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Specifications CT ENGINEERING Structural Engineers 180 Nickerson Street Suite 302 Seattle, WA 98109 INC. 206.285.4512 (V) 206.285.0618 (F) RECEIVED #15238 SEP 7 2017 GleyOF -31RD Structural Calculations BUILDj'`'lGIPNR: �w�'i:l�N River Terrace .; 60 Plan 7 ;411 RE �Elevation A ail, Tigard, OR RFs T. � otic �\ 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: 360.695.7700 Fax: 360.693.4442 Architect: Milbrandt Architects 25 Central Way, Suite 210 Kirkland, WA 98033 Ph: 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: (Note-Dual reference for Plan 3 also includes Plan 3713) 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 CT PROJECT# : Plan 7A ROOF Roofing- 3.5 psf Roofing-future 0.0 psf 5/8"plywood(0.S.F21.) 2.2 psf Trusses at 24"o.c. 4.0 psf Insulation 1.0 psf (1)518"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 16 S9.1 r +° y---, GABLE]END TRUSS a4 MIN. HDR AMIN. HDR , I I 1• 9 • I S9.1 I 0 19 • S91 I I My* • k ._'� ® I GT GT.a2 0_'4 I I I L 1 • • • ,T1I= ) 16 a 1 59.1 '::•1::,", S91 I 11 • Y ,_I • 1 16 • d S9.1 ... _ 1 _._.._-- • c • O f v Io Fry-- 22"x30"1 m I x 1. -c---- ---i#RE- s I ^-pY J a I0 ':. N L J ~ S9.1 ` •L.: '.'..t.'.' I w tz 1- 8 . COCC in i Q 1::;.: = N CO I rZ • G •;•al•:.F:.:,,..:.:. :.(2; 2x8j t-3R x I GT 11 ` I • 410 1 I MIN. -IDR{{��..M.IN.j HDRR MIN. HDR :• I • '-_—G7 BLE-E D -NOSS I KB a L J ® 16. 410 S9.1 CT# 14301 2015.03.04 1/4" = 1'-0" (11x17) PLAN 7A ROOF FRAMING PLAN 1/4"=1'-0" ENGLISH REVIVAL MST48 MST48 0 i • I\' L_7• i J - I • • 11 i — ViASNE4 P6TN ENTIRE 11 1 vR.:cR SIDE • • ENTIRE n _...._.__ SIDE �' —........._. II • f L ' 11-1 I, 3 11 \,....,'" II a L I MST37 i MST37 m \. M M I 8 57.2 m 8 s CT# 14301 2015.03.05 1/4" = 1'-0" (11x17) PLAN 7A UPPER LEVEL SHEARWALLS 1/4"=1.-0" ENGLISH REVIVAL MI P319 mak 59.1 A ® -`, I VP \ GABLEIEND TRUSS / ir8 / CONT. 4x12 HDR yyy/,,,\\\ STHD74 _ B.a1 STI-101 WDia ROOF TRUSSES AT 24" O.C. TYP. i 9•-6" A 6x6 POST 6x6 POST 5.5x14.5 6SB IIns, 3.a2 r- U O AS oi ..,„ (g., ---- liill:7 1 N n L ctO GT ABOVE 0 o 13' GT ABOVE e 2 9.0 �� P4 S ,STHD14 S D14 /S11-0 1%x14LL R 1 I 1 i l 6x6 POST a \ , , ,�Z• . F, -- 1 Np -- ENTIRE \\ �1 •J L --�D" (7.--s` J.':.. P6 SIDE ROOF TRUSSES \iii__ (2)2x 0 HD' 1 i :II (2)14" FLOOR TRUSSES \i, 1 �1 AT 24" O.C.t—��a ��\\\ ii o a '--,- /� //\ ENTIRE O x •...' �I 4 LEDGER I •\ 1 r"7 SIDE Pe 1 �' mmmirommalimmmomm 2)2x10 HDR ® �6".11 --) D.a15 o (1'/---4 • z_ I. BLOCKOUT FOR . 1.- MICROWAVE EXHAUST. = I J g __....__I'I = 13" CLEAR o y¢1 ti w a Ss.O tr o PICTURE FRAME `, Iro OPENING. DIMS p0 o m I I Lv ARE TO q_ STUDS. ET) 1 E , I x 7, 1 1 �; ;,- I 1 f I 59.0 2 ��._L l v FIXTURES ABOVE ( i 1 ..i. 6X6 POST ^.o; 7 2x ROOF L1 :7111i-1 NB o rte _ _� IN FRAMING I �� I I� (g� 1 a I IL _ B.a9��11 1 _ 1 GT ABOVE GT ABOVE Q n- ----nLEp 11-- 0 ''G 0 STI-1014STH014 w 4x8 HDR 4x8 HDR 4x8 HDR 4x8 HDR N 1 B.a10 B.a10 B.a10 B.a10 ix:, S9.0 0O � 8 S12 1 B.a17 4x12 HDR 6x6 POST Q L lQ W/ACE4 m 6x6 POST U W ACE4 (Q ALL HEADERS CHANGED z TO (2)2x10 U.N.O. LO ER LEVEL ARWALLS PLAN 7A UPPER VLEVEL FLOORS FRAMING 1/4,-1'-0ENGLISH REVIVAL I -1W216'-3" .5-1 U,Y 1 18 15 18 56.1 56.0 _ P3 56.1 STHDI4,,I \ �/ ---'(� � Q > STHD1 --�� Z 31¢" CONC. SLAB O w OVER 4" FREE DRAINAGE MATERIAL -I- OVER COMPACTED FILL Z , VERIFY GARAGE SLAB HEIGHT w - `D WITH GRADING PLAN a o O 0 o o o 0 14 18'-03/2" 3'-11)1 14 S6.0 . 1 56.0 J -16" It 1` I I 1-----1 '--`,\-+ ®I 1 3" CONC. I -14" I SIN. a aa VARIES : MIN. ' ABOVE 16 PATIO SLAB 3" FROM TOP OF I. / 02 STEM WALL `117 P4 1i SLOPE _ STHD14 �L---IJ Q 2"DN 114N. 9 N j 1 S6.0 i I STHD14 ti r V Z411 3-91/4" 12x4 PONY WALL 7 1 18x24 CRAWL FIXTURE ABOVE—4 I s.SPACE ACCESS i - ABU66 I- I LL A©HO ; - //�� - -.----:-1- 1/i �' �1 -N LtJ °' i 18"x36"x10" FOOTING =i RE "' N ®i I 1 j 11 3 , 1 t (2) #4, (3) #4 1 EN 11 �E P6 — �_ •♦ •�� • - J --1.---7 1�"x 974"LVL I 1 I 1tt P6 SIC r-- ----� T--- • Li_J N I - CENTER U/ WALL --�—El 7 6I Eji S6.0 'L i J 9,-8)7" 7 +--I- m I 16 ' 30"x30"x10" 7 _ S6.0 FINISHED FLOOR i L f J S6.o FOOTING W/ S6.0 ® AT +0'-0" ^ �; (3) #4 EA. WAY 7 0 Co ~ M 7 n 01, ° 4. P.T. 4x4 POST so F J TYP. U.N.O. �. N L ?�� I z,IN 974" I-JOISTS AT 19.2" O.C. ` I i ST I TYPICAL -.0 n 'I I: \Ir I I-12%4" Ifl - 11-71/" r! 142-4%4" / 1 N t# N I1 9'-83/4" u L J 1' 6h er 1%" x 9Yz LVL w --7--,r,-- r ..t_./1----------------*�.-1 r---x1-30"x30"x10" _ -Alb ^ 1 1 I FOOTING W/ 18"x18"x10" FTG. (3) #4 EA. WAY .-l{-121/4"I ® W/TYP. U.N.O. 11EW im1 1 \ L__. _ 6x6 P.T POST �n ♦1 1 1 v _ in o LiJ in 10 3&' I1 " x 91/" LVL SIM.�`7SIM. I -3" 1 -T" : 2x I PONYWALL o 'co I in 6 1y - ^.. N. N N ' 7 START FRMG. I WE x- -LI SIN.I I I r &4 6 �� L m '-V D1 S6.0 SLOPE 11" CD 3Y'�" CONC. SLABLo \ S11D14 m v 1 STHD14 - ® 16'-6y o 1 9,-s1/" \ H d �71 �I 16 1 , v ,D D1 i I 16.1 1 :;5:!,,, n. TOP OF SLAB ABU44 n• I� n 6/z SI 6'-O" 7'-934f TOP OF 8" -121/x" r v STEM WALL 1 /3/4" 9'-4" 4" ABU44 10'-1y" Title: PLAN 2613 Job#14189 Dsgnr: TRE Date: 4:29PM, 16 SEP 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev: 580006 User:KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist Page 1 (0)1983-2003 ENERCALC Engineering Software 14189_Plan_2613.ecw:ROOF FRAMING Description 2613A ROOF GT reactions Timber Member Information GT.al GT.a2 Timber Section 3.125x18 3.125x21 Beam Width in 3.125 3.125 Beam Depth in 18.000 21.000 Le:Unbraced Length ft 0.00 0.00 Timber Grade uglas Fir,24F- Douglas Fir,24F- V4 V4 Fb-Basic Allow psi 2,400.0 2,400.0 Fv-Basic Allow psi 240.0 240.0 Elastic Modulus ksi 1,800.0 1,800.0 Load Duration Factor 1.150 1.150 Member Type GluLam GluLam Repetitive Status No No Center Span Data Span ft 16.50 22.00 Dead Load #/ft 270.00 270.00 Live Load #/ft 450.00 450.00 Results Ratio= 0.6313 0.8338 Mmax @ Center in-k 294.03 522.72 @ X= ft 8.25 11.00 fb:Actual psi 1,742.4 2,275.8 Fb:Allowable psi 2,760.0 2,729.4 Bending OK Bending OK fv:Actual psi 130.5 153.5 Fv:Allowable psi 276.0 276.0 Shear OK Shear OK Reactions @ Left End DL lbs 2,227.50 2,970.00 LL lbs 3,712.50 4,950.00 Max.DL+LL lbs 5,940.00 7,920.00 @ Right End DL lbs 2,227.50 2,970.00 LL lbs 3,712.50 4,950.00 Max.DL+LL lbs 5,940.00 7,920.00 Deflections Ratio OK Deflection OK Center DL Defl in -0.165 -0.328 UDefl Ratio 1,202.1 805.3 Center LL Defl in -0.275 -0.546 UDefl Ratio 721.3 483.2 Center Total Defl in -0.439 -0.874 Location ft 8.250 11.000 UDefl Ratio 450.8 302.0 Title: PLAN 2613 Job#14189 Dsgnr: TRE Date: 4:32PM, 16 SEP 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 14189_Plan_2613.ecw:ROOF FRAMING Description 2613A ROOF FRAMING Timber Member Information RB.al RB.a2 RB.a3 RB.a4 RB.a5 RB.a6 RB.a7 Timber Section 2-2x4 2-2x4 2-2x8 2-2x4 2-2x4 2-2x4 2-2x4 Beam Width in 3.000 3.000 3.000 3.000 3.000 3.000 3.000 Beam Depth in 3.500 3.500 7.250 3.500 3.500 3.500 3.500 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,Stud Fb-Basic Allow psi 850.0 850.0 850.0 850.0 850.0 850.0 675.0 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 1,200.0 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 2.50 5.25 3.00 3.00 5.50 4.50 Dead Load *rift 60.00 60.00 270.00 60.00 60.00 60.00 60.00 Live Load #/ft 100.00 100.00 450.00 100.00 100.00 100.00 100.00 Results Ratio= 0.8084 0.1670 0.9656 0.2405 0.2405 0.8084 0.6815 Mmax @ Center in-k 7.26 1.50 29.77 2.16 2.16 7.26 4.86 @ X= ft 2.75 1.25 2.62 1.50 1.50 2.75 2.25 fb:Actual psi 1,185.3 244.9 1,132.7 352.7 352.7 1,185.3 793.5 Fb:Allowable psi 1,466.3 1,466.3 1,173.0 1,466.3 1,466.3 1,466.3 1,164.4 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 56.3 21.9 101.1 27.7 27.7 56.3 44.8 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 165.00 75.00 708.75 90.00 90.00 165.00 135.00 LL lbs 275.00 125.00 1,181.25 150.00 150.00 275.00 225.00 Max.DL+LL lbs 440.00 200.00 1,890.00 240.00 240.00 440.00 360.00 @ Right End DL lbs 165.00 75.00 708.75 90.00 90.00 165.00 135.00 LL lbs 275.00 125.00 1,181.25 150.00 150.00 275.00 225.00 Max.DL+LL lbs 440.00 200.00 1,890.00 240.00 240.00 440.00 360.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK 11 Center DL Defl in -0.089 -0.004 -0.037 -0.008 -0.008 -0.089 -0.043 UDefl Ratio 744.5 7,927.3 1,690.7 4,587.6 4,587.6 744.5 1,254.7 Center LL Defl in -0.148 -0.006 -0.062 -0.013 -0.013 -0.148 -0.072 UDefl Ratio 446.7 4,756.4 1,014.4 2,752.5 2,752.5 446.7 752.8 Center Total Defl in -0.236 -0.010 -0.099 -0.021 -0.021 -0.236 -0.115 Location ft 2.750 1.250 2.625 1.500 1.500 2.750 2.250 UDefl Ratio 279.2 2,972.7 634.0 1,720.3 1,720.3 279.2 470.5 Title: PLAN 7A Job#14301 Dsgnr: TSW Date: 2:13PM, 1 MAR 16 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 PLAN 7 ABD.ECW:FIoor Framing Description 2613A FLR FRMG 1 OF 3 Timber Member Information ;ode Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined Bal B.a2 B.a3 B.a4 B.a5 B.a6 B.a7 Timber Section 4x12 5.5x19.5 LVL:1.750x14.000 2-2x8 5.5X14 IJC 4x8 2-2x8 Beam Width in 3.500 5.500 1.750 3.000 5.500 3.500 3.000 Beam Depth in 11.250 19.500 14.000 7.250 14.000 7.250 7.250 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade Douglas Fir- Rosboro,Bigbeam iLevel,LSL 1.55E Hem Fir,No.2 Rosboro,Bigbeam Douglas Fir- Hem Fr,No.2 Larch,No.2 2.2E 2.2E Larch,No.2 Fb-Basic Allow psi 900.0 3,000.0 2,325.0 850.0 3,000.0 900.0 850.0 Fv-Basic Allow psi 180.0 300.0 310.0 150.0 300.0 180.0 150.0 Elastic Modulus ksi 1,600.0 2,200.0 1,550.0 1,300.0 2,200.0 1,600.0 1,300.0 Load Duration Factor 1.150 1.150 1.150 1.000 1.000 1.000 1.150 Member Type Sawn GluLam Manuf/Pine Sawn Manuf/Pine Sawn Sawn Repetitive Status No No No No No No No Center Span Data il Span ft 16.50 22.00 4.00 3.50 18.00 4.50 4.50 Dead Load #/ft 75.00 77.00 150.00 195.00 195.00 195.00 75.00 Live Load #/ft 125.00 128.00 400.00 520.00 520.00 520.00 200.00 Dead Load #/ft 168.00 160.00 Live Load #/ft 300.00 100.00 Start ft End ft Results Ratio= 0.9717 0.4315 0.0864 0.4901 0.6447 0.6054 0.5271 i Mmax @ Center in-k 81.67 488.60 13.20 13.14 347.49 21.72 16.25 @ X= ft 8.25 11.00 2.00 1.75 9.00 2.25 2.25 fb:Actual psi 1,106.3 1,401.8 230.9 499.9 1,934.1 708.3 618.3 Fb:Allowable psi 1,138.5 3,248.2 2,673.8 1,020.0 3,000.0 1,170.0 1,173.0 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 55.8 88.6 28.6 56.6 109.3 70.0 61.1 Fv:Allowablepsis 207.0 345.0 356.5 150.0 300.0 180.0 172.5 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 618.75 2,695.00 300.00 341.25 1,755.00 438.75 528.75 LL lbs 1,031.25 4,708.00 800.00 910.00 4,680.00 1,170.00 675.00 Max.DL+LL lbs 1,650.00 7,403.00 1,100.00 1,251.25 6,435.00 1,608.75 1,203.75 @ Right End DL lbs 618.75 2,695.00 300.00 341.25 1,755.00 438.75 528.75 LL lbs 1,031.25 4,708.00 800.00 910.00 4,680.00 1,170.00 675.00 Max.DL+LL lbs 1,650.00 7,403.00 1,100.00 1,251.25 6,435.00 1,608.75 1,203.75 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.188 -0.173 -0.001 -0.005 -0.166 -0.010 -0.018 UDefl Ratio 1,051.9 1,528.6 34,459.7 7,900.8 1,297.6 5,337.8 3,084.6 Center LL Defl in -0.314 -0.302 -0.004 -0.014 -0.444 -0.027 -0.022 UDefl Ratio 631.1 875.0 12,922.4 2,962.8 486.6 2,001.7 2,416.3 Center Total Defl in -0.502 -0.474 -0.005 -0.019 -0.610 -0.037 -0.040 Location ft 8.250 11.000 2.000 1.750 9.000 2.250 2.250 UDefl Ratio 394.5 556.5 9,398.1 2,154.8 353.9 1,455.8 1,354.9 Title: PLAN 2613 Job#14189 Dsgnr: TRE Date: 4:33PM, 16 SEP 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 14189_Plan_2613.ecw:Floor Framing Description 2613A FLR FRMG 2 OF 3 Timber Member Information B.a8 B.a9 B.a10 B.all B.a12 B.a13 B.a14 Timber Section 2-2x8 2-2x8 4x8 4x10 2-2x8 2-2x8 2-2x8 Beam Width in 3.000 3.000 3.500 3.500 3.000 3.000 3.000 Beam Depth in 7.250 7.250 7.250 9.250 7.250 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 Douglas Fir- iLevel,LSL 1.55E Hem Fir,No.2 Hem Fir,No.2 Hem Fir,No.2 Larch,No.2 Fb-Basic Allow psi 850.0 850.0 900.0 2,325.0 850.0 850.0 850.0 Fv-Basic Allow psi 150.0 150.0 180.0 310.0 150.0 150.0 150.0 Elastic Modulus ksi 1,300.0 1,300.0 1,600.0 1,550.0 1,300.0 1,300.0 1,300.0 Load Duration Factor 1.000 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 3.00 3.50 3.50 2.50 5.00 2.50 3.50 Dead Load #/ft 75.00 15.00 15.00 120.00 120.00 120.00 120.00 Live Load #/ft 200.00 40.00 40.00 320.00 320.00 320.00 320.00 Dead Load #/ft 160.00 505.00 160.00 160.00 160.00 160.00 Live Load #/ft 100.00 675.00 100.00 100.00 100.00 100.00 Start ft End ft Point#1 DL lbs 2,228.00 LL lbs 3,712.00 @ X ft 1.750 Results Ratio= 0.2694 0.7361 0.1403 0.2590 0.8515 0.2129 0.4172 Mmax @ Center in-k 7.22 22.69 5.79 40.89 26.25 6.56 12.86 @ X= ft 1.50 1.75 1.75 1.75 2.50 1.25 1.75 fb:Actual psi 274.8 863.5 188.8 819.2 998.8 249.7 489.4 Fb:Allowable psi 1,020.0 1,173.0 1,345.5 3,208.5 1,173.0 1,173.0 1,173.0 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 33.2 97.8 21.4 92.3 91.7 31.4 55.4 Fv:Allowable psi 150.0 172.5 207.0 356.5 172.5 172.5 172.5 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 352.50 910.00 306.25 818.40 700.00 350.00 490.00 LL lbs 450.00 1,251.25 245.00 1,513.60 1,050.00 525.00 735.00 Max.DL+LL lbs 802.50 2,161.25 551.25 2,332.00 1,750.00 875.00 1,225.00 @ Right End DL lbs 352.50 910.00 306.25 1,709.60 700.00 350.00 490.00 LL lbs 450.00 1,251.25 245.00 2,998.40 1,050.00 525.00 735.00 Max.DL+LL lbs 802.50 2,161.25 551.25 4,708.00 1,750.00 875.00 1,225.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.003 -0.014 -0.003 -0.003 -0.032 -0.002 -0.008 UDefl Ratio 10,410.6 2,962.8 12,641.2 9,677.0 1,887.3 15,098.3 5,502.3 Center LL Defl in -0.004 -0.019 -0.003 -0.005 -0.048 -0.003 -0.011 UDefl Ratio 8,155.0 2,154.8 15,801.5 5,497.3 1,258.2 10,065.6 3,668.2 Center Total Defl in -0.008 -0.034 -0.006 -0.009 -0.079 -0.005 -0.019 Location ft 1.500 1.750 1.750 1.360 2.500 1.250 1.750 UDefl Ratio 4,572.9 1,247.5 7,022.9 3,505.8 754.9 6,039.3 2,200.9 Title: PLAN 2613 Job#14189 Dsgnr: TRE Date: 4:34PM, 16 SEP 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 14189_Plan_2613.ecw:Floor Framing Description 2613A FLR FRMG 3 OF 3 Timber Member Information B.a15 B.a16 B.a17 Timber Section 2-2x8 2-2x8 4x8 Beam Width in 3.000 3.000 3.500 Beam Depth in 7.250 7.250 7.250 Le:Unbraced Length ft 0.00 0.00 0.00 Timber Grade Hem Fir,No.2 Hem Fir,No.2 Douglas Fir- Hem Fir,No.2 Larch,No.2 Fb-Basic Allow psi 850.0 850.0 900.0 Fv-Basic Allow psi 150.0 150.0 180.0 Elastic Modulus ksi 1,300.0 1,300.0 1,600.0 Load Duration Factor 1.150 1.150 1.150 Member Type Sawn Sawn Sawn Repetitive Status No No No Center Span Data Span ft 4.50 4.00 9.00 Dead Load #/ft 15.00 Live Load #/ft 40.00 Dead Load #111 310.00 60.00 75.00 Live Load #/ft 350.00 100.00 125.00 Start ft End ft Results Ratio= 0.7045 0.1246 0.5890 Mmax @ Center in-k 21.72 3.84 24.30 @ X= ft 2.25 2.00 4.50 fb:Actual psi 826.4 146.1 792.5 Fb:Allowable psi 1,173.0 1,173.0 1,345.5 Bending OK Bending OK Bending OK fv:Actual psi 81.7 15.5 46.4 Fv:Allowable psi 172.5 172.5 207.0 Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 731.25 120.00 337.50 LL lbs 877.50 200.00 562.50 Max.DL+LL lbs 1,608.75 320.00 900.00 @ Right End DL lbs 731.25 120.00 337.50 LL lbs 877.50 200.00 562.50 Max.DL+LL lbs 1,608.75 320.00 900.00 Deflections Ratio OK Deflection OK Deflection OK Center DL Defl in -0.024 -0.003 -0.062 UDefl Ratio 2,230.4 17,201.9 1,734.8 Center LL Defl in -0.029 -0.005 -0.104 UDefl Ratio 1,858.7 10,321.1 1,040.9 Center Total Defl in -0.053 -0.007 -0.166 Location ft 2.250 2.000 4.500 UDefl Ratio 1,013.8 6,450.7 650.5 Title: PLAN 2613 Job#14189 Dsgnr: TRE Date: 4:35PM, 16 SEP 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 14189_Plan_2613.ecw:CRAWLSPACE FRAMING Description 2613 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 5.75 Dead Load #/ft 195.00 Live Load #/ft 520.00 Results Ratio= 0.9884 Mmax @ Center in-k 35.46 @ X= ft 2.87 fb:Actual psi 1,156.5 Fb:Allowable psi 1,170.0 Bending OK fv:Actual psi 96.2 Fv:Allowable psi 180.0 Shear OK Reactions @ Left End DL lbs 560.62 LL lbs 1,495.00 Max.DL+LL lbs 2,055.62 @ Right End DL lbs 560.62 LL lbs 1,495.00 Max.DL+LL lbs 2,055.62 Deflections Ratio OK Center DL Defl in -0.027 UDefl Ratio 2,558.5 Center LL Defl in -0.072 UDefl Ratio 959.5 Center Total Defl in -0.099 Location ft 2.875 UDefl Ratio 697.8 TJI JOISTS and RAFTERS i 1 1_ 1 CodeCode F Code Suggest Suggest -Suggest Lpick Lp k Lpickj Lpick- I Joist b 4 d Spa_. LL DL M max V max EI L,fb, , L fv L TL240 L LL3601L max L TL dell LL dell. tL TL360 L LL480 L Max TL deft.TL deft. LL defl.l LL dell. size&grade !width in depth in in s sf _-_ (P ) _. (P 1 (n) !....(n 1 (h) ! (ttr), (n•) (in.) (in.) (ft) (ft.1 ;(ft) (in) ratio (In) 1 ratio 9.5"TJI 1101 1.75 9.5 19.2 40 15 23801 1220 1.40E+08 14.711 27.73 15.231 14.80 14 711 0.66 0.48 1 13.311 13.45 13,31 0.44 360 0.321 495 9.5"TJI 110 1.75 9 5 16 40 15 2380 1220 1.40E+08 16.111 33.27 16.19! 15.73! 15.73 0.72 0.52 14.141, 14.29 14.17 0.47 360 0.34 495 9 5"TJI 110+ 1.75 1 99.65 )2 40 15 2380+ 1220 1.40E+08 18.6114 44 36 82 1175:37311 7 31 I 17 31 0 79 _ 0 58 15 571 15.73 16,57 0.5? 360 0.36 495 9.5"TJI 1101 1.75 9 5 9.6 40 151 23801 12201 1.40E+08 20.80 55 45 1197.19 18.641 18.64. 0.851 0.62 16.771 16.94 16.77 0.561 360 0.411 495 1t 9.5"TJI 1101 1.751 9.5 19.21 40 101 2500; 12201 1.57E+08i 15.811 30.50 16.341 15,3711 15.371 0.64{1 0.51 1 14.271 13 97 13.97 0.44) 384 0.351 480 9.5"TJI 110 1_75 9.5 160 40 10 2500. 1220 1.57E+08 17.32 ':36.60 17.36 16.34 16.34 0.68 0.54 15.17 1143.8497 484 14,34 0.48 884 0.37 480 9.5"TJ1 110) 1 751 9.5 121 40 101 25001 12201 1.57E+081 20.001 48 80 19.11 17.981 17.981 0.75 0.60 1 16.691 16.34 16.34 0.51 3841 0.41: 480 A -_-__ .--.-...2 ! _....9 _.. .-.....- x_-....... 9.5"TJI 210 2.0625 9 5 19 2. 40 10 3000. 1330 1.87E+08 22 36 61 00 20 581 19.37 19.371 0.81 f 0.65 ; 17.98! 17.60 . 17.80 0.55 384 0.44 480 9.5"TJI 110 1.75 9 5 9.6' 401 10� 2500_ 1220_1_1.57E+0211 t ! 1 -1 17.321 33.25 17.32 16.301 16.301 0.681 0.54 1 15.131 14.81 14.61 0.46 384 0.371 480 9.5'TJI 210 2.0625 9.5 15 40 10 3000 1330 1.87E+08 18.97 39.90 18,40 17.32 17.32 01 72 0.58 16,08--. 15.74 16.74€, 0.49 384 4,39 480 9.5"TJI 2101_ 2.06251 99:56 121 40 101 3000] 13301 1.87E+08 21.91j 53.201 20 26 19.06! 19.06 0.79 0.64 � - 17.701 17.32 17.32 0 54 3841 0.431 480 9.5"TJI 2101 2.06254 9.5 9.61 40 101 30001 1330 1.87E+08 24.491 66.50 21.821c 20.53 20.531 0.86 0.68 ) 19.081 18.66 18.66 0.58 3844 0.471 480 9.5"TJI 2301 2.31251 9.5 19.2 40 101 33301 13301 2.06E+08 18.251 33.25 17.891 16.831 16.831 0.701 0.561 15.631 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 26 ;;•,16,25;. 0.51 384 0.41 480 9.5'TJI 2301 2.31251 9'5 121 40 10 33301 1330 2.06E+08 23.081 53.20 20 921 19.691 19.69 0.82 0.66 I 18.28! 17.89 17.89 0.561 384 0.451 480 9 5 TJI 230 2.3125 9 5 9.6 40 10 3330 13301 2.06E+08 25 81 66 50 22 541 21.211 21.21 0 88 0.71 19.691 19.27 19.27 0.60 384! 0.48. 480 1 � j 1 - r 11.875"TJI 110 1.751 11.875 19.2; 40 1b i';-1 31601,L1 15601 2.67E+08i 17.781 39.00; 19.501 18.351 17.781 0.67r 0.54 1 17.041 16.67 -16.67 0.52 384! 0.421 480 11,875"TJI 110 1,75 11.875 16` 40 10 3160 1660 2.67E+08 19.47 46.80 20.72 19.50- 19.47 0.81 . 0.65; 18,10 1772 ,,,,:17.72 0.55 384 0.44 480 11.875"TJI 110! 1.751 11.8751 121- 401 t01 3160.1 15601 2.67E+081 22.49 62.401, 22 81! 21.461 21.46, 0.89 0.72 19.931 19.50 - 19.50' 0.61 384 0.491 480 , 23.121 23.12 0.96 0 77 ! 480 11.875"TJI 110 1.75 11.875 9.60 40 101 3160 15601 2.67E+08 25.141 78.00 24 57� 1 i 21.461 21.01 21.0Y 0.66 384' .- 11.875"TJI 2101 2.06251 11.875 19.2 40 10 37951 1655 3.15E+081- 19.48 41.38 20.61 19.39 19.39 0.81 0.65 I 18.00 17.62 17.62 0.551 3841 0.441 480 11.875"TJI 210 2.0625= 11.875 16 40 10 3795 1655 3.15E+08 21.34 49,65 .21.910 2081 20.61 0.86 11.69 1 1$,72 0.59 384 0,47 780 11.875"TJI 210 2.06251 11.875 12 40 10' 37951 16551 3.15E+08 24.641 66.20 24.101 22.681 22.68 0.951 0.76 21°1:01531 2108:.2760211'. `20.61 0.64 384 0.521 480 11.875"TJI 210 2.0625 11.875 9.6 40 10 37951 16551 3.15E+08 27.551 82.75 25.961 24.43 24.43 1.02 0.81 22.68i 22 22 20 0.69 384 0.551 480 i 11.875"TJI 2301 2.3125, 11.875 19.2 40 10 42151 16551 3.47E+08 20.531 41.38 21.281 20.03 20.031 0.83 0.67 18.591 18.20 18,20 0.57 3841 0.451 480 11,875"TJI 230 2.3125 11.875 16 ' 40 10 `7215 1655 3.47E+48 2249 -49.65 22.62 21;28 : 21.26 0:89 0'_.71 19,76 '. °19.34, 0.60 384 0.48 4$0 11.875"TJI 2301 2.3125 11.875 12 40 104 4215 16551 3.47E+08 25.971 66.20 24.891 23.42,1„ 23.42! 0.98 0.78 21.74) 2131:328'1, 21.28 0 67 3841 0.534 480 11.875"TJI 230 2.31254 11.875 9.6 40 101 42151 16551 3.47E+080 29 031 82.75 26 81 25.231 25.231 1.05 0.84 23 421 22.93 22 93 0 72 384 00:557314 57 480 1 1 1 i 1 _ - 11.875 RFPI 4001 2.06251 11.875 19 2 40 101 43151 1480!3.30E+081 20.77) 37.001 20 93 19.69 19.691 0.821 0.66 t 18.28-1 17.89 17.89 0.561 384, 0.451 480 11.875"RFPI 400 2.0625 11.875, 16 40 10 43151 1480 3.30E+08 22.78 44.40 22.24 20.93 20.93 - 087 070 19.43 1901 19,01 0.59 384 0,48 480 11.875"RFPI 400 2.0625 11.8751 12 40 toi 4315 1480' 3.30E+08 26.28 59.201 24.48 23.031 23.03' 0.96 0.77 21.38' 20.93 20.93 0.65 3841 0.521 480 11.875"RFPI 400 2.0625 11.8751 9.61 401 101 43151 1 I ! 1480 3.30E+08 29.38 74.00 26.371 24.811 24.811 1.031 0.83 , 23.031 22.54 `:22.54 0.701 3841 0.56! 480 Page 1 D+L+S CT#14189-Betahny Creek Falls 1 1LOAD CASE __i (12-12) 1 __ _-_ (BASED ON ANSI/AFBPA NDS-1997 1 'SEE SECTION: 1 2.3.1 1 2.3.1 4 2.3.1 1 3_7.1 3.7.1 Ke 1_OOIDesign Buckling Factor-� __ __ L+S - - -- -- -_ D+ c 1 0.801(Constent)> 'Section 3.7.1 5 ---"� ---- l - -- } -- _-_ --- ----- KcE 0.30�(Constant) Section 3 7 1 5 _ -I - I ¢¢ _L_ ..Cb (Varies) 'Section 2 3 10 ._ _,_1 "" )- 1_...._ ,Cf(Fb) Cf(Fc)i _-_ 1997 NDS 1 -` Bend ng Comp Sze.Size Rep¢ 1 Cd(Fb Cb Cd(Fc)1 Eq 3.7-1 1 I NDS 3 9.21 Max.Wall duration durationlfactor factor use I Stud Grade Width'Depth r1Spacingl Hei(t I Le/d Vert.Load Hor.Load e-1.0 Load Plate Cd Fb!Cd Fc Cf Cf Cr 1 Fb ±Fc p95 Fc 1 E Fb' .Fc p p 1 Fc• Fce Fc fc T fcrc fb fb/ ft .....pit Psf plf rt Fb �._-- { • ( ) 1Fc) '._._Psi 1 Psi Psi psi psi Ps1.... .....psi psis psi t psi -}_- �P H-F Stud 1 1.5 1 3.5 1 16 1 7.70831 264j 17301 OI 0.9916 1993.4 1.00 1 15 1.1 1.05 i 1.15 675 405 800 1 1,200,0001 854 5061 966 515.42, 44122 439.37' 1.00+I 000 Fb 1 f 0000 H-F Stud 1.5 3.5 1 16 1 91 30.9i 1340 _01 0.9966 1993.4 '1 100 1 1 15 i 1.1 1.051 1.151-__875 1 405 800 1 1,20,0001 854 5064 966 378.09.. 340.90 340.32 100. 0.01 ( 0.000 H-F Stud 1.5 ' 3.5 1 12 I 91 30.9T 1785' OI 0.9947 2657.8 100 1.15 1 1.1 1.05 1 1.15 1 675 405 800 1,200,000 8541 5061 966" 378.09 340.90; 340 001 1 00 0.0, 0.000 H-F Stud 1 1.5 3 5 I 12 16 I 8.25+ 28.31 15501 28 3: 1550 01 0.9923__ 1997.4 l 100 1 j 15 1 1.1 1 105 11.15 675 405 800 1 1,200,000 854 506.._ 966 449:951 395.221 393.651 1.00 0.001 0.000 00921 19914 1.00 ; j -7r1_ 5 11 110511151_675 1_405 y_ B00 11,200000 8541 506, 9661449.951 395.22, 394.291` 1001__0_0 0.000 H-F Stud 1.5 1 3 5 1 8 8 251 28.311-131001 01 0.9921 3986 7 1 00 1 15 1 1 1 05 1 15 r 675 f 405 800 1I.1,200 0001 8541506 9661 449.95 395.22 393.651 1 004 0.00 OA 00 ft 1 _, SPF Stud 1.5 3 5 16 7/0831 26 4. 16951 0 0.9952 2091.8 1 100 ! 1.15 f 1.1 1.05 1 15 675 1 425 725 1.1,200,0001 8541 5311 875438; 515.42. 431.521 430481 1.001 10.00 1 0.000 SSPF Stud PF Stud 1.5 1 3.5 16 91 3001 1320 04 0.9944 1 2091.8 100 1.15 I 1.1 1 105 1.15 1 675 1 425 725 }1,2000001 854 531 875.4381 378.09 336.17 335.24 1.00 0.001 0000 SPF Stud I 1.5 1 3.5 � 12 I 8.291 30.9 1760j -__0+_0_9944 t 27891_, 1.00 1 _1 15 1.1 1 105 1.15 1I1 675 I 425 x725 4_1,200,006 8541 5311 875 438, 378.091 336.171 335.24 0.00t 0000 3 15251 Of 0.9957_1 2091.8 1 1.00 1 1.15 1.1 1 05 1.15A t 675 425 725 1 1,200,0001- 854 531 875.4381 449.951 388.131 387.301 1.00 0.01 0000 SPF Stud---1- 1.5 3 5 1 12 4 8 251 28 3 2030 0 0 9925 2789.1 4 100 1.15 1 1.1 1.1.054 1 15' 675 1 425 725 1-1,200 000 8541 531 875.4381 449.95 388.13 386.67 1.001 0.0' 0000 SPF Stud 1.5_4 35 f11 8 8.261 283 30501 __01 09957L 41836.-_ 100 J 115 1.1 11.05 1151__-675 425 725 11,200_0001 8541 531,871 _5438 449.951 388.13,387.30, 1001. 0.00 --0.000 1. -I1_ 1 H-F 62 1 1.5 1 5.5 I_ 16 7.70831 16.81'__.....31324 0 0 2408 } 3132.4.__.,1 100 1_1.15 l 1 3_1 1.10 1 15 1 .850 j 405 ' 1300 1 1,300 00011 1,271 506 1644 5'1378.831 1031.581, 50.181 0 49 r--_-_0.0 H-F#2 1 5 5 5 1 16 f 91 19 6 _3132 01 0.3652 , 31324 100 1 1.15 1.3 1.10 1.151 850 405 _1300 1 1,300 00) 1,271 506.k 1644.51 1011.4571837.571 508.18' 0.60 7 - 0 000 , 0.00i 0000 H-F#2 1.5 t 5.5 16 8.251-1 18 0 3132' 0.2858_r 3132.4__1 1.00 1.15 1.3-T1.10 1.15,' 850 1 405 1300 1,300 000 1 2_71 506 1644 5�1203.7 946.77t 50 1 _ 0 531 0 00 0000 SPF#2 1 1 5 5 5 1 16 1 7 708311 16.81_ 32871 - 0 0.2737 1_ 3287.1 4 1.00 1 1.15 1 1.3 1.10 1 1 15 I_875 1 4251.1150'I 1,400,0001 1,308 53111454.7s1 1484.89, 1015454 531.23 0.001 0.000 SPF 62 1 5 1 5.5 16 9_ 19.61 32871 OI 0.3905_1 3287.1__( 1.00 1 1.15 1.3 1 1.10 1.151 875 1 425 1150 1,400,000 1,308„ 5311 1454 75i 1089.25 850.161 531.23x_ 0.621 0.0 0000 SPF#2 1.5 5 5 16 1 8 25 18 0 3287: 0 0.3158 1 3287.1 . 1.00 1 1.15 1 11 1.10 1 15, 875 1 425 1150 1 1,400,0001 1 3081 531 1454 75 1296.301 945.381 531.231 0 564 0.001 0.000 1. { 1.001 0.001 0000 SPFStud1 1.5 3S t 16 1 14 571 50 0 5451 ----01, 00913 2091.8 1 1.00 1 1.15 1 1 LOS 1 151 675 1 425 _1 725 1 1 20 000 .8541 5311__875 4381 14426 139.021 13841,1 1 fk HPF#2 1.5 1 5.5 16 1 19` 41.5 1450 0 0.9917 3287.1 1_ 100 } 1.15 1 1.3 1.10 1 1.15,1 875 4 425 1150.1 1,400,0001 1,3081 531 1454.751- 244.40 235 32 234.341 1 00 0 0 0 000 1 ( 41.5; 13601 Oj 09969 I 3132.4 1 1.0 1.15 1.3 !1.10 1.15 850 1 405 1 1300 1,30,000} 1,271, 506 1644.5, 226.941 220.14) 219.80; 1.001 0.00; 0000 Page 1 Dr-LIW CT#14189-Bot hny Creek Falls 0010 s gn Buckl nglFactor I- -;,LOAD CASE 1_(12-13) - (BASED ON ANSI/AFBPA NDS-19971 SEE SECTION: KD+L+W 1 � T 2 1 _ c 1 0.60(Constant) 1Section 3.7.1.5 , ___I .. .__ - _ } Cr.... 2.3.1Cr .... .1.._.3..... 3 7 1___ r _._ KcE 0,30(Constant) Section 3.7.1.5 _- fx --- Ih- - I- 2 3 1 3 .7.1 I. 1 1 Cb - 1(Varies) Section 2 3 70 --- - - 1--- �� 1_.._ Cf(Pb), Cd(Fc) 1997 NDS - f I I � . I Bending Comp Size,Size Rep 1 _1 t i Cd(Fb) Cb Cd(Fc)I Eq.3.7-1 ....... i ..... i < �factor,tactorl use} L.... - NDS 3.9.2 Max Wall duration duration1 Stud Grade Width 1 Depth JSpacm-1-Height I Le//d Vert,Loed1 Hor Load 1 A.Load�d Plata Cd SFb),Cd(Fc) Cf Cf C11-1 Fb 'Fc perp Fc 1 E J Fb' Fc e ( Fc' 1 Fce ' Pc fc Ifc/F'c L fb ' fb/ 1 1 in. in In ft -{ _ _ ) ... 1 Plf Ps/ I P1f.... r .....1.. (.1 .1.05 .. .....Psi Psi...... psi-f- psi psi I psi 06 psi psi psi psi �psl Fb(1 fc0 586 H-F Stud1111-1.5 1 3.5 16 1 7.70831 26 4 10751 9 711 0 9951. 1 1993 4 I 1 60 1 1 00 1 1 1 1 1.05 1 15 f675 1 405 800 1 1,200 000Jf 1,366 5061 8401 515.421 427.08 273.02 1 H-F Stud i 1.5 3.5 12 1 9 30 9; 1755 8 46 0.9942 III} 1993.4 1_ 1 60 1_1 00 1 1 1 1 1 05 I`1.151 675 1 405 I 800 i 1,200,0001 1,366 5061 840 378.09 333.99 191.75_ 0.571 447.521 0.665 ! I 3.5 1_ { 1 8.461 0.9998 2657.8 1 1.60 1.00 1.1 1 1.05 1 1.151 675 1 405 1 800 1 1,200,000 1,366 5061 840 378.091 333.991 21714 0.65'335.64 0.577 H-F Stud j 1.5 1 3.5 1 1216 1 8.251 28.3i 1 8.25 28 3` 19701 8,131 0.9974_0.9943 I 1993.4 1 1.60 2657.8 1 1.60 1 I 0 jj 1.1 1 0511.15-1: 675 405 1 800 1 1,200,000 1,366 5061 8401 449.954 384.871 246 351 0.64 361.37 0.585 __1.00 I 1.1 1 1.05 1.15 675 , 405 800 .1,200,000; 1,366 50614 _ 84011 449.96 384.87 271.43 0.711 271.03 0500 11-1-F Stud 1.5 1 3 5 8 8.251 28.31 23551 8.131 0.9981 r 3986.7. 1 1.601.604 1 00 t 1.1 :1.05 1.15 675-1 405 ' 800 1 1,200,0501 1,366 5061 840 449.951 384.871 299.051 0 781 180.69 0.394 SPF Stud 1 1.5 SPF Stud 1 1.5 3 5 1 16 7 7063 26 4_ _10601 9.711 0 9971. 1- 2091.8 1 60 1 00 I 1 1 «1 05 1.151 675 1 425 725 11,200,004_-1,366- 5311.761 251 515.421 415.53 269 21:... 0 65 376.78, 0577 SPF Stud 1 1.5 4 3 5 3.5 I 16--16 I 91 30 9 17001 ----8.461 0.9115 1 2091.8_._.I 1.60 1. 1 00 1 1.1 1 05 11 15 1 675 425.,,_ 725 t 1,20 001 1,366 5311761.251 378.09 328.30' 177.78 0.541447.52 ----0.618 8.46 0.9931 2789.1 1.60 I. 1.00 1.1 1 1.05 1 1.151 675 I 425� 725 :1,20,000' 1,3661 531 761 251 378.09' 328.301 214.29. 0.651,335.641 0.567 SPF Stud 1.5 1 3 5 1 16 8.25, 28.31 960 8.13 0.9970 2091.8 1 150 I.1.00 1 1-1.0511 15+ 675 1 425 1 725 11,20,0001 t,366 5311761 25 449.951 376.35 243.81.0 0.651.361.37 _0577 SPF Stud 1 1.5 3.5 1 12 1 8.251-28.31 1405 6.131 0.9952 2789.1 7 1.60 {I 1 00 1 1.1 1 05 1 1.151 675 1 425 1 725 1 1,200,0001-1,36811 534 761.251 449.951 376.35 267.62 0.71,271.031 SPF Stud 15 1 3 5 I 8 8.25L 28 3 _--_23204 8.131 0.9958 i 4183.6 , 1.60 1 150 1.1 1155 1.15 1 675 , 425 1 725 1.1,200,0001 1,36 531{11 761 25; 449,951 376.35 294.60; 0.781 180.69 0.383 H-F#2 _1.5 5.5 16 770831 16.81 31321 9.71Y 0.3909 1 3132.4 L 1.60 1.1 00 1.3 1.10 1.151.850 1 405 1300 1 1,300 00 2,0331 5061 14301 1378.831 969.91 - p ` H-F#2 1.5- I 5.5 1 16 t 9' 1951 3132. 8.461 0,5743_I 3132.4_1 1.60 1 00 1.3!1.10 1 1.15 II 850 1 405 1 1300• 1,30 0001 2,0331 5081 _- 14301 01 506 18l 0 531182.23 0.178 __ 01 181.23; B178 H-F#2 1 15 5 5 16 8 251 16 0"31321 8.13 0.4411 1 3132 4 -�1 60 I-,00� 1 3 1 1 10 1 15 I 850 405 1300~1,30,000 2,03j 506 143 1203.70 899 531 506.18 0 56 148.34 0.124 1 r SPF#2 1 15 55 16 1 7.70831 16.81 3287 9.711 0.4327 L 3287.1 L 1.60 1 150 1 11 '1 1 10 1.15 1 875 1 4251 1150 1,400 0001 2,093 53111 12651 1484.89 9403011 531.23 0.561 1152.584. 0.114 SPF#2 1 5 1 5 5 _16 91 19.61 32871 8.464 0.6033 �. 3287.1___1 1.60 1.00 1 3 1 1 10 1.15_ 875 425 J' 1150 1,400,000 2,093 531, 12651 1089.251 806.08; 531231 05131 181231 0.169 SPF#2 1 15 5.5 _1,_._16 1 8 251 16 01 ,__3287 _.,._8.131 0 4790- 1 3287 1_ 1 1 60 I-,,1,00 1 1 3_:.1,10 1 15-1.875 1 425-,11150.1 1,400 0004 2 093 531-..,_-1265 12953011, 884.691 531231 0.60 146.34 0.118 1 4 { f r • 1 I SPF Stud 1F 1.5-1-1.5 f .16 1 14 5711 awl. 70 8A51-10.9957 2091 8 1 60 1 1 00 1 1 1 05 1 151 675 425 1 725 1T1,200,005 1 366 531 761 25 _144.26 138 141 17.781 0.138414#/##1_ 0 979 1 1fi f SPF 82 1.5 5.5 16 I 191. --__ - - { .. r ....... ,.- . . ... -_._.. .. .... 1fi f 41 51 6801 9,71 0.9941 1 3287.1 � 1.60 1 too 1 1.3 1 10 i 1.15 1 875 1 4251 1150 1 1A00,000;1 259-315311 12651 244.40 233 88 10 67, 0A61,927521 0.786 H-F#2 1 1.5 1 5.5 16 1 191 41.5: 6001 9.711 0.9921 I 3132.4 1 1.60 I 1.00 1.3 1 1.10 1.151 850 1 405 11300 11,30,0001 2,033, 506 1430,, 226.941 219.02! ` __ .. 96.971 0.44j 927.02; 0.7996 Page 1 D+L+W+SS CT#14189 Betahny Creek Falls LOAD CASE j_ (12-14) 1 (BASED ON_ ANSI/AFBPA NDS-1997] 'SEE SECTION. 1 2.3.1 1 2.11 1 2.3.1 1 3.7.1 - 37 1 Ke 1.00IDesogn Buckling Factor� 1 D+L+W+Sl2 + i -- -- ---- --- t -- - -L L -- c 1 0.80(Constant)> 'Section 3 71 5 _........ { ._...._.. ...__4 1 _... 4 f ( -_- Cr- "1..- y_ _ ___ _._. KcE 0 30¢(Constant) Section 3.7.1.5 1 __j + - +Cf Fb Cf Fc 1997 NDS_i �_ _-- > Section 2 3 10 - - -- -- Cb '(Vanes) _,. .r. ,,. f „__ I [Bending(Comp Size Size Rep I -- 1 [Cd(Fb) Cb Cd(Fc)1 , Eq 371' - f - ._ . ... ..... i Stud Grade W^dth Delpth�paang HeO'�ght�Le/d VertPfoad HorPsf ad�l NDSi02ILoad@PIatiCd1 Max.Wall r(Pb))Cdra{FcifaFr rfaCfr Cr�_Fb {Fc perp_Fc E � Fb' Fc poll' Fc Fce Fc j fc _`fnJF'cI fb fb/ f4-1" H-F Stud 1.. 1 in. In11 7.708314 ft. I p 1(b),.,(Fc) psi 1 psi 1_ psi psi psi 1 psi 1 psi 1 psi psi - psi t psi Fb(1 fc/Fce) 10951 9.711 0 9962 4 1993 4 4 160 1.15 } 1.1 1.05 1 151 675 1 405 800 11,200,000 1,200,0001 1,366 506 966 515.42, 441.221 276 101 0.63 376.781 0.599 H-F Stud 1.5 3.5 12 9' 30 91 115018.46,' 0.99691 160 1 1-... ) . ... 1 I --- 1 _ 1 -19914 � 966, 378.09.: 340.904 219.25, 0 67 337.64 0.684 H-F Stud 1.5 3.5 16 91 309 765 8.4.6 09986 � 26578 L 160 L15 1.1 ,7.0511.15 675 405 I 800 1,200,00011.366 506. 966 376.0 340.901 219.05, 064 335.64; 0.584 _,. _ 8.251_ 28.31 985 8.131 0 9963 I 1993 4 { 1 60 I 1 15 1.1 1.05 1 1.15 675 { 405 1 800 '1,200,000 1,366{ 5061 9661 449.95 395.22' 250.16` 0 631 361 37 0.596 H-F Stud 1 1.5 3.5 12 1 8.25 28.3I 1445 8.13 0.9959 2657.8 1 60 , 1.15 ' 1.1 :1.05 1.15 1 675 I 405 I 800 1 1,200 000 1,3664 506, 9661 449.95 395.221 275.24 0.701 271.031 0.511 H F Stud 1.5 3.5 8 1 8.25128 3 2390 8.131 0.9960 r 3986.7 I 160 1:15 1.1 1 1.05�1.15 1 675 t 405 ' 800 1 1,200 00 1,3661 506 966 449.95 395.221 303.49' 0.771 180.691 0.406 SPF Stud 1M 3 5 1 16 7.70831 26 4 10801 9.711 06935 1I� 2091.8 1.60 1 1.15 1.1 1.05 1.151 675 425 ' 725 1 1,200,0001 1 3661 531,875A38; 515.42; 431M21 274 291 0.64j376.78';1 0.589 SPF Stud 1 1M SPF Stud ' 15 t 15 16 3.5 12 1 91 30.1 30.9( 17601 8.461 0 9988 1 2091M_.,4 160 { 1.15 1 1.1 :.1.05 1 1.15 1675 1 425 725_14 1,200 0001 1,368 531'.875 438 378.09 336.17 193.02 0.571 447.521 0.689 .i "283! _� 861 0.9944 2789.1 160 1.15 1.1 1.05 1 1.151 675 425 , 725 11,200,006_ 1,366 5311 875 4381 378.09' 336.171 217,1410 654 335.641; 0.577 SPF Stud . 1.5 3 5 __16 8251 28 3 975 8.13 0 9952 2091.8 1 1.60 1 1.15 1.1 1.05 1.15+_675 425 41_725+1,20,0001,366 5311.875 4381 449:95. 388.13' 24762' 0.641361 371 0.588 SPF Stud 1 7.5 3 5 12 1 8 251 28 3 143018.13 0 9952 2789.1 j 160 4 1.15 f 1.1 ''-1.05 1 75 _675 4 425 725 1,200,00011 1,366 531 675 438 449.95 388.131 272381 0 70 271631 0.503 OFF Stud 1.5__1 3.5 i---8 8 251 2831 23601 8.13.1 0.9922 4183,6___1 1.60 ) 1_15 1 1.1 1 1 05 1 1.15 1._675 ; 425 725 1 1,200 000 1,366 5311 875.438: 449.951 388.131 299.68:_ 0 77 180.691 0,396 H-F#2 1--1 5 1 5.5 I 16 I 18 1 7'7083 16 8 31321 9.71 0.3593 3132A 1 1 60 1.15 1 3 1.10 1 1.15' 850 1 405 I 1300_ 4 1,300,001 1 2,033f, 506' 1644 51 1378.83 1031581_ 506.1811 0 491 152 5811 0.119 9` 196 3132, 8.461 05437 31324 160 1,15 1.3 1.10 1151 850 405 _13O0µ1,30000 2,033 _50616445 1011.45 837,51 50816` 060118123; 0.178 H F#2 rt 1.5__1 5M 16 I 8 25] 18 0 3732 8.73 0 4100 r 31324 1 60 1.15 13 1.10 115 1 850 405 13001,1,30,000 2,033 5061 1644 51 1203.70 946.771 506.18 0 53 146.34: 0.124 ... _. .._ '- _-_ __. ._.- SPF#2 15 , 5.5 1 16 47.7083' 168 32871 9.7110.3872_-_r 1 1.,.. I �._, I 1 1 4 -� ----1 1.60 • 1.15 1 3 ]1.10 1 1.15 875 1 425 5311 1454 75 1089.25 1855.46, 531231__-0 621182 28 0.169 32871 1 160 1.15 131 1.10 115, 875 1 425 1150 1,400,000 2,093 SPF#2 1.5 5 5 t 16 1 94 19 6 3287( 8.461 0 5595 � 3287 1 --- 1 .-._ 4, 1. 1 ... _ 1 i 1150 1 2,0931 531 1454 751 12963 850 16) 531 231_ 0 62 181 23_ 0.169 SPF#2 1 5 5 5 I 16 8 2 18 0--328714 8.13+ 0 4342 3287 1- 1 60 i 1.15 1 1 3 1 10 17 15 875 1 425 _1150 1 400,000+ 2 0931 5311 1454 751 1296.30 945 381 531 231 0 581 146 341 0 118 _.._ L _. - - _..._ ..__� _.� . 111 _._ -.._ - 1 __ ___ - I- t Il T SPF Stud 1.5.11 3 5 16 1 14 571 50 0 70f 8 461 0 9955 -1 2091 8 t 1 60 1 1.15 f 1 1 '1.05 1 15 4{ 675 1 425 725 ;1 200,00 1 366t 531 875 4384 144.26 139 021 17 781 0 13�##J4144/1 _ 0 979 SPF#2 1.5 5.5 16 4 191 41.51 6661 9,71 0.9914 3287.1 160 1.15 1.3 1.10 1.15 875 1 425 1150 1 1,400,000; 2,093 531 1454 751 244.40 235 321 106 67 0 45 927621 0.786 H-F62 1.5 1 5.5 , 16 ! 191 41.511 6001 9.711 0.9901 1 3132.4 1 1.60 1 1.15 1 1.3 i 1.10,1.151 850 1 405 , 1300 1 1,30,0001 2,033 5061 1644.5 226.941 220.14! 96.97, 0441 927.02" 0.796 Page 1 { D+L+S+.5W CT#14189 Betahny Creek Felts 1 .LOAD CASE (12-15) ON ANSI/AFSPA NDS 1997) 1 2 Ke 1.00 Desi n Bucklin Factor_f A - 1- (BASED .-- I 9 __-Buckling:Factor _ D+L+S+W/2 - I - -_ __ __ c 1 0.80(Constant) 1Secbon 3.7.1.5 --T ""- - {--- i -�r ___ --- -- --" - ""--- 1 SECTION: 3 1 I 3 7 1 KcE µ 0.30I(Constant Section 3.7.1.5 _ ...... _ _- ...__....t E T......... 2Cr 1 2 3 - t _--- --- ES N 37.1 � 1 11 1 Cb (Vanes) Secton 2.3.10 --- -- I 1____ Cf(Fb) Cf(Fc) 1997 NDS I_ I Bendingl Comp Size Slze Rep4.1, "-- - f � t - (NDS 3.9.2 Max Wall duraoonIdurahon factor factor use 1 1 � q .. 1_Cf Fb Cb •Cd(Fc Eq 3 7-1 1 Stud Grade Width�De th 1S��aan Het htl Le/d Vert.Load�HorLoad1 1.0 1Load@Plata Cd(Fb)iC�Fch Cf Cl Cr j ��Fb 1Fc pencil Fc IE 4 Fb' Fc',ATI _� Fce� Pc 1 fc _f fc/F'c ib }b/ in. in in T ft 1 ,.-plf pSt If r � _.. H-F Stud 1.5 1 3 5- 16 1 7 70831 26 4 13351 4.855 0.9935 1993.4 1.60 1 1 15 1.11) 1 05I.1.15 675 1 405 psi 00, psi 6 psi psi psi 44l 33l 03 f � psi i Fb(1/dFce) ......_ ._.... 1..... _ 800 1 200000 1,366 506 9661 378.091 341.921 246.351 072 228.79 0.470 H-F Stud 15 3.5 12 9i 30 9: 1380 4.23 0.9976 2657.8 1.60 ! 1.15 4 1 1 1.05 1.15 675 1 405 800 1,200,0001 1,366{{ 5061966 378.09. 340.901 246.35 0.72 223.76 0.470 H-F Stud 1.5 3 5 16 8 25' 28.31 11951 4.065 0.9960 1993.4 1 1 60 1 15 1 1 1.05 1.15 1 1 155 1.15 I 675 1 405�JI 800 75 1 405 800 1 1,205000 1,200,000 1,3.66: 506 9661 449.051 395.221 303 894 0 771 187.69 0.406 H-F Stud 1 1.5 3.5__12 1 8.251 28 3 _16801 4.065 0.9990 r 2657.8 _1 1 60 , 1 15 1 1 1.1.05 41.15 1 675 1 405 800 1 1,200 000' 1,366 506 966 449.95' 39 1 135.69 0A06 H-F Stud 1.5 3 5_ „8 8,25} 28 3 26651 4.065. 0 9999. 1 3986.7. 1 60 ; 1 15 1 1 1 05 1.15T-675 405 800 1 1,200,000 1,3661 506 9661 449.95 395.221 320.00(_ 0 811.135.51 0.343 _ 1 } IJ{ _I ... {j _..,..95 395.22 338.411 0.861 90.34 0.267 SPF Stud 1 5 3 5 1 16 7.70831 28 4-1 91 30 91 __13151 4.855 0.9907 2091.8 1.60 1.15 1 1.11 705 11.15 _675 425 725 1,200,0001 1,366 5311.875.438 515.47 ii. - I1.1 1 431.52 333971 0 77 188.39 0.392 SPF Stud 1 1.5 SPF Stud -1 1.5 1 3 5 1 12 - _- 91 30 9 13751 4.231 0._., 2091.8.._..1 1.60 11....115 1 I4 .1 675 , 425_._1 725 1 1,366 5314875 438 378.091 336.17 245.08 0.731 223.76: 1 .. � _ 1 __ + 0.9990 2789.1 1 60 1 1.15 1.1 .,1.05 1.151 675 425 ! 725 1,200000 1,3661 5318754381 378.091 336.171 260951 0.78'167.82, 0.396 SPF Stud 1.5 3.5 16 8.n1 28 3'1 1180 4.065 0 9922 I 2091.8 rt 1.60 , 1.15 1 1 1 1.05 1.15 I 675 425 725 1 1,200,0001 1,3661- 5311.875.4381 449.95 388.13 2995810.77 180.69!! 0.396 SPF Stud 1 1.5 3 5 I 12 8.251-28 3 1660 4.065 0.9973-I 2789.1 T 150- 1 1.15 1 1.1 1 1M5{1.15 1 675 f 425 725 1,200 000 1,366 5311 875A381 449.951 388.13 318.19 0. SPF Stud 1.5 1 3.5 1 8 8.25L 28.3i 26301 4.0651 0.9969 1 4183.6 1.60 . 1.15 1.1 11.05 1.15 1 675 4251 725 1 1.,200 000 1,3661 5311 875.438 449.95 3 _ 88.13 333.97: 0.851 190.34 0.25/ H F#2 1.5 1 5.5 I 16 1 7.70831 16.81131321 4.855 0.3001 3132A 1.60 1 1.15 1.3 ,1.10 11.15 1-850 405 1300 L L1,300,001 2,033, 506 1644.5 1378.83 1031.58 506 18: 0.491 76.291 H-F#2 1.5 1 5.5 16_18` 1961 31321 4.23 0.4544_ 3132.4 1.60 1 .1.15 13 11.10 1151 850 405 1300 11,300,000 2,033` 506 1644.511011.41--._..._. .--__.._., _{.. 0.059 SPF#2 I...1.5.1-- 0.601 90.611 0.089 5 5 16 8 251_ 18.1 3132 4.0651_0.3479 r 3132.4 �1.60 Y-1.15 1.3 1.10 1.151-850 405_1300 1 1,300,0 0 2,033 505 1644.5 1203.701 946.77 506.18+_ 0 53 73 17: 0.062 5.5 - 16 ,7.7083: 16 8 3287 4.8551 0.3304 1 3287.1 4 1.60 I_1.15 I 11 ,1.10 1.15 I 875 1 425 1150!1,400,0001 2,093 531 1454 75 1484:89 1015.45 531.23 - 052. 76.29 0.057 S!.#2------------54 5.5 _16 1 91 19.6! 3287 4.231 0.4750 1 3287.1 1 1.60 1 1.15 1 1.3 ,1.10 1.151 875 1 425.j' 1150 tt 1,400,000 2,0931 5311.1454.7 1 1089.251 850.161 531.231 0.621 90.61_ 0.085 SPF#2 r 15 { 5.5 16 882.57 180 -_-3287 4.060.375011 3287.1_ 160 1._115 1 13 1_,1.10 1154 875 1 425 1150(1,400000+ 2,093 531 1454751 1296.30 945.38' 531 23056 73.17 0.059 SPF Stud 1 5 , 3 5 16 4 14 57! 50 0 2551 4.23-1 0 9959 1 2091 8 4 1 60 { 1..15 1 1 1 11;05 1 15 1 675 425 1, 725 1 1 200 000 1,3661 5314 875 4381 1442611-- 139.02-1 64.761 0 47 586A31 0.779 1t r k Li II I 1 f SPF#25 5.5 16 19; 415 -.--935 4.855, 0.9925 3287.1 ___ - ---- Ti� = +- � � 1.60 ) 1.15 113 :1.101151 875 425 fil 1150 114000007 2,093 5311145475 244;40 23532 15111 064483511 0.580 H-F#2 1 1.5 I 5.5 , 16 1 191 41.5: 8651 4.8551 0.9970 I 3132.4 1.60 ; 1.15 1.3 1.10 1.15 850 1 405 1 1300 1 1,300,0001 2,033, 5061 1644.51 226.941 220.14: 139.80 0.641 463.511- 0.594 Page 1 D+L+S+.7E Betehn Creek Falls - "..,-_ __."__ CT#14189 y ,LOAD CASE _L (12 16) 1 ,(BASED ON ANSI/AF&PA NDS 7997) I SEE SECTION: 2.3.1 2 3.1 2.3 1 3 7.1 3.7.1 i ( ). g l _ _ - Ke i.00lDesign Bucklln Factor D+L+S+El1 4 i -- ( --- � 1- c 0.80 Constant > Section 3 7 1 5 - ---,,, -- - ""- I --- --1 -- -1- --: --_i_ -- i._1----+- ----- .."KcE 0.301(Constanq ,Section 3.7.1.5 ...._. ... _ i 1...... ..... 1 .�. ....._ Cr - I ..._ + I - ._.__.. 1 1 _ 1 _ ,_- 1 ___ 1 Cf(F6).1 _Cf(Fc,),1 11997 NDS L t Cb arses > 'Section 2 3.10 - { Cd Fb N ) Bendin Com Size Size iii Re } .._.. ... i 9 P I P ...._ .A. ....... I (..)i Cb Cd(Fc) ... Eq.3.7-1 1 I 1 I __ NDS 3.9.21. Max Wall duration duration factor tactor use 1 _1 - _0El). ... - Stud Grade_Width Depth'racing Height LLe/d Vert.Load Hoc Load -1.0 Load Plat Cd Fb iCd�F Cf Cf Cr Fb 1Fc perp. Fc _E Fb'- Fc perp'_Fc Fce F'c fc fdF c f fb ...1 ib/ Tr in. In. �,.,in ft. I � pif psf pH � I(Fb)!(Fc)( L.._Psl 1 psl..._l.. Psi __..psl 1 psi psi _--Psl ..Psi psi i Psi psi�Fb(1-fc/Fce) H-F Stud 1.5 3.5 16 7.70831 26.41 1415 3.571 0.9983 1 1993.4 1.11 1.60 1 1.15 1 1.1 ..1.05 1.151.675 1 405 800 1,200 0001 1,3661 506 9661 515.421 441.221 359.37-- 0.811 138.53 0.335 H-F Stud 1.5_ 3.5 16 ,I 91 30 94 1010. 3.57 0.9960 1993.4 L 1 60 _1.15 1.1 i 1.051 1.15 I 675 t 405 800 1,200 0001 1,3661 506) 966 378.09 340.901 256.51 0.75 188.85; 0.430 H F Stud 1 5 3.5 1 12 16 1 8.251 28.311225 3.57 0.9961 1993.4 1.60 1.150 I 5 1.1 1.1 1.1:05 1.15 675 405 800 1,200 0001 1,3661 506 9661 378.09 340.90 270.48 0.791 141.63 0.364 H-F Stud .1 1.5 3 5 1 12 I 8.25_ 28.3 ---_-1710 3.571 0.9947 2657.8 , 1 60 1.15 ! 1.1 1.05 1.05 1 1.15 1 675 1.15; 675 1 405 1 800 405-1` 800 1 1,200,000, 1 1,36611 5061 506 966; 449.951 395.221 311.11 0.791_158.681 0.3761 H-F Stud 1.5 3 5 1- 8 8 25) r -T -- L. _ I0 966; 449.95 395.221 325.71 0.87 179.31 0.244 ....... 1 _I_..... _..... 28 31 _2700 3.571 0 9966 39862 1 60 1 1.15 1.11125 1 1.191 675 I 405 800 111 1,200 OOOf 1,366 5061 9661 449.951 395.221 342.86{ 0.871 79.341- 0.244 r .�. .__ ! _ SPF Stud 1.5 i 3.5_1_16 720831 26.41-- 1395 3.571 0.9984 2091.8 1.60 i 1.15 1.1 ,1.05�1.15'' 675 1 425 I 725 1 1,200,000; 12661 531 875 4361 515431 431.521 354 29 0 821 138.53 0324 SPF Stud 1.5 3.5 .......16 9' 30 91 1000 3.57 0.9918 2091.6 1 60 1.15 1 1 1.05 1 15 875 425 �; 725_1_1,200,0001 1,369- 631 875.4381 378.09+ 336.17 253.97 0.76i 188.851- 0.421 6 SPF Stud I 1.5 3.5 12 9 30.21 1410 _3.57 0.9962 2789.1 1.60 1.15 1.1 .1.05 1.15 i 675 I 425 1 725 1,200 000 1,3661 531 875 438 378.09 336.17L 268.57 0 BOtj 141.631 0.358 SPF Study 1.5 I 3.5 1_16 I 8.251 28.31, 12101 3.57;_ 0_9932+__2091.8 , 1.60 1 1.15 1 1.7 ,1.05 1.15i 675-1 425 725 1,200,000 1,3661 531 875.4381449.951 388.131 307.30 0.791 158.68'; 0.366 8251 28.31 1690 3.57 0.9940 2789.1 r 1.60-1 1.15 1.1 11.05 1.15 I 675 1 425 1 725 1,2000001 1,368 531 875438 _449.95 388.13' 321.90 0.831 1.19.011 0.306 SPF Stud 1 1 5 3 5 t 12 SPF Stud 1.5 1 3.5 8 8.251 28.21- 2670 3.571 0.9987 1 4183.6 1.60 f 1.15 1 1.1 '1.05 1 15. 675 425 . 725 1,200 000 1,3661 531 1875 4381 449.9_51 388.131 339.05 0.871 79 341 0.236 J -1 H-F#2 1.5 5.5 .16 7 7083L- 16.4 3132 3.57 0.2844 I 3132.4 + 1.60 _.1,15 1.3_11.10. 1 15 1 850 I 405 - 1300 1,300 000 2,033 506 1644.9_1378.831 1378.831 1031 581 506.18; 0 4911 56.101 0.044 H-F#2 1 1.51 55 16 9` 19.81 3132 3.57 0_4405I 31324 1601 1_15 , 1.311.10 115_850 405 1300]1,300,000' 2,0331. 506 16445'1011.45 83757' 506.180.60, 78.47! 0.075 H F#2 1.5 5.5 18 I 8.251- 18 01 3132 3.570 3404 r 3132.4 1 1.60 111-Jt 1.15-1 1.3 1 1.10 1 15 8501 405 1 1300 1 1,300 0001 2,0331 506 1644.5'1203.70 946.771 506.18 0.531 64.26+ O 055 - 1 • SPF#2 ... .. _..... ) i 1 12 5 5 1 16 j 7.708.31 16.81 32871 3.571, 0.3154 3287.1 1 1 60 1.15 1 3 !1.10 1 1 15 875 f 425 1 1150 1,400,0001 20931 531.1 1454.75111484.89 1015.454 531.231 0.521 56.101 0.042 SPF#2 1 1.5 1 5 5 I. 16 1 91_19.61 32871 3.57-1 0.4618 1 3287.1 1 1.60• 1.15 1 1 3 .1.10 1 15 1 875 1 425 i-1150 1400,0001 2,0931- 5311 1454.751 1089.25k 850.161 531.23' 0 621 76.471 0.071 SPF#2 1.5 5.5 I 16 ' 8251 18.01 3287 3.57 0 9678 3287.1 1 1.60 1..15+-1.3 1.101 1 15. 875 ( 425 1150 1,400 0001 2,0.9.31 531 1454 75+,1296.30 945.381 531 231 0.56; 64 26j 0.052 50 0 -285 3.57 0 9981 1 2091 8 1 1 60 ) 1.15 1 1 1 A5,1 15 675 425 . 725 I 1 200.0001 1 366 53111 875 4381 144 26 139 021, 72 381 0.52[494.931- SPF Stutl 15 35 1 16 1457( 1 IL .... 1 f_.... �. 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''U D f7 2012 IBC SEISMIC OVERVIEW SHEET TITLE: 2012 IBC SEISMIC OVERVIEW CT PROJECT#: CT#14253:Plan 2613 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.= 0 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 S1= 0,50 Figure 1613.3.1(2) Figure 22-2 Latitude= varies N Longitude= Varies W http://earthquake.usgs.gov/research/hazmaps/ http://geohazards.usgs.gov/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 * M1 F" S1 SM1= 0.75 EQ 16-38 EQ 11.4-2 Sips=2/3*SMs SDs= 0.78 EQ 16-39 EQ 11.4-3 Sul=2/3*SM1 SDI= 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 structuralpanels --- N/A Table 12.2-1 12. Response Modification Coef. R= 6.5 N/A Table 12.2-1 13. Overstrength Factor Seo= 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 --- Na 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#14253:Plan 2613 SDs= 0.78 h„ = 18.00(ft) S01= 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) Si= 0.50 k = 1 ASCE 7-05(Section 12.8.3) TL= 6 ASCE 7-05(Section 11.4.5:Figure 22-15) C5=SDS/(R/IE) 0.120 W ASCE 7-05(EQ 12.8-2) Cs=S01/(T*(R/IE)) (for T<TL) 0.440 W ASCE 7-05(EQ 12.8-3)(MAX.) Cs=(Sol*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 Sl)/(R/IE) 0.038 W ASCE 7-05(EQ 12.8-6)(MIN.if S,>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) Ew1 *h,k Vi DESIGN Vi Roof --- 18.00' 18.00 1280 0.022' 28.16 506.9 0.58 3.21 3.21 2nd 8.00 10.00', 10.00 1310 0.028' 36.68 366.8 0.42 2.33 5.54 1st(base) ; 10.00 0.00' SUM= 64.8 873.7 1.00 5.54 E=V= 7.75(LRFD) E/1.4= 5.54(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, Fp), = EF;-wp, 0.4*Sos*IE*Wp 0.2*SD5*IE*wp LEVEL (kips) (kips) (kips) (kips) (kips) Ew, Fp), Max. FPX Min. Roof 3.21 3.21 28.2 28.2 4.38 3.21 8.76 4.38 2nd 2.33 5.54 36.7 64.8 5.70 3.13 11.41 5.70 1st(base) 0.00 0.00 0.0 64.8 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#14253:Plan 2613 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 Width= 26.0 56.0 ft. V u/t. Wind Speed 3sec.cus= 120 120;mph Figure 1609 Fig. 26.5-1A thru C V asd. Wind Speed 3Sou.Gust= fr -'93; 93mph (EQ 16-33) Exposure= B B lw= 1.0 1,0N/A N/A Roof Type= Gable Gable Ps30A= 28.6 28.6,psf Figure 28.6-1 P0305= 4.6i 4.6 psf Figure 28.6-1 Ps30 c= 20.7'' 20.7'psf Figure 28.6-1 Ps30 D= 4 7 4,7':psf Figure 28.6-1 A= 1.00' 1.00 Figure 28.6-1 K:= 1'00' 1.00 Section 26.8 windward/lee= 1.00 1.00'(Single Family Home) A*K,i*I : 1 1 Ps=A*Kzt"I*Ps30= (Eq.28.6-1) PsA= 28.60 28.60 psf (LRFD) (Eq.28.6-1) PsB= 4.60 4.60 psf (LRFD) (Eq.28.6-1) Psc= 20.70 20.70 psf (LRFD) (Eq.28.6-1) Ps D= 4.70 4.70 psf (LRFD) (Eq.28.6-1) Ps A and c average= 24.7 24.7 psf (LRFD) Ps B and D average= 4.7 4.7 psf (LRFD) a= 3 3 Figure 28.6-1 2a= 6 6 width-2"2a= 14 44 MAIN WIND-ASCE 7-10 CHAPTER 28 PART 2 Areas(N-S) AreasE-W width factor roof--> 1.00 1.00 ( 0psf) r (E-W) Wind(N-S)(LRFD) Wind(E-W) (LRFD) .$9 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 ADper 28.4.4 LEVEL Height per 28.4.4 WIND SUM WIND SUM 9 (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 0 144 0 168 0 128.2 0 469.9 Roof --- 18.00 18.00 4.0 48 0 56 0 48 0 156.6 0 6.7 12.8 3.98 3.98 7.41 7.41 2nd 8.00 10.00 10.00 9.0 108 0 126 0 108 0 396 0 3.7 8.1 5.70 9.68 11.29 18.70 1st(base) 10.00 0.00 0.00 0 0.00 0.00 AF= 650 AF= 1307 10.4 20.9 V(n-s). 9.68 V(e-w)= 18.70 klps(LRFD) klps(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#14253:Plan 2613 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-W) Vi(N-S) V(N-S) Vi(E-W) V(E-W) Roof - 18.00 18.00 0,00 0.00 0.00 0.00 6.66 6.66 12.84 12.84 2nd 8.00 10.00 10.00 0.00; 0.00 0.00 0.00 3.74 10.40 8.06 20.91 1st(base) 10.00 0.00 0.00 V(n-s)= 0.00 V(e-w)= 0.00 V(n-s)= 10.40 V(e-w)= 20.91 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) DIAPHR. Story Elevation Height DESIGN SUM DESIGN SUM DESIGN SUM I DESIGN SUM LEVEL Height (ft) hi(ft) Vi(N-S) V(NS) Vi(E-W) V(E-W) Vi(N-S) V(N-S) Vi(E-W) V(E-W) Roof 8 10 10 6.66 6.66 12.84 12.84 5.16 5.16 9.95 9.95 2nd 10 0 0 3.74 10.40 8.06 20.91 2.90 8.06; 6.25 16.19, 1st(base) 0 0 0 V(n-s)= 10.40 V(e-w)= 20.91 V(n-s)= 8.06 V(e-w)= 16.19 kips(LRFD) kips(LRFD) kips(ASD) kips(ASD) Part 1 Base Shear Part 2 Base Shear = 0.0 0.0 ratio ratio Page 1 SHEET TITLE: SDPWS SHEARWALL VALUES PER TABLE 4.3A CT PROJECT#: CT#14253: Plan 2613 SHEATHING THICKNESS tsheathing = 7/116" 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 tsheathin9 = 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 w allowable Blocked (PER 2009 IBC) modify G7 125 R>2 not allowed R>2 not allowed G4 150 R>2 not allowed R>2 not allowed 2G7 250 R>2 not allowed R>2 not allowed 2G4 300 R>2 not allowed R>2 not allowed 2G4 300 150 GO ® r i ROOF BELOW 4-0" / 22 0.. 11'-0y" 10'-117/8" ' 3'-113z" 7'-05/6" / 7'-03/8 3'-7132 / Y I fit e j A 5-0' ` 4--0 SL 5-0'4-0 a , EGRESS EGRESS Rear R23 INSULATE FLOOR OVER UNHEATED SPACE Bedroom 3 '-''' Bedroom 2 T D2 44 ...,„\,1-,c-\, .�L GUARD RAIL W/6"HIGH 2x4 CURB AT BOTTOM- i-1 Sc ti/ TOP AT+42" A.F.F. 4-6" - 1 3•-0. 6-0'BIPASS `"4 45' 6-0 BIPASS to & P ..„ - A S S& P 8-732" 3.-5Y"I 2-4 HC 24'TB ------.)1/ —LLi f Bath 51 TUB p ] hc� 1.. SHOWER }------�-------- ♦\ QIPto D ?w \ l " MDF CAP 7x ( 0 DN • X � SHELF ABOVE 11 S & PUtlIlty I N �G� I in ORYR 1 2-8 HCW i {-�-4 -' 6-0 'IPA55 _ � ' I W f 4-1132" 4, 4 6" I6 2-0HC" 5 &P N - 1 1 o 122"x30"1 1 '� a W Bedroom 4 ESS; b,1 fr LI �W.I.C.a 1 2-4 HC r S& P :I ` I ` A xh 48�34" 24'ie TP --c+< x i n SH OWER LOW \� ,••-.1, — '.\ WALL 0 .' i.1'. A 11'-532" - 4'-73 \ +46" r p) Nrc-!, i w / ' l ..F.F.—� 0 I w ./,/-0 HCW ' 3-1" 2"-632" M. Bath" / N D0 �` 1� TILE PLATFORM A 1 ,Master Bedroom p +21" A.F.F. 4^a' W —oma I.»__...r z 0 » 5-0 3-0 F Q Front MSIR SAFETYI'GLAZING Q 4-6/4" X 4-63/4 `N 2-6 5,,-0 2-6 5-0 F 2 6 5-0 SH 5'-31/4" i 3'-0" j 3'-0" j 5'_34" / / Y k 161-61%2" 9'-5)/2 • / / / ri r7 L.J PLAN 7A SECOND FLOOR 1/4"=1'-0" ENGLISH REVIVAL 22-0 10'-0' 12'-0" il ROOF r ABOVE r I I I `, . . 16-0 7-0 OH 46%7_, Gar • Gar AB REMOVED 2x8 FRAMING FOR Q ELEC. PANEL v L_ FLOOR ABOVE �o Garage 3'-113/2" 1 WALL FINISH: Y¢"GWB BOLLARD e w CEILING FINISH %" TYPE X' GAB FIRE-TAPE ALL GWB I N e WRAP BEAMS BELOW CEILING LEVE. INSULATE FLOOR ABOVE./ WH '� Irk 4 42"x12" WOOD TREAD MAX. RISER 7" PLATFORM 9,-,yr Ur e W,}(ADD MORE STEPS AS REQUIRED PER 1+18"A.F.F. \ I e W SITE CONDITION) , `I 18•-0,V2" ( GUARD RAIL WITH 6" HIGH ` 'i e 2x4 TOP CA CURB +3AT6" BOTTABOVEOM-NO > FURN v SING Rear Kit/Car ♦ • Patio i / 1 "c, a( �5) -4 R0 04-1a a. 3•-93/4" < o/`f .z1 L' / "I I ®' r ` ' — ©]I cir Ila 4'_0. •-7Y2" 3•-10' 1 2.-8" t __--- •O-O I--_1I-t .alair ® I� 18"x24" CRAWL I SPACE ACCESS - Kitchen o 2x4 35"HIGH ar--F, PONY WALL. H --a T I. DO 0 OWi_ Dining © © - „pD ro � - - i O INSULATE FLOOR in H ` OVER CRAWL SPACE r8 71/2 T- OVER COUNTERTOP - L'”' I OVER STANDARD 1 All BASE CABINET jco +36" A.F.F. I O u o 'A--- `i N UL APPROVED 36" WOE FLUSH BEAM2X4- _27,8_ Q P FACTORY-BUILT DIRECT ABOVE J)11 • N VENT GAS FIREPLACE p\ 2•-O• 2•-7Y2 "�/�� 6x6 POST G�/ ' ""L� Q '� r� Al GWB FINISH - / Entrya n —o Nn,, a 5Y2j\ � AS APPS ABLE , e Living 2x6 39"HIGH �` _N 4, PER SITEI I WALL W/FINISH „�, �' '� CONDI-10 S A h TRIM AT TOP z e SAFETY o SAFETY v � o-,L111" GLAZING GLAZING '1 ? �12" TILE •--•_moo ow.».. I .I .i }_—o20 o HEARTH -4C;1 0 0-6 3-10 F A1-6,3-1QF _ :r 'v w 2•-OY4" 2•-8Yp ' 2•-8 2 2•-0'/4" 3y n A70 Front N 79�6 0 SH 2-6,5-0 0-• 5-0 F 2,6 5-0 o_ 3'-9/4 3'-0' 3'-0" I 3'-0" �, 3•-94 Porch X 1 ♦ �'-0 16•-61/2' 9'-5Y2" e 1 i 20rAll I 1o•-7y' AF DNS PLAN 7A FIRST FLOOR First Floor 1/4"-1'-0" ENGLISH REVIVAL Second Floor Total SF SHEET TITLE: LATERAL N-S(front to back-up/down) CT PROJECT#: CT#14189:PIan7A Diaph.Level: Roof Panel Height. 8 ft. Seismic V i= 3.08 kips Design Wind N-S V i= 5.16 kips Max.aspect= 3.5 SDPWS Table 4.3.4 Sum Seismic V i= 3.08 kips Sum Wind N-S V I= 5.16 kips Min.Lwall= 2.29 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 e0, 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 Unat Us„m Ueum 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* 256' 11.0 11.0 1.00 0.15 1.03 0.00 0.62 0.00 1.00 1.00 56 P6TN P6TN 94 4.92 4.56 0.03 0.03 8.25 5.45 0.27 0.27 0.27 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 4 384 16.0 16.0 1.00 0.15 1.55 0.00 0.92 0.00 1.00 1.00 58 P6TN P6TN 97 7.38 9.65 -0.15 -0.15 12.37 11.52 0.06 0.06 0.06 - - 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** 640 43.0 43.0 0.95 0.15 2.58 0.00 1.54 0.00 1.00 1.00 38 P6TN P6TN 63 12.30 69.73 -1.36 -1.36 20.62 83.21 -1.48 -1.48 0.50 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 0,001 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 - - 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 1280 70.0 67.9=L eff. 5.16 0.00 3.08 0.00 EVwmd 5.16 EVEQ 3.08 Notes: denotes with shear transfer ** denotes perferated shear wall iSB denotes iSB Shear Panel JOB#:OT#14189:PIan7fi,'. ID:Upper Left?(MSTR and BR4) : Roof Level ----- wdl= 1SOQ plf V eq $70.0- pounds V1 eq= 478.5 pounds V3 eq= 152.3 pounds V5 eq= 239.3 pounds V w= 1450.0 pounds V1 w= 797.5 pounds V3 w= 253.8 pounds V5 w= 398.8 pounds v hdr eq= 31.6 plf ► - A H1 head= i -� H5 head= Fdragl eq=43.5 Fdrag2 eq= 13.8 Fdrag5 eq=27.7 Fdrag6 eq=143.5 I! 1 v A Fdragl w= 5 Fdragl . 23.1 Fdrag5 w= -•.1 Fdrag%w= 72.5 A H1 pier= vl eq= 43.5 Of v3 eq= 43.5 p/f v5 eq= 43.5 H5 pier= 4.0" of w= 72.5 elf v3 w= 72.5 plfv5 w= 72.1 4.0 feet feet H total= 2w/h= 1 2w/h= 1 2w/h= 1 8.0 v Fdrag3= , Fd - 13.8 feet A Fdragl w=72.5 Fdragl w=23.1 Fdrarg7eq= .7 Fdrag8e. 43.5 v P6TN E.Q. Fdrag7w=46.1 FdragBw=72.5 A P6TN WIND v sill eq= 31.6 Of H1 sill= (0.6-0.14Sds)D 0.6D vsill w= 52.7 plf H5 sill= 3.0 EQ Wind 3.0 feet OTM 6960.0 11600.0 feet R OTM 25310 30628 V v UPLIFT -741 -769 v Up above 0 0 Up Sum -741 -769 H/L Ratios: L1= 11.0L2=', 2.5 L3= 3.5 L4= 5.0 L5= 55 Htotal/L= 0.29 4 ► 4 ►4 _.. .►4 104 0 Hpier/L1= 0.36 Hpier/L3= 1.14 < L total= 27.5 feet Hpier/L5= 0.73 ".".0.90'Lreduction 4 SHEET TITLE: LATERAL N-S(front to back-up/down) CT PROJECT#: CT#14189:PIan7A Diaph.Level: 2nd Panel Height= 9 ft. Seismic V i= 2.23 kips Design Wind N-S V i= 2.25 kips Max.aspect= 3.51SDPWS Table 4.3.4 Sum Seismic V i= 5.30 kips Sum Wind N-S V i= 7.40 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 LDLeff C 0 w dl V level V abv.V level V abv. 2w/h v i Type Type v i OTM RoTM Unet Us n, OTM Ram Unet U.,n U.em HD (sqft) (ft) (ft) (kif) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext, left 1* 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 0.27 0.27 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 0.001 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 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 , 660 21,5 21,5 1.00 0.15 1.12 2.58 1.11 1.54 1.00 1.00 123 P6TN P6 172 23.86 17.43 0.31 0.20 33.31 20.80 0.60 0.93 0.93 - - 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. righty** 660 53.0 53,0 0.91 0,15 1.12 2.58 1.11 1.54 1.00 1.00 55 P6TN P6TN 77 23.86 ##### -1.57 -2.92 33.31 ##### -1.78 -3.26 1.20 pert Ext. right2 0 0.0 0,0 1,00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - - 0 0.0 0,0 1.00 ;0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. rght3** 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 W - 0 0,0 0.0 1.00 - 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. right4 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext, right5 0 0.0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0,0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1.00 0,001 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 - - 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 -100 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0,0 0,0 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 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 1320 74.5 69.7=Leff. 2.25 5.16 2.23 3.08 1.00 EVwind 7.40 EVEQ 5.30 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#14189:Plan7A Diaph.Level: Roof Panel Height= 8 ft. Seismic V i= 3.08 kips Design Wind E-W V i= 7.71 kips Max.aspect= 3.5 SDPWS Table 4.3.4 Sum Seismic V I= 3.08 kips Sum Wind E-W V I= 7.71 kips Min.Lwall= 2.29 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= 1.30 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 vi Type Type v i OTM ROTM Unet Usum OTM RoTM Unet Usum U.um HD (sgft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Front MSTR* 406 ! 5.0 17.0 1,00 0,15 2.44 0.00 0.98 0.00 1.00 1.00 254 P4 P4 489 10.15 3.21 1.60 1.60 19.55 3.83 3.63 3.63 3.63 - - 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 Bath* 234 4,5 9.5 1.00 0.15 1.41 0.00 0.56 0.00 1.00 1.00 162 P6 P6 313 5.85 1.61 1.11 1.11 11.27 1.92 2.44 2.44 2.44 - - 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 OM 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 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 0.0C) 0.00 0.00 0.00 0.00 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 O.00I 0.00 0.00 0.00 0.00 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 BR23* 640" 9,1 14,0 1,00 0.18': 3.85 0.00 1.54 0.00 1.00 1.00 220 P6 P4 424 16.00 5.11 1.29 1.29 30.82 6.10 2.94 2.94 2.94 - - 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 Alley 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 ABWP 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 OA 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 4.00' 0,00 0.00 0.00 0.00 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 OMOI 0.00 0.00 0.00 0.00 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 0,001 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 - - 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 1280 18.6 18.6=L eff. 7.71 0.00 3.08 0.00 EVwind 7.71 EVEQ 3.08 Notes: * denotes with shear transfer ** denotes perferated shear wall iSB denotes iSB Shear Panel JOB#:CT#14189:Plan7A SHEARWALL WITH FORCE TRANSFER ID:Front Upper MSTR Roof Level w dl= 150 plf V eq 980.0 pounds V1 eq= 490.0 pounds V3 eq= 490.0 pounds V w= . 2440.0' pounds V1 w= 1220.0 pounds V3 w= 1220.0 pounds * --► v hdr eq= 59.4 plf --0- •H head= A v hdr w= 147.9 plf 1.083 v Fdragl eq= 342 F2 eq= 342 • Fdragl w= :.0 F2 --850 H pier= v1 eq= 196.0 plf v3 eq= 196.0 plf P6 E.Q. 5.0 v1 w= 488.0 plf v3 w= 488.0 plf P4 WIND feet H total= 2w/h= 1 2w/h= 1 8.083 Fdrag3 eq= ' F4 e.- 342 feet • Fdrag3 w=850 F4 w=850 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 59.4 plf P6TN 2.0 EQ Wind v sill w= 147.9 plf P6TN feet OTM 7921 19723 R OTM 10124 12251 • UPLIFT -139 472 Up above 0 0 UP sum -139 472 H/L Ratios: L1= 2.5 L2=` 11.5 L3= 2.5 Htotal/L= 0.49 Hpier/L1= 2.00 ► Hier/L3= 2.00 ► p L total= 16.5 feet JOB#:CT#14189:Pfan7A SHEARWALL WITH FORCE TRANSFER ID:Front Lower LIV` Floor Level w dl= 150 plf V eq 516.0 pounds V w= 1121.6', pounds q ns V3 eq= 769.0 pounds Sum VV we= 3853.11538.0 poundspounds V1 V1 eq w== 1926.5769.0 poupoundsdV3 w= 1926.5 pounds ► v hdr eq= 113.9 plf ► A H head= A v hdr w= 285.4 plf 1.083 v Fdrag1 eq= 484 F2 eq= 484 • Fdrag1 w= .13 F2 •- 1213 H pier= v1 eq= 307.6 plf v3 eq= 307.6 plf P4 E.Q. 5.0 vi w= 770.6 plf v3 w= 770.6 plf P2 WIND feet H total= 2w/h= 1 2w/h= 1 9.083 v Fdrag3 eq= ,:, F4 e.- 484 feet • Fdrag3 w=1213 F4 w= 1213 2w/h= 1 Hsi!!= (0.6-0.14Sds)D 0.6D v sill eq= 113.9 plf P6TN 3.0 EQ Wind v sill w= 285.4 plf P6 feet OTM 13970 34997 R OTM 6777 8201 • . UPLIFT 560 2088 Up above -139 472 UP sum 421 2560 H/L Ratios: L1= 25 L2= 8.5 L3= 2.5 Htotal/L= 0.67 Hpier/L1= 2.00 ► Hpier/L3= 2.00 L total= 13.5 feet ► JOB#: CT#¶4253:Plan 2613 SHEARWALL WITH FORCE TRANSFER ID:Front Upper MSTR Bath* Roof Level w dl= 150 j p/f V eq `; 590.0 pounds V1 eq= 295.0 pounds V3 eq= 295.0 pounds V w= 1820.0 pounds V1 w= 910.0 pounds V3 w= 910.0 pounds * -_Ip. v hdr eq= 62.1 plf A H head= A v hdr w= 191.6 plf 1'.083 'v Fdragl eq= 155 F2 eq= 155 Fdragl w= • F2 -479 H pier= v1 eq= 131.1 plf v3 eq= 131.1 plf P6TN E.Q. 3.5 v1 w= 404.4 plf v3 w= 404.4 plf P4 WIND feet H total= 2w/h= 1 2w/h= 1 8.083 Fdrag3 eq= . F4 e.- 155 feet Fdrag3 w=479 F4 w=479 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 62.1 plf P6TN 3.5 EQ Wind v sill w= 191.6 p/f P6 feet OTM 4769 14711 R OTM 3325 4061 • UPLIFT 164 1206 Up above 0 0 UP sum 164 1206 H/L Ratios: L1= 2.3 L2= 5.0 L3= 2.3 Htotal/L= 0.85 Hpier/L1= 1.56 1.4 Hier/L3= 1.56 P L total= 9.5 feet JOB tt CT#14253:Plan 2613 ID:Rear Upper 8R23' Roof Level __. _...... wdl=.. 160 plf V eq 1610.0 pounds V1 eq= 424.8 pounds V3 eq= 760.5 pounds V5 eq= 424.8 pounds V w= 4970.0;. pounds V1 w= 1311.2 pounds V3 w= 2347.5 pounds V5 w= 1311.2 pounds -_.. v hdr eq= 73.2 plf --o. A H1 head=A vhdr= 225.9 plf H5 head= $ 1 Fdragl eq=96.5 Fdrag2 eq= 172.8 Fdrag5 eq= 172.8 Fdrag6 eq= 96.5 h7 A Fdragf w= •;.0 Fdragf. 533.4 Fdrags w= 3.4 Fdrag'w=298.0 A H1 pier= v1 eq= 134.1 plf v3 eq= 134.1 ph v5 eq= 134.1 H5 pier= 4.0 of w= 414.0 plf v3 w= 414.0 plf v5w= 414.1 4.0 feet feet H total= 2w/h= 1 2w/h= 1 2w/h= 1 8.0 y Fdrag3= •... Fdra• - 172.8 feet A Fdragi w= 297.9524 Fdragf w=533.4 Fdrag7eq= 2.8 Fdrag8e. 96.5 y P6TN E.Q. Fdrag7w=533.4 Fdrag8w=298.0 A P4 WIND v sill eq= 73.2 plf H1 sill= (0.6-0.14Sds)D 0.60 v sill w= 225.9 plf H5 sill= 3.0 EQ Wind 3.0 feet OTM 12880.0 39760.0 feet R OTM 18074 22078 • v UPLIFT -248 846 V Up above 0 0 Up Sum -248 846 H/L Ratios: L1= 3.2 L2= 5,0 L3= 5.7 L4= 5.0 L5= 3.2 Htotal/L= 0.36 Hpier/L1= 1.26 r ► 4 ►4 0-4 /04 ► Hpier/L3= 0.71 L total= 22.0 feet > Hpier/L5= 1.26 0.95''.L reduction h � r 41. APA Tecnnic . TT-1O0F APRIL 2014 A Portal Frame with Hold Downs for Engineered Applications The APA portal-frame design,as shown in Figure 1,was envisioned primarily for use as bracing in conventional light- frame construction.However,it can also be used in engineered applications,as described in this technical topic.The portal frame is not actually a narrow shear wall because it transfers shear by means of a semi-rigid,moment-resisting frame.The extended header is integral in the function of the portal frame,thus,the effective frame width is more than just the wall segment,but includes the header length that extends beyond the wall segment.For this shear transfer mechanism,the wall aspect ratio requirements of the code do not apply to the wall segment of the APA portal frame. Cyclic testing has been conducted on the APA portal-frame design(APA 2012).Recommended design values for engi- neered use of the portal frames are provided in Table 1. Design values are derived from the cyclic test data using a rational procedure that considers both strength and stiffness. The Table 1 values in this report were developed using the CUREE cyclic test protocol(ASTM E2126),using a flexible load head.Earlier testing was conducted using rigid load heads and the sequential phased displacement(SPD)method, as outlined in SEAOSC(1997)Standard Method of Cyclic(Reversed)Test for Shear Resistance of Framed Walls for Buildings. The design values in Table 1 ensure that the code(IBC)drift limit and an adequate safety factor are maintained.For seismic design,APA recommends using the design coefficients and factors for light-frame(wood)walls sheathed with wood structural panels rated for shear resistance(Item 15 of Table 12.2-1 of ASCE 7-10). See APA Report T2004-59 for more details.For designs where deflection may be less of a design consideration,for example,wind loading while the portal frames are used in tandem with each other,and not used as conventional shear walls,a load factor of 2.5, based on the cyclic test results is used. Since cyclic testing was conducted with the portal frame attached to a rigid test frame using embedded strap-type hold downs, design values provided in Table 1 of this document should be limited to portal frames constructed on similar rigid-base foundations,such as a concrete foundation,stem wall or slab,and using a similar embedded strap- type hold down. 1 0 2014 AM—The Engineered WoodAssociatiou References APA, 2004, Confirmation of Seismic Design Coefficients for the.APA.Portal Frame, APA Report T2004-59, APA—The Engineered Wood Association,Tacoma,WA. APA,2012,Effect of Hold-Down Capacity on IRC Bracing Method PFH and IBC Alternate Method,APA Report T2012L-24, APA—The Engineered Wood Association,Tacoma,WA, ASCE,2010,Minimum Design Load for Buildings and Other Structures.ASCE 7.American Society of Civil Engineers. Reston,VA. ASTM E2126-11,Standard Test Methods for Cyclic(Reversed)Load Test for Shear Resistance of Vertical Elements of the Lateral Force Resisting Systems for Buildings,ASTM International.West Conshohocken,PA. SEAOSC, 1997,Standard Method of Cyclic(Reversed)Test for Shear Resistance of Framed Walls for Buildings, Structural Engineers Association of Southern California.Whittier,CA. • • • We have field representatives in many major U.S.cities and in Canada who can help answer questions involving wvirw.apawood.org APA trademarked products.For additional assistance in specifying engineered wood products,contact us: APA HEADQUARTERS:7011 So.19th St.•Tacoma,Washington 98466•(253)565-6600•Fax:(253)565-7265 APA PRODUCT SUPPORT HELP DESK:(253)620-7400•E-mail:help@apowood.org Form No.TT-100F Revised April 2014 DISCLAIMER:The information contained herein is based on APA—The Engineered Wood Association's continuing programs of laboratory testing,product research,and comprehensive field experience.Neither APA nor its members make any warranty,expressed or implied,or assume any legal liability or responsibility for the use,application �� of,and/or reference to opinions,findings,conclusions, or recommendations included in this publication.Consult your local jurisdiction or design professional to assure compliance with code, construction, and performance requirements.Because APA has no control over quality of workmanship or the conditions under which engineered wood products are used,it cannot accept responsibility of product performance or designs as actually constructed. 3 ©2014 AM—The Engineered Wend Association 180 Nickerson St, C T E N G I N E E R�^7,II NN G�j.(� n nt�/ r✓�y, Suite 302 Project: k)� e 13 A 50C nn w 553_ %It ,WA Date: �v' (206)285-4512 Client: aIW � ( /. L (/J t� 1 . Page Number: (206)285-0618 V-1060-0 CX0-0 Cs'IL:b ' 0n-7-kVA_60 ,, - A),50 `` X 16` )Z'` k 2`l r3ct - ?0T M , . `� X1 74 65*4 4J . �� _ 1 j f� 'i, : ( P - f lit Its, 01 ( O.2 = 9.�63;h 6)607 4,0 (i5 x , 0,6 �`3Liz.) V0;1) 000)( 4 — ())(,2J --� s �= ) = 5 X Ccs , ,A)/(2) 4,_ d� p►`i = �,5`� 81U ep QVI S 33/:. 66-4-R r ifkW,L. (:),r-43 Structural Engineers j WOOD FRAME CONSTRUCTION MANUAL 63 I Table 2.2A Uplift Connection Loads from Wind ) (For Roof-to-Wall,Wail-to-Wall,and Wall-to-Foundation) 700-yr.Wind Speed 110 115 120 130 140 150 1.60 170 180 295 2 3-second gust(mph) Roof/Ceiling Assemblyi,z 3,4,5,6,7 Design Dead load Roof Span(ft) Unit Connection Loads(0) 12. 118 ' 128 140 164 190 219 249 281 315 369 Z 24 195 213 232 272 315 362 412 465 521 612 0 0 psfe 36 272 298 324 380 441 506 576 650 729 856 M 48 350 383 417 489 567 651 741 836 938 1100 M 60 428 468 509 598 693 796 906 1022 1146 1345 0 . 12 70 80 92 116 142 171 201. 233 267 321 24 111 129 148 188 231. 278 328 381 437 528 M Ch 10 psf 36 152 178 204 260 321 386 456 530 609 736 GI 48 194 227 261 333 411 495 585 680 782 944 Z 60 236 276 317 406 501 604 714 830 954 1153 12 46 56 68 92 118 147 177 209 243 297 24 69 87 106 146 189 236 286 339 395 486 15 psf 36 92. 118 144 200 261 326 396 470 549 676 48 116 149 183 255 333 417 507 602 704 866 . 60 140 180 221 310 405 508 618 734 858 1057. 12 22 32 44 68 94 123 153 185 219 273 24 27 45 64 104 147 194 244 297 353 444 20 psf 36 32 58 84 140 201 266 336 410 489 616 -.6fil�i 48 38 71 105 177 255 339 429 524 626 788 • 60 44 84 125 214 309 412 S22 638 762 961. 12 - 8 20 44 70 99 129 161 195 249 24 - 3 22 62 • 105 152 202 255 311 402 25 psf 36 - - 24 80 141 206 276 350 429 556 48 - - 27 99 177 261 351 446 548 710 60 - - 29 118 213 316 426 542 666 865 • 1 Tabulated unit uplift connection loads shall be permitted to be multiplied by 0.75 for framing not located within 6 feet of corners for buildings less than 30 feet in width(W),or W/5 for buildings greater than 30 feet In width. • 2 Tabulated uplift loads assume a building located in Exposure B with a mean roof height of 33 feet. For buildings located in other exposures,the tabulated values for 0 psf roof dead load shall be multiplied by the appropriate adjustment factor in Section 2.1.3.1 then reduced by the appropriate design dead load. 3 Tabulated uplift loads are specified In pounds per linear foot of wall. To determine connection requirements, .; multiply the tabulated unit uplift load by the multiplier from the table below corresponding to the spacing of the . connectors: • Connection Spacing(in.) I 1216 19.2 24 48 Multiplier 1.00 I 1.33 I 1.60 I 2.00 I 4.00 • 4 Tabulated uplift loads equal total uplift minus 0.6 of the roof/ceiling assembly design dead load. 5 Tabulated uplift loads are specified for roof-to-wall connections. When calculating uplift loads for wall-to-wallor ` • wall-to-foundation connections,tabulated uplift values shall be permitted to be reduced by 73 plf(0.60 x 121.plf) 1.•. for each full wall above. 'Ffi. 6 When calculating uplift loads for ends of headers/girders,multiply the tabulated unit uplift load by 1/2 of the {5!i. header/girder span(ft.). Cripple studs need only be attached per typical uplift requirements. 'y` :` ' For jack rafter uplift connections,use a roof span equal to twice the Jack rafter length.The jack rafter length ..?[1.1.,." includes the overhang length and the jack span. .p r:s a Tabulated uplift loads for 0 psf design dead load are included for Interpolation or use with actual roof dead loads. --.•1111a. AMERICAN WOOD COUNCIL 180 Nickerson St. CT ENGINEERING Suite 302 --d' (V11/�1 l L1 l INC. 1 G� Seattle,WA Project: 1 Y, cAL 5lIVCD# I R15. Date: 98109 (206)285-9512 FAX: Client: Page Number: (206)285-0618 \?0 Mp1ACD (1?1'� �- 1/1/$5 414Iii)ory 1 ,5E • SPP Wb%) :A •O. j-; MA-N\A►h --77 c- tklb 1 l o MQ ( u.Lri V.51 p, g 1-100„;.:-27133 • 5 • r, 'eq.-AtTEL 2r . lie k)1 6,70- 2( 0,c)(o,-)- (0,6) )6.p • . • • . -t -7_1? Asb. •mis • C ::,N -6r 2)=--- (2.e . _ ( 4)(2) (.1,0) 6,0 41. • • . -Typ, As46or9 (17/7-) tv-64_,i►Vc ( p er654. P. Y, -�� sf TYO 7) @ _ • " t o)-- = (5Yn 0 = fico Dp ►/ Structural Engineers TRUSS TO WALL CONNECTION ,;I'i \iii(II`. #OF TRUSS CONNECTOR TO TRUSS TO TOP PLATES 111'111 I I 1 PLIES 1 H1 (6) 0.131" X 1.5" (4) 0.131"X 2.5" 00 ii!) 1 H2.5A (5) 0.131" X 2.5" (5) 0.131" X 2.5" `�:�'1 1111 1 SDWC15600 - - -.i, .. .. .I, ..... 2 H10-2 (9) 0.146" X 1.5" (9) 0.148" X 1.5" Two /MI 2 (2)112,5A (5) 0.131" X 2.5" EA. (5) 0.131'X 2.5" EA. IWO .II1 2 (2)SDWC15600 - - ;Illi 9st1 3 (3)SDWC15600 - - 1455 :1qa ROOF FRAMING PER PLAN 8d6" O.C. t 2X ATVENTED BLK'G. RS' 0.131' X 3' TOENAIL 1 `�', AT 6 O.C. 1.Iiii iirlm. ill!' F. H2.5A & SDWC15600 STYI F li COMMON/GIRDER TRUSS PER PLAN TRUSS TO WALL CONNECTION TO EACH H1 STYLE BEARING/SHEAR WALL PER TRUSS PLY PER TABLE ABOVE PLAN AND SCHEDULE SCALE 3/4"=1'-O" (BEAM/HEADER AT SIMILAR) 14 TYP. RAISED HEEL TRUSS TO WALL CONNECTION [ TRUSS TO WALL CONNECTION ',PF VAI l L`.; I OF TRUSS CONNECTOR TO TRUSS TO TOP PLATES UPI II" FI PLIES .II"�------ 1 Hi (6) 0,131" X 1.5" (4) 0.131" X 2.5" 900 415 1 H2.5A (5) 0.131" X 2.5" (5) 0.131" X 2.5' 55Ti L 110 1 15 SDWC15600 - - 4x5 115 2 1110-2 (9) 0.148" X 1.5" (9)0.148* X 1.5* 11110 7011 2 (2)H2.5A (5) 0.131" X 2.5" EA, (5) 0.131'X 2.5" EA. 1076--_Jnli 2 (2)SDWC15600 - - -Tiff- :i0 . 3 (3)SDWC15600 - - 1455 34', ADD A35 0 48"O.C. ROOF FRAMING PER PLAN FOR.H2.5A AND ' IIIIIIIIIN =LIONS Bd AT 6" O.C. jahh:"•........... CONNECTIONS 2X VENTED BLK'G. 111101/6.14%., IMIIIi3bh.. i4kh*.. , lig H2.5A & SDWC15600 STY!F iCOMMON/GIRDER TRUSS - PER PLAN TRUSS TO WALL CONNECTION TO EACH H1 STYLE BEARING/SHEAR WALL PER TRUSS PLY PER TABLE ABOVE PLAN AND SCHEDULE SCALE: 3/4"= 1'-0" (BEAM/HEADER AT SIMILAR) 19 TYPICAL TRUSS TO WALL CONNECTION [