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Specifications /rt.,;33,77-/sif e._`)C-rz;v4 mENGINEERING INC. Q k 16 ngineers 180 Nickerson Street Suite 302 Structural Seattle, WA 98109 206.285.4512 (V) 206.285.0618 (F) #15238 Structural Calculations �� GING41 River Terrace �� F , , P �► 1 . lan 7 :, ;� Elevation B24V IRE Tigard, OR 404',„,5‘ T. GRUFF oy o�'oti 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 = 2000P sf Client: Polygon Northwest Company 109 East 13th Street, Suite 200 Vancouver, WA 98660-3229 Ph: 360.695. 7700 Fax: 360.69 3.4442 Architect: Milbrandt Architects 25 Central Way, Suite 210 Kirkland, WA 98033 Ph: 425.454. 7130 Fax: 425.646.0945 180 Nickerson St. ENGINEERINGNC Suite 302 I Seattle,WA 98109 (206)285-4512(V) (206)285-0618(F) Polygon Northwest Company Multi le locations in Ti:ard,OR DESIGN SUMMARY: (Note-Dual reference for Plan 3 also includes Plan 3713) t ese are to be The proposed projectl is to be tins thousmily homes. We understand hout Tigard, Oregon. Design parameters homes a eras noted below: constructed in multiple locations throughout The structures are two-story wood-framed. Roofampais primarily rallel chord wood tusses.dFloord wood trusses. Upper floor framing is primarily withpre-manufactured 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 MWF 00(ELate�al d signtls based onOthe ASCE 7110"equivalent e wind speed, exposure category B, and with a Kzt value of 1. lateral force" procedure lyw odh Sequal to rrowalls are the pless than rimary lateral force resisting system (R=6.5).and S1 equal to or less than 0.50 and with soil. classification"D". Plywood or OSB she 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- Roofing-future 0.0 psf psf 5/8"plywood(O.S.B.) 2.2. Trusses at 24"o.c. 0 psf 4 Insulation 4.0 psf 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 RB.bl GABLEIEND TRUSS RB.bl I MIN. HDR ' i MIN. HDR � I m I I I 1 I I I I m I I I I immoml I I I I 1 I I I I I I I I I ■ ROOF TRUSSES IAT 24 O.C. 7YP. I I R I I IIx II � I I Ni A I 1 N1 I J — I1111llnkI T11 I I I � I _Ri:111110111111 �I 22 ESS30" I e 1,11 1111 I I ATTIC = LACCESSJ �� I a 1 %V Earah 1111111111111111111 I m N- = I Ki 1 1 I �� N I I m I A I k---t I I m I IIIIIIIIIIIVAIMM11111111 I 1 Tiilct 1 I , I x N MIN�HDR _ GABLE WEB --RB.b3 � NowIIIVAIIr HDR `{� IN. HDR 1 MIN. HDR MIN. HDR — I __ GABLEI END TRUSS I LRB.b4 I L SCISSOR/BOTTOM CORD TRSCISSOR TRUSS A CT# 14252 2014.10.17 1/4" = 1'-0" (11x17) PLAN 7B ROOF FRAMING PLAN AMERICAN MODERN AM 11111-� ss � in, I \� 1 -- "tib GABLEI END TRUSSiim 7 NM I I I ------- -CON7 14x12 HDR - 1 I TH014 4SiHDi.bl \ '_� i I 1 1 ROOF TRUSSES AT 24" O.C. T1P. I I 6x6 POST 1 9 '-6" I ' 6x6 POST I O I A N 1- ® I J— y ll 11111111•11111 re I 0 1 ii III 1n S D14I 1�x 14 L minir `'tel sxs Posr Ifalai mi.mnn.im••.---- 'mmm .............Il.1IIIII.IIIII"I..l"I.IIlIII.IIII.IlIlIll••i•••.m••i•••••••.••m••.._____ !' L_____ �� ENTIRE ROOF TRUSSES 1 �� 222 0 HD Ni ' I SIDE AT 24"O.Q © 4 FLOE• -i .3_� 1 / �, 1�= I I rfi+1� ENTIRE LEDGER I �� I 11r . ami SIDE 1M 1,N I I IIID � fn 2)2x10 HDR I '�a�� I r© I (.-q„-., _ ' 1130 o -f- N iAgplimmis N th1111111.1Afill ill 1111111111111111.1 . - BLOCKOUT FOR Q MICROWAVE EXHAUST. O t, � 13"CLEAR 0 1!imp _ PICTURE FRAME ��t,y�� OPENING. DIMS '15.1111111M111.111111111.1111111 ./ II►"r�I ARE TO q STUDS. 'CC N riiqMine deli "� _ 7111" : immummaismr- ,c)-,_______________.,,,...."1 ■ �� FIXTURES G ABOVE I r tr, 6X6 POST 2x ROOF I E :N co FRAMING I n� alliaillMIIIIIIII�� I Fr jt0I�I1O'Si,.1,•I�1'a-sem,. �N�.. STH014 LEDGER 1 I 4x8 HD• 4x8 HDR_4x8 HDR 4x8 HDR 51HDt I • mil .'Io L71 '.__B.b'• - ... ® I � B "IO — I il- I Ng at I „o 6 ,,,,,, rrl ® .b1B -- .. 4x12 HDR n -.--" u I 2 - - - =7�I 6x6 POST W/ACE4 - _ 4x12 HD I min &VF 6x6 POST 6x6 POST Q ALL HEADERS CHANGED W/AC4 W/ACE4 TO 2)2x10 U.N.O. PLAN 7B LOWER LEVEL SHEARWALLS UPPER LEVEL FLOOR FRAMING AMERICAN MODERN MST48 ST48 a,-- _.... .....r.._ ,.....,,i‘ • 0 i Q J g All , , WASHER ENTIRE iDRP6TN SIDE YER moms ENURE 0 SIDE a ,.-. , (3 0 MST37_� lipm MST37 41111) ill M ii Ai 411) Alli 411, CT# 14301 2015.03.05 1/4" = l'-0" (11x17) PLAN 7B UPPER LEVEL SHEARWALLS AMERICAN MODERN -10/22- 16'-3" s-,Dy2.. 18 56.1 Q 0 STHD141._J ----I r 7 OMR I I 1 Z w I 1 1 J p i� I I � � I Vii" CONC. SLAB I Z a 1 I OVER 4" FREE DRAINAGE MATERIAL u I I OVER COMPACTED FILL 1 - w i I 1 N I VERIFY GARAGE SLAB HEIGHTII '� Z5i I WITH GRADING PLANo D, I 1I 0 ©S6 0 I I 18-0/2" m � I I I 1 1 1 1 I 9'-0" ^ I I j I -16" 1 I Mil I I 1 ©' III 3" CONC. -14" I I m© VARIES : MIN. I I I FURN. o 0 PATIO SLAB I SIM.�� 3" FROM TOP OF I ABOVE I I � I I STEM WALL IIelli I hr-- it� I o SLOPE 2 I - I ® I STHD14 - I IL---A1 I utN AI O \ I ----• I I'I No i? 36.0 I I fff ' -- ç_ I • I II I 4%" 3-g 4 12x4 PONY WALL 18x24 CRAWL FIXTURE ABOVE--..4 11 1 0 ABU66 � Inial I AT HIGH FOR. M-. PAGE ACCESS I I .44 �, I 1 4 • I ��Q ti 1I 1 � t 18"x36"x0 1 " FOOTING 1 ° U in 1 in 'I.13a_x 9h"LVLall I I t I 0 ENTIRE 1 SIDE 1 I CENTER U/ WALL t 11_COQ I I I D 1 ,{ - ri 6. �_- J I ' 1i10� I 9'-'8)/4" I I d I I. FINISHED FLOOR 1MI I FOOTING W 30"x30"x10" ill Q 1Ali 1 '1 AT+0'-0" ^ I,y I (3) #4 EA. WAY 1 II1 ro N. 1 I 1Q n I �I _ 1cal n �U I I - I� I I Y ry j �� 1 1 1 fit P.T. 4x4 POST I I ♦♦ 1 i t TYP. U.N.O. 1 I ♦♦ I i L31 I I ♦ CRAWL S I I I 1 ♦♦ ORAINAG! I I I I 9Yz"I-JOISTS AT 19.2"O.C. I I CONNECT I ' I I I i.^ 1 TYPICAL I I ALLOWOP N I-1214"I I 1V-7y" 1 I 3 I 1 DRAINAG[ III'! 144/q" I� IILI 9 6y" I I I I I I e N r tI- I ,f" x 2J4" LVL --I-- I I 1 1 _ i 1 30"x30"x10" I I I I FOOTING W/ 1 1 I I m 1 18"x18"x10' FTG. I L gr., I (3) #4 EA. WAY I ®li I 1 W/(2) #4 EW I 0 -1214" 0 I I TYP. U.N.O. i-- \ L____ I 6x6 P.T. POST I I I I I 'I I I L,.J in 10 II I I_1 1•" x SY1.. LVL SIM.�_�SIM. ®I1 I ^� 2x4I PONY I I ■ ^ WALL . 1 i I m�� U �J�Jai ��a .4 START FRMG.I 'SIM. ' WSIM, L nil �_ 1 11 �I k I ee I I iv II I STHD14 2P3 Ii I r� a i6'-6/2" STI-014 11 I I II ;� " 9-5/2„ 1I I ro 31/2CONC. SLAB In o "' -61z" TOP OF SLAB I L SLOPE 11/2"4, -121" TOP OF 8" 11 I n — — I - STEM. WALL I] ABU44 1 e0 �- to Y ABU44 1I-/" g_O I 3ABU44 I 8'-5" 3/2.1 Title: PLAN 2613 Job#14189 Dsgnr: TRE Date: 4:32PM, 16 SEP 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Page 1 t4 Rev: 58000614189 Plan 2613 ecw.ROOF FRAMING `'? User:KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam Joist _r_ MIN (c)1983-2003 ENERCALC Engineering Software _ .�z �, _- �_�� _ __� -- Description 2613B ROOF FRAMING t. Timber Member Information , �, .. �_,. ,..a., -. . . ,. RB.bS RB.b6 RB.b7 ' RB.b2 RB.b3 RB.b4 S RB.bI 2-2x8 2-2x4 2-2x4 2-2x8 2-2x8 2-2x8 2-2x4 3.000 Beam Section 3.000 3.000 3.000 Beam Width in 3.000 3.000 3.000 7 250 7 250 in 3.500 7.250 3.500 3.500 7.25050 Beam Depth .00 0.00 0.00 0.00 0.00 Le:UnbracedrGra Length ft Fir,No.2 Fir,No. Timber Grade Hem Hem No.2 Hem Fir,No.2 Hem Fir,No.2 Hem Fir,No.2 Hem Fir,No.2 Hem Fir,No.2 850.0 Fb-Basic Allow psi 850.0 850.0 850.0 850 .0 850. 0 50.0 850 0 850.0 Fv-Basic Allow psi 150.0 150.0 150.00.0 .0 Elastic Modulus ksi 1,300.0 1,300.0 1,300.0 1,300.500 110150 0 1'1.0150 1 101050 1.1 Sawn Load Duration Factor 1.150 1.150 1.150Sawn Sawn Saw Member Type Sawn Sawnn No Sawn w Non Repetitive Status No No No [Center Span Data 4.50 Span ft 5.50 2.50 5.25 3.00 3.00 5.50 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 LReSUlts Ratio= 0.8084 0.1825 0.7366 0.2405 0.2627 0.8831 0.5124 2.16 8.10 27.22 15.79 Mmax @ Center in ft 2.75 5.626.61. 1.50 1.50 2.75 2.25 X= ft 2.75 1.255601.0 214.0 1,080.0 352.7 308.2 1,035.9 fb:Actual psi 1,185.3 1,466.3 1,466.3 1,173.0 1,173.0 1,173.0 Fb:Allowable psi i g OK.3 Bending OK1,173.0 Bending Bending OK Bending OK Bending OK Bending OK 89.2 Bending OK 59.4 26.9 53.8 27.7 37.2 fv:Actual psi 56.3 172.5 172.5 172.5 172.5 OKOK Fv:Allowable psi 172.5r .5 r O2.5 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK [Reactions157.50 90.00 337.50 618.75 438.75 Left End DL lbs 165.00 281.25 LL lbs 275.00 468.75 262.50 150.00 562.50 1,031.25 731.20 5 Max.DL+LL lbs 440.00 750.00 420.00 240.00 40.00 90900.00 7 00 1 650.00 1, 8 47 .005 L @ Right End DL lbs 165.00 281.25 157.50 LL lbs 275.00 468.75 262.50 150.00 562.50 1,031.258 731.25 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 -0.015 744.5 18,789.1 856.0 4,587.6 10,873.3 1,764.6 3,717.4 Uer LL Deo -0.013 -0.006 -0.062 -0.024 in -0.148 -0.003 -0.123 Center flRatio 2.034 UDefl 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 2.250 Location ft 2.750 1.250 2.625 1.500 1.500 2.750 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-0602997 Ver 5.8.0,1-Dec-2003 Timber Beam & Joist Page 1 (c)1983 2003 ENERCALC Engineering Software 14189 Plan 2613 ecw CRAWLSPACE FRAMING I 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 I Center Span Data Span ft5.75 Dead Load #/ft 195.00 Live Load #/ft 520.00 I 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 I Reactions @ Left End DL lbs 560.62 �. ... � .� x, x.,..x _u ..� 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 I Deflections Ratio OK 4q 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-Dao-2003 Timber Beam &Joist pLAN7ABD.ECW.FPageam 1 ng L(c)19832003 ENERCALC Engineering Software 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 B.b1 B.b2 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,LSL 1.55E Hem Fir,No.2 Rosboro,Bigbeam Douglas Fir- Hem Fir,No.2 Larch,No.2 2.2E 2.2E Larch,No.2 00.0 Fb-Basic Allow psi 900.0 3,000.0 2,325.0 850 0 3,000.0 300.0 900 0 850 0 F50.0 v-Basic Allow psi 180.0 300.0 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 Salvo Repetitive Status No No No No No No LCenter Span Data Span ft 16.00 22.00 4.00 3.50 18.00 4.50 4.50 Dead Load #/fft 60.00 77.00 150.00 195.00 195.00 195.00 75.00 t 100 00 128.00 400.00 520.00 520.00 520.00 200.00 Live Load 325.00 Dead Load #/ft 168.00 325.00 Live Load #/ft 300.00 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 Shear OK 207.0 Shear K 345.0 Shear OK 356.5 Shear OK 150.0 300.0 180.0 172.5 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 L/Defl 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 Title: PLAN 2613 Dsgnr: TRE Job#14189 Description: Date: 4:34PM, 16 SEP 14 P SF RESIDENCE Scope: STRUCTURAL DESIGN Rev:580006 User:KW 0602897 Ver 5.8.0,1 Deo-2003 User:K 2003 29 7 Ver EngineeringI-De- Software Timber Beam & Joist f ECa Description 2613B F tatas Plan 2st3 Page 19 LRFRMG2OF3y$' e°wFl°°Fr Timber Member Information B.b8 B.b9 B.b10B.bll , a a b B.b12 '�•_iu,_E'�� Timber Section 2-2x8B. 13 B.b14 2-2x8 4x8 Beam Width in 3.000 2-2x8 2-2x8 2-2x8 Width 3.000 3.500 3.0003.000x Le:Beam Depth Length inft 7.250 7.250 7.2503.00025 7.250 25 0.00 0.00 7.2500.0 0.00 0.00 Timber Grade 0.00 0.00 0.00 7.250 Hem Fir,No.2 Hem Rr,No.2 Douglas Rr- Hem Fir,No.2 Hem Fir,No.2 Hem Fir,No.20 ,0.00 Fb-Basic Allow Larch,No.2Hem Fir,No.2 Fv-Basic low psi 850.0 850.0 900.0 Elastic Modulus psi 150.0 150.0 180 0 850.0 850.0 850.0 ksi 1,300.0 150.0 150.0 850.0 Load Factor 1,300.0 1,600.0 1,300.0 150.0 150.0 Load Duration 1.000 1.150 1,1.150 1,300.0 1,300.01.1 Sawn 1.150 1.150 1.150 RepetitiveMemberTypeetus Sawn Sawn Sawn 1.150awSaw No No No Sawn Sawn Sawn Center Span Data No No No No Span ft 3.00 3.50 i� Load 3.50 2.50 4.00 Deadea LoadLo #/ft 75.00 15.00 15.00 2.5000 0.0 0 #/ft 200.00 40.00 120.00 120.00 120.00 Load 40.00 320.00 320.00 120.00 Deadea Load #/ft 325.00 220.00 160.00 320.00 320.00 #/ft 375.00 200.00 250.00 325.00 325.00 Start ft 100.00 250.00 375.00 325.00 End ft 375.00 375.00 i R Results Ratio 0 4910 s 0.2831 0.1403 0.2859 Mmax @ Center 0 8875 0 3467 0.6795 in-k,.. 13.16 8.73 X- ft 5.79 8.81 17 20.95 1.50 1.75 1.75 27.00 11 69 .7 fb:Actual psi 500.8 1.25 2.00 1.25 Fb:Allowablet332.1 188.8 335.31.75 Psi 1,020.0 1,173.0 1,345.5 1,041.01 406.773 177.0 BendingOK 1,173.0 1,173.0 1,173.0 Bending OK Bending OK Bending OK Bending OK Bending OK Bendi1,173.0 g OK 0 fv:Actual psi 60.5 Fv:Allowable 37.6 21.4 42.1 Psi 150.0 172.5110.7 172.5.1 Shear OK Shear OK 207.0 172.5 172.590.3 Shear OK Shear OK 1OK.5 Reactions Shear OK Shear OK Shear OK r7a Left End DL y- {lbs 600 00 411.25 306.25 LL lbs 600. 0 420.00 462.50 890.00 556.25 Max.DLL lbs 1,462.50 245.00 712.50 1,390.00 1,216.2576. 5 �a Right End DL 831.25 551.25 1,175.00 2,280.00 1,425.00 1,995.00 LL lbs 600.00 411.25 306.25 lbs 862.50 420.00 462.50 890.00 556.25 Max.DLL LL lbs 1,462.50 245.00 712.50 1,390.00778.751,216.25 831.25 551.25 1,175.00 868.75 9 Deflections 2,280.00 1,425.00 1,995.00 Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl In -0.006 -�-u-�- ;;. Uer Ratio -0.006 -0.003 0 6,116.2 -0 003 -0.021 .012 Center LL Defl 6,555.9 12,641.2 11,425.8 ,5.0.1 462.1 UDeflL RatioDein -0.008 -0.007 -0.003 2°0 032 9-0. 0.5 -0.019 4,254.8 6,419.4 15,801.5 7,416.7. ,4-0 5.1 6,082.80 Center Total Defl in -0.014 1,485 1 -0.019 Location -0.013 -0.006 -0.007 .00 -0.031 Loc ti Ratio ft 1.500 1.750 1.750 -0.053 1.250.2 1.750.751 2,509.2 3,243.5 7,022.9 1.25097.4 905.42.000 08.4 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 1,, & Page 1 Rev: 580006 Timber Beam Joist 14189 Pian 2613 ecw Floar Framing w User: 0 ver 5.8.0,1-Dec-2003So _la__ (c)1983-2003 ENERCALC Engineering Software _ �.� � .- -. --�� z � � Description 2613B FLR FRMG 3 OF 3 Timber Member Information B.b15 B.b16B.b17 2-2x8 2-2x8 4x8 4x10 Timber Section 3.500 3.500 Beam Width in 3.000 3.000 7 250 in 7.250 7.250 9.25050 Beam:U Depth 0.00 0.00 0.00 TTimbereced Length ft Larch,No.2 Fb Grade Hem Fir,No.2 Hem Fir,No.2 Douglas Larch,No.2 Douglas Flo. 850.0 900.0 900.0 -Basic Allow psi 850.0 150.0 180.0 180.0 Fv 1 -Basic Allow psi 150.0 1,600.0 1,600.0 ksi 1,300.0 1,300.0 1.150 Elastic Modulusn1.150 1.150 1.150 Load Duration FactorSawn Sawn Sawn Membeerr Type Sawn No No No Repetitive Status No Center Span Data Span ft 4.50 4.00 9.00 16.00 = Dead Load #/ft 15.00 Live Load #/ft 40.00 60.00 Liveed Load #/ft 100.00 #/ft 160.00 60.00 75.00 LLoad100.00 125.00 100.00 Start ft End ft 0.1246 0.5890 0.9911 Ratio 0.3104 Results .._ -° - _ _- • Mmax @ Center in-k 9.57 3.84 24.30 61.444.30 8.00 = ft 2.00 2.25 @ X146.1 792.5 1,231.0 fb:Actual psi 364.1 Fb:Allowable psi 1,345.5 1,242.0 1,173.0 Bending OK 1,173.0 Bending OK Bending OK Bending OK 46.4 53. iv:Actual psi 36.0 6 w 15.5 172 5 172.5Shear7. 06 Fv:Allowable psi 207.0 253Shear OK Shear OK Shear OK OK Reactions lbs 393.75 337.50 480.00 a' 120.00 800.00 @ Left End DL lbs 315.00 200.00 562.50 320.00 900.00 1,280.00 Max.DL+LL lbs 708.75 120.00 337.50 480.00 @ Right End DL lbs 393.75 200.00 562.50 800.00 LL lbs 71815.75 320.00 900.00 1,280.00 Max.DL+LL lbs 708.75 Deflections Ratio OK Deflection OK Deflection OK Deflection OK ', 0 003 -0 062 -0.240 Center DL Defl in -0.013 0.240 UDefl Ratio 4,142.2 17,201.9 1,734.8 -0.005 -0.104 -0.399 Center fl Ratio in 101,040.9 480.9 5,177.8 10,321.1 -0.639 L/ of Total -0.023 -0.007 -0.166 CenteroDefl in 2.000 4.500 8.000 Location ft 2.250 650.5 300.6 L/Defl Ratio 2,301.2 6,450.7 TJI JOISTS and RAFTERS Joist I b d I S.a. LL DL M max __ _. _e8.,,,rade widen, de..1j__",(in. I-in. 1�s _.(2g).421:112!)_ L fb �__ Code ,. sl si L Ta L L Code Code Su..est Suggest Lick 9.5"TJI 110 �-� TL dell. .• L TL360 L LL480 L max TL dell.TL LL Lpick 1.75 9.5_19.2 40 __ in. 9.5"TJI 110 --1.75 `�rr'' 15 _2380 1220 1.40E+08 __sin.) ) ��-"=1- i-..-,{ft•L- ft.�-_ (ft.) 9,5"TJI 110 9,51 12 15� 2380 1220 1.40E+08 14.71®® 14,80 14.71 -G___ - 0.44 patio (in. ratio 6 - _9.5"TJI 110 MUM 16.11 0.66 --0.48 - 9.5, 16 40® 2380 1220 1.40E+08 18.61 16.19 15.73 15.73 0.72 "--1-�- 13.31 13.45 13.31 0_44 15! 44.36 17.82 17.31 17.31 0.521 r 14.14' 514.29 360_ 0.32 495 _ 2380 12201 1,40E+08 20.8014.14 0.47 360 0.34® 9.5"TJI 110 18 64 0.79 0.58 1.75 9.51 19.2 40-"' � _ 18.64 0.85 15.57 9.5"TJI 110 1.75 1 p 2500-1220 1.57E+08 0.62 T 15.57- 16.77 5 73 0.52 360 0.38 �- 16.94 9_5_TJI 110 •5 16 40 10 15,81 30,50 16.34 --(575-f __ _ 16' 6 36 495 1.75^� 9.5 12 2500 1220 1.57E+08 77.32 36.60 75.37 15.37 0.64 0.51 __ 77 0.5 0 0.41� 9. "TJI 11040_ 10 2500 1220 1.57E+08 27.30 48.80 17.36 _16.381427 1.75 _ 16.3413.97 ""'-- 480 9.5 12 40 0.68 16.97 0,44 .41'___-44 10 2500 1220 1.57E+08--22.36 61.00 20.58 19.37 0,54 15.17 14.84 384 0 37 9.5"TJI 210 2.0625 _ 17.98 0.75 0.6014.84 0.46 '�-�'-'- 19.37 16.69 16.34 16.34 0.51 384 480 9.5 19.2 40 10 -- 0.81 "- ' 9.5"TJI 210 2.0625 9.5 16 40 10 _ -_ 480 3000 1330 1.87E+08 --- ---- _ --1-1-.30 _ """---x,65 - 17.32 33,25 17,32 16.30 16.30 17.98 17:80 17.6081--6 55 384 0.44 -480 _9,5"TJI 210 2.06253000 1330 1.87E+08 18.97 - _ 9.5"TJI 210 2.0625 9.5� 12 40 _ 10 3000 1330 1.87E+08 27_91 53_20 _20.26 _19.06 19.06 069 0.54 ' 15.13 14.81 ___ 9.5 9.6 40 10 3000 13301 1.87E+08 24,49 66.50 21.26 20,53 - 0.7218.40 17.32 17.32 0.5814.81 0.46 384 0.37_ 480 _ 16.086 15.74-615.7486 0.49 384 047 480 9.5"TJI 230 2.3125 20,53- -0.86 -0.64 L--17.70 - 17.32 17.32 0_54 384 0.41_480 9.5"TJI 230 2.3125 9.5 19.21 40 1 p 3330- 2.06E+08-- 17.89 16.83 0.68 19.06 18.66 9.5"TJI 230 9.5 16 40 10 3330 1330 2.06E+08 18.66 0.58 384 0_38 2.3125 9.5 j 12 40 19.99 39.90 0.70 MINIM _ 9.5"TJI 230®� 1 D 3330 1330 2.06E+08 19.01 17.89 17.89 0.56 15.63 15.29MIMI 480 !n 23.08 53.20 20.920.7580.60 16.60 15.29780.485 �� 3330 c 0.06E+08 25.81 66.50 19.69 19.690.38 480 11.875"TJI 110- 11.875] 19.2] 40 1Dj 3160 15601 2.67E+08 17.78 39.00 MOM 21.21 16.25 16.25 0.51 384 0.41 480 0.82 -0,66 18.28 _ MOM 0.88 17,89_ 17.89 0.56 11,875"TJI 110 1.75 0.71 19.69 19.27384 0.451 11.875"TJI 110 11.875, 16 40 10 3160 19,5019.27 0_60 480 11.875"TJI 110 1.75 11.875 12 40 1560 2.67E+08 18.35 17.78 384- L 480 480 19.47 46.80 20.72 19.50 19.470.48 10 3160 1560) 2.67E+08 0.67 0.541 17.04 ® 11.87� g2 40 10 0.819 0.65 18.10917.72517.72 0.55 384 0.44 0.52 384 ] 480 _ 3160 1560 2.67E+08 78.00 22.81 2 . 0.72 11.875"TJI 210 ___ 21.46 0.89 2.0625 11,875 19.2 40 10 � �+ 23.12 23.12 0.96 19.93 19.50 19.50_ 0.61 384 0.49 480 11.875"TJI 210 2.0625 11.875 16 40 10 3795 1655 3.15E+08 21.34 49.65 21.901 20.61 _---`_� 21.46 21.01 j 3795 1655; 3.15E+OS 19.48 47.36 20.61 19.39 21.01 0.66 11.875"TJI 210 2.0625 11.875] 1219.39 _ � 0_531 460 11,875"TJI 210 40 10j 3795 1655 3.15E+080.80.69 19.13 _ Nem2.0625 11.875, 12 40 10, 24.64 66.20 20.61 0.86 17.62 10.62 0.64 3795 1655 3.15E+08 27.55 24.10 22.68 22.68 0.69 19.13 18.72384 0.44480 480 11.875"TJI 230 ', 82.75 25.96 1.02 0.81! j 21.05 18.7220.59.6384 0.475 2.3125 11.875 19.2 40 r"--�-___ 24.43_ 1.0220.61 20.61_ 0.64480 11.875"TJI 230 2.3125 11.875 1 g 10 4215 1655 3.47E+08 20.53 41.38 21.28 20.03 _ 0 81 22.68 384 0.52 480 11.875"TJI 230 40 10 4215 1655 3.47E+08 I __22.20 22.20 0.69 384 0.55 2.3125 11.875 12 10 22.49 49.65 11.875"TJI 230 40 22.6220.03 0.83 0.67 ....._. ........ ................. 2.3125 1,675.1 9.6 4215 16551 3.47E+08 25,97 21.28 21.28 0.89 18.59 4215 66,20 24.890.71 18.20 18.20 ----- 10� 1655 3.47E+08 ,. _._...._,..._........__ 23.42 19 76 19 34 0.57 384 0.451 480 29.03 _82,75 26,81 23.42 0.98 0.781 1._ 21.74 21.28 21.28 0,670.60 384 0.48 384 0.53 480 1.875"1.875-- RFPI 400 2.0625 11.875 19.2] 40 4315 3.30E+08- 2523- 1.05 --0.84_ _ ---' _( �23.42 22_93 22.93 �_ 480 1.875"RFPI 400 2.0625 0_72 384 0_57 1.875"RFPI 400 11.875 16 40 10j 4315 14801 4315 1480 3.30E+08 •77 37.00 20.93 - - 5! 480 0 2.0625 11.875 16j 40 22.76 10.93 19.69 0.82 1.875"RFPI 400 2.0625 11.875 3.30E+OS 26.28 44.40 22.24 20.93 20.930.6617.89 0.87j 18.28.317.8903 0,5665 2! 9.6, 40 10, 4315 1480 3.30E+08 29.38 74.00 59.20 24.48 23.03 23.03 0.70.83 19.43 22.54 384 0,45 ' 2 26.37 0.96 0.77 21.38 19.01 0.59 384 0.48 480 �� 1.03 0.83 I 23.03 22.54 0.70 384 0.52� 480_ O.STg80 Page 1 D+L+S _SEE SECTION: re 11111111111111M M __LOAD CASE (1242)D+1.-+s (BASED_ N ANSII�P�S�__ _�t�___199 -_-- KeE INI 80 Co start) ling Factor _-- C_ ��-_ -[ ]_®_ -_ .�II__ 0.80,rC�onstra�ntt)�> Section 3.7.1.5 -� ��=-QS�lG�' 1� Section 2.3.10 J --Bending -�� Cb __�.S.ectio!n�2.3.10 IZZEHT1,--. TEWZ duration I © �ay-ua®��aa�'-++11��_�,�Fb"1-fclFce Stud Grade Q,® '(1' ( (��1 Ho ru�c�6wlr'�c.ua.+'+u.��L I =�1MU .s _____ �211117�c ��i 1 0.00 iFee ®®®mss IMMEZ® •sf o magi 1.05®_r+_(E''N 800 1,200,000`m '' 966 EOM '' too 0.00 0.000 0.000 H-F Stud 1.5 ®�N'' 3�I® ®®®®® ® 675 ® 800 1,200,000 r OONIEM' 378.09 340.90 340.00 1.00 0.00 0.000 H-F Stud 1.5 ®�� 30.9 1340 0 0.9986 1993.4 ® 1 15 ® ' ® 675 405 800 1,200,000 iru(�7Q 1.00 0.00 0.000 H-F Stud 1.5 ®®� 30'9 1785 0 0.9921 1993.4 1.15 E II I 405 800 1,200 00011111121111110 966 �� 1.00 0.00 0.000 8.25 ]� S INIMIC 0.9921 1993.4 ., 800 1,200,000` i IMMallt51 966 r� 0.00 0.000 H-F Stud ®® �.Tq 2070�' �9 2657.8 �MI 1.15 ( ical 800 1,200,000=_- H-F Stud ® 3.5 ® 8.25 tysa 3100 0 0.9921 �'��®�� H-F Stud ® 3.5 r' ��® ®1,200,000 -Q.I® "' 31:1033® �] 0.00 0.000 7 ®� � 20 �®®IM®��iY ® ,200,000 ® ® 000 0.000 0.00 0 000 ��rrss��11 1,zoo 00011112311.1091:0E)r��,sE7 ESIMMII®®�-I 0.9944 2789.1 (�®®O3®` �� 1,200,000�2I.®��'"' ��rr..��11��875.438 Ercumass .871�� 0.00 0.000 28.3®iy�t� 0.9957 2091.8 (�®® un ® 725 1,200,0001 875438 �c+++4'+ " 1.00 0.00 0.000 28.3�'•"•� 0.9925 2789.1 1.15 ® 425 725 1,200 000.11111211115331 SPF Stud ®®� 28.3(�m�' 09957 4163.6 1.15 ®1.05®t1 506.18 0.49 0.00 0.000 SPF Stud �®0 _�-- 405 ��1,300,000®�� °''�® 506.18 0.60 0.00 0.000 111111.01111 � �®®1�U 1300 1,300,000®I ]iLiE � 0.00 0.000 H-F#2 ®®��® 3132 0�:sr-rra 1.00 1.15 ®�® ��rrr�r�� 1300 1,300,000®® H-F#2 ®®�� 1.00 1.15 ® �� 0.52 0.00 0.000 H-F#2 ®®�'�� 0 1 's° �_-- 1484.89�'E® i 1,400,000® 1089.25�n'® 0.62 0.00 0.000 1111•1011111111111110111111111111111111M9o � 1.00 ®®�®�® i 1,400,000® 1298.30iyrsu® SPF#2 ®® �im�3fl 1.00 ®®ice® �1.400,000�II1®i Fi .�.��r� ®Q�-� 19.6 - ®®�® _--__ -_ 0 000 C7 ® 78.0 - .` ®®_111 ---___(♦��__ r� 0.00 0.000 50.0 0.99131•®®�®INIIIMINEDIN ___- S ��__-__�am o �r�t� �MM® _®IM,'4 ®300 000 ®,. ®� 0.00 0.000 SPF#2 ®® '�' 4.5 ' '� 0.9969 ®1MUD® H-F#2 ®®��'�� Page 1 D+L+yy CT#14189_Betahny�., Creek Falls __ =�.�6yy Desist Buckline Factor _LO CASE (12'1x) BASED ON ANSI/AF&PA NDS-199 MII �D.8n0 Constant > Section 3.7.1.5 - D+L+yV �.�0.80,�CLonstant > Section 3.7.1.5 ==�M_N�=�_=S CTI==��=®_�_ -=�Section 2.3.10 ___ --�=�- �- Stu �_-=ND_ [ ,faw®® __ �__ _ aau,�Vert.Load Hof.Load <=1.0 3. Load durationb`-.�•+[ .�#.::�� ®�___=� ®=189-� _ Plf ®_ H•F Stud ®®ININIIIIIIIIIIIIIMIIIIM�� dna , � �� ___ �,_ - H-FStutl ��® 30,8 9.71 .. 1IMI IaOla_®�1 © [ � !�__ �_+ _ H-F Stud 111331111a111111311111330 202 30.9 , Emu. 1993.4 M- t✓R.uua ® 405 800 1,2oo 000 .i78.O9®�� +t1- .665 H-F Stud �'' asrJ 28 3 0,8998 2657.8 sacaKIM 1,00 � ® 875 �� 800 1,200,000®!!�"�+Lr+crsL1 �.^. �Fb"1-fc/Fce -=®v�H-F Stud ®®® 28.3®� 0.9943 1993.4 !!�� ® 675 800 1,200000®��L� 376.08�y�.� � 0.586 ��.^ �6Y'� 1.00 � �� ,.1•] � ] 2355 0.9974 2657.8 am'',��wlu® �. i,1,200000®�i.� 378.09 191.75 0.57 447.52 .500 SPF Stutl __�__ 0.9981 3986.7 =--®®®®1 2200 00,000 ® 4®� 065 335.64 0.577 0.585 SPF StudQ 11+LL•t•] 1060 ®�Sno � J 700 0.9071 .e s 2,361.8 ®®��_�iIM j�pN SPF Stutl ®®®��znj zo9t.e �,� ®E� 4zs ®1,zoo,00D_� 269.a6 0.78 , SPF Stud ®®i(�_.' .M,t® a 46�0.9r9�-3�1., 2789 1 ®R�® 425 ®1,200 000®®��+��..i., 0.394 0.567 SPF Stud ��v INEM ___ 6.6662� 2091.8 ®® ��®1,200000®®lr �+aaCl® 0.65 0.577 __ �i 0.9958 2789.1 �a''�� 1.00 ®��®1,200,000®®� `�•'° 328.30�®..�.,�® n�® ____ 4183.6 1.00 1.05®�i ilBi:® 761.25 �st7 0.618 'moi®� 18.8 3132 0--i-_ 1 OS® 200,000® 761.25 I_r...��®�T�'�� 0.577 83 18.8 3t32 �` ��r� i♦___ �� %Ili 0.71 271.03 ®®� mum 0.5743 lEc+'a®� 0.480 �__ 18.0 3132�� ®EM_ r�„ 1,300000 �_i _i-®�� 0.78 180.68 0.178 �,� i♦__ Wil'] 0.4411 ®®]®�� i Ms�Jf�'�� -- SPF#2 � �nacci 16.8�tY1_-®® a ®a'1® ® ]1,300,00011121111111111¢111111= 1 IKEE 968.81 SPF#2 ®®�� 19.6I® 0.4327 .��_�_-_®® �� 1,300,000 iii ®�IIIHT >:J 604,50®152.58 0.119 0 ® iI1®pm _�� 00o 181.23 0.174 �___ 33r7 l l EIN®pm® 1,400,000 moi♦--_ice D.1/4 PF#2 ��=�_� =iEil MBIEU ifj® t�iiiE 1,400,000 1484.69 840.30® � 5 _= ®�® �,_� 1 4200 000 �y� _ �c+aL•J 0.114 � __RIZEIMISPIIIIIIIIIIIM=�--=�� 0 9957 2091.8 ` 0.189 ®®®�'�i�' IIIIIIII � 0� 0 213111 33287.1 132.4 � � ® ��,a�_; ,200000=® ==dW'_- ® 1acya 1,400,00,3 UE _-�== 0 9 6 �iE�13oD,D,3o�j��®®�� Page 1 D+L+W+.5S _SEE SECTION: ®®® ® _M LOAD CASE L+W+) -(BASED ON ANSI/ S�__=� =_= p+L+W+Sl2 C Nam 1.00 Deal!n Buckling Factor _-_�_�= ®_ _�_ a®Constant > Section 3.7.1.5_- = Em __=-®�--�®®_�� C=r Constant > Section 3.7.1.5 Bending Camp. �a'a��usa. Section 2.3.10 duration duratio v •� . rtT1 ..wr�I Vert. He��i LaaLaad @ ®�11t'��'�®Fops r. � �.r�.��.r�y70 �__ ®®� �ID�.'s�:� plf __ ��1�� n: 968 mi:aav 447.52 0.674 g00 1,200,000® __ 1.15 ®�® �' ��T7 966 376.09 340_90__ IIIEMIIIENMI 1111111111•111131111151111110111111111111111MIf 00-IIIKEEM�''� 800 1,200,000 IM��+++ 335.64 0.584 H-F Stud ®®� .®.�TT7�� 0.9989 1993.4 1.15 ®�'E.®� 5 800 1,200,000_�� 966 966 3�' i+ca-0 '®� 0,596 H-F Stud _®�� 30.3�;r�'�' 0.9863 2993.8 Ner�� 1.12 ®®® �a7T� H-F Stud ®®®� 30.9_' 0.9983 1993.4 �o+a®®�® 875 405 1131�11,200,000imemirm 966Q,..s��rt71111062.®. ®ss7 V g'�0408 H-F Stud ®®m 28.3111111n��tcf7 2657.8 �'�®®�® 675 R:'ls+'++� ��ccrr��aa7t 966 stirs _ 2g.3__.13 800 1,200,000�c'++'��'- 0.589 EGO H-F Stud _®® 8.13 0.9980 +®®®®®® -_t�_- H-F Stud ®®0 ®® --_ 1,200,000�++'+® ®®�_. rr ��E�0.58�9977 -_ESIMIIIIMI� �_N., logo 9.71 0.9935 �_ ®��®®1,200,000 ® 3 �Ii �09 a1 .,� ��®®I�Fi®�11331110111/0111 1,zoo,000�®[5IILII7 0 6�1 SPF stud ®m� 113:�37.1�11M1 i7ac� ®® ® .1,200,000 ®IINSII' � / 0.70 271.03 amu+ SPF Stud ®®®� -•� 0.9952 ® 2091.8 1.15 11001111131110111:011113111111E1 725 1,200,000 ® �® 299.68180.69�� EZEZII iL�� ]� 1.15 ®�®tSF�Ef� 725 1,200,000 SPF Stud ® 28.3_'�' 0.9922 1 1.15 ® ' ®E101iis' � __ 0.119 ®�®® 28.311111131111•1111 a 0.9922 � _�r+� 506.18 0.49�� 0�.176t � 1,300,000�r�7�'+�� 506.18 0.601133E1�rry��1� ®=== -- -- +N®®EU® � 1,300,000=-.�.-. '' �® 506.18 0.4011ry,r�+9 HH-F-®®�1'' � 3132 ®® NCIMICai+r1 ICIIIIIEMINEMI1,300,000�scrai+I+�' �®'-_a.7 H-F#2 113111111011111131111111111133� 00®®�®®®=___-_ 14 _ 0.114 �rs,7a� �er�t� '�' ® 0.169 H-F#2 ®®� =-_ cr_ce��r.r� �i®� a ��er�r�I.1 400,000 �'- ® 1484.89 ' ®®RM 0.114 -___ 0.3872 ��7 �;�s�caa 1296.30®=_ SPF#2 ®®� ® Ti��'�® NCIH S�� 1,400,000 ®=_____ SPF#2 _®�_11_ �� __ __ SPF#2 ®®� �e7�-� -�� _- _®®®_©- ____ ____ 1,200,000 _�m 111111111111101 �et� C ® 1,300,000�� 96.97 SPSP®®®� �e111 80+� 0.9901 ®®®�® Q� lMEINCUMICEIMIEEN 400.000 111318111110111IIKEEZEIMMEM 106.671110E3 927.021111111110 H-F#2 ®®m�® 800 Page 1 D+L+S+.5W EMIIMMEMEMMIMEMMI MEM 1.00 Design Bucklin,Fa =1-OAD CASE _� 0.60 Constant > _D+L®-(BASED ON ANSI/AFBPA NDS-1997 KcE =Constant > Section 3.7.1,5 -=---_ a SEE SECTION: Cb Section 3.7.1.5 _=_� ®__ Section 2.3.10 __ _� Stud Grade��.-- _CM Bendn.�Size--____ �____ QTIERQ j, _NDS 3LoMad x.Waa inn . �EMIZ __-=�®_1°02 NDS H•F Stud ®®®�®Vert'Load Her.Load <=1.0 factor ® �iLoad.Rat rH+-Fsi�a ®® 30 9®1 0.9936 PI' ��0130�j��3j I�7 ©111151.621311111231111"1111.611.11311211C111 ,� ��31�� _� H-F Stud ®®� 30.9 MINEEDIMIESI®It ] 0.8923 19®Nina®®�i" ® 8�1�2• �� ®®��__� �® �: ] � .�.., 0.9976 .3331 ®�j'' fbi H•F Stud ®®® ® nisy� 0.8860 26.,. '8 '�0� 1.15 ® � 800 1,200.000lIK .�,® I:arnr# __rc�Fb'�1-fc/Fce) H-F Stud ®®�'®® 4.065 0.998 ........ ._____111111 1.15 ®105® ��r;� 800 1,200,000�r,•� 340.90 248.35®® 0.403 SPFStutl ___�_'_ 4.065 0.9999 1.15 ® ®®-�r�ac� 1,200,000 W9 378.09 340,90 262.88®223.76 0.470 SPFStutl �®®�axam�ere� _- ®®��® 800 1200,000��m�:Q � 303.48®18782 0.403 SPF Stud 1�uci��t69 965® Mil 0.9807 2p-- -_-= 800 1,200000�i,• 325.0o® 0.406 SPEStutl ®�©a] 1370® 0.9970 2081.8 aimili�®�®�' ® �m' 0343 i�i= �:+:� �'� 425 ___ 338.41 0.86 =Lid �_O 2i3,3Nnim' 0.9922 20 �� az5 i�i;zoo;ooa ® -� EV C0'.;:; mei.' ®® ®® � /c®v ® 0.392 28.3�,�''� 0.9973 2789.1 1.60 _®® ' ® ®1'200,000�i..,® ��`�'•-��O �,t� H-F#2 ___`_ li`L' 4085 09889 4183.6 160 �® ®1,200,000�;� Ir++:617 ® 0.466 H-F#2 ®®� i --- 1'15 ®®rte® 725 1,20,000 ® �rIII ® 0.396 H-F#2 ®® _�_ 3132 0.3001 -_ -- 725 1,200,000®® 0.81 135,1 0.386 _®®lra. �� 3132_ 0.4544 ®' +'a� ___.� n®ur 0.81 135.51 0.334 ®®_1►a stern__ 4.085 0.3479 Fact ii " 1.1nas 5 ®®®mi'a i�1.3--� === 90.34 0.257 .089 SPF#2 ®® �cauJ��c -_-_ ®®'®_� 405 ®1,300,000�Ci t:r.� c�'' 1031.56 506.18 0.48 7 _ SPF#2 nu 19,6 0.3304 __-_ ... 1,300,000 '��aa''��llll ..(i�. 005 �.y� � ®t,}E �_-!_ 506,16 0.60 90.61 ®®��" 18.0®� 0.4750 32® ®®�i _�tr_a� ®®�+ 948.77 508.16 fix. O.D89 _ ==__= 0.3750 �,��i® ��+c�a 14000001 __ `��® 0.062 �'ou'a...a 1150 1,400,000le � n �� ]®�,� �at''�] �] 1015.45 _ -_ � j�� -_® 1150 1,400,0001 850.16 0.057 SPF#2 ®�__ �� 09859 2091.8 -�______=® 945.38 mpai 90.81 0.085 ln HF#2 ® � ]W�--- ,® ®® ___�___ 7317_ 0.059 ®i17�7� !!C_ 0.8925 ��_ 1,2°"°°1111611.6.1231114123.639.°21.111:353.11:61E2121 oo,o(: ® : __ (.9972: r�® 1,4 _� === 0.779 1 300,000 11644.5 0.779 4 Page 1 D+L+S+.7E _SEE SECTION: ®=�o=-___- LOAD CASE -BASED ON ANSI/AF&PAS�_- � mummummil CT#14189-Bet.00 D Creek Falls __ D+L+� ==-_-�--�_[_] W+"_=. Ke 1.00 Conash t Buckling Factor _- a'aul 0.80 Constant > Section 3.7.1.5 - __0000_ � vim Constant)> Section 3.7.10 M" Bending a��`.rr�_ ��-®__ �:~i� ' '�� Section 2.3.10 _--erg- [NNIENI IIES_ © r 7.111EIN�`�®�Fb„(1-fclFce �_-.. n!n Ho lti+ti� ®�IJ'N�� crra �sac�caitvcsa_®1® 0 430 Stud Grad E" �MEEu" 800 1,200,000�su.�'' 0.364 ®®®�� Is3.57 y�� ®'00' ® 800 1200,OOo_ 506 966 378.09 34090_'"'t� X35 H-F Stud ®®�®®_ 1°41201 0a.9+9?, 1993.4 w•I ®awati 800 1200,1100_�.f� I 0.315 H-FStud ®�� 30.8 1420 0.9937 2657.8 1atNl�® i 800 1,200,000�•yu�n506 966� ®NIMILcsl 0.244 H-F Stud ®��t�7 0.9861 11111•+� 1111 +� 1,200 000�Ii�'+++ Is '+� EM ®��`�s^•�-,® 2657.5 ®® ®�� '"�NEESIM 1,200,000 i+�� 966 ==�_. 1k H-F Stud +ca+7 _ ® 3988.7 W'.� ®®�'Q®� _cr�a__� �s�71icfa,..r'� 4' ��__H-F stud ®0`a'®®- -�__ nur�y-�.a� iM 20 1,200,000 +++® .esxM.>m._Mr. ]7l�crr�+�+_�c•. �� + 0.421 SMEM ��® 0.9984 _00® '`7� ®1,200 000 ®�3r7r8.r.0t97 sy 0.80 1�� 1 ®®Q�® 1000® ® ®0000 675 '® X78.00 I�•• l® 0.306 ®®��crE�. en 3.57sa:4ai INIE ININEN.�®®IIS® 675 725 1,200,0011`"®rN��e�s�r77 #O•, c_I. ]��'r 0.83 0.308 0.236 .r_e:mrr!�®®®� 28.3 3.57 18 . r.2tt•��®��® �N 725 1,200,0001 ® ^•-• ,! ,• �c� 0.87 'I' C1aic+r+- 0000®®® 1,200,000 IrsuN® ii�NIE:3+ __- rnr�®��'�®NINIIIIIM® 1890 3.57 0.9940 �� ___ --�I r,�.�,.�i 0.044 C�cir'�-+��111 28.3_.- I 3.57 0.9987 =_��11.r_�.r�a�_�er�1,3 _y�1NI,�r®s r7�® 1 11.6 E 0.075 �_____- 0.2844 3132.4 �®®001®ac+ �'I `�II II 1,300,000�I` '•� 1011.45 837.57_ 0.055 ®®m a®�+�� 0.4405 3132.4 ®®�®� �� 11 1203.70 946.77 1111�' c�7 -�rraa�7 1,300,000IIKE INICI 'rte -rn�7_��- ®®m� 0.3404 ��®®0000®____-_1403.79iQ ® � H-F®111311111111111311/3511111113E11111031 ®� == ®�[i]®� 1150 1,400,0011�I'1® 1089.25_' EREMNI ''®® � IBEE��1 ®UD® 11e1r5�0�1,400,000 rr�11®�EZE1 1288.30 ®N�� SPF#2 _®��+n+�� 0.4618 _ ®00®�� I�ac0 1,400,000 ]= SPF#2 ®®�� ® o.367a �id3�®__�� ,.,�ec�r�7y1. tt�TT..77�� o.7z7 SPF#2 ® �'�� e:u�+�+��'�:� �__--__ __000000_�a®1,200,0110 tir» 2091.8 �'I,®®00' ®�i�r+ �1 ��.�0.50�07 SPC®® �.a+��''�'= =MI 2091.8 1150 1,400.000I EINEM t '®® 0.69 0.9910 �� WEN 1300 1,300,000__®® SPF® �� _ 0.9839 �N®®00®E Pagel z/:tIlIII//. f mara E N G i N E E Ft i N a ISO Nickerson St. Suite 302 I Ai r Seattle,WA 96109 Date: (206)285.4622 PAX: Page Number: (206)285-0618 Client: - hoaP A AM:, P5r 131?„,4) 15or) i --- bilsic ....__ 4 12,ffl ir PIS CCP (V2! v torika-- _ 1 lo ruz,,_ '2, WALL- 7.-- i co FLA 24 IV Yee. I IcOlV 45itt.4 flOig , ft kt i6' 'S P4 Tip .. ....,. .. ' '2. 411.° - .:7.- I 92 4)PST • IA)1r. ZrOliV*44,2* i>1€ t57"" 170 16" Sk -14* e4 sic icy( 2Nd-4:- . !Ps —AI- ,r-fi:2 4-54e5 — 46es-, f---1 4 fr, 44 2. 16 e . rA L__ __t,(42_1re-36'P t .5 'F/1,6 7-- 4440 Structural Engineers 180 Nickerson SL Sn1ie 342 Mill � � � ' � � � � ( � � Beattie,WA �/ t N G. 9$7.(39 I P ord... _ --- —)date; (206)285-9512 r Project: FAX: JP-401W - PVA ' - Page Number: (206)285-0618 Ghent: 1 — PKVAlliPnV& Vkw r✓L>kSS ''oS s u -- imeimimmimme Jsz, c- papa egr- titiina ., gal, - t-'-i)(7-5ri , = -/-"Q \ 0 -1 e7-.: 6Y-1, 4,,i-1 \ -:--- tss $14‘)(40,05)=. 1 ", 1 lop 1,6,,,,o 0 e'= 1?- P\F bttii IV LcNi - 1-440 4 ?-sig PlF -- isr IGZ - � 65) ( P') -- +r r 1 . sa (Z,§) 1 ( 2c -- it. ; K 2- fir. le )P 0 6 '04 (i4J +,2-1,z- —IP- i 6`..4.54 pailk'[ 1.410 & ; 5 Yut kAAlti-. A I1+: lV 1' p ' kt "1"- ----g if ,O__. ON:it-1)6iit ) r.,. 118 t __ . } 8 33#410 2-3.34 1.(_ ' Atiral 14041. Weii$ feA i-Oad-g* sulk M: Structural Engineers � ENGINEERING �' , 180 Nickerson St. m, _,.. .._......,... ._::, Project: � ` I: N C. Suite 302 `' �� (�YW Seattle,WA .4/005 G Date:�2Y7t�i 98109 Client: 2072 ' /�� 1�1/�( 85-4512 e l (206)2 �P�S 'A Page Number: FAX: 285-0618 — 2x4P s; INI : I E� ` I Z�Fo 3lefs 3 • , i l 7. ,.. .• , / . , ,........ „ , : /_ ,20 , / , / 2.: ; „ / / / : : i --te4c :,:. 1 - , ; : ' , I ; . I i ;',. ; : , • . „ . . , i , , ; , „ '2 L ' 2 � ,� F : ' l2 : L2,Z �� 1��. • • `71 �� tat : r, F ,e t W . _ f � l/ , 41 �- - I ''CO 13 ' om' Y �' _ 1 � z' : • 4 e4�I/) II__ f ;: , • `� ilk_ ! i 2 • : x Structural En ' C p Design Maps Summary Report Page 1 of 1 :IJ "+;.. :, Design Maps Summary Report User-Specified Input Code Building Code Reference Document 20(wh1 h International hgrtaui,zes USGSazaddatavailable in 2008) Site Coordinates 45.43123°N, 122.77149°W Site Soil Classification Site Class D -"Stiff Soil" Risk Category I/II/III z6 2mi SQOOm .= 1 D ��N.:t.,,c,,. 141 I ilwauki$ - rnr- .ors. r Lake Oswego 8chati5 King pity l L. 1 (Thant s ,3 Tu lath') . , 4 ' . . r^--^°- �MaP[luest tfid�U�St _ fO1 MapQuest dada Ss E_ .` USGS-Provided Output 0.972 g SMS = 1.080 g S°s = 0.720 g Ss = gQY = 0.445 g Si 0.423 g SMS = 0.667 g For information on how the SS and Si values above have been calculatedd) and from probabilistic(risk-targeted) and a deterministic ground motions in the direction of maximum horizontal response, please return to the get select the"2009 NEHRP"building code reference document. Design ResponseSpectrum Response Spectrum g. B 1.10 4,05 0.04 0.00 �,.s� 0.77a�s X "a a4O 0 44 0.32 0 42 6.'24 0.22 e u 0 2 6.�r Q 9 i.rn 1.:L 1< 1.Sfl 1 _6 v3t1 0.00 x0.20 0ti il� _._.... Period, y 0.00, 0.2C 0.40 0.60 0.30 1.70 1 a6 1�'� 1.'rt�. Y. � i._'M-. P'�iod,T(sec) period,T 45.11c) . ..-p----- _ x ressed or implied,as to the Although this information is a product of the U.S.Geological Survey,we provide no warrantytter knowledge., p accuracy of the data contained therein.This tool is not a substitute for technical subject-ma uake.wr.usgs.gov/designmaps/us/summary.php?template=minimal&latit... 9/14/2015 http.//ehp2_earthq 2012 IBC SEISMIC OVERVIEW SHEET TITLE: 2012 IBC SEISMIC OVERVIEW CT PROJECT#: CT#14253: Plan 2613 Step# RISK CATEGORY 2012 IBC ASCE 7-10 OCCUPANCY CATEGORY1. TYPE=II Table 1604.5 Table 1.5-1 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 S 5 s= 1.10 Figure 1613.3.11. 1.0 Sec. Spectral Response S ( ) Figure 22-1 = 0.50 Figure 1613.3.1(2) Latitude= Varies ) Figure 22-2 Longitude= Varies N W htt ://earth uake.us s. ov/research/hazma s/ htt :// eohazards.us s. ov/desi nma s/us/a lication. h 6. Site Coefficient(short period) F 7. Site Coefficient(1.0 second a-- 1.06 Figure 1613.3.3(1) Table 11.4-1 Fv= 1.50 Figure 1613.3.3(2) Table 11.4-2 SMS-Fa*Ss SMS= 1.17 SMt-F„*S� SM1= 0.75 EQ 16-37 EQ 11.4-1 EQ 16-38 EQ 11.4-2 SDs=2/3"SMS SDS= 0.78 Spy=2/3*SMS EQ 16-39 EQ 11.4-3 SD1= 0.50 EQ 16-40 EQ 11.4-4 8. Seismic Design Category 0.2s SDCs= D 9. Seismic Design Category 1.Os SDC1 = p Table 1613.3.5(1) Table 11.6-1 10. Seismic Design Category SDC= p Table Max.1613 .5(2) Table11.6-2 Max. Max.M 11. Wood structural panels ___ 12. Response Modification Coef. N/A Table 12.2-1 13. Overstrength Factor R=6.5 N/A Table 12.2-1 14. Oo= 3.0 N/A Table 12.2-1 Deflection Amplification Factor CD=4.0 N/A Table 12.2-1 15. Plan Structural Irregularities -- No N/A 16. Vertical Structural Irregularities - Table 12.3-1 No N/A 17. Permitted Procedure Table 12.3-2 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) SDS_ 0.50 x = 0.75 ASCE 7-05(Table 12.8-2) R_ 6.5 C1= 0.020 ASCE 7-05(Table 12.8-2) IE= 1.0 T= 0.175 ASCE 7-05(EQ 12.8-7) S1= 0.50 k= 1 ASCE 7-05(Section 12.8.3) TL= 6 ASCE 7-05(Section 11.4.5:Figure 22-15) =SDS I(T*(R/IE)) (for T<T�) 0.120 W ASCE 7-05(EQ 12.8-2) Cs= Cs SDS (MO0.440 W ASCE 7-05(EQ 12.8-3)(MAX.) 2* (for T>T�) 0.000 W ASCE 7-05(EQ 12.8-4)(MAX.) Cs= Cs=0.01 TO//(T (R/IE)) 0.010 W ASCE 7-05(EQ 12.8-5)(MIN.) (0.5 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 k DESIGN SUM DL w' w, *hk wx *hx AREA �w�*h; Vi DESIGN Vi LEVEL Height (ft) h r (ft) (sqft) (ksf) (kips) (kips) 0.58 3.21 506.9 Roof 18.00 18.00 1280 0.022 28.28.16 366.8 0.42 3.21.23 3.24 2nd 8.00 10.00 10.00 1310 0.028 1st(base) 10.00 0.00 5.54 SUM= 64.8 873.7 1.00 E=V= 7.75(LRFD) E11.4= 5.54(ASD) DIAPHRAGM FORCES PER ASCE 7-10 SECTION 12.10.1.1 (EQ 12.10-1) Design FPx= 0.2*SDs'IE*WP DIAPHR. F; E F, w1 E w, Fp,= EF, **w, 0.4*SDs*IE*wP LEVEL (kips) (kips) (kips) (kips) (kips) Ew; FPx Max. FPx Min. 8.76 4.38 Roof 3.21 3.21 28.2 28.2 4.38 3.21 2nd 2.33 5.54 36.7 64.8 5.70 3.13 11.41 5.70 0.00 1st(base) 0.00 0.00 0.0 64.8 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 Ridgeft F-B S-S 2012 IBC 30.00 ft. ( )= 30.00 ASCE 7-10 Elevation Roof Plate Ht.= 18.00 18.00 Roof Mean Ht.= 24.00 24.00 ft. Building Width= 26.0 56.0 ft. V u/f. Wind Speed 3Sec.Gust= 120 120 mph Figure 1609 V asd. Wind Speed 3 sec.Gust= 93 93 mph (EQ 16-33) Fig. 26.5-1A thru C Exposure= B B Iw= 1.0 1.0 N/A Roof Type= Gable Gable N/A PS30 A= 28.6 28.6 psf Ps30 B= 4.6 4.6 psf Figure 28.6-1 Ps3o c= 20.7 20.7 psf Figure 28.6-1 Ps300= 4.7 4.7 psf Figure 28.6-1 X= 1.00 1,00 Figure 28.6-1 Kn= 1.00 1.00 Figure 28.6-1 windward/lee= 1.00 1.00(Single Family Home) Section 26.8 A*Kn*I • 1 1 Ps=A*Kzt*I*Ps3o= PSA= 28.60 28.60 psf (LRFD) (Eq.28.6-1) Pse= 4.60 4.60 psf (LRFD) (Eq.28.6-1) Psc = 20.70 20.70 psf (LRFD) (Eq.28.6-1) Ps 0= 4.70 4.70 psf (LRFD) (Eq.28.6-1) (Eq.28.6-1) Ps A and c average= 24.7 24.7 psf (LRFD) Ps a and Daverage= 4.7 4.] sf P (LRFD) a= 3 3 2a= 6 6 Figure 28.6-1 width-2*2a= 14 44 MAIN WIND-ASCE 7-10 CHAPTER 28 PART 2 Areas(NS) width factor roof-> 1 00 Areas(E-W) DIAPHRwidth factor 2nd-> 1.00 0.89 (N'S) (E-W) Wind(NS)(LRFD) Story 1.00 0.89 16 psf min. 16 psf min. ) Wind(E-W) (LRFD) LEVEL Height Elevation hi Height AA AB A0 AD 0.890per 28.4.4 per RFD) h(ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) (sq.ft)(sA q ft)(sq ft)(sq ft) per 28.4.4 per 28.4.4 WIND 30.00 SUM WIND SUM Roof - 18.00 18.00 12.0 0 144 0 168 Vi(N-S) V(N-S) Vi(E-W) V(E-VV) 2nd 8.00 10.000 128.2 0 469.9 1st(base)o10.00 10.00 4.0 108 0 56 0 48 0 156.6 0 6.7 0 0.00 0.00 0.00 0 126 0 108 0 396 0 3.7 18 8 3.98 3.98 7.41 7.41 5.70 9.68 11.29 18.70 AF= 650 AF= 1307 10.4 20.9 V(n-s- 9.68 ki•s(LRFD ki.s LRFD ) kI.s V(e-w)= 18.70s kiss 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 SMin/Method 1(Max.) Wind(N- ) Wind(E-W) Min/Part 2(Max.) MAIN WIND-7-10 CHAPTER 28 PART 1 Wind(NS)(LRFD) Wind(E-W)(LRFD) DESIGN SUM DESIGN V SUM DESIGN V SUM (N- DESIGN VSUM DIAPHR. Story Elevation Height V(N-S) V(E-VV)LEVEL Height (ft) hi(ft) Vi(N-S) 0.00 0.00 0.00 6.66 6.66 12.84 12.84 0.00 8.06 20.914 Roof 8.00 18.00 18.00 2nd 10.00 10.00 0.00 0.00 0.00 0.00 3.74 10.40 1st(base) 10.00 0.00 0.00 10.40 V(e-w)= 20.91 V(ns)= 0.00 V(e-w)= 0.00 V(n s)= ki s(LRFD) kips(LRFD) kips kips p DESIGN WIND-Min./Part 2/Part 1 ASD Wind(NS)(LRFD) Wind(E-W)(LRFD) Wind(N-S)(ASD) Wind(E-W)(ASD) DESIGN SUM � DESIGN SUM 11 DESIGN V SNS) Vi DESIGN (E N VSUM E WI DIAPEL. Story Elevation Height Vi(NS) V(N-S) I Vi(E-W) V(E-W) Vi(NS) I LEVEL Height (ft) hi(ft) 9.95 5.16 9.95 2nd 10 0 0 3.74 10 10 6.66 6.6611 12.84 12.84 5.16 8.06 6.25 16.19 8 10.401 8.06 20.91' 2.90 2nd 1st(base) 0 0 016.19 1 20.91,V(n-s)= 8.06 V(e-w)= V(n-s)= 10.401 V(e-w)= I kiss LRFD ki•s LRFD 1 ki•s ASD ki•s ASD I Part 1 B_as Shear 0.0 0.0 Part 2 Base Shear = ratio ratio Page 1 SHEET TITLE: SDPWS SHEARWALL VALUES PER TABLE 4.3A CT PROJECT#: CT#14253:Plan 2613 SHEATHING THICKNESS SIZE tsheathing= 7/16" NAIL STUDNAILSPECIES nail size= 0.131"dia.X 2.5"long SPECIES= .4 Anc. Boltor SPF SPECIFIC GRAVITY 3 ANCOR BOLT DIAMETER S'dia.a = 0.= 0.625 S.G. ASD F.O.S. = 2.0 SHEARWALL TYPE Table 4.3A 7/16"w/8d common V seismic Seismic Table 4.3A Wind per di allowable (SDPWS-2008) mov wind V allowable (15/32"valuesS. footnote 2) modify per S. G. (SDPWS-2008) modify per S. G. (divide by 2.0 FOS) (for ASD) (divide by 2.0 FOS) (for ASD) P6TN 150 1 0 1 P6 520 150 150 150 P4 760 242 730 339 353 P3 980 456 1065 7 P2 1280 595 1370179 6372 2P4 1520 707 21300 930 2P3 1960 911 274 990 2P2 2560 1190 3580 16 5 N.G. 10000 4650 3580 1665 10000 4650 GYPSUM THICKNESS NAIL SIZE tsheathing= 1/2" nail size= 1 1/4"long No.6 Type S or W Response Modification Coef. R= 6.5 SHEARWALL TYPE Table 2306.4.7 1/2"w/1 1/4"screw V allowable Seismic Wind Blocked (PER 2009 IBC) s modify allowable V wallowable G7 125 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 R>2 not allowed • 0? �' I111I I w .i 4jl-.L b-.f S �k-.ol 4 r! T aSSVI 'dT-az .b� .ea o ,,lllll1M. Nrzio _ - � � � ce w . . � � a'Ljb �j1 I � I` 'i '�_ r—1 M O 0 ill a • ^ IIwNand ./ Ivo< � mo ' � lg .Ic o43 1 I z �WQ tin Nw 0 O -W ;;\grq3 3 o ¢pv OXO -('� m, I —' ,u, -�3+<CL 00 U N H e I _ ___ _-_ -__-.=- dJad mjJ\ Dm :'-i j I '—oNN LJ = % az . III .+ N - vv t N �� a W 7 I U 4b-,Zl co ` o I fd 49 '6i isp-,£ a 4 'bJ,S,g MOH 9- W I N o N � ry•�a --ow- I � � UO O � rf� "LmZm ®IIS N OFy1 L A MIMI � �' e O — E O O i W i N -I\ I w io I/ O • CCI iTz I [ m��••• m L 1 < L ` i I Z � aZ N n rs Cl.o ONI , aII. ss3a0a �� LJ 4� :......:............»..�� 1 . . . . 10.111116.. 4itt !? Is o-4�o-e © 4� ?6 OL .01-,Lt "5-'Z .Z/f0-,6i7 22'-0' ,0'-0" 12'-0" ROOF ABOVE F f I I Q 16-0 7-0 OH Ana-1...,- 1 MO Gar AB Gar AS I 1 1 1 REMOVED 2x8 I I I I t FRAMING FOR Qz 1 � ■ ELEC. PANEL 1 1 µl I FLOOR ABOVE- I a 1,.. I I I Garage 3'-11y " WALL FINISH: Ys'GWB BOLLARD CEILING FINISH 9S" TWE'X' GWB I Q FIRE-TAPE ALL GWB N / r1 WRAP BEAMS BELOW CEILING LEVE. INSULATE FLOOR ABOVE 411331 © ,p 42"x12' WOOD TREAD MAX. RISER 7" PLATFORM O 11:21,9•_0• '1 (ADD MORE STEPS AS REQUIRED PER +18'A.F.F. di ,,,,,4NI !-a SITE CONDITION) �,,,,,4C� r .L\ ., 1 is.-0Y2' GUARD RAIL WITH T'HIGH © B 2x4 CURB AT BOTTOM- lap TOP AT R+36"ear KiABOVE NOtSI G-r� w\�_+�r1 Patio k .° � J(...w w. ..... z ®F.min , 111 - " I .ct I ii © Tp I, o UPI:: pri-T---- 6\ �` ::r .,n':y:? _I iv I y ., . 1, I .f, !1,1-.1 .:.::::' ::':I o lliI4-012i3O2'-8" 1iIIi — j ��" I ® 118"x24"CRAWL I SPACE ACCESS ; ,�i'1 �I 2x4 35"HIGH -AL' Kitchen o II PONY WALL. ixHO, E l in c -, WL :I I DWL I III Dining / II I ©�© 1- 1:' .6,, I �" ID II i„._.. _ yINSULATE FLOOR I L.1o OVER CRAWL SPACE I I, 8'_72 o COUNTERTOP I ! lan e 11 OVER STANDARD , is. BASE CABINET limil o +36”A.F.F. __—N'� -, oI � I g:i UL APPROVED 36'WIDE ^ �Il��I lora r FACTORY--BUILT DIRECT Fl 6x6SH BEAM .'�� VENT GAS FIREPLACE ABOVE ID Tptemj�. Ei��l 6x6 POST H e ki o ® i I W/GWB FINISH ,I ��I Entry , 4 o l l 5y'1► o 10 AS APP®BLE 1 1 I I Living 2.6 39"HIGH I,I ■10 PER SITE e I I WALL W/FINISH > a CONDI ONS r�� TRIM A7 TOP b 10 I. N Pt ` 12' TILE ZING , GLAZING -, 'o- '/ - -11 m HEARTH �� o.. I IN : ' Front LI 4 ' �7 �6 �9y. , , 2.s,s2 5 I I A II . iv ° � I I 1 ...........� QOE�� I N I2-6 5,0 SI-1122-6_ =0 Sry 2-• 5-0 SH 2�6 5-0 1 I 3.-9/4" 3'-0 3'_0• 3'-0" 3'-9}' 5 / N o 4 Porch A% ■I 9'-5y' I -r ---------I , e: II j -1- -,...7 VillY :gl � T fi J kTIONS 77,_0" I r-1134" lnillinillalESINE PLAN 7B FIRST FLOOR SHEET TITLE: LATERAL N-S(front to back-up/down) CT PROJECT#: CT#14189:PIan7A Diaph.Level: Roof Seismic V i= 3.08 kips Design Wind N-S V i= 5.16 kips Panel Height= 8 ft. Sum Seismic V i= 3.08 kips Sum Wind N-S V i= 5.16 kips Max.aspect= 3.5 SDPWS Table 4.3.4 (0.6-0.14Sds)D+0.7 p Qe 0.6D+W Min.Lwall= 2.29 ft. per SDPWS-2008 pt= 1.00Wind 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 Un d UetS m Dam HD x. C o w dl V level V abv.V level V abv. 2w/h v i Type Type vi OTM ROTM Unet Unum OTM ROTM Wall ID T.A. L(ft) LDL( eff. I (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (p� 0.00 0.00 0.00 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 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 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. left 2 0 0.0 0.0 1.00 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 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 0.0 0.0 1.00 0.000.15 0.55 0.00 0.00 0.00 1.00 0.00 0.92 0.00 1.00 10.00.00 00 0.00 0.00 0.1500 0.1500 0.00 1.52 0.06 0.06 0.06 .52 0.00 0.00 0.00 Ext. left 4 384 16.0 16.0 1.00 0 1.55 0.00 0.00 0.00 1.00 0.00 58 -- P6TN 97 70.00 0.00 0.00 0.00 10 00 2.37 10 00 0.00 0.00 0.00 0 0.0 0.0 1.00 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 rf 0 0.0 0.0 1.00 0.00 0.00 0.00 01.54 0.00 1.00 1.00 0 __ 0 0.00 0.00 10.30 10.30 0.00 0.00 1.40.48 1.48 0.00 Ext. right1** 640 43.0 43.0 0.95 0.15 2.58 0.00 0.00 0 00 0.00 1.00 0.00 38.00 P6TN P6TN 63 12.300 69.73 0.00 0.00 0.00.36 20.62 0.00 83.21 0.00 0 00 0 00 0.00.48 0.50 pe Ext. rig- 0 0.0 0.0 1.00 0.00 0.00 __ 0 0.0 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 - Ext. rght3**- 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 w -„ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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. rig- 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -_ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. rights 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 _ _ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 _- -_ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 „ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- __ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 _. 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --__ _„ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -_ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 _ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 _ -„ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 __. 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 _.. 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- _ 0 0.0 0.0 1.00 =0.00 0.00 5.016 0.00 3.08 0.00 1.00 0.00 0 --- 1260 70.0 3.08 EVwind 5.16 EVE4 Notes: * denotes with shear transfer ** denotes perferated shear wall iSB denotes iSB Shear Panel JOB#:CT#14189:PIan7A ID:Upper Leftt•(MSTR and BR4) Roof Level w df= 150 plf V eq 870.0 pounds V1 eq= 478.5 pounds V w= 1450.07pounds V1 w= 797.57pounds V3 eq= 152.3 pounds V5 eq= 239.3 ----5 -_._.� V3 w= 253.8 pounds pounds v hdreq= 31.6 plf ---.� V5 w= 398.8 pounds H 1 head= __� 1 v hdr= 52.7 plf Fdragl eq=43.5 Fdrag2 eq= 13.8 Fdrag5 eq=27.7 Fdra 6H5 head= Fdragl w= 5 Fdrag eq=72 43.5 H1 pier= vl eq= 43.5 plf 91 23.1v Fdrag5 w= w=72v 1 4.0 v1 w= 725 plf v3 e9= 43.5. v5 e feet v3 w= 72 5 9= 72,43.5 H5 pier= H total= 2w/h= v5 w= 72,5 4.0 8.0 1 2w/h= 1 I feet feet Fdrag3= ilk Fdra•- 13.8 2w/h= 1 Fdrag1 w= 72.5 Fdragl w=23.1 Fdrag7eq= P6TN EQ. 43.5 Fdrag7w=46.1 FdragBw= 72.5 P6TN WIND vsille H1 sill= (0.6-0.14Sds)D 0.6D q 31.6 plf 3.0 v sill w= 52.7 p/f EQ Wnd H5 sill= feet OTM 6960.0 11600.0 R OTM 3.0 25310 30628 feet UPLIFT -741 -769 Up above 0 0 H/L Ratios: Up Sum -741 -769 L1= 11.0 Htotal/L= 0.29 Hpier/L1= 0.36 L4 5 0 L5= 5.5 Hpier/L3= 1.14 Hpier/L5= 0.73 L total= 27.5 feet 40.90 L reduction SHEET TITLE: LATERAL N-S(front to back-up/down) CT PROJECT#: CT#14189:Plan7A Diaph.Level: 2nd Seismic V i= 2.23 kips Design Wind N-S V i= 2.25 kips Panel Height= 9 ft. Sum Seismic V i= 5.30 kips Sum Wind N-S V i= 7.40 kips Max.aspect= 3.5 SDPWS Table 4.3.4 (0.6-0.14Sds)D+0.7 p Qe 0.6D+W Min.Lwall= 2.57 ft. pt.= 1.00 Win Wind per SDPWS-2008 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Unet Usum Usum m HD x. Table 4.3.3.5 Wind Wind E.Q. E.Q. p= y� OTM ROTM Unet Usum OTM ROTM Wall ID T.A. L(It) LDL(I)ff. C 0 w dl V(kip)pV abv.V(kip)pV abv. 2w/h (pit) Type Type (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) (sqft) (ft) (ft) (klf) (kip) (kip) p __ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.27 0.27 - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 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 0.00 0.00 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 ___ 172 23.86 17.43 0 0.20 33.310 20.800 0.60 0.93 0.93 0 0.0 21.5. 1.00 0.00 0. 2 0.00 1.110.00 0.54 1.00 1.00 0 ___ 0 0.00 0.00 0.310.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. left 4 660 21.5 1.00 0.15 1.12 2.58 01.54 1.00 1.00 123 P6TN P60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 _-_ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 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 1.001 0.00 0. 2 0.00 10.1100 10.54 1.00 10.00.00 0 0 0.00 0.00 1.57 -2.92 0.50 0.00 0.00 0.00 1.78 -3.26.70 0.00 1.20 0.20 Ext. ri ht1** 660 53.0 53.0 1.00.01 0.15 1.12 2.58 0.00 0 00 1.00 0.00 55 P6TN P6TN 77 23.86 0 00 0.00 30.00 0.003.31 0.00 0.00 0.00 pe rf g _ 0 0.00 0.00 Ext. right2 0 0.0 0.0 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 - Ext. rgh- 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 '- _-- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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. rig- - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 _ __ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -_ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. rights 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 '- __- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - -_ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 __ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 _ __ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - _-_ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 _ _-- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 _- __ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 _ -_ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -_-_ __ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 "- -_ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - p 0.0 0.0 69 7=L eff. 2.25 5.0.00 0.00 016 2.23 3.08 1.00 0 0.00 0.00 1.00 0.00 0 -- 1320 74.5 EV wind 7.40 E V Eo 5.30 Notes: * denotes with shear transfer ** denotes perferated shear wall iSB denotes iSB Shear Panel SHEET TITLE: LATERAL E-W(side to side-left/right) CT PROJECT#: CT#14189:PIan7A Diaph.Level: Roof Panel Height= 8 ft. Seismic V i= 3.08 kips Design Wind E-W V i= 7.71 kips Max.aspect= 3.5 SDPWS Table 4.3.4 Sum Seismic V i= 3.08 kips Sum Wind E-W V i= 7.71 kips Min.Lwall= 2.29 ft. (0.6-0.14Sds)D+0.7 p Qe 0.6D+W per SDPWS-2008 pt= 1.00 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.30 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LDL eff. C 0 w dl V level V abv.V level V abv. 2w/h vi Type Type vi OTM R U (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p OTM net Usum OTM Row Unet Usum Usum HD (pifl (plfl (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) Fr- -ont 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 (kip)3 63 (kip)3.63 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 ---Bath* 234 4.5 9.5 1.00 0.15 1.410 0.00 0.56 0.00 1.00 1.00 162 P6 P6 0 0.00 1.61 1.11 1.11 11.270.27 1.92 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- 313 5.85 0.00 0.00 0.00 0 0.00 2.44 2.44 2.44 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - _� 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 In- -t KIT 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- _- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -_ --_ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -_ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Gar Rear 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 G- -ar Rear 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -_ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Rear 8R23* 640 9.1 14.0 1.00 0.16 3.85 0.00 1.54 0.00 1.00 1.00 220 P6 P4 0 0.00 5.11 1.29 1.29.20 0.00 6.10 0.00 0.00 0.00 424 16.00 0. 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 00 0.00 0 30.82 0.00 2.94 2.94 2.94 Gar Alley 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 __ _ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Gar ABWP 0 0.0 0.0 1.00 DAD 0.00 0.00 0.00 0.00 1.00 0.00 0 __ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0__ 0 0.00 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 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 0 0.000.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- ----- 0 0.0000 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- _ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- _ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - - 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 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -_ -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-_ _ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 __ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- _ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1280 18.6 18.6=L eff. 7.71 0.00 3.08 0.00 -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Notes: EV wine 7.71 EVEQ 3.08 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-Ieft/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 o w dl V level V abv level V abv. 2w/h v i Type Type v i OTM ROTM Unet Usum OTM ROTM Unet Usum Usum HD (kip) (kip) (kip) Front LIV* 306 5.0 16.5 1.00 0.25 1.1 3.85 0.52 1.54 1.30 1.00 534 P2 2P3 995 24.03 5.19 4.35 5.95 44.77 6.19 8.90 12.53 12.53 0 0.0 0.0 1.00 0.00 0. ' 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 1.11 0.00 0.00 0.00 2.44 2.44 Front - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 _ _ 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ! 0.00 0.00 0.00 0.00 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 '.10 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 0.0 0.0 1.0' 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1 �0 0.00 0.00 0.00 0.00 0.00 1.000.00 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 BR- 0 0.0 0 1.00 0.75 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 1.29 0.00 0.00 0.00 2.94 2.94 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 �0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- ,ar AB' - 2 6 4.' 8.0 1..0 0. • $.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 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ar A: • 118 2.6 8.1 1 00 0. 5 0.4 p.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 0 , „ .... 0.00 1.00 0.06 6.60 1.66 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1320 22.5 22.5=L eff. 4.84 8.83 2.23 3.08 El/wind 13.67 EVEQ 5.30 Notes: * denotes with shear transfer ABWP Alternate Braced Wall Panel-2308.9.3.2 ** denotes perferated shear wall iSB denotes iSB Shear Panel JOB#: CT#14189:Plan7A SHEARWALL WITH FORCE TRANSFER ID: Front Upper MSTR* Roof Level w dl= 150 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 -0- H -►H head= A v hdr w= 147.9 plf 1.083 v Fdragl eq= 342 F2 eq= 342 Fdrag1 w= :.0 F2 , 850 H pier= v1 eq= 196.0 plf v3 eq= 196.0 plf P6 E.Q. 5.0 vi w= 488.0 plf v3 w= 488.0 plf P4 WIND feet H total= 2w/h= 1 2w/h= 1 8.083 Fdrag3 eq= , F4 e.- 342 feet £ Fdrag3 w=850 F4 w=850 2w/h= 1 H sill= (0.6-0.14Sds)D 0.60 v sill eq= 59.4 plf P6TN 2.0 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 Hpier/L1= 2.00 ► 14 ► Hpier/L3= 2.00 ► L total= 16.5 feet JOB#: CT#14189:PIan7A SHEARWALL WITH FORCE TRANSFER ID: Front Lower LIV* Floor Level w dl= 150 p/f V eq 516.0 pounds V w= 1121.6 pounds Sum V eq 1538.0 pounds V1 eq= 769.0 pounds V3 eq= 769.0 pounds Sum V w= 3853.1 pounds V1 w= 1926.5 pounds V3 w= 1926.5 pounds -_•. --► v hdr eq= 113.9 plf -0- H --►H head= A v hdr w= 285.4 plf 1.083 v Fdragl eq= 484 F2 eq= 484 Fdrag1 w= -13 F2 --1213 H pier= vi 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 A Fdrag3 w=1213 F4 w=1213 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 113.9 p/f P6TN 3.0 EQ Wind v sill w= 285.4 plf P6 feet OTM 13970 34997 R OTM 6777 8201 UPLIFT 560 2088 Up above -139 472 UP sum 421 2560 H/L Ratios: li L1= 2.5 L2= 8.5 L3= 2.5 Htotal/L= 0.67 Hpier/L1= 2.00 1- 4 ► ► Hpier/L3= 2.00 L total= 13.5 feet 1 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 — •H head= A v hdr w= 191.6 plf 1.083 V Fdragl eq= 155 F2 eq= 155 A Fdrag1 w= - 9 F2 -479 H pier= vi 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 v Fdrag3 eq= ; F4 e•- 155 feet - 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 e 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 0 4 ►. ► Hpier/L1= 1.56 40" 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 ► vhdreq= 73.2 p/f 0. •H1 head=$ v hdr= 225.9 plf I H5 head= $ 1 Fdragl eq=96.5 Fdrag2 eq= 172.8 Fdrag5 eq= 172.8 Fdrag6 eq= 96.5 1 A Fdragl w= •t.0 Fdragl, 533.4 Fdrag5 w= 3.4 Fdra.-w=298.0 A H1 pier= v1eq= 134.1 plf v3eq= 134.1 plf v5eq= 134.1 H5 pier= 4.0 v1 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= •.s. 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 v sill eq= 73.2 plf H1 sill= (0.6-0.14Sds)D 0.6D vsill 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 ,J N „ ' Hpier/L1= 1.26 Hpier/L3= 0.71 L total= 22.0 feet Hpier/L5= 1.26 0.95 L reduction H � , I 4 {� i I� l{'i i A PATecnnlc TT-100F APRIL 2014 A Portal Frame with Hold Downs for Engineered Applications The APA portal-frame design,as shown in Figure 1,was envisioned primarily for use as bracing in conventional light- frame construction.However,it can also be used in engineered applications,as described in this technical topic.The portal frame is not actually a narrow shear wall because it transfers shear by means of a semi-rigid,moment-resisting frame.The extended header is integral in the function of the portal frame,thus,the effective frame width is more than just the wall segment,but includes the header length that extends beyond the wall segment. For this shear transfer mechanism,the wall aspect ratio requirements of the code do not apply to the wall segment of the APA portal frame. Cyclic testing has been conducted on the APA portal-frame design(APA 2012).Recommended design values for engi- neered use of the portal frames are provided in Table 1.Design values are derived from the cyclic test data using a rational procedure that considers both strength and stiffness. The Table 1 values in this report were developed using the CUREE cyclic test protocol(ASTM E2126),using a flexible load head.Earlier testing was conducted using rigid load heads and the sequential phased displacement(SPD)method, as outlined in SEAOSC(1997)Standard Method of Cyclic(Reversed)Test for Shear Resistance of Framed Wails for Buildings. The design values in Table 1 ensure that the code(IBC)drift limit and an adequate safety factor are maintained.For seismic design,APA recommends using the design coefficients and factors for light-frame(wood)walls sheathed with wood structural panels rated for shear resistance(item 15 of Table 12.2-1 of ASCE 7-10).See APA Report T2004-59 for more details.For designs where deflection may be less of a design consideration,for example,wind loading while the portal frames are used in tandem with each other,and not used as conventional shear walls,a load factor of 2.5, based on the cyclic test results is used. Since cyclic testing was conducted with the portal frame attached to a rigid test frame using embedded strap-type hold downs, design values provided in Table 1 of this document should be limited to portal frames constructed on similar rigid-base foundations,such as a concrete foundation,stem wall or slab,and using a similar embedded strap- type hold down. 1 ©2014 APA—The Engineered WoodAssocialio,, 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) Shear(o)(lbf) Deflection(in.) Load Factor 16 8 850 (1190 WIND) 0.33 3.09 10 625 (875 WIND) 0.44 2.97 24 8 1,675 (2345 WIND) 0.38 2.88 ,; , : 0.51 3.42 1'-10 1/2" 8 1p520 EQ(2128 WIND) roundation for Wind or Seismic Loadingta'b'� 31 EQ(1444 WIND) (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 Ij• 2'to 18'rough width of opening I per wind design min 1000 lbf for single or double portal on both sides of opening I • e_ry = _ opposite side of sheathing Pony . _\\{(r - wall • height . d • • r Fasten top plate to header • Min.3"x 11-1/4"net header /with two rows of 16d .,' . t steel header not allowed : ' •• n(I/ sinker nails at 3"o.c.typ as •t Fasten sheathing to header with 8d common or f 12' •,• galvanized box nails at 3"grid pattern as shown Min.3/8"wood structural max i /panel sheathing total '" 1 wall ::t Header Header to jack-stud strap per wind design. height Min 1000 lbf on both sides of opening opposite side of sheathing. If needed,panel splice edges `• shall occur over and be 10' as .. Min.double 2x4 framing covered with min 3/8' •`• nailed to common blocking �' thick wood structural anel sheathin with tttt max d: P 9 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. • L nailing is required in each „; o ;• panel edge. "i S' Min length of panel per table 1 7 '•' e': F� , i Typical portal frame "'I ' 4., ). construction "" Min(2)3500 lb strap-type hold-downs v' ` . �, (embedded into concrete and nailed into framing) ,, ,, Min double 2x4 post(king "� � ' t and jack stud).Number of f'. . . • Min reinforcing of foundation,one#4 bar 1 v_ -7 • __ _-� jack studs per IRC tables i' top and bottom of footing.Lap bars 15"min. ?-"t {•' R502.5(1)&(2j. :.-4\ Min footing size under opening is 12"x 12".A turned-down Min 1000 lb hold-down \\__ slab shall be permitted at door openings. device(embedded into Min(1)5/8°diameter anchor bolt installed per IRC R403.1.6- concrete and nailed with 2"x 2"x 3/16"plate washer into framing) 2 o 2014 APA-The Engineered Wood Association References . APA, 2004, Confirmation of Seismic Design Coefficients for the.APA.Portal Frame, APA Report 12004-59, APA—The Engineered Wood Association,Tacoma,WA. APA,2012,Effect of Hold-Down Capacity on.IRC Bracing Method.PFH and IBC Alternate Method,APA Report T2012L-24, APA—The Engineered Wood Association,Tacoma,WA. ASCE,2010,Minimum Design Load for Buildings and Other Structures.ASCE 7,American Society of Civil Engineers. Reston,VA. ASTM E2126-11,Standard Test Methods for Cyclic(Reversed)Load Test for Shear Resistance of Vertical Elements of the Lateral Force Resisting Systems for Buildings,ASTM International.West Conshohocken,PA. SEAOSC, 1997,Standard Method of Cyclic(Reversed)Test for Shear Resistance of Framed Walls for Buildings, Structural Engineers Association of Southern California.Whittier,CA. • We have field representatives in many major U.S.cites and in Canada who can help answer questions involving vvvuvv.apawo'od,org APA trademarked products.For additional assistance in specifying engineered wood products,contact us: 111 APA HEADQUARTERS:7011 So.19th St.•Tacoma,Washington 98466•(253)565-6600•Fax:(253)565-7265 Form No.TT-100F APA PRODUCT SUPPORT HELP DESK:(253)620-7400•E-mail:help@apawood.org 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 ore used,it cannot accept responsibility of product performance or designs as actually constructed. 3 ©2014 APA—Tire Engineered WoodAssucialion 180 Nickerson St, C T E N G I N E E R I N G Suite 302 -=--2207-106, tom, � / R I N c n/�// n Q n Seattle,WA Vv 1 Lou, e ,5 Llv '1 t' 4 f��91U1/�--' Date: f✓�.�. !/T (206) Project: (206)285-9512 Client: •-rl) 2,5q3,6),3,2_ 29-m:/5,&,5,-2-5 Page Number: (206)285-0618 • f Ve;•;'' 3 W ) y f I o �s b Vvi-r-AJ, e1-6t/z) • �1 ri fx G6` � ` j2-1` � k ?.r! Ltienitl- erRs---14c;K: isCit}t ' 6. 77)14/1 rD Pmii)W•eatiD/1)-1 - Rrt u -S'' .T 1V- , : m• -' NSA i)f 860446 . 2(0,-1)4(7), 3 .0,3 • WZ �(_)&J (0o1, 0 — • • d' ))C,2)11; t.6 4)))11Go`.1 _ 5` gXC& FG, ,)/(2) 0t 0, e3,t5 U.t v, /2,,t)(2 13/4-4-7 { C 41 rl I BAIL epvi Cl= 0,p)oe 1.0,2 ,1P1.44- V‘k Structural Engineers WOOD FRAME CONSTRUCTION MANUAL 63 ?A Table 2.2A Uplift Connection Loads from Wind . (For Roof-to-Wall,Wall-to-Wall,and Wall-to-Foundation) , 700-yr.Wind Speed 3-second gust(mph) 110 11.5 120 130 140 150 1,60 170 180 195 Roof/Ceiling Assemblyx,z,B,�s,6,7 Design Dead Load Roof Span(ft) 'unit Connection Loads(plf) 12. 118 128 140 164 190 219 249 281 315 369 rrl 24 195 213 232 '272 315 362 412 465 521 612 2 0 psf8 36 272 298 324 380 441 506 576 650 729 856 M 48 350 383 417 489 567 651 741 836 938 1100 M . 60 428 468 509 598 693 796 906 1022 1146 1345 � • 12 70 80 92 116 142 171 201 233 267 321 0 24 111 129 148 188 231. 278 328 381 437 528 � 10 psf 36 152 178 204 260 321 386 456 530 609 736 GI 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 dsi l ; 120 psf 36 32 58 84 140 201 266 336 410 489 616 '�141- 48 38 71 105 177 255 339 429 524 626 788 ' 60 44 84 125 214 309 412 522 638 762 961, 12 - 8 20 44 70 99 129 161 195 249 • 24 - 3 22 62 " 105 152 202 255 311 402 25 psf 36 - - 24 80 141 206 276 350 429 556 48 - - 27 99 177 261 351 446 548 710 • 60 - - 29 118 213 316 426 542 666 865 I. Tabulated unit uplift connection loads shall be permitted to be multiplied by 0.75 for framing not located within 6 • feet of corners for buildings less than 30 feet in width(W),or W/5 for buildings greater than 30 feet In width. • 2 Tabulated uplift loads assume a building located in Exposure B with a mean roof height of 33 feet. For buildings located in other exposures,the tabulated values for 0 psf roof dead load shall be multiplied by the appropriate adjustment factor in Section 2.1.3.1 then reduced by the appropriate design dead load. 3 Tabulated uplift loads are specified in pounds per linear foot of wall. To determine connection requirements, .. multiply the tabulated unit uplift load by the multiplier from the table below corresponding to the spacing of the . connectors: • Connection Spacing(in.) I 1216 19.2 24 48 • Multiplier 1.00 I 1.33 1,60 I 2.00 I 4.00 ')' ° Tabulated uplift loads equal total uplift minus 0.6 of the roof/ceiling assembly design dead load. .= s Tabulated uplift loads are specified for roof-to-wall connections. When calculating uplift loads.for wall-to-wallor `'' wall-to-foundation connections,tabulated uplift values shall be permitted to be reduced by 73 plf(0.60 x 121 pif) dfor 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 Fid.':;+ header/girder span(ft.). Cripple studs need only be attached per typical uplift requirements. .lari 7 For jack rafter uplift connections,use a roof span equal to twice the jack rafter length.The jack rafter length T. includes the overhang length and the jack span. t B Tabulated uplift loads for 0 psf design dead load are included for Interpolation or use with actual roof dead loads. r : .1t,••'r.111 lit. AMERICAN WOOD COUNCIL CT ENGINEERING Iso Nickerson St. I c. Sultc 302 Project: !1'✓'' �,1 7N 1 • Seattle,WA L' Date: 98109 Client: (206)285-4512 Page Number: FAX: (206)285-0618 P):1\1‘1) ,9 . 041 PO witiL W 1 lo Mph- .11 ULT) MiP, (j coNtm o 455 y ` 36: _ « :t: ; . : ; -0,k1nao 40' ( cortfQ,754 . ,17-7-6 ( 2..:.......: 7:- (A-&)(Z)'(1,°) P, 49.146M CVO • (LV6Y 4P/Z)(P.,,-5 '7L. : fpg__ TYR Structural Engineers J.S11 TRUSS TO WALL CONNECTION I'1. VAI UI # OFPLIES TRUSS CONNECTOR TO TRUSS TO TOP PLATES IIIIII I1 1 HI (6) 0.131" X 1.5" (4) 0.131"X 2.5" �uiu ,I', .... ..._.._.......... 1 H2.5A (5) 0.131" X 2.5" (5) 0.131" X 2.5" i:�'� 11u 1 SDWC15600 - 42'.. .....1 i....._ 2 H10-2 (9) 0.148" X 1.5" (9) 0.148"X 1.5" min AM " " 111111 2 (2)H2.5A (5) 0.131" X 2.5" EA. (5) 0.131 X 2.5 EA. ',Yu ..._. 2 (2)5011015600 - - X11() 3 (3)SOWC15600 .1-..... ROOF FRAMING PER PLAN 8d AT 6" D.C. • s ' 2X VENTED BLK'G. `!'• 0.131" X 3" TOENAIL ►� 0 ilv. AT " O.C. !,_ ._ Ea P. COMMON/GIRDER TRUSS H2.5A & SDWC15600 STYI F \ �_ 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) 1141 TYP. RAISED HEEL TRUSS TO WALL CONNECTION [ TRUSS TO WALL CONNECTION '`PF VAI #OF TRUSS CONNECTOR TO TRUSS TO TOP PLATES UPI in F1 PLIES - 1 H1 (6) 0.131" X 1.5" (4) 0.131" X 2.5" •10n 11 5 1 H2.5A (5) 0.131"X 2.5" (5)0.131" X 2.5" _ 3'.i 110 1 SDWC15600 - 41.') 11.E 2 H10-2 (9) 0.148"X 1.5" (9) 0.148" X 1.5" _1070_ _711(1 __ 2 (2)H2.5A (5) 0.131" X 2.5" EA. (5) 0.131"X 2.5" EA. i0n__ 2n. 2 (2)SDWC15SOO 2•SU -Wil- ;_--- 3 (3)SDWC15SOO - ADD A35 0 48"O.C. ROOF FRAMING PER PLAN FOR.H2STYL.5A E AND 8d AT 6" O.C. SO•-...,........... lill ' CONNNN ECTIONS 2X VENTED BLK'G. .1.1g1:***4 11111111161\.4.'".--, 411,' !;==•_41.1." '---i ....-2::-A:414*, i IIll I 1 ,II Ig 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 v2005 licensed to:Pacific Lumber Reg#SE-.zoo BM1 Prepared by:KLB Date:8/07/15 Selection 15-1/8x 19-1/2 GLB 24F-V4 DF/DF Lu=0.0 Ft I Conditions Min Bearing Area Ri=11.8 int R2=11.8 int DL Defl 0.34 in Suggested Camber 0.51 in Data Beam Span 22.0 ft Reaction i LL 3762# Reaction 2 LL 3762# Beam Wt per ft 24.28 # Reaction i TL 7670# Reaction 2 TL 7670# Bm Wt Included 534# Maximum V 7670# Max Moment 42186'# Max V(Reduced) 6537# TL Max Defl L/24o TL Actual Defl L/400 LL Max Defl L/36o LL Actual Defl L/819 Attributes Section(in3) Shear(in2) TL Defl(in) LL Defl Actual 324.80 99.94 0.66 0.32 Critical 222.45 40.86 1.10 0.73 Status OK OK OK OK Ratio 68% 41% 60% 44% Fb(psi) Fv(psi) E(psi x mil) Fel(psi) Values Base Values 2400 24o 1.8 650 Base Adjusted 2276 240 1.8 650 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 I 125 H=300 0 22.0 H I Uniform Load A I n R1=7670 R 670 SPAN=22 FT • Uniform and partial uniform loads are lbs per lineal ft. Rosebur AFonnt tPrx$ y Comtxng J2 MAIN 19-16 CS Beam 2016.4.0.5 14:43pm lsmBeamFe 4.13.19.1 1 Of,1 Materials Database 1547 Member Data Description: Member Type: Joist Top Lateral Bracing: Continuous Application: Floor Standard Load: Bottom Lateral Bracing: Continuous Standar dards 40 PSF Moisture Condition: Dry Building Code: IBC/IRC Dead Load: 0 PSF Deflection Criteria: L/480 live, L/240 total Deck Connection: Glued & Nailed Filename: Beam 1 41 14 5 0 ® 11 7 0 2600 Bearings and Reactions Location Material Input Min Gravity Gravity 1 0.000"ioType DFL Plate(625psi) Length Required Reaction 2 1 0' 000" Wall 3.500" 1.750" Uplift 3 26' 5.000" Wall DFL Plate(625psi) 3.500" 499# — DFL Plate 62 ..i 3.500"" 1342# — 3.500" 1.750" 397# Maximum Load Case Reactions tked for applying point loads(or line loads)to carrying members Live Dead 1 391#(2450() 108#(67p1f) 2 1033#(645p4f) 310#(19401) 3 3.c•202. 7...46. Design spans 14' 2.375" 11' 4.375" Product: 9 1/2" RFPI-20 19.2" O.C. Design assumes continuous lateral bracing along the top chord. PASSES DESIGN CHECKS Design assumes continuous lateral bracing along the bottom chord. Lateral support is required at each bearing. Allowable Stress Design Positive Moment Actual Allowable 1492.'# 2820.'# Capacity Location Loading Negative Moment 1762.'# 52/0 5.9r egar 2820.'# 62% Odd Spans D+L End Reaction 714.# 1220.# 58% 14.42' Total Load D+L Reaction 499.# 1151.# 43% 14.41' TotaldLoad D+L Int. Deflection 1342.# 1775.# 0 0' Odd Spans D+L 0.2501" 751 14.42' TotaldLoad D+L LL Deflection 0.2039" 0.7099" U681 6.61' 0.3549" U835 Odd Spans. L Control: Max Int.React. 6.61' Odd S.. s L DOLs: Live=100% Snow=115% Roof=125% Wind=160% SIMPSON All Product namesare trademarks of theirrespective owners "' Copydght(c>zols by simpson sbong ra Canpany Inc.ALL wclrls r�seRven. KAMI L.HENDERSON "Passing isdefi ned as when the member,floorj(C)206 or ini an EWP MANAGER design must de reviewed by a qualified tlesignerordesi n 9 "� °w'^on thisdrawing meets PACIFIC LUMBER&TRUSS g profeeeonal as required fora applicable de me cdteda for Loads,Loading Conditions,and Spans listed on catIo eat.The __ ppmvaLThisdesignassumespmductinstallationaccordingtoMemanunacturersspecifications BEAVERTON,OREGON97005 503-858-9663