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Specifications (13) M37-2-oti - °coot,/ RECEIVE* 1353s kAJ (4),LIM 6[4:1 CT ENGINEERING SEP2 6 Structural Engineers _ 180 Nickerson Street Suite 302 Seattle, SFA 98109 INC. CITY OF I IGA D 206.285.4512 (V) 206.285.0618 (F) BUILDING DIVISION #15238 Structural Calculations River Terrace ®� g4, Plan 4lk Elevation B V 'RE 22 � Tigard, OR T. �. ��`� olio 1'2 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 Ph: 425.454.7130 Fax: 425.646.0945 CT ' ENGINEERING INC 180 Nickerson St. Suite 302 Seattle,WA 98109 (206)285-4512(V) (206)285-0618(F) Polygon Northwest Company Multiple locations in Tigard, OR DESIGN SUMMARY: (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'SfUMMARY CT PROJECT#: CT#14189 ROOF Roofing 35 psf Roofing future 0 0'psf 5/8"plywood (O.S.B} 22 psf Trusses at 24"o.c. 4 0 psf Insulation 1.0 psf (1) 518"gypsum ceiling 28 psf Misc./Mech 15 psf ROOF DEAD LOAD 15.0 PSF FLOOR floor finish 40;'psf NO gypsum concrete 0'0 psf 3/4"plywood(O.S.B.) 2 7 psf joist at 12" 2.5;psf Insulation 10,'psf (1) 112"gypsum ceiling 2.2 psf psf FLOOR DEAD LOAD 15.0 PSF 0 19 S9.1 t <+ ... 1L2z10 HDR. (2)2x10 HDR `•:. &B.b1 RB.b2 /1 a, ' % rte. \.\+ ,.7 , 'a \.;.;:::::':*: GT.b1 / ©' ' \� : : :' •: ter r:.. "r ti I lr € - 19 S9.1 \ • XIt X C}; N IX oii � f4-) TRLESSES AT 24" O.C. TYP. _ ,a C X c',0‹ ' 20 S91 ` • -- � W ce 4-1 _ L o t x: • r22"x30'1 AD1C • LACCESS i 0 L I • �- 4:12 BOTTOM 1.CHORDI , TYP. I 19 • • S9.1 ` fl GT.b2 , ':':':':':' ':':':':' :'\ 9 i ©2 1 I I '>\ i' ... GT.b3 v, I C7 �' • • �,; I, !'� _'�I v (2)2X HD OK • �, --- (3)2x8 HD �ti S ` :\ -----RB.a5 6 • Aji _3)2x8 HDR _ ‘... RB.a4(2)2X8 HDR OK L., Y 49 CTff 14189 2014.09.19 1/4" = 1'-0" (11x17) LA 4 ROOF FRAMING PLAN 1/4"=1'-0" AMERICAN MODERN 51.L P6 1 I . r is ile ny< 1 s 2LT ' J.' J :::'''';:i.: ri ... i Pi iii '1 c , 0 I: 0 : \ _ _;\ 0 r II m P6—TN U 1 L I E n _ } J 1 1 I rel I i '/' A 1. If E 11 .I • liie, ::.,. {• Il„___)I, „:,..,,.,,::.5.„:„.„... E n 7 00 P6 S1.2 8 CT# 14189 2014.09.19 1/4” = 1`-0" (11x17) -ILAN 4B UPPER LEVEL SHEARWALLS 1/4"=1'-0" AMERICAN MODERN 0 0 18 S6.1 0 STHD14 STHD14 IM� 1x1-4 — —OSB RIM B.bl .7� -- --j ;tgillfi: TYP. JOIST 7 `16 X .IG B1 AM dia ,I' SPACING HERE ON .111 4. F Us:i O o N o GT ABOVE -5,. 5I GT ABOVE w O ! CC O " J I- e' a I I 11111 M;17 I „ .:, mar.. , FIXTURES I I r ABOVE 1 f `I • '• ;I STHD14 I „.? I .. lip D14 :.b BLKI,- ' GT ,o __.>.. e x. - f�aft E--- x 0 fi � � BIG BEAM. I w4. ... -� � Ida 1x1 ncR I . i m 'J • SIM. r” 2 2x6 HD" t /, I• ,P N 'I J 1 ;- ---.^I i BACKGROUND CHANG - SEE SHEET Ps-rN410 --- ii 1.75"x14" ' : .4 LVL FB .._.._........_._...................._.__ ._. ._._._......_..._...-----....._._ -- 4x4 POST -: �. I 1.75"x14" LVL F8 tFRAMING/ IE; RI t - w o 14" FLOOR TRUSSES @ 19.2" O C.T'IYP. tJ r I B.�6 I =ccTOP OF (2) 2x8 FB 1 2) 8 F .1 AT +34Y2" A.F.F. , • , —2x8 @ 16" 0.C. 4x`4 POST" �•(I {tom. RAISED PLATFORM Ial ■ FRAMING @ WALL TOP +34Yz" A.F.F. @ +_34)2" „gill„ It, FACE OF GT I O .tr�_ r e I GIRDER TRUSS • Fal 2x8 LEDGER I 1 o II 1 --' ",;I JT5i.81/i4 - 1 GT TOP AT +34k” A.F.F. ; I ': r;� I " I i 11:I'o E-- o ,. I I• tlrl�o co I 1 N 1 ■ I I 11 I I- —F 1 lm 2x ROOF I B1 i I�+i FIXTURES ABOVE FRAMING • • -Q °i B.b13 V * ° O `� p nt. •• , I d ) 7 x14..LVL FB ,d .'`I B.b 1 1 ► -i' N (2�,2x10 HDR�I� I I4x8 HEAR `L - `�I EXTEND FLOOR x.. '1 24 ,.— - II • _—,:.�m;:,:��x. : - --- .:. SHEATHING TO RIM EXTEND HDU4 r 7 HD r 4 b •'n 1 1 HDU4 TOP CHORD 'P3 dill ® 1 x14 RIM BOARD ROOF TRU`.ES A 24" 0. . NI • . +_ a . 4x4 — 4x10 HDR 4x1• HDR W/ACE4_l__' i 4x4 TOP PLATE IS +9'-1" EACH SIDE -1 W/ACE4 ABOVE LOWER FIN. 4x4 EACH SIDE FLOOR UNLESS W/AC4 NOTED OTHERWISE EACH SIDE CT# 14189 2014.10.2 1/4" = 1'-0" (11x17) SEE SHEET A9 FOR LOWER LEVEL SHEARWALLS WINDOW HEADER ?LACI 4IB UPPER LEVEL FLOOR FRAMING HEIGHTS. 1/4"=1'-0" AMERICAN MODERN a-1U/2r 16'-3"" 8 3-10/2 r P- 4 P STHD14 �cI STHD14 STHD14 , STHD14 I--� 4. — --'--P 'I • n i I j 1_....- I 1 I t" I 1 I 1 I ,, I / I J 56.1 II 0.: \.S6.11 GT ABOVE I I- 14 I ® 14 S6.0 er L O S6.0 W0 APCONC. � k;II a- 0 1 U' VERIFY GARAGE SLAB HEIGHT ° WITH GRADING PLAN 1n 1, 14"-9" , 3'-4" r 3'-11" Aft VARIES MIN. ♦ r J ♦ -3" FROM TOP OF s- WALL �IM STEM WALL ENTIRE SIDE '�' i' STH014 e 9 C;) 7 STHD14 f F -LIs--� �_ J i ° FURNACE �jst aligns _ 1 1 ABOVE with rim I I___ I A a I 17 L ___ PLUMBING 11 . p 96.0 1 FIXTURE S6.0 el I r ABOVE poo a a 1 •r ®�� 8'-0" I-1214'"I ° ._ a i- 1- 16 \ /J_ 1__---.'® I — 1-1--I S6.0 9Y2" I-JST © 19.2" O.C. p # CONC. TYPICAL '..ZI PATIO SLAB I e — 2 SLOPE n p I T — — — -\ v 2" DN ° - _ FINISHED FLOOR P,T. 4x4 POST LCD _ I -14^ AT +0'-0" — T TYP. l 3'-91/4 ENTIRE SIDE 1 p ®eee } �� P 3 0" °I i��eeeeeem� map Coco 1 I atigink o n S® 11LOP ' i 56.0 10 S p i ° I 18"x24" CRAWL ti - S;-DN T 1 2x4 PONY WALL TIL J SPACE ♦�- I AT HIGH FDN. p ACCESS i I 1 I-1214'"I ° � ° �� I o I L_�1 I ®-H- - Th______--♦- 1h \ I -- 1%: x 912" LVL---a-- ....1p } 3-9/4a I I � LT el I I o i�ABI 18"x18"x10" FTG. ABV Q I IW/ (2) #4 EW S I-4 TYP. U.N.O. -1214"ISIM. -111 11 01 -- 14_ x 912" LVL-�- fi 9'-334^ , S6.0 % L deavoee aeeeeeeeve va�veeeveoaeeea 1 o 4" 18" FTG. EXTENSION, TYP.I — • © 6,1 `° 18"x18'" FTG- EXTENSION , .n START FRMG. � � 56.0 � r 6x6 P.T. POST, ALIGN W/ / o m• T L � SIM. ^v , ; ®"L ABOVE j �� 1 ♦ HDU4 r r I 8 I HD-] HDU44 J HDU4 ^♦ CI) P3 57.2 Namur0 asa -612" TOP OF SLAB SLOPE 11/2'1 3w trtx\e•SLAB In 4x4 ®TOP OF 8" POST • L___ __STEM--WALT 4x4 POST 4x4 POST J L ' . all _ cl,1-:1 N QI 6"-0" 1"-53/2" I r r r 312-r# 13'-1" I 8'-4" J. 312" 22'-0" r 1 CT# 14189 2014.09.19 1/4" = 1'-0" (11x17) -ILAN 4111 FOUNDATION PLAN 1/4"=1'-0" AMERICAN MODERN Title: PLAN 4 Job#14189 Dsgnr: TRE Date: 5:18PM, 18 SEP 14 Description: Scope: SFR Rev: 580006 User:KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist Page 1 (c)1983-2003 ENERCALC Engineering Software 141892lan 4ABCD.ecw:ROOF FRMG Description Roof Frmg_Plan 4B GT Reactions [limber Member Information erode Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined GT.b1 GT.b2 GT.b3 GT.b4 Timber Section 3.125x13.5 3.125x13.5 4x10 4x10 Beam Width in 3.125 3.125 3.500 3.500 Beam Depth in 13.500 13.500 9.250 9.250 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 Timber Grade Douglas Fir,24F- Douglas Fir,24F- Douglas Fir- Douglas Fir- V4 V4 Larch,No.2 Larch,No.2 Fb-Basic Allow psi 2,400.0 2,400.0 900.0 900.0 Fv-Basic Allow psi 240.0 240.0 180.0 180.0 Elastic Modulus ksi 1,800.0 1,800.0 1,600.0 1,600.0 Load Duration Factor 1.150 1.150 1.000 1.150 Member Type GluLam GluLam Sawn Sawn Repetitive Status No No No No Center Span Data Span ft 22.00 22.00 8.00 13.00 Dead Load #/ft 75.00 30.00 30.00 75.00 Live Load #/ft 125.00 50.00 50.00 125.00 Dead Load #/ft 45.00 75.00 Live Load #/ft 75.00 125.00 Start ft 13.000 5.000 End ft 8.000 Point#1 DL lbs 608.00 488.00 LL lbs 1,015.00 815.00 @ X ft 13.000 5.000 Results Ratio= 0.5542 0.7403 0.8017 0.81790 Mmax @ Center in-k 145.20 193.94 43.22 50.70 @ X= ft 11.00 13.02 4.99 6.50 fb:Actual psi 1,529.7 2,043.1 865.9 1,015.8 Fb:Allowable psi 2,760.0 2,760.0 1,080.0 1,242.0 Bending OK Bending OK Bending OK Bending OK fv:Actual psi 70.7 88.4 65.2 53.5 Fv:Allowable psi 276.0 276.0 180.0 207.0 Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 825.00 661.57 345.19 487.50 LL lbs 1,375.00 1,103.30 575.94 812.50 Max.DL+LL lbs 2,200.00 1,764.86 921.12 1,300.00 @ Right End DL lbs 825.00 1,011.43 607.81 487.50 LL lbs 1,375.00 1,686.70 1,014.06 812.50 Max.DL+LL lbs 2,200.00 2,698.14 1,621.87 1,300.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Center DL Deli in -0.343 -0.404 -0.036 -0.130 UDefl Ratio 770.2 653.2 2,693.3 1,195.5 Center LL Defl in -0.571 -0.674 -0.059 -0.217 UDefl Ratio 462.1 391.6 1,613.9 717.3 Center Total Defi in -0.914 -1.078 -0.095 -0.348 Location ft 11.000 11.528 4.256 6.500 UDefl Ratio 288.8 244.8 1,009.2 448.3 Title: PLAN 4 Job#14189 Dsgnr: TRE Date: 5:18PM, 18 SEP 14 Description: Scope: SFR 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 4ABCD.ecw:ROOF FRMG Description Roof Frmg_Plan 4B [limber Member Information erode Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined RB.b1 RB.b2 RB.b3 RB.b4 RB.b5 RB.b6 Timber Section 2-2x10 2-2x10 2-2x8 2-2x8 2-2x8 2-2x8 Beam Width in 3.000 3.000 3.000 3.000 3.000 3.000 Beam Depth in 9.250 9.250 7.250 7.250 7.250 7.250 Le:Unbraced Length ft 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 iLevel,LSL 1,55E Fb-Basic Allow psi 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 Elastic Modulus ksi 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 Member Type Sawn Sawn Sawn Sawn Sawn Sawn Repetitive Status No No No No No No _Center Span Data Span ft 4.50 4.50 5.50 3.50 3.00 3.00 Dead Load #/ft 90.00 90.00 195.00 75.00 90.00 195.00 Live Load #/ft 150.00 150.00 325.00 125.00 150.00 325.00 Results Ratio= 0.1585 0.1585 0.7654 0.1192 0.1051 0.2277 Mmax @ Center in-k 7.29 7.29 23.59 3.67 3.24 7.02 @ X= ft 2.25 2.25 2.75 1.75 1.50 1.50 fb:Actual psi 170.4 170.4 897.8 139.8 123.3 267.1 Fb:Allowable psi 1,075.3 1,075.3 1,173.0 1,173.0 1,173.0 1,173.0 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 19.4 19.4 77.3 15.8 14.9 32.3 Fv:Allowable psi 172.5 172.5 172.5 172.5 172.5 172.5 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 202.50 202.50 536.25 131.25 135.00 292.50 LL lbs 337.50 337.50 893.75 218.75 225.00 487.50 Max. DL+LL lbs 540.00 540.00 1,430.00 350.00 360.00 780.00 ©Right End DL lbs 202.50 202.50 536.25 131.25 135.00 292.50 LL lbs 337.50 337.50 893.75 218.75 225.00 487.50 Max.DL+LL lbs 540.00 540.00 1,430.00 350.00 360.00 780.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK ,..-.a'9.n'a:: ....,y.:k .. --�::..:.k. ...:.L::... ..�,T'SY., ..`tea,n.. v ,':::H„ '.•' ,,i, ':...i,yoMm.. '.;-'-:..,."F......, .. .., ,. ... Y.c,,.:.§..:,,., .. .i`.�""'^..-_.a. ...YSXsslf.v1A>.,...,>•mfa" .. .....% .,�� Center DL Defl in -0.003 -0.003 -0.032 -0.002 -0.001 -0.003 UDefl Ratio 16,727.8 16,727.8 2,036.0 20,542.0 27,183.2 12,546.1 Center LL Defl in -0.005 -0.005 -0.054 -0.003 -0.002 -0.005 UDefl Ratio 10,036.7 10,036.7 1,221.6 12,325.2 16,309.9 7,527.7 Center Total Defl in -0.009 -0.009 -0.086 -0.005 -0.004 -0.008 Location ft 2.250 2.250 2.750 1.750 1.500 1.500 UDefl Ratio 6,272.9 6,272.9 763.5 7,703.2 10,193.7 4,704.8 Title: PLAN 4 Job#14189 Dsgnr: TRE Date: 6:03PM, 29 OCT 14 Description : Scope: SFR 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 4ABCD.ecw:FLOOR FRMG WIFLOOR T Description Floor Frmg_Trusses_Plan 4B (1 of 2) Timber Member Information B.b1 B.b2 B.b3 B.b4 B.bS B.b6 B.b7 Timber Section Prllm:7.0x16.0 4x8 LVL:3.500x14.000 LVL:1.750x14.000 LVL:1.750x14.000 2x8 2-2x10 Beam Width in 7.000 3.500 3.500 1.750 1.750 1.500 3.000 Beam Depth in 16.000 7.250 14.000 14.000 14.000 7.250 9.250 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade 'osboro,Bigbeam Douglas Fir- Rosboro,Bigbeam Level,LSL 1.55E Level,LSL 1.55E Hem Fir,No.2 Hem Fir,No.2 2.2E Larch,No.2 2.2E Fb-Basic Allow psi 3,000.0 900.0 3,000.0 2,325.0 2,325.0 850.0 850.0 Fv-Basic Allow psi 300.0 180.0 300.0 310.0 310.0 150.0 150.0 Elastic Modulus ksi 2,200.0 1,600.0 2,200.0 1,550.0 1,550.0 1,300.0 1,300.0 Load Duration Factor 1.150 1.000 1.000 1.000 1.000 1.000 1.150 Member Type Manuf/Pine Sawn Manuf/Pine Manuf/Pine Manuf/Pine Sawn Sawn Repetitive Status No No No No No No No Center Span Data Span ft 16.50 4.50 3.75 3.00 11.00 3.00 3.50 Dead Load #/ft 150.00 150.00 90.00 135.00 40.00 165.00 1 Live Load #/ft 400.00 400.00 240.00 360.00 100.00 440.00 Dead Load #/ft 175.00 295.00 Live Load #/ft 125.00 325.00 Start ft End ft Point#1 DL lbs 290.00 60.00 LL lbs 750.00 150.00 @ X ft 2.000 5.000 Point#2 DL lbs 245.00 LL lbs 650.00 @ X ft 2.500 Results Ratio= 0.3369 0.6523 0.0404 0.0335 0.7242 0.1410 0.4893 ? :'s::.......,...0.'2".:r s9 Y.<:.,.•.,,,.�,..'�S..i:.el �'-" .:..:• -:,:]F^"....i:.::-'RL'7?.Si`. ;::: .. :e'.h>..;!' x y::uy,:„f"Cv .:!ah FAM.4WF....r.ri.'4e'.,. ..SfFh.`0y ..-.;:�^C 4e.,r. ..;.r':stz .r.e✓n-.:. .. Mmax @ Center in-k 347.12 23.40 11.60 4.45 96.25 1.89 22.51 @ X= ft 8.25 2.02 1.87 1.50 5.32 1.50 1.75 fb:Actual psi 1,162.2 763.2 101.5 77.9 1,683.7 143.8 526.2 Fb:Allowable psi 3,450.0 1,170.0 3,000.0 2,325.0 2,325.0 1,020.0 1,075.3 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 78.9 57.7 12.1 6.8 139.0 17.4 64.9 Fv:Allowable psi 345.0 180.0 300.0 310.0 310.0 150.0 172.5 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions0 @ Left End DL lbs 2,681.25 270.00 281.25 135.00 775.23 60.00 805.00 LL lbs 4,331.25 705.56 750.00 360.00 2,061.82 150.00 1,338.75 Max.DL+LL lbs 7,012.50 975.56 1,031.25 495.00 2,837.04 210.00 2,143.75 @ Right End DL lbs 2,681.25 265.00 281.25 135.00 769.77 60.00 805.00 LL lbs 4,331.25 694.44 750.00 360.00 2,048.18 150.00 1,338.75 Max. DL+LL lbs 7,012.50 959.44 1,031.25 495.00 2,817.95 210.00 2,143.75 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.103 -0.010 -0.000 -0.000 -0.076 -0.001 -0.006 UDefl Ratio 1,920.3 5,571.2 118,718.5 136,137.1 1,730.5 30,581.1 6,956.0 Center LL Defl in -0.167 -0.025 -0.001 -0.001 -0.203 -0.003 -0.010 UDefl Ratio 1,188.8 2,129.0 44,519.5 51,051.4 651.4 12,232.5 4,182.7 Center Total Defl in -0.270 -0.035 -0.001 -0.001 -0.279 -0.004 -0.016 Location ft 8.250 2.250 1.875 1.500 5.500 1.500 1.750 UDefl Ratio 734.2 1,540.3 32,377.8 37,128.3 473.3 8,737.5 2,612.0 Title: PLAN 4 Job#14189 Dsgnr: TRE Date: 5:20PM, 18 SEP 14 Description: Scope: SFR 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 4ABCD.ecw:FLOOR FRMG W/FLOOR T Description Floor Frmg_Trusses_Plan 4B (2 of 2) Timber Member Information -ode Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowabies are user defined B.b8 B.b9 B.b10 B.b11 B.b12 B.b13 B.b14 Timber Section 3-2x10 2-2x10 2-2x10 2-2x10 4x8 LVL:1.750x14.000 4x10 Beam Width in 4.500 3.000 3.000 3.000 3.500 1.750 3.500 Beam Depth in 9.250 9.250 9.250 9.250 7.250 14.000 9.250 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 Fr,No.2 Hem Fir,No.2 Douglas Fir- Truss Joist- Douglas Fir- Larch,No.2 MacMillan, Larch,No.2 Fb-Basic Allow psi 850.0 850.0 850.0 850.0 900.0 2,600.0 900.0 Fv-Basic Allow psi 150.0 150.0 150.0 150.0 180.0 285.0 180.0 Elastic Modulus ksi 1,300.0 1,300.0 1,300.0 1,300.0 1,600.0 1,800.0 1,600.0 Load Duration Factor 1.150 1.150 1.150 1.150 1.150 1.150 1.150 Member Type Sawn Sawn Sawn Sawn Sawn Manuf/Pine Sawn Repetitive Status No No No No No No No Center Span Data Span ft 6.50 5.00 2.50 3.50 3.50 9.00 13.00 Dead Load #/ft 150.00 165.00 165.00 30.00 30.00 30.00 75.00 Live Load #/ft 400.00 440.00 440.00 80.00 80.00 80.00 125.00 Dead Load #/ft 295.00 220.00 295.00 205.00 60.00 205.00 Live Load #/ft 325.00 200.00 325.00 175.00 100.00 175.00 Start ft End ft Point#1 DL lbs 488.00 345.00 LL lbs 812.25 575.00 @ X ft 0.250 0.500 Point#2 DL lbs 661.00 LL lbs 1,103.00 @ X ft 4.750 Results Ratio= 0.9851 0.9356 0.2497 0.1957 0.1203 0.3646 0.8179 Mmax @ Center in-k 74.15 43.04 11.48 9.00 4.96 62.33 50.70 @ X= ft 3.25 2.52 1.25 1.75 1.75 4.39 6.50 fb:Actual psi 1,155.5 1,006.0 268.4 210.5 161.8 1,090.3 1,015.8 Fb:Allowable psi 1,173.0 1,075.3 1,075.3 1,075.3 1,345.5 2,990.0 1,242.0 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 105.2 97.7 31.8 26.0 18.3 103.6 53.5 Fv:Allowable psi 172.5 172.5 172.5 172.5 207.0 327.8 207.0 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK [eactions @ Left End DL lbs 1,446.25 1,459.15 575.00 411.25 157.50 1,383.33 487.50 LL lbs 2,356.25 2,426.79 956.25 446.25 315.00 1,690.56 812.50 Max.DL+LL lbs 3,802.50 3,885.94 1,531.25 857.50 472.50 3,073.89 1,300.00 @ Right End DL lbs 1,446.25 1,614.85 575.00 411.25 157.50 1,076.67 487.50 LL lbs 2,356.25 2,688.46 956.25 446.25 315.00 1,179.44 812.50 Max. DL+LL lbs 3,802.50 4,303.31 1,531.25 857.50 472.50 2,256.11 1,300.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK ,...,.'>:?'T., ..:a.^.,6?Y:..."", _::: .. :.::>., ,;. ':;:: -=:r.t,. :•:-: .:.xpYa :': "n., i:, ... »,.� ..,....it..Y.:::.: ...::.i,1`4,> ..... usSs.,:.o..s>.. ,.,,c.J1" ... Center DL Defl in -0.046 -0.024 -0.002 -0.003 -0.002 -0.050 -0.130 LJDefl Ratio 1,683.9 2,494.5 19,087.1 13,615.9 24,580.1 2,149.3 1,195.5 Center LL Defl in -0.075 -0.040 -0.003 -0.003 -0.003 -0.056 -0.217 UDefl Ratio 1,033.6 1,500.1 11,477.2 12,548.0 12,290.1 1,937.5 717.3 Center Total Defl in -0.122 -0.064 -0.004 -0.006 -0.005 -0.106 -0.348 Location ft 3.250 2.500 1.250 1.750 1.750 4.464 6.500 UDefl Ratio 640.4 936.8 7,167.4 6,530.1 8,193.4 1,019.0 448.3 Title: PLAN 4 Job#14189 Dsgnr: TRE Date: 5:20PM, 18 SEP 14 Description: Scope: SFR 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 4ABCD.ecw:TYPICAL Description Crawlspace Framing Plan 4ABCD Timber Member Information isode Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined B.M1 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 6.00 Dead Load #/ft 165.00 Live Load #/ft 440.00 Results Ratio= 0.9107 Mmax @ Center in-k 32.67 @ X= ft 3.00 fb:Actual psi 1,065.5 Fb:Allowable psi 1,170.0 Bending OK fv:Actual psi 85.8 Fv:Allowable psi 180.0 Shear OK Reactions @ Left End DL lbs 495.00 LL lbs 1,320.00 Max.DL+LL lbs 1,815.00 @ Right End DL lbs 495.00 LL lbs 1,320.00 Max.DL+LL lbs 1,815.00 Deflections Ratio OK Center DL Defl in -0.027 UDefi Ratio 2,661.3 Center LL Defl in -0.072 UDefl Ratio 998.0 Center Total Defl in -0.099 Location ft 3.000 UDefl Ratio 725.8 TJI JOISTS and RAFTERS �- - f- I Code Code Code Suggest Su99est Suggest Lpick Lpick Lick ,Lpick.. Joist 1 b d I S.a. ; LL DL M max V max 1 El L fb 1 L ft L TL240 I L LL3601 L max TL dell. 1 LL deft. t L TL360 L LL480 1q4,!MaX1H,liTL deft TL deft LL deft I LL deft: size&.rade I width in. 1de.th in. 1 in. I •sf •sf : ft-lbs IMIMIIIMEIMINIMEIMMEMIIMENIIIIEMMOINI ft. .:h1,t,1(flK1,fl1 in. I ratio in. ratio 1 , • 1 •1 9 5 TJI 1101 1.751. 9.51 19.2; 40 15, 2380 1220 1.40E+08 14.711. 27.73 15.231 14.801 14.711 0.661 0.481 i 13.31 13 45 13.31 0.441 360 0.32 495 9.5'TJI 110; 1.75 9.51 161 40 15 2380 1220 1.40E+08 16.111 33.27 16.19', 15.731 15.73 0.721 0.521 1 14.14 14 29 14.`14. 0.471 360 0.341 495 9.5"TJI 110; 1.751 9.5] 121 40 151 2380 1220; 1.40E+08 18.61 44.36 17.821 17.311 17.311 0.79, 0.581 15.57 15.73c 15.57. 0.521 360 0.3811 495 9.5'TJI 110; 1.751 9.5; 9.6. 40 15 2380 12201 1.40E+08 20.801 55.45 19.19 18.641 18.641. 0.851 0.62; 1 16.77 16.94 16.77 0.561 360 0.41 495 ' • i I i i 1 I .i 9.5"TJI 110; 1.75: 9.51 19.21 40 10' 2500 1220; 1.57E+08 15.811 30.50 16.34; 15.37: 15,371 0.641 0.51 1 1 14.27 13.97 Hr:;. I';'1.3.9.7!:i 0.441 384 0.35 480 9 5'..TJ1.110 1 75 9;5 16 40: 10 2500 1220 1.570+08 1732 36.60 17.36 16.34 16.34 0.68 0.54 1,5.17 14.84 1 14.84 0.46 .384 0.37 480 9.5"TJI 110 1.751 9.51_ 12 40 10 2500 1220 1.57E+08 20.001_ 48.80 19.111 17.981 17.98 0.751 0.601 16.69 16.34 16.34 0.51 384 0.41 480 9.5"TJI 1101 1.751 9.5 9.61 40 10. 2500 12201 1.57E+08 22.36 61.00 20.581 19.371 19.37 0.81 0.651 17.98 17.60 17.60 0.551 384 0.44: 480 9.5"TJI 210, 2.0625; 9.5 19.2; 40 10 3000 13301 1.87E+081 17.32 33.25 17.321 16.301 16.30 0.681 0.541 15 13 14.81 14.81 0.461 384 0.37 480 9.5'TJI 210 2.0625 9:5";'.'1:1-,16".11111!:!11;40:1•;..1111.11.1.01,i111..11,,, . . 18 40 ::17.32 17.32 0 72 0.58 1',6.08 15.74 " 15.74 0.49 9.5"TJI 210; 2.0625; 9.51 12! 40 101 3000 13301_1.87E+08 21.911 53.20 20.26; 19.061 19.0.8i.. 0.79: 0.641 1 17.70 17.32 17 32: 0.541 384 0.43 480 9.5'TJI 2101 2.0625: 9.51 9.6; 40 1013000 1330; 1.87E+08 24.491 66.50 21.82; 20.53 20.53; 0.861 0.681 1 19.06 18.66; 18.66 0.58: 384 0.471 480 1 1 1 1 9.5"TJI 2301 2.31251 9.51 19.2; 40 10 3330 1330; 2.06E+08 18.25; 33.25 17.891_ 16.83; 16.831 0 701 0.561 I 15.63 15.29 15 29 0.481 384 0.381 480 19 5 TJI;230 2.3125 . 9 5 16 40 10 3330 1330 2.06E+08 19'.99 39 90, ;19.0117.89 17.89 0.75 0.60 16.60 16.25 : 16.25 0:51 384 0.41 480 9.5"TJI 2301 2.31251 9.51 121 40 101 3330 13301 2.06E+08 23.081 53.20 20.92; 19.691 19.69; 0.821 0.66 18.28 17.8917.89, 0.56! 384 0.45; 480 9.5'TJI 230; 2.3125' 9.51 9.6, 40 10' 3330 13301 2.06E+08 25.811 66.50 22.541 21.21! 21.211 0.881 0.71 19.69 19.27 19.27 0.601 384 0.481 480 1 1 I 11.875"TJI 110' 1.751 11.875; 19.2: 40 10' 3160 1560: 2.67E+081 17.781 39.00 19.501 18,351 17.78 0.671 0.541 17.04 16.67‘.1,.....'!'.::,!'',1!.6...67..,:.1.1'.875' TJ0.521 384 0.42 480 I'110 . 1.75 11 875 .,16 40 10 " 31601560 '2.67E+08 19':4746.8020.72 19.50 1947 0.81 0.65 ;1,8.10 17.72117,720':55 384 0:44 480 11.875"TJI 1101 1.75; 11.8751 12140 101 3160 15601, 2.67E+08 22.491 62.40 22.811 21.46' 21.461 0.891 0.72; 19.93 19.50 : 19.50 0.611 384 0.491 480 11.875"TJI 1101 1.75; 11.8751 9.61 40 10 3160 15601 2.67E+08 25.141 78.00 24.571 23.12; 23.12; 0.96; 0.771 1 21.46 21.01 ,1 .01 21 0.661 384 0.531 480 • 11.875"TJI 210; 2.0625; 11.875 19.2; 40 101 3795 16551 3.15E+08 19.481 41.38 20.61' 19 39 19.39 0.811 0.65 I 18.00 17.62 : 17.62 0.551 384 0.441 480 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 1:9.13 18.72 18.72 0,'59 384 0.47 480 11.875 TJI 21012.06251 11.8751 121 40 10 3795 16551_3.15E+08 24.64] 66.20 24.10t_ 22.68! 22.68i, 0.951 0.761 21.05 20.61 20.61 0.641 384 0.521 480 11.875"TJI 2101 2.0625; 11.8751 9.6 40 101 3795 1655 3.15E+08 27.551 82.75 25.961 24.431 24.43, 1.021 0.811 22.68 22.20 22.20 0.69 384 0.551 480 1 1 1 11.875"TJI 2301 2.3125: 11.8751 19.2; 40 10; 4215 16551 3.47E+08 20.53; 41.38 21.281 20 03 20.03 0.831 0.671 1 18.59 18 20 18 20 0.571 384 0.45 480 11:875"TJ1230 .:2.3125 :' 11.875 1fi' 4D 10 4215' 1655;;3.47E+Q8 22.49 49.65 22.62 :'.21.28 1 21.28 0.89 .0.71 19 76 19.34 ;, 34 19. 0:60 384 0:48 460 11.875"TJI 230, 2.3125: 11.8751 12 40 10; 4215 1655 3.47E+08 25.971 66.20 24.891 23.42: 23.42 0.98' 0.781 1 21.74 21.28,i::...:;,,.2t213. 0.67' 384 0.531 480 11.875"TJI 230; 2.3125: 11.8751 9.61_ 40 101 4215 1655 3.47E+08 29.031 82.75 26.811_ 25.231 25.23i_ 1.051 0.841 23.42 22 93 22.93 0.72 384 0.57 480 I 11 • 11.875"RFPI 4001 2.06251 11.8751 19.21 40 10, 4315 1480; 3.30E+081 20.771 37 00 20 93 19.69; 19.69 D 82! 0.661 18.28 17.89 17.89 0.561 384 0.45: 480 11.875 RFPI:400 ;;2.0625 ;; 11.875 '16:1!1:111!!1!1140.,111•11:11-1::1-f 0 4315 1480 113.30E+:08 '.22.76 44.40 22.24 20 93`; 20.93 0.87 0.70 1' 19.43 19.01 ! 19.01 0.59 384 0.48 480 11.875"RFPI 400; 2.06251 11.8751 121 40 10. 4315 14801 3.30E+08 26.281 59.20 24.48: 23.031 23.03 0.96! 0.7711 21.38 20.93 20.93: 0.651 384 0.521 480 11.875"RFPI 4001 2.06251 11.8751 9.61 40 10! 4315 1480; 3.30E+08 29.381 74.00 26.37; 24.811 24.811 1.031 0.831 1 23.03 22.54' 22.54 0.701 384 0.561 480 Page 1 D+L+S CT#14189-Betahny Creek Falls I LOAD CASE (12-12) (BASED ONANSI/AF&PA NDS-1997L __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)a Section 3.7.1.5' Cr KcE 0.30 Constant > Section 3.7.1.5 Cf t bl. Cf Fc 1997 NDS Cb (Varies) a Section 2.3.10 Bending Comp_ Size Size Rep_ -- - - Cd (Fb) Cb -Cd (Fc) , 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 at?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':11-fc/Fce) H-F Stud 1.5 3.5 16 7.7083 26.4 1730 0 0.9916 1993.4 1.00 1.15 1.1 1.05 1.15 675 405800 1,200,000 854 506 966 515.42 441.22 439.37 1.00 0.00 0.000 H-F Stud 1.5 3.5 16 9 30.9 1340 0 0.9966 1993.4 1.00 1.15 1.1 1.05 1.15 675 405 800 1,200,000 854 506 966 378.09 340.90 340.32 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 1,200,000 854 506 966 449.95 395.22 393.65 1.00 0.00 0.000 H-F Stud 1.5 3.5 12 8.25 28.3 2070 0 0.9953 2657.8 1.00 1.15 1.1 1.05 1.15 675 405 800 1.200,000 854 506 966 449.95 395.22 394.29 1.00 0.00 0.000 H-F Stud 1.5 3.5 8' 8.25 28.3 3100 0 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 1.001.15 1.3 1.10 1.15 850 405 1300 1.300,000 1,271 506 1644.5 1011.45 837.57 506.18 0.60 0.00 0.000 H-F#2 1.5 5.5 16 8.25 18.0 3132 0 0.2858 3132.4 1.00 1.15 1.3 1.10 7.15 850 405 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 1.00 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 1,308 531 1454.75 1089.25 850.16 531.23 0.62 0.00 0.000 SPF#2 1.5 5.5 16 8.25 18.0 3287 0 0.3158 3287.1 1.00 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 1,308 531 1454.75 1296.30 945.38 531.23 0.56 0.00 0.000 SPF Stud 1.5 3.5 16 14.57 50.0 545 0 0.9913 2091.8 1.00 1.15 1.1 1.05 1.15 675 425 725 1,200,000 854 531 875.438 144.26 139.02 138.41 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 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 Na 1.00 Design Buckling Factor D+L+W 0.80(Constant)> Section 3.7.1.5 Cr KcE 0.30(Constant)> Section 3.7.1.5 Cf(Fb) Cf,(Fc) 1997 NDS Cb (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 a Plate Cd (Fb)Cd (Fc( Cf Cf Cr Fb Fc..2.211 Fc - E Fb' Fc perp', Fc' Fce F'c fc fc/F'c fb fb/__ in. in. In. ft. plf psf-- ..... ---plf -- (Fb) ...._ psi psi psi_...._....._ps!_.._... pel.--- psi psi psi psi psi - -..... .Psi... 1-fc/Fce) H-F Stud 1.5 3.5 16 7.7083 26.4 1075 9.71 0.9951 1993.4 1.60 1.00 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 840 515.42 427,08 273.02 0.64 376.76 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 I-1-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 506840 449.95 384.87 246.35 0.64_ 361.37 0.585 H-F Stud 1.5 3.5 12 8.25 28.3 1425 8.13 0.9974 2657.8 1.60 1.00 1.1 1.05 1.15 675 '-405 800 1,200,000 1,366 506 840 449.95 384.87 271.43 0.71 271.03- 0.500 H-F Stud 1.5 3.5 8 8.25 28.3 2355 8.13 0.9981 3986,7 1.60 1.00 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 840 449.95 384.87 299.05 0.78 180.69 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 1200,000 1,366 531 761.25 515.42 415.53 269.21 0.65 376.78 0.577 SPF Stud 1.5 3.5 16 9 30,9 700 8.46 0.9115 2091.8 1.60 1.00 1.1 1.05 1.15 675 425 725 1.200,000 1,366 531 761.25 378.09 328.30 177.78 0.54 447.52 0.618 SPF Stud 1.5 3.5 12 9 30.9 1125 8.46 0.9931 2789.1 1.60 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 761.25 378.09 328.30 214.29 0.65 335.64 0.567 SPF Stud 1.5 3.5 16 8.251 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 8.25J 28.3 1405 8.13 0.9952 2789.1 1.60 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 761.25 449.95 376,35 267.62 0.71 271.03 0.490 SPF Stud 1.5 3.5 8 8.25 28.3 2320 8.13 0.9958 4183.6 1.60 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 761.25 449.95 376.35 294.60 0.78 180.69 0.383 H-F#2 1,5 5.5 16 7.7083 16.8 3132 9.71 0.3909 3132.4 1.60 1.00 1.3 1.10 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 16 7.7083 16.8 3287 9.71 0.4327 3287.1 1.60 1.00 1.3 1.10 1.15 875 425 1150 1.400,000 2,093 531 1265 1484.89 940.30 531.23 0.56 152.58 0.114 SPF#2 1.5 5,5 16 9 19.6 3287 8.46 0.6033 3287.1 1.60 1.00 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1265 1089.25 806.08 531.23 0.66 181.23 0.169 SPF#2 1.5 5.5 16 8.25 18.0 3287 8.13 0.4790 3287.1 1.60 1.00 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1265 1296.30 684.69 531,23 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 1,400,000 2,093 531 1265 244.40 233,80 106.67 0.46 927,02 0.786 H-F#2 1.5 5.5 16 19 41.5 600 9,71 0.9921 3132.4 1.60 1.00 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1430 226.94 219.02 96,97 0,44 927.02 0.796 Page 1 D+L+W+.55 CT#14189-Betahny Creek Falls I LOAD CASE (12-14) (BASED ON ANSI/AF&PA NDS-1997) SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 --- Ke 1.00 Design Buckling Factor D+L+W+S/2 c 0.80_(Constant)> Section 3.7.1.5 Cr KcE 0.30(Constant)> Section 3.7.1.5 Cf..ELI Cf(Fc) 1997 NDS Cb (Varies) > Section 2,3.10 Bending Comp_ Size Size Rs._ Cd(f1)). 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 0 Plate Cd (FL), _(t2.) 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. _.i -- psf plf !F b). (Fc) psi _psi psi psi _psi psi psi psi psi psi psi Fb'*(1-1c/Fcel H-F Stud 1.5 j 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 1 3.5 16 9 30.9 765 8.46 0.9986 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 378.09 340.90 194.29 0.57 447.52 0.674 H-F Stud 1.5 ; 3.5 12 9 30,9 1150 8.46 0.9969 2657.8 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 378.09 340.90 219,05 0.64 335.64 0.584 H-F Stud 1.5 3.5 16 8.25 28.3 985 8.13 0,9963 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1.200,000 1,366 506 966 449,95 395.22 250.16 0,63 361.37 0.596 H-F Stud 1.5 3.5 12 8.25 28.3 1445 8.13 0.9959 2657.8 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 449.95 395.22 275.24 0.70 271.03 0,511 H-F Stud 1,5 3.5 8 8.25 28.3 2390 8.13 0.9960 3986.7 1.60 1.15 1.1 1.05 1.15 675 405 800 1.200,000 1,366 506 966 449.95 395.22 303.49 0.77 180.69 0.406 SPF Stud 1.5 3.5 16 7.7083 26.4 1080 9.71 0.9935 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 515.42 431.52 274.29 0.64 376.78 0,589 SPF Stud 1.5 3.5 16 9 30.9 760 8.46 0.9988 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 378.09 336.17 193.02 0.57 447.52 0.669 SPF Stud 1,5 3,5 12 9 30,9 1140 8.46 0.9944 2789.1 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 378.09 336.17 217.14 0.65 335.64 0.577 SPF Stud 1.5 3.5 16 8.25 28.3 975 8.13 0.9952 2091.8 1.60 1,15 1.1 1.05 1,15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 247.62 0.64 361.37 0.588 -------_.__._-- - -- -_- ---------------- SPF Stud 1.5 3.5 12 8.25 28.3 1430 8.13 0.9952 2789.1 1,60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 272.38 0.70 271.03 0.503 SPF Stud 1.5 3.5 8 8.25 28.3 2360 8,13 0.9922 4183.6 1,60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 299.68 0.77 180.69 0.396 H-F#2 1,5 5.5 16 7.7083 16.8 3132 9.71 0.3593 3132.4 1.60 1.15 1.3 1.10 1,15 850 405 1300 1,300,000 2,033 506 1644.5 1378.83 1031.58 506.18 0.49 152,58 0.119 H-F#2 1.5 5.5 16 9 19.6 3132 8.46 0.5437 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1011.45 837.57 508.180.60 181.23 0.178 H-F#2 1.5 5.5 16 8.25 18.0 3132 8.13 0.4100 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1203.70 946,77 506.18 0.53 146.34 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 1089.25 850.16 531.230.62 181.23 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 0.56 148.34 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 ff41#### 0.979 SPF#2 1.5 5.5 1 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 i 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+.5W CT#14189-Betahny Creek Falls j 1 LOAD CASE I (12-15) 1 (BASED ON ANSI/AF&PA NDS-1997) SEE SECTION: 2.3.1 2.3.1 2.3.1 3/1 3.7.1 Ke 1.00 Design Buckling Factor I I D+L+S+W12 c 0.80(Constant)> Section 3.7_1,5 I Cr KcE 0.30(Constant)> Section 3.7.1.5 Cf(Fb) Cf(Fc) 1997 NDS Cb (Varies) a 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 g Plate Cd(Ft/Cd (F-)-Cf Cf Cr Pb Fc perp Fc E Fb Fc perp' Fc' Fce Pc fc fc/F'c fb fb/ in. in. I in. ft. plf .-psf -plf (Fb) (Fc) .,-.psi psi psi P..S)......_., psi _Ei --psi psi psi psi -psi Fb'"(1-fc/Fce) H-F Stud 1.5 3.5 16 7.7083 26.4 1335 4.855 0.9935 1993.4 1.60 1.15 1,1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 515.42 441.22 339.05 0.77 188.39 0.403 H-F Stud 1.5 3.5 16 9 30.9 970 4.23 0.9923 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 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 1.15 675 405 800 1,200,000 1,366 506 966 449.95 395.22 338.41 0.86 90.34 0.267 SPF Stud 1.5 3.5 16 7.7083 26.4 1315 4.855 0.9907 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1.200,000 1,366 531 875.438 515.42 431.52 333.97 0.77 188.39 0.392 ----------- SPF Stud 1_5 3.5 16 9 30.9 965 4.23 0.9970 2091.8 1,60 1.15 1.1 1.05 1.15 675 425 725 1.200,000 1,366 531 875.438 378.09 336.17 245.08 0.73 223.76 0.466 --..._.._..-----------�- --�----_-- ------------ -- ---- SPF Stud 1.5 3.5 12 9 30.9 1370 4.23 0.9990 2789.1 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 378.09 336.17 260.95 0.78 167.82 0.396 SPF 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 4.0650.9973 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 26301 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 0.88 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 0.80 90.61 0.089 H-F#2 1,5 5.5 16 8.25 18.0 3132 4.065 0.3479 3132,4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1203.70 946.77 506.18 0.53 73.17 0.062 SPF#2 1.5 5.5 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 H-F#2 1,5 5.5 16 19 41.5 865 4.855 0.9970 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644,5 226.94 220.14 139.80 0.64 463.51 0.594 Page 1 D+L+S+.7E CT#14189-Betahny Creek FallsI 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+E11.4 c 0.80(Constant)> Section 3.7.1.5 Cr KcE 0.30iConstant)> Section 3.7.1.5 I -__ - Cf(_Fb(, Cf(FcL 1997 NDS Cb (Vanes) > Section 2.3.10 Bending Comp_ Size Size Rep. - Cd(Fb) Cb Cd(Fc) Eq.3.7-1 NDS 3.9.2 Max.Wall duration duration factor factor use Stud Grade Width Depth Spacing Height Le/d Vert.Load Hor.Load <=1.0 Load Q Plate Cd ()jCd (Fc) Cf Cf Cr Fb Fc perp Fc E Fb' Fc perp' Fc' Fce F'c fc fc/F'c fb fb/ ..s in. in. ft. plf psf Plf--- ___(Ft:),_ TO psi psi----psi psi psi _psi------psi.---psi- psi psi .p_s!...Fb"(1-fc/Fce) H-F Stud 1.53.5 16 7.70831 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 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 0.79158.68 0.376 H-F Stud 1.5 3.5 12 8.25 28.3 1710 3.57 0.9947 2657.8 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,0001,366 506 966 449,95 395.22 325.71 0.82119 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 1,366 506 968 449.95 395.22 342.88 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 1,366 531 875.438 515.42 431.52354.29 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 0.79158.68 0.366 SPF Stud 1.5 3.5 12 8.25 28.3 1690 3.57 0.9940 2789.1 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 321.90 0.83 119.01 0.306 SPF Stud 1.5 3.5 8 8.25 28.3 2670 3.57 0.9987 4183.6 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449,95 388.13 339.05 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 78.47 0.075 H-F#2 1.5 5.5 16 8.25 18.0 3132 3.57 0.3404 3132.4 1.60-1.15 1.3 1,10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1203.70 946.77 506.18 0.53 64.26 0.055 SPF#2 1.5 5.5 16 7.7083 16,8 3287 3.57 0.3154 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1484.89 1015.45 531.23 0.52 56.10 0.042 SPF#2 1.5 5.5 16 9 19.6 3287 3.57 0.4618 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1089.25 850.16 531.23 0.62 76.47 0.071• SPF#2 1.5 5.5 16 8.25 18.0 3287 3.57 0.3678 3287.1 1.60 1.15 ,_1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1296.30 945.381 531.23_ 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 102D 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 1 850 405 1300 1,300,000 2,033 506 1644.5 226.94 220.14 152.73 0,69 340.83 0.513 • Page 1 / 180 Nickerson /all ENGINEER VNG : Suite 302 Seattle,WA 98109 Project: ,.-- ....-..- - z_ A 'Nr irr- ,_,...... _ . . . 'bate' (206)28S-4512 i . FAX: Client; Page Number: (206)28S-0618 ?.. ' --- --: t--''---- ;vD p5r 4/44) Witit- r.: I 0,0 pui -2,„ 044)Mats ), v-.. 366- JO 0- fik ‘ _._......„....._ ,..._ 0 IAf gatv -4 )44 Pv5,,, Iv 'ftla-k,_ A 200C) i 97 e>fsr . tot.-- ziNia+15)-007t21 ---7,--- 1.70 I6 so. -.4. (15Y( .2,4)..;-44.5-.K. e ofcs, 44- .541- :.. .r. foii.re aitoote- i p (130 4- 2_Rro 4-'075 - 146s7 ..........L....._:............---1-, 'eV- iti= I eq- f . , . , e p ---- .---1—ti-- . 216 • V(2- 4.041 Structural Engineers • .1 K0 Nickerson St. -.:E..61INE - Suite 302 .„.. 1NC. Seattle,WA � X8109 Project: I . � ---3 ._. Date: (206)28S-,1$12 �` I f� Client: S iV Lu., [ FAX:Page Number: (206)28S-0618 . .. ..... ..i „ p.w., ...i.,ki,....:::prIve„...,:..i:.......p ...:.:vi.A.I.L.Lt— e$. ...,..„:....... 1,f,z ,..r .,.::::„...ziu..„, ,,,T*6..wf.' JI:,6a../...•,:.: :,,i..-„":. :[. A :moo 1F.k `5 • a ,5C'` '!:: 'i-H ,PV14,! :, , ,1:-!!!...t.''''''iL L p; — '. 5iti-------7-777-7"7:-.'tAilkuS '' " ! 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'.___.. _,' 15,-s'„,• ,1 tl ri; ':i '' Lr):7.A.:11 . •• . 2..-',....,...-*• •• ', '' ' ' 1 ' •: , l• VVVr .: ,.../7-1: : _2- ' ,9...2_ ; , :, : : ; , , -, , , ,_ : : , . , „ : :. , ; .: .:„., , : ; ;, ,. 1,- -, ; CJ - 205 :.. . if,6 i ! ; `_ U` t' � c IL ;--..S) * ' S:, ' • C q v ' f s? : L - cam: 0 Y [ - ' �) � (4� - 6, b a a A �t. KDS� . r, :.,._ : , , :„. , : , _ , , ,_...„,...,..:_.:,....„...,„„._,,,..,_____,___,..--7.- !fi . FriStRA .! i. '. !:. ; lit !''. _!i!_.!! :.• :.! '! Structural Engineers e Si)PwS 4-, _6,4- 3 i 't & 1 to Design Maps Summary Report Page 1 of 1 2 USGS 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 1 pli93 i averton- rK ^ s i" &8'T1r2k2atx lake Oswego .-... 'e t.� I? d�N 3,R I t Hi E (y�it ♦ �+, Y �+2 Mfr F �£T$ � f ��<` r� f K1 g C4 'il EiiEA.ZS SlS E,sfil lirplc Y.6 i y,gt 9 E R l : �� ; , <maPt UOSt ., X2815 Marp)JiOt a d*a® ;> A Quest USGS-Provided Output Ss = 0.972 g SMS = 1.080 g Sps = 0.7208 Si = 0.423 g SM1 = 0.667 g S01 = 0.445 g For information on how the SS and S1 values above have been calculated from probabilistic (risk-targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the"2009 NEHRP" building code reference document. MCER Response.Spectrum Design Response Spectrum 0,42 010 o.aa 0.1 4;5C 4.4; ';to a 5.55 , IS 4:40 0,44 0.22 0. 1 4 0:22 • 6.1G 5.11 4.5B €x;.64 4.00 0.20 640 0.€;0 040 1.00 1.20 1.40 140 1,40 2.40 . . 0.554 0:2 0.45 a4o 4,to 1.60 1,24 1.40 1.40 1.44 2.04 Period.T(sec) Period.14Sttci 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#14189:Plan 4B Step# 2012 IBC ASCE 7-10 .. . .......................... .......... 1. RISK CATEGORY TYPE= II Table 1604.5 Table 1.5-1 OCCUPANCY CATEGORY ............................................. ............................................. 2. IMPORTANCE FACTOR IE= 1.00Section 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 N/A (Or by ZIP code) (Or by ZIP code) http://earthquake.usgs.gov/research/hazmaps/ http:l/earthquake.usgs.qov/designmaps/us/application.php ........... .......... . 6. Site Coefficient(short period) Fa= 1.06 Figure 1613.3.3(1) Table 11.4-1 7. Site Coefficient(1.0 second) Fv= 1..50-,- Figure 1613.3.3(2) Table 11.4-2 SMs= Fa*Ss SMS= 1.17 EQ 16-37 EQ 11.4-1 SM1= 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 SD1=213*SM1 SD1= 0.50 EQ 16-40 EQ 11.4-4 ................ ................... . ..................................... 8. Seismic Design Category 0.2s SDCs=1) Table 1613.3.5(1) Table 11.6-1 9. Seismic Design Category 1.0s SDC1 = D Table 1613.3.5(2) Table 11.6-2 10. Seismic Design Category SDC= D Max. Max. 11. Wood structural panels .. - - N/A Table 12.2-1 12. Response Modification Coef. R= 6 5 N/A Table 12.2-1 13. Overstrength Factor Qo= 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#14189: Plan 4B SPS= 0.78 h„ = 19.00(ft) So,= 0.50 X 0.75 ASCE 7(Table 12.8-2) R= 6.5 Ct 0.020 ASCE 7(Table 12.8-2) 1E= 1.0 T= 0.182 ASCE 7(EQ 12.8-7) . .. . . ......... ............................................. S,= 0.50 k = 1 ASCE 7(Section 12.8.3) TL= 6 ASCE 7(Section 11.4.5:Figure 22-15) Cs=Sos/(R/IE) 0.120 W ASCE 7(EQ 12.8-2) Cs=Soy I(T*(R/IE)) (for T<TL) 0.423 W ASCE 7(EQ 12.8-3)(MAX.) Cs=(Sol*TO/(T2*(R/IE)) (forT>TL) 0.000 W ASCE 7(EQ 12.8-4)(MAX.) CS=0.01 0.010 W ASCE 7(EQ 12.8-5)(MIN.) Cs=(0.5 Sl)/(R/IE) 0.038 W ASCE 7(EQ 12.8-6)(MIN.if S,>0.6g) CONTROLLING DESIGN BASE SHEAR= 0.120 W VERTICAL DISTRIBUTION OF SEISMIC FORCES PER ASCE 7-10 SECTION 12.8.3 (EQ 12.8-11) (EQ 12.8-12) C,.X = DIAPHR. Story Elevation Height AREA DL w; w; *h;k wX *hXk DESIGN SUM LEVEL Height (ft) h; (ft) (sqft) (ksf) (kips) (kips) Ew1 *h;k Vi DESIGN Vi Roof - 19.00' 19.00 1140 0.022',; 25.08 476.5 0.58 2.73 2.73 2nd 8.00 11.00: 11.00 1100 0.028 30.8 338.8 0.42 1.94 4.68 t t(base) 11.00 0.00. SUM= 55.9 815.3 1.00 4.68 E=V= 6.68(LRFD) 0.7*E= 4.68(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 = EFi *w 0.4*SDS*1E*w, 0.2*SIS*1E*Wp LEVEL (kips) (kips) (kips) (kips) (kips) Ew; Max.FpX Fp, Min. Roof 2.73 2.73 25.1 25.1 3.90 2.73 7.80 3.90 2nd 1.94 4.68 30.8 55.9 4.79 2.58 9.58 4.79 1st(base) 0.00 0.00 0.0 55.9 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#14189:Plan 4B N-S E-W F-B S-S 2012 IBC ASCE 7-10 Ridge Elevation(ft)= 3300 33;00ft. Roof Plate Ht.= 19.00 19.00 Roof Mean Ht.= 26.00 26.00 ft. -- -- Building Width= 22:0 5010 ft. V Wt. Wind Speed 3 sec.Gust 120 120'mph Figure 1609 Fig. 26.5-1A thru C V asd. Wind Speed 3 sec.coat 93 9 mph (EQ 16-33) Exposure B B Iw 1.0 1'.0 N/A N/A Roof Type Gable Gable: PS30A= � 28.6. 28:6 psf Figure 28.6-1 Ps3o B= psf Figure 28.6-1 Ps3o c= 20.7, 20 7 psf Figure 28.6-1 Posse= Figure 28.6-1 = 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) iA*Kn*I : 1 1 Ps=\*Kzt*I*p53o= (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) Ps c = 20.70 20.70 psf (LRFD) (Eq.28.6-1) Pso= 4.70 4.70 psf (LRFD) (Eq.28.6-1) Ps A and c average= 24.7 24.7 psf (LRFD) Ps B and D average= 4.7 4.7 psf (LRFD) a= 3 3 Figure 28.6-1 2a= 6 6 width-2*2a= 10 38 MAIN WIND-ASCE 7-10 CHAPTER 28 PART 2 Areas(N-S) Areas(E-W) (N-S) (E-W) Wind(N-S)(LRFD) Wind(E-W) (LRFD) width factor roof-> 1.00' 1.00• 1.00 0.50 16 psf min. 16 psf min. width factor 2nd-> 1.00 1.00. 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) 33.00 14.0 0 168 0 140 0 168 0 266 Roof - 19.00 19.00 4.0 48 0 40 0 48 0 152 0 6.3 10.1 3.63 3.63 6.54 6.54 2nd 8.00 11.00 11.00 9.5 114 0 95 0 114 0 361 0 3.3 7.6 5.23 8.86 10.73 17.28 1st(base) 11.00 0.00 0.00 0 0.00 0.00 AF= 605 AF= 1109 9.7 17.7 V(n-s)= 8.86 V(e-w)= 17.28 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#14189:Plan 4B 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 - 19.00 19.00 0.00 0.00 0.001 0.00 6.34 6.34 10.14 10.14 2nd 8.00 11.00 11.00 0:00; 0.00 0.00; 0.00 3.34 9.68 7.60 17.74 1st(base) 11.00 0.00 0.00 V(n-s)= 0.00 V(e-w)= 0.00 V(n-s)= 9.68 V(e-w)= 17.74 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 11 11 6.34 6.34 10.14 10.14 3.80 3.80 6.09 6.09 2nd 11 0 0 3.34 9.68 7.60 17.74 2.01 5.81 4.56 10.65 1st(base) 0 0 0 V(n-s)= 9.68;V(e-w)= 17.74 V(n-s)= 5.81 V(e-w)= 10.65 kips(LRFD) kips(LRFD) kips(ASD) kips(ASD) Part 1 Base Shear Part 2 Base Shear = 0.0 0.0 ratio ratio Page 1 SHEET TITLE: SDPWS SHEARWALL VALUES PER TABLE 4.3A CT PROJECT#: CT#14189: Plan 4B SHEATHING THICKNESS tsheathing ='7/16 NAIL SIZE nail size= 0.131 'dia.X 2.5"long STUD SPECIES SPECIES= H-F or SPF SPECIFIC GRAVITY S.G. = 0.43 ANCOR BOLT DIAMETER Anc. Bolt dia. =10.625 ASD F.O.S. = 2.0 SHEARWALL TYPE Table 4.3A Seismic Table 4.3A Wind 7/16"w/8d common V seismic V a 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 -- 01 0 1 P6TN 150 150 150 150 P6. 520 242 730 339 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 = 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-upldown) CT PROJECT#: CT#14189:Plan 4B Diaph.Level: Roof ....................... Panel Height 8;!ft. Seismic V i= 2.73 kips Design Wind N-S V i= 3.80 kips Max.aspect 35'SDPWS Table 4.3.4 Sum Seismic V i= 2.73 kips Sum Wind N-S V I= 3.80 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 LDL eff. C 0 w dl V level V abv.V level V abv. 2w/h v i Type Type v i OTM RoTM Unet Usum OTM RoTM Unet Usum Usum HD (sqft) (ft) (ft) (kit) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext left 22:0 1.00 0.15' 0.99 0.00 0.71 0.00 1.00 1.00 32 P6TN P6TN 45 5.72 17.97 -0.57 -0.57 7.95 21.78 -0.65 -0.65 -0.57 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 Ext. left'3 272 20.0 22.0 1.00 0:15: 0.91 0.00 0.65 0.00 1.00 1.00 33 P6TN P6TN 45 5.22 16.34 -0.57 -0.57 7.26 19.80 -0.65 -0.65 -0.57 0 0'0 O 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 0'10 Q0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 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 0.000.00 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 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 H 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 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. right 285 20,0 25.0 1:00 0.15. 0.95 0.00 0.68 0.00 1.00 1.00 34 P6TN P6TN 48 5.47 18.56 -0.68 -0.68 7.60 22.50 -0.77 -0.77 -0.68 Ext right 0 0'.0 0':0 1.00 0.00,; 0.00 0.00 0.00 0.00 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. right 285 20'.0 25.0 1.00 0.15: 0.95 0.00 0.68 0.00 1.00 1.00 34 P6TN P6TN 48 5.47 18.56 -0.68 -0.68 7.60 22.50 -0.77 -0.77 -0.68 0 0:0 00.:•:: :.11:00.,:H.:0:00.: 0.00 0.00 0.00 0.00 1.00 0.00 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 0 1.00 0.00` 0.00 0.00 0.00 0.00 1.00 0.00 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 0.0 .1 00 0.00:' 0.00 0.00 0.00 0.00 1.00 0.00 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 0.0 1:00 Q 00, 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 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 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 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 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 H 0:0 0.0 1.00 0:00;; 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.0 1:00 0:00' 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 • •- 0 0 0 0.0 1:00 0.00'' 0.00 0.00 0.00 0.00 1.00 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 1140 82.0 82.0=L eff. 3.80 0.00 2.73 0.00 Vwind 3.80 EVE() 2,73 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#14189:Plan 4B Diaph.Level: 2nd .... ........... .................... Panel Height . i;;:!':9: ft. Seismic V I= 1.94 kips Design Wind N-S V i= 2.01 kips ..................... Max.aspect 3.5;'SDPWS Table 4.3.4 Sum Seismic V i= 4.68 kips Sum Wind N-S V i= 5.81 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 Wnd 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 Line Usum Usum 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. leftl1 63 3.5 8.0 1.00 0;15 0.11 0,22 0.11 0.16 1.00 0.78 98 P6TN P6TN 95 2.41 1.04 0.48 -0.09 3.00 1.26 0.61 -0.04 -0.04 Ext. left 2 90 5.0 8.0 1'.00 0.15 0.16 0.31 0.16 0.22 1.00 1,00 77 P6TN P6TN 95 3.45 1.49 0.45 0.45 4.28 1.80 0.57 0.57 0.57 Ext. left'13 397 . 22 0 ....:24.0 1:00 0.15 0.72 1.37 0.70 0.98 1.00 1.00 77 P6TN P6TN 95 15.17 19.60 -0.21 -0.78 18.85 23.76 -0.23 -0.88 -0.78 i 0 0.0 0.0 1:00 0.00! 0.00 0.00 0.00 0.00 1.00 0,00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 '-'-',.•••••••••-••••••••:•,:•••• 0 0.0 0 0 1:00 0.00 0,00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 •:(10H 1:00 0.00: 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 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: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 0 0 0 0.0 1.00 0.00.: 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 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. right 58 5.0 24 5 1;00 0.'15,! 0.11 0.20 0.10 0.15 1.00 1.00 49 P6TN P6TN 62 2.23 4.55 -0.54 -1.21 2.77 5.51 -0,63 -1.40 -1.21 Ext n.ght 0 0.0 0 0 1;00 O QO 0.00 0.00 0.00 0,00 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, right 492 42,0 22 0 1:00 0.15 0.90 1,70 0.87 1,22 1.00 1.00 50 P6TN P6TN 62 18.80 34.30 -0.37 -1.05 23.36 41.58 -0.44 -1.21 -1.05 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0.I.i• i0.0 1'.00 0:001 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0 0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 <0 0 1i'00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 • 0.0 0 0 1>.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00.0 1;00 0:;00: 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 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 O OO 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 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.o 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 0,0 -:0.0 1.00 0.00! 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 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 0A 0.0 1.00 .0.00. 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1100 77.5 77.5=L eff. 2.01 3.80 1.94 2.73 1.00 EVwind 5.81 EVEQ 4,67 Notes: denotes with shear transfer denotes perferated shear wall iSB denotes iSB Shear Panel SHEET TITLE: . LATERALE W(side to side-left/right) CT PROJECT#: CT#14189:Plan 4B Diaph.Level: Roof Panel Height 8''ft. Seismic V i= 2.73 kips Design Wind E-W V I= 6.09 kips Max.aspect= SDPWS Table 4.3.4 Sum Seismic V i= 2.73 kips Sum Wind E-W V i= 6.09 kips Min.Lwall= 2.29 ft. (0.6-0.14Sds)D+0.7pQe 0.6D+W per SDPWS-2008 pt= 1.00 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LDL eff. C 0 w dl V level V abv. V level V abv. 2w/h v i Type Type v i OTM ROTM Unet U5um OTM ROTM Unet Usum Usum HD (sqft) (ft) (ft) (kif) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Front BR` 320 . .6 5 12.9 1x00 0.1`5; 1.71 0.00 0.77 0,00 1.00 1.00 118 P6TN P6 263 6.14 3.12 0.52 0.52 13.67 3.78 1.70 1.70 1.70 0 0 0 0'A 1.00 0.00 0.00 0.00 0.00 0.00 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 Bathe 250 6.6 9'.1 1.00 0.15: 1.33 0.00 0.60 0.00 1.00 1.00 91 P6TN P6 203 4.80 2.22 0.44 0.44 10.68 2.69 1.35 1.35 1.35 0 0.0 0.0 1::.00 0.00' 0.00 0.00 0.00 0.00 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 Fam1' '0 0 0 0'.0 1.00 0,00' 0.00 0.00 0.00 0.00 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 Fam2* 0 0'0 0:0 1.00 0:00:: 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0:00'.0 1.00 0.00: 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 Oso 0'.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0.00 0.00 Int:. Dir 0 0 0 0.0 1.00 0.00` 0.00 0.00 0.00 0.00 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 Kif 0 0 0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 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 Ext BR2/3 570 140 .22'.0 1.00 0.15:: 3.04 0.00 1.37 0.00 1.00 1.00 98 P6TN P6 217 10.94 11.43 -0.04 -0.04 24.35 13.86 0.79 0.79 0.79 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 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 Ext garl 0 0 0 0'.0 1.00 0.00; 0.00 0.00 0.00 0.00 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 gar2 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 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 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 d 0'.0 .0'.00.40 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 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 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 x.00: 0.00 0.00 0.00 0.00 1.00 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 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1140 27.1 27.1 =L eff. 6.09 0.00 2.73 0.00 EVvvind 6,09 E VEO 2.73 Notes: '` denotes with shear transfer "' denotes perferated shear wall iSB denotes iSB Shear Panel NOTE: 4' GARAGE WALL DESIGNED AS A STANDARD SHEAR WALL BUT CONSTRUCTED SHEET TITLE LATERAL E-W(side to side-left right) AS PART OF DOUBLE PORTAL FRAME GARAGE CT PROJECT#: CT#14189:Plan 4B • Diaph.Level: 2nd Panel Height 9 ft. Seismic V i= 1.94 ips Design Wind E-W V i= 4.56 kips Max.aspect= 3.5'SDPWS Table 4.3.4 Sum Seismic V i= 4.~: kips Sum Wind E-W V i= 10.65 kips Min.Lwall= 2.57 ft. (0.6-0.14Sds)D+0.7pQe 0.6D+W per SDPWS-2008 p t= 1.00 Table 4.3.3.5 Wind Wind 0. E.Q. p= 1.00 E.Q. E.Q. Wind Wnd 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. level V abv. 2w/h v i Type Type vi OTM RoTM Unet Usum OTM ROTM Unet Usum Usum HD (sqft) (ft) (ft) (kif) (kip) (ki. (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Front BRa ;.0 0.0 0 0 1.00 0:00.: 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0,00 0.00 0.00 0.52 0.00 0.00 0.00 1.70 1.70 0 0.0 0.0 1.00 0.001 au. 0.00 0.00 0.00 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" 0 0 0 0.0 1.00 0.00': 4.10 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.44 0.00 0.00 0.00 1.35 1.35 0 0 0 40 1;00 0.00 0,00 0.00 0.00 0.00 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 LR` 275, 9 5 16 0 1.00 0.3 1.14 3.04 0.49 1.37 1.00 1.00 195 P6 P4 440 16.70 13.17 0.40 0.40 37.62 15.96 2.45 2.45 2.45 Front entry 0 0 0 .0 0 1.00 0 :0: 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 4.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 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 Om --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Int O 0.0 0 0 1.0. O;t10. 0.00 0.00 0.00 0.00 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 675 14 0 14 0 00 0:15: 2.80 0.00 1.19 0.00 1.00 1.00 85 P6TN P6 200 10.74 7.28 0.26 0.26 25.18 8.82 1.23 1.23 1.23 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0.00 1.00 0.00 0 - --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext BR2/3 0 0.0 .0 1.00 0 00: 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 -0.04 0.00 0.00 0.00 0.79 0.79 Ext. 0 0 O 0 1:00 0`00. 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.10 0 00 S 00 0 00 .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 0.10 0.0' '.00 1.10 0.00 ° - --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 GAR ABWP 50 2.0 11'.0 1.00 0:15: 0.21 1.01 0.09 0.46 00 0.44 614 2P4 P3 609 4.91 0.82 3.07 3.07 10.96 0.99 7.47 7.47 7.47 t 41 2.'2 0.1; 0.91 1 .0 0.89 306 P4 P3 609 9.81 1.63 2.45 2.45 21.91 1.98 5.98 5.98 5.98 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 1;00 0.00:: 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1:00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 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 D 0 0 0.0 1.00 0.00'i 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 O.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 0 0 0 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 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0.00 0.00 O 0,0 0.0 1:00 0:00" 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1100 29.5 29.5 =L eff. 4.56 6.07 1.94 2.74 EVwi„d 10.63 EV E-0 4.68 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.. Plan 4B ID: Front Upper BR* Floor Level w dl= 150 plf V eq 770.0 pounds V1 eq = 385.0 pounds V3 eq = 385.0 pounds V w 1710.0; pounds V1 w= 855.0 pounds V3 w= 855.0 pounds ♦ : ► v hdr eq= 59.6 plf ► A H head = A v hdr w= 132.4 plf 1.083 v Fdragl eq= 191 F2 eq= 191 • Fdragl w= • .5 F2 425 H pier= vi eq = 118.5 plf v3 eq= 118.5 plf P6TN E.Q. . . ......... ....... ....... ....... ... ................ 5.0 vi w= 263.1 plf v3 w= 263.1 plf P6 WIND feet H total = 2w/h = 1 2w/h = 1 8.083 I Fdrag3 eq= : F4 e.- 191 feet • Fdrag3 w= 425 F4 w= 425 2w/h = 1 H sill = v sill eq = 59.6 plf P6TN mudsill ........................................... .. .. ... . .. ..... .. 2 0 EQ Wind v sill w= 132.4 plf P6TN mudsill ...........:... .............. feet OTM 6224 13822 R OTM 11262 8342 v ♦ UPLIFT -433 471 UP sum -433 471' H/L Ratios: L1= 3.3 L2= 6.4 L3= 3.3 Htotal/L= 0.63 Hpier/L1= 1.54 Hpier/L3= 1.54 L total = 12.9 feet JOB#: CT# 14189: Plan 4B ID: Front Upper BA* Floor Level wdl= 150 plf .. .............................. V eq 600.0 pounds V1 eq = 227.9 pounds V3 eq = 372.1 pounds V w= 1330.0 pounds V1 w= 505.1 pounds V3 w= 824.9 pounds I. If. v hdr eq- 66.1 p!f I. H head = n v hdr w= 146.4 plf 1.083 V Fdragl eq= 63 F2 eq= 102 F2 - 227 • Fdrag9 w= 9 H pier= v1 eq= 91.1 Of v3 eq= 91.1 plf P6TN E.Q. 3.0 v1 w= 202.0 p!f v3 w= 202.0 plf P6 WIND feet H total = 2w/h = 1 2w/h = 1 8.083 Fdrag3 eq= •. F4 e•- 102 feet A Fdrag3 w= 139 F4 w= 227 2w/h = 1 H sill = v sill eq= 66.1 plf P6TN mudsill 4.0EQ Wind v sill w= 146.4 plf P6TN mudsill ....................:.... .... feet OTM 4850 10750 R OTM 5569 4125 v v UPLIFT -88 810 IUP sum -88 810 H/L Ratios: L1= 2.5 L2= 2:5 L3= 4.1' Htotal/L= 0.89 4 i 4 0 ► Hpier/L1= 1.20 Hpier/L3= 0.73 L total = 9.1 feet JOB# CT#:14189:Plan 4B ID.Rear Upper BR23 ,Roof Level w dl_ ` 150` plf V eq 1370.0- pounds V1 eq= 418.6 pounds V3 eq= 532.7 pounds V5 eq= 418.6 pounds . V w= 3040.0 pounds V1 w= 929.0 pounds V3 w= 1182.1 pounds V5 w= 929.0 pounds .......... D v hdr eq= 68.5 plf 0. 0. H1 head=t v hdr= 151.9 Of H5 head= 1.083 Fdragl eq= 83.7 Fdrag2 eq= 106.5 Fdrag5 eq= 106.5 Fdrag6 eq= 83.7 1.083`'i.::' g w= ,t .7 Fdragl, 236.3 Fdrag5 w= 6.3 Fdrag•w= 185.7 A A Fdra1 H 1 pier= v1 eq= 114.1 plf v3 eq= 114.1 plf v5 eq= 114.1 H5 pier= 5.0 vi w= 253.1 plf v3 w= 253.1 plf v5 w= 253.1 5 0 '; feet feet H total= 2w/h= 1 2w/h= 1 2w/h= 1 8.1 v Fdrag3= ;.. Fdra..- 106.5 feet A Fdragl w= 185.699 Fdragl w= 236.3 Fdrag7eq= •..5 Fdrag8e. 83.7 v P6TN E.Q. Fdrag7w=236.3 Fdrag8w= 185.7 A P6 WIND v sill eq= 68.5 plf H1 sill= (0.6-0.14Sds)D 0.6D v sill w= 151.9 plf H5 sill= 2:0 EQ Wind 2 0 i' feet OTM 11073.7 24572.3 feet R OTM 13275 16216 v (UPLIFT -122 464 v Up above 0 0 Up Sum -122 464 H/L Ratios: L1= 37: L2- 4:0 1_3= 47 L4= 40 L5 3':7 Htotal/L= 0.40 ,o- P a D 4 D 4 4 4t. Hpier/L1= 1.36 Hpier/L3= 1.07 < L total= 20.0 feet ............................ Hpier/L5= 1.36 0'.90:L reduction JOB#: CT#14189:Plan 4B SHEARWALL WITH FORCE TRANSFER ID: Front Lower LR* Roof Level w dl= 150 plf ............................ .......................... V eq 1860.0 pounds V1 eq= 636.3 pounds V3 eq= 1223.7 pounds V w= 4180.0, pounds V1 w= 1430.0 pounds V3 w= 2750.0 pounds D D v hdr eq= 116.3 plf D H head= A v hdr w= 261.3 plf 1.083 v Fdrag1 eq= 259 F2 eq= 497 A Fdragl w= •7.1 F2 - 1117 H pier= vi eq= 195.8 p/f v3 eq= 195.8 plf P6 E.Q. 5.0 v1 w= 440.0 plf v3 w= 440.0 plf P4 WIND feet e H total= 2w/h= 1 2w/h= 1, 9.083 r Fdrag3 eq= .• F4 e.- 497 feet n Fdrag3 w=581 F4 w= 1117 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 116.3 p/f P6TN 3.0 EQ Wind v sill w= 261.3 plf P6 feet OTM 16894 37967 R OTM 9431 11520 r V UPLIFT 487 1725 Up above 0 0 UP sum 487 1725 H/L Ratios: L1= 3.3 L2= 6:5 L3= 63 Htotal/L= 0.57 4 D Q D.I4 C Hpier/L1= 1.54 D Hpier/L3= 0.80 L total= 16.0 feet AUDA [1. o e VV.i3OOP La[U[ �o100.4S A ?oraI ��ame with Hold Jowms �.�.� . n inee ed Ap?lic :ions 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 he 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. n 2014 A PA—The Engineered Wood Association PORTAL FRAME DESIGN (MIN. WIDTH = 22 1/21: EQ = 550#< EQ (ALLOW) = 1031# WIND = 1220#< WIND (ALLOW) = 1444# Table 1. Recommended Allowable De gn Vali: •s for APA Portal Frame Used on a Rigid-Base I Minimum Width Maxima eight Allowable Design(ASD)Values per Frame Segment (in.) ) Sheart"''t(Ibf) Deflection(in.) Load Factor 8 850 (1190 WIND) 0.33 3.09 16 10 625 (875 WIND) 0.44 2.97 8 1,675 (2345 WIND) 0.38 2.88 24 . ,,. 0.51 3.42 1'-10 1/2" 8 1520 EQ(2128 WIND) 1'-10 1/2" 10 1031 EQ(1444 WIND) r©undation for Wind or Seismic Loading(a,''''' (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 1* 2'to 18'rough width of opening per wind design min 1000 Ibf for single or double portal on both sides of opening t 1 z opposite side of sheathing . ..r.,7 Pony - � - wall height . • _ Fasten top plate to header lun3"c 1 i 1/4etheader y li:-:.',.::'-'71!7j.1.11;..iErtt:• with two rows of 16d ' • steel header riot allowed •� ' sinker nails at 3"o.c.typ • Fasten sheathing to header with 8d common or Min.3/8"wood structural 12' ,- galvanized box nails at 3"grid pattern as shown panel sheathing max • " total Header to jack-stud strap per wind design. P - wall Min 1000 Ibf 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. v ei i Min length of panel per table 1 A % Typical portal frame :4' I = �! x` construction VR q: Min(2)3500 lb strap-type hold-downs " (embedded into concrete and nailed into framing) :..: r' •_ Min double 2x4 post(king 'Sc and jack stud).Number of —Min reinforcing of foundation,one#4 bar � � y' 1 jack studs per IRC tables t0a! top and bottom of footing.Lap bars 15"min. .. aR502.5(1)&(2). r i Min footing size under opening is 12"x 12".A turned-down Min 1000 lb hold-down slab shall be permitted at door openings. device(embedded into 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 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 TBC 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 MiWvv.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@apawood.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 PA of,and/or reference to opinions,findings, conclusions, or recommendations included 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 Engineered Wood Association 180 Nickerson St, CT E N G UI cN.. E ER I .N- G Suite 302 Projec: e 31aAZSNN'5fr6/._ Date: ;10,15, 4,( , S9e8a1t0 ,WA A (tot)285-4512 Client: a4di + 29-)1954,5,/) Pate Number: (206)285-0618 ll Ve.= 3� 2 r 6-9 crup Wv) f"ln-:-Ast)eci-q1L) AT--17 Q —�-� - f j r, A5(l )21` fz oil# )0`7-57)Nt oc-o- 177K eerILLMA) (ZY0,2- —___ P., 5tosiy) gt-z: 6)(0,7 60) a61-2_ (5 WZ•3 Liz,‘) )1s Vort) (6.0) ii- -- 11,1 , ()V,2)0at .6e -___ 01,2i+ q ;, 6,5 zo`r s`' S X C& M /(2) ± 0, 66 6-Nun), --rb L0/4-41=i-13 �r ` ,_ 01 = 5 �.�ALS vIits �,n= 100 744 \i" Structural Engineers - WOOD FRAME CONSTRUCTION MANUAL ,,: , -. 63:. t, Table 2 2A Uplift Connection Loads from Wind i " _ • , - (For Roof-to-Wall,Wall-to-Wall,and Wall-to-Foundation) f 700-yr.Wind Speed 3-second gust(mph) 110 115 120 130 140 150 160 170 180 195 Roof/Ceiling Assembly i-- -- . Roof Span(ft) Unit Connection Loads(p1f)1';3'4'516'7 Design Dead Load , • 12. 118 128 140 164 190 219 249 281 315 369 Z 24 195 213 232 '272 315 362 412 465 521 612 0 0 psf s 36 272 298 324 380 441 506 576 650 729 856 MI 2 48 350 383 417 489 567 651 741 836 938 1100 inn PD . 60 428 468 509 598 693 796 906 1022 1146 1345 • 12 70 80 92 116 142 171 201 233 267 321 CI 24 111 129 148 188 231 278 328 381 437 528 to 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 i( 20 psf 36 32 58 84 140 201 266 336 410 489 616 .4i'i 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 1 129 161 195 249 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 1 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 is adjustment factor in Section 2.1.3.1 then reduced by the appropriate design dead load. 3 Tabulated uplift loads are specified in pounds per linear foot of wall. To determine connection requirements, i.- multiply the tabulated unit uplift load by the multiplier from the table below corresponding to the spacing of the . connectors: Connection Spacing(in.) 1 12 16 I 19.2 1 24 1 48 Multiplier 1.00 1.33 1.60 2.00 4.00 ': a 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 for wall-to-wail•or 1. • wall-to-foundation connections,tabulated uplift values shall be permitted to be reduced by 73 pif(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 !-�• •'S • header/girder span(ft.). Cripple studs need only be attached per typical uplift requirements. {Sr•i ' For jack rafter uplift connections,use a roof span equal to twice the jack rafter length.The jack rafter length • ;; _ includes the overhang length and the jack span. ,t a Tabulated uplift loads for 0 psf design dead load are included for Interpolation or use with actual roof dead loads. :,i:fit!.,. AMERICAN WOOD COUNCIL 180 Nickerson St. C T p- 0 !Eq. Suite 302 � C}��/ INC. Seattle,WA Project: 1YPkt_. v)!UC .s' 1,- . Date: 98109 (206)285-4512 FAX: Client: Page Number: (206)285-0618 _\21)M) . LO'ci) ''`' U-10) -t- __±_1121,14`) 71').. ighL 60AlfZe/rnor6 1 V(,5r- k %), ci.)\-it.45 MA4i fl4 2,2 A ' : r- Wlik6 ilo M.P (/ ut . 6 II(v 3 / 5 A, DZ . -t7 -la-, i.or • tO Cct `Ths ), -------- 4 t r6iom- 4.--'--4-,. . 0, . talip, dig ll�_�' , . - °,1 ..-7-.- 6-0,0- 7( 0,c)( -0.,-)- (0,6) . # '. - ) . 4-. 2:,. - -1.1 : - ,, - t_71 :_,A47.-.. :---0 /1-56' . : : _ L 5 , c -iii. . :. 69. em0 p OY ,00114,0 0 --3-A - TB4/16 ' ( CORM5A- ' , .,t----6( 2,t--771f1.( . . ' . . u1,-;-•-- ( ,4-‘)(2) (),0) :0,0 -,_. :5 , a ..24, <"L) ._ A5.0v� o 4 6) 417 (2i 2, 6 4A. • 14-7- *Y112/71 (P,,-5 (o,(0 -- 4-1'04 ,b - oma 1------- Kv\ilv6- CO Ftp 6vcio 'e . P) '. ----- str, ,- -131:-4*. riD P_,r.....t_i__ x-vg_ TO A,01aeL,; ,q, t Ari%Sitnec • 6t, e i--Locia -0. i,1,25(L, ,•' .01- = nal) 7.-- 611.4 DitloiA\i 1 Structural Engineers TRUSS TO WALL CONNECTION .;►:,i VAI 1i►`; # OF TRUSS CONNECTOR TO TRUSS TO TOP PLATES 111'1 11 I I 1 PLIES 1 H1 (6) 0.131" X 1.5" (4) 0.131" X 2.5" ,l(x) ,,P) 1 H2.5A (5) 0.131" X 2.5" (5) 0.131" X 2.5" >:', Ho 1 SDWC15600 - - ,r<< ii!) 2 H10-2 (9) 0.148" X 1.5" (9) 0.148" X 1.5" 11V{i mu_. 2 (2)H2.5A (5) 0.131" X 2.5" EA. (5) 0.131" X 2.5" EA. litiii +;1}.._ 2 (2)SDV,IC15600 -- - {J j�}..._ 50 3 (3)SDWC15600 - - H Y% 3,n n ROOF FRAMING PER PLAN 8d AT 6" O.C. t 2X VENTED BLK'G. 0.131" X 3" TOENAIL - �` '1W,...,.. 0.131" 6" O.G. 1 \H2,5A & SDWC15600 STYLE COMMON/GIRDER TRUSS -1 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 Al" WO(IF #OF TRUSS CONNECTOR TO TRUSS TO TOP PLATES hif1.( I rt PLIES 1 H1 (6) 0.131" X 1.5" (4) 0.131" X 2.5" 1900L_._1115 1 H2.5A (5) 0.131" X 2.5" (5)0.131" X 2.5" 555 ( 110 1 SDWC15600 - - 4P!, 115 2 H10-2 (9) 0.148" X 1.5" (9)0.148" X 1.5" 10/0 70( '1 2 (2)H2.5A (5) 0.131" X 2.5" EA. (5) 0.131"X 2.5" EA. 100 ?''f1 2 (2)SDWC15600 - - 11(I 55.10 3 (3)SDWC15600 - _ 14,`,5._._.... 34!-I ADD A35 0 48"O.C. ROOF FRAMING PER PLAN FOR.H2.5A AND 8d AT 6" D.C. 1.--...-.....„...,......... cspowcNNEscra-E-nows '•'•••...,N -1...-----...., 2X VENTEDBLK'G. IIMIli1 rig•.. ' ►=mss 1. I I 1 H2.5A & SDWC15600 STYLE iGOMMON/GIRDER TRUSS - PER PLAN TRUSS TO WALL CONNECTION TO EACH Hi 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 [ BM4-Quick Beam PACIFIC LUMBER Page 1 Project: 15:55:49 09/25/14 Job: 4ABCD Designed by: kamibH Client: POLYGON Checked by: input Data Check of 7 1/4"x16" UW-2.1E-Balanced Layup-APA IJC-SP ti Left Cantilever: None Main Span: 16'6" Right Cantilever: None Check for repetitive use? No Tributary Width:0' Slope:0 Dead Load:0 psf Live Load:0 psf Snow Load: 0 Allow. LL Deflection: U360 Allow.TL Deflection:U240 DOL: 1.150 (3 in Maximum) Eb:2100000 psi F,,:270 psi Fb:3000 psi User Defined Loads Load Case Load Distance(s)to Load Load at • Load at Type Start Length Start End ft ft pif pif. Floor Live Uniform 0' 16'6" 380 Dead Uniform 0' 16'6" 143 Dead Uniform 0' 16'6" 100 Snow Condition 1 Uniform 0' 16'6" 1140 Design Checks Reaction Bending-X Shear LL Defl. TL Defl. lb psi psi in in Max.Value 14544.8 2327.47 154.832 -0.4878 -0.5658 Allowable 16095 3382.8 310.5 0.55 0.825 %of Allow. 90 1 69 14 50 1 88 1 68 Location 0' 8'3" 1'5-1/2" 8'3" 8'3" Reactions and Bearing Support Location Min. Bearing Reaction ft in lb 0' 2.738 14544.8 16'6" 2.738 14544.8 Self-weight of member is not included. Member has an actual/allowable ratio in span 1 of 90 1%. Design is governed by reaction. Governing load combination is Dead+Snow Condition 1. Maximum hanger forces: 14544.8 lb(Left)and 14544.8 lb(Right). Timber design is governed by NDS 1997. Program Version 9.1 -5/11/2005 ,001 POLYGON 10-26-12 , 4ABC 11/2012 12:30pm 4 ' R O S E R U R G J1 MAIN 1 of 1 KeyBeam®4.600d kmBeamEngine 4.600s1 Materials Database 1381 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: KYB1 u °s,:t:`s Hsubs ^his w"',. �V+ �.,a.*�. '�, moi:,.,,,.« "ar,.� «...:;. �ti'd z'�t .. ...C s;�« « x �,...rvx ..,- rw. yn .� „s,.. ..}.,xdX� '.«eva .. .;I .;1I. : ,..sr,. +Y..;s,.€"F`�,....q. eP G�:..x„s ,, :.x &e .., .4°.'2e ., K.k"r°a„5..:r ,.er vxnx $c,:,. ;.xA rtI s,�... �,. .a^ �,�. �..e, �Y "Y ,x �° :v'R�&r '�,„,�;,(�r�'x� x� w�.; �t �,s� .y�.. .�'+`"qa�-.: `"� €.c.;:c5 a(t�c,��,� sw�:."�� F�1`'o�3 at,� L�"`""�C.z A� ,�.;� __��a9€«-��.'�`�;�.�i.�.��.z�ig.,...+��u..�.��:�i.... .�k:"�>�.�...`.�,��.�a.aF...�..,%". �i'.`�t..�,:�`.3`k....,.E, l`�i��.,.,.ra„5�..s.��». ,`�`�....,,3u'�.._.....,..'E�.......... k.�w.,_.:�.� ,..�.,E.ar�:.::.�'�:.a...+5 z.�..�...a,...a�� m,amr�.c�w..��-r«:,��x ��.�,.�-<�..wu.,�..:� �ra �:.. ,... .�+, it, r / e e 11 0 0 11 0 0 p 22 0 0 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall Douglas-Fir-Larch 3.500" 1.750" 380# -- 2 11' 0.000" Wall Douglas-Fir-Larch 3.500" 3.500" 1121# -- 3 22' 0.000" Wall Douglas-Fir-Larch 3.500" 1.750" 380# -- Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Live Dead 1 302#(189p1f) 78#(49p1f) 2 863#(539p1f) 259#(162p1f) 3 302#(189p1f) 78#(49p1f) Design spans 10' 9.375" 10' 9.375" Product: 9 112" RFPI-20 19.2" 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 863.'# 2820.'# 30% 4.53' Odd Spans D+L Negative Moment 1209.'# 2820.'# 42% 11' Total Load D+L Shear 561.# 1220.# 45% 11' Total Load D+L End Reaction 380.# 1151.# 32% 0' Odd Spans D+L Int.Reaction 1121.# 1775.# 63% 11' Total Load D+L TL Deflection 0.0899" 0.5391" L/999+ 16.93' Even Spans D+L LL Deflection 0.0764" 0.2695" L/999+ 5.07' Odd Spans L Control: Max Int.React. DOLs: Live=100% Snow=115% Roof=125% Wind=160% A*;,,,, All product names are trademarks of their respective owners KAM I L.B ELWOOD " • EWP MANAGER n .2-&-1;,-„,..,44•344., e t Tatiti.`v;Copyright(C)1987-2012 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. PACIFIC LUMBER&TRUSS ed .tr.r." LAKE OSWEGO,OREGON **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 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. 503-479-331 7