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Specifications (14)
2L7 000zq 1732_,e( E01?e-4- 1-616-() 'E E RING Structural Engineers C 414G N 180 Nickerson Street Suite 302 Seattle, WA 98109 INC. 206.285.4512 (V) 206.285.0618 (F) run Tx rinMA,11 1 Etiirt #15238 Structural Calculations cin OF flii.ARD D DIVISION River Terraceo PRo; frc * Plan 3413 . 0 , 60 � Elevation D r •, tv 4REGoNe3, 1Tigard, OR , z2 � 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 Ph: 425.454.7130 Fax: 425.646.0945 I 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 comprised of two-story wood-framed single-family homes. We understand that these homes are to be constructed in multiple locations throughout Tigard, Oregon. Design parameters are as noted below: Roof framing is primarily with pre-manufactured pitched chord wood trusses. Upper floor framing is primarily with pre-manufactured parallel chord wood trusses. Main floor framing over crawlspace is primarily with pre-manufactured wood joists. The foundations are to be conventional strip and 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. The construction documents and accessory documents have been prepared considering the plan review philosophy and permit submittal guidelines of WABO/SEAW white papers 1-2006 and 4-2009. Feel free to phone with any questions during the review process pertaining to the construction documents and/or any accessory documents. The following computer design software may have been used for various components: Excel Enercalc Forte RISA Tedds Note that various software releases may have been used. Where software references standards prior to current IBC code cycle, various design parameters including load factors, load combinations, allowable design stresses, etc., have been verified be meet or exceed those as referenced by current IBC code. SHEET TITLE: DEAD:LOAD SUMMARY ROOF Roofing 35!psf Roofing;-future 0 0'psf 5/8"plywood (O.S.B.) 2.2 psf Trusses at 24"oc 40 psf Insulation 10,psf ( ) 5/81;gypsu 1m ceiling 2 8 psf Msc./Meeh. 1.5''psf ROOF DEAD LOAD 15.0 PSF FLOOR floor finish 40 psf NO gypsum concrete 00 psf 3/4"plywood;(O S.B) 2 7 psf •joist at 12" 25;psf Insulation 10:'psf (1) 1/2";gypsum ceiling .; 22 psf Misc. • 2�6 psf FLOOR DEAD LOAD 15.0 PSF ... , .. (2)2x10-IDR ... r (2,px,0 HDR , . -,.. ..... ...-- .i....... ..-...-....-..... ..": RE.1 .•. RB.2 , 0.4. — • -. .• / / ..*". • ID . ., -.,.. : .... Ifl• GZ QV ...0 . U u u ii, u—- w 1 u U /... CLAk--,. • : . ..:1161V . , i ‘..L.A_CCE_5_5, ' : • / (nrC,:- 1 I.!.`..7- F .• ... / 2 I N. r 74 I pq ! ! I : .• .• I TRUSSES AT 24.O.C. TYPICAL : I LIJES .•. . , . . .• 1 +,).. ., .• : I . i ,......', CC)•;',,' ..'=, L-----,-----1 CL /.. \ • .,R : . --- I NV 'I‘ I I /< : ',. : • ,.\ : ,.,., X.Z.) /; r'-•'',-/• : •e'r.72.,GTY4C;tZ*''''''' 49 I a „.• : .... r, n ! ,. Ln .I , GT.i.:3•.: N l 7 '--C i] H. -rg i ... • H VID., , 1 , i 1_____ ", / ,'' T'''..di. •• • • .• b -6 .,r- *7)1'1=ri n ,in" 91 n rv, l'A : I , / / li u , i lo , E-i / / • \ RB.4 ,! /., I. i ,•-• b(..7 . / . '. 01----7—•—-4 ': . -.:' • / .f.,', !N , , - i . i t (2).x10 HD-R : ,. /i i ,••• RB.6 CL/ / \It 4-q -5. .B•.5.1... .. 1 1/ (2)x10 NOR (2)2x10 HD R N A ROOF FRAMING REVISIONS PER .- CHANGES TO UPPER LEVEL AI 47 Pflan 3413D ROOF FRAMING PLAN 1/4"--1'-0" FRENCH REVIVAL • ~ ~ AIST37-\. /r1,; '11 ILL H(7- \I11 ° ,,I , / \ ! 11 1 „ ' , • \ • (\ \ El.,,,,,,.,.,..,...:...!.„.,,,,.,..,:,•:.. >s ,r- ii SIDE\...:::,/ 1 --tr 9s ±E -- :i( \ ! \ . - , ',1i,;:- ...i..!..'..........ƒ i'i \ : ( \ —- \ { , \ -) f \ , .� •11 °\ \ \ \ (• y . :. . y , \ am <m 11.1=1= . « � ■ 0� .�, «y Me 1 3, 0 P0an 3411 3 D UPPER LEVEL S H EARW\LLS 1/4-=11-0" FRENCH REVIVAL 0 0 sTHD1®0 STHDf4 STHD1 , 4X10 HDR THD1 I♦,)2X10 HOT 2 2510 HDR 4X10 HDR 2 2X10 HDR r I I .1:=11 23.11N.IM S5 IDS .r • �`I'o Ir =o L II ' I i :AOH IDE IN. •� is L_ N RE• •V 'Q GST :. ABO `�©�� .. w •xtn BL I. �• ■, Ci ._ p O �O X N N �Oi :t:N p �li _I • - I SII x - -I ill :.!oTHIS ---_ T y cq __ SIDE • ' jB�RING WALL �cr ln�i•.' - li� 3ctiCD:IDE a .. •, �\ i I xF o IP % r 3 II'•i \ / ,_!STAIR 1 ,FRAMING ' GT ABOVE © ml �T A�DVE © a )1 6 IA m J zI / , I o 5 1 V ABOVE ,::"2- A DRO" :2x.11,H:� LSL 1•Yax14 RIM . EXTEND FLOOR �'9 •BOVE © Q 8 -- illwa MST 7 SHEATHING TO RIM II EXTEND E"'��� RIM DAR: ONT. X12 `.�u• � _ �- ' TOP CHORD 7b.-vai► �I7t t�,i_.�,,<<.,< < =2 �- -R' Nir §21/ I 6 `�` �e�::Ql� RIM STHD14 r��� 4.am b � ti criROOF TRUSSES ®i MP IQ� R .M .24'O.C. STICK FRAME STRUCTURAL FACISA .2x10 �• •.1. .D a B. 4,1 IN IR 6x6 POST - '�' 6x6 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 Plan 341 3D UPPER LEVEL FLOOR FRAMING 1/4"=I'-0' FRENCH REVIVAL 34--0" . 10•-2) 11%"2.--1,)g" I+'-2yz F THICKENED I SLAB EDGE i 31.1" CONC. SLAB I -P-�- c !I-0'-5WO V 10 °, 3 o STHD/ 014:20 I- ` - ' � IIf�I 4-4 —� _LT_, 60-LT IMI _r- -2Vs` s I i J1 10'-3" p, 10'-6" 13'-3_ x ddd 96-1 JI S ` i I I ®16"O.C.U.N.O. .� •i I �-,1 18X1BX10 FTG. E.-1 .�W/(2)f4 EA.WAY +--1--9-+-------------+ I TYP. U.N.O ,'*-).1. ? L..J LTJ I In ,','D"' fi s x 1 R... cNv 2 a �•m INSTAI L SYSTEM TO ° ALLOW ADEQUATE F v '-" DRAINAGE BENEATH 1-113 11--'. L- -I r 1 SLAB ON GRADE AND -11-+-----_---------+ I CRAWL SPACE S J LIJ CONDITIONS '.1 1 30x30x10 FTG. 6•-0- 3" THIS W/E3)#4 EA. WAY SIDE o I P6 .1 11-, • I I- t -1 BRG WALL W/FTC LPOST Ufa _<„„?J.::S%/.:S'%J.0 ®SIDIE -41 I + — — -- —fiiRN — -inI ur E 1111111 J_, - 1�Sz L1�L F�'---rm.E — — T a a I ••--------:„ E I � SS -STHD14 �©m ± STRDl4t 1 ffi-1______ -'1-LL- ___-_-_o.♦' Mr I L+J I 6.-93/4” I � i 311" Cot C. SLAB rn 3 i O I - p - - W - d O N 19'.Y2" I L-0.-21/4" 3 3140914 LSL ak -3x114 BLOCK OUT 0 18 - , STRAPS L ®STEM WALL TTP. 17 56'1 J j - FIXTURE 411k 1+1 I --- ,I ABOVE �4 < srH l4 vir L�ff lst+lou u. J 31.i" CONC. _ j. ., NOTE: PROVIDE STHD14RJ SLAB 1- a 0 IN LIEU OF STHD14 AT CO SLOPE 3' 1 RIM JOIST CONDITIONS t L .3:,' 8'-6 6.-6" m I m A -.4- 6x6 6x6 POST WITH ABU BASE _. .�- 16x6 POST WITH -10}1 4-0 I ABU BASE } 14'-8'y" -8" TOP OF SLAB CRAWL SPACE VENTING: FRAMING CONTRACTOR SHALL REQUIRED: 990 SF/150=6.6 SF=950 SO.IN. VERIFY HOLDOWN LOCATIONS PRIOR PROVIDED: 1,015 SQ. IN. -14 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 3D FOUNDATION PLAN l/4-=1'-0" FRENCH REVIVAL Title: PLAN 3413 Job# Dsgnr: TRE Date: 1:27PM, 20 OCT 14 Description:SF RESIiUENCE 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_3413.ecw:ROOF FRAMING Description 3413BCD ROOF FRAMING Timber Member information RB.1 RB.2 RB.3 RB.4 RB.5 RB.6 RB.7 Timber Section 2-2x8 2-2x8 2-2x8 2-2x8 2-2x4 2-2x8 2-2x8 Beam Width in 3.000 3.000 3.000 3.000 3.000 3.000 3.000 Beam Depth in 7.250 7.250 7.250 7.250 3.500 7.250 7.250 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade Hem Fir,No.2 Hem Fir,No.2 Hem Fir,No.2 Hem Fir,No.2 Hem Fir,No.2 Hem Fir,No.2 Hem Fir,No.2 Fb-Basic Allow psi 850.0 850.0 850.0 850.0 850.0 850.0 850.0 Fv-Basic Allow psi 150.0 150.0 150.0 150.0 150.0 150.0 150.0 Elastic Modulus ksi 1,300.0 1,300.0 1,300.0 1,300.0 1,300.0 1,300.0 1,300.0 Load Duration Factor 1.150 1.150 1.150 1.150 1.150 1.150 1.150 Member Type Sawn Sawn Sawn Sawn Sawn Sawn Sawn Repetitive Status No No No No No No No Center Span Data Span ft 5.50 7.50 3.00 3.00 3.50 6.00 5.25 Dead Load #/ft 75.00 75.00 270.00 75.00 75.00 75.00 270.00 Live Load #/ft 125.00 125.00 450.00 125.00 125.00 125.00 450.00 Results Ratio= 0.2944 0.5474 0.3153 0.0876 0.4092 0.3503 0.9656 Mmax @ Center in-k 9.07 16.87 9.72 2.70 3.67 10.80 29.77 @ X= ft 2.75 3.75 1.50 1.50 1.75 3.00 2.62 fb:Actual psi 345.3 642.1 369.8 102.7 600.0 410.9 1,132.7 Fb:Allowable psi 1,173.0 1,173.0 1,173.0 1,173.0 1,466.3 1,173.0 1,173.0 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 29.7 43.4 44.7 12.4 42.0 33.1 101.1 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 ..,4:;i ... ;.,..a83&..w.....<'y... ..-..-_... @ Left End DL lbs 206.25 281.25 405.00 112.50 131.25 225.00 708.75 LL lbs 343.75 468.75 675.00 187.50 218.75 375.00 1,181.25 Max. DL+LL lbs 550.00 750.00 1,080.00 300.00 350.00 600.00 1,890.00 @ Right End DL lbs 206.25 281.25 405.00 112.50 131.25 225.00 708.75 LL lbs 343.75 468.75 675.00 187.50 218.75 375.00 1,181.25 Max.DL+LL lbs 550.00 750.00 1,080.00 300.00 350.00 600.00 1,890.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.012 -0.043 -0.004 -0.001 -0.018 -0.018 -0.037 UDefl Ratio 5,293.7 2,087.7 9,061.1 32,619.9 2,311.2 4,077.5 1,690.7 Center LL Defl in -0.021 -0.072 -0.007 -0.002 -0.030 -0.029 -0.062 UDefl Ratio 3,176.2 1,252.6 5,436.6 19,571.9 1,386.7 2,446.5 1,014.4 Center Total Defl in -0.033 -0.115 -0.011 -0.003 -0.048 -0.047 -0.099 Location ft 2.750 3.750 1.500 1.500 1.750 3.000 2.625 UDefl Ratio 1,985.1 782.9 3,397.9 12,232.5 866.7 1,529.1 634.0 Title: PLAN 3413 Job# Dsgnr: TRE Date: 1:27PM, 20 OCT 14 Descaiptios :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_3413.ecw:Upper Floor Framing Description 3413BCD FLR FRMG 1 OF 3 _Timber Member Information B.1 B.2 6.3 5.4 B.5 5.6 6.7 Timber Section 4x10 2-2x8 2-2x8 4x10 2-2x8 2-2x8 LVL:3.500x14.000 Beam Width in 3.500 3.000 3.000 3.500 3.000 3.000 3.500 Beam Depth in 9.250 7.250 7.250 9.250 7.250 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 Ar- Hem Fir,No.2 Hem Fir,No.2 iLevel,LSL 1.55E Larch,No.2 Larch,No.2 Fb-Basic Allow psi 900.0 850.0 850.0 900.0 850.0 850.0 2,325.0 Fv-Basic Allow psi 180.0 150.0 150.0 180.0 150.0 150.0 310.0 Elastic Modulus ksi 1,600.0 1,300.0 1,300.0 1,600.0 1,300.0 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 6.50 3.50 3.00 5.50 5.50 3.00 14.00 Dead Load #/ft 150.00 150.00 165.00 165.00 15.00 15.00 180.00 Live Load #/ft 400.00 400.00 440.00 440.00 40.00 40.00 480.00 Dead Load #/ft 175.00 175.00 175.00 175.00 160.00 370.00 Live Load #/ft 125.00 125.00 125.00 125.00 100.00 450.00 Start ft End ft Point#1 DL lbs 1,120.00 LL lbs 1,552.00 @ X ft 0.500 Results Ratio= 0.8690 0.5066 0.3963 0.6624 0.7601 0.3832 0.7300 Mmax @ Center in-k 53.87 15.62 12.22 41.06 23.43 11.81 194.04 @ X= ft 3.25 1.75 1.50 2.75 1.98 1.50 7.00 fb:Actual psi 1,079.3 594.3 464.9 822.7 891.6 449.5 1,697.1 Fb:Allowable psi 1,242.0 1,173.0 1,173.0 1,242.0 1,173.0 1,173.0 2,325.0 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 98.3 67.3 56.2 83.0 63.6 54.3 118.8 Fv:Allowable psi 207.0 172.5 172.5 207.0 172.5 172.5 310.0 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK _Reactions @ Left End DL lbs 1,056.25 568.75 510.00 935.00 1,499.43 577.50 1,260.00 LL lbs 1,706.25 918.75 847.50 1,553.75 1,795.91 735.00 3,360.00 Max.DL+LL lbs 2,762.50 1,487.50 1,357.50 2,488.75 3,295.34 1,312.50 4,620.00 @ Right End DL lbs 1,056.25 568.75 510.00 935.00 583.07 577.50 1,260.00 LL lbs 1,706.25 918.75 847.50 1,553.75 526.09 735.00 3,360.00 Max.DL+LL lbs 2,762.50 1,487.50 1,357.50 2,488.75 1,109.16 1,312.50 4,620.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.035 -0.009 -0.005 -0.019 -0.044 -0.006 -0.125 UDefl Ratio 2,207.1 4,740.5 7,195.6 3,482.4 1,506.4 6,354.5 1,339.5 Center LL Defl in -0.057 -0.014 -0.008 -0.031 -0.044 -0.007 -0.334 UDefl Ratio 1,366.3 2,934.6 4,330.1 2,095.6 1,508.9 4,992.8 502.3 Center Total Defl in -0.092 -0.023 -0.013 -0.050 -0.088 -0.013 -0.460 Location ft 3.250 1.750 1.500 2.750 2.596 1.500 7.000 UDefi Ratio 843.9 1,812.5 2,703.3 1,308.3 753.9 2,796.0 365.3 Title: PLAN 3413 Job# Dsgnr: TRE Date: 1:28PM, 20 OCT 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev: 580006 User:KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist Page 1 (01983-2003 ENERCALC Engineering Software 14252_Plan_3413.ecw:Upper Floor Framing Description 3413BCD FLR FRMG 2 OF 3 Timber Member Information B.8 B.9 B.10 B.11 B.12 B.13 B.14 Timber Section 2-2x8 LVL:1.750x14.000 LVL:1.750x14.000 LVL:1.750x14.000 LVL:1.750x14.000 2-2x8 4x12 Beam Width in 3.000 1.750 1.750 1.750 1.750 3.000 3.500 Beam Depth in 7.250 14.000 14.000 14.000 14.000 7.250 11.250 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade Hem Fir,No.2 iLevel,LSL 1.55E Level,LSL 1.55E iLevel,LSL 1.55E iLevel,LSL 1.55E Hem Fir,No.2 Douglas Fir- Larch,No.2 Fb-Basic Allow psi 850.0 2,325.0 2,325.0 2,325.0 2,325.0 850.0 900.0 Fv-Basic Allow psi 150.0 310.0 310.0 310.0 310.0 150.0 180.0 Elastic Modulus ksi 1,300.0 1,550.0 1,550.0 1,550.0 1,550.0 1,300.0 1,600.0 Load Duration Factor 1.000 1.000 1.150 1.000 1.150 1.150 1.150 Member Type Sawn Manuf/Pine Manuf/Pine Manuf/Pine Manuf/Pine Sawn Sawn Repetitive Status No No No No No No No Center Span.Data Span ft 4.50 6.00 15.00 3.00 6.00 2.00 16.50 Dead Load #/ft 180.00 300.00 30.00 15.00 30.00 15.00 30.00 Live Load #/ft 480.00 800.00 80.00 40.00 80.00 40.00 80.00 Dead Load #/ft 220.00 220.00 160.00 Live Load #/ft 200.00 200.00 100.00 Start ft 16.000 End ft 16.500 Point#1 DL lbs 235.00 LL lbs 240.00 @ X ft 3.000 10.000 Cantilever Span Span ft 3.00 Uniform Dead Load #/ft 280.00 Uniform Live Load #/ft 280.00 Point#1 DL lbs 1,574.00 LL lbs 1,574.00 @ X ft 0.500 _Results Ratio= 0.7478 0.4469 0.3214 0.0056 0.1872 0.0924 0.7804 Mmax @ Center in-k 20.05 59.40 25.86 0.74 28.62 2.85 65.59 @ X= ft 2.25 3.00 6.24 1.50 3.00 1.00 9.97 Mmax @ Cantilever in-k 0.00 0.00 -49.13 0.00 0.00 0.00 0.00 fb:Actual psi 762.8 1,039.1 859.4 13.0 500.6 108.4 888.4 Fb:Allowable psi 1,020.0 2,325.0 2,673.8 2,325.0 2,673.8 1,173.0 1,138.5 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 75.4 124.5 63.8 1.1 60.0 13.1 41.6 Fv:Allowable psi 150.0 310.0 356.5 310.0 356.5 172.5 207.0 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 405.00 900.00 88.53 22.50 750.00 235.00 341.29 LL lbs 1,080.00 2,400.00 600.00 60.00 840.00 240.00 755.30 Max.DL+LL lbs 1,485.00 3,300.00 688.53 82.50 1,590.00 475.00 1,096.59 @ Right End DL lbs 405.00 900.00 2,775.47 22.50 750.00 235.00 468.71 LL lbs 1,080.00 2,400.00 3,150.47 60.00 840.00 240.00 854.70 Max.DL+LL lbs 1,485.00 3,300.00 5,925.93 82.50 1,590.00 475.00 1,323.41 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Title: PLAN 3413 Job# Dsgnr: TRE Date: 1:28PM, 20 OCT 14 Description :SF RESIDENCE Scope: STRUCTURAL DESIGN Rev: E0ftware 06 User: Timber Beam & Joest 14252_Plan_3413.ecw:Upper Floor Framing Description 3413BCD FLR FRMG 2 OF 3 Center DL Defl in -0.013 -0.014 0.032 0.000 -0.012 -0.001 -0.130 UDefl Ratio 4,027.1 5,105.1 5,705.2 816,822.3 6,126.2 35,135.8 1,524.2 Center LL Defl in -0.036 -0.038 -0.147 -0.000 -0.013 -0.001 -0.256 UDefl Ratio 1,510.2 1,914.4 1,225.2 306,308.4 5,469.8 34,403.8 773.0 Center Total Defl in -0.049 -0.052 -0.123 -0.000 -0.025 -0.001 -0.386 Location ft 2.250 3.000 6.900 1.500 3.000 1.000 8.382 UDefl Ratio 1,098.3 1,392.3 1,464.7 222,769.7 2,889.7 17,383.0 512.9 Cantilever DL Defl i , -0.060 Cantilever LL Defl in -0.001 Total Cant. Defl in -0.061 UDefl Ratio 1,184.3 Title: PLAN 3413 Job# Dsgnr: TRE Date: 1:28PM, 20 OCT 14 • -Description SF RESIDENCE Scope: STRUCTURAL DESIGN Rev: 580006 User:KW-0602997,Ver5.8.0,1-Dec-2003 Timber Beam & Joist Page 1 (c)1983-2003 ENERCALC Engineering Software 14252_Plan_3413.ecw:Upper Floor Framing Description 3413BCD FLR FRIM 3 OF 3 Timber Member Information B.b15 1.16 B.b17 B.18 B.19 Timber Section VL:5.250x16.000 2-2x8 4x10 2-2x8 4x10 Beam Width in 5.250 3.000 3.500 3.000 3.500 Beam Depth in 16.000 7.250 9.250 7.250 9.250 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 1.150 1.000 1.150 Member Type Manuf/Pine Sawn Sawn Sawn Sawn Repetitive Status No No No No No Center Span Data Span ft 20.00 4.50 14.00 3.50 10.00 Dead Load #/ft 150.00 60.00 60.00 120.00 Live Load #/ft 400.00 100.00 100.00 200.00 Dead Load #/ft 175.00 Live Load #/ft 125.00 Start ft End ft 11.500 Point#1 DL lbs 1,357.00 490.00 LL lbs 1,357.00 1,335.00 @ X ft 11.500 3.500 Results Ratio= 0.7583 0.1576 0.7588 0.0000 0.7743 Mmax @ Center in-k 586.03 4.86 47.04 0.00 48.00 @ X= ft 10.72 2.25 7.00 0.00 5.00 fb:Actual psi 2,616.2 184.9 942.5 0.0 961.7 Fb:Allowable psi 3,450.0 1,173.0 1,242.0 1,080.0 1,242.0 Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 143.3 18.3 46.5 0.0 62.9 Fv:Allowable psi 345.0 172.5 207.0 180.0 207.0 Shear OK Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 3,510.63 135.00 420.00 0.00 600.00 LL lbs 5,600.94 225.00 700.00 0.00 1,000.00 Max.DL+LL lbs 9,111.57 360.00 1,120.00 0.00 1,600.00 @ Right End DL lbs 2,858.87 135.00 420.00 490.00 600.00 LL lbs 5,193.55 225.00 700.00 1,335.00 1,000.00 Max.DL+LL lbs 8,052.42 360.00 1,120.00 1,825.00 1,600.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.332 -0.004 -0.140 0.000 -0.073 UDefl Ratio 723.4 12,081.4 1,196.5 0.0 1,641.6 Center LL Defl in -0.532 -0.007 -0.234 0.000 -0.122 UDefl Ratio 451.3 7,248.9 717.9 0.0 984.9 Center Total Defl in -0.864 -0.:012 -0.374 0.000 -0.195 Location ft 10.000 2.250 7.000 0.000 5.000 UDefl Ratio 277.9 4,530.5 448.7 0.0 615.6 Title: PLAN 3413 Job# Dsgnr: TRE Date: 1:28PM, 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_3413.ecw:CRAWLSPACE FRAMING Description 3413 ABCD CRAWLSPACE FRAMING Timber Member Information TYP BEAM Timber Section 4x8 Beam Width in 3.500 Beam Depth in 7.250 Le:Unbraced Length ft 0.00 Timber Grade Douglas Fir- Larch,No.2 Fb-Basic Allow psi 900.0 Fv-Basic Allow psi 180.0 Elastic Modulus ksi 1,600.0 Load Duration Factor 1.000 Member Type Sawn Repetitive Status No Center Span Data Span ft 5.00 Dead Load #/ft 255.00 Live Load #/ft 680.00 Point#1 DL lbs LL lbs @X ft Point#2 DL lbs LL lbs @X ft Results Ratio= 0.9774 Mmax @ Center in-k 35.06 @ X= ft 2.50 fb:Actual psi 1,143.5 Fb:Allowable psi 1,170.0 Bending OK fv:Actual psi 105.0 Fv:Allowable psi 180.0 Shear OK Reactions @ Left End DL lbs 637.50 LL lbs 1,700.00 Max.DL+LL lbs 2,337.50 @ Right End DL lbs 637.50 LL lbs 1,700.00 Max.DL+LL lbs 2,337.50 Deflections Ratio OK Center DL Defl in -0.020 UDefl Ratio 2,975.6 Center LL Defl in -0.054 UDefl Ratio 1,115.9 Center Total Defl in -0.074 Location ft 2.500 UDefl Ratio 811.5 TJI JOISTS and RAFTERS 1 ! I € I ? Code Code Code 1 Su est 5u est Suggest Lick Lpick L ick i L ick r Joist 1 b 1 d 1 Spa. i LL DL ` M max V max El L fb 1- L Iv L TL240 L LL360! L max 1 TL dell. 1 LL deft. L TL360� L L�L4 80 L max'1 TL defl.'TL deft. LL defl.1 LL deft. .................. ..................... size&grade iwidth(in.)1 depth(in.) (in.) 1 (psf) (psf) 1 (ft-lbs) (psi) 1 (psi) (ft.) (ft.) (ft.) 1 (ft.) 1 (ft.) 1 (in.) j (in.) I j (ft.) (ft.) (ft) (in.) 1 ratio (in.) i ratio 9.5"TJI 1101 1.75: 9.51 19.2; 40 15' 2380 12201 1 40E+08 14.71. 27.73 15.231 14.801 14.711 0.661 0.48 13.31 143..4295111,11111411.13;3:r. 0.441 360 0.32_1 495 9.5"TJI 110: 1.75 9.51 161 40 151 2380 1220, 1.40E+08 16.11 33.27 16.19 15.73' 15.73 0.721 0.52 ! 14.14 1 14.14 0.471 360 0.34! 495 9.5"TJI 1101 1.75; 9.51 121 40 151 2380 1220' 1.40E+08 18.61 44.36 17.82; 17.31 1 17.31 0.7911 0.581 i 15.57 15 73 15.57 0.521 360 0.381 495 9.5"TJI 110 1.75, 9.51 9.6' 40 151 2380 1220) 1.40E+08 20.80 55.45 19.19 18.641 18.641. 0.851 0.62 16.77 16.94 16.77 0.56t.1. 360 0.41! 495 • 9.5"TJI 1101 1.751 9.51 19.21 40 101 2500 1220' 1.57E+08 15.81 30.50 16.34. 15.371 15.37. 0.64: 0.51 ; 14.27 13.97 I 13.97 0.441 384 0.351 480 1-111111111-.111;119.5.7111T)1:111.111.01q1:11,1121:1!111111:1-1,75::.!.1:1111111110111111]1-11*5111!,i1111111PEI::: 41i:;.H.i114:::::.. ' 2500 :1220 11.57E+08 17.32 36 60 1,7.36 .16.34 16.34? 0.68 0.54 15.17 14 84: "14,84 0.4t 384 0.37 480 9.5"TJI 1101 1.751 9.51 121 40 101 2500 1220 1.57E+08 20.00 48.80 19.111 17.981 17.98; 0 75 0 601 1669 16.34111‘t1,11.1111"1111:116,134!1 0 511 384 0.41 480 9.5"TJI 1101 1.75, 9.51 9.61 40 101 2500 12201 1.57E+08 22.361 61.00 20.58 . 19.37 19.371 0.811 0.651 1 17.98 17 60 17.60 0:55t,... 384 0.44+ 480 1 i 9.5"TJI 2101 2.06251 9.5, 19.21 40 101 3000 1330; 1.87E+081 17.321 33.25 17.32 16.30 16.301 0.681, 0 54) + 15.13 14 81 14.81 0.461 384 0.37) 480 9.5 TJI 210 2,0625 9.5 16 40 1 10 3000 `1330 1.87E+08 18.97 39.90 1.8.40 :17.32 17.32; 0.72 0.58 16.08 15.74 .15.74 0.49 384 0.39 480 9.5"TJI 210' 2.06251 9.5 12 40 10 3000 13301_1.87E+081 21.91 53.20 20.261 19.061 19.061 0.79 0 641 ° 17.70 17 32 17.32, 0.541 384 0.43 480 9.5' TJI 2101 2.06251 9.5 9.61 40 10, 3000 1330' 1.87E+08 24.49 66.50 21.821 20.531 20.53, 0.86; 0.68 1 19.06 18 66 18.66' 0.58; 384 0.47 480 1 1 8 ...... 9.5"TJI 230; 2 31251 9.5 19.21 40 101 3330 1330; 2.06E+681 18.25 33.25 17.891 16.8311 16.83'; 0.70; 0 56� j 15.63 15.29 15.29 0 481 384 0 0.38, 4800; 9 5 TJI230 2.3125 9'.5 16 40 10 3330 1330 12 06E+08 19.99 39.90 1;9 01 17 89 1 17.89` 0.75 : 0 60 16.60 16 25 16,25 0.51 384 0.41 4801 9.5"TJI 2301 2.31251 9.5 12 40 101 3330 13301 2.06E+08 23.08 53.20 20.92; 19.691 19.691 0.821 0.661 1 18.28 17.89 17.89 1 0 561 384 0.45! 4801 9.5"TJI 2301 2.31251 9.5 9.61 40 101 3330 13301 2.06E+08 25.81 66.50 22.541 21.211 21.211 0.881 0.711 I 19.69 19.27 19 27 0.601 384 0.481 4801 I. . I 1 I F F } 11.875'TJI 110. 1.751 11.8751 19.21 40 10; 3160 15601 2.67E+08 17.781 39.00 19.501 18.351 17.78; 0.67 0.541 17.04 16.67,,,•,1111,11..,,,,116.67.::i0.52 384 0.421 480 11'.875"TJ111,10 1 1.75 11.875 16!; 40 ' 10 r:"3160.:;1560 1112.67E+08 19.47 46.80 120,72 19.50 19.47: 0.81 0.65 18.10 17.7217.72 0:55::.!!!!;!;364.1.1111.!!'„1,11.!01,44.!!!,.11,.!-,.-11.4.80 11.875"TJI 1101 1.75; 11,875' 121 40 101 3160 15601 2.67E+08 22.491 62.40 22.811. 21.461 21.461 0.891 0.72 19.93 19.50 19 50 0.611 384 0.491 480 I1 11.875"TJI 1101 1.751 11.8751 9.6; 40 10 3160 15601 2.67E+08 25.14 78.00 24.571 23.12' 23.12' 0.961 0.77 21.46 21.01 21.01 0.661 384 0 53 480 - - --- 1- I 1 1 i I 1................................. 11.875"TJI 2101 2.0625; 11.8751 19.21 40 10 3795 16551 3.15E+08 19.481 41.38 20.611 19.391 19.391 0.81') 0.65,1:,, .. ,:],,..,],::18..00,,,,„,,,,,...,:,,..:17.62 17.62 0.55)' 384 0.441 480 11.875 TJ1;210 2 0625 1 11 875. 16 40 10 3795 1655 3.15E+08 21.34 49:65 2190 !20.61 20 61;1 0.66 0 69191318 72 18,72 0.59 384 0:47 ;480 11.875"TJI 2101 2.06251 11.8751 121 40 101 3795 1655 3.15E+08 24.641 66.20 24.101 22.68: 22.681 0.951 0.76 1 21.05 20 61 20.61 0.641 384 0.521 480 11.875"TJI 2101 2.0625' 11.8751 9.61 40 10; 3795 16551 3.15E+08 27.551 82.75 25.961 24.431 24.431 1.021 0.811 22.68 22.20 22.20 0 691 384 0.55' 480 • l 11.875"TJI 2301 2.31251 11.8751 19.21 40 101 4215 16551 3.47E+08 20.531 41.38 21.28 20.031 20.03; 0.831 0.671 1 18.59 18.20 .2 180 0.571 384 0.451 480 11.875"TJ12230 2.3125 11.875 16: 40 10 1 4215 f 1655 3.47E+08 22.49 4965 22.62 21.28 21.28 0.89 0.71 1976 19.34 19.34 .0.60 384 0.48 480 11.875 TJI 230 2.31251 11.8751_ 121 40 10.1_ 4215 1655 3.47E+08 25.97 66.20 24.891 23.42 23.42J - 981 0 78 21.74 21 28 21.28 0.671 384 0.531 480 11.875"TJI 2301 2.31251 11.8751 9.61 40 10' 4215 16551 3.47E+08 29.03[ 82.75 26.811 25.23' 25.23 1.051 0.84 23.42 22.93111:11'.11!1!•!1!!1:7:9,..3:11 0.72 384 0.57' 480 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 19.691 0.821 0.661 i 18.28 17.89 89 17. 0.561 384 0.451 480 11.875 RFPI'400 2.0624 : 11 875 16:11: 40 > 10 14315 :1480 .3.30E+08 ,.22.76 44'.40 ;22.24 `20.93 20.93:, 0.87 0 70 ;' 19.43 '19.01 13.01 0.59 384 0.48 480 11.875"RFPI j 2.06251 ' 1 3.30E+081 26.281 59.20 24.481 23.031 23.031 0.961 0.771 i 21.381 20 93 20,93 0.651 384 0.52; 480 11.875"RFPI 4001 2.06251 11.8751 9.61 40 10, 4315 1480'; 3.30E+081 29.381 74.00 26.371 24.811 24.81' 1.031 0.83 1 23.03 22.54.. 22;54 0.701 384 0.56, 480 Page 1 D+L+S CT#14189-Betahny Creek Fa111j 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 Cb (Varies) > 'Section 2.3.10 Bending Comp. Size Size Rte. _-- 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, in. in. ft. plf psf -_-_pIf _ (Fb) (Fc) psi gel psi _psi psi psi psi .psi psi psi -_-y-psi_Fb'(1-fc/Fce) H-F Stud 1.5 3.5 16 7.7063 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 44122 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 1,200,000 854 506 966 378.09 340.90 340.32 1.00 0.00 0.000 H-F Stud 1.5 3.5 12 9 30.9 1785 0 0.9947 2657.8 1.00 1.15 1.1 1.05 1.15 675 405 800 1,200,000 854 506 966 378.09 340.90 340.00 1.00 0.00 0.000 H-F Stud 1.5 3.5 16 8.25 28.3 1550 0 0,9921 1993.4 1.00 1.15 1.1 1.05 1.15 675 405 800 1,200,000 854 506 966 449.95 395.22 393.85 1.00 0.00 0.000 H-F Stud 1.5 3.5 12 8.25 28.3 2070 0 0.9953 2657.8 1.00 1.15 1.1 1.05 1.15 675 405 800 1,200,000 854 506 966 449.95 395.22 394.291.000,00 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 1,200,000 854 531 875.438 378.09 336.17 335.24 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 1.15 1.1 1.05 1.15 675 425 725 '1,200,000 854 531 875.438 449.95 388.13 387.30 1.00 0.00 0.000 SPF Stud 1.5 3.5 12 8.25 28.3 2030 0 0.9925 2789.1 1.00 1.15 1.1 1.05 1.15 675 425 725 1,200,000 854 531 875.438 449.95 388.13 386.67 1.00 0.00 0.000 SPF Stud 1.5 3.5 8 8.25 28.3 3050 0 0.9957 4183.6 1.00 1.15 1.1 1.05 1.15 675 425 725 1,200,000 854 531 875.438 449.95 388.13 387.30 1.00 0.00 _-- 0.000 H-F#2 1.5 5.5 16 7.7083 16.8 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 1.5 5.5 16 9 19.6 3132 0 0.3652 3132.4 1.00 1.15 1.3 1.10 1.15 850 405 1300 1.300,000 1.271 506 1644.5 1011.45 837.57 508.18 0.80 0.00 0.000 H-F#2 1.5 5.5 16 8.25 18.0 3132 0 0.2858 3132.4 1.00 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 1,271 506 1644.5 1203.70 946.77 506.18 0.53 0.00 0.000 SPF#2 1.5 5.5 16 7.7083 16.8 3287 0 0.2737 3287.1 1.00 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 1,308 531 1454.75 1484.89 1015.45 531.23 0.52 0.00 0.000 SPF#2 1.5_ 5.5 16 9 19.6 3287 0 0.3905 3287.1 1.001.151.3 1.10 1.15 875 425 1150 1,400,000 1,308 531 1454.75 1089.25 850.16 531.23 0.62 0.00 0.000 SPF#2 1.5 5.5 16 8.25 18.0 3287 0 0,3158 3287.1 1.00 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 1,308 531 1454.75 1296.30 945.38 531.23 0.56 0.00 0.000 SPF Stud 1.5 3.5 16 14.57 50.0 545 0 0.9913 2091.8 1.00 1.15 1.1 1.05 1.15 675 425 725 1,200,000 854 531 875.438 144.26 139,02 138.41 1.00 0.00 0.000 SPF#2 1.5 5.5 16 19 41.5 1450 0 0.9917 3287.1 1.00 1.15 1.3 1.10 1.15 875 425 1150 1.400,000 1,308 531 1454.75 244.40 235.32 234.34 1.00 0.00 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/AFBPA NDS-1997) SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 Ke 1.00 Design Buckling Factor D+L+W --- c 0.80(Constant) > Section 3.7.1.5 Cr KcE 0.30(Constant) > Section 3.7.1.5 Cf(Fb) Cf(Fc) 1997 NDS Cb (Varies) >_Section 2.3.10 Bending Comp_Size Size Rep. Cd (Fb) Cb Cd(Fe) ......E.1.3.7-1 --- ---- NDS 3.9.2 Max.Wall duration duration factor factor use _Stud Grade Width Depth Spacip Height Le/d Vert.Load Hor.Load <=1.0 Load 2 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. plf psf - --plf--- (Fb) (Fc) psi psi psi psi _psi psi psi ._-p_sl._....-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 1.15 675 405 600 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 B00 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 B00 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 B00 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 0.78180.69 0.394 SPF Stud 1.5 3.5 16 7.7083 26.4 1060 9.71 0.9971 2091.8 1.60 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 761.25 515.42 415.53 269.21 0.65 376.78 0.577 SPF Stud 1.5 3.5 16 9 30.9 700 8.46 0.9115 2091.8 1.60 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 761.25 378.09 328.30177.78 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 1,366 531 781.25 449.95 376.35 294.60 0.78 180.69 0.383 H-F#2 1.5 5.5 16 7.7083 16.8 3132 9.71 0.3909 3132.4 1.60 1.00 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1430 1378.83 969.91 506.18 0.52 152.58 0.119 H-F#2 1.5 5,5 16 9 19.6 3132 8.46 0.5743 3132.4 1.60 1.00 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1430 1011.45 804.50 506.18 0.63 181.23 0.178 H-F#2 1.5 5.5 16 8.25 18.0 3132 8.13 0.4411 3132.4 1.60 1.00 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1430 1203.70 899.13 506.18 0.56 146.34 0.124 SPF#2 1.5 5.5 I 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 0.58 152.58 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 1.1F 1.15 875 425 1150 1,400,000 2,093 531 1265 1089.25 806,08 531.23 0.66 181.23 0.169 SPF#2 1.5 5,5 16 8.25 18.0 3287 8.13 0,4790 3287,1 1.60 1.00 1.3 1.10 1,15 875 425 1150 1,400,000 2,093 531 1265 1296.30 884.69 531.23 0.60 146.34 0.118 SPF Stud 1.5 3,5 16 14.57 50.0 70 8.46 0.9957 2091,8 1.60 1,00 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 761.25 144.26 138.14 17.78 0.13###### 0.979 SPF#2 1.5 5.5 16 19 41.5 660 9.71 0.9941 3287.1 1.60 1.00 1.3 1.10 1.15 875 425 1150 1,400,0002,093 531 1265 244.40 233.80 106.67 0.46 927.02 0.786 H-F#2 j 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 98.97 0.44 927.02 0.796 • Page 1 • D+L+W+.5S CT#14189-Betahny Creek Falls I LOAD CASE I (12-14) j IBASED ON ANSI/AF&PA NDS-1997) SEE SECTION. 2.3.1 2.3.1 2.31 3.7.1 3.7.1 Ke 1.00 Design Buckling Factor D+L+W+Sf2 --- c 0.80(Constant)> Section 3.7.1.5 Cr KcE 0.30(Constant)> Section 3.7.1.5 ---___ Cf(F121 Cf(Fc) 1997 NOS Cb Varies) > Section 2.3.10 Bending Comp. Size Size Rep. Cd (Fb) Cb Cd(Fc) Eq.3.7-1 - NDS 3.9.2 Max.Wall duration duration factor factor use Stud Grade Width Depth Spacing Height Le/d Vert.Load Hor.Load <=1.0 Load @ 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. 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 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 0.58_4 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 39522 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 1,366 531 875.438 378.09 338.17 193.02 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 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033, 506 1644.5 1011.45 837.57 508.18 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 1.15850 405 1300 1,300,000 2,033 506 1644.5 1203.70 946.77 506.18 0.53 146.34 0,124 SPF#2 1.5 5.5 16 7.7083 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 I 675 425 725 1,200,000 1,366 531 875.438 144.26 139.02 17.78 0.13###### 0,979 SPF#2 - 1.5 5.5 16 19 41.5 6601 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 0.44 927.02 0.796 Page 1 DoLuS+.5W • CT#14189-Betahny Creek Falls I LOAD CASE (12-15) (BASED ON ANSI/AF&PA NDS-1997) SEE SECTION: 2.3.1 2.3.1 2.3.1 3,7.1 3.7.1 Ke 1.00 Design Buckling Factor D+1.+S+Wl2 c 0.80(Constant)o.. Section 3.7,1.5 Cr KcE 0.30(Constant) . Section 3.7.1.5 Cf(FIDL Cf(Fc) 1997 NDS Cb (Varies) c Section 2.3.10 Bending Comp. Size Size Rep. Cd(Fb) Cb Cd (Fc) Eq.3,7-1 NDS 3.9.2 Max.VVall duration duration factor factor use Stud Grade VVidth Depth Spacing Height Le/d Vert.Load Hor.Load 1.0 Load g..Plat‘Cd(Fb1CdJ,Fsj, Cf Cf Cr Fb pc_p_elp Fc E Fb' Fc* Fee Fete fc/F'c lb fb/ in. in. in. ft. plf psf plf (Fb) (Fc) psi psi_psi _psi psi psi psi psi psi Fli*(1-1c/Fcq 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 BOO 1.200,000 1,366 506 966 515,42 441.22 339.05 0.77 188.39 0,403 H-F Stud 1.5 3.5 16 9 30.9 970 4.23 0.9923 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 378.09 340.90 246.35 0.72 223.76 0.470 ' H-F Stud 1.5 3.5 12 9 30.9 1380 4.23 0.9976 2657.8 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 378.09 340.90 262.86 0.77 167.82 0.403 - H-F Stud 1.5 3.5 16 8.25 28.3 1195 4.065 0.9960 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1.200,000 1,366 506 966 449.95 395.22 303.49 0.77 180.69 0.406 H-F Stud 1.5 3.5 12 8.25 28.3 1680 4.065 0.9990 2657.8 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 449.95 395.22 320.00 0.81 135,51 0,343 • H-F Stud 1.5 3.5 8 8.25 28.3 2665 4.065 0.9999 3986.7 1.60 1.15 1.1 1.05 1.15 675 405 BOO 1,200,000 1,366 506 966 449.95 395.22 338.41 0.86 90.34 0.267 SPF Stud 1.5 3.5 16 7.7083 26.4 1315 4.855 0.9907 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 515.42 431.52 333.97 0.77 188.39 0.392' SPF Stud 1.5 3.5 16 9 30.9 965 4.23 0.9970 2091.8 1.60 1.15 1.1 1.05 1.15-675 425 725 1,200,000 1,366 531 875.438 378.09 338.17 245.08 0.73 223.76 0.466 SPF Stud 1.5 3.5 12 9 30.9 1370 4.23 0.9990 2789.1 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 378.09 336.17 260.95 0.78 167.82 0.396 SPF Stud 1.5 3.5 16 8.25 28.3 1180 4.065 0.9922 2091.8 1,60 1,15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388,13 299.68 0.77 180.69 0.396 SPF Stud 1.5 3.5 12 8.25 28.3 1660 4.065 0.9973 2789.1 1.60 1.15 1.1 1.05 1.15 675 425 725 1.200,000 1,366 531 875.438 449.95 388.13 316.19 0.81 135.51 0.334 SPF Stud 1.5 3.5 8 8.25 28.3 2630 4.065 0.9969 4183.6 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95. 388.13 333.97 0.86 90.34 0.257, H-F#2 1.5 5.5 16 7.7083 16.8 3132 4.855 0.3001 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1378.83 1031.58 506.18 0.49 76.29 0.059 H-F#2 1.5 5.5 16 9 19.6 3132 4.23 0.4544 3132.4 1,60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1011.45 837.57 506.18 0.60 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 2,033 508 1644.5 1203,70 946.77 506,18 0.53 73,17 0,062 SPF#2 1.5 5.5 16 7.7083 16.8 3287 4.855 0.3304 3287.1 1,60 1.15 1.3 1,10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1484.89 1015.45 531.23 0.52 76.29 0.057 SPF#2 1.5 5.5 16 9 19.6 3287 4.23 0.4750 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1089.25 850.16 531.23 0.62 90.61 0.085 SPF#2 1.5 5,5 16 8.25 18,0 3287 4,065 0.3750 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1296.30 945.38 531.23 0,56 73,17 0.059 SPF Stud 1.5 3.5 16 14.57 50.0 255 4.23 0.9959 2091.8 1.60 1.15 1,1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 144.26 139.02 64,76 0.47 586.43 0.779 SPF#2 1.5 5.5 16 19 41.5 935 4.855 0.9925 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 244.40 235.32 151.11 0.84 463.51 0.580 I-1-F#2 I 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 Fallsi LOAD CASE (12-16) (BASED ON ANSI/AFBPA NDS-1997) SEE SECTION: 2.3.1 2.3.1 2,3.1 3.7.1 3.7.1 -- - -- Ke 1.00 Design Buckling, actor D+L+S+El1.4 -- - _- - _-- - 0.80(Constant)> Section 3.7.1.5 Cr KcE 0.30(Constant)> Section 3.7.1.5 Cf(Fb) Cf(FEL_ 1997 NDS Cb (Varies) >- S ection 2.3.10 - Bending Comp. Size Size Rep_ - Cd (Fb) Cb Cd (Fc) Eq.3.7-1 - - T- 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.,(b),Cd SEE) Cf� Cf Cr Fb Fc perp- Fc E Fb' Fc perp' Fc' Fce F'c fc fc/F'c fb tb/ ------ ----- 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 1415 3.57 0.9983 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 515,42 441.22 359,37 0.81 138.53 0.335 H-F Stud 1.5 3.5 16 9 30.9 1010 3.57 0.9960 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 378.09 340.901 258.51 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 8.25 26.3 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 1,388 506 966 449.95 395.22 342.86 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 1,366 531 875.438 378.09 336.17 253.97 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 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 368.13 321.90 0.83 119.01 0.306 SPF Stud 1.5 3.5 8 6.25 28.3 2670 3.57 0.9987 4183.6 1.60 1.15 1.1 1.05 1.15 675 425725 1,200,000 1,366 531 675.438 449.95 388.13 339.05 0.87 79.34 0.236, H-F#2 1.5 5.5 16 7.7083 16.8 3132 3.57 0.2644 3132.4 1.60 I- 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 1.15 850 405 1300 1,300,000 2,033 506 1644.51011.45 837.57 506.18 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 3267.1 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 19 41.5 945 3.57 0.9939 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 226.94 220.14 152.73 0.69 340.83 0.513 • Page 1 / 180 l'acketson St. ... / ENGINEERING Suite 302 , Seattle,WA...,f: 9109 / Project: *I<- •....7*-- --.7-, ' .1.--,e---1. t . - '6Arte: _.... _:-",-,--:---'—'' , (206)28S-4512 FAX: Client: Page Number: (206)28S-0618 W.A.= 4 Apia; psit 16) . 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', : ;i: -', , ; , • • , , ., ' INIIMIIMITti,!„..... .':, ': --,..,' ,---, .4,1 j L.: .c. : Structural Engineers �_4Qli0c 4-,3./,/! 3 ,--- 1 , Design Maps Summary Report Page 1 of 1 EMS 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 lt'"'4irton _µ . Rx 'OgigNl:til!,lii,Rigiggig:ggtgglgM!gs,!,'..giomgliiii:4!:Flgg4.tu..pitifIM:Egig,,f;,),'"1-,g:r,I,,c.-:i.o:g:,1::,11.I;.p!,*,,,#iglioit.t#.wgi!!pq,!:A_',iiit:NjgAgil.i!fgggripggilisr,;l.':‘,:i:.:,,-.,; .tit..w ins t a_ ,4"' 2$ N ..,,,],:m:f5i,,:]-,-.2,.::,_1:;,,o--]wo.,,R,,,i,.11ii0Joii-,Rittioli,,ilig,T,i.;-!;!ii:i:E:NE,,,-:::i-1-,,;-,.:E-,iii',!.,-,EgisEIT,-,]:-4ii.:;.::::.;in,-...7,8ki$!P,:iii,,ri,gugft.]::o:!1,,,ii.',1:;>".1:1:1f 'f M RIC .� in Ili � E i£ u' � { s USGS-Provided Output Ss = 0.972 g SMS = 1.080 g Sos = 0.720 g Si = 0.423 g Sr.,, = 0.667 g S., = 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 ct,es 0, 0..00 0,04 0.1, 0"S6 V 0:.40.. 040 0.22. • 0.1-C 011 0.0€2 1 000 • : 10,00 0.20 0.40 0.00 0.00 1.00 1.20r 1..40•1-..t-0,,.;,1:..:20 1.00 0.00 0,20 0.40 0.0::0 0,00 1.00 1,20 1.40+ Loi 1,20 2_00 • Period.'1( c) Period* T(sec) Although this information is a product of the U.S.Geological Survey,we provide no warranty,expressed or implied,as to the accuracy of the data contained therein.This tool is not a substitute for technical subject-matter knowledge. http://ehp2-earthquake.wr.usgs.gov/designmaps/us/summary.php?template=minimal&latit... 9/14/2015 2012 IBC SEISMIC OVERVIEW SHEET TITLE: 2012 IBC SEISMIC OVERVIEW CT PROJECT#: CT#14252: Plan3413' • Step# 2012 IBC ASCE 7-10 1. RISK CATEGORY TYPE= II Table 1604.5 Table 1.5-1 ..:.........:...:.:...:...:.....:.......:.......:. OCCUPANCY CATEGORY ................................................. .................................................. 2. IMPORTANCE FACTOR IE= 1.00 Section 1613.1 ->ASCE Table 1.5-2 ........ .. .. ........... . .............................................. 3. Site Class-Per Geo. Engr. S.C. = D Section 1613.3.5 Section 11.4.2/Ch.20 Table 1613.3.3(2) Table 20.3-1 .................................................. . . ..... .... .. . ...... .................................................... 4. 0.2 Sec.Spectral Response Ss=:IA. 0 Figure 1613.3.1(1) Figure 22-1 5. 1.0 Sec. Spectral Response S1= 0 50 Figure 1613.3.1(2) Figure 22-2 Latitude= Varies N Longitude= Varies W http://earthquake.usgs.gov/research/hazmaps/ http://earthquake.uscis.ciovidesignmaps/us/application.php 6. Site Coefficient(short period) Fa=1::..06: Figure 1613.3.3(1) Table 11.4-1 7. Site Coefficient(1.0 second) Fv=1.50 Figure 1613.3.3(2) Table 11.4-2 SMS=Fa*Ss SMS= 1.17 EQ 16-37 EQ 11.4-1 SM1= Fv*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 SDi=2/3*SMI 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:i. N/A Table 12.2-1 13. Overstrength Factor no= 3.0 N/A Table 12.2-1 14. Deflection Amplification Factor CD=;..4:0.. N/A Table 12.2-1 ............................................. 15. Plan Structural Irregularities - No N/A Table 12.3-1 .... .................. .. ..................._......._............... 16. Vertical Structural Irregularities - No N/A Table 12.3-2 17. Permitted Procedure Equiv Lateral Force - Table 12.6-1 Page 1 2012 IBC EQUIV. LAT.FORCE SHEET TITLE: 2012 IBC EQUIVALENT LATERAL FORCE PROCEDURE PER ASCE 7-10 CT PROJECT#: CT#14252:Plan 3413 SDS= 0.78 hn = 18.00(ft) SD,= 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) 1E= 1.0 T= 0.175 ASCE 7-05(EQ 12.8-7) ................................................ ............ . .. .. S1= 0.50 k = 1ASCE 7-05(Section 12.8.3) ................................................ TL= 6 ASCE 7-05(Section 11.4.5:Figure 22-15) C5=SpSI(R/IE) 0.120 W ASCE 7-05(EQ 12.8-2) Cs=SD1I(T*(R/IE)) (for T<TL) 0.440 W ASCE 7-05(EQ 12.8-3)(MAX.) Cs=(SDI*TO/(TZ*(R/IE)) (for T>TL) 0.000 W ASCE 7-05(EQ 12.8-4)(MAX.) Cs=0.01 0.010 W ASCE 7-05(EQ 12.8-5)(MIN.) Cs=(0.5 S,)/(R/IE) 0.038 W ASCE 7-05(EQ 12.8-6)(MIN.if Si>0.6g) CONTROLLING DESIGN BASE SHEAR= 0.120 W VERTICAL DISTRIBUTION OF SEISMIC FORCES PER ASC 7-10 SECTION 12.8.3 (EQ 12.8-11) (EQ 12.8-12) Cox _ DIAPHR. Story Elevation Height AREA DL w; w; *h;k wX *h,k 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 lst(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 Fp, = DIAPHR. F; E F, w; E w; Fpx = EF, *w, 0.4*SDS*IE*Wp 0.2*SDs*IE*Wp LEVEL (kips) (kips) (kips) (kips) (kips) EW; Fp, Max. Fp, Min. Roof 3.58 3.58 32.1 32.1 4.99 3.58 9.99 4.99 2nd 2.53 6.11 40.9 73.0 6.36 3.42 12.71 6.36 1st(base) 0.00 0.00 0.0 73.0 0.00 0.00 0.00 0.00 Page 1 • ASCE 7-10 WIND Part2 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM USING LOADS FROM ASCE 7-10 CHAPTER 28,PART 2 CT PROJECT#: CT#14252:Plan 3413 NS E-W F-B S-S 2012 IBC ASCE 7-10 .......................................................... Ridge Elevation(ft)= 30.00; 30:00 ft. Roof Plate Ht.= 18.00 18.00 Roof Mean Ht.= 24.00 24.00 ft. -- --- Building Width= ft. V uft. Wind Speed 3 Sec.Gust 120 mph Figure 1609 Fig. 26.5-1A thru C V asd. Wind Speed 3 Sec.Gust= mph (EQ 16-33) Exposure= B B lw= 1.0 10 N/A N/A Roof Type Gable.:; Gable_ Ps3o A 28 6 _ 28;6;psf Figure 28.6-1 Ps3S B= 4.6' 4 6psf Figure 28.6-1 Ps3o c= psf Figure 28.6-1 Ps30 0= 47,psf Figure 28.6-1 A= 1.00 1:00` Figure 28.6-1 Ke= 1.00 1.00 Section 26.8 windward/lee= 1.00: 1.00(Single Family Home) A*Kn*I : 1 1 Ps=A*Kzt*I*ps30= (Eq.28.6-1) PSA= 28.60 28.60 psf (LRFD) (Eq.28.6-1) PS B= 4.60 4.60 psf (LRFD) (Eq.28.6-1) Ps c = 20.70 20.70 psf (LRFD) (Eq.28.6-1) Ps o= 4.70 4.70 psf (LRFD) (Eq.28.6-1) Ps A and C average= 24.7 24.7 psf (LRFD) Ps B and o 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-5)(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-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 3413 SEE SEAW RAPID SOLUTION SPREADSHEET AND INSERT VALUES BELOW MAIN WIND-7-10 CHAPTER 28 PART 1 Wind(N-S) Wind(E-W) Min/Part 2(Max.) Min/Method 1(Max.) Wind(N-S)(LRFD) Wind(E-W)(LRFD) DIAPHR. Story Elevation Height DESIGN SUM DESIGN SUM DESIGN SUM DESIGN SUM LEVEL Height (ft) hi(ft) Vi(N-S) V(N-S) Vi(E-W) V(E-1N) V(N-S) V(N-S) Vi(E-W) V(E-W) Roof - 18.00 18.00 0.00: 0.00 0.00 0.00 8.70 8.70 9.89 9.89 2nd 8.00 10.00 10.00 000 000. 0:00 0.00 4.90 13.60 6.19 16.08 1st(base) 10.00 0.00 0.00 V(n-s). 0.00 V(e-w)= 0.00 V(n-s)= 13.60 V(e-w)= 16.08 kips kips kips(LRFD) kips(LRFD) DESIGN WIND-Min./Part 2/Part 1 ASD Wind(N-S)(LRFD) Wind(E-W)(LRFD) Wind(N-S)(ASD) Wind(E-W)(ASD) 0.6*W 0.6*W DIAPHR. Story Elevation Height DESIGN SUM DESIGN SUM DESIGN SUM DESIGN SUM LEVEL Height (ft) hi(ft) Vi(N-S) V(N-S) Vi(E-W) V(E-W) Vi(N-S) V(N-S) Vi(E-W) V(E-W) Roof 8 10 10 8.70 8.70 9.89 9.89 5.22 5.22 5.94 5.94 2nd 10 0 0 4.90 13.60 6.19 16.08 2.94 8.16 3.72 9.65 ist(base) 0 0 0 V(n-s)= 13.60 V(e-w)= 16.08 V(n-s)= 8.16 V(e-w)= 9.65 kips(LRFD) kips(LRFD) kips(ASD) kips(ASD) Part 1 Base Shear Part 2 Base Shear = 0.0 0.0 ratio ratio Page 1 SHEET TITLE: SDPWS SHEARWALL VALUES PER TABLE 4.3P CT PROJECT#: CT#14252: Plan 3413 SHEATHING THICKNESS tsheathing = 7/16" NAIL SIZE nail size=ii.ailial!"*dia5k257i,long STUD SPECIES SPECIES= H-F or SPF SPECIFIC GRAVITY S.G. = 0.43 ANCOR BOLT DIAMETER Anc. Bolt dia. = 0.625 ASD F.O.S. = 2.0 SHEARWALL TYPE Table 4.3A Seismic Table 4.3A Wind 7/16"w/8d common V seismic V s allowable V wind V w allowable (15/32"values per (SDPWS-2008) modify per S. G. (SDPWS-2008) modify per S. G. footnote 2) (divide by 2.0 FOS) (divide by 2.0 FOS) (for ASD) (for ASD) I -- 0 1 0 1 P6TN150 1501:50: 150 P6 520; 242 730; 339 P4 ; 760' 353 1065 495 P3 980'- 456 - 1370 637 P2 1280' 595 1790 832 2P4 15201 707 2130; 990 2P3 1960' 911 ' 2740 1274 2P2 25601; 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 3413 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 pc= 1.00 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind 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 Roan Unet Usum OTM ROTM Unet Usum Usurn 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) Ext. left.4456 .'':20.0 2:40 1'.00 . 0.15 1.63 0.00 1.12 0.00 1.00 1,00 56 P6TN P6TN 82 10.06 17.82 -0.40 -0.40 14.68 21.60 -0.36 -0.36 -0.36 Ext. left2 0 0 0 0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 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 274 12.0 16'.0 1.00 0.00 0.98 0.00 0.67 0.00 1.00 1.00 56 P6TN P6TN 82 6.05 0.00 0.53 0.53 8.82 0.00 0.78 0.78 0.78 0• 0.0 0.0 1.00 0:00' 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. left;4 D 0.0 0.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 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0,00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 i0 0 1.00, 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. ,rightl"� 730 40 0 40 0 0 95 0.15 2.61 0.00 1.79 0.00 1.00 1.00 47 P6TN P6TN 69 16.11 59.40 -1.10 -1.10 23.50 72.00 -1.23 -1.23 0.62 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 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 0.0 0 0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext rights 0 0.0 D 0 1.00 0.00'j 0.00 0.00 0.00 0.00 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 00i 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 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 I0 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 o , o.0 0 0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.o 0.0 1.00 a.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 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 1.0D 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 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 0. 0 0 d 0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 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 72.0 70.0=L eff. 5.22 0.00 3.58 0.00 EVwind 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 3413 Diaph.Level: 2nd ....................... Panel Height 1;0 ft.' Seismic V i= 2.53 kips Design Wind N-S V i= 2.94 kips Max.aspect 35 SDPWS Table 4.3.4 Sum Seismic V i= 6.11 kips Sum Wind N-S V i= 8.16 kips Min.Lwall= 2.86 ft. (0.6-0.14Sds)D+0.7 p Qe 0.6D+W per SDPWS-2008 p i= 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 R0TM Unet Usum OTM ROTM Unet Usum Usum HD (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext. left 1 730 34'.0 40.0 1'00 0.1'5' 1.47 2.61 1.27 1.79 1,00 1.00 90 P6TN P6TN 120 30.56 50.49 -0.60 -1.00 40.79 61.20 -0.61 -0.97 -0.97 Ext. left 2 0 0 0 0.0 1.00 0.001 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0 0 1..00 .0.00: 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. left 3** 0 0.0 0 0 1.00 0 00` 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.53 0.00 0.00 0.00 0.78 0.78 0.00 0.00 0.00 0.00 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 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 00 00 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 0'0 1.00 0.00'1 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 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 0'0 1..00 0.00'; 0.00 0.00 0.00 0.00 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.: nght1,"� 730 40:.0 40.0 0.89 0.1'51: 1.47 2.61 1.27 1.79 1.00 1.00 86 P6TN P6TN 115 30.56 59.40 -0.73 -1.83 40.80 72.00 -0.79 -2.03 1.76 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 O 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 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 Ext; right4' 0 Q0 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 Ext: nght5 0 0..0 0.0 1.00 0 00` 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 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 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 Q 1.00 0 00' 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 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 0'0 1.00 0:00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 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 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00! 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1460 74.0 69.6=L eff. 2.94 5.22 2.53 3.58 1.00 EVwind 8.16 EVEQ 6.11 Notes: * denotes with shear transfer ** denotes perferated shear wall iSB denotes iSB Shear Panel • • SHEET TITLE: LATERAL E-W(side to side-left/right) CT PROJECT#: CT#14252:Plan 3413 • Diaph.Level: Roof ...... ........... Panel Height= ... -9 ft. Seismic V i= 3.58 kips Design Wind E-W V i= 5.94 kips Max.aspect35.SDPWS Table 4.3.4 Sum Seismic V I= 3.58 kips Sum Wind E-W V i= 5.94 kips Min.Lwall= 2.57 ft. (0.6-0.14Sds)D+0.7 p Qe 0.6D+W per SDPWS-2008 pc= 1.00 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind 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 Ds,,,n HD (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Front BR2* 1.07 0,00 0.64 0,00 1.00 1.00 96 P6TN P6 158 5.80 3.09 0.45 0.45 9.62 3.75 0.97 0.97 0.97 0 0.0' 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 BR1* 329 8'.7 1512 1.00 0.15', 1.34 0.00 0.81 0.00 1.00 1.00 93 P6TN P6 154 7.26 4.88 0.30 0.30 12.04 5.92 0.76 0.76 0.76 Front:, loft* 138 4:0 6.5 1.00 0.:15:f 0.56 0.00 0.34 0.00 1.00 0.89 95 P6TN P6TN 140 3.05 0.97 0.62 0.62 5.05 1.17 1.16 1.16 1.16 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 Inf. • KIT 0 0.0 0'.0 1:00 0.00! 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 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 o 0.0 0'.0 1.00 0:00: 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ga,r Rear 0, 0.0 0 0 1.00 0.00: 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0'.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Rear MSIR 730 18'.0 20.0 1.00 0.15 2.97 0.00 1.79 0.00 1.00 1.00 99 P6TN P6 165 16.11 13.37 0.16 0.16 26.71 16.20 0.61 0.61 0.61 0 0.0 0.0 1.00 0'.00 0.00 0.00 0.00 0.00 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 01:.00 0.000.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0'.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 •0.0 0.0 1.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 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.±:•:••••000:, 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0'.0 0'.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0...0 1.00 0..00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 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 00.0 0'.0 1.00 0.00: 0.00 0.00 0.00 0.00 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 37.4 37.4=L eff. 5.94 0.00 3.58 0.00 EVwind 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 3413 Diaph.Level: 2nd Panel Height ,10;ft. Seismic V i= 2.53 kips Design Wind E-W V I= 3.72 kips Max.aspect 135SDPWS 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 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 LDLeff. 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 (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. AB1/1/P 0 3 0 11'.3 1.00 0.1:51! 0.00 1.07 0.00 0.64 1.00 0.60 358 P3 P4 356 6.45 1.26 2.22 2.67 10.69 1.53 3.93 4.89 4.89 - - 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 Gar: ABWP 0 3.0 14.2 0.00 1.34 0.00 0.81 1.00 0.60 448 P3 P4 446 8.07 1.58 2.78 3.08 13.38 1.91 4.91 5.68 5.68 int' pdr' 0 3 0 8 0 1,00 0.15'; 0.00 0.56 0.00 0.34 1.00 0.60 188 P6 P6 187 3.38 0.89 1.07 1.69 5.61 1.08 1.94 3.11 3.11 0 0,0 0:0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Int': KIT .!0 0`0 0 0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00; 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 00 Oro 1.00 .0.00_: 0.00 0.00 0.00 0.00 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 107:5 14.0 16.0 1.00 0.00 2.74 0.00 1.86 0.00 1.00 1.00 133 P6TN P6 195 18.64 0.00 1.40 1.40 27.36 0.00 2.05 2.05 2.05 Gar Rear 0 00 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 D 0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Rear Dining 128 4.5 8 0 1.00 0.30: 0.33 0.99 0.22 0.60 1.00 0.90 203 P6 P6 292 8.22 2.67 1.45 1.61 13.16 3.24 2.59 3.19 3.19 Rear Dining 128 4.3 8.0 1.00 0.30:! 0.33 0.99 0.22 0.60 1.00 0.87 219 P6 P6 304 8.22 2.57 1.54 1.54 13.16 3.12 2.74 2.74 2.74 Rear LIV`, 129 5.:.0. 17.0 1.00 0.301: 0.33 0.99 0.22 0.60 1.00 1.00 165 P6 P6 264 •8.24 6.31 0.44 0.44 13.18 7.65 1.28 1.28 1.28 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 00 00 1,00 0.00.: 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 00 00 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 00 . 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 0 0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 00 00 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 0 0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 00 00 1.00 0.00:: 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 00 00 1.00 0.00: 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 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 0'0 1.00 0.00: 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 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 1460 36.8 36.8=L eff. 3.72 5.94 2.53 3.59 EVwnd 9.65 EVEQ 6.12 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: a 34 13 SHEARWALL WITH FORCE TRANSFER ID: Front U ePln r BR2'" Roof Level w dl= 150. pff ...... .... -.......... V eq .. 810'0;. pounds V1 eq= 405.0 pounds V3 eq= 405.0 pounds V w= 1340.0:: pounds V1 w= 670.0 pounds V3 w= 670.0 pounds r> ...:.. t> v hdr eq= 65.6 plf r> °1 H head= A v hdr w= 108.6 Of ..................................... ..... .. . . ..... .:!.:.1:083E v Fdragl eq= 181 F2 eq= 181 A Fdragl w= .9 F2 -299 H pier= v1 eq= 118.4 p/f v3 eq= 118.4 plf P6TN E.Q. 4 0 :. v1 w= 195.9 Of v3 w= 195.9 plf P6 WIND ...... feet H total= 2w/h= 1 2w/h= 1 9.083 o Fdrag3 eq= . F4 e.- 181 1 feet ° 1 Fdrag3 w=299 F4 w=299 2w/h= 1 Hsill= (0.6-0.14Sds)D 0.6D v sill eq= 65.6 plf P6TN ..... ........... .................. .............. 40 EQ Wind v sill w= 108.6 p/f P6TN feet OTM 7357 12171 R OTM 5610 6852 v v UPLIFT 150 456 Up above 0 0 UP sum 150 456 H/L Ratios: L1= :? 3.4 L2= 55 L3= f.34 Htotal/L= 0.74 a D Hpier/L1= 1.17 'Il Hpier/L3= 1.17 L total= 12.3 feet JOB#:•CT#14252:Plan'3413 SHEARWALL WITH FORCE TRANSFER ID: Front Upper BR1' Roof Level w d/ 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= 66.6 plf P. "�H head= A v hdr w= 90.4 p/f ............... ............._ ..1..0.83.._.; v Fdragl eq= 217 F2 eq= 217 .............:. Fdragl w= f4 F2 -294 H pier= vi eq= 116.6 plf v3 eq= 116.6 plf P6TN E.Q. 5.:!0...:,:.-.-. vl w= 158.2 plf v3 w= 158.2 Of P6 WIND ... :..... ..... feet H total= 2w/h= 1 2w/h= 1 9.083 Fdrag3 eq= F4 e.- 217 feet Fdrag3 w=294 F4 w=294 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 66.6 plf P6TN 3.0 EQ Wind v sill w= 90.4 plf P6TN feet OTM 9174 12444 R OTM 8466 10342 UPLIFT 49 145 iu Up above 0 0 UP sum 49 145 H/L Ratios: L1= 4.3. L2=` '6.5 L3= i 4 3 Htotal/L= 0.6011. 0 ►It Hpier/L1= 1.15 Hpier/L3= 1.15 L total= 15.2 feet JOB#. CT#14252.Plan;3413" SHEARWALL WITH FORCE TRANSFER ID: Front Upper Loft' Roof Level w dl= plf ................................ V eq 340.0, pounds V1 eq= 170.0 pounds V3 eq= 170.0 pounds V w 560.0'; pounds V1 w= 280.0 pounds V3 w= 280.0 pounds ❑ v hdr eq= 52.3 plf c> A H head= A v hdr w= 86.2 plf ...................................... 1:.083 V Fdragl eq= 65 F2 eq= 65 46/, Fdragl w= '8 F2 108 H pier= v1 eq= 85.0 Of v3 eq= 85.0 plf P6TN E.Q. .................................. 4.0 vl w= 140.0 plf v3 w= 140.0 plf P6TN WIND feet H total= 2w/h= 1 2w/h= 1 9.083 V Fdrag3 eq= • F4 e.- 65 feet Fdrag3 w= 108 F4 w= 108 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 52.3 plf P6TN 4 0 EQ Wind v sill w= 86.2 plf P6TN feet OTM 3088 5086 R OTM 1556 1901 v UPLIFT 263 546 Up above 0 0 UP sum 263 546 H/L Ratios: L1= 2.0 L2= 25 L3= Htotal/L= 1.40 4 ❑ 4 1,4 Hpier/L1= 2.00 Hpier/L3= 2.00 L total= 6.5 feet JOB#. CT#14252:Plan.3413 SHEARWALL WITH FORCE TRANSFER ID Rear Upper MBR" Roof Level w dl 150:. Of V eq 1790.0;; pounds V1 eq= 1481.4 pounds V3 eq= 308.6 pounds V w2970.0:' pounds V1 w= 2457.9 pounds V3 w= 512.1 pounds D p v hdr eq= 64.5 plf H head= A v hdr w= 107.0 plf 1.083 v Fdragl eq= 320 F2 eq= 67 Fdragl w= ' 1 F2 - 111 H pier= v1 eq= 82.3 plf v3 eq= 82.3 plf P6TN E.Q. ................................ ,:4,:p.',:'.!.-:--: v1 w= 136.6 plf v3 w= 136.6 plf P6TN WIND feet H total= 2w/h= 1 2w/h= 1 9.083v Fdrag3 eq= 6 F4 e.- 67 feet ° Fdrag3 w=531 F4 w= 111 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 64.5 plf P6TN 4.0 EQ Wind v sill w= 107.0 plf P6TN feet OTM 16259 26977 R OTM 28368 34653 C v UPLIFT -447 -283 Up above 0 0 UP sum -447 -283 H/L Ratios: L1= 18.0, L2= 6:0 L3= :::38 Htotal/L= 0.33 4 D 4 1>4 Is Hpier/L1= 0.22 Hpier/L3= 1.07 L total= 27.8 feet JOB#. CT#14252.Plan 3413 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 D D v hdr eq= 50.0 Of r> A H head= A v hdr w= 80.0 plf I 2 083 y Fdragl eq= 300 F2 eq= 300 1 Fdragi w= ,;0 F2 ..-480 H pier= vi eq= 170.0 plf v3 eq= 170.0 plf P6 E.Q. ...................................... 1. 5.0 vi w= 272.0 plf v3 w= 272.0 plf P6 WIND feet H total= 2w/h= 1 2w/h= 1 10.083o Fdrag3 eq= s s F4 e.- 300 feet ° Fdrag3 w=480 F4 w=480 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 50.0 plf P6TN 3 0 EQ Wind v sill w= 80.0 plf P6TN feet OTM 8571 13713 R OTM 10646 13005 v v 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 a s 4 t>a a Hpier/L1= 2.00 D Hpier/L3= 2.00 L total= 17.0 feet JOB#:'•01T#,14252:•Plan'3413 SHEARWALL WITH FORCE TRANSFER ID: Rear Lower KIT" Roof Level w dl150: p/f V eq,,,.:.,:,:,:,:,:820:0 pounds V1 eq= 474.7 pounds V3 eq= 345.3 pounds V w1320.0;: pounds V1 w= 764.2 pounds V3 w= 555.8 pounds ..........::......................... ► ► v hdr eq= 56.6 p/f A H head= A v hdr w= 91.0 p/f ................................... 2.083 :v Fdragl eq= 164 F2 eq= 119 A Fdragl w= :4 F2 •- 192 H pier= vl eq= 86.3 p/f v3 eq= 86.3 plf P6TN E.Q. ..................................... 5 0 vi w= 138.9 p/f v3 w= 138.9 plf P6TN WIND feet H total= 2w/h= 1 2w/h= 1 10.083 Fdrag3 eq= = F4 e.- 119 feet A Fdrag3 w=264 F4 w 192 2w/h= 1= H sill= (0.6-0.14Sds)D 0.6D v sill eq= 56.6 p/f P6TN 3.0 EQ Wind v sill w= 91.0 p/f P6TN feet OTM 8268 13310 R OTM 7745 9461 UPLIFT 38 278 Up above 0 0 UP sum 38 278 H/L Ratios: L1= 5: Table 1. Recommended • llowable Design Values for APA Portal Frame Used on a Rigid-Base Minimum Width Maximum Height Allowable Design(ASD)Values per Frame Segment (in.) (ft) Shear(e•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 Foading0a,'',',a1 (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 I. 2'to 18'rough width of opening for single or double portal per wind design min 1000 lbf on both sides of opening Jr t i = _ opposite side of sheathing -4Pony ,, wall , height . . . s +.. .': Fasten top plate to header • Mm 3°x T : /4 net 3teader: a with two rows of 16d •`• ^' steel header not clawed fil sinkernailsat 3" typ i o c. Fasten sheathing to header with 8d common or § Min.3/8"wood structural 12' galvanized box nails at 3"grid pattern as shown panel sheathing max • total Header to jack-stud strap per wind design. . • wall Min 1000 lbf on both sides of opening opposite • • height side of sheathing. If needed,panel splice edges shall occur over and be 10' "▪" -Min.double 2x4 framing covered with min 3/8" • nailed to common blocking max 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. y 1x -Min length of panel per table 1 iv r: Typical portal frame ;" . * ti t construction y o Min(2)3500 lb strap-type hold-downs O 10 (embedded into concrete and nailed into framing) Min double 2x4 post(king and jack stud).Number of '4 a` —Min reinforcing of foundation,one#4 bar _ 40 jack studs per IRC tables . t top and bottom of footing.Lap bars 15"min. .. iii = R502.5(1)&(2). t .:!g!!ig: 11I 0.§..K..,1 iMin footing size under opening is 12"x 12.A turned-down Min 1000 lb hold-down slab shall be permitted at door openings. device(embedded into concrete and nailed Min(1)5/8"diameter anchor bolt installed per IRC R403.1.6- into framing) with 2"x 2"x 3/16"plate washer 2 ©2014 APA-The Engineered Wood Association o e B MAIN 11-30-15 R8:04am A Forest Products Company I 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 ., °'�' •�-:;- d➢^kS•_..Vii, '� f'.'..a 5 _•.:-. �... '."$A 1 a"v J e�^➢'k "6 8� y Y YC +/ .. �.« 1 as a ,' st a�.� 7%*".@n<a s a� � gam,. 1 �'�. .,c,'��,.r".£a4i'a" i^.a v. ,f�'..`uvv0,, ......rsas ... .d �.cd ;�:. ;�.s., ,: s;.:y re,.s•", �^ry Tr�xuxh.:a•>: _w ..n.o.� .»+Ma..r,w :c,.w..,,..,yam,;,�.m .� .d.w.+. .;.^a:,a zb.:,z s.. vR e:x,x: k�..:awa+aa�u�w,N �.�xn.Kvaeas s:�.�s .,:,: .. vrw.., a,s=.:mss .. ,.:.y* � ran:�:e�a�•+,- .... ..� 12 7 0 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#(255p1f) 102#(76p1f) Design spans 12' 8.750" Product: 9 1/2°° RFP —20 1600°° ®.C. PASSES DESIG 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% SIMPSON All product names are trademarks of their respective owners KAMI L H ENDERSON Stroh EWP EWP MANAGER Copyright(C)2015 by Simpson Strong-Tie Company Inc.ALL RIGHTS RESERVED. PACIFIC LUMBER&TRUSS "Passing is defined as when the member,floor joist,beam or girder,shown on this drawing meets applicable design criteria for Loads,Loading Conditions,and Spans listed on this sheet.The design BEAVERTON,OREGON must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation according to the manufacturer's specifications. 503-858-9663 J2 MAIN 11-30-I5 Roseburg8:05am 1,' 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 : ,1 3 hg $ � A '-rt t � ^.0 ti ...s, `» ;3260 _.4,itio lftl ,��` am• "fi�rrq '. 3:-t. ���?.. :' .ta_.. #.,.:.:�:,�> .,a:u�s.va ��r.:f3P.ax� 3 �a�� a ..,�.. $s:.. s'�k`ia Y ,am awr'.+x-.nom'i.^' -= .x: < , .v?.R'.-,-: a#'.., N^ `�:.'_�amws, ..,..�.pa.w..a.:e:rnrn'. - ;.;_sra.,.+`.,ria,,,A.,,,-.er-' ^ #a'crt. S'...p.sta.:Yat'�w;.`-aw.a�.t.4ys�,...--. ��...- >.a F...._'--a..: / / / / 10 3 0 10 6 0 13 3 0 0 D ` 34 0 0 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall DFL Plate(625psi) 3.500" 1.750" 315# -- 2 10' 3.000" Wall DFL Plate(625psi) 3.500" 3.500" 827# -- 3 20' 9.000" Wall DFL Plate(625psi) 3.500" 3.500" 991# -- 4 34' 0.000" Wall DFL Plate(625psi) 3.500" 1.750" 387# -- Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Live Dead 1 250#(187p1f) 66#(49p1f) 2 658#(494p1f) 169#(126p1f) 3 773#(580p1f) 218#(163p1f) 4 302#(227p1f) 85#(64p1f) Design spans 10' 0.375" 10' 6.000" 13' 0.375" Product: 9 1/2" RFPI-20 16.0" O.C. PASSES DESIGN CHECKS Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Lateral support is required at each bearing. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 1078.'# 2820.'# 38% 27.92' Odd Spans D+L Negative Moment 1178.'# 2820.'# 41% 20.75' Adjacent 2 D+L Shear 542.# 1220.# 44% 20.75' Adjacent 2 D+L End Reaction 387.# 1151.# 33% 34' Odd Spans D+L Int.Reaction 991.# 1775.# 55% 20.75' Adjacent 2 D+L TL Deflection 0.1609" 0.6516" U971 27.92' Odd Spans D+L LL Deflection 0.1294" 0.3258" L/999+ 27.92' Odd Spans L Control: Max Int.React. DOLs: Live=100% Snow=115% Roof=125% Wind=160% sIMPSON 1 All product names are trademarks of their respective owners KAM I L HENDERSON . , �� EWP MANAGER Solite Tie Copyright(C)2015 by Simpson Strong-Tie Company Inc.ALL RIGHTS RESERVED. E 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