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Specifications (11) .I'elAZ% sa 22,0 Ur OFFICE COPY ROWELL OWELL 10570 SE Washington t Suite 212 atLc- C•r. ENGINEERING, LLC Portland,OR 97216 - STRUCTURAL ENGINEERING Tel. 503-254-6292j �t111ueI Fax.503-254-6761 RECAVFD DEC 0 STRUCTURAL CALCULATIONS CITY OF TIHHj 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 PRpA-eS Rowell Engineering F. Project Number: vii I R-21-001 I �j� 0 EGO>� '.�-,� 0 '•22,A L', 0T RO'$ f balm: DEt. s'1, Ze.�5- E XCLUSION 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 1NCEDENTAL OR CONSEQUENTIAL DAMAGES. III.THIS PRODUCT IS FOR A SINGLE USE ONLY AND IS NOT TO BE REUSED WITHOUT SPECIFIC AUTHORIZATION. Page 1 1 : ao 1 al 89 411_,M irn ooa , co ,. On - 00 = n GLF2JNT LEVATION RROWELL !`! SCALE 4 iie . i-m ENGINEERING,LLC , it STRUGTUR4L. ENGINEERING PORTLAND,wOR R9t06,STREET 3TE,LE To l0O31 254.61 Page 2 4 L Cot _. r ............. 1_, ......til .4 W 1.4 '7 , 3 N N , 1 II �IIi irT.. w I I irri"."..1 0 iii h' 1co r 3 I — . 6ti. . i • a s Iaaiia 1 i ■■aaen It II 169111056 - Dfi Cu rn 3 rn a I G RIGHT ELEVATION ROWELL b _ SCALE,"a • r_m, ENGINEERING,LL G STRUCTURAL ENGINEERING 195TO SE WASNUNOTON STREET Sit 212 PR:IS95I 251.6292 PORTLANS,CR. 9tt5 P6105631 251.-6764 Page 3 • • • • 71 F B 0- • liall=111111111 ■ --= 1 I. ja f1 l I Car iPUIIIi1dJ. j rn��rm ►n ni NI INN priH. a� 1_, �: c�� , _ .�,: CO 00 CO 111 all ill Go 111111 !1IlIIll111 111iill� ■II I c �1 I 1 r/,/� SCALE ELEVATION RO LL, .i/8' . ENGINEERING,LLC 4 rut' $TRUGTURAL ENGINEERING OMMik5/510 HE WHSHINOTON STREET 5TE.112 PH:IHESI 2544202 PORTLANO,OR. 97516. FAR25031 254.6761 1:718" 9%0' 1)7/13 9'4" Page 4 1 o 1 , n i1i11 Y1 lilt, Y Q 111-I1 I1111 III • • \ . b mi L II in I 11 e O LEFT ELEVATION ROWELL V SCALE.ve . r-0, ENGINEERING,LLC STRUCTURAL. ENGINEERING 10510 SE WASMINOTON STREET 5TE 212 PM:15031 2544292 'T O0R1LAN9,OR. 922'5 OAR45051 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 V1 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', 0.04b) 0 V5 26 20 27 52 1936 0.1 b= 2.1 ft 0 0.4h= 13.2 ft 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= 3 ft 0 2a= 6 ft 0 0 roof rise, y=1 101 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 r 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 _ . : ,e, . STS216 ANS AXE. LEW 4Xe W :, ,:lwroommow ..,./ LI 4,--= HI DECK ; 0 / ; v ; 5 T623e; . /. /• LIVING 1 .0 vlI r , ' i4PP . N / ,404 / GIRDER TRUSS --., I I ' . ... I I IN I . I I 9DINING 11 , r*D2A TRUSS . 5 il I I I KITCPEN UNE UP-10, 0 WALL amour " '1Vr. EXTEND SWEAR WALL TNRCLIGN I I INTERSECTING r wALL b ,si I SEDROON I •qt I I 0 v , I I i 1 . i e u . PALL ,J--... f . 9 3 = ...... . \ ......... .......... . ,................. ..,, ...,....—...., .... gl 'r+6.4s, ADI t \- \ .,.77-.=--..-6 .,.........- Hi .• , III 4 ,,,-\ ,. \ In 2 -N II: R° ti...B___DA III 24. \-4-------I-——\ . I-IA5TER ; / SEDR0011; \ ; tiFID.TRISSES 24.0.C. / 4X44X4 1 Lot 1 UPPER FLOOR PLAN R ROWELL DRAWN 0,2,21 Av SCALE ORS. . P-W ENGINEERING,LLC CTUR AL ENGINEERING sT.u 103.0 RE WaStoRGTON SMEET S POPERNE OR. MK ".''' PR:'S"'54."" C.R1501/254.6701 Page 7 ��'�7� ST6236 r- �" 4X6 4X6 BE,.B 4X10 +'}e .v MO m ' • 0 O ~ry SG -MB3 51,2%114.GLE t _HB4 4X10 0, 8 * ST6236 . £ '6236 2X12 FLR JSTS DECK +lb'CC. 2X10 PLR JET ST6236 O C.. L 1VING y 2 6 X Lip I9. 1-182 2X12 FLR DINING I I$. _ 5T5•12'D.G. I I'l 0 IIX I '1 1 KITCHEN ALIGN HD.+ THIS END 2 WMOLDOUN BELOW 8 I H4 EXTEND SHEAR. ROUGH .9 WRAP STRAP jD ENG #,Y, 2 INTERSECTING I IY O WALL LME UP.W/ WALL TN OR DBL.JET. c. 40 14D ABOVE.— 'I ,, &I I BEDROOM I II fl X EXTEND SHEAR WALL THROU:iM INTERSECTING WALL " __.... 7 a MBII4X1 1 (--I } WALL LTTWR&GH - I)KS INTERSECT - RI HALL RI II If 1-:' `i III II 1I I --"9 ) eote L 2 S r+a (rI�j1' p JETS•.I5'OL. , MD,2 TRUSSES'\i i \ YI I MASTER' 4X6 AXE, ter' vl BEDROOM €�..�_?1" jb i I 1 'X6`FLO JETS 1O ( ': ST6236 PATO 4 n II R II • 52 9/�....e V -=— —-61'�1p.— 1'IB10 aX8 /r.� ; rn TTP 4X6 4H6 4x6 2' 3 }` ST6236 Lot 1 MAIN FLOOR PLAN ROWELL ()PAWN o+•x+-iT xr EG4LE.,1!8' I'=¢2' it ENGINEERING, LLC STRUCTURAL. ENGINEERING i0310 SE WAGGOTN/I STREET STE.212 PH:15021 251.6292 RORTLx00.OR, 9121$ EAx25031 251•06 ® Page 8 —— ST6236 �'t* 4X6 4X6 *4' `4X10 i J lI 2XI0 PLR J575 1 I `- LIVINGS i_ DECK II 2XI2.FLR JST5 -1Q. III 0 II DINING 4k6 71 PLR JSTS A L W •. ! 2X12 U•L I I D.A80vE IN N KITCHEN I P I QL4j r8¢•c LB3 31hX11�vL8 -.. ALIGN'W/ ND.ALIGN i Vie-.. — ——_ ND.ROVE sr ram' ® QI IWRAP I STRAP M. I=I OR DBL.JST. II BEDROCJM I I Iv I I2 LLRAP STRAP II AROUND mi. r'- I OR DBL.JST. TS+6 ' a6 , LOS 4XI2 �,, ki ALIGN WIHD.ASOvE e. r( A / B4 4i- �cp . .., I .....:.:. L2 � I 1 1 VI VN'i �•I I I LBI 2XB FLR I I �_ 11 JSTS s I6'OZ.. r will 1 I , IRA11 C UJL SPACE 14,:fir ,I F 1I 11 1 J1_I — r i F� 20•R201xIr 1 W 1, 1 ! y I conic.FTG.I ♦r 1 ----J XII 20•420•413•i 61 i *11 CONC. _ FTC. vit. , 11 i 1 11 2.11 1.1 I 1 20'1QO'wl2'j j 4. J 1 5 CONc.FTG:i H; r- I �i j L___P 5a 1 '; 11 r- _ L-� 21 I I II 2enai xa• i L___ T� J CONC.FTC. SI r q Lot 1' LOVVER FLOOR PLAN ftROWELL ORAN^31 0,.22.:1 JLY SCALE 1.i,s . r-oJ• ENGINEERING LLC 5 STRUCTURAL ENGINEERING. 10520 SE WASMOIOTQR STREET STE.22 PM:15031 25A.1202 PORTLARO,0R. 1705 FA1L15031 254.6701 , Page 9 24'x24'W2' CONC.KTG. q y 'g y}} W/!-04 EAU. .0 . T RY . 49 i $L.,„1 f , I , t �r 1 fir 4 L-----------, L s® 4'CONC.SLAB W/ -T OPTIONAL 6 X 6 10/10 WWr1. i ON 4'GRANULAR FILL.12' THICKEN BLAB WI(22.4 EARS WORIZ CONT.TIED TO R!D WALLS AT GARAGE ,, I b® DOOR'OPENMGS. ALIGN ER 5 1' I .ABOVE • I' I "> 1 I 1 v I ®d i 8 1 L I J r AL1�RP1 W/ �. 1 HD.ABOVE r--1 A 1 1 L_T t ® t G i ALI NW/ AS....-1- *Y:J_ • , HD.ABOVE i 20'x20'Al2' ,. CONC..FTG. I ..:1- I I MN t t 1 t 4'CONC.SLAB W/ E 27-1. OPTIONAL 6 X 610/10 MIN. I ON 4'GRAMJLAR-FILL.12' I THICKEN BLAB W/(2)04 I BARS FIORE CUNT.TIED To t END WALLS AT GARAGE I DOOR.OPENINGS. —— , 2E.N26'x12' 1 CONC.FTG.. 1 W4-MAUL t 1 1 �-0 1 - ( �'I ALIGN WI t - 1 I HD:ABOVE NTS L:_—_..J I IL .. I I 1 20'A20'xl2', V I Ct7NC.FTG.I 1 I L__J I 20'x20'x12` 1. r�Y, GONG.FTG.i ®}T I.. 20'x20'xi2'1 ®-{j 1. CONC.FTG.I -I I'. 20'x20512'.1 4.1 CONC.FTG.I 6*1 L__J I Lot 1 FOUNDATION PLAN *RAW', o,.:,:, A.Y SCALE.,.1/a' RROWELL.ENGINEERING: LLC 9 STRUCTURAL ENGINEERING 0570 SE WASI9x0ION STREET STE.212 P0.15031 044-5292 PORTi.4RO,010 siIS. PAx15021 25<,091 Page 10 • SHEAR WALL SCHEDULE • APA RATED PLYWOOD OR ORIENTED STRAND BOARD:(1) PANEL PABTENRE (H161,0611.4 SOLE IR SILL PLATE ALLOW AH MARKTWO%NES4 TYPE ECG4 NOTES LOAD �104 PE 0 SPACING P (24 t am *r fRY 6 3qg 43E" r:00.0 Paws O.K. 2% 4b"QC. Z68 Oar~ 0.13r.•.13' 4`C.C. 4'RC, 2% 32":O:C 323..... 430. Xt. r a131♦: 14" 3'O.K. S O.M. 2% 26.0.C. e04'(15) ')St' r.m0.11-190. aLTr r ry 2`O.C.: ?O.C. 2% 22'_O.C. AN(4). flp2:.. VVV fiST' r.me 7-rut (1S) 540 dr 0131 a rA- 3'RC 3`0-C: 3% 20"C.C.. 'sae(4), 1323 t SIDE r.9,P-99 (15),90 WU TSs' See(4). oar a1S1 s:.:t' 2'S.C. 2.5'0.C. 3% 16'O.K.(8).(15); EA- E r-ms l-wil (16) !. see(4), '4SS^ am*..3• 2`O.0 2'0.0 3% 1s'0.0.(e).()5), EA.'SiOE r.mL P-49. (16) (1)50 0$.oARds',naa.*F'0.0.. (T)0009 Raw.(0 w%*)-401 ./9A:r 41901mm1 In). eeo*Sie. Spews alb SP 3(j•-E 'BPS%'-6 SPS -B M9109 a5 04414091 4*4 010 0aa61.. i3)1Heml.dair Mudnoesd a.It'0,e, (4) routine B�oa iro r wed.wnai1{a Be it ranan0..w ARK. (3)0.131'0 0 24''P.fa 009B:..v a r.gan.e a1u, 0.i31•e%273•:gynm0n Mi.of O,11TA 1r arbo**09 0, lwmt nt sohooPM pot int. 11146.0%3'F.RH P-,W,tar be raplao.d alb 13.149.2 3`Wnwnen:40i er 0.12a 0:%3'4ql co:ai 444100 gasanK.d woo Mk (7)'P.70 0 P-4a1''designates 4 rwa:100*0-Leo0 oases000. )- 9)sf.onam 4X4 pat..0Pooh«,d O (4)e.No0O0 saw•Darn ea..0 990 On.aaaJ1♦1.9100 1a m'es.dgpie 2%studs wtwi.0bl' ones!d MO nAtia(. Z to 4dae AwpP n stud: • (14)3%709(4.4.O snore*o.a an r.aodet es oba. (iB)A*iF.R SS 0 PLA9 1001319 1S/1 f TNED EA (ia).RU.PLATE 10.1UNO PER EAp*Roc oP 90A1Ni40, • I/17/20. $ HOLDOWN SCHEDULE • MARK SIMPSON FASTENERS CAPACITY NOTES (B) N00EL/'. - (LBS.) Kn. Cadycl Hm skle le 44> BaL900, leer 1/0 1 04.¢ ,3oe rapPag t\ 04712 a (7)100 LIMA. 36•Lang nett at ncn 0M.. 1.rw 0H5T11 o Os)Ow*.moron: 41'long '•h 41 nsn.04. Sf30 CIASTI2 P (na2)100 amnion gg.Led% OW a mob at 0010 CN012 o 90 1Ba swyna;, r2'Long -.4w a o oro.nG: grin cuT2 a (M)iw common 60 Long oah.1 Omit P. %3+I HITS (2a}100 924 3e0a (2d)mos*.2A' f1 0*afAzw Kau-S 100 0 u"wt.: Leas. .Y+srr•"C`I' ,IO'0 111w • met WtY istt SO VW 11.33$Swam to�Bw1%' •1 ewr+..ie. to two pore, H.-14 s WO WV14Y.t Le064r4'alw mph n. rp•A 4.4,.w.r AAA. SNEAR WALL SCHEDULE ROWELL SCALE..NA a )•-a•. it ENGINEERING,LLC STRUCTURAL ENOINEERIN6 ,0100 SE 000100T0R.STREET ATE.VD PK'I3am'211.0007 P*ATLANO,:OA- 07M rw%1e031 it4,0.70 Page 11 --, DATE: 08/26/21 PROJECT: DESCRIPTION: 2018 IBC, Binder-Stock SIMPLIFIED STATIC PROCEDURE-2018 IBC BY:IJY 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 bos: 0.850 PSDS=I 1.02 I R: 6.5 snow load= 25 F: 1.2 mean roof height, h= 33 ft A upper: 1205 A main: 1142 V=FSDsWDL/R eq 12.14-11 A lower: 1137 ASD Load Combination=V/1.4 vvoi. 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 CMST12X48" 7 5090 HTT5 B 679/490 3 5470 CMST12X60" 8 7855 HDU8 C 802/640 4 7220 CMST12X72" 9 9335 HDUll 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 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 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 LB 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 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 0.0T 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 M 1 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 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 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-I3 L-R SHEAR SEIS. 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 ~ . ��OB15 . . DATE: 08/26/21 PROJECT: - WALLSUMMARY N8NO Narrow |NCR CONTR. MAX. SHEAR WALL �� ' �min UNIT Panel SB8OEGGN UNIT UPLFTw/oenm w/o HOLD8VVN sill NOTES SHR |noreaoc QHR VV S SHEAR |ncr incr ' pit. . V1 187 1.36 199 X 199 1683 S G Y OR 2 U 1`00 O o B V OR U V3 207 1.00 145 X 207 1864 G G 2 OR 7 2x 0 tOD 0 O o 00R0 V5 175 1.73 381 )f 281 1577 /\ 8 1 OR 2n O 1.00 O U ' 0 O OR 0 V7 48 1.25 129 }( 128 930 S 8 1 OR 2x V8 20 1.36 85 X 65 430 - G E] U OR 2x 0 1.00 n O O ' 0 OR 0 _ O 1.00 U O 0 O OR O O 1,00 0 O Q OORB 8 1.00 O V O O OR O 1.00 U 0 Q- - - OORO O 1.00 V 0 O OORO V 1.00 O V 0 D ORo � O 1.00 O 0 O DURD K81 208 1.73 305 X 305 1872 A S 2 OR 2x M2 320 1.00 243 X 328 2881 S ' S 2DR7 2x 0 1.00 O U O O OR 0 m4 235 1.00 204 X 235 2111 8 S 2 OR 2z O 1.00 O 0 0 O OR D M$ 317 1.73 544 X 544 2854 C A 2 OR 2n K87 94 1.32 274 . X 274 1862 A 8 2 OR 2x MV 68 1.00 153 X 153 1374 S S 1 OR 2x O 1'00 n D O 0 OR O O 1.00 O V O O OR O O 1,00 O O O U OR U ' O 1.00 O 0 8 O OR 0 D 1.00 0 0 D O OR O O 1.00 0 U O O DR O O 1.00 O O O O OR O O 1.00 O D 0 _ U OR O ' D 1,80 o O O O OR ' L2 194 1D0 174 X 194 1745 G S 2OR7 2x U 1.00 . O O U 0 OR 0 L4 353 1.00 315 X 353 3176 A A 2 OR 2x 0 1.00 0 O O O OR 0 L5 558 1.73 780 ){ 790 5019 D B 3 OR 7, (2)2x, L7 177 1.00 381 x 381 3428 8 B 2 OR 7 2x L8 141 1I0 330 x 30 2968 A /\ 2 OR 2y O 1.00 U 0 O D OR O O Y'OO U O O 0 OR 0 O' 1.0¢ U U O O OR D i �U o Q O ' ~' 0 OR O O 1.80 D 0 O 0 OR O 1.00 O O 0 OQRp O 1.00 0 O O OCNRO D 1l0 O O 0 U OR O - 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 VW 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 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 `i Roof 2 DL 39 plf NOTES a Attic 1 Lr 40 plf e 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 LIB 2 AT LIVING Left Span = 0 ft Center Span =1 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 .Q Attic 3 Lr 70 plf aa)i 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 SNOW,S 25 psf , BALCONY,B 60 psf 17 psf FRAMING DESIGN CALCULATIONS MB 1 AT MASTER (FLOOR JOIST) Left Span= 0 ft Center Span = 16 ft 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 a) NOTES -a 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 z.1). Roof DL 15 plf NOTES .0 Attic Lr 0 plf Floor 1 L 40 plf EW S 0 plf , Page 18 DATE: 8/26/2021 PROJECT: Armand 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 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 Roof 5.25 DL 252 plf NOTES II 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 pit END LOCATION 5.5 M U B 1.33 NOTES :n E a) -, , Page 19 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 5 AT LIVING/DECK Left Span=I 0 ft Center Span = 9 ft Right Span= 0 ft LOAD NAME W Trill Width of supported members DL 46.75 plf START LOCATION 0 story L 165 plf END LOCATION 9 M U B 2.75 NOTES E ar PT. LOAD NAME P DL 1100 lbs LOCATION 4.5 L 1000 lbs FROM MB4, U132 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 a. Roof 3.75 DL 75 plf NOTES -Q 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: 8/26/2021 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= O 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 . Attic 9.5 Lr 220 plf Floor 9.5 L 475 plf EW 9 S 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 M U Roof DL 116.25 plf NOTES -a Attic Lr 0 plf Floor 7.75 L 310 plf 1W 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 plf NOTES -g 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 Annand 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 Roof DL 20 plf NOTES -a Attic Lr 0 plf 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 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, W 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 hi Roof DL 20 plf NOTES -Q 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 DL 120 plf NOTES 2 Attic Lr 0 plf 0 Floor 8 L 320 plf EW S 0 plf Page 24 DATE: 8/26/2021 PROJECT: Armand 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 . Attic Lr 0 plf as 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 NOTES a B 3 Page 25 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 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 Attic Lr 0 plf Floor 1.333333 L 53.333 plf 1W 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= 2.5 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: Project ID: Project Descr: Printed:25 AUG 2021,12:23PN 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 # K 06012987, ` Yates Engineering Inc Description : UB1-UB2 Wood Beam Design : UB1 Calculations per NDS 2018,IBC 2018,CBC 2019,ASCE 7-16 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-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 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=0.0390, 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 •sso {o osoj fb oto Actual: 793.76 psi at 1.505 ft in Span#1 „ � N Fb:Allowable: 1,295.41 psi • Load Comb +D+L+H Max fv/FvRatio= 0.351: 1 4x6 fv:Actual: 63.13 psi at 0.000 ft in Span#1 I 3.5.0 ft I Fv:Allowable 180.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) g L j w E if Transient Downward 0.014in 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 Fe PHI 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=0.0750, L=0.1170 k/ft,Trib=1.0 ft Design Summary 0,0750 L 0.1170 Max fb/Fb Ratio = 0.390. 1 fb:Actual: 504.44 psi at 2.750 ft in Span#1 777 �, Fb:Allowable: 1,293.07 psi ��.y � �> •b _��.� >.�w�..�� _ ��.:_. .s �`-N�.��_..�:< 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) D L s 1L .E Et 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: 9 Project ID: Project Descr: Printed:26 AUG 2021, 7:42AN Multiple Simplee Beam File R21001ANNAND HILL#1-BLUE PALOUSE.ec6 i tc:# FCY�=06Q1 2987Yates Engineering Software copyright ENERCALC,INC 1983-2020,Build:12.20.8.2. A��.., 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-Pril 1,350.0 psi Fv 180.0 psi Ebend-xx 1,600.0 ksi Density 31.210pcf 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 o(o 020)L(o osao� fb:Actual: 930.34 psi at 8.000 ft in Span#1 Fb: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) D I Lr S W I j 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,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=0.0150, L=0.040 k/ft,Trib=1.0 ft Design Summary Max fb/Fb Ratio = 0.970. 1 Q 0.0150 L(0.040) fb Actual: 1,003.87 psi at 9.500 ft in Span#1 � � Fb Allowable 1,035.00 psi Load Comb: +D+L+H 4, 2x12 Max fv/FvRatio= 0.249 1 19.0 ft fv:Actual: 44.91 psi at 0.000 ft in Span#1 I Fv:Allowable: 180.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) o L s 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:+D+L+H Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: Project Title: Page 28 , Engineer: g 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 198 PY�'�91983-2020,BuiId:12.20.8 2 LIc.: :KW-06012987.. \y\\D\ \\\y. \\\\ \ \\ y ...... y,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-Pril 1650 psi Fv 265 psi Ebend-xx 1800 ksl 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 Desian Summary Max fb/Fb Ratio = 0.642. 1 D 0.3110 L 0.2740 tb:Actual: 1,516.46 psi at 7.000 ft in Span#1 ..7 r :7 - Fb:Allowable: 2,363,19 psix. s \ Load Comb: +D+L+H ,, 5.5x11.25 Max fv/FvRatio= 0.332: 1 14.0 ft iv Actual: 88.01 psi at 13.067 ft in Span#1JI Fv:Allowable: 265.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) D L 1=r s W. g H 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 Unif Load: D=0.2520, L=0.1680.k/ft,Trib=1.0 ft Unif Load: D=0.0220, L=0.080 k/ft,Trib=1.0 ft Design Summary 611:9 lL4t91 tb Max fblFb Ratio = 0.405. 1 fb:Actual: 480.93 psi at 2.750 ft in Span#1 �� Fb:Allowable: 1,188.41 psi P � �� ' Load Comb: +D+L+H2:I-'• „ u Max fv/FvRatio= 0.270: 1 4x10 fv:Actual: 48.53 psi at 0.000 ft in Span#1 5s0 ft Fv:Allowable: 180.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) la i= Li: s w g H 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:+O+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 Software R21-001ANNAN()HILL#1-BLUE PALOUSE,ec6 Software copyright ENERCALC,INC 1983-2020, t...t..G...,....,...,...: , .............. ...,..... ...., Build:1 2.20$2 #,, 060129$7 \ Yates En Ih8£PIIg I nc: Description MB5-MB8 Wood Beam Design : Mg5 Calculations per NDS 2018,IBC 2018,CBC 2019,ASCE 7-16 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=10 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 psi at 4,500 ft in Span#1 Fb:Allowable: 2,345.66 psi Load Comb: +D+L+H :'�.Y" :•1 ^. s.-:r�°k »-- "'**.:: :' `,• .. `^_..._.A""°" ,,... :a.`.�a; •`'4.� Max fv/FvRatio= 0.327: 1 3.5x9.259.0 ft fv:Actual 86.53 psi at 0.000 ft in Span#1 Fv:Allowable 265.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) D 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:+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 NDS 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-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=0.0750, L=0.1160 k/ft,Trib=1.0 ft Design Summary o 0.0750 L 0.1160 Max fb/Fb Ratio = 0.168. fb:Actual 180.02 psi at 2:750 ft in Span#1 Fb:Allowable: 1,070.03 psi � v Load Comb: +D+L+H .,- • Max fv/FvRatio= 0.101; 1 4x105so 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) Q 6 Lr 1LN E H 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-21-001ANNAND HILL#1-BLUE PALOUSE.ec6 Software copyright ENERCALC,INC 1983-2020,Build:12.20.8 2 iC yy�t .KVYa7G0 ..., e \ � \.. ,\..\�. \\.\....Z\� \\\�\ ::.\ \ -\\ � .p,. �� .. :..�� ......, ...... .,......... ............... ..,... :.�,\ ....... ....\..�\�\\\ ��a. �.. � �.\��\�\\\\��\�\a\�\ \\,.. .��..��\. \��t$S Engineering Inc Wood Beam Design : MB7 Calculations per NDS 2018,IBC 2018,CBC 2019,ASCE 7-16 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-Pal 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 Unit 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 L 0 750 fb:Actual: 960.21 psi at 2.500 ft in Span#1 D 0.5210S ) Fb Allowable: 1,189.57 psis m Load Comb: +D+L+H ys w Max fv/FvRatio= 0.570: 1 4v fv:Actual: 102.64 psi at 4.233 ft in span#1 soft Fv:Allowable: 180.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr w E if 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 7-16 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-1/4 Fb-Tension 2,400.0 psi Fc Prll 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 k/ft,Trib=1.0 ft Design Summary p 0.5210 Lto 7soa 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 . <• Load Comb +D+L+H axa Max fv/FvRatio= 0.683: 1 6.0 ft:Actual: 181.10 psi at 5,400 ft in Span#1 Fv:Allowable: 265.00 psi Load Comb: +D+L+H Max Deflections. Max Reactions (k) D L 1� rLU E ij Transient Downward 0.110 in Total Downward 0.187 in Left Support 1.58 2.25 Ratio 655 Ratio 384 Right Support 1.58 225 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 e 2 0* 11 _ :Li :ALo' e • Software copyright ENERCALC,INC 1983-2020,Build:12.20.8 2 Lic KW-06012987 \ \\\\\\ \ \\ \\ \\ �.. Yates Engineering Inc'. 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-Pal 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 D 0.1160 L(0 310) Max fb/Fb Ratio = 0.245 1 fb:Actual: 267.07 psi at 2.750 ft in Span#1 x Fb:Allowable: 1,087.85 psi v•� 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 Load Comb: +D+L+H Max Deflections Max Reactions (k) B LIE W 1a ,Li, 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 fb/Fb Ratio = 0.775• _D(o 080)L03.1250.)_ fb:Actual: 1,000.17 psi at 3.750 ft in Span#1 c Fb:Allowable: 1,290,45 psi w.. .... � <z Load Comb: +D+L+H 44, 4x6 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 5 W E R 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, 4:25PN File:R-21-001 ANNAND HILL#1-BLUE PALOUSE.ed Multiple Simple Beam Software copyright ENERCALC,INC.1983-2020,Beild:12.20.8.2, Lic.# KW-06012987 , Yates Engineering Inc Wood Beam Design : MB11 Calculations per NDS 2018,IBC 2018,CBC 2019,ASCE 7-10 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 1 no 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 @ 3.50 ft Design Summary Max fb/Fb Ratio = 0.422 1 fb:Actual: 456.86 psi at 3.500 ft in Span#1 o(o.o2v)L(0.0530) Fb:Allowable: 1,082.79 psi Load Comb: +D+L+H • 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 j. Li E 11 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: Project ID: Project Descr: Printed;26 AUG 2021, 9:02AN Multiple Simple Beam File:R-21-001 ANNAND HILL#1-BLUE PALOUSE.ec6 Software copyright ENERCALC,INC 1983-2020,Build:12.20.8 2 tr#c. KW-06012987 \\\ \\\\\'; \\ \\\ \\\\\\ \\ \\\ \\ ...,., .v.A,.,;.. �.yA�_� ��v��veA �ay.yYates 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 Fe Pr!! 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 klft,Trib=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 Fb:Allowable: 928.18 psi N. .. , .�.. 4� ..w ....� m.. � Load Comb: +D+L+H 4Wt, 2x111 Max fv/FvRatio= 0.197: 1 8.0 ft fv:Actual: 35.48 psi at 0,000 ft in Span#1 �_.___ __ ___-_____,._,__�_.. Fv Allowable: 180.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) Q Liz w 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 7-1E 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-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=0.120, L=0.320 k/tt,Trib=1.0 ft Design Summary D(Q.120)L(o 320) Max fb/Fb Ratio = 0.609; 1 fb:Actual: 784.60 psi at 3.000 ft in Span#1 7 " " Fb:Allowable: 1,289.27 psi Load Comb: +D+L+H 4x8 Max fv/FvRatio= 0.351: 1 8_o ft fv:Actual: 63.20 psi at 5.400 ft in Span#1 Fv:Allowable: 180.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) D k Lr s w E H Transient Downward 0.050in 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 0.000in 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 ANNAN°HilUl-BLUE PALOOSE.ec6 Software copyright ENERCALC,INC 1983-2020,Build:12.20.8 2 Lfc #`:KW 60 2987 V` y- ` y��z y` `y�� yy v� ��v��c ��- �� ........_�..:....�....�.....,,.,.,_... �\ ��. ..:\��,.,..:..\.\\....\ `\� � � �\ \��\. � `� Yates Engineering Inc ; Wood Beam Design : L83 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-Prtl 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=0.020, L=0.0530 k/ft,Trib=1.0 ft Point: Al=2.110, E=3.760 k @ 2.50 ft Design Summary Max fb/Fb Ratio = 0.586• 1 D(0.0201.140.0530) fb Actual 2,058.01 psi at 2.500 ft in Span#1 Fb:Allowable:- 3,514.57psi Load Comb: +1.2111)+1.750E+0.60H Max fv/FvRatio= 0.456:1 3.5x11.25 fv Actual: 193.35 psi at 0.000 ft in Span#1 t o,o ft Fv Allowable: 424.00 psi - - Load Comb: +1.211D+1.750E+0.60H Max Deflections Max Reactions (k) Q 1 Li 2 w is H 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 7-1€ 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=0.0510, L=0.180 k/ft,Trib=1.0 ft Design Summary Max fb/Fb Ratio = 0.491• 1 o 0.0510 L(o 1ao) fb:Actual: 579.41 psi at 4.500 ft in Span#1 � � Fb1,180.92P Allowable: si 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) D 4. Jr S vd 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 1D: Project Descr: Printed:26 AUG 2021,10:13A.1, WOOCI Beam Software R-21-001 ANNAND HILL#1-BLUE PALOUSE.ec6 Software copyright ENERCALC,INC 1983-2020,BuiId,12.20.8.24 cw. ,. . �\s��o \�� y � \LiG. t4UU�tii012987��\ \��\\\\\\\.��\�\\\\�\\\� ` �� \` :` �� ` � �\`��\\'\ :��`� \� ...��OAS ,.....�A��.A�.�A��....o.��.\.�.. �...A � `\\ Yates Et1Qr(TeeC(ngInc ,. 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-Pill 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(2.881 i E(4.554) W(0(88311 tgQ v 54) D(0.0920 L(0.0530) t 4x12 4x12 Span=6.0ft Span=13.0ft 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 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 I Maximum Deflection Max Downward Transient Deflection 0.085 in Ratio= 845>=360 i 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 F'b V fv F'v D Only 0.00 0.00 0.00 0.00 Length=60 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 1.78 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 " Engineer: Project ID: Project Descr: Printed:26 AUG 2021.10:13AN Wood Beam File:R-21-001ANNAND HILL#1-BLUE PALOUSEec6 Software Copyright ENERCALC,INC.1983-2020,Build:12.20,8.2 t_lc.#..KIN060129$7 Engineering.. . .. . . .: ..... \\\ \..��.,..\..��\\.� Yates�\�. YateSEI�gtAe9CJ119 Inc DESCRIPTION: LB5 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C C r Cm C t CL M fb Pb V tv F'v +D+0,7501. 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 +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 +0.60D+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 +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=13.0 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."-"Dell Location in Span Load Combination Max."+"Deft 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 +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 +0+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 b LAP 48 PIA. WI•H t2PI3AP "M" . z #4ai0" O.C. 2" CLtf I t3ACKf1LL WALL WITH ' P -PPAINING GI?ANLt.AP MAMMAL H Mt3AR"M" • " PIA,PI: .PIP6 M1H FiL-E4 PAt3$IC • H/2 ' 4tif a 16" O.C. Irv>1r1 L t�Gt��b 2G5LA/r3� Mt3AP 1'0" V u t/LF VRY CL�Atz _.. .._ PA iLLING # i r w5 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" 7-2" 5' #5-9"oc #4-18"oc #4- 18"oc ALL SECTIONS: CONCRETE Fc 3000 PSI REBAR GRADE 60 EFP = 40 PCF LEVEL BACKFILL ONLY Ht 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 ENGINEERING CONSTANTS Soil Density 110 DIM Factor of Safety 1.5 Concrete Density 150 Stem Factor of Safety PHlvo 0.85 Heel Factor of Safety PHlas 0.90 PROJECT PARAMETERS Client Name Mascord Design Associates Detail Number A Project Number Sheet Number Al Project Name Cantilever Waft with slab. EFP=40 PCF Concrete Fc 3000 psi Max Soil Bearing Pressure 1500 psf Steel Grade 60 60000 Equivalent Fluid Pressure 40 Lbs/ftA3 Wail Thickness 8 in Footing Height 12 in SECTION 1 DESIGN Rebar Stem Rebar Heel Rebar H,Wall Height It 1 5.33 1 ft Size OC Bar"M" Bar If Bar"O" 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% %DIM 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% Rebar"N" 4 18 2815% 6 6 2056% 16452% 13092% Reber''0" 4 18 , 1940% 6 4 2804% , 22432% 19638% SECTION 2 DESIGN Rebar Stem Rebar Heel Rebar H,Wail Height ft. 1 7.33 1 ft Size OC Bar"M" Bar"N" Bar"0" B,Total Footing Length,in. 38 in 3-2" 4 16 126% 1011% 738% A,Toe Length 1 15 1 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% 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% 6644% SECTION 3 DESIGN Reber Stem Rebar Heel Reber H,Wall Height ft. [ 9.33 I 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 in -10" 4 12 73% 586% 361% C,Heel Length , 22 { i' 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% Reber'hi' 4 18 395% 6 6 289% 2311% 1626% Rebar"0" 4 18 241% 6 4 394% 3151% 2439% SECTION 4 DESIGN Rebar Stem Rebar Heel Rebar H,Wall Height ft. f 10.33 I 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 i 26 in -2" 4 12 52% 417% 233% C,Heel Length 26 f 2' 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 Prm.bure 360 psf 4 4 145% L, 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% Reber"N" 4 18 281% 6 6 206% 1645% 1047% Rebar"O" 4 18 155% 6 4 280% 2242% 1570% • W4131MascordWSdUPCF.xJt,Aesign 10/2401 f 1:48AMPage I of 1