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Specifications (11) CT ENGINEERING • 180 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 2613 ROOF Roofing- 3.5 psf Roofing future 0.0 psf 5/8"plywood(O.S.B.) 2.2 psf Trusses at 24"o.c. 4.0 psf Insulation 1.0 j psf (1) 5/8"gypsum ceiling 2.8 psf Misc./Mech. 1.5 psf ROOF DEAD LOAD 15.0 PSF FLOOR floor finish 4.0 psf NO gypsum concrete 0.0 psf 3/4"plywood(O.S.B.) 2.7 psf joist at 12" 2.5 psf Insulation 1.0 psf (1) 1/2"gypsum ceiling 2.2 psf Misc. 2.6 psf FLOOR DEAD LOAD 15.0 PSF 16 S9.1 RB.bl GABLE' TRUSS RB. / MIN. HDR ` i MIN. HDR I 19 I 59.1 19 59.1 � I ROOF TRUSSES AT 24" O.C. TYP. ro I 1 x N I r GABLE WEB LI • E i L— I 22"x30" ®. ATTIC Lo LACCESSJ 20 I a S9.1 � 1 20 I cc D S9.1 N = 0. .. [v�N 00 N S v x NTc 19 i I S9.1 cc 2 MIN. HDR ft N I GABLE WEB 1 ----RB.b3 MIN HDR IN. HDRI MIN. HDR MIN. HDR GABLEIEND TRUSS I IRB.b4. J 16 SCISSOR/BOTTOM CORD TRUSS B S9.1 SCISSOR TRUSS A CT# 14252 2014-10.17 1/4" = 1'-0" (11x17) PLAN 7B ROOF FRAMING PLAN 1/4"=l'-0" AMERICAN MODERN MST480MST48 04 P(4 , I ,41141111Ir . A i I\\\\ ! j S _1 O J i Q pJJ i 51 i I I 1 WASHER j -r 1 P6TN ENURE DRYER ODE r- J 1 ENTIRE 0 SIDE -13 1 0 MST37 viiiii \\X.... • MST37 ■ 8 51.2 o 8 S1.2 CT# 14301 2015.03.05 1/4" = 1'-0" (11x17) PLAN 7B UPPER LEVEL SHEARWALLS 1/4"=1'-0" AMERICAN MODERN ® 19 MI S9.1 0 All W � N I‘ GABLEIEND TRUSS // '7-----7741-7=1. DR STHD14 it.b1 STiirwr m-.- _f ROOF TRUSSES AT 24' O.C. TYP. 9._6. 6x6 POST 6x6 POST 5 5a1 aL5 _T a ;MU 11• _Q'Tr- 'r = D_' 'yTTT -1=177r -4--45m IL .b2 Li d lik 0 %IV CO. • NEP En to 0 ce , K O O ® P4 - 11P1III 074 S 074 12x14L a _ AP I N m 1 I P6l ENTIRE 6x6 POST I L -aM' is I \ l SIDE ROOF TRUSSES j (2)2x10 HD' r _ 2�4 FLOOR IRUSSES M,ui�.EN 0 AT 24' O.C.+—g.b16 ``� Il o eh I i I I/ . , IIN DI l'!t,'LMii11 � ENURE P6 LEDGER ,� __ SIDE 1 _.._ -_ • _I� �© !1 � --� 2)2x10 HDR NIP 1 D.b15 O K 0 ora 1 I 1 `� ^ I �- BLOCKOUT FOR v T m Y i MICROWAVE EXHAUST. __ 1 0 13"CLEAR = I ..t S9.0 1 I = PICTURE FRAME o ,, w¢ OPENING. DIMS Al ... I I.'-x. ARE TO q STUDS. NI Di mm i �O t ,v ry o f a s I�L _ 1 x^ z 1 'A NU -0 I ,J—I N • U- m I I 1 I N ... I 4 I S9.0,, II: • 11 ti o c., __-_\._\___ _ o .0 •N mi I I FIXTURES NI ABOVE I- _f M r 6x6 POST VI o m = 1 .o -0 I i A, o F -� �Gill I I 2x ROOF I ■ '�N^, m m 1751 , Es i — 1 FRAMING 1 !■,I ' / I I m I j II I _ce I 9� I 1't-- B.b9 9.o IIT Imo— J �-11- rr' A o, �r LEDGER I. mN I STHD14 STI-ID14 • 4x8 HD 4x8 HDR HDR 4xx88 HDR I "■ :1 0 BJ1y7bhB.b10 8:710 • ® 59.0 N y Mir I R 2P3 I z Q Da I ® B.b18 b17 I 4x12 HDR �_� %Tx: 4x12 HD' ' o ---L- sx6 POST - - Q W/ACE4 17 18 6x6 POST All All POST WI ACE4 W/AC4 Q ALL HEADERS CHANGED TO (2)2x10 U.N.O. LOWER LEVEL SHEARWALLS PLAN 7B UPPER LEVEL FLOOR FRAMING 1/4"-1'-0' AMERICAN MODERN 10/2 16'-3" 3-1(4'2 dE\ 15 18 ® e 56.0 56., --C:_ 111111111111111 STI-1014ofir --- ( Z STI-101. w ' p N N M" CONC. SLAB o OVER 4" FREE DRAINAGE MATERIAL • w OVER COMPACTED FILL Q I — I -1 4 a < I VERIFY GARAGE SLAB HEIGHT n w 10 WITH GRADING PLAN a o MI o © x Q S Rh 18'-0y" 3'-11Y2'1 m 11 1-1 r. I r+ J I 9517 10 -16" I t r---1 © I 1 3NZ" CONC. 14" SIM. 56.0 e VARIES : MIN. mar itI ABOVE o A% PATIO SLAB 3" FROM TOP OF II 1, o STEM WALL I igl, l, SLOPE _ -LIMN Pq I STHD74 -J IL---J1 0 2" DN I j• N I 1 STHD14 _ I Iy I ,� r 43 3-g 12x4 PONY WALL j` 18x24 CRAWL FIXTURE ABOVE—+-I\ I ► o /4" q m ABU66 ® I AT HIGH FDN. M, PACE ACCESS - 1 © 6 n 1 " _o xt Iz'< ..1.1, i iii D1 S6.0 7 t i _,,-k - � r n U N LJ 1 18"x36"'x10 FOOTING ,7_ jli II o I I O ENTIRE P6 i I 1�^x 9)¢_L'Co _V_L 1 SIDE ! . r CENTER U/ WALL ; I-®� 4 1 17 S 0 L I J 9'-8y" r Q I I " I IM 30'x30"x10" f 0 4 FINISHED FLOOR + FOOTING W/ • I ' AT+0'-0" ^ FIS (3) #4 EA . WAY i MY ti LL 1 1 r'"•• XP.T. 4x4 POST ••�• rdlf1f 1 II TYP. U.N.O. • CRAWL S L+J •, DRAINAGE CONNECT j I 9)" I-JOISTS AT 19.2" O.C. FOOTING I TYPICAL I ALLOW P i I n I I I DRAINAGE I I-121/4" 1 11'-7)/4" 1 14'-43/4" CVr 1 t4 I t 9'-Sy" LII 1'-6f' .11.... I 13/<_ x 912" LVLr 30"x30"x10' I 1 I FOOTING W/ m I n L I (3) #4 EA. WAY 18"x18"x10" FTG. -121/41 o I W/ (2) #4 EW , L-I - - - I 6x6 P.T. POST I ' N ® TYP. U.N.O. I AI 1 i LTJ 10 fink I __ 1_3/a" x 2)j" LVL _ _ SIM.��SIM. ®1 im ^ 4j PONY I 2xI WALL �� • II TART FRMG.I . ISIM.M _ ■ � � IC �Q AIIMMIEN IN ® I I STHD74 STHD14 '° 16'-612" 9'-51/2" co I KiN I10 Q 1 1 1 31" CONC. SLAB -61/" TOP OF SLAB o lo I 1 SLOPE 11/2"Z -12Yz" TOP OF 8" 1 L- --—- -�LN1 W64L --- J --------- ------- * -M.i 0 16 I • - ABU44 I S6.0 ABU44 11-2Y" - 6'-0" LI I ABU44 . gy^ 1 8'-5" 3y" Title: PLAN 2613 Job#14189 Dsgnr: TRE Date: 4:32PM, 16 SEP 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev: 590006 Page 1 User:KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist (c)1983-2003 ENERCALC Engineering Software 14189_Plan_2613.ecw:ROOF FRAMING Description 2613B ROOF FRAMING Timber Member Information 1 RB.bl RB.b2 RB.b3 RB.b4 RB.b5 RB.b6 RB.b7 Timber Section 2-2x4 2-2x8 2-2x4 2-2x4 2-2x8 2-2x8 2-2x8 Beam Width in 3.000 3.000 3.000 3.000 3.000 3.000 3.000 Beam Depth in 3.500 7.250 3.500 3.500 7.250 7.250 7.250 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade Hem Fir,No.2 Hem Fr,No.2 Hem Fir,No.2 Hem Fir,No.2 Hem Fir,No.2 Hem Fir,No.2 Hem Fr,No.2 Fb-Basic Allow psi 850.0 850.0 850.0 850.0 850.0 850.0 850.0 Fv-Basic Allow psi 150.0 150.0 150.0 150.0 150.0 150.0 150.0 Elastic Modulus ksi 1,300.0 1,300.0 1,300.0 1,300.0 1,300.0 1,300.0 1,300.0 Load Duration Factor 1.150 1.150 1.150 1.150 1.150 1.150 1.150 Member Type Sawn Sawn Sawn Sawn Sawn Sawn Sawn Repetitive Status No No No No No No No Center Span Data II Span ft 5.50 2.50 5.25 3.00 3.00 5.50 4.50 Dead Load #/ft 60.00 225.00 60.00 60.00 225.00 225.00 195.00 Live Load #/ft 100.00 375.00 100.00 100.00 375.00 375.00 325.00 Results Ratio= 0.8084 0.1825 0.7366 0.2405 0.2627 0.8831 0.5124 ■ Mmax @ Center in-k 7.26 5.62 6.61 2.16 8.10 27.22 15.79 @ X= ft 2.75 1.25 2.62 1.50 1.50 2.75 2.25 fb:Actual psi 1,185.3 214.0 1,080.0 352.7 308.2 1,035.9 601.0 Fb:Allowable psi 1,466.3 1,173.0 1,466.3 1,466.3 1,173.0 1,173.0 1,173.0 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 56.3 26.9 53.8 27.7 37.2 89.2 59.4 Fv:Allowable psi 172.5 172.5 172.5 172.5 172.5 172.5 172.5 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions t @ Left End DL lbs 165.00 281.25 157.50 90.00 337.50 618.75 438.75 LL lbs 275.00 468.75 262.50 150.00 562.50 1,031.25 731.25 Max.DL+LL lbs 440.00 750.00 420.00 240.00 900.00 1,650.00 1,170.00 @ Right End DL lbs 165.00 281.25 157.50 90.00 337.50 618.75 438.75 LL lbs 275.00 468.75 262.50 150.00 562.50 1,031.25 731.25 Max.DL+LL lbs 440.00 750.00 420.00 240.00 900.00 1,650.00 1,170.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.089 -0.002 -0.074 -0.008 -0.003 -0.037 -0.015 UDefl Ratio 744.5 18,789.1 856.0 4,587.6 10,873.3 1,764.6 3,717.4 Center LL Defl in -0.148 -0.003 -0.123 -0.013 -0.006 -0.062 -0.024 UDefl Ratio 446.7 11,273.4 513.6 2,752.5 6,524.0 1,058.7 2,230.4 Center Total Defl in -0.236 -0.004 -0.196 -0.021 -0.009 -0.100 -0.039 Location ft 2.750 1.250 2.625 1.500 1.500 2.750 2.250 UDefl Ratio 279.2 7,045.9 321.0 1,720.3 4,077.5 661.7 1,394.0 Title: PLAN 2613 Job#14189 Dsgnr: TRE Date: 4:35PM, 16 SEP 14 Description: P SF RESIDENCE Scope: STRUCTURAL DESIGN Rev: 580006 User:KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist Page 1 II (c)1983-2003 ENERCALC Engineering Software 14189_Plan_2613.ecw:CRAWLSPACE FRAMING Description 2613 ABCD CRAWLSPACE FRAMING [Zimber 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 Ar- Larch,No.2 Fb-Basic Allow psi 900.0 Fv-Basic Allow psi 180.0 Elastic Modulus ksi 1,600.0 Load Duration Factor 1.000 Member Type Sawn Repetitive Status No Center Span Data Span ft 5.75 Dead Load #/ft 195.00 Live Load #/ft 520.00 LL Results Ratio= 0.9884 Mmax @ Center in-k 35.46 @ X= ft 2.87 fb:Actual psi 1,156.5 Fb:Allowable psi 1,170.0 Bending OK fv:Actual psi 96.2 Fv:Allowable psi 180.0 Shear OK Reactions @ Left End DL lbs 560.62 LL lbs 1,495.00 Max.DL+LL lbs 2,055.62 @ Right End DL lbs 560.62 LL lbs 1,495.00 Max.DL+LL lbs 2,055.62 Deflections Ratio OK Center DL Defl in -0.027 UDefl Ratio 2,558.5 Center LL Defl in -0.072 UDefl Ratio 959.5 Center Total Defl in -0.099 Location ft 2.875 UDefl Ratio 697.8 Title: PLAN 7A Job#14301 Dsgnr: TSW Date: 2:13PM, 1 MAR 16 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev: 580006 Page 1 User.KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist (c)1983-2003 ENERCALC Engineering Software PLAN 7 ABD.ECW:FIoor Framing Description 26136 FLR FRMG 1 OF 3 Timber Member Information :ode Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined ■ B.b1 B.b2 B.b3 B.b4 B.b5 B.b6 B.b7 Timber Section 4x10 5.5x19.5 LVL:1.750x14.000 2-2x8 5.5X14 IJC 4x8 2-2x8 Beam Width in 3.500 5.500 1.750 3.000 5.500 3.500 3.000 Beam Depth in 9.250 19.500 14.000 7.250 14.000 7.250 7.250 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade Douglas Fr- Rosboro,Bigbeam Revel,LSL 1.55E Hem Fir,No.2 Rosboro,Bigbeam Douglas Fir- Hem Fir,No.2 Larch,No.2 2.2E 2.2E Larch,No.2 Fb-Basic Allow psi 900.0 3,000.0 2,325.0 850.0 3,000.0 900.0 850.0 Fv-Basic Allow psi 180.0 300.0 310.0 150.0 300.0 180.0 150.0 Elastic Modulus ksi 1,600.0 2,200.0 1,550.0 1,300.0 2,200.0 1,600.0 1,300.0 Load Duration Factor 1.150 1.150 1.150 1.000 1.000 1.000 1.150 Member Type Sawn GluLam Manuf/Pine Sawn Manuf/Pine Sawn Sawn Repetitive Status No No No No No No No Center Span Data Span ft 16.00 22.00 4.00 3.50 18.00 4.50 4.50 Dead Load #/ft 60.00 77.00 150.00 195.00 195.00 195.00 75.00 Live Load #/ft 100.00 128.00 400.00 520.00 520.00 520.00 200.00 Dead Load #/ft 168.00 325.00 Live Load #/ft 300.00 375.00 Start ft End ft Results Ratio= 0.9911 0.4315 0.0864 0.4901 0.6447 0.6054 0.9607 Mmax @ Center in-k 61.44 488.60 13.20 13.14 347.49 21.72 29.62 @ X= ft 8.00 11.00 2.00 1.75 9.00 2.25 2.25 fb:Actual psi 1,231.0 1,401.8 230.9 499.9 1,934.1 708.3 1,126.9 Fb:Allowable psi 1,242.0 3,248.2 2,673.8 1,020.0 3,000.0 1,170.0 1,173.0 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 53.6 88.6 28.6 56.6 109.3 70.0 111.4 Fv:Allowable psi 207.0 345.0 356.5 150.0 300.0 180.0 172.5 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions 1 ©Left End DL lbs 480.00 2,695.00 300.00 341.25 1,755.00 438.75 900.00 LL lbs 800.00 4,708.00 800.00 910.00 4,680.00 1,170.00 1,293.75 Max.DL+LL lbs 1,280.00 7,403.00 1,100.00 1,251.25 6,435.00 1,608.75 2,193.75 ©Right End DL lbs 480.00 2,695.00 300.00 341.25 1,755.00 438.75 900.00 LL lbs 800.00 4,708.00 800.00 910.00 4,680.00 1,170.00 1,293.75 Max.DL+LL lbs 1,280.00 7,403.00 1,100.00 1,251.25 6,435.00 1,608.75 2,193.75 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK 11 Center DL Defl in -0.240 -0.173 -0.001 -0.005 -0.166 -0.010 -0.030 UDefl Ratio 801.6 1,528.6 34,459.7 7,900.8 1,297.6 5,337.8 1,812.2 Center LL Defl in -0.399 -0.302 -0.004 -0.014 -0.444 -0.027 -0.043 UDefl Ratio 480.9 875.0 12,922.4 2,962.8 486.6 2,001.7 1,260.7 Center Total Defl in -0.639 -0.474 -0.005 -0.019 -0.610 -0.037 -0.073 Location ft 8.000 11.000 2.000 1.750 9.000 2.250 2.250 UDefl Ratio 300.6 556.5 9,398.1 2,154.8 353.9 1,455.8 743.5 Title: PLAN 2613 Job#14189 Dsgnr: TRE Date: 4:34PM, 16 SEP 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN LkRev: 580006 User:KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist Page 1 (c)1983-2003 ENERCALC Engineering Software 14189_Plan_2613.ecw:Floor Framing Description 2613B FLR FRMG 2 OF 3 Timber Member Information B.b8 B.b9 B.b10 B.b11 B.b12 B.b13 B.b14 Timber Section 2-2x8 2-2x8 4x8 2-2x8 2-2x8 2-2x8 2-2x8 Beam Width in 3.000 3.000 3.500 3.000 3.000 3.000 3.000 Beam Depth in 7.250 7.250 7.250 7.250 7.250 7.250 7.250 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade Hen Fir,No.2 Hem Fir,No.2 Douglas Fir- Hem Fir,No.2 Hem Ar,No.2 Hem Fir,No.2 Hem Fr,No.2 Larch,No.2 Fb-Basic Allow psi 850.0 850.0 900.0 850.0 850.0 850.0 850.0 Fv-Basic Allow psi 150.0 150.0 180.0 150.0 150.0 150.0 150.0 Elastic Modulus ksi 1,300.0 1,300.0 1,600.0 1,300.0 1,300.0 1,300.0 1,300.0 Load Duration Factor 1.000 1.150 1.150 1.150 1.150 1.150 1.150 Member Type Sawn Sawn Sawn Sawn Sawn Sawn Sawn Repetitive Status No No No No No No No enter Span Data Span ft 3.00 3.50 3.50 2.50 4.00 2.50 3.50 Dead Load #/ft 75.00 15.00 15.00 120.00 120.00 120.00 120.00 Live Load #/ft 200.00 40.00 40.00 320.00 320.00 320.00 320.00 Dead Load #/ft 325.00 220.00 160.00 250.00 325.00 325.00 325.00 Live Load #/ft 375.00 200.00 100.00 250.00 375.00 375.00 375.00 Start ft End ft Results Ratio= 0.4910 0.2831 0.1403 0.2859 0.8875 0.3467 0.6795 Mmax @ Center in-k 13.16 8.73 5.79 8.81 27.36 10.69 20.95 @ X= ft 1.50 1.75 1.75 1.25 2.00 1.25 1.75 fb:Actual psi 500.8 332.1 188.8 335.3 1,041.0 406.7 797.1 Fb:Allowable psi 1,020.0 1,173.0 1,345.5 1,173.0 1,173.0 1,173.0 1,173.0 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 60.5 37.6 21.4 42.1 110.7 51.1 90.3 Fv:Allowable psi 150.0 172.5 207.0 172.5 172.5 172.5 172.5 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 600.00 411.25 306.25 462.50 890.00 556.25 778.75 LL lbs 862.50 420.00 245.00 712.50 1,390.00 868.75 1,216.25 Max.DL+LL lbs 1,462.50 831.25 551.25 1,175.00 2,280.00 1,425.00 1,995.00 @ Right End DL lbs 600.00 411.25 306.25 462.50 890.00 556.25 778.75 LL lbs 862.50 420.00 245.00 712.50 1,390.00 868.75 1,216.25 Max.DL+LL lbs 1,462.50 831.25 551.25 1,175.00 2,280.00 1,425.00 1,995.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.006 -0.006 -0.003 -0.003 -0.021 -0.003 -0.012 UDefl Ratio 6,116.2 6,555.9 12,641.2 11,425.8 2,319.4 9,500.1 3,462.1 Center LL Defl in -0.008 -0.007 -0.003 -0.004 -0.032 -0.005 -0.019 UDefl Ratio 4,254.8 6,419.4 15,801.5 7,416.7 1,485.1 6,082.8 2,216.8 Center Total Defl in -0.014 -0.013 -0.006 -0.007 -0.053 -0.008 -0.031 Location ft 1.500 1.750 1.750 1.250 2.000 1.250 1.750 UDefl Ratio 2,509.2 3,243.5 7,022.9 4,497.4 905.4 3,708.4 1,351.4 Title: PLAN 2613 Job#14189 Dsgnr: TRE Date: 4:34PM, 16 SEP 14 Description:SF RESIDENCE • Scope: STRUCTURAL DESIGN Rev: 580006 Page 1 User:KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist _(c)1983-2003 ENERCALC Engineering Software 14189_Plan_2613.ecw:Floor Framing Description 2613B FLR FRMG 3 OF 3 _Timber Member Information i B.b15 B.b16 B.b17 B.b18 Timber Section 2-2x8 2-2x8 4x8 4x10 Beam Width in 3.000 3.000 3.500 3.500 Beam Depth in 7.250 7.250 7.250 9.250 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 Timber Grade Hell Fir,No.2 Hem Fir,No.2 Douglas Fir- Douglas Fir- Larch,No.2 Larch,No.2 Fb-Basic Allow psi 850.0 850.0 900.0 900.0 Fv-Basic Allow psi 150.0 150.0 180.0 180.0 Elastic Modulus ksi 1,300.0 1,300.0 1,600.0 1,600.0 Load Duration Factor 1.150 1.150 1.150 1.150 Member Type Sawn Sawn Sawn Sawn Repetitive Status No No No No Center Span Data il Span ft 4.50 4.00 9.00 16.00 Dead Load #/ft 15.00 Live Load #/ft 40.00 Dead Load #/ft 160.00 60.00 75.00 60.00 Live Load #/ft 100.00 100.00 125.00 100.00 Start ft End ft Results Ratio= 0.3104 0.1246 0.5890 0.9911 Mmax @ Center in-k 9.57 3.84 24.30 61.44 @ X= ft 2.25 2.00 4.50 8.00 fb:Actual psi 364.1 146.1 792.5 1,231.0 Fb:Allowable psi 1,173.0 1,173.0 1,345.5 1,242.0 Bending OK Bending OK Bending OK Bending OK fv:Actual psi 36.0 15.5 46.4 53.6 Fv:Allowable psi 172.5 172.5 207.0 207.0 Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 393.75 120.00 337.50 480.00 LL lbs 315.00 200.00 562.50 800.00 Max.DL+LL lbs 708.75 320.00 900.00 1,280.00 @ Right End DL lbs 393.75 120.00 337.50 480.00 LL lbs 315.00 200.00 562.50 800.00 Max.DL+LL lbs 708.75 320.00 900.00 1,280.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OKII Center DL Defl in -0.013 -0.003 -0.062 -0.240 UDefl Ratio 4,142.2 17,201.9 1,734.8 801.6 Center LL Defl in -0.010 -0.005 -0.104 -0.399 L/Defl Ratio 5,177.8 10,321.1 1,040.9 480.9 Center Total Defl in -0.023 -0.007 -0.166 -0.639 Location ft 2.250 2.000 4.500 8.000 UDefl Ratio 2,301.2 6,450.7 650.5 300.6 TJI JOISTS and RAFTERS Code Code ' Code 1 Su est Su est Su est lick Lpick L ick Lpick - - - - - g0- fl3 99 L deft.- LL de-- p T - i.CLpe L- de Joist b � d Spa. ' LL DL I M max V max; EI L Po L iv L TL240 L LL360' L max TL deft ! LL defl. L TL360 L LL480 L max 'TL deft.TL dell.LL deft. LL defl. size&grade width(in.) depth(in.) (in.) • (psf) (psf) (ft-lbs) (psi) 1 (psi) (ft.) (ft.) (ft.) (ft.) 1 (ft.) (in.) 1 (in.) ra io (ft.) (ft•) (ft.) ............ratio............................ +_._ ) ratio 9.5"TJI 11011 1.75 9.5 19.2; 40 15 2380 1220r 1.40E+08 14.71 27 73 15.23; 14.80' 14.711 0.661_ OA8 13.31 13.45 13.31 (in.)0.44 360 (IO 32 495 7 16. 15.730..-9.5"TJI 1101 1.75 9.5 16! 40 15 2380 1220; 1.40E+08 16.11 33.27 16.19; 15.731 15.73; 0.72 0.52 14.14 14.29 14.14: 0.47 360 0.34 495 9.5"TJI 1101 1.75 9.5 121 40 15 2380 12201 1.40E+08 18.61 44.36 17.82; 17.311 17.311 0.791 0.58 15.57 15.73 15.57 0.521 360 0.381 495 9.5"TJI 110i 1.75 _ 9 5 9.61 40 15 2380 1220 1.40E+08 20.80 55.45 19.19 18.64 18.64 0.85 0.62( 16.77 16.94 1677' 0.56 l 360 0 41 495 --- ---- --- --- i --- --- � 1111-- 1111- 1111 -- ----- ---1111--- -1--._. _.... --- I .... 9.5'TJI 1101 1.75 9.5 19.2 40 10 2500 1220 1.57E+08 15.811 30.50 16.34 15.371 15.371 0.64' 0.511 14.27 13.97 13.97 0.441 384 0.35 480 9.5"TJI 110 1.75 9.5 16 40 10 2500 1220 157E+08 17.32 36.60 17.36 16.34 16.34 0.68 0.54 15.17 14.84 14.114. 0.46 384 0.37 480 9 5 TJI 110 1.75 9 51 121 40 10 2500 1220 1.57E+08 20 00 48.80 19.11 17.981 17.98 0.751_1 0.60 16.69 16.34 16.34 0.511 384 0.411 480 --- - 1111- --- - --- 1111- 1111- -1111-- --- --- ----- -3 -- - ---- 9.5"TJI 110, 1.75 9 51 9.6! 40 10 2500 1220 1.57E+08 22.36 61.00 20.58119.37 19.37; 0.811 0.65 17.98 17.60 17.60 0.551 384 0.444( 48080 • 9.5"TJI 210 2.06251 9.51 19.21 40 101 3000 1330: 1.87E+08 17.32 33.25 17.32! 16.30: 16.30: 0.681 0.54 15.13 14.81 14.81 0.461 384 0.371 480 9.5"TJI 210 2.0625 9.5 16 40 10 3000 1330 1.87E+08 18.97 39.90 18.40 17.32 17.32 0.72 0.58 16.08 15.74 15.74 0.49 384 0.39 480 9.5"TJI 210 2.06251 9.5' 12 40 10' 3000 1330_ 1 87E+08 21 911 53 20 20 26 19.061 11111111--1111-- --1111-- -- , 19.06' 0.791 0.641 17.70 17.32 17.32 0.541 384 0.4341 480 1111- -�-1111--1111-- -------- --------- , ! -1'---E+-----' 20.5- --- .5 11110. -----0.68--------- -- -----18.66 ----480 9.5"TJI2101- 2.0625 9.5 9.6' 40 10 3000 133-01,-1.87E+08 24 491 66.50 21.82r-20.53 20.53 0.86 0.681 19.06 18.66 18 66 0 58� 384 0 471 480 I i 1 9.5"TJI 2301 2.31251 9.51 19.2 40 10 3330 13301 2.06E+08 18.251 33.25 17.89 16.831 16.831 0.70 0.56• 15.63 15.29 15.29 0.481 384 0 38, 480 9.5"Tot 230 2.3125 9.5 16 40 10 3330 1330 2.06E+08 19.99 39.90 19.01 17.89 17.89 0.75 0.60 16.60 16.25 16.25 0.51 384 0.41 480 9.5"TJI 2301 2.31251 9.5 121 40 10 3330 1330, 2.06E+08 23.081 53.20 20.921 19.691 19.691 0.821 0.66 I 18.28 17.89 17.89 0.56' 384 0.451 480 9.5"TJI 2301 2.3125' 9.5 9.61 40 10 3330 1330; 2.06E+08 25.811 66.50 22.541 21.211 21.211 0.88 0.71 19.69 19.27 19.27 0.6' 0.60 384 0.48 480 -4 > --- -- -- 1111- 1111- -1111-- 1111- 1111- 1111-- ---- . ) 8- 1480 11.875'TJI 1101 1.751 11.875) 19.2 40 10 3160 15607-2.67E+08 17.781 39.00 19.50! 18.35 17.78 0.67 0.54 17.04 16.67 16.67 0.521 384 0.42 480 11.875"TJI 110 1.75 11.875 16 40 10 3160 1560 2.67E+08 19.47 46.80 20.72 19.50 19.47 0.81 0.65 18.10 17.72 '17.72 0.55 384 0.44 480 11.875"TJI 1101 1.751 11.8751 121 40 101 3160 15601 2.67E+08 22.491 62.40 22.811 21.461 21.46: 0.891 0.72 19.93 19.50 19.50 0.61; 384 0.49 480 11.875"TJI 1101 1.751 11.8751 9.61 40 101 3160 1560 2.67E+08 25.141 78.00 24.57) 23.12 23.12! 0.96! 0.77 21.46 21.01 21.01 0.661 384 0.53 480 11.875"TJI 2101 2.06251 11.8751 19.21- 40 10 3795 1655 3.15E+08 19.481 41.38 20.611. 19.39 19.39 0.81 0.65 18.00 17.62 17.62 0.55 384 0.444 480 11.875"TJI 210 2.0625 11.875 16 40 10 3795 1655 3.15E+08 21.34 49.65 21.90 20.61 20.61 0.86 0.69 19.13 18.72 18.72 0.59 384 0.47 480 11.875"TJI 21012.06251 11.8751 12 40 101 3795 1655 3.15E+08 24.64 66.20 24.10 22.68i 22.68:, 0.95 0 76 '_ 21.05 20.61 20.61 0.641 384 0.521480 1111- 1111-- -------- --- '111 --------- '--------- 1111- --- 8 75 25. .4 .4 .021 0.8 11.875"TJI 210; 2.06251 11.87519.6 40 1-0"1-1 3795 1655: 3.15E+OS 27.55, 82.75 25.96 24.431 24.43: 1.02 0.81 1 22.68 22.20 22.20 0.69: 384 0.551 480 I i 1 1 11.875"TJI 2301 2.31251 11.875 19.2! 40 101 4215 1655 3.47E+08 20.531 41.38 21.281 20.031 20.031 0.831 0.671 I 18.59 18.20 18.20 0.571 384 0.451 480 11.875 TJI 230 2.3125 11.875 16 40 10 4215 1655 3.47E+08 22.49 49.65 22.62 21.28 21.28 0.89 0.71 19.76 19.34 19.34 0.60 384 0.48 480 11.875 TJI 230i_ 2 3125 11 8751. 12 40 101 4215 1655 3.47E+08 25.971• 66.20 24.89 23.42L 23.42: 0.98 0.784_ j 21.74 21.28 21.28 0.671 384 0.53 480 --- 11111111 --- ^- --- ---- 11.875 TJI 230 2 31251_ 11.8751 9 6 40 10 4215 1655 3.47E+08 29.031 82.75 26.81 25.231 25.23 1.05 0.84! 23.42 22.93 22.93 0.721- 384 0.57 480 1 I 1 ..:...:... 11.875"RFPI 400: 2.06251 11.8751 19.21 40 101 4315 1480 3.30E+08 20.771 37.00 20.93 19.691 19.691 0.821 0.66, 18.28 17.89 17.89 0.561 384 0.45 480 11.875"RFPI 400 2.0625 11.875 16 :' 40 10 4315 1480 3.30E+08 22.76 44.40 22.24 20.93 20.93 0.87 0.70 19.43 19.01 19.01. 0.59 384 0.48 480 ' 23.031 23.03; 0.961 0.771 1 21.38 20.93 20.93 0.651 3841 0 52 480 11.875"RFPI 4001 2.06251 11.875 9.6) 40� 101 43151 1480'' 3.30E+08129.381 74.00 26.377 ......... ..__.... 480 11.875"RFPI 400; 2.0625 11.875 12 40 101 4315 1480 24.81; 24.8111.031 0.831 i 23.03 22.54 22.54'. 0.70! 384 0.56 480 Page 1 D+L+S CT#14189-Betahny Creek Falls LOAD CASE (12-12) BASED O__N_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 ____ c 0.80 Constant > Section 3.7.1.5 e. •�. --®- �� -�__-_�� --== IIIM� .____._.._ �CE----- �MW=1997 NDS KcE 0.30 Constant > Section 3.7.1.50 -- Bendi1 Comp.��a_�� 1�71 '�' Q�_Q®-__- �_[TI�Section2.3.10 ---- ______--IEEIEIIUIZIM�. duration duratio MIZESIEITI___ __---___- Eam .- y�Q ga� t �{,-�•Nor.Load •:MIIME m Cd(Fc) Cf Cf ® Pb Fc perp Fc E Pb' Fc perp' Fc' Fce F c fc fc/F'c fb fb/ 11111511111 ®® ft ® pi psf pi f (Fb) (Fc) psi psi psi psi psi psi psi psi psi psi psi Fb"(1-fc/Fce) 4-F Stud 7.7083 1730 0 0.9916 1993.4 1.00 1.15 1.1 1.05 675 405 800 1,200000 854 506 966 515.42 441.22 439.37 1.00 0.00 0.000 121=11®®.03111MIU®''®' 0.9966 1993.4 1.00 1.15 nip 05® 675 maim.1.200,000 mazorimmiwaia340.90NcraMmEj 0.00 0.000 H-F Stud 1.530.9 1785 0 0.9947 2657.8 1.00 1.15 1.05 1.15 675 405 800 1,200,000 506III378.09 340.90 340.00 1.00 0.00 0.000 H-F Stud 1.5 ®� . 28,3 1550 0 0.9921 1993.4 1.00 1.15 ®1.05 1.15 675 405 800 1,200,000 506 449.95 395.22 393.85 1.00 0.00 0.000 H-F Stud 1.5 INEMEIIIIEEMEMIIMXIMILI 0.9953 MIEN 1.00 1.15 ��®�®' 800 1,200,000 �� • 0.00 0.000 ® H-F Stud ®0 ��' 0.9921 15 1.05 1.15 675 405 800 1 1.00 .. 200,000 854 506 966 449.95 395.22 393.85 1.00 0.00 0.000 SPF Stud ®MM 7.7083 1695 0 0.9952 2091.8 1.00 .15 1.05 1.15 675 425 725 1200,000 854 531 875.438 515.42 431.52 430.48 1.00 0.00 0.000 ®®IEMINIE®''®'1111111•3 0.9944 2091.8 1.00 _ .15 I® 675 Emma 1,200,000 854®875.438 378.09 1.00 0.00 0.000 �po®��®1,zoo 000 l 875.438 7 o.00 o.000 ®®®��OiFFIiI� 0.9944 2091.5 1.0a 150.00 0.000 i�' ®®��®� 0.9957 2091.8 ® 15 1.05® 675 �®1,200,000�®875.438� �®" r• SPF Stud 1.5 3.5 8.25� •,j]• 0 0.9925 2789.1 1_00 .15 1.05 1.15 675 425 725 1,200,000 854®875.438 449.95 1.00 0.00 0.000 SPF Stud 1.5 3.5 8.25E1 3050 0 0.9957 4183.6 1.00 .15 1.05 1.15 675 425 725 1.200.000 854®® 449.95 388.13 387.30 1.00 0.00 0.000 H-F#2 ®®III:111221111111111®NIII11113 0.2408 Mid 1.00 1.15 ®I 1111 •• 1,300,000111111011MEMMIEMIEL1�'' 0.00 0.000 H-F#2 ®® .H 119.6 3132 0 0.3652 3132.4 1 00 1.15 8.0 3132 0 0.2858 3132.4 1.00 1.15 ®1.10 1.15 850 405 1300 1,300,000 1,271 506 1644.5 1011.45 837.57 506.18 0.60 0.00 0.000 1.10 1.15 850 405 1300 1,300,000 1,271 506 1644.5 1203.70 946.77 506.18 0.53 0.00 0.000 III SPF#2 1.5 5.5 7.7083 16.8 3287 0 0.2737 3287.1 1.00 1.15 ®1.10 1.15 875 425 1150 1,400,000 1,308 531 1454.75 1484.89 1015.45 531.23 0.52 0.00 0.000 SPF#2 1.5 5.5 9 19.6 3287 0 0.3905 3287.1 1.00 1.15 1.10 1.15 875 425 1150 1,400,000 1,308 531 1454.75 1089.25 850.16 531.23 0.62 0.00 0.000 SPF#2 ®®11111111 18.0 3287 0 0.3158 3287.1 1.00 MIN 1.10 iiiiiiiiiii 1150 1,400,000 1,308 MIN 1296.30 945.38 531.23 0.56 0.00 0.000 ®®M SPF Stud MillIIiIIIIMIIIIIIMIIIIIIMIIIIIIIIMIIIMIIIIIIIIIMIIIIIIIIIMIIIIIIIII 50.0 545 0 0.9913 2091.8 1.00 1.15 III 1.05 111111111111.11 1,200,000 iiniiiiiii 139.02 138.41 1.00 0.00 0.000 SPF#2 1.5 ®110111MiEll100 '�"' aIIEEMII 1.00 1.15 1113111013111,201111213111111E31 1,400,000 ®UME�'r®MEMINIUM 0.00 0.000 H-F#2 1.5 5.5 16 19 41.5 1360 0 0.9969 3132.4 1.00 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 1,271 506 1644.5 226.94 220.14 219.80 1.00 0.00 0.000 Page 1 D+L+W CIA 14189-Betahny Creek Falls LOAD CASE (12-13) (BASED ON ANSI/AF&PA NOS-1997) SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 Ke 1.00 Design Buckling,Factor D+L+W c 0.80(Constant)> Section 3.7.1.5 - ---- Cr KcE 0.30(Constant)> Section 3.7.1.5 Cf(Fb) Cf(Fc) 1997 NDS Cb (Varies) > Section 2.3.10 Bending Corm_Size Size Rep. Cd(Fb) Cb Cd(Fc) Eq.3.7-1 NDS 3.9.2 Max.Wall duration durationfactor factor use Stud Grade Width Depth Spacing Height Le/d Vert.Load Hor.Load r_1.0 Load @ Plate Cd(Fb)Cd(Fc) Cf Cf Cr Fb Fc perp Fc E Fb' Fc perp' Fc' Fce Pc fc fc/F'cfb fb/ In. In. in. ft. pit psf plf (Fb) (Fc) psi psi psi _psi psi psi psi psi psi psi I psi Fb"(1-fc/Fce) H-F Stud 1.5 3.5 16 7.7083 26.4 1075 9.71 0.9951 1993.4 1.60 1.00 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 840 515.42 427.08 273.02 0.64 378.78 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 1,366 506 840 378.09 333.99 191.75. 0.57 447.52 0.665 H-F Stud 1.5 3.5 12 9 30.9 1140 8.46 0.8998 2657.8 1.60 1.00 1.1 1.05 1.15 675 405 800 1,200,000 1,366, 506 840 378.09 333.99 217.14 0.65 335.64 0.577 H-F Stud 1.5 3.5 16 8.25 28.3 970 8.13 0.9943 1993.4 1,60 1.00 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 840 449.95 384.87 246.35 0.64 361.37 0.585 H-F Stud 1.5 3.5 12 8.25 28.3 1425 8.13 0.9974 2657.8 1.80_ 1.00 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 840 449.95 384.87 271.43 0.71 271.03 0.500 H-F Stud 1.5 3.5 8 8.25 28.3 2355 8.13 0.9981 3986.7 1.60 1.00 1.1 1.05 1.15 675 405 800 1,200,000 1,386 508 840 449.95 384.87 299.05 0.78 180.69 0.394 SPF Stud 1.5 3.5 16 7.7083 28.4 1060 9.71 0.9971 2091.8 1.60 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,3661 531 761.25 515.42 415.53 289.21 0.65 376.78 0.577 SPF Stud 1.5 3.5 16 9 30.9 700 8.46 0.9115 2091.8 1.60 1.00 1.1 1.05 1.15 875 425 725 1,200,000 1,3661 531 761.25 378.09 328.30 177.78 0.54 447.52 0.618 SPF Stud 1.5 3.5 12 8 30.9 1125 8.46 0.9931 2789.1 1.60 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 761.25 378.09 328.30 214.29 0.65 335.64 0.567 SPF Stud 1.5 3.5 16 8.25 28.3 960 8.13 0.9970 2091.8 1.60 1.00 1.1 1,05 1.15 675 425 725 1,200,000 1,366 531 761.25 449.95 376.35 243.81 0.65 361.37 0.577 OFF Stud 1.5 3.5 12 8.25 28.3 1405 8.13 0.9952 2789.1 1.60 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 761.25 449.95 376.35 287.62 0.71 271.03 0.490 SPF Stud 1.5 3,5 8 8.25 28.3 2320 8.13 0.9958 4183.6 ' 1.60 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 761.25 449.95 376.35 294.60 0.78 180.69 0.383 H-F#2 1.5 5.5 16 '7.7083 16.8 3132 9.71 0.3909 3132.4 1.60 1.00 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 508 1430 1378.83 969.91 506.18 0.52 152.58 0.119 H-F#2 1.5 5.5 16 9 19.8 3132 8.46 0.5743 3132.4 1.60 1.00 1.3 1.10 1.15 850 405 1300 1.300,000 2,033 506 1430 1011.45 804.50 506.18 0.63 181.23 0.178 H-F#2 1.5 5.5 16 8.25 18.0 3132 8.13 0.4411 3132,4 1.60 1.00 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1430 1203.70 899.13 506.18 0.56 146.34 0.124 SPF#2 1.5 5.5 16 7.7083 16.8 3287 9.71 0.4327 3287.1 1.60 _1.00 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1265 1484.89 940.30 531.23 0.56 152.58 0.114 SPF#2 1.5 5.5 16 9 19.6 3287 8.46 0.6033 3287.1 1.60 1.00 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1265 1089.25 806.08 531.23 0.66 181.23 0.169 SPF#2 1.5 5.5 16 8.25 18.0 3287 8.13 0.4790 3287.1 1.60 1.00 1.3 1,10 1.15 875 425 1150 1,400,000 2,093 531 1285 1296.30 884.69 531.23 0.60 146.34 0.118 OFF Stud 1.5 3.5 16 14.57 50.0 70 8.46 0.9957 2091.8 1.60 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 781.25 144.26 138.14 17.78 0.13## 0.979 SPF#2 1.5 5.5 16 19 41.5 660 9.71 0.9941 3287.1 1.60 1.00 1.3 1.10 1.15 875 ' 425 1150 1,400,000 2,093 531 1265 244.40 233.80 106.67 0.46 927.02 0.786 H-F#2 1.5 5.5 16 19 41.5 600 9.71 0.9921 3132.4 1.60 1.00 1.3 1.10 1.15 850 405 1300 11300,000 2,033 506 1430 226.94 219.02 96.97 0.44 927.02 0.796 Page 1 D+L+W+.55 CTM 14189-Betahny Creek Falls LOAD CASE (12-14) BASED ONANSI/AF&PA NDS-1997 SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 01 00 �� D+L+W+s/2 -. 1111111101111111111=11111111111111111 0.80 Constant > Section 3.7.1.5 -- OM 00.8300 Constant > Sectlon 3.7.1.5 -- ------11111111:1==1111- CfCr b ��-1997 NDS MilliallMEIMMEISection 2.3.10 -__ l Bendine Comp. Size Size Rep.�� Cd(Fb) Cb Cd(FC)® Eq.3.7-1 ®� ®�,1�® NDS 3.9.20 4,Plat, durationduration factorCfactor use Stud Grad.11111,11,11111111 Vert.Load Hor.Load =1.0 Load C!Plat:Cd PbFb Cd Fc Cf Cf Cr E Fb' Fc•en' Pc' Fc fc Po/ ®®®11113111111111111MINIMMI-IIIIIIMINIIIIIIIIII Pb (Pc psi EMI .sI_ .i •.i ��=��TM�t�� 1435251 H-F Stud ®®m�� 0.9962 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 5061E 515.42 441.22 278.10 0.63 376.78 0.599 Q�®®m ®'''� 0.9986 1.80 _1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 378.09 340.90 194.29 0.57 447.52 0.674 umem ®m®' ®' 0.9969 1.60 1.15 ®1.05®�� 600 1,200,000 1,366 506 966 340.90 0.64 l�®®m1111MINECE11111111011111111111E 0.9963 111111113111112:11 1.15 1131I 1.06®111211111131 1,200,000 1,366 #66111303111111EMIDEZEIME111111111111113113 H-F Stud ®®®IIIIIEMIKE61111111138 0.9959 1111111WIINKEIll 1.15 ®11 ®1.211111211 800 1,200,000.11EIMIMMEMMZEIMMIKEMEMINNEHE H-F Stud ®®II®® MEW ®®2390 8.13 0.9960 3966.7 1.05 405 800 1.200,000® ® ...506 395.22 303.49 0.77 180.69 0.406 ZZE ®®1111•11 1•031111111EZEI 0.9935 2091.8 Iffealliallifill 1.05®LEM11151011®1,200,000IMEOJ® ILMIIICEEEEINIEIZIEEI EIMIERNMEIIINEEMIDIMINEINE11111111111¢1MIICEINI11311 2091.8 1.60 1.15 ®1.05®ICESEERII®1,200,000 ® �' '•MICIEVIIMIEEI 0669 ®®®1111•1®''6 0.9844 NM= 1.60 1.15 ®1131®111312111115111®1,200,00011111011ME315111EIMIIIMIESIMI EGIEZ111111111111131111111111E1MILE1111113111MIDEIMIXIMME111111EMIll 1.60 1.15 ®IKO®EEMICE311®1,200,000 1,366® 111=111:111i 0.588 SPF Stud MINN8.25 1430 0.9952 2789.1 1.60_ 1.15. 1.1 1.05 1.15 675 425 725 _1,200,000 1,366® 449.95 272.38 0.70 271.03 0.503 SPFStud ®® 8.25 2360 0.9922 4183.6 1.60 _115 1.1 1.05 1.15 675 425 725 200 000 Nomminurozo449.95 299.68 0.77 180.69 0.396 H-F#2 1.5 5.5 7.7083 16.8 3132 9.71 0.3593 3132.4 1.60 1.15 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1378.83 1031.58 506.18 0.49 152.58 0.119 H-F#2 1.5 5.5 9 19.6 3132 8.46 0.5437 3132.4 1.60 1.15 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1011.45 837.57 506.18 0.60 181.23 0.178 H-F#2 1.5 5.5 8.25 18.0 3132 8.13 0.4100 3132.4 1.60 1.15 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1203.70 946.77 506.18 0.53 146.34 0.124 SPF#2 1.5 5.5 7.7083 16.8 3287 9.71 0.3872 3287.1 1.60 1.15 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1484.89 1015.45 531.23 0.52 152.58 0.114 SPF#2 ® 5.5 mJX1111111MIEMdE6A U ' ®®®'®ILENCEMM' 1,400,000 ® ®®'' 181.23 0.169 SPF#2 ®®mIKEEMIEICI66 '®' ®'' ®®®' 1111311®' 1 400 00011EMINIMEM 1296.30 ®11102:3 ®' SPF Stud 1111111111 50.0 70 8.46 0.9955 2091.8 1.60 1.05 ®®®1.200,000 875.438 144.26 139.02 17.78 0.130.979 SPF 92 1.5 5.5 16 19 41.5 660 9.71 0.9914 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 244.40 235.32 106.87 0.45 927.02 0.786 li-F#2 1.5 5.5 16 19 41.5 600 9.71 0.9901 3132.4 1.80 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 226.94 220.14 96.97 0.44 927.02 0.796 • Page 1 x'm m MI =_? m'mmmmm TT IT�T I ^� T T�T T'TT TT T c -1 a iT T a TTa ii!!xx ac TiT T T N N m N N N N N n Nim mmm m mu; m m u m g m a '4 n no.an nnannn W m m m m m m m m m .r..00 000...-g ;;it ot O 2 n�l1 m A mm m mmm mmm mmmmmm Ummmmm s %6a 88 m 888 mmm ::: ; � N N N m T Q a 88 V m m W m m WNallooa m m U m m W ^ ulw Hm m W W W W N U O O m m O m m W W m A W W W m m A 4 Ulm G a v = D u V V-J 000 O m' 0 0 r O EEU V N N N 0 0 0 0 N O tmi t O O U � x m A A A AO A A A AA A A A AAAA A�Vy.r FA w m W m ENE mmmO W W m EEENNmit Z 7 0 0 0 0 0 0 0 tl N +N 5'6 O OW :lig m O V N W m# m N A N NO N N N N Nm m N� N A W W A V W i j! m -� A A Cl m m m V m A Ce A A T 21T 00 0 0 0lo °'00000 0!0 00 - - m 0 0 oIo ' of .o o a Ult�iil U m mm U'U'U 'm UIU m m m m m m''I In n�Cl Z mIm mI v y D 0 o m !!'! 0 m m m m m m m m uIN m mmm' Z T U U U Q c 3 O OU U UNm EIRE vNUUmVav Or aa U m A N tan fail N N(aa m U m m N tan N U tail N 9 %a V V 0o N o0 000 Ummmt"'itl tN„ 00o0o`9O o m �,�, ni r"i 000000 `` m 'I I AI-" - - - ial�l'��N, LSI;,,,, I ! I 0 0l oioio" oo'oIo ojo alo 0 0 ov ml Z 'o 0 000 000 0000oIo 000000 n N N p� . - - - m� �. - -() an m W W W W W W W s T 0 mm A A ami A m A m N OIQ if m it i E EEE E A E nin W W W" 288888 N _ 842 AIA r 8 m r m 00 A m m m V U N N N N pp�pp�mm .N m V U U (tpp m m m m m m W W.m m m a v N N N O A Na+O AAro A A W m rob V m m mNm A A 0 ro P A O Es W O N m O U W 22282P, U U atm 2 N 2i p W '41,11 0 R W+ m 0 0+ a W Z A N N 0 m t0itt 24'42 WWWVVN N N N O O N "2 A 222 W E E mm 0 A W 1 n O� m WWW mmm '418228°4228°4 8m228 00 T 00 i00000 Almro N u T m V W V m J V N V a� °'w°° No�Um�a TY1W 222m2 T2222 N2- 0 0 0 0 0�0 0 0 0 0 0 0 0 0 0 Am m NIE.1 EEE N!www>w vm��WmwT >aor mrt D+L+S+,7E CT#14189-Betahny Creek 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 Ke 1.00 Design Buckling Factor D+L+S+E11.4 , c 0.80(Constant)>_Section 3.7.1.5 4444 _ Cr KcE 0.30(Constant)> Section 3.7.1.5 Cf(Fb) Cf(Fc) 1997 NOS • Cb (Varies) > Sec0on 2.3.10 Bending Comp. Size Size Rep. Cd(Fb) Cb Cd(Fc) Eq.3.7-1 NDS 3.9.2 Max.Wall duration duration factor factor use Stud Grade Width Depth Spacing Height Le/d Vert.Load Hor.Load «1.0 Load(0 Plate Cd (Fb)Cd(Fc) Cf Cf Cr Fb Fc perp Fc E Fb' Fc perp' Fc• Fce F'c fc idF'c fb BV In. In. in. 8. p8 psf pif (Fb) (Fc) psi _psi psi _psi psi psi psi psi psi psi psi Fb"(1-fc/Fcee H-F Stud 1.5 3.5 16 7.7083 26.4 1415 3.57 0.9983 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 515.42 441.22 359.37 0.81 138.53 0.335 H-F Stud 1.5 3.5 16 9 30.9 1010 3.57 0.9960 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 378.09 340.90 256.51 0.75 188.85 0.430 H-F Stud 1.5 3.5 12 9 30.9 1420 3.57 0.9937 2657.8 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 378.09 340.90 270.48 0.79 141.63 0.364 H-F Stud 1.5 3.5 16 8.25 28.3 1225 3.57 0.9961 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 449.95 395.22 311.11 0.79 158.68 0.376 H-F Stud 1.5 3.5 12 8.25 28.3 1710 3.57 0.9947 2657.8 1.60 1,15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 449.95 395.22 325.71 0.82 119.01 0.315 H-F Stud 1.5 3.5 8 8.25 28.3 2700 3.57 0.9966 3986.7 1.60 1.15 1.1 1.05 1.15 875 405 800 1,200,000 1,366 506 968 449.95 395.22 342.86 0.87 79.34 0.244 SPF Stud 1.5 3.5 16 7.7083 28.4 1395 3.57 0.9984 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 515.42 431.52 354.29 0.82 138.53 0.324 SPF Stud 1.5 3.5 16 9 30.9 1000 3.57 0.9918 2091.8 1.60 1.15 1.1 1.05 1.15 875 425 725 1,200,000 1,366 531 875.438 378.09 336.17 253.97 0.76 188.85 0.421 SPF Stud 1.5 3.5 12 9 30.9 1410 3.57 0.9962 2789.1 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 378.09 336.17 268.57 0.80 141.63 0.358 SPF Stud 1.5 3,5 16 8.25 28.3 1210 3.57 0.9932 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 307.30 0.79 158.68 0.366 SPF Stud 1.5 3.5 12 8.25 28.3 1690 3.57 0.9940 2789.1 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 321.90 0.83 119.01 0.306 7 4183.6 04....411 5 572 SPF Stud 1.5 3.5 8 8.25 28.3 2670 3.57 0.9987 4183.6 1.60 1.15 i.i 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 339.05 0.87 79.34 0.236 H-F#2 1.5 5.5 16 7.7083 16.6 3132 3.57 0.2844 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1378.83 1031.58 506.18 0.49 56.10 0.044 H-F#2 1.5 5.5 16 9 19.6 3132 3.57 0.4405 3132.4 1.80 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1011.45 837.57 506.18 0.80 76.47 0.075 H-F#2 1.5 5.5 18 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 1644.5 1203.70 946.77 508.18 0.53 64.26 0.055 SPF#2 1.5 5.5 16 7.7083 16.8 3287 3.57 0.3154 3287.1 1.601.15 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#2 1.5 5.5 16 9 19.6 3287 3.57 0.4618 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1089.25 850.16 531.23 0.62 76.47 0.071 SPF#2 1.5 5.5 16 8.25 18.0 3287 3.57 0.3678 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1298.30 945.38 531.23 0.56 64.28 0.052 SPF Stud 1.5 3.5 16 14.57 50.0 285 3.57 0.9981 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 144.26 139.02 72.38 0.52 494.93 0.727 SPF#2 1.5 5.5 16 19 41.5 1020 3.57 0.9910 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 244.40 235.32 164.85 0.70 340.83 0.500 H-F#2 1.5 5.5 16 19) 41.5 945 3.57 0.9939 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 226.94 220.14 152.73 0.69 340.83 0.513 Page 1 rattiSliit1881009e772:SL ... 7 MEI 1 I ' 1 al? 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(..,. w...m; , , ,01.-.6. : , ,.• ; : - : :. , ,..,.,_ ; ../. . ..agiumnion - , ;, , : - 1 ., . . . ; •, : : • . 94- . ' • i • Structural Engineers ,•ee.4Pos 4-, . „.. Design Maps Summary Report Page 1 of 1 .laneDesign 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 O . ',11'''''.44:"• :'1..---tr" '''''!";''',--1" 'il'";:t2kfriit.!;/,-?;-;';':, ".'—'7FT;t'.. '''4i'''''''-''''''''';'!. 1\::::. .r/ ' '''' "X‘''':-"1.' k..,p�. _ \ E / Y i1 1YM 1uk•e •(;,7,-'''' � t # y, ,, 0K1ng Cit, ►'s h r ",X,".44, lit 1 A T t in...,.. i ' r USGS-Provided Output SS = 0.972 g SMS = 1.080 g S°s = 0.720 g — = 0.667 SDI = 0.445 Si — 0.423 g SM: g 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. MCER Response Spectrum Design Responsepectru tip 022 0.12 o-a+ 0.54 s 0-48 a 0.48E ! 0>Ga 0.7& A pi< 0,24 0..1s a.l 0.62 0,22 0 trs o.00 0 0.40 0.64 4.20 1.i 1. 1.00 1 1, 3.4! 0.04 a. 0 C G. ? 1.t i. 1 3D i.G i i. 8 Period,T(sec} P.r T(sec) Although this information is a product of the U.S.Geological Survey,we provide no warranty,expressed or implied,as to the accuracy of the data contained therein.This tool is not a substitute for technical subject matter knowledge. http://ehp2-earthquake.wr.usgs.gov/designmaps/us/summary.php?template=minimal&latit... 9/14/2015 2012 IBC SEISMIC OVERVIEW SHEET TITLE: 2012 IBC SEISMIC OVERVIEW CT PROJECT#: CT#14253: Plan 2613 Step# 2012 IBC ASCE 7-10 1. RISK CATEGORY TYPE= II Table 1604.5 Table 1.5-1 OCCUPANCY CATEGORY 2. IMPORTANCE FACTOR IE= 1.00 Section 1613.1 ->ASCE Table 1.5-2 3. Site Class-Per Geo. Engr. S.C.= D Section 1613.3.5 Section 11.4.2/Ch.20 Table 1613.3.3(2) Table 20.3-1 4. 0.2 Sec.Spectral Response Ss= 1.10 Figure 1613.3.1(1) Figure 22-1 5. 1.0 Sec.Spectral Response S1= 0.50 Figure 1613.3.1(2) Figure 22-2 Latitude= Varies N Longitude= Varies W http://earthq uake.usgs.gov/research/hazmaps/ http://geohazards.usgs.gov/designmaps/us/application.php 6. Site Coefficient(short period) Fa= 1.06 Figure 1613.3.3(1) Table 11.4-1 7. Site Coefficient(1.0 second) Fv= 1.50 Figure 1613.3.3(2) Table 11.4-2 SMs=Fa*Ss SMS= 1.17 EQ 16-37 EQ 11.4-1 SM,= Fv*S1 SM,= 0.75 EQ 16-38 EQ 11.4-2 ', Sips=2/3*Skis Sips= 0.78 EQ 16-39 EQ 11.4-3 SD,=2/3*SM, SD,= 0.50 EQ 16-40 EQ 11.4-4 8. Seismic Design Category 0.2s SDCs= D Table 1613.3.5(1) Table 11.6-1 9. Seismic Design Category 1.0s SDC, = D Table 1613.3.5(2) Table 11.6-2 10. Seismic Design Category SDC= 0 Max. Max. 11. Wood structural panels - - N/A Table 12.2-1 12. Response Modification Coef. R= 6.5 N/A Table 12.2-1 13. Overstrength Factor C20= 3.0 N/A Table 12.2-1 14. Deflection Amplification Factor CD= 4.0 N/A Table 12.2-1 15. Plan Structural Irregularities -- No N/A Table 12.3-1 16. Vertical Structural Irregularities - No N/A Table 12.3-2 17. Permitted Procedure Equiv. Lateral Force - Table 12.6-1 Page 1 2012 IBC EQUIV.LAT.FORCE SHEET TITLE: 2012 IBC EQUIVALENT LATERAL FORCE PROCEDURE PER ASCE 7-10 CT PROJECT#: CT#14253:Plan 2613 Sos= 0.78 h„ = 18.00(ft) So,= 0.50 x = 0.75 ASCE 7-05(Table 12.8-2) R= 6.5 C,= 0.020 ASCE 7-05(Table 12.8-2) 1E= 1.0 T= 0.175 ASCE 7-05(EQ 12.8-7) S,= 0.50 k= 1 ASCE 7-05(Section 12.8.3) TL= 6 ASCE 7-05(Section 11.4.5:Figure 22-15) Cs=Sps/(RITE) 0.120 W ASCE 7-05(EQ 12.8-2) Cs=Sol/(T*(R/IE)) (for T<TL) 0.440 W ASCE 7-05(EQ 12.8-3)(MAX.) Cs=(Sp,*TO/(T2*(R/IE)) (for T>TL) 0.000 W ASCE 7-05(EQ 12.8-4)(MAX.) Cs=0.01 0.010 W ASCE 7-05(EQ 12.8-5)(MIN.) Cs=(0.5 S,)/(RITE) 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„X = DIAPHR. Story Elevation Height AREA DL w, w, *h;k wX *hrk DESIGN SUM LEVEL Height (ft) h; (ft) (sqft) (ksf) (kips) (kips) Ew, *h,k Vi DESIGN Vi Roof - 18.00 18.00 1280 0.022' 28.16 506.9 0.58 3.21 321 2nd 8.00 10.00' 10.00 1310 0.028' 36.68 366.8 0.42 2.33 5.54 1st(base)', ', 10.00 0.00 SUM= 64.8 873.7 1.00 5.54 E=V= 7.75(LRFD) E/1.4= 5.54(ASD) DIAPHRAGM FORCES PER ASCE 7-10 SECTION 12.10.1.1 (EQ 12.10-1) Design F„ = DIAPHR. F, E F; w; E w; FP,= EF, *wpx 0.4*SDS*IE*WP 0.2*SDS*IE*WP LEVEL (kips) (kips) (kips) (kips) (kips) Ew, Max.FPX FPX Min. Roof 3.21 3.21 28.2 28.2 4.38 3.21 8.76 4.38 2nd 2.33 5.54 36.7 64.8 5.70 3.13 11.41 5.70 1st(base) 0.00 0.00 0.0 64.8 0.00 0.00 0.00 0.00 Page 1 ASCE 7-10 WIND Part2 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM USING LOADS FROM ASCE 7-10 CHAPTER 28,PART 2 CT PROJECT#: CT#14253:Plan 2613 NS E-W F-B S-S 2012 IBC ASCE 7-10 Ridge Elevation(ft)= 30.00 30.00 ft. Roof Plate Ht.= 18.00 18.00 Roof Mean Ht.= 24.00 24.00 ft. - - - BuildingWidth= 26.0 56.0ft. V ult. Wind Speed 3 see.Get_ 120 120 mph Figure 1609 Fig. 26.5-1A thru C V asd, Wind Speed 3 Sec.Gust=j< 93• ,1, 3 mph (EQ 16-33) Exposure= B B Iw= 1.0 1.0; N/A N/A Roof Type= Gable Gable PS30A= 28.6 28.61 psf Figure 28.6-1 Ps30e=i' 4.6 4.6 psf Figure 28.6-1 Ps3o c= 20.7 20.7'i psf Figure 28.6-1 Psmoo= 4.7 ` 4.7 psf Figure 28.6-1 > = 1.00 1.00 Figure 28.6-1 Krt= 1.00 1.00 Section 26.8 windward/lee= 1.00 1.00;(Single Family Home) A*Krt*I 1 1 Ps=X*Kzt*I*Pa3o= (Eq.28.6-1) PSA= 28.60 28.60 psf (LRFD) (Eq.28.6-1) PSB= 4.60 4.60 psf (LRFD) (Eq.28.6-1) Psc= 20.70 20.70 psf (LRFD) (Eq.28.6-1) Pso= 4.70 4.70 psf (LRFD) (Eq.28.6-1) PsAand Caverage= 24.7 24.7 psf (LRFD) Ps B and o average= 4.7 4.7 psf (LRFD) a= 3 3 Figure 28.6-1 2a= 6 6 width-2*2a= 14 44 MAIN WIND-ASCE 7-10 CHAPTER 28 PART 2 Areas(N-S) Areas(E-W) (N-S) (E-W) Wind(N-S)(LRFD) Wind(E-W) (LRFD) width factor roof-> 1.00" 1,00 0.894 0.89 16 psf min. 16 psf min. width factor 2nd-> 1.00 0.89', wind(LRFD)wind(LRFD) DIAPHR. Story Elevation Height AA AB AC AD AA AB AC A. per28.4.4 per28.4.4 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-VV) V(EA/NO 30.00 12.0 0 144 0 168 0 128.2 0 469.9 Roof - 18.00 18.00 4.0 48 0 56 0 48 0 156.6 0 6.7 12.8 3.98 3.98 7.41 7.41 2nd 8.00 10.00 10.00 9.0 108 0 126 0 108 0 396 0 3.7 8.1 5.70 9.68 11.29 18.70 1st(base) 10.00 0.00 0.00 0 0.00 0.00 AF= 650 Ar= 1307 10.4 20.9 V(n-s)= 9.68 V(e-w)= 18.70 kips(LRFD) klps(LRFD) kips kips Page 1 ASCE 7-10 Part 1 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM USING LOADS FROM ASCE 7-10 CHAPTER 28,PART 1 CT PROJECT#: CT#14253:Plan 2613 SEE SEAW RAPID SOLUTION SPREADSHEET AND INSERT VALUES BELOW MAIN WIND-7-10 CHAPTER 28 PART 1 Wind(N-S) Wind(E-W) Min/Part 2(Max.) Min/Method 1(Max.) Wind(N-S)(LRFD) Wind(E-W)(LRFD) DIAPHR. Story Elevation Height DESIGN SUM DESIGN SUM DESIGN SUM DESIGN SUM LEVEL Height (ft) hi(ft) Vi(N-S) V(N-S) Vi(E-W) V(E-W) Vi(N-S) V(N-S) Vi(E-W) V(E-W) Roof - 18.00 18.00 0.00: 0.00 0.00 0.00 6.66 6.66 12.84 12.84 2nd 8.00 10.00 10.00 0.00r 0.00 0.00: 0.00 3.74 10.40 8.06 20.91 1st(base) 10.00 0.00 0.00 V(n-s)= 0.00 V(e-w)= 0.00 V(ns). 10.40 V(e-w)= 20.91 kips kips kips(LRFD) kips(LRFD) DESIGN WIND-Min./Part 2/Part 1 ASD Wind(NS)(LRFD) Wind(E-W)(LRFD) Wind(N-S)(ASD) Wind(E-W)(ASD) DIAPHR. Story Elevation Height DESIGN SUM DESIGN SUM DESIGN SUM DESIGN SUM LEVEL Height (ft) hi(ft) Vi(N-S) V(N-S) Vi(E-W) V(E-W) Vi(N-S) V(N-S) Vi(E-W) V(E-W) Roof 8 10 10 6.66 6.66 12.84 12.84 5.16 5.16 9.95 9.95 2nd 10 0 0 3.74 10.40 8.06 20.91 2.90 8.06 6.25 16.19 1st(base) 0 0 0 V(n-s)= 10.40 V(e-w)= 20.91 V(ns)= 8.06 V(e-w)= 16.19 kips(LRFD) kips(LRFD)_ kips(ASDL kips(ASD) Part 1 Base Shear Part 2 Base Shear = 0.0 0.0 ratio ratio Page 1 SHEET TITLE: SDPWS SHEARWALL VALUES PER TABLE 4.3A CT PROJECT#: CT#14253: Plan 2613 SHEATHING THICKNESS tsheathing = 7/16 NAIL SIZE nail size= 0.131°"dia.X 2.5"long STUD SPECIES SPECIES= H-F or SPF SPECIFIC GRAVITY S.G.= 0.43 ANCOR BOLT DIAMETER Anc. Bolt dia.= 0.625 ASD F.O.S.= 2.0 SHEARWALL TYPE Table 4.3A Seismic Table 4.3A Wind 7/16"w/8d common V seismic V s allowable V wind V w allowable (15/32"values per (SDPWS-2008) modify per S.G. (SDPWS-2008) modify per S. G. footnote 2) (divide by 2.0 FOS) (divide by 2.0 FOS) (for ASD) (for ASD) -- 0 1 0 1 P6TN 150 150 150 150 P6 520 242 730 339 P4 760' 353 1065 495 P3 980 456 1370 637 P2 1280 595 1790 832 2P4 ``. 1520 707 2130 990 2P3 1960 911 2740 1274 2P2 2560 1190 3580 1665 N.G. 10000 4650 10000 4650 GYPSUM THICKNESS tsheathing= 1/2" NAIL SIZE nail size= 1 1/4"long No.6 Type S or W Response Modification Coef. R= 6.5 SHEARWALL TYPE Table 2306.4.7 Seismic Wind 1/2"w/1 1/4"screw V allowable V sallowable V wallowable Blocked (PER 2009 IBC) modify G7 125 R>2 not allowed R>2 not allowed G4 150 R>2 not allowed R>2 not allowed 2G7 250 R>2 not allowed R>2 not allowed 2G4 300 R>2 not allowed R>2 not allowed 2G4 300 150 0 I- I e I ROOF BELOW I 22'-0' i i 11,-o72• 10'_117/8' 3'-1172" ,9 7'-013" 7'-038" ,r3'-11Y2' i A 5-0'4-0 SL ' ®_ 5-0I4-0 SL Qi ♦ ♦ ......1 I 1--4 , ,.....,,, 1 . I /— ♦ EGRESS Rear BR23INSULATE FLOOR OVER UNHEATED SPACE Bedroom 3 Bedroom 2 q, , 41 'd .t�� GUARD RAIL W/6" HIGH 49 a -'Sp ,. 2x4 CURB AT BOTTOM- TR AT+42" A.F.F. * `n,k A 3'-0' 6-0'BIPASS " ' 6-0 BIPASS N < N S &P CK-1S & P .8'-7Y2' 3'-572 24.1a 1 1 Bath T u_z 5'NB r n N I W & L ..'-'7' �d ., SHOWER In +- - — — - - — off 0 �a MDF CAP x • ,', ( O DN .......—....:- 014 .� N SHELF ABOVE W, IER S & P Utility 1 ,� ZG I I .m N 6 4 Vr O'''''. I 1 1 ♦ ♦ = 6-0 LIPASS �— 1 2-8 HCW _ 2-6HCW --- y < • r 4._113,. } 4'-6 2'-0"4 S &P N j...4 ina r22'x311•, a .{3 43 a N `= LACCESSJ N �_—_—_ Bedroom 4 ,� W.I.C.a ��i r -4 HC -- S & P -- Q • I =N ♦ N _ r 48 x34" 24 B 1P n SHOWER �' I J'-'k' 1.- o LOW I1 �♦ _ < WALLL _ a\ Qj 11'-572' 4'-772' \ \ +46" s`" -♦ si w i t L 1 A.F.F.— ©1 I., IN O HCW 3-1" 2-6Y2 - M. Bath` _ k 1 TILE PLATFORM , , o . s., - i wMaster Bedroom �? & +21" A-F.F� I - 5'-6'TUB .13 L- '� 'rant BA 1`i q -,, 2-6 ETY 3-0IOCSMTAZIN2-61 3-0 CSMT Front MSIR LGSAFEEY GLAZING _ EGRESS I "' ♦ ♦ ♦ =.J I I ,:J Gam= S ♦ 2-6 4+6 SH2-6 44-6 SH 2-6 -6 SH 2-61 4-6 SHI 3'-974 1 3._0" I 3'-0' ; 3._0' ; 3'-9Y4' 2'-113/8" j 2'-11Y2' j 3'-65/8" , 16'-672" 26'-0' r1 r-1 r /L_J 1__I I-J\ PLAN 7B SECOND FLOOR 1/4'=1'-0' AMERICAN MODERN 22-0" 10'-0" ♦ ROOF t ABOVE — ' —I , , , 5___ ��` 6 16-0 7-0 OH ' © _i I Gar AB 2 Gar ABM/ REMOVED 2x8 1 FRAMING FOR 0P ELEC. PANEL • FLOOR ABOVE-t __I �i i 16 N Garage 3.-11v2 _i WALL FINISH: 14" GWB BOLLARD N CEILING FINISH %" TYPE'X' GWB FIRE-TAPE ALL GWB WRAP BEAMS BELOW CEILING LEVE. i NINSULATE FLOOR ABOVE. AI © .J 42"x12" WOOD TREAD MAX. RISER 7" PLATFORM ` IzErl (ADD MORE STEPS AS REQUIRED PER +18"A.F.F. 1 9-p" a SITE CONDITION) o• ' ' t r— 5 3 P ) 1g'-Ov2 1 GUARD RAIL WITH 6"HIGH ` [1 10 2x4 CURB AT BOTTOM- FURN TOP AT+36" ABOVE NOSING Rear Kit/Gar 4, 1-. + 0'4 Patio — o a[ 2NI -4 Pi lfl,: ®/_/`� D _ ., 1-1 ' I Pwdr •c„, UPI ,' iA-., �sH� I i . I Ila 4'-0' .-7Y2. 3'-10" 2'-g" N ; O O -�1 . e I w 18"x24" CRAWL 9 A A SPACE ACCESS Jr Kitchen o 2x4 35" HIGH +__� PONY WALL I XI I. A G _ ___� A DW L_ Dining © p "' D "'---.1.- - INSULATE FLOOR N OVER CRAWL SPACE 8'- { 7Y2" T..oI I of s2 ev COUNTERTOP ( j 'OVER STANDARD � ' Qi BASE CABINET + +36" A.F.F. I - I o I ; o r UL APPROVED 36" WIDE FACTORY-BUILT DIRECT FLUSH BEAM , VENT GAS FIREPLACE ABOVE ill 6x6 POST '- A r-I' W/GWB FINISH Entry w a L., o N • Y2 __ '® I li a Living 2x6 39" HIGH 5 + 9i AS APP PER SITEABLE ii "' WALL WI FINISH ,n P CONDI0,S © I ., TRIM AT TOP • z < w a 0.1 . �� s• TY o SAFETY ZING 4 GLAZING -i iv i 11" 12" TILE ....=En onu_• _ I 0 �'_—�T 20 HEARTH m • 17,646-0 F 1-6,6-0 F ` a "v '-7Y2 2'-gY2. 2'-8}2 2'-5" - MO Front LI`� 1 1 N N • ?,-.5 5I 0 SH 2-6 -0 SH 2- 5-0 SH 2T6 5-0.5•• o 3-974 I 3'-0" } 3'-p 4 3'-0" 4 3-9y4" Porch T • � . 16I-6)6" r 9I-5)12" 16 All —_—J_\�'' R'7._ ___.E ___L , i � T `` rJ 20 I 1- 1- All , + 17'-0" 1 7-113/4 .IF-♦ kTIONS 26-7" PLAN 7B FIRST FLOOR SHEET TITLE: LATERAL N-S(front to back-up/down) CT PROJECT#: CT#14189:Plan7A Diaph.Level: Roof Panel Height 8 ft. Seismic V i= 3.08 kips Design Wind N-S V I= 5.16 kips Max.aspect= 3.5 SDPWS Table 4.3.4 Sum Seismic V i= 3.08 kips Sum Wind N-S V i= 5.16 kips Min.Lwall= 2.29 ft. (0.6-0.14Sds)D+0.7 p Qe 0.6D+W per SDPWS-2008 pi= 1.00 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LDL eff. C 0 w dl V level V abv.V level V abv. 2w/h v i Type Type v i OTM RoTM Unet U,um OTM RorM Unet Usum Us,,,„ HD (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (plf) (pif) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext. left 1* 256 11.0 11.0 1.00' 0.15 1.03 0.00 0.62 0.00 1.00 1.00 56 P6TN P6TN 94 4.92 4.56 0.03 0.03 8.25 5.45 0.27 0.27 0.27 Ext. left 2 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext, left 3**' 0 0.0 0.0 1,00' 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. left 4 384 16.0 16.0 1.00' 0.15' 1.55 0.00 0.92 0.00 1.00 1.00 58 P6TN P6TN 97 7.38 9.65 -0.15 -0.15 12.37 11.52 0.06 0.06 0.06 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 ` 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.001 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0,0 1,00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. rightl**' 640 43.0 43.0 0.95. 0.15 2.58 0.00 1.54 0.00 1.00 1.00 38 P6TN P6TN 63 12.30 69.73 -1.36 -1.36 20.62 83.21 -1.48 -1.48 0.50 pert Ext. right2 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. rght3** 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 '> 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. right4 0 0.0 0.0 1,00' 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. rights 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00' 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 '' 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00' 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1280 70.0 67.9=L eff. 5.16 0.00 3.08 0.00 EVnd 5.16 EVE° 3.08 Notes: * denotes with shear transfer ** denotes perferated shear wall iSB denotes iSB Shear Panel JOB#:CT#14189:PIan7Ae. ID:Upper Lett!'(MSTR and BR4) s Roof Level w dl= 150 plf V eq 870.0 pounds V1 eq= 478.5 pounds V3 eq= 152.3 pounds V5 eq= 239.3 pounds V w= 1450,0 pounds V1 w= 797.5 pounds V3 w= 253.8 pounds V5 w= 398.8 pounds ± vhdreq= 31.6 Of I H1 head=A vhdr= 52.7 p/f H5head= 1 'y Fdragl eq=43.5 Fdrag2 eq= 13.8 Fdrag5 eq=27.7 Fdrag6 eq=43.5 1 A Fdragl w= 5 Fdragl 23.1 Fdrag5 w= ,•.1 Fdrag•w=72.5 A H1 pier= v1 eq= 43.5 Of v3 eq= 43.5 plf v5 eq= 43.5 H5 pier= 4.0<. vi w= 72.5 Of v3 w= 72.5 plf v5.w= 72.5 4.0 feet I... feet H total= 2w/h= 1 2w/h= 1 2w/h= 1 8.0 y Fdrag3= Fdra• - 13.8 feet A Fdragl w=72.5 Fdragl w=23.1 Fdrag7eq= .7 Fdrag8-• 43.5 v P6TN E.Q. Fdrag7w=46.1 Fdrag8w=72.5 A P6TN WIND v sill eq= 31.6 plf Hl sill= (0.6-0.14Sds)D 0.6D vsilt w= 52.7 p/ H5 sill= 3.0 EQ Wind '' 3.0 feet OTM 6960.0 11600.0 feet R OTM 25310 30628 y UPLIFT -741 -769 V_ Up above 0 0 Up Sum -741 -769 H/L Ratios: L1= 11.0 L2=s. 2.5 L3= 3.5 L4 i 5.0 L5=4 5.5 Htotal/L= 0.29 4 ► 4 ►4 1.-41 ►4 ► Hpier/L1= 0.36 Hpier/L3= 1.14 L total= 27.5 feet > Hpier/L5= 0.73 0.90 L reduction 4 SHEET TITLE: LATERAL N-S(front to back-up/down) CT PROJECT#: CT#14189:Plan7A Diaph.Level: 2nd Panel Height= 9 ft. Seismic V i= 2.23 kips Design Wind N-S V I= 2.25 kips Max.aspect= 3.5f.SDPWS Table 4.3.4 Sum Seismic V i= 5.30 kips Sum Wind N-S V i= 7.40 kips Min.Lwall= 2.57 ft. (0.6-0.14Sds)D+0.7 p Qe 0.6D+W per SDPWS-2008 pt= 1.00 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LDL eff. C 0 w dl V level V abv.V level V abv. 2w/h v i Type Type v i OTM ROTM Unet UBum OTM RoTM Unet Ueu,, Ue,,,,, HD (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (pif) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext. left 1* 0 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 0.27 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 '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 Ext. left 4 ; 660 21.5 21.5 1.00; 0.15 1.12 2.58 1.11 1.54 1.00 1.00 123 P6TN P6 172 23.86 17.43 0.31 0.20 33.31 20.80 0.60 0.93 0.93 - - 0 = 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 '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 Ext rightl** 660 53.0 53.0 0.91' 0.15 1.12 2.58 1.11 1.54 1.00 1.00 55 P6TN P6TN 77 23.86 ##### -1.57 -2.92 33.31 ##### -1.78 -3.26 1.20 pert Ext. right2' 0 0.0 0.0 1.00' 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. rght3** 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00' 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext nght4 0 0.0 0.0 1.00 0,00, 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 :,, 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. rights 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 •-- --• 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- •- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00' 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 ` 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -•• --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 EVeend 7.40 EVEQ 5.30 Notes: * denotes with shear transfer ** denotes perferated shear wall iSB denotes iSB Shear Panel SHEET TITLE: LATERAL E-W(side to side-left/right) CT PROJECT#: CT#14189:Plan7A Diaph.Level: Roof Panel Height= 8 ft. Seismic V i= 3.08 kips Design Wind E-W V I= 7.71 kips Max.aspect= 3.5 SDPWS Table 4.3.4 Sum Seismic V 1= 3.08 kips Sum Wind E-W V I= 7.71 kips Min.Lwall= 2.29 ft. (0.6-0.14Sds)D+0.7 p Qe 0.6D+W per SDPWS-2008 pt= 1.00 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.30 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LDL eff. C 0 w dl V level V abv.V level V abv. 2w/h v i Type Type v i OTM ROTM Unet Unum OTM ROTM Unet Usual Us,. HD (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (pIf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Front MSTR* 406 5.0 17.0 1.00 0.15 2.44 0.00 0.98 0.00 1.00 1.00 254 P4 P4 489 10.15 3.21 1.60 1.60 19.55 3.83 3.63 3.63 3.63 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Front Bath" 234 4.5 9.5 1.00 0.15 1.41 0.00 0.56 0.00 1.00 1.00 162 P6 P6 313 5.85 1.61 1.11 1.11 11.27 1.92 2.44 2.44 2.44 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Int KIT 0 0.0 0.0 1.40 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Gar Rear 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Gar Rear 0 0.0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Rear BR23* 640 9.1 14.0 1.00 0.16' 3.85 0.00 1.54 0.00 1.00 1.00 220 P6 P4 424 16.00 5.11 1.29 1.29 30.82 6.10 2.94 2.94 2.94 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Gar Alley 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Gar ABWP 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0,0 1.00 0.00 0.00 0:00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 '+ 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0,00', 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1280 18.6 18.6=L eff. 7.71 0.00 3.08 0.00 EV nd 7.71 EVEQ 3.08 Notes: denotes with shear transfer ** denotes perferated shear wall iSB denotes iSB Shear Panel MIIIMIIIIIIIIIM NOTE: 4' GARAGE WALL DESIGNED AS A STANDARD SHEAR WALL BUT CONSTRUCTED AS PART OF DOUBLE PORTAL FRAME GARAGE SHEET TITLE: LATERAL E-W(side to side-left/right) CT PROJECT#: CT#14189:PIan7A Diaph.Level: 2nd Panel Height=__ 9 ft. Seismic V I= 2.2 kips Design Wind E-W V I= 4.84 kips Max.aspect= 3.5 SDPWS Table 4.3.4 Sum Seismic V i= 5 0 kips Sum Wind E-W V i= 12.54 kips Min.Lwall= 2.57 ft. (0.6-0.14Sds)D+0.7 p Qe 0.6D+W per SDPWS-2008 pt= 1.30 Table 4.3.3.5 Wind Wind r.Q. E.Q. p= 1.30 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LDL eff. C0 wdl Vlevel Vabv level Vabv. 2w/h vi Type Type vi OTM ROTM Unet Usum OTM Row Unet Usum U.um HD (sqft) (ft) (ft) (klf) (kip) (k'> (kip) (kip) p (Of) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Front LIV*I 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 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Front 0 0.0 0.0 1.00 0.00 '4.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 1.11 0.00 0.00 0.00 2.44 2.44 - - 0 0.0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1.00 0.04 0.00 0.00 0.00 0.00 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 ®.a0 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.01 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1 a0 0.00 0.00 0.00 0.00 0.00 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 680 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 A0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ,ar AB' ® 2 6 4., 8.0 1.00 0. • '0.8 .66` 0. 0 0.5 .00 0.89 331 P4 P3 631 10.59 1.21 2.81 2.81 22.73 1.44 6.39 6.39 6.39 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ar AWP 118 2,0 8,® 100 0. 5 0.4 0.83 0. 0 0.2. .00 0.44 671 2P4 P3 631 5.37 0.60 3.58 3.58 11.36 0.72 7.98 7.98 7.98 e e,® IA ** e,oe, I.'• e.o. '.0' 1.10 1.'' 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1,00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 ` 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -•- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1.00 0,00', 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -•- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1320 22.5 22.5=L eff. 4.84 8.83 2.23 3.08 EVw;,,d 13.67 EVEQ 5.30 Notes: * denotes with shear transfer ABWP Alternate Braced Wall Panel-2308.9.3.2 ** denotes perferated shear wall iSB denotes iSB Shear Panel JOB#: CT#14189:Plan7A SHEARWALLWITH FORCE TRANSFER ID: Front Upper MSTR* Roof Level w dl= 150 plf V eq 980.0 pounds V1 eq= 490.0 pounds V3 eq= 490.0 pounds V w= 2440.0', pounds V1 w= 1220.0 pounds V3 w= 1220.0 pounds v hdr eq= 59.4 plf > •H head= A v hdr w= 147.9 plf 1.083 ]y Fdragl eq= 342 F2 eq= 342 1 Fdragl w= =-0 F2 -850 H pier= v1 eq= 196.0 plf v3 eq= 196.0 plf P6 E.Q. 50 v1 w= 488.0 plf v3 w= 488.0 Of P4 WIND feet H total= 2w/h= 1 2w/h= 1 8.083 • Fdrag3 eq= ' F4 e.- 342 feet • Fdrag3 w=850 F4 w=850 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 59.4 plf P6TN 2.0 EQ Wind v sill w= 147.9 plf P6TN feet OTM 7921 19723 R OTM 10124 12251 v UPLIFT -139 472 Up above 0 0 UP sum -139 472 H/L Ratios: L1= 2.5 L2= 11.5 L3= 2.5 Htotal/L= 0.49 4 0- 4 0.4 r Hpier/L1= 2.00 Hpier/L3= 2.00 L total= 16.5 feet JOB#: CT#14189:Plan7A SHEARWALL WITH FORCE TRANSFER ID: Front Lower LIV* Floor Level w dl= 150 plf V eq 516.0 pounds V w= 1121.6 pounds Sum V eq 1538.0 pounds V1 eq= 769.0 pounds V3 eq= 769.0 pounds Sum V w= 3853.1 pounds V1 w= 1926.5 pounds V3 w= 1926.5 pounds v hdr eq= 113.9 plf A H head= A v hdr w= 285.4 plf 1.083 ;y Fdragl eq= 484 F2 eq= 484 A Fdragl w= -13 F2 -- 1213 H pier= vi eq= 307.6 plf v3 eq= 307.6 plf P4 E.Q. 5.0 v1 w= 770.6 plf v3 w= 770.6 plf P2 WIND feet H total= 2w/h= 1 2w/h= 1 9.083 v Fdrag3 eq= ': F4 e.- 484 feet • Fdrag3 w=1213 F4 w=1213 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 113.9 p/f P6TN 3.0 EQ Wind v sill w= 285.4 plf P6 feet OTM 13970 34997 R OTM 6777 8201 v. v UPLIFT 560 2088 Up above -139 472 UP sum 421 2560 H/L Ratios: Ll= 2.5 L2= 8.5 L3= 2.5 Htotal/L= 0.67 i 0 41 104 Hpier/L1= 2.00 4 10 Hpier/L3= 2.00 L total= 13.5 feet JOB#: CT#14253:Plan 2613 '; SHEARWALL WITH FORCE TRANSFER ID: Front Upper MSTR Bath* Roof Level w dl= 150 plf V eq 590.0 pounds V1 eq= 295.0 pounds V3 eq= 295.0 pounds V w= 1820.0 pounds V1 w= 910.0 pounds V3 w= 910.0 pounds v hdr eq= 62.1 plf A H head= A v hdr w= 191.6 plf 1.083 J'=y Fdragl eq= 155 F2 eq= 155 • Fdragl w= - • F2 -479 H pier= vl eq= 131.1 plf v3 eq= 131.1 plf P6TN E.Q. 3.5 vi w= 404.4 plf v3 w= 404.4 plf P4 WIND feet H total= 2w/h= 1 2w/h= 1 8.083 v Fdrag3 eq= • F4 e.- 155 feet A Fdrag3 w=479 F4 w=479 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 62.1 plf P6TN 3.5 EQ Wind v sill w= 191.6 plf P6 feet OTM 4769 14711 R OTM 3325 4061 e • UPLIFT 164 1206 Up above 0 0 UP sum 164 1206 H/L Ratios: L1= ' 2.3 L2= 5.0 L3= 2.3 Htotal/L= 0.85 4 e 4 04 e Hpier/L1= 1.56 Hpier/L3= 1.56 L total= 9.5 feet JOB#:CT#14253'Plan 2613 ID:Rear Upper BR23` Roof Level _... wdi= '' 160 plf V eq 1610.0 pounds V1 eq= 424.8 pounds V3 eq= 760.5 pounds V5 eq= 424.8 pounds V w= 4970.0 pounds V1 w= 1311.2 pounds V3 w= 2347.5 pounds V5 w= 1311.2 pounds v hdr eq= 73.2 plf _ A H1 head=Avhdr= 225.9 plf IH5head= A 1 Fdragl eq= 96.5 Fdrag2 eq= 172.8 Fdrag5 eq= 172.8 Fdrag6 eq=96.5 -' 1 A Fdragl w= •A.0 Fdragl, 533.4 Fdrag5 w= 3.4 Fdra••w=298.0 A H1 pier= v/eq= 134.1 plf v3 eq= 134.1 plf v5 eq= 134.1 H5 pier= 4.0 vi w= 414.0 plf v3 w= 414.0 plf v5 w= 414.0 4.0 feet I feet H total= 2w/h= 1 2w/h= 1 2w/h= 1 8.0 y Fdrag3= Fdra• - 172.8 feet A Fdragl w=297.9524 Fdragl w=533.4 Fdrag7eq= 2.8 Fdrag8e. 96.5 y P6TN EQ. I Fdrag7w=533.4 Fdrag8w=298.0 A P4 WIND v sill eq= 73.2 plf H1 sill= (0.6-0.14Sds)D 0.6D v sill w= 225.9 plf H5 sill= 3.0 EQ Wind 3.0 feet OTM 12880.0 39760.0 feet R OTM 18074 22078 y UPLIFT -248 846 y Up above 0 0 Up Sum -248 846 H/L Ratios: L1= 3.2L2 5.0 L3= 5.7 L4=' '5.0 L5= 3.2 HtotalL= 0.36 _... 0 , 0 4 0 40 4 , Hpier/L1= 1.26 Hpier/L3= 0.71 L total= 22.0 feet Hpier/L5= 1.26 0.95 L reduction • " ' "77.i.;;;77rtl s�77.7-7,71:77-7- � aln�;= . 9 4L • A PA Tecnnuc . iTopscs TT-1OOF APRIL 2014 A Portal Frame with Hold Downs for Engineered Applications The APA portal-frame design,as shown in Figure 1,was envisioned primarily for use as bracing in conventional light- frame construction.However,it can also be used in engineered applications,as described in this technical topic.The portal frame is not actually a narrow shear wall because it transfers shear by means of a semi-rigid,moment-resisting frame.The extended header is integral in the function of the portal frame,thus,the effective frame width is more than just the wall segment,but includes the header length that extends beyond the wall segment.For this shear transfer mechanism,the wall aspect ratio requirements of the code do not apply to the wall segment of the APA portal frame. Cyclic testing has been conducted on the APA portal-frame design(APA 2012).Recommended design values for engi- neered use of the portal frames are provided in Table 1.Design values are derived from the cyclic test data using a rational procedure that considers both strength and stiffness. The Table 1 values in this report were developed using the CUREE cyclic test protocol(ASTM E2126),using a flexible load head.Earlier testing was conducted using rigid load heads and the sequential phased displacement(SPD)method, as outlined in SEAOSC(1997)Standard Method of Cyclic(Reversed)Test for Shear Resistance of Framed Walls for Buildings. The design values in Table 1 ensure that the code(IBC)drift limit and an adequate safety factor are maintained.For seismic design,APA recommends using the design coefficients and factors for light-frame(wood)walls sheathed with wood structural panels rated for shear resistance(Item 15 of Table 12.2-1 of ASCE 7-10). See APA Report T2004-59 for more details.For designs where deflection may be less of a design consideration,for example,wind loading while the portal frames are used in tandem with each other,and not used as conventional shear walls,a load factor of 2.5, based on the cyclic test results is used. Since cyclic testing was conducted with the portal frame attached to a rigid test frame using embedded strap-type hold downs, design values provided in Table 1 of this document should be limited to portal frames constructed on similar rigid-base foundations,such as a concrete foundation,stem wall or slab,and using a similar embedded strap- type hold down. 1 ®2014APA—T cEnginccrcdWoodAssociation PORTAL FRAME DESIGN (MIN. WIDTH = 22 1/2"): EQ =480#< EQ (ALLOW) = 1031# WIND = 1390#<WIND (ALLOW)= 1444# Table 1.Recommended Allowable De gn Val. •s for APA Portal Frame Used on a Rigid-Base Minimum Width Maximu eight Allowable Design(ASD)Values per Frame Segment (in.) ) Sheart••`I(lbf) Deflection(in.) Load Factor 16 8 850 (1190 WIND) 0.33 3.09 10 625 (875 WIND) 0.44 2.97 8 1,675 (2345 W1ND) 0.38 2.88 24 - 0.51 3.42 1,-10 1/2" 8 1520 EQ(2128 WIND) 1,-10 1/2" 10 tanc1Q31 EQ(1444 WIND) Foundation for Wind or Seismic Loading (a) Design values are based on the use of Douglas-fir or Southern pine framing.For other species of framing,multiply the above shear design value by the specific gravity adjustment factor=(1—(0.5—SG)),where SG=specific gravity of the actual framing.This adjustment shall not be greater than 1.0. (b) For construction as shown in Figure 1. (c) Values are for a single portal-frame segment(one vertical leg and a portion of the header).For multiple portal-frame segments,the allowable shear design values are permitted to be multiplied by the number of frame segments(e.g.,two=2x,three=3x,etc.). (d) Interpolation of design values for heights between 8 and 10 feet,and for portal widths between 16 and 24 inches,is permitted. (e) The allowable shear design value is permitted to be multiplied by a factor of 1.4 for wind design. (f) If story drift is not a design consideration,the tabulated design shear values are permitted to be multiplied by a factor of 1.15.This factor is permitted to be used cumulatively with the wind-design adjustment factor in Footnote(e)above. Figure 1. Construction Details for APA Portal-Frame Design with Hold Downs • Extent of header with double portal frames(two braced wall panels) • Extent of header with single portal frame (one braced wall panels) Header to jack-stud strap 2'to 18'rough width of opening for single or double portal i per wind design min 1000 lbf on both sides of opening t _ _ opposite side of sheathing Pony , wall height . is 1 f� der r •• Fasten top plate to hea • ° with two rows of 1 ad •W ,. - . ' ;. 41sinker nails at 3"o.c.typ Fasten sheathing to header with 8d common or • Min.3/8"wood structural 12' galvanized box nails at 3"grid pattern as shown • panel sheathing max - total ; Header tojack-stud • wall I strap per wind design. heigh •t Min 1000 lbf on both sides of opening opposite • side of sheathing. • If needed,panel splice edges shall occur over and be 10' ^'.Min.double 2x4 framing covered with min 3/8" - nailed to common blocking max ; thick wood structural panel sheathing with -; `t within middle 24"of portal height r ... 8d common or galvanized box nails at 3"o.c. • • • height.One row of 3"o.c. • w; in all framing(studs,blocking,and sills)typ. nailing is required in each \ - panel edge. Min length of panel per table 1 Typical portal frame 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 _-•Tr_ jack studs per IRC tables __ {,N 4 top and bottom of footing.Lap bars 15 min. R502.5(1)&(2). 1 t \.. t ix *"Min footingsize under opening is 12"x 12".A turned down t P 9 Min 1000 lb hold-down slab shall be permitted at door openings. device(embedded into Min(1)5/8"diameter anchor bolt installed per IRC R403.1.6— concrete and nailed with 2"x 2"x 3/16"plate washer into framing) 2 ©2014 APA—The Engineered Wood Association References APA, 2004, Confirmation of Seismic Design Coefficients for the.APA.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: APA HEADQUARTERS:7011 So.19th St.•Tacoma,Washington 98466•(253)565-6600•Fax:(253)565-7265 APA PRODUCT SUPPORT HELP DESK:(253)620-7400•E-mail:help@apawood.org Form No.TT-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 �� of,and/or reference to opinions,findings, conclusions,or recommendations included in this publication.Consult your local jurisdiction or design professional to assure compliance with code, construction, and performance requirements.Because APA has no control over quality of workmanship or the conditions under which engineered wood products are used,it cannot accept responsibility of product performance or designs as actually constructed. 3 ©2014 APA—Tire Engineord Weed Association 180 Nickerson St. CT RING Suite 302 _ / Q ��(� (� mot__ y + Seattle,WA Protect: c t 6 0l e ,31 t 0 C-""` f0'v' t Date: ..,a105., ')I (:o Q� q (206)285-4512 Client: 25q3 . 01q516%.5.1) Page Number: (206)285-0618 Ve,-; 6QO I i 6- C'e.- 0117-Ajb(al—q/L) n d=-6r P(I y,'. X C6` )21rki2(I FDR- 5r4 f,5ru of Pm/7)W SeA40). . k-C u -TW.OV f0-01)* _ -79(' M 1V5-6)A7)1P6- 86A)0/16 G)(02 447) ` 0 312 (5&(3)(16) g5 /3 e_iz) z ov ( a - '�g�� iM C1)L? 1la� J �C C s e^1�1� co`i �fi = 511 e x1( , w/(2 a= o,;66 6-6uw, 1z z /0/4- 7 8A1,6 e9_,901965 /lair) Aeei - 1-n5( M _ i w VN‘ Structural Engineers j WOOD FRAME CONSTRUCTION MANUAL G3 I . ilkTable 2.2A Uplift Connection Loads from Wind ° • • ., . (For Roof-to-Wall,Wall-to-Wall,and Wall-to-Foundation) . 700-yr.Wind Speed ,,--_ 110 115 120 130 140 150 160 170 1.80 195 3-second gust(mph) , Roof/Ceiling Assembly Roof Span(ft) Unit Connection Loads(plf)111'3'415'6'1 Design Dead Load _ 12. 118 128 140 164 190 219 249 281 315 369 Z 24 195 213 232 •272 315 362 412 465 521 612 0 0 psfg 36 272 298 324 380 441 506 576 650 729 856 M 48 350 383 417 489 567 651 741 836 938 1100 ro 60 428 468 509 598 693 796 906 1022 1146 1345 TO . 12 70 80 92 116 142 171 201 233 267 321 CI 24 111 129 148 188 231. 278 328 381 437 528 N 10 psf 36 152 178 204 260 321 386 456 530 609 736 48 194 227 261 333 411 495 585 680 782 944 Z 60 236 276 317 406 501 604 714 830 954 1153 12. 46 56 68 • 92 118 147 177 209 243 297 24 69 87 106 146 189 236 286 339 395 486 15 psf 36 92. 118 144 200 261 326 396 470 549 676 48 116 149 183 255 333 417 507 602 704 866 60 140 180 221 310 405 508 618 734 858 1057 12 22 32 44 68 94 123 153 185 219 273 24 27 45 64 104 147 194 244 297 353 444 20 psf 36 32 58 84 140 201 266 336 410 489 616 �to4 48 38 71 105 177 255 339 429 524 626 788 60 44 84 125 214 309 412 522 638 762 961, 12 - 8 20 44 70 99 129 161 195 249 • 24 - 3 22 62 105 152 202 255 311 402 • 25 psf 36 - - 24 80 141 206 276 350 429 556 48 - - 27 99 177 261 351 446 548 710 • 60 - - 29 118 213 316 426 542 666 865 • 1 Tabulated unit uplift connection loads shall be permitted to be multiplied by 0.75 for framing not located within 6 feet of corners for buildings less than 30 feet in width(W),or W/5 for buildings greater than 30 feet in width. 2 Tabulated uplift loads assume a building located in Exposure B with a mean roof height of 33 feet. For buildings located in other exposures,the tabulated values for 0 psf roof dead load shall be multiplied by the appropriate adjustment factor in Section 2.1.3.1 then reduced by the appropriate design dead load. 3 Tabulated uplift loads are specified in pounds per linear foot of wall. To determine connection requirements, • multiply the tabulated unit uplift load by the multiplier from the table below corresponding to the spacing of the . connectors: • Connection Spacing(in.) 12 16 192 24 48 • Multiplier I 1.00 I 1.33 I 1.60 I 2.00 I 4.00 • 4 Tabulated uplift loads equal total uplift minus 0.6 of the roof/ceiling assembly design dead load. 5 Tabulated uplift loads are specified for roof-to-wall connections. When calculating uplift loads for wall-to-wall•or : ' • wail-to-foundation connections,tabulated uplift values shall be permitted to be reduced by 73 plf(0.60 x 121 plf) for each full wall above. . ` 6 When calculating uplift loads for ends of headers/girders,multiply the tabulated unit uplift load by 1/2 of the s1,! !i_: header/girder span(ft.). Cripple studs need only be attached per typical uplift requirements. , `ri ' - For jack rafter uplift connections,use a roof span equal to twice the jack rafter length.The jack rafter length . - °r . includes the overhang length and the jack span. .'5 It) g Tabulated uplift loads for 0 psf design dead load are included for Interpolation or use with actual roof dead loads. r t. i''��"}'is AMERICAN WOOD COUNCIL 180 Nickerson St. CT ENGINEERING Suitc 302 1 YP)/Ll C)L1 1 I N c. J Seattle,WA Project: 1 T 1 ��/ll-- (�J►�(��r ��'�� Date:� 98109 (206)285-9512 FAX: Client: Page Number: (206)285-0618 \d/I\10. ► 105 `T $1 '7)cx J 1/,5r- SPP W f Aivr6 Ia in t9ti � c 2,? A4P$+-: ( u.1.7) ' 14,,,,„H.,):40I5 -P5F- &nF D2 Cogota) X 55 (Awarts , . . . . : :t . ! ! ! 1 • . . LLT , : : ; , . 5-5,c7-L1,0!)7,cociE: 43/.1: . comm - A • (4)(2 06) , 1)14 Pi A, n ---- 61'6Y ti74)(0.7-5 4--1 '44 V64._ • $1`.16•°'7.- 46- C --gyp 60#ndo .e64. lTtr " -1-=40,0 ft.1725(L_ (5Y nPis) ---- eft14 Dv* Structural Engineers TRUSS TO WALL CONNECTION ';I q VAIN'', #OF TRUSS CONNECTOR TO TRUSS TO TOP PULES 111'111 I 1 1 PLIES 1 H1 (6) 0.131" X 1.5" (4) 0.131'X 2.5" ,too ,I', 1 H2.5A (5) 0.131" X 2.5" (5) 0.131" X 2.5" `>':' 1111 1 SDWC15600 - - ,itis, .....1 i', 2 H10-2 (9)0.148" X 1.5" (9) 0.148" X 1.5" i'V 7011 2 (2)H2.5A (5) 0.131" X 2.5' EA. (5) 0.131"X 2.5" EA. 111/11 7.11 2 (2)SDWC15600 - - '1%(l 7.51 3 (3)SDWC15600 ROOF FRAMING PER PLAN 8d AT 6" O.C. ....,.....,.. .............. 2X VENTED BLK'G. z 0.131' X 3" TOENAIL `�.-- ` '�'•"� AT 6' O.C. 11111 H2.5A & SDWC15600 STY F \ TRUSS COMMON GIRDER / - il-- 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 VAi.UES i OF TRUSS CONNECTOR TO TRUSS TO TOP PLATES UPI.11-f II PLIES - ------ 1 H1 (6) 0.131' X 1.5" -_,on L_-- (4) 0.131" X2.5" - 1 H2.5A (5) 0.131"X 2.5' (5)0.131" X 2.5" 5.5 � _ 411 110 1 SDWC15600 - - 40', 115 2 H10-2 (9) 0.148" X 1.5" (9)0.148" X 1.5" 1070 70(1 2 (2)H2.5A (5)0.131" X 2.5" EA. (5) 0.131"X 2.5" EA. 10-%1 /211•_. 2 (2)SDWC15600 - - 9711 Zit) 3 (3)SDWC15600 - - 14Ii'i 345 ADD A35 0 48"0.C. ROOF FRAMING PER PLAN FOR H2.5A AND SDWC STYLE 8d AT 6' O.C. %hip4CONNECTIONS 2X VENTED BLK'G. IIMIER/h. r4% s'-' 1.--=,..4% ,.......! -0- 1 NB 1 1 1 H2.5A & SDWC15600 STY F 1COMMON/GIRDER TRUSS - PER PLAN TRUSS TO WALL CONNECTION TO EACH H1 STYLE BEARING/SHEAR WALL PER TRUSS PLY PER TABLE ABOVE PLAN AND SCHEDULE SCALE 3/4"= 1'-0" (BEAM/HEADER AT SIMILAR) 19 TYPICAL II-?USS TO WALL CONNECTION [ 7B 4-19-16 I t4 Roseburg J2 MAIN 1:43pm A Forest Products Company 1 of 1 CS Beam 2016.4.0.5 IanBeamEngine 4.13.19.1 Materials Database 1547 Member Data Description: Member Type: Joist Application: Floor Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 12 PSF Deck Connection: Glued & Nailed Filename: Beam1 Ofw : - e '----4'4"°"1 °, , '°` / 1450 11 70 9 2600 ®/ Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall DFL Plate(625psi) 3.500" 1.750" 499# -- 2 14' 5.000" Wall DFL Plate(625psi) 3.500" 3.500" 1342# -- 3 26' 0.000" Wall DFL Plate(625psi) 3.500" 1.750" 397# -4# Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Live Dead 1 391#(245p1f) 108#(67p1f) 2 1033#(645p1f) 310#(194p1f) 3 323#(202p1f) 73#(46p1f) Design spans 14' 2.375" 11' 4.375" Product: 9 1/2" RFPI-20 19.2" O.C. PASSES DESIGN CHECKS Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Lateral support is required at each bearing. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 1492.'# 2820.'# 52% 5.9' Odd Spans D+L Negative Moment 1762.'# 2820.'# 62% 14.42' Total Load D+L Shear 714.# 1220.# 58% 14.41' Total Load D+L End Reaction 499.# 1151.# 43% 0' Odd Spans D+L Int.Reaction 1342.# 1775.# 75% 14.42' Total Load D+L TL Deflection 0.2501" 0.7099" U681 6.61' Odd Spans D+L LL Deflection 0.2039" 0.3549" L/835 6.61' Odd Spans L Control: Max Int.React. DOLs: Live=100% Snow=115% Roof=125% Wind=160% KAMI L.HENDERSON SIMPSON Allpoductnamesaretademaksoftheir espectiveswears EWP MANAGER Strong'Toe Copyright(C)2016 by Simpson Strong-Tie Company Inc.ALL RIGHTS RESERVED. PACIFIC LUMBER&TRUSS "Passing is defined aswhen the member,floorjoist,beam or gibes shown on this drawing meets applicable design criteria for Loads,Loading Conditions,and Spans listed on this sheet.The BEAVERTON,OREGON 97005 design must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation according to the manufacturers specifications. 503-M8-9663