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Specifications (20) M'S 7- (67 Oc? 4 x '' I c. s 4) Ser r/G'e CT ENGINEERING3� structural Engineers i ij kl 2 f Il 1 k 180 Nickerson Street Suite 302 Seattle, WA 98109 INC. 208.285.4512 (V) 206.285.0618 (F) #15238 Structural Calculations PRo:G2T1 � C'River Terrace W 60 04, Plan 7 �dElevation A 1RE 12Tigard, OR '�etil`� I 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 C T ENGINEERING I80 Nickerson St. INC ' 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 7A ._........................_....... ROOF Roofing- 3.5 psf Roofing-future 0.0 psf 518"plywood{O.S.B.) 2.2 psf Trusses at 24"o.c. 4.0 psf Insulation -i.0-psf (1)5/8"gypsum;ceiling 2.8 psf Misc./Mech.. 1.5;psf ROOF DEAD LOAD 15.0 PSF FLOOR .floor finsh 4.0 psf NO gypsum concrete 0.0 psf 3/4"plywood (0.S.p.) 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 , I- •-- GABLEENDTRUSS RB.al , A MIN. HDR rimis 1 MIN. HDR I 1 19 I 59.1 o u 19 S9.1 Q <•> 0 W IGT GT.a2 ©_, I A ii ... .. ....... ....„...............:.-.7::::•:::::77::::::-:-:...:.:::.:.'''. fr RI xdeli as z ::.:::.::::... IX g 59.1 4....::::':' 16 i 59.1 11 U L........, , , O `a ,'x30~ -�to - ------- cIN _--ixi L---) l 1q I 1-- W :.J:. u_ J :'.J.�:. C x N a ...::'}t'::::. m x ro it ,11 1.:::':. •: �� a ::„:. :. .t . . . :.\. ::::.t:::::.' 4 � { :: .r:.;:: • :::::.i::: :: . . : ::. ® :: : :: : � : : :.: .� : J::.:. . m. : . ..... 0 hi • r1 ::':::::::.:::gx.;.a�: :::. '•.(2. 2X61 • :; ' 11 I 0 A10 MIN. DR_MIN.IEHI�DpRCflMIN. HDRI I '® BLE ' SS I CT# 14301 2015.03.04 1/4" = 1'-0" (11x17) PLAN 7A ROOF FRAMING PLAN 1/4"-1'-0' ENGLISH REVIVAL MST48 ; MST48 /,,...............,,.._......_ \...‘....„...., W i 7 ' J O J 1 f a I 1 ® I 'I WASHER 1 1 Co ENTIRE DRYERj J SIDE t ENTIRE 0 SIDE l7 i f 6 ' .�o 00 • 01 0 MST37 c i 4(--- \\XMIIIIIMII in MST37 m 111 IIIIMIIMI)I 0 CT# 14301 2015.03.05 1/4" = 1'-0" (11x17) PLAN 7A UPPER LEVEL SHEARWALLS 1/4"=1'-0" ENGLISH REVIVAL P3 S91 OArrbi ® i-�\� GAB END TRUSS / ` 1 � CONT.14x12 HDR % `-_-_J / S7FID74 IR.al STHDt I I ROOF TRUSSES IAT 24" O.C. TIP. IA 1 9•-6" 6x6 POST I 6x6 POST 5 5x-9.5 - lea 1 0 n nm. _�_�a n n n z IB U O N ark w WV tki ai i R Li GT ABOVE GT ABOVE © 19 ® P4 :t- ,191 ■ 1 ii D14 S D141 I 1X14 L • mmimIllomommolm i i Will GniliO'A�'r- 1 I i eIII1I1 I L ' 1 P6 SIDE I �■ n ENTIRE 6x6 POST . I 2 2x10 D' 1 ., j) �,ai _ 2 4' OOR TRUSS - ` -N ROOF TRUSSES I _� ) \ rn1 AT 24"O.C.I ,�' \\\ 0 a 'Ili\�liJ ENTIRE LEDGER I - / \\ n .111 uI i1AJ 1 \ N O , .SAI . - SIDE 2)2x10 HDR 1r© �iTl --) Up D.a1.5 ©, n� o . x 0 1 a I I I x I 1 j l 1 BLOCKOUT FOR I ?.-.t MICROWAVE EXHAUST. �e __ , 13 CLEAR o • 1 9 `�J I x PICTURE FRAME x 69.0 �w 0 OPENING. DIMS o 0 m R�'� ARE TO ¢ STUDS. N al v 10 m m N Y ga 2x 7c a n m j- 1 I l N \ II 11 N I I N I 1 FIXTURES N ABOVE I _ OI I 6X6 POST 13 o I ix I II In ti I a 0 ( —~ N R 1 N 2x RDOF I I4 m a.1191 i �r ^l i FRAMING I -�-I 9 m I I ( h l 9.0 �- Ii_--$.4@ I 0 ''pGT ABOVE R r - - T�-LEUI. Rx f GT ABOVE a 4x8 HDR 4x6 HDR 4x8 HDR 4x8 HD e B.a10 B.a10 B.a10 B.a10 0 ® cc ® 1 B a17 I 4x12 HDR 1 6x6 POST ---L___ W/ACE4 m 6x6 POST XV W ACE4 Q ALL HEADERS CHANGED TO 2)2x10 U.N.O. LOWER LEVEL SHEARWALLS PLAN 7A UPPER LEVEL FLOOR FRAMING 1/4'=1'-0' ENGLISH REVIVAL -1U72 16'-3" 3-1072 m Ur CO �� MI -0 Filligligilliiiiiilmtea: -MITI -r- 1141111 STHD14 Q STHD1 Q. NN Z 314" CONC. SLAB O OVER 4" FREE DRAINAGE MATERIAL Q OVER COMPACTED FILL —L, I a Ci --- i Z VERIFY GARAGE SLAB HEIGHT 6,..1"- D D WITH GRADING PLANo o N LL 5 0 D1 0 14 18'-0y" 3'-1131 m 56.0 , 1 I " i r J 1 I% II iiiiii 314' CONC. 70 VARIES : MIN. `�' 'V ,M, FURN. I�' PATIO SLAB ® SIM. S6.D '® -3" FROM TOP OF, Ir-- ABOVE lirSTEM WALL ii it A SLOPE _ ® Pa STHD74 ___J IL---{7 4tr ak J y- 7 I 1 STHD14 I 1ri I Z474 ^ 3��9Y��/../,, j 2x4 PONY WALL 18x24 CRAWL FIXTURE ABOVE---.4 I " ABU66 '�dYY'_ I AT HIGH FDN. 1n iPACE ACCESS •-/j v 11 © 6 �� any ma . ,Firi:�lc-,I�l�S6.0 _ ■ _ _ _r milliiiim. L Ji �2�x36"x3�FOOTING 4 i 7SIRE . „ 1 TI DE I1 1�_x 9)¢=LVL I EN SIC r I---2 lli CENTER U/ WALL 0_®® � 1pI j , 2 5s 0 1 - 9'-8Ya i r I 0 I 16 30"x30"x10" ®i I FINISHED FLOOR 56.0 FOOTING WI T Q AT+0'-0" (3) #4 EA. WAY Cr , Q n U LL r i\ 1 1 r�� • P.T. 4x4 POST %,, TYP. U.N.O. , (i::‘14L J .. ('JN c mJN I 9Xi' I-JOISTS AT 19.2'O.C. I )T, TYPICAL I ,—.0' Al ..) I= MP n -1214" 11'-7y' 14'-a%4" I _ 1 1 9'-834ii _ t L J 1 w I l3 x 9) LVLr / --30"x30"x10" I i r j I IOOTING W/ 18"x18"x10abl " FTG. "' , I (3) #4 EA. WAY -12vil I W/(2) #4 EW I I ® I j TYP. U.N.O. ) a L____ 6x6 P.T. POST I I 1 , o � L J � 10 �„� I �--I -- 1�" x 9X"Z" LVL_"- SIM.56.0_ SIM. ®I I o i -- — -- ^ 2x PONY . ., 1v WALL o 1 '�� N O I I 6,1 i r- � 1+- TART FRMG.t L ® � � I &,Q I -5 I I 'f I --- 1 VFW SLOPE 11z" o L- M 3W' CONC. SLAB i " STHD14 m ZP3 1 1 STHD14 16'-672 ""o j I 9'-5y" I : 'ta E o U I r 1_,.31,/ 1 I el I ri 7 TOP OF SLAB ABU44 r . t -61z" 1 51/{. - 6'-0" 1.-934 TOP OF 8" -121z" STEM WALL /134* 9'-4" 134" ABU44 10'-1)2" Title: PLAN 2613 Job#14189 Dsgnr:TRE Date: 4:29PM, 16 SEP 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev: KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam &JoistPage 1 11 (c)1983-2003 ENERCALC Engineering Software 14189_Plan_2613.ecw:ROOF FRAMING Description 2613A ROOF GT reactions _Timber Member Information III GT.al GT.a2 Timber Section 3.125x18 3.125x21 Beam Width in 3.125 3.125 Beam Depth in 18.000 21.000 Le:Unbraced Length ft 0.00 0.00 Timber Grade Fir,24F- Douglas Fr,24F- V4 V4 Fb-Basic Allow psi 2,400.0 2,400.0 Fv-Basic Allow psi 240.0 240.0 Elastic Modulus ksi 1,800.0 1,800.0 Load Duration Factor 1.150 1.150 Member Type GluLam GluLam Repetitive Status No No _Center Span Data Span ft 16.50 22.00 Dead Load #/ft 270.00 270.00 Live Load #/ft 450.00 450.00 Results Ratio= 0.6313 0.8338 Mmax @ Center in-k 294.03 522.72 @ X= ft 8.25 11.00 fb:Actual psi 1,742.4 2,275.8 Fb:Allowable psi 2,760.0 2,729.4 Bending OK Bending OK fv:Actual psi 130.5 153.5 Fv:Allowable psi 276.0 276.0 Shear OK Shear OK Reactions @ Left End DL lbs 2,227.50 2,970.00 LL lbs 3,712.50 4,950.00 Max.DL+LL lbs 5,940.00 7,920.00 @ Right End DL lbs 2,227.50 2,970.00 LL lbs 3,712.50 4,950.00 Max.DL+LL lbs 5,940.00 7,920.00 Deflections Ratio OK Deflection OK Center DL Defl in -0.165 -0.328 UDefl Ratio 1,202.1 805.3 Center LL Defl in -0.275 -0.546 UDefl Ratio 721.3 483.2 Center Total Defl in -0.439 -0.874 Location ft 8.250 11.000 UDefl Ratio 450.8 302.0 Title: PLAN 2613 Job#14189 Dsgnr: TRE Date: 4:32PM, 16 SEP 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev:580006 User:KW-0602997,ver 5.8.0,1-Dec-2003Page 1 (c)1983-2003 ENERCALC Engineering Software Timber Beam & Joist 14189_Plan_2613.ecw:ROOF FRAMING Description 2613A ROOF FRAMING [timber Member Information Mal RB.a2 RB.a3 RB.a4 RB.a5 RB.a6 RB.a7 1 Timber Section 2-2x4 2-2x4 2-2x8 2-2x4 2-2x4 2-2x4 2-2x4 Beam Width in 3.000 3.000 3.000 3.000 3.000 3.000 3.000 Beam Depth in 3.500 3.500 7.250 3.500 3.500 3.500 3.500 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade Here Rr,No.2 Hem Fir,No.2 Hen Ar,No.2 Hen Rr,No.2 Hen Rr,No.2 Hem Fr,No.2 Hen Fr,gild Fb-Basic Allow psi 850.0 850.0 850.0 850.0 850.0 850.0 675.0 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 1,200.0 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 60.00 270.00 60.00 60.00 60.00 60.00 Uve Load #/ft 100.00 100.00 450.00 100.00 100.00 100.00 100.00 _Results Ratio= 0.8084 0.1670 0.9656 0.2405 0.2405 0.8084 0.6815 I Mmax @ Center in-k 7.26 1.50 29.77 2.16 2.16 7.26 4.86 @ X= ft 2.75 1.25 2.62 1.50 1.50 2.75 2.25 fb:Actual psi 1,185.3 244.9 1,132.7 352.7 352.7 1,185.3 793.5 Fb:Allowable psi 1,466.3 1,466.3 1,173.0 1,466.3 1,466.3 1,466.3 1,164.4 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 56.3 21.9 101.1 27.7 27.7 56.3 44.8 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 75.00 708.75 90.00 90.00 165.00 135.00 LL lbs 275.00 125.00 1,181.25 150.00 150.00 275.00 225.00 Max.DL+LL lbs 440.00 200.00 1,890.00 240.00 240.00 440.00 360.00 @ Right End DL lbs 165.00 75.00 708.75 90.00 90.00 165.00 135.00 LL lbs 275.00 125.00 1,181.25 150.00 150.00 275.00 225.00 Max.DL+LL lbs 440.00 200.00 1,890.00 240.00 240.00 440.00 360.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK I Center DL Defl in -0.089 -0.004 -0.037 -0.008 -0.008 -0.089 -0.043 UDefl Ratio 744.5 7,927.3 1,690.7 4,587.6 4,587.6 744.5 1,254.7 Center LL Defl in -0.148 -0.006 -0.062 -0.013 -0.013 -0.148 -0.072 UDefl Ratio 446.7 4,756.4 1,014.4 2,752.5 2,752.5 446.7 752.8 Center Total Defl in -0.236 -0.010 -0.099 -0.021 -0.021 -0.236 -0.115 Location ft 2.750 1.250 2.625 1.500 1.500 2.750 2.250 UDefl Ratio 279.2 2,972.7 634.0 1,720.3 1,720.3 279.2 470.5 Tittle: PLAN 7A Job#14301 Dsgnr. TSW Date: 2:13PM, 1 MAR 16 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev. 580006 Page 1 User.KW40602997,Ver 5.8.0,1-Dec-2003 Timber Beam &Joist _ 111 (c)1983-2003 ENERCALC Engineering Software PLAN 7 ABD.ECW:FIoor Framing Description 2613A FLR FRMG 1 OF 3 Timber Member Information 7.ode Ref 1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined II B.al B.a2 B.a3 B.a4 B.a5 B.a6 B.a7 Timber Section 4x12 5.5x19.5 LVL:1.750x14.000 2-2x8 5.5X14 IJC 4x8 2-2x8 Beam Width in 3.500 5.500 1.750 3.000 5.500 3.500 3.000 Beam Depth in 11.250 19.500 14.000 7.250 14.000 7.250 7.250 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade Douglas Fir- Rosboro,Bigbearn Level,LSL 1.55E Hen Fir,No.2 Rosboro,Bigbeam Douglas Fr- Hen Fr,No.2 Larch,No.2 2.2E 2.2E Larch,No.2 Fb-Basic Allow psi 900.0 3,000.0 2,325.0 850.0 3,000.0 900.0 850.0 Fv-Basic Allow psi 180.0 300.0 310.0 150.0 300.0 180.0 150.0 Elastic Modulus ksi 1,600.0 2,200.0 1,550.0 1,300.0 2,200.0 1,600.0 1,300.0 Load Duration Factor 1.150 1.150 1.150 1.000 1.000 1.000 1.150 Member Type Sawn GluLam Manuf/Pine Sawn Manuf/Pine Sawn Sawn Repetitive Status No No No No No No No Center Span Data II Span ft 16.50 22.00 4.00 3.50 18.00 4.50 4.50 Dead Load #/ft 75.00 77.00 150.00 195.00 195.00 195.00 75.00 Live Load #/ft 125.00 128.00 400.00 520.00 520.00 520.00 200.00 Dead Load #/ft 168.00 160.00 Live Load #/ft 300.00 100.00 Start ft End ft Results Ratio= 0.9717 0.4315 0.0864 0.4901 0.6447 0.6054 0.5271 II Mmax @ Center in-k 81.67 488.60 13.20 13.14 347.49 21.72 16.25 X= ft 8.25 11.00 2.00 1.75 9.00 2.25 2.25 fb:Actual psi 1,106.3 1,401.8 230.9 499.9 1,934.1 708.3 618.3 Fb:Allowable psi 1,138.5 3,248.2 2,673.8 1,020.0 3,000.0 1,170.0 1,173.0 Bending OK Bending OK Bending OK Bending OK Bendng OK Bending OK Bending OK fv:Actual psi 55.8 88.6 28.6 56.6 109.3 70.0 61.1 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 I @ Left End DL lbs 618.75 2,695.00 300.00 341.25 1,755.00 438.75 528.75 LL lbs 1,031.25 4,708.00 800.00 910.00 4,680.00 1,170.00 675.00 Max.DL+LL lbs 1,650.00 7,403.00 1,100.00 1,251.25 6,435.00 1,608.75 1,203.75 Right End DL lbs 618.75 2,695.00 300.00 341.25 1,755.00 438.75 528.75 LL lbs 1,031.25 4,708.00 800.00 910.00 4,680.00 1,170.00 675.00 Max.DL+LL lbs 1,650.00 7,403.00 1,100.00 1,251.25 6,435.00 1,608.75 1,203.75 _Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK 0 Center DL Defl in -0.188 -0.173 -0.001 -0.005 -0.166 -0.010 -0.018 L/Defl Ratio 1,051.9 1,528.6 34,459.7 7,900.8 1,297.6 5,337.8 3,084.6 Center LL Defl in -0.314 -0.302 -0.004 -0.014 -0.444 -0.027 -0.022 L/Defl Ratio 631.1 875.0 12,922.4 2,962.8 486.6 2,001.7 2,416.3 Center Total Defl in -0.502 -0.474 -0.005 -0.019 -0.610 -0.037 -0.040 Location ft 8.250 11.000 2.000 1.750 9.000 2.250 2.250 L/Defl Ratio 394.5 556.5 9,398.1 2,154.8 353.9 1,455.8 1,354.9 Title: PLAN 2613 Job#14189 Dsgnr:TRE Date: 4:33PM, 16 SEP 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN LkRev:580006 User.Kw-0602997,Ver 5.8.0,1-°ec-2003 Timber Beam & Joist Page 1 (c)1983-2003 ENERCALC Engineering Software 14189_Plan_2613.ecw:Floor Framing Description 2613A FLR FRMG 2 OF 3 LTimber Member Information B.a8 B.a9 B.a10 B.a11 B.a12 B.a13 Ba14 Timber Section 2-2x8 2-2x8 4x8 4x10 2-2x8 2-2x8 2-2x8 Beam Width in 3.000 3.000 3.500 3.500 3.000 3.000 3.000 Beam Depth in 7.250 7.250 7.250 9.250 7.250 7.250 7.250 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade lien Fir,No.2 Hen Rr,No.2 Douglas Rr- level,LSI.1.55E Hen Rr,No.2 Hen Fir,No.2 Hen Rr,No.2 Larch,No.2 Fb-Basic Allow psi 850.0 850.0 900.0 2,325.0 850.0 850.0 850.0 Fv-Basic Allow psi 150.0 150.0 180.0 310.0 150.0 150.0 150.0 Elastic Modulus ksi 1,300.0 1,300.0 1,600.0 1,550.0 1,300.0 1,300.0 1,300.0 Load Duration Factor 1.000 1.150 1.150 1.150 1.150 1.150 1.150 Member Type Sawn Sawn Sawn Sawn Sawn Sawn Sawn Repetitive Status No No No No No No No Center Span Data Span ft 3.00 3.50 3.50 2.50 5.00 2.50 3.50 1 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 160.00 505.00 160.00 160.00 160.00 160.00 Live Load #/ft 100.00 675.00 100.00 100.00 100.00 100.00 Start ft End ft Point#1 DL lbs 2,228.00 LL lbs 3,712.00 @ X ft 1.750 LResults Ratio= 0.2694 0.7361 0.1403 0.2590 0.8515 0.2129 0.4172 0 Mmax @ Center in-k 7.22 22.69 5.79 40.89 26.25 6.56 12.86 @ X= ft 1.50 1.75 1.75 1.75 2.50 1.25 1.75 fb:Actual psi 274.8 863.5 188.8 819.2 998.8 249.7 489.4 Fb:Allowable psi 1,020.0 1,173.0 1,345.5 3,208.5 1,173.0 1,173.0 1,173.0 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 33.2 97.8 21.4 92.3 91.7 31.4 55.4 Fv:Allowable psi 150.0 172.5 207.0 356.5 172.5 172.5 172.5 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK ReactionsII @ Left End DL lbs 352.50 910.00 306.25 818.40 700.00 350.00 490.00 LL lbs 450.00 1,251.25 245.00 1,513.60 1,050.00 525.00 735.00 Max.DL+LL lbs 802.50 2,161.25 551.25 2,332.00 1,750.00 875.00 1,225.00 @ Right End DL lbs 352.50 910.00 306.25 1,709.60 700.00 350.00 490.00 LL lbs 450.00 1,251.25 245.00 2,998.40 1,050.00 525.00 735.00 Max.DL+LL lbs 802.50 2,161.25 551.25 4,708.00 1,750.00 875.00 1,225.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK I Center DL Defl in -0.003 -0.014 -0.003 -0.003 -0.032 -0.002 -0.008 UDefl Ratio 10,410.6 2,962.8 12,641.2 9,677.0 1,887.3 15,098.3 5,502.3 Center LL Defl in -0.004 -0.019 -0.003 -0.005 -0.048 -0.003 -0.011 UDefl Ratio 8,155.0 2,154.8 15,801.5 5,497.3 1,258.2 10,065.6 3,668.2 Center Total Defl in -0.008 -0.034 -0.006 -0.009 -0.079 -0.005 -0.019 Location ft 1.500 1.750 1.750 1.360 2.500 1.250 1.750 UDefl Ratio 4,572.9 1,247.5 7,022.9 3,505.8 754.9 6,039.3 2,200.9 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 _ II (c)1983-2003 ENERCALC Engineering Software 14189_Plan 2613.ecw:Floor Framing Description 2613A FLR FRMG 3 OF 3 Timber Member Information 1 B.a15 B.a16 B.a17 Timber Section 2-2x8 2-2x8 4x8 Beam Width in 3.000 3.000 3.500 Beam Depth in 7.250 7.250 7.250 Le:Unbraced Length ft 0.00 0.00 0.00 Timber Grade Hen Rr,No.2 Han Rr,No.2 Douglas Fr- Hem Fir,Naz Larch,No.2 Fb-Basic Allow psi 850.0 850.0 900.0 Fv-Basic Allow psi 150.0 150.0 180.0 Elastic Modulus ksi 1,300.0 1,300.0 1,600.0 Load Duration Factor 1.150 1.150 1.150 Member Type Sawn Sawn Sawn Repetitive Status No No No Center Span Data Span ft 4.50 4.00 9.00 Dead Load #/ft 15.00 Live Load #/ft 40.00 Dead Load #/ft 310.00 60.00 75.00 Live Load #/ft 350.00 100.00 125.00 Start ft End ft Results Ratio= 0.7045 0.1246 0.5890 Mmax @ Center in-k 21.72 3.84 24.30 @ X= ft 2.25 2.00 4.50 fb:Actual psi 826.4 146.1 792.5 Fb:Allowable psi 1,173.0 1,173.0 1,345.5 Bending OK Bending OK Bending OK fv:Actual psi 81.7 15.5 46.4 Fv:Allowable psi 1725 172.5 207.0 Shear OK Shear OK Shear OK Reactions 1 @ Left End DL lbs 731.25 120.00 337.50 LL lbs 877.50 200.00 562.50 Max.DL+LL lbs 1,608.75 320.00 900.00 @ Right End DL lbs 731.25 120.00 337.50 LL lbs 877.50 200.00 562.50 Max.DL+LL lbs 1,608.75 320.00 900.00 _Deflections Ratio OK Deflection OK Deflection OK Center DL Defi in -0.024 -0.003 -0.062 UDefl Ratio 2,230.4 17,201.9 1,734.8 Center LL Defl in -0.029 -0.005 -0.104 UDefl Ratio 1,858.7 10,321.1 1,040.9 Center Total Defi in -0.053 -0.007 -0.166 Location ft 2.250 2.000 4.500 UDefl Ratio 1,013.8 6,450.7 650.5 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 I (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 Rr- 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 LCenter Span Data Span ft 5.75 Dead Load #/ft 195.00 Live Load #/ft 520.00 LReSUIts 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 LReactions @ Left End DL lbs 560.62 LL lbs 1,495.00 Max.DL+LL lbs 2,055.62 @ Right End DL lbs 560.62 LL lbs 1,495.00 Max.DL+LL lbs 2,055.62 Deflections Ratio OK Center DL Defl in -0.027 UDefi Ratio 2,558.5 Center LL Defl in -0.072 UDefi Ratio 959.5 Center Total Defl in -0.099 Location ft 2.875 UDefi Ratio 697.8 TJI JOISTS and RAFTERS Code 1 Code Code Suggest Suggest SugUeet Lpick Lpick Lpick L �Joist� b d Spa. LL DL M max V max El L fb L fir L TL240 L LL360 L max-I TL deft. LL deft. L TL360 L LL480 L max TL deft.TL deft.LL deft.LL dell; size&grade width(In.) depth(in.) (In.) (psf) (psf) (ft-lbs) (psi) (psi) (ft.) (ft.) (ft.) (ft.) (ft.) (In.) (in.) (ft.) (ft.) (ft") (In.) ratio (In.) ratio - ----------- ---- ------------- ------- 9.5"TJI 110 1.75 9.5 19.2 40 15 2380 1220 1.40E+08 14.71 27.73 15.23 14.80 14.71 0.66 0.48 13.31 13 45 13.31 0.44 360 0.32 495 9.5"TJI 110 1.75 9.5 16 40 15 2380 1220 1.40E+08 16.11 33.27 16.19 15.73 15.73 0.72 0.52 14.14 14 29 "14.14] 0.47 360 0.34 495 9.5"TJI 110 1.75 9.5 12 40 15 2380 1220 1.40E+08 18.61 44.36 17.82 17.31 17.31 0.79 0. .56 58 15.57 15.73 1$57 0.52 •. 360 0.38 495 9.5"TJI 110 1.75 9.5 9.6 40 15 2380 1220. 1.40E+08 20.80 55.45.-_19.19 18.64 18.64 0.85 0.62 16.77 16.94 1677 0 360 0.41 495 9.5"TJI 110 1.75 9.5 19.2 40 10 2500 1220 1.57E+08 15.81 30.50 16.34 15.37 15.37 0.64 0.51 14.27 13.97 13 97 0.44 384 0.35 480 9.5"TJI 110 1;75 ,. 9 5" 16 40 ; 10 ;2500 ;:,1220 1.57E+0 'F 8, :17 3 .2' 36 60 N.17 36 16.34 . ..16.34 0,68 .0.54 15.17 14 84 _ 0,46 .384 ,D,37' 480 - 9.5"TJI 110 1.75 9.5 12 40 10 2500 1220 1.57E+08 20.00 48.80 19.11 17.98 17.98 0.75- 0.60 16.69 16.34 1634 0.51 384 0.41 480 9.5"TJI 110 1.75 9.5 9.6 40 10 2500 1220 1.57E+08 22.36 61.00 20.58 19.37 19.37 0.81 0.65 17.98 17.60 17 60; 0.55 384 0.44 480 0.46 384 0.37 480' 9.5^TJI 210 2.0625 9.5 19.2 40 10 3000 000 1330 0 1.87E+08 17.32 33.25 17.32 16.30 16.30 0.68 0.54 15.13 14.81 87E+08, ?18 8T .39,9R -..18.40-- 17.32 17.32 0:72 0.58:. 16.8 ' 15-74 s 14.81 0.49. 384. 0.39 460 9.5 TJI 210 2.0625 95 16 .;;,40 10. ,3 133 1 9.5'TJI 210 2.0625 9.5 12 40 10 3000 1330 1.87E+08 21.91 53.20 20.26 19.06 19.06 0.79 0.64 17.70 17.32 17,32 0.54 384 0.43 480 9.5"TJI 210 2.0625 9.5 9.6 40 10 3000 1330 1.87E+08 24.49 66.50 21.82 20.53 20.53 0.86 0.68 19.06 18.6611:1,: ::i!!!.,1:826. 0.58 384' 0.47 480 9.5"TJI 230 2.3125 9.5 19.2 40 10 3330 1330 2.06E+08 18.25 33.25 17.89 16.83 16.83 0.70 0.56 15.63 15 29 m,,,15:29; 0.481 384 0.38 480 9.5"TJI 230 2.315,.. .,"95 , ,i8„;'; 40 10; :3330 1330 2.069+08 19.99 38.90 19:01 .,,;17.89 17.89 ' tl.75 :' 0.60 16.60 1:6 25 'T2. 0:61 384 0 41 ,i 480 9.5"TJI 230 2.3125 9.5 12 40 10 3330 1330 2.06E+08 23.08 53.20 20.92 19.69 19.69 0.82 0.66 18.28 17.89 17.89 0.56 384 0.45 480. 9.5"TJI 230 2.3125 9.5 9.6 40 10 3330 1330 2.06E+08 25.81 66.50 22.54 21.21 21.21 0.88 0.71 19.69 19.27 19,27' 0.60 384 0.48 480 - ----- -.- 8 --39-.0-0- 11.8755"T TJI 110 1.75 11.875 192 40 10 3160-1560 2.67E+08 17.78 19.- 50 18.35 17.78 0.67 0.54 17.04 16.67 18 67 0.52 384 0.42 480 11.875"TJI 110 1.75" 11.875 16 .40. ';10 .;:3160,';•.1560, P 67E+08 19.47 49.80 :.20 72 ,19.60' 19.47. 0'.81 . 0.65 , 18.10 7.72 ,•0:55 384: 0.44 480 11.875"TJI 110 1.75 11.875 12 40 10 3160 1560i 2.87E+08 22.49 62.40 22.81 21.46 21.46 0.89 0.72 19.93 19.50 50 1.9 0.61 384 0.49 480 11.875"TJI 110 1.75 11.875 9.6 40 10 3160 1560 2.67E+08 25.14 78.00 24.57 23.12 23.12 0.96 0.77 21.46 21.01 '21 01 0.66 3840.53 480 - - - - 11.875"TJI 210 2.0625 11.875 19.2 40 10 3795 1655 3.15E+08 19.48 41.38 20.61 19.39 19.39 11 0.81 0.65 18 00 17 62''""""" 17:J327- 0.55 384 044 875"TJ1210" -2.0622511.875 16 40 -;-10'. %31'95 1655 015E+08 ':'21 34,•;„49.65 - 21:90,. •20.6120,61 0.86 0"88, 1.9.13 18 72 �, 0:59 384"; 0.47 480 11.875"TJI 210 2.0625 11.875 12 40 10 3795 1655 3.15E+08 24_6466.20 24.101 22.68 22.88 0.95 0.76_ 21.05 20.61 20.61` 0.64 384 0.52 480 11.875"TJI 210 2.0625 11.875 9.6 40 10 3795 1655 3.15E+08 27.55 82.75 25.96 24.43 24.43 1.02 0.81 22.68 22.20 22 20' 0.69 384 0.55 480 11.875"TJI 230 2.3125 11.875 19.2 40 10 4215 1655 3.47E+08 20.53 41.38 2128 20.03 20.031 0.83 0.67 1181498 18.20 18 20 0.57 384 0.45 480 11:875"TJ1230 0.71 . 19.34, 11J. 0.60 384.: 048 480 2.315 ;,11.875 16, ,40'• 10 .; 4215.1•1655 3;47E+OB 22.49 �49.65 •'22;62 ", 21.28 '.21.28 Oie9 11.875"TJI 230 2.3125 11.875 12 40 10 4215 1655 3.47E+08 25.97 66.20 24.89 23.42 23.42 0_98 0.78 21.74 21.28 2128 0.67 384 0.53 480 "TJI 11 875'TJI 230 2.3125 11.875 9.6 40 10 4215 1655 3.47E+08 29.03 82.75 26.81 25.23 25.23 1.05 0.84 23.42 22.93 22 93, 0.72 384 0.57 480 11.875"RFPI 400 2.0625 11.875 19.2 40 10 4315 1480 3.30E+08 20.77 3700 20.93 19.69 19.69 0.820.66 18.28 17 89 17 89 0.56 384 0.45 480 11.875".RFPI 400:' 2,0625":`11.875 16 '40 10 .:43315:: 1480;,3.30E+08 .;22,76 44.40 .?.22:24 , 20.93. 20.93 087. 0:70 19.43 19 01 0:59 384': 048 480 11.875"RFPI 400 2.0625 11.875 12 40 10 4315 1480 3.30E+08 26.28 59.20 24.48 23.03 23.03 0.96 0.77 21.38 2093 :20 93;-0.65. 384 0.521.. _480 11.875"RFPI 400 2.0625 11.875 9.6 40 10 4315 1480' 3.30E+08 29.38 74.00 26.37 24.81 24.81 1.03 0.83 23.03 22.54 22 54': 0.70- 384- 0.56 480 Page 1 D+L+S CT#14189-Betahny Creek Falls I LOAD CASE (12-12) (BASED ON ANSI/AFBPA N05-1997) SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 Ke 1.00 Design Buckling Factor D+L+B c 0.80(Constant)> Section 3.7.1.5 - Cr KcE 0.30(Constant)> Section 3.7.1.5 Cf(Fb) Cf(Fe) 1997 NDS Cb (Varies) > Section 2.3.10 Bending Comp. Size Size Rep. Cd(Fb) Cb Cd(Fc) Eq.3.7-1 NDS 3.9.2 Max.Well duration duration factor factor use Stud Grade Width Depth Spadng Height Ls/d Vert.Load Hor.Loa u.1.0 'Load at Plats Cd(Fb)Cd(Fc) Cf Cf Cr Fb Fc perp Fc E Fb' Fc perp' Fc• Fce Pc fc fc/Pc lb tb/ In. In. in. R pit pat p0 _ (Fb) (Fc) psi psi Psi Pd Psi pal pal pal pal Psi psi Fb"(1-fc/Fce) H-F Stud 1.5 3.5 18 7.7083 28.4 1730 0.9918 1993.4 1.00 1.15 1.1 1.05 1.15 675_ 405_ 800 1,200,000 854 506 988 515.42 441.22 439.37 1.00 0.00 0.000 H-F Stud 1.5 3.5 16 9 30.9 1340 0.9968 1993.4 1.00 1.15 1.1 1.05 1.15 875_ 405 800 '1,200,000 854 506 986 378.09 340.90 340.32 1.00 0.00 0.000 H-F Stud 1.5 3.5 12 9 30.9 1785 0.9947 2857.8 1.00 1.15 1.1_1.05 1.15 675 405 800 1,200,000 854 506 966 378.09 340.90 340.00 1.00 0.00 0.000 H-F Stud 1.5 3.5 18 8.25 28.3 1550 0.9921 1993.4 1.00 1.15 1.1 1.05 1.15 675 405 800 1,200,000 854 506 968 449.95 395.22 393.85 1.00 0.00 0.000 H-F Stud 1.5 3.5 12 8.25 26.3 2070 0.8953 2657.5 1.00 1.15 1.1 1.05 1.15 675 405 800 1,200,000 854 506 966 449.95 395.22 394.29 1.00 0.00 0.000 H-F Stud 1.5 3.5 8 8.25 28.3 3100 0.9821 3986.7 _ 1.00 1.15 1.1 1.05 1.15 675_ 405 800 1,200,000 654 506 988 449.95 395.22 393.85 1.00 0.00 0.000 SPF Stud 1.5 3.5 16 7.7063 26.4 1695 0 0.9952 2091.8 1.00 . 1.15 1.1 1.05 1.15 675 425 725 1,200,000 854 531 875.438 515.42 431.52 430.48 1.00 0.00 0.000 SPF Stud 1.5 3.5 16 9 30.9 1320 0 0.9944 2091.8 1.00 1.15 1.1..1.05 1.15 675 425 725_1,200,000 854 531 875.438 378.09 336.17 335.24 1.00 0.00 0.000 SPF Stud 1.5 3.5 12 9 70.9 1780 0 0.9944 2789,1 1.00 1.15 1.1 1.05 1.15 675 425 725 1,200,000 854 531 675.438 378.09 338.17 335.24 1.00 0.00 0.000 SPF Stud 1.5 3.5 18 8.25 26.3 1525 0 0.9957 2091.8 1.00 ' 1.15 1.1 1.05 1.15 675 425 725 1,200,000 654 531 875.438 449.95 388.13 387.30 1.00 0.00 0.000 SPF Stud 1.5 3.5 12 8.25 28.3 2030 0 0.9925 2769.1 _ 1.00_ 1.15 1.1 1.05 1.15 675 425 725 1,200,000 854 531 875.438 449.95 388.13 386.87 1.00 0.00 0.000 SPF Stud 1,5 , 3.5 8 8.25 28.3 3050 0 0.9957 4183.6 1.00 1.15 1.1 1.05 1.15 075 425 725,1,200,000 854 531 875.438 449.95 388.13 387.30 1.00 0.00 0.000 H-F#2 1.5 5.5 16 7.7083 18.8 3132 0 0.2408 3132.4 1.00 1.15 1.3 1.10 1.15 850 405 1300 1,300,006 1,271 506 1644.5 1378.83 1031.58 506.18 0.49 0.00 0.000 H-F#2 1.5 5.5 18 9 19.6 3132 0 0.3652 3132.4 1.00 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 1,271 506 1644.5 1011.45 837.57 506.18 0.80 0.00 0.000 H-F#2 1.5 5.5 16 8.25 18.0 3132 0 0.2658 3132.4 1.00 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 1,271 506 1644.5 1203.70 948.77 508.18 0.53 0.00 0.000 SPF#2 1.5 5.5 16 7.7083 16.8 3287 0 0.2737 ' 3287.1 1.00 1.15 1.3 1.10`1.15 875 425 1150 1,400,000 1,308 531 1454.75 1484.89 1015.45 53123 0.52 0.00 0.000 SPF#2 1.5 5.5 16 9 19.6 3287 0 0.3905 3287.1 1.00_ 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 1,308 531 1454.75 1089.25 850.16 531.23 0.82 0.00 0.000 SPF#2 1.5 5,5 16 8.25 18.0 3287 0 0.3158 3287.1 1.00 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 1,308 531 1454.75 1296.30 945.38 531.23 0.56 0.00 0.000 SPF Stud 1.5 3.5 16 14.57 50.0 545 0 0.9913 . 2091.6 1.00 1.15 1.1 1.05 1.15 675 425 725 1,200,000 854 531 875.438 144.26 139.02 138.41 1.00 0.00 0.000 SPF#2 1.5 5.5 18 19 41.5 1450 0 0.9917 3287.1 1.00 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 1,308 531 1454.75 244.40 235.32 234.34 1.00 0.00 0.000 H-F#2 1.5 5.5 18 19 41.5 1360 0 0.9969 3132.4 1.00 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 1,271 506 1644.5 228.94 220.14 219.80 1.00 0.00 0.000 Pagel D+L+W CTM 14189-Betahny Creek Falls I LOAD CASE (12-13) (BASED ON ANSIIAFAPA NDS-1987) SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 Ks 1.00 Design Buckling Factor D+L+W c 0.80(Constant)> Section 3.7.1.5 Cr KcE 0.30(Constant)> Section 3.7.1.5 Cf(Pb) Cf(Fc) 1997 NDS Cb (Varies) > Section 2.3.10 Bending Comp. Size Size Rep. Cd(Fb) Cb Cd(Fc) Eq.3.7-1 NDS 3.9.2 Max.Wa9 duration duration factor factor use Stud Grade Width Depth Spadng Height Laid Vert.Load Hor.Load c•1.0 Load @ Plate Cd(Fb)Cd(Fe) Cf Cf Cr Fb Pe perp Fe E Fb' Fc perp' Fc' Fce Pc Ic fclF'c fb lb/ In. In. In. ft. PB pet PB (Fb) (Fc) pall psi Psi Psi Psi Psi Psi Psi Psi Psi psi Fb"(l-feiFee) H-F Stud 1.5 3.5 16 7.7083 26.4 1075 9.71 0.9951 1993.4 1.60 1.00 1.1 1.05 1.15 675 405 800 1,200,000 1,366 508 840 515.42 427.08 273.02 0.64 376.78 0.586 H-F Stud 1.5 3.5 16 9 30.9 755 8.46 0.9942 1993.4 1.60 1.00 1.1 1.05 1.15 675 405 800 1,200,000 1,388 506 840 378.09 333.99 191.75 0.57 447.52 0.885 H-F Stud 1.5 3.5 12 9 30.9 1140 8.48 0.9998 2857.8 1.60 1.00 1.1 1.05 1.15 875 405 800 1,200,000 1,368 506 840 378.09 333.98 217.14 0.65 335.64 0.577 H-F Stud 1.5 3.5 16 8.25 28.3 970 8.13 0.9943 1993.4 1.60 1.00 1.1 1.05 1.15 675 405 800 1,200,000 1,368 506 840 44995 384.87 246.35 0.64 381.37 0.585 H-F Stud 1.5 3.5 12 8.25 28.3 1425 8.13 0.9974 2857.8 1.60 1.00 1.1 1.05 1.15 675 405 800 1,200,000 1,366 508 840 449.95 384.87 271.43 0.71 271.03 0.500 H-F Stud 1.5 3.5 8 8.25 28.3 2355 8.13 0.9981 3986.7 1.60 1.00 1.1 1.05 1.15 675 405 800 1,200,000 1,388 506 840 449.95 384.87 299.05 0.78 150.69 0.394 SPF Stud 1.5 3.5 16 7.7083 26.4 1060 9.71 0.9971 2091.8 1.80 1.00 1.1 1,05 1.15 675 425 725 1,200,000 1,366 531 761.25 515.42 415.53 269.21 0.65 376.78 0.577 SPF Stud 1,5 3.5 16 9 30.9 700 8.48 0.9115 2091.5 1.60 1.00 1.1 1.05 1.15 875 425 725 1,200,000 1,386 531 781.25 378.09 328.30 177.78 0.54 447.52 0.618 SPF Stud 1.5 3.5 12 9 30.9 1125 8.48 0.9931 2789.1 1.60 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,368 531 781.25 378.09 328.30 214.29 0.85 335.84 0.557 SPF Stud 1.5 3.5 16 825 28.3 960 6.13 0.9970 2091.8 1.60 1.00 1.1 1.05 1.15 875 425 725 1,200,000 1,368 531 761.25 449.95 376.35 243.81 0.65 381.37 0.577 SPF Stud 1,5 3.5 12 825 28.3 1405 8.13 0.9952 2789.1 1.60 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,386 531 761.25 449.95 378.35 267.62 0.71 271.03 0.490 SPF Stud 1.5 3.5 8 8.25 28.3 2320 8.13 0.9958 4183.8 1.80 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,368 531 76125 449.95 376.35 294.60 0.78 180.69 0.383 H-F 02 1.5 5.5 18 7.7083 18.8 3132 9.71 0.3909 3132.4 1.60 1.00 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1430 1378.83 969.91 506.18 0.52 152.58 0.119 H-F M2 1.5 5.5 16 9 19.6 3132 8.48 0.5743 3132.4 1.60 1.00 1.3 1.10 1.15 550 405 1300 1,300,000 2,033 506 1430 1011.45 804.50 506.18 0.63 181.23 0.178 H-F 02 1.5 5.5 16 8.25 18.0 3132 5.13 0.4411 3132.4 1.60 1.00 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 508 1430 1203.70 899.13 508.18 0.56 146.34 0.124 SPF 02 1.5 5.5 16 7.7083 16.8. 3287 9.71 0.4327 3267.1 1.60 1.00 1.3 1.10 1.t5 875 425 1150 1,400,000 2,093 531 1285 1484.89 940.30 531.23 0.58 152.58 0.114 SPF 02 1.5 5.5 111 9 19.6 3287 6.48 0.6033 3287.1 1.80 1.00 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1265 1089.25 806.08 531.23 0.68 181.23 0.169 SPF 02 1.5 5.5 18 8.25 18.0 3287 8.13 0.4790 3287.1 1.60 1.00 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1265 1298.30 884.69 531.23 0.60 146.34 0.118 SPF Stud 1.5 3.5 16 14.57 50.0 70 8.48 0.9957 2091.8 1.60 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 781.25 144.26 138.14 17.78 0.13 968668 0.979 SPF 02 1.5 5.5 16 19 41.5 880 9.71 0.9941 3287.1 1.80 1.00 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1265 244.40 233.80 108.67 0.46 927.02 0.786 H-F 02 1.5 5.5 16 19 41.5 600 9.71 0.9921 3132.4 1.60 1.00 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1430 226.94 219.02 98.87 0.44 927.02 0.796 Page 1 D+L+W+,53 CT#14189-Betahny Creek Fans I LOAD CASE I (12-14) I (BASED ON ANSI/AFBPA NDS-1697) SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 Ke 1.00 Design Bucking Factor D+L+W+812 c 0.80(Constant)> Section 3.7.1.5 _ Cr KcE 0.30(Constant)> Section 3.7.1.5 CI(Fb) Cf(Fc) 1997 NOS Cb (Vales > Section 2.3.10 Bending Comp. Size Size Rep. _ Cd(Pb) Cb Cd(Fc) Eq.3.7-1 NDS 3.9.2 Maz.WaN duration duration factor factor use Stud Grade Width Depth Spadng Height Le/d Vert.Load Hor.Load 4.1.0 Load 0 PlataCd(Fb)Cd(Fc) Cf Cf Cr Fb Fc perp Fc E Fb' Fc perp' Fc• Fce F'c is fc/F'c fb fb/ In. in. in. 0. pit psf pif (Fb) (Fc) psi psi psi_ psi Psi psi psi psi pal psi pal Fb" -fN (1Fce) H-F Stud 1.5 3.5 16 7.7083 26.4 1095 9.71 0.9982 1993.4 1.80 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 508 966 515.42 441.22 278.10 0.63 376.78 0.599 H-F Stud 1.5 3.5 16 9 30.9 765 8.48 0.9986 1993.4 ' 1.80 1.15 1.1 1.05 1.15 675 ' 405 800 1,200,000 1,366 506 966 378.09 340.90 194.29 0.57 447.52 0.674 H-F Stud 1.5 3.5 12 9 30.9 1150 8.48 0.9969 2657.8 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,388 506 966 378.09 340,90 219.05 0.64 335.84 0.584 H-F Stud 1.5 3.5 16 8.25 28.3 985 8.13 0.9983 1993.4 1.80 1.15 1.1 1.05 1.15 875 405 800 1,200,000 1,366 508 966 449.95 395.22 250.16 0.63 361.37 0.598 H-F Stud 1.5 3.5 12 8.25 26.3 1445 6.13 0.9959 2657.8 1.80 1.15 1.1 1.05 1.15 875 405 600 1,200,000 1,386 506 986 449.95 395.22 275.24 0.70 271.03 0.511 H-F Stud 1.5 3.5 8 825 28.3 2390 8.13 0.9960 3986.7 1.80 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 986 449.95 395.22 303.49 0.77 180.69 0.408 SPF Stud 1.5 3.5 18 7.7083 26.4 1080 9.71 0.9935 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000. 1,386 531 875.438 515.42 431.52 274.29 0.64 376.78 0.589 SPF Stud 1.5 3.5 18 9 30.9 780 8.48 0.9988 2091.5 1.60 1.15 1.1 1.05 1.15 875 425 725 1,200,000 1,368 531 875.438 378.09 336.17 193.02 0.57 447.52 0.869 SPF Stud 1.5 3.5 12 9 30.9 1140 8.48 0.9944 2789.1 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 378.09 338.17 217.14 0.65 335.84 0.577 SPF Stud 1.5 3.5 18 8.25 26.3 975 8.13 0.9952 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,368 531 875.438 449.95 388.13 247.62 0.64 381.37 0.588 SPF Stud 1.5 3.5 12 8.25 28.3 1430 8.13 0.9952 2789.1 _ 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,388 531 875.438 449.95 388.13 272.38 0.70 271.03 0.503 SPF Stud 1.5 3.5 8 8.25 28.3 2360 8.13 0.9922 4183.8 1.80 1.15 1.1 1.05 1.15 875 425 725 1,200,000 1,386 531 875.438 449.95 388.13 299.68 0.77 180.89 0.398 H-F#2 1.5 5.5 16 7.7083 16.8 3132 9.71 0.3593 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1844.5 1378.83 1031.58 506.18 0.49 152.58 0.119 H-F#2 1.5 5.5 18 9 19.6 3132 8.48 0.5437 3132.4 1.80 1.15 1.3 1.10 1.15 850 405 '1300 1,300,000 2,033 506 1844.5 1011.45 837.57 506.18 0.80 181.23 0.178 H-F#2 1.5 5.5 18 8.25 18.0 3132 8.13, 0.4100 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 508 1844.5 1203.70 948.77 506.18 0.53 146.34 0.124 SPF#2 1.5 5.5 18 7.7083 16.8 3287 9.71 0.3872 3287.1 1.80 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1484.88 1015.45 531.23 0.52 152.58 0.114 SPF#2 1.5 5.5 18 9 19.6 3287 8.46 0.5595 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 '1150 1,400,000 2,093 531 1454.75 1089.25 850.16 531.23 0.82 181.23 0.169 SPF#2 1.5 5.5 18 8.25 18.0 3287 8.13 0.4342 3287.1 1.80 1.15 1,3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1296.30 945.38 531.23 0.56 148.34 0.118 SPF Stud 1.5 3.5 18 14.57 50.0 70 8.46 0.9955 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 144.26 139.02 17.78 0.13#0#414#1 0.979 SPF#2 1.5 5.5 16 19 41.5 680 9.71 0.9914 3287.1 1.80 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 244.40 235.32 108.87 0.45 927.02 0.786 H-F#2 1.5 5.5 16 19 41.5 800 9.71 0.9901 3132.4 1.60 1.15 1.3 1.10 1.15 950 405 1300 1,300,000 2,033 506 1644.5 228.94 220.14 96.97 0.44 927.02 0.796 Page 1 D+L+S+.5W CT#14189-Betahny Creek Falls I LOAD CASE I (12-15) I (BASED ON ANSI/AF&PA NDS-1997) SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 Ke 1.00 Design Buckling Factor D+L+11+W/2 c 0.80(Constant)> Section 3.7.1.5 Cr KcE 0.30(Constant)> Section 3.7.1.5 Cf(Fb) Cf(Fc) 1997 NOS Cb (Varies). > Section 2.3.10 Bending Comp. Size Size Rep. Cd(Fb) Cb Cd(Fe) Eq.3.7-1 NDS 3.9.2 Max.Wa9 duration duration factor factor use Stud Grade tMdth Depth Spacing Height La/d Vert.Load,Hor.Load o.1.0 Load®Plate Cd(Fbl Cd(Fc) Cf Cf Cr Fb Fe perp Fe E Pb' Fc perp' Fc' Fee Pc fc k/F'c fb ib/ in. In. In. ft. plf Pal p6 (Fb) (Fe) psi Psi Psi Psi Psi Psi Psi Psi Psi Psi pal Fb"(1-feNce) H-F Stud 1.5 3.5 18 7.7053 28.4 1335 4,655 0.9935 1993.4 1.60 1.15 1.1 1.05 115 875 405 800 1,200,000 1,366 506 968 515.42 441.22 339.05 0.77 188.39 0.403 H-F Stud 1.5 3.5 16 9 30.9 970 4.23 0.9923 1993.4 1.80 1.15 1.1 1.05 1.15 875 405 800 1,200,000 1,306 506 966 378.09 340.90 246.35 0.72 223.78 0.470 H-F Stud 1.5 3.5 12 9 30.9 1380 4.23 0.9978 2657.8 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,386 506 986 378.09 340.90 262.86 0.77 107.82 0.403 H-F Stud 1.5 3.5 16 8.25 28.3 1195 4.065 0.9980 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,386 506 968 449.95 395.22 303.49 0.77 180.69 0.406 H-F Stud 1.5 3.5 12 8.25 25.3 1880 4.065 0.9990 2657.8 1.60 1.15 1.1 1.05 1.15 875 405 800 1,200,000 1,366 506 968 449.95 395.22 320.00 0.81 135.51 0.343 H-F Stud 1.5 3.5 8 8.25 28.3 2885 4.065 0.9999 3986.7 1.60 1.15 1.1 1.05 1.15 875 . 405 800 1,200,000 1,366 508 988 449.95 395.22 335.41 0.56 90.34 0.287 SPF Stud 1.5 3.5 18 7.7083 26.4 1315 4.855 0.9907 2091.6 1.60 1.15 1.1 1.05 1.15 875 425 725 1,200,000 1,366 531 875.438 515.42 431.52 333.97 0.77 188.39 0.392 SPF Stud 1.5 3.5 16 9 30.9 965 4.23 0.9970 2091.5 1.60 1.15 1.1 1.05 1.15 875 425 725 1,200,000 1,366 531 575.438 378.09 338.17 245.08 0.73 223.78 0.466 SPF Stud 1.5 3.5 12 9 30.9 1370 4.23 0.9990 27891 1.80 1.15 1.1 1.05 115 875 425 725 1,200,000 1,368 531 875.438 378.09 338.17 280.95 0.75 167.82 0.396 SPF Stud 1.5 3.5 18 8.25 28.3 1180 4.065 0.9922 2091.8 1.80 ' 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 299.88 0.77 150.89 0.398 SPF Stud 1.5 3.5 12 8.25 25.3 1880 4.085 0.9973 2789.1 1.80 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,368 531 875.438 449.95 388.13 316.19 0.81 135.51 0.334 SPF Stud 1.5 3.5 8 8.25 28.3 2630 4.065 0.9969 4183.8 1.60 1.15 1.1 1.05 1.15 875 425 725 1,200,000 1,366 531 875.438 449.95 388.13 333.97 0.88 90.34 0.257 H-F92 1.5 5.5 18 7.7083 16.8 3132 4.555 0.3001 3132.4 1.80 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1378.83 1031.55 506.18 0.49 76.29 0.059 H-F 02 1.5 5.5 18 9 19.8 3132 4.23 0.4544 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1011.45 837.57 506.18 0.60 90.61 0.089 H-F 62 1.5 5.5 16 8.25 18.0 3132 4.065 0.3479 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1844.5 1203.70 946.77 506.18 0.53 73.17 0.062 SPF 92 1.5 5.5 18 7.7083 16.6 3287 4.855 0.3304 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1484.89 1015.45 531.23 0.52 76.29 0.057 SPF*2 1.5 5.5 16 9 19.6 3287 4.23 0.4750 3287.1 1.80 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1089.25 850.16 531.23 0.62 90.61 0.085 SPF 02 1.5 5.5 16 8.25 18.0 3287 4.065 0.3750 3287.1 1.80 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1296.30 945.38 531.23 0.56 73.17 0.059 SPF Stud 1.5 3.5 16 14.57 50.0 255 4.23 0.9959 2091.8 1.80 1.15 1.1 1.05 1.15 875 425 725 1,200,000 1,388 531 875.438 144.26 139.02 84.76 0.47 508.43 0.779 SPF#2 1.5 5.5 18 19 41.5 935 4.855 0.9925 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 244.40 235.32 151.11 0.84 483.51 0.560 H-F 02 1,5 5.5 18 19 41.5 865 4,855 0.9970 3132.4 1,60 1.15 1.3 1,10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 226.94 220.14 139.80 0.84 463.51 0.594 Pagel D+L+S+,7E CT#14189-Betahny Creak Falls I LOAD CASE I (12.18) I (BASED ON ANSI/AFBPA NDS-1997) SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 Ks 1.00 Design Buck5n,Factor D+L+8+El1.4 1 e 0.80(Constant)> Section 3.7.1.5 - - Cr KcE 0.30(Constant)> Section 3.7.1.5 _ Cf(Pb) Cf(Fe) 1997 NOS Cb (Vales) > Section 2.3.10 Bending Comp. Size Size Rep. Cd(Fb) Cb Cd(Fc) Eq.3.7-1 NDS 3.9.2 Max.Well duration duration factor factor use Stud Grade Width Depth Spadng Height Le/d Vert.Load Hor.Load x.1.0 Load 6 Plate Cd(Fb)Cd(Fc) Cf Cf Cr Fb Fc perp Fc E Fb' Fe perp' Fc• Fee Pc Ic fe/F'e tb Po/ In. In. In. S. 181 Pe pl1 _ (Fb) (Fc) psi pet psi psi psi psi psi psi psi psi psi Fit11-faFce) H-F Stud 1.5 3.5 16 7.7083 26.4 1415 3.57 0.9963 1993.4 1.60 1.15_ 1.1 1.05 1.15 875 405 800 1,200,000 1,368 506 966 515.42 441.22 359.37 0.81 138.53 0.335 H-F Stud 1.5 3.5 16 9 30.9 1010 3.57 0.9960 1993.4 1.80 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,388 506 968 378.09 340.90 258.51 0.75 188.85 0.430 H-F Stud 1.5 3.5 12 9 30.9 1420 3.57 0.9937 2657.8 1.80 - 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,368 506 966 378.09 340.90 270.48 0.79 141.83 0.384 H-F Stud 1.5 3.5 16 8.25 28.3 1225 3.57 0.8961 1993.4 1.60 1,15_ 1.1 1.05 1.15 875 405 800 1,200,000 1,366 506 968 449.95 395.22 311.11 0.79 158.68 0.376 H-F Stud 1.5 3.5 12 8.25 26.3 1710 3.57 0.9947 - 2657.8 - 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,368 506 966 449.95 395.22 325.71 0.82 119.01 0.315 H-F Stud 1.5 3.5 8 8.25 28.3 2700 3.57 0.9966 3988.7 1.60 1.15 1.1 1.05 1.15 875 405 800 1,200,000 1,388 508 986 449.95 395.22 342.86 0.87 79.34 0.244 SPF Stud 1.5 3.5 18 7.7083 28.4 1395 3.57 0.9984 2091.8 1.60 1.15 -1.1 1.05 1.15 875 425 725 1,200,000 1,368 531 875.438 515.42 431.52 354.29 0.82 138.53 0.324 SPF Stud 16 3.5 18 9 30.9 1000 3.57 0.9918 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,388 531 875.438 378.09 336.17 253.97 0.76 188.85 0.421 OFF Stud 1.5 3.5 12 9 30.9 1410 3.57 0.9982 2789.1 1.60 1.15 1.1 -1.05 1.15 675 425 725 1,200,000 1,386 531 875.438 378.09 338.17 288.57 0.80 141.83 0.358 SPF Stud 1.5 3.5 16 8.25 28.3 1210 3.57 0.9932 2091.8 1.60 1.15 1,1 1.05 1.15 675 425 725 1,200,000 1,368 531 875.438 449.95 388.13 307.30 0.79 158.68 0.386 SPF Stud 1.5 3.5 12 8.25 28.3 1890 3.57 0.9940 2789.1 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,368 531 875.438 449.95 388.13 321.90 0.83 119.01 0.306 SPF Stud 1.5 3.5 8 8.25 28.3 2670 3.57 0.9987 4183.6 1.60 1.15 1.1 1.05_1.15 675 425 725 1,200,000 1,368 531 875.438 449.95 388.13 339.05 0.87 79.34 0.236 H-F#2 1.5 5.5 16 7.7083 18.8 3132 3.57 0.2844 3132.4 - 1.60 _1.15 1.3'1.10 1.15- 850 405 1300 1,300,000 2,033 508 1844.5 1378.83 1031.58 508.18 0.49 56.10 0.044 H-F 92 1.5 5.5 18 9 19.6 3132 3.57 0.4405 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300_1,300,000 2,033 508 1844.5 1011.45 837.57 508.18 0.80 78.47 0.075 H-F 92 1.5 5.5 16 8.25 18.0 3132 3.57 0.3404 3132.4 1.60 , 1.15 ,1.3 1.10 1.15 850 405 1300 1,300,000 2,033 , 506 1844.5 1203.70 946.77 506.18 0.53 84.26 0.055 SPF#2 1.5 5.5 16 7.7083 16.8 3287 3.57 0.3154 3287.1 1.80 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1484.89 1015.45 531.23 0.52 56.10 0.042 SPF 02 1.5 5.5 18 9 19,8_ 3287 3.57 0.4618 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1089.25 850.16 531.23 0.62 78.47 0.071 SPF#2 1.5 5.5 16 8.25 18.0 3287 3.57 0.3678 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1298.30 945.38 531.23 0.56 64.26 0.052 SPF Stud 1.5 3.5 18 14.57 50.0 285 3.57 0.9981 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 -1,200,000 1,368 531 875.438 144.26 139.02 72.38 0.52 494.93 0.727 SPF#2 1.5 5.5 16 19 41.5 1020 3.57 0.9910 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 244.40 235.32 164.85 0.70 340.83 0.500 H-F#2 1.5 5.5 18 19 41.5 945 3.57 0.9939 3132.4 1.60 1.15 1.3 1,10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 228.94 220.14 152.73 0.89 340.83 0.513 Page 1 iristaujOus 9/00,00-140 . • *el' . .4y4 r • , sl , (44 ...... •txzt 061 , . i . 1 SIC '"::‘ - . , 1 '.4 son -:..... 52P510.14.z 4. oil, -...4 , . silstrt: ) ) 'Pfr4v. 2\-Ct t 4(--- 05 a otto ..r. 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Seattle,WA 11�Ny�C,. �(}'�;� /� + 98109 ProjecLIRt: � "S LL_ 7 '�I4 - ,D r ® C, Date: 9422.1. O O . ` (206)285-4512 9-190.. O 8 IpS 5i'YJs FAX: Client: 2012 ��\ � Page Number: (206)285-0618 p I V --r • + .r 'c V�WV I I _"T(t '7:Y'Y�E7 ? ' i •L :..1. r }_- i ._ _' -i--•i--7- -1--I t _1 '---I 1 i--_ I(_i- f.. - ;: '- y I ± _, per .. ) ; . > 1 T Lam{ i I • • ] . ' ! I - • - t i ( 11 •i I i A. t! 1 + lE • v Lit 24� �� i ' — f. . . . , , , , , ; i ; , , .76.ts_..,,..; _.....1..4_,,,,,. ._ .._.,_. ..._,,_._1.__.;,.1....i..:. _,; , , ,:.... , . . ; , , .. ,.; ,......,,..,(....„,,,,,.: : i.____,__,..„. , ,. ,--7 1 •i, "rj 4c,t d'-'1 1 i Jr, e I- ; : • , ; ; , . - 3' - i 0� _l i + - m.} • - I�. �,__ f t � 12 i • '`I i --- - - - --i- ---- . _ • ' ._— yF. , !! T � ii - y • • - ' i_- -, e "' �t �1�� ti- r---J- t F V s•�+hM1Y i i�`+' 1 1._ _ �1 • Fiz l.. I - .. .. I _5.. i Zi �r SOI 1 1,_._:._ _• 1 . p i 1 _L _ 4-. ;-._ .1. ..- - ..- -2- _-i - I~ _ - + 1 ....., Y_-T. i 4)1 . i • alp. & (9 1. • :� 4?4- r'1 • i i 2 I , i .i I �� _ • { µ r ' 3(p ` r - i• , 7 5z all ,, , , _ . 4 �1 -- ' I ' i i j 1, 1 , I i, -1.,----1---1-,,-4•]_ 1 t, X ._ 1r , • F_v_. i"-'--1... r !.- t'-'4"-ti.., • I !-I 4.',$' 1' �. • 1"._1 l' I j-�- ' i ' i -- /� i r _ _i,....,,,__! i �---4-1--..— d ,__i t s T, -j-o.71 I f , i. ?...:„..F_,......,_ ,— _ -- mos , LLQ ; y Y 1Rtl�l�J+ki. •, i t—p i �• P' ( -- ----; 4 iri � • I. -' '..J -.�_-'I __ - - Structural Engineers4,ee_ ! { ✓f ' 1' `a Design Maps Summary Report Page 1 of 1 Design Maps Summary Report User—Specified Input Building Code Reference Document 2012 International Building Code (which utilizes USGS hazard data available in 2008) Site Coordinates 45.43123°N, 122.77149°W Site Soil Classification Site Class D —"Stiff Soil" Risk Category I/II/III I x' rOIEC TiEiln '" 1,q-,,,:4$,!,,,, t,,,30,,,,-;„--e-.;,t,.; ' s s a = 4:moi "6E ,S`�u .k ''nom , t' i IT ,Mt, ',:''''V,• . p-f-,,,-,,',:.5.-,,ik' 'F '�' W gr a ,sa i t S>C �, 1' ii,, ,.„.,,,,,,,u", ` ti: & ; e,O egos 4 q DI it1/4-i4,0:*:,:p;:zatit:,:vvylite x. • 41,Lp#10,44,. ;,°•t ''':'' I t '- .a i 44ip:, qty f¢o + , es ;tr.. # . m 1 F , USGS—Provided Output S:= 0.972 g SMs= 1.080 g S°s = 0.720 g Sl = 0.423 g S„1 = 0.667 g So, = 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. MCE5 ResponseSpectrum DesignResponse Spectrum aes x.1A e O012M 0,02 acc all ai. 0.tt '7i ts. 032 044 o a4 0.22 lug 011 o 044)6.00 0-000 0.20 0. 0 1.1* L20 1.0a L40 Ltd 0.00o 0.#tt 0 4t! 0 ii4 1.Gd! i 2.t4# 0.40 1.00 1 period. Time/ P�'f(sem oo Although this information is a product of the U.S.Geological Suryey,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/designrnaps/us/summary.php?template=mjnimal&latjt... 9/14/2015 2012 IBC SEISMIC OVERVIEW SHEET TITLE: 2012 IBC SEISMIC OVERVIEW CT PROJECT#: GT#14253.Pian 2613- Step# 2012 IBC ASCE 7-10 1. RISK CATEGORY TYPE=gptlikie0iiiiiR Table 1604.5 Table 1.5-1 OCCUPANCY CATEGORY _..........._..__....................._...... 2. IMPORTANCE FACTOR IE=111:.,:gq-algpitnSection 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=*riejgagag N Longitude=VarieiKigqii W http://earthquake.usos.gov/research/hazmaps/ http://geohazards.usgs.gov/desiq nmaps/us/application.oho 6. Site Coefficient(short period) Fa 106 Figure 1613.3.3(1) Table 11.4-1 7. Site Coefficient(1.0 second) Fv=!I;S:040VERiviii Figure 1613.3.3(2) Table 11.4-2 SMS=Fa*Ss SMS= 1.17 EQ 16-37 EQ 11.4-1 SM1=Fv*Si SM1= 0.75 EQ 16-38 EQ 11.4-2 SDs=2/3*SMs Sips= 0.78 EQ 16-39 EQ 11.4-3 Spy=2/3*SM1 Spy= 0.50 EQ 16-40 EQ 11.4-4 8. Seismic Design Category 0.2s SDC =tfaimmilmign Table 1613.3.5(1) Table 11.6-1 9. Seismic Design Category 1.0s SDC1=f:IWifingalaig Table 1613.3.5(2) Table 11.6-2 10. Seismic Design Category SDC D Max. Max. 11. Wood structural panels„ ., - N/A Table 122-1 12. Response Modification Coef. R 6 6; N/A Table 12.2-1 13. Overstrength Factor 00 33 N/A Table 122-1 14. Deflection Amplification Factor CD= 44N/A Table 122-1 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 Iptiolowotf000llega - 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 Sps= 0.78 h„ = 18.00(ft) SD1= 0.50 X = . 0/5 ASCE 7-05(Table 12.8-2) R= 6.5 C,= 0.020 ASCE 7-05(Table 12.8-2) IE= 1.0 T= 0.175 ASCE 7-05(EQ 12.8-7) S1= 0.50 k= 1'ASCE 7-05(Section 12.8.3) T�= 6 ASCE 7-05(Section 11.4.5:Figure 22-15) Cs=SDs/(RAE) 0.120 W ASCE 7-05(EQ 12.8-2) Cs=SD,/(T*(R/IE)) (for T<TL) 0.440 W ASCE 7-05(EQ 12.8-3)(MAX.) Cs=(S01*TO/(TZ*(R/IE)) (for T>TL) 0.000 W ASCE 7-05(EQ 12.8-4)(MAX.) Cs=0.01 0.010 W ASCE 7-05(EQ 12.8-5)(MIN.) Cs=(0.5 S1)/(R/IE) 0.038 W ASCE 7-05(EQ 12.8-6)(MIN.if S,>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 w, *h,k DESIGN SUM LEVEL Height (ft) hi (ft) (sgft) (ksf) (kips) (kips) Ew, *h,k Vi DESIGN Vi Roof - ;18.00 18.00 " 1280•, 0.022 28.16 506.9 0.58 3.21 3.21 2nd - 8.00 10.001 10.00 1310 ., 0.028 36.68 366.8 0.42 2.33 5.54 ..._..::._..._.: 1st(base) 10.00 0.00 SUM= 64.8 873.7 1.00 5.54 E=V= 7.75(LRFD) E/1.4= 5.54(ASD) DIAPHRAGM FORCES PER ASCE 7-10 SECTION 12.10.1.1 (EQ 12.10-1) Design Fp, = DIAPHR. F, E F, w, E w, F,,,= EF,*w pc 0.4*SDs*IE*WP 0.2*SDs*IE*Wp LEVEL (kips) (kips) (kips) (kips) (kips) Ew, Max.Fp, 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 N-S E-W F-B SS 2012 IBC ASCE 7-10 Ridge Elevation(ft)_ 1 30 00 30.00';ft. Roof Plate Ht.- 18.00 18.00 Roof Mean Ht.= 24.00 24.00 ft. - - Building Width 26 0 i 56.Qft. V Wt. WInd Speed 3s.o o,,.,= 130 120;mph Figure 1609 Fig. 26.5-1Athru C V asd. Wind Speed 3 s..,clod € [ mph (EQ16-33) P �w Wc., P Exposure B B> iw 1.6 1:0 N/A N/A Roof Type Gable, „Gable- P830A29z6 pal Figure 28.6-1 P030 B i 4 6 4 6 pet Figure 28.6-1 Pe3oc 20 7 20;7;.pet Figure 28.6-1 Pan 0 4 7 4.7 psi Figure 28.6-1 Figure 28.6-1 Ke 100 100; Section 26.8 windward/lee.'i i 00 1 00(Single Family Homs) •KA•I : 1 1 Ps=X*Kzt'I*p.o= (Eq.28.6-1) Pas= 28.60 28.80 psf (LRFD) (Eq.28.6-1) psa= 4.80 4.80 psf(LRFD) (Eq.28.8-1) Ps c= 20.70 20.70 psf(LRFD) (Eq.28.6-1) Pap= 4.70 4.70 psf(LRFD) (Eq.28.6-1) PB A.nd C.v.r.g.= 24.7 24.7 psf (LRFD) PB B and memo 4.7 4.7 psf(LRFD) a= 3 3 Figure 28.6-1 2a= 6 6 width-2*2a= 14 44 MAIN WIND-ASCE 7-10 CHAPTER 28 PART 2 Areas(N-S) Areas(E-W) (N-S) (E-W) Wind(N-S)(LRFD) Wind(E-W) (LRFD) width factor roof-> 1 00 •1400; 0.89: 0.99. 18 psf min. 16 psf min. width factor 2nd--> 1.00! D 691; wind(LRFD)wind(LRFD) DIAPHR. Story Elevation Height AA AB Ac AD AA Aa AC Ao per 28.4.4 per 28.4.4 WIND SUM WIND SUM LEVEL Height (ft) hi(ft) h(ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) Vi(N-S) V(N-S) Vi(E-W) V(E-W) 30.00 12.0 0 144 0 168 0 128.2 0 469.9 Roof - 18.00 18.00 4.0 48 0 58 0 48 0 158.6 0 6.7 12.8 3.98 3.98 7.41 7.41 2nd 8.00 10.00 10.00 9.0 108 0 126 0 108 0 396 0 3.7 8.1 5.70 9.68 11.29 18.70 1st(base) 10.00 0.00 0.00 0 0.00 0.00 AF= 650 AF= 1307 10.4 20.9 V(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 9: CT#14253:Plan 2613 SEE SEAW RAPID SOLUTION SPREADSHEET AND INSERT VALUES BELOW MAIN WIND-7-10 CHAPTER 28 PART 1 Wind(N-S) Wind(E-W) Min/Part 2(Max.) Min/Method 1(Max.) Wind(N-S)(LRFD) Wind(E-W)(LRFD) DIAPHR. Story Elevation Height DESIGN SUM DESIGN SUM DESIGN SUM DESIGN SUM LEVEL Height (ft) hi(ft) Vi(N-S) V(N-S) Vi(E-VV) V(E-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(nap 10.40 V(ev)= 20.91 kips kips kips(LRFD) kips(LRFD) DESIGN WIND-MinJPart 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(NS) 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(na)= 10.40 V(e-w)= 20.91 V(nap 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 tsheattun9= 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 salowable V wind V wallowable (15/32"values per (SDPWS-2008) modify per S.G. (SDPWS-2008) modify per S.G. footnote 2) (divide by 2.0 FOS) (divide by 2.0 FOS) (for ASD) (for ASD) _I 0 1 0 1 P6TN :...:. 150;: 150 150; 150 P6 520', 242 730 339 P4 760 353 1065.; 495 P3 ;,984' 456 1370`. 637 P2 1280' 595 '1790 832 2P4 15201 707 2150; 990 2P3 1960' 911 2740; 1274 2P2 2560; 1190 3580:; 1665 N.G. 10000 4650 10000 4650 GYPSUM THICKNESS tsheathinp= 1/2 NAIL SIZE nail size= 1 1/4 long No 6 Type S tical 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 •,{I-,es .n-,z .5{z-,41 Z{4-,z .z,{s-s ?4L-s r .t,fI .L -- •► r 4�4-.01 �- aSSr.. 3N, .4iS-,e # -•1 Gowzr irc rJ OC aI _ •Iall T d V S I 0 to LJ > o �w N oma © �� (�"° J a *' e m _ m m �I j, o c I11 1k'w i < < �� kt>(0 i 1 N , F _ A 'L:g•'< ' Mil k arm'll , 1 it of 4, c :Gtr " l\�■II�%�� CCM,, u. . r� § o N ©� h / "' tii{'L-.4 AN,, 30._.. v, .i E ,v> AWN 9- I o 4D 0 —sl o 1H! J ,� c I C I �a ul <1 CO To, 4397 ,j 1 ofnin 1... CO rz, le ^'W^' j t n c Z ��BZ I v v SS3tl03 a 53N0 < 4 9S 0-4 0-S 111, 7_ •_ I j j 0 .e-.0 .9-S .9{Z-.S .L-,S .6-,I; Z,{z-,ZI ' .0L-,11 .S-,Z .Z-.L .Z401-,Z .S(6-,01 Zy{ll-,C! r Z5{0-,64 • 22-0- 10'-0" 12'-0" _ ROOF ABOVE j •——1 II --r--. . 16-0 7-0 OH ® -- Gar t Gar ABM, REMOVED 2x8 FRAMING FOR Q ELEC. PANEL L- FLOOR ABOVE-7 I _J en ! Garage 3'_11 ' WALL FINISH: Y4'GWB BOLLARD N CEILING FINISH 4f" TYPE X'GWB FIRE-TAPE ALL GWB WRAP BEAMS BELOW CEILING LE H . t-4 INSULATE FLOOR ABOVE. XI 43 42"x12" WOOD TREAD MAX.RISER 7" PLATFORM 19-0. V-I(ADD MORE STEPS AS REQUIRED PER +18 A.F.F. I _—, 0 SITE CONDITION) o'c' 4__-1,4__-1,{---- a 1e'-0Y2- GUARD RAIL WITHBTHIGH / - -m 2 2x4 CURBTAT ABOVE N \ D2 TOP AT+36"ABOVE NOSING Rear Kit/F- "4 • 4 4 , Patio - --€ .99[ € t 3.-94-11111111117 I ar 1 All 131 :::::.::.:':::..:.:.::.!.:i:.:..V77,:..:.::::::::::R.:1:1:::.:-I m UP 1\ I I 2 .1 i k . ...__ mit(-0- Y-7Y2 3'-10' 2'-6" r I • 1 I I I®•, D2 e I 18"x24"CRAWL 1 ' e SPACE ACCESS 1.'• Kitchen e 0 2x4 35"HIGH -'�3 I a _oT PONY WALL-•. .1I = m e n ' t e t oI Dining11 © © °` �, C nI 7j I D I) I I • w m - -, INSULATE FLOOR 1^ 5, OVER CRAWL SPACE e'-7}4 1 4I n ' o COUNTERTOP — a OVER STANDARD •' • e BASE CABINET I m ... I t +__A Il o IcillI h a I UL APPROVED 36"WIDE FLUSH�BEAM]; ` FACTORY-BUILT DIRECT •� t ® �1� VENT GAS FIREPLACE 6x6 POST 2-7 t•� W/GWB FINISH Entry e o " o ® -II? ^ Y = � 11 6 Living 2x6 39-HIGH Ill .' ' 1.'.1 1 N ■1 AS AP't' LE II WALL W/FINISH I • PER SITE - ] TRIM AT TOP W I CONDI,015 - lgi o SAFETY I I o x•.11- 12" TILE •—•■!� tp • • m I `"' HEARTH t A 76 -10 Ftp_ �1-6,3-1 I i �-- ar 20 of m 2_pY4j 2_g }2•_:. •}2-0 3 . n AIO ', Front 7.r, t 1 ♦ % - • 2 6 0 SH 2-6,5-0 A-- 5-0 F 2,• 5-0 3'-974 j 3.-0" 4 3'-0" ./ S-0" j 3'-941 Porch -m i I • 20 -, t-t - 41 9'-0. ♦'! IU-7�" DNS PLAN 7A FIRST FLOOR First Floor 1/4--l'-0' ENGLISH REVIVAL Second Floor Total SF SHEET TITLE: LATERAL N-S(front to back-up/down) CT PROJECT#: CT#14189:PIan7A Diaph.Level: Roof __.._.......... Panel Height 8 ft. Seismic V I- 3.08 kips Design Wind N-S V I- 5.16 kips Max,aspect= 3.5 SDPWS Table 4.3.4 Sum Seismic V I e 3.08 kips Sum Wind N-S V I• 5.16 kips Min.Lwall= 2.29 ft. (0.6-0.14Sds)D+0.7 p Qe 0.6D+W per SDPWS-2008 pt.= 1.00 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wnd Wnd Wind Max. Wall ID T.A. Lwali LOL eff. C 0 w di V level V abv.V level V abv. 2w/h v i Type Type vi OTM Row Unet U. ON ROTM Unet Usum Usum HD (sqft) (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* 25611.0 11.0 1.00 0.15. ' 1.03 0.00 0.62 0.00 1.00 1.00 56 P6TN P6TN 94 4.92 4.56 0.03 0.03 8.25 5.45 0.27 0.27 0.27 Ext " left 2 0, 0.0 " 0.0 1.00 :0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - , 0 "0.0 0.0" •1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext left 3** 0 0.0 0,0 1.00' 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - " 0 0,0 0.0 ;"1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. left4 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 0.08 0.06 0.06 - - 0 0.0 .0.0,', 1.00 , 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0• 0.0 ': 0.0 1.00" 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0'; 0.0 1.00: 10.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 ' "0.0"" 0,0" 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext rightl•* 640 43.0 43.0 0.95 0.15 2.58 0.00 1.54 0.00 1,00 1.00 38 P6TN P6TN 63 12.30 69.73 -1.36 -1.36 20.62 83.21 -1.48 -1.48 0.50 pert Ext. right2 0 " 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0, "0.0 0.0"• 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. rght3** 0" 0.0 ° 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 . •- 0. 0.0 • 0.0 1.00""0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext right4" 0•; 0.0 " ;0.0, 1.00, 0.00' 0,00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0. 0.0 0.0 "1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext.• right5 " "0• 0.0 '.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 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 '0 0 1,00 . 0.00', 0.00 0.00 0.00 0.00 1,00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 '"0 0 >1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 '0.0' 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 ., 0.0 0.0 1.00' 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 .-,0.0 0.0 1,00 -'0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - . " 0 0.0 . "0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0,00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0" 0.0 •i0.0"" 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ' 0 .•0.0" ":0.0 1.00 " 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1280 70.0 87.9=L eff. 5.16 0.00 3.08 0.00 EV,„„d 5.16 EVEQ 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 Leel w dlv= 150 pR V eq 870.Q pounds V1 eq= 478.5 pounds V3 eq= 152.3 pounds V5 eq= 239.3 pounds V w .;'1450.0` pounds V1 w= 797.5 pounds V3 w= 253.8 pounds V5 w= 398.8 pounds vhdreq= 31.6 p# •HI head=A vhdr= 52.7 p11 143.5 ,...H5 fhead= .riZii.1 '` 'v Fdragl eq=43.5 Fdrag2 eq= 13.8 Fdrag5 eq=27.7 Fdrag6 eq= .1 /� Fdrdgl w= 5 Fdragl 23.1 Fdrag5 w= =.1 Fdrag•w=72.5 A H1 pier= vi eq= 43.5 pll v3 eq= 43.5 pB v5 eq= 43.5 H5 pier 4.0 _, v1 w= 725 pd v3 w= 725 pB v5w= 72.51, 40 .T„ feet feet H total= 2w/h= 1 2w/h= 1 2w/h= 1 8.0 y Fdrag3= . Fd - 13.8 feet A Fdragl w= 2.5 Fdragl w=23.1 Fdrag7eq= .7 Fdrag.-• 43.5 v P6TN E.Q. Fdrag7w=46.1 Fdrag8w=72.5 A P6TN WIND v sill eq= 31.6 pH H1siiU= (0.6-0.14Sds)D 0.60 vat w= 527pfl H5 sip= . -3.0s. EQ Wind 3.0 _....feet .....' OTM 6960.0 11600.0 feet R OTM 25310 30628 y UPLIFT -741 -769 - - Up above 0 0 Up Sum -741 -769 H/L Ratios: L1= :Ell 41 L2= 25 L3=.. . 3�5 1-4=.1,.'::!0::'-q,, 5:0 L5=, 5;5 HtotaUL= 0.29 Hpier/L1= 0.36 Hpier/L3= 1.14 L total= 27.5 feet Hpier/L5= 0.73 0.90;I.reduction 4 SHEET TITLE: LATERAL N-S(front to back-up/down) CT PROJECT#: CT#14189:PIan7A Diaph.Level: 2nd .................. Panel Height= 9 ft. Seismic V I n 2.23 kips Design Wind N-S V I= 2.25 kips Max.aspect= 3.5 SDPWS Table 4.3.4 Sum Seismic V 1- 5.30 kips Sum Wind N-S Via 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 EQ. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LDL eft. C 0 w dl V level V abv,V level V abv. 2w/h vi Type Type vi OTM RoTM Unet Usum OTM ROTM Unet Usum Usum HD (sqft) (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* ' 0 0.0 0.0 1.00 '0.00 0.00 0.00 0,00 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 0i ,z,:31,0 0 0 , 0.0 , 1.00 0.00 0,00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 : 0.0 1.00 0.00 0.00 0.00 0.00 0,00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1,00 0.00' : 0,00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0, 0.0- 0.0 1.00 0.00: 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext.'right1** 660 53.0 53,0 0.91 0.15; 1.12 2,58 1,11 1.54 1,00 1.00 55 P6TN P6TN 77 23.86 ##### -1.57 -2.92 33.31 ##### -1.78 -3.26 1.20 pert Ext. right2 0: ,0.0 0.0 , 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0- - : 0 0 0 0, 1.00 0.00 0.00 0.00 0,00 0,00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. MM."' 0 0,0 ;0.0 1.00• 0,00; 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 :. 0.0-= 1,00 0.00: 0.00 0.00 0.00 0.00 1.00 0.00 0--- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext right4 0 0.0 0.0 `1.00. 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - -; 0 0.0 0.0 '1.00';0,00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext right5 0; 0.0 0.0 1.00 '0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 i 0.0 0.0 1.00 • 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1,00 0.00 0-- .- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0, 0.0 ,1.00' 0.00 0.00 0,00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 0 0. :1.00 „0.00; 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0' 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.000--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 • 0 0 0 0 1.00 0.00; 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 ;0.0' 1.00 0.00 0.00 0.00 0.00 0.00 1,00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00; 0.00 0.00 0.00 0.00 1,00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0,0 1.00 0.00 0.00 0,00 0,00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 -1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 ;-:0.0 ,1.00"' 0.00 0.00 0,00 0.00 0.00 1.00 0.00 0--- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 .i 0.0 - 1.00 0,00 0,00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1320 74,5 69.7=L eff. 2.25 5.16 2.23 3.08 1.00 EVsind 7.40 EVE0 5.30 Notes: * denotes with shear transfer . ** denotes perferated shear wall ISB denotes ISB Shear Panel SHEET TITLE: ;LATERAL E W(eide to sido-left/right) CT PROJECT#: CT#14189:PIan7A Diaph.Level: Roof Panel Height.04061ft. Seismic V I• 3.08 kips Design Wind E-W V I• 7.71 kips Max.aspect="i 3.5;SDPWS Table 4.3.4 Sum Seismic V i• 3.08 klps Sum Wind E-W V I• 7.71 kips Min.Lwall= 2.29 ft. (0.6-0.14Sds)D+0.7pOe 0.60+W per SDPWS-2008 pi.= 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 Lot.en. C 0 w dl V level V abv.V level V abv. 2w/h v 1 Type Type v 1 OTM Row Unit U. OTM Ro7M Unit Usum U. HD (sgft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (pIf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) iiiFront MSIR':. 406 5 0 ',17.0 1 00 a 15 2.44 0.00 0.96 0.00 1.00 1.00 254 P4 P4 489 10.15 3.21 1.60 1.60 19.55 3.83 3.63 3.83 3.63 0 a 0 0.0 1 00 a 00': 0.00 0.00 0.00 0.00 1.00 0.00 0- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Front Bath* 234 4 5 9.5 1 00' 0 15 1.41 0.00 0.56 0.00 1.00 1.00 162 P6 P6 313 5.85 1.61 1.11 1.11 11.27 1.92 2.44 2.44 2.44 Miii4Manag0 r 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., a 0 0 0 1 00 0 00 o.00 o.00 o.00 0.00 too o.00 o- - o o.00 o.00 o.00 0.00 0.00 o.00 o.00 0.00 0.00 Si!iInt KIT 0 : 0 0 0 0 1 00; 0 0a 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: X100, 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0 0 1,00', 0 00 0.00 0.00 0.00 0.00 1.00 0A0 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 4 1 00` 0 00; 0.00 0.00 oA0 0.00 1.00 0.00 0- -- 0 o.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ' Gar Rear;: 0 i 0 0,•, 4 0 1 00 0 00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 a 0 0 0 0 1 00 0 00; 0.00 0.00 0A0 0.00 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" 640 '91 14 0 1 00y 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 8.10 2.94 2.94 2.94 0 0 0 0 0 1 X00;," 0.00:. 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 11:4Aller 0. 0 0 0.0 1.00; 0 00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0A0 0.00 0.00 0.00 0.00 0.00 OM0; 0.0 0 0 ,- .1,000,00 0.00 0.00 0.00 0.00 1 A0 0.00 0- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Gar ABUVP'; 0 ' 0 0 :. 0 0 1.00' 0 00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 .0 0 1.00': 0.00, 0.00 0.00 0.00 0.00 1.00 0.00 0--- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 0 0 1.00. ,0.00: 0.00 0.00 0.00 0.00 1.00 0.00 0--- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 INEWEW,Miiiiata A 0 0 0 1 00 0 00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Nilig.; a, 0 4 0.0 ,.1.00, 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 b 0 0 0 1.00 0 00': o.00 o.00 0.00 0.00 too o.00 o- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 0 0 1.00 0 00; 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 .0A 0 0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 • 0 0 0,, 0 0 ,;1.00 a 00: 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 M4MaRilliM0 0 0 :.0 o 1.0.0 00a 0.00 0A0 0.00 0A0 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 a 0 0 ;0 0 '1 00 0,00; 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0,0 0 0 1.00 0 00, 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 a a 0 0 0 1 00 0 00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 '1 0 0 A 0: .1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 ;g,0 0 0 0 0 1.00 00 0.00 0.00 0.00 0.00 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 EV,v„d 7.71 EV Ea 3.08 Notes: denotes with shear transfer *" denotes perferated shear wall ISB denotes ISB Shear Panel NOTE: 4' GARAGE WALL DESIGNED AS A STANDARD SHEAR WALL BUT CONSTRUCTED AS PART OF DOUBLE PORTAL FRAME GARAGE SHEET TITLE: LATERAL E-W(side to side-left/right) CT PROJECT#: CT#14189:Plan7A Diaph.Level: 2nd .............. .... Panel Height 9 ft. Seismic V I- 2.2 kips Design Wind E-W V I e 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. (0.8-0.14Sds)D+0.7 p Qe 0.6D+W per SDPWS-2008 pi= 1.30 Table 4.3.3.5 Wind Wind r.Q, E.Q. p= 1.30 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T,A. Lwall LDL eff. C 0 w dl V level V abv level V abv, 2w/h v i Type Type v i OTM RoTM Unet U.um OTM ROTM Un.; Ueum Ilium HD (sqft) (ft) (ft) (kii) (kip) (k' (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Fr-ont 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.•9 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Front. 0 0.0, 0.0 1.00 :0.00 %.00 0.00 0,00 0.00 1,00 0.00 0-- -- 0 0.00 0.00 0.00 1.11 0.00 0.00 0.00 2.44 2.44 - - 0 - 0.0 0.0 1.00 '0,00" 0.00 0.00 0.00 0.00 1,00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.9 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Int KIT 0; 0.0 :0.0 1.00 4.;0; 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0; 0.0 - ;0,0 1.0'. 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 - , W 0.0 OM 1 •0 0.00' 0,00 0,00 0,00 0,00 1,00 0,00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Rear Kit/Gar 660 11.5 11.5 .00 0.15. ?: 2.42 2.49 1.11 0,77 1,00 1.00 213 P6 P4 426 22.03 4.99 1.57 1.57 44.14 5.95 3.52 3.52 3.52 - - 0 0.0 0.0 ..1.00 - 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Rear;BR23 0 0.0- 0 + 1.00 0.75 0,00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 1.29 0.00 0.00 0.00 2.94 2.94 0 0 0 e'.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ar A: - 2 64 8.0 1.10 0. . 9.8 68 0. 0 0.5 .0' 0.89 331 P4 P3 831 10.59 1.21 2.81 2.81 22.73 1.44 6.39 8.39 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 2,9 8,9 100 0. 5 0.4 9.83 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 ` I: 1.0- I.' •1' III •,I• 5,55 '.0' '.50 1." 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 - 0,0 1.00 '-0,00 0,00 0.00 0.00 0,00 1,00 0,00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0,0 0.01.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0r 0.0 0.0 ',1,00 0,00: 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1.00- 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 '0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0' 0.0 • 0.0 1.00 0.00': 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0` 0.0 0.0 1.00`. 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 , 0.0 0.0 1,00 '0,00: 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 " 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0" 0.0 1.00 (IN. 0.00 0.00 0.00 0.00 1,00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1,00 .0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 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 EV„;,b 13.67 EVE° 5.30 Notes: denotes with shear transfer ABWP Alternate Braced Wall Panel-2308.9.3.2 denotes perferated shear wall ISB denotes ISB Shear Panel JOB# CT#14189:PIan7A SHEARWALL WITH FORCE TRANSFER • ID:Front Upper MSTR* Roof Level w dl 150 plf V eq : 980.0'.; pounds V1 eq= 490.0 pounds V3 eq= 490.0 pounds V w2440.0 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 plf !ilig1,0Eaiig v Fdragl eq= 342 F2 eq= 342 1 Fdragl w= ;.s F2 -850 H pier= v1 eq= 196.0 plf v3 eq= 196.0 plf PG E.Q. 'Ti ......_ 5.0 : ^ v1 w= 488.0 Of v3 w= 488.0 plf P4 WIND ..: ....................: feet H total= 2w/h= 1 2w/h= 1 8.083 Fdrag3 eq= F4 -•- 342 feet A Fdrag3 w=850 F4 w=850 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 59.4 plf P6TN `2.0 "ilililli EQ Wind v sill w= 147.9 plf P6TN feet OTM 7921 19723 R OTM 10124 12251 UPUFT -139 472 Up above 0 0 UP sum -139 472 H/L Ratios: L1= 2,5' 12= '!11.5 L3= . 2:5 Htotal/L= 0.49 4 0 4 04 Hpier/L1= 2.00 ► Hpier/L3= 2.00 L total= 16.5 feet JOB#. CT#14189:PIan7A:°;, SHEARWALL WITH.FORCE TRANSFER ID: Fir ntLower;UV" . Floor Level w dl- 150! plf ........._____._..........._.: V eq 40151,041i1 pounds V w :1121$`. 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 poundsV3 w= 1926.5 pounds ____•,. v hdr eq= 113.9 pH •H head= A v hdr w= 285.4 plf liliVt.pg(3.niiy Fdragl eq= 484 F2 eq= 484 Fdragl w= •13 F2 -1213 H pier= v1 eq= 307.6 plf v3 eq= 307.6 Of P4 E.Q. 5 0 v1 w= 770.6 plf v3 w= 770.6 plf P2 WIND feet Htotal= • 2w/h= 1 2w/h= 1 9.083Fdrag3 eq= „" F4=• 484 feet • Fdrag3 w=1213 F4 w=1213 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 113.9 plf P6TN _...::..... .... 3 0 EQ Wind v sill w- 285.4 plf P6 feet OTM 13970 34997 R OTM 6777 8201 UPLIFT 560 2088 Up above -139 472 UP sum 421 2560 H/L Ratios: L1=Mg[111tOli L2=ItiliIpeir0 L3 2.5 Htotal/L= 0.67 4 0 .4 ►4 ► Hpier/L1= 2.00 4 ► Hpier/L3= 2.00 L total= 13.5 feet JOB#:CT#14253:Plan 2613 SHEARWALL WITH FORCE TRANSFER ID: Front Upper MSTR Bath* Roof Level w dl= "i 150 plf V eq 590.0 pounds V1 eq= 295.0 pounds V3 eq= 295.0 pounds V w= 1820.0 pounds V1 w= 910.0 pounds V3 w= 910.0 pounds 0. --_•. v hdr eq= 62.1 plf --10. •H head= 4 v hdr w= 191.6 pH 1.083 Fdragl eq= 155 F2 eq= 155 A Fdragl w= , • F2 -479 H pier= v1 eq= 131.1 plf v3 eq= 131.1 plf P6TN E.Q. 3.5 v1 w= 404.4 p# v3 w= 404.4 plf P4 WIND feet Htotal= 2w/h= 1 2w/h= 1 8.083 . 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 vsillw= 191.6 plf P6 feet OTM 4769 14711 R OTM 3325 4061 v • UPLIFT 164 1206 Up above 0 0 UP sum 164 1206 H/L Ratios: L1= 2.3 L2= 5.0 L3= 2.3 HtotaIIL= 0.85 Hpier/L1= 1.56 Hpier/L3= 1.56 L total= 9.5 feet JOB#:GTS 14253:Plan 2613 ID:RearUlpperBR23• Roof Level w d1= ... ...._160, P# .... ..... ...:. V eq "•1610.0" pounds V1 eq= 424.8 pounds V3 eq= 760.5 pounds V5 eq= 424.8 pounds V w= 4970.01 pounds V1 w= 1311.2 pounds V3 w= 2347.5 pounds V5 w= 1311.2 pounds v hdr eq= 73.2 pH •H1 head=.4' vhdr= 225.9 pB H5 head= W E,;:.,..•;1,,...:,::, Fdragl eq=96.5 Fdrag2 eq= 172.8 Fdrags eq= 172.8 Fdrag6 eq=96.5 I,` 1 A Fdragl w= .0 Fdragl 533.4 Fdrag5 w= 3.4 Fdra., -298.0 A H1 pier=, vl eq= 134.1 pH v3 eq= 134.1 plf v5 eq= 134.1 H5 pier= 46 , ::1 vlw= 414.0 plf v3w= 414.0p/f v5w= 414.01. 4.0,- feet feet H total= 2w/h= 1 2w/h= 1 2w/h= 1 8.0 v Fdrag3= Fd - 172.8 feet A Fdragl w=29.9524 Fdragl w=533.4 Fdrag7eq= .8 Fdrag.-• 96.5 V PBTN EQ. Fdrag7w=533.4 Fdrag8w=298.0 A P4 WIND I vsill eq= 73.2 pi Hl sill= (0.6-0.14Sds)D 0.6D v sill w= 225.9 p# H5 sill _30 . EQ Wind 3.0 _.....feet._._. OTM 12880.0 39760.0 feet R OTM 18074 22078 V UPUFT -248 846 V Up above 0 0 Up Sum -248 846 HIL Ratios: -- - L1= 3.2'. L2= ,, 5 0 1-3-',.!',Y.!]1 _,, 57 L4= r;5 0 L5= 32 ......__._...... Htotal/L= 0.36 4 0 4 H 14 ►A 0 HpiedLl= 1.26 < > Hpier/L3= 0.71 L total= 22.0 feet Hpier/L5= 1.26 095;.Lreduction t tr ,, F � ;Y'# • A PATechnic , F •• i. . 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 CURSE 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 forShear Resistance of Framed Walls for Buildings. The design values in Table 1 ensure that the code(IBC)drift limit and an adequate safety factor are maintained.For seismic design,APA recommends using the design coefficients and factors for light-frame(wood)walls sheathed with wood structural panels rated for shear resistance(Item 15 of Table 12.2-1 of ASCE 7-10).See APA Report T2004-59 for more details.For designs where deflection may be less of a design consideration,for example,wind loading while the portal frames are used in tandem with each other,and not used as conventional shear walls,a load factor of 2.5, based on the cyclic test results is used. Since cyclic testing was conducted with the portal frame attached to a rigid test frame using embedded strap-type hold downs,design values provided in Table 1 of this document should be limited to portal frames constructed on similar rigid-base foundations,such as a concrete foundation,stem wall or slab,and using a similar embedded strap- type hold down. • • 1 ®2014 APA—Thc Engineered WoodAssociatian PORTAL FRAME DESIGN (MIN.WIDTH =22 1/2"): • EQ=480#<EQ(ALLOW)= 1031# WIND = 1390#<WIND (ALLOW)= 1444# Table 1.Recommended Allowable D• gn Val - for APA Portal Frame Used on a Rigid-Base Minimum Width Maximu eight Allowable Design(ASD)Values per Frame Segment (in.) ) Shearon(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" 10fib 1 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 arepermitted 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 9 I on both sides of opening for single or double portal opposite side of sheathing �h III _ height Fasten top plate to header with two rows of 16d M r z sinker nails at 3'o.c.typ Fasten sheathing to header with 8d common or Min. h"woodstructural 12' iv galvanized box nails at 3'grid patternasas shown panel l sheathing g max total Header to jack-stud strop per wind design. wall Min 1000 lbf on both sides of opening opposite height ;' side of sheathing. If needed,panel splice edges shall occur over and be I Min.double 2x4 framing covered with min 3/8" nailed to common blocking 1 a thick wood structural panel sheathing with within middle 24'of portal mmx �^ 8d common or galvanized box nails at 3'o.c. height.One row of 3"o.c. height in all framing(studs,blocking,and sills)typ. , nailing is required in each �" panel edge. ri :,-;\ \ Minlength of panel per table 1 Typical portal frame Nl! construction Min(2)3500 lb strap-type hold-downs (embedded into concrete and nailed into framing) Min double 2x4 post(king and jack stud).Number of Min reinforcing of foundation,one#4 bar I jack studs per IRC tables 4 top and bottom of footing.Lap bars 15'min. R502.5(1)&(2). Min footing size under opening is 12"x 12".A turned-down Min 1000 lb hold-down slob shall be permitted at door openings. device(embedded into concrete and nailed Min(1)5/8'diameter anchor bolt installed per IRC R403.1.6— into framing) with 2"x 2"x 3/16"plate washer 2 ©2014 APA—The Engineered Wood Association References APA, 2004, Confirmation of Seismic Design Coefficients for the.APA.Portal Frame, APA Report T2004-59, APA—The Engineered Wood Association,Tacoma,WA. APA,2012,Effect of Hold-Down Capacity on IRC Bracing Method PFH and IBC Alternate Method,APA Report T2012L-24, APA—The Engineered Wood Association,Tacoma,WA. ASCE,2010,Minimum Design Load for Buildings and Other Structures.ASCE 7.American Society of Civil Engineers. Reston,VA. ASTM E2126-11,Standard Test Methods for Cyclic(Reversed)Load Test for Shear Resistance of Vertical Elements of the Lateral Force Resisting Systems for Buildings,ASTM International.West Conshohocken,PA. SEAOSC, 1997,Standard Method of Cyclic(Reversed)Test for Shear Resistance of Framed Walls for Buildings,Structural Engineers Association of Southern California.Whittier,CA. • • • We have field representatives in many major U.S.cities and in Canada who can help answer questions involving www.apawood.org APA trademarked products.For additional assistance in specifying engineered wood products,contact us: AM HEADQUARTERS:7011 So.19th St.■Tacoma,Washington 98466■(253)565-6600•Fax:(253)565-7265 APA PRODUCT SUPPORT HELP DESK:(253)620-7400•E-mail:help@apawood.org Form No.1T-100F Revised April 2014 DISCLAIMER:The information contained herein is based on APA—The Engineered Wood Association's continuing programs of laboratory testing,product research,and comprehensive field experience.Neither APA nor its members make any warranty,expressed or implied,or assume any legal liability or responsibility for the use,application �� at 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—The Engineered WeudAssoeialion IRO Nickerson St. C T E N G I N E E R I N G Sultc 302 / RR P n _ Seattle,WA Project: y� c Date: I , �J (2206)285-4512 Client: Je q3r9 ( 5 29),R54..5,1) Page Number: (206)285-0618 3Mb HHI)- 110 aDp ko 1411-.:Astzel_eriz.) • c' r ® Q - dr-13 �t Le( )Z . " k �2`� LF-3414 6A125-SK- FrR 011v 8 r-D( Pcsitw-85tibitA.,1. _&(2,3___\t, _L4 p..stWon. axe.= 6)(o-L. (5S)ON,ZG , g5 /3 Lle) M (0/04 U04) -; " 0i,2)1401 t .— ,4!) Atp\)11.- _ to' 5'' e. X Ccs {T, w/(2' A.4- a= 0.666 A1ur 12xtz &/-4-`3.-8 11a. at¢4- 11% WD0AK, 1 flAW ept/1)96-S 33-4 PIA1A, A 01c�= 4-,5 o,rp Structural Engineers WOOD FRAME CONSTRUCTION MANUAL G3 ,.t Table 2.2A Uplift Connection Loads from Wind . •• • . (For Roof-to-Wall,Wall-to-Wall,and Wall-to-Foundation) • 700-yr.Wind Speed _ 3-second gust(mph) 110 115 120 130 140 150 160 170 180 195 Roof/Ceiling Assembly � ' ,7 ' Design Dead Load Roof Span(ft) Unit Connection Loads(pif) 12. 118 128 140 164 190 219 249 281 31.5 369 f 2 24 195 213 232 '272 315 362 412 465 521 612 !7 0 psf8 36 272 298 324 380 441 506 576 650 729 856 Z ITI 48 350 383 417 489 567 651 741 836 938 1.100 M . 60 428 468 509 598 693 796 906 1022 1.146 1345 v • 12 70 80 92 116 142 171 201 233 267 321 0 24 111 129 148 188 231. 278 328 381 437 528 M UP 10 psf 36 152 178 204 260 321 386 456 530 609 736 GP 48 194 227 261 333 411 495 585 680 782 944 Z 60 236 276 317 406 501 604 714 830 954 1153 11 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 1_ i 20 psf 36 32 58 84 140 201 266 336 410 489 616 r: 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 ,F 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, f4. multiply the tabulated unit uplift load by the multiplier from the table below corresponding to the spacing of the . connectors: Connection Spacing(in.) I 12 I 1619.2 24 48 Multiplier 1.00 1.33 I 1.60 I 2.00 I 4.00 ' ° Tabulated uplift loads equal total uplift minus 0.6 of the roof/ceiling assembly design dead load. i, ! - s Tabulated uplift loads are specified for roof-to-wall connections. When calculating uplift loads.for wall-to-wall-or t' wall-to-foundation connections,tabulated uplift values shall be permitted to be reduced by 73 plf(0.60 x 121 pit) ^q for each full wall above. it r 6 When calculating uplift loads for ends of headers/girders,multiply the tabulated unit uplift load by 112 of the • header/girder span(ft.). Cripple studs need only be attached per typical uplift requirements. c, T For jack rafter uplift connections,use a roof span equal to twice the Jack rafter length.The jack rafter length7 � '' includes the overhang length and the jack span. 8 Tabulated uplift loads for 0 psf design dead load are included for interpolation or use with actual roof dead loads. alai AMERICAN WOOD COUNCIL 180 Nickerson St. C T ENGINEERING Suite 302 Seattle,WA `y//y�►/,�j �'/ INC. 98109 Project: �` s •`�i�� •�1 F414.4 '� Date: (206)285-4512 FAX: Client: Page Number: (206)285-0618 i I V4.110 t Up1@05 74it 4",I kP1 \AbcDD g ear, mkpAth - \Ji - `o MP fr ( utr .. : f1„,,,4).:43. 15 P & -� CON4A60 �5.` i1; " 4) U 3b° : .40:. I " * • . • : MUM IPg 1/4'i • . -t - - :-T)? /f )6. . . i_;*: a-E .° .OP . � 6 2;�- (2`� -res * 1 . • r- (4)(7)0,0) 0,6) 2 a . ` P, - I ✓49 '714) ( F 61-6y. 24)(p.,-5 (0,61. = 4-M4- �b Po i tVc Cts -WP Gvivilpeo .e6A. P .Y. •: S. -rile C47,410z& e .1,7,{z._ 40)- ct--- CoY n1714) Dvwd Structural Engineers TRUSS TO WALL CONNECTION •;I'I VAI iir':. PUES SS CONNECTOR ICI TRUSS TO TOP PLATES III'I III I 1 1 HI (6) 0.1W X 1.5" (4)0.131"X 2.5" cm iv.) 1 H2.5A (5) 0.131" X 2.5" (5)0.131"X 2.5" VI 1111 1 SDWC15600 - - 4tv. ... .(if 2 1110-2 (9) 0.148" X 1.5" (9)0.148"X 1.5" 111/li lop- 2 (2)112.5A (5)0.131"X 2.5" EA. (5) 0.131"X 2.5" EA, 111th 7;0 2 (2)SDWC15600 - - ri/0 7.1(1 3 (3)SD6C15600 - - 14Y, :115 ROOF FRAMING PER PLAN 8d AT 6" D.C. 2X VENTED BLK'G. 0.131" X 3! TOENA L .170,r�, AT 6" O.C. I 1-12.5A & SDWC15600 STYI F COMMON/SER TRUSS ,P PER PLAN TRUSS TO WALL CONNECTION TO EACH H1 STYLE BEARING/SHEAR WALL PER TRUSS PLY PER TABLE ABOVE PLAN AND SCHEDULE SCALE 3/4"=1"-0" (BEAM/HEADER AT SIMILAR) 14 TYP. RAISED HEEL TRUSS TO WALL CONNECTION [ TRUSS TO WALL CONNECTION SPF VALUE S S OF TRUSS CONNECTOR 10 TRUSS TO TOP PLATES UPLIFT F1 PLIES 1 HI (6) 0.131'X 1.5" (4)0.131"X 2.5' _t00 415 1 112.5A (5) 0.131"X 2.5' (5)0.131"X 2.5" 535 111 1 50WC15600 - - 4Y.;-- 115 2 1110-2 (9) 0.148"X 1.5" (9)0.148"X 1.5" 1070 --JW-- 2 (2)H2.5A (5)0.131" X 2.5" EA. (5) 0.131"X 2.5' EA 1070 720- - 2 (2)SDWC15600 . - - sou .t0_... 3 (3)SDWC15600 - - 14::,._.__x45 ADD A35 0 48"0.C. ROOF FRAMING PER PLAN iiiiiiiiiik FOR ..H2.5A AND 00001604, SAC STYLE Bd AT 6" O.C. CONNECTIONS S 2X VENTED m,0. IIIIIII13\. ;%:1% • 1 "" I II H2.5A do SDWC15600 SME 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'-O" (BEAM/HEADER AT SIMILAR) 19 TYPICAL TRUSS TO WALL CONNECTION [