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Specifications t Uci3=). CT ENGINEERING Structural Engineers 180 Nickerson Street Suite 302 Seattle, WA 98109 INC. 206.285.4512 (V) 206.285.0618 (F) RECEIVE' #15238 JUN 14 2077 Cl i Y Of- TIG/RD Structural Calculations BUILDING DIVISION 43G I PRp NF ,�! River Terrace W -03o Plan 7 - u �d Elevation A ARE � tic Tigard, OR T.r22 ,. c�0(c,19'o 01))\ 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 P h: 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 V 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: (Note-Dual reference for Plan 3 also includes Plan 3713) 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 CT PROJECT# : Plan 7A ROOF Roofing- 3.5 psf Roofing-future 0.0',psf 5/8"plywood(O.S.B.) 2.2;psf Trusses at 24"o.c. 4.0'psf Insulation 1.0 psf (1)5/8"gypsum ceiling 2.8''• psf Misc./Mech. 1.5;psf ROOF DEAD LOAD 151.0 PSF FLOOR floor finish 4.0 psf NO gypsum concrete 0.0'psf 3/4"plywood(O.S.B.) 2.7'psf joist at 12" 2.5 psf Insulation 1.0'psf (1) 1/2"gypsum'ceiling 2.2 psf Misc. 2.6 psf FLOOR DEAD LOAD 15.0 PSF 16 S9.1 I- i°• GABLE END TRUSS P.B.a1 MIN. HDR .7MI�. HDR 71 19 S9.1 0 19 S9.1 8 C{J 0 59.1 ! GT GT.a2 0 z 7tiii .\':.:::.'..`.:'I'.:..: . 59.1 —1IL.L7 _r t 16i S9.1 U O I (� 22"x30'1 9 b i= I__ s 3 rti ACCESSI w ce t. cn _J Di im 20 59.1 cr 0 t.: F- LI__, ..._.. 0 O N d _, m 1..... 20 = ,. m '::.. ' S9 .1 1W a 4 r, ...::: 777 } CA I m- .t:::::.:::........ ce :. SGT v `_t. . ... x 1j... ..t___ .J 11 I rr-� 0 A10 MIN. HDR�MIN.!NOR-a- O $R MIN. HDR I M �GABLETEND ROSS-� 016 • 59.1 CT#A 14301 2015.03.04 1/4" = 1'-0" (11x17) PLAN 7A ROOF FRAMING PLAN 1/4"=1'-0" ENGLISH REVIVAL MST48 MST48 1 el m/..„......................._ W i 7 2^ J O \ ...i } I / I 1 (IgJJr:1J�� 1 1/ 1 WASHER LI s 0 ENTIRE 444 DRYER r— ENTIRE 0 SIDE F is . o l ==y� E J (j 1� ) 4L, MS137 \\*\hilliMMI M5737 ■011 Mi MM11811 8 S1.2 8 S1.2 CT# 14301 2015.03.05 1/4" = 1'-0" (11x17) PLAN 7A UPPER LEVEL SHEARWALLS 1/4"=1'-0" ENGLISH REVIVAL P319 ill S9.1 ® 0 eh ��, ll , NIP ‘ GABLE END TRUSS / \ ` / CONT. 4x12 HDR ,_ STHD14 B.gj S1HD1 STP-D11 ROOF TRUSSES AT 24" O.C. TYP. 9'-6" A 6x5 POST 5x6 POST 5.5,09 S ZBIMP 1 -,T- - - =nr-_- .�,-... __, - IL 1_ U d dm 6 wv . Env CIu) V ce GT ABOVE Q o I) 1 GT ABOVE ® 1 a 19 ■ 014 S014 ,I 13'41111x 14L �. liWiWO'�� 1 ll ' 1 1 6x6 POST ®' 1L 1111111111ti __ I -t531 I 1A'Ii1�A --- pg ESDEE 11 RROOF TRUSSES (2)2'00 HD' '! ,��I 2 4 FLOOR IHUSSL•1 _�;. '01-^Mimi�j� AT 24" 0.C.-r----Er a �/� `\� 11 o v 1 . 1 r 4 1 I ,w r��w ENTIRE P6 LEDGER i -" 1 N.11 N w , 1,-. , ....,........L.„„„,..,________ SIDE - 1: _ 2)2x10 HDR MEI w 1 ,I� D.a15 0 c, 1 0 0 11 a + ; "T"" ;',3 BLOCKOUT FOR tp Y �'. MICROWAVE EXHAUST. .1` -�e Irim __J` i13" CLEAR PICTURE FRAME = I VA,. waJ o OPENING. DIMS oI b o m I I ARE TO FL STUDS. ID T = 11 N S IO 2 1 iii 4 N1 59.0m .`` I o Mil x x 1 ii i I 1 FIXTURES I I I ABOVE I I 1111- sxs POST ra rsA i; = H I , " O EI N F O I N 0 1 O CC rr_ '"1 N.. 2x ROOF 1 dr I x 11 FRAMING I (�" 9 1 m I I ( ° II I [__3 11 B a9 JI L_2ti U � —-- � = GT ABOVE GT ABOVE 1 p _ -LEI3G13i 0 x W STHD14 STHD14 ul w ti 4x8 HDR 4x8 HDR 4x8 HDR 4x8 HDR N 1 B.a10 B.a10 B.a10 B.a10 ry 59.0 I o a ® 0 I cc 8 Iligrurh_- 4. S1.2 L,� B a17 4x12 HDR` 6x6 POST Qi 1 J Qz W/ACE4 m 6x6 POST W ACE4 Q ALL HEADERS CHANGED 2 TO (2)2x10 U.N.O. LOWER LEVEL SHEARWALLS PLAN 7A UPPER LEVEL FLOOR FRAMING 1/4"=1'-0° ENGLISH REVIVAL -10y2 16'-3" 3-1072. 18 75 r 18 56.1 a 56.0 10 56.1 • _ i; STHD14 -- Q .7'( STHD1 N N Z " 3'r CONC. SLAB Ow OVER 4" FREE DRAINAGE MATERIAL OVER COMPACTED FILL Q — E., - 0-1---moi Z vl VERIFY GARAGE SLAB HEIGHT -..472:ww WITH GRADING PLAN a 0 p 0 N LL 0 00 14 18'-01/2" 3'-11721 14 S6.0 , r 56.0 M 1 J in .. I j -16" Ifi r 1 1----1 � I ®I I I Oft VARIES : MIN. `j 1 . FURN. CONC. -14" SIM.W _3" FROM TOP OF r- � ABOVE 16 PATIO SLAB Nr.I' STEM WALL 1 it SLOPE _ P4 -- STHD14 IL-- I 9 Ij 111 j S6. 0 STHD14 � �--- J ti r' NJ i V Z- 43/4.4-,.1. /�t ^ 3-9y" ! 2x4 PONY WALL 18x24 CRAWL FIXTURE ABOVE—.4 I ABU66 ' I_7" IL AT HIGH FDN. SPACE ACCESS Q a Gia;; I © 6 ` 1 ,iI , i -h °:: -1 I D7 56.0 _ _� et. �� I-' J I I -,., L f i 1 18"x36"x10" FOOTING i ; ° I 1 j 1 `ji -3" 1 ! ?` t (2) #4, (3) #4 7_ 1 TIRE P6 N � ,_i__n I I L_J1, I 1 F--- ENTI 7E .� ♦ ♦ �' ♦ ♦ {_1�"x 93" L_V_L ♦1 1 1 1 P6 1 I r-------J 7 LtJ % 0 I !+ - i CENTER U/ WALL 1 .,--11--Ig'- 17 <r r 1 56.0 j- L 9'-8Yq" \I I I 16 '-Il30"x30"x10" 7 S67.0 FINISHED FLOOR f L+ S6.0 FOOTING WI S6.0 `' 11 AT+O'-O" f ^ 1- 1I,-I / (3) #4 EA. WAY 7 eln ' =i4 E‘11�*i P.T. 4x4 POST `+, 2/1 TYP. U.N.O. -,.. I�14 }+ I L J `. .‘11``.. c x,IN I 9)'z" I-JOISTS AT 19.2"O.C. I eel)T, If --.0' -�� 1 I f: kit`-1214 l = 11'-7Y4" r; 14'-43/4." - - N t$ N ♦ I I 9'-8Y4" u LJJ J t t1-1' a. l �_/�__ 1./a: x 9Yz" LVL.—_--oro I r-- -��30"x30"x10" - / I ( I FOOTING W/ All I I 18"x18"x10" FTG. in 1 4—[� 1 (3) #4 EA. WAY • -12Va"I j ® I W/ (2) #4 EW I I \i 6x6 P.T. POST o I 7YP. U.N.O.�T1 L---- n 1 I tJ- , 1 0 I I L+J 10 10 &• "' I 1y" x 9Yz" LVL I SIM.�`OSIM. -3" 0 a �— --1---------- ----- 2x411 PONY J -1--` I WALL 0 1 I 1n 1 06 1 IT - orf \ ♦ N START FRMG.r INIE ..j, SIMI 1 �Q 5" Iti - 1,1 —� " I • `--- 1 NW%117 SLOPE 1'/z" I� o M _ L� mT- 311. CONC. SLAB! 0 4-1 VP STHD14 "°- I I STHD74 I -� y* rI U a 7 16 I 'v . D7 I i L 56.1 I ABU44 • TOP OF SLAB \ -6Yz" S1 - 6,-0" ,•-9341 TOP OF 8" -12Yz" h STEM WALL 134" 9'-4" �1/" ABU44 Title: PLAN 2613 Job#14189 Dsgnr: TRE Date: 4:29PM, 16 SEP 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev: 580006 Page 1 User:KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist (c)1983-2003 ENERCALC Engineering Software 14189_Plan_2613.ecw:ROOF FRAMING Description 2613A ROOF GT reactions Timber Member Information I GT.al GT.a2 Timber Section 3.125x18 3.125x21 Beam Width in 3.125 3.125 Beam Depth in 18.000 21.000 Le:Unbraced Length ft 0.00 0.00 Timber Grade glas Fir,24F- Douglas Fir,24F- V4 V4 Fb-Basic Allow psi 2,400.0 2,400.0 Fv-Basic Allow psi 240.0 240.0 Elastic Modulus ksi 1,800.0 1,800.0 Load Duration Factor 1.150 1.150 Member Type GluLam Glu Lam Repetitive Status No No Center Span Data II Span ft 16.50 22.00 Dead Load #/ft 270.00 270.00 Live Load #/ft 450.00 450.00 Results Ratio= 0.6313 0.8338 Mmax @ Center in-k 294.03 522.72 @ X= ft 8.25 11.00 fb:Actual psi 1,742.4 2,275.8 Fb:Allowable psi 2,760.0 2,729.4 Bending OK Bending OK fv:Actual psi 130.5 153.5 Fv:Allowable psi 276.0 276.0 Shear OK Shear OK Reactions III @ Left End DL lbs 2,227.50 2,970.00 LL lbs 3,712.50 4,950.00 Max.DL+LL lbs 5,940.00 7,920.00 @ Right End DL lbs 2,227.50 2,970.00 LL lbs 3,712.50 4,950.00 Max.DL+LL lbs 5,940.00 7,920.00 Deflections Ratio OK Deflection OK Center DL Defl in -0.165 -0.328 UDefl Ratio 1,202.1 805.3 Center LL Defl in -0.275 -0.546 UDefl Ratio 721.3 483.2 Center Total Defl in -0.439 -0.874 Location ft 8.250 11.000 1 UDefl Ratio 450.8 302.0 Title: PLAN 2613 Job#14189 Dsgnr: TRE Date: 4:32PM, 16 SEP 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN LkRev: 580006 User:KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist Page 1 r (0)1983-2003 ENERCALC Engineering Software 14189_Plan_2613.ecw:ROOF FRAMING Description 2613A ROOF FRAMING Timber Member Information RB.a1 RB.a2 RB.a3 RB.a4 RB.a5 RB.a6 RB.a7 Timber Section 2-2x4 2-2x4 2-2x8 2-2x4 2-2x4 2-2x4 2-2x4 Beam Width in 3.000 3.000 3.000 3.000 3.000 3.000 3.000 Beam Depth in 3.500 3.500 7.250 3.500 3.500 3.500 3.500 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,Stud Fb-Basic Allow psi 850.0 850.0 850.0 850.0 850.0 850.0 675.0 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 1,200.0 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 Data11 Span ft 5.50 2.50 5.25 3.00 3.00 5.50 4.50 Dead Load #/ft 60.00 60.00 270.00 60.00 60.00 60.00 60.00 _Live Load #/ft 100.00 100.00 450.00 100.00 100.00 100.00 100.00 Results Ratio= 0.8084 0.1670 0.9656 0.2405 0.2405 0.8084 0.6815 Mmax @ Center in-k 7.26 1.50 29.77 2.16 2.16 7.26 4.86 @ X= ft 2.75 1.25 2.62 1.50 1.50 2.75 2.25 fb:Actual psi 1,185.3 244.9 1,132.7 352.7 352.7 1,185.3 793.5 Fb:Allowable psi 1,466.3 1,466.3 1,173.0 1,466.3 1,466.3 1,466.3 1,164.4 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 56.3 21.9 101.1 27.7 27.7 56.3 44.8 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 75.00 708.75 90.00 90.00 165.00 135.00 LL lbs 275.00 125.00 1,181.25 150.00 150.00 275.00 225.00 Max.DL+LL lbs 440.00 200.00 1,890.00 240.00 240.00 440.00 360.00 @ Right End DL lbs 165.00 75.00 708.75 90.00 90.00 165.00 135.00 LL lbs 275.00 125.00 1,181.25 150.00 150.00 275.00 225.00 Max.DL+LL lbs 440.00 200.00 1,890.00 240.00 240.00 440.00 360.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK hi Center DL Defl in -0.089 -0.004 -0.037 -0.008 -0.008 -0.089 -0.043 UDefl Ratio 744.5 7,927.3 1,690.7 4,587.6 4,587.6 744.5 1,254.7 Center LL Defl in -0.148 -0.006 -0.062 -0.013 -0.013 -0.148 -0.072 UDefl Ratio 446.7 4,756.4 1,014.4 2,752.5 2,752.5 446.7 752.8 Center Total Defl in -0.236 -0.010 -0.099 -0.021 -0.021 -0.236 -0.115 Location ft 2.750 1.250 2.625 1.500 1.500 2.750 2.250 UDefl Ratio 279.2 2,972.7 634.0 1,720.3 1,720.3 279.2 470.5 Title: PLAN 7A Job#14301 Dsgnr: TSW Date: 2:13PM, 1 MAR 16 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN LkRev: 580006 Page 1 User.KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam &Joist (c)1983-2003 ENERCALC Engineering Software PLAN 7 ABD.ECW:FloFraming Description 2613A FLR FRMG 1 OF 3 Timber Member Information :ode Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined I B.al B.a2 B.a3 B.a4 B.a5 B.a6 B.a7 Timber Section 4x12 5.5x19.5 LVL:1.750x14.000 2-2x8 5.5X14 IJC 4x8 2-2x8 Beam Width in 3.500 5.500 1.750 3.000 5.500 3.500 3.000 Beam Depth in 11.250 19.500 14.000 7.250 14.000 7.250 7.250 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade Douglas Fir- Rosboro,Bigbeam iLevel,LSL 1.55E Hem Fr,No.2 Rosboro,Bigbeam Douglas Fir- Hein Fr,No.2 Larch,No.2 2.2E 2.2E Larch,No.2 Fb-Basic Allow psi 900.0 3,000.0 2,325.0 850.0 3,000.0 900.0 850.0 Fv-Basic Allow psi 180.0 300.0 310.0 150.0 300.0 180.0 150.0 Elastic Modulus ksi 1,600.0 2,200.0 1,550.0 1,300.0 2,200.0 1,600.0 1,300.0 Load Duration Factor 1.150 1.150 1.150 1.000 1.000 1.000 1.150 Member Type Sawn GluLam Manuf/Pine Sawn Manuf/Pine Sawn Sawn Repetitive Status No No No No No No No Center Span Data Span ft 16.50 22.00 4.00 3.50 18.00 4.50 4.50 Dead Load #/ft 75.00 77.00 150.00 195.00 195.00 195.00 75.00 Live Load #/ft 125.00 128.00 400.00 520.00 520.00 520.00 200.00 Dead Load #/ft 168.00 160.00 Live Load #/ft 300.00 100.00 Start ft End ft Results Ratio= 0.9717 0.4315 0.0864 0.4901 0.6447 0.6054 0.5271 1 Mmax @ Center in-k 81.67 488.60 13.20 13.14 347.49 21.72 16.25 @ X= ft 8.25 11.00 2.00 1.75 9.00 2.25 2.25 fb:Actual psi 1,106.3 1,401.8 230.9 499.9 1,934.1 708.3 618.3 Fb:Allowable psi 1,138.5 3,248.2 2,673.8 1,020.0 3,000.0 1,170.0 1,173.0 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 55.8 88.6 28.6 56.6 109.3 70.0 61.1 Fv:Allowable psi 207.0 345.0 356.5 150.0 300.0 180.0 172.5 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 618.75 2,695.00 300.00 341.25 1,755.00 438.75 528.75 LL lbs 1,031.25 4,708.00 800.00 910.00 4,680.00 1,170.00 675.00 Max.DL+LL lbs 1,650.00 7,403.00 1,100.00 1,251.25 6,435.00 1,608.75 1,203.75 1 @ Right End DL lbs 618.75 2,695.00 300.00 341.25 1,755.00 438.75 528.75 LL lbs 1,031.25 4,708.00 800.00 910.00 4,680.00 1,170.00 675.00 Max.DL+LL lbs 1,650.00 7,403.00 1,100.00 1,251.25 6,435.00 1,608.75 1,203.75 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK II Center DL Defl in -0.188 -0.173 -0.001 -0.005 -0.166 -0.010 -0.018 UDefl Ratio 1,051.9 1,528.6 34,459.7 7,900.8 1,297.6 5,337.8 3,084.6 Center LL Defl in -0.314 -0.302 -0.004 -0.014 -0.444 -0.027 -0.022 UDefl Ratio 631.1 875.0 12,922.4 2,962.8 486.6 2,001.7 2,416.3 Center Total Defl in -0.502 -0.474 -0.005 -0.019 -0.610 -0.037 -0.040 Location ft 8.250 11.000 2.000 1.750 9.000 2.250 2.250 UDefl Ratio 394.5 556.5 9,398.1 2,154.8 353.9 1,455.8 1,354.9 Title: PLAN 2613 Job#14189 Dsgnr: TRE Date: 4:33PM, 16 SEP 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev: 580006 Lk User:KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist Page 1 (c)1983-2003 ENERCALC Engineering Software II 14189_Plan_2613.ecw:Floor Framing Description 2613A FLR FRMG 2 OF 3 Timber Member InformationII B.a8 B.a9 B.a10 B.all B.a12 B.a13 B.a14 Timber Section 2-2x8 2-2x8 4x8 4x10 2-2x8 2-2x8 2-2x8 Beam Width in 3.000 3.000 3.500 3.500 3.000 3.000 3.000 Beam Depth in 7.250 7.250 7.250 9.250 7.250 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 Fr,No.2 Douglas Fir- 'Level,LSL 1.55E Hem Fir,No.2 Hem Fir,No.2 Hem Fir,No.2 Larch,No.2 Fb-Basic Allow psi 850.0 850.0 900.0 2,325.0 850.0 850.0 850.0 Fv-Basic Allow psi 150.0 150.0 180.0 310.0 150.0 150.0 150.0 Elastic Modulus ksi 1,300.0 1,300.0 1,600.0 1,550.0 1,300.0 1,300.0 1,300.0 Load Duration Factor 1.000 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 Data11 Span ft 3.00 3.50 3.50 2.50 5.00 2.50 3.50 Dead Load #/ft 75.00 15.00 15.00 120.00 120.00 120.00 120.00 Live Load #/ft 200.00 40.00 40.00 320.00 320.00 320.00 320.00 Dead Load #/ft 160.00 505.00 160.00 160.00 160.00 160.00 Live Load #/ft 100.00 675.00 100.00 100.00 100.00 100.00 Start ft End ft Point#1 DL lbs 2,228.00 LL lbs 3,712.00 @ X ft 1.750 Results Ratio= 0.2694 0.7361 0.1403 0.2590 0.8515 0.2129 0.4172 Mmax @ Center in-k 7.22 22.69 5.79 40.89 26.25 6.56 12.86 @ X= ft 1.50 1.75 1.75 1.75 2.50 1.25 1.75 fb:Actual psi 274.8 863.5 188.8 819.2 998.8 249.7 489.4 Fb:Allowable psi 1,020.0 1,173.0 1,345.5 3,208.5 1,173.0 1,173.0 1,173.0 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 33.2 97.8 21.4 92.3 91.7 31.4 55.4 Fv:Allowable psi 150.0 172.5 207.0 356.5 172.5 172.5 172.5 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK ReactionsII @ Left End DL lbs 352.50 910.00 306.25 818.40 700.00 350.00 490.00 LL lbs 450.00 1,251.25 245.00 1,513.60 1,050.00 525.00 735.00 Max.DL+LL lbs 802.50 2,161.25 551.25 2,332.00 1,750.00 875.00 1,225.00 @ Right End DL lbs 352.50 910.00 306.25 1,709.60 700.00 350.00 490.00 LL lbs 450.00 1,251.25 245.00 2,998.40 1,050.00 525.00 735.00 Max.DL+LL lbs 802.50 2,161.25 551.25 4,708.00 1,750.00 875.00 1,225.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK 11 Center DL Defl in -0.003 -0.014 -0.003 -0.003 -0.032 -0.002 -0.008 UDefl Ratio 10,410.6 2,962.8 12,641.2 9,677.0 1,887.3 15,098.3 5,502.3 Center LL Defl in -0.004 -0.019 -0.003 -0.005 -0.048 -0.003 -0.011 UDefl Ratio 8,155.0 2,154.8 15,801.5 5,497.3 1,258.2 10,065.6 3,668.2 Center Total Defl in -0.008 -0.034 -0.006 -0.009 -0.079 -0.005 -0.019 Location ft 1.500 1.750 1.750 1.360 2.500 1.250 1.750 UDefl Ratio 4,572.9 1,247.5 7,022.9 3,505.8 754.9 6,039.3 2,200.9 Title: PLAN 2613 Job#14189 Dsgnr: TRE Date: 4:34PM, 16 SEP 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 14189_Plan_2613.ecw:Floor Framing Description 2613A FLR FRMG 3 OF 3 Timber Member Information B.a15 B.a16 B.a17 Timber Section 2-2x8 2-2x8 4x8 Beam Width in 3.000 3.000 3.500 Beam Depth in 7.250 7.250 7.250 Le:Unbraced Length ft 0.00 0.00 0.00 Timber Grade Hem Ar,No.2 Hen Fir,No.2 Douglas Ar- Hem Fir,No.2 Lard),No.2 Fb-Basic Allow psi 850.0 850.0 900.0 Fv-Basic Allow psi 150.0 150.0 180.0 Elastic Modulus ksi 1,300.0 1,300.0 1,600.0 Load Duration Factor 1.150 1.150 1.150 Member Type Sawn Sawn Sawn Repetitive Status No No No Center Span Data Span ft 4.50 4.00 9.00 Dead Load #/ft 15.00 Live Load #/ft 40.00 Dead Load #/ft 310.00 60.00 75.00 Live Load #/ft 350.00 100.00 125.00 Start ft End ft I Results Ratio= 0.7045 0.1246 0.5890 Mmax @ Center in-k 21.72 3.84 24.30 @ X= ft 2.25 2.00 4.50 fb:Actual psi 826.4 146.1 792.5 Fb:Allowable psi 1,173.0 1,173.0 1,345.5 Bending OK Bending OK Bending OK fv:Actual psi 81.7 15.5 46.4 Fv:Allowable psi 172.5 172.5 207.0 Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 731.25 120.00 337.50 LL lbs 877.50 200.00 562.50 Max.DL+LL lbs 1,608.75 320.00 900.00 @ Right End DL lbs 731.25 120.00 337.50 LL lbs 877.50 200.00 562.50 Max.DL+LL lbs 1,608.75 320.00 900.00 Deflections Ratio OK Deflection OK Deflection OKII Center DL Defl in -0.024 -0.003 -0.062 UDefl Ratio 2,230.4 17,201.9 1,734.8 Center LL Defl in -0.029 -0.005 -0.104 UDefl Ratio 1,858.7 10,321.1 1,040.9 Center Total Defl in -0.053 -0.007 -0.166 Location ft 2.250 2.000 4.500 UDefl Ratio 1,013.8 6,450.7 650.5 Title: PLAN 2613 Job#14189 Dsgnr: TRE Date: 4:35PM, 16 SEP 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev: 580006 LLL User:KW-0602997,Ver 5.8.0,1-Dec-2003Page 1 ■ (c)1983-2003 ENERCALC Engineering Software Timber Beam & Joist 14189_Plan_2613.ecw:CRAWLSPACE FRAMING Description 2613 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 Rr- 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 Data111 Span ft 5.75 Dead Load #/ft 195.00 Live Load #/ft 520.00 Results Ratio= 0.9884 Mmax @ Center in-k 35.46 @X= ft 2.87 fb:Actual psi 1,156.5 Fb:Allowable psi 1,170.0 Bending OK fv:Actual psi 96.2 Fv:Allowable psi 180.0 Shear OK Reactions @ Left End DL lbs 560.62 LL lbs 1,495.00 Max.DL+LL lbs 2,055.62 @ Right End DL lbs 560.62 LL lbs 1,495.00 Max.DL+LL lbs 2,055.62 Deflections Ratio OK Center DL Defl in -0.027 UDefl Ratio 2,558.5 Center LL Defl in -0.072 UDefl Ratio 959.5 Center Total Deft in -0.099 Location ft 2.875 UDefl Ratio 697.8 TJI JOISTS and RAFTERS I 1 1 I 1 Code Code I Code 1 Suggest Suggest Suggest Lpick_1_Lpick Lpick I Lpick Joist -t -- --1- Sp -"--L M max - l --1---- -----t1_LL3601r1 L ax1-- TL deli. LL del Joist b d Spa. LL DL M max V max', El Lib L iv L TL240 L LL360 L max TL deft. LL dell. L TL360 L LL480 L max TL deft TL deft LL del... deft. size&grade width(in.) depth(in.) (in.) i(psi) (psf) ! (ft-lbs) (psi) 1 (psi) (ft.) j11 (ft.) (ft.) (tt.) (ft.) 1 (in .) (in.) (ft.) (ft.) (ft.) (in.)_ ratio (in.) ratio 1.40E+08 14.711 27.73 15.23: 14.80 14.71: 0.66 0.48 13.31 13.45 13.31 0.44 360 0.32 495 deed-9 5 TJI 1101 1.75 deed- 9.5x19 2 40 15 2380 1220 �----- --------- -- --- deed - -------- -- deed-- - deed ------ 9.5"TJI 1101 1.75 9.5 16, 40 15 2380 1220: 1.40E+08 16.111 33.27 16.191 15.73 15.73! 0.72 0.521 14.14 14.29 14.14 0.47 360 0.34 495 9.5"TJI 110 1.75 9.5 121 40 15 2380 122011.40E+08 18.611 44.36 17.821 17.31 17.311 0.79 0.58 15.57 15.73 15.57 0.52 360 0.38 495 9.5''TJI 110 1.75 9.5 9.6 40 15 2380 1220 L ( 1 1 40E+08 20.801 55.45 19.194 18.64 18.641._ 0.85 0.62 1637 16.94 16.77 0.56L 360 0.41 495 15 19.2 40 10� 2500 1220' - 9.5"TJI 1101 1.751 9 1 ( I 1.57E+08 15.81 30.50 16.34 15.37 11371 0.64 0.511 14.27 13.97 1197 0.441 384 0.351 480 9.5"TJI 110 1.75 9.5 16 40 10 2500 1220 1.57E+08 17.32 36.60 17.36 16.34 16.34 0.68 0.54 15.17 14.84 ' 14.84 0.46 384 l 0.37 480 9.5"TJI 110 1.75 9,51, 121 40 101 2500 1220 1.57E+08 20.00,1 48.80 19.11117.981_ 17.981 0.75 0 60 16.69 16.34 16.34 0.511 384 0 41 480 9.5"TJI 110, 1.751 9.51 9.61 40 10 2500 1220 1.57E+08 22.361 61.00 20.58 19.371 19.37 0.81 0.65 17.98 17.60 17 60 0.551 384 0 44 480 1 ! 9.5"TJI 2101 2.06251 9.51 19.21 40 10 3000 1330: 1.87E+08 17.321 33.25 17.321 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 16 40 10 3000 1330 1.87E+08 18.97 39.90 18.40 17.32 17.32 0.72 0.58 16.08 15.74 15,74 0.49 384 0.39 480 9.5"TJI 210 2.06251 9.51 121 40 10 3000 13301 1.87E+08 21.911 53.20 2026119.061 19.06! 0.79i 0.64 _ 1770 17.32 17.32 0.54 384 0.43 480 deed-- deed-deed-"--- 'deed-- --deed--deed- --------- r deed-- deeddeed-- deed- j deed--- deed '- � -1---deed-- deed --deed-- - --------•-- ------ --- deed--deed9.5"TJI 2101 2.0625 9.51 9.61 40 10� 3000 1330, 1.87E+08 24.491 66.50 21.82; 20.53 20.531 0.86 0.68, 19.06 18.66 18 66 0 581 384 0.47 480 1 9.5"TJI 230 2.3125 9.51 19.21 40 10 3330 13301 2.06E+08 18.251 33.25 17.891 16.831 16.831 0.701 0.561 15.63 15.29 15.29 0.481 384 0.38 480 9.5"TJI 230 2.3125 9.5 16 40 10 3330 1330 2.06E+08 >19.99 39.90 19.01 17.89 17,89 0.75 8.60 16.60 16.25 1646 0 51 384 0.41 480 9.5"TJI 230 2.3125 9.5 121 40 10 3330 13301 2.06E+08 23.081 53.20 20.92: 19.69 19.691 0.82 0.66 18.28 17.89 17 89 ...._056 384 0A5 ..._480 9.5"TJI 230 2.3125 9.5 9.61 40 10 3330 13301 2.06E+08 25.811 66.50 22.54 21.21 21.211 0.88 0.71 19.69 19.27 19.27 0.60 384 0.48 480 11.875"TJI 1101 1.75 11.875 19.21 40 10 3160 1560 2.67E+08 17.781 39.00 19.50 18.35 17.78 0.671 0.54 17.04 16.67 16.67 0.52 384 0.42 480 11.875"TJI 110 1.75 11.875 16 40 10 3160 1560 2.67E+08 19.47 46.80 20,72 19.50 19.47 0.81 0.65 18.10 17.72 ,,*.i2 0.55 384 0.44 480 11.875"TJI 110' 1.75 11.875 121 40 10 3160 15601 2.67E+08 22.491 62.40 22.811 21.461 21.461 0.89! 0.721 19.93 19.50 19.50 0.61 384 0.49 480 11.875"TJI 110 1.75 11.875 9.6! 40 10 3160 15601 2.67E+08 25.14 78.00 24.57 23.1211 23.12! 0.961 0.771 21.46 21.01 21.01 0:66 384 0 53 480 11.875"TJI 2101 2.06251 11.8751 19.21 40 101 3795 1655 3.15E+08 19.481 41.38 20.611 19.391 19.391 0.811 - 0.65 18.00 17.62 17.62 0.551 384 0.44 480 11.875"TJI 210 2.0625 11.875 16 40 10 3795 1655 3.15E+08 :21.34 49.65 21.90 20.61 20.61 0.86 0.69 19.13 18.72 18.72 0.59 384 0.47 480 11.875 TJI 2101 2.0625 11.8751 12 40 10 3795 1655 3.15E+08 24.641 66.20 24.10 22.68 22.681. 0.95 0 76 21.05 20.61 20.61 0.64 384 0.521 480 - --- deed--- - deed-- deed-deed----- -------------------------------------`------------ ------- -_-----------------°------•_•.-deed------`------------- -deed-- - ---deed--- deed- ---deed-- --------- - 11.875"TJI 210 2.0625 11.8751 9.6 40 10 3795 1655 3.15E+08 27.551 82.75 25.96: 24.43 24.43! 1.02 0.81 22.68 22.20 22.20 0.69 384 0.55! 480 1 1 11.875"TJI 230 2.3125 11.8751 19.2; 40 10 4215 1655, 3.47E+08 20.531 41.38 21.281 20.031 20.03: 0.831 0.67 18.59 18.20 18.20 0.57 384 0,451 480 11.875"TJI 230 2.3125 11.875 16 40 10 4215 1655 3.47E+08 22.49 49,65 22.62 21.28 21.28 0.89 0.71 19.76 19.34 ;• 19.34 0.60 384 0.48 480 11.875"TJI 230 2.3125 11.875 121 40_ 10.� 4215 1655w 3.47E+08 25 97___66_20 24 89+ 23.42 23 42__ 0.981, 0_78 j -21_74 21.28 21.28 0.67 384 0.531 480 11.875 TJI 230 2.3125 11.8751 -_9.61 40 101 4215 16551,3.47E+08 29.03 82.75 26.61_1, 25.23 25.23 1.051 0.84 23 42 22.93 22.93 0.72 384 0 571 480 11.875"RFPI 4001 2.06251 11.8751 19.21 40 10! 4315 14801 3.30E+08 20.77, 37.00 20.931 19.69 19.69! 0.82 0.66 18.28 17.89 17.89 0.561 384 0.45 480 11.875"RFPI 400 2.0625 11.875 16 40 10 4315 1480 3130E+08 :22.76 44.40 22.24 20.93 20.93 0.87 0.70 19.43 19.01 ":1 ;19 01 0.59 384 0.48 480 11.875"RFPI 4001 2.06251 11.875! 121 40 101 4315 14801 3.30E+08' 26.281 59.20 24.481 23.03 23.03, 0.96 0.77 21.38 20.93 20.93 0.651 384 0 52 480 11.875"RFPI 4001 2.0625 11.8751 9.6, 40 101 43151 1480! 3.30E+081 29.381 74.00 26.37! 24.81 24.811 1.03 0.83 23.03 22.54 22.54 0.701 384} 0.56 480 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 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.Loa <>1.0 Load a Plat'Cd(Fb.Cd (Fc) Cf Cf Cr Fb Fc perp Fc E Fb' Fc perp' Fc' Fce Pc fc fc/F'c fb lb/ In. in. in. ft. plf psf pit (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 1730 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 0.9986 1993.4 1.00 1.15 1.1 1.05 1.15 675 405 800 1,200,000 854 506 966 378.09 340.90 340.32 1.00 0.00 0.000 H-F Stud 1.5 3.5 12 9 30.9 1785 0.9947 2657.8 1.00 1.15 1.1 1.05 1.15 675 405 800 1,200,000 854 506 966 378.09 340.90 340.00 1.00 0.00 0.000 H-F Stud 1.5 3.5 16 8.25 28.3 1550 0.9921 1993.4 1.00 1.15 1.1 1.05 1.15 675 405 800 1,200,000 854 506 966 449.95 395.22 393.85 1.00 0.00 0.000 H-F Stud 1.5 3.5 12 8.25 28.3 2070 0.9953 2657.8 1.00 1.15 1.1 1.05 1.15 675 405 800 1,200,000 854 508 966 449.95 395.22 394.29 1.00 0.00 0.000 H-F Stud 1.5 3.5 8 8.25 28.3 3100 0.9921 3986.7 1.00 1.15 1.1 1.05 1.15 875 405 800 1,200,000 854 506 986 449.95 395.22 393.65 1.00 0.00 0.000 SPF Stud 1.5 3.5 16 7.7083 26.4 1695 0.9952 2091.8 1.00 1.15 1.1 1.05 1.15 675 425 725 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 18 9 30.9 1320 0.9944 2091.8 1.00 1.15 1.1 1.05 1.15 675 425 725 1,200,000 854 531 875.438 378.09 336.17 335.24 1.00 0.00 0.000 SPF Stud 1.5 3.5 12 9 30.9 1760 0.9944 2789.1 1.00 1.15 1.1 1,05 1.15 675 425 725 1,200,000 854 531 875.438 378.09 336.17 335.24 1.00 0.00 0.000 SPF Stud 1.5 3.5 16 8.25 28.3 1525 0.9957 2091.8 1.00 1.15 1.1 1.05 1.15 675 425 725 1,200,000 854 531 875.438 449.95 388.13 387.30 1.00 0.00 0.000 SPF Stud 1.5 3.5 12 8.25 28.3 2030 0.9925 2789.1 1.00 1.15 1.1 1.05 1.15 675 425 725 1,200,000 854 531 875.438 449.95 388.13 386.67 1.00 0.00 0.000 .__. ...._....-__.0__.....1...... __.. _ SPF Stud 1.5 3.5 8 8.25 28.3 3050 0.9957 4183.6 1.00 1.1155 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 0.2408 3132.4 1.00 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 1,271 506 1644.5 1378.83 1031.58 506.18 0.49 0.00 0.000 H-F#2 1.5 5.5 16 9 19.6 3132 0.3852 3132.4 1.00 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 1,271 506 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 0.2858 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 0.2737 3287.1 1.00 1.15 1.3 1.10 1,15 875 425 1150 1,400,000 1,308 531 1454.75 1484.89 1015.45 531.23 0.52 0.00 0.000 SPF#2 1.5 5.5 16 9 19.6 3287 0.3905 3287.1 1.00 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 1,308 531 1454.75 1089.25 850.16 531.23 0.62 0.00 0.000 SPF#2 1.5 5.5 16 8.25 18.0 3287 0.3158 3287.1 1.00 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 1,308 531 1454.75 1296.30 945.38 531.23 0.56 0.00 0.000 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 1644.5 228.94 220.14 219.80 1.00 0.00 0.000 Page 1 D+L+W CT#14189-Betahny Creek Falls I LOAD CASE (12-13) (BASED ON ANSI/AFBPA NDS-1997) SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 Ke 1.00 Design Bucklin.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 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.WaIl duration duration factor factor use Stud Grade Width Depth Spadng Height Le/d Vert.Load Hor.Load u 1.0 Load @ Plate Cd(Fb)Cd(Fc) Cf Cf Cr Fb Fc perp Fc E Fb' Fc perp' Fc• Fce Fc fc fc/F'c fb fb/ in. in. in. ft. plf psf plf (Pb),(Fc) psi psi pg( 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 1,366 508 840 515.42 427.08 273.02 0.64 376.78 0.586 H-F Stud 1.5 3.5 18 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 0.84 361.37 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 1,366 508 840 449.95 384.87 271.43 0.71 271.03 0.500 H-F Stud 1.5 3.5 8 8.25 28.3 2355 8.13 0.9981 3988.7 1.60 1,00 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 840 449.95 384.87 299.05 0.78 180.69 0.394 SPF Stud 1.5 3.5 16 7.7083 26.4 1060 9.71 0.9971 2091.8 1.60 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 761.25 515.42 415.53 269.21 0.65 376.78 0.577 SPF Stud 1.5 3.5 16 9 30.9 700 8.46 0.9115 2091.8 1.60 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,368 531 761.25 378.09 328.30 177.78 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 1,366 531 761.25 449.95 378.35 294.60 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 0.83 181.23 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 0.56 148.34 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 8 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 1285 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 1.80 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 761.25 144.28 138.14 17.78 0.13##M### 0.979 SPF#2 1.5 5.5 18 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 226.94 218.02 96.97 0.44 927.02 0.796 Page 1 D+L+W+.SS CT#14189-Betahny Creek Falls I LOAD CASE I (12-14) I (BASED ON ANSI/AFBPA NDS-1997) SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 Ke 1.00 Design Buckling Factor D+L+W+812 ' c 0.80(Constant)> Section 3.7.1.5 Cr KcE 0.30(Constant)> Section 3.7.1.5 Cf Ct(Pb)I Cf(Fc) 1997 NDS Cb (Varies) > Section 2.3.10 Bending Comp. Size Size Rep. Cd(Pb) Cb Cd(Fc) Eq.3.7-1 NDS 3.9.2 Maz.Wall duration duration factor factor use Stud Grade Width Depth Spacing Height Le/d Vert.Load Hor.Load ss 1.0 Load Cg Plate Cd(Fb)Cd(Fc) Cf Cf Cr Fb Fc perp Fc E Fb' Fc perp' Fc' Fce I F'c tc fc/F'c I 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 0.63 378.78 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 1,386 506 986 378.09 340.90 194.29 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 1.15 875 405 800 1,200,000 1,366 508 966 378.09 340.90 219.05 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 2857.8 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 1.05,1.15 875 405 800 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 1.80 1.15 1.1 1.05 1.15 875 425 725 1,200,000 1,366 531 875.438 515.42 431.52 274.29 0.64 378.78 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 1.15 875 425 725 1,200,000 1,368 531 875.438 378.09 336.17 193.02 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 18 8.25 28.3 975 8.13 0.9952 2091.8 1.80 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 2380 8.13 0.9922 4183.6 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,368 531 875.438 449.95 388.13 299.68 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 1011.45 837.57 506.18 0.60 181.23 0.178 'I-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 1203.70 946.77 508.18 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#M#66# 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 0.44 927.02 0.796 Page 1 D+L+S+.SW CT#14189-Betahny Creek Falls I LOAD CASE I (12-15) I (BASED ON ANSI/AF&PA NDS-1997) SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 Ke 1.00 Design Buckling Factor D+L+S+Wl2 c 0.80(Constant)> Section 3.7.1.5 Cr ..__ ------^ KcE 0.30(Constant)> Section 3.7.1.5 ---._........_ .--_. Cf(Fb) Cf(Fc) 1997 NDS Cb (Varies) > Section 2.3.10 Bending Comp. Size Size Rep. Cd(Fb) Cb Cd(Fc) Eq.3.7-1 NDS 3.9.2 Mao.Wall duration duration factor factor use Stud Grade Width Depth Spacing Height Le/d Vert.Load Hor.Load a.1.0 Load 41 Plate Cd(Fb)Cd (Fc) Cf Cf Cr Fb Fc perp Fc E Fb' Fc perp' Fc' Fce Pc fc ic/F'c ib ib/ in. in. In. ft. plf pat pit _ (Fb) (Fc) psi psi psi psi psi psi psi pal psi psi psi FW(1-fc/Fce) H-F Stud 1.5 3.5 16 7.7063 26.4 1335 4.855 0.9935 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 515.42 441.22 339.05 0.77 188.39 0.403 H-F Stud 1.5 3.5 16 9 30.9 970 4.23 0.9923 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 378.09 340.90 246.35 0.72 223.76 0.470 H-F Stud 1.5 3.5 12 9 30.9 1380 4.23 0.9976 2657.8 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 378.09 340.90 262.86 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 1,366 508 966 449.95 395.22 303.49 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 2685 4.065 0.9999 3986.7 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 986 449.95 395.22 338.41 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 1,368 531 875.438 378.09 336.17 245.08 0.73 223.76 0.486 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 1,366 531 875.438 378.09 336.17 280.95 0.78 167.82 0.396 SPF Stud 1.5 3.5 18 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 2789.1 160 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 9690_..___.._ __-....__ 3 0.257 SPF Stud 1.5 3.5 8 8.25 28.3 2630 4.065 0.9989 4183.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 333.97 0.86 90.34 0.257 H-F#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 I+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 1844.5 1011.45 837.57 506.18 0.601 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 78.29 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 1,386 531 875.438 144.28 139.02 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 1.80 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 1644.5 226.94 220.14 139.60 0.64 463.51 0.594 Page 1 D+L+S+,7E CT#14189-Betahny Creek Falls I LOAD CASE I (12-16) I (BASED ON ANSI/AF&PA NDS-1997) SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 Ke 1.00 Design Buckling Factor D+L+S+El1.4 c 0.80(Constant)> Section 3.7.1_5 Cr KcE 0.30(Constant)> Section 3.7.1.5 Cf(Fb) Cf(Fc) 1997 NDS Cb (Varies) > Section 2.3.10 Bending Comp. Size Size_Rep. Cd(Fb) Cb Cd(Fc) Eq.3.7-1 NDS 3.9.2 Max.Wall duration duration factor factor use Stud Grade Width,Depth Spacin Height Le/d Vert.Load Hor.Load e=1.0 Load a Plate Cd(Fb)Cd (Fc) Cf Cf Cr Fb Fc perp Fc E Fb' Fc perp' Fc' Fce Pc fc fc/F'c fb Po/ in. in. in. It plf psf pit (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 1.15 875 405 800 1,200,000 1,366 506 966 378.09 340.90 256.51 0.75 188.85 0.430 H-F Stud 1.5 3.5 12 9 30.9 1420 3.57 0.9937 2857.8 1.60 1.15 1.1 1.05 1.15 875 405 800 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 28.3 1710 3.57 0.9947 2657.8 1.60 1.15 1.1 1.05 1.15 675 405 B00 1,200,000 1,366 506 966 449.95 395.22 325.71 0.82 119.01 0.315 H-F Stud 1.5 3.5 8 8.25 28.3 2700 3.57 0.9966 3986.7 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 968 449.95 395.22 342.86 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 1.15 875 425 725 1,200,000 1,368 531 875.438 378.09 336.17 253.97 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 0.79 158.88 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 1,200,0001,366531 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 4183.6 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,388 531 875.438 449.95 388.13 339.05 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 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1011.45 837.57 506.18 0.60 76.47 0.075 H-F#2 1.5 5.5 16 8.25 18.0 3132 3.57 0.3404 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1203.70 946.77 508.18 0.53 64.26 0.055 SPF#2 1.5 5.5 16 7.7083 16.8 3287 3.57 0.3154 3287.1 1.80 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 0.82 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 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 18O)&kersan St. fMin s ' Suite 302 �! syr Seattle.WA / ject^, r f- -- Dates 98109 ., , _- _ --, _. .. . . {206}265-4512 FAX: Client: Page Number: (208)2SS-0i313 set g p AMC, pa' ;,„ ( 1 :)r, F9v- fii-c4c..) fi . 04)05os) -"'moi . X30 flA, 1... ,_,..ii_.).._.gfik- (+at/S.) --'=-. 24 rz /bit> 10 .--sti. favot 04 ,....,- Iv ,,,,.. . 2,,,00 , ,9,,,,m v .717-12, at- to= grA440-15)-1-1 ,-- frio i 50 ai ii5X, 2.w)* + " .- Y 44. o 4-y .---:-.0 41,...... .., ,,L , p-.;_.. (pa 4. 2:40.1,-- ess tr„. kodigi , 134-- ,:=. 14171/ 3,-. ...... 2.,,,., 41 viv , 1,9nocirs : ....... 2. x,e 13etoseyse. mj 1, Structural Engineers C T E N G I N E E R I N G Suit Nickerson St. /-T} Suite 302 Project: ` L F 1j N eR Beattie,WA (�' 98109 - ^�,,/)rY� Date: ��/,,�� (206)285-4512 Client: SI rU" ' PIAP . Pane Number: (2O6)285-0618 3 G, .- p ` 'moo: 63 e ` 370 pzrovg ptivtua 7,01 . L .. _... po ter! z) . 3ov a. Y _ x t3 jle ,,4 t is Pte= M L g P°1131- 1-444)- 44 3 )5.64 19.E Structural Engineers 144- AV' �L, "�:) IF 180 Nickerson St. C T ENGINEERING Suite 302 Seattle,WA twn�,1A,( �1 tIr/ ti_CC, /,,ef1'�� f,L��AL /7��+ D 98109 Project 1 ll D ) .L 1 M -tOvw • 2 /0 �` Date: f�f;21. Op . (206)285-4512 Client: 2012 ;66.1 "'0e ✓IDPVvs ""r's Page Number: (2 6)285-0618 X f _ Q& 4 P7r • rn_ ,_ 1 � _ -:.,.,1...!../01i -� . , 4�,I ; Q 1 'M. w - 5-. 3 32 3/�t5 : / "_ g , . •t?)�4 _ • �t:,; 12}� ud -- 4 .. .- — -- • - r J\ • rt � �? JO1 ' - � � '� r (,S . 5` ,� iii /- - , wlbf-f!O I I i i Q=A • - ; - 7� �9Z7 /Z7-7_ • - ' Z lr •• w �i .-_ _ 1 [tea 4`-) j C4 114-4D6-)CIL el • T I 6e Structural Engineers C nfwS 4-.?�.6,'f; 3 „ ✓-,�7_ I TE 2012 IBC SEISMIC OVERVIEW SHEET TITLE: 2012 IBC SEISMIC OVERVIEW CT PROJECT#: CT#14253: Plan 2613 Step# 2012 IBC ASCE 7-10 1. RISK CATEGORY TYPE= II Table 1604.5 Table 1.5-1 OCCUPANCY CATEGORY 2. IMPORTANCE FACTOR IE= 1.00 Section 1613.1 ->ASCE Table 1.5-2 3. Site Class-Per Geo. Engr. S.C.= D Section 1613.3.5 Section 11.4.2/Ch.20 Table 1613.3.3(2) Table 20.3-1 4. 0.2 Sec.Spectral Response Ss= 1.10 Figure 1613.3.1(1) Figure 22-1 5. 1.0 Sec.Spectral Response S1= 0.50 Figure 1613.3.1(2) Figure 22-2 Latitude= Varies N Longitude=Varies W http://earthquake.usgs.gov/research/hazmaps/ http://aeohazards.usqs.qov/designmaps/us/application.pho 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 SM,=Fv*S1 SM,= 0.75 EQ 16-38 EQ 11.4-2 SDs=2/3*SMs Sips= 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 Do= 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#14253:Plan 2613 SDs= 0.78 h„ = 18.00(ft) SD1= 0.50 X = 0.75 ASCE 7-05(Table 12.8-2) R= 6.5 C,= 0.0201 ASCE 7-05(Table 12.8-2) IE= 1.0 T= 0.175 ASCE 7-05(EQ 12.8-7) Si= 0.50 k = 1 ASCE 7-05(Section 12.8.3) TL= 6 ASCE 7-05(Section 11.4.5:Figure 22-15) Cs=Sos/(R/IE) 0.120 W ASCE 7-05(EQ 12.8-2) Cs=Sol/(T*(R/IE)) (for T<TL) 0.440 W ASCE 7-05(EQ 12.8-3)(MAX.) Cs=(SDI*TJ/(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 S1)/(R/IE) 0.038 W ASCE 7-05(EQ 12.8-6)(MIN.if S1>0.6g) CONTROLLING DESIGN BASE SHEAR= 0.120 W VERTICAL DISTRIBUTION OF SEISMIC FORCES PER ASCE 7-10 SECTION 12.8.3 (EQ 12.8-11) (EQ 12.8-12) C� = DIAPHR. Story Elevation Height AREA DL w; w; *h;k wx *hxk DESIGN SUM LEVEL Height (ft) h; (ft) (sqft) (ksf) (kips) (kips) Ew; *h;k Vi DESIGN Vi Roof - 18.00' 18.00 1280 0.022' 28.16 506.9 0.58 3.21 321 2nd 8.00 10.00 10.00 1310 0.028' 36.68 366.8 0.42 2.33 5.54 1st(base) 10.00 0.00 SUM= 64.8 873.7 1.00 5.54 E=V= 7.75(LRFD) E/1.4= 5.54(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 = =wPY 0.4*SDs*IE*wp 0.2*SDS*IE*Wp LEVEL (kips) (kips) (kips) (kips) (kips) Ew, Fp, Max. Fp, Min. Roof 3.21 3.21 28.2 28.2 4.38 3.21 8.76 4.38 2nd 2.33 5.54 36.7 64.8 5.70 3.13 11.41 5.70 1st(base) 0.00 0.00 0.0 64.8 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#14253:Plan 2613 N-S E-W F-B S-S 2012 IBC ASCE 7-10 Ridge Elevation(ft)= 30,00 30.00ft. Roof Plate Ht.= 18.00 18.00 Roof Mean Ht.= 24.00 24.00 ft. - -- Building Width= 26.0 56.0:ft. V ulf. Wind Speed 3 S..Gust= 120 120 mph Figure 1609 Fig. 26.5-1A thru C V asd. Wind Speed 3 Sec Gust 99'mph (EQ 16-33) Exposure= B B Iw= 1.0 1.0i N/A N/A Roof Type= Gable Gable Ps3o A= 28.6 : 28.6;psf Figure 28.6-1 Ps3o B=> 4.6 4.6d psf Figure 28.6-1 Ps3o c=' 20.7 20.7';psf Figure 28.6-1 ps3oo= 4.7 4,7 psf Figure 28.6-1 A= 1.00 1.00 Figure 28.6-1 KK= 1.00 1.00; Section 26.8 windward/lee= 1.00 1.00(Single Family Home) A*Krtel 11 ps=X*Kzt*I*Paso= (Eq.28.6-1) PSA= 28.60 28.60 psf (LRFD) (Eq.28.6-1) PsB= 4.60 4.60 psf (LRFD) (Eq.28.6-1) psc= 20.70 20.70 psf (LRFD) (Eq.28.6-1) Ps o= 4.70 4.70 psf (LRFD) (Eq.28.6-1) PsAandcaverage= 24.7 24.7 psf (LRFD) Ps B end D average= 4.7 4.7 psf (LRFD) a= 3 3 Figure 28.6-1 2a= 6 6 width-2e2a= 14 44 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-> 100' 1.00 0.89'; 0.89 16 psf mm. 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 0 144 0 168 0 128.2 0 469.9 Roof - 18.00 18.00 4.0 48 0 56 0 48 0 156.6 0 6.7 12.8 3.98 3.98 7.41 7.41 2nd 8.00 10.00 10.00 9.0 108 0 126 0 108 0 396 0 3.7 8.1 5.70 9.68 11.29 18.70 1st(base) 10.00 0.00 0.00 0 0.00 0.00 AF= 650 AF= 1307 10.4 20.9 V(ns)= 9.68 V(e-w)= 18.70 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#14253:Plan 2613 SEE SEAW RAPID SOLUTION SPREADSHEET AND INSERT VALUES BELOW MAIN WIND-7-10 CHAPTER 28 PART 1 Wind(N-S) Wind(E-W) Min/Part 2(Max.) Min/Method 1(Max.) Wind(N-S)(LRFD) Wind(E-W)(LRFD) DIAPHR. Story Elevation Height DESIGN SUM DESIGN SUM DESIGN SUM DESIGN SUM LEVEL Height (ft) hi(ft) Vi(N-S) V(N-S) Vi(E-W) V(E-W) Vi(N-S) V(N-S) Vi(E-W) V(E-W) Roof - 18.00 18.00 0.001 0.00 0.00( 0.00 6.66 6.66 12.84 12.84 2nd 8.00 10.00 10.00 0,00, 0.00 0.00; 0.00 3.74 10.40 8.06 20.91 1st(base) 10.00 0.00 0.00 V(n-s). 0.00 V(e-w)= 0.00 V(ns)= 10.40 V(e-w)= 20.91 kips kips kips(LRFD) kips(LRFD) DESIGN WIND-Min./Part 2/Part 1 ASD Wind(NS)(LRFD) Wind(E-W)(LRFD) Wind(N-S)(ASD) Wind(E-W)(ASD) 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 6.66 6.66 12.84 12.84 5.16 5.16 9.95 9.95 2nd 10 0 0 3.74 10.40 8.06 20.91 2.90 8.06 6.25 16.19 1st(base) 0 0 0 V(n-s)= 10.40 V(e-w)= 20.91 V(n-s)= 8.06 V(e-w)= 16.19 kips(LRFD) kips(LRFD) kipsjASD) 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#14253: Plan 2613 SHEATHING THICKNESS "= 7/16" NAIL SIZE nail size= 0.131"dia.X 2.5"long STUD SPECIES SPECIES= H-F or SPF SPECIFIC GRAVITY S.G.= 0.43 ANCOR BOLT DIAMETER Anc. Bolt dia.= 0.625 ASD F.O.S.= 2.0 SHEARWALL TYPE Table 4.3A Seismic Table 4.3A Wind 7/16"w/8d common V seismic V s allowable V wind V w allowable (15/32"values per (SDPWS-2008) modify per S.G. (SDPWS-2008) modify per S.G. footnote 2) (divide by 2.0 FOS) (divide by 2.0 FOS) (for ASD) (for ASD) —I 0 1 0 1 P6TN 150 150 150; 150 P6 520I 242 730; 339 P4 760'', 353 1065 495 P3 980 456 1370 637 P2 1280 595 1790 832 2P4 1520 707 2130 990 2P3 1960 911 2740 1274 2P2 2560 1190 3580 1665 N.G. 10000 4650 10000 4650 GYPSUM THICKNESS tsheathing= ii 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 Iv--— 490 Or I ROOF BELOW 1 I 4.-0" 1 22-0" 11'.-4" 10'-11743- , e ' 3-19,2" 7.-06- r-ov 3'-11)" • 4' • ? e . Al% I ViF I .L 5-0'4-0 SI 19_ 5-0'4-0 SL ,L . ..:7•i I 1•••••••r••••••••••••••.... 1 - . • - EGRESS EGRESS _ 17_1 INSULATE FLOOR OVER Rear 3R23 UNHEATED SPACE ' Bedroom 3 -..7 0 Bedroom 2 7 'cr 4.1 _I GUARDRAILATAILW/06;HIGH 2x4 CURB .a._ B OM- I-1 \OA- If TOP AT+42" A.F.F. 6-O'BIPASS " • • 1 . 6-06IPASS • - ,• S&P 0 S&P , s •-• i • • • .. —r----, 1 Er-6/2" . 3.-5;121 24 re If t. Bath • la 2 ..11 5.TUB- \ MDF CAP -2 o' & ??sHowf,I 6 i 1 • I SHELF ABOVE--....HER • • —•— ,.'CV /ç;8 Utility 7 I iIn 7 orn0 • 2-8 HCW 14' 6-0 ElIPASS '' 6 a•T ,.1 4-11Y2' ; 4-6" 2-0" S&P .__________, I-1 In a_ 122'on ..__ _ T LI Bedroom 4 lamas' t3, 0 4? > ---W.I.0 "4 b 1 o .0 1..., 2-414 1---77, k i i A In '"(48.834.. 24'18 TP-7.*2 s SHOWER A Low 0i All , ,..,---•.%* ..--, g-• i WALL Z,3 ---%.8- 6 . A 11. 5y2. ./4,-7Y2" -• • -0 HCW 2.--13Y2" -- M. Bath ee 12 . •k! ri e l• TILE PLATFORM L>0 A L-..A 1?1_ 7 , 4 4j Master Bedroomz, +21"A.F.F. 44 1 •••-..''' L I-1 1 H 1 6 7 ........... 0 !I Front MSTR 5-0 3-0 F SAFETY.GLAZING"'' ..-- • .L 4.-84'4' I 0 1 1.1 • • 1 J•$ 1 I:I i j••••••••. 4. 5.-3y.2-6 540 51-1 2-61,5-0 F 246 5-0 SH 1 3.-0" ; 3-0- ; 5.-3Y4" 16'-6)i" 1-7 I-1 1.--/ PLAN 7A SECOND FLOOR 1/4"..1,0" ENGLISH REVIVAL 22'-0" y 1O'-0" 1 12'-0" ROOF FABOVE r�1 I I'I . -1 - a s ♦ a 16-0 7-0 OH tIF Gar - -r • Gar ABW1 REMOVED 2x8 FRAMING FOR Q ELEC. PANEL a a t L_ FLOOR ABOVE-' __I of In Garage 3•-11)2" WALL FINISH: 14" GWB BOLLARD • CEILING FINISH W." TYPE X' GWB Sr‘'' FIRE-TAPE ALL GWB ltii WRAP BEAMS BELOW CEILING LEVE INSULATE FLOOR ABOVE. inli .0 42"x12" WOOD TREAD MAX. RISER 7" PLATFORM ® Y4(ADD MORE STEPS AS REQUIRED PER +18"A.F.F. 1 y �9-0" —y W SITE CONDITION) •J'c' �- 9�� 16'-0,. t GUARD RAIL WITH 6"HIGH ` ,o 2 2x4 CURB AT BOTTOM- , FURN D2 TOP AT+36" ABOVE NOSING Rear Kit/ i'—ii. 4 4 , Patio 0 a g A. _ 247111-d 3'-9Y4 (—E N Z' El PWCIt UP i®j' \ I I _vi 41 iy fC ' o o n IN C ""--- dMi .n L - a.4'-0" •-7Y2 a 3'-10" 1 2'-B" "I ;• O I 1---..1. 1 z e • � D2 N 18"x24" CRAWL I ; 6 SPACE ACCESS • o 2x4 35"HIGH -I _ Kitchen r.{ o ,,,__Ig_ PONY WALL.-..„,i a -i DW Li 1 Dining © © —_____J-.1,A n • o D .i On -- ' . n FI 1 - INSULATE FLOOR OVER CRAWL SPACE _ 8-7)2 -D. 0 ♦ 1 o COUNTERTOP j a . OVER STANDARD r___, ._n & BASE CABINET I Ilo e- +36" A.F.F. I I : I o o �'—oI 2X4 r UL APPROVED 36" WIDE FLUSH BEAM": �--�- 9cR a . Or 1 P� FACTORY-BUILT DIRECT ABOVE) a Na VENT GAS FIREPLACE 2-0" '� 6x6 POST 14. ` yQ a QUr r�1 W/GWB FINISH ,r, N, Entry _n "' I a o ® I, II a 5Y21n ,,i o-gym in IV 111 6 Living 2x6 39"HIGH _I AS APP ABLE I I WALL W/FINISH N T N CPER SITNS © TRIM AT TOP i a ♦ i _ SAFETY o SAFETY c •i,- GLAZING ,), GLAZING .� o • 11" 12" TILE -o Q ._-. o HEARTH ® 0-6 -10 F -81-6,3-1 o I. ' t--o- ® I 4 2'_Oy4'�2._Bv.}2._8 2 j2._D�. 3v. -- a f ��Z2 1 .:�2 N �■ Front 1 8 3-9/6 5,0 SH 2-6,5-0 -• 5-0 F 2,6 5-0 4 .lk; 3•-0" l 3'-0" 1 3'-0" } 3-94 Porch e j-0. 16-6y" 9-%" r • 20I b r- A11 I '41 9 0" 1'I 16- " 7y ♦ AF DNS PLAN 7A FIRST FLOOR First Floor 1/4"=1'•0" ENGUSH REVIVAL Second Floor Total SF SHEET TITLE: LATERAL N•S(front to back-up/down) CT PROJECT#: CT#14189:Plan7A Diaph.Level: Roof Panel Height= 8 ft. Seismic V i= 3.08 kips Design Wind N-S V i= 5.16 kips Max.aspect= 3.5 SDPWS Table 4.3.4 Sum Seismic V I= 3.08 kips Sum Wind N-S V i= 5.16 kips Min.Lwall= 2.29 ft. (0.6-0.14Sds)D+0.7 p Qe 0.6D+W per SDPWS-2008 pt= 1.00 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall Logy eff. C 0 w dl V level V abv.V level V abv. 2w/h v i Type Type v i OTM ROTM Unet U. OTM ROTM Unet Ileum U,.,,, HD (sqft) (ft) (ft) (kit) (kip) (kip) (kip) (kip) p (pIf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext. left 1* 256 11.0 11,0 1.00 0.15 1.03 0.00 0.62 0.00 1.00 1.00 56 P6TN P6TN 94 4.92 4.56 0.03 0.03 8.25 5.45 0.27 0.27 0.27 Ext. left 2 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--• --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. left 3** 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. left 4 384 16.0 16.0 1.00 0.15 1.55 0.00 0.92 0.00 1.00 1.00 58 P6TN P6TN 97 7.38 9.65 -0.15 -0.15 12.37 11.52 0.06 0.06 0.06 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0•-• --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. rightl** 640 43.0 43.0 0.95 0.15' 2.58 0.00 1.54 0.00 1.00 1.00 38 P6TN P6TN 63 12.30 69.73 -1.36 -1.36 20.62 83.21 -1.48 -1.48 0.50 pert Ext. right2 0 0,0 0.0 1.00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. rght3** 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. right4 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. rights' 0 '' 0.0 0.0 1.00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0,0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 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 1280 70.0 67.9=L eff. 5.16 0.00 3.08 0.00 5 v„nd 5.16 E VEQ 3.08 Notes: * denotes with shear transfer ** denotes perferated shear wall iSB denotes iSB Shear Panel JOB#:CTA 14189;.Plan7A ID:Upper Lei`(MSTR and BR4) Roof Level w d1= 150 p® V eq 870:.0'. pounds V1 eq= 478.5 pounds V3 eq= 152.3 pounds V5 eq= 239.3 pounds V w= 1450,0_ pounds V1 w= 797.5 pounds V3 w= 253.8 pounds V5 w= 398.8 pounds vhdreq= 31.6 plf ' H1 head_=.1 vhdr= 52.7 p/f H5 head= A 1 Fdragl eq=43.5 Fdrag2 eq= 13.8 Fdrag5 eq=27.7 Fdrag6 eq=143.5 1 v A Fdragl w= 5 Fdragl. 23.1 Fdrag5 w= ,•.1 Fdrag•w=72.5 A H1 pier= vi eq= 43.5 plf v3 eq= 43.5 plf v5 eq= 43.5 H5 pier= 4.0 <. vi w= 72.5 pH v3 w= 72.5 p# v5 w= 72.5 4.0 feet feet H total= 2w/h= 1 2w/h= 1 2w/h= 1 8.0 v Fdrag3= .. Fd.• - 13.8 feet A Fdragl w=72.5 Fdragl w=23.1 Fdrag7eq= .7 Fdrag8-• 43.5 v P6TN E.Q. Fdrag7w=46.1 Fdrag8w=72.5 A P6TN WIND v sill eq= 31.6 plf Hl sill= (0.6-0.14Sds)D 0.6D vsill w= 52.7p/ H5 sill= 3.0 EQ Wind 3.0 feet OTM 6960.0 11600.0 feet R OTM 25310 30628 V UPLIFT -741 -769 `L Up above 0 0 Up Sum -741 -769 H/L Ratios: L1= 11.0<. L2= I2.5 L3= 3.5 L4= 5.0 L5= 5.5 HtotaVL= 0.29 0 4 ►4 104 •4 ► Hpier/L1= 0.36 Hpier/L3= 1.14 L total= 27.5 feet Hpier/L5= 0.73 0.90 L reduction SHEET TITLE: LATERAL N-S(front to back-up/down) CT PROJECT#: CT#14189:Plan7A Diaph.Level: 2nd Panel Height= 9 ft. Seismic V i= 2.23 kips Design Wind N-S V i= 2.25 kips Max.aspect= 3.5 SDPWS Table 4.3.4 Sum Seismic V i= 5.30 kips Sum Wind N-S V i= 7.40 kips Min.Lwall= 2.57 ft. (0.6-0.14Sds)D+0.7 p Qe 0.6D+W per SDPWS-2008 pt= 1.00 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LDL eff. C 0 w dl V level V abv.V level V abv. 2w/h v i Type Type vi OTM ROTM Unet Ueum OTM ROTM Unet Usum Usum HD (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (pIf) (pif) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext, left 1* 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.27 0.27 Ext. left 2 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext, left 3** 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext, left 4' 660 21,5 21.5 1.00 0.15' 1.12 2.58 1.11 1.54 1.00 1.00 123 P6TN P6 172 23.86 17.43 0.31 0.20 33.31 20.80 0.60 0.93 0.93 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 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 0.001 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext, rightl** 660 53.0 53.0 0.91 0.15 1.12 2.58 1.11 1.54 1.00 1.00 55 P6TN P6TN 77 23.86 ##### -1.57 -2.92 33.31 ##### -1.78 -3.26 1.20 pert Ext. right2 0 0.0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0•-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-•- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. rght3** 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 '" 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --• 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. right4 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. rights: 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 '+ 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 s 0.0 0.0 1.00 0,00', 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0,0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -' - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--• --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0•- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1320 74.5 69.7=L eff. 2.25 5.16 2.23 3.08 1.00 EVwfnd 7.40 EVEQ 5.30 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#14189:PIan7A Diaph.Level: Roof Panel Height= 8 ft. Seismic V I= 3.08 kips Design Wind E-W V I= 7.71 kips Max.aspect= 3.5 SDPWS Table 4.3.4 Sum Seismic V I= 3.08 kips Sum Wind E-W V i= 7.71 kips Min.Lwall= 2.29 ft. (0.6-0.14Sds)D+0.7 p Qe 0.6D+W per SDPWS-2008 pt= 1.00 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.30 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 vi Type Type vi OTM ROTM tineU. 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) Front MSTR* 406 5.0 17.0 1,00 0.15' 2.44 0.00 0.98 0.00 1.00 1.00 254 P4 P4 489 10.15 3.21 1.60 1.60 19.55 3.83 3.63 3.63 3.63 - - 0 0.0 0.0 1.001 0.00' 0.00 0.00 0.00 0.00 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 Bath* 234 4.5 9.5 1.00 0.15' 1.41 0.00 0.56 0.00 1.00 1.00 162 P6 P6 313 5.85 1.61 1.11 1.11 11.27 1.92 2.44 2.44 2.44 0 0.0 0.0 1.00 0.00', 0.00 0.00 0.00 0.00 1.00 0.00 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 Int KIT 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 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 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 i 0.0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Rear BR23* 640 9.1 14.0 1.00 0.16' 3.85 0.00 1.54 0.00 1.00 1.00 220 P6 P4 424 16.00 5.11 1.29 1.29 30.82 6.10 2.94 2.94 2.94 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 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 Alley 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 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 ABWP' 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 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' 6.00'_ 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00' 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00'' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 ' 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 i 0.0 0.0 1.00 0,008 0.00 0.00 0.00 0.00 1.00 0.00 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 1280 18.6 18.6=L eff. 7.71 0.00 3.08 0.00 EV wind 7.71 EVEQ 3.08 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#14189:PIan7A Diaph.Level: 2nd Panel Height= 9 ft. Seismic V i= 2.23 kips Design Wind E-W V I= 4.84 kips Max.aspect= 3.5 SDPWS Table 4.3.4 Sum Seismic V I= 5.30 kips Sum Wind E-W V I= 12.54 kips Min.Lwall= 2.57 ft. (0.6-0.14Sds)D+0.7 p Qe 0.6D+W per SDPWS-2008 pi,= 1.30 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.30 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 eft. 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 U. , HD (soft) (ft) (ft) (kit) (kip) (kip) (kip) (kip) p (plf) (pif) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Front LIV* 306 5.0 16,5 1.00 0.25 1.12 3.85 0.52 1,54 1.30 1.00 534 P2 2P3 995 24.03 5.19 4.35 5.95 44.77 6.19 8.90 12.53 12.53 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 1.11 0.00 0.00 0.00 2.44 2.44 - 0 0.0 0.0 1.00 0,00', 0.00 0.00 0.00 0.00 1.00 0.00 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 Int KIT 0 0.0 0.0 1.00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 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 Rear Kit/Gar 660 11.5 11.5 1.00 0,15' 2.42 2.49 1.11 0.77 1.00 1.00 213 P6 P4 426 22.03 4.99 1.57 1.57 44.14 5.95 3.52 3.52 3.52 - - 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 BR23 0 0.0 0,0 1.00 0.75 0.00 0,00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 1.29 0.00 0.00 0.00 2.94 2.94 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 236 4.0 8.0 1.00 0.15 0.87 1.66 0.40 0.51 1.00 0.89 331 P4 P3 631 10.59 1.21 2.81 2.81 22.73 1.44 6.39 6.39 6.39 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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' 118 '' 2.0 "8.0 1.00 0,15' 0.43 0.83 0.20 0.26 1.00 0.44 671 2P4 P3 631 5.37 0.60 3.58 3.58 11.36 0.72 7.98 7.98 7.98 - 0_ 0.0 0.0 1,00' 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 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 s 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1,00' 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1.00' 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 s 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 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 1320 22.5 22.5=L eff. 4.84 8.83 2.23 3.08 EVw„,d 13.67 EVEQ 5.30 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#14189:Plan7A SI-EARN/ALL WITH FORCE TRANSFER ID: Front Upper MSTR* Roof Level w dl= 150 p/f V eq 980,0 pounds V1 eq= 490.0 pounds V3 eq= 490.0 pounds V w= 2440.0', pounds V1 w= 1220.0 pounds V3 w= 1220.0 pounds ► -_0. v hdr eq= 59.4 p/f ► •H head= A v hdr w= 147.9 p/f 1.083 l'v Fdragl eq= 342 F2 eq= 342 • Fdragl w= :-0 F2 -850 H pier= v1 eq= 196.0 p/f v3 eq= 196.0 plf P6 E.Q. 5.0 v1 w= 488.0 plf v3 w= 488.0 plf P4 WIND feet Htotal= 2w/h= 1 2w/h= 1 8.083 Fdrag3 eq= F4 e.- 342 feet • Fdrag3 w=850 F4 w=850 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 59.4 plf P6TN 2.0 EQ Wind v sill w= 147.9 plf P6TN feet OTM 7921 19723 R OTM 10124 12251 UPLIFT -139 472 • Up above 0 0 UP sum -139 472 H/L Ratios: L1= 2.5 L2= 11.5 L3=" 2.5 Htotal/L= 0.49 1 0 4 ►4 ► Hpier/L1= 2.00 Hpier/L3= 2.00 L total= 16.5 feet JOB#: CT#14189:Pfan7A SHEARWALL WITH FORCE TRANSFER ID: Front Lower LIV* Floor Level w dl= 150 p/f V eq 516.0 pounds V w= 1121.6 pounds Sum V eq 1538.0 pounds V1 eq= 769.0 pounds V3 eq= 769.0 pounds Sum V w= 3853.1 pounds V1 w= 1926.5 pounds V3 w= 1926.5 pounds ► v hdr eq= 113.9 plf i •H head= A v hdr w= 285.4 plf 1.083 y Fdragl eq= 484 F2 eq= 484 Fdragl w= .13 F2 -1213 H pier= v1 eq= 307.6 plf v3 eq= 307.6 plf P4 E.Q. 5.0 v1 w= 770.6 plf v3 w= 770.6 plf P2 WIND feet H total= 2w/h= 1 2w/h= 1 9.083 • Fdrag3 eq= •-• F4 e.- 484 feet • Fdrag3 w= 1213 F4 w=1213 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 113.9 p/f P6TN 3.0 EQ Wind v sill w= 285.4 p/f P6 feet OTM 13970 34997 R OTM 6777 8201 w • UPLIFT 560 2088 Up above -139 472 UP sum 421 2560 H/L Ratios: L1= 2.5 L2= 8.5 L3= 2.5 Htotal/L= 0.67 ,41 0 ► 11 Hpier/L1= 2.00 Hpier/L3= 2.00 L total= 13.5 feet JOB#: CT#14253:Plan 2613 SHEARWALL WITH FORCE TRANSFER ID: Front Upper MSTR Bath* Roof Level w dl= 150 p/f V eq 590.0 pounds V1 eq= 295.0 pounds V3 eq= 295.0 pounds V w= 1820.0 pounds V1 w= 910.0 pounds V3 w= 910.0 pounds —__,,, v hdr eq= 62.1 p/f —Po. Al`H head= A v hdr w= 191.6 pff 1.083 V Fdragl eq= 155 F2 eq= 155 • Fdragl w= , • F2 -479 H pier= v1 eq= 131.1 Of v3 eq= 131.1 p/f P6TN E.Q. 3.5 v1 w= 404.4 p/f v3 w= 404.4 plf P4 WIND feet H total= 2w/h= 1 2w/h= 1 8.083 v Fdrag3 eq= - F4 e.- 155 feet - Fdrag3 w=479 F4 w=479 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 62.1 p/f P6TN 3.5 EQ Wind v sill w= 191.6 p/f P6 feet OTM 4769 14711 R OTM 3325 4061 • UPLIFT 164 1206 Up above 0 0 UP sum 164 1206 H/L Ratios: L1= 2.3 L2= 5.0 L3= 2.3 4 0 4 10 Htotal/L= 0.85 ►t Hpier/L1= 1.56 Hpier/L3= 1.56 L total= 9.5 feet JOB#:CT#14253:Plan 2613 ID:Rear UpperBR23' Roof Level w d1= 160 p„ V eq 1610.0 pounds V1 eq= 424.8 pounds V3 eq= 760.5 pounds V5 eq= 424.8 pounds V w= 4970.0 pounds V1 w= 1311.2 pounds V3 w= 2347.5 pounds VS w= 1311.2 pounds v hdr eq= 73.2 plf H1 head=T vhdr= 225.9 pH (H5 head= W 1 W Fdragl eq=96.5 Fdrag2 eq= 172.8 Fdrag5 eq= 172.8 Fdrag6 eq= 96.5 ` 1 A Fdragl w= •:.0 Fdragl, 533.4 Fdrag5 w= 3.4 Fdrag-w=298.0 A H1 pier= vi eq= 134.1 plf v3 eq= 134.1 p# v5 eq= 134.1 H5 pier= 4.0 vfw= 414.0 p# v3 w= 414.0 p/f v5w= 414.1', 4.0 feet feet H total= 2w/h= 1 2w/h= 1 2w/h= 1 8.0 V Fdrag3= • Fdra•-- 172.8 feet A Fdragl w=297.9524 Fdragl w= 533.4 Fdrag7eq= 2.8 Fdrag8-• 96.5 V P6TN E.4Fdrag7w= 533.4 Fdrag8w=298.0 A P4 WIND I vsill eq= 73.2 plf Hl sill= (0.6-0.14Sds)D 0.6D vsill w= 225.9 Of H5 sill= 3.0- EQ Wind 3.0 feet OTM 12880.0 39760.0 feet R OTM 18074 22078 V UPLIFT -248 846 v Up above 0 0 Up Sum -248 846 H/L Ratios: L1= 3.2 L2 5.0 L3=,'. 5.7 L4= 5.0 L5= 32 HtotalL= 0.36 r ►-4 ►4 ♦4 10 Hpier/L1= 1.26 > Hpier/L3= 0.71 L total= 22.0 feet Hpier/L5= 1.26 _______0.95'Lreduction •p S� ,t yn W • • '. 1 x is • .. A PA TT-1O0F APRIL 2014 A Portal Frame with Hold Downs for Engineered Applications The APA portal-frame design,as shown in Figure 1,was envisioned primarily for use as bracing in conventional light- frame construction.However,it can also be used in engineered applications,as described in this technical topic.The portal frame is not actually a narrow shear wall because it transfers shear by means of a semi-rigid,moment-resisting frame.The extended header is integral in the function of the portal frame,thus,the effective frame width is more than just the wall segment,but includes the header length that extends beyond the wall segment.For this shear transfer mechanism,the wall aspect ratio requirements of the code do not apply to the wall segment of the APA portal frame. Cyclic testing has been conducted on the APA portal-frame design(APA 2012).Recommended design values for engi- neered use of the portal frames are provided in Table 1.Design values are derived from the cyclic test data using a rational procedure that considers both strength and stiffness. The Table 1 values in this report were developed using the CUREE cyclic test protocol(ASTM E2126),using a flexible load head.Earlier testing was conducted using rigid load heads and the sequential phased displacement(SPD)method, as outlined in SEAOSC(1997)Standard Method of Cyclic(Reversed)Test for Shear Resistance of Framed Walls for Buildings. The design values in Table 1 ensure that the code(IBC)drift limit and an adequate safety factor are maintained.For seismic design,APA recommends using the design coefficients and factors for light-frame(wood)walls sheathed with wood structural panels rated for shear resistance(Item 15 of Table 12.2-1 of ASCE 7-10). See APA Report T2004-59 for more details.For designs where deflection may be less of a design consideration,for example,wind loading while the portal frames are used in tandem with each other,and not used as conventional shear walls,a load factor of 2.5, based on the cyclic test results is used. Since cyclic testing was conducted with the portal frame attached to a rigid test frame using embedded strap-type hold downs, design values provided in Table 1 of this document should be limited to portal frames constructed on similar rigid-base foundations,such as a concrete foundation,stem wall or slab,and using a similar embedded strap- type hold down. 1 2014 APA—The Engineered Wood Association References APA, 2004, Confirmation of Seismic Design Coefficients for the.APA.Portal Frame, APA Report T2004-59, APA—The Engineered Wood Association,Tacoma,WA. APA,2012,Effect of Hold-Down Capacity on IRC Bracing Method PFH and IBC Alternate Method,APA Report T2012L-24, APA—The Engineered Wood Association,Tacoma,WA. ASCE,2010,Minimum Design Load for Buildings and Other Structures.ASCE 7.American Society of Civil Engineers. Reston,VA. ASTM E2126-11,Standard Test Methods for Cyclic(Reversed)Load Test for Shear Resistance of Vertical Elements of the Lateral Force Resisting Systems for Buildings,ASTM International.West Conshohocken,PA. SEAOSC, 1997,Standard Method of Cyclic (Reversed)Test for Shear Resistance of Framed Walls for Buildings,Structural Engineers Association of Southern California.Whittier,CA. • • We have field representatives in many major U.S.cities and in Canada who can help answer questions involving www.apawood.org APA trademarked products.For additional assistance in specifying engineered wood products,contact us: APA HEADQUARTERS:7011 So.19th St.•Tacoma,Washington 98466•(253)565-6600•Fax:(253)565-7265 APA PRODUCT SUPPORT HELP DESK:(253)620-7400■E-mail:help@opawood.org Form No.TT-100F Revised April 2014 DISCLAIMER:The information contained herein is based on APA—The Engineered Wood Association's continuing programs of laboratory testing,product research,and comprehensive field experience.Neither APA nor its members make any warranty,expressed or implied,or assume any legal liability or responsibility for the use, application �� of,and/or reference to opinions,findings,conclusions,or recommendations induded in this publication.Consult your local jurisdiction or design professional to assure compliance with code, construction,and performance requirements.Because APA has no control over quality of workmanship or the conditions under which engineered wood products are used,it cannot accept responsibility of product performance or designs as actually constructed. 3 ®2014 APA—The F.nginecred Wood Association CT E N G I N E ER I N G 180 Nickerson St. Suite 302 Pro leo: ✓r061 .13•RAZSI . p&�Q Date: ..1.47.1,5. I Sate,WA C/T (206) 285-4512 Client: Q (206)1 r .//// Page Number: FAX:(206285-0618 1-16, 50-271 � f (00 CT(JU a- kV • On=-AsVA-60 VVI Cr 4 ". X C6`` I2" )0 20l Lr3esni en-fzs___ww_.K. FDR (1-0-n.1) / i.07TA't4 OIL Pas)7mv eatIVIA1 ot , ( Xo,'Z �� _ p.�g�-,>-► t : x)(0,2)Z6t---(5&(3)06) g_)Z3)Liz,) 0.3�i2 2 o t (60 1- • (01,2.)110.1 ( e 1 � Atp)4).-__ to = 5( 1 8xCom , w/(2) A-4- 01! o, ,OZ L/4-4154 Mp= 1 w .q .n Structural Engineers WOOD FRAME CONSTRUCTION MANUAL 63 • lTable 2.2A Uplift Connection Loads from Wind )),II •• , (For Roof-to-Wall,Wall-to-Wall,and Wall-to-Foundation) • . 700-yr.Wind Speed .--- 3-second gust(mph) 110 115 120 130 140 150 160 170 180 I 195 Roof/Ceiling Assembly Roof Span(ft) Unit Connection Loads(pff)1'43'4'5'6'7 Design Dead Load 12. 118 128 140 164 190 219 249 281 315 369 T 24 195 213 232 •272 315 362 412 465 521 612 G) 0 psfe 36 272 298 324 380 441 506 576 650 729 856 M 48 350 383 417 489 567 651 741 836 938 1100 m 60 428 468 509 598 693 796 906 1022 1146 1345 v 12 70 80 92 116 142 171 201 233 267 321 0 24 111 129 148 188 231. 278 328 381 437 528 N 10 psf 36 152 178 204 260 321 386 456 530 609 736 48 194 227 261 333 411 495 585 680 782 944 Z 60 236 276 317 406 501 604 714 830 954 1153 12. 46 56 68 92 118 147 177 209 243 297 24 69 87 106 146 189 236 286 339 395 486 15 psf 36 92 118 144 200 261 326 396 470 549 676 48 116 149 183 255 333 417 507 602 704 866 60 140 180 221 310 405 508 618 734 858 1057 12 22 32 44 68 94 123 153 185 219 273 24 27 45 64 104 147 194 244 297 353 444 20 psf 36 32 58 84 140 201 266 336 410 489 616 ar. 48 38 _ 71 105 177 255 339 429 524 626 788 • 60 44 84 125 214 309 412 522 638 762 961, 12 - 8 20 44 70 99 129 161 195 249 • 24 - 3 22 62 • 105 152 202 255 311 402 25 psf 36 - - 24 80 141 206 276 350 429 556 48 - - 27 99 177 261 351 446 548 710 60 - - 29 118 213 316 426 542 666 865 I. Tabulated unit uplift connection loads shall be permitted to be multiplied by 0.75 for framing not located within 6 feet of corners for buildings less than 30 feet in width(W),or W/5 for buildings greater than 30 feet In width. 2 Tabulated uplift loads assume a building located in Exposure B with a mean roof height of 33 feet. For buildings located in other exposures,the tabulated values for 0 psf roof dead load shall be multiplied by the appropriate adjustment factor in Section 2.1.3.1 then reduced by the appropriate design dead load. • aTabulated uplift loads specified in pounds per linear foot of wall. To determine connection requirements,uirements , multiply the tabulated unit uplift load by the multiplier from the table below corresponding to the spacing of the . connectors: Connection Spacing(in.) 12 16 19224 48 Multiplier I 1.00 1.33 ( 1.60 2.00 4.00 ,l• 4 Tabulated uplift loads equal total uplift minus 0.6 of the roof/ceiling assembly design dead load. s Tabulated uplift loads are specified for roof-to-wall connections. When calculating uplift loads forwall-to-wall•or wall-to-foundation connections,tabulated uplift values shall be permitted to be reduced by 73 plf(0.60 x 121.plf) for each full wall above. . '.:- 6 When calculating uplift loads for ends of headers/girders,multiply the tabulated unit uplift load by 1/2 of the ';!).1;; f header/girder span(ft.). Cripple studs need only be attached per typical uplift requirements. ' i5:,i ' For jack rafter uplift connections,use a roof span equal to twice the Jack rafter length.The jack rafter length 12 • :, includes the overhang length and the Jack span. a K s Tabulated uplift loads for 0 psf design dead load are included for interpolation or use with actual roof dead loads. r i. yIf'ak. AMERICAN WOOD COUNCIL 180 Nickerson St. CT ENGINEERING Suite 302 (/�►��j l��/ INC. �j� Seattle,WA Protect: TY1 PC L /m 1 A�J. Date: 98109 (206)285-4512 FAX: Client: Page Number: (206)285-0618 \V) LO'NP1 5 cru 6pqw5e., 1M) \(\b")) evOst MA01141_ • V1/4/) / 1 n M-P ( u_L vv. 6 011,144,- 33 151 PI, DZ Co Ac T9 S 4?)I 36 1 • ilErin iPe . -t . i; -`e? cmor7maio ffi /i s 0.. 1 .A114J ul= ( 4)C ) (1,0) 6.6) 'TYP, coNV W103 0 . Gj i na e_ J 4- < (2 ( 14 (1'6Y (-12/z)(n,�5 �o �� 4-14- b • • 0- - ►9c Cly -('(P o c . PLV, 4 e ct--- (5Y 7sf)--P) e!ti-44F Dv* Structural Engineers TRUSS TO WALL CONNECTION ‘;I'I VAi of', #OF TRUSS CONNECTOR TO TRUSS TO TOP PULES 01111 I 11 PUSS 1 H1 (6) 0.131" X 1.5" (4) 0.131"X 2.5" of.) ,I', 1 H2.5A (5) 0.131" X 2.5" (5) 0.131" X 2.5" 5 noi 1 SDWC15600 2 H10-2 (9) 0.148" X 1.5" (9) 0.148" X 1.5" TWIG 700 2 (2)H2.5A (5) 0.131"X 2.5" EA. (5) 0.131"X 2.5" EA. liiii) ... .'0.. 2 (2)SOWC15500 - - '7/0 71n 3 (3)SDWC15600 - - 145:. :1gfi ROOF FRAMING PER PLAN 8d AT 6" O.C. 2X VENTED BLK'G. t 0.131" X 3" TOENAIL '�''• AT 6" O.C. K- 1 ii N2.5A & SDWC15600 STYI F COMMON/GIRDER TRUSS ___ PER PLAN TRUSS TO WALL CONNECTION TO EACH H1 STYLE BEARING/SHEAR WALL PER TRUSS PLY PER TABLE ABOVE PLAN AND SCHEDULE SCALE: 3/4"=1'-0" (BEAM/HEADER AT SIMILAR) 14 TYP. RAISED HEEL TRUSS TO WALL CONNECTION [ TRUSS TO WALL CONNECTION '111- VAI(A OF TRuss _---_ 1PES 1R CONNECTOR TO TRUSS TO TOP PLATES UPI.I(-T FI 1 H1 (6) 0.131" X 1.5" (4) 0.131" X 2.5" 4001 415 1 H2.5A (5) 0.131" X 2.5" (5) 0.131" X 2.5" 5•}55 L_ 110 1 SDWC15600 - - 1-M isb 2 H10--2 (9) 0.148" X 1.5" (9)0.148" X 1.5" (070 700 2 (2)H2.5A (5) 0.131" X 2.5" EA. (5) 0.131"X 2.5" EA. In n----723-11.-. 2 (2)SDWC15600 - - s 70 2.W 3 ._._.....--- (3)SDWC15600 - - 14:iii 345 ADD A35 0 48"O.C. ROOF FRAMING PER PLAN FOR.H2.5A AND 4416444 SDWC STYLE Bd AT 6" O.C. CONNECTIONSthi . 2X VENTED BLK'G. ��/►,�i�'' ill♦ ��••. % 11111 H2.5A & SDWC15600 STY'F COMMON/GIRDER TRUSS - PER PLAN TRUSS TO WALL CONNECTION TO EACH H1 STYLE BEARING/SHEAR WALL PER TRUSS PLY PER TABLE ABOVE PLAN AND SCHEDULE SCALE: 3/4"= 1'-O" (BEAM/HEADER AT SIMILAR) 19 TYPICAL TRUSS TO WALL CONNECTION [