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Specifications (13) 31- 2-0 I`7 - O0 1 5� V Te/r, Structural Engineers C r ENGINEERING 180 Nickerson Street Suite 302 Seattle, WA 98109 INC. 206 285 4512 (V) 206.285.0618 (F) A + 141,12 #15238 �, ,16 f Structural Calculations on OF fIGARD ButuuNG DIVISION River Terrace CEO PRo; �1 \AG I N F, � Plan 3410 60 �d Elevation B j' e\ DREG+NA� Tigard, ORPO'S 2T2'GV" Design Criteria: 2012 IBC (ORSC, OSSC) ASCE 7-10 Wind Speed: 120(ULT); 93(ASD); Kzt=1 .0 Seismic: Ss=0.972, S1 =0.423, SDC=D Roof Snow Load = 25 psf Site Class = D, Bearing = 2000 psf Client: Polygon Northwest Company 109 East 13th Street, Suite 200 Vancouver, WA 98660-3229 Ph: 360.695.7700 Fax: 360.693.4442 Architect: Milbrandt Architects 25 Central Way, Suite 210 Kirkland, WA 98033 P h: 425.454.7130 Fax: 425.646.09 45 CT E N_ G I N E E R I N_G INC 180 Nickerson St. Suite 302 Seattle,WA 98109 (206)285-4512(V) (206)285-0618(F) Polygon Northwest Company Multiple locations in Tigard, OR DESIGN SUMMARY: 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 crawispace 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:SlJMMARY 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 ce ling 2.8 psf Misc./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 psf foist at 2" 2.5'psf Insulation 1.0 psf (1) 1/2"gypsum ce ling 2.2I psf Misc: 2.6 psf FLOOR DEAD LOAD 15.0 PSF r I MIN. HDR GABLE END TROSS MIN. HDR N ="----17: RB.1I ÷ ;( RB .b2 I, co 0 a 1 I • II 1I 3 1 t L I I ri ETI II 1 E II iI I I� II II { I 1 1!I ii ______I ' co •� I TRUSSES AT 24" 0.d. TYPICAL 0 1 M cc 11• •n= cri II ON a ,1 f , ,I l/ I �: L t� X22"x30" ! i I2 . y ATTIC I I'. _ I ACCESS J { I'n�If03 Li_-- N Y 11 ,J��.,N f n v L, 1 I '�I^I( 11 E 1 Iii 1 • BB bF L MIN. HDR �I GABLE ENC TRUSS r 1 I , GABLE END frRUSS r --1- J RB.bS I 1 -( ______+-- MIN�HDR I GABLE END!TRUSS 1 L I J 0 [lain 341 013 ROOF FRAMING PLAN 1/4"=1'-0" AMERICAN MODERN 11111) S182 MST37 MST37 ' Y° : .1 �%,,. .�','£E>��'. ?..,,. ';.i yam',,,'..-,,, <f.< ,":s .,..�: .:�s�hk..., .,..C:.!„„,.,,.: .an::'�,.,.,Yr j�;�. '.,✓,"�. I m `'' J xx O U iliii - CD 0 1 3 � f I a 1 _ w f . czn la -, t THISF \\ /J 51DE P6 R r ili �,� °o 1 : al SIDE THIS f 1 f i F /J/// J --9 / llii -1 ( L I • s I1 MST37 MST37 0 S82 `d€ >,rN E MST37 MST37 Wgillr NI MST37 MST37 P6 8 S1.2 [Man 341 O - UPPER LEVEL SHEARWALLS .. 1/4"=1'-0” AMERICAN MODERN P3 8 51.2 .STHD14 �® STHD14 0....,,,, -, 484X10 HDR _ ST-ID14 lilitgTHB 4 ,� 210.48 ri 8r1 .€ 2 7X8 HD• , (2")2X8 HDR 4P. 2)2X8 HUH r- �--I •it , r --1 i 2. B 4- B C a B 3 L t i . ��i 1 r - n € € i� 1 I ill; (2 STUD• s STIII likfr — (10 1 ..•c2..., 110:ri 1 ::: 1 II ( 1 1 II . .r rc •1 1 ® , FIXTU•ES .:_ :...._..W. . k -, ABO X rai C.4 1 = I r-- EA- ALL -- -- - - • .' LS 3Y2X1 eB QQ I QQ LSL 34X14 Fla_ THIS �.®m --IP'" ...I SIDE II 1I I L B-.9--- 111m -- --': 6 x' f E€ B.7 I III i7 ,� LV 2:' iNIS j I 1 1' ' I 'I 1 si$ijAIR / d I b�; ®SIDE I ' 1 1 FRAMING/ x x �,/� �^� 7 1. ' w /r fFY).:'u< .S�WC�15J1 �54.)�w%�--.��i� . :u7 )L�'ry Irn � J :::01'00011- �, :.__� I ._. 3. Ei1 S...-DI4 D , SI 014 LSL 1/aX14 FB " ' 2X8 ® 16 O.C. . TOP OF CLOSET s A Is I : r - - '''''' I I -° / l I •I /• ••\ 1 •• J s1m. I I ®®J ,ix r- :.1Q. ____ _Ly. . : - ... oz.... I, r .-,-. '. f cq r iRIMI:OADr © 0 H1 2)2X8HD• 4 ' ,-{ ,--- ..^'.<..-u'_IN �� NIFIHwiwi ST37.. ID FLOOR . 001- `� CA D S TO RIM Int or' ' I EXTEND �� _:. , - _ _ __- ___._.'� .�� i � 'Fill P CHORD 18 '� • S6.1 ! (��. B 14 RIM °AMID I II • a STHD14. ► 1 STHD14��r I TRUCTURAL FACISA 'S11C FRAME ga-. r I isi��l 1 I 1 AI 01 � 1 1 0 WU I` (2).Xt1-HDR I 0, I I -io ROOF1TRUSSES m = I ® 2I4 O.C. I A0 "' _E 1 I� 1 .1 m ' 1 �1 I I 1 I 1 I GABLE E1D TRUSS — 4X4 POST 4X4 POST PLATE HEIGHT AT SEE SHEET A9 El) , UPPER LEVEL: 8.-1" FOR WINDOW ' PLATE HEIGHT AT HEADER HEIGHTS. MAIN LEVEL: 9'-1" MAIN LEVEL Plan 341 OB UPPER LEVEL FLOOR FRAMING 1/4"=1'-0" AMERICAN MODERN 34-0 13'-6y 4'-6" 13'-3" i i 1Ir r I THICKENED SLAB EDGE 0 3W CONC. SLAB I. I B v •in D'-5 Q ®512N \ o- i �® 4__SMD1.4 _SIHDL4-_ -:r-- --SI1�A14+ SIHDL4-_ r ♦ ♦ 1 ..T 1 ♦ 1 I 7 I t 1 I ter~ r• TA y- o , V r , V r 1 T W L J• ® L • J 1111131 1 1 „ T el D1 c I I"-1BX1BX10 FTG W/(2)#4 EA. WAY 14 Y-1 r 1 TYR U.N.O. g L* a J L*J x '! I 1 I 9X="TJI'S �a n rt-=1.4-- LI E.-I ®16"O.C.U.N.O. t +�+ — — — — — — + I LTJ L_J N / la o Ia IWa.y INSTAI I SYSTEM T2 'NV a cam amm , ALLOW ADEQUATE 'I� c�(� DRAINAGE BENEATH 113/4,..1_,_„.1 b ,�V SLAB ON GRADE AND CRAWL SPACE I 1 f -1 CONDITIONS L J 30X30X10 FTG 6-3" 4"4'-2 W 3 EA.WAY9'-, - ' -BRG WALL POST UP 4:11)THIS r -19Y/FTG. - POST UP SIDE ��osT UP � I I THIS 1 4, --1 1 I ..4....r.. ...t....,. I + — — — — — -{ I— •c7+ P6 rI i *37= J �` SIDE L J L --r Z —_ --- 'ti1rCRAxt 1.5z��'LVL.�. � 1 7 SPACE L Y,UKN hCCESS _ _ -- , , ...i .1,2.-3'.ii__,_1 \C © P1—,..'-STHD14 a .. 113'4 STHD14 I I +J POST UP 1 I I I I I IQ 3W C'r C. SLAB I r . POST UP--L$ POST UP m D, n I 1 I 0 0 o O ® TI IL' I o � POST UP L s A POST UP 9'5)/2" -D 21a-I L 3x174 BLOCK OUTI LSL 3Y�X9Ya C J 0 STEM WALL TYP. POST UP s .—.� e ti I I I L ,l i® J 1 STRAPS I 0'-5 16 1 T 1 i ABOVE, ••• S6.1 L _ _ ' FIXTURE I - STHD14 STH014 1 ABOVE I e 0 P3 `I I I I I -� J J I I ♦ ♦ 3W C. SLAB SL PE 3" I. y-4y 6'-fi' J/.L 7-0y- THICKENED SLAB I1'-10" i6'-3" 2 EDGE TOP OF SLAB -8" Q gar CRAWL SPACE VENTING: FRAMING CONTRACTOR SHALL REQUIRED: 965 SF/150= 6.43 SF= 926.4 S0.IN. VERIFY HOLDOWN LOCATIONS PRIOR PROVIDED: 942.5 SQ.IN. - 13 VENTS®72.5 SQ.IN. TO POURING FOUNDATION. LOCATE VENTS WITHIN 36"OF CRAWLSPACE CORNER, UNLESS NOTED. SEE D1 CRAWLSPACE NOTE FOR GROUND COVER INFO. M11an 341 0E3 FOUNDATION PLAN 1/4"=1'-0" AMERICAN MODERN Title: PLAN 3410 Job# Dsgnr: TRE Date: 1:24PM, 20 OCT 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 14252_Pian_3410.ECW:ROOF FRAMING Description 3210B ROOF FRAMING Timber Member Information RB.b1 RB.b2 RB.b3 RB.b4 RB.b5 RB.b6 RB.b7 Timber Section 2-2x4 2-2x6 2-2x8 2-2x8 2-2x6 2-2x4 2-2x8 Beam Width in 3.000 3.000 3.000 3.000 3.000 3.000 3.000 Beam Depth in 3.500 5.500 7.250 7.250 5.500 3.500 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 Fir,No.2 Hem Fir,No.2 Hem Fir,No.2 Hem Fir,No.2 Hem Fir,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 Span ft 5.50 6.50 5.25 4.50 6.50 5.50 3.00 Dead Load #/ft 60.00 60.00 270.00 270.00 60.00 60.00 270.00 Live Load #/ft 100.00 100.00 450.00 450.00 100.00 100.00 450.00 Results Ratio= 0.8084 0.5276 0.9656 0.7094 0.5276 0.8084 0.3153 .F.xn.. `:aYia ?✓ Mmax @ Center in-k 7.26 10.14 29.77 21.87 10.14 7.26 9.72 X= ft 2.75 3.25 2.62 2.25 3.25 2.75 1.50 fb:Actual psi 1,185.3 670.4 1,132.7 832.2 670.4 1,185.3 369.8 Fb:Allowable psi 1,466.3 1,270.8 1,173.0 1,173.0 1,270.8 1,466.3 1,173.0 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK iv:Actual psi 56.3 40.8 101.1 82.2 40.8 56.3 44.7 Fv:Allowable psi 172.5 172.5 172.5 172.5 172.5 172.5 172.5 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 165.00 195.00 708.75 607.50 195.00 165.00 405.00 LL lbs 275.00 325.00 1,181.25 1,012.50 325.00 275.00 675.00 Max. DL+LL lbs 440.00 520.00 1,890.00 1,620.00 520.00 440.00 1,080.00 Right End DL lbs 165.00 195.00 708.75 607.50 195.00 165.00 405.00 LL lbs 275.00 325.00 1,181.25 1,012.50 325.00 275.00 675.00 Max.DL+LL lbs 440.00 520.00 1,890.00 1,620.00 520.00 440.00 1,080.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK ..- Center DL Defl in -0.089 -0.045 -0.037 -0.020 -0.045 -0.089 -0.004 LJDefl Ratio 744.5 1,750.2 1,690.7 2,684.8 1,750.2 744.5 9,061.1 Center LL Defl in -0.148 -0.074 -0.062 -0.034 -0.074 -0.148 -0.007 L/Defl Ratio 446.7 1,050.1 1,014.4 1,610.9 1,050.1 446.7 5,436.6 Center Total Defl in -0.236 -0.119 -0.099 -0.054 -0.119 -0.236 -0.011 Location ft 2.750 3.250 2.625 2.250 3.250 2.750 1.500 L/Defl Ratio 279.2 656.3 634.0 1,006.8 656.3 279.2 3,397.9 Title: PLAN 3410 Job# Dsgnr: TRE Date: 1:25PM, 20 OCT 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 14252_Plan_3410.ECW:FIoor Framing Description 3410BD FLR FRMG 1 OF 3 Timber Member Information B.1 B.2 B.3 B.4 6.5 B.6 6.7 Timber Section 4x10 2-2x8 2-2x8 4x10 4x10 2-2x8 LVL:3.500x14.000 Beam Width in 3.500 3.000 3.000 3.500 3.500 3.000 3.500 Beam Depth in 9.250 7.250 7.250 9.250 9.250 7.250 14.000 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade Douglas Fir- Hem Fir,No.2 Hem Fir,No.2 Douglas Fir- Douglas Fir- Hem Fir,No.2 iLevel,LSL 1.55E Larch,No.2 Larch,No.2 Larch,No.2 Fb-Basic Allow psi 900.0 850.0 850.0 900.0 900.0 850.0 2,325.0 Fv-Basic Allow psi 180.0 150.0 150.0 180.0 180.0 150.0 310.0 Elastic Modulus ksi 1,600.0 1,300.0 1,300.0 1,600.0 1,600.0 1,300.0 1,550.0 Load Duration Factor 1.150 1.150 1.150 1.150 1.150 1.150 1.000 Member Type Sawn Sawn Sawn Sawn Sawn Sawn Manuf/Pine Repetitive Status No No No No No No No Center Span Data Span ft 5.50 3.50 3.00 6.50 5.50 3.00 14.00 Dead Load #/ft 150.00 150.00 180.00 180.00 15.00 15.00 165.00 Live Load #/ft 400.00 400.00 480.00 180.00 40.00 40.00 440.00 Dead Load #/ft 175.00 175.00 175.00 175.00 370.00 370.00 Live Load #/ft 125.00 125.00 125.00 125.00 450.00 450.00 Start ft End ft Results Ratio= 0.6222 0.5066 0.4204 0.6747 0.6405 0.3832 0.6691 Mmax @ Center in-k 38.57 15.62 12.96 41.83 39.70 11.81 177.87 X= ft 2.75 1.75 1.50 3.25 2.75 1.50 7.00 fb:Actual psi 772.7 594.3 493.1 838.0 795.5 449.5 1,555.7 Fb:Allowable psi 1,242.0 1,173.0 1,173.0 1,242.0 1,242.0 1,173.0 2,325.0 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 78.0 67.3 59.6 76.3 80.3 54.3 108.9 Fv:Allowable psi 207.0 172.5 172.5 207.0 207.0 172.5 310.0 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions :E;..• ,....' .., .,a,�kkk _;r..i3 Yr,°C$+,.,...-...:a.i 'F �:'�,... .. ,Y'vcA+a:<:... .a: i:.< 3., y :". @ Left End DL lbs 893.75 568.75 532.50 1,153.75 1,058.75 577.50 1,155.00 LL lbs 1,443.75 918.75 907.50 991.25 1,347.50 735.00 3,080.00 Max. DL+LL lbs 2,337.50 1,487.50 1,440.00 2,145.00 2,406.25 1,312.50 4,235.00 @ Right End DL lbs 893.75 568.75 532.50 1,153.75 1,058.75 577.50 1,155.00 LL lbs 1,443.75 918.75 907.50 991.25 1,347.50 735.00 3,080.00 Max. DL+LL lbs 2,337.50 1,487.50 1,440.00 2,145.00 2,406.25 1,312.50 4,235.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.018 -0.009 -0.005 -0.039 -0.021 -0.006 -0.115 L/Defl Ratio 3,643.1 4,740.5 6,891.5 2,020.6 3,075.3 6,354.5 1,461.3 Center LL Defl in -0.029 -0.014 -0.009 -0.033 -0.027 -0.007 -0.307 L/Defl Ratio 2,255.2 2,934.6 4,043.8 2,351.8 2,416.3 4,992.8 548.0 Center Total Defl in -0.047 -0.023 -0.014 -0.072 -0.049 -0.013 -0.422 Location ft 2.750 1.750 1.500 3.250 2.750 1.500 7.000 L/Defl Ratio 1,392.9 1,812.5 2,548.4 1,086.8 1,353.1 2,796.0 398.5 Title: PLAN 3410 Job# Dsgnr: TRE Date: 1:25PM, 20 OCT 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev: 580006 LTh, User:KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist Page 1 (c)1983-2003 ENERCALC Engineering Software 14252_Plan_3410.ECW:FIoor Framing Description 3410BD FLR FRMG 2 OF 3 Timber Member Information 6.8 6.9 B.10 6.11 6.12 6.13 6.14 Timber Section 2-2x8 LVL:1.750x14.000 LVL:1.750x14.000 4x10 LVL:1.750x14.000 LVL:1.750x14.000 LVL:3.500x14.000 Beam Width in 3.000 1.750 1.750 3.500 1.750 1.750 3.500 Beam Depth in 7.250 14.000 14.000 9.250 14.000 14.000 14.000 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade Hem Fir,No.2 iLevel,LSL 1.55E iLevel,LSL 1.55E Douglas Fir- Level,LSL 1.55E iLevel,LSL 1.55E Level,LSL 1.55E Larch,No.2 Fb-Basic Allow psi 850.0 2,325.0 2,325.0 900.0 2,325.0 2,325.0 2,325.0 Fv-Basic Allow psi 150.0 310.0 310.0 180.0 310.0 310.0 310.0 Elastic Modulus ksi 1,300.0 1,550.0 1,550.0 1,600.0 1,550.0 1,550.0 1,550.0 Load Duration Factor 1.000 1.000 1.150 1.000 1.150 1.150 1.150 Member Type Sawn Manuf/Pine Manuf/Pine Sawn Manuf/Pine Manuf/Pine Manuf/Pine Repetitive Status No No No No No No No Center Span Data Span ft 4.50 9.00 9.00 3.50 4.00 5.50 16.50 Dead Load #/ft 135.00 180.00 30.00 90.00 30.00 30.00 160.00 Live Load #/ft 360.00 480.00 80.00 240.00 80.00 80.00 100.00 Dead Load #/ft 220.00 220.00 45.00 Live Load #/ft 200.00 200.00 120.00 Start ft 9.000 End ft 16.500 Point#1 DL lbs 1,606.00 688.00 LL lbs 2,327.00 770.00 @ X ft 1.750 9.000 Cantilever Span Span ft 3.00 Uniform Dead Load #/ft 250.00 Uniform Live Load #/ft 280.00 Point#1 DL lbs 565.00 LL lbs 935.00 @ X ft 0.500 Results Ratio= 0.5609 0.6033 0.2461 0.8786 0.0832 0.1573 0.6772 Mmax @ Center in-k 15.04 80.19 6.25 47.36 12.72 24.05 207.03 @ X= ft 2.25 4.50 3.10 1.75 2.00 2.75 8.98 Mmax @ Cantilever in-k 0.00 0.00 -37.62 0.00 0.00 0.00 0.00 fb:Actual psi 572.1 1,402.7 658.1 948.9 222.5 420.7 1,810.8 Fb:Allowable psi 1,020.0 2,325.0 2,673.8 1,080.0 2,673.8 2,673.8 2,673.8 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 56.5 135.3 60.4 106.1 27.5 51.4 104.7 Fv:Allowable psi 150.0 310.0 356.5 180.0 356.5 356.5 356.5 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 303.75 810.00 -21.39 960.50 500.00 687.50 1,709.43 LL lbs 810.00 2,160.00 360.00 1,583.50 560.00 770.00 1,379.55 Max. DL+LL lbs 1,113.75 2,970.00 338.61 2,544.00 1,060.00 1,457.50. .- 3,088.98 @ Right End DL lbs 303.75 810.00 1,606.39 960.50 500.00 687.50 1,956.07 LL lbs 810.00 2,160.00 2,326.94 1,583.50 560.00 770.00 1,940.45 Max.DL+LL lbs 1,113.75 2,970.00 3,933.33 2,544.00 1,060.00 1,457.50 3,896.52 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Title: PLAN 3410 Job# Dsgnr: TRE Date: 1:25PM, 20 OCT 14 Description:SF RESIDENC== Scope: STRUCTURAL DESIGN Rev: 580006 User:KW-0602997,Ver5.8.0,1-Dec-2003 Timber Beam & Joist Page 2 (c)1983-2003 ENERCALC Engineering Software 14252_Plan_3410.ECW:FIoor Framing .._. ?i:.+ ,... > ..5 ... ... .. n... .. L .. .. ... .:Ti ice'... ...- .. ... .f.': Description 341 OBD FLR FRMG 2 OF 3 Center DL Defl in -0.010 -0.043 0.014 -0.008 -0.002 -0.008 -0.330 UDefl Ratio 5,369.5 2,521.1 7,968.6 5,574.6 20,675.8 7,953.4 600.6 Center LL Defl in -0.027 -0.114 -0.019 -0.012 -0.003 -0.009 -0.303 UDefl Ratio 2,013.6 945.4 5,672.4 3,524.0 18,460.5 7,101.3 653.6 Center Total Defl in -0.037 -0.157 0.021 -0.019 -0.005 -0.018 -0.633 Location ft 2.250 4.500 6.048 1.750 2.000 2.750 8.448 UDefl Ratio 1,464.4 687.6 5,163.0 2,159.1 9,752.7 3,751.6 313.0 Cantilever DL Defl i 1 -0.035 Cantilever LL Defl in -0.032 Total Cant.Defl in -0.067 UDefl Ratio 1,074.5 Title: PLAN 3410 Job# Dsgnr: TRE Date: 1:26PM, 20 OCT 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 14252_Plan_3410.ECW:Floor Framing Description 3410BD FLR FRMG 3 OF 3 Timber Member Information B.a15 B.a17 6.18 B.19 B.20 Timber Section VL:5.250x16.000 2-2x8 2-2x8 4x12 4x8 Beam Width in 5.250 3.000 3.000 3.500 3.500 Beam Depth in 16.000 7.250 7.250 11.250 7.250 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 Timber Grade osboro,Bigbeam Hem Fir,No.2 Douglas Fir- Douglas Fr- Douglas Fir- 2.2E Larch,No.2 Larch,No.2 Larch,No.2 Fb-Basic Allow psi 3,000.0 850.0 900.0 900.0 900.0 Fv-Basic Allow psi 300.0 150.0 180.0 180.0 180.0 Elastic Modulus ksi 2,200.0 1,300.0 1,600.0 1,600.0 1,600.0 Load Duration Factor 1.150 1.150 1.000 1.150 1.000 Member Type Manuf/Pine Sawn Sawn Sawn Sawn Repetitive Status No No No No No Center Span Data0 Span ft 20.00 3.50 2.00 12.75 5.00 Dead Load #/ft 150.00 220.00 60.00 105.00 75.00 Live Load #/ft 400.00 200.00 100.00 175.00 125.00 Dead Load #/ft 220.00 Live Load #/ft 200.00 Start ft End ft 10.500 Point#1 DL lbs 688.00 LL lbs 770.00 @ X ft 10.500 Point#2 DL lbs 890.00 LL lbs 1,475.00 @ X ft 10.500 Results Ratio= 0.8927 0.2503 0.0338 0.8123 0.2091 Mmax @ Center in-k 689.86 7.72 0.96 68.28 7.50 @ X= ft 10.48 1.75 1.00 6.37 2.50 fb:Actual psi 3,079.7 293.7 36.5 924.8 244.6 Fb:Allowable psi 3,450.0 1,173.0 1,080.0 1,138.5 1,170.0 Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 166.5 33.3 4.4 58.2 22.5 Fv:Allowable psi 345.0 172.5 180.0 207.0 180.0 Shear OK Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 3,953.17 385.00 60.00 669.37 187.50 LL lbs 6,615.12 350.00 100.00 1,115.62 312.50 Max.DL+LL lbs 10568.30 735.00 160.00 1,785.00 500.00 @ Right End DL lbs 2,934.82 385.00 60.00 669.37 187.50 LL lbs 5,729.87 350.00 100.00 1,115.62 312.50 Max.DL+LL lbs 8,664.70 735.00 160.00 1,785.00 500.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.360 -0.006 -0.000 -0.094 -0.006 UDefl Ratio 665.9 7,002.9 169,372.5 1,628.4 10,117.2 Center LL Defl in -0.627 -0.005 -0.000 -0.157 -0.010 UDefl Ratio 382.6 7,703.2 101,623.5 977.0 6,070.3 Center Total Defl in -0.988 -0.011 -0.000 -0.251 -0.016 Location ft 9.920 1.750 1.000 6.375 2.500 UDefl Ratio 243.0 3,668.2 63,514.7 610.6 3,793.9 Title: PLAN 3410 Job# Dsgnr: TRE Date: 1:26PM, 20 OCT 14 Description F 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 14252_Plan_3410.ECW:CRAWLSPACE FRAMING Description 3410 ABCD CRAWLSPACE FRAMING Timber Member Information TYP BEAM Timber Section 4x8 Beam Width in 3.500 Beam Depth in 7.250 Le:Unbraced Length ft 0.00 Timber Grade Douglas Fir- Larch,No.2 Fb-Basic Allow psi 900.0 Fv-Basic Allow psi 180.0 Elastic Modulus ksi 1,600.0 Load Duration Factor 1.000 Member Type Sawn Repetitive Status No Center Span Data Span ft 5.00 Dead Load #/ft 255.00 Live Load #/ft 680.00 Point#1 DL lbs LL lbs @X ft Point#2 DL lbs LL lbs @X ft Results Ratio= 0.9774 Mmax @ Center in-k 35.06 @ X= ft 2.50 fb:Actual psi 1,143.5 Fb:Allowable psi 1,170.0 Bending OK fv:Actual psi 105.0 Fv:Allowable psi 180.0 Shear OK Reactions @ Left End DL lbs 637.50 LL lbs 1,700.00 Max.DL+LL lbs 2,337.50 @ Right End DL lbs 637.50 LL lbs 1,700.00 Max.DL+LL lbs 2,337.50 Deflections Ratio OK Center DL Defl in -0.020 UDefl Ratio 2,975.6 Center LL Defl in -0.054 UDefl Ratio 1,115.9 Center Total Defl in -0.074 Location ft 2.500 UDefl Ratio 811.5 TJI JOISTS and RAFTERS 1 ( I I e t Code 1 1 Suggest Suggest uggest Lpick I Lpick Lpick i Lpick Code Cod ----'---Joist__'_---fi -------1-'- ----'---♦•------t--------'--__4-------•-----_- __---'-- - ♦•---'---------------w-'--------�---__.-----1---------- - ---'----*---- b d I Spa. LL DL-41-M max V max! El L(fb L(fv L TL240.L LL360; L max TL dell. ; LL deft. i L TL360 L LL480 L max TL deft ITL deft LL deft)LL defl.� ... 1111.. size&grade width(in),depth(in.)I (in.) 1 (psf) (psi) (ftlbs) (psi) (psi) (ft.) , (ft.) (ft) (ft.} (ft.) (in.) (in.) i (ft.) (ft) (ft.) (in.) 1 ratio (in.) I ratio � ; 1 � ,_'_'_ i----_ �-_; - 9.5"TJI 1101 1.75'1 9.51 19.2; 40 15 2380 1220 1.40E+08 14 711 I 2337:7273 15.23 14.80 14.71 00.661 0.481 13.31 13.45 13.31: 0.44r, 360 0 32 495 �__------ a -----�-------------•'---------- ----'__._ ----_ a __'__--"-- -----�-"--- ------' -"-'-----_ _1,111---- +- ----- -'---- ----' - ---"-•--'--'-- -- -- --'9.5"TJI 1101 1.751 9.5 16 40 151 2380 1220; 1.40E+08 16.11 33.27 16.19 15.73 15.73 0.721 0.521 I 14.14 14.29 14.14', 0.471 360 0.34 495 9.5"TJI 1101, 1.75 9.5 121 40 151 2380 1220; 1.40E+08 18.61 44.36 17.821 17.311 17.311 0.791 0.581 ! 15.57 15 73 15Z7:1 0.521 360 0.38 495 ............. 9.5"TJI 110' 1.75 9.5 9.61 40 151 2380 12201 1.40E+08 20.80 55.45 19.191 18.64' 18.641 0.851 0.62, 16.77 16.94]:-.]-11.1111,11,116,77;1 0.56L 360 0.41 495 1 10011110101,11,5111111111 .1. ..3. 9.5"TJI 110) 1.751 9.5) 19.2; 40 101 2500 1220; 1.57E+08 15.81r 30.50 16.34 15.371 15.37 0.641 0.51) , 14.27 13.97 13 97' 0.44) 384 0.351 480 9.5'TJI 110 1.75 9 5 16`` 40.: 10 2500 1220 .1.57E+08 17:;32 16 34 ? 16.34 36.60 17 36 ,, 0 68 ', 0 54 1!5 17 ` 14 84 "� 14.8.4 046 384 0.37 480 9.5''TJI 1101_ 1.75' 9.6 12) 400 10, 2500 1220 1.57E+08 20..00 48.80 19111 17 98 17 98 0 751 0 fi0 ( 16.69 16.34 16.34: 0.5511 384 -0 41 480 9.5"TJI 1101 1.751 9.5 9.61 40 10! 2500 12201 1.57E+08 22.36' 61.00 20.58; 19.371 19.37; 0.811 0.65 17.98 17.60 17 60 0.5 5! 384 0.44, 480 . 9.5"TJI 2101 2 06251 9.51 19.2; 40 10 3000 1330, 1.87E+08 17.321 33.25._. 17 32, :::18.301:. 16.30 D 681 0 541 , 15.13 14.81 14.81 0.46 384 0.37) 480 1111,11.111i1.111,9.5"TJ1210 2 0625 111,1:. 9 5 16` 40 i; 10 ,.;: 3000 1330"11.87E+08 18.97 39.90 , 18.40 17.32 17.32 .......p0..67821:7":".09:148,.:, 0.72 0.58 16.08 1 15.74..,': 15.74 0.49 .384 0.39 480 9.5"TJI 2101 2.06251 9.5 12; 40 101 3000 1330 1.87E+08 21.91 53.20 20.261_ 19.061._ 19.06 0.79) 0.641 17.70 17.32 17 32 0.541, 384 0 43 480 -t-----'-'-----'-------'--` 7--------'-- --'--r_.---- --- •- ---'--a-'------ - --'- -------- --- --'-•-r---'----'--- - ------+'- . ..--- 9.5"TJI 2101 2.0625! 9.5 9.61 40 101 3000 13301 1.87E+08 24.49 66.50 21.8211 20.531 20.53 0.86 0.68` 19.06 18.66 18 66' 0.58 384 0.471 480 i i 1 1 9.5"TJI 2301 2.3125:1 9.51 19.2, 40 10, 3330 13301 2.06E+08 18.25 33.25 17 89;. .1.8.83L,: 16.83 0.701 0.56) 1 15 63 15.29 15.29 0.48 384 0.381 480 9.5'TJI 230 2.3125 9.5 16' 40 ' 10 3330 1) 1330 112.06E+08 19.99 39 90 1'9.01 17 69 17 89 0 75 : 0.60 16 60 16.25 16.25 0.51 384 0.41 480 9.5"TJI 2301 2.31251 9.5' 12 40 10) 3330 13301 2.06E+08 23.081 53.20 20.921, 19.69! 19.691 0.821 0.661 1 18.28 17.89 17.89` 0.561. 384 0.45) 480 • , 1111.. r _... 1111. 9.5"TJI 2301 2.31251 9.5 9.61 40 101 3330 13301 2.06E+08 25.81) 66.50 22.54; 21.211 21.21'1. 0.881 0.711 ( 19.69 19.27r.....,..'..,:.,:::.„:19;271.1 0.60) 384 0.481 480 i T-1 11.875"TJI 110) 1.75, 11.875) 19.2, 40 10, 3160 15601 2.67E+08 17.781 39.00 19.501 18.351 17.78 0.671 0.541 ! 17.04 16.67 1. 16.67 0.52 384 0.42 480 ' 17.72 17.72 0:55 384 0.44 :.19.50 19..47 � 18,i 0 "480 1 i.875' TJI 110 1.75 11.875 16:1 40 10 3160 :1560 2.67E+08 19':47. 46.80 20.72 0 81 0 65 is ; 1,111 • 11.875"TJI 1101 1.751 11.875) 121 40 101 3160 1560; 2.67E+08 22.491 62.40 22 81 21 46; 21.461 089 0.721 ) 19.93 19.50 19 50 0.611 384 0.49) 480 11.875"TJI 1101 1.75, 11.8751 9.61 40 101 3160 1560; 2.67E+08 25.141 78.00 24.571 23.12; 23.12.,11_____0_,.____H96 0.771 1 21.46 21.01 21.01 0.661 384 0.53 480 ii i ; _1111 .......... ................................ � .___. _.__ _ _._ 11.875"TJI 2101, 2.0625; 11.8751 19.2 40 10. 3795 1655T 3.15E+08, 19.481 41.38 20.6111 19.391 19.39 0.811 0.651 18.00.„,:,,,,,,,.,17.62:141 17.62 0.551- 384 0.44) 480 11.875"TJI'210 2.0625 11.875 16 40 ', 10 3795 1655 13.15E+08 21.34 49.65 21.90 120.61, 20.61 0.86 0.69 „.::,:.,,.,.„.:....19,43,,„,...,6: 113.72 ..16.72 0.59 384 0..47 480 11.875"TJI 2101 2.06251_ 11.8751 124_ 40 101 3795 1655' 3.15E+08 24.64) 66 20 24.10 22.68 22.681 0.951 0.761 ! 21.05 20.61 20.61' 0 64 384 0.521 480 11.875'TJI 2101 2.0625' 11.8751 9.61 40 101 3795 1655 3.15E+08 27.551 82.75 25.96 24.431 24.431 1.024 0.81 1 22.68 22.20 22.20 0.691 384 0.551 480 I i I i I i 1 11.875"TJI 2301 2.31251 11.875; 19.21 40 10) 4215 1655; 3.47E+08 20.531- 41.38 21.28'1 20.031 20.03 0.831 0.671 ( 18.59 18 20 ; 18.20 0.571 384 0.451 480 11875"TJI 230 2 3125 11.875 16; 40 a 10 4215 .1;..11665555:1...33,4477 :4 .3.47E+OS 22:49 49.65 22.62 .21.28 21.28 0 89 0.71 19.76 i 9 34 19 34 0.50 384 0.48 4.80 ' .- 3 _ 971 66.20 24.891 23.42! 23.24;_,, 0.98) 0 781 ! 21.74 21.28 21.28 0.671 384 0 53) 480 11.875'TJI 230, 2.31251 11.8751 121 40 101 4215 1655 3 47E+08 25 11.875'TJI 2301 2.3125 11.875 9.61 40 10, 4215 1655 3.47E+08 29.031 82 75 26.811 25.23: 25. 1.051 0.84 23.42 22.93E1,11,,:1:11,1,1,11.1!,112,:..2„:9,...3::111. 0 72' 384 0.57! 480 1 1f. ) 1 1 I 11.875 RFPI 400! 2.06251 11.875 19.2) 40 10, 4315 1480; 3.30E+08 20.771 37 00 20.93, 19 69; 19.69, 0.82! 0.661 ! 18:28....,.........11.7.89.1101.111111:11:178.911___0...5.61 384 0.45! 480 11 875 RFPI 1400 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, 1,9 43 19 01 19.01 0:59 384 048 480 _. _1111. _..:., ,.. 11.875"RFPI 400) 2.0625' 11.8751 12) 401 10' 4315{ 1480; 3.30E+081 26.281 59.20 24.48; 23.03. 23.03; 0.96, 0.771 1 21.38 20 93 20 93 0.6 5� 384 0:521 480 1 1111.. 11.875"RFPI 4001 2.0625• 11.875, 9.61 40 101 4315 14801 3.30E+08 29.38, 74.00 26.37) 24.811 24.811 1.03) 0.83, 1 23.03 22.54 22.54 0.70, 384 0.561'. 4801 Page 1 D+L+S CT#14189-Betahny Creek Falls I LOAD CASE (12-12) (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 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 Max.Wall duration duration factor factor use Stud Grade Wdth Depth Spacing Height Le/d Vert.Load Hor.Load <=1.0 Load(§Plate Cd(Fb)Cd() Cf Cf Cr Fb Fc perp Fc E Fb' Fc perp' Fc• Fce F'c fc fc/F'c fb tb/ _in, n. n. ft. pit ps1 pit L�(Fc) psi psi `psi psi -moi psi psi psi psi psi Fb1(1-fc/Fcei H-F Stud 1.5 3.5 16 7.7083 26.4 1730 0 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 0.9966 1993,4 1.50 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 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 0.9921 1993.4 1.00 1.15 1.1 1.05 1.15 675 405 800 1,200,000 854 508 966 449.95 395.22 393.65 1.00 0.00 0.000 H-F Stud 1.5 3.5 12 8.25 28.3 2070 0 0.9953 2657.8 1.00 1.15 1.1 1.05 1.15 675 405 800 1,200,000 854 506 966 449.95 395.22 394.29 1.00 0.00 0.000 H-F Stud 1.5 3.5 8 8.25 28.3 3100 0 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 0.9952 2091.8 1.00 1.15 1.1 1.05 1.15 675 425 725 1,200,000 854 531 875.438 515.42 431.52 430.48 1.00 0.00 0.000 SPF Stud 1.5 3.5 16 9 30.9 1320 0 0.9944 2091.8 1.00 1.15 1.1 1.05 1.15 675 425 725 1,200,000 854 531 875.438 378.09 336.17 335.24 1.00 0.000.000 SPF Stud 1.5 3.5 12 9 30.9 1760 0 0.9944- _2789.1 1.00 1.15 1,1 1.05 1.15 675 425 725 1,200,000 854 531 875.438 378.09 336.17 335,241.00 0.00 0.000 SPF Stud 1.5 3.5 16 8.25 28.3 1525 0 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 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 0.9957 4183.6 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 31321 0 0.2408 3132.4 1.00 1.15 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 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 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 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 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 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 0.000.000 Ii-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 1.000.00 0,000 Page 1 D+L+W CT#14189-Betahny Creek Falls 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 Design Buckling Factor D+L+W c 0.80(Constant)> Section 3.7.1.5 Cr KcE mm0.30(Constant)> • Section 3.7.1.5 Cf(Fb) Cf(Fc) 1997 NDS Cb ..1�/aries) > Section 2.3.10 Bending Comp_Size Size Rep. Cd (F12) 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 <=1.0 Load @ 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 ib/ in. in. in. ft. _ plf psf plf (Fb) (Fc) psi psi -psi _psi p psi psi psi u_-psi psi psi Fb"(1-fc/Fce) H-F Stud 1.5 3.5 16 7.7083 26.4 1075 9.71 0.9951 1993.4 1.60 1.00 1.1 1.05 1.15 675 405 800 1,2_00,000 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 1993.4 1.60 1.00 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 840 378.09 333.99 191.75 0.57 447.52 0.665 H-F Stud 1.5 3.5 12 9 30.9 1140 8.46 0,9998 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 3986.7 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 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 1.60 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 761.25 378.09 328.30 214.29 0.65 335.64 0,567 SPF Stud 1.5 3.5 16 8.25 28.3 960 8.13 0.9970 2091.8 1.60 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 761.25 449.95 376.35 243.81 0.65 361.37 0.577 SPF Stud 1.5 3.5 12 8.25 28.3 1405 8.13 0.9952 2789.1 1.60 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 761.25 449.95 376.35 267.62 0.71 271.03 0.490 SPF Stud 1.5 3.5 8 8.25 28.3 2320 8.13 0.9958 4183.6 1.60 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 761.25 449.95 376.35 294.60 0.78 180.69 0.383 H-F#2 1.5 5.5 16 7.7083 16.8 3132 9.71 0.3909 3132.4 1.60 1.00 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 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 3132.4 1.60 1.00 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1430 1011.45 804.50 506.18 0.63 181.23 0.178 H-F#2 1.5 5.5 16 8.25 18.0 3132 8.13 0,4411 3132.4 1.60 1.00 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1430 1203.70 899.13 50678 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 4251150"1,400,000 2,093 531 1265 1484.89 940.30 531.23 0.56 152.58 0.114 SPF#2 1.5 5.5 16 9 19.6 3287 8.46 0.6033 3287.1 1.60 1.00 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1265 1089.25 806.08 531.23 0.66 181.23 0.169 SPF#2 1.5 5.5 16 8.25 18.0 3287 8.13 0.4790 3287.1 1.60 1.00 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 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 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###### 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 244.40 233.80 108.67 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 2,033 506 1430 226.94 219.02 96.97 0.44 927.02 0.796 Page 1 D+L+W+.5S CT#14189-Betahny Creek Falls I LOAD CASE (12-14) I BASED ON ANSI/AFBPA NDS-1997). SEE SECTION: 2.3,1 2.3.1 2.3.1 3.7.1 3.7.1 Ke 1.00 Design Buckling Factor D+L+W+Sl2 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 CbEw Section 2.3.10 -_- --Bending Comp. Size Size Rep. Cd(Pb) Cb Cd p) -Eq.3.7-1 -- ___- - _...... NDS 3,9.2 Max.Wall duration duration factor factor use Stud Grade Width De.th S.acin• Hei.ht mrimmii Hor.Load 111M111Load• Plat:Cd Fb Cd SF__2) Cf Cf Cr Fb Fc pep Fc E Fb' Fc perp' Fc" Fce F'c fc fc/F'c fb fb/ in. in. in. ft: _MMIIIIIIMMIll pit __(Fb) (Fc) psi psi- _psi _ psi--psi- psi psi psi psi psi Es] Fb"(1-fc/Fce) H-F Stud 1.5 3.5 16 7.7083111113001M13 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 H ®® 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 -F StuEll- d 1.5 12 111111101 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 16 me 28.3 985 8.13 09963 1993,4 1.60 1,15 1.1 1.05 1,15 675 405 800 1,200,000 1,366 506 966 449.95 39522 250.16 0.63 361,37 0.596 H-F Stud 1.5 ® 8.25 28.3 1445 8.13 0.9959 2657.8 1.60 1.15 1.1 1.05 1.15 675 405 800 1100,0001,366 506 966 449.95 39522 275.24 0.70 271.03 0.511 H-F Stud 1.5 1111311M 8.25 28.3 2390 8.13 0.9960 3986.7 1.60 1_15 1.1 11.05 1.15 675 405 800 1,200,000 1,366 506 966 449.95 39522 303.49 0.77 180.89 0.406 • SPF Stud 1.5 ® 7.7083 1080 9.71 0.9935 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 515.42431.52 274.29 0.64 376.780.589 SPF Stud 1.5 16 9 30.9 760 8,46 0.9988 2091.8 1.60 1.15 1,1 1.05 1.15 675 425 725 1,200,0001,366 531 875.438 378.09 336.17193.02 0.57 447.52 0.669 SPF Stud 1.5 ® 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 0,65335.64 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 1,366 531 875.438449.95 388.13 247.62 0.647 361.30.588 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 1.60 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 0.77 180,89 0.396 _ _ _-- H-F#2 1.5 ® 16_: 7708®musa 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 9M0 3132 0.5437 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1844.5 1011.45 837.57 506.18 0.60 181.23 0.178 H-F#2- ism_ 5.5 m_8.25 ' 313.2= 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 ENE IIIIIII SPF#2 ®®.��•�y�� 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 .330 9.110 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 1089.25 850.16 531.230.62 181.23 0,169 SPF#2 -1.5 ®mm 8.25®'m r 0 0,4342 3287.1 1.60 1.15 1.3 1,11.15 875 425 1150 1-400,000 2,093 531 1454,75 1296,30 945,38 531,23 0.56 146.34 - 0.1118 .NSPF Stud 1.5 14.57 708.46 0.9955 2091.8 1.60 1.15 1.1 1.05 1,15 675 425 725 1,200,000 1,366 531 875.438 144.26 139.02 17.78 0.13###### 0.979 11111111111111011 SPF#2 ®m� 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 1454.75 244.40 235.32 106.67 0.45 927.02 0.786 1--F#2 1.5 5.5 16 19 41.5 600 9.71 0.9901 3132,4 I 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 0.796 Page 1 D+L+S+.5W CT#14189-Betahny Creek Falls I LOAD CASE (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+WI2 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 Corr2p. 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 6 Plate Cd(Fb)Cd (Fc) Cf Cf Cr Fb Fc perp Fc E Fb' Fc perp' Fc• Fce Fc fc fc/F'c fb fb/ ._....._ in. in. in., ft. plf psf plf (Fb) (Fc) psi psi psi psi psi _psi psi psi psi psi psi Fli*(1-fc/Fce) T-1-1-F Stud 1.5 3.5 16 7.7083 26.4 1335 4.855 0.9935 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 515.42 441.22 339.05 0.77 188.39 0.403 H-F Stud 1.5 3.5 16 9 30.9 970 4.23 0.9923 1993.4 1.60 1,15 1.1 1.05 1.15 675 405 1 800 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 2657.8 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 378.09 340.90 262.86 0.77 167.82 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 1,366 506 966 449.95 395.22 303.49 0.77 180.69 0.406 H-F Stud 1.5 3.5 12 8.25 28.3 1680 4.065 0.9990 2657.8 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 449.95 395.22 320.00 0.81 135.51 0.343 H-F Stud 1.5 3.5 8 8.25 28.3 2665 4.065 0.9999 3986.7 1.60 1.15 1.1 1.05 1.15, 675 405 800 1,200,000 1,366 506 966 449.95 395.22 338.41 0,86 90.34 0.267 SPF Stud 1.5 3.5 16 7.7083 26.4 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 1,366 531 875.438 378.09 338.17 245.08 0.73 223.76 0.466 SPF Stud 1.5 3.5 12 9 30.9 1370 4.23 0.9990 2789.1 1.60 1.15 1.1 1.05 1,15 675 425 725 1,200,000 1,366 531 875.438 378.09 336.17 260.95 0.78 167.82 0,396 SPF Stud 1.5 3.5 16 8.25 28.3 1180 4.065 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 4.065 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 2630 4.065 0.9969 4183.6 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 333.97 0.86 90.34 0.257 H-F#2 1.5 5.5 16 7.7083 16.8 3132 4.855 0.3001 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 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 1011.45 837.57 506.18 0.66--6576T 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 2,033 506 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 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1484.89 1015.45 531.23 0.52 76.29 0.057 SPF#2 1.5 . 5.5 16. 9 19.6 3287 4,23 0.4750 3287.1 1.60 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 90.61 0.085 SPF#2 1.5 5.5 16 8.25 18.0 3287 4.065 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 0.47 586.43 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 0.64 463.51 0.580, . _ 1-I-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 2,033 506 1644.5 226.94 220.141 139.80 0.64 463.51 0.594 ., ..',-,. . Page 1 D+L+S+.7E CT#14189-Betahny Creek Falls I LOAD CASEl (12-18) "BASED -1997) , ASED ON ANSI/AF&PA NDS SEE ION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 _._..._._..._ ____........._.................33...3..3......_._- ---SECT---- Ke 1.00 Design Bucky Factor D+L+S+El1.4 - -- -- c 0.80(Constant)> Section 3.7.1.5 Cr KcE 0,30(Constant)0 Section 3.7.1.5 Cf(Fb) Cf(Fc) 1997 NDS --^ Cb (Varies) > Section 2.3.10 Bending Comp_Size Size F2fp. --- Cd(Fb) Cb Cd(Fc) Eq.3.7-1 NDS 3.9.2 Max.Wall duration duration factor factor use Stud Grade Vlfidth Depth Spacing Height Le/d Vert.Load Hor.Load <=1.0 Load 0 Plate Cd (Fb)Cd (Fc) Cf Cf Cr Fb Fc perp Fc E Fb' Fc perp' Fc' Fce F'c fc fc/F'c fb fbl_ _ in. in. in. ft. pit psf plf (Fb) (Fc) psi psi -psi psi psi psi as'_ _psi psi psi psi _Fb"(1-fc/Fce) 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 1,366 506 966 378.09 340.90 258.51 0.75 188.85 0.430 ------'- ---3.3...3...3._.. H-F Stud 1.5 3.5 12_ 9 30.9 1420 3.57 0.9937 2657.8 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 378.09 340.90 270.48 0.79 141,63 0.364 ---- ......3.3.3..3..._----------------- - ------------------ --- 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 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 -- .. --.._.......__-.----3.....33.- -----------.3..........33.3.3._......_._..... ._._._. ..-----..._.._......._.... H-F Stud 1.5 3.5 8 8.25 28.3 2700 3.57 0.9966 3986.7 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 449.95 395.22 342.86 0.87 79.34� 0.244 .333.3_.._.-..-- .............._....--- --------._-___.._.__....__._....._......... ___.. SPF Stud 1.53.516 7.7083 26.4 1395 3.57 0.9984 2091.8 11..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 -•38_3.__ _._..0..__. _---__--_----. 0.82 138.53 0.324 SPF Stud 1.5 3.5 16 9 30.9 1000 3.57 0.9918 2091.8 1.60 1.15 1.1 1.05 1.15 875 425 725 1,200,000 1,366 531 875.438 378.09 336.17 253.97 0.76 188.85 0.421..3.......3.......33.._._..---- - - - -----.....3333_.._......... SPF Stud 1.5 3.5 12 9 30.9 1410 3.57 0.9962 2789.1 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 378.09 336.17 268.57 0.80 141.63 0.358 SPF Stud 1.5 3.5 16 8.25 28.3 1210 3.57 0.9932 2091.8 1.60 1.15 1_1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 307.30 0.79 158.68 0.366 ------ - ---_._-._.-- -- ......_......._-3..3....3.....3. ----...-----....----......--. __. _..._--------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 I 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 16 9 19.8 3132 3.57 0.4405 3132.4 1.60 1.15 1.3 1.10 1.15 I 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 f 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 j 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 1.151875 1150 1,400,000 2,093 531 1454.75 1089.25 531.23 0.62 76.47 0.071 _.--- - --..._ .__.._. 425 850.16 --- ----- ---...._.. 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 1,151 875 425 1150 1,400,000 2,093 531 1454.75 1296.30 945.38 531.23 0.58 64.26 0.052 .---.-._..._._..--.-- - _..._..--1-- - - - --- ^ SPF Stud 1.5 3.5 16 14.57 50.0 285 3.57 0.9981 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 144.26 139.02 72.38 0.52 494.93 0.727 SPF#2 1.5 5.5 16 19 41.5 1020 3.57 0.9910 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 244.40 235.32 164.85 0.70 340.83 0.500 H-F#2 1.5 5.5 16 19 41.5 945 3.57 0.9939 3132.4 1,60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 226.94 220.14 152.73 0.69 340.83 0.513 Page 1 180 Nickerson St. /MI ENGINEERING .. Suite 302 / ...1 r• Seattle.WA i 98109 Project: - ---. - '– — .Date • . FAX Client: Page Number: (206)285-0618 soi 0 ft ik.t.Slo 00 pri: 44) 1 50C% V.- thiNC. .T.,-. , , k • rig— 42,-. (44–)(40ireS r: 36 ftk 1 Wz_ (+0 tiLS) (r.--... 365 .4. f,.... 110110 A. _ 45t2i eackp k- , lisI% ri. ----- .. ----- ...... iipitz !Ayr-. , 4pii-is1-1 01:A — cao 18' s4 --4, (1,5Y 2.4)4.51,10S e Of C.3 .414 .. . q30), 4- 2:Aro4-- ce5 ---- ilioeig- ........._....-----,..-- - z 43 , . 199 - 2. 136 setitore. fr,) i Structural Engineers • 180 Niaerson Si. MU . ENGINEERING. .. Suit:e 302 .. . FI 1 Seattle,WA P ----I I s1 C.roject: P ., r-TzTif)_. e A---3 Date: 98109 (206)2.85,4ii2- ' -••- •- '' •- - --1,----:Pplet_ex. . 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ENGINEERING Suite 302 Seattle,WA i N C. 98109 Projectc '" LL ------> G� : ®�G Date: X11. o . - � ,Q (�(�1,� •(206)285-4512 p,� 'iiO8 �d/r vVs Pae Number: (2 6)285-0618 Client: 2072 �.WSs�'� � S ::- kr-Ob.) : I ...i. Arr4;>.'.. •i. .i -.:iti,5-'4,-. Opi io-e) PW:e;olio ; ..• . . l , 1 , -s, ,:, ::, ,' -, ,:.• , : , , ' , , , ' ''• , : 1 ':'''-', ! r. 41,V: 1 :: .:: , ::: , . - : • ' ? ::,:', -T''''1 ; '', ) 0-i: i I: ''. A5.,la i 1 4.6„16r7.1,- • j;••;•••••:'• •"•L; '; 1 ipl, 1 H 1 :: -..--,A .'7: . .,VeS 1 i :: i-te -,• ,, i , -.,,. .3 • _ 31`�S ,, 4,. li, .A ' ', • . ,V L , , 3 �. 2 f 11- ; r/1"r (;), et . ' '313— , : . tio .. `� : , , !-, ...•:, ,* 12`�� !5 S\-- v) . - __1732,-,, _. 4 `� _y , 6 '\1 _ Z • �� .. � _ � 1_..; � _ -; _.��;._ _rte :.( �6 � 7 ��_� sf �t f / r • - , f' , •-, , Nt - w P : 60 _ _ • _ S:, 3 • s (/_i V , • • • 1z32 ;. 1 [�v 2 , t _ al.- "�- AIS. "� _ i-- 4 • ; _ .: .pis �_4 ..��,r�.�l.l�.✓�{,./ t i..-. -:=1-.-::37..-4.-- - 1' �i r �'� ! Os•' - -- ` 4 1 T VLIO & I of. Structural Engineers ( e_4Q4C 4-,3. ¢ G'1��'� I Design Maps Summary Report Page 1 of 1 II. IUSGS 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 E 2 s _ iS averton zimPeatvr i 5t3�9far� s s Mt$#�iauEe 0 R 4T/}"I . tri >t�t €2O1S flap est data L E @ M pQee tt USGS-Provided Output Ss = 0.972 g SMS = 1.080 g SDs = 0.720 g Si = 0.423 g SMi = 0.667 g SDi = 0.445 g For information on how the SS and S1 values above have been calculated from probabilistic (risk-targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the"2009 NEHRP"building code reference document. MCER Response Spectrum Design Reponse Spectrum 0.99 1.10 - 0.20 1, 0, 0:Cd to *,s 044 0'..22 0 22 0 22 016 0:..1.1 0.02 0; 0.00 0500 0.20 0.40 0.20 020 1.00 1.20 1.40 1,0 1.00 2.00 0.0,0' a 20 0.40 0.20 0,20 1.00 1:00 1.40 1.CD 1.20 2500 Period.'1(sec) Period,I(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#14252: Plan 3410 Step# 2012 IBC ASCE 7-10 1. RISK CATEGORY TYPE= II Table 1604.5 Table 1.5-1 ............................................. . ............... .... . OCCUPANCY CATEGORY 2. IMPORTANCE FACTOR IE= 1.0Q Section 1613.1 ->ASCE Table 1.5-2 ......... ................ ..................................................... 3. Site Class-Per Geo. Engr. S.C. = D Section 1613.3.5 Section 11.4.2/Ch.20 Table 1613.3.3(2) Table 20.3-1 ........... .............. 4. 0.2 Sec.Spectral Response Ss= 1.10 Figure 1613.3.1(1) Figure 22-1 5. 1.0 Sec.Spectral Response S1= 0.50 Figure 1613.3.1(2) Figure 22-2 Latitude= Varies N Longitude= Varies W http://earthquake.usgs.gov/research/hazmaps/ http://earthquake.usgs.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 SMS= Fa*Ss SMS= 1.17 EQ 16-37 EQ 11.4-1 SM1= Fv*S1 SM1= 0.75 EQ 16-38 EQ 11.4-2 SDs=2/3*SMS SDs= 0.78 EQ 16-39 EQ 11.4-3 SD1=2/3*SM1 Sul= 0.50 EQ 16-40 EQ 11.4-4 .. . .. .. ................ ................................................... 8. Seismic Design Category 0.2s SDC = D Table 1613.3.5(1) Table 11.6-1 9. Seismic Design Category 1.0s SDC, = D Table 1613.3.5(2) Table 11.6-2 10. Seismic Design Category SDC= D Max. Max. 11. Wood structural panels - - N/A Table 12.2-1 1 12. Response Modification Coef. R=,-'6':5,': :.,..,',...F,;.,,.i.::.:::,:il.: N/A Table 12.2-1 13. Overstrength Factor fo= 3.0 N/A Table 12.2-1 14. Deflection Amplification Factor CD= 4 0 N/A Table 12.2-1 .............................................. 15. Plan Structural Irregularities - No N/A Table 12.3-1 .. ..... ............. . .. 16. Vertical Structural Irregularities - No ' N/A Table 12.3-2 17. Permitted Procedure Equiv. Lateral Force - Table 12.6-1 Page 1 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#14252:Plan 3410 N-S E-W F-B S-S 2012 IBC ASCE 7-10 Ridge Elevation(ft) 30 00 30.00 ft. Roof Plate Ht.= 18.00 18.00 Roof Mean Ht.= 24.00 24.00 ft. -- -- .......................................................... Building Width= 34:0011.43:0:ft. V Wt. Wind Speed 3 Sec.Gust= mph Figure 1609 Fig. 26.5-1A thru C V asd. Wind Speed 3 sec Gust 93 x ......93 m h (EQ 16-33 ..................................... ........... p ) Exposure B' B Iw= 1.0 10 N/A N/A Roof Type= Gable: Gable: ....... . .. ..... .. ...... PS30A= 28 6. 28 6:psf Figure 28.6-1 .... .... .......... .. .. ...................................................... Ps30 B 4 6 46:(psf Figure 28.6-1 Ps3o c 20 7 20;7 psf Figure 28.6-1 Ps30 o= 4.7 4.7r psf Figure 28.6-1 A= 1.00 1.00; Figure 28.6-1 KZt= 1 00 1;00; Section 26.8 windward/lee= 1 00 1 00(Single Family Home) N*Ke*I : 1 1 Ps=A*Kzt*I*ps30= (Eq.28.6-1) PS A= 28.60 28.60 psf (LRFD) (Eq.28.6-1) Psis= 4.60 4.60 psf (LRFD) (Eq.28.6-1) ps c= 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 and D average= 4.7 4.7 psf (LRFD) a= 3.4 3.4 Figure 28.6-1 2a= 6.8 6.8 width-2*2a= 20.4 29.4 MAIN WIND-ASCE 7-10 CHAPTER 28 PART 2 Areas(N-S) Areas(E-W) (N-S) (E-W) Wind(N-S)(LRFD) Wind(E-W) (LRFD) width factor roof-> 1.00 1.00; 0,89 0':89 16 psf min. 16 psf min. • width factor 2nd-> 1.00: 0.89 wind(LRFD)wind(LRFD) DIAPHR. Story Elevation Height AA AB A0 AD AA AB A0 AD per 28.4.4 per 28.4.4 WIND SUM WIND SUM LEVEL Height (ft) hi(ft) h(ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) Vi(N-S) V(N-S) Vi(E-W) V(E-W) 30.00 12.0 0 163.2 0 244.8 0 145.2 0 314 • Roof - 18.00 18.00 4.0 54.4 0 81.6 0 54.4 0 104.7 0 8.7 9.9 5.15 5.15 5.87 5.87 2nd 8.00 10.00 10.00 9.0 122.4 0 183.6 0 122.4 0 264.6 0 4.9 6.2 7.30 12.45 8.98 14.84 1st(base) 10.00 0.00 0.00 0 0.00 0.00 AF= 850 AF= 1005 13.6 16.1 V(n-s)= 12.45 V(e-w)= 14.84 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#14252:Plan 3410 SEE SEAW RAPID SOLUTION SPREADSHEET AND INSERT VALUES BELOW MAIN WIND-7-10 CHAPTER 28 PART 1 Wind(N-S) Wind(E-W) Min/Part 2(Max.) Min/Method 1(Max.) Wind(N-S)(LRFD) Wind(E-W)(LRFD) DIAPHR. Story Elevation Height DESIGN SUM DESIGN SUM DESIGN SUM DESIGN SUM LEVEL Height (ft) hi(ft) Vi(N-S) V(N-S) Vi(E-W) V(E-W) Vi(N-S) V(N-S) Vi(E-W) V(E-W) Roof - 18.00 18.00 0.00 0.00 0.00: 0.00 8.70 8.70 9.89 9.89 2nd 8.00 10.00 10.00 0:00 000. 0.00' 0.00 4.90 13.60 6.19 16,08 1st(base) 10.00 0.00 0.00 V(n-s)= 0.00 V(e-w)= 0.00 V(n-s)= 13.60 V(e-w)= 16.08 kips kips kips(LRFD) kips(LRFD) DESIGN WIND-Min./Part 2/Part 1 ASD Wind(N-S)(LRFD) Wind(E-W)(LRFD) Wind(N-S)(ASD) Wind(E-W)(ASD) 0.6*W 0.6*W DIAPHR. Story Elevation Height DESIGN SUM DESIGN SUM DESIGN SUM DESIGN SUM LEVEL Height (ft) hi(ft) Vi(N-S) V(N-S) Vi(E-W) V(E-W) Vi(N-S) V(N-S) Vi(E-W) V(E-W) Roof 8 10 10 8.70 8.70 9.89 9.89 5.22 5.22 5.94 5.94 2nd 10 0 0 4.90 13.60 6.19 16.08 2.94 8.16 3.72 9.65 1st(base) 0 0 0 V(n-s)= 13.60 V(e-w)= 16.08 V(n-s)= 8.16 V(e-w)= 9.65 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#14252: Plan 3410 SHEATHING THICKNESS tsheathing = 7/16" NAIL SIZE nail size= 0.131"dla.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) I -- 0 1 0 1 P6TN 150 150 150 150 P6520;: 242730 339 P4 760` 353 1065: 495 P3 980 456 ' " 1370' 637 P21280 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" s 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 G4 150 R>2 not allowed R>2 not allowed 2G7 250 R>2 not allowed R>2 not allowed 2G4 300 R>2 not allowed R>2 not allowed 2G4 300 150 SHEET TITLE: LATER (frtoont ba ALN-Sck-up/down) CT PROJECT#: CT#14252:Plan 3410 Diaph.Level: Roof Panel Height 9 ft. Seismic V i= 3.58 kips Design Wind N-S V i= 5.22 kips Max.aspect 3.5 SDPWS Table 4.3.4 Sum Seismic V i= 3.58 kips Sum Wind N-S V i= 5.22 kips Min,Lwall= 2.57 ft. (0.6-0.14Sds)D+0.7 p Qe 0.6D+W per SDPWS-2008 pt= 1.00 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LDL eff, C 0 w dl V level V abv.V level V abv. 2w/h v i Type Type vi OTM RDTM Unet Usum OTM ROTM Unet Usum Usum HD (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext. left'1 730 33.5 36.0 1:00 0;:15: 2.61 0.00 1.79 0.00 1.00 1.00 53 P6TN P6TN 78 16.11 44.77 -0.87 -0.87 23.50 54.27 -0.94 -0.94 -0.87 Ext. lef4 2 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. 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 D 0.0 0.0 1 00 D 00' 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 0 0 .1 00 O OO 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 0.0 1:00 0 00' 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 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*u 730 39,5 40,0 0,90 0.'15', 2.61 0.00 1.79 0.00 1.00 1.00 50 P6TN P6TN 73 16.11 58.66 -1.10 -1.10 23,50 71.10 -1.23 -1.23 0.66 perf Ext. right2 0 0.0 0.0 1.00 0.000.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 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 Ext rght3** 0 0 0 0 0 100 0.00; 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 .0 0 0.0 1;00 0'00 0.00 0.00 0.00 0.00 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 rigljt4 0 0 0 0.0 1;00 D 00;; 0.00 0.00 0.00 0.00 1.00 0,00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 • 0 0 0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 riglt5 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 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1;00 0;00' 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0,0 0.0 1.00 0:00' 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 • 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1:00 0:00' 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 D 0 0 0 0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 • 0 0.0 0 0 1:00 0;00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 Q 0, 1.00 .0.00;; 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 :0.0 0.0 1;00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 D 0.0 0 0 1:00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0 0 1.00 0.00' 0,00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1460 •73.0 69.1 =L eff. 5.22 0.00 3.58 0.00 E V wind 5.22 E V EQ 3.58 Notes: denotes with shear transfer ** denotes perferated shear wall. iSB denotes iSB Shear Panel SHEET TITLE: LATERAL N-S(front to back-up/down) CT PROJECT#: CT#14252:Plan 3410 Diaph.Level: 2nd Panel Height 1 O:ft. Seismic V i= 2.53 kips Design Wind N-S V i= 2.94 kips Max.aspect 35'SDPWS Table 4.3.4 Sum Seismic V i= 6.11 kips Sum Wind N-S V i= 8.16 kips Min,Lwall= 2.86 ft. (0.6-0.14Sds)D+0.7 p Qe 0.6D+W per SDPWS-2008 p L= 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 Dsu,n HD (sqft) (ft) (ft) (kit) (kip) (kip) (kip) (kip) p (pIO) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext. left 1 730 42.3 42.3 0 94 0.15j' 1.47 2.61 1.27 1.79 1.00 1.00 77 P6TN P6TN 103 30.56 66.27 -0.86 -1.73 40.80 80.33 -0.95 -1.89 1.03 pert Ext : left2 0 00 00 100 0:00:; 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 Oi 0 00 1 00 0.00;; 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 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 00 .0.0 1.00 0.00;; 0.00 0.00 0.00 0.00 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 0 0 0 0 0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0,00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0'0 0 0 1:00 0.00'' 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 0 0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0.00 0.00 0 00 00 1.00 0:.00: 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 3 0 0.0 1 00 0:00, 0.00 0.00 0.00 0.00 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** 730 46.3 46:.3 087 0,15;; 1.47 2.61 1.27 1.79 1.00 1.00 76 P6TN P6TN 101 30.56 79.41 -1.07 -2.17 40.80 96.26 -1.22 -2.44 1.68 pert Ext right2 0 00 00 1,00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 OA 0 0. 1.00" 0.00 0.00 0.00 0.00 0.00 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 00 00 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 0 0 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. nght4 D 0 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 Oso 00 1.00 0,00:; 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. rights 0 0 0 D 0 1.00 0 00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 0 a 1 00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- o 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 00 ff0 1.00 0.00! 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 00 a0 1.00 0.00:; 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- o 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 000 0i0 1'.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 . 0:0 1:00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0`0 0 0 1,00 0.00:: 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0.00 :0 0'0 0'0 1,00 0.00;; 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 00 00 1.00 0.00: 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 `0 0 0 0'0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 00 .00 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1460 88.5 80.0 =L eff. 2.94 5.22 2.53 3.58 1.00 Vwind 8.16 EVEQ 6.11 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#14252:Plan 3410 Diaph.Level: Roof ................... Panel Height 9 ft. Seismic V i= 3.58 kips Design Wind E-W V i= 5.94 kips Max.aspect 3.5 SDPWS Table 4.3.4 Sum Seismic V i= 3.58 kips Sum Wind E-W V i= 5.94 kips Min.Lwall= 2.57 ft. (0.6-0.14Sds)D+0.7 p Qe 0.6D+W per SDPWS-2008 pt= 1.00 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LDL eff. C 0 w dl V level V abv. V level V abv. 2w/h v i Type Type vi OTM RoTM Unet Dsun, OTM ROTM Unet Usurp Us,,,„ HD (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (plf) (pif) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Front BR2* 320 6 5 1;1.5 1.00 0;;15 1.30 0.00 0.78 0.00 1.00 1.00 121 P6TN P6 200 7.06 2.78 0.73 0.73 11.71 3.36 1.43 1.43 1.43 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 FrontBR3* 410 .8.3 14.8 1.00 0.15' 1.67 0.00 1.01 0.00 1.00 1.00 122 P6TN P6 202 9.05 4.52 0.60 0.60 15.00 5.48 1.26 1.26 1.26 Front loft* 0 2.8 7.8 1.00 0.415. 0,00 0.00 0,00 0.00 1.00 0.61 0 --- --- 0 0.00 0.79 -0.38 -0.38 0.00 0.96 -0.46 -0.46 -0.38 0 0 0 0 0 1.;00 0,00: 0.00 0.00 0.00 0.00 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'`00; 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0,00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Gar ,Rear 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Gar Rear 0 0 0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Rear MSIR' 7;30 21 8 27 8 1.00 0!`15': 2.97 0.00 1.79 0.00 1.00 1.00 82 P6TN P6TN 136 16.11 22.41 -0.30 -0.30 26.71 27.16 -0.02 -0.02 -0.02 0 0 0 .0 0 1:00 0.00; 0.00 0.00 0.00 0.00 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 Living 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0 •-•• •1 i00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 .0 0 0.0 1.00 0 00', 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 0,0 1.00 0 00! 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0,0 0.0 1.00 0.00; 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1 X00 0.00, 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0 00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0,0 0 0 1'.00 0 00;' 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0EE 0.0 0.0 1.00 0:00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 0.0 1.00 0.00; 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.o 0.0 1.00 0:,00,: 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00;; 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0 0 1:,,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 0 0 1.00 0.00; 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1460 39.3 39.3 =L eff. 5.94 0.00 3.58 0.00 E V wind 5.94 EVE() 3.58 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#14252:Plan 3410 Diaph.Level: 2nd ........ ......... Panel Height 10'ft. Seismic V i= 2.53 kips Design Wind E-W V i= 3.72 kips Max.aspect3.5'SDPWS Table 4.3.4 Sum Seismic V li= 6.11 kips Sum Wind E-W V i= 9.65 kips Min.Lwall= 2.86 ft. (0.6-0.14Sds)D+0.7 p Qe 0.6D+W per SDPWS-2008 p t= 1.00 Table4.3.3.5 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 vi OTM RoTM Unet Usum OTM RQTM Unet Usum Usum HD (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Gar ABWP 0 5.8 .0.:15: 0.00 1.30 0.00 0.78 1.00 1.00 135 P6TN P6 223 7.85 2.45 1.04 1.78 13.01 2.97 1.94 3.37 3.37 0 0.0 0.0 1.00 0.00: 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Gar ABWP 0 7.7 14.2 1.00 0.:15; 0.00 1.67 0.00 1.01 1.00 1.00 131 P6TN P6 217 10.05 4.03 0.86 1.46 16.67 4.89 1.68 2.94 2.94 Int pdr 0 3l0 8.0 1.00 0.15 0.00 0.00 0.00 0.00 1.00 0.60 0 --- --- 0 0.00 0.89 -0.38 -0.76 0.00 1.08 -0.46 -0.92 -0.76 0 0.0 0'.D 1.00 0.00` 0.00 0.00 0.00 0.00 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 DIN 0 0'.0 0'.0 1.00 0.00,' 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 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 1074 14'.0 16.0 1 00 0.00 2.73 0.00 1.86 0.00 1.00 1.00 133 P6TN P6 195 18.63 0.00 1.40 1.40 27.35 0.00 2.05 2.05 2.05 Gar Rear 0 0'.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Rear Klt* 252 9'5 . 14'.5 1.00 0.30. 0.64 1.94 0.44 1.17 1.00 1.00 169 P6 P6 272 16.07 10.23 0.66 0.36 25.82 12.40 1.52 1.50 1.50 0 0.0 0.0 1.00 0`00:' 0.00 0.00 0.00 0.00 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 LIV* 133 5.0 17'.0 1.00 0.30:; 0.34 1.02 0.23 0.62 1.00 1.00 170 P6 P6 272 8.51 6.31 0.51 0.51 13.59 7.65 1.37 1.37 1.37 0 0 0 0.0 1.00 0;00. 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4 0.0 0'.0 1,00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 I0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0,0 0.0 1.00 0:000.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0,'.0 0.0 1.00 0.00'. 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0'.0 0'.0 1.00 0.00:: 0,00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 0.0 1.00 0.00': 0.00 0.00 0.00 0.00 1.00 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 1.00 0.00" 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1..00 0.00: 0.00 0.00 0.00 0.00 1,00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0'.0 1 00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0,0 0'.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0,00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0,00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 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 1459 45.0 45.0 =L eff. 3.72 5.93 2.53 3.58 V,ind 9.64 EVEQ 6.11 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#14252 Plan 3410 . SHEARWALL WITH FORCE TRANSFER ID: Front Upper BR2* Roof Level w dl= 150I plf ..... .. ....... V eq 7800 pounds V1 eq= 390.0 pounds V3 eq= 390.0 pounds V w= __. 1300.0.; pounds V1 w= 650.0 pounds V3 w= 650.0 pounds C v hdr eq= 67.8 plf i> ' H head= A v hdr w= 113.0 plf :1..083 V Fdragl eq= 170 F2 eq= 170 ' Fdragl w= s 3 F2 -283 H pier= v1 eq= 120.0 plf v3 eq= 120.0 p/f P6TN E.Q. 4 0 v1 w= 200.0 plf v3 w= 200.0 plf P6 WIND feet H total= 2w/h= 1 2w/h= 1 9.083 ' , Fdrag3 eq= • F4 e•-1170 feet • Fdrag3 w=283 F4 w=283 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 67.8 p/f P6TN '..•-•:-.:•.:-4.9' 1 EQ Wind v sill w= 113.0 plf P6TN feet OTM 7085 11808 R OTM 4872 5951 UPLIFT 204 541 I Lp above 0 0 P sum 204 541 H/L Ratios: L1= 3.3 L2= 50 L3= :33 Htotal/L= 0.79 a >---a D a p Hpier/L1= 1.23 Hpier/L3= 1.23 L total= 11.5 feet JOB#: CT#14252.Plan3410 ' SHEARWALL WITH FORCE:TRIANSF.ER ID: Front Uppe .i r BR3`. Roof Level w d/ 150' p/f ...................................... V eq :1010.0; pounds V1 eq= 505.0 pounds V3 eq= 505.0 pounds V w 1370.0; pounds V1 w= 685.0 pounds V3 w= 685.0 pounds ► ► v hdr eq= 68.5 plf A H head= A ' v hdr w= 92.9 plf 1.083 1:V Fdragl eq= 223 F2 eq= 223 "` Fdragl w= ! F2 -302 H pier= v1 eq= 122.4 plf v3 eq= 122.4 plf P6TN E.Q. 5.0 v1 w= 166.1 plf v3 w= 166.1 Of P6 WIND feet H total= 2w/h= 1 2w/h= 1 9.083 - Fdrag3 eq= F4 e.- 223 feet A Fdrag3 w=302 F4 w=302 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 68.5 plf P6TN 3.0 EQ Wind v sill w= 92.9 plf P6TN feet OTM 9174 12444 R OTM 8015 9790 UPLIFT 82 188 Up above 0 0 UP sum 82 188 H/L Ratios: L1= 41 L2=i 65 L3= 41. Htotal/L= 0.62 4 is Hpier/L1= 1.21 r 114 Is Hpier/L3= 1.21 L total= 14.8 feet JOB it: CT#14252:Plan3410 SHEARWALL WITH FORCE TRANSFER ID: Front•Upper Loft" Roof Level w dl= 150 plf ..................................... V eq 0.0 pounds V1 eq= 0.0 pounds V3 eq= 0.0 pounds V w= 0.0; pounds V1 w= 0.0 pounds V3 w= 0.0 pounds D 1> v hdr eq= 0.0 plf fl , A H head= A v hdr w= 0.0 plf 1.083 .,;V Fdragl eq= 0 F2 eq= 0 A Fdragl w= • F2 •-0 H pier= v1 eq= 0.0 plf v3 eq= 0.0 plf — E.Q. ..................................... 2 5 . v1 w= 0.0 plf v3 w= 0.0 plf — WIND feet H total= 2w/h= 1 2w/h= 1 9.083v Fdrag3 eq= • F4 e.-',0 feet A Fdrag3 w=0 F4 w=0 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 0.0 plf — 55 EQ Wind v sill w= 0.0 plf — feet OTM 0 0 R OTM 2213 2703 r v UPLIFT -312 -382 Up above 0 0 UP sum -312 -382 HIL Ratios: Ll= 1.4 L2= 50 L3= 14 Htotal/L= 1.17 a D a 1><1 Hpier/L1= 1.82 Hpier/L3= 1.82 c L total= 7.8 feet D JOB#: CT#14252:Plan`!3410 SHEARWALL WITH FORCE TRANSFER ID: Rear Upper MBR' Roof Level w dl= 1501.: plf ..............:....................... V eq 183`0 pounds V1 eq= 154.4 pounds V3 eq= 28.6 pounds V w= 3830.0 pounds V1 w= 3232.1 pounds V3 w= 597.9 pounds v hdr eq= 6.7 plf /H head= A v hdr w= 140.1 plf 1 083 V Fdragl eq= 34 F2 eq= 6 ..........:............ 1 Fdragl w= •0 F2 -131 H pier= vi eq= 8.6 plf v3 eq= 8.6 plf P6TN E.Q. i..: .'...."....0:::::::..-T!; vl w= 179.6 plf v3 w= 179.6 plf P6 WIND feet H total= 2w/h= 1 2w/h= 1 9.083 . Fdrag3 eq= • F4 e.- 6 feet / Fdrag3 w=710 F4 w=131 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 6.7 plf P6TN 4.0 EQ Wind v sill w= 140.1 plf P6TN feet OTM 1662 34788 R OTM 27515 33612 UPLIFT -970 44 Up above 0 0 UP sum -970 44 HIL Ratios: L1=-!.,......-::.:H..!1.8i0:: L2= .6.0 L3= 3:3 Htotal/L= 0.33 Ili Hpier/L1= 0.22 1.1-4 Hpier/L3= 1.20 L total= 27.3 feet JOB#: CT#14252:Plan3410 SHEARWALL WITH FORCE TRANSFER ID:.Rear Lower LIV* Roof Level w dl= 150, p/f ................................... V eq 850.0',' pounds V1 eq= 425.0 pounds V3 eq= 425.0 pounds V w 1360.0. pounds V1 w= 680.0 pounds V3 w= 680.0 pounds D D v hdr eq= 50.0 Of r H head= A v hdr w= 80.0 plf 2 083 .'v Fdragl eq= 300 F2 eq= 300 ......................... A Fdragl w= • 0 F2 -480 H pier= v1 eq= 170.0 plf v3 eq= 170.0 Of P6 E.Q. ................................... 5.0 v1 w= 272.0 plf v3 w= 272.0 plf P6 WIND feet H total= 2w/h= 1 2w/h= 1' 10.083 v Fdrag3 eq= s• F4 e.- 300 feet ° Fdrag3 w=480 F4 w=480 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 50.0 plf P6TN .. ..... ........ .................................... ............. .................. :..:,..:::".3.:0.., EQ Wind v sill w= 80.0 plf P6TN feet OTM 8571 13713 R OTM 10646 13005 y o UPLIFT -127 43 Up above 0 0 UP sum -127 43 H/L Ratios: L1= 2:5 L2= 12.0 L3= ' Htotal/L= 0.59 Hpier/L1= 2.00 C a D 1c D Hpier/L3= 2.00 L total= 17.0 feet , JOB#:•CT#14252:Plan`:3410 SHEARWALL WITH FORCE TRANSFER ID: Rear Lower KIT' Roof Level w dl 150:: plf ..................................... V eq 1610:0; pounds V1 eq= 932.1 pounds V3 eq= 677.9 pounds V w ;1980.0: pounds V1 w= 1146.3 pounds V3 w= 833.7 pounds D_.._` 0 v hdr eq= 111.0 plf D A H head= A v hdr w= 136.6 plf 2 083 ,;;v Fdrag 1 eq=,321 F2 eq= 234 A Fdragl w= "5 F2 287 H pier= v1 eq= 169.5 plf v3 eq= 169.5 plf P6 E.Q. 5 0 vi w= 208.4 plf v3 w= 208.4 plf P6 WIND feet H total= 2w/h= 1 2w/h= 1 10.083 Fdrag3 eq= F4 e.- 234 feet Q Fdrag3 w=395 F4 w=287 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 111.0 p/f P6TN 3 0 EQ Wind v sill w= 136.6 p/f P6TN feet OTM 16234 19964 R OTM 7745 9461 v v UPLIFT 614 759 Up above 0 0 1UP sum 614 759 H/L Ratios: L1= • 55. L2= 5;0 L3= 40 Htotal/L= 0.70 Hpier/L1= 0.91 c D c c�a d P Hpier/L3= 1.25 L total= 14.5 feet • Table 1. Recommended Allowable Design Values for APA Portal Frame Used on a Rigid-Base Minimum Width Maximum Height Allowable Design(ASD)Values per Frame Segment (in.) (ft) Shear(o)(lbf) Deflection(in.) Load Factor I 8 850 0.33 3.09 16 10 625 0.44 2.97 8 1,675 0.38 2.88 24 10 1,125 0.51 3.42 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 1* 2'to 18'rough width of opening for single or double portal per wind design min 1000 lbf on both sides of opening t 1 $ dpiPI,.. l_ opposite side of sheathing • • Pony - wall . •� height . y »» r* Fasten top plate to header m °x ' 1/4nnets eader r 3/with two rows of 16d steel header not allowed k iti r k nailsat 3 typ sinker oc 1. Fasten sheathing to header with 8d common or ' yj Min.3/8"wood structural 12' galvanized box nails at 3"grid pattern as shown panel sheathing max totalHeader to jack-stud strap per wind design. wall Min 1000 lbf on both sides of opening opposite • height side of sheathing. • " If needed,panel splice edges :j shall occur over and be 10' Min.double 2x4 framing covered with min 3/8" ¢ h 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 Z .:*\___ • panel edge. • y Min length of panel per table 1 4 ii. Typical portal frame a 3�' * construction bi 4� Min(2)3500 lb strap-type e hold-downs I Mi Al (embedded into concrete and nailed into framing) 4; t% P Min double 2x4 post(king y /i 1. and jack stud).Number of °' fig; � i —Min reinforcing of foundation,one#4 bar ;_-.�,_6 _ jack studs per IRC tables top and bottom of footing.Lap bars 15"min. A 6; R502.5(1)&(2). to gi .,.vas . . "�Ae.� ,� �: 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 concrete and nailed Min(1)5/8"diameter anchor bolt installed per IRC R403.1.6– into framing) with 2"x 2"x 3/16"plate washer 2 ©2014 APA–The Engineered Wood Association J2 MAIN 10-27-15 Roseburi• 3:21pm A Forest Products Company 1 of 1 Cs Beam 4.21.0.1 kmBeamEngine 4.13.8.1 Materials Database 1534 Member Data Description: Member Type: Joist Application: Floor Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 12 PSF Deck Connection: Glued& Nailed Filename: Beam1 •A, +aaa-:.'w'�v.*eu:5.-a».v:.-e+ a<x�...a�;.M:.s«�.aaewzai.Ra^ar'� 7=74.77,7,7„ ;;; ;;; --'F`..P' �. �:.:- ..' ,=;:. q.. :-x.:M $ .•e d :l` r. .m,��E"?*A .:':m. P^ o€ ry- dj^' �„�a r: � < .». ,t, .t�,. s x�°., - ^ass �4e e�,� � "... ��`�a,��"�.s�-�;�"'� swaR:,r�. e.� �y ,��,�,t�` �.�:,a ��n r ..:: VRASSO �xn.,�.. t- ^'. ,.:.`y.: ? 'ate'. e�, t 1 s.:.: '. :a ,t��4 �:.. ,:•s."", ...sro. .::-- .1. :� . Ga ;. s:x; tl ;�,�a�iv�,c^,� �s-r s.,:s::*', ..,...,.-,.� ,z.v`z ?,...:,;,.��,,.a.; ,�..ri,.k ..i,.ita v `;Xs.rw,:�z✓.x..?,"+. a�aar,,€,s„,»a;�ut:�.;z...a�'"25� .«.....:va.....� �.,..;.: .,.°.'4t d ..,:•:<,. -- e. ,..-.0 .._..,:,. ��..,�. :-..,b .,.,.;,.:<. ..a.0.... ..........' �F°£� "ycea�u'€kx�:w" ,�r�"�,' t:`�==`,�"�`+.ae��tt:.;�s�` es?,,.,,-..e e e 12 7 0 0 0 e e 12 7 0 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall DFL Plate(625psi) N/A 1.750" 441# -- 2 12' 7.000" Wall DFL Plate(625psi) N/A 1.750" 441# -- Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Live Dead 1 339#(255p1f) 102#(76p1f) 2 339#(255p1f) 102#(76p1f) Design spans 12' 8.750" Product: 9 1/2°° KEPI-20 1900°° O.C. PASSES DESIGN CHECKS Minimum 1.75"bearing required at bearing#1 Minimum 1.75"bearing required at bearing#2 Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Lateral support is required at each bearing. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 1404.'# 2820.'# 49% 6.29' Total Load D+L Shear 441.# 1220.# 36% 0' Total Load D+L TL Deflection 0.2233" 0.6365" L/684 6.29' Total Load D+L LL Deflection 0.1717" 0.3182" L/889 6.29' Total Load L Control: LL Deflection DOLs: Live=100% Snow=115% Roof=125% Wind=160% 60)PSON All product names are trademarks of their respective owners KAMI L HENDERSON EWP MANAGER ngT Copyright(C)2015 by Simpson Strong-Tie Company Inc.ALL RIGHTS RESERVED. PACIFIC LUMBER&TRUSS hviam"Passing is defined as when the member,floor joist,beam or girder,shown on this drawing meets applicable design criteria for Loads,Loading Conditions,and Spans listed on this sheet.The design BEAVERTON,OREGON must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation according to the manufacturer's specifications. 503-858-9663 , J3 MAIN 10-27-15 4.1 Roseburg 3:22pm A T'sara°st Products Company loft CS Beam 4.21.0.1 kmBeamEngine 4.13.8.1 Materials Database 1534 Member Data Description: Member Type: Joist Application: Floor Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 12 PSF Deck Connection: Glued& Nailed Filename: Beam1 x�,��#` 7Ej: �„x�..,f� >, ��`.�` t�. '�tt x; °�?` �,r7�7,+^.F `'�a a.E C`"�.^ .�^ ."�,.-s.y ,r.;�:s' s '9 �'�'��.:;z t.��,a"k*�t'�w�Y ,:-rim yr�- :s r^.p..,%�. � `�?•"`� sa-: 2 kF�"4t'ad,...to°sb%q'k`?iF:.!�. '+ k P c,: '7 `Y. ' C i` ,.., �" :'+�` �< ''�r, �,s.�i.r.;i�rkta.�;�sl�� '��'��: h,„Y l�r d ?...ar.e�'.�.._'1":.�."zt9::h��. ...._..�*�s„�. d '� �- ..�4.a.,4`..�`A��.�:,��.�. `�:Yu�.�a �� y�'„s.��$°�3ap7..:.,.s.:�... uri�.�`�.x�,�": I` 1 I I 9 13 3 0 � 10 6 0 10 3 0 34 0 0 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall DFL Plate(625psi) 3.500" 1.750" 387# -- 2 13' 3.000" Wall DFL Plate(625psi) 3.500" 3.500" 991# -- 3 23' 9.000" Wall DFL Plate(625psi) 3.500" 3.500" 827# -- 4 34' 0.000" Wall DFL Plate(625psi) 3.500" 1.750" 315# -- Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Live Dead 1 302#(227p1f) 85#(64p1f) 2 773#(580p1f) 218#(163p1f) 3 658#(494plf) 169#(126p1f) 4 250#(187plf) 66#(49p1f) Design spans 13' 0.375" 10' 6.000" 10' 0.375" Product: 9 1/2" RFPI-20 16.0" O.C. PASSES DESIGN CHECKS Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Lateral support is required at each bearing. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 1078.'# 2820.'# 38% 6.08' Odd Spans D+L Negative Moment 1178.'# 2820.'# 41% 13.25' Adjacent 1 D+L Shear 541.# 1220.# 44% 13.24' Adjacent 1 D+L End Reaction 387.# 1151.# 33% 0' Odd Spans D+L Int.Reaction 991.# 1775.# 55% 13.25' Adjacent 1 D+L TL Deflection 0.1609" 0.6516" L/971 6.08' Odd Spans D+L LL Deflection 0.1294" 0.3258" L/999+ 6.08' Odd Spans L Control: Max Int.React. DOLs: Live=100% Snow=115% Roof=125% Wind=160% siMPSON All product names are trademarks of their respective owners KAM I L HENDERSON EWP MANAGER > I] 1,44 Copyright(C)2015 by Simpson Strong-Tie Company Inc.ALL RIGHTS RESERVED. PACIFIC LUMBER&TRUSS "Passing is defined as when the member,floor joist,beam or girder,shown on this drawing meets applicable design criteria for Loads,Loading Conditions,and Spans listed on this sheet.The design BEAVERTON,OREGON must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation according to the manufacturer's specifications. 503-858-9663