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Specifications A.,57-20)9-00'3 y7 ECE X50 Jl 9 4 ;.1,k) ��M MX" 10570 SE Washington St iIEC 2 ® z��� Suite 212 NGINEERING, LLC Portland,OR 97216 STRUCTURAL ENGINEERING CITY OF TIGARD Tel. 503-254-6292 Far.503-254-6761 BUILDING DIVISION LATERAL ANALYSIS November 27, 2018 Mascord Plan: 22210A-GERRITZ CUSTOM HOMES 2 9500 SW 74TH AVE PARTITION - PARCEL 2 TIGARD, OR 97223 120 mph Ultimate Wind, Exposure B Seismic Category D 2015 IBC /2014 OSSC Mascord Design Associates 2187 NW Reed St, Suite 100 Portland, OR 97210 Tel. 503-225-9161 Rowell Engineering Project Number: �. � C�{N�° PR01t ss 180344 k/ F �°-1 5 PE r , / in 0 OR G e '04)0! 22,1 ,`.v -r, RoN14 ""``� '; �E C. 31, r J;'�..,J 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 CONSEQUENTIAL 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 Vi V3 - -- ED 1 ---1- 1 , B ---- c.--, .... --_--4\--_2 - 11-1 17 2 li 7 NE i, 7.2 a 25.8—1 a I i „4-' _11 ,.. L___ ...1 , L....N iz,....] 1 ..... y-- 25.8 a ,..------ -2 • 1 -a - Fe/ 1 1 1 ' Ail ' _1 1 1-i 7 111111 [ ' Ft A A I 14 1 , ......: I --, mom ' , ----- 1--. is Mtliolliiility. ___ .... 11M III .'- --r_e- .."316,':---4 - •--- .431r—a — — Pa,4.-riT T4T4.o1,WC/4,S,'1‘r.s.,4r2.4. • Mi M2 M3 22210A PONT ELEVATION E M EM i40,c,0106 It ROWELL COLLECT ON ouE,..01 N EE,,,E.R.I t,G,r,,,GLLC21.:2,:, STR t., E 0570 SE w450170700 STREET STE 00 ss,15031s POslIss EAKINS 1 s DRAWN 11/11,18 CT ALE •ve• . P-ra' Page,2 ilb V4 V6 `g cr T4.1 IY 25.8 • C 2 • s — -T7.2 { 1 7.3 ■ 4.1Nil ■ - 258 1,,, -G-=_ — 1C2 dal ■ � 8 � 1777 1 1 a11 4 -_ i ■ 4.21/611111. tAR il+ MEMOIX1*RR I- 1---- 1 1 Silk M4ib M5ill' M6 lilb 22210A I 2IG1---IT ELEVATION es ME x/x.r4,144 R ROWELL DRAWN IV 12,16 CT SCALE ,1/6` . I'-0' ENGINEERING, LLC COL L EC T I ON STRUCTURAL ENOINEERINO 10570 SE wAS11N6rON STREET STE.210 P71 MN 166.69!2 PDDR 000.00. MA TART$031 l6..6,67 Page 3 11 i i 1 1 I I1 .__. mrrLffflT_ __ A. _ —ri r, _t__L__i ,_ 1 i I 1 • ir . ll J 1_1 iJ U I—_I r 7 EM 22210A I 1 ,E1-\i ' ELEVATIONI E313 ROWELL •,.e..,... R DRAWN 12,W. cT &CALE.I/8` • 1'-m' ■■■bbb ENGINEERING,LLC CO t l I C T I O N STRUCTURAL ENGINEERING 19310 St W0SwAOTOS STREET STE 240 PA.13011 24.6292 PORTLAND.OR 9>26 PA043031 254.6761 • Page,4 l 1 1- 1 I < ? i Li I i T-7 I 1II I I EX 22210A LEFT ELEVATION B ROWELL DRAWN 11,12/ms CT SCALE ,I/8' • 1'-0' iff/Pand,„/ ENGINEERING,LLC COLLECTION STRVC'EuRAs_ ENGINEERING 10570 SE WAS„M6 oss STAGS STE am PII I103I 2SI-6291 PORiLW0 OP lilts PIM15051 2S4.06i Page 5 DATE: 11/27/18 PROJECT: 22210A-GERRITZ CUSTOM HOMES WIND LOADS LOAD AREAS FROM CAD LINE A B CD LOAD mean roof height, h = 21 ft V1 25 13 44 60 1743 least horizontal dimension, b = 37 ft 0 0 V3 25 13 40 53 1645 a=min(0.1 b, 0.4h) >= max(3', 0.04b) V4 28 13 59 66 2103 0 0 0.1b = 3.7 ft V6 26 13 59 70 2068 0.4h = 8.4 ft 0 0 min = 3.7 ft 0 0 0 0 3' = 3 ft 0 0 0.04b = 1.48 ft 0 0 max = 3 0 0 0 0 a = 3.7 ft 0 0 2a = 7ft 0 0 0 0 roof rise, y =1-41 M1 6/ 26 21/6 roof run, x = 12 M2 179 3079 arctan(y/x) = 18.43 DEG M3 66 14 1944 M4 47 13 47 17 2186 A = 25.8 psf M5 224 3853 B =®psf M6 66 8 34 2346 C =®psf M7 47 13 47 17 2186 D = 4.1 psf 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 o' 0 0' 0 0 0 0 0 Page 6 TTp. I 3 I © 41 1 BONUS / BR. 4 9 Lii _ MASTER m . =_. j WY 1 t � i.m c_i --= i._. L 9 / e q.- 0 i J.,)> ' 1 [ . , - r, C 4- BR. 2 \\I 0 0 --1E— • R. 3 ---1 I a t • 4> '417 I o 0 or 22210A UPPER FLOOR PLAN ErROWELL DR49YH r2/Ttlw CT SCALE :V8' • 1'-0' ENGINEERING, LLC COLLECTION STRUCTURLL ENGINEERING 70 SE wAGRATOT START 5TE TO ON,15031 254.5292 POPT"XO.OP. 9TT6 01140034 25••ST6: Page 7 D a 1 1 DTTIZ 1 WRAP ROUND OM_ TEN510N TIE 1 DTTIZ r......./r_____ _OR DBL.JST. ...... ( 9 A 1 TEN510N TIE 1 V. 3111Liiiiimo9 1433 <i> C=1 I I 4> r_._ DINING= GREAT RM. �i 9 9 1-1 ,I 21 r{i) 25 I I r 1 1111111 i v 4::, q 1 :: I... ® f� T� I 'II„_,_'1_ uP r- 1 in i7E GARAGE IV I' m FOYER I TIP 9 41 EXTEND SHEAR EXTEND SHEAR DEN WALL THROUGH WALL THROUGH 1 INTERSECTING INTERSECTING I aWALL ( WALL I =9 Lev ,, E �/� 47 �_ lE\3x IAnk MirIE 0—.__.._c�wc� nN WY TTP. TTP. I JC25 NY Q Q TTP. I TYP. ri ISE 22210A MAIN FLOOI<' PLAN ROWELL ouwwW u7+77,6 cr SGALE ,va• a•-m• / r' / ENGINEERING, LLC COLLECT I ON STRUCTURAL ENGINEERING 10570 SE W45074100 SWEET STE.SO P,,.1505)356.1792 POP ELMPO.W. SWL6 E*R:MON 354.076) I El i woeJ ...i J. RR WZwa. 00 W w2 r � mo " 2 o : zWW al -1 11 004 Zai ix W 7 0 F kQ S .+i 0 2aa MN N e • SHEAR WALL SCHEDULE • (1) 2X D.F. studs max. 16"O.C. • HOLDOWN SCHEDULE • cammayalaD (2) Anchor bolts to be 0SIMPSON APA RATED PLYWOOD OR ORIENTED STRAND BOARD (1) (9) concrete. Secure with BP%" 6 or BPS75/"embedment into MARK MODEL# FASTENERS C(LBS) NOTES FASTENERS(3) BPS W-6 requires on additional std. cut washer. No Connect btm.plate to ,16),(7) SOLE IE SILL PLATE MARK PANEL NAILING ALLOW b poor pt/rim 4" g. N/A THICKNESS PANEL AB NOTES LOAD (3) Intermediate studs nailed O 12.O.C. �/ required w/16d 0 4'O.C.0.C. EDGESTYPE 16d SIZE SPACING WIND SINKER (14) (2) SEI$ (4) Framing 0 adjoining panels to be 3x nominal or wider, CMST12 x (7)16d common w/nailing staggered. 36" Long nails of each end. 1.500 100 316 (5) 0.131"0 X 2}r2"F. RH P—nail may be replaced with ^ Or • 6" O.C. 2X 48" O.C. i88 0.131"0% 8 CMST12 x o 16d common 1%2^ 131 tumbled galvanized box npBi or 0.113"0 X 2Yz"hot dip or 2 48" long nese at each end. .1,470 7r(6^ • (6) 0.148'0 X 3"F. RH P—nail may be replaced with 0.1480 X CMST12 x (22)16d common 3 common nail or 0.128 0 X 3'hot dipor tumbled "oils at each end. 4.700 or a 4" O.C. 2X 46" O.C. N galvanized box nail fi0" Long 1%2e LLI (7) "F. RH.P—nail"— designates a full round—head power nail, (0,›CMST12 X (29)16d common Long nails al each end. 6,210 7aat. 6" (8) Minimum 406 post 0 each end. 72" ( ) or • 3" O.C. 2X 13" O.C. see (4), 162" F.RH.P—NAIL (15) Ea O (9) Holdowns occur O each end of each sheurwali d:fasten /•\ CMST12 x (38)16d common Z to min, double 2X studs. Wall sht.g.shall be.edge nailed tr/�90" long nails of each end. 9.215 /�/^GC�`� to each holdown stud. rSe" STHOT4RJ (30)15d sinkers. 2,665 \/ or a 2" O.C. 2X 22" O.C. see (4), gg6 • (14)3X plate required where shown an foundation plan. 152" (15) 6-40 (15)USE 2 ROWS FOR 51LL PLATE NAIUNG W/1 )" THICK RIM iib" JOIST OR BLOCKING HITS (26)16d sinkers 9,090 or a 3" O.C. DBL 2X 20" 0.C. see (4). $836x24 I I I (16)SILL PLATE NAILING PER EACH SIDE OF SHEATHING. LLJ 2- 3x 20" D.C. (15). (16) 980 EA: SIDE f! (20) s 59 x 2X" M«,.(3)2x or Sc. �fi. `PHf HDU-8 screws,58 X24 7,855 with studs noted together see(4), Z Q w/160 sinker 0 8'O.C. 8 2.5" O.C. 3x 16" O.C. (8)(16)5) 12808 (30)SOS Y x 2$" 6x8 poet re4'd. 12" acrewa,PA88 ANCHOR. EA. SIDE Ai <^, HDU-11 9.535 3egd.0 co.deep min.Ito. t. Min 11' g.embed, req d.O eanchor bolt. LH ///��� see (4), T 1352 cu.. • 2" 0.C. 3X 13" 0.C. (8). (15), ]540 (J6)SOS Ya"x 21S" 606 post t re 1 EA. SIDE 1 HDU-14 Sero 1 PAB,embed. Heavy hex eio raga. , \ (16) 4 Min 11"no,embed. 14,445 36x76%77"decD min.1tq. v - J 11/20/19 reg'd.O ea anchor ball. N0 I L I t0 ZW 4 (n a U V) Page 9 4 .a `i 2x6 FLAT FASTENED TO THE BOTTOM OF EACH JOIST WITH 2-10d COMMONS. I 2xio LEDGER FASTENED LS90 FROM TO STUDS WITH 2-SDS25412 FLAT 2x' TO WOOD SCREWS PER STUD. 2x6 LEDGER. 5 vNPECK JOISTS . 2x& FLAT LS90 FROM FLAT 2x/o TO DECK SUFFORT SEAM 1 A CK TAI N.T.S. DRAUJING NOT TO SCA_E C NUMIECNG2D & PRAWN J.Y. CIVIL- STRUCTURAL ENGINEERS ®ATE- 02-23-11 10570 SE WASHINGTON ST. STE 212 PH: 1503) 254-6292 PORTLAND, OR. 97216 FAX: 1503) 254-6761 ,r, MIN. 14/3.5 Page 1,0 1�I .. T• -1T—\—IT—— EA. SIDN "MSTA3io' I�I I I EA. SIDE, (4)-TOTAL I•I2X CRIPPLE WALL OVER J' L , i J__ __L1 HEADER, W/ 11iZ" SPLICE — m JOINT W/ CONT.NAILING HEADER (CONTINUOUS) /I.• CONTINUE HEADER l'7 .1'. VP TO BLDG. CORNER 4 Z I:• NAIL SHEATHING TO 1 •I.�I HEADER WI 0.148"4' X 4 1'.1 [ 2114" F.RH. P-NAILS m 7 •1'• .• 3" O.C. BOTH WAYS N •. 0l CAfRAGE W (OR OTHER OPEN'G) ul I N • 15/32" APA-RATED SITI-I'G ,FROM SINGLE SHEET, wj•1• FASTENED PER SHEAR I= z I . SCHEDULE SPECIFICATIONS AND NOTES Ul B ♦� _ • _ • - BLOCK ALL PANEL EDGES 4 17 ii I PER SHEAR SCHEDULE ILI .1 II II. . SPECIFICATIONS 4 NOTES 111 II I '; 11 REBAR X00 GRADE II w •1.11 11.1 E _1 \I III / Il SEE SHEAR SCHEDULE AND - w i•11 II � NOTES FOR HOLDDOWN SPECS •I I� I- / PANEL WIDTH N 1dir_L "3 TIES II II II II 11 1a 6 bl I II co Iii II II—_ III z Q O. 0 911 *3 TIES II u II u II E E J s 10" O.C. II II I o rr PLAN V I E UJ OF (3)"5 II n II STEM WALL EACH SIDE iI 11 II �4' CONC. SLAB 11 ii 11 II 11 II 11 11 11 d#— — 1----Ii= _ II II II MN. 12"x12' CONT. "5 REAR WI 24' HOOK FOOTING € GARAGE TOP 4 BOTTOM 9 CORNERS DOOR W/ (4) "4 CONT. 12 N,4fi`1R0UJ S1-1E41 PANEL NO SCALE (REDUCES PANEL I-IGT.) NRWSHEAR30 pi ENYEIL,L IERoMEIEQoK� DRALN 5Y- J.Y. CIVIL- STRUCTURAL ENGINEERS I 4TE TE - 02-23-11 10570 SE WASHINGTON ST. STE 212 PH: 15031 254-6292 PORTLAND, OR. 97216 FAX 15031 254-6761 Page 11 1 6d's @ 8" o.c. APA sheathing. � �� Edge nailing. Floor joists Floor joists LS50 spacing per note 5. r/i/iii1L � � 3 r?Zz= 8d@6" O.0 SII LTP4 see note 5 for spacing. Edge nailing. 0 I / G4IR4G OCIR / SCALE: 3/411 = I I-O 11 GARFLPERP-JST DRAUJING NOT TO SCALE G30�MCN�L� D RAWN J.Y. CIVIL- STRUCTURAL ENGINEERS DATE_ 02-23-11 10570 SE WASHINGTON ST. STE 212 PH: 15031 254-6292 PORTLAND. OR. 97216 FAX 15031 254-6761 MIN. H/3.5 / / Page 12 4'-0" / / SIMPSON "MSTA30" ` EA. SIDE, (4)-TOTAL 7.. • c • • '\, c: • • • • • • • HEADER • .• • • (CONTINUOUS) • _•H�— — •1J 1 1 CONTINUE HEADER *1-..1 I' 1 TO BLDG. CORNER 4 Z 1•.1 NAIL SHEATHING TO = I',1 I•. HEADER W/ 0.148"4 X d ••1 �;: 21/4" F. RH. P-NAILS e _ • : . 3" O.C. BOTH WAYS d) •.1 1'. 1'� l'J UJ1NOW j (OR OTHER OPEN'G) = W = W O 1S/32" APA-RATED SHTH'G 0 —I ,FROM SINGLE SHEET, FASTENED PER SHEAR 2 N SCHEDULE SPECIFICATIONS V AND NOTES Lu — BLOCK ALL PANEL EDGES rPER SHEAR SCHEDULE 2 n 1I • II I • . SPECIFICATIONS 4 NOTES II I I z • •II .I • i[ -11 .111 I E II I SEE SHEAR SCHEDULE AND 1-61 • • •I I . . 1NOTES FOR HOLDDOWN SPECS 1 • 33 7/ I 2r,. / • i/ iz- - —. —. -r i • I II II II II II I II u u �� \AOUJ S4EA. FAN J NO SCALE (REDUCES PANEL HGT.) NRWSHEARNOFDTN DIRAUJFNG NOT TO SCALE I— GO'\M11:1]. - -=•- 12ROPEIIEELIAROg DRAWN 8'1'- JX. CIVIL- STRUCTURAL ENGINEERS DATE- 02-23-11 10570 SE WASHINGTON ST. STE 212 PH 15031 254-6292 PORTLAND. OR. 97216 FAX 15031 254-6761 Page 13 RIM JOIST, BEAM, OR BLOCKING IF APPLICABLE TOP PLATE I/4" 1-TOLES TO ATTACH OPTIONAL AIIA I, Ar UV•• BLOCKING OR FRAMING Ya" MAXIMUM WOOD SHIM \ WITH S S PRE-ATTACHED) O O O O \ ATTACH ¢ TOPxSCREWS. OF WALL WOOD STUDS NN TO TOP PLATES WITH SDS w x 3Y/:" SCREWS (PROVIDED) STEEL PANEL S_ O\ WA_ _ I A 11 \4 SCALE: 1" = 11-0" DR4UJN B1'= JY CIVIL- STRUCTURAL ENGINEERS DATE TE_ 0,a/03/11 10570 SE WASHINGTON ST. STE 212 PH: 15031 254-6292 k/f PORTLAND, OR. 97216 FAX- 15031 254-6761 Page 14 PLACE 55W PANEL OVER THE ANCHOR BOLTS AND o 0 0 0 — SECURE WITH HEAVY =� HEX NUTS. (PROVIDED) USE V4 WRENCH / SOCKET FOR 3/4" NUT USE 1%/e" WRENCH / SOCKET FOR 1" NUT / NUTS SHALL BE SNUG TIGI-IT. DO NOT USE AN IMPACT WRENCH. ° • I� .. 4 • I • i 7 v.. r d i v•' Q. TOP OF STEM WALL ° • n ° • d • • v • TOP OF FOOTING e a I : it a • I pd I I. I • ° I.I . • , , v I"a) ANCHOR WITH d '!': • • • NUT/WASHER/NUT d EMBED 10" INTO CONCRETE FOOTING S 01NG WA ED ' -AI _ } SCALE: 1" = 1'-0" 1DRAUJN1 BY- JY CIVIL- STRUCTURAL ENGINEERS DATE- 08/03/11 10570 SE WASHINGTON ST, STE 212 PH: 1503) 254-6292 PORTLAND, OR, 97216 FAX: (503) 254-6761 Page1� . . DATE: 11/27/18 PROJECT: 22210A-GERRITZ CUSTOM HOMES 2 ver20161111 DESCRIPTION: 2015 IBC, Binder-Stook SIMPLIFIED STATIC PROCEDURE 2015 IBC BY:{CT A " . Adjustment Factor for Building Height A = 1.00 EXPOSURE: B Increase 110/B wind loads by 1.19 SEISMIC CAT: D to obtain 120/B DS. 0.730 F*SDS= 0.88 R: 6.5 snow load = 25 IMIIIIMMIN mean roof height, h = 21 ft A upper: 1805 A main: 1912 V=FSnnWoL/Req 12.14-11 A lower: 0 ASD Load Combination =V/1.4 WDL 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 1805 27075 3649 2608 EXT. WALLS 12 8 177 8496 ' 1145 818 INT. WALLS 8 8 104 3328 449 320 BRICK 40 O 0 0 0 TOTAL 38899 5242 3745 MAIN FLOOR ROOF/CEILING 15 445 6675 900 643 FLOOR 12 1467 17604 2372' 1695 EXT. WALLS 12 9 195 10028 1352 965 INT. WALLS 8 9 58 1989 268' 191 WALLS ABOVE 11824 1594 1138 DECK 10 , 0 0 0 BRICK 40 0 0 U' 0 TOTAL 48120 6485^ 4632 LOWER FLOOR ' ROOF/CEILING 15 � 0 0 0 FLOOR 12 0 0 0 EXT. WALLS 12 0 0 0 0 INT. WALLS 8 O 0 0 0 WALLS ABOVE ' 12017 1620 1157 DECK 10 0 0 0 BRICK 40 0 0 O 0 'TOTAL 12017 1620 1157 REDUNDANCY FACTOR = 1.0 011.3 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/ses Tag Load Type Tag Load Type S 280J200 1 1500 omor12x366 2684 STHD14RJ A 350350 2 3430 owaT12x48" 7 5000 HTT5 B 600/600 3 4700 CmsT12x60' 87855 HDU8 C 896/648 4 6210 cwsr12x72^ 9 ' 9535 HOU11 D 980/980 5 9215 CMsr12x90" 10 14445 HDU-14 E'128O/1280 ? 14446 to high Page 16 DATE: 11/27/18 PROJECT: 22210A-GERRITZ CUSTOM HOMES WALLS DIAPH. LOAD WALL SO, FT. LENGTH LINE LENGTH OF SHEAR WALLS (FEET) TOTAL HGHT. BRICK NOTES V1 16.6 11.0 9.0 36.6 8.0 0.0 V3 19.0 19.0 8,0 V4 3.0 7.6 3.0 3.0 16.6 8.0 0.0 V6 4.0 3.6 3.3 4.3 15.2 8.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0' 0.0 0.0 87.4 M1 5.3 4.6 27.3 37.2 9.0 M2 4.0 16.7 20.7 9.0 M3 19.0 16.0 35.0 9.0 M4 2.4 2.4 4.8 8.0 M5 10.0 6.0 16,0 9.0 M6 3.6 3.0 3.0 3.3 4.3 17.2 9.0 M7 2.0 2.0 4.0 7.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 134.9 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 Page 17 � � DATE: 11/27/18 PROJECT: 22210A-GERR|TZ CUSTOM HOME ���U���� �°""��~ 110/B 120/B SHEAR ADJ. X= LOAD FROM TOTAL TOTAL WALL 110/B 120/B FRAME NOTES ABOVE LOAD LOAD LENGTH PLF PLF Y=CANT. V1 1743 1743 1296 30.6 48 35 0 0 0 0 0.0 0 0 V3 1645 ' 1645 1224 19.0 O/ 64 V4 2103 2103 1564 16.6 127 94 0 0 O' 0 0.0 0 O' V6 2O68 2068 1538 15.2 136 101 0 0 O 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 O' 0 O 0.0 0 0 0 0 0 0 0.0 0 0 0 0 0 0 0.0 0 O 0 0 0 0 0.0 0 O� 0 7558 K81 2176 1743 3919 2915 37.2 105 78 M2 3079 0 3079 2290 20.7 149 111 ' M3 1944 1Z45 ' 3589 2669 35.0 103 76 M4 2188 U^ 2186' 1626 4.8' 455 339 M5 3853 0 3853 2866' 16.0 241 179 M6 2346 2068' 4414' 3283 17.2 257 191 � M7 2186 2103 4288 3190 4.0 1072 797 0 0 0 0 0.0 0 0 0 U 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 O 0 0 O 0.0 O' 0 0 0� 0 O, 0.0 0 0 ^ 25326 0 0 0 0 0.0 D' 0 0' 0 0 0 0.0' 0 0 0 0 0 0 0.0- 0 0 0 O 0 0 0.0 0 0 0' 0 0 0 0.0 0 0 0 0 0 0 0.0 U' 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 8.0 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 Page 18 DATE: 11/27/18 PROJECT: 22210A-GERRITZ CUSTOM HOMES ; SEISMIC SEIS. TOTAL SQR. % SEIS. MAX. ADJUST DIREC. FLOOR FEET OF FLR WALL BRICK FROM TOTAL UNIT REDUN. REDUN. UNIT F-B L-R SHEAR SEIS. SHEAR SEIS. SEIS. ABOVE SEISMIC SHEAR FACT. FACT. SHEAR V1 X 3745 978' 54% 2029 0 2029 55 1.00 1.00 55 0 3745 0% 0 0' 0 0' 1.00 0 V3 X ' 3745 827 46% 1/16 0 1716 90 1.00 1.00 90 V4 X 3745 867 48% 1799 0 1799 108 1.00 1.00 108 0 3745 0% 0' 0 0 0' 1.00 0 V6 X 3745 938 52% 1946 0 1946 128 1.00 1.00 128 0 3745 0% 0 0 0 0 1.00 0 0 3745 0% 0 0 0 0 1.00' 0 0 3745 0% 0 0 0 0 1.00 0 0 3745 0% 0 0 0 0 1.00 0 0 3745 0% 0' 0 0 0 1.00 0 0 3745 0% 0 0 0 0 1.00 0 0 ' 3745 0% 0 0 0 0 1.00 0 0 3745 0% 0 0 0 0 1.00 0 0 3745 0%' 0 0 0 0 1.00 0 0 ' 3745 0%' 0 0 0 0 1.00 0 200% 0 7489 M1 X 4632 477 25% 1156 0 2029 3185 86 1.00 1.00 86 M2 X 4632 1001 52% 2425 0' 0 2425 117 1.00 1.00 117 M3 ' X 4632 434 23% 1051 0 1716' 2767 79 1.00 1.00 79 M4 X 4632 282 15%' 683 0 0 683 142 1.00 1.00 142 M5 X 4632 873 46% 2115 0 0 2115 132 1.00 1.00 132 M6 X 4632 476 25% 1153' 0 1946 3099 180 1.00 1.00 180 M7 X 4632 282 15% 683 0 1799 2482 620 1.00 1.00 620 0 4632 0% 0 0' 0 0 1.00 0 0 4632' 0% 0 0 0 0 1.00 0 0 4632 0% 0 0 0 0 1.00 0 0 4632 0% 0 0 0 0 1.00 0 0 4632 0% 0 0 0 0' 1.00 0 0 4632 0% 0 0' 0 0 1.00 0 0 4632 0% 0 0 0 0 1.00 0 0 4632' 0% 0 0 0 0 1.00 0 0 4632 0% 0' 0 0 0 1.00 0 200% 16756 0 1157 0% 0 0 0 0 1.00 0 0 1157 0% 0 0' 0 0 1.00 0 0 1157 0% 0 0 0 0 1.00 0 0 1157 _ 0% 0 0 0 0 1.00 0 0 1157 0% 0 0 0 0 1.00 0 0 1157 0% 0 0 0 0' 1.00 0 0 ' 1157 0% 0 0 0 0 1.00 0 0 1157 0%' 0 0 0 0 1.00 0 0 1157 0% 0 0 0 0 1.00 0 0 1157 0% 0 0 0 0 1.00 0 0 1157 0% 0 0 0 0 1.00 0 0 1157 0% 0 0' 0 0 1.00 0 0 1157 0% 0 0 0' 0 1.00 0 0 1157' 0% 0 0 0 0 1.00 0 0 1157 0% 0 0 0 0 1.00 0 0 1157 0% 0 0 0 0 1.00' 0 0% 0 Page 19 DATE: 11/27/18 PROJECT: 22210A-GERRITZ CUSTOM 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 plt. V1 35 1.00 55 X 55 443 S S 0 OR 0 2x 0 0 1.00 0 0 0 0 OR 0 V3 64 1.00 90' X 90 /22 S S 0 OR 0 2x V4 ' 94 1.33 144 X 144 867 S S 0 OR 0 2x 0 0 1.00 0 0 0 0 OR 0 V6 101 1.21 155 X 155 1024 S S 1 OR 6 2x 0 0 1.00 0 0 0 0 OR 0 0 0 1.00 0 0 0 0OR0 0 0 1.00 0 0 0' 0 OR 0 0 0 1.00 0 0 0 0 OR 0 0 0 1.00 0 0 0' 0 OR 0 0 0 1.00 0 0 0 O ORO 0 0 1.00 0 0 0' ' O OR O 0 0 1.00 0 0 0 O ORO 0 0 1.00 0 0 0 O ORO 0 0 1.00 0 0 0 0 OR 0 M1 78 1.00 86 X 86 770 S S 0 OR 0 2x M2 111 1.13 132 X 132 1054 S ' S * 1 OR 6 2x M3 76 1.00 79 X 79 712' S S 0 OR 0 2x M4 339 1.67 237 X 339 2709 A A 2 OR 7 2x M5 179 1.00 132 X 179 1612 S S 2 OR 6 2x M6 191 1.50 270 X ' 270 1718 A S 2 OR 6 2x M7 797 1.75 1086 X 1086 5582 E C 4 OR 8 3x 0 0 1.00 0 0 0 O OR O 0 0 1.00 0 0 0 O OR O 0 0 1.00 0 0 0 O OR O 0 0 1.00 0 0 0 0 OR 0 0 0 1.00 ' 0 0' 0 0 OR 0 0 0 1.00 0 0 0 0 OR 0 0 0 1.00 0' 0 0+ 0 OR 0 0 0 1.00 0 0 0 0 OR 0 0 0 1.00 0 0 0 OORO 0 0 1.00 0 0 0 OORO 0' 0 1.00 0 0 0 0 OR 0 0 0 1.00 0 0 0 O OR 0 0 0 1.00 0 0 0 0 OR 0 0 0 1.00 0 0 0 O ORO 0 0 1.00 ' 0 0 0 OORO 0 0 1.00 0 0 0 O OR O 0 0 1.00 - 0 0 0 OORO 0 0 1.00 0 0 0 OORO 0 0 1.00 0 0 0 OORO 0 0 1.00 0 0 0 O OR O 0 0 1.00 0 0 0 ' O OR O 0 0 1.00 0 0 0 0OR0 0 0 1.00 0 0' 0 0 OR 0 0' 0 1.00 0 0 0 0 OR 0 0 0 1.00 0 0 0 O OR 0 Page 20 Designer: CT PROJECT: 22210A-GERRITZ CUSTOM HOF Date: 11/27/18 PROJECT NUMBER: 180344 #OF OPENINGS 1 Max is 3 WALL LINE M4 W S MAX Induced Shear 1626 683 1626 Opening Height 8 Height Total 11 Max Shear,V 1626 Sheathed Height 3 Holdown Force,H 1597 Wall&Window Lengths Check Ratio Wall Pier,L1 2.4 OK 3.333333 Opening Width,Lo1 6.4 Wall Pier,L2 2.4 OK J 3.333333 0 I 0 L TOTAL 11.2 CHECK LINE1 1597 1597 OK LINE2 0 0 OK LINE3 0 0 OK HORZ STRAP.] CS16 STRAP W/10d NAILS LINE4 1597 1597 OK Max Horizontal Force 1703 LINE5 OK 532 SHEATH AB SPACE LINE6 OK Max Induced Unit Shear,v B S LINE7 OK STRAP HO LINE8 OK UPLIFT,T 1597 2 6 L1 I Lot I L2 I I I HA VA1= VA2= -371 PLF VA= 532 PLF -371 PLF F1= F2= HO V1 = 1703# 1703# V2= 339 PLF 339 PLF VB1= VB= 532 PLF VB2= HB -371 PLF -371 PLF Notes: 1.The length of each wall pier shall not be less than 2' per 2.A full-height wall segment shall be located at each end of a force-transfer shear wall SDPWS 3.Where out-of-plane offsets occur,portions of the wall on each side of the offset shall be considered as separate force-transfer 4.3.5.2 4.Collectors for shear transfer shall be provided through the full length of the force-transfer shear wall. DEC 202018 ALAN BuREIVED ITS'Oh 'IGARD DING DIVISION DESIGN ASSOCIATES, INC . TION PLAN 222 OA GERRITZ CUSTOM HOMES 2 GRAVITY LOADS BASED TO 2015 IRC FLOOR - 40# LIVE, 10# DEAD ROOF - 25# SNOW 15# DEAD (SHAKE/COMP) 19# DEAD (CONC. TILE) CEILING - 20# LIVE , 10# DEAD DECKS - 40# LIVE, 10# DEAD EXITS/STAIRS - 50# TOTAL LOAD BEAM CALCULATIONS ALAN MASCORD DESIGN ASSOCIATES,INC. 2187 NW Reed Street.Ste.#100,Portland,OR 97210 page Project:22210A JT ROTH Patrick J.Burke Location:F18R-TYP ISOLATED BR'G PAD(ROUND) Alan Mascord Design Footing 2187 NW Reed St,Ste 100 or [2015 International Building Code(2015 NDS)] Portland,OR 97210 Footing Size: 1.5 FT Round Diameter X 8.00 IN Deep Section Footing Design Adequate StruCalc Version 10.0.1.6 3/2/2018 10:59:57 AM CAUTIONS *Footing has been designed without reinforcement FOOTING PROPERTIES LOADING DIAGRAM Allowable Soil Bearing Pressure: Qs= 1500 psf Concrete Compressive Strength: F'c= 2500 psi Reinforcing Steel Yield Strength: Fy= 60000 psi Concrete Reinforcement Cover: c= 3 in FOOTING SIZE Diameter: Dia.= 1.5 ft Effective Depth to Top Layer of Steel: d= 6 in COLUMN AND BASEPLATE SIZE Column Type: Wood Column Width: m= 3.5 in Column Depth: n= 3.5 in FOOTING CALCULATIONS I 3.5 in----- Bearing Calculations: Ultimate Bearing Pressure: Qu= 1400 psf Effective Allowable Soil Bearing Pressure:Qe= 1400 psf Required Footing Area: Areq= 1.77 sf Area Provided: A= 1.77 sf 1 Baseplate Bearing: Bearing Required: Bear= 3464 lb 8 i Allowable Bearing: Bear-A= 28634 lb Beam Shear Calculations(One Way Shear): 1 Beam Shear: Vu1 = 429 lb Sin Allowable Beam Shear: Vc1 = 3509 lb Punching Shear Calculations(Two Way Shear): Critical Perimeter: Bo= 38 in 1.5ft Punching Shear: Vu2= 2235 lb Controlling Allowable Punching Shear: vc2= 16678 lb Bending Calculations: FOOTING LOADING Factored Moment: Mu= 6906 in-lb Live Load: PL= 0 lb Nominal Moment Strength: Mn= 13160 in-lb Dead Load: PD= 2474 lb Total Load: PT= 2474 lb Ultimate Factored Load: Pu= 3464 lb Footing plus soil above footing weight: Wt= 114 lb page Project:22210A JT ROTH Patrick J. Burke Location: F24 TYP ISOLATED BR'G PAD Alan Mascord Design Footing IN 2187 NW Reed St,Ste 100 of [2015 International Building Code(2015 NDS)] Portland, OR 97210 Footing Size:2.0 FT x 2.0 FT x 12.00 IN Section Footing Design Adequate StruCalc Version 10.0.1.6 3/2/2018 10:59:57 AM CAUTIONS *Footing has been designed without reinforcement FOOTING PROPERTIES LOADING DIAGRAM Allowable Soil Bearing Pressure: Qs= 1500 psf Concrete Compressive Strength: F'c= 2500 psi Reinforcing Steel Yield Strength: Fy= 60000 psi Concrete Reinforcement Cover: c= 3 in FOOTING SIZE Width: W= 2 ft Length: L= 2 ft Depth: Depth= 12 in Effective Depth to Top Layer of Steel: d= 10 in COLUMN AND BASEPLATE SIZE Column Type: Wood Column Width: m= 3.5 in H ss in Column Depth: n= 3.5 in FOOTING CALCULATIONS Bearing Calculations: Ultimate Bearing Pressure: Qu= 1350 psf Effective Allowable Soil Bearing Pressure:Qe= 1350 psf Required Footing Area: Areq= 4 sf Area Provided: A= 4.00 sf 12 in Baseplate Bearing: Bearing Required: Bear= 7560 lb Allowable Bearing: Bear-A= 28634 lb Beam Shear Calculations(One Way Shear): 3 in Beam Shear: Vu1 = 630 lb Allowable Beam Shear: Vc1 = 8800 lb 2 f Punching Shear Calculations(Two Way Shear): Critical Perimeter: Bo= 54 in Punching Shear: Vu2= 5168 lb FOOTING LOADING Controlling Allowable Punching Shear: vc2= 39501 lb Live Load: PL= 0 lb Bending Calculations: Dead Load: PD= 5400 lb Factored Moment: Mu= 22680 in-lb Total Load: PT= 5400 lb Nominal Moment Strength: Mn= 55000 in-lb Ultimate Factored Load: Pu= 7560 lb Footing plus soil above footing weight: Wt= 387 lb page Project:22210A JT ROTH Patrick J. Burke Location:F28-TYP ISOLATED BR'G PAD Alan Mascord Design Footing 2187 NW Reed St,Ste 100 of [2015 International Building Code(2015 NDS)] Portland, OR 97210 Footing Size:2.333 FT x 2.333 FT x 14.00 IN Section Footing Design Adequate StruCalc Version 10.0.1.6 3/2/2018 10:59:57 AM CAUTIONS Footing has been designed without reinforcement FOOTING PROPERTIES LOADING DIAGRAM Allowable Soil Bearing Pressure: Qs= 1500 psf Concrete Compressive Strength: F'c= 2500 psi Reinforcing Steel Yield Strength: Fy= 60000 psi Concrete Reinforcement Cover: c= 3 in FOOTING SIZE Width: W= 2.33 ft Length: L= 2.33 ft Depth: Depth= 14 in Effective Depth to Top Layer of Steel: d= 12 in COLUMN AND BASEPLATE SIZE Column Type: Wood Column Width: m= 3.5 in 3.5 in-- Column Depth: n= 3.5 in FOOTING CALCULATIONS Bearing Calculations: Ultimate Bearing Pressure: Qu= 1325 psf Effective Allowable Soil Bearing Pressure:Qe= 1325 psf Required Footing Area: Areq= 5.44 sf Area Provided: A= 5.44 sf 14 in Baseplate Bearing: Bearing Required: Bear= 10095 lb Allowable Bearing: Bear-A= 28634 lb Beam Shear Calculations(One Way Shear): 3 in Beam Shear: Vul = 720 lb Allowable Beam Shear: Vc1 = 12318 lb 2.333 ft-- Punching Shear Calculations(Two Way Shear): Critical Perimeter: Bo= 62 in Punching Shear: Vu2= 7001 lb FOOTING LOADING Controlling Allowable Punching Shear: vc2= 54424 lb Live Load: PL= 0 lb Bending Calculations: Dead Load: PD= 7211 lb Factored Moment: Mu= 35329 in-lb Total Load: PT= 7211 lb Nominal Moment Strength: Mn= 92387 in-lb Ultimate Factored Load: Pu= 10095 lb Footing plus soil above footing weight: Wt= 614 lb Project:22210A JT ROTH page Patrick J. Burke / Location:F30-TYP ISOLATED BR'G PAD 'AlannMascord Design FootingMI 2187 NW Reed St,Ste 100 of [2015 International Building Code(2015 NDS)] Portland,OR 97210 Footing Size:2.5 FT x 2.5 FT x 15.00 IN Section Footing Design Adequate StruCalc Version 10.0.1.6 3/2/2018 10:59:57 AM CAUTIONS Footing has been designed without reinforcement FOOTING PROPERTIES LOADING DIAGRAM Allowable Soil Bearing Pressure: Qs= 1500 psf Concrete Compressive Strength: F'c= 2500 psi Reinforcing Steel Yield Strength: Fy= 60000 psi Concrete Reinforcement Cover: c= 3 in FOOTING SIZE Width: W= 2.5 ft Length: L= 2.5 ft Depth: Depth= 15 in Effective Depth to Top Layer of Steel: d= 13 in COLUMN AND BASEPLATE SIZE Column Type: Wood Column Width: m= 3.5 in Column Depth: n= 3.5 in 3.5 in FOOTING CALCULATIONS Bearing Calculations: Ultimate Bearing Pressure: Qu= 1312 psf Effective Allowable Soil Bearing Pressure:Qe= 1313 psf Required Footing Area: Areq= 6.25 sf Area Provided: A= 6.25 sf 15 in Baseplate Bearing: Bearing Required: Bear= 11484 lb Allowable Bearing: Bear-A= 28634 lb Beam Shear Calculations(One Way Shear): 3 in Beam Shear: Vu1 = 766 lb Allowable Beam Shear: Vc1 = 14300 lb Punching Shear Calculations(Two Way Shear): 2.5 ft --- Critical Perimeter: Bo= 66 in Punching Shear: Vu2= 8010 lb FOOTING LOADING Controlling Allowable Punching Shear: vc2= 62763 lb Live Load: PL= 0 lb Bending Calculations: Dead Load: PD= 8203 lb Factored Moment: Mu= 43066 in-lb Total Load: PT= 8203 lb Nominal Moment Strength: Mn= 116188 in-lb Ultimate Factored Load: Pu= 11484 lb Footing plus soil above footing weight: Wt= 755 lb page Project:22210A JT ROTH ME Patrick J. Burke Location: F36-TYP ISOLATED BR'G PAD Alan Mascord Design Footing 2187 NW Reed St,Ste 100 of [2015 International Building Code(2015 NDS)] 11111 Portland, OR 97210 Footing Size:3.0 FT x 3.0 FT x 12.00 IN Reinforcement:#4 Bars @ 9.00 IN.O.C. ENV/(4)min. StruCalc Version 10.0.1.6 3/2/2018 10:59:57 AM Section Footing Design Adequate FOOTING PROPERTIES LOADING DIAGRAM Allowable Soil Bearing Pressure: Qs= 1500 psf Concrete Compressive Strength: Pc= 2500 psi Reinforcing Steel Yield Strength: Fy= 60000 psi Concrete Reinforcement Cover: c= 3 in FOOTING SIZE [3.5 in- Width: W= 3 ft I Length: L= 3 ft Depth: Depth= 12 in Effective Depth to Top Layer of Steel: d= 8.25 in COLUMN AND BASEPLATE SIZE 12 in Column Type: Wood n Column Width: m= 3.5 in Column Depth: n= 3.5 in i I Sin FOOTING CALCULATIONS - --_ 3 ft -_ — I Bearing Calculations: t 3.5 m-- Ultimate Bearing Pressure: Qu= 1350 psf Effective Allowable Soil Bearing Pressure: Qe= 1350 psf Required Footing Area: Areq= 9 sf Area Provided: A= 9.00 sf Baseplate Bearing: ' Bearing Required: Bear= 17010 lb 12 in Allowable Bearing: Bear-A= 33841 lb p - n o 9 Beam Shear Calculations(One Way Shear): T Beam Shear: Vul = 4607 lb 3 in ! 1_ Allowable Beam Shear: Vc1 = 22275 lb Punching Shear Calculations(Two Way Shear): Critical Perimeter: Bo= 47 in Punching Shear: Vu2= 15198 lb FOOTING LOADING Allowable Punching Shear(ACI 11-35): vc2-a= 87244 lb Live Load: PL= 0 lb Allowable Punching Shear(ACI 11-36): vc2-b= 131175 lb Dead Load: PD= 12150 lb Allowable Punching Shear(ACI 11-37): vc2-c= 58163 lb Total Load: PT= 12150 lb Controlling Allowable Punching Shear: vc2= 58163 lb Ultimate Factored Load: Pu= 17010 lb Bending Calculations: Footing plus soil above footing weight: Wt= 870 lb Factored Moment: Mu= 76545 in-lb Nominal Moment Strength: Mn= 336668 in-lb Reinforcement Calculations: Concrete Compressive Block Depth: a= 0.62 in Steel Required Based on Moment: As(1)= 0.17 in2 Min.Code Req'd Reinf.Shrink./Temp. (ACI-10.5.4):As(2)= 0.78 in2 Controlling Reinforcing Steel: As-reqd= 0.78 in2 Selected Reinforcement: #4's @ 9.0 in. o.c. e/w(4)Min. Reinforcement Area Provided: As= 0.79 in2 Development Length Calculations: Development Length Required: Ld= 15 in Development Length Supplied: Ld-sup= 15 in Note:Plain concrete adequate for bending, therefore adequate development length not required. page Project:22210A JT ROTHMS Patrick J. Burke Location:FC1 -TYP MAX BR'G FTG COLUMN UP TO F36 Alan Mascord Design Column 2187 NW Reed St,Ste 100 of [2015 International Building Code(2015 NDS)] Portland,OR 97210 3.5 IN x 3.5 IN x 4.0 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.6 3/2/2018 10:59:57 AM Section Adequate By: 0.0% VERTICAL REACTIONS LOADING DIAGRAM Live Load: Vert-LL-Rxn= 0 lb Dead Load: Vert-DL-Rxn= 14550 lb Total Load: Vert-TL-Rxn= 14550 lb COLUMN DATA Total Column Length: 4 ft B Unbraced Length (X-Axis)Lx: 4 ft 7 Unbraced Length(Y-Axis)Ly: 4 ft Column End Condition-K(e): 1 Axial Load Duration Factor 1.00 COLUMN PROPERTIES #2-Douglas-Fir-Larch Base Values Adiusted Compressive Stress: Fc= 1350 psi Fc'= 1188 psi Cd=0.90 Cf=1.15 Cp=O.85 Bending Stress(X-X Axis): Fbx= 900 psi Fbx'= 1397 psi Cd=0.90 CF=1.50 4 ft Bending Stress(Y-Y Axis): Fby= 900 psi Fby'= 1397 psi Cd=0.90 CF=1.50 Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Column Section(X-X Axis): dx= 3.5 in Column Section(Y-Y Axis): dy= 3.5 in Area: A= 12.25 in2 Section Modulus(X-X Axis): Sx= 7.15 in3 Section Modulus(Y-Y Axis): Sy= 7.15 in3 Slenderness Ratio: Lex/dx= 13.71 - - Ley/dy= 13.71 A Column Calculations(Controlling Case Only): Controlling Load Case:Axial Dead Load Only(D) AXIAL LOADING Actual Compressive Stress: Fc= 1188 psi Live Load: PL= 0 lb Allowable Compressive Stress: Fc'= 1188 psi Dead Load: PD= 14539 lb Eccentricity Moment(X-X Axis): Mx-ex= 0 ft-lb Column Self Weight: CSW= 11 lb Eccentricity Moment(Y-Y Axis): My-ey= 0 ft-lb Total Axial Load: PT= 14550 lb Moment Due to Lateral Loads(X-X Axis): Mx= 0 ft-lb Moment Due to Lateral Loads(Y-Y Axis): My= 0 ft-lb Bending Stress Lateral Loads Only(X-X Axis):Fbx= 0 psi Allowable Bending Stress(X-X Axis): Fbx'= 1397 psi Bending Stress Lateral Loads Only(Y-Y Axis):Fby= 0 psi Allowable Bending Stress(Y-Y Axis): Fby'= 1397 psi Combined Stress Factor: CSF= 1 page Project:22210A JT ROTH Patrick J. Burke Location: M1 -FRONT PORCH BM Alan Mascord Design Multi-Loaded Multi-Span Beam 2187 NW Reed St,Ste 100 or [2015 International Building Code(2015 NDS)] Portland,OR 97210 3.5 IN x 7.25 IN x 6.0 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.6 3/2/2018 10:59:57 AM Section Adequate By: 335.6% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.01 IN L/4991 Dead Load 0.01 in Total Load 0.03 IN L/2880 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A Live Load 264 lb 264 lb Dead Load 194 lb 194 lb Total Load 458 lb 458 lb Bearing Length 0.21 in 0.21 in BEAM DATA Center Span Length 6 ft 41/ Unbraced Length-Top O ft A 6 ft — B Unbraced Length-Bottom 6 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 88 plf #2-Douglas-Fir-Larch Uniform Dead Load 59 plf Base Values Adjusted Beam Self Weight 6 plf Bending Stress: Fb= 900 psi Fb'= 1170 psi Total Uniform Load 153 plf Cd=1.00 CF=1.30 Shear Stress: Fv= 180 psi Fv'= 180 psi Cd=1.00 Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Comp.1 to Grain: Fc-1= 625 psi Fc-1'= 625 psi Controlling Moment: 686 ft-lb 3.0 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 458 lb At left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Req'd Provided Section Modulus: 7.04 in3 30.66 in3 Area(Shear): 3.81 in2 25.38 in2 Moment of Inertia(deflection): 9.26 in4 111.15 in4 Moment: 686 ft-lb 2989 ft-lb Shear: 458 lb 3045 lb page Project:22210A JT ROTHas Patrick J. Burke Location:M2- FRONT ENTRY BM @ EXTERIOR r Alan Mascord Design Multi-Loaded Multi-Span Beam 2187 NW Reed St,Ste 100 of [2015 International Building Code(2015 NDS)] Portland, OR 97210 (2)1.5 IN x 11.25 IN x 6.0 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.6 3/2/2018 10:59:58 AM Section Adequate By:245.4% Controlling Factor: Moment CAUTIONS Laminations are to be fully connected to provide uniform transfer of loads to all members DEFLECTIONS Center LOADING DIAGRAM Live Load 0.01 IN L/9975 Dead Load 0.01 in Total Load 0.02 IN L/4607 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 423 lb 423 lb Dead Load 493 lb 493 lb Total Load 916 lb 916 lb Bearing Length 0.49 in 0.49 in BEAM DATA Center Span Length 6 ft �a . Unbraced Length-Top O ft A s ft Unbraced Length-Bottom 6 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 40 plf #2-Douglas-Fir-Larch Uniform Dead Load 90 plf Base Values Adjusted Beam Self Weight 7 plf Bending Stress: Fb= 900 psi Fb'= 900 psi Total Uniform Load 137 plf Cd=1.00 CF=1.00 TRAPEZOIDAL LOADS-CENTER SPAN Shear Stress: Fv= 180 psi Fv'= 180 psi Load Number One Cd=1.00 Left Live Load 101 plf Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Left Dead Load 67 plf Comp.-I-to Grain: Fc-1 = 625 psi Fc- L'= 625 psi Right Live Load 101 plf Controlling Moment: 1374 ft-lb Right Dead Load 67 plf 3.0 Ft from left support of span 2(Center Span) Load E 0 ft Created by combining all dead loads and live loads on span(s)2 Load Enndd 6 ft Load Length 6 ft Controlling Shear: -916 lb At right support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Req'd Provided Section Modulus: 18.32 in3 63.28 in3 Area(Shear): 7.63 in2 33.75 in2 Moment of Inertia(deflection): 18.54 in4 355.96 in4 Moment: 1374 ft-lb 4746 ft-lb Shear: -916 lb 4050 lb Project:22210A JT ROTH page ME Patrick J. Burke - Location: M3-DEN DR HDR Alan Mascord Design Multi Loaded Multi-Span Beam 2187 NW Reed St,Ste 100 of [2015 International Building Code(2015 NDS)] Portland,OR 97210 3.5 IN x 7.25 IN x 2.67 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.6 3/2/2018 10:59:58 AM Section Adequate By: 32.0% Controlling Factor: Shear DEFLECTIONS Center LOADING DIAGRAM Live Load 0.01 IN L/6074 Dead Load 0.00 in Total Load 0.01 IN L/3554 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 1 REACTIONS A B Live Load 1356 lb 909 lb Dead Load 951 lb 653 lb Total Load 2307 lb 1562 lb Bearing Length 1.05 in 0.71 in BEAM DATA Center Span Length 2.67 ft Unbraced Length-Top 0 ft A 2.67 ft B Unbraced Length-Bottom 2.67 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 139 plf #2-Douglas-Fir-Larch Uniform Dead Load 92 plf Base Values Adiusted Beam Self Weight 6 plf Bending Stress: Fb= 900 psi Fb'= 1170 psi Total Uniform Load 237 plf Cd=1.00 CF=1.30 POINT LOADS-CENTER SPAN Shear Stress: Fv= 180 psi Fv'= 180 psi Cd=1.00 Load Number One Live Load 796 Ib Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Dead Load 531 lb Comp.1 to Grain: Fc--L= 625 psi Fc-L'= 625 psi Location 0.5 ft Controlling Moment: 1231 ft-lb TRAPEZOIDAL LOADS-CENTER SPAN 1.09 Ft from left support of span 2(Center Span) Load Number One Two Three Created by combining all dead loads and live loads on span(s)2 Left Live Load 120 plf 189 plf 315 plf Controlling Shear: 2307 lb Left Dead Load 30 plf 206 plf 290 plf At left support of span 2(Center Span) Right Live Load 120 plf 189 plf 315 plf Created by combining all dead loads and live loads on span(s)2 Right Dead Load 30 plf 206 plf 290 plf Load Start Oft Oft 0.5 ft Comparisons with required sections: Reci'd Provided Load End 2.67 ft 0.5 ft 2.67 ft Section Modulus: 12.62 in3 30.66 in3 Load Length 2.67 ft 0.5 ft 2.17 ft Area(Shear): 19.22 in2 25.38 in2 Moment of Inertia(deflection): 7.51 in4 111.15 in4 Moment: 1231 ft-lb 2989 ft-lb Shear: 2307 lb 3045 lb page Project:22210A JT ROTH Patrick AlanMascord J. BurkeDesign / Location: M4-FRONT GARAGE BM/ENTRY SIDE Multi-Loaded Multi-Span Beam 2187 NW Reed St.Ste 100 of [2015 International Building Code(2015 NDS)] Portland, OR 97210 (2)1.5 INx11.25INx4.0FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.6 3/2/2018 10:59:58 AM Section Adequate By:270.0% Controlling Factor: Shear CAUTIONS *Laminations are to be fully connected to provide uniform transfer of loads to all members DEFLECTIONS Center LOADING DIAGRAM Live Load 0.00 IN LIMAX Dead Load 0.00 in Total Load 0.01 IN L/8673 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 652 lb 652 lb Dead Load 443 lb 443 lb Total Load 1095 lb 1095 lb Bearing Length 0.58 in 0.58 in BEAM DATA Center Span Length 4 ft Unbraced Length-Top 0 ft A= Oft -B- Unbraced BUnbraced Length-Bottom 4 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 200 plf #2-Douglas-Fir-Larch Uniform Dead Load 50 plf Base Values Adjusted Beam Self Weight 7 plf Bending Stress: Fb= 900 psi Fb'= 900 psi Total Uniform Load 257 plf Cd=1.00 CF=1.00 TRAPEZOIDAL LOADS-CENTER SPAN Shear Stress: Fv= 180 psi Fv'= 180 psi Load Number One Cd=1.00 Left Live Load 126 plf Modulus of Elasticity: E= 1600 ksi E= 1600 ksi Left Dead Load 164 plf Comp.--to Grain: Fc- = 625 psi Fc--- = 625 psi Right Live Load 126 plf Controlling Moment: 1095 ft-lb Right Dead Load 164 plf Load Start 2.0 Ft from left support of span 2(Center Span) Load Enndd4 ft 4 ft Created by combining all dead loads and live loads on span(s)2 Load Length 4 ft Controlling Shear: 1095 lb At left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Red Provided Section Modulus: 14.6 in3 63.28 in3 Area(Shear): 9.12 in2 33.75 in2 Moment of Inertia(deflection): 9.85 in4 355.96 in4 Moment: 1095 ft-lb 4746 ft-lb Shear: 1095 lb 4050 lb page Project:22210A JT ROTHME Patrick J. Burke Location: M5-FRONT GAR BM BELOW BR#2/BATH Alan Mascord Design Multi-Loaded Multi-Span Beam 2187 NW Reed St,Ste 100 of [2015 International Building Code(2015 NDS)] Portland, OR 97210 7.0 IN x 11.25 IN x 15.0 FT 2.0E Parallam-iLevel Trus Joist StruCalc Version 10.0.1.6 3/2/2018 10:59:58 AM Section Adequate By: 1.8% Controlling Factor: Deflection DEFLECTIONS Center LOADING DIAGRAM Live Load 0.43 IN L/423 Dead Load 0.31 in Total Load 0.74 IN L/244 Live Load Deflection Criteria: LJ360 Total Load Deflection Criteria: L/240 REACTIONS A B 2 Live Load 3732 lb 4595 lb Dead Load 2780 lb 3369 lb Total Load 6512 lb 7964 lb Bearing Length 1.24 in 1.52 in BEAM DATA Center Span Length 15 ft Unbraced Length-Top 0 ft A 15 ft Unbraced Length-Bottom 15 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 160 plf 2.0E Parallam-iLevel Trus Joist Uniform Dead Load 120 plf Base Values Adjusted Beam Self Weight 25 plf Bending Stress: Fb= 2900 psi Fb'= 2921 psi Total Uniform Load 305 pif Cd=1.00 CF=1.01 POINT LOADS-CENTER SPAN Shear Stress: Fv= 290 psi Fv'= 290 psi Load Number One * Two Cd=1.00 Live Load 2919 lb 1993 lb Modulus of Elasticity: E= 2000 ksi E'= 2000 ksi Dead Load 1963 lb 1345 lb Comp.-L to Grain: Fc- t = 750 psi Fc- = 750 psi Location 7.3 ft 13 ft Controlling Moment: 33149 ft-lb *Load obtained from Load Tracker.See Summary Report for details. 7.35 Ft from left support of span 2(Center Span) TRAPEZOIDAL LOADS-CENTER SPAN Created by combining all dead loads and live loads on span(s)2 Load Number One Controlling Shear: -7964 lb Left Live Load 139 plf At right support of span 2 (Center Span) Left Dead Load 92 plf Created by combining all dead loads and live loads on span(s)2 Right Live Load 139 plf Right Dead Load 92 plf Comparisons with required sections: Req'd Provided Load Start 0 ft Section Modulus: 136.19 in3 147.66 in3 Load End 7.3 ft Area(Shear): 41.19 in2 78.75 in2 Load Length 7.3 ft Moment of Inertia(deflection): 815.72 in4 830.57 in4 Moment: 33149 ft-lb 35940 ft-lb Shear: -7964 lb 15225 lb page Project:22210A JT ROTH N I Patrick J. Burke Location:M6-FRONT GARAGE BM-1ST BAY Alan Mascord Design Multi-Loaded Multi-Span Beam 2187 NW Reed St,Ste 100 of [2015 International Building Code(2015 NDS)] M.Portland,OR 97210 5.125 IN x 10.5IN x 11.0 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 10.0.1.6 3/2/2018 10:59:58 AM Section Adequate By: 10.0% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.19 IN L/699 Dead Load 0.14 in Total Load 0.33 IN L/401 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A B 2 Live Load 3801 lb 1394 lb Dead Load 2872 lb 1011 lb 1 Total Load 6673 lb 2405 lb Bearing Length 2.00 in 0.72 in BEAM DATA Center Span Length 11 ft w.. Unbraced Length-Top 0 ft A 11 ft _. B Unbraced Length-Bottom 11 ft Live Load Duration Factor 1.00 Camber Adj. Factor 1 UNIFORM LOADS Center Camber Required 0.14 Uniform Live Load 0 plf Notch Depth 0.00 Uniform Dead Load 0 plf MATERIAL PROPERTIES Beam Self Weight 12 plf 24F-V4-Visually Graded Western Species Total Uniform Load 12 plf Base Values Adjusted POINT LOADS-CENTER SPAN Bending Stress: Fb= 2400 psi Controlled by: Load Number One * Two* Three Fb_cmpr= 1850 psi Fb'= 2400 psi Live Load 652 lb 3732 lb 259 lb Cd=1.00 Dead Load 443 lb 2780 lb 172 lb Shear Stress: Fv= 265 psi Fv'= 265 psi Location 1 ft 3 ft 3 ft Cd=1.00 *Load obtained from Load Tracker. See Summary Report for details. Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Comp.-L to Grain: Fc-1= 650 psi Fc--12= 650 psi TRAPEZOIDAL LOADS-CENTER SPAN Load Number One Two Controlling Moment: 17115 ft-lb Left Live Load 40 plf 76 plf 2.97 Ft from left support of span 2(Center Span) Left Dead Load 10 plf 130 plf Created by combining all dead loads and live loads on span(s)2 Right Live Load 40 plf 76 plf Controlling Shear: 6673 lb Right Dead Load 10 plf 130 plf At left support of span 2(Center Span) Load Start 1 ft 1 ft Created by combining all dead loads and live loads on span(s)2 Load End 11 ft 3 ft Load Length 10 ft 2 ft Comparisons with required sections: Req'd Provided Section Modulus: 85.57 in3 94.17 in3 Area(Shear): 37.77 in2 53.81 in2 Moment of Inertia(deflection): 296.22 in4 494.4 in4 Moment: 17115 ft-lb 18834 ft-lb Shear: 6673 lb 9507 lb page Project:22210A JT ROTH • . Patrick J. Burke Location: M7-MAIN GARAGE BM Alan Mascord Design Multi-Loaded Multi-Span Beam 2187 NW Reed St,Ste 100 or [2015 International Building Code(2015 NDS)] ES Portland, OR 97210 5.125 IN x 15.0 IN x 19.0 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 10.0.1.6 3/2/2018 10:59:58 AM Section Adequate By:21.3% Controlling Factor: Deflection DEFLECTIONS Center LOADING DIAGRAM Live Load 0.52 IN L/437 Dead Load 0.18 in Total Load 0.70 IN L/323 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A Live Load 5086 lb 3959 lb Dead Load 1970 lb 1270 lb Total Load 7056 lb 5229 lb Bearing Length 2.12 in 1.57 in BEAM DATA Center Span Length 19 ft Unbraced Length-Top 0 ft A —— -- - - 19 ft B Unbraced Length-Bottom 19 ft Live Load Duration Factor 1.00 Camber Adj. Factor 1 UNIFORM LOADS Center Camber Required 0.18 Uniform Live Load 0 plf Notch Depth 0.00 Uniform Dead Load 0 plf MATERIAL PROPERTIES Beam Self Weight 17 plf 24F-V4-Visually Graded Western Species Total Uniform Load 17 plf Base Values Adiusted POINT LOADS-CENTER SPAN Bending Stress: Fb= 2400 psi Controlled by. * Fb_cmpr= 1850 psi Fb'= 2371 psi Load Number One Cd 11.00 Cv=0.99 Live Load 1394 lb Shear Stress: Fv= 265 psi Fv'= 265 psi Dead Load 1011 lb Location 3.5 ft Cd=1.00 *Load obtained from Load Tracker.See Summary Report for details. Modulus of Elasticity: E= 1800 ksi E= 1800 ksi Comp.--to Grain: Fc-1= 650 psi Fc--L'= 650 psi TRAPEZOIDAL LOADS-CENTER SPAN Load Number One Two Three Controlling Moment: 27787 ft-lb Left Live Load 440 plf 420 plf 380 plf 8.36 Ft from left support of span 2(Center Span) Left Dead Load 110 plf 105 plf 95 plf Created by combining all dead loads and live loads on span(s)2 Right Live Load 440 plf 420 plf 380 plf Controlling Shear: 7056 lb Right Dead Load 110 plf 105 plf 95 plf At left support of span 2 (Center Span) Load Start 0 ft 3.5 ft 9 ft Created by combining all dead loads and live loads on span(s)2 Load End 3.5 ft 9 ft 19 ft Load Length 3.5 ft 5.5 ft 10 ft Comparisons with required sections: Req'd Provided Section Modulus: 140.65 in3 192.19 in3 Area(Shear): 39.94 in2 76.88 in2 Moment of Inertia(deflection): 1188.09 in4 1441.41 in4 Moment: 27787 ft-lb 37967 ft-lb Shear: 7056 lb 13581 lb page Project:22210A JT ROTH Patrick J. Burke Location: M8-16/0 GARAGE DR HDR Alan Mascord Design Multi-Loaded Multi-Span Beam n 2187 NW Reed St,Ste 100 of [2015 International Building Code(2015 NDS)] Portland,OR 97210 5.125 IN x 10.5 IN x 16.0 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 10.0.1.6 3/2/2018 10:59:58 AM Section Adequate By: 18.9% Controlling Factor: Deflection DEFLECTIONS Center LOADING DIAGRAM Live Load 0.38 IN L/506 Dead Load 0.29 in Total Load 0.67 IN L/285 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A B 1 Live Load 4007 lb 1178 lb Dead Load 3061 lb 923 lb Total Load 7068 lb 2101 lb Bearing Length 2.12 in 0.63 in BEAM DATA Center Span Length 16 ft , Unbraced Length-Top 0 ft A - 16ft — B Unbraced Length-Bottom 16 ft Live Load Duration Factor 1.00 Camber Adj. Factor 1 UNIFORM LOADS Center Camber Required 0.29 Uniform Live Load 0 plf Notch Depth 0.00 Uniform Dead Load 0 plf MATERIAL PROPERTIES Beam Self Weight 12 plf 24F-V4-Visually Graded Western Species Total Uniform Load 12 plf Base Values Adjusted POINT LOADS-CENTER SPAN Bending Stress: Fb= 2400 psi Controlled by: Load Number One* Fb_cmpr= 1850 psi Fb'= 2400 psi Live Load 3801 lb Cc/74.00 Dead Load 2872 lb Shear Stress: Fv= 265 psi Fv'= 265 psi Location 2 ft Cd=1.00 *Load obtained from Load Tracker. See Summary Report for details. Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Comp.1 to Grain: Fc-1= 650 psi Fc-1'= 650 psi TRAPEZOIDAL LOADS-CENTER SPAN Load Number One Two Controlling Moment: 13908 ft-lb Left Live Load 76 plf 88 plf 2.72 Ft from left support of span 2(Center Span) Left Dead Load 50 pif 59 pif Created by combining all dead loads and live loads on span(s)2 Right Live Load 76 plf 88 plf Controlling Shear: 7069 lb Right Dead Load 50 plf 59 plf At left support of span 2(Center Span) Load Start 0 ft 2 ft Created by combining all dead loads and live loads on span(s)2 Load End 2 ft 16 ft Load Length 2 ft 14 ft Comparisons with required sections: Req'd Provided Section Modulus: 69.54 in3 94.17 in3 Area(Shear): 40.01 in2 53.81 in2 Moment of Inertia(deflection): 415.95 in4 494.4 in4 Moment: 13908 ft-lb 18834 ft-lb Shear: 7069 lb 9507 lb Page Project:22210A JT ROTH Patrick J. Burke Location: M9-STAIR HALL/GREAT RM BM Alan Mascord Design Multi-Loaded Multi-Span Beam 2187 NW Reed St, Ste 100 or [2015 International Building Code(2015 NDS)] Portland, OR 97210 5.125 IN x 12.0 IN x 16.5 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 10.0.1.6 3/2/2018 10:59:58 AM Section Adequate By: 15.4% Controlling Factor: Deflection DEFLECTIONS Center LOADING DIAGRAM Live Load 0.48 IN L/415 Dead Load 0.20 in Total Load 0.68 IN L/293 Live Load Deflection Criteria: U360 Total Load Deflection Criteria:L/240 REACTIONS A Live Load 3050 lb 3130 lb Dead Load 1285 lb 1305 lb Total Load 4335 lb 4435 lb Bearing Length 1.30 in 1.33 in BEAM DATA Center Span Length 16.5 ft 41 Unbraced Length-Top 0 ft A 16.5 rt Unbraced Length-Bottom 16.5 ft Live Load Duration Factor 1.00 Camber Adj. Factor 1 UNIFORM LOADS Center Camber Required 0.2 Uniform Live Load 360 plf Notch Depth 0.00 Uniform Dead Load 140 plf MATERIAL PROPERTIES Beam Self Weight 13 plf 24F-V4-Visually Graded Western Species Total Uniform Load 513 plf Base Values Adjusted POINT LOADS-CENTER SPAN Bending Stress: Fb= 2400 psi Controlled by: Load Number One Fb_cmpr= 1850 psi Fb'= 2400 psi Live Load 240 lb Cd=1.00 Dead Load 60 Ib Shear Stress: Fv= 265 psi Fv'= 265 psi Location 11 ft Cd=1.00 Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Comp.1 to Grain: Fc-1= 650 psi Fc-1'= 650 psi Controlling Moment: 18304 ft-lb 8.41 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -4435 lb 16.0 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Req'd Provided Section Modulus: 91.52 in3 123 in3 Area(Shear): 25.1 in2 61.5 in2 Moment of Inertia(deflection): 639.73 in4 738 in4 Moment: 18304 ft-lb 24600 ft-lb Shear: -4435 lb 10865 lb page Project:22210A JT ROTH Patrick J. Burke / Location: M10-GREAT RM REAR WINDOW HDR Alan Mascord Design Multi-Loaded Multi-Span Beam 2187 NW Reed St, Ste 100 or [2015 International Building Code(2015 NDS)] Portland, OR 97210 3.5 IN x 9.25 IN x 7.5 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.6 3/2/2018 10:59:57 AM Section Adequate By: 19.0% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.07 IN L/1297 Dead Load 0.03 in Total Load 0.10 IN L/870 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria:L/240 REACTIONS A Live Load 1350 lb 1350 lb Dead Load 664 lb 664 lb Total Load 2014 lb 2014 lb Bearing Length 0.92 in 0.92 in BEAM DATA Center Span Length 7.5 ft , Unbraced Length-Top 0 ft A — 7.5 ft B Unbraced Length-Bottom 7.5 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 360 plf #2-Douglas-Fir-Larch Uniform Dead Load 170 plf Base Values Adjusted Beam Self Weight 7 plf Bending Stress: Fb= 900 psi Fb'= 1080 psi Total Uniform Load 537 plf Cd=1.00 CF=1.20 Shear Stress: Fv= 180 psi Fv'= 180 psi Cd=1.00 Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Comp.1 to Grain: Fc- = 625 psi Fc-1'= 625 psi Controlling Moment: 3776 ft-lb 3.75 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -2014 lb 8.0 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Read Provided Section Modulus: 41.95 in3 49.91 in3 Area(Shear): 16.78 in2 32.38 in2 Moment of Inertia(deflection): 64.06 in4 230.84 in4 Moment: 3776 ft-lb 4492 ft-lb Shear: -2014 lb 3885 lb page Project:22210A JT ROTHan Patrick J. Burke Location: M11 -BM 0/DINING Alan Mascord Design Multi-Loaded Multi-Span Beam no.2187 NW Reed St, Ste 100 of [2015 International Building Code(2015 NDS)] Portland, OR 97210 5.5 IN x 11.5 IN x 11.0 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.6 3/2/2018 10:59:57 AM Section Adequate By:8.5% Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.15 IN L/865 Dead Load 0.04 in Total Load 0.20 IN L/674 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A Live Load 2310 lb 2310 lb Dead Load 653 lb 653 lb Total Load 2963 lb 2963 lb Bearing Length 0.86 in 0.86 in BEAM DATA Center Span Length 11 ft Unbraced Length-Top 0 ft A »ft Unbraced Length-Bottom 11 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 420 plf #2-Douglas-Fir-Larch Uniform Dead Load 105 plf Base Values Adjusted Beam Self Weight 14 plf Bending Stress: Fb= 875 psi Fb'= 875 psi Total Uniform Load 539 plf Cd=1.00 CF=1.00 Shear Stress: Fv= 170 psi Fv'= 170 psi Cd=1.00 Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi Comp.-I-to Grain: Fc- = 625 psi Fc--L'= 625 psi Controlling Moment: 8148 ft-lb 5.5 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -2963 lb At right support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Req'd Provided Section Modulus: 111.74 in3 121.23 in3 Area(Shear): 26.14 in2 63.25 in2 Moment of Inertia(deflection): 290.21 in4 697.07 in4 Moment: 8148 ft-lb 8840 ft-lb Shear: -2963 lb 7168 lb page Project:22210A JT ROTH NEPatrick J. Burke Location: M12-DINING PATIO DR HDR Alan Mascord Design Multi-Loaded Multi-Span Beam 2187 NW Reed St,Ste 100 of [2015 International Building Code(2015 NDS)] Portland,OR 97210 3.5 INx7.25INx6.0FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.6 3/2/2018 10:59:57 AM Section Adequate By:47.5% Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.04 IN L/1918 Dead Load 0.04 in Total Load 0.07 IN L/975 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 687 lb 687 lb Dead Load 665 lb 665 lb Total Load 1352 lb 1352 lb Bearing Length 0.62 in 0.62 in BEAM DATA Center Span Length 6 ft Unbraced Length-Top 0 ft A- - Eft B Unbraced Length-Bottom 6 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 189 plf #2-Douglas-Fir-Larch Uniform Dead Load 206 plf Base Values Adjusted Beam Self Weight 6 plf Bending Stress: Fb= 900 psi Fb'= 1170 psi Total Uniform Load 401 plf Cd=1.00 CF=1.30 TRAPEZOIDAL LOADS-CENTER SPAN Shear Stress: Fv= 180 psi Fv'= 180 psi Load Number One Cd=1.00 Left Live Load 40 plf Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Left Dead Load 10 plf Comp.--to Grain: Fc- L= 625 psi Fc--I-'= 625 psi Right Live Load 40 plf Right Dead Load 10 plf Controlling Moment: 2027 ft-lb Load Start 0 ft 3.0 Ft from left support of span 2(Center Span) Load End 6 ft Created by combining all dead loads and live loads on span(s)2 Load Length 6 ft Controlling Shear: 1352 lb At left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Req'd Provided Section Modulus: 20.79 in3 30.66 in3 Area(Shear): 11.26 in2 25.38 in2 Moment of Inertia(deflection): 27.36 in4 111.15 in4 Moment: 2027 ft-lb 2989 ft-lb Shear: 1352 lb 3045 lb page Project:22210A JT ROTH Patrick J. Burke Location: M13-REAR PORCH BM 'w `Alan Mascord Design Multi-Loaded Multi-Span Beam 2187 NW Reed St,Ste 100 of [2015 International Building Code(2015 NDS)] Portland,OR 97210 5.5 INx7.5INx11.0FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.6 3/2/2018 10:59:57 AM Section Adequate By: 7.6% Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.15 IN L/891 Dead Load 0.11 in Total Load 0.26 IN L/509 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: L/240 REACTIONS A Live Load 622 lb 622 lb Dead Load 467 lb 467 lb Total Load 1089 lb 1089 lb Bearing Length 0.32 in 0.32 in BEAM DATA Center Span Length 11 ft Unbraced Length-Top 0 ft A lin B Unbraced Length-Bottom 11 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 113 plf #2-Douglas-Fir-Larch Uniform Dead Load 76 plf Base Values Adjusted Beam Self Weight 9 plf Bending Stress: Fb= 750 psi Fb'= 750 psi Total Uniform Load 198 plf Cd=1.00 CF=1.00 Shear Stress: Fv= 170 psi Fv'= 170 psi Cd=1,00 Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi Comp. L to Grain: Fc- = 625 psi Fc- L'= 625 psi Controlling Moment: 2994 ft-lb 5.5 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -1089 lb At right support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Req'd Provided Section Modulus: 47.9 in3 51.56 in3 Area(Shear): 9.61 in2 41.25 in2 Moment of Inertia(deflection): 91.18 in4 193.36 in4 Moment: 2994 ft-lb 3223 ft-lb Shear: -1089 lb 4675 lb page Project:22210A JT ROTH an Patrick J. Burke / Location: M14-CANT. BM 0/KITCHEN/DINING SIDE Alan Mascord Design Multi-Loaded Multi-Span Beam 2187 NW Reed St.Ste 100 of [2015 International Building Code(2015 NDS)] Portland, OR 97210 5.5 IN x 11.5 IN x 6.0 FT(4+2) #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.6 3/2/2018 10:59:57 AM Section Adequate By: 5.3% Controlling Factor: Moment DEFLECTIONS Center Right LOADING DIAGRAM Live Load -0.01 IN L/4909 0.04 IN 2L/1262 Dead Load -0.01 in 0.03 in Total Load -0.02 IN L/2957 0.06 IN 2L/756 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A Live Load 80 lb 3867 lb Dead Load -796 lb 2601 lb Total Load -716 lb 6468 lb Uplift(1.5 F.S) -2045 lb 0 lb Bearing Length 0.00 in 1.88 in . 111111111111 BEAM DATA Center Right Span Length 4 ft 2 ft A 4 f - eft Unbraced Length-Top 0 ft 0 ft Unbraced Length-Bottom 4 ft 2 ft Live Load Duration Factor 1.00 UNIFORM LOADS Center Right Notch Depth 0.00 Uniform Live Load 40 plf 40 plf MATERIAL PROPERTIES Uniform Dead Load 10 plf 10 plf #2-Douglas-Fir-Larch Beam Self Weight 14 plf 14 plf Base Values Adjusted Total Uniform Load 64 plf 64 plf Bending Stress: Fb= 875 psi Fb'= 872 psi POINT LOADS-RIGHT SPAN Cd=1.00 C1=1.00 CF=1.00 Load Number One " Shear Stress: Fv= 170 psi Fv'= 170 psi Live Load 2458 lb Cd=1.00 Dead Load 1663 lb Modulus of Elasticity: E= 1300 ksi E= 1300 ksi Location 2 ft Comp.1 to Grain: Fc-L= 625 psi Fc- L'= 625 psi *Load obtained from Load Tracker. See Summary Report for details. Controlling Moment: -8369 ft-lb Over right support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)3 Controlling Shear: 4248 lb At left support of span 3(Right Span) Created by combining all dead loads and live loads on span(s)2,3 Comparisons with required sections: Reg'd Provided Section Modulus: 115.14 in3 121.23 in3 Area(Shear): 37.49 in2 63.25 in2 Moment of Inertia(deflection): 221.37 in4 697.07 in4 Moment: -8369 ft-lb 8812 ft-lb Shear: 4248 lb 7168 lb Project:22210A JT ROTH page Patrick J. Burke Location:M15-CANT. BM 0/KITCHEN/EXTERIOR SIDE Alan Mascord Design Multi-Loaded Multi-Span Beam EN 2187 NW Reed St,Ste 100 or [2015 International Building Code(2015 NDS)] Portland, OR 97210 (2)1.5 IN x 11.25 IN x 6.0 FT(4+2) #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.6 3/2/2018 10:59:57 AM Section Adequate By: 96.5% Controlling Factor: Moment CAUTIONS *Laminations are to be fully connected to provide uniform transfer of loads to all members DEFLECTIONS Center Right LOADING DIAGRAM Live Load 0.00 IN L/MAX 0.02 IN 2L/2802 Dead Load 0.00 in 0.01 in Total Load -0.01 IN L/6592 0.03 IN 2L/1676 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A Live Load 80 lb 1184 lb Dead Load -209 lb 783 lb Total Load -129 lb 1967 lb Uplift(1.5 F.S) -564 lb 0 lb Bearing Length 0.00 in 1.05 in BEAM DATA Center Right Span Length O ft 2 ft 11, 1111111111111111111111111117111111111.4 ft 2 f Unbraced Length-Top 0 ft 0 ft Unbraced Length-Bottom 4 ft 2 ft Live Load Duration Factor 1.00 UNIFORM LOADS Center Right Notch Depth 0.00 Uniform Live Load 40 plf 40 plf MATERIAL PROPERTIES Uniform Dead Load 10 plf 10 plf #2-Douglas-Fir-Larch Beam Self Weight 7 plf 7 plf Base Values Adjusted, Total Uniform Load 57 plf 57 plf Bending Stress: Fb= 900 psi Fb'= 892 psi POINT LOADS-RIGHT SPAN Cd=1.00 CI=0.99 CF=1.00 Load Number One Shear Stress: Fv= 180 psi Fv'= 180 psi Live Load 669 lb Cd=1.00 Dead Load 470 lb Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Location 2 ft Comp. to Grain: Fc- = 625 psi Fc- L'= 625 psi *Load obtained from Load Tracker. See Summary Report for details. Controlling Moment: -2393 ft-lb Over right support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2,3 Controlling Shear: 1254 lb At left support of span 3(Right Span) Created by combining all dead loads and live loads on span(s)2,3 Comparisons with required sections: Req'd Provided Section Modulus: 32.2 in3 63.28 in3 Area(Shear): 10.45 in2 33.75 in2 Moment of Inertia(deflection): 50.97 in4 355.96 in4 Moment: -2393 ft-lb 4702 ft-lb Shear: 1254 lb 4050 lb page Project:22210A JT ROTH Patrick J. Burke Location: M16-FLUSH BM 0/KIT/GARAGE SIDE Alan Mascord Design Multi-Loaded Multi-Span BeamM2187 NW Reed St,Ste 100 of [2015 International Building Code(2015 NDS)] Portland,OR 97210 5.25 IN x 11.25 IN x 9.5 FT 2.0E Parallam-iLevel Trus Joist StruCalc Version 10.0.1.6 3/2/2018 10:59:57 AM Section Adequate By:35.4% Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.14 IN L/843 Dead Load 0.09 in Total Load 0.23 IN L/504 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria:L/240 REACTIONS A Live Load 4044 lb 2541 lb Dead Load 2720 lb 1717 lb Total Load 6764 lb 4258 lb 2 Bearing Length 1.72 in 1.08 in BEAM DATA Center Span Length 9.5 ft Unbraced Length-Top 0 ft AB " 9.6 ft Unbraced Length-Bottom 9.5 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 40 plf 2.0E Parallam-iLevel Trus Joist Uniform Dead Load 10 plf Base Values Adjusted Beam Self Weight 18 plf Bending Stress: Fb= 2900 psi Fb'= 2921 psi Total Uniform Load 68 plf Cd=1.00 CF=1.01 POINT LOADS-CENTER SPAN Shear Stress: Fv= 290 psi Fv'= 290 psi Load Number One" Two" Cd=1.00 Live Load 4964 lb 1241 lb Modulus of Elasticity: E= 2000 ksi E'= 2000 ksi Dead Load 3324 lb 842 lb Comp.L to Grain: Fc- = 750 psi Fc- L'= 750 psi Location 3 ft 6 ft Controlling Moment: 19913 ft-lb *Load obtained from Load Tracker.See Summary Report for details. 3.04 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 6763 lb At left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Req'd Provided Section Modulus: 81.81 in3 110.74 in3 Area(Shear): 34.98 in2 59.06 in2 Moment of Inertia(deflection): 296.72 in4 622.92 in4 Moment: 19913 ft-lb 26955 ft-lb Shear: 6763 lb 11419 lb page Project:22210A JT ROTH Patrick J. Burke Location: M17-KIT.BM O/ISLAND an Alan Mascord Design Multi-Loaded Multi-Span Beam 2187 NW Reed St,Ste 100 of [2015 International Building Code(2015 NDS)] Portland,OR 97210 5.125 IN x 12.0 IN x 18.0 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 10.0.1.6 3/2/2018 10:59:57 AM Section Adequate By: 12.5% Controlling Factor: Deflection DEFLECTIONS Center LOADING DIAGRAM Live Load 0.53 IN L/405 Dead Load 0.20 in Total Load 0.74 IN L/294 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: L/240 REACTIONS A Live Load 5979 lb 2385 lb 1 Dead Load 3229 lb 811 lb Total Load 9208 lb 3196 lb Bearing Length 2.76 in 0.96 in BEAM DATA Center Span Length 18 ft i Unbraced Length-Top 0 ft A 18 ft Unbraced Length-Bottom 18 ft Live Load Duration Factor 1.00 Camber Adj. Factor 1 UNIFORM LOADS Center Camber Required 0.2 Uniform Live Load 240 plf Notch Depth 0.00 Uniform Dead Load 60 plf MATERIAL PROPERTIES Beam Self Weight 13 plf 24F-V4-Visually Graded Western Species Total Uniform Load 313 plf Base Values Adjusted POINT LOADS-CENTER SPAN Bending Stress: Fb= 2400 psi Controlled by: Load Number One Fb_cmpr= 1850 psi Fb'= 2400 psi Live Load 4044 lb Cc/111.00 Dead Load 2720 lb Shear Stress: Fv= 265 psi Fv'= 265 psi Location 1 ft Cd=1.00 *Load obtained from Load Tracker.See Summary Report for details. Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Comp.L to Grain: Fc-1= 650 psi Fc--L'= 650 psi Controlling Moment: 16297 ft-lb 7.74 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 9208 lb At left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Req'd Provided Section Modulus: 81.48 in3 123 in3 Area(Shear): 52.12 in2 61.5 in2 Moment of Inertia(deflection): 655.82 in4 738 in4 Moment: 16297 ft-lb 24600 ft-lb Shear: 9208 lb 10865 lb page Project:22210A JT ROTHNM Patrick J. Burke Location: U1 -FRONT BR#2 WINDOW HDR Alan Mascord Design Multi-Loaded Multi-Span Beam 2187 NW Reed St,Ste 100 of [2015 International Building Code(2015 NDS)] EN Portland,OR 97210 3.125 IN x 10.5 INx5.0FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 10.0.1.6 3/2/2018 10:59:58 AM Section Adequate By: 18.7% Controlling Factor: Shear DEFLECTIONS Center LOADING DIAGRAM Live Load 0.04 IN L/1603 Dead Load 0.03 in Total Load 0.06 IN L/959 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 2919 lb 1993 lb Dead Load 1963 lb 1345 lb Total Load 4882 lb 3338 lb Bearing Length 2.40 in 1.64 in BEAM DATA Center Span Length 5 ft Unbraced Length-Top 0 ft A — -- 5ft r.. B Unbraced Length-Bottom 5 ft Live Load Duration Factor 1.00 Camber Adj. Factor 0 UNIFORM LOADS Center Camber Required 0 Uniform Live Load 0 plf Notch Depth 0.00 Uniform Dead Load 0 plf MATERIAL PROPERTIES Beam Self Weight 7 plf 24F-V4-Visually Graded Western Species Total Uniform Load 7 plf Base Values Adjusted POINT LOADS-LEFT SPAN Bending Stress: Fb= 2400 psi Controlled by: Load Number One Fb_cmpr= 1850 psi Fb'= 2400 psi Live Load 4482 lb Cd=1.00 Dead Load 2988 lb Shear Stress: Fv= 265 psi Fv'= 265 psi Location 2 ft Cd=1.00 CENTER SPAN Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Load Number Comp.1-to Grain: Fc- = 650 psi Fc--i-'= 650 psi Live Load Controlling Moment: 9414 ft-lb Dead Load Location 2.0 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 TRAPEZOIDAL LOADS-LEFT SPAN Controlling Shear: 4882 lb Load Number One Two At left support of span 2(Center Span) Left Live Load 101 plf 76 plf Created by combining all dead loads and live loads on span(s)2 Left Dead Load 67 plf 50 plf Right Live Load 101 plf 76 plf Comparisons with required sections: Req'd Provided Right Dead Load 67 plf 50 plf Section Modulus: 47.07 in3 57.42 in3 Load Start 0 ft 2 ft Area(Shear): 27.63 in2 32.81 in2 Load End 2 ft 5 ft Moment of Inertia(deflection): 75.42 in4 301.46 in4 Load Length 2 ft 3 ft Moment: 9414 ft-lb 11484 ft-lb CENTER SPAN Shear: 4882 lb 5797 lb Load Number Left Live Load Left Dead Load Right Live Load Right Dead Load Load Start Load End Load Length page Project:22210A JT ROTH , Patrick J. Burke / Location: U2-MSTR CLOSET/BATH DR HDR J Alan Mascord Design Multi-Loaded Multi-Span Beam 2187 NW Reed St,Ste 100 of [2015 International Building Code(2015 NDS)] Portland,OR 97210 5.125 IN x 10.5 IN x 2.5 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 10.0.1.6 3/2/2018 10:59:58 AM Section Adequate By: 14.7% Controlling Factor: Shear DEFLECTIONS Center LOADING DIAGRAM Live Load 0.00 IN L/MAX Dead Load 0.00 in Total Load 0.00 IN L/7901 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: L/240 REACTIONS A Live Load 4964 lb 1241 lb Dead Load 3324 lb 842 lb Total Load 8288 lb 2083 lb Bearing Length 2.49 in 0.63 in BEAM DATA Center Span Length 2.5 ft Unbraced Length-Top O ft A 2.5 ft — B Unbraced Length-Bottom 2.5 ft Live Load Duration Factor 1.00 Camber Adj. Factor 1 UNIFORM LOADS Center Camber Required 0 Notch Depth 0.00 Uniform Live Load 0 plf Uniform Dead Load 0 plf MATERIAL PROPERTIES Beam Self Weight 12 plf 24F-V4-Visually Graded Western Species Total Uniform Load 12 plf Base Values Adjusted POINT LOADS-CENTER SPAN Bending Stress: Fb= 2400 psi Controlled by: Load Number One Fb_cmpr= 1850 psi Fb'= 2400 psi Live Load 6205 lb Cd=1.00 Dead Load 4137 lb Shear Stress: Fv= 265 psi Fv'= 265 psi Location 0.5 ft Cd=1.00 Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Comp.1-to Grain: Fc--I-= 650 psi Fc--- = 650 psi Controlling Moment: 4143 ft-lb 0.5 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 8288 lb At left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Req'd Provided Section Modulus: 20.71 in3 94.17 in3 Area (Shear): 46.91 in2 53.81 in2 Moment of Inertia(deflection): 15.02 in4 494.4 in4 Moment: 4143 ft-lb 18834 ft-lb Shear: 8288 lb 9507 lb page Project:22210A JT ROTHan Patrick J. Burke Location:U3-MSTR TUB WIND HDR Alan Mascord Design Multi-Loaded Multi-Span Beam No 2187 NW Reed St,Ste 100 or [2015 International Building Code(2015 NDS)] Portland, OR 97210 3.5 IN x 11.25 IN x 6.0 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.6 3/2/2018 10:59:58 AM Section Adequate By: 14.6% Controlling Factor: Shear DEFLECTIONS Center LOADING DIAGRAM Live Load 0.02 IN L/3891 Dead Load 0.01 in Total Load 0.03 IN L/2309 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 2458 lb 669 lb Dead Load 1663 lb 470 lb Total Load 4121 lb 1139 lb Bearing Length 1.88 in 0.52 in BEAM DATA Center Span Length 6 ft -- Unbraced Length-Top O ft A — 6 ft B Unbraced Length-Bottom 6 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 0 plf #2-Douglas-Fir-Larch Uniform Dead Load 0 plf Base Values Adjusted Beam Self Weight 9 plf Bending Stress: Fb= 900 psi Fb'= 990 psi Total Uniform Load 9 plf Cd=1.00 CF=1.10 POINT LOADS-CENTER SPAN Shear Stress: Fv= 180 psi Fv'= 180 psi Load Number One Cd=1.00 Live Load 2621 lb Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Dead Load 1748 lb Comp.1 to Grain: Fc-1= 625 psi Fc-1'= 625 psi Location 1 ft Controlling Moment: 4003 ft-lb TRAPEZOIDAL LOADS-CENTER SPAN 1.02 Ft from left support of span 2(Center Span) Load Number One Two Created by combining all dead loads and live loads on span(s)2 Left Live Load 126 plf 76 plf Controlling Shear: 4121 lb Left Dead Load 84 plf 50 plf At left support of span 2(Center Span) Right Live Load 126 plf 76 plf Created by combining all dead loads and live loads on span(s)2 Right Dead Load 84 plf 50 plf Load Start 0 ft 1 ft Comparisons with required sections: Reci'd Provided Load End 1 ft 6 ft Section Modulus: 48.52 in3 73.83 in3 Load Length 1 ft 5 ft Area(Shear): 34.35 in2 39.38 in2 Moment of Inertia(deflection): 43.17 in4 415.28 in4 Moment: 4003 ft-lb 6091 ft-lb Shear: 4121 lb 4725 lb page Project:22210A JT ROTHRE Patrick J. Burke Location: U4-REAR MSTR BR.WINDOW HDR Alan Mascord Design / Multi-Loaded Multi-Span Beam 2187 NW Reed St,Ste 100 of [2015 International Building Code(2015 NDS)] Portland,OR 97210 3.5 INx7.25INx7.5FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.6 3/2/2018 10:59:58 AM Section Adequate By: 97.3% Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.05 IN L/1785 Dead Load 0.04 in Total Load 0.09 IN L/1043 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: L/240 REACTIONS A Live Load 473 lb 473 lb Dead Load 336 lb 336 lb Total Load 809 lb 809 lb Bearing Length 0.37 in 0.37 in BEAM DATA Center Span Length 7.5 ft Unbraced Length-Top 0 ft A 7.5 ft -B Unbraced Length-Bottom 7.5 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 126 plf #2-Douglas-Fir-Larch Uniform Dead Load 84 plf Base Values Adiusted Beam Self Weight 6 plf Bending Stress: Fb= 900 psi Fb'= 1170 psi Total Uniform Load 216 plf Cd=1.00 CF=1.30 Shear Stress: Fv= 180 psi Fv'= 180 psi Cd=1.00 Modulus of Elasticity: E= 1600 ksi E= 1600 ksi Comp.L to Grain: Fc- = 625 psi Fc--- = 625 psi Controlling Moment: 1515 ft-lb 3.75 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 808 lb At left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Req'd Provided Section Modulus: 15.54 in3 30.66 in3 Area(Shear): 6.73 in2 25.38 in2 Moment of Inertia(deflection): 25.57 in4 111.15 in4 Moment: 1515 ft-lb 2989 ft-lb Shear: 808 lb 3045 lb page Project:22210A JT ROTH RE Patrick J. Burke Location: U5-REAR BONUS WINDOW HDR Alan Mascord Design Multi-Loaded Multi-Span Beam ;2187 NW Reed St.Ste 100 or [2015 International Building Code(2015 NDS)] j Portland, OR 97210 M. 3.125 IN x 9.0 IN x 7.5 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 10.0.1.6 3/2/2018 10:59:58 AM Section Adequate By:4.0% Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.14 IN L/634 Dead Load 0.10 in Total Load 0.24 IN L/378 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 2394 lb 2124 lb Dead Load 1618 lb 1440 lb Total Load 4012 lb 3564 lb Bearing Length 1.98 in 1.75 in BEAM DATA Center Span Length 7.5 ft Unbraced Length-Top 0 ft A 7.5 ft — — B Unbraced Length-Bottom 7.5 ft Live Load Duration Factor 1.00 Camber Adj. Factor 1 UNIFORM LOADS Center Camber Required 0.1 Uniform Live Load 0 plf Notch Depth 0.00 Uniform Dead Load 0 plf MATERIAL PROPERTIES Beam Self Weight 6 plf 24F-V4-Visually Graded Western Species Total Uniform Load 6 plf Base Values Adjusted POINT LOADS-CENTER SPAN Bending Stress: Fb= 2400 psi Controlled by: Load Number One Fb_cmpr= 1850 psi Fb'= 2400 psi Live Load 1803 lb Cd=1.00 Dead Load 1202 lb Shear Stress: Fv= 265 psi Fv'= 265 psi Location 2 ft Cd=1.00 Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi TRAPEZOIDAL LOADS-CENTER SPAN Comp.-I-to Grain: Fc--I = 650 psi Fc-l'= 650 psi Load Number One Two Left Live Load 76 plf 466 plf Controlling Moment: 8111 ft-lb Left Dead Load 50 plf 311 plf 2.92 Ft from left support of span 2(Center Span) Right Live Load 76 plf 466 plf Created by combining all dead loads and live loads on span(s)2 Right Dead Load 50 plf 311 plf Controlling Shear: 4012 lb Load Start 0 ft 2 ft At left support of span 2(Center Span) Load End 2 ft 7.5 ft Created by combining all dead loads and live loads on span(s)2 Load Length 2 ft 5.5 ft Comparisons with required sections: Req'd Provided Section Modulus: 40.56 in3 42.19 in3 Area(Shear): 22.71 in2 28.13 in2 Moment of Inertia(deflection): 120.53 in4 189,84 in4 Moment: 8111 ft-lb 8438 ft-lb Shear: 4012 lb 4969 lb page Project:22210A JT ROTH Patrick J. Burke Location:W1 -STAIR WALL-BALLOON FRAMED Alan Mascord Design Wall NE 2187 NW Reed St,Ste 100 or [2015 International Building Code(2015 NDS)] Portland,OR 97210 1.5 INx5.5INx18.0FT@16O.C. #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.6 3/2/2018 10:59:58 AM Section Adequate By: 70.1% Controlling Factor: Combined Stress Factor DEFLECTIONS LOADING DIAGRAM Deflection due to lateral loads only: Defl= 0.47 IN=L/456 Live Load Deflection Criteria: L/180 VERTICAL REACTIONS Live Load: Vert-LL-Rxn= 167 lb Dead Load: Vert-DL-Rxn= 353 lb B Total Load: Vert-TL-Rxn= 520 lb HORIZONTAL REACTIONS Total Reaction at Top of Column: TL-Rxn-Top= 60 lb Total Reaction at Bottom of Column: TL-Rxn-Bottom= 60 lb WALL DATA Total Stud Length: 18 ft Wall Dead Weight: 10 psf Unbraced Length(X-Axis)Lx: 18 ft Unbraced Length(Y-Axis)Ly: 0 ft Stud End Condition-K(e): 1 l8 ft Axial Load Duration Factor 1.00 Lateral Load Duration Factor(Wind/Seismic) 1.33 STUD PROPERTIES #2-Douglas-Fir-Larch Base Values Adjusted Compressive Stress: Fc= 1350 psi Fc'= 298 psi Cd=1.33 Cf=1.10 Cp=0.15 Bending Stress(X-X Axis): Fbx= 900 psi Fbx'= 1790 psi Cd=1.33 CF=1.30 Cr=1.15 CI=1.00 Bending Stress(Y-Y Axis): Fby= 900 psi Fby'= 1790 psi Cd=1.33 CF=1.30 Cr-1.15 A Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi WALL LOAD CALCULATOR Stud Section(X-X Axis): dx= 5.5 in Live Load Dead Load Tributary Width Stud Section(Y-Y Axis): dy= 1.5 in Load Tracker: LL= 0 plf DL= 0 plf Area: A= 8.25 in2 Roof: LL= 25 psf DL= 17 psf TA= 5 ft Section Modulus(X-X Axis): Sx= 7.56 in3 Upper Floor: LL= 40 psf DL= 15 psf TA= 0 ft Section Modulus(Y-Y Axis): Sy= 2.06 in3 Upper Floor Height: 0 ft Slenderness Ratio: Lex/dx= 39.27 Middle Floor: LL= 40 psf DL= 15 psf TA= 0 ft Ley/dy= 0 Middle Floor Height: 0 ft Calculated Load: LL= 125 plf DL= 265 plf Stud Calculations(Controlling Case Only): Controlling Load Case:Axial Dead Load and Lateral loads(D+W or E) AXIAL LOADING Actual Compressive Stress: Fc= 43 psi Live Load: PL= 125 plf Allowable Compressive Stress: Fc'= 298 psi Dead Load: PD= 265 plf Eccentricity Moment(X-X Axis): Mx-ex= 0 ft-lb Total Axial Load: PT= 390 plf Eccentricity Moment(Y-Y Axis): My-ey= 0 ft-lb Moment Due to Lateral Loads(X-X Axis): Mx= 270 ft-lb LATERAL LOADING (Dy Face) Moment Due to Lateral Loads(Y-Y Axis): My= 0 ft-lb Uniform Lateral Load: wL-Lat= 5 psf Bending Stress Lateral Loads Only(X-X Axis):Fbx= 428 psi Allowable Bending Stress(X-X Axis): Fbx'= 1790 psi Bending Stress Lateral Loads Only(Y-Y Axis):Fby= 0 psi Allowable Bending Stress(Y-Y Axis): Fby'= 1790 psi Combined Stress Factor: CSF= 0.3