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Specifications g (_, . I z-7w-I G4i,hik STRUCTURAL CALCULATIONS RECEIVED for AUG 8 CITY OF TIGARD Bob Goble BUILDING DIVISION Interior Remodel Beaverton, OR June 29, 2013 I hereby certify that these calculations were performed by me or under my direct supervision and that I am a duly Registered Professional Engineer under the laws of the State of Oregon. Review of this project is limited to information in these details and calculations only. These details and calculations are for the project and site referenced above, and do not apply to other similar configurations at this or at a different site. No responsibility and/or liability are assumed by, or are to be assigned to, the engineer for those items beyond those shown on these details and calculations. Curt R. La Count, P.E. s dig .: , 'ROr, ` ' '' x NI? ti( 0 .-. , ':' /�'�►' "f OREGON \\ C EXP!R TTfON GATE:/ I. 4-- J Page CALCULATION SHEET /of PROJECT NO.: CLIENT: Bob Goble CALC.NO: REV.NO.: 0 PROJECT: Interior Remodel ORIGINATOR: CRL DATE; 6/29/13 TITLE: CHECKED BY: DATE: Table of COntents: Pages 1. Introduction I 1 2. Structural Desigp Criteria 3. Calculations 2 - 18 Introduction: This calculation is for an interior remodel of a private single family residence. The remodel consists of replacing a bearing wall with a post and beam frame. The new beam will be carrying loads from an existing roof and 2" floor framing. The remodel will also require adding additional foundations to support the now concentrated post loads. The existing framing configuration and original design loads were taken from the original construction documents for the home. The bearing wall that is being removed was not a part of the lateral force resisting system. DESIGN LOADS: Roof 2" Floor Dead 25 psi Dead 10 psi Snow 25 psi Live 40 psi Live 20 psi L e0.G5E, Oa.1,1 67-17 - z6). 1,'17 4. SI Ob* y (141 - z Lol, ' X -z61 27:f\ii 1 -7, I z = o o A A Vi ZI s L 741A I is) d , 1 c/4 m 1.„ aktiO ,„„ >>.,...0 i 1 i f t°2-4 e---'A''/1 V A '-/Nil / ''''',;)rt 1 i y-/1--js:4;s NC) '21,,-„/ "-itl f' 1 , — '' . L„........, „ . ,,,,>'r( i d --1717,•/(,..t. 41 '-je (d 5C-47 s 4 11 . I irl v.. e1.;> z a -1 I. i - ---1- 11- 1--- i- • 1'• N r- :' € -4 4"--- --7-7.yrkt, ,971/4 c2L s 0 v 01 1 / 01,,, ;K21 , 1,6 01) 'z' '1 (41- 1 ' '- I ,-/ (0'7"'" Li1 i 0E, , ,, ,...4 (,,,(„e - , ee 0! 01 ) 1 i L, t i --1—d„, e 4 el 41 H " V i , 1 S'4 "i 1/e 'l 1 ri ied ji ,e 1 ki --i1e4 ; V 3 LAP4f57 IN V 'ate 1 , e I ,,,(2,,,,- -' - i ( (3 -4- c 1 I ) _ . _____. . .„, , i S(1-Vcx-) ---zi.7 ;•';.3 („„,1(4-1," 1 1 -/-4,-- , ; I ; I 1 1 -1- 1 I . i I 1 , , ; p I 1 4zI7 0 ; ; • , — F 1T --- --- fr,, 1, 1 1 1 1 7- 41- 'I'I I„ I JE- A vw i il , t I I I,A1 I ; K) ps. t -;r4, 1„,, i 6,0 -I- -7 7 z, - 1 e,„.7) 0 i„A - I x,-) 0)1- • 1 t • ' I . A, ff---,, V I I 1 ) y;2 1 ir"'; Ii 1 "-- 4 5 i 1 ; v,- L, I , it,5 7.:/g4 li rAi 5 P 76-4\i 1 - ,(2, )), % 7 I I 1 ,I,5 c, / O ---1 . i i I 1 v 1 I ... /I r• II 2y-- , 1 1 -2 , , 7,-- 1 9 "2-4-1- C ` ^ i" `�/iS , i Glulam Beam ASD Design � Vx= 12.2 kips Shear Load Mx= 29.8 ft.-kips Moment Load L= 9 A le= 0 it. Try __, �rs b= v•| no. lam/s= 10 d= 15 in, A= 101.3 in.^ h/= 181 psi 8x= 253.1 in? &b= 1413 psi |x= 1898.4 in.` Stress Class '%4Fc7c _or Fo+ F~ E / CD= Live V` 1.00 1,00 na Cm= Dry 1.000 1.000 1.000 �—1 { I= Normal "e"~ 1•U0 1.U0 1,0O � —l C = "r � Braced .�' 1.000 na na Cv= 1.000 na na Ra= 0.00 E'= 1700000 psi Fue= na psi Fuc/Fb*= na Kcs= 0,010 o= 0.9 Fo°= 2400 psi F,,,= 190 psi Va= 12.8 kips OK F»,+= 2400 psi Ma= 50.63 ft.-kips OK Deflections [] Confidence |munn«| lV] E'= 1700000 psi Aar= 0.51 in. Short term deflection ALT= 0.51 in. Long term deflection AT= 1,275 in. Total deflection = L/ 85 • r-267571-5 Mtr 1,0A05. 0.1514 + F- 3 '/i;-- 11. 12- 14 17- I 2,14 -& & ,?_, _ X-Ur-X 3 41,1 17 3, 2.544 96- 4x b otz- P<G, -17P t\;)0 131 11\1917, 4- ( 4 1--Az--t, K)0 e, 35502 t On Page of \ CI STRUCTURAL LUMBER COLUMNS P= 13250 lbs. Axial Load lel= 8 ft. 1e2= 8 ft. Column Length Species Dog-Fir Sire lxri Y rade; ,N0-2 Actual Size dz= 3.5 in, A= 25.38 in.` d'= 7.25 in, S= 30.66 in.' I= 111,15 in.4 fc= 522 psi Fc MEM CD= Live • 1.00 na Load Duration Cm= Dry V 1.00 1.00 Wet Service Ct= Normal • . 1.00 1,00 Temperature ................. C,-= 1.30 no. Size Factor C;= Norte y 1 1.00 1,00 Incising Factor C;,= Uri!, aced • 0.46 no Column Stability Factor F,.'= 1170 psi K„E= visually Graded • j 0.3 lei/di 13.2 ; c= Sawn Lumber v; 0.8 I,'ld:2= 27,4 FcE= 638 psi Fce/Fr"= 0,545 Fc E 900 1600000 Fc'= 544 psi E'= 1600000 psi Pa= 13795 lbs. OK Page '/ of l C" STRUCTURAL LUMBER COLUMNS P= 13250 lbs. Axial Load )el= 8 ft. 1e2= 8 ft. Column Length Species Doug-Fir I`► Size 6x6v I Grade No.2 r I Actual Size d2= 5.5 in. A= 30.25 in ` da= 5.5 in. S= 27.73 in.' I= 76.26 in.4 fc= 438 psi Fc E CD= live V 1.00 na Load Duration Cm= Dry v I 1.00 1.00 Wet Service C,= Normal v 1 1.00 1.00 Temperature Cs-= 1.00 na Size Factor C;= None v! 1.00 1.00 Incising Factor C„= Untraced v 0.84 na Column Stability Factor F,'= 750 psi KcE= Visually Graded V I 0.3 14,1ld1= 17.5 1 I c= Sawn Lumber V` 0.8 IF,2ld2= 17.5 F,E= 1280 psi Fce/FC'= 1.707 Fc 750 1300000 Fc`= 629 psi E'= 1300000 psi Pa= 19017 lbs. OK aosge t(�t aatir 21110 V -UV Si - .Lt )< ? -\ 7 +L',5 -= S '* x,, L 1 x oc ,L \ x sL'oy vAci, og 'q .Q -6/ g x (2,, a )<0 1/1/\ n '7No7 *t/ 5/, I u J-tc 0q5 �� L� 6r4.J r if it X24.--�J©dd; , __...._ ..._ -21c3 c1S, L1 xii e 5)1 Q YI N iL(.C?7 _..91_151 A- z.1d?'5 40-; 45 �s3 'S S '! 5Z 'cc xS2 'c-( c 3I 7 1 1 , ps../ 5 P$-01,-) Eez 7 4- i ii/ s'i roPsot,‘ c c 1 c:., f5,;trvi :„,cit'i 693/4-x/5 6,t_5 , ir .,... I 1 1 - - 1 1,. • A 3\ I x 11 y, 5ETiovi I I ! i ; 1 . O1-/t, e-21-1e6-- li N VEX Posrg, , ! 1 • -12 , I I 1 fiz;iti`2,-/lw .\ x „a , /Tr I too cyc. '. II I -----C\'-- -4 Pr66 o fill 01\1 -It 'i s;e-: IOLA 1-71 Pit:. 11- 2t TD Ft , OUT' pos,r A BOVE., - cot4 t4e.c.i- IA/ 5/726-6- 0 tif,39, yfr4 c,.. 61.) SsU :CdCW 1-7-vw ' Aog-V flTf isoc; 6yx(7), — ----,-°' LSocl ' c dc' i.,-_-.1 1,14 a i M 11 Yid 1 --jaz1 cliO2J CV- - '' ' ) 17A t, / ! , ...., , . , CIL 51 or , , ! LI''' --1:7:77: , ----7-"-N -- i • 1 1 , 1 1 I ° I , , I ! : 11/ 2 v') ,-7- - i ell? S 1 X ,k a? ---- I. 1 ‘ 001,74A _i, i i ; 1.,' 1 , 51 X+isa7 1 ) i 71 , .-3N1111\11A11-81 1 I ' \', " 1 1 0„n1 7z101,--i- 3 I i / ,,_ , ,...-ii i(,,,)C --,.... , ... 1 1 , 1 zi09,01..d ii 1 :c4kL ) oizn No5(31Ans-- ---------i - ?v-sizi61,1-5a-61 --31/410-9 1 1 / a . A . _ . Pr Pas-7 ,,,, ---' ' OR mu 1.--,7-1 2,xev, FT I i 17 CO Ni.:, P ,,, . --1 { is, ,. • A . . . . t .,„, o,• 0 IP \ 1 ,'11 1'77-7--id /ivi 1 -a 1 i ', *;e-- • * • v / I at 1 a 14: -;,,Z;•.- i't ) '-337:7! l 11 ):75-14/11 4— -11-4 ,-1-6-,v) - ; , 1,- , 3 1_4:2 tot 54 i Tz, I I\i e."). rl cr, %Tops. '35502 2a E ! 1 1 . . I , :f '_xt 1 2Y.8 f I� I 4> ROOF DE51C-N LOADING , �� _._ . " .. xw,3, .. .._ THIS ROOF HAS BEEN DESIGNED TO"SUPPORT CONCRETE TILE ROOFING MATERIALS AND OTHER SIMILAR TYPES. THE TABLE BELOW DESCRIBES • -r; v N DETAIL THE ASSUMPTIONS MADE IN THE DESIGN OF THE ROOF STRUCT- I E v URE OF THIS BUILDING. 4` ' ROOF LIVE LOAD,SNO'JJJ) 25.E Pte- FRAMINO MATERIALS,I4L5• 3ID PS ` 1 X SHEATHING MATERIALS: 1,5 PS< i i:E MISC.MATER'ALS: I5 r--n- ( 4 ROOFING MATERIALSe k' moo: A, — ROOFING TYPE DRY /WET i ` 3 1 j.'' CONC.TILE 95/115 P,SF .1 FI ° ' f' MONIER'SLATE' 105 I 12 E PSP 1 CEMLJOOD' 5.9/ 1.0 PSP ^ MONIER'OURALITE' 5,5 /1,0 P5F 11,5 PSF AVE / GYPSUM MATEP2IALS: ADD 20 PSP FOR ! - " 1 4 /`f _f / , VAULTED AREA5 •)/ O :COVERED N SAFETY 42.5 PSF ACTUAL RE ,r'' / g FACTOR) 7,5 Per' SAFETY FACTOR N~• /E El 50.0 r'' TL c 1x, 's; I In f! / • H i :d'_ /, f 5L 41 �" 5 ( 3 \\ ; I ri / . !1 -- J 1:14.7•01' t1-0* t2'-C1 .... .... ' t 21-e:1 , .,r..2......-t1—'11.,?..... 1 1 i i . 1 : 1 i t t 1 . I I ! 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' `- ` - -�/-� ' ' ' i � lii � ] / i . | |' it U ! . !/ , i o ' . _ _--_ | ' ii r ' | | / ] 1. | i ` i U M - - - | � ti li il 11 | r it t ' / i ! | | � U U U ! x | II | | � | X U U U � t � •'( -��- � ! -^_�~_---_` __^____ _______ _ � �^� ��w�o» : r | ~ it - - - _ - - - 11 ------ -- )� - -- �- - -- ----- � '-----7---` | | | i , ^ �_ -�_��� -__��� ' -���� � .o � � ���� ' ' ^+� ' �-- - �m`� � - �'Y . '~ __ �__�___'_ - ' - �� �'os ' ESR-2604 I Most Widely Accepted and Trusted _ Page 4 of 9 TABLE 1-CC AND ECC SERIES COLUMN CAPS ALLOWABLE LOADS _ (lbs) COLUMN CAP DIMENSIONS(inches) :-�_._.....__.-.......-_-.... -...._ _..__. BOLTS' 1 CC ( CC ECC MODEL Width Width Bearing Length U-Channel (Quantity-Diameter) se7~ s NO. for for for Beam (L) Height for Uplift Download Beam Post - _,..___. _.___. __._... Beam -_ __ • . (W1) (W2) CC ECC (H,) Beam Post CD=1.6 CD=1.0 C031l4-4 3'/� 11 7''2 6'i? 4-`4r. 2-'-e 3,640 16,980 6,125 2 11 71/2 3, ,250 .625 1 C00446 3`48 _ 3'4,.-_.._7_..........-5/, ,..._.._ 47_. .._._2-�,, - 2 14 x'465.._.. 15,310? 7,6655 0C46 572 11 81/2 6'/2 .-/8 2 re ' 2,795 24,060 12,030 CC5'/4-4 351E 13 9'12 8 4-'/, 2-'/4 ' 7,565 26,635 10,045 C05141-6 5'0 5'!2 13 9'/7 8 4-3r4 2-'14 7,530 28,190 15,785 005'/. 8 71/2 13 942 8 4-3L1 2-'/.{ 7,530 37,310 21,525 CC64 3'/R 11 7'1, 61/, 4-'/ 2-'/s 4,040 28,585 12,030 0066 _ 5't,- 11_..___ 71/ 61+z 4-s/a 2_5f4 4,040 30,250 18,905 CC68 71/2 11 91/2 6'12 4-'/g 2-'/s 4,040 37,810 25,780 CC76 5'!, 13 10, 8 4-3/4 2-'/4 7,525 37,125 20,790 0077 576 67/, 13 10'/? 8 4-'0 2-3!4 7,525 49,140 25,515 0078 7'!, 13 10'12 8 4-3/4 2--34, 7,525 49,140 28,350 00864,; 5'1) 13 101/2 8 4..-'!4 2-34., 7.440 41,250 23,100 _ CC88 71/2 13 10112 8 4--'i4 2--'/4 7,440 ._ 54.600 31,500 - 4 2-', 7 510 48,125 26,950 00968. 5 ' '!2 13 104 „ 8 4 e� 0098 8 71/2 13 1011, 3 4.-'44 7,510 -# 63,700 36,750 00106 9'/2 5'/ 13 10'!, 8 4 24; 2-'14 i 7,510 52.250 29.260 For SI:1 inch=25.4 mm, 'I lbs=4.45 N. 'FCC has one-half the tabulated beam bolts.FOGS and FCC10 have four beam bolts.Bolt holes bored into the wood beam and post must be no less than 14,2 inch greater and no more than'-,;inch greater than the diameter of the bolt. Tabulated allowable load must be selected based on duration of load as permitted by the applicable building code. 'The wood post depth must be equal to the wood beam width(W,). `If structural composite lumber posts are used,installation of the fasteners into the wide face(fasteners perpendicular to the strands/veneers) is required in order to obtain the loads listed in this report.The structural composite lumber must have an ICC-ES report that shows fastener design specific gravity equivalent of 0.50 or better. 'The uplift loads have been increased for wind or earthquake loading with no further increase allowed.The allowable loads must be reduced when other load durations govern. `Allowable uplift loads for the CC column caps do not apply to spliced beam conditions. 'Allowable uplift loads assume a beam height of 11 inches to ensure minimum edge distance for the top bolts in the U-shaped channel leaded Perpendicular to the grain of the wood beam. Allowable downloads are for beams that are continuous over the length(L)of the CC connector. OP/hen a spliced beam condition occurs,that is,where the ends of two beams are supported by the post and connected to the CC post cap connector, the splice must occur at the middle of the connector and the maximum allowable download for spliced beams is one half of the tabulated allowable download. When spliced beams must be connected together to transfer design tension loads(i.e.,lateral loads parallel to the beams),the connection must be by means other than the column cap. "Tabulated allowable download capacity is the lesser of calculated capacity based on Fci for the supported beam and the calculated capacity based on Fc1 for the supporting wood post. Fc:.values are 560 psi and 625 psi for glulam beams and DFL beams,respectively. Ftp values are 1,550 psi for glulam beams, 1,350 psi for 4-inch-wide DFL (W2 dimension) posts, and 1,000 psi for 5-inch-wide and larger DFL (W2 dimension)posts. "Allowable downloads may not be increased for short-term loading. Wt t 1 CC Column Cap • r ECC44 Column Cap e' 1 , : FIGURE 1--CC and ECC COLUMN CAPS w ;?'/z . r ESR-2549 Most Widely Accepted and Trusted Page 4 of 14 TABLE 2-ALLOWABLE LOADS FOR THE U SERIES JOIST HANGERS C ALLOWABLE LOADS''' DIMENSIONS FASTENERS lbs MODEL (inches) (Quantity-Type) 1,,_ ...,,....._4......_...,.._..__.. (lbs) MODEL .._-___............_...__...._...-- Uplift Download No. W H B Header' Joist CD=1.6 - C;,=1.D C =1.15 CD=1.25 10d 16d 10d 160 10d 160 U24 1'3/,e 31/8 2 4 2-100 x 1'12 265 490 575 550 650 590 705 U26 1`/,s 4'4 2 6 4-10d x 11;2 585 j 730 865 830 980 890 1,055 U210 1"/,8 7'3.1:6 2 10 6-10d x11/7 1,110 1,220 1,440 1,380 1,630 1,480 1,685 0214 19/.8 10 2 12 8-100 x 11t, 1,115 1,465 1,730 1,655 1,955 1775 2,110 U34 22/16 3';8 2 4 2-10d X 111> 265 490 575 550 650 590 705 U36 2'/16 5'`!8 2 8 4-1110 x 11l; 535 975 1,150 1,105 1,305 1,185 1,410 11310 2'f;6 878 2 14 6-1170 x 1't2 1,110 1,710 2.015 1,930 2,280 2,070 2,465 U314 232,6 10'!2 2 16 6-10d x 11/2 1,110 1.950 2,305 2,210 2,610 2,370 2,815 U24-2 31/8 3 2 4 2-10d 265 490 575 550 650 590 705 026-2 31t, 5 2 8 4-10d 585 975 1,150 1105 1,305 1,185 1,410 U210-2 31/8 8';, 2 14 6-10d 1,110 ( 1,750 2,015 1,930 2,280 2,070 2,465 044 321,,, 2'18 2 4 2-100 265 490 575 550 650 590 705 1146 343!,8 47!8 2 8 4-108 585 975 1,150 1,105 1,305 1,185 1,410 11410 3911, 824 2 14 6-108 1,110 1,710 2,015 1,930 2,280 2,070 2,465 0414 39/16 10 2 16 6-108 1,110 1.950 2,305 2,210 2,610 2,370 2,815 U26-3 422/8 4'?., 2 8 4-108 585 975 1,15() 1,105 1,305 1,185 1,410 U66 511; 5 2 8 4-10d 585 975 1,150 1,105 1,305 1,185 1,410 0610 514: 5112 2 14 6-10d 1,110 1,710 2,015 1,930 2,280 2,070 2,465 U210-3 4'!„ 7"/ 2 14 6-100 1,110 1,710 2,015 �930 2,280 2,070 2,465 ..._._.-_ _........_.___„_._. _.._... L U24R 2'11,; 3218 2 2-108 x 11/2 265 490 575 550 650 590 705 U26R 27.8 ..8, /, 2 8 4-10d x 1''2 585 975 1.150 1.105 1,305 1,185 1,410 U210R 2';18 9','a 2 _ 14 6-10dx 11:, 1,110 1.710 2,015 1,930 `2,280 2,070 2465 -{ (- 1.144R 41i,, 2213 2 4 2-168 265 490 575 550 650 590 705 U46R 4 i1. 478 2 8 4-160 583 975 1,150 1,105 1,305 1,185 1,410 U41OR 411(, 8'/3 2 14 6-160 1,115 1,710 2,015 1,930 2,280 2,070 2,465 U66R 6 5 2 8 4-16d 585 975 .. 1,150 1,105 1,305 1,185 1,410 U610R 1 6 8'12 2 14 6-160 1,115 ; 1,710 2,015 1,930 2,280 2,070 2,465 For SI: 1 inch=25.4 mm, 1 lbf=4.45 N. 'Refer to Figure 2(this page)for definitions of hanger nomenclature(W,H.B). `Refer to Section 3.2.3 of this report for nail sizes and required minimum physical properties 'Tabulated allowable loads must be selected based on duration of load as permitted by the applicable building code. °U Series hangers provide torsional resistance,which is defined as a moment of not less than 75 pounds(334 N)times the depth of the joist at which the lateral movement of the top or bottom of the joist with respect to the vertical position of the joist is 0.125 inch(3.2 mm).The height, H,of the joist hanger must be at least 60 percent of the height of the joist unless additional lateral restraint is provided,as designed by others. 'The quantity of 108 or 16d common nails specified in the"Header"column under"Fasteners"is required to achieve the tabulated allowable loads shown in the Allowable Download"10d"or"160"columns. "Allowable uplift loads are for hangers installed with either 10d or 16d common nails into the supporting header/beam, and have been increased for wind or earthquake loading with no further increase allowed. The allowable uplift loads must he reduced when other load durations govern. .;PI >z s liti t 3 *,tz VI r N a 1 tj2a . J Vis,for�'1' / �, • r /1"/ "-----..„ 10,,,,07 , ----- / �, � � FIGURE 1-LU SERIES HANGER FIGURE 2-U SERIES HANGER (See Table 1-Page 3) (See Table 2-above)