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Specifications /1I572vI G , Oa?? 5-3 w 121. CT ENGINEERING "` ` 2 Structural Engineers 180 Nickerson Street Suite 302 Seattle, WA 98109 INC. 206.285.4512 (V) 206.285.0618 (F) #15238 Structural Calculations ei .r . aNF�8 River Terrace G.; fi0 , Plan 7 :4(1 1d Elevation B RE ,�� 6 &t.lk ` � 22 , F ti Tigard, OR T. T ��F ,,yo 03 Design Criteria: 2012 IBC (ORSC, OSSC) ASCE 7-10 Wind Speed: 120(ULT); 93(ASD); Kzt=1 .0 Seismic: Ss=0.972, S1 =0.423, SDC=D Roof Snow Load = 25 psf Site Class = D, Bearing = 2000 psf — dont Polygon Northwest Company 109 East 13th Street, Suite 200 Vancouver, WA 98660-3229 Ph: 360.695.7700 Fax: 360.693.4442 Architect: Milbrandt Architects 25 Central Way, Suite 210 Kirkland, WA 98033 Ph: 425.454.7130 Fax: 425.646.0945 C T E N G I N E E RING 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. 4A psf Insulation 1.0 psf (1)518"gypsum ceiling, 2.8 psf Mise./Meeh. 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 Mise. 2.6 psf FLOOR DEAD LOAD 15.0 PSF t 16 S9.1 r RB.bl GABLE]END TRUSS RB.bl 1 A MIN. HDR 1 MIN. HDR 19 59.1 19 S9.1 (U ...1 ROOF TRUSSES IAT 24" O.C. T1P. I I �I I - i = I I S I go<1 A I I NI N I I N1 r----- -i---J GABLE WEB R� r 'I o 1 22"x30" � I ATTIC I AC ESS I 1 al L_-_J `.. II c 20 I S9.1 I t 20 7 1 S9.1 rol+x 1 .I x '4I N a l x i in W I A J i I"tDI r4 19 i S9.1 cc 2 r , 0, v ,,, MIN. HDR R s, I - I GABLE WEB R J. I----RB.b3 MIN HDR IN. HDRRMIN. ❑ HDR MIN. HDR! GABLEI END TRUSS I L -1-RB.b4 J 16 SCISSOR/BOTTOM CORD TRUSS B S91 SCISSOR TRUSS A CT# 14252 2014.10.17 1/4" = l'-0" (11x17) PLAN 7B ROOF FRAMING PLAN 1/4"=1'-0" AMERICAN MODERN MST48A MST48 Oo AIIIIIII"C A A GJ I I � //.5‘ J II I l tlK op, , , ,,i1 ; , V WASHER 0ENTIRE DRYER SIDE ENTIRE Cli SIDE i. t I i 1 1 j 8 - �o on 1 J e 1111111 iii0 MST37 MST3741210 ii 111111111111111 G gilP 0 8 51.2 CT# 14301 2015.03.05 1/4" = 1'-0" (11x17) PLAN 7B UPPER LEVEL SHEARWALLS 1/4"=1'-0" AMERICAN MODERN An m 19 59.1 GABLE IEND TRUSS / \ 1 I CONT.114x12 HDR ‘ / STHD14 4.bl STH014-'�---- . STND14 ROOF TRUSSES AT 24" O.C. TYP. 6x6 POST 6x6 POST S 5v1 Q S _T R ;MR 1 ' 11 oi C] O in MrN m L K O 0 e e P41td- e, U STK/14 S1�ID14 / II 1Y4 x 14 L� ❑ A:h OIIff I I la --I P6 ENTIRE n 6x6 POST O I L SIDE ��1. 2 4 FLOOR 1HUSSL$`;W I I •ROOF TRUSSES j 2 2x10 HD' 2J_ AT 24" O.C.+— i ��bi i'' N. = j �•e ENTIRE P6 LEDGER i'�/ \�` Iii W n- J�FY SIDE I .�I.� �x_�� L' 2)2x10 HDR I , ®' t•N iQ D.b15 O E 0 x (---'----: i o i BLOCKOUT FOR vim MICROWAVE EXHAUST. 1� -o I __J o 13" CLEAR = 1 W� 1 (9� PICTURE FRAME S9.0 o OPENING. DIMS I 04 a I I ARE TO STUDS. ,-,,T1 Oy m� N N m O� Y� = 1 V� J�O J7 ^I X.` 1,7-1—v- -„- _m '- I I I 4 I S9.0 ' 1 o al �L-L1 o A N W I FIXTURES I i ABOVE I r— I ,a L 1- .a.�6X6 POST E o 1 o N P .3 _ -0 I 1 0 o E it � 1 2x ROOF I 1'N W`LN = I r- 11 FRAMING I R" 9 I . I (1 , Ill S9.0 I - B.b9 -J �y0 1 :11:= ' 1 x A o i T LEDGER !. 111iN I STHD14 ST1-014 1 IN 4x8 HO' .4x8 HDR 4x8 HDR4x8HDR -■ "i 0B'B B.b 13%10 ® I ^ 0 NgI M ® 2P3 Q .= I 1� ® .b19 __ ell °.b17 `I 4x12 HDR 4x12 HD' 6x6 POST - Qz W/ACE4 17 18 6x6 POST All All 6x6 POST WI ACE4 W/AC4 Q ALL HEADERS CHANGED TO (2)2x10 U.N.O. LO ER LEVEL SHEARWALLS PLAN 7B UPPER VLEVEL FLOOR FRAMING l/4"-1'•0" AMERICAN MODERN -1Uy2 16'-3" y.-10y2.. i 18 15 18 56.14111110 e S6 0N._1 S6.1 " _1 v . -.0. • il STI-1014 _--TT/ Z z STI-101 < o 'a J O N N a. m 3l" CONC. SLAB Z g OVER 4" FREE DRAINAGE MATERIAL 0 a W OVER COMPACTED FILL i -,--- aj VERIFY GARAGE SLAB HEIGHT i w Z 10 WITH GRADING PLAN d o = 0 N O0 1r D75 LL 1113/ H 1449 u 18'-Oy" 3'-11) 1 I 56.0 ' i S6.0 _ ,• I 1 r J 16 I r , I I 1 10 41, VARIES : MIN. `j I FURN. o 3N� CONC. _14" SIM. 56.0 ABOVE r0 AM PA710 SLAB -3" FROM TOP OF F-72,, o STEM WALL III 11 SLOPE MI S1HD14 �L-_�I 0 P4 ~-f - L-- ---- -- ---Y----A___,__1---J 1 E N 2"DN � I O 1 1 1 S6.0 1 1 STH014 � J y 4�4" ^ 3'27461 1 2x4 PONY WALL T 18x24 CRAWL FIXTURE ABOVE- 4 � M ABU66 I®I FA I AT HIGH FDN. n -tPACE ACCESS - Ii . 4# 17 © 6 �a I I b F i., H ��11�_56.0 J. _ r - _ i U V' ji- -- 1I L i °' 1 18"x36"x10" FOOTING �j •, rn 0 �II O IIIM (2) #4, (3) #4 V n - P6 `" WU :L.__2__ I 1' 1 I-� P6 ENTIRE I •♦ •♦ I I"t34"x 9Yz"LVL I 1 I SIDE 10 I 1 r------- T L}J r OI CENTER U/ WALL I —® I r 1 S6.o L 9'-6Y4" 1 1 30"x30"x10" 7 ®i FINISHED FLOOR S6A FOOTING W/ S6.0 `' ® AT+0'-0" n • H W (3) #4 EA. WAY I - n =1U V Y... 1 y +1,-^, r. P.T. 4x4 POST ••, TYP. U.N.O. -• CRAWL S L _I %i DRAINAGE • CONNECT I 9Y�"I-JOISTS AT 19.2"O.C. ' FOOTING -_-.---_- TYPICAL ALLOW P 1 l Si DRAINAGE - -a 11 1-1214111'-7Y" ,0 U 14'-4 q" r1- - I 9'-8y' L J __ 1?/4 .� r " x 9Y_z" LVL_ _ `wr -I- /�I�30"x30"x10" _ " ^ I ( I FOOTING W/ A& 18"x18"x10" FTG. I—� ; (3) #4 EA. WAY .--1_12141 ;� ® W/TYP. U4N.O. 1 EW i v L____ 1 6x6 P.T. POST - 1 & / 1 LTJ n .S10%�3&� L SIM.56.01�Dt 3" �� ""h"' __—_ —__ __ _ SIM. I ^ 2x PONY ' r4 1 1 ^ WALL I 10 & ' TART FRMG.I ISIM.WACRISIM.® Iiiii� 1110 6 _5^ I in i� L--- ---- I S6.0 N I SIHD14 0 STH014 'n e ;1 16'-6 9'-5y" /\ n I 311° CONC. SLAB -6Yz" TOP OF SLAB I 1n I 10 L SLOPE 11/2"1 -121h" TOP OF 8" agM_WAL _I ------- -/rlt--' -- ♦ _ (♦ 16 "�♦ABU44 eS6.0 ABU44 -23f - 6'-0" i ABU44 i 3)/" 1 8'-5" 3)0" Title: PLAN 2613 Job#14189 Dsgnr:TRE Date: 4:32PM, 16 SEP 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev: 580006 Page 1 User:KW-0602897,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 [limber Member Information 1 RB.b1 RB.b2 RB.b3 RB.b4 RB.b5 RB.b6 RB.b7 Timber Section 2-2x4 2-2x8 2-2x4 2-2x4 2-2x8 2-2x8 2-2x8 Beam Width in 3.000 3.000 3.000 3.000 3.000 3.000 3.000 Beam Depth in 3.500 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 Fir,No.2 Hem Rr,No.2 Hem Fr,No.2 Hem Fir,No.2 Hem Rr,No.2 Hem Ar,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 1 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 r Mmax @ Center in-k 7.26 5.62 6.61 2.16 8.10 27.22 15.79 @ X= ft 2.75 1.25 2.62 1.50 1.50 2.75 2.25 fb:Actual psi 1,185.3 214.0 1,080.0 352.7 308.2 1,035.9 601.0 Fb:Allowable psi 1,466.3 1,173.0 1,466.3 1,466.3 1,173.0 1,173.0 1,173.0 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK iv:Actual psi 56.3 26.9 53.8 27.7 37.2 89.2 59.4 Fv:Allowable psi 172.5 172.5 172.5 172.5 172.5 172.5 172.5 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions II @ 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 I 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:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev: 580006 User:KW-0602997,Ver 5.6.0,1-Dec-2003 Timber Beam & Joist Page 1 (01983-2003 ENERCALC Engineering Software 14189_Plan_2613.ecw:CRAWLSPACE FRAMING Description 2613 ABCD CRAWLSPACE FRAMING Timber Member Information TYP BEAM Timber Section 4x8 Beam Width in 3.500 Beam Depth in 7.250 Le:Unbraced Length ft 0.00 Timber Grade Douglas Fr- Larrh,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 Lc,enter Span Data Span ft 5.75 Dead Load #/ft 195.00 Live Load #/ft 520.00 Results Ratio= 0.9884 Mmax @ Center in-k 35.46 @ X= ft 2.87 fb:Actual psi 1,156.5 Fb:Allowable psi 1,170.0 Bending OK fv:Actual psi 96.2 Fv:Allowable psi 180.0 Shear OK LReactions ©Left End DL lbs 560.62 LL lbs 1,495.00 Max.DL+LL lbs 2,055.62 @ Right End DL lbs 560.62 LL lbs 1,495.00 Max.DL+LL -- ths — 4655_62— -- Deflections Ratio OK Center DL Defl in -0.027 UDefl Ratio 2,558.5 Center LL Defl in -0.072 UDefi Ratio 959.5 Center Total Defl in -0.099 Location ft 2.875 UDefi Ratio 697.8 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 _ II (01983-2003 ENERCALC Engineering Software PLAN 7 ABD.ECW:Floor Framing Description 2613B FLR FRMG 1 OF 3 Timber Member Information :ode Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined B.b1 B.b2 B.b3 B.b4 B.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 Level,LSL 1.55E Han Fr,No.2 Rosboro,Bigbeam Douglas Fr- Hem Fr,No.2 Larch,No.2 2.2E 2.2E Larch,No.2 Fb-Basic Allow psi 900.0 3,000.0 2,325.0 850.0 3,000.0 900.0 850.0 Fv-Basic Allow psi 180.0 300.0 310.0 150.0 300.0 180.0 150.0 Elastic Modulus ksi 1,600.0 2,200.0 1,550.0 1,300.0 2,200.0 1,600.0 1,300.0 Load Duration Factor 1.150 1.150 1.150 1.000 1.000 1.000 1.150 Member Type Sawn GluLam Manuf/Pine Sawn Manuf/Pine Sawn Sawn Repetitive Status No No No No No No No Center Span Data 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 illft 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 1 Mmax @ Center in-k 61.44 488.60 13.20 13.14 347.49 21.72 29.62 @ X= ft 8.00 11.00 2.00 1.75 9.00 2.25 2.25 fb:Actual psi 1,231.0 1,401.8 230.9 499.9 1,934.1 708.3 1,126.9 Fb:Allowable psi 1,242.0 3,248.2 2,673.8 1,020.0 3,000.0 1,170.0 1,173.0 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 53.6 88.6 28.6 56.6 109.3 70.0 111.4 Fv:Allowable psi 207.0 345.0 356.5 150.0 300.0 180.0 172.5 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 480.00 2,695.00 300.00 341.25 1,755.00 438.75 900.00 LL lbs 800.00 4,708.00 800.00 910.00 4,680.00 1,170.00 1,293.75 Max.DL+LL lbs 1,280.00 7,403.00 1,100.00 1,251.25 6,435.00 1,608.75 2,193.75 ©Right End DL lbs 480.00 2,695.00 300.00 341.25 1,755.00 438.75 900.00 LL lbs 800.00 4,708.00 800.00 910.00 4,680.00 1,170.00 1,293.75 Max.DL+LL lbs 1,280.00 7,403.00 1,100.00 1,251.25 6,435.00 1,608.75 2,193.75 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK 1 Center DL Defl in -0.240 -0.173 -0.001 -0.005 -0.166 -0.010 -0.030 UDefl Ratio 801.6 1,528.6 34,459.7 7,900.8 1,297.6 5,337.8 1,812.2 Center LL Defl in -0.399 -0.302 -0.004 -0.014 -0.444 -0.027 -0.043 UDefl Ratio 480.9 875.0 12,922.4 2,962.8 486.6 2,001.7 1,260.7 Center Total Defl in -0.639 -0.474 -0.005 -0.019 -0.610 -0.037 -0.073 Location ft 8.000 11.000 2.000 1.750 9.000 2.250 2.250 UDefl Ratio 300.6 556.5 9,398.1 2,154.8 353.9 1,455.8 743.5 Title: PLAN 2613 Job#14189 Dsgnr:TRE Date: 4:34PM, 16 SEP 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN _Rev: 580006 Page 1 User:KW-0602997,ver 5.8.0,1-Dec-2003 Timber Beam & Joist (01983-2003 ENERCALC Engineering Software 14189_Plan_2613.ecw:Floor Framing Description 2613B FLR FRMG 2 OF 3 Timber Member Information11 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 Hein Fir,No.2 Douglas Fr- Hein Fir,No.2 Hein Fir,No.2 Hein Fir,No.2 Hein Fir,No.2 Larch,No.2 Fb-Basic Allow psi 850.0 850.0 900.0 850.0 850.0 850.0 850.0 Fv-Basic Allow psi 150.0 150.0 180.0 150.0 150.0 150.0 150.0 Elastic Modulus ksi 1,300.0 1,300.0 1,600.0 1,300.0 1,300.0 1,300.0 1,300.0 Load Duration Factor 1.000 1.150 1.150 1.150 1.150 1.150 1.150 Member Type Sawn Sawn Sawn Sawn Sawn Sawn Sawn Repetitive Status No No No No No No No Center Span Data11 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 II 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 iv: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 - .00 X45.00- 712.50 -1--49(L00- 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 [eflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK 1 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 1 Title: PLAN 2613 Job#14189 Dsgnr:TRE Date: 4:34PM, 16 SEP 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN LkRev: 580006 Page 1 User:KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist g (c)1983-2003 ENERCALC Engineering Software 14189_Plan_2613.ecw:Foor Framing Description 2613B FLR FRMG 3 OF 3 Timber Member Information111 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 Douglas Fr- Douglas Fr- 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 U 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 0.9911111 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 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 Def I 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 P TJI JOISTS and RAFTERS Code Code Code ISuggest Suggest Suggest Lpick Lpick Lpick Lpick_ Joist 1 b d Spa. LL DL M max V max El L fb L fv L TL2401 L LL360 L max TL dell. LL deli. 1, L TL360 L LL480 L max TL deft.TL deft LL deft I. deft size&grade 1 width(in.) depth(in.) (in.) (psf) (psf) (ft-lbs) (psi) 1 (psi) (ft.) (ft.) (ft.) (ft.) (ft.) (in.) 1 (in. (ft) (ft.) (ft• ) (in.) I ratio (in.) 1 ratio 9 5 TJI 110 1.75 9 5 19 2 40 15 2380 220E 1.40E+08 14 71 15 23 14.80 14.711 0.66 0A8 13 31 13,45 13 31 0441 360 0.32 495 9.5"TJI 110 1.75 9.5 16 40 15 2380 220; 1.40E+08 16.11 33.27 16.19 15.73 15.731 0.72 0.52 14.14 14.29 14.14 0.471 360 0.34 495 9.5"TJI 110 1.75 9.5 12 40 15 2380 2201 1.40E+08 18.61 44.36 17.82117.31 17.31 0.79 0.5815.57 15.73 15.57 0.521 360 0.38 495 9.5"TJI 110 1.75 9.51 9 6 40 15 2380 2201 1.40E+08 20 80 55.45 19.19L 18.64 18 64 0 85 0 62 16.77 16.94 1677 0 56' 360 0.41 495 r ..... 1... 9.5"TJI 1101 1.75 9.5 19.21 40 10 2500 2201 1.57E+08 15.81 30.50 16.34' 15.371 15.371 0.64 0.51 14.27 13.97 13.97 0.441 384 0.35 48080 9.5"TJI 110 1.75 9,5 16 40 10 2500 220 1.57E+08 ;17.32 36.60 17.36. 16.34 16.34 0.68 0.54 15.17 14.84 •„14.8.4 0.46 384' 0,37 480 9.5"TJI 110 1.75 9.1_ 121 40 10 2500 220{_1.57E+08 20 00 48 80 19 11 17.981_ 17.98 035 0.60 16.69 16.34 16.34 0.511 384 0.41 480 F - 9.5"TJI 110 1.75 9.51 9.61 40 10 2500 12201 1.57E+08 22.36 61.00 20.58: 19.37! 19.37' 0.81 0.65 17.98 17.60 17.60 0.551 384 0.44 480 9.5"TJI 210 2.0625 9.5 19.21. 40 10 3000 1330 1.87E+08 17.32 33.25 17.32. 16.301 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 11330 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'' 2.N25 9 51 12 40 10 3000 1330 1.87E+08 21 911 53 20 20.281 19 06 19.01. 0,791 0 641 1 17.70 17.32 17.32 0.54 384 0.43 480 9.5"TJI 210 2.0625 9,51 9.6 40 10 3000 1330 1.87E+08 24.49 66.50 21.821 20.53 200.53 0.86 0.681 19.06 18.66 18.66 0.58; 384 0.47 480 9.5"TJ12301 2,3125; 9.5+ 19.21 40 10 3330 330 2,06E+08 18.25 33.25 17,89'; 16.831 16.83 0,70 0.56 15.63 15.29 15.29 0.481 384 0.38 480 9.5"TJI 230 2.3125 9.5 16 40 10 3330 9330 2..066+08 19.99 39.90 19,01 17.89 17.89 0,75 0.60 16.60 16 25 :"1li 25 0.51 384' 0.41 480 9.5"TJI 230 2.31251 9.51 121 40 10 3330 1330 2.06E+08 23.08 53.20 20.92119.69 19.691 0.82 0.66 18.28 17.89 17.89 0.561 384 0.45. 480 9.5"TJI 230 2.3125 9.5 9.6 40 10 3330 1330 1 2.06E+08 25.81 66.50 22.541 21.21 21.211 0.88 0.71 19.69 19.27 19.27 0.601 384 0.48 480 11,875"TJI 110, 1.751 11.875 19.2 40 10 3160 1560 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 0.42 480 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 1.75 11.8751 12 40 101 3160 1560' 2.67E+08 22.49 62.40 22.81121.461 21.46' 0.891 0.721 19.93 19.50 19.50 0.611 384 0.49 480 11.875"TJI 110 1.75 11.8751 9.6 40 10 3160 15601 2.67E+08 25.14 78.00 24.57; 23.121 23.121 0.96 0.77 21.46 21.01 21.01 0.661 384 0.53 480 1- 1 11.875"TJI 2101 2.06251 11.8751 19.2 40 101 3795 1655 3.15E+08 19,481 41,38 20.61 i 19,39 19.39 0.81 0.651 18.00 17.62 17.62' 0.551 384 0A4 480 11.875"TJI 210 2.0625 11.875 16 40 10 3795 11655 3.15E+08 21.34 49.65 21.90 20.61 20.61 0.86 0.69 19.13 18.72,;. 18.722' 0.59 384 0.47 480 11_875 TJI 210 2.06251 11.875112__ 40_ _10 _3795_ 1655:3.15E+08 24.64 66.20 24.10L 22.61 22.68' 0.95 0.76 21.05 20.61 20.61 0.641 384 0 521 480 11.875 TJI 210 2.06251 11.875 9.61 40 10 3795 4655 3.15E+08 27.55 82.75 21961 24.43, 24.43 1.02 0.81 22.68 22.20 22.20 0.691 384 0.55 480 .. ........ ......... 11.875"TJI 230; 2.3125 11.875 19.j 40 10 4215 6551 3.47E+08 20.53 41.38 21.281 20.031 21031 0.83 0.67 18.59 18.20 18.20 0.571 384 0.45 480 11;.875 TJ1230 2.3125 11.875 16 40 10 4215' 4655 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 2301 2.3125 11 8751 121 40 10 4215 655, 3,47E+08 25,97 66.20 24,89 23,42 23.42 0 981 0,78 21.74 21.28 21.28 0,671 384 0,53 480 !- 1 11,875 TJI 2311 01 2.3125 11,875' 9.6 40 10 4215 1655' 3.47E+08 29.03 82.75 26,81 25,231 25.231 1,05 0.84 23.42 22,93 22.93 0,721 384 0.57 480 1 11.875"RFPI 400; 2.06251 11.8751 19.21 40 10 4315 14801 3.30E+08 20.77 37.00 20.931 19.691 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 4001 2.06251 11.8751 121 40 10 4315 14801 3.30E+081 26.281 59.201 24.481 23.03; 23.03, 0.961 0,771 I 21.38 20.93 20 93 0.65 384 0.521 480 1 .......... 80 11.875"RFPI 4001 2.0625 11.875 9.61 40 10 4315 1480; 3.30E+08 29.381 74.00 26.37 24.811 24.81; 1.031 0.831 23.03 22.54 22.54'. 0.701 384 0.561 480 Page 1 D+L+S CT#14189-Betahny Creek Falls I LOAD CASE (12-12) (BASED ON ANSI/AF&PA NOS-1997) SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 Ka 1.00 Design Bucktin•Factor D+L+S c _0.80 Constant > Section 3.7.1.5 Cr KcE 0.30(Constant)> Section 3.7.1.5 Cf(Fb) Cf(Fc) 1997 NOS Cb Wades) > Section 2.3.10 Bending Comp. Size Size Rep. Cd(Fb) Cb Cd(Fc) Eq.3.7-1 NDS 3.9.2 Ma Wall duration duratlo factor factor use Stud Grad: Width Depth Spacin•Height Leld Vert.Load Hot.Load <.1.0 oad at Plat=Cd(Fb)Cd(Fc, Cf Cf Cr III Fc E Pb' Fc perp' Fc• Pc fb/ In. in. in. ft. •If •,f •If Pb Fc •�I •_I •-I •-I •si • .4 • Fb 1-fc/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 1,200,000 854 506 988 378.09 340.90 340.32 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 1,200,000 854 506 966 378.09 340.90 340.00 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 B00 1,200,000 854 506 966 449.95 395.22 394.29 1.00 0.00 0.000 H-F Stud 1.5 3.5 8 8.25 28.3 3100 0.9921 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 1695 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 18 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 15 ®® m 28.3 2030,1•1::M 2789.1 1.00 1.15 ®gra 1.15 675 irsag 725 1,200,000 854 531 875.436 388.13 1.00 0.00 0.000 SPF Stud 1.5 3.5 8.25 28.3 3050 0 0.9957 4183.6 1.00 1.15 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 . 7.7083 16.8 3132 0 0.2408 3132.4 1.00 1.15 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 9 19.8 3132 0 0.3652 3132.4 1.00 1.15 1.10 1.15 850 405 1300 1,300,000 1,271 506 1644.5 1011.45 837.57 508.18 0.80 0.00 0.000 H-F#2 1.5 5.5 16 8.25 18.0 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 1203.70 946.77 506.18 0.53 0.00 0.000 SPF#2 1.5 5.5 18 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 18 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 1.5 5.5 16 8.25 18.0 3287 0 0.3158 3287.1 1.00 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 1,308 531 1454.75 1296.30 945.38 531.23 0.56 0.00 0.000 SPF Stud 1.5 3.5 16 14.57 50.0 545 0 0.9913 2091.8 1.00 1.15 1.1 1.05 1.15 675 425 725 1,200,000 854 531 875.438 144.26 139.02 138.41 1.00 0.00 0.000 SPF#2 1.5 5.5 16 19 41.5 1450 0 0.9917 3287.1 1.00 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 1,308 531 1454.75 244.40 235.32 234.34 1.00 0.00 0.000 H-F#2 1.5 5.5 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 1 D+L+W CT#14189-Betahny Creek Falls I LOAD CASE (12-13) (BASED ON ANSI/AF&PA NDS-1997) SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 Ke 1.00 Desig 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 (Vales) > Section 2.3.10 Bending Comp. Size Size Rep. Cd(Fb) Cb Cd(Fc) Eq.3.7-1 NOS 3.9.2 Mta.Wall duration duration factor factor use Stud Grade Wdth Depth Spadng Height Le/d Vert.Load Hor.Load u 1.0 Loap C Plate Cd(Fb)Cd(Fc) Cf Cf Cr Fb Fc perp Fc E Fb' Fc perp' Fc' Fce F'c fc fc/F'c fb Po/ in. in. in. ft. p8 psf plf (Fb) (Fc) psi psi psi psi psi psi psi psi psi psi psi Fb'•(1-fc/Fce) H-F Stud 1.5 3.5 16 7.7083 26.4 1075 9.71 0.9951 993.4 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 0.64 376.78 0.586 H-F Stud 1.5 3.5 16 9 30.9 755 8.46 0.9942 993.4 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 0.885 H-F Stud 1.5 3.5 12 9 30.9 1140 8.46 0.9998 57.8 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 93.4 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 0.64 381.37 0.585 H-F Stud 1.5 3.5 12 8.25 28.3 1425 8.13 0.9974 67.8 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 86.7 1.60 1.00 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 840 449.95 384.87 299.05 0.78 180.69 0.394 SPF Stud 1.5 3.5 16 7.7083 26.4 1060 9.71 0.9971 aa91.8 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 ;291.8 1.60 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,386 531 761.25 378.09 328.30 177.78 0.54 447.52 0.618 SPF Stud 1.5 3.5 12 9 30.9 1125 8.46 0.9931 .'89.1 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 18 8.25 28.3 960 8.13 0.9970 191.8 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 8.25 28.3 1405 8.13 0.9952 .T89.1 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 SF Stud __..1.._�-3....._ ._--_ -..425 -_._.-_-_ -__- _.. SPF Stud 1.5 3.5 8 8.25 28.3 2320 8.13 0.8958 a 83.6 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 0.78 180.69 0.383 H-F#2 1,5 5.5 16 7.7083 16.8 3132 9.71 0.3909 '32.4 1.60 1.00 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1430 1378.83 969.91 506.18 0.52 152.58 0.119 H-F#2 1.5 5.5 16 9 19.6 3132 8.46 0.5743 1'32.4 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 0.83 181.23 0.178 H-F#2 1.5 5.5 16 8.25 18.0 3132 8.13 0.4411 1,'132.4 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 (287.1 1.60 1.00 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1285 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 :287.1 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 7287.1 1.60 1.00 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1265 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 4091.8 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*NNW 0.979 SPF#2 1.5 5.5 16 19 41.5 680 9.71 0.9941 1287.1 1.80 1.00 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1265 244.40 233.80 106.67 0.46 927.02 0.786 H-F#2 1.5 5.5 16 19 41.5 600 9.71 0.9821 132.4 1.60 1.00 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1430 226.94 219.02 96.97 0.44 927.02 0.796 Page 1 J D+L+W+.SS CT#14189-Betahny Creak Falls I LOAD CASE I (12-14) 1 (BASED ON ANSI/AF&PA NDS-1897) 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+312 c 0.80(Constant)> Section 3.7.1.5 Cr KcE 0.30(Constant)> Section 3.7.1.5 Cf(Fb) Cf(Fc) 1997 NOS Cb (Varies) > Section 2.3.10 Bending Comp. Size Size Rep. Cd(Fb) Cb Cd(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 G Plate Cd(Fb)Cd(Fc) Cf Cf Cr, Fb Fc perp Fc E Fb' Fc perp' Fc• Fce F'c fc fc/F'c lb fb/ in. in. In. R. pif psf pif (Fb) (Fc) psi psi psi psi psi psi psli I ps Psi psi psi Fb"(1-fc/Fce) 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 1,366 506 966 515.42 441.22 278.10 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 0.874 H-F Stud 1.5 3.5 12 9 30.9 1150 8.46 0.9969 2657.8 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 378.09 340.90 219.05 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 1.15 675 405 800 1,200,000 1,366 508 966 449.95 395.22 250.16 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 0.9980 3986.7 1.80 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 1,366 531 875.438 378.09 336.17 193.02 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 1,366 531 875.438 449.95 388.13 247.82 0.64 361.37 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 2380 8.13 0.9922 4183.6 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 0.398 H-F#2 1.5 5.5 16 7.7083 18.8 3132 9.71 0.3593 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 508 1644.5 1378.83 1031.58 506.18 0.49 152.58 0.119 H-F#2 1.5 5.5 18 9 19.6 3132 8.46 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 1011.45 837.57 506.18 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 2,033 506 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 16 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 1.80 1.15 1.1 1.05 1.15' 875 425 725 1,200,000 1,366 531 875.438 144.26 139.02 17.78 0.13 96#### 0.979 SPF#2 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 H-F#2 1.5 5.5 16 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 2,033 508 1644.5 226.94 220.14 96.97 0.44 927.02 0.796 Page 1 D+L+S+.SW C CT#14189 Betahny Creek Falls I LOAD CASE I (12-15) (BASED ON ANSI/AF&PA NDS-1997) SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 Ke 1.00 Design Buckling_Factor D+L+S+W/2 c 0.80(Constant)> Section 3.7.1.5 Cr KcE 0.30(Constant)> Section 3.7.1.5 Cf(Fb) Cf(Fc) 1997 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 M^.Wall duration duration factor factor use Stud Grade Width Depth Sparing Height Le/d Vert.Load Hor.Load <.1.0 Loa Plate Cd(Fb)Cd(Fc) Cf Cf Cr Fb Fc perp Fc E Fb' Fc perp' Fc• Fce Pc tc fc/F'c fb fb/ in. in. in. lt. pif psf pit (Fb) (Fc) psi psi psi psi psi psi psi psi psi psi psi Fb'•(1-fc/Fce) H-F Stud 1,5 3,5 16 7.7083 26.4 1335 4.855 0.9935 .993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 515.42 441.22 339,05 0.77 188.39 0.403 H-F Stud 1.5 3.5 16 9 30.9 970 4.23 0.9923 7!93.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 378.09 340.90 246.35 0.72 223.76 0.470 H-F Stud 1.5 3.5 12 9 30.9 1380 4.23 0.9976 67.8 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 378.09 340.90 282.86 0.77 167.62 0.403 H-F Stud 1.5 3,5 16 8.25 28.3 1195 4.065 0.9960 $93.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 449.95 395.22 303.49 0.77 180.69 0.406 H-F Stud 1.5 3,5 12 8.25 28.3 1680 4.065 0.9990 57.8 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 449.95 395.22 320.00 0.81 135.51 0.343 H-F Stud 1.5 3.5 8 8.25 28.3 2665 4.065 0.9999 86.7 1.80 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 449.95 395.22 338.41 0.86 90.34 0.267 SPF Stud 1.5 3.5 16 7.7083 26.4 1315 4.855 0.9907 91.8 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 18 9 30.9 965 4.23 0.9970 91.8 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 0.73 223.76 0.466 SPF Stud 1.5 3.5 12 9 30.9 1370 4.23 0.9990 69.1 1.60 1.15 1.1 1.05 1,15 675 425 725 1,200,000 1,366 531 875.438 378.09 336,17 260.95 0.78 167,82 0.396 SPF Stud 1.5 3.5 16 8.25 28.3 1180 4.065 0.9922 91.8 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 4.065 0.9973 189.1 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 2630 4.065 0.9969 83.6 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,368 531 875.438 449.95 388.13 333.97 0.86 90.34 0.257 H-F#2 1.5 5.5 16 7.7083 16.8 3132 4.855 0.3001 32.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1844.5 1378.83 1031.58 506.18 0.49 76.29 0.059 H-F#2 1.5 5.5 16 9 19.6 3132 4.23 0.4544 32.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1011.45 837.57 506.18 0.60 90.61 0.089 H-F#2 1.5 5.5 16 8.25 18,0 3132 4.065 0,3479 32.4 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 73.17 0.062 SPF#2 1.5 5.5 16 7.7083 16.8 3287 4.855 0.3304 287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1484.89 1015.45 531.23 0.52 76.29 0.057 SPF#2 1,5 5,5 16 9 19.6 3287 4.23 0,4750 287.1 1,60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1089.25 850.18 531.23 0.62 90.61 0.085 SPF#2 1.5 5.5 16 8,25 18,0, 3287 4.065 0.3750 987.1 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 991.8 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 0.47 586.43 0.779 SPF#2 1.5 5.5 18 19 41.5 935 4.855 0,9925 .'x287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 244.40 235.32 151.11 0.84 463.51 0.580 H-F#2 1,5 5,5 16 19 41.5 865 4.855 0.9970 :132.4 1.60 1,15 1.3 1.10 1,15 850 405 1300 1,300,000 2,033 506 1644.5 226.94 220,14 139.80 0.64 483.51 0.594 Page 1 D+L+S+.7E CT#14189-Betahny Creek Falls I LOAD CASE I (12-16) 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 Budding Factor D+L+13+E/1.4 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 Comp. Size Size Rep. Cd(Fb) Cb Cd(Fc) Eq.3.7-1 NDS 3.9.2 Maz.Wall duration duration factor factor use Stud Grade Width Depth Spacing Height Le/d Vert.Load Hor.Load ..1.0 Load fp Plate Cd(Fb)Cd(Fc) Cf Cf Cr Fb Fc perp Fc E Fb' Fc perp' Fc' Fce Pc fc fc/F'c fb lb/ In. in. in. ft. p# psf p6 (Fb) (Fc) psi psi psi psi psi psii ps psi psi psi psi Fb"(1-fclFce) 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 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 0.9968 3986.7 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,386 506 986 449.95 395.22 342.66 0.87 79.34 0.244 SPF Stud 1.5 3.5 16 7.7083 26.4 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 1.80 1.15 1.1 1.05 1.15 675 425 725 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 1,366 531 875.438 378.09 336.17 288.57 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 0.9967 4183.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 339.05 0.87 79.34 0.236 H-F#2 1.5 5.5 16 7.7083 16.8 3132 3.57 0.2844 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1378.83 1031.58 506.18 0.49 56.10 0.044 H-F#2 1.5 5.5 18 9 19.6 3132 3.57 0.4405 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 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 1203.70 946.77 508.18 0.53 64.28 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 58.10 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 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#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 I 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 1 180 Nlckeraaa St. MEI ENGINEERING Suite 302 «y r Seattle,WA t sa 98109 Project. f- w-.- - * w. _ .Date , PAX: {dent: Page Number. (206)285-0628 s r s F 0190 ;wb IOP tik Kar ----120 _ Low, s. , .,„ , X 1 0. pa_ s.. It ( IF 36c- IOD mak144- ) . 56 20. = 040 ffistk 45124 feappiti4: 14.4 ,--,,,, leto -4?... 2000 � Wk....... isrofsr V to=, giVa+-ii).1-103 ,--;-- 17* . iesi? ..-400 etisY( kr..)::-,--.45-3;:its 45- _ 4. e 0, .. ...„,_ - s .. mare. e. i P., (130 4.- 2:7X10 4-- ' iip. it • . if . 3 5 r . 199 filY. :` 3.Xr""" **:*- 2* le/ 3e seem C ii 5 747- Ail* Structural Engineers 180 Nickerson 54 ENGINEERING Suite 302 N C. Seattle,WA 09 Project: P ??/S ( R Date: (20(206)285-45i2 Client: JiM7Y1f rA rr -4-P'W LL .X. . Page Number. (206)285-0618 • c>fzee-aft Vta. flg- . . ' r i 1. ,'Z- CiAlt tin) .. C.1:45' ��. t.P9 LOD ,. � . . . Pte. P� POINT 14411.5 4 ipALL,.i p " `'t' at )61.4 • 4r n Z L,t 3 3 15.E 1914Opt -- . • eA , 5 11, :. 16.E Structural Engineers 180 Nickerson St. C T ENGINEERING Suite 302 Seattle,WA Project: 41).., n 11/2/144)6)1.1... 7 1 M1 CODES • ®0` 9 Date: v21 oe• 98109 (206)285-4512 Client: ��2012 / Ave?. 8 i)QW J Page Number: (206)285-0618 r ry .4.4.,197:4- ! t3- . _ _ (c�. I • 3/-1S-, !_.. z _ i.�. 24 s Pzs, 10, 1 �� • t 2�4- 12 ten • • q.v 12.Z _ _ l-(0 6s_ :._;.fit ._ 6 . 12„ - ,. x 1%- 0S . Zr• 4._.. _ r4's�.:_ /_ � . : {sx) . • -.. C a z(i-.-4,, ac �2 — r . e1 � - • 4 Ask l _- . ii 2ac� _. ttgei z , P� _ y - ' Structural Engineers 4QyoS 4-,3.6,4-, 3 -4)- A)� �� Page 1 of 1 Design Maps Summary Report IIIISGS Design Maps Summary Report User—Specified Input Building Code Reference Document 2012 International Building Code (which utilizes USGS hazard data available in 2008) Site Coordinates 45.43123°N, 122.77149°W Site Soil Classification Site Class D —"Stiff Soil" Risk Category I/II/III • !"„j'''d averton • r�4 �f rx�a,:"1,,,i7,',C'i-"-;--7 iy o� :W..:*,.;•...' e' i a iOto \ � �� i g s yam. s _ r ! ',. r ,p USGS—Provided Output SS = 0.972 g S„5 = 1.080 g S� = 0.720 g Si = 0.423 g SM, = 0.667 g Sol = 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 NEI-IRP"building code reference document. NICE* Response !ale ..t, --- Design Response Spectrum 0.12 41.64 1.10 St 041 040 S. 044 SS A 0X40 E u 0.32 arae 022 0.14 0,11 011 a. te4 T(sod 000 0 00 G. !1.# 0 G0 x.$74 1. 1-2°. T8 l.tfl 1.00 1.-90 2.00 0 ti t*0 0.40 ! Qd4 Leo ! Lie t40 100 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 Sr= 0.50 Figure 1613.3.1(2) Figure 22-2 Latitude= Varies N Longitude= Varies W http://earthquake.usqs.qov/research/hazmaps/ http://geohazards.usqs.qov/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 Skis=Fa*Ss Skis= 1.17 EQ 16-37 EQ 11.4-1 SM,=F„"S, SMr= 0.75 EQ 16-38 EQ 11.4-2 SDs=2/3'SMs SDs= 0.78 EQ 16-39 EQ 11.4-3 SDt=2/3'SM1 SDr= 0.50 EQ 16-40 EQ 11.4-4 8. Seismic Design Category 0.2s SDCs= D Table 1613.3.5(1) Table 11.6-1 9. Seismic Design Category 1.0s SDC1 = D Table 1613.3.5(2) Table 11.6-2 10. Seismic Design Category SDC= D Max. Max. 11. Wood structural panels - - N/A Table 12.2-1 12. Response Modification Coef. R= 6.5 N/A Table 12.2-1 13. Overstrength Factor L20= 3.0 N/A Table 12.2-1 14. Deflection Amplification Factor CD= 4.0 N/A Table 12.2-1 Ig Plan Struatiml#rey411itie* - No - fid/ 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 Sips= 0.78 h„ = 18.00(ft) SDI= 0.50 x = 0.75ASCE 7-05(Table 12.8-2) R= 6.5 C1= 0.020'ASCE 7-05(Table 12.8-2) IE= 1.0 T= 0.175 ASCE 7-05(EQ 12.8-7) S1= 0.50 k= .1 ASCE 7-05(Section 12.8.3) TL= 6 ASCE 7-05(Section 11.4.5:Figure 22-15) Cs=SDs/(R/IE) 0.120 W ASCE 7-05(EQ 12.8-2) Cs=SDI/(T*(R/IE)) (for T<TL) 0.440 W ASCE 7-05(EQ 12.8-3)(MAX.) Cs=(SDI*TL)/(T2*(R/IE)) (for T>TL) 0.000 W ASCE 7-05(EQ 12.8-4)(MAX.) Cs=0.01 0.010 W ASCE 7-05(EQ 12.8-5)(MIN.) Cs=(0.5 SI)/(R/IE) 0.038 W ASCE 7-05(EQ 12.8-6)(MIN.if SI>0.6g) CONTROLLING DESIGN BASE SHEAR= 0.120 W VERTICAL DISTRIBUTION OF SEISMIC FORCES PER ASCE 7-10 SECTION 12.8.3 (EQ 12.8-11) (EQ 12.8-12) Cvx = DIAPHR. Story Elevation Height AREA DL w; w; *h,k wx *hxk 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 3.21 2nd 8.00 10.00' 10.00 1310 0.028' 36.68 366.8 0.42 2.33 5.54 1st(base) 10.00 0.00 SUM= 64.8 873.7 1.00 5.54 E=V= 7.75(LRFD) E/1.4= 5.54(ASD) DIAPHRAGM FORCES PER ASCE 7-10 SECTION 12.10.1.1 (EQ 12.10-1) Design FPx = DIAPHR. F, E F, w, Ew; FPx= EF;*wp„ 0.4"Sin*IE*Wp 0.2*SDs*IE*Wp LEVEL (kips) (kips) (kips) (kips) (kips) Ewj 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 U ING LOADS FROM ASCE 7-10 CHAPTER 28,PART 2 CT PROJECT#: CT#14253:Plan 2613 N-S E-W F-B S-S 2012 IBC ASCE 7-10 Ridge Elevation(ft)= 30.00 30.00ft. Roof Plate Ht.= 18.00 18.00 Roof Mean Ht.= 24.00 24.00 ft. -- Building Width= " 26.0 56.0:ft. Vult. Wind Speed 3Sec.Gust='' 120 120 mph Figure 1609 Fig. 26.5-1AthruC V asd. Wind Speed 3 s e.cum 9 ' 33i;mph (EQ 16-33) Exposure= B B Iw= 1.0 1.0 N/A N/A Roof Type= Gable Gable P830 A= 28.6 ': 28.6 psf Figure 28.6-1 P830 B= 4.6 4.6 psf Figure 28.6-1 Ps3oc= 20.7 20.7;psf Figure 28.6-1 P5300= 4.7 4.7 psf Figure 28.6-1 > = ' 1.00 1.00: Figure 28.6-1 Ke= 1.00 1.00 Section 26.8 windward/lee= 1.00 1.00,(Single Family Home) X*Ke*I : 1 1 ps=A•Kzt•I•pwo= (Eq.28.6-1) PSA= 28.60 28.60 psf (LRFD) (Eq.28.6-1) pa= 4.60 4.60 psf (LRFD) (Eq.28.6-1) Psc= 20.70 20.70 psf (LRFD) (Eq.28.6-1) Ps D= 4.70 4.70 psf (LRFD) (Eq.28.6-1) Ps A and C average= 24.7 24.7 psf (LRFD) Ps B end D average= 4.7 4.7 psf (LRFD) a= 3 3 Figure 28.6-1 2a= 6 8 width-2.2a= 14 44 MAIN WIND-ASCE 7-10 CHAPTER 28 PART 2 Areas( ) Areas(E-W) (N-S) (E-W) Wind(N-S)(LRFD) Wind(E-W) (LRFD) width factor roof-> .00' 1.00 0.89; 0.89 16 psf min. 16 psf min. width factor 2nd-> 1.00, 0,89', wind(LRFD)wind(LRFD) DIAPHR. Story Elevation Height AA B Ac AD AA As Ac AD per 28.4.4 per 28.4.4 WIND SUM WIND SUM LEVEL Height (ft) hi(ft) h(ft) (sq.ft)( .ft)(sq.ft)(sq.ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) Vi(N-S) V(N-S) Vi(E-VV) V(E-VV) 30.00 12.0 0 1144 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) kips(LRFD) kips kips Page 1 ASCE 7-10 Part 1 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM USING LOADS FROM ASCE 7-10 CHAPTER 28,PART 1 CT PROJECT*: CT#14253:Plan 2613 SEE SEAW RAPID SOLUTION SPREADSHEET AND INSERT VALUES BELOW MAIN WIND-7-10 CHAPTER 28 PART I 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) Y(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 0:00'; 0.00 0.00; 0.00 3.74 10.40 8.06 20.91 1st(base) 10.00 0.00 0.00 V(n-s)= 0.00 V(e-w)= 0.00 V(n-s)= 10.40 V(e-w)= 20.91 kips kips kips(LRFD) kips(LRFD) DESIGN WIND-Min./Part 2/Part 1 ASD Wind(NS)(LRFD) Wind(E-W)(LRFD) Wind(NS)(ASD) Wind(E-W)(ASD) DIAPHR. Story Elevation Height DESIGN SUM DESIGN SUM DESIGN SUM DESIGN SUM LEVEL Height (ft) hi(ft) Vi(NS) V(N-S) Vi(E-W) V(E-W) Vi(NS) V(NS) 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(ns) 10.40 V(e-w)= 20.91 V(n-s)= 8.06 V(e-w) 16.19, kips(LRFD) kips(LRFD) kips(ASD) kips(ASD) Part 1 Base Shear Part 2 Base Shear = 0.0 0.0 ratio ratio Page 1 SHEET TITLE: SDPWS SHEARWALL VALUES PER TABLE 4.3A CT PROJECT#: CT#14253: Plan 2613 SHEATHING THICKNESS tsheathing= 7/16' NAIL SIZE nail size= 0.131"dia.X'2.5"long STUD SPECIES SPECIES= H-F or SPF SPECIFIC GRAVITY S.G.= 0.43 ANCOR BOLT DIAMETER Anc. Bolt dia. = 0.625 ASD F.O.S. = 2.0 SHEARWALL TYPE Table 4.3A Seismic Table 4.3A Wind 7/16"w/8d common V seismic V s allowable V wind V w allowable (15/32"values per (SDPWS-2008) modify per S.G. (SDPWS-2008) modify per S. G. footnote 2) (divide by 2.0 FOS) (divide by 2.0 FOS) (for ASD) (for ASD) 0 1 0 1 P6TN 150 150 150 150 P6 520 242 730 339 P4 760 353 1065 495 P3 980 456 1370 637 P2 1280 595 1790`, 832 2P4 1520 707 2130 990 2P3 1960 911 2740 1274 2P2 2560 1190 3580 1665 N.G. 10000 4650 10000 4650 GYPSUM THICKNESS tsheathing= 1/2" NAIL SIZE nail size= 1 1/4"long No.6 Type S or W Response Modification Coef. R= 6.5 SHEARWALL TYPE Table 2306.4.7 Seismic Wind 1/2"w/1 1/4"screw v allowable V s allowable V w allowable Blocked (PER 2009 IBC) modify G7 125 R>2 not allowed R>2 not allowed 150 R2 not allowed - R>2 nut allowed 2G7 250 R>2 not allowed R>2 not allowed 2G4 300 R>2 not allowed R>2 not allowed 2G4 300 150 49.-0Y2 13-11Y2" , 10-9Y2" ,2.-10'2" 7'-2" . 2'-5" , 11'-10" 5'-7" 5'-2Y2" 3'-6" 3'-8" i ' 1 ' 1 I N� OD! 17 \ , 5-0'4-0 SL a r_i •♦ ♦ ♦ �a.i CSMi �a. ■ o L J w EGRESS D EGRESS i w Z F.= + a Left 1GC i o J� cm CD 0 r�G. pi (p 1 -5 v .9 AFETY GLAZING a Left 4 I- O a NS o N I 1m O p o. H O , x 01 I , 0.2 N m O m y—_m - m s `-6 HCW \ Z Ind. 9L, . tri r + � NC �' O D 3'-SY2" /%L ® : I N A 1.; O t Jo T 12'-4j 4'-3Y2 4'-734 a 'LI /,�?� H_ 0 0 ,i i `, �`s W m W (1) Cy = 17 ,. v sa) ,,,,,[ ›,-,D 0 1 N r OZ C tog im; r-. �°'FF �? --i -'FR• >o A +----- „ ) [ 1 na2 A: a ,I • T A la 1 1— � is\tr. N ♦ � . Right 1 11 7”8 ° N O 12 N 47 P, r1 � , s S 4FE,T, GLAZING D RE D 1'-1I/2"I, 8'-5Y4" i 1.-91'43 + i0'-4 " 4 3'-4"• •7.--1)/4. 5' 7Yz. 5' SY2 �2-4,2 1<' 2Y2 2'-11" 4, 46'-1Y2" f ROOF ABOVE l j —I I (- 6 16-0 7-0 OH ©` -ir Gar AB Gar AB REMOVED 2x8 FRAMING FOR Q ELEC. PANEL • L FLOOR ABOVE-' I J of .; Garage 3•-11Y2 1 WALL FINISH: %" GWB BOLLARD -� c N CEILING FINISH %" TYPE 'X' GWB FIRE-TAPE ALL GWB IWRAP BEAMS BELOW CEILING LEVE. N • H INSULATE FLOOR ABOVE. 01 In © .0 42"x12" WOOD TREAD MAX. RISER 7" PLATFORM RIF KW (ADD MORE STEPS AS REQUIRED PER +18" A.F.F. 1 MI Ell a SITE CONDI TION) o', ,A I, 18'-0}'Z GUARD RAIL WITH 6"HIGH ©2x4 CURB AT BOTTOM- / FURN TOP AT Rear Kit/G-r1r • • • • 4-) Patio a &2 � "� o o f 4 24"U2 mZI '-gY4" a I-III! , 11 " Pwdr. N iploW e c N I Alij I .A_ n lirilling --Y",,,n I R - �la 4,-0" 3'-7Y2 3'-IO" 2'-8 I 02 H I" 4i D2 H I g, 18"x24" CRAWL i .�'. SPACE ACCESS H:4 Kitchen o I 2x4 35" HIGH Ln PONY WALL. 1 eo DWI_ ' e Dining ©�© D m • - G INSULATE FLOOR c OVER CRAWL SPACE i• o ': f r I o COUNTERTOP •" I n OVER STANDARD AD BASE CABINET � . I +36" A.F.F. -I I Il —7,II UL APPROVED 36" WIOE FLUSH BEAMIIP. NA f�r I P FACTORY-BUILT DIRECT ABOVE 3� VENT GAS FIREPLACE p MIle.• ' 6x6 POST ' ' n ��B e v 'r r--I W/GWB FINISH I Entry �� -, ® 5Y2' I l i" jj a Living 2z6 39"HIGH I' Y IN AS APP ABLE I I WALL W/FINISH a PER SITE A TRIM AT TOP z CONDI PONS Atil TY o SAFETY a r . ZING „I, GLAZING -1 N 11' 12" TILE --"moloolo om. - NiI(,!) ' HEARTH ® 6-0 F 166 Front LI 2 2' 6Y22 •B1� Z-6 5-0 SH 2-6_ -0 SH 2-• 5-0 SH 2-6 5-0�, 0 3-974 y 3'-0 j 3'-0" 3'-0" 4, 3-914" Porch 7 i •_ 16'-6Y2 9'-%" •i e + 16 All - PT .r, I J 20 I Al I yyt Jr 7-113% Y-, 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 Usum OTM ROTM Unet Usum Usurn HD (sgft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext. left 1* 256 11.0 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 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 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 EVuind 5.16 EVEO 3.08 Notes: denotes with shear transfer ** denotes perferated shear wall iSB denotes iSB Shear Panel JOB#:CT#14189:PIan7A ID:Upper Left1'(MSTR and BR4) Roof Level _..... wdi= ..150 plf V eq 870.0:', pounds V1 eq= 478.5 pounds V3 eq= 152.3 pounds V5 eq= 239.3 pounds V w= 1450.04. pounds V1 w= 797.5 pounds V3 w= 253.8 pounds V5 w= 398.8 pounds vhdreq= 31.6 Of e• AHihead=A vhdr= 52.7 Of H5 head= A- 1 Jl y Fdragl eq=43.5 Fdrag2 eq= 13.8 Fdrag5 eq=27.7 Fdrag6 eq=143.5 1 v Fdragl w= 5 Fdragl, 23.1 Fdrag5 w= ,•.1 Fdrag•w=72.5 A H1 pier= of eq= 43.5 plf v3 eq= 43.5 plf v5 eq= 43.5 H5 pier= 4.0 :': vi w= 72.5 plf v3 w= 72.5 plf v5 w= 72.5 4.0 feet feet H total= 2w/h= 1 2w/h= 1 2w/h= 1 8.0 v Fdrag3= ,.. Fd-•-- 13.8 feet A Fdragl w=72.5 Fdragl w=23.1 Fdrag7eq= .7 Fdrag8e• 43.5 v P6TN EQ. Fdrag7w=46.1 Fdrag8w=72.5 A PSTN WIND I v sill eq= 31.6 Of Hl sill= (0.6-0.14Sds)D 0.6D vsill w= 52.7 pff H5 sill= 3.0 ;' EQ Wind d:3.0 feet OTM 6960.0 11600.0 feet R OTM 25310 30628 v UPLIFT -741 -769 `L Up above 0 0 Up Sum -741 -769 H/L Ratios: L1=': 11.0 L2= 2.5 L3= 3.5L4= 5.0 L5= 5.5 HtotalL= 0.29 4 4 4 4-4 N 44 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= 3.5 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 pi= 1.00 Table 4.3.3.5 Wnd 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 Logy en. C 0 w dl V level V abv.V level V abv. 2w/h v i Type Type vi OTM ROTM Unet Usum OTM ROTM Unet Us�n Usum HD (soft) (ft) (ft) (kit) (kip) (kip) (kip) (kip) p (plf) (pit) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext. left 1* 0 0.0 0.0 1.00' 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.27 0.27 Ext. left 2 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext, left3** 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0,0 1.00 0.00- 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. left4 660 21.5 21,5 1.00 0.15' 1.12 2.58 1.11 1.54 1.00 1.00 123 P6TN P6 172 23.86 17.43 0.31 0.20 33.31 20.80 0.60 0.93 0.93 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00' 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 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 0.001 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. 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 0.001 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' 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 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 Etimnd 7.40 EVE0 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 fight) CT PROJECT#: CT#14189:Plan7A Diaph.Level: Roof Panel Height= 8 ft. Seis Ic V I= 3.08 kips Design Wind E-W V i= 7.71 kips Max.aspect= 3.5'SDPWS Table 4.3.4 Sum Seisrt�lc V I= 3.08 kips Sum Wind E-W V I= 7.71 kips Min.Lwall= 2.29 ft. (0.6-0.14Sds)D+0.7 p Qe 0.6D+W per SDPWS-2008 pr.= 1.00 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.30 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LDL eff. C 0 w dl V level V abv V level V abv. 2w/h v i Type Type v i OTM • RQTM Use, Usum OTM RQTM line Ue m U,,„ HD (sgft) (ft) (ft) (kit) (kip) (kip)! (kip) (kip) p (plf) (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 0.0 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 0.0 0.00 0.00 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 0.0 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 0.0 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.0 0.00 0.00 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 1.00 000 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00. ' 0.00 0.001 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 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 0.0« 0.00 0.00 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 0.01 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0,00 0.00 0.01 0.00 0.00 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 0.01 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 0.01 0.00 0.00 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 Ailey, 0 0.0 0.0 1.00 0.00' 0.00 0.01 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00' 0.00 0.01 0.00 0.00 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 0.01 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0,0 0.0 1.00 0.00 0.00 0.0' 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00ii 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 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 0.0o 0.00 0.00 0.00 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 0.0O 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 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 EVwind 7.71 EVEQ 3.08 Notes: * denotes with shear transfer ** denotes perferated shear wall iSB denotes iSB Shear Panel 1 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 pi= 1.30 Table 4.3.3.5 Wind Wind '.Q. E.Q. p= 1.30 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LDL eff. C 0 w dl V level V abv level V abv. 2w/h v i Type Type v i OTM ROTM Unet U.um OTM ROTM Unet U.um U. HD (sqft) (ft) (ft) (klf) (kip) (k•, (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Front LIV* 306 5.0 1.6.5 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.,6 0.00 0.00 0.00 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 5.00 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 0.4, 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Int KIT 0 0.0 0.0 1.00 +.10' 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 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 ,0 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Rear Kit/Gar 660 11.5 11.5 .00 0,15' 2.42 2.49 1.11 0.77 1.00 1.00 213 P6 P4 426 22.03 4.99 1.57 1.57 44.14 5.95 3.52 3.52 3.52 - - 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Rear BR23 0 0.0 0• 1.00 0.75 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 1.29 0.00 0.00 0.00 2.94 2.94 - - 0 0.0 fte.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ,-ar A= • 2 6 4., 8.0 1..0 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 A= ` 118 2.' 8.1 1 00 0, 5 0.4 1.83 0. 0 0.2. 1.00 0.44 671 2P4 P3 631 5.37 0.60 3.58 3.58 11.36 0.72 7.98 7.98 7.98 - - a e.0 6.6 .6® 1.11 6.16 1... 0.06 6.00 1.16 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 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 i 0.0 0,0 1,00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0,0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 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 EVwf,,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 SHEARWALL WITH FORCE TRANSFER ID: Front Upper MSTR* Roof Level w dl= 150 p/f V eq 980,0 pounds V1 eq= 490.0 pounds V3 eq= 490.0 pounds V w= 2440.0', pounds V1 w= 1220.0 pounds V3 w= 1220.0 pounds --► v hdr eq= 59.4 plf ► •H head= A v hdr w= 147.9 p/f 1.083 v Fdragl eq= 342 F2 eq= 342 i Fdragl w= :.0 F2 -850 H pier= v1 eq= 196.0 p/f v3 eq= 196.0 plf P6 E.Q. 5.0 v1 w= 488.0 p/f v3 w= 488.0 p/f P4 WIND feet H total= 2w/h= 1 2w/h= 1 8.083 v Fdrag3 eq= F4 e.- 342 feet A Fdrag3 w=850 F4 w=850 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 59.4 plf P6TN 2.0 EQ Wind v sill w= 147.9 p/f P6TN feet OTM 7921 19723 R OTM 10124 12251 • UPLIFT -139 472 Up above 0 0 UP sum -139 472 H/L Ratios: L1=i 2.5 L2= 11.5 L3= 2.5 Htotal/L= 0.49 41 11. 4 Oil 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 p/f V eq 516.0 pounds V w= 1121,6', pounds Sum V eq 1538.0 pounds V1 eq= 769.0 pounds V3 eq= 769.0 pounds Sum V w= 3853.1 pounds V1 w= 1926.5 pounds V3 w= 1926.5 pounds - , v hdr eq= 113.9 p/f -o• •H head= A v hdr w= 285.4 p/f 1.083 y Fdragl eq= 484 F2 eq= 484 • Fdragl w= .13 F2 - 1213 H pier= v1 eq= 307.6 p/f v3 eq= 307.6 p/f P4 E.Q. 5,0 v1 w= 770.6 p/f v3 w= 770.6 Of P2 WIND feet- _ -- H total= 2w/h= 1 2w/h= 1 9.083 Fdrag3 eq= •: F4 e.- 484 feet A Fdrag3 w=1213 F4 w=1213 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 113.9 p/f P6TN 3.0 EQ Wind v sill w= 285.4 p/f P6 feet OTM 13970 34997 R OTM 6777 8201 le v UPLIFT 560 2088 Up above -139 472 UP sum 421 2560 H/L Ratios: L1= 2.5 L2= 8.5 L3= 2.5 Htotal/L= 0.67 Hpier/L1= 2.00 I. 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 p/f 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 pH ► •H head= T v hdr w= 191.6 plf 1.083 '�i Fdragl eq= 155 F2 eq= 155 • Fdragl w= , • F2 -479 H pier= v1 eq= 131.1 plf v3 eq= 131.1 p/f P6TN E.Q. 3.5 v1 w= 404.4 p/f v3 w= 404.4 plf P4 WIND feet H total= 2w/h= 1 2w/h= 1 8.083 Fdrag3 eq= . F4 -.- 155 feet • Fdrag3 w=479 F4 w=479 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 62.1 plf P6TN 3.5 EQ Wind v sill w= 191.6 p/f P6 feet OTM 4769 14711 R OTM 3325 4061 UPLIFT 164 1206 1. Up above 0 0 UP sum 164 1206 H/L Ratios: L1= 2.3 L2= 5.0 L3= 2.3 Htotal/L= 0.85 ► 4 0 4 ► Hpier/L1= 1.56 ► Hpier/L3= 1.56 L total= 9.5 feet JOB#:CT#14253:Plan 2613 ID:Rear Upper BR23` ' Roof Level _...... w dl= 160 pff 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 i vhdreq= 73.2 plf i A H1 head=4' v hdr= 225.9 pff head= $ 1 ' 4 Fdragl eq=96.5 Fdrag2 eq= 172.8 Fdrag5 eq= 172.8 Fdrag6 eq= 96.5 II-15 . 1 A Fdragl w= •:.0 Fdragl, 533.4 Fdrag5 w= 3.4 Fdra.:w=298.0 A H1 pier= of eq= 134.1 plf v3 eq= 134.1 plf v5 eq= 134.1 H5 pier= 4.0J vi w= 414.0 p/ v3 w= 414.0 p/f v5 w= 414.01,: 4.0 feet feet H total= 2w/h= 1 2w/h= 1 2w/h= 1 8.0 y Fdrag3= •-. Fd..-- 172.8 feet A Fdragl w=297.9524 Fdragl w=533.4 Fdrag7eq= 2.8 Fdrag8-• 96.5 V P6TN E.Q. Fdrag7w= 533.4 Fdrag8w=298.0 A P4 WIND v sill eq= 73.2 pH 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 V Up above 0 0 Up Sum -248 846 H/L Ratios: L1= 3.2r L2= 5.0 L3= 5.7 L4= 5.0 L5=' 3.2 HtotalL= 0.36 Hpier/L1= 1.26 ► ►4 04 04 ► Hpier/L3= 0.71 L total= 22.0 feet Hpier/L5= 1.26 0.95 L reduction • 4 i �L z; •. A PA • nuc : �__. . , M. ., . TT-1O0I 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 art adequate safety factor are maintained.For seismic design,APA recommends using the design coefficients and factors for light-frame(wood)walls sheathed with wood structural panels rated for shear resistance(item 15 of Table 12.2-1 of ASCE 7-10).See APA Report T2004-59 for more details.For designs where deflection may be less of a design consideration,for example,wind loading while the portal frames are used in tandem with each other,and not used as conventional shear walls,a load factor of 2.5, based on the cyclic test results is used. Since cyclic testing was conducted with the portal frame attached to a rigid test frame using embedded strap-type hold downs,design values provided in Table 1 of this document should be limited to portal frames constructed on similar rigid-base foundations,such as a concrete foundation,stem wall or slab,and using a similar embedded strap- type hold down. 1 0 2014 APA—Thc Engineered WoodAssucialion 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"M(lbf) Deflection(in.) Load Factor 16 8 850 (1190 WIND) 0.33 3.09 10 625 (875 WIND) 0.44 2.97 24 8 1,675 (2345 WIND) 0.38 2.88 - • a 0.51 3.42 1'-10 1/2" 8 1520 EQ(2128 WIND) 1'-10 1/2" 10 fa61 31 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 F 2'to 18'rough width of opening per wind design min 1000 lbf for single or double portal on both sides of opening opposite side of sheathing wall . height . x, t a ', t iii Fasten top plate to header with two rows of 16d sinker nails at 3"o.c.typ Fasten sheathing to header with 8d common or r Min.3/8"wood structural 12' galvanized box nails at 3°grid pattern as shown /panel sheathing max '; total e. Header to jack-stud strap per wind design. wall I •r; Min 1000 lbf on both sides of opening opposite -1- I-1 neded,panel splice edges shall occur over and be 10' •` Min.double 2x4 framing covered with min 3/8" �L nailed to common blocking max thick wood structural panel sheathing with within middle 24"of portal height .;' ,.• 8d common or galvanized box nails at 3"o.c. ` height.One row of 3"o.c. in all framing(studs,blocking,and sills)typ. nailing is required in each \ '. panel edge. Min length of panel per table 1 Typical portal frame ik construction Min(2)3500 Ib strap-type hold-downs N (embedded into concrete and nailed into framing) Min double 2x4 post(king and jack stud).Number of —Min reinforcing of foundation,one#4 bar :-‘41 jack studs per IRC tables t\ top and bottom of footing.Lap bars 15"min. R502.5(1)&(2). kr , ,,,,,-„.. ,„ „„, ,,, ---. , „„--- „ -- -,, , \, „:, i I Fes:: ...... ......., _. ..•, , Min footing size under opening is 12"x 12".A turned-down Min 1000 lb hold-down slab shall be permitted at door openings. device(embedded into Min(1)5/8"diameter anchor bolt installed per IRC R403.1.6- concrete and nailed with 2"x 2"x 3/16"plate washer into framing) 2 ©2014 APA-The Engineered Wood Association References APA, 2004, Confirmation of Seismic Design Coefficients for the.APA.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 cspawood.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.1T-100F Revised April 2014 DISCLAIMER:The information contained herein is based on APA—The Engineered Wood Association's continuing programs of laboratory testing,product research,and comprehensive field experience.Neither APA nor its members make any warranty,expressed or implied,or assume any legal liability or responsibility for the use,application �� 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 C 2014 APA—The Engineered WuudAssutiation 180 Nickerson St. CT ENGINEERING Suite 302 Project: v-nc1 @ f3 N-vevC. "F PAWL— Date: _j . e6a1tt0l9 WA (206)265-4512 7513.16),3,2- ( 155 L 29)1 (o fi 2� (206 Client: 1 . . Jl Page Number: (206)285-0618 697 cruoCr AsVn o.�S 0117-first (A-er/L) Q V - Jig -7 d, ,l X t6`` i2)( k 2`( Lf3zcni e A,R.s- ) t` (Z c0 4 , i.077Di u �3} Cpsi7nr� parka) . �1 k71V "�- my f -M M (-rv? NAT h 131/ ) F`dl ( )(o,2 p•S63;v) 4= 6)(02 Lo) 0.312 (5 (3 06 - WC3 C1z� z oti ( 0 - tM z Ll)C,2 lav `e C� b ( � v h � � --�� . T q;, (e.,5 to` ) = 5` i 8 X Ccs , 1,0/(2) 114- o,;656 /(2' 4 NJfl' .. AU, eg_oviV6-s Aec1' ct a= o,s63e w .' PA V.kin Structural Engineers WOOD FRAME CONSTRUCTION MANUAL. 63 I f , Table 2.2A Uplift Connection Loads from Wind . . (For Roof-to-Wall,Wall-to-Wall,and Wall-to-Foundation) r 700-yr.Wind Speed 110 _ 115 120 130 140 150 160 170 180 195e 3-second gust(mph) , Roof/Ceiling Assembly Roof Span(ft) Unit Connection Loads(plf)'' '4'5'6'1 Design Dead Load _ 12. 118 128 140 164 190 219 249 281 315 369 24 195 213 232 -272 315 362 412 465 521 612 2 0 psf8 36 272 298 324 380 441 506 576 650 729 856 2 M 48 350 383 417 489 567 651 741 836 938 1100 In 60 428 468 509 598 693 796 906 1022 1146 1345 rril • . 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 48 194 227 261 333 411 495 585 680 782 944 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 -•ip �i 48 38 71 105 177 255 339 429 524 626 788 • 60 44 84 125 214 309 412 522 638 762 961 12 - 8 20 44 70 99 129 161 195 249 • 24 - 3 22 62 - 105 152 202 255 311 402 25 psf 36 - - 24 80 141 206 276 350 429 556 48 - - 27 99 177 261 351 446 548 710 • 60 - - 29 118 213 316 426 542 666 865 • I. Tabulated unit uplift connection loads shall be permitted to be multiplied by 0.75 for framing not located within 6 • feet of corners for buildings less than 30 feet in width(W),or W/5 for buildings greater than 30 feet in width. 2 Tabulated uplift loads assume a building located in Exposure B with a mean roof height of 33 feet. For buildings located in other exposures,the tabulated values for 0 psf roof dead load shall be multiplied by the appropriate adjustment factor in Section 2.1.3.1 then reduced by the appropriate design dead load. ! 3 Tabulated uplift loads are specified in pounds per linear foot of wall. To determine connection requirements, . multiply the tabulated unit uplift load by the multiplier from the table below corresponding to the spacing of the . connectors: • Connection Spacing(in.) 1 12 I 1619.2 24 46 • • Multiplier 1.00 1.33 I 1.60 I 2.00 I 4.00 •`i• 4 Tabulated uplift loads equal total uplift minus 0.6 of the roof/ceiling assembly design dead load. .I . • 5 Tabulated uplift loads are specified for roof-to-wall connections. When calculating uplift loads for wall-to-wall.or • wall-to-foundation connections,tabulated uplift values shall be permitted to be reduced by 73 pif(0.60 x 121 plf) t4.: for each full wall above. ;l ;`•:- 6 When calculating uplift loads for ends of headers/girders,multiply the tabulated unit uplift load by 1/2 of the C,''_ header/girder span(ft.). Cripple studs need only be attached per typical uplift requirements. '= ' ' For jack rafter uplift connections,use a roof span equal to twice the Jack rafter length.The jack rafter length "?.e'':# _ includes the overhang length and the Jack span. q�r $ Tabulated uplift loads for 0 psf design dead load are included for interpolation or use with actual roof dead loads. IR:: .31• y:itY A. 5, AMERICAN WOOD COUNCIL 180 Nickerson St. CT ENGINEERING Suite 302 t//�t/�j / INC. j� Seattle,WA Protect: -TYR at S)I UC )L A�J• Date: 98109 (206)285-4512 FAX: Client: Page Number: (206)285-0618 \.)0.1‘10 LOCPL (t 1; �- 711/$e> Whl.- 60 W7).c*J ION WAD A MM'3V 4z • 110. ( u.L.7) g • .N 33 15 -P5F- Pmr. DZ , - ; 2r • • t) C m 5 1 • .0 415. -4;41' 1 • . : - • • IMICP ipe • t)lk 6:12C)" , C: ,C)(0. ( 6 1. )gamy • • • _ •• i eot, --inp1•446 .( 410.5A- 1=7;6 r2-:( . • • - • 4-6)(2) 0)( 64) • - • • a, 400vr;raioiro 6)1 R e `� J --=-40 ( l2 ( - -> r 14' (1-6y (--'/Z)(e, 5 (o,6; fi b - - - ,q, AVRAIeC Structural Engineers TRUSS TO WALL CONNECTION •;I'I VAI Iii`; f OFF 1 USS CONNECTOR TO TRUSS TO TOP PLATES OH II I I 1 1 HI (6) 0131" X 1.5" (4) 0.131"X 2.5" miri ,1,, I 1 H2.5A (5) 0.131" X 2.5" (5) 0.131" X 2.5" `�:: Ilii 1 SDWC15600 - •iH'_ _...i ...... 2 H10-2 (9) 0.148" X 1.5" (9) 0.148"X 1.5" Iwo mil 2 (2)H2.5A (5) 0.131" X 2.5" EA. (5) 0.131"X 2.5" EA. mit) si 2 (2)SDWC15600 - - 4l0'_.. 7s(1 3 (3)SDWC15600 - - 14!tS :M ROOF FRAMING PER PLAN Bd AT 6" O.C. 2X VENTED BLK'G. S 0.131" X 3" TOENAIL �' AT 6" O.C. i \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"=V-0" (BEAM/HEADER AT SIMILAR) 14 TYP. RAISED HEEL TRUSS TO WALL CONNECTION [ TRUSS TO WALL CONNECTION !SPE- VALUES of TRUSS - - PL1E5 CONNECTOR TO TRUSS TO TOP PLATES Ui'1..101 t 1 1 H1 (6) 0.131" X 1.5" (4) 0.131" X 2.5" 400_L- 05 1 H2.5A (5)0.131"X 2.5" (5)0.131"X 2.5" 555 L... 11] 1 SDWC15600 - - 4:c) 115 2 H10-2 (9) 0.148" X 1.5" (9)0.148" X 1.5" 10/0 700i 2 (2)H2.5A (5) 0.131"X 2.5" EA. (5)0.131"X 2.5' EA. 1070---WIT- 2 7711-..2 (2)SDWC15600 - - s) o z.to- 4 3 (3)SDWC15600 - _ -145;;-_ -545-- ADD A35 0 48"0.C. ROOF FRAMING PER PLAN -iiiii:Hilirk......... FOR.H2.5A AND SDWC STYLE ed AT 6" O.C. CONNECTIONS b2xVER1EDBLkG. Ellikillh...!1% IIIIIIIIIIi\. 444/4, . i IN J-12.5A & SDWC15600 STYI 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'-O" (BEAM/HEADER AT SIMILAR) 19 TYPICAL TRUSS TO WALL CONNECTION [