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Report (69) /23 S-3 & - DOWELd EN@ONEELIMIrg A E @PN1 O1 © 10570 SE Washington St. __ _ — Suite 210 CIVIL - STRUCTURAL ENGINEERS Portland, OR 97216 Tel. 503-254-6292 Fax 503-254-6761 RECEIVED LATERAL ANALYSIS NOV 1 " 119 CITY OF TIGARD January 9, 2006 BUILDING DIVISION R1- August 9, 2006 R2- October 31, 2006 Elite Care Extended Family Residence 12345 SW Grant Street Tigard, OR 97223 2003 IBC/2004 OSSC 100mph/Exposure B / Seismic Cat D Craig Monaghan Architect 4522 Lower Drive Lake Oswego, OR 97035 503-697-5005 Q,Ep PROF S cc0 �GINFF942 - 58367P 9r ,,,/ OREGO 16°°7:22,190 4r) T. Ro•14 . EXPIRES: DEC. 31, a EXCLUSION OF .iA .ITIri C L DISCLAIMER ANT)RFI.RASR, BUYER HEREBY WAIVES,RELEASES AND RENOUNCES ALL WARRANTIES(EXPRESS OR IMPLIED),OBLIGATIONS,AND LIABILITIES OF ROWELL ENGINEERING&DESIGN,INC.AND ALL OTHER RIGHTS,CLAIMS AND REMEDIES AGAINST ROWELL ENGINEERING&DESIGN,INC.(EXPRESS OR IMPLIED)WITH RESPECT TO ANY NONCONFORMITY,IMPROPER INSTALLATION, WORKMANSHIP OR MATERIALS. II.EXCLUSION OF CONSEQUENTIAT.AND OTHER DAMAGES ROWELL ENGINEERING&DESIGN,INC.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 INCIDENTAL OR CONSEQUENTIAL DAMAGES. M.THIS PRODUCT IS FOR A SINGLE USE ONLY AND IS NOT TO BE REUSED WITHOUT SPECIFIC AUTHORIZATION. ' i 0 D= t TA PLANT VIE W AA.L. 5HG4.r$41A/c.• 13AC.•1‘.1-0 3^4.K -1TT` L. H 0 L A w,f. ...7 l(v v� (3'L) , (,d. 5 /Ic=,r2 d) t M Ac.µ 14 ousez ›�../v) I ik Ho`� 4"��oC.K1N'C.- S qt_Lr H ri,t,�^� T t1 ct v �tb � MSt4"to A.M r Zoi� C.s .I.vEcru^/lr• Lo R A ° a...,../g ( 5 jrEM' top �rMrr. Hrr /(56.) 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(y-s)(3.1) ti- 1 (2- ct-S')C ,1 ctWTs-a.? 41 �(US'y -25 %s<6 r 7. ) = 11 - - _ f 5 (-2... w-T)( 1-71 4 «-9 - 2s43 .94 4 '2� ka7 L'�S'Zb C VCw --�_s ( tt -C) (451 I -7 -9 l rz)(3 -c") ,f ( I7_q_-� s) ( i)(q.c)( 1,) V7& ; ti;q(- C¢ '� 5°1 V191 = Crci, (24) (G ) (7 ( 3 #1- Vo 1V11 j0\J - 17 13 011 s = 1 (1 LI) Cct1 ote ROWELL ENGINEERING & DESIGN By wt 4 Date 12 3 /05- Project 0SProject �` �� CG r c4-11•1/4:4) / k4 CI 1 v 14-4 ;1 • u) Sheet / of 3 r Z5 — I � 9 L(2 <q ) ( 1i)(7) c t 4sY'3� m w 11 - (ii-W9) 11. r►'1� w = �t- ()_c ) C41 4- 11 - e ( s ) (4) e.S067 c 3053� ncc • cr (s) (K1 It - q ( zs-s) ( 3gsq # 1 C3 / 7 M6.14/ ? ( ' 2) ( ?) r�? = 11,61(q)(1) a 1126 L �s'G67 C. t 42g-7 S -erI. (2 -s) (Gh4 ( z- )(q) 34 tt-ct Id ( i) z }3 4-/ L1 N = 1 .7 - 1) ) (Lin /1'62 ' c 3Z zz7 L- N 5. / 1--c (z0) tat / Ivgt r. Pro e ROWELL ENGINEERING & DESIGN By on A Date '2 3 1 G Project C 7 ►e C'u r e ; (�.,t AJCI f G''1 e4.1 ti► 1 Sheet - of 3 } r < 244G4.i7 Id L`4gI -ct ( -.3) (4) 4 IM (s) la) 323-0" e._ s--, .f.S"vv — 11-9 (14-1- ) (q) 369x # Cz4-fctS"7 1_6w = 1113) (g) 4 (I.3 . 0 (°t ) ] 24-16 t-76- 11,010)(10) - VP II (orcOt- (4) (4i] ( 1 -R (r $) ( cC) Z3 ti - V( Vi \14. V3 yy Vs VI, 4 Lel LS L 4.� ROWELL ENGINEERING & DESIGN By V✓1 4 Date /2 3/0 Project E// f C4 r,e, : 4 .v 13 e..- I Ceq Sheet of 3 U _ j S�IARI CAwtt IJecG� t ' < 265) .�(44> m10N _ � . ; J► ( = II,�► (. )( 1g)4 r1,61(�x() --- Z5704 -- Z 5710 r I c13O V(Z = SUMSI ICLt; rrTtZe frt,60 Thl' ( �J�ZA) V13 SJ I �!Yl�� Cif dicoI(e4 1570 . ►1, (d (t) ; till 0112 & = Se L a t !./ ie. f l eci c I cdcr3 7 IryitSL = I -7 - ctrj (1 .2)(-s)-fr- (%)(4) J c c 4. 7 L5N = t1-1 ( 5 ) ( 4) -1- 1l . c, (tc .$ ) (c ) s J 12G*- • ►r t.lON - t f . ct 0)(15) -‘-- 0/071'" yeN NI di CI S I4 = 019971*- viv-, N L�� [ ,s- set Slel4t.C_c411y Ccs—trc,tleo) L11r = , 5, , , �li lf�� C61..oirei ) f2d` e- = 11 - 9E (I $-S)( S')4 (z) (<-1 )( Li) > °� ° a 0 > .s v SGS s) r- r- ROWELL ENGINEERING & DESIGN By o1 A Date f f l o Project C/ 'fE. C r : 5G 1 ct,, u vvi e e Sheet of / ..."), ' SHEARWALL SCHEDULE Zi I MARK SHEAR WALL GALV. EDGE FIELD 5/8X10 X PLF COVER BOX NAILS NAILS A.B. REMARKS INAIL O.C. O.C. , O.C. S 260 Plywood 8d 6" 12" 54" Standard Shearwall—applies to all exterior walls unless noted otherwise. A 300 �'/2"GWB 5d gwb „ Mark Al is GWB one side only- 150 plf. Both sides nail 4 4 45 All panel edges are blocked. B 310 Plywood 10d 6" 12" 45" C 460 Plywood 10d 4" 12" 30" D 600 Plywood 10d 3" 9" 23" 4X @ panel joints&staggered nailing. E 770 Plywood 10d 2" 6" 18" 4X @ panel joints&staggered nailing. F 920 Plywood, 10d 4" 12" 15" 4Xstaggered both sides @ panel joints& gg ered nailing. G 1540 Plywood, 10d 2" 6" 9" 4X @ panel joints&staggered nailing. both sides • 1. All shearwall plywood to be 15/32 APA rated sheathing;all edges blocked;joints meet over C/L of common member. 2. Walls that are not fastened directly to the foundation shall be nailed into double joist or double blocking with 20d galv.Box @ 4"o.c. 3. Floor&roof diaphragms to be minimum/2"APA rated sheathing with 8d nails @ 6"O.C.edges, 12"O.C.field. 4. Interior shearwalls extend to floor above or roof sheathing;nail to roof sheathing with 8d @ 4"o.c. 5. Fasten joist and blocking to all interior shearwalls with Simpson L50 @ 16"o.c.for types STD,A&B. Reduce spacing to 12"for type C;8"for type D;5"for type E&F. Fasten rafters or trusses to exterior shearwalls with Simpson H10. 6.All wall sheathing shall extend full height of wall framing,topplate to bottom plate. 7. Anchor bolts require Simpson BP5/8 plate washer between nut and sill plate. 8. All framing members are DF#2.Common nails can be substituted for galv.box nails. 9. Three inch sill plates are required for Type C through G shear walls. HOLDOWN SCHEDULE MARK LOAD SIMPSON FASTENERS REMARKS X LBS MODEL# 0 No holdown is required. 1 3,135 MST48 16-16d each end HTT22 @ foundation below U.N.O. i 2 5,800 MST72 28-16d each end HD8A @ foundation below U.N.O. 3 3930 MSTC48B3 54-16d Sinkers Double 2x studs and joists(minimum). I 7 5,175 HTT22 32-16d Sinkers Requires SSTB24 A.B.&2-2X studs 9 j 7,460 HD8A (3)-7/8" bolts Requires SSTB28 A.B. 10 9,540 HDIOA (4)-7/8"bolts Requires SSTB28 A.B. 11 15,305 HD15 (5)-1"bolts 1.25"diameter X 36"all-thread A.B.w/nut&washer on embedded end. Embed 14" into footing. Use 6X6 post. 1. Nails are common wire nails U.N.O.Bolts are A307.Hardware is Simpson. 2. Holdown anchor bolts can be extended with coupler nut and A307 all-thread rod. 3. All holdowns require 4X post u.n.o.;one holdown is required at each end of a shearwall panel. • 4. Minimum concrete strength=2500 psi.Eight inch wide foundation wallis required for holdowns. 5. All Simpson products to be installed per manufacturer's instructions. See current Simpson Catalog. 6. Holdown A.B.are in addition to the 5/8"x 10"A.B.required in the Shearwall Schedule. 7. Foundation Reinforcing:#4 T&B in stem wall;2-#4 cont.in footing. #4 dowels @ 24"o.c.if not a monolithic pour. Revised April 4,2005 ROWELL ENGINEERING AND DESIGN SHRWALL 01 Elite Care Sds: 97223 (T MCE Ground Motion - Conterminous 48 States Zip Code - 97223 Central Latitude = 45.44033 Central Longitude = -122.776223 Period MCE Sa (sec) (%g) 0.2 106.1 MCE Value of Ss, Site Class B 1.0 037.2 MCE Value of S1 Site Class B Spectral Parameters for Site Class D 0.2 114.6 Sa = FaSs, Fa = 1.08 1.0 061.7 Sa = FvS 1, Fv = 1.66 C.) - -7C9 Sass (2/3) � � � _ 3� � 1 STAIN'crCI'cJ S rill- J �; C orVN EC11 r► 0 EXTEND SHEARWALL THROUGH I INTERSECTING WALL. "SIMPSON"CMST 12 X LENGTH SPECIFIED ON PLAN.CONNECT TO BEAM,4XBLOCKING,COMMONS@TOP O.C.PLATE WITH 16d COMMONS OR C. 1 J� CONNECT FLOOR DIAPHRAGM TO BEAM OR 4X BLOCKING WITH l0d COMMONS@ 4"O.C. 'SIMPSON"CS 16 X LENGTH SPECIFIED ON PLAN.CONNECT TO BEAM,2X BLOCKING,OR TOP PLATE WITH Ed COMMONS Q 2 1/16"O.C. D� CONNECT FLOOR DIAPHRAGM TO • BEAM OR 2X BLOCKING WITH Ed CQMMONS@ 4"O.C. DSC4 CONNECT TOP PLATE TO {Q 3 GIRDER TRUSS. ?CONNECT BEAM/DBL FLOOR pH !01ST TO TOP PLATE.CONNECT FLOORDIAPHRAGM TOB BL. JOIST WITH Ed@6"O.C. /V%5/44 0517CONNECT BEAM/D JOIST TO BEAM/DBL JOIST.AA/ m5T4S (1G - lY CONNECT BEAM!DBL FLOOR. F� JOIST TO TOP PLATE.CONNECT FLOOR DIAPHRAGM TOBEAV/n BL JOIST WITH 10d @ 6-O.C.Whit ST72 • P9- TCONNECT BEAM/DBL JOIST TO BEAM/DBLJOIST.WiT1 en.5 1 ' ` • •S F4E• PROVIDE 15/32"MIN.PLYWOOD ROOF- 411 SHEATHING W/Ed COMMONS @ 6" O.C.AT ALL PANEL EDGES AND PERIMETER,12"O.C.IN FIELD. BLOCK ALL EDGES. • Sj' P PROVIDE 15/32"MIN.PLYWOOD ROOF �� F R n m jv SHEATHMG W/Ed COMMONS @ 4" O.C.AT ALL PANEL EDGES AND • PERIMETER,12"O.C.IN FIELD. • BLOCK ALL EDGES. A' WRAP STRAP AROUND BEAM OR DBL �' JOIST. PROVIDE 15/32"MIN.PLYWOOD ROOF • SHEATHING W/I0d COMMONS @ 4" WRAP STRAP AROUND BEAM OR DBL O.C.AT ALL PANEL EDGES AND • r't 9 JOIST.CONNECT BEAM OR DBL JOIST PERIMETER,12"O.C.IN FIELD. TO POST WITH(2)ST18s AT EACH BLOCK ALL EDGES. END. PROVIDE 15/32"MIN.PLYWOOD. WRAP STRAP AROUND BEAM OR DBL FLOOR/CEILING SHEATHING W/8d JA, JOIST.CONNECT BEAM OR DBL JOIST COMMONS 6"O.C.AT ALL PANEL r T TO WALL OR BEAM WITH(2)TS ISs AT EDGES AND PERIMETER,12"O.C.IN EACH END FIELD.BLOCK ALL EDGES. WRAP STRAP AROUND BEAM OR DBL PROVIDE 15/32"MIN.PLYWOOD JOIST.CONNECT BEAM OR DBL JOIST FLOOR/CEILING SHEATHING W/Ed TO WALL OR BEAM WITH(2)ST6224s COMMONS @ 4"O.C.AT ALL PANEL AT EACH END WITH®BELOW. EDGES AND PERIMETER 12"O.C.IN • FIELD.BLOCK ALL EDGES. WRAP STRAP AROUND BEAM OR DBL (PC5 \ JOIST.CONNECT BEAM OR DBL JOISTPROVIDE 15/32"MIN.PLYWOOD J TO WALL OR BEAM WITH(2)ST6224s FLOOR/CEILING SHEATHING W/10d / AT EACH END WITH VBELOW. COMMONS(d 4"O.C.AT ALL PANEL EDGES AND PERIMETER,12"O.C.IN FIELD. BLOCK ALL EDGES. ROWELL ENGINEERING & DESIGN By Date Project ST PQN)CJ !\(Z\7 N 0 fl c L.C(=F./NJ Sheet of Rte/ (1;5-7) DATE: 09/25/06 PROJECT: Elite Care Extended Family DESCRIPTION: Craig Monaghan Architect SIMPLIFIED STATIC PROCEDURE-2003 IBC BY: MA WIND SPEED: 100 EXPOSURE: B INCREASE 100/B WIND LOADS BY 1.00 SEISMIC CAT: D TO OBTAIN 100/B (Sos=2/3 Skis) 0.764 1.2SDS 0.92 R: 6.5 Zip Code 97223 A upper: 5100 A main: 5545 A lower: 6540 V=1.2SosWDL/R Ab: 6540 ASD Load Combination=V/1.4 (Eq. 16-18) WDL ASD DEAD V LOAD WALL HT. LINEAL SQUARE LOAD SEISMIC COMB. UPPER FLOOR PSF HEIGHT FEET FEET POUNDS POUNDS Eq. 16-18 ROOF/CEILING 15 5100 76500 10790 7707 EXT.WALLS 10 8 410 16400 2313 1652 INT.WALLS 8 8 230 7360 1038 741 BRICK 40 0 0 0 0 TOTAL 100260 14141 10101 MAIN FLOOR ROOF/CEILING 15 445 6675 941 672 FLOOR 10 5100 51000 7193 5138 EXT.WALLS 10 8 495 19800 2793 1995 INT.WALLS 8 8 260 8320 1174 838 WALLS ABOVE 23760 3351 2394 DECK 10 70 700 99 71 BRICK 40 0 0 0 0 TOTAL 110255 15551 11108 LOWER FLOOR SOLARIUM FLR. 15 1470 22050 3110 2221 FLOOR 10 4665 46650 6580 4700 EXT.WALLS 10 8 325 13000 1834 1310 INT.WALLS 8 8 300 9600 1354 967 WALLS ABOVE 28120 3966 2833 DECK 10 570 5700 804 574 BRICK 40 0 0 0 0 TOTAL 125120 17648 12605 REDUNDANCY FACTOR= 2-20/((Rmax)(Ab)1/2) WHERE, Rmax = Vwali X(10/1w)/Vstory Shear wall Allowable Floor to Floor Holdown Floor to Foundation Holdown Load(plt) Tag Load Type Tag Load Type S 260 1 3135 MST48 7 5175 HTT22 B 310 2 5800 MST72 9 7460 HD8A C 460 10 9540 HD10A D 600 11 15305 HD15 E 770 F 920 G 1540 ! � DATE: 09/25/06 PROJECT: Elite Care Extended Family Res. ` WALLS LOAD WALL SQ, FT. LINE LENGTH OF SHEAR WALLS(FEET) TOTAL HGHT. BRICK NOTES V1 4.5 4.0 5.0 4.0 4.0 4.5 4.5 30.5 8 V2 4.5 4.5 6.5 5.0 4.5 5.0 4.5 34.5 8 V3 4.0 6.0 4.0 14.0 8 V4 17.0 17.5 34.5 8 V5 17.0 17.5 34.5 8 V6 4.0 6.0 4.0 14.0 8 V7 3.5 3.5 7.0 8 V8 0.0 V9 0.0 V10 10.8 3.0 13.8 8 V11 10.8 3.0 13.8 8 Sim to V10 mirrored V12 14.0 14.0 28.0 8 V13 5.0 6.0 6.0 5.0 22.0 8 V14 0.0 V15 0.0 V16 0.0 M1 4.5 4.0 5.0 4.0 4.0 4.0 4.5 4.0 4.5 38.5 8 V1 M2 4.5 4 4.5 9.5 7.5 4.0 4.5 38.5 8 V2 M3 4.0 6.0 4.0 14.0 8 V3 M4 17.0 17.0 34.0 8 V4 M5 17.0 17.0 34.0 8 V5 M6 4.0 6.0 4.0 14.0 8 V6 M7 10.0 10.0 8 W M8 13.0 9.5 16.5 13.5 52.5 8 M9 0.0 M10 3.0 6.0 7.0 16.0 8 V10 M11 3.0 6.0 7.0 16.0 8 V11 M12 2.5 2.5 5.0 8 V12 M13 2.5 2.5 5.0 8 V13 M14 0.0 M15 0.0 M16 0.0 L1 11.5 5.0 9.0 12.0 4.5 42.0 8 M1 L2 5.5 3.5 5.5 3.5 9.0 23.0 50.0 8 M2 L3 43.5 43.5 8 M3 L4 11.5 6 14.5 32.0 8 M4 L5 17.5 8.0 25.5 8 M5 L6 6.5 3.0 4.0 4.0 3.5 21.0 8 M6 L7 2.3 5.0 7.3 8 M7 L8 26.0 5.5 6.0 15.0 52.5 8 M8 L9 10.5 11.5 22.0 8 L10 2.3 2.3 2.3 2.3 2.3 11.5 8 M10 L11 2.3 2.3 2.3 2.3 2.3 11.5 8 M11 L12 2.3 2.3 2.3 6.0 12.9 8 M12 L13 2.3 2.3 2.3 2.3 5.0 14.2 8 M13+M15 L14 2.3 2.3 4.6 8 L15 0.0 L16 1.0 1.0 (2)6X6 DF#1 Cantilever 4 $ (D1 D E: 09/25/06 PROJECT: Elite Care Extended Family Res. WIND SHEAR INC. EXPOS. PLF FOR LOAD FROM TOTAL WALL 100/B 100/B NOTES LENGTH EXPOS. ABOVE LOAD LENGTH PLF PLF V1 2600 2600 30.5 85 85 V2 2996 2996 34.5 87 87 V3 1197 1197 14.0 86 86 V4 2588 2588 34.5 75 75 V5 2543 2543 34.5 74 74 V6 1273 1273 14.0 91 91 V7 - 501 501 7.0 72 72 2.5 Seismic Inc. V8 0 0 0.0 0 0 V9 0 0 0.0 0- 0 V10 1713 1713 13.8 125 125 2.5 Seismic Inc. V11 1713 '1713 13.8 125 125 2.5 Seismic Inc. V12 0 0 28.0 0 0 2.5 Seismic Inc. V13 0 0 22.0 0 0 2.5 Seismic Inc. V14 0 0 0.0 0 0 V15 0 0 0.0 0 0 V16 0 0 0.0 0 0 0 17124 M1 2256 2600 4856 38.5 126 126 M2 5245 2996 8241 38.5 214 214 M3 1853 1197 3050 14.0 218 218 M4 3677 2588 6265 34.0 184 184 j M5 3859 2543 6402 34.0 188 188 M6 1934 1273 3207 14.0 229 229 M7 1128 501 1629 10.0 163 163 2.5 Seismic Inc. M8 2734 2734 52.5 52 52 M9 0 0 0.0 0 0 M10 2570 1713 4283 16.0 268 268 2.5 Seismic Inc. M11 2570 1713 4283 16.0 268 268 2.5 Seismic Inc. M12 0 0 5.0 0 0 2.5 Seismic Inc. M13 0 0 5.0 0 0 2.5 Seismic Inc. M14 0 0 0.0 0 0 M15 1003 1003 0.0 0 0 2.5 Seismic Inc. M16 0 0 0.0 0 0 17124 45953 L1 1862 4856 6718 42.0 160 160 L2 3222 8241 11463 50.0 229 229 L3 1500 3050 4550 43.5 105 105 L4 3270 6265 9535 32.0 298 298 L5 3695 6402 10097 25.5 396 396 L6 2498 3207 5705 21.0 272 272 L7 1611 1629 3240 7.3 444 444 2.5 Seismic Inc. L8 2734 2734 5468 52.5 104 104 L9 1261 1261 22.0 57 57 L10 1607 4283 5890 11.5 512 512 2.5 Seismic Inc. L11 1607 4283 5890 11.5 512 512 2.5 Seismic Inc. L12 0 0 12.9 0 0 2.5 Seismic Inc. L13 0 1003 1003 14.2 71 71 2.5 Seismic Inc. L14 2229 2229 4.6 485 485 2.5 Seismic Inc. L15 0 0 0.0 0 0 2.5 Seismic Inc. L16 658 658 1.0 658 658 2.5 Seismic Inc. 45953 73707 RD/ I DATE: 09/25/06 PROJECT: Elite Care Extended Family Res. SEISMIC it SEIS. TOTAL SQR. % SEIS. MAX. ADJUST DIREC. FLOOR FEET OF FLR WALL BRICK FROM ; 'L UNIT REDUN. REDUN. UNIT F-B L-R SHEAR SEIS. SHEAR SEIS. SEIS. ABOVE SEISMIC SHEAR FACT. FACT. SHEAR V1 X 10101 42% 4242 0 4242 139 1.00 1.00 139 V2 X 10101 41% 4141 0 4141 120 1.00 1.00 120 V3 X 10101 505 10% 1000 0 1000 71 1.00 1.00 71 V4 X 10101 1515 30% 3001 0 3001 87 1.00 1.00 87 V5 X 10101 1725 34% 3416 0 3416 99 1.00 1.00 99 V6 X 10101 505 10% 1000 0 1000 71 1.00 1.00 71 W X 10101 70 2% 202 0 505 72 1.00 1.00 72 V8 10101 0% 0 0 0 0 0.00 0 V9 10101 0% 0 0 0 0.00 0 V10 X 10101 425 8% 842 0 52104 153 1.00 1.00 153 V11 X 10101 425 8% 842 0 2104 153 1.00 1.00 153 V12 X 10101 525 10% 1040 0 ( 2600 93 1.00 1.00 93 V13 X 10101 255 5% 505 0 ' 1263 57 1.00 1.00 57 V14 10101 0% 0 0 0 0.00 0 V15 10101 0% 0 0 0 0 0.00 0 V16 10101 0% 0 0 0 0 0.00 0 200% 0 25377 M1 X 11108 1115 20% 2234 0 4242 6476 168 1.00 1.00 168 M2 X 11108 1575 28% 3155 0 4141 7296 190 1.00 1.00 190 M3 X 11108 445 8% 891 0 1000 1892 135 1.00 1.00 135 M4 X 11108 1800 32% 3606 0 3001 6606 194 1.00 1.00 194 M5 X 11108 1820 33% 3646 0 3416 7062 208 1.00 1.00 208 M6 X 11108 505 9% 1012 0 1000 2012 144 1.00 1.00 144 M7 X 11108 90 2% 180 0 505 956 96 1.00 1.00 96- M8 X 11108 1880 34% 3766 0 3766 72 1.00 1.00 72 M9 11108 0% 0 0 0 0 0.00 0 M10 X 11108 485 9% 972 0 2104 453 ' 283 1.00 1.00 283 M11 X 11108 485 9% 972 0 2104 4533 283 1.00 1.00 283 M12 X 11108 320 6% 641 0 2600 4202 840 1.00 1.00 840 M13 X 11108 405 7% 811 0 1263 3291 658 1.00 1.00 658 M14 11108 0% 0 0 0 0 0.00 0 M15 X 11108 85 2% 170 0 42, 0 0.00 1.00 0 M16 11108 0% 0 0 0 0 0.00 0- 199% 199% 25377 53052 L1 X 12605 1115 17% 2149 0 6476 8625 205 1.00 1.00 205 12 X 12605 1955 30% 3768 0 7296 11065 221 1.00 1.00 221 L3 X 12605 670 10% 1291 0 1892 3183 73 1.00 1.00 73 L4 X 12605 1955 30% 3768 0 6606 10375 324 1.00 1.00 324 L5 X 12605 1940 30% 3739 0 7062 10802 424 1.00 1.00 424 L6 X 12605 505 8% 973 0 2012 2985 142 1.00 1.00 142 L7 X 12605 90 1% 173 0 956 1389 190 1.00 1.00 190 L8 X 12605 1880 29% 3624 0' 3766 7390 141 1.00 1.00 141 L9 X 12605 120 2% 231 0 0 26 1.00 1.00 26- L10 X 12605 735 11% 1417 0 4533 8075 702 1.00 1.00' 702 L11 X 12605 735 11% 1417 0 4533 8075 702 1.00 1.00 702- L12 X 12605 425 6% 819 0 4202 6250 484 1.00 1.00 484 L13 X 12605 655 10% 1262 0 3717 6873 484 1.00 1.00 484 L14 X 12605 155 2% 299 0 0 747 162 1.00 1.00 162 L15 12605 0% 0 0 0 0 0 0.00 0 L16 X 12605 155 2% 299 0 0 747 747 1.00 1.00 747 200% 53052 87 01 9 DATE: 09/25/06 PROJECT: Elite Care Extended Family Res. WALL SUMMARY WIND Narrow SEIS CONTR. MAX. UNIT Panel UNIT DESGN UNIT UPLIFT SHEAR HOLDOWN NOTES SHR IncreasE SHR W S SHEAR WALL V1 85 1.00 139 X 139 1113 S 0 OR 0 V2 87 1.00 120 X 120 960 S 0 OR 0 V3 86 1.00 71 X 86 684 S 0 OR 0 V4 75 1.00 87 X 87 696 S 0 OR 0 V5 74 1.00 99 X 99 792 S 0 OR 0 V6 91 1.00 71 X 91 727 S 0 OR 0 8/7 72 1.14 82 X 82 658 S 0 OR 0 V8 0 1.00 0 0 0 0 OR 0 V9 0 1.00 0 0 0 0 OR 0 V10 125 1.33 204 X 204 1628 S 1 OR 7 V11 125 1.33 204 X 204 1628 S 1 OR 7 V12 0 1.00 93 X 93 743 S 0 OR 0 V13 0 1.00 57 X 57 459 S 0 OR 0 V14 0 1.00 0 0 0 O OR O V15 0 1.00 0 0 0 0 OR 0 V16 0 1.00 0 0 0 0 OR 0 M1 126 1.00 168 X 168 1346 S 0 OR 0 M2 214 1.00 190 X 214 1712 S 0 OR 0 M3 218 1.00 135 X 218 1743 S 0 OR 0 M4 184 1.00 194 X 194 1554 S 0 OR 0 M5 188 1.00 208 X 208 1662 S 0 OR 0 M6 229 1.00 144 X 229 1833 S 0 OR 0 M7 163 1.00 96 X 163 1303 S 0 OR 0 M8 52 1.00 72 X 72 574 S 0 OR 0 M9 0 1.00 0 0 0 0 OR 0 M10 268 1.60 453 X 453 3627 C 2 OR 7 M11 268 1.60 453 X 453 3627 C 2 OR 7 M12 0 1.00 840 X 840 6723 F ? OR 9 M13 0 1.00 658 X 658 5265 E 2 OR 9 M14 0 1.00 0 0 0 0 OR 0 M15 0 1.00 0 0 0 0 OR 0 M16 0 1.00 0 0 0 0 OR 0 L1 160 1.00 205 X 205 1643 S 0 OR 0 L2 229 1.14 252 X 252 2018 S 1 OR 7 L3 105 1.00 73 X 105 837 S 0 OR 0 L4 298 1.00 324 X 324 2594 C 1 OR 7 L5 396 1.00 424 X 424 3389 C 2 OR 7 L6 272 1.33 189 X 272 2173 B 1 OR 7 L7 444 1.74 331 X 444 3551 C 2 OR 7 L8 104 1.00 141 X 141 1126 S 0 OR 0 L9 57 1.00 26 X 57 459 S 0 OR 0 L10 512 1.74 1222 X 1222 9774 G ? OR 11 L11 512 1.74 1222 X 1222 9774 G ? OR 11 L12 0 1.74 843 X 843 6744 F ? OR 9 L13 71 1.74 842 X 842 6737 F ? OR 9 L14 485 1.74 283 X 485 3877 D 2 OR 7 L15 0 1.00 0 0 0 O ORO L16 658 1.00 747 X 747 0 E 0 OR 0 (2)6X6 DF#1 Cantilever Posts CG(N-t ? liver 1)QSriS e U SG k4 r r K w1 ; 1 C `A1; _ cis 1'*' / Seisrntc s cto)e _ GovQ,A-)S IZ ecwc+�l�Ve,r i'IG Z 33qS g34-$ "71x 11 el Gk6 14I 1) F Pos-f Pb . (ciao pc Ch1 :-. 1 .Q CL' 1 . C, C' o = co .ve 1 • (� lova ps : 2 -} . `-7- 3 G xG I G - tc . 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Iftwoi, y 10,c0 1°V le taA 1(0,3/__ In liefA2_74aeo f 2,01 ________; ilk -z,01 1 69 D 4 I±vn , 0,115 ��,v1t v1g 0-ot 0� N r v 4v �� 1,4-0 I i i 11' 6'''''" i � 114- 1ii74 �- pig f 7.0, 4 ?,,` 4 I lag, (,4)t Is- &LE i4F-VM ROWELL ENGINEERING & DESIGN By Date Project Sheet of J r w ,..":„:""),,,, Multi-Loaded Beam(2003 International Building Code(01 NDS))Ver:6.00.7 By:Glenn Koester,Rowell Engineering And Design on:0?-99-2006:5:50:00 PM Project: Elite Care-Monoghan-Location:Beam Under Living/Solarium Wall -CCM di fftat 1 Summary: 6.75 IN x 15.0 IN x 20.0 FT /24F-V4-Visually Graded Western Species-Dry Use Section Adequate By: 12.2% Controlling Factor: Moment of Inertia/Depth Required 14.44 In Center Span Deflections: Dead Load: DLD-Center= 0.37 IN Live Load: LLD-Center= 0.53 IN=L/455 Total Load: TLD-Center= 0.89 IN=L/269 Camber Required: C= 0.56 IN Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 6800 LB Dead Load: DL-Rxn-A= 3110 LB Total Load: TL-Rxn-A= 9910 LB Bearing Length Required(Beam only,support capacity not checked): BL-A= 2.26 IN Center Span Right End Reactions(Support B): Live Load: LL-Rxn-B= 11798 LB Dead Load: DL-Rxn-B= 3110 LB Total Load: TL-Rxn-B= 14908 LB Bearing Length Required(Beam only,support capacity not checked): BL-B= 3.40 IN Beam Data: Center Span Length: L2= 20.0 FT Center Span Unbraced Length-Top of Beam: Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 20.0 FT Live Load Duration Factor: Cd= 1.33 Live Load Deflect.Criteria: L/ 360 Total Load Deflect.Criteria: U 240 Center Span Loading: Uniform Load: Live Load: wL-2= 0 PLF Dead Load: wD-2= 80 PLF Beam Self Weight: BSW= 25 PLF Total Load: wT-2= 105 PLF Point Load 1 Live Load: PL1-2= 15358 LB Dead Load: PD1-2= 1032 LB Location(From left end of span): X1-2= 4.0 FT Point Load 2 Live Load: PL2-2= 1080 LB Dead Load: PD2-2= 1032 LB Location(From left end of span): X2-2= 8.0 FT Point Load 3 Live Load: PL3-2= 1080 LB Dead Load: PD3-2= 1032 LB Location(From left end of span): X3-2= 12.0 FT Point Load 4 Live Load: PL4-2= 1080 LB Dead Load: PD4-2= 1032 LB Location(From left end of span): X4-2= 16.0 FT Point Load 5 Live Load: PL5-2= -14278 LB Dead Load: PD5-2= 0 LB Location(From left end of span): X5-2= 7.0 FT Point Load 6 Live Load: PL6-2= 14278 LB Dead Load: PD6-2= 0 LB Location(From left end of span): X6-2= 16.5 FT Properties For:24F-V4-Visually Graded Westem Species Bending Stress: Fb= 2400 PS Shear Stress: Fv= 240 PS Modulus of Elasticity: Ex= 1800000 PS Ey= 1600000 PS Stress Perpendicular to Grain: Fc perp= 650 PS Bending Stress of Comp.Face in Tension: Fb_cpr= 1850 PS Adjusted Properties Fb'(Tension): Fb'= 3052 PS Adjustment Factors:Cd=1.33 Cv=0.96 Fv': Fv'= 319 PS Adiustment Factors:Cd=1.33 Design Requirements: Controlling Moment: M= 51655 FT-LB 16.0 Ft from left support of span 2(Center Span) Critical moment created by combining all dead loads and live loads on span(s)2 Controlling Shear. V= 14908 LB At right support of span 2(Center Span) Critical shear created by combining all dead loads and live loads on span(s)2 Comparisons With Required Sections: • Page:2 Multi-Loaded Beam(2003 International Building Code(01 NDS)1 Ver:6.00.7 By:Glenn Koester, Rowell Engineering And Design on:0?-09-2006:5:50:00 PM Project: Elite Care-Monoghan-Location:Beam Under Living/Solarium Wall -Con }.ov" )I Section Modulus(Moment): Sreq= 203.13 N3 S= 253.13 N3 Area(Shear): Areq= 70.06 N2 A= 101.25 N2 Moment of Inertia(Deflection): Ireq= 1692.22 N4 I= 1898.44 N4 Multi-Loaded Beamf 2003 International Building Code(01 NDS)1 Ver:6.00.7 By:Glenn Koester. Rowell Engineering And Design on:08-09-2006:5:53:42 PM Project: Elite Care-Monoghan-Location:Beam Under Living/Solarium Wall-Condition 2 Summary: 6.75 IN x 15.0 IN x 20.0 FT /24F-V4-Visually Graded Western Species-Dry Use Section Adequate By:67.9% Controlling Factor:Section Modulus/Depth Required 11.58 In Center Span Deflections: Dead Load: DLD-Center= 0.37 IN Live Load: LLD-Center= 0.07 IN=U3363 Total Load: TLD-Center= 0.43 IN=U559 Camber Required: C= 0.56 IN Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= -2480 LB Dead Load: DL-Rxn-A= 3110 LB Total Load: TL-Rxn-A= 3110 LB Design For Uplift Loads(Includes Uplift Factor of Safety) Rxn-A-min= -407 LB Bearing Length Required(Beam only,support capacity not checked): BL-A= 0.71 IN Center Span Right End Reactions(Support B): Live Load: LL-Rxn-B= -7478 LB Dead Load: DL-Rxn-B= 3110 LB Total Load: TL-Rxn-B= 3110 LB Design For Uplift Loads(Includes Uplift Factor of Safety) Rxn-B-min= -5404 LB Bearing Length Required(Beam only,support capacity not checked): BL-B= 0.71 IN Beam Data: Center Span Length: L2= 20.0 FT Center Span Unbraced Length-Top of Beam: Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 20.0 FT Live Load Duration Factor: Cd= 1.33 Live Load Deflect.Criteria: U 360 Total Load Deflect.Criteria: U 240 Center Span Loading: Uniform Load: Live Load: wL-2= 0 PLF Dead Load: wD-2= 80 PLF Beam Self Weight: BSW= 25 PLF Total Load: wT-2= 105 PLF Point Load 1 Live Load: PL1-2= -13198 LB Dead Load: PD1-2= 1032 LB Location(From left end of span): X1-2= 4.0 FT Point Load 2 Live Load: PL2-2= 1080 LB Dead Load: PD2-2= 1032 LB Location(From left end of span): X2-2= 8.0 FT Point Load 3 Live Load: PL3-2= 1080 LB I Dead Load: PD3-2= 1032 LB Location(From left end of span): X3-2= 12.0 FT Point Load 4 Live Load: PL4-2= 1080 LB Dead Load: PD4-2= 1032 LB Location(From left end of span): X4-2= 16.0 FT Point Load 5 Live Load: PL5-2= 14278 LB Dead Load: PD5-2= 0 LB Location(From left end of span): X5-2= 7.0 FT Point Load 6 Live Load: PL6-2= -14278 LB Dead Load: PD6-2= 0 LB Location(From left end of span): X6-2= 16.5 FT Properties For:24F-V4-Visually Graded Western Species Bending Stress: Fb= 2400 PS Shear Stress: Fv= 240 PS Modulus of Elasticity: Ex= 1800000 PS Ev= 1600000 PS Stress Perpendicular to Grain: Fc perp= 650 PS Bending Stress of Comp.Face in Tension: Fb_cpr= 1850 PS Adjusted Properties Fb'(Tension): Fb'= 3052 PS Adjustment Factors:Cd=1.33 Cv=0.96 Fv': Fv'= 319 PS Adiustment Factors:Cd=1.33 Design Requirements: Controlling Moment: M= 38343 FT-LB 7.0 Ft from left support of span 2(Center Span) Critical moment created by combining all dead loads and live loads on span(s)2 Controlling Shear: V= 12356 LB 4.2 Ft from left support of span 2(Center Span) Page:2 Multi-Loaded Beard'2003 International Building Code(01 NDS)1 Ver:6.00.7 By:Glenn Koester. Rowell Engineering And Design on:08-09-2006:5:53:42 PM Project: Elite Care-Monoghan-Location:Beam Under Living/Solarium Wall-Condition 2 Critical shear created by combining all dead loads and live loads on span(s)2 Comparisons With Required Sections: Section Modulus(Moment): Sreq= 150.78 N3 S= 253.13 N3 Area(Shear): Areq= 58.07 N2 A= 101.25 N2 Moment of Inertia(Deflection): Ireq= 815.07 N4 I= 1898.44 N4 279 , Multi-Loaded Beam(2003 International Building Code(01 NDS)1 Ver:6.00.7 By:Glenn Koester, Rowell Engineering And Design on:08-09-2006 :5:56:16 PM Project: Elite Care-Monoghan-Location:Beam Under Living/Solarium Wall-Condition 3 Summary: 6.75 IN x 15.0 IN x 20.0 FT /24F-V4-Visually Graded Western Species-Dry Use Section Adequate By:95.5% Controlling Factor:Area/Depth Required 11.15 In Center Span Deflections: Dead Load: DLD-Center= 0.31 IN Live Load: LLD-Center= -0.27 IN=U877 Total Load: TLD-Center= 0.31 IN=U781 Camber Required: C= 0.46 IN Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= -4640 LB Dead Load: DL-Rxn-A= 2594 LB Total Load: TL-Rxn-A= 2594 LB Desian For Uplift Loads(Includes Uolift Factor of Safety) Rxn-A-min= -2911 LB Bearing Length Required(Beam only,support capacity not checked): BL-A= 0.59 IN Center Span Right End Reactions(Support B): Live Load: LL-Rxn-B= -9638 LB Dead Load: DL-Rxn-B= 2594 LB Total Load: TL-Rxn-B= 2594 LB Desian For Uplift Loads(Includes Uplift Factor of Safety) Rxn-B-min= -7908 LB Bearing Length Required(Beam only,support capacity not checked): BL-B= 0.59 IN Beam Data: Center Span Length: L2= 20.0 FT Center Span Unbraced Length-Top of Beam: Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 20.0 FT Live Load Duration Factor: Cd= 1.33 Live Load Deflect.Criteria: L/ 360 Total Load Deflect.Criteria: U 240 Center Span Loading: Uniform Load: Live Load: wL-2= 0 PLF Dead Load: wD-2= 80 PLF Beam Self Weight: BSW= 25 PLF Total Load: wT-2= 105 PLF Point Load 1 Live Load: PL1-2= -14278 LB Dead Load: PD1-2= 774 LB Location(From left end of span): X1-2= 4.0 FT Point Load 2 Live Load: PL2-2= 0 LB Dead Load: PD2-2= 774 LB Location(From left end of span): X2-2= 8.0 FT Point Load 3 Live Load: PL3-2= 0 LB Dead Load: PD3-2= 774 LB Location(From left end of span): X3-2= 12.0 FT Point Load 4 Live Load: PL4-2= 0 LB Dead Load: PD4-2= 774 LB Location(From left end of span): X4-2= 16.0 FT Point Load 5 Live Load: PL5-2= 14278 LB Dead Load: PD5-2= 0 LB Location(From left end of span): X5-2= 7.0 FT Point Load 6 Live Load: PL6-2= -14278 LB Dead Load: PD6-2= 0 LB Location(From left end of span): X6-2= 16.5 FT Properties For:24F-V4-Visually Graded Western Species Bending Stress: Fb= 2400 PS Shear Stress: Fv= 240 PS Modulus of Elasticity: Ex= 1800000 PS Ey= 1600000 PS Stress Perpendicular to Grain: Fc perp= 650 PS Bending Stress of Comp. Face in Tension: Fb_cpr= 1850 PS Adjusted Properties Fb'(Compression Face in Tension): Fb'= 2352 PS Adjustment Factors:Cd=1.33 CI=0.97 Cv=0.96 Fv': Fv'= 319 PS Adjustment Factors:Cd=1.33 Design Requirements: Controlling Moment: M= -24607 FT-LB 16.4 Ft from left support of span 2(Center Span) Critical moment created by combining all dead loads and live loads on span(s)2 Controlling Shear: V= 11018 LB 4.2 Ft from left support of span 2(Center Span) V R F ; Pape:2 Multi-Loaded Beam(2003 International Building Code(01 NDS)1 Ver:6.00.7 By:Glenn Koester,Rowell Engineering And Design on:08-09-2006:5:56:16 PM Project: Elite Care-Monoqhan-Location:Beam Under Living/Solarium Wall-Condition 3 Critical shear created by combining all dead loads and live loads on span(s)2 Comparisons With Required Sections: Section Modulus(Moment): Sreq= 125.53 N3 S= 253.13 N3 Area(Shear): Areq= 51.78 N2 A= 101.25 N2 Moment of Inertia(Deflection): Ireq= 778.90 N4 1= 1898.44 N4 H ,, R j Multi-Loaded Beamf 2003 International Building Code(01 NDS))Ver.6.00.7 By:Glenn Koester, Rowell Engineering And Design on:08-09-2006:5:57:10 PM Project:Elite Care-Monoghan-Location:Beam Under Living/Solarium Wall-Condition 4 Summary: 6.75 IN x 15.0 IN x 20.0 FT /24F-V4-Visually Graded Western Species-Dry Use Section Adequate By:53.5% Controlling Factor:Section Modulus/Depth Required 12.35 In Center Span Deflections: Dead Load: DLD-Center= 0.31 IN Live Load: LLD-Center= 0.27 IN=L/877 Total Load: TLD-Center= 0.56 IN=L/430 Camber Required: C= 0.46 IN Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 4640 6 0 LB Dead Load: DL-Rxn-A= 2594 LB Total Load: TL-Rxn-A= 7234 LB Bearing Length Required(Beam only,support capacity not checked): BL-A= 1.65 IN Center Span Right End Reactions(Support B): Live Load: LL-Rxn-B= 9638 LB Dead Load: DL-Rxn-B= 2594 LB Total Load: TL-Rxn-B= 12232 LB Bearing Length Required(Beam only,support capacity not checked): BL-B= 2.79 IN Beam Data: Center Span Length: L2= 20.0 FT Center Span Unbraced Length-Top of Beam: Lug-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 20.0 FT Live Load Duration Factor. Cd= 1.33 Live Load Deflect.Criteria: L/ 360 Total Load Deflect.Criteria: L/ 240 Center Span Loading: Uniform Load: Live Load: wL-2= 0 PLF Dead Load: wD-2= 80 PLF Beam Self Weight:9 BSW= 25 PLF Total Load: wT-2= 105 PLF Point Load 1 Live Load: PL1-2= 14278 LB Dead Load: PD1-2= 774 LB Location(From left end of span): X1-2= 4.0 FT Point Load 2 Live Load: PL2-2= 0 LB Dead Load: PD2-2= 774 LB Location(From left end of span): X2-2= 8.0 FT Point Load 3 Live Load: PL3-2= 0 LB Dead Load: PD3-2= 774 LB Location(From left end of span): X3-2= 12.0 FT Point Load 4 Live Load: PL4-2= 0 LB Dead Load: PD4-2= 774 LB Location(From left end of span): X4-2= 16.0 FT Point Load 5 Live Load: PL5-2= -14278 LB Dead Load: PD5-2= 0 LB Location(From left end of span): X5-2= 7.0 FT Point Load 6 Live Load: PL6-2= 14278 LB Dead Load: PD6-2= 0 LB Location(From left end of span): X6-2= 16.5 FT Properties For:24F-V4-Visually Graded Western Species Bending Stress: Fb= 2400 PS Shear Stress: Fv= 240 PS Modulus of Elasticity: Ex= 1800000 PS Ey= 1600000 PS Stress Perpendicular to Grain: Fc perp= 650 PS Bending Stress of Comp. Face in Tension: Fb_cpr= 1850 PS Adjusted Properties Fb'(Tension): Fb'= 3052 PS Adjustment Factors:Cd=1.33 Cv=0.96 Fv': Fv'= 319 PS Adiustment Factors:Cd=1.33 Design Requirements: Controlling Moment: M= 41929 FT-LB 16.4 Ft from left support of span 2(Center Span) Critical moment created by combining all dead loads and live loads on span(s)2 Controlling Shear: V= 12232 LB At right support of span 2(Center Span) Critical shear created by combining all dead loads and live loads on span(s)2 Comparisons With Required Sections: 3Z Page:2 Multi-Loaded Beam'.2003 International Building Code(01 NDS))Ver.6.00.7 By:Glenn Koester.Rowell Engineering And Design on:08-09-2006:5:57:10 PM Project: Elite Care-Monoghan-Location:Beam Under Living/Solarium Wall-Condition 4 Section Modulus(Moment): Sreq= 164.88 N3 S= 253.13 N3 Area(Shear): Areq= 57.48 N2 A= 101.25 N2 Moment of Inertia(Deflection): Ireq= 1059.56 N4 I= 1898.44 N4