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RECEIVED ljjsz s . , a FEB 0 3 2016 CT ENGINEERING- Structul Engineers CITY OF TIGARD 180 Nickerson Street Suite 302 Seattlera , WA 98109 INC. UILDIN DIVISION 206.285.4512 (V) 206.285.0618 (F) #15238 Structural Calculations River Terrace ��o PRo,,�*' 4 �. \AG INF�� Plan 7 � •' . Elevation A �d GRG NA�k` Tigard, OR 443. E22 �\19, ' PleS T. GF��F Design Criteria: 2012 IBC (ORSC, OSSC) 09/14/2015 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 180 Nickerson St. INC 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 7 also includes Plan 2613) The proposed project is to be single-family homes. We understand that these homes are to be constructed in multiple locations throughout Tigard, Oregon. Design parameters are as noted below: The structures are two-story wood-framed. Roof framing is primarily with pre-manufactured pitched chord wood trusses. Upper floor framing is primarily with pre-manufactured parallel chord wood trusses. Floor framing over crawlspace is primarily pre-manufactured wood joists. The foundations are to be conventional spread footings. Wind design is based on the ASCE 7-10 MWFRS(Envelope Procedure)for 120 mph ultimate wind speed, exposure category B, and with a Kzt value of 1.00. Lateral design is based on the ASCE 7-10"equivalent lateral force"procedure with Ss equal to or less than 1.10 and S1 equal to or less than 0.50 and with soil classification"D". Plywood or OSB shearwalls are the primary lateral force resisting system (R=6.5). . Foundations have been sized for Class 4 soils as defined in IBC 1806.2. Codes considered; 2012 IBC,and currently adopted ORSC and OSSC. SHEET TITLE: DEAD LOAD SUMMARY CT PROJECT#: Plan 7A ROOF Roofing- 3.5 psf Roofing-future 0.0,psf 5/8"plywood(O.S.B.) 2.2 psf Trusses at 24"o.c. 4.0 psf Insulation 1.0 psf (1)5/8"gypsum ceiling 2.8 psf Misc./Mech. 1.5 psf ROOF DEAD LOAD 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 r :-•-- GABLE END TRUSS - RB.al _ L 7-MIN. HDR _ 1 MIN. HDR 19 59.1 0 19 S9.1 AM Yv 0 ® IGT GT.a2 0 _. —, i ftsP 16 'Z ••• $9.1 g S9.1 :.1:::..::::' I: 1 r—_id 16 i S9.1 U O I1- 22'x30"I 9 m I cc CV x r N N 1 -1-own-I-') ACCESSl vi w L__J a I � 20 N t• 59.1 p, o .J.'. r �^ w :.J. 1 a t•::;• 20 x id ro '::}'.:..:' 59.1 I W opi "::: Vii= 59.1 'f.'.�::::1'::;::.::.� J 1 -i ::r:;::•':: 59.1 ::(2; 2x81 Ham•.: IGT U —I r._1 las.1..i L--- 11 I A10 MIN. -IDRnMIN.! HDR�M�IN. HDR -+--- GABLENE 1 a41SS I L 16 (10 I40 S9.1 CT# 14301 2015.03.04 1/4" = 1'-0" (11x17) PLAN 7A ROOF FRAMING PLAN 1/4"--V-0" ENGLISH REVIVAL MST48 _ MST48 o i0 i GJ 1> / _3 0 1 Q WASHER lJ � P5 ENi1RE DRYr 2 SIDE I-- EN11RE M SIDE P6 1 00 0 MST37 MST37 ® 8 51.2 m 8 51.2 CT# 14301 2015.03.05 1/4" = 1'-0" (11x17) PLAN 7A UPPER LEVEL SHEARWALLS 1/4"=1'-0" ENGLISH REVIVAL AM 0 ! -- 17 .\ GABLEIEND TRUSS / .,.,_, ..,...,w 1 la 1 CONT.14x12 HDR B.al STHD1 SD-1014 --- I STHD14 ROOF TRUSSES AT 24" O.C. TYP. 1 5.b x14 BIG BEAM B.a2 A 1 I 1 1 I 14" FLOOR TRUSSES 0 19.2" O.C. TYP. 4 4 S9.0 S9.0 U Op GT ABOVE GT ABOVE 0 2 t:17 P4 S9.0 D2 �STHD14 STHD14 n / 1% x 14LVL 1I r UM I 1 I Al-r; , Q I I j , Pg ENTIRE 6x6 POST ®' I ems' I L �� 1�� I O SIDE ROOF TRUSSES '�©n4 FLOC)" "U 'I_',�,�wI I (2)2 8 DR L > AT 24" O.C.t---B.a16 „ ,, •\\ I�r _ -I \ 1r. -•ENTIRE O LEDGER B.a15 \• ' w � �� SIDE PB 14 :._ _ -- �NIt L .- _ Q® w ta4,i ---> (2)2x8 HDR I o 0 0 x Nw ri- A la T 1 BLOCKOUT FOR vl11 FYI I, I i MICROWAVE EXHAUST cc fr 0I 9 L--__J--__J0 13” CLEAR = I FL a m-II =1. PICTURE FRAME W< (9.C) ( art OPENING. DIMS N m 0m InI NC4 ARE TO (. 511.105.mc' m 1 v� co w o 1 v x x x �~ X� x rt1 v�U � I I ,,--1-1 N 'i �.' I1 1 1 N - 11 c Z 4L` II 59.0 1 �_,' _ 1 mx 16 FIXTURES N ro I r- I ABOVE I r-T 6X6 POST x co ;` o I I �'=H �� N la x <-4 1 D■c:W �° o _ • cs,DI I c 2x ROOF 1 �a d x ,to,1 ' FRAMING 1 1=— Q'q 13, Ip� 71111 1 B.a9 -- 59.0 U I t._ - -In "1 =T. GT ABOVE GT ABOVE 'p - I—LEDGERli ftI A o I STHD14 sTHota 4x8 HDR 4x8 HDR 4x8 HDR 4x8 HDR B.aIO B.a10 B.a10 B.a10 1 1 tn S9.0 I y • ® I N O 1 1-a Q' N - 1 ■! B.a17 ® 0' 4x12 HDR LOWER LEVEL SHEARWALLS 4x4 POST L J 4x4 POST PLAN 7A UPPER LEVEL FLOOR FRAMING W/ACE4 ® W/ACE4 tirer.r ENGLISH REVIVAL CT# 14301 2015.03.04 1/4" = 1'-0" (11x17) • _1072 16'-3" 3'-1072 ® 15 1014 18 w _taa S6.0 [---0 S6.1 1 17, mat STHD74 Q STHD1 J CL Z ^ 3)i" CONC. SLAB h. O OVER 4" FREE DRAINAGE MATERIAL OVER COMPACTED FILL Q a L; i _+ — ^ i Z VERIFY GARAGE SLAB HEIGHT �I w D WITH GRADING PLAN oa N O 0 5 Dl 5 D1 14 18"-03/2" 3'-11y1 i 14 56.0S6.0 n 1 9.-0" ;:2 J © ..111 � o ' CONC. m©p VARIES : MIN. '� 1 I FURN. Art PATIO SLAB iim. SIM.®��3" FROM 70P OF 1 Ir- ABOVE nill STEM WALL 11 II SLOPE _ ® P4 S1H014 �L--11 2'ON L-_ __ __ ___ -__J I 1 Q ^ 111 I 1 w �p I -- ` 1 STHD14 ;_ J 1 Z " . I I 1 4/4" 3-9Y 12x4 PONY WALL i 18x24 CRAWL FIXTURE ABOVE-�-I 1 ABU66 NM 1-- ,I, i I AT HIGH FON. M -tPACE ACCESS �-� v L—+-� I. 5 © 6 • • lb fl. ' ' Bk. 1 78"x36"x10" FOOTING 9RE leis ,m. � (2) 4. (3) 4 1�. E7 DE l ' I ' P6 ES C TGENTER 11/WALL I —El � i 1 r i 56.0 1 17 -1 i 9'-8}74" Q I I " I 16 • 30"x30"x10" ®i MI ! FINISHED FLOOR .'2111E10 1 FOOTING W I 1' Q I AT +0'-0" i r. 1 I 3 #4 EA. WAY 1p i I .to' 010 I 4 1 �S P.T. 4x4 POST ,�� 7YP. U.N.O. • , f^+A EV I LII .% I lilt 9)4"I-JOISTS AT 19.2"O.C. I i)T TYPICAL , ,0' 1 I_ kit -1214" 1l'-7Y" = 14'-43/4" -1-1-1 .-1N 1-1-1 I I 9'-8y4" u L J '`' -1---- --� -� __ 1%_" x 9)4" LVL"___ /'T-30"x30"x10" ill rAl IIf I FOOTING W/ I i 18"x18"x10" FTG. ' , 4 I (3) #4 EA. WAY -1274" � 0 j W/TYP. U4N.0. Tr� L____ I 6x6 P.T. POST I ' In I L+J 10 et j , o 1X" x 9/i" LVL__"_ SIM.E`�5IM. ®I . o 2x4I P ' �: WALLONY ' o * TART FRMG. ® SV T 10 Lr s i ---- I IV%IiV 1sLOPE 11/2" `" o ol S11101431/2• CONC. SLAB 0 STHD 16'-6Y" o 1 9'-5y 0 " I H � v ©7l i 111_ 16 I u 1 D1 L S6.1 I TOP OF SLAB ABU44 'dni 7•• -6/" S1 "' 6'-0• i-934 TOP OF 8" -1274" 4 /, • 9.-4" 13/4" ABU44 STEM WALL } 10.-13 " Title: PLAN 2613 Job# Dsgnr: TRE Date: 4:29PM, 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 14189_Plan_2613.ecw:ROOF FRAMING _(c)1983-2003 ENERCALC Engineering Software Description 2613A ROOF GT reactions _Timber Member Information GT.al GT.a2 Timber Section 3.125x18 3.125x21 Beam Width in 3.125 3.125 Beam Depth in 18.000 21.000 Le:Unbraced Length ft 0.00 0.00 Timber Grade glas Fir,24F- Douglas fir,24F- V4 V4 Fb-Basic Allow psi 2,400.0 2,400.0 Fv-Basic Allow psi 240.0 240.0 Elastic Modulus ksi 1,800.0 1,800.0 Load Duration Factor 1.150 1.150 Member Type GluLam GluLam Repetitive Status No No Center Span Data Span ft 16.50 22.00 Dead Load #/ft 270.00 270.00 Live Load #/ft 450.00 450.00 Results Ratio= 0.6313 0.8338 Mmax @ Center in-k 294.03 522.72 @ X= ft 8.25 11.00 fb:Actual psi 1,742.4 2,275.8 Fb:Allowable psi 2,760.0 2,729.4 Bending OK Bending OK fv:Actual psi 130.5 153.5 Fv:Allowable psi 276.0 276.0 Shear OK Shear OK _Reactions 0 @ Left End DL lbs 2,227.50 2,970.00 LL lbs 3,712.50 4,950.00 Max.DL+LL lbs 5,940.00 7,920.00 @ Right End DL lbs 2,227.50 2,970.00 LL lbs 3,712.50 4,950.00 Max.DL+LL lbs 5,940.00 7,920.00 Deflections Ratio OK Deflection OK Center DL Defl in -0.165 -0.328 UDefl Ratio 1,202.1 805.3 Center LL Defl in -0.275 -0.546 UDefl Ratio 721.3 483.2 Center Total Defl in -0.439 -0.874 Location ft 8.250 11.000 UDefl Ratio 450.8 302.0 Title: PLAN 2613 Job# Dsgnr:TRE Date: 4:32PM, 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:RDOF FRAMING Description 2613A ROOF FRAMING [limber Member Information RB.al RB.a2 RB.a3 RB.a4 RB.a5 RB.a6 RB.a7 Timber Section 2-2x4 2-2x4 2-2x8 2-2x4 2-2x4 2-2x4 2-2x4 Beam Width in 3.000 3.000 3.000 3.000 3.000 3.000 3.000 Beam Depth in 3.500 3.500 7.250 3.500 3.500 3.500 3.500 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade Hem Ar,No.2 Hem Fr,No.2 Hem Ar,No.2 Hem Ar,No.2 Hem Ar,No.2 Hem Ar,No.2 Hem Fr,Stud Fb-Basic Allow psi 850.0 850.0 850.0 850.0 850.0 850.0 675.0 Fv-Basic Allow psi 150.0 150.0 150.0 150.0 150.0 150.0 150.0 Elastic Modulus ksi 1,300.0 1,300.0 1,300.0 1,300.0 1,300.0 1,300.0 1,200.0 Load Duration Factor 1.150 1.150 1.150 1.150 1.150 1.150 1.150 Member Type Sawn Sawn Sawn Sawn Sawn Sawn Sawn Repetitive Status No No No No No No No _Center Span Data Span ft 5.50 2.50 5.25 3.00 3.00 5.50 4.50 Dead Load #/ft 60.00 60.00 270.00 60.00 60.00 60.00 60.00 Live Load #/ft 100.00 100.00 450.00 100.00 100.00 100.00 100.00 Results Ratio= 0.8084 0.1670 0.9656 0.2405 0.2405 0.8084 0.6815 Mmax @ Center in-k 7.26 1.50 29.77 2.16 2.16 7.26 4.86 @ X= ft 2.75 1.25 2.62 1.50 1.50 2.75 2.25 fb:Actual psi 1,185.3 244.9 1,132.7 352.7 352.7 1,185.3 793.5 Fb:Allowable psi 1,466.3 1,466.3 1,173.0 1,466.3 1,466.3 1,466.3 1,164.4 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 56.3 21.9 101.1 27.7 27.7 56.3 44.8 Fv:Allowable psi 172.5 172.5 172.5 172.5 172.5 172.5 172.5 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 165.00 75.00 708.75 90.00 90.00 165.00 135.00 LL lbs 275.00 125.00 1,181.25 150.00 150.00 275.00 225.00 Max.DL+LL lbs 440.00 200.00 1,890.00 240.00 240.00 440.00 360.00 @ Right End DL lbs 165.00 75.00 708.75 90.00 90.00 165.00 135.00 LL lbs 275.00 125.00 1,181.25 150.00 150.00 275.00 225.00 Max.DL+LL lbs 440.00 200.00 1,890.00 240.00 240.00 440.00 360.00 _Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.089 -0.004 -0.037 -0.008 -0.008 -0.089 -0.043 UDefI Ratio 744.5 7,927.3 1,690.7 4,587.6 4,587.6 744.5 1,254.7 Center LL Defl in -0.148 -0.006 -0.062 -0.013 -0.013 -0.148 -0.072 UDefI Ratio 446.7 4,756.4 1,014.4 2,752.5 2,752.5 446.7 752.8 Center Total Defl in -0.236 -0.010 -0.099 -0.021 -0.021 -0.236 -0.115 Location ft 2.750 1.250 2.625 1.500 1.500 2.750 2.250 UDefI Ratio 279.2 2,972.7 634.0 1,720.3 1,720.3 279.2 470.5 1 • Title: PLAN 2613 Job# Dsgnr: TRE Date: 4:33PM, 16 SEP 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev: 580006 Page 1 ` User:KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist q (c)1983-2003 ENERCALC Engineering Software 14189_Plan_2613.ecw:Floor Framing Description 2613A FLR FRMG 1 OF 3 Timber Member Information I B.al B.a2 B.a3 B.a4 B.a5 B.a6 B.a7 Timber Section 4x12 5.5X14 UC 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 14.000 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 Fr- Rosboro,Bigbeam level,LSI_1.55E Hem Fr,No.2 Rosboro,Bigbeam Douglas Fir- Hem Fir,No.2 Larch,No.2 2.2E 2.2E Larch,No.2 Fb-Basic Allow psi 900.0 3,000.0 2,325.0 850.0 3,000.0 900.0 850.0 Fv-Basic Allow psi 180.0 300.0 310.0 150.0 300.0 180.0 150.0 Elastic Modulus ksi 1,600.0 2,200.0 1,550.0 1,300.0 2,200.0 1,600.0 1,300.0 Load Duration Factor 1.150 1.150 1.150 1.000 1.000 1.000 1.150 Member Type Sawn Manuf/Pine Manuf/Pine Sawn Manuf/Pine Sawn Sawn Repetitive Status No No No No No No No Center Span Data Span ft 16.50 22.00 4.00 3.50 18.00 4.50 4.50 Dead Load #/ft 75.00 15.00 150.00 195.00 195.00 195.00 75.00 Uve Load #/ft 125.00 40.00 400.00 520.00 520.00 520.00 200.00 Dead Load #/ft 160.00 160.00 Live Load #/ft 100.00 100.00 Start ft End ft LReSUIts Ratio= 0.9717 0.3689 0.0864 0.4901 0.6447 0.6054 0.5271 ...Mmax @ Center in-k 81.67 228.69 13.20 13.14 347.49 21.72 16.25 @ X= ft 8.25 11.00 2.00 1.75 9.00 2.25 2.25 fb:Actual psi 1,106.3 1,272.9 230.9 499.9 1,934.1 708.3 618.3 Fb:Allowable psi 1,138.5 3,450.0 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 60.5 28.6 56.6 109.3 70.0 61.1 Fv:Allowable psi 207.0 345.0 356.5 150.0 300.0 180.0 172.5 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 618.75 1,925.00 300.00 341.25 1,755.00 438.75 528.75 LL lbs 1,031.25 1,540.00 800.00 910.00 4,680.00 1,170.00 675.00 Max.DL+LL lbs 1,650.00 3,465.00 1,100.00 1,251.25 6,435.00 1,608.75 1,203.75 1 @ Right End DL lbs 618.75 1,925.00 300.00 341.25 1,755.00 438.75 528.75 LL lbs 1,031.25 1,540.00 800.00 910.00 4,680.00 1,170.00 675.00 Max.DL+LL lbs 1,650.00 3,465.00 1,100.00 1,251.25 6,435.00 1,608.75 1,203.75 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.188 -0.333 -0.001 -0.005 -0.166 -0.010 -0.018 UDefI Ratio 1,051.9 791.9 34,459.7 7,900.8 1,297.6 5,337.8 3,084.6 Center LL Defl in -0.314 -0.267 -0.004 -0.014 -0.444 -0.027 -0.022 UDefl Ratio 631.1 989.9 12,922.4 2,962.8 486.6 2,001.7 2,416.3 Center Total Defl in -0.502 -0.600 -0.005 -0.019 -0.610 -0.037 -0.040 Location ft 8.250 11.000 2.000 1.750 9.000 2.250 2.250 UDefl Ratio 394.5 440.0 9,398.1 2,154.8 353.9 1,455.8 1,354.9 Title: PLAN 2613 Job# 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 (x)1983-2003 ENERCALC Engineering Software 14189_Plan_2613.ecw Flnor Framing Description 2613A FLR FRMG 2 OF 3 Timber Member Information B.a8 B.a9 B.a10 Ball B.a12 B.a13 B.a14 Timber Section 2-2x8 2-2x8 4x8 4x10 2-2x8 2-2x8 2-2x8 Beam Width in 3.000 3.000 3.500 3.500 3.000 3.000 3.000 Beam Depth in 7.250 7.250 7.250 9.250 7.250 7.250 7.250 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade Hem Fr,No.2 Hem Fr,No.2 Douglas Fr- Level,LSL 1.55E Hem Fir,No.2 Hem Fur,No.2 Hem Fr,No.2 Larch,No.2 Fb-Basic Allow psi 850.0 850.0 900.0 2,325.0 850.0 850.0 850.0 Fv-Basic Allow psi 150.0 150.0 180.0 310.0 150.0 150.0 150.0 Elastic Modulus ksi 1,300.0 1,300.0 1,600.0 1,550.0 1,300.0 1,300.0 1,300.0 Load Duration Factor 1.000 1.150 1.150 1.150 1.150 1.150 1.150 Member Type Sawn Sawn Sawn Sawn Sawn Sawn Sawn Repetitive Status No No No No No No No enter 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 15.00 120.00 120.00 120.00 120.00 Live Load #/ft 200.00 40.00 40.00 320.00 320.00 320.00 320.00 Dead Load #/ft 160.00 505.00 160.00 160.00 160.00 160.00 Live Load #/ft 100.00 675.00 100.00 100.00 100.00 100.00 Start ft End ft Point#1 DL lbs 2,228.00 LL lbs 3,712.00 @ X ft 1.750 Results Ratio= 0.2694 0.7361 0.1403 0.2590 0.8515 0.2129 0.4172 Mmax @ Center in-k 7.22 22.69 5.79 40.89 26.25 6.56 12.86 @ X= ft 1.50 1.75 1.75 1.75 2.50 1.25 1.75 fb:Actual psi 274.8 863.5 188.8 819.2 998.8 249.7 489.4 Fb:Allowable psi 1,020.0 1,173.0 1,345.5 3,208.5 1,173.0 1,173.0 1,173.0 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 33.2 97.8 21.4 92.3 91.7 31.4 55.4 Fv:Allowable psi 150.0 172.5 207.0 356.5 172.5 172.5 172.5 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK _Reactions @ Left End DL lbs 352.50 910.00 306.25 818.40 700.00 350.00 490.00 LL lbs 450.00 1,251.25 245.00 1,513.60 1,050.00 525.00 735.00 Max.DL+LL lbs 802.50 2,161.25 551.25 2,332.00 1,750.00 875.00 1,225.00 @ Right End DL lbs 352.50 910.00 306.25 1,709.60 700.00 350.00 490.00 LL lbs 450.00 1,251.25 245.00 2,998.40 1,050.00 525.00 735.00 Max.DL+LL lbs 802.50 2,161.25 551.25 4,708.00 1,750.00 875.00 1,225.00 Leflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.003 -0.014 -0.003 -0.003 -0.032 -0.002 -0.008 UDefl Ratio 10,410.6 2,962.8 12,641.2 9,677.0 1,887.3 15,098.3 5,502.3 Center LL Defl in -0.004 -0.019 -0.003 -0.005 -0.048 -0.003 -0.011 UDefl Ratio 8,155.0 2,154.8 15,801.5 5,497.3 1,258.2 10,065.6 3,668.2 Center Total Defl in -0.008 -0.034 -0.006 -0.009 -0.079 -0.005 -0.019 Location ft 1.500 1.750 1.750 1.360 2.500 1.250 1.750 UDefl Ratio 4,572.9 1,247.5 7,022.9 3,505.8 754.9 6,039.3 2,200.9 Title: PLAN 2613 Job# Dsgnr: TRE Date: 4:34PM, 16 SEP 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Use: 580006 Timber Beam & Joist Page 1 User:3-003 EN 7.Ver C Engineeringn,1-Dec-2003Software 14189_Pian_2613.ecw:Floor Framing _(c)1983-2003 ENERCALC Description 2613A FLR FRMG 3 OF 3 Timber Member Information r B.a15 B.a16 B.a17 Timber Section 2-2x8 2-2x8 4x8 Beam Width in 3.000 3.000 3.500 Beam Depth in 7.250 7.250 7.250 Le:Unbraced Length ft 0.00 0.00 0.00 Timber Grade Hem Fr,No.2 Hem Fr,No.2 Douglas Flr- Hem Fr,No.2 Larch,No.2 Fb Basic Allow psi 850.0 850.0 900.0 Fv-Basic Allow psi 150.0 150.0 180.0 Elastic Modulus ksi 1,300.0 1,300.0 1,600.0 Load Duration Factor 1.150 1.150 1.150 Member Type Sawn Sawn Sawn Repetitive Status No No No _Center Span Data Span ft 4.50 4.00 9.00 Dead Load #/ft 15.00 Live Load #/ft 40.00 Dead Load #/ft 310.00 60.00 75.00 Live Load #/ft 350.00 100.00 125.00 Start ft End ft Results Ratio= 0.7045 0.1246 0.5890 Mmax @ Center in-k 21.72 3.84 24.30 @ X= ft 2.25 2.00 4.50 fb:Actual psi 826.4 146.1 792.5 Fb:Allowable psi 1,173.0 1,173.0 1,345.5 Bending OK Bending OK Bending OK fv:Actual psi 81.7 15.5 46.4 Fv:Allowable psi 172.5 172.5 207.0 Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 731.25 120.00 337.50 LL lbs 877.50 200.00 562.50 Max.DL+LL lbs 1,608.75 320.00 900.00 @ Right End DL lbs 731.25 120.00 337.50 LL lbs 877.50 200.00 562.50 Max.DL+LL lbs 1,608.75 320.00 900.00 Deflections Ratio OK Deflection OK Deflection OK Center DL Defl in -0.024 -0.003 -0.062 UDefl Ratio 2,230.4 17,201.9 1,734.8 Center LL Defl in -0.029 -0.005 -0.104 UDefl Ratio 1,858.7 10,321.1 1,040.9 Center Total Defi in -0.053 -0.007 -0.166 Location ft 2.250 2.000 4.500 UDefl Ratio 1,013.8 6,450.7 650.5 Title: PLAN 2613 Job# 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 Description 2613 ABCD CRAWLSPACE FRAMING Timber Member Information TYP BEAM Timber Section 4x8 Beam Width in 3.500 Beam Depth in 7.250 Le:Unbraced Length ft 0.00 Timber Grade Douglas Rr- Lardh,No.2 Fb-Basic Allowpsi 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 LCenter 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 t @° X= ft 2.87 fb:Actualpsi 1,156.5 Fb:Allowable psi 1,170.0 Bending OK fv:Actual psi 96.2 Fv:Allowable psi 180.0 Shear OK LReactions @ Left End DL lbs 560.62 LL lbs 1,495.00 Max.DL-ELL lbs 2,055.62 @ Right End DL lbs 560.62 LL lbs 1,495.00 Max.DL+LL lbs 2,055.62 LDeflections Ratio OK Center DL Defl in -0.027 UDefl Ratio 2,558.5 Center LL Defl in -0.072 UDefI Ratio 959.5 Center Total Defl in -0.099 Location ft 2.875 UDefI Ratio 697.8 TJI JOISTS and RAFTERS Code Code Code Suggest Suggest Suggest Lpick Lpick Lpick Lpick Joist • d ,Spa. LL DL M max V max El L lb Liv L TL240 L LL360 L max TL deft. ' LL dell. L TL360 L LL480 L max TL def.].TL deft.LL deg,LL deft. size&grade width(in.) depth(in.) (in.) (psf) (psf) (ft-lbs) (psi) (psi) (ft.) (ft.) (ft.) (ft.) (ft.) ` (in.) (In.) (ft.) (ft.) •(ft.) (in.) ratio (in.) �Tratio 9.5"TJI 110 1.75 192 40 2380 1220 1.40E+08 14.71 27.73 1523 14.80 14.711 0.66 0.48 13.31 13.45 1331044360032495 - 360 132 495 9.5"TJI 110 1.75 16 40 15 2380 1220 1.40E+08 16.11 33.27 16.19 15.73 15.73 0.72 0.52_ 14.14 14.29 14.14 0.47 360 0.34 495 9.5"TJI 110 1.75 9.5 12 40 15 2380 1220 1.40E+08 18.61 44.36 17.82 17.31 17.31 0.79 0.58 15.57 15.73 ',15.5740.52 360 0,38,-.495 9.5"TJI 110 1.75 9.5 9.6 40 15 2380 1220 1.40E+08 20.80 55.45 19.19 18.64 18.64 0.85 0.62 16.77 16.94 • 16.77 0.56 360 0.41 495 9.5"TJI 110 1.75 9.5 19.2 40 10 2500 12201 1.57E+08 15.81 30.50 16.34 15.37 15.37 0.64 0.51 14.27 13.97 13.97 0.44 384 0 35 480 15.17 1484„ 9.5"TJI 110 12 40_10 2500 1220 1.57E+08 20.00 48.80 19.11 17.98__-17.98 -0.75- 0.60 16_69 16.34 1434` 0.51 384 0 417 480 1.75 9:5 1732 36.60 _17!36: 1634 6 34 0.51 384 0 41 480 9.5"TJI 110 1.75 9.5 16 01 -_-- 9.5"TJI 110 1.75 9.5 9.6�40 10 2500 12201 1.57E+08 22.36 61.00 20.58 19.37 19.37 0.81 0.65 17.98 17 60 17 60 0.55- 384 0.44 480 9.5"TJI 210 2.0625 9.5 19.2 40 10 3000 13301 1.87E+08 17.32 33.25 17.321 16.301 16.301 0.68 0.54 15.13 15 84 , 15 84 „0.46 384 0 37 480 46 384 0.37 480 9.5'TJ1.210 20625 9:5, - 16 40F 101,' 3000•'1330. 1 87E+08 18.97 39:90 18.40 17.32, '17.32 0.72 0:58. 16.01' 9.5"TJI 210 2.0625 9.5 12 40 10 3000 13301 1.87E+08 21.91 53.20 20.26 19.06 19.06 0.79 0.64 17.70 17.32 17.32': 0.58.32 0.54 384 0 431 480 480 9.5"TJI 210 2.0625 9.5 9.6 40 10 3000 1330 1.87E+08 24.49 66.50 21.82 20.53 20.53 0.86 0.68 19.06 18.66 9.5"TJI 230 2.3125 9.5 19.2 40 10. 3330 13301 2.06E+08 18.25 33.25 17.89 16.83 16.831 0.70 0.56 15.63 15.29 15:29- 0.48! 384 0.4rniii8 ;- !480 480 9.5"TJI 230'"2.3125 :, .9.5• 16 .40 12'1'10 ' 3330 1330 206E+08 ' =19.99 39.90 '.,1901 17.89 17.89 `'"0.75 ,0.60„ 16.60 . 1625 „-16 25 9.5"TJI 230 2.3125 9.5 12 40 10 3330 13301 2.06E+08 23.08 53.20 20.92 19.69 19.69 0.82 0.66 18.28 17.89 , 17.89 0.56 384 0.45 480 9.5"T.11 230 2.3125 9.5 9.6 40 10 3330 1330 2.06E+08 25.81 66.50 22.54 21.21 21.21 0.88 0.71 19.69 19.27 19.27 0.60 384 0.48 480 11.875"TJI 110 1.75 11.875 19.2 40 10 3160 1560 2.67E+08 17.78 39.00 19.501 18.35 17.781 0.67 0.54 17.04 16.67 16.67. 0.521 384 0.42 480 480 11.875"TJI 110 '1.75 "11:875 '16 40;1" 10 1-,3160.,•.1560 2:67E+08 `1947. •`:46.80 20,72 19.50. 19.47--;;;.-:-.'L81,','2,-..,,, 0:65 18.10 17.72 17 72 0:55 384 ...--044 11.875"1J1 110 1.75 11.875 12 40 10 3160 1560 2.67E+08 22.491 62.40 22.81 21.46 21.46 0.89 0.721 19.93 19.50 19 50 0.61 384 0.49 480 11.875"TJI 110 1.75 11.875 9.6 40 10 3160 1560 2.67E+08 25.14 78.00 24.57 23.12 23.12 0.96 0.771 21.46 21.01 21.01 0_66-_, 384 0.53 480 11.875"1J1210 2.0625 11.875 19.2 40 10 3795 1655 3.15E+08 19.481 41.38 20.61 19.39 19.39 0.81 0.651 18.00' 17.62 '''..,'..1 7 62 0.55 384 0.44 480 11.875"-1J1210' 2.0625 •'11;875 16;. 40;-`•'10 3795=-1655 �3.15E+081'2134'.. _49.85 '21:90 ';20.61 -20:61•. •0:.86, ; 0'.69' ',' ;19 13, 18.72-. .!'''!...,1 Liz"''0.59 1 384 i' 047 •480 11.875"TJI 2101 2.0625 11.875 12 40 10 3795 1655,3.15E+08 24.64 66.20 24.10 22.68 22.68 0.95 0.76 21.05 20.61 20:61, 0.641 384 0.521 480 11.875"TJI 210 2.0625 11.875 9.6 40 10 3795 1655 3.15E+08 27.55 82.75 25.96 24.43 24.43 1.02 0.81 22.68 22.20 22 20 0.69 384 0.55 480 45-480 11.875"TJI 230 2.3125 11.875 19.2 40 10 4215 1655 3.47E+08 20.53 41.38 21.28 20.03 20.03 0.83 U 67 19 59 ,19 20' ;,-.1,',1.,.,10,2,4. 0.57 384'' 0..45 480 11.875"T..11 230 ;.2.31g5',..:11.875,-,':-.16 40 10'. 4215_;;1655 3;47E+08 =2249 4965 22;62,_ 2128 21.28 ,,0.89 , 11.875"TJI 230 2.3125 11.87512 40 10 4215 1655 3.47E+08 25.97 66.20 24.89 23.42 23.42 0.98 0.78 21.74 21.28 '•21.28, 0.67 384 0.53 480 - - 22.93: 0.72 384 0.57 480 11.875"TJI 230 2.3125 11.875 9.6 40 10 4215 1655 3.47E+08 29.03 82.75 26.81 25.23 25.23 1.05 00 ^84 23.42 22.93 384 0.45 480 11.875"RFPI 400 2.0625 11.875 19.2 40 , 10 4315„ 1480 3.30E+08 20.77 37.00 20.93 19.69 19.69 0.820.66 1943 19 „0.66 18.28 89 - 19 89 .0.561 384', 0 45 ,' 480 11.875"RFPI 400, 2.0625 :. .11.875 ..i6 ' 40..;.10, --4315:':1480'"3!30E+08 .;,22.76.: -44.40 22.24...20y93. 20.93 .. 0.87''. _... 0.521 480 11.875"RFPI 400 2.0625 11.875 12 40 10 4315 1480 3.30E+08 26.28 59.20 24.48 23.03 23.03 RFPI 400 2.0625 11.875 9.6 40 10 4315 1480 3.30E+08 29.38 74.00 26.37 24.81 24.81 0.961 1.03 03 23 03 22.54 22 54^ 0.70 384 0.56 480 Page 1 D+L+S CT#14189-Betahny Creek Falls I LOAD CASE (1242) (BASED ON ANSI/AFBPA NDS-1997) SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 Ke 1.00 Design Buckling Factor D+L+S c 0.80(Constant)> Section 3.7.1.5 KcE 0.30(Constant)> Section 3.7.1.5 Cr Cb (Nadas) > Section 2.3.10 Bending,Comp. Size Size Rep. Cf(Fb) Cf(Fe) 1997 NDS Cd(Fb) Cb Cd(Fc) Eq.3.7-1 NDS 3.9,2 Maz.Wall duration duration factor factor use Stud Grade Wdth Depth Spacing Height Le/d Vert.Load Hor.Loa <.1.0 Load©Plate Cd(Fb)Cd(Fc) Cf CI Cr Fb Fc perp Fc E Fb' Fc perp' Fc' Fce Fe Ic Ic/F'c fb tb/ In. In. in. It. pit psf pit (Fb) (Fe) psi psi psl psi psi H-F Stud 1.5 3,5 16 7.7083 26.4 1730 0.9916 1993.4 1.00 1.15 1.1 1.05 1.15 675 405 800 1,200,000 psi 854 P 506 P 966 515.42 441.221psi 439.37 1.00 00.100 Fb•(1-f 0.000 H-F Stud 1.5 3.5 16 9 30.9 1340 0.9966 1993.4 1.00 1.15 1.1 1.05 1.15 675 405 800 1,200,000 854 506 966 378.09 340.90 340.32 1.00 0.00 0.000 H-F Stud 1.5 3.5 12 9 30.9 1785 0.9947 2657,8 1.00 1.15 1.1 1.05 1.15 675 405 800 1,200,000 854 506 966 378.09 340.90 340.00 1.00 0.00 0.000 H-F Stud 1.5 3.5 16 8.25 28.3 1550 0.9921 1993.4 1.00 1.15 1.1 1.05 1.15 675 405 800 1,200,000 854 506 966 449.95 395.22 393.85 1.00 0.00 0.000 H-F Stud 1.5 3.5 12 8.25 28.3 2070 0.9953 2657.8 1.00 1.15 1.1 1.05 1.15 675 405 800 1.200,000 854 508 968 449.95 39522 394.29 1.00 0.00 0.000 H-F Stud 1.5 3.5 8 8.25 28.3 3100 0.9921 3986.7 1.00 1.15 1.1 1.05 1.15 675 405 800 1,200.000 854 508 968 449.95 395.22 393.85 1.00 0.00 0.000 SPF Stud 1.5 3.5 16 7.7083 26.4 1695 0.9952 2091.8 1.00 1.15 1.1 1.05 1.15 675 425 725 1,200,000 854 531 875.438 515.42 431.52 430.48 1.00 0.00 0.000 SPF Stud 1.5 3.5 18 9 30.9 1320 0.9944 2091.8 1.00 1.15 1.1 1.05 1.15 875 425 725 1,200,000 854 531 875.438 378.09 338.17 335.24 1.00 0.00 0.000 SPF Stud 1.5 3.5 12 9 30.9 1760 0.9944 2789.1 1.00 1.15 1.1 1.05 1.15 675 425 725 1,200,000 854 531 875.438 378.09 336.17 335.24 1.00 0.00 0.000 SPF Stud 1.5 3.5 16 8.25 28.3 1525 0.9957 2091.8 1.00 1.15 1.1 1.05 1.15 675 425 725 1,200,000 854 531 875.438 449,95 388.13 387.30 1.00 0.00 0.000 SPF Stud 1.5 3.5 12 8.25 28.3 2030 0.9925 2789.1 1.00 1.15 1.1 1.05 1.15 675 425 725 1,200,000 854 531 875.438 449.95 388.13 386.67 1.00 0.00 0.000 SPF Stud 1.5 3.5 8 8.25 28.3 3050 0.9957 4183.6 1.00 1.15 1.1 1.05 1.15 875 425 725 1,200,000 854 531 875.438 449.95 388.13 387.30 1.00 0.00 0.000 H-F#2 1.5 5.5 16 7.7093 18.8 3132 02408 3132.4 1.00 1.15 1.3 1.10 1.15 850 405 1300 1,300.000 1,271 508 1644.5 1378.83 1031.58 506.18 0.49 0.00 0.000 H-F#2 1.5 5.5 18 9 19.6 3132 0.3852 3132.4 1.00 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 1,271 508 1844.5 1011.45 837.57 506.18 0.80 0.00 0.000 H-F#2 1.5 5.5 18 8.25 18.0 3132 0,2858 3132.4 1.00 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 1,271 506 1644.5 1203.70 946.77 506.18 0.53 0.00 0.000 SPF#2 1.5 5.5 16 7.7083 16.8 3287 0.2737 3287.1 1.00 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 1,308 531 1454.75 1484.89 1015.45 531.23 0.52 0.00 0.000 SPF#2 1.5 5.5 16 9 19.6 3287 0.3905 3287.1 1.00 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 1,308 531 1454.75 1088.25 850.18 531.23 0.62 0.00 0.000 SPF#2 1.5 5.5 16 8.25 18.0 3287 0.3158 3287.1 1.00 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 1,308 531 1454.75 1296.30 945.38 531.23 0.56 0.00 0.000 SPF Stud 1,5 3.5 16 14,57 50.0 545 0 0.9913 2091.8 1.00 1.15 1.1 1.05 1.15 675 425 725 1,200,000 854 531 875.438 144.26 139.02 138.41 1.00 0.00 0.000 SPF#2 1.5 5.5 16 19 41.5 1450 0 0.9917 3287.1 1.00 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 1,308 531 1454.75 244.40 235.32 234.34 1.00 0.00 0.000 H-F#2 1.5 5.5 16 19 41.5 1360 0 0.9969 3132.4 1.00 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 1,271 506 1644.5 228.94 220.14 219.80 1.00 0.00 0.000 Page 1 D+L+W CT#14189-Betahny Creek Falls I LOAD CASE (12.13) (BASED ON ANSI/AFBPA NDS-1997) SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 Ke 1.00 Design Budding Factor D+L+W c 0.80(Constant)> Section 3.7.1.5 Cr KcE 0.30(Constant)> Section 3.7.1.5 Cf(Fb) Cf(Fc) 1997 NDS Cb (Vadess > Section 2.3.10 Bending Comp. Size Size Rep. Cd(Fb) Cb Cd(Fe) Eq.3.7-1 NDS 3.9.2 Maz.Wail duration duration factor factor use Stud Grade VNdth Depth Spadng Height Le/d Vert.Load Nor.Load <.1.0 Load Plate Cd(Fb)Cd(Fe) Cf Cf Cr Fb Fc perp Fc E Fb' Fc perp' Fc' Fee Pc fc fciF'c M fb/ in. In. In. R. pll psi plf (Fb) (Fc) psi psi psi psi psi psi psi psi psi psi psi Fb'•(1-fc/Fce) H-F Stud 1.5 3.5 16 7.7083 26.4 1075 9.71 0.9951 1993.4 1.60 1.00 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 840 515.42 427.08 273,02 0.64 376.78 0.586 H-F Stud 1.5 3.5 16 9 30.9 755 8.46 0.9942 1993.4 1.60 1.00 1.1 1.05 1.15 675 405 800 1,200,000 1,306 506 840 378.09 333.99 191.75 0.57 447.52 0.665 H-F Stud 1.5 3.5 12 9 30.9 1140 8.46 0.9988 2657.8 1.60 1.00 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 840 378.09 333.89 217.14 0.65 335.84 0.577 H-F Stud 1.5 3.5 16 8.25 28.3 970 8.13 0.9943 1993.4 1.60 1.00 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 840 449.95 384.87 246.35 0.64 361,37 0.585 H-F Stud 1.5 3.5 12 8.25 28.3 1425 8.13 0.9974 2657.8 1.60 1.00 1.1 1.05 1.15 875 405 800 1,200,000 1,366 506 840 449.95 384.87 271.43 0.71 271.03 0.500 H-F Stud 1.5 3.5 8 825 28.3 2355 8.13 0.9981 3988.7 1.80 1.00 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 840 449.95 384.87 299.05 0.78 180.69 0.394 SPF Stud 1.5 3.5 16 7.7083 26.4 1060 9.71 0.9971 2091.8 1.60 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 761.25 515.42 415.53 269.21 0.65 376.78 0.577 SPF Stud 1.5 3.5 16 9 30.9 700 8.48 0.9115 2091.8 1.60 1.00 1.1 1.05 1.15 875 425 725 1.200,000 1,368 531 761.25 378.09 328.30 177.78 0.54 447.52 0.618 SPF Stud 1.5 3.5 12 9 30.9 1125 8.46 0.9931 2789.1 1.80 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 761.25 378.09 328.30 214.29 0.65 335.64 0.587 SPF Stud 1.5 3.5 16 8.25 28.3 960 8.13 0.9970 2091.8 1.60 1.00_ 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 761.25 449.95 376.35 243.81 0.65 361.37 0.577 SPF Stud 1.5 3.5 12 8.25 28.3 1405 8.13 0.9952 2789.1 1.60 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 761.25 449.95 376.35 267.62 0.71 271.03 0.490 SPF Stud 1.5 3.5 8 8.25 28.3 2320 8.13 0.9958 4183.6 1.60 1.00 1.1_1.05 1.15 875 425 725 1.200,000 1.366 531 761.25 449.95 376.35 294.60 0.78 180.69 0.383 H-F#2 1.5 5.5 16 7.7083 16.8 3132 9.71 0.3909 3132.4 ' 1.60 1.00 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1430 1378.83 969.81 506.18 0.52 152.58 0.119 H-F#2 1.5 5.5 16 9 19.8 3132 8.46 0.5743 3132.4 1.60 1.00 1.3 1.10 1.15 850 405 1300 1.300,000 2.033 506 1430 1011.45 804.50 506.18 0.63 181.23 0.178 H-F#2 1.5 5.5 16 8.25 18.0 3132 8.13 0.4411 3132.4 1.60 1.00 1.3 1.10 1.15 850 405_ 1300 1,300,000 2,033 506 1430 1203.70 899.13 506.18 0.56 146.34 0.124 SPF#2 1.5 5.5 16 7.7083 16.8 3287 9.71 0.4327 3287.1 1.60 1.00 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1265 1484.89 940.30 531.23 0.56 152.58 0.114 SPF#2 1.5 5.5 16 9 19.6 3287 8.46 0.6033 3287.1 1.60 1.00 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1265 1089.25 806.08 531.23 0.66 181.23 0.169 SPF#2 1.5 5.5 16 8.25 18.0 3287 8.13 0.4790 3287.1 1.60 1.00 1.3 1.10 1.15 875 425 1150 1.400,000 2,093 531 1265 1296.30 884.69 531.23 0.60 148.34 • 0.118 SPF Stud 1.5 3.5 16 14.57 50.0 70 8.46 0.9957 2091.8 1.80 1.00 1.1 1.05 1.15 675_ 425 _725 1.200,000 1,366 531 761.25 144.26 138.14 17.78 0.13 M##### 0.976 SPF#2 1.5 5.5 18 19 41.5 660 9.71 0.9941 3287.1 1.80 1.00 1.3 1.10 1.15 875 425 1150 1.400,000 2.093 531 1265 244.40 233.80 108.67 0.48 927.02 0.786 H-F#2 1.5 5.5 18 19 41.5 600 9.71 0.9921 3132.4 1.60 1.00 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1430 226.94 219.02 96.97 0.44 927.02 0.796 Page 1 D+L+W+.SS CT#14189-Betahny Creek Falls 1LOAD CASE 1 (12-14) I (BASED ON ANSI/AFBPA NDS-1997) SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 Ke 1.00 Design Buckling Factor 1 13+1.+W+312 c 0.80(Constant)> Section 3.7.1.5 KeE 0.30(Constant)> Section 3.7.1.5 --- Cr Cb (Varies) > Section 2.3.10 Bending Comp. Size Size Rep. Cf(FCf(Fc) NDS P Cd(FbCf )) Cb Cd(Fe) EEq.q.3.7-1 NDS 3.9.2 Mez.Wall duration dura0on factor factor use Stud Grade 1Mdth Depth Sparing Height Laid Vert.Load Hor.Load a.1.0 Load CD Plate Cd(Fb)Cd(Fc) Cf Cl Cr Fb Fc perp Fc E Fb' Fe perp' Fc• Fce F'e le telF'e lb Ib/ In. in. In. ft. pit Psf pit (Fb) (Fe) psi psi psi H-F Stud 1.5 3.5 16 7.7083 26.4 1095 9.71 0.9962 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,2 0,000 1,366 si psi 06 psi 66 515.42 si 411.22 psi 278.10 0.63 376.78 Fb'(1-f 0.599 H-F Stud 1.5 3.5 16 9 30.9 765 8.46 0.9986 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 378.09 340.90 194.29 0.57 447.52 0.674 H-F Stud 1.5 3.5 12 9 30.9 1150 8.46 0.9969 2657.8 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 378.09 340.90 219.05 0.64 335.64 0.584 H-F Stud 1.5 3.5 16 8.25 28.3 985 8.13 0.9963 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 508 966 449.95 395.22 250.16 0.63 381.37 0.596 H-F Stud 1.5 3.5 12 825 28.3 1445 8.13 0.9959 2657.8 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 449.95 395.22 275.24 0.70 271.03 0.511 H-F Stud 1.5 3.5 8 8.25 28.3 2390 8.13 0.9960 3988.7 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 968 449.95 395.22 303.49 0.77 180.69 0.406 SPF Stud 1.5 3.5 16 7.7083 26.4 1080 9.71 0.9935 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 515.42 431.52 274.29 0.64 376.78 0.589 SPF Stud 1.5 3.5 16 9 30.9 760 8.46 0.9988 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1.200.000 1,366 531 875.438 378.09 336.17 193.02 0.57 447.52 0.669 SPF Stud 1.5 3.5 12 9 30.9 1140 8.46 0.9944 2788.1 1.60 1.15 1.1 1.05 1.15 675 425 725 1.200,000 1,366 531 875.438 378.09 336.17 217.14 0.65 335.64 0.577 SPF Stud 1.5 3.5 16 8.25 28.3 975 8.13 0.9952 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1.366 531 875.438 449.95 388.13 247.62 0.64 381.37 0.588 SPF Stud 1.5 3.5 12 8.25 28.3 1430 8.13 0.9952 2789.1 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 272.38 0.70 271.03 0.503 SPF Stud 1.5 3.5 8 8.25 28.3 2360 8.13 0.9922 4183.6 1.60 1.15 1.1 1.05 1.15 675 425 725 1.200,000 1.368 531 875.438 449.95 388.13 299.88 0.77 180.69 0.396 H-F#2 1.5 5.5 16 7.7083 16.8 3132 9.71 0.3593 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1378.83 1031.58 506.18 0.49 152.58 0.119 H-F#2 1.5 5.5 16 9 19.6 3132 8.46 0.5437 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1.300,000 2.033 506 1844.5 1011.45 837.57 506.18 0.60 181.23 0.178 H-F#2 1.5 5.5 16 8.25 18.0 3132 8,13 0.4100 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1203.70 946.77 506.18 0.53 146.34 0.124 SPF#2 1.5 5.5 16 7.7083 16.8 3287 9.71 0.3872 3287.1 1.80 1.15 1.3 1.10 1.15 675 425 1150 1,400,000 2.093 531 1454.75 1484.89 1015.45 531.23 0.52 152.58 0.114 SPF#2 1.5 5.5 16 9 19.6 3287 8.46 0.5595 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1089.25 850.16 531.23 0.82 181.23 0.169 SPF#2 1.5 5.5 16 8.25 18.0 3287 8.13 0.4342 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2.093 531 1454.75 1296.30 945.38 531.23 0.56 146.34 0.118 SPF Stud 1.5 3.5 16 14.57 50.0 70 8.46 0.9955 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 144.26 139.02 17.78 0.13 06##114 0.979 SPF#2 1.5 5.5 16 19 41.5 660 9.71 0.9914 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1.400.000 2.093 531 1454.75 244.40 235.32 106.67 0.45 927.02 0.786 H-F#2 1.5 5.5 16 19 41.5 600 9.71 0.9901 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 226.94 220.14 96.97 0.44 927.02 0.796 Page 1 D+L+S+.SW CT#14189-Betahny Creek Falls I LOAD CASE 1 (12-15) I (BASED ON ANSUAFBPA NDS-1997) SEE SECTION: 2.3.1 2.3.1 , 2.3.1 3.7.1 3.7.1 Ke 1.00 Design Buckling Factor D+L+S+Wl2 c 0.80(Constant)> Section 3.7.1.5 Cr KcE 0.30(Constant)> Section 3.7.1.5 Cf(Fb) Cf(Pc) 1997 NDS Cb (Varies) > Section 2.3.10 Bending Comp. Size Size Rep., __ Cd(Fb) Cb Cd(Fc) Eq.3.7-1 NDS 3.9.2 Max.Wall duration duration factor factor use Stud Grade Wdth Depth Spadng Height Le/d Vert.Load Hor.Load 4.1.0 Load SI Plate Cd(Fb)Cd(Fe) Cf Cf Cr Fb Fe perp Fe E Pb' Fc perp' Fe' Fee re to tc/F'c fb ib/ In. In. In. R. pit psf pit (Fb) (Fc) psi , psi psi_ psi psi psi psi pal psi psi psi Fb-(1-fc/Fce) H-F Stud 1.5 3.5 16 7.7083 26.4 1335 4.855 0.9935 1993.4 1.60 1.15 1.1 1.05 1.15 675_ 405 800_1,203,000 1,366 508 966 515.42 441.22 339.05 0.77 188,39 0.403 H-F Stud 1.5 3.5 16 9 30.9 970 4.23 0.9923 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1.200.000 1,366 506 966 378.09 340.90 246.35 0.72 223.76 0.470 H-F Stud 1.5 3.5 12 9 30.9 1380 4.23 0.9976 2657.8 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 378.09 340.90 262.86 0.77 167.82 0.403 H-F Stud 1.5 3.5 16 8.25 28.3 1195 4.065 0.9960 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 449.95 395.22 303.49 0.77 180.69 0.406 H-F Stud 1.5 3.5 12 8.25 28.3 1680 4.065 0.9990 2857.8 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 449.95 395.22 320.00 0.81 135.51 0.343 H-F Stud 1.5 3.5 8 8.25 28.3 2685 4.065 0.9999 3986.7 1.60 1.15 1.1_1.05 1.15 675 405 800 1,200,000 1,366 506 966 449.95 395.22 338.41 0.86 90.34 0.267 SPF Stud 1.5 3.5 16 7.7083 26.4 1315 4.855 0.9907 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 515.42 431.52 333.97 0.77 188.39 0.392 SPF Stud 1.5 3.5 16 9 30.9 965 4.23 0.9970 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725_1,200,000 1,366 531 675.438 378.09 338.17 245.08 0.73 223.76 0.468 SPF Stud 1.5 3.5 12 9 30.9 1370 4.23 0.9990 2789.1 1.80 1.15 1.1 1.05 1.15 675 425 _725 1,200,000 1,366 531 875.438 378.09 336.17 260.95 0.78 167.82 0.396 SPF Stud 1.5 3.5 16 825 28.3 1180 4.065 0.9922 2091.8 1.80 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 299.88 0,77 180.69 0.396 SPF Stud 1.5 3.5 12 825 28.3 1660 4.065 0.9973 2789.1 1.60 1.15 1.1 1.05 1.15 675 425 725 1.200,000 1,366 531 875.438 449.95 388.13 316.19 0.81 135.51 0.334 SPF Stud 1.5 3.5 8 825 28.3 2830 4.065 0.9989 4183.6 1.60 1.15 1.1 1.05 1.15, 875_ 425, 725 1.200,000 1.368 531 875.438 449.95 388.13 333.97 0,88 90.34 0.257 H-F 02 1.5 5.5 16 7.7083 16.8 3132 4.855 0.3001 3132.4 1.60 1.15 1.3 1.10 1.15 850 406 1300 1.300,000 2,033 506 1644.5 1378.83 1031.58 506.18 0.49 76.29 0.059 H-F 02 1.5 5.5 18 9 19.6 3132 4.23 0.4544 3132.4 1.60 1.15_1.3 1.10 1.15 850 405 1300 1.300,000 2.033 506 1644.5 1011.45 837.57 506.18 0.60 90.61 0.089 H-F#2 1.5 5.5 16 8.25 18.0 3132 4.065 0.3479 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 508 1644.5 1203.70 946.77 506.18 0.53 73.17 0.062 SPF#2 1.5 5,5 16 7.7083 16.8 3287 4.855 0.3304 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400.000 2,093 531 1454.75 1484.89 1015.45 531.23 0.52 78.29 0.057 SPF#2 1.5 5.5 16 9 19.6 3287 4.23 0.4750 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1089.25 850.16 531.23 0.62 90.81 0.085 SPF 02 1.5 5.5 16 8.25 18.0 3287 4.085 0.3750 3287.1 1.60 1.15 1.3_1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1296.30 945.38 531.23 0.56 73.17 0.059 SPF Stud 1.5 3.5 16 14.57 50.0 255 4.23 0.9959 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 144.26 139.02 64.76 0.47 586.43 0.779 SPF 02 1.5 5.5 16 19 41.5 935 4.855 0.9925 3287.1 1.60 1.15 1.3.1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 244.40 235.32 151.11 0.64 463.51 0.580 H-F 02 1.5 5.5 16 19 41.5 865 4.855 0.9970 3132.4 1.60 1.15 1,3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1844.5 226.94 220.14 139,80 0.64 463.51 0.594 Page 1 D+L+S+.7E CT#14189-Betahny Creek Falls I LOAD CASE I (12.16) l (BASED ON ANSI/AFBPA NDS-1997) SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 Ke 1.00 Design Buckling Factor D+L+S+E/1.4 ''. c 0.80(Constant)> Section 3.7.1.5 KcE 0.30(Constant)> Section 3.7.1.5 Cr Cb (Vales > Section 2.3.10 Cl(Fb) Cf(Fc) 1997 NOS Bending Comp. Size Size Rep. Cd(Fb) Cb Cd(Fc) E 3.7-1 NDS 3.9.2 Maz.Wall duration duration factor factor use 4' Stud Grade Width Depth Spadng Height Le/d Vert.Load Hor.Load <>1.0 Load II Plate Cd(Pb)Cd(Fc) Cf Cl Cr Fb Fe perp Fc E Pb' Fc perp' Fe' Fce Fe Ic le/Ft lb 6V in. In. In. ft. pif psf pit (Fb) (Fc) palpsf psl H-F Stud 1.5 3.5 16 7.7083 26.4 1415 3.57 0.9983 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 psi s966 515.42 441.22 359.37 0.81 138..53 si psi psf psiFb'-(1-10.33) 5 H-F Stud 1.5 3.5 16 9 30.9 1010 3.57 0.9960 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,368 506 968 378.09 340.90 258.51 0.75 168.85 0.430 H-F Stud 1.5 3.5 12 9 30.9 1420 3.57 0.9937 2657.8 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 378.09 340.90 270.48 0.79 141.63 0.364 H-F Stud 1,5 3.5 16 8.25 28.3 1225 3.57 0.9961 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 449.95 395.22 311.11 0.79 158.68 0.376 H-F Stud 1.5 3.5 12 825 28.3 1710 3.57 0.9947 2657.8 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 449.95 395.22 325.71 0.82 119.01 0.315 H-F Stud 1.5 3.5 8 8.25 28.3 2700 3.57 0.9966 3986.7 1.80 1.15 1.1 1.05 1.15 875 405 800 1,200,000 1,366 506 968 449.95 39522 342.86 0.87 79.34 0.244 SPF Stud 1.5 3.5 16 7.7083 26.4 1395 3.57 0.9984 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 515.42 431.52 354.29 0.82 138.53 0.324 SPF Stud 1.5 3.5 16 9 30.9 1000 3.57 0.9918 2091.8 1.60 1.15 1.1 1.05 1.15 875 425 725 1.200,000 1.386 531 875.438 378.09 336.17 253.97 0.76 188.85 0.421 SPF Stud 1.5 3.5 12 9 30.9 1410 3.57 0.9962 2789.1 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 378.08 336.17 26657 0.80 141.63 0,358 SPF Stud 1.5 3.5 16 8.25 28.3 1210 3.57 0.9932 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 307.30 0.79 158.68 0.366 SPF Stud 1.5 3.5 12 8.25 28.3 1690 3.57 0.9940 2789.1 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 321.90 0.83 119.01 0.306 SPF Stud 1.5 3.5 8 825 28.3 2670 3.57 0.9987 4183.8 1.80 1.15 1.1 1.05 1.15 875 425 725 1,200,000 1.386 531 875.438 449.95 388.13 339.05 0.87 79.34 0.236 H-F#2 1.5 5.5 16 7.7083 16.8 3132 3.57 0.2844 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1378.83 1031.58 506.18 0.49 56.10 0.044 H-F#2 1.5 5.5 16 9 19.6 3132 3.57 0.4405 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300.000 2,033 506 1644.5 1011.45 837.57 506.18 0.60 76.47 0.075 H-F#2 1.5 5.5 16 8.25 18.0 3132 3.57 0.3404 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300600 2633 506 1644.5 1203.70 946.77 508.18 0.53 64.26 0,055 SPF#2 1.5 5.5 16 7.7083 16.8 3287 3.57 0.3154 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1484.89 1015.45 531.23 0.52 56.10 0.042 SPF#2 1.5 5.5 16 9 19.6 3287 3.57 0.4618 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454,75 1089.25 850.16 531.23 0.62 76.47 0.071 SPF#2 1.5 5.5 16 825 16.0 3287 3.57 0.3678 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2.093 531 1454.75 1296.30 945.38 531.23 0.56 64.26 0.052 SPF Stud 1.5 3.5 16 14.57 50.0 285 3,57 0.9981 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 144.26 139.02 72.38 0.52 494.93 0.727 SPF#2 1.5 5.5 16 19 41.5 1020 3.57 0.9910 3287.1 1.80 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 244.40 235.32 164.85 0.70 340.83 0.500 H•F#2 1.5 5.5 18 19 41.5 945 3.57 0.9939 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1844.5 226.94 220.14 152.73 0.89 340.83 0.513 Page 1 . . 180lAckerson St. ' / CT ENGINEERING Suite 302 . . , . Seattle,WA / 98109 's . FAX: Client: Page Number: (206)285-0618 • att. plar NA(zr-fkg) Aix_ i_.4. 10.0 em)(40i-1g 11: 3 • .144-. ,(4-o ti$) fikf • ... c_....__ lop> . .501 49720 04 vs* rop ______ ., ,e.-- —7-67-2, . . hy:r.,.., 2r#4(4/*Ii)-fio#3, .r.-. crio • • t le git -4- (15,( 2.4)=-45-.Kits . .45- • 64' of c.... ....„r1. ....... At i, *, . . , . . • q3a 1b1P-es" .r.....r.„ ; .. . i • . , :• 190 f)rY--- - dgc-- - 2.:,161 1 3'9 slifm'e•- •.-C • I, I . _ . Structural Engineers . . • 180 Nickerson St . . -• : -.. • --- • . C T -- - ,ENGINEERING. H - ' Suite 302 I N C. Seattle,WA Project: I 1)P rizils A. -3 Date: 98109 (206)285-4512 FAX: Client: Si hlikE /4-611 41 `÷-10LIPLe31 - Page Number: (206)285-0618 . ,' . P(7 7P17.1k):6 ..‘Alg4114., Vpii.111. • , • • . ... , , : i ; ; • : : •• -: „: ; ; ; , -: . ; i ; ; : ; : , ; : - -: i ; :. ; : •:. : . .,., , i : 7, ,' .. 17:' Zfr---;fisc7r44be--. .. 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'imomm .................1..."-.-4.-ow ; ; ; • ' , ; IL ! I • • : Structural Engineers SONC 4-'3.6,4; 3 — • i , d v. • Design Maps Summary Report Page 1 of 1 Design Maps Summary Report User-Specified Input Building Code Reference Document International Code (2012which utilizes USGS hazard data Building available in 2008) Site Coordinates 45.43123°N, 122.77149 Site Soil Classification Site Class D -"Stiff Soil"°W Risk Category I/II/III ::':'-,.-i-,,),7,,,,,,,2„,,,...77,:., S000fll - , B avertoil 3 . 4 ; ,, L"l o- a s^'s'`i $ _; y .,, "fir yQ 1❑ 3 } ...-y '' . O`w-.. i p„ "- . I. r a ,,,.�`{3v�1., x _-J �.'r3' ''+F * iit lUlilwaUkxe c �, `� s vi,� a'r x;, a r-$ ,ry�,.,..,''Za "".»;' . . ',P 3 � ; Al s cake�Gswey+o ` #` } ?S c h a i i s ,=,::::-'-::'::--.4.-',': 1,i'=:',':','i ' 4.,;,:-.711.' is ' NOR T �k! 1 .4 x ?� 6�"' King Ci 0 ha { r O € �`i .' ',V ;', E''',"7 rit is �` A M E F1 I C A fi _ 3, E € t s« rPI ,sir `"" ii. , f te ....,. ,.: 0_..; ,. .. : emM�{ . O iH3pQuerted aY !.71- Fi z' A2�iS1NaFi+ „ . :w, - , ,..., , F USGS-Provided Output SS = 0.972 g SMS = 1.080 g S°s = 0.720 g S1 = 0.423 g SM: = 0.667 g SDI = 0.445 g For information on how the SS and Si values above have been calculated from probabilistic(risk-targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the"2009 NEHRP"building code reference document. MCER Response Spectrum Design Response Spectrum 0.89 1.10 0.80 0.09 0.72 0,88 0.54 0,77 0.52 066 v 0,48 Si.IS 0.55 0.30 I 0.44 0.32 0..2) 0.24 0.22 0:15 0.11 0.02 0.00 0,00 0.00 0.20 0.40 0.50 0.90 1.00 1.20 1.40 1.90 1..20 2.00 0.00 0.20 0.40 0.90 0.80 1.00 Y.20 lA0 1.50 LSO 2.00 Period,T(sec) Period.T{sec) Although this information is a product of the U.S.Geological Survey,we provide no warranty,expressed implied,as to the accuracy of the data contained therein.This tool is not a substitute for technical subject mater knowledge.or. 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 Si= 0.50 Figure 1613.3.1(2) Figure 22-2 Latitude= Varies N Longitude= Varies W http://earthquake.usgs.q ov/research/hazmaps/ http://geohazards.usgs.qov/designmaps/us/application.pho 6. Site Coefficient(short period) Fa 1.06 Figure 1613.3.3(1) Table 11.4-1 7. Site Coefficient(1.0 second) Fv 1.50 Figure 1613.3.3(2) Table 11.4-2 SMS=Fa*SS SMs= 1.17 EQ 16-37 EQ 11.4-1 SM.'=Fv*Si SM,= 0.75 EQ 16-38 EQ 11.4-2 SDS=2/3*SMS SDs= 0.78 EQ 16-39 EQ 11.4-3 SDI=2/3*SMI SDS= 0.50 EQ 16-40 EQ 11.4-4 8. Seismic Design Category 0.2s SDCS= D Table 1613.3.5(1) Table 11.6-1 9. Seismic Design Category 1.0s SDC1= D Table 1613.3.5(2) Table 11.6-2 10. Seismic Design Category SDC= D - Max. Max. 11. Wood structural panels. - - N/A Table 12.2-1 12. Response Modification Coef. R= 6.5" N/A Table 12.2-1 13. Overstrength Factor Do= 3.0 :: N/A Table 12.2-1 14. Deflection Amplification Factor CD=,4.0 N/A Table 12.2-1 15. Plan Structural Irregularities - No N/A Table 12.3-1 16. Vertical Structural Irregularities - No. N/A Table 12.3-2 17. Permitted Procedure Equiv. Lateral Force - Table 12.6-1 Page 1 2012 IBC EQUIV.LAT.FORCE SHEET TITLE: 2012 IBC EQUIVALENT LATERAL FORCE PROCEDURE PER ASCE 7-10 CT PROJECT#: CT#14253:Plan 2613 Sos= 0.78 h„ = 18.00(ft) Spy= 0.50 X = 0.75 ASCE 7-05(Table 12.8-2) R= 6.5 Ci= 0.020ASCE 7-05(Table 12.8-2) 1E= 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=SDs/(R/IE) 0.120 W ASCE 7-05(EQ 12.8-2) Cs=Spy/(T*(R/IE) (for T<TL) 0.440 W ASCE 7-05(EQ 12.8-3)(MAX.) Cs=(Spy*TO/(TZ*(R/IE)) (for T>TL) 0.000 W ASCE 7-05(EQ 12.8-4)(MAX.) Cs=0.01 0.010 W ASCE 7-05(EQ 12.8-5)(MIN.) Cs=(0.5 S,)/(R/IE) 0.038 W ASCE 7-05(EQ 12.8-6)(MIN.if Si>0.6g) CONTROLLING DESIGN BASE SHEAR= 0.120 W VERTICAL DISTRIBUTION OF SEISMIC FORCES PER ASCE 7-10 SECTION 12.8.3 (EQ 12.8-11) (EQ 12.8-12) C,,,, = DIAPHR. Story Elevation Height AREA DL w, w. *hjk w, *hxk DESIGN SUM LEVEL Height (ft) hi (ft) (sqft) (ksf) (kips) (kips) Ew; *h;k Vi DESIGN Vi Roof - .18.00' 18.00 1280 . 0022 28.16 506.9 0.58 3.21 321 2nd ,- 8.00 10.00 10.00 1310 0.028 36.68 366.8 0.42 233 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 F = DIAPHR. Fj E Fi Iv/ E w, Fpx= EF, *w, 0.4*SOS 1E.wP 0.2*Sos*IE*Wp LEVEL (kips) (kips) (kips) (kips) (kips) Eli', F,, Max. Fp, Min. Roof 3.21 3.21 28.2 28.2 4.38 3.21 8.76 4.38 2nd 2.33 5.54 36.7 64.8 5.70 3.13 11.41 5.70 1st(base) 0.00 0.00 0.0 64.8 0.00 0.00 0.00 0.00 Page 1 ASCE 7-10 WIND Part2 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM USING LOADS FROM ASCE 7-10 CHAPTER 28,PART 2 CT PROJECT#: CT#14253:Plan 2613 N-S E-W F-B SS 2012 IBC ASCE 7-10 Ridge Elevation(ft)= 30.00 30.00,ft. Roof Plate Ht.= 18.00 18.00 Roof Mean Ht.= 24.00 24.00 ft. - - Building Width= 26.0 - 56.0ft. V ult. Wind Speed 3 See.Gust= 120 ' .120 mph Figure 1609 Fig. 26.5-1A thru C V asd. Wind Speed 3B...ow r " 93jmph (EQ 16-33) Exposure=: B B Iw= ` ,1'.0 1:0, N/A N/A Roof Type= Gable Gable PS30A= ' 28.6' 28:6;psf Figure 28.6-1 Ps30 B= 4.6 - 4.6 psf Figure 28.6-1 Ps30 c=. --20.7 20.7 psf Figure 28.6-1 Ps30 0=: .4.7. 4.7:psf Figure 28.6-1 N_ 1.00. 1.00'- Figure 28.6-1 Ke 1 00:.' 1.00` Section 26.8 windward/lee 1,00 1.00(Single Family Home) X*Krt'i : 1 1 ps=X'Kzt'i'p.30= (Eq.28.6-1) PSA= 28.60 28.60 psf(LRFD) (Eq.28.6-1) NB= 4.60 4.60 psf (LRFD) (Eq.28.6-1) Psc= 20.70 20.70 psf(LRFD) (Eq.28.6-1) Pso= 4.70 4.70 psf(LRFD) (Eq.28.6-1) Ps A and C average= 24.7 24.7 psf (LRFD) Pse and 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(N-S) Areas(E-W) (N-S) (E-W) Wind(N-S)(LRFD) Wind(E-W) (LRFD) width factor roof-> 1:00 1.00`: 0.89 0:89 16 psf min. 16 psf min. width factor 2nd-> 1.00', 0.89; wind(LRFD)wind(LRFD) DIAPHR. Story Elevation Height AA AB Ac AD AA AB Ac AD per 28.4.4 per 28.4.4 WIND SUM WIND SUM LEVEL Height (ft) hi(ft) h(ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) Vi(N-S) V(N-S) Vi(E-W) V(E-W) 30.00 12.0 0 144 0 168 0 128.2 0 469.9 Roof 18.00 18.00 4.0 48 0 56 0 48 0 156.6 0 6.7 12.8 3.98 3.98 7.41 7.41 2nd 8.00 10.00 10.00 9.0 108 0 126 0 108 0 396 0 3.7 8.1 5.70 9.68 11.29 18.70 1st(base) 10.00 0.00 0.00 0 0.00 0.00 AF= 650 AF= 1307 10.4 20.9 V(ns). 9.68 V(e-w)= 18.70 klps(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 10.40 8.06 20.91 1st(base) 10.00 0.00 0.00 V(n-s). 0.00 V(e-w)= 0.00 V(n-s). 10.40 V(e-w)= 20.91 kips kips kips(LRFD) kips(LRFD) 4DESIGN WIND-MinJPart 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(RFD) kps(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.u, 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) —� 0 1 0 1 P6TN= :e 150 150 %'150s 150 P6.- 520: 242 :730' 339 P4 '--760353 1065 495 P3 980 456 1370; 637 P2 -',,, •.,-, ,,', ,...:A 280 595 ., 1790. 832 2P4 ,1.520` 707 ' 2130 990 2P3 .1960, 911 . 2740 1274 2P22560 1190 3580''' 1665 N.G. 10000 4650 10000 4650 GYPSUM THICKNESS tsheathing= 1/2"• NAIL SIZE nail size 1;1/4 'long No 6,Type S or W , Response Modification Coef. R= 6.5 SHEARWALL TYPE Table 2306.4.7 Seismic Wind 1/2"w/1 1/4"screw v allowable V s allowable V w allowable Blocked (PER 2009 IBC) modify G7 125 R>2 not allowed R>2 not allowed G4 150 R>2 not allowed R>2 not allowed 2G7 250 R>2 not allowed R>2 not allowed 2G4 300 R>2 not allowed R>2 not allowed 2G4 300 150 SHEET TITLE: 'LATERAL N-S(front to back-up/down) CT PROJECT#: CT#14253:Plan 2613 Diaph.Level: Roof Panel Height 8 ft. Seismic V i= 3.21 kips Design Wind N-S V i= 5.16 kips Max.aspect= 3.5 SDPWS Table 4.3.4 Sum Seismic V I= 3.21 kips Sum Wind N-S V I= 5.16 kips Min.Lwall= 2.29 ft. (0.6-0.14Sds)D+0.7pQe 0.6D+W per SDPWS-2008 pt= 1.00 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LDL en. C 0 w di V level V abv.V level V abv. 2w/h v i Type Type v i OTM RorM Unet Usum OTM RoTM Unet Usum Unum HD (sqft) (ft) (ft) (kif) (kip) (kip) (kip) (kip) p (pif) (pif) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext. left 1* 360 27.5 27.5 1.00 0.15 1.45 0.00 0.90 0.00 1.00 1.00 33 P6TN P6TN 53 7.23 28.08 -0.78 -0.78 11.60 34.03 -0.84 -0.84 -0.78 Ext. left 2 0 0.0 - 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 " 1.00 "0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. left 3** 0 " 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.000.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. left 4 280 ,.16.0 16.0 `1.00 0.15 1.13 0.00 0.70 0.00 1.00 1.00 44 P6TN P6TN 70 5.62 9.50 -0.25 -0.25 9.02 11.52 -0.16 -0.16 -0.16 - - 0 ` 0.0" ; 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 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`,r 1.00 '' 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 ` 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext rightl** 640 '.46.0 46.0 ".0.95 0.15 2.58 0.00 1.61 0.00 1.00 1.00 37 P6TN P6TN 59 12.85 78.56 -1.45 -1.45 20.62 95.22 -1.65 -1.65 0.47 pert Ext right2 0 ;0.0 0.0 '1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 :: 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. rght3** 0 0.0 - „0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 " 0.0".-1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. right4 0 0.0 0.0 .1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 ';0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext right5 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 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""i 0.00 0.00 0.00 0.00 0.00 1.00 0.00 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 i 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00", 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1280 89.5 87.2=L eff. 5.16 0.00 3.21 0.00 £V,,;,,d 5.16 £VEQ 3.21 Notes: denotes with shear transfer denotes perferated shear wall iSB denotes iSB Shear Panel SHEET TITLE: LATERAL N-S(front to back-up/down) CT PROJECT#: CT#14253:Plan 2613 Diaph.Level: 2nd Panel Height= 9 ft. Seismic V I= 2.33 kips Design Wind N-S V I= 2.90 kips Max.aspect 3.5 SDPWS Table 4.3.4 Sum Seismic V I= 5.54 kips Sum Wind N-S V I= 8.06 kips Min.Lwali= 2.57 ft. (0.6-0.14Sds)D+0.7 p Qe 0.6D+W per SDPWS-2008 pc= 1.00 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwali LDL eft C 0 w dl V level V abv.V level V abv. 2w/h v i Type Type vi OTROTM Unel Usum OTM RorM Unel Usum Usum HD (sqft) (ft) (ft) (kit) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext. left 1* 370 18.0 18:0 0.65.:''/O-.15 0.81 1.45 0.65 0.90 1.00 1.00 133 P6TN P6 193 14.00 12.03 0.11 -0.66 20.37 14.58 0.33 -0.50 1.74 pert Ext. left 2 0> -i0 0' ''0.0A 1.00:`0.00 0.00 0.00 0.00 0.00 1.00 0.00 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 OA 1.00 0.00:, 0.00 0.00 0.00 0.00 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_., '4.0' 0.0' 1.00` 0.00: 0.00 0.00 0.00 0.00 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' lett 4. 290 ?23.0 . 23.0 -1.00 0.151 0.64 1.13 0.51 0.70 1.00 1.00 53 P6TN P6TN 77 10.92 19.64 -0.39 -0.64 15.88 23.81 -0.35 -0.52 -0.52 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 0, =;0.0,, 0.0 1.00,;';0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 `0 0 0.0 1 00 0.00'; 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 : 0 0, 1 00 ' 0 00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -» 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext rightl"" 660 53..9: 53.0 ,0 91 0.15 1.45 2.58 1.16 1.61 1.00 1.00 57 P6TN P6TN 84 24.92 ##### -1.52 -2.97 36.25 ##### -1.72 -3.37 1.22 pert Ext.',.right2, 0 '0 0 :*0.0 1 00 0 00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0,' 0.0 1.00 0 00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext,'rght3** 0 0.0 0.0 1 00:;;0.00; 0.00 0.00 0.00 0.00 1.00 0.00 0 -» -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0"., 0.,:Y 0,0 • .1.00•-': 0.00 0.00 0.00 0.00 0.00 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 f rights 0.'..0.0:' " 0.0 1.00 0.001 0.00 0.00 0.00 0. 00 00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00. 0.00 0.00 0 ;"0 .0 00 , 1.00" 0.00: 0.00 0.00 0.000. 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 r'0.0 r`0.0 - 1.00:`:0.00; 0.00 0.00 0.00 0.00 1.00 0.00 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 1'0.00 0.00 0.00 0.00 0.00 1.00 0.00 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 1.00 0.00: 0.00 0.00 0.00 0.00 1.00 0.00 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 1.00'-'-0.00` 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 :'.10.0 .:9.9..,„1.00'i;0.00 0.00 0.00 0.00 0.00 1.00 0.00 o- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0. 0 0 0 0 1.00:,: 0.00; 0.00 0.00 0.00 0.00 1.00 0.00 0-- -» 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 "":,0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0,00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0: - 0.0 1.00 ';.0.001 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0. . 0.0 0.0 " .1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1320 94.0 82.9=Leff. 2.90 5.16 2.33 3.21 1.00 EVn7nd 8.06 EVEo 5.54 Notes: denotes with shear transfer '• denotes perferated shear wall iSB denotes iSB Shear Panel SHEET TITLE: LATERAL E-VU(side to side-Ieft/right) CT PROJECT#: CT#14189:Plan7A Diaph.Level: Roof Panel Height. 8 ft. Seismic V I= 3.08 kips Design Wind E-W V I= 7.71 kips Max.aspect= 3.5 SDPWS Table 4.3.4 Sum Seismic V i= 3.08 kips Sum Wind E-W V I= 7.71 kips Min.Lwall= 2.29 ft. (0.6-0.14Sds)D+0.7 p Qe 0.6D+W per SDPWS-2008 pc= 1.00 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.30 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LDL eff. C 0 w dl V level V abv.V level V abv. 2w/h vi Type Type vi OTM RoTM Une, Usum OTM RoTM Line, Usam Usum HD (sqft) (ft) (ft) (kif) (kip) (kip) (kip) (kip) p (pIO) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Front MSTR5 406 5.0 17.0 " 1.00 .0.15 2.44 0.00 0.98 0.00 1.00 1.00 254 P4 P4 489 10.15 3.21 1.60 1.60 19.55 3.83 3.63 3.63 3.63 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 0.001 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0" 1.00, 0.00 0.00 0.00 0.00 0.00 1.00 0.00 °- -- 0 0.00 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 6 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 BR235 640 9.1 14.0 1.00 0.16 3.85 0.00 1.54 0.00 1.00 1.00 220 P6 P4 424 16.00 5.11 1.29 1.29 30.82 6.10 2.94 2.94 2.94 - 0 " 0.0 . 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Gar Alley '- 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Gar ABWP 0 ..0.0 0.0 1.00. 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 ;',00 0.0 1.00 i" 0.00 0.00 0.00 0.00 0.00 1.00 0.00 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" i0.0` ':0.0 ,1.00',> 0.00 0.00 0.00 0.00 0.00 1.00 0.00 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 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 =.0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0. 0.0 '"1.00; 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 ' 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 ' 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 ' '0.0 0.0 ' 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 "'`0.0' 0.0 1.00 '" 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 " 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00' 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 '1.00` 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00. 0.00 0.00 0.00 0.00 1.00 0.00 0- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1280 18.6 18.6=Leff. 7.71 0.00 3.08 0.00 EV ,d 7.71 EVEQ 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:PIan7A Diaph.Level: 2nd Panel Height= 9 ft. Seismic V i= 2.23 •s Design Wind E-W V I= 4.84 kips Max.aspect= 3.5 SDPWS Table 4.3.4 Sum Seismic V i= 5.3' Ips Sum Wind E-W V i= 12.54 kips Min.Lwall= 2.57 ft. (0.6-0.14Sds)D+0.7 p Qe 0.6D+W per SDPWS-2008 pt= 1.30 Table4.3.3.5 Wind Wind E.•. E.Q. p= 1.30 • E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wail ID T.A. Lwall LDL en. C 0 w di V level V abv.V evel V abv. 2w/h v i Type Type v i OTM ROTM Unet Baum OTM Rum Unet Limn U. HD (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (pit) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Front LIV* 306 ; .,8.0• 17.0 1.00 "..;9:15 1.12 ..00 0.52 1.50 1.30 1.00 328 P4 P3 515 23.59 5.13 2.52 4.12 37.09 6.12 4.22 7.85 7.85 - - 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 Front 0 :"0.0 0.0 1.00;; 0,00: 0.1+ 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: •.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 ;0 0 x 0.0 -1.00 0.00! 0.00 0.00 0.00 0.00 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 =•f0.0.,..0.0 1.00. i 0.0$: 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 2.0.0; ;,0 0 1.00. ,0$0' 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 9.0 0.0 1.00 "$.00 0.00 0.00 0.00 0.00 1.00 0.00 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 -1100,:.9.00. 0.00 0.00 0.00 0.00 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 1'1.5 • 16.0l'-'6.,.'0 15 2.42 2.49 1.11 0.77 1.00 1.00 213 P6 P4 426 22.03 6.94 1.39 1.39 44.14 8.28 3.31 3.31 3.31 0; 0.0 : 0,0 .00 0.00! 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Rear BR23 0` 3.5 '26.0 1.00'--0.75 0.00 0.00 0.00 0.00 1.00 0.78 0-- -- 0 0.00 17.16 -6.06 -4.76 0.00 20.48 -7.23 -4.29 -4.29 - - 0 r. :0.0 0.': 1.00.: 0.00'i 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 i r- U- a y# i i e # - 6- e '0 0 a* 0.89 331 P4 P3 631 10.59 1.21 2.81 2.81 22.73 1.44 6.39 6.39 6.39 - - v `::0 0 '",,,,.,$.0, 1,0' $,.90 0.00 0.00 0.0. '.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 Gar ABWP 118.,.;2 0 .8 0, -1.00 0.15 0.43 0.83 0.20 0.26 1.00 0.44 671 2P4 P3 631 5.37 0.60 3.58 3.58 11.36 0.72 7.98 7.98 7.98 $ 0.0 '''1'0 ` 1.'' '.0'' s 00 0,o 0.0' '00 1 so 0.00 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 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 Th..0 om , ..t.M :.0.001 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 '0.00 0.00 0.00 0.00 0.00 - - 0' 0.0:-. 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 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 `-00 "„00 1.00 ;0.001 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 '1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 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;'''0.00s 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 Q, ;0 0 1.00, 0 00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1320 29.0 29.0=L eff. 4.84 7.98 2.23 3.04 EV wind 12.81 EVEQ 5.26 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#14253:Plan 2613 ID:Upper Left1'(MSTR and BR4) Roof Level _ _... w dl= 150 plf V eq 900.0 pounds V1 eq= 495.0 pounds V3 eq= 157.5 pounds V5 eq= 247.5 pounds V w= .:1450.0. pounds V1 w= 797.5 pounds V3 w= 253.8 pounds V5 w= 398.8 pounds - . vhdreq= 32.7 plf ► ► H1head=$ vhdr= 52.7 plf H5 head= 1 + Fdragl eq=45.0 Fdrag2 eq= 14.3 Fdrag5 eq=28.6 Fdrag6 eq=45.0 I is 1 A Fdragl w= 5 Fdragl • 23.1 Fdrag5 w= ••.1 Fdrag•w=72.5 A H1 pier= vi eq= 45.0 p8 v3 eq= 45.0 plf v5 eq= 45.0 H5 pier= 4.0 vi w= 72.5 pI v3 w= 72.5 plf v5 w= 72.51 .4.0 feet feet H total= 2w/h= 1 2w/h= 1 2w/h= 1 8.0 y Fdrag3= ..r Fdra• - 14.3 feet A Fdragl w=72.5 Fdragl w=23.1 Fdrag7eq= ..6 Fdrag8e• 45.0 y P6TN E.Q. Fdrag7w=46.1 Fdrag8w=72.5 P6TN WIND v sill eq= 32.7 pU Hl sill= (0.6-0.14Sds)D 0.6D vsillw= 52.7pIf H5 sill= 3.0 _ EQ Wnd 3.0 feet OTM 7200.0 11600.0 feet R OTM 25073 30628 y UPLIFT -722 -769 y Up above 0 0 Up Sum -722 -769 H/L Ratios: L1= 11.0 L2=L2= :2.5 1_3= 3.5 L4= 5.0 L5= ` -5.5 HlotatlL= 0.29 Hpier/L1= 0.36 Hpier/L3= 1.14 L total= 27.5 feet Hpier/L5= 0.73 0.90 L reduction JOB#: CT#14253:Plan 2613 SHEARWALL WITH FORCE TRANSFER ID: Front Upper MSTR* Roof Level w dl= 150 p/f V eq 1020.0 pounds V1 eq= 510.0 pounds V3 eq= 510.0 pounds V w= 3160.0 pounds V1 w= 1580.0 pounds V3 w= 1580.0 pounds ..........::..........._.. v hdr eq= 61.8 plf ► •H head= � v hdr w= 191.5 plf 1;':083 Fdrag1 eq= 355 F2 eq= 355 Fdragl w= •01 F2 -1101 H pier= v1 eq= 204.0 p/f v3 eq= 204.0 plf P6 E.Q. 50• v1 w= 632.0 plf v3 w= 632.0 plf P3 WIND feet H total= 2w/h= 1 2w/h= 1 8.083 T Fdrag3 eq= , F4 e.- 355 feet • Fdrag3 w=1101 F4 w=1101 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 61.8 p/f P6TN 20 EQ Wind vsill w= 191.5 p/f P6 feet OTM 8245 25542 R OTM 10029 12251 w UPLIFT -113 839 Up above 0 0 UP sum -113 839 H/L Ratios: L1= , 25 L2=, 11.5 L3= .2;5 Htotal/L= 0.49 4 0 4 ►4 Hpier/L1= 2.00 Hpier/L3= 2.00 L total= 16.5 feet JOB#:CT#14253:Plan 2613 SHEARWALL WITH FORCE TRANSFER ID: Front Lower LIV* Floor Level w dl= 150 p/f ............................ V eq " 1130.0;' pounds V w=, 3270.0' pounds Sum V eq 2150.0 pounds V1 eq= 1075.0 pounds V3 eq= 1075.0 pounds Sum V w= 6430.0 pounds V1 w= 3215.0 pounds V3 w= 3215.0 pounds ► v hdr eq= 126.5 plf ► A H head= v hdr w= 378.2 plf ;'1'1.083 Fdragl eq= 727 F2 eq= 727 A Fdragl w= • 5 F2 -2175 H pier= v1 eq= 390.9 p/f v3 eq= 390.9 plf P3 E.Q. 5.0 v1 w= 1169.1 plf v3 w= 1169.1 plf 2P3 WIND feet H total= 2w/h= 1 2w/h= 1 9.083 v Fdrag3 eq= 7 F4 e.- 727 feet • Fdrag3 w 2175 F4 w=2175 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 126.5 plf P6TN 3.0 EQ Wind v sill w= 378.2 plf P4 feet OTM 19528 58404 R OTM 10646 13005 w UPLIFT 544 2780 Up above -113 839 UP sum 431 3619 H/L Ratios: L1= 28': L2= 11.5 L3= 28 Htotal/L= 0.53 4 0 4 0-4 0 Hpier/L1= 1.82 Hpier/L3= 1.82 L total= 17.0 feet JOB#: CT#14253:Plan 2613 SHEARWALL WITH FORCE TRANSFER ID: Front Upper MSTR Bath' Roof Level w dl= 150 plf V eq 590.0 pounds V1 eq= 295.0 pounds V3 eq= 295.0 pounds V w= 1820.0! pounds V1 w= 910.0 pounds V3 w= 910.0 pounds v hdr eq= 62.1 p/f —1.- A —►A H head= v hdr w= 191.6 plf W 1.083 Fdragl eq= 155 F2 eq= 155 Fdragl w= , 9 F2 -479 H pier= vl eq= 131.1 plf v3 eq= 131.1 plf P6TN E.Q. 3.5 vl w= 404.4 p/f v3 w= 404.4 plf P4 WIND feet H total= 2w/h= 1 2w/h= 1 8.083 v Fdrag3 eq= • F4 e.- 155 feet A Fdrag3 w=479 F4 w=479 2w/h= 1 H sill= (0.6-0.14Sds)0 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 * • 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 Hpier/L1= 1.56 Hpier/L3= 1.56 L total= 9.5 feet JOB#:CT#14253:Plan 2612 3, ID:Rear UpperBR23' Roof Level w dl= 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 v hdr eq= 73.2 plf - AH1head=_4' vhdr= 225.9 plf H5 head= W 1 Fdragl eq=96.5 Fdrag2 eq= 172.8 Fdrag5 eq= 172.8 Fdrag6 eq=96.5 1 ... A Fdragl w= •:.0 Fdragl . 533.4 Fdrag5 w= 3.4 Fdrag•w=298.0 I A HI pier= of eq= 134.1 pH v3 eq= 134.1 pff v5 eq= 134.1 H5 pier= 4.0 v1 w= 414.0 pIf v3 w= 414.0 pIf v5 w= 414.1 4.0 feet feet H total= 2w/h= 1 2w/h= 1 2w/h= 1 8.0 v Fdrag3= • Fdra• - 172.8 feet n Fdragl w=297.9524 Fdragt w=533.4 Fdrag7eq= 2.8 Fdrag8e• 96.5 y P6TN E.Q. Fdrag7w=533.4 Fdrag8w=298.0 n P4 WIND vsill eq= 73.2pIf Hl sill= (0.6-0.14Sds)D 0.6D v sill w= 225.9pIf H5 sill= EQ Wind _ .3.0 feet OTM 12880.0 39760.0 feet R OTM 18074 22078 V UPLIFT -248 846 V Up above 0 0 Up Sum -248 846 H/L Ratios: Htotal/L= 0.36 4 I 4 ►-t 1.4 11.4 Hpier/L1= 1.26 Hpier/L3= 0.71 < L total= 22.0 feet Hpier/L5= 1.26 0.65 L reduction • :� ..,:f.1..;:z::,. ., :it...1, .::.:it.11!•:,.,.:,":1.,:'.,. , ,*. . :. . .a.;. ,,,,.. r, , i t I4'InW YID e A „. ;, ., :, II. • •• ;‘AIN:!;i7li." ,,,,, :2. ::W 4 S.. ::i..:1.1:::.:::"..;.": .:: -.t .. . r . .. , . , TT-100F APRIL 2014 A PortalFrame with Hold Downs for Engineered Applications The APA portal-frame design,as shown in Figure 1,was envisioned primarily for use as bracing in conventional light- frame construction.However,it can also be used in engineered applications,as described in this technical topic.The portal frame is not actually a narrow shear wall because it transfers shear by means of a semi-rigid,moment-resisting frame.The extended header is integral in the function of the portal frame,thus,the effective frame width is more than just the wall segment,but includes the header length that extends beyond the wall segment.For this shear transfer mechanism,the wall aspect ratio requirements of the code do not apply to the wall segment of the APA portal frame. Cyclic testing has been conducted on the APA portal-frame design(APA 2012).Recommended design values for engi- neered use of the portal frames are provided in Table 1.Design values are derived from the cyclic test data using a rational procedure that considers both strength and stiffness. The Table 1 values in this report were developed using the CUREE cyclic test protocol(ASTM E2126),using a flexible load head.Earlier testing was conducted using rigid load heads and the sequential phased displacement(SPD)method, as outlined in SEAOSC(1997)Standard Method of Cyclic(Reversed)Test for Shear Resistance of Framed Walls for Buildings. The design.values in Table 1 ensure that the code(IBC)drift limit and an adequate safety factor are maintained.For seismic design,APA recommends using the design coefficients and factors for light-frame(wood)walls sheathed with wood structural panels rated for shear resistance(Item 15 of Table 12.2-1 of ASCE 7-10).See APA Report T2004-59 for more details.For designs where deflection may be less of a design consideration,for example,wind loading while the portal frames are used in tandem with each other,and not used as conventional shear walls,a load factor of 2.5, based on the cyclic test results is used. Since cyclic testing was conducted with the portal frame attached to a rigid test frame using embedded strap-type hold downs,design values provided in Table 1 of this document should be limited to portal frames constructed on similar rigid-base foundations,such as a concrete foundation,stem wall or slab,and using a similar embedded strap- type hold down. 1 ®2014 APA—7hc Engineered WoodAssocialion PORTAL FRAME DESIGN (MIN.WIDTH =22 1/21: 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 eighl Allowable Design(ASD)Values per Frame Segment (in.) ) Sheart'•'t(Ibf) Deflection(in.) Load Factor 8 850 (1190 WIND) 0.33 3.09 16 10 625 (875 WIND) 0.44 2.97 8 1,675 (2345 WIND) 0.38 2.88 24 t 0.51 3.42 1'-10 1/2" 8 1520 EQ(2128 WIND) 1'-10 1/2" 10 fah 1Q31 EQ(1444 WIND) roundation 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 ore for a single portal-frame segment(one vertical leg and a portion of the header).For multiple portal-frame segments,the allowable shear design values are permitted to be multiplied by the number of frame segments(e.g.,two=2x,three=3x,etc.). (d) Interpolation of design values for heights between 8 and 10 feet,and for portal widths between 16 and 24 inches,is permitted. (e) The allowable shear design value is permitted to be multiplied by a factor of 1.4 for wind design. (f) If story drift is not a design consideration,the tabulated design shear values are permitted to be multiplied by a factor of 1.15.This factor is permitted to be used cumulatively with the wind-design adjustment factor in Footnote(e)above. Figure 1. Construction Details for APA Portal-Frame Design with Hold Downs • Extent of header with double portal frames(two braced wall panels) Extent of header with single portal frame (one braced wall panels) Header to jack-stud strap I. 2'to 18'rou h width of opening I per wind design min 1000 lbf 9 1 on both sides of opening for single or double portal opposite side of sheathing Pony wall height . • „ as Fasten top plate to headerF > '"• /with two rows of 16d r sinker nails at 3"o.c.typ •'•, '•' Fasten sheathing to header with 8d common or Min.3/8"wood structural 12' galvanized box nails at 3'grid pattern as shown panel sheathing max "" total ;. • Header to jack-stud strap per wind design. wall Min 1000 Ibf on both sides of opening opposite height „ - side of sheathing. If needed,panel splice edges ii shall occur over and be 10' "`i Min.double 2x4 framing covered with min 3/8" /:. nailed to common blocking max ;j .r thick wood structural panel sheathing with within middle 24"of portal height 8d common or galvanized box nails at 3"o.c. ,r height.One row of 3"o.c. in all framing(studs,blocking,and sills)typ. nailing is required in each panel edge. .� fz Min length of panel per table 1 Typical portal frame nc\ 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 I • Min reinforcing of foundation,one#4 bar ' jack studs per IRC tables $r- R502.51 8 2. top and bottom of footing.Lap bars 15"mmt O ( ) iii f Is Min footing size under opening is 12"x 12'.A turned-down Min 1000 lb hold-down slab shall be permitted at door openings. device(embedded into concrete and nailed Min(1)5/8"diameter anchor bolt installed per IRC R403.1.6— into framing) with 2"x 2'x 3/16'plate washer 2 ©2014 APA—The Engineered Wood Association References APA, 2004, Confirmation of Seismic Design Coefficients for the.APA.Portal Frame, APA Report T2004-59, APA—The Engineered Wood Association,Tacoma,WA. APA,2012,Effect of Hold-Down Capacity on IRC Bracing Method PFH and IBC Alternate Method,APA Report T2012L-24, APA—The Engineered Wood Association,Tacoma,WA. ASCE,2010,Mininuan Design Load for Buildings and Other Structures.ASCE 7,American Society of Civil Engineers. Reston,VA. ASTM E2126-11,Standard Test Methods for Cyclic(Reversed)Load Test for Shear Resistance of Vertical Elements of the Lateral Force Resisting Systems for Buildings,ASTM International.West Conshohocken,PA. SEAOSC, 1997,Standard Method of Cyclic(Reversed)Test for Shear Resistance of Framed Walls for Buildings,Structural Engineers Association of Southern California.Whittier,CA. • • We have field representatives in many major U.S.cities and in Canada who can help answer questions involving tutvw.apdwood.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-100F Revised April 2014 DISCLAIMER:The information contained herein is based on AM—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 A PA 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 0 2014 APA—Thc engineered Wood Association 180 Nickerson St. C T E' N G 1 N E E R II Nr1(/v WC�G Suite 302 Project: f'vti11 OCI e ,31 tARV-- D Scattic,WA �. r-f.�� 9819 Date: fi�/C 'v (206)285-4512 J.-? 2,51"”.2- ( 5 G P516'..5•1) (206 Client: Page Number: (206)285-0618 q_ A5v-, 0.0(4_ )4) On-A-svel_gZ) a V / l,gr, A, rl g; ® , (/ 3t A-RS-4'" fLoi14 .. r6 i (511-O- cvs) 6 eftDA . � 7 V - �?11i P ' +Ai 1- FM- 1 O'D0/e) LI6 09Z3)LI ) M (2)60A) 600)( '-5-1)„ � Jl atip\)11-: ) 5` 0. X t( r13, bo/(2) 44_ oL= o,q36 ;extiv, 12xh2 L0/4-41R-13 eg_ovnts Pair- L = 4 Pj 9-R r mGN L. M\nI ,a4 ' • Structural Engineers j WOOD FRAME• CONSTRUCTION MANUAL 63, t. Table 2.2A Uplift Connection Loads from Wind:ill, ' • - .j . (For Roof-to-Wall,Wall-to-Wail,and Wall-to-Foundation) . • 700-yr.Wind Speed 3-second gust(mph) 110 115 120 130 140 150 160 170 180 195 Roof/Ceiling Assembly1,2,3,q,6,6,r Design Dead Load Roof Span(ft) Unit Connection Loads(plf) 12. 118 128 140 164 190 219 249 281 315 369 Z 24 195 213 232 •272 315 362 412 465 521 612 0 0 psf6 36 272 298 324 380 441 506 576 650 729 856 M 48 350 383 417 489 567 651 741 836 938 1100 M . 60 428 468 509 598 693 796 906 1022 1146 1345 O • 12. 70 80 92 116 142 171 201 233 267 321 0 24 111 129 148 188 231. 278 328 381 437 528 � 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 G' ( 20 psf 36 32 58 84 140 201 266 336 410 489 616 "�'7,r, ,`•• 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 1 Tabulated unit uplift connection loads shall be permitted to be multiplied by 0.75 for framing not located within 6 s. feet of corners for buildings less than 30 feet in width(W),or W/5 for buildings greater than 30 feet In width. 2 Tabulated uplift loads assume a building located in Exposure B with a mean roof height of 33 feet. For buildings • located in other exposures,the tabulated values for 0 psf roof dead load shall be multiplied by the appropriate adjustment factor in Section 2.1.3.1 then reduced by the appropriate design dead load. . 3 Tabulated uplift loads are specified in pounds per linear foot of wall. To determine connection requirements, E: multiply the tabulated unit uplift load by the multiplier from the table below corresponding to the spacing of the • • . connectors: Connection Spacing(in.) 12 16 19.2 24 48 Multiplier ` 1.00 + 1.33 ( 1.60 y 2.00 4.00 ,' q Tabulated uplift loads equal total uplift minus 0.6 of the roof/ceiling assembly design dead load. • • • 5 Tabulated uplift loads are specified for roof-to-wall connections. When calculating uplift loads.for wall-to-wall-or is wall-to-foundation connections,tabulated uplift values shall be permitted to be reduced by 73 plf(0.60 x 121 plf) :4 • for each full wall above. 'il'%'`• 6 When calculating uplift loads for ends of headers/girders,multiply the tabulated unit uplift load by 1/2 of the $' Is!.y� header/girder span(ft.). Cripple studs need only be attached per typical uplift requirements. T'� l For jack rafter uplift connections,use a roof span equal to twice the Jack rafter length.The jack rafter lengthh ;:+`r... ':.ice j_ includes the overhang length and the Jack span. 4 6 Tabulated uplift loads for 0 psf design dead load are included for Interpolation or use with actual roof dead loads. „.41•0(.;... :1',11:Sit AMERICAN WOOD COUNCIL CT - ENGINEERING 180 Nickerson St.Suite 302 'j` a l II N c. l �1� Seattle,WA ' Project: l Y!'� S)I UCI)/11<J I t y A • Date: 98109 (206)285-9512 FAX: Client: Page Number: (206)285-0618 \V. 1:1\ID. 1.9. 'N?‘ • -.' (JP)‘R.I. ' 7n7))45 .-"r) . 1/4-iL 6PANt50)46 ; ! 1. : • . .P . \Ab$1) F:A-t 69, ; M k '-fl4 s`4 . , , . -,... , • d,!1 �A 1 l o: NtP ( u.L77 . , • : ) . P,. g . I: • . .. , 4„ . : -33 • . { • t C1g k ` ssA. .-1---.. V . • ' 36.1 117 ; :_.. 416.... ' . IA : MVP ' IP6 114 i li • : : : . Ok - -: ( • (10.0- • . ... ...1:46.---. . .. ... .. . .. u• •: .. . ... � .�1P.< : � �. ; :. .�.its 2�•::: A� EP TakK-- 17 .. CCs N ••1. -64.• :2;i .t :( . . .2 : q,- -- r4)(l ( :Qj a ‘) -- c. 2 - . . .. :... ...:.. ..i!..:•!,: CO 6)1 R.ZE J4-0 ' ---n>6 < (2 ..i . 2., 6-°`.:- +,, '• • . 14, (I-6y z--Q27)(p.,-5. (0 ',61. ' ---=-L, 4-1'/44. ` b: YH-. ' . ' ..: .! : : - . _ - ,i►)Pc () -TN(P 60do .e 64. •PLY • ..sem. . :. -1314-4)-676-D ,4- - n. : ¶- 7'lP : : ,q. t Structural Engineers • TRUSS TO WALL CONNECTION ';ISI VAI l it'; #OF TRUSS CONNECTOR TO TRUSS TO TOP PLATES 111,'11 I I l PLIES 1 HI (6) 0.131" X 1.5" (4) 0.131"X 2.5" .100 ,1'i 1 H2.5A (5) 0.131" X 2.5" (5)0.131" X 2.5" i V'1 ilii 1 S0WC15600 - - 4W. .....1....._ 2 H10-2 (9) 0.148" X 1.5" (9) 0.148" X 1.5" In /no-. 2 (2)H2.5A (5) 0.131" X 2.5' EA. (5) 0.131"X 2.5" EA. Iii/I) 1) 2 (2)SDWC15600 - - -.........._.7.10 3 (3)SDWC15600 - - 145_ :1.1:" ROOF FRAMING PER PLAN 8d AT 6" O.C. . 2X VENTED BLK'G. `•,.• 0.131" X 3" TOENAIL '1'. AT 6' O.C. -IP 414. i \H2.5A & SDWC15600 STYI F COMMON/GIRDER TRUSS •--J-- PER PLAN TRUSS TO WALL CONNECTION TO EACH H1 STYLE BEARING/SHEAR WALL PER TRUSS PLY PER TABLE ABOVE PLAN AND SCHEDULE SCALE 3/4"=1'-0" (BEAM/HEADER AT SIMILAR) 14 TYP. RAISED HEEL TRUSS TO WALL CONNECTION [ TRUSS TO WALL CONNECTION SPF VALUE'S #OF TRUSS CONNECTOR TO TRUSS TO TOP PLATES UPI..IFT 11 PLIES 1 HI (6) 0.131" X 1.5" (4)0.131' X 2.5" - 1001-\ 415 1 H2.5A (5) 0.131'X 2.5" (5)0.131" X 2.5" 5535 I10_ 1 SDWC15600 - - -7f15*--_...Tis . 2 H10-2 (9) 0.148" X 1.5" (9)0.148" X 1.5" .11170.. 7(111 ._ 2 (2)H2.5A (5)0.131' X 2.5" EA. (5) 0.131"X 2.5" EA. 1010- 2211._ 2 (2)SDWC15600 . - - 1170 2.w-... 3 (3)SDWC15600 - _ -1455c_ _345 ADD A35 0 48"O.C. ROOF FRAMING PER PLAN FOR.H2 STYLE5A AND Bd AT 6' O.C. SDWC CONNECTIONS _ 4% 2X VENTED .G ��i►►1 -4-1;,- 1 C �'' ill• %% MI H2.5A & SDWC15600 STYI F . 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 [