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Specifications X71 q2 5w bfil/Y CT ENGINEERING Structural Engineers 180 Nickerson Street Suite 302 Seattle, WA 98109 INC. 206.285.4512 (V) 208.285.0618 (F) 15238 RECE E D NOV 2 2015 Structural Calculations CITY OFTlGA1 D BUILDING DIVISION River Terrace 0:0 PRO ' GINE, �� Plan 3413 60 � ; Elevation B �� REGNA Tigard, OR 40. zz \� ��' �/FS T. GE��F Design Criteria: 2012 IBC (ORSC, OSSC) 09/15/2015 ASCE 7-10 Wind Speed: 120(ULT); 93(ASD); Kzt=1 .0 Seismic: Ss=0.972, S1 =0.423, SDC=D Roof Snow Load = 25 psf Site Class = D, Bearing = 2000 psf Client: Polygon Northwest Company 109 East 13th Street, Suite 200 Vancouver, WA 98660-3229 Ph: 360.695.7700 Fax: 360.693.4442 Architect: Milbrandt Architects 25 Central Way, Suite 210 Kirkland, WA 98033 P h: 425.454.7130 Fax: 425.646.0945 CT ENGINEERING INC 180 Nickerson St. Suite 302 Seattle,WA 98109 (206)285-4512(V) (206)285-0618(F) Polygon Northwest Company Multiple locations in Tigard,OR DESIGN SUMMARY: The proposed project is to be single-family homes. We understand that these homes are to be constructed in multiple locations throughout Tigard, Oregon. Design parameters are as noted below: The structures are two-story wood-framed. Roof framing is primarily with pre-manufactured pitched chord wood trusses. Upper floor framing is primarily with pre-manufactured parallel chord wood trusses. Floor framing over crawlspace is primarily pre-manufactured wood joists. The foundations are to be conventional spread footings. Wind design is based on the ASCE 7-10 MWFRS (Envelope Procedure)for 120 mph ultimate wind speed, exposure category B, and with a Kzt value of 1.00. Lateral design is based on the ASCE 7-10"equivalent lateral force" procedure with Ss equal to or less than 1.10 and S1 equal to or less than 0.50 and with soil classification "D". Plywood or OSB shearwalls are the primary lateral force resisting system (R=6.5). . Foundations have been sized for Class 4 soils as defined in IBC 1806.2. Codes considered; 2012 IBC, and currently adopted ORSC and OSSC. SHEET TITLE: DEAD LOAD SUMMARY ROOF Roofing - 3.5 psf Roofing -future 0.0 psf 5/8"plywood (O.S.B.) 2.2 psf Trusses at 24"o`.c.° 4.0 psf Insulation 1.0 psf (1) 5/8"gypsum ceiling 2.8 psf Misc./Mech. 1.5 psf ROOF DEAD LOAD 15.0 PSF FLOOR floor finish 4.0 psf NO gypsum concrete 0.0 psf 3/4"plywood (O.S.B.) 2.7 psf joist at 12" 2.5 psf Insulation 1.0,psf (1) 1/2"gypsum ceiling 2.2 psf Misc.. 2.6 psf FLOOR DEAD LOAD 15.0 PSF D3 (2)218 HDRI F. 02X8 IR RB.2 0 . ... NIfiriAl cc E N " w ' a m OWL ,/1 O m Al • lii. z 41 U LJ UM- U T.b 41 ' 22 s30' cr:r.r.4:':i::':r :: :rr� '^ I o I c6 I 03 I L :rlirr::•t.•tr:•:i•:•tt.•ji11, .N .•::::::: I 1 =IYT,i -. I N WI 1 I a _ I TRUSSES AT 2i' 0.: TYPICAL ilr L___ 1 P1 1 M Cr i`.:::ti{:::i:? r... x..........1...1...:..�.:.....:.............? I .. ........ ....... ... . ....................... . el 0 , ,ip T c,-;•.., . , 1 GT.b3 • ,-Imil b II / ` z . o i ♦ 1 . /� 0 AB.4St 1 \ = RB.6 b © / � 1 • _-,' /� • t (2)2X8 HDR I • 2)2X8 DR /i i'! I \RB.5 RB.5 1\' i 1 6'-O. IIIIIIIIII '1,/ (2)2X'8 HDR (2)24 HDR \I Plan 34138 ROOF FRAMING PLAN 1/4^=1'_0 AMERICAN MODERN • MST37 (P16) MST37 /r1' l I o o 0 1 I I ® Tn3— SIDE P6 4110)THIS SIDE THIS DO P 0 03 i C- WWI I .., 7 - I L - MST37 MST37 MST37 MST37 O® W® MST37 MST37 m® l., Plan 3413B UPPER LEVEL SHEARWALLS 1/4"=1'-0" AMERICAN MODERN .. 1 . . ...• ' i STHD144X10 (:). STHD14 STHArk \ i • , •/- W HDR- ,. .•...=...i.vin• P , 5TH 1.4' ''. AL.\ ,... , . . ._ / ' •-o "-) L. a 2)2x4.:-i-16R .. ' " .1",,,k-, •••..cr,••-2., Ire.:-.1iow•:•ip;',4 ; .- ,._',....,=_...-__.:. '....- -B. , '7,1111114 B•2 1' I (2)_28 H - --.13-.-4- - B. ;;-1 '•-• I----. :--.7:= 7-7- ; ill -li :•••••-....-- - 2) IN'.1.STU;'5S cc : l'!!-• 1:( -' i--!- '-'` ,, , i ' .1= ,, ,1,1.i,.., 111 ., -..•,- ..,..• i-1 1- 1„ 4: ,E A Clil 4,11DE VIN. ;1,1: ' „,..:.1i-., i • --11 Q ; T•r . T- ' .! -1- ti-I W. , .. , • '. J.. a 1 Ii RES : : I I'VE \ : : GT ABov. 1...!!!,, / 1 , ,=. Le I er 1 4-!• 0(G1-•1ABo‘F e v — .. i :',' 12•ff ,,L.:.'. I (r) .. ,/: ..., AC',i cc . , cx 5, • • 0 ':— ( ' ' /' '', d I: {j ,,,;:-;,, 8 . : , .d,,, ., • , .,.., .„..., , , • ,..__ _,..,-,. \. ,...... . , . ..... ......,,.„ , ,,,,„, i 1 1-,. „1/2,., ,.,. , , __,...,,,,,, , . Tr 7 - . ,;•• 1 1 '', I /".. .... ..-- , 1 ...• - I ::.11 4i- , FixATEL oRE• 1 7+,--.:1_:l-ii ,,: .1,,•• .1 •i .„,,,.. •ts - w L . Tilts(„) ,;1-• L 5/4, FB -r- BEARING WALL SIDE\ I ii,.......... /-; :p;F:ARING W•LL ' • SIDE _B1. IIP1 3''' 0 .6 ' 44---k-H---77-L "!--"---"”- ' l 1 i .E?.9 ii • III ' ; t• I. \ , . / '- ' ' 1111 i ;1111611'. )2"., 01 ..x I \ : • / „,„.•, l•-•• 5., tin BEA'INe, _E' g '.. ...•. / 4'4 ' 1.1 \ ' . . .... ' -1 njol-k. ,F1 ,•-•*-:. , .I m rm. / , _NMI,,_ --- ----- il.7 1 (!:::,:. ,/ ,,,i --i. :I T< _ , ,Fk .! \\ / • ..,..- , • ''. -! ! .-_, :' .5:-: I ,,,(11,0, . \ / . . L - . . ! . .!.__ .43- A .." I i''---- '---, '-' i ed i _____ A , = .. a) \ STAIR ,FRAM1NG ' LLo9CD.- ABOVE / t - ArVE . \ , I \ , -,A1 / 2,1 , t......, --) ! . ... .!....- ! ,!.. ',.,.•,,d1 .). ..”)1 I GJ / z i ! , < /1 LSL 144x14 RIM \ . , • 501.5 BIG BEA (D 4111PEg)1-... (2)2X8 H1' 0 130V:i / --,,, 9,',:",7,- -CT-•:OW,.. ir- .. : 0_ -.-1.9-1 •A , , 1111111*-04.‘ 1 Q- -- ----------- ------ . . ci -!!!..7....-... ...4-al-,. MS727 FLOOR "; /- ----",• •=7,- ' 1,4 . 1 /Erg TO RIM 11111Y RIM I:DARE/1 '1111) 1111 ,-- ,0 , -r, 1 i 1 LSL .3'4)04--___ m I I EXTEND ,...... 1:3, TT; .CONT.I4X12- ;R.-; .1,: f-__;---1 r , CHORD MA 1 =.;=. -------I;----B-.-14----I-ji DT ,.. • 1,110,-(,, •,••••,,, ---- , I , NIF,/M RIM liQ;ABlaill . !:.:....'..L8f3.11y.4 13.9:41! STHD14 /111/- ' ‘/A 18 !at I ID 'a Cill ROOF TRUSSES WV ".:...•:1:1" ..".;''.'...'F1 VA7 S6.1 11111011. I @ 24" D.C. STICK FRAME I I ///1\1 2 2 8 HDR STRUCTURAL FACISA ! I ;.• ,• y...\ I 17 . 1: Z,/// ; . i I A11 ,.. Ix I r '4 i //// , ,i N • 1 r ,, ,/ ,:.-..\--., a; c., c, ! ROOF TRUSSE1. /// I `-„,...,„ X 1 W 24" D.C. rF " 1 '');' i<1 1 , B.bl 4X4 POST ---*-77115-1115 T-.-- - ' -- A ; 4X4 POST .. I I/ 1`j V-------------------- -- _ PLATE HEIGHT AT SEE SHEET A9 / . UPPER LEVEL: 81-1" FOR WINDOW , PLATE HEIGHT AT HEADER HEIGHTS. MAIN LEVEL: 91-1" MAIN LEVEL SHEARWALLS Plan 3413B UPPER LEVEL FLOOR FRAMING 1/4"=1.-0" AMERICAN MODERN • 1 1 JYZ tiV1Y V. JL%O STHD14 aamp Sit 4'�.., x0 L ir \, ON / STH01•• 6THD14 r ..as.,.�.:.�crgg, -t - -- .. „ ., -. ,- -1 ,... Y,,.,.1-r-tel �,. r�I ,., ,,,, e i - xI-3"I -,,k. . ,‘: ..,,a ,,, o , _,,1I11P1£, In 2 1 I I I o I II I I ' < I 9Yz" TJI'SN. '` /---, 18 8X FTG. El X1 1 , .i,, _ -- -'— L / (2) #4 EA. WAY A 44i' v ,, + o TW. .N. aI ti Am . INSTAII SYSTEM TO — mla U ALLOW ADEQUATE 121z" f " DRAINAGE BENEATH n r f SLAB ON GRADE AND ---.f I CRAWL SPACE ,...a L J CONDITIONS L,, I" x THIS a 6'-0" d SIDE __. . ..:i, `.4I - I ,J- - , / 30X30X10'FTG. o f ' W/ (3) #4 EA. WAY . -I-, BRG WALL W/FTG I \ I POST UP: ---�(////////.%//////////4 SIDE _ _ _-_�LSL 1�3' / '--ftIRINI --.f 1 o5I UI z ;, I -� /,,,,.„,- DBLo m I . ✓.. ... ACCESS L� r -- e '-1-1, IDOL; a STHD14 I-1212"I P4---, STHD14'.; /,`t/ 4, L•+ • --'--..�.. i- L- --2--•.- , 11 P,, 3 33h".;:GONG. SLAB D51 Z N OE 0 rn N / 1-=b'-3"1:: 3Y2X9Y2 LSL 1 I _ 18 r, ^ten S6.1 I o I-0'-5 i1,... '' I ABO L I I _-- J 1 E it FIXTURE - I AB0vE II I m . I I 1 L I 7-632" ! 1 646. ......I ..�i 77 � 311w CONC SLAB /-::-...' I , SLOPE 3" iArk i 1 ?: NOTE:PROVIDE STHD14RJ ` ' y IN LIEU OF STHD14 AT RIM ABU44 r L I . J . ,ABU44 JOIST CONDITIONS �A. — " 4'_0" ` : C 4Y4 � 14=fl' i': } 74.:: a • STEM-,WALL -1214" TOP OF -614" TOP OF SLAB P.. Plan 34138 FOUNDATION PLAN 1/4"=1'-0" AMERICAN MODERN Title: PLAN 3413 Job# Dsgnr: TRE Date: 1:27PM, 20 OCT 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev: 580006 User:KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist Page 1 (c)1983-2003 ENERCALC Engineering Software 14252_Plan_3413.ecw:ROOF FRAMING Description 3413BCD ROOF FRAMING Timber Member Information RB.1 RB.2 RB.3 RB.4 RB.5 RB.6 RB.7 Timber Section 2-2x8 2-2x8 2-2x8 2-2x8 2-2x4 2-2x8 2-2x8 Beam Width in 3.000 3.000 3.000 3.000 3.000 3.000 3.000 Beam Depth in 7.250 7.250 7.250 7.250 3.500 7.250 7.250 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade Hem Fir,No.2 Hem Fr,No.2 Hem Fir,No.2 Hem Fir,No.2 Hem Fir,No.2 Hem Fir,No.2 Hem Fr,No.2 Fb-Basic Allow psi 850.0 850.0 850.0 850.0 850.0 850.0 850.0 Fv-Basic Allow psi 150.0 150.0 150.0 150.0 150.0 150.0 150.0 Elastic Modulus ksi 1,300.0 1,300.0 1,300.0 1,300.0 1,300.0 1,300.0 1,300.0 Load Duration Factor 1.150 1.150 1.150 1.150 1.150 1.150 1.150 Member Type Sawn Sawn Sawn Sawn Sawn Sawn Sawn Repetitive Status No No No No No No No Center Span Data • Span ft 5.50 7.50 3.00 3.00 3.50 6.00 5.25 • Dead Load #/ft 75.00 75.00 270.00 75.00 75.00 75.00 270.00 Live Load #/ft 125.00 125.00 450.00 125.00 125.00 125.00 450.00 Results Ratio= 0.2944 0.5474 0.3153 0.0876 0.4092 0.3503 0.9656 Mmax @ Center in-k 9.07 16.87 9.72 2.70 3.67 10.80 29.77 @ X= ft 2.75 3.75 1.50 1.50 1.75 3.00 2.62 fb:Actual psi 345.3 642.1 369.8 102.7 600.0 410.9 1,132.7 Fb:Allowable psi 1,173.0 1,173.0 1,173.0 1,173.0 1,466.3 1,173.0 1,173.0 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 29.7 43.4 44.7 12.4 42.0 33.1 101.1 Fv:Allowable psi 172.5 172.5 172.5 172.5 172.5 172.5 172.5 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 206.25 281.25 405.00 112.50 131.25 225.00 708.75 LL lbs 343.75 468.75 675.00 187.50 218.75 375.00 1,181.25 Max.DL+LL lbs 550.00 750.00 1,080.00 300.00 350.00 600.00 1,890.00 @ Right End DL lbs 206.25 281.25 405.00 112.50 131.25 225.00 708.75 LL lbs 343.75 468.75 675.00 187.50 218.75 375.00 1,181.25 Max.DL+LL lbs 550.00 750.00 1,080.00 300.00 350.00 600.00 1,890.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.012 -0.043 -0.004 -0.001 -0.018 -0.018 -0.037 L/Defl Ratio 5,293.7 2,087.7 9,061.1 32,619.9 2,311.2 4,077.5 1,690.7 Center LL Defl in -0.021 -0.072 -0.007 -0.002 -0.030 -0.029 -0.062 VDefl Ratio 3,176.2 1,252.6 5,436.6 19,571.9 1,386.7 2,446.5 1,014.4 Center Total Defl in -0.033 -0.115 -0.011 -0.003 -0.048 -0.047 -0.099 Location ft 2.750 3.750 1.500 1.500 1.750 3.000 2.625 L/Defl Ratio 1,985.1 782.9 3,397.9 12,232.5 866.7 1,529.1 634.0 Title: PLAN 3413 Job# Dsgnr: TRE Date: 1:27PM, 20 OCT 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev: 580006 Page 1 User:KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist -(c)1983-2003 ENERCALC Engineering Software 14252_Plan_3413.ecw:Upper Floor Framing Description 3413BCD FLR FRMG 1 OF 3 Timber Member Information B.1 B.2 B.3 8.4 8.5 B.6 B.7 Timber Section 4x10 2-2x8 2-2x8 4x10 2-2x8 2-2x8 LVL:3.500x14.000 Beam Width in 3.500 3.000 3.000 3.500 3.000 3.000 3.500 Beam Depth in 9.250 7.250 7.250 9.250 7.250 7.250 14.000 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade Douglas Fr- Hem Fr,No.2 Hem Fir,No.2 Douglas Fr- Hem Fir,No.2 Hem Fir,No.2 Level,LSL 1.55E Larch,No.2 Larch,No.2 Fb-Basic Allow psi 900.0 850.0 850.0 900.0 850.0 850.0 2,325.0 Fv-Basic Allow psi 180.0 150.0 150.0 180.0 150.0 150.0 310.0 Elastic Modulus ksi 1,600.0 1,300.0 1,300.0 1,600.0 1,300.0 1,300.0 1,550.0 Load Duration Factor 1.150 1.150 1.150 1.150 1.150 1.150 1.000 Member Type Sawn Sawn Sawn Sawn Sawn Sawn Manuf/Pine Repetitive Status No No No No No No No Center Span Data Span ft 6.50 3.50 3.00 5.50 5.50 3.00 14.00 Dead Load #/ft 150.00 150.00 165.00 165.00 15.00 15.00 180.00 Live Load #/ft 400.00 400.00 440.00 440.00 40.00 40.00 480.00 Dead Load #/ft 175.00 175.00 175.00 175.00 160.00 370.00 Live Load #/ft 125.00 125.00 125.00 125.00 100.00 450.00 Start ft End ft Point#1 DL lbs 1,120.00 LL lbs 1,552.00 @ X ft 0.500 Results Ratio= 0.8690 0.5066 0.3963 0.6624 0.7601 0.3832 0.7300 Mmax @ Center in-k 53.87 15.62 12.22 41.06 23.43 11.81 194.04 @ X= ft 3.25 1.75 1.50 2.75 1.98 1.50 7.00 fb:Actual psi 1,079.3 594.3 464.9 822.7 891.6 449.5 1,697.1 Fb:Allowable psi 1,242.0 1,173.0 1,173.0 1,242.0 1,173.0 1,173.0 2,325.0 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 98.3 67.3 56.2 83.0 63.6 54.3 118.8 Fv:Allowable psi 207.0 172.5 172.5 207.0 172.5 172.5 310.0 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 1,056.25 568.75 510.00 935.00 1,499.43 577.50 1,260.00 LL lbs 1,706.25 918.75 847.50 1,553.75 1,795.91 735.00 3,360.00 Max.DL+LL lbs 2,762.50 1,487.50 1,357.50 2,488.75 3,295.34 1,312.50 4,620.00 @ Right End DL lbs 1,056.25 568.75 510.00 935.00 583.07 577.50 1,260.00 LL lbs 1,706.25 918.75 847.50 1,553.75 526.09 735.00 3,360.00 Max.DL+LL lbs 2,762.50 1,487.50 1,357.50 2,488.75 1,109.16 1,312.50 4,620.00 _Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.035 -0.009 -0.005 -0.019 -0.044 -0.006 -0.125 UDef I Ratio 2,207.1 4,740.5 7,195.6 3,482.4 1,506.4 6,354.5 1,339.5 Center LL Defl in -0.057 -0.014 -0.008 -0.031 -0.044 -0.007 -0.334 UDefl Ratio 1,366.3 2,934.6 4,330.1 2,095.6 1,508.9 4,992.8 502.3 Center Total Defl in -0.092 -0.023 -0.013 -0.050 -0.088 -0.013 -0.460 Location ft 3.250 1.750 1.500 2.750 2.596 1.500 7.000 UDefI Ratio 843.9 1,812.5 2,703.3 1,308.3 753.9 2,796.0 365.3 Title: PLAN 3413 Job# Dsgnr: TRE Date: 1:28PM, 20 OCT 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev: 580006 Page 1 User:KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist _(c)1983-2003 ENERCALC Engineering Software 14252_Plan_3413.ecw:Upper Floor Framing Description 3413BCD FLR FRMG 2 OF 3 Timber Member Information B.8 B.9 B.10 B.11 B.12 B.13 B.14 Timber Section 2-2x8 LVL:1.750x14.000 LVL:1.750x14.000 LVL:1.750x14.000 LVL:1.750x14.000 2-2x8 4x12 Beam Width in 3.000 1.750 1.750 1.750 1.750 3.000 3.500 Beam Depth in 7.250 14.000 14.000 14.000 14.000 7.250 11.250 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade Hem Fir,No.2 Level,LSL 1.55E iLevel,LSL 1.55E Level,LSL 1.55E iLevel,LSL 1.55E Hem Fr,No.2 Douglas Fir- Larch,No.2 Fb-Basic Allow psi 850.0 2,325.0 2,325.0 2,325.0 2,325.0 850.0 900.0 Fv-Basic Allow psi 150.0 310.0 310.0 310.0 310.0 150.0 180.0 Elastic Modulus ksi 1,300.0 1,550.0 1,550.0 1,550.0 1,550.0 1,300.0 1,600.0 Load Duration Factor 1.000 1.000 1.150 1.000 1.150 1.150 1.150 Member Type Sawn Manuf/Pine Manuf/Pine Manuf/Pine Manuf/Pine Sawn Sawn Repetitive Status No No No No No No No Center Span Data Span ftl 4.50 6.00 15.00 3.00 6.00 2.00 16.50 Dead Load #/ft 180.00 300.00 30.00 15.00 30.00 15.00 30.00 Live Load #/ft 480.00 800.00 80.00 40.00 80.00 40.00 80.00 Dead Load #/ft 220.00 220.00 160.00 Live Load #/ft 200.00 200.00 100.00 Start ft 16.000 End ft 16.500 - Point#1 DL lbs 235.00 LL lbs 240.00 @ X ft 3.000 10.000 _ Cantilever Span Span ft 3.00 Uniform Dead Load #/ft 280.00 Uniform Live Load #/ft 280.00 Point#1 DL lbs 1,574.00 LL lbs 1,574.00 @ X ft 0.500 Results Ratio= 0.7478 0.4469 0.3214 0.0056 0.1872 0.0924 0.7804 Mmax @ Center in-k 20.05 59.40 25.86 0.74 28.62 2.85 65.59 @ X= ft 2.25 3.00 6.24 1.50 3.00 1.00 9.97 Mmax @ Cantilever in-k 0.00 0.00 -49.13 0.00 0.00 0.00 0.00 fb:Actual psi 762.8 1,039.1 859.4 13.0 500.6 108.4 888.4 Fb:Allowable psi 1,020.0 2,325.0 2,673.8 2,325.0 2,673.8 1,173.0 1,138.5 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 75.4 124.5 63.8 1.1 60.0 13.1 41.6 Fv:Allowable psi 150.0 310.0 356.5 310.0 356.5 172.5 207.0 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions 0 @ Left End DL lbs 405.00 900.00 88.53 22.50 750.00 235.00 341.29 LL lbs 1,080.00 2,400.00 600.00 60.00 840.00 240.00 755.30 Max.DL+LL lbs 1,485.00 3,300.00 688.53 82.50 1,590.00 475.00 1,096.59 @ Right End DL lbs 405.00 900.00 2,775.47 22.50 750.00 235.00 468.71 LL lbs 1,080.00 2,400.00 3,150.47 60.00 840.00 240.00 854.70 Max.DL+LL lbs 1,485.00 3,300.00 5,925.93 82.50 1,590.00 475.00 1,323.41 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Title: PLAN 3413 Job# Dsgnr: TRE Date: 1:28PM, 20 OCT 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev: 580006 Pae 2 User:KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist 9 (01983-2003 ENERCALC Engineering Software 14252_Plan_3413.ecw:Upper Floor Framing Description 3413BCD FLR FRMG 2 OF 3 Center DL Defl in -0.013 -0.014 0.032 0.000 -0.012 -0.001 -0.130 UDefl Ratio 4,027.1 5,105.1 5,705.2 816,822.3 6,126.2 35,135.8 1,524.2 Center LL Defl in -0.036 -0.038 -0.147 -0.000 -0.013 -0.001 -0.256 UDefl Ratio 1,510.2 1,914.4 1,225.2 306,308.4 5,469.8 34,403.8 773.0 Center Total Defl in -0.049 -0.052 -0.123 -0.000 -0.025 -0.001 -0.386 Location ft 2.250 3.000 6.900 1.500 3.000 1.000 8.382 UDefl Ratio 1,098.3 1,392.3 1,464.7 222,769.7 2,889.7 17,383.0 512.9 Cantilever DL Defl in -0.060 Cantilever LL Def I in -0.001 Total Cant.Defl in -0.061 UDefl Ratio 1,184.3 Title: PLAN 3413 Job# Dsgnr: TRE Date: 1:28PM, 20 OCT 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev: 580006 Page 1 User:KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist (c)1983-2003 ENERCALC Engineering Software 14252_Plan_3413.ecw:Upper Floor Framing Description 3413BCD FLR FRMG 3 OF 3 _Timber Member Information B.b15 B.16 B.b17 B.18 B.19 Timber Section VL:5.250x16.000 2-2x8 4x10 2-2x8 4x10 Beam Width in 5.250 3.000 3.500 3.000 3.500 Beam Depth in 16.000 7.250 9.250 7.250 9.250 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 Timber Grade •osboro,Bigbeam Hem Fr,No.2 Douglas Fir- Douglas Fr- Douglas Fir- 2.2E Larch,No.2 Larch,No.2 Larch,No.2 Fb-Basic Allow psi 3,000.0 850.0 900.0 900.0 900.0 Fv-Basic Allow psi 300.0 150.0 180.0 180.0 180.0 Elastic Modulus ksi 2,200.0 1,300.0 1,600.0 1,600.0 1,600.0 Load Duration Factor 1.150 1.150 1.150 1.000 1.150 Member Type Manuf/Pine Sawn Sawn Sawn Sawn Repetitive Status No No No No No Center Span DataII Span ft 20.00 4.50 14.00 3.50 10.00 Dead Load #/ft 150.00 60.00 60.00 120.00 Live Load #/ft 400.00 100.00 100.00 200.00 Dead Load #/ft 175.00 Live Load #/ft 125.00 Start ft End ft 11.500 - Point#1 DL lbs 1,357.00 490.00 LL lbs 1,357.00 1,335.00 @ X ft 11.500 3.500 _ Results Ratio= 0.7583 0.1576 0.7588 0.0000 0.7743 Mmax @ Center in-k 586.03 4.86 47.04 0.00 48.00 @ X= ft 10.72 2.25 7.00 0.00 5.00 fb:Actual psi 2,616.2 184.9 942.5 0.0 961.7 Fb:Allowable psi 3,450.0 1,173.0 1,242.0 1,080.0 1,242.0 Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 143.3 18.3 46.5 0.0 62.9 Fv:Allowable psi 345.0 172.5 207.0 180.0 207.0 Shear OK Shear OK Shear OK Shear OK Shear OK Reactionsill @ Left End DL lbs 3,510.63 135.00 420.00 0.00 600.00 LL lbs 5,600.94 225.00 700.00 0.00 1,000.00 Max.DL+LL lbs 9,111.57 360.00 1,120.00 0.00 1,600.00 @ Right End DL lbs 2,858.87 135.00 420.00 490.00 600.00 LL lbs 5,193.55 225.00 700.00 1,335.00 1,000.00 Max.DL+LL lbs 8,052.42 360.00 1,120.00 1,825.00 1,600.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.332 -0.004 -0.140 0.000 -0.073 1 UDefl Ratio 723.4 12,081.4 1,196.5 0.0 1,641.6 Center LL Defl in -0.532 -0.007 -0.234 0.000 -0.122 UDefl Ratio 451.3 7,248.9 717.9 0.0 984.9 Center Total Defl in -0.864 -0.012 -0.374 0.000 -0.195 Location ft 10.000 2.250 7.000 0.000 5.000 UDefl Ratio 277.9 4,530.5 448.7 0.0 615.6 Title: PLAN 3413 Job# Dsgnr: TRE Date: 1:28PM, 20 OCT 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev: 580006 User:KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist Page 1 (c)1983-2003 ENERCALC Engineering Software 14252_Plan_3413.ecw:CRAWLSPACE FRAMING Description 3413 ABCD CRAWLSPACE FRAMING Timber Member Information11 TYP BEAM 4x10 option powder Timber Section 4x8 4x10 LVL:3.500x9.500 Beam Width in 3.500 3.500 3.500 Beam Depth in 7.250 9.250 9.500 Le:Unbraced Length ft 0.00 0.00 0.00 Timber Grade Douglas Rr- Douglas Rr- iLevel,LSL 1.55E Larch,No.2 Larch,No.2 Fb-Basic Allow psi 900.0 900.0 2,325.0 Fv-Basic Allow psi 180.0 180.0 310.0 Elastic Modulus ksi 1,600.0 1,600.0 1,550.0 Load Duration Factor 1.000 1.000 1.330 Member Type Sawn Sawn Manuf/Pine Repetitive Status No No No enter Span Data Span ft 5.00 6.00 6.00 Dead Load #/ft 255.00 255.00 15.00 Live Load #/ft 680.00 680.00 40.00 Point#1 DL lbs LL lbs 3,770.00 @ X ft 2.500 Point#2 DL lbs LL lbs -3,770.00 @ X ft 5.500 - Results Ratio= 0.9774 0.9367 0.3645 Mmax @ Center in-k 35.06 50.49 59.35 @ X= ft 2.50 3.00 2.50 fb:Actual psi 1,143.5 1,011.6 1,127.3 Fb:Allowable psi 1,170.0 1,080.0 3,092.3 Bending OK Bending OK Bending OK fv:Actual psi 105.0 96.7 90.6 Fv:Allowable psi 180.0 180.0 412.3 Shear OK Shear OK Shear OK LReactions111 @ Left End DL lbs 637.50 765.00 45.00 LL lbs 1,700.00 2,040.00 2,005.00 • Max.DL+LL •lbs 2,337.50 2,805.00 2,050.00 @ Right End DL lbs 637.50 765.00 45.00 LL lbs 1,700.00 2,040.00 -1,765.00 • Max.DL+LL lbs 2,337.50 2,805.00 -1,720.00 Deflections Ratio OK Deflection OK Deflection OK Center DL Defl in -0.020 -0.020 -0.001 a UDefl Ratio 2,975.6 3,576.4 63,804.9 Center LL Defl in -0.054 -0.054 -0.058 UDefl Ratio 1,115.9 1,341.2 1,248.3 Center Total Defl in -0.074 -0.074 -0.059 Location ft 2.500 3.000 2.736 UDefl Ratio 811.5 975.4 1,224.6 TJI JOISTS and RAFTERS Code ' Code Code Suggest SuRgest 'Sugg,est:. Lpick_l_bpick Lpick „Lpick_ _ Joist b d Spa. LL DL M max V max El L lb Liv L TL2401L LL360 L max TL deft. LL deli. L TL360 L LL480 :‘.1„,rripAirTL de-ftITL deft LL defr.LL diii. size&grade width(in.) depth(in.) (in.) (psi) (psi) (ft-lbs) (psi) (psi) (ft.) (ft) (tI.) (ff.) (ft) (in.) (in.) (It) (ft.) :,,:7,(ft.) :: (in.) ' ratio (in.) ratio 9.5"TJI 110 1.75 9.5 19.2 40 15 2380 1220 1.40E+08 14.71 27.73 15.231" 14.80 14.71 0.66 048 13.31 13.45 4ri4-':,13.31 0.44 360 0.32 495 9.5"TJI 110 1.75 9.5 16 40 15 2380 1220 1.40E+08 16.11 33.27 16.191 15.73 15.731 0.72 0.52 14.14 14.29 0.47 360 0.34 495 ▪_ ..,. 9.5"TJI 110 1.75 9.5 12 40 15' 2380 1220 1.40E+08 18.61 44.36 17.82 17.31 17.311 0.79 0.58 15.57 15.73, .▪ 15571 0.52 360 0.38 495 9.5"TJI 110 1.75 9.5 9.6 40 15 2380 12201_1:40E+08 20.80 55.45 19.19 18.64 18.641. 0.85 o.0 16.77 16.94: ,,16:77 0.561_ 360 0.41 495 1 1 9.5"TJI 110 1.75 9.5 1921. 40 10 2500 12201 1.57E+08 15.81 30.50 16.341 15.37 15.371 0.641 0.511 14.27 13.97' • ',.13.67 0441 384 0.35 480 9.5",TJI110' - 1.75 ,,', 9.5 16 49-,;',..1 o!..; 256o 4:1220 .1:57E+08 . 17.32,7-.,36.60-:,1,17.36 16.34 .:;„:116.34 .:' 0.58':,'71.054.;'.': ;;1:115.17n... ;::;14.„841,-. )4.W:-.;.,046,,:i&;384 1.0.37 i'480 -„ - „ , 9.5"TJI 110 1.75 9.5 12 40 10 2500 12201 1.57E+08 20.00 48.80 19.111 17.98 17.98j 0.75 0.60 16.69 18.34 16.34 0.511 384 0.41 480 ,. .. 9.5"TJI 110 1.75 9.5 9.6 40 10 2500 12201 1.57E+08 22.36 61.00 20.581 19.37 19.371 0.81 0.65 17.98 17.60 A.7.• 17.60, 0:651----384 044 480 9.5"TJI 2101 20625 9.5 192 40 10 3000 13301 1.87E+08 17.32 33.25 17.321 16.30 16.301 0.68 054 15.13 14.81':Ar,• : 14:81! 0.461 384 0.37 480 65t;T:f 21t):, '2.6625:,t'2,:,:',915'.6,-. '187 .','40',.]-..10:;,:,73000^;:.1356:;,i.8E-1-08:'.;„1`'j18.'97j!:,' 39.90 .18A0: 1732'. ,, :17.32':',;. .672d,9F;Er566.0CP :,1608igN1574 : ,';,r74m049,,,,'2364,,,,,039 III'480 9.5"TJI 2101 2.0625 9.5 12 40 101_ 3000 13301 1.87E+08 21.91 53.20 20.261. 19.06 19.06. 79 0.641 17.70 17.32.,II''!".U.17.32' 0.541 884 0.43 480 9.5"TJI 210 2.0625 9.5 9.6 40 10, 3000 1330r 1.87E+08 24.49 66.50 21.82 20.53 20.5310.86 1 0.681 19.06 18.6611%;,';1118'.66 0.581- 384 0.47 480 --'::-:11.,•::'. 1 9.5"TJ1230 2.3125 9.5 19.2 40 101 3330 13301 2.06E+08 18.25 33.25 17.89: 16.83 16.831 0.70 0.561 I ..15.63 15.29.:--.:;.'1529 0.481 384 0.38 480 . . . '9.5"T..1123d!:, 2.3125-'n$95 1':.16:;,.','',.:'40 4.h..a.loW. v 333 .;.0 330 1,2-.06E+08 7.: 19.99 ::,:3990rT1 9.91.-:,- '-17.89..:.'.'17.89 ;,A .;,0-.56 ::;,.,!..zc 16.66-„,::::)6.25E-'187251.i.!;.9.51.,,i,, 384.1r...:0.41.,j .489 9.5"TJI 230 2.3125 9.5 12 40 101 3330 13301 2.06E+08 23.08 53.20 20.92 19.69 19.691 0.82 0.661 18.28 17.89 '.1°.:17.89. 0.561 384 0.451 480 9.5"TJI 230 2.3125 9.5 9.6 40 10 3330 13301 2.06E+08 25.81 66.50 22.54 21.21 21.211 0.88 0.71 19.69 19.27 '. 19.27 0.601 384 0.48 480 11.875"TJI 1101- 1.75 11.875 19.2 40 101 3160 15601 2.67E+08 17.78 39.00 19.501 18.351 17.781 0.67 0.54 17.04 16.67:.:. .16.67 0.521 _ 384 _0.42 480 11.875".TJI 110...,',...I 1.752;I'.11'.875 ..'16' -140::3,1:.107,:;;2160 1560.2.67E+08 " 19.47.; 46.801:-20:72 :.,19.50J':.7.19.47'4=cr,,,021-' ...-.-.:..0.6548.6 11.875"TJI 110 1.75 11.875 12 40 10 3160 1560 2.67E+08 22.49 62.40 22.81 21.46 21.46 0.89 0.721 19.93 19.50'.,- .19.50 0.61 384 0.49 480 11.875"TJI 110 1.75 11.875 9.6 40 10 3160 1560 2.67E+08 25.14 78.00 24.57 23.12 23.12 0.96 0.771 21.46 21.01--, 21.01 0.66, 384 0.53 480 11.875"TJI 210 a0625 11.8751 19.2 40 10r 3795 165613.15E+08 19.48 4128 20.61 19.39 19.39r 0.81 0.651 18.00 17.62 i.:,. 17.62 0.56 384 6"."44 480 .11.875"TJI 210-':2.0625., !:11675: 16 7: 40, 710`7:'-.8795 ,,,-;i 655,::3.15E+68 . •21.34 :-.49'.855:q 2'E90 :''.:26.51:::•:::;,-.26.6), ?.:1114085;:.KL:6.69!S.,-:.....1 9.131-8. 2,-;:::::,; 1872 059 :384:1,Y 047 480 11.875"TJI 2101 2.0625 11.875 12 40 101 3795 16551 3.15E+08 24.64 N.20 24.10 22.68 22.61!.1. 0.95 0.761 21.05 20.61 9::.::::20.61 0.641._ 384 0.521 480 . 11.875"TJI 210' 2.0625 11.875 9.6 40 101 3795 16551 3.15E+08 27.55 82.75 25.96 24.43 24.431 1.02 0.81 22.68 22.20 •:" 22.20 0.691 384 0.55 480 I I 11.875"TJI 2301 2.3125 11.875 19.2 40 101 4215 1655 3.47E+08 20.53 41.38 21.281 20.03 20.03 1 0.83 ' 0.671, 18.59 18.20 ?j,,,16.20 0.571 384 0.45 480 ,11.8757,TJI 230?1''23125:L'il.t.875 1:.: 16 :40:11,..111 0!,-, 4215 1655'4'3.47E408 r-'!',2249. 49:65'-`,;7::22,62.I.:.1:21:28:1.11;,121,28,KN0.89:7171:: ',6.71::..,-,,wjr19:76,i-:19:34:2 19.34,:,;1.13:60':.',.:'384 ..:0:48--,'480 11.875"T.11 2301._ 2.3125 11.875 12 40 101_ 4215 1655! 347E+08 25.97 66.20 24.891 2342L 2342 0.9.8 o.i8t_f_ 21.74. 21.28 i:. .21..28 0.871"' 384 0.53 480 11,875"TJI 230 2.3125 11.875 9.6 40 Tol 4215 165513.47E+08 29.03 82.75 26.811 25.23 25.23 1.05 0.84 23.42 22.93 4,;;T 22.93 0.721 384 0.57 480 i 11.875"RFPI 400 20625 11.875 19.2 40 10 4315 1480 3.30E+08 20.771 37.00 2093. 1969. 19.69 0.82 0.66 18.28 17.8917.89, 0.561 384 0.45 480 11.8757;.F1F.PI 400,,la20625,,..;.51675.,?.''.161. 40,1...1.:,-.10:-..,: 4315-41 480 3130E+08 -22.76 1:.1:11.4440 -.22.24:.'1'20..93 : :"20.93:''''''''..::0:8/ifiNN070 ::..-1.7i1943.2.-!;:19.01L:::19.01,:t:0.59, *.'384 ,]>0.48''',.'480 11.875"OP!4001 2.06251 11.8751 121 401 101 4315 14801 3.30E+081 26.281 59.201 24.481 23.03 23.03 0.961 0.771 21.381 20.93., '-20.93 0.65i 3841 0.521 480 11.875"RFPI 400 2.06251 11.875 9.6 40 10! 4315 1480 3.30E+08 29.38 74.00 26.371 24.81 24.81 1.03 0.831 23.03 22.54',„;•,22.54. 0.701 384 0.56 480 Page 1 . , DHI+S CT#14189-Betahny Creek Falls I LOAD CASE (12-12) (BASED ON ANSI/AF&PA NDS-199 SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 Ke 1.00 Design Buckling Factor DHLOS c 0.80(Constant)> Section 3.7.1.5 Cr KcE 0.30(Constant)> Section 3.7.1.5 Cf(Fb) Cf(Fc) 1997 NOS Cb (Varies) > Section 2.3.10 Bending Comp. Size Size Rep. Cd(Fb) Cb Cd(Fc) Eq.3.7-1 NDS 3.9.2 Maz.Well duration duration factor factor use Stud Grade Wdth Depth Spadng Height Laid Vert.Load Hor.Loa .e.1.0 Load @ Plate Cd(Fb)Cd(Fc) Cf Cf Cr Fb ,Fc perp Fc E Fb' "Fc perp', Fc' Fce " Fc fc fc/F'c fb fb/ In. In, In. ft. plf psf plf _ (Fb)_TA, _psi psi psi psi psi psi psi psi psi psi psi Fb"(1-1c/Fcp) H-F Stud 1.5 3.5 18 7.7083 26.4 1730 0.9916 1983.4 1.00 1.15 1.1 1.05 1.15 675 405 800 1,200,000 654 506 968 515.42 441.22 439.37 1.00 0.00 0,000 H-F Stud 1.5 3.5 16 9 30.9 1340 0.9968 1983.4 1.00 1.15 1.1 1.05 1.15 675 405 800 1,200,000 854 506 968 378.09 340.80 340.32 1.00 0.00 0.000 H-F Stud 1.5 3.5 12 9 30.9 1785 0.9947 2857.8 1.00 1.15 1.1 1.05 1.15 675 405 800 1,200,000 854 506 966 378.09 340.80 340.00 1.00 0.00 0.000 H-F Stud 1.5 3.5 18 8.25 28.3 1550 0.9921 1993.4 1.00 1.15 1.1 1.05 1.15 675 405 800 1,200,000 854 506 968 449.95 395.22 393.65 1.00 0.00 0.000 H-F Stud 1.5 3.5 12 8.25 28.3 2070 0.9953 2657.8 1.00 1.15 1.1 1.05 1.15 675 405 800 1,200,000 854 506 968 449.95 395.22 394.29 1.00 0.00 0.000 H-F Stud 1.5 3.5 8 8.25 28.3 3100 0.9921 3988.7 1.00 1.15 1.1 1.05 1.15 675 405 800 1,200,000 854 506 966 449.95 395.22 393.65 1.00 0.00 0.000 SPF Stud 1.5 3.5 16 7.7083 28.4 1695 0.9952 2091.8 ' 1.00 1.15 1.1 1.05 1.15 675 425 725 1,200,000 854 531 875.438 515.42 431.52 430.48 1.00 0.00 0.000 SPF Stud 1.5 3.5 18 9 30.9 1320 0.9944 2091.8 1.00 1.15 1.1 1.05 1.15 875 425 725 1,200,000 854 531 875.438 378.09 338.17 335.24 1.00 0.00 0.000 SPF Stud 1.5 3.5 12 9 30.9 1760 0.9944 2788.1 1.00 1.15 1.1 1.05 1.15 675 425 725 1,200,000 854 531 875.438 378.08 336.17 335.24 1.00 0.00 0.000 SPF Stud 1.5 3.5 18 8.25 28.3 1525 0.9957 2091.8 1.00 1.15 1.1 1.05 1.15 875 425 725 1,200,000 854 531 875.438 449.95 388.13 387.30 1.00 0.00 0.000 SPF Stud 1.5 3.5 12 8.25 28.3 2030 0.9925 2789.1 1.00 1.15 1.1 1.05 1.15 675 425 725 1,200,000 854 531 875.438 449.95 388.13 386.67 1.00 0.00 0.000 SPF Stud 1.5 3.5 8 8.25 28.3 3050 0.9957 4183.6 1.00 1.15 1.1 1.05 1.15 675 425 725 1.200,000 854 531 875.438 449.95 388.13 387.30 1.00 0.00 0.000 H-F#2 1.5 5.5 16 7.7083 16.8 3132 0.2408 3132.4 1.00 1.15 1.3 1.10 1.15, 850 405 1300 1,300,000 1,271 506 1644.5 1378.83 1031.58 506.18 0.49 0.00 0.000 H-F#2 1.5 5.5 16 9 19.6 3132 0.3652 3132.4 1.00 1.15 1.3 1.10 1.15, 850 405 1300 1,300,000 1,271 506 1644.5 1011.45 837.57 508.18 0.80 0.00 0.000 H-F#2 1.5 5.5 16 8.25 18.0 3132 0.2858 3132.4 1.00 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 1,271 508 1644.5 1203.70 948.77 506.18 0.53 0.00 0.000 SPF#2 1.5 5.5 18 7.7083 16.8 3287 0.2737 3287.1 1.00 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 1,308 531 1454.75 1484.89 1015.45 531.23 0.52 0.00 0.000 SPF#2 1.5 5.5 16 9 18.6 3287 0.3905 3287.1 1.00 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 1.308 531 1454.75 1089.25 850.16 531.23 0.82 0.00 0.000 SPF#2 1.5 5.5 18 8.25 18.0 3287 0.3158 3287.1 1.00 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 1,308 531 1454.75 1296.30 945.38 531.23 0.56 0.00 0.000 SPF Stud 1.5 3.5 18 14.57 50.0 545 0 0.6913 2091.8 1.00 1.15 1.1 1.05 1.15 675 425 725 1,200,000 854 531 875.438 144.28 139.02 138.41 1.00 0.00 0.000 SPF#2 1.5 5.5 16 19 41.5 1450 0 0.9917 3287.1 1.00 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 1,308 531 1454.75 244.40 235.32 234.34 1.00 0.00 0.000 H-F#2 1.5 5.5 16 19 41.5 1360 0 0.9869 3132.4 1.00 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 1,271 506 1644.5 226.94 220.14 219.80 1.00 0.00 0.000 Page 1 D+L+W CT#14189•Betahny Creak Falls I LOAD CASE (12-13) (BASED ON ANSI/AFBPA NDS-1987) SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 Ke_ 1.00 Design Buckling Factor D+L+W 0.80(Constant)> Section 3.7.1.5 Cr _ c KcE 0.30(Constant)> Sec0on 3.7.1.5 Cf(Fb) Cf(Fc) 1997 NDS Cb (Varies) > Section 2.3.10 Bending Comp. Size Size 5ep. Cd(Fb) Cb Cd(Fc) Eq.3.7-1 NDS 3.9.2 Maa.Wali duration duration factor factor use Stud Grade Width Depth Spacing Height Le/d Vert.Load Hor.Load <e 1.0 Load @ Plate Cd (Fb)Cd(Fc) Cf Ct Cr Fb Fc perp Fc E Fb' Fc perp' Fc• Fce Pc Ic fc/F'c fb fb/ In. in. In. ft. pit pst _ pit _Di_Fc)__ psi psi psi _psi psi psi psi psi psi psi psi Fb"(1-fGFce) H-F Stud 1.5 3.5 16 7.7083 26.4 1075 9.71 0.9951 1993.4 1.60 1.00 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 840 515.42 427.08 273.02 0.64 378.78 0.586 H-F Stud 1.5 3.5 16 9 30.9 755 8.48 0.9942 1993.4 1.60 1.00 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 840 378.09 333.99 191.75 0.57 447.52_ 0.665 H-F Stud 1.5 3.5 12 9 30.9 1140 8.46 0.9988 2657.8 1.60 1.00 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 840 378.09 333.99 217.14 0.65 335.64 0.577 H-F Stud 1.5 3.5 16 8.25 28.3 970 8.13 0.9943 1993.4 1.60 1.00 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 840 449.95 384.87 246.35 0.64 361.37 0.585 H-F Stud 1.5 3.5 12 8.25 28.3 1425 6.13 0.9974 2657.8 1.60 1.00 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 840 449.95 384.87 271.43 0.71 271.03 0.500 H-F Stud 1.5 3.5 8 8.25 28.3 2355 8.13 0.9981 3988.7 1.60 1.00 1.1 1.05 1.15 675 405 800 1,200,000 1,368 508 840 449.95 384.87 299.05 0.78 180.69 0.394 SPF Stud 1.5 3.5 16 7.7083 28.4 1060 9.71 0.9971 2091.8 1.60 1.00 1.1 1.05 1.15 675 425 725 I 1,200,000 1,366 531 761.25 515.42 415.53 269.21 0.65 376.78 0.577 SPF Stud 1.5 3.5 16 9 30.9 700 8.46 0.9115 2091.8 1.60 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,368 531 781.25 376.09 328.30 177.78 0.54 447.52 0.818 SPF Stud 1.5 3.5 12 9 30.9 1125 8.46, 0.8931 2789.1 1.60 1.00 1.1 1.05 1,15 675 425 725 1,200,000 1,366 531 761.25 378.09 328.30 214.29 0.65 335.64 0.567 SPF Stud 1.5 3.5 16 8.25 28.3 960 8.13 0.9970 2091,8 1.60 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 761.25 449.95 376.35 243.81 0.65 381.37 0.577 SPF Stud 1.5 3.5 12 8.25 28.3 1405 8.13 0.9952 2789.1 1.60 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 761.25 449.95 376.35 287.62 0.71 271.03 0.490 SPF Stud 1.5 3.5 8 8.25 28.3 2320 8.13 0.9958 4183.6 1.60 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 761,25 449.95 376.35 294.60 0.78 180.69 0.383 H-F#2 1.5 5.5 16 7.7083 16.8 3132 9.71 0.3909 3132.4 1.60 1.00 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1430 1378.83 969.91 506.18 0.52 152.58 0.119 H-F#2 1.5 5.5 16 9 19.6 3132 8.48 0.5743 3132.4 1.60 1.00 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1430 1011.45 804.50 506.18 0.63 181.23 0.178 1-I-F#2 1.5 5.5 16 8.25 18.0 3132 8.13 0.4411 3132.4 1,60 1.00 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1430 1203.70 899.13 506,18 0.56 146.34 0.124 SPF#2 1.5 5.5 16 7.7083 16.8 3287 9.71 0.4327 3287.1 1.60 1.00 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1265 1484.89 940.30 531.23 0.56 152.58 0.114 •SPF#2 1.5 5.5 16 9 19.8 3287 8.46 0.6033 3287.1 1.80 1.00 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1265 1089.25 806.08 531.23 0.66 181.23 0.169 SPF#2 1.5 5.5 16 8.25 18.0 3287 8.13 0.4790 3287.1 1.60 1.00 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1285 1296.30 884.89 531,23 0.60 146,34 0.118 SPF Stud 1.5 3.5 16 14.57 50.0 70 8.46 0.9957 2091.8 1.60 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 761.25 144.26 138.14 17.78 0.13 4$ 0.979 SPF#2 1.5 5,5 16 19 41.5 660 9.71 0.9941 3287.1 1.60 1.00 1.3 1.10 1.15 875 425 1150 1,400,000 2.093 531 1265 244.40 233.80 106.67 0.48 927.02 0.786 H-F#2 1.5 5.5 16 19 41.5 600 9.71 0.9921 3132.4 1.60 1.00 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 508 1430 228.94 218.02 86.97 0.44 927.02 0.786 Page 1 D+L+W.,SS CT#14189-Betahny Creek Falls II LOAD CASE I (12-14) I (BASED ON ANSI/AFBPA NDS-1997) SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 Ke 1.00 Design Buckling Factor D+L*Wt8t2 c 0.80(Constant)> Section 3.7.1.5 Cr KcE 0.30(Constant)> Section 3.7.1.5 Cl(Pb) Cl(Fc) 1997 NDS Cb (Varies). > Section 2.3.10 Bending Comp. Size Size Rep. Cd(Fb) Cb Cd(Fc) Eq.3.7-1 NDS 3.9.2 Mao.Wall duration duration factor factor use Stud Grade VMdth Depth Spacing Height Le/d Vert.Load Hor.Load o 1.0 Load 42)Plate Cd(Fb),Cd(Fc) Cf Cf Cr Fb Fc perp Fc E Fb' Fc perp' Fc' Fce Fc fc fc/F'c lb Ib/ In. in. in. S. pif psf _Elf _ (Fb) (Fc) _ psi psi psi _psi psi psi psi psi psi psi psi Fb"(14c/Fce) H-F Stud 1.5 3.5 18 7.7083 28.4 1095 9.71 0.9962 1993.4 1.80 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 515.42 441.22 278.10 0.63 376.78 0.599 H-F Stud 1.5 3.5 16 9 30.9 765 8.46 0.9986 1993.4 1.60 1.15 1.1 1.05 1.15 875 405 800 1,200,000 1,366 506 966 378.09 340.90 194.29 0.57 447.52 0.874 H-F Stud 1.5 3.5 12 9 30.9 1150 8.46 0.9969 2657.8 1.80 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 986 378.09 340.90 219.05 0.64 335.64 0.584 H-F Stud 1.5 3.5 16 8.25 28.3 985 8.13 0.9963 1993.4 1.80 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 449.95 395.22 250.16 0.63 361.37 0.596 H-F Stud 1.5 3.5 12 8.25 28.3 1445 8.13 0.9959 2657.8 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 449.95 395.22 275.24 0.70 271.03 0.511 H-F Stud 1.5 3.5 8 8.25 28.3 2390 8.13 0.9960 3988.7 1.80 1.15 1.1 1.05 1.15 875 405 800 1,200,000 1,366 506 968 449.95 395.22 303.49 0.77 180.69 0.406 SPF Stud 1.5 3.5 16 7.7083 26.4 1080 9.71 0.9935 2091.8 1.80 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 515.42 431.52 274.29 0.64 376.78 0.589 SPF Stud 1.5 3.5 16 9 30.9 760 8.48 0.9988 2091.8 1.60 1.15 1.1 1.05 1.15 875 425 725 1,200,000 1,366 531 875.438 378.09 338.17 193.02 0.57 447.52 0.889 SPF Stud 1.5 3.5 12 9 30.9 1140 8.46 0.9944 2789.1 1.80 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 378.09 338.17 217.14 0.65 335.64 0.577 SPF Stud 1.5 3.5 18 8.25 28.3 975 6.13 0.9952 2091.8 1.80 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 247.82 0.64 361.37 0.588 SPF Stud 1.5 3.5 12 8.25 28.3 1430 8.13 0.9952 2789.1 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 272.38 0.70 271.03 0.503 SPF Stud 1.5 3.5 8 8.25 28.3 2360 8.13 0.9922 4183.6 1.60 1.15 1.1 1.05 1.15, 675 425 725 1.200,000 1,368 531 875.438 449.95 388.13 299.88 0.77 180.69 0.398 H-F#2 1.5 5.5 18 7.7083 16.8 3132 9.71 0.3593 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1378.83 1031.58 506.18 0.49 152.58 0.119 H-F#2 1.5 5.5 18 9 19.8 3132 8.46 0.5437 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1011.45 837.57 506.18 0.60 181.23 0.178 H-F#2 1.5 5.5 18 8.25 18.0 3132 8.13 0.4100 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1203.70 946.77 506.18 0.53 146.34 0.124 SPF#2 1.5 5.5 18 7.7083 18.8 3287 9.71 0.3872 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531'1454.75 1484.89 1015.45 531.23 0.52 152.58 0.114 SPF#2 1.5 5.5 16 9 19.6 3287 8.46 0.5595 3287.1 1.60 1,15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1089.25 850.18 531.23 0.62 181.23 0,188 SPF#2 1.5 5.5 16 8.25 18.0 3287 8.13 0.4342 3287.1 1.80 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1296.30 945.38 531.23 0.56 146.34 0.118 SPF Stud 1.5 3.5 16 14.57 50.0 70 8.46 0.9955 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 144.28 139.02 17.78 0.13 856666 0.979 SPF#2 1.5 5.5 16 19 41.5 660 9.71 0.9914 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2.093 531 1454.75 244.40 235.32 106.67 0.45 927.02 0.788 H-F#2 1.5 5.5 18 19 41.5 800 9.71 0.9901 3132.4 1.80 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 228.94 220.14 96.97 0.44 927.02 0.796 Page 1 4MM !!!C!C! 0 :rE: 0 0 0 0 0 0 LLI e t m m m� m m! 000000 00000c 000 000 0 00 Y mw L r n m d�n'I▪NNnnn nN rvnn Nmm N.. nNN Z n LLdn n n n Y E Inn n n n m m F EE • W p Ia k. N • N LL m n n Y Y Y .V4:1111 :,1!g r N N ^ m P 0 m 63 LL m m m m m mmm m F F F m r m m m VIN m N N m m m VOi m N N N N E m EE • U El N LL �R n mo m m m R n m N o o N RRR N �v�U U ...... NN rirri ! N :COME§0 0 0 Z W 2H o 0 o Figgkkk 0 0 U N 0 0 0 0 m LL-m m m m m n n n n n n n N agpN IL Y Y Y Y Y <<Y v Y Y Y Y Y <<< Y Y Y - m O LL m m m m m m m m m E b m m m m m m m m EE R N r r r O 0 0 Z i U LL 0 coz V1 Q m O NV• O LL g m b d m 0 0 g d m 100,0 . . . g g b m a U C �m i 11 3�gWmry r� o f 666666 000000 666 000 0 66 Z N N 0,p 0ry 0 E b FIE mO NEE Y Y Y O Y m<O Y 44 m m O m m o ▪ N EE Q ti d 0 � N n n N N N N g M �N J ya2 mmm mmm m m ^' Il N N N = n n n n a, AAA1,00—",„ mmNmNm mmm mm' 4 mm LL m b U Q U U Z C nnnnn n n n n n n n m m m m m m n nn m S C m m ? m N N N N ry h N LL rvry m m �� LL U y ,4 2 21 1LL E4AM m N 1 m N N fff N N N m m 2 es e D+I+S+.7E CT#14189-Betahny Creek Falls I LOAD CASE I (12-18) I (BASED ON ANSI/AF&PA NDS-1997) SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 Ke 1.00 Design Buckling Factor D+L+13+E/1.4 c 0.80(Constant)> Section 3.7.1.5 Cr KcE 0.30(Constant)> Sedan 3.7.1.5 Cf(Fb) Cf(Fc) 1997 NDS Cb (Varies) > Section 2.3.10 Bending Comp. Size Size Rep. Cd(Fb) Cb Cd(Fc) Eq.3.7-1 NDS 3.9.2 Maa.Wall duration duration factor factor use Stud Grade Width Depth Spacing Height Le/d Vert.Load Her.Load xs 1.0 Load 21I Plate Cd(Fb)Cd(Fc) Cf Cf Cr Fb Fc perp Fc E Fb' Fc perp' Fc' Fce F'c fc fc/F'c fb Po! in. In. in. ft. pif psf plf (Fb) (Fc) psi psi psi psi psi Psi psi psi psi psi psi Fb'(1-fc/Fce) H-F Stud 1.5 3.5 16 7.7083 28.4 1415 3.57 0.9983 1993.4 1.60 1.15 1.1 1,05 1.15 675 405 800 1,200,000 1,366 506 966 515.42 441.22 359.37 0.81 138.53 0.335 H-F Stud 1.5 3.5 16 9 30.9 1010 3.57 0.9960 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,368 506 966 378.09 340.90 258.51 0.75 188.85 0.430 1-1-F Stud 1.5 3.5 12 9 30.9 1420 3.57 0.9937 2657.8 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 378,09 340.90 270.48 0.79 141.63 0.364 H-F Stud 1.5 3.5 16 8.25 28.3 1225 3.57 0.9961 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 449.95 395.22 311.11 0.79 158.68 0.376 H-F Stud 1.5 3.5 12 8.25 28.3 1710 3.57 0.9947 2657.8 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 449.95 395.22 325.71 0.82 119.01 0.315 H-F Stud 1.5 3.5 8 8.25 28.3 2700 3.57 0.9966 3986.7 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 448.95 395.22 342.86 0.87 79.34 0.244 SPF Stud 1.5 3.5 16 7.7083 26.4 1395 3.57 0.9984 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 515.42 431.52 354.29 0.82 138.53 0.324 SPF Stud 1.5 3.5 16 9 30.9 1000 3.57 0.9918 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,386 531 875.438 378.09 336.17 253.97 0.76 188.85 0.421 SPF Stud 1.5 3.5 12 9 30.9 1410 3.57 0.9962 2789.1 1.60 1.t5 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 378.09 336.17 268.57 0.80 141.63 0.358 SPF Stud 1.5 3.5 16 8.25 28.3 1210 3.57 0.9932 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 307.30 0.79 158.66 0.366 SPF Stud 1.5 3.5 12 8.25 28.3 1690 3.57 0.9940 2789.1 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 321.90 0.83 119.01 0.306 SPF Stud 1.5 3.5 8 8.25 28.3 2670 3.57 0.9987 4183.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 339.05 0.87 79.34 0.236 H-F#2 1.5 5.5 16 7.7083 16.8 3132 3.57 0.2844 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1378.83 1031.58 506.18 0.49 56.10 0.044 H-F#2 1.5 5.5 16 9 19.6 3132 3.57 0.4405 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1011.45 837.57 508.18 0.60 76.47 0.075 H-F#2 1.5 5.5 16 ' 8.25 18.0 3132 3.57 0.3404 3132.4 1.60 1,15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1203.70 946.77 506.18 0.53 64.28 0.055 SPF#2 1.5 5.5 16 7.7083 16.8 3287 3.57 0.3154 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1484.89 1015.45 531.23 0.52 56.10 0.042 SPF#2 1.5 5.5 16 9 19.6 3287 3.57 0.4618 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1089.25 850.16 531.23 0.82 76.47 0.071 SPF#2 1.5 5.5 16 8.25 18.0 3287 3.57 0.3678 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1298.30 945.38 531.23 0.56 64.26 0.052 SPF Stud 1.5 3.5 16 14.57 50.0 285 3.57 0.9981- 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 144.26 139.02 72.38 0.52 494.93 0.727 SPF#2 1.5 5.5 16 19 41.5 1020 3.57 0.9910 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 244.40 235,32 164.85 0.70 340.83 0.500 H-F#2 1.5 5.5 16 19 41.5 945 3.57 0.9939 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1844.5 228.94 220.14 152.73 0.69 340.83 0.513 Page 1 / C T : ,, N - , • 180 Nickerson St. 1 / Suite 302 •h.r Seattle,WA / Project: 1 -C------:-- --z.... 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'...'"?, -,__.,___.: '..-...•i:::::-...14 VII-7`'111 1 1-1:„-.11:11 :11-W.,' .1•':'- 1- -11-'1- • , PI 171, • Structural Engineers 4Plios 4-, '57k(A5Q-r-r) .1k_..-I Design Maps Summary Report Page 1 of 1 Z USGS Design Maps Summary Report User-Specified Input Building Code Reference Document 2012 International Building Code (which utilizes USGS hazard data available in 2008) Site Coordinates 45.43123°N, 122.77149°W Site Soil Classification Site Class D -"Stiff Soil" Risk Category I/II/III • , -/B aerton `, ia-g000m `', : v ,:r wa.:. < x2M n....:.I:......1`, .... 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Yam ,, d? i s • w ... ,.:'-::'-',"'I,',- " i " f ' ? s „1 's ' ="w- 3 ,,t .: �;,'//:;- • w-,,° ^. r4- , : a' . .::i ,a isIapueata m ' -_ ,,. m M aP4uest 1"41"aPl _ €'2o ,:....*4,, .,a.. .--k USGS-Provided Output - Ss = 0.972 g SMs = 1.080 g Sus = 0.720 g Si = 0.423 g SM1 = 0.667 g 501 = 0.445 g For information on how the SS and Si values above have been calculated from probabilistic(risk-targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the"2009 NEHRP" building code reference document. MCER Response Spectrum Design Response Spectrum 0.88 1.10 0.80 0.33 0,12 0.88 0.64 0.77 0.56 Trit 0,66 TA 0.12 V V a0.S5 , 0,40 I 0.44 0.32 0,32 0,24 0.22 0.16 0.11 0.09 0,00 0.00 0.00 0.20 0.40 0.60 0.20 1.00 1.20 1.40 1.60 1.80 2.00 0.00 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1,80 2.00 Period,T(sec) Period.1'(see) Although this information is a product of the U.S.Geological Survey,we provide no warranty,expressed or implied,as to the accuracy of the data contained therein.This tool is not a substitute for technical subject-matter knowledge. http://ehp2-earthquake.wr.usgs.gov/designmaps/us/summary.php?template=minimal&latit... 9/14/2015 2012 IBC SEISMIC OVERVIEW SHEET TITLE: 2012 IBC SEISMIC OVERVIEW CT PROJECT#: „t TO 14252: Plan 3413;:.:; ; ;,,;M:di;;;:x ,;;; ; Step# 2012 IBC ASCE 7-10 1. RISK CATEGORY TYPE= II . Table 1604.5 Table 1.5-1 OCCUPANCY CATEGORY 2. IMPORTANCE FACTOR IE= 1x.00:' ..'.; Section 1613.1 ->ASCE Table 1.5-2 3. Site Class-Per Geo. Engr. S.C. =;D,zx„xr%z-;,,,::- Section 1613.3.5 Section 11.4.2/Ch.20 Table 1613.3.3(2) Table 20.3-1 4. 0.2 Sec.Spectral Response Ss=;1:'10;<xr' x' x _ Figure 1613.3.1(1) Figure 22-1 5. 1.0 Sec.Spectral Response Si=.0:50A r '°::€s%; Figure 1613.3.1(2) Figure 22-2 Latitude= Varies N Longitude= Varies';: xW http://earthouake.usos.gov/research/hazmaps/ http://earthouake.usqs.govidesiqnmaps/us/application.php 6. Site Coefficient(short period) Fa= 1 06, ;'r ', Figure 1613.3.3(1) Table 11.4-1 7. Site Coefficient(1.0 second) Fv= 1.5V 3:4M'. !M'. , Figure 1613.3.3(2) Table 11.4-2 Skis= Fa*Ss SMs= 1.17 EQ 16-37 EQ 11.4-1 SM1= F,,*Si SMI= 0.75 EQ 16-38 EQ 11.4-2 SDs=2/3*SMS SDs= 0.78 EQ 16-39 EQ 11.4-3 SD1=2/3*SM1 5D1= 0.50 EQ 16-40 EQ 11.4-4 8. Seismic Design Category 0.2s SDC = D;x rx.? ;,,:xa .:':; Table 1613.3.5(1) Table 11.6-1 9. Seismic Design Category 1.0s SDC, =`D`xa901'r'''': Table 1613.3.5(2) Table 11.6-2 - 10. Seismic Design Category SDC= D; ::` ` `"; Max. Max. 11. Wood structuralpanels . - - N/A Table 12.2-1 12. Response Modification Coef. R= 6:5,.: N/A Table 12.2-1 13. Overstrength Factor 00=.3.0.'r.'..,(r.: N/A Table 12.2-1 14. Deflection Amplification Factor CD= .4'.0N.0..u ; N/A Table 12.2-1 15. Plan Structural Irregularities - No.;,.: " :; N/A Table 12.3-1 16. Vertical Structural Irregularities - No.:• ` N/A Table 12.3-2 17. Permitted Procedure Equiv°Lateral,FoLce;. 5`w - Table 12.6-1 Page 1 2012 IBC EQUIV.LAT.FORCE SHEET TITLE: 2012 IBC EQUIVALENT LATERAL FORCE PROCEDURE PER ASCE 7-10 CT PROJECT#: CT#14252:Plan 3413 Sips= 0.78 h„ = 18.00(ft) SD1= 0.50 x = 0.75 ASCE 7-05(Table 12.8-2) R= 6.5 Qt= 0.020 ASCE 7-05(Table 12.8-2) IE= 1.0 T= 0.175 ASCE 7-05(EQ 12.8-7) Si= 0.50 k = 1 ASCE 7-05(Section 12.8.3) TL= 6 ASCE 7-05(Section 11.4.5: Figure 22-15) Cs=Sps/(R/IE) 0.120 W ASCE 7-05(EQ 12.8-2) Cs=SD1/(T*(R/IE)) (for T<TL) 0.440 W ASCE 7-05(EQ 12.8-3)(MAX.) Cs=(SDI*TO/(TZ*(R/IE)) (for T>TL) 0.000 W ASCE 7-05(EQ 12.8-4)(MAX.) Cs=0.01 0.010 W ASCE 7-05(EQ 12.8-5)(MIN.) Cs=(0.5 St)/(R/IE) 0.038 W ASCE 7-05(EQ 12.8-6)(MIN.if SI>0.6g) CONTROLLING DESIGN BASE SHEAR= 0.120 W VERTICAL DISTRIBUTION OF SEISMIC FORCES PER ASCE 7-10 SECTION 12.8.3 (EQ 12.8-11) (EQ 12.8-12) C� = DIAPHR. Story Elevation Height AREA DL w; w, *h;k w, *h,k DESIGN SUM LEVEL Height (ft) h; (ft) (sqft) (ksf) (kips) (kips) Ew1 *h;k Vi DESIGN Vi Roof ;;': - 18.00 18.00 :1460 =;`';0;022 32.12 578.2 0.59 3.58 3.58 8.00 10.00 10.00 '1460- ;0.028 40.88 408.8 0.41 2.53 6.11 1st,(base)" 10.00 0.00 SUM= 73.0 987.0 1.00 6.11 E=V= 8.73(LRFD) 0.7*E= 6.11 (ASD) DIAPHRAGM FORCES PER ASCE 7-10 SECTION 12.10.1.1 (EQ 12.10-1) Design Fpz = DIAPHR. F; E F; w; E w; Fpx = EF;*ww, 0.4*SDS*IE*wp 0.2*SDS*IE*wp LEVEL (kips) (kips) (kips) (kips) (kips) Ew; Max.Fpa. F. Min. Roof 3.58 3.58 32.1 32.1 4.99 3.58 9.99 4.99 2nd 2.53 6.11 40.9 73.0 6.36 3.42 12.71 6.36 1st(base) 0.00 0.00 0.0 73.0 0.00 0.00 0.00 0.00 Page 1 ASCE 7-10 WIND Part2 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM USING LOADS FROM ASCE 7-10 CHAPTER 28,PART 2 CT PROJECT#: CT#14252:Plan 3413 N-S E-W F-B S-S 2012 IBC ASCE 7-10 Ridge Elevation(ft)_ ;30.00,'•;x;30:00 ft. Roof Plate Ht.= 18.00 18.00 Roof Mean Ht.= 24.00 24.00 ft. -- - Building Width= %34;0-• i;43.0-ft. V u/t. Wind Speed 3 Baa Guar=.t.'_."120, '-;.;`120,mph Figure 1609 Fig. 26.5-1A thru C V asd. Wind Speed 3 Be,.Gust=Lielii.ZiagrOi mph (EQ 18-33) Exposure= B' B: (w= 1.0.:,"-:-=1.0; N/A N/A Roof Type= .'Gable fGeble? Ps30A=.r'..`28.6;;�,l;�28 .6 psf Figure 28.6-1 PS30 B=.',',:'';',":;4'.', ;;'';-;4.6.,' ;; 4.6'psf Figure 28.6-1 Ps3oc= -x',.20:7:,' --20i7'psf Figure 28.6-1 P3300= ="47`:;;;„4'7°psf Figure 28.6-1 ; '1.00 j.,1.0 A= 0 Figure 28.6-1 Kir= .1.00',i';?1,00' Section 26.8 windward/lee=;.i..,,,;:;,1.00'.;`x,"1100(Single Family Home) A*Kr,'I : 1 1 Ps=A•Kzt•I'Pa30= (Eq.28.6-1) PSA= 28.60 28.60 psf (LRFD) (Eq.28.6-1) pse= 4.60 4.60 psf (LRFD) (Eq.28.6-1) Psc = 20.70 20.70 psf (LRFD) (Eq.28.6-1) PsD= 4.70 4.70 psf (LRFD) (Eq.28.6-1) Ps A end average= 24.7 24.7 psf (LRFD) Ps B and 0 average= 4.7 4.7 psf (LRFD) a= 3.4 3.4 Figure 28.6-1 2a= 6.8 6.8 width-2*2a= 20.4 29.4 MAIN WIND-ASCE 7-10 CHAPTER 28 PART 2 Areas(N-S) Areas(E-W) (N-S) (E-W) Wind(N-S)(LRFD) Wind(E-W) (LRFD) width factor roof-> ,1:00; ;::100; .,0.89; `Y0.89 16 psf min. 16 psi min. width factor 2nd-> !','1.00 -;)0.89: wind(LRFD) wind(LRFD) DIAPHR. Story Elevation Height AA AB AC AD AA AB Ac AD per 28.4.4 per 28.4.4 WIND SUM WIND SUM LEVEL Height (ft) hi(ft) h(ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) Vi(N-S) V(N-S) Vi(E-W) V(E-W) 30.00 12.0 0 163.2 0 244.8 0 145.2 0 314 Roof - 18.00 18.00 4.0 54.4 0 81.6 0 54.4 0 104.7 0 8.7 9.9 5.15 5.15 5.87 5.87 2nd 8.00 10.00 10.00 9.0 122.4 0 183.6 0 122.4 0 264.6 0 4.9 6.2 7.30 12.45 8.98 14.84 1st(base) 10.00 0.00 0.00 0 0.00 0.00 An= 850 An= 1005 13.6 16.1 V(n-s)= 12.45 V(e-w)= 14.84 klps(LRFD) kips(LRFD) kips kips Page 1 ASCE 7-10 Part 1 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM USING LOADS FROM ASCE 7-10 CHAPTER 28,PART 1 CT PROJECT#: CT#14252:Plan 3413 SEE SEAW RAPID SOLUTION SPREADSHEET AND INSERT VALUES BELOW MAIN WIND-7-10 CHAPTER 28 PART 1 Wind(N-S) Wind(E-W) Min/Part 2(Max.) Min/Method 1(Max.) Wind(N-S)(LRFD) Wind(E-W)(LRFD) DIAPHR. Story Elevation Height DESIGN SUM DESIGN SUM DESIGN SUM DESIGN SUM LEVEL Height (ft) hi(ft) Vi(N-S) V(N-S) Vi(E-W) V(E-VV) Vi(N-S) V(N-S) Vi(E-W) V(E-W) Roof - 18.00 18.00 0.00 0.00 0.00 0.00 8.70 8.70 9.89 9.89 2nd 8.00 10.00 10.00 0.00 0.00 0.00 0.00 4.90 13.60 6.19 16.08 1st(base) 10.00 0.00 0.00 V(n-s)= 0.00 V(e-w)= 0.00 V(ns)= 13.60 V(e-w)= 16.08 kips kips kips(LRFD) kips(LRFD) DESIGN WIND-Min./Part 2/Part 1 ASD Wind(NS)(LRFD) Wind(E-W)(LRFD) Wind(N-S)(ASD) Wind(E-W)(ASD) 0.61W 0.61N DIAPHR. Story Elevation Height DESIGN SUM DESIGN SUM DESIGN SUM DESIGN SUM LEVEL Height (ft) hi(ft) Vi(N-S) V(N-S) Vi(E-W) V(E-W) Vi(N-S) V(N-S) Vi(E-W) V(E-W) Roof 8 10 10 8.70 8.70 9.89 9.89 5.22 5.22 5.94 5.94 2nd 10 0 0 4.90 13.60 6.19 16.08 2.94 8.16 3.72 9.65 1st(base) 0 0 0 V(n-s)= 13.60 V(e-w)= 16.08 V(n-s)= 8.16 V(e-w)= 9.65 kips(LRFD) kips(LRFD) kips(ASD) kips(ASD) Part 1 Base Shear Part 2 Base Shear = 0.0 0.0 ratio ratio - Page 1 SHEET TITLE: SDPWS SHEARWALL VALUES PER TABLE 4.3A CT PROJECT#: CT#14252: Plan 3413 SHEATHING THICKNESS _ tsheathing— 716, NAIL SIZE nail size=;0:1;31;''daX=N2 Y5"lon`g STUD SPECIES SPECIES=:H=F.`or SPF SPECIFIC GRAVITY S.G. =`0:43 ANCOR BOLT DIAMETER Anc. Bolt dia.= 0.625 ASD F.O.S.= 2'0 SHEARWALL TYPE Table 4.3A Seismic Table 4.3A Wind 7/16"w/8d common V seismic V sallowable V wind V wallowable (15/32"values per (SDPWS-2008) modify per S.G. (SDPWS-2008) modify per S. G. footnote 2) (divide by 2.0 FOS) (divide by 2.0 FOS) (for ASD) (for ASD) -- 0 1 0 1 P6TN:e=- x150; 150= -x1'50` 150 P6' 520; 242 730; 339 P4!: - 760. 353:=7�.:.` :'1065` 495 980; 456 1370 637 P2 1280 595 1790 832 1520 707 ;;'2130; 990 966; 911 ::%2740: 1274 1190. x 3580. 1665 N.G. 10000 4650 10000 4650 GYPSUM THICKNESStsheathing— NAIL SIZE nail size= 1F1/4°;IongxNo,6aType%Sor.1N';' Response Modification Coef. R= 6.5 SHEARWALL TYPE Table 2306.4.7 Seismic Wind 1/2"w/1 1/4"screw V allowable V s allowable V w allowable Blocked (PER 2009 IBC) modify G7 125 R>2 not allowed R>2 not allowed G4 150 R>2 not allowed R>2 not allowed 2G7 250 R>2 not allowed R>2 not allowed 2G4 300 R>2 not allowed R>2 not allowed 2G4 300 150 SHEET TITLE: LATERAL N-S(front to back-up/down) CT PROJECT#: CT#14252:Plan 3413 Diaph.Level: Roof Panel Height= 9 ft. Seismic V I= 3.58 kips Design Wind N-S V I= 5.22 kips Max.aspect= 3.5 SDPWS Table 4.3.4 Sum Seismic V I= 3.58 kips Sum Wind N-S V I= 5.22 kips Min.Lwall= 2.57 ft. (0.6-0.14Sds)D+0.7 p Qe 0.6D+W per SDPWS-2008 pI.= 1.00 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LOL en. C o w dl V level V abv.V level V abv. 2w/h v i Type Type v i OTM Row Ueet Us= OTM RoTM Line Us„, U,,,m HD (sqft) (ft) (ft) (kit) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (klp) Ext. left 1 456 20.0 24.0 1.00 0.15 1.63 0.00 1.12 0.00 1.00 1.00 56 P6TN P6TN 82 10.06 17.82 -0.40 -0.40 14.68 21.60 -0.36 -0.36 -0.36 Ext. left 2 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. left 3 274 12.0 16.0 1.00 0.00 0.98 0.00 0.67 0.00 1.00 1.00 56 P6TN P6TN 82 6.05 0.00 0.53 0.53 8.82 0.00 0.78 0.78 0.78 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. left 4 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - ,:o 0.0 0.0 1.00 '0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 -1.00' 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0` 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext.. right1* 730 40.0 40.0 0.95 0.15 2.61 0.00 1.79 0.00 1.00 1.00 47 P6TN P6TN 69 16.11 59.40 -1.10 -1.10 23.50 72.00 -1.23 -1.23 0.62 pert Ext. right2 0 0.0 0.0 1.00' ;0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. rght3"" 0 0.0 0.0 '1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. right4 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. right5 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - '0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00. ' 0.00 0.00 '0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0' 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - '.:0 0.0 ' 0.0 1.00, 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - " 0 0.0 0.0.•,,H.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - ' 0 0.0, _ 0.0;;'1.00-, 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00: 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 '1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00: 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 .1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1460 72.0 70.0 =Leff. 5.22 0.00 3.58 0.00 EV„;ld 5.22 EV50 3.58 Notes: " denotes with shear transfer "" denotes perferated shear wall iSB denotes iSB Shear Panel SHEET TITLE: LATERAL N-S(front to back-upldown) CT PROJECT#: CT#14252:Plan 3413 Diaph.Level: 2nd Panel Height=M;4%:10 ft. Seismic V i= 2.53 kips Design Wind N-S V I= 2.94 kips Max.aspect=,Y0:5;SDPWS Table 4.3.4 Sum Seismic V i= 6.11 kips Sum Wind N-S V i= 8.16 kips Min.Lwall= 2.86 ft. (0.6-0.14Sds)D+0.7 p Qe 0.6D+W per SDPWS-2008 pt= 1.00 Table 4.3.3.5 Wind Wnd E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wnd Wind Wnd Max. Wall ID T.A. Lwall Lot.en. C 0 w dl V level V abv. V level V abv. 2w/h v i Type Type v i OTM RoTM Unet Ueum OTM ROTM Unet U,un, U.,,,, HD (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (plf) (pif) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext. leftzl`:R '7301:::;34.0. 40.0 1.060:15 1.47 2.61 1.27 1.79 1.00 1.00 90 P6TN P6TN 120 30.56 50.49 -0.60 -1.00 40.79 61.20 -0.61 -0.97 -0.97 Ext.,,,left'2 ;',,:„0 0:0 • 0.0 1.00.6-;0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ' .. i'0tE20:0�::x 0.0 1:00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. ;left;3,'"".,•:c x,0 "�. 0.0��"-0.0,-„1:00):"A`.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.53 0.00 0.00 0.00 0.78 0.78 - x°'Oy0.0' '^0.0x; :1;-OO:::E%:00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ,Ext'r'<<-left 4,z% °'.00.0`is;30.0. e1c003:=5'0.00. 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 `^ = SHEET TITLE: LATERAL E-W(side to side-left/right) CT PROJECT#: CT#14252:Plan 3413 Diaph.Level: Roof Panel Height= 9 ft. Seismic V i= 3.58 kips Design Wind E-W V I= 5.94 kips Max.aspect= .;3.5 SDPWS Table 4.3.4 Sum Seismic V i= 3.58 kips Sum Wind E-W V I= 5.94 klps Min.Lwall= 2.57 ft. (0.6-0.14Sds)D+0.7 p Qe 0.6D+W per SDPWS-2008 pt= 1.00 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LDL eft. C 0 w dl V level V abv. V level V abv. 2w/h v i Type Type v i OTM ROTM Unet Us„,, OTM ROTM Unet Ue„n, U,,,,, HD (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (plf) (pif) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Front 8R2* 263 6.8 12:3',.1.00 0.15 1.07 0.00 0.64 0.00 1.00 1.00 96 P6TN P6 158 5.80 3.09 0.45 0.45 9.62 3.75 0.97 0.97 0.97 - - :.` '0:" 0.0 0.0 -1.00' 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Front BR1* 3298.7 15.2 1.00 0.15 1.34 0.00 0.81 0.00 1.00 1.00 93 P6TN P6 154 7.26 4.88 0.30 0.30 12.04 5.92 0.76 0.76 0.76 Front loft* 138',S-> 4.0 6.5-` 1'.00-, ,0.15 0.56 0.00 0.34 0.00 1.00 0.89 95 P6TN P6TN 140 3.05 0.97 0.62 0.62 5.05 1.17 1.16 1.16 1.16 - - ''0' , 0.0 0.0 1:00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Int KIT 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 • 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0`.':i 0.0,. 0.0 1.0o-',0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Gar Rear 0 "'0.0. 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Gar Rear 0 :"0.0'- 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - o , Ô. 0.0 1.00- .'.o.00 o.00 o.00 o.00 0.00 1.00 0.00 0 -- --- o o.00 o.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Rear MSTR' 730 18.0 ' 20.0 1.00' 0.15 2.97 0.00 1.79 0.00 1.00 1.00 99 P6TN P6 165 16.11 13.37 0.16 0.16 26.71 16.20 0.61 0.61 0.61 - - '0 0.0 . 0.0:."11.00 ::o.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Rear Living .-.0 0.0 0.0," 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 . 0 0.0' 0.0.x..:1.00 ,0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - o 0.0' 0.0 too .400 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - .0 0.0 0.0 ••1.00 ' 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0' 0.0 0.0,.'-t00,:0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - ',,;.0•;;=}0.0 . 0.0 1.00 ,-,0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.- 0.0' 0.0°,.1.00•.:0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ' - ' - 0 , 0.0 0:0 1.00 ' 0 .. .00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - i;.0;='•0.0 " 0.0 „too 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - -• 0 0.0-•„.0.0',':'.100.00 -0. 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0, -,0.0 , 0.0 '1.00 o1oo' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0? °0.0 ' 0.0 1.00 .i 0:00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0.. 0.0 0:0 ` 1.00`,;0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - .0 0.0- 0.0: :).00;.,:,p..00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ;.0. . 0.0 • 0.0' 11.00:o.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 '0.0.1. 0.0.;; 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - "; 0 .0.0 `.0.0^`''1100 ''0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1460 37.4 37.4=L eff. 5.94 0.00 3.58 0.00 EV,,,,nd 5.94 EVE0 3.58 Notes: * denotes with shear transfer `* denotes perferated shear wall iSB denotes iSB Shear Panel SHEET TITLE: LATERAL E-W(side to side-Ief lrlght) CT PROJECT#: CT#14252:Plan 3413 Diaph.Level: 2nd Panel Height= 10 ft. Seismic V 1= 2.53 klps Design Wind E-W V i= 3.72 kips Max.aspect=,,;;45 SDPWS Table 4.3.4 Sum Seismic V i= 6.11 klps Sum Wind E-W V I= 9.65 kips Min.Lwall= 2.86 ft. (0.6-0.14Sds)D+0.7pGe 0.6D+W per SDPWS-2008 pr.= 1.00 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LDL eft. C 0 w dl V level V abv. V level V abv. 2w/h v i Type Type v i OTM ROTM Unet Veum OTM Row Unet Veum sum HD (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Gar x-ABWP_ -.;.: 0p..;,-'3.0, .11.3 1.00; '0.15 0.00 1.07 0.00 0.64 1.00 0.60 358 P3 P4 356 6.45 1.26 2.22 2.67 10.69 1.53 3.93 4.89 4.89 ,'':0 %t 0.0 0.0 1.00`x."0.00 0.00 o.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Gar'°ABWPv'.","'0' 3:0rrs 14.2.-�r1'00, E:0i15_ 0.00 1.34 0.00 0.81 1.00 0.60 448 P3 P4 446 8.07 1.58 2.78 3.08 13.38 1.91 4.91 5.68 5.68 Int:<n;,pdr:.- ;,,;,0s,<3.0',�.8:Ox,",g1.00ti;y 0=15' 0.00 0.56 0.00 0.34 1.00 0.60 188 P6 P6 187 3.38 0.89 1.07 1.69 5.61 1.08 1.94 3.11 3.11 „0°''"0:0`"t 0.0' '`1'00:;:`0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Int?';>�i?KIT , ' xEF0E„1s:0.0`,.-:0.0„:;1'.00' 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - ev' ::-":0',M-',"' „0", ,0.0',%;1.00 r i 0 00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - '',0:°:`"0.0 0.0, "t.1 00a'sx;0'00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Gar:- Rear .1075; 14.0;;;;16.0x;; 00,,.0.00 2.74 0.00 1.86 0.00 1.00 1.00 133 P6TN P6 195 18.64 0.00 1.40 1.40 27.36 0.00 2.05 2.05 2.05 :::',Gar.:::'',Rear:? ''r:,0 a::c 0.0r r'=0 0<°'1,.00':r„0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 .,94..'>0.0 '!x0.0.,,.,100';'„0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Rear.DiningT !;128> ,i'4.'5 "''8:0;;;;1:'00;°;;;X0.-30 0.33 0.99 0.22 0.60 1.00 0.90 203 P6 P6 292 8.22 2.67 1.45 1.61 13.16 3.24 2.59 3.19 3.19 '-Rear'Dining',';'.1,28;° 4:3 . ;8.0;: 1.00;);x`0:30 0.33 0.99 0.22 0.60 1.00 0.87 219 P6 P6 304 8.22 2.57 1.54 1.54 13.16 3.12 2.74 2.74 2.74 Rear: LIV'.' e;129`•'.. '5.0;;;;�17:0'<1.00%1.;x;0:30 0.33 0.99 0.22 0.60 1.00 1.00 165 P6 P6 264 8.24 6.31 0.44 0.44 13.18 7.65 1.28 1.28 1.28 :0 - `0•.01:'^°:;b:0. 1':00°`'0.00. 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 "0 0.,-0..,.,T-p0., -,,,1.00. %.0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0,;';:,0. 0:0 .1"00;;;;,0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 „0; .: 0 OiO:. z 0,..,. .;.1,..9.0a50,00, 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 .'"1,0.0-;; '-0.0'"'1:00;;,-, 0` 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - - f;=?a 0;? 0;0:'„:,0.0:..1:00::`-.:?0:00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ,.r..:..:.�.n,:..,gin; ��.::,....;y.,.� ''"""``, ; 0 ;,;;0.0,: - 0.0-'r,1:00;x:0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - ,.',:O,..0x:xs"0.0. 0.0z°':1'.001 `0:00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 r, 0.0 ,0.0%::%:1:00, ' 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ' 0• "'0.0 0:0„;;;;1:'00- 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 " ' ""..0.x;"'0.0 ':0;0xs"Ti1'00: .0200' 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 „';0;;;;;,0.0,,>.-".-0.0;;;,,1'.00;;„x0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0'xx�`0:0x z`x,0:0 ;1 00= x'0:00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 x 0;'%',0.0 - 0.`0%'1,1'.0043 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - . 0 ,0.0 - 0.0:i,'1.00, 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - ';,0;;;::;0.0. 00" 1'.00•;.:0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1460 36.8 36.8 =L eff. 3.72 5.94 2.53 3.59 EV„;na 9.65 EVEQ 6.12 Notes: • denotes with shear transfer ABWP Alternate Braced Wall Panel-2308.9.3.2 denotes perferated shear wall iSB denotes iSB Shear Panel JOB#:'CT#14252:Plan 3413 SHEARWALL WITH FORCE TRANSFER ID:,Front,Upper BR2* Roof Level w dl= 150 p/f V eq 810.0 pounds V1 eq= 405.0 pounds V3 eq= 405.0 pounds V w= ' ,1340.0 pounds V1 w= 670.0 pounds V3 w= 670.0 pounds ► v hdr eq= 65.6 plf •H head= A v hdr w= 108.6 plf 1.083<; v Fdragl eq= 181 F2 eq= 181 A Fdragl w= •9 F2 -299 H pier= v1 eq= 118.4 plf v3 eq= 118.4 plf P6TN E.Q. 4.0 v1 w= 195.9 plf v3 w= 195.9 plf P6 WIND feet H total= 2w/h= 1 2w/h= 1 9.083 • Fdrag3 eq= : F4 e•- 181 feet A Fdrag3 w=299 F4 w=299 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 65.6 plf P6TN 4.0 EQ Wind v sill w= 108.6 plf P6TN feet OTM 7357 12171 R OTM 5610 6852 * v UPLIFT 150 456 Up above 0 0 UP sum 150 456 H/L Ratios: L1= 3.4 L2= 5.5 L3= 3.4 Htotal/L= 0.74 4 0 4 04 ► Hpier/L1= 1.17 Hpier/L3= 1.17 L total= 12.3 feet JOB#: CT#14252i 3413 .: : -.k : , SHEARWALL W1*-0:0-0,TF'2ANSFER': ID: Front UpPNehSR:1 , i, Roof Level w dl= 150 plf V eq 1010.0 pounds V1 eq= 505.0 pounds V3 eq= 505.0 pounds V w= " 1370.0 pounds V1 w= 685.0 pounds V3 w= 685.0 pounds v hdr eq= 66.6 plf •H head= A v hdr w= 90.4 plf 1.083 .v Fdragl eq= 217 F2 eq= 217 A Fdragl w= !4 F2 -294 H pier= vi eq= 116.6 plf v3 eq= 116.6 plf P6TN E.Q. 5.0 _ v/w= 158.2 plf v3 w= 158.2 plf ' P6 WIND feet H total= 2w/h= 1 2w/h= 1 9.083 v Fdrag3 eq= F4 e.- 217 feet 1 A Fdrag3 w=294 F4 w=294 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D vs//I eq= 66.6 Of P6TN :?10 EQ Wind v sill w= 90.4 plf P6TN feet OTM 9174 12444 R OTM 8466 10342 i v UPLIFT 49 145 'Up above 0 0 UP sum 49 145 H/L Ratios: 4.3 L2= ,0 L3= Htotal/L= 0.60 41 N. 4 F4I F Hpier/L1= 1.15 .4 Hpier/L3= 1.15 L total= 15.2 feet JOB#: CT#14252:Plan'3413 SHEARWALL WITH FORCE TRANSFER ID: Front Upper Loft* Roof Level w dl= 150 plf V eq 340.0 pounds V1 eq= 170.0 pounds V3 eq= 170.0 pounds V w=. 560.0 pounds V1 w= 280.0 pounds V3 w= 280.0 pounds v hdr eq= 52.3 plf ► •H head= A v hdr w= 86.2 plf 1.083 v Fdragl eq= 65 F2 eq= 65 • Fdragl w= .8 F2 -108 H pier= v1 eq= 85.0 plf v3 eq= 85.0 plf P6TN E.Q. 4.0 . v1 w= 140.0 plf v3 w= 140.0 plf P6TN WIND feet H total= 2w/h= 1 2w/h= 1 9.083 • Fdrag3 eq= •• F4 e.- 65 feet • Fdrag3 w=108 F4 w=108 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 52.3 plf P6TN 4.0 . EQ Wind v sill w= 86.2 pK P6TN feet OTM 3088 5086 R OTM 1556 1901 ♦ • UPLIFT 263 546 Up above 0 0 UP sum 263 546 H/L Ratios: L1= . '',2.0 L2= 2.5 L3= :,,2i0 Htotal/L= 1.40 4 04 Hpier/L1= 2.00 Hpier/L3= 2.00 L total= 6.5 feet JOB#:.CTA14252:Plan 3413- r_'.7:E-'a.‘ ,1-:,' , ,:l SFIEfkIRWALLWITH FORCE TpANSFER, ID: Raar:URgai-MBR7-' Roof Level w dl= :.: :15.0 plf V eq i:07.'il7-90.0 pounds V1 eq= 1481.4 pounds V3 eq= 308.6 pounds V w= 2.970.0 pounds V1 w= 2457.9 pounds V3 w= 512.1 pounds --). v hdr eq= 64.5 plf •H head= I v hdr w= 107.0 plf Fdragl eq= 320 F2 eq= 67 Fdragl w= •-1 F2 - 111 H pier= vi eq= 82.3 plf v3 eq= 82.3 plf P6TN E.Q. :4,0:',;!Y vi w= 136.6 plf v3 w= 136.6 plf P6TN WIND feet H total= 2w/h= 1 2w/h= 1 9.083 Fdrag3 eq= I F4 e.- 67 feet Fdrag3 w--.531 F4 w= 111 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 64.5 plf P6TN 4.6,,:;:. EQ Wind v sill w= 107.0 plf P6TN feet OTM 16259 26977 R OTM 28368 34653 UPLIFT -447 -283 .., Up above 0 0 UP sum -447 -283 H/L Ratios: L1=; 180 L2= 4,1:4*0 L3=...,1: L'•3.8 Htotal/L= 0.33 4 0 4 0 4 Hpier/L1= 0.22 sii- Hpier/L3= 1.07 L total= 27.8 feet JOB#: CT#14252:Plan 3413 SHEARWALL WITH FORCE TRANSFER ID:-Rear Lower LIV' Roof Level w dl= 150 plf V eq 850.0 pounds V1 eq= 425.0 pounds V3 eq= 425.0 pounds V w= 1360.0 pounds V1 w= 680.0 pounds V3 w= 680.0 pounds ► v hdr eq= 50.0 Of ► •H head= v hdr w= 80.0 plf W 2.083 Fdragl eq= 300 F2 eq= 300 • Fdragl w= .'0 F2 -480 H pier= v1 eq= 170.0 plf v3 eq= 170.0 plf P6 E.Q. 5.0 v1 w= 272.0 Of v3 w= 272.0 plf P6 WIND feet H total= 2w/h= 1 2w/h= 1 10.083 Fdrag3 eq= %I F4 e.- 300 feet £ Fdrag3 w=480 F4 w=480 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 50.0 plf P6TN 3.0 EQ Wind v sill w= 80.0 plf P6TN feet OTM 8571 13713 R OTM 10646 13005 UPLIFT -127 43 Up above 0 0 UP sum -127 43 H/L Ratios: L1= 2.5 L2= r.12.0 L3= . 2.5 Htotal/L= 0.59 ti 0 -4 0 4 0. Hpier/L1= 2.00 4 0- Hpier/L3= 2.00 L total= 17.0 feet .04, ri ,, . L. , N . . ... JOB#: CT#14252::aPlan�3413'.%Ri ;c:=,3:.::' !^ j':�„,; SHEARWALL'WITH,FORCETRANSFER` ” ID:,Rear,Lower KIT*y'Y � �� Roof Level w dl= • 150 plf V eq<,;-;?!820.0' pounds V1 eq= 474.7 pounds V3 eq= 345.3 pounds V w=u„x.;1320.0, pounds V1 w= 764.2 pounds V3 w= 555.8 pounds ► ► v hdr eq= 56.6 plf ► •H head= v hdr w= 91.0 plf .2:083;x' W Fdragi eq= 164 F2 eq= 119 A Fdragl w= "•4 F2 - 192 H pier= v1 eq= 86.3 plf v3 eq= 86.3 plf P6TN E.Q. < .01!,:'_x_r; v1 w= 138.9 plf v3 w= 138.9 pK P6TN WIND feet H total= 2w/h= 1 2w/h= 1 10.083 Fdrag3 eq= :6 F4 e.- 119 feet • Fdrag3 w=264 F4 w= 192 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 56.6 plf P6TN 3:6-'-':':; EQ Wind v sill w= 91.0 plf P6TN feet OTM 8268 13310 R OTM 7745 9461 UPLIFT 38 278 Up above 0 0 UP sum 38 278 HIL Ratios: L1= " "<3.5 L2=? 5.0 L3=FA, 24.0 Htotal/L= 0.70 4 0 4 0-4 0 Hpier/L1= 0.91 Hpier/L3= 1.25 L total= 14.5 feet Table 1. Recommended Allowable Design Values for APA Portal Frame Used on a Rigid-Base Minimum Width Maximum Height Allowable Design(ASD)Values per Frame Segment (in.) (ft) Shear' )(lbf) Deflection(in.) Load Factor 8 850 0.33 3.09 16 10 625 0.44 2.97 8 1,675 0.38 2.88 24 • 10 1,125 0.51 3.42 Foundation for Wind or Seismic Loadingfa''''`m (a) Design values are based on the use of Douglas-fir or Southern pine framing.For other species of framing,multiply the above shear design value by the specific gravity adjustment factor=(1-(0.5-SG)),where SG=specific gravity of the actual framing.This adjustment shall not be greater than 1.0. (b) For construction as shown in Figure 1. (c) Values are for a single portal-frame segment(one vertical leg and a portion of the header).For multiple portal-frame segments,the allowable shear design values are permitted to be multiplied by the number of frame segments(e.g.,two=2x,three=3x,etc.). (d) Interpolation of design values for heights between 8 and 10 feet,and for portal widths between 16 and 24 inches,is permitted. (e) The allowable shear design value is permitted to be multiplied by a factor of 1.4 for wind design. (f) If story drift is not a design consideration,the tabulated design shear values are permitted to be multiplied by a factor of 1.15.This factor is permitted to be used cumulatively with the wind-design adjustment factor in Footnote(e)above. Figure 1. Construction Details for APA Portal-Frame Design with Hold Downs - Extent of header with double portal frames(two braced wall panels) - Extent of header with single portal frame - (one braced wall panels) Header to jack-stud strap 2'to 18'rough width of opening per wind design min 1000 lbf for single or double portal on both sides of opening t _ _ opposite side of sheathing Pony ---- wall height . '"" `' . .... sr:+. +il5-•..k.0 «.�»,r�- ,�� ,, .' "t q= Fasten top plate to header g.' ';&k a�' -7Jun:3 x lel 1 A ineG}iegder s it "`:" g'«�"> " �. :� ', «;/ „. 7 ,"��«" •`� with two rows of 16d ti,,,,-;, -4 ;i.,, x:§teel,,,,,,,inot%b_llow_ed,..,--,;,',.-1±-,'».3 .• '4,,,_. f;'I `, sinker nails at 3"o.c.typ Fasten sheathing to header with 8d common or I Min.3/8"wood structural 12' galvanized box nails at 3'grid pattern as shown - /panel sheathing max / total Header tostrap . wall jack-stud per wind design. • Min 1000 lbf on both sides of opening opposite height side of sheathing. If needed,panel splice edges shall occur over and be 10' Min.double 2x4 framing covered with min 3/8" - nailed to common blocking max thick wood structural panel sheathing with within middle 24"of portal height _,. 8d common or galvanized box nails at 3"o.c. ; - height.One row of 3"o.c. in all framing(studs,blocking,and sills)typ. nailing is required in each - panel edge. 6Min length of panel per table 1 1 X Typical portal frame -# if construction q 41 Min(2)3500 lb strap-type hold-downs (embedded into concrete and nailed into framing) xnr - Min double 2x4 post(king 15, ,g and jack stud).Number of Min reinforcing of foundation,one#4 bar A. -e i. jack studs per IRC tables 7 top and bottom of footing.Lap bars 15'min. '7 -''rt 8502.5(1)&(2). t ti p� t ; t `—Min footing size under opening is 12"x 12".A turned-down Min 1000 lb hold-down slab shall be permitted at door openings. device(embedded into Min(1)5/8°diameter anchor bolt installed per IRC R403.1.6- concrete and nailed with 2"x 2'x 3/16"plate washer into framing) 2 m 2014 APA-The Engineered Wood Association