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Specifications (79)
oc q CT ENGINEERING Structural Engineers 180 Nickerson Street Suite 302 Seattle, WA 98109 INC_ 206.285.4512 (V) 206.285.0618 (F) RRCE,V ® #15238 SEP _ r 2017 su L®tn�G®r✓��t�r°v Structural Calculations River Terrace , 60 14 , Plan 7 u FitY04 Elevation A ` ARE i A 2 z ��� ' otic Tigard, OR IFs T. o��ti r \ 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 P h: 425.454.7130 Fax: 425.6 46.0945 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.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 II' 16 S9.1 r ;: GABLEIEND TRUSS RB.al MIN. HDR 1 MIN. HDR • 19 • S9.1 • • • i • 0 • 19 •• S9.1 8 0 y C, 59.1 j GT GT.a2 II rt ,_ ::.1::.:,', :,:::" i 16 m (z 7 :`:;;.:: :":: 59.1 • • Ii =.) r i 16 S9.1 U O 1 P- •it I csi (c, 22"00"1.o _ - J ACCESSI I CC; icc 20 N --- t. S9.1 ; cc ,1 z r.: 0 •J... L„, t.'.':. o N a F..... m = cm ::"�::: : I w a ,.. . . CO I :C::':: :x..:::::.:: •:::::.. glir '' .<..' "�''.".:i :(2+2x8°rRR..::; :. : : I _ am ..'4 ..: . . .. ::',.'`'.:. :. - 1 ;: 0 IGT 21 _ ,J...<K..5i,.....1_ -_ 1 m I I r— my 1 _— MIN. -IDR MIN.jHD.R�MIN. HDR ________— 1 GO ® 16410 ss.t CT# 14301 2015.03.04 1/4" = 1'-0" (11x17) PLAN 7A ROOF FRAMING PLAN ENGLISH REVIVAL MST48 A ms-148 s 0 u. I GJ iJ . ,-7 :14,.,„„.,,,,,0:„.::...,..:,...:::. I n 11 i I • i WASHR ". " ENTIRE DRYERSIDE ENTIREl'.-7.=*:—.................____............._........* SIDE 1 • • ii I I II II sit 0 �- a r�, 1k 1r r ` a MST37 1 I MST374110 / 8 SI.2 0 8 Sl.2 CT# 14301 2015.03.05 1/4" = 1'-0" (11x17) PLAN 7A UPPER LEVEL SHEARWALLS 1/4"=1'-0" ENGLISH REVIVAL 19 0 4111 P3 59.1 _ \ CABLE!END TRUSS / 1�t� H "' 't CONT. 4x12 DR \ `'"" '"`"��/ iHD14 B.al STHD1 _ ROOF TRUSSES AT 24" O.C. TYP. s_e A 6x6 POST 0x6 POST 5.5x19.5 1B RDA � o NQ - vw 11.1 g GT ABOVE ce o �9 GT ABOVE •61 101 III 1 D14 S D14,1 r_ 13'i x 14 L T-t Q I 4� --- PB ENTIRE 6x6 POST 1 'I x Z I SIDE 1111.1°11111111.11111 �l� 4 FLOOR 'U IROOF TRUSSES (2)20 HD'�I �.L,AT 24" O.C.-1---- .a_6 I moi' \\ 17:1,.___cel1-7i" a, I -� 1 'r`-ib �.ENTIRE F6LEDGER �� r. 4p rSIDE I _ - . ' - - 2)2x10 HDR1 INV I^ r-1 B.-a15 1 L, o + i.. NI "ns 0 1 N. T . I BLOCKOUT FOR z� I �. tp s® I I,, MICROWAVE EXHAUST. o ,.. I 0 13" CLEAR PICTURE FRAME o I nom,, w aJ S9'0 ! 2 OPENING. DIMS I m ,- I N ARE TO STUDS. N m•m I �`...I I esI 3 a i 1 x x I o I 4 N • U— •I II 1 Nr.' �I 59.0 Alt.\ I 1 f o) ,.., t_ = M it O b 7.j tp I )1111011P FIXTURES ABOVE Tib'it r _.L --6X6 POST Vy o to N I lir 12 .y I 1 1 o_ <- -t- o x N 2x ROOF 1N �Vy P 1 i 1� — - 4 tt FRAMING 9 I W j 11 (59.) 14 . B..9 j o 2 1 GT ABOVE GT ABOVE '€p n LEDGERfI -n- o -, STHD14 STHD14 w ci 4x8 HDR 4x8 HDR 4x8 HDR 4x8 HDRcoo 1 B.a10 B.a10 B.a10 B.a10 �N S9.0 0 2P3 8 __ 57.2 B all 4x12 HDR 6x6 POST Qz LJ Q2 W/ACE4 m 6x6 POST WV W ACE4 A ALL HEADERS CHANGED TO (2)2x10 U.N.O. LOWER LEVEL SHEARWALLS PLAN 7A UPPER LEVEL FLOOR FRAMING 1/4"-1'-0, ENGLISH REVIVAL -1072 16'-3" 3--1072.. 18 PIN 6 1s180 56.1 D1 56.0 — S66 - - --- � r3/ � - r/ Q STHD14 STHD1 Q J Lo ' '...11'''N Zn' 3r CONC. SLAB O V OVER 4" FREE DRAINAGE MATERIAL V u OVER COMPACTED FILL Q a Zi VERIFY GARAGE SLAB HEIGHT n a D - WITH GRADING PLAN d o cr o tlEll ® 78'-072" , ,3'-113/29 ' 14 0 n _I i � - 9'-0" -16" If i I r--, OI I I �p CONC. m© VARIES MIN. Dt I� ABOVE J✓Zmoi sm. -3" FROM TOP OF `° r �(li/ 16 PATIO SLAB STEM WALL D2 ® 0 �L--41 SLOPE STHD74 2"DN 4II MY I STHD14 �� j d ZV 434" ^ 3'-93/" 1 18x24 CRAWL FIXTURE ABOVE—� ' 12x4 PONY WALL i I - ABU66 I AT HIGH EON. o r $PACE ACCESS C® :mil All" :-`7.'±'I' ,;,, ',� ■11 D1 S6.0 7/_,..i.„44.14._ c - y- --3 'I LJ 1 18"x36"x10" FOOTING /p i ® I i ~ ENTI SIRE ' ---M-� I _ 1 P6 JE P6 � _ . '1-1�" x 9$" LVL � I i� i SIC ;� - - 7 - L J N 0 I 1 & CENTER U/ WALL ko i 4---II-—El 3 I 7 ' D, I 6. -. J 9'-8 " 56.0 i 3/4 7 ` - 16 ' 30x30"x10" 7 _ 56.0 FINISHED FLOOR 1-+J S6.0 FOOTING W/ 56.0 j ® AT +0'-0" ^ atm (3) #4 EA. WAY 7 ~lj / ' _1u "y�..._..�I .1. 1 .r-", ° L,-, P.T. 4x4 POST �•� 1 TYP. U.N.O. •. C.-..1.1,N L ".....• I aIt � c xJN 934" I-JOISTS AT 19.2" O.C. I IT r\ I TYPICAL -.0 1 -12�/a" 11'-73/4" N I 14'-43/4" /Ie .-1 /N ` r-1-1 1 9.-83/" II ,y LII '1 �. 11 61 1 % - 1% x 9) LVL -. r--�-,-30"x30"x10" �` — - ^- I FOOTING W/ m 18"x18"x10" FTG. " I I fLiiI 6x6P--- _ a L';J to C10 &' 1 /1 M 1Yi" x 9Y" LVL SIM6.0 D, SIM. 3" o �� -t-- - -0 2x I PONY F J J ,0 o I n 4I WALL r I N I � v a TART FRMG.r j -12Ya" 56.0 SIM.I 0 6 1n L • S6.0 OP o r 31/2* CONC. SLAB; 10 STHD14 I 4# \--STHD14 S6.0 i6'-63/ o 9'-s3/" I o U Di ;L S6.1 I :r Via-- - --®i---- ABU44 C-)4 I , TOP OF SLAB -674" 1 -- 6'-0" 1'-93/4 TOP OF 8" -12%z" �I STEM WALL ,M 3/4" 9-4" �?/4" ABU44 10'-13" Title: PLAN 2613 Job#14189 Dsgnr: TRE Date: 4:29PM, 16 SEP 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev: 580006 Page 1 User:KW-0602997,Ver 5.6.0,1-Dec-2003 Timber Beam & Joist (e)1983-2003 ENERCALC Engineering Software 14189_Plan_2613.ecw:ROOF FRAMING Description 2613A ROOF GT reactions 1 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 glas 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 Glu Lam 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 %'Y4��.. O. s" .•,,:c 'tea, ,,,,,,,, .u..K, ,.,.�,%/q; `:.'r:.mr.,... :y <y�,k-. i., s4o�, x ;br'br.::i s:...n.,.a 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 ., ,,.; f,.,»o#a'- .c. 3.. ,✓-r.arrog:.,xsvyv,:§lW e:::;%F ,e c w�r e.: srsvm';,s, a ..;✓3; ;e,t'.fa: tte�;at arae @ 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 580006Page 1 •' User KW-0602997 Ver 5.8.0,1-Dec-2003 Timber Beam & Joist (c)1983-2003 ENERCALC Engineering Software 14189 Plan 2613 ecw ROOF FRAMING 'C ,._,:;:e...._....... -�-. .. ,..a,> ,;e.+. i•�: +:, ..r.„m .w ..a,. z,. v.,i.,a:.r, wy.F:_ ,,,:a: r:. moi, Description 2613A ROOF FRAMING Timber Member Information mow 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 Fr,No.2 Hem Fir,No.2 Hem Fr,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 #/ft 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 3.. . ae, essmiwv Center DL Defl inI -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: 580008 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.Floor Framing ---' .gra..';:awe. 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 B.al 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 Level,LSL 1.55E Hem Fir,No.2 Rosboro,Bigbeam Douglas Fir- Hem Fir,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 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 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:Allowable psi 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 ,E 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 Page 1 User:KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist (c)1983-2003 ENERCALC Engineering Software 14189 Plan 2613 ecw Floor Framing Description 2613A FLR FRMG 2 OF 3 Timber Member Information ,. . ,, .e B.aS B.a9 Ball 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 Fr,No.2 Hem Fir,No.2 Douglas Fir- Level,LSL 1.55E Hem Fir,No.2 Hem Fir,No.2 Hem Fr,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 AMENNAW 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 fir: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 ,,,dam R•. . . : . .. h n .,;..2 .._lam . - 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 Fr,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 #/ft 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-kl 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 Ibsl 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 ,„,xis.- _a �.�-_: ;:x :: ...:r; ,,, r:. :,, ,.,,:. ,,s;%„ ;-: c,,a,. ..s.«xz•, ..,. ,x,.,.:.r_ --sxr;' 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: 580008 Page 1 User:KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist (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 Ar- 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 `X, s✓"> .\\\ �i 5i..'„ tea,, „F,., .'i s.,s, s»,,,:'.: .;sa. ;; 4-fr7-4 '.'.i, r<8 i47.2 w„7*' .a. ,... 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 8*d .,i.. „44777477'.�.x,"S ..4,77.7 &.+ .a „ 3,1..!:',.4454�Y.wy/Fl*'D-ws.;YS/A'/'744*4**25574> 7J;:: /+✓+'"Y saw N✓,_._ .f *:5>*ia*,.'4. 'vF.F':>*4>*>*4*4* 7OLN*4* .:.15:3.x''. @ 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 .....ate ,'s,a ✓, .... >...w Center DL Defl in -0.027 UDefI Ratio 2,558.5 Center LL Defl in -0.072 UDefl Ratio 959.5 Center Total Def I in -0.099 Location ft 2.875 UDefl Ratio 697.8 TJI JOISTS and RAFTERS T Code Code Code $g_Suggest Suggest Suggest Lpick Lpick Lick 1 L ick $ P p Joist b 1 d Spa. LL DL M max V max El L fb L fv L TL240 L LL360 L max TL deft. LL deft. L TL360 L LL480 L max TL deft TL dell LL deft LL dell. size&grade width(in.) depth m.) (in) (psf) (ps') ,,(ft-lbs) -(psi) (psi) (ft) (ft) (ft.), (ft)..__ (ft) (m' (in.)_ (ft,) (ft.). (ft.) (in) ratio (m) ratio 9.F TJI 110 1.75 9.5 19.2 40 15 2380 12201 1.40E+081 14.711 27.73 15.231 14.80 14.711 0.66 0.48 13.311 13.45 13,31 0.44 360 0.32 495 9.5"TJI 1101 1.75 9.5 16 40 15 2380 1220 1.40E+08 16 11, 33.27 16.19 15.731 15.73 0.72 0.52 ) 14 141 14.29 14.14 0.47 360) 0.34 495 9.5"TJI 110 1.75 9.5 12 40 15 2380' 1220 1.40E+08 18.611 9.7 44 36 17.82 17 31 17 31 0.79 0.58 15 571 15.73' 15.57 0.52 360 0 38 _ 495 i. 1.- ) .-..... l ._ .._ a 9.5"TJI 1101 1.75 9.5 9.6 40 15 2380 1220 1.40E+08 20.801 5 55 45 19.19 18.64 18.644 0.85 0.62 16 77 16.94 16.77 0.56 360 041 495 1 9.5"TJI 1101 1.751 9.5 19.2 401 101 25001 12201 1.57E+081 15.81 30.50 16.34, 15.37 15.37 0.64 0 511 14.27: 13 97 13.97 0.44 3841 0.35 480 TJI 110 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 14.84 00 - 384' 037 480 9.5" L75 9 5 12 40 10 2500- 12201 1.57E+081 20.00, 48.80 19.11 17.98 17.98 0 75 0.60 16 69 16.34 16.34 0.51 384 0.41j 480 9.5"TJI 1101 1.75 9.5 9.6 40 10 25001 1220 1.57E+08 22.361 61.00 20.58 19.37 19.371 0.81 0.65 17.981 17.60 17.60 0.55 384 0.441 480 9.5"TJ1210, 2.06251, 9.5 19.2, 40 10 30001 13301 1.87E+081 17.321 33.251 17.32: 16.30 16.30 0.68 0.54 15.13 14.81 14.81 0.46 384: 0.37; 480 15.74 0.49 384 0 17.7011 0.43 480 9.5"TJI 210 2.06251 9.5 12 40 10 30001 13301 1.87E+081 21.911 29.5"TJI 210 2.0625 9.5 16 40 10 3000 1330 1.87E+08 8.91� 53.20 20.261 19.061 19.06 0179It 0.72 64 17 32 " 17.32 0.54 3641 0.43;_ 480 1 9 1._.. _..1 1. 1330, 1 : 1 ....__24.491 66.50 24 20.5.f # .8 J ( + 0.474 480 9.5"TJI 23011 2.06251 9.51 19.2 40 10� 3000 1330'1 2.06E+081, 18.25 33.25 17.89 16 83 16 83 0 80 0 60 19 06 '8.69 15.29 0.48 384 0.38, 480 9.5"TJI 210 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 0 41 480 9 5 TJI 230 2.31251 9.5 121 40 10 33301 13301 2.06E+081 23.08 53.20 20.92,- 19.691 19.69',, 0.821 0.66 18.28, 17.89 17.89 0.56 384, 0 45,, 480 0.8 9.5"TJI 230i 2.3125: 9.5 9 61 40 10 33301 1330 2.06E+08 25.81 66.50 22.54, 21.21 21.21 0.88, 0.74 19.691 19.27 19.27 0.601 384 0.481 480 1 f _ 1-- 1f I ) ( __ I 1 11.875"TJI 110 1.751 11.875, 19.21 401 10 1 3160! 1560', 2.67E+08 17.781 39.00 19.50 18.35 17.781 : 0.42T 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 1810 1772•=', 17.72'' 0,55 384 044 480 11.875"TJI 1101 1 751 11 875 12 40' 10 3160 1560 2 67E+08 22 49, 62 40 22.811 21.461 21.461 0.89 0.72 19 93 19 50 19.50 0.61 384 0 49 480 1.1. I 1 11.875 . ' 01 11 _01 : . : 1 . ) _..._. 11 - 053 480 11.875"TJI 210] 2.0625 11.875 19.2' 40 101 3795, 16551 3.15E+08 19.48 41.38 20.61 19.39 19.391 0.81 0.65 18.001 17.62 17.62 0.55 384 0.44; 480 2.0625 11.875 12 40 10; 37951 1655] 3.15E+08 24.64 66.20 24.119. 22.68 22.68 0.86 0#19 21.05 18.72 20.61 0.64 384 0.52 480 18.72 0.59 384 0.47 480 11.875"TJI 210 --.. _._ � �. _fi._ �......- �.._.-_- -- _-- �, 95 0.76 1 21 � 20.61 11.875 TJI 2101, 2 0625 11.875 9.6 40 10 3795 1655 3.15E+081 27 55 82 75 25.961 24.43 24.43, 1.02 0.81 22 68 22.20 22,20 0.69 384, 0.551 480 t 1 . { i t - 111.875"TJI 2301 1 875"TJI 230 23125 11.875 19....1F-..r'40 10 4215, 16551 3.47E+08 20 53' 41 38 21.28, 20.03 20.03 0.83 0.67 I 18 591 18.20 18.20 0.57 384 0 45 480 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 .3 11.87 1 421 08 89 - 2 4.21,_ -- ---- - - - ---2- . 480 11.875"TJI 230' 2.3125 11.875 121 40 10 4215 1655 3.47E+08 25.97i66 20 24.89' 23.42 23.42 0.98 0.78 21.74 21.28 21.28 0.67 384 0.53. 11.875"TJI 230 2.31251 11.875 9.61 40 10' 42151 16551 3.47E+08 29.031 82.751 26.81 25.231 25.231 1.05 0.84 23.421 22.93 22.93 0.72 384 0 571 480 { .. 1 - .. a .. J 11.875"RFPI 4001 2.06251 11.875 19.2: 401 10r 43151 1480 3.30E+081 20.77: 37.001 20.93 19.69} 19.691 0.82 0.66 18.281 17.89 17.89 0.56 3841i 0.451 480 11.875"RFPI 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 3041 0.48 480 11.875"RFPI 400 2.06251 11.8751 121 401 101 43151 1480 3.30E+081 26.281 59.20 24.48123.03 23.03 0.96 0.77 21.381 20.93 20,93 0.65 3841, 0.521 480 11.875"RFPI 400, 2.0625'1 11.8751 9.61 401 10 43151 1 14801 3.30E+081 29.381 74.001 26.371 24.81 24.811 1.03 0.83 I 23.031 22.54 22.54 0.701 384! 0.561 480 Page 1 D+L+S CT#14189•Betahny Creek Falls 1 ! ;LOAD CASE 1 (12-12) [(BASED ONANSI/AFBPA NDS-19971 y JSEE SECTION: 1 2.3.1 I 2.3.1 2.3,1 1_3.7.1 1 3.7.1 � Li t D+L+S _ T 11 _ Ke 1.00 Desi Buckling Factor_t_ a __i_ f ] c 1 0.60,(Constant)> Section 3.7.1.5 I _..._. 1 _ _.,11- 1 Cr _ f h Cf Fc 1997 NDS KcE 0.304(Constant) Section 3.7.1.5 1 1 { j C (F) ( )a Cb I(Vanea) Section 2310 t It .I. Bendin0l Comp Size Size Rep I _ i .. Cd(Fb) Cb Cd(Fc) Eq 371 ..... _..,,,. I 1 . 'Spacial' ( I- NDS 3.9.2; Max.Well I duration duraborifactor tactor use 1 � I, 1, _ ._. 1-1 I „.1._ ._„ Stud Grade Width Dem Spacia Height__Le/d Vert Load Hor LdadI 1 01Load(ad Plate!C )1Cd SFc) Cf Cf Cr FE fF ep Fc E 1 Fb' F pe ' Fc• 1 Fce F'e is 'fc/F'c 1b ib/ 1 I m in in. ft. pit pst ..... plf �, I ...i(FE) (Fe) ..psi I Psi_......psi pel_.. Psi...... psi psi I psi psi psi t,- pat Fb(1 trJFce) HF Stud 1 1.5 1 3.5 16 1 7.70831 26A1 1730 01 0.9916 1993.4 1.00 1 1.15 1.).111..63 1.15 675 405 800 11,200,0001 854 506. 966 515 421 441.221 439.37! 7 001 000 0.000 H F Stud 1 1.5 3.5 16 1 91 30.91 1340: _ 0 0.9966 1993.4.....,i 1.00 ♦-1.15 1.1 1.05 1.15 1 675 405 800 1 1,200,000 854_ 506 968!111 378.091- 340.901 340 32 1.00 0.0010.000 H-F Stud t 1.5 3 5 12 1 9 30.91 17851 01 0 9947 2657B 1 100 1.15 1 1.1 1.1.05 1 15� 675 405 800 1 200,000 854 506 9661 378091 340.90, 340.00 1 00 000 0.000 H F Stud I 1.5 I 3.5 16 8.251 28.31 15501 0T 0.9921 1993 4 1 1.00 1 1._15 I 1.1 1.05 1.154 1 675 405,_. 800 1 1,200 0001 854 506 966 449.951 395.22 393 65 1.00 000:.._ 0.000 H-F Stud 1.5 1 3.5 12_1 8.25+ 28.31 2070 0 0.9953 2657.8 1 1.00 1 15 I 1 1 1.05 1.15' 675 1 405 1.800 1 1,200,000 854 506 9661 449.95 395.22 394.29 1_00' 0.00{! 0.000 �{ - + H-F Stud 1 1.5 1 3.5 8 8.251 28.31 3100 01 0.9921 r 3986.7 I 100 1st-, 1.1 1.05 1.15 6751 405 I 800 1•1 200,004 854 506 966 449.95; 395.21 393.61 1 001 0 001 0.000 1 SPF Stud SPF Stud 1 1.5 1 35 16 7.7089130.91 1320! 0 0.01 9944 1 2091.8 ' 1.0 1 1.15 1.15 ' 1.1 1 1.05 1 05 1 1.151 675 1 425 675 1 425 ' 725 1 200,0001 854 531 87543811_725 L1,200,0001 854__ 534 37809;. 336 17 335.241 515.424_ 431.521 1 1.001 0.001 1 00 0001 0.000 000 �.. SPF Stud 1.5 3 5 12 9 30 9 1760I 0 0.9944 27891 ; 100 1.15 1 1 1.05 11 75 675 425 , 725_L1,200,000! 854 5311 875.438 378.091 336.17I� 335.24 1.00 0.001 0.000 1- L _ . .._ SPF Stud 1.5 f 3.5 16 8.251 28 3 1525t 0� 0.9957_ 2091.8 � 100 I 1.15 1.1 1.05 1 151 675 425 725_1_1,200,000 8541 5311 875.438 449.951 388.1311 387.301 1 00 000 0.000 SPF Stud i 1B 1 3.5 11-12 I 8.25r 283.1a ..2030 ....0 0.9925 _ 2789.1 1 100 1.._1.15 1 1.1 1 1.05 1.151 675 1-425 725 1200,000. 854 531 875.438 449.95 388 1311-386.671....._100 0001 0.000 SPF Stud 1 1.5_1 3.5_I 8_ 8.2k 28.31. 30501_ 01 0.9957_ 4183.6 100 1.1_15 1 1 1_05 1.151 675 {tI 425__725 1 1,200,0001 8544 5311 875_438 449.95: 388 13; 387 30; 1 001 000, 0.000 111 1 H-F#2 1 5 5 5_ 16 4 7 7083 16 8 3132_ __01 0.2408-1 3132 4 . 1 00 11 1.15 1 1 3 1.10 1.151 850 1 405-I 1300 1300,000' 1,271 506 1644.5;1378.83 1031 581_508.18 0.49 0.00 0.000 II__ H-F 62 1.5_1_5.5 I 16_}_ 9L 19.61 31321 OI 0.3652 I 3132.4 1 1.00 I 1.1511 1 3 1.10 1.15 1 000_4 405 1300_1 1,300,000 1,271_ 506_L1644.5L1011.451 837.57_506.18 0_601 0.00_1_ 0.000 H F#2 1.5 5.5 16__1 8.251 18.01 3132 0' 0.2858 1- 3132.4 I 100 11.151 1.3 1.10 1.15 1.151 850 1 405 1_1300 1,300,0001 1,271, 5066 1644.51 1203.70'946 77} 506.18, 0 53 0.0010.000 fiL { 1 SPF#2 1B 5.5 16 7.7083 16.81 32871 0, 0273732871 1.00 I 1.15 13 1.10 1 1.15 875 1 425 1150 I t 400,0 1,3081 5311 1454 751 1484.891_ 1015 451 531.231 0.52. 0 001_ 0.000 SPF#2 : 1.5 j 5.5 16 1 91 19.61 3287 Of 0.3905 I 3287.1 1 1.00 1.15 1.3 1.10 1.151 875 1 425 '_1150 1.1 400,000 1,308: 5311 1454.751 1089.25 850.164 531.231 0 62 0.004__I 0.000 - 7 I f 1 - SPF#2 t 1.55__ 18J_„I_-8 25j 18.01-3287 -0 .0.3158 3287.1 + 1 00 {_ 1 15__1 1.3 1.10 1 15 875 1 425 1150 11,400,000++ 1,308 5311 1454 751 1296.30; 945 381 531.231 0.58 0.00 =_0.000 II j(- -I(F -t- -1F I YY t ( r -IF SPF Stud i 1 5 1 3 5 16 14.57 _ 50.01 ---545; .014 0 9913 T 2091.8 t 100 ,1 15 1 1.1 1:05 1.151 675 1 425 1 7255 1,200,00J! 854 5311875 4381 144.261 139.021 138 411 .1.00. 0.00 0.000 I 1 SPF#2 1.55.5 _ 16 191 41 51 1450_ 0; 0.9917 3287.1 1 100 t15 1 1.3 1.1011.151 875 1 425 1150 1 1,400,0001 1,308 531 1454 751 244.40U 235.32 234.341 1.0011 0.001 0.000 1 _ � 1 '1. __. H-F#2 I 1.5 I 5.5 � 16 ! 191 41.51 136011 OF 0.9969 I 3132.4 ! 1.00 1.15 1.3 :1.10 1.151 850 1 405 130011,300,000! 1,271, 506 1644.5, 226.941 220.14, 219.80, 1.001 000; 0.000 Page 1 D+L+W CT#14189-Betahny Creek Falls I 1 'LOAD CASE 1 (12.13) 1 (BASED ON ANSI/AFBPA NDS-1997L 1 JSEE SECTION: 1 2.3.1 i 2.3.1 1 2.3.1 1 3.7.1 3.7.1 1 -L 1 Ke 1 1 001Design Buckling Factor _ D+L+W _1 f "r c 0--.801(constant) Section 3.7.1.5 - f- ' a j -' -- -- --- KcE I 0 301.(Constant) 1.Section 3 7 1 5 7 4j �+ f _ j C/`Fb Cf_(F5j�_ 1 1997 NDS_ I j A- L Cb (Varies) Section 2 3 10 Bendin Comp ISize Size Re ICI Fb) Cb 1 Cd(Fc) r Eq 3.7-1 ....t � 1 ,NDS 3 9 21 Ma%Wall durationlduratiorifactorfactuse 1 1 a { _..h _.... j. ..._ { 1 ._..., j. ...._.. _.__.. ..F .. .._..1 ....__. .. - Stud Grade Width I De�M S�acmg Helght�Le/d Vert.Loadl Hor Load 1.0 Load(�Plate Cd_(Fb)1C�Fch Cf Crf Cr�Fb Fcperp Fc i E I Fb' �F�e_Pr F Fc Fce F'c fc �k/F c�}b fb% ,n. (n in�. R pit psi.... ._... Plf r I (Fb) (En). .Psi I Psi.....Psl psi psi L psi ......psi I psi .P.si...._L Psi ...t.... Psi Fb'(1-fc/Fce). H-F Stud Hale Lai3 5 .18 7.70831 26 4, _10751 9 71 0.9951 1993.4 :I 1.60 {i 1.00:14.1.1 11.05 1.151..675 1 405 800 1 1,200 000 1,366 56 8401515.42 427.08 273.02, 064 376.781 0.566 H-F Stud 1.5 , 3.5 16 4 _91 30.91- 755 8.46, 0.9942 k 1993.4 L 1.60 1.00_I 1.1 11.05 1.151 675_1 405 j 800 1 1,200,000. 1,368 506_ 8401 378.09: 333.991 191.75 0.57 447.52; 0.685 H•F Stud i 1.5 31 12 .941 30.91 11401 8.46) 0.9998 2657.8 1 1.60 1.00 1.1 1 1.05 1.15 675 405 1 800 1,200 000 1,386 506 840 378.09 333.991 217.14 0 65 335.641 0.577 H-F Stud 1 1.5 I 3.5 16 8.251. 28.31 970; 8.131 0.9943 1993.4 1.60 1 1.00 j 1.1 1.05 1.15; 675 1 405 800 11,200,0001 1,366 508 8401 449.95, 384.8711 246.35 0.64 361.371 0.585 H-F Stud I 1.5 3.5 12 1 8.25} 28.3 .14251 8 13, 0.9974 I 2657.8 I 1.60 I 1.00 1 1.1 1 1.051_15 r 675 405 a_800 .1,200,0001 1,366 506L 8401 44995, 384.871 271.43 0.71.271 0031 0.500 H F Stud 1.5 3 5 8 8 25, 28 3 23 5 8 131 0 9981 3986 7 1-.1-.60 ( 1.00 1 t 1.05I1.1511-675 } 405 800 1 1 200,000 1,3661 5061 840] 449.95 384.871 299 05 0.781 180 69 0.394 .... r ... ... 1... ...2E5-51 8.131.. - 417 417 111111 SPF Stud 1.51 35 16 :77083,_ 26.41 10604 9.711 0.9971 + 20918_1 160 1.00 1111.05115 675 I 425 ' 725 1L1200,0001 13661 5311 761.251 515.42 415531 269.21 0.6076.78 0.577 SPF Stud { 1.5 + 3 5 .16 1 91 30.91 700+ 8.461 0.9115 2091'8 1E0 1.00 1.1 1.05 115 1 675 425 725 1,200,0001 1 368 5311.761 25__378.09 328.30 177.78 0 54447.52: 0.618 SPF Stud i 1.5 ' 3.5 12 9L_309 1125 8.460.9931 L 2789.1 I 160 1 1.00 11 1.05 115 675 I 425 , 725 1,201000' 1,361 5311.761.2378.09, 328.30, 214291 065+335641 0.567 SPF Stud . 1.5 1 3.5 16 8.251 28.3 9601 _ 8.13 _0.9970 2091 8t 1.60 1-1.00 , 1.1 1 1.05 1.15 I 675 L 425__725 1 1,200,000 1,366 5311 761.251449.95! 376.35, 243_81, 0.85 361.371 __0_577 SPFStud 1 1.5 3.5 12 1 8 25 28 3 .1405 8.13, 0.9952 2789.1 T 1.60 I too t 1.1 T1 A5 1.15 675 1425 7251,200,000, 1,3661 531 781251 449.951 378 35 267121 0 711271 131 0.490 SPF Stud 1.5__f 3.5 __8 41 8.251_28 3 23201 8.13 0.9958 4183 6 _I 1 60 _1.00 1 1 11.05 1 15 t_675 1 425 725 f 1,200,0001 1,366' 5314_761.251 449_951 376.351 294.60' 0 78 180191_ 0.383 H-F 02 I 1 6 I 5 5 16 17.70831 16 8 31321 9.71_ 0.3909 3132 4 �1 60 { 1.00: 1 3 1.10 1 15 8501 405. _1300 11,300,000 2 0331 506 1430,1378_83 969.91f 506.18 0.521 t52.58L 0.119 H-F#2144; 11 5.5 16 9L 19 61 31321 8.46 0.5743 3132.4 110L1.004.1.3 1 120 1.15 850 405 I_1300 1,300,00) 2,033 506 1430 1011.45804.50 506.1810 631.181.231 0.178 H-F 82 1.5 5.5 __16 1__8_251_ 18 0 _3132' 8.13' 0.4411 r 3132.4--1 1.60_r 1.00 _1.3 1.10 1.15 r 8500_405 1300.1 1,3010001 2_0331 506 14301 1203_701 899.131 56.181 0.561 146.341 0.124 1 L f •- SPF#2 ... ....... .... ..... ...... i 1.5 5 5 16 7.70831 18 8 3287 9 71 0.4327 3287 1 I 1 60 1.00 1 3 :1.10 1 15 875 } 425 1150 1 401000 21931 5311 12651 1484.8/ 940.307 531231 158[152.58L SPF#2 i 1.5_1 5.5 18 y 91 19.6T 3287, 8.46 _0.6033 1 3287.1 L 1.60 1 1_00 1 1 3 L1.1011.151_875 1 425 1150 1_1,400,0001 2,093 531; 12651.1089.251 806.081531_231 0.66 181.23, 0.169 SPF#2 1.5 5.5 181_ 8.25 18 0 32871___ 8.131 0A790 1 3287 1 1' 1/0 1 1..00 1 1.3 1.10 1 154 875 I 425_ -1150 1 4010001 _2,0.931__ 531 __12651 1296.30( 884.69] 531.2310 60 148341 0 118 i. 1 1- _4 -I I f r F } 1 -LSPF Stud 1.5 , 3-5 .16 1 14.57 5 0, 701 8 46, 0.9957 2091 8 1 1 60 1 11 00 1 1 1 115 1 15, 675 1 425 725 1 1 200 0001 1 364 „„5311 761 25f 144 21 138.141 17.781 013F#####7f ..,0 979 LT I SPF#2 j 1.5 _ 5.5 16 1 191 41.5,. 660 9.71+ 0.9941 k 3287.1 I 1.60 ) 1.00 1 3 1.10 1.15 1 875 1 425 1150 11,400,001 2,093 531 12651-244.40, 233.80 106.67 0.461927.02 0.786 H-F#2 1 1.5 1 5.5 16 1 191 415; 600T 9.711 0.9921 I 3132.4 I 1.60 1 1.00 13 :1.10 1.151 850 ! 405 , 1300 11,300,0001 2,033, 5061 1430! 226.941 219.02, 96.97, 0.441 92712 0.796 Page 1 D+L+W+,SS CT#14189•Betahny Creek Falls I I ;LOAD CASE (12-14) ON ANSI/AFBPA NDS-19977_1 SEE SECTION: I 2.3.1 2.3.1 ; 2.3.1 3.7.1 1 3.7.1 1 (BASED Ke 1.001Des�n Buckling Factor� _----- - D+L+W+S/2 I i -f T - - - 1 ---,- '-- - ..._c 0.801(Constant)> Section 3.7.1.5. - - -- - a - 1 - --1 Cr KcE 0 301(Constant)> 'Section 3.7.1.5 -_- 1 I �_ Cf(Fb) Cf-(Fc) 1997 NDS__ 1 ( > {Section2310 1 ... . I � 9l Com0.I �- Ren..1.._. �... 1111.. Cd(Fb) Cb 1Cd_(Fc) ._..... t Eq 37.1 111.1.. k .. 1 ..._...1111...... Cb (Vanes) 'Bend,n Com Sae Size Re � i NDS 39.21 MaxWall ;duratlondurationfactorfector use _ 4 I _ _I Stud Grads Width I Depth Spacin Heist i Le/d Vert Load Hor Load 1 1 0)Load e Plate Cd_(Po)ICd(Fc)i Cf Cf Cr I Fb +F yerp Fc 1 E 1 Fb' F p p Fc_ Foe Pc fc 1 fc/Fc c fb i fb/ i In. in in 8 pif paf If rt 1 I(Fb),_(Fc) 1 pal sl j-pal psi psi psi I psi .Psi...... psi psl psi !Fb^1 fc/Fce 1111.. 1111 1111.. 1111. P T H-F Stud 1.5 3 5 16 7 7083 26 4 10951 9.71 0.9962 1993 4 ' 1 60 { 1.15.1-1.1 1.05 1 15 p p .. ` s 1111. .......... �. _1111.. .. ... _ .. .. ,111.11 875 405.....800 11 200,0001 1 366 5061 ��9661 515.421 441 221 27810� 063 37878, 0.599 H-F Stud 1 1.5 , 3 5 161 9• 30 9 765 8.46, 0 9986 4_1993 4 1_ 1 60 1-1_15 1 1.1 1.05 1.15.1..675.1 405 800 •1,200,000 13681 5061 9661 378.09 340.90)_ 194.2910 57 447.521 ( 0.674 H-F Stud 1.5 3.5 12 91 30.9, .11501 8.46 0.9969 2657.8 I 1.60 ' ,1:15 1.1 1 1.05 1.15 675 . 405 800 11,200,000 1,3661 5061 9661 378.09, 340.90! 219.0 0.64'335.64! 0.584 H-F Stud 1 1.5 I 3.5 16 8.25 28.31 9851 8.13 0.9963 I` 1993.4 L 1.65 i 1.15 1.1 1 1.05 1.15 675 f 405 800 4 1,200000 1,366 506 9661 449.95 395.221 250.16 0.631 361.371 0.596 H F Stud 1 1.5 3.5 12 _ 8.25} 28.3 1445 8.13 0.9959 2657.8 1_1 60 11.15 I1.1 1 1.05 1.15 I 675 405 800 1,200,000 1,366 506 966j 449.95! 395.22} 275.24 0.70.271.031 0.511 H F Stud . 1 5-1 3.5 . 8 ' 8.251 28.31---23 8 131 0.9960 x3986.7 1 160 1.15 1 1 1 05 1 15 F 6751 405 800 1 1,200,W:1) 1 366 506 966 449.95385.22 303 49 0.771-180 69 0.406 __1111 ... ,. t }j 1 J SPF Stud 1 1.5 1 3.5 16 7.70831_ 26.41 10801 9.71] 0.9935- 2091.8 14 1 60 1_1.15 1.1_1 1.05 1 151 675 1 425 ' 725 1,200,000( 1,366_ 5311 875.438 515.421 431.521 274.29! 0.64 376.78T 0 589 SPF Stud 1 15 1} 35 16 91 309 780) 8.48+ 09988 2091.8 160 1 115 11 1.05 115 875 425-I1 725 ,1,200,0001 1,368 531.875438 378.09 338.17 19302 057447521_ 0.669 S Stud 1.5 3.5 12 I 91 30 9 11401 8.46 0 9944 1 2789.1 ; 1.60 ; 1.15 1.1 1.05 1.15_4_, 675 i 4251725 11,200,000f_1,3661 5311 875 4381-378.09 336.171 217.14. 0 65 335.641_ 0.577 SPF Stud 1.5 1 3.5 16 1 8.25. 28.3; 9751 8.134 0.9952 2091.8 1_1.60 11.15 1.1L1_05 1_1675 4257251 200,001,366' 531 875.438' 449.95._ 388.13! 247.62 0.64 361.37 0.588 SPF Stud 1 _1.5,._ 3.5 ..__12 .,.8.251 28.31 1430 8.13 0.9952._..._` .2789.1 160 11 15 1 1.1 1 1.05 1.15 .._875 1 425_..__..725 1,200,000 1366 531 875.438 449.001-1 388.13F-272.38 0.70.271 031 0.503 SPF Stud 1.51 3.5 � 8 8.251_428.31 23601 8.131 0 9922 1 4183.6 -I 1Z0 1_15 1.111.05 1 151 675 1 425 725 1 1 200,0001 1 3� 531 875.438 449.951 388.13: 299 68, 0.77 180.69' 0.396 1_ } I 1.15 4 1 r t r H-F#2 i 1.5 1 5.5 16+-7 70891 19.8, 31321 -8.711• 0.5437 0.3593 1 3132.4 3132.4 . 1.60 1.60 I 1.15 1 3 .1.10 1.15 1 850 850 1 405_405 i{ 1300 1 1300,000 2,033 5061 1644.54 1378_83' 1031.58; 506.181 0.491 152.58 0.119 H F#2 1 1 5 5 5 16 I 8 25' 18 0 31321 8.13 0 4100r 3132 4___1 1 60 r 1_15 1 1.3 1.10 1_15 1 850 J 1300 1,300,000 2,033 6061 1644 5 1203.70'946.77 508.18 0.53'146.33 0.178 405 1300 1,300,0001 2,033 506 1644.51 1203 70 946.77) 508 18�_0 53 148 34 0.124 SPF#2 1 1.5 5.5_..1....-16 J 7 70831_ 18 8,_ 32871 -9.711--0.3872 L 3287 1__1 1 60-I _1_15 1 1 3 ,1_.10'1.151-__875-1 425 1_1150 1 i 400,0001-- 2,093 531-1-1454.751 1484.89, 1015.451 531.231 0.521. 521.152 581 0.114 SPF#2 1 1.515.5 [_16 ; 919. 32871' 8.46 0.5595 3287.1 X1.60 _1.15 1.3 ;1.1011151875 I 425 1150 i,400,0001-2,093 531111454.75]1089251 850.181 531.231 0.62 181.231 0.169 .�.., _ 1 L_ .1 SPF#2 r 1.5 { 5.5 16 I 8.25_ 18.01 __ 3287+ -8_.134 0.4342 1 3287.1- 1 60 _1 15 1.3 1.10 1 15 875 425 1150 400,000 2 093 531 1454 751 1286.30_ 945.38 531.23-_0.56 148.34 0.118 I--- -I I I- _ { - 't - 1 } ( SPFlI - , - I} -� Stud I 1 5 3 5 16 t 14 57 50.0 70 846 0 9955 2091.8 1 60 1.15 I 1 1 1 05 1 15 675 I 425 725 1 1,20D0001 1 368 531 875 4381 144.261 139.021 17 781 0.13######} 0979 .1 1111 ... . .a_........ ......... ... 1111 1111. ...t 1111.. _ __- _ . ... 1111.. .._ .. .._.. _ SPF#2 1.5 1 5.5 16 j 191 41.544 660' 9.71 0.9914 4 3287.1 � 1Z0 , 1.15 1 1.3-t 7.10 1.151 875 1 425 1150 1 1,400,0001 2,0931 5311 1454.7511 244.40- 235.32I 108.87] 0454 927.021 0.788 1 l 1 1 1 H-F#2 1 1.5 1 5.5 18 191 41.51 6001 9.711 0.9901 I 3132.4 ! 1.60 , 1.15 , 1.3 :1.10,1.15 850 ! 405 , 1300 1,300,000 2,033, 506 1644.5, 226.941 220.14, 96.97, 0.441927.02, 0.796 Page 1 D+L+S+.5W CT#14189•Betahny Creak Falls ;LOAD CASE 1_(1246) (BASED ON ANSI/AF&PA NDS-1997L 'SEE SECTION: I 2.3.1 2.3.1 2.3.1 3.7.1 -i 3.7.1 Ke 100�Des1in Bucking Factor 1 -1 D+L+S+W/2 - ____L..._-._ - c I 0 801(Constant)> 'Section 3.7.1.5.1. _T- -,- ,', ..,, ., 1 i Cr -T- c 0 301(Constant)> Section 3.7 1 5 - { 4 _ I _ _ I Cf(Fb) Cf_(Fc)1 1997 NDS Cb 1 (Varies) 'Section 2.310 ( Bending,Comp Size�Size Rep I p ...... Cd(Fb Cb Cd(Fc) ..., Eq 3.7-1 ., i._ NDS 3 9 21 Max Wall duration du atinr factor factor use _ _ _ ... .It .... _. 11 Stud Grade Width 1 Depth S pp]n Height, La/d Vert.Load Hor.Load < 1.0 !Load(0 Plat$Cd(Fb)ICd(Fcp Cf Cf Cr y Fb }F e`Fc E 4 Fb' Fc perp'.--Fc' Fce ! F'c fc fdF c 16 fbf 1 in 1 in in ftif L psi H F Stud 1 5 3 5 16 7 7083 26.4 p 1335 p4.855 0.9935 1993 4 1 60 1.151 111)11.051_1.151 675psi1 405 800 1 200,000 psi 66 _psi 06 P 966! 5 5.421 441.2 339,051 0.771 188.39:!Roll-to/Foe)0.403 H-F Stud 1 15.....1 3.5 16 I 91.....309 9701 423 ...I .......� 1 -.1 1 11 , 651 05800 ;1,200,000 1,3661 5061_ 9666 378,09+_340.90 248.351 072122376 0.470 i0 9923_ 1993.4 L 1 60 1 1.15 i 1 1 ,1.051.15 H-F Stud 1.5_ 35 12 1 51 309 .1380 4.23 0.9976 2657.8 .1 1.60 I 1.15 11 1,1.05 51 675 1 405 800 11,200,000 .1,3661 5061 966+.378.091 34090 262.86 077 167.821 0.403 H-F Stud �` 1.5 { 3.5 16 8.25/ 28 3 11951 40654 0.9960 1993.4 ' 1E0 1.15 1.11.1 1 1#511.151 675 405 _800 t 1,200000! 1,366 506 966 449.95L _39522{ 303 49 0 77 180 69!_ 0406 H F Stud I 1.5 3.5 12 1 8.25_ 283! 1680 4.065 0.9990 I 2657.8 ! 160 1 1.15 11.1 11.051.151- 675 I 405 800 1 200000 1,3661506, 966 449.95 395.22 320.00 0.811 135.511 0343 H F Stud 1.5_1 3.5 8 8 251 28.3! 26651 4.0651 0.9999 F-3986.7 1 60 I 1 15 1.1 '1.05 1.151116751 405 800 11,200,0 1,3661 506 9661 449.951 395 221 338.411_ 0.864 90 341 0 267 SPF Stud 1 1.5_' 3.5 16 7.70831___26 41 13151 4.8551 0.990711 2091.8 _1.60 1.15 1 1 1 1_05 11.151 675 . 425.1_725_�1,200,000 1,3661 5311 875.4381 515.42 431.521 333.971 0 774188 34 0.392 SPF Stud 1.5 1 3.5 16 91 30.91. .9651 4,231 0.9970 2091.8 1.60 1.15 1.1 ,.105 1.15 1 .675 425 1_ 725.1.1,200E04 1 366 531 875.438 378.0# 336.17 245.08 0 73 223 761. 0.468 SPF Stud 1.5 3.5 1 12 I 9 30.91137014.23 0.9990 ( 2789.1 I 1.60 1.15 ! 11 1.05 11.15 675 I 425 , 725 1,200,000' 1,3661 5311 875438 378.09!! 33617• 260.95 0781167.821 0.396 SPF Stud 1 1 5 3 5 1 16 1 8 25 28.3 1180 4065 0.9922� 2091.8 1.� 1.60�1.15 1 1.1 1.05 1.15+ 6751,_-_425 725 11,200,000� 1.386' 531 8754361 449.95. 388.131 299.8819.88 0.77 180.69! 0.396 SPF Stud 1 1E 1 3E 12"] 8 25r-28.3 1660 4065 0.9973 2789 1_" 1 60 .1.15 4 1 1 1.05 1.15 675 425 725 1 200,000 1,368 531 875.438 449.95 388 13 318 19 0 81.135.51 0.334 SPF Stud 1.5 j 3 5 8 8.25;__28 3 26301 4065 0.9969 4183.6 I 1 60 1 1.15 1 1 1.05 1.154 675 1 425 725 11 200000__1.366 531 875 4381 449## 388.14_333.97 0.88 9034' 0.257 ___ ____.�________ III ___ _ __ �t1 _ H F#2 i 1.5 I 5.5 161 7.70831 16.81 3132 4.855 03001 1- 3132.4 F 1.60 1 1.15 l 1 3 1 1011.151 850 1 405 1300 1 300000 2,033 506_1644.51 1378 831 1031.581 506.181- 04911 76.29* 0.059 H F#2 1 1.5 1 5.5 16 1 _91 19.61 3132. 4.23_0.4544_I � 11 r __ - 0.1 0.60 0.089 H F#21-1-1--1.5 1 5.5 16 1 8.25 18 01 3132' 4.065 0.3479 3132.4 1 60 111.15 1_1555.1.3 110 1.15Y 850 1 405 1300 1 1,300,0 2,033_5061644.51 1203.70 946.771_ 506.18__0.53__73.6171 0.062 SPF#2 1.5 1 5.5_ 16 1 7.70831 16.81 3287 4.855 0.3304 . 3287.1 1 1.60 1 1.15 4 1.3 1.10 k 1 15 875 4 425 1150-11,400,000, 2,093 5311 1454 754 1484.89;- 1015.44 531 231 0 52� 78.291 0.057 SPF#2 1,5 5.5 16 9 196: 3287 423 0.4750 I 3287.1 1.60 1.15 1 3 110 1.154i 875 1 425 1150 t 1400,000__2,093 53111454.7511089.25 850.161_ 531.231 0.621 90.61_ 0.085 SPF#2 1.5 . 5 5 1 16 ' 8.25, 18.0 3287 4.065 0 3750 1 3287.1 4 1 60 I 1 15 I 1 3 1.10 1.15 1_875 1 425_ 1150 1 400,0004 _2,093__531;1454_751 1296.30 945 38!_ 531.231 0 56 73 171 0.059 -1 1 SPF Stud j 1 5 1 3 5...,k...16 1 14.571 50#11.... 2551 4.231 0.9959. ..,.2091.8 1• 1 60 1 1.15 1 1 1" 1.05.1 151 675 1 425 725 .1 200,0001 1 368t.....531 875 4381 144 26r 9 02,1.-...64 784 0 47 586431......... .. { _ I. 13 0.779 -5.150-#2 1.5 _5.5 16 � 191 41.54__ 935 4.855 0.9925 3287.1 I 160 _1.15 13 1.10 1.15 875 425 7150 1140#0001 2,093 531�1454.75 244.40 235.32 151.11 084(483 51 0.580 H-F#2 I 1.5 1 5.5 16 191 41.5; _ 8856 4.8551 0.9970 I 3132.4 I 1.60 1 1.15 11.3 11.10,1,151 850 I 405 11300 11,300,0001 2,03 5061 1644.5, 226.941 220.141 139.80, 0.641463.511 0.594 Page 1 D+L+S+.7E CT#14189-Betehn Creek Falls i--- LOAD CASE--_------ ----- _-- -' -_- -_+-_-r-ti - SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 I 3.7.1 y 1 (12 16) (BASED ON ANSI/AF&PA NDS-1997) L _ Ke 1 OOrDessn Buckling Fetor 1----_4_ D+L+6+E/7 41 �_ T - 1._____- 4 1 i- c 0.801(Constant)> Section 3.7.1.5 Cr L KcE 0 301(Constant)> Section 3.7.1.5A 1 _ _ Cf(Fb) _ a Cf(Fc) 1997 NDS Cb __..f(Vanea) >_ Section 2 3 10 { ,.. ..,i ...1. .LBending Comp...1 Size l Size�Rep,1 ,.._ .....,,.,1 Cd(Fb)i Cb I Cd..(Fc)4 f Eq 3.7-1'.... , . .. NDS 3.9.2: Max Wall ,duration durationfector factor use I .__ Stud Grade!Width 1 Depth IS epi Hei M I Le/d [Vert.Load Hor.Load < 1.0 ;Load Plats Cd(F6.);Cd Fc Cf Cf Cr• Pb ]Fc perp__Fc T E I Fb' }Fc perp' Fc• 1 Fce 1_Pc_j fc fc/F'c fb I lb/ in. 1 In in. I f ........ I ..._P..ff....., P$)..._... _._.....1. pff.._7 I(Fb)I(Fc)7 psi 4 Si1 - .... p ps1 psi psi psi t psi psi psi pal psi.,.Fb(1 fGFce) HFStud 1.5I 35 I 16 177063 264 1415: 3.57 0.9983 19934 1.60 1 1.15 1 11 1.05 115' 675 1 405 .800 1,200,000 1,3661_ 506 966{ 515.42' 44122 35937 081113653.. 0.335 � 1 H-F Stud 1 5 1 3 5 16_ 91_30 9 1010. 3 571 09960 _ 1993 4 L_1 60 1 15 a 1 1 1 1.05 1 1 15 j 675 � 405 1__800 1,200,0001 1,3661 5061 --966 378.091 340.90(__256.51 0 751 188.851_ 0 430 H-F Stud 1.5 1 3.5 12 } 91 30.91 1420 3.571 0.9937 .I 2657.8 1.. 1.60 1.15 1.1 1:05 1.15 675 I 405 800 1,200,000 1,3661 5061 9661 378.091 340.901 27048 ()Is'141.64 0.364 I" H-FStud 1 1.5 3.5 16 8.2511 28.4 1225: 3.574 0.9961 1993.4 II1.60 1.15 I 1.1 11.01_1.15 675 I 405 1 800 1,200,0001 1,386.. 506'. .9661 449.951 395.221 311.11 0 79 158.684_ 0.376 4i H-F Stud 1 1.5 1 3.5 12 I_825; 28.3 17101 3.5-71-_0.9947 2657.8 I 1.60 1.15 1 1.1 41.01.151 675 405 ' 800 1,200,0001 1,3661 506 966 449.95''. 395.221 325.71 0 82 119.011 0.315 H-F Stud 1.5 173.5 8 8 25 28 3; 27001. 3 571 0.996 1 3986.7 1.60 1.15 1.1 11.05 1.151 675 405 800 1,200,000 1,366+ 506 9661 449.951 395.221 342.86 0 871 7934' 0.244 J ----. . . s 1_ 1 ._._..}._. .__.._... I--. . 1 r SPF Stud 1 1.5 84 1 2091.8 1.15 1.1 1.05 675 425 ; 725 1,3.61 531 4 515421 431.521 29 SPF Stud 1 5 1 3.5 16 7.7083 30.9 1000 3.571 099 8 1 2091 8 1 1 60 1.15 1 1 1 1 1.051 1.15 1 675 1 425 725 1,200,000( 1 361 531 875.4381 378.091 336.171 253.97 0/61 1188 85-r 0 421 SPF Stud 1.5_4' 3.5 12 91 30.91 1410 3.574 0.9962 2789.1 , 1.60 + 1_15 1.1 41_05. 1.15 1 675 425 ` 725 1,200,000 1,36y 531 875.4388' 378.091 336.17] 268.57 ---0.804 141.63 0 358 SPF Stud , 1.5 .1 3.5- 16 8.25,, 28._3.31_ 121013.571 0.9932 2091.8 1 1.60 _1.15 4,1.1 11.05 1.15 675 1 425-1 725 1,200_0001 1,366! 531,875.4381 449951 388.131 307.30 0791158.681 0.366 SPF Stud 1 1 5 1 3 5 12 1 8 25�28 31 18901 3.57 0.9940 2789.1 7 160 1 15 11,1 x1.05 1.151"675 425 725 1,200,000 1,361 5314 875,438 449,951 388.13 321.90 0.83 119.01' 0.306 .... 1 SPF Stud 1 5 3 5 8 8 251 28 34 2670 3.571 0.9987 ( 4183.6 1 60 ) 1 15 1.1 1.05 1.15 675 425 -725 1,200,000 1,3661 531 875.438] 449.95 388.13 _339_05 _0.871 79.341 0.236 _ ___ _________.F _ _.r._ __ 1 _1 r H-F#2 1 15. 5.5 1. 16 {770831 168(.,. 3132 -, 357-1 0.2844 1 _31324.._+_,160 115 1.3,1 1.101 1.151 8501 405 I 1300 1,300,000 2,033_ 5061 1644 1378831_1031581- 50618 0.491 56.1of-_ 0044 H-F#2 ' 15 55 16 9 1961 3132 357:;40.4405 1 31324 160 1 115 1 1.3 1,10 t 1.15'4 850 405 1300 1,300,00_0] 2,033 506 16445-'1011 45 837571 506.18 0,601_78,47 0.075 H_F#2 1 115-41-45.4-5+16j 8.251'44-i 18 0r 3132. 3,57 03404 3132.4 4'-1 60 1.15-1 1 341.10 1 1.155 85 J 405 rt_1300 1,300,00012033 506E 16444-4-4-.5I 12031----70; 946 771 56.18 0_53' 64,281 0.055 1 - - ) } i - SPF#2 j 1 5 1 5.5 1 16 1 7.70831-_16.8i 3287i 3.571 0.3154 i 3287.1 j 1 60 1 1.1511 1 3 1 1.10 1 1.15 875 f 425 11150 1,400,000 2,0931 5311 1454.751 1484891- 1015.45531.23 0.52 58.10 0.042 .4 SPF#2 1.5_1 5.5 1 16 9I_ 19.61 3287_ 3.574 0.4618 1 3287.1 i 1.60 1 1.15 1 1.3 41.10 i 1.151_875-1_425 j 1150 1,400,0001 2,0931 53111 51 1454.751 1089.2 850.161 531.23 0.621 76.47 0.071 1 SPF#2 - 1.5 !} 5.5 16 8.251 18.01 3287 3,571 0,3678 3287.1 160 1.15 1 1 3 1.10 4 1.15 1 875 425 1150 1 400,0001 2,0931 531 1454.75 1296,301 945.38 531_23 0.564 64.26 0.052 1- j - -H f rt + - } - SPF Stud t 1.5 1 3.5 .16 1 14 57I 50 0 285; 3.57 0 9981 ' 209.1.8 t 160 1.15 1 1 1 11 051 1.151 675 j 425 a 725 t1 200,000 1 36E1 .531 875 4381 144 261 139.02' 72.38 0,52(494.93 0 727 SPF#2 1 15 1 5,5 16 1 191_ 41.5 1020' 3.57 0.9910 1 3287.1 1.60 1.15 1.3 11.10 1.151 875 I 425 1 1150 1,400,0001 2,09-4 531 145475 244.401 235,32 164.85 0,70k 340.63 0.500 _ , � L H-F#2 1 1.5 1 5.5 , 16 , 191 41.51 9451 3.571 0.9939 1- 3132.4 l 1.60 1 1.15 1 1.3 11.10 1.151 850 1 405 ! 1300 1,300,0001 2,0331 5061 1644.51 226.941 220.141 152.73 0.691 340.831 0.513 • Page 1 -,, 180 Mamma St. /WU ENGINEERING Suite 302 // Seattle,WA * 98109 'Date: - - 2O62 , Pmqect: . ( —•-- - ---- FAX: Client: Page Number: (206)285-0618 raL ..42909 ps? Bx.6.) ( ID Fig_ -2, 64,44)(4 -16 3E Wk-14- 7.-- loa RA- yik (146) ' - zooc.3 iszyz)p :sy V X 17-17- k)tr- osi, ..] z .,,, ,./. , v. . 45- 50-,. . e or c., 4130 4-54a c 5 ......- -----,------- ,.....i ...V.-- I.P/ f3:12 2 16 (i 315 SeliOM rI6 7Ath7.- 4:0* Structural Engineers 180?Nickerson Si. WEll E N G I P1 E E R t FI G Suite.3.02 {.-Lr�)fY� "t t N cR.......-3. Seattle.WA Project: i 6 r awl 9f31Q9 Date- (206) ,1 f },,,,p {Zits}28S-4512 Client: SiP�14' Y"I L - Page Number: (206)265-06l8 , P 3 142P` k-L904646 "VA'La /475-f--- i L6' 1 64.7Zir Z 1 S. 6')W P 'moo : s ) ,S 571 a n. A'L 1 I 'r ?_ ' 619 ,I €t5 , (44i) 7. _- i,(se). ' -: /2-.4h, PIF -fl'P Lam I. 5`• ,. J a- (2, ''e x)ps Y = -` 1 ` r ' 4. () 7f Z-- -7--yP. ..... pviwr LaA0.5 .575— v ;, j f t� rf 1 3 2 3.3t. 'S V.( 4- '5.54 :. 1.,ge, ,k 130-7 ids" Vii.. 7 tf- ' Structural Engineers 180 Nickerson St. CT ENGINEERING Suite 302 V•'n I N C. �+ 9-42,1. 09, Seattle,WA 198109 Project: I V' 114,46)11_ _ ,L� :• ®c�t. Date: ' (20)285-4512 Client: 2012 J-S/'L/ f-.0O d/1 W J j ws Page Number: (206)285-0618 WIN Z f : . ., ,. ,,,,.,.._, . ; ,,_ , . : : ; )3.--,t,-; , : - . _ , ; ,....". ;,,..„ .„ , , . , 4._._, , . . . . . . it , . . .. . . . . , : i ,_,; , . , : ,, . . . : , ' . 4'..1 : . 15:42 ''.. 1, ,' 1- ' ! j: l' . : . , , ' . -,r '' ' ' ' : - _ 8.,. R -.. ` 2`� f- 3 ��► �4jl 3Z`' r ' 31 it. _ - j4,52...: Z4 - �.%t fj.,J ' - . • -Go 3 ._ ,2 �, tai 0 • -- � - t _ _r - - r 2 z � Jt , ,, i • _ l _ - . / - L5 - • :� , : Ott • r � : .J MSP' ram tr t 1 '(! t'i Structural Engineers I . C_� Design Maps Summary Report Page 1 of 1 IIIIECS 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 2mi s Belay rt n - w 1,x r� Ft x '141 Milwau ie s 4i`�- A1/49'.ark — fs �.. Cke Oswego .+ 0i ` H ''''')t if . rid iCA AM Tulaiirt... . t� i tSt 0 2015 01 Qusst � data + X pct' USGS-Provided Output SS = 0.972 g SMS = 1.080 g Soy = 0.720 g Sl = 0.423 g SMS = 0.667 g Soy = 0.445 g For information on how the SS and S1 values above have been calculated from probabilistic (risk-targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the"2009 NEHRP"building code reference document. MCER Response Spectrum Design Response Spectrum l.it? 0,00 0 72 37: 8 t gi 0:77000. , lit 0 40 0i. r 401 d 2.32 *10 2,20 0 22 0,12 0.22 0 11 4.00. 0.2 0.20 4. 1.40 1, 1,20 1.20 1$ 0.22 ,t i1 4. 0.20 1. 1. 1.20 1. 1,20 102 Period,T ts+ec} Carl. {r•+ 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#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.= D Section 1613.3.5 Section 11.4.2/Ch.20 Table 1613.3.3(2) Table 20.3-1 4. 0.2 Sec.Spectral Response Ss= 1.10 Figure 1613.3.1(1) Figure 22-1 5. 1.0 Sec. Spectral Response Si= 0.50 Figure 1613.3.1(2) Figure 22-2 Latitude= Varies N Longitude= Varies W http://earthquake.usgs.gov/research/hazmaps/ http://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 SM,= Fv"Si SM1= 0.75 EQ 16-38 EQ 11.4-2 Sips=2/3"SMS SDs= 0.78 EQ 16-39 EQ 11.4-3 " EQ 16-40 So,=2/3 SM, 5D1= 0.50 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 12 = 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#14253: Plan 2613 SOS= 0.78 h„ = 18.00 (ft) SD1= 0.50 X = 0.75 ASCE 7-05(Table 12.8-2) R= 6.5 C,= 0.020ASCE 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=Sips/(RITE) 0.120 W ASCE 7-05(EQ 12.8-2) Cs=S011(T*(RITE)) (for T<TL) 0.440 W ASCE 7-05(EQ 12.8-3)(MAX.) Cs=(SDI*TO/(TZ*(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)/(RITE) 0.038 W ASCE 7-05(EQ 12.8-6)(MIN.if S1>0.6g) CONTROLLING DESIGN BASE SHEAR= 0.120 W VERTICAL DISTRIBUTION OF SEISMIC FORCES PER ASCE 7-10 SECTION 12.8.3 (EQ 12.8-11) (EQ 12.8-12) C,« = 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 10.00I' 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 FPX = DIAPHR. F1 E F1 w, E w1 FPX = EF, *w, 0.4*SOS*IE*wP 0.2*Sips*IE*wp LEVEL (kips) (kips) (kips) (kips) (kips) Ew, Max.FPX 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 30.001 ft. Roof Plate Ht.= 18.00 18.00 Roof Mean Ht.= 24.00 24.00 ft. --- Building Width= 26.0 56 0ft. V u/t. Wind Speed 3 see Gust= 120 120 mph Figure 1609 Fig. 26.5-1A thru C V asd. Wind Speed 33ec Guar= 93 ' 93 mph (EQ 16-33) Exposure= B B w=,', 1,0 110 N/A N/A Roof Type= Gable Gable PS30A= 28.6 " 28:6'psf Figure 28.6-1 Ps3oe_.. 46 >' 4.6 psf Figure 28.6-1 Ps3o c= 20.7 c 20.7 psf Figure 28.6-1 Ps3oD= 47 4.7 psf Figure 28.6-1 = 1.00 1.00' Figure 28.6-1 Kn=: 1.00 G. 1.0066 Section 26.8 windward/lee= 1.00 1.00;(Single Family Home) *Kzi*I : 1 1 Ps=\*Kzt*I*Pa30= (Eq.28.6-1) PsA= 28.60 28.60 psf (LRFD) (Eq.28.6-1) Ps B = 4.60 4.60 psf (LRFD) (Eq.28.6-1) Ps c= 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) 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 wlnd(LRFD) wlnd(LRFD) DIAPHR. Story Elevation Height AA AB Ac AD AA AB Ac AD per 28.4.4 per 28.4.4 WIND SUM WIND SUM LEVEL Height (ft) hi(ft) h(ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) Vi(N-S) V(N-S) Vi(E-W) V(E-W) 30.00 12.0 0 144 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 Ar= 1307 10.4 20.9 V(n-s)= 9.68 V(e-w)= 18.70 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#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 DESIGN SUM LEVEL Height (ft) hi(ft) Vi(N-S) V(N-S) Vi(E-W) V(E-W) Vi(N-S) V(N-S) Vi(E-W) V(E-W) Roof 8 10 10 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 1 V(n-s)= 10.40 V(e-w)= 20.91 V(n-s). 8.06 V(e-w)= 16.19 kips(LRFD)I 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 = 7/16" 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 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 e ® T 1 7 ROOF BELOW / 4-0" 22-0" 11'-038" 10'-117/8- / 3'-1132 7'-05/8" r 7-03/8" , 3'-1132 A 5-0'4-0 SL ®_ 5-0'4-0 SL A • _-1 I [1a______-I — 1 _ — EGRESS EGRESS INSULATE FLOOR OVER Rear 61R23 UNHEATED SPACE Bedroom 31 ® Bedroom 2 4-1 '`p, b.t�� GUARD RAIL W/6"HIGH -a- 41) Fa \b4- ti'/ 2x4 CURB AT BOTTOM- ` TOP AT+42" A.F.F. F 4-6" M .I 1 3-0 / 6-0 BIPASS `"4 X45' 6-0e N. /j r N S &P 0 S&P I 8'-732 3"-53z 2-4 HC 24"7B / lI z - Bath 5 TUB' H , -�- I/ \1 SHOWER Iii-, MDF CAP I ( o DN m .»__...._.Y� `, SHELF ABOVE W IER s & P Ut�I�ty ;- - � ....O's' N G / I N In i n 6 DRIER 2-8 HCW I j 6-0 IPASS 1 I CW s v 4-113" k 4'-6" 2-6 2,H0"/ S &P N ri, L_ a N 3 122"x30"i '�'� � ..------1-'_ w Bedroom 4 Arne, x i7i e IACCESSI O y� 2-4 MC S& P A 10 N , 24"TB 48"x34" TPJ s .- SHOWER A LOW "'1�n 0 WALL --°w •"i 4- In -- --- / I .F.F. ©I w ni-0 HCW UV 4 .0, 3'-1" / 2.-832 M. Bath t IKFMG Master Bedroom A m I� <I 5 0 3-0 F 0 . 0 FrO1'n—t{t MSS TR , 4.-834" , 83/sAFETr!cuza4. 63/" -N ........_....__2-WC H• 2-6 i5-0 F�0 SH_ , .• kl 5'-334" '6-5 I, 33-0" I, 3'-0" I 5.-334" 16'-632 9'-532" L i r-I L. I_J PLAN 7A SECOND FLOOR 1/4"=1'-0" ENGLISH REVIVAL / 22'.-0" / 10-0" 12-0" ROOF fi / ABOVE F I 1/ 1 N. N. e16-0 7-0 OH © '_i Gar • Gar Al REMOVED 2x8 FRAMING FOR Q ELEC. PANEL L_ FLOOR ABOVE of 1. Garage N 3'-10'2" i WALL FINISH Xz" GWB BOLLARD N CEILING FINISH NISH %" TYPE .X. GWB v FIRE-TAPE ALL GWB (1 N Ell WRAP BEAMS BELOW CEILING LEVE INSULATE FLOOR ABOVE.// WH Irk '® 0 42"x12" WOOD TREAD MAX. RISER 7" PLATFORM 'P 4-I(ADD MORE STEPS AS REQUIRED PER +18" A.F.F. / 9 . W SITE CONDITION) NN \1 � s ra 5 a4 .A ,\ 18'-Oy" `q GUARD RAIL WITH 6"HIGH ( 'I 10 ©2x4 CURB AT BOTTOM- ? Ill FURN nip TOP AT+36" ABOVE NOSING 1111 Rear Kit/ ar 4 40 Patio _ - / Hyl 4 w 2"r la 3'-9y" n < p34 N 0 l �, ©JI ro �r77 _ 5 m UP / r, i o N 1 v/ 0 "'i iiii---111,,,,\ � =� P Il1 0 :Ila 4 0" *• 7Y2" 3.-10" 2'-6" / N�;� O O Tri 1 v mu ® I� 18"x24"CRAWL I N .. SPACE ACCESS 2x4 35"HIGH -I I Kitchen ri o } n(� PONY WALL. -_-, lo I m n }-I e G ...¶'-r.-� I DW 1 A M I 0 Dining D 1-, 4 a �• - .11 El INSULATE FLOOR OVER CRAWL SPACE . ♦ o I COUNTERTOP ""- _i 1 `',''','' OVER STANDARD l 1 4_C BASE CABINET 1 +36" A.F.F. • I _ -I h 1, r I UL APPROVED 36" WIDE FLUSH BEAM'. 2X4 y t 3 H P FACTORY-BUILT DIRECT ABOVE JJJ r1--' 7x8 ♦ ♦ VENT GAS FIREPLACE m - , 6x6 POST A Melia a A i .,/1 - W/GWB FINISH `!,, . Entry. q -^ .� ell Ir:I1 321 1 -_- 5 �n 1" 11 5 a Living 2x6 39"HIGH ?` AS PERAPSITE LE1 1 WALL W/FINISH -� �' - n ♦ CONDI�ONS A TRIM AT TOP i -� SAFETY o SAFETY ry o �_ GLAZING n GLAZING - l �,..■ 11" 12" TILE -.....wp pw"»- I I. i t--�1 20 HEARTH 20 0-6 -10F D1-6,3-1 Front 2' �Y4"� 2' 6Y2.}2,_6 z2._D 3Y2. a .r N s A10 'a „ .N • 2�1./6 0 SH 2-6,5-0 -A-6 5-0 F 2,6 5-0 NN•w ♦a {I 3'-914" y d ;; 3"-0" k 3'-0" k 3.-0" 1. 3.-9t1 / Porch )'-OX 16'-632" 9•-5}�2• / 91_\ x_—_—_—_—_— _ / II — 20 r A11 9Y1, 9-0• P. t0.-iy" 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 pt= 1.00 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LDL eff C0 w dl V level V abv.V level V abv. 2w/h v i Type Type v i OTM Row ()not Usum OTM ROTM Unet Usum U:„m 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) 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 0.000.00 0.00 0.00 0.00 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 ?r0 0 1.00 0.00 0.00 0.00 0.00 0.00 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 Ex-t. right1** 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. nght2 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. nght4 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 EV„�„d 5.16 EVEQ 3.08 Notes: * denotes with shear transfer ** denotes perferated shear wall iSB denotes iSB Shear Panel JOB#:CT#14180:FPIan7A ID Upper Leftl"(MSTR and BR4) Roof Level wdl=__.......,.150 plf V eq 870.0 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 o• v hdr eq= 31.6 pH •H1 headvhdr= 52.7 plf H5 head= A 1-' '.�. Fdragl eq=43.5 Fdrag2 eq= 13,8 Fdrag5 eq=27.7 Fdrag6 eq=43.5 1 nFdra 91 w= 5 Fdragf 23.1 Fdrag5 w= ••.1 Fdrag•w=72.5 A H1 pier= vi eq= 43.5 plf v3 eq= 43.5 pN v5 eq= 43.5 H5 pier= 40`_. v/w= 72.5 Of v3w= 72.5plf v5w= 72,5I_ 4.0 feet feet H total= 2w/h= 1 2w/h= 1 2w/h= 1 8.0 V Fdrag3= • . Fdra• - 13.8 feet A Fdragl w= 72.5 Fdragf w=23.1 Fdrag7eq= .7 Fdrag8e• 43.5 P6TN E.Q. Fdrag7w=46.1 Fdrag8w=72.5 A P6TN WIND v sill eq= 31.6 plf Hl sill= (0.6-0.14Sds)D 0.6D vsill w= 52.7 p/f H5 sill= 3.0 S EQ Wind 3.0 feet OTM 6960.0 11600.0 - feet R OTM 25310 30628 V UPLIFT -741 -769 V Up above 0 0 Up Sum -741 -769 H/L Ratios: L1= 11.0. L2= 2.5 L3= 35 L4= 5.0 L5= 5,5 Htotal/L= 0.29 Hpier/L1= 0.36 Hpier/L3= 1.14 L total= 27.5 feet Hpier/L5= 0,73 0.90rILreduction 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= 3.5 SDPWS 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 LDL eff C0 w dl V level V abv.V level V abv. 2w/h vi Type Type vi OTM ROTM Unet Us„m OTM ROTM Unet Usum 'ism HD (sqft) (ft) (ft) (kit) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext. left 1* 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 0.00 0.00 0.00 0.00 0.00 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. rightl** ,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 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._ right5 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0 0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --• 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -' 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 1320 74.5 69.7=L eff. 2.25 5.16 2.23 3.08 1.00 EV„ifd 7.40 EVE() 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:PIan7A 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 vi OTM RoTM Unet Usnm OTM RoTM Unet Ugum Usum HD (sqft) (ft) (ft) (kV) (kip) (kip) (kip) (kip) p (pif) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Front MSIR* 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 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 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 BR23* 640 9.1 14.0 1.00 0.16 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 0.0 1.00 0:00 0.00 0.00 0.00 0.00 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 1280 18.6 18.6=L eff. 7.71 0.00 3.08 0.00 EVwfnd 7.71 EVEQ 3.08 Notes: * denotes with shear transfer ** denotes perferated shear wall iSB denotes iSB Shear Panel NOTE: 4' GARAGE WALL DESIGNED AS A STANDARD SHEAR WALL BUT CONSTRUCTED AS PART OF DOUBLE PORTAL FRAME GARAGE SHEET TITLE: LATERAL E-W(side to side-left/right) CT PROJECT#: CT#14189:Plan7A Diaph.Level: 2nd Panel Height= 9 ft. Seismic V i= 2.2 kips Design Wind E-W V i= 4.84 kips Max.aspect= 3.5 SDPWS Table 4.3.4 Sum Seismic V i= 5 0 kips Sum Wind E-W V i= 12.54 kips Min.Lwall= 2.57 ft. (0.6-0.14Sds)D+0.7 p Qe 0.6D+W perSDPWS-2008 p = 1.30 Table 4.3.3.5 Wind Wind ..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 LDLeff. C0 w dl V level V abv level V abv. 2w/h vi Type Type vi OTM RoTM Unet Ue m OTM RoTM U„e, USem Ueum HD (sqft) (ft) (ft) (klf) (kip) (k', (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Front LIV* 306 '> 5.0 16.5 1.00 0.25 1.1 3.85 0.52 1.54 1.30 1.00 534 P2 2P3 995 24.03 5.19 4.35 5.95 44,77 6.19 8.90 12.53 12.53 - - 0 0.0 0.0 1.00 0.00 0..1 0.00 0.00 0.00 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 - 0 0.0 0.0 1.00 0.00 5.00 0.00 0.00 0.00 1.00 0.00 0 •-- 0 0.00 0.00 0.00 1.11 0.00 0.00 0.00 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 0.0 1.00 0.t 0.00 0.00 0.00 0.00 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 1.10[ 0.00 0.00 0.00 0.00 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 1.0# 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 - 0.0 1 +0 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Rear Kit/Gar 660 11.5 11.5 .00 0.15 2.42 2.49 1.11 0.77 1.00 1.00 213 P6 P4 426 22.03 4.99 1.57 1.57 44.14 5.95 3.52 3.52 3.52. - - 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 0 0.0 0 11.00 0.75 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 1.29 0.00 0.00 0.00 2.94 2.94 0 0.0 A1.0 '1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 '-ar AB' P 2'6 4.r 8.0 1.00 0. '.I' 9.8 66 0.•0 0.5 .00 0.89 331 P4 P3 631 10.59 1.21 2.81 2.81 22.73 1.44 6.39 6.39 6.39 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.01 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ar A=WP 118 2.1 8.1 '1 00 0. 5 0.4• .83 0. 0 0.2 1.00 0.44 671 2P4 P3 631 5.37 0.60 3.58 3.58 11.36 0.72 7.98 7.98 7.98 - I +.0 0.• I' coo 1..1 s�� '.01 5.50 1.1$ 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 0.001 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 1.00 0.00 0.00 0.00 0.00 0.00 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 22.5 22.5=L eff. 4.84 8.83 2.23 3.08 EV„,„d 13.67 EVEQ 5.30 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#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 P *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 vl 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 20 EQ Wind v sill w= 147.9 pif 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 Hpier/L3= 2.00 L total= 16.5 feet JOB#: CT#14189:PIan7A ;. ' SHEARWALL WITH FORCE TRANSFER ID: Front Lower LIV* Floor Level w dl= 150 Of V eq 516.0 pounds V w= 1121,6 pounds Sum V eq 1538.0 pounds V1 eq= 769.0 pounds V3 eq= 769.0 pounds Sum V w= 3853.1 pounds V1 w= 1926.5 pounds V3 w= 1926.5 pounds v hdr eq= 113.9 plf •H head= A v hdr w= 285.4 plf 1.083 v Fdrag1 eq= 484 F2 eq= 484 A 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 Fdrag3 eq= F4 e.- 484 feet • Fdrag3 w=1213 F4 w=1213 2w/h= 1 H sill= (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= 2.5 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#14253:Plan 2613 SHEARWALL WITH FORCE TRANSFER ID: Front Upper MSIR Bath* Roof Level w dl= 150 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 vhdreq= 62.1 plf --► A H head= A v hdr w= 191.6 plf 1.083 ',y Fdragl eq= 155 F2 eq= 155 A Fdragl w= • • F2 -479 H pier= v1 eq= 131.1 plf v3 eq= 131.1 plf P6TN E.Q. 35 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 A 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 35 EQ Wind v sill w= 191.6 plf P6 feet OTM 4769 14711 R OTM 3325 4061 e v UPLIFT 164 1206 Up above 0 0 UP sum 164 1206 H/L Ratios: L1= 23 L2= 5.0 L3= 23 Htotal/L= 0.85 Hpier/L1= 1.56 Hpier/L3= 1.56 L total= 9.5 feet JOB it CT#14253:Plan 2613 ID:Rear Upper BR23* Roof Level w dl= "r,''-160 plf li V eq 16100h,. pounds V1 eq= 424.8 pounds V3 eq= 760.5 pounds V5 eq= 424.8 pounds V w= 4970.0.' pounds V1 w= 13112 pounds V3 w= 2347.5 pounds V5 w= 13112 pounds ► ► v hdr eq= 73.2 plf A H1 head=it, vhdr= 225.9 plf H5 head= A 1 '( Fdragl eq=96.5 Fdrag2 eq= 172.8 Fdrag5 eq= 172.8 Fdrag6 eq=196.5 1 v A Fdragl w= e;.0 Fdragl . 533.4 Fdrag5 w= 3.4 Fdra•r w=298.0 A H1 pier= vl eq= 134.1 plf v3 eq= 134.1 plf v5eq= 134.1 H5 per= 4.0 vi w= 414.0 pN v3 w= 414.0 plf v5 w= 414.0 4.0 feet feet H total= 2w/h= 1 2w/h= 1 2w/h= 1 8.0 y Fdrag3= Fdra• - 172.8 feet A Fdragl w=297.9524 Fdragl 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 Hl sill= (0.6-0.14Sds)D 0.6D vsill w= 225.9 p/ H5 sill= 3.0 EQ Wind 30 feet OTM 12880.0 39760.0 feet R OTM 18074 22078 - y UPLIFT -248 846 y Up above 0 0 Up Sum -248 846 H/L Ratios: L1='. 3.21 L2 5;0L3= 5.7 L4=. 5l0 Htotal/L= 0.36 4, 4 1 ' . , ►, Hpier/L1= 1.26 Hpier/L3= 0.71 L total= 22.0 feet Hpier/L5= 1.26 I 0.95 L reduction • Gr sift si 1~" y� APA n e� ►� Topics 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 APA-The Engineered Wood Association PORTAL FRAME DESIGN (MIN. WIDTH =22 1/2"): EQ=480#< EQ(ALLOW) = 1031# WIND= 1390#<WIND (ALLOW)= 1444# Table I. Recommended Allowable De gn Val. •s for APA Portal Frame Used on a Rigid-Base 1 Minimum Width Maximu eight Allowable Design(ASD)Values per Frame Segment (in.) ) Shear"''1(lbf) Deflection(in.) Load Factor 8 850 (1190 WIND) 0.33 3.09 16 10 625 (875 WIND) 0.44 2.97 8 1,675 (2345 WIND) 0.38 2.88 24 0.51 3.42 1'-10 1/2" 8 1520 EQ(2128 WIND) 1'-10 1/2" 10 ca,n,1 31 EQ(1444 WIND) Foundation for Wind or Seismic Loading (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) I Extent of header with single portal frame (one braced wall panels) Header to jack-stud strap 2'to 18'rough width of opening -1 /���per wind design min 1000 lbf for single or double portal .- i on both sides of opening _ opposite side of sheathing L a4 Pony .'1 j wall I height 'I gt'"r -``*� 4 V . k ' rFasten top plate to header s Fx 117 t with two rows of 16d a 'r.e.„�r sinker nails at 3 o.c.typ r I/ Fasten sheathing to 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. ! wall Min 1000 lbf on both sides of opening opposite height side of sheathing. If needed,panel splice edges shall occur over and be 10' • "' Min.double 2x4 framing covered with min 3/8" /'. nailed to common blocking' max thick wood structural panel sheathing with LLLLLL -' within middle 24"of portal '.' height 8d common or galvanized box nails at 3"o.c. height.One row of 3"o.c. in all framing(studs,blocking,and sills)typ. nailing is required in each panel edge. • z -Min length of panel per table 1f.1 - .• Typical portal frame \\ i construction Min(2)3500 lb strap-type hold-downs (embedded into concrete and nailed into framing) Min double 2x4 post(king a and jack stud).Number of . Min reinforcing of foundation,one#4 bar ?. ' jack studs per IRC tables ,/I top and bottom of footing.Lap bars 15"min �, i R502.5(1 i&(2). } _ y ` v Min footing size under opening is 12"x 12 A turned-down \ Min 1000 lb hold-down slab shall be permitted at door openings. device(embedded into \Min(1)5/8"diameter anchor bolt installed per IRC R403.1.6- concrete and nailed with 2"x 2°x 3/16"plate washer into framing) 2 o 2014 APA—The Engineered Wood Association 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 www.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@apawood.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 (0 2014 APA—The Engineered Weed Association � CT Ea�N G I N Eq ER I N G 180 Nickerson rs on St. Suite 302 pro leo, fN� e . ivS.d a� pYQyz_ Date: n1�. 0I , �- WA Client: °"5r 55cPage Numbe I i (206)285-4512 r: (206)285-0618 { k'► _ ' eVio :: t,-c) O) 1 I ' q- XV . i Fyy.-_,W,(,i_60 0 1 / o c-3 A\',5(i / . y.`.. X Cb`` )Z" k 7)1 ,fit 6t2s---w2,�i� FrR (0"1 ?ohm 15 ='- 1 Z) _ X16-6) -i . -1- ?►)lig Kl\ tOO , C. () - N G)A1 J i O/ Ot ( 0,2 _ -() j9. 6ti; n .61. -- aV°:6/6°) 0,312 (g )L3J<<ZJ n (((9,1 (60 . - ,gig-/ P1 , ())(,? lit .,L8 .- kq — 66 ,9, - . i),, q;•, cs ),ii-, Sf Ap4t ) A 5' 1 0 Xlc rrd, 1,0/(2) + 0L, ©, 6°u utu, 7) /1 Z L/ 4.-- .y 112. 6¢4- ,s,,, 1N ub' ., 4- A c!`i 4-,5t auxC(� ,�pVlYDS • �t L C[ a,S ,r� v \Aw_ 10 ,°04- 1�,n Structural Engineers WOOD FRAME CONSTRUCTION MANUAL 63 A Table 2.2A Uplift Connection Loads from Wind •• • (For Roof-to-Wall,Wall-to-Wail,and Wall-to-Foundation) 700-yr.Wind Speed 2 3-second gust(mph) 110 115 120 130 140 150 160 170 180 195 Roof/Ceiling Assemblyi z,a,4s,c,� Design Dead Load Roof Span(ft) Unit Connection Loads(plf) '2'3'4'5'6'7 12. 118 128 140 164 190 219 249 281 315 369 Z 24 195 213 232 '272 315 362 412 465 521 612 7 0 psfg 36 272 298 324 380 441 506 576 650 729 856 Z rn 48 350 383 417 489 567 651 741 836 938 1100 In 60 428 468 509 598 693 796 906 1022 1146 1345 C . 12 70 80 92 116 142 171 201. 233 267 321 CI 24 111 129 148 188 231. 278 328 381 437 528 in 10 psf 36 152 178 204 260 321 386 456 530 609 736 N 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 j 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 111411, 48 38 71 105 177 255 339 429 524 626 788 • 60 44 84 125 214 309 412 522 638 762 961 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 J. 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, j:. multiply the tabulated unit uplift load by the multiplier from the table below corresponding to the spacing of the . connectors: Connection Spacing(in.) I 12 16 I 19.2 I 24 I 48 Multiplier 1.00 1.33 1.60 2.00 4.00 'l • ° Tabulated uplift loads equal total uplift minus 0.6 of the roof/ceiling assembly design dead load. . s 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 pif) 'i • for each full wall above, '' 6 When calculating uplift loads for ends of headers/girders,multiply the tabulated unit uplift load by 1/2 of the fi,f"f header/girder span(ft.). Cripple studs need only be attached per typical uplift requirements. 1. `' ' For jack rafter uplift connections,use a roof span equal to twice the jack rafter length.The jack rafter length ;;;t, includes the overhang length and the jack span. ..e:', g Tabulated uplift loads for 0 psf design dead load are included for Interpolation or use with actual roof dead loads. r :`3s. AMERICAN WOOD COUNCIL CT ENGINEERING Pro ecLT __ S (nN c. M! y A65. Date: Client: 180 N icke rs on St.t. Suite 302 Seattle,WA 98109 (206)2854512 FAX: Pa e Number: 6 (206)285-0618 Vii W -- bt t°1; f. L_ I45 4f\ (moi)D .. 1,5- PP Wb%) -10-145 ; MA-0,A141_ -7"A 5 q_,2 A r w 1 kU . 1 l o MQf ( w7 , g i-� 15 ,,D D? i ,'a1Jc E c CoMd�6 ` 5S ); -- f 36 w -4 _fie ELM doe l/6 Jk -r---- 6e7040/ 2`o,c. D; (0,6) = Jgp -- -.b tt__—_ 0L-r. --r ) 4s13 !1 1;[ : -nip, Gm A c Pg 0/115 234 ,eniAgio ( `3 C N .t-6( 2,1 12 Ut._ ( 11-(,)(1) 0,47 0:0 - 2_ - ,/D'K. ` P, A,ok1 aP 6) K e NA- J 4-17 ' ) (2 1 2, ->4-1 : K 14= 6-6y 1-0/z)(0,,-- (0,(0 . -_-__ 4-10-4 ,b,4_ ,i tVc (0 -TYR E e 4, 9PLY, -®-ems sf } v r D ft---)- . e__ TYP Niv � q, c Al 4) e -f-L- 70s -0, ,,,,,,e_ A 42-- ce_-_, (5Y ng.--0 ,..- e3,114F D,D,,,,A\J „----- Structural Engineers TRUSS TO WALL CONNECTION I I 'A'I VAI i IV, #OF TRUSS CONNECTOR TO TRUSS TO TOP PLATES u1111 II PLIES 1 HI (6) 0131" X 1.5" (4) 0.131" X 2.5" ,Iiifi STs 1 H2.5A (5) 0.131" X 2.5" (5) 0.131" X 2.5" 5,',!, 1111 1 SDWC15600 2 H10-2 (9) 0.148" x 1.5" (9) 0.148" x 1.5" in/ft 2 (2)H2.5A (5) 0.131" X 2.5" EA. (5) 0.131" X 2.5" EA. 1()/0 ,`li 2 (2)SDWC15600 - - U1D 210 3 (3)SDWC15600 - I,i.' 1' ROOF FRAMING PER PLAN 8d AT 6" O.C. 2X VENTED BLK'G. ' z 71-111p00.11Piii."• 0.131" X 3" TOENAIL _ AT 6" O.C. li I H -A DW1 6005 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'-0" (BEAM/HEADER AT SIMILAR) 14 TYP. RAISED HEEL TRUSS TO WALL CONNECTION [ TRUSS TO WALL CONNECTION SPF VAI lir OF TRUSS CONNECTOR TO TRUSS TO TOP PLATES VIII- I- F1 L 1 Ht (6) 0.131" X 1.5" (4) 0.131" X 2.5' 400 ! 415 1 112.5A (5) 0.131" X 2.5" (5) 0.131" X 2.5" 535 (_ 110 1 SDWC15600 - - 'Iiia2 H10-2ii5 (9) 0.148" X 1.5" (9) 0.148' X 1.5' it)%o 700 2 (2)H2.5A (5) 0.131" X 2.5" EA. (5) 0.131' X 2.5" EA. 10/0 2211 2 (2)SDWC15600 • - - Vii--- .;U._ . 3 (3)SDWC15600 - - 1,41>'i i 34`1 ADD A35 0 48"O.C. ROOF FRAMING PER PLAN FOR.H2.5A AND ,........4 SDWC STYLE „„„iiii% Bd AT 6' O.C. CONNECTIONS "h..: ., 2X VENTED BLK'G. ....,,,,..r,,% .,,. ,.% Mt 0 H2.5A & SDWC15600 STY'F 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'-0" (BEAM/HEADER AT SIMILAR) L19 TYPICAL TRUSS TO WALL CONNECTION [ 4-19-16 , El Roseburg J2 MAIN 1:39pm A Forest Products Cowan} 1 of 1 CS Beam 2016.4.0.5 IanBeamEngine 4.13.19.1 Materials Database 1547 Member Data Description: Member Type: Joist Application: Floor Top I ateral Bracing: Contin uous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 12 PSF Deck Connection: Glued & Nailed Filename: Beam1 1 rt 1r / 14 5 0 / 11 7 0 9 2600 / Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall DFL Plate(625psi) 3.500" 1.750" 499# -- 2 14' 5.000" Wall DFL Plate(625psi) 3.500" 3.500" 1342# -- 3 26' 0.000" Wall DFL Plate(625psi) 3.500" 1.750" 397# -4# Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Live Dead 1 391#(245p1f) 108#(67p1f) 2 1033#(645p1f) 310#(194p1f) 3 323#(202p1f) 73#(46p1f) Design spans 14' 2.375" 11' 4.375" Product: 9 1/2" RFPI-20 19.2" O.C. PASSES DESIGN CHECKS Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Lateral support is required at each bearing. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 1492.'# 2820.'# 52% 5.9' Odd Spans D+L Negative Moment 1762.'# 2820.'# 62% 14.42' Total Load D+L Shear 714.# 1220.# 58% 14.41' Total Load D+L End Reaction 499.# 1151.# 43% 0' Odd Spans D+L Int.Reaction 1342.# 1775.# 75% 14.42' Total Load D+L TL Deflection 0.2501" 0.7099" L/681 6.61' Odd Spans D+L LL Deflection 0.2039" 0.3549" U835 6.61' Odd Spans L Control: Max Int. React. DOLs: Live=100% Snow=115% Roof=125% Wind=160% SIMPSON All product names are trademarks of their respective owners KAMI L.HENDERSON �� E W P MANAGER Copyright(C)2016 by Simpson Strong-Tie Company Inc.ALL RIGHTS RESERVED. PACIFIC LUMBER&TRUSS "Passing is defined as when the member,floor joist,beam orgirder shown on this drawing meets applicable desgn criteria for Loads,Loading Conditions,and Spans listed on this sheet.The BEAVERTON,OREGON 97005 design must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation according to the manufacturers specifications. 503-858-9663