllon {arwi#ti` Design L4,7d5 �Y RA+IKCM Cs� Ch9Cked vase G711YE-ER"(5 Smut# Noy $G3ie 75a A I h Ave. $3 vW SInc zoo wed Forrest F95t jobNa. EdmoMd . WA @OW0 2W552.1� HF C ra I o rn n & HF Sill Plate Ca paciU TABLE IBC 2012. NDS 2012 Dale modified ;0•2.11. 6 7 $ 9 10 11 12 13 14 - C. (2) 2M HF SNZ 5,149 C121 $,a99 ,603 Z224 1,,M 1,;579 1,155 1,175 1.U-1.8 905 P*L- 4,784 - - - - - - (3) 2xd HF Stud %220 7,72$ 1�,m b,n r 4,4Q6 3,7h 6 3,IW 2,r2i 2, 859 2,076 1.04 PNIL 6,910 1,910 _ - _ _ - _ (4) 2x4 HF S1ud T2.294 10,29A 8.510 7,D41 6,876 4,953 4.221 3,-s35 3,159 21769 2,443 P.; u. 9,506 6,605 M05 - - - (2) 3x4 HF Stud 10.24.5 6.581 7,091 6,M8 4.06 4.128 3,519 3_1329 2.02 2.207 2.038 PRL•_ 71619 7,610 f313x•4 HF;5wsd 15,W 12,872 10.637 8,502 7,50 6,191 5,277 13.543 3,548 3,461 3105-f PgLL 10,531 10.631 10.631 - - - (2) M HF Stand 7.951 81405 5,164 4 411D 301 z1917 2.47.5 2.125 1,m 1,1a98 1.423 Pg LL F,{18 - - - (3) M HF StLid f5jW 15 :°t- 13.635 11.977 107833 B,934 P,74P> 67789 5„"1 5,221 4,6321. Ps, L 10IM 10,859 10,859 10.80 - - - - - - t4] 2A H F Skin Z3,902 22, 7v5 21,314 1-9.614 17.764 1$, -? 14.1 cr, 12,$56 1171114 91942 6,891 Ps L.- i3,xs 1 13,366 13.365 1 13,36S 13, r 13,36 13,365 - - - 4,,C HF42 14.400 11,327 9.O9 7,M 6,993 5,006 4,M 3�W 3,147 2,T51 2,425 P; LL 6,328 11,328 8,3 - - - 4x$ HF #2 18.74.q 14.808 11.800 9.666 7,876 6.583 6,M 'I M 4.142 3,622 3.193 PxLL 10.277 1 D.277 10.277 - - - - - - - Ax10 HF #2 22.662 18.71 f 14,07.2 1271Sc 10.fl 1 :5 9,3TT 71141 6,090 5,277 4,61S 4.069 Pr �� 13,i12 13,112 13,112 - - M DF 42 19.595 1 B,8139 17,9K 15,908 15.659 14.315 127DW 11.CA6 10,4T5 9,4�7 ,463 P�I_L 13,1387 13.097 1;U,DU 1 JF(IQ17 131087 13,007 - - W DF#2 25.830 M.399 1 23.721 22,288 20.642 1.5.570 17,E 15„377 13;808 12,40D 11,166 P*i.1 18,149 1fr,149 16F14'11 16,1o19 15,149 154145P 167149 Moo Df ;Y2 28,621 27.79D 26,7?I& 25.450 23.029 22 22A PA,42A h 5,614 16,885 15,M 13,63S PE!__ 2U,504 28,5M 20.6114 20,604 ZD,804 24,9P4 - - r=Nr.IN&9R1tq$ alh Aue SouM 5�+6 200 rj�i:ipf hill @' RINK w1k! 09UMD Wand Colum ri C apecAy Table t'hv*txl Lion 4LAEC ShmI N13. F-Dre$t Fees nh No 2(12!9& 10 Beam Span Table - Roof Beans _ Allomblo Umlbrm QiWIURM Load In Pam& Per Lineal F-Dot [PLFl Span Length In Feet 9eani 4 6 B 7 8 9 16 11 12 1 14 15 15 17 16 W 20 4X6 H F iY2 937 ODD 417 3P5 234 163 150 124 104 - - - - - - 3 11z x 5 1J2 LSL 1541 9663 685 5D3 389 259 189 142 109 - - 4X9 H F N2 14g1 103B 721 529 405 320 2a9 214 180 154 132 115 101 3 M x 7 IA LSL 2610 1$74 116'� 054 U4 517 419 321 2,47 195 166 127 10: W V #2 21 1384 1 716 'A1 427 346 2B= 240 2135 176 154 135 1n 107 - 211M x 9 1 A 1581. 24D5 TK4 1613'- 13r 4 119'- 912 ?63 651 v30 452 378 3D7 253 21' 178 15: in 4x1O Fir *2 115M 1490 1 D64 795 610 462 390 322 271 231 199 1 n 152 135 1?,0 108 3 1 �2 x p 1`14 PSL 3E.DC I 238D 24DC I K57 1 1755 ' 411 1141 9" 789 RA-0 -107 MA 333 277 234 19D 170 5 1 r4 x 9 1 r4 P5L 55 J 4319 36D ; 9,85 2677 Fi 15 17 L 41 B 1 1 3 9 1 745 6M 49 j 41$ �1!5 1 ZV5 2!56 2 11116 x 9 1 U R5L 24 7C ' 975 1647 r ' 41 1 12H 991 802 653 -537 475 409 3�1 ?F5 2� 1 J3 1 I 141 31J3 x 91J3 LSL 3634 2907 F423 1893 144 1145 927 7ffi 663 SD5 446 39 277 228 191 1 139 � 1 �2 x !) 1 �2 PSL 371M I C-,16D 24sj' • 21 14 1130 14Q2 12D I 992 �1;34 674 .540 439 362 K2 254 2' 6 185 $Yid DF #2 M04 2219 1541 1132 867 6&5 MS 458 395 3A 283 2.41 217 1 W 171 154 139 5 W x 9 112 FIR 354-r 4436 3We 3169 2773 2224 M2 1.09 1261 1011 810 558 :543 452 381 324 276 7 x 9 112 PSL 7390 ' 5'912 4927 4223 3Ba5 , 2960 2402 t985 1 B5S 1;349 1OW M 723 00 600 432 M 2 11J15 x 11 1 M PSL 292a 234D 1950 1671 14,53 130D 11rA • 912 767 . $53 563 $53 4Qi 431 32 325 278 237 3 112 x 11 1% USL 4341 'M 4t I M7 :Z406 2D O1 1561 1 W1 1056 ON 758 51G 490 -M 316 259 231 3 V2 x 1$ 1.14 PSL 4.V.2 }S-05 2� 1 2504 2: 01 1947 1 3 1306 e7 1 ! 48 WS 84 3 729 6DD 501 222 ° 59 307 6x12 OF 92 4123 3253 2n9 1060 1771 10P4 01:3 SM 481 41.5 361 318 Al 251 225 2D3 5 V4 x 11 $4 PSL 5E67 5253 4378 3752 3283 297.g• 2430 20W 1722 1405 1265 109E D04 754 635 540 453 2 1111-5 x 11 r 1a ?5L YA5 24H Y157 1763 -.543 1371 -.222 1010 646 ; 23 1 6�4 .543 B31 47S 53Q 423 441 3'? 372 32& •315 27.9 271 3 la x 11 700 LSL 4W 36M 3W8 2596 MD 1754 m 1420 1174 W Z4 72� 3 112 x 11 FAH PISL 4923 M-M 302 2642 i 2312 2D53. 1831 1513 '.271 low': 93,q 1 314 74q M1 4% 423 353 5 19 x 11 Ifs PSL 5548 d623 61601 3%3 3467 3ML . 274E 2278 19116 1626 j 1 a021 1221 1063 807 747 635 5441 7x117M PSL - 52$0 4620 4107 3663 3D27 12543 121,57118691 1'`i28 14111 117A 941 842 722 IN OkeS: 1- This table is applic-abi a Mr Simple $pRn beamns wfth unllormly dlstribul�d 103d5;no poink IoadsM 2. T41b1e vaLx-� are haxad vn Cho limilin$ beam shear 8i morn-erri: csp3oitios, ax woll ar, deflectlOn 3. The def6e lm Iini it ufted in tho ahava lRble ks 4U180 ToUl Load) and 411-1210 Snow Load] 4, Thir, table Is appl icable for W _Mr„ �= 3in 6. Tah1e vskmt h-i'md)r to Sixo- Fackw (CF F an* V* Load Durahon F.uctor (C,) "maglim Beam Sim Yo a jj� RMK 'Lk" Q Ch%V�iG L6me 45NOINEERIPJlf`a kcyc Sliu� k 2k•4LnAve. 2Luii Sum M p"°i- Forrest Res Lb %,j Beam Span Table - Floor Beams AfloymD4 Uniform Distributed Load in Rounds Per Ur" Foot fPLF} Span Lanth In Feel Beare 4 5 6 7 8 9 1 10 11 12 i3 14 1:5 15 17 16 19 20 40 HF C2 315 522 362 255 204 160 117- 3 1 e2 x 5 112 LUL 1340 1358 vd6 344 230 182 118 dx8 Hr- %Q 1 M70 9132 £27 405 253 2N 226 1 Bra 155 122 - - 31 r2 x F 114 L5 L 227:51 1466 1011 74:S 522 357 267 201 165 122 - - 6x-11 DF #2 1650 1203 U6 614 A70 371 301 2411 20D 178 152 13a 114 - - - 11 f15 x 9 1!4 P51- 2405 :924 1 67f3 17. 4 1 19? 6Sv 8 43r 20 375 295 235 192. 156 132 111 4x10 HF N2 1E0 1296 942 :692 53D 419 039 336 2-D1 173 151 133 113 - 3 1n x 9 114 PSL 31 W MG1 20157 1789 15M t 169 852 644 493 98 p 231 55,2 206 173 146 124 106 5 1M x 9 lid PSL 4 $ 3756 31M 2583 2325 1753 12781 DM 739 SIM 466 379 312 172A M 219 166 16D 2 11J15 x 9 V2 P5L 2470 1075 1 17 ' 141! 1238 W,3 704 529 407 MG 25B 2OG 143 121 1 171 3 V2 x 9 112 LSL 3i80 Mn 2107 164$ 1M 9" 6 522 402 318 253 206 17-13 141 11-9 101 3 V2 x 9 V2 P51- 5215 2572 2-431 1 a37 1 @ 1270 9?; 462 1'da9 1 ; QG 3A v3� 421 337 276 225 15-� ':35 1 % W o [IF i#2 2W0 1930 1340 754 596 336 M6 246 214 1 W 1$7 149 134 116 6 lid x 9 U2 P$L 4$2v 3860 3211 2757 2413 1905 10431 8134 532 SM 412 3D 2U 236 M 174 7 x 9 la PSL 6430 51" 4,257 3574 3215 254.0 1852 1391 1072 M3 US f q9 452 377 318 270 231 2 1 Wt6 x 11 1 t•1 RIL 2=25 234,'-% 1250 167' 14F.3 131}) 1- 04 5�-0 66$_ 639 43 3a 1 FBA 241 2133 179 14R 3 V2 x If tr4 LraL 3740 2992 2493 2127 174p 137-5 1114 MG W 525 420 342 2131 235 195 168 144 3 112 K 11 `IAAL 3? 10 3045 25.40 217? 1505 1 MM }438 1 155 65° 700 5W 455 37v 313 254 224 192. W2 DF #2 3535 2624 1954 1443 t105 873 7D7 W 491 416 361 314 5 245 2t8 196 177 .5 14 x 11 114 PSL 5710 4953 3807 3263 2155 2518 .2197 1 7 N 1140 1 CL`- ` B44 685 M, .171 U 7 337 2W 2 11 -'10 x 11 FHB PSL 3085 246E 2057 1763 1 Sd3 11? 1 1222 1W 10 1650 W- 632 506 212 339 283 238 202 17q 3 112 x 1171 L-9L 395D 3160 2633 2257 19M 1525 1235 7M 617 4W AD. 331 276 232 196 15 3 112 x 11 V8 PSL 4020 3216 26BD 2297 201-D 17�17 1592 1316 106� 8B 661 Shy 441 36D 1 26b 22 r 5 1A x 11 VB PSL 4.524 4020 3 @ 3015 W80 2BB9 1974 157-5 1239 992 W7 665 554 467 1 397 3,�Q 7 x 1$ V6 FSL - 5357 4w"1 4D1S M71 31&5 M2 2090E 96a4 131G 10713 882 733 619 1 5M a:61 Noiea: 9. 17ris #abbe is applKablafor SImpre 5per1 be8rn3 uQh uriftrmly distrlluted loads (na point load.*) 2. Table values are baaed on the lim iting beam shmar $ mcoment capacities, as well ss dotlor-teon 3• The d4fluOun I+mrt used In the above t8 ble la (L1240 TMI Loads and {1-061) Live Load E 4. ThF3 1*010 ill� -applicable for Wk� , IWII 1,= 4.0 S. Tably wimlueG Inolude the Size Factor lC-] ENUINEGRING .1 J 4!- �Ai 'urh S.e)� 20c• Iyap= F Refi jab Nn =wlxwm rr.� mc:a 2%)29B.10 I r-•11 1147 —tSTAIj 55 x c{ R CH D-ECK {E�usT�wGr I I u II x I I MASTE II BEDRO t BAH Ri o KIT EN DINING R OM 12 race r Done ; r - 1 cE [E78TtNf�j —# 1f4• m 02 BAT I r s� � ; I BEDROOM BEDROOM � LIVRNG Rc OM M) [e�rvJ {�]oSTrfIQ] EMsnw w EN7RY x , AND Vom II rI u e-1 1/�• ° MDE NIMUM 3 mM L NDING If II II _ DOOR E ISTING STAIR TO B EXTEN I — N D AS SHOWN II II Pi 14 is I I I I q I j x rEND CONCRETE LANDING AND STAaR L== t 3=J k 1 5-7- F PROPOSED UPPER FLOOR FLAN ELQQR PLAN I i E Y riQjF-$ PFMME HD! WOER TELdl)Cm .YvK i 7 p TIiLL OR R+'�UM i PE19 �l@c - -- — - AN0 PHEoc�_ISE REEF MF E TUMIHAnHC flUMPE. ,ram -•- .� fPrN3 I� N I� I 9 10 Ca) R W-E I.Ir w LA N DR Y 3 }; 1 a F co II 00 m m x w x LL EX BM FURhl. BEDRCOM FALL I EX BM I Ln NEW BEAM Ia 16'-9" CLR _ 11 •� 1 1 � M �a �AMII�,Y RQQM 11 I I xm � � 2 5-� -I 1/2 � rwIj Ilb I ENTRY _ _hf* KAM - nFk 3zxw �I II GARJ�E Ij �I :I �I II � a II I I i• 1� II '1 II I F e•-o' fo 1 [� a•-�' - I � II �0'-7' •rr'� I {a' — -61 PROP [7S D LOWER FLQO-• "I.AN 30' �C'LUGAj H&f W T- c I1�' M = So hip- ft (33°,) V = C,.C, l6ps (2�0) De-Reot�oo, = 0.2" (L/438) wzox�o zg" Lj� -F,o � 1 Aj cam'-C," SQ r g>✓AM: W = 0' (12 + 40 ps- ) w 0.3/OJ. ��ps ps f > 1-11500 ps f Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 96 Fv' = 150 psi fv/Fv' = 0.31 Bending(+) fb = 692 Fb' = 1173 psi fb/Fb' = 0.59 Live Defl'n 0.09 = L/957 0.25 = L/360 in 0.38 Total Defl'n 0.14 = L/691 0.38 = L/290 in 0.37 P=o.3+0j. -"Lps 14' (4) 2X8 DF#2 CM - ENGINEERING AD -%kh Ave. 513uih Suite NO Edmonds, WA, IN20 425.77-U.850Q w ►k$Ineer g-mm Df-4k:. ll+un Criterion Analysis Value Design Value Unit Anal sis/Desi n Shear fv = 66 Fv' = 180 psi fv/Fv' = 0.37 Bending(+) fb = 1205 Fb' = 1242 psi fb/Fb' = 0.97 Live Defl'n 0.36 = L/968 0.47 = L/360 in 0.77 Total Defl'n 0.51 = L/330 0.70 = L/290 in 0.73 E4 7- — -- • r — Pro —� �— — — Sr31p 511m rye. Job.va Title Block Line 1 Project Title: You can change this area Engineer: using the "Settings" menu item Project ID: and then using the "Printing & Project Descr: Title Block" selection. Title Block Line 6 Printed: 28 SEP 2020, 1:26PM Steel Beam File = R:1_2020 Projects120298.10 Forrest Residence\_StructurallEngineeringWorrest res.ec6 . i.rr Software copyright ENERCALC, INC. 1983-2020, Build:12.20.2.28 . DESCRIPTION: --None-- CODE REFERENCES Calculations per AISC 360-10, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Strength Design Fy : Steel Yield : 50.0 ksi Beam Bracing : Completely Unbraced E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending ¢ f3PA!IL4d :50.3} W 10X$0 Span . SO. 1) A Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load : D = 0.0120, S = 0.0250 ksf, Tributary Width =12.0 ft DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.330 : 1 Maximum Shear Stress Ratio = 0.078 : 1 Section used forth is span W10x60 Section used for this span W1 Ox60 Ma: Applied 49.950 k-ft Va : Applied 6.660 k Mn / Omega: Allowable 151.348 k-ft Vn/Omega : Allowable 85.680 k Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span 15.000ft Location of maximum on span 0.000 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection 0.555 in Ratio = 648>=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.822 in Ratio = 438 >=180 Max Upward Total Deflection 0.000 in Ratio = 0 <180 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MINimum 1.296 1.296 +D+H 2.160 2.160 +D+L+H 2.160 2.160 +D+Lr+H 2.160 2.160 +D+S+H 6.660 6.660 +D+0.750Lr+0.750L+H 2.160 2.160 +D+0.750L+0.750S+H 5.535 5.535 +D+0.60W+H 2.160 2.160 +D+0.70E+H 2.160 2.160 +D+0.750Lr+0.750L+0.450W+H 2.160 2.160 +D+0.750L+0.750S+0.450W+H 5.535 5.535 +D+0.750L+0.750S+0.5250E+H 5.535 5.535 +0.60D+0.60W+0.60H 1.296 1.296 +0.60D+0.70E+0.60H 1.296 1.296 D Only 2.160 2.160 Lr Only L Only S Only 4.500 4.500 W Only E Only H Only COMPANY PROJECT WoodWorks „ , ,L h,X,,, SIRG� Sep. 28, 2020 11:56 B1 Design Check Calculation Sheet Wood Works Sizer 2019 (Update 1) Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Loadl Dead Full Area 12.00(12.001) psf s Snow Full Area 25.00(12.00') psf Self -weight Dead Full UDL 28.0 plf Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : 30.282' 30. Unfact ored: Dead Snow Factored: 2602 4542 2602 4542 Total 7144 7144 Bearing: Capacity Beam 7430 7430 Support 7144 7144 Des ratio Beam 0.96 0.96 Support 1.00 1.00 Load comb #2 #2 Length 1.69 1.69 Min req'd 1.69** 1.69** Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.00 1.00 Fc su 625 625 **Minimum bearing length governed by the required width of the supporting member. Glulam-Unbalan., West Species, 24F-1.8E WS, 6-3/4"x18" Supports: All - Timber -soft Beam, D.Fir-L No.2 Total length: 30.28; Clear span: 30`, Volume = 25.6 cu.ft.; 12 laminations, 6-3/4" maximum width, Lateral support: top = at supports, bottom = at supports; This section PASSES the design code check. Analysis vs. Allowable Stress and Deflection using Nos 2018: Criterion Analysis Value Design Value Unit Anal sis/Desi n Shear fv = 79 Fv' = 305 psi fv/Fv' = 0.26 Bending(+) fb = 1765 Fb' = 2487 psi fb/Fb' = 0.71 Live Defl'n 0.94 = L/383 1.00 = L/360 in 0.94 Total Defl'n 1.48 = L/243 1.51 = L/240 in 0.98 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CV Cfu Cr Cfrt Notes Cn*Cvr LC# Fv' 265 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 2400 1.15 1.00 1.00 0.915 0.901 - - 1.00 1.00 - 2 Fcp' 650 - 1.00 1.00 - - - - 1.00 - - - E' 1.8 million 1.00 1.00 - - - - 1.00 - - 2 Eminy' 0.85 million 1.00 1.00 - - - - 1.00 - - 2 Only the lesser of CL and CV is applied, as per NDS 5.3.6 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D+S Bending(+): LC #2 = D+S Deflection: LC #2 = D+S (live) LC #2 = D+S (total) Bearing : Support 1 - LC #2 = D+S Support 2 - LC #2 = D+S D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASO Basic from ASCE 7-16 2.4 / IBC 2018 1605.3.2 CALCULATIONS: V max = 7113, V design = 6372 lbs; M(+) = 53598 lbs-ft EI = 5904.8le06 lb-in^2 "Live" deflection is due to all non -dead loads (live, wind, snow...) Total deflection = 1.0 dead + "live" Lateral stability(+): Lu = 30.13' Le = 55.44' RB = 16.2 Design Notes: 1. Wood Works analysis and design are in accordance with the ICC International Building Code (IBC 2018), the National Design Specification (NDS 2018), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Glulam design values are for materials conforming to ANSI 117-2015 and manufactured in accordance with ANSI A190.1-2012 4. GLULAM: bxd = actual breadth x actual depth. 5. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 6. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). COMPANY PROJECT WoodWorks „ , A ,,,Mill �i Sep. 25, 2020 09:37 Beam1 Design Check Calculation Sheet Wood Works Sizer 2019 (Update 1) Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Loadl Dead Full Area 12.00(6.001) psf Load2 Live Full Area 40.00(6.00') psf Self -weight Dead Full UDL 6.7 plf Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : JI 7.611' Unfact ored: Dead Live 299 913 299 913 Factored: Total 1213 1213 Bearing: Capacity Beam 1213 1213 Support 2028 2028 Des ratio Beam 1.00 1.00 Support 0.60 0.60 Load comb #2 #2 Length 0.67 0.67 Min req'd 0.67 0.67 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.08 1.08 Fcp sup 625 625 Lumber n-ply, Hem -Fir, No.2, W, 3-ply (4-1/2'W-1/4") Supports: All - Timber -soft Beam, D.Fir-L No.2 Total length: 7.61'; Clear span: 7.5'; Volume = 1.7 cu.ft. Lateral support: top = at supports, bottom = at supports; Repetitive factor: applied where permitted (refer to online help); This section PASSES the design code check. Analysis vs. Allowable Stress and Deflection using NDS 2018: Criterion Analysis value Design value Unit Anal sis/Desi n Shear fv = 46 Fv' = 150 psi fv/Fv' = 0.31 Bending(+) fb = 692 Fb' = 1173 psi fb/Fb' = 0.59 Live Defl'n 0.09 = L/957 0.25 = L/360 in 0.38 Total Defl'n 0.14 = L/641 0.38 = L/240 in 0.37 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 150 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 850 1.00 1.00 1.00 1.000 1.200 - 1.15 1.00 1.00 - 2 Fcp' 405 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.3 million 1.00 1.00 - - - - 1.00 1.00 - 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D+L Bending(+): LC #2 = D+L Deflection: LC #2 = D+L (live) LC #2 = D+L (total) Bearing : Support 1 - LC #2 = D+L Support 2 - LC #2 = D+L D=dead L=live S=Snow W=wind I=impact Lr=roof live Lc=Concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASD Basic from ASCE 7-16 2.4 / IBC 2018 1605.3.2 CALCULATIONS: V max = 1204, V design = 1003 lbs; M(+) = 2274 lbs-ft EI = 61.92e06 lb-in^2/ply -Live- deflection is due to all non -dead loads (live, wind, snow...) Total deflection = 1.5 dead + 'live - Design Notes: 1. Wood Works analysis and design are in accordance with the ICC International Building Code (IBC 2018), the National Design Specification (NDS 2018), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 4. BUILT-UP BEAMS: it is assumed that each ply is a single continuous member (that is, no butt joints are present) fastened together securely at intervals not exceeding 4 times the depth and that each ply is equally top -loaded. Where beams are side -loaded, special fastening details may be required. COMPANY PROJECT WoodWorks „ , A 1-Mill 151n7ri Sep. 25, 2020 09:40 Chimney Beam 2 Design Check Calculation Sheet Wood Works Sizer 2019 (Update 1) Loads: Load Type Distribution Pat- tern Location [ft] Start End Magnitude Start End Unit Loadl Dead Point 9.04 300 lbs Load2 Live Point 9.04 900 lbs Load3 Dead Point 12.54 300 lbs Load Live Point 12.54 900 lbs Self -weight Dead Full UDL 10.3 plf Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : JI 14.084' - Unfact ored: Dead Live 212 419 533 1381 Factored: Total 632 1913 Bearing: Capacity Beam 1875 1913 Support 1875 1913 Des ratio Beam 0.34 1.00 Support 0.34 1.00 Load comb #2 #2 Length 0.50* 0.51 Min req'd 0.50* 0.51 Cb 1.00 1.00 Cb in 1.00 1.00 Cb support 1.00 1.00 Fc su 625 625 *Minimum bearing length setting used: 1/2" for end supports Lumber n-ply, D.Fir-L, No.2, W, 4-ply (6'W-1/4") Supports: All - Timber -soft Beam, D.Fir-L No.2 Total length: 14.08'; Clear span: 14.0% Volume = 4.3 cu.ft. Lateral support: top = at supports, bottom = at supports; Repetitive factor: applied where permitted (refer to online help); This section PASSES the design code check. Analysis vs. Allowable Stress and Deflection using NDS 2018: Criterion Analysis value Design value unit Anal sis/Desi n Shear fv = 66 Fv' = 180 psi fv/Fv' = 0.37 Bending(+) fb = 1205 Fb' = 1242 psi fb/Fb' = 0.97 Live Defl'n 0.36 = L/468 0.47 = L/360 in 0.77 Total Defl'n 0.51 = L/330 0.70 = L/240 in 0.73 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 180 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 900 1.00 1.00 1.00 1.000 1.200 - 1.15 1.00 1.00 - 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D+L Bending(+): LC #2 = D+L Deflection: LC #2 = D+L (live) LC #2 = D+L (total) Bearing : Support 1 - LC #2 = D+L Support 2 - LC #2 = D+L D=dead L=live S=Snow W=wind I=impact Lr=roof live Lc=Concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASD Basic from ASCE 7-16 2.4 / IBC 2018 1605.3.2 CALCULATIONS: V max = 1907, V design = 1907 lbs; M(+) = 5277 lbs-ft EI = 76.21e06 lb-in^2/ply "Live" deflection is due to all non -dead loads (live, wind, snow...) Total deflection = 1.0 dead + "live" Design Notes: 1. Wood Works analysis and design are in accordance with the ICC International Building Code (IBC 2018), the National Design Specification (NDS 2018), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 4. BUILT-UP BEAMS: it is assumed that each ply is a single continuous member (that is, no butt joints are present) fastened together securely at intervals not exceeding 4 times the depth and that each ply is equally top -loaded. Where beams are side -loaded, special fastening details may be required. NEW BEAM (-FASEMENT) p p W7 w2 W3 1583LA 004 1585 4885 1�'9" C<_R 4895 51/g x 13 1/2 C, Lg NEW -EAM (-FASEMENT) P = COL LOAD � FTC VV M TI-F � SQ W1 = 12'-g" (12 + 40 ps ) W2 = 1'-o" (12 + 4o psi W3 = 12'-g" (12 + 40 ps f) p = 4C 5 fibs + 1Oog Lbs (D+L) Criterion Anal s s Value Desi Value Unit Aoal sis/Desi Shear £v =1 Fv' 265 psi fv/Fv' = 0.47 Be..ng(+) 914 fb = 1940 Fb' = 2311 psi fb/Fb' = 0.84 Live De£1'n 0.54 = L/373 0.56 0.96 Total Defl'D 0.72 = L/282 0.85 = L/240i 0.85 T> =15g5 fibs + 4295 fibs (D+L) = C,4go fibs ALLOW. -PEAT---( NC-1 TPRESSI�tRE = 1,500 PSF REQ'D WIDTH- = SQRT(&,4g0 11,500) = NOTE: NEW F:TCI NOT NEEDED ON EXTERIOR EXISTI NCI FOOTI NCI i. 0 42" eNUI NEERI NG 2504tbAve. Scluroh Suite 2m idmand$ WA 90M 425.778 8500 %%.ww.qqen$ineering.cam De$[Flpryon IAsE 30" SQ FTC, CALCULATIONS P°`", FORREST RESIDENCE NON-P,EARINcj WALL ASS�WE 1O" WIDE FTC, > 1,020 pLf / 1-4" = 1,21g pLf EXIST FTCI ADEQL�tATE 9y RMK """ 03/07/22 checked Date Scab. 5hW Nn. Job Nm 20298.10 COMPANY PROJECT WoodWorks"Mar.7,202210:15 NewBeam2 /W 1l4URAWY Design Check Calculation Sheet Wood Works Slzer 11.1 Loads: Load Type Distribution Pat- tern Location [ft] Start End Magnitude Start End Unit D Dead Full Area 12.00(5.50') psf L Live Full Area 40.00 (5.50•) psf D1 Dead Partial Area 0.16 4.83 12.00(7.17') psf L1 Live Partial Area 0.16 4.83 40.00(7. 17•) psf Pdl Dead Point 4.83 465 lbs P 1 1 Live Point 4.83 1608 lbs Pd2 Dead Point 12.83 465 lbs P12 Live Point 12.83 1608 lbs D2 Dead Partial Area 9.83 12.83 12.00(1.00') psf L2 Live Partial Area 9.83 12.83 40.00(1.00•) PS D3 Dead Partial Area 12.74 16.75 12.00(7.17') psf L3 Live Partial Area 12.74 16.75 40.00(7.17') psf Self-wei ht Dead Full UDL 15.9 1pif Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : 17.074' 16.912' Unfacto red: Dead Live 1583 9885 1585 4895 Factored: Total 6468 6481 Bearing: Capacity Beam 6468 6981 Support 6675 6687 Des ratio Beam 1.00 1.00 Support 1.97 0.97 Load comb #2 #2 Length 1.94 1.95 Min req'd 1.94 1.95 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.07 1.07 Fcp sup 625 1 625 Glulam-Unbal., West Species, 24F-1.8E WS, 5-1/8"x13-1/2" 9 laminations, 5-1/8" maximum width, Supports: All - Timber -soft Beam, D.Fir-L No.2 Total length: 17.07'; Clear span: 16.75'; volume = 8.2 cu.ft. Lateral support: top= at supports, bottom= at supports; Analysis vs. Allowable Stress and Deflection sing Nos 2015: Criterion Analysis Value DesignValue Unit Anal sis/Desi Shear fv =124 Fv' - 265 psi fv/Fv' = On97 Bending(+) fb = 1940 Fb' = 2311 psi fb/Fb' Live Teri 0.54 = L/373 0.56 = L/360 0.96 Total Defl'n 0.72 = L/282 0.85 = L/290 0.85 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CV Cfu Cr Cfrt Notes Cn-Cvr LC# Fv• 265 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 2400 1.00 1.00 1.00 0.963 1.000 1.00 1.00 1.00 1.00 - 2 Fcp' 610 - 1.00 1.00 - - - - 1.00 - - - E' 1.8 million 1.00 1.00 - - - - 1.00 - - 2 Eminy' 0.85 million 1.00 1.00 - - - - 1.00 - - 2 CRITICAL LOAD COMBINATIONS: She : LC #2 = D+L, V max = 1411, V design = 1134 It, Bending(+): LC #2 = D+L, M = 25169 lbs-ft Deflection: LC #2 = D+L (live) LC #2 = D+L (total) D=dead L=live S=snow W=wind I=impact L-oof live Lc=concentrated E=earthquake All LC•s are listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2015 CALCULATIONS: Deflection: EI = 1891e06 lb-i n2 ^Live" deflection = Deflection from all n n-dead loads (live, wind, s ow...) Total Deflection = 1.00()ead Load Deflection) + Live Load Deflenction. Lateral stability(+): Lu = 16.94' Le = 31.13' RE = 13.9 Design Notes: 1. Wood Works analysis and design are in accordance with the ICC International Building Code (IBC 2015), the National Design Specification (NDS 2015), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Glulam design values are for materials conforming to ANSI 117-2015 and manufactured in accordance with ANSI A190.1-2012 4. GLULAM: bxd = actual breadth x actual depth. 5. Glulam Beams shall be laterally supported according to the provisions of NOS Clause 3.3.3. 6. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n).