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Report iusT4-015= Goc ' l L1( 1-71 . sW /ff/ 1 e �` 10570 SE Washington St Suitc 212 It ENGINEERING, LLC Portland,OR 97216 CIVIL - STRUCTURAL ENGINEERING Tel. 503-254-6292 Fax.503-254-6761 LATERAL ANALYSIS March 26, 2015 r E Mascord Plan: APR 2 8 2015 22151A - FOUR D Medallion Meadows, Lot 5 CITY TIGARD Tigard, OR 97224 BUILDING DIVISION 100 mph 3-Second Gust, Exposure B Seismic Category D 2012 IBC / 2014 OSSC Mascord Design Associates 2187 NW Reed St, Suite 100 Portland, OR 97210 Tel. 503-225-9161 ��gE9 PROpes,S' Rowell Engineering `s �C INFO �o Project Number: / 58387P S 150096 , . / /rl/` O EG •'0��T• 22 Alb �., T. RO DEc. 31, (P EXCLUSION OF LIABILITIES I.DISCLAIMER AND RELEASE BUYER HEREBY WAIVES,RELEASES AND RENOUNCES ALL WARRANTIES(EXPRESS OR IMPLIED),OBLIGATIONS,AND LIABILI"I'IES OF ROWELL ENGINEERING AND ALL OTHER RIGHTS,CLAIMS AND REMEDIES AGAINST ROWELL ENGINEERING(EXPRESS OR IMPLIED)WITH RESPECT TO ANY NONCOMFORMITY,IMPROPER INSTALLA'T'ION, 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 1 -\ 11; // L-_ / . .\ -\• • / /7:: , .... ... p I I 1 \\ ,/4-', _ --_____ _ - J33 - II\\ 4 ,A_ILI[11_1 \ \\\f' ,..---- In grj: 7 /\\,SX / ' fl, . / i ,-\\, / .11_ IT-2 /.: -. 2- - -- • , Is . - _ _, i_:....4— M' D: - __..r. 1...„. I1rfili7:(7::0:11' LIU It_11'6,-..-- II ___ '- .• 1 - 1 ---' 1 - It HI -1111--11 L 11-1111 -111' 1 .11 1 .'1-- 1- ..- t,,-,,-,_,.,,._:_.!q , ......,_ 0 1 ----) _ ...,. .....„ii ...,...„4_,..: ._______. J. IT.,...„- =1-.- . _ .±._.. ---_, ...•..,,. 1, 1 1 r • ----1 1 . L-...=). - . __..1... • , H &--1, ole M 2 die Ml 4' 22151A fr--- ONT OR,PRT, 0,1,6,T. JAL, $:.--A,LE I t/E" • I-.1.,.• ELEV/L.TION — DD OD / F I -- RO ME: WELL 41 LNGINEERING C.OLLECTON CIVIL.- .5,RTUC,TUTR ZLL ETLIGtNEEFTS *OTC,SE PASPNOTOn STRt ET STE 72 Prr IRO.,2O,A.TOZ PORTLAND OP OVA. FALLOON POR.O741 Page 2, • 4' V11 dle .1 ' >NNNNNN bk 1101/111 `\ D , N 11:8 \ i NN c /7//' / . 1 11 i �FI,' 17........i._,. U5.7ED FLO�'4 i'}-�- 1'7 2 ---, `-I _ 1 FINIL ED LOO.' WM _Jdie —... — M11 dlie -0_ 22151A2IG�T ;E-VA.TIN1 ROWEI_L 01 0� ENGINEERING li BG=LE ,v8' /'I C,,,C. ST{RUCTUfttl ENG!NEES COLLECTION 10570 SE 00520610N Stn(E1 510 .L M 15011 184 nhx t•Oativa On 5,e iatl>OSI 2t.5i4 , , Page 3 V8 V7 V6 / \,\ 11 \. '\ ■ • .8 A • 14.8 ■ 14.8 \ .7/ 1 \ ,.,.\'‘, , .___,_ :2-_.1.-_,:6 , 1 1 r- mir:, _ El EEHE1 ,I i f !I .' I - Ei[r] . 111=3 i tio Li 7 P47- 21.6--[ • _ t ' ' 1 I j • -I � t1 C -- -- �� � , • I - 1 Mr: __ 1 F11-1 f = ui A',II Ldwi _, ___T=4, •_. „.___ fl M8 M74M6 dle .. _. 2?151A ROVJELI .� R'A L-�-E\/�. I lQN ERR ENGINEERING (,4.4,551 05,24415 A. 'J--_LE :Ire- . Y_., COLLECTION C1""-- s-,Fauc-ru4 z.L. ENS"CC'S 10510.FM .I-v G,O,IVArt 1 St1 2.2 At 1A01 254.424) 004'LAND 04 A121F F4a 1.31254 R>N Page 4, IL • 4' V5 dt V4 4' -, ... 7 N I `,.. N.. . .. NN. • • A • 411 'I 11.8 NNN\,, ;74: 1 ffil • ,,,,. -N. • a N i I 7 • 1 g : ---- I I -I 1 L .1 I Itt-m....01 t 1 1• T -e- i4B8 1 21.6 • 17.2 I - T.C.P.. • • PORC,- • 1 trE-----11 ERI- iffiD III A —A-- —1-1 LTA Linee.' 21'6 1'7'';T__,' , 1 , 1 ,-, ,- , ... 101 MIN Ei. I ( 4>4> I I I__I dill" M5 4, M4 die M3 .010# I 22151A LEFT ELE\/k-.TION OD OD _ .,...] ROWELL --z_.---- -1z7 '-',.' ENGINEERING • .-.- ,, „,-- „„2„,L, - 9C•ALE ,i/e.- • l-e• / . % / COLLECTION CIVIL. STRUC,UP AL ENGINEE.S lOsTIS Si pASPNGION Sift El SIC 02 Pm ISO,2s4.6497 PaPiLAND,OP. 'MC raSISOSI 2..p/so Page 5 DATE: 03/26/15 PROJECT: 22151A- FOUR D WIND LOADS • LOAD AREAS FROM CAD LINE A B C D LOAD mean roof height, h = 28 ft • 0 0 least horizontal dimension, b = 36 ft 0 0 0 0 a=min(0.1 b, 0.4h) >= max(3', 0.04b) V4 34 62 57 132 4190 • V5 28 50 50 101 3397 0.1b = 3.6 ft V6 25 24 36 87 2541 0.4h = 11.2 ft V7 142 186 4637 min = 3.6 ft V8 26 26 13 28 1500 0 0 3' = 3 ft 0 0 0.04b = 1.44 ft V11 79 75 2244 max = 3 O 0 0 0 a = 3.6 ft 0 0 2a= 7 ft 0 0 O 0 root rise, y= 9 M1 82 1410 root run, x = 12 M2 43 929 arctan(y/x) = 36.87 DEG M3 44 37 1498 M4 166 2855 A= 21.6 psf M5 68 116 3464 B = 14.8 psf M6 63 89 2892 C = 17.2 psf M7 251 4317 - D = 11.8 psf 1M8 67 29 1946 0 0 0 0 M11 ' 63 45 1615 0 0 0 0 O 0 O 0 O 0 0 0 0 0 0 0 0 0 O 0 O 0 0 0 0 0 0 0 0 0 0 0 - O 0 O 0 0 0 0 0 0 0 u$!Lb./(23)160 a mmen uc.e.e t:7 f sbe N I ,/ib...•.r s n'0G { 'At" A. l^DC 2.: DC. 3x 10 -, �z�p u$iCfiG./(3i) 6:fh:<ra ran en: C05, c.<... \/ O,J. O.C. R8 I:A"'a'r o E<SOL r "".-Nv is).{9) bG 'AA"'-AAA.'"..o a.ep r (u)u.r sr m':1..e.NEN al«bu-u. f _DU-u ei..s•_ �n<a :' ..215 Ng.;.ar. ge of ,�o' � ' �) /� ... (u)�a'Nato o to-��ast..�N. A t.x)us r..0E"u.. n.e M. V OO r. : I 7"O.0 2'OC. 33 O.C. KL—?/ � MDU—ta c Gx ^ 'o Q .. . '"1".?-.."7.,..7,,,"rer E< s+or un (s)`{:) `Lj f.tu) ^/:e.: Page 7 .., v v wto ;:_.......,.. ... ,,..... .., .. YN:TIERaSrE C T I.NqS \ ,.., --11i —AII 0 _ o _ _ DNOOI1 K ' 0-4- _ SI-4O ' GREAT RM. 4, i GARAGE 1 \ 11 DINING EEND5E4 WALL WALL l . I .: , . . <1> I FOYER I II D.--,_.—N I 7-,.1)1E.S..L N.F.,..,,aE ,„,x,..7[ c INTE1Q3ESTYLi 1 (— r' al 11 2=li 4— tor:—---=-4-— —:-Immialli ,..".\\..L. <4 ILII 15. .,..1,/—E.,,EN1.-:5,1EAR • / WALL 1WFC1.4.4 /4... 3, / iNT.E.125EG1ING I \t/P_ `..S./F.. / 1114LL Iril P.. n MT1 R 0 WEL L 22151A N/I/L.IN FLOO PL/L.N DODO ENC,INEERING Ct....VON 01,6/l5 jt• .S.C.ALE •Iya• . l'-C' / , . , / V----611 COILEdION CIVIL- S TM LIE TUR 4 .. ENGINEERS I 10V0 SI...i..azok IIIEC1 StI N 0,1.15031 7.1.finq : *OR ILAND,OR 47216 7 cr,OOS:S+Grto co a) (v d • SHEAR WALL SCHEDULE • (1) 2X D.F. studs max. 16' 0.C. • HOLDOWN SCHEDULE • SBISMIC ZONE D (2) Anchor bolts to be Viej—bolts w/min. 7" embedment Into MARK SIMPSON FASTENERS CAPACITY (9) MODEL NOTES ORIENTEDAPA RATED PLYWOOD OR STRAND BOARD (1) concrete. Secure with BP if—3 or BPS V-3. (9) (13) (LBS.) ( )( )( )( ) SOLE 12 SILL PLATE BPS%"-3 requires an additional std. cut washer. No Connect btm.plate to FASTENERS 3,5,6,7 ALLOW holdown floor)at/rim/bm/blkg. N/A MARK PANEL NAILING AB NOTES LOAD (3) Intermediate studs nailed 0 12" 0.C. required w/16d 0 4"O.C. THICKNESS TYPE 0 PANEL 16d SIZE SPACING WIND EDGES SINKER (2) 888 (4) Framing 0 adjoining panels to be 3x nominal or wider, CMST12 x (7)16d common 1 S00 For equivalent options. w/nailing staggered. 36" Long nails at each end. see(10) 8 7406 0.131 A x 214' R8 (5) 0.131'0 X gyp F. RH P—nal may be replaced with CMST12 x (18)18d common or 6" O.C. 6` O.C. 2X 48" O.C. 0.131'0X214'common not or 0.113'0 X 2)chot dip or nails at each end. 3,430 Far equivalent options, 1 " F.RH.P—NAIL tumbled galvanized box nail. 48' Long see(11) ♦ 8 0.148.0 X 3" F. RH P—natl may be replaced with 0.1480 X CMST12 x (22)18d common 8 711 0131 �C ) 3' common nail or 0.128 0 X 3" hot dip or tumbled 60" Long ^011e at each end. 4,700 Far equivalent 2) optlons or 4•214' 4" 0.C. 4" 0.C. 2X 46" O.C. y35UC coU) galvanized box nail. 1452" F.RH.P—NAIL W (7) "F. RH. P—nail"— designates a full round—head power nail. • CMST12 x (29)teal common 72' Long ^011e at each end. 6.210 7/(e (8) Minimum 4X6 post 0 each end. or 0.131 iii x2)4 2" O.C. 3" O.C. 2X 13" O.C. see (4) .e eCMST12 x (39)ted common 1452" F.RH.P—NAIL 3X 34" O.C. .e e Z (9) Haldowns occur 0 each end of each shearwall & fasten to min. double 2% studs. Wall sht.g. shall be edge nailed 90" Long nails at each end. 8.350 to each holdown stud. 8Retrofit with ete H 7v(6 2" O.C. 2" O.C. 3X 9' O.C. see (4) ♦ (ip CMST tax 36"L w/(8) 16d common each end. STHDI4RJ (30)teal sinks.. 3.280 spelling of MOOS. wails or 0.131 9x214' )MST 37 w/(10) 16d common or sinker each end. ecaura 1%2 F.RH.P—NAIL 22" O.C.O.C. MSTC40 w/(14) 16d sinkers each end. Equivalent option 746" 11 CMST 14 X 80"L w/(22) 16d common or sinkers each end. HTTS (26)16d sinkers 5,090 Is an HW-5 W 14 505 14"x it or MST48 w/(16)16d commons 0 each end. SB96x24 /(jp)screws. 0.131 p x 24' 3' O.C. 3" O.C. DBL 2X 20' 0.C. see 4 1 ( ) BE MSTC52 w/(22) 18d sinkers each end. EA. SIDE F.RH.P—NAIL 3X 20" O.C. 20 WSW x Min.(3)2x or 8x. (12)CMST 14 X 72"L w/(29) 16d common or sinkers each end. HDU-8 (20) 7 214 7,870 with studs nailed together 7/(9 MST60 w/(23)16d common each end. screws,SB,5x24 w/led sinker 0 6'0.C. MSTC66 w/(32) 16d sinkers each end. or 0.131 ♦x28' 2" O.C. 2.5" O.C. 3X 16" O.C. see F�A�p� 1 0 307 threaded x screws,B606 post r •a. t' " 34Hf1E 1'0 A307 rod A.B. re q.& SIDE F.RH.P—NAIL (4),(8) ILOV (13)Use SSTBL In place of SSTB where 3x or dbl. 2X plates HDU-11 w/2Y�x2)yx 'plate or BPI 9•�5 30X30%12 deep min.ftg occur. Men.(2)nuts.Min 10"kg. req d.0 ea.anchor bolt. embed. 14 May use an HHD014 In place of HDU-14. (36)SDS ye"X 214'screws, ( ) 856 post rage 1'e A307 WeatlW red A.B. d. 1%2" 0.148 0 x 3' 2. O.C. 2" O.C. 3X 13" O.C. see ��4p 3X plate required where shown on foundation plan. GHDU-14 w 2J3 7 thr "piste or .B. 14,445 Heavy hex nut reqs. EA. SIDE F.RH.P—NAIL (4),(8) T54() (15) qsee(14) ban.(2)nuts.Nin 10"kg. 38x36X1Y deep mtn kg. embed. req'd.O ea.anchor bolt r • di.y MIN. 1 /3.5 y- Page 9 { SIMPSON 'MSTA36" TI— T r l T 1 LI EA. SIDE, (4)-TOTAL • II II I'I 2X CRIPPLE WALL OVER ' -1-.- " J := _LI HEADER, W/ 112" SPLICE — •V-• -- ----g JOINT W/ CONT.NAILING •. j•• HEADER (CONTINUOUS) /:. i CONTINUE HEADER • •1'. TO BLDG. CORNER 4 Z \ NAIL SHEATHING TO H •: HEADER W/ 0.148'4 X 4 I'•' .• 214' F. R14. P-NAILS ' W •I.t1 .' 3° O.G. BOTH WAYS z v) /. I LL c. f.1 GARAGE W = (OR OTHER OPEN'G) _ W 1-- N • 15/32' APA-RATED SHTH= FROM SINGLE SHEET, W �•1' FASTENED PER SHEAR W SCHEDULE SPECIFICATIONS = z il AND NOTES OL w . D \ • • _ • - BLOCK ALL PANEL EDGES 4 h1 PER SHEAR SCHEDULE W 1SPECIFICATIONS 4 NOTES a 11 •11.I. 7 •1.11 II• • REBAR X00 GRAPE Z Z 1.11 II.1 w i1 II i SEE SHEAR SCHEDULE AND • v v LI II 11 NOTES FOR HOLDDOWN SPECS � •I'IL I. y PANEL WIDTH -EL --- - - *3 TIES \ I - II II II 11 II (d al ait=- == db II II Co II 11 II 11 II ? Q lQ 0 01 "3 TIES II II u II f e 10. O.G. h 11 ii �+__-_ ---�� FLAN VIEW OF (3) "5 \II II 11 (Ni STEM WALL EACH SIDE 11 II �4" CONC. SLAB ---11----1-i _ II 11 11 II II II II 11 11 II II II MIN. 12"x12" CONT. "5 REBAR W/ 24" HOOK FOOTING e GARAGE TOP 4 BOTTOM a CORNERS DOOR WI (4) "4 CONT. 0 NARROW SHEAR PANEL NO SCALE (REDUCES PANEL HGT.) NRWSH EAR30 13ONLL, - V CEN] 0HIEHI311MCN DRAIJN 13Y- 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 10. EDGE NAIL ROOF PLYWD. TO 2 X 12 LEDGER W/ BEVELED TOP TO MATCH ROOF SLOPE. NAIL LEDGER W/ (2)-1601 EA. WALL STUD 4 EA. 2 X /o BLK'G_ (2)-2 X 6 BLOCK'GK , FOR THIS SECTION OF ROOF, e 6" O.G. VERT. / BLOCK PANEL EDGES W/ 2 X 4 FLAT, NAIL 8d e 4" O.C. EDGES AND BOUNDARIES, 12" O.C. IN FIELD. SHEARWALL PLYWD. MUST EXTEND DOWN TO BOTTOM WALL PLATE (TYP.) ))11 - EDGE NAIL BLOCKING- FASTEN BLK'G. TO WALL PLATE W/ "SIMPSON" LS50 (SPACE LS50 PER NOTES) 1QOI D D 1 All 32 \ / SCALE: 3/4" = 1'-0" LEDGE1 DRAUJFNG NOT TO SCALE RE)Vig LL DRAWN Bsr'- 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 11 EDGE NAILING (2) 2x OR LARGER EDGE NAILING 11 DEPENDING ON H.D. I LARGEST OF THE (2) H.D STRAPS e CORNER iil i o i i A iiAril ul O Z.4Y LARGEST OF THE (2) Ilf II HD'5 e CORNER 0�" (2) 2X OR LARGER .D jr ' (DEPENDING ON H .) ►ifs _ r' _ A e FOUNDATION I e UPPER FLOOR COH INE I IOJ---DOLUN CORDER SCALE: 3/4' = I'-O' coael►t-Ko DRAWING NOT TO SCALE GaITY&IELL DRAWN BY- 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 Page 12. DATE: 03/26/15 PROJECT: 22151A- FOUR D ver012208 DESCRIPTION: 2012 IBC, Binder-Stock . SIMPLIFIED STATIC PROCEDURE - 2012 IBC BY: J.Y. Erir/1►IP1.yJ���li Adjustment Factor for Building Height A _ • MIIIIIIMMUMUMMIll Increase 110/B wind loads by X9 69►��Imafi`�� to obtain 100/B (SDS=2/3 SMS) 0.850 1.2SDS 1.02 -_2 6.5 snow load = 30 ' upper:Mi. mean roof height, h = 28 ft IMIIIILIMallatal ' ower:M' V=1.2SDsWDL/R ASD Load Combination =V/1.4 wog ASU DEAD V LOAD WALL HT. LINEAL SQUARE LOAD SEISMIC COMB. UPPER FLOOR PSF HEIGHT FEET FEET POUNDS POUNDS Eq. 16-18 ROOF/CEILING 15 1701 25515 4004 2860 EXT. WALLS 10 9 188 8460 1328 948 INT. WALLS 8 9 100 3600 565 404 BRICK 40 0 0 0 0 TOTAL 37575 5896 4212 MAIN FLOOR ROOF/CEILING 15 344 5160 810 578 FLOOR 10 1429 14290 2242 1602 E EXT. WALLS 10 9 200 9000 1412 1009 INT. WALLS 8 9 100 3600 565 404 �- WALLS ABOVE 12060 1892 1352 DECK 10 0 0 0 BRICK 40 0 0 0 0 TO]AL 44110 6922 4944 LOWER FLOOR ROOF/CEILING 15 0 0 0 FLOOR 10 0 0 0 EXT. WALLS 10 0 0 0 0 INT. WALLS 8 0 0 0 0 WALLS ABOVE 12600 1977 1412 DECK 10 0 0 0 BRICK 40 0 0 0 0 TO1 AL 12600 1977 1412 REDUNDANCY FACTOR = 1.0 or 1.3 per ASCE 7-10 12.3.4.1 and 12.3.4.2 Allowable Shear wall Load (plf) Floor to Floor Holdown Floor to Foundation Holdown wind/seis Tag Load Type Tag Load Type S 260/260 1 1500 CMST12X36" 6 2684 STHD14RJ A 350/350 2 3430 CMST12X48" 7 5090 HTT5 B 600/600 3 4700 CMST12X60" 8 7870 HDU8 C 89616404 6210 CMST12X72" 9 9535 HDU11 D 980/980 ' 5 8350 CMST12X90 10 14445 ' HDU-14 E 1280/1280 ? 14446 to high F 1540/1540 Page 13 • DATE: 03/26/15 PROJECT: 22151A - FOUR D WALLS LOAD WALL SO, I-I . . LINE LENGTH OF SHEAR WALLS (FEET) TOTAL HGHT. BRICK NOTES 0.0 0.0 0.0 V4 6.6 7.6 3.5 3.5 21.2 9.0 V5 ' 4.4 5.0 5.2 7.0 3.0 24.6 9.0 V6 19.8 19.8 9.0 V7 9.6 13.6 23.2 9.0' V8 26.6 26.6 9.0. 0.0 0.0 V11 3.8 2.0 2.0 3.6 11.4 9.0' 0.0 0.0 0.0 0.0 0.0 126.fr M1 5.6 5.6 9.0 M2 3.0 2.6 5.6 9.0 M3 4.3 4.3 8.6 9.0 M4 10.0 10.0 9.0 M5 4.4 4.0 3.0 3.0 3.4 8.0 25.8 9.0 M6 20.0 20.0 9.0 - M7 23.0 23.0 9.0' M8 10.0 10.0 9.0 0.0 • 0.0 M11 2.0 2.0 2.0 .0 9.0 0.0 0.0 0.0 0.0 0.0 114.6- 0.0 0.0 0.0 0.0 0.0 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 14. DATE: 3/26/15 PROJECT: 22151A- FOUR D WIND 110/B 100/B SHEAR ADJ. X= LOAD FROM TOTAL TOTAL WALL 110/B 100/B FRAME NOTES ABOVE LOAD LOAD LENGTH PLF PLF Y=CANT. 0 0 0' 0 0.0 0 0 0 0 0 0 0.0 0 0 0 0 0 0 0.0 0 0 V4 4190 4190 3463 21.2 198 163 - V5 3397 3397 2807 24.6 138 114 V6 2541 254f 2100 19.8 128 106 V7 4637 4637 3832 23.2 200 165 V8 1500 1500 1240 26.6 56 47 0 0 0 0 0.0 0 0 0 0 0 0 0.0 0 0 V11 2244 2244 1854 11.4- 197 163 0 0 0 0 0.0 0 0 0 0 0 0 0.0 0 0 0 0 0 0' 0.0 0 0 0 0 0 0 0.0 0 0 0 0 0 0 0.0 0 0 0 18509 M1 1410 1410 1166 5.6 252 208 M2 929 929 768 5.6 166 137 M3 1498 1498 1238 8.6 174 144 M4 2855 2095 4950 4091 10.0 495 409 • M5 3464 3397 6861 5670 25.8 266 220 M6 2892 2541 5433 4490 20.0 272 224 M7 4317 4637 8954 7400 23.0 389' 322 M8 1946 1500 3446 2848 10.0 345 285 c 0 0 0 0 0.0 0 0 0 0 0 0 0.0 0 0 M11 1615 4339 5953 4920 6.0 992 820 O 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 0.0' 0 0 18509 39435 O 0 1410 1410 1166 0.0 0 0 0 0 929 929 768 0.0 0' 0 O 0 1498 1498 1238 0.0 0 0 0 0 4950 4950 4091 0.0 0 0 0 0 6861 6861 5670 0.0 0 0 0 0 5433 5433 4490 0.0 0 0 0 0 8954 8954 7400 0.0 0 0 O 0 3446 3446 2848 0.0 0 0' 0 0 0 0 0 0.0 0 0 0 0 0 0 0 0.0 0 0 0 0 5953 5953 4920 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 0 0 0 0 0 0 0.0 0 0 0 0 0 0 0 0.0 0 0 39434.8- 39435 Page 15 DATE: 03/26/15 PROJECT: 22151A- FOUR D SEISMIC 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 0 4212 0% 0 0 0 0' 1.00' 0 0 4212 0% 0 0 0 0 1.00 0 0 4212 0% 0 0 0 0 1.00 0 - V4 X 4212 535 31% 1325 0 1325 62 1.00 1.00 62 V5 X 4212 869 51% 2152 0 2152 87' 1.00' 1.00 87 V6 X 4212 487 29% 1206 0 1206 61 1.00 1.00 61 V7 X 4212 894 53% 2214 0 2214 95 T.00 1.00 95 V8 X ' 4212 320 19% 792' 0 792 30 1.00 1.00 30 0 4212 0% 0 0' 0 0 1.00' 0 0 4212 0% 0 0 0 0 1.00 0 V11 X 4212 296 11% 733 0 733 64 1.00 1.00 64 O 4212 0% 0 0 0 0 1.00 0 O 4212 . 0% 0 0 0 0 1.00 0 0 4212 0% 0 0 0 0 1.00 0 0 4212 0% 0 0 0 0 1.00 0 O 4212 0% 0 0 0 0 1.00 0 200% 0 8421 M1 X 4944 95 5% 265 0 265 47 1.00 1.00 4T M2 X 4944 81 5% 226 0 226 40 1.00 1.00 40 M3 X 4944 134' 8% 374 0 374 43 1.00 1.00 43 M4 X 4944 76 4% 212 0 662 874 87 1.00 1.00 87 M5 X 4944 1046 59% 2917 0 2152 5069 196 1.00 1.00 196 M6 X 4944 357 20% 996 0' 1206 2201' 110 1.00 1.00 110 - M7 X 4944 878 50% 2448 0 2214 4662 203 1.00 1.00 203 M8 X 4944 360 20% 1004 0 792 1796 180 1.00 1.00 180 0 4944 0%' 0 0 0 0 1.00 0 • 0 4944 0% 0 0 0 0 1.00 0 M11 ' X 4944 517 29% 1442 0 1395 2837 473 1.00 1.00 473 0 4944 0% 0 0 0 0 1.00 0 0 4944 0%' 0 0 0 0 1.00 0 0 4944 0% 0 0 0 0 0 1.00- 0 0 4944 0% 0 0 0 0 0' 1.00' 0 0 4944 0% 0 0 0 0 0 1.00 0 200% 8421 18304 0 1412 0% 0 0 265 265 0 1.00 0 0 1412 0% 0 0 226 226 0 1.00 0 0 1412 0% 0 0 374 374 0 1.00 0 0 1412 0% 0 0 874' 874 0 1.00 0 0 1412 0% 0 0 5069 5069 0 1.00 0 0 1412 0% 0 0 2201 2201 0 1.00 0 0 1412 0% 0 0 4662 4662 0 1.00 0 0 1412 0% 0 0 1796 1796 0 1.00 0 0 ' 1412 0% 0 0 0 0 0 1.00 0 0 1412 0% 0 0 0 0 0' 1.00 0 0 1412- 0% 0 0 2837 2837 0 1.00 0 0 1412 0% 0 0' 0 0 0 1.00 0 0 1412 0% 0 0 0 0 0 1.00 0 . 0' 1412 0% 0 0 0 0 0 1.00 0 0 1412 0% 0 0 0' 0 0 1.00' 0 0 ' 1412 0% 0 0 0 0 0 1.00 0 0% 18304 18303.7' Page 16- . DATE: 03/26/15 PROJECT: 22151A- FOUR D WALL SUMMARY • WIND Narrow-INCH CON IR. MAX. SHEAR WALL min UNIT Panel SEIS DESGN UNIT UPLIFT w/narw w/o HOLDOWN sill NOTES SHR Increase SHR W S SHEAR incr incr pit. 0 0 1.00 0 0 0 O ORO O 0 1.00 0 0 0 O ORO 0 0 1.00 0 0' 0 0 OR 0 V4 163 1.29 80 X 163 1470 S S 1 OR 6 2x ' V5 114 1.50 131 X 131 1027 S S 1 OR 6 2x ' V6 106 1.00 61 X 106 955 S S 0 OR 0 2x V7 165 1.00 95 X 165 1487 S S 1 OR 6 2x V8 47 1.00 30 X 47 420 S S 0 OR 0 2x 0 0 1.00 0 0 0 O ORO O 0 1.00 0 0 0' 0 OR 0 V11 163 1.75 113 X 163 1464 S S 1 OR 6 '2x O 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' 0 OR 0 0 0 1.00 ' 0 0 0 ' OORO 0 0 1.00 0 0 0 0 OR 0 M1 208 1.00 47 X 208 1873 S S 2 OR 6 2x M2 137 1.73 70 X 137 1234 S S 1 OR 6 2x M3 " 144 105 45 X 144 1296 S S 1 OR 6 2x M4 409 1.00 87 X 409 3682 B B 3 OR 7 2x M5 220 1.50 + 295 X 295' 1978 A S 2 OR 6 2x M6 224 1.00 110 X 224 2020 S S 2 OR 6 2x M7 322' 1.00 '203 X 322 2896 A A 2 OR 7 2x M8 285 1.00 180 X 285 2563 A A 2 OR 6 2x 0 0 1.00 0 0 0 0 OR 0 0 0 1.00 0 0 0 O OR O M11' 820 1.75 827 X 827 7380 D C 5 OR 8 3x 0 0 1.00 0 0 0 0 OR 0" 0 1.00 0 0 0 0 OR 0 0 0 1.00 0 0 0 O OR O O 0 1.00 0 0 0 0 OR 0 0 0 1.00 0 0 0 O OR O O 0 1.00 0 0 0 oOH0 0 0 1.00 0 0 0 O OR O O 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 ' 0OR0 0 0 1.00 0 0" 0 0 OR 0 0 0 1.00 0 0 0 OORO O 0 1.00 0 ' 0 0 O ORO 0 0 1.00 0 0 0 O OR O O 0 1.00 0 0 0' 0 OR 0 ' O 0 1.00 0 0' 0 _ ' 0 OR 0 0 0 1.00 0 0 0 O OR O 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 - 0 OR 0 0 0 1.00 0 0 0 0 OR 0