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Specifications (18) /1 .( S T1-el Cr -ovtAr CT ENGINEERING A': ~ ,9 2010 Structural Engineers 180 Nickerson Street Suite 302 Seattle, WA 98109 INC. 206.285.4512 (V) 206.285.0618 (F) #15238 Structural Calculations y ..7*GINE�� River Terrace W , e0 , Plan 7 d Elevation D tk ,1:RE A, ,` '� 22,�°�� G' O,y6 Tigard, OR ‘615 -s 0"1 Design Criteria: 2012 IBC (ORSC, OSSC) ASCE 7-10 Wind Speed: 120(ULT); 93(ASD); Kzt=1 .0 Seismic: Ss=0.972, S1 =0.423, SDC=D Roof Snow Load = 25 psf Site Class = D, Bearing = 2000 psf Client: Polygon Northwest Company 109 East 13th Street, Suite 200 Vancouver, WA 98660-3229 Ph: 360.695.7700 Fax: 360.693.4442 Architect: Milbrandt Architects 25 Central Way, Suite 210 Kirkland, WA 98033 Ph: 425.454.7130 Fax: 425.646.0945 CT ENGIN E E R I NG 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 2613 ROOF Roofing 3.5 psf Roofing-future 0.0'psf 5/8"plywood (O.S.B.) 2.2 psf Trusses at 24"0-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 } 16 S9.1 , IV 71 • (2)2X8 HDR (2)2X8 HDR f \ RB.dl ..E B.dl M ' • i 19 \\\ ' 19 59.1 ♦ �' 59.1 \\ GT i' @..., \\ ,' GT.d5 ♦ / \ i \ \ w i! 1 \ / \Y ! 1 o1 J ROOF TRUSSES AT 24" O.C. TW. ce o n _ x ,z N' + 8 R- ♦ 0 S9.1 GT GT.d2 • ............ . ..... 16 ( 59.1 ...........Y::, . ;:::.V.;l.:. 1 . 22 x30" cc I :1.l:::."::: ATTIC �. f:::::,':::.:... ACCESS ..1.' ' L J • •d:. 20 ` I 59.1 59.1' C �:.V:.V.. ..L...L' J:..... — E NS : Z 4V.V.V..V..:'.cc \\ S9.1 a o Rt�•V:..V` •\\ rsJi(q. \ Cs4 04 H •\ r• C \\ \ • Ili§ :..... ......... ::::.::. Z .._ . .V.;..;:. :: .. I� 2 2X8 HDR \\jl �i GT \\ \\ RB.d3 •_••y p • rAil 1 --1. • \ I\ i y�RB.dd44 MIN. FDR ® 16 Z-272X8 CONT. HDR S9.1 CT# 14252 2014.10.17 1/4" = 1'-0" (11x17) PLAN 2613D ROOF FRAMING PLAN 1/4"=1'-0" FRENCH REVIVAL 8 S1.2 C:MMON 0 MINI 0 7 0 J 1 IA o / 1 WASHER J LF THIS 1 P6TN SIDE r DRYER �' L i n IP I I i r8 Q CU SIDETHIS P6TN '� �� 11 e 1 01 737 MST37 8 51.2 I ❑ 0 I ST37 MST37 m® CT# 14252 2014.10.17 1/4" = 1'-0" (11x17) PLAN 2613D UPPER LEVEL SHEARWALLS 1/4"=1'-0" FRENCH REVIVAL A An CD 19 S91 ® 4111 ., U-�_`.... I / .- VP _ GABLE!END TRUSS / 1�I = �=CONT I4~x12 HDR__-_ / STHD14 a•dl STHD7 STHD'" ROOF TRUSSES AT 24" O.C. TYP. 9'-6" 6x6 POST 6x6 POST 5.5 • - - m'F =`Qr--11.==-1=--1¢_ m_m _.n _-STT-1'r-�I'�` 3 El d2 a U a N 0 Pl/ �GT ABOVE L.L. DT A:� ' rx 0 0 ...d. ® ",.._____, � 9 ■ D14 S 014 linom 1+ x14L' _ di"-I.� i a 1,1 1 1 L Q j _ ,. II I �-i_-- ; --- ENTIRE 6x6 POST my I , a, 11 L �, i` I I 1 P6 SIDE '7, i (2)114" FLOOR IRUSSE' ' i ROOF TRUSSES (2)2_10 HD' \; o i J AT 2$ O.C. E �� 0 9 i �� '. I- EN11RE P6 LEDGER 0 '� •`,jl^ ��--- ,-GT ABOVE SIDE O I � 3 .!' 2)2x10 HDR IC-GT ABOVEO mil B.d15 o xic 1 a 1 BLOCKOUT FOR �,,Jai . j MICROWAVE EXHAUST. op e / ___J o 13" CLEAR = I Air ��.! 1 1 9� = PICTURE FRAME o 'v -x + \S9'0 1 o OPENING. DIMS ic m cv ARE TO CE STUDS. NIS N 1 FS o lb �a ic x 0 1 .a• 17-1-----la, 1 I N FFP U� I I I" I ' 4 `: I I I 59.0 \ II 1-1 o RI I FIXTURES N I I ABOVE I lii r-_._ 6x6 POST o E--1- INIo �•; f// 1I 2x ROOF I �v �`PLY m Ir�— —�� i / FRAMING g I x I ' II GT ABOVE �9� u ,�--B-QM-J, ti o, I GT ABOVE - axNNNS "n n n p" q(2)2)10HDF® pq o II THC I4 LVL 13'014 1 o vx I' THC 14 LVL LV- STI-01.1 9.0 U`. 2x1C HDR(2)2x10 HDR'2)Zx1] HDP ex N ❑ 0 =.d10 B.•10 B 10 Z N z w 12 m 1 1 j Q All 4x8 HDR_ � . 8 L J 6x6 P.T. POST S1.2 B.d21 0 ALL HEADERS CHANGED TO (2)2x1D U.N.O. LO ER LEVEL SHEARWALLS Plan 7D UPPER VLEVEL FLOOR FRAMING 1/4"=1'-0" FRENCH REVIVAL 22'-0" e 1'-10y" 16'-3" 3'-10}12" P3 6 STHD14 1 e 5160 STHD14 --P3_-- , • rt_, , , . AN VP I. 3/4' CONC. SLAB OVER 4" FREE DRAINAGE MATERIAL P6TN OVER COMPACTED FILL d --r 1 -; v 1 a I —® VERIFY GARAGE SLAB HEIGHT I Ea_ GRADING PLAN o CD N CD 0 1 ell 14 18'-O3/2" 3'-11)�2l 14 S6.0 � 56.0 n tO J -16" If r---1 O 2 I w CONC. m© VARIES : MIN. D7 I ABOVE -14" I SIM.�� 3" FROM TOP OF r PATI SLAB I f i e y. STEM WALL I 0/ 1 p4 - ® STHD14 L_-1 SLOPE ---- ---- -- ---J -- -- --- 1 9J1 of 56.0 I I STHD74 ,�1 43%IN ^ 3-9Y4 12X4 PONY WALL : 18X24 CRAWL FIXTURE ABOVE— 1\ 1 ABU66 1 / I AT HIGH FDN. :n -ISPACE ACCESS _ 1 aaCh -....----t-.3 -I _ I�� - �I • - -L-II' --1 I L J rn 1 18X36X10 ~ m e I o -3" I I ♦-N (2) #4• (3) #4 / "' X I -w 1 "1 I n 1 .-I ♦ ♦ I ♦ ♦ I__ 13'.x934 LVL__ ♦ I I 1 l L r_____I____,___ THIS -� CENTER U/ WALL ao • / 0 I -1 74X914-LVL -~ SIDE Di '-'Z a / c I S6 0 rt�J 9_8Y4^ n Q +-i-I I 16 }�L 30X30X10 11 cl.Z Z S6 0 FINISHED FLOOR L} S6.0 FOOTING W/ 56.0 AT +0'-0" I i1 (3) #4 EA. WAY ® n 0 LL F 1 n ri / I— S.' o; u Q Y • THIS x P.T. 4x4 POST `. Z SIDE P6 I TYP. UN.O. `�% o LTJ `%4 �!� w 1 934" I-JOISTS AT 19.2" O.C. r1 TYPICAL N I -F121. I = 11'-73/4" 1 14•-444 r N r#, N 1-1- I 9'-8Y4" L J Jr 4k 1'-6" L U • 13_X9Y1 LVL �� 30X30X10 �--- --- ^ r FOOTING WW/ 121 Ay I -+— (3) #4 EA. WAY la"Xla"X1o" Frc. 112 "I M I 2 4 EW I 17 1 W/TYP. U.N.O. \T� v L___ 6X6 P.T. POST ,� In I 411) All I L J .n 10 _ 1X934 LVL SIM.56.0`'1 ® , N SIM. I - 1 2X PONY Q. 0 Z I � WALL .1� I L 1a j / 1 O & 6,-(7111FIZ- Q Q o s6.0 01 1 6. 11 1 ® 1 ;TART FRMG.I SIM. -3" - L7-1 I l e 6 I 1 II lo `�` r - - tr,,,-1---- I I 1 56.0 1 Iv 7 /� `v SWL_ 1 1\._ N,A1 , N., ,... STHD14 P2 `STM_D_'j SLOPE 1112"1 L_ -I---- `O 16'-6Y2" I 9'-5Y2 1m i _61,^ TOP OF SLAB! rn In If -10" TOP OF 8" I 1 I STEM WALL ♦ * ♦ ♦ n 1 -I 1 _ Title: PLAN 2613 Job#14189 Dsgnr: TRE Date: 5:36PM, 16 SEP 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN LkRev: 580006 User:KW-0602997,Ver 5.8.0,1-Deo-2003 Timber Beam & Joist Page 1 11 (c)1983-2003 ENERCALC Engineering Software 14189_Plan_2613.ecw:ROOF FRAMING Description 2613D ROOF GT reactions [limber Member Information GT.dl GT.d2 GT.d3 GT.d4 GT.d5 Timber Section 3.125x18 3.125x19.5 3.125x18 3.125x18 3.125x13.5 Beam Width in 3.125 3.125 3.125 3.125 3.125 Beam Depth in 18.000 19.500 18.000 18.000 13.500 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 Timber Grade glas Fir,24F- Douglas Rr,24F- Douglas Ar,24F- Douglas Fir,24F- Douglas Ar,24F- V4 V4 V4 V4 V4 Fb-Basic Allow psi 2,400.0 2,400.0 2,400.0 2,400.0 2,400.0 Fv-Basic Allow psi 240.0 240.0 240.0 240.0 240.0 Elastic Modulus ksi 1,800.0 1,800.0 1,800.0 1,800.0 1,800.0 Load Duration Factor 1.150 1.150 1.000 1.000 1.150 Member Type GluLam GluLam GluLam GluLam GluLam Repetitive Status No No No No No Center Span Data Span ft 16.50 22.00 25.00 25.00 22.00 Dead Load #/ft 30.00 30.00 75.00 75.00 75.00 Live Load #/ft 50.00 50.00 125.00 125.00 125.00 Dead Load #/ft 165.00 165.00 Live Load #/ft 275.00 275.00 Start ft 8.000 4.000 End ft 16.500 14.000 Point#1 DL lbs 938.00 938.00 LL lbs 1,562.00 1,562.00 @ X ft 8.000 4.000 Point#2 DL lbs 938.00 LL lbs 1,562.00 @ X ft 14.000 Results Ratio= 0.5338 0.8299 0.4669 0.4669 0.5542 Mmax @ Center in-k 248.60 451.92 187.50 187.50 145.20 @ X= ft 8.05 10.91 12.50 12.50 11.00 fb:Actual psi 1,473.2 2,281.9 1,111.1 1,111.1 1,529.7 l Fb:Allowable psi 2,760.0 2,749.7 2,379.7 2,379.7 2,760.0 Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 103.8 155.3 58.7 58.7 70.7 Fv:Allowable psi 276.0 276.0 240.0 240.0 276.0 Shear OK Shear OK Shear OK Shear OK Shear OK Ilkieactions11 @ Left End DL lbs 1,091.96 2,413.54 937.50 937.50 825.00 LL lbs 1,819.25 4,021.00 1,562.50 1,562.50 1,375.00 Max.DL+LL lbs 2,911.21 6,434.54 2,500.00 2,500.00 2,200.00 @ Right End DL lbs 1,743.54 1,772.45 937.50 937.50 825.00 LL lbs 2,905.25 2,953.00 1,562.50 1,562.50 1,375.00 Max.DL+LL lbs 4,648.79 4,725.45 2,500.00 2,500.00 2,200.00 IDeflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.127 -0.351 -0.241 -0.241 -0.343 UDefl Ratio 1,564.2 752.5 1,244.2 1,244.2 770.2 Center LL Defl in -0.211 -0.585 -0.402 -0.402 -0.571 UDefl Ratio 938.9 451.6 746.5 746.5 462.1 Center Total Defl in -0.337 -0.935 -0.643 -0.643 -0.914 Location ft 8.448 10.824 12.500 12.500 11.000 UDefl Ratio 586.7 282.2 466.6 466.6 288.8 Title: PLAN 2613 Job#14189 Dsgnr: TRE Date: 4:33PM, 16 SEP 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev: 580006 User:KW-0602997,Ver 5.8.0,1-Dec-2003Timber Beam & Joist Page 1 r _(c)1983-2003 ENERCALC Engineering Software 14189_Plan_2613.ecw:ROOF FRAMING Description 2613D ROOF FRAMING [limber Member Information ` RB.d1 RB.d2 RB.d3 RB.d4 RB.d5 RB.d6 RB.d7 1 Timber Section 2-2x8 2-2x4 2-2x8 2-2x4 2-2x8 2-2x8 2-2x8 Beam Width in 3.000 3.000 3.000 3.000 3.000 3.000 3.000 Beam Depth in 7.250 3.500 7.250 3.500 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 Hen Fr,No.2 Hem Fr,No.2 Hem Fir,No.2 Hem Fr,No.2 Hem Fr,No.2 Hem Fir,No.2 Fb-Basic Allow psi 850.0 850.0 850.0 850.0 850.0 850.0 850.0 Fv-Basic Allow psi 150.0 150.0 150.0 150.0 150.0 150.0 150.0 Elastic Modulus ksi 1,300.0 1,300.0 1,300.0 1,300.0 1,300.0 1,300.0 1,300.0 Load Duration Factor 1.150 1.150 1.150 1.150 1.150 1.150 1.150 Member Type Sawn Sawn Sawn Sawn Sawn Sawn Sawn Repetitive Status No No No No No No No enter Span Data Span ft 5.50 2.50 5.50 3.00 3.00 5.50 4.50 1 Dead Load #/ft 75.00 75.00 60.00 60.00 75.00 75.00 195.00 Live Load #/ft 125.00 125.00 100.00 100.00 125.00 125.00 325.00 I ReSUltS Ratio= 0.2944 0.2088 0.2355 0.2405 0.0876 0.2944 0.5124 1 Mmax @ Center in-k 9.07 1.87 7.26 2.16 2.70 9.07 15.79 @ X= ft 2.75 1.25 2.75 1.50 1.50 2.75 2.25 fb:Actual psi 345.3 306.1 276.2 352.7 102.7 345.3 601.0 Fb:Allowable psi 1,173.0 1,466.3 1,173.0 1,466.3 1,173.0 1,173.0 1,173.0 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 29.7 27.4 23.8 27.7 12.4 29.7 59.4 Fv:Allowable psi 172.5 172.5 172.5 172.5 172.5 172.5 172.5 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 206.25 93.75 165.00 90.00 112.50 206.25 438.75 LL lbs 343.75 156.25 275.00 150.00 187.50 343.75 731.25 Max.DL+LL lbs 550.00 250.00 440.00 240.00 300.00 550.00 1,170.00 @ Right End DL lbs 206.25 93.75 165.00 90.00 112.50 206.25 438.75 LL lbs 343.75 156.25 275.00 150.00 187.50 343.75 731.25 Max.DL+LL lbs 550.00 250.00 440.00 240.00 300.00 550.00 1,170.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK 111 Center DL Defl in -0.012 -0.005 -0.010 -0.008 -0.001 -0.012 -0.015 UDefl Ratio 5,293.7 6,341.9 6,617.1 4,587.6 32,619.9 5,293.7 3,717.4 Center LL Defl in -0.021 -0.008 -0.017 -0.013 -0.002 -0.021 -0.024 UDefl Ratio 3,176.2 3,805.1 3,970.3 2,752.5 19,571.9 3,176.2 2,230.4 Center Total Defl in -0.033 -0.013 -0.027 -0.021 -0.003 -0.033 -0.039 Location ft 2.750 1.250 2.750 1.500 1.500 2.750 2.250 UDefl Ratio 1,985.1 2,378.2 2,481.4 1,720.3 12,232.5 1,985.1 1,394.0 Title: PLAN 7A Job#14301 Dsgnr: TSW Date: 2:13PM, 1 MAR 16 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev: 580006 Page 1 User.KW-0602997,Ver 5.8.0,1-Deo-2003 Timber Beam &Joist _ II (c)1983-2003 ENERCALC Engineering Software PLAN 7 ABD.ECW:FIoor Framing Description 2613D FLR FRMG 1 OF 3 Timber Member Information :ode Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined 1 B.d1 B.d2 B.d3 B.d4 B.d5 B.d6 B.d7 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 Fr- Rosboro,Bigbeam level,LSL 1.55E Hem Fr,No.2 Rosboro,Bigbeam Douglas Fir- Hem Fr,No.2 Lards,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 1 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 168.00 175.00 Live Load #/ft 300.00 125.00 Start ft End ft ReSUlts Ratio= 0.9717 0.4315 0.0864 0.4901 0.6447 0.6054 0.5666 I Mmax @ Center in-k 81.67 488.60 13.20 13.14 347.49 21.72 17.47 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 1,934.1 708.3 664.6 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 65.7 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 11 Left End DL lbs 618.75 2,695.00 300.00 341.25 1,755.00 438.75 562.50 LL lbs 1,031.25 4,708.00 800.00 910.00 4,680.00 1,170.00 731.25 Max.DL+LL lbs 1,650.00 7,403.00 1,100.00 1,251.25 6,435.00 1,608.75 1,293.75 ©Right End DL lbs 618.75 2,695.00 300.00 341.25 1,755.00 438.75 562.50 LL lbs 1,031.25 4,708.00 800.00 910.00 4,680.00 1,170.00 731.25 Max.DL+LL lbs 1,650.00 7,403.00 1,100.00 1,251.25 6,435.00 1,608.75 1,293.75 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK 1 Center DL Defl in -0.188 -0.173 -0.001 -0.005 -0.166 -0.010 -0.019 UDefl Ratio 1,051.9 1,528.6 34,459.7 7,900.8 1,297.6 5,337.8 2,899.5 Center LL Defl in -0.314 -0.302 -0.004 -0.014 -0.444 -0.027 -0.024 UDefl Ratio 631.1 875.0 12,922.4 2,962.8 486.6 2,001.7 2,230.4 Center Total Defl in -0.502 -0.474 -0.005 -0.019 -0.610 -0.037 -0.043 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 1,260.7 Title: PLAN 2613 Job#14189 Dsgnr: TRE Date: 4:35PM, 16 SEP 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev: 580006 User:KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist Page 1 - (c)1983-2003 ENERCALC Engineering Software 14189_Plan_2613.ecw:Roor Framing Description 2613D FLR FRMG 2 OF 3 Timber Member Information Bd8 B.d9 B.d10 B.d11 B.d12 B.d13 B.d14 Timber Section 2-2x8 2-2x8 4x8 4x10 2-2x8 2-2x8 2-2x8 Beam Width in 3.000 3.000 3.500 3.500 3.000 3.000 3.000 Beam Depth in 7.250 7.250 7.250 9.250 7.250 7.250 7.250 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade Hem Fir,No.2 Hem Fir,No.2 Douglas Fr- Level,LSL 1.55E Hem Fir,No.2 Hem Fir,No.2 Hem Fir,No.2 Larch,No.2 Fb-Basic Allow psi 850.0 850.0 900.0 2,325.0 850.0 850.0 850.0 Fv-Basic Allow psi 150.0 150.0 180.0 310.0 150.0 150.0 150.0 Elastic Modulus ksi 1,300.0 1,300.0 1,600.0 1,550.0 1,300.0 1,300.0 1,300.0 Load Duration Factor 1.000 1.150 1.150 1.150 1.150 1.150 1.150 Member Type Sawn Sawn Sawn Sawn Sawn Sawn Sawn Repetitive Status No No No No No No No enter Span Data 1 Span ft 3.00 3.50 3.50 2.50 5.00 2.50 3.50 Dead Load #/ft 75.00 15.00 30.00 120.00 120.00 120.00 120.00 Live Load #/ft 200.00 40.00 80.00 320.00 320.00 320.00 320.00 Dead Load #/ft 175.00 175.00 160.00 175.00 175.00 175.00 Live Load #/ft 125.00 125.00 100.00 125.00 125.00 125.00 Start ft End ft Point#1 DL lbs 2,228.00 LL lbs 3,712.00 @ X ft 1.750 Results Ratio= 0.2896 0.2116 0.1648 0.2590 0.9002 0.2250 0.4411 Ill Mmax @ Center in-k 7.76 6.52 6.80 40.89 27.75 6.94 13.60 @ X= ft 1.50 1.75 1.75 1.75 2.50 1.25 1.75 fb:Actual psi 295.4 248.2 221.7 819.2 1,055.9 264.0 517.4 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 N:Actual psi 35.7 28.1 25.1 92.3 97.0 33.2 58.6 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 1 @ Left End DL lbs 375.00 332.50 332.50 818.40 737.50 368.75 516.25 LL lbs 487.50 288.75 315.00 1,513.60 1,112.50 556.25 778.75 Max.DL+LL lbs 862.50 621.25 647.50 2,332.00 1,850.00 925.00 1,295.00 @ Right End DL lbs 375.00 332.50 332.50 1,709.60 737.50 368.75 516.25 LL lbs 487.50 288.75 315.00 2,998.40 1,112.50 556.25 778.75 Max.DL+LL lbs 862.50 621.25 647.50 4,708.00 1,850.00 925.00 1,295.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK 0 Center DL Defl in -0.004 -0.005 -0.004 -0.003 -0.033 -0.002 -0.008 UDefl Ratio 9,786.0 8,108.7 11,643.2 9,677.0 1,791.3 14,330.6 5,222.5 Center LL Defl in -0.005 -0.004 -0.003 -0.005 -0.051 -0.003 -0.012 UDefi Ratio 7,527.7 9,337.3 12,290.1 5,497.3 1,187.5 9,500.1 3,462.1 Center Total Defl in -0.008 -0.010 -0.007 -0.009 -0.084 -0.005 -0.020 Location ft 1.500 1.750 1.750 1.360 2.500 1.250 1.750 UDefi Ratio 4,254.8 4,339.9 5,979.0 3,505.8 714.1 5,712.9 2,082.0 Title: PLAN 2613 Job#14189 Dsgnr:TRE Date: 4:35PM, 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 2613D FLR FRMG 3 OF 3 Timber Member Information B.d15 B.d16 B.d17 B.d21 porch Timber Section 2-2x8 2-2x8 LVL:1.750x14.000 2-2x8 Beam Width in 3.000 3.000 1.750 3.000 Beam Depth in 7.250 7.250 14.000 7.250 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 Timber Grade Hein Ar,No.2 Hem Ar,No.2 iLevel,LSL 1.55E Hein Rr,No.2 Fb-Basic Allow psi 850.0 850.0 2,325.0 850.0 Fv-Basic Allow psi 150.0 150.0 310.0 150.0 Elastic Modulus ksi 1,300.0 1,300.0 1,550.0 1,300.0 Load Duration Factor 1.150 1.150 1.000 1.150 Member Type Sawn Sawn Manuf/Pine Sawn Repetitive Status No No No No Center Span Data Span ft 4.50 4.00 16.50 6.00 Dead Load #/ft 15.00 30.00 60.00 Live Load #/ft 40.00 80.00 100.00 Dead Load #/ft 160.00 60.00 Live Load #/ft 100.00 100.00 Start ft End ft • Results Ratio= 0.3104 0.1246 0.3380 0.2803 1 Mmax @ Center in-k 9.57 3.84 44.92 8.64 @ X= ft 2.25 2.00 8.25 3.00 fb:Actual psi 364.1 146.1 785.8 328.8 Fb:Allowable psi 1,173.0 1,173.0 2,325.0 1,173.0 Bending OK Bending OK Bending OK Bending OK fv:Actual psi 36.0 15.5 48.0 26.5 Fv:Allowable psi 172.5 172.5 310.0 172.5 Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 393.75 120.00 247.50 180.00 LL lbs 315.00 200.00 660.00 300.00 Max.DL+LL lbs 708.75 320.00 907.50 480.00 @ Right End DL lbs 393.75 120.00 247.50 180.00 LL lbs 315.00 200.00 660.00 300.00 Max.DL+LL lbs 708.75 320.00 907.50 480.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK 111 Center DL Defl in -0.013 -0.003 -0.081 -0.014 UDefl Ratio 4,142.2 17,201.9 2,454.8 5,096.9 Center LL Defl in -0.010 -0.005 -0.215 -0.024 UDefl Ratio 5,177.8 10,321.1 920.5 3,058.1 Center Total Defl in -0.023 -0.007 -0.296 -0.038 Location ft 2.250 2.000 8.250 3.000 UDefl Ratio 2,301.2 6,450.7 669.5 1,911.3 Title: PLAN 2613 Job#14189 Dsgnr: TRE Date: 4:35PM, 16 SEP 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev: 580006 —User:KW-0602997,Ver5.8.0,1-Dec-2003 Timber Beam & Joist Page 1 (c)1983-2003 ENERCALC Engineering Software 14189_Plan_2613.ecw:CRAWLSPACE FRAMING Description 2613 ABCD CRAWLSPACE FRAMING Timber Member Information TYP BEAM Timber Section 4x8 Beam Width in 3.500 Beam Depth in 7.250 Le:Unbraced Length ft 0.00 Timber Grade Douglas Fr- Lard,,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 U Span ft 5.75 Dead Load #/ft 195.00 Live Load #/ft 520.00 Results Ratio= 0.9884 Mmax @ Center in-k 35.46 @ X= ft 2.87 fb:Actual psi 1,156.5 Fb:Allowable psi 1,170.0 Bending OK fv:Actual psi 96.2 Fv:Allowable psi 180.0 Shear OK Reactions @ Left End DL lbs 560.62 LL lbs 1,495.00 Max.DL+LL lbs 2,055.62 @ Right End DL lbs 560.62 LL lbs 1,495.00 Max.DL+LL lbs 2,055.62 Deflections Ratio OK Center DL Defl in -0.027 UDefi Ratio 2,558.5 Center LL Defl in -0.072 UDefl Ratio 959.5 Center Total Defl in -0.099 Location ft 2.875 UDefi Ratio 697.8 TJI JOISTS and RAFTERS 1 Code Code Code Su est Su est Suggest Lick Lick Lick Lick --� - - gg �a. e 1 p e p - Joist r b ; d Spa. LL DL 1 M max V max; El L fb Liv L TL240 L LL360 L max TL deft. ' LL den. L TL360 L LL480 L max TL dell.ITL deft.LL deft. LL dell. size&grade width(in.) depth(in.)! (in.) (psf) (psf) (ft-lbs) (psi) (psi) (ft.) (ft.) (ft.) (ft.) (ft.) (in.) 1 (in.) (ft.) (ft.) (ft.) (in.) , ratio (in) ratio 95 TJI 110 175 9.5 192 40 15 2380 1220 1.40E+081471 27.73 15231480 14.71 0.661 0A8 13.31 13.45 13.31 0.441 360 032 495 9.5"TJI 110 1.75; 9.5 16 40 15 2380 12201 1.40E+08 16.11 33.27 16.19] 15.73 15.73! 0.721 0.52 14.14 14.29 14.14 0.471 360 0.34 495 9.5"TJI 110 1.751 9.5 12 40 15 2380 1220! 1.40E+08 18.61 44.36 17.821 17.31 17.311 0.79 0.58 15.57 15.73 15.57 0.52 360 0.38 495 9.5"TJI 110 1.7519.5 9.6 40 152380 12201_1.40E+082080 55.4519.194 1864 18.641. 0_85 0.62 16.77 _16.94 1677 0.56 _ 360_ 041 495 1 9.5"TJI 110 1.751 9.5 19.21 40 10 2500 1220; 1.57E+08 15.81 30.50 16.34! 15.371 15.37 0.64 0.51 14.27 13.97 13.97 0.441 384 0.35 480 9.5"TJI 110 1.75 9.5 16 40 10 2500 1220 1.57E+08 17.32 36.60 17.36 16.34 16.34 0.68 0.54 15.17 14,84 14.84 0.46 384` 0.37 480 9.5"TJI 1101 1.75 9.51 12 40 10 2500 1220 1.57E+08 20.00 48.80 19.11 17.98_ _ _1798 0.751 _ 060 16.69 16.34 16.3411__,_384 0 411__,__480 9.5"TJI 110, 1.75 9.51 9.61 40 10 2500 12201 1.57E+08 22.36 61.00 20.58. 19.37 19.37 0.811 0.65' 17.98 17.60 17.60 0.551 384 0.44 480 9.5"TJI 2101 2.0625 9.5 19.21 40 10 3000 1330 1.87E+08 17.32 33.25 17.321 16.301 16.30 0.681 0.54, 1 15.13 14.81 14.81 0.46 384 0.37 480 9.5"TJI 210 2.0625 9.5 16 40 10 3000 1330 1.87E+08 18.97 39.90 18.40 17.32 17.32 0.72 0.58 16.08 15.74..f-1 ,15.74 0.49 384 0.39 480 9.5"TJI 210 2.06251 9.51 121 40 10 3000 1330 _1.87E+08 21 91 53 20 20.26! 19.06 19 06i 0.79 0.64 17.70 17.32 17.32 0.541 384 0.43 480 9.5"TJI 210! 2.06251 9.5 9.61 40 10 3000 13301 1.87E+08 24.49 66.50 21.82r 20.53 20.53' 0.86 0.68 19.06 18.66 18.66 0.581- 384 0.47 480 9.5"TJI 2301 2.3125 9.5 19.21 40 10 3330 13301 2.06E+08 18.25 33.25 17.89 16.831 16.831 0.701 0.561 15.63 15.29 15 29 0.481 384 0.38 480 9.5"TJI 230 2.3125 9.5 16 40 10 3330 1330 2.06E+08 19.99 39.90 19.01 17.89 17.69 0.75 0.60 16.60 16.25 ,...:1625 0.51 384 0.41 480 9.5"TJI 2301 2.3125: 9.5 12 40 10 3330 13301 2.06E+08 23.08 53.20 20.921 19.691 19.691 0.821 0.66 18.28 17.89 17 89 0 561 384 0.45 480 9.5"TJI 230 2.3125 9.5 9.6 40 10 3330 13301 2.06E+08 25.81 66.50 22.54_ 21.21 21.21 0.881 0.71 19.69 19.27 19.27 0.601 384 0.48 480 11.875"TJI 1101 1.75 11.875 19.2 40 10 3160 1560 2.67E+08 17.78 39.00 19.66T 18.35 17.78 0.671 0.54 17.04 16.67 16.67 0.521 384 0.421 480 11.875"TJI 110 1.75 11.875 16 40 10 3160 1560 2.67E+08 19.47 46.80 20.72 19.50 19.47 0.81 0.65 18.10 17.72 17.72 0.55 384 0.44 480 11.875"TJI 1101 1.75 11.875' 12 40 10 3160 15601 2.67E+08 22.49 62.40 22.81 21.46 21.46 0.891 0.72 19.93 19.50 19.60 0.61; 384 0.491 480 11.875"TJI 110 1.75 11.875 9.6 40 10 3160 1560! 2.67E+08 25.14 78.00 24.571 23.12 23.12 0.96 0.77 21.46 21.01 21.01 0.661 384 0.53 480 - -- 11.875"TJI 2101 2.0625 11.8751 19.2 40 101 3795 1655b 3.15E+08 19.48 41.38 20.61 19.39 19.39 0.81 0.65 18.00 17.62 17.62 0.55r 384 0.44 480 11.875"TJI 210 2.0625 11.875 16 40 10 3795 1 1655 3.15E+08 21.34 49.65 21.90 20.81 20.61 0.86 0.69 19.13 18.72 .:..18.72 0.59 384 0.47 480 11.875TJI 210 206251 11.875 12 40 10 3795. 1655315E+08 24.64 4.66.20 24.10 22.68 22.68 0.95 0.76 21.05 20.61 20611 0.641384 0.521 480 11.875"TJI 2101 2.0625 11.875 9.6 40 10 3795 16551 3.15E+08 27.55 82.75 25.96; 24.43 24.431 1.02 0.81 22.68 22.20 22.20 0.69! 384 0.55 480 11.875"TJI 230 2.3125 11.875 19.2 40 10 4215 165513.47E+08 20.53 41.38 21.28 20.03 20.03 0.83 0.67 18.59 18.20 18.20 0.57! 384 0.45 0.45480 11,875"TJI 230 2.3125 11.875 16 40 10 4215 1655 3.47E+08 22.49 49.65 22.62 21.28 21.28 0.89 0.71 19.76 19.34 19.34 0.60 384 0.48 480 11.875"TJI 230 2.3125 11.875 121 40 10 4215 1655; 3.47E+08 25 97 66 20 24 891 23.42 23.42 0.981_ 0.78 21.74 21.28 21.28 0.671 384 0.531 480 ---_ . 57 480 1.05 0.84 23 42 22.93 22 93 0 72 384 0.57 480 1.1.875 TJI 230 2 3125 11.875 9.6 40 10 4215 1655 3.47E+08 29.03 82 75 26.81 25.231 25.231 11.875"RFPI 400 2.0625 11.875 19.2 40 10 4315 1480] 3.30E+08 20.77 37.00 20.93! 19.691 19.69 0.82 0.66 18.28 17.89 17.89 0.561 384 0.45 480 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 0.59 384; 0.48 480 11.875"RFPI 4001 2.062 11.87 121 40 10 3.30E+08 26.28 59.20 24.48! 23.031 23.031 0.961 0.771 21.38 20.93 20.93 3841 0.521 480 11.875"RFPI 4001 2.062551 0625 11.875 9.61 401 101 43151 14801 3.30E+08 29.381 74.001 26.371 24.81! 24.81! 11.031 0.831 1 23.03 22.54 22.54" 0.70, 384 0.56 480 Page 1 D+L+S CT#14189-Betahny Creek Falls I LOAD CASE (12-12) (BASED ON ANSI/AF&PA NDS-1997) SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 Ke 1.00 Design Buckling Factor D+L+S c 0_80AConstant)> Section 3.7.1.5 _ _ Cr KcE 0.30(Constant)> Section 3.7.1.5 Cf(Fb) Cf(Fc) 1997 NDS Cb (Varies) > Section 2.3.10 Bending.Comp. Size Size Rep. Cd(Fb) Cb Cd(Fc) Eq.3.7-1 NDS 3.9.2 Max.Wall duration duration factor factor use Stud Grade Wdth Depth Spacing Height Le/d Vert.Load Hor.Loa <>1.0 Load @ Plate Cd(Fb)Cd(Fc) Cf Cf Cr Fb Fc perp Fc E Fb' Fc perp' Fc• Fce Pc fc fc/F'c (b 1b/ in. in. in. It. plf pet plf (Fb) (Fc) psi psiipsipsi ps psi psi psi psi psi psi Ft/•(1-fc/Fce) H-F Stud 1.5 3.5 16 7.7083 26.4 1730 0.9916 1993.4 1.00 1.15 1.1 1.05 1.15 675 405 800 1,200,000 854 506 968 515.42 441.22 439.37 1.00 0.00 0.000 H-F Stud 1.5 3.5 16 9 30.9 1340 0.9966 1993.4 1.00 1.15 1.1 1.05 1.15 675 405 800 1,200,000 854 506 966 378.09 340.90 340.32 1.00 0.00 0.000 H-F Stud 1.5 3.5 12 9 30.9 1785 0.9947 2657.8 1.00 1.15 1.1 1.05 1.15 675 405 800 1,200,000 854 506 966 378.09 340.90 340.00 1.00 0.00 0.000 H-F Stud 1.5 3.5 16 8.25 28.3 1550 0.9921 1993.4 1.00 1.15 1.1 1.05 1.15 675 405 800 1,200,000 854 506 966 449.95 395.22 393.65 1.00 0.00 0.000 H-F Stud 1.5 3.5 12 8.25 28.3 2070 0.9953 2657.8 1.00 1.15 1.1 1.05 1.15 875 405 800 1,200,000 854 506 968 449.95 395.22 394.29 1.00 0.00 0.000 H-F Stud 1.5 3.5 8 8.25 28.3 3100 0.9921 3986.7 1.00 1.15 1.1 1.05 1.15 675 405 800 1,200,000 854 506 968 449.95 395.22 393.65 1.00 0.00 0.000 SPF Stud 1.5 3.5 16 7.7083 26.4 1695 0.9952 2091.8 1.00 1.15 1.1 1.05 1.15 675 425 725 1,200,000 854 531 875.438 515.42 431.52 430.48 1.00 0.00 0.000 SPF Stud 1.5 3.5 16 9 30.9 1320 0.9944 2091.8 1.00 1.15 1.1 1.05 1.15 675 425 725 1,200,000 854 531 875.438 378.09 336.17 335.24 1.00 0.00 0.000 SPF Stud 1.5 3.5 12 9 30.9 1760 0.9944 2789.1 1.00 1.15 1.1 1.05 1.15 675 425 725 1,200,000 854 531 875.438 378.09 336.17 335.24 1.00 0.00 0.000 SPF Stud 1.5 3.5 16 8.25 28.3 1525 0.9957 2091.8 1.00 1.15 1.1 1.05 1.15 675 425 725 1,200,000 854 531 875.438 449.95 388.13 387.30 1.00 0.00 0.000 SPF Stud 1.5 3.5 12 8.25 28.3 2030 0.9925 2789.1 1.00 1.15 1.1 1.05 1.15 675 425 725 1,200,000 854 531 875.438 449.95 388.13 386.67 1.00 0.00 0.000 SPF Stud 1.5 3.5 8 8.25 28.3 3050 0.9957 4183.8 1.00 1.15 1.1 1.05 1.15675 425 725 1,200,000 854 531 875.438 449.95 388.13 387.30 1.00 0.00 0.000 H-F#2 1.5 5.5 16 7.7083 18.8 3132 0.2408 3132.4 1.00 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 1,271 506 1644.5 1378.83 1031.58 506.18 0.4k 0.00 0.000 H-F#2 1.5 5.5 16 9 19.8 3132 0.3852 3132.4 1.00 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 1,271 506 1644.5 1011.45 837.57 506.18 0.60 0.00 0.000 H-F#2 1.5 5.5 16 8.25 18.0 3132 0.2858 3132.4 1.00 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 1,271 506 1644.5 1203.70 946.77 506.18 0.53 0.00 0.000 SPF#2 1.5 5.5 16 7.7083 16.8 3287 0.2737 3287.1 1.00 1.15 ' 1.3 1.10 1.15 875 425 1150 1,400,000 1,308 531 1454.75 1484.89 1015.45 531.23 0.52 0.00 0.000 SPF#2 1.5 5.5 16 9 19.6 3287 0.3905 3287.1 1.00 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 1,308 531 1454.75 1089.25 850.16 531.23 0.62 0.00 0.000 SPF#2 1.5 5.5 16 8.25 18.0 3287 0.3158 3287.1 1.00 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 1,308 531 1454.75 1296.30 945.38 531.23 0.56 0.00 0.000 SPF Stud 1.5 3.5 16 14.57 50.0 545 0 0.9913 2091.8 1.00 1.15 1.1 1.05 1.15 675 425 725 1,200,000 854 531 875.438 144.26 139.02 138.41 1.00 0.00 0.000 SPF#2 1.5 5.5 16 19 41.5 1450 0 0.9917 3287.1 1.00 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 1,308 531 1454.75 244.40 235.32 234.34 1.00 0.00 0.000 H-F#2 1.5 5.5 16 19 41.5 1360 0 0.9969 3132.4 1.00 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 1,271 506 1844.5 226.94 220.14 219.80 1.00 0.00 0.000 Page 1 D+L+W CT#14189-Betahny Creek Falls I LOAD CASE (12-13) (BASED ON ANSI/AF&PA NDS-1997) SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 Ke 1.00 Design Buckling Factor D+L+W c 0.80(Constant)> Section 3.7.1.5 Cr Ccb 0.30(Cadesant)> Section 3.7.1.5Section 2.3.10 ---_ Cf Bending Corn..�� Cd(Fb) Cf Cb Cd(Fc)Ell 1E 97 7-1 - ._ NDS 3.9.2 Ma.Wall duration duration factor factor use Stud Grad: Width Depth Spacin.,Height Le/d Vert.Load Hor.Load n-1.0 Load©Plat Cd(Fb)Cd(Fc) Cf Cf Cr Fb Fc perp Fc E Fb Fc perp Fc• Fce F fc fc/F'c fb fb/ in. in. init plf psf pif (Fb) (Fc) psi psi psi psi psi psi psi psi psi psi psi Fb'•(1-fc/Fce) H-F Stud 1.5 3.5 16 7.7083 26.4 1075 9.71 0.9951 1993.4 1.60 1.00 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 840 515.42 427.08 273.02 0.64 376,78 0.586 H-F Stud 1.5 3.5 16 9 30.9 755 8.48 0.9942 1993.4 1.60 1.00 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 840 378.09 333.99 191.75 0.57 447.52 0.665 H-F Stud 1.5 3.5 12 9 30.9 1140 8.46 0.9998 2657.8 1.60 1.00 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 840 378.09 333.99 217.14 0.65 335.64 0.577 H-F Stud ®®mIEEMECEI®"] 0.9943 11111:102:11111111111111131®1.05®111:1011 405 KIM 1,200,000 11111=1111111=11111610111:MINEMINEMENECIEDE H-F Stud 1.5 3.5 8.25 28.3 1425 8.13 0.9974 2657.8 1.60 1.00 1.05 1.15 675 405 800 1,200,000 1,366 506 840 449.95 384.87 271.43 0.71 271.03 0.500 H-F Stud 1.5 3.5 8.25 28.3 2355 8.13 0.9981 3986.7 1.60 1.00 1.05 1.15 675 405 800 1,200,000 1,386 506 840 449.95 384.87 299.05 0.78 160.69 0.394 SPF Stud 1.5 3.5 7.7083 26.4 1060 9.71 0.9971 2091.8 1.60 1.00 1.05 1.15 675 425 725 1,200,000 1,366 531 761.25 515.42 415.53 269.21 0.65 376.78iri 0.577 SPF Stud 1.5 3.5 16 9 30.9 700 8.46 0.9115 2091.8 1.60 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,368 531 761.25 378.09 328.30 177.78 0.54 447.52 0.618 SPF Stud 1.5 3.5 12 9 30.9 1125 8.46 0.9931 2789.1 1.60 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 761.25 378.09 328.30 214.29 0.65 335.84 0.567 SPF Stud 1.5 3.5 16 8.25 28.3 960 8.13 0.9970 2091.8 1.60 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 761.25 449.95 376.35 243.81 0.65 381.37 0.577 SPF Stud ® 3.5 12 MIEIIIME 1405 8.13 0.9952 2789.1 1.60 1.00 1.05® 675 425 725 1,200,000 1,366® 761.25 267.62 0.71 271.03 0.490 SPFStud 1.5 3.5 8 8.25 28.3 2320 8.13 0.9958 4183.6 1.60 1.00 1.05 1.15 675 425 725 1,200,000 1,36. 531 761.25 449.95 376.35 294.60 0.78 180.69 0.383 H-F#2 1.5 5.5 16 7.7083 16.8 3132 9.71 0.3909 3132.4 1.60 1.00 1.10 1.15 850 405 1300 1,300,000 2,033 506 1430 1378.83 969.91 506.18 0.52 152.58 0.119 H-F#2 1.5 5.5 16 9 19.6 3132 8.46 0.5743 3132.4 1.60 1.00 1.10 1.15 850 405 1300 1,300,000 2,033 508 1430 1011.45 804.50 506.18 0.63 181.23 0.178 H-F#2 1.5 5.5 16 8.25 18.0 3132 8.13 0.4411 3132.4 1.60 1.00 1.10 1.15 850 405 1300 1,300,000 2,033 506 1430 1203.70 899.13 506.18 0.56 148.34 0.124 SPF#2 1.5 5.5 16 7.7083 16.8 3287 9.71 0.4327 3287.1 1.60 1.00 1.10 1.15 875 425 1150 1,400,000 2,093 531 12651484 89 940.30 531.23 0.56 152.58 0.114 SPF#2 1.5 5.5 18 9 19.6 3287 8.46 0.6033 3287.1 1.60 1.00 1.10 1.15 875 425 1150 1,400,000 2,093 531 1265 1089.25 806.08 531.23 0.66 181.23 0.169 SPF#2 11111111111111 3287 8.13 0.4790 3287.1 1.60 "Ill 1.10 1.15 hill 1,400,000 2,093®1296.30 884.69 531.23 0.60 146.34 0.118 SPF Stud ®® lia ® 50.0 70 8.46 0.9957 2091.8 1.00 ®� ��®1,200,000®511111 138.14 17.78 Iliiiii 0.979 SPF#2 1.5 5.5 16 19 41.5 660 9.71 0.9941 3287.1 1.60 1.00 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1265 244.40 233.80 106.67 0.46 927.02 0.786 H-F#2 1.5 5.5 16 19 41.5 600 9.71 0.9921 3132.4 1.60 1.00 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1430 226.94 219.02 96.97 0.44 927.02 0.796 Page 1 D+L+W+,SS CT#14189-Betahny Creek Falls I LOAD CASE I (12-14) I (BASED ON ANSI/AF&PA NDS-1997) SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 Ke 1.00 Design Buckling Factor D+L+W+S12 c 0.80(Constant)> Section 3.7.1.5 Cr KcES _........_-- _..__. KcE 0.30(Constant)> Section 3.7.1.5 Cf(Fb) Cf(Fc) 1997 NOS Cb (Vales) > Section 2.3.10 Bending Comp. Size Size Rep. Cd(Fb) Cb Cd(Fc) Eq.3.7-1 NOS 3.9.2 Max.Wall duration duration factor factor use Stud Grade Width Depth Spacing Height Le/d Vert.Load Hor.Load <=1.0 Load GI Plate Cd(Fb)Cd(Fc) Cf Cf Cr Fb Fc perp Fc E Fb' Fc perp' Fc' Fce Pc is fc/F'c ib Po/ in. in. in. ft. plf psf plf (Fb) (Fc) psi psi psi psi psi psi psi psi psi psi psi Fb'•(1-fc/Fce) H-F Stud 1.5 3.5 16 7.7083 26.4 1095 9.71 0.9962 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 515.42 441.22 278.10 0.83 378.78 0.599 H-F Stud 1.5 3.5 18 9 30.9 765 8.46 0.9966 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 378.09 340.90 194.29 0.57 447.52 0.674 H-F Stud 1.5 3.5 12 9 30.9 1150 8.46 0.9969 2657.8 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 378.09 340.90 219.05 0.64 335.64 0.584 H-F Stud 1.5 3.5 16 8.25 28.3 985 8.13 0.9963 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 449.95 395.22 250.16 0.63 361.37 0.596 H-F Stud 1.5 3.5 12 8.25 28.3 1445 8.13 0.9959 2657.8 1.80 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 449.95 395.22 275.24 0.70 271.03 0.511 H-F Stud 1.5 3.5 8 8.25 28.3 2390 8.13 0.9960 3988.7 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 968 449.95 395.22 303.49 0.77 180.69 0.406 SPF Stud 1.5 3.5 16 7.7083 26.4 1080 9.71 0.9935 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 515.42 431.52 274.29 0.64 376.78 0.599 SPF Stud 1.5 3.5 16 9 30.9 760 8.46 0.9988 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,368 531 875.438 378.09 336.17 193.02 0.57 447.52 0.669 SPF Stud 1.5 3.5 12 9 30.9 1140 8.46 0.9944 2789.1 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 378.09 336.17 217.14 0.65 335.64 0.577 SPF Stud 1.5 3.5 16 8.25 26.3 975 8.13 0.9952 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 247.62 0.64 381.37 0.588 SPF Stud 1.5 3.5 12 8.25 28.3 1430 8.13 0.9952 2789.1 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 272.38 0.70 271.03 0.503 SPF Stud 1.5 3.5 8 8.25 28.3 2360 8.13 0.9922 4183.6 1.80 1.15 1.1 7.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 299.68 0.77 180.69 0.396 H-F#2 1.5 5.5 18 7.7083 16.8 3132 9.71 0.3593 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 508 1644.5 1378.83 1031.58 506.18 0.49 152.58 0.119 H-F#2 1.5 5.5 16 9 19.6 3132 8.48 0.5437 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1011.45 837.57 508.18 0.60 181.23 0.178 H-F#2 1.5 5.5 16 8.25 18.0 3132 8.13 0.4100 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1203.70 946.77 506.18 0.53 146.34 0.124 SPF#2 1.5 5.5 16 7.7083 16.8 3287 9.71 0.3872 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1484.89 1015.45 531.23 0.52 152.58 0.114 SPF#2 1.5 5.5 16 9 19.6 3287 8.46 0.5595 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1089.25 850.16 531.23 0.62 181.23 0.168 SPF#2 1,5 5.5 16 8.25 18.0 3287 8.13 0.4342 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1296.30 945.38 531.23 0.56 146.34 0.118 SPF Stud 1.5 3.5 16 14.57 50.0 70 8.46 0.9955 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 144.26 139.02 17.78 0.13##1FMN# 0.979 SPF#2 1.5 5.5 16 19 41.5 660 9.71 0.9914 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 244.40 235.32 106.67 0.45 927.02 0.786 H-F#2 1.5 5.5 16 19 41.5 600 9.71 0.9001 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 226.94 220.14 96.97 0.44 927.02 0.796 Page 1 D+L+S+.5W CT#14189-Betahny Creek Falls I LOAD CASE I (12-19) I (BASED ON ANSI/AFBPA NDS-1997) SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 Ke 1.00 Design Buckling_Factor D+L+S+Wl2 , c 0.80(Constant)> Section 3.7.1.5 Cr KcE 0.30(Constant)> Section 3.7.1.5 . Cf(Fb) Cf(Fc) 1997 NDS Cb (Varies > Section 2.3.10 Bending Comp. Size Size Rep. Cd(Fb) Cb Cd(Fc) Eq.3.7-1 NDS 3.9.2 Max.Wall duration duration factor factor use Stud Grade Width Depth Spacing Height Le/d Vert.Load Hor.Load <=1.0 Load 6 Plate Cd(Fb)Cd(Fc) Cf Cf Cr Fb Fc perp Fc E Fb' Fc perp' Fc' Fce F'c fc fc/F'c fb N/ in. in. In. R. pif put pif (Fb) (Fc) psi psi psi psi psi psi psi psi psi psi psi Fb"(1-fc/Fce) H-F Stud 1.5 3.5 16 7.7083 26.4 1335 4.855 0.9935 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 515.42 441.22 339.05 0.77 188.39 0.403 H-F Stud 1.5 3.5 16 9 30.9 970 4.23 0.9923 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,368 506 966 378.09 340.90 248.35 0.72 223.76 0.470 H-F Stud 1.5 3.5 12 9 30.9 1380 4,23 0.9976 2657.8 1.80 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 378.09 340.90 262.86 0.77 167.82 0.403 H-F Stud 1.5 3.5 16 8.25 28.3 1195 4.065 0.9960 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 449.95 395.22 303.49 0.77 180.69 0.406 4+F Stud 1.5 3.5 12 8.25 28.3 1680 4.065 0.9990 2657.8 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 449.95 395.22 320.00 0.81 135.51 0.343 H-F Stud 1.5 3.5 8 8.25 28.3 2665 4.065 0.9999 3986.7 1.60 1.15 1.1 1.05 1,15 675 405 800 1,200,000 1,386 506 966 449.95 395.22 338.41 0.86 90.34 0.267 SPF Stud 1.5 3.5 16 7.7083 26.4 1315 4.855 0.9907 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 515.42 431.52 333.97 0.77 188.39 0.392 SPF Stud 1.5 3.5 18 9 30.9 965 4.23 0.9970 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,368 531 875.438 378.09 336.17 245.08 0.73 223.76 0.468 SPF Stud 1.5 3.5 12 9 30.9 1370 4.23 0.9990 2789.1 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 378.09 336.17 260.95 0.78 167.82 0.396 SPF Stud 1.5 3.5 16 8.25 28.3 1180 4.065 0.9922 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 299.88 0.77 180.69 0.396 _SPFStud 1.5 3.5 12 8.25 28.3 1660 4.065 0.9973 2789.1 1.60 1.15 1.1 j 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 316.19 0.81 135.51 0.334 _. - .__ SPPFF Stud 1.5 3.5 8 8.25 28.3 2630 4.065 0.9969 4183.6 1.60 1.15 1.1 1.05 1.15 8755 425 725 1,200,0000 1,3836 8 531 875.438 449.95 388.13 333.97 0.86 90.34 0.257 H-F#2 1.5 5.5 16 7.7083 18.8 3132 4.855 0.3001 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1378.83 1031.58 506.18 0.49 76.29 0.059 44-F#2 1.5 5.5 16 9 19.6 3132 4.23 0.4544 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1011.45 837.57 508.18 0.80 90.61 0.089 H-F#2 1.5 5.5 16 8.25 18.0 3132 4.065 0.3479 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1203.70 946.77 506.18 0.53 73.17 0.062 SPF#2 1.5 5.5 16 7.7083 16.8 3287 4.855 0.3304 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1484.89 1015.45 531.23 0.52 76.29 0.057 SPF#2 1.5 5.5 16 9 19.6 3287 4.23 0.4750 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1089.25 850.16 531.23 0.62 90.61 0.085 SPF#2 1.5 5.5 16 8.25 18.0 3287 4.085 0.3750 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1296.30 945.38 531.23 0.56 73.17 0.059 SPF Stud 1.5 3.5 16 14.57 50.0 255 4.23 0.9959 2091.8 1.80 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 144.26 139.02 64.76 0.47 588.43 0.779 SPF#2 1.5 5.5 16 19 41.5 935 4.855 0.9925 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 244.40 235.32 151.11 0.84 463.51 0.580 H-F#2 1.5 5.5 16 19 41.5 865 4.855 0.9970 3132.4 1.60 1.15 1.3 1.10 1,15 850 405 1300 1,300,000 2,033 506 1644.5 228.94 220.14 139.80 0.64 463.51 0.594 Page 1 2 N N N N N III $1,011 N N NNN x x T T T AA N AAA aN 2122222 NnNNN T nJ n 2 c o a n n lIN i n N N N N N N N N N N N N N I n N N m N N + 2 NIa NN N NNN NNN NNNNNm NNNmo oi' 'Egio T 5;5., m 888 mmm miN m N m m N m N m m?Q, i' vVx= rO . J x N N N T Vym N W�I�mW as,ag 80 V Nmm NmW NNNo02 32 - !! Omm Omm mmooW1713 n N a D N N V N + +N N + G N VV Mk,'N OIO O O O N O O O O N 6 x m g JJ JJJ NN �,. NNN NJNJJ4444VJnI z o 00 0.0 00 000000 Oo o 7= SE W W !!!• + m mA V O N N m A W V2 V OEDm m ia I r P L12 N 222 t N N N O O m N m N m 2 3 W mF.122 222 CE2E22 W V N4uma6 Gl P V m +++ A A A m+m+m m J d AA A T n a m n� O O O o o m o m m m 0 m m 0 0 0 0 0 0 0 0 N NN N N N N N N N N N N N N N N N N N N N T? D 1 N W W + W W W W W W v i1 R N ^O 0 N N 80 008 222E22 uNNUNu^n2F N N N N N N N N N N N N N N N N N N O T N V u N, m N a N N N�T Erg N N O O O N N N N uVi(Vi1 uVi N Q A' u01 N N N N N N N N NDN N N NIN N N N N Nl'a m N mm mm o m 00 000 oa " "'^'"" ^ 'o 00000 08' 2, o O o 0 0 o Fara 0 0 0 0 0 0 0 N O m bb - oo- 00'0 a'o 0 000 000 0 000 000 000000 000000 N + N N N ++++++ ++++++ 1!".%). EE E EEE WWW �,1WEWaE WEwEI�E� gg a T EEE N 0p pO pp p 9 Q EE + +++ 010)00 0)0)0)0)0)0 $$mass - + O[WA W t/W1 EEE V V V V V m0.1 A A A P A A c A t mm m m m P mm m% • Ny :! !! WJ AU Wm ON4mi NEt N NNmiO®w W � oN " mwrn� m1°i1N moa+ .+ "z + t2 N m m N N pV p:=142 p W W W V V(!NN N N O O N N> N m01 m roIP V O ctq W m WWW mmm 141Io0422 m m"'J O O O ro 0 Q N N 4Ni O ro V W m O m N ;73;1;;; f f A A P W qm mWAm::: W N A+ NOA+OWNWO 00 OOOO V N o N N N A m N Omi N P A A N OVi A O N,g AEU 180 Nickerson St. Suite 302 Seattle,WA *Ilt 98109 / Project: - 'Date' (206)26.5-012 F(2t)285-0618 Page number: eragonnft APCO • 1500 fkac) illatf NiV:trit Oa- loz) FI.AL eiVE)Motis 365- Whit, , 7-1 OD f1, 4/2- (4916) = 20. fkf ,se,2 4020 200,C) sr fisr •r LO4r- g160014- .5)-1-i 0,3 v.- cio 18( (15)7( tits itk 9*, .17 - • ft'Sr q3a 2.70 3-$4e5 s50- 7k it= 14$7- 2,E 1-41:wp IJ 19v fry,... 136" sfpre. t5 Structure'Engineers 180 Nickerson St. C T ENGINEERING Suite 302 _. t N C. Seattle,WA Project: 98109 A'S 1 n Late: (206 285-9512 Client: i fJMLF' .+-1D (.�(..7t Page Number: (206)285-0618 � = P &. A2 gra ` VALLt tre- S C 6.0").4-6)p : 'moo ::1%1FG'y S 4, - itii : v'C f'# ,. c4.155:3. . )S?io . t. .. , —i • t �. l , s i 00 t ?. 41.1... k1 e` t? OIF -- 14 v , v ,j2. 2 1 P , 1i — +- z- e ''` g R tvia l*.:i s a: = - 67 I 1 JV , - ,, 1,,,,,, ifi,,,,a ... f, , ,,, Y` of Structural Engineers f 54,,1„.. /rf' A 180 Nickerson St. CT ENGINEERING Suite 302 Seattle,WA _ INC. �(�'�-� /� 98109 Projec:I 1414:06/1-t- ) 7 P -�'�`w ® C- Date: f,021. O .• (2 6)285-4512 Client: 2072 / 91928 i)PW J Page Number: (2 6)285-0618 )ivy .. Wt ..J J p+ � i "s -r ; t _ . tj5Z� � . t Cir. . V [i Zit _ 3,(0 31 moi$" . � 3 i.q. 24.s— � 5 z¢ 2 —. • ri, (o tc% �v � , _ 24l .n - - 1-V7 Vic( 12 . 2-P7— add f� /:F ,z • 1 f 1 CD _ s C � o , �C : _ • = . 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Structural Engineers SOPws 4_,3.6,4,. 3 �,,� , Design Maps Summary Report Page 1 of 1 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 M i a ._ \i: a -1:1'''.4‘4''',41,1,.;:' I 0 _ 3C y r �i r= ,wx, fr': a°' z lwaukIe ,, s Lake Oswego ' , 41144,..-44:7,..-3-,,,- latlri , : 4:7 j ! r r USGS-Provided Output Ss = 0.972 g SMS = 1.080 g S. = 0.720 g Si = 0.423 g SM: = 0.667 g S°: = 0.445 g For information on how the SS and Si values above have been calculated from probabilistic (risk targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the"2009 NEHRP"building code reference document. )c Response SpectrumDesign Response Spectrum 0,09 1.10' 0.22 Grp0.64 0.27 G'-‘4 3 o.a4 ss act�o ! Q.t1 6t. t"' t to24, 0.02 0.22 ell o-,•0010,042 P 6, # A.t 4 0.4.00414,0-2°;04.1'"T G. 3 �. 1. l.�tt 1,• 4.G a, 0.40 0.0 t o*e 1_t 3 1,201_40 l.t _!MO *rl T{ 0�a4 I(sad 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.= 0 Section 1613.3.5 Section 11.4.2/Ch.20 Table 1613.3.3(2) Table 20.3-1 4. 0.2 Sec.Spectral Response Ss= 1.10 Figure 1613.3.1(1) Figure 22-1 5. 1.0 Sec.Spectral Response 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.usqs.qov/desionmaps/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 SM1=Fv*Si Sim= 0.75 EQ 16-38 EQ 11.4-2 SDs=2/3*SMS SDS= 0.78 EQ 16-39 EQ 11.4-3 SD1=2/3*SM1 SDI= 0.50 EQ 16-40 EQ 11.4-4 8. Seismic Design Category 0.2s SDCs= D Table 1613.3.5(1) Table 11.6-1 9. Seismic Design Category 1.0s SDC, = D Table 1613.3.5(2) Table 11.6-2 10. Seismic Design Category SDC= D Max. Max. 11. Wood structural panels - - N/A Table 12.2-1 12. Response Modification Coef. R= 6.5 N/A Table 12.2-1 13. Overstrength Factor Do= 3.0 N/A Table 12.2-1 14. Deflection Amplification Factor CD= 4.0 N/A Table 12.2-1 15. Plan Structural Irregularities - No N/A Table 12.3-1 16. Vertical Structural Irregularities - No N/A Table 12.3-2 17. Permitted Procedure Equiv. Lateral Force - Table 12.6-1 Page 1 • 2012 IBC EQUIV.LAT.FORCE SHEET TITLE: 2012 IBC EQUIVALENT LATERAL FORCE PROCEDURE PER ASCE 7-10 CT PROJECT#: CT#14253:Plan 2613 SDs= 0.78 h„ = 18.00(ft) SDA= 0.50 X = 0.75 ASCE 7-05(Table 12.8-2) R= 6.5 C1= 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) = 6 ASCE 7-05(Section 11.4.5:Figure 22-15) Cs=Sos/(R/IE) 0.120 W ASCE 7-05(EQ 12.8-2) Cs=SD1/(T*(RAE)) (for T<TL) 0.440 W ASCE 7-05(EQ 12.8-3)(MAX.) Cs=(SDI*TL)I(T2*(R/le)) (for T>TL) 0.000 W ASCE 7-05(EQ 12.8-4)(MAX.) Cs=0.01 0.010 W ASCE 7-05(EQ 12.8-5)(MIN.) Cs=(0.5 S1)/(R/IE) 0.038 W ASCE 7-05(EQ 12.8-6)(MIN.if S1>0.6g) CONTROLLING DESIGN BASE SHEAR= 0.120 W VERTICAL DISTRIBUTION OF SEISMIC FORCES PER ASCE 7-10 SECTION 12.8.3 (EQ 12.8-11) (EQ 12.8-12) C,x = DIAPHR. Story Elevation Height AREA DL w; w; *h;k wz *hxk DESIGN SUM LEVEL Height (ft) h; (ft) (sqft) (ksf) (kips) (kips) Ew; *h,k Vi DESIGN Vi Roof - 18.00' 18.00 1280 0.022' 28.16 506.9 0.58 3.21 3.21 2nd '' 8.00 10.00' 10.00 1310 0.028 36.68 366.8 0.42 2.33 5.54 1st(base) 10.00 0.00 SUM= 64.8 873.7 1.00 5.54 E=V= 7.75(LRFD) E/1.4= 5.54(ASD) DIAPHRAGM FORCES PER ASCE 7-10 SECTION 12.10.1.1 (EQ 12.10-1) Design FPx = DIAPHR. F1 E F; w1 E w, FPx= EF;*we, 0.4*SDs*IE*Wp 0.2*SDS*IE*Wp LEVEL (kips) (kips) (kips) (kips) (kips) Ew, FPX Max. FPX Min. Roof 3.21 3.21 28.2 28.2 4.38 3.21 8.76 4.38 2nd 2.33 5.54 36.7 64.8 5.70 3.13 11.41 5.70 1st(base) 0.00 0.00 0.0 64.8 0.00 0.00 0.00 0.00 Page 1 ASCE 7-10 WIND Part2 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM USING LOADS FROM ASCE 7-10 CHAPTER 28,PART 2 CT PROJECT#: CT#14253:Plan 2613 N-S E-W F-B SS 2012 IBC ASCE 7-10 Ridge Elevation(ft)= 30.00 30.00 ft. Roof Plate Ht.= 18.00 18.00 Roof Mean Ht.= 24.00 24.00 ft. -- Building Width= 26.0 56.0 ft. V ult. Wind Speed 3sec.Gue1= 120 120 mph Figure 1609 Fig. 26.5-1Athru C V asd. Wind Speed 3 Sec Gust mph (EQ 16-33) Exposure= B B Iw= 1.0 1,0N/A N/A Roof Type= Gable Gable P530A= 28.6 28.6 psf Figure 28.6-1 Ps30 B= 4.6 4.6 psf Figure 28.6-1 Ps30 c= 20.7 20.7;psf Figure 28.6-1 P5300= 4.7 4,7 psf Figure 28.6-1 = 1.00 1.00: Figure 28.6-1 Kit= 1.00 f 1.00' Section 26.8 windward/lee= ` 1.00 1.00'(Single Family Home) A*Keel : ' ,._ 1 Ps=A`Kzt e l*Pe30= (Eq.28.6-1) PSA= 28.60 28.60 psf (LRFD) (Eq.28.6-1) Psa= 4.60 4.60 psf (LRFD) (Eq.28.6-1) psc= 20.70 20.70 psf (LRFD) (Eq.28.6-1) Ps o= 4.70 4.70 psf (LRFD) (Eq.28.6-1) Ps A and average= 24.7 24.7 psf (LRFD) Pse end D average= 4.7 4.7 psf (LRFD) a= 3 3 Figure 28.6-1 2a= 6 6 width-2e2a= 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', wind(LRFD)wlnd(LRFD) DIAPHR. Story Elevation Height AA AB AG AD AA AB AG 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-VV) 30.00 12.0 0 144 0 168 0 128.2 0 469.9 Roof - 18.00 18.00 4.0 48 0 56 0 48 0 156.6 0 6.7 12.8 3.98 3.98 7.41 7.41 2nd 8.00 10.00 10.00 9.0 108 0 126 0 108 0 396 0 3.7 8.1 5.70 9.68 11.29 18.70 1st(base) 10.00 0.00 0.00 0 0.00 0.00 AF= 650 AF= 1307 10.4 20.9 V(ns). 9.68 V(e-w)= 18.70 kips(LRFD) kipa(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) Y(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(NS) Vi(E-W) V(E-W) Vi(N-S) V(N-S) Vi(E-W) V(E-W) Roof 8 10 10 6.66 6.66 12.84 12.84 5.16 5.16 9.95 9.95 2nd 10 0 0 3.74 10.40 8.06 20.91 2.90 8.06 6.25 16.19 1st(base) 0 0 0 V(n-s)= 10.40 V(e-w)= 20.91 V(ns). 8.06 V(e-w)= 16.19 kips(LRFD) kips(LRFD) kips(ASD) kips(ASD) Part 1 Base Shear Part 2 Base Shear = 0.0 0.0 ratio ratio Page 1 SHEET TITLE: SDPWS SHEARWALL VALUES PER TABLE 4.3A CT PROJECT#: CT#14253: Plan 2613 SHEATHING THICKNESS tsheathing = 7/16" 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) —I 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 tsheaming= 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 49._0" 13'-lfyz" 10'-9Y 2'-toy ' • 12'4,2 ¶" 5'-7" 5'-2Y2 , , 3.-6" { 3'-6" ' � M 0NI I I 0© I "_ I I r o ♦ ) -� -0 SH 5-0'4-0 SL © EGRESS V Left 1 II Atw 6 o O O AMY GLAZINGm Left 4tJ0 w G W I I. 0_ ut �_ 2 Pp Q '; N`VC a 1 m I r� yy ,r2�� 0 w O G z 0 1 ;,~ Q U t---4 CO rn �-_ O / ; 2'-7'' 9-3" I a o -6 HCW se z o XI o DI 3'_ /2" ''E M 12'-4Y4. 4'-3Y2 4'-73/4' # u ' i 4.9 • W o ♦ a t� ht o 0 A N M��.�.r ` , 18 1 s W L� l r 0x.: T0fl X \��cr, D o 0�K o x , A CZ ajltiNG) CD Q 111/ Zn o Z o N „ �.n • INc�i8I v� e-1. ` W ��a m ;� 1 • o m 7o f a� D SL_-� R. m �r: ago Q a� n T m o �s >Dp • rr, �� +my om N D D € .. ,N 1.D�)1�n Right 2 ±. - - o j D o cn tv m CD bo 1 .I�_oR_�F....... I t x 2-, 3 0 ♦ ♦ -_.._._l SAF�[Ey,n�i GLAZING D REEASS% r-11Y2. 8'-5)/4" 1'-'99'41 y2" ♦ 10,-4Y4" . 3'-4" ♦ 7'-1Y" ♦ 5'-7Y2" 5'-5Y2" 2'-4Y2" 14.-2 ♦ 2'-11" 46'-iy2" ' ♦ ♦ '-�Z 22'-0" ' 10'-0" J 12'-0' ROOF 111 -I ABOVE j -1 I- • 1.- ♦ .. ♦ a ♦ •-1__ I j I 1 , 16-0 7-0 OH Gar , y---�E Gar ABP 1 REMOVED FRAMING 2x8 FOR Q ELEC. PANEL 0 a _ FLOOR ABOVE _J .5' 1 lo Garage -. WALL FINISH: Ii" GWB :OLLARD a N CEILINGFIRE-TAPE SH `" TYPE T ALL GWB G " ` 1 r-1 WRAP BEAMS BELOW CEILING LEVEL 1 N e INSULATE FLOOR ABOVEIirk Alai . 1 '1'1 42"x12" WOOD TREAD MAX. RISER 7" PLATFORM ` XII Qt(ADD MORE STEPS AS REQUIRED PER +18" A.F.F. 7 1E7 ' " 1-1 SITE CONDITION) ♦►'c' GUARD RAIL WITH 6"HIGH , : ©2x4 CURB AT BOTTOM- 1 FURN TOP AT+314ge(i1E vire e - 1 Patio - — o __ g=i---s HC .-,moo.. yl I 3.-9Y4 • < O 3.I m z i n Pwdri 0 UP i 41 1I\ ' I I L �� a -� re!4.-0* '-7Y2" � 3-10" 2-B' � N � 0 0 U `� 42, D2 U IW 18"x24" CRAWL I i SPACE ACCESS -'I`' Kitchen *� o I11 2x4 35"HIGH Evr c ' PONY WALL I ' T' m F I . .. -?+ DW L-T Q Dining > o o • - j 1 a m I._ 1 C INSULATE FLOOR In NOVER CRAWL SPACE B-7Y2 o �_w �� _ I N o COUNTERTOP ""� I 1, n ,� OVER STANDARD 1 1 © BASE CABINET 1 I 1 lo +36" A.F.F. I I r 0 1 ` I n17 om--o 1 �` 2X4 1 3 UL APPROVED 36" WIDE FLUSH BEAM /f 1 2xR P FACTORY-BUILT DIRECT ABOVE `N VENT GAS FIREPLACE A. ,2'-0_ 2-7 2.,Q....`"' 6x6 POST 6 «• �' - W/GWB FINISH 11. .` Entry 3,7,..-7_,, ,1 SY2 j, N lix ;n I�� II Q Living 2x6 39"HIGH a 1 AS APP■ ABLE I I WALL W/FINISH nrt, nPER SITE © TRIM AT TOPCONDI�IOI�S c.N �� 11" 12" TILE ....._.t... _ 1 I. HEARTH 1 .Y +-- zo 1 Fro I IV - 'P II A10 c W 4'-9Y4 } 4'-6Y4 I ••�-- ^•2-0 S-D_,-.3-6 15-0 SH 2-015-0 SH JM _.... n L.♦ ♦ ♦ 5.-10 , 3,_3. f 3.-3" I -5-034Porch v ''_0 16'-6Y2 9'-5 " 0 N Qj N IONSAl First Floor Plan 7D FIRST FLOOR Secondfoo 1/4•=1'-0" FRENCH REVIVAL Total SF SHEET TITLE: LATERAL N-S(front to back-up/down) CT PROJECT#: CT#14189:Plan7A 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 eft C0 wdl V level V abv.V level V abv. 2w/h vi Type Type vi OTM RoTM tine Ueum OTM ROTM Unet Use, Usum 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 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. left 3** 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00' 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- •- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. left 4 384 16.0 16.0 1.00 0.15' 1.55 0.00 0.92 0.00 1.00 1.00 58 P6TN P6TN 97 7.38 9.65 -0.15 -0.15 12.37 11.52 0.06 0.06 0.06 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- •- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--• -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext, rightl** 640 43.0 43.0 0.95 0,15 2.58 0.00 1.54 0.00 1.00 1.00 38 P6TN P6TN 63 12.30 69.73 -1.36 -1.36 20.62 83.21 -1.48 -1.48 0.50 pert Ext. right2 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. rght3** 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. right4 0 0.0 0.0 1.00 0.00` 0.00 0.00 0.00 0.00 1.00 0.00 0-•- --- 0 0.00 0:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. right5 0 0.0 0.0 1.00' 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 r 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- --• 0 0.00 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 EVwind 5.16 EVEO 3.08 Notes: denotes with shear transfer ** denotes perferated shear wall iSB denotes iSB Shear Panel JOB#:CT#14189.PIan7A ID:Upper Leftt`(MSTR and BR4) :.Roof Level w dl= 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 v hdr eq= 31.6 p6 ► •H1 head=7` vhdr= 52.7 plfI H5head= X 1 ly Fdragl eq=43.5 Fdrag2eq= 13.8 Fdrag5eq=27.7 Fdrag6eq=43.5 1 A Fdragl w= 5 Fdragl 23.1 Fdrag5 w= .•.1 Fdrag•w=72.5 A H1 pier= v1 eq= 43.5 plf v3 eq= 43.5 plf v5 eq= 43.5 H5 pier= 4.0 v1 w= 72.5 plf v3 w= 72.5 plf v5 w= 72.51 4.0 feet feet H total= 2w/h= 1 2w/h= 1 2w/h= 1 8.0 y Fdrag3= , Fdra.,-- 13.8 feet A Fdragl w=72.5 Fdragl w=23.1 Fdrag7eq= .7 Fdrag8e• •43.5 v P6TN E.Q. Fdrag7w=46.1 Fdrag8w= 72.5 A P6TN WIND v sill eq= 31.6 plf H1 sill= (0.6-0.14Sds)D 0.6D v sill w= 52.7 plf H5 sill= 3.0..,:':... EQ Wind 3.0 feet OTM 6960.0 11600.0 feet R OTM 25310 30628 y UPLIFT -741 -769 . V' Up above 0 0 Up Sum -741 -769 H/L Ratios: L1= 11.0 L2= -,2.5 L3= 3.5 L4= 5.0 L5= 5.5 Htotal/L= 0.29 4 ► 0•4 ►41 ►4 ► Hpier/L1= 0.36 Hpier/L3= 1.14 L total= 27.5 feet Hpier/L5= 0.73 0.90 L reduction 4 SHEET TITLE: LATERAL N-S(front to back-up/down) CT PROJECT#: CT#14189:Plan7A Diaph.Level: 2nd Panel Height= 9 ft. Seismic V i= 2.23 klps Design Wind N-S V I= 2.25 kips Max.aspect= 3.5SDPWS Table 4.3.4 Sum Seismic V I= 5.30 kips Sum Wind N-S V I= 7.40 klps Min.Lwall= 2.57 ft. per SDPWS-2008 (0.6-0.14Sds)D+0.7 p Qe 0.6D+W pt= 1.00 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LDL eff. C 0 w dl V level V abv.V level V abv. 2w/h vi Type Type vi OTM RorM Unet U. OTM RorM Line Usum Usum HD (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (pIf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext. left 1* 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 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. 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 1320 74.5 69.7=L eff. 2.25 5.16 2.23 3.08 1.00 EV„.;,,d 7.40 EVEQ 5.30 Notes: * denotes with shear transfer ** denotes perferated shear wall iSB denotes iSB Shear Panel SHEET TITLE: LATERAL E-W(side to side-left/right) CT PROJECT#: CT#14189:Plan7A Diaph.Level: Roof Panel Height=__ 8 ft. Seismic V i= 3.08 kips Design Wind E-W V I= 7.71 kips Max.aspect= 3.5 SDPWS Table 4.3.4 Sum Seismic V I= 3.08 kips Sum Wind E-W V I= 7.71 kips Min.Lwall= 2.29 ft. (0.6-0.14Sds)D+0.7 p Qe 0.6D+W per SDPWS-2008 pt= 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 Roan Unet U. OTM Roan Unet Ueum U.. HD (sqft) (ft) (ft) (kit) (kip) (kip) (kip) (kip) p (pIf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Front MSTR* 406 5.0 17.0 1.00 0.15 2.44 0.00 0.98 0.00 1.00 1.00 254 P4 P4 489 10.15 3.21 1.60 1.60 19.55 3.83 3.63 3.63 3.63 - - 0 0.0 0.0 1.00 0.001 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 Front Bath*: 234 4.5 .9.5 1.00 0.151 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 9R23* 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 0.001 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 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 0.001 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 0.001 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 0.00J1 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 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 EVW;nd 7.71 EV Eo 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 40 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 per SDPWS-2008 pt= 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 LDL eft. C 0 w dl V level V abv level V abv. 2w/h v i Type Type V i OTM RoIM Unet U. OTM RoIM Unet Ueum Usum HD (sgft) (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.,I 0.00 0.00 0.00 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 %.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.' 0.00 0.00 0.00 0.00 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 I,*0I 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 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+ 1.00 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 14.0 1.00 0.00 0.00 0.00 0.00 0.00 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 A:' • 2 6 4., 8.0 1.+0 0. • '.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 1.0' 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 00 0. 5 0.4 1.83 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 - - ' '.0 '.1 .## #.10 I.I• 1.11 '.0. 1.10 1.0i 0.00 0--- -- 0 0.00 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 1320 22.5 22.5=L eff. 4.84 8.83 2.23 3.08 EVH,,fd 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:PIan7A 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 > •H head= A v hdr w= 147.9 p/f 1.083Iv Fdragl eq= 342 F2 eq= 342 £ Fdragl w= :>0 F2 -850 H pier= v1 eq= 196.0 plf v3 eq= 196.0 plf P6 E.Q. 5.0 v1 w= 488.0 plf v3 w= 488.0 plf P4 WIND feet Htotal= 2w/h= 1 2w/h= 1 8.083 v Fdrag3 eq= F4-.- 342 feet • Fdrag3 w=850 F4 w=850 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 59.4 plf P6TN 2.0 EQ Wind v sill w= 147.9 p/f P6TN feet OTM 7921 19723 R OTM 10124 12251 v ,UPLIFT -139 472 Up above 0 0 UP sum -139 472 H/L Ratios: L1= 2.55 L2= 11.5' L3= 2.5 Htotal/L= 0.49 ► 4 ► Hpier/L1= 2.00 ► Hpier/L3= 2.00 L total= 16.5 feet JOB#: CT#14189:PIan7A SHEARWALL WITH FORCE TRANSFER ID: Front Lower LI V* Floor Level w dl= 150 plf 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= 113.9p/f •H head= A v hdr w= 285.4P If 1.083 Y Fdragl eq= 484 F2 eq= 484 Fdragl w= 13 F2 - 1213 H pier= v1 eq= 307.6 plf v3 eq= 307.6 plf P4 E.Q. 5,0 v1 w= 770.6 plf v3 w= 770.6 plf P2 WIND feet H total= 2w/h= 1 2w/h= 1 9.083 v Fdrag3 eq= ••: F4 e.- 484 feet • Fdrag3 w= 1213 F4 w= 1213 2w/h= 1 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 v 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 ► 4 ►4 ► Hpier/L1= 2.00 4 ► Hpier/L3= 2.00 L total= 13.5 feet JOB#: CT#14253:Plan 2613 SHEARWALL WITH FORCE TRANSFER ID: Front Upper MSTR 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 -_,.. -__,,,. v hdr eq= 62.1 p/f ► A H head= v hdr w= 191.6 p/f W 1.083 Fdragl eq= 155 F2 eq= 155 Fdragl w= , 9 F2 -479 H pier= v1 eq= 131.1 p/f v3 eq= 131.1 plf P6TN E.Q. 3.5 v1 w= 404.4 plf v3 w= 404.4 plf P4 WIND feet H total= 2w/h= 1 2w/h= 1 8.083 v 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 p/f P6TN 3.5 EQ Wind vsill w= 191.6 p/f P6 feet OTM 4769 14711 R OTM 3325 4061 ., • UPLIFT 164 1206 Up above 0 0 UP sum 164 1206 H/L Ratios: Ll= 2.3 12= 5.0 L3= 2.3 Htotal/L= 0.85 Hpier/L1= 1.56 ► Ilk ► Hpier/L3= 1.56 L total= 9.5 feet10- JOB#:CT#14253:Plan 2613 ID:Rear UpperBR23` Roof Level wdl= 160 pH V eq._... 1610.0:. pounds V1 eq= 424.8 pounds V3 eq= 760.5 pounds V5 eq= 424.8 pounds V w= 4970.0pounds V1 w= 1311.2 poundsV3 w= 2347.5 pounds V5 w= 1311.2 pounds ► v hdr eq= 73.2 pH ► H1 head= vhdr= 225.9 pB H5 head= W 1 Fdragl eq=96.5 Fdrag2 eq= 172.8 Fdrag5eq= 172.8 Fdrag6eq= 96.5 I 1 A Fdragl w= •:.0 Fdragl , 533.4 Fdrag5w= 3.4 Fdrag,w=298.0 A Hl pier= vi eq= 134.1 ph v3 eq= 134.1 pH v5 eq= 134.1 H5 pier= 4.0 v/w= 414.0 pi/ v3w= 414.0plf v5w= 414.0 4.0 feetfeet H total= 2w/h= 1 2w/h= 1 2w/h= 1 8.0 V Fdrag3= Fdra• - 172.8 feet A Fdragl w=297.9524 Fdragl w= 533.4 Fdrag7eq= 2.8 Fdrag8e• 96.5 y P6TN EQ. Fdrag7w=533.4 Fdrag8w=298.0 A P4 WIND v sill eq= 73.2 Of Hl sill= (0.6-0.14Sds)D 0.6D vsillw= 225.9 p/f H5 sill= 3.0 EQ Wind 3.0 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= 3.2.. L2=', 5.0 L3= 5.7 L4='.. 5.0 L5= 3.2 Htotal/L= 0.36 ► I H 0 0 ► Hpier/L1= 1.26 L total= 22.0 feet Hpier/L3= 0.71 Hpier/L5= 1.26 0.95`L reduction �� • .I ASATecnnuci TT- 100F 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. �t 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 1. Recommended Allowable De gn Val -s for APA Portal Frame Used on a Rigid-Base Minimum Width Maximu eight Allowable Design(ASD)Values per Frame Segment (in.) ) Sheart••tt(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 . t 0.51 3.42 1-10 1/2" 8 1520 EQ(2128 WIND) 1'-10 1/2" 10 31 EQ(1444 WIND) oundation 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) • Extent of header with single portal frame (one braced wall panels) Header to jack-stud strap F 2'to 18'rough width of opening I per wind design min 1000 lbf for single or doubleportal on both sides of opening 9 opposite side of sheathing Pony j ~ wall height • I ' vf Fasten top plate to header with two rows of _ 1bd sinker nails s f 16d typ :" --- .a :- •',. Fasten sheathing to header with 8d common or 4 galvanized box nails at 3'gridpattern as shown Min.3/8"wood structural 12' 1 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 thick wood structural panel sheathing with ` within middle 24"of portal height :7.7-/-7. ; Cr.max Cr 8d common or galvanized box nails at 3"o.c. r height.One row of 3"o.c.:., in all framing(studs,blocking,and sills)typ. nailing is required in each panel edge. Min length of panel per table 1 Typical portal frame construction Min(2)3500 lb strap-type hold-downs (embedded into concrete and nailed into framing) Min double 2x4 post(king and jack stud).Number of Min reinforcing of foundation,one#4 bar _ _ jack studs per IRC tables top and bottom of footing.Lap bars 15"min. R502.5(1)&(2). / r:ji 1 Min footing size under opening is 12"x 12".A turned-down Min 1000 lb hold-down slab shall be permitted at door openings. device(embedded into concrete and nailed Min(1)5/8"diameter anchor bolt installed per IRC R403.1.6— into framing) with 2"x 2'x 3/16"plate washer 2 ©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.apt!wood.org APA trademarked products.For additional assistance in specifying engineered wood products,contact us: 411 AM 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 fo assure compliance with code, construction, and performance requirements.Because APA has no control over quality of workmanship or the conditions under which engineered wood products are used,it cannot accept responsibility of product performance or designs as actually constructed. 3 ©2014 APA—Thu Engineered WuodAssociation CT E N GI/�lN E ER I N G ��"Gl• 180 Nickerson rs on St. Suite 302 Pro leo: '� @ yO1RkC. ydL� Date: 1 Sttl9,WA (20()285-4512 �'_�ny' 0.519 n �f' PAX: Client: �-+''ed ?5 -3, - ( C v 4..501 Page Number: (206)285-0615 .30771 eo crtfp . � I Ct-- Asc, -7w:a 10 �• tr m o d N �1 ti X lb`` L13°Th 15K-S—tA3PC4- 0%4) / f.077m14 611-0, r2DR P05)77-N-v eratiV) I`dt , 6)(2 60) --(5&(3,)M - WZ3 �1zJ Vort) 604 ( ())1,2)/laz) 68 ,°44- ), - q; ce, Lel d = 511 e X Ccs \ w/(2) 44- ot, 0,q6 6 Vr Tb /Z,rkZ L'� 4-`7 1 ► eAcc, epQV1tis PSL escsooi w ,q \4v Structural Engineers I WOOD FRAME CONSTRUCTION MANUAL 63 I . . . , -5 ilk Table 2.2A Uplift Connection Loads from Wind . . •. _ . (For Roof-to-Wall,Wall-to-Wall,and Wall-to-Foundation) 700-yr.Wind Speed 110 115 120 130 140 150 160 170 180 195 3-second gust(mph) Roof/Ceiling Assemblyi,2,s,a,s,6,7 Design Dead Load Roof Span(ft) Unit Connection Loads(plf) 12. 118 128 140 164 190 219 249 281. 315 369 24 195 213 232 •272 315 362 412 465 521 612 0 0 psf° 36 272 298 324 380 441 506 576 650 729 856 t2ti 48 350 383 417 489 567 651 741 836 938 1.100 n . 60 428 468 509 598 693 796 906 1022 1146 1345 O • 12 70 80 92 116 142 171 201 233 267 321 0 24 111 129 148 188 231. 278 328 381 437 528 in CO 10 psf 36 152 178 204 260 321 386 456 530 609 736 -- 48 194 227 261 333 411 495 585 680 782 944 Z _ 60 236 276 317 406 501 604 714 830 954 1153 12 46 56 68 92 118 147 177 209 243 297 24 69 87 106 146 189 236 286 339 395 486 15 psf 36 92. 118 144 200 261 326 396 470 549 676 48 116 149 183 255 333 417 507 602 704 866 60 140 180 221 310 405 508 618 734 858 1057' 12 22 32 44 68 94 123 153 185 219 273 24 27 45 64 104 147 194 244 297 353 444 } 20 psf 36 32 58 84 140 201 266 336 410 489 616 e,61i,`' 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 GO - - 29 118 213 316 426 542 666 865 2 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. s Tabulated uplift loads are specified in pounds per linear foot of wall. To determine connection requirements, multiply the tabulated unit uplift load by the multiplier from the table below corresponding to the spacing of the . connectors: Connection Spacing(in.) I 12 I 1619.2 24 48 • Multiplier 1.00 1.33 I 1.60 I 2.00 l 4.00 .i•' " Tabulated uplift loads equal total uplift minus 0.6 of the roof/ceiling assembly design dead load. 5 Tabulated uplift loads are specified for roof-to-wall connections. When calculating uplift loads for wall-to-wall'or i:: wall-to-foundation connections,tabulated uplift values shall be permitted to be reduced by 73 plf(0.60 x 121 plf) : for each full wall above. i =. 6 When calculating uplift loads for ends of headers/girders,multiply the tabulated unit uplift load by 1/2 of the ‘f1 header/girder span(ft.). Cripple studs need only be attached per typical uplift requirements. '•y•° ' - For jack rafter uplift connections,use a roof span equal to twice the Jack rafter length.The jack rafter length includes the overhang length and the jack span. :# ' s t a. Tabulated uplift loads for 0 psf design dead load are included for Interpolation or use with actual roof dead loads. ' z�4. 11 igh. AMERICAN WOOD COUNCIL 180 Nickerson St. CT ENGINEERING Suite 302 `1,�'►r/�./�/ ��/ INC. // y!�� Seattle,WA Protect: T1 f c k`. S)i MI Ll1 jR • Date: 98109 1 (206)285-4512 FAX: Client: Page Number: (206)285-0618 f : Vi (110); ► 45 7 1 7) txsv- WAD A evost ►g � ,� 2,2 A wilk6 Ilo MP ( uL i 15 PsF- PoiF DZ CoNLOW 79AsS 4?)1 3b: 1 IHINP ?pe l'' loo 2 04)(.0 (a6) (n6) , T A 1 )\I&T : -r09 ern MA46 ( Cs N52- —6 2,/c-- 12 a 1)17-- (11-6)(2-) (1,0)( 0,6) a 4, P� AyAreal goo 6)1 RTM J 4-p r71w < C2 ( >6,r , (1'6Y 612/7)(0,75 o,� 4-104- t- -1 ✓b>%- -®- s N D 14-1 let s- Tl -om FLoce_ Fes- 14)- t - �� , = 6 1 1/ Structural Engineers • TRUSS TO WALL CONNECTION ‘,I,i VAi[II`', #of TRUSS PLIES CONNECTOR TO TRUSS TO TOP PLATES uIIIII I1 1 HI (6) 0.131" X 1.5" (4) 0.131"X 2.5" NMI ,I', 1 H2.5A (5) 0.131" X 2.5" (5) 0.131" X 2.5" `>:1 ilii 1 SDWC15600 _ - ,'i_.. .....i ...... 2 H10-2 (9) 0.148" X 1.5" (9) 0.148" X 1.5" 1111(1 /00 2 (2)H2.5A (5) 0.131"X 2.5' EA. (5) 0.131"X 2.5" EA. lli/O ",'AI 2 (2)SDWC15600 - - 9/0 2 I 3 (3)SDWC15600 - 14'6 :415 ROOF FRAMING PER PLAN 8d AT 6" O.C. z 2X VENTED BLK'G. 60 i 0.131" X 3" TOENAIL _ �, AT 6" O.C. r i ir, i \1-12.5A & SDWC15600 STY F COMMON/GIRDER TRUSS -SIL- PER PLAN TRUSS TO WALL CONNECTION TO EACH Hi 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 UF`; i OF TRUSS CONNECTOR TO TRUSS ` PLIES TO TOP PLATES UPL.II T F'1 1 N1 (6) 0.131" X 1.5' (4) 0.131" X 2.5" - 900 415 1 H2.5A (5) 0.131'X 2.5" 555 _ 170 1 SDWC15600 2.5" [ - - 485 115._. 2 H10-2 (9) 0.148" X 1.5" (9) 0.148' X 1.5' 10/0 70(1 -_ 2 (2)H2.5A (5)0.131" X 2.5" EA. (5) 0.131"X 2.5" EA. 'OW) Jin.. 2 (2)SDWC15600 - - -0-/11-----7).10- 3 (3)SDWC15600 - - 14511 I _...-::iq ADD A35 0 48"0.C. ROOF FRAMING PER PLAN FOR H2.5A AND SDWC STYLE ed AT 6" O.C. CONNECTIONS '. 2X VENTED BLK'G. I la _.i . I H7.5A & SDWC15600 STYI 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) 19 I TYPICAL TRUSS TO WALL CONNECTION