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Specifications (10) OFFICE COPY ROWELL 10570 SE Washington S Si ►�ri�:r�+vn 11 Suite 212 114 Ct. ENGINEERING, LLC Portland,OR 9721 . ^'� r STRUCTURAL ENGINEERING /.M 1 ilkiV11,10 Tel. 503-254-6292 ( L C Fax.503-254-6761 C E I\/E D DEC 0 .0 , R� STRUCTURAL CALCULATIONS CITY OF %%UtiriU BUILDING DIVISION August 26, 2021 Annand 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 • PRGppS�► 5 GlNF Rowell Engineering F. Project Number: 87 s R-21-001 /�� ,,, >✓ v EGa optb T. RO' �G>t ?2. 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 II f\\ 0, si--- �C1® '®� r C__ i a 7 7 , e. r❑ = DD L G PONT ELEVATION ftROWELL e�P SG°` 1/0 .;.0 ENGINEERING,LLC STRUCTURAL ENGINEERING 105,0 SE WASnNOTON STREET STE,212 RN;IS031 2544292 0111111115 NORTLARO.OR. 972*. FA9d5031 2S0.9191 Page 2 _ . ,,,,,„,-- +3 3 k \ COa-IU NM I" I r— 3 N (V 1I :,� i+ W A11iiiiiII1 k - I I I i I 11) ~ 0 CO i • 3 s1 •—• II INV/ -74 iII La�6 wrirlariii111r11 � � n7 ■tf ' ' ''4 i irk I ■a��a■ ,/ ul ts""_ i r Yl ; i xis • • °s O RIGHT ELEVATION el' RROWELL ENGINEERING, LLC r STRUCTURAL ENGINEERING IOSYO SE W43WNGT0N.MEET Ott 212 Pit 15031 251.8292 ?( PORTLAND.OR. 97216 F0013031 234.4741 Page 3 fJ i mum WIMMIN- ® .�, !I.s: • .;. co < v IU1I:II1dI1I!v - v Nililinilli n uiii rill i - 1 ! o �". ins co eill :....,. , .: .,. ,,,!! i ' CO 1-4 I r — II4 co OD III 111111 11111111111 II! 1111 ■ tE 11I a. f f 7 ...,„(... , r_ ELEVATION0REAR RO LL6 Iit ENGINEERING LLC STRVGTUR4L ENC{INEERINO I0370 3f W♦310NO7Q$STREET STE ZK FH:I3031 23<�6t61 - POF.TL094 OF. 8TF6' LAZ35031 ZS(.6TW Page 4 0 f j 1 I 1 f i 1.1.11 M I111111111 111 1111111i 1 i Hill 'II rub El 11111 11111rt] I I! "7 III / V 1 JIH Ell /NI 0 Ill f r LEFT ELEVATION I OW LLI �N SCALE tVS' . 1•-0. if ENGINEERING,LLC; STIOUCTURYLL.. ENGINEERING 105TO SE W43MN0TCN STREET STE.E2 00 13031 254.5252 00RTLANO.OR, WTES T4R15031 254.6T61 Page 5 DATE: 08/26/21 PROJECT: WIND LOADS LOAD AREAS FROM CAD LINE A BCD 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= 3ft 2a= 6 ft 0 0 roof rise, y= 0 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 1 m _ i y i _. .._.. _ __... ST4236. ` 4Xb_ 4X6 UB2 4X6. �-F, DECK ,/ 5T6236 O 5 4,_ �! X6 LIVING n `'EaPP pray / GIRDER TRUSS II II III D/NING oI 9. MPD.TRUSSES 24'AL. el( KITCNEN LNE UP W/ 4. �. WALL BELOW 1 a V3 RWALLTNRN\EXDt4 INTERSECTING �' I WALL o�� BEDROOMI I I ,_,ALL 1 9 ] C ; A01,�. J 1 III n 17, I"FD.t7 111 24. EP MASTER -r 4X4 T• SEDROOI I M D.TRUSSES \ 24'AL: / _ p .. '4X44X4 ` : j 1 Lot 1 LJPPEP FLOOR PLAN ftROWELL DRAWN D1.21.21 !Lv SCALE 1 VS. • 1,4D' ENGINEERING,LLC STRUCTURAL ENGINEERING' 10510 SE YI4SN!NGTAN STREET STE.212 M:I303)254.1292 , PORTL4NO OR. 97216 ERR,503)254.1)61 , Page 7 ..... ..... STb736 — r= O 2 E !1 4X6__ MEI6 4X10 +e V 1 VI ini Li 0 0 a ary v t o MB3 5 0014'.GLa 1 1'154 4XI0 n STf 23b '6236 2XR FLR d5T5 DECK •We D.G. 2X10FLR JS 5T6236 ac. LIVING ax6 9 I + I e $ 1C§ I Ia 1152 2XI2 FLR. DINING I I$ STS•I7•OZ. _I ,n PI IIr II KITCFIEN ALITHIS N D,• ILA: ,/�._ THIS END EVi=>� • WltWLDOLLN EELOS I EXTEND SNEAK. 1 WRAP STRAP ati! ( WALL Ti IRA VI I I I BAR BD L.Jee.�: 0-14 LINE ABUPPV�E.. WALR4EGTING I 'I rI I BEDROQM I A I 9 . 14 EXTEND SHEAR WALL TNRO.41.1 INTERSECTING WALL ..... 11611 4><IVI IC N2 1 EXTEND (THROUGH II`3 INTERSECTITIN�- DI LNALL !� I11 P9 1-^' I- 11 / /-- T .4NE L ,,,T.,...1. r1B1 3XI2 FLR. I' JSTS•,16.OC. .p 41OLSES'�It \ XI I xI 1 , MASTER 4X6 4X6 +I I'0'r BEDRQDIM IC— -r T�-1 , pI 2XI2 FLR JSTS \ ICI 1 ST6236 O •16'O.G. i 0 . PATO `•a I I II ai ( ) V - — —-1-1— i"4" / rn TTP axb ax6 4xb }y W ST6236 Lot 1 MAIN FLOOR PLAN ftROWELL DRAWN 0+•5+•2, �Lr SCALE+I/B' . I'=0' ENGINEERING,LLC STRUCTURAL. ENGINEERING D0510_SE WASH ISTON STREET STE.212 N:15021 254.6292 PORTLRNO.OR, 512• RA2i5O71 252.5761: Page 8 —— ST673b 4X6 4X6 ��`��45Cl2! �y I I 2XI0 PLR JSTE I I• . 'OL. 'Et n, LJYING + DECK 1I4 �y 7XI2.FLR J5T5 s I IA ♦16'OL. 1 I I I I 4X6 PINING I 1I 2XI PLR J5T5 1 I ALICitd W/ •.12':0.C. I I. Nt7. KITPI-1EN 9 I _ L4 T+Ty, . LB3 3'hX1P4 Le ALIGN um ALIGN W/ — H.D.:ABOVE ,*0 i F� NA::ABOVE r N v 411 11 AROIWRAP STRAP . '� aRola+o BrL E 1 OR DBL.JET. ' k 1 lI 5E0R0011 I Iv I IR WRAP STRAP I AROUND BM; t'4- OR DBL.JET. r'Ig Iv d E �\ LISS 4XI2 ki. '� ALIGN WI C a.. } - IaD ABOVE 60..44 .. �i I l II 8 ,I I t1I i'= I d5' F i ILI\ JETS 1 fivf... %181 &1 eil °)I CRAWL SPACE .,-1. II III JL 1-1 ri}-t 2G'R2E`2,,Li j. 1'� 1 t �•I. CONC.FTG.1I� iI LIT."' 5sH es i16 1 : 7.1.��AX8 7 _ -1 -J i tlI 20'x20.42.1 Li I� I '11 CONC.FTG.I Vii r=i ='' I I L..11=!' I I a __ .11` 1 5 . 1 CONC,FTC:I' $T.II r -�T I 1 1 L___F 8 j 1 L III 'Il I I 20•N2®1R• CONC.FIG. SI 82 -_1 • 7C _1J R 1, TIP. A 8 • Lot 1 LcowE FL_OOQ PLAN ftROWELL • DRAWN Oy:1.:3 JLY SCALE.1i0• . I'-m• ENGINEERING LLG STRUCTURAL WNGINEERING. • 10570 SE W*SN61GT0N STREET STE.E2 PR:15031 256.6262 PORTLANO,OR. 6TL6 Fa015051 254.676i Page 9 74'x74•41:2'' —. CONC.FTG. m_ +y W/3,4 EW. r . 1 1 I 1 I i <*yR y g — L i� OPTIONAL b X 6 I0/10=TA I j ON 4'GRANULAR FILL 12' 1 I THICKEN SLAB WT f7)II4 1. iligrr WARS HORIZ CONT.TIED TO 1 PND WALLS AT GARAGE 1 j. y® DOOR OPENINGS. I N31T I I ALIGN LL/ 1 I I I HD.`A'BJOVE I: 1 i I I I H ® 1 L4 r� A JJ44 WI -- N.D.ABOVE I—'1 1 I L✓r.1 9—r "Y I 0 I I �� I ALIGN NI/ A �'. }r_.i I 1 ND:ABOVE t ;.70'R70'xl2' I I I CONC..FIG. i I I rt—1 i 1 1 I 4'CONC.SLAB O/ I O@' /--J OPTIONAL b X 6.IW/10 WOK I ON 4'GRANULAR FILL 2' I I TNICKEN'SLAB W/[2)•4 t I BARS HORIZ CONT,TIED TO I 'I FND WALLS AT GARAGE I I 7b'RIS'NR' DOOR OPENINGS. —1--1 CONC.FTG, I 'I W/OW11A 1 I • -S ' 1_ I r® I i g I ALIGNABOVE (l/'G`GOf/' :VI i. i I N ABOVE jV j I1+.J 1 20"K10'NI7•1---.....;-; I CONC.FIG.I tI I L__J t r _ I '.20'x70'%12. i CONE.FTG.I ®}ri 70'1(20'wl2-1 r-I-I t..__J I 1 CONC.FTG.I ® I I L._._ I ,. 20'x7®5sI7'j ,}1 1 , CLNG FIG.I ®Ti I I. L__J I I Lot 1 FOUNDATION PLAN RROWELL DRAWN Dt.24:1 Av SCALE•1/$' • r_m•.. ENGINEERING,LLC STRUCTURAL ENGINEERING r05T0 SE wASIONOTON STREET STE.212 Pm:15031 2043202 PORTLAND,as SITS FAR45031 254.5751 Page 10 • SHEAR WALL SCHEDULE • AAA RATED<P(yWOO(}OR OR(EteTED STRAND BOARD (1) FANG FAS1ENEp5(p125115);l}) SOLE R Stu PLATE ALLOW MARK PAIN 1PPOIEs6 TYPE a� L N IAILoi SA' S NOTES LOAD SINKER 04) (2) ENO atsl 'p.2A Z66 erG 4'G.C. 6'as. 22 49•QC. . or ( 5NI_4"er a°O.C. 4.0,C. so 32•rO:C. 580. 1pE I'M•:s 24 t O.C. Y 0.0. 2X 26-O.C. eoa(IS) 7 122x' r.MA 1.40a. sal♦ yr 2'EC 2'0.C. 2X sr-oA. VVV °i {)�:. 6�60g 14Se' r,ex F.N*L (35): 670- 5T au1 t*2A' 3'00 3'0.C: 3X 2O'0.0„woo(4), n22 EA.SIDE F.04 F.N0. (15),(16) �60' etyes aril 2'0.0. 2.5'0.0. 3X 16"se.(6),(is).T26D.. EA.:&OE r.5M.r-N6a (16)ste iZBD 1ij2* at4-d.-.r 2'0.C. 2'0.G 3X rr aC.(6).(1). {7Rg EA.'SIDE r.l...P 441 (16) IP417 (1)24 Od:0nd4+eac-16'-AC (2)ANho XPIII.10 0.')('.j-.10../mlo.r wnbedmn,info *ane.la S�avro.nh 6P%"4 or 5r5'';p"-5: erd%-S:n m..on a4G(nw aid eel.we0i.. (s)Nlmeedele slue.naow O.It'0.0.: (4)w/m*inb0.te •r•a;ewes to be 3e neeninol.1 new. (3)0.1220 X 2)p F.of 11,001 mookw/soft"00 0.002 X 2))''.o.mw 00:or 0.11re X'2Stiw1 pr fr:. twnb0d 9ol.wike4 Pot n01. • (o)Cj40'e X r F.RN P-n4A mar b.toptatsd.fnk(1.106 X' r contemn Pei or cent e:II Y not rep or tenoned goneweee be.nett. LOS (2)'F.or,P-rmd'-d.l'p,ota6 0 lue:resod-bbod point mil: .. 0010Watten 4X4 lent.0....n end.... O (9)n.me.n.owot 0 ow..*a at ow*etaato p•10gb. to now.double 2X stud*, pall AC**WI:M Mp.ra8". in KKn boke..hilt 16 (14)3X plots Reword who.*woo of 1.0003.*lip 051 XXX 2 at 0*Xoei0 0003 f02 SXL FLATS N4NND W/.I)':"IX(00*4 a5T (tali Slit 11417 N#XXld PEA EACH SIOC Or 511tAT00tD. 1/tr/2o • HOLDOWN SCHEDULE • MARK SIMPSONP � FASTENERS, CAPACITY NOTES EL/ (LOS.) • 40 r«w11d .boa 0 4'CC 8 C16712 X (2)and.amw en 34'Long 041*It.aeb amt I.1.0 CMSTI2 X (ts)16.common: 14-Lon" nails al ow*and. 206a CM5T12« W)tee.*email .. •Lae9. 0040 a wen..d; ew a Er C1.1S212 X (29)tea MINI.•Long Will et ood1 wa: 2220 G CM57T2 104 comma.: 40•Long '0dlt at.aeh-wd *Pia G�Y NTT3- (2e)tea on.r.. sew spipa4' YY onnam wr▪..e6e • Atia WW1 str 1�l22XX. en net weC. (if.'ll..r'ee ItA91De 2.e glwt,4.. MW-14 t{00 lwip . 16uU MWXt4'fe.F• 'n1 np'd.r..herxlr. SNEAK vv,AL_L_ SCHEDULE ROVVELL SCALE NA F-Ei' ENGINEERING I-LC STk uC TURAi_ 'ENCIINEEF21N0 I2e10 SE NAa4haTpn STREET SSE.2N PNi I0o21 264.6292. 0001441 00. 97214. 2*015011 264420 e 11 ~ ` . ' DATE 08/26/21 PROJECT: _ DESCRIPTION: 2018 IBC, Binder-Stock SIMPLIFIED STATIC PROCEDURE-2O18 |BC BY: Jf ' VYU 'D8PEED/ gS 8�uobnemtFactor�rBu|��gHe�ht&= 1.03 EXPOSURE- B Increase 11Q/8 wind loads by 076 ' SEISMIC CAT: D to obtain 96/8� bou 0.85U F°8OG=U 1.02 U R: 6.5 snow load= 25 F: 12 mean roof height, h= 83ft A'upper 1205 /\main: 1142 V= aqf2`14-11 Abwer 1137 ASD Load Combination=VY1.4 "*^ |BCA8O DEAD V LOAD WALL HT. LINEAL SQUARE LOAD SB8N4|C UPPER FLOOR p8F HEIGHT FEET FEET POUNDS POUNDS Eq^16-21 ROOF/CEILING 15 1205 1$075 2836 3026 E}[[VVALLS 12 8 159 8586 1347 862 |NT.VVALLG 8 9 120 4320 678 484 BRICK 40 D D 0 O TOTAL 30981 4862 3473 MAIN FLOOR ROOF/CEILING 16 171 2582 402 287 FLOOR 12 S44 11328 1778 1270 EXT. VVALLS� 12 g 148 7892 1254 896 |NT.VVALLS 8 9 120 4320 878 484 WALLS ABOVE 12906 2025 1447 DECK 10 27 270 42 30 BRICK _ 40 U V O O TOTAL 39378 — 6179' 4414 LOWER FLOOR ROOF/CEILING 16 O O O FLOOR 12 1086 13032 2O45 1461 EXT.VVALLG 12 B 120 6480 1017 726 KVT.VVALLS 8 9 100 3800 565 404 WALLS ABOVE 12312 1932 1380 DECK 10 51 510 80 57 BRICK 40 0 O O D TOTAL 35934 5630 4028 ` REDUNDANCY FACTOR = 1.0 or 1.3 per ASCE7-1O 12.3.4.1 and 12.3.4.2 Allowable Shear wall Ldad(�� Floor RoortuFuundaUonHo@ovvn ` ' — vihd/saio Tag Load Type Tag Load Type _ S 348/260 1 1740 CM8T12X36^ G A 523/388 2 3968 owST12n48' ' 7 5000 HTT6 � B 679/490 3 6470 CMoT12x60 8 7855 HDU8 (J 8021640 4 7220 CweT12X7Z' S 9335 ' HDV11 | D 1123/980 5 9710 CMaT12x90' 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 VS 11.5 11.5 90 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 M1 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 0.0 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/B 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 1/3 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 5.731 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 18.2 199 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 0.0 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 LS 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 ~^ . pane14 DATE: 08/26/21 PROJECT: SEISMIC_ . ' 8B8 TOTAL G[2R. % SEKS. MAX. ADJUST DUREC. FLOOR FEET C)FFLR WALL BRICK FROM TOTAL UNIT REDUN. REDUN. UNIT FB L'Fl SHEAR GE|S. SHEAR SBG- GE|EL ABOVE 8BSN(C SHEAR FACT. FACT. SHEAR V1 % 3473 335 28% 865 O 965 146 1.00 1.00 146 3473 096 O' Q O O 1lX] 0 V3 X 3473 577 4896 1663 0 1663 145 1.00 1^00 146 3473 U% O 0 O O 1.00 D V5 X 3473 283 24% 844 O 844 162 1.00 1.00 162 8473 0% 8 U O D 1.00 O y7 X 3473 577 48% 1663 O 1563 103 1.00 1.00' 103 Vn }{ 3473 627 52% 1807 n 1807 48 1.00 1.08 48 3473 096 O O 0 O 1.00 O 3473 096 U 0 0 o 1.00 O 3473 006 O 0 O O 1-00 O 3473 _ 094 0 U ' 0 8 1^00 U 3473 O% D U 0 Q 1.00 0 3473 g% U O 0 O 1.00 O 3473 O% o O D O 1.00 O 3473 096 O U O O 1.00 ' O 200Y& Q 6942 NM ){ 4414 237 21% 916 0 918 176 1.00 1.00 176 M2 x 4414` 319 28% 1233 Q 831 2065 243 -1.00 1.00 243 4414 p% O D O 0 1.00 O M4 X 4414 327 29% 1264 D 1042 2307 20 1.00 1.00 201 4414 - 094 D U O 1.00 V k86 X _ 4414 259 23% 1001 �� U 633 1634 314 1.00 1�00 314 M7 X 4414 544 48% �2103 O 1853 3766 207 1.00 _1.00 207 K88 X 4414 509 52% 2316 O 1807 4122 153 1.00 1.00 153 4414 0Y6 O O O O 1^00 0 4414 U% n O O U 1.08 O 4414 0g4 O O O O 1-00 D 4414 096 O 0 0 O 1.00 O 4414 096 O O U D 1.00 O 4414 096 ¢ 0 O 0 1.00 O 4414 O�$ 8 0 O 0 1.00 O 4414 0% O M 0 O 1.00 O 2009t 14810 4028 09& 0 O O 8 1.00 0^ L2 >{ 4028 348 31% 1233 O 2065 3297 174 1.08 1.00 174 4028 09& 0 O U 0 1.00 O L4 K 4028 373 3396 1321 0 2307 3628 315 1.00' 1J30 215 4028 096 0 o O O 1.00 U LG & 4028 209 18Y& 740 O 1634 2375 457' 1.00 1.00 467 L7 . ){ 4028 550 48% 1848� D 3766 5714 381 1.00 1.00 381 LB �� 4028 587 52�$ 2079' D 4122 6202 330 1.00 1.00 330 4028 096 0 O O U 1.00 O 4028 096 0 O O 0 1.00 O 4828 096 8 D O 0 1.00 O 4028 O% O O 0 O 1.00 O 4028 096 0 8 D O 1.00 V 4028 0% V U U O 1J00 O 4028 OY& ¢ 0 M O 1.00 O 4028 206 18% 730 O 730 O 1.00 0 200gm 21845.7 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 OORO V3 207 too 145 X 207 1864 S S 2 OR 7 2x 0 1.00 0 0 0 OORO V5 175 1.73 281 X 281 1577 A S 1 OR 7 2x 0 1.00 0 0 0 OORO 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 too 0 0 0 OORO 0 1.00 0 0 0 OORO 0 1.00 0 0 0 0 OR 0 0 1.00 0 0 0 OORO 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 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 OORO M4 235 1.00 201 X 235 2111 S ' S 2 OR 7 2x 0 too 0 0 0 OORO 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 OORO 0 1.00 0 0 0 OORO 0 1.00 0 0 0 OORO 0 1.00 0 0 0 OORO 0 too 0 0 0 OORO 0 1.00 0 0 0 OORO 0 1.00 0 0 0 OORO 0 1.00 0 0 0 OORO 0 1.00 0 0 0 0 OR 0 L2 194 1.00 174 X 194 1745 S S 2 OR 7 2x 0 1,00 0 0 0 OORO L4 353 1.00 315 X 353 3176 A A 2 OR 7 2x 0 1.00 0 0 0 0 OR 0 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 too 0 0 0 0 OR 0 0 1.00 0 0 0 OORO _ 0 1.00 0 0 0 0 OR 0 0 1.00 0 0 0 OORO 0 1.00 0 0 0 OORO 0 1.00 0 0 0 OORO 0 1.00 0 0 0 OORO 0 1.00 0 0 0 OORO 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 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 SNOVV,S 25 psf BALCONY,B 60 psf 17 psf FRAMING DESIGN CALCULATIONS UB 1 AT DIN Left Span=I 0 ft Center Span =I 3.5 ft Right Span=I 0 ft LOAD NAME W Trib. Width of supported members START LOCATION 0 story END LOCATION 3.5 U a i Roof 2 DL 39 plf NOTES E 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=I 0 ft Center Span =I 5.5 ft Right Span=I 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 P Annand Hill CT BY: JY Project Rr21'001 LOADING LIVE DEAD Combined R{JOF. R 20paf 17paf 37pef CEILING V0 ATTIC, C ° 10pmf 8psf 15psf FLOOR. F 40pnf 15psf 55 pwf EXTERIOR WALL, Em 16 puf 18 pmf INTERIOR WALL, NV 8 pmf 8 pnf SNOW,G 25psf / BALCONY.B 80puf 17psf FRAMING DESIGN CALCULATIONS K8131 AT MASTER (FLOOR JOIST) Left Span = 0 ft Center Span = 16 ft Right Span O ft LOAD NAME w Thb. Width of supported members START LOCATION 0 story / END LOCATION 16 K8 V Roof DL 20 pk NOTES Attic Lr 0 olf �a) Floor 1.33 L 53,338 plf ~= EVV ' 8 O plf M132 AT KITCHEN (FLOOR JOIST) Left Span= 0 ft Center Span = 19 ft Right Span O (t LOAD NAME VV Thb.VNdth of supported members START LOCATION o story END LOCATION 19 KA U Roof DL 15 plf NOTES Attic . Lr Q pn !� Floor 1 L 40 plf � B� 8 D . _ 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 L Roof 2.25 5.25 DL 311.5 plf NOTES . Attic 2.25 3.75 Lr 150 plf AFloor 0.67 L 86.667 plf 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 L Roof 5.25 DL 252. plf NOTES .n Attic 3.75 Lr 105 plf Floor L 37.5 plf EW 9 S 131.25 plf c 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 B 1.33 NOTES sa E a) -, Page 19 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=I 0 ft Center Span = 9 ft Right Span=I 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 L. B 2.75 NOTES E 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 `m Roof 3.75 DL 75 plf NOTES - Attic 2.25 Lr 75 plf o g Floor L 22.5 plf EW S 93.75 plf Page 20 ` DATE 8/26/2021 PROJECT: Annend Hill CT BY: JY Project Number: R'21'001 DATE., 8/26/2021 P Annand Hill CT By JY Project Number: R-21-001 M137 AT BEDROOM Left Span Q ft Center Span = S ft Right Span=) O ft LOAD NAME W Trib Width ofsupported START LOCATION 0 END LOCATION 5 story K8 U Roof 11 OL 521 plf NOTES Attic 8.5 Lr 22¢ pK 5 Floor 0.5 . L 475 plf ~= EVV 9 S 275 | K PT. LOAD NAME P Wind unit shear= 20.8 VV 188 lb* LOCATION 3.5 Seismic unit shear= 47.8 E 806 lbm SHEAR WALL LINE V& Load Multiplier,VVO= 2.5 Allowable-stress increase= 1.2 A8CE7 12.4.3.3 K8138 AT DIN Left.Spen= 0 ft Center Span = 8 ft Right Span O ft LOAD NAME W Thb Width of supported members START LOCATION 0 story END LOCATION G M U Roof 11 DL 521 p{f NOTES Attic 9.5 Lr 220 plf w Floor S�5 L 475 � plf EVV 9 G 275 plf Page 21 DATE: 8/26/2021 PROJECT: Annand 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 lall U Roof DL 116.25 plf NOTES -Q Attic Lr 0 plf • Floor 7.75 L 310 plf • lW 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 Roof 4 DL 80.5 plf NOTES szi Attic 2.5 Lr 80 plf a) Floor L 25 plf • EW S 100 plf Page 22 DATE: 8/26/2021 PROJECT: Annand 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 11 AT HALL 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 ti..) Roof DL 20 plf NOTES -0 Attic Lr 0 plf us Floor 1.33 L 53.333 plf EW S 0 plf PT. LOAD NAME P DL 400 lbs LOCATION 3.5 L 800 lbs FROM MB9 w , , , Page 23 DATE: 8/26/2021 PROJECT: Annand Hill CT BY: JY Project Number: R-2`1-001 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 I 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 DL 20 plf NOTES a Attic Lr 0 plf a Floor 1,33333 L 53.333 plf EW S 0 plf LB 2 AT STORAGE Left Span=) 0 ft Center Span = 6 Ift Right Span= 0 ft LOAD NAME W Trib.Width of supported members START LOCATION 0 story END LOCATION 6 L M U `m Roof DL 120 plf NOTES .0 Attic Lr 0 plf a) 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: 8/26/2021 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 ta Attic Lr 0 plf aFloor 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 = 9 ft Right Span= 0 ft LOAD NAME W Trib. Width of supported members DL 51 pif START LOCATION 0 story L 180 plf END LOCATION 9 L M U B 3 NOTES Page 25 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 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 -g Attic Lr 0 plf cu 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 lbs 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: g Project ID: Project Descr: Printed:25 AUG 2021,12 23PN Multiple Simple Beam File:R 21 001 ANNAND HILL#1-BLUE PALOUSE.ec6 l is KtN 08012987�� Software copyright ENERCALC,INC 1983-2020,Build:12.20 8 2 Yates Engineering inc Description : UB1-UB2 Wood Beam Design : Uj31 Calculations per NDS 2018,IBC 2018,CBC 2019,ASCE 7-1f 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-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=0.0390, L=0.060 k/ft,Trib=1.0 ft Point: D=0.5440, L=0.640 k @ 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 0 C380 L 0.060 Fb:Allowable: 1,295.41 psi Load Comb : +D+L+H g . Max fv/FvRatio= 0.351: 1 _ � e �; 4x6 - fv:Actual: 63.13 psi at 0.000 ft in Span#1 3.So.ft " Fv:Allowable 180.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) .Q 1, is W E if 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 Ug2 Calculations per NOS 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 Prll 1,500.0 psi Fv 180.0 psi Ebend-xx 1,700.0 ksi Density 31.210 pef Fb-Compr 1,000.0 psi Fc-Perp 625.0 psi Ft 675.0 psi Eminbend-xx 620.0 ksi Appl'ed Loads Beam self weight calculated and added to loads Unif Load: D=0.0750, L=0.1170 klft,Trib=1.0 ft Design Summary Max fb/Fb Ratio 0.390. 1 D o olso L o to fb:Actual: 504.44 psi at 2.750 ft in Span#1 rv �_ Fb:Allowable: 1,293.07 psi .,, , t. 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 Fv Allowable: 180.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) Q L 1 s v� .g kJ 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: Project ID: Project Descr: Printed:26 AUG 2021, 7:42AIV Multi ie SimpleBeam File:R-21-001ANNAND HILL#1-BLUE PALOUSE.ec8 pSoftware copyright ENERCALC,INC 1983-2020,Build:12.20.8 2 Lic # KW-06012987`\� � \�� \\� , . �. �\\�� ` �� \\� \�\ �..�.�..:.��\...... \.,.. � � \\..\a\ ates Engineering Ince. 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 D(0 020)L(0 0530) fb:Actual: 930.34 psi at 8.000 ft in Span#1 ,.77, , i $ Pb:Allowable: 1,035.00 psi � � Load Comb: +D+L+H 2x12 Max fv/FvRatio= 0.269: 1 16.0 ft fv 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) o L Lr s w E H 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 0.000 in Total Upward 0,000 in Ratio 9999 Ratio 9999 LC: LC: Wood Beam Design MB2 Calculations per NDS 2018,lBC 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-PHI 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 4 Fb:Allowable: 1,035.00 psi .. ._ Load Comb: +D+L+H 0 , 2x12 Max fv/FvRatio= 0.249 1 19.0 ft fv:Actual: 44.91 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 LE 3 W E H 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:+D+L+H. Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: Project Title: Page 28 Engineer: Project ID:. Project Descr: Printed:26 AUG 2021 7:42AW Multiple Simple Beam File:R-21-001 ANNAND HILL#1-BLUE PALOUSE.ec6 p p Software copyright ENERCALC,INC.1983 2020,Build:12.20.8.2 �... \\\\\\\ \�.\\ \\ \�\\\\ \\ \ .\ \\ \-\\ � � \ Yates'En Engineering Inc; Lie. .��&tI1��8�A�y v��y\vV�a.:.�.A��y V\A��A\yy` �y�V�> �y� A..�,.Avy: yy�.A...,y�....y�yy,A. �... y... y.�...y� .,. 9 �....�w 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 klft,Trib=1.0 ft Design Summary Max fb/Fb Ratio = 0.642. 1 0 0.3110 L 0.2740 fb:Actual: 1,516.46 psi at 7.000 ft in Span#1 `.,. - - ' Fb:Allowable: 2,363,19 psi Load Comb: +D+L+H 5.5)01.25 Max fv/FvRatio= 0.332: 1 14o ft fv Actual: 88.01 psi at 13.067 ft in Span#1 F 1 Fv:Allowable: 265.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) Q L !Ea w E. a 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-Prli 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 Unit Load:lD=0.2520, L=0.1680.kik Trib=1.0 ft Unif Load: D=0.0220, L=0.080 k/ft,Trib=1.0 ft Design Summary dliP jL4tfl# tit Max fb/Fb Ratio 0.405. 1 a b Allowable: = 1 480.93, psi at 2.750 ft in Span#1 ._, Load Comb: +D+L+H ,.- .„ . ..„,, ? Max fv/FvRatio= 0.270: 1 A :trio ,.. fv:Actual: 48.53 psi at 0.000 ft in Span#1 I 5,50 ft I Fv:Allowable: 180.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) Q t Lr s w E if 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 File:R-21-001 ANNAND HILL#1-BLUE PALOUSE.ec6 Multi le Simple Beam Software copyright ENERCALC,INC.1983-2020,Build:12.20,8 2 \,\ Lic #'xw 060129$7,\ ... \\\\\��\\� \�\�\ � \\.\\�\\��\��\z\\\o\�\�\\� ��: ��\��;\�\\�\� . 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-Prli 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=1.0 k @ 4.50 ft Design Summary Max fb/Fb Ratio = 0.711 • 1 D 0.0460 L 0.1650 fb:Actual 1,666.73 psi 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 I 9'0 ft Fv:Allowable 265.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) w EH 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:+D+L+H Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC:. Wood Beam Design : MB6 Calculations per NOS 2018,IBC 2018,CBC.2019,ASCE 7-1 E 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-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=0.0750, L=0.1160 k/ft,Trib=1.0 ft Design Summary D 0.0750 L 0.1161) Max fb/Fb Ratio = 0.168• fb:Actual 180.02 psi at 2.750 ft in Span#1 � Fb:Allowable: 1,070.03 psi e Load Comb: +D+L+H Max fv/FvRatio= 0.101 4x10 1 5.50 ft 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) .12 L Lr s w E 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, 7:50AN Multiple Simple Beam File:R-21-001 ANNAND HILL#1-BLUE PALOUSE.ec6 Software copyright ENERCALC,INC 1983-2020,Build:12.20 8 2 Lic�#,KW)b60 29$7, \\\� \ \\\\\ \\ \ \\ \\ \4 \\\� \ \ \ \ \\ \ \\ \, s, ...,.s.,.\............ �.....\ \ \\...�.:.....\\\\ \\\..\��\.�\�\ �p.:\.�� \\ra�:�\ ��:\\�.._..��.�\\�� \Yiit2�Flisilleellt7gtRC:: Wood Beam Design : MB7 Calculations per NDS 2018,IBC 2018,CBC 2019,ASCE 7-1E BEAM Size: 4x10,Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-16 Load Combinations,Major Axis Bending Wood Species: Douglas Fir-Larch Wood Grader No.1 Fb-Tension 1,000.0 psi Fc-Prli 1,500.0 psi Fv 180.0 psi Ebend-xx 1,700.0 ksi Density 31.210 pcf Fb-Compr 1,000.0 psi Fc-Perp 625.0 psi Ft 675.0 psi Eminbend-xx 620.0 ksi Applied Loads Beam self weight calculated and added to loads Unif Load: D=0.5210, L=0.750 k/ft,Trib=1.0 ft Point: W=0.1830, E=0.8960 k @ 3.50 ft Design Summary Max fb/Fb Ratio = 0.807. 1 fb:Actual: 960.21 psi at 2.500 ft in Span#1 D 0.5210 L(0 750) Fb Allowable: 1,189.57 psi 3v Load Comb: +D+L+H �$ Max fv/FvRatio= 0.570:1 ax10 fv:Actual: 102.64 psi at 4.233 ft in Span#1 j 5.0 ft Fv:Allowable 180.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) D L !.a W € H 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 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 : 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 Pill 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 kilt,Trib=1.0 ft Design Summary 0(0.5210)L(0.750) Max fb/Fb Ratio = 0.946 1 fb:Actual: 2,248.13 psi at 3.000 ft In Span#1 Fb:Allowable: 2,375.41 psi F . .. Load Comb;: +D+L+Haxs Max fv/FvRatio= 0,683: 1 6.0 ftfv:Actual: 181.10 psi at 5.400 ft in Span#1 I. Fv:Allowable: 265.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) D bt s W E if 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 2O21, 4:25P11/ i e: -21-001 ANNANO HILL#1-BLUE PALOUSE.ec6 Multiple Simple Beam Software copyright ENERCALC,INC.1983-2020,Build:12.20.8.2. Lie.# :,KW-06012987 v� � �� v �� V� �� ...,.:... .. ,., . .. e..A ...., .,,: � �� A ��: � `a �Yates EngineeringInc 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-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=0.1160, L=0.310 k/ft,Trib=1.0 ft Design Summary o 0.1160 L 0.310 Max fb/Fb Ratio = 0.245. 1 fb:Actual: 267.07 psi at 2.750 ft in Span#1 Fb:Allowable 1,087.85 psiw � t Load Comb: +D+L+H Max fv/FvRatio= 0.167: 1 4x12 fv:Actual: 30.04 psi at 0.000 ft in Span#'1 5.501t Fv:Allowable: 180.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) P L Lt W E 13 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 kilt,Trib=1.0 ft Design Summary Max fb/Fb Ratio = 0.775•. 1 D(0 080)40.1250) fb:Actual: 1,000.17 psi at 3.750 ft in Span#1 � * � Fb:Allowable: 1,290.45 psi .,� . s b ti .. .... Load Comb: +D+L+H 4x8 Max fv/FvRatio 0.299 1 7.50 ft fv:Actual: 53.79 psi at 0.000 ft in Span#1 I Fv:Allowable: 180.00 psi Load Comb +D+L+H Max Deflections Max Reactions (k) D L Lr S w E H 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, 4:25PIv Multiple Simple Beam File:R-21-001 ANNAND HILL#1-BLUE PALOUSE.ec6 Software copyright ENERCALC,INC 1983-2020,Build 12 20 8 2 Uc.#;:KW-06012987 o Inc ...... ,,.. ... �... .. ..�� AA��..�� V� �� °`�� \ AVA��\� �� ..:A�VA �A �. �:,�\ �\\�� yYAtOSEnQIC1eEKit16tr1Gs Wood Beam Design : MB11' Calculations per NDS 2018,IBC 2018,CBC 2019,ASCE 7-1 C 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 k/ft,Trib=1.0 ft Point: D=0.40, t,=0.80 k Q 3.50 ft Design Summary Max fb/Fla Ratio = 0.422. 1 0 0.02 0.0530 fb Actual: 456.86 psi at 3.500 ft in Span#1Fb: � L Load Comb: : 1,082.79 DSL H psi s Max fv/FvRatio= 0.184:.1 4x12 fv:Actual: 33.16 psi at 0.000 ft in Span#1 7.50 ft Fv:Allowable: 180.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) Q I E YY 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:+D+L+H Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: Project Title: Page 33 Engineer: g Project ID: Project Descr: Printed:26 AUG 2021, 9:02AN Multiple Simple Beam File:R 21-001 ANNAND HILL#1-BLUE PALOUSE ece Software copyright ENERCALC,INC 1983-2020,Build:12.20 8 2 (is #;KW-06012987: ' " \ ` \` ` ....... ,....� ,...o �\s��VYates Engineering Inc 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,Trib=1.0 ft Design Summary ^. Max fb/Fb Ratio 0.593 1 D 0 020 L o 0530 fb:Actual: 550.53 psi at 4.000 ft in Span#1 • Fb:Allowable: 928.18 psi Load Comb: +D+L+H 2x8 Max fv/FvRatio= 0.197: 1 g o fit 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) D L L_[ a E H 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 7-1C 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-Pill 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 kilt,Trib=1.0 ft Design Summary Max fb/Fb Ratio = 0.609• 1 D 0.120 Lto 320 fb:Actual: 784.60 psi at 3.000 ft in Span#1 Fb:Allowable 1,289.27 psi p Load Comb: +D+L+H .. . .. 4x8 Max fv/FvRatio= 0.351: 1 s o ft fv:Actual 63.20 psi at 5.400 ft in Span#1 t Fv:Allowable: 180.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) _D L Lr s w E Jj 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, 9:02AWV Multiple Simple Beam File:R-21-001 ANNAND HILL#1-BLUE PALOUSE.ec6 p p Software copyright ENERCALC,INC.1983-2020,Build:12.20.8.2 Lfc.# Kltlt 06012987 vv v v ��v'v y�vv v 'v\v�p vA vv�Hwy v�A�A�\V v`� � �� v y y�v v,v ,v Yates Engineering Inc 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 Fe.-PHI 1650 psi Fv 265 psi Ebend-xx 1800 ksi Density 31,21 pef 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=0.020, L=0.0530 k/ft,Trib=1.0 ft Point: W=2.110, E=3.760 k @ 2.50 ft Design Summary Max fb/Fb Ratio = 0.590; 1 D(0 0201140.0530) fb:Actual: 2 LFb:oad Comb le +,514 D 9,75 at 2500 ft in Span#1 058.01 psi 0E+0.60H Max fv/FvRatio= 0.456: 1 , 3.5x11.25 fv Actual: 193.35 psi at 0.000 ft in Span#1 10,0 ft —.--- j Fv:Allowable: 424.00 psi Load Comb +1.211 D+1.750E+0.60H Max Deflections Max Reactions (k) o Lr W EH Transient Downward 0.127in 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-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=0.0510, L=0.180 k/ft,Trib=1.0 ft Design Summary o)(01801 Max fb/Fb Ratio = 0.491 . 1 fb:Actual 579.41 psi at 4.500 ft in Span#1 7. 27`7 Fb:Allowable: 1,180.92 psi a .\r <._._ . Mn:kR � Load Comb: +D+L+H 4x10 Max fv/FvRatio= 0.230: 1 9.0 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) o L j S W E H 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 2021,10:1 3Ahr INOOCI E@ai11 File:R-21-001 ANNAND HILL#1-BLUE PALOUSE.ec8 Software copyright ENERCALC,INC. 983-2020,Bulid:12,20.8 2• Lie: .:KW-0601298T ` \ \`\`\\\\ \ \ Yates Engineering. 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 i W(2.881 E(4.554) W(-cameo i$Q454) D(0,0920))L(0.0530) ,, e I I 4x12 4x12 Span=6.0 ft Span=13.0 ft 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 klft Load for Span Number 1 Point Load: W=2.881, E=4.554k@3.0ft 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 = 0.613: 1 Maximum Shear Stress Ratio = 0.373 :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 = 1,100.00 psi 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 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 t C L M lb Fib V fv F'1+ 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.oft 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 2021.10:13AN File:R-21-001 ANNAND HILL#1-BLUE PALOUSE.ec6 Wood Beam Software copyright ENERCALC,INC \. .� � : - , 1983.202.0,Build 12208.2 tic.#;W,t -os012�s7 Yates E9r 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 CL M lb F'b V Iv 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 ft 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 +D+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 +0.60D+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 +0+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=13.0 ft 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 +0.60D+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."-"Defl Location in Span Load Combination Max."+"Deli 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 -0.231 3,046 1.102 +D+0.750L -0.186 2.695 0.981 +D+0.60W 1.205 0.938 0.067 +D+0.750L+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 +0.60D+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 a .,--� ��`,/;0 MPAR 'N" ' LAP 46 PIA. WITH t2Pt3M"M" *4 a 10" O,C, 2" CLeAP--'- 1--; PACKI`ILL WALL WO ' PmI~-IpANING GZANt.LAP MATIAL H " PIA PI:t2P.PIP6 WITH IILT5R PANIC . H/2 ' 4 4 a 16" O.C. 104>ir�� SLAP 1 t3AR"O" v1 13PPOt21r i3ACKPlLLIN6 `'S" CLEAR ik ! T. _ " " CLPAK . lit 1 1 >i 1 T W5 C . . -A__- 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" 41-4" #5-9"oc #4- 18"oc #4- 18"oc 10'-4" 8" 21-2" 21-2" 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 lIt 1' A1.2 Customer: Mascord Design Associates Rowell Engineering Project: Cantilever Wall with slab. 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 r. ENGINEERING CONSTANTS Soil Density 110 _ OTM Factor of Safety 1.5 Concrete Density 150 Stem Factor of Safety 1.7 Pillvu 0.85 Heel Factor of Safety 1.4 PHtas 0.90 PROJECT PARAMETERS Client Name Mascord Design Associates Detail Number A Project Number _ Sheet Number Al Project Name Cantilever Walt with slab. EFP=40 PCF Concrete Fa 3000 psi Max Soil Bearing Pressure 1500 psf Steel Grade 60 60000 Equivalent Fluid Pressure 40 Lbs/ftA3 Wall Thickness 8 in Footing Height 12 in SECTION 1 DESIGN Rebar Stem Rebar Heel Rebar H,Wall Height It ) 5.33 f ft Size CC Bar"M" Bar"N" Bar"0" 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% C,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% Rebar"M" 4 18 352% 6 8 1613% 12900% 9819% Reber"N" 4 18 2815% 6 6 2056% 16452% 13092% Reber'KY' 4 18 1940% 6 4 2804% 22432% 19638% , SECTION 2 DESIGN Rebar Stem Rebar Heel Rebar H,Wail Height ft. f 7.33 f 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 I 15 ( In l'-3" 4 12 167% 1336% 984% C,Heel Length 15 j 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% psi' 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% Rebar"M" 4 15 135% 6 8 516% 4129% 3322% Rebar"N" 4 15 1076% 6 6 658% 5266% 4429% Rebar"O" 4 18 656% 6 4 897% 7180% 8644% SECTION 3 DESIGN _ Rebar Stern Rebar Heel Rebar H,Wail Height ft. f 9.33 f ft Size CC Bar"M" Bar"N" Bar"0" B,Total Footing Length,in. 52 in 4'-4" 4 16 55% 444% 271% A,Toe Length ( 22 J in 1"-10" 4 12 73% 586% 361% C,Heel Length ( 22 1 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% kpst 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% Rebar"N" 4 18 395% 6 6 289% 2311% 1626% Rebar"O" 4 18 241% 6 4 394% 3151% 2439% SECTION 4 DESIGN Rebar Stem Rebar Heel Rebar H,Wall Height ft. I 10.33 I ft Size OC Bar"M" Bar"N" Bar"O" B,Total Footing Length,in. 60 in 5' 4 16 39% 316% 174% A,Toe Length I, 26 I in 7-2" 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 Pressure 360 psi 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% Rebar"M" ,_ 5 9 104% 6 8 161% 1290% 785% Rebar"N" 4 18 281% 6 6 206% 1645% 1047% Rebar"O" 4 18 155% 6 4 280% 2242% 1570% • 194 t3 We:cgrd WS-40PCF.JW)5sign 1024A1 WO AM Page tot I