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Specifications
4A S7 ,c7 " CO Q ? 22L1 Sw / 7 /437511 c CT ENGINEERING: structural Engineers 180 Nickerson Street Suite 302 Seattle, WA 98109 INC. 208.285.4512 (V) 208.285.0818 (F) RECEIVES #15238 NOV 2 2015 C1TY OF TIGAAiD Structural Calculations BUILDING DIVISION River Terrace Ne ?4 Plan 3410 �;` �-�.; 60 ' • • � w Elevation D 1d V I�REG�iNA Tigard, OR � �• 21.2, 0/ . GF� Design Criteria: 2012 IBC (ORSC, OSSC) 09/15/2015 ASCE 7-10 Wind Speed: 120(ULT); 93(ASD); Kzt=1 .0 Seismic: Ss=0.972, S1 =0.423, SDC=D Roof Snow Load = 25 psf Site Class = D, Bearing = 2000 psf Client: Polygon Northwest Company 109 East 13th Street, Suite 200 Vancouver, WA 98660-3229 Ph: 360.695.7700 Fax: 360.693.4442 Architect: Milbrandt Architects 25 Central Way, Suite 210 Kirkland, WA 98033 Ph: 425.454.7130 Fax: 425.646.0945 • CT ENGINEERING 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 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 ROOF Roofing 3.5 psf Roofing-future 0.0 psf 5/8"plywood (O.S.B.) 2.2 psf Trusses at 24"o.c. 4.0 psf Insulation 1.0 psf (1) 5/8"gypsum ceiling 2.8 psf Misc./Mach. 1.5 psf ROOF DEAD LOAD 15.0 PSF FLOOR floor finish 4.0 psf NO gypsum concrete 0.0 psf 3/4"plywood (O.S.B.) 2.7 psf joist:at 12". 2.5, psf Insulation 1.0 psf (1) 1/2"gypsum ceiling 2.2 psf Misc. 2.6 psf FLOOR DEAD LOAD 15.0 PSF 0 (2)2X8 HDR I µ (2)2K8 HDR —` onC I• ' RB.31 R5.d2 l _i N', ! N (3:1 �: N • 1 I IIMIL. .1 T.dl l•, — et•:::.:•..•::.::•:::•::i:•::••. .. ::. r•i t•:::: :.t.•4•::•::.�:.............:::: y •. ....s 1 1 if1 I TRUSSES AT 24"I 0.C. TYPICAL C' I .0 I D' . .L.,, ter.::::.::.: is::''::::::1.:7 ::{::::Li.�:::� a IP - ,, 2 :::.::::::::::::::::.::::::: '�7.'::::.:::::::. ::l.�:tl'::::.��`� GT.d6 (7I 10 .,., T • m 4C7 r.: :.{i$:: :t:. :.e /........:::::::::::.�...i X 1 C� m RB• .d6C r.:::::::::::::::::::::ATi:ai:::..':.i:i'::a::..� E �L • I' n n gy nGT.d2 �:•:•r:A:•'— n u s. (2)2104 HDR 0" ! �...••••••••• ! c.:::::::.=.N. RB.d6 ! sim. • o ! .. / •••••••.••. (2)2>03HDR / <_/ ••••::::....,.., / !/ RB d5 ,•�:::1 s— // (2)278 HDR v:•1 Plan 3410D ROOF FRAMING PLAN 1/4^=1'_0" FRENCH REVIVAL • 7MST37 MST37 - o H 0 1 C- g [ CD oy THIS FB (� CD SIDED v ,iso, THIS NIIMIF SIDE ` f 1 L 5 MST37 MST37 08 51.2 MST37 MST37 0® MST37 MST37 0 518.2 Plan 3410D UPPER LEVEL SHEARWALLS 1/4"=1'-0" FRENCH REVIVAL v f P3 8 51.2 ,_......__._...... __,STHD14 STHD14 , Ci®� "4 4X10 HDR STHB 4 > f 4X10 -IDR pp $' ,/ )2X8 HD 22X8 HDR --,, ',2)2X�HUg4 ' ,' X91 Cr. -...-._...,..,,.__ _ i U '. .� .c •,..).11 ,' ,.. - - -- . - _"1Z4`_g.,;•TA _ ` , r ----- 1 _�� - 8:2 3_= B 4 B3- i I,, ..• 'IUB (I I I �:I u lI3 (2) KINGNG STUD. .. .................... .......... ..._..._.. SITU, II A /s{u 13; ,... 11 7 3: N • Il+, O'11 " � ' r. � FIXTJRES ABOVE= --J , i ;, .15(:F BEc.lrcr>IT� G'nBOVE I G f ABOVE. .; po l H� rn �; I a i', OJ N 1,, V fr _ { II 1 o' \ i ,...,,,::. i j1 FIXTURES ... U w _ . ABOV - :;ia• a )."--1,),I ....;r L'S 374X9 ,.B 0 ---BEA21rTC AICC LSL 3'aX14-FB y----- - 1 ji THIS SIDE P6 1-+1 0 � -- B.7 � ^ r--- -- ''.1,-g- ----1122 ---;c =-1 '- P6TN THIS I c 1 " / I\ s&AIR a Q>'ro1, SIDE I .I I ® ,y ::,: -,.....1/-1 •• I\ FRAMING) x " re;i •1N= <'_+'_•.r,• E: _ .i. 51 \\\7. I-/-•--•111-' 5 1 S < :: ‘8888 Z __ _ '''•.-... -------ISL-1-3/4X1.4-TB--- ,............ 4,, \J1 v TOP OF CLOSET t r- '1 RR is_r AS: _ :—..�_ I I '<3,•:' . .' ' JA\\ f' `I I 1 F GT J.BOVE ,--:'-:- Z. �� B 'GT ABOVE �� :i?t \:Z..., : i, 1 5177. 1 I P ; I a � . '.s= ?f - , 3edEoor1 � ', /'" a , ' 1 I _ 'RIt!} 1 g ' � po 0 ' , v, Eli= .t 1m IE :x ma c,.1 ,-IL 1,'N GT ABOVE o ' >^------ F- it y len • -•r-:..-_- Y _ -- .-'.+ , iii • RIMIBOA'D �, „ :Zai GT ABOVE.,.17 TI • B"11 7 o Imo© •X 0 Hf! ..(2)2X8 HDR 4130 1 ID FLOOR , � 18 C TO RIM •jt; 0 �m 56.1 ,mD _2 EXTEND `. -91 szrsi -- �.. .1: I ? -- P CHORD M ;.:: - ,..„ : mr ram 511-1014 .. .. E............. STHD14 .+ ..1. STRUCTURAL • 41111 FACISA I 10 ,,,. :8` ..:i 20 A10 - a' 4X4 (2b9 HER 8 HDR J 1L- L_I 2X ROOF FRAMING • • ® 24" O.C. s , , . r PLATE HEIGHT AT SEE SHEET A9 UPPER LEVEL: 8•-1" FOR WINDOW ' PLATE HEIGHT AT HEADER HEIGHTS. MAIN LEVEL: 9'-1'• MAIN LEVEL SHEARWALLS Plan 3410D UPPER LEVEL FLOOR FRAMING 1/4"=1'-0" FRENCH REVIVAL V 13'-6Y2 4'-6' 17'-0" 3'-3Y8" I ! 3.-6" t6" r THICKENED �' SLAB EDGE • Patio CONC. SLAB : STHD14 th D14` . -0-51'� to 1v.. .�. .. .. .. ...,V--",it]41" ® .. _--.-.+$ SQL< � • ,'.j Jj � 1 T r _ _ ,, , , I 4.. I 1 ® ® / ,.: 1 _ b I1 18X18X10 FTG - ' I-I TWA (2) #4 EA. WAY r'-- mm E.,,..s si s s —� I TYP. U.N.O. I I a L1 J .. w I /. ` _ 0 i4 ® 16" O.C. U.N.O. - t ri-I 9Y1.€T�lS --1- I . L+J "--1— / 1 In, INSTALL SYSTEM TO ` a ALLOW ADEQUATE .......... .. ��� DRAINAGE BENEATH -12�"� * 'f oSLAB ON GRADE AND 4 u 1� CRA SPACE ICC I T I CONDITIONS r€tu€4 ( 3OX30X1O FTC ------ .._.. ....._�... ........, )/a" 3- 4._1 EA.WAYg' /e 2' 6 t 3I-8Y4 WY� 4 p3 . .... 1 d WALL fi - 3ti t THIS RO\\ UP POST UP P6TN I- fl_W FTG. - -, SIDE . S P5 - POST UP �tl /lett._. THI + — — — — — — — SIDE _ 1 --- I. .; , L=J:D®_ — -+ i _T L i I�-, .E i i ACCESS 11 �,�_ --_-', • • _ �- 4T '- �._Z �, If-_-1 `€ 1-.-0. 3 pq i 2Ya"� \v , LI ^ r I D.I. POST UP... STND14 Q S1HD14 . .`".,. EL t I ................:............. 31/2CONC. SLAB r--I 1 i..I... ... POST UP 1 D51 k, i 1 ! o' InI44, i w _ t O '4':44? J POST UP 2S_ - a-1— POST UP 19'-5Y2" ;:s. ,` :x: . . r1a E.. '0-3"1 LSL 3Y2X9 I f ......�.. :. ..:., ,.:';- POST UP4•. . It 0 18 'I � ,1i= ! t S6.1 . \ .I j ' -L L -- - L - iJL /STRAP / . _ p _I S6.1 L _ „•,. � FIXTURE 1 1 � �l 0 Nt' CONC. JLA� ST1-1014 . i.....C,. `.Sii-ID14 ABOVE 1 .1 .. 1 SLOPE 21 "/'''''''. j I 1 0 0 1 e j I 0\ ,f_ t • 1) I 1 Sh----1 ABU44 'I r1, J 1 L.J I a '.s:-� -�-7Y" TOP I T ,... TOP j •STEM (....: ._ ,..-# 5.-0. o .1.1., 1'-10"` 16'-3" 2-qY2 6_6'-_.-..._._. 7•_pY2" , f • 34'-0" Plan 3410D ; FOUNDATION PLAN 1/4"=1'-O" .. FRENCH REVIVAL Title: PLAN 3410 Job# , Dsgnr: TRE Date: 1:24PM, 20 OCT 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN - Rev: 580006 User:KW-0602997,Ver 5.6.0,1-Dec-2003 Timber Beam & Joist Page 1 11 _(c)1983-2003 ENERCALC Engineering Software 14252_Plan_3410.ECW:ROOF FRAMING Description 3410D GT REACTIONS Timber Member Information GT.d1 GT.d2 GT.d3 GT.d4 GT.d5 GT.d6 Timber Section 3.125x21 3.125x9 3.125x9 3.125x13.5 3.125x10.5 3.125x21 Beam Width in 3.125 3.125 3.125 3.125 3.125 3.125 Beam Depth in 21.000 9.000 9.000 13.500 10.500 21.000 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade glas Ar,24F- Douglas Fir,24F- Douglas Rr,24F- Douglas Fir,24F- Douglas Fir,24F- Douglas Fir,24F- V4 V4 V4 V4 V4 V4 Fb-Basic Allow psi 2,400.0 2,400.0 2,400.0 2,400.0 2,400.0 2,400.0 Fv-Basic Allow psi 240.0 240.0 240.0 240.0 240.0 240.0 Elastic Modulus ksi 1,800.0 1,800.0 1,800.0 1,800.0 1,800.0 1,800.0 Load Duration Factor 1.150 1.150 1.150 1.150 1.150 1.150 Member Type GluLam GluLam GluLam GluLam GluLam GluLam Repetitive Status No No No No No No Center Span Data Span ft 34.00 14.75 8.00 22.00 8.00 34.00 Dead Load #/ft 75.00 60.00 30.00 30.00 150.00 30.00 Live Load #/ft 125.00 100.00 50.00 50.00 250.00 50.00 Dead Load #/ft 105.00 45.00 45.00 Live Load #/ft 175.00 75.00 75.00 Start ft 3.000 16.000 End ft 8.000 22.000 12.000 Point#1 DL lbs 445.00 650.00 545.00 940.00 LL lbs 740.00 1,080.00 905.00 1,565.00 - @ X ft 3.000 16.000 5.000 12.000 Results Ratio= 0.5778 0.4484 0.4268 0.5931 0.4329 0.7106 Mmax @ Center in-k 346.80 52.21 49.70 155.37 68.61 426.53 @ X= ft 17.00 7.37 3.20 15.93 4.99 11.97 fb:Actual psi 1,509.9 1,237.7 1,178.1 1,636.8 1,194.9 1,857.0 Fb:Allowable psi 2,613.1 2,760.0 2,760.0 2,760.0 2,760.0 2,613.1 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 70.3 56.9 78.0 90.6 98.8 87.8 Fv:Allowable psi 276.0 276.0 276.0 276.0 276.0 276.0 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 1,275.00 442.50 562.19 544.09 804.37 1,562.94 LL lbs 2,125.00 737.50 935.94 905.91 1,339.37 2,603.82 Max.DL+LL lbs 3,400.00 1,180.00 1,498.12 1,450.00 2,143.75 4,166.76 @ Right End DL lbs 1,275.00 442.50 647.81 1,035.91 940.62 937.06 LL lbs 2,125.00 737.50 1,079.06 1,724.09 1,565.62 1,561.18 Max.DL+LL lbs 3,400.00 1,180.00 1,726.87 2,760.00 2,506.25 2,498.23 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK ` Center DL Defl in -0.519 -0.187 -0.050 -0.333 -0.042 -0.566 �1 UDefl Ratio 785.4 946.6 1,931.7 792.9 2,262.0 720.9 Center LL Defl in -0.866 -0.312 -0.083 -0.554 -0.071 -0.943 UDefl Ratio 471.3 567.9 1,160.2 476.4 1,359.2 432.7 Center Total Defl in -1.385 -0.499 -0.132 -0.887 -0.113 -1.509 Location ft 17.000 7.375 3.936 11.704 4.128 16.048 UDefl Ratio 294.5 355.0 724.8 297.6 849.0 270.4 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_Plan_3410.ECW:ROOF FRAMING Description 3210D ROOF FRAMING Timber Member Information RB.d1 RB.d2 RB.d3 RB.d4 RB.d5 RB.d6 RB.d7 Timber Section 2-2x8 2-2x8 2-2x8 4x10 2-2x6 2-2x8 2-2x8 Beam Width in 3.000 3.000 3.000 3.500 3.000 3.000 3.000 Beam Depth in 7.250 7.250 7.250 9.250 5.500 7.250 7.250 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade Hen Fir,No.2 Hem Fr,No.2 Hem Fr,No.2 Hem Fir,No.2 Hen Fir,No.2 Hem Fir,No.2 Hem Fr,No.2 Fb-Basic Allow psi 850.0 850.0 850.0 850.0 850.0 850.0 850.0 Fv-Basic Allow psi 150.0 150.0 150.0 150.0 150.0 150.0 150.0 Elastic Modulus ksi 1,300.0 1,300.0 1,300.0 1,300.0 1,300.0 1,300.0 1,300.0 Load Duration Factor 1.150 1.150 1.150 1.150 1.150 1.150 1.150 Member Type Sawn Sawn Sawn Sawn Sawn Sawn Sawn Repetitive Status No No No No No No No Center Span Data Span ft 5.50 6.50 5.25 4.50 6.50 5.50 3.00 Dead Load #/ft 75.00 75.00 270.00 75.00 75.00 100.00 Live Load #/ft 125.00 125.00 450.00 125.00 125.00 60.00 Dead Load #/ft 270.00 Live Load #/ft 450.00 Start ft 1.000 End ft 4.500 Point#1 DL lbs 1,207.00 LL lbs 1,775.00 @ X ft 1.000 Results Ratio= 0.2944 0.4112 0.9656 0.8862 0.6595 0.2944 0.0701 Mmax @ Center in-k 9.07 12.67 29.77 40.43 12.67 9.07 2.16 @ X= ft 2.75 3.25 2.62 1.44 3.25 2.75 1.50 fb:Actual psi 345.3 482.3 1,132.7 810.1 838.0 345.3 82.2 Fb:Allowable psi 1,173.0 1,173.0 1,173.0 1,173.0 1,270.8 1,173.0 1,173.0 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 29.7 36.6 101.1 152.9 51.1 29.7 9.9 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 Reactionsil @ Left End DL lbs 206.25 243.75 708.75 1,306.28 243.75 206.25 150.00 LL lbs 343.75 406.25 1,181.25 1,993.06 406.25 343.75 90.00 Max.DL+LL lbs 550.00 650.00 1,890.00 3,299.33 650.00 550.00 240.00 @ Right End DL lbs 206.25 243.75 708.75 845.72 243.75 206.25 150.00 LL lbs 343.75 406.25 1,181.25 1,356.94 406.25 343.75 90.00 Max.DL+LL lbs 550.00 650.00 1,890.00 2,202.67 650.00 550.00 240.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK 1 Center DL Defl in -0.012 -0.024 -0.037 -0.016 -0.056 -0.012 -0.001 UDefl Ratio 5,293.7 3,207.1 1,690.7 3,455.9 1,400.2 5,293.7 24,464.9 Center LL Defl in -0.021 -0.041 -0.062 -0.024 -0.093 -0.021 -0.001 UDefl Ratio 3,176.2 1,924.2 1,014.4 2,212.1 840.1 3,176.2 40,774.9 Center Total Defl in -0.033 -0.065 -0.099 -0.040 -0.149 -0.033 -0.002 Location ft 2.750 3.250 2.625 2.124 3.250 2.750 1.500 UDefl Ratio 1,985.1 1,202.6 634.0 1,348.8 525.1 1,985.1 15,290.6 ., Title: PLAN 3410 Job# - Dsgnr: TRE Date: 1:25PM, 20 OCT 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN - -Rev: 580006 KW-06 User: 03 ENE,Ver5.8.0,E0,1 Engineering Timber Beam & Joist Page 1 (c)1983-2003 ENERCALC Engineering SO(tv2re 14252_Plan_3410.ECW:Floor Framing Description 3410BD FLR FRMG 1 OF 3 Timber Member Information r B.1 B.2 B.3 B.4 B.5 B.6 B.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 Fr- Hein Fr,No.2 Hem Fr,No.2 Douglas Fr- Douglas Fr- Hein Fr,No.2 Level,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 DataII 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 L I Hesuits Ratio= 0.6222 0.5066 0.4204 0.6747 0.6405 0.3832 0.6691 i■ 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 i @ 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 LDefiections 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 a UDefl 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 UDefl 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 Page 1 User:KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist 11 _(c)1983-2003 ENERCALC Engineering Software 14252_Plan_3410.ECW:FIoor Framing Description 3410BD FLR FRMG 2 OF 3 Timber Member Information B.8 B.9 13.10 B.11 B.12 8.13 B.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 Hein Fir,No.2 Level,LSL 1.55E iLevel,LSL 1.55E Douglas Fir- Level,LSL 1.55E Level,LSL 1.55E iLevel,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 Data11 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 i 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 RESIDENCE Scope: STRUCTURAL DESIGN Rev: 580006 Page 2 User:KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist 9 t (c)1983-2003 ENERCALC Engineering Software 14252_Plan_3410.ECW:FIoor Framing Description 3410BD 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 in -0.035 Cantilever LL Defl in -0.032 Total Cant.Defl in -0.067 UDefl Ratio 1,074.5 V 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 (01983-2003 ENERCALC Engineering Software 14252_Plan_3410.ECW:Floor Framing Description 3410BD FLR FRMG 3 OF 3 Timber Member Information B.a15 B.16 B.a17 B.18 B.19 8.20 Timber Section VL:5.250x16.000 LVL:5.250x7.250 2-2x8 2-2x8 4x12 4x8 Beam Width in 5.250 5.250 3.000 3.000 3.500 3.500 Beam Depth in 16.000 7.250 7.250 7.250 11.250 7.250 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade osboro,Bigbeam iLevel,LSL 1.55E Hem Fir,No.2 Douglas Fir- Douglas Fir- Douglas Fir- 2.28 Larch,No.2 Lardi,No.2 Larch,No.2 Fb-Basic Allow psi 3,000.0 2,325.0 850.0 900.0 900.0 900.0 Fv-Basic Allow psi 300.0 310.0 150.0 180.0 180.0 180.0 Elastic Modulus ksi 2,200.0 1,550.0 1,300.0 1,600.0 1,600.0 1,600.0 Load Duration Factor 1.150 1.150 1.150 1.000 1.150 1.000 Member Type Manuf/Pine Manuf/Pine Sawn Sawn Sawn Sawn Repetitive Status No No No No No No Center Span Data Span ft 20.00 3.50 3.50 2.00 12.75 5.00 Dead Load #/ft 150.00 30.00 220.00 60.00 105.00 75.00 Live Load #111 400.00 80.00 200.00 100.00 175.00 125.00 Dead Load #/ft 220.00 Live Load #/ft 200.00 Start ft End ft 10.500 Point#1 DL lbs 688.00 2,935.00 - LL lbs 770.00 5,730.00 @ X ft 10.500 1.750 Point#2 DL lbs 890.00 LL lbs 1,475.00 @ X ft 10.500 Results Ratio= 0.8927 0.7563 0.2503 0.0338 0.8123 0.2091 Mmax @ Center in-k 689.86 93.00 7.72 0.96 68.28 7.50 @ X= ft 10.48 1.75 1.75 1.00 6.37 2.50 fb:Actual psi 3,079.7 2,022.2 293.7 36.5 924.8 244.6 Fb:Allowable psi 3,450.0 2,673.8 1,173.0 1,080.0 1,138.5 1,170.0 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 166.5 175.7 33.3 4.4 58.2 22.5 Fv:Allowable psi 345.0 356.5 172.5 180.0 207.0 180.0 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 3,953.17 1,520.00 385.00 60.00 669.37 187.50 LL lbs 6,615.12 3,005.00 350.00 100.00 1,115.62 312.50 Max.DL+LL lbs 10568.30 4,525.00 735.00 160.00 1,785.00 500.00 ! @ Right End DL lbs 2,934.82 1,520.00 385.00 60.00 669.37 187.50 LL lbs 5,729.87 3,005.00 350.00 100.00 1,115.62 312.50 Max.DL+LL lbs 8,664.70 4,525.00 735.00 160.00 1,785.00 500.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.360 -0.018 -0.006 -0.000 -0.094 -0.006 UDefI Ratio 665.9 2,343.5 7,002.9 169,372.5 1,628.4 10,117.2 Center LL Defl in -0.627 -0.035 -0.005 -0.000 -0.157 -0.010 UDefI Ratio 382.6 1,190.8 7,703.2 101,623.5 977.0 6,070.3 Center Total Defl in -0.988 -0.053 -0.011 -0.000 -0.251 -0.016 Location ft 9.920 1.750 1.750 1.000 6.375 2.500 UDefI Ratio 243.0 789.6 3,668.2 63,514.7 610.6 3,793.9 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:CRAWLSPACE FRAMING Description 3410 ABCD CRAWLSPACE FRAMING Timber Member Information TYP BEAM 4x10 option powder Timber Section 458 4x10 LVL:3.500x9.500 Beam Width in 3.500 3.500 3.500 Beam Depth in 7.250 9.250 9.500 Le:Unbraced Length ft 0.00 0.00 0.00 Timber Grade Douglas Fr- Douglas Fr- Level,L5L 1.55E Larch,No.2 Larch,No.2 Fb-Basic Allow psi 900.0 900.0 2,325.0 Fv-Basic Allow psi 180.0 180.0 310.0 Elastic Modulus ksi 1,600.0 1,600.0 1,550.0 Load Duration Factor 1.000 1.000 1.330 Member Type Sawn Sawn Manuf/Pine Repetitive Status No No No Center Span Data Span ft 5.00 6.25 6.00 Dead Load #/ft 255.00 240.00 15.00 Live Load #/ft 680.00 640.00 40.00 Point#1 DL lbs LL lbs 3,770.00 @ X ft 2.500 Point#2 DL lbs LL lbs -3,770.00 @ X ft 5.500 _ Results Ratio= 0.9774 0.9566 0.3645 Mmax @ Center in-k 35.06 51.56 59.35 @ X= ft 2.50 3.12 2.50 fb:Actual psi 1,143.5 1,033.1 1,127.3 Fb:Allowable psi 1,170.0 1,080.0 3,092.3 Bending OK Bending OK Bending OK fv:Actual psi 105.0 96.8 90.6 Fv:Allowable psi 180.0 180.0 412.3 Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 637.50 750.00 45.00 LL lbs 1,700.00 2,000.00 2,005.00 Max.DL+LL lbs 2,337.50 2,750.00 2,050.00 @ Right End DL lbs 637.50 750.00 45.00 LL lbs 1,700.00 2,000.00 -1,765.00 Max.DL+LL lbs 2,337.50 2,750.00 -1,720.00 Deflections Ratio OK Deflection OK Deflection OK Center DL Defl in -0.020 -0.022 -0.001 UDefl Ratio 2,975.6 3,361.9 63,804.9 Center LL Defl in -0.054 -0.059 -0.058 UDefI Ratio 1,115.9 1,260.7 1,248.3 Center Total Def I in -0.074 -0.082 -0.059 Location ft 2.500 3.125 2.736 UDefl Ratio 811.5 916.9 1,224.6 • . I . . TJI JOISTS and RAFTERS j 1- 1 1 1 1 Code 1 Code Code _1_ Suggest Su.gpst Suggest Lpic_k_l_Lpick _Lpick _Lack_. Joist b 1 d Spa.I LL DL M max V max El L lb L fv L TL240 1 L LL3601 L max I TL dell. LL dell. L TL360 L LL480 L max TLdef1.1TL def1.-LL&if.EL da. size&grade width(in.)'depth(in.) (in.) 1 (psf) (psf) (ft-lbs) (psi) I (psi) (ft.) (ft.) (ft.) 1 (ft.) (ft.) 1 (in.) (in.) (ft.) (ft.) (ft.) (in.) 1 ratio (in.) ratio 1 f1 I i 9.5"TJI 110 1.75i 9.5 19.21 40 15 2380 1220r 1.40E+08 14.71 27.73 15.23r 14.80 14.7'11- 0.66 0.481_ 13.31 13.45 1131 0A41 360 0 _ 5 9.5"TJI 110 1.751 9.5 16 40 15 2380 12201 1.40E+08 16.11 33.27 16.19r 15.73 15.731 0.72 0.521 14.14 14.29 14.14 0.47 360 0.34 495 9.5"TJI 110 1.751 9.5 12 40 15 2380 12201 1.40E+08 18.61 44.36 17.821 17.31 17.311 0.79 0.58 15.57 15.73 15.57 0.52 360 138 495 9.5"TJI 110 1.75 9.5 9.6 40 15 2380 12201. 1.40E+08 20.80 55A5 19.19L 18.641 18.641 0.85 0.62 16.77 16.94 16.77 0.56 360 0.41 495 I ; 1 , 9.5"TJI 110 1.75 9.5 19.21 40 10 2500 12201 1.57E+08 15.81 30.50 16.341 15.371 1537! 0.64, 0.511 14.27 1197, 13,97 0.44 384 0.35 480 9.5"TJI 110 1.75 9.5 16 40 10 2500 1220 1.57E+08 17.32 36.60 17.36 16.34 16.34 0.68 0.54 15.17 14.84 14.84; 0.46 384 0.37 480 9.5"TJI 11011 1.75 9.51_ 121 40 101 2500 12201 1.57E+08 20.00 48.80 19.11) 17.98 L 17.981 0.751_ 0.60_ 16.69 16.34 16.34 0.51 384 0.41 480 9.5"TJI 110 1.75! 9.5 9.6 40 101 2500 12201 1.57E+08 22.36 61.00 20.58) 19.37 19.371 0.81 0.65,1 17.98 17.60 17.60 0.55 384 0.44 480 i I 1 1 9.5"TJI 2101 2.06251 9.5 19.21 40 101 3000 13301 1.87E+08 17.32 33.25 17.321 16.301 16.301 0.681 0.541 15.13 14.81 .14.81 0.46 384 0.371 480 9.5"TJI 210 2.0625 9.5 16 40 10 3000 1330 1.87E+08 18.97 39.90 18.40 17.32 17.32 'i''.'0:72"Y 0.58, 16.08 15.74 15.74- 0.49 384 „0.39 480 9.5"TJ1 2101 2.06251 9.5 121 40 10 3000 13301 1.87E+08 21.91 53.20 20.261 19.06 19.061 0.79 o.sal__ 17.70 17.32 17.32 0.54 -3 . 30.4 480 9.5"TJI 210 2.0625 9.5 9.6 40 10 3000 1330' 1.87E+08 24.49 66.50 21.82T-20.53 20.581 0.86 0.68' 19.06 18.66 18.66 0.58 384 0.47 480 I 9.5 TJI 2301 2.31251 9.5 19.21 40 101 3330 13301 2.06E+08 18.25 33.25 17.891 16.831 16.831 0.70, 0.561 15.63 15.29 1129 0481 384 0.38 480 9.5"TJI 230 2.3125 9.5 16 40 10 3330 1330 2.06E+08 19.99 . 39.90 19.01 17.89, .17.89 0.75 0.60 16.60 - 16.25_ 16.25 0.51 .384 0:41 480 9.5"TJI 2301 2.31251 9.5 12 40 10 3330 13301 2.06E+08 23.08 53.20 20.921 19.69 19.691 0.82 0.661 18.28 17.89 17.89 o.56.i 384 0.45 480 9.5"TJI 230 2.31251 9.5 9.6 40 10 3330 13301 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 1 I 1 11.875"TJI 1101- 1.751 11.875 19.21- 40 10 3160 1560) 2.67E+08 17.78 39.00 19.501 18.35 17.78)- 0.67 0.54 17.04 16.67 16.67 0.521 384 0.42 480 11.875"TJI 110 1.75 11.875 16 40 10 3160 1560 2.67E+08 19.47 46.80 20.72 19.50 19.47 . 0431 0.65 . 18.10 17.72. 17.72: 0.55 384 ,0.44 ..480 11.875"TJI 110 1.751 11.875 12 40 10 3160 1560 2.67E+08 22.49 62.40 22.81 21.46 21.46 0.89 0.72 19.93 19.50 19.50 0.61 384 0.49 480 11.875"TJI 110 1.75 11.875 9.6 40 10 3160 1560 2.67E+08 25.14 78.00 24.57 23.12 23.12 0.96 0.77 21.46 21.01 21.01 0.66 384 0.53 480 11.875"TJI 210 2.06251 11.875 1921. - 40 10 3795 1655L3.15E+08 19.48 41.38 2061!. -19.39-1 19.391- 0.81 0.651 18.00-- 17.62 17.62 0.55 384 0.44 480 11.875 TJI 210 2.0625 11.875 16 40 10 3795 1655 3.15E+08 21.34 49.65- 21.90 ' 20.61 20.61 ':.. '0.86 0.69 ' 19.13 18.72 113.72 0.59 384 0.47 480 11.875"TJI 210 2.0625L 11.875 12i 40 10 3795 16551 3.15E+08 24.64 66.20 24.101_ 22.681 22.681 _ 0.95 1 0.761_1 21.05 20.61 20.61 0.64L 384 0.521 480 11.875''TJI 210 2.06251 11.875 9.61 40 10 3795 16551 3.15E+08 27.55 82.75 25.961 24.431 24.431 1.02 0.811 22.68 22.20 2220 0.69 384 0.55 480 I 1 1 11.875"TJI 2301 2.31251 11.875 19.21 40 10 4215 16551 3.47E+08 20.53 41.38 21.281 20.031 20.03 0.83 0.67) 18.59 18.20 18.20 0.57 384 0.45 480 11.875"TJI 230 2.3125 11.875 16 40 10 4215 1655 3.47E+08 22.49 49.65 22.62 , 21.28, .. 21.28' ,0.69 . 10.71 19.76 19.34: 19;•34:-.:-0.60 i 384 ',0.48 480 11.875"TJI 2301 2.31251 11.875 12_ 40 101 4215 16551 3.47E+08 25.97 66.2o 24.891 23.421 23.421 0.981 0.78f 21.74 21.28 21.28 0.671 384 0.53 480 -_ 11.875"TJI 2301-- 2.3125 11.875 9.6! 40 10 4215 16551 3.47E+08 29.03 82.75 26.811 25.231 25.231 1.05 0.84 23.42 22.93 22.93 0.721 384 0.57 480 1 , I 1 r 1 ... 11.875"RFPI 4001 2.06251 11.8751 19.21 40 10 4315 1480; 3.30E+08 20.771 37.00 20.931 19.69 19.691 0.82 0.661 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 . 2093 ,0.87 0.70 19.43' 19.01L.11101:, 0.59 ' 384 0.48 480 11.875"RFPI 400 2.0625i 11.875 12 40 101 4315 14801 3.30E+08 26.28 59.20 24.481 23.03 23.031 0.96 0.771 21.38 20.93 20.93 0.65 381 0.521 480 11.875"RFPI 400 2.06251 11.875 9.6 40 101 4315 14801 3.30E+08 29.38 74.00 26.37 24.81 24.81 1.03 0.831 23.03 22.54 22.54 0.70 384 0.56 480 Page 1 DoLuS CTO 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 Ke 1.00 Design Bucldin•Factor Dr-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 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 Width Depth Spacing Height Le/d Vert.Load Hor.Loa <.1.0 Load Plate Cd(Fb)Cd(Fc) Cf Cf Cr Fb Fc perp Fc E Fb' Fc perp' Fc' Fce Ft Ic fc/F'c lb fb/ in. in. In. ft. plf psf - plf (Fb) (Fc) psi psi psi psi psi psi psi psi psi psi psi Fb"(1-Ic/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 1,200,000 854 508 966 515.42 441.22 439.37 1.00 0.00 0.000 H-F Stud 1.5 3.5 16 9 30.9 1340 0.9966 1993.4 1.00 1.15 1.1 1.05 1.15 675 405 800 1,200,000 854 506 966 378.09 340.90 340.32 1.00 0.00 0.000 H-F Stud 1.5 3.5 12 9 30.9 1785 0.9947 2657.8 1.00 1.15 1.1 1.05 1.15 675 405 800 1,200,000 854 506 966 378.09 340.90 340.00 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 1,200,000 854 508 966 449.95 395.22 393.65 1.00 0.00 0.000 H-F Stud 1.5 3.5 12 8.25 28.3 2070 0.9953 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 0.9921 3986.7 1.00 1.15 1.1 1.05 1.15 675 405 800 1,200,000 854 506 968 449.95 395.22 393.65 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 1200,000 854 531 875.438 515.42 431.52 430.48 1.00 0.00 0.000 SPF Stud 1.5 3.5 16 9 30.9 1320 0.9944 2091.8' 1.00 1.15 1.1 1.05 1.15 675 425 725 1.200,000 854 531 875.438 378,09 336.17 335.24 1.00 0.00 0.000 SPF Stud 1.5 3.5 12 9 30.9 1760 0.9944 2789.1 1.00 1.15 1.1 1.05 1.15 675 425 725 1,200,000 854 531 875.438 378.09 336.17 335.24 1.00 0.00 0.000 SPF Stud 1.5 3.5 16 8.25 28.3 1525 0.9957 2091.8 1.00 1.15 1.1 1.05 1.15 675 425 725 1,200,000 854 531 875.438 449.95 388.13 387.30 1.00 0.00 0.000 SPF Stud 1.5 3.5 12 8.25 28.3 2030 0.9925 2789.1 1.00 1.15 1.1 1.05 1.15 675 425 725 1,200,000 854 531 875.438 449.95 388.13 386.67 1.00 0.00 0.000 SPF Stud 1.5 3.5 8 8.25 28.3 3050 0.9957 4183.6 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 18.8 3132 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 0.3852 3132.4 1.00 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 1.271 506 1844.5 1011.45 837.57 506.18 0.80 0.00 0.000 H-F#2 1.5 5.5 16 8.25 18.0 3132 0.2858 3132.4 1.00 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 1,271 508 1844.5 1203.70 946.77 506.18 0.53 0.00 0.000 SPF#2 1.5 5.5 18 7.7083 16.8 3287 0.2737 3287.1 1.00 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 1.308 531 1454.75 1484.89 1015.45 531.23 0.52 0.00 0.000 SPF#2 1.5 5.5 16 9 19.6 3287 0.3905 3287.1 1.00 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 1,308 531 1454.75 1089.25 850.18 531.23 0.62 0.00 0.000 SPF#2 1.5 5.5 16 8.25 18.0 3287 0.3158 3287.1 1.00 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 1,308 531 1454.75 1296.30 945.38 531.23 0.56 0.00 0.000 OFF 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 18 19 41.5 1450 0 0.9917 3287.1 1.00 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 1,308 531 1454.75 244.40 235.32 234.34 1.00 0.00 0.000 H-F#2 1.5 5.5 18 18 41.5 1360 0 0.9969 3132.4 1.00 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 1,271 506 1644.5 228.94 220.14 219.80 1.00 0.00 0.000 Page 1 DoLuW CT#14189-Betahny Creek Falls I LOAD CASE (12-13) (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+LuW 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 1 I NOS 3.9.2 Mao.Wall duration duration factor factor use Stud Grade NSdth Depth Spacing Height I Le/d Vert.Load Hor.Load <.1.0 Load Plato Cd(Fb Cd(Fc) Cf Cf Cr Fb Fc perp Fc E Pb' Fc perp' Fc- Fce Pc 1c fc/F'c fb b in. in. In. 5. plf psf plf Fb Fc .si .si .sl psi psi psi psi psi psi psi psi Fb"(1-fc/Fce) H-F Stud 1.5 3.5 16 7,7083 28.4 1075 9.71 0.9951 1993.4 1.60 1.00 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 840 515.42 427.08 273.02' 0.64 376,78 0,586 H-F Stud 1.5 3.5 16 91 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 1,368 506 840 378.09 333.99 191.75 0.57 447.52 0.665 H-F Stud 1.5 3.5 12 91 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 18 8.25 28,3 970 8.13 0.9943 1993.4 1.80 1.00 1.1 1.05 1.15 675 405 800 1,200,000 1,366 508 840 449.95 384.87 246.35 0.64 381.37 0.585 H-F Stud 1.5 3.5 12 8.25 28.3 1425 8.13 0.9974 2657.8 1.60 1.00 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 840 449.95 384.87 271.43 0.71 271.03 0.500 H-F Stud 1.5 3.5 8 8.25 28.3 2355 8.13 0.9981 3988.7 1.60 1.00 1.1 1.05 1.15 675 I 405 800 1,200,000 1,388 506 840 449.95 384.87 299.05 0.78 180.69 0.394 SPF Stud 1.5 3.5 16 7.7083 28.4 10601 9.71 0.9971 2091.8 1.60 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 761.25 515.42 115.53 269.21 0.65 376.78 0.577 SPF Stud 1.5 3.5 16 9 30.9 7001 8.46 0.9115 2091.8 1.60 1.00 1.1 1.05 1.15 875 425 725 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 11251 8.46 0.9931 2789.1 1.60 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 781.25 378.09 328.30 214.29 0.65 335.64 0.587 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 4183.8 1.80 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#2Ii 1.5 5.5 16 7.7083 16.6 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 93 19.8 3172 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 192 1.5 5.5 16 8.251 18.0 3132 8.13 0.4411 3132.4 1.80 1.00 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1430 1203.70 899.13 506.18 0.58 146.34 0.124 SPF#2 1.5 5.5 16 7.70831 18.8 3287 9.71 0.4327 3287.1 1,60 1.00 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1265 1484.89 940.30 531.23 0.56 152.58 0.114 SPF#2 1.5 5.5 16 9 19.6 3287 8.46 0.6033 3287.1 1.80 1.00 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1265 1089.25 806.08 531.23 0.66 181.23 0.169 SPF#2 1.5 5.5 16 8.25 18.0 3287 8.13 0.4790 3287.1 1.80 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 t#####$ 0.979 SPF#2 1.5 5.5 16 19 41.5 660 9.71 0.9941 3287.1 1.80 1.00 1.3 1.10 1.15 875 425 1150 1.400,000 2.093 531 1285 244.40 233.80 106.87 0.46 927.02 0.788 H-F#2 1.5 5.5 16 19 41.5 600 9.71 0.9921 3132.4 1.80 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 0m�a P!GGGGGG GGGoGG 000 Goa o 00 LL ,';428',V4 �m r L� C O mooOG O O 000000 OOo NmN O o0 O G C �7 N O 222 `aaFAEn rvelrvNNN NNN NNN ag m m N N N p � It �._ �OtCm Z n f h n n n n Y n n n n n 0 0 F RR n C r r W 488888 488888 2'41A 2n2 A ?I n LL �N n n Y Y Y N n n Y Y Y An V LLmm m(m0RImp -,m O T b o b uYf 0 N (-3z3 000000 m U 2-'2 NN NNNNNN EEE NNN N NN LL az 282 882828222 222N 22 U IL d - N NN NN tV NN ry U U RR 0 MUSE' 00 0 00000 wo 0 0 0 0 0 0 0 0 0 0 0 0 0 U w N I LLy m Oo ON O FR w � mmmmm nnnnnn n N u 1 0 0 0 0 0 0 N N N N N ry 882 ry N N Y Y Y • LL m m m m m m 00 N m m m EEE EEE m EE a 1 am p o 0 0 0 fi51222222 222222 ,'2,9-9 2 a � m151� ZQ p U3U p mcy 0 222222 8 m m 222 2 22 Q m m a U 3o __rv�rvn NNNNNO nnn nnn N nn ;; n m�n�m mn5< J 0 000000 000000 000 000 0 0. S z W = m 0 t. .-N O mna n p _ N n n n n n n t§0 p n J > mmo mm0 rvMnrvNry nnMNNry 1O".- N YY C m m m m m m m m T2 ILC N N 2 n n h n LL m c N OTTEgi U U Z nnn nn nnnnnnn N N N N N N n N N 113.!:1 g g.------ m I ry ry ry vv r U N N N v h vN N 1 N 1 N 1 N N N N N tttLL LL LL h tt tt LL LL LL U N ..±±±± NNN(a/i fa/1 N 222 H N N N NS • D+L+S+.SW CT#14189-Betahny Creek Falls I I LOAD CASE I (12-15) I (BASED ON ANSI/AF&PA NDS-1997) SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 Ke 1.00 Design Buckiin.Factor I I D+L+S+WI2 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 > Sec0on 2.3.10 Bending Comp. Size Size Rep. Cd(Fb) Cb Cd(Fc) Eq.3.7-1 NDS 3.9.2 Max.Wall duration duration factor factor use Stud Grade Width Depth Spadng 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 lb Ib/ in. in. in. 8. plf psf plf (Fb) (Fc) psi psi psi psi psi psi psi psi psi psi psi Fb"(1-fc/Fce) H-F Stud I.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 1.15 675 405 800 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 1,366 508 966 378.09 340.90 262.86 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 1,366 508 966 449.95 395.22 303.49 0.77 180.69 0,406 H-F Stud 1.5 3.5 12 6.25 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 1,366 508 966 449.95 395.22 320.00 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 1,386 506 986 449.95 395.22 338.41 0.88 90.34 0.267 SPF Stud 1.5 3.5 16 7.70831 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 1.15 875 425 725 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 8 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 0.78 187.82 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 1,366 531 875.438 449.95 388.13 299.88 0.77 180.690.396 SPF Stud 1.5 3.5 12 8.25 28.3 1660 4.085 0.9973 2789.1 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 316.19 0.81 135.51 0.334 SPF Stud 1.5 3.5 8 8.25 28.3 2630 4.065 0.9969 4183.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 333.97 0.86 90.34 0.257 H-F 02 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 1031.58 508.18 0.49 76.29 0.059 H-F#2 1.5 5.5 18 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 1844.5 1011.45 837.57 506.18 0.80 90.61 0.089 H-F#2 1.5 5.5 16 8.25 18.0 3132 4.065 0.3479 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1203.70 946.77 506.18 0.53 73.17 0.062 SPF#2 1.5 5.5 18 7.7083 16.8 3287 4.855 0.3304 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1484.89 1015.45 531.23 0.52 76.29 0.057 SPF#2 1.5 5.5 16 9 19.6 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 90.81 0.085 SPF#2 1.5 5.5 18 8.25 18.0 3287 4.085 0.3750 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1296.30 945.38 531.23 0.56 73.17 0.059 SPF Stud 1.5 3.5 16 14.571 50.0 255 4.23 0.9959 2091.8 1.80 1.15 1.1 1.05 1.15 875 425 725 1,200,000 1,366 531 875.438 144.26 139.02 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 H-F#2 1.5 5.5 16 19 41.5 865 4.855 0.9970 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1844.5 228.94 220.14 139.80 0.64 463.51 0.584 Page 1 T T T yTy Ty Ty T T T T T T 2 T T T T it m 2 2 N y A N N N N N N N N N N N N N N N N N 9 P m,"? 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L .i li_ - Dom. ; _ ( / P? - �--1_ 2. �: ../., 2 • , " • v�m8 ; , : , t r I ;DZ� • , 1 ; i �ji� ' 11,, , ; 3190 } , • ` liret(0 ' 1�) , is i I , , i 4 , 51u1� i to � ' 1 f 5 i • - - /2,37... • I ' . i .i- - --- - - - _ , 1- i ! i 1..t I Y. .,..-1r r�r r I / Structural Engineers ( •eg_ CC nf�S ¢ ?�•6 4- 3 _ MrLav I T� / Design Maps Summary Report Page 1 of 1 tEGS 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 l soao�o $ -x.B.averton: h, R,4 g,. ; ..�: .1. __�__ - --:•‘;'-'27`-'Y--4F;* .W-k-.. li .'• ,,J -,,T7 ',4414;04,'' ----sie:.,t10: '.ueer.....::::2 C.:.. ....1.?Iti‹:/, ;4:,,.,;:f-i. ,-,-,=', Fe.,g.=-. 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Qacst.F USGS-Provided Output SS = 0.972 g SMS = 1.080 g Sos = 0.720 g Sl = 0.423 g SMS = 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 NEHRP" building code reference document. MCER Response Spectrum Design Response Spectrum 0.29 1.10 0.90 0.99 0,72 0.99 0.64 0.17 0.56 a 0,42 V 0,49 WS 0.55 ! to 40 1 0.44 0.32 0,33 0,24 0.22 0.16 0.11 0.09 • 0,00 0.00 0.00 0.20 0.40 0.60 0.90 1.00 1.20 1.40 1.60 1.80 2.00 0.00 0.20 0.40 0.60 0.90 1.00 1.20 1.40 1.60 1.80 2.00 Period,T(sec) Period,T(sec) Although this information is a product of the U.S.Geological Survey,we provide no warranty, expressed or implied,as to the accuracy of the data contained therein.This tool is not a substitute for technical subject-matter knowledge. http://ehp2-earthquake.wr.usgs.gov/designmaps/us/summary.php?template=minimal&latit... 9/14/2015 2012 IBC SEISMIC OVERVIEW SHEET TITLE: 2012 IBC SEISMIC OVERVIEW CT PROJECT#: CT#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= 1.00 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 S,= 0.50 Figure 1613.3.1(2) Figure 22-2 Latitude= Varies N Longitude= Varies W http://earthquake.usqs.qov/research/hazmaps/ http://earthquake.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= 1:60 Figure 1613.3.3(2) Table 11.4-2 SMS=Fa*Ss SMS= 1.17 EQ 16-37 EQ 11.4-1 SM,= Fv*S, SM,= 0.75 EQ 16-38 EQ 11.4-2 SDs=2/3*SMS SDs= 0.78 EQ 16-39 EQ 11.4-3 SD,=2/3*SM, SD,= 0.50 EQ 16-40 EQ 11.4-4 8. Seismic Design Category 0.2s SDCs= D Table 1613.3.5(1) Table 11.6-1 9. Seismic Design Category 1.0s SDC, = D Table 1613.3.5(2) Table 11.6-2 10. Seismic Design Category SDC= 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 no= 3.0 N/A Table 12.2-1 14. Deflection Amplification Factor CD= 4.0 N/A Table 12.2-1 15. Plan Structural Irregularities - No N/A Table 12.3-1 16. Vertical Structural Irregularities - No N/A Table 12.3-2 17. Permitted Procedure Equiv. Lateral Force - Table 12.6-1 Page 1 2012 IBC EQUIV.LAT.FORCE SHEET TITLE: 2012 IBC EQUIVALENT LATERAL FORCE PROCEDURE PER ASCE 7-10 CT PROJECT#: CT#14252:Plan 3410 • • Sos= 0.78 h„ = 18.00(ft) S = 05 X = 0.75A E7- 12 -2 SDI 0 SC OS(Table 8 ) R= 6.5 C.=:,,z,4:,',.0.02.0 ASCE 7-05(Table 12.8-2) IE= 1.0 T= 0.175 ASCE 7-05(EQ 12.8-7) S,= 0.50 k = ::'1 ASCE 7-05(Section 12.8.3) TL= x x� F;ryfi ASCE 7-05(Section 11.4.5:Figure 22-15) Cs=Sips/(R/IE) 0.120YW FY ASCE 7-05(EQ 12.8-2) Cs=SD,I(T*(R/IE)) (for T<TL) 0.440 W ASCE 7-05(EQ 12.8-3)(MAX.) Cs=(s01*TO/(TZ*(R/IE)) (for T>TL) 0.000 W ASCE 7-05(EQ 12.8-4)(MAX.) Cs=0.01 0.010 W ASCE 7-05(EQ 12.8-5)(MIN.) Cs=(0.5 S,)/(R/IE) 0.038 W ASCE 7-05(EQ 12.8-6)(MIN.if S,>0.6g) CONTROLLING DESIGN BASE SHEAR= 0.120 W VERTICAL DISTRIBUTION OF SEISMIC FORCES PER ASCE 7-10 SECTION 12.8.3 (EQ 12.8-11) (EQ 12.8-12) C,. = DIAPHR. Story Elevation Height AREA DL w1 w; *h;'` w, *h,'` DESIGN SUM 1 LEVEL Height (ft) h; (ft) (sqft) (ksf) (kips) (kips) EwI *h;'` Vi DESIGN Vi _ r Roof' _:' 18'00 18.00i`'`''1460 i,°0A22 32.12 578.2 0.59 3.58 3.58 2nd ;k 8.00 10.00 10.00;,': 1460, ar0:028 40.88 408.8 0.41 2.53 6.11 ; 1st(tiase); 10.00 , 0:00 SUM= 73.0 987.0 1.00 6.11 E=V= 8.73(LRFD) 0.7*E= 6.11 (ASD) DIAPHRAGM FORCES PER ASCE 7-10 SECTION 12.10.1.1 (EQ 12.10-1) Design Fp, = DIAPHR. F; E F; w; E w; Fpx = EF; *wp, 0.4*SDS*IE*Wp 0.2*SDS*IE*Wp LEVEL (kips) (kips) (kips) (kips) (kips) Ew, FP, Max. Fp. Min. Roof 3.58 3.58 32.1 32.1 4.99 3.58 9.99 4.99 2nd 2.53 6.11 40.9 73.0 6.36 3.42 12.71 6.36 1st(base) 0.00 0.00 0.0 73.0 0.00 0.00 0.00 0.00 Page 1 ASCE 7-10 WIND Part2 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM USING LOADS FROM ASCE 7-10 CHAPTER 28,PART 2 CT PROJECT#: CT#14252:Plan 3410 NS E-W F-B S-S 2012 IBC ASCE 7-10 Ridge Elevation(ft)= 30.00 30.00 ft. Roof Plate Ht.= 18.00 18.00 Roof Mean Ht.= 24.00 24.00 ft. - -- Building Width= 34.0 43.0 ft. V ult. Wind Speed 3 Sec.Gust= 120 120 mph Figure 1609 Fig. 26.5-1A thru C V asd. Wind Speed 3se�swat=Eor93 ,T 93imph (EO 16-33) Exposure= B B lw= 1.0 1.0 N/A N/A Roof Type= Gable Gable Ps3a A= 28.6 28.6 psf Figure 28.6-1 Ps30a= 4.6 4.6 psf Figure 28.6-1 Ps30c= 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 Kit= 1.00 1.00 Section 26.8 windward/lee= 1.00 1.00(Single Family Home) A* I : 1 1 Ps=X'KZt'I'P e30= (Eq.28.6-1) PsA= 28.60 28.60 psf (LRFD) (Eq.28.6-1) Pse= 4.60 4.60 psf (LRFD) (Eq.28.6-1) Psc= 20.70 20.70 psf (LRFD) (Eq.28.6-1) Psu= 4.70 4.70 psf (LRFD) (Eq.28.6-1) Ps A and C overage= 24.7 24.7 psf (LRFD) Pseand oaverage= 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 Ac AD AA AB Ac 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-VV) 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 Ar= 850 Ar= 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-t 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 0.00 - 10.00; 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(NS) 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 4.3P CT PROJECT#: CT#14252: Plan 3410 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' 'n. 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"wl 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: LATERAL.NYS'(front to back-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 1= 3.58 kips Sum Wind N-S V I= 5.22 kips Min.Lwall= 2.57 ft. (0.6-0.14Sds)D+0.7pQe 0.6D+W per SDPWS-2008 pc= 1.00 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wnd Wind Wind Max. Wall ID T.A. Lwall Logy eff. C o w dl V level V abv.V level V abv. 2w/h v i Type Type v i OTM Row Uoet Us„m OTM RoTM U„et Li nom Un„n, HD (sqft) (ft) (ft) (kit) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext. left:1"',':'730 0.5:":3:6'.9":,..:'',1-."99±/,',.:9.)5 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. left 27"N-:. 0,,;;„0.0'x+` 0:0.?"`,1':00`,x''0:00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0?::::0.0,';=i:0.0r.„1.00::;'0.00 0.00 0.00 0.00 0.00 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•',%'-', ;1:005;'',+'0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- - 0 0.00 0.00 0.00 4.00 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 Ext: left4 " 0 .0.6;:0.0: `1.00.:^0,00: 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0.0:,j 0.0;, 1.00=:;:0.00; 0.00 0.00 0.00 0.00 1.00 0.00 0 --' - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 .r 0.0 0.0' .:1.00 ;0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 }0.0 0.0':;1.00;' 0.00; 0.00 0.00 0.00 0.00 1.00 0.00 0 -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - . ` ; 0` 0.0 '"'0:0 ".1x 00 ,%'.0.00: 0.00 0.00 0.00 0.00 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 39.5 40.0 . 0.90. 015 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 Ezt. right2.:J "0 -'0.0. .:.0.0; 1.00,: 0.00. 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.0 0.0" 1.915';%,'9.06. 0.00 0.00 0.00 0.00 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 x:50.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 '; O:Os .T.00='';0:00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Exti righi4'-<,`,';y:'0".,:0.0)",'?x00 : 1'.00';x,0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0: ;,O.O�s :0.0� 1.00` X0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext: right5 :x 0.0,".1.00., 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 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 0'; ,'0.0,;r,0:0- :1;.00 0.00, 0.00 0.00 0.00 0.00 1.00 0.00 0 --- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ' 0 0.0 ` 0.0 1.00' 0.00; 0.00 0.00 0.00 0.00 1.00 0.00 0 -- - 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.:.,1`.00;.;0.00. 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - ' 0 .0:=;x,0:0 >1.00:::0.00. 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - . - ` 0 '0.0 0.0 1:00 0.00: 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 iz:0.0;:O.0:..:1".00:S:0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.0.:"=:0.0 ' 1.00'•;-0.00. 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - .-;0 .9:0 0.0 a oo;: 0.00 0.00 o.00 0.00 0.00 1.00 0.00 0--- 0 O.o0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0',,1.00 ':`0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0,00 0.00 0.00 0.00 0.00 0.00 F:'0--v>"0.0 ;;0.0 ;''?1.00;40.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0:0' . 0.0''r 1:00 Y' 0:00: 0.00 0.0o o.o0 0,00 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 EVwind 5.22 EV Eo 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= 10 ft. Seismic V i= 2.53 kips Design Wind N-S V I= 2.94 kips Max.aspect= 3.5 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 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. C0 w dl V level V abv. V level V abv. 2w/h vi Type Type vi OTM ROTM Unet Veum OTM ROTM Unet Unum U.., HD (sqft) (ft) (ft) (kit) (kip) (kip) (kip) (kip) p (pIf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext. left 1 730 42.3 42.3 0.94 0.15 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. 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 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - "` ` 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. right1" 730 46.3 46.3 0.87 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 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 O 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 O 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 O 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 O 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 O 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 O 0.0 0.0 '1.00 0.00 0.00 0.00 0.00 0.00 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 EVwind 8.16 EVE0 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=;A,;.;;;9,ft. Seismic V i= 3.58 kips Design Wind E-W V I= 5.94 kips Max.aspect=i,',::,23.'5,,XSDPWS 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 Wnd Wind Wind Max. • Wall ID T.A. Lwall Logy et1. C 0 w dl V level V abv. V level V abv. 2w/h v i Type Type v i OTM RQTM Line Ueum OTM RoTM Unet Us„m Us„m 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) Front'BR2' `,,.!4:520,-L,'.16°::5 -,11.'5., 11:00:',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. x �1:00;' --'0.00: 0.00 0.00 0.00 0.00 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' BR3'? s;x,416,:=1:'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' : c'.:.01;, 2:8_ z i,7:8,', .1'.00 ::0.15: 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:F: El- „.0°x":0.0 1: .'000.00; 0.00 0.00 0.00 0.00 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 ciF,.0,e„`0.0 ` z0.0;;.;;1'.00,;.;;0:00 : 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 'x 0.•i"0:0`i. 0.0 ' :1'.00 0.00, 0.00 0.00 0.00 0.00 1.00 0.00 0 -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Gar Rear,_'` r"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 Gar- Rear:74,.: 0.0`,,., 0:0;,'1:'00:-.'0:00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - -x"0:?-,d.6;,-:"0:0 'F 1:00 0:00 0.00 0.00 0.00 0.00 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 MSTR',;',4730`(;,21.8„'';'27.8;_;,x,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 ''',1'.:10,i,-:0;: 0'0"':.1':0 --0':'x0.00' 0.00 0.00 0.00 0.00 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;`az 0.0,..7. 0:0:,x',1.00'•'0.00 0.00 0.00 0.00 0.00 1.00 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'i: 0:0 cE: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' E1100„°,''0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 :,;,,o..:,',-,;0.0,,.:'-:,0.0';!...,190:1: : ;0:00 --0.00 0.00 0.00 0.00 1.00 0.00 0 -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - . 0°. 0.0;;x '00 r"'1%:'.00'':'0:00. 0.00 0.00 0.00 0.00 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 ..,_,0',,, O:0 x;''0.0`-':".1.00` 0.00; 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0.?,.;-'0.0.1.:,.c:^0.0 ;1:00,d'0400 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 O'"-'0.0'�f"0:0•"'..1'.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 ;7,0.0 .'';-;10:0.:.1:.00 g 0.00. 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ' - '%t='iff 0.00.0°':1000.5 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ``'-0; ';0.0." 0.0 7'1:00,- 0.00. 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0'x. 0.0.• x 00,1,1 00 9.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - "`>F0 ', 0.0:T0:0;'" 1`.00'''''0.00" 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - _ 0 ,0.0 ' :1.0.0. 1.00 . 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 `0y;x- 0.0 r 0.0,47-x.00:',.0.00 0.0o 0.00 0.00 0.00 too o.00 o--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 o.QO 0.00 0.00 - ;"70':!':'„0.0'.'.:0.0 1.00 0.00 0.00 0.00 0.0o 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - ;,ri sb:1 0.0:'°`0.0 ;11'.00:"6.96 o.00 o.00 o.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 . 1460 39.3 39.3=L eft. 5.94 0.00 3.58 0.00 EV,„„d 5.94 EVEQ 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.aspect= 3.5 SDPWS Table 4.3.4 Sum Seismic V i= 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 pL= 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 L)L en, C o w dl V level V abv. V level V abv. 2w/h v i Type Type v i OTM ROTM Unet Urn OTM Row line U,,,n, U,,,,, 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 11.3 1.00 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 3.0 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 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 O 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - O 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 Kit* 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 O 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 O 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - O 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - O 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 '0.00 0.00 0.00 1.00 0.00 0 -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 • - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - O 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - O 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 EVwmd 9.64 EVE) 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::PIarn 3410.,e:..,4m,:.::,"",, " :SHEARWALL WITH FORCE.TRANSFER ;,, - ID: Front UpperBR2`; ' , ., , Roof Level w dl= 150 plf V eq; ' ' .ia0lor, 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 ► • ► v hdr eq= 67.8 plf •H head= v hdr w= 113.0 plf 1 „ .083`xW`. Fdragl eq= 170 F2 eq= 170 „., • Fdragl w= s 3 F2 -283 H pier= v1 eq= 120.0 Of v3 eq= 120.0 plf P6TN E.Q. ' >;.'4_.Oax ; vi w= 200.0 pff v3 w= 200.0 plf P6 WIND feet H total= 2w/h= 1 2w/h= 1 9.083 Fdrag3 eq= • F4 e.- 170 feet . Fdrag3 w=283 F4 w=283 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 67.8 plf P6TN s 4`0`D';:' EQ Wind v sill w= 113.0 plf P6TN feet OTM 7085 11808 R OTM 4872 5951 e UPLIFT 204 541 Up above 0 0 UP sum 204 541 H/L Ratios: L1= ,c"3.3L2=i?%:',.`.. ,:5:0 L3=';?t x/:.'3.3 Htotal/L= 0.79 4 0 4 0.4 ' Hpier/L1= 1.23 Hpier/L3= 1.23 L total= 11.5 feet JOB#: CT#14252:Plan 3410 SHEARWALL WITH FORCE TRANSFER ID: Front Upper BR3* Roof Level w dl= ` .150 plf 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 ► •H head= A v hdr w= 92.9 plf 1.083 •v Fdragl eq= 223 F2 eq= 223 • Fdragl w= . F2 -302 H pier= vi eq= 122.4 plf v3 eq= 122.4 plf P6TN E.Q. 5.0 vi w= 166.1 plf v3 w= 166.1 plf 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= 4.1 L2= 6.5 L3= 4.1 Htotal/L= 0.62 4 I. il 1.4 Hpier/L1= 1.21 Hpier/L3= 1.21 L total= 14.8 feet JOB#:IDT#.14252:Plan.;3410! .z.:!7;',..:', ,-i: SI-lpfIJ31NALLNITH FORCE TRANSFERI--§ ID:;FJ-9":40r;(-0' 'Roof Level w dl=j,,,,, , ..150: plf V eqiii.iit,: it"Itf. pounds V1 eq= 0.0 pounds V3 eq= 0.0 pounds V w=!'!...L. .:::0.0, pounds V1 w= 0.0 pounds V3 w= 0.0 pounds .- ____* v hdr eq= 0.0 pff •H head= 1 ff v hdr w= 0.0 p 1.083:',- Fdragl eq= 0 F2 eq= 0 Fdragl w= • F2 -0 H pier= vi eq= 0.0 pff v3 eq= 0.0 pff — E.Q. .; 2.51 .,.... m... vl w= 0.0 pff v3 w= 0.0 p/f — WIND feet H total= 2w/h= 1 2w/h= 1 9.083 Fdrag3 eq= I F4 e.- 0 feet A Fdrag3 w=0 F4 w=0 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v si//eq= 0.0 pff — g.'.,7, 1:CiP1 EQ Wind v sill w= 0.0 pff — feet OTM 0 0 R OTM 2213 2703 UPLIFT -312 -382 Up above 0 0 UP sum -312 -382 H/L Ratios: L1=.i::"..,: 14 L2=•4 - _5.0 L3=:;;,!,,:":. :1,4 Htotal/L= 1.17 Hpier/L1= 1.82 -4 Hpier/L3= 1.82 L total= 7.8 feet JOB#: CT#14252:Plan 3410 SHEARWALL WITH FORCE TRANSFER ID: Rear Upper MBR* Roof Level w dl= ' .'150 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 • Fdragi w= •0 F2 - 131 H pier= v1 eq= 8.6 plf v3 eq= 8.6 plf P6TN E.Q. 4.0 : v1 w= 179.6 plf v3 w= 179.6 plf P6 WIND feet H total= 2w/h= 1 2w/h= 1 9.083Fdrag3 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 • H/L Ratios: L1= 18.0 L2= 6.0 L3= 3.3 Htotal/L= 0.33 4 1. 4 0.1 0 Hpier/L1= 0.22 0 Hpier/L3= 1.20 L total= 27.3 feet JOB#.icT#14252,'Plan 3410j1:`,,, ,.•7 ,-.,-:,: „.,,v'>e ' : : " SHEARWALL-WITH FORCE TRANSFER .. ID Rear Lower LIV ,E ,u - .. Roof Level w dl=, , ',150'` plf V eq c.• 850M pounds V1 eq= 425.0 pounds V3 eq= 425.0 pounds V w=i1,;;;136'.010r pounds V1 w= 680.0 pounds V3 w= 680.0 pounds ► ► v hdr eq= 50.0 plf ► •H head= A v hdr w= 80.0 plf ,:.2.043 v Fdragl eq= 300 F2 eq= 300 A Fdragl w= ,;0 F2 -480 H pier= vl eq= 170.0 plf v3 eq= 170.0 plf P6 E.Q. :50::.-_ v1 w= 272.0 plf v3 w= 272.0 p/f P6 WIND feet H total= 2w/h= 1 2w/h= 1 10.083 Fdrag3 eq= :I 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 EY:-..-.0EQ EQ Wind v sill w= 80.0 plf P6TN feet OTM 8571 13713 R OTM 10646 13005 y * UPLIFT -127 43 Up above 0 0 UP sum -127 43 H/L Ratios: .5. = .,_., =....__ ... . L1-' 2.5' L2-` 12.0 L3-„ -_, '2.5 Htotal/L= 0.59 , 4 Hpier/L1= 2.00 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 v hdr eq= 111.0 plf ---0- A i•H head= T v hdr w= 136.6 plf 2.083 if Fdragl eq= 321 F2 eq= 234 • Fdragl w= '5 F2 -287 H pier= v1 eq= 169.5 plf v3 eq= 169.5 p/f P6 E.Q. 5.0 v1 w= 208.4 p/f v3 w= 208.4 plf P6 WIND feet H total= 2w/h= 1 2w/h= 1 10.083 • Fdrag3 eq= F4 e.- 234 feet • Fdrag3 w=395 F4 w=287 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 111.0 Of P6TN 3.0 EQ Wind v sill w= 136.6 plf P6TN feet OTM 16234 19964 R OTM 7745 9461 UPLIFT 614 759 • Up above 0 0 UP sum 614 759 H/L Ratios: L1= 5.5 L2= 5.0 L3= 4.0 Htotal/L= 0.70 • • 4 4 0. Hpier/L1= 0.91 Hpier/L3= 1.25 L total= 14.5 feet I, 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 (lbf) Deflection(in.) Load Factor 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 Loadingf',b,c,dl (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 ore for a single portal-frame segment(one vertical leg and o 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 nota 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 a 2'to 18'rough width of opening I per wind design min 1000 lbf forsingledouble or oue portal on both sides of opening } _ t - Pony opposite side of sheathing - •,i t wall height " 1.-"..4:"2(1' 'a a .. ,a�': ,;�:.:,,. ..._•�,ex° u,, ?.,, ;,6 .t ,�»?:= IF,.I = -• �.. g Fasten top plate to header n t3`Xx 1.1'-'`1/ sial der°.•ti_:.. re ail. with two rows of 16d fos j ',4 ,-,;,-.4.% sinker nails s f 16d typ ��y.�c� «�°--steal,heddernat�awed ;;�_�:�:<_�..�� :•, 4•`, : :� .':8 ""'., g3^_":':,..Y� ?',.-;- s?-x;?:. .:fit.'^.,.. c3: _ _cgs• • Fasten sheathing to header with 8d common or Min.3/8"wood structural 12' • galvanized box nails at 3°grid pattern as shown ... /panel sheathing max total , Header 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 • shall occur over and be 10' Min.double 2x4 framing covered with min 3/8" nailed to common blocking max r' thick wood structural panel sheathing with within middle 24'of portal rj• 8d common or galvanized box nails at 3°o.c. height.One row of 3"o.c. height ^•• in all framing(studs,blocking,and sills)typ. nailing is required in each panel edge. Min length of panel per table 1 - Typical portal frame 15. q construction Min(2)3500 lb strap-type hold-downs a` • ;. (embedded into concrete and nailed into framing) 4 -z Min double 2x4 post(king �, and jack stud).Number of —Min reinforcing of foundation,one#4 bar t_ jack studs per IRC tables it• x„. top and bottom of footing.Lap bars 15°min. R502.5(1)& 2. ` 14 i�t t s i la `Min footing size under opening is 12"x 12'.A tued-dow rnn 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 0