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Specifications (24) - c_-)c) cA 0 R O E L L 10570 SE Washington St Suite 212 ENGINEERING, LLC Portland,OR 97216 STRUCTURAL ENGINEERING Tel. 503-254-6292 Fax.503-254-6761 RF (AWED LATERAL ANALYSIS November 8, 2017 DEC b. 2,017 Y OF TIGAR Mascord Plan: surOINGDIVISION 22141A - FOUR D CONST 3 IRMA DELL BUTTERFIELD PARK - LOT 2 TIGARD, OR 97224 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 D Pt O f Project Number: mac,' GINS ss� 170421 58387- • / / Gd O o•4 T tounm . R ;'s: DEC. 31, red .. 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 , „„_,....T-rri, ::,,--r_1;,',',--'‘ --";/,,,,,i\, ... 1 1/...i. ,../ /. /., 1. I r , r't ,'''ttt` trrt-. -,rt, • . ./ • ."/ ..',11/...i...', ,[LI r 1,,:I' l':'./t.'/,'.:4//`I ,./)7:1,.'\\''',. I ', , • /'/,.' c.', 1 'i c 14_11.i:7:17, .. .-11.T ,... ,,', ',LILTV.';.:',.,—,‘. - . /-',../,..,..r....,1.1 I I .1..,.._,..,,,r, ,,,,',z,,-„,„.„-f,„,i. ,:,„, ,, ,,',, ., ,„ . ..,. . I -'„,-,, i i ,i,,.1 i..: t ,,,,,,,:',-,,,:. 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Fcr .c.,, ,-,..,., -,. ,-,A I. ,'•,(3,51,2,,, . , • Page 5 DATE: 11/08/17 PROJECT: 22141A- FOUR D CONST 3 WIND LOADS LOAD AREAS FROM CAD LINE A BCD LOAD mean roof height,h= 28 ft 0 0 least horizontal dimension, b= 40 ft 0 0 V3 32 73 1772 a=min(0.1b,0.4h)>= max(3', 0.04b) V4 60 97 2177 V5 35 38 78 194 4949 0.1b= 4 ft V6 35 41 72 222 5221 0.4h= 11.2 ft V7 33 39 40 115 3335 min= 4 ft V8 70 318 4956 0 0 3'= 3 ft 0 0 0.04b= 1.6 ft 0 0 max= 3 0' 0 0 0 a= 4ft 0 0 2a= 8ft 0 0 0 0 roof rise, y=1"---7151 M1 169 2907 roof run,x= 12 M2 204 3509 arctan(y/x)= 39.81 DEG M3 82 1771 0 0 A= 21.6 psf M5 86 179 4936 B= 14.8 psf M6 94 175 5040 C= 17.2 psf M7 130 100 4528 D= 11.8 psf M8 237 4076 M9 53 85 2607 0 0 O 0 0 0 0 0 0 0 0 0 0 0 O 0 0' 0 0 0 O 0 0 0 0 0 O 0 0 0 0 0 0 0 0 0 0 - 0 0 0 0 0 0 0 O 0 , . 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I • ,(D I AO . , 0 ,0 ').11111)1 ', I ' rI ii 22141A N1 -IN ",-=.7_00 P-4-N SS SE ad. 6 it ROWELL . ... . -c ENGINEERING,LLC c 0...E.C. 11-(1.,N ,r., ,....",,,14, ENIG.INE,'i:,,,C, ,kftt iik. 0.1 �w Lu z' co cr, 0) ctS ctz a W 011111 ' \ v *4,, w • 0 • SHEAR WALL SCHEDULE • • HOLDOWN SCHEDULE • srhmic'LONE.1.111, ' ._. .._,..�_._ APA RATED PLYWOOD OR ORIENTED STRAND BOARD {1) f ""` '0.550.0 Mt. w EJ G.. 4'vc, Wm4 SP;K < SEIS t5.. U,.0 pew, ..ce y7 1.,.,f ..a.. f. t 11 4 6` f a.!. t :.. , _� $ t e Sw 0 (4) .A. �h, , , 7 t, ( n 4 , nn � 414 2 3^ J".,f '4 ... st • t+ WY sb is rn` - a,, >,.,, :..),,, „ r�.r:. a 1t(a) a O. bi { x lA k i4 4' {t r=, I 1 7 _ 11}M,Y u..e a,.t[... ,...r `.,.9: .. I b iNI i �(t i� } ut. c'.: c.e.xrv...ni_+� vu •.[.,t c.- A •. r` n I 5 A .. •••• t ?J L ?A - .. Rf Iv RI.-,°' (T Nimis i I. , . Page 9 , 1 1 „ , RER SCI-EE - ---_,_ '-‘, i--ICLDCW\I '-'ER 11 11 °.1 --, -‘. SC.--i-E.T.iLLE _ N IC. x& COLLIVN lib- 1 --, , 'a .. 1 4 TO c'OOT IN6 F---E • 1 -7.: ' --- i- (--1..E.,-;OLL,NC:i---,0 SCL4E-7.:DJLE - --, :.L ! E., -. 7 !--7"'ER af.-"r"rULE- ,...... , -zr 'CI ... :,...7., i I 4, ' .6 4 ' t'‹ .,----')1-7:---, ,,, ' I _ - os'44 /-ND BE/,_,,, \41 ,,z__,,,,3 A 3 II I... ,, R ROWELL Ht-xl ' / PI / ;;.' ENGINEERING,LLC 'irri ,05,,St volS.inaTax 5,4,,,I, ,1; ,-,.• 1,,.4 6.2 .i.IP:' POr,,,ars.OP 9,P+E cM1x.,,25,676t Page'10 DOUBLE X4OR6 FRAMING e LOCATION OF HOLDOWN. 4` HOLDOWN C — g SEE SCHEDULE 1 +1 11 // I I ` III `I r -I - a- 1111 I i Q THREADED ROD z i 1, A . 0 s A P RATED E 1D ft SHAT KING C1 SLEEVE NUT e I I ruBOLT SFLICE J II 1 I I �-0-11SFMPSONII STA 1 I, 5OLT (SEE H 4*4 BAR I I SCHEDULE) U L CONCRETE FOUNDATION O DOWN N1 \ / SCALE- 31411 _ 1'_-011 -D-E-_E�- DRAJFNG NOT TO SCALE LOC LLL DRAWN PY- J.Y. CIVIL- STRUCTURAL ENGINEERS DATE TE_ 02 -23-11 10570 SE WASHINGTON ST. STE 212 PHS (503) 254-6292 S�/ PORTLAND, OR. 97216 FAX (5031 254-6761 • )r MN. 1-1/35 Page 11 TI T •► �T—_I� -SIMPSON "MSTA36," .. I ( I(1 1 EA. SIDE, (4)-TOTAL , I •I•• I .1 I 2X CRIPPLE WALL OVER J• L , L I. �__ HEADER, W/ 11/2" SPLICE —6 JOINT W/ CONT. NAILING t HEADER (CONTINUOUS) • • • •/ - —— '�.....kCONTINUE HEADER L7 . •. TO BLDG. CORNER 4 Z I•• NAIL SHEATHING TO i— .I• j•; HEADER W/ 0.148"0 X I I•.II:. 214" F. RH. P-NAILS e LU I 'I' 1.• 3" O.C. BOTH WAYS N / I•. �I [. ° C 4 A _ F- (0R OTHER OPEN'G) : W t— U) . 15/32" APA-RATED SI-ITH'G M u1 111 FROM SINGLE SHEET, I" FASTENED PER SHEAR W 0 SCHEDULE SPECIFICATIONS Z AND NOTES ( U) II l Q `--\ fi . - CLOCK ALL PANEL EDGES Q PER SHEAR SCHEDULE I S -I II 1I• •, SPECIFICATIONS NOTES 1I '1 11 1' . REBAR &O GRADE zfl 'i'll II'1 1 1, SEE SHEAR SCHEDULE ANp = w •I•II I1 11 NOTES FOR HOLDDOWN SPECS U •I 1 V 1' fi ANEL WIIDTN -1 t *3 TIES II II II II II (1 a) fit_— == 1=11=> 11 H co 111 II II II q l0 0 0) *3 TIES 11 a II a II EE J • 10° O.C. tt a II 03 PLAN VIEuJ OF (3)*5 II 11 II STEM UJALL EACH SIDE �I 11 II �4" CONC. SLAB A1t II II II MIN. 12"x12" CONT. *5 REBAR W/ 24" HOOK FOOTING 9 GARAGE TOP 4 BOTTOM e CORNERS DOOR W/ (4)*4 CONT. 12 NARROUJ S-FAIR PANEL NO SCALE (REDUCES PANEL HGT.) NRWSHEAR30 V Q�WNILL IERflIMEDEREI DRAWN 5Y- J.Y. CIVIL- STRUCTURAL ENGINEERS D /�f�TE- 02 -23-11 10570 SE WASHINGTON ST. STE 212 PHS 1503) 254-6292 S�/ PORTLAND, OR. 97216 FAX: 15031 254-6761 Page'12 • DSC CONNECTOR PER FLAN 414.111111111111. 644' 411, II ' TT I TOFPL E 14111 MANUF. TRUSS DSC-1 0} SCALE: 3/4" = ILO" ERBERBERGAM D FRAWN 1EY- J.Y. CIVIL- STRUCTURAL ENGINEERS DATE- 11/15/12 10570 SE WASHINGTON ST. STE 212 PH. (503) 254-6292 PORTLAND, OR. 97216 FAX: 1503) 254-6761 • Page 13 EDGE NAILING (2) 2x OR LARGER EDGE NAILING DEPENDING ON H.p. I LARGEST OF THE (2) HD STRAPS e CORNER iiWN 7ii mil r ii ►, LARGEST OF THE (2) ► 1YV (2) 2X OR LARGER �I II H.D'S CORNER %'�'� (DEPENDING ON N.P) 'ice 'i 9 FOUNDATION O a UPPER FLOOR 1 CO"--511\-ID kOI IDOW\ CON SCALE: 3/4" = I'-O" coMei w 1D1RAl.UFNG NOT TO SCALE MEINCNLD,, =n--- EMEMEIELIAH 1:D1zALUN 15Y- 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'14 ' DATE: 11/08/17 PROJECT: 22141A - FOUR D CONST 3 'PROJECT:� ver20161111 DESCRIPTION: 2015 IBC, Binder-Stock SIMPLIFIED STATIC PROCEDURE-2015 IBC BY: WIND SPEED: 120 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 S»» 0.850 F°SD8=U 1.02 k " U R: 6.5 snow load 30 F: 1.2 mean roof height, h = 28 ft A upper: 2140 A main: 2822 V=FGooVVoJHeq12.14-11 A lower: 0 ASD Load Combination=V/i.4 wOL 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 2140 32100 5037 3598 EXT. WALLS 12 9 202 10908 1712 1223 INT.WALLS 8 A 26$ 9576 1503 1073 BRICK 40 � 0 0 0 0 TOTAL 52584 8252 5894 MAIN FLOOR ROOF/CEILING 15 1015 15225 2389 1707 FLOOR 10 1807 18070 2836 2025 EXT. WALLS 12 10 250 15000 2354 1681 INT. WALLS 8' 10 266 10640 1670 1193 WALLS ABOVE ~ 20484 3214 2296 DECK 10 D 0 0 BRICK 40 0 0 0 0 TOTAL 79419 12463 8902 LOWER FLOOR ROOF/CEILING 15 0 0 0 FLOOR 10 0 0 0 EXT.WALLS 12 0 0 0 0 INT.WALLS 8 0 0 0 ' WALLS ABOVE ' �_ — ' 2874 DECK10 <l 0 0 BRICK 40 0 0 0 0 TOTAL 25640 4024 2874 REDUNDANCY FACTOR = 1.0 or 1.3 per ASCE 7-10 12.3.4.1 and 12.3.4.2 Allowable Load(plf) Floor to Floor Holdown Floor to Foundation Holdown Shear wall vind/soia Tag Load Type Tag Load Type S 260/260 1 1500 Cmar12*36^ 6 2684 STHD14RJ A 350/350 2 3430 owaT12X48^ 7 5090 HITS B 600/600 3 4700 nMar12x60, 8 7855 HDU8 C 896/640 4 6210 omSr12x72^ 9 9535 HDV11 D 880/980 5 9215 CMmT12x90^ 10 14445 HDU-14 E 1280/1280 ? 14446 to high Page 15 • DATE: 11/08/17 PROJECT: 22141A- FOUR D CONST 3 WALLS DIAPH. LOAD WALL SO, FT. LENGTH LINE LENGTH OF SHEAR WALLS(FEET) TOTAL HGHT. BRICK NOTES 0.0 0.0 V3 3.0 3.0 6.0 9.0 V4 6.0 6.0 9.0 V5 14.1 6.7 20.8 9.0 V6 20.4 10.2 30.6 9.0 V7 5.8 9.0 14.8 9.0 V8 '10.6 10.6 9.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 88.8 M1 3.0 3.0 10.0 M2 6.0 6.0 10.0 M3 2.0 2,0 10,0 0.0 M5 19.4 25.2 44.6 10,0 M6 25.0 15.0 40.0 10.0 M7 7.0 14.0 21.0 10.0 M8 11.6 11.6 10.0 M9 3.1 3.1 6.2 10.0 0.0 0.0 0.0' 0.0 0.0 0.0 0.0 134.4 0.0 0.0 0.0 0.0 0.0 0.0' 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 ' Pan8`16 ' DATE: 11/8/17 PROJECT: 22141A- FOUR D CONST 3 ' ��U� mmxo~�� 110VB 120/B SHEAR ADJ, X= LOAD FROM TOTAL TOTAL WALL 110/B 120/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 1/3 1772 1772 1318 6.0 295 220 V4 2177- 2177 1619 6.0 363 270 V5 4949 4949 3681 20.8 238 177 V6 5221 5221 3883 30.6 171 127 V7 3335 3335 2481 14.8 225 168 V8 4956" 4956 3687 10.6 468 348 0 0 0 0 0.0 0 0 0 0 0 0 0.0 0 0 U O D^ 0 0.0 0 0 0 0 0 0 0.0 0 0 0 0 0 0 0.0 0 0 0 O' O' 0 0.0 0 0 0 0 0 0 0.0 0 U 0 0 0 0 0.0 0 0 0 22410 M1 2907 2907 2162 3.0 969 721 M2 3509 3509 2610 6.0 585 435 M3 1771 1772 3543 2635 2.0 1771 1318 0 0 0 0 0.0 0 0 M5 4936 4949 9886 7353 44.6 222 165 M6 5040 5221 10261 7632 40.0 257 191 M7 4528 3335 7863 5849 21.0 374 279 M8 4076 4956 9033 6719 11.6 779 579 M9 2007 2607' 1939 6.2 420 313 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 0 0 0.0 0 0 49608 -��-�- �-� �� 0 0 0 O OJ] OO �� _�� 0 0 0 0 0.0 0 U 0 0 0 0 0.0 0 O 0 0 0 0 0.0 0 0 0 0 0 0 0.0 0 0 O 0 0 D' 0.0 0 0 0 0 0 0 UD0 0 O 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 0' 0 0.0 0 0 O 0 0 0 0.0 0 0 O U 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: 11/08/17 PROJECT: 22141A - FOUR D CONST 3 ��U��U�� ~°��"��v°nx~� SEIS. TOTAL SQR. 96 SEIS. MAX. ADJUST D|REC.. FLO[}R FEET OF FLR WALL BRICK FROM TOTAL UNIT REDUN. REDUN. UNIT . F-BL'RSHEAR. SEIS. SHEAR SEIS. SEIS. ABOVE SEISMIC SHEAR FACT. FACT. SHEAR O 5894 0Y6 0 0 0 0 1.08 0 0 5894 0Y6 0 0 0 0 1.00 0 V3 x 5894 169 896 465 0 465 78 1.00 1.00 78 V4 x 5894' 163 8%^ 449 0 449 75 1.00 1.00 75 V5 x 5894 1034 48% 2848 0 2848 137 1.00 1.00 137 V6 x 5894 1106 52% 3046 0 ' 3046 100 1D0 ' 1.00 100 V7 x 5894 737 34% 2030 0 2030 137 1.00 1.00 137 V8 x 5894 1069 50% 2944 0 2944 278 1.00 1.00 278 O. 0%5804 0 0 0 0 1.00 0 U 5894 0% 0 0 0 0 1.00 0 0' 5894 0Y6 0 0 0 0 1.00 0 0 5894 0Y6 0 0 UV 1.00 0 0 . 5894 0% 0 0 0 0 1.00 ^ 0 0 5894 0% 0 0 0 0 1.00 0 0 5894 0Y6 0 0 0 0 1.00 0 0 5894 0% 0 0 0 0 1.00 0 20096 0 11783 [W1 x 8902 232 8% 732 0 732 244 1.00 1.00 244 M2 x 8902 570 20% 1798 8' 1798 300 1.00 1.00 300 M3 x 8902` 9� 287 10 ~ 905 0 465 1371 685 1.00 1.80 685 0 8902 0% 0 0 0 0 1.00 0 M5 x 8902 1041' 37%' 3284 0 3848' 6132 137 1.00 1.00 137 M6 x 8902 979 35% 3088 0 3046 6134 153 1.00 ` 1.00 153 M7 x 8902 1220 43% 3848 0 3030 5878 280 1.08 1.00 280 M8 x 8902 1112 39% 3508 0 2944 6452 556 1.00 1.0 556 K49 x 8902 203 7% 640 0 0 640 103 1.00 1.00 103 0 8902 0% 0 0 0 0 1.00 0 0 8902' . 0% 0 0 0 0 1.00 0 0 8002 0% 0 0 0 0 1.00 0 0 8902 0% 0 O ' 0 0 1.08 0 0 8902 0% 0 0 0 0 1.00 0 0 8902 0% 0 0 0 0 1.00 0 0 8902 O96 0 0 0 0_ 1.00' 0 20096 29137 O. 2874 0%~ 0 0 0 0 1.00 0 O . 2874 0% 0 0 0 0 1.00 0 0 2874 0% 0 0 0 0 1.00 0 O 2874 0% 0 0 0 0 1.00 0 0 2874 0% 0 0 0 0' 1.00 0 0 ' 2874 0% 0 0 0 0 1.00 0 0 2874 0% 0 0 0 0 1.00 0 0 2874 0% 0 0 0 0 1D0 0 O 2874 096' 0 0 0 0 1.00 0 O 2874 0Y6 0 0 0 0 1.00 0 O 2874 0% 0 0 0 0 1.000 0 2874 0% 0 0 0 0 1.00 � 0 0 . 2874 0% 0 0 0 0 1.00 0 0 2874 0% 0 0 0 0 1.00 0 0 2874 0% 0 0 0 0 1.00 0 0 2874 0% 0 0 0 0 1.00 0 0% 0 - Pagel 8 ' DATE: 11/08/17 PROJECT: �� 22141 - FOUR D CONST :: ' WALL SUMM AR WIND Narrow |NCR CONTR. MAX. SHEAR WALL min UNIT Panel SB8DESGN UNIT UPLIFT w/narw w/o HOLDOWN sill NOTES SHR increase SHR W S SHEAR incr incr p|t 0 O 1.00 0 ^ 0 0 8 OR O 0 6 1,00 O O 0 O OR O V3 220 1.50 116 X 220 1977 S S 2 OR 6 2x V4 270 1.00 75 X ' 270 2428 A A 2 OR 6 2x V5 177 1.00 137 X 177 1593 S S 2 OR 6 2x V6 127 1.00 100 X 127 1142 S S 1 OR 6 2x V7 168 1.00 137 X 168 1508 S S 2 OR 6 2x V8 348 1.00 278 X 348 3130 A A 2 OR 7 2x 0 0 1.00 0 0 0 0 DRO 0 0 1.00 0 0 0 O OR O 0 0 1.00 0 0 0 U OR 0 0 0 1.00 0 0 0 O OR 8 6 0 1.00 0 0 8' 0 OR 0 0 U 1.00 0 .. 0 0 O OR O 0 0 1.00 ' 0 0 0 0 [)RD 0 0 1.00 0 0 0 0 OR O K81 721 1.67 407 X 721 7207 C C 5 OR 8 3x M2 4351.00 300 X 435 4350 B 8 3 OR 7 2x M3 ' 13181.75 1199 X 1318 13176 F F ? OR 10 3x 0 0 1.00 0 0 0 O [}RU M5 165 1.00 137 X 165 1649 5 S 2 ORS 2x K46 191 1.00 153 X ~ ^ 191 1908 S S 2 OR8 2x M7 279 1.00 280 X 280 2799 A A 2 OR 7 2x M8 579 1D0 556 X 579 5792 B B 4 OR 8 2x K89 313 1.61 167 X 313 3127 A A 2 OR 7 2x 00 1.00 0 0 0 0C)R0 0 0 1.00 0 O- 0 O OR O 0 0 1.00 0 0 0 O OR O 0 0 1.00 0 0 0 U OR O 0 0 1.00 0 0 0 0 DR Q 0 0 1'00 0 0 0 D [JRU 0 0 1.00 0 0 0 D OR O 0 0 1.00 0 O. O0013_0�_�� O 0 1.00 0 0 0 0OR0 0 0 1.00 0 0 0 D ORO 0 0 1.00 0 0 D' O ORU O' 0 1.00 0 ' 0 0 O OR O 0 6 1.00 0 O U U OR U 0 ' 1.00 0 0 0 0OR8 0 0 1.00 0 0 0 UORO 0 0 1.00 OO 0 OORO 0 O 1.00 0 ' 0 0 0OR0 0 0 1.00 0 U' 0 0 OR O 0 O 1.00 0 ' 0 0 OORO . 0 0 1.00 0 0 0 OORO 0 0 1.00 0 0 0 O OR 0 0 [/ 1.00 0 0 O 8ORO 0 0 1D0 0 0 0 0URO