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Specifications (9) bot,le vat ra Le 1 Rit OFFICE COP OVVE L 10570 SE Washington St Suite 212 ENGINEERING, LLC Portland,OR97216 STRUCTURAL ENGINEERING Tel. 503-254-6292 Fax.503-254-6761 R EC E R!E D DEC 0 i :_)p?z STRUCTURAL CALCULATIONS CITY OF TIUHrIU BUILDING DIVISION August 26, 2021 Armand Hill CT Tigard, OR 97224 96 mph Ultimate Wind, Exposure B Seismic Category D 2018 IBC /2019 OSSC bluepalouse properties 333 S. State St. Suite V#452 Lake Oswego, OR 97035 PRpeS y 1GINS s Rowell Engineering �'' F•�` Project Number: 21. R-21-001 ►j� .�. � Q EGo7 0 '.22,A v T, 4,14 RO 1 111 3: DEC. 91, U zi�...- 4 EXCLUSION OF LIABILITIES I.DISCLAIMER AND RELEASE BUYER HEREBY WAIVES,RELEASES AND RENOUNCES ALL WARRANTIES(EXPRESS OR IMPLIED),OBLIGATIONS,AND LIABILITIES OF ROWELL ENGINEERING AND ALL OTHER RIGHTS,CLAIMS AND REMEDIES AGAINST ROWELL ENGINEERING(EXPRESS OR IMPLIED)WITH RESPECT TO ANY NONCOMFORMITY,IMPROPER INSTALLATION, WORKMANSHIP OR MATERIALS. II.EXCLUSION OF CONSEOUENTIAL AND OTHER DAMAGES ROWELL ENGINEERING SHALL HAVE NO OBLIGATION OF LIABILITY,WHETHER ARISING IN CONTRACT (INCLUDING WARRANTY),TORT(INCLUDING ACTIVE,PASSIVE OR IMPUTED NEGLIGENCE)OR OTHERWISE,FOR LOSS OF USE,REVENUE OR PROFIT,OR FOR ANY OTHER INCEDENTAL OR CONSEQUENTIAL DAMAGES. III,THIS PRODUCT IS FOR A SINGLE USE ONLY AND IS NOT TO BE REUSED WITHOUT SPECIFIC AUTHORIZATION. Page 1 i -- i ‘ ' OD EN I ICC DOE , •••••• CM•81/1., E_El Z-NRIN-I, ._-- no ma N,\N 40 _--- OR ! 1 Nit i L-4 FRONT ELEVATION it ROWELL o SCALE L13" . P-0* ENGINEERING,LLC s-rp..T.,AL EN.,..ER.No i., MN SE WASN1NOTON STREET STE.a2 RN 15031 2594292 0." PORTLAND,OR. 9706 PA/40031 25947S1 , . Page 2 , L. S. .714. , Akt gammommommor 11111=111 I MI I , = EU CO , Z if. 1 . _ ... _.re e&-: ^ " •Nem is it Om I1 i MEM 1-1 ! . , III III : IQ N 1ff I a W I*., • Ulpemmi imj11111151j1 7111 '1.a II MIR 1. In t c 0 , z , .5: 4 ____ ....... _.,... 1 IiI II .74. •III IMMO•II < II. 56a i II 1717 ungvz 1.., . ii \ I E--1• bit nigh ; 03 al Z "lit "A. Cr), .1091110.1. 046391099111 8/94111111119111 Erg immouss imam i MI r ......i I NUN: 621100931101 1.74... • • F. 1 0 RIGI—IT ELEVATION R ROWELL r. SCALE:WV • 1.-1W ENGINEERING,LLC ... t, r STRUCTURAL ENGINEERING : iO520 SE WAS0190131/1 STREET SIS.212 Pil<13031 254.8292 <OMML PORTIA33.OR. 979.6 8384503)354.6781 , Page 3 I9 ' 11 7fir y._0, 11 71i s �.•a.. it CI L., \ I V 1' a ■■i¢ma-'a a-e-tam IIIIIIMIIII II II i illT "l i. µo _ _ i--,r sv al ,/ ..rr'r'a... Ii—aaM _u ■r ii ■ rru ir.�aa. r 3 F 00 co �_ m�TT i,IT IAr —741 1 0. 0 EAI� I ELEVATION ftROWELL i t"t SCALE E,I/S r-o ENGINEERING LLC STRUCTURAL ENGINEERINO Ip510 SE WASHINOTON STREET STE.ZR PH:15031 2Sa.S292 • < PORTLAND,OR. MS 4 FAHJ503I 254751 WA" 7/6" 9••0' I)ZIA- 9'•0- t Page 4 II(IIII111111 III 11111111 111 )1111111n IIIII- II • Tim 1!It1tft \ __ • El l t\g\l * El O LEFT ELEVATION ROWELL, 1"! ecaLe,va . ENGINEERING LLC STR VCTVRAt.. ENGINEERING 10570 SE W0SwryOTON STREET STE.212 PH 15031 2544292 0." PORTLAND.OR. 91E6 FERE5031 254,6761 Page 5 DATE: 08/26/21 PROJECT: WIND LOADS LOAD AREAS FROM CAD LINE A B CD LOAD mean roof height, h = 33 ft 1/1 26 39 41' 66' 2623 least horizontal dimension; b= 21 ft 0 V3 113 264 5059 a=min(0.1 b, 0.4h) >=max(3', 0,040 0 V5 26 20 27 52 1936 0.1 b= 2.1 ft 0 0.4h = 13.2ft V7 29 18 21 32 1632 min= 2.1 ft V8 29 18 21 32 1632 0 3'= 3 ft 0 0.04b= 0.84 ft 0 max= 3 0 0 a= aft 0 2a= 6 ft 0 0 roof rise, y=I 101 M1 57 62 2298 roof run, x= 12 M2 189 3251 arctan(y/x)= 39.81 DEG 0 M4 158 2718 A= 21.6 psf 0 B= 14.8 psf M6 95 2052 C= 17.2 psf M7 58' 43 1992 D= 11.8 psf M8 58 43 1992 0 0 0 0 0 0 0 0 0 L2 119 2047 0 L4 168 2890 0 L6 123 2657 L7 60 42 2018 L8 60 42 2018 0 0 0 0 0 0 0 0 Page 6 -, _ , No , ,,\ 9 ST256 4X6 4X6 ' USI 4X6 1:frr DECK / / -4 576236 i g / o-•• .•g. 0 r. L ioNa r ie, P , ro-Pp - = / GIRDER TRUS5 I I I VI I ''I I PINING I I 9 I MP 126155 5 240C. )11 I I I KITCI4EN LNE UP QM 40 WALL BELOW • a EXTEND SWEAR WALL TWROLBI4 r NTERSECT64 , I I wati u 41 !BEDROOM 1 1 1 a .., 1 1 r9 i a ,-J Li-- WALL - 9 7)\r j .... .... . _A_____ III A iii t n0 ' III f 1 111 \ if ill k \ 24' , MASTER / 13ECIR°C*1 MPO TR4.255E5 24'0.C. / i V 4x4=A----1-----1 ..X4 ‹) 0. Lot 1 UPPER FLOOR PLAN It ROWELL DRAWN 01 2,21 JLV SCALE.vs• a 1..0. ENGINEERING,LLC STRUCTUR AL ENGINEERING t0510 RE WAIRMOTOR STREET STE.AZ PM($OS 254•6212 ROMANO OR. RUA ilX15031 214.516) Page 7 , _ :., 5T6236 _.. ,•O � 2 . . - 4X6 4X6_ B5 4XI0 _r L (7-116 O • 9� T3XI14 GLBI _tIB4 4Xib N�1 ___ m B +6 ST6236 -'L E 2XR FLR JSTS DECK '6236 s 16'D.G. 2X0 FLR JST 8T62Sb LIVING _ 2 1 + ' g 10 ffi I I I If M62 2kW FLR. DINING 11$ STS•I2'DG. II" - 0I II. 7I KITCI-EN ALIGN IEND. L.it THISSEND 2 9 BELOW M4 a EXTEND SHEAR. WRAP STRAP S? 8 WALL TI4R0UGH I I ,A j 7 INTERSECTNG AROUND BI'1.. : . LINE OF 1W' WALL OR DBL.JST. c 19 HD ABOVE ��,1 4 RI I BEDROOM 1 37 EXTEND SHEAR WALL THROUGH 6TERSECTING WALL n \ MBII awn1` (H2 I i,L WALLTHRCUGH Ir S INTERSECTING RI WALL_ NALL 6,1,' I 4 )I) 111 _ p 7 * -' { L / ..,...i. MEM 2X12 FLR. \ e JSTS•16.0L. I'D.TRUSSES S S1 1 , MASTER AXE 4X6 It 41 BEDROOM 1 7Z_-C]-_ _ I \ 2x6 FLR JSTS \ O RI ST6236 •. PTO 7. II II = , _F7_0 4X6 _ • MI s 4X64X64Xg X TTF. MA � ST6236 Lot 1 MAIN FLOOR PLAN ROWELL DRAWN D+.:,.a, .,, SCALE.Vs" ; I'=rn• It ENGINEERING,LLC STRUCTURAL ENGINEERING 10510 SE WASIRNOTON STREET STE,252 OW ISO1{250.6252 PORTLAND.OR, ST86 FAA003{2514616, 9 ® Page 8 5T6236 if 4X6 _4X6 ^ .`_—4—X10—� "� (L6 _. .___—.�—__— r1 2X10 FLR J5T5 1. 03/4-III LJVING DECK I'a 7X@.FLR J5T5 s 1 la •le,OG, IJ 1� 4X6 DINING: 7i 2X1 PLR. HJ] JSTS I I ALIGN R.ABOVE • IN ' KI TGEIEN (> 1.7------a------------, Q CAI . S3 3gXIlALI �AL"w., ALIGN W/ u- �°-� --"—— N.D.*Bove'' g r t i v x'�I @G 0` WRAP ��ar�i 17 ,itp,SIOVE 1= OR DBL.JST. r "1' 11 BEDROOJ`J I I i'. I6RAP STRAP ARcuND er r 4. rr.{.r OR PM"JST.. {4:'''@ sh LSS 4Xt2 '' ALIGN YY A 7-77 ., .. arg + I.,._>:L L2.. mI I I II � . .I 1 III >g�'r 11: ."I 1 LSI 22ES FLR r \. I I JSTS•16.O.G. 11 Y+ �Y+r '-II I CRAWL SPACE Nr+ NI I 211 ' NI , '�I< 1 -I r{�-I 20'N20'Plr 1 k I j 1 y&I1-y,{y. CONC..FTG.1 + �y}1�. `.11"II X J 4X8 I'6 I ��1 �- ,----J 11 20k20'ef2•I LI I —'' r'1 ` `LI CONC..FTG. ns �.II- r I I 1 II !It 1 I ,1 20.40'nl2'1 j Y 1 5 - I CONC.FTG.I' &r r______.__.I.I. 1 L_f B .I 1 1 L_J -I I yI� __J 1 colic.FTG. TYF'. L__J 8 • Lot 1. LOWER FLOOR PLAN ROWELL DRAWN 01.2,•2 JlY SCALE,ve.• . ,'-Cr ENGINEERING,LLC STRUCTURAL ENGINEERING i0S]0 SE WRSH210TCN STREET STE.At PH;INN 254•E202 PORTLRNO.OR: 1TH5 fpN503I 2N•5>61 Page 9 24'x24'xR' CONC.PTO jai , T S1 $ (L6 J 1 SE I i , I I I L. G 9431 4'CONC.SLAB YY OPTIONAL S X 6 I@/IG WIUM, ON 4'GRANULAR FILL.E. I 4, THICKEN SLAB W/(2)*4 BARS HORIZ CONT.TIED TO + END WALLS AT GARAGE I.. 4,03 DOOR'OPENINGS. MK ALIGN W/ I ABOVE I I 1 �C t J F C ALIGN WI ti - ND.ABOVE /'- -i —.1 z-v r. �./ 4 ® ( g t ALIGN W/ 4 ,Y L_r_J 3 � ' HD.ABOVE I 20'x20k12' { CONC..FIG, 1 I rF 1 I ffi— I 4'CONC..ALAS W/ arot r---1 OPTIONAL B X 6 I0/10 DIM - I ON 4'GRANULAR FILL 11' THICKEN SLAB IV/(2)'4 1 BARS NORIZ CONT.TIED TO 1 END'WALLS AT GARAGE i DOOR OPENINGS. -Ie 26'x26kR' CONC.FIG. 1 -doW/4.r4lEAl 1 • -B r (.r® f: I ALIGN µV 1.+y 1: 1 ND:ABOVE L---.J I v L I CENI 1 20-420'x12.1 r{i I 1 CONG.FTG,I ®TI I I 2@0x2@'x12'j Tyy j 1 1. r__1 GONG.FTG.I ®T'I ! 1; 20'N20'x12'I .{-� L__J I 1. CONC.FTG.I -I I I t 20.420'412.1 v*I I. j CONC.FTG.I 6 n I I. L__-I I. I Lot 1 FOUNDATION PLAN It ROV ELL. DRAWN 01.21:2, 3LY SCALE->vB• . I'-m• .ENGINEERING,LLC.. STRUCTURAL ENGINEERING 10510 SE WASWROION STREET STE.22 PN 15031 254429Z PORTLAND,OR. 9105 FAXES031 2304291 Page 10 ( SHEAR WALL SCHEDULE • APA RATED PLYWOOD OR ORIENTED STRAND BOARD(1) PAumas(2)ut6pT74:. SOLE re SSu.PLATE ALLOW PAREL A6: NOTES LOAD rPE MARK TNIt]CNE36 0 PANEL: N 16(id1 9EE SPAOi0 EQ4E5: .SINKER (to) (2): .°•�.. 4.10 r.u' 6-AC. 6"MC. 2X 46'O.C. 14. r.146 oi,.a 4'0.0, 2K 32".0.0. 4Jd- r.104 P-.w e* 0.111 4..sy 3'0.C: 3-CC. 22 26-aC. 00.(is).:g g;' .452' r.22.P*NM. • a 0.13i 4 e?!' 2'00. 2'0.C. 22 22'D.C. Sn. 4), V yy' t iw.+ ut (15) 670 of Rsu or 3-0.C. 3.ow 32 20"R.C.. soe(4), 1123 EA.WOE F.6N?`I (15),(16) NE set(4). 80 am•.2s. 2'D.C. 2.5-D.C. 3X 16"OC.(6).(15). ...(4).. * 161X, 6.34e..r 2-D.C. x-0.0 32 13'D.C.(4).(15). EA.SiQE r a+.P-1gt Ina- (16) 1540 (1)24 0.X.OWN,mop 14"-0.6.. (2)Mb;00r 2404 10 Se IV 2-0oils a/min:Y pm4.dm.n1 649 WNW...04e.22.61.OP 3('-6.r 6P5%"-5.: 8P4 W-6-+0040)*an 00*:0.3N me out.w4M. (3)0.t..n set.033.no2.4* 0.0 (4)r(011600 a 4* P.Ms to So 3x mmd.rt m Pw!. o/nain6.i (6)0.331-.17, ':r.*4 P-'mi mar N r.Wepd.K0 0.13'.X 216"ernmen na:or 0.113"4 0 263rot 41p..r: 18V.lbtfd ydwnimd INN RS1. • {6)0.146 3 X r F.RK P-na mar 00/.pNOWK0. 0.1466 k: 3"4003000:000 Or 020 p:,x 3-04T dfs or boom 4e+.0d2M tier eat (7)'F.nix P-oor-0•41go.L.r o'to*roved-Mad swot not (. (6)w Gn.m 4X6 004)10..an wet (9).i6 101..d. a 20.l0*8 Waif N740,loth*hew*** :04 0d40 0eArd. .�,. 1e 0040110460.Plod: 4 (44)3X P1e1..4 o81 300.30000.n r.Poet•..004 (IS)A1A6ES T2 0RW5X OI SYL PLAT iWOUND W/ 1"101612 (16)N11 PLATE.N4 103 PER 00011 610E 00 SP6.4241NO, 1/17/20 • HOLDOWN SCHEDULE • MARK 5104PSON: FASTENERS CAPACITY NOTES DOMODELS ((ZS) 001tlo.n, roar 111/Af4m./004: 300 'A ,OtWfCd ./10tl if 4.90... CMS412 X (7)100 00014n tr. 06•Long,. Pm..t.a4n.nd 0, C045712* P6)l.1 m..p. n*...m.ron 46-Long 3450 CM5TI2 x (22)16a;wowt 8O.Leng w.a.x0 oat AP O CMS712 k- (20)10d wmm+. 72'Long ru0 (Z712 x (39)Ia.common. 60'LOAN onto.t wen aa.. 67l0 13) ,'E( VO 3 .snier'. 0.244 /�, fA�CD ta'wrl w.0d C1) i�3wL 4M6 agEo x��6r■�Xa9�16'' 600-14 M•WOW 0170 I840 *3.4 4.d.4 m0.43 r001WG 10k Ha I..a...t.e N4 SHEAR WALL SCHEDULE It ROWELL SCALE .NA • )•_®• ENGINEERING LLC T i6TR VC'I•UR qL ENT9I.JEER1luN3 X1616 SE WABiv*0T0X SIWEET STEP No PN 1003t 204.6292 40071.440,.02. 0766. 8034606)204.674 Page 11 . , DATE: 08/26/21 PROJECT: DESCRIPTION: 2018 IBC, Binder-Stock SIMPLIFIED STATIC PROCEDURE-2018 IBC BY:1JY I WIND SPEED: 96 Adjustment Factor for Building Height A= 1.03 EXPOSURE: B Increase 110/B wind loads by 0.76 SEISMIC CAT: D to obtain 96/B bDS: 0.850 F*SDS=I 1.02 1 R: 6.5 snow load= 25 F: 1.2 mean roof height, h= 33 ft A upper: 1205 A main: 1142 V=FSosWix/R eq 12.14-11 A lower: 1137 ASD Load Combination=V/1.4 vvol. IBC ASD DEAD V LOAD WALL HT. LINEAL SQUARE LOAD SEISMIC UPPER FLOOR PSF HEIGHT FEET FEET POUNDS POUNDS Eq. 16-21 ROOF/CEILING 15 1205 18075 2836 2026 EXT. WALLS 12 9 159 8586 1347 962 INT.WALLS 8 9 120 4320 678 484 BRICK 40 0 0 0 0 TOTAL 30981 4862 3473 MAIN FLOOR ROOF/CEILING 15 171 2562 402 287 FLOOR 12 944 11328 1778 1270 EXT. WALLS 12 9 148 7992 1254 896 INT.WALLS 8 9 120 4320 678 484 WALLS ABOVE 12906 2025 1447 DECK 10 27 270 42 30 BRICK 40 0 0 0 0 TOTAL 39378 6179 4414 LOWER FLOOR ROOF/CEILING 15 0 0 0 FLOOR 12 1086 13032 2045 1461 EXT. WALLS 12 9 120 6480 1017 726 INT.WALLS 8 9 100 3600 565 404 WALLS ABOVE 12312 1932 1380 DECK 10 51 510 80 57 BRICK 40 0 0 0 0 TOTAL 35934 5639 4028 REDUNDANCY FACTOR = 1.0 or 1.3 per ASCE 7-10 12.3.4,1 and 12.3.4.2 Allowable Load(plf) Floor to Floor Holdown Floor to Foundation Holdown Shear wall wind/seis Tag Load Type Tag Load Type S 348/260 1 1740 CMST12X36" 6 A 523/380 2 3950 CMST12X4B° 7 5090 HTT5 B 679/490 3 5470 ChAST12X60" 8 7855 HDU8 C 802/640 4 7220 cms-r12x72" 9 9335 HDU11 D 1123/980 5 9710 CMST12X90" 10 14445 HDU-14 E 1404/1280 ? 14446 too high F 1728/1540 Page 12 DATE; 08/26/21 PROJECT: WALLS DIAPH. LOAD WALL SQ,FT. LENGTH LINE LENGTH OF SHEAR WALLS(FEET) TOTAL HGHT: BRICK NOTES V1 3.3 3.3 6.6 9.0 0.0 V3 11.5 11.5 9.0 0.0 V5 2.6 2.6 5.2 9.0 0.0 V7 3.6 12.5 16.1 9.0 V8 6.0 7.0 5.0 16.5 3.3 37.8 9.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 77.2 M 1 2.6 2.6 5.2 9.0 M2 8.5 8.5 9.0 0.0 M4 11.5 11.5 9.0 0.0 M6 2.6 2.6 5.2 9.0 M7 3.4 4.3 10.5 18.2 9.0 M8 10.5 5.5 11.0 27.0 9.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 75.6 0.0 L2 19.0 19.0 9.0 0.0 L4 11.5 11.5 9.0 0.0 L6 2.6 2.6 5.2 9.0 L7 5.0 10.0 15.0 9.0 L8 10.5 8.3 18.8 9.0 0.0 0.0 0.0 0.0 0.0' 0.0 0.0 0.0 69.5 Page 13 DATE: 8/26/21 PROJECT: WIND 110/B 96/B SHEAR ADJ. X, LOAD FROM TOTAL TOTAL WALL 110/6 96/B FRAME NOTES ABOVE LOAD LOAD LENGTH PLF PLF Y=CANT. V1 2623 2623 1235 6.6 397' 187 0 0 0 0.0 0 0 V3 5059 5059 2381 11.5 440 207 0 0 0 0.0 0 0 V5 1936 1936 911 5.2 372 175 0 0 0 0.0 0 0 V7 1632 1632 768 16.1 101 48 V8 1632 1632 768 37.8 43 20 0 0 0 0.0 0 0 0 0 0 0.0 0 0 0 0 0 0.0 0 0 0 0 0 0.0 0 0 0 0 0 0.0' 0 0 0 0 0 0.0 0 0 0 0 0 0.0 0 0 0 0 0 0.0 0 0 0 12880 M1 2298 2298 1081 5.2 442 208 M2 3251 2529 5780 2721 8.5 680 320 0 0 0 0.0 0 0 M4 2718 3013 5731 2698 11.5 498 235 0 0 0 0.0 0 0 M6 2052 1452 3504 1649 5.2 674 317 M7 1992 1632 3624 1706 16.2 199 94 M8 1992 1632 3624 1706 27.0 134 63 0 0 0 0.0 0 0 0 0 0 0,0 0 0 0 0 0 0.0 0 0 0 0 0 0.0 0 0 0 0 .0 0.0W 0 0 0 0 0 0.0 0 0 0 0 0 0.0 0 0 0 0 0 0.0 0 0 24560 0 0 0 0.0 0 0 L2 2047 5780 7827 3684 19,0 412 194 0 0 0 0.0 0 0 L4 2890 5731 8621 4058 11.5 750 353 0 0 0 0.0 0 0 L6 2657 3504 6161 2900 5.2 1185 558 L7 2018 3624 5642 2656 15.0 376 177 L8 2018 3624 5642 2656 18.8 300 141 0 0 0 0.0 0 0 0 0 0 0.0 0 0 0` 0 0 0.0 0 0 0 0 0 0.0 0 0 0 0' 0 0.0 0 0 0 0 0 0.0 0 0 0 0 0 0.0 0 0 0 0 0 0.0 0 0 22262.8 33893 Page 14 DATE: 08/26/21 PROJECT: SEISMIC SEIS. TOTAL SQR. % SEIS. MAX. ADJUST DIREC. FLOOR FEET OF FLR WALL BRICK FROM TOTAL UNIT REDUN. REDUN. UNIT F-B L-R SHEAR SE1S. SHEAR SEIS, SEIS. ABOVE SEISMIC SHEAR FACT. FACT, SHEAR V1 X ' 3473 335 28% 965 0 965 146 1.00 1.00 146 3473 0% 0 0 0 0 1.00 0 V3 X 3473 577 48% 1663 0 1663 145 1.00 1.00 145 3473 0% 0 0 0 0 1.00 0 V5 X 3473 293 24% 844 0 844 162 1.00 1.00 162 3473 0% 0 0 0 0 1.00 0 V7 X ' 3473 577 48% 1663 0 1663 103 1,00 1.00 103 V8 X 3473 627 52% 1807 0 1807 48 1.00 1.00 48 3473 0% 0 0 0 0 1.00 0 3473 0% 0 0 0 0 1.00 0 3473 0% 0 0 0 0 1.00 0 3473 0% 0 0 0 0 1.00 0 3473 0% 0 0 0 0 1.00 0 3473 0% 0 0 0 0 1,00 0 3473 0% 0 0 0 0 1.00 0 3473 0% 0 0 0 0 1.00 0 200% 0 6942 M1 X 4414 237 21% 916 0 916 176 1.00 1.00 176 M2 X 4414 319 28% 1233 0 831 2065 243 1.00 1,00 243 4414 0% 0 0 0 0 1.00 0 M4 X 4414 327 29% 1264 0 1042 2307 201 1.00 1.00 201 4414 0% 0 0 0 0 1.00 0 M6 X 4414 259 23% 1001 0 633 1634 314 1.00 1.00 314 M7 X 4414 544 48% 2103 0 1663 3766 207 1.00 1.00 207 M8 X 4414 599 52% 2316 0 1807 4122 153 1.00 1.00 153 4414 0% 0 0 0 0 1.00 0 4414 0% 0 0 0 0 1.00 0 4414 0% 0 0 0 0 1.00 0 4414 0% 0 0 0 0 1.00 0 4414 0% 0 0 0 0 1.00 0 4414 0% 0 0 0 0 1.00 0 4414 0% 0 0 0 0 1.00 0 4414 0% 0 0 0 0 1.00 0 200% 14810 4028 0% 0 0 0 0 1.00 0 L2 X 4028 348 31% 1233 0 2065 3297 174 1.00 1.00 174 4028 0% 0 0 0 0 1.00 0 L4 X 4028 373 33% 1321 0 2307 3628 315 1.00 1.00 315 4028 0% 0 0 0 0 1.00 0 L6 X 4028 209 18% 740 0 1634 2375 457 1.00 1.00 457 L7 X 4028 550 48% 1948 0 3766 5714 381 1.00 1.00 381 L8 X 4028 587 52% 2079 0 4122 6202 330 1.00 1.00 330 4028 0% 0 0 0 0 1.00 0 4028 0% 0 0 0 0 1.00 0 4028 0% 0 0 0 0 1.00 0 4028 0% 0 0 0 0 1.00 0 4028 0% 0 0 0 0 1.00 0 4028 0% 0 0 0 0 1.00 0 4028 0% 0 0 0 0 1.00 0 4028 206 18% 730 0 730 0 1.00 0 200% 21945.7 Page 15 DATE: 08/26/21 PROJECT: WALL SUMMARY WIND Narrow INCR CONTR. MAX. SHEAR WALL min UNIT Panel SEIS DESGN UNIT UPLIFT w/narw w/o HOLDOWN sill NOTES SHR Increase SHR W S SHEAR incr incr pit. V1 187 1.36 199 X 199 1683 S S 1 OR 7 2x 0 1.00 0 0 0 0 OR 0 V3 207 1.00 145 X 207 1864 S S 2 OR 7 2x 0 1.00 0 0 0 0 OR 0 V5 175 1.73 281 X 281 1577 A S 1 OR 7 2x 0 1.00 0 0 0 0 OR 0 V7 48 1.25 129 X 129 930 S S 1 OR 7 2x V8 20 1.36 65 X 65 430' S S 0 OR 0 2x 0 1.00 0 0 0 0 OR 0 0 1.00 0 0 0 0 OR 0 0 1.00 0 0 0 0 OR 0 0 1.00 0 0 0 0 OR 0 0 1.00 0 0 0 0 OR 0 0 1.00 0 0 0 0 OR 0 0 1.00 0 0 0 0 OR 0 0 1.00 0 0 0 0ORO M1 208 1.73 305 X 305 1872 A S 2 OR 7 2x M2 320 1.00 243 X 320 2881 S S 2 OR 7 2x 0 1.00 0 0 0 0 OR 0 M4 235 1.00 201 X 235 2111 S S 2 OR 7 2x 0 1.00 0 0 0 0 OR 0 M6 317 1,73 544 X 544 2854 C A 2 OR 7 2x M7 94 1.32 274 X 274 1862 A S 2 OR 7 2x M8 63 1.00 153 X 153 1374 S S 1 OR 7 2x 0 1.00 0 0 0 0 OR 0 0 1.00 0 0 0 0 OR 0 0 1.00 0 0 0 0OR0 0 1.00 0 0 0 0OR0 0 1.00 0 0 0 OORO 0 1.00 0 0' 0 0 OR 0 0 1.00 0 0 0 0 OR 0 0 1.00 0 0 0 0 OR 0 0 1.00 0 0 0 0OR0 L2 194 1.00 174 X 194 1745 S S 2 OR 7 2x 0 1.00 0 0 0 0OR0 L4 353 1.00 315 X 353 3176 A A 2 OR 7 2x 0 1.00 0 0 0 0QR0 L6 558 1.73 790 X 790 5019 D B 3 OR 7 (2)2x L7 177 1.00 381 X 381 3428 B B 2 OR 7 2x L8 141 1.00 330 X 330 2969 A A 2 OR 7 2x 0 1.00 0 0 0 0OR0 0 1.00 0 0 0 0 OR 0 0 1.00 0 0 0 0 OR 0 0 1.00 0 0 0 0OR0 0 1.00 0 0 0 0OR0 0 1.00 0 0 0 0 OR 0 0 1.00 0 0 0 0 OR 0 0 1.00 0 0 0 0 OR 0 Page 16 DATE 8/26/2021 PROJECT Armand Hill CT BY: JY Project Number: R-21-001 LOADING LIVE DEAD Combined ROOF, R 20 psf 17 psf 37 psf CEILING Wf ATTIC, C * 10 psf 5 psf 15 psf FLOOR, F 40 psf 15 psf 55 psf EXTERIOR WALL, EW 16 psf 16 psf INTERIOR WALL, IVV 8 psf 8 psf SNOW,S 25 psf BALCONY,B 60 psf 17 psf FRAMING DESIGN CALCULATIONS UB 1 AT DIN Left Span= 0 ft Center Span = 3.5 ft Right Span= 0 ft LOAD NAME W Trib. Width of supported members START LOCATION 0 story . END LOCATION 3.5 U Roof 2 DL 39 plf NOTES 0 Attic 1 Lr 40 plf 0 Floor L 10 plf EW S 50 plf PT. LOAD NAME P TRUSS REACTION 1184 lbs DL 544 lbs LOCATION 1.5 Lr 640 lbs FROM A04 UB 2 AT LIVING Left Span=1 0 ft Center Span = 5.5 ft Right Span= 0 ft LOAD NAME W Trib.Width of supported members START LOCATION 0 story : END LOCATION 5.5 U Roof 3.5 DL 74.5 plf NOTES Attic 3 Lr 70 plf a) Floor L 30 plf EW S 87.5 plf Page 17 DATE: 8/26/2021 PROJECT: Annand Hill CT BY: JY Project Number: R-21-001 LOADING LIVE DEAD Combined ROOF, R 20 psf 17 psf 37 psf' CEILING W/ATTIC, C * 10 psf 5 psf 15 psf FLOOR, F 40 psf 15 psf 55 psf EXTERIOR WALL, EW 16 psf 16 psf INTERIOR WALL, IW 8 psf 8 psf SNOWS 25 psf BALCONY,B 60 psf 17 psf FRAMING DESIGN CALCULATIONS MB 1 AT MASTER(FLOOR JOIST) Left Span = 0 ft Center Span =( 16 1ft Right Span= 0 ft LOAD NAME W" Trib. Width of supported members START LOCATION 0 story , END LOCATION 16 M U Roof DL 20 plf NOTES 0 Attic Lr 0 plf Floor 1.33 L 53.333 plf EW S 0 plf MB 2 AT KITCHEN (FLOOR JOIST) Left Span= 0 ft Center Span = 19 ft Right Span= 0 ft LOAD NAME W Trib.Width of supported members START LOCATION 0 story END LOCATION 19 M U it Roof DL 15 plf NOTES :Q Attic Lr 0 plf w Floor 1 L 40 plf M EW S 0 plf Page 18 DATE: 8/26/2021 PROJECT: Annand Hill CT BY: JY Project Number: R-21-001 DATE: 8/26/2021 PROJECT Annand Hill CT BY: JY Project Number: R-21-001 MB 3 AT LIVING Left Span= 0 ft Center Span = 14 ft Right Span= 0 ft LOAD NAME W Trib. Width of supported members START LOCATION 0 story END LOCATION 14 M U ,... Roof 2.25 5.25 DL 311.5 plf NOTES .r) Attic 2.25 3.75 Lr 150 plf E a) Floor 0.67 L 86.667 plf 2 EW 9 S 187.5 plf MB 4 AT LIVING Left Span= 0 ft Center Span = 5.5 ft Right Span= 0 ft LOAD NAME W1 Trib.Width of supported members START LOCATION 0 story END LOCATION 5.5 M U Roof 5.25 DL 252 plf NOTES 2 Attic 3.75 Lr 105 plf Floor L 37.5 plf EW 9 S 131.25 plf E LOAD NAME W2 Trib. Width of supported members DL 22.667 plf START LOCATION 0 story L. 80 plf END LOCATION 5.5 M U tr) B 1.33 NOTES .0 E a) 2 Page 19 1 DATE: 8/26/2021 PROJECT: Annand Hill CT BY: JY Project Number: R-21-001 DATE: 8/26/2021 PROJECT: Annand Hill CT BY; JY Project Number: R-21-001 MB 5 AT LIVING/DECK Left Span= 0 ft Center Span = 9 ft. Right Span= 0 ft LOAD NAME W Trib Width of supported members DL 46.75 plf START LOCATION 0 story L 165 plf END LOCATION 9 M U B 2.75 NOTES PT. LOAD NAME P DL 1100 lbs LOCATION 4.5 L 1000 lbs FROM MB4, UB2 MB, 6 AT DECK Left Span= 0 ft Center Span = 5.5 ft Right Span= 0 ft LOAD NAME W Trib. Width of supported members START LOCATION 0 story END LOCATION 5.5 M U Roof 3.75 DL 75 plf NOTES Attic 2.25 Lr 75 plf Floor L 22.5 plf EW S 93.75 plf Page 20 DATE: 8/26/2021 PROJECT: Annand Hill CT BY: JY Project Number: R-21-001 DATE: 8/2612021 PROJECT: Annand Hill CT BY: JY Project Number: R-21-001 MB 7 AT BEDROOM 1 Left Span= 0 ft Center Span = 5 ft Right Span= 0 ft LOAD NAME W Trib'.Width of supported members START LOCATION 0 story END LOCATION 5 M U Roof 11 DL 521 plf NOTES - Attic 9.5 Lr 220 plf Floor 9.5 L 475 plf EW 9 S 275 plf PT. LOAD NAME P Wind unit shear= 20.3 W 183 lbs LOCATION 3.5 Seismic unit shear= 47.8 E 896 lbs SHEAR WALL LINE V8 Load Multiplier,WO= 2.5 Allowable-stress increase= 1.2 ASCE7 12.4.3.3 MB 8 AT DIN. Left Span= 0 ft Center Span = 6 ft Right Span= 0 ft LOAD NAME W Trib. Width of supported members START LOCATION 0 story END LOCATION 6 M U Roof 11 DL 521 plf' NOTES -Q Attic 9.5 Lr 220 plf Floor 9.5 L 475 plf EW 9 S 275 plf Page 21 DATE: 8/26/2021 PROJECT: Armand Hill CT BY: JY Project Number: R-21-001 DATE: 8/26/2021 PROJECT: Armand Hill CT BY: JY Project Number: R-21-001 MB 9 AT HALL Left Span= 0 ft Center Span = 5.5 ft Right Span= 0 ft LOAD NAME W Trib. Width of supported members START LOCATION 0 story END LOCATION 5.5 M U Roof DL 116.25 plf NOTES -a Attic Lr 0 plf Floor 7.75 L 310 plf IW S 0 plf MB 10 AT FRONT PORCH Left Span= 0 ft Center Span = 7.5 ft Right Span= 0 ft LOAD NAME W Trib.Width of supported members START LOCATION 0 story END LOCATION 7.5 M U. L Roof 4 DL 80.5 Of NOTES . Attic 2.5 Lr 80 plf a) Floor L 25 plf EW S 100 plf . . . Page 22 - DATE: 8/2682021 PROJECT: Annand Hill CT BY: JY Project Number: R-21-001 DATE: 8/26/2021 PROJECT: Annmnd Hill CT BY: JY Project Number: R-21'001 MB 11 AT HALL Left Span= O ft Center Span = 7.5 ft Right Span U ft LOAD NAME w 7iib. Width cf supported members START LOCATION O story END LOCATION 7.5 K8 U Roof OL 20 pK NOTES Attic, Lr O plf al Floor 1.33 L 93'338 'f EVV B 0 plf� PT. LOAD NAME P OL 400 |bm LOCATION 3.5 L _ 800 |bm FROM MB8 __ Page 23 DATE: 8/26/2021 PROJECT: Annand Hill CT BY: JY Project Number: R-21-001 LOADING LIVE DEAD Combined ROOF, R 20 psf 17 psf 37 psf CEILING W/ATTIC; C * 10 psf 5 psf 15 psf FLOOR, F 40 psf 15 psf 55 psf EXTERIOR WALL, EW 16 psf 16 psf INTERIOR WALL, IW 8 psf 8 psf SNOW,S 25 psf BALCONY,B 60 psf 17 psf FRAMING DESIGN CALCULATIONS LB 1 AT STORAGE Left Span= 0 ft Center Span = 8 ft Right Span= 0 ft LOAD NAME W Trib. Width of supported members . START LOCATION 0 story END LOCATION 8 L M U 43 Roof DI_ 20 plf NOTES -0 Attic Lr 0 plf Floor 1.33333 L 53.333 plf EW S 0 plf LB 2 AT STORAGE Left Span= 0 ft Center Span = 6 ft Right Span= 0 ft LOAD NAME W Trib.Width of supported members START LOCATION 0 story END LOCATION 6 L M U Roof DI_ 120 plf NOTES II Attic Lr 0 plf Floor 8 L 320 plf EW S 0 plf Page 24 DATE: 8/26/2021 PROJECT: Annand Hill CT BY: JY Project Number: R-21-001 DATE: 8/2612021 PROJECT: Annand Hill CT BY: JY Project Number: R-21-001 LB 3 AT BED1 Left Span = 0 ft Center Span = 10 ft Right Span= 0 ft LOAD NAME W Trib.Width of supported members START LOCATION 0 story END LOCATION 10 L M U Roof DL 20 plf NOTES J Attic Lr 0 plf co Floor 1.33333 L 53.333 plf EW S 0 plf PT. LOAD NAME P Wind unit shear= 235 W 2111 lbs LOCATION 2.5 Seismic unit shear= 201 E 3761 lbs SHEAR WALL LINE M4 Load Multiplier, WO= 2.5 Allowable-stress increase= 1.2 ASCE7 12.4.3.3 LB 4 AT DECK c Left Span= 0 ft Center Span =I 9 Ift Right Span= 0 ft LOAD NAME W Trib.Width of supported members DL 51 plf START LOCATION 0 story L 180 plf END LOCATION 9 L. M U i- B 3 NOTES 0 2 Page 25 DATE: 8/26/2021 PROJECT: Annand Hill CT BY: JY Project Number: R-21-001 DATE 8/26/2021 PROJECT: Annand Hill CT BY: JY Project Number R 21-001 LB 5 AT BED1 Left Span= 6 ft Center Span = 13 ft Right Span= 0 ft LOAD NAME W Trib.Width of supported members START LOCATION 0 story END LOCATION 19 L M U Roof DL 92 plf NOTES s Attic Lr 0 plf Floor 1.333333 L 53.333 plf IW 9 S 0 plf PT.LOAD NAME P1,1 Wind unit shear= 320 W 2881 lbs LOCATION 3 ' Seismic unit shear= 243 E 4554 lbs SHEAR WALL LINE M2 Load Multiplier, WO= 25 Allowable-stress increase= 1.2 ASCE7 12,4.3.3 PT. LOAD NAME P1,2 Wind unit shear= 320 W - 2881 lbs LOCATION 5.5 Seismic unit shear= 243 E - 4554 Ibs. SHEAR WALL LINE M2 Load Multiplier, WO= 2.5 Allowable-stress increase= 1,2 ASCE7 12.4.3.3 PT.LOAD NAME P2,2 DL 300 lbs LOCATION 5.5, L 700 lbs FROM MB11 Project Title: Page 26 Engineer: Project ID: Project Descr: Printed:25 AUG 2021,12:23PN Multiple Simple Beam File:R 21.001 ANNAND HILL#1-BLUE PALOUSE.ec6 Software copyright ENERCALC,INC 1983-2020,Buiid:12.20.8 2 Lic # KW 060/29 \ \ \ \ \` \..N ,... 87�. ,.. ..,., . . . � Yates Engineering In Description : UB1-UB2 Wood Beam Design : UB1 Calculations per NDS 2018,IBC 2018,CBC 2019,ASCE,7-1E BEAM Size: 4x6,Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-16 Load Combinations,Major Axis Bending Wood Species: Douglas Fir-Larch Wood Grade:No.1 Fb-Tension 1,000.0 psi Fe-PM 1,500.0 psi Fv 180.0 psi Ebend-xx 1,700.0 ksi Density 31.210 pcf Fb-Compr 1,000.0 psi Fc-Perp 625.0 psi Ft 675.0 psi Eminbend-xx 620.0 ksi Applied Loads Beam self weight calculated and added to loads Unif Load: D=0.0390, L=Q.060 k/ft,Trib=1.0 ft Point: D=0.5440, L=0.640k@ 1.50 ft Design Summary -- Max fb/Fb Ratio = 0.613• 1 fb:Actual 793.76 psi at 1.505 ft in Span#1 D(p Load Comb : +D+L+H Max 1 psi s 0390 L 0060 Fb:Allowable 1,295.41 351: 1 4x6 fv:Actual: 63.13 psi at 0.000 ft in Span#1 3.50 ft Fv:Allowable: 180.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) Q !s Li w E L-1 Transient Downward 0.014 in Total Downward 0.026 in Left Support 0.39 0.47 Ratio 2961 Ratio 1620 Right Support 0.31 0.38 LC:L Only LC:+D+L+H Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: Wood Beam Design UB2 Calculations per NDS 2018,IBC 2018,CBC 2019,ASCE 7-1E BEAM Size 4x6,Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-16 Load Combinations,Major Axis Bending Wood Species: Douglas Fir-Larch Wood Grade:No.1 Fb-Tension 1,000,0 psi Fc Prll 1,500.0 psi Fv 180.0 psi Ebend-xx 1,700.0 ksi Density 31.210 pcf Fb-Compr 1,000.0 psi Fc-Perp 625.0 psi Ft 675.0 psi Eminbend-xx 620,0 ksi Applied Loads Beam self weight calculated and added to loads Unif Load: D=0.0750, L=0.1170 k/ft,Trib=1.0 ft Design Summary o 0.0750 L 0,1170 Max fb/Fb Ratio = 0.390. 1 fb:Actual: 504.44 psi at 2.750 ft in Span#1 x Y Fb:Allowable: 1,293.07 psi `.* . - , Load Comb: +D+L+H 4x6 Max fv/FvRatio= 0,196: 1 5.50 ft fv:Actual: 35.31 psi at 5.060 ft in Span#1 E Fv Allowable: 180.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) g L L S v� E B Transient Downward 0.029 in Total Downward 0.049 in Left Support 0.22 0.32 Ratio 2248 Ratio 1340 Right Support 0.22 0.32 LC:L Only LC:+D+L+H Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: Project Title: Page 27 Engineer: g Project ID: Project Descr: Printed:26 AUG 2021, 7:42AIU Simple Beam MUltlple File:R21001ANNAND HILL#1-BLUE PALOUSE.ee6 >.. Software copyright ENERCALC,INC.1983-2020,Build:12.20 8.2•tic.# KW 060t2987 Yates Engineering Inc Description MB1-MB4 Wood Beam Design: MB1 Calculations per NDS 2018,IBC 2018,CBC 2019,ASCE 7-1E BEAM Size: 2x12,Sawn, Fully Braced Using Allowable Stress Design with ASCE 7-16 Load Combinations,Major Axis Bending Wood Species: DouglasFir-Larch Wood Grade:No.2 Fb-Tension 900.0 psi Fc-Prll 1,350.0 psi Fv 180.0 psi Ebend-xx 1,600.0 ksi Density 31.210 pcf Fb-Compr 900.0 psi Fc Perp 625.0 psi Ft 575.0 psi Eminbend-xx 580.0 ksi Applied Loads Beam self weight calculated and added to loads Unif Load: D=0.020, L=0.0530 k/ft,Trib=1.0 ft Design Summary - Max fb/Fb Ratio = 0.899• 1 _ p(o 020)140 0530) fb:Actual: 930.34 psi at 8.000 ft in Span#1 Ga F N F, 7:27,." ,� 4 Fb:Allowable: 1,035.00 si .... ,� „ P Load Comb: +D+L+H 2x12 Max fv/FvRatio= 0.269: 1 1 16:0 ft ft,:Actual: 48.33 psi at 0.000 ft in Span#1 Fv:Allowable 180.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) D 1 Lr 5 VV E :( Transient Downward 0.276 in Total Downward 0.399 in Left Support 0.19 0.42 Ratio 695 Ratio 481 Right Support 0.19 0.42 LC:L Only LC +D+L+H Transient Upward 0.000in Total Upward 0,000 in Ratio 9999 Ratio 9999 LC: LC: Wood Beam Design MB2 Calculations per NDS 2018,IBC 2018,CBC 2019,ASCE 7-1E BEAM Size: 2x12,Sawn, Fully Braced Using Allowable Stress Design with ASCE 7-16 Load Combinations,Major Axis Bending Wood Species: DouglasFir-Larch Wood Grade:No.2 Fb-Tension 900.0 psi Fc-Pill 1,350.0 psi Fv 180.0 psi Ebend-xx 1,600.0 ksi Density 31.210 pcf Fb-Compr 900.0 psi Fc-Perp 625.0 psi Ft 575.0 psi Eminbend-xx 580.0 ksi Applied Loads Beam self weight calculated and added to loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=1.0 ft Design Summary Max fb/Fb Ratio = 0.970 1 D 0.0150 L(0.040) fb Actual 1,003.87 psi at 9.500 ft in Span#1 ,. � -� �-°-°• ,<>: a ._. Fb:Allowable: 1,035.00 psi :,.. ... Load Comb: +D+L+H 4, 2x12 Max fvlFvRatio= 0.249 1 19.0 ft fv:Actual: 44.91 psi at 0.000 ft in Span#1 F Fv:Allowable 180.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) Q L Lr 4z w E N Transient Downward 0.414 in Total Downward 0.607 in Left Support 0.18 0.38 Ratio 550 Ratio 375 Right Support 0.18 0.38 LC:L Only LC:+p+L+H Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: Project Title: Page 28 Engineer: 9 Project ID: Project Descr: Printed:26 AUG 2021, 7::42AN Multiple Simple Beam File:R-21-001 ANNAND HILL#1-BLUE PALOUSE.ec6 Software copyright ENERCALC,INC 1983-2020,Build:12.20.8 2 L G ,`1<W-0601 8 .. \\\\;`\\\\ \ \\\\\o\\\ \\;\ \\ \ \ \\\\\ \\ .......� .... \..,..\t'.. ���\����\\\��\\�\ ��\.�\ � \� \ \ \ Yates Engineering inc Wood Beam Design MB3 Calculations per NDS 2018,IBC 2018,CBC 2019,ASCE 7-1e BEAM Size: 5.5x11.25,GLB, Fully Unbraced Using Allowable Stress Design with ASCE 7-16 Load Combinations,Major Axis Bending Wood Species: DF/DF Wood Grade:24F-V4 Fb-Tension 2400 psi Fc-Prll 1650 psi Fv 265 psi Ebend-xx 1800 ksi Density 31.21 pcf Fb-Compr 1850 psi Fc-Perp 650 psi Ft 1100 psi Eminbend xx 950 ksi Applied Loads Beam self weight calculated and added to loads Unif Load: D=0.3110, L 0.2740 k/ft,Trib=1.0 ft Design Summary Max fb/Fb Ratio = 0.642 1 DO•3110 L O•2740 fb:Actual: 1,516.46 psi at 7.000 ft in Span#1 7F Fb:Allowable: 2,363,19 psi Load Comb: +D+L+H 5.5x11,25 Max fv/FvRatio= 0.332; 1 14.0 ft fv:Actual: 88.01 psi at 13.067 ft in Span#1 Fv:Allowable: 265.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) 2 L S v+1 E B. Transient Downward 0.203 in Total Downward 0.443 in Left Support 2.27 1.92 Ratio 828 Ratio 379 Right Support 2.27 1.92 LC:L Only LC:+D+L+H Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: Wood Beam Design : MB4 Calculations per NDS 2018,IBC 2018,CBC 2019,ASCE 7-1E BEAM Size 4x10,Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-16 Load Combinations,Major Axis Bending Wood Species Douglas Fir-Larch Wood Grade: No.1 Fb-Tension 1000 psi Fc-Prll 1500 psi Fv 180 psi Ebend-xx 1700 ksi Density 31.21 pcf Fb-Compr 1000 psi Fc-Perp 625 psi Ft 675 psi Eminbend xx 620 ksi Applied Loads Beam self weight calculated and added to loads Unif Load: D=0.2520, L=0.1680.kift Trib=1.0 ft Unif Load: D=0.0220, L=0.080 k/ft,Trib=1.0 ft Design Summary cSttP 2MP l Max fb/Fb Ratio = 0.405• 1 fb:Actual: 480.93 psi at 2.750 ft in Span#1 Fb:Allowable: 1,188.41 psi Load Comb: +D+L+H Max fv/FvRatio= 0.270: 1 4x10 fv Actual: 48.53 psi at 0.000 ft in Span#1 5.50 ft Fv:Allowable: 180.00 psi �. Load Comb: +D+L+H Max Deflections Max Reactions (k) i? L Lr s w E N Transient Downward 0.013 in Total Downward 0.028 in Left Support 0.77 0.68 Ratio 5045 Ratio 2365 Right Support 0.77 0.68 LC:L Only LC:+D+L+H Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: Project Title: Page 29 Engineer: Project ID:. Project Descr: Printed:26 AUG 2021, 7:50AN Multiple Simple Beam File:R-21-001 ANNAND HILL#1-BLUE PALOUSE.ec6 Software copyright ENERCALC,INC.1983-2020,Build:12.20,8 2 \\\. \\ \\Lie.#�Icw-IfG01288?�,�� \\ � \ \ \\ \ \\ \ � �\ \ \ \\ \\ \ \� � � \ \ �::� Yates Engineering.`Inc ; Description MB5-MB8 Wood Beam Design : MB5 Calculations per NDS 2018,IBC 2018,CBC 2019,ASCE 7-1E BEAM Size 3.5x9.25,GLB, Fully Unbraced Using Allowable Stress Design with ASCE 7-16 Load Combinations,Major Axis Bending Wood Species: DF/DF Wood Grade:24F-V4 Fb-Tension 2,400.0 psi Fc-Pril 1,650.0 psi Fv 265.0 psi Ebend-xx 1,800.0 ksi Density 31.210 pcf Fb-Compr 1,850.0 psi Fc-Perp 650.0 psi Ft 1,100.0 psi Eminbend-xx 950.0 ksi Applied Loads Beam self weight calculated and added to loads Unif Load: D=0.0460, L=0.1650 k/ft,Trib=1.0 ft Point: D=1.10, L=1.0k@4.50ft Design Summary Max fb/Fb Ratio = 0.711• 1 D 0.0460 L 0.1650 fb:Actual: 1,666.73 psf at 4.500 ft in Span 1 Fb:Allowable: 2,345.66 psi Load Comb: +D+L+H � Max fv/FvRatio= 0.327: 1 3.5x9.25 fv:Actual 86.53 psi at 0.000 ft in Span#1 9.0 ft Fv:Allowable 265.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) 12 L Lr W E H Transient Downward 0.122 in Total Downward 0.211 in Left Support 0.79 1.24 Ratio 882 Ratio 511 Right Support 0.79 1.24 LC:L Only LC;+p+L+H Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: Wood Beam Design : MB6 Calculations per NDS 2018,IBC 2018,CBC 2019,ASCE 7-1E BEAM Size: 4x10,Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-16 Load Combinations,Major Axis Bending Wood Species: DouglasFir-Larch Wood Grade: No.2 Fb-Tension 900.0 psi Fc-Pril 1,350.0 psi Fv 180.0 psi Ebend-xx 1.,600,0 ksi Density 31.210 pcf Fb-Compr 900.0 psi Fc-Perp 625.0 psi Ft 575.0 psi Eminbend-xx 580,0 ksi ,4pplied Loads Beam self weight calculated and added to loads Unif Load: D=0.0750, L=0.1160 k/ft,Trib=1,0 ft Design Summary o 0.0750 L 0.1160 Max fb/Fb Ratio = 0.168• 1 fb:Actual: 180.02 psf at 2.750 ft in Span#1 Fb:Allowable: 1,070.03 psiv- • Load Comb: +D+L+H .& " . ...t W Max fv/FvRatio= 0.101: 1 4x1sso�r> ' fv:Actual: 18.17 psi at 0.000 ft in Span#1 Fv:Allowable; 180.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) !2 6 Lr S W !_ Id Transient Downward 0.007 in Total Downward 0.011 in Left Support 0.23 0.32 Ratio 9999 Ratio 5947 Right Support 0.23 0.32 LC:L Only LC:+D+L+H Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: Project Title: Page 30 Engineer: Project ID: Project Descr: Printed:26 AUG 2021, 7:50AV Multiple Simple Beam File:R-21-001 ANNAND HILL#1-BLUE PALOUSE.ec6 Software copyright ENERCALC,INC.1983-2020,Build:12.20.8 2 060929$7, \ \ \ \ \ \\ \ \\ \ \ \ \ \ \ \ \ Yates Engineering Inc Wood Beam Design : Mg7 Calculations per NDS 2018,IBC 2018,CBC 2019,ASCE 7-1E BEAM Size: 4x10,Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-16 Load Combinations,Major Axis Bending Wood Species: Douglas Fir-Larch Wood Grade:No.1 Fb-Tension 1,000.0 psi Fc-Pril 1,500.0 psi Fv 180.0 psi Ebend-xx 1,700.0 ksi Density 31.210 pcf Fb-Compr 1,000.0 psi Fc-Perp 625.0 psi Ft 675.0 psi Eminbend-xx 620.0 ksi Applied Loads Beam self weight calculated and added to loads Unif Load: D=0.5210, L=0.750 k/ft,Trib=1.0 ft Point: W=0.1830, E=0.8960 k @ 3.50 ft Design Summary Max fb/Fb Ratio = 0.807. 1 fb:Actual: 960.21 psi a(o s2�ot c Aso at 2.500 ft in Span#1 ) ) Fb:Allowable: 1,189.57 psi Load Comb: +D+L+H t Max fv/FvRatio= 0.570: 1 4x10 fv:Actual; 102.64 psi at 4.233 ft in span#1 . 5.0 ft Fv:Allowable: 180.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) g. L Lr_ w , ft Transient Downward 0.027 in Total Downward 0.046 in Left Support 1.32 1.88 0.05 0.27 Ratio 2220 Ratio 1303 Right Support 1.32 1.88 0,13 0.63 CC:L Only LC:+D+L+H Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: Wood Beam Design : MB8 Calculations per NDS 2018,IBC 2018,CBC 2019,ASCE 7-1E BEAM Size 4x8, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-16 Load Combinations,Major Axis Bending Wood Species: DF/DF Wood Grade:24F-V4 Fb-Tension 2,400.0 psi Fc Pr!' 1,650.0 psi Fv 265.0 psi Ebend-xx 1,800.0 ksi Density 31.210 pcf Fb-Compr 1,850.0 psi Fc-Perp 650.0 psi Ft 1,100.0 psi Eminbend-xx 950.0 ksi Applied Loads Beam self weight calculated and added to loads Unif Load: D=0.5210, L=0.750 klft,Tub=1.0 ft Design Summary D 0.5210)L 0.750 Max fb/Fb Ratio = 0.946• 1 ,\ fb:Actual: 2,248.13 psf at 3.000 ft in Span#1 Fb:Allowable: 2,375.41 psi y, y� Load Comb; +D+L+H 4x8 Max fv/FvRatio= 0,683: 1 fv:Actual 181.10 psi at 5.400 ft in Span#1 6.0 ft Fv:Allowable: 265.00 psi h { Load Comb: +D+L+H Max Deflections Max Reactions (k) p L Lt W E fj Transient Downward 0.110 in Total Downward 0.187 in Left Support 1.58 2.25 Ratio 655 Ratio 384 Right Support 1.58 2.25 LC:L Only LC:+D+L+H Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: Project Title: Page 31 Engineer: Project ID: Project Descr: Printed:24 FEB 2021, 4.25PN Multiple Simple Beam 1e 2 " . ' . ' e Software copyright ENERCALC,INC 1983-2020,Build:12.20.8.2. Lic 7}:.KW-06012987 \\ `C..,q..>._ ..::............._.. �..�.�:�..q..A�.,...� Yates Engineering Description : MB9-MB11 Wood Beam Design : MB9 Calculations per NDS 2018,IBC 2018,CBC 2019,ASCE 7-1E BEAM Size: 4x12,Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-16 Load Combinations,Major Axis Bending Wood Species: Douglas Fir-Larch Wood Grade:No.1 Fb-Tension 1,000.0 psi Fc-Pr!! 1,500.0 psi Fv 180.0 psi Ebend-xx 1,700.0 ksi Density 31.210 pcf Fb-Compr 1,000.0 psi Fe Perp 625.0 psi Ft 675.0 psi Eminbend-xx 620.0 ksi Applied Loads Beam self weight calculated and added to loads Unif Load: D=0.1160, L=0.310 k/ft,Trib=1.0 ft Design Summary o 0.1160 L 0.310 Max fblFb Ratio = 0.245. 1 fb:Actual: 267.07 psi at 2.750 ft in Span#1 Fb:Allowable: 1,087.85 psi Load Comb: +D+L+H Max fv/FvRatio= 0.167 1 , . 4x12 fv:Actual: 30.04 psi at 0.000 ft in Span 1 5.50 ft Fv:Allowable: 180.00 psi I Load Comb: +D+L+H Max Deflections Max Reactions (k) Q L J w E 1j Transient Downward 0.009 in. Total Downward 0.013 in Left Support 0.34 0.85 Ratio 7261 Ratio 5180 Right Support 0.34 0.85 LC:L Only LC:+D+L+H Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: Wood Beam Design : MB10 Calculations per NDS 2018,IBC 2018,CBC 2019,ASCE 7-1E BEAM Size: 4x6,Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-16 Load Combinations,Major Axis Bending Wood Species: Douglas Fir-Larch Wood Grade: No.1 Fb-Tension 1,000.0 psi Fc Prll 1,500.0 psi Fv 180.0 psi Ebend-xx 1,700.0 ksi Density 31.210 pcf Fb-Compr 1,000.0 psi Fc-Perp 625.0 psi Ft 675.0 psi Eminbend-xx 620.0 ksi Applied Loads Beam self weight calculated and added to loads Unif Load: D=0.080, L=0.1250 k/ft,Trib=1.0 ft Design Summary Max fblFb Ratio = 0.775. 1 pfp 080)Lo0 12s0) fb:Actual: 1,000.17 psi at 3.750 ft in Span#1 T Fb:Allowable: 1,290.45 psi � • Load Comb: +D+L+H 4, 4xs Max fv/FvRatio 0.299: 1 7.50 ft fv:Actual: 53.79 psi at 0.000 ft in Span#1 Fv:Allowable: 180.00 psi Load Comb +D+L+H Max Deflections Max Reactions (k) D L Lr S w g Et Transient Downward 0.108 in Total Downward 0.181 in Left Support 0.32 0.47 Ratio 829 Ratio 495 Right Support 0.32 0.47 LC:L Only LC:+D+L+H Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: Project Title: Page 32 Engineer: Project ID: Project Descr: Printed:24 FEB 2021, 4:25Pty Multiple Simple Beam File:R21.001ANNAND HILL#1-BLUE PALOUSE.ec6 Software copyright ENERCALC,INC 1983-2020,Build 12 20 8 2 Lic KW-06012987 \ \\; \ \ \p\ \ \\ n \\ \......... ....._.... ... .... :,. ..\ .....�:\\ ......\���\��\..�.;.\��\�\\� \\\ \\�\ Yates:Ep[JIn@Cr111gInc . Wood Beam Design: MB11 Calculations per NDS 2018,IBC 2018,CBC 2019,ASCE 7-1E BEAM Size: 4x12,Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-16 Load Combinations,Major Axis Bending Wood Species: Douglas.Fir-Larch Wood Grade: No.1 Fb-Tension 1000 psi Fc Prll 1500 psi Fv 180 psi Ebend-xx 1700 ksi Density 31.21 pcf Fb-Compr 1000 psi Fc-Perp 625 psi Ft 675 psi Eminbend-xx 620 ksi Applied Loads Beam self weight calculated and added to loads Unif Load: D=0.020, L=0.0530 kilt,Trib=1.0 ft Point: D=0.40, L=0.80k@3.50ft Design Summary Max fb/Fb Ratio = 0.422 1 fb Actual: 456.86 psi at 3.500 ft in Span#1 0 0 os @ 0.0530 Fb:Allowable 1,082.79 psi Load Combs +D+L+Fi Max fv Allowable: to 01184:-1 450 fv:Actual: 33.16 psi at 0.000 ft in Span#1 7.eo ft : 180.00 psi I Load Comb: +D+L+H Max Deflections Max Reactions (k) g L Is a .& E B Transient Downward 0.023 in Total Downward 0.034 in Left Support 0.32 0.63 Ratio 3988 Ratio 2642 Right Support 0.29 0.57 LC:L Only LC:+0+L+H Transient Upward 0.000in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: Project Title: Page 33 Engineer: Project ID: Project Descr: Printed:26 AUG 2021, 9:02AN Multiple Simple Beam File:R-21-001ANNAND HILL#1-BLUE PALOUSE.ec6 Software copyright ENERCALC,INC 1983-2020,Build:12.20.8 2 ,...�KW-06012987 \ � v Yates Engineering Description: LB1-LB4 Wood Beam Design : LB1 Calculations per NDS 2018,IBC 2018,CBC 2019,ASCE 7-1E BEAM Size: 2x8,Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-16 Load Combinations,Major Axis Bending Wood Species: DouglasFir-Larch Wood Grade: No.2 Fb-Tension 900.0 psi Fc Prll 1,350.0 psi Fv 180.0 psi Ebend-xx 1,600.0 ksi Density 31.210 pcf Fb Compr 900.0 psi Fc-Perp 625.0 psi Ft 575.0 psi Eminbend-xx 580.0 ksi Applied Loads Beam self weight calculated and added to loads Unif Load: D=0.020, L=0.0530 k/ft,Tnb=1.0 ft Design Summary Max fb/Fb Ratio = 0.593. 1 D(0 020)L{0 0530} fb:Actual: 550.53 psi at 4.000 ft in Span#1 C- 7 Fb:Allowable: 928.18 psi LoadComb: +D+L+H 2x8 Max fv/FvRatio= 0.197: 1 8.0 ft fv:Actual: 35.48 psi at 0.000 ft in Span#1 i Fv Allowable 180.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) i? J L[ • w E Id Transient Downward 0.064 in Total Downward 0.092 in Left Support 0.09 0.21 Ratio 1490 Ratio 1047 Right Support 0.09 0.21 LC:L Only LC:+D+L+H Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: Wood Beam Design : LB2 Calculations per NDS 2018,IBC 2018,CBC 2019,ASCE 7-16 BEAM Size: 4x8,Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-16 Load Combinations,Major Axis Bending Wood Species: Douglas Fir-Larch Wood.Grade: No.1 Fb-Tension 1,000.0 psi Fc-Prll 1,500.0 psi Fv 180.0 psi Ebend-xx 1,700.0 ksi Density 31.210 pcf Fb-Compr 1,000.0 psi Fc-Perp 625.0 psi Ft 675.0 psi Eminbend-xx 620,0 ksi Applied Loads Beam self weight calculated and added to loads Unif Load: D=0.120, L=0.320 k/ft,Trib=1.0 ft Design Summary D 0.120 L(0 320) Max fb/Fb Ratio = 0.609. 1 :... , fb:Actual: 784.60 psi at 3.000 ft in Span#1 Fb:Allowable: 1,289.27 psi Load Comb: +D+L+H �� � _ 4x8 Max fv/FvRatio= 0.351: 1 6.0 ft Iv Actual: 63.20 psi at 5.400 ft in Span#1 FF Fv Allowable: 180.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) D L s w E H Transient Downward 0.050 in Total Downward 0.069 in Left Support 0.38 0.96 Ratio 1450 Ratio 1041 Right Support 0.38 0,96 LC:L Only LC:+D+L+H Transient Upward 0.000 in Total Upward 0.000 in. Ratio 9999 Ratio 9999 LC: LC: Project Title: Page 34 Engineer: Project ID: Project Descr: Printed:26 AUG 2021, 9:02AN Multiple Simple Beam File:R-21-001 ANNAND HILL#1-1BLUE PALOUSE.ec6 Software copyright ENER CALC,INC 1983-2020,Butld.12.20,8 2 Q L10 #:KW � 60 2987 .F.... .�,._,,... ... .,..>. ..... ._...Ago,.. ��.,�,:.t� �.��,�.� ���AA.»������.��o��...;=•�\ � ``,`, . :AXat@SEJlgirl@BfingTnC.. Wood Beam Design : LB3 Calculations per NDS 2018,IBC 2018,CBC 2019,ASCE 7-1e BEAM Size 3.5x11.25,GLB, Fully Unbraced Using Allowable Stress Design with ASCE 7-16 Load Combinations,Major Axis Bending Wood Species: DF/DF Wood Grade:24F-V4 Fb-Tension 2400 psi Fc-Prll 1650 psi Fv 265 psi Ebend-xx 1800 ksi Density 31.21 pcf Fb-Compr 1850 psi Fc-Perp 650 psi Ft 1100 psi Eminbend-xx 950 ksi Applied Loads Beam self weight calculated and added to loads Unit Load: 0=0.020, L=0.0530 k/ft,Trib=1.0 ft Point W=2.110, E=3.760k@2.501t Design Summary Max fb/Fb Ratio = 0.586 1 D(0 020)L(0 osso) fb: Fb Allowable: 3,514.57 058.01 psi at 2.500 ft in Span#1 � 7.7" � �� � Load Comb: +1.211D 1.750E+0.60H .a >.... Max fv/FvRatio= 0.456: 1 3.5)01.25 fv::Actual: 193.35 psi at 0.000 ft in Span#1 i 1 o,c ft Fv:Allowable: 424.00 psi - - Load Comb: +1.211 D+1.750E+0.60H Max Deflections Max Reactions (k) Q L LE 1 W EH Transient Downward 0.127 in Total Downward 0.098 in Left Support 0.14 0.27 1.58 2.82 Ratio 942 Ratio 1229 Right Support 0.14 0.27 0.53 0.94 LC:E Only LC:+D+0.70E+0.60H Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: Wood Beam Design : LB4 Calculations per NDS 2018,IBC 2018,CBC 2019,ASCE 7-1e BEAM Size: 4x10,Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-16 Load Combinations,Major Axis Bending Wood Species: Douglas Fir-Larch Wood Grade: No.1 Fb-Tension 1,000.0 psi Fc-Pril 1,500.0 psi Fv 180.0 psi Ebend-xx 1,700.0 ksi Density 31.210 pcf Fb-Compr 1,000.0 psi Fc-Perp 625.0 psi Ft 675.0 psi Eminbend-xx 620.0 ksi Applied Loads Beam self weight calculated and added to loads Unif Load: 0=0.0510, L=0.180 loft,Trib=1.0 ft Design Summary Max fb/Fb Ratio = 0.491• 1 D 0.0510 L o 180 fb:Actual: 579.41 psi at 4.500 ft in Span#1 Fb:Allowable: 1,180.92 psi Load Comb: +D+L+H 4x10 Max fv/FvRatio= 0.230: 1 9,o ft fv:Actual: 41.35 psi at 0.000 ft in Span#1 Fv:Allowable 180.00 psi Load Comb +D+L+H Max Deflections Max Reactions (k) D L Lr s Vd EH Transient Downward 0.068 in Total Downward 0.090 in Left Support 0.26 0.81 Ratio 1586 Ratio 1199 Right Support 0.26 0.81 LC:L Only LC:+D+L+H Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: Project Title: Page 35 Engineer: Project ID: Project Descr: Printed:26 AUG 2021,10:13AN Wood BeamFile:R-21-001 ANNAND HILL#1-BLUE PALOUSE.ec6 Lie. KW-06� 9 \\\ \\\\\\\ \\\\\ \ \\ `\\\ \ Software copyright ENERCALC,INC 1983-2020,Build:12 20 8 2 ......a...... ... .. .:.:. 'f� �7�\\\ ��.�\��\\�\�..\\\ ���� ��:....��... � \..�\�?�\\ ......\\\\�\�\\\\ \ \ � Ydt@SEYtgIn@@tlng Inc DESCRIPTION: LB5 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+ 1000 psi E:Modulus of Elasticity Load Combination ASCE 7-16 Fb- 1000 psi Ebend-xx 1700 ksi Fc-Prll 1500 psi Eminbend-xx 620 ksi Wood Species :Douglas Fir-Larch Fc-Perp 625 psi Wood Grade No.1 Fv 180'psi Ft 675 psi Density 31.21 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling W(2.8811 W(.E(4.554) (8831),IRQ V 54) 0 D(0.0920)L(0.0530) , i 4x12 4x12 Span=6.0 ft Span=13.0 ft i' i Applied Loads Service loads entered.Load Factors will be applied for calculations Beam self weight calculated and added to loads Loads on all spans... Uniform Load on ALL spans: D=0.0920, L=0.0530 k/ft Load for Span Number 1 Point Load: W=2.881, E=4.554 k @ 3.0 ft Load for Span.Number 2 Point Load: W=-2.881, E_-4.554 k @ 5.50 ft Point Load: D 0.30, L=0:70 k @ 5.50 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.611 1 Maximum Shear Stress Ratio = 0.373 1 1 Section used for this span 4x12 Section used for this span 4x12 fb:Actual = 674.40 psi fv:Actual = 67.06 psi Fb:Allowable = 1,100.00psi Fv:Allowable = 180.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 6.000ft Location of maximum on span = 6.000 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 1 Maximum Deflection Max Downward Transient Deflection 0.085 in Ratio= 845>=360 Max Upward Transient Deflection -0.335 in Ratio= 465>=360 Max Downward Total Deflection 0.142 in Ratio= 1098>=180 Max Upward Total Deflection -0.193 in Ratio= 808>=180 Maximum Forces &Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span M V Cd C FN C i Cr C m C I C L M lb F'b V fv py D Only 0.00 0.00 0.00 0.00 Length=6.0 ft 1 0.346 0.212 0.90 1.100 1.00 1.00 1.00 1.00 1.00 2.11 342.88 990.00 0.90 34.33 162.00 Length=13.0 ft 2 0.346 0.212 0.90 1.100 1.00 1.00 1.00 1,00 1.00 2.11 342.88 990.00 0.90 34.33 162.00 +D+L 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.0 ft 1 0.613 0.373 1.00 1.100 1.00 1.00 1.00 1.00 1.00 4.15 674.40 1100.00 1.76 67.06 180.00 Length=13.0 ft 2 0.613 0.373 1.00 1.100 1.00 1.00 1.00 1.00 1.00 4.15 674.40 1100.00 1.76 67.06 180.00 Project Title: Page 36 t. ' Engineer: Project ID: Project Descr: Printed:26 AUG 2021.10:13Aty Wood Beam File:R-21-001 ANNAND HILL#1-BLUE PALOUSE.ec6 .\: \ .\\ . Software copyright ENERCALC,INC.1983.2020.8uild:12.20;8 2 L1c..#.aSW t)601298T.,.. \ ,�\ \�\ \\\ \ \\\\\\ \\_ � \ \ \ �\ \ � � . �\\ .... ..... .. ......,\? � \ \�\\�\��\...,v\\\�\\�\�\��\\\�,�\.:\ \\\\ \\ \\\�� \�.a�. ��\\\� Yates Engineering inc DESCRIPTION: LB5 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i Cr Cm C t C L M lb F'b V fv F'v +D+0.750L 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0,00 Length=6.0 ft 1 0.430 0.262 1.25 1.100 1.00 1.00 1.00 1.00 1.00 3.64 591.52 1375.00 1.55 58.88 225.00 Length=13,0 tt 2 0.430 0.262 1.25 1.100 1.00 1.00 1.00 1.00 1.00 3.64 591,52 1375.00 1.55 58.88 225.00 +0+0.60W 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.0 ft 1 0.291 0,147 1.60 1.100 1.00 1,00 1.00 1.00 1.00 3.15 511.86 1760.00 1,11 42.44 288.00 Length=13.0 ft 2 0.213 0.147 1.60 1.100 1.00 1.00 1,00 1.00 1.00 2.31 375.52 1760.00 0.74 42.44 288.00 +D+0.750L+0.450W 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.0 ft 1 0.174 0.166 1.60 1.100 1.00 1.00 1.00 1.00 1.00 1.88 305.67 1760.00 1.26 47,83 288.00 Length=13.0 ft 2 0.174 0.166 1.60 1.100 1.00 1.00 1.00 1.00 1.00 1.88 305.67 1760.00 0.66 47.83 288.00 +0.600+0.60W 1.100 1.00 1.00 1,00 1.00 1.00 0.00 0.00 0,00 0.00 Length=6.0 ft 1 0.313 0.155 1.60 1.100 1.00 1.00 1.00 1.00 1.00 3,39 551.41 1760.00 1,17 44.59 288.00 Length=13.0 ft 2 0.280 0.155 1.60 1.100 1.00 1.00 1.00 1.00 1.00 3.03 493.27 1760.00 0.91 44.59 288.00 +D+0.70E 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0,00 0.00 0.00 Length=6.0 ft 1 0.584 0.288 1.60 1.100 1.00 1.00 1.00 1.00 1.00 6.32 1,027,41 1760.00 2.17 82.81 288.00 Length=13.0ft 2 0.535 0.288 1.60 1.100 1.00 1.00 1.00 1.00 1.00 5.79 941.01 1760.00 1.73 82.81 288.00 +D+0.750L+0,5250E 1.100 1,00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0,00 Length=6.0 ft 1 0.369 0.206 1,60 1.100 1,00 1.00 1.00 1.00 1.00 4.00 650.26 1760.00 1.56 59.25 288.00 Length=13.0 ft 2 0.211 0.206 1.60 1.100 1.00 1.00 1.00 1.00 1.00 2.29 371.79 1760.00 0.83 59.25 288,00 +0.600+0.70E 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0,00 0,00 Length=6.0 ft 1 0.606 0.295 1.60 1.100 1.00 1.00 1.00 1.00 1.00 6.56 1,066.96 1760.00 2.23 84.95 288.00 Length=13.0 ft 2 0.602 0,295 1.60 1,100 1.00 1.00 1,00 1.00 1.00 6.51 1,058.76 1760.00 1.91 84.95 288.00 Overall Maximum Deflections Load Combination Span Max."-"Deli Location in Span Load Combination Max."+"Defl Location in Span E Only 1 0.0852 3.184 0.0000 0.000 2 0.0000 3.184 E Only -0.3353 6.464 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum 3.307 3.046 -1.451 Overall MINimum 3.307 -1.174 0,484 D Only -0.050 1.642 0.618 +D+L -0231 3.046 1.102 +D+0.750L -0.186 2.695 0.981 +0+0.60W 1,205 0.938 0.067 +D+0.7501+0.450W 0.756 2.167 0.568 +0.60D+0.60W 1.225 0.281 -0.180 +D+0.70E 2.265 0.343 -0.398 +D+0.750L+0.5250E 1.550 1.721 0.219 +0.600+0.70E 2.285 -0.313 -0.645 L Only -0.181 1.404 0.484 W Only 2.092 -1.174 -0.918 E Only 3.307 -1.855 -1.451 �; . . Page 37 LAP 48 ILA, WITH MOAk"M" 7 #4r'I0" O.C. . 2" CLEAJ-- 1--. PACKPILL WALL WITH r E-I2P'AININca CiPAN1tAP; MATMIA. H REIM"M" '" 12IA,PMF.PIlle WTI-IN-1U PA13PIC . H/2 414 a 16" O.C. hwIrt L SLA13 WPM"0" au I3EF012J: PACKfILLING _L a" CLEAR flt He -?:,'1 V 1 GLEAP \ii• 1 T T Ws C - - A_... RZ RETAINING WALL DETAIL - LEVEL BACKFILL DRAWING NOT TO SCALE,SEE WALL SCHEDULE FOR DIMENSIONS RETAINING WALL SCHEDULE H Ws A C B Bar"M" Bar"N" Bar"0" 5'-4" 8" 10" 10" 2'-4" #4-18"oc #4-18"oc #4- 18"oc 7'-4" 8" 1'-3" 1'-3" 3'-2" #4- 15"oc #4-15"oc #4- 18"oc 9'4" 8" 1'-10" 1'-10" 4'-4" #5-9"oc #4- 18"oc #4-18"oc 10'-4" 8" 2'-2" 2'-2" 5' #5-9"oc #4-18"oc #4- 18"oc ALL SECTIONS: CONCRETE Fc 3000 PSI r REBAR GRADE 60 EFP = 40 PCF LEVEL BACKFILL ONLY Ht 1' A1.2 Customer: Mascord Design Associates Rowell Engineering Project: Cantilever Wall with stab. EFP=40 PCF 45 SE 102nd Avenue Sheet Number: 0 Portland, OR 97216 Al Date: 10/24/01 (503)254-6292 Page 38 ' ' " ROWELL RETAINING WALLCAD Software Release.Number A1.2 Version B 1/28/97 , ENGINEERING CONSTANTS Soil Density 110"' OTM Factor of Safety 1.5 Concrete Density 150 Stem Factor of Safety 1.7 PHivu 0.85 Heel Factor of Safety , 1.4 PHIas 0.90 PROJECT PARAMETERS Client Name Mascord Design Associates Detail Number A Project Number Sheet Number Al Project Name Cantilever Wall with slab. EFP=40 PCF Concrete Fc 3000 psi Max Sod Bearing Pressure 1500 psf Steel Grade 60 60000 Equivalent Fluid Pressure 40 Lbs/lt'3 Wall Thickness 8 in Footing Height 12 In SECTION 1 DESIGN Reber Stem Reber Heel Reber H,Wall Height It ! 5.33 I ft Size CC Bar"M" Bar"N" Bar"Cy" B,Total Footing Length,in. 28 in 2'-4" 4 16 395% 3158% 2182% A,Toe Length 10 in 10" 4 12 522% 4174% 2909% G,Heel Length 10 in 10" 4 8 769% 6149% 4364% %OTM Factor of Safety 154% 2.31 4 6 1006% 8051% 5819% %Max Soil Bearing Pressure 49% psf 734 4 5 1190% 9520% 6982% Min Soil Bearing Pressure 363 psf 4 4 1454% 11633% 8728% %Allowable Shear Stress 10% kpsi 11 5 12 799% 6391% 4546% 5 8 1165% 9316% 6819% Size OC 5 4 2126% 17007% 13637% Reber"M" 4 18 352% 6 8 1613% 12900% 9819% Reber"N" d 18 2815% 6 6 2056% 16452% 13092% Reber"0" IIIIIUIIIIIIEEIII 1940% 6 4 2804% 22432% 19638% SECTION 2 DESIGN Reber Stem Reber Heel Rebar H,Wall Height ft_ 1 7.33 ( ft Size OC Bar"M" Bar"N' Bar"O" B,Total Footing Length,in. 38 in 3-2" 4 16 126% 1011% 738% A,Toe Length 15 in 1'-3" 4 12 167% 1336% 984% C,Heel Length 15 in 1'-3" 4 8 246% 1968% 1476% %OTM Factor of Safety 133% 2.00 4 6 322% 2577% 1969% %Max Soil Bearing Pressure 70% psf 1,052 4 5 381% 3047% 2362% Min Soil Bearing Pressure 261 psf 4 4 465% 3724% 2953% %Allowable Shear Stress 22% kpsi 24 5 12 256% 2046% 1538% 5 8 373% 2982% 2307% Size OC 5 4 680% 5444% 4614% Reber"M" 4 15 135% 6 8 516% 4129% 3322% Reber"N" 4 15 1076% 6 6 658% 5266% 4429% Reber"Cy' 4 18 656% 6 4 897% 7180% 6644% SECTION 3 DESIGN Reber Stem Reber Heel Reber H,Wall Height It r I-Kiri ft Size OC Bar"M" Bar"N" Bar"0" B,Total Footing Length,in. 52 in 4'-4" 4 16 55% 444% 271% A,Toe Length 1 22 1 in 1'-10" 4 12 73% 586% 361% C,Heel Length 22 in 1'-10" 4 8 108% 864% 542% %OTM Factor of Safety 136% 2.05 4 6 141% 1131% 723% %Max Soil Bearing Pressure 80% psf 1,204 4 5 167% 1337% 867% Min Soil Bearing Pressure 302 psf 4 4 204% 1634% 1084% %Allowable Shear Stress 38% kpsi 41 5 12 112% 898% 565% 5 8 164% 1308% 847% Size OC 5 4 299% _ 2389% 1694% Reber"M" 5 9 147% 6 8 226% 1812% 1219% Reber"N" 4 18 395% 6 6 289% 2311% 1626% Reber"O" 4 18 241% 6 4 394% 3151% 2439% SECTION 4 DESIGN Reber Stem Reber Heel Reber H,Wall Height ft. ) 10.33 j ft Size OC Bar"M" Bar"N" Bar"0" B,Total Footing Length,in. 60 in 5' 4 16 39% 316% 174% A,Toe Length 26 in 2-2" 4 12 52% 417% 233% C,Heel Length 26 in 2'-2" 4 8 77% 615% 349% %OTM Factor of Safety 141% 2.11 4 6 101% 805% 465% %Max Soil Bearing Pressure 83% psf 1,243 4 5 119% 952% 558% Min Soil Bearing Presssure 360 psf 4 4 145% 1163% 698% %Allowable Shear Stress 47% kpsi 52 5 12 80% 639% 364% 5 8 116% 931% 545% Size OC 5 4 213% 1700% 1091% Reber"M" 5 9 104% 6 8 161% 1290% 785% Reber"N" 4 18 281% 6 6 206% 1645% 1047% Reber"O" 4 18 155% 6 4 280% 2242% 1570% 1903rMasce d WS-40PCFjh4Design 1024,01 11:48 AM Page 1 of 1