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Specifications (20) 1�1a2� SLS �� c \U� CT ENGINEERING FEB 2 9 2016 Structural Engineers 180 Nickerson Street Suite 302 Seattle, 98109 INC. 206.285.4512 (V) 206 285 0618 (F) CITY Vis #15238 Structural Calculations River Terrace �o pRp, INF40 Plan 3410 Elevation D ;fa �y �REG�iNA, Tigard, OR 1111%s 22 �� `' 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 0 (2)2X8 HDR (2)2K8 HDR _ � a Q�, RB.31 I I R .d2 =Io • ;I .. I i1 •N ia II O 7 I `y ' GT.d1 t u(2 ' U U U UGT t,1 td U U ,. 0)r, ri 1 4I I TRUSSES AT 24"I O.C. TYPICAL Icc A 'U 4--••••••,, W N n____ott.f::::::::::::::::::::::::;-::-.K-..:;;:::::::.:::::,..::::...::::-.K...•:.:.i.....:: C) 45) ; .. n ..;,, -..::,1::::X.:::::•:::.::°:::::.7:7...:11.1...1.11.-..x.fr..y, -1. la c4 1 F. Jrt.r.{{ry GT.d4 • J........ ` :::a:::a , �J RB.d6 r.::::::`:::::::::r.:a3:�v:a.7Fi.il.v:%•.• F m 72XB HDR 031111M. 0 J GT.d2 .•.• ::. • J •c.:•:.•.•.•;:.:.a RB.d6 J J 4c.'71.••••••••::::::.. ADsim. N ID' )2x� J �.�..,., / v RB.dS w«...r r— J/ 4---(�)2---X DR �•��'4 A Plan 3410D ROOF FRAMING PLAN 1/4"=1'-0" FRENCH REVIVAL S82 40 51.2 MST37 MST37- „. 8 1 • J ` 0 G I E K� I 1 I g I r a TSIDEHIS t I 0 TSIDEHIS ti , _ 1 1 '. AIM r I J � L CI I- I I I MST37 MST37 CD511..2 F• MST37 MS137 I AI Itir P6 el MS137 MST37 8 S1.2 Plan 3410D UPPER LEVEL SHEARWALLS 1/4"=1'-0" FRENCH REVIVAL S12 „_.._. STHD14 STHD14 "°"` ,., ;y 6 4X10 HDR STHa 4 ® 4X10 HDR S p a '''z.:':':'-i.'"' HD', XS HU12 Fit j, I s 1 IT. `1 (2) KING STUBS le= l_ _) i EACH SCUD SIE 0' N. N C 1, FIS(TJRES ABO I J41 �1 Ql -,E was I K ---> !3. Cl'ABOVE 'I N Gr ABOVE; O i a 1 ; S f H I \ , -:'!1,T-d ed.oYo a N o w �.I t1 1!°b' ,. r 8 (r 1 " FIXTURES ,, Lit, ABO'_ 2 I NI jIj I- -BEING WALL ..;. -1 ." i / L'S 3YZXi 9 _.._... 1_ I� QQ I Q3 La 3'4X14 FB 1 THIS — . '. "_ ea- SIDE II o 1 1. B.7 I I r--- 'E�- - f\- _-- It.____-„--,..___KIJ6 is Il I1 I 1 , - \ s$1IVR /IIZ IN eY I1U),.�`IDE it :if I I wlN - SIDE 11 I I (� i I A FRAMING/ 1I x -- I 'I I I 1 _Ld.1 hi, i 6X2 ' \ ../B.8 \ ../. J .. U B u..... 014 ,, SRHD14 , CSL.134X14 FB 7 \\/ Ii i 2X8 0 16 O.C. • © 4 v i . TOP OF CLOSET , x.ww n I GT ABOVEIl ! / //D.9`\1 GT ABOVE : J L _J Al s a , . ® 1 tatC.f.3t 1 2 / € C) 1 ;itT 1 E Ag N _LGT ABOVE I 171M I tiOAD ~ lz 1 r1 / GT ABOVE I B.11 1 y'. vlo 0,. 'X 0 H1 .. 2]2X8 HDR ID FLOOR i SI- .4 18 P3 I " 3 TO RIM Q oI ,.. n S6.1 comm C 12 It I EXTEND ,.... �dT. 3K>.14ILI. ..1. ! . ..mo P CHORD '13:14---. f STHD14 / STHD14 1 `'�� ® STRUCTURALFACISA ® 1 1.41 1CF�)) - - 10 I B ..8 I $.20 • A10 '.: I (2�)O8 HCR F R 11, 4X4 1 L- L._. - - - J ®' etryi\ 2X ROOF FRAMING 0 24" O.C. PLATE HEIGHT AT SEE SHEET A9 UPPER LEVEL: 8'-1" FOR WINDOW ° PLATE HEIGHT AT HEADER HEIGHTS. MAIN LEVEL: 9'-1" MAIN LEVEL SHEARWALLS Plan 3410D UPPER LEVEL FLOOR FRAMING 1/4"=1'-0" FRENCH REVIVAL . „ .., • • 1.3-6Y2 4.-6 17.-0" I • 5"jr .3.-6" I 6" • . 1I r THICKENED 7 16 1 SLAB EDGE 02 -c,- c) OCONC. StAB ., , STHD 14aidw- oi iA D14"- ,.,,,i '• If, ' 'X-1.4:,..ty- milircarl %' I• ,: ., I----4.-I ..r ' I-------,-I , , rl- I : I : 1 t --! &4 (...... 74- — ---1 ' 111 - 55 kL5 q.:5 5 b In' „..„, ... it 18X18X10 FTG ..,.... 4.--- (2) #4 EA. WAY rr . ---'- 1 TYP. U.N.O. - J L I_.1 t, /. I - 4 1 ' b To 9W1iTaIrS , _ 1 W 16" O.C. U.N.O. - -.., , o L 4._.! . ' 114 - , .... .. -, ...I., r"I INSTAI I SYSTFM TO . x 51 < COED • ALLOW ADEQUATE _ 1---I-• I 51 4 m DRAINAGE BENEATH -121/2 7 -T l>. 1 SLAB ON GRADE AND _ t CRAWL SPACE in 7 CONDITIONS L .1 ....,05T3u0:3140X1 0 7,,-G ..., .„ , ,,. . ,..... 1 2'-63/4.4 3.-8Y41 4._rW/(3) #4 EA.WAY9'-03/4" WALL f_ rOST UP ' THIS - .. .......... ... I- 1 -1_Wz FTG._ - -1 --": , SIDE THIsCD _ I POST UP--4----.>4.. 14e gry'' 2 -41 ' t''571-tt r— SIDE i 1 L'._L105L_ _ .7---% L_ i 7 1— ..1 ' ..i._,... <'N' 1.1_ ' ' '1 I trACsEs r 1 i , .1 =.,. L -1-- * 1 1L 2'--5.5" \L- ..- L-12½ 1 '''',‘, -1 1 I 64- I POST UP 11 STHD14 ell(t) , STHD14 i --T.- i. , ,... ,..",.., ..-.., / , , ...t, . , 1 C-J arc 31/2" CON . SLAB - - . -r"—i , co 9 ,,, POSTUP__ - .4:f1* I POST UP I -r-. n .- 71•3' 11 .. Li el . _.i POST UP---'4 I 11—:'‘,•',H.• -...,-... :. ..._ POST UP „ ... 19.-5)/2" ' , .... „ POST 1:P - LSL .3)X9), r , 0 18 S6.1 :ii:* -.1 IV ',, -.-1 .1., •. • •,.. 1 • . 1 - -.I A' STRAP,/ I 4 . -- , ,, - irv'T-1 ..... . r- r- --,.$9 , I )0 -11 1 1 ' — ' - I FIXTURE 1 I 7 ,—, < - 7 I / ABOVE I 3} aØ4C 1 I. STHD14 I-----,-----, ',ST-014 I I-L.,, 0 • ' , , „ 0 I 1 -...", I 1 ) I --e- - -1- J ' r--- i swpE 2,2,.„..,......,, ,, igh ,_, , i. --- -7-ABU44 , '''' 55.5555J . ' -,.L.5.5'---•-----71/2" TOP . ...,,'"-:‘..•.--•,-,.. 4---... •strm e 1 1.-10", 16.-3" V-4/2% / 6,_,6-. ., e , 34.-0" Plan 3410D FOUNDATION PLAN 1/4"=1-0" FRENCH REVIVAL Title: PLAN 3410 Job# Dsgnr: TRE Date: 1:24PM, 20 OCT 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev:580006 User:KW-0602997 Ver 580,1-Dec-2003 Timber Beam & Joist Page 1 (c)1983-2003 ENERCALC Engineering Software 14252_Plan_3410.ECW:ROOF FRAMING Description 3410D GT REACTIONS Timber Member Information GT.d1 GT.d2 GT.d3 GT.d4 GT.dS GT.d6 Timber Section 3.125x21 3.125x9 3.125x9 3.125x13.5 3.125x10.5 3.125x21 Beam Width in 3.125 3.125 3.125 3.125 3.125 3.125 Beam Depth in 21.000 9.000 9.000 13.500 10.500 21.000 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade glas Fir,24F- Douglas Fir,24F- Douglas Fir,24F- Douglas Fir,24F- Douglas Fir,24F- Douglas Fir,24F- V4 V4 V4 V4 V4 V4 Fb-Basic Allow psi 2,400.0 2,400.0 2,400.0 2,400.0 2,400.0 2,400.0 Fv-Basic Allow psi 240.0 240.0 240.0 240.0 240.0 240.0 Elastic Modulus ksi 1,800.0 1,800.0 1,800.0 1,800.0 1,800.0 1,800.0 Load Duration Factor 1.150 1.150 1.150 1.150 1.150 1.150 Member Type GluLam GluLam GluLam GluLam GluLam GluLam Repetitive Status No No No No No No Center Span Data Span ft 34.00 14.75 8.00 22.00 8.00 34.00 Dead Load #/ft 75.00 60.00 30.00 30.00 150.00 30.00 Live Load #/ft 125.00 100.00 50.00 50.00 250.00 50.00 Dead Load #/ft 105.00 45.00 45.00 Live Load #/ft 175.00 75.00 75.00 Start ft 3.000 16.000 End ft 8.000 22.000 12.000 Point#1 DL lbs 445.00 650.00 545.00 940.00 LL lbs 740.00 1,080.00 905.00 1,565.00 @ X ft 3.000 16.000 5.000 12.000 Results Ratio= 0.5778 0.4484 0.4268 0.5931 0.4329 0.7106 Mmax @ Center in-k 346.80 52.21 49.70 155.37 68.61 426.53 @ X= ft 17.00 7.37 3.20 15.93 4.99 11.97 fb:Actual psi 1,509.9 1,237.7 1,178.1 1,636.8 1,194.9 1,857.0 Fb:Allowable psi 2,613.1 2,760.0 2,760.0 2,760.0 2,760.0 2,613.1 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 70.3 56.9 78.0 90.6 98.8 87.8 Fv:Allowable psi 276.0 276.0 276.0 276.0 276.0 276.0 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 1,275.00 442.50 562.19 544.09 804.37 1,562.94 LL lbs 2,125.00 737.50 935.94 905.91 1,339.37 2,603.82 Max.DL+LL lbs 3,4-00.00 1,180.00 1,498.12 1,450.00 2,143.75 4,166.76 @ Right End DL lbs 1,275.00 442.50 647.81 1,035.91 940.62 937.06 LL lbs 2,125.00 737.50 1,079.06 1,724.09 1,565.62 1,561.18 Max.DL+LL lbs 3,400.00 1,180.00 1,726.87 2,760.00 2,506.25 2,498.23 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.519 -0.187 -0.050 -0.333 -0.042 -0.566 UDefl Ratio 785.4 946.6 1,931.7 792.9 2,262.0 720.9 Center LL Defl in -0.866 -0.312 -0.083 -0.554 -0.071 -0.943 UDefl Ratio 471.3 567.9 1,160.2 476.4 1,359.2 432.7 Center Total Defl in -1.385 -0.499 -0.132 -0.887 -0.113 -1.509 Location ft 17.000 7.375 3.936 11.704 4.128 16.048 UDefl Ratio 294.5 355.0 724.8 297.6 849.0 270.4 Title: PLAN 3410 Job# Dsgnr: TRE Date: 1:24PM, 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_3410.ECWROOF FRAMING Description 3210D ROOF FRAMING Timber Member Information RB.d1 RB.d2 RB.d3 RB.d4 RB.d5 RB.d6 RB.d7 Timber Section 2-2x8 2-2x8 2-2x8 4x10 2-2x6 2-2x8 2-2x8 Beam Width in 3.000 3.000 3.000 3.500 3.000 3.000 3.000 Beam Depth in 7.250 7.250 7.250 9.250 5.500 7.250 7.250 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade Help Fir,No.2 Hem Fr,No.2 Hem Fir,No.2 Hem Fir,No.2 Hem Fur,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 6.50 5.25 4.50 6.50 5.50 3.00 Dead Load #/ft 75.00 75.00 270.00 75.00 75.00 100.00 Live Load #/ft 125.00 125.00 450.00 125.00 125.00 60.00 Dead Load #/ft 270.00 Live Load #/ft 450.00 Start ft 1.000 End ft 4.500 Point#1 DL lbs 1,207.00 LL lbs 1,775.00 @ X ft 1.000 Results Ratio= 0.2944 0.4112 0.9656 0.8862 0.6595 0.2944 0.0701 Mmax @ Center in-k 9.07 12.67 29.77 40.43 12.67 9.07 2.16 @ X= ft 2.75 3.25 2.62 1.44 3.25 2.75 1.50 fb:Actual psi 345.3 482.3 1,132.7 810.1 838.0 345.3 82.2 Fb:Allowable psi 1,173.0 1,173.0 1,173.0 1,173.0 1,270.8 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 36.6 101.1 152.9 51.1 29.7 9.9 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 206.25 243.75 708.75 1,306.28 243.75 206.25 150.00 LL lbs 343.75 406.25 1,181.25 1,993.06 406.25 343.75 90.00 Max.DL+LL lbs 550.00 650.00 1,890.00 3,299.33 650.00 550.00 240.00 @ Right End DL lbs 206.25 243.75 708.75 845.72 243.75 206.25 150.00 LL lbs 343.75 406.25 1,181.25 1,356.94 406.25 343.75 90.00 Max.DL+LL lbs 550.00 650.00 1,890.00 2,202.67 650.00 550.00 240.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK .,,rte �,> �._, Center DL Defl in -0.012 -0.024 -0.037 -0.016 -0.056 -0.012 -0.001 UDefl Ratio 5,293.7 3,207.1 1,690.7 3,455.9 1,400.2 5,293.7 24,464.9 Center LL Defl in -0.021 -0.041 -0.062 -0.024 -0.093 -0.021 -0.001 UDefl Ratio 3,176.2 1,924.2 1,014.4 2,212.1 840.1 3,176.2 40,774.9 Center Total Defl in -0.033 -0.065 -0.099 -0.040 -0.149 -0.033 -0.002 Location ft 2.750 3.250 2.625 2.124 3.250 2.750 1.500 UDefl Ratio 1,985.1 1,202.6 634.0 1,348.8 525.1 1,985.1 15,290.6 Title: PLAN 3410 Job# Dsgnr: TRE Date: 1:25PM, 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 (01983 2003 ENERCALC Engineenng Software 14252 Plan 3410.ECW:Floor Framing Description 3410BD FLR FRMG 1 OF 3 Timber Member Information B.1 B.2 B.3 B.4 5.5 5.6 B.7 Timber Section 4x10 2-2x8 2-2x8 4x10 4x10 2-2x8 LVL:3.500x14.000 Beam Width in 3.500 3.000 3.000 3.500 3.500 3.000 3.500 Beam Depth in 9.250 7.250 7.250 9.250 9.250 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- Hein Fir,No.2 Hem Fr,No.2 Douglas Fir- Douglas Fir- Hem Fir,No.2 iLevel,LSL 1.55E Larch,No.2 Larch,No.2 Larch,No.2 Fb-Basic Allow psi 900.0 850.0 850.0 900.0 900.0 850.0 2,325.0 Fv-Basic Allow psi 180.0 150.0 150.0 180.0 180.0 150.0 310.0 Elastic Modulus ksi 1,600.0 1,300.0 1,300.0 1,600.0 1,600.0 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 1_9enter Span Data Span ft 5.50 3.50 3.00 6.50 5.50 3.00 14.00 Dead Load #/ft 150.00 150.00 180.00 180.00 15.00 15.00 165.00 Live Load #/ft 400.00 400.00 480.00 180.00 40.00 40.00 440.00 Dead Load #/ft 175.00 175.00 175.00 175.00 370.00 370.00 Live Load #/ft 125.00 125.00 125.00 125.00 450.00 450.00 Start ft End ft IIL■.. Results Ratio= 0.6222 0.5066 0.4204 0.6747 0.6405 0.3832 0.6691 Mmax @ Center in-k 38.57 15.62 12.96 41.83 39.70 11.81 177.87 @ X= ft 2.75 1.75 1.50 3.25 2.75 1.50 7.00 fb:Actual psi 772.7 594.3 493.1 838.0 795.5 449.5 1,555.7 Fb:Allowable psi 1,242.0 1,173.0 1,173.0 1,242.0 1,242.0 1,173.0 2,325.0 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 78.0 67.3 59.6 76.3 80.3 54.3 108.9 Fv:Allowable psi 207.0 172.5 172.5 207.0 207.0 172.5 310.0 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 893.75 568.75 532.50 1,153.75 1,058.75 577.50 1,155.00 LL lbs 1,443.75 918.75 907.50 991.25 1,347.50 735.00 3,080.00 Max.DL+LL lbs 2,337.50 1,487.50 1,440.00 2,145.00 2,406.25 1,312.50 4,235.00 @ Right End DL lbs 893.75 568.75 532.50 1,153.75 1,058.75 577.50 1,155.00 LL lbs 1,443.75 910.75 907.50 991.25 1,347.50 735.00 3,080.00 Max.DL+LL lbs 2,337.50 1,4.87.50 1,440.00 2,145.00 2,406.25 1,312.50 4,235.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.018 -0.009 -0.005 -0.039 -0.021 -0.006 -0.115 UDefl Ratio 3,643.1 4,740.5 6,891.5 2,020.6 3,075.3 6,354.5 1,461.3 Center LL Defl in -0.029 -0.014 -0.009 -0.033 -0.027 -0.007 -0.307 UDefl Ratio 2,255.2 2,934.6 4,043.8 2,351.8 2,416.3 4,992.8 548.0 Center Total Defl in -0.047 -0.023 -0.014 -0.072 -0.049 -0.013 -0.422 Location ft 2.750 1.750 1.500 3.250 2.750 1.500 7.000 UDefl Ratio 1,392.9 1,812.5 2,548.4 1,086.8 1,353.1 2,796.0 398.5 Title: PLAN 3410 Job# Dsgnr: TRE Date: 1:25PM, 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 3410.ECW:FIoor Framing Description 3410BD FLR FRMG 2 OF 3 Timber Member Information B.8 B.9 B.10 B.11 6.12 B.13 B.14 Timber Section 2-2x8 LVL:1.750x14.000 LVL:1.750x14.000 4x10 LVL:1.750x14.000 LVL:1.750x14.000 LVL:3.500x14.000 Beam Width in 3.000 1.750 1.750 3.500 1.750 1.750 3.500 Beam Depth in 7.250 14.000 14.000 9.250 14.000 14.000 14.000 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 Level,ISL 1.55E Douglas Fir- Level,LSL 1.55E Level,LSL 1.55E Level,LSL 1.55E Lards,No.2 Fb-Basic Allow psi 850.0 2,325.0 2,325.0 900.0 2,325.0 2,325.0 2,325.0 Fv-Basic Allow psi 150.0 310.0 310.0 180.0 310.0 310.0 310.0 Elastic Modulus ksi 1,300.0 1,550.0 1,550.0 1,600.0 1,550.0 1,550.0 1,550.0 Load Duration Factor 1.000 1.000 1.150 1.000 1.150 1.150 1.150 Member Type Sawn Manuf/Pine Manuf/Pine Sawn Manuf/Pine Manuf/Pine Manuf/Pine Repetitive Status No No No No No No No Center Span Data Span ft 4.50 9.00 9.00 3.50 4.00 5.50 16.50 Dead Load #/ft 135.00 180.00 30.00 90.00 30.00 30.00 160.00 Live Load #/ft 360.00 480.00 80.00 240.00 80.00 80.00 100.00 Dead Load #/ft 220.00 220.00 45.00 Live Load #/ft 200.00 200.00 120.00 Start ft 9.000 End ft 16.500 Point#1 DL lbs 1,606.00 688.00 LL lbs 2,327.00 770.00 @ X ft 1.750 9.000 Cantilever Span �., Span ft 3.00 Uniform Dead Load #/ft 250.00 Uniform Live Load #/ft 280.00 Point#1 DL lbs 565.00 LL lbs 935.00 @ X ft 0.500 Results Ratio= 0.5609 0.6033 0.2461 0.8786 0.0832 0.1573 0.6772 Mmax @ Center in-k 15.04 80.19 6.25 47.36 12.72 24.05 207.03 @ X= ft 2.25 4.50 3.10 1.75 2.00 2.75 8.98 Mmax @ Cantilever in-k 0.00 0.00 -37.62 0.00 0.00 0.00 0.00 fb:Actual psi 572.1 1,402.7 658.1 948.9 222.5 420.7 1,810.8 Fb:Allowable psi 1,020.0 2,325.0 2,673.8 1,080.0 2,673.8 2,673.8 2,673.8 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 56.5 135.3 60.4 106.1 27.5 51.4 104.7 Fv:Allowable psi 150.0 310.0 356.5 180.0 356.5 356.5 356.5 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK ReactionsIII @ Left End DL lbs 303.75 810.00 -21.39 960.50 500.00 687.50 1,709.43 LL lbs 810.00 2,160.00 360.00 1,583.50 560.00 770.00 1,379.55 Max.DL+LL lbs 1,113.75 2,970.00 338.61 2,544.00 1,060.00 1,457.50 3,088.98 @ Right End DL lbs 303.75 810.00 1,606.39 960.50 500.00 687.50 1,956.07 LL lbs 810.00 2,160.00 2,326.94 1,583.50 560.00 770.00 1,940.45 Max.DL+LL lbs 1,113.75 2,970.00 3,933.33 2,544.00 1,060.00 1,457.50 3,896.52 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Title: PLAN 3410 Job# Dsgnr: TRE Date: 1:25PM, 20 OCT 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev: 580006Page 2 User:KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist (c)1983-2003 ENERCALC Engineering Software 14252_Plan_3410.ECW:FIoor Framing Description 341 OBD FLR FRMG 2 OF 3 Center DL Defl in -0.010 -0.043 0.014 -0.008 -0.002 -0.008 -0.330 UDefl Ratio 5,369.5 2,521.1 7,968.6 5,574.6 20,675.8 7,953.4 600.6 Center LL Defl in -0.027 -0.114 -0.019 -0.012 -0.003 -0.009 -0.303 UDefl Ratio 2,013.6 945.4 5,672.4 3,524.0 18,460.5 7,101.3 653.6 Center Total Defl in -0.037 -0.157 0.021 -0.019 -0.005 -0.018 -0.633 Location ft 2.250 4.500 6.048 1.750 2.000 2.750 8.448 UDefl Ratio 1,464.4 687.6 5,163.0 2,159.1 9,752.7 3,751.6 313.0 Cantilever DL Defl in -0.035 Cantilever LL Defl in -0.032 Total Cant.Defl in -0.067 UDefl Ratio 1,074.5 Title: PLAN 3410 Job# Dsgnr: TRE Date: 1:26PM, 20 OCT 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev: 560006 Page 1 User:KW-0602997,Ver 580 1-Dec-2003 Timber Beam & Joist (c)1983-2003 ENERCALC Engineering Software 14252 Plan 3410 ECW:FIoor Framing - •. .. -• , • .. ,•„ .c. .;..w� aa�c:. :., sr:�.... .w. Description 341 OBD FLR FRMG 3 OF 3 Timber Member Information B.a15 8.16 B.a17 8.18 8.19 B.20 Timber Section VL:5.250x16.000 LVL:5.250x7.250 2-2x8 2-2x8 4x12 4x8 Beam Width in 5.250 5.250 3.000 3.000 3.500 3.500 Beam Depth in 16.000 7.250 7.250 7.250 11.250 7.250 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade osboro,Bigbeam 'Level,ESL 1.55E 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 2,325.0 850.0 900.0 900.0 900.0 Fv-Basic Allow psi 300.0 310.0 150.0 180.0 180.0 180.0 Elastic Modulus ksi 2,200.0 1,550.0 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 1.000 Member Type Manuf/Pine Manuf/Pine Sawn Sawn Sawn Sawn Repetitive Status No No No No No No Center Span Data Span ft 20.00 3.50 3.50 2.00 12.75 5.00 Dead Load #/ft 150.00 30.00 220.00 60.00 105.00 75.00 Live Load #/ft 400.00 80.00 200.00 100.00 175.00 125.00 Dead Load #/ft 220.00 Live Load #/ft 200.00 Start ft End ft 10.500 Point#1 DL lbs 688.00 2,935.00 LL lbs 770.00 5,730.00 @ X ft 10.500 1.750 Point#2 DL lbs 890.00 LL lbs 1,475.00 @ X ft 10.500 [Results Ratio= 0.8927 0.7563 0.2503 0.0338 0.8123 0.2091 Mmax @ Center in-k 689.86 93.00 7.72 0.96 68.28 7.50 @ X= ft 10.48 1.75 1.75 1.00 6.37 2.50 fb:Actual psi 3,079.7 2,022.2 293.7 36.5 924.8 244.6 Fb:Allowable psi 3,450.0 2,673.8 1,173.0 1,080.0 1,138.5 1,170.0 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 166.5 175.7 33.3 4.4 58.2 22.5 Fv:Allowable psi 345.0 356.5 172.5 180.0 207.0 180.0 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 3,953.17 1,520.00 385.00 60.00 669.37 187.50 LL lbs 6,615.12 3,005.00 350.00 100.00 1,115.62 312.50 Max.DL+LL lbs 10568.30 4,525.00 735.00 160.00 1,785.00 500.00 @ Right End DL lbs 2,934.82 1,520.00 385.00 60.00 669.37 187.50 LL lbs 5,729.87 3,005.00 350.00 100.00 1,115.62 312.50 Max.DL+LL lbs 8,664.70 4,525.00 735.00 160.00 1,785.00 500.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.360 -0.018 -0.006 -0.000 -0.094 -0.006 UDefl Ratio 665.9 2,343.5 7,002.9 169,372.5 1,628.4 10,117.2 Center LL Defl in -0.627 -0.035 -0.005 -0.000 -0.157 -0.010 UDefl Ratio 382.6 1,190.8 7,703.2 101,623.5 977.0 6,070.3 Center Total Defl in -0.988 -0.053 -0.011 -0.000 -0.251 -0.016 Location ft 9.920 1.750 1.750 1.000 6.375 2.500 UDefl Ratio 243.0 789.6 3,668.2 63,514.7 610.6 3,793.9 Title: PLAN 3410 Job# Dsgnr: TRE Date: 1:26PM, 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 3410.ECW:CRAWLSPACE FRAMING Description 3410 ABCD CRAWLSPACE FRAMING Timber Member Information 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 Fir- 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 Center Span Data Span ft 5.00 6.25 6.00 Dead Load #/ft 255.00 240.00 15.00 Live Load #/ft 680.00 640.00 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 0.9566 0.3645 Mmax @ Center in-k 35.06 51.56 59.35 @ X= ft 2.50 3.12 2.50 fb:Actual psi 1,143.5 1,033.1 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 96.8 90.6 Fv:Allowable psi 180.0 180.0 412.3 Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 637.50 750.00 45.00 LL lbs 1,700.00 2,000.00 2,005.00 Max.DL+LL lbs 2,337.50 2,750.00 2,050.00 @ Right End DL lbs 637.50 750.00 45.00 LL lbs 1,700.00 2,000.00 -1,765.00 Max.DL+LL lbs 2,337.50 2,750.00 -1,720.00 Deflections Ratio OK Deflection OK Deflection OK Center DL Defl in -0.020 -0.022 -0.001 UDefl Ratio 2,975.6 3,361.9 63,804.9 Center LL Defl in -0.054 -0.059 -0.058 UDefI Ratio 1,115.9 1,260.7 1,248.3 Center Total Defl in -0.074 -0.082 -0.059 Location ft 2.500 3.125 2.736 UDefI Ratio 811.5 916.9 1,224.6 TJI JOISTS and RAFTERS - - - - - - - - - + - - -- - - -' �ode Cod n Code I-1 Suggest Suggest SuggestLick Lick Lick Lick sizeoi rade width(in.)j depth in. Spa.i LL DL M max V maxi El L fb I Liv L TL240 L LL3601 max : TL defl. 1 LL deft. 1.--I-L TL360 L LL480 L max TL deft.TL deft LL deft.LL defl, g p ( ) ) 1 (p 0 (psf) (ft-lbs) (psi) 1 (psi) (ft.) (ft.) (ft.) 1 (ft.) (ft.) I (in.) I (in.) : (ft.) (ft.) (ft.) (in.) ratio (in.) ratio 95 TJI 110 1.75 951921 ._40 15 2380 1220 140E+08 14711 2773 15231480 1471 066 048 1331 13.45 1331 0.44_ 360032495 9.5"TJI 110 1.751 9.5 161 40 15 2380 12201 1.40E+08 16.11 33.27 16 19 15.73 15.73 0.72 0.521 14.14 14.29 14.14 0.47 360 0.34 495 9.5"TJI 110 1.7519.5 121 40 15 2380 1220; 1.40E+08 18.61 44.36 17.82 17.31 17.31 0.79 0.581 15.57 15.73 15.57 0 52 360 0 38 495 9.5"TJ1110 1.751 951__._9.6 4015 2380 1220�_1.40E+08 2080 55.45,__ 19191_ 18.64 18.64 0.85 0.62 16.77 16.94 16.77 056 360 0.41j_ 495 I- 1 1 1 9.5"TJI 1101 1.751 9.51 19.21 40 101 2500 12201 1.57E+08 15.811 30.50 16.341 15.371 15.37: 0.64) 0.511 14.27 13.97 13.97 0.441 384 0.351 480 9.5"TJI 110' 1,75 9,5 16 40 10 2500 1220 1.57E+08 17.32 36,60 17.36 16,34 16.34 0.68 0.54 15.17 14.84 F;i 14.84 0.46 384 0.37 480 9.5"TJI 1101 1.75) 9.5-----12140 10 2500 1220 1.57E+08 ? 00i48019.11! 17.98; 17.98 0.751_ 0.60 I 16.69 16.34 16.34 0.511 384 0.411 480 t--- 9.5"TJ11101 1.751 9.5 9.61 40 10 2500 1220; 1.57E+08 22 361 61.00 20.581 19.371 19.37: 0.811 0.65 1 17.98 17.60 17 60 0 551 384 0 44( 480 1 i 9.5"TJI 2101 2.06251 9.5; 19.2, 40 101 3000 1330; 1.87E+08 17.32, 33.25 17.32 16.30 16.301 0.68` 0.541 1. 15.13 14.81 14.81 0.461 384 0.37' 480 9.5"TJI 210 2.0625 9.5 16 40 10 3000 1330 1.87E+08 18.97 39.90 18.40 17.32 17.32 0.72 0.58 16.08 15.74 15.74 0.49 384 0.39 480 9.5"TJI 2101 2.06251 9.51 12: 40 10) 3000 1330 1.87E+08 21 911 53.20 20.261 19.06 19.061 0.791 0.64 17.70 17.32 17.32 0.5411. 384 0.431 480_ 9.5"TJI 210 2.06251 9.51 9.6 40 10 3000 13301 1.87E+08 24.49 66.50 21.82; 20.53 20.531 0.861 0.681 ( 19.06 18.66 18.66 0.581 384 0.471 480 i I 9.5"TJI 230 2,3125] 9.5. 19.21 40 10, 3330 1330, 2.06E+08 18.25; 33.25 17.89 16 83 16.83 0.70 0.56 1 15.63 15.29 15.29 0.48 384 0.38 , 480 9.5"TJI 230 2.3125 9,5 16 40 10 3330 1330 2.06E+08 19.99 39.90 19.01 17.89 17.89 0.75 0.60 16.60 16.25 16.25 0.51 384 041 480 9.5"TJI 230; 2.3125 9.51 121 40 10, 3330 13301 2.06E+08 23.081 53.20 20.92, 19.691 19.69 0.82' 0.661 1 18.28 17.89 17.899 ,............384 0 45 _ 480 9.5"TJI 2301 2.3125 9.5 9.61 40 10 3330 1330: 2.06E+08 25.811 66.50 22.54; 21.21; 21.211 0.88 0.71 1 19.69 19.27 19.27 0.60; 384 0.48 480 11.875"TJI 110 1.75 11.8751 19.21 40 101 3160 1560', 2.67E+08 17.781 39.00 19.50 18.351 17.781 0.671 0.54 17.04 16.67 16.67 0.52 384 0.421 480 11.875"TJI 110 1.75 11.875 16 40 10 3160 1560 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 1.751 11.8751 121 40 101 3160 1560 2.67E+08 22.491 62.40 22.811 21.461 21.461 0.891 0.721 19.93 19.50 19.50 0.61 384 0.491 480 11.875 TJI 110 1.751 11.8751 9.61 40 10 3160 1560 2.67E+08 25.14 78.00 24.571 23.121 23.121 0.96 0.771i 21.01 21.01 0.661 384 0 531 480 4 1 11.875"TJI 2101 2.0625 11.8751 19.21 40 101 3795 1655r 3.15E+08 19A81 41.38 20.61 19.39 19.39 0.81 0.65' 1 18.00 17.62 17.62 0.55 384 0.441 480 11:875"TJI 210 2.0625 11.875 '16 40 10 3795 1655 3.15E+08 21.34 49.65 21.90 20.61 20.61 0.86 0.69 19.13 18.72 18.72 0.59 384 0.47 480 11.875"TJI 2101 2.06251 11.8751 121 40 101 3795 1655 3.15E+08 24.641 66.20 24.10 22.681 22.681: 0.95 0.761 21.05 20.61 20.61 0.641 384 0.521 480 11.875"TJI 2101 2.06251 11.875 9.61 40 101 3795 16551 3.15E+08 27.551 82.75 25.96. 24.431 24.43 1.021 0.811 1 22.68 22.20 22.20 0.69 384 0.55 480 i 1 11 I 11.875"TJI 2301 2.31251 11.875 19.2 40 1011 4215 1655; 3.47E+08 20.531 41.38 21.28; 20.03, 20.03 0.83; 0.671 18.59 18.20 18.20 0.57; 384 0.45 480 11 875" 2,3125 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 19.34 "19,34 0.60 384 0.48 480 11.875"TJI 230 2.31251 11.8751 12 40 10; 4215 16551 3.47E+08 25.971 66.20 24.89 23.4.2 23.421 0.98i, 078' 1 21.74 21.28 21.28 0.67 384 0.53 480 11.87F TJI 230 2 31251 11.8751 9.6 40 10 4215 16551_3.47E+08 29 03 82.75 26.81 25.23 25.23 1.05:- 0.84 1 23A2 22I 93 22.93 0 72 384 0.57 480 l 11.875"RFPI 4001 2.0625 11.875 19.21 40 101 4315 14801 3.30E+08 20.771 37.00 20.931 19.691 19.691 0.821 0.661 1 18.28 17.89 17.89 0.56i 384 0.45 480 11.875"RFPt 400 2.0625 11.875 16 40 10 4315 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; 2.0625', 11.8751 121 40 10; 4315 14801 3.30E+08 26.281 59.20 24.481 23.03) 23.03, 0.961 0.771 21.38 20.93 20.93 .9.1.1............. 4...........0.521 480 , 11.875"RFPI4001 2.06251 11.8751 9.6 40 101 4315 14801 3.30E+081 29.381 74.00 26.37, 24.81; 24.811 1.031 0.831 , 23.031 22.54 22.54 0.70; 384 0.561 480 Page 1 D+L+S CTS 14189-Betahny Creek Falls I LOAD CASE (12-12) (BASED ON ANSI/AF&PA NDS-1897) 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 c 0.80(ConstantL 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 1111Bending Comp. Size Size F_(9. 1111 Cd(Fb) Cb Cd(Fc) Eq.3.7-1 ND$3.9.2 Maz.Wall duration duration factor factor use Stud Grade Width Depth Spacing Height Le/d Vert.Load Hor.Load <>1.0 Loada Plate Cd(Fb)Cd(Fe) Cf Cf Cr Fb Fc perp Fc E Fb' Fc perp' Fc' Fce Pc is fc/F'c fb ib/ in. in. in. ft. plf psf plf (Fb) (Fcl__ psi psi psi psi psi psi ,si psi psi psi psi Fb"1( fc/Fce) H-F Stud 1.5 3.5 16 7.7083 28.4 1730 0 0.9916 1993.4 1.00 1.15 1.1 1.05 1.15 675 405 800 1,200,000 854 506 966 515.42 441.22 439.37 1.00 0.00 0.000 H-F Stud 1.5 3.5 16 9 30.9 1340 0 0.9986 1993.4 1.00 1.15 1.1 1.05 1.15 875 405 800 1,200,000 854 506 966 378.09 340.90 340.32 1.00 0.00 0.000 H-F Stud 1$ 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 1,200,000 854 508 966 449.95 395.22 393.65 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 1.051.115 675 405 800 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 0.99442091.8 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 0.9844 f 2789.1 1.00 1.15 1.1 1.05 1.15 675 425 725 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 16 8.25 28.3 1525 0 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 OFF 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 1.00 0.00 0.000 OFF S - _ L.91.........,11.48 ____._....__..._0....0. SPF Stud 1.5 3.5 8 8.25 28.3 3050 0 0.9957 4183.8 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 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 0.0000 0 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 1.15 850 405 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 .0.2858 3132.4 1.00 1.15 1.3 1.10 1,15 850 405 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 02737 , 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 1 0 0$158 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 0 086 913 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 18 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 LOAD CASE (12-13) (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+W c0.80 SConstanl= 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(Pb) Cb Cd(Fc) Eq.3.7-1 NDS 3.9.2 Maz,Watl duration duration factor factor use Stud Grade VNdth Depth Spedng Height Le/d Vert.Load Hor.Load =1.0 Load @ PlatgCd(Fb)Cd To Cf Cf _Cr Fb Fc perp Fc E Fb_,Fc perp' Fc• Fce Pc fc fc/F'c @ lb/ in. in. In. ft. plf Fist 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 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 0.64 376.76 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 2857.8 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 0.85 335.64 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 1,366 506 840 449.95 384.87 248.35 0.64 361.37 0.585 H-F Stud 1.5 3.5 12 8.25 28.3 1425 8.13 0.9974 2857.8 1.60 1.00_ 1.1 1.05 1.15 675 405 8001,200,000 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 3986.7 7 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 18 7.7083 26.4 1060 9.71 0,9971 2091.8 1.60 1.00 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 8.48 0.9115 2091.8 1.60 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,386 531 761.25 378.09 328.30. 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 0.85 381.37 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 1,368 531 761.25 449.95 376.35 267.62 0.71 271.03 0,490 .....3..__.....-..8 _._.3.......-.__ 5 1,20 68 ._-- 4.60_-.78 1 0383 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 1,388 531 781.25 449.95 378.35 294.60 0.78 180.89 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 1.15 850 405 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 18 9 19.6 3132 8.46 0.5743 3132.4 1.60 1.00 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 508 1430 1011.45 804.50 506.18 0.83 181.23 0.178 H-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 0.56 148.34 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 0.58 152.58 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 42 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 1296.30 884.89 531.23 0.60 148.34 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 1,366 531 781.25 144.26 138.14 17.78 0.13 Alktiktift# 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 0.788 22 _._ _ ... H-F 42 1.5 5.5 16 19 41.5 600 9.71 0.9821 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 0.798 Page 1 D+L+W+.SS CT#14189-Betahny Creek Falls LOAD CASE {12-14) BASED ON ANSI/AFBPA NDS-1997 SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 Ke WM Desi.n Buck9n.Factor -- r -�_�� -- c 0.80(Constant)> Section 3.7.1.5 _ KcE 0.30 Constant > Section 3.7.1.5�� [. •]�Cf Fc 1997 NDS �_� _ Section 2.3.10 -_ Bending Com•. Size Size Rep. _ _ (�[I�]m[NZ]_['®-�_ � =� -_NDS 3.9.2 Max.Wall duration duratio factor factor use Plot Cd Fb _�__--�� .�.Pyi'1)Q Jn� Nor.Load 1.0 Load_d (CE;mm� Fc•ems Fc Fb' ®111133111®0®Q111111101101 -®®®11101=11111111'11=111111- dr 11111111111M[QS] Fc - •sI ___._psi_ •si Si• ��W��1�- psi Fb1-fc/Fca ®®mu ��,n 0.9962 ®®1.05® 675 405 800 1,200,000 1,366 968Egzsmamairmoral 376.78 0.599 ®®mmiu-'' 0.9988 1993.4 ®®po® 675 405 800 1,200,000 1,366 506 Elm 378.09 340.901111MOJ• 7.5 442 0.674 I® mo®' I 0.9969 2657.8 1.15 ®�® 675 405 1,200,000 1,366 506 966 378.09 340.90®'-r ® 6411111.113111 ®�®m-111ZEIIIIIIIMI 0.9963 11111/2EIM- 1.15 ®101:3 1.15 111301111121EIIII 1,200,000 1,366 506 966 449.95 395.22M4,E1111111E3151 0.596 H-F Stud aujimanisupongimicamim 0.9959 manimpui 1.15 1.1 •1.15 675 Kamm'1,20o 00011130 506 966 449.95 395.22mazomman 0.511 H-F Stud guimaimmiraisiammus0.9980 maim 1.60 1.15 _1.1 1.05 1.15 675 MA 800 1,20S,000�� 966 449.95 395,22��180.69 0.406 _��_��_-_ ....._... SPF Stud ®®m - 9.71 0.9935 2091.8 1.80 ® 1.1 1.05 1.15 675 425 _725 1,200,000 ®MIRE 431.52 274.29 0.64 376.78 0.589 SPF Stud ®®m ®''-m- 8.46_0_9986 2091.8 ®'' 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366® � " 0.57 447.52 0.669 SPF Stud 1 8.46_09944 2789.1 Maill 1.15 1.1 1.05®mma 425 725 1,200,000 1,366®875 438MMINIENENEoggli 0 8-4011 0.577 SPF Stud ®®m- EENNE0 8.13 0.9952 2091.8 -® 1.1im®ingg 425 725 1,200,000 1,366 531 875.438Emmmmill 361,37 SPF Stud -®�- 28.3®' __8.13 0.9952 2789.1 1.15 1.1 m® 675 425 725 1,200,000 1,366 531 875.438 449_95388.13 272.38_0.70 271.03 0.503 SPF Stud minim Nam 28.3 8.13 0.9922 4183.6 1.15 1.1 Kam 675 425 725 1,200,000 1,368 531 875.438 449.95 388.13 299.68 0.77 180,69 0.396 -010111 111111111111_--- ----------_-- H-F#2 ®1111011111111011®'' -®IIIIIESSEMIIIIIMEEMIE:11®®®'®®' ®' ®" 1,300,000 11112111111111EMICLEIEWEEM 506.18 I . ' H-F#2 iiiiiimigi 19.6 3132 , H-F#2 _ 8.0 3132 4100 3132.4 1.80 1.15 1.10 1.15 850 405 1300 1,300,000 2,033 508 1644.5 1203.70 946.77 506.18 0.53 146.34 0.124 SPF#2 ®®.7.7083 16.8 3287� '� � 3872 3287.1 1.60 IIII 1.10®� 425 1150 1,400,000 2,093®�EPI 1015.45 531.23 0.52 152.58 0.114 SPF#2 ®® 919.6 t4P U 5595 1.60 ®m 1.10®- 425 1150 1,400,000 2,093®� ® 0.62 181.23 0.169 SPF#2 iiiNiiiimii18.0 3287 iiiimill 3287.1 1.10 sai425 El 1,400,000 2,093 Mil 1454.75 1296.30 945.38 531.23 0.118 . ------..._.-.--------111111111111.-- -111111111111111. SPF Stud 1.5 3.5 MIN 50.0 70 ij 0 9955 2091.8 ®ni 1.05 1.15 675 iiii®1,200,000 ® llill 139.02 17,78 0.13 iiii 0.979 SPF#2 1.55.5 --- 660-W1 0.9914 3287.1 1.60 ®®1.10 1.15 875 orgamimi 1,400,000®r'- ®.nzE®''® 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 CIA 14189•Betahny Creek Falls LOAD CASE (12-1$) (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 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 1 Cb (Vales) > Section 2.3.10 Bending Comp. Size Size Rep. Cd(Fb) Cb Cd(Fc) Eq.3.7-1 NDS 3.9.2 Max.Well duration duration factor factor use i Stud Grade Width Depth Spacing Height Le/d Vert.Load Hor.Load «1.0 Load§Plate Cd(Fb)Cd(Fc) Cf Cf Cr Fb Fc pore Fc E Fb' Fc perp' Fc• Fce Fc fc fc/F'c fb fb/ I in. in. in. ft. plf psf pif (F12) (Fc) _psi psi psi psi psi psi psi psi psi psi psi Fb"(1-k/Fc) 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 1.15 875 405 800 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 1.15 875 405 800 1,200,000 1,366 506 986 378.09 340,90 248.35 0.72 223.76 0.470 H-F Stud 1.5 3.5 12 9 30.9 1380 4.23 0.9976 2657.8 1.80 1.15 1.1 1.05 1.15 675 405800 1,200,000 1,366 506 966 378.09 340.90 282.86 0.77 167.82 0.403 H-F Stud 1.5 3.5 16 825 28.3 1195 4.065 0.9960 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1200,000 1,368 506 966 449.95 39522 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 3988.7 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 968 449.95 39522 338.41 0.86 90.34 0.287 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 1,200,000 1,366 531 875.438 378.09 338.17 245.08 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 0.78 187.82 0.398 SPF Stud 1.5 3.5 16 8.25 28.3 1180 4.065 0.9922 2091.8 1.80 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 299.88 0.77 180.69 0.396 ..._..725........1..,2000_.__ 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 ......7 0 ..__._- 9 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 4051300 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 19.8 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 0.80 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 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 4.085 0.3750 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 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 64.78 0.47 586.43 0.779 SPF#2 1.5 5.5 16 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 0.64 483.51 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 0.84 463.51 0.594 Page 1 D+L+S+.7E CT#14189-Batahny Creak Falls I LOAD CASE I (12-16) 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 Buckting_Factor D+L+S+El1.4 c 0.80(Constant)2_ 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(Fe) Eq.3.7-1 NOS 3.9.2 Max.Wall duration duration factor factor use Stud Grade 1Mdth Depth Spacing Height Le/d Vert.Load Nor.Load <=1.0 Load 4 Plate Cd(Fb)Cd(Fc) Cf Cf Cr Fb Fc perp Fc E Fb' Fc perp' Fc' Fce ' Fc fc fc/F'c fb ib/ In. In. in. If. Of psf _ pif (Fb) (Pc) psi psi psi psi psl _psi psi psi psi psi psi Fb'"(f-fc/Fce) H-F Stud 1.5 3.5 18 7.7083 26.4 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 1,366 506 968 378.09 340.90 258.51 0.75 188.85 0.430 H-F Stud 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 .._....1.... 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 0.79 156,88 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_11.05 1.15 675 405 800 1,200,000 1,386 506 966 449.95 395.22 342.88 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 1.15.15 675 675 425_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 1,366 531 875.438 449.95 388.13 307.30 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 _ _.. __. 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 SPF Stud 1.5 3.5 8 8.25 28.3 2870 3.57 388.13 339.05 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 ' 87 83 1031.58 506.18 0.49 56.10 0.044 H-F#2 1.5 5.5 16 9 19.6 3132 8.57 0.4405 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 508 1844.5 1011.45 837.57 506.18 0.80 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 1.57 0.3154 3287.1 1.80 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 I SPF#2 1.5 5.5 16 9 19.6 3287 1,57 _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 1 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 1.57 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 C.9910 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 244.40 235.32 184_85 0.70 340.83 0.500 H-F#2 1.5 5.5 16 19 41.5 945 1.57 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 Nickerson Sr. i/ 1 I - I 111M1 Suite 302 Seattle,WA / . • Dee _ .- _, • (206)21334512 * 98109 Project: <- --,t-- - "Z.,. PAX: Page Number: (206)285-0618 Client: jati..... r 2t9try p5r 0,..6) ( 197? 'V'' f:141,44-) .) ) . .- .. Ft - 2_ twt)mots. ftk \ w (44-0 tS) . ..,..,.......,...-. •. . , 0,r 0 47122 0511. t. 10 t% TV - 20-00 . . 14** tot% z/W40+.15)-00c3 v.-- 170 AT eilt5y( .2.kidr?-444s1Cits e .06 e vf c.h .14 - ... p.... 4/30 4.,_ iRro 4-5a5 , itaig.• *wrce...*•....e...10101 ."." 11----1 4 • ._ 36 SelletPre- I eZ I ' Structural Engineers 1 Nicl MI ENGINEERING Suite 3302 xson St. Seattle,WA } jQ 98209 Project: 1 `"t1t N C . Date: (206)2854522 Client: J P/4111 141 f Page Number: FAX: (206)285-0618 P Vv: Ri : ri7 v refl. - "' ` G 1 ,' 3333.. L. 3 ' Giw.- 6-i? 'apo '' . , , 3333:-. t ? .. P 42 li jr u' L. _ .1 4 t 4ria.- C�' I z7 U ; Tip aie`` \p5. ,:rrh `• -, 9''. ' m i fr.'' off- i _ n it.F 'V r f �r .140 Vit46s s . j ' 1 41 , s z3 3)t.. * t jYi/ 3 w �� ..2t'_ ... y�go-.. fig^w itts ,..i/ I ! 3333� ! Structural Engineers rf i""'r i.r1,.+ '$Z7/1- 1- 1� • 180 Nickerson St. C T ENGINEERING Suite 302 ��}��, t l I�,NN CC,. /��,'�' /� l S98109 eattle,WA Project: I {(: i 1Y(1)a_ 7 t '�T� `Zl'YW ...'w ®OC Date: 9,041 oe• (206)285-4512 2 / 21908 ��PwS SW VsFAX: 012 Client: � Page Number: (206)285-0618 t I- , J '� � `1. S!• 1 } , .r f/1 (� 3�t( i ,- 1 ' . ; L ; ; MT '. '.2.,5„.47.„ '�/e1 pp fj 1. .. j.J - V "z� _. .a r O 1. 3 I l��i t2�4• : qt( I2 � . .e_ �� .a41 -t l- 65_ ei i�,,_ r _ am 1,1 01141., i BL �„ :c t V ( ,/ 1 tti �`F t .; • - . —` i � wv I - t) � - f64( a��i 4,--Ela � � �s �f , 6. aC j ' i , . ' _ 1t � f I p 7u 4' /232 I ► , 1 1- t i f 1 f ..__ - 4D5 . , , L '- /;:tk +L. L : . • =,r"` i%�j V°'- 1. WI .04 Z Jr Structural Engineers j ...-. Cpvt)s ,3•/_fAhG Page 1 of 1 Design Maps Summary Report 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 ISO Om - Et averton I 'ii�" �i11Ns'lu�S18 11 l RST' , . .� .-- citY ham: --.- szt3s cieT =latin • �t7 .... -�». ��is Mx� eat:��,. data�,;+s � USGS-Provided Output Ss = 0.972 g SMS = 1.080 g S. = 0.720 g Si = 0.423 g SMS = 0.667 g Sol = 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. MCEftResponse SpectrumDesign Response Spectrum 0 se 1.10 GG 05 072. 088 0- se fl.'s7 0. 0.16 , 0..55 , a 0,10 1 ta 0.19 0. 2 d 0 4 0,22 0.26 4.11. 0.€ ' 0 0 . 4.40 0- €} 4,10 0.64 4. 1.44 1. s 1.40 1.00 LSD 2,. 4.00 0. 4 4.i0 0.64 4, a 1. 1„ 2.s 4 1.54 1.60 200 Period,T(sec) Period,T t tl 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 3410 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://earthq uake.usgs.gov/research/h azmaps/ http://earthquake.usqs.qovidesionmaps/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*Si SM,= 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 SD1= 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 SDC1 = 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= 6.5 N/A Table 12.2-1 13. Overstrength Factor Do= 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 Force - 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 3410 SDS= 0.78 h„ = 18.00(ft) SD1= 0.50 X = 0.75`_`ASCE 7-05(Table 12.8-2) R= 6.5 C1= 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 = 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/(T2*(R/IE)) (forT>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 S1)/(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 wx *hxk DESIGN SUM LEVEL Height (ft) h; (ft) (sqft) (ksf) (kips) (kips) Ew, *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 FPx = DIAPHR. F; E F; w, E w, FPx = EF; *wp, 0.4*SDS*1E*w, 0.2*SDS*IE*wp LEVEL (kips) (kips) (kips) (kips) (kips) Ew1 Max.FPx Fp, 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 3410 N-S E-W F-B S-S 2012 IBC ASCE 7-10 Ridge Elevation(ft)= 30.00 30,00 ft. Roof Plate Ht.= 18.00 18.00 Roof Mean Ht.= 24.00 24.00 ft. --- Building Wdth= ` 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= B B Iw= 1.0 1.0N/A N/A Roof Type= Gable Gable Ps30A= 28.6 28.6 psf Figure 28.6-1 Ps3o e= 4.6 4.6 psf Figure 28.6-1 Ps30C 20.7 20.7 psf Figure 28.6-1 Ps300= 4.7 4.7 psf Figure 28.6-1 N= 1.00 1.00 Figure 28.6-1 Kzt= 1.00 1.00 Section 26.8 windward/lee= 1.00 1.00(Single Family Home) X*Kzt*I : 1 1 Ps=N*Kzt*I*Ps30= (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) Pso= 4.70 4.70 psf (LRFD) (Eq.28.6-1) Ps A and average= 24.7 24.7 psf (LRFD) Ps a and D 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 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 WND 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-VV) 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 Ar= 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 3410 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-VV) 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: 000. 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) I 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 I 1st(base) 0 0 0 1 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(ASO) 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 3410 SHEATHING THICKNESS tsheathing = 7/167 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) -- 0 1 0 1 P6TN 150 150 150 150 P6 520 242 730 339 P4 760 353 1065 495 P3 980 456 1370 637 P2 1280 595 1790 832 2P4 1520 707 2130 990 2P3 1960 911 2740 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: LATERAL N-S(front to back-up/down) CT PROJECT#: CT#14252:Plan 3410 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 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 Wnd 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 i OTM ROTM Unet Usum OTM RoTM Usu, Usun, 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 1 730 33.5 36.0 1.00 0.15 2.61 0.00 1.79 0.00 1.00 1.00 53 P6TN P6TN 78 16.11 44.77 -0.87 -0.87 23.50 54.27 -0.94 -0.94 -0.87 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 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 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 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 39.5 40.0 0.90 0.15 2.61 0.00 1.79 0.00 1.00 1.00 50 P6TN P6TN 73 16.11 58.66 -1.10 -1.10 23.50 71.10 -1.23 -1.23 0.66 perf 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. 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 0.0 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 73.0 69.1 =L eff. 5.22 0.00 3.58 0.00 EV nd 5.22 EVEQ 3.58 Notes: * denotes with shear transfer * denotes perferated shear wall iSB denotes iSB Shear Panel SHEET TITLE: LATERAL N-Sfront to back-u /down ( up/down) CT PROJECT#: CT#14252:Plan 3410 Diaph.Level: 2nd Panel Height= 10 ft. Seismic V i= 2.53 kips Design Wind N-S V i= 2.94 kips Max.aspect= 3.5 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 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 off. C 0 w dl V level V abv.V level V abv. 2w/h v i Type Type v i OTM Row Unet U.rn OTM RQTM 1401 HD (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (pif) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext. left 1, 730 42,3 42.3 0.94 0.15 1.47 2.61 1.27 1.79 1.00 1.00 77 P6TN P6TN 103 30.56 66.27 -0.86 -1.73 40.80 80.33 -0.95 -1.89 1.03 perf 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** 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. left4 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 Ext. rightl*" 730 46.3 46.3 0.87 0.15 1.47 2.61 1.27 1.79 1.00 1.00 76 P6TN P6TN 101 30.56 79.41 -1.07 -2.17 40.80 96.26 -1.22 -2.44 1.68 pert Ext. rightl 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 0.00E 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 - - 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 88.5 80.0=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 3410 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 pL= 1.00 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wnd E.Q. E.Q. E.Q. E.Q. Wnd 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 Use„, OTM RoTM Line Us,,„ Us„„, HD (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (pH) (pif) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Front 8R2*d 320 6.5 11.5 1.00 0.15 1.30 0.00 0.78 0.00 1.00 1.00 121 P6TN P6 200 7.06 2.78 0.73 0.73 11.71 3.36 1.43 1.43 1.43 - - 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 8R3*` 410 8.3 14.8 1.00 0.15 1.67 0.00 1.01 0.00 1.00 1.00 122 P6TN P6 202 9.05 4.52 0.60 0.60 15.00 5.48 1.26 1.26 1.26 Front loft* 0 2.8 7.8 1.00 0.15 0.00 0.00 0.00 0.00 1.00 0.61 0 --- 0 0.00 0.79 -0.38 -0.38 0.00 0.96 -0.46 -0.46 -0.38 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 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 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 MSTR* 730 21.8 27.8 1.00 0:15 2.97 0.00 1.79 0.00 1.00 1.00 82 P6TN P6TN 136 16.11 22.41 -0.30 -0.30 26.71 27.16 -0.02 -0.02 -0.02 - - 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 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 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 0.0 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 0.0 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 39.3 39.3=L eff. 5.94 0.00 3.58 0.00 EVmod 5.94 EVEo 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 3410 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 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 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 Unum Usum HD (sqft) (ft) (ft) (MO (kip) (kip) (kip) (kip) p (pIf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Gar ABWP 0 5.8 11.3 1.00 0.15 0.00 1.30 0.00 0.78 1.00 1.00 135 P6TN P6 223 7.85 2.45 1.04 1.78 13.01 2.97 1.94 3.37 3.37 - - 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 ABWP 0 7.7 14.2 1.00 0.15 0.00 1.67 0.00 1.01 1.00 1.00 131 P6TN P6 217 10.05 4.03 0.86 1.46 16.67 4.89 1.68 2.94 2.94 Int pdr 0 3.0 8.0 1.00 0.15 0.00 0.00 0.00 0.00 1.00 0.60 0--- --- 0 0.00 0.89 -0.38 -0.76 0.00 1.08 -0.46 -0.92 -0.76 - 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 DIN 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 Gar Rear 1074 14.0 16.0 1.00 0.00 2.73 0.00 1.86 0.00 1.00 1.00 133 P6TN P6 195 18.63 0.00 1.40 1.40 27.35 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 Kite 252 9.5 14.5 1.00 0.30 0.64 1.94 0.44 1.17 1.00 1.00 169 P6 P6 272 16.07 10.23 0.66 0.36 25.82 12.40 1.52 1.50 1.50 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 LIV* 133 5.0 17.0 1.00 0.30 0.34 1.02 0.23 0.62 1.00 1.00 170 P6 P6 272 8.51 6.31 0.51 0.51 13.59 7.65 1.37 1.37 1.37 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 0.0 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 '0A0 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 1459 45.0 45.0=L eff. 3.72 5.93 2.53 3.58 EV,;,,d 9.64 EVEQ 6.11 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#14252Plan 3410 SHEARWALL WITH FORCE TRANSFER ID: Front Upper BR2* Roof Level w dl= 150 plf V eq 780.0 pounds V1 eq= 390.0 pounds V3 eq= 390.0 pounds V w- 1300.0 pounds V1 w= 650.0 pounds V3 w= 650.0 pounds ► v hdr eq= 67.8 plf P. A H head= n v hdr w= 113.0 plf 1.083 v Fdragl eq= 170 F2 eq= 170 l Fdragl w= !,3 F2 -283 H pier= v1 eq= 120.0 plf v3 eq= 120.0 plf P6TN E.Q. 4.0 vl w= 200.0 plf v3 w= 200.0 plf P6 WIND feet H total= 2w/h= 1 2w/h= 1 9.083 Fdrag3 eq= I F4 e•- 170 feet A Fdrag3 w=283 F4 w=283 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 67.8 p/f P6TN 4.0 EQ Wind v sill w= 113.0 plf P6TN feet OTM 7085 11808 R OTM 4872 5951 1. • UPLIFT 204 541 Up above 0 0 UP sum 204 541 H/L Ratios: L1= 3.3 L2= 5.0 L3= 3.3 Htotal/L= 0.79 ► Hpier/L1= 1.23 ► Hpier/L3= 1.23 L total= 11.5 feet JOB#: CT#14252:Plan 3410 SHEARWALL WITH FORCE TRANSFER ID Front Upper BR3* 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= 68.5 plf ► •H head= A v hdr w= 92.9 plf 1.083 V Fdragl eq= 223 F2 eq= 223 • Fdragl w= ! F2 --302 H pier= vl eq= 122.4 plf v3 eq= 122.4 plf P6TN E.Q. 5.0 vi w= 166.1 plf v3 w= 166.1 plf P6 WIND feet H total= 2w/h= 1 2w/h= 1 9.083 v Fdrag3 eq= F4 e.- 223 feet • Fdrag3 w=302 F4 w=302 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 68.5 plf P6TN 3.0 EQ Wind v sill w= 92.9 plf P6TN feet OTM 9174 12444 R OTM 8015 9790 ♦ • UPLIFT 82 188 Up above 0 0 UP sum 82 188 H/L Ratios: L1= 4.1 1.2= 6.5 L3= 4.1 Htotal/L= 0.62 ►-4 i Hpier/L1= 1.21 Hpier/L3= 1.21 L total= 14.8 feet JOB#: CT#14252:Plan 3410 4 SHEARWALL WITH FORCE TRANSFER ID: Front Upper Loft* Roof Level w dl= 150 plf V eq 0.0 pounds V1 eq= 0.0 pounds V3 eq= 0.0 pounds V w= 0.0 pounds V1 w= 0.0 pounds V3 w= 0.0 pounds ► v hdr eq= 0.0 plf 0,- A •H head= A v hdr w= 0.0 plf 1.083 v Fdragi eq= 0 F2 eq= 0 A Fdragi w= ► F2 -0 H pier= v1 eq= 0.0 plf v3 eq= 0.0 plf — E.Q. 2.5 v1 w= 0.0 plf v3 w= 0.0 plf — WIND feet H total= 2w/h= 1 2w/h= 1 9.083 v Fdrag3 eq= I F4 e.- 0 feet • Fdrag3 w=0 F4 w=0 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 0.0 plf — 5.5 EQ Wind v sill w= 0.0 plf — feet OTM 0 0 R OTM 2213 2703 ■ I' UPLIFT -312 -382 Up above 0 0 UP sum -312 -382 H/L Ratios: L1= 1.4 L2= 5.0 L3= 1.4 Htotal/L= 1.17 0 .4 0 41 ► Hpier/L1= 1.82 f Hpier/L3= 1.82 L total= 7.8 feet JOB#: CT#14252 Plan 3410 SHEARWALL WITH FORCE TRANSFER ID: Rear Upper MBR'` Roof Level w d/= 150 plf V eq 183.0 pounds V1 eq= 154.4 pounds V3 eq= 28.6 pounds V w= 3830.0 pounds V1 w= 3232.1 pounds V3 w= 597.9 pounds ► v hdr eq= 6.7 plf A H head= A v hdr w= 140.1 Of 1.083 v Fdragl eq= 34 F2 eq= 6 A Fdragl w= 0 F2 - 131 H pier= v1 eq= 8.6 pff v3 eq= 8.6 plf P6TN E.Q. 4.0 v1 w= 179.6 plf v3 w= 179.6 plf P6 WIND feet H total= 2w/h= 1 2w/h= 1 9.083 v Fdrag3 eq= ' F4 e.- 6 feet A Fdrag3 w=710 F4 w= 131 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 6.7 Of P6TN 4.0 EQ Wind v sill w= 140.1 plf P6TN feet OTM 1662 34788 R OTM 27515 33612 UPLIFT -970 44 Up above 0 0 UP sum -970 44 H/L Ratios: L1= 18.0'' L2= 6.0 L3= 3.3 Htotal/L= 0.33 4 ►41 ► Hpier/L1= 0.22 Hpier/L3= 1.20 L total= 27.3 feet JOB#: CT#14252:Plan 3410 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 plf I- A A H head= A v hdr w= 80.0 plf 2.083 V Fdragl eq= 300 F2 eq= 300 A Fdragl w= -s0 F2 -480 H pier= v1 eq= 170.0 plf v3 eq= 170.0 plf 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 10.083 . Fdrag3 eq= .I F4 e.- 300 feet A 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 v ir UPLIFT -127 43 Up above 0 0 UP sum -127 43 H/L Ratios: L1= 2.5 L2= 12.0 L3= 2.5 Htotal/L= 0.59 4 liv 4 ► Hpier/L1= 2.00 ► Hpier/L3= 2.00 L total= 17.0 feet JOB#: CT#14252:Plan 3410 SHEARWALL WITH FORCE TRANSFER ID: Rear Lower KIT* Roof Level w dl= 150 p/f V eq 1610.0 pounds V1 eq= 932.1 pounds V3 eq= 677.9 pounds V w= 1980.0 pounds V1 w= 1146.3 pounds V3 w= 833.7 pounds ► ► v hdr eq= 111.0 plf ► A H head= A v hdr w= 136.6 p/f 2.083 „v Fdragl eq= 321 F2 eq= 234 A Fdragl w= '5 F2 -287 H pier= v1 eq= 169.5 plf v3 eq= 169.5 plf P6 E.Q. 5.0 vi w= 208.4 plf v3 w= 208.4 Of P6 WIND feet H total= 2w/h= 1 2w/h= 1 10.083 v Fdrag3 eq= F4 e.- 234 feet A Fdrag3 w=395 F4 w 287 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 111.0 plf P6TN 3.0 EQ Wind v sill w= 136.6 plf P6TN feet OTM 16234 19964 R OTM 7745 9461 v v 1UPLIFT 614 759 Up above 0 0 UP sum 614 759 H/L Ratios: L1= 5.5 L2= 5.0 L3= 4.0 Htotal/L= 0.70 ► li 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) Shearm(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 Loadingla'b,`,al (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 I. 2'to 18'rough width of opening per wind design min 1000 lbf for single or double portal _ ides of openin opposites pp si eon bothsside of sheathing Pony • 1111 wall height . %-'• Fasten top plate to header r xz� " - ,,, °`f; • with two rows of 16d °v $ 4 sinker nails at 3"o.c.typ Fasten sheathingto header with 8d common or ;: Min.3/8"wood structural 12' � galvanized box nails at 3"grid pattern as shown /panel sheathing max !/ total Header to jack-stud strap per wind design. • L wall Min 1000 Ibf on both sides of opening opposite :. height side of sheathing. • If needed,panel splice edges shall occur over and be 10' .." r,. inM .double 2x4 framing covered with min 3/8" nailed to common blocking ,� thick_ . ... .',• c within middle 24"of portal max ., y,. height 8d to„,.,v„o,yal.ani,.eJ bo,rndls.,t 3"o.c. he g t One row of 3"o c �.. in all framing(studs,blocking,and sills)typ.7.1 nailing is required in each .. i. — — panel edge. t Min length of panel per table 1 Typical portal frame construction � < Min(2)3500 lb strap-type hold-downs ' 4, (embedded into concrete and nailed into framing) Min double 2x4 post(king and jack stud).Number of Min reinforcing of foundation,one#4 bar I1 : I Al jack studs per IRC tables i / top and bottom of footing.Lap bars 15 min R502.5(1)&(2). - 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 concrete and nailed Min(1)5/8°diameter anchor bolt installed per IRC R403.1.6- into framing) with 2"x 2"x 3/16'plate washer 2 0 2014 APA-The Engineered Wood Association