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Specifications (16) ? Zig g (5- a-ttL-d CT ENGINEERING Structural Engineers 180 Nickerson Street Suite e,206.285.4512 (V)302 Seattl206.285.0WA 81898109(F) INC. r - #15238 Structural Calculations �° PRO �4 River Terrace AOIG "F�' ' Plan 7 Elevation B E �,AR22 ��� o � Tigard, OR '��Fs T. � GR\o • y�ti \ 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 I CT ENGINEERING INC 180 Nickerson St. Suite 302 Seattle,WA 98109 (206)285-4512(V) (206)285-0618(F) Polygon Northwest Company Multiple locations in Tigard, OR DESIGN SUMMARY: (Note-Dual reference for Plan 3 also includes Plan 3713) The proposed project is to be single-family homes. We understand that these homes are to be constructed in multiple locations throughout Tigard, Oregon. Design parameters are as noted below: The structures are two-story wood-framed. Roof framing is primarily with pre-manufactured pitched chord wood trusses. Upper floor framing is primarily with pre-manufactured parallel chord wood trusses. Floor framing over crawlspace is primarily pre-manufactured wood joists. The foundations are to be conventional spread footings. Wind design is based on the ASCE 7-10 MWFRS (Envelope Procedure)for 120 mph ultimate wind speed, exposure category B, and with a Kzt value of 1.00. Lateral design is based on the ASCE 7-10"equivalent lateral force" procedure with Ss equal to or less than 1.10 and S1 equal to or less than 0.50 and with soil classification"D". Plywood or OSB shearwalls are the primary lateral force resisting system (R=6.5). . Foundations have been sized for Class 4 soils as defined in IBC 1806.2. Codes considered; 2012 IBC, and currently adopted ORSC and OSSC. SHEET TITLE: DEAD LOAD SUMMARY CT PROJECT#: Plan 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 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 1 - m RB.blGABLE!END TRUSS RB. I I / MIN. HDR Alli =I MIN. HDR a 1 r....... or ich I� 1 IIIIMINE I I I If I 1 1 1 1 1 1 1 1 1 1 A0M1 1EIMMillilA 1 I I '-■I I 1 1 I 1 1 I ROOF TRUSSES 1AT 24" O.C. TYP. I I ccl I 1 I = I s I I TI A I I I Nll a 1 I r----- I -1 J I GABLE WEB I ii 1 r I I I r 1 1 L 1 1 I ■■■■ I 1 I I I I I I I . I I 1 p I rs iii 122"x CI 0 I I I =�i° 1 ACESSI I I �,,.Q LJ 1 r6 I ��� m I I I i-I ® I I 1 MI lMirIIIIIIIIIIMIMIIIMIMIM I o I I VD A = 1 1 . Ii iiai .1 x I I 1 N I I M . I a ion I CX I I I I I 11 N t1 I AdIMMINEM 1 al I I f I I NW I 1 miwAdmmillu_ I T 1 I N 1 I � I AlM , MIN. HDR n<v 1 I.- � - 1 E- GABLE WEB I O r ----RB.b3 -1 I HDR IN. HDR I MIN. HDR MIN. HDR -- I-- I GABLEI END TRUSS I L LRB.b4. J Ala SCISSOR/BOTTOM CORD TRUSS B NW SCISSOR TRUSS A CT# 14252 2014.10.17 1/4" = 1'-0" (11x17) PLAN 7B ROOF FRAMING PLAN 1/4"=1'-0" AMERICAN MODERN 19 An, 0 s9401 al, GABLE IEND TRUSS / \ I CONT.14x12 HDR \ -- / na 111014 4.bl S1101 ROOF TRUSSES AT 24" O.C. TYP. 9'-6' 6x6 POST 6x6 POST S 5v1 S .T.A T..Tfli km- —nnr-,�,z-= -=— - -,T--,-- --1 • .b2 U 0 cv Qlid% gw, ,. . • '%17 co cn L cc 0 0 ® P42 014 STHD14 i3x14L a ,- mama gk 6x6 POST 0 cil 1 I (a1 pg ENTIRE �� I L -@� /�\ I i,. SIDE � I ,, 212 0 HD•I! 2 14 'FLOOR TRUSSE`1 \ I ROOF TRUSSES ; Z ila AT 24"O.C.1 1. / v� .x I I i �� 1 o A � �EI� 1. ENTIRE 0 LEDGER I �, g i �\ i'- •. i i a�>_ _ SIDE P6 1►�_._�-._ I a �� i 2)2x10 HDR - I I r© lam!IM --) n.b15 1 ss.o cc = (D x N I Z BLOCKOUT FOR g e 1 1 MICROWAVE EXHAUST. rTi 9 _J o 13"CLEAR o w¢J I S9.0 �— o PICTURE FRAME N q w OPENING. DIMS 0• m .q N ARE TO q.STUDS. CCI 03-2 nx x , a X X --__ 0 M xf� N , 4 u7 E 4 I -�1�. _ m 1 I oN , _ m I. 1 , arm `. M 0 4 7. `4 I w I I FIXTURES _isi ABOVE la I 1I d 14,..--6X6 POST IN Ce I x n m x (--F GI o 4 �oII 4, o �I X W �?I I 1 N 2x ROOF I I 14 Iq rl i = r— --� I FRAMING 1 o I1 r 11I _ 9 t 59.0 'IX IL— B.b9 --J 'ni-I STHD14 STHDI 4x8 HDRz44x88 HDR_4x8 HDR. 4x8 HDR `I :I 0 B Bib b BT�10 r 1 , cs ® 59.0 `0'`;'K In I 2P3 I I � Q a I ® E.b18 E.b17 Ptak ___ 4x12 HDR �— —= 4x12 HD' 6x6 POST I - Q W/ACE4 17 18 6 6x6 POST MI All 6x6 POST W/ACE4 W/AC4 Q ALL HEADERS CHANGED TO(2)2x10 U.N.O. PLAN 7B UPPER LEVEL FLOOR FR MING 1/4"=1'-0" AMERICAN MODERN 1 MST48 lD MST48 411111111111k\ D A GJ 1 1 r '> j _.10 I\ J Q •1 l__S� ] H � 1./ s WASHER I] r ENi1RE DRYS SIDE r— j I 1 EN11RE p6TN SIDE 1 I l 0 o `���"p)vll J I 0 \._} 1 , , a ,k . MST37_i \\\<i.M11 MST37 ■ ® ■ 8 S1.2 8 S1.2 CT# 14301 2015.03.05 1/4" = 1'-0" (11x17) PLAN 7B UPPER LEVEL SHEARWALLS 1/4"=1'-0" AMERICAN MODERN 10/2_. 16'-3" 3'-10/2' m all ,Ckdt& dEk STHD14 _ I Z STHD1• • Q J O N N • 2 3r CONC. SLAB u OVER 4" FREE DRAINAGE MATERIAL • w OVER COMPACTED FILL 2 r I- _ I e --- I -1 ^ Z - I VERIFY GARAGE SLAB HEIGHT '' w'- L scaWITH GRADING PLAN aI o _ • o 5 cc0 S6.0D1 I� H 14 18•_0)" 3'-11y' 1411 n • j S6.0 `i J -16" 9 0 M r-- 13/© • I 10FURN. In CONC. I m© VARIES : MIN. I 1 . ABOVE o m PATIO SLA -14 I SIM. ! -3" FROM TOP OF - Ir- o Ur =11STEM WALL I1 it ra L SLOPE I ® STHD14 III__ r+ • ___J O 2"DN O :--*N. II of 56.0 I STHD14 .,.. _1 ti I N 43�" ^ 3-9 4 1 2x4 PONY WALL j\ 18x24 CRAWL FIXTURE ABOVE—,-I\ I i 01 ,�ABU66 �r®I I AT HIGH EDN. n PAGE ACCESS I I 's' 1:i 41.467.46.77 LI so •M _ _r I F 1 ' LJ I 18"x36"x10" FOOTING j �, U I ArA I'I I (2) #4, (3) #4 I i M M P6 1J_ 11 - "' II 11 0 ENTIRE _1�"x 9Y2-"L2.1_ 1 1 SIDE to 10ENTER U/WALL & ( r—ESO I I1 , 17` ) i I .1 I S6 0 I-,i,_k_ 9'-Sy" Ach '1 L J S6 0 , 30'x30"x10" I Q 0 FINISHED FLOOR I .f FOOTING W/ • • I I AT+0'-0" n " (3) #4 EA. WAY / 0 If M IYe .1. y L-- `r1 PT4x4 POST Ii"" ��, I1(71 TYP.P.T. U.N.O. v CRAWL S II +J 44 DRAINAGE CONNECT 914" I-JOISTS AT 19.2"O.C. FOOTING I TYPICAL ALLOW P n 1-121/4", I 11'-7y" I 14'-4%" i0.1 . tf II 9'-8y4" LJ.J J1'-61" J®mm_ e __ 1 x 914" LVL____ m30"x30"x10" I J I FOOTING W/ m • 18"x18"x10" FTC. "' 1 I * I (3) #4 EA. WAY111 -12%4" I #4 EW I n ® i W TYP. U.N.O. L4 T ____ 1 6x6 P.T. POST I ' I L 4_1 in 10 &4 I I 13'4" x 914" LVL--- SIM.W_SWSIM. ®I I. ^ 2x1 PONY Ell �� c 4. I"-- WALL .�'� ii I � I CM pir�i ' C- i --4- TART FRMG.I 1 ISIM.�`7SIM.® / � 1 eta% _5" ..' 1 wmpr iV 1 ® i STHD14 STHD14 '° m z„,..- - I 16'-6�" 9'-Sy" io to i I 31" CONC. SLAB -61" TOP OF SLAB o I SLOPE 1Y"1 -12Y" TOP OF 8" " I L STEM, w9LL I a I. 16 ' ABU44 I e S6.0 ABU44 1-2Y"- 6'-0" j II ABU44 �-3Y" L i 8'-5" 3/2 Title: PLAN 2613 Job#14189 Dsgnr: TRE Date: 4:32PM, 16 SEP 14 Description :SF RESIDENCE Scope: STRUCTURAL DESIGN Rev: 580006 Page 1 ' User:KW-0602997,Ver 5.6.0,1-Dec-2003 Timber Beam &Joist (c)1963-2003 ENERCALC Engineering Software 14189 Plan 2613 ecw:ROOF FRAMING Description 2613B ROOF FRAMING Timber Member Information RB.bl RB.b2 RB.b3 RB.b4 RB.b5 RB.b6 RB.b7 Timber Section 2-2x4 2-2x8 2-2x4 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 3.500 7.250 3.500 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 Fir,No.2 Hem Fir,No.2 Hem Fir,No.2 Hem Fir,No.2 Hem Fir,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 _Center Span Data Span ft 5.50 2.50 5.25 3.00 3.00 5.50 4.50 Dead Load #/ft 60.00 225.00 60.00 60.00 225.00 225.00 195.00 Live Load 4*/ft 100.00 375.00 100.00 100.00 375.00 375.00 325.00 Results Ratio= 0.8084 0.1825 0.7366 0.2405 0.2627 0.8831 0.5124 Mmax @ Center in-k 7.26 5.62 6.61 2.16 8.10 27.22 15.79 @ X= ft 2.75 1.25 2.62 1.50 1.50 2.75 2.25 fb:Actual psi 1,185.3 214.0 1,080.0 352.7 308.2 1,035.9 601.0 Fb:Allowable psi 1,466.3 1,173.0 1,466.3 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 56.3 26.9 53.8 27.7 37.2 89.2 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 165.00 281.25 157.50 90.00 337.50 618.75 438.75 LL lbs 275.00 468.75 262.50 150.00 562.50 1,031.25 731.25 Max.DL+LL lbs 440.00 750.00 420.00 240.00 900.00 1,650.00 1,170.00 @ Right End DL lbs 165.00 281.25 157.50 90.00 337.50 618.75 438.75 LL lbs 275.00 468.75 262.50 150.00 562.50 1,031.25 731.25 Max.DL+LL lbs 440.00 750.00 420.00 240.00 900.00 1,650.00 1,170.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK _ �,. � � �,. ._ Center DL Defl in -0.089 -0.002 -0.074 -0.008 -0.003 -0.037 -0.015 LJDefl Ratio 744.5 18,789.1 856.0 4,587.6 10,873.3 1,764.6 3,717.4 Center LL Defl in -0.148 -0.003 -0.123 -0.013 -0.006 -0.062 -0.024 LiDefl Ratio 446.7 11,273.4 513.6 2,752.5 6,524.0 1,058.7 2,230.4 Center Total Defl in -0.236 -0.004 -0.196 -0.021 -0.009 -0.100 -0.039 Location ft 2.750 1.250 2.625 1.500 1.500 2.750 2.250 LJDefl Ratio 279.2 7,045.9 321.0 1,720.3 4,077.5 661.7 1,394.0 1 Title: PLAN 2613 Job#14189 Dsgnr: TRE Date: 4:35PM, 16 SEP 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev: 580006 User:KW-0602997Ver 5.8.01-Dec-2003 Timber Beam & Joist Page 1 ' (c)1983-2003 ENERCALC Engineering Software 14189 Plan 2613 ecw CRAWLSPACE FRAMING Description 2613 ABCD CRAWLSPACE FRAMING Timber Member Information TYP BEAM Timber Section 4x8 Beam Width in 3.500 Beam Depth in 7.250 Le:Unbraced Length ft 0.00 Timber Grade Douglas Fir- Larch,No.2 Fb-Basic Allow psi 900.0 Fv-Basic Allow psi 180.0 Elastic Modulus ksi 1,600.0 Load Duration Factor 1.000 Member Type Sawn Repetitive Status No Center Span Data Span ft 5.75 Dead Load #/ft 195.00 Live Load #/ft 520.00 Results Ratio= 0.9884 Mmax @ Center in-k 35.46 @ X= ft 2.87 fb:Actual psi 1,156.5 Fb:Allowable psi 1,170.0 Bending OK fv:Actual psi 96.2 Fv:Allowable psi 180.0 Shear OK Reactions @ Left End DL lbs 560.62 LL lbs 1,495.00 Max.DL+LL lbs 2,055.62 @ Right End DL lbs 560.62 LL lbs 1,495.00 Max.DL+LL lbs 2,055.62 Deflections Ratio OK Center DL Defl in -0.027 UDefl Ratio 2,558.5 Center LL Defl in -0.072 UDefl Ratio 959.5 Center Total Defl in -0.099 Location ft 2.875 UDefl Ratio 697.8 Title: PLAN 7A Job#14301 Dsgnr: TSW Date: 2:13PM, 1 MAR 16 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev. 580006 Page 1 s; User.KW-0602997,Ver5.8.0,1-Dec-2003 Timber Beam &Joist (c)1983-2003 ENERCALC Engineering Software PLAN 7 ABD.ECW Floor Framing Description 2613B FLR FRMG 1 OF 3 Timber Member Information ;ode Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined r B.b1 B.h2 B.b3 B.b4 B.bS B.b6 B.b7 Timber Section 4x10 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 9.250 19.500 14.000 7.250 14.000 7.250 7.250 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade Douglas Fir- Rosboro,Bigbeam iLevel,ISL 1.55E Hem Fir,No.2 Rosboro,Bigbeam Douglas Fir- Hem Fir,No.2 Larch,No.2 2.2E 2.2E Larch,No.2 Fb-Basic Allow psi 900.0 3,000.0 2,325.0 850.0 3,000.0 900.0 850.0 Fv-Basic Allow psi 180.0 300.0 310.0 150.0 300.0 180.0 150.0 Elastic Modulus ksi 1,600.0 2,200.0 1,550.0 1,300.0 2,200.0 1,600.0 1,300.0 Load Duration Factor 1.150 1.150 1.150 1.000 1.000 1.000 1.150 Member Type Sawn GluLam Manuf/Pine Sawn Manuf/Pine Sawn Sawn Repetitive Status No No No No No No No Center Span Data Span ft 16.00 22.00 4.00 3.50 18.00 4.50 4.50 Dead Load #/ft 60.00 77.00 150.00 195.00 195.00 195.00 75.00 Live Load #/ft 100.00 128.00 400.00 520.00 520.00 520.00 200.00 Dead Load #/ft 168.00 325.00 Live Load #/ft 300.00 375.00 Start ft End ft Results Ratio= 0.9911 0.4315 0.0864 0.4901 0.6447 0.6054 0.9607 Mmax @ Center in-k 61.44 488.60 13.20 13.14 347.49 21.72 29.62 @ X= ft 8.00 11.00 2.00 1.75 9.00 2.25 2.25 fb:Actual psi 1,231.0 1,401.8 230.9 499.9 1,934.1 708.3 1,126.9 Fb:Allowable psi 1,242.0 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 53.6 88.6 28.6 56.6 109.3 70.0 111.4 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 480.00 2,695.00 300.00 341.25 1,755.00 438.75 900.00 LL lbs 800.00 4,708.00 800.00 910.00 4,680.00 1,170.00 1,293.75 Max.DL+LL lbs 1,280.00 7,403.00 1,100.00 1,251.25 6,435.00 1,608.75 2,193.75 @ Right End DL lbs 480.00 2,695.00 300.00 341.25 1,755.00 438.75 900.00 LL lbs 800.00 4,708.00 800.00 910.00 4,680.00 1,170.00 1,293.75 Max.DL+LL lbs 1,280.00 7,403.00 1,100.00 1,251.25 6,435.00 1,608.75 2,193.75 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.240 -0.173 -0.001 -0.005 -0.166 -0.010 -0.030 UDefl Ratio 801.6 1,528.6 34,459.7 7,900.8 1,297.6 5,337.8 1,812.2 Center LL Defl in -0.399 -0.302 -0.004 -0.014 -0.444 -0.027 -0.043 L/Defl Ratio 480.9 875.0 12,922.4 2,962.8 486.6 2,001.7 1,260.7 Center Total Defl in -0.639 -0.474 -0.005 -0.019 -0.610 -0.037 -0.073 Location ft 8.000 11.000 2.000 1.750 9.000 2.250 2.250 L/Defl Ratio 300.6 556.5 9,398.1 2,154.8 353.9 1,455.8 743.5 4 Title: PLAN 2613 Job#14189 Dsgnr: TRE Date: 4:34PM, 16 SEP 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev:580006 User:KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist Page 1 I (c)1983-2003 ENERCALC Engineering Software 14189_Plan_2613.ecw:Floor Framing l' Description 26138 FLR FRMG 2 OF 3 Timber Member Information B.b8 B.b9 B.b10 B.b11 B.b12 B.b13 B.b14 Timber Section 2-2x8 2-2x8 4x8 2-2x8 2-2x8 2-2x8 2-2x8 Beam Width in 3.000 3.000 3.500 3.000 3.000 3.000 3.000 Beam Depth in 7.250 7.250 7.250 7.250 7.250 7.250 7.250 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade Hem Fir,No.2 Hem Fir,No.2 Douglas Fir- Hem Fir,No.2 Hem Fir,No.2 Hem Fir,No.2 Hem Fir,No.2 Larch,No.2 Fb-Basic Allow psi 850.0 850.0 900.0 850.0 850.0 850.0 850.0 Fv-Basic Allow psi 150.0 150.0 180.0 150.0 150.0 150.0 150.0 Elastic Modulus ksi 1,300.0 1,300.0 1,600.0 1,300.0 1,300.0 1,300.0 1,300.0 Load Duration Factor 1.000 1.150 1.150 1.150 1.150 1.150 1.150 Member Type Sawn Sawn Sawn Sawn Sawn Sawn Sawn Repetitive Status No No No No No No No Center Span Data Span ft 3.00 3.50 3.50 2.50 4.00 2.50 3.50 Dead Load #/ft 75.00 15.00 15.00 120.00 120.00 120.00 120.00 Live Load #/ft 200.00 40.00 40.00 320.00 320.00 320.00 320.00 Dead Load #/ft 325.00 220.00 160.00 250.00 325.00 325.00 325.00 Live Load #/ft 375.00 200.00 100.00 250.00 375.00 375.00 375.00 Start ft End ft Results Ratio= 0.4910 0.2831 0.1403 0.2859 0.8875 0.3467 0.6795 Mmax @ Center in-k 13.16 8.73 5.79 8.81 27.36 10.69 20.95 @ X= ft 1.50 1.75 1.75 1.25 2.00 1.25 1.75 fb:Actual psi 500.8 332.1 188.8 335.3 1,041.0 406.7 797.1 Fb:Allowable psi 1,020.0 1,173.0 1,345.5 1,173.0 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 60.5 37.6 21.4 42.1 110.7 51.1 90.3 Fv:Allowable psi 150.0 172.5 207.0 172.5 172.5 172.5 172.5 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 600.00411.25 306.25 462.50 890.00 556.25 778.75 5 LL lbs 862.50 420.00 245.00 712.50 1,390.00 868.75 1,216.25 Max.DL+LL lbs 1,462.50 831.25 551.25 1,175.00 2,280.00 1,425.00 1,995.00 @ Right End DL lbs 600.00 411.25 306.25 462.50 890.00 556.25 778.75 LL lbs 862.50 420.00 245.00 712.50 1,390.00 868.75 1,216.25 Max.DL+LL lbs 1,462.50 831.25 551.25 1,175.00 2,280.00 1,425.00 1,995.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.006 -0.006 -0.003 -0.003 -0.021 -0.003 -0.012 UDefl Ratio 6,116.2 6,555.9 12,641.2 11,425.8 2,319.4 9,500.1 3,462.1 Center LL Defl in -0.008 -0.007 -0.003 -0.004 -0.032 -0.005 -0.019 UDefi Ratio 4,254.8 6,419.4 15,801.5 7,416.7 1,485.1 6,082.8 2,216.8 Center Total Defl in -0.014 -0.013 -0.006 -0.007 -0.053 -0.008 -0.031 Location ft 1.500 1.750 1.750 1.250 2.000 1.250 1.750 L/Defl Ratio 2,509.2 3,243.5 7,022.9 4,497.4 905.4 3,708.4 1,351.4 Title: PLAN 2613 Job#14189 Dsgnr: TRE Date: 4:34PM, 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 14189_Plan 2613 ecw:FPa Framing `; (c)1983-2003 ENERCALC Engineering Software 1 ec: r ing Description 2613B FLR FRMG 3 OF 3 Timber Member Information B.b15 B.b16 B.b17 B.b18 Timber Section 2-2x8 2-2x8 4x8 4x10 Beam Width in 3.000 3.000 3.500 3.500 Beam Depth in 7.250 7.250 7.250 9.250 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 Timber Grade Hem Fir,No.2 Hem Fir,No.2 Douglas Fir- Douglas Fir- Larch,No.2 Larch,No.2 Fb-Basic Allow psi 850.0 850.0 900.0 900.0 Fv-Basic Allow psi 150.0 150.0 180.0 180.0 Elastic Modulus ksi 1,300.0 1,300.0 1,600.0 1,600.0 Load Duration Factor 1.150 1.150 1.150 1.150 Member Type Sawn Sawn Sawn Sawn Repetitive Status No No No No Center Span Data Span ft 4.50 4.00 9.00 16.00 Dead Load #/ft 15.00 Live Load #/ft 40.00 Dead Load #/ft 160.00 60.00 75.00 60.00 Live Load #/ft 100.00 100.00 125.00 100.00 Start ft End ft Results Ratio= 0.3104 0.1246 0.5890 0.9911 Mmax @ Center in-k 9.57 3.84 24.30 61.44 @ X= ft 2.25 2.00 4.50 8.00 fb:Actual psi 364.1 146.1 792.5 1,231.0 Fb:Allowable psi 1,173.0 1,173.0 1,345.5 1,242.0 Bending OK Bending OK Bending OK Bending OK fv:Actual psi 36.0 15.5 46.4 53.6 Fv:Allowable psi 172.5 172.5 207.0 207.0 Shear OK Shear OK Shear OK Shear OK _Reactions @ Left End DL lbs 393.75 120.00 337.50 480.00 LL lbs 315.00 200.00 562.50 800.00 Max.DL+LL lbs 708.75 320.00 900.00 1,280.00 @ Right End DL lbs 393.75 120.00 337.50 480.00 LL lbs 315.00 200.00 562.50 800.00 Max.DL+LL lbs 708.75 320.00 900.00 1,280.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.013 -0.003 -0.062 -0.240 UDefl Ratio 4,142.2 17,201.9 1,734.8 801.6 Center LL Defl in -0.010 -0.005 -0.104 -0.399 UDefl Ratio 5,177.8 10,321.1 1,040.9 480.9 Center Total Defl in -0.023 -0.007 -0.166 -0.639 Location ft 2.250 2.000 4.500 8.000 UDefl Ratio 2,301.2 6,450.7 650.5 300.6 TJI JOISTS and RAFTERS I . Coda Code Code I_ Suggest Joist b d ;Spa LL DL M max V max 1 El L fb L fv L TL240 L LL360 L max TL dell. LL dell. L TL360 L 8480 Suggestest L axTLpdefl.TLick pdell. LLpdell.'LL dell. __size&rade _width(M.) depth(in�J (in.)1 js1) (psf)Lift Ibs4 (psi) I _ si) (ft.)__ (ft.) _-L1 (ft.) _(ft.) 1 (in.) (inI_�_` ift,L_ (tt.) _ (ft.) _Cluj_ratio____(in.)_!I ratio 9.5_"TJI 110 __1.75 9.5_19.2 19.2 40 15 2380 _1220 1.40E+08 14.71 27.73 15.23 14.80 14.71 0.66 _0.48,.1220 1.40E+08 TET1 3 TO 1 6.19 75.73 1133 F.72 _1__13.31 __13.45 13.31_ 44^__360_ 0.321 _495 9.5"TJI 110_ 1.75 J t- 9.5"TJI 110 1.75 9.51 12 40 151 2380 1220 1.40E+08 18.61 44.36 17.82 17.31 17.31 0.79 0.581 1 15.57 15.73 15.57 0.52 360 0.341 14.14 147.29 14.14 -6747 -3-61 495 9.5"TJ1110_ 1.75 9.51 9.6 40 15 2380 12201 1.40E+08 20.80 55.45 19.19 18.64 18.64 0.85 0.6216.94- - 0.38; 495 I 16.77 16.77._ 0.56 360 0.41 495 9.5"TJI 110 1.75 9.51 19.2 40 10 2500 12201 1.57E+08 15.81 30.50 16.34 15.37 15.37 0.64 0.51 i _ 14.27 13.97 13.97 0.44 384 0.351 480 9.5"TJI 110 1.75 9.5 16 40 10 2500 1220 1.57E+08 17.32 36.60 17.36 16.34 16.34 0.68 0.54 15.17 14.84 14.84 0.46 384 0.37' 480 _,__9_5"TJI 110 1.75 9.51 12 40 1012500 12201 1.57E+08 20.00 48.80, 19.11_17.98 17.98 0.75 0.60_ -16.69 16.34 16.34 0.51 384 0.41 480 9.5"TJI 110 1.75 9.5' 9.6 40 10 2500 1220 1.57E+08 22.36 61.00 20.58 19.37 19.37 0.81 0.65 J 17.98 17.60 17.60_1.55 384 0.441 480 9.5"TJI 210 2.0625 9.51 19.2 40 10 -3006-73301 1.87E+08 17.32 33.25- 17.32 16.30 16.30 0.68 0.54 15.13 14.81 14.81 0.46 384---(5-71----4-E 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 9.5"TJI 210 _2_0625 9.5' 12 -40 10 3000 13301 1.87E+0821.91 _53.20 20.26 19.06 19.06 0.79 0.64 17.70___17.32 17.32 0.54__384 0.43 _480 16.08 15.74 15.74 0.49 384 0.39 480 9.5"TJI210 2.0625 9.5 9.6 40 10 3000 13301 1.87E+08 24.49 66.50 21.82 20.53 20.53 0.86 0.68-) 19.06 18.66 18.66 0.58 384 0.47r 480 9.5"TJI 230 2.3125 9.51 19.21 40 101 3330 1330, 2.06E+08 18.25 33.25 17.89 16.83 16.83 0.70 0.561 1 15.63 15.29 15.29 0.48 384 0.381 480 9.5"TJI 230 2.3125 9.5 16 40 10 3330 1330 2.06E+08 19.99 39.90 19.01 17.89 17.89 0.75 0.60 16.60 16.25 16.25 0.51 384 0.411 480 9.5"TJI 230 2.3125 9.51 12 40 10 3330 13301 2.06E+08 23.08 53.20 20.92 19.69 19.69 0.82 0.66 18.28 _ 17.89 17.89 0.56 384 0.45 480 9.5"TJI 230 2 3125 9.51 9.6 40 10 3330 1330 2.06E+08 25.81 66.50 22.54 21.21 21.21 0.88 0.71, 19.69 19.27 19.27 0.60 384_ 0.48+ 480 11.875"TJI 110 1.75 11.875; 19.21 40 101 3160 1560 2.67E+08 17.78 39.00 19.50 18.35 17.78 0.67 0.541 17.04 16.67 16.67 0.52 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 3384 0.421 480 84 0.441 480 11.875"TJI 110 1.75 11.8751 121 40 10 3160 15601 2.67E+08 22.49 62.40 22.81 21.46 21.46 0.89 0.721 1 19.93 19.50 19.50_ 0.61 384 0.49L 480 11.875"TJI 110 1.75 11.875' 9.6 40 10 3160 15601 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 0.53 460 11.875"TJI 210 2.0625 11.875 19.2 40 101 3795 1655-3. +08 15E 19.48 41.38 2011-79.39-1-9...19 0.81 0.651 18.00 17.62 17.62 0.55 384 0.44 480 11.875"TJI 210 2.0625 11.875 16 40 10 3795 1655 3.15E+08 21.34 49.65 21.90 20.61 20.61 0.86 0.69 19.13 18.72 18.72 0.59 384 0.47 480 11.875"TJI 210 2.0625 11.8751 121 40 101 3795 16551 3.15E+08 24.64 66.20 24.10 22.68 22.68 0.95 0.761 21.05 20.61_ 20.61 0.64 384 0.52 480 11_875"TJI 210 2.0625 11.875 9.6 40 101 3795 16551 3.15E+08 _27.55 82.75 25.96 24.43 24.43 1.02 0.81L 22.68 22.20 22.20 0.69 384 0.55 480 11.875"TJI 230 2.3125 11.875 19.2 40 101 4215 16551 3.47E+08 20.53 41.38 21.28 20.03 20.03 0.83 0.671 ; 18.59 18.20 18.20 0.57 384 0.45. 480 11.875"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 1 11.875"TJI 230 2.3125 11.8751 _12 40 10 4215 16551 19.76 19.34 19.34 0.60 384 0.481 480 _11.875"TJI 230 2.3125 11.875 9.6 _ 40 10� 4215 16553.47E+08 29.03 82.75 26.81 25.23 _ 25.23 11.05 __0.841 I ,.._,..._......__..._...._,...............__.__ 21.74 21.28 21.28 0.67 384 0.531 480 1 _ -- _ _23.42 22.93 22.93 0.72 384_ 0.571___48_0 11.875"RFPI 400 2.0625`11.875, 19.21 40 101 4315 1480 3.30E+08 20.77 37.00 20.93 19.69 19.69 0.82 0.661 1 18.28 17.89 17.89 T 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 0.411 480 384 0.48 480 11.875"RFPI400I 2.0625 11.8751 121 40 101 4315 14801 3.30E+08 26.28 59.20 24.48 23.03 23.03 0.96 0.771 21.38 20.93_ 20.93 0.65 384 0.521 480 11.875"RFPI 400 2.0625 11.8751 9.61 40 101 4315 14801 3.30E+08 29.38 74.00 26.37 24.81 24.81 1.03 0.831 23.03 22.54 22.54 0.70 84 0.56 480 Page 1 Ilk D+L+S CT#14189-Betahny Creek Falls I LOAD CASE (12-12) (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 Bucklin,Factor D+L+S 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.Wail duration duration factor factor use Stud Grade Width Depth Spacin. Height Le/d Vert.Load Hor.Load <=1.0 Load 6 Plat:Cd(Fb)Cd(Fc Cf Cf Cr Fb Fc perp Fc E Fb' Fc perp' Pc. Fce Pc fc fc/F'c tb fb/ in. in. in. ft. 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 28.4 1730 0 0.9916 1993.4 1.00 1.15 1.1 1.05 1.15 675 405 800 1,200,000 854 506 966 515.42 441.22 439.37 1.00 0.00 0.000 H-F Stud 1.5 3.5 16 9 30.9 1340 0 0.9966 1993.4 1.00 1.15 1.1 1.05 1.15 675 405 800 1,200,000 854 508 986 378.09 340.90 340.32 1.00 0.00 0.000 H-F Stud 1.5 3.5 12 9 30.9 1785 0 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 ®mira6.25 ganaimazirj 0 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 ®® 8.25 28.3 2070 0 0.9953 2657.8 1..00 1.15 ®1.05 1.15 675 405 800 1,200,000 506 966 449.95 395.22 394.29 1.00 0.00 0.000 H-F Stud 1.5 8.25 28.3 3100 0 0.9921 3968.7 1.00 1.15 1.05 1.15 675 405 800 1,200,000 506 986 449.95 395.22 393.65 1.00 0.00 0.000 _-IIIIM- MEM 1.11 -N ---- --_ 11111110111111 SPF Stud 1.5 3.5 16 7.7083 26.4 1695 0 0.9952 2091.8 1.00 1.15 1.1 1.05 1.15 675 425 725 1,200,000 854 531 875.438 515.42 431.52 430.48 1.00 0,00 0.000 SPF Stud 1.5 3.5 16 9 30.9 1320 0 0.9944 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 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 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 ®® 8.2528.3 2030 0 0.9925 2789.1 1.00 1.15 1.1 1.05 1.15 675 425 725 1,200,000 854 531 875.438 449.95 388.13 386.87 1.00 0.00 0.000 SPF Stud 1.5 ®sisi 28.3 3050 0 0.9957 4183.6 1.00 1.15 1.1 1.05 1.15 875 425 725 1,200,000 854 531 875.438 449.95 388.13 387.30 1.00 0.00 0.000 H #2 1.5 5.5 7.7083 16.8 3132 0 0.2408 3132.4 1.00 1.15 1.10 1.15 850 405 1300 1,300,000 1,271 506 1844.5 1378.83 1031.58 506.18 0.49 0.00 0.000 H-F#2 1.5 5.5 9 19.6 3132 0 0.3652 3132.4 1.00 1.15 1.10 1.15 850 405 1300 1,300,000 1,271 508 1644.5 1011.45 837.57 506.18 0.60 0.00 0.000 H-F#2 1.5 5.5 8.25 18.0 3132 0 0.2858 3132.4 1.00 1.15 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 7.7083 16.8 3287 0 0.2737 3287.1 1.00 1.15 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 9 19.8 3287 0 0.3905 3287.1 1.00 1.15 1.10 1.15 875 425 1150 1,400,000 1,306 531 1454.75 1089.25 850.18 531.23 0.62 0.00 0.000 SPF#2 1.5 5.5 8.25 18.0 3287 0 0.3158 3287.1 1.00 1.15 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 1,200,000 854 531 875.438 144.28 139.02 138.41 1.00 0.00 0.000 SPF#2 1.5 5.5 16 19 41.5 1450 0 0.9917 3267.1 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 1,271 508 1644.5 226.94 220.14 219.80 1.00 0.00 0.000 Page 1 D+L+W CT#14189-Betahny Creek Falls I LOAD CASE (12-13) Ke 1.00 Design Bucklint Factor I BASED ON ANSI/AFBPA NDS-1997) SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3,7,1 c 0.80(Constant)> Section 3.7.1.5 D+L+W KcE 0.30(Constant)> Section 3.7.1.5 Cr Cb (Varies) > Section 2.3.10 Cf(Fb) Cf(Fc) 1997 NDS Bending Comp. Size Size Rep. Cd(Fb) Cb Cd(Fc) Eq.3.7-1 Stud Grade Width Depth Spacing Height Le/d Vert.Load Hor.Load NDn.S;0 2 Load @ Plate Cdr(Pb)Cd(pation )factor factor Cr Fb Fe perpFc Eperp' Q in. in. In. ft, plf psf plf PbFb' Fc a Fc't Fee F'c fc fGF'c @ 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 1.15 875 405 800 1,200,000 1,388 506 840 515.42 427.08 273.02 0.64 376.78 /0.588 psi psi psi psi psi psi psi Fb"(1-fc/Fce) 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 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 1.15 875 425 725 1,200,000 1,366 531 781.25 515.42 415.53 269,21 0.65 376.78 0.577 SPF Stud 1.5 3.5 16 9 30.9 700 8.46 0.9115 2091.8 1.60 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 761.25 378.09 328.30 177.78 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 1,386 531 761.25 378.08 328.30 214.29 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 1,386 531 761.25 449.95 376.35 243.81 0.65 361.37 0.577 SPF Stud 1.5 3.5 12 8.25 28.3 1405 8.13 0.9952 2789.1 1.60 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,368 531 781.25 449.95 376.35 267.62 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 1,200,000 1,366 531 761.25 449.95 376.35 294.60 0.78 180.69 0.383 H-F#2 1.5 5.5 16 7.7083 18.8 3132 9.71 0.3909 3132.4 1.60 1.00 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1430 1378.83 969.91 506.18 0.52 152.58 0.119 H-F42 1.5 5.5 16 9 19.6 3132 8.48 0.5743 3132.4 1.60 1.00 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 508 1430 1011.45 804.50 506.18 0.63 181.23 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 1203.70 689.13 506.18 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 19.6 3287 8.46 0.6033 3287.1 1.60 1.00 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1265 1089.25 806.08 531.23 0.66 181.23 0.169 SPF#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 WPM 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+S/2 c 0.80(Constant)> Section 3.7.1.5 Cr KcE 0.30(Constant)> Section 3.7.1.5 Cf(Fb) Cf(Fc) 1997 NDS Cb (Varies) > Section 2.3.10 Bending Comp. Size Size Rep. Cd(Fb) Cb Cd(Fe) Eq.3.7-1 1 NDS 3.9.2 Max.Wall duration duration factor factor use Stud Grade Width Depth Spacing Height Le/d Vert.Load Her.Load 0=1.0 Load©Plate Cd(Fb)Cd(Fe) Cf Cf Cr Fb Fe perp Fc E Fb' Fe perp'' Fe' Fee Ft Sc fc/F'c fb fb/ in. in. In. B. 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 1095 9.71 0.9962 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,368 508 966 515.42 441.22 278.10 0.63 376.78 0.5990.874 H-F Stud 1.5 3.5 16 9 30.9_ 765 8.48 0.9986 1993.4 1.60 1.15 1.1 1.05 1.15 875 405 800 1,200,000 1,386 506 966 378.09 340.90 194.29 0.57 447.52 H-F Stud 1.5 3.5 12 9 30.9 1150 8.46 0.9969 2657.8 1.80 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 378.09 340.90 219.05 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 1.80 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 1.60 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 3986.7 1.60 1.15 1.1 1.05 1.15 875 405 800 1,200,000 1,366 506 966 449.95 395.22 303.49 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 0.589 SPF Stud 1.5 3.5 16 9 30.9 780 8.48 0.9988 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,386 531 875.438 378.09 336.17 193.02 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 28.3 975 8.13 0.9952 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,386 531 875.436 449.95 386.13 247.62 0.64 361.37 0.568 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 1.15 875 425 725 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 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 299.68 0.77 180.68 0.396 H-F#2 1.5 5.5 16 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 2,033 506 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 1.15 650 405 1300 1,300,000 2,033 508 1644.5 1011.45 837.57 506.18 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 1.80 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033. 508 1644.5 1203.70 946.77 506.18 0.53 146.34 0.124 SPF#2 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 1484.88 1015.45 531.23 0.52 152.58 0.114 SPF#2 1.5 5.5 18 9 19.6 3287 8.48 0.5595 3287.1 1.80 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 0.169 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*HAW 55110.979 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 1454.75 244.40 235.32 106.87 0.45 927.02 0.786 H-F#2 1.5 5.5 16 19 41.5 600 9.71 0.9901 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 228.94 220.14 98.97 0.44 927.02 0.796 Page 1 D+L+S+,SW CT#14189-Betahny Creek Falls LOAD CASE (12-15) Ke 1.00 Design Buckling Factor (BASED ON ANSUAF&PA NDS-1997) SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 c 0.80(Constant)> Section 3.7.1.5 D+L+S+W/2 KcE 0.30(Constant)> Section 3.7.1.5 Cr Cb (Vanes) > Section 2.3.10 Cf(Fb) Cf(Fc) 1997 NDS Max.WallBending Comp. Size Size Rep. Cd(Fb) Cb Cd(Fc) Eq. .3.7-1 use Stud Grade Width Depth Spacing Height Le/d Vert.Load Hor.Load ND c=1.0 3.9.2 Load(r�Plate Cdr ation(Fb)Cdr ation(F)factor Cf faCf r Cr Pb Fcperp Fc E Fb' Fc perp' Fc• Fce • Pc to fc/F'c fb in. in. in. ft, pit psf If psi psi psi /Fce) H-F Stud 1.5 3.5 16 7.7083 28.4 1335 4.855 0.9935 1993.4 1.60 1.15 1.1) 1 05 1.15 875 405 800 1,20,000 1,368 si psi 06 966 515.42 441.22 339.05 0.77 188.39 /0.403 H-F Stud 1.5 3.5 16 8 30.9 970 423 0.9923 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 psi 966 378.09 340.90 246.35 0.72 223.'76 Fb'•(1 f 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 1,366 506 966 378.09 340.90 262.86 0.77 167.82 0.403 H-F Stud 1.5 3.5 18 8.25 28.3 1195 4.085 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 0.77 160.69 0.406 H-F Stud 1.5 3.5 12 8.25 28.3 1680 4.085 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 4.085 0.9999 3986.7 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 986 449.95 395.22 336.41 0.86 90.34 0.267 SPF Stud 1.5 3.5 16 7.7083 26.4 1315 4.855 0.9907 2051.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,368 531 875.438 515.42 431.52 333.97 0.77 188.39 0.392 SPF Stud 1.5 3.5 16 9 30.9 965 4.23 0.9970 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 378.09 336.17 245.08 0.73 223.76 0.466 SPF Stud 1.5 3.5 12 9 30.9 1370 4.23 0.9990 2789.1 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 378.09 336.17 260.95 0.78 167.82 0.396 SPF Stud 1.5 3.5 16 825 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 1,366 531 875.438 449.95 388.13 299.68 0.77 180.89 0.396 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 1.15 675 425 725 1,200,000 1,386 531 875.438 449.95 388.13 333.87 0.86 90.34 0.257 H-F#2 1.5 5.5 16 7.7083 16.8 3132 4.855 0.3001 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 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 1203.70 946.77 506.16 0.53 73.17 0.082 SPF#2 1.5 5.5 16 7.7083 18.8 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 19.8 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 53123 0.82 90.81 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 53123 0.56 73.17 0.059 SPF Stud 1.5 3.5 16 14.57 50.0 255 4.23 0.9959 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,386 531 875.438 144.26 139.02 64.78 0.47 586.43 0.779 SPF#2 1.5 5.5 16 19 41.5 935 4.855 0.9925 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,083 531 1454.75 244.40 235.32 151.11 0.64 463.51 0.580 H-F#2 1.5 5.5 16 19 41.5 865 4.655 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 he- D+L+S+,7E CT#14189-Betahny Creek Falls I LOAD CASE I (12-16) 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 Bucklint Factor D+L+S+E/1.4 c 0.80(Constant)> Section 3.7.1.5 Cr KcE 0.30(Constant)> Section 3.7.1.5 Cf(Fb) Cf(Fc) 1997 NOS Cb (Varies) > Section 2.3.10 Bending Comp. Size Size --• Cd (Fb) Cb Cd(Fc) Eq.3.7-1 NDS 3.9.2 Ma Wall duration duration factor factor - Stud GradelEZIC=1==�Vert.Load Hor.Load <=1.0 Load G Plat=Cd Fb Cd Fc Cf Cf Fc E Fb' Fc•er.' Fc' - F'c fc111 fb/ 111•11113111121111111111111 •If •sf 111111111111111111101•111111111111111111111110111121111111111 • 11121111 •si � ������ Fb"(1-fc/Fce 1.05 1.15 405 800 1 200 000 1 366 506 ME 515A2 44122 35927 0.81 138.53 0235 H F Stud 1.5 3.5 7.70839 30.9_1010 3.57 D 26.4 1415 3.57 0.9983 1993A 1.60 1 15 9960 1993.4 1.60 1.15 ®i 05 1.15 405 800 1,200,000 1,366 506 378.09 34090 256.51 0.75 188.85 0.430 H-F Stud 1.5 3.5 12 9 30.9 1420 3.57 0.9937 2657.8 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 378.09 340.90 270.48 0.79 141.63 0.364 H-F Stud 1.5 3.5 16 8.25 28.3 1225 3.57 0.9961 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 449.95 395.22 311.11 0.79 158.68 0.376 H-F Stud 1.5 3.5 12 8.25 28.3 1710 3.57 0.9947 2657.8 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 968 449.95 395.22 325.71 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 1.80 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 449.95 395.22 342.86 0.87 79.34 0.244 SPF Stud 1.5 3.5 16 7.7083 26.4 1395 3.57 0.9984 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 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 0.78 188.85 0.421 SPF Stud 1.5 3.5 12 9 30.9 1410 3.57 0.9962 2789.1 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 378.09 336.17 266.57 0.80 141.63 0.358 SPF Stud 1.5 3.5 16 8.25 28.3 1210 3.57 0.9932 2091.8 1.80 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 0.368 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 1.6D 1.15 1.1 1.05 1.15 875 425 725 1,200,000 1,366 531 875.438 449.95 388.13 339.05 0.87 79.34 0.236 H-F#2 1.5 5.5 16 7.7083 16.8 3132 3.57 0.2844 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1.300,000 2,033 506 1644.5 1378.83 1031.58 508.18 0.49 56.10 0.044 H-F#2 1.5 5.5 16 9 19.6 3132 3.57 0.4405 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1844.5 1011.45 837.57 506.18 0.60 76.47 0.075 H-F#2 1.5 5.5 16 8.25 18.0 3132 3.57 0.3404 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 508 1644.5 1203.70 946.77 506.18 0.53 64.26 0.055 SPF#2 1.5 5.5 16 7.7083 16.8 3287 3.57 0.3154 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1484.69 1015.45 531.23 0.52 56.10 0.042 SPF#2 1.5 5.5 16 9 19.6 3267 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 0.62 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 64.26 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 1.15 675 425 725 1,200,000 1,366 531 875.438 144.26 139.02 72.38 0.52 494.93 0.727 SPF#2 1.5 5.5 16 19 41.5 1020 3.57 0.9910 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 244.40 235.32 164.85 0.70 340.83 0.500 H-F#2 1.5 5.5 16 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 0.89 340.83 0.513 Page 1 180 Nickerson St. /NM ENGINEER / NG Suite 302 / -.041 f Ili P Seattle,WA 98109 / Project: -•-rr‹.- --.-- - J.,- Date: ---- - (206)286-4512 / FAX: Client: Page Number: (206)285.0618 tip I, P Z9eD Ps? OA 600 .F - tksic Ft - 1.,_ (W (4 Tr- 3156 ALL- i c'e) 04 t% rp , *"... - r---'2, -7-eoc, ..... ....... . ,,.. vo, - 19, Psr vy . -1767 Lot:- TA(404-15)4-4013 .5-, 17-0 Z . le g -4. 65k 2.1w):-.-_-45-4Citts e or c:., ..:11 . ._ linr e -4wf,X if4 -I F 2.--- i ant_i 147.14- 1=.. 1 v•Ci77 4 ''' 3•.5 4: ..e...... ?-, .- LJ / V5 ' + Structural Engineers 180 MUENGINEERING Suite 302 Nickerson St. -- )� f H C Seattle,WA 1i �•4J + w� 98109 Project: ,,,, Date: (206)255.9512 Client: Si M PA iv1 LS-' --4---i1914191.651- Page Number: (2 6)285-0618 .34.12T-E. , P ' tP1 U6 ALl.94i ;V 'Wa •"irr-r--- /6/20y2. Ci-eg3 r►w-gip 327vo FV o , Ci455 4,- .51,1.) . )°,. 514\ 7401, ea:: -67A-------Afoj ,mak/r\7 ' too \ t5S-. \dA)(64-16)-:- 79'0 i ALL i.Pk) 100 '= 14 , ez r?-4D PIF A.‘( 7-ra L ln1 . 1-4;1.0 4 i OP' ii . 1 0k- 1 t5 " 6at 4 -Y( P) R� ¢, K 4 24-e ( 2 )1: 12 ) = 8.0 Y- 39`. 52 (Z... tC` 2OR -- I2. s fid` 5 (5)2 z ie , '/P5 i2POC c )L ` = 66'0 (I4'Y 4,z34- ---13>- 1(S`. SA TVP. pair LD.3 L'/i bak / ---- - A `T,-- : ) 14 : IV If '' ('( itstzs * .*..'".; rb-- 1 8 . "; r: S 2-3.3k 51.1 tAorw w/ r illafite S Imo' 114?-k.. )6.50 t, gm-1- .i Structural Engineers ai • • 180 Nickerson St. C T ENGINEERING Suite 302 1414)&14. �nvn���p,j�,F ` yl,I _N C. �+ n 7 p Seattle,WA Projec LIP.; ! `�1 (�/J L .> 1 �'S 'd ®�st� Date: 9,o2?. op • 98109 255-4512 Client: 2072 SXi/ • 0: Q/PWS KVSPage Number: (206)285-0618 / �.p t+ ' XD t pI�'tv • • 1 p f 014-+ rte; ._ � .._ L7(: 1tey�� �j :�7— /CIS • _ • — r. � l� o1,, ;iii rte . ,; t, . 12 3 , q v • .L2,it to , T - � X : alt 3t X , ._ ' 1 M 1440 : _ i f : ' i , 646; k , 1U , �� : t �I ; 4711';:!. . pili . , i - - ,, �tDSj�,L. Structural Engineers G 42 '- L 2 6,4; t r 1 7 r I Design Maps Summary Report Page 1 of 1 art USGS 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 2miI tes I SOOOr 131.iaverton 0 10 V. Ztce°,fec nie 1,41 ', • ASF Ra Eic ..�tqr� ,a r', 4 Lake:Oswego. 1 Schniis i * , King 0 ,ily I ., Du[heet-' :r 0 o; w ,A Nl E A i C A Tualatin rnapquest ' �2OIS MapQNest dada ! • Cis MapQuest USGS—Provided Output Ss = 0.972 g SMS = 1.080 g SDs = 0.720 g S1 = 0.423 g SMI = 0.667 g SDI = 0.445 g For information on how the SS and S1 values above have been calculated from probabilistic (risk-targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the"2009 NEHRP"building code reference document. MCER Response Spectrum Design Response Spectrum 0.22 1. 6 4,00 a§w 0..72 13,52 0.E4 0.77 0.Sg X ass Cil 0.44 0.02 '.. 0V 24 0?20 0-16 0.11 0.x[0 O Jtl g p-=;0 0.00 0.20 0.40 0.60 0.e0 1.00 1. .0 1.40 1.0,.0 1.00 2.00 0.00 0.20, 0.40 0.60 0.2; 1.r0 1.'20 1.49 1.00 1.00 100 Period T(sec) Period,"T(sec) Although this information is a product of the U.S.Geological Survey,we provide no warranty,expressed or implied,as to the accuracy of the data contained therein.This tool is not a substitute for technical subject-matter knowledge. http://ehp2-earthquake.wr.usgs.gov/designmaps/us/summary.php?template=minimal&latit... 9/14/2015 2012 IBC SEISMIC OVERVIEW SHEET TITLE: 2012 IBC SEISMIC OVERVIEW CT PROJECT#: CT#14253: Plan 2613 Step# 2012 IBC ASCE 7-10 1. RISK CATEGORY TYPE=II Table 1604.5 Table 1.5-1 OCCUPANCY CATEGORY 2. IMPORTANCE FACTOR IE= 1.00 Section 1613.1 ->ASCE Table 1.5-2 3. Site Class-Per Geo. Engr. S.C. = D Section 1613.3.5 Section 11.4.2/Ch.20 Table 1613.3.3(2) Table 20.3-1 4. 0.2 Sec. Spectral Response Ss= 1.10 Figure 1613.3.1(1) Figure 22-1 5. 1.0 Sec. Spectral Response Si= 0.50 Figure 1613.3.1(2) Figure 22-2 Latitude= Varies N Longitude= Varies W htto://earthquake.usgs.gov/research/hazmaps/ http://qeohazards.usqs.qovklesignmaps/us/application.pho 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 Ms= Fa Ss SMs= 1.17 EQ 16-37 EQ 11.4-1 SM1= Fv*Si SM1= 0.75 EQ 16-38 EQ 11.4-2 SDs=2/3*SMs SDs= 0.78 EQ 16-39 EQ 11.4-3 SDI=2/3*SM1 SD1= 0.50 EQ 16-40 EQ 11.4-4 8. Seismic Design Category 0.2s SDCs= D Table 1613.3.5(1) Table 11.6-1 9. Seismic Design Category 1.0s SDC1 = D Table 1613.3.5(2) Table 11.6-2 10. Seismic Design Category SDC= D Max. Max. 11. Wood structural panels - --- N/A Table 12.2-1 12. Response Modification Coef. R= 6.5 N/A Table 12.2-1 13. Overstrength Factor no= 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 SIDS= 0.78 h„ = 18.00(ft) SDI= 0.50 x = 0.75 ASCE 7-05(Table 12.8-2) R= 6.5 C,= 0.020 ASCE 7-05(Table 12.8-2) IE= 1.0 T= 0.175 ASCE 7-05(EQ 12.8-7) Si= 0.50 k= 1 ASCE 7-05(Section 12.8.3) TL= 6 ASCE 7-05(Section 11.4.5: Figure 22-15) Cs=Sips I(RITE) 0.120 W ASCE 7-05(EQ 12.8-2) Cs=SIDS/(T*(R/IE)) (for T<TL) 0.440 W ASCE 7-05(EQ 12.8-3)(MAX.) Cs=(SDI*TO/(T2*(RITE)) (for T>TL) 0.000 W ASCE 7-05(EQ 12.8-4)(MAX.) Cs=0.01 0.010 W ASCE 7-05(EQ 12.8-5)(MIN.) Cs=(0.5 Sl)/(RITE) 0.038 W ASCE 7-05(EQ 12.8-6)(MIN.if Si>0.6g) CONTROLLING DESIGN BASE SHEAR= 0.120 W VERTICAL DISTRIBUTION OF SEISMIC FORCES PER ASCE 7-10 SECTION 12.8.3 (EQ 12.8-11) (EQ 12.8-12) C„X = DIAPHR. Story Elevation Height AREA DL w; w; *h;k wX *hxk DESIGN SUM LEVEL Height (ft) h; (ft) (sqft) (ksf) (kips) (kips) Ew; *h,k Vi DESIGN Vi Roof -- 18.00 18.00 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; w; E w; FPX= EF; *w 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 S-S 2012 IBC ASCE 7-10 Ridge Elevation(ft)= 30.00 30.00 ft. Roof Plate Ht.= 18.00 18.00 Roof Mean Ht.= 24.00 24.00 ft. --. --- Building Width= 26.0 56.0 ft. V ult. Wind Speed 3Se.Gust= 120 120 mph Figure 1609 Fig. 26.5-1A thru C V asd. Wind Speed 3 Sec.Gust= 93 93 mph (EQ 16-33) Exposure= B B lw= 1.0 1.0 N/A N/A Roof Type= Gable Gable PS30A= 28.6 28.6 psf Figure 28.6-1 Ps3o B= 4.6 4.6 psf Figure 28.6-1 PS30 c= 20.7 20.7 psf Figure 28.6-1 PS30 o= 4.7 4.7 psf Figure 28.6-1 X= 1.00 1.00 Figure 28.6-1 Kn= 1.00 1.00 Section 26.8 windward/lee= 1.00 1.00(Single Family Home) A*Kn*I : 1 1 ps=X*Kzt*I*Pa3o= (Eq.28.6-1) PSA= 28.60 28.60 psf (LRFD) (Eq.28.6-1) psB= 4.60 4.60 psf (LRFD) (Eq.28.6-1) Psc= 20.70 20.70 psf (LRFD) (Eq.28.6-1) Ps D= 4.70 4.70 psf (LRFD) (Eq.28.6-1) Ps A and c average= 24.7 24.7 psf (LRFD) PSB and D average= 4.7 4.7 psf (LRFD) a= 3 3 Figure 28.6-1 2a= 6 6 width-2*2a= 14 44 MAIN WIND-ASCE 7-10 CHAPTER 28 PART 2 Areas(N-S) AreasE-W width factor roof-> ( ) psi(N- (E-W) Wind(N-S)(LRFD) Wind(E-W) (LRFD) 1.00 1.00 0.69 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 s .ft 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 )( q ) (sq.ft)(sq.ft)(sq.ft)(sq.ft) Vi(N-S) V(NS) Vi(E-VV) 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 2nd 8.00 10.00 10.006.7 12.8 3.98 3.98 7.41 7.41 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.O0 0.00 0.00 0 0.00 0.00 AF= 650 AF= 1307 10.4 20.9 V(n-s)= 9.68 V(e-w)= 18.70 kips(LRFD) kips(LRFD) kips kips Page 1 ASCE 7-10 Part 1 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM USING LOADS FROM ASCE 7-10 CHAPTER 28,PART 1 CT PROJECT#: CT#14253:Plan 2613 SEE SEAW RAPID SOLUTION SPREADSHEET AND INSERT VALUES BELOW MAIN WIND-7-10 CHAPTER 28 PART 1 Wind(N-S) Wind(E-W) Min/Part 2(Max.) Min/Method 1(Max.) Wind(N-S)(LRFD) Wind(E-W)(LRFD) DIAPHR. Story Elevation Height DESIGN SUM DESIGN SUM DESIGN SUM DESIGN SUM LEVEL Height (ft) hi(ft) Vi(N-S) V(N-S) Vi(E-VV) V(E-VV) Vi(N-S) V(N-S) Vi(E-VV) V(E-VV) 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(ns)= 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) r 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(LRFDL 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 tsheathing_ 1/2" NAIL SIZE nail size= 1 1/4"long No.6 Type S or W Response Modification Coef. R= 6.5 SHEARWALL TYPE Table 2306.4.7 Seismic Wind 1/2"w/1 1/4"screw v allowable V s allowable V wallowable Blocked (PER 2009 IBC) modify G7 125 R>2 not allowed R>2 not allowed G4 150 R>2 not allowed R>2 not allowed 2G7 250 R>2 not allowed R>2 not allowed 2G4 300 R>2 not allowed R>2 not allowed 2G4 300 150 z 0- ' ,Il-,a ,94 AZ-,4l '?(s.-,Z' e(9-,g «XL-,5 ' IX1,-,L ' ,4-,£ « 4-,Ol I 46-,l IB-,BZ,�((ls,7 a SSV1 a33 i01',91 'AEJ S a m _ d^�S �1.-....� _ ui LI O MO J_ p� C N �F y ar ---v--f-� F 'F[; OiV O ,x O Z 1., Cy��W N ,m< .4 m L- tlU ' a 1 0I� - q----- ow\ + —� °y �_ ��' o ate+ a �3+¢ a �� Z ?a O1 a O O N H m = N • # N A U 0 (G1 V,w Q asa m O •� v i a _ ♦< ga+ -0 — — — twri i az 0�� I D� _ 3 r, �, F . Fa( IL— I, _ ? ., N = I x(= 1 = 000 o-� ££ 7i,' � i 1--I i Cl m Waal a mx i `� I N,/1 N LJ • 3 = N 1,,__. G .X N L__� N L' - ' J/ _�i Ili.1,3 id . rt a . ra • °"°•C ij 7 ho-x ti 6--. \♦! MOH 9- a -'�' In a� 1: -. fV N ® �1 y Hs 5 �=a o H M ,O tV _4 • 1 -_ IN O O }m d I �• y N b i W µ M o ]1--%'7.1-' m i g3 �T CO D. 43 aZ ON2V10 AMY a a +�-+ 44 i �i W 3: •''' VI N. <0 CD CC5 N CO Z i b = -.4- Z 43aZ i 0 o '�' I i SS3M03 <SS3NO3 i �♦ ♦ ♦ LJ n 1 I t 1YISO 0-419- I I Cm is o-4 o—s I 1 I ©B 3 1 1 Jr «a-,£ «s-,£ ' *-,s .L-,9 '.6-,I1 .50-,Z1. ,0l-,ll «5-,Z ` «Z-,L *«ZjtO l-,Z' 3(6-,01. ' .501.-,fl ' ?/10-,64 22'-0" ' 10'-0" 12'-0" ROOF t ABOVE v v s s-r--__.1I r _____ ip 16-0 7-0 OH ©` _- I Gar AB Gar ABWF REMOVED 2x8 FRAMING FOR Q2 ELEC. PANEL L__ FLOOR ABOVE_)- J___1 o 1n Garage ,•-11y I WALL FINISH: $"GWB BOLLARD i N CEILING FINISH %" TYPE'X'GWB , FIRE-TAPE ALL GWB I N e WRAP BEAMS BELOW CEILING LEVE. ` INSULATE FLOOR ABOVE. O 16 Q 4-1 42"x12" WOOD TREAD MAX. RISER 7" PLATFORM %Er lap 44 (ADD MORE STEPS AS REQUIRED PER +18"A.F.F. 9-0" (0 SITE CONDITION) ••.C' r, ,— a K a4 0 16'-oy" 2 ., GUARD RAIL WITH 6"HIGH 2 2x4 CURB AT BOTTOM- , FURN o IF 02 TOP AT+36"ABOVE NOSI Rear Kit G-r111.1,` . -+,.ems Patio �,� � - - .... 1 it 3'-8y" ..• : iI zI _rc'r'i:i` :ii:ir:di fik ® rNim N:17 I m UP i• "N 1 I I?\a, 1:::': 1 w i ro I N I I ;,� sem:.__ lill' 4'-0" 3'-10" 2"-8" lis, i • 1 alap ® Or 18"x24"CRAWL 1' .0,1 SPACE ACCESS �I 2x435"HIGH KltChen �I o I PONY WALL. a I o _ I. rol ;'T DWL� ", IIDining ! II ! © I> Fa ?�` of I Ifs'` L n_�N i, 4 _ INSULATE FLOOR I : I Io y OVER CRAWL SPACE. . T II Li 8-7Y2" of 1 1 \ I, COUNTERTOP ` iMI 4"1-.' ro OVER STANDARD 1 ' :All BASE CABINET .IIZ. o- c +36" A.F.F. N I ` FL APPROVED 36"WIDE FLUSH ABEAM],B1 N FACTORY-BUILT DIRECT \ �, \ VENT GAS FIREPLACE " , z, ® ill 6x6 POST W/GWB FINISH Ur 1 Entry a ® 1, 5Yz �� __,.. to 1 J II a Living 2x6 39"HIGH N Io w AS PER�BLE © I I s WALL W/FINISH , I 1n > 41. a n CONDIZIOI(S r TRIM AT TOP--..1.1 I b 1 \ SAFETY SAFETY v M GLAZING S GLAZING ---1 1 of PI 11" 12"TILE MIMIo cMIMI....... a "" I }-_T I 20 'o HEARTH m 1-6 6-0 F 1-6,6-0 F :r 4 A70 .1 - '-7y2 2-6y� 2-8) 2-5. • M A .. Front LI E k [V / N i_�o�ios>....iow• 6 5,0 SH 2-6_ -0 STT 2 :II 5-0 SH 2II,6 5-0 S Porch I 3'-9Y4" i 3'-0 3-0" i 3'-0° X 3'-9y4" T • 11'-, 16'-6y" 9.-5Y2" j 0 -t I 20 All T�1 17'-0" 7'-11 4" ;If \TIONS 26'-7" PLAN 7B FIRST FLOOR SHEET TITLE: LATERAL NS(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 NS V i= 5.16 kips Max.aspect= 3.5 SDPWS Table 4.3.4 Sum Seismic V i= 3.08 kips Sum Wind NS V i= 5.16 kips Min.Lwall= 2.29 ft. (0.6-0.14Sds)D+0.7 p Qe 0.6D+W per SDPWS-2008 pt= 1.00 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LDL eff. C 0 w dl V level V abv.V level V abv. 2w/h v i Type Type v i OTM ROTM Unet Usum OTM Ream Unet Usum Us,,. HD (sqft) (ft) (ft) (kit) (kip) (kip) (kip) (kip) p (Of) (plt) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext. left 1* 256 11.0 11.0 1.00 0.15 1.03 0.00 0.62 0.00 1.00 1.00 56 P6TN P6TN 94 4.92 4.56 0.03 0.03 8.25 5.45 0.27 0.27 0.27 Ext. left 2 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. left 3** 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. left 4 384 16.0 16.0 1.00 0.15 1.55 0.00 0.92 0.00 1.00 1.00 58 P6TN P6TN 97 7.38 9.65 -0.15 -0.15 12.37 11.52 0.06 0.06 0.06 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. rightl** 640 43.0 43.0 0.95 0.15 2.58 0.00 1.54 0.00 1.00 1.00 38 P6TN P6TN 63 12.30 69.73 -1.36 -1.36 20.62 83.21 -1.48 -1.48 0.50 perf Ext. right2 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. rght3** 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. right4 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. right5 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1280 70.0 67.9=L eff. 5.16 0.00 3.08 0.00 EVw,nd 5.16 EVEp 3.08 Notes: * denotes with shear transfer ** denotes perferated shear wall iSB denotes iSB Shear Panel JOB#:CT#14189:Plan7A 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 ► vhdreq= 31.6 plf A H1 head=A v hdr= 52.7 plf H5 head= A" 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 Fdrag- =72.5 A H1 pier= vl eq= 43.5 plf v3 eq= 43.5 plf v5 eq= 43.5 H5 pier= 4.0 vl w= 72.5 plf v3 w= 72.5 plf v5 w= 72.5 4.0 feet feet H total= 2w/h= 1 2w/h= 1 2w/h= 1 8.0 v Fdrag3= Fdrag - 13.8 feet A Fdragl w= 72.5 Fdragl w=23.1 Fdrag7eq= .7 Fdrag8 43.5 P6TN E.Q. Fdrag7w=46.1 Fdragiw=72.5 A P6TN WIND vsill 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 14 4 14 4 I.4 0-4 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 kips Design Wind N-S V i= 2.25 kips Max.aspect= 3.5 SDPWS Table 4.3.4 Sum Seismic V i= 5.30 kips Sum Wind N-S V i= 7.40 kips Min.Lwall= 2.57 ft. (0.6-0.14Sds)D+0.7 p Qe 0.6D+W per SDPWS-2008 pt= 1.00 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LDL eff. Co w dl V level V abv.V level V abv. 2w/h v i Type Type v i OTM Row Unet Usum OTM RoTM Unet Usun, Usu,, HD (sgft) (ft) (ft) (klf) (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 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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. right1** 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 44414# -1.57 -2.92 33.31 ##### -1.78 -3.26 1.20 perf Ext. right2 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. rght3** 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. right4 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. right5 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1320 74.5 69.7=L eff. 2.25 5.16 2.23 3.08 1.00 EVwind 7.40 E V E p 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. per SDPWS-2008 (0.6-0.14Sds)D+0.7 p Qe 0.6D+W pc= 1.00 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.30 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LDL eff. C 0 w dl V level V abv.V level V abv. 2w/h v i Type Type v i OTM yP yp Row Unet Usum OTM ROTM Unet 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) 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 Front Bathe 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 0.001 10.1100 10.1100 11.27 10.92 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 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 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 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 ___ -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- 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 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- 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 10 0.00 .29 10.299 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- 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 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 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- _ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 ___ -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0.0000 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- - - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- - - - . 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0 0.0000 .00 0.00 0.00 0.00 0 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1280 18.6 18.6=Leff. 7.71 0.00 3.08 0.00 EVw,nd 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 ..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 level V abv. 2w/h vi Type Type vi OTM RoTM Unet Usum OTM Rollo Unet Us= U un, HD (sqft) (ft) (ft) (klf) (kip) (k". (kip) (kip) p (Of) (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.ts 0.00 0.00 0.00 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 '4.00 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 0.9% 0.00 0.00 0.00 0.00 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.'►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 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.01 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1 40 0.00 0.00 0.00 0.00 0.00 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 O 0.0 ".0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ,.ar AB' ' 2'6 4. 8.0 1..0 0. • 9.8 66 0. 0 0. .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 +.83 0. 0 0. • .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. 1..• 1.11 I.O. '.0' 1.'0 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 O 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 O 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 O 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 O 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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=Leff. 4.84 8.83 2.23 3.08 EVnd 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:Plan7A SHEARWALL WITH FORCE TRANSFER ID: Front Upper MSTR* Roof Level w dl= 150 p/f 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 plf 1.083 Fdragl eq= 342 F2 eq= 342 A Fdragl w= :•0 F2 • 850 H pier= v1 eq= 196.0 plf v3 eq= 196.0 plf P6 E.Q. 5.0 v1 w= 488.0 plf v3 w= 488.0 plf P4 WIND feet H total= 2w/h= 1 2w/h= 1 8.083 . Fdrag3 eq= • F4 e.- 342 feet A Fdrag3 w=850 F4 w=850 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 59.4 Of P6TN 2.0 EQ Wind v sill w= 147.9 plf P6TN feet OTM 7921 19723 R OTM 10124 12251 s. T UPLIFT -139 472 Up above 0 0 UP sum -139 472 H/L Ratios: L1= 2.5 L2= 11.5 L3= 2.5 Htotal/L= 0.49 4 0 4 01 ► Hpier/L1= 2.0041 ► Hpier/L3= 2.00 L total= 16.5 feet JOB#: CT#14189:PIan7A SHEARWALL WITH FORCE TRANSFER ID: Front Lower LIV* Floor Level w d/= 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 ► ► vhdreq= 113.9 plf A H head= A v hdr w= 285.4 plf 1.083 v 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 vi w= 770.6 plf v3 w= 770.6 plf P2 WIND feet H total= 2w/h= 1 2w/h= 1 9.083 Fdrag3 eq= •:- F4 e.- 484 • feet • Fdrag3 w=1213 F4 w=1213 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 113.9 plf P6TN 3.0 EQ Wind v sill w= 285.4 plf P6 feet OTM 13970 34997 R OTM 6777 8201 • UPLIFT 560 2088 Up above -139 472 UP sum 421 2560 H/L Ratios: L1= 2.5 L2= 8.5 L3= 2.5 Htotal/L= 0.67 , 0 4 H ► 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 ► v hdr eq= 62.1 plf A H head= A v hdr w= 191.6 plf 1.083 v Fdragl eq= 155 F2 eq= 155 A Fdragl w= , 9 F2 -479 H pier= v1 eq= 131.1 plf v3 eq= 131.1 plf P6TN E.Q. 3.5 vi w= 404.4 plf v3 w= 404.4 plf P4 WIND feet H total= 2w/h= 1 2w/h= 1 8.083 i v Fdrag3 eq= . F4 e.- 155 feet 1 A Fdrag3 w=479 F4 w=479 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 62.1 plf P6TN 3.5 EQ Wind v sill w= 191.6 plf P6 feet OTM 4769 14711 R OTM 3325 4061 i v UPLIFT 164 1206 Up above 0 0 UP sum 164 1206 HIL Ratios: L1= 2.3 L2= 5.0 L3= 2.3 Htotal/L= 0.85 4 ► 4 10 4 ► Hpier/L1= 1.56 Hpier/L3= 1.56 L total= 9.5 feet JOB#:CT#14253:Plan 2613 ID:Rear Upper BR23' Roof Level w dl= 160 plf V eq 1610.0 pounds V1 eq= 424.8 pounds V3 eq= 760.5 pounds V5 eq= 424.8 pounds V w= 4970.0 pounds V1 w= 1311.2 pounds V3 w= 2347.5 pounds V5 w= 1311.2 pounds v hdr eq= 73.2 plf A H1 head= v hdr= 225.9 plf H5 head= $ 1 'i Fdragl eq=96.5 Fdrag2 eq= 172.8 Fdrag5 eq= 172.8 Fdrag6 eq=96.5 I 1 A Fdragl w= •:.0 Fdragl, 533.4 Fdrag5 w= 3.4 Fdra••w=298.0 A H1 pier= vl eq= 134.1 plf v3eq= 134.1 plf v5eq= 134.1 H5 pier= 4.0 vl w= 414.0 plf v3 w= 414.0 plf v5 w= 414.1 4.0 feet feet 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 V P6TN E.Q. Fdrag7w=533.4 Fdrag8w=298.0 A P4 WIND vsill eq= 73.2 plf Hl sill= (0.6-0.14Sds)D 0.6D v sill w= 225.9 p/f H5 sill= 3.0 EQ Wind 3.0 feet OTM 12880.0 39760.0 feet R OTM 18074 22078 V UPLIFT -248 846 v Up above 0 0 Up Sum -248 846 H/L Ratios: L1= 3,2 L2= 5.0 L3= 5.7 L4= 5.0 L5= 3.2 Htotal/L= 0.36 4 ► 4 0-4 I.I I.I I. Hpier/L1= 1.26 > Hpier/L3= 0.71 L total= 22.0 feet Hpier/L5= 1.26 0.95 L reduction Z �,k i t I - :-.'"',.:':',...::4;,;'":.' I,1 Am Ai • i 14 A . : S;;:.;",: ,:;.;:.:.`r. .i:;.•':Mr—,Ai, ''.:;.:';', : , :. ''''.'. ,i,ii ..':', pii ,. •. ....,,!:::,:1;,..,::..:,,i1::.:;...i::::i.:.! R . , . ._ 1,..:,, ,, : ' "'.:, :: -.,.- - ,'.' :',:"-'4,.::_.'':• ,. ,::. . . ''..:.: .,:',,..1-,..,_.': .,4.i::::.I :1;::;:1,:.:. r'`, 'Yam., .,i;-;: a,. •r ... ! TT- 100F APRIL 2014 A PortalFrame with Hold Downs .. for Engineered Applications The APA portal-frame design,as shown in Figure 1,was envisioned primarily for use as bracing in conventional light- frame construction.However,it can also be used in engineered applications,as described in this technical topic.The portal frame is not actually a narrow shear wall because it transfers shear by means of a semi-rigid,moment-resisting frame.The extended header is integral in the function of the portal frame,thus,the effective frame width is more than just the wall segment,but includes the header length that extends beyond the wall segment.For this shear transfer mechanism, the wall aspect ratio requirements of the code do not apply to the wall segment of the APA portal frame. Cyclic testing has been conducted on the APA portal-frame design(APA 2012).Recommended design values for engi- neered use of the portal frames are provided in Table 1.Design values are derived from the cyclic test data using a rational procedure that considers both strength and stiffness. The Table 1 values in this report were developed using the CUREE cyclic test protocol(ASTM E2126),using a flexible load head.Earlier testing was conducted using rigid load heads and the sequential phased displacement(SPD)method, as outlined in SEAOSC(1997)Standard Method of Cyclic(Reversed)Test for Shear Resistance of Framed Walls for Buildings. The design values in Table 1 ensure that the code(IBC)drift limit and an adequate safety factor are maintained.For seismic design,APA recommends using the design coefficients and factors for light-frame(wood)walls sheathed with wood structural panels rated for shear resistance(Item 15 of Table 12.2-1 of ASCE 7-10). See APA Report T2004-59 for more details.For designs where deflection may be less of a design consideration,for example,wind loading while the portal frames are used in tandem with each other,and not used as conventional shear walls,a load factor of 2.5, based on the cyclic test results is used. Since cyclic testing was conducted with the portal frame attached to a rigid test frame using embedded strap-type hold downs, design values provided in Table 1 of this document should be limited to portal frames constructed on similar rigid-base foundations,such as a concrete foundation,stem wall or slab,and using a similar embedded strap- type hold down. 1 0 2014 APA—The Engineered Wood Association PORTAL FRAME DESIGN (MIN. WIDTH =22 1/2"): EQ =480#< EQ(ALLOW) = 1031# WIND= 1390#<WIND(ALLOW)= 1444# Table 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.) t) Sheart°-'t(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 ( b c(131 EQ(1444 WIND) roundation for Wind or Seismic Loadinga, ' (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 2'to 18'rough width of opening per wind design min 1000 lbf h for single or double portal on both sides of opening t =e • = opposite side of sheathing Pony •,t 1 wall " height . a • . ' Min.3"x 11-1/4"net header /Fasten top plate 1 header •i� �I7 9/y��l'/ with Iwo rows of 1 bd _••ssteel header not allowed i; sinker nails at 3'o.c.typ ,A, 11-3_i=i-9• 4 • Fasten sheathing to header with 8d common or Min.3/8"wood structural 12' galvanized box nails at 3"grid pattern as shown j: 4panel 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" o nailed to common blocking max thick wood structural panel sheathing with , ti within middle 24"of portal height :. 8d common or galvanized box nails at 3"o.c. height.One row of 3"o.c. in all framing(studs,blocking,and sills)typ. '• nailing is required in each ;:.!IIIpanel edge. ▪ V. Min length of panel per table 1 e ,X\ .., , JJ Typical portal frame -; �� +.1 . construction F� Min(2)3500 lb strap-type hold-downs y" l•• (embedded into concrete and nailed into framing) a% Min double 2x4 post(king 11 r' ; k. and jack stud).Number of __ Min reinforcing of foundation,one#4 bar •y ,.. jack studs per IRC tables , i top and bottom of footing.Lap bars 15"min. ,,,� R502.5(1)&(2). i i r I I\\_. ""•"' Min footing size under opening is 12"x 12".A turned-down r� Min i 000 lb hold-down slob shall be permitted at door openings. device(embedded into Min(1)5/8°diameter anchor bolt installedper IRC R403.1.6— concrete and nailed into framing) with 2"x 2"x 3/16"plate washer 2 c 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 Shectr Resistance of Vertical Elements of the Lateral Force Resisting Systems for Buildings,ASTM International.West Conshohocken,PA. SEAOSC, 1997,Standard Method of Cyclic(Reversed)Test for Shear Resistance of Framed Walls for Buildings,Structural Engineers Association of Southern California.Whittier,CA. • • • We have field representatives in many major U.S.cities and in Canada who can help answer questions involving wwW.apawood.org APA trademarked products.For additional assistance in specifying engineered wood products,contact us: APA HEADQUARTERS:7011 So.19th St.•Tacoma,Washington 98466•(253)565-6600•Fax:(253)565-7265 APA PRODUCT SUPPORT HELP DESK:(253)620-7400•E-mail:help@apawood.org Form No.TT 100E Revised April 2014 DISCLAIMER:The information contained herein is based on APA—The Engineered Wood Association's continuing programs of laboratory testing,product research,and comprehensive field experience.Neither APA nor its members make any warranty,expressed or implied, or assume any legal liability or responsibility for the use,application �� of,and/or reference to opinions,findings,conclusions,or recommendations included in this publication.Consult your local jurisdiction or design professional to assure compliance with code, construction, and performance requirements.Because APA has no control over quality of workmanship or the conditions under which engineered wood products are used,it cannot accept responsibility of product performance or designs as actually constructed. 3 ©2014 APA—The Engineered Wood Association 180 Nickerson St. C T E N G I N E E R I N G Suite 302 /� Q keel*c. ,, ��/ Seattle,WA 061 e 13I . �'� Al P / f - 98109 Project: Date: .�' (206)285-4512 �f q Client: v5 . `,% L ( � Q43'1&#,5;2) Page NumbPAX: er: (206)285-0618 ( , OVP f L 3 � f IL-0, �S b vl\ el . • ` )2.1( {( Lf3dn`fl l V `1` 1.1)Vl/:' fv1�1.`�'& / f I1� [ v� lvv`�7A( )cj 8�` 4/ j 1 't X14 ) � .y . , . „ t (,),G • • • WZ3 'Cie) 1\)1 .(00‘1,/) 000)0- • 6V,2)1&I ,°14- Loi 5, , X tom , 1A)/(2) -4- at e3v mutU< "T?) /2XkZ 8AU, pkvr) s T Agin. : 001 • -- ??6-44- 1 AWN L. \4' Structural Engineers 1 WOOD FRAME CONSTRUCTION MANUAL 63 ti,(: Table 2.2A Uplift Connection Loads from Wind 1,1,' ` .• • . (For Roof-to-Wall,Wall-to-Wall,and Wali-to-Foundation) , • 700-yr.Wind Speed 3-second gust(mph) 110 115 120 130 140 150 1,60 170 180 195 Roof/Ceiling Assembly i ,s,6,� ' Design Dead Load Roof Span(ft) 'Unit Connection Loads(plf) z,3,� ' 12. 118 128 140 164 190 219 249 281 315 369 Z 24 195 213 232 •272 315 362 412 465 521 612 _co 0 psfe 36 272 298 324 380 441 506 576 650 729 856 Z PI 48 350 383 417 489 567 651 741 836 938 1100 ril XP . 60 428 468 509 598 693 796 906 1022 1146 1345 itf • 12 70 80 92 116 142 171 201 233 267 321 0 CI 24 111 129 148 188 231. 278 328 381 437 528 iot 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 48 116 149 183 255 333 417 507 602 704 266 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 99 20 psf 36 32 58 84 140 201 266 336 410 489 616 ')'i 5't 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 1 Tabulated unit uplift connection loads shall be permitted to be multiplied by 0.75 for framing not located within 6 feet of corners for buildings less than 30 feet in width(W),or W/5 for buildings greater than 30 feet In width. • 2 Tabulated uplift loads assume a building located in Exposure B with a mean roof height of 33 feet. For buildings located in other exposures,the tabulated values for 0 psf roof dead load shall be multiplied by the appropriate adjustment factor in Section 2.1.3.1 then reduced by the appropriate design dead load. 3 Tabulated uplift loads are specified in pounds per linear foot of wall. To determine connection requirements, j.: multiply the tabulated unit uplift load by the multiplier from the table below corresponding to the spacing of the . connectors: • • Connection Spacing(in.) I 12 1 161922 24 48 Multiplier 1.00 1.33 C 1,60 I 2.00 4.00 !I' ° 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 forwall-to-wall or A' •• 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. 'liY'-';• 6 When calculating uplift loads for ends of headers/girders,multiply the tabulated unit uplift load by 1/2 of the header/girder span(ft.). Cripple studs need only be attached per typical uplift requirements. 't'`v' 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. 3 tr a Tabulated uplift loads for 0 psf design dead load are included for Interpolation or use with actual roof dead loads. cj E{,•c[54, .fit.y:i.::...; <-i :ai•s;. AMERICAN WOOD COUNCIL 180 Nickerson St. CT ENGINEERING Suite 302 — e1��V/lV�1��1 l/1�l INC. 11� Seattle,WA Project: 1 1 I )CArt )A14t '•ti(�-1f' 865. Date: 98109 t (206)285-9512 Client: FAX: Page Number: (206)285-0618 k.PPs ADD :A !loth th 2,2 1 gis ucri 09 avtotoo --mttss 4-e)1 MOM l�� 14 .1 17.0.-- ) . . . ... . . . ... . . •p,m0ETT.4170.. (0'.;!..A114 _ 6,410)6A.. .1,6( . , : , 0-4) •-= ‘10--zrin ; . < ' 6)(2...ia i-c6 1 '7.4) - (2 64,y 4794)(0,- -5 • . : 46:- -TYP. C 5 4P /P • & -700a -1,-25(1- re;=' nm) Dvwd Structural engineers TRUSS TO WALL CONNECTION ';I'i VAI iil`•; #OF TRUSS CONNECTOR TO TRUSS TO TOP PLATES 01111 I 11 PLIES 1 HI (6) 0.131" X 1.5" (4) 0.131"X 2.5" diiti •,1', 1 H2.5A (5) 0.131" X 2.5" (5) 0.131" X 2.5" 5.15 1111 1 SDWC15600 -- - 4!,!, ii!, 2 1110-2 (9) 0.148" X 1.5" (9) 0.148" X 1.5" 11110 /011 .. ...... ...... ..... 2 (2)112.5A (5) 0.131" X 2.5" EA. (5) 0.131"X 2.5" EA. IIY/it It 2 (2)SDWC15600 - - 9/ti l.in 3 (3)SDWC15600 -- - 1155 3,15 ROOF FRAMING PER PLAN 8d AT 6" O.C. 2X VENTED BLK'G. _ 0.131" X 3" TOENAIL [ - r"- AT 6" O.C. YIEF H2.5A & SDWC15600 STYI F - COMMON/GIRDER TRUSS ---�-+- 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 '-',PF VAI UES #OF TRUSS CONNECTOR TO TRUSS TO TOP PLATES UPI III El PIJES � _� 1 H1 (6) 0.131" X 1.5" (4) 0.131" X 2.5" --4.00-- _ 415 1 H2.5A (5) 0.131" X 2.5" (5)0.131"X 2.5" -535 --116-- 1 110 --1 SDWC15600 - - 405 Il:i 2 H10-2 (9) 0.148" X 1.5" (9)0.148" X 1.5" 1070-- 700 2 (2)H2.5A (5) 0.131" X 2.5" EA. (5) 0.131"X 2.5" EA. i07n---2211 - 2 (2)SDWC15600 - - 617(.I 2S6 3 (3)SDWC15600 - - 1455 .345 ADD ADD A35 0 48"O.C. ROOF FRAMING PER PLAN FOR.H2.5A AND Bd AT 6" O.C. SDWC STYLE CONNECTIONS 2X VENTED BLK'G. �t.�%''.111111 ice . Mil H2.5A & SDWC15600 STYLE i 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 ' TYPICAL TRUSS TO WALL CONNECTION [ BeamChek SE 112005 licensed to:Pacific Lumber Reg#SE-zoo 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 Ri=11.8 1112 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/240 TL Actual Defl L/400 LL Max Defl L/36o LL Actual Defl L/819 Attributes Section(in3) Shear(int) 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) Fel(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 0 22.0 H Uniform Load A 0 R1=7670 R2=7670 SPAN=22 FT • Uniform and partial uniform loads are lbs per lineal ft. 4-19-16 Roseburg J2 MAIN 1:43pm A Forest Products Company 1 of 1 CS Beam 2016.4.0.5 kmBeamEngine 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: L/480 live, L/240 total Dead Load: 12 PSF Deck Connection: Glued & Nailed Filename: Beam 1 71450 11 70 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 tied for applying point loads(aline loads)to carrying members Live Dead 1 391#(245p1f) 108#(67p1f) 2 1033#(645p1f) 310#(19401f) 3 323#(202p1f) 73#(46p11) Design spans 14' 2.375" 11' 4.375" Product: 9 1/2" RFPI-20 19.2" O.C. PASSES DESIGN CHECKS Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Lateral support is required at each bearing. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 1492.'# 2820.'# 52% 5.9' Odd Spans D+L Negative Moment 1762.' 2820.'# 62% 14.42' Total Load D+L Shear 714.# 1220.# 58% 14.41' Total Load D+L End Reaction 499.# 1151.# 43% 0' Odd Spans D+L Int.Reaction 1342.# 1775.# 75% 14.42' Total Load D+L TL Deflection 0.2501" 0.7099" L/681 6.61' Odd Spans D+L LL Deflection 0.2039" 0.3549" L/835 6.61' Odd Spans L Control: Max IM.React. DOLs: Live=100% Snow=115% Roof=125% Wind=160% SIMPSON All product names are trademarks of their respective ownere KAMI L.HENDERSON EWP MANAGER „', Copyright(c)zofs by Simp on sung re company lno.ALL wcrrrs REse o. PACIFIC LUMBER&TRUSS Pasarg isdefined as when the member,fioorjol5,beam or girder,shown on this drewbg meets applicable desgn criteria for Loads,Loading Condition;and Spans listed on this sheet.The BEAVERTON,OREGON 97005 desgn must be reviewed by a qualified designerordesign protessonal as required for approval.Thrsdesgn assumes product installation according to the manufacturers specifications 503-858-9663