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Specifications MS-T R CES° Fn� \\\-kS S 1\O. VA- • JUL S 2019 CITY 07-i"I�'.:< rip BUILDING DiV ft)N D YI Structural'Civil Engineers ii.rrt OFFICE COPY STRUCTURAL CALCULATIONS FOR ADDITION TO 11175 SW 119th AVE TIGARD, OREGON JUNE 28, 2019 t1e_.T'q_ 43 / k" 411 t i Ni ws: : a-2o20 I WDY Project#19125 DESIGN PARAMETERS: 2017 Oregon Residential Specialty Code(ORSC) LOADING WIND ZONE 120 mph Figure R301.2(4) SEISMIC DESIGN CATEGORY D1 Figure R301.2(2) ROOF SNOW LOAD 25 psf CONTENTS: ROOF FRAMING R-1 to R-9 FLOOR FRAMING F-1 PATIO COVER PC-1 to PC-2 PRESCRIPTIVE WALL BRACING L-1 to L-4 6443 SW Beaverton-Hillsdale Hwy,suite 210•Portland,OR 97221 •ph:503 203 8111 •www.wdyi.com W D Y Structural • Civil Engineers Job Name: Weaver Addition Job No: 19125 Sheet No: R-1 Client: MFA Architecture&Planning Date: June 2019 By: GGM Design Criteria&Scope Loading Design per 2017 edition of the Oregon Residential Specialty Code(ORSC) 1) Roof Live Load: 25 psf ground snow plus drifting per ASCE 7-10 Chapter 7 2) Floor Live Load: 40 psf Residential 3) Lateral: a) Wind - IBC 120 mph zone(3s), Exposure B Figure R301.2(4) b) Seismic Design Category D1 Figure R301.2(2) 4) Soils: 1,500 psf per Table R401.4.1 Presumptive Values Materials 1) Concrete: fc=2,500 psi at 28 days(foundations and walls) 2) Reinforcing: ASTM A615 Grade 60-straight bars ASTM A615 Grade 40-stirrups &ties 4) Lumber: No. 2 DF/L, S. Dry for framing No. 1 DF/L, S. Gm for posts& timbers 5) Engineered Wood: Fb =2,400 psi, 24F-V4, DF simple span Glu-lam beams 6) Plywood: Roofs: 19/32" CD plugged, 40/20, Group 1, APA, Ext glue, spans <=24" Floors: 23/32"sturd-i-floor, 24" oc, Group 1, APA, Ext glue Walls: 15/32" CD, 32/16, APA, Ext glue Scope Design is for 233 sq foot addition to an existing single family, conventionally framed wood structure with modifications to one (1) existing exterior wall. Remodels also include a small exterior patio cover. flW D Y Structural Civil Engineers Sanaa Job Name: Weaver Addition Job No: 19125 Sheet No: R-2 Client: MFA Architecture&Planning Date: June 2019 By: GGM Layout 1II - (N)PATIO COVER; _ • SHOWN DASHED 1�� IjI91Ipiropp9999 , 1 `T.'{ -------- — X11 bIIIIIIbbIiIIIiIilI!!!, IIIIIIII :I �,z of N2 AT,saC i_, i�1 IIIIIIIIIIIIIII�Ip'`i•'I - _1 - 1----- ' _! I RADON VENT STACK;; ^ ►! I y Ly I I I Ial EE , � ,v it Ii'iIiIiIiIi;iiIiIii .n11IIII = _._._ ( I I I-�■ fir-Gum 4'15.-"7--""'--' =j1�I I I I Irl 17"i"1'li ' —_�_.= _, _ iII1iiiii,iii II1111111111I I11 . -,'—` -- Y)VENT(S)FOR(E)BATH . ,,''1x?•', ., . . a^ - .Y .._.'..-. Tom- _ " I 1 1 I IJ i 1 I • I ^e 1 1 I ' t I i ' I I I I ' ! I I I I 1 I I I . I I , I 1 1 r . 1 11 [ 11 I IY ( I I 1 ' ( I 1 l I S • I 1 e 1 4-^ r ' I I ' I 1 1 I 1 I I I 1 + I ; r ' s I I T ' 1 l _ 1 1 1 1 1 ' 1 1 1 . t 1 1 1 I 1 1 ; I I F I I 1 I r . 1 1 T — — — — I 1 1 { 1 a 1 1 t a 1 1 l1 1 1 I I I 11 I 7 I 1 t S f 1 , I I_ i • ri `i W D Y Structural.-Civil Engineers Job Name: Weaver Addition Job No: 19125 Sheet No: R-3 Client: MFA Architecure& Planning Date: June 2019 By: GGM Sheathing Design DL = 15.0 psf Design LL = 25.0 psf Max Drift = 0.0 psf not required Addition roof Roof spans = 16.0 in Superimposed DL+ SL = 10.5 psf + 25.0 psf Allowable Load = 305.0 psf > 35.5 psf 19/32"CDX Plywood Addition floor Floor spans = 16.0 in Superimposed DL+ SL = 12.5 psf + 40.0 psf Allowable Load = 240.0 psf > 52.5 psf 19/32"CDX Plywood RECOMMENDED UNIFORM ROOF LIVE LOADS FOR APA RATED SHEATHING ta/AND APA RATED STURD-I-FLOOR WITH LONG DIMENSION PERPEDNDICULAR TO SUPPORTS(b)-U360 performance min Maximum Span (in.) Allowable Live Loads (psf)(c) Panel Min. Panel Spacing of Supports Center to Center(in.) Span Thickness With Edge Without Edge Rating (in.) Support t"f Support 12 16 19.2 24 32 40 48 60 APA Rated Sheathing (a) 12/0 5/16 12 12 30 16/0 5/16 16 16 70 30 20/0 5/16 20 20 120 50 30 24/0 3/8 24 20(e) 190 100 60 30 24/16 7/16 24 24 190 100 65 40 32/16 15/32, 1/2 32 28 308 173 112 54 22 > 40/20 19/32, 5/8 40 32 467 293 203 108 43 27 48/24 23/32, 3/4 48 36 -- -- 280 175 95 45 35 60/32t9 7/8 60 48 -- -- -- 305 165 100 70 35 APA Rated Sturd-I-Floor(g) 16 oc 19/32, 5/8 24 24 185 100 65 40 20 oc 19/32, 5/8 32 32 270 150 100 60 30 > 24 oc 23/32, 3/4 48 36 571 330 229 143 57 36 24 32 oc 7/8 48 40 -- -- 295 185 100 60 40 48 oc 1-3/32, 1-1/8 60 48 -- -- -- 290 160 100 65 40 (a)Includes APA RATED SHEATHING/CEILING DECK. (e)24 inches for 15/32-inch and 1/2-inch panels. (b)Applies to panels 24 inches or wider applied over two or more spans. (f)Check with supplier for availability. (c)10 psf dead load assumed. (g)Also applies to C-C Plugged grade plywood. (d)Tongue-and-groove edges,panel edge clips(one midway between each support,except two equally spaced between supports 48 inches on center or greater),lumber blocking,or other. For low slope roofs,see Table 4. Will temeli W D Y Structural.<Civil Engineers Job Name: Weaver Addition Job No: 19125 Sheet No: R-4 Client: MFA Architecture& Planning Date: June 2019 By: GGM NDS Bending Design Values D.Fir/Larch Select Struct Base Value= 1500 Size Allow Snow+ Size Factor Stress Repetitive Repetitive 2x4 1.5 2250 2588 2976 2x6 1.3 1950 2243 2579 2x8 1.2 1800 2070 2381 2x10 1.1 1650 1898 2182 2x12 1.0 1500 1725 1984 2x14 0.9 1350 1553 1785 D.Fir/Larch #1 and Better Base Value = 1200 Size Allow Snow+ Size Factor Stress Repetitive Repetitive 2x4 1.5 1800 2070 2381 2x6 1.3 1560 1794 2063 2x8 1.2 1440 1656 1904 2x10 1.1 1320 1518 1746 2x12 1.0 1200 1380 1587 2x14 0.9 1080 1242 1428 D.Fir/Larch No. 1 Base Value= 1000 Size Allow Snow+ Size Factor Stress Repetitive Repetitive 2x4 1.5 1500 1725 1984 2x6 1.3 1300 1495 1719 2x8 1.2 1200 1380 1587 2x10 1.1 1100 1265 1455 2x12 1.0 1000 1150 1323 2x14 0.9 900 1035 1190 D.Fir/Larch No. 2 Base Value = 900 Size Allow Snow+ Size Factor Stress Repetitive Repetitive 2x4 1.5 1350 1553 1785 2x6 1.3 1170 1346 1547 2x8 1.2 1080 1242 1428 2x10 1.1 990 1139 1309 2x12 1.0 900 1035 1190 2x14 0.9 810 932 1071 `WDY Structural . Civil Engineers Job Name: Weaver Addition Job No: 19125 Sheet No: R-5 Client: MFA Architecture&Planning Date: June 2019 By: GGM Typical Rafter RJ-01 COMPANY PROJECT 100141WDY Structural&ChM Engineers Weaver Addition I WoodWorks° Portland,Oregon Tigard,OR 54)INWILMWMMAI#545.6W June 27,2019 16:51 weaver-RJ01.wwb Design Check Calculation Sheet WoodWorks Sizer 10.4 Loads: Load Typo Di.ltribtltion Pat- LriGattnn [ftj Magnitude, Unit t.,.2rn Start End Start End DL Dead Full Area Na 15,0011.6.0" 'pat' -SL Snow Full Are4 NP 25.00(16.0"i pf Solt-weight D,:!ad Full UDL No 4.0 pie Load magnitude does not include Normal Importance factor from Table 4.2.3.2, which to applied during nelyete. Maximum Reactions(ibs), Bearing Capacities (ibs)and Bearing Lengths (In) : 13.-2,8"------------- — --i ------------- ----- -- ------ 0' 2' 1:1'4" Unfactnted: Dead 1e4 122 Snow 228 153 Faotorod: - . Total 411 275 Bearing: . F'thotn 710 710 Capacity Joiot 1996 1863 Supptt 1799 - Anal/Deo ..loi_st 0 21 0.15 Suppurt 0.23 _ Load comb #2 42 Length 1.50' 1.75 Min teg'd 1.SO. 1.5D* Cb 1 25 1,00 Oh min 1 .25 1.00 CD support 1.25 Fopsup 625 - 'Minimum bearing length salting used:1-1/2"for end supports and 1-1afor interior supports Maximum reaction on at least one support Is from a different load combination than the critical one for bearing design. shown here,due to Kd factor,See Analysis results for reaction from critical load combination. Addition rafter Lumber-soft, D.Fir-L, No.2,2x12(1-1/2"x11-1/4") Supports:1-Lumber n-ply Beam,D_Fir-L No.2;2-Hanger; Roof joist spaced at 16.0'c/c;Total length; la'-2,8";volume=1.6 omit.;Pitch:6/12; Lateral support:top=full,bottom=at supports;Repetitive factor:applied where permitted(refer to online help); Analysis vs.Allowable Stress and Deflection using NOS 2012 r CriteriOn Analysis Value Design Value Unit Analysis/Deaicin ' Shear Iv -= 19 E-Ny' = 207 pal 17v/I,Y1 -. 0,09 1'onding(4! fh = 226 Ph' = 1190 psi fhiFb' = 0.19 fiending(-) Co - 46 Fb' - 617 psi lh/Fb' - 0.0 Deflection: rntnrinr LiVr., 0.02 ' <L/999 0.52 -, 1./240 in 0.04 Total 0.05 - .;.L.799J 0.70 - L/180 in 0.0'J Cantil. Live -0.01 ,=. <5/999 0.22 = L/120 in 0,10 11 -0.08 , 5/901 0.30 , L/90 It, 0.16 173WDY Structural. Civil Engineers Job Name: Weaver Addition Job No: 19125 Sheet No: R-6 Client: MFA Architecture&Planning Date: June 2019 By: GGM Ridge at Addition RB-01 COMPANY PROJECT 1 if it MY Structural&Mit Enginoors Weave(Addition 1 I i WoodWorks Portland,Oregon Tigard,OR , I .P31T-NWP141W)fr'il.P43,4V4 June 27,2019 16:57 weaver-RBOla,wwb Design Check Calculation Sheet WorxiWorts Sizer 10.4 Loads: Load Typo Dintrih,stion P - Location [ft) Magnitude Onit Ldrn Start End Start End DL Dead Full UDL No 140.0 pit SL Snow Full ODL No 233.0 pIt Self-woight IJ,..ad Full UDL No 8.2 pit Load magnitude does not include Normal importance factor from Table 4,2,3.2, which Is appliod durlbq analyais. Maximum Reactions(lbs), Bearing Capacities(lbs)and Bearing Lengths (In) : t 1W-6.7- f 11 12-6" Unractored: Dead 163 1514 Snow 1361 2537 Factored.: -1 Total 2224 4151 Ettring: capacity Boom 6125 4151 Suppott 11340 4637 Anaiicco lin:am {1.35 1-11(1 Support 3.20 0_86 Load comb t2 ;2 Lbngth 3.50 2_00 Min read 1.504 2.00 1.00 1.19 Oh tOln 1.60 1_19 CO support 1.00 1.11 Lo/Fop sup 700 625 Maximum reaction an at least one support is from a different load combination then the critical one for hearing design, shown here,due to Kd factor.See Analysis results for reaction from critical load combination. . . .. Addn ridge beam Glulem-Bal.,West Species,24F-1.7E WS, 34/2"xl 2" 8 laminations,3-1 ir maximum width, Supports: 1 -Timber-salt Column,13.51r-L Ne_2;2-Lumber n-ply Beam,D.Fir-L No.2; Total length:16'.8.7";volume 7-• 4.9 cut; Lateral support:top=full,bottom=at supports: Analysis vs.Allowable Stress and Deflection using mos 2012 Criterle,ft Analysis Value Dis 11,,Alue , Unit Analybl. /0eg sin Shear f', = 79 Fvl = 241 psi fv/Fv` = 0.33 Bonding(1/ fh = 857 Ph' . 2700 pot fh/F17' = n.11 landing(-1 fb - 436 Wh' - 2436 psi rb/u1, - 0.18 Deflection Tanrior Livo 0.11 - <L/999 0.42 -, L/360 in 0.27 Total 0.22 - L/680 0.62. - L/240 in 0.36 Cantil. Live -0,08 --‘= L/637 a,27 = L/180 in 0,20 Total -0.1.5 -, L/326 0. 10 n L/120 i ti 0.37 In W D Y Structural. Civil Engineers Job Name: Weaver Addition Job No: 19125 Sheet No: R-7 Client: MFA Architecture&Planning Date: June 2019 By: GGM New header loading IU(L)sIUKM � I Ley 26" N/1 1- I IU( ) I 1—, ti i. fq i I a o LINEN N, RIDGE POST .r 9" (1- 2 4j4i1R BATH 1 10 0 a. 9L (N)BATH A3„42) 16'0 , (N)BEDROOM W2 J CC FIN J..J N (..÷I 03 C3 CO ., ='st -1r,si 111 36" ` ,t_ii , „ ,�� .zII!"' nm ` `c+ - i1i� 5! '� vJi - -� � H ABOVE; it t TO REMAIN; 4 Ei. ° S aSEE SECTIONLa CLERANCESDO °°° NB (4 0 i "� ,, CHEN �� € IIIFEiz, ` 135 k.. ® 6 A 4 - i (E)B,411-1-1 SC ! CLO , 'i•tx' : 1 11... ..,3I i E. \ I1 --1r (E) /� (E)HALL 6 iiill Field verify existing framing conditions -note discrepancies to project designer ty W D Y Structural. Civil Engineers him/ Job Name: Weaver Addition Job No: 19125 Sheet No: R-8 Client: MFA Architecture&Planning Date: June 2019 By: GGM Header at new opening RB-02 COMPANY PROJECT I %ofiod `� �o r k5t> MY Structural&Civil Engineers Weaver Addition M�f 1 J Portland,Oregon Tigard,OR 6nrrx.cm,me Pr.000.n,Lm June 27,2019 17.56 weaver-RBO2Avuob Design Check Calculation Sheet WoodWorks Sizer 10.4 Loads: Load Typo D.intr,ib.�tian Par.- 1.ora.r.acn [ft) Kagn Loom pnit Loin Stent End Start End RD!, Dead Point 1.98 1514 lbs RS€, .glow Point Lae 2537 lbs DBL-01. Dead Point 5.21 545 lbs DBL-SL Snow Point 5.21 1325 lbs T1-111 Dodd Pbiht 1.21 510 1bz TI-SL Snow Point 1.21 650 lbs T2-01, Dad Point 3.21 510 lbs T2-SL Snow Point 3.21 850 lbs UDL Dead Triangular 5.21 10.54 45.0 0.0 p1t USE, Snow Tri..anqulao 5.21 10.54 54 75.0 0.0 plf Selr-Height Dead Pull UDL B.2 plc Load magnitude dos not include Normal Importance factor. from Table 4 2.3,2, which in applied dt:.rinc .znoi'si.;. Maximum Reactions(lbs),Bearing Capacities(lbs)and Bearing Lengths (in) : 10-10.3" 0' i ' untactoredi '.. Dead 2541 644 Snow 1250 1512 Factored Tonal, 6791 2 355 BuaeLng: capacity Po= 7575 7575 Support 10596 10898 knaLlhes Noon (1.56 0.30 Support " 62 0.22 €.nod comb 42 42 Length 1.50 1,50 Min reo_'d 3.66 1 ,50, rh 1.00 1.00 . Cla 01111 1.00 1.00 Cb support 1 .11 1 ,11. Fop ,up 625 625 `Minimum bearing length setting used:1-112"for end supports Header(E)wall Glulam-Bal.,West Species,24F-1.7E WS,3-112"x12" S laminations,3-1/2'maximum width, Supports;All-Lumber n-ply Beam,D.Fir-L No,2 Total length;10'-10.3";volume= 3.2 cu.ft: Lateral support;top-at supporta,bottom=at supports: Analysis vs.Allowable Stress and Deflection using NOS 2012: CYitetion Anai iia :value Dei,n '/Alum Hitt_' An'1'jsia/Deolyn Shear fv 235 NV' = 241 ',al fv0 Fv` = 0.?7 Pondtngf{i fb = 1728 Ft). = 2475 psi fh/Fh' = 0.70 Live Defl'rf 0.17 - L/7.44 0.34 - L/360 in 0.48 `total Detl'n 0,31 _, Ll:ua 0 5;'� -- V240 in _.,. 0,59.... *Tho offrco of point InAln within .x die,tsri`o d of thn nupport has been included am per NDS 3.9.3.1 I`s1 W D Y Structural. Civil En.ineers Job Name: Weaver Addition Job No: 19125 Sheet No: R-9 Client: MFA Architecture&Planning Date: June 2019 By: GGM Beam Location : typ window head Beam No. : HD-1 w(DL) = 160.0 plf Span = 5.0 ft w(LL) = 233.0 plf LDF= 1.15 wo = 6.2 plf w(TL) = 399 plf Wind (WL) = 26.0 psf Trib ht= 2.0 ft Selected beam size : 4x8 Selected grade : DFL#2 A= 25.38 in2 Fb= 900 psi S,= 30.66 in3 F„= 180 psi Ix= 111.15 in4 E= 1,600 ksi Sy= 14.80 in3 F,= 1,350 psi ly= 25.90 in" Rv= wvL/2 = 998 lbs RH = WHL/2= 130 lbs vv= 3/2Rv/Av= 59.0 psi OK VH= 3/2 RH/AH= 7.7 psi Combined = 0.37 My= IAN L2/8 = 1247 ft-lbs MH= wH L2/8= 163 ft-lbs fbv= 12 Mv/Sv= 488 psi OK fbH= 12 MH/SH= 132 psi Combined = 0.56 5 • w • 14 ATL - 384 • E Ix 0.03 in = L/ 1901 5 • w • /4 AWL = 384 E Iy 0.02 in = L/ 3401 Use 4x8 - DFL#2 WD Y Structural Civil Engineers Job Name: Weaver Addition Job No: 19125 Sheet No: F-1 Client: MFA Architecture&Planning Date: June 2019 By: GGM Typ floor joists FJ-01 COMPANY PROJECT WDY Structural&Civil Engineers Weaver Addition 00 \o rks Portland,Oregon Tigard,OR sa,nrmei.an rmantiern3.w June 28,201910:01 weaver-FJ01.wwb Design Check Calculation Sheet Woodworks Sizer 10.4 Loads: Load Type Distribution Pat- Location !ft] Magnitude Unit tern Start End Start End DL Dead Full Area 17.00 (16.0") psf LL Live Full Area 40.00 (16.0") psf Self-weight Dead Full UDL 4.0 olf Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : 12'-2" 0' 12' Unractored: Dead 162 162 Live 321 324 Factored: Total 486 486 Bearing: Capacity Joint 1641 1641 Anal/Des Joist 0.30 0.30 Load comb 02 f2 Length 1.75 1.75 Min red'd 1.50" Cb 1.00 1.00 Cb min 1.00 1.00 "Minimum bearing length setting used: 1-i12"for end supports Typ floor joist Lumber-soft, D.Fir-i.,, No.2,2x12(1-112"x11-114") Supports;All-Hanger Floor Joist spaced at 16.0"dc;Total length: 12'-2.0";volume 1.4 cu.ft.; Lateral support;lop=full,bottom=at supports;Repetitive factor:applied where permitted(refer to online help); Analysis vs. Allowable Stress and Deflection using NDS 2012 Criterion Analysis Value Design Value Unit Analysis/Design Shear fv 36 Fv' 180 psi fv/Fv' = D.20 Bending(t) fb = 546 Fb' _ 1035 psi fb/Fb' = 0.53 Live Defl'n 0.09 = <L/999 0.40 = L/360 in 0.22 Total Defl'n 0.15 = L/941 0.60 = 1/240 in 0.25 `Its W D Y Structural .Civil Engineers Job Name: Weaver Addition Job No: 19125 Sheet No: PC-1 Client: MFA Architecture&Planning Date: June 2019 By: GGM Patio cover rafters PC-01 COMPANY PROJECT W[`►od W o r ks' WDY Structural&Civil Engineers Weaver Addition Portland,Oregon Tigard,OR c<irr"•.uf MOO*nrue..v June 28,2019 10:14 weaver-PC01.wwb Design Check Calculation Sheet WoodWorks Sizer 10.4 Loads: Load Type Distribution Fat.. Location [ft] ;`Magnitude Unit torn Start Iinri Start End '.. DL Dead Full Area No 10.00(24.0"I psf SL Snow Full Area Yes 25.00('24.0"1 psf Self-weight Dead Full VOL Pio 2.6 plf Load magnit.udo does not =lncludo Normal Importance factor from Table 4.2.3.2, which is applied during analysis. Maximum Reactions(lbs), Bearing Capacities(lbs)and Bearing Lengths (in) : T-1.4" r-_ 0' 1'-4" Unf.aetorod: Dead 96 57 Snow 190 110 Factored: Total. 2.35 17'i Bearing: : 'theta 713 713 Capacity Joist 3074 7,573 Support 2930 2930 Anal/Dee :Jo1at 0.09 0.07 Support 0.10 0.00 Load comb 42 44 Length 2.50 2.50 Min reg'd 1.50* 1.50' Cb 1.15 1.00 Cb min 1.25 1.00 ch support 1.25 1.25 Pep sup 625 57.5 'Minimum bearing length setting used:1-112"for end supports Maximum reaction on at least one support Is from a different load combination than the critical one for bearing design, shown here,due to Kd factor.Sae Analysis results for reaction from critical load combination. patio rafter Lumber-soft,D.Fir-L,No.2,2x8(1-112"x7-114") Supports:All-Lumber n-ply Beam,D.Fir-L No.2 Roof Joist spaced at 24.0"c/c;Total length:7'-1.4";volume=0.5 cu.fi.;Pitch:6/12; Lateral support:top=full,bottom=at supports;Repetitive factor:applied where permitted(refer to online help); Analysis vs.Allowable Stress and Deflection using MDs 2012: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv - 17 Ev' = 207 psi fv/Fv' n- 0.08 Bending-Mil lb - 164 Fb' - 1428 pal.. rb/Fb' - 0.11 Bonding(-} Ih = 61 Fb' = 1.298 pni. rh/Fb' = 0.05 Deflection: interior Live 0.01 •-- <L/095 0.26 -- i./240 In 0.03 Total 0.01 , ‹L/099 0.34 i/180 in 0.04 Cantil. Live -0.01 = <Lf999 0.15 = L/120 in 0.04 Total -0,01 = =_L/999 0.20 = L/90 in 0.75 , • ty W D Y Structural.Civil Engineers `ma Job Name: Weaver Addition Job No: 19125 Sheet No: PC-2 Client: MFA Architecture&Planning Date: June 2019 By: GGM Patio cover ridge PC-02 COMPANY PROJECT fitj WDY Structural&Civil Engineers Weaver Addition ea ( Portland,Oregon Tigard,OR FlWtlt'AV1 nom 9.131.11 LIMON June 28,2019 10:21 weaver-PCO2.wwb Design Check Calculation Sheet Woodworks Sizer 10.4 Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End DL Dead Full UDI, No 46.2 pit SL Snow Full UDI, Yes 115.0 pl.f Self-weight Dead Full UDL No 7,7 011 Load magnitude does not include Normal Importance factor from Table 4.2,3.2, which is applied during analysis. Maximum Reactions (lbs), Bearing Capacities (lbs)and Bearing Lengths (in) : I _ 10• 1' 0' 12 Ig,) 10 UnfacLored. Dead 2 6 9 269 Snow 599 599 Factored: Total 869 '369 Beating: Capacity Beam 8476 8476 support 21871 2187L Anal/Den Beam 0. 1.0 0. 10 Support 0.04 0.04 Load comb 15 48 Length 3.50 3.50 Min req'd 1.50" 1.50' Cb 1.11 1.11 Cb min 1.25 1 2 Cb support 1.00 1.00 Pc sup 1350 1350 'Minimum bearing length setting used: 1-1/2"for Interior supports Maximum reaction on at least one support Is from a different load combination than the critical one for bearing design, shown here,due to Kd factor.See Analysis results for reaction from critical load combination. Patio ridge Lumber-soft, D.Fir-L,No.2,4x10 (3-132"x9-114") Supports:All-Lumber n-ply Column,D.FIr-L No.2 Total length:10';volume=2.2 cu.ft.; Lateral support top=at supports,bottom=at supports; riiW ® Y Structural . Civil Engineers `v Job Name: Weaver Addition Job No: 19125 Sheet No: L-1 Client: MFA Architecture&Planning Date: June 2019 By: GGM Lateral 0 a BRACED PANEL,TYP I SIMPSON HDU2, SEE SCHEDULE 4'-2" EQ EQ t TYP OF# (N)DOWNSPOUT BP-WSP O O W2 W1 BP-WSP (N)DOWNSPOUT TO(E)STORM 18" TO(E)STORM 2._e. 0 1 •. LINEN RIDGE POST; o _.J 0 n SEE SECTION 1 -9"1, T FURR 2x4 I BATH 1 0 c) aa o7filit) m CIw (N)BATH G - 0 W -18" (N)BEDROOM W3 J cn �. Ckf FIN \0-1 g. RA . TYP 2x41 a ALIGNi `— HEAGI DER ABOVE; w0 �� 0 EXIST SEE SECTION 2x41 0 (E)KITCHEN 41, TYP i X35 2x4 N$6- (---- lJ `\ I ., , I Ill t , \ r1WDY Structural.;Civil Engineers Simla Job Name: Weaver Addition Job No: 19125 Sheet No: L-2 Client: MFA Architecture&Planning Date: June 2019 By: GGM Lateral City o,f Tiga* casaitJNTT'DEVELOPMENT DEPARTMENT 71 O Prescriptive.ve Bracing Worksheet T 1 G.'4,11 D 13125 SW Hall I31vd, •Til af;rd; Oregon 97223+503.71 � 8: 2439•wwrw tig utd-orgov See 11B3drntlal WallEtrating Guide for step-by-tap instructions en how to use this vtuhtbots, 1 WIND ADJUSTMENT FACTORS Tnble Rtf02:.10.1.2(t)asuernes wind expxnrre category 134 30 ft clean roof height,19 it ea,Vo io W rt "�ilea r_5r il, f. ta` rices heagju,:1 p it wall height,end 2 homed well linea abasing lout in a given plan tlirsetion no n .t I-- given given story1erd, For nayother cnatd-iawn.pplytheeppropnoteadjnrrnentfactors StoryS St 'tj-. ,4 '` rY Story s t3�[:r5�" ' EXPOSURE BACTO adjustmdee end on t sea tory height: ` it , 'i( ui to pears C only derb exposed topen te $lnth laaexj -� Exposure It =1 story.-1.0. 2story-1.0 -3 story-.I.0 verzmitrazyanmli F-xnasure 4 -t spry^12 2;dory-1.3 .3 story-IA "'.t- �ro tom" �� `l 'etre g t20 1 EAVIE PRIG/IT It.4. 7'OR ietest.snppottecndelien k#height to determine adjustment 1 e.n ': /,0 J It -,� - Support Condition Roof Rnva To Ridge Height 5n ';101;t <15a 20it1 Story or Top Sto of 2 or 3 Slo 0.? l,0 1,a 1,6 >:It...iirreu,,,::::,, ,Irrit-1;r43-.,.?).- 4,,? i f2 Staty.aStacy art Star/of3 Story 0,55 1.0 L35 1.3 1't Story of 3 Shiny I 0.9 1.0 I.1 NP WALL FF,IGHT FACTOR-actert adjustment fact r basad on ceiling hefghin - II ri Ceiling 0-90 -91:t Ceiling- D.995 -t*Ft Ceiling 1.0 10.9 a "- -11 Pt Ceiling- 1.05 -12FtCeiling- 1.10 NO.OP BRACED WALL.I,INTL8 FACTOR -select adjustment factor boned on number of brad wall line% a, -2 WLinea: 1.0 -3 Wall Lines: 1,30 - 4 Wall Linear 1.45 -S Wall Uses: L60 " - , =ate „. Tt'YTAL GENERAL WIND ADJUSTMENT FACTORS le - t,, Multiply 19 of the above adjusimern feetors for each stagy: ,il 1 l .-.--)i}y ,,_,- S 4_ ._ __ 1? -~ + __ -4 u R e a -Spec is la certain types of bracing methods or building crr►ir itWnvis GYPSUM WALL BOARD PAC10112-Apply 1.4 nditgtmem linter Kali dm following evading' ns occur: -Bracing nwitod is eitherDWB,WSP,FMB,PBS,PCP or HP'S And -Gypsum baard is not applied to inside Farce of brewed wall panels. @ Braced Wall Lines , , . f i Story GYPSUM WALL 13OAR1.LBRAC[NGMETHOD-Apply 0.T adjustment factor ifOilofthe following conditions nremeu. -Bracing method is.0 D and -Ciypauan bored Is attached with 4 spacing at panel edges,Including top and bottom plates and lit„LlJpm is Provided at all hodmtual joints_ r(@ Deuced Wall Line @ Story _ ONE SIDED GYPSUM WALLBOARD FACTOR Amity 2,0 Adjustment factor Ifni!ofthe fallowing conditions ane mer, -iitachag method is GB and -Gypsumt board is only attached to one aide, (t Braced Wall Litteea .+/fIlA @ Stoll, 11011,..0UWN FACTOR-Apply Q.$adjure nnatt fat ear if nlj ofthe following conditions are men -l sac ug method isDWFl.WSP.SP PBS,PCP and IHPS methods orad -Limited to I story buildings or top atony of 2 or 3 story buildings nod; -SteeR bold doom installed at each cod of braced wall panels along the.bTacsd wall lith C t r . CY.Braced Wall Lind fir Si J @ Story 1 CRIPPLE WALL BRACING.Apply I.15 ndjtatnaent factor if<nipple,walls odour Wall panel n,ssins mall be decreased to d$ft,See additional requirements in Section 602,10,9.1 CO Braced Wall Lines..A/A X-11 is:formation in ibis doe unl ant is subject to eheitge, Proscriptive Wail Bracing' orlraheet Rev.1/2012 Paj e I rl/ W D Y Structural. Civil Engineers Job Name: Weaver Addition Job No: 19125 Sheet No: L-3 Client: MFA Architecture&Planning Date: June 2019 By: GGM Lateral 14 City of'Tigard commuNrry DEVELOPMENT DEPARTMENT Prescriptive Wall Bracing Worksheet TIGARD 13125 SW Hall Blvd. •Tigard; Oregon 97223 • 503.718.2439 i www.t.igard-or..gov SEJSrvIIC ADJUSTMENT FACTORS STORY HEIGHT FACTOR-Select the adjustment factor based oa slory height All Wali Lines c10ft- 1.0 < ilft=l.l 12 ft=1.2 /,fl BRACED WALL LINE SPACING FACTOR-Select the adjustment factor if braced wall line spacing is greater than 25 kt. The spacing can only exceed 25 ft once in each direction. When a braced wall line has it parallel braced wall lino on both sides, the larger adjustment fader shall be lased, See additional requirements in Section 602,10.1.5 25 ft — 1.0 r: 30 ft = 1.2 _35 ft = 1.4 f.0 Braced Wall Lines. A, Q Story A > r@ Braced Wall Lines I,Z_ tz Sto1y WALL DEAD LOAD FACTOR-Apply 0.85 adjustment factor if wall dead load is less than or equal to 8 pat. (This applies only to interior walls with gypsum board on each side.) g Braced Wall Lines ./Vfes a Story ROOF/CEILING DEAD LOAD FACTOR FOR WALL SLIPPOR'i'IN( -Select adjustment factor based on the rooucesling desei load and wall support condition, (typical composition or metal roof covering will have a roof dead load_1Spsf if no ceiling flush is Installed. The addition of a finished ceiling will increase the dead toad to> 15 psf. _Wall Supporting Roof/Ceiling Destd Load Adj.Factor Roof Only <15 psf 1.0 _ m Roof Only >15 pal<2S psf 1.1 Roof piny Occupied Attic > 15 psf<25 psi' 1.2 f / @ Braced Wall Lutes/1,13,1; Story f CRIPPLE WAIN.,BRACING-Apply 1,15 adjustment factor if cripple walls occur. Wall panel spacing shall be decreased to IR ft,Seo additional requirements in Section 602,10.9.1 Braced Wall Lines C Story WALLS WITH STONE OR MASONRY VENEER See Section 602.12 and 703.7. Braced wall length shall not be less than required by Table 602.12(2) /A/A All information in this document is sciriect to chait1 e. Pettaiptit a Wall l3racing Wdrlcibcet Rev,1/2012 Page 2 `I W D Y Structural. Civil Engineers Job Name: Weaver Addition Job No: 19125 Sheet No: L-4 Client: MFA Architecture&Planning Date: June 2019 By: GGM Lateral Tigard City of . COl fvfUNI'I"Y DEVRT OPMENT DEPARTMENT 1 * Prescriptive Wall Bracing Worksheet TIGARD13125 SW 11211 Blvd. •Tigard, Oregon 97223 • 503.718.2439 •www.tigard-orgov CALCULATIONS FOR LENGTH OF BRACED WALL PANELS STORY Multiply al)adjustment factors and the requited wail bracing lengths to determine the total adjusted wall bracing length for each wall limo for wind incl for seismic.The bracing length provided shall be equal to ar greater titan the higher of the two. Provide a separate calculation for each story, WIND CALCULATION Refer to'ruble.R602.10.1.2[1) r at aced Bracing braced Required General Wind Specific Wind Total Adjusted grating Length grating Wall tarty , Method Wall tine Bracing Adjostrrterrt Adjustment (Respired Bracing Length Length 3 Spacing Length Factor Pectoris)' X All Adjustment Fasters) Provided I W5P li'-Ger' 3.2.r 0.`i a s 2,`"1 7r 2 44Sf i2..?.. 4' mss' ,2_.r 5 A WSP teems" ArS O. 1 0,1 3,V /2 ,z1 B \J'/SP /er 4; ..f,. ' 0, ,) 0. `z , 3,Z-t . 75' c 1 *A braced Wolf Tina may hove more than one specljie wired adjustment factor. SEISMIC CALCULATION Refer to'i nble R602.10.1,2(2) Braced Braeing traced Required Seismic Total Adjusted Bracing length Bracing Wall Line method Wall tine Bracing Adjustment Dlequired Bracing Length Length Length Length Factor-4)• X All Adjustment Factors) Provided 1 .niSP /2'.-6,d2,4t it,i 2. 4' 7r 2 'Ws? /?r to" 1. 4 1 it.I 2,61., 0 3 i 3 4 5 A 444f/`C,J'r" 4,''' 4,01 / / 4 .4r f2,51 13 of 3 F 1g'-iY 4,r)' /./ 4 ' 1 to,7 1 U D _ _ „___ x .._, L A braced wall lbs will be lately to have more than one seismic aginso Bent factor.Show all adjustment factors. All information in this dneument is subject to casae Prescriptive Wait Bracing+Worksheet Rest 1/2012 Page 3 W D Y Structural >Civil Engineers Job Name: Weaver Addition Job No: 19125 Sheet No: L-5 Client: MFA Architecture&Planning Date: June 2019 By: GGM Patio post/footing Post Height , h = 8.50 ft Post Horit Force, P = 157.5 lbs Past Mornent 1,339 ft-lbs Unconstrained pole_base Footing base, b = 1.33 ft Est. Footing depth, d = 3,00 ft [iterate depth to convergence ] Soil lateral bearing, Si - 200 psf l ft ( IBC Table 1806.2] A= 0.69 ( IBC Section 1806.7.3.2.1 ] Isolated l deflection coeff 2.0 [ IBC Section 1806.3.4] Allowable Bearing, S3 = 1200 psf IBC Section 1806.3.3] d req'd = 2.90 ft ( IBC Eq. 18-1 I MPB66 allowable M = 1,645 ft-lbs Usa 6x6 post W! MPB66 In'16"die x 3'-O"ft deep ftg__ Check bearing: A v 1,39 set ft P max= 1148 lbs QuFig = 2542 lbs Y' = 110 psf = 30 deg z v 3.00 ft 21.1 iCa 0,7 tan V►" _ 0.39 t' = ;r'z K0 tan l' 69.4 Eo= 4.2 ft Kshape 1 00 QFR}C = 1120 lbs Wt of pier= 1853 lbs CALLOW=414-Qp-Wt® 1779 lbs