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Specifications (7) JUN 2 2 Z01b CT ENGINEERING (:E I y a € Gr Structural Engineers rkt"e�' 180 Nickerson Street Suite 302 Seattle, WA 98109 INC. C t e t o c-010,7 i` t n.m Q. 208.285.4512 (V) 208.285.0818 (F) #15238 Structural Calculations �G 1 NF�� River Terrace v •;60 � � Plan 7 ;it ;d Elevation D ^V Tigard, OR 'PO-s1-2'0,,\95). oil 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: 425.646.0945 CT ENGIN E E R I NG 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"o.c. 4.0,psf Insulation 1.0'psf (1)5/8"gypsum ceiling 2.8'psf Mise./Meeh. 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.) 20:70 .7 psf joist at 12" 2.5 psf Insulation 1.0'psf (1) 1/2"gypsum ceiling 2.2'psf Mise. 2.6'psf FLOOR DEAD LOAD 15.0 PSF e 1c.r7 __ (2)2X8 HDR (2)2X8 HDR �i \• t RB.dl Rdl i \ 19 ` � • / 19 • 5 / S9.1 9.1 LC' GT / O4 •.,, /SGT.d5 • / ` / \` ^ / • ' � Y ir E O J ROOF TRUSSES AT 24" O.C. TYP. 1 ml .a xi CQ 1 8 iv -L 0 S9.1 GT GT.d2 O ..... .... . ....... .. ........ ..... AM I .. ........... ...... ....... ... ..... Com' :rr::I 1 NIP PI nix' • I . �..:::::"=".1.' .I F LACCESSJ iAft �1 ✓:. � ':.L:': :'.L':: C I 111111 F 1 � , • NI J. N T1 . I • I • • cco • 2 2X8 HDR_ / GT •` I• .1- RB.d3 `y • r m wNum "L •:-d4 MIN. HDR 18 2252X8 CONT. HDR e 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 ‘iliiiiiiiiis 0 imialam\\ 0 T 1 7 4 \ . it I C) (0_, Q l 7 WASHER THIS I DRYER 0 SIDE I l . M pr 1 I iI ,.....is O a. THISSIDE lJ I Li 1 0 / ( \ O 1 1 7.41IST37 MST37 P3 8 S1.2 I 0 ❑ I ST37 MST37 (P3 8 S1.2 CT# 14252 2014.10.17 1/4" = 1'-0" (11x17) PLAN 2613D UPPER LEVEL SHEARWALLS 1/4"=1'•0" FRENCH REVIVAL 19 0 S9.1 Nijr : I -- v, �` __ GABLE IEND TRUSS / \ I I 1 �--CONT~4x12 HDR / I 1HD14 A.d1 STHD1 __ I I ROOF TRUSSES AT 24" O.C. TYP. 1 I 9'-6" A 6x6 POST I 6x6 POST 5.5x10,5 - RDR 1 a U O I, lakm ILn ,N T A:OVE vw T A::. ISL.=. rs Ln 0 0 J L.. m Iii -- . : • D14 D14 131x 14L 11 ryJ ""Ji 6x6 POST _� �� 1 I L _an i i .'f1 --�ESDEE MEL . 2 4"FLOOR IRUSSL ='i,�wa ROOF TRUSSES i _,(2)2 0 HD' o �, ��,� AT 24" O.C. �1�P i�� \\, j,o a I I da-N. l• i I I i x I L�L �iil�rir'�`7 EN11RE 0 LEDGER .' ` I' °p I ■� =! �� GT A;;OVE SIDE©_ I li,� - I rTa�c - 2)2x10 HDR GT ABOVE I Ir© a .. B.d15 I I�� ® 0 CJ o 0 x o '~ 1 T N a I z^ BLOCKOUT FOR MICROWAVE EXHAUST. Er o a I 13" CLEAR PICTURE FRAME o I�F n.1- �_ OPENING. DIMS ry I o m I ARE TO c STUDS. ET) � N a _ , a X, O b N U b• U j i N W V' .. I I I ;'1 1 1 11111 K x • 0 NI FIXTURES ABOVE ta I 6X6 POST a I I onl I 7'0 E--i- 11 I o Ttl 2x ROOF 1 C1 x I r— 11 FRAMING � � 9 T j 1 ( ' )I - GT ABOVES9.o Y 0 i L—-B:dSt_JI tip I I g GT ABOVE ��-��! �� r 13 0x'IHS` IBA x(2)2 10 HD'Q Pi-?-„�� 131x1 311 '0 ' LVL ®_" HDRI )2x1.1 HDR 2)• 1. H HD' •• 'a �i- NE . � •10 Bl10 u +w Ai m '" e MD 0 %V Its 4x8 HDR A JQ 8 6x6 P.T. POST S1.2 B.d21 Q ALL HEADERS CHANGED TO (2)2x10 U.N.O. LO ER LEVEL SHEARWALLS Plan 7D UPPER VLEVEL FLOOR FRAMING 1/4""1'-0" FRENCH REVIVAL 22'-0" '-103/2" 16'-3" 3"-101/2" 0 15 0 g. STHD14 0 S6.0 STHD14 An m -----� ‘11/ NEIP N n 3w CONC. SLAB n ® OVER 4" FREE DRAINAGE MATERIAL OVER COMPACTED FILL - N- _ 1 IVERIFY GARAGE SLAB HEIGHT w- io WITH GRADING PLAN o 0 CC o N e m 18'-OY2" 3'-11Y21 14 ji - - - -- .0 S6.0 n DJ g. 0. h 4r --1 .,1� m© VARIES : MIN. '® FURN. AIO B -14" Kluft �3" FROM TOP OF In i___/2 ABOVE 0 STEM WALL 1 II SLOPE ® ____ STHD14__ � L____11P4 I of S6.0 _^I STHD14 -LT_/- ti N 4�a 3'-9Y4" i 2X4 PONY WALL T ! 1 _ 18X24 CRAWL FIXTURE ABOVE— I " ABU66 1 FA I AT HIGH FDN. 1n I SPACE ACCESS 'N-----F t 1 1 :—I. 47 47 56.0 f`.."+4117,.. J i 1 ,� 'll •` J °' 1 18X36M0 — .I .7 rn g I I tD I I -3" i (2) #4, (3) #4 4= u' X N A10 v_ _n i I nI CD ri ♦ ♦ I I 13'4X914 LVL_ ♦ I �, i r-- ----3 L -- ------------- THIS ^+ CENTER U/ WALL m OO I 134X914 LVL -~ SIDE o Ei, / I a I 56.0 I J 9'-8Y4" n Q > X11 _ x 11 I +-F I 16 30X30X10 11 Z z 56.0 FINISHED FLOOR L}J 56.0 FOOTING W/ _ 56.0 e AT +0'-0" m �� (3) #4 EA. WAY n Q LL FZ 115 H. 1' " _ o� Q �. .- 1 J....L-, 0 THIS P6 frt P.T. 4X4 POST �� SIDE I TYP. UN.O. ��, o O L _I N. •LI- ,t, 914"1-JOISTS CATA 19.2" O.C. ITYPICAL N N I 1 �-121" / 11'-7y" 14'-43/4 N A in 1--F I 9'-83/4" a 1 6" 4t U i _. 13;X974 LVL __—__ 1m I� 3OX3OX10 Alb i ^ i 1 i FOOTING W/ 18"x18"x10" FTG. " ...___4_1771 '+— (3) #4 EA. WAY -1216"I M o I w/ (2) #4 EW-----\ L_ 6X6 P.T. POST r� 17 I TYP. U.N.O. ff��T� In All ♦ l I L _I in 10 } ��7 13'4X9)4 LVL SIM.56.0_ SIM. ® A NI I —_ __— ^ 2X0 PONY7 I E WALL . oma M-i L `. IFI mEr1 "' 1` 1I1- 1 A Q q b START FRMG.I I WA�sIM.® , �®'�a1 I + +�— I I 6 ® I n � I n L - I'T 1-1_'-- I I 1 may 56.0 1 N ChM, STHD14 P2 L5TH0'j SLOPE 11h"Z I_ ��'? 16'-6Y2 r_ -- g'-5Y2" � I _61,- TOP OF SLAB! IS, I -10" TOP OF 8" I a I/ STEM WALL j ,. 11 ♦ 1 Title: PLAN 2613 Job#14189 Dsgnr: TRE Date: 5:36PM, 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_Plen_2613.ecw:ROOF FRAMING Description 2613D ROOF GT reactions Timber Member Information11 GT.d1 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 Fir,24F- Douglas Fr,24F- Douglas Fir,24F- Douglas Fir,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 DataII 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 LL Results Ratio= 0.5338 0.8299 0.4669 0.4669 0.5542111 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 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 Reactions @ 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 Deflections 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-2003 Timber Beam & Joist Page 1 (c)1983-2003 ENERCALC Engineering Software 14189_Plan_2613.ecw:ROOF FRAMING Description 2613D ROOF FRAMING Timber Member Information RB.dl RB.d2 RB.d3 RB.d4 RB.d5 RB.d6 RB.d7 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 Fir,No.2 Hem Fr,No.2 Hem Fr,No.2 Hem Fir,No.2 Hem Fr,No.2 Hem Fur,No.2 Hem Fr,No.2 Fb-Basic Allow psi 850.0 850.0 850.0 850.0 850.0 850.0 850.0 Fv-Basic Allow psi 150.0 150.0 150.0 150.0 150.0 150.0 150.0 Elastic Modulus ksi 1,300.0 1,300.0 1,300.0 1,300.0 1,300.0 1,300.0 1,300.0 Load Duration Factor 1.150 1.150 1.150 1.150 1.150 1.150 1.150 Member Type Sawn Sawn Sawn Sawn Sawn Sawn Sawn Repetitive Status No No No No No No No _Center Span Data Span ft 5.50 2.50 5.50 3.00 3.00 5.50 4.50 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 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 I @ 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 1 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 Deft 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 Pae 1 User.KW-0602997,Ver 5.8.0,1-Deo-2003 Timber Beam & Joist 9 _(01983-2003 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 B.dl 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 Fr- Hem Fr,No.2 Larch,No.2 2.2E 2.2E Larch,No.2 Fb-Basic Allow psi 900.0 3,000.0 2,325.0 850.0 3,000.0 900.0 850.0 Fv-Basic Allow psi 180.0 300.0 310.0 150.0 300.0 180.0 150.0 Elastic Modulus ksi 1,600.0 2,200.0 1,550.0 1,300.0 2,200.0 1,600.0 1,300.0 Load Duration Factor 1.150 1.150 1.150 1.000 1.000 1.000 1.150 Member Type Sawn GluLam Manuf/Pine Sawn Manuf/Pine Sawn Sawn Repetitive Status No No No No No No No Center Span Data 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 ill 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 @ 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 11 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 LkRev: 580006 User:KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist Page 1 111 (c)1983-2003 ENERCALC Engineering Software 14189_Plan_2613.ecw:Floor Framing Description 2613D FLR FRMG 2 OF 3 [limber Member Information Bd8 B.d9 B.d10 B.d11 B.d12 B.d13 B.d14 1 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 Rr,No.2 Douglas Fir- iLevel,LSL 1.55E Hem Fir,No.2 Hem Ar,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 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 II _Results Ratio= 0.2896 0.2116 0.1648 0.2590 0.9002 0.2250 0.4411 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 fv: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 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 I 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 UDefl 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 UDefl 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 26130 FLR FRMG 3 OF 3 Timber Member Information i 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 Fr,No.2 Hem Fir,No.2 iLevel,LSL 1.55E Hen Ar,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 1 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 r 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 1 @ 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 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,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist Page 1 (c)1983-2003 ENERCALC Engineering Software 14189_Plan_2613.ecw:CRAWLSPACE FRAMING Description 2613 ABCD CRAWLSPACE FRAMING Timber Member Information TYP BEAM Timber Section 4x8 Beam Width in 3.500 Beam Depth in 7.250 Le:Unbraced Length ft 0.00 Timber Grade Douglas Fr- 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 enter Span Data Span ft 5.75 Dead Load #/ft 195.00 Live Load #/ft 520.00 II.. Kesults 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 [eflections Ratio OK Center DL Defl in -0.027 L/Defl Ratio 2,558.5 Center LL Defl in -0.072 UDefl Ratio 959.5 Center Total Defl in -0.099 Location ft 2.875 UDefl Ratio 697.8 TJI JOISTS and RAFTERS Code ' Code Code Su est Su est Suggest L ick Lick L ick Lick --- - -{ - 9.9 �8 P l p p p Joist ( b d Spa. LL DL M max V max I El L fb L Iv L TL240I L LL360 L max TL dell. 1 LL deft. L TL360 L LL480 L max TL defLITL deft. LL defl. LL deft. size&grade width(in.) depth(in.) (in.) (psi) (psf) (ft-lbs) (psi) 1 (psi) (ft.) (ft.) (ft.) ; (ft.) (tt.) (in.) I (in.) (ft.) (ft.) (ft.) (in.) I ratio (in.) ratio i 9.5"TJI 110 1.751__ 95 19 2140 151 2380 1220 1.40E+08 14.71 27.73 15.23 14,8014 71: 0.661 11 0.481 13.31 13.45 13.31 0.44(" 360 0.32 495 9.5"TJI 1101 1.751 9.5 16j 40 151 2380 12201 1.40E+08 16.11 33.27 16.191 15.73 15.731 0.721 0.521 14.14 14.29 14.14 0.471 360 0.34 495 9.5"TJI 1101 1.75, 9.5 12 40 151 2380 12201 1.40E+08 18.61 44.36 17.82! 17.31 17.31! 0.79 0.58 15.57 15.73 1157 0.521 360 0.38 495 9.5"TJI 1101 1.75 9.5 9.6 40 15 2380 1220 1.40E+08 20.80 55.45 19.19, 18.64 18.64 0.85 0.62 16.77 16.94 1677 0.56' 360 0.41 495 1 1 9.5"TJI 110 1.75 9.51 19.2 40 10 2500 1220 I 1.57E+08 15.81 30.50 16.34 15.37 15.37! 0.64 0.51 14 27 13.97 13 97 0.441 384 0.35 480 9.5"TJI 110 1375 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 1.751 9.5 12 40 191_ 2500 12201 1.57E+08 20.00 48 80 19 111 17.98 17.981 0.75 0.60 16.69 16.34 16.34 0.51 384 0.41 480 9.5"TJI 1101 1.751 9.5 9.6 40 101 2500 1220 1.57E+08 22.36 61.00 20.58 19.37 19.371 0.81 0.65 17.98 17.60 17 60 0.55 384 0.44 480 9.5"TJI 2101 2.0625 9.5 19.2 40 101 3000 1330; 1.87E+08 17.32 33.25 17.321 16.30 16.301 0.68 0.54 15.13 14.81 14.81 0.461 384 0.37 480 9.5"TJI 210 2.0625 9.5 16 40 10 3000 1330 1.87E+08 18.97 39.90 18.40 17.32 17.32 0.72 0.58 16.08 15.74 15.74 0.49 384 0.39 480 9.5"TJI 210 2 0625 9.51 12 40 10 3000 1330 1.87E+08 21.91 53.20 20.261 19.06 19 06 0.791_ 0.64 j 17.70 17.32 17,32 0.541 384 0A3 480 9.5"TJI 210 2.06251. 9.51 9.6 40 10 3000 1330. 1.87E+08 24.49 66.50 21.82 20.53 20.53! 0.861, 0.68 19.06 18.66 18.66 0.581 384 0.47 480 1 1 I t 9.5"TJI 2301 2.31251 9.51 19.21 40 101 3330 13301 2.06E+08 18.25 33.25 17.891 16.83 16.831 0.701 0.56 15.63 15.29 15.29 0.481 384 0.38 480 9.5"TJI 230 2.3125 9.5 16 i 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 3841 0.41 480 9.5"TJI 230 2.3125 9.51 12 40 10 3330 13301 2.06E+0B 23.08 53.20 20.92 19.69 19.691 0.82 0.66 18.28 17.89 17.890.56j 384 0.451 480 9.5"TJI 230 2.3125' 9.5 9.6 40 10 3330 1330: 2.06E+08 25.81 66.50 22.54 21.21 21.211 0.88 0.71 19.69 19.27 19.27 0.601 384 0.48 480 11.875"TJI 110i 1.751 11.875 19.21 40 10 3160 1560 2.67E+08 17.78 39.00 19.60; 18.35 17.781 0.671 0.54 17.04 16.67 16.67 0.52 384 0.42 480 11.875"TJI 110 1.75 11.875 16 I I 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 j'480 11.875"TJI 1101 1.75 11.8751 121 40 10 3160 1560: 2.67E+08 22.49 62.40 22.81 21.461 21.46 0.89 0.72 19.93 19.50 19.50 0.61 384 0.49 480 11.875"TJI 1101 1.75 11.8751 9.6 40 10 3160 1560, 2.67E+08 25.14 78.00 24.57 23.12. 23.12; 0.96 0.77 21.46 21.01 21 01 0.66 384 0.53 480 11.875"TJI 2101 2.0625 11.8751 19.2 40 10 3795 16551.- 3.15E+08 19.48 41.38 20.611 19.391 19.38 0.81 0.65 18.00 17.62 17.62 0.551- 384 044 480 11.875"TJI 210 2.0625 11.875 16 `: 40 10 3795 1655 3.15E+08 21.34 49.65 21.90 20.61 20.61 0.86 0.69 19.13 18.72 1812 0.59 384 0.47 480 11.875"TJI 2101 2.06251. 11.875 121 40 101_ 3795 1655 3.15E+08 24.64 66.20 24.101 22.68 22.68 0.95.1 036 21 05 20.61 20.61 0.64 384 0.521 480 11.875"TJI 2101 2.06251 11.875 9.66 40 101 3795 1655. 3.15E+08 27.55 82.75 25.961 24.43 24.43 1.02 0. 81 22.68 22.20 22.20 0.69 384 0.55 480 11.875"TJI 230! 2.31251 11.875 19.21 40 101 4215 1655' 3.47E+08 20.53 41.38 21.281 20.03 20.03! 0.83 0.67 18.59 18.20 18.20 0.57 384 0.45 480 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 r 480 11.875"TJI 2301_ 2.3125 11.875 12 40 10 4215 1655_3.47E+08 25.97 66_20 24 89! 23 42I 23.4?�__ 0981. 0.78 _I21.74 21.28 21.28 0.67' _384 0.53 480 11.875"TJI 230! 2.3125 11.875 9.6 40 10 4215 165-51_3.47E+08 29.03 82.75 26.61_1 25.23 25.23 1.05 0.84 23.42 22.93 22.93 0.72_ 384 0.57 480 I 1 I t 11.875"RFP1 4001 2.06251 11.875 19.21 40 101 4315 1480, 3.30E+08 20.77 37.00 20.931 19.69 19.691 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 3130E+08 ':22.76 44.40 22.24 20.93 20.93 0.87 0.70 19.43 19.01>,,,,,, 19.01 0.59 384 0.48 480 11.875"RFPI 400 2.06251 11.8751 121 40 10 4315 14801 3.30E+08 26.28 59.20 24.481 23.03 23.031 0.961 0.771 21.38 20.93 20.93 0.651 384 0 52 480 11.875"RFPI 400 2.06251 11.8751 9.6, 40 10 4315) 1480! 3.30E+08 29.38 74.00 26.37: 24.811 24.811 1.03, 0.831 23.03 22.54 22.54 0.70! 384 0.56 480 Page 1 TT T T T T T T T T T T TIT T T T T T'Ti1 0 1 0 it aT T aT aTa aTa �y!� TT TTTT p � R N N 0 N N n N N nn 00000. 0 0 0 p c n T`1 JC.. a nnnncn a.c iaaa cmc N N N N N N N N N N NNN O N N N N N N N oio�0 N0 0 00N N0N ONNU NO NNONNN Io' N "31am� 88 0 888 000 N 0 N 0 0 0 N 0 N 0 0 P 1, V M = N NN T IJ IJ IJ V m a 2 a a 0 0 V N 0 W N 0 W ON N N 0 0 W ON N N 0 0,2 N W 41�1 ft:t NOm m W W m m m m ro m A N O O C! 0 0 0 1.1 W 0 0 P W W W A O V•N C ? p 0 00 N NN N 0O tN1100 V0i OOONOO d x m 00 o 000 000 000000 000000 0. AE,.0 000000000 ±p O, i.1 o u lV m m tv i0 t o 0 + N ro�p 0 V w o N V O N N o V V A A N N N V m 0 :;5,g 01 N O (0001-1c2(2N N N W 0+N0+ 'm ; N N N O 244,242,2'&0; m 0 +++ A A A 0 0 0 V 0 A 0 A P n c D o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 T a d m �m 0 ga0 o NN N NNN NNN NNN NNN NNNNNN o3 D N ww Lamm W w W ++-+�++ +++++T�.�� P +o T C1 D 0 o c� NNN NN N NNN NaNNNN NNNNNN �., N N N N1 o- oN 1vi11ri1N EEE uVi uNNNN NNNN - T 0 NN ONi NNN 88O NNNNVNi1Nn NN NNN N- m 0 0 m N 00 "'^'NNNN TO^00000010 o N 0 0 0 0 0 N N N N 0 0 0 0 0 0 N 1:17:17; IJ NNN 00 0 000 000 06000 oo 000o00om m Z 00 0 0000 ttt 0OO000 OtOttt- 000 ,000 000000 000000 00 o, HEM 0 441 a01 N N N N N N c 3 z A 0 0 0 ++. A A A A P A �� T EEE W W W W W W p E O 0 O P PP+ g g g g E E O W m®W p d % 0 TT m TTT T R T P NNN N 0 p1 N n =a9 N N N N N mim m m W w W O N Q g 0 NW > N O A AIA A A a P V m 0 m A O —m A O W O N 0 V u u m O N 0 0 N M N N O O N 41'21 O N EE J A0w W m T0+ 00m f01i oo ; Nt1rZ '7:k3 N 0 a,..t V V a 0 W W W V V N N N N O O N L2 'N ggg 0 0 01 u 0 0,2 F 0 P W C1 W�.!IJ P W i,W G .6",2 + W W W 0 0 0 O V OAA 0 0 NON V UOQ OO 000 0 0 O N N N 4Ni O ro 0 0 0 0 0 0 0 0 0 0 0 0 O O O O O O 0 0 0 O O O GOO G G C 0 0 0 O O O 0 0 0 0 0 0 0 0 0 0 0 0 O O O O O O O O O O O 0 0 0 0 0 0 0 0 0 G C G O C G T O O O 0 0 0 0 0 0 0 0 0 0 0 0 O O O O O O� D+L.W CT#14189-Betahny Creek Falls I LOAD CASE (12-13) (BASED ON ANSI/AF&PA NDS-1897) SEE SECTION; 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 Ke 1.00 Design Buckling Factor D+L+W c 0.80 Eonstant)> 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 Cos. Size Size Rep. Cd(Fb) Cb Cd(Fc) Eq.3.7-1 NOS 3.9.2 Max.Well duration duration factor factor use Stud Grade Wdth Depth Sparing Height Le/d Vert.Load Hor.Load <m 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 fb lb/ In. in. in. ft. pit pot 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 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 4+F Stud 1.5 3.5 16 9 30.9 755 8.46 0.9942 1993.4 1.60 1.00 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 840 378.09 333.99 191.75 0.57 447.52 0.665 44-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 F4-F Stud 1.5 3.5 16 8.25 28.3 970 8.13 0.9943 1993.4 1.60 1.00 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 840 449.95 384.87 246.35 0.64 361.37 0.585 H-F Stud 1.5 3.5 12 8.25 28.3 1425 8.13 0.9974 2657.8 1.60 1.00 1.1 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 8.25 28.3 2355 8.13 0.9981 3986.7 1.60 1.00 1.1 1.05 1.15 675 405 800 1,200,000 1,368 506 840 449.95 384.87 299.05 0.78 180.69 0.394 SPF Stud 1.5 3.5 16 7.7083 26.4 1060 9.71 0.9971 2091.8 1.60 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 761.25 515.42 415.53 269.21 0.85 376.78 0.577 SPF Stud 1.5 3.5 16 9 30.9 700 8.46 0.9115 2091.8 1.60 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 781.25 378.09 328.30 177.78 0.54 447.52 0.618 SPF Stud 1.5 3.5 12 9 30.9 1125 8.46 0.9931 2789.1 1.60 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 761.25 378.09 328.30 214.29 0.65 335.64 0.567 SPF Stud 1.5 3.5 16 8.25 28.3 960 8.13 0.9970 2091.8 1.60 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 761.25 449.95 376.35 243.81 0.65 381.37 0.577 8PF Stud 1.5 3.5 12 8.25 28.3 1405 8.13 0.9952 2789.1 1.60 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 761.25 449.95 376.35 267.62 0.71 271.03 0.490 SPF Stud 1.5 3.5 8 8.25 28.3 2320 8.13 0.9958 4183.6 1.60 1.00 1.1 1.05 1.15 675 425 725 1,200, 0 1,386 531 761.25 449.95 376.35 294.80 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 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1430 1378.83 969.91 506.18 0.52 152.58 0.119 H-F#2 1.5 5.5 16 9 19.8 3132 8.46 0.5743 3132.4 1.60 1.00 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 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 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1430 1203.70 899.13 506.18 0.56 146.34 0.124 SPF#2 1.5 5.5 16 7.7083 16.8 3287 9.71 0.4327 3287.1 1.60 1.00 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1265 1484.89 940.30 531.23 0.56 152.58 0.114 SPF#2 1.5 5.5 16 9 18.6 3287 8.46 0.6033 3287.1 1.60 1.00 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1265 1089.25 806.08 531.23 0.66 181.23 0.169 SPF#2 1.5 5.5 16 8.25 18.0 3287 8.13 0.4790 3287.1 1.60 1.00 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1265 1296.30 884.69 531.23 0.60 146.34 0.118 SPF Stud 1.5 3.5 16 14.57 50.0 70 8.46 0.9957 2091.8 1.60 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 761.25 144.26 138.14 17.78 0.13 000t### 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 244.40 233.80 108.67 0.46 927.02 0.786 44-F#2 1.5 5.5 16 18 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 TV N� N NIN N T 2 2 NjN NNN N 2 xl��ST I (I aT YV T ! iTk iTk it iTk iT! 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SSSSSit w w w 0 m N m + 4� a m AN N uWWt VVW uIW WVVN NNN002 d0N+N NN�+NTm W W W W $$$ ro N J V W A vVi O W A OVe N� 44 W N N W 488 m W N A N N t A W w S O O O O pOp� A P 7>F732 W O ro o t. W V A V O u W J V t m N Q+ V W+S w V W+ V W e NN I ;E:`4' ;FPZ 0(OJ V ANOVe mu V AN VW 0. O O O Ow f l N .00...0 $W ,74 W 0 A V S W M S W V N W OAA 0 2. D+L+S+.SW CT#14189-Betahny Creek Falls I LOAD CASE I (12.15) I (BASED ON ANSI/AF&PA NDS-1997) SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 Ke 1.00 Design Buckling Factor D+L+11+W12 c 0.80(Constant)> Sec0on 3.7.1.5 ___ __ __ Cr KcE 0.30(Constant)c Section 3.7.1.5 Cf(Fb) Cf(Fc) 1997 NDS Cb (Varies) c 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 Afdth Depth Spacing Height Le/d Vert.Load Nor.Load <=1.0 Load kl Plate Cd(Fb)Cd(Fc) Cf Cf Cr Fb Fc perp Fc E Fb' Fc perp' Fc' Fce Pc fc fc/F'c fb Po/ in. In. in. ft. plf psf Pit (Fb) (Fc) psi psi psi psi psi psi psi psi psi psi psi Fb"(1-fc/Fce) H-F Stud 1.5 3.5 16 7.7083 28.4 1335 4.855 0.9935 1993.4 1.80 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 508 966 515.42 441.22 339.05 0.77 188.39 0.403 H-F Stud 1.5 3.5 18 9 30.9 970 4.23 0.9923 1993.4 1.80 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,368 506 968 378.09 340.90 248.35 0.72 223.78 0.470 H-F Stud 1.5 3.5 12 9 30.9 1380 4.23 0.9976 2657.8 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 378.09 340.90 282.88 0.77 167.82 0.403 1 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 H-F Stud 1.5 3.5 12 8.25 28.3 1680 4.065 0.9990 2657.8 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 449.95 395.22 320.00 0.81 135.51 0.343 H-F Stud 1.5 3.5 8 8.25 28.3 2685 4.065 0.9999 3986.7 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 449.95 395.22 338.41 0.86 90.34 0.287 SPF Stud 1.5 3.5 16 7.7083 26.4 1315 4.855 0.9907 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 515.42 431.52 333.97 0.77 188.39 0.392 SPF Stud 1.5 3.5 16 9 30.9 965 4.23 0.9970 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,388 531 875.438 378.09 338.17 245.08 0.73 223.76 0.466 SPF Stud 1.5 3.5 12 9 30.9 1370 4.23 0.9980 2789.1 1.80 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 1.80 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 299.68 0.77 180.69 0.308 SPF Stud 1.5 3.5 12 8.25 28.3 1660 4.065 0.9973 2789.1 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 316.19 0.81 135.51 0.334 SPF Stud 1.5 3.5 8 8.25 28.3 2630 4.065 0.9969 4183.6 1.60 1.15 1.1 1.05 1.15 875 425 725 1,200,000 1,368 531 875.438 449.95 388.13 333.97 0.86 90.34 0.257 H-F#2 1.5 5.5 18 7.7083 16.8 3132 4.855 0.3001 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1378.83 1031.58 506.18 0.49 76.29 0.059 H-F#2 1.5 5.5 16 9 19.6 3132 4.23 0.4544 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1011.45 837.57 506.18 0.60 90.61 0.089 H-F#2 1.5 5.5 18 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 1089.25 850.18 531.23 0.62 90.61 0.085 SPF#2 1.5 5.5 16 8.25 18.0 3287 4.065 0.3750 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1296.30 945.38 531.23 0.56 73.17 0.059 SPF Stud 1.5 3.5 16 14.57 50.0 255 4.23 0.9959 2091.8 1.80 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 0.84 483.51 0.580 H-F#2 1.5 5.5 16 19 41.5 885 4.855 0.9970 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 508 1644.5 226.84 220.14 138.80 0.64 463.51 0.594 Page 1 D+L+S+.7E CT#14189-Betahny Creek Falls I LOAD CASE I (12-16) I (BASED ON ANSI/AFBPA NDS-1897) SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 Ke 1.00 Design Buckling Factor D+L+S+E/1.4 , c 0.80(ConstantL> Section 3.7.1.5 Cr KcE 0.30(Constant)> Section 3.7.1.5 Cf(Fb) Cf(Fc) 1997 NDS Cb (Varies) > Section 2.3.10 Bending Comp. Size Size Rep. Cd(Fb) Cb Cd(Fc) Eq.3.7-1 NDS 3.9.2 Maz.Wall duration duration factor factor use Stud Grade Width Depth Sparing Height Le/d Vert.Load Hor.Load c.1.0 Load 43 Plate Cd(Fb)Cd(Fc) Cf Cf Cr Fb Fc perp Fc E Fb' Fc perp' Fc• Fce F'c fc fc/F'c fb fb/ in. in. in. it. p8 psi Of (Fb) (Fc) psi psi psi psi psi psi psi psi psi psi psi Fb'•(1-fc/Fce) H-F Stud 1.5 3.5 16 7.7083 26.4 1415 3.57 0.9983 1993.4 1.60 1.15 1.1 1.05 1.15 875 405 800 1,200,000 1,366 506 966 515.42 441.22 359.37 0.81 138.53 0.335 H-F Stud 1.5 3.5 16 9 30.9 1010 3.57 0.9960 1993.4 1.60 1.15 1.1 1.05 1.15 875 405 800 1,200,000 1,366 506 966 378.09 340.90 256.51 0.75 188.85 0.430 H-F Stud 1.5 3.5 12 9 30.9 1420 3.57 0.9937 2857.8 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 378.09 340.90 270.48 0.79 141.83 0.364 H-F Stud 1.5 3.5 16 8.25 28.3 1225 3.57 0.9961 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,368 506 966 449.95 395.22 311.11 0.79 158.68 0.376 H-F Stud 1.5 3.5 12 8.25 28.3 1710 3.57 0.9947 2857.8 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 449.95 395.22 325.71 0.82 119.01 0.315 H-F Stud 1.5 3.5 8 8.25 28.3 2700 3.57 0.9968 3986.7 1.60 1.15 1.1 1.05 1.15 875 405 800 1,200,000 1,366 508 988 449.95 395.22 342.88 0.87 79.34 0.244 SPF Stud 1.5 3.5 18 7.7083 26.4 1395 3.57 0.9984 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 515.42 431.52 354.29 0.82 138.53 0.324 SPF Stud 1.5 3.5 16 9 30.9 1000 3.57 0.9918 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 378.09 336.17 253.97 0.76 188.85 0.421 SPF Stud 1.5 3.5 12 9 30.9 1410 3.57 0.9962 2789.1 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,386 531 875.438 378,09 338.17 268.57 0.80 141.83 0.358 SPF Stud 1.5 3.5 18 8.25 28.3 1210 3.57 0.9932 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 307.30 0.79 158.68 0.366 SPF Stud 1.5 3.5 12 8.25 28.3 1690 3.57 0.9940 2789.1 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 321.90 0.83 119.01 0.306 SPF Stud 1.5 3.5 8 8.25 28.3 2670 3.57 0.9987 4183.6 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,386 531 875.438 449.95 388.13 339.05 0.87 79.34 0.238 H-F#2 1.5 5.5 16 7.7083 16.8 3132 3.57 0.2844 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1378.83 1031.58 508.18 0.49 58.10 0.044 H-F#2 1.5 5.5 18 9 19.6 3132 3.57 0.4405 3132.4 1.80 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1011.45 837.57 506.18 0.60 78.47 0.075 H-F#2 1.5 5.5 16 8.25 18.0 3132 3.57 0.3404 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1844.5 1203.70 948.77 506.18 0.53 64.26 0.055 SPF#2 1.5 5.5 16 7.7083 16.8 3287 3.57 0.3154 3287.1 1.80 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1484.89 1015.45 531.23 0.52 58.10 0.042 SPF#2 1.5 5.5 16 9 19.6 3287 3.57 0.4618 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1089.25 850.16 531.23 0.82 76.47 0.071 SPF#2 1.5 5.5 16 8.25 18.0 3287 3.57 0.3678 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1296.30 945.38 531.23 0.56 64.28 0.052 SPF Stud 1.5 3.5 16 14.57 50.0 285 3.57 0.9981 2091.8 1.60 1.15 1.1 '1.05 1.15 875 425 725 1,200,000 1,366 531 875.438 144.26 139.02 72.38 0.52 494.93 0.727 SPF#2 1.5 5.5 16 19 41.5 1020 3.57 0.9910 3287.1 1.80 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 244.40 235.32 184.85 0.70 340.83 0.500 H-F#2 1.5 5.5 18 19 41.5 945 3.57 0.9939 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 226.94 220.14 152.73 0.69 340.83 0.513 Page 1 180 Ncltersen Si. - Suite 302 . Seattle,WA 98109 / Project: ...... . Date: - 0 PAX: Clieut: Page Number (206)28S-0618 r4st f 0000 Par WI - ( /9)7" F5?- t4.64C) (944)61-54-is) -..--1-20 oiet, FuLt. 61/4)(40i-is w. 366— • ____ ..,.. , ..,..2..,_ ..7_, 1144,) etv ,s,..1 28.2fw. --. . - ---_,.....2cpc-) IV - 1 to= grA(41044)-00]. es,-- 170 . 1eis4 -40. ts (157,( 4.4)..;-..04.5.3;i • 45- _ 4,4. t, e0r c., fi ;tore f-- i P.-...:_. 413a 4, 2-*Ws Lox. ef"---1 . ,.. , . .01,W trio ficY-- ...--.• 2. 16 ' 36 Sere_ C t5 . Structural Engineers C T ENGINEERING Suit Nickerson St. Suite 302 WA Project: �,f}L!(� (,'„'_"@ N CSeattle,f Date: -4 48104 (206)285-AS12 Client: S)M 4--PPage Number: (206)285-0618 CLItit 3 ' &' +6-)' 'moo: G 64-1kCs A ,-- .�,_ L7pk: 0 _ .,. _ ' Lofir/ L, P lay `= '- PIS l . )- : . _r__ r_ __. _ _ w. .._ i . ,_ _ 5) P. 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' ' ' ' • ' ' ! • ' . i I • g„..,,,, :jt...: a~ Structural Engineers ! 4QliOS 4 3.6.4-, 3 - .e3^ r 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 S inverter!�I • � .te ' i AS y g „,,,,,,,k,::„:„.„:, i �� „y /� _sus ! ----',`'''''''%-,,d les \ ' .,t ,/ p. �" �N O '1 :e "� "y`� CAx' .,-, - --..,,h0,,,,,-q-,,,;01.,;,- . X0r o RI_ ing Ci s sG i ‘7444 a_ '-- --ss Viw„ t £,. i4. ,r,^" . w£ } " N . i' \ i x. ; --,..,4201:!, g 1�� Ffir444 �_4 ,' USGS-Provided Output SS = 0.972 g SMS = 1.080 g SDS = 0.720 g Si = 0.423 g SMS = 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. elm ICER Response se Spe+ riu Design Response Spedrum 110 0-$0 0.9) &73 41-64 042 0.17d.S .cs 3 0.4* S. 0,55 4 0..40 r 032 , 0.22 X14 c:a> 0.041. 0,00 0-00 o. 010 0,4 c r Li* . 1. 1,to 1.&&J 1.40 2-000,00 0,2° 0.40 0.4° o>r s 1,0* L2df 1. 1. 1_gC zs Perio4 (sac) P t 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 S,= 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/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 SMI=F„*S, SMS= 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 SDS= 0.50 EQ 16-40 EQ 11.4-4 8. Seismic Design Category 0.2s SDCs= 0 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 n0= 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) SD1= 0.50 X = 0.75''ASCE 7-05(Table 12.8-2) R= 6.5 C1= 0.020 ASCE 7-05(Table 12.8-2) IE= 1.0 T= 0.175 ASCE 7-05(EQ 12.8-7) S1= 0.50 k= 1"ASCE 7-05(Section 12.8.3) TL= 6'ASCE 7-05(Section 11.4.5:Figure 22-15) Cs=Sips/(R/IE) 0.120 W ASCE 7-05(EQ 12.8-2) Cs=SD1/(T*(R/IE)) (for T<TL) 0.440 W ASCE 7-05(EQ 12.8-3)(MAX.) Cs=(SDI*TO/(TZ*(R/IE)) (for T>TL) 0.000 W ASCE 7-05(EQ 12.8-4)(MAX.) Cs=0.01 0.010 W ASCE 7-05(EQ 12.8-5)(MIN.) Cs=(0.5 S1)/(RAE) 0.038 W ASCE 7-05(EQ 12.8-6)(MIN.if S1>0.6g) CONTROLLING DESIGN BASE SHEAR= 0.120 W VERTICAL DISTRIBUTION OF SEISMIC FORCES PER ASCE 7-10 SECTION 12.8.3 (EQ 12.8-11) (EQ 12.8-12) C,x = DIAPHR. Story Elevation Height AREA DL w; w; *h;k wX *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 3.21 321 2nd 8.00 10.00 10.00 1310 0.028' 36.68 366.8 0.42 2.33 5.54 1st(base)', 10.00 0.00 SUM= 64.8 873.7 1.00 5.54 E=V= 7.75(LRFD) E/1.4= 5.54(ASD) DIAPHRAGM FORCES PER ASCE 7-10 SECTION 12.10.1.1 (EQ 12.10-1) Design FP,, = DIAPHR. F; E F, w; E w; F,,,,= EF; *w, 0.4*SDS*1E*w, 0.2*SDS*1E*Wp LEVEL (kips) (kips) (kips) (kips) (kips) Ew, Fpx Max. FP,, 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 NS E-W F-B S-S 2012 IBC ASCE 7-10 Ridge Elevation(ft)= 30.00 30.00ft. 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 3 Sec.Gast= 120 120 mph Figure 1609 Fig. 26.5-1A thru C V asd. Wind Speed 35ec Gust :j21-'43 K� 93 mh (EQ 16-33) Exposure= B B Iw= 1.0 1.0 N/A N/A Roof Type= Gable Gable Ps30A= 28.6 28.6;psf Figure 28.6-1 Ps30 e= 4.6 4.6 psf Figure 28.6-1 Ps30 c= 20.7 20.71 psf Figure 28.6-1 Ps3o o= 4,7 4,7;psf Figure 28.6-1 N= 1.00 1.00' Figure 28.6-1 Kr=, 1.00 1.00 Section 26.8 windward/lee=' 1.00 1.00,(Single Family Home) N•K *1 1 1 Ps=X*Kzt*I*Ps3a= (Eq.28.6-1) PSA= 28.60 28.60 psf (LRFD) (Eq.28.6-1) psB= 4.60 4.60 psf (LRFD) (Eq.28.6-1) Psc= 20.70 20.70 psf (LRFD) (Eq.28.6-1) Ps o= 4.70 4.70 psf (LRFD) (Eq.28.6-1) PsAand caverage= 24.7 24.7 psf (LRFD) Ps 8 and o 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" wind(LRFD)wind(LRFD) DIAPHR. Story Elevation Height AA AB Ac AD AA AB Ac AD per 28.4.4 per 28.4.4 WIND SUM WIND SUM LEVEL Height (ft) hi(ft) h(ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) Vi(N-S) V(N-S) Vi(E-W) V(E-W) 30.00 12.0 0 144 0 168 0 128.2 0 469.9 Roof - 18.00 18.00 4.0 48 0 56 0 48 0 156.6 0 6.712.8 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 Ar= 650 Ar= 1307 10.4 20.9 V(ns)= 9.68 V(e-w)= 18.70 kips(LRFD) klps(LRFD) klps klps 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-1N) V(E-W) Roof - 18.00 18.00 0.004 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'r 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 V(n-s)= 10.40 V(e-w)= 20.91 V(n-s)= 8.06 V(e-w)= 16.19 kips(LRFD) kips(LRFD) kips(ASD) kips(ASD) Part 1 Base Shear Part 2 Base Shear = 0.0 0.0 ratio ratio Page 1 SHEET TITLE: SDPWS SHEARWALL VALUES PER TABLE 4.3A CT PROJECT#: CT#14253: Plan 2613 SHEATHING THICKNESS teheathing= 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 ' . 1-,94 .11-,Z ' r. .Z4Z-,4l 'Z/(t-.Z' .�s-.S ' .Z/�L-.s 4/(t-.L ' l.4-,C „4th4-A1 {{{ r t a SSY 33,.».....»..».»�f�S-.B a`ONIZYYJ'A13lYSl r --1 I. ♦ a �p.{If O112".° f 0 'L i 1.�_� • � 1 m m d�BS m ® LJ °- H -t- , FiT I '- n In,w N \m G © m °' 1 a a S �. ( Z c 0 oe +__r ,i Oa 3ti. o it _ _ L/ I� O 2 a �S p C -i¢* to in ¶ O¢<I.: CSY �` aj m 2 �m I w0 G <m+ C�' + a'' ®� in � -13+ . Ow n _—_—_may Q o II Wn O ad a a • 0 1'RUEnl • a� �,0 a b ® ll �Z �cv� m ili-ii .._ __,,— w 3 1W'=-='l I ; w+ -ii m u.U o i a N r m m ''n�s*'\ ° ' =.F�•1L " ry ��N OJ41 9r wo o ® O ,4/CL-.4 “z/c-,,, .4j�4-,Zl ja y1 In C4 '°41 z• \�i MSH 9- -p a H CC IX 4 • Q� `�' HSS =.I o o .. H n C % 1 N Q (J� N a I r�,�.ij Y1 NI d �} w �I -JO_� }_—� O t o y I 41 n of L .o VI n ' e G m C. 1 h N O p 07 , N L `M 3 "1 1.-, a COP � aZ ONIZYlO A13�Y a O I GLI oo _* d y 0-S 0-f ry I— - L_-- » __ o 0 N I m j N Q 0 T J T I o * © . CCS O 10 IN ssaa03 ■ l5 0-4 0-S HS 4 ---•0-v .- I o 1 ©) L J ; I I .9-,f .9-.0 .Z -.9 .L-.S .9-,l "Z/(S-,Zl ' .01-,l1 .S-,Z .Z-,L 3(01-,Z 3(6-SII „Z411-SI Z40-,fi4 22'-0" . 10'-0" t 12'-0" rROOF ABOVE r 16-0 7-0 OH 6 © '-' Gar V, Gar AB • REMOVED 2x8 FRAMING FOR Q ELEC. PANEL v FLOOR ABOVE-' J o Garage WALL FINISH: 14"GWB COLLARD CEILING FINISH %'e" TYPE'X' G e c ARE-TAPE ALL GWB Teo rt WRAP BEAMS BELOW CEILING LEVEL II" INSULATE FLOOR ABOVE. 4-I 42"x12" WOOD TREAD MAX. RISER 7" PLATFORM Er '� w(ADD MORE STEPS AS REQUIRED PER +18"A.F.F. 9 D 1-4 SITE CONDITION) •�'y O — y�� A 18'-0)2" GUARD RAIL WITH 6"HIGH ,o ©2x4 CURB AT BOTTOM- , FURN Km TOP AT+33et1 mite 1 Patio a ,...,ii _4 2+ o 3•-9Y4 i < n N 9 r ME , w UP . n 'i � �""� n 1 i n 1 t• ; ®6 I m .. n nla 4'-0" '-7Y2 3'-10" 2'-8" a r, WRIT � �1I __-4,1 I 40 y D2 IN 18"x24" CRAWL I ; c SPACE ACCESS Kitchen '', • o Pr o 2x4 35"HIGH ��y ..- —at PONY WALL i ' -" m I "' ©ID A DW L.1 n ...4.,,, 0 Dining I © © r- m • of a m i _ O INSULATE FLOOR I� "' 01 OVER CRAWL SPACE I :r8 7j�' 0 11 o COUNTERTOP j e n OVER STANDARD I ' I Is n ©� BASE CABINET 1 I +36"A.F.F. 1 ' I _ . 411 UL APPROVED 36" WIDE FLUSH BEAM I INA°P� FACTORY-BUILT DIRECT ABOVE VENT GAS FIREPLACE �Q(]© 6x6 POST a 1! W/GWB FINISH 111 Entry o -^ ! AS APP�ABLE d Living 2x6 39" HIGH 5Y2 j� ■lo_ m in WALL W/FINISH > CONDI SO S © TRIM AT TOP t a �f 2 t I Y W -y O i ,n„ o 1. 11" 12" TILE n ... HEARTH a r ©: A10 + ;''TO ...8:1 =v 4•-9Y4" : 4•-8Y4 N • + N = 1 O • I 2-0 -0_ 3-6 5-0 SH 2-0.,.5-0 SH U 'in ` 5.26374-"- 3'-3" j !3'-3" I S'-0}14- Porch "; 1•-0 16'-6) 9.-%" . Q N g Al IONS First Floor Plan 7D FIRST FLOOR Second Rao 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 Logy eff. C o w dl V level V abv.V level V abv. 2w/h v i Type Type v i OTM RoTM Unet U.um OTM Row Unet Veum Vsum 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 0.001 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. left 4' 384 16.0 1.6.0 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. 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 i, 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 ••- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0,00, 0.00 0.00 0.00 0.00 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 EVkw„d 5.16 EVE0 3.08 Notes: * denotes with shear transfer ** denotes perferated shear wall iSB denotes iSB Shear Panel JOB#:CT#14189:Plan7A ID:Upper Lehi'(MSTR:and BR4) Roof Level w dl= 150 pff 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 vhdreq= 31.6 p/f ► •H1 head=A vhdr= 52.7 p/f H5 head= 'C 1 : V Fdragl eq=43.5 Fdrag2 eq= 13.8 Fdrag5 eq=27.7 Fdrag6 eq=43.5 1 v A Fdragl w= 5 Fdragl , 23.1 Fdrag5 w= .•.1 Fdfag•w=72.5 A H1 pier= vi eq= 43.5 pff v3 eq= 43.5 pff - v5 eq= 43.5 H5 pier= 4.0 vi w= 72.5 p/f v3 w= 72.5 p/f v5 w= 72.5 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 Fdragl w=23.1 Fdrag7eq= .7 Fdrag8e• 43.5 v P6TN EQ. 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 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= 3.5 L4='-` 5.0 L5= 5.5 Htotal/L= 0.29 I. i 0-4 0.4 ►4 ► Hpier/L1= 0.36 Hpier/L3= 1.14 < L total= 27.5 feet Hpier/L5= 0.73 0.90 L reduction 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 eft. C 0 w dl V level V abv.V level V abv. 2w/h v i Type Type v i OTM RDTM U e, Us m OTM ROTM Unet Usum Us„m HD (sgft) (ft) (ft) (kir) (kip) (kip) (kip) (kip) p (pit) (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 s 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 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 1,00 015 1.12 2.58 1.11 1.54 1.00 1.00 123 P6-TN 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 0.001 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 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 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 1.00 000' 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00. ' 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 000' 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1,00 0.00. 1 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 000 0.00 0.00 0.00 0.00 1.00 0.00 0--- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00. 1 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 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 EVEa 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 pt= 1.00 Table 4.3.3.5 Wind Wind E.G. E.G. 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.V level V abv. 2w/h v i Type Type v i OTM RDTM net Vaum OTM ROTM Unet Usum D.um 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) Front MSTR* 406 5.0 17.0 1.00 0.15 2.44 0.00 0.98 0.00 1.00 1.00 254 P4 P4 489 10.15 3.21 1.60 1.60 19.55 3.83 3.63 3.63 3.63 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Front Bath* 234 4.5 9,5 1.00 0.15' 1.41 0.00 0.56 0.00 1.00 1.00 162 P6 P6 313 5.85 1.61 1.11 1.11 11.27 1.92 2.44 2.44 2.44 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 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 1.00 000' 0.00 0.00 0.00 0.00 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 8R23* 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 CO 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 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 EVnd 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:PIan7A 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 per SDPWS-2008 pt= 1.30 Table 4.3.3.5 Wind Wind r.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 elf. C 0 w dl V level V abv level V abv. 2w/h v i Type Type v i OTM ROTM Unet U.= OTM RoTM Unet Usum U. HD (soft) (ft) (ft) (kit) (kip) (k'. (kip) (kip) p (pit) (pif) (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.'. 0.00 0.00 0.00 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' 1.00 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 0.8• 0.00 0.00 0.00 0.00 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 4.110' 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 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' 1.00 075' 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 '.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 mar AB' ' 2 6 4.t 8.0 1.10 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= ' 118 2.' 8.' 100 0. 5' 0.4 0.83 0. 0 0.2. .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 - - e '.0 1.' .,v I,is I.'' I.•• '.0' 4.10 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 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 --- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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,,,,d 13.67 EVEo 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 p/f •H head= ^ v hdr w= 147.9 p/f 1.083 'v Fdragl eq= 342 F2 eq= 342 Fdragl w= .0 F2 -850 H pier= v1 eq= 196.0 p/f v3 eq= 196.0 pff P6 E.Q. 5,0 v1 w= 488.0 p/f v3 w= 488.0 plf P4 WIND feet H total= 2w/h= 1 2w/h= 1 8.083 . Fdrag3 eq= F4 e.- 342 feet A Fdrag3 w=850 F4 w=850 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 59.4 p/f P6TN 2.0EQ Wind v sill w= 147.9 p/f P6TN feet..... OTM 7921 19723 R OTM 10124 12251 s. • UPLIFT -139 472 Up above 0 0 UP sum -139 472 H/L Ratios: L1= 2.5 L2= 11.5 L3= 2.5 HtotaVL= 0.49 f ► 10 ► Hpier/L1= 2.00 Hpier/L3= 2.00 L total= 16.5 feet JOB#: CT#14189:Plan7A SHEARWALL WITH FORCE TRANSFER ID: Front Lower LIV* Floor Level w dl= 150 p/f 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 -__1. v hdr eq= 113.9 p/f P •H head= A v hdr w= 285.4 pff 1.083 ,',v Fdrag 1 eq= 484 F2 eq= 484 A Fdragl w= -13 F2 -1213 H pier= v1 eq= 307.6 p/f v3 eq= 307.6 pff P4 E.Q. 5.0 vi w= 770.6 p/f v3 w= 770.6 Of P2 WIND feet H total= 2w/h= 1 2w/h= 1 9.083 Fdrag3 eq= .,6 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 p/f P6TN 3.0 EQ Wind v sill w= 285.4 pff P6 feet OTM 13970 34997 R OTM 6777 8201 w • 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 0-4 ► 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 MSTR Bath* Roof Level w dl= 150 plf 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 0. v hdr eq= 62.1 p/f i A H head= v hdr w= 191.6 p/f 1.083 ','it Fdragl eq= 155 F2 eq= 155 • Fdragl w= • • F2 -479 H pier= v1 eq= 131.1 p/f v3 eq= 131.1 Of P6TN E.Q. 3.5 v1 w= 404.4 p/f v3 w= 404.4 plf P4 WIND feet H total= 2wm= 1 2wm= 1 8.083 v Fdrag3 eq= . F4 e.- 155 feet A Fdrag3 w=479 F4 w=479 2wm= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 62.1 p/f P6TN 3.5 EQ Wind v sill w= 191.6 p/f P6 feet OTM 4769 14711 R OTM 3325 4061 v UPLIFT 164 1206 Up above 0 0 UP sum 164 1206 H/L Ratios: L1 2.3 L2= 5.0 L3= 2.3 Htotal/L= 0.85 4 I. 1 4 0. Hpier/L1= 1.56 Hpier/L3= 1.56 L total= 9.5 feet JOB#:CT#14253:Plan 2613 ID:Rear Upper BR23* 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= 4970,0.: pounds V1 w= 1311.2 pounds V3 w= 2347.5 pounds V5 w= 1311.2 pounds v hdr eq= 73.2 ph •H1 head=TT v hdr= 225.9 phH5 head= W 1 iW Fdragl eq=96.5 Fdrag2 eq= 172.8 Fdrag5 eq= 172.8 Fdrag6 eq= 96.5 14 1 A Fdragl w= •%.0 Fdragl , 533.4 Fd2g5 w= 3.4 Fdrag,w=298.0 A H1 pier= vl eq= 134.1 ph v3 eq= 134.1 ph v5 eq= 134.1 H5 pier= 4.0 v1 w= 414.0 ph v3 w= 414.0 ph v5 w= 414.01 4.0 feet feet H total= 2w/h= 1 2w/h= 1 2w/h= 1 8.0 y Fdrag3= Fd2• 172.8 feet A Fdragl w=297.9524 Fdragl w=533.4 Fdrag7eq= 2.8 Fd2g8-• 96.5 y P6TN E.Q. Fdrag7w= 533.4 Fdrag8w=298.0 n P4 WIND v sill eq= 73.2 ph Hl sill= (0.6-0.14Sds)D 0.6D vsill w= 225.9 ph H5 sill= 3.0 EQ Wind J 3.0 feet OTM 12880.0 39760.0 feet R OTM 18074 22078 y UPLIFT -248 846 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 4 ► 4 ►, 0 0 41 ► Hpier/L1= 1.26 Hpier/L3= 0.71 < L total= 22.0 feet Hpier/L5= 1.26 0.95 L reduction ftti�7 i r s '± ab • A PA '':C n c .: 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 ®2014 APA—Thu 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.) ) Shearm(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" 10g1 31 EQ(1444 WIND) Foundation for Wind or Seismic Loadingfb (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 nota 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 jock-stud strap 1 2'to 18'rough width of opening per wind design min 1000 lbf for single or double portal on both sides of opening t _ opposite side of sheathing Pony ,I y wall . height . �,A;.,,. - ,4t z Fasten top plate to header &Fe with two rows of 16d 4.1 sinker nails at 3"o.c.typ .4 t L Fasten sheathing to header with 8d common or Min.3/8"wood structural 12' galvanized box nails at 3"grid pattern as shown y 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 tttY - within middle 24"of portal r.' 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) nailingis required in each hP� 9 - panel edge. ..j.: i.l. \ . Min length of panel per table 1 Typical portal frame 1116. 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 ::,4. '—Min reinforcing of foundation,one#4 bar __,�,_ 1 jack studs per IRC tables top and bottom of footing.Lap bars 15"min. t R502.5(1)&(2). z:&:•....,. 1 „ '..s .,.amu... %,ot , ,,,4044,,,,:. a :a�C&W,R'9K 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 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,Mtninuun 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 wvvw.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 N.:3.17-100F 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 AM nor its members snake any warranty,expressed or implied,or assume any legal liability or responsibility for the use,application �� of,and/or reference to opinions,findings,conclusions,or recommendations included in this publication.Consult your local jurisdiction or design professional to assure compliance with code, construction, and performance requirements.Because APA has no control over quality of workmanship or the conditions under which engineered wood products are used,it cannot accept responsibility of product performance or designs as actually constructed. 3 ©2014 APA—Thr Engineered Wood Association 180 Nickerson St. CT ENGINEERING Suite 302 i N C. ^^ A/// ��J Seattle,WA RR�j��,� vVA' �rJ 1VlJ� Date: 4— 9819 Project: 1�� JAI L/"�`"' �'J (206)285-4512 /i "J Z ( (/J5 C.� y✓LJ 2� Page Number: (206)285-0618 Client: , 1 oCVIL_ b Q —`,: - 4:7_6r AC-At -7, A1 tl `' X l6`` )Z'` X tee 03eni e frac-- t_ Ra poi i 0-12„ Pmi7n r> getiM.L) ( X o,2 o� - n1 s0,► cgt, 10(0/ 60) 0.312 (5 L16 , g_5)Z3 e_1 ) C))(,2)Liaz (e .- r J � J) tel ) 5' 1 X bo/(2) 44- = 0,;836utv, D 12XkZ to/d1-4- 8AW epv1 331,, otL e:Aon Px5-3K AWN,. c�= o,cog Structural Engineers WOOD FRAME CONSTRUCTION MANUAL 63 • te 3 Table 2.2A Uplift Connection Loads from Wind , •• , (For Roof-to-Wall,Wall-to-Wall,and Wall-to-Foundation) . 700-yr.Wind Speed 3-second gust(mph) 110 115 120 130 140 150 160 170 180 195 Roof/Ceiling Assembly Roof Span(ft) Unit Connection Loads(0)1'1'3'4'5'6'7 _ Design Dead Load 12. 118 128 140 164 190 219 249 281 315 369 T 24 195 213 232 .272 315 362 412 465 521 612 O psf8 36 272 298 324 380 441 506 576 650 729 856 Z Ili 48 350 383 417 489 567 651 741 836 938 1100 In 60 428 468 509 598 693 796 906 1022 1146 1345 G . 12 70 80 92 116 142 171 201 233 267 321 0 24 111 129 148 188 231. 278 328 381 437 528 N 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 �' 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 I. 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. w 3 Tabulated uplift loads are specified in pounds per linear foot of wall. To determine connection requirements, multiply the tabulated unit uplift load by the multiplier from the table below corresponding to the spacing of the . connectors: • Connection Spacing(in.) 12 16 19.2 24 48 Multiplier I 1.00 1.33 ( 1.60 I 2.00 I 4.00 ' " 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-wall'or t' 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. it:f'• 6 When calculating uplift loads for ends of headers/girders,multiply the tabulated unit uplift load by 1/2 of the c;�r; 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 includes the overhang length and the jack span. `5.Y' s Tabulated uplift loads for 0 psf design dead load are included for interpolation or use with actual roof dead loads. ;+. As;, AMERICAN WOOD COUNCIL 180 Nickerson St. C T E N G I N E E R I N G Suite 302 /�j ��// 1 N C. Seattle,WA Protect: rTYW ckt_ S)i ,1 Afs• Date: 98109 (206)285-4512 PAX: Client: Page Number: (206)285-0618 \Xi/MD 1'Rq- @ ► W5 `7 Wu 6010q5c7* • . k4s \A&M) evost mwvivit , . Aed ims 110. uL g IL: --33 15 Pe7F--- p,,nr " ; : -riL : 1,k- t C,9M-tAm "TPASS 9=SS1 gi 36 - . (A . MEE 1o8 l/ I • • v A a74i u 111< c No/0EsOy -T-P14465 ( C N152_ -6( 2,17:-- 1,2_` ( 4 )(7_) 0) 0,6) ta _ • 14.-= (1-6y 6.0A)(0,7-5 (0,61 4- t/b4- . \946- CD Gt*KOcto .e64. pky, • stf _ 64,Avilfzik.; ,q, c franYtec Structural Engineers TRUSS TO WALL CONNECTION ,.,1,i v/,I ti1• #OF TRUSS CONNECTOR TO TRUSS TO TOP PLATES 111411 I 1 1 PUSS 1 HI (6)0.131" X 1.5" (4) 0.131"X 2.5" -Oa a(iti ,Iti 1 H2.5A (5) 0.131" X 2.5" (5) 0.131" X 2.5" 5,',!1 1111 1 SOWC15600 .. ...,. ...... - - titt'. ii!. 2 H10-2 (9) 0.148" X 1.5" (9) 0.148" X 1.5" 111/0 /00 2 (2)H2.5A (5) 0.131" X 25" EA. (5) 0.131" X 2.5" EA. IWUO :ii 2 (2)SDWIC15600 - - ihi.... 111) 3 (3)SDWC15600 - - 11.. ....:519 ROOF FRAMING PER PLAN 8dAT6" O.C. 2X VENTED BLK'G. 0.131" X 3" TOENAIL k.'. ��'�''' AT 6" O.C. IIIIK4 IlI I 1-I2.5A & SDWC15600 STYI F \ COMMON/GIRDER TRUSS -)0 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 -PF VALUES #OF TRUSS CONNECTOR 10 TRUSS TO TOP PLATES UPI IF 1-1 PLIES 1 HI (6) 0.131" X 1.5" (4) 0.131' X 2.5" 400 415 1 H2.5A (5) 0.131"X 2.5' (5) 0.131" X 2.5" 535 [ 110 1 SOWC15600 - - 41i5 115 2 HID-2 (9) 0.148" X 1.5" (9)0.148" X 1.5" i070 - 7t67 2 (2)H2.5A (5) 0.131" X 2.5" EA. (5) 0.131"X 2.5" EA. limn 7Zn.._.. 2 (2)SDWC15600 - - seri 7.10 3 (3)SOWC15600 ADD A35 0 48"0.C. ROOF FRAMING PER PLAN FOR.H2.5A AND SDWC STYLE 8d AT 6" O.C. CONNECTIONSAIL 2X VENTED Bin. ,,,,,„,. ..,,N = ,,_-.....,, moi �- 0.. 1 NB 1 I H2.5A & SDWC15600 STYI F iCOMMON/GIRDER TRUSS - PER PLAN TRUSS TO WALL CONNECTION TO EACH H1 STYLE BEARING/SHEAR WALL PER TRUSS PLY PER TABLE ABOVE PLAN AND SCHEDULE SCALE: 3/4"= 1'-0" (BEAM/HEADER AT SIMILAR) 19 TYPICAL TRUSS TO WALL CONNECTION [ BeamChek SE 1;2005 licensed to:Pacific Lumber Reg#SE-too BM1 Prepared by:KLB Date:8/07/15 Selection 5-1/8x 19-1/2 GLB 24F-V4 DF/DF Lu=0.0 Ft Conditions Min Bearing Area R1=11.8 int R2=11.8 in2 DL Defl 0.34 in Suggested Camber 0.51 in Data Beam Span 22.0 ft Reaction 1 LL 3762# Reaction 2 LL 3762# Beam Wt per ft 24.28 # Reaction 1 TL 7670# Reaction 2 TL 7670# Bm Wt Included 534# Maximum V 7670# Max Moment 42186'# Max V(Reduced) 6537# TL Max Defl L/24o TL Actual Defl L/400 LL Max Defl L/36o LL Actual Defl L/819 Attributes Section(in3) Shear(in2) TL Defl(in) LL Defl Actual 324.80 99.94 0.66 0.32 Critical 222.45 40.86 1.10 0.73 Status OK OK OK OK Ratio 68% 41% 60% 44% Fb(psi) Fv(psi) E(psi x mil) Fc 1 (psi) Values Base Values 2400 240 1.8 650 Base Adjusted 2276 240 1.8 65o Adjustments Cv Volume 0.948 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb=o.00 Le=o.00 Ft Kbe=o.o Loads Uniform LL:217 Uniform TL:373 =A Par Unif LL Par Unif TL Start End 125 H=300 O 22.0 H Uniform Load A Z\ Ri=7670 R2=7670 SPAN=22 FT Uniform and partial uniform loads are lbs per lineal ft. N, 7. Roseburg J2 MAIN 4-19-161:45pm A Forest Products C&onparwc1 of 1 CS Beam 2016.4.0.5 kntBeampn�e 4.13.19.1 Materials Database 1547 Member Data Description: Member Type: Joist Application: Floor Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 40 PSF Deflection Criteria: U480 live, L/240 total Dead Load: 12 PSF Deck Connection: Glued & Nailed Filename: Beam1 14 5 0 11 7 0 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 canying members Live Dead 1 391#(245p1f) 108#(670f) 2 1033#(645p1f) 310#(19400 3 323#(202ptf) 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 boftom 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.W 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" U681 6.61' Odd Spans D+L LL Deflection 0.2039" 0.3549" L/835 6.61' Odd Spans L Control: Max Int.React. DOLs: Live=100% Snow=115% Roof=125% Wind=160% SIMPSON Allpoductnamesar rademaksoftheir espectiveoNners KAMI L.HENDERSON EWP MANAGER r Copyright(C)2016 by Simpson Strong-Tie Company Inc.ALL RIGHTS RESERVED. PACIFIC LUMBER&TRUSS '•Passng isdefined as when the member,floorjolst,beam orgirder,shown on thisdrawing meets applicable design criteria for Loads,Loading Conditions,and Spans listed on thissheet.The BEAVERTON,OREGON 97005 desgn must be reviewed by a qualified desgner ordesgn professorial as required forapproval.This desgn assumes product installation according to the manufacturers specifications 503-858-9663