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Specifications (85) sw `iZ►.red �eP °` -j CT E'N G I N E E R I N Gstructural Engineers 180 Nickerson Street Suite 302 Seattle, WA 98109 INC. 206.285.4512 (V) 206.285.0618 (F) RECEIVED #15238 SEP 7 2017 CITY OF TIGARD Structural Calculations BUILDNGDIVi !ON IAD PRp �, River TerraceGiN .;60 � � Plan 7 kV4 . td Elevation B RE ti � Tigard, OR 22 ,�Fs T. G `� \`vc) Design Criteria: 2012 IBC (ORSC, OSSC) ASCE 7-10 Wind Speed: 120(ULT); 93(ASD); Kzt=1 .0 Seismic: Ss=0.972, S1 =0.423, SDC=D Roof Snow Load = 25 psf Site Class = D, Bearing = 2000 psf Client: Polygon Northwest Company 109 East 13th Street, Suite 200 Vancouver, WA 98660-3229 Ph: 360.695.7700 Fax: 360.693.4442 Architect: Milbrandt Architects 25 Central Way, Suite 210 Kirkland, WA 98033 Ph: 425.454.7130 Fax: 425.646.0945 CT ENGINEERING INC 180 Nickerson St. Suite 302 Seattle,WA 98109 (206)285-4512(V) (206)285-0618(F) Polygon Northwest Company Multiple locations in Tigard, OR DESIGN SUMMARY: (Note- Dual reference for Plan 3 also includes Plan 3713) The proposed project is to be single-family homes. We understand that these homes are to be constructed in multiple locations throughout Tigard, Oregon. Design parameters are as noted below: The structures are two-story wood-framed. Roof framing is primarily with pre-manufactured pitched chord wood trusses. Upper floor framing is primarily with pre-manufactured parallel chord wood trusses. Floor framing over crawlspace is primarily pre-manufactured wood joists. The foundations are to be conventional spread footings. Wind design is based on the ASCE 7-10 MWFRS (Envelope Procedure)for 120 mph ultimate wind speed, exposure category B, and with a Kzt value of 1.00. Lateral design is based on the ASCE 7-10"equivalent lateral force" procedure with Ss equal to or less than 1.10 and S1 equal to or less than 0.50 and with soil classification "D". Plywood or OSB shearwalls are the primary lateral force resisting system (R=6.5). . Foundations have been sized for Class 4 soils as defined in IBC 1806.2. Codes considered; 2012 IBC, and currently adopted ORSC and OSSC. ............................ . . SHEET TITLE: DEAD LOAD SUMMARY CT PROJECT# : Plan 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 16 S9.1 r RB.bl GABLE' TRUSS RB.b1 / MIN. HDR A MIN. HDR 19 I S9.1 • • 19 S9.1 • • • U` ROOF TRUSSES AT 24" O.C. T1P. 1 21 N. 1 • N1 I J GABLE WEB • - r • 3 1 o I J L r22'x30" I o I 1ATTIC 490 1D ` I ACCESS 1 20 11 N( 69.1 11 1 ` 1tz Ill 20 ` : -- -.___......:.-...----- S9.1 .....I� 2 I1• Nx -_ a* • `I '. S1 h • ....................._. x N m I N : 19 S9.1 c • '-\R O • Q = 1 ll N I MIN. HDR v • T� GABLE WEB r 1 ---1----RB.b3 MIN HDR IN. HDR 1 MIN. HDR MIN. HDR j -- .---- ----a-.------1.- _ I GABLEI END TRUSS I L LRB.b4. J 16 SCISSOR/BOTTOM CORD TRUSS B S9,1 SCISSOR TRUSS A CT# 19252 2014.10.17 1/4" _ 1'-0" (11x17) PLAN 7B ROOF FRAMING PLAN 1/4"=1'.0" AMERICAN MODERN MST48A MST48 0 —tel S J �� ' \ i l Illi) F.-c i c j r. i .,..„ ( wASHER ENTIRESIDE ., • P6TN r- ' — DRYER r-1-- x r, ENTIRE SIDE •5 • ii, II 11 r— i 4( 4) ((4), is I I 0 t MST37 i i MST37 \\.<11111111111 ■ ■ ■ 8 S1.2 0 8 S1.2 CT# 14301 2015.03.05 1/4" = 1'-0" (11x17) PLAN 7B UPPER LEVEL SHEARWALLS I 1/4"=1'-0" AMERICAN MODERN P3 19 Alinh O S9.1 m \ GABLE END TRUSS / 3/---------M1--1771.14x12 HDR \ / II THD14 4.b1 STHD1; ...____ ROOF TRUSSES AT 24" O.C. TYP. 9'-6" 6x6 POST 6x6 POST 5 51,1 6 5 _T.R MIR 1 1 __ t. tb2 d d AS O N . 1. N L1 0 0 ® 'v 2 P4 S9.0 /S THD74 S H0741--\ 13/4 x 14 L 1-j __ 141444iE U r, \, 40111 l I 1.1 Ali I / _ f f2 --- -- ENTIRE 6x6 POST "y'�I _ P6 �� 'J L -� r!�i SIDE (2)2X10 HD' \�' `� (2)114"" FLOOR TRUSSES k. ,• i' I a\ ROOF TRUSSES j -�- y AT 24" 0.C.-I—'_B:b1 Uzi \\ ji o a �-.\J f ' '\ IIx v ENTIRE P6 LEDGER :% \ �^ Y .� I N SIDE i Alb 2)2x10 HDR OliV _ 1 ‘117 D.b15 'O '' o = I O 1 a 1 `, I .9 I BLOCKOUT FOR f4 g_,1 ; Il j MICROWAVE EXHAUST. / \ _ _J 0 13" CLEAR = I III. a�� I S9 0� '--I = PICTURE FRAME o y '44" w¢ I o OPENING. DIMS ,:'7. I -0 c�m I 1 I c� ARE TO STUDS. 2 i • a K x r �J o f a '° 01 ,-1 i I Z 4 59.0 II�\ I 2 M o -0 x ` FIXTURES I ABOVE I Iry 1 f a o 1.;6x6 POST o <--I-. II I o b 1r// 1I U`i D f r 2x ROOF I�- WLLVl I 9 II X --Tr I FRAMINGII L_ C9.) V L — B.b9 ,__1 ,y o '--1 _LialLL __ i 410 g —TI Tr-- LEDGER N I STH014 576074 • - 4x8 HD 4x8 HDR 4x8 HDR 4x8 HDR N I • �■ ,{0 B PrB.b33'I0 BTE10 ... K I 1 N.1Z, ® N 59.0 N '(zi MP I 2P3 I VPB.b18 B.b17 Q 1 4x12 HDR "" 4x12 HD" 6x6 POST 2 - - "- 0 W/ACE4 17 18 6x6 POST A11 All 6x6 POST W/ACE4 W/AC4 Q ALL HEADERS CHANGED TO (2)2x10 U.N.O. LO ER LEVEL SHEARWLLS PLAN 7B UPPER VLEVEL FLOOR FRAMING 1/4"=1'-0" AMERICAN MODERN -10/216'-3" 3--10/2 i eh 15 78 413P 0e S6 0 56.1 / - ♦..fy f - Z STHD14 STHDI ( Z w Q o N N 3h" CONC. SLAB 1,. za OVER 4" FREE DRAINAGE MATERIAL O w OVER COMPACTED FILL }- 4 1- Q x I ®I - a Z `'- VERIFY GARAGE SLAB HEIGHT ''? w io WITH GRADING PLAN 2 0 D o O M O 1 0 CC O e LL A% 18'-03/2" 3'-11y29 i 14 II i it S6.0 Q, I ,7 I I J r 9'-0" -16" If r---i 9 1� VARIES : MIN. `i /21 FURN. 3r CONC. _14" SIM. S 0 e ABOVE m 9 PAT10 SLAB -3" FROM TOP OFr o STEM WALL 1 n MilSLOPE P4 STHD14 J L----11 0 2" DN + C7 I A� N -511 9 S J I`I 56.0 1.3 ^ I STHD14 - 1 ,� 434.-1) 3'-9 c. FIXTURE ABOVE I �, 4 1 I 2x4 PONY WALL i 1 18x24 CRAWL / Z A BU66�I- I-7"I I F I AT HIGH FDN. - I *1-IPACE ACCESS ,� ,,,-,--rT -----r I I 3 6 I ; I Q - ,,,,,x',.• ♦ F i ; 07 56.0 i _ _u� iminii U 1--:-,1- J 11 - 7 Lt J m 1 18"x36"x10" FOOTING -i 8 ILl i. I 3" 1 , (2) 14, (3) #4 2 12117,_ ---"_'-i I _ t-, 1 O ENTIRE P6 ♦ , I 1�" x 91¢" LVL i 1� 1 P6 SIDE 1 1- 7--- L j1 - Y I ^♦ -/" I e CENTER U/ WALL {- --El 1 0--- I /" I I 17 ; L I 16 30"x30"x10" 7 T - 56.0 FINISHED FLOOR Lt S6.0 FOOTING W/ e AT +0'-0" \ IS (3) #4 EA. WAY N N ;n-,:, I P.T. 4x4 POST `>• TYP. U.N.O. `� CRAWL S L+ I "`moo DRAINAGI • CONNECT 93C I-JOISTS AT 19.2" O.C. ' FOOTING 1 TYPICAL ALLOW P " n i DRAINAGI -12%a" r � 7 11'-734" '0 ! 14'-4/4" r,1 - I 41 I L i J -s, �r _ -1k/4" x 9X2" LVL - � I r--I- 30"x30"x10" —1 I ( 1 FOOTING W/ m 18"x18"x10" FTG. "' 1 't-j (3) #4 EA. WAY •--1-I-12V4"1 o 4;117 W/ (2) #4 EW I = I I 6x6 P.T. POST ® TYP. U.N.O. s--1 L----- 1 LTJ 10 & 1%a" x 9Y2" LVL SIM.S6.0 D7 SIM. T I ^ 2x �PONY r 17-1J tt3}-I. WALL io I mj�® in �. -- L _ -♦ e �* START FRMG. ISIM. S6.O�SIM.® ,, 56.0 SIM.I I -5" • l I STHD14J _SThD1441121) to1 31/2" CONC. SLAB s " TOP OF SLAB o SLOPE 11/2"Z -121/2" TOP OF 8" v L STEM WALL J 16 - ABU44 7 e S6.0 ABU44 1-246'-0" 1 I ABU44 3y2 L 8,-5„ 3Y"1 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 5.8.0,1-Dec-2003 Timber Beam & Joist (c)1983-2003 ENERCALC Engineering Software 14189 Plan 2613.ecw:ROOF FRAMING Description 2613B ROOF FRAMING Timber Member Information RB.b1 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 7250 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 #/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 111101101=111111134. . 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 Iv: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 i -0.089 -0.002 -0.074 -0.008 -0.003 -0.037 -0.015 UDefl 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 UDefl 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 UDefl Ratio 279.2 7,045.9 321.0 1,720.3 4,077.5 661.7 1,394.0 Title: PLAN 2613 Job#14189 Dsgnr: TRE Date: 4:35PM, 16 SEP 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev: 580006 User:KW-0602997Ver 580,1-Dec-2003 Timber Beam & Joist Page 1 (c)1983-2003 ENERCALC Engineering Software 14189 Plan 2613 ecw CRAWLSPACE FRAMING Description 2613 ABCD CRAWLSPACE FRAMING Timber Member Information TYP BEAM Timber Section 4x8 Beam Width in 3.500 Beam Depth in 7.250 Le:Unbraced Length ft 0.00 Timber Grade Douglas Fir- Larch,No.2 Fb-Basic Allow psi 900.0 Fv-Basic Allow psi 180.0 Elastic Modulus ksi 1,600.0 Load Duration Factor 1.000 Member Type Sawn Repetitive Status No Center Span Data Span ft 5.75 Dead Load #/ft 195.00 Live Load #/ft 520.00 Results Ratio= 0.9884 Mmax @ Center in-k 35.46 @ X= ft 2.87 fb:Actual psi 1,156.5 Fb:Allowable psi 1,170.0 Bending OK fv:Actual psi 96.2 Fv:Allowable psi 180.0 Shear OK Reactions @ Left End DL lbs' 560.62 LL lbs 1,495.00 Max.DL+LL lbs 2,055.62 @ Right End DL lbs 560.62 LL lbs 1,495.00 Max.DL+LL lbs 2,055.62 Deflections Ratio OK Center DL Defl in' -0.027 UDefl Ratio 2,558.5 Center LL Defl in -0.072 UDefl Ratio 959.5 Center Total Defl in -0.099 Location ft 2.875 UDefl Ratio 697.8 Title: PLAN 7A Job#14301 Dsgnr: TSW Date: 2:13PM, 1 MAR 16 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev: 580006 Page 1 User KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist (c)1983-2003 ENERCALC Engineering Software PLAN 7 ABD ECW Floor Framing ..•.,, ,..wx,,. .,,,.:', •i•,.,, - <Acam . . 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 . .ys�a ..... ..,. �i>a3aai�uu•:' y;3•i B.b1 B.b2 B.b3 B.b4 B.b5 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 Level,LSL 1.55E Hem Fir,No.2 Rosboro,Bigbeam Douglas Fir- Hem Fir,No.2 Lards,No.2 2.2E 2.2E Larch,No.2 Fb-Basic Allow psi 900.0 3,000.0 2,325.0 850.0 3,000.0 900.0 850.0 Fv-Basic Allow psi 180.0 300.0 310.0 150.0 300.0 180.0 150.0 Elastic Modulus ksi 1,600.0 2,200.0 1,550.0 1,300.0 2,200.0 1,600.0 1,300.0 Load Duration Factor 1.150 1.150 1.150 1.000 1.000 1.000 1.150 Member Type Sawn GluLam Manuf/Pine Sawn Manuf/Pine Sawn Sawn Repetitive Status No No No No No No No Center Span Data 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 UDefl 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 UDefl Ratio 300.6 556.5 9,398.1 2,154.8 353.9 1,455.8 743.5 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 (c)1983-2003 ENERCALC Engineering Software 14189 Plan_2613.ecw:Floor Framing Description 2613B 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= if 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 600.00 411.25 306.25 462.50 890.00 556.25 778.75 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 @ 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 UDefl 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 UDefl 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 1 User:KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam & JoistPage (c)1983-2003 ENERCALC Engineering Softwareg 14189 Plan 2613 ecw Moor Framing .;. „ _x: ,+.,� F-..•,•. .r;:.ws. ..,. ,,:; Fes,.: u,<„ :'. Description 2613B FLR FRMG 3 OF 3 1 Timber Member Information .aum. ..a ri....i,. '>,;. es/ wF. '>N4.da44..;: s ,-w; ,>v+4tt > ...a^.ak»> •!'i4* >.,,, T/,- ,.,4i9;,...,...a .a.1ii'i:... ,.tea.... >. 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 Lards,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 R@SUlts Ratio= 0.3104 0.1246 0.5890 0.9911 j Newszvir y 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 --r• WORIMMENT @ 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 _......._. �y ..,; ....._ 0 n0 ..._._.. ..- �1 o1� .. ..Cy wv iav ._. __.... d o l 6.0 16 • • ve ava, v aoabIIaa v la� 6^aaal a $a2sof �� fa 1,-,,,,,$c''' 1 ois Na & j 1 v IM . /.J' ia - Sj I 41..,,'X'411 " I / mx 4l (aj j r 6:0 - NrI ; Ib ;gym-51.15-:- IN F34 SiI b ' n_eb r101 14 , �a °�m3,.1 nAo'1716,7`,::04e '°n°0 -^ . �N S� '".- o _ 14-411'; �,io ma 1rnE � Al,!: : min1 mi . 00 1I_ m corgi Io0nm ;._ _I �m 1. lC + bAJ6 l _ 1 00$ l a 1 -. lv f t. �j ooI X4. 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N IN M,4FH ac lop. :Ia1njN.n 1INfi; n nnN 1-N IIHo! i FI=_.—InM - -Ir '- n 'I _ I Ftinnln 1,6 Lr, 1.1' 11 Ti IE - to rom11 1.6.F212171 -r%-1 I.-40Q; 7..1 I I1h � ImmmS1127m1 1 F-mlmj 1 r.1- lml'Im Imm 1 SOLOS CT814189 Betahny Creek F IIs :LOAD CASE .._...... (1212) (BASED ON AN30AF8PA .NDS-1995).._.._... SEE SECTION 2.3.1 2 3 1 2.3.1 3.7 1 3 7.1 .......K 100Des�Buck511B FactD L S _. _ _._... 0&I Gtnstat Sec0on3715 _._. _....< ..... .. �.__ , r._ .._ Oct 030'(Const) Sedbn 3]i S ... ...- .._ _... _ i Cf(FE) Cl(Fc) 1997 NDS _.._CE .:Sanas( Ua o Sen23.10 _ ... tionditla._ComL;Size.ro Ra) L_ . C4(75) Cb Cd(Fc) E537-1, _ _._._ NDS 3.921.MaxWa4 tl rabon.tl trooTactor factoruse 4- SEM Grade WMIh:Oep8,$pest Hags Laid Vert Load Hor.Load:: <=1.6-...:Load 0 Plata Cd(FS),.'Cd(F k Cf Cl T Cr Fb F perp P E FLY_ c pe.' Fc' F t F k __77:!F/PF Po Po/ ft . of Psf 0 _�.P3 .._: (11)11.5: Pe Ps Ps 0s no Ps psi Ps ...p pa _ , Pe. _Fb(1 k0000 H-F Stud 15 � 35 16 ].7083 2841 1730 0 08916 19936 1.00-7 115 11 1.05 115 675_., 405 800 1200000 854 506 966 51542 44122 439.37 1.00!--000; 0000 H-F Stud 16 3 5 16 )_ 9: 30.91 1710 0 0 9967 25574 . 100 1.15 11 1 1.05 1.15 675 405 800 :1 200.000 854 506 966 376 09 34090 340.00 100 000 0.000 H-F Stud 16 3 5 12 9: 20 9: 1555_ 0 09921 25578 100 ' 1.15 1A 1 1.05 1.151 675 405.800 .1206000.000 854 500 966 448 05 34522 393.60 100: 0 00': 0000 H-F Stud 15 35 16 825 28.3: 1550- 0 09921 19934 100 1 115 114_1.05 115 675 405 800 1,200,000 854 506- 966 44995 39522 393.65 100 000, 0.000 H-F Stud 1.5 3 5 12 8 25 28 3 2070 0 0 9953 2657.8 100 i 15 I.1 1.05 115' 675 405 1 800 1 1200606 854 506 9661;44996 311522 39429 100 000. 0.000 H-F Stud 1 5 3 5 8 1 8251 28.C... 3100 0 0.9921 3986 7 100 - 1.15 1 1.1'105 1.15 j.. 675 405 800 :1200 000' .854 506 966 649 951 395.22 393.85 1.00 0001 0000 SPF Stud 15 ': 35 16 .7.7083 264 1695 0 09952 20918 100 -. 115 1.1 1-1651 115 675+425-1725 :1206 000 856 531r 875.4381 51542 13152 430.48 100 000; 0000 SPF Stud 15 35 16 1 9 30.6_._ 1760 0 09944 i 20511 100_115.1.1 x1.05 '1 115 675 425 1 725 '1,200,006 8541 531;875438 37809..__3361733524 100 000= 0.000 SPF Stud 15 35 12 : 9 9: 30 1760 0 09964 21891 100 '' 115 _ 11 16 115 675 425 725 71200000 854 531 875.438 3789 3361 33526 100 000, 0000 SPF Stud 15 35 16 825 283 2525 0 09957 20918 100 115 11 1.05 5 115 675 425 725 .1200000: 854 531 875.438 449956 368130^ 387.30 100 000, 0.000 SPF Stud 15 35 825 283. 2030 0 09925 27891 100 115 :.105 1.15 675 425 725 1200000 854 531 875438 44995; MAC': 38657 100 0001 ,..0.000 SPF Stud 15 35 8 8.25 2831 3050 O. 0 995 41836 100 115 11 11:1.05115 675 425 ]25.;.1200000 8541 531 875.436 44995j. 38813 387.30 1.00 006 0000 _._. ___. 1,300,006 101843, 183758 506.18 049 0.00_ 0000 H-F#2 1 5 5 5 16 -].]083 ICC 3132 0 0 2608 3132 4 100 1 15 1.3 1.10 1.15 850 405 1300' 1,271 506 16446. H-F 42 15 5 5 16 9 19C 3132 0 0 3652 3132 4 100 1.15 1 1 3 1.10 1.151-850 405 1300 1,300,000 1,271 506 16446:1011 A5 937 57 506.18 050 000; 0 000 11-7F 82 t 5 5 5 16 8.25 18 0 3132 0 0 2858 3132.4 1.00 115 t 3 1.10 1.15 850 . : 405 13001 300 000, 1.271,, 506 1644 5 1203 70 946 T7 50618 053 000: O 000 SPF#2 15 55 16 7.7083 168'. 3287 0 02737 32871 100 115 13 1.10 115 875 1 425 1 1150:1400,000 1,308 531i 1454.75'1484.86 101545 53123 0.521 006 0000 SPF 42 15 55 16 9 196: 3287' 0 03905 32671 ' 100 115 13 1.10 115 875 425 1150 1,400.000 1.308 531 145475 108925 856161 53123 062 0.00; 0.000 SPF 02 1 5 5 5 16 8 25 18 0 3287 0 0 3158 3287.1 160 1 15 1 1 3 1.10 1 15 I 875 1 425 1150 1400,000 1,308 531 145475 1296.301 94538 53123 056 006 0 000 SPF Stud 15 i 35 I 16 . 1457 500. 5451 0 09913 i 20918 100 115 r 11 1 1.05!115 675 425 1 725)1,200,000 854 531.1 875438 14426. 13902. 138.41 100 000 0600 SPF#2 t5 55 16 19 415 1450 0 09917 32871 i 100 115 13 1.10 t15 875 425 1150,1400.000 1,308 531145475_24440 23532 234.34 100 0.00: 0000 H-F#2 1.5 5.5 1 6 19 41 5. 1360: 0'. 0.9969 ! 31324 ' 1.00-115,13 110'ii 1.15, 850 405 ',,1300 1,300,000 1,271 506 1644.5 226.94. 220.14. 219.80 1.00: 0.00' 0.000 Page 1 D+L+W CV/14189-Betah Y Creek Fells :LOAD CASE .,..._._ (1213)_......... (9ASE0 ON ANSVAFBPA NDS-1997)....:.. SEE SECTION 2.31i...2.3.1 22 1 3/.1. 371 K 1.00 Des1gn Bucking Fecl •.. D41N4 : ...'. V' ..... ......... ..- .._...... 020(Constant) !Section _._ G _. _. ._. _.. .. ......._ K E 030(Cendant) Section 3 7 S ._.. .... >- .__ .._ Cl> (Pb) Cl(Fc) 1997 NOS ... ._... Cb i (V J > 'Secbcn 23.10 i. _--_- BerlZng-Como See 5¢ Rep., _._ ,Cd(Fb) CD Cd)Fc); E30 3.7-1 .-- NDS 392. M Well OuraOo dunbmfactar�factor; .._ ..__. ..._. .c_. SAW Grade'Width Depth Spaar�HagM Le/O;Ved Load]H .Load 4.1.0 i.oed 0 Plate Ctl(f01Cd(Fut Cf:Cl CrPb F perp Fc._ E Pb F perp' FcF F h :to/Pc Po- Po/ ... n. I. p# Pet... >_.. Pit (Fb (F) PB Pa par Psi pP Pa ....p PN pa psi psi Fb 11 fc/Fce) H F Stud 1.5 3 5 1 16 7.7083. 26 4: 1075 9.71 09951 19934 1.60 1001-1.1.1106 1.19 675 405-1 800 1 200000 1.366 506. 640 5i6:42 427 08 273.02f 064 376]8 0586 HF Stud 15 35 I 16 9 309: 755 8.46 09942 19934 1 1.60 100 11;105 1151 675 405 800 1200000 1,366 506 640 37809:, 33399 191.75' 057:44].52 0.665 14-F Stud 1.5 35 12 9 30.5 1970_ 8.13 09998 _ 4 1997 . 1.60 100 1_1:105 1.15 675 405 800 •1200.000 1,366 506. 840. 448.95: 334 97 21].34 0.65 335 64 0.587 Hi Stud 15 i 35 16 825 283.,, 970 8.13 0.9943-1 19934 1.60 100 114105 115: 675 405 800. 1200000 1,366 506 840 4199513848] 24fi 35 06436i3] 0.585 HFStud 1.5 3.5 12 825 283: 1425 8,13 09974 i 26578 1.60 100 1t�1105 115e 675 405 800 1.200.000 1,366 506. 840 44995' 384 87 271.43 0]t 271.03 0.500 H-F Stud 1.5 i 35 8 8.25, 2831 2355 8.13L_09981 : 39867 1.60 100 1.1.E105 115] 675 ' 405 800 1200006 1,366 506 840,44995. 384 37 299.05 078 180.69 0394 7_ SPF Stud 1.5 35 16 -:77083 264: 10601. 9.71 09971 20918 , 1.60 100 1.1�105115 675 4251]25 1200.000 1.366 531. 53 16125 51542 415 . 269.21 06537578 0 0.57] SPF Stud. 1.5 35 '; 16 1 9 30.9: 700 846 09115 i20918 1.60 10 1.1:105 115 675 625y 725 1200000 1,366 531: 76125 378 09 32830 1]7.]8 054 4a7.52 0.618 SPF Stud 15 r 3.5.T 12 i 97 283 1125 8.16 09931 : 27891 1 160 100 1.05:.115 675 425 725 1,200000 1,366 531; 76125 44809 37830 24121 065 33537 0567 SPF Stu1.5 5 3 16 8 25 28.3; 960 8.13 0 9970 2091 1.60 100 11 11 1.05>1;15 675 425 725 1200.000 1.366 531 761 25 449 95 376 35 243.81 0 65 361.37 0.577 SPF Stud15 35 12 1 825 283 1405 8.13 09952 1 8 21891 160 100 11:105 115 675 425 725 11200,000 1,366 531 76125 44995 37635 26].62 0]1:2]1.03 0.490 SPF Stud15 35 8 825, 283. 2320 8.13 0.9958 41836 1.60 100 1 1.1;105 115 675 425 725 1 1200000 1366 531 761 25 449 85 376 35 29460 07S 18069 0383 H F#2 15 55 16 77083 16 8. 3132 9.71 0.3909 i 3132.4 1 60 100 i 1 3 1 10 i 1 15 650 405 1300 1300000 2533 506 1430 1378 83 96/91 506.18 0 52 152.58 0119_ H F#2 1 5 5 5 16 9 19 6'; 3132' 8 46 05743 , 3132 4 1 60 1 OD 13 1 10 1 151 650 1 405 1300 1300000 2.033 506 30 1011.45':. 804 50 506.18 ,.... 053 14'.34 0.124 H F#2 1.5 5 5 16 8 25 18.0. 3132 8.11 04411 i 3132.4 1 60 100 i 1.3 1 10 115 I 850 r 405 1300 13080066 2033 506 4.0 1203 70; 89913 506 16 056 t<6 34 0.124 -.. _ SPF#2 1.5 5.5 16 ;7.7081 16 8 3287 9.71 0 4327 32871 1 60 100 1.3 T1 10 1.15 1 875 1-425 1150 1 400 000 2 093 531- 1265 1484 89 940 30 53123 0 56 152 56 0114 OFF#2 15 , 55 16 9 19.6: 3287- 8 45 06033 3287 1 1.60 100 1.3 1 10 1A5 y 875 1 425 1150 1 400000 2.093 531 1265 1089.25 80208 531.23 0 66 181.23 0169 506#2 1 5 55 1 16 I 820 18.0 3287 8.13 04790 ., 32871 1 60 100 13 1 10 1A5 875 425 1150 1400000 2,093 531 1265 1296 30. 68465 531.23 D 60 146.34 0.118 SPF Stud 1.5 ' 3 5 > 16 14 57 8 4 50 0 70 6 0.9957 2091 8 1.60 .100'1A i1 05 1 15 675 425 I 725 •1205 000 1,366 531 76125 14422 ' 138 14 17.76 0 13 0 9]9 _. _._.. 1150 ... SPF it2 1.5 55 _ 16 : 19 41.5: 660 971 09941 326]1 1.60 100 1.3'110 115 875 425 tg000602.093 531 1265 244.40': 23380 106.67 046 927 02 0.186 22294: H-F92 1.5 55 16 19: 415 800 9]t� 09921 31324 ,. 1.60 100 i 1.3:1101.15: 850 405 :1300 1.300,000; 2,033 506. 1430. .02 959] 044:.927 c12 0796 Page 1 D+L+W+SSS CT*14169-Behlar9 Creek Falls LOAD CASE 1 (12-14) 1 '(BASED ON ANSVAFBPA NDS-1997)-_ :SEE.SECTION 231 23.1 2.31 3)1-_x,,.3]1 _Ka 1 80',Dasgn nt)C Feq D+L W 32 .. Cr __ _ ... ....CCE 0.312(Constant)> ,Section 3715 ._... .... .. _- Cl-; . Pb CfF X1997 NOS - ... Cb . -� .Sa Eon 2310. '.BarMin�Cane:S Rep. ._j ( ) 1 ) ... T r1S y NDS 39.2: M Wall tlura8on dura0a4hclorhgar -' -- < 1 0 ireE PleteCE F6)04 F Cl Cl C Fb F Pep. Fc...' E Fb' F Perp' Fc' Foe '.._.Fc to .714/Pc..;" ... lb/..... sora orad wmn„.oePtn sPea"4"a5M11,Lea Vert Load Hon Coaa � (. S " 7 . P6 us( 93 ...... KFb) (F) .675 Psr Ps - 00. _ 1si Psi Pe Ps 4 .2 ... pet, Fb(1 10.9 H-F Stud 15 35 16 .]]083 309 1165 941 09962 194 160 115 11.105115 675 405 800 1200.000 1,366 506 966 57502 34090 19419 05744658 0674 8-F Stud 15 35 16 9 309 765 8.46 09986 19934 160 115 11 105 115'. 675 405 800 1209000 1566 506 966 378 09 34090 19429 067 447.52 _0.5]4 0-F Stud 15 35 16 _ 5 209 1150 8.13 09969 165]6 160 115 11 105 115 675 405 � 800 1200000 1,366 506 966 44805 34522 250.16 0.64-335.64T 0.504 H-F Stud 15 35 16 825 26.3 985' 8.13 09963 19934 160 115 11 105 115 675 405-800 �1200000' 1.366, 506, 966 44995 39522 250.16 063 361.3]- 0.596 H-F Stud 15 35 8 825 283:. 2390 8,13 09950 39867 160 115 11 105 115 675 405 800 1200000 1,366 506 966 44995 39522 303.44 0.70 271.05 0.401 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 OS t 15 675 405 800 1200,000 1566 506 966 449 95 395 22 303.49 .77 180.89 0406 . ._.._. _.._._ _.._._ __.... __. SPF Stud 1-.6-_� 3 5 16 72083 26* 1080 971 0 9935 2091.8 1.60 1.15 1 1 1 OS 1 15 675 425 725 I 200 000 1.366 531.875 438 515 42 431 52 27429 0.64 376.]8.78 - 0.589 SPF Stud 1_5_.....25____16______: 9 30.9: 140 846 0944 27891 1.60 115 11 105 115 675 425 725 1200000 1,366 531_875438 37809 33617. 217.12 557'.447.52__ 0.577 SPF Std 15 35 16 9 283: 1140 813 09954 27891 160 115 11 1 05 115 675 425 725 1,200.000 1,366 531 8]5638 44909 38613. 247.62 064 361.34 0.588 SPF Stud 1.5 ( 3 5 16 8.25 28 3 9]5 8.13 0 9952 2091 8 1 60 1 15 1 1 t 05 1 15 675 425 725 200 000 1,386 531;875.438 H9 85, 38813: 24].62: 0645361 37� 0.588 ''' <_ 1 .675 ,....... . .03 SPF Stud 15 35 12 825 283 2430 8.13 09922 41836 1,60 115 11 105 115 675 425 725 :1200000: 1,366 531.875438 44995, 38813' 2]2.68 0.70.271.03 0.396 SPF Stud 15 : 35 e 825 283 2360 8.13 09922 41836 160 11511.105 115 675 425 725 1200000 1.366 531 8]5.438 44995; 38813 299.68 077.18069 0396 i 11 F 2 1 5 5 5 16 1/089 16 8 3132. 9 89 71 0 3593 31324 160 1 15 1 3 1 10 1 15 0 405 1300 1,300,000 2,033 506 1644 5 101145 103158 506.18 0 60:152.53 ___00.119 6 H-F p2 15 55 16 9 196 313E 646 054'17 31324 160 115 1.3'.110 1 1 850 405 1300:1300000. 2.033 506: 1644.5 1011 83].5]' 506.18': D.60 18123' .1]8 .__. .... 11-F 62 1.5 : 5 5 16 8 25 16 0 9132 8.13 0 5100 3132 4 t 60 115 1 3 t 10 1 15 850 605 1300.1 300 000 2.033 506 1644 5 1203 70 946.77 506.18 053 146.34 0.124 SPF 42 1 5 5 5 16 7 7083 16 8. 3287 9 71 0.3872 32871 1 60 1 15 1 3 1 10 1 15 .5 425 1150 1400.000' 2.093 531 145A75 1484 89:' 101545 53123 0.52:152.58 .''0.114 525 1150 1.400000 2.093 531 145475 08925 85016 531.23 0.62 18123 0169 SPF p2 15 55 16 9 196. 328] 6.46 05595 328]1 160 115 15'.110 115 8]5 t SPF p2 15 5.5 .. 16 825 18.0 3287: 8.13: 04342 32871 1.60 115 13 110 1.15: 875 425 1150 1,400000 2.093• 531'.145475 129630. 945.38: 531.23 0.58'.148.34, 0.118 575 Stud 15 35 16 1457 500 70 846 09955 20918 160 115 11 105 115 675 425 725 1200000 1,366 531 875.438 14426 139.02, 17.78 018y6664' 0979 1150 1.400,000. 2.093 531:145475 24440 - SPF 02 1.5 5 5 16 : 19 41 5 660 9.71 0.9014 ' 3287 4 1.60 1 15 1.3 1.10 1.15 875 425235.32 106.6] 045 927.02 0.786 H-F 02 15 5.5 : i6 19 41.5 600: 9.71: 09901 ' 31324 1.60 115�1.3'1.10 1.15: 650 405 1300 1.300,000' 2,035' 506. 16445 226.94 220.14: 96.97: 0.44:927.02: 0.798 Page 1 D+L+S+.SW CT#14189 Betakny CneekFalls : ,_.LOAD CASE,.,.._.__.., (1215) :._..._„ (BASED ON ANSI/AFBPA NOS-199'!)..._...: ]SEE SECTION. 2.3.1 231 2.31 371 _..__371 ..._._ .,__ __..._.. Ks 100.05591 BucJdmg Fact i DH.+S+Wt2 _ 090 1Comd t.) Section 3.7.1A.1 1 < ';•._ .....Y, �. Cr _.. __..KCE 030'(Constant) Section 3715.... .._. _.... _.._ ._.._ • Cl(Fb)i. Cl(F) 1997 SOS .._. ... Cb IV > :Sedan2310: -..- _ Bending_Comp Size i Soa;RP: Cd.�Fb) Cb ;Cd(F) ,.Eg 3]1 NDS 392 a W A duration d (FC).'' 'far Skid Grade V.40.111'Depth Spedig Heght •Le/0 Vert Load Ha Load 10 iced 9 Plet Cd(Fb)Cd(F} ClCClCCrFb F perp F E FD Fcperp' Fc F i F' ft fr1F lb ib/ .4_ft ... Of P4f 91 (F1) 105 Psi Vii.... 70 1, psi • P Psi ._.4p 3&. Fb(1 fr0403 H-F Stud 15 35 18 •7/083 26.41 1370 4 825 09935 4 19934 1 60 1.15.1'1 1 05 1.15 675 405 800-1,200000 000. 1,366 506: 966 51542;9 34020'' 236.35., 072 18839 0470 6-F Stud 15 35 12 : 9 309: 970 423 09923 29538 1.60 115 11 105 115 675 405 800 1200000 1,366 506. 966 37809: 34090 242.85 077127.82 0470 H-FStud 15 35 - 12 9 289 1195 463 09960 10938 1.60 115 11-.105 115 675 405 800 1,200000 1,366 506 966 441109: 39022 303.89 077 180.69 0403 H-F Stud 15 : 35 18 825 283: 1180 4065 09990 26538., 1.60 115 11:105 115 6]5 405 800 1200000 1,366 506 966 44995; 39522 30349 081 13559 0343 H-F Stud 15 � 35 12 825 283... 1680 ap65 09990 26578 160 115 11:105 tt5' 675 405'800 1200000 1,366 506 966 44995 395.22 32000 081135.51 0343 0-F Stud 1.5 35 8 8 25 28 3 2665 4 065 09999 3986.7 1.60 1 15 1 1 1 05 1 15 675 405 800 1,200,000 1.366 506 960 44995' 39522 338.41 0.86 90.34 0.267 .._. 1._.__- ___.__. :........ .......... SPF Stud 15 : D+LOS.36 CT#14189 Betahny Creek Falls LOAD CASE (12-16) (BASED ON ANSBAFBPA NDS-1997)__.._..< «SEE SECTION 4.2.3.1 231 23.1 371 371 __._. ._..._... Ke 100Design Bucking Factor ',. _.. -.. D+L 8 E/1.1 .. ..... ._. _ ..._........ 080(Conatant)> Section 3715 _ : - _ ...... Cr• r K E 0 30:(Consta t)> SeW 3.7.1.5 4 ..._i ... _ - Cf(Fb) Cf(F) i 1897 NDS Cb (V aJ '5acbon2310^_ _ - Bendng.Conp Suer S¢ Ray Cd(Fb) Cb iCd(FL :Eg.371 ,NDS 3.9.2 k4az W R:duration duratiofactor factor Sled Grade WMdr'-Dep0''Spacing Height Lek!Not Load'.Hoo Load; 10 Load @ PIe1 Cd(Ft -d(F)Cf Cf 4..Cr 1 Fb :Fc p rp F _ E Fb: F perp Fc' F F' Sc iaF'c 5 b _.. n ft Off (11 105 co pa PN : 0 Ya' PS' Psi P5 PN 8 Ps Fb(iJ 0 35 H-FStud 15 35 16 17083 2fi< �I15 �.5] 09983 � 19934 160 j 115 1.05 1.15 676 405 800 X1,200000 1366 506 9% 515421 Mt22 3593] 081 13853 0335 H-F Stud 15 35 16 9 309: 101gr 3.5� 09960- 19934 16D'115 1 1.1'.105 115 6]5 � 405 800 :1,200000 1,366 506; 966 37808 3W 90 256.51 0]5 188.85 0430 ._._. r 3103 _.. H-F Stud 1 5 3 5 12 9 30.9 1420, 3.57, 0 9937 1993A 1.60 1.15 1.1 1.05 1 15 675:405 800 '1500000 1566 506: 966 3]809; 34090 2]0 68 0 79 141 63 0.376 .__ H-F Stud 15 35 16 825 28.3'. 1225 351; 09%t 1%34 160 i. 115 tt:1.05 115 6]5 405 800 1200000 1366 5%; %6 M9% 3%22 31111 079 15868 0.3]6 0000... 0000. 0000 0000... 3300. H-F Stud 1, : 3, 12 8 25 28.3'. 2700" 3.57, 09947 2657.8 160 1 1 1.05 1 15 6/5 405 800 1200.020 1366 506 966 449.95; 395 22 342.]1 0 87 179 01 0315 Stud 1 5 3 5 8 8 25 28 3' H-F 2]00 3 0.9966 86)' 5]1 39 1.15 1.1."1.05 1.15 6/5 405 800 -1500.000 1 366 506 9669% 411%22 342 86 0.87 79 34 0244 0000 ....I ........ 160" . 15 1.-- - 0 ..__ SPF Stud 1, : 3, 16 .7.]083 2641 13%i 3.57` 09984 2091 8 160 i 1 15,1 1 1 1.% 1 15 675 425 725 1,200 000 1,366 531'875.438 51542 431 52 354.29 0.2 138 53 0324 -.. 0000. _ - SPF Stud 1 5 3 5 16 : 9 30 9'� 1000 3.57, 0%18 2091.8 160 1.15 1.1 1.05 115 675 425 725 -1 200 000 1566 531 875.438 3]803 336 t1 253.91 0]6 188 BS: 0.421 7333 3358 SPF Stud 16 � 3.5 12 9 30.9 1410 3.57; 0.9962 . 17891 160��1 15 1 1.1.05 1 t5 675 425 ]25 1,200 000 1,366 531 875.438 378.0i: 33611 268.57 080 141.63 0.358 001.00000. .." SPE Stud 15 35 r 16 ---825 283- 1690 3.51: 09932 , 20998 160+115 11:1.05 1.15 675 425 725 :1200000 1566 531875.438 449%...__38813 32120 0.79119 0366 SPF Stud i 5 3 5 12 8 25, 28 3 18%, 3.5], 09940 27891 1 60��1 15 1 1 1005~115 6]5 425 725 1,200.000 1,366 531 875.438 449% 38813 321.% 0 63 119 01„ 0.306 • 3. � �-� 3.57.,J 09%] 41836 160 115 11 1.05 115 6]5 425 l25 1,2%000 1,366 531 8]5.438 44995 38813 33905 087 7934 0236 0000.. 0000. 0000. SPF Stud 1 5 3 5 8 8 25� 28 3 26]0 H-F#2 1 5 5 5 16 17089 16 8 3132; 3.5] 0 2844 11326 160 115 1.3;1.10,1 15: 850 405 1300:1 300 000: 2,033 506 1644.5 1316 83 1037 58 506.18 049 56 10: 0.044 3033 _.. 3033___ 3033. _._ H-F 52 1 5 : 5 5 16 9 186: 3132. 3.57 04405 3132A 160 "� 1 15 1.5-'1. .10 1 15 850 405 1300 1300 000 2,033 506, 1644 5 1011 45 83151 506 18 0 60 ]6 47 0.0]5 5 H-F 02 1 5 5 5 16 825 18 0: 31323 3.57 03404 31324 160 1 1 15 t 3.'..1010 1 15 850 405 1300 1300 000 2,033 506 1644 5 1203]0 ,..946]] 506 t8 0 53 64 26. 0.055 :0003 0000. :0000. _ 0000 e ......... .. V 0000 000 .0000 SPF 02 1 5 : 5 5 16 7]083 16 8 3287 3 57 0 3154 3287.1 ' 1 60 ': 1.15 1.3 1.10 115 e75 425 1150'1400 000 2,0909 3 5311-1454.75 1486 89 1015 45 531 23 0 52 55.10 0.042 00 SPF 62 15 : 55 16 : 9 196 32811 3.57 0.4618 3287.1 160 : 115 13 1.10 115 875 425 1150.1400000 2293 53i145675 108925 850.16 53123 062 76.41- 0071 SPF#2 1.5 5 5 16 : 825 18 0 3287 3.57 03678 1 3 3287 1 60 1 15 1 1.10 1.15 875 425 1150 1400 000 2,093 5311 145475 1296.30 945 38 531.23 0 56 64 26 0052 ... 2.. _: .__..._. SPF Stud 15 35 16 . 145] 500 265 3.5] 09%1 " 20916 • 160 115 11 1.05 115 675 425 125 :1200000 1566 531'.875.438 14626 13902 7238 05249493 0.727 0000.. 0000 0003_ - _.. 5416 SPF#2 1 5.5 16 19 41 5. 1945 3.5] 0.9930 3132 4 160 '. 1 15 1 3 1.10 1 15 850 425 1100 1 500 000 2.033 506 1164 5 22494 22014 154.75 0 60 340.83: 0.513 ,.. 0000 0003 3033 3303 FI-F#2 15 55 18 19: 41.5_-- 945 3.57 09939 31320 : 1.60 ; 115'13;1.10 115 850 405 1300 1300.000 2,033 506' 1644.5 22694. 22014 152.]3 0.69:%0.83- 0.513 Page 1 180 Nickerson St. - /1 Suite 302 Seattle,WA i 98109 / Date: - project , X' —`.-- • ".7.., iil, ‘t.“44 4,-.- (205)2S54512 / / FAX: Client: Page Number: (206)285-0618 sath, I" te+We, (z- *-is) - , Oa- FuL -2, ei.0)6407f-/S rx 31E Wz_ftk / -HS) -- 315S‘ x412 ' . 411v ff ,51?„1 4422,;(k -›.- - ...% six.-- otg- zrYzyclaf--- is\)i- .---- 170 Ie' ---t---a. ---- - oca, 4- 2-Rfo .w.„ 7 k T-iw _. IJP`- '' - 25 . . 19P1.645' arc._ ( 1.5 . Structural Engineers Suit Nickerson St. ENGINEERING suite 302 I N C. Seattle,WA 98109 Project: itpj r17/6 A.--3Date: (206)285.4512 1� Ciiertt: S)) e7:1:6A4 'f-- Q,,,p Page Number: PAX: (706)285-061S .,..�; PR 4:f E 4 , V/cuss fl - 7 — t. l rx ','L -\ 1 g'r.-"Tri"--------14,4k-14..‘ -,. 'iZ az. -- ) zipil ---- --1-- a .t` 2. % tS +4115) 3 t tep5. . r 1.2. 1710 to.1 l6 1 2 , /6 ° � s, ( z., . : 4k �v � ) Z --- 1-a , 'PS f 14P4 L\ ' S. , +, z � t6\` 4.4100 -1" P4 ,i. 11( ,z; 3 ?tea 23.;X.. 1 ( . 4- )5•U k. Iv ik Structural engineers 180 Nickerson St. C T ENGINEERING Suite 302 _ _ - I N C_ Seattle,WA 98109 Projec LIP11/1146)L1. ' / -19c.). 7 t '�'�y-L • ®O` 9-)Vii.Date: o�1. 0g• (206)285-4512;'SISClient: 2012 y 5DPv0J WS Page Number: (206)285-0618 c � '� 14 P 97 ' a6� i ,. '1'...! 24'2. ar u `A 33 41, �2` — 2•4.Co 310l� - • i� _ - lo 4 ;6-.. /, sp ..c., jz,� • { �---# 2 . { : E s y ti +8 — MSP, , " t_� fob r 7lt .,..1.;...i._,, l.�`Z.?. /?-' 7..._ 1‘614. t � 3 ,r FL. < r� 1 ;r i3 __ J i��1D'�� Structural Engineers S 111111r1116TAki : '. '' , It �C vvoc 4_ ?,6,/j 3 _ 1 ' 3{ ,(111 r'7'D Design Maps Summary Report Page 1 of 1 EMS 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 I l S000ni B avei"•toz / t cza: , � t°lilavataki -- ,i). ar .'",',,,i, Lake Oswego ,r ToOlatin _rn rsquest + 2O1s oral-tootst a dx.t. `f;,tg tilap(t�rtst vi USGS-Provided Output SS = 0.972 g SMS = 1.080 g Soy = 0.720 g Si = 0.423 g SMS = 0.667 g Sp, = 0.445 g For information on how the SS and Si values above have been calculated from probabilistic(risk-targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the"2009 NEHRP"building code reference document. MCR Response Spectrum Design Response Spectrum 0.20 1.10 020 0 99 072 6.20 0. 1 77 0.54 oo 0 o, o. 2. d: 1. x+24 0 22 0.10 b>11 0,02 0, 0.21 040 CO 0.02 1.241 1.20 1.41 1,00 1.'23 2.00 1.10 0,20 2.10 0.01 0.02 1.00 1,20 1.45 1,40 1.20 200 Period.I(sec) Period..T(s.c) 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=IITable 1604.5 Table 1.5-1 OCCUPANCY CATEGORY 2. IMPORTANCE FACTOR IE= 1.00 Section 1613.1 ->ASCE Table 1.5-2 3. Site Class-Per Geo. Engr. S.C. = D Section 1613.3.5 Section 11.4.2/Ch.20 Table 1613.3.3(2) Table 20.3-1 4. 0.2 Sec.Spectral Response Ss= 1.10 Figure 1613.3.1(1) Figure 22-1 5. 1.0 Sec.Spectral Response Si= 0,50 Figure 1613.3.1(2) Figure 22-2 Latitude= Varies N Longitude= Varies W http://earthquake.usgs.gov/research/hazmaps/ http://qeohazards.usqs.govidesicinmaps/us/application.php 6. Site Coefficient(short period) Fa= 1.06', Figure 1613.3.3(1) Table 11.4-1 7. Site Coefficient(1.0 second) Fv= 1.50 Figure 1613.3.3(2) Table 11.4-2 Sros= Fa*Ss Slits= 1.17 EQ 16-37 EQ 11.4-1 SMi=Fv*Si SM1= 0.75 EQ 16-38 EQ 11.4-2 SDs=2/3*SMs SDE= 0.78 EQ 16-39 EQ 11.4-3 Sot=2/3*SM1 Sot= 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 Do- 3.0 N/A Table 12.2-1 14. Deflection Amplification Factor Co= 4.0 N/A Table 12.2-1 15. Plan Structural Irregularities --- No N/A Table 12.3-1 16. Vertical Structural Irregularities --- No N/A Table 12.3-2 17. Permitted Procedure Equiv. Lateral Force --- Table 12.6-1 Page 1 2012 IBC EQUIV. LAT. FORCE SHEET TITLE: 2012 IBC EQUIVALENT LATERAL FORCE PROCEDURE PER ASCE 7-10' CT PROJECT#: CT#14253:Plan 2613 SDs= 0.78 h„ = 18.00(ft) SD,= 0.50 X = 0.75ASCE 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=SDs/(RIIE) 0.120 W ASCE 7-05(EQ 12.8-2) Cs=Sol/(T*(R/IE)) (for T<TL) 0.440 W ASCE 7-05(EQ 12.8-3)(MAX.) Cs=(SDI*TO/(T2*(R/IE)) (for T>TL) 0.000 W ASCE 7-05(EQ 12.8-4)(MAX.) Cs=0.01 0.010 W ASCE 7-05(EQ 12.8-5)(MIN.) Cs=(0.5 Si)/(R/IE) 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„ = DIAPHR. Story Elevation Height AREA DL w, w, *h,k wx *hzk DESIGN SUM LEVEL Height (ft) h, (ft) (sgft) (ksf) (kips) (kips) 'iw, *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 F5 = DIAPHR. F, F, w, E w, Fp,. = EF, *w 0.4*SDs*15*wp 0.2*SDs*IE*Wp LEVEL (kips) (kips) (kips) (kips) (kips) Ew, Fp, Max. Fp, Min. Roof 3.21 3.21 28.2 28.2 4.38 3.21 8.76 4.38 2nd 2.33 5.54 36.7 64.8 5.70 3.13 11.41 5.70 1st(base) 0.00 0.00 0.0 64.8 0.00 0.00 0.00 0.00 Page 1 ASCE 7-10 WIND Part2 SHEET TITLE MAIN WIND FORCE RESISTING SYSTEM USING LOADS FROM ASCE 7-10 CHAPTER 28,PART 2 CT PROJECT#: CT#14253:Plan 2613 NS E-W F-B SS 2012 IBC ASCE 7-10 Ridge Elevation(ft). 30.00 30:00ft Roof Plate Ht.= 18.00 18.00 Roof Mean Ht.= 24.00 24.00 ft. - - Building Width= 26.0 56.6 ft. V ult.Wind Speed ssao opt= 120 120 mph Figure 1609 Fig.26.5-1A thm C V asd.Wind Speed 3 e c„ = 93 93 mph (EQ 16-33) Exposure= 6 B Iw= 1.0 -.1.0 N/A N/A Roof Type= Gable Gable ps30 = 28 6 28.6 psf Figure 28.6-1 pssoe= 46 4.6 psf Figure 28.6-1 Psnoc= 207 '20.7.psf Figure 28.6-1 Ps306= 4.7 47J psf Figure 28.6-1 T= 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) T K I 1 Ps=A Kzt•I•poo= (Eq.28.6-1) Pso= 28.60 28.60 psf(LRFD) (Eq.28.6-1) Pse= 4,60 4.60 psf(LRFD) (Eq.28.6-1) Pun= 20.70 20.70 psf(LRFD) (Eq.28.6-1) Ps o= 4.70 4.70 psf(LRFD) (Eq.28.6-1) PS A a.C averape 24.7 24.7 psf(LRFD) ps sane 0...9.= 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(NS) Areas(E-W) (N-S) (E-W) Wind(NS)(LRFD) Wind(E-W)(LRFD) width factor root > 100 1.00 0.89 0.89 16 psf no 16 psf min. width factor 2nd 1.118 0.89 wind(LRFD)wind(LRFD) DIAPHR. Story Elevation Height AA As Ac A0 AA As Ac Ap per28.4.4 per 28.4A WIND SUM WIND SUM LEVEL Height (ft) hi(ft) h(ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) Vi(N-S) V(N-S) Vi(E-W) V(E-W) 30.00 12.0 0 144 0 168 0 128.2 0 469.9 Roof - 18.00 18.00 4.0 48 0 56 0 48 0 156.6 0 6.7 12.8 3.98 3.98 7,41 7.41 2nd 8.00 10.00 10.00 9.0 108 0 126 0 108 ' 0 396 0 3.7 8.1 570 9.68 11.29 18.70 1st(base) 10.00 0.00 0.00 0 000 0.00 AF= 650 A0= 1307 10.4 20.9 V(n-s). 9.68 V(e-w)= 18.70 kips(LRFD) kips(LRFD) kips kips Page 1 ASCE 7-10 Part 1 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM USING LOADS FROM ASCE 7-10 CHAPTER 28,PART 1 CT PROJECT#: CT#14253:Plan 2613 SEE SEAW RAPID SOLUTION SPREADSHEET AND INSERT VALUES BELOW MAIN WIND-7-10 CHAPTER 28 PART 1 Wind(N-S) Wind(E-W) Min/Part 2(Max.) Min/Method 1(Max.) Wind(N-S)(LRFD) Wind(E-W)(LRFD) DIAPHR. Story Elevation Height DESIGN SUM DESIGN SUM DESIGN SUM DESIGN SUM LEVEL Height (ft) hi(ft) Vi(N-S) V(N-S) Vi(E-W) V(E-W) Vi(N-S) V(N-S) Vi(E-W) V(E-W) Roof - 18.00 18.00 0.00 0.00 -0.00 0.00 6.66 6.66 12.84 12.84 2nd 8.00 10.00 10.00 000. 0.00 '0.00 0.00 3.74 10.40 8.06 20.91 1st(base) 10.00 0.00 0.00 V(n-s)= 0.00 V(e-w)= 0.00 V(n-s)= 10.40 V(e-w)= 20.91 kips kips kips(LRFD) kips(LRFD) DESIGN WIND-Min./Part 2/Part 1 ASD Wind(N-S)(LRFD) Wind(E-W)(LRFD) Wind(N-S)(ASD) Wind(E-W)(ASD) DIAPHR. Story Elevation Height DESIGN SUM DESIGN SUM DESIGN SUM DESIGN SUM LEVEL Height (ft) hi(ft) Vi(N-S) V(N-S) Vi(E-W) V(E-W) Vi(N-S) V(N-S) Vi(E-W) V(E-W) Roof 8 10 10 6.66 6.66 12.84 12.84 5.16 5.16 9.95 9.95 2nd 10 0 0 3.74 10.40 8.06 20.91 2.90 8.06 6.25 16.19 1st(base) 0 0 0 V(n-s)= 10.40 V(e-w)= 20.91 V(n-s)= 8.06 V(e-w)= 16.19 kips(LRFD), kips(LRFD) kips(ASD) kips(ASD) Part 1 Base Shear Part 2 Base Shear = 0.0 0.0 ratio ratio Page 1 SHEET TITLE: SDPWS SHEARWALL VALUES PER TABLE 4.3A CT PROJECT#: CT# 14253: Plan 2613 SHEATHING THICKNESS tsheathing = 7/16" NAIL SIZE nail size= 0.131"dia.X 2.5"long STUD SPECIES SPECIES= H-F or SPF SPECIFIC GRAVITY S.G. = 0.43 ANCOR BOLT DIAMETER Anc.Bolt dia. = 0.625 ASD F.O.S. = 2.0 SHEARWALL TYPE Table 4.3A Seismic Table 4.3A Wind 7/16"w/8d common V seismic V s allowable V wind V w allowable (15/32"values per (SDPWS-2008) modify per S. G. (SDPWS-2008) modify per S.G. footnote 2) (divide by 2.0 FOS) (divide by 2.0 FOS) (for ASD) (for ASD) --- 0 1 0 1 P6TN 150 150 150 150 P6 " 520 242 730 339 P4 760 353 1065 495 P3 980 456 1370 637 P2 1280 595 1790 832 2P4 1520 707 2130 990 2P3 1960 911 2740 1274 2P2 2560 1190 3580 1665 N.G. 10000 4650 10000 4650 GYPSUM THICKNESS tsheathing = 1/2" NAIL SIZE nail size= 1 1/4"long No.6 Type S or W Response Modification Coef. R= 6.5 SHEARWALL TYPE Table 2306.4.7 Seismic Wind 1/2"w/1 1/4"screw V allowable V s allowable V w allowable Blocked (PER 2009 IBC) modify G7 125 R>2 not allowed R>2 not allowed G4 150 R>2 not allowed R>2 not allowed 2G7 250 R>2 not allowed R>2 not allowed 2G4 300 R>2 not allowed R>2 not allowed 2G4 300 150 z D3 T e i ROOF BELOW -11 i 22'-0" i 11'-0y" 10'-11%8" 3'-113/2" 7"-05/8" ` 7'-03/8 r 3'-113" ...._ ell A 5-0'4-0 SL 5-0'4-0 SL A —r- vf--t. EGRESS Rear BR2 3 EGRESS INSULATE FLOOR OVER UNHEATED SPACE Bedroom 3 ® Bedroom 2 T ‘111 4.1 N 42,41 4G� GUARD RAIL W/6" HIGH a 1.1 'Sp ,�/ 2x4 CURB AT BOTTOM- TOP AT+42" A.F.F. F 4' i A 3'-0" 6-0'BIPASS N , , ' 6-0 BIPASS 1.0 N S & P S & P i v 8'-73/2 z 3-5)21 24"TB 'co I wz p Bath 5'TUB _ oG p 8, ■ I v» I.. —t ,i ' SHOWER I in I of Qj ® 1:l o < 1 i a MDF CAP x 7.-, ( o DN x SHELF ABOVE _ N L. s & P ± t.,*. Utility ' -N IV `� :0 , DRYER 1n a �` 6-0 PIPASS 2-8 HCW 2-6W v 4-111/2 4_6" 2HC _0"f 5 & \ A. ' s-1, till 22"x30" I y 4 _ ATTIC 1 e .ti rn v Bedroom ACESS) a, rn w I ^ W.I.0"a II 2-4 HC J S & P A 48'x34" 24"TB r-.< ` M SHOWER nA SLOW '",--• o L, LOW 'w� ' \ N - _i (WALLD w -� 11'-SY2" 4'-73/2" +46' �''�\ . Cl to m / .� 1 A.F.F. ;11 AI' a /_‘ --0 HCW 4, 3'-1" , 2'-83" M. Bath 3' m ev- ?; TILE PLATFORM .�.4Master Bedroom 02 +2 A.F.F. ` �® w w ti -01 1-1 .- 5'-6"TUB o I ont BATH `� � T w7 _ N »••2-6 3- FEV CSMT 2-6II 3-0 CSMT \ \ el Front MS TR SAFETY(YAZING SAFEUY GLAZING EGRESS N • \ \ ..-11'1 L3 _J"lam—a_..",""""•" 2-6 44-6 SH 2-6 4-6 SH 2-6 4-6 SH 2-6 4-6 SH I 3-93/4" 1 3'-0" 1 3'-0" 1 3'-0" 1 3'-93/4" ,2'-113/8"} 2'-113/2" - 3_65/8" 16'-6Y2" 9'-53" 26'-0" QF-, r--I T- PLAN 7B SECOND FLOOR 1/4"=1'-0' AMERICAN MODERN 10'-0" �, 12'-0" • • 1—ROOF ABOVE 1 i^ \ ` 0 16-0 7-0 OH ©Intfl Gar AB 4:17Gar AB REMOVED 2x8 FRAMING FOR L2 ELEC. PANEL L___ FLOOR ABOVE- _J o In1 Garage 3'-11y" 1 WALL FINISH: Y" GWB BOLLARD CEILING FINISH %" TYPE 'X' GWB 4- FIRE-TAPE ALL GWB 1 0 WRAP BEAMS BELOW CEILING LEVE. ° 1 INSULATE FLOOR ABOVE. AI © 4J 42"x12" WOOD TREAD MAX. RISER 7" PLATFORM RN 17 (ADD MORE STEPS AS REQUIRED PER +18" A.F.F. N SITE CONDITION) �l'C" .49 18'-0y" 1/10 GUARD RAIL WITH 6" HIGH S 2 2x4 CURB AT BOTTOM- FURN ) ler TOP AT+36" ABOVE NOSIN / Rear Kit/G-r�a��a- Patio }-- •-lliFkJWd. ,>r11519 o 24`18&. _N 3._0,4" - 71© m� UPI:: / I. 0_1 ., I O N I NI 4, ®� .ter - 2 ii 3' 1k a 4'-0" -10" 2'-8" Platill".".--1- 7 O H11� I +� ® 18"x24" CRAWL i ..0 '� SPACE ACCESS en ,I b1 2x4 35" HIGH " Kitcho }__LnoPONY WALL )I� re p - 0 DW L A T :I Dining © 0 - . o n--til O I� > I I - �• V - - - G INSULATE FLOOR I 11 OVER CRAWL SPACE 8-7�2 o COUNTERTOP I OVER STANDARD ' 4,11'. BASE CABINET +36" A.F.F. ll ,,- J,II „ � �, UL APPROVED 36" WIDE FLUSH BEAM! 2 N P_ FACTORY-BUILT DIRECT ABOVE ® VI �� VENT GAS FIREPLACE Q ;. Q, 6x6 POST 47 r'I W/GWB FINISH ,17 =; Entry I? " ® I% II a 51/211 ' o m 1r, IV I� Living 2x6 39" HIGH �` 1 1 AS APP ABLE 11 e WALL W/FINISH } CONDI PER SITE ONS © TRIM AT TOP ` S o SAFETY .. r \ e • INC „J., GLAZING -1 1 on 12" TILE Mimic OEM= n' Y HEARTH ® 1-6 6-0 F 1-6,6-0 F _ - � m _7)/2" 2'-8)72" ' 2'-832 2'-5" •=, III. `Front LI V T AEN 6 5,0 5H 2-6 -0 SIi 2-..5 SH 2-6 5-0$F1 3_94. 3'-0" 3'-0" -0 3'-0" 3-9l4" Porch ._,I 16'-6)/" 9'-5Y2" n m II }_---_—_- 11 J I M N ■. —1-- 1 r i t___ griiir m t� 4, 17'-0" 7'-113/4" .��¢-�r \TIONS 26_7" , PLAN 7B FIRST FLOOR SHEET TITLE: '.LATERAL N-S(front to back-up/down) CT PROJECT#: CT#14189:Plan7A Diaph.Level: Roof Panel Height=:'' 8 ft. Seismic V i= 3.08 kips Design Wind 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 0.60+W per SDPWS-2008 pi= 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 Co w dl V level V abv.V level V abv. 2w/h v i Type Type vi OTM Ron. Lioio Us„a, OTM Rorw U„„ Ug,a, U,,,,,, HD (sgft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft)(kip-ft) (kip) (kip) (kip-ft)(kip-ft) (kip) (kip) (kip) Ext. left 1' 256 11.0 110 71.00 0.151.03 0.00 0.62 000 100 100 56 P6TN P6TN 94 4.92 4.56 003 003 825 5.45 027 027 0.27 Ext left2 0 0,0 00 100 0.00 000 000 000 0.00 100 000 0- - 0 0.00 0.00 0.00 000 0.00 000 000 000 000 0 0.0 0.0 1.00 0.00 0.00 000 000 0.00 100 0.00 0- - 0 000 000 000 000 000 0.00 000 000 000 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 -00 1 00 0.00 000 000 000 000 1.00 000 0- - 0 000 0.00 000 000 0.00 000 0.00 000 000 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 00 000 0.00 000 000 0.00 100 000 0- - 0 000 0.00 000 000 000 000 000 000 0.00 0 0.0 0.0 1-00. 000 000 000 000 0.00 1.00 000 0- - 0 000 000 000 000 000 000 000 0.00 0.00 - - 0 0.0 0.0 1 00- 0.00 000 000 000 0.00 100 000 0- - 0 000 000 000 000 000 000 000 000 0.00 - - 0 0:0 0.0 1 00 .0.00 000 000 000 000 100 000 0-- - 0 0.00 000 0.00 000 000 0.00 0.00 0.00 0.00 .`.Ext right1 640 43.0 43.0 0.95 0.15 2.58 0.00 1.54 0.00 1.00 1.00 38 P6TN P6TN 63 12.30 69.73 -1.36 -1.36 20.62 83.21 -1.48 -1.48 0.50 pert Ext. right2 " 0 00 00 1.00 000 0.00 000 000 0.00 100 0.00 0- - 0 000 0.00 0.00 000 0.00 0.00 000 000 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 00 100 0.00 000 000 000 000 100 000 0- - 0 000 000 000 000 0.00 000 0.00 000 0.00 O 00 00 '1 00 0.00 000 000 000 0.00 100 0.00 0- - 0 0.00 0.00 0.00 000 0.00 000 000 000 0.00 Ext right4 0 0.0 D 0 -1 00 0.00 0.00 0.00 0.00 000 1.00 000 0- - 0 0.00 0.00 000 000 0.00 0.00 0.00 000 0.00 0 0.0 0 0 '100 0.00 000 000 000 000 100 000 0- - 0 0.00 000 000 0.00 0.00 000 0.00 0.00 0.00 Ext nght5 0 0.0 00 1 00 0.00 0.00 0.00 000 0.00 1.00 000 0- - 0 000 000 0.00 0.00 0.00 0.00 000 0.00 000 0 0-0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 00 1.00 0.00 0.00 0.00 0.00 0.00 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 00 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 8 0 1:00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 00 1 00 .0.00 000 000 000 0.00 1.00 000 0- - 0 000 000 000 0.00 0.00 000 000 0.00 0.00 - 0 0.0 ' 0.0 100 000 000 0.00 000 0.00 100 000 0-- - 0 0.00 000 0.00 000 000 000 000 000 0.00 0< 0.0 00 100 000 0:00 0.00 000 0.00 1.00 000 0- - 0 000 000 000 000 000 000 000 000 0.00 0 0.0 00 1.00 0.001 000 000 000 0.00 100 000 0- - 0 000 0.00 0.00 000 0.00 000 000 000 0.00 1280 70.0 67.9=Leff. 5.16 0.00 3.08 0.00 .`;V,aoe 5.16 2VE0 3.08 Notes: denotes with shear transfer " denotes perferated shear wall iSB denotes iSB Shear Panel JOB#:CT#14189:Plan7A ID.Upper Left1'(MSTR and BR4) , Roof Level w dl= 150 p/f V eq 870.0 pounds V1 eq= 478.5 pounds V3 eq= 152.3 pounds V5 eq= 239.3 pounds V w= 1450.0 pounds V1 w= 797.5 pounds V3 w= 253.8 pounds V5 w= 398.8 pounds ► v hdr eq= 31.6 plf - > A Hl head=Ivhdr= 52.7 p/f H5 head= A 1 Fdragl eq=43.5 Fdrag2 eq= 13.8 Fdrag5 eq=27.7 Fdrag6 eq=43.5 1 v A Fdragl w= -5 Fdragf , 23.1 Fdrag5 w= -..1 Fdrag•w=72.5 A H1 pier= v1 eq= 43.5 plf v3 eq= 43.5 plf v5 eq= 43.5 H5 pier= 4 0 v1 w= 72.5 plf v3 w= 72,5 plf v5 w= 72,1 ; 4,0 feet feet H total= 2w/h= 1 2w/h= 1 2w/h= 1 8.0 v Fdrag3= •.. Fdra.-- 13.8 feet A Fdragf w= 72.5 Fdragf w=23.1 Fdrag7eq= .7 Fdrag8e. 43.5 V P6TN E.Q. Fdrag7w=46.1 Fdrag8w=72.5 A P6TN WIND v sill eq= 31.6 Of Hl sill= (0.6-0.14Sds)D 0.6D vsilt w= 52.7 p/f H5 sill= 3.0 ' EQ Wind 30 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= 55 Htotal/L= 0.29 ► -4 ►4 ►4 104 ► 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 NS(front to back-up/down) CT PROJECT#: CT#14189:PIan7A Diaph.Level: 2nd Panel Height= 9 ft. Seismic V i= 2.23 kips Design Wind NS V i= 2.25 kips Max.aspect= 3.5 SDPWS Table 4.3.4 Sum Seismic V i= 5.30 kips Sum Wind NS 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 Loi en C0 wdl V level Vabv.V level Vabv. 2w/h vi Type Type vi OTM Rohe Un„ Uwm OTM Row U,,,, Uwm U..m HD (sgtl) (ft) (0) (kit) (kip) (kip) (kip) (kip) P (Pit) (plt) (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 Exi. nght1" 660 53.0 530 .0.91 -0:15 1.12 2.58 1.11 1.54 1.00 1.00 55 P6TN P6TN 77 23.86#*0 -1.57 -2.92 33.31##/W# -1.78 -3.26 1.20 pert Ext. right2 0 0.0 0.0 1.00 .'0.00. 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1:00 0 00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. rght3" 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 00 00 1:00 000 0.00 000 0.00 000 1.00 000 0- - 0 0.00 000 0.00 000 000 000 0.00 000 000 Ext right4 0 00 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 `-- 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. rights 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0 0 -1 00 _0.00. 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 00 1 00 000 000 0.00 000 0.00 1.00 000 0-- - 0 000 000 000 000 0.00 000 000 000 000 0 0.0 0.0' 100 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0 00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 .1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00. 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1 00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0:0 0 0. 1.00 0.00 0.00 0.00 0.00 0.00 1.00 000 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 '. 0.0 0.0 1.00 000 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 00 1.00 0:00 000 000 000 000 1.00 000 0- - 0 000 000 000" 000 0.00 000 000 000 000 0 n 0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1320 74.5 69.7=Leff. 2.25 5.16 2.23 3.08 1.00 [V,w,d 7.40 2.IVE0 5.30 Notes: • denotes with shear transfer " denotes perforated shear wall SB denotes iSB Shear Panel SHEET TITLE: LATERAL E-W(side to side-leftlrig ht: CT PROJECT#: CT#14189:PIan7A Diaph.Level: Roof Panel Height= 8'.ft. Seismic V i= 3.08 kips Design Wind E-W V i= 7.71 kips Max.aspect= 3.5 SDPWS Table 4.3.4 Sum Seismic V I= 3.08 kips Sum Wind E-W V I= 7.71 kips Min.Lwall= 2.29 ft. (0.6-0.14Sds)D+0.7 p Qe 0.6D+W per SDPWS-2008 pr= 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 w. Cp w dl V level V abv.V level V abv. 2w/h vi Type Type vi OTM Ron. U,,,, Uwm OTM Rom U„„ Uwm U,„m HD (sgft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (pit) (plt) (kip-ft)(kip-ft) (kip) (kip) (kip-ft)(kip-ft) (kip) (kip) (kip) Front MSTR' 406 5.0 17.0 1.00 0.15 2.44 0.00 0.98 0.00 1.00 1.00 254 P4 P4 489 10.15 3.21 1.60 1.60 19.55 3.83 3.63 3.63 3.63 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Front Bath" 234 -4 5 9.5 1.00 0.15 1.41 0.00 0.56 0.00 1.00 1.00 162 P6 P6 313 5.85 1.61 1.11 1.11 1127 1.92 2.44 244 2.44 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0 00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Int 0I1 0 '.0-0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 100 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 k[.Gar Rear '0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0:0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Rear 0023" 640 9.1 14.0 1.00 0.16 3.85 0.00 1.54 0.00 1.00 1.00 220 P6 P4 424 16.00 5.11 1.29 1.29 30.82 6.10 2.94 2.94 2.94 0 0.0 0.0 100 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Gar Alley., 0 0.0 0.0 1.00 0.00 0.00 0.00 100 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 • - - 0 0.0 0.0 100 0.00- 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Gar ABAP 0 0.0 00 1.00 0.00 0.00 0.00 0.00 010 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0. 0.0 1.00 000 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 010 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0-0 0.0......1.00 0-00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 IMO 000 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 010 0 0.0 0 0 1.00 0.00 0.00 0.00 0.00 0.00 100 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 .1.00 0.00 0.00 0.00 0.00 0.00 100 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.04 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0 0. 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 .0.0 0.0 1.00 0.00 010 0.00 010 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 0.0 1.00 000 0.00 0.00 0.00 0.00 100 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 100 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 010 0.00 0.00 0 0 0 0 0 100 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 00 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.00 0.00 0 '.0-0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 100 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 010 010 0.00 1280 18.6 18.6=L eff. 7.71 0.00 3.08 0.00 1'V„,,,y 7.71 L'VEO 3.08 Notes: denotes with shear transfer " denotes perferated shear wall as 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 pr= 1.30 Table4.3.3.5 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 oft. C0 wdl Vlevel Vabv level Vabv. 2w/h vi Type Type vi OTM Ron, U„d U,„„, OTM Rona U. Us,,,. U,,,0 HD (sgft) (ft) (ft) (M) (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 r 1 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 000 0.00 0.00 Front - 0 0.0 0.0 1.00 0.00 :.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 1.11 0.00 0.00 0.00 2.44 2.44 0 0.0 0.0 100 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 o 0 0 0.0 1 00 0.11 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Int KIT 0 0.0 0.0 1.00 1.1. 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 000 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 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 0.00 000 0.00 0.00 - 0 ' 0.0 00-1+0 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Rear Kit/Gar 660 11 5 11.5 >00 0.15 2.42 2.49 1.11 0.77 1.00 1.00 213 P6 P4 426 22.03 4.99 1.57 1.57 44.14 5.95 3.52 3.52 3.52 - 0 0.0 0.0 1 00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Rear BR23 0 0.0 0 i 1.00 0.75 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 1.29 0.00 0.00 0.00 2.94 2.94 - 0 -0 0 0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 mar AB'P 2'6 4 8.01.10 0.t 1.8 66 0..0 0. .00 0.89 331 P4 P3 631 10.59 1.21 2.81 2.81 22.73 144 6.39 6.39 6.39 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.11 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ar A: P 118 2.1 8.1 1 00 0 5 0.4 1.83 0 0 0.2. .00 0.44 671 2P4 P3 631 5.37 0.60 3.58 3.58 11.36 0.72 7.98 7.98 7.98 ..0 IA rr OA I..r r.r r ..01 1.10 t.. 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.0o 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 0.00 000 0.00 1.00 000 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1 00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 000 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1 00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00- 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 00 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1 00 '0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 ..0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 too 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0. 0.0 0.0 1.00 0.00 0.00 0.05 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - '0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 '0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 -00 0.0 1 00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 000 0.00 0.00 0.00 0.00 1320 22.5 22.5=L elf. 4.84 8.83 2.23 3.08 .2V,N,q 13.67)JVEQ 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 ► A H head= A v hdr w= 147.9 Of 1.083 v Fdragl eq= 342 F2 eq= 342 • Fdragl w= :•0 F2 -850 H pier= v1 eq= 196.0 plf v3 eq= 196.0 plf P6 E.Q. 5.0 v1 w= 488.0 plf v3 w= 488.0 Of P4 WIND feet H total= 2w/h= 1 2w/h= 1 8.083 Fdrag3 eq= F4 e.- 342 feet • Fdrag3 w=850 F4 w=850 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 59.4 plf P6TN EQ Wind v sill w= 147.9 plf P6TN feet OTM 7921 19723 R OTM 10124 12251 • UPLIFT -139 472 Up above 0 0 UP sum -139 472 H/L Ratios: L1= 2.5 L2= 11.5 L3= 2.5 Htotal/L= 0.49 ► 4 04 Hpier/L1= 2.00 Hpier/L3= 2.00 L total= 16.5 feet JOB#: CT#14189:Plan7A SHEARWALL WITH FORCE TRANSFER ID: Front Lower LIV* Floor Level w dl= 150 plf V eq 516.0 pounds V w= 1121.6, pounds Sum V eq 1538.0 pounds V1 eq= 769.0 pounds V3 eq= 769.0 pounds Sum V w= 3853.1 pounds V1 w= 1926.5 pounds V3 w= 1926.5 pounds ► ► v hdr eq= 113.9 plf •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 v1 w= 770.6 plf v3 w= 770.6 Of P2 WIND feet Htotal= 2w/h= 1 2w/h= 1 9.083 Fdrag3 eq= s- F4 e.- 484 feet • Fdrag3 w= 1213 F4 w= 1213 2w/h= 1 Hsill= (0.6-0.14Sds)D 0.6D vsill eq= 113.9p/f P6TN 3.0 EQ Wind v sill w= 285.4 Of P6 feet OTM 13970 34997 R OTM 6777 8201 v UPLIFT 560 2088 Up above -139 472 UP sum 421 2560 HIL Ratios: L1= 2.5 L2= 8.5 L3= 2.5 Htotal/L= 0.67 • Hpier/L1= 2.00 ►� ► Hpier/L3= 2.00 L total= 13.5 feet ► JOB#: CT#14253:Plan 2613 ': SHEARWALL WITH FORCE TRANSFER ID: Front Upper MSTR Bathe* Roof Level w dl= 150 Of 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 •H head= A vhdrw= 191.6 p/f 1.083 i'V Fdragl eq= 155 F2 eq= 155 • Fdragl w= • 9 F2 -479 H pier= v1 eq= 131.1 plf v3 eq= 131.1 plf P6TN E.Q. 3.5 v1 w= 404.4 plf v3 w= 404.4 pK P4 WIND feet H total= 2w/h= 1 2w/h= 1 8.083 v Fdrag3 eq= • F4 e.- 155 feet ' A Fdrag3 w=479 F4 w=479 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 62.1 plf P6TN 3.5 EQ Wind v sill w= 191.6 plf P6 feet OTM 4769 14711 R OTM 3325 4061 v v UPLIFT 164 1206 Up above 0 0 UP sum 164 1206 H/L Ratios: L1=- 2.3 L2= 5.0 L3= 2.3 Htotal/L= 0.85 ► 4 11,4 ► Hpier/L1= 1.56 Hpier/L3= 1.56 L total= 9.5 feet JOB#:CT#14253:Plan 2613 ID:Rear Upper BR23' Roof Level wdl= 160', p/f V eq 1610.0>s pounds V1 eq= 424.8 pounds V3 eq= 760.5 pounds V5 eq= 424.8 pounds V w= 4970.0 pounds pounds V1 w= 1311.2 pounds V3 w= 2347.5 pounds V5 w= 1311.2 pounds v hdr eq= 73.2 p/f Hl head=W v hdr= 225.9 plf I H5 head= I 1 Fdragl eq=96.5 Fdrag2 eq= 172.8 Fdrag5 eq= 172.8 Fdrag6 eq= 96.5 1 A Fdragl w= ':.0 Fdragl . 533.4 Fdrag5 w= 3.4 Fdrag%w=298.0 A H1 pier= vi eq= 134.1 plf v3 eq= 134.1 p# v5 eq= 134.1 H5 pier= 4.0 ofw= 414.0 plf v3w= 414.0p# v5w= 4140 '.4.0 feet feet H total= 2w/h= 1 2w/h= 1 2w/h= 1 8.0 y Fdrag3= •.. Fdra•-- 172.8 feet A Fdragl w= 297.9524 Fdragl w=533.4 Fdrag7eq= 2.8 Fdrag8e. 96.5 y P6TN E.Q. Fdrag7w= 533.4 Fdrag8w=298.0 A P4 WIND v sill eq= 73.2 p/f 111 sill= (0.6-0.14Sds)D 0.6D v sill w= 225.9 plf H5 sill=- 3.0 3.0 EQ Wind I'.3.0 '. feet ----- OTM 12880.0 39760.0 feet R OTM 18074 22078 y UPLIFT -248 846 y Up above 0 0 Up Sum -248 846 H/L Ratios: 11= 3.2', L2 5.0 L3= 5/ L4= 5.0 L5= 32 Htotal/L= 0.36 I. A r 1 1.4 1,I I Hpier/L1= 1.26 Hpier/L3= 0.71 L total= 22.0 feet Hpier/L5= 1.26 0.95 L reduction i 40 c_014.1 •. A PA i �c nic TT-1O0F APRIL 2014 A Portal Frame with Hold Downs for Engineered Applications The APA portal-frame design,as shown in Figure 1,was envisioned primarily for use as bracing in conventional light- frame construction.However,it can also be used in engineered applications,as described in this technical topic.The portal frame is not actually a narrow shear wall because it transfers shear by means of a semi-rigid,moment-resisting frame.The extended header is integral in the function of the portal frame,thus,the effective frame width is more than just the wall segment,but includes the header length that extends beyond the wall segment. For this shear transfer mechanism,the wall aspect ratio requirements of the code do not apply to the wall segment of the APA portal frame. Cyclic testing has been conducted on the APA portal-frame design(APA 2012).Recommended design values for engi- neered use of the portal frames are provided in Table 1. Design values are derived from the cyclic test data using a rational procedure that considers both strength and stiffness, The Table 1 values in this report were developed using the CUREE cyclic test protocol(ASTM E2126),using a flexible load head.Earlier testing was conducted using rigid load heads and the sequential phased displacement(SPD)method, as outlined in SEAOSC(1997)Standard Method of Cyclic(Reversed)Test for Shear Resistance of Framed Walls for Buildings. The design values in Table 1 ensure that the code(IBC)drift limit and an adequate safety factor are maintained.For seismic design,APA recommends using the design coefficients and factors for light-frame(wood)walls sheathed with wood structural panels rated for shear resistance(Item 15 of Table 12.2-1 of ASCE 7-10). See APA Report T2004-59 for more details.For designs where deflection may be less of a design consideration,for example,wind loading while the portal frames are used in tandem with each other,and not used as conventional shear walls,a load factor of 2.5, based on the cyclic test results is used. Since cyclic testing was conducted with the portal frame attached to a rigid test frame using embedded strap-type hold downs,design values provided in Table 1 of this document should be limited to portal frames constructed on similar rigid-base foundations,such as a concrete foundation,stem wall or slab,and using a similar embedded strap- type hold down. 1 0 2014 A PA—Thc Engineered Wood Association PORTAL FRAME DESIGN (MIN. WIDTH=22 112"): 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.) ) Sheara•,tt(lbf) Deflection(in.) Load Factor 8 850 (1190 WIND) 0.33 3.09 16 10 625 (875 WIND) 0.44 2.97 8 1,675 (2345 WIND) 0.38 2.88 24 0.51 3.42 1'-10 1/2" 8 1520 EQ(2128 WIND) 1'-101/2" 10 taba10,31 EQ(1444 WIND) roundation for Wind or Seismic Loading (a) Design values are based on the use of Douglas-fir or Southern pine framing.For other species of framing,multiply the above shear design value by the specific gravity adjustment factor=(1–(0.5–SG)),where SG=specific gravity of the actual framing.This adjustment shall not be greater than 1.0. (b) For construction as shown in Figure 1. (c) Values are for a single portal-frame segment(one vertical leg and a portion of the header).For multiple portal-frame segments,the allowable shear design values are permitted to be multiplied by the number of frame segments(e.g.,two=2x,three=3x,etc.). (d) Interpolation of design values for heights between 8 and 10 feet,and for portal widths between 16 and 24 inches,is permitted. (e) The allowable shear design value is permitted to be multiplied by a factor of 1.4 for wind design. (f) If story drift is not a design consideration,the tabulated design shear values are permitted to be multiplied by a factor of 1.15.This factor is permitted to be used cumulatively with the wind-design adjustment factor in Footnote(e)above. Figure 1. Construction Details for APA Portal-Frame Design with Hold Downs Extent of header with double portal frames(two braced wall panels) Extent of header with single portal frame • (one braced wall panels) Header to jack-stud strap 2'to 18'rough width of opening / ,per wind design min 1000 lbf for single or double portal on both sides of opening / opposite side of sheathing Pony 1 wall height � � /Fasten top plate to header " zi y�� ' i 1%� with two rows of 16d 0xst, hebdernot eflt'iwed'. I x _ I' sinker nails at 3"o.c.typ 1\—Fasten sheathing to header with 8d common orMin.3/8"wood structural 12' galvanized box nails at 3"grid pattern as shown • max Li / panel sheathing total Header to jack-stud strap per wind design. j wall Min 1000 lbf on both sides of opening opposite height side of sheathin i 9- If needed,panel splice edges I shall occur over and be 10' Min.double 2x4 framing covered with min 3/8" l j nailed to common blocking max thick wood structural panel sheathing with 1 - •- I within middle 24"of portal height 8d common or galvanized box nails at 3"o.c. I height.One row of 3"o.c. in all framing(studs,blocking,and sills)typ. o nailing is required in each panel edge. 1 Min length of panel per table 1 Typical portal frame construction Min(2)3500 lb strap-type hold-downs a v g (embedded into concrete and nailed into framing) ' Min double 2x4 post(kinga Yd and jack stud).Number of - t–Mm reinforcing of foundation,one#4 bar .7e jack studs per IRC tables top and bottom of footing Lap bars 15"min. R502.5)1)&(2). ' d I - t £ t a' I . t 1 \\_ Min footing size under opening is 12'x 12".A turned down — Min 1000 lb hold-down slab shall be permitted at door openings. device(embedded into Min(1)5/8"diameter anchor bolt installed per IRC R403.1.6– concrete and nailed with 2"x 2"x 3/16"plate washer into framing) 2 ©2014 APA–The Engineered Wood Association References APA, 2004, Confirmation of Seismic Design Coefficients for the.APA.Por tal Frame, APA Report T2004-59, APA—The Engineered Wood Association,Tacoma,WA. APA,2012,Effect of Hold-Down Capadty on IRC Bracing Method PFH and IBC Alternate Method,APA Report T2012L-24, APA—The Engineered Wood Association,Tacoma,WA. ASCE,2010,Minimum Design Load for Buildings and Other Structures.ASCE 7.American Society of Civil Engineers. Reston,VA. ASTM E2126-11,Standard Test Methods for Cyclic(Reversed)Load Test for Shear Resistance of Vertical Elements of the Lateral Force Resisting Systems for Buildings,ASTM International.West Conshohocken,PA. SEAOSC, 1997,Standard Method of Cyclic (Reversed)Test for Shear Resistance of Framed Wails 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.T1 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 arty 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. 1 N' E E R 1 N G Suite 302 _ ''11/ R (��7' / �� /n�q�� F Seattle,WA Project: N� e 13I LAv t""""! it "i+vv'�- Date: (' 0I , (:06) (206)285-4512 g � 25 c1. ,2 ( 1 5G 0 &,.52� FAX: Client: 1 Page Number: (206)285-0618 -60 ® Q y / e =g .'=4 f3`.' X lb`( )Zjt X c2" 7R k fonvm QD5a77- r> Ill,,. _ , X16)1T)u- �- ?►f 1t ' ' (-t-b�' �M - JV -6)A 7) 0446 .� (0(0,2 (y) t( 0,6 WZ3 (1 ) Volt) ( © _ ,%13�� J11 Z ())(,2)0a to'' ) A _ 5` g XL, 1,0/(2' e-4 0[= & c,tRU, 2 /ZX1(1 A / i- -7 frtvi , n2_ 6(4-4- � N 'U b) i., 45xCc, ep oits �� Pall= t - 41-,5`16- R.r MG ct= a, )oe M _ Vk` Structural Engineers I WOOD FRAME CONSTRUCTION MANUAL • 63 Table 2.2A Uplift Connection Loads from Wind Jill. .•( Roof-to-Wall,Wall-to-Wall,and Wall-to-Foundation) 700-yr.Wind Speed 2 3-second gust(mph) 110 115 120 130 140 150 160 170 180 195 s Roof/Ceiling Assemblyi,z a,ns,6,� Design Dead Load Roof Span(ft) Unit Connection Loads(plf) 12. 118 128 140 164 190 219 249 281. 315 369 M 24 195 213 232 .272 315 362 412 465 521 612 0 0 psf8 36 272 298 324 380 441 506 576 650 729 856 2 48 350 383 417 489 567 651 741 836 938 1100 M 60 428 468 509 598 693 796 906 1022 1146 1345 O . 12 70 80 92 116 142 171 201 233 267 321 0 24 111 129 148 188 231. 278 328 381 437 528 m cn 10 psf 36 152 178 204 260 321 386 456 530 609 736 48 194 227 261 333 411 495 585 680 782 944 Z 60 236 276 317 406 501 604 714 830 954 1153 12 46 56 68 92 118 147 177 209 243 297 24 69 87 106 146 189 236 286 339 395 486 15 psf 36 92. 118 144 200 261 326 396 470 549 676 48 116 149 183 255 333 417 507 602 704 866 60 140 180 221 310 405 508 618 734 858 1057. 12 22 32 44 68 94 123 153 185 219 273 24 27 45 64 104 147 194 244 297 353 444 ig' 20 psf 36 32 58 84 140 201 266 336 410 489 616 iJi; 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. a Tabulated uplift loads are specified in pounds per linear foot of wall. To determine connection requirements, f: multiply the tabulated unit uplift load by the multiplier from the table below corresponding to the spacing of the connectors: Connection Spacing(in.) 12 I 1619.2 24 l 48 • Multiplier 1.00 1.33 ( 1.60 l 2.00 4.00 +i 4 Tabulated uplift loads equal total uplift minus 0.6 of the roof/ceiling assembly design dead load. 5 Tabulated uplift loads are specified for roof-to-wall connections. When calculating uplift loads for wall-to-wall or '' wall-to-foundation connections,tabulated uplift values shall be permitted to be reduced by 73 plf(0,60 x 121 plf) 'I,.. for each full wall above. :i' .: 6 When calculating uplift loads for ends of headers/girders,multiply the tabulated unit uplift load by 1/2 of the iF s K,'-- � header/girder span(ft.). Cripple studs need only be attached per typical uplift requirements. 'f ,'° ' For jack rafter uplift connections,use a roof span equal to twice the jack rafter length.The jack rafter length e. _ includes the overhang length and the jack span. ,',E , 8 Tabulated uplift loads for 0 psf design dead load are included for Interpolation or use with actual roof dead loads. .. ;`iii;;. AMERICAN WOOD COUNCIL C E`N G I N'E E R 'I N G 180 Nickerson St.Suite 302 .—1{�l,// �J l /}�� y� Seattle,WA 1 1 P&i\�.-- 5 l No,t C.�--n I Ly jR98109 Pro ect: �}J-�''}�,n` 111 Date: I (206)285-4512 FAX: Client: Page Number: (206)285-0618 I VI)Ni) )- 0t() '-' I U,5 !X-PP Ws),D -14A-‘0,5 05 ; V J 3\n►q TARL.6 2,2 4- \e./f IQ :- Oa o 1140 / u.i 7 P, P 14„,,,,;,.,.:::- 3� C 155ç:- A,n f)Z - 1 ."47L-A-f -a L..0.. - op CoNtf456 -rksS j -------- 17)1 . e & -17- -74---4:'.,,1:e_ tjtEllep,, lie l/ boo- 7' 0,c) D,7 n,6 = 18174- t--__ LLT. A 13 ; s % y- - 1 -31)-- -- 1-TY,46S ( c9Km } .t-----6 ( 2,1..-- 12_ ( . a--:- ( 4)(1) (),a)( 6,0 = 2 - /612. P, A5,0k14 7 6))(Z( 2' (- ' :. >61 m 14- . *Y (1112/1)(0,,e5 (0,61 . .. .._ 4_i 4.4 v6, __ cA6a- O--- & 0- (0 ` YP. o ct, PLY, e . 2- 2.-= (&( nM.) DD Structural Engineers TRUSS TO WALL CONNECTION ',H VAI iil OF TRUSS CONNECTOR TO TRUSS TO TOP PLATES 111'1l1I 11 PLIES 1 Hi (6) 0.131" X 1.5" (4) 0.131" X 2.5" 'IOU `,1', 1 H2.5A (5) 0.131" X 2.5" (5) 0.131" X 2.5" ', 1111 1 SOWC15600 - - 4;i,, 1,! 2 1-110-2 (9) 0.148" X 1.5" (9) 0.148' X 1.5" lil((1 mu 2 (2)H2.5A (5) 0.131" X 2.5" EA. (5) 0.131"X 2.5" EA. lit/O 2 2 (2)SDWC15600 - - [iln 1.1n 3 (3)SDWC15600 - - I,i-,', ROOF FRAMING PER PLAN 8d AT 6" O.C. • 2X VENTED BLK'G. eSiiit, 0.131" X 3' TOENAIL �' AT 6" O.C. �Qi�hi ' IMIN1111Cnip. ,I 1 H2.5A & SDWC15600 STY F II 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-=V-0" (BEAM/HEADER AT SIMILAR) 14 TYP. RAISED HEEL TRUSS TO WALL CONNECTION [ TRUSS TO WALL CONNECTION yPF VAI lit:'; #OF TRUSS PLIES CONNECTOR TO TRUSS TO TOP PLATES UPI II.1" F1 I 1 H1 (6) 0.131" X 1.5" (4) 0.131" X 2.5" Inn ! 41C 1 H2.5A (5) 0.131" X 2.5" (5) 0.131" X 2.5" 5i5. L HO 1 SOWC15600 - - 4.'r> 1 I15 1 2 H10-2 (9) o148' x1.5" (9) 0.146" x1.5' MO eau 2 (2)H2.5A (5) 0.131" X 2.5" EA. (5) 0.131" X 2.5" EA. U 0 %2U1 2 (2)SDWC15600 - - Pi) 2S1) 3 (3)SDWC15600 - - jAS:; .!,4!) ADD A35 ® 48"O.C, ROOF FRAMING PER PLAN FOR H2.5A AND SDWC STYLE Sd AT 6' O.C. CONNECTIONS 2X VENTED BLK'G. 44, 'rte -�, � ` 1. mss►.. i,l. , Ill H2.5A & SDWC15600 STY F 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 [ 7B 4-19-16 rii Roseburg J2 MAIN 1:43pm m. A Forest Products Compann 1 of 1 CS Beam 2016.4.0.5 lanBeamEngine 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: Beam1 / / / 14 5 0 11 7 0 9 0 2600 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall DFL Plate(625psi) 3.500" 1.750" 499# -- 2 14' 5.000" Wall DFL Plate(625psi) 3.500" 3.500" 1342# -- 3 26' 0.000" Wall DFL Plate(625psi) 3.500" 1.750" 397# -4# Maximum Load Case Reactions Used for applying point loads(or line loads)to canying members Live Dead 1 391#(245p1f) 108#(67p1f) 2 1033#(645p1f) 310#(194p1f) 3 323#(202p1f) 73#(46p1f) Design spans 14' 2.375" 11' 4.375" Product: 9 1/2" RFPI-20 19.2" O.C. PASSES DESIGN CHECKS Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Lateral support is required at each bearing. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 1492.'# 2820.'# 52% 5.9' Odd Spans D+L Negative Moment 1762.'# 2820.'# 62% 14.42' Total Load D+L Shear 714.# 1220.# 58% 14.41' Total Load D+L End Reaction 499.# 1151.# 43% 0' Odd Spans D+L Int.Reaction 1342.# 1775.# 75% 14.42' Total Load D+L TL Deflection 0.2501" 0.7099" L/681 6.61' Odd Spans D+L LL Deflection 0.2039" 0.3549" L/835 6.61' Odd Spans L Control: Max Int.React. DOLS: Live=100% Snow=115% Roof=125% Wind=160% SIMPSON All product names are trademarks of their respective owners KAMI L.HENDERSON StrongTie MANAGER •Strong a Copyright(C)2016 by Simpson Strong-Tie Company lnc.ALL RIGHTS RESERVED. PACIFIC LUMBER&TRUSS "Passing is defined as when the member,floor joist,beam orgirder,shown on this drawing meets applicable design criteria for Loads,Loading Conditions,and Spans listed on this sheet.The BEAVERTON,OREGON 97005 design must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation according to the manufacturers specifications 503-858-9663