Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
Specifications (81)
I �q St,� ►�2Q �� c� �tv'cl . CT ENGINEERING Structural Engineers 180 Nickerson Street Suite 302 Seattle, WA 98109 INC. 6x.2885.4512 (V) 206.285.0618 (F) FIVED 3 7 2017 #15238 LI -ARD BUILDING DIVISION Structural Calculations ,��R GNF '�'R 41$ River Terrace .; 60 Plan 7 Elevation D VIRE A► Tigard, OR RFs 1-2 'G%\``'`,,\9i° -)\° Design Criteria: 2012 IBC (ORSC, OSSC) ASCE 7-10 Wind Speed: 120(ULT); 93(ASD); Kzt=1 .0 Seismic: Ss=0.972, S1 =0.423, SDC=D Roof Snow Load = 25 psf Site Class = D, Bearing = 2000 psf Client: Polygon Northwest Company 109 East 13th Street, Suite 200 Vancouver, WA 98660-3229 Ph: 360.695.7700 Fax: 360.693.4442 Architect: Milbrandt Architects 25 Central Way, Suite 210 Kirkland, WA 98033 Ph: 425.454.7130 Fax: 425.646.0945 CT ENGINEERING INC 180 Nickerson St. Suite 302 Seattle,WA 98109 (206)285-4512(V) (206)285-0618(F) Polygon Northwest Company Multiple locations in Tigard, OR DESIGN SUMMARY: (Note- Dual reference for Plan 3 also includes Plan 3713) The proposed project is to be single-family homes. We understand that these homes are to be constructed in multiple locations throughout Tigard, Oregon. Design parameters are as noted below: The structures are two-story wood-framed. Roof framing is primarily with pre-manufactured pitched chord wood trusses. Upper floor framing is primarily with pre-manufactured parallel chord wood trusses. Floor framing over crawlspace is primarily pre-manufactured wood joists. The foundations are to be conventional spread footings. Wind design is based on the ASCE 7-10 MWFRS (Envelope Procedure)for 120 mph ultimate wind speed, exposure category B, and with a Kzt value of 1.00. Lateral design is based on the ASCE 7-10 "equivalent lateral force" procedure with Ss equal to or less than 1.10 and S1 equal to or less than 0.50 and with soil classification "D". Plywood or OSB shearwalls are the primary lateral force resisting system (R=6.5). . Foundations have been sized for Class 4 soils as defined in IBC 1806.2. Codes considered; 2012 IBC, and currently adopted ORSC and OSSC. SHEET TITLE: DEAD LOAD SUMMARY CT PROJECT# : Plan 2613 ROOF Roofing 3.5 psf Roofing-future 0.0 psf 5/8"plywood (O.S.B.) 2.2 psf Trusses at 24"o.c. 4.0 psf Insulation 1.0 psf (1) 5/8"gypsum ceiling 2.8 psf Misc./Mech. 1.5 psf ROOF DEAD LOAD 15.0 PSF FLOOR floor finish 4.0 psf NO gypsum concrete 0.0 psf 3/4" plywood (O.S.B.) 2.7 psf joist at 12" 2.5 psf Insulation 1.0 psf (1) 1/2"gypsum ceiling 2.2 psf Misc. 2.6 psf FLOOR DEAD LOAD 15.0 PSF 16 ' S9.1 IT 71 N (2)2X8 HDR (2)2X8 HDR +------+________.______+----.-----+ / RB.d1 RB.d1 / \ / \ / \ / . \ / I \ / \ / . \ / / \ / . \ / 19 /.••• • . N. / 19 • \ 10 S9.1 S9.1 N N z C.., N GT r N / N\ / GT.d5 . \ / . . \ / . . . . . \ / . . . . \ i,•• i•.. \ / . . \ / . , I z> 2 , .• : • . . • , • Li I i . ROOF TRUSSES AT 24" O.C. TYP. A .. r. 00 i • 1 XI 4 i 1 C4 .• ..._,.. 8 S9.1 • • . . GT GT.d2 -- 1—.-- 16 - 1 ....... S9.1 i . . + I . ID I o I , ""• . ... .. I 1-7551m -CI' 16 1 c4 S9.1 C ""'•' '." ..: / i / I C : . 1— .,„...; . cD e ''.',.,..,i,. 111'. ---<\ \ . ...,,,..„ 1:e \ c,i1.1 1 \ i \ I i n N C 09 ...... 1\ 1 — X I -0 .4-r• Ll\\ ---`I a). \ .,124 D •z.t,c I.• '0 ,. • F, \ ;•••.':•.ii.•••.••''••:!•.•:.: • \\ \\\\ \ \ .• i \ .• • \ M !_.0 / GT \ RB.d3 \ • / • • . / • i )-- I S9.1 RB.d4 MIN. JR \ . , / / -1-----E--1-- --F- I \\J 0 16 (2)2X8 CONT. HDR S9.1 CT# 14252 2014.10.17 1/4" = 1.-0" (11x17) PLAN 2613D ROOF FRAMING PLAN 1/4"=1.-0" FRENCH REVIVAL D MP 0 r ±»»»gym $ is p\ if iii t t : �7 ,, } . ,( [ . .r, \ .• '!1 /L - • -- \ . - WASHERms bI ____, ..,„ ( DRYERI SIDE :„ , j , \ : \ ` It • • :. o / a: . 9 ~ F- (� ,200 : x ,1 �. § y_ yw - . kms : % ,i--Th. / , . � . :! / j� \ / ° ; \ Oil zMS137 4:1009 11, . o c . lir s z z 4:100 CT# 14252 2014.10.17 1/e = 1'9. (11x17) PLAN 261 3 D UPPER LEVEL SHEARWALLS 1/4"=1'-0" FRENCH REVIVAL P3 19 a S9.1 An \ GABLE IEND TRUSS \ 1 CONT. 4x12 HDR � STHD14 B.d1 STHD1 _ STI-101A ROOF TRUSSES AT 24" O.C. TYP. 9.-6" 6x6 POST 6x6 POST 5 5x19.5 -T9 SDR 'Q _TS=5 �Ql T _-JPl_.DL- �1- T T_ � reel 3 79 d2 oc F- 0 d Ath m AS 0 ".;.---.119r N �: T ABOVE N GT A l_ LJ CC0 0 0 J ® 0I91 • 014 S 014 11 ---- III 1%x14LL - In ii„ I _ --- P6 ENTIRE 6x6 POST VI 1 F � i ` I SIDE --_....r -- , 214" FLOOR TRUSSES ROOF TRUSSES )2x 0 HD' ( o � 4.4__ AT 24" O.C.4-4449—�''''i.d. 6 ' \\ I�= a �-. _J .-- ---T--- I ---T-- I �-� \\ o V �� \ S I 2 _..... / x ENTIRE O LEDGER \`\I ra 1111L • r GT ABOVE _—_� SIDE F62 Zx10 HO � ---- II,-;,- I O I4 L —..... ----._.........__.........................._.._..,_. r© FSM 2 GT ABOVE B.d15 1 Vi7 1100 0 ce 0 x Ib N1 ^i BLOCKOUT FOR Ty g y 1 MICROWAVE EXHAUST. 0 i....._._ 0 13" CLEAR x I IN. aZ-, I 59.0 _..__._.,I x PICTURE FRAME o I q w a ' o OPENING. DIMS v I Ip C) °� I ARE TO STUDS. ca CT)C9 I =ip o cv •- O 1I ,. '- x x 1 s-I 4 N P4 U al + i.11�Z L __yI�II��. I Y 59.0 \ •di m I I I - FIXTURES N i.._...__-..._,_.._..___. . ABOVE �_ . . .r-�-6X6 POST 8 o CT�7 x E-1 I�x� �I , a IJ N o nl I• I{tI 2x ROOF � 01 L_FA I o r c� EY x — 1 FRAMING I 9 I I , I I I__a I x I1 I I GT ABOVE 59.0 0 � B..dSf=-J ti oa5 GT ABOVE ..2_. -- mo"0 -T- 1� 'R"'T �' ' I- p:'=... 1 0(2)2!70 NOR Y4x14 114 LVL LVL - 11 _ 59.0• 59.0 ' ' 2x1C HDR(2)2x1 HDR'2)2x10 HOP I �� ----R----.-- 0 '.d10B. 10 B.d10 zw 72 I a,n AM mw, A All ® ® I - - -�� ^I , 1 4x8 HDR Q ,' _ !� 6 6x6 P.T. POST 51.2 B.d21 0 ALL HEADERS CHANGED TO (2)2x10 U.N.O. LOWER LEVEL SHEARWALLS Plan 7D UPPER LEVEL FLOOR FRAMING 1/4"=l'-0" FRENCH REVIVAL 22'-0" i l'-10Y2" 16'-3" 3'-1072" '01 e 15 P3 STI-1014 S6.0 STH014 � F _ � � S. al Ncr VP N N 31i" CONC. SLAB ® OVER 4" FREE DRAINAGE MATERIAL OVER COMPACTED FILL 0 I}- i, r ''---Fa , I --d- VERIFY * 1__________..,_,a _il VERIFY GARAGE SLAB HEIGHT 7 1.1, WITH GRADING PLANa o o N e co e0 14 1_ 18'-072" 3'-11Y 1 14 S6.0 ' / ' S6.0 M m J I r _ 9-0" , I -16" If 1--- 1 IN 3r CONC" m© VARIES : MIN. D7 1 1 ABOVE -14" I SIM.�NW -3" FROM TOP OF Ir 17 0 PATIO SLAB �1,. STEM WALL 11 1- P4 STHD14 IL-_J1 J SLOPE _ L ® " J 1 1 2"DN . _ iii--- CT Z I I I - 11 S6.0 1 I STHD14 Z j 1 ` 43/4'2- ^ 3'-93/4" 2X4 PONY WALL 7 18X24 CRAWL FIXTURE ABOVE\ I ABU66 IL AT HIGH FDN. n I PACE ACCESS ter �' I Y' `v T I —'-' ©0 I;,, I Di S6.0 I I- H■ �'� - N„.•:, li , ' •N L J rn 1 18X36X1O 1 '' QC II1 tO 1 ® ? (2) #4, (3) #4 / K n 1 I 1 ,-1 J n 5. N. I 13/4X93¢LVL 1 o' -- - -' - ---03 1"--135X9Yz LVL ----- THISIo ^� 3&4 CENTER U/ WALL -� 1 J D1 I 56.0 �.�� 9•-0/4” II Q I , 16 ''.,,,0- Irx Mk 30X30X10 m Z z , FINISHED FLOOR } . FOOTING W/ ®i 0 r U Q AT +0'-0" .sro a� (3) #4 EA. WAY IQ 0 m� o THIS( j P.T. 4X4 POST • • Z SIDE I T 1 TYP. U.N.O. N. o L J �+, �U- M" 9)"I-JOISTS AT 19.2" O.C. ,-1 ITYPICAL w 1 I I-12%"I I S 11'-73/4" 14'-43/4" A N , Ln N Et—I N ♦I 4I I 9-83/4" ,moi L I J 1' x E-' 1%aX9Y LVL — - j�_11 3OX3OXID U I / i FOOTING W/ C) (3) #4 EA. WAY M 1 18"x18"x10" FTG. - -12Yz o I 442, W/ (2) #4 EW �� L_I I 6X6 P.T. POST 7� lin 17 I TYP. U.N.O. ` -, All I L+.J lo 10 & 4 134X97 LVL SIM.S6.0 D1 SIM. -3" ` • �J —r -- — — — — 2X PONY • . WALL �, Z / L__ �I io m `n j\ 6,1, _ rFr IL 7 A < o ,* `TART FRMG.I 56.0 SIM.( -3" I / S6.0 51. I & 6 I t— L -1 A u 'n 1 • � 1-'-- 11 07 S6.0 I I�1mi v 1 I1I " c. sup_ I LSTHD7'41 I r— --�;o \_ STHD14 P2 J SLOPE 172" L----, 1 16'-672 i-- 9'-5Y 'OD IIn -67" TOP OF SLABS i I/ -10" TOP OF 8" I I I STEM WALL J v -..!i r 77 1 Title: PLAN 2613 Job#14189 Dsgnr: TRE Date: 5:36PM, 16 SEP 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev: 580006 User:KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist Page 1 (c)1983-2003 ENERCALC Engineering Software 14189 Plan 2613 ecw ROOF FRAMING ;'.. Description 2613D ROOF GT reactions 7 Timber Member Information GT.d1 GT.d2 GT.d3 GT.d4 GT.d5 Timber Section 3.125x18 3.125x19.5 3.125x18 3.125x18 3.125x13.5 Beam Width in 3.125 3.125 3.125 3.125 3.125 Beam Depth in 18.000 19.500 18.000 18.000 13.500 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 Timber Grade uglas Fir,24F- Douglas Fir,24F- Douglas Fr,24F- Douglas Fir,24F- Douglas Fir,24F- V4 V4 V4 V4 V4 Fb-Basic Allow psi 2,400.0 2,400.0 2,400.0 2,400.0 2,400.0 Fv-Basic Allow psi 240.0 240.0 240.0 240.0 240.0 Elastic Modulus ksi 1,800.0 1,800.0 1,800.0 1,800.0 1,800.0 Load Duration Factor 1.150 1.150 1.000 1.000 1.150 Member Type GluLam GluLam GluLam GluLam GluLam Repetitive Status No No No No No Center Span Data Span ft 16.50 22.00 25.00 25.00 22.00 Dead Load #/ft 30.00 30.00 75.00 75.00 75.00 Live Load #/ft 50.00 50.00 125.00 125.00 125.00 Dead Load #/ft 165.00 165.00 Live Load #/ft 275.00 275.00 Start ft 8.000 4.000 End ft 16.500 14.000 Point#1 DL lbs 938.00 938.00 LL lbs 1,562.00 1,562.00 ©X ft 8.000 4.000 Point#2 DL lbs 938.00 LL lbs 1,562.00 @ X ft 14.000 Results Ratio= 0.5338 0.8299 0.4669 0.4669 0.5542 Mmax @ Center in-kI 248.60 451.92 187.50 187.50 145.20 @ X= ft 8.05 10.91 12.50 12.50 11.00 fb:Actual psi 1,473.2 2,281.9 1,111.1 1,111.1 1,529.7 Fb:Allowable psi 2,760.0 2,749.7 2,379.7 2,379.7 2,760.0 Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 103.8 155.3 58.7 58.7 70.7 Fv:Allowable psi 276.0 276.0 240.0 240.0 276.0 Shear OK Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 1,091.96 2,413.54 937.50 937.50 825.00 LL lbs 1,819.25 4,021.00 1,562.50 1,562.50 1,375.00 Max.DL+LL lbs 2,911.21 6,434.54 2,500.00 2,500.00 2,200.00 @ Right End DL lbs 1,743.54 1,772.45 937.50 937.50 825.00 LL lbs 2,905.25 2,953.00 1,562.50 1,562.50 1,375.00 Max.DL+LL lbs 4,648.79 4,725.45 2,500.00 2,500.00 2,200.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.127 -0.351 -0.241 -0.241 -0.343 UDefl Ratio 1,564.2 752.5 1,244.2 1,244.2 770.2 Center LL Defl in, -0.211 -0.585 -0.402 -0.402 -0.571 UDefl Ratio 938.9 451.6 746.5 746.5 462.1 Center Total Defl in -0.337 -0.935 -0.643 -0.643 -0.914 Location ft 8.448 10.824 12.500 12.500 11.000 UDefl Ratio 586.7 282.2 466.6 466.6 288.8 Title: PLAN 2613 Job#14189 Dsgnr: TRE Date: 4:33PM, 16 SEP 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev:580006 User:KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist Page 1 (c)1983-2003 ENERCALC Engineering Software 14189 Plan 2613 ecw:ROOF FRAMING Description 2613D ROOF FRAMING Timber Member Information RB.d1 RB.d2 RB.d3 RB d4 RB.d5 RB.d6 RB.d7 Timber Section 2-2x8 2-2x4 2-2x8 2-2x4 2-2x8 2-2x8 2-2x8 Beam Width in 3.000 3.000 3.000 3.000 3.000 3.000 3.000 Beam Depth in 7.250 3.500 7.250 3.500 7.250 7.250 7.250 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade Hem Fir,No.2 Hem Fir,No.2 Hem Fir,No.2 Hem Fir,No.2 Hem Fir,No.2 Hem Fir,No.2 Hem Fir,No.2 Fb-Basic Allow psi 850.0 850.0 850.0 850.0 850.0 850.0 850.0 Fv-Basic Allow psi 150.0 150.0 150.0 150.0 150.0 150.0 150.0 Elastic Modulus ksi 1,300.0 1,300.0 1,300.0 1,300.0 1,300.0 1,300.0 1,300.0 Load Duration Factor 1.150 1.150 1.150 1.150 1.150 1.150 1.150 Member Type Sawn Sawn Sawn Sawn Sawn Sawn Sawn Repetitive Status No No No No No No No Center Span Data Span ft 5.50 2.50 5.50 3.00 3.00 5.50 4.50 Dead Load #/ft 75.00 75.00 60.00 60.00 75.00 75.00 195.00 Live Load #/ft 125.00 125.00 100.00 100.00 125.00 125.00 325.00 Results Ratio= 0.2944 0.2088 0.2355 0.2405 0.0876 0.2944 0.5124 Mmax @ Center in-k 9.07 1.87 7.26 2.16 2.70 9.07 15.79 @ X= ft 2.75 1.25 2.75 1.50 1.50 2.75 2.25 fb:Actual psi 345.3 306.1 276.2 352.7 102.7 345.3 601.0 Fb:Allowable psi 1,173.0 1,466.3 1,173.0 1,466.3 1,173.0 1,173.0 1,173.0 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 29.7 27.4 23.8 27.7 12.4 29.7 59.4 Fv:Allowable psi 172.5 172.5 172.5 172.5 172.5 172.5 172.5 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 206.25 93.75 165.00 90.00 112.50 206.25 438.75 LL lbs 343.75 156.25 275.00 150.00 187.50 343.75 731.25 Max.DL+LL lbs 550.00 250.00 440.00 240.00 300.00 550.00 1,170.00 @ Right End DL lbs 206.25 93.75 165.00 90.00 112.50 206.25 438.75 LL lbs 343.75 156.25 275.00 150.00 187.50 343.75 731.25 Max.DL+LL lbs 550.00 250.00 440.00 240.00 300.00 550.00 1,170.00 1 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in] -0.012 -0.005 -0.010 -0.008 -0.001 -0.012 -0.015 UDefl Ratio 5,293.7 6,341.9 6,617.1 4,587.6 32,619.9 5,293.7 3,717.4 Center LL Defl in -0.021 -0.008 -0.017 -0.013 -0.002 -0.021 -0.024 UDefl Ratio 3,176.2 3,805.1 3,970.3 2,752.5 19,571.9 3,176.2 2,230.4 Center Total Defl in -0.033 -0.013 -0.027 -0.021 -0.003 -0.033 -0.039 Location ft 2.750 1.250 2.750 1.500 1.500 2.750 2.250 UDefl Ratio 1,985.1 2,378.2 2,481.4 1,720.3 12,232.5 1,985.1 1,394.0 Title: PLAN 7A Job#14301 Dsgnr: TSW Date: 2:13PM, 1 MAR 16 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev: 580006 User:KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist Page 1 (c)1983-2003 ENERCALC Engineering Software PLAN 7 ABD ECW Floor Framing ., r:.. ,,.;.semi„.. <..,.,a a �•a�... r„ •. .u.:• •3..r ,,�...e. Description 2613D FLR FRMG 1 OF 3 Timber Member Information code Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined B.d1 B.d2 B.d3 B.d4 B.d5 B.d6 B.d7 Timber Section 4x12 5.5x19.5 LVL:1.750x14.000 2-2x8 5.5X14 IJC 4x8 2-2x8 Beam Width in 3.500 5.500 1.750 3.000 5.500 3.500 3.000 Beam Depth in 11.250 19.500 14.000 7.250 14.000 7.250 7.250 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade Douglas Fir- Rosboro,Bigbeam level,LSL 1.55E Hem Fir,No.2 Rosboro,Bigbeam Douglas Fir- Hem Fir,No.2 Lards,No.2 2.2E 2.2E Larch,No.2 Fb-Basic Allow psi' 900.0 3,000.0 2,325.0 850.0 3,000.0 900.0 850.0 Fv-Basic Allow psi 180.0 300.0 310.0 150.0 300.0 180.0 150.0 Elastic Modulus ksi 1,600.0 2,200.0 1,550.0 1,300.0 2,200.0 1,600.0 1,300.0 Load Duration Factor 1.150 1.150 1.150 1.000 1.000 1.000 1.150 Member Type Sawn GluLam Manuf/Pine Sawn Manuf/Pine Sawn Sawn Repetitive Status No No No No No No No Center Span Data ,., .., �.. a,.NC. ,, ,:;, .. -•fly . .....:. :, ,_ Span ft 16.50 22.00 4.00 3.50 18.00 4.50 4.50 Dead Load #/ft 75.00 77.00 150.00 195.00 195.00 195.00 75.00 Live Load #/ft 125.00 128.00 400.00 520.00 520.00 520.00 200.00 Dead Load #/ft 168.00 175.00 Live Load #/ft 300.00 125.00 Start ft End ft Results Ratio= 0.9717 0.4315 0.0864 0.4901 0.6447 0.6054 0.5666 Mmax @ Center in-k 81.67 488.60 13.20 13.14 347.49 21.72 17.47 @ X= ft 8.25 11.00 2.00 1.75 9.00 2.25 2.25 fb:Actual psi 1,106.3 1,401.8 230.9 499.9 1,934.1 708.3 664.6 Fb:Allowable psi 1,138.5 3,248.2 2,673.8 1,020.0 3,000.0 1,170.0 1,173.0 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 55.8 88.6 28.6 56.6 109.3 70.0 65.7 Fv:Allowable psi 207.0 345.0 356.5 150.0 300.0 180.0 172.5 LShear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL lbs' 618.75 2,695.00 300.00 341.25 1,755.00 438.75 562.50 LL lbs 1,031.25 4,708.00 800.00 910.00 4,680.00 1,170.00 731.25 Max.DL+LL lbs 1,650.00 7,403.00 1,100.00 1,251.25 6,435.00 1,608.75 1,293.75 @ Right End DL lbs 618.75 2,695.00 300.00 341.25 1,755.00 438.75 562.50 LL lbs 1,031.25 4,708.00 800.00 910.00 4,680.00 1,170.00 731.25 Max.DL+LL lbs 1,650.00 7,403.00 1,100.00 1,251.25 6,435.00 1,608.75 1,293.75 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK -, .x..,,, .U,., ; .. Center DL Defl in -0.188 -0.173 -0.001 -0.005 -0.166 -0.010 -0.019 UDefl Ratio 1,051.9 1,528.6 34,459.7 7,900.8 1,297.6 5,337.8 2,899.5 Center LL Defl in -0.314 -0.302 -0.004 -0.014 -0.444 -0.027 -0.024 UDefl Ratio 631.1 875.0 12,922.4 2,962.8 486.6 2,001.7 2,230.4 Center Total Defl in -0.502 -0.474 -0.005 -0.019 -0.610 -0.037 -0.043 Location ft 8.250 11.000 2.000 1.750 9.000 2.250 2.250 UDefl Ratio 394.5 556.5 9,398.1 2,154.8 353.9 1,455.8 1,260.7 Title: PLAN 2613 Job#14189 Dsgnr: TRE Date: 4:35PM, 16 SEP 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev: 580006 User:KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist Page 1 (c)1983-2003 ENERCALC Engineering Software 14189_Plan_2613 ecw:Floor Framing . s; Description 2613D FLR FRMG 2 OF 3 Timber Member Information a ., ';; ,, .. ,,,,, Bd8 B.d9 B.d10 B.d11 B.d12 B.d13 B.d14 Timber Section 2-2x8 2-2x8 4x8 4x10 2-2x8 2-2x8 2-2x8 Beam Width in 3.000 3.000 3.500 3.500 3.000 3.000 3.000 Beam Depth in 7.250 7.250 7.250 9.250 7.250 7.250 7.250 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade Hem Hr,No.2 Hem Fr,No.2 Douglas Fr- iLevel,LSL 1.55E Hem RI',No.2 Hem Fir,No.2 Hem Fir,No.2 Larch,No.2 Fb-Basic Allow psi 850.0 850.0 900.0 2,325.0 850.0 850.0 850.0 Fv-Basic Allow psi 150.0 150.0 180.0 310.0 150.0 150.0 150.0 Elastic Modulus ksi 1,300.0 1,300.0 1,600.0 1,550.0 1,300.0 1,300.0 1,300.0 Load Duration Factor 1.000 1.150 1.150 1.150 1.150 1.150 1.150 Member Type Sawn Sawn Sawn Sawn Sawn Sawn Sawn Repetitive Status I No No No No No No No Center Span Data Span ft 3.00 3.50 3.50 2.50 5.00 2.50 3.50 Dead Load #/ft 75.00 15.00 30.00 120.00 120.00 120.00 120.00 Live Load #/ft 200.00 40.00 80.00 320.00 320.00 320.00 320.00 Dead Load #/ft 175.00 175.00 160.00 175.00 175.00 175.00 Live Load #/ft 125.00 125.00 100.00 125.00 125.00 125.00 Start ft End ft Point#1 DL lbs 2,228.00 LL lbs 3,712.00 @ X ft 1.750 Results Ratio= 0.2896 0.2116 0.1648 0.2590 0.9002 0.2250 0.4411 Mmax @ Center in-k 7.76 6.52 6.80 40.89 27.75 6.94 13.60 @ X= ft 1.50 1.75 1.75 1.75 2.50 1.25 1.75 fb:Actual psi 295.4 248.2 221.7 819.2 1,055.9 264.0 517.4 Fb:Allowable psi 1,020.0 1,173.0 1,345.5 3,208.5 1,173.0 1,173.0 1,173.0 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 35.7 28.1 25.1 92.3 97.0 33.2 58.6 Fv:Allowable psi 150.0 172.5 207.0 356.5 172.5 172.5 172.5 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions •: a v.. .: ._.'&�Y..,, :': .. orryr/..., ;, .. ::: .,,,.rY.'yih,,. ;1;.. M 1.i.:+'?,k...':.. 5.::,//Y/.G-'•.3 ...::b, y,3 x. .,, :.,,;i'_ @ Left End DL lbs 375.00 332.50 332.50 818.40 737.50 368.75 516.25 LL lbs 487.50 288.75 315.00 1,513.60 1,112.50 556.25 778.75 Max.DL+LL lbs 862.50 621.25 647.50 2,332.00 1,850.00 925.00 1,295.00 @ Right End DL lbs 375.00 332.50 332.50 1,709.60 737.50 368.75 516.25 LL lbs 487.50 288.75 315.00 2,998.40 1,112.50 556.25 778.75 Max.DL+LL lbs 862.50 621.25 647.50 4,708.00 1,850.00 925.00 1,295.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.004 -0.005 -0.004 -0.003 -0.033 -0.002 -0.008 UDefl Ratio 9,786.0 8,108.7 11,643.2 9,677.0 1,791.3 14,330.6 5,222.5 Center LL Defl in -0.005 -0.004 -0.003 -0.005 -0.051 -0.003 -0.012 UDefl Ratio 7,527.7 9,337.3 12,290.1 5,497.3 1,187.5 9,500.1 3,462.1 Center Total Defl in -0.008 -0.010 -0.007 -0.009 -0.084 -0.005 -0.020 Location ft 1.500 1.750 1.750 1.360 2.500 1.250 1.750 UDefl Ratio 4,254.8 4,339.9 5,979.0 3,505.8 714.1 5,712.9 2,082.0 Title: PLAN 2613 Job#14189 Dsgnr: TRE Date: 4:35PM, 16 SEP 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev: 580006 User:KW-0602997 Ver 5.8.0,:I-Dec-2003 Timber Beam & Joist Page 1 (c)1983-2003 ENERCALC Engineering Software 14189 Plan 2613 ecw:Floor Framing „ ,sr.zrsrir<_a.raar,<.h..s,�.a:+�>s .a�F�,.,a.a; .�ax.e a•.. Description 2613D FLR FRMG 3 OF 3 Timber Member Information B.d15 B.d16 B.d17 B.d21 porch Timber Section 2-2x8 2-2x8 LVL:1.750x14.000 2-2x8 Beam Width in 3.000 3.000 1.750 3.000 Beam Depth in 7.250 7.250 14.000 7.250 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 Timber Grade Hem Fr,No.2 Hem Fr,No.2 iLevel,LSL 1.55E Hem Fir,No.2 Fb-Basic Allow psi 850.0 850.0 2,325.0 850.0 Fv-Basic Allow psi 150.0 150.0 310.0 150.0 Elastic Modulus ksi 1,300.0 1,300.0 1,550.0 1,300.0 Load Duration Factor 1.150 1.150 1.000 1.150 Member Type Sawn Sawn Manuf/Pine Sawn Repetitive Status No No No No Center Span Data Span ft 4.50 4.00 16.50 6.00 Dead Load #/ft 15.00 30.00 60.00 Live Load #/ft 40.00 80.00 100.00 Dead Load #/ft 160.00 60.00 Live Load #/ft 100.00 100.00 Start ft End ft Results Ratio= 0.3104 0.1246 0.3380 0.2803 Mmax @ Center in-k1 9.57 3.84 44.92 8.64 @ X= ft 2.25 2.00 8.25 3.00 fb:Actual psi 364.1 146.1 785.8 328.8 Fb:Allowable psi 1,173.0 1,173.0 2,325.0 1,173.0 Bending OK Bending OK Bending OK Bending OK fv:Actual psi 36.0 15.5 48.0 26.5 Fv:Allowable psi 172.5 172.5 310.0 172.5 Shear OK Shear OK Shear OK Shear OK [Reactions @ Left End DL lbs; 393.75 120.00 247.50 180.00 LL lbs 315.00 200.00 660.00 300.00 Max.DL+LL lbs 708.75 320.00 907.50 480.00 @ Right End DL lbs 393.75 120.00 247.50 180.00 LL lbs 315.00 200.00 660.00 300.00 Max.DL+LL lbs 708.75 320.00 907.50 480.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.013 -0.003 -0.081 -0.014 UDefl Ratio 4,142.2 17,201.9 2,454.8 5,096.9 Center LL Defl in -0.010 -0.005 -0.215 -0.024 UDefl Ratio 5,177.8 10,321.1 920.5 3,058.1 Center Total Defl in -0.023 -0.007 -0.296 -0.038 Location ft 2.250 2.000 8.250 3.000 UDefl Ratio 2,301.2 6,450.7 669.5 1,911.3 Title: PLAN 2613 Job#14189 Dsgnr: TRE Date: 4:35PM, 16 SEP 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev: 580006 User:KW-0602997,ver 5.8.0,1-Dec-2003 Timber Beam & Joist Page 1 (c)1983-2003 ENERCALC Engineering Software 14189_Plan_2613.ecw:CRAWLSPACE FRAMING ,s-xa$ S.¢..Y<.UA;'.m;.m ✓v> x?fY."s;:yVi^f... x< •'✓•." Description 2613 ABCD CRAWLSPACE FRAMING Timber Member Information lYP BEAM Timber Section 4x8 Beam Width in 3.500 Beam Depth in 7.250 Le:Unbraced Length ft 0.00 Timber Grade Douglas Fir- Larch,No.2 Fb-Basic Allow psi 900.0 Fv-Basic Allow psi 180.0 Elastic Modulus ksi 1,600.0 Load Duration Factor 1.000 Member Type Sawn Repetitive Status No Center Span Data Span ft 5.75 Dead Load #/ft 195.00 Live Load #/ft 520.00 Results Ratio= 0.9884 Mmax @ Center in-k 35.46 @ X= ft 2.87 fb:ActualP si 1,156.5 Fb:Allowable psi 1,170.0 Bending OK fv:Actual psi 96.2 Fv:Allowable psi 180.0 Shear OK Reactions c..-.3$** 3--.:..x"�sack"•2A. -..'..-- 6f'3;XaA Rm.:<.-:ai=3:..+.42xY:? : .Ew. 1:A»3.C.,.kao,A✓Sh. X X.k.,Y,\i.:'.«.»G:aC J'.✓a' .✓mr liAg::+Y!.nfl. .csf.Y?%...;d:: @ Left End DL lbs 560.62 LL lbs 1,495.00 Max.DL+LL lbs 2,055.62 @ Right End DL lbs 560.62 LL lbs 1,495.00 Max.DL+LL lbs 2,055.62 Deflections Ratio OK Center DL Defl in -0.027 UDefl Ratio 2,558.5 Center LL Defl in -0.072 UDefl Ratio 959.5 Center Total Defl in -0.099 Location ft 2.875 UDefl Ratio 697.8 t11.9 N O O opo O 0 :::1;00[0 4 v ele, as a1la, cov ' a al ae a av` J11g� 1 101 la n o 00 $g i` 1 6 �0 0 M;: aI 1 0 ;I° I �2I M M M M M M Ml,m W m. F.3,,,,73 M ,1I 1 Y 1 �a a5� �� Biu 1 lo'! o'Ma1 aGoa, o000 oaool. -`� ,t]I m efS S. R,6nm' m � -N R SfS� nmo�� a I�I� t�—. 1 41;21,,2l m N ^� � o N0V a a 0 c�J '-`r m.� ,M' I ' ' M �aI i'-; _ 1 U44911,6 Ij 21 {{ 1 12 i13. mi n 0 00 0a. 0to 0old00 001 I0o0$ 0 I 1 O O Ooi1� 1 �� O ImnPm .P.;71 NO O f 'ym tlCddlOO OO°IOaI C1'+ ` -1n!. fM NONr0b m Nt_ MONIS] 1 1,,soiI NNMml n mn. k I NH pEIS 17'1-1-17 . I i NNm11 S 1 1.2,-$4111 ,aN m N „ ( I ' 4,! gig! lx. mm, Ill 2 Si K.• — 0Ir !--Im4-,-, mIO i!!!!!!--4--ii • aN1pmi m mo . I h P � NN• N Oo : I 1n IoN ? ` 1 N' Ntv o: h !..1:R! mm INp1Ymo' W , ma . ,n ^ Im : M V I2_ N''010 M a M 1 I I -i- 0- 0F 's _ . 1 � 1- tt. • MN g °$ 1 mA °' NDN" . NNNn 4IN n.PtmV•NNImN , o' IMO IaIN i igi2I11117 ++WWw e= 11WWI I ` B��' m.4,1..1 W �Iro: m8 , ,,,wIi' Wa ' mo a • Qm m o 0 i i�� I N1oi : N� 1 I �l 1 �FNNNN MMM d, I , ;:-.,„,-,,,,,,,c, _1,: '18 77 g1-1; Fglig* Aifil 11 ; 1.. I � I r . A I 49: rN ....._ N; i-..{.... N" v a 1 i ea�lag va,a0 0 ' 41 • v . j v .,..,71,---,-,4.0,,,,,,, C* c#. !- 1 mm6oi C NiPYN mi m N m1mI I N m1I 1= N7 N 0P 11L 1 _ _I . mn Ili.{ j_ " 1 m 1• ; i mU I1 m °i_ ': II 1 I II }.1 :I-4 I N anL _ . nI- NN n NN. Irz nn 1 I$ 1N ,,:, iN I 1 I 1 i ) a 0Is 1 i. I FNip RN ,a01. . M'M ,- ��I1_...,.., ¢dN R 1N 1 �1. IHh . ¢¢� I ., ' IrPP1-1 r171 ¢d,1-••-Il -I IF - � 'r - INi In „nn: ^hlr=i -ri - " m : "Nn ; nmmnm m- 1m1• <T,-;;;,!2.,,, Imm0°;i 11m9I I IyI 1 1 m 1 I 001*5 CT#14189-Batehny Creek Falb : 1 :LOAD CASE (1212( (BASED ON ANSI/AFBPA NDS19B]) SEE SECTION _2.3.1 2.81 23 1 ]1 3)1 Ke 100 Bukl FactDaLag 3 0 BO�,�Consta4) 'Section 311 5 I. : I' (� ..... .... Secaon3 715'.. _ , _ tot FL i Cf(Fr) 1997 NDS _ Cb V SWwn 2310 t Bending Comb Sae'S ReP ' i - _.__Cd LFb) Cb CE(F) i Eg311+_ _ _ _ -._._. NOS 3.9.21 MacWall dura8ond LortfaGor;hcWr w Std Orad Wi4lh e Depth SP "9,_.Mei910 Letd Vert Load H Load 10 Load PlOe Ca(Fb)Cd(Fl Cl q CrPb F perp FrE : FE Fc Delp Co F ...P fc... 1r/F' 0 04-_.- .: ft p8 Da( ....PO , ... (Fb(':f 1 _P0.. Pa D Por W.I. ps1 p? psi PN Pa... Pt .Fb(1 k/Fce). ..... Hf Stud535 1 � 16 7.7083 26 4 1730 0 09916 b_19831 IMO 1 15 1.1:105 115 675 485 800 1200 0D0. 44 854 506 968 51512- 138LL 438.37 100 000 T 0000 144=Stud 1.5 `3.5 16 1 9 30 9. 1340, 0 0.9966 19934 1 00 1.15;11 1 105 I 115 i 675 405 -800 1200,000 854 506 -_�966 316.09 340.90 310_32 1MOT 0.011 0.000 1-4F Stud 15 ; 35 12 9 303 1765 0 09921 1993.8 100 115 11 105 i 115. 675 405 800 1200000 854 506 966 44809 39020 39.65 100 0001 0000 H-F Stud 15 3.5 16 825 2B 3 1550 0 0.9921 19934 1 00 115 1.1 105 1.157 675 405 800 y1,200,000; 854 506 9668 449 95 39522- 39429 100 0.00 0.000 H-F Stud IS : 3.5 1 12 1 8. 283, 2070 0 0 9953 2657 8 1 00 1.15 1.1;1;;;1:5 O 115. 675 405 800 1,200,09._ 854 506 966 44995 39522: 39428 1.00 0.09 0.000 H-F Stud 15 : 3.5 B 8.26 28 3 3100 0 09921 _...3986 7 1 00 1 15',1 1 105 1 15 675 405 800 :1200 000 856 506 966 449 95 39522 393.65 100 0.00 0.000 SPF Stud /5 . 3.5 i 16 ;]]083 26.4i 1695 03 09952 20918 ` 100 115 11 105 i 115 675 1 425 725 :1200000 856 531 8]5438 51542 43152 430.48 100 000 0000 SPF Stud 1.5 : 35 . 16 : 9 30.9: 1320 0 09844 2091.8 100 _ 115.11 105:1.15; 675 ' 425 725 1200000; 854i 531;875 438 37809. 33812 33524 106 0.00 0.000 SPF Stud 15 1 35 1 12 . 9 300 1760 0 05944 21991 - 1 00 1.15 1-1.1;105 1 15: 675 425 ^725 1200 00 854 531:875.438 378.09' 335.12 33524 0 10 0.00 0.000 SPF Stud 535 1 .. , 16. 8 25 28 28.3 1525 0 0.9957 20918 1 00 r 1 15 1 1 1.05'1 15 675 425 - 725 1200,00M 854 531 815.438 44995 38813 387.30 100 0.001 0.000 SPF Stud : 1.5 .35 8261 28.2 2030 0 09957 2789.1 1 00 1.15 1 1'1 05 1 15 675 425 725 '1200000 854 531 875.438 44995 38813 387.67 100.. 000 0 000 SPF Stud 15 ;3 S 8 8 25 28 3 3050 0 09951 41836 1 00 1 15 1 1 1 OS 1 15 673 425 725 11200,000 854 531 875.436 44895 38,3.13. 387.30 1.00f 6001; 0.000 H-F 42 15 i 55 16 7 7083 16 8: 3132 0 0 2408 i 3132.4 '. 1 00 1 15 1 3 1 10 1 15 850 4051300 1,30000 1,271 506 144 5 137683 6 1031 58 506.18 9 0 4 0.00., 0. - - --- '. 000 H-F 42 15 55 16 9 196 3132 0, 03652 31324 100 115 13 110 1.15 850 405 -1300:, 1 1.300,000-: 1,211. 506'. 16445.120370 83]57' 506.18 060 0.00: 0.0000 HHI,b2 15 ; 55 16 825 180 3132 0 02858 3132 4 100 115 t3'.1 1 1'S 050 405 1300 1300003 .2]1 506 16445 1203]0 94671 506.18 053i 000 0000 168. 3287 0 02737 32871 100 115 13 110 115 875 ; 425 1150 1,400.000 1305 531 145475148489. -312 0 SPF#2 15 ': 55 16 '7]063 � , � 101545 53123 052: 0.00 OOW SPF 112 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 1A00,000 1,308 531 1454.75 1089 25 85016 53123 562 0.00 0.000 SPF#2 1 5 5 5 16 825 18 0 3287 0 0 3158 3181 1 1 00 1 15 1.3 1 10 1 15 875 425 115D 1.400.000, 1,308 5311 145A75 1296 30 94538 53123 056 0.00 0 000 SPF Stud 15 35 16 1151 500 545 0 09913 20918 100 115 11;105 I 115 i 675 425 725 1,200,000 854i. 531 875.438 14426 136021 13241 {001 000. 0.000 ...SPF 82 15 5 16 19 415 1450 0 i 09917 32811 11.00 115 13:110 115 875- 425 11501.400000 1,308 531 145415 24440 23532 234,34 100 0 .00 0.000 H-F#2 15 5.5 16 19 41.5: 1360. 0. 0.8969 3132.4 1.00 .3`:1.15:11.10� _ 1.15�850 ` 405 1300 1,300,000' 1,271-: 506: 1644.5 226.84' 2441.14:: 219.9' 1.00' 0.00: 0.000 Page 1 (31L0W CTB 14189 Betahny Creek Falls :LOAD CASE (12-13) (BASED ON ANSI/AFBPANDS-1997)._..._.,._1 SEE SECTION 2.3.1 2 31 1 2.31 3 71 : 3 71 K 1001 DesgBucklu9 Faa ...... WL,W ... ..... _. _..__.... .... ( ..... _... ... .... . .. _ O 80:Conal l).. Sectial3711: ..... - G ..._- __ __. _. .._.. Y KE 0301(Cofae) ;Section 3715 ._.._ _.__.. _.. _ .... __ Y Cf(Pb) Cf{F) 1887 NDS _.. ._. > .540100 2 3 10 ---__ Bendi--.Comp Size.S Re I .Ctl '-i. Cb .__1V_� _ __on, _ e 7' _�Fb). Cb :Ctl lFc) d NDS 3 82� Mu W I tl Oon tl tiolFtact 1_atlar ' Stud Grads WSIU i Deplh 5peal�.He96t Leltl Net LoadM Loetl 1.0 LoeE�PYd�CE(Fbi CO(F�Cf'' CfCrFb '!'c pap Fb.11.1 E 1 FE' i Fc eery Fc• Fce Pc T fr T 1c/F - N 1 Ib/ .... . 8- i__.p8 i Per ...PH .._ 'FE)iF)1. ..pa....I Ps Pa.a pa __.psi.. w ps P+' . Pa pa.... . pa_,Fb(1 W IP H-F Stud 15 1 3.5 1 16 77083 26* 1075 9.7t i 09951..._1993 4 160 1 100 1 105 1 1.15, 675 405 800 '1200,000 1.366 500 840 51542. 427.08' 273.02 064 376.75- 0586 0-F Stud 15 1 35 j 16 ': 9 309 755 8.48 09942 1%34 1 160 100 1 11'105 115 675 i 405 i 800 1200000! 1,366 506. BIO 3]80933399 191.75 057'44].52 0665 H-F Stud 15 1 35 I 12 9 209 1976 816 09943 i 19938 1 1.60 100 1 11 105 1 1151675_ 405 800_1200000' 1,366 5%. 840 44899-�--_38399 246,14 065.33137 0585 H-F Stud 15 1 35 16 825 26 3.' 420 8.13 09943 . _26538 1.60 100 1.1 1 1% 1.151.r 671 405 800 :1200000, 1,3664 506r 840. 449 95 384 87 271.43 061 36137i-- 0.500 H-F Stud 15 35 12 825 283: 1625. 8.13 09974 265]8 160 100 11 1�p5 115 6]5 405 800 .1200000' 1.366 506' 840 H9.%� 38487 27183 0]12]1.03 0.500 H-F Std 1.5 35 6 825 2831 2355 8.13 09981 ' 39%7 _ 160 . 100.11'105 115 675 405] 800 1,200,000 1,366 506 640 449%.. 38487 299.05 078180.68- 0.394 ., _..7 _.... 971 _._.2 ..__ 1,3 i-.._ SPF Std 1.5 35 16 ;.]]083 264; 1060 9.71 099]1 2091.8 � 1.60 100 11�1 U5 tt5 675 425 ]25 1200000 1,366 531 76125 St512; 41553 26911 065 378.78 0.577 - SPF Stud 15 ': 35 18_:_ 9 309: 700 BA6 09115�20918 160 100 1 11 X105 115' 675 425 825 1200000', 1,368 531. 18125 3]8091___32830 17].]8 054r 447.52 0.618 SPF Stud 1.5-r 35 12,1__. 9 309 1125- 8.46 09931 27891 1.60 100 11'105 1.15 615 425 725 X1200000' 1,366 531- 76125 44996 32830 21429 065 335.64 0.567 SPF Stud 1.5 35 � 16._> 825 285 %0 8.13 09970 20918 160 100 11'1%41.15 6]5 4251 725 1200000--1,366 5311 76125 44995 37635 243.81 085 36157 0577 .1. .... .... SPF Stud 15 35 8 i. 825.825 283 1405 8.13_ 0.9952 27891 160 100 11:105 115 875 425 725 1200000 1,366 531; 761.25 449%i.......37635', 267.52!' 071'.28103 0.4% SPF Stud 13 35 8..1.,,825 283 2320 8.13 0.99581 41836 160 100 11:1.05 115 675 425 725 1200000 1,3% 531. 76125 449.95.._...37635 294.60 0.78f 180.69F 0383 H-F#2 15 i 55 i 16 -7.7083: 16 8 3132 8.71 0.3909 i 3132A , 1 60 100 1.3:1 10 i 1.15 850 1 405 ,_1300:1300000 zoni 506 1430 137893: 969 91 506.18 0.52 152.58 0.119 H-F 62 1 5 : 5 5 16 9 19 6 3132 8 46 0 5743 . 3132 4 1 60 100 1 3 1 10 1 15: 850 4000 1300000 33 56 1430 101145, 80450 506T15:- 063 18123. ...... '._. .... , 22,0 ..1. 0.178 9-F 92 15 55 16 825 180 3132 8.1134 04411 31324 160 10p 13 1.10 . 5I 13 115 850 405 1J000 11300000 2,000 33 506 1430.11203.70��.899.13i 506.18 056 146.34 0.124 SPF 82 1 5 5 5 16 7 7083 16 8 3287 9 71 0.4327 3287 1 1 60 100 1 3 1.10 1.15 i 875 W 425 1150'1 400000 2.093 531 1265 1484.89' 94030. 53123 058 152.58 0114 SPF 62 1.5 5 5 16 9 19 6 3287 8.46:. 0.6033 3287.1 ' 1.60 100 i 1 3 1.10 1.15 875 1 425 T 1150 1.400,000 2,093 531 126k 108925 80606 53123 086 18123 0169 SPF 82 1.5 5 5 16 8 25 18 0 3267 6.13 0 4796 32871 1 60 100 1 3 1 10 1.15 875 425 1 1150 1400 000 2493 531i 1265 1296.30T 684.69i 53113 0.60i 14634 0.118 SPF Stud 1.5 1; 3S 1; 16 14 57 .0 70 8 46 0 9957 7 2091.8 160 100 ,,1 1 1.05 1.15 675 425 725 1 I:200,000 1,366 531-761 25. 144261.. 138 17 17.18 0 13 98#iMp 0.979 .... I _._.. _... SPF 82 1.5 5 5 16 : 19 41 5 660 9 71 0 9921 3232 4 160 1 00 1 3 1.10 1 15 875 425 1300 1300,000 2033 506 1430 226 90.. 213.82 i%67 0.45 927.02 0786 H-F 62 : 1.5 55 3 16 - 19 41.. 600' 971 0.9921 31324 I 160 100 13 1.10. .15 I.850 405 1300'1,300,000` 20355%: 1430 228.94' 21902' 9597 044:927.02 0.796 Page 1 DFLOW+.5$ C]814189 Betahny Creek Falls - :LOAD CASE (1214) : (BASED ON ANSVAFSPA ND.1997) SEE SECTION. 23.1 23 1 2.31 3.7.1 ; 37.1 K 1 OO:Deagn 81adJsq Faclo - . WL.W+82 c 080.(Caufs t) Section 3.713 ..- _ Cr. .. ...._ ._. KcE 030:(Conata t) Section 3715: Cf(Fb) Cf(Fc). 1188]NDS Cb 9.960.2310._..._ ._._ _..- BwM'... Cane.S _#. ,i _.- ^Q- 5 ReP - .CC�Fb) Cb Ca(F 1 I.43.7-1 -- - - NDS 3.8.-2-1-M W ll duration Mnbortlacl factor f 56M GradWitlih1 DepOt Spaae'ii.He'gM LNtl Part LoadH Load 1.0 pad a Plat CA(FD)CC(F iCf Cl Cr FL F pup Fc E Fb' F peep Fc F i F k (cIF Po M ...7- ._.p1 P°9 7. p# ... (F1) 1F D&... Pu puri.._ PN 1 Pa 'piPu ,....44 2N 1 Psi , (1 f_0 S99 H-F Stud , 15 35 16 :.]7083 3641 1765 8.71 09982 I. 19934 160 115 111:1050.115 675 406 ,800 1200000 1,366 506: 966 37509, 34090 19420 0.63r.447.52: 0674 H-F Stud 1.5 35 16 ' 9 308: 155. B.46 09969 : 26584 : 1.60 115 11:105 115,675 406 8001200000 1,366 506: 966 378.8 34090 219.0 06433].62 0.574 H-F Stud 15 35 16 5' 283 1150 8.18 09989 : 19534 1.60 115 11 105 115. 675 405 800 1200000 1,366 506. 966 44895: 3902C 259.15 060:365.34 0.595 6-F Stud 15 3 5 16 8 25. 28.1 445 8.13 0 9959 i 26538 i 160 1.15 1.1:105 1A5 0 675 405 800.1200000 1,366 506 966 449.951 39522 275.28 063 271.070.51 WF Stud 1535 12 825 283: 1445 8.13- 09959 26516 1.60 115 1 11 1105 115 675 1.405 r800 1200,000 1.366 50844 966 9951 38522 275.21 070 27103 05111 N-F Stud 15 35 8 825 2838 2390 8.13 09980 39867 160 115 11 ii OS 1.15 675 405 800 120p 000, 1,366 506 9661 449851--39512 30349 0.771 180.69 0406 .._7 6 _.._. i 7 .._8_ SPF Stud 15 : 35 16 :]]083 264; 1080- 9.71 09935 t 20918 1.60 115 11'105 115 675 425 725 1200000 1.366 531875438 37809,_ 43152 274.29 0.64i 376.711i 0.669 SPF Stud 1.5 35 12 9 30.9 140 846: 0.9944 27916 160 115 1.1!1.05 1.15: 675 : 425 725 1200,0008 1,366 531.,875438 378.09336.17: 217.02 0.65:337.64 0.577 SPF Stud 15 35 12 9 309^ 1140 846 09944 ._2]891 160 115 11;105 115 675 425 725 1200000 1,366 531:875438 3]808 33617 217.14 OBS 335.64 0577 __. SPF Stud 15 35 16 '-.-_ 825 283 975 8.13 0995220918 160 115 11 105115 675 425 725. 1200000 1,366 5318]5438 N995 38813 24].82 064:961.3] 0588 ... 8... .._. _.. .._ SPF Stud 15 : 35 825 283 1430 8.13 09952 2789 160 115'11 1 05115 675 425 725 1200000 1,366 531875438 449951 38613: 2]2.38- 070,27103 0503 SRI Stud 15 35 6 815 283 2360 8.13 0992241836 160 115 11.105 115 675 425 725 1200000 1366 531 875438 44995138813 299.68 o...77;180.691 0.386 61-F#2 15 55 16 77083 1688: 31328: 971 03593 . 31324 • 1.60 115 13 110 1.15 850 405 1300 1,300,000. 2,033 506. 16445137883, 103158 506.18 049152.58---.._80.114 0-1#2 1.5 55 16 9 196: 3132 646 0543] 31324 1.60 115 13 8:110 1 15 850�405 1300 1.300,000: 2,033 506. 16445 1011 A5:: 83757 SOfi.18- 0.60 18123' 0.178 :.....1.._..... _._.. __.. 0 ' 0_.- 0.53 ___.. ....._..____. HA:4,Q 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 1300,000'2.033 506 1644 5 1203]0': 946]] 506.18 146.34 0124 SPF 42 1 5 5 5 • 16 7.7083 16 8 3287 9.71 0 3872 3287 1 1 60 1 15 13 1 10 1.15 875 425 1150 1400 0001 2,093 5311454 145475 1484 89 101545 531.23 052 152 58 0.114 SPF#2 1.5 55 16 9 196 3287 8.46 05595 32871 1.60 115 13 1.10 115: 875 425 '1150 1400,000 2,093 631 145475 108925 85016 531.23 062 181.23 0.169 2 SPF#2 1.5 : 5.5 -. 16 0:825 183287- 6.13: 0 ':4342 - 328].1 I.60 115.13:110:1.15875 : 425 :1150:.1500,000.; 2.093; 531;145575 1296.30', 94538. 531.23 056:14634. 0.118 SPF Stud 15. 35 161..14-.571-500. 70 846 09955 20918 ISO a 115'11 105115 675 425 725 1200000: 1,366 531;875438 144268 13902 1778 0131###N## 0979 SPF#2 1 T 5.5 > 5 16 19 41 5. 660 9 71 0 9914 3287 1 1.60 1 15 1 3 110;1.15 875 425 1150 I 400 000 2,083 531 1454 75 244 40: 235 32 106.6] 0 45 927.02 0,786 6-F02 1.5 5.5 16 19 41.5: 600' 9.71. 09901 : 31324 160 1.15 I.3. _.110 1.15;850 ! 405 1300 1300,000 2,033, 506 1644.5 22694 220.14: 96.97: 044'927.02:, 0.796 0rt4S+.5W CT814189 Batahny Can*Felts LOAD CASE (1215) 1 (8ASE0 ON ANSBAFBPANDS-1997)__ SEE SECTION 23.1 ' 231 2.3.1 371.-._311 ._,_ .............. K 080:Dceg Budding Factor 28.1.49488/2 '-- : _ _... 080 CSwteMO 011 Sec8s13.7.1.5 .... •... ...i Cr.. ... ...KCE 0.301(Constant) ;Section 3715 ...` _. ...- Cf(Pb) Cl(F) 1997 NDS ...._ Cb ,/ Sxhan 2310 --. .B n Co.nP Size Siz Rep .. y 1 i Ctl(_Fb) Cb Ctl_(F) 65 371 NDS 302 MUW ll duationd bonfectw.t_agar Skid Grade _ Width DeFib SpaangIIe19ht1 16/0 Verl Load Hor Loaf 10 Load PIat4Cd(F1)Cd(FPI!CI CI i Cr 1 Fb iFc PSP! F _ E Pb' F pery 1 Fp. FoeFrk I/Pc ti, 5/ : pl1 P41.._ 9I (Fb)i,(8411.1 -165 PN..._ D .;. 000 13 Pa ' poi 15pa, ...4 0s 'Fb(1 fr003 HT Std 1n5 35 16 t_]:093 264 1335 1855 09935 i 19934 180 115.11:1.05 115 675 405 800_1200000 1.366- 509 968 51512;, 44112 33905 Ti0]�18b 39' 0.403 H-8 Stud 15 : 35 16 9 309 380 423 09923 19334 160 115 11 1.05 115 675 405 L 800 1,200,006 1,365 506 966 37809_ 34090 24fi 35 072 223 76". 0470 H-F 5 d 15 35 12 9 20 9' 1380 425 09960 19914 160 ' 115 1.1 i 1.05 1.15 675 405;800 1 1.200 000 1,366 506 966_378.06 395 20 30386 077 10732'. 0403 f'-;FF S d 1.5 i 35 i 18 1 25 28 3: 119e.- 4065 09960 19934 180 115 11-i 165 i till-6]5-1 405 800 1.209;6601 1.3662 506, 966 449 95 395221 303 49 D77 180 fig: 0608 ... ...3 ..... H-F Sf d 15 35 12 6 25 28 3! 1680E1. 4065 09990 26518 160 1 15 121 1.05 1.15I-675 405 800 !1,206006;OW 1.366 506 966 448 951 39522 320.00 081 13551, 0.343 H-8S d 15 . 35 8 825 283+_.-_26652 4065 08399 39867 � 160 : 115 11y 1.05 115 675��+405 800����12000004 1,3661,1 5061 966 44995 395.22 338.41 Deb 90341. 0267 _ .__ .._ _-. SPF Stud 1.5 i 35 16 '1.]083 2641 13151 4.855 0.9907 20918 160 : 115 1 11 I 1.05115 i 675 i 425 a 725,1200000 1.36eF 5311 875.438 515.422.,_43152 3333.97 077188 39, 0392 SPF Stud 15 : 35 1 16 ! 9 306 965 423 69970 2091.8 160 115 1 1.I 1.05 1.15; 675 y 425 725 1200.000; 1,366 531 815.436 37809 33617 26695 0 73 223.76' 6396 SPF Std 15 :, 35 12 91- 20 9 1380: 4.231 09922 . 209 8 160 1.15 1 1-1.051-1.15 675 425 725 1 200000 1.366 531 875.438 44895 38617 290.65 0 77 187 69 0396 SPF Stud 1.5 :-as" 12 . 825 28.5 1180 4065 09973 20918 160 115 1.1 1.05 1 15 675 425 725.!•2200,0001 200006 1.366 531 875A38 44995 38813 31619 0.771 130 591 0.396 SPF Stud 15 7 35-1 12 1���8 25 28.31 1880 4.0851 09973 27891 ' 160 ! 115 1.1 1.05 1.15 675 425 ( 725 .1200000 1,366 531 8]5.438 449 95, ; 98813 31619 0.81;135.5111 0.334 SPF Stud 15 I 3.51 8 i 825 263 2630 4.0651 09969 1 41836 1 160 ', 115 11 105 115 1 675 425 V 725 :1200000 1.366 531 875438 4499. 38813 333.97 086 803111 0257 9I-F#2 15 1 55 1 16 1 7.1083 165_-- 3132) 4.855 0.3001 1 31324 f 160 1 15 1 1.3 1 1.10 i 1.15 850 i 4051 1300'1300006 26331 506 16445,1378.83; 1031 58i 506.16 0 491 7629' -0.059 HT 02 15 5 5 16 8 19 6 31321 423 0.4544 3132.4 ! 160 1.15 1.31110 1 15 850 -4925-;1-13001.300 000 2033 606 16445 101145 83757: 506.18 060 90 61 0.089 H-F 82 1.5 55 16 825' 0 18 3132e.,,4065 03479 . 31324 160 1.15 1.3.1 1.10 1.15. 850. 405 1 1300;1,300000 2,033+ 506 5 1644 1203.10 94677 0 506.18 53 73.171 0:062 SPF 82 155516 7.7083 16 6 3287 4 855 03304 32871 i, 160 1 15 1 3 1.10 1 15 875 425{1150'1 400000 2,093 531;1454 75 1484 89 101545. 53123 0521 7625 0057 • SPF 62 1.5 1 55 1 16 9 196 3287 4.23104750 1 32871 ' 160 115 1.3,1.10 1.15 875 i 425 i 1150:1,400000 2,093 532 1454.75 108625 85016 53113 6621 90.611 0.0850 SPF 82 15 1 55 16 8.25i 18S 3287 4.065 0 3750 2 3287 1 1 60 1 15 1 3 1.10 1 15 875 425 1 1150;.1400000 2093 531 145475 1296 30, 945.38 53123 0.561_73171 059 SPF Sed - 15 r 351116 1 1457 500. 255' 4.23 09959--___20918 160 115 11 1.1.05+1151 675 1 425 725 22200,000 1,366 531 875.438 14426. 13902 64]6 047 58643 6779 SPF F82 1.5 1 5_ 16 19 415. 935 4855 08970 32871 160 115 13 1.1.102115 850_ 405_1150 1.1,300,000 2,033 536,1164.5 224401 220.14 159.11 064 463511 0594 H-F#2 1.5 5.5 16 1. 19: 41.5: 885' 1.855 0.99]0_ 31324 1.60 ' 115 1.31.1.1011.15>850 405 '13001,300,000! 2,033 SW! 18145'1. 228.96 220.14'. 139.80 0.64'.463.51;' 0.594 P4981 0 LOS..7E C7#14169 Babbny Creek Falk LOAD CASE (12-16) : !(BASED ON ANSVAFBPA NOS-1997) .4SEE SECTION 2.3.1 2 31 .31 3 71 :2 3 71 K 1 00:Design B661dttgFactor D 4 4L454E11 _ .. . ...... ._. 0.80:Conabt !Section 3.7.1.5a -.. _. :_ ._ Cr 1 __ _.. KCE 0.30(Constant) 5 Lon 3.7.1.5: _ Cf(FD Ct(Fc 1997 NDS __ _ .. Cb 41/ :Section 2.410`_ ,_. ..___ Bondlr Cart, S L5 Ra9 , Ctl�F� Cb 1Cd-S L -Y- E9.3.71 I NOS 392 ad W II durationduratcnhcbrlad Stud Grade WWN a 04pM Spedr�He 9M le/d;Vert Lmd H Load 1.0 Load la Plate W(Fb)CA(Fut Cl-..Cf Cr 1 FD i Fe DernFc.... E i Pb i Fc PeP Fc Foe 6-..F k.... trJF h.... Si m m 7 # ......PB ... (1.1).�SF) 676 40 Pe.... 0 11. PH , P.ei 15 4...441 Pa... DaIFO(14v 33f /1-F Stud 15 - 35 16 7 708 264':' P1415 X3.5] 09983 ': 19931 1.60 115 11:105 y1151 675 405 : 800 1,200,009 1,366. 506 %6 51542: 44122 3593] 061 138.51!" 0335 .._ H_F Stud 15 - 35 16 � 9 308 1010' 3.5]y 09960'--19934 1 1.60 1 115 X11-t 05 1.151 675 405 i 800 1.200.000 1,366 506. 966 37808 34090 256.51 075:18895 0430 H-F Stud 1.5 3S ,6 9 269_- 1220, 3.57 0.9961 16938 1.60 115 11:105 115 675 405 : 800 1200000: 1,366 506I 966 478051 390%. 2]048 079158.63 0364 H-F Stud • 15 35 8 825. 283'. 1225 3.5] 09961 _-_1%34 _ 1.60 115 11 105 115 675 405 800 12(10000: 1,366 506 %6 44995; 39522 J1111 079:158.68 0376 .... H-F Stud 1 5 : 3 5 12 8 25 ii..V. 1710 3.5] 09947 2657 8 160 1A5]-1.1:71.05 1.15 675 405 800:.1.200,0001.. 1,3%: 506�- 966 M9%; 3%22 325.71 0 82:1190/ 0 315 ..-. _.. _.. ... H-F Stud 15 3 5 8 H 25 28.3 2700 3.57 09966 3986.1 150 1.15.:..1.1 1.05.1.15 675 405 800 1200,006 1,366 506 966 449.95 395,22, 342.86 0 8] 7931 0.244 S_ .._5 ..._ r._._ SPF Stud 15 35 16 ]7083 264 1000 3.57; 09918 :._..20919 190 119 11.1.._.105115 675 425 ; 725 1200000 1,36 531;875438 37549: 331.12 254.29 082 188.83 0324 5!1 _ 875438 37809 33617 253.57 0861%.65 0.358 SPF Stud 1 5 3 5 i 6 9 30 9 1000 3.5] 08918 2081 8 180 119 1 1 105 1 15 675 d25 725 1200 000 1,3% 531 SPF Stud t 5 : 3 5 12 9 30 9 1410 3.5] 0 9%2 27891 150 1.15 1.1 1.05 1 15 675 425 725 1200,000, 1.366 5311 875.431 378.09; 33811 268.57 060 141.637 0358 SPF Stud 15 35 16 825 283 1210 3.57 09932 , 20916 160 115 1 IA-.105 115 675 425 725 1200.000 1,3% 531 875438 44995,....3%13 307.30 079 15868 0.366 SPF Stud 15 35 12 8 25 28 3 16% 3.57, 0 9940 27891 1.60 1 15..,_1A-:.1.05 LL 1 15 675 425 725 1 200 000 1,366 531,875.438, 449 95 38813 321.% 083.119.01. 0306 3 _..._ SPF Stud 15 35 8 825 283 2670 9.5]1 09987 11836 i 160 115 11:105 115 675 i 425 725 1200000 1166 5311 875.436 449% 38813 33905 057 79.34 0.236 H-F#2 15 : 5 5 16 -7 7083 16 8: 3132 3.57 02844 31324 i 1.601 1A5 0.3!110 1 15 850 1 405 i 1300 1,300,0130: 2533 500 1644 5 13785i. 1031 58 506 0.49 56.10 0.044 H-6112 15 - 5 5 16 9 19 5 3132 357 04405 31324 1.80 1 15 1 3 1 10 1 15 850 i 405 1 1300 1,300,000: 2 033 506. 1644.5 101115: 837 57 50606.18 060. 76.47 0.025 H-F#2 1.5 s 5 5 16 i 825 184[S 3152+ 3.571 03404 i 3132.4 E.,1.60 1A5 1.3 1.10 1.15 850 i 406 1 1300'11.300.0092.033 506 1644.5 1203.70 94677 506.18 0 53'. 6426 0.055 SPF 62 15 5 5 16 :.11083 168. 3287 3.57' 0.3154 3287A 1 1.60 1.15,1.3 1 10 1.15 875 i 425 1150 1,600500 2,093 531 145475 148459i 1015 45 531.23 052 %.10 0942 SPF#2 15 55 16 9 196._- 32871 3571 04818 .32871 1.60 1.15',13 110 115 875 425 1;1150 1400.000 2,093 531:145075 1089.25 85016 531.23 062 7647 0.071 ,... .-. ...._357 03678 32871 1.60 115 13110 115 875 425 1150 1400000, 2,093 531 145475 12%30_ 96538 531..23 056 64.26 0052 SPF#2 15 55 i6 : 825 18 D: 3287 .........� ...... SPF Stud 15] 3 5 T 16 : 14.6.71. 506_.. 265. 3.57 0.9981 r.2091.8 1.60 1.15-Li.):1551115 615 425 725 1200,000 1166 531 875 438 14426 13651 72.38 052:496.93 0 727 SPF#2 1.5 i 55 i 16 j 19 415 10261 3.57 09939 1 31374 1.60 115 i 1.3 x.1101.15 875 425 1150 1400.000 2,033 501 146475 244.94 8 23532 154.75 070 340.83 0.51 Hf 82 1.5 55 : 16 19- 41.5: 945 3.5]; 0.9939 31324 1 1.60 1.15':1.3 i1.10'1.15:� 850 '. 405 -:1300:1,300.009: 2,033: 506. 1644.5 226.94' 220.14 152.73 0.69 3403 0.5133 Page 1 180 NickerSD£t St. r I ti i Suite 302 Seattle,WA 98109 Project: <" —' :� * x ._ ,Date: i (206)2854512 FAX: Client: Page Number: (206)255<0618 , Who : AVIDO psr a, ( /501) . ?.'" t;1451(--) N is) -1-----1-'20 Fes.- s. W tic - 366- Whit, W - 100 1 ri A ‘ WL (144-0,1-1,$) = _ , _____ 24 liPID F . . le11) 2000 pap ~ - V [-nAcp ] 1,,o= g v. -fris).1-400. tw- , 65 2,Wr, c4cV 457 , 4,4. 5a e 0, C' Al 17-4471 ,. ._ e 3,s 41 z. 9 L I11 ?)•° . 6] 41,5 Structural Engineers IIIECENGINEERING18 II Suite 302 Nickerson Sr. I N Seattle,WA .."1-11"11) j} 9$1179 Project. ! - J M Date. (204)286-4512 Client; � Page Number: (206)285-0616 _1117/5.....4,. P ,Pv& A' vhafs P -" = / ie,z C - 6) 'moo ftF G-) CS $ r� Z .ti I- 4 '"_ ( - (i Y 7.-m 1 vok2G I ao ioo 1 { id0 100 moi' t " ,, - )&5,0 t. • ) P1F 1 ' c. _ 2. )t /2 ) : 6 .0Y--. 30v 5a (e t ( 2- F --- 1t. & vdJT L.�s s " .. u f)a 7 / iv f) to, ....6.,' . . ,F;e4 -j 2 X32- ` , 0 i ____ � A. i „.„, 4- i,eivo Ti5—i. Iv i< Structural Engineers 180 Nickerson St. CT ENGINEERING Suite 302 I NNN C. / Seattle,WA Project: ' D LL _7 , '?� `Z71 • ®CG Date: f�O21. Oe. 98109 (206)285-4512 p, l /� �,� FAX: Client: 2012 J+S/L's{ 2,9�8 SDPwS `f i7� Page Number: (206)285-0618 !!! - li . ' Va. s- ,.� __ t, � �2`� }-� ( • a �� r ... 3�_eis ` i_J 6 4� s 1°l. 2� S G �fo '.,a -, r . wk (7 4 4C7 I i. .sG .._ •„b 16/ l! c- - � 12. 16” 3 • 12,E �?���. 1 � Int, • r a _ m. : -t _ _ • i . _5l \` —T .i 7` CoA Ott ;moi_ 35 < r, 1�/ ` zi c© - 1-t4Tip /3 ._ :) = - X M sem'_ ...� _.. :_ _ . ....t .. ' r y-7 _ l t fs�2tr • • .i � LIF 2C OS • 4 % € -- J . v Structural Engineers j ['h(�4S 4—,3./_ A 3 ��^1r JY1 17 Y; ------__L------__L Design Maps Summary Report Page 1 of 1 IIIMS 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 Ems" 1� !s°641" vErton fi i' t MlIt x it Sle \\ -4 011,' ) ard Lake Oswego Tu lati k rnaPquest 52"15 maps utst adire edtylif a MapQuest USGS-Provided Output Ss = 0.972 g SMS = 1.080 g Sos = 0.720 g S, = 0.423 g SMi = 0.667 g Soi = 0.445 g For information on how the SS and Si values above have been calculated from probabilistic(risk-targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the"2009 NEHRP"building code reference document. NICER Response Spectrum Design Response Spectrum 0. s 1 10 0 SO Oafs 0.7 0 S8 . 0 S 0 77 r2. 111 0 4S 0 r5 0,40 044 +3.22 31 0 21 0 22 v,10 0 11 0 OS 4.00 0.20 0,40 €i 4. 1,00 1.:;€ LAO 1. .1, 3 0,00 0. 0.t 0' 0, 1,00 1.20 1,,t5 1o5, 1 a 3,€ Period. T(ser) Period.7(see) 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#14253: Plan 2613 Step# 2012 IBC ASCE 7-10 1. RISK CATEGORY TYPE=II Table 1604.5 Table 1.5-1 OCCUPANCY CATEGORY 2. IMPORTANCE FACTOR IE= 1.00 Section 1613.1 ->ASCE Table 1.5-2 3. Site Class-Per Geo. Engr. S.C. = D Section 1613.3.5 Section 11.4.2/Ch.20 Table 1613.3.3(2) Table 20.3-1 4. 0.2 Sec. Spectral Response Ss- 1.10 Figure 1613.3.1(1) Figure 22-1 5. 1.0 Sec.Spectral Response S1= 0.50 Figure 1613.3.1(2) Figure 22-2 Latitude= Varies N Longitude= Varies W http://earthquake.usgs.gov/research/hazmaps/ http://qeohazards.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 Sm,-Fv*Si SM,= 0.75 EQ 16-38 EQ 11.4-2 Sos=2/3*SMS SDs= 0.78 EQ 16-39 EQ 11.4-3 Sp,=2/3*SM, SD,= 0.50 EQ 16-40 EQ 11.4-4 8. Seismic Design Category 0.2s SDCs= D Table 1613.3.5(1) Table 11.6-1 9. Seismic Design Category 1.0s SDC, = D Table 1613.3.5(2) Table 11.6-2 10. Seismic Design Category SDC= D Max. Max. 11. Wood structural panels --- --- N/A Table 12.2-1 12. Response Modification Coef. R= 6.5 N/A Table 12.2-1 13. Overstrength Factor (20- -3.0 N/A Table 12.2-1 14. Deflection Amplification Factor Co= 4.0 N/A Table 12.2-1 15. Plan Structural Irregularities --- No N/A Table 12.3-1 16. Vertical Structural Irregularities --- No N/A Table 12.3-2 17. Permitted Procedure Equiv.Lateral Force --- Table 12.6-1 Page 1 2012 IBC EQUIV.LAT. FORCE SHEET TITLE: 2012 IBC EQUIVALENT LATERAL FORCE PROCEDURE PER ASCE 7-10 CT PROJECT#: CT#14253:Plan 2613 SIDS= 0.78 h„ = 18.00(ft) SDI= 0.50 X = 0.75ASCE 7-05(Table 12.8-2) R= 6.5 Ct= 0.020 ASCE 7-05(Table 12.8-2) IE= 1.0 T= 0.175 ASCE 7-05(EQ 12.8-7) S1= 0.50 k = 1 ASCE 7-05(Section 12.8.3) TL= 6 ASCE 7-05(Section 11.4.5: Figure 22-15) CS=SIDS/(R/IE) 0.120 W ASCE 7-05(EQ 12.8-2) CS=SID,/(T*(R/IE)) (for T<TL) 0.440 W ASCE 7-05(EQ 12.8-3)(MAX.) CS=(SD,*TL)/(T2*(R/IE)) (for T>TL) 0.000 W ASCE 7-05(EQ 12.8-4)(MAX.) Cs=0.01 0.010 W ASCE 7-05(EQ 12.8-5)(MIN.) Cs=(0.5 Sl)/OR/IE) 0.038 W ASCE 7-05(EQ 12.8-6)(MIN.if St>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) Cy, = DIAPHR. Story Elevation Height AREA DL w, w, *h.k wX *h,k DESIGN SUM LEVEL Height (ft) h, (ft) (sqft) (ksf) (kips) (kips) Ew, *h,k Vi DESIGN Vi Roof --- 18.00` 18.00 1280 0.022 28.16 506.9 0.58 3.21 3.21 2nd 8.00 10.00 10.00 1310 0.028 36.68 366.8 0.42 2.33 5.54 1st(base) 10.00 0.00 SUM= 64.8 873.7 1.00 5.54 E=V= 7.75(LRFD) E/1.4= 5.54(ASD) DIAPHRAGM FORCES PER ASCE 7-10 SECTION 12.10.1.1 (EQ 12.10-1) Design Fp, = DIAPHR. F, E F, w, E w, Fpx = EF; *wpy 0.4*SDS*IE*Wp 0.2*SIDs*IE*wp LEVEL (kips) (kips) (kips) (kips) (kips) Ew, Fp, Max. Fp, Min. Roof 3.21 3.21 28.2 28.2 4.38 3.21 8.76 4.38 2nd 2.33 5.54 36.7 64.8 5.70 3.13 11.41 5.70 1st(base) 0.00 0.00 0.0 64.8 0.00 0.00 0.00 0.00 Page 1 ASCE 7-10 WIND Pant SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM USING LOADS FROM ASCE 7-10 CHAPTER 28,PART 2 CT PROJECT#: CT#14253:Plan 2613 NS E-W F-B SS 2012 IBC ASCE 7-10 Ridge Elevation(ft)_ 30:00 30':.00 ft. Roof Plate Ht.= 18.00 18.00 Roof Mean HL= 24.00 24.00 ft. - - Building Width= 26.0 .'.56.0 ft. V utt.Wind Speed asae.c�r= 120 120 mph Figure 1609 Fig.26.5-1A thru C V asd.Wind Speed ss«_c,m= 93 93'.mph (EQ 16-33) Exposure= B -B Iw= 1:0 1.0 N/A N/A Roof Type= Gable Gable Psion= 28.6 28.6 psf Figure28.6-1 Ps3o s= 4:6 4.6 psf Figure 28.6-1 PS30 c 20:7 20.7 psf Figure 28.6-1 Ps3o 0= 47 4l7 psf Figure 28.6-1 N= 1.00 1.00 Figure 28.6-1 Ka= 1.00 1.00 Section 26.8 windwarddee 100 1.00(Single Family Home) T•Kn•I ,...,...., 1 1 Ps=A`Krt`l`Peso= (Eq.28.6-1) psn= 28.60 28.60 psf(LRFD) (Eq.28.6-1) Pun= 4.60 4.60 psf(LRFD) (Eq.28.6-1) Pse= 20.70 20.70 psf(LRFD) (Eq.28.6-1) Psx= 4.70 4.70 psf(LRFD) (Eq.28.6-1) Ps n am c average= 24.7 24.7 psf(LRFD) Pssma o average= 4.7 4.7 psf(LRFD) a= 3 3 Figure 28.6-1 2a= 6 6 width-2`2a= 14 44 MAIN WIND-ASCE 7-10 CHAPTER 28 PART 2 Areas(NS) Areas(E-W) (N-S) (E-W) Wind(N-S)(LRFD) Wind(E-W)(LRFD) width factor roof-> +.1:00 1 00: 0189. 089 16 psf min. 16 psf min. width factor 2nd--> 1.00 0.89 wind(LRFD)wind(LRFD) DIAPHR. Story Elevation Height An AB Ac Ao Ar, AB Ac Ao per28.4.4 per28.4.4 WIND SUM WIND SUM LEVEL Height (ft) hi(ft) h(ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) Vi(N-S) V(N-S) Vi(E-W) V(E-W) 30.00 12.0 0 144 0 168 0 128.2 0 469.9 Roof - 18.00 18.00 4.0 48 0 56 0 48 0 156.6 0 6.7 12.8 3.98 3.98 7.41 7.41 2nd 8.00 10.00 10.00 9.0 108 0 126 0 108 0 396 0 3.7 8.1 5.70 9.68 11.29 18.70 1st(base) 10.00 0.00 0.00 0 0.00 0.00 Ar= 650 A,= 1307 10.4 20.9 V(nw)= 9.68 V(e-w) 18.70 kips(LRFD) kips(LRFD) kips kips Page 1 ASCE 7-10 Part 1 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM USING LOADS FROM ASCE 7-10 CHAPTER 28,PART 1 CT PROJECT#: CT#14253:Plan 2613 SEE SEAW RAPID SOLUTION SPREADSHEET AND INSERT VALUES BELOW MAIN WIND-7-10 CHAPTER 28 PART 1 Wind(N-S) Wind(E-W) Min/Part 2(Max.) Min/Method 1(Max.) Wind(N-S)(LRFD) Wind(E-W)(LRFD) DIAPHR. Story Elevation Height DESIGN SUM DESIGN SUM DESIGN SUM DESIGN SUM LEVEL Height (ft) hi(ft) Vi(N-S) V(N-S) Vi(E-W) V(E-W) Vi(N-S) V(N-S) Vi(E-W) V(E-W) Roof - 18.00 18.00 0,00' 0.00 0.00 0.00 6.66 6.66 12.84 12.84 2nd 8.00 10.00 10.00 0.00 0.00 0.00 0.00 3.74 10A0 8.06 20.91 1st(base) 10.00 0.00 0.00 V(n-s)= 0.00 V(e-w)= 0.00 V(n-s). 10.40 V(e-w)= 20.91 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) DIAPHR. Story Elevation Height DESIGN SUM DESIGN SUM DESIGN SUM DESIGN SUM LEVEL Height (ft) hi(ft) Vi(N-S) V(N-S) Vi(E-W) V(E-W) Vi(N-S) V(N-S) Vi(E-W) V(E-W) Roof 8 10 10 6.66 6.66 12.84 12.84 5.16 5.16 9.95 9.95 2nd 10 0 0 3.74 10.40 8.06 20.91 2.90 8.06 6.25 16.19 1st(base) 0 0 0 V(n-s)= 10.40 V(e-w)= 20.91 V(n-s)= 8.06 V(e-w)= 16.19 kips(LRFD) kips(LRFD) 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#14253: Plan 2613 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. = 0.625 ASD F.O.S. = 2.0 SHEARWALL TYPE Table 4.3A Seismic Table 4.3A Wind 7/16"w/8d common V seismic V s allowable V wind V w allowable (15/32"values per (SDPWS-2008) modify per S. G. (SDPWS-2008) modify per S.G. footnote 2) (divide by 2.0 FOS) (divide by 2.0 FOS) (for ASD) (for ASD) I --- 0 1 0 1 P6TN 150 150 150 150 P6 __ 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 i 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 e r e ROOF BELOW 4'-05 22'-0" k n-008 10'-177/8 i V 3'-1102 f 7'-05/8" 7.-03/6- t 3'-17," e A 5-0.4-0 5L r ®., 5-0I4-0 SL A N. ' ».».I ». .}'........._...--._•'--.»»......' I.-._ I N N EGRESS Rear BR2 INSULATE INSULATE FLOOR OVER UNHEATED SPACE Bedroom 3 o, ® Bedroom 2 v 4 44 2 I N s �G GUARD RAIL W/6" HIGH _ a yc tii° 2x4 CURB A7 BOTTOM- TOP AT+42" A.F.F. f '7 6-0'BIPASS `N 4 45' 6-0BIPASS _, a N S&P O S & P I \ Y.-7 3'-502 2-4 HC 24"TB ` : �/ Bath 5'TUB, n� /-1 SHOWER- -, 1 ------------ o L-A o �\ II ,Ay \ & ®Ip / _ MDF CAP �x ` ( o DN %' SHELF ABOVE 1 I ASI�IER � _ _ ._._ S & P Utility I o N G N 0 DRY�R 6-0 LIPASS 1 2-8 HCW g 6 HCW 4'-11j/2" j 4'-6" 2' D" s & P .` n1 3 �zz-x3o, 'N Arnc e o Bedroom 4 ACCESS N a N W"I-C.x Jf2-4 HC r S &P 1z TR ' 44;F 2a'z WALL Q I i I 'o l'rQ 11-50z I 4'-7y" +46" I ��-� Y A.F.F. 431e4'-,- , -0 HCW Vir 4( 3-1- 2'-802" r- M. Bath TILE PLATFORM D -0Master Bedroom+ A +21" A.F.F. ,‘-t IN (II ;'-"- - 5 14 - ® _ _ Front MSTR FEETYL 3AZM SAFG �c�._-"L_ P EGRESS I:I �. 2-0 5-0 SH 3-6=TIN 1;17i-0 SH ROOFi BELOWQj 5'-OY4 ; 3'-3" 1 3'-3" ; 5"--0Y4` -J 4-834" k 4.-834" E- L.* 26'-0' MITI Plan 7D SECOND FLOOR FRENCH REVIVAL 22'-0" 10'-0" t 12'-0" / ROOF / ABOVE r H .-,- r. 6 16-0 7-0 OH _i Gar 0 Gar ABIPP REMOVED 2x8 FRAMING FOR Q ELEC- PANEL v -- - FLOOR ABOVE.. J Oi io zoi Garage , 2 WALL FINISH: 36"GWB :OLLARD 4 \ w CEILING FINISH 36" TYPE 'X' GW: 1b FIRE-TAPE ALL GWB 1 r-1 WRAP BEAMS BELOW CEILING LEVEL "' 0 INSULATE FLOOR ABOVE. �WHI 44 42"x12" WOOD TREAD MAX. RISER 7"4-1 PLATFORM -J 199'-0" 0 (ADD MORE STEPS AS REQUIRED PER +18"A.F.F. I e 4 SITE CONDITION) ,f. O ‹D''.411 , . ) 18'-0/2 GUARD RAIL WITH 6" HIGH / . 0 2x4 CURB AT BOTTOM- \ FURN TOP AT+3� G if e.. 1 Patio - o a N I 4: 24 Y6 : - 3' 94 01 n r Lk Pwdr MI7ril CLICIMICIA 7- Y2 7 , , UP eTI'\ I � i I tinY N I _ A Q E yd1 -,a 4- .-7 " 3'-10" 2'-8" 14 O 0 ii1 _-4 D2 r 18"x24"CRAWL I 4Itn 0SPACE ACCESS CT- ,_____,s, 2x4 35" HIGH Kitchen 41-I o ,____ PONY WALL. f4 7 �-I ,� © __ `-- DW Lt ' 0 Dining ----; N `I INSULATE FLOOR y OVER CRAWL SPACE , 8-732 r . 1 O - COUNTERTOP " - L` j v n n OVER STANDARD � BASE CABINET I v A +36" A.F.F. • O - o N UL APPROVED 36" WIDEBEAM] r- 2X4 A FLUSH BEAM /},�' 9x8 1 P FACTORY-BUILT DIRECT ABOVE) Z., ABOVE VENT GAS FIREPLACE 2'-0" 2-7 2 20 ` 6x6 POST / JQ a /i - • • W/GWB FINISH Entry "I D2 ` _ `� 12 r'�II a 5�"� '� 'm D3 1'" I I -,:, e Living 2x6 39"HIGH �` _1 i AS APP ABLE 11 WALL W/FINISH r v 04 n ` CONDIIIOTS a TRIM AT TOP— z • �et --'71" 12" RLE -. . In js? . t ` 10 l'' HEARTH ` �__ _ Ao� Fro � IV I _ Q_ V- s 4-9Y4 4'-6Y4" T L,,, 2-0 5-‘0_ 3-6 5-0 SH 2-0„0-0 SH , o / 5•_U/4T ' 3'-3" 3.-3" I 5_01y4" ` Porch -0 16'-4632 4' ,� 9-s3z E. A Al IONS First Floor PI an 7D FIRST FLOOR Second Floc 1/4"..-1'0" FRENCH REVIVAL Total SF SHEET TITLE: LATERAL N-S(front to back-up/down) CT PROJECT#: CT#14189:PIan7A Diaph.Level: Roof Panel Height= 8 ft. Seismic V i= 3.08 kips Design Wind NS V i= 5.16 kips Max.aspect= 35 SDPWS Table 4.3.4 Sum Seismic V i= 3.08 kips Sum Wind NS V i= 5.16 kips Min.Lwall 2.29 ft. (0.6-0.14Sds)D+0.7 p Qe 0.6D+W per SDPWS-2008 pt= 1.00 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall Loi_eo. C0 w dl V level V abv.V level V abv. 2w/h vi Type Type vi OTM RoiN U. U,,,,,, OTM Rona U„w Uwm U,,,. HD (sgft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (pit) (plf) (kip-ft)(kip-ft) (kip) (kip) (kip-ft)(kip-ft) (kip) (kip) (kip) Ext. left.1" 256 11.0 11.0 1.00 0.15 1.03 0.00 0.62 0.00 1.00 1.00 56 P6TN P6TN 94 4.92 4.56 0.03 0.03 8.25 5.45 0.27 027 0.27 Ext. left2 0 0.0 0 0 1.00 .0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext.'left 3" 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0:0 '0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0,00 0.00 0.00 0.00 0.00 Ext left 384 16.0 160 1.00 0:15 1.55 0.00 0.92 0.00 1.00 1.00 58 P6TN P6TN 97 738 9.65 -0.15 -0.15 1237 11.52 0.06 0.06 0.06 0 0.0 00 100 0.00 0.00 0.00 300 0.00 1.00 0.00 0- - 0 0.00 030 0.00 0.00 0.00 0.00 030 300 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 0.00 300 0.00 0.00 000 0.00 030 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 1.00 030 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. rght1- 640 43.0 430 0.95 0.15 2.58 0.00 1.54 0.00 1.00 1.00 38 P6TN P6TN 63 12.30 69.73 -1.36 -1.36 20.62 83.21 -1.48 -1.48 0.50 pert Ext. right2 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext: rght3" 0 0.0 0.0 1.00 r 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext:.right4 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. rights 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0 0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 ':0.0 0.0 1.00 0.00 0.00 0,00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00- 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 0.0 1.00 '.0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 '.0,0 0.0 1.00 0.0a. 0.00 0.00 0.00 0.00 1.00 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 1.00 000 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 300 0.00 030 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 0.00 030 0.00 0,00 030 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 0.00 030 0.00 0.00 030 030 0.00 0.00 0.00 0 0:0 0 0' 1.00__.0.00 0.00 0.00 0.00 030 1.00 0.00 0- - 0 0.00 0.00 0.00 030 0.00 0.00 0.00 300 0.00 0 0:0 0 0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0.00 0.00 0 0_0 0.0 1.00 000 000 0.00 0.00 0.00 too 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1280 70.0 67.9=L eff. 5.16 0.00 3.08 0.00 1;V,w,b 5.16 2.:VE0 3.08 Notes: • denotes with shear transfer " denotes perferated shear wall iSB denotes iSB Shear Panel JOB#:CT#14189:PIan7A'. ID:Upper Left1'(MSTR and BR4) Roof Level wdl= 1511 ph V eq 870.0 pounds V1 eq= 478.5 pounds V3 eq= 152.3 pounds V5 eq= 239.3 pounds V w= 1450.0 pounds V1 w= 797.5 pounds V3 w= 253.8 pounds V5 w= 398.8 pounds ► v hdr eq= 31.6 plf H1 head=Av hdr= 52.7 plf HS head= 1 v Fdragl eq=43.5 Fdrag2 eq= 13.8 Fdrag5 eq=27.7 Fdrag6 eq=43.5 1 A Fdragl w= •5 Fdragl .- 23.1 Fdrag5 w= •..1 Fdra•%w=72.5 A H1 pier= of eq= 43.5 plf v3 eq= 43.5 ph v5 eq= 43.5 H5 pier= 4.0 v1 w= 72.5 plf v3 w= 72.5 plf v5 w= 72.5 1 4.0 feet ( feet H total= 2w/h= 1 2w/h= 1 2w/h= 1 8.0 v Fdrag3= ,.. Fdra•-- 13.8 feet A Fdragl w=72.5 Fdragl w=23.1 Fdrag7eq= .7 Fdrag8e. 43.5 V_ PSTN E.Q. Fdrag7w=46.1 Fdrag8w=72.5 A P6TN WIND v sill eq= 31.6 plf Hl sill= (0.6-0.14Sds)D 0.6D v sill w= 52.7 ph H5 sill= 3.0 EQ Wind 3.0 feet OTM 6960.0 11600.0 feet R OTM 25310 30628 V UPLIFT -741 -769 V_ Up above 0 0 Up Sum -741 -769 H/L Ratios: L1= 11.0 L2= 2.5 L3= 3.5 L4= 5.0 L5= 5.5 Htotal/L= 0.29 ► 4 ►i ►4 ► Hpier/L1= 0.36 Hpier/L3= 1.14 < L total= 27.5 feet Hpier/L5= 0.73 0.90€L reduction 4 SHEET TITLE: LATERAL NS(front to back-up/down) CT PROJECT#: CT#14189:Plan7A Diaph.Level: 2nd Panel Height= 9 ft. Seismic V i= 223 kips Design Wind NS V i= 2.25 kips Max.aspect= 3.5 SDPWS Table 4.3.4 Sum Seismic V I= 5.30 kips Sum Wind NS V i= 7.40 kips Min.Lwall= 2.57 ft. (0.6-0.14Sds)D 0.7 p Qe 0.60+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 Lpr� C a w dl V level V abv.V level V abv. 2w/h v i Type Type v i OTM Rom U„„t U ,,, OTM Row U„a U,,,,„ U,,,,„ HD (soft) (ft) (ft) (kit) (kip) (kip) (kip) (kip) p (PO (pif) (kip-ft)(kip-ft) (kip) (kip) (kip-ft)(kip-ft) (kip) (kip) (kip) Ext Deft 1' 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.27 0.27 Ext. left 2 0 0:0 OM 1.20 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 020 0.00 0.00 0 0.0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext left 3`" 0 0.0 0 0 1.00 000' 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 020 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 00 0 0 1'.00 020 0.00 0.00 020 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0-00 Ext left 4 660 21.5 21.5 1.00 0.15 1.12 258 1.11 1.54 1.00 1.00 123 P6TN P6 172 23.86 17.43 0.31 020 33.31 2020 0.60 0.93 0.93 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 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 0.0 0 0 :1.00 0.00- 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 _0.0 0 0 I1 00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0 00 0.00 0.00 0.00 0.00 Ext. rightl" 660 53.:0 53M 0.91 0.15 1.12 2.58 1.11 1.54 1.00 120 55 P6TN P6TN 77 23.86 it#### -1.57 -2.92 33.31 ##### -1.78 -3.26 120 pert Ext. right2'. 0 0.0 0 0 120 000 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0 0 1.00 000 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 020 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext rght3" 0 0.0 OM IMO 0.00 0.00 0.00 0.00 0.00 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 OM 100 000 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext 'nght4 0 0.0 0 0 1,00 0 00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 O 0.0 0.0.1."1.00.. 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. rights 0 0:0 0.0 1.00 ;0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 020 0.00 0.00 0.00 0.00 0.00 0.00 0.00 O 0.0 OM 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 . 0.00 0.00 0.00 0.00 020 0.00 0.00 --- 0 0.0 0.0 1.00 MOO 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00. 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 000 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0. 1.00 0.00 200 0.00 0.00 200 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 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 IMO 0.00 0.00 0.00 0.00 0.00 too 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 .020. 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0:0 OM 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 020 0.00 0.00 0.00 020 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 0 120 0.00 0.00 0.00 0.00 0.00 too 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 OM 120 020 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 020 0.00 0.00 0.00 0.00 1320 74.5 69.7=L eff. 2.25 5.16 2.23 3.08 1.00 L;V„.„d 7.40 2;VEo 5.30 Notes: • denotes with shear transfer „` denotes perferated shear wall iSB denotes iS8 Shear Panel SHEET TITLE: LATERAL E-W(side to side-leftfright CT PROJECT#: CT#14189:PIan7A Diaph.Level: Roof Panel Height= 8 ft. Seismic V i= 3.08 kips Design Wind E-W V i= 7.71 kips Max.aspect='; 3.5!SDPWS Table 4.3.4 Sum Seismic V I= 3.08 kips Sum Wind E-W V i= 7.71 kips Min.Lwall= 2.29 ft. (0.6-0.14Sds)D+0.7 p Qe 0.60+W per SDPWS-2008 pt= 1.00 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.30 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID TA. Lwall L0L efr. C U w dl V level V abv.V level V abv. 2w/h v i Type Type v i OTM Ro U,,,r U,,,m OTM Row U„,r Lk.. U,„m HD (sgft) (5) (ft) (Mt) (kip) (kip) (kip) (kip) p (p8) (p9) (kip-ft)(kip-ft) (kip) (kip) (kip-ft)(kip-ft) (kip) (kip) (kip) Front'MSTR' 406 5.0 17.0 100 0:15 2.44 0.00 0.98 0.00 1.00 1.00 254 P4 P4 489 10.15 321 1.60 1.60 19.55 3.83 3.63 3.63 3.63 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Front Bath' 234 4.5 9.5 1.00 0.15 1.41 0.00 0.56 0.00 1.00 1.00 162 P6 P6 313 5.85 1.61 1.11 1.11 11.27 1.92 2.44 2.44 2.44 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0 0 0 0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Int KIT '0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Gar Rear 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Gar Rear 0 0.0 0.0 1.00 '-0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Rear.0923* 640 '`.9.1 148' 100 0.16 3.85 0.00 1.54 0.00 1.00 1.00 220 P6 P4 424 16.00 5.11 129 129 30.82 6.10 294 294 2.94 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Gar Alley 7 0- 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Gar ABWP 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 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 8'0.0 0.0 1,00 0.00 0.00 0.00 0.00 800 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 080 800 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 0.00 800 0.00 0.00 0.00 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 0.00 080 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - • 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 _0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 [_.0.0 0.0 1.00. 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 o 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 08 '. 0.0 180 0.00. 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 080 0.00 0.00 0.00 0.00 1280 18.6 18.6=L eff. 7.71 0.00 3.08 0.00 i V„i„e 7.71 2;VEo 3.08 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 AS PART OF DOUBLE PORTAL FRAME GARAGE SHEET TITLE: LATERAL E-W(side to side-left/right) CT PROJECT#: CT#14189:Plan7A Diaph.Level: 2nd Panel Height=i 9 ft. Seismic V i= 22 kips Design Wind E-W V i= 4.84 kips Max aspect= 3.5 SDPWS Table 4.3.4 Sum Seismic V I= .:0 kips Sum Wind E-W V i= 12.54 kips Min.Lwall= 2.57 ft. (0.6-0.14Sds)D+07 p Qe 0.6D+W per SDPWS-2008 pi= 1.30 Table 4.3.3.5 Wind Wind '.Q. E.Q. p= 1.30 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T,A. Lwall L5„ft_ Co w dl V level V abv level V abv. 2w/h v i Type Type v i OTM Rotn4 tine U,„n, OTM Rona U„, U,nn, U,„n, HD (sqft) (ft) (ft) (kif) (kip) (k'. (kip) (kip) p (pIf) (pif) (kip-ft)(kip-ft) (kip) (kip) (kip-ft)(kip-ft) (kip) (kip) (kip) Front LIV' 306 5.0 16.5 1.00 0.25 1.1 3.85 0.52 1.54 1.30 1.00 534 P2 2P3 995 24.03 5.19 4.35 5.95 4477 6.19 8.90 12.53 12.53 - - 0 0.0 0.0 1.00 0.00 O.s4 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Front - 0 -0.0 0.0 1_00 0.00 .00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 1.11 0.00 0.00 0.00 2.44 2.44 - 0 _0.0 0.0 1.00' 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.1.5 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Int KIT 0 0.0 0.0 1:00 4,t4 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 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 1.04 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.0 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Rear Kit/Gar 660 11.5 r 11.5 .00 0.15 2.42 2.49 1.11 0.77 1.00 1.00 213 P6 P4 426 22.03 4.99 1.57 1.57 44.14 5.95 3.52 3.52 3.52 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Rear 8R23 0 0.0 0 4 1.00 0.75 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 1.29 0.00 0.00 0.00 2.94 2.94 - 0 0.0 01000000.000.000.000.001.000.000 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ,ar AB'P 2'6 4.c- 8.0 1. 0 0. 4.8 66 0.-0 0. .00 0.89 331 P4 P3 631 10.59 1.21 2.81 2.81 22.73 1.44 6.39 6.39 6.39 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.0• 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ar A:WP 118 2.4 8.4 1 00 0 5 0.4 4.83 0 0 0. • 1.00 0.44 671 2P4 P3 631 5.37 0.60 3.58 3.58 11.36 0.72 7.98 7.98 7.98 - - . .0 4.4 I. 4.44 4..1 4.1. ..04 4.40 1..4 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 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-- - 0 000 000 000 000 000 0.00 0.00 000 0.00 - 0 0.0 0.0 1.00 0.00. 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0,00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 00 0.0 100 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--• - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0,00 0.00 0.00 1.00 0.00 0--- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 00 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 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 0.00 000 100 0.00 0- - 0 000 000 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 00 0.0 1-00 0.00 0.00 000 000 000 1.00 000 0- - 0 000 000 000 0.00 0.00 000 000 000 0.00 1320 22.5 22.5=L eff. 4.84 8.83 2.23 3.08 1'1/„., 13.67 22V EQ 5.30 Notes: " denotes with shear transfer ABWP Alternate Braced Wall Panel-2308.9.3.2 " denotes perferated shear wall iSB denotes iSB Shear Panel JOB#: CT#14189:Plan7A SHEARWALL WITH FORCE TRANSFER ID: Front Upper MSTR. Roof Level w dl= 150 p/f V eq 980.0;, pounds V1 eq= 490.0 pounds V3 eq= 490.0 pounds V w= 2440.0 pounds V1 w= 1220.0 pounds V3 w= 1220.0 pounds ► v hdr eq= 59.4 plf A H head= A v hdr w= 147.9 plf 1.083 Y Fdragl eq= 342 F2 eq= 342 Fdragl w= :-0 F2 -850 H pier= vi eq= 196.0 plf v3 eq= 196.0 p/f P6 E.Q. 5:0 v1 w= 488.0 plf v3 w= 488.0 plf P4 WIND feet H total= 2w/h= 1 2w/h= 1 8.083 Fdrag3 eq= ' F4 e.- 342 feet • Fdrag3 w=850 F4 w=850 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 59.4 plf P6TN 20 EQ Wind v sill w= 147.9 plf P6TN feet OTM 7921 19723 R OTM 10124 12251 w UPLIFT -139 472 Up above 0 0 UP sum -139 472 H/L Ratios: L1= 2.5 L2= 11.5 L3= 2.5 Htotal/L= 0.49 ► Hpier/L1= 2.00 Hpier/L3= 2.00 L total= 16.5 feet JOB#: CT#14189:PIan7A SHEARWALL WITH FORCE TRANSFER ID: Front Lower LIV* Floor Level w dl= 150 plf V eq 516.0 pounds V w= 1121.6 pounds Sum V eq 1538.0 pounds V1 eq= 769.0 pounds V3 eq= 769.0 pounds Sum V w= 3853.1 pounds V1 w= 1926.5 pounds V3 w= 1926.5 pounds ► v hdr eq= 113.9 plf A H head= A v hdr w= 285.4 Of 1.083 y Fdragl eq= 484 F2 eq= 484 Fdragl w= .13 F2 -1213 H pier= v1 eq= 307.6 plf v3 eq= 307.6 plf P4 E.Q. 5.0 v1 w= 770.6 plf v3w= 770.6 plf P2 WIND feet Htotal= 2w/h= 1 2w/h= 1 9.083 v Fdrag3 eq= ,:- F4 e.- 484 feet A Fdrag3 w= 1213 F4 w= 1213 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 113.9 plf P6TN 3.0 EQ Wind v sill w= 285.4 plf P6 feet OTM 13970 34997 R OTM 6777 8201 UPLIFT 560 2088 Up above -139 472 UP sum 421 2560 H/L Ratios: L1 25 L2= 8:5 L3= "2.5 Htotal/L= 0.67 4 0 4 0 4 ► Hpier/L1= 2.00 Hpier/L3= 2.00 L total= 13.5 feet JOB#: CT#14253:Plan 2613 SHEARWALI WITH FORCE TRANSFER ID: Front Upper MSTR Bath' Roof Level w dl= 150 p/f V eq 590.0 pounds V1 eq= 295.0 pounds V3 eq= 295.0 pounds V w= 1820.0 pounds V1 w= 910.0 pounds V3 w= 910.0 pounds 0. v hdr eq= 62.1 plf -Iv A H head= A v hdr w= 191.6 plf 1.083 +y Fdragl eq= 155 F2 eq= 155 A Fdragl w= - • F2 -479 H pier= v1 eq= 131.1 p/f v3 eq= 131.1 p/f P6TN E.Q. 3.5 vi w= 404.4 plf v3 w= 404.4 Of P4 WIND feet H total= 2w/h= 1 2w/h= 1 8.083 v Fdrag3 eq= • F4 e.- 155 feet • Fdrag3 w=479 F4 w=479 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 62.1 p/f P6TN 3,5 EQ Wind v sill w= 191.6 plf P6 feet OTM 4769 14711 R OTM 3325 4061 v UPLIFT 164 1206 Up above 0 0 UP sum 164 1206 H/L Ratios: L1= 2.3 L2= 5.0 L3= 2.3 Htotal/L= 0.85 f Hpier/L1= 1.56 Hpier/L3= 1.56 L total= 9.5 feet JOB#:CT#14253:Plan 2613 ID:Rear Upper BR23* Roof Level wdl=F.. ° 160 plf V eq 1610.0 pounds V1 eq= 424.8 pounds V3 eq= 760.5 pounds V5 eq= 424.8 pounds V w= 4970.0 pounds V1 w= 1311.2 pounds V3 w= 2347.5 pounds V5 w= 1311.2 pounds -__0. v hdr eq= 73.2 plf s • Hl head=A vhdr= 225.9p# I H5 head= 1 y Fdragl eq=96.5 Fdrag2 eq= 172.8 Fdrag5 eq= 172.8 Fdrag6 eq=96.5 1 A Fdragl w= •:.0 Fdragl . 533.4 Fdrag5 w= 3.4 Fdra•%w=298.0 A H1 pier= v1 eq= 134.1 pIt v3 eq= 134.1 plf v5 eq= 134.1 H5 pier= 4.0 -i vi w= 414.0 plf v3 w= 414.0 p# v5 w= 414.0 4.0 feet feet H total= 2w/h= 1 2w/h= 1 2w/h= 1 8.0 y Fdrag3= •,c. Fdra• - 172.8 feet A Fdragl w=297.9524 Fdragl w=533.4 Fdrag7eq= 2.8 Fdrag8e. 96.5 y P6TN E.Q. Fdrag7w=533.4 Fdrag8w=298.0 A P4 WIND vsill eq= 73.2 plf Hl sill= (0.6-0.14Sds)D 0.6D v sil/w= 225.9 pH H5 sill= 3.0 ! EQ Wind 3.0 feet OTM 12880.0 39760.0 feet R OTM 18074 22078 • y UPLIFT -248 846 y Up above 0 0 Up Sum -248 846 H/L Ratios: L1= :•..32", L2= ''5.0. L3= -5.7 L4= 5.0 L5= 3.2 Htotal/L= 0.36 4 , 4 1,4 ,I 01 10 Hpier/L1= 1.26 Hpier/L3= 0.71 L total= 22.0 feet Hpier/L5= 1.26 0.95'.L reduction grf7 4i . I I • ,•'� y�•a • A A I �C N it TT-7OOF APRIL 2014 A Portal Frame with Hold Downs for Engineered Applications The APA portal-frame design,as shown in Figure 1,was envisioned primarily for use as bracing in conventional light- frame construction.However,it can also be used in engineered applications,as described in this technical topic.The portal frame is not actually a narrow shear wall because it transfers shear by means of a semi-rigid,moment-resisting frame.The extended header is integral in the function of the portal frame,thus,the effective frame width is more than just the wall segment,but includes the header length that extends beyond the wall segment.For this shear transfer mechanism,the wall aspect ratio requirements of the code do not apply to the wall segment of the APA portal frame. Cyclic testing has been conducted on the APA portal-frame design(APA 2012).Recommended design values for engi- neered use of the portal frames are provided in Table 1. Design values are derived from the cyclic test data using a rational procedure that considers both strength and stiffness. The Table 1 values in this report were developed using the CURSE cyclic test protocol(ASTM E2126),using a flexible load head.Earlier testing was conducted using rigid load heads and the sequential phased displacement(SPD)method, as outlined in SEAOSC(1997)Standard Method of Cyclic(Reversed)Test for Shear Resistance of Framed Walls for Buildings. The design values in Table 1 ensure that the code(IBC)drift limit and an adequate safety factor are maintained.For seismic design,APA recommends using the design coefficients and factors for light-frame(wood)walls sheathed with wood structural panels rated for shear resistance(Item 15 of Table 12.2-1 of ASCE 7-10).See APA Report T2004-59 for more details.For designs where deflection may be less of a design consideration,for example,wind loading while the portal frames are used in tandem with each other,and not used as conventional shear walls,a load factor of 2.5, based on the cyclic test results is used. Since cyclic testing was conducted with the portal frame attached to a rigid test frame using embedded strap-type hold downs,design values provided in Table 1 of this document should be limited to portal frames constructed on similar rigid-base foundations,such as a concrete foundation,stem wall or slab,and using a similar embedded strap- type hold down. 1 ®2014 A PA—The Engineered WoodAssociaiion PORTAL FRAME DESIGN (MIN. WIDTH =22 1/2"): EQ=480#< EQ(ALLOW) = 1031# WIND = 1390#<WIND (ALLOW)= 1444# Table 1. Recommended Allowable De gn Val. •s for APA Portal Frame Used on a Rigid-Base Minimum Width Maximu eight Allowable Design(ASD)Values per Frame Segment (in.) ) Shearon(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'-101/2" 10 fa�c1Q31 EQ(1444 WIND) foundation for Wind or Seismic Loading (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 nota design consideration,the tabulated design shear values are permitted to be multiplied by a factor of 1.15.This factor is permitted to be used cumulatively with the wind-design adjustment factor in Footnote(e)above. Figure 1. Construction Details for APA Portal-Frame Design with Hold Downs Extent of header with double portal frames(two braced wall panels) Extent of header with single portal frame (one braced wall panels) Header to jack-stud strap 2'to 18'rough width of opening per wind design min 1000 lbf for single or double portal on both sides of opening t l - opposite side of sheathing Pony wall . height • q xtit ,,, . I ,„=3 .Fasten top plate to header ,� � 9 �% . � i *: with two rows of 16d y i aderno affoi ef $ a. sinker nails at 3"o.c.typ Fasten sheathing to header with 8d common or i ;Min.3/8"wood structural mazgalvanized box nails at 3"grid pattern as shown j panel sheathing total Header to jack-stud strap per wind design. I wall Min 1000 lbf on both sides of opening opposite • I. height side of sheathing. If needed,panel splice edges • shall occur over and be 10' 4. 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. l. height.One row of 3"o.c. •in all framing(studs,blocking,and sills)typ. il . I. nailing is required in each • panel edge. • 44 Min length of panel per table 1 Typical portal frame \ construction Min(2)3500 lb strap-type hold-downs (embedded into concrete and nailed into framing) Min double 2x4 post(king and jack stud).Number of Min reinforcing of foundation,one#4 bar =, i jack studs per IRC tables ��topand bottom of footing.Lapbars 15 min _-- , R502.5(1)&(2). F s 9• 1 t R I d ti'Y; 4 Min footing size under opening is 12"x 12".A turned-down Min 1000 lb hold-down slab shall be permitted at door openings. device(embedded into Min(1)5/8"diameter anchor bolt installedper IRC R403.1.6— concrete and nailed into framing) with 2"x T x 3/16"plate washer 2 ©2014 APA—The Engineered Wood Association References APA, 2004, Confirmation of Seismic Design Coefficients for the.AM.Portal Frame, APA Report T2004-59, APA—The Engineered Wood Association,Tacoma,WA. APA,2012,Effect of Hold-Down Capacity on IRC Bracing Method PFH and IBC Alternate Method,APA Report T2012L-24, APA—The Engineered Wood Association,Tacoma,WA. ASCE,2010,Minimum Design Load for Buildings and Other Structures.ASCE 7.American Society of Civil Engineers. Reston,VA. ASTM E2126-11,Standard Test Methods for Cyclic(Reversed)Load Test for Shear Resistance of Vertical Elements of the Lateral Force Resisting Systems for Buildings,ASTM International.West Conshohocken,PA. SEAOSC, 1997,Standard Method of Cyclic(Reversecn Test for Shear Resistance of Framed Walls for Buildings, Structural Engineers Association of Southern California.Whittier,CA. • • We have field representatives in many major U.S.cities and in Canada who can help answer questions involving www.apawood.org APA trademarked products.For additional assistance in specifying engineered wood products,contact us: APA HEADQUARTERS:7011 So.19th St.•Tacoma,Washington 98466•(253)565-6600•Fax:(253)565-7265 APA PRODUCT SUPPORT HELP DESK:(253)620.7400•E-mail:help@apawood.org Form No.1T 100E Revised April 2014 DISCLAIMER:The information contained herein is based on APA—The Engineered Wood Association's continuing programs of laboratory testing,product research,and comprehensive field experience.Neither APA nor its members make any warranty,expressed or implied,or assume any legal liability or responsibility for the use,application �� of,and/or reference to opinions,findings,conclusions,or recommendations 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. C T E N G I N E E R I N G Suite 302 �/� ,, �A{f/ �,��Q Scattic,Wn -�'?1'��I1/' e �3 }-7/ 1.� t'V f 10r J l ull`-- / 0 -' 98109 Prosect: ti r�+�1 Y! `!ry Date: �C�. I (206)285-4512 a1 Ci� !, V J C �i �a�t 5 2� PageFAX: Client; 1 r Number. (206)285-0618 31,771 „� - ea-C2 a 1 On 7-161S-Vel- 0 x A1,50 - / X cb.`` )2-'` 72,(2- ,, �a� 6 F-2 ( 177 8514/11-1 ae,k-r1u- Wit ? Rik '"712P N ST) 86001e) i`dl _ 0,2 �� - � � = 6)60,26/60) 0.312 L,16 (g�/3)L1z.J v CJC , J6 � � J �C � f. ter A 5` I X Com , 1,0/(2) oi_ ©,;chi, utu, /2,t.k1 t3/4-4----)z?-13 8A u, P) .-Af,►AUG L. M = rcA) ,n Structural Engineers WOOD FRAME CONSTRUCTION MANUAL 63 l . )1 Table 2.2A Uplift Connection Loads from wind al.,'' •• • . (For Roof-to-Wall,Wall-to-Wall,and Wall-to-Foundation) 700 yr.Wind Speed 110 115 120 130 140 150 160 170 180 195 2 3-second gust(mph) , Roof/Ceiling Assembly Roof Span(ft) Unit Connection Loads(plf)1'2'3,4'S'6'7 Design Dead Load 12. 118 128 140 164 190 219 249 281 315 369 M 24 195 213 232 '272 315 362 412 465 521 612 0 0 psf6 36 272 298 324 380 441 505 576 650 729 856 2 M 48 350 383 417 489 567 651 741 836 938 1100 nrt PJ 60 428 468 509 598 693 796 906 1022 1146 1345 MI • 12 70 80 92 116 142 171 201 233 267 321 0 24 111 129 148 188 231 278 328 381 437 528 N 10 psf 36 152 178 204 260 321 386 456 530 609 736 48 194 227 261 333 411 495 585 680 782 944 Z 60 236 276 317 406 501 604 714 , 830 954 1153 12• 46 56 68 . 92 118 147 177 209 243 297 24 69 87 106 146 189 236 286 339 395 486 15 psf 36 92 118 144 200 261 326 396 470 549 676 48 116 149 183 255 333 417 507 602 704 866 60 140 180 221 310 405 508 618 734 858 1057. 12 22 32 44 68 94 123 153 185 219 273 24 27 45 64 104 147 194 244 297 353 444 20 psf 36 32 58 84 140 201 266 336 410 489 616 '��j4,- 48 38 71 105 177 255 339 429 524 626 788 60 44 84 125 214 309 412 522 638 762 961 12 - 8 20 44 70 99 129 161 195 249 24 - 3 22 62 • 105 152 202 255 311 402 25 psf 36 - - 24 80 141 206 276 350 429 556 48 - - 27 99 177 261 351 446 548 710 • 60 - - 29 118 213 316 426 542 666 865 i Tabulated unit uplift connection loads shall be permitted to be multiplied by 0.75 for framing not located within 6 feet of corners for buildings less than 30 feet in width(W),or W/5 for buildings greater than 30 feet in width. • 2 Tabulated uplift loads assume a building located in Exposure B with a mean roof height of 33 feet. For buildings i located in other exposures,the tabulated values for 0 psf roof dead load shall be multiplied by the appropriate adjustment factor in Section 2.1.3.1 then reduced by the appropriate design dead load. a Tabulated uplift loads are specified in pounds per linear foot of wall. To determine connection requirements, l-:- multiply the tabulated unit uplift load by the multiplier from the table below corresponding to the spacing of the . connectors: • • Connection Spacing(in.) 12 1619.2 24 48 Multiplier 1.00 1.33 ( 1.60 I 2.00 I 4.00 - 4 Tabulated uplift loads equal total uplift minus 0.6 of the roof/ceiling assembly design dead load. s Tabulated uplift loads are specified for roof-to-wall connections. When calculating uplift loads for wall-to-wall•or ' wall-to-foundation connections,tabulated uplift values shall be permitted to be reduced by 73 pif(0.60 x 121 plf) 1 :i, for each full wall above. :i ,.-•---:. 6 When calculating uplift loads for ends of headers/girders,multiply the tabulated unit uplift load by 1/2 of the rst)3 header/girder span(ft.). Cripple studs need only be attached per typical uplift requirements. '' ssr ' For jack rafter uplift connections,use a roof span equal to twice the Jack rafter length.The jack rafter length `l'i,. includes the overhang length and the jack span. ,` i.f, a Tabulated uplift loads for 0 psf design dead load are included for interpolation or use with actual roof dead loads. 1: F;. AMERICAN WOOD COUNCIL 180 Nickerson St. CT ENGINEERING Suite 302 (►/�► �/ )�����} y�'+�� Seattle,WA Project: 1Yr ,6kL_ 5)N(/4[++�r� C•M'�/ / \ S Date: 98109 (206)285-4512 FAX: Client: Page Number: (206)285-0618 \M W . 1+Oci "' 0..10)'R.)- __712),/4 --r?) .14-iL, 4 .0rx,,,)oki 11155 --PP r\) DA :A 5 evosr, `iltoil i_ -T"4 t, (L,2 A W 1 lk6 --7-- i l D MQ ( u.L ) . 6 11„,,e,„,-.- 3(-- 1 5 3r15 P5: DZ 1 i . - 2� Cp C,9WAM ''SS k---- 417)i ; 36 -.11; Via- Ire IA IIMIM ie l`e •- •-• 6/70- 7' 0,c)(0,- (0,6) = ),s-. , IL:, ': t .______, hiLr - i 1 r 1V 9, cMP its OY ;'*YWAMO TP14464 ( M ---) .,t - 6( 2,1 '12 L,= ( (1) O,0)( 6.0 2 - D " P, A.90‘16n1011,3 ° _ uL.= 6-6y (1-72/7)(0, -5 (0,{0 = 4--1 -4- tb - . - . 0--moi N\9\)0c)6.-- (0P. 6vcio ( . PLY. 0 'FL-7°S- -2, t,-1,-25(L- i 4)--- 2..--- (e( nAl) ----- 6.11-4:V pv,,,,,d „„---- Structural Engineers TRUSS TO WALL CONNECTION ',I'I vAIl,il., # OF TRUSS CONNECTOR TO TRUSS TO TOP PLATES IIIIIII I1 PLIES 1 HI (6) 0.131' X 1.5" (4) 0.131" X 2.5" ,I(iti ,I', 1 H2.5A (5) 0.131" X 2.5" (5) 0.131" X 2.5" `,:,', mu 1 SOWC15600 - - i` I I .... 2 1110-2 (9) 0.148" X 1.5" (9) 0.148' X 1.5" iniu flu 2 (2)H2.5A (5) 0.131" X 2.5" EA. (5) 0.131"X 2.5" EA. lUIt) l,'li ... ...- .- 2 (2)SDWC15600 - - 1/0 2)0 3 (3)SDWC15600 - - 1,i:i5 ;;+.', ROOF FRAMING PER PLAN 8d AT 6" O.C. 2X VENTED BLK'G. 4 `'� -� `'`" 0.131' X 3" TOENAIL �P' AT 6" O.C. qi i . Viril :7-744Z- JO- 4 H2.5A & SDWC15600 STY F COMMON/GIRDER TRUSS ,IPER 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 ''1'1- VAI UE' #OF TRUSS CONNECTOR TO 1RUSS TO TOP PLATES UPI II-1 Fl PLIES 1 H1 (6) 0,131" X 1.5" (4) 0.131" X 2.5" 100 I ,I1.0 1 112.5A (5) 0.131" X 2.5" (5) 0.131" X 2.5" .,.335 L Ila 1 SOWC15600 - - 4A., I 11;� 2 H10-2 (9) 0.148" X 1.5" (9) 0.148" X 1.5" It)iO 3 1(111 2 (2)112.5A (5) 0.131" X 2.5" EA. (5) 0.131" X 2.5" EA. 1070 2';'-u.._..i 2 (2)SDWC15600 3 (3)SDWC15600 - - 1.1f),, .1,1', ADD A35 0 48"O.C. ROOF FRAMING PER PLAN FOR H2.5A AND SDWC STYLE Bd AT 6' O.C. CONNECTIONS 2X VENTED BLK'G. 1111111*. .4tiit#4 MilIIIIIIIIIhhtk ®'. .moi I 1:12,2_&_& SDWC15600 STYLE. i -COMMON/GIRDER TRUSS -. PER PLAN TRUSS TO WALL CONNECTION TO EACH H1 STYLE BEARING/SHEAR WALL PER TRUSS PLY PER TABLE ABOVE PLAN AND SCHEDULE SCALE: 3/4 "= 1'-0" (BEAM/HEADER AT SIMILAR) 19 TYPICAL TRUSS TO WALL CONNECTION [ 7D 4-19-16 C,Roseburg J2 MAIN 1:45pm A Forest Products Company 1 of 1 CS Beam 2016.4.0.5 kmBeamtna ne 4.13.19.1 Materials Database 1547 Member Data Description: Member Type: Joist Application: Floor Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 12 PSF Deck Connection: Glued & Nailed Filename: Beam1 I' / / / 14 5 0 11 7 0 9 2600 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall DFL Plate(625psi) 3.500" 1.750" 499# -- 2 14' 5.000" Wall DFL Plate(625psi) 3.500" 3.500" 1342# -- 3 26' 0.000" Wall DFL Plate(625psi) 3.500" 1.750" 397# -4# Maximum Load Case Reactions Used for applying point loads(or line loads)to canying members Live Dead 1 391#(245p1f) 108#(67p1f) 2 1033#(645p1f) 310#(194p1f) 3 323#(202p1f) 73#(46p1f) Design spans 14' 2.375" 11' 4.375" Product: 9 1/2" 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 1492.'# 2820.'# 52% 5.9' Odd Spans D+L Negative Moment 1762.'# 2820.'# 62% 14.42' Total Load D+L Shear 714.# 1220.# 58% 14.41' Total Load D+L End Reaction 499.# 1151.# 43% 0' Odd Spans D+L Int.Reaction 1342.# 1775.# 75% 14.42' Total Load D+L TL Deflection 0.2501" 0.7099" 0681 6.61' Odd Spans D+L LL Deflection 0.2039" 0.3549" U835 6.61' Odd Spans L Control: Max Int.React. DOLS: Live=100% Snow=115% Roof=125% Wind=160°/ SIMPSON All product names are trademarks of their respective owners KAMI L.HENDERSON EWP MANAGER Stron -Tie- Copyright(CI 2016 by Simpson Strong-Te Company Inc.ALL RIGHTS RESERVED. PACIFIC LUMBER&TRUSS "Passing is defined aswhen the member,floor joist,beam or girder,shown on this drawing meets applicable dedgn criteria for Loads,Loading Conditions,and Spans listed on this sheet.The BEAVERTON,OREGON 97005 design must he reviewed by a qualified designer or design professional as required for approval.This dedgn assumes product installation according to the manufacturers specifications. 503-858-9663