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Specifications (10) il"57- 20/7 - 000 -L3 liqiq Form+ (16)ILU CT ENGINEERING' Structural Engineers 180 Nickerson Street Suite 302 Seattle, WA 98109 INC. 206.285.4512 (V) 206.285.0618 (F) RELEVED #15238 DEC 2 ® 2016 Structural Calculations �� DUILDING DIS ISION River Terrace .rr�.so3s PRo �Plan 3413 ,N60 Elevation D • Tigard, OR AVCEG611..„, ‘I‘-'/PleS 2T2'GVcv Design Criteria: 2012 IBC (ORSC, OSSC) 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: 360.6951700 Fax: 360.693.4442 Architect: M ilbran dt Architects 25 Central Way, Suite 210 Kirkland, WA 98033 P h: 42 5.45 4.713 0 Fax: 425.646.0945 CT ENGINEERING 180 Nickerson St INC . 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 comprised of two-story wood-framed single-family homes. We understand that these homes are to be constructed in multiple locations throughout Tigard, Oregon. Design parameters are as noted below: Roof framing is primarily with pre-manufactured pitched chord wood trusses. Upper floor framing is primarily with pre-manufactured parallel chord wood trusses. Main floor framing over crawlspace is primarily with pre-manufactured wood joists. The foundations are to be conventional strip and 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. The construction documents and accessory documents have been prepared considering the plan review philosophy and permit submittal guidelines of WABO/SEAW white papers 1-2006 and 4-2009. Feel free to phone with any questions during the review process pertaining to the construction documents and/or any accessory documents. The following computer design software may have been used for various components: Excel Enercalc Forte RISA Tedds Note that various software releases may have been used. Where software references standards prior to current IBC code cycle, various design parameters including load factors, load combinations, allowable design stresses, etc., have been verified be meet or exceed those as referenced by current IBC code. SHEET TITLE: DEAD LOAD`SI• JIU MARY ROOF Roofing' 3 5 psf Roofing'-future 0'.0 psf 5/8"plywood(O.S.B) 2'.2'psf Trusses at 24"o.c. 40 psf Insulation 10 psf (1)5/8";gypsum ceiling 28 psf M sc/M'ech 1 5 psf ROOF DEAD LOAD 15.0 PSF FLOORfloor 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 10 psf (1) 1/2";gypsum ceiling 2.2 psf Msc 2.6 psf FLOOR DEAD LOAD 15M PSF e .... 1(2)2x10-10R ./ ,.. (2)2x10 HDR , ..............—.., +....—....... .........-!. I RE.1 , .• . RB.2 .• .• .• . ..• i .• .., ., - , ".. . '. . . , .• ,.., '.• i . . .• , . .•• . . : . I. , • . , .• , : , .• , • If GT po • : ..P u u u u uI ui• LIC1-1 1.1 CL..i. . .• ‘‘:.' .:::.11.1:'.:1:.:: :: :.'ir..:::.!..*::::.•::::::1:.::..:.I:..',..::;/ .• i .•' : \.\-1 :.:•...'.....''..0'.:.. '•'...'''........'.......:/) .•'' .• i .• • r'4'f- .• t 23O .• I ! \iLACCESS .'.....-,•-••''7•:•'•/ • MI' I `'.7.'•••:-•• • •/ 1*., / rt!S I . "..,..':.•.:'.:::.:.....- II . 21 . • . , : : , . : . •• s'f' . : : "C-..31 i •---: , i : '---1 i TRUSSES AT 21."0.0 TYPICAL I .• I I : lir : I I r „ , ,•1.-• .•• . , .• •,,. *I- .•• • • .•• ,...N Eq•;,,i • • . : . ., .• • i ! 0 Ar -•• • • • • •'• .• .•• -,:,-•, ,• •:._ •.• , .•• • , ,/..••:.:-::•i•:::•:.:.-.•:•i:-. .,..:•::-N:•-::::.,-:•-•:-..i.:.,:•-•:•-•.•••:.:\ , . . ,/,'/.•-•:•-.:• ...,„...:_:,:3Z,,T.ct'2, '.•- • ••• ,• .\-- .; : •;31C-.). / .•• .' j, .• GT.cli3•••:'....''.\ Ln , •- . : . ..thu s . /:',-1,•:••.•.:••'••,, • ,i ‘40,,,... , 1 1 : ,•••• , /01.:, •':'-d7::•'•,• n , t- R i ,...• ',. .•• b tg : ...• . i / ' ... ...„, • . .• . I. .•• RB.4 i .r, \. At---.— —•4 '”, 6 i , RE • a, , ,1 1. x10 HDR :,„ . • / / i, I -,—-—•—.—- @.• ,' I I . ,I . I .F.q..5. B 5.i... 6.-0" AI ,. • I, (2)x10 HDR (2)x10 HD R A ROOF FRAMING REVISIONS PER '-'-' CHANGES TO UPPER LEVEL AM 12, . . ..._,. . . Nan 3411 3D ROOF FRAMING PLAN FRENCH REVIVAL j—MST37 PB MST37— /rfr •-1 i I ir \` t v!. • i c 1 is t "' � �\i U. pi H • • THIS P6 SIDED 1 THIS ' SIDE •. • • • L '', 5 - N5T37 MST37 Q;':=IIIIIII=''. N". ,..s.:.. 0AX® 8 MST37 MST37 51.2 9 0 51 2 EPllawii 341303 UPPER LEVEL SHEARWALLS 1/4"=1'-0" FRENCH REVIVAL 0 0 STHD14190 STHD14 STHDI , 4X10 HDR THE/14 Mi )2X10 HD 2 2X10 HDR 4X10 HDR 2 2X10 HDR . 1 s r----- ,� r — B — --�4 B. ,: I 1 II t 1 I. 2)IN IM S / O . I 11- i I I �I W/(TPIM S D o L---� I�--- 11 1 --- � EAOH SIDE IN. MI N l" cc I FIXTURES ABOVE o I(m�• Ii GT ABOVE GT ABC p pi,. N 'f W r, 2x10 BLOCKING FOR TV®+73"A.F.F. ;o \ Ir o L I N 4 N W • - i_li 1- FIX TLRE. ___ � AB0 11 I 11 kli o THISO y SIDE Pe L. 5Y 1 FB T BEARING WALL y! �—. 4 a..r 7 ►// BEARING •LL gap TH III--- HFlli _ : II\B.9 2 x10 FDR \ / BEA'INC WA L Fa _ - 8-... .�•_o \ % , 1� S D1"6 , HI •I 0 \\ N6- i / tH \`—.l>l <f: liw W ,\/STAIR .:> a ,�R`- AMING '- GT ABOVE f© I r,•/ I z V. f 7' ABOVE x� 1 .�p m I I al \ A � 55451E BIG EAM: (DROFPED) 2)2xt0 WAIL— 1x14 RIM \\ -� O B.a1, T :OVE—p �1. .ter— 0 " "" fi ff , EXTEND FLOOR I - —. " - `— 2._.8 i MST.I7 SHEATHING TO RIM I i:j� •1=== __ ° P3 EXTEND ��" RIM1DAR: ONT. az ..R "1 - ! B I TOP CHORD ° � — �.� ��it . Z!yr. t 4. .^-�1�:,�- .-� MD 1 ��/ it 2 ! a ..1=.:Grille " LSC 13'4:14 RIM STHD14€11, ROOF TRUSSES 1W,0 (Ark S j ®24"0. STICK FRAME STRUCTURAL FACISA 2x10.2Rrt B.15 A B.b17 _--•---. sxs POST -----—• 6x POST L _ PLATE HEIGHT AT SEE SHEET A9 UPPER LEVEL 8'-1" FOR WINDOW PLATE HEIGHT AT HEADER HEIGHTS. MAIN LEVEL 9'-1' MAIN LEVEL SHEARWALLS lflan 34113D UPPER LEVEL FLOOR FRAMING 1/4'=1'-0' FRENCH REVIVAL 7734.-0" I 10'-2/2 11%"2•-1,1g"11 .2.-1ig" 10'-0- 1+'-2/z' j i: 1 f t 1 F _ J THICKENED SLAB EDGE e 3W CONC. SLAB e ' I�-0'-511 8 P3 oN NLA '' ^ or:-.41 /STHD14 51.2 STHD74 STHD1 ) TiD1 : rIPSI )\ t-. /— rt1 !T LXsfill I 0 INN zv4- J Pci I i.,', 10'-6" 1.Y-3 x 9,/iIXS I , I ®16"Q.C.U.N.O. L •i I I18X18X10 FTG. "' r--1 -1 W/(2)¢4 EA. WAY +-1- {- — — — — — —+ 1 TYP. U.N.O L J W L J —, N �I 1 } }W / N "N' �, ,--'m INSTAI L SYSTEM TO -7 aji a ALLOW ADEQUATE v <i-NT DRAINAGE BENEATH 1-11Y4•Ii' 1- -I r.1..-, SLAB ON GRADE AND a—Al-.1-------------t I CRAWL SPACE 0 J LII CONDITIONS x 30x30x10 FTC. 6'-0" THIS s W/[3)#4 EA. WAY1-\I " SIDE II : 7 BRG WALL W/FTG / P6 r t L 1 I i 1 I THIS ~ \ SIDE {� POST u--,-,j, tee:•••"!%'.S%J.'.S%J."iq�� I ®THIS L°J L___i------1 i..1LSL 1.�X9ki—.N �. :> ^+--• ftfRN----j-T------- , 7UP L 1�5x93'C�1�"'--• _LE _RAI--` SPACE °' o • ACCESS �-THD14 MS P4 5111514 L 74--_—_—_)= L_—_--^.,. j 6'-44- . s 3W Co,C. SLAB DI n 0 3 p _ LI o - w _ a O N ® `17 19'-Y2 LI-0.-2141 0 3)iX915 LSL 3x115 BLOCK OUT my >� I o I I , TRAps L 0 STEM WALL TYP. W 1 ABO/E J j N I 0-5 FIXTURE -- � + ABOVE ArN S® •L STHD14 7 311' CONC. --1 —\_-- ,, NOTE: PROVIDE STHDI4RJ SLAB I-- -4 0 IN UEU OF STHD14 AT4111011SLOPE 3" - RIM JOIST CONDITIONS T L f' J TNLl t I 8'-6" b-6- g_m a 6x6 POST WITH ABU BASE—- —�� ( 1 6x6 POST WITH ABU BASE ,oy2� 4" I4'-8/2" -8" I TOP OF SLAB CRAWL SPACE VENTING: FRAMING CONTRACTOR SHALL REQUIRED: 990 SF/150=6.6 SF=950 S0.IN. VERIFY HOEDOWN LOCATIONS PRIOR PROVIDED: 1.015 SQ.IN. - 14 VENTS 0 72.5 SQ.IN. TO POURING FOUNDATION. LOCATE VENTS WITHIN 36"OF CRAWLSPACE CORNER, UNLESS NOTED. SEE D1 CRAWLSPACE NOTE FOR - -- GROUND COVER INFO. IDan 34113D FOUNDATION PLAN FRENCH REVIVAL 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 Fir,No.2 Hem Fir,No.2 Hem Fir,No.2 Hem Fir,No.2 Hem Fir,No.2 Hem Fir,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 ., .H t:<?.,?:`: .sq,.,.a;,a, 'a saF:aa til;• .rwx,K...::;t;e=. '".' ;', i, .s«:; s .,?rz ...r..::�*ix+.a.., y .:.a sr r aatr.,.::::rXs.+ c,,,,:ni<m. 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 .Xx-.:,(.s......,....:;. ,b.w;4Fsae:k 4,,k �t'6N,.;T'3t�nYa.<.'3xi,.[ t�a....F<.. ',.:«:.¢..saa£,4b3k..h-r::FfiSd`n~X dra..:..:.y >. ,•:.a 3,.. @ 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 UDefl 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 UDefl 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 UDefl 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 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:Upper Floor Framing Description 3413BCD FLR FRMG 1 OF 3 Timber Member Information B.1 B.2 B.3 B.4 B.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 Fir- Hem Fir,No.2 Hem Fir,No.2 Douglas Fir- Hem Fir,No.2 Hem Fir,No.2 iLevel,LSL 1.55E Lards,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 0 Center DL Defl in -0.035 -0.009 -0.005 -0.019 -0.044 -0.006 -0.125 UDefl Ratio 2,207.1 4,740.5 7,195.6 3,482.4 1,506.4 6,354.5 1,339.5 Center LL Dell 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 UDefl 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 06 User:KW�602997,Ver 5.8.0,1-Dec 2003Page 1 (c)1983-2003 ENERCALC Engineering Software Tomber Beam & Joist 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 iLevel,LSL 1.55E iLevel,LSL 1.55E iLevel,LSL 1.55E iLevel,LSL 1.55E Kern Fir,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 ft 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 @ 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 (c)1983-2003 ENERCALC Engineering Software 14252_Plan_3413.ecw:Upper Floor Framing Description 3413BCD FLR FRIM 2 OF 3 Center DL Defl in -0.013 -0.014 0.032 0.000 -0.012 -0.001 -0.130 UDefI 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 UDefI 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 UDefI Ratio 1,098.3 1,392.3 1,464.7 222,769.7 2,889.7 17,383.0 512.9 Cantilever DL Defl i -0.060 Cantilever LL Defl in -0.001 Total Cant.Defl in -0.061 UDefI Ratio 1,184.3 Title: PLAN 3413 Job# Dsgnr: TRE Date: 1:28PM, 20 OCT 14 Description.SF RESio NCE Scope: STRUCTURAL DESIGN Rev: 580006 User:KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist Page 1 i, (c}1983-2003 ENERCALC Engineering Software 14252_Plan_3413.ecw:Upper Floor Framing '• Description 3413BCD FLR FRIM 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 Fir,No.2 Douglas Fir- Douglas Fir- 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 Data 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 Reactions @ 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 OK0 Center DL Defl in -0.332 -0.004 -0.140 0.000 -0.073 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 142522lan_3413.ecw:CRAWLSPACE FRAMING Description 3413 ABCD CRAWLSPACE FRAMING Timber Member Information TYP BEAM Timber Section 4x8 Beam Width in 3.500 Beam Depth in 7.250 Le:Unbraced Length ft 0.00 Timber Grade Douglas Fir- Larch,No.2 Fb-Basic Allow psi 900.0 Fv-Basic Allow psi 180.0 Elastic Modulus ksi 1,600.0 Load Duration Factor 1.000 Member Type Sawn Repetitive Status No Center Span Data Span ft 5.00 Dead Load #/ft 255.00 Live Load #/ft 680.00 Point#1 DL lbs LL lbs @X ft Point#2 DL lbs LL lbs @X ft Results Ratio= 0.9774 Mmax @ Center in-k 35.06 @ X= ft 2.50 fb:Actual psi 1,143.5 Fb:Allowable psi 1,170.0 Bending OK fv:Actual psi 105.0 Fv:Allowable psi 180.0 Shear OK Reactions @ Left End DL lbs 637.50 LL lbs 1,700.00 Max.DL+LL lbs 2,337.50 @ Right End DL lbs 637.50 LL lbs 1,700.00 Max.DL+LL lbs 2,337.50 Deflections Ratio OK Center DL Defl in -0.020 UDefl Ratio 2,975.6 Center LL Defl in -0.054 UDefl Ratio 1,115.9 Center Total Defl in -0.074 Location ft 2.500 UDefl Ratio 811.5 • TJI JOISTS and RAFTERS I • 1 Code Code Code 1 Suggest Su est Suggest Lick 1 Lpick L ick I Lpick 1- I- 1 f - - - + �.� 9 P p Joist , b d Spa.I LL DL 1 M max V max El L fb L fv L TL240 L LL360 L max 1 TL dell. 1 LL deft. 1 L TL360 L LL480 L max ; TL dell TL dell. LL defl.rLL deft size&grade I width(in.) depth(in.) (in.) 1 (psf) (psf) 1 (ft-lbs) (psi) 1 (psi) (ft.) (ft.) (ft.) , (ft.) 1 (ft.) I (in.) I (in.) I (ft.) (ft.) (ft) (in) i ratio (in.) ratio I 9.5"TJI 110. 1.751 9.5 19.21 40 15; 2380 12201 1.40E+08 14.71. 27.73 15.231 14.80 14.711 4 71I 0.661 0.48 13.31 13.45 13.31 0.441 360 0.32 495 9.5"TJI 1101 1.751 9.5 16) 40 15 2380 1220; 1.40E+08 16.11 33.27 16.191 15.73 15.73; 0.721 0.52 14.14 14.291:FH-!!!1,414,1 0.47; 360 0.34 495 9.5"TJI 1101 1.751 9.5 121 40 151 2380 12201 1.40E+08 18.61 44.36 17.821 17.311 17.311 0.791 0.581 15.57 15.73 15.57: 0.521 360 0.381 495 _._ - 1.40E+08 20.80 55.45 19.19 18.641 18.64 0.85 0.62 16 77 16.04- 16 77 0 56L 360 0.41_ 495 9.5"TJI110 1 75 9.5 9 61 40 15 2380 12201 9.5"TJI 110 1.751 9.5 19.21 40 1012500 1220'', 1.57E+08 15.811 30.50 16.34 15.371 15.371 0.64' 0.511 14.27 13.97 i!,,!:!!!'„,--,,,,13:97,1 0.441 384 0.351 480 1 9 5 TJI 11,10 1 75 9.5 16 40 10 2500 ;1220 1.57E+08 17:32 3660 17 36 116 34 16.34: 0;6$ !0 54 1517 14 84..;! 14.84 0.46 38.4 0.37 48.0 9.5'"TJI 1101 1_75 - 9_51 121 40 10 2500 12201 1.57E+081 20.001 48.80 19.11; 17.981_ 17.981 0.751 0.601 - 16.69 16.34 16.34 0.511 384 0.41 1 480 9.5"TJI 1101 1 75 9.51 9.6 40 10 2500 1220 1.57E+08 22.361 61.00 20.58' 19.37; 19.37 0.811 0.65 17.98 17.60•• 17.60, 0 551 384 0.441 480 1 .. 9.5"TJI 2101 2.06251 9.5; 19.2; 40 10 3000 1330 1.87E+081 17.321 33.25 17.321 16.301 16 30 0.681 0.54 15.13 14.81 14.81 0.461 384 0.37, 480 9.5"TJI1210 2 0625 ;, 9.5 16 40 10 3000 1330 1.87E+08 18:97 39.90 :18.40 17.32 17.3211 0.72 0.58 1, 16.08 15.74 15.74 0.49 384 0.39 480. 9.5_TJI 2101 2.06251 9.51 121,, 4,0 10 3000 1330, 1.87E+08 21.911 53 20 20.261 19.061 19.061._ 0.79; 0.64 17.70 17.32 17.32 0.54' 384 0.431 480 9.5"TJI 2101 2.0625; 9.5 9.6; 40 101 3000 13301 1.87E+08 24.49 66.50 21.821 20.531 20.53 0.861 0.68 ! 19.06 18.66 18.66 0.58! 384 0.471 480 1 • 1 9.5"TJI 2301 2.3125] 9.5 19.2; 40 10; 3330 1330; 2.06E+08 18.251 33.25 17.891 16.831 16.83; 0.70; 0.561 ! 15.63 15.29 15.29 0.481 384 0.381 480 9.5'TJI.230 2.3125 9.5 16 40 1; 10 3330 1 1330 2.06E+08 19.99 39 90 19.01 17.89 17.891 0.75 0.60 16.60 '16.25 16,25 0.51 384 0.41• 480 9.5"TJI 230; 2.31251 9.5 12; 40 10 3330 13301 2.06E+08 23.081 53.20 20.92; 19.69; 19.69; 0.82; 0.66 18.28 17.89 17.89 0.561 384 0.451, 480 9.5"TJI 230! 2.3125! 9.5 9.6i 40 101 3330 13301 2.06E+08 25.81 66.50 22.54' 21.211 21.211 0.881, 0.711 ; 19.69 19.27 19.27 0.60; 384 0.481 480 • 11.875 TJI 110' 1.751 11.8751 19.21 40 101 3160 1560; 2.67E+081 17.781 39.00 19.50 18.351 17.781 0.671 0.54 I 17.04 16.67 16.67 0.521 384 0.42; 480 11 875"TJI 110 1 76 11 875 16 40 -1 aliHEE,E.i13161XE1i111560 2.67E+08 19.47 46.80 20.72 19 50 19.47; 0.81 0.65 18.10 17.72 •17.72 0.55 384 0.44 480 11.875"TJI 1101 1.75; 11.8751 121 40 101 3160 15601 2.67E+08 22.491 62.40 22.811 21.461 21.46' 0.89; 0.72' 19.93 19.50 1 19'50'10.611 384 0.491 480 11.875"TJI 1101 1.75! 11.8751 9.6 40 101 3160 1560; 2.67E+08 25.14 78.00 24.57; 23.12, 23.12, 0.961 0.771 21.46 21.0 0.661 384 0.531 480 I I 1 ! f1, 1 •11.875'TJI 210 2.06251 11.8751 19.2 40 10 3795 1655 43 15E+08 19.481 41.38 20.611 19.391 19.391 y { .00 .55 _4______._. _. 0.81 0 651 � 18.00 17 62 17 62 0.55 r 384 0.44 480 11,875'TJ1:210 2.0625 ( 11.875 16 140 10 3795 j 1655 3.15E+08 21:34 49:;65 21,90 .:120.61 1 20.61 086 0.69 19'.13 `18 72...: ..18.72 0.;59 3B4 0.47 480 11.875'TJI 2101 2.06251 11.8751 12. 40 101 3795 1655 3.15E+08 24.641 66.20 24.10 22.68; 22.68 0.951 0.761 1 21.05 20.6120.61 0.641_ 384 0.521 480 11.875"TJI 2101 2.0625` 11.8751 9.61 40 101 3795 1655 3.15E+08 27.557 82.75 25.961 24.431 24.43' 1.021 0.811 22.68 22.201111.:1!!!!!1.22,.20 384 0.551 480 E 1 i• , 10.691 11.875"TJI 2301 2.31251 11.8751 19.21 40 10, 4215 1655; 3 47E+08 20.531 41.38 21.281 20.03] 20.03 0.831 0.671 1 18.59 18.20 18 20; 0.571 384 0.451 4801 11.875 TJI'230 2 3125 e< 11.875 16= 40 10 4215 :1655 3.47E+08 22.49 49.65 22.62 21 28 21.28` 0.89 0.71 19.76 ;;1934 1934 0 60 384 0.48 4801 11.875"TJI 230 2.31251 11 8751 121 40 101 4215 1655 3.47E+081 25.97 66.20 24 89 23.421_ 23.421 0.981 0.781 1 21.74 21..28:,:',1::1',,"1,',:i!,:!121'';,26,, 0.671 384 0.53 4801' 11.875"TJI 2301- 2.3125 11.8751 9.61 40 10 4215 1655, 3 47E+081 29.031 82.75 26.81 1 25.231 25 231 1.051 0.841 i 23.42 22.93-::]]..,]-:.:.:.].,.]:22, 3:: 0.721 384 0.57' 4801 ___._. 1___ _-_ __ _ ______ f 1._._1, 1 1 , I I 1 1 T 1 , 1 L... 11.875"RFPI 400; 2.06251 11.8751 19.21 40 101 4315 1480; 3.30E+081 20.771 37.00 20.931 19.691 19.69) 0.821 0.661 18.28 17.89 17 89 0.561 384 0.451 480 11.875"RFP!400 '2 0625 11.875 16 ! 40 10 4315 1:1480 3.30E+08 22.76 44.40 22.24 20.93 20.93; 0.87 0 70 !: 19.43 19.01 19.01 0.59 384 0.48 480' 11.875"RFPI 400; 2.06251 11.8751 12; 40 101 4315 14801 3.30E+081 26.281 59.20 24.481 23.03. 23.031 0.961 0.771 1 21.38 20.93 20.93: 0.651 3841 0.521 480 11.875"RFP.4001 2.06251 11.8751 9.6 40 10 4315 14801 3.30E+08 29.381 74.00 26.37!; 24.811 24.811 1.03; 0 831 I 23.03 22.54 22.54 0.701 384 0.56E 480 Page 1 • D+LuS CT#14189-Betahny Creek Falls I LOAD CASE (12-12) (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+S 1__ - -- __......._ - c 0.80(Constant)> Section 3.7.1.5 Cr KcE 0.30(Constant)> Section 3.7.1.5 _-- Cf(- Cf(Fc) 1997 NDS Cb (Varies) > Section 2.3.10 Bending Comp. Size Size Rep. Cd(Fb) Cb Cd(� Eq.3.7-1 NDS 3,9.2 Max.Wall duration duration factor factor use Stud Grade Wdth Depth Spacing Height Le/d Vert.Load Hor.Load <=1.0 Load g Plate Cd (Pb).Cd Cr.(Fc.) Cf Cf Fb Fc perp Fc E Fb' Fc perp' Fc' Fce F'c fc fc/F'c fb fb/ _ in. in. in. _ft. plf psf plf - - (Fb) (Fc) psi psi psi psi psi psi psi psi psi psi -psi Pb"(1-fc/Fce) H-F Stud 1.5 3.5 16 7.7083 26.4 1730 0 0.9916 1993.4 1.00 1.15 1.1 1.05 1.15 675 405 800 1,200,000 854 506 966 515.42 441.22 439.37 1.00 0.00 0.000 H-F Stud 1.5 3.5 16 9 30.9 1340 0 0.9966 1993.4 1.00 1.15 1.1 1.05 1.15 675 405 800 1,200,000 854 506 966 378.09 340.90 340.32 1.00 0.00 0.000 H-F Stud 1.5 3.5 12 9 30.9 1785 0 0,9947 2657.8 1.00 1.15 1.1 1.05 1.15 675 405 800 1,200,000 854 506 966 378.09 340.90 340.00 1.00 0.00 0.000 H-F Stud 1.5 3.5 16 8.25 28.3 1550 0 0.9921 1993.4 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 H-F Stud 1.5 3.5 12 8.25 28.3 2070 0 0.9953 2657.8 1.00 1.15 1.1 1.05 1.15 675 405 800 1,200,000 854 506 966 449.95 395.22 394.29 1,00 0.00 0.000 H-F Stud 1.5 3.5 8 8.25 28.3 3100 0 0.9921 3986.7 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 26.4 1695 0 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 16 9 30.9 1320 0 0.9944 2091.8 1.00 1.15 1.1 1.05 1.15 675 425 725 1,200,000 854 531 875.438 378.09 336.17 335.24 1.00 0.00 0.000 SPF Stud 1.5 3.5 12 9 30.9 1760 0 0.9944 2789.1 1.00 1.15 1.1 1.05 1,15 675 425 725 1,200,000 854 531 875.438 378.09 336.17 335.24 1.00 0.00 0,000 SPF Stud 1.5 3.5 16 8.25 28.3 1525 0 0.9957 2091.8 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 SPF Stud 1.5 3.5 12' 8.25 28.3 2030 0 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 1.00L 0.00 0.000 SPF Stud 1.5 3.5 8 8.25 28.3 3050 0 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 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 0.3652 3132.4 1.00 1.15 1.3 1.10 1.15850 405 1300 1,300,000 1,271 506 1644.5 1011.45 837.57 506,18 0.60 0,00 0.000 H-F#2 1.5 5.5 16 8.25 18.0 3132 0 0.2858 3132.4 1.00 1.15 1.3 1.101.15 850 405 1300 1,300,000 1,271 506 1644.5 1203.70 946.77 506.18 0.53 0.00 0.000 SPF#2 1.5 5.5 16 7.7083 16.8 3287 0 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 19,6 3287 0 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 0.62 0,00 0,000 SPF#2 1.5 5.5 16 8.25 18.0 3287 0 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 16 14.57 50.0 545 0 0,9913 2091.8 1.00 1.15 1.1 1,05 1.15 675 425 725 1,200,000 854 531 875.438 144.26 139.02 138.41 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 0,9969 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 Creek Falls I LOAD CASE (12-13) (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+W c 0.80(Constant)> _Section.3.7.1.5-- Cr KcE 0.30(Constant) >• Section 3.7.1.5 Cf(F) Cf(Fc) 1997 NDS Cb (Vanes) >^ Section 2.3.10 _ Bending Comp_ Size Size Rep_ Cd (Fb) Cb Cd(Fc) Eq,3.7-1 _ NDS 3.9.2 Max.Wall duration duration factor factor use Stud Grade Width Depth Spacing Height Le/d Vert.Load Hor.Load <=1.0 Load a Plate Cd (Fb)Cd (( Cf Cf Cr Fb Fc perp Fc E Fb' Fc perp Fc' Fce F'c is fc/F'c fb fb/ in. in. in. ft. plf psf Of (Fb) (Fc) -psi psi psi psi ___psi psi psl psi psi psi psi Fb"(1-fc/Fce) 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 0.64 376.78_ 0.586 H-F Stud 1.5 3.5 16 9 30.9 755 8.46 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 0.9998 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 12 825 28.3 1425 8.13 0.9974 2657.8 1.60 1.00 1.1 1.05 1.15 675 405 800 1200,000 1,366 506 840 449.95 384.87 271.430.71271.03 0.500 H-F Stud 1.5 3.5 8 8.25 28.3 2355 8.13 0.9981 3986.7 1.60 1.00 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 840 449.95 384.87 299.05 0.78 180.69 0.394 SPF Stud 1.5 3.5 16 7.7083 26.4 1060 9.71 0.9971 2091.8 1.601.00 1.1 1.05 1.15 675 425 725 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 1,366 531 761.25 378.09 328.30 177.78 0.54 447.52 0.618 SPF Stud 1.5 3.5 12 9 30.9 1125 8.46 0.9931 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 0.65 361.37 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 1,366 531 761.25 449.95 376.35 267.620.71 271.03 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 1.15 875 425 725 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 18.8 3132 9.71 0,3909 3132.4 1.60 1.00 1,3 1.10 1,15 85D 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 8.46 0.5743 3132.4 1.60 1-7.00 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1430 1011.45 804.50 506.18 0.83 181.23 0.178 H-F#2 1.5 L100 5.5 16 8,25 18.0 3132 8,13 0.4411 3132.4 1.60 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 2,093531 1265 1484.89 940.30 531.23 0.56 152.58 0.114 SPF#2 1.5 5.5 16 9 19.6 3287 8.46 0.6033 3287.1 1.60 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 1265 1296.30 884.69 531.23 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###### 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 244.40 233.801-T06.67 0.46 927.02 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 2,033 506 1430 226.94 219.02 96.97 0.44 927.02 0.796 Page 1 D+L+W+.5S CT#14189-Betahny Creek Falls L I ,LOAD CASE I (12-14) 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+W+S12 ----- _ c 0.80(Constant)> Section 3.7.1.5 Cr KcE 0.30!Constant)> Section 3.7.1.5 Cf fbj, Cf(FIL 1997 NDS Cb -(Varies) > Section 2.3.10 Bending Comp_Size Size Rei. - Cd(Fb) Cb Cd (Fc) Eq.3.7-1 NDS 3.9.2 Max.Wall duration duration factor factor use Stud Grade Width Depth Spacing Height Le/d Vert.Load Hor.Load <=1.0 Load ae Plate Cd (Flo)Cd Ec..2 Cf Cf Cr Fb Fc perp Fc E Fb' Fc Perp' Fc' FceW F'c fc fc/F'c fb fb/ in. in. in. ft. - - plf psf _ _plf -(b)_.(Fct .P..S) -psi -psi psi asl- psi psi psi -PsI ,___psi _._ .__._siF17_(1.fc/Fce) H-F Stud 1.5 3.5 16 7.7063 26.4 1095 9.71 0.9962 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 515.42 441.22 278.10 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 1.15 675 405 800 1,200,000 1,366 506 966 378.09 340.90 194.29 0.57 447.52 0.674 H-F Stud 1.5 3.5 12 9 30.9 1150 8.46 0,9969 2657.8 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 378.09 340.90 219.05 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 1.60 1.15 1.1 1,05 1.15675 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 3986.7 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 449.95 395.22 303.49 0.77 180.69 0.406 SPF Stud 1.5 3.5 16 7.7083 26.4 1080 9.71 0.9935 2091.8 1.60 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 8.46 0.9988 2091.8 1.60 1.15 1,1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 378.09 336.17 193.02 0.57 447.52 0.669 SPF Stud 1.5 3.5 12 9 30,9 1140_ 8.46 0,9944 2789.1 1.60 1.15 1.1 1.05 1.15 675 425 7251,200,0001,200,000 1,366 531 875.438 378.09 336.17 217.14 0.65 335.64 0.577 SPF Stud 1.5 3.5 16 8.25 28.3 975 8.13 0.9952 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 247.62 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 1,366 531 875.438 449.95 388.13 299.68 0.77 180.69 0.396 H-F#2 1.5 5.5 16 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 16 9 19.6 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 16 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 0.53 148.34 0.124 SPF#2 1.5 5.5 16 7.7083 16.8 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 1089.25 850.16 531.23 0.62 181.23 0.169 SPF#2 1.5 5.5 16 8.25 18.0 3287 8.13 0.4342 3287.1 1.60 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 1,366 531 875.438 144.26 139.02 17.78 0.13#ay1#/## 0.979 SPF#21.5 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 0.786 H-F#2 1.5 5.5 16 19 41.5 600 9.71 0.9901 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 226.94 220.14 96.97 0.44 927,02 0,796 • Page 1 • D+L+S+.5W CT#14189-Betahny Creek Falls I LOAD CASE I (12-15) 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+S+W/2 0_80(Constant)> Section 3.7_1_5 Cr KcE 0.30(Constant)> Section 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 Max.Wall duration duration factor factor use Stud Grade Width Depth Spacing Height Le/d Vert.Load Hor.Load <_1.0 Load t 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 fb/ in. In. in. ft. plf psf --_ pif (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 26.4 1335 4.855 0.9935 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 515.42 441.22 339.05 0.77 188.39 0.403 H-F Stud 1.5 3.5 16 9 30.9 970 4.23 0.9923 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 378.09 340.90 246.35 0.72 223.76 0.470 H-F Stud 1.5 3.5 12 9 30.9 1380 4.23 0.9976 2657.8 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 378.09 340.90 262.86 0.77 167.82 0.403 H-F Stud 1.5 3.5 16 8.25 28.3 1195 4.065 0.9960 1993.4 1.60 1.15 1.1 1.05 1.15675 405 800 1,200,000 1,366 506 966 449.95 395.22 303.49 0.77 180,69 0.406 H-F Stud 1.5 3.5 12 8.25 28.3 1680 4.065 0.9990 2657.8 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 449.95 395.22 320.00 0.81 135.51 0.343 H-F Stud 1.5 3.5 8 8.25 28.3 2665 4.065 0.9999 3986.7 1.60 1.15 1,1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 449.95 395.22 338.41 0,88 90.34 0.267 SPF Stud 1.5 3.5 16 7.7083 26.4 1315 4.855 0.9907 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 515.42 431.52 333.97 0.77 188.39 0.392 ------ ._......._ ._.. -._....__......_- �..- _......._..._-- SPF Stud 1,5 3.5 16- 9 30.9 965 4.23 0.9970 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,0001.366 531 875.438 378.09, 336.17 245.08 0.73 223.76 0,466 SPF Stud 1.5 3.5 12 9 30.9 1370 4.23 0.9990 2789.1 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 378.09 336.17 260.95 0.78 167.82 0.396 SPF Stud 1.5- 3.5 16 8.25 28.3 1180 4.065 0.9922 2091.8 1.60 1.15 1.1 1.05 1.15675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 299.68 0.77180.69 0.396 SPF Stud 1.5 3.5 12 8.25 28.3 1660 4.065 0.9973 2789.1 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 316.19 0.81 135.51 0.334 SPF Stud 1.5 3.5 8 8.25 28.3 2630 4.065 0.9969 4183.6 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 333.97 0.86 90.34 0.257, H-F#2 1.5 5.5 16 7.7083 16.8 3132 4.855 0.3001 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 76.29 0.059 H-F#2 1.5 5.5 16 9 19.6 3132 4.23 0.4544 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 90.61 0.089 H-F#2 1.5 5.5 16 8.25 18.0 3132 4.065 0,3479 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 73.17 0,062 • SPF#2 1.5 5.5 I 16 7.7083 16.8 3287 4.855 0.3304 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 76.29 0.057 SPF#2 1.5 5.5 16 9 19.6 3287 4.23 0.4750 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 0.62 90.61 0.085 SPF#2 1.5 5.5 16 8.25 18.0 3287 4.065 0.3750 3287.1 1.60 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 73.17 0.059 SPF Stud 1.5 3.5 16 14.57 50.0 255 4.23 0.9959 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 64.76 0.47 586.43 0.779 • SPF#2 1.5 5.5 I16 19 41.5 935 4.855 0.9925 3287.1 1.60 1.15 1.3 1,10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 244.40 235.32 151.11_ 0.64 463.51 0.580 H-F#2 1.5 5.5 16 19 41.5 865 4.855 0.9970 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 226.94 220.14 139.80 0.64 463.51 0.594 Page 1 D+L+S+.7E CT#14189-Betahny Creek Falls. I LOAD CASE I (12-16)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 -_-W - Ke ^_1.00 Design Buckling Factor D+L+S+EH.4 ---- ,_� c 0.80(Constant)> `.Section 3.7.1.5 Cr KcE 0.30(ConstantL> Section 3.7.1.5 Cf Fb C( 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 Max.Wall duration duration factor factor use Stud Grade Width Depth Spacing Height Le/d Vert.Load Hor.Load <=1.0 Load 6..fate Cd(Fb�Cd(Fc) Cf Cf Cr Fb _Fly_e.r.p. Fc E Fb' Fc perp' Fc" Fce Fc fc fc/F'c fb fb/ in. in. in. ft. plf- 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 26.4 1415 3.57 0.9983 1993.4 1.60 1.15 1.1 1.05 1.15 1 675 405 800 1,200,000 1,366 506 966 515.42 441.22 359.37 0.81 138.53 0.335 H-FStud 1.5 3.5 16 91 30.9 1010 3.57 0.9960 1993.4 1.60 1.15 1.1 1.05 1.151 675 405 800 1,200,000 1,366 506 966 378.09 340.90'', 256.51 0.75_188.85 0.430 H-F.Stud 1.5 3.5 12 91 30.9 1420 3.57 0.9937 2657.8 1.60 1.15 1.1 1.05 1.15J 675 405 800 1,200,0001,366 506 966 378.09 340.9 270.48 0.79 141_63 0.364 H-F.Stud 1.5 3.5 16 8.2528.3 1225 3.57 0.9961 1993.4 1.60 1.15 1.1 1.05 1.151_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 8.251 28.3 1710 3.57 0.9947 2657.8 1.60 1.15 1.1 1.05 1.15 j 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 L 675 405 800 1,200,000 1,366 506 966 449.95 395.22 342.86 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 1,366 531 875.438 378.09 336.17 253.97 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 1.15 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 1,366r" 531 875.438 449.95 388.13 307,30 0.79 158.68 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 4183.6 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 0.2644 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 1011.45 837.57 506.18 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 64.26 0.055 SPF#2 . 1.5 5.5 16 7.7083 16.8 3287 3.57 0.3154 3287.1 1.60_LL 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 19.6 328/ 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 0.62 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 1296.30 945.38 531.23 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 1644.5 226.94 220.14 152.73 0.69 340.83 0.513 • Page 1 180'1Zekerson St. / /MIMI ENGINEERING Suite 302 Seattle,WA 98109 A ____,_,..::',..,_L .._____,bate, . 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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 ,w l'' : t 7 6 averton A r s ILake Oswe ' �' yam ; Rea "�.N � I H��`G "•- o. 1< 3g City M hem ' .� ;I AMERICA T :=la + . § Ft uest .,....0'2> 15 Mapi# -''' t d f f *Q4sest USGS—Provided Is utput Ss = 0.972 g SMS = 1.080 g Sos — 0.720 g Si = 0.423 g SMS = 0.667 g Sp, = 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 SO 1.10 _ '23 0 ZS 0.C4 .500.11 . S. 0.44 Ttili 040 040 0 44 0.33 . a> 0:3 .,. 022 0.15 0.11 0,02 0.00t1. t.4 1. 1.�0 1.. 1- t1 •1_s 0.0 '0.,0 40 0. 0401.00 1.20 1.40 140 1. 0 2.00 Ptr od T(sec) Ptis od T(s4tc) 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#: CT#14252 Plan 3413 Step# 2012 IBC ASCE 7-10 ............. .... ..... ................................................... 1. RISK CATEGORY TYPE= II Table 1604.5 Table 1.5-1 :............::.:................................. OCCUPANCY CATEGORY ................................................. ........................... .......................................... 2. IMPORTANCE FACTOR IE= 1.00 Section 1613.1 ->ASCE Table 1.5-2 3. Site Class-Per Geo. Engr. S.C. = D 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 Figure 1613.3.1(1) Figure 22-1 5. 1.0 Sec. Spectral Response Si= 0.;50 Figure 1613.3.1(2) Figure 22-2 Latitude= Varies N Longitude= Varies W ................ http://earthquake.usgs.gov/research/hazmaps/ http://earthquake.usgs.qov/designmaps/us/application.php ........................... ................................................. ..................................................... 6. Site Coefficient(short period) Fa= 1.06 Figure 1613.3.3(1) Table 11.4-1 7. Site Coefficient(1.0 second) Fv= 1 50 Figure 1613.3.3(2) Table 11.4-2 SMs=Fa*Ss SMS= 1.17 EQ 16-37 EQ 11.4-1 SM,= Fv*S1 SM,= 0.75 EQ 16-38 EQ 11.4-2 SDs=2/3*SMS Sips= 0.78 EQ 16-39 EQ 11.4-3 SD,=2/3*SM, 5D1= 0.50 EQ 16-40 EQ 11.4-4 . ................ .. .... ................................................ 8. Seismic Design Category 0.2s SDCs= D Table 1613.3.5(1) Table 11.6-1 9. Seismic Design Category 1.0s SDC, = D : Table 1613.3.5(2) Table 11.6-2 10. Seismic Design Category SDC= D Max. Max. 11. Wood structural panels, - - N/A Table 12.2-1 12. Response Modification Coef. R= 6.5N/A Table 12.2-1 ....... ....... .. . 13. Overstrength Factor no= 3,0 N/A Table 12.2-1 14. Deflection Amplification Factor CD= 4 0 .' 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 Farce - 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 SDS= 0.78 h„ = 18.00(ft) ... .. ................. SD,= 0.50 x = 0.75 ASCE 7-05(Table 12.8-2) R= 6.5 Ct=• 0.020 ASCE 7-05(Table 12.8-2) IE= 1.0 T= 0.175 ASCE 7-05(EQ 12.8-7) ................................................. S1= 0.50 k = • 1ASCE 7-05(Section 12.8.3) ................................................ TL= 6 ASCE 7-05(Section 11.4.5:Figure 22-15) Cs=SDs/(R/IE) 0.120 W ASCE 7-05(EQ 12.8-2) Cs=Sul/(T*(R/IE)) (for T<TL) 0.440 W ASCE 7-05(EQ 12.8-3)(MAX.) Cs=(SD,*TO/(T2*(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 S,)/(R/IE) 0.038 W ASCE 7-05(EQ 12.8-6)(MIN.if S1>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„X = DIAPHR. Story Elevation Height AREA DL w; w, *h;k wX *11,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 2nd 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 Fp„ = DIAPHR. F; E F. w; E w. FPX = EFj*w 0.4*SDS*1E*w, 0.2*SDS*1E*wp LEVEL (kips) (kips) (kips) (kips) (kips) Ew; Fp, Max. FPX 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)= 3000'.__.3000''ft. Roof Plate Ht.= 18.00 18.00 Roof Mean Ht.= 24.00 24.00 ft. -- Building Width= 34.0 43:0 ft. V ult. Wind Speed 3 Sec.Gust= 120 120 mph Figure 1609 Fig. 26.5-1A thru C V asd. Wind Speed 3 Sec.Gust 93 93.„mph (EQ 16-33) Exposure Iw 1.0 10` N/A N/A Roof Type= Gable.:; Gable` Ps3o A= ;!28., .psf Figure 28.6-1 Ps3o B 4.6 4;6 psf Figure 28.6-1 Ps3o c= 20.7 psf Figure 28.6-1 Ps3o o= • 4.7 4:7�.psf Figure 28.6-1 A= 1 00 1 00: Figure 28.6-1 Ke= 1.00 1.00; Section 26.8 windward/lee= 1.00 1.00(Single Family Home) X*Ke*l : 1 1 Ps=N*Kzt*I*psso= (Eq.28.6-1) Ps A= 28.60 28.60 psf (LRFD) (Eq.28.6-1) PSB = 4.60 4.60 psf (LRFD) (Eq.28.6-1) Ps c = 20.70 20.70 psf (LRFD) (Eq.28.6-1) Ps o= 4.70 4.70 psf (LRFD) (Eq.28.6-1) PsA and c average= 24.7 24.7 psf (LRFD) P5 B end p 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-> t 00; 1.00 0 89 0 89: 16 psf min. 16 psf 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 AF= 850 AF= 1005 13.6 16.1 V(n-s)= 12.45 V(e-w)= 14.84 kips(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-VV) 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(n-s). 13.60 V(e-w)= 16.08 kips kips kips(LRFD) kips(LRFD) DESIGN WIND-Min./Part 2/Part 1 ASD Wind(N-S)(LRFD) Wind(E-W)(LRFD) Wind(N-S)(ASD) Wind(E-W)(ASD) 0.6*W 0.6*W 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 4.3P CT PROJECT#: CT#14252: Plan 3413 SHEATHING THICKNESS tsheathing = 7/16" i NAIL SIZE nail size= 0.131" dia.`X 2.5"long 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 s allowable V wind V w allowable (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) I -- 0 1 0 1 P6TN 150' 150 150; 150 P6 520 242 730 339 P4 760; 353 ! 10'65 495 P3980: 456 1370 637 P2 ' 1280 595 1790 832 2P4 1520'' 707 2130' 990 2P31960' 91127,40; 1274 2P2 ` 2560! 1190 3580• 1665 N.G. 10000 4650 10000 4650 GYPSUM THICKNESS tsheathing = 1/2" NAIL SIZE nail size= 1 1/4"long No.6 Type S or,W 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 wallowable 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: -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 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 eff. C 0 w dl V level V abv.V level V abv. 2w/h v i Type Type v r OTM ROTM Unet Usum OTM ROTM Unet Usum Usum 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) 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 • E?f: ' left 20 0.0 .0 .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 0.0 1x00 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 eft 3 274 1i2 0 1'6 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 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 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. rightl** 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 D 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 rglat3** 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 Extright4 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. rights 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 0 0.0 0.D 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.D 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=L eff. 5.22 0.00 3.58 0.00 EVmnd 5.22 EVEQ 3.58 Notes: * denotes with shear transfer ** denotes perferated shear wall iSB denotes iSB Shear Panel SHEET TITLE: LATERAL N-S(front to back-up/down) CT PROJECT#: CT#14252:Plan 3413 Diaph.Level: 2nd ........................ ...................... Panel Height 1i0ft. Seismic V i= 2.53 kips Design Wind N-S V i= 2.94 kips Max.aspect= 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 pc= 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 eff. C o w dl V level V abv. V level V abv. 2w/h v i Type Type v i OTM ROTM Unet Usum OTM ROTM Unet Usum Usum HD (sqft) (ft) (ft) (kit) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext. left'1 730 34.0 40.0 1.00 0.15: 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,: left2 !.0 00 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 0 00 00 1.00 0.001' 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'* 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 0.53 0.00 0.00 0.00 0.78 0.78 0 0 0 0 0 1.00 0.0.0' 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 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 0.00 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 00 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 00 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. rightl** 730 40.0 40.0 0 89 0.1;5:: 1.47 2.61 1.27 1.79 1.00 1.00 86 P6TN P6TN 115 30.56 59.40 -0.73 -1.83 40.80 72.00 -0.79 -2.03 1.76 peri 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 00 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 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 0.00 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 Exf right4 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 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 i0 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 0.00 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 a o 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 0.00 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 0 00 Oso 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 00 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 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 -... - 0 00 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 0 0 10.00: 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 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 74.0 69.6=L eff. 2.94 5.22 2.53 3.58 1.00 EVnd 8.16 EVEQ 6.11 Notes: * denotes with shear transfer ** denotes perferated shear wall iSB denotes iSB Shear Panel 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 kips Min.Lwall= 2.57 ft. (0.6-0.14Sds)D+0.7 p Qe 0.6D+W per SDPWS-2008 p c= 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 eff. C 0 w dl V level V abv. V level V abv. 2w/h v i Type Type vi OTM ROTM Unet Usum OTM ROTM Unet Usum Usum HD (sqft) (ft) (ft) (kif) (kip) (kip) (kip) (kip) p (pIO) (pif) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) • Front :BR2* 263 6.8 12 3 1:.00 0.:151 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 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" 329 8.7 ▪ 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* 1:38 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 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 l<IT 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 a. 0.0 o.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 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 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 Rear MSIR, 7:30 . •18.0 20.0 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 0.00 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 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 D.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 1.00 0.00''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 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 O OQ 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 0.00 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 0.00 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 o oa 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 OA 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.o 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 D.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 0.00 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 37.4 37.4=L eff. 5.94 0.00 3.58 0.00 V,thfd 5.94 EVEQ 3.58 Notes: denotes with shear transfer • ** denotes perferated shear wall iSB denotes iSB Shear Panel SHEET TITLE: LATERAL E-W(side to side-left/right) CT PROJECT#: CT#14252:Plan 3413 Diaph.Level: 2nd Panel Height 10 ft. Seismic V i= 2.53 kips Design Wind E-W V i= 3.72 kips Max.aspect 3.5!SDPWS Table 4.3.4 Sum Seismic V i= 6.11 kips Sum Wind E-W V i= 9.65 kips Min.Lwall= 2.86 ft. (0.6-0.14Sds)D+0.7 p Qe 0.6D+W per SDPWS-2008 pL= 1.00 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. EQ. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LDL eff. C 0 w dl V level V abv. V level V abv. 2w/h v i Type Type vi OTM ROTM tine Usum OTM RoTM Unet Usum Usum 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 ABWP 0 3 0 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 0.00 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 ABWP 0 3'0 14.2 1..00 0.1,5',: 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' pdr 0 30 80 1.00 0.1'5; 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 0._D 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 0.00 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 0.00 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 00 1.00 0.0,0; 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 Gar Rear 1075 14;0 16,0 1.00 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 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 Rear Dining 128 4 5 8'0 1.00 0.30,: 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 128 43 80 1.00 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.` 129 50 1 TO . 1.00 0.90;; 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 00 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 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 0 00 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 0 00 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 0 010 00 1:00 D.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 00 04 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 0.00 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 0.00 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 00 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 0 00 00 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 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 o-.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 i0• Oro 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 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 EVwind 9.65 EVEQ 6.12 Notes: "' denotes with shear transfer ABWP Alternate Braced Wall Panel-2308.9.3.2 5* denotes perferated shear wall iSB denotes iSB Shear Panel JOB#: CT#14252:PIan;3413 SHEARVIlALL WITH FORCE TRANSFER ID Front Upper BR2' Roof Level w dl150 If • ................................. 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 Of °H head= v hdr w= 108.6 plf H:,;.::::71'.083-1,•:::!\i Fdragl eq= 181 F2 eq= 181 A Fdrag1 w= '9 F2 299 H pier= v1 eq= 118.4 p/f v3 eq= 118.4 plf P6TN E.Q. .................................. 4 0 vl w= 195.9 p/f 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 o UPLIFT 150 456 Up above 0 0 UP sum 150 456 HIL Ratios: L1= L2= 5:5 L3= ' 3'4 Htotal/L= 0.74 Hpier/L1= 1.17 a 1)1,4 Hpier/L3= 1.17 L total= 12.3 feet JOB#: CT#14252 Plan,3413 i ;' SHEARWALL WITH FORCE TRANSFER ID: Front Upper BR1* Roof Level w d!= 150. plf V eq 1010:01; pounds V1 eq= 505.0 pounds V3 eq= 505.0 pounds V w= i 1370.0 pounds V1 w= 685.0 pounds V3 w= 685.0 pounds —__•,. ► v hdr eq= 66.6 plf AH head= v hdr w= 90.4 plf ;:1 0.83.,.;.';::W Fdragl eq= 217 F2 eq= 217 A Fdragl w= 't4 F2 -294 H pier= v1 eq= 116.6 p/f v3 eq= 116.6 p!f P6TN E.Q. .................................. ................. 50 v1 w= 158.2 p/f v3 w= 158.2 plf P6 WIND feet H total= 2w/h= 1 2w/h= 1 9.083 ® Fdrag3 eq= F4 e.- 217 feet A Fdrag3 w=294 F4 w=294 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 66.6 plf P6TN 3 0 EQ Wind v sill w= 90.4 p/f P6TN feet OTM 9174 12444 R OTM 8466 10342 r UPLIFT 49 145 Up above 0 0 UP sum 49 145 H/L Ratios: L1= 4...1 L2= 6E'5 L3= 43 Htotal/L= 0.60 r s 4 4 ► Hpier/L1= 1.15 Hpier/L3= 1.15 L total= 15.2 feet ia- 9 JOB#: CT#14252:Plan'3413 SHEARWALL WITH FORCE TRANSFER ID. Front Upper Loft"; Roof Level w dl 150;; p/f V eq 340.0;! pounds V1 eq= 170.0 pounds V3 eq= 170.0 pounds V w= 560.0pounds V1 w= 280.0 pounds V3 w= 280.0 pounds v hdr eq= 52.3 plf 4 H head= A ' I v hdr w= 86.2Ip/f 1083 v Fdragl eq= 65 F2 eq= 65 Fdragl w= 98 F2 - 108 H pier= v1 eq= 85.0 plf v3 eq= 85.0 plf P6TN E.Q. ........ ........ 4.0 i 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 p/f P6TN 4.0 EQ Wind v sill w= 86.2 p/f P6TN feet OTM 3088 5086 R OTM 1556 1901 w UPLIFT 263 546 Up above 0 0 UP sum 263 546 H/L Ratios: L1= 2.0 L2= `25 L3= ':20 Htotal/L= 1.40 Hpier/L1= 2.00 d �I 41 s Hpier/L3= 2.00 L total= 6.5 feet JOB#: CT#14252:Plan3413SHEARWALL WITH FORCE•TRANSFER ID:•Rear Upper MBR* Roof Level w dl 150 p/f ..... ..... .. . . V eq 1790:0! pounds V1 eq= 1481.4 pounds V3 eq= 308.6 pounds V w '2970.0, pounds V1 w= 2457.9 pounds V3 w= 512.1 pounds ► ► v hdr eq= 64.5 plf ► A H head= A 1 v hdr w= 107.0 plf 1 083 IvFdragl eq= 320 F2 eq= 67 AFdragl w= :1 F2 -111 H pier= v1 eq= 82.3 plf v3 eq= 82.3 plf P6TN E.Q. ..................................... 4':,{31.:H.:!:: vJ w= 136.6 plf v3 w= 136.6 plf P6TN WIND feet H total= 2w/h= 1 2w/h= 1 9.0837 Fdrag3 eq= • F4 e.- 67 feet A Fdrag3 w=531 F4 w= 111 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 64.5 p/f P6TN 4 0 EQ Wind v sill w= 107.0 plf P6TN feetOTM 16259 26977 R OTM 28368 34653 • o _ UPLIFT -447 -283 Up above 0 0 UP sum -447 -283 H/L Ratios: L1= 18.0 L2= 6:0 L3= 3:8 Htotal/L= 0.33 _ Is- Hpier/L1= 0.22 Is 14 Hpier/L3= 1.07 L total= 27.8 feet JOB#: CT#14252.Plan:3413 i 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 D D v hdr eq= 50.0 plf 0 H head= A v hdr w= 80.0 plf '2 083_ v Fdragl eq= 300 F2 eq= 300 A Fdragl w= •;0 F2 480 H pier= vi eq= 170.0 plf v3 eq= 170.0 pif P6 E.Q. 5.0 v1 w= 272.0 plf v3 w= 272.0 plf P6 WIND feet H total= 2w/h= 1 2w/h= 1 10.083v Fdrag3 eq= %8 F4 e.- 300 feet A Fdrag3 w=480 F4 w=480 2w/h= 1 H sill= 1(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 v UPLIFT -127 43 - Up above 0 0 UP sum -127 43 H/L Ratios: L1= 2.5• L2=s 120 L3= 2;5 Htotal/L= 0.59 a a It.a P Hpier/L1= 2.00 p Hpier/L3= 2.00 L total= 17.0 feet JOB#: CT#14252:Plan 3413J'.. SHEARWALL WITH FORCE TRANSFER ID: Rear Lower KIT' Roof Level w di= p/f V eq 820.0 pounds V1 eq= 474.7 pounds V3 eq= 345.3 pounds V w=.... . 1320.0; pounds V1 w= 764.2 pounds V3 w= 555.8 pounds v hdr eq= 56.6 plf ► A H head= A I v hdr w= 91.0 Of 2 083 ;'v Fdragl eq= 164 F2 eq= 119 Fdragl w= .•4 F2 - 192 H pier= v1 eq= 86.3 plf v3 eq= 86.3 plf P6TN E.Q. .............................. 5 0 vl w= 138.9 plf v3 w= 138.9 plf P6TN WIND feet H total= 2w/h= 1 2w/h= 1 10.083 . Fdrag3 eq= F4 e.- 119 feet A 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 0 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 H/L Ratios: L1= 5.5; L2= 5'.0 L3= 4.0 Htotal/L= 0.70 t I. 4 4 ► 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) Shearte•M(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 l.oading(a,1,,',d) (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 1.. 2'to 18'rough width of opening per wind design min 1000 lbf for single or double portal i on both sides of opening Pon = N _ opposite side of sheathing Pony1.111 „ wall , height . Mi ,?-1.,,,,,,...,-.•... /.� 3 Fasten top plate to header ra 3"sr 1+`1;i 4'nei 4ieacler with two rows of 16d • " "- eteel heaer j do£t altawed P i sinker nails at 3 o.c.typ • Fasten sheathing to header with 8d common or Min.3/8"wood structural 12' galvanized box nails at 3"grid pattern as shown s, /panel sheathing max total ., Header to jack-stud strap per wind design. wall 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. L'• height.One row of 3"o.c. in all framing(studs,blocking,and sills)typ_ nailing is required in each • • panel edge. . A Min length of panel per table 1 Typical portal frame e: construction h .. Min(2)3500 lb strap-type e hold-downs c P-typ .y z (embedded into concrete and nailed into framing) .4.. fir, c Min double 2x4 post(king : Vi‘,., i- and jack stud).Number of i, 33 —Min reinforcing of foundation,one#4 bar _ st•_ jack studs per IRC tables %' top and bottom of footing.Lap bars 15"min. �: I; R502.5(1)&(2). E. Itly '.!!!! .'.!.!,..:',._1!''::],a:E•';:-:.:.''''ilZi.!:i::•::g:!igliill'ig!''!:0.2..M:::',':AFI:;::SligninigligilitligElliitinifiiiVi.§•,•K:;;:,j2i.alt:i:i::8.4.1 ji.!!!!:.::r!i::11'4.1',-11 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 installedper IRC R403.1.6– concrete and nailed into framing) with 2"x 2"x 3/16'plate washer 2 ©2014 APA–The Engineered Wood Association J1 MAIN 11-30-15 r,,' Roserrours, 8:04am A Forest Products Company 1 of 1 CS Beam 4.21.0.1 lonBearnEngine 4.13.8.1 Materials Database 1534 Member Data Description: Member Type: Joist Application: Floor Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 12 PSF Deck Connection: Glued& Nailed Filename: Beam1 _s F`��-,,"�•1.,;»...?�?6 uSFy'°`S' 2. t : a1gx1 , F:m 3 ?AAA A=s -..,m t' ... oar xa�,�ac`�s=e.�:_ �..a;,:.:uti. .n.o-r;�.+.�e-��«�+.,:..��..:e�.�:nw�.;. �!.a.sa ��-::�-.' y,-=•-....._,.- ...�:.,,.M..s��r�.�x.=^F�=.ate.-_�, +��s.-.K, / T 12 7 0 Q � 12 7 0 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall DFL Plate(625psi) N/A 1.750" 441# -- 2 12' 7.000" Wall DFL Plate(625psi) N/A 1.750" 441# -- Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Live Dead 1 339#(255p1f) 102#(76p1f) 2 339#(255p1f) 102#(76p1f) Design spans 12' 8.750" Product: 9 1/2°° RFPI-20 16°0°° O.C. PASSES DESIGN CHECKS Minimum 1.75"bearing required at bearing#1 Minimum 1.75"bearing required at,bearing#2 Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Lateral support is required at each bearing. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 1404.'# 2820.'# 49% 6.29' Total Load D+L Shear 441.# 1220.# 36% 0' Total Load D+L TL Deflection 0.2233" 0.6365" L/684 6.29' Total Load D+L LL Deflection 0.1717" 0.3182" L/889 6.29' Total Load L Control: LL Deflection DOLs: Live=100% Snow=115% Roof=125% Wind=160% :S1100:01 All product names are trademarks of their respective owners KAMI L HENDERSON EWP MANAGER St1'OIIT Copyright(C)2015 by Simpson Strong-Tie Company Inc.ALL RIGHTS RESERVED. PACIFIC LUMBER&TRUSS "Passing is defined as when the member,floor joist,beam or girder,shown on this drawing meets applicable design criteria for Loads,Loading Conditions,and Spans listed on this sheet.The design BEAVERTON,OREGON must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation according to the manufacturer's specifications. 503-858-9663 J2 MAIN 11-30-15 I ! ,, Roseburg8:05am A Forest Products Ciompatns 1 of 1 CS Beam 4.21.0.1 kmBeamEngine 4.13.8.1 Materials Database 1534 Member Data Description: Member Type:Joist Application: Floor Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 12 PSF Deck Connection: Glued& Nailed Filename: Beam1 w..K....,n,..wa..w ...na�a.w.:_.- ..,._..,.,xmrr... ..-m-ixx+.�...a..n v.x,.a,.:, fie.rn.a...:n...��,.....-x.-...-�......�:.+",a x...,m•.,3e....,sxEnxrva...+3.csd dcea....-..w.:..n....�..«..,.�,...w,..,d,...w:,sd..-a+^m-<w.sa<wexseem �,.,.,.:�3��.a'..w.. .+mt.3e^@s'�.shx,,.pye�.wa. _ Mxf-z, :kd. BK "'+F k / •h'6:MT a y,3>4£'.,k.` .�.�. `$ :8?;.q Y.� .ySw�'ay die y�'z F'' �1!'?k wK2'ffi.�ti;',::4;,` «'n&N7Y 48 'k°ge..� _ sa k ,A ,� '¢ �y"3-k �[d8..�48an:. � ,,.. ;s8, i: N e�..�q;6 w,`mac>. 4 '/ �;YXS k s >�';"x T ,,.� Va a4 ; .� Sa, e '2 4 5".'L t ..i La 4 Y" Sa d'4ed.J%' S Ai;;.�. RTA. .:S S' .8 M^.E „"9 �S::% .• T`.k,"....: d `ee$R aB^x fid. �{ a �'. fir° �. �>?�"'�a� s4��4Yg., �s�Os: .. ,�Y�ce-. °��, �t..a�., %'�s,�,�,. �3,; �at ..�'�='f�-,' 9'�'' -�ai�-:�; .;��..„�u�,5'i3"55h5 am,,,5,,..e�.<,.,,e.��"x't t s4�� `.',.e �, ,. s".,.,.#�s-u'.w°a`'.. ,�,-�3: „�'..,z€��? ?s, .��i.�8, e,,s,.e,:'s`«'a"a,a„�. �, .,u n�e.a� 4„0'+ �a,s �+. � ,:..o n.�? .*�a,$. 'Y::;.> ,„„,..t `aii:`�t:,w...:=,.er�,.,.kx,.„,..„....,,,,,. '#'�:= Wks<,. ins �;4'.rC n:�M,s+�l'rM:r.B.�f�.�^",SaP?.saaarS�k" ;,r.�..v..radm.�ap��m;ya�i�zp�dxi"aT Baa�.,:z.��i'o�.rSE.k.:R.�.�a.a�'asr�.,san,.a:s:xa8a� ,,,,-.),..----,....4� / / 10 3 0 10 6 0 13 3 0 // 34 0 0 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall DFL Plate(625psi) 3.500" 1.750" 315# -- 2 10' 3.000" Wall DFL Plate(625psi) 3.500" 3.500" 827# -- 3 20' 9.000" Wall DFL Plate(625psi) 3.500" 3.500" 991# -- 4 34' 0.000" Wall DFL Plate(625psi) 3.500" 1.750" 387# -- Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Live Dead 1 250#(187p1f) 66#(49plf) 2 658#(494p1f) 169#(126p1f) 3 773#(580plf) 218#(163plf) 4 302#(227p1f) 85#(64plf) Design spans 10' 0.375" 10' 6.000" 13' 0.375" Product: 9 1/2" RFPI-20 16.0" O.C. PASSES DESIGN CHECKS Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Lateral support is required at each bearing. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 1078.'# 2820.'# 38% 27.92' Odd Spans D+L Negative Moment 1178.'# 2820.'# 41% 20.75' Adjacent 2 D+L Shear 542.# 1220.# 44% 20.75' Adjacent 2 D+L End Reaction 387.# 1151.# 33% 34' Odd Spans D+L Int.Reaction 991.# 1775.# 55% 20.75' Adjacent 2 D+L TL Deflection 0.1609" 0.6516" L/971 27.92' Odd Spans D+L LL Deflection 0.1294" 0.3258" L/999+ 27.92' Odd Spans L Control: Max Int.React. • DOLs: Live=100% Snow=115% Roof=125% Wind=160% SIMPSON' All product names are trademarks of their respective owners KAM I L HENDERSON ` � EWP MANAGER St1'OngzTie Copyright(C)2015 by Simpson Strong-Tie Company Inc.ALL RIGHTS RESERVED. PACIFIC LUMBER&TRUSS "Passing is defined as when the member,floor joist,beam or girder,shown on this drawing meets applicable design criteria for Loads,Loading Conditions,and Spans listed on this sheet.The design BEAVERTON,OREGON must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation according to the manufacturer's specifications. 503-858-9663