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111.11111010110110.01101110111111 • •• •• •• • •• • • •• ROWELL ENGINEERING • • ' • ' •• 3 hi " • . .. .. • • • . • • • . • • v • 71)SEUVat;hingtc S9t CIVIL-STRUCTURAL ENGINEERING ' ' ' •.• •Suite 212 r k �� OD 151 Portland,OR 97216 • ••• 'el.'n-2544 92.•• • •• ••••• • tax.03- S -6:6 •• • • • IVUV • • . ••. • • STRUCTURAL CALCULAJLQNS • •• •• • • • • • • : :•' :•: '1 CEIVED Revised 12-17-I S ... . . • MAY 0 4 2016 Tigard High School Track Storage Building CITY OF TIGARD 9000 SW Durham Rd BUILDING DIVISION Tigard, OR 97224 100 mph 3-Second Gust, Exposure B Seismic Category D 2012 IBC / 2014 OSSC Kevin M. Godwin 260 N.W. Sundown Way Portland, OR 97229 Tel. 503-201-0725 "k aktO PRGF�s Rowell Engineering 5 ‘4,GIN . Project Number: 66367P R-13-056 Sir OREGON •lpb'r 22 Ao �`, d 7, Ro`' XPG: '>: DEC. 31, f EXCLUSION OF LIABILITIES 1.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,WIIETHER ARISING IN CONTRACT (INCLUDING WARRANTY),TORT(INCLUDING A(TIVE,PASSIVE OR IMPUTED NEGLIGENCE)OR OTHERWISE,FOR LOSS OF USE,REVENUE OR PROFIT,OR FOR ANY OTHER INCEDENTAL OR CONSEQUENTIAL DAMAGES. III.THIS PRODUCr IS FOR A SINGLE USE ONLY AND IS NOT TO BE REUSED WITHOUT SPECIFIC AUTHORIZATION. y' t ti 6. t1 1—11 r' gi m {V 1 ems- bus: t—r 1.!Ill II E '�"" f-Tr 'f � d I E J I iE (CT ; E , ii; s1,2 i I 1 IA � „I 4 11 v r i -.' i! 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U4h\ >=mex(3'. 0.O4b) V4 25 27. 17 1S� 1456 ° '° °°~ ° ° U 0 ' ° ° ° ° � � � . =� � ��� o Q � h��° °°°7J� � O O ~ min 2ft D 0 U . ' 0 3'= 3 ft O _ 0 0.04b= 0.8 ft 0 8 max= 3 U U O ' 0 . a= 3 # D ' 0 2a= 6 ft O ` O 0 O ^ ~ roof rise, y= W11 54 39 183/ roof run, x= K82 ~ 54 89 1837 arcban(�x) = DEG yW3 40 53 1770 - K44 52` 19 ^ 1450 A=` 21.8 psf O. . 0 B = 14.0 pef . 0 0 C= 17.2 pef O. O O = 11.8 psf ' u U O 0 ' Q ' ^ O ^ ' O O' Q O U O' ~ ` 0 O ' U 0 - 0 O O ^ O 0 U O 0 ' O 0~--- O' O , O U 0 - ' 0 ' O O O' . 0 O 0 O 0 ' O' ' 0 O ' ' O O' ~ . O 0 ~ ~ 0 ' � --- - ;',",'...!i•-.....3 .1 . „ : ] ,,, ! ...!.• d I= 0 (' ''.' •‘,. m 01111......... 1 i' 1.) ...... ... ______. . .,, , ....., . Ill p;)- ,..... , III . I • NOTES . . , II 11116 0 I itzh I fp 10 ,N g U IIII r dt i . I> d! 'IP . 4 1 ii- '','• ? , . „., I . I , I '13):11---51- ilea- .4ack, N 111 . ! 1 1.....e., 1 i 1 f,,,, 1 1 !:,.. 1 7 I 445.; 4,4'5, !!!,I.: • . . A 1-„, 1 -.!:. 11 •H'. 1 ''..! liEli;.:• ! ,,,:', ' , . eN -,---;-...„` rii; !iiill':!;',i I 2i 1 !!i ii I f4. • ii4 . , 4 , ! q ! gf,' 1 1:•,; - filvIfio!; ; 1 !",1 ; i ; ;; ; ;i ;1744 ,g1.4;1 i ! 1 i i 1.`, 1 r%'' ', I ; ii 1 .-. I ''''• : V;'" . ' • " ''.- ' ' • " ••••• if„, ! , id i ',I '• 's., ...-)i , ... ..i —0. ..;,•,?•-..1. 1,,H m IN, - V '113,t52.k7' f.',/7.1-__ air> Kr - : .--------- ----- . alit 0:a i,t,•0/44,I LI:, . ,,,;: ,4. 1.g 1:17 ,,, Frzi 1 01.-1 r 1r , 1 14141r, 1,r+, "'1' ----r . ki ,, Z._ ,'giF, z „iii 1 • , 1 {g• '111 '0; oi • ;,-g• ,,ri ... • • ifr•• i , , , , i •0.,.. : , . IL._.„.,............„.L. i 1 .......,.. . .Ii.•. -' .. e3 ( 1:„ •••••• . 0 •• 0 ••• I'. ,. .,-,,.!",*.$•:1!i.+.. .•H,,;.•t7) •.::, ,>. .:,, • • • Aj a••- = . ,• ;..; • • iV al I 1 • •• •• ' .•' ...,,,, g,..r..i : 'I ;t• • • , - ,U 11 e . . I li 1! . • S. -.., ••••• ad, 11% •• . r I i:.SI'•;, '';:i • --• . :,•••••••' •• • • • ol,i I * 50••• I '11 It RI 0 , / 5,g,.g.,.wi: ,,,.;;; ,:„ .,.,-.:-,,,.. ,,,.0):::, ,--,) .a.......12:- ,..-t,,...,,:f..4x...... IZZ----I:II.Idr.III:IdIEzzdrEId,I,, --; '*'''''""-..::4•;- ' z,- 4X:: 7,g'1,1,Tit':1' 1 i r;,21; I2a-7 77,--777, ,Ts. ''',,,-41 <2!:,:',1 ,fl 4•::';'c.:';7!--2 '-i.-..,' „ ?4---. H ' ,::,"11-b!p' '•":": . -,i,:- ,, '" : ?;;LI,-.g ".3C'2:. J•3 '-',': . --' , ti C3) CO a.•••• • • • •• • • • •••• • • • • • • V... SHX•AR WA1 t SCHEDULE • (1) 2XD.F. studs max. 16" O.C. • HOLDOWN SCHEDULE • 4.1: 1,1,I(woRf:e., (2) Anchor bolts to be IV0 j—bolts w/min. 7"embedment Into MARK SIMPSON FASTENERS CAPACITY •AP4*RATED PLYWOOD OR •- = =• STRAND BOARD (1) concrete. Secure with BP %"-3 or BPS V—3. (9) MODEL (13) (LBS.) NOTES ' •' BPS%—3 requires an additional std. cut washer. O No Connect btm.plate to FASTENERS(E),(5),(6)v.:eSbLE le SILL PLATE •PANEL ALLOW holdownrequired floor Jet/rim/bm/blkg. N/A MARki. • 0 PANEL NAILING AB NOTES LOAD (3) Intermediate studs nailed O 12" O.C. / • 7ypF w f6d o 4'O.C. e"i•• EDGER••• d SIZE SPACING • • • S1 ER (2) (4) Framing O adjoining panels to be 3x nominal or wider, CMST12 x (7)164 common For equivalent options. •'• •• • winning staggered. 36" Long nails at each end. 1,300see(t0 • < 1,41•3fill• 0.t37 •lyl (5) 0.131'0 X 2 F. RH P—nail may be replaced with 16 16d common •• r• • • 6" O.0 6" O.C. 2X 48' O.C. 0.131.0 X common nail or 0.113'0 X CMST12 x ( ) • tik F.RH.iQ1.11• tumbled galvanized box nail. 2X-hot dip or 48" Long nails at each end. 3.430 Far equivalent i)options. 7 • • (6) 0.148'0 X 3"F. RH P—not may be replaced with 0.1480 X G CMST12 % (22)18d common A �• 3'common nail ar 0.128 0 X 3" hot dip ar tumbled60" Lon "On•°t e°°h end' 4,700 For equhvlent options• 8or o.t31 ;x 20." 4' O.C. 4" O.C. 2X 46" O.C. 5Qy 9 see(12) IV' F.RH.P—NAIL 350 3'co galvanized box nail. W (7) "F. RH. P—nail"— designates a full round—head power nail. CMST12 x (29)16d common 72" Long nails at each end. 6,210 7prs 0131 •x 21f' 2' O.C. 3" O.C. 2X 13` O.C. Bee (4) ,4 g I.. (8) Minimum 4X6 post 0 each end. I w F.RH.P—NA` 3X 34" O.C. .4 e o (9) Hddowns occur 0 each end of each shearwall h fasten CMST12 x (39)18d common to min. double 2X studs Wail sht'g. shall be edge nailed 90" Long nails at each end. 0.350 to each hddown stud. CMST 14 X 36"L w 8 16d common each end. Retrofitgo with ate If 8 'If 0.131 ;x 2$' 2' O.C. 2" O.C. 3X 9' O.C. see (4) t ♦ (10) /O STHDi 4RJI (30)16d sinkers. 3,2gp epolln9 of concrete walls t' " F.RH. 22" O C g¢O MST 37 w/(10) 16d common or sinker each end. occurs P—NM. MSTC40 w/(14) 16d sinkers each end. Equivalent option Rs - (11)CMST 14 X 601L w/(22) 16d common or sinkers each end. HTTS (26)S1 «s 5,090 W/(14)SDS 4 X MST48 w/(16) 16d commons O each end. 25 screws. t> or 0.131 ;a 25" 3" 0.C. 3" O.C. DBL 2X 20" O.C. see (4)( ) MSTC52 w/(22)16d sinkers each end. EA. SIDE F.RH.P—NA9 3X 20" O.C. zo SDSYy x 2Y• Min.(3)2x or Co. (12)OUST 14 X 72"L w/(29) 16d common or sinkers each end. HDU-8 (20) 7,870 with studs nand together 7 • MST60 w/(23) 16d common each end. screws.S8%x24 �8 w/18d sinker 0 Cr o.c. or 0,137 ;x 21P 2" O.C. 2.5" O.C. 3X 16" O.C. see MSTC66 w/(32) 16d sinkers each end. (3o)SOS)4 x?Jrscrews• 1' " ''tA�r1t 1"e A307 threaded rod A.B. axe poet read. EA. SIDE F.RH.P—NAIL (41(8) "o'+ 03)Use SSTBL in place of SSTB where 3x or dbl. 2X plates HDU-11 w/2Ya"z2Ys'z15'plate or sRI p 535 30X30X12'deep min.fig. °fir• btwn.(2)nuts.MN 10'ftg. read.0 ea.anchor bolt. embed. 14 May use on HHD014 in place of HDU-14. 8X8 post read. < ( ) ,w` (38)sos Xr'x 271 screws, 1'9S2. 0.148 4 a 3" 2" O.C. 2" O.C. 3X 13" O.C. see `F7 HDU-14 1"s A307 threaded rod A& Heavy hex nut req'd. EA. SIDE F.RH'P—HAIL RE 15 3X plate required where shown on foundation plan. w/ . x2y.'xs.MIse or BPI 14.445 (4),(8) ( ) ass(14) btwn.(2)nuts.min 10'ftg. 36X36XI2'deep min.ttg. embed. read.0 ea.anchor bolt. ~ ' °° of °° ° ° ° ° °° Page 8 ' DATE: 1�17M5 U�����J��C�� �&x*�: �����.�*r-�-� ° ° . _ _�_ ,��,,,__,�u� . ,��� ~°^�v*e�� u� . ° ° vem1u000 ' DESCRIPTION: 2O12 ��C.13i ° SIMPLIFIED STATIC PROCEDURE ' 20OyIBC BY�� 'r� � �;~ Adjustment Factor for Building Height X Increase 110/Bwmd loads by °°° �� to obtain 100B 085O 1 �3D� 1U2 � � � � ° 0.5 snow load maanruofho/ght. h -_ fC°~ -__----_ ° ' vwu/. V=1.2SonVVoL/R A8D Load Combination =VY1.4 wDL AbD DEAD V LOAD WALL HT. LINEAL SQUARE LOAD SEISMIC C[}/NB UPPER FLOOR P5F HEIGHT FEET FEET POUNDS POUNDS Eq. 10'18 ROOF/CEILING 15 418 0270 984 703 EXT, VVALLS 10 8 80 3200' 502 358 INT. VVALLS 8 8 8 O O 0 BRICK 40 O' O U 0 T[0AL 9470' 1488 1061 MAIN FLOOR ROOF/CEILING is Q O 0 FLOOR 10 382 3920 15 438 EXT, VVALL3 - 10, 8 73 2920 458 327 lNT. VVALLS 8 8 O 0 O O WALLS ABOVE 3200 502' 359 DECK 10 O' O' 0 , BRICK 40 0 0 U' 0 TOlAL - 10040 1576 1125 LOWER FLOOR ' ROOF/CEILING 15 0 0 D FLOOR 10 0 O 0 EXT. VVALL3 10 O 0 0 0 INT. WALLS 8 0 O U' O WALLS ABOVE � ' ' � 292O 458 327 7)ECK 10 ' O 0 8 'BRICK 40 0, A' O 8 |OlAL U 2020 458 327 REDUNDANCY FACTOR = 1.0 or 13 per ASCE 7'05 12.3.4.1 and 12.3.4.2 Allowable^ Shear wall Load (plf) Floor ho Floor Hodown' Floor hiFuuodad vv Foundation wind/saio Tag Load Type Tog Load ' � Type � 8 260/260 i 1500 omoT12x36^ S 3288 � STHD14RJ A 350/350 2 3430 owST12x4u^ 7 5098 HTT5 8 600/800 3 4700 CmsT12x60^ O 7870 HD08 ' C 898/840 4 8210 CwsT12x72^ R 9535 HDU11 D. 980/080 5 8356 Cmnr�exeo'' 18 14445 HD0'14 ^ E 1280/1280 ' - ? ' 14446 to high F~1540/1540 .. .• .. • • • . .. Page 9 DATE: 12/17/15 PROJECT -Ci4aFdiIdigi;thooETraCk:Storage WALLS •• •• '• '• ••• LOAD WAI.;L•r SQ. • LINE LENGTH OF SHEAR WALLS (FEET) TOTAL 2-I1HT.; BRICK .IVOtES V1 8.5 8.5 '.' S,rS ... : ... •• V2 12.9 12.9 8.0 V3 2.0 2.0 V4 19.9 4.0 B.Qy. .. .. 19.9 • 8. • • • ' ' • ' • 0.0' • it •.. • • •• - 0.0 0.0' 0.0 0.0 0.0 0,0 0.0 0.0 0.0 0.0 0.0 45,- M1 16.9 16.9 8.0 M2 2.0 2.0 4.0' 8.0 M3 7.9 7.9 8.0 M4 14.9 14.9 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 43.7 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.b- - " °�@Oe10 �� DATE: 12Y17/1PROJECT: Tigard����t6��dbbej T"hc4 �^*� ° ° -° _ -p`^ ������� ° ° ° ° ° ° ° ° ° ° m�xv��� ° ° ° ° ° ° ° °° 110/B 100UB SHEAR AUJ x= LOAD FROM TOTAL TOTAL WALL 110/B1AU/B F� � '�°~�N D°TgS ABOVE LOAD LOAD LENGTH PLF PLF Y=t - . V1 1263 1263 1044 8.5 149 123 V2 1283 1263 1044' 12.9 08 81 V3 ' 1455 1456' 1203 4.0 364' 301' V4 1456 1458 1203' 19.9 73 60 U 0 0 0 0.0 U O' [[ O - 0 O 0.0 U' 0 0` 0 0 0 0.0 0 0 O 0 0 0 0.0, 0 0 D O 0 0 00 U n 0 0 ' 0 O O0 0, O U O O 0 O.[[ O 0 O 0 0' O 0.0, 0 0 ' 0 O O 0 0/0 0, 0, 0 0 0 V 00' 0 0 O' O ' O O &U 0 0 O 0 0 0 0,0 O' V O 5439 ^ N11 1837 1263 3100 2582 16.9 183 152 K42 1837 1263 3100 2582 4.0 775' 841 K43 1776 ' 1456 3232' 2671' 78 409 338' ' M4 1450' 1450 2000 2402' 14.9' 105 101 0 0 O, 0, 0.0 8' 0 D 8 0 0' O0 0 0 0 O O 0 0.0 0 0 0 O' 8 0 0.0 O, O 0 n 0 0 0.0 0 U 0 0' 0, U 0O 0 O 0, 0 ' 8' 0 0.0- 0 0 ' 0 O ' 0, O, 0.0 0 0 n O - O O' 0�0 O U 0 O 0, \} 00 O, 0 O 0 ' C[ 0' 0,8 0 0 O U, 0 U' 0D 0' 8 5439 12339 � � O U 0 O 0.0 0 0' 0' 0 O 0 0.0 O 0 U 0 0 O 00 O 0 0 O O 0 0.0 O 0 O O` 0 0 0,0 0 8' ' 0 0 O' U' 0�0 0 0 O O* U, 0 00 U 0 O' 0 O, 0 00 0 O O U 0 0 0�0 O U U 0 0, 0' 0.0 0 O 0 O ' - - O` U' 6.0 0' 0 0 0' ' 8 0, 0.O U U' O- 0' Q O 0,0, 0 0 O' O 0, 0 0.0' O 0 0 0 0 0 0�0 0 U - ' U' 0� O, O 0D 0 0- 0 0 - ' ^ °F�ane11 DATE: 12y17U5 PROJECT: ����� �����:St�ob �t .° ~ °��� � - - - _�-�- ° ° ����U����U�� ��u�"��xn"u�* SE[S TO �C)H ` Y� � SB& MAX ADJUST O/REC. FLOOR FEET OF FLR WALL BRICK FROM TOTAL-, �N� �FDO�� REQ� °°°UN|T .F-B L'R SHEAR, SE|S. SHEAR SBS. SBS. ABOVE,SBS ~Q�FY �\C�° ''�°�HG4R V1 X 1061 200' �0�� 53f 0 5 ~ ^� ~°~G2 °�°1�« -- � ' °° 82/ V2 X 1061' �0A� 5096' 531 0 531' 41 1�00 ' | -- 41 V3 X 1O8� �0y 50�4' S31 0 - 531 1 — '-- ' °° l.JU 133 V4 . X 1061' 309- 50�6 '531 O 531°:~ ° °° ~'' � : 1:)� 27 0 1081 01� 0 0' U � � O�^: tm-~-- ; 0 V 1081 0%, O 0 0 ~ °°7] ~ '~` O 0 1061 096' 0 0 8 o' 1,00 0 0 1'061 00/; O' 0 ' 0 0 1�00 ' 8 U ' 1061' . U%' ' 0 O U' 0 1�00 ' O O 1001 U% 0 O' ' O O' 1.00 O O 1061 ' 0% 0 8 ' O 0" 1.00 O' 0 1081 U% 0 U 0 O' 1M' 0 0 1061 0% O' 0 O ' V 1�00 ' O _ O 1081 096 O 0 0' U' 1.00 0 U 1061 0% 0 0 O U 1.00 - 0 ' U 1001 0Y6, 0 8 0 0 1.00 O , �0O9. ~ {- 2123 ��1 X . 1126~~~—l98' 5��� 763 0 531 1093 0b 1�00 iOO 65^ K42 X 1126' 186' 5096 563 0 531 1803 273 1D0 1.00 273 M3 X . 1125 196 50% 563 O 531 1083' 138' 1.00 1M 138 K44 X 1125' 100, 50Y6' 503 0 531 1093 73 1D0 7�00' 73 O _ 1125 096, O' 0 ' 0 U 100 0 U 1125 0Y6 O U 0 O' 1.06, 0 0 1125' 096, 0 O' O` O 1,00 0 0 1125' ' 096, 0 Q 0 O ' - 1.OT O 0 . 1125 O%' 0 8- O 0. 1,00 0 U 1125 096 0 U 0' 0' 1.00 0 0 1125` _ 0Y4 0 O 0 8 1�00 O U_ . 1125 0%_ 0 0' ` 0 O' too 0 0_ 1l2o 0�4 0' O O' 0 1.00 U 0 � 1125 A% 0 0 0 U' 1,00 U' 0 1125 0% 0' O' 0 0' 1,00 0' O 1125 096 O 0' 0 0' 1,00 O 200Y'o 2121 4374 0' 32/ 0Y6 �) 0 ' O 0 1,00 O � 8 . 327 0�� O O A O 1.00 0 0 327 . 0% O' 0' O O 1.00' 0 n 327 0Y6 O 0 ' 0 0 1.00 O' 8 _ 327 O9� 0 0' 0 n 1-00 � O U 327 ' 0%, 0 0' O 0' 1�00 [' 0_ . 327' - [�� U' 0 ` U 0' 1.00 0 O 327 ' 00/0 0 V ' 0 0' 1.00 ' 0 O_ 327 0��' 0 U ' O' 0 1�00' 0 8. 327 0% 0' 0 0' 8 1�00 ' . 0 0 327 0%, O U 0 0 1.00 0 0 327 0% O" 0 U 0' 1�80' O O _ . 327 U% O' 0` 0 O 1.00 0 0 327^ D9&, 0 0 0 0 t0� D 0 ' 327 U�, 0 0 U 0 100' � � 0 U 0 327 ' . 0% O, O O' O '�'U0 0 Uo� - 8' O / � ' ° , ° 12 DATE, 12/17/15 PROJECT: Tigard ��igh s�&«�Or ° °W�° °'� - ~ - - � U SUMMARY 'VVINCrNarnow |NCI� CONTR. MAX. SHEAR WALL min UNIT Pane} 3E|SDE38N UNIT UFL/FTw/namv w/o S-4 °°: °: WUTES SHR |nureaoE SHR' VV S ' SHEAR invr inc/ � � ' � "p!� ~ ~ V1 123' 1M 62 X ^ 123 083 S S V2 . 81 1.80 . 41 X . ' 81- 847 S - S O OR0 2x V3 301 1,00 133 X ' 301' 2407 A A 2 OR n �x ' ° ° ° \/4 00 1.00 27' X �� 48� 8 g O 0:°.-~� °~ ~°~ U V 1O0 0 0' 0 ' ~' ° 0 [ZR 0: O 0 1 O — 0 O 0 {7R V° 0 A O 0 � 0 [)R U 0 O 1M 8' V U - 0 OR O ' 0 8 1,00 0" ' 0 O ' 0 [)R 0 8 0 1,00 0' O' o' 0 ORO ' 0 O 1.00 0 0 0 0-OR O 0 0 1.00 0 0 0 O OR 0 8 [/ 1,08 0 0' O O OR ' 0 0 1.08 0 0 O 0 OR O O O 1.00 . O 0 O OR U O' 0 1I0 O' 0` O 0 {}� 0 ' ' K01 . 153 1-00 ~ 0 13' S 3 - 1 OR 2x K42 641 133 364 X ' 641 5125 C C 4 OR8 3x ' 'M3 338 133 184' X 338' 2705' A ' A 2 OR8 -2x M4 161 1,00 73 X 101 1290 S S 1 OR '2x O 0 1.00 V ' 0 0 ' V OR 0 - ' O 0 1.00 U U 0 0 0R 0 8 0 1,08 O 0, - 8 - O OR 0 O O 1.00 ' 0^ ' O' O ' 00R0 ! ` 0 0 1.00 0 0 0 ' 0 OR U ^ 0_ O 1.00 O G O 0 OR O � O 0 1M 0 ' U 0 O OR 0 � 0 O 11X0 O ^ O - ([ 0 OR 0 ' 0 O 1.00 ' 0' 0' O 0 OR 0 0 0 1�00 ' b U 0 ' ' O 0R 0 ' 0 8 1M 0� ' 0' 0 0 OR - ' 0 _ O' 1M ' 0 o 0 8'OR 0 U O 0 O 1 80 U � � ' 0ORO � 0 0 1.00 O O o | 0 OR O � 0. 0 1.00 O U O O OR O ` 0 0 � O0 O` o 0 0 [V� O ' ^ / � � | O 0 1M ' 0 O 0 8 OR . � O O 7,00 O' � 0 0 0 ()R0 ^ 0 [) 1,00 �� 0 0^ U� 0' �� U � � � / � 0 0 1�0O � O 0 0 . | O OR O � O. O 1.00 � U 0 O � � 0 OR 0 � O 0 1,00 0 0 o 0 OR 0 / O U 1�00 U � ' 8' 0 0 [)F� 0 � ' 0� 0 100 O' O 0 0 ()R O O 0 1,00 ' 0 0 U i 00R O � n 0 1.00 � 0 0 O O OR Q � O 0' 100 0 � 0 O O OR� � 0 n 1.00 O / O O . 0 OR U � ' ... ... . „ . . .; • , . ' • , .::'',AZ:=$ ' 3333333:33333,373.3„3-33" 3 3"I, , 3, ' •; ' , '3'""ggg'=-333'i3 . . — .. - • 0 . . , .. . , . . :, (,) i,:i .0 ,,,„..:,5r..::-.,,H,,,:T,'...,,:-.:-.--„::::::-..-1 :. , -.P2' z,S3 3‘3, 1 1 '313) ''''' -3. t'J i I 0,,: <61,;3'' • NOTES • , 0" 0 11 3% ,',..- . 7..g , ,„ -,,,,, .,,,,,-:: • 1,:,:.,,. , : ..: :=-",,:,,, :3 '. ' ', - • i 0 1 i A :,, , ,,Li-"t:' -.;;: -. ' ' '0 "W• 3 , '3 ,:"3"':! 3 3 ' ' , ',„ "3 • " ",3, 3; 333"," 3 3 if, 3"":'''', , ' ,3•! 3:,' 3 ' AJ , .I U..!1-- AT IT> , . , . .1 .\3! • ":"73 ' • ' ", '' ' 1 ,IN e'd 1:;3341 i 3;33. ''3'':•:•: „ , ;3 , , ,'33! . 3-, '1"t4?1••P'",..,!":'f'= 14;33 :"":' ' '" :,' ! ; ' I 1:r,...-........ 73 i ''! './ • "iir,1 :.,1z Iiitl•.41,0c 1:,..5' • I,: "-) 4,-( `,1.,"7, --,'- _..:",-.-,..m.0-ttt-----,,,,,t.';..-,.-N.,,-'',, • • •/073.t 11,3: !:•03 ,L'Irf":'i:J,''-' ' '' .i.,.....;_ 1 ..`'--, '33,443, /1 44 433 ,1"," 3Cii1 "'24 :: •1 „: . iiI! ! 6 4, 3/., 1'3 '33, ' 0 '3 3• •"Li„,-3 "333;p 1 . ,..,, „;,-'1 4 ri • i,-••i• ! • •1,•• • - ; ,._,,i,,,..... :-1 I ;, „„ -., '4 to t „,:> ,?.: • 0' — g,1' it i, !• •••• i 1 I ,1 -,. . • ;,.:..1 FV a • • • •• • •••• 14 lbto 141011)3: ,› :0 1, 3 1 ^,, • 1 •• •• / •'"B33 '3'i.T:,I:f.'i2A3t.'2:3',2 • •: P i ' , ,• • '.,• i.; ' ':: ' • f‘j • 2 , 0•6•11 , • • ' • '-'; •II •• $ U ' '' I 1 • • • ,,0••• '','''' .- iWki'41 * • ••• * a , "!;, • 35333,3, I 34.1 I i :vi`fi 44; •••• • • •: - : -••••••=-1'. '.'.; •:-.1,? ',.'...„ 0, 1, If M 41 ''• •• ,03; ' 6; _. 49:1 91, , , ..••r•tu „- c ,i,',333 . ' I• . " ' ,•::1 111" "3 !3" '3."; ,3 3 Ca" '•' 4.,ii ,f, . ,1 ;..,1, •• /3 •;'.",::"?';',;P73 '3';3.'"3, 3 ,:. ' "!(3•3 !'';1333'3!'"f"433 3:;,:::3•• 3:".":", i" y A ,.,,,„-,..... 1 •1;-'' '' .•(- , - ,,- ---, Mir • 01-V i-i; 3 3,3 • • •• •• •• • • • • •Page 14 • • • • • • • • • • • • • • • • •••• •• •• • •• •• •• •• • ••. •• . •• • • • • . • • • • • . . • • • • • • • .• DATE: 12/17/2015 PROJECT: 9000 SW Durham Rai BY: JY Project Numlaew ••: _ •i R'1-05j5 :• • • - - - • • • • • • • • • LOADING LIVE • DEAD'•• • Combined ROOF, R 25 psf 17 psf 42 psf CEILING, C 20 psf •:' ':5 Of. •'. :'•21 psf FLOOR, F 40 psf ::0 psf• :• 1••5Q psf EXTERIOR WALL, EW : •46 psf. • •10'psi INTERIOR WALL, 1W 8 psf 8 psf BALCONY, B 60 psf 10 psf 70 psf FRAMING DESIGN CALCULATIONS UB I AT UPPER Left Span = 0 ft Center Span = 7 ft Right Span = 0 ft U . UNIFORM LOAD W R 1.5 LL 37.5 plf START 0 DL 89.5 plf END 7 ' EW 4 UB 2 AT UPPER Left Span= 0 ft Center Span = 5 ft Right Span = 0 ft U . UNIFORM LOAD W R 10.2 LL 255 plf START 0 DL 173 plf END 5 ` Project:R-13-056 Tigard HS Storage • •• •• •• • • • • • • • • • • • • • • •• •P•CigU 15 page Jerry Yates • • • • • • •• •• • • • •Location:UB1 (12-17-15) Rowell EnrriFtg • :•• • • • • • • Multi-Loaded Multi-Span Beam • .• • 10570 SE aehinton St • • • •• of [2009 International Building Code(2005 NDS)] Portland.OR 3.5IN x 5.5 IN x 7.0 FT StruCalc Version08.0.112•0 • •• 14/3/201011:19:42 PM #2-Douglas-Fir-Larch-Dry Use LOADING DIVIA111 • • •• • • •4)Section Adequate By: 115.8% • • • • • • • • Controlling Factor:Moment ••• ••• •••• •• •• • • •• • DEFLECTIONS Center Live Load 0.03 IN LJ3263 ••• ••• • • •• •• Dead Load 0.06 in • • • Total Load 0.09 IN L/928 • • • • • •• ••• •• • • • • Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 • ••• • • REACTIONS A Live Load 130 lb 130 lb Dead Load 326 lb 326 lb Total Load 456 lb 456 lb Bearing Length 0.21 in 0.21 in 7 ft BEAM DATA Center Span Length 7 ft Unbraced Length-Top 0 ft UNIFORM LOADS Center Unbraced Length-Bottom 7 ft Uniform Live Load 37 plf Live Load Duration Factor 1.00 Uniform Dead Load 89 plf Notch Depth 0.00 Beam Self Weight 4 plf MATERIAL PROPERTIES Total Uniform Load 130 plf #2-Douglas-Fir-Larch Base Values Adjusted Bending Stress: Fb= 900 psi Fb'= 1170 psi 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 Min.Mod.of Elasticity: E min= 580 ksi E min = 580 ksi Comp.-I-to Grain: Fc = 625 psi Fc- = 625 psi Controlling Moment: 797 ft-lb .3.5 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 401 lb Al a distance d 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: 8.18 in3 17.65 in3 Area(Shear): 3.34 in2 19.25 in2 Moment of Inertia(deflection): 12.56 in4 48.53 in4 Moment: 797 ft-lb 1720 ft-lb Shear: 401 lb 2310 lb pnojoct:R'�3�50T�a�HGSmmQe °°° P.. Jerry Yates ° ° �°° �°° ° ° ° ° ° ° 16 L*na8nn: U82(12'17'15) Rowell Mu��oededMu�'SpaoBeam 1V5r0GE~—"'�° mmmMimgtoR St |�w �O08|vmmaVnna|Bu��ogCode(20V5NOS8 pvn�nc OR ' 15|Nx5.5(wx5.0FT #2'Ooug|ex'Fir-Lemh'Dry Use StmCu|o Version R041124°° ° °°°1/7/20465:1Q�42pM Section Adequate By:27.4% LO4D|wGDIAG4h4 Controlling Factor:Moment DEFLECTIONS Center Live Load 0.05 |NU1288 Dead Load 0.03 in Total Load O�OV |mUr«7 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L124O ° ° ° ° ° REACTIONS A B Live Load 638 (b 638 |h Dead Load 4*3 |b 443 (b ° Total Load 1080 (b 1008 |b Bearing Length 0.48 in 0.18 in -- - -------- -------~`—`--~~�-~���~�^ BEAM DATA Center A-------�---------� on------_�_-______���~ _ Span Length 5 ft V"braoedLeo8th-Tbp O M VnbmmedLength'8vunrn 5 It Vw|FORM Lp4D$ Conte' Live Load Duration Fact Uniform 255 Vnr 1�OO a P Notch Depth 0.00 Uniform Dead Load 173 p|f . ' Beam Self Weight 4 pif ` MATERIAL PROPERTIES Total Uniform Load 432 p0 #2-Douglas-Fir-Larch Base Values A#vmted Bending Stress: Fb= 900 psi Fb'= 1170 psi Cd=/.000F=1.20 Shear Stress: r"= 180 psi pv'= 180 poi nm=/,mg Modulus vfElasticity: E= 1600 koi E'= 1008 koi Min.Mod.ofElasticity: E_min= 580ksi E_mm'= 580ksi Comp, I *oGrain: Fc' I = 625 psi Fc'-�= 625 psi Controlling Moment: 1351M'lb ?.5Ftfrom left support nf span 2(Center Created by combining all dead loads and live loads omspan(o)2 Controlling Shear: 886|b ' /wu distance u from left support o4 span 2(Center Span) Created by combining all dead loads and live loads pnnpon(o)2 Comparisons with required sections: naq'd Provided Section Modulus: 13.85 in3 17.65 in3 Area(Shear): 7.38in2 19-2502 Moment of Inertia(do8ect|on): 15.1904 48.53m4 Moment: 1351 n+|b 1720h-|b Shear: oanm 2:10m ` ` ' ' . p@ge17 °° " ° ° ° ° ° ° DATE: 12/17/2015PROJECT: 80008VV Durham Rd BY: JY ProentNumber°°° ° ° ° ° ° °�o LOADING LIVE °D�An mbi�°� ° ROOF. R 25 psf 17 psf 42 psf CEILING, C 20pof 0:06 °°° °°° 25°46° FLOOR, F 40 psf 10 :°° SQ°p:f � EXTERIOR WALL, EVV 166�~ °°° 16:p°f-° |NTER|ORVVALL, |VV 8pof 8 psf BALCONY, B 80 paf 10 psf 70 psf FRAMING DESIGN CALCULATIONS M13 1 AT MAIN Left Span = 0 ft Center Span = 19.9 ft Right Span U O ` U KA � UNIFORM LOAD W LL 0 plf START O DL 128 p|f END 10.9 EVV 8 ` UNIFORM LOAD W1 , W2 VV3 R 1A LL 35 plf START O 9.1 18 DL 23.8 p!f END 1.9 10.8 10g ' POINT LOAD P1 . P2 P3 P4 LL 130 |bm Distance from 0 1.8 9.1 10,8 18 DL 926 /bm Load from: UB1 UB1 U81 UB1 LATERAL LOAD PL U[Hdt= 2407 L 3540 |bs . Load Multiplier, {lo= Zg Load from: ^ V3 Allowable-stress increase = 17 Distance from 0 O 1.9 18 19.9 � ` ' ` ` ` ' ' � ' ' ` • .. .. .. • • • Page18 • • • • • • • • • • • • • • • . .. .. • • •• •• •• •• • ... • . .. . • • • • •• •• . •• •• • • • • • • • • • • • •• • DATE: 12/17/2015 PROJECT: 9000 SW Durham Rd BY: JY Project Number! • • , • •�R-. '06•: i•• • • • • • • • . MB 2 AT MAIN ••• . • ••• •• Left Span = 2.5 ft Center Span = 5.5 ft Right Span = •:0 •, • • •• •• U M UNIFORM LOAD W : • . Lt • 2&7•pf• START 0 F 0.67 f DL 135 plf END 8 EW 8 POINT LOAD P1 LL 356 lbs Distance from 0 0 DL 2531 lbs Load from: MB1 POINT LOAD P1 W/LATERAL LL 1007 lbs Distance from 0 0 DL 2175 lbs Load from: MB1 MB 3 AT MAIN Left Span = 2.6 ft Center Span = 16.3 ft Right Span = 0 ft U M UNIFORM LOAD W F 1.33 LL 53.3 plf START 0 DL 13.3 plf END 18.9 MB 4 AT MAIN Left Span = 0 ft Center Span = 10 ft Right Span = 0 ft UNIFORM LOAD W JOIST MB3 REACTION A LL 436 plf START 0 S 16 in LL 581 lbs DL 145 plf END 10 DL 193 lbs MB 5 AT MAIN Left Span =) 0 Jft Center Span = 8 ft Right Span = 0 ft U M UNIFORM LOAD W R 10.2 LL 282 plf START 0 F 0.67 DL 308 plf END 8 EW 8 v . - . ` Pn8ect:n'��O5O�gum�S�mmge " °° °° °° ° ° ° ��E��e 18 Jerry Yates ° ° ° ° ° ° ° ° ° ° ° ° ° ~ Lupamm:M81 <1��1�m> Rowell Mvm�vvueumun�SnmnBeam �Oo7oSs Was- ° ~ /° °�' pVV9!n��uoonw/Buikxn0Code(20V5mDSV Portland,OR o 525|Nx1125|Nx1VVFT 2.OEpanallam'iLevoTruoJoist SuuCalc Version 8.Ool12.9*° ° °1/7/2016 5:1�42pM Section Adequate By:40.*"& LOADING D|AGIRIK °~° ~ °� °° ° ~� :° Controlling Factor:Deflection % : : : ~ ° °°° ° °°° ° oEpLECT|Ow$ Center Live Load 0.09 |NL/2555 Dead Load o�0z /n ' °°° °°° ° ° °° °° ° ° ° ° � ° ° ° ° Total Load OJ m * 1 IN ° ° ° Live Load Deflection Criteria:U30O Total Load Deflection Criteria:U2^V t � � �~w �° �~° �. ° °°° � ° ° °° � REACTION* & 8 �`R�� r2` m~^ Live Load 356 |o 356 tb Dead Load 2175 |b 2175 |b ° Total Load 2531 /b 2531 |b � Bearing Length O�04 in 0.0* in `v»" aEA DATA Center —` ° Span Length 19.9 8 UnbmcrdLengtx-Top O M unb� m ovo�enoo�so� m 19.8 * Vm|r��� ����� ��"�o, Live Load Duration Factor 1.00 Uniform Live Load O p|f Notch Depth 000 Uniform Dead Load 128 p|f . Beam Self Weight 18 plf MATERIAL PROPERTIES Total Uniform Load 146 plf z.OEPa,m|am-iLc,o/TmeJoist f3aseVa|uos ^divumu poNT LOADS'CENTER SPAN Bending Stress: pb= 2800 psi rb'= 2921 psi Load Number One Two Three Four Cd=/.nuCF=/,0/ Live Load 130 |b 130 |u 130 |o 130 |h Shear Stress: Fv= 280psi Fv'= 290po/ Dead Load 326 |b 326 |u 328 |b 326 |b / Cu=/.m7 Location 1.9ft 91 ft 10�8 ft 18h ^ Modulus nfElasticity: s= uoUoxsi s'= 2000ksi TRAPEZOIDAL LOADS'CENTER SPAN Comp,-L to Grain: Fc' 750 psi Fc' 750 psi Load Number One Two Three ' Left Live Load 35 plf 35p|f 35p|f Controlling Moment: 1284e*'|u Left Dead Load 23.0 oV 23.8 px 238 p|f 9.95Ft from left support of span 2(Center Span) Right Live Load 35plf 35p|f 35p|f � Created hy combining all dead loads and live loads onspan(o)2 Right Dead Load 218p/f 238p|f 23.8p|f Controlling Shear: 2368|u Load Start u* oA M 18* Atadistance d from left support of span 2(Center Span) Load End 1.3It 10�8h lVaft Created h'combining all dead loads and live loads onopan(s)2 Load Length 1.9h 1.7ft 1.9ft Comparisons with required sections: nmq'd Pmwdm1 Section Modulus: 52.78 ivo 110.7* m3 Area(Shear): 1225 |n2 58.06in2 Moment of Inertia(dooectino): 443J5 in4 622�92 mN Moment: 120*8 #4b 26955fNb Shear: 23*8 /h 11419 |b � ' � - . P^9jeorR'1�05�T��u*55��g� " °° °° = ° ° ° �aQ8 20 . Jerry Yates ° °-° Location:M81 LATERAL(12-17'1s) Rowell Engine Multi-Loaded wuui-3p^nBeam 10570SE S� pq09/n,omob �onBu||dingCode�0D5NDSD po�and',`"°—'m�� OR 5��5|Nx1125|Nx19.9FT ' 2.0EParaomm-iLo,eTm»Joist otruCa|c Version 8,O*112Z�° ° °*w1�� �� 0�05� 2pM Section m 0 uoA�opua8y�*2�5� LcmmGo}AGR�� ° Controlling Factor:Deflection °°° ° oEpLsCnowS Center Live Load 011 |wu22Vz Dead Load 0.02 in ° °°° Total Load V70 |mU342 � � ° ^ « ~°° °° *LivoLnadOoOevVonCritona� U300 Total Load DeVootion Criteria:m �� Uc40 .REACTIONS A B TRj rn� ^T�" Live Load 1007 |b '555 lb ' Dead Load 2175 lb 2175 |b ° Total Load 3182 |b 2175 |b Bearing Length 0.81 in 0.55 in -------------- ----^---~~--~~ ,»�9* BEAM DATA Center A--------��--- - — ------ - ------ - ----��— SpanLength 18�9 ft UnbmcedLongth-7op O ft UnuracemLonom'ootmm 19.9 n Vm|rOmM LOADS uaouer Live Load Duration Factor 1.60 Uniform Live Load O plf Notch V�OO Uniform Dead Load 128 p|f - Beam Self Weight 18 pn ' MATERIAL PROPERTIES Total Uniform Load 146 px 2.OEpara||am'iLa,elTrvoJoist Base Values Adjusted POINT LOADS'CENTER Sp»w Bending Stress: Fb= 2800 psi Fb'= 2629 psi Load Number One, Twn Three Four Five ICLI X_ Cd=000CF=/.0/ Live Load '3410 |b 130 |h 130 |h 3410 |b 3540 m '3540 |b Shear Stress: Fv= 290psi Fv'= *64u»i Dead Load 326 |b 320 |u 320|b 320 |u n|b O |b Co=160 Location 1,9* 81 ft 10.8ft 18h 0ft 19�8ft Modulus ofElasticity: E= 2000ksi E'~ cooOks/ TRAPEZOIDAL LOADS'CENTER Spmm Comp.ImGrain: Fo' 750 psi Fc''u= 750 psi Load Number One Tw« Th,oq ' Left Live Load 35 p|f 35 p|/ 35 p|( Controlling Moment: 11071 ft-lb Left Dead Load 23,0 pl/ 23.8 p|f 23.8 pK 9.95F,from left support of span 2(Center Span) Right Live Load 35 pif 35 plf 35 plf geatedhy dead loads only on all span(o). Right Dead Load 23.8p0 218p|f 238pV Controlling Shear; '5180|u Load Start Oh 91 * 18ft 2O.VFt from left support o/span 2(Center Span) Load End 1.9 * 10.8ft 19.9h Created by combining all dead loads and live loads onnpan(o)2 Load Length 1.9ft 1�7h 1.9ft Comparisons with required sections: Req'V Provided ` Section Modulus: 50.54 in3 110.74 m3 Area(Shear): 10.68 io2 59.06 in2 Moment m Inertia(defnction): *36.91in4 t22�82 /no Moment: 11071 h-lb 24260 M,|u Shear: -6160 m 18270 |h ec- pn9j=vt:R''1�ossTga�HS�o�g= Jerry Yates _°°� 21 page Location:LocaUnn �132(12'1r'15) Rowell En- ° ° ° �° 0°° 0 0 ° * ° �wu|\i'LpauouMv�'Snanouem 185703E Wami ~mSt 0 9°[2VV9 International Building Cndc(2OV5 NDS)] Portland,OR /' of 525|Nx1125|mx&8FT(I5+55) 2.OEPara|lam'iLeveTmeJoist Otr«C»lc Version 8.0el12.4).° ° 09*1/7/20405:19i42PM Section Adequate By�243.8Y6 L0AD|NGo{AG" ° ° ° *� °* ° °^ :° Controlling Factor:Moment : : ~ ° °°° ° °°° ° osFLsCn0mS Left Center Live Load 0o1 /N2u0n0 0.00 /wuMAx Dead Load 0,06 in ~0o2 in °°° °°° ° ° °~ °° Total Load V07 |m2U88^ '0,02 |NU357O Live Load De�oo�onCrimno:L/JOO Total Load DoVecdonCrim,ia:uu4V ' � � °°° °°° °° ° * ° °°° ° ° REACTIONS A B y Live Load 073 !b 73 m 1 Dead Load 4574 (b -810 |o Total Load 52*7 |b '742 /b Uplift(1.5F.S) O (b 'gon |b - ----' - --�=�== Bearing Length 1.38 in 0.00 in /-----x�n --�''^�------------5.u*---------- �—~�/— BEAM DATA Left Center Span Length ZS h 5�5 * UnbraowuLevgm'Top u n o It UNIFORM LOADS Lef t Center UnhmuedLp^nth'annom 2.5 ft 5.5 ft Uniform Live Load 27 p|f 27 p|f Live Load Duration Factor |.On Uniform Dead Load 135 plf 135 p/f Notch Depth 0.00 Beam Self Weight 18 plf 18 pn MATERIAL PROPERTIES Total Uniform Load 180 pn 180 vn uosPamUam-/Lovn/Tro»Joist POINT LOADS'LEFT SPAN Base Values Adjusted Load Number One Bending Stress: Fb= 2900 psi F$'= 2899 psi Live Load 350 |b Cd=/,V0C/=VV9CF=/,O' Dead Load 25:1 |h Shear Stress: Fv= 290 poi Fv'= 290 psi Location oft Cd=/.V0 Modulus o(Elasticity: E= 2000 ksi E'= 2000 xo| Comp.-LmGrain: pc'-L= 750 psi Fc'-L'~ 750 psi Controlling Moment: 'r/oV,-m Over left support of span z(Center Span) t^oatadby combining all dead loads and live loads onxpan(»)1.2 Controlling Shear: '3171 |h /oa distanced from the right support of span 1 (Left Span) Created by combining all dead loads and live loads vnspon(s)1.2 Comparisons with required sections: Remu Pmwd=u Section Modulus: 3221 io3 11074 /n3 Area(Shear): 164 in2 59,06 i^2 Moment v,Inertia(uonection): 108.05inu 622.92in4 Moment: 'rranft-m 26752M-lo Shear: '3171 /u 1141e1b � ` ' ������pn4oc�R'1�Oo0T�amHSGmmg� ' ` . Jerry Yates ~ ° ° ° ° ° ° ° ° ° ^ ° ~ ° ° ° °° °° ° * Lvc*hon:�O2u��R��(�z'�7'�5) nn~o|E ° °° ° " ° ° MvW'Lovoaow��o�mBeam 1Oo7nSs- ~i ~ ~ �� ``�~'�~� | ^ p international BuildingD Come�o8o5 wD� Portland.OR m 525/mx11,25|mx8,0FT(12.5+5S) | i StruCa/o Version n.&si12"° ° °°°1/7120405:W2pM Section Adequate By:21*.1% LOuVwGouuGICu4 Controlling Factor:Moment DEFLECTIONS Let t Center Live Load D02 |N2U25V2 '8O1 |mU9428 � ` Dead Lvoo 0,05 in '0o1 in °�° ° ° °° °° Total Load OV7 |N2U8O4 -IV2 IN u3224 � " � °~° °°° °° * ° ` Live Load Deflection Criteria:U36O Total Load Deflection Cnteria�U210 � REACTIONS 8 B y . Live Load 1620 |b 73 lb Dead Load 40e6 |b '654 |b ' Total Load 5677 |b '580 |b Uplift(1,sFS) o |u '1127 |b ' - ------- �-�---�sn- ----��---����-�,« - - Bearing Length 1�4 inO�V in - A --------��-� BEAM DATA Left C*mv Span Length 2.5 * 5�5 ft ` UnbracedLwogm-T6p O ft O ft UNIFORM LOADS Loft Center Vnbn,cedLongth'Bmmxr ZS h 5.5 ft Uniform Live Load 27 pit 27 pit Live Load Duration Factor 1.00 Uniform Dead Load 135 pit 135 pit Notch Depth 0.00 Beam Self Weight 18 pit 18 p|[ Total Uniform Load 1� pit 1� o|, MATERIAL PROPERTIES u.0EParo|lam'iLevelTm»Joist POINT LOADS'LEFT SPAN Base Values xdiwoted Load Number One Bending Stress: p»= 2800 poi rb.= 2898 psi Live Load 1007 |b Cv=~�0VC1=V9gCF=/.0/ Dead Load 2175 |b Shear Stress: pv= 290 psi Fv'= 290 psi Location Oft Cu=/.0V Modulus ofElasticity: E= 2000 xsi E'= 2000 koi 1 Comp,1(o Grain: Fn'J-= 750 psi Fo-'-'= 750 psi Controlling Moment: -8518ft'm � Over left support uv span 2(Center Span) Created by combining all dead loads and live loads on span(s)1.2 Controlling Shear: '3466|h mo distance d from the right support of span 1 (Left Span) Created by combining an dead loads and live loads on span(s)1.o Comparisons with required sections: Req'u Pn`vio*u Section Modulus: 3526in3 110.7* in3 Area(Shear): 17.9302 59.08in2 Moment of Inertia(de0echon): 188.05 i*^ 622.92 in4 Moment: '8518A-l» 28752 *-lb soemc 'owsom 11*19m ` • 0 0 0 0 Project:R-13-056 Tigard HS Storage Jerry Yates ;•; 0*;•• 4:0•• ;00• • • • •Page 23 pap• ; / Location:MB3(12-17-15) Rowell Engine -fh: ; ; ;•• • ••• • • • • Multi-Loaded Multi-Span Beam 10570 SE Wasflin§tor)St • • • • •• cf [2Q09 International Building Code(2005 NOS)] Portland,OR 1.5 IN x 11.25 IN x 18.9 FT(2.6+ 16.3) StruCalc Version 8.0•11240•• • •••1/7/20.16 5:19642 PM #2-Douglas-Fir-Larch-Dry Use LOADING DIAGFCA4 • • • • •• • • :• Section Adequate By:2.4% lb • • • • • • 0 0 0 • • • 0 • Controlling Factor:Moment • • 600 • 000 • DEFLECTIONS Left Center Live Load -0.15 IN 2L/414 0.30 IN L/662 ••• ••• • • •• •• Dead Load -0.04 in 0.09 in • • • • • Total Load -0.20 IN 2L/320 0.39 IN L/504 • • 000 000 00 • • • 0 000 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:U •240 • 000 0 0 0 000 0 0 0 04. REACTIONS A Live Load 581 lb 432 lb Dead Load 193 lb 140 lb Total Load 774 lb 572 lb Bearing Length 0.83 in 0.61 in 2.6 ft 16.3 ft 8 BEAM DATA Left Center Span Length 2.6 ft 16.3 ft Unbraced Length-Top 0 ft 0 ft UNIFORM LOADS Left Center Unbraced Length-Bottom 2.6 ft 16.3 ft Uniform Live Load 53 Of 53 plf Live Load Duration Factor 1.00 Uniform Dead Load 14 plf 14 plf Notch Depth 0.00 Beam Self Weight 4 plf 4 plf MATERIAL PROPERTIES Total Uniform Load 71 plf 71 plf #2-Douglas-Fir-Larch Base Values Adjusted Bending Stress: Fb= 900 psi Fb'= 900 psi Cd=1.00 CF=1.00 Shear Stress: Fv= 180 psi Fv = 180 psi Cd=1.00 Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Min.Mod.of Elasticity: E min= 580 ksi E min'= 580 ksi Comp. to Grain: Fc--L•= 625 psi Fc = 625 psi Controlling Moment: 2317 ft-lb $.15 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 533 lb At a distance d from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)1,2 Comparisons with required sections: Read Provided Section Modulus: 30.89 in3 31.64 in3 Area(Shear): 4.44 in2 16.88 in2 Moment of Inertia(deflection): 154.92 in4 177.98 in4 Moment: 2317 ft-lb 2373 ft-lb Shear: 533 lb 2025 lb •• •• .• •• • •• Page 24 Page • Project:R-13-056 Tigard HS Storage • . • • • • • • • • • • • • Jerry Yates • • .• •• • • • • • Location:MB4(12-17-15) Rowell Engine440 ; ; ;•• ••• • •• • • Multi-Loaded Multi-Span Beam 10570 SE WastirAtot St • • • • •• of 1409 International Building Code(2005 NDS)] Portland,OR 3.5 IN x 9.0 IN x 10.0 FT StruCalc Version 8.0•112!0•4 • •••1/7/20416 5:169,42 PM 24F-V4-Visually Graded Western Species-Dry Use LOADING DIAGRiAti • • • 9: •• • 9: Section Adequate By:28.6*/0 • • • • • • • • • • • • • •• • • • Controlling Factor:Moment •• • ••• • ••• • DEFLECTIONS Center Live Load 0,26 IN L1468 ••• ••••• • • •• qt. Dead Load 0.09 in • • • • • Total Load 0.35 IN L/347 • • ••• ••• •• • • • • Live Load Deflection Criteria:L/360 Total Load Deflection Criteria: L/240 • ••• • • REACTIONS A Live Load 2180 lb 2180 lb Dead Load 759 lb 759 lb Total Load 2939 lb 2939 lb Bearing Length 1.29 in 1.29 in t(i tt SEAM DATA Center Span Length 10 ft Unbraced Length-Top 0 ft UNIFORM LOADS Center Unbraced Length-Bottom 10 ft Uniform Live Load 436 plf Live Load Duration Factor 1.00 Uniform Dead Load 145 plf Camber Adj,Factor 1 Beam Self Weight 7 plf Camber Required 0.09 Total Uniform Load 588 plf Notch Depth 0.00 MATERIAL PROPERTIES 24F-V4-Visually Graded Western Species Base Values Adjusted Bending Stress: Fb= 2400 psi Controlled by: Fb_cmpr= 1850 psi Fb'= 2400 psi Cd=1.00 Shear Stress: Fv= 265 psi Fv = 265 psi Cd=1.00 Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Min. Mod.of Elasticity: Emin= 930 ksi E_min'= 930 ksi Cpmp.-L to Grain: Fc- = 650 psi Fc- = 650 psi Controlling Moment: 7348 ft-lb 5.0 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 2528 lb At a distance d 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: Reo'd Provided Section Modulus: 36.74 in3 47.25 in3 Area(Shear): 14.31 in2 31.5 in2 Moment of Inertia(deflection): 163.47 in4 212.63 in4 Moment: 7348 ft-lb 9450 ft-lb Shear: 2528 lb 5565 lb • ° ' ��°° ��^ 25 =* pn4*o�R,13�S6T�aw*nSm� Jerry Yates oo * ° ° V. ° ��° ° *° °"° �°° Location:Ms5{12'17-15} nuwo| Engine ~ � � mv����k�8�n��m �0S7VS� �- : S� ° ° ° ° °° Zp8OSm��auono|8uUdingCvd� U aO05ND� Po�and.O —"—� of 3.5|N^ 11.25|w"&QFT w2- Dry Use G»«Cplc Version Or.V2p-° °� °°�1/7�A�6 5�M�2Pm Soc�onxdoqua�By:2l2% LqA�NG�4G��� Controlling paom,�Moment PEFLEcT|0w!5 ovntp, Live Load 0,04 |wU2455 Dead Load 0.04 ° ° °° °° in Total Load 0.08 imu11o7 � � �°° °°° °° ° ° Live Load Deflection Criteria:u30O Total Load Deflection Criteria: U24U REACTIONS A B Live Load 1128 w 1128 |h Dead Load 1265 |b 1286 |b ° Total Load 2384 |b 2394 lb ' Bearing Length 1.09 in 1.08 in BEAM DATA Center � Span Length $ * UnhracedLength-Top 0 h unbnocodLength'Botmm 8 h UNIFORM LOADS Center Live Load Duration Factor 1,08 Uniform Live Load 282 pn Notch Depth Oon Uniform Dead Load 308 pV Beam Self Weight 9 pn MATERIAL PROPERTIES Total Uniform Load aPu po #2-Doug|ao'Fi,'Lu,oh Bane Values Adjusted Bending Stress: Fb= 800 poi rb'= 890 poi Cu=/.00CF=/.,V Shear Stress: Fv= 100 psi Fv'= 180 pm Cd=/�VV Modulus ofElasticity: E= 1600 ksi E= 1000 ksi Min.Mod.ofElasticity: E_mm= 580 ksi E_min'= 580ksi Chmp�-LmGrain: Fo--L= 625 poi Fx'-L'= 625 psi Controlling Moment: 4780o'ib 4.o Ft from left support ofspan 2(Center Span) Created by combining all dead loads and live loads onmpan(a)2 Controlling Shear: 1867|» mo distance u from left support nf span z(Center Span) Created by combining all dead loads and live loads uo opan(o)2 Comparisons with required sections: n=o'd Provided Section Modulus: 58.04 in3 73.83 in3 Area(Shear): 1556 inz 99,38 in2 Moment v,Inertia(uenection): 0818in4 41e.28 in« Moment 4788o-lb 0091 ft-lb Shear: 18671b 4725m I L S • •• •• •• b • • •• •• • • • • • • .r •T • • .. • • • • ..• •-._ ..•_ _II*.•_ __ • ..�._. .. , ,— __ �- . __.. x ;3 • • • • • •. • •• • •• •• •• • •• • • •• • •• • i :«• i= o¢sheathing .,C; a` Roof rafter truss_,_..... -- f� C _ RBC clip requeed at blocked � \ l:± - w Beveled Nod •_•• •' •t.•• • •• •• • ••• • •,• ♦ diaphragms(sae RBC schedule) --... • • i • __..••• _._.__._ # !• _�s 3,o• • • .• . . •• • ! - • •• • •• • • • Simpson HI cap@ 24*oc d •� • •• • •• �" i ♦- -_.• • •' • • • •• shca., •• •• •• a •• •• ♦ •• •• • • • • • '4� th+n see scheme._. C '° -- --Top shad.• • • -,• • • • • g 's, ' • • • • • • • • Boundary nadtrg.&] - •• • I• • • y."• • • �-• h� • • • •• - 2x studs. ---- ti. • s • • • • • •• •• commons @ 6'o a UNO ♦ • °• • • '• • e. • u=---• *.7•• • .r: •, '•,. .•. ::_„s Y-y • ••• • ••♦ • « o' t •• ai ••• • •i ". "4 --� #..___ ,� to s.�c.c. k-* • t r / r r , { :._. °'i cc�e<serazrnr 4 a _ Edge nailing € !7: ._ '`_." l Shear naiettg ..._.- ._., ."!4... t t Sheatting to / ." / Upper Pool edge na•ng_ r • o'" `' r • €,„qA,�' II - 1¢i E'- d match bebw ••• ,'••., • • 4• • 9 �� • a { • 3 [ Shearna�ung ,/ • ". • •/• } j • ir max ' . •• ••, •• • ••••• •••• 2• xblac r r_ • r s•• • • •• i • # axeachsieaat •< • ••• •yi ••l= • �� • • •• ••• ••• • • ednanq %�i • ••• ••• •• s • -5- - i , truss......-....._ / Sheathing 1 • • a • • • • • ♦,:. • • T • • •N ?. web t+ktc:king S. •• • S. j txeak. • + ••• • Sheathing, ... • •I�gC gggt_pttiE • • • 1 4 • t2A7G BExGs, • s '' 2`nrax - -_, {gaol Boundary apt = v ,Y Y s.v aea:: f tYi'N % + 1e �„ ...... ,. t tY w bass ............... m -.Shear na ` =4; / S /'"': t� Bktckett diaphragms only 1 7 s Rsca asSF _ _cs c •ng -_�_ e gam:;S:cK �` ai, es�a:;--, " i f Laren(soar edge nailing. -- frM^' $otla^s hrd, t .__ tower Hoar staggered it rig . . r =._...,.... "Etlge naRmg -..._..... 1 1 Y _-: edge nailing _ 8d�+B' o c seamEdge nail .. __... ... .. z r studs--- — !;_ __ Bd�D 18 o c c._,,.m ac ; :g. ,� �, i r_ _t..;a:i, Sheathing,-. _, ... ,....... SheaUa .see t s t2 ea 0d 2xsu4s : t • s�cr ec Rafter I Truss at eaves • ......... d4}i6d eachs Scale t et 0' Interior shearwall parallel to trusses ..... ._..e..... ._. .._ [ Beve�tl Nock atbtate_. _ Srais 9� q �p �p Floor oasts parallel Interior She rWdll perpendicular to trussesC' t 30 chips at blocking.._. .atn i .t 6 !'r'� C" Scale i z F 6 S + i .....�..1 _ bliockingtadja ent trace. ` ilia kouts or INTERIOR ROOF DETAILS Sheathing.see schedule 8d commons 8 a c. �� 2x studs. h Blocking with sheaf nailing Floor sheathing. t..... imn rop chord. ......._..,.... ' S f k j. ...- _._.._- - _......_.._ _. ..._..._.._. . _..__ _. _....._ ..�....... .. ____...,...., i . _._- --_ __.. .._.. ___ .._.__ ........ Floor jolts .#-. ,. :.... ,... � .._, ~ _ ... �' Shear nailing .... 1 2`3 „'.- ... K a 1Gdi G.C. rf R - 2x blocking with shear nat�ng -....• Floor sheathing Uppef Haar edge nailing- t € 9 45 T 2 xa flat stMarter.' . iota top plate.See schedule. ._ Nailing to match sheaf watt t ledge na&r>g. __ _ r F a edge naikog regsxrerrsem. Shegl t 2 x 4 angled Mace ,'-, i 11��44 t ... Nailing to match sheaf wail / ,x �'"K, ka_ • Sheathing to A-` edge euanrg require..ant. „--..�� Shear nailing.sea 2"max watt Uaktw._ ,..--....- # f`B�, j � - , schedule. ' ,A .. f f - Pont sheattristg. , Sheathing it i l f 'Stiffener may he ot*Wted c_r r i / - r ,�--2x b kiru} bleak -t- _� l t brace is less than 6'. F J hp; i„ ' • - Prammgrlgr.(Soo e /.y SELr kA i' ,� �., /rf Lome flow edge nailing ,�� -"' sehadulet _._._.-, A • Scale i i�2"a 1'0' fis +. s �- t.ower flow N � ..- t;, t S tl7 t k staggered .�� tl s 0 �..,. edge na ling 9#� Y Shea Nln e. f r z x stows ._. .. k Edge nailing _, ` ,� 4.4_a Connect joist to blaring / / ^.- Jr; ... "`-""t Sheathing. -. --., Boundarynailing into Gbcking. naeh shear nailing. 2x bbckey y ...__Edye nedmg, 5hea[htrw,t,cat k =S i or PO -- ,_ stheduta_- - - 2 x studs--_ __ at , ..._ dgn Pkh,rtg. (` _.StruChnal sheathing .'A�j i Shear nailing,see,. y tel.- _ ! UBC clip_,....,, .._- ( Tajo ehwd.- f - _s- schedule E qi { -..• Now loot 1 2 x 4 angled traces Cr e,t. i 1 3 i E .-._2 x studs. -1 f Floor joists perpendicular St urn al 9ttea h, r # ; } 2 x a angled trace .--- .. ..t..:.. , ,.,,, f�3 i46 blocking to brace -- Gable end truss Parallel to oasts wow., Perpendicular to joists VJapbeWw s�cr 8a Male t 1 0 Scale t tI EXTERIOR UPPER >� INTERIORc� UPPER FLOOR DETAILS FLOOR DETAILS EXTERIOR ROOF DETAILS • �.a, -- f - .•� « v 4, it �a / /r/ x aye C... :1<8 . a r1 tee,.c-':la,...E �'EQ S'_O_LP •1 CR 5:'..e_',,.£ i Z ECG_.rs_,✓ / £R.....0�' • zsa SNOW LOAD 4 S ? • • Standard A.B. Detail • TIGARD L2 Scan t ,'.L' _ „ _ „ . .. „„.._ . „ . ,„„„ . .. . . ... .