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Specifications (7)MEW A4 57-4o 172Zit ,6 6vem ,4 RECEIVED Structural CT ENGINEERING FEB 3 2016 Structural Engineers ngineers leNickerson S2e2Suit2 1,0) e2a0t625W.A61988(0F9)INC. CITY OF TIGARD BUILDING D!VIS1nNl #15238 Structural Calculations River Terrace co PRO ,4 Plan 7 v-•; 60 Elevation A 4d � � �i Tigard, OR REGN 22,�'�k <c% 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 P h: 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(OS.B.)' 2.2 psf Trusses at 24 o.c• 4.0;psf Insulation 1.0. psf (1)rt5/8"gypsum ceiling 2.8 psf Mise:/Meeh. .. • 1 5 psf ROOF DEAD LOAD 15.0 PSF FLOOR floor finish 4.0'psf NO gypsum concrete, . 0.0`psf 3/4"plywood(OS 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 59.1 r .-•--- GABLE END TRUSS IZB.a2 a r MIN. HDR _ ' MIN. HDR t —T 19 S9.1 0 19 S9.1 8 Cf`> © 59.1 I GT GT.a2 © .4 LI I-1 toren• ....... .. ce ro 'x 16 Ig � ' '::::'. 59.1 '.L'. .L__........ , i r-_. r1 16 i Q 1 59.1 U O a = r---I `� — 122'x30"6 ! y 1 ro 'x I N y__ 1 IACCE551 • v) w L__J I (20 in 1 j. 59.1 ' 1 J.: R N LZiI •.J. 4 '1 IR •.J.'::. 0 d' m I cv ns t J 1 CI t :./:...,i......•: m r h ::'::::Gx•;•al::r{.:':. :::. :::::. 2x81 Ff�R • GT.. .... �..` e.. 11 r I 491 A10 MIN. DR MIN.AHDRCC IN. HDR I L BLE'END a41S5 { J ® 16 59.1 CT# 14301 2015.03.04 1/4" = 1'-0" (11x17) PLAN 7A ROOF FRAMING PLAN 1/4"=1•-0" ENGLISH REVIVAL MST48 ! 7 \MST48 /-...0-----"\----\N--"-- 0 W 0 0 (---1 Vg 1 ® 1/" ' WASHER - 11 .1- L I Wei co ENSIDE TIRE 1 r— j 4 ENTIRE 40) SIDE 7 00 � o C l J I el3 0 MST37 , am,/, \<Maragial I MST37 0 til MOSMO , CO 09 CT# 14301 2015.03.05 1/4" = 1'-0" (11x17) PLAN 7A UPPER LEVEL SHEARWALLS I/4'=1'•0' ENGLISH REVIVAL as 0 00 , Iegleldillif GABLE'END TRUSS _ / ,.. I I` 1 - CON .14x12 DR - 1 �_� STH014 B.a1 S11-101 ____ I SNIT- 1-4 1 I I I ROOF TRUSSES AT 24" O.C. TYP. ] . 5j x14 /21G BEAM B.a2 A,- 1 1 I 1 14" FLOOR TRUSSES 0 19.2" O.C. TYP. 1 4 4 S9.0 59.0 U GT ABOVE GT ABOVE • P4 59.0 t TH014 STHD14' l 1 1344 x 14 LVL I ci I I (HppppA AA I /i' [I I t i P6 ENTIRE 6x6 POST - 1 /' 's; I t {�M i i SIDE ` ( ) (2)/14" FLOOR HaSStS_ ROOF TRUSSES I (2)2 8 DR''.r e\ o I 1,7=ij �4:-.4 ---j AT 24" O.C. • I ra I L_ �• I 2'-6 4'-5ki. ENTIRE P6 LEDGER I B.a15 \�\I N� ' fn SIDE (2)2x8 HDR 31 w la 4n1 ss.o 04" n o OO • N ro -� i I BLOCKOUT FOR v i� 1!` MICROWAVE EXHAUST �"-1 __J + 0 13" CLEAR o 1 9 + z t` PICTURE FRAME z a 1I 9 D 1CE 4 OPENING. DIMS N ,1.-.1 MI i m I 4.,w ARE TO q. STUDS. a -* w O1�, x x cx w — 4 I; I I . I I i.> , 1I ®O is _�JI x 1'1 N x I ro• r—, FIXTURES C' al ABOVE -_ . la 1 r— 6X6 POST 19 0 t I M. ii M COS,y r cs . otor-r---_ -10,2 16' 3' s-102 . ah "mg 00 .18 75; J —, r Q CL Z Vi' CONC. SLAB O OVER 4" FREE DRAINAGE MATERIAL F-- OVER COMPACTED FILL Q Q I Z "VERIFY GARAGE SLAB HEIGHT I La WITH GRADING PLAN n o_ illiik NU A\ I8'-0Y2' 3'-11)21 alk I I 1 �J /i 16" ' ■ 1 alibi VARIES : MIN. I , � CONC. S1M.eO -3" FROM TOP OF a ir__ il� � ABOVE � PATIO - STEM WALL• I1 �' L....-12V4' _ 12Yi^_ P4-ff) ---�S1HD14� IL _1J �' --_- __ -__� I Ji STH014 4. 1" j 1, ? 18x24 CRAWL FIXTURE ABOVE—� 11 Z r 12x4 PONY WALL I I I I AT HIGH FON. n -IPACE ACCESS < . ABU66 Up - 5 © 6 �,p ,. I J . Emil��ELLAZr �! CI- ' .17, I01 ill ,' ��-' (2)x#4. (3) #DOTING w ® a 1M g I 0 ENTI DErIRE co ® ro' II• _ 34'x 9X"LVL OR -1 I i SIC __ LTJ + OI . 1 CENTER U/WALL "6" -El I I moi/ I 17 1_41 i a ' 9'-8V" /EhII F „ � . 1 1 30"x30"x10" FlNISHED FLOOR II S6.0 FOOTING WI 7 Q 1 AT +O' O" c. 4 (3) #4 EA. WAY i 0 •• 17 = a J. '*71 P.T. 4x4 POST I r TYP. U.N.O. ♦ • Is‘II.L_J I . c X1N 9)"I-JOISTS AT 19.2"O.C. 1 I�)T, TYPICAL `•'0 II z 1II w � I I • -�- �i 1-121/41I 11'-7Y4 14'-43/4" N ti C.! rtl ii 9-6'4I I c ' 1 w 1' r I r, 114: x 9Y3" LVL"_ _ L J r--Ih— 30"x30"x10" • FOOTING W/ Aft 1 (3) #4 EA. WAY 18"x18"x10" FTG. o W/(2) #4 EW r L____ 1 6x6 P.T. POST • ® TYPin . U.N.O. i a o L J In 10 r, I 1�'_" x 9)4" LVL sIM..6.0`+ SIM.lli ®I • o -I I _" __^ 2x• ��1 10 in o I � 13 OMNI 1 2521=gr2g 11°111112:511 VFW 1SLOPE 11/2" II ill.7 ._, ▪ TART FRMG.I Al. i ® i-_� ll Em� ti? sr m •�^' I STHD 3�' CONC. SLAB 5111014 civp 16'-6y 0 "�� I I 9-5Y2" I U a I �11 v u 1 j LS6.1 a ♦ r n ABU44 abl "�♦ TOP OF SLAB -61/2" 51 6'-0" I'--9 41 TOP OF 8" -121/2" r 4. ' 9.-4" / 134" ABU44 STEM WALL 1n'-1V Title: PLAN 2613 Job# Dsgnr: TRE Date: 4:29PM, 16 SEP 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev:560006 Page 1 1 User:KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam &Joist _(c)1983-2003 ENERCALC Engineering Software 14189_Plan_2613.ecw:ROOF FRAMING Description 2613A ROOF GT reactions Timber Member Information II GT.aI 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 Rr,24F- V4 V4 Fb-Basic Allow psi 2,400.0 2,400.0 Fv-Basic Allow psi 240.0 240.0 Elastic Modulus ksi 1,800.0 1,800.0 Load Duration Factor 1.150 1.150 Member Type GluLam Glu Lam Repetitive Status No No Center Span Data II Span ft 16.50 22.00 Dead Load #/ft 270.00 270.00 Live Load #/ft 450.00 450.00 Results Ratio= 0.6313 0.8338 111 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 iv:Actual psi 130.5 153.5 Fv:Allowable psi 276.0 276.0 Shear OK Shear OK _Reactions 1111 @ 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 OKil Center DL Deft in -0.165 -0.328 L/Defl Ratio 1,202.1 805.3 Center LL Def I in -0.275 -0.546 L/Defl Ratio 721.3 483.2 Center Total DefI in -0.439 -0.874 Location ft 8.250 11.000 L/DefI 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 Page 1 User:Kw-0602997,Ver 5.8.0,1-Dee-2003 Timber Beam & Joist �(c)1983-2003 ENERCALC Engineering Software 14189_Plan_2613.ecw:ROOF FRAMING Description 2613A ROOF FRAMING Timber Member Information Real RB.a2 RB.a3 RB.a4 RB.aS 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 Fr,No.2 Hem Fr,No.2 Hem FU,No.2 Hem Fir,No.2 Hen Fir,No.2 Hero Fir,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 11 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 i @ 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 111 @ 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 11 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 UDefl Ratio 446.7 4,756.4 1,014.4 2,752.5 2,752.5 446.7 752.8 Center Total Defl in -0.236 -0.010 -0.099 -0.021 -0.021 -0.236 -0.115 Location ft 2.750 1.250 2.625 1.500 1.500 2.750 2.250 UDefI Ratio 279.2 2,972.7 634.0 1,720.3 1,720.3 279.2 470.5 b. Title: PLAN 2613 Job# Dsgnr:TRE Date: 4:33PM, 16 SEP 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev: 580006 Timber Beam & Joist Page 1 1oor User:KW-0602997 Ver 5.8.0,1-Dec-2003 14189_Plan_2613.ecw.FlFraming (01983-2003 ENERCALC Engineering Software Description 2613A FLR FRMG 1 OF 3 Timber Member Information II Y B.a1 B.a2 B.a3 8.94 B.a5 B.a6 B.a7 Timber Section 4x12 5.5X14 IJC LVL:1.750x14.000 2-2x8 5.5X14 IJG 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 Fir- Rosboro,Blgbeam (Level,LSL 1.55E Hem Fir,No.2 Rosboro,Blgbeam Douglas Fr- Hem Rr,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 1 _ 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 Live 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 r ReSUItS Ratio= 0.9717 0.3689 0.0864 0.4901 0.6447 0.6054 0.5271 11 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 Shear OK 207.0 Shear OK 345.0 Shear K 356.5 1Shear OK Shear.0 300 O 0 Shea0 r OK O 172.5 shear OK LReactions II @ Left End D .75 1,925.00 300.00 341.25 1,755.00 438.75 528.75 LL lbs 1,031lbs 8.25 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 @ 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 UDefl 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 page 1 User:KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam &Joist 111 `(c)1983-2003 ENERCALC Engineering Software 14189_Plan_2613.ecw:Floor Framing Description 2613A FLR FRMG 2 OF 3 Timber Member Information Bab B.a9 B.a10 Ball B.a12 Ba 1.3 B.a14 Timber Section 2-2x8 2-2x8 4x8 4x10 2-2x8 2-2x8 2-2x8 Beam Width in 3.000 3.000 3.500 3.500 3.000 3.000 3.000 Beam Depth in 7.250 7.250 7.250 9.250 7.250 7.250 7.250 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade Hem Fir,No.2 Hem Fir,No.2 Douglas Fir- (Level,LSL 1.55E Hem Fir,No.2 Hem Fir,No.2 Hem Fir,No.2 Larch,No.2 Fb-Basic Allow psi 850.0 850.0 900.0 2,325.0 850.0 850.0 850.0 Fv-Basic Allow psi 150.0 150.0 180.0 310.0 150.0 150.0 150.0 Elastic Modulus ksi 1,300.0 1,300.0 1,600.0 1,550.0 1,300.0 1,300.0 1,300.0 Load Duration Factor 1.000 1.150 1.150 1.150 1.150 1.150 1.150 Member Type Sawn Sawn Sawn Sawn Sawn Sawn Sawn Repetitive Status No No No No No No No LCenter 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= 02694 0.7361 0.1403 0.2590 0.8515 02129 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 11 @ Left End DL lbs 352.50 910.00 306.25 818.40 700.00 350.00 490.00 LL lbs 450.00 1,251.25 245.00 1,513.60 1,050.00 525.00 735.00 Max.DL+LL lbs 802.50 2,161.25 551.25 2,332.00 1,750.00 875.00 1,225.00 @ Right End DL lbs 352.50 910.00 306.25 1,709.60 700.00 350.00 490.00 LL lbs 450.00 1,251.25 245.00 2,998.40 1,050.00 525.00 735.00 Max.DL+LL lbs 802.50 2,161.25 551.25 4,708.00 1,750.00 875.00 1,225.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK r Center DL Defl in -0.003 -0.014 -0.003 -0.003 -0.032 -0.002 -0.008 1 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 Deft 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 User:KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist14189_P1an 2613.ecw FloPag e rarrd1g 1 i _(c)1983-2003 ENERCALC Engineering Software Description 2613A FLR FRMG 3 OF 3 Timber Member Information r 8.a1S (Lan 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 Fir,No.2 Hem Fr,No.2 Douglas Fir- Hem Fir,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 11 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 tv:Actual psi 81.7 15.5 46.4 Fv:Allowable psi 172.5 172.5 207.0 Shear OK Shear OK Shear OK `Reactions 1 @ 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 Deft in -0.024 -0.003 -0.062 UDefl Ratio 2,230.4 17,201.9 1,734.8 Center LL Deft in -0.029 -0.005 -0.104 UDefl Ratio 1,858.7 10,321.1 1,040.9 Center Total Defl in -0.053 -0.007 -0.166 Location ft 2.250 2.000 4.500 UDefl Ratio 1,013.8 6,450.7 650.5 Title: PLAN 2613 Job# Dsgnr: TRE Date: 4:35PM, 16 SEP 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev:560006 Page 1 User.KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist (c)1983-2003 ENERCALC Engineering Software 14189_Plan_2613.ecw:CRAWLSPACE FRAMING Description 2613 ABCD CRAWLSPACE FRAMING [timber Member Information TYP BEAM Timber Section 4x6 Beam Width in 3.500 Beam Depth in 7.250 Le:Unbraced Length ft 0.00 Timber Grade Douglas Rr- Lardb 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 111 Span ft 5.75 Dead Load #/ft 195.00 Uve Load #/ft 520.00 Results Ratio= 0.9884 Mmax @ Center in-k 35.46 @ X= ft 2.87 fb:Actual psi 1,156.5 Fb:Allowable psi 1,170.0 Bending OK fv:Actual psi 96.2 Fv:Allowable psi 180.0 Shear OK Leactions @ 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 UDefI Ratio 959.5 Center Total Defl in -0.099 Location ft 2.875 UDefl Ratio 697.8 TJI JOISTS and RAFTERS Code Code Code Suggest Suggest :Suggest; Lpick Lpick Lpick Lpick Joist b d Spa. LL DL M max V max El L Ib L iv L TL240 L LL360 L Max-TL dell. LL deft. L TL360 L LL480 L mex 1TL deo.TL deft.LL deft.LL deo. size&grade width(in.) depth(In.) (in.) (psf) (psf) (ft-lbs) (psi) (psi) (ft.) (ft.) (ft.) (ft.) (ft.) (in.) (In.) (ft.) (ft) (it) (in.) ratio (in.) ratio 9.5"TJI 110 1.75 9.5 19.2 40 15 2380 1220 1.40E+08 14.71 27.73 15.23 14.80 14.71 0.66 0.48 13.31 13.45 13 31: 0.44 360 0.32 495 9I 9.5 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..55'"7JTJ!110110 1.71.755 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 15.731::', .:1::115.57., 0.52 360 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 16.941677.: 0.56 360 0.41 495 5 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 1497 ..„��;14 67 0.44' ,384...,-.-0.35 „x480 0 ''9,5.7,1"i11:110 ,°1:75,..1.. ...--.19.5: -'06.:::.4.:40'.:::'..'10.• 2500 1220'`157E+08 - 1732., 3660 -"'17136 .16.34 '16.34 ., 0:68 0.54 . ,-- .15.17 9.5"TJI 110 1.75 9.5 12 40 10 2500 1220 1.57E+08 20.00 48.80 19.11 17.98 17.981 0.75 0.60 16.69 16.34 16 34 0.51 384 0.41 480 9.5"TJI 110 1.75 9.5 9.6 40 10 2500 1220 1.57E+08 22.36 61.00 20.58 19.37 19.371 0.81 0.65 17.98 17.60 17 60 0.55 384__0.44 480 9.5"TJI 210 2.0625 9.5 192 40 10 3000 1330 1.87E+08 1722 33 25 17.32 16.30 1630! 0 68 0.54 15 13 14.81 14 81 0A6 384 0 37 480 " 16 ,-.:',',40i'. 10..,,, ,!...3000,,,,-i1330.` . 1.87E+08 ",,,A 8.97 '.39.90 "18.40 . 17 32 17:32 .5.0.72„ 0:58 16.08- 1'. .:',1.5::740. . ., , 5 74.,,::"0":49.:',Z!..384 L? 0 39 +;480 9 5 TJI210 2.0625 9.5 , 9.5"TJI 210 2.0625 9.5 12 40 10 3000 1330' 1.87E+08 21.91 53.20 20.26 19.06 19.06, 0.79 0.64 17.70 17 32 17 32 0.54 384 0.431 480 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 1166 ''',,,,?!.,.'-!'.;1_18.8.,; 0.58 384 0.47 480 95"TJI2301 2.3125 9.5 19.2 40 10 3330 13301 2.06E+08 1825 33 25 17.89 16.83 16.831 0.70 0.56 1523 15 29 15 29 0.48 1 384 0.381 480 9.5^TJI230,--,r.-::22:33112255::,A„,, 95 16 ::.,4400:,,.....10 40 '10 3330:; 1330,:'2,06E+08 ,;19.99 39 90 ;,19.01 1 17.89 •17.89 0.75 0 60, 16 60 16 25 1625 .0:51 384; 0 41 480 9.5"TJI 230 9.5 12 40 10 3330 1330 2.06E+0B 23.08 53.20 20.92 19.69 19.69 0.82 0.66 18.28 17.89 „17.89 0.561 384 0.45 480 9.5"TJI 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 19.275;.::::i....,;,.,19.27., 0.60 384 0.48 460 11.875"TJI 110 1.75 11.875 19.2 40 10 3180 1560 2.67E+08 17.78 39.00 19.50 18 35 17.78 0.67 0.54 17.04 16.67 1667 0.521 384 0.42 480 11':875=TJI 110 �,1;75 11:875 ,••16 .40,,. 10, ,3160:;;,1560 .267E+OS ':19.47 .;46 80 20:72 ,1.9:50 19:47,_,_ .0.81.,...x 0:85 1810,, X17 72'� ;f 9.50 0.61 384" 0.49 . 480 11.875"TJI 110 1.75 11.875 12 40 10 3160 1560 2.67E+08 22.49 62.40 22.81 21.46 21.46 0.89 0.72 19.93 19 50 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 0.77 21.46 21.01,.;;'..,!..1,.,.2,1..01,,.. 0.61 384 0.53 480 11.875"TJI 210 2.0625 11"875 19.2 40 10 3795 1655 3.15E+08 19.48 4128 20.61 19.39 19.39 0.81 0.65 18.00 1722M‘..1'.::::.1.7.22: 0.55 384 044 480 11875'TJI 2J0. :;100682255,,,,:,..1111287755 2 0625 ;;1,1;875 ,16,;;,,40, 10,,,3795;: 1655 .3115E+OB , 21.34' 49.85 21:90 '''20;61 ;z.20:61 0:86,. 0,69,. 1913" ,;18721872 •0.59 -384,,047E '.480 11.875"TJI 210 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 00.55251 480 11.875"T.11210 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 2220 22,20 0.69 384 480 1 4215 1655 3.47E+08 20.53 41 38 2128 20.03 20 031 083 0.67 18 59 18 20 18 20 0.57 384 0 451 480 11.875"TJI 230 2.3125 11.875 19 2 40 0 . . . 10 42151 .1655:3:47E+08 �22 49. 49 65 x22.62 21:28 ,21.28 0 69 0:71 .19 76 -19 34�`��:1934 ,0 80 •384' 0.48 .480 11.875':TJI 230_ .2.3125 11.875 12 40 0.98 11.875"TJI 230 2.3125 11.875 12 40 10 4215 1655 3.47E+08 25.97 66.20 24.89 23.42 23.42 . 0.78 21.74 21.28 21 28 0.67 384 0.53 480 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 0.84 23.42 22 93 22 93 0.72 384 0.57 480. 11.875"RFPI 400 2.0625 11.875 192 40 10 4315 1480 3.30E+08 2077 3700 20 93 19 69 19 69 0 82 0.66 18.28 17.89 17 89 026 384 0 45 , ,480 ,:. = ,,,;0:87 • . 0.70 '19.43 '19 01 19 01± 0:59 384:]-,:-.71,10.41n:7480 480 11:;875 RFPI;400...2.0625 ._.11:875 :16 ' 40 ,10 4315.' ,d48Q:330E+OS ;`2276.;rA440 22.24 20;93 ,20:83 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 0.96 0.77 21.38 20.93 20 93 0.65 384 0.52 480 11.875"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 1.03 0.83 23.03 22 54 :F'22:540.70- 384 0.56 480 Page 1 D.LrS CTR 14189-Betahny Creek Falls i LOAD CASE (12-12) (BASED ON ANSIAFBPA NOS-1987) SEE SECTION: 2.3.1 2.3,1 , 2.3.1 , 3.7.1 3.7.1 , Ke 1.00 Design BuckIrq(Factor D+1.+5 _ _ c 0.90(Constant)+ Section 3.7.1.5 _ Cr _ KeE 0.30(Conslon°s Section 3.7.1.5 - Cf(Pb) Cf(Fc) 1997 NOS Cb Nudes) > Section 2.3.10 Bendlny Comp. Size-Size Rep. Cd(Fb)_ Cb Cd(Fe) , Eq.3.7-1, NDS 3.9.2 Max.Wall duration duration factor factor use Stud Grade Width Depth Spadng Height Lard Vert Load Hor.Load ..1.0 Load Q!)Plate Cd(Fb)Cd(Fe) Cf Cf Cr Fb Fc perp Fc E Fb' Fe perp' Fc' Fce Fc fe fere lb ib! In. In. In. It. p11 pet pif (Fb JFe) psi psi psi psi pd pal Psi psi psi Psi psi Fb"(1-klFee) 14-F Stud 1.5 3,5 18 7.7083 26.4 1730 0.9916 1993.4 1.00 1.15 1.1 1.05 1.15 675 405 800 1,200,000 854 506 966 515.42 441.22 43937 1.00 0.00 0.000 HP Stud 1.5 3.5 18 9 30.9 1340 0.9986 1993.4 1.00 1.15 1.1 1.05 1.15 875 405 800 1,200,000 854_ 508 968 378.09 340.90_ 340.32 1.00 0.00 0.000 3I-F Stud 1.5 3.5 12 9 30.9_ 1785 0.9947 2857.8 1.00 1.15 1.1 1.05 1.15 675 405 800 1,200,000 854 508 986 378.09 340.90 340.00 1.00 0.00 0,000 H-F Stud 1.5 3.5 18 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_ 506 968 449.95 395.22 39429 1.00 0.00 0.000 H-F Stud 1.5 3.5 8 8.25 28.3 3100, 0.9921 3988.7 _1.00 ,1.15 1.1 1.05 1.15 875 , 405 800 1200.000 854, 508 986 449.95 395.22 393.65 1.00 0.00 0.000 SPF Stud 1.5 3.5 18 7.7083 28.4 1695 0 0.9952 2091.8 1.00 1.15 1.7 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- 0.9944 2091.8 1.00 1.15 1.1 1.05 1.15 675 425 725 1200,000 854 531 975.438 378.09 338.17 335.24 1.00 0.00 0.000 SPF Stud 1.5 3.5 12 9 30.9 1760 0 0.9944 2789.1 _1.00 1.15 1.1 1.05 1.15 675-425 725_1,200,000 854 531 875.438 379.09 336.17 335.24 1.00 0.00 0.000 SPF Stud 1.5 3.5 16 825 28.3 1525 0 0.9957 ' 2091.8 1.00 1.15 1.1 1.05 1.15 675 425 725 1200,000 654 531 875.436 449.95 388.13 387.30 1,00 0.00 0.000 SPF Stud 1.5 3.5 _ 12 825 28.3 2030 0 0.9925^ 2789.1 1.00 1.15 1.1 1.05 1.15 875 425_ 725 1,200,000 854 531 875.438 449.95 388.13 386.117 1.00 0.00 0.000 SPF Stud 1.5 3.5 8 8.25 28.3 3050 0 0.9957 4183.61 1.00 1.15 1.1 1.05 1.15 875 425 725 1.200.000 054 531 875.436 449.95 388.13 387.30 1.00 0.00 0.000 H-F 92 1.5 5.5 16 7.7083 18.8 3132 0 02408 3132.4 1.00 1.15 1.3 1.10 1.15 850 405 1300"1,300000 1.271 506 1644.5 1378.83 1031.58 506.18 0.49 0.00 0.000 H-F 92 1.5 - 5.5 18 9' 19.8 3132 0 0.3652 3132.4 1.00 1.15 1.3 1.10-1.15 850 405 1300 1,300,000 1,271 506 1844.5 1011.45 937.57 506.18 0.60- 0.00 0.000 H-F02 1.5 T. 5.5_ 18 825, 180, 3132 0 02858 ' 3132.4 - 1.00 _1.15 13 1.10 1.15 850_ 405 1300 1,300,000 1,271 506 1644.5-1203.76 846.77 506,18 0.53 0.00 0.000 SPF 02 1.5 5.5 16 7.7083 16.8 3287 0 0.2737 3287.1 1.00 _1.15 1.3 _1.10 1.15 875 J 425 1150 1,400,000 1,308- 531 1454.75 1484.89 1015.45 53123_ 0.52 0.00 0.000 SPF R2 1.5 5.5 16 9 19.8 3287 0 0.3905 3287.1 -1,00 1.15 13 1,10'1,15 875 425 1150 1.400,000 1.309 531 1454.751 108925 850.18 53123 052 0.00 0,000 SPF 92 1.5 5.5 16 825 18.0 3287 0 0.3158 , 3287.1 _1.00 -1.15 1.3 1.10 1.15 875 425 1150_1,400,000 1,308 531 1454.75 1296.30 945.38 531.23 0.56 0.00 0.000 SPF Stud 1.5 _ 3.5 16 14.57 80.0, 545 0 0.9913 2091.9 , 1.00 1.15_1.1 1.05 1.15 675 425 J 725,1,200,000 854 531 875,438 14428 139.02 138.41 1.00 0.00 0.000 SPF 92 _1.5 5.5 18 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 1,303 531 1454.75_244.40 235.32 234.34 1.00 0.00 0.000 H-F 92 1.5 5.5 16 19 41.5 1360 0 0.9969 3132.4 1.001.15 -1.3 1.10 1.15 850 405 1300 1,300,000 1,271 506 1644.5 228.04 220.14 219.60 1.00 0.00 0.000 Page 1 D+L+W CTS 14189-Betahny Creek Fails I LOAD CASE (12-13) (BASED ON ANSI/AFBPA NDS-1667) 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 e 0.80(Constant)0 Section 3.7.1.5 Cr Cf(Pb) Cf(Fc) 1997 NDS KDE 0.30(Constant)0 Section 3.7.1.5 Cd(Pb) Cb Cd(Fe) Eq.3.7-1 Cb (Varies) 0 Section 2.3.10 Banding Comp. Size Size Rep. NDS 3.9.2 Max.Wa9 duration duration factor factor use Stud Grade IMdth Depth Spacing Height Le/d Vert.Load Hor.Load a 1.0 Load tIg Plato Cd(Fb)Cd(Fr) Cf Cf Cr Fb Fe perp Fe E Fb' Fe perp' Fc' Fce Pc fc tc1Fo tb lb/ In. In. In. R 119 Pat pit (Fb) (Fe) Psi , Psi Psi Psi Psi Psi Psi Psi pal psi psi Fb"(1-fMFce) H-F Stud 1.5 3.5 16 7.7083 26.4 1075 9,71 0.9851 1993.4 150 1,00 1,1 1.05 1,15 675 405 800 1,200,000 1,356 506 840 515.42 427.08 273.02 0.84 378.78 0.586 H-F Stud 1.5 3,5 16 9 30.9 755 8.46 0,9842 1963.4 1.60 1.00 1.1 1.05 1.15 675 405 800 1,200,000 1,388 508 840 378.09 333.99 191.75 0.57 447.52 0.885 11-F Stud 1.5 35 12 9 30.9 1140 8,48 0,9998 2857.8 1.60 1,00 1,1 1.05 1.15 675 405 800 120,00 1,386 506 640 378.09 333.90 217.14 0.65 335.84 0.577 H-F Stud 1.5 3,5 16 8.25 28.3 670 8.13 0.9943 1893.4 1.0 1.00 1.1 1.05 1.15 675 405 800 1,200,000 1,366 508 840 449.95 384.87 246.35 0.84 361,37 0.585 H-F Stud 1.5 3.5 12 8.25 28.3 1425 8.13 0.9974 2657.8 1.0 1.00 1.1 1.05 1.15 675 405 800 1,200,000 1.366 506 840 449.95 384.67 271.43 0.71 271.03 0.500 H-F Stud 1.5 3.5 8 825 28.3 2355 8.13 0.9981 3988.7 1.60 1.00 1.1,1.05 1.15 875 405 800 1,200.000 1,366 506 640 449.95 384.87 299.05 0.76 180.69 0.394 SPF Stud 1.5 3.0 16 7.7083 28.4 1060 9.71 0.9971 2091.8 1.80 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 18 9 30,9 700 8.48 0.9115 2091.8 1.60 1.00 1.1 1.05 1.15 875 425 725 120,00 1,366 531 781.25 378.09 328.30 177.78 0.54 447.52 0.615 SPF Stud 15 3.5 12 9 30.9 1125 8.48 0.9931 2769.1 1.60 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 76125 378.09 328.30 214.29 0.85 335.64 0.567 SPF Stud 1.5 3.5 16 825 26.3 960 6.13 0.9970 2091.8 1.60 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 781.25 446,95 378.35 243.81 0.65 361.37 0.577 SPF Stud 1.5 3.5 12 8.25 28.3 1405 6.13 0.9952 2789.1 1.0 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 8 825 28.3 2320 6.13 0,9956 4183.6 1,0 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,388 531 78125 449.95 376.35 294.60 0.78 180.69 0.383 H-F 92 1.5 5.5 16 7,7083 16.8 3132 9.71 0.3909 3132.4 1.80 1.00 1.3 1.10 1.15 850 405 1300 1,30,00 2,033 506 1430 1378.83 969.91 506.18 0.52 152.58 0.119 11-F 82 1.5 5.5 16 9 19,8 3132 6.48 0.5743 3132.4 1.60 1.0 1.3 1.10 1.15 850 405 1300 1,30,00 2.033 506 1430 1011.45 804.50 508.18 0.63 181.23 0,178 H-F 92 1.5 5.5 16 8.25 16.0 3132 8.13 0.4411 3132.4 1.60 1.00 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 508 1430 1203.70 899.13 506.18 0.56 146.34 0.124 SPF 92 1.5 5.5 16 7.7083 18.8 3287 9.71 0.4327 3287.1 1.60 1.00 1.3 1.10 1.15 575 425 1150 1,400,000 2,093 531 1265 1454.89 840.30 53123 0.56 152.58 0.114 SPF92 15 5,5 18 9 19.6 3287 8,46 0.8033 3267,1 1.60 1.00 1,3 1.10 1.15 875 425 1150 1,400,00 2,093 531 1265 1069.25 806.08 531.23 0.66 181.23 0.166 SPF 02 1.5 5.5 16 825 18.0 3287 8.13 0.4790 3287.1 1.60 1,00 1.3 1.10 1.15 875 425 1150 1,40,00 2,093 531 1265 1296.30 884.69 53123 0,60 146.34 0.116 SPF Stud 1.5 3,5 16 14.57 50.0 70 8.46 0.9957 2091.8 1.60 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 761.25 14426 138,14 17.78 0.13 0.979 SPF 62 1.5 5.5 16 19 41.5 660 9.71 0.9941 3287.1 1.60 1.00 1.3 1.10 1.15 675 425 1150 1,400,000 2.093 531 1285 244.40 233.80 106.67 H-F 62 1.5 5.5 16 19 41.5 600 6.71 0.9921 3132.4 1.60 1.00 1.3 1,10 1.15 850 405 1300 1,300,000 2,033 506 1430 226.94 219.02 98,97 0.44 927.02 0.798 Page 1 D+L+W+.55 C7814189-Betahny Creek Falls 1 LOAD CASE 1 (12-14) 1 (BASED ON ANSIAFBPA NDS-198D SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 _ , Ke 1.00 Design Buck ingFactor _ D+L+W+SM e 0.80(Constant)> Section 3.7.1.5Cr _ KcE 0.30(Constant)> Section 3.7.1.5' _ - Cf(Fb) Cf(Fe) 1997 NDS Cb (Varies) > _Section 23.10 _ Bending Comp. Size Size Rep. ,Cd(Fb) Cb Cd(Fe) Eq.3.7-1 NOS 3.8.2 Max.Well duration duration factor factor_use Stud Grade Width Depth-Laid Vert.Load Hor.Load 4.1.0_Load al PtakCd(Fb)Cd(Fe) Cf, Cf Cr' Fb ,Fe per Fe : E Fb' Fc perp' Fe' Fce Fe - tc tclFe lb ib/ tn. In. In. _ 8. _ p0 pat P8 (Pb),(Fe),„ Psi_ Psi . Psi 1� psi l Psi pat pd pal pal Fb"(1-fe/Fee) H-F Stud 1.5 3.5 18 7.7083 28.4 1095_ 9.71 0.9982 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 _1,200,000 1,366 506 966 515.42 441.22 278.10 0.63 376.78 0.599 H-F Stud 1,5 3.5 16 9 30.9 765 8.46_ 0.9986 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1.200,000 1,366 508 966 378.09 340.90 19429 0.57 447.52 0.674 tI-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 1,366 506 968 378.09 340.90 219.05 0.64 335.64 0.584 HF Stud 1.5 3.5 16 _ 825 285 985_ 8.13 0.9963 1993A 1.60 _1.15 1.1 1.05 1.15 675 405 800 1,200.000 1.386 506 966 449.95 395.22 250.16 0.63 381.37 0.596 F HStud 1,5 3.5 12 825 28.3 1445 8.13 0.9959 - 2657.8 _ 1.80 1.15 '1.1 1.05 1.15 675 405 800 1,200,000 1,366 508 966 449.95 395.22 275.24 0,70 271.03 0.511 H-F Stud 1.5 3,5 8 925 28.3 2390_ 913 0.9980 3955.7 1.60 1.15 1.1 1.05 1.15 675- 405 800 1,200,000 1,368 506 988 449.95 395.22 303.49 0.77 180.89 0.408 i SPF Stud 1.5 3.5 16 7.7083 28.4 1050 9.71 0.9935 2091.81.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 515,42 431.52 27429 0,64 376.78 0.589 SPF Stud 1.5 3.5 18 9 30.9 760 8.48` 0.9989 2091.8 - 1.60 1.15 1.1 1.05 1,15 675 425 725 1,200.000 1,366 531 875.438 378.09 338.17 193.02 0.57 447.52 0.669 SPF Stud 1.5 3.5 12 9 30.9 1140 8.46_ 0.9944 2769.1 1.60 1.15 1.1 1.05_1.15 875 425 725 1200,000 1,366 531 875.439 378.08 336.17 217.14 0.65 335.64 0.577 SPF Stud 1.5 3.5 16 8.25 28.3 875 8.13_ 0.9952_ 2091.9 1.80 1.15 1.1 1.05 1.15 675 425 725 1.200,000 1,366 531 875.438 449.95 386.13 247.62 0.94 38137 0.968 SPF Stud 1.5 3.5 12 8.25 28.3 1430 8.13 0.9952 2789.1 1.80 1,15 1.1 1.05-1.15 675 425 725 _1,200.000 1,386 531 875.438 44945 386.13 272.38 0.70 271.03 0.503 SPF Stud 15 3.5 8 825 28.3 2360 8.13., 0.9922 4183.6 1.80 1.15 1.1 ,1.05 1.15 875 425 725 1.200,000 1.388 531 675.438 449.95 388.13 299.68 0.77 180.69 0.396 11-F 62 1.5 5.5 16 7.7053 16.8 3132 931 03593 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2.033 506 16445 1378.83 1031.58 506.18 0.49 152.58 0.119 H-F 92 1.5 5.5 18 9 19.8 3132 9.48_ 0.5437 3132.4 1.80 1.15 1.3 1.10`1,15 950 405 1300 1.300,000 2.033 506 184451011.45 837.57 508.18 0.60 18123 0.179 H-F 62 15 5.5 18 , 825, 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 1844.5 1203.70 946.77 506.18 0.53 146.34 0.124 SPF 02 15 5.5 16 7.7053 169 3287 9.71_03872 3287.1 1.50 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 15258 0.114 SPF#2 1,5 5.5 16 - 1 19.6 3287 8.46 0.5595 3287.1 1.80 . 1.15' 1.3 1.10 1,15 875 425 1150 1,400,000 2.093 531 1454.75 1089.25 850.16 531.23 0.62 181.23 0.169 SPF 92 1.5 5.5 16 : 825' 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 1454.75.129630 945,38 531.23 0.56 149.34 0.118 SPF Stud 1.5 3.5 16 ,14.57 50.0 11 8.46_0,9955 , 2091.8 - 1.60 , 1.15 1.1 1.05-1.15 875 425 725 1,200,000 1,366 531 875.438 14426 139.02 17.78 0.13 ANNUM 0.979 SPF N2 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-F82 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 2,033 508 1644.5 228.64- 220.14 88.97 0.44 827.02 0.798 Page 1 D+L+S+.5W CT#14189-Betahny Creek Fails I LOAD CASE 1 (12-15) I (BASED ON ANSAAFBPA NDS-1997 SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 Ke 1.00 Design Bud:Ong Factor D+L+S+Wl2 c 0.60(Constant)' Section 3.7.1.5 Cr KcE 0.30(Constant)> Section 3.7.1.5 Cl(Fb) Cf(Fe) 1997 NDS Cb (Varies) > Section 2.3.10 Bending Comp. Size Size Rep. Cd(Fb) Cb Cd(Fe) Eq.3.7-1 NDS 3.9.2 Mas.Wat duration duration factor factor use Stud Grade Wdth Depth Sparing Height Le/d Vent.Load Hon.Load se 1.0 Load 8g Plate Cd(Pb)Cd(Pc) Cf Cf Cr Fb Fc pert' Fe E Fb' Fc peep' Fe' Fee Pc fe fclF'c lb b/ In. In. In. It. P9 psf plf (Fb) (Fe) Psi Pct Psi Psi pd Pct ps1 Psi Psi psi psi Fb'(1-fNFce) H-F Stud 1.5 3,5 /6 7.7083 28.4 1335 4.855 0.9935 1993.4 1.60 1.15 1.1 1.05 1.15 875 405 800 1,200,000 1,366 508 968 515.42 441.22 339.05 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 1.15 875 405 800 1,200,000 1,388 506 966 378.09 340.90 246.35 0.72 223.76 0.470 H-F Stud 1.5 3.5 12 9 30.9 1380 4.23 0.9978 2657.6 1.60 1.15 1.1 1.05 1.15 675 405 500 1.200,000 1,366 506 866 378.09 340.90 262.68 0.77 167.82 0.403 - HF Stud 1.5 3.5 16 8.25 28.3 1195 4.085 0.9960 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 600 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 12 825 28.3 1680 4,065 0.9990 2857.8 1.60 1.15 1.1 1.05 1.15 675 405 600 1,200,000 1,366 506 968 449.95 395.22 320.00 0.81 135.51 0.343 H-F Stud 1.5 3.5 8 825 28.3 2665 4.065 0.9999 3986.7 1.60 1.15 1.1 1.05 1.15 675 405 800 1200,000 1,366 506 968 449.95 395.22 338.41 0.86 90.34 0.267 SPF Stud 1.5 3.5 16 7,7083 28.4 1315 4.655 0.9907 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 675.436 515.42 431.52 333.97 0.77 188.39 0.392 SPF Stud 1.5 3.5 18 9 30.9 965 4.23 0.9970 2091.8 1.60 1.15 1.1 195 1.15 675 425 725 1200900 1,368 531 875.438 378.09 336.17 245.06 0.73 223.76 0.466 SPF Stud 15 3.5 12 9 30,9 1370 4.23 0.9990 2789.1 1,60 1.15 1,1 1.05 1.15 675 425 725 1,200,000 1,366 531 675.436 376.09 336.17 280.95 0.75 167.82 0.396 SPF Stud 1.5 35 16 8.25 20.3 1160 4.085 0.9922 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1200,000 1,366 531 675.438 449.95 388.13 299.88 0.77 180,69 0.396 SPF Stud 1.5 3.5 12 825 26.3 1660 4.065 0.6973 2789.1 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 679.438 449.95 388.13 316.19 0.61 135.51 0.334 SPF Stud 1.5 3.5 8 825 26,3 2630 4.085 0.9969 4183.8 190 1,15 1.1 1.05 1.15 875 425 725 1.200.000 1,366 531 575.438 449.95 388.13 333.97 0.86 90.34 0.257 H-F 92 1.5 5.5 16 7.7083 16.6 3132 4.955 0.3001 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1378.83 1031.55 506.18 0.49 76.29 0.059 H-F 82 1.5 5.5 18 9 19.6 3132 423 0.4544 3132.4 1.80 1.15 1.3 1.10 1.15 550 405 1300 1,300,000 2.033 506 1644.5 1011,45 637.57 506.16 0.60 90.61 0.089 H-F 92 1.5 5.5 16 6.25 15.0 3132 4.065 0.3479 3132.4 1.60 1.15 1.3 1.10 1.15 650 405 1300 1,300,000 2,033 508 1844.5 1203.70 946.77 506.16 0.53 73.17 0.062 SPF 82 1.5 5.5 16 7.7083 16.8 3267 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 1015.45 531.23 052 76.29 0.057 SPF 92 15 5.5 16 9 19.6 3287 423 0.4750 3287.1 1.60 1.15 1.3 1.10 1.15 675 425 1150 1,400,000 2,093 531 1454.75 1089.25 850.16 531,23 462 90.61 0.085 SPF 82 1.5 5.5 16 425 16.0 3287 4.065 0.3750 3267.1 1.80 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,063 531 1454.75 1298.30 945.38 531,23 0.56 73.17 0.059 SPF Stud 15 3.5 16 1457 50.0 255 423 0.9959 2091.6 1.60 1.15 1.1 1.05 1.15 675 425 , 725 1,200,000 1,366 531 975.438 144.26 139.02 84.76 0.47 586.43 0.779 SPF 62 1.5 5.5 16 19 41.5 935 4.855 0.9925 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1.400,000 2,093 531 1454.75 244,40 235.32 151.11 0.84 46351 0.580 H-F 62 1.5 5.5 16 19 41.5 965 4.655 0.9970 3132.4 1.60 1.15 1,3 1.10 1.15 850 405 1300 1,300.000 2,033 508 1644.5 226.94 220.14 139,60 0.84 463.51 0.594 Page 1 0.1+5+,7E CT#14189-Betahny Creek Fags LOAD CASE (12-16)1 (BASED ON ANSI/AFBPA NDS-1997) SEE SECTION: 2.3.1 2.51 2.3.1, 3.7.1 3.7.1 Ke 1.00 Design Buckling Factor D+L+S+E/14 e 0.80(Constant)> Section 3.7.15 _ _ Cr KeE 0.30(Constant)a Section3.7.1.5 CI(Fb) Cie) 1997 NOS Cb SVades) > Section 2.3.10_ Bending Comp. Size Size Rep.'_ Cd(Pb) Cb Cd(Fc) Eq.3.7-1 NDS 3.9.2 Max.Wall duration duration factor factor' use Stud Orale`Width-Depth§padnq Height Laid Vert.Load Hor.Load <-1.0 Load W Plate Cd(Fb)Cd(Fe) Cf , Cf Cr Fb Fe perp Fe , E Pb' Fc perp' Fe• Fce Fc fc le/Pc fb Ib/ In. in. in. IL p11 psf pif (Fb) (Fe) Pal Pal pal Pal psi pal pal Pal psi pal psi Fb"(1-fe/Fee) H-F Stud 1.5 _3.5 16 7,7083 26A 1415 357 09983 1993,4 1,60 _ 1.15 ' 1.1 1A5 1.15 675 405 800 1.200,000 1,366 506 966 515.42 441.22 359,37 0.81 138.53 0.335 H-F Stud 1.5 3.5 16 9 30.9_ 1010 3.57 0.9980 1993,4 1.80 t15 1.1 L05'1.15 875 '405 800 1,200,000 1,388 506 968 378.09 340.90 258.51 0.75 188.85 0.430 H-F Stud 1,5 _3.5 12 fl 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 1,368 506 966 378,09 34090 270.48_ 0.79 141.63 0.364 H-F Stud 1.5 35 - 16 825 i_ 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 1,368 506 968 449.95 395.22 311.11 0.79 158.68 0,376 H-F Stud 1.5 3,5 12 ' 8.25 28,3 1710 3.57 0,9947 2657.8 1.60 1.15 1.1'1.05 1.15' 875^ 405"' 800 1.200,000 1,366 506- 966 449,95 39522 325.71 0.82 119.01 0,315 H-F Stud 1.5 - 3.5 8 825 26.3 2700 3.57 0.9968 3988,7 1,80 1.15 1.1 1,05 1.15 875 405 800 1.200,000 1,368 506 988 44995 39522 342.88 0.87 79.34, 0244 SPF Stud 1.5 3.5 16 7.7083 28.4 1395 357 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 35429_ 0.82 138.53 0.324 SPF Stud 1.5 3.5 _ 16 9 30.9 1000 3.57 0.9914 2091.8 _1.80 _ 1.15 1.1 1.05 1.15 875 ' 425 725 1,200,000 1,388 531 875.438 378.09 336.17 253.97_ 0.76 r 188.85 0.421 SPF Stud 1.5 3,5 12 _ 9 30.9 1410 3,57 0,8962 2789.1 1,60 1.15 L1 1.05 1.15 875 425 725 1200,000 1,368 531 875.438 378,08 336,17 268.57 0.80 141.63 0.358 SPF Stud 1.5 35 18 825 28.3 1210 3.57 0.9932 20918 1.60 115 1.1 1.05 1.15 675 425 _725 1200,000_ 1,366 531 475.438 449.95 388,13 307.30 0.79 158.68 0.366 SPE 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 1200900 1,366 531 875.438, 44995 388.13 32190 0.83 119.01 0.306 SPF Stud 1.5 3.5 8 825 28.3 2670 3.57 0.9987 4183.8 1.60 1.15 1.1 1,05 1.15 875 425 725 1,200,000 1,368 531 875.436 440.95 388.13 339.05 0.87 79.34 0.238 H-F#2 15 5.5 16 7.7083 16.8 3132 3.57 02844 3132.4 1.60 _1.15 1,3 1.10 1.15 850 405 1300 1,300,000_ 2,033 506 16445 1378.83 1031.58 508.18 0.49 56.10 0.044 H-F 02 1.5 5.5 _16 - 9 19.8 3132 3.57 0.4405 3132.4 1.60 1.16 1.3 1.10 1.15 850_ 405 1300 1.300,000 2.033 508 1844.5 1011.45 837,57 508.18' 0.80 78.47 0.075 H-F02 1.5 5.5 16 ' 825 18.0 3132 3.57 0.3404 ' 3132.4 1.60 1,15 1.3 1.10 1.15 850 405 1300 1,300,006 2,033 506 1644.5 1203.70 948.77 508,18 0.53 64.26 0.055 SPF02 1.5 5.5 16 7.7083 16.8 3287 3.57 03154 3287.1 1,60 1.15 1.3 1.10 1.15 875 ' 425 �1150 1,400.000 2,093 531 1454.751464.69 1015.454 531.23 0.52 58.10 0.042 SPF#2 1.5 5.5 16 B 19.6 3287 3.57 0.4618 3287.1 1.80 ' 1.15 1.3 1.10 1.15' 875 r 425 1150 1,400,000 2.093' 531 1454.75 108925 850.16 531.23 0.62 78.47 0.071 SPF 112 15 5.5 16 - 825, 18.0 3287 357; 0,3678 3287.1 1.60 1.15 -1.3 1.10 1.15 875 425 1150 ,1,400,000 2093 531 1454.75 129630 94538 53123` 058 6428 0.052 SPF Stud 1.5 35 T 16 14.57 50.0 285 357, 0.9981 2091.8 1.60 1.15 1.1 105 1.15 675 ' 425, 725 ,1,200,000_ 1.388 531 875.436 14426- 139.02 72.38 0.52'494.93 0.727 SPF 02 1.5 55 _ 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 2,09 531 1454,75 244,40 235.32 184.85 0.70 340.83 0.500 H-F 02 1.5 55 18 19 41.5 945 357 09939 3132.4 150 1.15 1,3 1.10 1.15 850 405 1300 1,300,000, 2,033 506 18445 228.04 220.14 152.73 0.69 340.83 0.513 Page 1 • , , • ' . /11131011 ENGINEER ! NG180'Nickerson St. Suite 302 1 1 se i Seattle,WA , 98109 Project: %.------.-- --::_:' -- _......„....4.; .bate: • 0 ."? ._, ,_...,... ...._.,.. (206)286-4612 . _ . Client Pige Number (206)285.0618 • I' . APO" psr - a4.). - -- ( /50/7 v.-- fhe4c.) at‘ -4)es5k. • . . wiwet, .....7_ 10,0 . Ft - 2„. W41, Tr-- I Oa /Ott> AP 4$22, ZgagPitt ...._ . . tot--- zr(114{4a+Ii\)-f-it;c3-4 -- 170 . . . . • - 45- ....- IL k •91 e 0 *43^ 7 , • f4tre 47.-•i p-;:. q3a, 4- 2-70 4--"ces tr.- ijoreig-. • , . 0- 4 A,L- 473 Ifolvftx , . rs31.. . -4-k-- 4.,=. 1,. ....... ,.....„ „, z. . . . ! :........: ...„.. , . ,..• .--AF2) L. , i161 Fe setor.f-- a6. _ , , • Struetursi Engineers • - • 180 Nickerson St. C T : ENGINEERING G Suite 3QZ N C(1 j . Seattle,WA Project: T 1J P •1( @Q Date: 9810 • 9 (206)2 85.4512 • Client . v)1J �-/#0a LV YnKp��x- Page Number: fax: (206)285-0618 ., . -,.. �._11.W--;�-r j _. . : -0.1,r111,•• . G f r t 1 _ ' ' t - w vt�{ t. ► 1 t 1r 2 1. A. 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";-1- t---,- A 1 T., '7'- _4;4-.7- S.... , .-,....:----1-7 "-.'"- ", -•:•--••'- 4,.- ;No--z.i..:t...-.tt-L.-:;;;;;--'--•----1-_-....::'--r1.-•?.!. ....;, •:.,44iil.i..•, • -; '1 . -t---Hr:'•±-1-4-7--4"T-4-+-f--- 4atili -----.,, - ---,- . -----•••-,-- - ----1-1.-- t-1----,---11111/1221= - . 1 , , • ) , , t • . . 1 . I i .. - • • . ; is; 1 •, 1.• , ; , t •7177"-----'....41.--:1--3::--...-1.--- ' r , i ,. • ' • RA. i • • ; i 111 'Ilt.-4-.••• ! • ..0 A Structural Engineers s4Pvoc. 4-,3.6%4; 3 - --DI i e I - CR 1 • • Design Maps Summary Report Page 1 of 1 tisGs 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 S i -" ` ,. B avero ¢ K.i^ i i ; l .V" 1p sop .x �( i Yµ 5'i „_y ,'k f 4R'�=•k C x3 3 r'i Yc Y,O�• M, �. ' k y 1e i.3 ,�; . ..✓ z �t.t II .'1 .. -,.,...':g1.3., y� y I 71' J #(• t ss r '' O _ '�:�i y " f �a4. -. `r "�1if r �'� 3' i x ° "`' $CmiO to ` d,$+t""�Y• 1` '�.., T x T-ti 3 L` p,w ." YS s ��!/+' (I �. �)y ,,.g ' '� $"� (ylilwaukie `-�-,,,_,.� .i:.= 2# , ,.. . ;; iV ',..i ., 1"`'`^d { f f ,,lin .re°.- �`"°-5 '.s '-VM:7 7 S ., 3 i t,4zs,: IJ ,+,41 . 1 ...:r; •a- ,....r..:.shis'!�:s.....2"nf.'` -,.. w ,.�• 4`'..c,x_..9w1 L .' xa 7 „ � ' ay se4 ' N ..2 .,.:'3ke 6 F1y'r x$4& , ,: .i i # „ ;;.44... i w ,,_,,A. i 1 t �` 71- .t7colls r " @ 41 ., 4,77Z:11 4'"3 "„�.E. t.) ate y F � � n #' ail King ClY ` ' A41* . 34x " "F. u ¢ ,x+ # � EE k .0 i1 wg !/0..;11{75 % # i ,`M ER 1 ' r z ,jsa tS- ,I ' ...v " t, ,,VA: f -1 xy s I117 ; r / T, -18il . � Ht , '" ' i '.. y ?.,.. ,.- x ii firOa P } ,$,, +} .-!" . 7 p g` §s, e K „..<,. F-'" `' 416aui �t+ Z1TS� ap'44 �- l1t�iHA. ,�", 4 4d1IQYl1ii USGS-Provided Output Ss = 0.972 g SMs = 1.080 g S°s = 0.720 g Si = 0.423 g SMI = 0.667 g S. = 0.445 g For information on how the SS and Si values above have been calculated from probabilistic(risk-targeted)and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the"2009 NEHRP"building code reference document. MCER Response Spectrum Design Response Spectrum 0.28 1.10 0.20 0.77 0,72 0,98 0.64 0.77 0.56 v 0.22 v 0.42 N• 0.55 , N 0.40 1 0.44 0.22 0:.22 0.24 0.22 0.16 0.11 0.02 0;00 0.00 0.00 0.20 0.40 0.00 0.40 1.00 1.20 1.40 1.00 1.20 2.00 0.00 0.20 0.40 0.60 0.20 1.00 1.20 1.40 1.60 L20 2.00 Pariod,T(sec) period.T(sac) 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?tem plate=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=1.4 0. Figure 1613.3.1(1) Figure 22-1 5. 1.0 Sec.Spectral Response S, 0 50 Figure 1613.3.1(2) Figure 22-2 Latitude Varies N Longitude Varies W http://earthquake.usgs.gov/research/hazmaos/ htto://geohazards.usqs.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=l'.50,.. .'..-<! Figure 1613.3.3(2) Table 11.4-2 Sims=Fa*Ss SMs= 1.17 EQ 16-37 EQ 11.4-1 SM1=F„'Si SM1= 0.75 EQ 16-38 EQ 11.4-2 SDs=2/3*SMS SDs= 0.78 EQ 16-39 EQ 11.4-3 Sol=2/3'SM1 SDS= 0.50 EQ 16-40 EQ 11.4-4 8. Seismic Design Category 0.2s SDCs D r k Table 1613.3.5(1) Table 11.6-1 9. Seismic Design Category 1.0s SDC, = D :.'.!:L.'''', . ..,', Table 1613.3.5(2) Table 11.6-2 10. Seismic Design Category SDC= Di: Max. Max. 11. Wood structural,panels - N/A Table 12.2-1 12. Response Modification Coef. R='6:5 -,,, ,%1:;',E:. N/A Table 12.2-1 13. Overstrength Factor n0 3.0 N/A Table 12.2-1 14. Deflection Amplification Factor CD 40'' N/A Table 12.2-1 15. Plan Structural Irregularities - No_ N/A Table 12.3-1 16. Vertical Structural Irregularities - No;r N/A Table 12.3-2 17. Permitted Procedure 'Egwv 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) SD1= 0.50 X = 0.75 ASCE 7-05(Table 12.8-2) R= 6.5 C,_ . 0.020 ASCE 7-05(Table 12.8-2) IE= 1.0 T= 0.175 ASCE 7-05 EQ 12.8-7) S,= 0.50 k= 1ASCE 7-05(Section 12.8.3) T,= 6 ASCE 7-05(Section 11.4.5:Figure 22-15) Cs=Sos/(R/IE) 0.120 W ASCE 7-05(EQ 12.8-2) Cs=So,I(T*(R/IE)) (for T<TL) 0.440 W ASCE 7-05(EQ 12.8-3)(MAX.) Cs=(S01*TY(1-2*(R/lE)) (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 S,>0.6g) CONTROLLING DESIGN BASE SHEAR= 0.120 W VERTICAL DISTRIBUTION OF SEISMIC FORCES PER ASCE 7-10 SECTION 12.8.3 (EQ 12.8-11) (EQ 12.8-12) C„x = DIAPHR. Story Elevation Height AREA DL w, w, *h,k wx *hxk DESIGN SUM LEVEL Height (ft) h, (ft) (sqft) (ksf) (kips) (kips) 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 1000: 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) EN.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, Fp,= _._wpx 0.4*Sos*IE*wP 0.2*SDS*1E*Wp LEVEL (kips) (kips) (kips) (kips) (kips) Ew, FPx Max. FPx Min. Roof 3.21 3.21 282 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 NS E-W F-B SS 2012 IBC ASCE 7-10 Ridge Elevation(ft)=:,..,. .30.00 30.00ft. Roof Plate Ht.= 18.00 18.00 Roof Mean Ht.= 24.00 24.00 ft. - - Building Width=' 26 0.;,,,,.!--.: 6.0 5 ;ft. V u/t. Wind Speed 33..Dost= ,:110‘:x ;.:,120;mph Figure 1609 Fig. 28.5-1A thru C V asd. Wind Speed 3secou.t=Wag EWA Mph (EQ 16-33) Exposure=r: B B iw=: > ,1 0 ': ;1.0 N/A N/A Roof Type=. -,Gable., Gable` Pen 286`',; ,28;6;psf Figure 28.6-1 Pan a 4.6. 4:6i psf Figure 28.6-1 Ps30 c 20 7 20.7 psf Figure 28.6-1 Ps30o 47 t 47,psf Figure 28.6-1 A=;',:.::'..-.1s()' 100' Figure 28.6-1 Krt '' 1 00 ::',-;::!...9.0:: Section 26.8 windward/lee=;,-i.:1;":;1::00 ,r 100:(Single Family Home) a•Ka•I : 1 1 Ps=X•Kzt•I•p.30= (Eq.28.8-1) PsA= 28.60 28.60 psf(LRFD) (Eq.28.8-1) Psa= 4.60 4.60 psf(LRFD) (Eq.28.6-1) Psc= 20.70 20.70 psf(LRFD) (Eq.28.6-1) Ps D= 4.70 4.70 psf(LRFD) (Eq.28.6-1) PS A.nd c werw.= 24.7 24.7 psf(LRFD) PSB end D warns= 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-> 100 .:.';1.•.06.,: 0.89 '0:89 16 psf min. 16 psf min. width factor 2nd-> --'1-.00 ;089wlnd(LRFD)wind(LRFD) DIAPHR. Story Elevation Height AA AB Ac Ao AA AB Ac AD per 28.4.4 per 28.4.4 WIND SUM WIND SUM LEVEL Height (ft) hi(ft) h(ft) (sq.It)(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 Ar= 1307 10.4 20.9 V(n-s)= 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(NS) 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(NS) 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) DESIGN WIND•Min./Part 2/Part 1 ASD Wind(N-S)(LRFD) Wind(E-W)(LRFD) Wind(NS)(ASD) Wind(E-W)(ASD) DIAPHR. Story Elevation Height DESIGN SUM DESIGN SUM DESIGN SUM DESIGN SUM LEVEL Height (ft) hi(ft) VI(NS) V(N-S) VI(E-W) V(E-W) Vi(N-S) V(NS) Vi(E-W) V(E-W) Roof 8 10 10 6.66 6.66 12.84 12.84 6.16 6.16 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) klps(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:orSPF 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 10 1 P6TN 150; 150 150 150 P6 520.; 242 730; 339 P4 00' 353 ` 1065; 495 P3,, ., 980; 4561370, 637 P2 1280.: 595 1790: 832 4. 2P4, „,, 1520 707 2130! 990 2P3.,:.]',.',.: .-,q,.: 1;960 911 27401274 2P2. ° 2560' 1190 3580 1665 N.G. 10000 4650 10000 4650 GYPSUM THICKNESS tsheathing= 1/2” NAIL SIZE nail size1 1142 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 a 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 NS(front tolback-up/down) CT PROJECT#: CT#14253:Plan 2613 Diaph.Level: Roof ...._........... Panel Height=, 8 ft. Seismic V I= 3.21 klps Design Wind NS V I= 5.16 kips Max.aspect= 3.5 SDPWS Table 4.3.4 Sum Seismic V I= 3.21 klps Sum Wind NS V I= 5.16 klps Min.Lwall= 2.29 ft. (0.6-0.14Sds)ID+0.7 p Qe 0.6D+W per SDPWS-2008 pi.= 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 TA. Lwall LoL ert. C C w dl V level V abv.V level V abv. 2wAi v i Type Type vi OTM ROTM Use Uwm OTM RoTM U„a Usm, Us„m HD (sqft) (ft) (ft) (kit) (kip) (kip) (kip) (kip) p (pIt) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (klp) 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 ,0.001. 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 1.001: 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext.• left 3'" 0 , 0.0 •,'.0 0 1.00 0:00'; 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 -' 0 0" 0.0, 1.00 0.00;. 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext left 4-; 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..'s'0.0 0.0 1.00 " 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 - .0.0' 1.00:, 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0,. 0 0_;'0,0: -t00 0.00' 0.00 0.00 0.00 0.00 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. rightls" 640 46.0 .460 0.95 0.15 2.58 0.00 1.61 0.00 1.00 1.00 37 P6TN PSTN 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 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 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. right4i 0:'' 0.0 '0.0,- 1.00:' ,0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Q,; ,0 0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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' " :1X°.`.1.00' 0.00 0.00 0.00 0.00 0.00 1.00 0.00 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 %chip 1.00 0.00`. 0.00 0.0o o.00 0.00 1.00 0.00 0-- - o o.00 0.00 0.00 0.00 0.0o 0.00 0.00 0.00 0.00 - - 4, 0.0, 0 0 ,1".00'. 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - o 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 • - - 0 e 0.0-. ..0 0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0* -- o o.00 o.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 '.0 0 ..1.00 0.00; o.00 o.00 0.00 0.00 1.00 0.00 0- - o o.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0•f-0 0 0.0 :.1.00 :`0.00! 0.00 0.00 0.00 0.00 1.00 0.00 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 ' 0.9.. ',0.0 ,1.00.:',0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 00-- -0.0. ,1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 `. 0.0 • `0 0 1.00- 0.00 0.00 0.00 0.00 0.00 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=Leff. 5.16 0.00 3.21 0.00 EV1,, 5.16 EVEQ 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='•:.:,.:',79.!ft. Seismic V 1= 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.Lwall= 2.57 ft. (0.6-0.14Sds)D+0.7 p Qe 0.6D+W perSDPWS-2008 pt= 1.00 Table 4.3.3.5 Wind Wind E.Q. E.O. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID TA. Lwail LDL eft C 0 w di V level V abv.V level V abv. 2w/ti vi Type Type v i OTM Ronµ Unet U. OTM RoTM Line Ilium U.,m HD (soft) (ft) (ft) (kit) (kip) (kip) (kip) (kip) p (PIt) (Pit) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) .;Ext. left1 `;1 370 :18.018.0;',F0-5.5.-- .:iii-1,f5.!. 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' 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 Ezt left 3"•'„,;,;,::,1,0 0 0 0.0 1 00` p.oai 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 0.01 00 0 00: 0.00 0.00 0.00 0.00 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 - 290 23 0 23 0 1.00 015, 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 00F a 00; 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 0'.0 1 00 0 00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 ;0 0 0 0 1 00 a 00i 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 ' 0 0 0 0 1 00. 0 00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. nghtl•" 660 '53 0 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 /sf -1.72 -3.37 1.22 pert .Ext..right2'; 0 i 0 0 .0 0 1 00 0 00; 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0:..-:',-;:o::0 1.00 0 001 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext rght3" 0 0 0 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 0 100; 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 Ext nght4 l 0 0 0 0 0 1 00 0 00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 .a'0 0 ,,0 0 1 00 0 00' 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext nght5 0 0 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 ,-x 0.0 .,,0 0 1 00." 0 00€ 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 -o o `0 0 1 00, .,;.i':00] 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 a 0 . .0 0 1 00` 0 00; 0.00 0.00 0.00 0.00 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 a- - 0 0.0o 0.0o o.00 o.00 o.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 0 100 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 o._ o 0 0 0 10o a o0 0.00 0.00 0.00 0.00 1.00 0.00 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' o.00 o.00 0.00 0.00 1.00 0.00 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 o.00 o.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 -'p.0 •1.00 0.00:; 0.00 0.00 0.00 0.00 1.00 0.00 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=L eff. 2.90 5.16 2.33 3.21 1.00 EV„ind 8.06 EVE° 5.54 Notes: denotes with shear transfer •• denotes perferated shear wall iSB denotes iSB Shear Panel SHEET TITLE: LATERAL•E-W(side to side-left/right) CT PROJECT#: CT#14189:PIan7A Diaph.Level: Roof ._......_....... Panel Height= ,"8 ft. Seismic V i= 3.08 kips Design Wind E-W V I= 7.71 kips Max.aspect= 3.5 SDPWS Table 4.3.4 Sum Seismic V I= 3.08 kips Sum Wind E-W V I= 7.71 kips Min.Lwall= 2.29 ft. (0.6-0.14Sds)D+0.7 p Qe 0.6D+W per SDPWS-2008 pi= 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 L0Le t C 0 w dl V level V abv.V level V abv. 2w/h v i Type Type vi OTM ROTM Une1 U.um OTM ROTM Unet poem Usum HD (sqft) (ft) (ft) (kit) (kip) (kip) (kip) (kip) p (PR) (pif) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Front MSIR" 406. 5.0 17.0, 1.00` 015: 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„ S 415 €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 -1100 0.00: 0.00 0.00 0.00 0.00 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 1 0.0 "0 0 1.00, 0.00'. 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 o.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" '010,"1.00: 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- - o o.00 o.00 o.00 0.00 0.00 0.00 0.00 0.00 0.00 Gar Rear 0 ;J.0:0 0 0 1.00 -0.00' 0.00 0.00 0.00 0.00 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' .,1A0 0.00'. 0.00 0.00 0.00 0.00 1.00 0.00 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 BR23' 640 ' 9-1 14.0 , 1.00:-0.16; ` 3.85 0.00 1.54 0.00 1.00 1.00 220 P6 P4 424 16.00 5.11 1.29 1.29 30.82 6.10 2.94 2.94 2.94 0 0 0 .•p.o ".1.o0 0.00: 1 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Gar Alley; 0 ,` 00 0.0 `1.00, 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 '° 0. `. 0.0 -0.•0.-.1.00 0 00 o.00 0.00 0.00 0.00 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•'"ABWR 0 0.0 ,00 1.00 0.00. 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.000.00 Q00 0.00 0.00 0.00 0.00 0.00 0`v0.0 '.0':0',-..1.00. 0.00': 0.00 0.00 0.00 0.00 1.00 0.00 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 - 0 0 0 `''0 0 1.00 ,,0.00! 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0,00 0.00 0.00 0.00 0.00 0 0 0' t 0 0 1.00 '0 00' 0.00 0.00 0.00 0.00 1 AO 0.00 0--- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0,''Y 0.0 ,.0.0 • 1.00 0.00': o.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.0o 0.00 0.00 0.00 0.00 0.00 0 o.0, 0.0 1.00 0.00; 0.00 0.00 0.00 0.00 1.00 0.00 0- --- 0 0.00 0.00 0.00 opo 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.o0 0 00 0.00 0.00 0.00 0.00 1.00 0.00 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 <.1.00 0.00: 0.00 0.00 0.00 0.00 1.00 0.00'- 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 '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 `A 0.0 1.00 0.00` 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 ,..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 1280 18.e 18.8=Leff. 7.71 0.00 3.08 0.00 EV wind 7.71 EV EQ 3.08 Notes: denotes with shear transfer "" denotes perferated shear wall iSB denotes MSB 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-leftlright) CT PROJECT#: CT#14189:PIan7A Diaph.Level: 2nd Panel Height mi,.11:1;-,ii•Si 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$ ps Sum Wind E-W V i= 12.54 kips Min.Lwall= 2.57 ft. (0.6-0.14Sds)0+0.7 p Qe 0.6D+W per SDPWS-2008 pc= 1.30 Table 4.3.3.5 Wind Wind E.s. 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 Lot."s, C 0 w dl V level V abv.V evel V abv. 2w/h vi Type Type vi OTM Roru U0,i U,,,,, OTM RoiM U0,1 Usum U. HD (sqft) (ft) (ft) (kIt) (kip) (kip) (kip) (kip) P (plf) (pit) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Front LIV" 306 8 0 17 0 ,1 00 0 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 8.12 4.22 7.85 7.85 0 0 0 -0 0 1 00 .Z0:1.* 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Front 0 0 0 !0 0 1 00 0 00 0.6' 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 t o0 0 00' $.+D 0.00 0.00 0.00 1.00 0.00 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 i 00 0.0';; 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 ;;;0 0 1 00 0'Q 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Q 0 0 A 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 1 00 0 00 0.00 0.00 0.00 0.00 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 16411- ft'' 015, 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 a o o ,o o .qq 0.00 0.00 0.00 0.00 0.00 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 A , 3 5 28 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 0 0 0 1 00 0 00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 U' ' r' " ' ' = 6• ' •. 0 " 0.89 331 P4 P3 631 10.59 1.21 2.81 2.81 22.73 1.44 6.39 6.39 6.39 ' 00 ' 0 1 0' '00 0.00 0.'0 0.0' '.00 1.50 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 ,5 0.43 0.83 0.20 0.28 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 N 0 '1-''"•'.0''' '00 0 •0 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 00 0 0 0 1 00 0 00: 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0;' 0 0 ,,':0 0 100 00 0 ' 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 0;0 1.00 0 00 0.00 0.00 0.00 0.00 1.00 0.00 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. 0 0 0 0 1:00 0 00; 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 A 0 1 00 0 00:1 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 '0.00 0.00 0.00 0.00 0.00 0 0.0.. „-0 0 1 00 0 00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0::„ 0:0 -0 0 1.00 D 00 0.00 0.00 0.00 0.00 1.00 0.00 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 0 100 o 00 0.00 0.00 0.00 0.00 1.00 0.00 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 00 000 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.0o 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 EVwfr,d 12.81 EVER 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 8R4) Root Level w dl= 150 pl1 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 pH - - --_-' *H1 head= vhdr= 52.7 p// IHS head= Fdragl eq=45.0 Fdrag2 eq= 14.3 Fdrag5 eq=28.6 Fdrag6 eq=45.0 ' 1 A Fdragl w= 5 Fdtagl 23.1 Fdrag5 w= .1 Fdra w=72.5 A H1 pier= v1 eq= 45.0 pf/ v3 eq= 45.0 pfl v5 eq= 45.0 H5 pier= 4.0 v1 w= 72.5 pg v3 w= 72.5 p/f v5 w= 72.5 4.0 feet i feel H total= 2w/h= 1 2w/h= 1 2w/h= 1 8.0 y Fdrag3= . Fdra - 14.3 feet A Fdragl w=72.5 Fdragl w=23.1 Fdrag7eq= .6 Fdrag8e 45.0 y PSTN E.Q. Fdrag7w=46.1 Fdrag8w=72.5 A PGTN WIND v sill eq= 32.7 p/l H1alll= (0.6-0.14Sds)D 0.60 vsill w= 52.7 pi/ H5 sill= 3.0 ED Wlnd ? 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: L7= 11.0 12=; 2.5 L3= '; 3.5 L4=< . 5,0 15= 5.5 HtotaVL= 0.29 4 ► 4 11.4 1.4 ►4 Hpier/L1= 0.36 Hpier/13= 1.14 < L total= 27.5 feet Hpier/L5= 0.73 0.90 L reduction .............. .... ......... .............. . . .... JOB#:•CT#114253" Plan 2613 SHEARWALI:WITH FORCE TRANSFER .': ID :Front Upper MSTR Roof Level w df ;,150 plf V eq 1020.0.; pounds V1 eq= 510.0 pounds V3 eq= 510.0 pounds V w 3;1.60.0 pounds V1 w= 1580.0 pounds V3 w= 1580.0 pounds --> v hdr eq= 61.8 plf ---1,- • >•H head= W v hdr w= 191.5 plf 1;083' Fdragl eq= 355 F2 eq= 355 „..,.. • Fdragl w= .11 F2 -1101 H pier= v1 eq= 204.0 p/f v3 eq= 204.0 p/f P6 E.Q. :0;., vi w= 632,0 p/f v3 w= 632.0 plf P3 WIND feet Htotal= 2w/h= 1 2w/h= 1 8.083 Fdrag3 eq= • F4 e.- 355 feet Fdrag3 w=1101 F4 w=1101 2w/h= 1 H sill= (0.6-0.14Sds)D 0.60 v sill eq= 61.8 plf P6TN a','. .0. '• EQ Wind vsill w= 191.5 plf P6 feet OTM 8245 25542 R OTM 10029 12251 w UPLIFT -113 839 Up above 0 0 UP sum -113 839 HIL Ratios: L1= . r. :215: L2 ..,...,115 L3=s^ 1....2:5 Htotal/L= 0.49 4 00 4 '4 F Hpier/L1= 2.00 F Hpier/L3= 2.00 L total= 16.5 feet JOB#: #CT14253 Plan 2613.' SHEARWALI.WITH FORCE TRANSFER; f: ID Front Lower,LIV* Floor Level w dl „ 150' p/f V eq .,1130.0, pounds V w="i:11:3270:0:: 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 Of ---> •H head= Tv hdr w= 378.2 pff 1;083 -.4, Fdragl eq= 727 F2 eq= 727 A Fdragl w= 5 F2 -2175 H pier= v1 eq= 390.9 pff v3 eq= 390.9 Of P3 E.Q. 5 0 vi w= 1169.1 plf v3 w= 1169.1 p/f 2P3 WIND feet...: Htotal= 2w/h= 1 2w/h= 1 9.083 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 pff P4 feet OTM 19528 58404 R OTM 10646 13005 w v UPLIFT 544 2780 Up above -113 839 UP sum 431 3619 H/L Ratios: L1= 2`8, L2 11'5 L3= 28 Htotal/L= 0.53 0.-4 F Hpier/L1= 1.82 Hpier/L3= 1.82 f L total= 17.0 feet JOB#: CT#14253:Plan 2613•' SHEARWALL,WITH FORCE TRANSFER ID: Front Upper MSTR Bath' Roof Level w dl= 150 p/f V eq 590.0 pounds V1 eq= 295.0 pounds V3 eq= 295.0 pounds V w= 1820.0;. pounds V1 w= 910.0 pounds V3 w= 910.0 pounds _p v hdr eq= 62.1 plf --10. A H head= $T v hdr w= 191.6 plf 1.083 ""s W Fdragl eq= 155 F2 eq= 155 A Fdragl w= • • F2 -479 H pier= v1 eq= 131.1 p/f v3 eq= 131.1 plf P6TN E.Q. 3.5 vl w= 404.4 plf v3 w= 404.4 plf P4 WIND feet H total= 2w/h= 1 2w/h= 1 8.083 . 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 plf 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 4 ► 4 I.11 ► Hpier/L1= 1.56 4 ► Hpier/L3= 1.56 L total= 9.5 feet JOB#:CT#14253 Plan 2813 ID Rear Upper8R23 ,:' Roof Level w dl= 160 pit V eq . 1610.01 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= 311.2 pounds v hdr eq= 73.2 pit •--' •H1 head=,t -' vhdr= 225.9 Of I145head= .1 Fdragl eq=96.5 Fdrag2 eq= 172.8 Fdrag5 eq= 172.8 Fdrag6 eq=98.5 1 W A Fdragl w= .0 Fdragl 533.4 Fdragt w= 3.4 Fdra.: -298.0 A H1 pier= v1 eq= 134.1 pH v3 eq= 134.1 pit v5 eq= 134.1 H5 pler= 4.0;::''_ v1 w= 414.0 pit v3w= 414.0 pit v5w= 414.01 40 feet feet H total= - 2w/h= 1 2wm= 1 2w/h= 1 8.0 V Fdrag3= . Fd - 172.8 feet A Fdragl w=297.9524 Fdragl w=533.4 Fdrag7eq= 2.8 Fdrag8e• 96.5 V P6TT E.Q. Fdtag7w=533.4 Fdrag8w=298.0 A P4 WIND l vsill eq= 73.2 pit H1 sill= (0.6-0.14Sds)D 0.6D vsill w= 225.9 pH H5 MU 3.0 :, EQ Wind 30 ^,. feet OTM 12880.0 39780.0 feet R OTM 18074 22078 V UPLIFT -248 846 V Up above 0 0 Up Sum -248 846 H/L Ratios: Lt ,.tt!;::;;;,32 L2= ,':5,0 L3= ,57 L4=n. 50 L5 .32 HtotaIL= 0.36 4 6 4 1.4 H r Hpter/L1= 1.26 Hpier/L3= 0.71 < L total= 220 feet Hpler/L5= 1.26 0.95;L reduction ' r : . ":177.717,7.71•X.7,-17.-7P4:77•7-.7 t 1i .�: • .l frr44•,�a .� .''psi;^rz� t °'i•:. •t, 11f4,r •!:' M1ii j.t �w it ® t. ;APATechnic F • TT..10OF APR�1. 2014 A Portal Frame with Hold Downs for Engineered Applications The APA portal-frame design,as shown in Figure 1,was envisioned primarily for use as bracing in conventional light- frame construction.However,it can also be used in engineered applications,as described in this technical topic.The portal frame is not actually a narrow shear wall because it transfers shear by means of a semi-rigid,moment-resisting frame.The extended header is integral in the function of the portal frame,thus,the effective frame width is more than just the wall segment,but includes the header length that extends beyond the wall segment.For this shear transfer mechanism,the wall aspect ratio requirements of the code do not apply to the wall segment of the APA portal frame. Cyclic testing has been conducted on the APA portal-frame design(APA 2012).Recommended design values for engi- neered use of the portal frames are provided in Table 1.Design values are derived from the cyclic test data using a rational procedure that considers both strength and stiffness. The Table 1 values in this report were developed using the CUREE cyclic test protocol(ASTM E2126),using a flexible • load head.Earlier testing was conducted using rigid load heads and the sequential phased displacement(SPD)method, as outlined in SEAOSC(1997)Standard Method of Cyclic(Reversed)Test forShear•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. I ©2014 APA—71m Engineered Wood Association 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. ' for APA Portal Frame Used on a Rigid-Base Minimum Width Maximu eight Allowable Design(A5D)Values per Frame Segment (in.) ) Sheart•' (lbf) 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) FoundationV-10 f r"Wind or Seismic Loadingt'•'�'��31 EQ(1444 WIND) (o) Design values ore based on the use of Douglos-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 frome 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 o 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) I Header to jack-stud strap I 2'to 18'rough width of opening I per wind design min 1.000 lbf for single or double portal opposite side of opening 4n"illiV Pony :,' -11 11111 1■ wall . height . ( 9, r Fasten top plate to header ; ,E .L;',;r.• � .ty,5 4,81ly Za ,:,:ii,,?--:, 1 s '. "�A Ai II sinke aith two il at 3'oows of .c.Np `t7 .-..,:A..-2 z .. z. L.....___...'.,:.._rse...' ........,P-'u,,...i.s._' a�a :i""t Y.: .}.' ,* . . 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 P . total •} .. Header to jack-stud strap per wind design. wall ... Min 1000 lbf on both sides of opening opposite ::- height `height k side of sheathing. If needed,panel splice edges shall occur over and be 10' Min.double 2x4 framing covered with min 3/8" / nailed to common blocking . . thick wood structural panel sheathing with �• t within middle 24'of portal heax hi ... 8d common or galvanized box nails at 3"o.c. height.One row of 3"o.c. in all framing(studs,blocking,and sills)typ. nailing is required in each panel edge. Min length of panel per table 1 Typical portal frame � construction Min(2)3500 lb strop-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. _. lack studs per IRC tablesxgx r top and bottom of footing Lop bars 15 mn. ; 8502.5(1)&(2). .n7,K; MM ,a.:x,'..r.:1 a7lu4 '..t -lie;-=,\:: ,,"5c'�r.`' - « . FIX 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 0 2014 AM—Thu: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 Forte 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 vVWw.aljawood.org AM 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 Na.TT-100F Revised April 2014 DISCLAIMER:The information contained herein is based on APA—The Engineered Wood Association's continuing programs of laboratory testing,product research,and comprehensive field experience.Neither.APA nor its members make any warranty,expressed or implied,or assume any legal liability or responsibility for the use,application �� of and/or reference to opinions,findings,conclusions,or recommendations 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 to 2014 APA—The Engineered Wood Association 180 Nickerson St. CT E N GI N E;E R I N. G Suite 302 y��'}/ jQ �j I N(�C. _ ,�/ �} �Q n - r Seattle,WA Project: f t/�' l LN61 e 13 Z'S'' �'VR itr T""t`�— Date: A075. 9I , 98109 27 (206)285-4512 Client: ✓y552p5'1/..5i2J Page Number: (206)285-0618 • I . 3 076 • I I — ss t/ / = d;g r. • a1 �il . ® . ``:. X ze` . .)2) . _13'1:1/t eKs--twc-K- °-5111) t1.071-mta rD(4. PrG)frw.miti)4.). EO C (oz -(� ; •p.S8.4►>n • 4 (-I)CD2)[LO) 0,3. 2 • 5. • • (8L33t-1z� t • M2 c��o, (lon) 4 - ,�6�� . � 2 C�)C,2) �.e�- . J C v � Loc.' ) 5" • • . 63. x w/(2) ot.= o, 8,c; uLU,. /Z.%kZ Nt 1 2. �i 4�- �,�� • 1 N . rU'D'Nei 00 I E'er ct0.5oe My), fol) ,0144- \4,Y1 . Structural Engineers j WOOD FRAME CONSTRUCTION MANUAL, 63 1'f. Table 2.2A Uplift Connection Loads from Wind i. .' • 4 • (For Roof-to-Wall,Wall-to-Wall,and Wall-to-Foundation) . 700-yr.Wind Speed 110 115 120 130 140 150 160 170 180 3-second gust(mph) 195 1 Roof/Ceiling Assembly Desi:n Dead LoadRoof Span(ft) 1111 Unit Connection toads(0)1'2'3'4'5'6'7 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 psfe 36 272 298 324 380 441 506 576 650 729 856 Z 48 350 383 417 489 567 651 741 836 938 1.100 Mt 60 428 468 509 598 693 796 906 1022 1146 1345 0 • 12 70 80 92 116 142 171 201 233 267 321 0 24 111 129 148 188 231. 278 328 381 437 528 rrt 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 s 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 c4 20 psf 36 32 58 84 140 201 266 336 410 489 616 'J jI�,'t• 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 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 8 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 1.: ' . connectors: Connection Spacing(in.) 12 16 192 24 48 Multiplier I 1.00 I 1.33 I 1.60 I 2.00 4.00 j' 4 Tabulated uplift loads equal total uplift minus 0.6 of the roof/ceiling assembly design dead load. • 5; '{ • s Tabulated uplift loads are specified for roof-to-wail connections. When calculating uplift loads.for wall-to-wall or t' wail-to-foundation connections,tabulated uplift values shall be permitted to be reduced by 73 pif(0.60 x 121 plf) 7. • for each full wall above. it 6 When calculating uplift loads for ends of headers/girders,multiply the tabulated unit uplift load by 1/2 of the i5 .0.; '• header/girder span(ft.). Cripple studs need only be attached per typical uplift requirements. ;t': T ! For Jacic rafter uplift connections,use a roof span equal to twice the Jack rafter length.The jack rafter length .1, .5. includes the overhang length and the Jack span. =•5 s s Tabulated uplift loads for 0 psf deslgn dead load are included for interpolation or use with actual roof dead loads. gam.. Agt:, AMERICAN WOOD COUNCIL 180 Nickerson St. CT - E-N G I N E'E- R I N G Suite 302 `t/'A/�j 1 N C. 1 �+y� Seattle,WA Project: 11 1 ,CrkL 5 !w /2 5. Date: 08109 1 (206)285-9512 • FAX: Client: Page Number: (206)285-0618 \A.1)4: I 1°C1?'• 'L ill'e ‘R.i.7 ; 7121'1/14'e) ric)• •Iiii; P1.1\.:1\St5 )kH .1 1 ! : •; . ', tit, - : . ikfle, . . . . DD . ' 40 :x,11 ws : -..7-- 1 l o: MPS-: ( u.L;7",. •. . .. 6 . : ,,4 ,,=;- 3: . • • • t lig 1 .. :. . . . Y c: ' (.. )/ .. .)'". ' '' : : '. .. ' : .4* /*:. :...:.. --...i....1.-1.: E . : ..:' E ::. . in.7::-'7 6"17.0-k ... ..`4.!0,6:: . 0.',% .. ..r•zs :-. .. .:7--- El.....15P. .. .:.•:: .:.:.: P... .-.Ir.r....:............ : . . • �+ bi .I. ::; .:.. .2 .... .: .. .., .: ... ;.........: .... . . .. . ... ::w.av-,., ...7tY.P. .....:. ,&\060.nii): 1). ..io,F•s-•. ..X.-014111i;t0 .,fir; T 14 (. N -) . . .�6(:. : . . 21 • . , . �- . (.4)(z) 611 �. o>�) ^ .•: 2 . .1 :..., •.: : • 0 6,►(< e. . ... ,Q ✓� ' -4 (2 :( ,• ' j6.°r.: +ii: •• . .. . • ' : — IA:7' .(LI &Y II?. I. i,. ) P.•,-- 5)(0.. r.. . n: ..----: '41.04-, •• illn"...', : in nnn: , • • ••• • , : - :. :.. ►9cCly -r"P aD@ 64. '0:4(1),. 6 .e •j- ' % 'IL" = (5)C n � 7.- 6 oma,• :t...-- : • Structural Engineers TRUSS TO WALL CONNECTION ';I'I VAI UI'':', $ PeRtTSS CONNECTOR TO TRUSS TO TOP PLATES iii,I II I I I 1 HI (6) 0.131" X 1.5" (4)0.131'X 2.5" .100 %I•) 1 H25A (5) 0.131" X 2.5" (6)0.131" X 2.5" '��'l IIII 1 SOWC15600 - - ;lig .....I i',..._ 2 1110-2 (9)0.148' X 1.5' (9) 0.148` X 1.5" i'/' Mu . 2 (2)112.5A (5) 0.131' X 2.5' EA. (5) 0.131'X 2.5" EA. HIM 710 2 (2)SOMC15500 - - ii%n _7.ln 3 (3)SOWC15600 - - I4 . :14:i ROOF FRAMING PER PLAN 8d AT 6" O.C. 2X VENTED BLK'G. '` 0."' ••.'' 4 r 0.131' X 3" TOENAIL 175.... -:/° -' , AT 6" O.C. Wilt - yam' -.,4I I , i i H2.5A & SDWC15600 STY)F COMMON/GIRDER TRUSS PER PLAN TRUSS TO WALL CONNECTION TO EACH H1 SME BEARING/SHEAR WALL PER TRUSS PLY PER TABLE ABOVE PLAN AND SCHEDULE SCALE 3/4"=1'4" (BEAM/HEADER AT SIMILAR) , 14 , TYP. RAISED HEEL TRUSS TO WALL CONNECTION [ TRUSS TO WALL CONNECTION PF VAlUES i OF TRUSS CONNECTOR TO TRUSS TO TOP PLATES UPLIFT 11 PUSS I HI (6) 0.131" X 1.5" ' (4) 0.131" X2.5' 400 4i5 1 H2.5A (5) 0.131'X 2.5" (5)0.131" X 2.5' 535 NT- -1 SDWCI5600 - - 4R5 ---115-• 2 1110-2 (9)0.148" X 1.5" (9)0.148" X 1.5' 117/0 "WI T- 2 (2)H2.5A (5) 0.131'X 2.5" EA. (5) 0.131'X 2.5" EA. RN 220._ 2 (2)SDWC15600 - - - -TINTY..10 3 (3)SDMC15600 - - ..1___,,___Sb__ ADD A35 0 48"O.C. ROOF FRAMING PER PLAN FOR.H2.5A AND Sd AT 6" O.C. SDWC STYLE ' CONNECTIONSabh: 2X ATVE6' BLK'C, illiali..*% 1111111m.... 4tiii. Gb ' 1.11 H2, A & SDWC15600 SME • 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 [