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Specifications (32)
/ 3 / 72- CT LCT ENGINEERING Structural Engineers INC. 180 Nickerson Street Suite 302 Seattle, WA 98109 206.285.4512 (V) 206.285.0618 (F) #15238 FE925 20,5 Structural Calculations ..r,lts River Terrace Plan 7 �� \AG I F � � Elevation B t fla Tigard, OR oREGJNA NISD "A 9 ' 4)14-S T. ,GR\���, Design Criteria: 2012 IBC (ORSC, OSSC) 09/14/2015 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 P Y 109 East 13th Street, Suite 200 Vancouver, WA 98660-3229 Ph: 360.695.7700 Fax: 360.693.4442 Architect: Milbrandt Architects 25 Central Way, Suite 210 Kirkland, WA 98033 Ph: 425.454. 7130 Fax: 425.646.0945 CT ENGINEERING 180 Nickerson St. INC Suite 302 Seattle,WA 98109 (206)285-4512(V) (206)285-0618(F) Polygon Northwest Company Multi a le locations in Ti:ard,OR DESIGN SUMMARY: (Note-Dual reference for Plan 7 also includes Plan 2613) are to be The proposed projectto Tigard, Oregon. Design parae-familY homes. We understand that hmet rs are as noted below: constructed in multiple locations throughout The structures are two-story wood-framed. opre-manufacturedframing y wiparallel chord wood pre-manufacturetrussces.dFloord wood trusses. Upper floor framing is primarily with framing over crawlspace is primarily pre-manufactured wood joists. The foundations are to be conventional spread footings. exposure mph ultimate wind speed, design is based B, on the ASCE 7-10 valueMWFRS of 1.00.Envelope Procedure)for Lateral design is based onOthe ASCE 7-10"equivalent lateral category and with a Kzt lateral force" "D".procedurelyw with orSequal shearWalls are the primary lateral force resisting system (R=6.5).soil classification D . Plywood OS Foundations have been sized for Class 4 soils as defined in IBC 1806.2. Codes considered;2012 IBC, and currently adopted ORSC and OSSC. SHEET TITLE: DEAD LOAD SUMMARY CT PROJECT#: Plan 2613 ROOF Roofing- 3.5 psf Roofing-future 0.0 psf 5/8"plywood(O.S.B.) 2.2 psf Trusses at 24"o.c. 4.0 psf Insulation 1.0 psf (1)5/8"gypsum ceiling 2.8 psf Misc./Mech. 1.5 psf ROOF DEAD LOAD 15.0 PSF FLOOR floor finish 4.0 psf NO gypsum concrete 0.0 psf 3/4"plywood (O.S.B.)- 2.7 psf joist at 12" 2.5 psf Insulation 1.0 psf (1) 1/2"gypsum ceiling 2.2 psf Misc. 2.6 psf FLOOR DEAD LOAD 15.0 PSF 0 I r RB.bl GABLEIEND TRUSS RB bl I . " i MIN. HDR I A MIN. HDR _ _� I MI � ' 59.1 19 59.1 I I I I i • I I I ROOF TRUSSES'AT 24" O.C. TYP. �I =I N °p1 A N' I I GABLE WEB I I I 1 r - I I 4.1 I I I I I 1Altik I 2ATT1C" IVI Cl 1 L1 ACCESSJ 1 2�� I�4 Nm 20 vIa S91 I t m I i NI e I44 x I [.I N I I.N I . E I x , 1 cooIA N x I I t 19• L S9.1 x N 4x tll ' N I/ a MIN. HDR f GABLE WEB 1 1-_--RB.b3 r MIN HDR IN. HDR I MIN_HDRR MIN_.HHD} GAB�jLEIIEND TRUSS I J-RB.b4• 16 SCISSOR/BOTTOM CORD TRUSS B 59.1 SCISSOR TRUSS A CT# 14252 2014.10.17 1/4" = 1'-0" (11x17) PLAN 7B ROOF FRAMING PLAN AMERICAN MODERN MST48e� MST48 L_i TidyW ri (--) ® a ., . J 1 WASHEEi i EN77RE SIDE P6TN r--- DRYER SIDE ENTIRE I= 3 iii 0 0 MSi37 ) , .\\ Mill1111111 IN MST37 0 li 8 1.111111> 51.2 P3) OS CT# 14301 2015.03.05 1/4" = 1'-0" (11x17) PLAN 7B UPPER LEVEL SHEARWALLS I/4'=1 0" AMERICAN MODERN 19 dth P3 S9.1 P3 -- Rr 21: -�-'t" GABLE END TRUSS drki _ _CONT�Tx12 HDR \ / I 1 1 _i STHD14 B.bl STHD14-�___- ROOF TRUSSES AT 24" D.C. 71P. N (1 Z J- Z_ 0 I Q 5 x14 IBIG BEAM B.b2 -> Q a �-�_ , _ cc 1 N 0 a I JO >< I ; J , I LL 14' FLOOR TRUSSES ® 19.2" O.C. TYP. 4 1 o 4 59.0 Ce > 2 59.0 L1.1 W Jn U O w J a . ® / )\ 2 0 1 ( P4J 59.0 � I STHD14� 1 o �STH074 I 1% x 14 LVL / r, /// r V 1 � � � 1 el � Q i1 l C P6 l ENTIRE N °�I Aix 1 SIDE co 6x6 POST ®' �� L ._,c2 /� W ��' ©Y4 FLOO' 'I I�mli 0 ROOF TRUSSES l (?)2 f8 -IDR o I L_ f2 � �----j ,�.1 AT 24" O.C. B.b16 �," \\ I.=w� 1 Z I ':,; /// \\� re � 2-6 , 4-5Y, I I � � ♦I F �. o F IEIRE P6 LEDGER I y. r© •t2.4 > Ja u (2)2x8 HDR % ^O n ii. 4 1 1 Cl Cl X 1 N 1 I BLOCKOUT FOR 1 z� I I L I MICROWAVE EXHAUST. 1 9 -_J r E 13" CLEAR Z N PICTURE FRAME = Imo, w¢J 59.0 c A OPENING. DIMS oo H m m . N 'q ARE TO STUDS. c:1I,q c? I In O I Nh .t t0 E 1 cp '� m •Cl v>> 11 A 1 In ` I1 I ®N ' �,I1 I I 't�\� I l 1 q S 41 CO A 1---I FIXTURES 4 I CO ABOVE R r- 1 6X6 POST . 1 0 1 = co I I, ;i:, N 1 1 co 'A 1 1 I 00 E-4 NI a' A I I 1 1 N r I N 0i 15 1 2�'r 11 2x ROOF I ' ll I FRAMING 1 a1 91 , I 1 B.b9 I 4x111 1 1z _- -11 LEDGER _ ,�tiX1 1 ��I STHD14 STHD14 4x8 HD 4x8 HDR 4x8 HDR 4x8 HDR `^ � Vi B.b10 � "' ' PmB ' .b10 B.b10 B.b10 I 1 ?o w ® 9 59.0 �"' W 2P3 Q E z 8 c. z L" S1.2_ B.b18 �_� L B.b17 -�-- —T� I 47-12r11 2'— _ � 4x12HDR 4x4 POST - 17 18 4x4 POST W/ ACE4 All All 4x4 POST W/ ACE4 W/ AC4 -10Y2 16'-3- s-I y2 Amok ill S6.1 CO I / illi r� --------cT �r7 STHD14 .c STHD1• / Z . O .-I O .�v f Ma CONC. SLAB ; V OVER 4"FREE DRAINAGE MATERIAL OVER COMPACTED FILL • „�, lio VERIFY- - GARAGE SLAB HEIGHT 1 WITH GRADING PLAN AI 0 o 0 o U H eto 18-Oy" 3'-113/21 m u c 1 4217 -16"111 M An �ISIM.�� VARIES : MIN. � o SLAB �3" FROM TOP 0 , =•• STEM WALL AA ' ,I o VE SLOPE 1 i_ WE alSTHD14 - IC _.._ ___INiN 01 I STHD14J1J9 4 ■12x4 PONY WALL 1ir 18x24 CRAWL FIXTURE ABOVE—.I 11 r, o ® I AT PACE ACCESS ‘_/ Q, I;1 111 MI x10 1 18"x36" " FOOTING = ITU llIMMINI NI , NW eV uMi BEVATERIO Op i ' CIOENTIRE 1P6 SIDE Erai I ME r I -N I o i �� , 1 0 ■ FINISHED FLOOR It W I 30"x30"x10" I , Q ' AT+0'-0" 'i® FOOTING W ,...1... H : 3) #4 EA. WAY 1 i alk 03 gar INI Y���in 44 y 1 .4-1_4 II .I.J n P.T. 4x4 POST TIP. U.N.O. CRAWL S %` DRAINAGE 914'I-JOISTS ICAL AT 19.2"O.C. • CONNECT FOOTING TYPALLOW P • N -12Y�" 11'-7y" ' I 3 DRAINAGE 14'-4 " i r —E I I —6y" 1._; L J x __ 1�_""x 9YZ" LVL" � � I f- -�-3D"x30"x10` mII 1 I I f 1 FOOTING W/ 18"x18"x10" FTG. ' �4 I (3) #4 EA. WAY oI IMS 1DI 1 r �� ��■ ��� ,� d' TART FRMG.I u�®'_m, ® ���I ` ' N _ I I STHD14 __(;_.4. 2P3 STH014 10 o e :1 16'-6)/" 'i 1 9.-5h" 1 I 31 CONC. SLAB12-6TOP OF SLAB I SLOPE 11/2"1 -121 " TOP OF 8" In — —1 -- ------- £ MW9LL J V- I N c ABU44 I � r ABU44 11-2}/s"-, I .3y2" t i 6'-0" I ABU44 1 8'-5" 3y" Title: PLAN 2613 Job# Dsgnr:TRE Date: 4:32PM, 16 SEP 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev: 580006 UseKW-0602997.ver 5 n, DeTimber Beam & Joist Page 1 (c)1983-2003 ENERCALC Engineering Software _ _ OFFRAMING Description 2613B ROOF FRAMING Timber Member Information RB.bl RB.b2 RB.b3 RB.b4 RB.b5 RB.b6 RB.b7 2-2x4 2-2x8 2-2x8 2-2x8 2-2x4 2-2x8 2-2x4 3.000 Timber Section 3.000 3.000 3.000 3.000 Beam Depth in 3.000 3.000 7 250 7.250 7.250 7.250 3.500 3.500 0.00 0.00 Beam: Depth in 3.5000. 0.00 0.00 0.00 Ti UnbracedrGra Length ft Fir, 0.00 Timber Grade Hem No.2 Hem Fir,No.2 Hem Rr,No.2 Hem Rr,No.2 Hem Fir,No.2 Hem Fir,No.2 Hem Far,No.2 850.0850.0850.0 850.0 850.0150.0 850.0 F El Fv-Basic Allow psi 150.0 150.0 150.0 150.0 150.0 850.0-Basiclpsi 100.0 Elastic Modulus 1,300.0 1,300.0 1,300.0 1,300.0 ksi 1,300.0 1,300.0 1,300.01.150 1.150 1.150 1.150 1.150 1.150 1.150 Sawn Sawn LoadFactor Sawn Sawn Sawn Sawn Sawn wn Member Type wnypeNo No No No No Repetitive Status No No Center Span Data .,. . 3.00 5.50 Span ft 5.50 2.50 5.25 3.00 4.50 #/ft 60.00 225.00 60.00 60.00 225.00 225.00 195.00 Dead Loada100.00 375.00 375.00 325.00 Live Load #/ft 100.00 375.00 100.00 3 .. a 0.5124 Results Ratio= 0.8084 0.1825 0.7366 0.2405 0.2627 0.883 . _..:- 15.79 6.612.25 Mmax @ Center in-k 7.26 5.62 2.62 1.2.16 8.10 27.22 50 1.50 2.75 @ X= ft 2.75 11.225 601.0 214.0 1,080.0 352.7 308.2 1,035.9 fb:Allowctual psi 1,185.3 1,466.3 1,173.0 1,173.0 1,173.0 Fb:Allowable psi 1,466.3g oxBending ox1,173BendingOK 1,466.3 Bending OK OK OK Bending OK Bending OK Bending 89.2 Bending S9 4 53.8 27.7 37.2 172.5 fv:Allow psi 56.3 26.92 172.5 172.5172.5 172.5 172.5 Fv:Allowable psi Shear OK 172.5 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 165.00 281.25 157.50 90.00 337.50 618.75 438.75 LL lbs 275.00 468.75 262.50 150.00 562.50 1,031.25 731.25 Max.DL+LL lbs 440.00 750.00 420.00 240.00 900.00 1,650.00 1,170.00 @ Right End LL lbs 165.00 281.25 157.50 90.00 337.50 lbs 275.00 468.75 262.50 150.00 562.50 1,031.25 438.75.75 25 731.25 Max.DL+LL lbs 440.00 750.00 420.00 240.00 900.00 1,650.00 1,170.00 Deflections7 Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK DeflectionOK -0.003 -0.03 Center DL Defl in -0.089 -0.002 -0.074 -0.008 UDefl Ratio 744.5 18,789.1 856.0 4,587.6 10,8 3.3 1,764.6 3,7.24 717.4 in -0.148 -0.003 -0.123 -0.013 Center LL Deo 446.7 11,273.4 513.6 2,752.5 6,524.0 1,058.7 2,2.034 Uefl Ratio -0.021 -0.009 -0.100 230.4 -0.004 -0.196 2.750 2.250 CenteroTotal Defl in -0.236 1 250 2.625 1.500 1.500 Location ft 279.2 321.0 1,720.3 4,077.5 661.7 1,394.0 UDefl Ratio 279.2 7,045.9 Title: PLAN 2613 Job# Dsgnr: TRE Date: 4:35PM, 16 SEP 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev: 580006 User:KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist Page 1 (c)1983-2003 ENERCALC Engineering Software Description 2613 ABCD CRAWLSPACE FRAMING 14189_Plan_2613.ecw:CRAWLSPACEFRAMING [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 [Center Span Data Spanft 5.75 Dead Load #/ft 195.00 Live Load #/ft 520.00 LResults Ratio= 0.9884 Mmax @ Center in-k 35.46 @o 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 2613 Job# Dsgnr:TRE Date: 4:34PM, 16 SEP 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Page 1 Rev: KW-06 Timber Beam & Joist 14189_Plan_2613.ecwFloorFranvn9 User:K-2003 E 97,Ver 5.8.0.inDec-2003 (c)1983-2003 ENERCALC Engineering Software Description 2613B FLR FRMG 1 OF 3 [Timber Member Information B.bl B.b2 B.b3 B.b4 B.b5 B.b6 B.b7 Timber Section 4x10 5.5X14IJC LVL•1.750x14.000 2-2x8 5.5X14IJC 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 14.000 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 iLevel,LSL 1.55E Hem Nr,No.2 Rosboro,Bigbea2E Lagds FrNo- Hem Fir,No.2 Larch,No.2 2.2E Fb-Basic Allow psi 900.0 3,000.0 2,315.0 850.0 325.0 50.0 3,000.0 000 0 900.0 00.0 850.0 F50.0 Fv-Basic Allow Sip180.0 300.0 Elastic Modulus ksi 1,600.0 2,200.0 1,550.0 1,300.0 2,200.0 1,600.0 1,300.0 Load Duration Factor 1.150 1.150 1.150 1.000 1.000 1.000 1.150 Member Type Sawn Manuf/Pine Manuf/Pine SaNnn Manuf/PiNne Sawn NSawn Repetitive Status 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 15.00 150.00 195.00 195.00 195.00 75.00 Live Load #/ft 100.00 40.00 400.00 520.00 520.00 520.00 200.00 325.00 Dead Load #/ft 160.00 325.00 Live Load #/ft 100.00 Start ft End ft [Results Ratio= 0.9911 0.3689 0.0864 0.4901 0.6447 0.6054 0.9607 Mmax @ Center in-k 61.44 228.69 13.20 13.14 347.49 21.72 2 72 29 62 @ X= ft 8.00 11.00 2.00 1.75 9.00 fb:Actual psi 1,231.0 1,272.9 230.9 499.9 1,934.1 708.3 1,126.9 Fb:Allowable psi 1,242.0 3,450.0 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 hi:Actual psi 53.6 60.5 28.6 56.6 109.3 70.0 111.4 Fv:Allowable p51 Shear OK O Shear K 345.0 Shear 356.5 Shear OK 150.0 Shear OK 300.0 Shear OK 180.0 172.5 Shear OK [Reactions @ Left End LDlbs 480.00 1,925.00 300.00 341.25 1,755.00 438.75 900.00 L lbs 800.00 1,540.00 800.00 910.00 4,680 00 1,170 00 1,293.75 Max.DL+LL lbs 1,280.00 3,465.00 1,100.00 1,251.25 6,435.00 1,608.75 2,193.75 @ Right End DL lbs 480.00 1,925.00 300.00 341.25 1,755.00 438.75 900.00 LL lbs 800.00 1,540.00 800.00 910.00 4,680.00 1,170.00 1,293.75 Max.DL+LL lbs 1,280.00 3,465.00 1,100.00 1,251.25 6,435.00 1,608.75 2,193.75 [Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Dell in -0.240 -0.333 -0.001 -0.005 -0.166 -0.010 -0.030 UDefl Ratio 801.6 791.9 34,459.7 7,900.8 1,297.6 5,337.8 1,812.2 Center fi Dello in 480.9 989.9 12,922.4 2,962.8 486.62,001.7 1,260.7 UDefl Ratio Center Total Defl in -0.639 -0.600 -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 300.6 440.0 9,398.1 2,154.8 353.9 1,455.8 743.5 Title: PLAN 2613 Job# Dsgnr: IREDate: 4:34PM, 16 SEP 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev: 580006 User:Kw-0602997.Ver 5.8.0,1-Dec-2003 Timber Beam & Joist Page 1 (c)1983-2003 ENERCALC Engineering Software 14189_Plan_2613.ecw:Floor Framing Description 2613B FLR FRMG 2 OF 3 [Timber Member Information B.b8 B.b9 B.b10 B.b11 B.b12 B.b13 B.b14 Timber Section 2-2x8 2-2x8 4x8 2-2x8 2-2x8 2-2x8 2-2x8 Beam Width in 3.000 3.000 3.500 3.000 3.000 3.000 3.000 Beam Depth in 7.250 7.250 7.250 7.250 7.250 7.250 7.250 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade Hem Fir,No.2 Hem Rr,No.2 Douglas Fur- Hem Fir,No.2 Hem Fr,No.2 Hem Fir,No.2 Hem Rr,No.2 Larch,No.2 Fb-Basic Allow psi 850.0 850.0 900.0 850.0 850.0 850.0 850.0 Fv-Basic Allow psi 150.0 150.0 180.0 150.0 150.0 150.0 150.0 Elastic Modulus ksi 1,300.0 1,300.0 1,600.0 1,300.0 1,300.0 1,300.0 1,300.0 Load Duration Factor 1.000 1.150 1.150 1.150 1.150 1.150 1.150 Member Type Sawn Sawn Sawn Sawn Sawn Sawn Sawn Repetitive Status No No No No No No No [Center Span Data Span ft 3.00 3.50 3.50 2.50 4.00 2.50 3.50 Dead Load #/ft 75.00 15.00 15.00 120.00 120.00 120.00 120.00 Live Load #/ft 200.00 40.00 40.00 320.00 320.00 320.00 320.00 Dead Load #/ft 325.00 220.00 160.00 250.00 325.00 325.00 325.00 Live Load #/ft 375.00 200.00 100.00 250.00 375.00 375.00 375.00 Start ft End ft [Results Ratio= 0.4910 0.2831 0.1403 0.2859 0.8875 0.3467 0.6795 Mmax @ Center in-k 13.16 8.73 5.79 8.81 27.36 10.69 20.95 @ X= ft 1.50 1.75 1.75 1.25 2.00 1.25 1.75 fb:Actual psi 500.8 332.1 188.8 335.3 1,041.0 406.7 797.1 Fb:Allowable psi 1,020.0 1,173.0 1,345.5 1,173.0 1,173.0 1,173.0 1,173.0 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 60.5 37.6 21.4 42.1 110.7 51.1 90.3 Fv:Allowable psi 150.0 172.5 207.0 172.5 172.5 172.5 172.5 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK [Reactions @ Left End DL lbs 600.00 411.25 306.25 462.50 890.00 556.25 778.75 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 0 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 L/Defl 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 LJDefI Ratio 4,254.8 6,419.4 15,801.5 7,416.7 1,485.1 6,082.8 2,216.8 Center Total Defl in -0.014 -0.013 -0.006 -0.007 -0.053 -0.008 -0.031 Location ft 1.500 1.750 1.750 1.250 2.000 1.250 1.750 L/Defl Ratio 2,509.2 3,243.5 7,022.9 4,497.4 905.4 3,708.4 1,351.4 Title: PLAN 2613 Job# Dsgnr:TRE Date: 4:34PM, 16 SEP 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev: 580006Page 1 LUS1983-203ENE,Ver5.BA,1eering003 Timber Beam & Joist 14189_Plan_2613.ecw:FlcorFraming (c)1983-2003 ENERCALC Engineering Software Description 2613B FLR FRMG 3 OF 3 [Timber Member Information B.b15 B.b16 B.b17 B.b18 Timber Section 2-2x8 2-2x8 4x8 4x10 Beam Width in 3.000 3.000 3.500 3.500 Beam Depth in 7.250 7.250 7.250 9.250 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 Timber Grade Hem Fir,No.2 Hem Fr,No.2 DouglasrFir-No. Dougllaars No- Fb-Basic Allow psi 850.0 850.0 900.0 900.0 Fv-Basic Allow psi 150.0 150.0 180.0 180.0 Elastic Modulus ksi 1,300.0 1,300.0 1,600.0 1,600.0 Load Duration Factor 1.150 1.150 1.150 1.150 Member Type Sawn Sawn Sawn Sawn Repetitive Status No No No No [Center Span Data Span ft 4.50 4.00 9.00 16.00 Dead Load #/ft 15.00 Live Load #/ft 40.00 Dead Load #/ft 160.00 60.00 75.00 60.00 Live Load #/ft 100.00 100.00 125.00 100.00 Start ft End ft LReSUIts 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 Bending OK Bendngg OK 1,173.0 Bending OK 1,345.5 Bending1,242.0 O fv:Actual psi 36.0 15.5 46.4 53.6 Fv:Allowable psi 207.0 Shear OK 172.5 Shear OK 172.5 Shear OK 207.0 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 Ueflectlons Ratio OK Deflection OK Deflection OK Deflection OK ```►►►Center DL Defl in -0.013 -0.003 -0.062 -0.240 UDefl Ratio 4,142.2 17,201.9 1,734.8 801.6 Center LL Defl in -0.010 -0.005 -0.104 -0.399 UDefl Ratio 5,177.8 10,321.1 1,040.9 480.9 Center Total Defl in -0.023 -0.007 -0.166 -0.639 Location ft 2.250 2.000 4.500 8.000 UDeil Ratio 2,301.2 6,450.7 650.5 300.6 TJI JOISTS and RAFTERS ick Lpick - Code Code Code Suggest Su est Suggest Joist b _ d Spa. LL DL M max V max El L lb L Iv L TL2401 L LL360 L max TL deft. LL deft. L TL360 L L 80 L axTL dell.TLk pdell. LLick pde1L LL d fl. size&grade width(In.) depth(in.) (in.) (psf) (psf) (ft-lbs) (psi) (psi) (ft.) (ft.) (ft.) 1 (ft.) (ft.) (in.) (in.) ft• (ft.) (ft.) I (In.) ratio (in.) ratio J 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 12201.40E+08 16.11 33.27 16.19 15.73 15.73 0.72 0.52 14.14 -14.29 14.140.47- 360 0.34~495 9.5"TJI 110 1.75 9.5 12 40 15 2380 1220 1.40E+08 18.61 44.36 17.821 17.31 17.31 0.79 0.58 15.57 15.73 15.57 0.52360_ 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 L 18.64 18.64 0.85 0.62_ 16.77 16.94 16.77 0.56 360 0.41 495 9.5"TJI 110 1.75 9.5 19.2 40 10 2500 12201 1.57E+08 15.81 30.50 16.341 15.37 15.371 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+08 17.32 36.60 17.36 16.34 16.34 0.68 0.54 15.17 14.84 ' `;14.84 0.46 384 0.37 480 9.5"TJI 110--1.75- 9.5 12 40 10 2500 12201 1.57E+08 20.00 48.80 192:11 17.98__ .8117.98 _ 0.75___0.60 _16.69__ 16.34 16.34_ 0.51 -384- 0_41 -480 9.5"TJI 110 1.75 9.5 9.6 40 10 2500 12201 1.57E+08 22.36 61.00 20.581 19.37 19.37_- 0 0.65 - 17.98 17.60 17.60 0.55 384.----0.-44 480 9.5"TJI 210 2.0625 9.5 19.2 40 10 3000 13301 1.87E+08 17.32 33.25 17.321 16.30 16.30 0.68 0.54 15.13 14.81 14.81 0.46 384 0.37 480 9.5"TJI 210 2.0625 9.5 16 40 10 3000 1330 1.87E+08 18.97 r 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 2101_2.0625 9.5 12 40 10 3000 1330 1.87E+08 21.91 53.20 20.261 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 - 10 9.5 9.6 40 3000 13301 1.87E+08 24.49 66.50 21.82 20.53 20.53 0.86 0.68 19.06 18.66 18.66 0.58 384 0.47 480 9.5"TJI 230 2.3125 9.5 19.2 40 10 3330 13301 2.06E+08 18.25 33.25 17.89 16.83 16.83 0.70 0.56 15.63 15.29 15.29--0-.481-5-54-- 0,481 -384_ 0.38 480 9.5"TJI 230 2.3125 9.5 16 40 10 3330 1330 2.06E+08 19.99 39.90 19:01 17.89 17.89 0.75 0.60 16.60 16.25 - 16.25 0.51 384 0.41 480 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 11.875"TJI 110 1.75 11.875 19.2 40 10 3160 15601 2.67E+08 17.78 39.00 19.50 18.35 17.78'- 0.67 0.54 17,04 16.67 16.67 0.52 384 0.42 460 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 110 1.75 11.875 12 40 10 3160 1560 2.67E+08 22.49 62.40 22.81 21.46 21.46 0.89 0.72 19.93 19.50 19.50 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__0.66 384 0.53 480 11.875"TJI 210 2.0625 11.875 19.2 40 10 3795 1655 3.15E+08 19.48 41.38 20.611 19.39 19.39 0.871.-0.651- 18.00- 17.62 17.62 0.55 384 0.44 480 11.875"TJI 210 2.0625 11.875 16 40 - 10 3795 1655 3.15E+08 21.34 49.65 ,21.90 20.61 20.61; 0.86 0.69 19.13 18,72 18.72' 0.59 384'r 0.47 480 11.875"TJI 2101 2.0625 11.875 12 40 10 3795 16551 3.15E+08 24.64 66.20 24.101 22.68 22.68 0.95 0.761__ 21.05 20.61 20.61 0.641 384 0.521 480 11.875"TJI 210 2.0625 11.875 9.6 40 10 3795 16551 3.15E+08 27.55 82.75 25.961 24.43 24.43 1.02 0.81 22.68 22.20 22.20 0.69 384 0.55 480 111.875"T..11 230 2.3125 11.875 16 40 10 4215 1655 3.47E+08 22.49 1.875"1J1230 2.3125 11.875 19.2 40 10 4215 16551 3.47E+08 20.53 41.38 21.281 20.03 20.03 0.83 0.671 18.59 18.20 18.20 0.57 384 0.45 480 49.65 __ 11.875"TJI 230 2.3125 11.875 12 40 10 4215,_ 1655 3.47E+08 25.97 66.20 _24.82 224.891 3.42 23.42 0.98 0.78 21.74. 21.28 ,1 .28' 0.60 384 0.48 480 11.875"TJI 230 2.3125 11.875 9.6 40 10 4215 1655 3.47E+08 29.03 82.75 26.811 25.23 25.23 1.05 0 84 .74 21.28.28 ' 0.72_ 384 0.53 480 _.----------------------------______.__-_-_ _._-..---_--- 23.42 22.93 22.93 0.72 384 0.57 480 11.875"RFPs 400 2.0625 11.875 19.2 40 10 4315 14801 3.30E+08 20.77 37.00 20.93 19.69 19.69 0.82 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 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 20.93 20.93 0.65 384 0.52 480 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 CTM 14189-Betahny Creek Falls I LOAD CASE (12-12) (BASED ON ANSI/AFBPA NDS-1997) SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 Ke 1.00 Design BucklinLFactor D+L+S c 0.80(Constant)> Section 3.7.1.5Cr KcE 0.30(Constant)> Section 3.7.1.5 Cf(Fb) Cf(Fc) 1997 NDS 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.Wall duration duration factor factor use Stud Grade Width Depth Spadng Height Le/c1Vert.Load Nor.Loa <.1.0 Load Op Plate Cd(Fb)Cd(Fc) Cf Cf Cr` Fb Fe perp Fc E Fb' Fc perp' Fe- Fee Pc fc felF'c lb It,/ in. In. In. 0. pll pal pit (Fb) (Fc)_ psi _psi __psi psi psi psi psi psi psi psi psi Fb"(1-fe/Fce) H-F Stud 1.5 3.5 16 7.7083 26.4 1730 0.9916 1993.4 1.00 1.15 1.1 1.05 1.15 675 405 800 1.200,000 854 506 966 515.42 441.22 439.37 1.00 0.00 0.000 H-F Stud 1.5 3.5 16 9 30.9 1340 0.9986 1993.4 1.00 1.15 1.1 1.05 1.15 675 405 800 1,200,000 854 506 966 378.09 340.90 340.32 1.00 0.00 0.000 H-F Stud 1.5 3.5 12 9 30.9 1785 0.9947 2657.8 1.00 1.15 1.1 1.05 1.15 675_ 405 800 1,200,000 854 508 966 378.09 340.90 340.00 1.00 0.00 0.000 H-F Stud 1.5 3.5 16 8.25 28.3 1550 0.9921 1993.4 1.00 1.15 1.1 1.05 1.15 675 405 800 1,200,000 854 506 966 449.95 395.22 393.65 1.00 0.00 0.000 H-F Stud 1.5 3.5 12 8.25 28.3 2070 0.9953 2657.8 _ 1.00 1.15 1.1 1.05 1.15 675 405 600 1,200,000 854 508 966 449.95 395.22 394.29 1.00 0.00 0.000 H-F Stud 1.5 3.5 8 8.25 28.3 3100 0.9921 3986.7 1.00 1.15 1.1 1.05 1.15 675 405 800 1.200,000 854 506 966 449.95 395.22 393.65 1.00 0.00 0.000 SPF Stud 1.5 3.5 16 7.7083 26.4 1895 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 0.9944 2091.8 1.00 1.15 1.1 1.05 1.15 675 425 725 1,200,000 854 531 875.438 378.09 336.17 335.24 1.00 0.00 0.000 SPF Stud 1.5 3.5 12 9 30.9 1760 0.9944 2789.1 1.00 1.15 1.1 1.05 1.15 675 425 725 1,200,000 854 531 875.438 378.09 336.17 335.24 1.00 0.00 0.000 SPF Stud 1.5 3.5 16 8.25 28.3 1525 0.9957 2091.8 1.00 1.15 1.1 1.05 1.15 675 425 725_1,200,000 854 531 875.438 449.95 388.13 387.30 1.00 0.00 0.000 SPF Stud 1.5 3.5 12 8.25 28.3 2030 0.9925 2789.1 1.00 1.15 1.1 1.05 1.15 675 425 725 1,200,000 854 531 875.438 449.95 388.13 386.67 1.00 0.00 0.000 SPF Stud 1.5 3.5 8 8.25 28.3 3050 0.9957 4183.8 1.00 1.15 1.1 1.05 1.15, 675 425 725 1.200,000 854 531 875.438 449.95 388.13 387.30 1.00 0.00, 0.000 H-F#2 1.5 5.5 16 7.7083 16.8 3132 0.2408 3132.4 1.00 115 1.3 1.10 1.15 850 405 1300 1,300,000 1,271 506 1644.5 1378.83 1031.58 506.18 0.49 0.00 0.000 H-F#2 1.5 5.5 16 9 19.6 3132 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 0.60 0.00 0.000 H-F#2 1.5 5.5 16 8.25 18.0 3132 0.2858 3132.4 1.00 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 1,271 506 1644.5 1203.70 946.77 506.18 0.53 0.00 0.000 SPF#2 1.5 5.5 16 7.7083 16.8 3287 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 1015.45 531.23 0.52 0.00 0.000 SPF#2 1.5 5.5 16 9 19.6 3287 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 0.62 0.00 0.000 SPF#2 1.5 5.5 16 8.25 18.0 3287 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 2091.8 1.00 1.15 1.1 1.05 1.15 675 425 725 1,200,000 854 531 875.438 144.28 139.02 138.41 1.00 0.00 0.000 1454.75 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 CV/14189-Betahny Creek Falls I LOAD CASE (12-13) (BASED ON ANSI/AF6PA NDS-198 Ke 1.00 Design Buckling Factor D+L+W n SEE SECTION: 2.3.1 2.3.1 2.3.1 17.1 3.7.1 c 0.80(Constant)> Section 3.7.1.5 KcE 0.30(Constant)> Section 3.7.1.5 Cr Cb _Mules) > Section 2.3.10 Bending Comp. Size Size Re Cf(Pb) Cf(Fc) 7997 NDS P• Cd(Fb) Cb Cd(Fc) Eq.3.7-1 NDS 3.9.2 Max.Wall duration dura0on factor factor use Stud Grade Width Depth Spacing Height Le/d Vert.Load Hor.Load ..1.0 Load @ Plate Cd(Fb)Cd(Fc) Cf Cf Cr Fb Fc perp Fc E Fb' Fe perp' Fc' Fee Pc fc fc/F'e fb ib/ M. In. In. ft. pit psf pit (Fb) (Fc) psi psi psi psi siH-F Stud 1.5 3.5 18 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 p 508 X840 515.42 427.08 273.02 0.64 376,78 i si psi psi psiFb"(1 f 0.586 H-F Stud 1.5 3.5 16 9 30.9 755 6.46 0.9942 1993.4 1.60 1.00 1.1 1.05 1.15 675 405 800 1,200,000 1,366 508 840 378.09 333.99 191.75 0.57 447.52 0.665 H-F Stud 1.5 3.5 12 9 30.9 1140 8.46 0.9998 2657.8 1.60 1.00 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 840 378.09 333.99 217.14 0.65 335.64 0.577 H-F Stud 1.5 3.5 16 8.25 28.3 970 8.13 0.9943 1993.4 1.60 1.00 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 840 449.95 384.87 246.35 0.64 361.37 0.585 H-F Stud 1.5 3.5 12 8.25 28.3 1425 8.13 0.9974 2657.8 1.60 1.00 1.1 1.05 1.15 675 405 800 1.200,000 1,366 506 840 449.95 384.87 271.43 0.71 271.03 0.500 H-F Stud 1.5 3.5 8 8.25 28.3 2355 8.13 0.9981 3988.7 1.60 1.00 1.1 1.05 1.15 675 405 800 1.200,000 1,368 506 840 449.95 384.87 299.05 0.78 180.89 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 1,366 531 761.25 515,42 415.53 269.21 0.65 376.78 0.577 SPF Stud 1.5 3.5 16 9 30.9 700 8.46 0.9115 2091.8 1.60 1.00 1.1 1.05 1.15 675 425 725 1.200,000 1,366 531 761.25 378.09 328.30 177.78 0.54 447.52 0.618 SPF Stud 1.5 3.5 12 9 30.9 1125 8.46 0.9931 2789.1 1.80 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 0.587 SPF Stud 1.5 3.5 16 8.25 28.3 980 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 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 1,366 531 761.25 449.95 376.35 267.62 0.71 271.03 0.490 SPF Stud 1.5 3.5 8 8.25 28.3 2320 8.13 0.9958 4183.6 1.80 1.00 1.1 1.05 1.15 875 425 725 1.200,000 1.366 531 761.25 449.95 376.35 294.60 0.78 180.89 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 19.6 3132 8.46 0.5743 3132.4 1.60 1.00 1.3 1.10 1.15 850 405 1300 1,300,000 2.033 508 1430 1011.45 804.50 508.18 0.83 181.23 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 2,033 508 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 19.8 3287 8.46 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 0.66 181.23 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 SPF Stud 1.5 3.5 16 14.57 50.0 70 8.46 0.9957 2091.8 1.60 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 761.25 144.26 138.14 17.78 0.13 ffN## 0,979 SPF#2 1.5 5.5 16 19 41.5 660 9.71 0.9941 3287.1 1.60 1.00 1,3 1.10 1.15 875 425 1150 1,400,000 2.093 531 1265 244.40 233.80 106.67 0.46 927.02 0.786 H-F#2 1.5 5.5 16 19 41.5 600 9.71 0.9921 3132.4 1.60 1.00 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 508 1430 226.94 219.02 96.97 0.44 927.02 0.798 Page 1 D+L+W+.5S CT#14189-Brashly Creek Falls II LOAD CASE I (12-14) (BASED ON ANSIIAFBPA NDS-1997) SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 Ke 1.00 Design Buckling Factor D+L+W+812 Cr c 0.80(Constant)> Section 3.7.1.5 Cf(Fb) Cf(Fc) 1997 NDS KcECb 0.30(Constant)> Section 3.7.1.5Bending Comp. Size Size Rep. Cd(Pb) Cb Cd(Fc) Eq.3.7-1 Cb (Verfes).� , Section 2.3.100 NDS 3.9.2 Max.Weil duration duration factor fador use Stud Grade Wdth Depth Spadnp Height Le/d Vert.Load Hor.Load <.1.0 Load©Plato Cd(Fb)Cd(Fe) ClbCfc Cr Fb Fc erp Fe BPb Fc perp' Fc psi psi psi 1�a psi Fb"fb belFca) In. In. In. R. pit pat pit (Fb) (F) psipsipsipsi psipsipsi H-F Stud 1.5 3.5 16 7.7083 26.4 1095 9.71 0.9962 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 508 966 515.42 441.22 278.10 0.63 376,78 0.599 H-F Stud 1.5 3.5 16 9 30.9 765 8.46 0.9986 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1.200,000 1,366 506 966 378.09 340.90 194.29 0.57 447.52 0.674 H-F Stud 1.5 3.5 12 9 30.9 1150 8.46 0.9969 2857.8 1.80 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 508 966 378.09 340.90 219.05 0.64 335.64 0.584 H-F Stud 1.5 3.5 16 8.25 28.3 985 8.13 0.9963 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 000 1,200,000 1,366 508 966 449.95 395.22 250.18 0.63 361.37 0.596 H-F Stud 1.5 3.5 12 8.25 28.3 1445 8.13 0.9959 2657.8 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 449.95 395.22 275.24 0.70 271.03 0.511 H-F Stud 1.5 3.5 8 8.25 28.3 2390 8.13 0.9960 3988.7 1.60 1.15 1.1 1.05 1.15 675 405 800 1.200,000 1,366 506 966 449.95 395.22 303.49 0.77 180.69 0.406 SPF Stud 1.5 3.5 16 7.7083 26.4 1080 9.71 0.9935 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 515.42 431.52 274.29 0.64 376.78 0.589 SPF Stud 1.5 3.5 16 9 30.9 760 8.46 0.9988 2091.8 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 0.669 SPF Stud 1.5 3.5 12 9 30.9 1140 8.46 0.9944 2789.1 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1.366 531 875.438 378.09 336.17 217.14 0.65 335.64 0,577 SPF Stud 1.5 3.5 16 8.25 28.3 975 8.13 0.9952 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 247.62 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 1,366 531 875.438 449.95 388.13 272.38 0.70 271.03 0.503 SPF Stud 1.5 3.5 8 8.25 28.3 2360 8.13 0.9922 4183.6 1.80 1.15 1.1 1.05 1.15 875 425_ 725 1.200.000 1.368 531 875.438 449.95 388.13 299.68 0.77 180.89 0.396 H-F#2 1.5 5.5 16 7.7083 16.8 3132 9.71 0.3593 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1.300,000 2,033 506 1644.5 1378.83 1031.58 506.18 0.49 152.58 0.119 H-F#2 1.5 5.5 16 9 19.6 3132 8.48 0.5437 3132.4 _ 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1011.45 837.57 508.18 0.60 181.23 0.178 H-F#2 1.5 5.5 16 8.25 18.0 3132 8.13 0.4100 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 508 1644.5 1203.70 946.77 506.18 0.53 146.34 0.124 SPF#2 1.5 5.5 16 7.7083 18.8 3287 9.71 0.3872 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1484.89 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 0.62 181.23 0.169 SPF#2 1.5 5.5 16 8.25 18.0 3287 8.13 0.4342 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1296.30 945.38 531.23 0.56 146.34 0.118 SPF Stud 1.5 3.5 16 14.57 50.0 70 8.46 0.9955 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1266 531 875.438 144.26 139.02 17.78 0.13 0#3/414r86 0.979 SPF#2 1.5 5.5 16 19 41.5 860 9.71 0.9914 3287.1 1.60 1.151.3 1.10 1.15 875 425 1150 1.400,000 2.093 531 1454.75 244.40 235.32 108.67 0.45 927.02 0.786 H-F#2 1.5 5.5 18 19 41.5 600 9.71 0.9901 3132.4 1.60 1.15-1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 226.94 220.14 96.97 0.44 927.02 0298 Page 1 D+L+S+.5 W CT#14189-Batahny Creak Falls I LOAD CASE I (12-15) I (BASED ON ANSIIAFBPA 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+W/2 c 0.80(Constant)> Section 3.7.1.5 KcE 0.30(Constant)> Section 3.7.1.5 Cr Cb (Nadas) > Section 2.3.10 Cf(Pb) Cf(Fc) 1997 NDS Bending Comp. Size Size Rep. Cd(Pb) Cb Cd(Fc) Eq.3.7-1 NDS 3.9.2 Max.Wall duration duration factor factor use Stud Grade Wdth Depth Spacing Height Le/d Vert.Load Hor.Load o=1.0 Load CO Plate Cd(Fb)Cd(Fc( Cf Cf Cr Fb Fc perp Fc E Fb' Fc perp' Fc' Fce Pe fc Ic/F'c lb Sri in. in. In. ft plf put pit (Fb) (Fc) psi psi "psi psi psi psi psi psi psi H-F Stud 1.5 3.5 16 7.7083 28.4 1335 4.855 0.9935 1993.4 1.80 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1.368 506 966 515.42 441.22 339.05 0.77 188.39 Fb"{t-f 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 1.15 675 405 800 1,200,000 1,369 506 966 378.09 340.90 248.35 0.72 223.76 0.470 1-I-F Stud 1.5 3.5 12 9 30.9 1380 4.23 0.9976 2857.8 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 378.09 340.90 262.86 0.77 187.82 0.403 H-F Stud 1.5 3.5 16 8.25 28.3 1195 4.065 0.9960 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 508 966 449.95 395.22 303.49 0.77 180.69 0.406 H-F Stud 1.5 3.5 12 8.25 28.3 1680 4.065 0.9990 2657.8 1.60 1.15 1.1 1.05 1.15 675 405 600 1,200,000 1,366 506 966 449.95 395.22 320.00 0.81 135.51 0.343 H-F Stud 1.5 3,5 8 8.25 28.3 2685 4.085 0.9999 3988.7 1.60 1.15 1.1 1.05 1.15 675 405 800 1200,000 1,386 506 968 449.95 395,22 338.41 0.88 90.34 0.287 SPF Stud 1.5 3.5 16 7.7083 28.4 1315 4.855 0.9907 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 515.42 431.52 333.97 0.77 188.39 0.392 SPF Stud 1.5 3.5 16 9 30.9 965 4.23 0.9970 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1.366 531 875.438 378.09 336.17 245.08 0.73 223.78 0.466 SPF Stud 1.5 3.5 12 9 30.9 1370 4.23 0.9990 2789.1 1.80 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 378.09 336,17 260.95 0.78 167.82 0.396 SPF Stud 1.5 3.5 16 8.25 28.3 1180 4.085 0.9922 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1.366 531 875.438 449.95 388.13 299.68 0.77 180.69 0.396 SPF Stud 1.5 3.5 12 8.25 28.3 1660 4.085 0.9973 2789.1 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1.366 531 875.438 449.95 388.13 316.19 0.81 135.51 0.334 SPF Stud 1.5 3.5 8 8.25 28.3 2830 4.085 0.9989 4183.6 1.60 1.15 1.1 1.05 1.15 675 425 725 1.200,000 1.388 531 875.438 449.95 388.13 333.97 0.86 90.34 0.257 H-F#2 1.5 5.5 18 7.7083 18.8 3132 4.855 0.3001 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300.000 2,033 508 1644.5 1378.83 1031.58 508.18 0.49 76.29 0.059 H-F#2 1.5 5.5 16 9 19.6 3132 4.23 0.4544 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1.300,000 2,033 506 1644.5 1011.45 837.57 508.18 0.80 90.61 0.089 H-F#2 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 2,033 508 1844.5 1203.70 946.77 506,18 0.53 73.17 0.082 SPF#2 1.5 5.5 18 7.7083 16.8 3287 4.855 0.3304 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2.093 531 1454.75 1484.89 1015.45 531.23 0.52 76.29 0.057 SPF#2 1.5 5.5 16 9 19.8 3287 4.23 0.4750 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1089.25 850.16 531.23 0.62 90.81 0.085 SPF#2 1.5 5.5 16 8.25 18.0 3287 4.085 0.3750 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1296.30 945.38 531.23 0.56 73.17 0.059 SPF Stud 1.5 3.5 16 14.57 50.0 255 4.23 0,9959 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1.200,000 1,366 531 875.438 144.26 139.02 64.76 0.47 588.43 0.779 SPF#2 1.5 5.5 16 19 41.5 935 4.855 0.9925 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 244.40 235.32 151.11 0.64 483.51 0.580 H-F#2 1.5 5.5 16 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 2,033 508 1644.5 228.94 220.14 139.80 0.64 463.51 0.594 Page 1 D+L+Sa.7E CTM 14189-Betahny Creek Falls I LOAD CASE 1 (12-16) 1 (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+FJtA c 0.80(Constant)> Section 3.7.1.5Cr KcE 0.30(Constant)> Section 3.7.1.5 Cf(Fb) Cf(Fc) 1997 NDS Cb Varies). > Section 2.3.10 Bending Comp. Size Size Rep. Cd(Fb) Cb Cd(Fc) Eq.3.7-1 NDS 3.9.2 Maz.Walt duration duration factor factor use Stud Grade Width Depth Spacing Height Le/d Vert.Load Hor.Load oe 1.0 Load @ Plate Cd(Fb)Cd(Fc) Cf Cf Cr Fb Fc perp Fc E Fb' Fc perp' Fe• Fce Pc fc IdF'c Fb'•7 1e1Fce In. In. In. tt. pit psf pif (Fb) (Fc)_ psi psi psi psi psi psi psi psi Pel Psi psi (" ) 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 0.9980 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 2857.8 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 3988.7 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,368 508 968 449.95 395.22 342.86 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 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 1,386 531 875.438 378.09 338.17 253.97 0.78 188.85 0.421 SPF Stud 1.5 3.5 12 9 30.9 1410 3.57 0.9962 2789.1 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 378.09 336.17 288.57 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 SPF Stud 1.5 3.5 8 8.25 28.3 2670 3.57 0.9987 4183.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 448.95 388.13 339.05 0.87 79.34 0.238 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 1.60 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 76.47 0.075 H-F 2 1.5 5.5 16 8.25 18.0 3132 3.57 0.3404 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1203.70 946.77 506.18 0.53 64.26 0.055 SPF 2 1.5 5.5 16 7.7083 16.8 3287 3.57 0.3154 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1484.89 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 4251 1150 1,400,000 2,093 531 1454.75 1089.25 850.16 531.23 0.62 76.47 0.071 SPF 2 1.5 5.5 16 8.25 18.0 3287 3.57 0.3678 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1296.30 945.38 531.23 0.56 64.26 0.052 SPF Stud 1.5 3.5 16 14.57 50.0 285 3.57 0.9981 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 144.26 139.02 72.38 0.52 494.93 0.727 SPF 1.5 5.5 16 19 41.52. 020 1-F 22 1.5 5.5 16 19 41.5 1 1454.75 945 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 1844.5 226.94 220.14 152.73 0.69 340.83 0.5113 Page 1 180 Nickerson St. /111331 E, N G I N:E E R, I N G Suite 302 .0c - . Seattle,'SNA Project: *--_._-ti= ,,,,,, -- . . 98109 .Date: -N- .s s 's' a.--N- (206)285-4512 / PAX: Client: Page Number: (206)285-0618 hive)• lati.... r ZPVC0 psf a6) •- ( 150y, 0 t 17*I, Me NZ le.f*g) "..:12,::, 4) ( '. E viotis 3 - • , (4016) 3its 24. lki 0 -522i gait2(AV . 1144 Pgrp IV ----,-- _ .� .,. J J V 14),.. 4.-014(116+15)-f-loc3.----.-- cRo . le 54 -4, (15Y(. 2. 40----45-3citl‘ 4. 5ilitOr C.'' , ,:a . par • ' V-- 07-e Vim GG/J..++ .. .- Structural Engineers • 180 Nickerson St, - C TENGINEERING Sulte 302 INC. ' Seattle,WA { p �+�—� Q 98109 Project: t �r 6 •I i7{� @ t 1 Date: (206)285-4512 Client: SI MX.tf ��J 1 14 A$" '4--"P vt? Page Number: (206)285-0618 ; f i } .. 'bhp x •C.... i,5.5 £ _ ,._ {SPS ' Poste , f , 1 . f t . ,..-. f } i i ":11. ,. 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Structural Engineers • . • C T E'-.N G I N E.•E R 1,N G: 180 Nickerson St. cam''( �q�,f�� 1 N C.• Suite 302 Project: I 1 "' D& ---•=-> FM /kE-5 [ ' 7c`® G /� 98109'WA UYLL� a �( (/ Date: 9- 2.1, oe, ' 2072 / �$ �JDpwS n A�� (206)285-061812 Client: 5�Y7tJ� IVT Page Number: (206)285-06 Pa e } J I • 1 : gip- , ji ' , , l� - I , i - p r ' ! ;W: �J • iJ L r T ' -.. - - t v 1 '•--,--•4-- J1}� (,ty I 1 ' :..I. -f 4- + i-:_V� _---F -r_".t _ + 1 1; • --13g" %��f 11 t i... i. • _J✓i-a ,� 2 S• l(_9 _� ,,;=‘;;-'. ( = 19_,:4.3> ipso ..jriLl2 • ...:f) ^{, L7T/ I✓ �T - --coVY ..: - • 5:. 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I 1 t C.. -F• 1 I - _ ' , ; - -- ; i + X23 , I I.... jZ � Url4t 7 s — '_ 1 ', - • *, 2, �KD51� ��-�- l..f u�__. __].._4___i_.1.._'.:rtiil ! :fl I - - ; '' - - -I-1 '.i--- f, • Structural Engineers 1C ' StPw' 4--.3•6,¢ 3 .5/ ' , I - IM & , L: Design Maps Summary Report Page 1 of 1 EMS Design Maps Summary Report User-Specified Input Building Code Reference Document 2012(which International USGStiohl Build ding aCodele in 2008) Site Coordinates 45.43123°N, 122.77149°W Site Soil Classification Site Class D -"Stiff Soil" Risk Category I/II/III j----"-„4,P (50t►O�qm '` -' "`®f.B ''d„ a ton ' '' ,. ;,. '"` rht' 1: ; $t 1':,,V-'g�. i-- E x ti :4,4 .3.,,,,40,c4-.1.- 11.r,L.;,,,44,.,,,.--� '. §3 ,f.4. 112',,,„4_42,1„. t 4 k d .!«� E '1 s -..�^ `t.se* ;*,,,1141V., x..5.3 c..-.Ei x" �� .. i � . �,7 '�-- t.fkr xt5Fv1 ✓� T a, :.l 3 "1:0-7,-:::.4,01a,„,4,-,-:,_.:,,i;smi?* i. a " 4r im jtiii t4 s .,.:.,44.1P- Sy' I '* .. ja a ; ? „„,,7-444-.4. :-: d nr 9 -mss • S �� j SIF` f F'c "4 ar .g `: .. ,4-„ i ��4. It �_ . , l:a`keib!srego & g 6 k i 1,71;.(1„ ▪h - O :' Scl�°tIs 1 !. , :4,.,;2:4:4 :.;,,,,..,:.,4,',;:'o,. .i,, ' , r t Klug�31ty h$ ' }, ,tom o ▪ �Cc' MER 1 C A T } �`Z Y 5 ' S A cab} H.F"SAk T_ jl atli..11�..+a��'Yw° 4 4 " .:- T` 4L' 3 # $ ZU�S f I 'kr ? �, ,3 s.�,:...wr«*..a...9!!!..50,.�ta.,.,.,. i,.a�;m��uest'� ow°g ..,,5 z ww..,e--w"'�'i3�"��;x�u m 9C�4. M,, ., ... USGS-Provided Output Ss = 0.972 g SMS = 1.080 g S05 = 0.720 g Si = 0.423 g SM: = 0.667 g SDL = 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. NICER Response Spectrum Design Response Spectrum o.ee 0.00 1.10 0,'t2 0,25 0.51 0;02 o.SS oil P 0.40 0,65 a - 0.40 th 0.55 1 VI I 0.32 0.44 0.24 0.32 0.36 0.22 0.02 0.11 0.00 0. 00 20 140 160 1 0.00 0.20 0.40 0.60 0.50 1.00 1. . , .00 2•.00 0.00 0.20 0.40 0.40 0.50 1.00 1.20 1.40 1.50 1:00 2.00 Period,T(sec) Period,T(sec) Although this information is a product of the U.S.Geological Survey,we provide no warranty,expressed or implied,as to the accuracy of the data contained therein.This tool is not a substitute for technical subject-matter knowledge. http://ehp2-earthquake.wr.usgs.gov/designmaps/us/summary.php?template=minimal&latit... 9/14/2015 2012 IBC SEISMIC OVERVIEW SHEET TITLE: 2012 IBC SEISMIC OVERVIEW CT PROJECT#: CT#14253:Plan 2613 Step# 1• RISK CATEGORY 2012 IBC ASCE 7-10 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 S 5 s= 1.10 Figure 1613.3.1(1) Figure 22-1 1.0 Sec.Spectral Response S1= 0.50 Figure 1613.3.1(2) Latitude= Varies ( ) Figure 22-2 N Longitude= Varies W httt://earthguake usasgov/research/hazmaps/ http://geohazards.usas °v/des! nmaps/us/aon�ication php 6• Site Coefficient(short 1.0 secondperiod 7. Site Coefficient ) Fa= 1.06 Figure 1613.3.3(1) Table 11.4-1 ( ) Fv= 1.50 Figure 1613.3.3(2)( ) Table 11.4-2 SMs-Fa*Ss SMs= 1.17 SM7=F,,*S1 EQ 16-37 EQ 11.4-1 SMI= 0.75 EQ 16-38 SDs=2/3*SMS SDs= 0.78 EQ 11.4-2 SDS=2/3*SMS EQ 16-39 EQ 11.4-3 SDi= 0.50 EQ 16-40 EQ 11.4-4 8• Seismic Design Category 0.2s SDCs= D 9• Seismic Design Category 1.0s SDC1= D Table 1613.3.5(1) Table 11.6-1 Table 1613.3.5(2) Table 10. Seismic Design Category SDC= D Max. Max11.6-2 M . 11. Wood structural panels - 12. Response Modification Coef. R= 6.5 N/A Table 12.2-1 13. Overstrength Factor N/A Table 12.2-1 �o= 3.0 N/A Table 12.2-1 14. Deflection Amplification Factor CD= 4.0 N/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 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 Sps= 0.78 h„ = 18.00(ft) Sp,= 0.50 X = 0.75 ASCE 7-05(Table 12.8-2) R_ 6.5 Ct= 0.020 ASCE 7-05(Table 12.8-2) IE= 1.0 T= 0.175 ASCE 7-05(EQ 12.8-7) Si= 0.50 k= '_ 1 ASCE 7-05(Section 12.8.3) TL= 6 ASCE 7-05(Section 11.4.5:Figure 22-15) = 0.120 W ASCE 7-05(EQ 12.8-2) Cs Sos/( (R 0.440 W ASCE 7-05(EQ 12.8-3)(MAX.) Cs=Sol/R*(R/I�) (for T<T 0ASCE 7-05(EQ 12.8-4)(MAX.) (S Cs= *TO/T2*(R/IE)) (for T>T1) 0.000 W Cs=0.0y 0.010 W ASCE 7-05(EQ 12.8-5)(MIN.) (0.51 0.038 W ASCE 7-05(EQ 12.8-6)(MIN.if St>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,„= DL w; w; *h;k wx hx a DESIGN SUM DIAPHR. Story Elevation Height AREA (kips) �w-j.h Vi DESIGN Vi LEVEL Height (ft) h; (ft) (sqft) (ksf) (kips) ( iP ) Roof18.00' 18.00 1280"'' 0.022' 28.16 506.9 0.58 321 321 8.00 10.00 10.00 1310 : 0.028 36.68 366.8 0.42 2.33 5.54 2nd Y. 1st(base) 10.00 0.00' SUM= 64.8 873.7 1.00 5.54 E=V= 7.75(LRFD) E11.4= 5.54(ASD) DIAPHRAGM FORCES PER ASCE 7-10 SECTION 12.10.1.1 (EQ 12.10-1) Design Fax = 0.2`Sps" IE*wP DIAPHR. Fj E F, w, E w; F = EFI=we, 0.4*SDE"1E*wp F x Min. LEVEL (kips) (kips) (kips) (kips) (kips) Ew, Fax Max. a 8.76 4.38 Roof 3.21 3.21 28.2 28.2 4.38 3.21 11.416 4.38 2nd 2.33 5.54 36.7 64.8 5.70 3.130.007 1st(base) 0.00 0.00 0.0 64.8 0.00 0.00 0.00 Page 1 ASCE 7-10 WIND Part2 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM USING LOADS FROM ASCE 7-10 CHAPTER 28,PART 2 CT PROJECT*: CT#14253:Plan 2613 NS E-W Ridge Elevation ft F-B S-S 2012 IBC O= 30,00 30.00,ft, ASCE 7-10 Roof Plate Ht.= 18.00 18.00 Roof Mean Ht.= 24.00 24.00 ft. - Building Width= ' 26M 56M ft, V ulf. Wind Speed 3 ses.Gu:t= 120 120 mph Figure 1609 V asd, Wind Speed 3 see,Gest= .93r m h Fig• 26.5-1A thru C Exposure= P (EO 16-33) B igj lw= 10 10 N/A Roof Type= Gable Gable, N/A Ps3sA= 28.6 28,6 psf 13330e= 4.6 4.6;psf Figure 28.8-1 Ps30c= 20.7 20,7(psf Figure 28.6-1 Ps30G= 4.7 4.7 4.7 7:`psf Figure 28,6-1 A= 114Figure 28,6-1 Ka= 1,00' 100 Figure 28.6-1 windward/lee= IMO 1.00:(Single Family Home) Section 26,6 A•Kzt•I : 1 1 Ps=A*Kzt•I•Pa3o= PSA= 28.60 28.60 psf(LRFD) (Eq.28.6-1) Pse= 4.60 4.60 psf(LRFD) (Eq.28.6-1) (Eq.28.6-1) Ps c= 20.70 20.70 psf(LRFD) (Eq.28.6-1) Pso= 4.70 4.70 psf(LRFD) (Eq.28.6-1) Ps A and C average= 24.7 24.7 psf (LRFD) Pse and D average= 4.7 4.7 psf(LRFD) a= 3 3 2a= g 6 Figure 28.6-1 width-2.2a= 14 44 MAIN WIND-ASCE 7-10 CHAPTER 28 PART 2 Areas(N-S) Areas(E-W) width factor roof-> 1,00 1;00 (N"S) (E W) Wind(N-S)(LRFD) Wind(E-W) (LRFD) width factor 2nd-> 0.89 0:89 16 psf min• wi psf min, DIAPHR. Story Elevation Height 1.00 0.89 LEVEL Heighttoryhi(ft) AA A8 Ac AD AA wind 28.4.4 per 28.4.4 h(ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) (sq.ft (sq.ft) sA ft sA ft per 28.4.4 per 28.4.4 WIND SUM ft) (q ft) ) WIND SUM 30.00 12 0 0 144 0 Vi(N-S) V(N-S) Vi(E-VV) V(E-VV) Roof - 18.00 18.00 168 0 128.2 0 469.9 2nd 8.00 10.00 10.00 4.0 48 0 56 0 48 0 156.6 0 1st(base) 10,00 0.00 0.00 9.0 108 0 126 0 108 0 6.7 12.8 3.98 0396 0 3.73.98 7.41 7.41 0.00 0.00 8.1 5.70 9.68 11.29 18.70 AF= 650 AF= 1307 10.4 20.9 V(n-s)= 9.68 V(e-w)= 18.70 kiss LRFD kiss LRFD kiss kiss Page 1 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM USING ASCE LOADS7-10 FROMPart Al SCE 7-10 CHAPTER 28,PART 1 CT PROJECT#: CT#14253:Plan 2613 SEE SEAW RAPID SOLUTION SPREADSHEET AND INSERT VALUES BELOW MinlMd 1(Max.) Wind(N-S) Wind(E-W) etho Wind echo (LRFD) MAIN WIND-7-10 CHAPTER 28 PART 1Wind(N-S)(LRFD) SUM DESIGN SUM DESIGN SUM DESIGN SUM DSI GN Vi(E-W) V(UM DIAPHR. Story Elevation H (ft) Vi(N-S) V(N-S) Vi(E-W) V(E-W) Vi(N-S) V(N-S) ) LEVEL Height (ft) hi(ft) 6.66 6.66 12.84 12.84 0.00 4 .000- 0.00 2.8 22.81 18.00 1800. 0.00',: 0.00 3.74 10.40 Roof 00 0;00 000 0.00; 2nd 8.00 10.00 10.00 1st(base) 10.00 0.00 0.00 10.40 V(e-w)= 20.91 0.00 V(e w) 0.00 V(n-s)= kips(LRFD) V(n-s)= kips kips(LRFD kips ----------- --- Wind(E-W)(ASD) DESIGN WIND-MinJPart 21Part 1 ASD Wind(N-S)(LRFD) Wind(E-W)(LRFD) Wind(N-S)(ASD) DESIGN SUM DESIGN) V SUM U W) DESIGN NS) V(N-S)MVi(E-W)DESIGN V(UM DIAPHR. Story Elevation Height Vi(N-S) V(N-S) Vi LEVEL Height (ft) hi(ft) 5.16 5.16 9.95 9.95 6.66 6.66 12.84 12.84 6.25 16.19 8 -W) 10 10 8.06 20.91 2.90 8.06 Roof0 3.74 10.40 2nd 10 0 1st(base) 0 0 0 8.06 V(e-w)= 16.19 V(n-s)= 10.40 V(ew)= 20.91 V(n-s)=LRFD ki•s ASD ki.s ASD ki,s ki•s LRFD --__ __-__ Parthear 0.0 0.0 Part 2 Base Shear = ratio ratio Page 1 SHEET TITLE: SDPWS SHEARWALL VALUES PER TABLE 4.3A CT PROJECT#: CT#14253: Plan 2613 SHEATHING THICKNESS 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 7/16"w/8d common v seismicTable 4.3A Wind V s allowable 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) I (for ASD) (for ASD) -- 0 P6TN 150 150 0 1 P6 520 242 30 339 7 P4 760 730 339 P34 980 456 353 1065 495 P2 1280 595 1370 637 2P4 1520 1790'. 832 2130' 990 2P3 1960 911 2560 4 2P2 ` - 2740 1274 1190 3580 1665 N.G. 10000 4650 10000 4650 GYPSUM THICKNESS tsbeathiny= 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 1/2"w/1 1/4"screw V allowable V Wind s allowable V w allowable Blocked (PER 2009 IBC) modify G7 125 R>2 not allowed G4 150 R>2 not allowed R>2 not allowed R>2 not allowed 2G7 250 R>2 not allowed R>2 not allowed 2G4 300 R>2 not allowed 2G4 300 150 R>2 not allowed SHEET TITLE: LATERAL N-S(front to back-up/down) CT PROJECT#: CT#14253:Plan 2613 Diaph.Level: Roof Seismic V i= 3.21 kips Design Wind N-S V I= 5.16 kips Panel Height= 8 ft. Sum Seismic V I= 3.21 kips Sum Wind N-S V I= 5.16 kips Max.aspect=' 3.5'SDPWS Table 4.3.4 (0.6-0.14Sds)D+0.7 p Qe 0.6D+W Min.Lwall= 2.29 ft. per SDPWS-2008 pt.= 1.00 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 nd Max. Cow dl V level V abv.V level V abv. 2w/h vi Type Type v i OTM RoTM Unet Usum OTM RoTM Usum HD Wall ID T.A. L(ft) LDL(ft) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (PIS 8 .00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. left 1* 360 27.5 .27 5 •:1.00 0.15 1.45 0.00 0.90 0.00 1.00 1.00 33 P6TN P6TN 53 7.23 28.08 0.78 -0.78 11.60 34.03 -0.84 -0.84 0.7 Ext left 2 0 0.0 0.0 : SHEET TITLE: LATERAL N-S(front to back-up/down) CT PROJECT#: CT#14253:Plan 2613 Diaph.Level: 2nd Panel Height. 9 ft. Seismic V i= 2.33 kips Design Wind N-S V I= 2.90 kips Max.aspect= 3.5 SDPWS Table 4.3.4 Sum Seismic V f= 5.54 kips Sum Wind N-S V i= 8.06 kips Min.Lwall= 2.57 ft. per SDPWS-2006 (0.6-0.14Sds)D+0.7 p Qe 0.6D+W pc= 1.00 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 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 (sqft) (ft) (ft) (MO (kip) (klp) (kip) (kip) p RoiM tine Usum OTM RoiM Unet Usum teem HD (p10 (pit) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext. "left 1* 370 18.0 18.0 : 0.65 0.15 0.81 1.45 0.65 0.90 1.00 1.00 133 P6TN P6 193 14.00 12.03 0.11 -0.66 20.37 14.58 0.33 -0.50 1.74 perf 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`' 0.0 0.0 1.00 " 0.00: 0.00 0.00 0.00 0.00 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 0.001 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 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 E- -xt. left 4 290. 8.3 12.0 1.00 0.40 0.64 1.13 0.51 0.70 1.00 1.00 147 P6TN P6 214 10.92 9.80 0.15 -0.10 15.88 11.88 0.53 0.37 0.37 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-_ - - 0 0.0 0.0 ' 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-„ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 • 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-„ _--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 j 0.0' 1.00 " 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. rightl"" 660 53.0 53.0 0.91 0.15 1.45 2.58 1.16 1.61 1.00 1.00 57 P6TN P6TN 84 24.92 ##### -1.52 -2.97 36.25 ##### -1.72 -3.37 1.22 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 0.0 0 0 "..1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-„ -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 pert 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 0.001 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., right5 0 0.0 0.0 1.00, 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-_ _ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0-' 0.0 1.00' 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-_ -_ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0' 1.00. 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-„ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0-• •0.0 1.00 0.00- - 0.00 0.00 0.00 0.00 1.00 0.00 0-_ -_ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - -- - 0 0.0; 0.0 1.00` 0.00! 0.00 0.00 0.00 0.00 1.00 0.00 0-_ _ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-_ -_ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0- 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- _ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.001 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 0.001 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 - - 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 - -- - 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 1320 79.3 68.2=L eff. 2.90 5.16 2.33 3.21 1.00 - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 EV wind 8.06 E VEQ 5.54 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 1= 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 Mam HD x. C 0 w dl V level V abv.V level V abv. 2w/h v i Type Type v I OTM ROTM Unet Usum OTM ROTM Unet Usum Wall ID (sqft)T.A. L(ft) L(ft) I (pit) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) (ft) (ft) (kit) (kip) (kip) (kip) (kip) p (P 0 9.55 3.83 3.63 3.63 3.63 Front MSTR5 406 5.0 ,17.0" 1.00" 0.15 2.44 0.00 0.98 0.00 1.00 1.00 254 P4 P4 4899 10.15 5 3.21 1.60 0 60 1.60.60 1- - 9.55 3.83 3.63 0 63 0 63 0 •f. 0 0 . 0 0 s°1.00 ,0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- 1.27 1.92 2.44 2.44 2.44 Front Bath* 234 ; 4.8 ` 9 5 1.00 •0.15 1.41 0.00 0.56 0.00 1.00 1.00 162 P6 P6 3133 0.00 5.85 1.61 1.11 1.11 10 27 0.00 0.00 0.00 0.00 0 0.0 "-0.0,, 1.00 0,00 --: 0.00 0.00 0.00 0.00 1.00 0.00 0- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0;;' 0 0 •,0 0 1.00 0.00' 0.00 0.00 0.00 0.00 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 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 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 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 0 0 0 1.00 0.00: 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0,00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 5. 6. 0 2.94 2.94 2.94 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 10 00 5.11 1.29.29 1.29 30.82 6.10 2.94 2.94 2.94 .- - 0 0 0 0 0 1.00 0.00 0.00 000 0.00 0.00 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 0.0 0.0:: 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.001.00 0 00 0.00 0.00 0.00 0.00 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. 1 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 •1.00 0.00- 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 ' „0.0, ";0.0 1.00 0.00!, 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0; 0.0 0.0 1.00; •" 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 .,0.0 0.0 1.00 0.00'; 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0' 0.0 "1.00 0 00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0', 0.0 ,0.0' 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0: -0.0," 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--' --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0- 1.00' ' 0.00': 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0-- - 0.0• 0.0 1.00; 0.00: 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0' 0.0 ` c).0 1.00 -'0.m 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0• 1.00 0.00! 0.00 0.00 0.00 0.00 1.00 0.00 0- --- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0':. 0.0 0.0 1.00 0.00: 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0; 0 0 • 0.0" :1.00 0:00' 0.00 0.00 0.00 0.00 1.00 0.00 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-- -- 1280 18.6 18.6=L eff. 7.71 0.00 3.08 0.00 EV„;,,d 7.71 EVEQ 3.08 Notes: * denotes with shear transfer ** denotes perferated shear wall iSB denotes iSB Shear Panel NOTE: 4' GARAGE WALL DESIGNED AS A STANDARD SHEAR WALL BUT CONSTRUCTED AS PART OF DOUBLE PORTAL FRAME GARAGE SHEET TITLE: LATERAL E-W(side to side-left/right) CT PROJECT#: CT#14189:PIan7A Diaph.Level: 2nd Panel Height= 9 ft. Max.aspect= 3.5'SDPWS Table 4.3.4 Seismic V I= 2.23 *.s Design Wind E-W V I= 4.84 kips Sum Seismic V I= 5.3 ips Sum Wind E-W V I= 12.54 kips Min.Lwall= 2.57 ft. per SDPWS-2006 p�= 1.30 (0.6-0,14Sds)D+0.7pQe Table 4,3.3.5 0.6D+W Wall ID Wind Wind E... E.Q. p= T.A. Lwall LoLe��. Co w dl V level V and. V evV abv. 1.30 E.Q. E.Q. Wind Wind E,Q, E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. 2w/h vi Type Type vI OTM R (soft) (ft) (ft) (kifl (kip) oTM Unet Usum OTM (kip) (kip) (kip) p (plfl kip-ft Uip) kip)um Usum HD Front LIV* 306 8.0 17.0 1.00 0.15 1.12 .,00 0.52 1.50 1.30 1.00 328 P4 P3 (Pi0 (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 515 23.59 5.130 2.52 0.00 37.090 0.00 4.22 7.85 7.85 Front 0 . 0.0 0.0 1.00' 0-- 0 0 0.00 0.00 0,,S 0.00 0.00 0.00 1.00 0.00 _ -' 0 0.00 0.00 0.00 . 2.44 2.44 - - 0 0.0 0.0 1 00 0.00 x,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 0.00 0.00 0 0.0 0.0 1.00. 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 _ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.0 Int �KIT � 0 �0.0 " 0.0 ��100; 0.0# 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#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 "x.00° 0.00 0 0.00 0.00 0.00 0.00 1.00 0.00 0-_. 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 _ _ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Re-ar Kit/Gar 660 11.5 16.0 1.#, 0.15: 2.42 2.49 1.11 0.77 1.00 1.00 213 P6 -~ 0 0.00 0.00 0.39 1.390.30 44.144.00 0.00 0.003.31 0.00 3.31. Rear -B - . 0 0.0 0.0 .00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-_ P4 426 22.03 6.94 1.39 0 8.28 3.31 - - 0 3.5 26.0 1:00 0.751 0.00 0.00 0.00 0.00 1.00 0.78 -� 0 0.00 0.00 0.00 0 0.0 0• 1.00- 0.00` 0.00 0-- ._ 0.00 0.00 0.00 0.00 0.002 0.00 i: V' 0.' . 0� � 0.00 0.00 0.00 1.00 0.00 0 0.00 10.06 -6.06 . 0 0.00 20.48 -7.23 0.00 0.00 I = 6- . 0--- --- 0 0.00 0.00 . 0.00 00 •0 0 I I. 0.89 331 P4 p30.00 0.00 1.44 0.00 6. Gar 0.0 .•0 1.0. #.00 0.00 0,00 0,0# #.00 1.10 0.00 631 10.59 1.21 2.81 2. 22.73 1.44 6.39 6.39 0.00 2.0 8.0 1.00 0.15 0.43 0.83 0.20 0.26 0 -- 0 0.00 0.00 0.006.39 118'` 0.0 0- ,1.0 0 �0i, 1.00 0.44 671 2P4 P3 631 5,370.00 11.36.36 0.00 0.00 0.00 0.00 0' 0.0 0.0 1.00 '.0k 0.00 0.00 0.00 '00 1 SO 0.00 0.00 1.00 0.00 0 _ -- 0.60 3.58 3.58 . 0 0.72 7.98 7.98 7.98 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0' '0.0 1.00 0.00: 0.00 0.00 0.00 0.00 1.00 0.00 0 _ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0,:" 0.0 1.00" "0.00 0.00 0.00 0.00 0.00 1.00 0.00 0..« -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 - 0.0 0.0' 1.00' '0- - .00 0.00 0.00 0.00 0.00 1.00 0.00 0 _- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00. '0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-_ _ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 ' 0.0 1.00' 0.00 0.00 0.00 0.00 0.00 1.00 0.00 _ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00' 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 00 _- _--__ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 : 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-„ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.001 0.00 0.00 0.00 0.00 1.00 0.00 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 '1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0_- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 , 0.00: 0.00 0.00 0.00 0.00 1.00 0.00 0 _ --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 - 0.0 0.0; 1.00 0.00; 0.00 0.00 0.00 0.00 1.00 0.00 00 _--- _-- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0, `0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-_ _ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1320 29.0 29.0=Leff. 4.84 7.98 2.23 3.04 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Notes: transfer denotes with shearEV,ma 12.81 EVEQ 5.26 •* ABWP Alternate Braced Wall Panel-2308.9,3,2 denotes perferated shear wall iSB denotes iSB Shear Panel JOB#:CT#14253:Plan 2613 Roof Level ID:Upper Leftt'(MSTR and BR4) µ,dl= 150 pit 157.5 pounds VS eq= 247.5 pounds V3 eq= V5 yr= 398.8 pounds V eq 1450.0. pounds Vi w= 495.0 pounds V3 w= 493.8 pounds 797.5 pounds 32 7 plf _ H5 head= �` V W= 1450.0. pounds V 1 K•_ _ v hdr eq= y 527 plf 1 H7 head W _45.0 hdr' Fdrag2 eq= 14.3 Fdrag5 eq= °• .•, . 45.5 Fdragf eq' 23.1 Fd2g5 w= 1 Fdrag1 w=IL. 45.0• v5 eq= 45.0 H5 pier= v3 eq= v5 w= 72.5 �,4.0, H1 pier= v1 eq= 45.0 Of v3 w= 72.5• I feet v1 w= 72.5 p1f 1 a.o;; 1 2wm= feet 1 2wm- H total= 2wm= Fdrag3= 14.3 Fd297eq= r 45.0 feete Fdragl w=72.5 Fdragl w=23.1 Fdrag7w=46.1 Fdrag8w=72.5 P6TN E.Q.N32.7 pif H5 sill v sill eq= P6TN WIND 52.7 plf _ sill=;I Hl sill= (0.6-0.14SEQ O.hn v sill w= EO Wind feet ' 7200.0 11600.0 feet OTM R OTM 25073 30628 -_-- UPLIFT -722 -769 Up above 0 0 111 Up Sum -722 -769 HIL Ratios: L7 j_p,. L3 . -:.3.5 L4= :5.0 L5= 5.5 HtotaliL= 0.29 HpierfLl= 0.36 L total= 27.5 feet HpierIL3= 1.14 0.907. :L reduction HPiedLS= 0.73 JOB#:CT#14253:Plan 2613 SHEARWALL WITH FORCE TRANSFER ID:Front Upper MSTR` Roof Level w dl= 150 plf V eq 1020.0 pounds V1 eq= 510.0 pounds eq V w= 3160.0 pounds V1 w= 1580.0 pounds V3 V3 w w=- 158 580.0 pounds _____I„. ______÷ v hdr eq= 61.8 p/f --IN.0.0 pounds head= 1.083 v hdr w= 191.5 plf H Fdragl eq= 355 F2 eq= 355 Fdragl w= 01 F2 -1101 H pier= vi eq= 204.0 p/f v3 eq= 204.0 plf P6 E.Q. 5.0 v1 w= 632.0 p/f feet v3 w= 632.0 plf P3 WIND H total= 2w/h= 1 8.083 2w/h= 1 feet Fdrag3 eq= . F4 e.- 355 Fdrag3 w=1101 F4 w=1101 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq 9= 61.8 p/f P6TN EQ Wind v sill w= 191.5 p/f P6 feet OTM 8245 25542 R OTM 10029 12251 UPLIFT -113 839 Up above 0 0 UP sum -113 839 H/L Ratios: L1= 2.5 L2= 11.5 L3= 2.5 Htotal/L= 0.49 Hpier/L1= 2.00 I. 14 10-.4 I. Hpier/L3= 2.00 1. L total= 16.5 feet JOB# CT#14253:Plan 2613 SHEARWALLWITH FORCE TRANSFER ID:Front LowerLIV` Floor Level w dl= 150 p/f V eq 1130.0 pounds V w= 3270.0 pounds Sum V eq 2150.0 pounds V1 eq= 1075.0 pounds Sum V w= 6430.0 pounds V1 w= 3215.0 V3 eq= 1075.01pounds _► pounds V3 w= 3215.0 pounds -► v hdr eq= 126.5 p/f -► H head= tv hdr w= 378.2 plf 1.083' ‘1,1- Fdragi eq= 727 F2 eq= 727 Fdragl w= • 5 F2 -2175 H pier= vl eq= 390.9 p/f v3 eq= 390.9 plf P3 E.Q. 5.0 vi w= 1169.1 plf feet v3 w= 1169.1 plf 2P3 WIND Htotal= 2w/h= 1 2w/h= 9.083feet . Fdrag3 eq= 7 F4 e.- 727 1 A Fdrag3 w=2175 F4 w=2175 /h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq p lf TN 3.0 EQ Wind vsill w= 378.2 plf P4 feet OTM 19528 58404 R OTM 10646 13005 • UPLIFT 544 2780 Up above -113 839 UP sum 431 3619 H/L Ratios: L1= 2.8 L2= 11.5 L3= 2.8 Htotal/L= 0.53 Hpier/L1= 1.82 IP. IP.-4 Hpier/L3= 1.82 r ► L total= 17.0 feet JOB#: CT#14253:Plan 2613 SHEARWALL WITH FORCE TRANSFER ID: Front Upper MSTR Bath' Roof Level w dl 150 plf pounds V3 eq= 295.0 pounds 295.0 V eq -590.0'.. pounds V1 eq= V3 w= 910.0 pounds V w 1820.0 pounds V1 w= 910.0 pounds _► _—► v hdr eq= 62.1 plf •H head= 4' v hdr w= 191.6 plf 1.083 Fdragl eq= 155 F2 eq= 155 Fdragl w= 9 F2 -479 131.1 plf v3 eq= 131.1 plf P6TN E.Q.pier= v/eq= 3.5 v1 w= 404.4 plf v3 w= 404.4 plf P4 WIND feet 1 2w/h= 1 H total= 2w/h F4 e - 155 8.083 Fdrag3 eq= 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 EQ Wind v sill w= 191.6 plf P6 feet OTM 4769 14711 R OTM 3325 4061 UPLIFT 164 1206 Up above 0 0 UP sum 164 1206 H/L Ratios: L3= 23 L1 .._..__.. j2,3 HtotaUL= 0.85 4 ► 4 ►4 ► Hpier/L1= 1.56 L total= 9.5 feet Hpier/L3= 1.56 JOB#:CT#.14253:Plan 2613 ID:Rear Upper 8R23` Roof Level w dl= 160 plf V eq 1610.0; pounds V1 eq= 424.8 pounds V w=.- 4970.0 V3 eq= 347.5 pounds V5 w= 311.2 pounds pounds V1 w= 1311.2 pounds V3 w= 2347.5pounds -► v hdr eq= 73.2 pN V5 w=13.1.2 pounds A Hl head= vhdr= 225.9 pl/ H5 head I 1 W 1 Fdragl eq=96.5 Fdrag2 eq= 172.8 Fdrag5 eq= 172.8 Fdrag6 eq= 96.5 A Fdragl w= •:.0 Fdragl. 533.4 Fdrag5 w= 3.4 Fdrag•w=298.0 A Hl pier= v/eq= 134.1 Of v3 eq= 134.1 Of v5 eq= 134.1 H5 pier= 4.0 v1 w= 414.0 plf v3 w= 414.0 plf v5 w= 414.0 4.0 feet H total= 2w/h= 1 feet 2w/h= 1 2w/h= 1 8.0 V Fdrag3= •-. Fdra• - 172.8 feet A Fdragl w=297.9524 Fdragl w=533.4 Fdrag7eq= 2.8 Fdrag8e• 96.5 P6TN E.Q. V Fdrag7w=533.4 Fdrag8w=298.0 P4 WIND v sill eq= 73.2 pf/ Hl sill= (0.6-0.14Sds)D 0.6D vsill w= 225.9 p/f H5 sill= 3.0 EQ Wind feet OTM 12880.0 39760.0 3.0 R OTM 18074 22078 feet V UPLIFT -248 846 Up above 0 0 V Up Sum -248 846 H/L Ratios: L1= 3.2 L2= -5.0 L3= 5.7 L4== 5.0 L5= 3.2 Hlotal/L= 0.36 Hpier/L1= 1.26 ► ► ► II, Hpier/L3= 0.71 L total= 22.0 feet > Hpier/L5= 1.26 0.95 L reduction .,:....... ..........._..._.. ,. ..Com_-....._._�.-r.•.`.'*"!'y*)'- --.•._.�: .... __ __ __ __ . ,•'Mr PA TT-100F APRIL 2014 A Portal Frame with Hold Downs for Engineered Applications The APA portal-frame design,as shown in Figure 1,was envisioned primarily for use as bracing in conventional light- frame construction.However,it can also be used in engineered applications,as described in this technical topic.The portal frame is not actually a narrow shear wall because it transfers shear by means of a semi-rigid,moment-resisting frame.The extended header is integral in the function of the portal frame,thus,the effective frame width is more than just the wall segment.,but includes the header length that extends beyond the wall segment.For this shear transfer mechanism,the wall aspect ratio requirements of the code do not apply to the wall segment of the APA portal frame. Cyclic testing has been conducted on the APA portal-frame design(APA 2012).Recommended design values for engi- neered use of the portal frames are provided in Table 1.Design values are derived from the cyclic test data using a rational procedure that considers both strength and stiffness. The Table 1 values in this report were developed using the CUREE cyclic test protocol(ASTM E2126),using a flexible load head.Earlier testing was conducted using rigid load heads and the sequential phased displacement(SPD)method, as outlined in SEAOSC(1997)Standard Method of Cyclic(Reversed)Test for Shear Resistance of Framed 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 maybe 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—Tlu Engineered Wood Association PORTAL FRAME DESIGN (MIN. WIDTH =22 1/2"): EQ=480#< EQ (ALLOW)= 1031# WIND = 1390#< Table 1. Recommended Allowable De gn Val. s for APA Portal Fra el Used on Rigid-Base Allowable Design(ASD)Values per Frame Segment Minimum Width Maximu . eight (in.) ) Shearl°•nIbf ( ) Deflection(in.) Load Factor 16 8 850 (1190 WIND) 0.33 3.09 10 625 (875 WIND) 0.44 2.97 24 8 1,675 (2345 WIND) 0.38 2.88 0.51 3.42 1'-10 1/2" 8 1520 EQ(2128 WIND) b roundation for Wind or Seismic Loading 131 EQ(1444 WIND) (ac (a) Design values are based on the use of Douglas-fir or Southern pine framing.For other species of framing,multiply the above shear design value by the specific gravity adjustment factor=(1—(0.5—SG)),where SG=specific gravity of the actual framing.This adjustment shall not be greater than 1.0. (b) For construction as shown in Figure 1. (c) Values are for a single portal-frame segment(one vertical leg and a portion of the header).For multiple portal-frame segments,the allowable shear design values are permitted to be multiplied by the number of frame segments(e.g.,two=2x,three=3x,etc.). (d) Interpolation of design values for heights between 8 and 10 feet,and for portal widths between 16 and 24 inches,is permitted. (e) The allowable shear design value is permitted to be multiplied by a factor of 1.4 for wind design. (f) If story drift is not a design consideration,the tabulated design shear values are permitted to be multiplied by a factor of 1.15.This factor is permitted to be used cumulatively with the wind-design adjustment factor in Footnote(e)above. Figure 1. Construction Details for APA Portal-Frame Design with Hold Downs • Extent of header with double portal frames(two braced wall panels) • Extent of header with single portal frame (one braced wall panels) Header to jack-stud strap 2'to 18'rough width of opening per wind design min 1000 lbf for single or double portal 11 on both sides of opening Pony -- -= �� = opposite side of sheathing wall , I■ - height ywaith twotorpowplsatoode ader, ��i -t� ee1.0 sinker nails at 3" o.c.iyp Fasten sheathing to header with 8d common or 12' galvanized box nails at 3'grid pattern as shown Min.3/8"wood structural max panel sheathing total Header to jack-stud stra wall I p per wind design. in height M1000 Ibf on both sides of opening opposite t. .t side of sheathing. r If needed,panel splice edges 10' Min.double 2x4 framing covered with min 3/8" shall occur over and be max r;• thick wood structural panel sheathing with nailedn to common blocking height i... 8d common or galvanized box nails at 3"o.c. - 9 Neigh middle row of portal in all framing(studs,blocking,and sills)typ. ;. nailing One 3"ach ' nailing is required in each panel edge. Min length of panel per table 1 Typical portal frame Min(2)3500 lb strap-type = construction p-type hold-downs ;" (embedded into concrete and nailed into framing) _ Min double 2x4 post(king -•t Min reinforcing of foundation,one#4 bar t t and jock stud).Number of top and bottom of footing.Lap bars 15'min. 2 jack studs per IRC tables -- 8502.5(1)&(2). Min footing size under opening is 12 x 12'.A turned-down Min 1000 lb hold-d slab shall be permitted at door openings. own 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,Mtninuun Design Load for Buildings and Other Structures.ASCE 7.American Society of Civil Engineers. Reston,VA. ASTM E2126-11,Stcuulard 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.aliawood.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 Form No.Ti l OOF APA PRODUCT SUPPORT HELP DESK:(253)620-7400•E-mail:help@apawood.org Revised April 2014 DISCLAIMER:The information contained herein is based on APA—The Engineered Wood Association's continuing programs of laboratoryproduct research,and comprehensive field experience.Neither APA nr its members snake esmummeisseeessmsolosos any warranty,expressed orimplied,or assume anyle al liabilityor responsibility the use,application A PA of,and/or reference to opinions,findings,conclusions,or recommendations included in this publication.Consult your local jurisdiction or design professional to assure compliance with code,construction, and performance requirements.Because APA has no control over quality of workmanship or the conditions under which engineered wood products ore used,it cannot accept responsibility of product performance or designs as actually constructed. 3 ©2014 APA—The Einglneard Wood Assad Wiwi C T E N :G>1 N E R '7 N G 180 Nickerson St. INC Su1te 302 WA Project: f 06 is 5R,A �/(/ ,�. Aiwa__ Seattle, :4 �(�. 1 ,' 98109 Date: ,� n �3 (� 2 / �5 31q5 p ` (206)285-•I512 Client: wl�ltiW/ r ( -J.2 C '`�► �7,2J Page Number: (206 (206)285-0618 . ' 1 • 1 •L- 31)--irx • Mn=AJ/A-az_ GLS ;" ® Q ____Jr, / _ .Y:‘.. X lb`( 21' kt 2'.( .. _ �� T)u,,1- my -0.1/14 ('mc) i i)i 3)4 1 vO, 61 2 (5- 0 06 - — - . • - (8'._ Z3 Lie„) -. • l n (2) ° ) ( o. / 4 _ ,�v� N . . • ti , �))C,2111,i0 68 e .- s.-1,1). f G ter ) of ' ✓' . . - 6. X t 2l 1 _4_ • . a= ©,X66° uRU<. Tb /Z,tkZ t/4_ - ),z_.•044._ 1,, ,_, . . . .. • l N . SP U tqq ., ,ii.)(16 epv1)96-s ax. Pali, fl- AO-) -.-- . 61' A.-:- 1-,5(1 = 0.56e Pyr rum... C( :My)..___ j'o ,q4 ,n S • Structural Engineers i. WOOL)FRAME CONSTRUCTION MANUAL . 0 • 1t� Table 2.2A Uplift Connection Loads from Wind +�';1� , (For Roof-to-Wall,Wall-to-Wall,and Wali-to-Foundation) — r 700-yr.Wind Speed 110 X15 120 130 140 150 160 170 180 I 195 3-second gust(mph) __ ' Roof/Ceiling Assembly (Roof Span(ft) unit Connection Loads(plf)312'3'4'5'6'7 To — Design Dead LoadIrl 12. 118 128 140 164 190 219 249 281 315 369 2 24 195 213 232 •272 315 362 412 465 521 612 G) 0 psf a 36 272 298 324 380 441 506 576 650 729 856 ttt 48 350 383 417 489 567 651 741 836 938 1100 t77 tt 60 428 468 509 598 693 796 906 1022 1146 1345 O . 12. 70 80 92 116 142 171 201 233 267 321 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 4110 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 {1 48 38 71 105 177 255 339 429 524 626 788 4 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 - - Z7 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 I' 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, F. multiply the tabulated unit uplift load by the multiplier from the table below corresponding to the spacing of the . connectors: Connection Spacing(in.) 12. 16 192 24 48 Multiplier 1.00 1.33 1.60 2.00 4.00 `j• 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 5' .i'1 { ' header/girder span(ft.). Cripple studs need only be attached per typical uplift requirements. <<%': 7 • For jack rafter uplift connections,use a roof span equal to twice the Jack rafter length.The jack rafter length -4 `; includes the overhang length and the Jack span. :1 :1 s Tabulated uplift loads for 0 psf design dead load are included for Interpolation or use with actual roof dead loads. i,.. 1 . AMERICAN WOOD COUNCIL CT E N G 1 N E E ,R I N G: 180 Nickerson St. Suite 302 (� C 1 N c. n Seattle,WA Project: n (��1 A 7 •/L I 65, Date: (98109 206) (ll (206)285-4512 Client: FAX: Page Number: (206)285-0618 \)0 4 : l'OCI) s. U:#l e- / . 7711/1$ 7)7 -14iL- CV.Ik/WC7)br'd :). I ; : tt5V— : kPI•i' WDDDI :R..A-it.ft-6- .e.9677, mikon Al_ -.---TABL6-'q,z ik : 1 1 lo. M.Pif- ( u.L7 j np, gJ-/' 1-1„:,i1,„,.::. 3. • 1 t, CooktAm "T 4ss A: • ' . 36: , ' �c ley :� � , t =: t-t o . 2r'o,� p . .• II:f i -ft. :_r/.Lr: :: . :: 'h . J n ..p /i s: 2Y - 'O (D' .:` - T ( N .::: , /-. "6( - (2` : • • . .Ui, - . (4)(7-) (.1,a 6.;6) - T.=_. i.5 ,..i * .., Diti.._.: ,... _ .:_i ::. ,.:.•,:: . . P, 40i. o : :: :. -. Gj 1( 7� L J .-4.0^ ! . {7>t) < t2 :( 6.:;r ' : .-0•40.'- 14-----, (1-6y i-p/i)(0.. -5 (0 .,(0 : -7-L_ 4-i 471-- biY-.. i : . ; . �tv& (1) -=rYP Gystroco *4: :PLy --- _sem 161--)- n : ,g_:_ P ‘451No? dye 1-170s_ -0. ,,,,,At_. • ' 42-- a, coY na-P) .---- giir4= Dvioi\J 1--,--7-7 Structural Engineers TRUSS TO WALL CONNECTION ':*11 vAl tl►•`� #OF TRUSS CONNECTOR TO TRUSS TO TOP PLATES UPl0 l 11 PLIES 1 HI (6) 0.131' X 1.5" (4) 0.131' X 2.5" 011 ,Ili 1 H25A (5) 0.131"X 2.5" (5) 0.131" X 2.5" 5:',t) int 1 SDWC15600 - - (O. ...•.11 2 1110-2 (9) 0.148" X 1.5" (9) 0.148" X 1.5" 10/0 701 2 (2)H2.5A (5) 0.131" X 2.5" EA. (5) 0.131"X 2.5" EA. IWO 7.1) 2 (2)SDWCI5600 - - 9/0 7.m 1(0 3 (3)SDWC15600 - - 1455 3.15 ROOF FRAMING PER PLAN 8d AT 6" O.C. 2X VENTED BLK'G. ` ` r' ' 0.131" X 3" TOENAIL �'" AT 6' O.C. - r H2.5A & SDWC15600 STYI F 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) 14 ( TYP. RAISED HEEL TRUSS TO WALL CONNECTION [ TRUSS TO WALL CONNECTION SPF VALUES #OF TRUSS CONNECTOR TO TRUSS TO TOP PLATES UPLIFT 171 PLIES _ 1 HI (6)0.131" X 1.5" (4) 0.131" X 2.5" 7500 415 1 H2.5A (5)0.131"X 2.5' (5) 0.131" X 2.5" _535 Iib 1 SDWCI5600 - - 41V 115 • 2 H10-2 (9)0.148" X 1.5" (9)0.148" X 1.5" 1D7ci -7Tg •. 2 (2)H2.5A (5) 0.131"X 2.5" EA. (5) 0.131"X 2.5" EA. 101(1 nn- 2 (2)SDWC15600 • - - (170 - 2.11) 3 (3)SDWCI5600 - - 141i_._-.S(5-- ADD A35 0 48"O.C. ROOF FRAMING PER PLAN FOR.H2.5A AND Bd AT 6" O.C. iiii TYLE CONNECTIONS thh: VENTED gll('G, 111111 III }12.5A & SDWC15600 STY'F COMMON/GIRDER TRUSS PER PLAN TRUSS TO WALL CONNECTION TO EACH H1 STYLE BEARING/SHEAR WALL PER TRUSS PLY PER TABLE ABOVE PLAN AND SCHEDULE SCALE 3/4"=1'-0' (BEAM/HEADER AT SIMILAR) 19 TYPICAL TRUSS TO WALL CONNECTION [