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Specifications (17)
4 S7.L l6 - 00`'t RECEIVED / 7 r 3 s� vz� CT ENGINEERING SEP 2016 Structural Engineers INC. f"� �j r 180 Nickerson Street Suite 302 Seattle. WA 98109 °+1 I OF TIGARD 206.285.4512 (V) 206.285.0618 (F) BUILDING DIVISION #15238 Structural Calculations River Terrace Eo PRp, Plan 3410 � \AGINe 0 �� F, so F . Elevation B td Tigard, OR t R2 \°\< W\V�'FS T22'G\0<s�, Design Criteria: 2012 IBC (ORSC, OSSC) 10/19/2015 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 180 Nickerson St. INC Suite 302 Seattle,WA 98109 (206)285-4512(V) (206)285-0618(F) Polygon Northwest Company Multiple locations in Tigard,OR DESIGN SUMMARY: 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./Mech. 1.5 psf ROOF DEAD LOAD 15.0 PSF FLOOR floor finish 4.0 psf NO gypsum concrete 0.0 psf 3/4"plywood(O.S.B.) 2.7 psf joist at 12" 2.5 psf Insulation 1.0 psf (1) 1/2"gypsum ceiling 2.2 psf Misc. 2.6 psf FLOOR DEAD LOAD 15.0 PSF 0 I--- I —I GABLE END TRUSS �� MIN. HDR � MIN. HDR RBb2 I x RB.bl ( _1 I o n i I E � I cxv Ce I •N ! I I II I I I I� I 1 r_ I n I�i 1 LI {I it I� I E iI IIIIIIIIIIIIIIIIIIII I i 1 In 1 1 n I i 'FUSSES AT 24" 0. . TYPICAL 1 I '41 1E .Ix I [p I oa I I ce x N J 1 I I 11 I F, f II I A f� I � I 1 Ie I 1 I EI 1 I II 'I , 1 1-r---35'-1 ` ,Q 12 I 8 i, ArnC I 1DiIoD IACCESS a I I I- I 1 I 1I r I 1 I I I I I 1 1 I I .. I • I I MIN. HDR GABLE ENt TRUSS j I J r-- GABLE JGABLE END PUSS r T I RB.b5mIN IHDR 1 GABLE Dpi USS J L 1 0 Plan 34108 ROOF FRAMING PLAN 1/4„_1,Q, AMERICAN MODERN 0 S182 MST37 MST37 /P(,:, j I 810 P ® I r10 IW x ) I -1 1 I 3 Ir rHis bi 1 0 SIDE P6 (-87--, o I CID THIS SIDE E t t ' r All_______I L j f It r i 1 1 I 1 MST37 MST37. 8 CO S1.2 joe MST37 MST37 MST37 MST37 8 S1.2 Plan 34108 UPPER LEVEL SHEARWALLS 1/4"=1'-0" AMERICAN MODERN S18.2 S8 ,STHD14 STHD14 ®®431, , G _... SHHI}14 4XI O HDR t s gni a -- ® ,,� 2 2X8 HD' 2 2X8 HDR 2)2Xf3 HB. i r3 B-3 -.- .� I i Fy :.::: ::..: 1 2 i I - ,[ i 1�1 1 ,� + : (2J KING STUD• ..._. ko 4,4; I I� I6TRIM ST}It €2 �L : _ i[ [0EACH,SI)E PO . r-. 0 i• `FIXTJRES ABO I—moi - ' ai I , ---) 1 N fff iii w d. t _ , ti ..... 1 - 'I J N , 3I III ce i-I FIXTURES C) I ABOV- I co — \1m I i -r N -RA �JAZL LSL �y 14 FB 1 N 3N "' : ° ! :` $I 3--flo, ......._ z el"... .-.7-61,_=-_-.°27,,,... tr ❑_ E a ]1,1T_ .�. '. _.. .. R1 �A tom': THIS P8 ' - - $4---i:= -- f - iy a t THIS SIDE' j p B.7 I - i/\'\/ 1\si$fTAIR I Ito° SIDE 11 a,1 I , 1\FRAMING { : .� a a7 I B 8 =1L._J.1- B.9 ��_ STFID14 r. .,, -- i.iiit: .. L 14 FB " R. . ,�. � SL 13/�X 444;4-- 2X8 16 O.C. S vI L; TOP OF CLOSET \ / \ I 1 I r ,i, 1 1 1 I _.._ iR 9\1 1. i 1 I ag I L_—_J � 6,g� / 1R1.\ I 3 „ , '' ' I 11 i < ce I ... E' R E1 I o 1r1 _ s s,.,o - ----�T 7 i ' -RIMS C• ARD s. a CRICKETB.17 0Ht, _n(2 _ H Iate'_ t i `v C5: H {, 11,4•11.°... I♦`� ,a ST37 l'i 3 FLOOR N u < m S6.1 t�n © gra 4 1 1 t ;EXTEND RIM © @I f� P CHORD 18 �� _s f � 1.� [ [ jB Sh,D74��� i�r'1 1111 01) �� ��b�imi 1 [ 0 TRUCTURAL FACISA S71C' FRAME � I '-' 1 1247 -,- RE H6' [ rn CS I E dROOFITRUSSES w = I " [ ®2} O.C. [ x [ [ ANti 1 Iv 1 t , rik -- , t El 1 y� GABLE TRUSS j 4X4 POST t 4X4 POST ' PLATE HEIGHT AT SEE SHEET A9 ®' ... UPPER LEVEL: 8'-1" FOR WINDOW PLATE HEIGHT AT HEADER HEIGHTS. MAIN LEVEL: 9'-1" MAIN LEVEL SHEARWALLS 34108 UPPER LEVEL FLOOR FRAMING AMERICAN MODERN ♦ 34'-0' 3'-3 - 73-63/2 -6. 13'-3' { r '-6' f; 5 I 3 r THIBKEDGE / SLAB EDGE--JJ7 119 so 3)/- CONC. SLAB 00 d j n 0'-5 I 00 _JiIt�l____ Al ♦ ♦ . I�Ir-.----74-- - - _-SR1014} SIryD14_- r y' IIT I I 1 1 �--� T , LTJE LTf ® f D1 ' 19519010 FTC n r , i � W/(2)y/4 EA.WAY ',--y--fit_—_—_—_—_—_—_r TYP II N.O L' LT S J J I� 7 i I I j 915.7.1I'S rT1 Et-1 016.O.C.U.N.O. a ,6.--11,-1--------------i- I I W LTJ L.J Ea.y INSTAI I SYSTEM TO ` lk .- ALLOW ADEQUATE a % DRAINAGE BENEATH I-11�I� _� p ,�V SLAB ON GRADE AND •^ r r 1 CRAWL SPACE ,_�--�+_—_—_—_—_—_—_� I CONDI00NS L L J LJ 30530510 FIG 0 6'-r '-4'-2X-W/(3 /4 EA.WAY9'_ POST UP �7HIS r FTG - -1 11/��—POST UP THIS ' r-.-POST UW I 1 I I{.1 SIDE SID P6 - 1-$ ---i _ L J I I L1{.�J. om[_r_—_— ,� m j Lt_f f Z,-1 LTacE ';1./S��J LV.�._._.�T_—_—_ Is. YUIAN -' SPACE - , rig J A _ "fS5�s5Lv['�.'_'—•, + — — ,:: \r --e- `///- 1 4 2'-3.}r ,_1_ 10'-O) `-STHD14 ® P4 ®STH014- L1 4—POST UP '$ I I -1 I 0 .316* CONC. SLAB ,-- a n POST UP 1E121---POST UP o In .52 0 0 PI POST UP 81 t POST UP 191-5,1,2" '® - 34ll5 BLOCK OUT j-0'-2141 ®STEM WALL TYP. - LA_315X915 r l ® POST UP •_,_,01- co _.I. r r ELI ---'- 18 1 1 L 56.1 J I _ STRAPS S6 L_- 1 •• I _ i ABOVE`IQ FIXTURE I 5TH014 I r , I ABOVE 1 I� o STHD,4 _, m `I I , 1191 I 3,i" SLAB e SL E 3' 7 1'-10' 1 ♦ � 16'-J' ♦T'-4}�' 6._6. y 2•_03/2• THICKENED SLAB • 34,_0, Idf- EDGE TOP OF SLAB -6• Q f CIF 6'-6' j CRAWL SPACE VENTING: FRAMING CONTRACTOR SHALL REOUIREO: 965 SF/150=6.43 SF=926,4 SO.IN. VERIFY HOLDOWN LOCATIONS PRIOR PRONDED: 942.5 SQ.IN. -13 VENTS 0 72.5 SQ.IN. TO POURING FOUNDATION. LOCATE VENTS WITHIN 36'OF CRAWLSPACE CORNER, UNLESS NOTED. SEE 01 CRAWLSPACE NOTE FOR GROUND COVER INFO. Plan 34108 FOUNDATION PLAN 1/4'=1'-0• AMERICAN MODERN Title: PLAN 3410 Job# Dsgnr: TRE ESIDENCE Date: 1:24PM, 20 OCT 14 Description:SF R Scope: STRUCTURAL DESIGN Rev: 580006 Timber Beam & Joist Page 1 User:KW-0602997,Ver 5.8.0,1-Dec-2003 14252_Plan_3410.ECW:ROOF FRAMING (c)1983-2003 ENERCALC Engineering Software Description 3210B ROOF FRAMING Timber Member Information 0 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 Ar,No.2 Hein Ar,No.2 Hem Fr,No.2 Hem Fir,No.2 Hen Ar,No.2 Hen Ar,No.2 Hen Ar,No.2 Fb-Basic Allow psi 850.0 850.0 850.0 850.0 850.0 850.0 850.0 Fv-Basic Allow psi 150.0 150.0 150.0 150.0 150.0 150.0 150.0 Elastic Modulus ksi 1,300.0 1,300.0 1,300.0 1,300.0 1,300.0 1,300.0 1,300.0 Load Duration Factor 1.150 1.150 1.150 1.150 1.150 1.150 1.150 Member Type Sawn Sawn Sawn Sawn Sawn Sawn Sawn Repetitive Status No No No No No No No _Center Span Data il 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 111 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 fv:Actual psi 56.3 40.8 101.1 82.2 40.8 56.3 44.7 Fv:Allowable psi Shear OK 172.5 Shear OK 172.5 Shear OK 172.5 Shear OK 172.5 Shear OK 172.5 172.5 Shear OK 172.5 Shear OK Reactions r @ 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 UDefl Ratio 744.5 1,750.2 1,690.7 2,684.8 1,750.2 744.5 9,061.1 Center LL Defi in -0.148 -0.074 -0.062 -0.034 -0.074 -0.148 -0.007 UDefl 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 UDefl 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 341 OBD 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- Hem Fir,No.2 Hem Fr,No.2 Douglas Fr- Douglas Fr- Hem Fir,No.2 iLevel,LSL 1.55E Larch,No.2 Larch,No.2 Lards,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 II.. 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 g° 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 @ 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 1 Center DL Defl in -0.018 -0.009 -0.005 -0.039 -0.021 -0.006 -0.115 UDefi 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 UDefi 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 LRev: 5Kr-2Page 1 User:3-203ENE CALCEngin ening D3 Timber Beam & Joist 14252_Plan_3410.ECW:FIoorFraming t (c)1963-2003 ENEHCALC Engineering Software Description 3410BD FLR FRMG 2 OF 3 [Timber Member Information 1 B.8 B.9 B.10 B.11 8.12 B.13 13.14 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 Hem ' X0.00 Level,X0.00 Douglas r- Level,LSL0.00 iLevel X0.00 Level X0.00 Timber Grade5ELarch,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/Pio Repetitive Status 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 9.000 Start ft 1 .500 End ft Point#1 DL lbs 1,606.00 688.00 2,327.00 770.00 @ X X ft Llbs 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 fir: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 1 @ 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 User:KW-0602997,ver 5.8.0,1-Dec-2003 Timber Beam & Joist Page 2 (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.Deft 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: 560006 Timber Beam & Joist Page 1 User:3-2 0 3 ENE,Ver 5.8.0.in1-Dec-2003gSo 14252_Plan_3410.ECW:FIoor Framing (c)1983-2003 ENERCALC Engineering Software Description 341 OBD FLR FRMG 3 OF 3 Timber Member Information B.a15 B.a17 B.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 Fr,No.2 Douglas Fir- Douglas Fr- Douglas Fr- 2.2E Lard),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 Data Span ft 2.00 12.75 5.00 Dead Load #/ft 150.0020.00 220.003.50 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 II 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:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev: 580006 User:KW-0602997,ver 5.8.0,1-Dec-2003 Timber Beam & Joist Page , (c)1983-2003 ENERCALC Engineering Sottware 14252_Plan_3410.ECW:CRAWLSPACE FRAMING Description 3410 ABCD CRAWLSPACE FRAMING Timber Member Information illTYP BEAM Timber Section 4X8 Beam Width in 3.500 Beam Depth in 7.250 Le:Unbraced Length ft 0.00 Timber Grade Douglas Fr- Lardi,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 11 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 Code.i Code Code Suggest Suggest Suggest Lpick _Lplck Lpick Lpick Joist b d Spa. LL DL M max V mail; El Lib L N L TL240 L LL360 L max TL deft. LL deft. L TL360 L LL480 L Max TL dell.TL dell.LL defl LL dell. size&grade width(in.) depth(in.) (in.) (psf) (psf) (ft-lbs) (psi) II (psi) (ft.) , (ft.) (ft.) (ft.) I (ft.) (in.) (in.) (ft.) (ft.) (ft.) (in.) ratio (in.) ratio -1.40E+08- 1 - _ 15.23 = 1 0 66 0.48 13.31 13.45 13 31... 0.44 360 032 495 9 5'TJI 110, 1.75 9.5 19.2 40 15 2380 1220 14 71 27.73 -__ - - 9.5"TJI 110; 1.75 9.5 16, 40 15 2380 12201 1.40E+08 16.11 33.27 16.19115.73115.73 0.72 0.52 14.14 14.29 14.14 0 47 360 0.34 495 9.5"TJI 110! 1.75 9.5 121 40 15 2380 1220) 1.40E+08 18.61 44.36 17.821 17.311 17.311 0.79 0.58 15.57 15.73 15.57 0.52 360 0.38 495 9.5"TJI 110 1.75 9.5 9.61 40 15 2380 1220 L_1.40E+08 .20.80 55.45 19.19 18.64 18.641 0.85 0.62 16.77 16.94 16 77 0.561 360 0.41 495 9.5"TJI 110 1.75 9.5 19.21 40 10 2500 12201 1.57E+08 15.81 30.50 16.341 15.37 15.37 0.64 0.51 14.27 13.97 13.97 0.44 384 0.35 480 9.5"TJI 110 1.75 9.5 16 '+ 40 10 2500 1220 1.57E+08 17.32 36.60 17.36 16.34 18 34 0.68 0.54 15.17 14.84i, -1484 0.46 384 0.37 480 --- 9.5"TJI 1101 1.75 9.51 121 40 10 2500 1220 ---- -- 1.57E+08 20.00 48.80 19.11 I 17.98 17 98 0 75 0 60 16.69 16.34 16.34 0 51 384 0 41 480 480 9.5"TJI 110; 1.75 9.. 4 5 9.61 40 10 2500 12201 1.57E+08 22.36 61.00 20.58; 19.37 19.37. 0.81 0.65 17.98 17.60 17.60 0.551 384 0.44 t 9.5"TJI 210) 2.0625 9.5 19.21,... 40 101 3000 1330 1.87E+08 17.32 33.25 17.32; 16.30,1 16.301 0.681 0.54 15.13 14.81 14.81 0.461 384 0.371 480 9.5"TJI 210 2.0625 9.5 16 40 10 3000 1330 187E+08 18.97 39.90 18.40 17.32 17.32 0.72 0.58 16.08 15.74 15.74 0.49 384 0.39 480 9.5"TJI 2101 2.0625 9.51 12� 40 10 3000 1330 _1 87E+08 21.91 53.20 20.26. 19.061 19.06 0.79 0.64 17.70 17.32 17,32 0.541 384 0 43 480 9.5 TJI 21-01-1 2.06251 9.5 9.61 40 10 3000 13301 1.87E+08 24.49 66.50 21.82 20.53 20.53 0.861 0.68 19.06 18.66 18.66 0.58 384 0.47 480 9.5"TJI 2301 2.31251 9.5 19.21 40 10 3330 13301 2.06E+08 18.25 33.25 17.891 16.83 16.831 0.701 0.56 15.63 15.29 15.29 0.481 384 0.38 480 9.5'TJI 230 2.3125 9.5 16 40 10 3330 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 19.691 19.691 0.821 0.66 18.28 17.89 17 89 0.56..... 384 OAS .._460 9.5"TJI 2301 2.3125 9.5 9.6 40 10 3330 1330' 2.06E+08 25.81 66.50, 22.54 i 21.21 21.21: 0.88j 0.71 19.69 19.27 19.27 0.601 384 0.48 480 -- 9-2 0 0 1 11.875"TJI 1101- 1 1.75 11.875, 19.2 40 10 3160 15601 2.67E+08 17.78 39.00 19.50 18.351 17381 0.67 1667 0 0.54 17.04 16 67 .521 384 0.42 480 11.875"TJI 110 1.75 11.875 16 40 10 3160 1560 2.67E+08 19.47 46.80 20.72 19.50 19.47 0.81 0.65 18.10 17.72'1' FY I7 72 0.55 384 0.44 480 11.875"TJI 110! 1.75 11.875112 40 10 3160 1560, 2.67E+08 22.491 62.40 22.811 21.461 21.46 0.89 0.72 19.93 19.50 19.50 0.611 384 0.49 480 11.875"TJI 1101 1.75 11. 875 9.6 40 10 3160 1560: 2.67E+08 25.14 78.00 24.571 23.121 23.12 0.96 0.77 21.46 21.01 21.01 0 66 384 0.53 480 - 3 11.875"TJI 2101 2.0625 11.875 19 .21 40 10 3799 5 16551 3.15E+08 19.481 41.38 20.61r, 19.391 19.39r 0.81 0.65 18.00 17.62 `1$.7� U.55 59 384 0.471 ', 480 480 11.875"TJI 210 2.0625 11.875 16 40 10 3795 1655 3.15E+08 21.34 49.65 21.90 2061 20.61 0'86 0.69 19.13 18.72. 11.875"TJI 2101 2.0625 11.8751 12 40 10 3795 16554 3 15E+08 24.64 66.20 24 10 22 681 22.681._ 0.91 0.76 I_ 21.05 20.61 20.61 0.64 384 0.521 480 i1 480 11.875"TJI 2101 2.0625 11.8751 9.6 40 10 3795 1655 3.15E+08 27 55 82 75 25 961 24.43 24.43 1.02 0.81 22.68 22.20 22.20 0.69 384 0.55 11.875"TJI 2301 23125 11.8751 19.21 40 10 4215 16551 3.47E+08 20.531 41.38 21.281 20.031 20.031 0.831 0.67 18.59 18.20 1. 18.20 0 57 384 0.48 480 384 0A5 480 11.875"TJI 230 2.3125 11.875 16 40 10 4215 1655 3.47E+08 22.49 49.65 22.62 21.28 21.28 0.89 0.71 19.76 19.34 ' - --- 11.875"TJI 2301 2.3125 11.875 121 40 10 _4215 16553.47E+08 25.97 66_20 24 89_ 23.42 _ 23.421_ 0.98 078 ?1.74 21.28.28 21.28 0.671_ 384 0.53 480 25.23 11 875 TJI 2301.._2.3125 11.875 9 6 40 10 4215 1655y_165.6T-3.47E+08 29.03 82 75 26 81[ 25.231 1.05 0.84 23A2 22.93 22.93 0.72 384 0.57 480 - ......._ _._ _.-. -- - 1 1 11.875"RFPI 4001 2.0625 11.875 19.2 40 10 4315 1480! 3.30E+08 20.77 37.00 20.931 19.691 19.69 0.821 0.66 18.28 17.89 17.89 0.561 384 0 451 480 11.875"RFPI 400 2.0625 11.875 16 40 10 4315 1480 3.30E+08 22.76 !44.40 22.24 20.93 20.93 0.87 0.70 19,43 19.01 .,-19,01 159 384 0.48, 480 11.875"RFPI 4001 2.06251 24.4 ) 23.03 23.031 0.77 21.38 20.93 20.93 11.875"RFPI4001 2.06251 11.875 99 .6: 40� 101 43151 14801 3.30E+081. 30E+081 29.381 74.0 121 40 10 4315 14801 3.30E+08 26.28 59.20 26.37) 24.81 24.81' 11.031 0.83 23.03 22.54 22.54 0.70, 384 0.561- 480 Page 1 DcL+S CT#14189-Betahny Creek Falls I LOAD CASE (12-12) (BASED ON ANSI/AFBPA NDS-1997) SEE SECTION: 2.3.1 2.3.1 2.11 3.7.1 3.7.1 Ke 1.00 Design Bucklin,Factor DOLeS _ c 0.80 Constant > Section 3,7.1.5-_ KcE 0.30 Constant > Section 3.7.1.5--= �....-M==M�CfCFb MRS=1997 NDS====11 INECINIIIIINIIMC-MIMIN Section 2.3.10 _---Bending Cam..011:1 Size m'a___ low111111011113112MMIIIIIIIMIRMINNIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIINIIII -____NIIM_- M=11 duration duratio MED f:I rr10:1___ ___---__- Stud Grade Width Depth S ecin.,Height on Vert.Load Hor.Load <=1.0 Load Plat: Cd(Fc) Cf Fc Pt P 9 ® ��� Pere Fc slrP��� ®� Po/ in. in. In. ft. If ..:f If Fb •si Fb"1-fc/Fce H-F Stud ®®m(�ci �, •, 0.9916'® 1,1 ®, ®1113131®, .®r, 1 200,o00 ®i. NIZE1.00 0.00 0.000 H-F Stud ®®0muma�"'mm 0.9966®®ua 1,15 Kamm 800 1,200,000mczwro 966Etin 340,908 1.00 0.00 0.000 ®®®IIIII �"''MINEMMEL 0.9947 MIMI .00 ®®®i 1.15 wag 405 800 zoo 000MMIIMMINIEZINEM 340.90 340.00M • 0.00 0.000 H-F Stud8.25 28.3 1550 0 0.9921 1993.4 1.00 1.15 1.05 1.15 675 405 800 1,200,000 854 508 449.95 395.22 393.65 1.00 0.00 0.000 H-F Stud �® 8.25 28.3 2070 0 0.9953 2657.8 1.00 1.15 ®1.05 1.15 675 405 800 1,200,000 854 506- 449.95 395.22 394.29 1.00 0.00 0.000 ® H-F Stud ® ��ii 3100 0 0.9921 3986.7 1.00 ®® min® 405 800 1,200,000 854 506 MAW 395.22 393.85 1.00 0.00 0.000 ramm®®mpumu �: miommou 0.9952 2091.9 ®®�®��®1,zoo,000 ® � 431.52 430.48 1.00 0.00 0.000 SPF Stud ®®minim .��' u ®®m' 1.15 875 425 ®1,200,000 554 mailtymn378.09 336.17 335.24 1.00 0.00 0.000 SPF Stud ®®®111] 30.9 1760 0 0.9944 2789.1 1.00 1.15 ®1.05 1.15 675 425 725 1,200,000 854®875.438 378.09 336.17 335.24 1.00 0.00 0.000 SPF Stud 28.3 1525 0 0.9957 2091.8 1.00 1.15 1.05 1.15 675 425 725 1,200,000 854 875.438 449.95 388.13 387.30 1.00 0.00 0.000 SPF Stud_ 1.5_ 3.5 M. 8.25 20304 0.9925 �� 1.15 ®®i 1.15 675 425 725 1,200,000 854®875.438 388.13 386.67 0.00 0.000 SPF Stud 1.5 3.5 MI 8.251i 3050 0 0.9957 4183.6 1.00 1.15 11 1.05 1.15 675 425 725 1,200,000 854®675.438 388.13 387.30 1.00 0.00 0.000 H-F#2 1.5 5.5 16 7.7083 16.8 3132 0 0.2408 3132.4 1.00 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 1,271 508 1644.5 1378.83 1031.58 506.18 0.49 0.00 0.000 H-F#2 1.5 5.5 18 9 19.8 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 1011.45 837.57 508.18 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 -____�--_- 1111111111111111111111 _-_---__- SPF#2 ®® i 7.7083 16.8 3287 0 0.2737 3287.1 1.00 1.15 ®1.10 1.15 875 425 1150 1,400,000 1,308®1454.75 1484.89 1015.45 531.23 0.52 0.00 0.000 SPF#2 9 19.6 3287 0 0.3905 3287.1 1.00 1.15 1.10 1.15 875 425 1150 1,400,000 1,308 1454.75 1089.25 850.18 531.23 0.62 0.00 0.000 �•�®®����'��� 1.00 1.15 ®®'®� .��1,400,000®i ®I 1296.30 ® 0.00 0.000 ..-..- !!1!...1,200.000-------• SPF Stud ®®�� 1__�''�®'' ��___----__-- --- ___- �_ 0.000 SPF#2 ®mmame�. 'im 0.9917 3287.1 1.00 ®®®' 1.15 875 tga�• 1 400 000mmENEORZEIREENIMEMINtualliED 0.00 0.000 H-F#2 1.5 5.5 16 19 41.5 1360 0 0.9969 3132.4 1.00 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 1,271 506 1644.5 226.94 220.14 219.80. 1.00 0.00 0.000 Page 1 D+L*W CT#14189-Betahny Creek Falls I LOAD CASE (12-13) (BASED ON ANSI/AF&PA NDS-1997) SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 Ke 1.00 Design Bucldin.Factor D+L+W -_�= _0.80 constant > -- as0 �E �� S��----CCEMM�__ M� _1997 NDS-_ 11.13.'•'M111[ IMMI Section 2.3.10 ---- M Com..INECILIZUZININIMIIIIIIIMIIIIII �1��IlrN� ®-��- __�_�_--t'�' /� ===�__��____--__- Q�a ,._ 1 9]Q ID Nor.Load Load a Plat=�'Z'[(�["IfR�m� [ 10 11111311111=51®011111®0®INENINNICall -®®®0IIIIII___ .11 1111•111111111111031MININIMNIIMIMIIMIMIINIIIMININIMINM1111111=1111111=11111111M111101111113MEMI NIIN2011®®mFE INEENINNEE1111111:01 0.9951 0l�*E.1®1.05 INNIIIMIlmks 800 1.200,000 -12=111 - ®®111131111•111:11'''® 0.9942 11111133111muum 1.00 ®1.05 IE EL 1,200,0001.1=111103illEMIIIEBENIMICEM 0.685 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 1,366 508 840 449.95 384.87 246.35 0.64 361.37 0.585 H-F Stud 1.5 3.5 12 8.25 28.3 1425 8.13 0.9974 2857.8 1.60 1.00 1.1 1.05 1.15 675 405 800 1,200,000 1,368 506 840 449.95 384.87 271.43 0.71 271.03 0.500 1111 H-F Stud 1.5 3.5 8.25 28.3 2355 8.13 0.9981 3986.7 1.60 1.00 ®1.05 1.15 675 405 800 1,200,000 1,366 506 840 449.95 384.87 299.05 0.78 180.89 0.394 SPF Stud 1.5 3.5 7.7083 26.4 1060 9.71 0.9971 2091.8 1.60 1.00 1.05 1.15 675 425 725 1,200,000 1,366 531 761.25 515.42 415.53 289.21 0.65 376.78 0.577 SPF Stud ®® ��®" 2091.8 1.00 ®1.05® 675 Emma 1,200,000 ]®� 378.09mm 177.78�� 0.818 SPF Stud ®®®�®''-® 0.8931 ®" ®E' ®�� 725 1,200,000®szamanammart 214.29 aniscimon ®®11111131111KEIMIE1 960 MAE 0.9870 111110K1111111131111131 1.1 MI® 675 NMI 725 1,200,000® MELEINNUCI®''- EREfilIMIUM SPF Stud ®®12 8.25 28.3 1405 ME 0.9952 2789.1 1.60 1.00 1.1 Ki® 675 _425 725 1,200,000 1,366®� 376.35 267:62 0.71 271.03 0.490 SPF Stud ® 8,25 28.3 2320 0.9958 4183.6 1.60 1.00 1.1 ®� 425 725 1,200,000 1,386®_�`('�' 376.35 294.60 0.78 180.89 0.383 ____�---- _-----®" �_----- ®®U1 ®� 0.3909 M� 1.60 1.00 ® ® 1,300,000�� I 969.91 506.1811111XEMERII3 ®®���® '�`� `�®'' 1.00 ®®'®�®' �'r 1,300,000��� 'I 804.50 �� �®®manim®''® �' .mgmEgmEimr ®um® �r ®" 1,300,000 2,033 508 1430 1203.70 899.13 506.18 0.56 146.34 0.124 SPF#2 1.5 5.5 fl7.7083 18.8 3287 9.71 0.4327 3287.1 1.60 1.00 ®1.10 1.15 875 425 1150 1,400,000 2,093 531 1265 1484.89 940.30 531.23 0.58 152.58 0.114 SPF#2 1.5 5.5 9 19.6 3287 8.46 0.6033 3287.1 1.60 1.00 1.10 1.15 875 425 1150 1,400,000 2,093 531 1285 1089.25 806.08 531.23 0.66 181.23 0.169 SPF#2 11111111111111 3287 8.13 0.4790 3287.1 111111111 1.10®� 425 1150 1,400,000 2,093®®1296.30 884.69 531.23 0.60 146.34 0.118 SPF Stud 1.5 3.5 ® 14.57 50.0 70 8.46 0.9957 2091.8 1.60 1.00 ®1.05 1.15 675 425 725 1,200,000 1,366 531 781.25 144.28 138.14 17.78 0.13###### 0.979 SPF#2 1.5 5.5 19 41.5 660 9.71 0.9941 3287.1 1.60 1.00 1.10 1.15 875 425 1150 1,400,000 2,093 531 1265 244.40 233.80 106.67 0.46 927.02 0.786 H-F#2 1.5 5.5 16 19 41.5 600 9.71 0.9921 3132.4 1.60 1.00 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1430 228.94 219.02 88.97 0.44 927.02 0.796 Page 1 D+L*W+.5S INENIMINELIIIIIIIIIMIIIN MINI CVO 14189-Betahny Creek Falls LOAD CASE -14) BASED ON ANSI/AF&PA NDS-199 SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 0_60(Constant > Section 3.7.1.5 -- �M 1� NDS KcE 0.30 Constant > Section 3.7.1.5 -- _�---�� ...111.1111.111.1111.11111111 CfCr b a08s Section 2.3.10 ---- Com•. Size 1997 NDS Ma Re..����[�137]�[�1331�Q���� NDS 3.9.2 ad Q.INallPlat duration duratio factor factor use 111.® Stud Grader"Dei h Vert.Load Hoc Load =1.0 Load�Plat=Cd(Fb)Cd(Fc, Cf Cf Cr Fc er EIII Fc perp' ill Fee -®®®�_MMEME- •if __ Fb Fc Si p�_,Si si . sl Po/ _®®����" 1.60 1.15 1.1 1.05®t�®' 800 1,200,000 Fb"1-fc0.59 ®®iFm�mm� 0.998s ��Ea�f3 �llt� 0.674 1.5 1.15 1.05 1.15 675 405 800 1200,000 1,386 506 378.09 340.90 19429 0.57 447.52 0.674 H-F Stud 1.5 ®® ® 4 8.13 0.9983 19® 1,15 ®1.05 1.15 675 405 800 1200,000 1,366 5061.05 1.15 675 405 800 1 200 000 1,366 506 111E3.. 449.95 395.22 250.1378.09 340.90 05 B64 335.64 0.584 8 0.63 381.37 0.596 H-F Stud 1.5 ®® 8.25 28.3 1445 8.13 0.9959 2657.8 1.60 1.15 ®1.05 1.15 675 405 800 1,200,000 1,366 506 449.95 395.22 275.24 0.70 271.03 0.511 H Stud 1.5 ItIONIUMIEEMIEDEIIMEENEKED 0.9960 3986.7 1.60 1.15_®1.05®� 800 1,200,000 ®� � - �� 988���i ..•®' 180.69 0.406 SPF Stud 7.7083 1080 9.71 0.9935 2091.8 .60 1.15 ®1.05 1111111E11/1 200 1,200000ell ®®���� 0.9988 1.60 1.15 ®®i ® 725 1.200,000 431.52 274.29 0.57 0.589 SPF Stud ®®®��� '�� 1.60 ®®�®�`�� 725 1,200,000®®MM�� SPF Stud ®®�����t'E�" 1.60 ®®1.05 �`'.® �r 247.62 0.65 rt 0.577 SPF Stud 1.5 3.5 ® 8.25 28.3 1430 8.13 0.9952 2789.1 1.60 1.15 ®1.05 1.15 675® �_ 725 1,200000 1,3661 366®875.438 4® 388.13 272.3388.13 9 0.503 SPF Stud 1.5 3.5 N 8.25 28.3 2360 8.13 0.9922 4183.6 1.60 1.15 ®1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 299.68 0.77 1® 0.396 MEI 1.5 ®m�i NII ®MENNIMMINIUNIMIIIIIII 1.15 ®III® 850 405 Ilaill 1,300,0001IEDIEIIMEW 506.18 IMMINEEEMINNIED s. �®®�� ® ' " ��� 1.15 ®®'®��c' ®" 1,300,000 '. M�.`U�'+ 0.60111131E11•11111¢1 ®®®majimmaj®agepa 0.4100MI®® ®®1.10 405 1300 1,300,000 506M 1203.70 946.77 506.18 0.531111‘ 0.124 -_____-_-- _ _®_®_�_]'• �� �� 1.60 1_15 ®1.10® �1,460,0001® i ®� � 1111111111111111111.1111111111115111.80 1.15 ®1.10®� .��i 1,400,000® 850.16® 0.82 SPF#2 18.0 3287 8.13 0.4342 3287.1 1.60 15 11111.111111111111511 0.118 1400000 2,093®�1296.30 945.38 53123 0.58 0,118 ---- __ _-� ®�® SPF Stud 50.0 70 8.46 0.0955 2091.8 1.80 1.05 ®® �E®1,200,000®®875.438® 139.02 #/pf#q# 0.979 IIIIMI®®IIIIIIIIMINCIO 660 MILIIIKEIMIll 3287.1 1.60 1.15 1.3 IMUNIMIIIIIIMIMIII 1,400,000 ® ® 101167On 927.02 MIi�.. H-F#2 1,5 5.5 16 19 41.5 600 9.71 0.9901 3132.4 1.60 1,15 1.3 1.10 1.15 850 405 1300 1,300000 2,033 506 1644.5 226.94 220.14 96.97 0.44 927.02 0.796 Page 1 D+L+S+.SW CT#14189-Betahny Creek Falls 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 Ka 1.00 Design Bucklin.Factor D+L+S+W@ c 0.80 Constant > Section 3.7.1.5 __ ___._____ _Cr ---""--- Cf(Fb) Cf(Fc) 1997 NOS KcE IIII Cb 0.30(Constant)> Section 3.7.1.5 BendingCorn.. Size Size Re.. Cd Fb Cb Cd Fc E•.3.7-1 Cb arias Section 2.3.10 � NDS 3.9.2 Max.Wall duration duratio tactor factor use Ewa ® ®� Stud GraderVert.Load Hor.Load =1.0 Load LLr Plat=Cd Fb Cd Fc Cf Cf Cr E _®®®11EU__'MIIMM-IIIIK_ E•1 Fc _����� •I ������������_ •si �� 2111 ��_®���® 0.9935 ��®1.05®102®' 800 1,200,000�r••1111112:1 0661111135111117.110111133(311111i 188.39 ri�' ®��®''�� 0.9923, 1.15 ®1.05®� 800 1,200,000 1,388 508 w 378.09 340.90 246.35 0.72 223.76 0.470 H-F Stud ®®M®' �`''M 0.9976 1.15 ®1,05®�t,'��1200,000 1,368 506 378.09 340.90 262.86 0.77 187.82 0.403 li-F Stud8.25 28.3 1195 4.065 0.9960 1993.4 1.60 1.15 1.05 1.15 675 405 800 1,200,000 1,366 50611E 449.95 395.22 303.49 0.77 180.69 0.406 H-F Stud ®®® 8.25 28.3 1680 4.065 0.9990 2657.8 1.60 1.15 ®1.05 1.15 675 405 800 1,200,000 1,366 508 4®®® 135.51 __®� ERIMEIIIIIIILEINIVIE 0.9999 3986.7 1.60 1.15 ®1.05®� 405 800 1.200,000 SPF Stud 1.5 3.5 16 7.7083 28.4 1315 4.855 0.9907 2091.8 1.60 1.15MICIDIMMINNIM 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 515.42 431.52 333.97 0.77 188.39 0.392 SPF Stud 1.5 3.5 18 9 30.9 965 4.23 0.9970 2091.8 1.60 1.15 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 378.09 336.17 245.08 0.73 223.76 0.466 SPF Stud 1.5 3.5 12 9 30.9 1370 4.23 0.9990 2789.1 1.60 1.15 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 OFF Stud 1.5 3.5 16 8.25 28.3 1180 4.065 0.9922 2091.8 1.60 1.15 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 _®n 8.25 28.3 1660 EI 0.9973 2789.1 _1.15 U 1.05 1.15 425 725 1,200,000 1,366®ison 449.95 388.13 336.49E5 388.13 19 9 081 135 35.54 SPF Stud ®®®® 8.25 28.3 2630 0.9969 4183.6 1.15 ®1.05 1.15 425 725 1_200 000 1,366® H-F#2 1.5 5.5 16 7.7083 16.8 3132 4.855 0.3001 3132.4 1.60 1.15 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1378.83 1031.58 506.18 0.49 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 ®1.10 1.15 850 405 1300 1,300.000 2.033 506 1844.5 1011.45 837.57 506.18 0.60 90.61 0.089 H-F#2 1.5 5.5 16 8.25 18.0 3132 4.065 0.3479 3132.4 1.60 1.15 1.10 1.15 850 405 1300 1,300,000 2,033 508 1644.5 1203.70 948.77 506.18 0.53 73.17 0.062 SPF#2 ®®M 7.7083 In 3287 4.855 0.3304 3287.1 1.60 MM 1.10®n 425 ®' 1,400,000 2.593MINIM 1015.45 531.23 0.52 NIESERIMIXEI 00.61® SPF#2 ®®�� �� ' ' N'' -1.15 ®�®� 425 1,400,000 2,083®� •�'-' �' ®_®�® _® ® ®in� 945.38 531.23 M® 0.059 SPF#2 18.0 3287 4.065 0.3750 3287.1 1.15 1.10 1150 1,400,000 2,093®®® 1111111111111 ®�®so.o-- 0.9959 zo _�____1,2I 1,366-_----5-- SPF Stud ®® ®®®® ®®® ®®®mNINE®®IIIKEZE ' IE ®®1.10® 875 110211111E11,400,000 2,093®1454.75®® 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 1644.5 226.94 220.14 139.80 0.64 483.51 0.594 Page 1 D+L+S+.7E CT#14189-Betahny Creek Falls LOAD CASE (12-18) (BASED ON ANSIIAFBPA NDS-1997 SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 Ke 1.00 Design Buckling Factor D+L+S+El1.4 c 0.80(Constant)> Section 3.7.1.5 KcE 0.30(Constant)> Section 3.7.1.5 - --------1--- --. Cr Cb (Varies) > Section 2.3.10 - Cf b Cf Fc 1997 NDS Bending Comp. Size Size Rep, i Cd Fb Cb Cd(Fel I Eq.3.7-1 NDS 3.9.2 Max.Wall duration duration factor factor use Stud Grade Wdth Depth Spacln•Height Le/d Vert.Load Hor.Load a.1.0 Load Platy Cd(Fb)Cd(Fc( Cf Cf Cr Fb Fc perp Fc E Fb. Fc perp Fc• Fce F'c fc fc/F'c rb 1b/ in. In. in. 8. p8 psf plf (Fb)JFc) psi psi psi psi psisi 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 P 966 515.42 441.22 359.37 0.81 138.53 Fb•(1 f 0.335) H-F Stud 1.5 3.5 16 9 30.9 1010 3.57 0.9980 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 508 966 378.09 340.90 256.51 0.75 188.85 0.430 H-F Stud 1.5 3.5 12 ' 9 30.9 1420 3.57 0.9937 2657.8 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 378.09 340.90 270.48 0.79 141.63 0.364 H-F Stud 1.5 3.5 16 8.25 28.3 1225 3.57 0.9961 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366j 506 966 449.95 395.22 311.11 0.79 158.68 0.376 H-F Stud 1.5 3.5 12 8.25 28.3 1710 3.57 0.9947 2657.8 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 449.95 395.22 325.71 0.82 119.01 0.315 H-F Stud 1.5 3.5 8 8.25 28.3 2700 3.57 0.9966 3986.7 1.60 , 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 449.95 395.22 342.86 0.87 79.34 0.244 SPF Stud 1.5 3.5 16 17.7083 26.4 1395 3.57 0.9984 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 515.42 431.52 354.29 0.82 138.53 0.324 SPF Stud 1.5 3.5 18 9 30.9 1000 3.57 0.9918 2091.8 1.80 1.15 1.1 1.05 1.15 675 425 I725 1,200,000 1,366 531 875.438 378.09 336.17 253.97 0.76 188.85 0.421 SPF Stud 1.5 3.5 12 9 30.9 1410 3.57 0.9962 2789.1 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 378.09 336.17 268.57 0.80 141.63 0.358 SPF Stud 1.5 3.5 16 8.25 28.3 1210 3.57 0.9932 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 307.30 0.79_158.68 0.366 SPF Stud 1.5 3.5 12 8.25 28.3 1690 3.57 0.9940 2789.1 1.60 t15 1.1 1.05 1.15 675425 725 1,200,0001,3661 531 875A38 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 4183.6 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,368 531 875.438-449.95 388.13 339.05 0.87 79.34 0.236 H-F#2 1.5 5.5 167.7083 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 1031.58 508.18 0.49 56.10 0.044 H-F#2 1.5 5.5 16 I 9 19.6 3132 3.57 0.4405 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1011.45 837.57 506.18 0.60 78.47 0.075 H-F#2 1.5 5.5 16 8.25 18.0 3132 3.57 0.3404 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1203.70 946.77 506.18 0.53 64.26 0.055 SPF#2 1.5 5.5 16 7.7083 16.8 3287 3.57 0.3154 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1484.89 1015.45 531.23 0.52 56.10 0.042 SPF#2 1.5 5.5 16 9 19.6 3287 3.57 0.4618 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1089.25 850.16 531.23 0.62 76.47 0.071 SPF#2 1.5 5.5 16 8.25 18.0 3287 3.57 0.3678 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1296.30 945.38 531.23 0.58 64.26 0.052 SPF Stud 1.5 3.5 16 14.57 50.0 285 3.57 0.9981 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 144.26 139.02 72.38 0.52 494.93 0.727 SPF#2 1.5 5.5 16 19 41.5 1020 3.57 0.9910 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 244.40 235.32 164.85 0.70 340.83 0.500 H-F#2 1.5 5.5 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 0.89 340.83 0.513 Page 1 180 Nickerson St. /ilia - Suite 302 Seattle,WA * 98109 Protect - ---, - --- .11-4," .0-- . 4 - 'Dear: '-, : ., (206)2864512 PAX Client: Page Numb= (206)285-0518 . AXE, P4X titt‘ ( 150V .?.- fjht4C *Ali p f 05V IS) .=-12443 v= Fif.... 2„. e (4 fivt) 0fts 310 ftk t. r4-- 101> FT -sal gaik2fikt, „. • , tei 4 ....* (J5 :4ç r.,10-.,;45-4K.,ts 5, ' 91, • ----.ea - .- • 1393r e f-- i p, 5..., - • 11.4"1/`”" 11=. 1,4.eiL 4( s""e. """ l'o....° . .. , :.,...: ...,• 2I /I 5 ' . Structural Engineers ENGINEERING E:11011 180 Nickerson St, Suite 302 N C Seattle,WA Project: TYP ivr-T776. e c.,....- Date: 98109 (206)288-4512 Client: 5,,Mc0 rAiiii-fdr 4—i0i1etest. . Page Number FAX: (206 285-0618 jLE . PF4e5tittlIPT)V A14,914-4‘614g. VALUfS fl rrr-f-- 749_,- -T41.614F-: ifixeez- , _., er.).27ttt Ft4F . • 6.1vi.1.4-&)p , ci4tIs ccliss 4- ,, 4•1,1 .*P , zicop f'$C:- --IYAcit„iiirY14. i - ,Cila , PD < it, ..,....,- 1 100 , fit_ $'56s-- k (42rt-15)- -?-9-, ligfri. t.,,‘,4 101) _.T1,12 A5,_ i.f.,11) 4 ,21".171:3. Qi_ . ....ns) 16 — • Yr frik ligt. 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Structural Engineers 145v 180 Nickerson St. C T ENGINEERINGSuite 302 avn� ( (��+ ,.�,.���� ���]�( / 9,021. _t p Seattle,WA 98109 Projec 1 —r '� ^v ® ` Date: %�O2l �p (2 6)285-4512 '��/ / 1`,` Q,q� FAX: Client: 2072 tl�1ti/ ��08 ��F)vv`� I " WS Page Number: (206)285-0618 [[ _ '""'CCL 1 � ' ( - vs:: 4J i r (/'i lr S� ,�a+�' - { 4..„ , i �2b(� 31_1s- ... ! ii :3Z`` __ � s 1 ? , .�• . peso ' ' \ _ . a t �, "3 l t z4 �{ 12 ��. ,� l t ,� :r! � ill-lam {a X S S e, u_ 3 , i. i _.__. �...• is 1. - k 71. _ , � l2 r z �2! t'�a AG 1r 1 w i � f 1 f n+ Z -- Structural Engineers /e„ Si)pirOS 7•-,3.6,4; 3 Design Maps Summary Report Page 1 of 1 Design Maps Summary Report User-Specified Input Building Code Reference Document (which2012 utilizes USGSInternational hazard dataBuilding availabCodele in 2008) Site Coordinates 45.43123°N, 122.77149°W Site Soil Classification Site Class D -"Stiff Soil" Risk Category I/II/III �« .:-,- ►avert �i -v ✓ € Vis g �`.° ,i � �' x � sem: `" ', v� r ,-'4. � �s A , 44� „� lake Oswe + as k O T ;� l a c „-... � , NII "". USGS—Provided Output SS = 0.972 g SMS = 1.080 g SDS = 0.720 g S: = 0.423 g SM: = 0.667 g Sol = 0.445 g For information on how the SS and Si values above have been calculated from probabilistic (risk-targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the"2009 NEHRP"building code reference document. MCEtt Response Spectrum Design Response Spectrum 1.14 tffi0 el* 0. 22 0,02 0,T? b' S 0,74 4 0.a; 0, 024 0,,22 614 0:21 #i.bffi 0 040 0.70 Co1.00 1)20 140 1>6 L 3 2 003 6,26 0-4o 0.00 tato 1.mi 1,20 3.40 LCD 14° 2 8 Pum T{mac} P04104 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 is= 1.04 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 Si= 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= F„*Si 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 SD1= 0.50 EQ 16-40 EQ 11.4-4 8. Seismic Design Category 0.2s SDCs= D Table 1613.3.5(1) Table 11.6-1 9. Seismic Design Category 1.0s SDC1 = D Table 1613.3.5(2) Table 11.6-2 10. Seismic Design Category SDC= D Max. Max. 11. Wood structural panels - - N/A Table 12.2-1 12. Response Modification Coef. R= 6.5 N/A Table 12.2-1 13. Overstrength Factor 00= 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 SDs= 0.78 h„ = 18.00(ft) SD1= 0.50 X = 0.75 ASCE 7-05(Table 12.8-2) R= 6.5 C,= 0.020 ASCE 7-05(Table 12.8-2) IE= 1.0 T= 0.175 ASCE 7-05(EQ 12.8-7) S1= 0.50 k= 1''ASCE 7-05(Section 12.8.3) TL= 6 ASCE 7-05(Section 11.4.5:Figure 22-15) Cs=SDs/(R/IE) 0.120 W ASCE 7-05(EQ 12.8-2) Cs=Sol I(T*(R/IE)) (for T<TL) 0.440 W ASCE 7-05(EQ 12.8-3)(MAX.) Cs=(SDI*TO/(T2*(RIE)) (forT>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 S1)/(R/IE) 0.038 W ASCE 7-05(EQ 12.8-6)(MIN.if S1>0.6g) CONTROLLING DESIGN BASE SHEAR= 0.120 W VERTICAL DISTRIBUTION OF SEISMIC FORCES PER ASCE 7-10 SECTION 12.8.3 (EQ 12.8-11) (EQ 12.8-12) C„x = DIAPHR. Story Elevation Height AREA DL w, w, *h;k wx *kik DESIGN SUM LEVEL Height (ft) h; (ft) (sqft) (ksf) (kips) (kips) Ew1 *h;k Vi DESIGN Vi Roof - 18.00 18.00 1460 0.022' 32.12 578.2 0.59 3.58 3.58 2nd 8.00 10.00 10.00 1460 0.028 40.88 408.8 0.41 2.53 6.11 1st(base) 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 Fpx = DIAPHR. F; E F. w; E w; F„„ = EF; *w, 0.4*SDs*1E*Wp 0.2*SDs*IE*Wp LEVEL (kips) (kips) (kips) (kips) (kips) Ew, FPx Max. Fpx 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 N-S E-W F-B S-S 2012 IBC ASCE 7-10 Ridge Elevation(ft)= 30.00 ' 30.00ft. Roof Plate Ht.= 18.00 18.00 Roof Mean Ht.= 24.00 24.00 ft. -- -- Building Width= 34.0 43.0'ft. V u/t. Wind Speed 3sec.s,,e= 120 120 mph Figure 1609 Fig. 26.5-1Athru C V asd. Wind Speed 3 Se Gust "'J 4a� o\mph (EQ 16-33) Exposure= B B Iw= 1.0 1.0i N/A N/A Roof Type= Gable Gable PS30 A= 28.8 28.6.psf Figure 28.6-1 Ps3o B= 4.6 4.6 psf Figure 28.6-1 Ps3o c= 20.7 20.7 psf Figure 28.6-1 Ps30 D= 4.7 4.7 psf Figure 28.6-1 X_ 1.00 1.006 Figure 28.6-1 Kee= 1.00 1.00, Section 26.8 windward/lee= 1.00 1.00,(Single Family Home) X*Krt*I : 1 1 Ps=X*Kzt*I*Pa3o= (Eq.28.6-1) PSA= 28.60 28.60 psf (LRFD) (Eq.28.8-1) psB= 4.60 4.60 psf (LRFD) (Eq.28.6-1) psc= 20.70 20.70 psf (LRFD) (Eq.28.6-1) Ps/3= 4.70 4.70 psf (LRFD) (Eq.28.6-1) Ps Aend caverage= 24.7 24.7 psf (LRFD) PsBend Daverage= 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 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-VV) V(E-1A/) Vi(N-S) V(N-S) Vi(E-W) V(E-VV) Roof - 18.00 18.00 0201 0.00 0.00 0.00 8.70 8.70 9.89 9.89 2nd 8.00 10.00 10.00 020 0.00 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(NS) V(NS) 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 THICKNESStsheaming= 7/1' 6" 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 sallowable V wind V wallowable (15/32"values per (SDPWS-2008) modify per S.G. (SDPWS-2008) modify per S. G. footnote 2) (divide by 2.0 FOS) (divide by 2.0 FOS) (for ASD) (for ASD) -- 0 1 0 1 P6TN 150 150 150' 150 P6 520' 242 730' 339 P4 760I 353 1065' 495 P3 980' 456 1370' 637 P2 1280'' 595 1790' 832 2P4 1520. 707 2130 990 2P3 1960 911 2740 1274 2P2 2560 1190 3580 1665 N.G. 10000 4650 10000 4650 GYPSUM THICKNESS tsheathing= 1/2" NAIL SIZE nail size= 1 1/4"long No.6 Type S or W Response Modification Coef. R= 6.5 SHEARWALL TYPE Table 2306.4.7 Seismic Wind 1/2"w/1 1/4"screw v allowable V s allowable V w allowable Blocked (PER 2009 IBC) modify G7 125 R>2 not allowed R>2 not allowed 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 N-S(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-3 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. per SDPWS-2008 (0.6-0.14Sds)D+0.7 p Qe 0.6D+W pt= 1.00 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LDL eff. C 0 w dl V level V abv.V level V abv. 2w/h v i Type Type v i OTM RoTM Unet Usum OTM RoTM Unet Urn ti.,,,,, HD (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (IA (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. 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. righty** 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 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- - 0 0.00 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. right5 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 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 1460 73.0 69.1 =L eff. 5.22 0.00 3.58 0.00 EV,,,,d 5.22 EVEQ 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. C 0 w dl V level V abv.V level V abv. 2w/h v i Type Type V i OTM ROTM Unet Ueum OTM Row Unet Veum Veen, HD (sgft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (klp) 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 right5 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 i 0,0 0.0 1.00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 ` 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1460 88.580.0=Leff. 2.94 5.22 2.53 3.58 1.00 EV,�nd 8.16 EVEQ 6.11 Notes: * denotes with shear transfer ** denotes perferated shear wall iSB denotes iSB Shear Panel SHEET TITLE: LATERALiE-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. per SDPWS-2008 (0.6-0.14Sds)D+0.7 p Qe 0.6D+W 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 Wnd 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 Une, Ue1m OTM ROTM Usum Usum HD (sqft) (ft) (ft) (kif) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Front BR2* 320 6.5 '11,5 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 Front BR3* 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 0,15 0.00 0.00 0.00 0.00 1.00 0.61 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 0.79 -0.38 -0.38 0.00 0.96 -0.46 -0.46 -0.38 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 0.00 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' 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 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 0.00 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 MSTR* 730 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 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0•-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0,00 0,00 0.00 0.00 0.00 1.00 0.00 0--- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- •-- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -•- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -•- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0,0 0,0 1.00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 EVwind 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.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 p t--= 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 p w dl V level V abv.V level V abv. 2w/h v i Type Type v i OTM RoTM Unet Usurn OTM RDTM Unet Lieu, Ucum 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 0 0.00 0.89 -0.38 -0.76 0.00 1.08 -0.46 -0.92 -0.76- - 1.00 0.15 0.00 0.00 0.00 0.00 1.00 0.60 0--- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.40 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 " -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 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 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- - 0 0.00 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 --- -- 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 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 ' 0.0 '0.0 1.00 0.40' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 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 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 - - 0- 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --• 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 --- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 r 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 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 �-- 0 0.00 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-- 1459 45.0 45.0=L eff. 3.72 5.93 2.53 3.58 E V wind 9.64 E V EQ 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= 150 p/f V eq 780.0 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 p/f •H head= /\ v hdr w= 113.0 Of —' 1.083 Fdragl eq= 170 F2 eq= 170 • Fdragl w= -3 F2 -283 H pier= v1 eq= 120.0 plf v3 eq= 120.0 plf 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.- 170 feet A 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 4.0 EQ Wind v sill w= 113.0 p/f P6TN feet OTM 7085 11808 R OTM 4872 5951 • UPLIFT 204 541 Up above 0 0 UP sum 204 541 H/L Ratios: L1= 3.3 1.2= 5.0 L3= 3.3 Htotal/L= 0.79 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 p/f — •H head= 1v hdr w= 92.9 plf 1.083 Fdrag1 eq= 223 F2 eq= 223 • Fdragl w= 4 F2 -302 H pier= v1 eq= 122.4 p/f v3 eq= 122.4 plf P6TN E.Q. 5,0 v1 w= 166.1 plf v3 w= 166.1 p/f P6 WIND feet H total= 2w/h= 1 2w/h= 1 9.083 T Fdrag3 eq= F4 e•- 223 feet • Fdrag3 w=302 F4 w=302 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 68.5 Of 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 0 11 s Hpier/L1= 1.21 Hpier/L3= 1.21 L total= 14.8 feet JOB#: CTIt 14252:Plan 3410 SHEARWALL WITH FORCE TRANSFER ID: Front Upper Loft* Roof Level w dl= 150 p/f V eq 0.0 pounds V1 eq= 0.0 pounds V3 eq= 0.0 pounds V w= X0.0, pounds V1 w= 0.0 pounds V3 w= 0.0 pounds -_I. v hdr eq= 0.0 pff — io. A H head= v hdr w= 0.0 plf W 1.083 Fdragl eq= 0 F2 eq= 0 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 p/f — WIND feet H total= 2w/h= 1 2w/h= 1 9.083 feet � Fdrag3 eq= I F4 e•- 0 Fdrag3 w=0 F4 w=0 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 0.0 p/f — 5.5 EQ Wind vsillw= 0.0 p/f — feet OTM 0 0 R OTM 2213 2703 UPLIFT -312 -382 'Up above 0 0 UP sum -312 -382 H/L Ratios: L1= 1.4 L2= 5.0 L3= 1.4 Htotal/L= 1.17 Hpier/L1= 1.82 0-40. 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= 1v hdr w= 140.1 p/f 1.083 Fdrag1 eq= 34 F2 eq= 6 • Fdragl w= .0 F2 -131 H pier= v1 eq= 8.6 p/f 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 9.083 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 p/f 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 0 4 10 ► Hpier/L1= 0.22 -4 ► Hpier/L3= 1.20 L total= 27.3 feet JOB#: CT#14252:Plan 3410 SHEARWALL WITH FORCE TRANSFER ID: Rear Lower LIV* Roof Level w dl= 150 plf 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 —_a a v hdr eq= 50.0 p/f •H head= v hdr w= 80.0 plf —' 2.083 W Fdragl eq 300 F2 eq= 300 • Fdragl w= -?0 F2 -480 H pier= v1 eq= 170.0 plf v3 eq= 170.0 plf P6 E.Q. 5.0 v1 w= 272.0 p/f v3 w= 272.0 plf P6 WIND feet H total= 2w/h= 1 2w/h= 1 10.083 Fdrag3 eq= s 1 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 p/f P6TN 3.0 EQ Wind v sill w= 80.0 plf P6TN feet OTM 8571 13713 R OTM 10646 13005 i. UPLIFT -127 43 Up above 0 0 UP sum -127 43 H/L Ratios: L1= 2.5 L2= 12.0 L3= 2.5 Htotal/L= 0.59 Hpier/L1= 2.00 0 4 ► 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 p/f 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 •H head= W v hdr w= 136.6 plf 2.083 Fdragl eq= 321 F2 eq= 234 • Fdragl w= *5 F2 -287 H pier= vl 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 • Fdrag3 w=395 F4 w=287 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 111.0 plf P6TN 3.0 EQ Wind v sill w= 136.6 p/f 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 I. 4 ►0 ► Hpier/L1= 0.91 ► 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) Shearm(lbf) Deflection(in.) Load Factor 16 8 850 0.33 3.09 10 625 0.44 2.97 24 8 1,675 0.38 2.88 10 1,125 0.51 3.42 Foundation for Wind or Seismic Loadine'''c'd1 (a) Design values are based on the use of Douglas-fir or Southern pine framing.For other species of framing,multiply the above shear design value by the specific gravity adjustment factor=(1—(0.5—SG)),where SG=specific gravity of the actual framing.This adjustment shall not be greater than 1.0. (b) For construction as shown in Figure 1. (c) Values are for a single portal-frame segment(one vertical leg and a portion of the header).For multiple portal-frame segments,the allowable shear design values are permitted to be multiplied by the number of frame segments(e.g.,two=2x,three=3x,etc.). (d) Interpolation of design values for heights between 8 and 10 feet,and for portal widths between 16 and 24 inches,is permitted. (e) The allowable shear design value is permitted to be multiplied by a factor of 1.4 for wind design. (f) If story drift is not a design consideration,the tabulated design shear values are permitted to be multiplied by a factor of 1.15.This factor is permitted to be used cumulatively with the wind-design adjustment factor in Footnote(e)above. Figure 1. Construction Details for APA Portal-Frame Design with Hold Downs • Extent of header with double portal frames(two braced wall panels) - . Extent of header with single portal frame (one braced wall panels) Header to jack-stud strap 2'to 18'rough width of opening I per wind design min 1000 lbf for single or double portal on both sides of opening f r =.1111147.--4. _ opposite side of sheathing Pony 7 wall height . �, i Fasten top plate to header with two rows of 16d �- :. .. I sinker nails at 3"o.c.typ Fasten sheathing to header with 8d common or Min.3/8"wood structural 12' galvanized box nails at 3"grid pattern as shown - max panel sheathing total ;� Header to jack-stud strap per wind design. - wall Min 1000 lbf on both sides of opening opposite f • height side of sheathing. t •^ /.. If needed,panel splice edges • ` nshalle to c mmover anb be 10' " Min.double 2x4 framing covered with min 3/8" nailed to common blocking max r;I; thick wood structural panel sheathing with within middle 24"of portal height .,. 8d common or galvanized box nails at 3"o.c. r height.One row of 3"o.c. E in all framing(studs,blocking,and sills)typ. nailing is required in each panel edge. Min length of panel per table 1 Illb.. \ Typical portal frame construction Min(2)3500 lb strap-type hold-downs (embedded into concrete and nailed into framing) Min double 2x4 post(king i ; and jack stud).Number of .r � Min reinforcing of foundation,one#4 bar T: jack studs per IRC tables a ?' , top and bottom of footing.Lap bars 15"min. t' R502.5(1)&(2). I W �T t '0V:kfr*M_fir Min footing size under opening is 12 x 12".A turned-down Min 1000 lb hold-down slab shall be permitted at door openings. device(embedded into Min(1)5/8"diameter anchor bolt installed per IRC R403.1.6— concrete and nailed with 2"x 2"x 3/16"plate washer into framing) 2 ©2014 APA—The Engineered Wood Association � N � N N O 1vj N U W ® V F-0 t + + + + + JCO LU Of Of C N V) N C cr X W W W IM JCLNCa. 5Up OW WZJFM M0 0w an QQ �rno ° 1h Q 00°cDo 0Q000 "�LW00 OLL O W QZ Li1MQU) W IL coo o U Q ae CL d CL > CO C4 c1 O 000 M Q 00 e vv C7 m o - B O N N N0 C) N t ® 016cei r O� C6 0 O5LOooL -d �nUnLI)rr C) U) + E O O C Z OVc`')LO ( o o_o 0 0 p tl0 Cl) 1C) I� In 13)W U £ FS 06 oD -0 �' f '' OO °LO C J M U V\ Cl)c`') M O>U� NJ(� M m'- E L __ c O ai m a .� a 6) Xk 4kkk 4k oo N OL m 0 000t u� �n05 w m8 a,n U C C N O 0 0 .;# .-..-..-..-. 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ZCn W J % E J2 MAIN 10-27-15 ti Roseburg 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 12 7 0 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#(255plf) 102#(76p1f) Design spans 12' 8.750" Product: 9 1/2" RFPI-20 16.0" 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" U684 6.29' Total Load D+L LL Deflection 0.1717" 0.3182" U889 6.29' Total Load L Control: LL Deflection DOLs: Live=100% Snow=115% Roof=125% Wind=160% SIMPSON Allproduc namesaretrademarksoftheirrespectiveownes KAMI L HENDERSON EWP MANAGER Stroh -TIe Copyright(C)2015 by Simpson Strong-Tie Company Inc.ALL RIGHTS RESERVED. PACIFIC LUMBER&TRUSS "Passing is defined as when the member,floorjoist,beam or girder,shown on this drawing meets applicable design criteda 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 spedficatons. 503-858-9663