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Specifications (15)
5 T io 7- 00 931 1 h v3 ror6G ^-� Strc.!c,iurai"Engineers E'1 V � � N E E R N 180 Nickerson Street Suite 302 Seattle, WA 98109 INC. 206.285.4512 (V) 206 285 0618 (F) 1 El COIN.v #15238 DEC 202016 Structural Calculations CITY OF TIGARD UILDING IM WS ON River Terrace ��o PRo- ti Plan 3410 600•_; Elevation B j' 1 �REGiAN�� Tigard, OR ,� -4)/es 1_2 ,0, Design Criteria: 2012 IBC (ORSC, OSSC) ASCE 7-10 Wind Speed: 120(ULT); 93(ASD); Kzt=1 .0 Seismic: Ss=0.972, S1 =0.423, SDC=D Roof Snow Load = 25 psf Site Class = D, Bearing = 2000 psf Client: Polygon Northwest Company 109 East 13th Street, Suite 200 Vancouver, WA 98660-3229 Ph: 360.695.7700 Fax: 360.693.4442 Architect: Milbrandt Architects 25 Central Way, Suite 210 Kirkland, WA 98033 P h: 425.454.7130 Fax: 425.646.0945 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) 2.2I psf Trusses at 24"o c. 40 psf Insulation 10 psf (1) 5/8"'gypsum ceiling 28 psf Misc./Meth" 1!5'psf ROOF DEAD LOAD 15.0 PSF FLOOR floor finish 40 psf NO gypsum concrete 0.0 psf 3/4"plyvuood'(O.SB.) 27 psf joist at 12 25 psf Insulation 10 psf (1) 1/2":gypsum ceiling 2.2 psf Misc 26 psf FLOOR DEAD LOAD 15.0 PSF 0 r I MIN. H_DR GABLE END TRUSS MIN. HDR... x RB.bl m ! ®RB.b2 o ® `. € Q CO CQ 1 N I i I 3 r3 i i Ii 1 I !i H II i1 [� li •i • _.., ill . .••..„ ______, .H ,7 n I ! 1 t iliUSSES AT 24” 04. TYPICAL p j M i x � x 11 N 4 4 E 11 1 Ii I 1 f 1 ?! 0 1 p i Li 19 F22"x30" i 1 74 B o AC I = ATTIC ACCESS °O LI____I x 0 '; IN --, I 1 ij I • .÷.........................=.....4---j• I E MIN. HDR t_ GABLE ENTRUSS ___f__ i I ' I GABLE END jTRUSS i 1 T J RB.b5 N��HFiDDRR ® MMIC + GABLE END!TRUSS L I J 0 -Ian 3410113 ROOF FRAMING PLAN 1/4"=1'-0" AMERICAN MODERN 0® MST37 MST37 ' 1 i € 0 1 1 i , I O ,:i, ,__A C) ' 00 f : E E L______j 3i ce I a U E5 E i v THISP .--% SIDED z r-i-r-Th bij (IDmils SIDE k; I L J I- ///// ----- 4 1 I I L E 1 r I { { 4 MST37 MST37 0 8 I S1.2 .... I MST37 MST37 coo MST37 MST37 8 4:10 S1.2 Part 3410„,,, UPPER LEVEL SHEARWALLS . . .._.. .: 1/4"=1'-0" AMERICAN MODERN P3 8 51.2 • STHD14 STHD14 =-. 00 ,•-•••--I---,,...__--0.--,.i- ::_ �4X1E0 HDR... ,%' STHD14..... pp11 F 4 i 2 2X8 HD 2,2X8 HDR 0• quo% 2)2XI3 HUH r- —_—.. T 1 arqv �` I B 2 $ 3.. `<B 4� B 3 !I - i oink i I r- ,l- n t[ I f I � 11 2 KING STUDS o s . Eft i' I;I 1 p _f E E I III • • ', TRIM SfiUD w ll:::,9 _.._._. I Ili. E•CH 5 E;MIN. , N 1 r, t 0 a, FIXTJRES ABOVE— --""Iii; I ' ' L93 I � I � cn r I ;;mo o •: N -- ... ` i iLt I! s' DC I FIXTURES 1 ABOV' I I 03 X Win 1...._ _.r I 0 I �`: r ATTING WALL ,7 _ _ t tS 3Y2X1 B Q3 I Q3 LSL 3/sX14 FB THIS _ F _ [ B.7 i I \(7)/ I I--- ------------Thi - - i Ail ac,k- i 1 I, i t s1�rTAIR ! 1 z 1 THIS SIDE CO E B-.9-- �. � II: ti I FRAMING a r<: , • •®SIDE 1 II1 I / u B 8 LJB.9 N � • >i: S D14 R • STHD14 Mi S LSL 1%,X14 FB 1 / 1 2X8 ® 16 0.C. ' TOP OF CLOSET A I . I i / 1 I I i ,� J • / 1 ....'.:',,-, : i I / 1 I i 1 I sv. I / 31m 11 I C:r., .. s... I IeF !' u_ ... _... .. .. ..... : ... O R Q t I.-0 EItJ p 11*'-, .II U] s: H M 13-1 n f'1 RIM i 80A'D� T L... CRICKETB.17 11 <. E21,5 0o -T I1 ©, ....4X 0 HPI �2)2X8-HD I N 111111111111.A. a w111r� ST37. ID FLOOR o1� pi 18 ' VIG TO RIM �I¢ �� ®B�� © "•" 1 1EXTEND I 0 �� € - I � IP CHORD 18 ".< 4 ■I. ® * d i • S6.1 1 �F�... x3.14 �INA STHD14 �� � € I E STHD14 I I 4113) TRUCTURAL FACISA STICK.FRAME �%�� ,1 I ( m ,0 I r 8 1 €. I I • g E ® W I --....(2).x8 TI DR [ °, €. € Al I H IQ 1E ROOF ITRUSSES �_ 4 I a . © 214 O.C. , I N [ I� .• I • I I I ii I I [ I I • I GABLE E1D TRUSS• 1 L.__......---------_-----_..._..._........................................................................._.....................__..._._.....-} 4X4 POST • 4X4 POST 3 PLATE HEIGHT AT SEE SHEET A9 AID UPPER LEVEL: 8'-1" FOR WINDOW PLATE HEIGHT AT HEADER HEIGHTS. MAIN LEVEL: 9'-1" MAIN LEVEL SHEARWALLS Plan 3410B UPPER LEVEL FLOOR FRAMING 1/4"=1'-0" AMERICAN MODERN • d 13'-6Y" 5g��. 13'-3" s r THICKENED e , I SLAB EDGE 31" CONC. SLAB I 0 B &0 D'-5 S1.2 oil n $ I �® r r1--4IHD14�--- --- ---4.1:11011.;\[I- .'� j_SIHD_L4iIHDL4-- \Ik 'i I ISI ISI 1 ~} r T o" -. if r I r / v r J -214"I '-TJ mi 0 "^_ BX10 FTG �r W/(2)#4 EA. WAY -+--L31 rT TIP. U.N.O. $ L*J J L* x I I J.5 I 1 9)4"TJI'S ' r.-1 r•1 ®16"O.C.U.N.O. d LtJ LTJ w ¢ E,--1 INSTAI L SYSTFII 70 Na 46 cam , ALLOW ADEQUATE b v� 9R5 DRAINAGE BENEATH U SLAB ON GRADE AND p� CRAWL SPACE r1 1' 1 CONDITIONS L J LII 30X30X10 FTC " I 6 3" 3 4'-2Y"W/(3) t4 EA.WAY9'-04,4," �1BKG WALL POST UP "' THIS POST UP v r WV FTG -I'--I SIDE r1P05T UW 1 I THIS P6 -+- '±- —4 ©GZY /...../. ..62:,,i I I + — — — — — LL_i - cRA. •r-- _—_ - �� . SPACE ej L I L _ n rte �, ACCESS i. .'1./5x .7t71----.rte- ------rt ---- f}2-3"}r 1 10'-OZI" i--,en N_s- THD14 C11'4-)---:-113/4"STHD14 1 1 � I � 1 POST UP -. ® I LTJ -I I I ) 31/2" Co,C. SLABI f 1 1— /I 1 POST UP—�3 I POST UP m Dl n I I E o _ L_ a a - ' o -c:>--, POST UP '.-4,L 8:1-4— 8:1-4—POST UP 9y -S2" �.-I 47 I MIME� ` 3x1)4 BLOCK OUT I I LSL 314X9X1 T ®STEM WALL TYP. In POST UP 1e 1. ' __i___, J J L ® ® J I STRAP) I-0-5 • ` 18 T I • I r--� ABOVE 0 S6.1 L - _ I FIXTURE I o c , ABOVE I STHD14 STHD14 pi I 0 0 I IOP I I 31/2" C. SLAB SL PE 3" -,;, .i I � 7' p1v� THICKENED SLAB moi'-10"d 16'-3" i2•/ ♦EDGE 34'-0' D�`o ------ a TOP OF SLABI -B" n II .. ... _ D1. ! CRAWL SPACE VENTING: FRAMING CONTRACTOR SHALL REQUIRED: 965 SF/150= 6.43 SF=926.4 SQ.IN. VERIFY HOLDOWN LOCATIONS PRIOR PROVIDED: 942.5 SQ.IN. - 13 VENTS®72.5 SQ.IN. TO POURING FOUNDATION. LOCATE VENTS WITHIN 36'OF CRAWLSPACE CORNER, UNLESS NOTED. SEE D1 CRAWLSPACE NOTE FOR GROUND COVER INFO. [Plan 34 ®E FOUNDATION PLAN AMERICAN MODERN Title: PLAN 3410 Job# Dsgnr: TRE Date: 1:24PM, 20 OCT 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev: 580006 User:KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist Page 1 (c)1983-2003 ENERCALC Engineering Software 14252_Plan_3410.ECW:ROOF FRAMING Description 3210B ROOF FRAMING Timber Member Information RB.b1 RB.b2 RB.b3 RB.b4 RB.b5 RB.b6 RB.b7 Timber Section 2-2x4 2-2x6 2-2x8 2-2x8 2-2x6 2-2x4 2-2x8 Beam Width in 3.000 3.000 3.000 3.000 3.000 3.000 3.000 Beam Depth in 3.500 5.500 7.250 7.250 5.500 3.500 7.250 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade Hem Fir,No.2 Hem Fir,No.2 Hem Fir,No.2 Hem Fir,No.2 Hen Fir,No.2 lien Fir,No.2 Hem Fir,No.2 Fb-Basic Allow psi 850.0 850.0 850.0 850.0 850.0 850.0 850.0 Fv-Basic Allow psi 150.0 150.0 150.0 150.0 150.0 150.0 150.0 Elastic Modulus ksi 1,300.0 1,300.0 1,300.0 1,300.0 1,300.0 1,300.0 1,300.0 Load Duration Factor 1.150 1.150 1.150 1.150 1.150 1.150 1.150 Member Type Sawn Sawn Sawn Sawn Sawn Sawn Sawn Repetitive Status No No No No No No No _Center Span Data Span ft 5.50 6.50 5.25 4.50 6.50 5.50 3.00 Dead Load #/ft 60.00 60.00 270.00 270.00 60.00 60.00 270.00 Live Load #/ft 100.00 100.00 450.00 450.00 100.00 100.00 450.00 Results Ratio= 0.8084 0.5276 0.9656 0.7094 0.5276 0.8084 0.3153 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 172.5 172.5 172.5 172.5 172.5 172.5 172.5 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 165.00 195.00 708.75 607.50 195.00 165.00 405.00 LL lbs 275.00 325.00 1,181.25 1,012.50 325.00 275.00 675.00 Max.DL+LL lbs 440.00 520.00 1,890.00 1,620.00 520.00 440.00 1,080.00 @ Right End DL lbs 165.00 195.00 708.75 607.50 195.00 165.00 405.00 LL lbs 275.00 325.00 1,181.25 1,012.50 325.00 275.00 675.00 Max.DL+LL lbs 440.00 520.00 1,890.00 1,620.00 520.00 440.00 1,080.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.089 -0.045 -0.037 -0.020 -0.045 -0.089 -0.004 UDefl Ratio 744.5 1,750.2 1,690.7 2,684.8 1,750.2 744.5 9,061.1 Center LL Defl in -0.148 -0.074 -0.062 -0.034 -0.074 -0.148 -0.007 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:KW0602997 Ver 5.80,1-Dec-2003 Timber Beam & Joist Page 1 (01983-2003 ENERCALC Engineering Software 14252_Plan_3410.ECW:FIoor Framing Description 3410BD FLR FRMG 1 OF 3 Timber Member Information 8.1 6.2 B.3 5.4 B.5 5.6 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 Fir- Hem Fir,No.2 Hem Fir,No.2 Douglas Fir- Douglas Fir- Hem Fir,No.2 iLevel,LSL 1.55E Larch,No.2 Larch,No.2 Larch,No.2 Fb-Basic Allow psi 900.0 850.0 850.0 900.0 900.0 850.0 2,325.0 Fv-Basic Allow psi 180.0 150.0 150.0 180.0 180.0 150.0 310.0 Elastic Modulus ksi 1,600.0 1,300.0 1,300.0 1,600.0 1,600.0 1,300.0 1,550.0 Load Duration Factor 1.150 1.150 1.150 1.150 1.150 1.150 1.000 Member Type Sawn Sawn Sawn Sawn Sawn Sawn Manuf/Pine Repetitive Status No No No No No No No Center Span Data0 Span ft 5.50 3.50 3.00 6.50 5.50 3.00 14.00 Dead Load #/ft 150.00 150.00 180.00 180.00 15.00 15.00 165.00 Live Load #/ft 400.00 400.00 480.00 180.00 40.00 40.00 440.00 Dead Load #/ft 175.00 175.00 175.00 175.00 370.00 370.00 Live Load #/ft 125.00 125.00 125.00 125.00 450.00 450.00 Start ft End ft Results Ratio= 0.6222 0.5066 0.4204 0.6747 0.6405 0.3832 0.6691 Mmax @ Center in-k 38.57 15.62 12.96 41.83 39.70 11.81 177.87 t@a 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 Center DL Defl in -0.018 -0.009 -0.005 -0.039 -0.021 -0.006 -0.115 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 UDefl 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 RES!rjr::NCE Scope: STRUCTURAL DESIGN Rev: 580006 User:KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist Page 1 (c)1983-2003 ENERCALC Engineering Software 14252 Plan 3410.ECW:Floor Framing Description 3410BD FLR FRMG 2 OF 3 Timber Member Information B.8 B.9 B.10 B.11 B.12 6.13 B.14 Timber Section 2-2x8 LVL:1.750x14.000 LVL:1.750x14.000 4x10 LVL:1.750x14.000 LVL1.750x14.000 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 Hen Fir,No.2 iLevel,LSL 1.55E iLevel,LSL 1.55E Douglas Fir- iLevel,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 enter Span Data Span ft 4.50 9.00 9.00 3.50 4.00 5.50 16.50 Dead Load #/ft 135.00 180.00 30.00 90.00 30.00 30.00 160.00 Live Load #/ft 360.00 480.00 80.00 240.00 80.00 80.00 100.00 Dead Load #/ft 220.00 220.00 45.00 Live Load #/ft 200.00 200.00 120.00 Start ft 9.000 End ft 16.500 Point#1 DL lbs 1,606.00 688.00 LL lbs 2,327.00 770.00 @ X ft 1.750 9.000 Cantilever Span Span ft 3.00 Uniform Dead Load #/ft 250.00 Uniform Live Load #/ft 280.00 Point#1 DL lbs 565.00 LL lbs 935.00 @ X ft 0.500 _Results Ratio= 0.5609 0.6033 0.2461 0.8786 0.0832 0.1573 0.6772 Mmax @ Center in-k 15.04 80.19 6.25 47.36 12.72 24.05 207.03 @ X= ft 2.25 4.50 3.10 1.75 2.00 2.75 8.98 Mmax @ Cantilever in-k 0.00 0.00 -37.62 0.00 0.00 0.00 0.00 fb:Actual psi 572.1 1,402.7 658.1 948.9 222.5 420.7 1,810.8 Fb:Allowable psi 1,020.0 2,325.0 2,673.8 1,080.0 2,673.8 2,673.8 2,673.8 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 56.5 135.3 60.4 106.1 27.5 51.4 104.7 Fv:Allowable psi 150.0 310.0 356.5 180.0 356.5 356.5 356.5 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK `Reactions @ Left End DL lbs 303.75 810.00 -21.39 960.50 500.00 687.50 1,709.43 LL lbs 810.00 2,160.00 360.00 1,583.50 560.00 770.00 1,379.55 Max. DL+LL lbs 1,113.75 2,970.00 338.61 2,544.00 1,060.00 1,457.50 3,088.98 @ Right End DL lbs 303.75 810.00 1,606.39 960.50 500.00 687.50 1,956.07 LL lbs 810.00 2,160.00 2,326.94 1,583.50 560.00 770.00 1,940.45 Max.DL+LL lbs 1,113.75 2,970.00 3,933.33 2,544.00 1,060.00 1,457.50 3,896.52 _Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK 0 Title: PLAN 3410 Job# Dsgnr: TRE Date: 1:25PM, 20 OCT 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev: 580006 Pae 2 User:KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist )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 i -0.035 Cantilever LL Defl in -0.032 Total Cant. Defl in -0.067 UDefl Ratio 1,074.5 Title: PLAN 3410 Job# Dsgnr: TRE Date: 1:26PM, 20 OCT 14 Description: SF RESIDENCE Scope: STRUCTURAL DESIGN Rev: 580006 User:KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist Page 1 _(c)1983-2003 ENERCALC Engineering Software 14252_Plan_3410.ECW:Floor Framing Description 3410BD FLR FRMG 3 OF 3 Timber Member Information B.a15 B.a17 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 Fir,No.2 Douglas Fir- Douglas Fir- Douglas Fir- 2.2E Larch,No.2 Larch,No.2 Larch,No.2 Fb-Basic Allow psi 3,000.0 850.0 900.0 900.0 900.0 Fv-Basic Allow psi 300.0 150.0 180.0 180.0 180.0 Elastic Modulus ksi 2,200.0 1,300.0 1,600.0 1,600.0 1,600.0 Load Duration Factor 1.150 1.150 1.000 1.150 1.000 Member Type Manuf/Pine Sawn Sawn Sawn Sawn Repetitive Status No No No No No enter Span Data Span ft 20.00 3.50 2.00 12.75 5.00 Dead Load #/ft 150.00 220.00 60.00 105.00 75.00 Live Load #/ft 400.00 200.00 100.00 175.00 125.00 Dead Load #/ft 220.00 Live Load #/ft 200.00 Start ft End ft 10.500 Point#1 DL lbs 688.00 LL lbs 770.00 @ X ft 10.500 Point#2 DL lbs 890.00 LL lbs 1,475.00 @ X ft 10.500 Results Ratio= 0.8927 0.2503 0.0338 0.8123 0.2091 Mmax @ Center in-k 689.86 7.72 0.96 68.28 7.50 @ X= ft 10.48 1.75 1.00 6.37 2.50 fb:Actual psi 3,079.7 293.7 36.5 924.8 244.6 Fb:Allowable psi 3,450.0 1,173.0 1,080.0 1,138.5 1,170.0 Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 166.5 33.3 4.4 58.2 22.5 Fv:Allowable psi 345.0 172.5 180.0 207.0 180.0 Shear OK Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 3,953.17 385.00 60.00 669.37 187.50 LL lbs 6,615.12 350.00 100.00 1,115.62 312.50 Max. DL+LL lbs 10568.30 735.00 160.00 1,785.00 500.00 @ Right End DL lbs 2,934.82 385.00 60.00 669.37 187.50 LL lbs 5,729.87 350.00 100.00 1,115.62 312.50 Max.DL+LL lbs 8,664.70 735.00 160.00 1,785.00 500.00 _Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.360 -0.006 -0.000 -0.094 -0.006 UDefI 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 UDefI 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 1 _(c)1983-2003 ENERCALC Engineering Software 14252_Plan_3410.ECW:CRAWLSPACE FRAMING Description 3410 ABCD CRAWLSPACE FRAMING Timber Member Information TYP BEAM Timber Section 4x8 Beam Width in 3.500 Beam Depth in 7.250 Le:Unbraced Length ft 0.00 Timber Grade Douglas Fir- Larch,No.2 Fb-Basic Allow psi 900.0 Fv-Basic Allow psi 180.0 Elastic Modulus ksi 1,600.0 Load Duration Factor 1.000 Member Type Sawn Repetitive Status No Center Span Data Span ft 5.00 Dead Load #/ft 255.00 Live Load #/ft 680.00 Point#1 DL lbs LL lbs @ X ft Point#2 DL lbs LL lbs X ft Results Ratio= 0.9774 Mmax @ Center in-k 35.06 ®a X= ft 2.50 fb:Actual psi 1,143.5 Fb:Allowable psi 1,170.0 Bending OK fv:Actual psi 105.0 Fv:Allowable psi 180.0 Shear OK Reactions @ Left End DL lbs 637.50 LL lbs 1,700.00 Max.DL+LL lbs 2,337.50 Right End DL lbs 637.50 LL lbs 1,700.00 Max.DL+LL lbs 2,337.50 Deflections Ratio OK Center DL Defl in -0.020 UDefI Ratio 2,975.6 Center LL Defl in -0.054 UDefI Ratio 1,115.9 Center Total Defl in -0.074 Location ft 2.500 UDefI Ratio 811.5 TJI JOISTS and RAFTERS -----------'222222 2_________________...2--•.2222--_�-----------1Code Code I Code ' )' Suggest Suggest Suggest, Lpick 1 Lpick Lpick Lpick � r_ - f• � f------'---2222- - ------ Joist 1 b 1 d 1 Spa. : LL DL 1 M max V max_ El 1 L fb 1 L fy L TL240 L LL360 L max TL(deft. r LL(deft 1 L TL360 L LL480 L max TL(deft TL deft LL deft LL deft. size& rade 1 width in. I de th in. 1 in. I sf s 1 ft-lbs ( si 1 ( si ft. ft. ft. ft. (ft.) (in.} l (in.) 1 (ft.) (ft) (ft y (in.} i ratio (in.) ratio 5 9 TJI 10 1 75 9.5 19 2 40 15 2380 1220 1 40E+08 14.71 I 27.73 15 23 I 0.48{ 13 31 1345 .__•__ 1 ' 1 14 801 14 71! 0.661 1 .14 14 29 13.31 0 441 360 0.32 495 9.5"TJI - - - -1 ; -- - -'-- - .. ... i _._._ ._ _._._ 222 2---�-----'-----,_I 0.72 0.52' 14 --- 1 1 10 . 14 1,4 0.471 360 0.34 495 9.5"TJI 1101 9.5"TJI 1101 1.751 1.75 9.5 9.61 40 151 22380 12201 1.40E+08 20.80 55.45 19.1191 18.641 18.64 0.79 44.36 17.821 17.311 17.311 0.68 15.57. 1694 15 57 0 561 360 0.38 495 12! 40 151 i 1 40E+08 ' 0.85 0,621 i 16 77 16:94111111''11;I1:111::6:7 0.561_ 360 0.41 495 9.5"TJI 110) 1.751 9.51 19.21 40 101 2500 12201 1.57E+08 15.811 30.50 ....16.34 15.37...... 15.37 0.64 0.511 14.27 13.97 13 97 0.44 384 0.351 480 9.5TJI,110 1 75 9.5 16. 40 10 2500 1220 .1 57E+08 17.32 36 60 1:7 36 7 6 34 16.34 0.68 . 0 54 ii 15.17 14 84 _ 14.8.4 0,46 384 0.37 480.. :11-11:11111199,.5511,.;11_,T 5'TJI 1 10 1.75' 9.5F_ 121 40 101 2500 1220 1.57E+08 2202:030_1_1 48.80 19.11: 17.981 17 981 0.75 0.601 ' 16.69 16 34 16.34 0.51 384 0.411 480 --- ----- �- 2222--22 22---'----------2222--2222--�-------'--- -<--- ---'------2222- --'---'--,..----'--------------�----------,222222 22-2222-- 1--- ---- -- -- ---- 2222--- 9.5"TJI 1101 1.75 9.5 9.61 40 101 2500 12201 1.57E+08 61.00 20 58; 19.371 19.37! 0.81 0.651_, 17.98 17.60 17.60 0.55 384 0,441 480 9.5"TJI 2101 2.06251 9.51 19.21 40 10 3000 1330i 1.87E+08 17.321 33.25 17.32 16 301 16.301 0.681 0.541 15 13 14.81 14.81 0.461 384 0.371 480 9.5"TJI 210 ;::2.0625 9 5 161 40 10 3000_.%1330 '1::1.87E+08 18.97 18,40 17.32 17 32 0 72 0.58 16.08 ;',15.74 15.74 0.49 384 .0 39 480 _ ;39 90 9.5"TJI 2101 2.06251 9.5 121 40 10 3000 1330 1.87E+08 21.91 53.20 20.26_1_ 19.06' 19.06 0.79) 0 641 1 17.70 17.32 17.32 0.54 384 0.431 480 - 1 2•_•2 20-26- 1 0 2222--'--'--'--'-'-'-"--'----.__' 9.5"TJI 2101 2.0625i 9.5 9.6, 40 101 3000 1330. 1.87E+08 24.49 66.50 21,82 20.53' 20.53 0,861 0.681 1 19.06 18.66 18,66: 0.581 384 0.471 480 1 1 9.5"TJI 230; 2.3125 9.5, 19.21 40 101 3330 1330; 2.06E+08 18.25 33.25 17.891 16.831 16.83 0.701 0.561 15,63 15.29 15.29 0.48) 384 0.38{ 480 • 9.5"TJt 230 ;;2.3125 ! 9 5 16 40 10 3330 i 1330 I2 06E+08 19.99 39.90 1,9.01 17.89 17.89 0.75 0.60 .:,,,,,,:::::1:.60.,'::.:.:',!:i:',','.:',',1:'.-16.25 16,25 0.51 384 0.41" 480 9.5"TJI 2301 2.3125] 9.5) 121 40 101 3330 1330; 2.06E+08 23.08 53.20 20.921 19.691 19.69. 0.821 0.661 1 18.28 1179:8279 17.89 0.561 384 0.451 480 9.5"TJI 2301 2.31251 9.51 9.61 40 101 3330 13301 2.06E+08 25.81 66.50 22.541 21.21 1 21.21 0.881 0.71 1 19.69 19.27 0.60 384 0.481 480 • r 1 I � I I ---= + --------}2222---�--222222 22-2222--2222--- � _f•____.... -^------------------�--------- --•---- --2222---------- -- 11.875'TJI 1101 1.751 11,875; 19.21 40 10; 3160 1560, 2 67E+08 17.781 39 00 19 501 18.351 17.781 0.67 0.541 17 04 16 67 16.67 0.521 384 0.42) 480 11.875"TJI 1:110 1.75 i 11,875 16 40 10 3160 1560 12 67E+08 19.47 46.80. 20,72 .19.50 19.47 0.81 0.65 18 10,,,,,,,,,,::,1772 17.72 0.55 38;4 0.44 480 11.875'TJ11101 1.751 11.8751 121 40 101 3160 1560; 2.67E+08 22.49 62.40 22.81 21.461 21.461 0.891 0.721 ) 19.93 19,50 19.50 0.611 384 0.491 480• 11.875'TJI 110) 1.751 11.875' 9.6; 40 101•. 3160 1560; 2.67E+08 25.14 78.00 24.571 23.121 23.121 0.96 0.771 i 21.46 21.01 21.01, 0 66' 384 0.53 480 , , F__________.,_____ Y_ .� -- ----_-._ r._. ___._ ,_ _._._r_______._._._ i.11......18 _._.__._.___.__._ _._ �___,____ 11.875"TJI 2101 20625 11,875 19.2 40 10' 3795 1655; 3.15E+0B 19.48 41.38 20.61 19.391 19.39 0.81 0.651 18.00 17.62 : 17,62' 0.551 384 0.441 480 11.875"TJI1210 ?2 0625 1 11 875 16 40 10 3795 1655 `3.15E+.08 21.34 49 65 21,90 20.61 1 20.61; 0 86 , 0.69 I 19,13 1 18.72 18.72 0'59 384 047 480 11.875"TJI 210 2.06251 11'.8751 121 40 10' 3795 1655L.3.15E+08 24.641 66.20 24.10 22.681 22.68 0.951 -0.761................2L05 20.6 20.61 0 641 384 0.521 480 11.875"TJI 2101 2.06251 11.8751 9.6 40 101 3795 1655i 3.15E+08 27.551 82.75 25.96 24.43: 24.431 1.021 0.811 1 22.68 22.20 7,p72,20.!: 0.691 384 0.55j 480 i 1 1 1 11.875 TJI 230; 2.311225511 3125; 11 8751 19 2 40 10€ 4215 16551 3.47E+08 20.531 41.38 21 28 20.03' 20.03 0.831 0 67- I 18.59 18.20 1 18.20 0.57' 384 0.451 480 : 11.875 TJI;230 2 3125 :__1111.8877551„,:,91.82.1..„,,,,,,, 11875 16 40 10 1 4215 1655: 3 47E+.08 22.49 49 65 1:22.62.. :21.28. 21.28 .00:88931 '89 .!:1 0.71 19 76 `1 19 34 19 34 0:60 384 0.48 480 11.875"TJI 30: . 1251 11 8751 12, 40 10 4215 1655 3.47E+08 25.0973L 6862:2705 2248:88914 23 42 23 42 0 98) 0/8,1 21.74 21 28 21.28 0.671 384 0.5731. 480 . -�-----------'----------------'- � -�------•--22 22---'----- } }- ---2222--•-- 2222-2222---2222----------2222-- --- +'-: --'--- -- r---2222-• 11.875"TJI 230, 2.31251 11.8751 9.61 40 101 4215 1655 3.47E+08 29.031 82.75 25.23; 25.23' 1.05 0.841 23.42 22.931.-1111111122.:,..93: 0 721 384 0.571 480 1 1 1 11.875"RFPI 400' 2 06251 11.8751 19.21 40 101 4315 1480; 3.30E+08 20.771 37.00 20.931 19.691 19.69 0.82) 0,661 18.28 17.891 17.89 0.561 384 0.45 480 • 11.875 RFPI:400 1:2.0625 11.875" 16 40 10 4315 1480 :3.30E+08 22.76 44.40 22.24 20.93 20.93 0'.87 0.70 19.43 19.01 19.01 0.59 384. 0.,48 480 11.875"RFPI 4001 2.06251 11.8751 12; 40 10; 4315 14801 3.30E+08 26.281 59.20 24.481 23.031 23.03 0.961 0,771 1 21.38 20.93 20193 0.651 384 0.521._ 480 11.875"RFPI 400) 2.06251 11.8751 9.6 40 101 4315 14801 3.30E+08 29.381 74.00 26.371 24.811 24.811 1.031 0.831 � 23.03 22,54 22.54 0.70; 384 0.561 480 Page 1 D+L+S CT#14189-Betahny Creek Falls I LOAD CASE (12-12) (BASED ON ANSI/AF&PA NDS-1997) SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 Ke 1.00 Design Buckling Factor D+L+S 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 Cbaries) > Section 2.3.10 Bending.Comm_Size Size Rep. Cd Cb Cd(Fc) Eq.3.7-1 NDS 3.9.2 Max.Wall duration duration factor factor use Stud Grade Width Depth Spacing Height Laid Vert.Load Hor.Load <=1.0 Load Q Plate Cd(Fb)Cd (Fc) Cf Cf Cr Fb Fc perp Fc E Fb' Fc perp' Fc" Fce F'c fc fc/F'c fb fb/ in. in. _in. ft, _pi!- psf plf - (Fb)._ (Fc1_.-.._..----_._...Psl,_.._._psi. -.psi psi psi psi psi _psi_ -psi- psi- psl Fb"(1-fc/Fce) H-F Stud 1.5 3.5 I 16 7.7083 26.4 1730 0 0.9916 1993.4 1.00 1.15 1.1 1.05 1.15 675 405 800 1,200,000 854 506 966 515.42 441.22 439.37 1.00 0.00 0.000 H-F Stud 1.5 3.5 16 9 30.9 1340 0 0.9966 1993.4 1.00 1.15 1.1 1.05 1.15 675 405 800 1,200,000854 506 966 378.09 340.90 340.32 1.00 0.00 0.000 H-F Stud 1.5 3.5 12 9 30.9 1785 0 0.9947 2657.8 1.00 1.15 1.1 1.05 1.15 675 405 800 1,200,000 854 506 966 378.09 340.90 340.00 1.00 0,00 0.000 H-F Stud 1.5 3.5 16 8.25 28.3 1550 0 0.9921 1993.4 1.00 1.15 1.1 1.05 1.15 675 405 800 1,200,000 854 506 966 449.95 39522 393.65 1.00 0.00 0.000 H-F Stud . 1.5 3.5 12 8.25 28.3 2070 0 0.9953 2657.8 1.00 1.15 1.1 1.05 1.15 675 405 800 1,200,000 854 506 966449.95 395.22 394.29 1.00 0.00 0.000 H-F Stud 1.5 3.5 8 8.25 28.3 3100 0 0.9921 3986.7 1.00 1.15 1.1 1.05 1.15 675 405 800 1,200,000 854 506 966 449.95 395.22 393.65 1.00 0.00 0.000 SPF Stud 1.5 3.5 16 7.7083 26.4 1695 0 0.9952 2091.8 1.00 1.15 1.1 1.05 1.15 675 425 725 1,200,000 854 531 875.438 515.42 431.52 430.48 1.00 0.00 0.000 SPF Stud 1.5 3.5 16 9 30.9 1320 0 0.9944 2091.8 1.00 1.15 1.1 1.05 1.15 675 425 725 1,200,000 854 531 875.438 378.09 336.17 335.24 1.00 0.00 0.000 SPF Stud 1.5 3.5 12 9 30.9 1760 0 0.9944 2789.1 1.00 1.15 1.1 1.05 1.15 675 425 725 1,200,000 854 531 875.438 378.09 336.17335.24 1.00 0.00 0,000 SPF Stud 1.5 3.5 16 8.25 28.3 1525 0 0.9957 2091.8 1.00 1.151.1 1.05 1.15 675 425 725 1,200,000 854 531 875.438 449.95 388.13 387.30 1.00 0.00 0.000 SPF Stud 1.5 3.5 12 8.25 28.3 2030 0 0.9925 2789.1 1,00 1.15 1.1 1.05 1.15 675 425 725 1,200,000 854 531 875.438 449.95 388.13 386.67 1.00 0.00 0.000 SPF Stud 1.5 3.5 8 8.25 28.3 3050 0 0.9957 4183.6 1.00 1.15 1.1 1.05 1.15 675 425 725 1.200,000 854 531 875.438 449.95 388.13 387.30 1.00 0.00 0.000 i 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 1,271 506 1644.5 1378.83 1031.58 506.18 0.49 0.00 0.000 , H-F#2 1.55.5 16 9 19.6 3132 0 0.3652 3132.4 1.00 1.15 1.3 1.10 1.15 850 405 1300 1.300,000 1,271 506 1644.5 1011.45 837.57 506.18 0.60 0.00 0.000 H-F#2 1.5 5.5 16 8.25 18.0 3132 0 0.2858 3132.4 1.00 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 1,271 506 1644.5 1203.70 946.77 506.18 0.53 0.00 0.000 1. SPF#2 1.5 5.5 16 7.7083 16.8 3287 0 0.2737 3287.1 1.00 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 1,308 531 1454.75 1484.89 1015.45 531.23 0.52 0.00 0.000 SPF#2 1.5 5.5 16 9 19.6 3287 0 0.3905 3287.1 1.00 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 1,308 531 1454.75 1089.25 850.16 531.23 0.62 0.00 0.000 SPF#2 1.5 5.5 16 8.25 18.0 3287 0 0.3158 3287.1 1.00 1.15 1,3 1.10 1.15 875 425 1150 1,400,000 1,308 531 1454.75 1296.30 945.38 531.23 0,56 0.00 0.000 SPF Stud 1.5 3.5 16 14.57 50.0 545 0 0.9913 2091.8 1.00 1.15 1.1 1.05 1.15 675 425 725 1,200,000854 531 875.438 144.26 139.02 138.41 1.000.00 0.000 SPF#2 1.5 5.5 16 19 41.5 1450 0 0.9917 3287.1 1.00 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 1,308 531 1454.75 244.40 235.32 234.34 1.00 0.00 0.000 H-F#2 1.5 5.5 16 19 41.5 1360 0 0.9969 3132.4 1.00 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 1,271 506 1644.5 226.94 220.14 219.80 1.00 0.00 0.000 Page 1 D+L+W CT#14189-Betahny Creek Falls LOAD CASE (12-13) (BASED ON ANSI/AF&PA NDS-1997) SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 Ke 1.00 Design Buckling Factor D+L+W 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 (Vanes) > Section 2.3.10 Bending Comp. Size Size Rep. Cd (Fb) Cb Cd(Fc) Eq.3.7-1 NDS 3.9.2 Max.Wall duration duration factor factor use -- - Stud Grade Width Depth Spacing Height Le/d Vert.Load Hor.Load <=1.0 Load a Plate Cd(Fb)Cd Es) Cf Cf Cr TFb Fc perp Fc E Fb' Fc perp' Fc' Fce re fc fc/F'c fb 1b/ in, in. in. ft. plf psf plf _ (Fb) (Fc) -psi psi psi psi -psi psi _psi psi psi psi psi Fb"(1-fc/Fce) H-F Stud 1.5 3.5 16 7.7083 26.4 1075 9.71 0.9951 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 9 30.9 755 8.46 0.9942 1993.4 1.60 1.00 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 840 378.09 333.99 191.75 0.57 447.52 0.665 H-F Stud 1.5 3.5 12 9 30.9 1140 8.46 0.9998 2657.8 1.60 1.00 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 840 378.09 333.99 217.14 0.65 335.64 0.577 • H-F Stud 1.5 3.5 16 8.25 28.3 970 8.13 0.9943 1993.4 1.60 1.00 1.1 1.05 1,15 675 405 800 1,200,000 1,366 506 840 449.95 384.87 246.35 0.64 361.37 0.585 H-F Stud 1.5 3.5 12 8.25 28.3 1425 8.13 0.9974 2657.8 1.60 1.00 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 840 449.95 384.87 271.43 0.71 271.03 0.500 H-F Stud 1.5 3.5 8 8.25 28.3 2355 8.13 0.9981 3986.7 1.60 1.00 1.1 1.05 1.15 675 405 800 1.200,000 1,366 506 840 449.95 384.87 299.05 0.78 180.89 0.394 " SPF Stud 1.5 3.5 16 7.7083 28.4 1060 9.71 0.9971 2091.8 1.60 1.00 1.'11.05 1.15 675 425 725 1,200,000 1,366 531 761.25 515.42 415.53 269.21 0.65 376.78 0.577 SPF Stud 1.5 3.5 16 9 30.9 700 8.46 0.9115 2091.8 1.60 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 761.25 378.09 328.30 177.78 0.54 447.52 0.618 SPF Stud 1.5 3.5 12 9 30.9 1125 8.46 0.9931 2789.1 1.60 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 761.25 378.09 328.30 214.29 0.65 335.64 0.567 SPF Stud 1.5 3.5 16 8.25 28.3 960 8.13 0.9970 2091.8 1.60 1.00 1.1 1.05 1.15 675 425 725 1.200,000 1,366 531 761.25 449.95 376.35 243.81 0.65 361.37 0.577 SPF Stud 1.5 3.5 12' 8.25 28.3 1405 8.13 0.9952 2789.1 1.60 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 761.25 449.95 376.35 267.62 0.71 271.03 0.490 SPF Stud 1.5 3.5 8 8.25 28.3 2320 8.13 0.9958 4183.6 1.60 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 761.25 449.95 376.35 294.60 0.78 180.69 0.383 H-F#2 1.5 5.5 16 7.7083 16.8 3132 9.71 0.3909 3132.4 1.60 1.00 1.3 1.10 115 850 405 1300 1,300,000 2,033 506 1430 1378.83 969.91 506.18 0.52 152.58 0.119 H-F#2 1.5 5.5 16 9 19.6 3132 8.46 0.5743 3132.4 1.60 1.00 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1430 1011,45 804.50 506.18 0.63 181.23 0.178 H-F#2 1.5 5.5 16 8.25 18.0 3132 8.13 0.4411 3132.4 1.60 1.00 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1430 1203.70 899.13 506.18 0,56 146.34 0.124 SPF#2 1.5 5.5 16 7.7083 16.8 3287 9.71 0.4327 3287.1 1.60 1.00 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1265 1484.89 940.30 531.23 0.56 152.58 0.114 SPF#2 1.5 . 5.5 16 9 19.6 3287 8.46 0.6033 3287.1 1.60 1.00 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1265 1089.25 806.08 531.23 0.66 181.23 0.169 SPF#2 1.5 5.5 16 8.25 18.0 3287 8.13 0.4790 3287.1 1.60 1,00 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1265 1296.30 884.69 531.23 0.60 146.34 0.118 SPF Stud 1.5 3.5 16 14.57 50.0 70 8.46 0.9957 2091.8 1.60 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 761.25 144.26 138.14 17.78 0.13#41#### 0.979 SPF#2 1.5 . 5.5 16 19 41.5 660 9.71 0.9941 3287.1 1.60 1.00 1.3 1.10 1.15-875 425 1150 1,400,000 2,093 531 1265 244.40 233.80 106.67 0.46 927.02 0.786 H-F#2 1.5 5.5 16 19 41.5 600 9.71 0.9921 3132.4 1.60 1.00 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1430 226,94 219.02 96.97 0.44 927.02 0.796 • Page 1 • D+L+W+.55 CT#14189-Betahny Creek Falls LOAD CASE I (12-14) I BASED ON ANSI/AF&PA NDS-19972. SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 _ Ke 1.00 Design Buckling Factor D+L+W+812 - - c 0.80(Constant)> Section 3.7.1.5 Cr KcE 0.30(Constant)>- Section 3.7.1.5 Ct... L 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.Load <=1.0 Load @ Plate Cd(Fb)Cd (Fc) Cf Cf Cr Fb Fc perp Fc E Fb' Fc perp' Fc' Fce F'c fc fc/F'c fb fb/ in. Win.---In_ ft. Imo_-_psf - _pIt --_ -_IFb).. (Fc) psl psi psi psi psi psi psi psi psi psi psi Fb"(1-fc/Fce) H-F Stud 1.5 3.5 16 7.7083 26.4 1095 9.71 0.9962 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 515.42 441.22 278.10 0.63 376.78 0,599 H-F Stud 1.5 3.5 16 9 30.9 765 8.46 0.9986 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 378.09 340.90 194.29 0.57 447.52 0.674 H-F Stud 1.5 3.5 12 9 30.9 1150 8.46 0.9969 2657.8 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 378.09 340.90 219.05 0.64 335.64 0.584 H-F Stud 1.5 3.5 16 8.25 28.3 985 8.13 0.9963 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 449.95 395.22 250.16 0.63 361.37 0,596 H-F Stud 1.5 3.5 12 8.25 28.3 1445 8.13 0.9959 2657.8 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 449.95 395.22 275.24 0.70 271.03 0,511 H-F Stud 1.5 3.5 8 8.25 28.3 2390 8.13 0.9960 3986.7 1.60 1.15 1.1 1.05 1.15 675 405 800 1_200,000 1,366 506 966 449.95 395.22 303.49 0.77 180.69 0.406 SPF Stud 1.5 3.5 16 7.7083 26.4 1080 9.71 0.9935 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 515.42 431.52 274.29 0.64 376.78 0.589 SPF Stud 1.5 3.5 16 9 30.9 760 8.46 0.9988 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 378.09 336.17 193.02 0.57 447.52 0,669 SPF Stud 1,5 3.5 12 9 30.9 1140 8.46 0,9944 2789,1 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 378.09 336.17 217.14 0.65 335.64 0.577 . SPF Stud 1.5 3.5 16 8.25 28.3 975 8.13 0.9952 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 247.62 0.64 361.37 0.588 SPF Stud 1.5 3.5 12 8.25 28.3 1430 8.13 0.9952 2789.1 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 272.38 0.70 271.03 0.503 SPF Stud 1.5 3.5 8 8.25 28.3 2360 8.13 0.9922 4183.6 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 299.68 0.77 180.69 0.396 H-F#2 1.5 5.5 16 7.7083 16.8 3132 9.71 0.3593 3132,4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1378.83 1031.58 506.18 0.49 152.58 0.119 H-F#2 1.5 5.5 16 9 19.6 3132 8.46 0.5437 3132.41.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1844.5 1011.45 837.57 508.18 0.60 181.23 0.178 H-F#2 1.5 5.5 16 8.25 18.0 3132 8.13 0.4100 3132.4 ~1,60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1203.70 946.77 506.18 0.53 148.34 0.124 SPF#2 1.5 5.5 16 7.7083 16.8 3287 9.71 0.3872 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1484.89 1015.45 531.23 0.52 152.58 0.114 SPF#2 1.5 5.5 16 9 19.6 3287 8.46 0.5595 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1089.25 850.16 531.23 0.62 181.23 0.169 SPF#2 1.5 5.5 16 8.25 18.0 3287 8.13 0.4342 3287.1 1.60 1.15 1.3 1.10 1,15 875 425 1150 1,400,000 2,093 531 1454.75 1296.30 945.38 531.23 0.56 146.34 0,118 SPF Stud 1.5 3.5 16 14.57 50.0 70 8.46 0.9955 2091.8 1.60 1.15 1,1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 144.26 139.02 17.78 0.13##!k### 0.979 SPF#2 1.5 5.5 16 19 41.5 660 9.71 0.9914 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 244.40 235.32 106.67 0.45 927.02 0.786 H-F#2 1.5 5.5 16 19 41.5 600 9.71 0.9901 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 226.94 220.14 96.97 0A4 927.02 0.796 • • Page 1 D+L+S+.5 W CT#14189-Betahny Creek Falls LOAD CASE 1 (12-15).] (BASED ON ANSI/AF&PA NDS-1997) SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 -� Ke 1.00 Demon Bucklir_ig Factor D+L+S+W/2 0.80(Constant)> Section 3.7.1.5 Cr KcE 0.30(Constant)> Section 3.7.1.5 _ Cf(Fb) Cf(Fc) 1997 NOS Cb (Varies) > Section 2.3.10 _Bending Comte Size Size Re_p,_ Cd(Fb) Cb Cd(Fc) Eq.3.7-1 NDS 3.9.2 Max.Wall duration duration factor factor use Stud Grade 1f6idth Depth Spacing Height Le/d Vert.Load Hor.Load <=1.0 Load @ Plati4 Cd (Fb)Cd (Fc) Cf Cf Cr Fb Fc perp Fc E Fb' Fc perp' Fc Fce F'c fc fc/F'c fb fb/ in. in. in. ft. plf psf plf (Fb) (Fc) psi psi psi psi psi psi psi psi psi psi psi Fb"(1-fc/Fce) H-F Stud 1.5 3.5 16 7.7083 26.4 1335 4.855 0.9935 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 515.42 441.22 339.05 0.77 188.39 0.403 H-F Stud 1.5 3.5 16. 9 30.9 970 4.23 0.9923 1993.4 1.60 1.15 1.1 1.05 1.15 675 405800 1,200,000 1,366 506 966 378.09 340.90 248.35 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 1,366506 966 378.09 340.90 262.86 0.77 167.82 0.403 H-F Stud 1.5 3.5 16 8.25 28.3 1195 4.065 0.9960 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 449.95 395.22 303.49 0.77 180.69 0.406 H-F Stud 1.5 3.5 12 8.25 26.3 1660 4.065 0.9990 2657.8 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 449.95 395.22 320.00 0.81 135.51 0.343 H-F Stud 1.5 3.5 8 8.25 28.3 2665 4.065 0.9999 3986.7 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 449.95 395.22 338.41 0.86 90.34 0.267 SPF Stud 1.5 3.5 16 7.7083 26.4 1315 4.855 0,9907 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 515.42 431.52 333.97 0.77 188.39 0.392 SPF Stud 1.5 3.5 16 9 30.9 965 4.23 0.9970 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 378.09 336.17 245.08 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 1.1 1.05 1,15 675 425 725 1,200,000 1,366 531 875.438 378.09 336.17 260.95 0.78 167.82 0,396 SPF Stud1.5 3.5 16 8.25 28.3 1180 4.065 0.9922 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 299.68 0.77 180.69 0.396 SPF Stud 1.5 3.5 12 8.25 28.3 1660 4.065 0.9973 2789.1 1.60 1.151.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 316.19 0.81 135.51 0.334 SPF Stud 1.5 3.5 8 8.25 28.3 2630 4.065 0.9969 4183.6 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 333.97 0.86 90.34 0.257 H-F#2 1.5 5.5 16 7.7083 16.8 3132 4.855 0.3001 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1378.83 1031.58 506.18 0.49 76.29 0.059 ' H-F#2 1.5 5.5 16 9 19.6 3132 4.23 0.4544 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1011.45 837.57 506.18 0.60 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 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1203.70 946.77 506.18 0.53 73.17 0.062 SPF#2 1.5 5.5 16 7.7083 16.8 3287 4.855 0.3304 3287.1 1.60 1.15 1.3 1,10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1484.89 1015.45 531.23 0.52 76.29 0.057 SPF#2 1.5 5.5 16 9 19.6 3287 4.23 0.4750 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1.400,000 2,093 531 1454.75 1089.25 850.16 531.23 0.62 90.610.085 'SPF#2 1.5 5.5 16 8.25 18.0 3287 4.065 0.3750 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1296.30 945.38 531.23 0.56 73.17 0.059 SPF Stud 1.5 3.5 16 14.57 50.0 255 4.23 0.9959 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 144.26 139.02 64.76 0.47 586.43 0.779 SPF#2 1.5 , 5.5 16 19 41.5 935 4.855 0.9925 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 244.40 235.32 151.11 0.64 463.51 0.580 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 0.64 463.51 0,594 • Page 1 • • D+L+S+.7E CT#14189-Betahny Creek Falls I LOAD CASE 12-16 J ) ( ) (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 Desi n Bucklin Factor D+L+S+EI1.4 - - c-._. 0.80(Constant)> Section 3.7.1.5 Cr KcE 0.30(Constant)> Section 3.7.1.5 Cf(Fb) Cf(Fe) 1997 NDS Cb (Varies) > Section 2.3.10 Bending Comp. Size Size Rep. --- ^---Cd(rb) Cb Cd(Fc) Eq.3.7-1 NDS 3.9.2 Max.Wall duration duration factor factor use Stud Grade Width Depth Spacing Height Le/d Vert.Load Hor.Load <=1.0 Load 6 Plate Cd(Fb)Cd(Fc) Cf Cf Cr Fb Fc perp Fc E Fb' Fc perp' Fc- Fce Fc fc fc/F'c fb fb/ - - In. in. in. ft- -pf psi - plf - (Fb) .(F) psi psi psi psi---_-psi_ psi -psi ....__psi .-_Esi_ _.._PS!..._..-.__-_Psi Fb"(1_fc/Fce). H-F Stud 1.5 3.5 16 7.7083 26.4 1415 3.57 0.9983 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 515.42 441.22 359.37 0.81 138.53 0.335 H-F Stud 1.5 3.5 16 9 30.9 1010 3.57 0.9960 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,0001,366 506 966 378.09 340.90 258.51 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 1,366 506 966 449.95 395.22 311.11 0.79 158.68 0.376 H-F Stud 1.5 3,5 12 825 28.3 1710 3.57 0.9947 2657.8_-Y-1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,00011 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 1.15L 6_ 675 405 800 1,200,000 1,366 50966 449.95 395.22 342.86 0.87 79.34-_--0.244 SPF Stud 1.5 3.5 16 7.7083 26.4 1395 3.57 0.9984 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 515.42 431,52 354.29 0.82 138.53 0.324 SPF Stud 1.5 3.5 16 9 30.9 1000 3.57 0.9918 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 378.09 336.171 253.97 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 0000 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"---531875.438 449.95 388.13 307,30 0.79 158.68 0.366 SPF Stud 1.5 3.5 12 8.25 28.3 1690 3.57 0.9940 2789.1 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 321.90 0.83 119.01 0.306 SPF Stud 1.5 3.5 8 8.25 28.3 2670 3.57 0.9987 4183.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 339.05 0.87 79.34 0.236 H-F#2 1.5 5.5 16 7.7083 16.8 3132 3.57 0.2844 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1378.83 1031.58 506,18 0.49 56.10 0.044 H-F#2 1.5 5.5 16 9 19.6 3132 3.57 0.4405 3132.4 1.60 1.15 1.3 1.10 1.15850405 1300 1,300,000 2,033 506 1644.5 1011.45 837.57 506.18 0.60 76.47 0.075 H-F#2 1.5 5.5 16 8.25 18.0 3132 3.57 0,3404 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1203.70 946.77 506.18 0.53 64.26 0.055 SPF#2 1.5 5.5 16 7.7083 16.8 3287 3.57 0.3154 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1484.89 1015.45 531.23 0.52 56.10 0.042 SPF#2 1.5 5.5 16 91 19.6 3287 3.57 0.4618 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1089.25 850.16 531.23 0.62 76.47 0.071 SPF#2 1.5 5.5 16 8.25 18.0 3287 3.57 0.3678 3287,1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1296.30 945.38 531.23 0,56 64.26 0.052 SPF Stud 1.5 3,5 16 14.57 50.0 285 3.57 0.9981 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 144.26 139.02 72.38 0.52 494.93 0.727 SPF#2 1.5 5.5 16 19 41.5 1020 3.57 0.9910 3287,1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 244.40 235.32 164.85 0.70 340.83 0.500 H-F#2 1.5 5.5 16 191 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. �,- E N G I N E E R I N G Suite 3M ,. 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L .1 F ..5) 4?/ ( 0-F/-/.6PP', , , ,• it :(2.), Pt-,eg- ,_ , , _, .., , _.. :1 : , : . , . , ,, ,_: 6:!y • , , ! , , - , • .) , • ' ) ' ; '' . . ll • % �i • ; f J 4162 • : :.. ,..*. ,I,-tom .4._ 4 • (i - • � r f l.� /27 Zi 1•34'.D t ... - i e ` �% S W j 1Vt! 2, r }•!/)( : . , : • - I •p(J. ..- :, . .. : vi--4-.); i- •--— : -,'- , , :- -, _ .. , Structural Engineers /,,,, C I Qvt)S 4,3.6.4; 3 1r Design Maps Summary Report Page 1 of 1 ZUSCS 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 1513 ni •avertor . ��f. � s s P x' IVItl='liliauklle ',:!--,"...,-,.'z,-,:,:,,:..',.:::mi-,-,--mi:0,-,E1-.:,g,ii1::01:-:.::51-#01-firilt:',N1:20.iyh: ',Ii.,:.--:,-zi-pg:2-::-,f,tia,:!;,pii.i.N.K,;i:::',,,•:,-,(g):1:::..:',.:Ii''.:.r,.;i4i5,:'-;-6.:::,,i,...,:,;:;-::-:,i,::: -..--1.,.'a-t-,---,..,,..::•:=1,.',;-,-,',..,',....g.:.,,,T ,A-o.1...,,,,.::,1::,:1,-.,I,:ifilit.::::gd,o.:2-...k.,.,-.-1,-.]!-Aiii;;illit-!..:.,2-:,,dis-,L,;.).,ihi.,:,,i-•,!:,j,F,.,,:,,:zil,:,,-E.i.En:!:-2-:,,,,,,w 5 r s w . LakeOs Ie a ^ �a'sLl' ?3$fip �K4 tg Citi 0::t ha Mx .. sir Y s z, - F 32/,5. -gliiiilini-li'-i-,',?:',!!''',15i.lig..!:,•115:•1:Siii-liggIR,-0:-',',.0'ii.:1•I.''..F:•itlI3V.-'4111,,,g1P,ggil'!1';:',:::: (,t4 EfigATIVIVi-E.,qiilIT',:eilkIt'''P:401111i-1::',•!:. "u..liatitl � F' 0 F t�f � Ues� G � i 3 ,..wrc.... USGS-Provided Output Ss = 0.972 g SMS = 1.080 g SDs = 0.720 g Si = 0.423 g SMS = 0.667 g SDI = 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 1,10 0,20. 0,22 O:C4 0.62 A 0...42 vt 04. 0.22 0,24, €::2 0,22 t1.. 0-..11 0..02 : f,:a0 • .0.00 020 0.40 0.40 0.20 1.00 1.2:0 1.40 1,20 L.20 200 0.00 0.20 0.40- 2.40 0,20 1.00 1.20 1.40 1.20 1.20 2.0 • • Period,I(tete) Period,I(sat) 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... 9/1.4/2015 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 ResponseSs= 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.usgs.gov/research/hazmaps/ http://earthquake.usgs.qov/designmaps/us/application.php .................................................. ................ ..... . . ..................................................... ................................................... . .... ................... 6. Site Coefficient(short period) Fa=,,1::-.06.i.: 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 SM,= Fv*S1 SM,= 0.75 EQ 16-38 EQ 11.4-2 SDs=2/3*SMS SDs= 0.78 EQ 16-39 EQ 11.4-3 5D1=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 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 ProcedureEquiv 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 SIDS= 0.78 h„ = 18.00(ft) .. . ................................. .... ...... .... . .. . .............................................. SID1= 0.50 X 0.75 ASCE 7-05(Table 12.8-2) R= 6.5 Ct 0.020 ASCE 7-05(Table 12.8-2) .....:....:....::...:...:.:.....:...:.:.:.... 1E= 1.0 T= 0.175 ASCE 7-05(EQ 12.8-7) . .. .. ........ ....... S,= 0.50 k= 1j ASCE 7-05(Section 12.8.3) TL= 6 ASCE 7-05(Section 11.4.5:Figure 22-15) Cs=SIDS/(R/IE) 0.120 W ASCE 7-05(EQ 12.8-2) Cs=S01/(T*(R/IE)) (for T<TL) 0.440 W ASCE 7-05(EQ 12.8-3)(MAX.) Cs=(S01*TL)/(T2*(R/IE)) (for T>TL) 0.000 W ASCE 7-05(EQ 12.8-4)(MAX.) Cs=0.01 0.010 W ASCE 7-05(EQ 12.8-5)(MIN.) Cs=(0.5 SAME) 0.038 W ASCE 7-05(EQ 12.8-6)(MIN.if Si>0.6g) CONTROLLING DESIGN BASE SHEAR= 0.120 W VERTICAL DISTRIBUTION OF SEISMIC FORCES PER ASCE 7-10 SECTION 12.8.3 (EQ 12.8-11) (EQ 12.8-12) DIAPHR. Story Elevation Height AREA DL w; w; *h;k wx *hxk DESIGN SUM LEVEL Height (ft) h; (ft) (sqft) (ksf) (kips) (kips) Ew1 * k Vi DESIGN Vi Roof - 18.00 18.00 1460 0.022;I 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; Fpx = �F; *wpx 0.4*508*1E*wp 0.2*SIDS*1E*WP LEVEL (kips) (kips) (kips) (kips) (kips) Ew1 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.,t 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)=E ft. 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 3 Sec.Gust= 120: 120;mph Figure 1609 Fig. 26.5-1A thru C V asd. Wind Speed 3 sec Gust 83 F 9 mph (EQ 16-33) Exposure= B' &. Iw= 1.0; 1 ; NIA N/A Roof Type= Gable' Gab0le Ps3o A= 28 6.: 28:6';psf Figure 28.6-1 Ps3o s= 4.6' 46 psf Figure 28.6-1 PS3O C= 20.7'. 20 7;',�psf Figure 28.6-1 PS30 o= 4 7:; 4 7 psf Figure 28.6-1 A 1 00; 1.00: Figure 28.6-1 K:t= 1.00< 1:00:: Section 26.8 windward/lee= 1.00 1.00°(Single. Family Home) +Krt+I 1 1 Ps=A*Kzt*l*ps3o= (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) PsD= 4.70 4.70 psf (LRFD) (Eq.28.6-1) Ps A and C average= 24.7 24.7 psf (LRFD) Ps a and D average= 4.7 4.7 psf (LRFD) a= 3.4 3.4 Figure 28.6-1 2a= 6.8 6.8 width-2*2a= 20.4 29.4 MAIN WIND-ASCE 7-10 CHAPTER 28 PART 2 Areas(N-S) Areas(E-W) (N-S) (E-W) Wind(N-S)(LRFD) Wind(E-W) (LRFD) width factor roof-> 1 00 1.00 089 0.89 16 psf min. 16 psf min. width factor 2nd-> 1 00 0.89.1 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-VV) V(E-W) 30.00 12.0 0 163.2 0 244.8 0 145.2 0 314 Roof - 18.00 18.00 4.0 54.4 0 81.6 0 54.4 0 104.7 0 8.7 9.9 5.15 5.15 5.87 5.87 2nd 8.00 10.00 10.00 9.0 122.4 0 183.6 0 122.4 0 264.6 0 4.9 6.2 7.30 12.45 8.98 14.84 1st(base) 10.00 0.00 0.00 • 0 0.00 0.00 AF= 850 AF= 1005 13.6 16.1 V(n-s)= 12.45 V(e-w)= 14.84 kips(LRFD) kips(LRFD) kips kips Page 1 ASCE 7-10 Part 1 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM USING LOADS FROM ASCE 7-10 CHAPTER 28,PART 1 CT PROJECT#: CT#14252:Plan 3410 SEE SEAW RAPID SOLUTION SPREADSHEET AND INSERT VALUES BELOW MAIN WIND-7-10 CHAPTER 28 PART 1 Wind(N-S) Wind(E-W) Min/Part 2(Max.) Min/Method 1(Max.) Wind(NS)(LRFD) Wind(E-W)(LRFD) DIAPHR. Story Elevation Height DESIGN SUM DESIGN SUM DESIGN SUM DESIGN SUM LEVEL Height (ft) hi(ft) Vi(N-S) V(N-S) Vi(E-W) V(E-W) Vi(N-S) V(N-S) Vi(E-W) V(E-W) Roof - 18.00 18.00 0.00f 0.00 0.00 0.00 8.70 8.70 9.89 9.89 2nd 8.00 10.00 10.00 0.40( 0.00 0.04; 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(NS)(ASD) Wind(E-W)(ASD) 1 0.6*W 0.6*W 4 DIAPHR. Story Elevation Height DESIGN SUM DESIGN • SUM DESIGN SUM DESIGN SUM LEVEL Height (ft) hi(ft) Vi(N-S) V(NS) Vi(E-W) V(E-W) Vi(NS) V(NS) Vi(E-W) V(E-W) 1 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)0 kips(ASD)_ kips(ASD) Part 1 Base Shear Part 2 Base Shear = 0.0 0.0 ratio ratio Page 1 SHEET TITLE: SDPWS SHEARWALL VALUES PER TABLE 4.3A CT PROJECT#: CT# 14252: Plan 3410 SHEATHING THICKNESS tsheathing = 7/16" NAIL SIZE nail size= 0.131 dia.X 2.5"`long F o STUD SPECIES SPECIES= Hr 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) 1 -- 0 1 0 1 P6TN 150' 150 1'50 150 P6 520' 242 730 339 P4 760!! 353 1065'i; 495 P3 : 980.1 456 1370 637 P2 :i 1280 595 17.90 832 2P4 f :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 11V 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 M-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-S V i= 5.22 kips Max.aspect 3.5 SDPWS Table 4.3.4 Sum Seismic V i= 3.58 kips Sum Wind N-S V i= 5.22 kips Min.Lwall= 2.57 ft. (0.6-0.14Sds)D+0.7 p Qe 0.6D+W per SDPWS-2008 pi.= 1.00 Table4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. EQ. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LDL eff. C o w dl V level V abv. V level V abv. 2w/h v i Type Type v i OTM ROTM Unet Usum OTM ROTM Unet Usum Usum 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 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. left4 0 0.0 0.0 1.00 0.001' 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 • 0 0.0 0.0 1.00 0.00': 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 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 righf1** 7.30 39 5 .40 0 0.;00 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 pert Ext nght2 i 0 0.0 0 0 1.;00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 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 00.; 0 0 0 0 0 0 1100 0: ,00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 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 1.00 0.00 0 --- --- 0 0.00 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 E V wind 5.22 E V 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= 8.11 kips Sum Wind N-S V i= 8.16 kips Min.Lwall= 2.86 ft. (0.6-0.14Sds)D+0.7 p Qe 0.6D+W per SDPWS-2008 p 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 0 w dl V level V abv. V level V abv. 2w/h v i Type Type v i OTM ROTM Unet Usum OTM ROTM Unet Usum Usum HD (soft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext left;1 730 42.3 42.3 0.94 0.1;5,: 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 perf Ext. left 2 0 0 0 0 0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 1:.00 0.00; 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. left 3** 0 0 0 0 . 1.00 0.00: 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 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 01.00 0.00: 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 00 0"0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0,00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 i0 0'0 :.0.0 1.00 0.00:: 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 0'0 1:00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 D 0 0 0'0 1.00 0.00; 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. nght.1.** 730 46..3 46.3 0.87 0,115; 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 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 i0 0 0 0 0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 00 00 .1.00 0.00;; 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. nght4 0 0 0 0 0 1.00 0.00: 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 • 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 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 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 . 1:00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 0 0 1.00 0.00:: 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 . 1.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00` 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 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'D 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 D 0'0 0 0 1.:00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 .0'0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1460 88.5 80.0 =L eff. 2.94 5.22 2.53 3.58 1.00 V wind 8.16 V Eo 6.11 Notes: * denotes with shear transfer ** denotes perferated shear wall iSB denotes iSB Shear Panel SHEET TITLE: LATERALS-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= 3.5SDPWS 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 pi= 1.00 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max, Wall ID T.A. Lwall LDL eff. C 0 w dl V level V abv.V level V abv. 2w/h v i Type Type vi OTM ROTM Unet Usum OTM ROTM Unet Usum Usum HD (sqft) (ft) (ft) (kif) (kip) (kip) (kip) (kip) p (pIf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Front BR2* 320 ;6.5 1;1.5 1'.00 0;:1;5: 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• O OQ 0.00 0.00 0.00 0.00 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* 4'10 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 0.00 0.79 -0.38 -0.38 0.00 0.96 -0.46 -0.46 -0.38 0 0.0 0,0 1.00 0;00! 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0.00 0.00 Int KIT ' 0 0.0 0.0 1:00 0.001 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 • 0 0 0 0 0 1.00 0.::00;; 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0.00 0 0.0 0.0 1.00 0.00; 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0,00 0.00 0.00 0.00 0.00 Gar Rear 0 0.0 0.0 1.00 0:00:: 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0,00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Gar Rear 0 '.0 0 0.0 1.00 0:.00: 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 0.0 1:00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Rear MSTR* 730 2.1.8 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 0,00 0.00 0,00 0.00 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 Q 0 1.00 0.00; 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 0 0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 0 0 1.00 0.00': 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0,00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00• 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 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 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0,00 0,00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0'.00, 0,00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0:00; 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0'.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1460 39.3 39.3=L eff. 5.94 0.00 3.58 0.00 • EV wind 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 ,.,,.13!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 pc= 1.00 Table4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max, Wall ID T.A. Lwall LDL eff. C0 w dl V level V abv. V level V abv. 2w/h v i Type Type vi OTM ROTM Unet Usum OTM ROTM Unet Usum Ileum 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) 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'A 0'.0 1.00 0.00 0.00 0.00 0.00 0.00 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 I0 T,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 00 1.00 0.00:: 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 !nt 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 0.001 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 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 4.001 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Rear Kit` 2'52 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 0.001; 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 Oso 0'.0 1.00. 0'00; 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 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 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.,.0 1.00 0.00':: 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0,00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0'.0 0.0 1 00 0.00 0,00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0'.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0'.0 1:00 0 00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 D 0'.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00• 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1459 45.0 45.0=L eff. 3.72 5.93 2.53 3.58 EVwind 9.64 EVEQ 6.11 Notes: denotes with shear transfer ABWP Alternate Braced Wall Panel-2308.9.3.2 ** denotes perferated shear wall iSB denotes iSB Shear Panel JOB# CT#14252 Plan3410 SHEARWALL WITH FORCE TRANSFER ID: Front Upper BR2*: Roof Level w dl 150: pff ..................................... 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 ► A H head= A I v hdr w= 113.0 plf 1.083 V Fdrag 1 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 p/f P6 WIND feet H total= 2w/h= 1 2w/h= 1 9.083 Fdrag3 eq= I 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 4.0 EQ Wind v sill w= 113.0 plf P6TN feetOTM 7085 11808 R OTM 4872 5951 UPLIFT 204 541 Up above 0 0 UP sum 204 541 H/L Ratios: L1= 3.3 L2= ' 50 L3= 33 Htotal/L= 0.79 ► ® s� 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 d1= 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 D..._` v hdr eq= 68.5 p/f Q H head= A v hdr w= 92.9 plf Fdragl eq= 223 F2 eq='223 Fdragl w= ! F2 ..-302 H pier= vi eq= 122.4 p/f v3 eq= 122.4 Of P6TN E.Q. 5,0 v1 w= 166.1 p/f v3 w= 166.1 plf P6 WIND feet H total= 2w/h= 1 2w/h= 1 9.083 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 plf P6TN 3.0 I EQ Wind v sill w= 92.9 p/f 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= 41' Htotal/L= 0.62 ai> 4 D4 Hpier/L1= 1.21 Hpier/L3= 1.21 L total= 14.8 feet JOB#:.CT#14252:Plan 3410 SHEARWALL WITH FORCE TRANSFER ID Front Upper Loft" Roof Level w dl= plf . . .............. V eq 0.0 pounds V1 eq= 0.0 pounds V3 eq= 0.0 pounds V w= pounds V1 w= 0.0 pounds V3 w= 0.0 pounds D v hdr eq= 0.0 plf 1> H head= A v hdr w= 0.0 I plf 1 083 ly Fdragl eq= 0 F2 eq= 0 ° Fdragl w= • F2 0 H pier= v1 eq= 0.0 plf v3 eq= 0.0 plf — EQ. 25 v1 w= 0.0 plf 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 sill eq= 0.0 p/f — 5.5 EQ Wind v sill w= 0.0 p/f — feet OTM 0 0 R OTM 2213 2703 v UPUFT -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 a 4 e 4 Hpier/L1= 1.82 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:!1;,;,',;:H 11.§. ...qi pounds V1 eq= 154.4 pounds V3 eq= 28.6 pounds V w fo;-cli pounds V1 w= 3232.1 pounds V3 w= 597.9 pounds 0 0- v hdr eq= 6.7 plf D H head= A v hdr w= 140.1 Of 1 083 v Fdragl eq= 34 F2 eq= 6 Fdragl w= 0 F2 131 H pier= v1 eq= 8.6 plf v3 eq= 8.6 plf P6TN E.Q. ....................._.............. . . . ............ .i:.1:1 4 v1 w= 179.6 plf v3 w= 179.6 plf P6 WIND . . ... .0.... :. feet H total= 2w/h= 1 2w/h= 1 9.083v Fdrag3 eq= F4 e.- 6 feet A 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 v v UPLIFT -970 44 Up above 0 0 UP sum -970 44 HIL Ratios: L1= 18.0:• L2= ..::: :.-.....::..:6:0 L3= .33 Htotal/L= 0.33 a D I C a D Hpier/L1= 0.22 D Hpier/L3= 1.20 d 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 i..::. __fa,. v hdr eq= 50.0 plf i. A H head= A v hdr w= 80.0 plf ...................................... 2 083 v Fdragl eq= 300 F2 eq= 300 • Fdragl w= • 0 F2 .-480 H pier= vi eq= 170.0 plf v3 eq= 170.0 plf P6 E.Q. 5 0 vi w= 272.0 plf v3 w= 272.0 plf P6 WIND feet H total= 2w/h= 1 2w/h= 1 10.083 y Fdrag3 eq= %8 F4 e.- 300 feet A Fdrag3 w=480 F4 w=480 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 50.0 plf P6TN ........::...... 3..........0 ..:::: EQ Wind v sill w= 80.0 Of P6TN ... feet OTM 8571 13713 R OTM 10646 13005 v . UPLIFT -127 43 Up above 0 0 UP sum -127 43 H/L Ratios: L1= 25 L2= 120 L3= f..25 Htotal/L= 0.59 . ► 4 0 4 i Hpier/L1= 2.00 0 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 ig-E-!:1§,1-ip.:,p1 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 c _ I> v hdr eq= 111.0 plf A H head= A v hdr w= 136.6 plf _ :2.083.: v Fdragl eq= 321 F2 eq= 234 n Fdragl w= .5 F2 .-287 H pier= v1 eq= 169.5 Of v3 eq= 169.5 plf P6 E.Q. 5 0 v1 w= 208.4 plf v3 w= 208.4 plf P6 WIND feet H total= 2w/h= 1 2w/h= 1 10.083 a 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.tirigplu., EQ Wind v sill w= 136.6 p/f P6TN , feet OTM 16234 19964 R OTM 7745 9461 P V UPLIFT 614 759 Up above 0 0 UP sum 614 759 H/L Ratios: L1= 5.5: L2= 5.0 L3= 40 :.:.. ..:... Htotal/L= 0.70 ti D d Da d Hpier/L1= 0.91 c D 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) Sheart°•t(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 Loadineh' "° (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 opposite side of sheathingper wind design min 1000 lbf for single or double portal on both sides of opening Pony : Ill wall • ," height . r I d •,.�.+�. fi _+ . Fasten top plate to header • ' m Mn 3"x 1 t/4vnsetheader •Y a f8/with two rows of 16d .•! " st fieaeteri, alloweCl' '`° sinker nails at 3"o.c.typ 4 • - • 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" •1• /• nailed to common blocking max thick wood structural panel sheathing with • • ` ;; within middle 24"of portal height 8d common or galvanized box nails at 3"o.c. ` height.One row of 3"o.c. • ;; in all framing(studs,blocking,and sills)typ. nailing is required in each - panel edge. Min length of panel per table 1 Typical portal frame % '�i A% 4' construction ii a, Min(2)3500 lb strap-type hold-downs r i xz '%.fi 5y; (embedded into concrete and nailed into framing) l ti Min double 2x4 post(king and'ack stud Number of Min reinforcing of foundation,one#4 bar W' �,:_, � ' jack studs per IRC tables I° A4p i top and bottom of footing.Lap bars 15"min. . 3 R502.5(1)&(2). 01 J t Min footing size under opening is 12"x 12".A turned-down Min 1000 lb hold-down slab shall be permitted at door openings. Min(1) device(embedded into /8anchorbolt installedper IRC R403.1.6— concrete and nailed ( )5 "diameterinto framing) with 2"x 2°x 3/16"plate washer 2 ©2014 APA—The Engineered Wood Association J2 MAIN 10-27-15 Roseburg 3:21 pm 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 ,,�- �.�°f cs .af Bret` s�j' t�l�rt�„t b �.,,� :e•�x���,����.o..a;�,.� �-�.a: tea/ 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#(76plf) 2 339#(255p1f) 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" L/684 6.29' Total Load D+L LL Deflection 0.1717" 0.3182" L/889 6.29' Total Load L Control: LL Deflection DOLs: Live=100% Snow=115% Roof=125% Wind=160% aMpsON All product names are trademarks of their respective owners KAMI L HENDERSON EWP MANAGER .StlQllgTiel Copyright(C)2015 by Simpson Strong-Tie Company Inc.ALL RIGHTS RESERVED. PACIFIC LUMBER&TRUSS "Passing is defined as when the member,floor joist,beam or girder,shown on this drawing meets applicable design criteria for Loads,Loading Conditions,and Spans listed on this sheet.The design BEAVERTON,OREGON must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation according to the manufacturers specifications. 503-858-9663 J3 MAIN 10-27-15 ,-„,e,Roseburg3:22pm 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 ,7Srr '9 t �t �,�', -��� +� wr3zM;. � .-.,Asad .�� ��� '.;: �i�$.� z�` rr. ,ac.�,�3�s �x:e x i" .+`..sp. 's 'c s ..-G'a �a � :` "^ � ,: P ;K.. .Mr,a, ,�.. s'mi.».a.+ a. '�,„e?i'3,..?4.°�' k ''?`�:MM..,. x.. `�9,r�`4 -�.x. ,,:`ir"' °e �:.` �".°' ..,.�m 3;,..�e!zsa .f`,�Ar z..s�r .x x rz r»....t.m. x�..., .a.0.tr.;;:",�,?�?.x�'Ti^,..mki��t.�..»..,..� �,i,. '�' z h.a«,s",»,...;, .... ix'+w-- ` ,siar.:,ti-.,—,.,.,s:::.m,.c--- -eti i s x'xSet�:a's.`,—,,,s—as s:,ex..a x•,k.,,—„.., -.,,»u a,,„.:aev:,..w.:�a°,a,-..� ,u..a—, / T / 1, 13 3 0 10 6 0 10 3 0 9 0 0 3400 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000” Wall DFL Plate(625psi) 3.500” 1.750" 387# -- 2 13' 3.000" Wall DFL Plate(625psi) 3.500" 3.500" 991# -- 3 23' 9.000" Wall DFL Plate(625psi) 3.500" 3.500" 827# -- 4 34' 0.000" Wall DFL Plate(625psi) 3.500" 1.750" 315# -- Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Live Dead 1 302#(227plf) 85#(64p1f) 2 773#(580p1f) 218#(163p1f) 3 658#(494p1f) 169#(126p1f) 4 250#(187p1f) 66#(49p1f) Design spans 13' 0.375" 10' 6.000" 10' 0.375" • Product: 9 112°° RFPI-20 16.0°° O.C. ,"ASSES DESIGN CHECKS Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Lateral support is required at each bearing. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 1078.'# 2820.'# 38% 6.08' Odd Spans D+L Negative Moment 1178.'# 2820.'# 41% 13.25' Adjacent 1 D+L Shear 541.# 1220.# 44% 13.24' Adjacent 1 D+L End Reaction 387.# 1151.# 33% 0' Odd Spans D+L Int.Reaction 991.# 1775.# 55% 13.25' Adjacent 1 D+L TL Deflection 0.1609" 0.6516" L/971 6.08' Odd Spans D+L LL Deflection 0.1294" 0.3258" L/999+ 6.08' Odd Spans L Control: Max Int.React. DOLs: Live=100% Snow=115% Roof=125% Wind=160% `sIMPSON All product names are trademarks of their respective owners KAM I L HENDERSON g?t1Drgli Copyright(C)2015 by Simpson Strong-Tie Company Inc.ALL RIGHTS RESERVED. EWP MANAGER a 1 �lj PACIFIC LUMBER&TRUSS "Passing is defined as when the member,floor joist,beam or girder,shown on this drawing meets applicable design criteria for Loads,Loading Conditions,and Spans listed on this sheet.The design BEAVERTON,OREGON must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation according to the manufacturer's specifications. 503-858-9663