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Specifications (26) 4 t S f I c• -QUc/0 /Stet/ (..- -71VED CT ENGINEERING' n INC. U 180 Nickerson Street Suite 302 C Seattle, WA 98109 ural 206.285.4512 (v) 206.285.0618 (F) C I I = - L E3p(p( !YY![[`` r^'tet♦♦y♦ #15238 Structural Calculations River Terrace .� GINF �, Plan 7 (1;4\ , so �, ; Elevation Aed ks Tigard, OR 4REGolk, ,pees 27.2,G,,,<,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 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 Multi t le locations in Ti:ard,OR DESIGN SUMMARY: (Note-Dual reference for Plan 7 also includes Plan 2613) Theese proposed projectis Tigard, Oregon. Design pa ae-familY homes. We understand that hmet hs are as noted below: omes are to be constructed in multiplelocations throughout I The structures are two-story wood-framed. Roof framing hpre-manufactured cdtl wood trusses. Upper floor framing is primarily pre-manufactured parallel hod wood usses. Floor framing over crawlspace is primarily pre-manufactured wood joists. The foundations are to be conventional spread footings. mph e wind speed, design is basedyon the ASCE I-10 MWFRS va value of 1.00.Envelope Procedure)for Late al design is based onOhe ASCE 7-10"equivalent exposure category B,and with a Kzt lateral force" "D".procedure h Ss SB shearwalls aequal to or less re the pan rimary lateral force resisting system (R=6.and S1 equal to or less than 0.50 and 5)soil classification D . Plywood or 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- Roofing-future 3.5 psf 5/8"plywood0.0 psf (O.S.B.) 2.2;psf Trusses at 24"o.c. = 4.0'psf Insulation 5/8" 1 O psf gypsum ceiling 2.8 psf Mi(1)sc/ Mach. 1.5 psf ROOF DEAD LOAD 15.0 PSF FLOOR floor finish 4.0 psf NO gypsum concrete, ; " 0.0psf 3/4"plywood(O.S.B.) 2.7 psf joist at 12" 2.5;'psf Insulation (1) 1/2" 1Apsf gypsum ceiling 2.2 psf Misc. 2.6 psf FLOOR DEAD LOAD 15.0 PSF h m , [- s.__ GABLE END TRUSS RB.al 1 c »• s - AMIN. HDR _I Di �t A MIN. , m I I ' INor 1 I 1 I I -_ o 1 1 , all 1 NEP 1 ' I I 1 1iiiiiiir IGT GT.a2 ILII diEb I ... . 44 O 1.1.1.11.1.1.1.111111111 I 22"x30' I'° r --- IACCESS ' Rs ,,--- ifal , o tr) t iiV f4".� � m CA 124 i •• ••:...... ........ ......... • t . i!2 •.2x^>+....... ®� I IA ... I ....... • 1 I� MIN. DR_MIN.jEHND�R M1ItN. HDR=me I 1 tom.. BLELEE 1 a4 S J L 110 UP abi WV Aigh IV CT# 14301 2015.03.04 1/4" = 1'-0" (11x17) PLAN 7A ROOF FRAMING PLAN ENGLISH REVIVAL MST48 411110 MST48 , - - i� / II, �' �, k. <n> 7 /5' J 0 J (-1 to e „ , , � 1 WASHER pg� EN71RE CD IC=1 1 LI r-- �l tl DRyazIoSIDEENUREtJ SIDE 1 7-1c--T o CIO 0 0 I ( MST37 0) MST37 /111 VP 8 S7.2 CT# 143011 2015.03.05 1/4” = 1'-0" (11x17) PLAN 7A UPPER LEVEL SHEARWALLS 1/4"=1'-0" ENGLISH REVIVAL 19 - 19 GABLEIEND TRUSS / •........„. .,.. --, 1' , , .11, CONT.14x12 HDR ,' - SIHD14 B.al STHD1 _ __ 1 STHD14 1 ROOF TRUSSES AT 24” O.C. TYP. 5 _x14 BIG BEAM B.a2 �_�� . _ I 1 1 1 I 14" FLOOR TRUSSES @ 19.2" O.C. TYP. Q LI DI GT ABOVE GT ABOVE e0 2 CID ''' P4 S9.0 rTHD14 STHD14 134 x 14 LVL ihk - I /ii-,,,,,- co 1 I 1 vg C-_)ENTIRE 6x6 POST / 1 L .�c3 A__ SIDE ROOF TRUSSES j (2)2 8 DRLtfo L_ a ---> AT 24" O.C. // \\ I�3- \ I I�m 4-5;� Ii // \\�i N rli LEDGER r•L�� `___� ENTIRE Ps IIIIIIIIII I = _7`i --- Q© I •(aqd (2)2x8 HDR I ®' 10 0 0 0 x I , co ti � * I BLOCKOUT FOR N ro zI I MICROWAVE EXHAUST �w -Y� 1, __J ea 13" CLEAR --o I 9 I x N PICTURE FRAME o a� S9.0 I . aro OPENING. DIMS _ 'wDl m a+ V I tR ARE TO I. STUDS. N oo m i E I '^ 0 1 i mm ns �H o r"!S—if co too ( II 1 (V i� �- .. i 1 ,.. 1-�N � i i\ I ��~, 2 I _ �+ FIXTURES 4- ABOVE cm I '� I �J -c-`‘,°34 w -- r- sxs POST "� o 1 m I'" I 14 ro H + roI ct.pi lir 1 I vw 2x ROOF 1 a lI 7r FRAMING I �;� ariu i w1I l B.a9 �I I '' 59.0 0 1 L — 1 ■t - I .1 . _ __ ti o .,0 GT ABOVE -© _ - -"n115 �i '+x GT ABOVE '60 � �� STHD14 STHD14 4x8 HDR=4x8 HDR$4x8 HDR�4x8 HDR 1B.a10 B.a10 B.a10 B.a10 W U 59.0 � ?o 0 AM I-" N t.,, B.a17 I -1 o. 4x12 HDR ® c L J 4x4 POST 4x4 POST LOWER LEVEL SHEARWALLS W/ACE4 m 4x ACE4 PLAN 7A UPPER LEVEL FLOOR FRAMINGWV 1/4'-1'-0' OIQ6H R MAL CT# 14301 2015.03.04 1/4" = 1'-0" (11x17) -10y2 16•-3' doh s-10yZ MP kV AMA ail ANI AI aIIIIIINMIMMMM•••••.---, r ,..„ Q snlDla " .4 STHD1• N Z ' O 3) CONC. SLAB OVER 4•' FREE DRAINAGE MATERIAL Q OVER COMPACTED FILL 0 _._L;= Z i, D VERIFY GARAGE SLAB HEIGHT O WITH GRADING PLAN ce LL © 0 0 Ini m o Mr CV 3'-11y9 m n I - Q� liji I,16" ©111111.11111111111 �� a VARIES : MIN. 'CONC MA NW Ina SIM. WI aim,PATIO SLAB. ® �� 3" FROM 70P 0 Ir--- 1 ABOVE STEM WALL II III SLOPE Q � ® STHD14 ; .` I Z I STH014laiiiMIT.11.-1.1-Thliniarigiji ' 434" .3.--9Y" 1 2x4 PONY WALL 18x24 CRAWL FIXTURE ABOVE—.I` I' ,pABU66 �1 +. �es arf I AT HIGH FDN. n SPACE ACCESS OEEO ..„,m-ii, lign.s.,,, , (2)x4"(3) FOOTING 1 n N - � ENn SIC MIIMIEMEM t 0--®® 1 IIPIIIIIIIIIMIIIVINIMIIERIIIIIIIIIIII I FINISHED FLOOR �� j 30"x30"x10" 1 , dift 0 II! i LAT+0'-0" I �® FOOTING W 1 e ,. • _� 11— r`* P.T. 4x4 POST '• I il-- �.. _ TYP. U.N.O. 1- L J I % =1R •� 1 11P 914"1-JOISTS AT 19.2"O.C. I 1 X JN a 174)T.® V' A' ^ 1. \IP N ■ 01111111111111 Z I , I 1 - x 914" LVL- . (' 1 I I I -- ^ -'""'- 30"x30"x10" 1 MS Arm 1 I I ill I I FOOTING W/ o VD 18"x18"x10 FTG. �� I (3) #4 EA. WAY I ®I I ,I W/(2) #4 EWMITI I I 1 �i 7YP. U.N.O. L____ 6x6 P.T. POST I' 10 1 I I I I 1 L+J 1. mr I o �=1 1 -_ " x 974" LVL 112E _ A 2 Y ^ 2x WALPONLul EELS II * TART FRMG. 111 ®I 21111111111 ro �� SLOPE 1 I I I !t" I II; I o ol STH014 0 oit STHD 331" CONC. SLABI 16'-6y"O \ I E. 1 9'-Sy" I .-V- N .I so, v l , ' �1, ti-____ TOP OF SLAB A8U 4 IQ � il- 70P OF 8" -121�z" 1® - 6'-0" '-9341 STEM WALL r4" 9"-4" 14' ABU44 IO'-1y" 4 Title: PLAN 2613 Job# Dsgnr:TRE Date: 4:29PM, 16 SEP 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Page 1 Rev:560006 _ _ , . OOF FRAMING U$er:K-2003E ERCA7. 5.8.0.Engineering 03 Timber Beam & Joist 14189_1an_2613.ecw:R (c)1983-2003 ENERCALC Software ... Description 2613A ROOF GT reactions Timber Member Information GT.al Gr.a2 Timber Section 3.125x18 3.125521 in 3.125 3.125 Beam Width 00 .0 Beam Depth in 18.000 21.000 Le:Unbraced Length ft 0.00 Timber Grade glas Fir,24F- Douglas Fir,2 V4 va Fb-Basic Allow psi 2,400.0 2,400.0 0 240. Fv-Basic Allow psi 240.0 Elastic Modulus ksi 1,800.0 1,800.0 0 1.150 Load Duration Factor 1.150 Member Type GluLam GluLam Repetitive Status No No Center Span Data Span ft 16.50 22.00 2 0.00 Dead Load #/ft 270.00 270 00 Live Load #/ft 450.00 ._ _ Ratio= 0.6313 0.8338 . �� Results .., . Mmax @ Center in-k 294.03 522.72 @X= ft 8.25 11.00 2,275.8 fb:Actualpsi 22,760 .0 2,729.4 742.4 Fb:Allowable P Bending OK Bending OK fv:Actual psi 130.5 153.5276.0 Fv:Allowable psi 276.Shear OK O Shear OK Reactions @ Left End DLlbs 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 - .- in Center DL Dell -0.165 -0.328 1,202.1 805.3 UDefl Ratioo Center LL Defl in -0.275 -0.546483 6 UDefl Ratio 721.3 Center Total Defl in -0.439. -0.874 8.250 11.000 UlDefLocation I Ratio 450.8 302.0 Def Title: PLAN 2613 Job# Dsgnr: TRE Date: 4:32PM, 16 SEP 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev:580006 User:Kw-0802997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist Page 1 (c)1983-2003 ENERCALC Engineering Software 14189_Plan_2613.et Description 2613A ROOF FRAMING wRODFFRAMING [limber Member Information L■® RB.al RB.a2 RB.a3 RB•a4 RB.a5 RB.a6 RB.a7 Timber Section 2-2x4 2-2x4 2-2x8 Beam Width 2-2xa 2-2x4 2-2x4 2-2x4 in 3.000 3.000 3.000 3.000 3.000 Beam Depth in 3.500 3.500 7.250 3.000 3.500 Le:Unbraced Length ft 0.0030.00 30.00 3.5000. 3.5000. Timber Grade 0.00 0.00 0.00 0.00 0.00 0.00 Hem Fr,No.2 Hem Rr,No.2 Hem Fr,No.2 Hem Fir,No.2 Hem Fir,No.2 Hem Fr,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 enter Span Data No Span ft 5.50 2.50 5.25 3.00 Dead oad #/ft 60.00 3.00 5.50 4.50 ea Load 60.00 270.00 60.00 60.00 60.00 60.00 #/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 0° X= ft 2.75 1.25 2.16 2.165 2.75 2.25 2.62 1.501 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 Fv:Allowable psi 172.5 172.5 172.5 172.5 172.5 172.5 72.5 72. Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK 5 LReactions @ Left End DL lbs 165.00 75.00 708.75 LL lbs 275.00 90.00 90.00 165.00 135.00 125.00 1,181.25 150.00 150.00 275.00 Max.DL+LL lbs 440.00 200.00 1,890.00 240.00 240.005 90.00 90.00 360.00 @ Right End DL lbs 165.00 x.00 360.00 165.00 1 LL lbs 275.00 125.00 1,181.258 150.00 150.00 275.00 225.00 Max.DL+LL lbs 440.00 200.00 1,890.00 240.00 240.00 440.00 360.00 360.00 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 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 7 148 -0.072 .0 2 UDefl Ratio 446.7 4,756.4 1,014.4 2,752.5 2,752.5 446.7 752.8 8 Center Total Defl in -0.236 -0.010 -0.099 -0.021 .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 Title: PLAN 2613 Job# Dsgnr:TRE Date: 4:33PM, 16 SEP 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Page 1 Rev:580006 Timber Beam & Joist 14189_Pian_2613.ecw:FloorFrami1 User:3-2 0 3 ENE,Ver 5.8.0,1 Engineering ng (c)1983-2003 ENEFCALC Engineering Soltware Description 2613A FLR FRMG 1 OF 3 [Timber Member Information B.a1 B.a2 B.a3 8.a4 B.aS B.a6 B.a7 Timber Section 4x12 5.5X14 IJC LVL:1.750x14.000 2-2x8 5.5X14 IJC 4x8 2-2x8 Beam Depth in 11 250 14.000 14.000 7.250 14.000 7.250 7.250 Beam 5.500 1.750 3.000 5.500 3.500 3.000 :U Depth 0.00 0.00 0.00 0.00 0.00 0.00 TTimbereGrade d Length ft 0.00 GraDouglas Fr- Rosboro,Btgbeam (level,LSL 1.55E Hem Fr,No.2 Rosboro,Bigbea2E Douglas Nat Hem Fr,No.2 Larch,No.2 2.2E Fb-Basic Allow psi 900.0 3,000.0 2,325.0 850.0 3,000.0 000 0 900.0 00.0 850.0 F50.0 Fv-Basic Allow psi 180.0 300.0 Elastic Modulus ksi 1,600.0 0 2,10.0 1,550.0 1 1,300.0 1 000 2,200.00 1,600.000 1,10.0 0 Loader Typen Factor Member Type Sawn Manuf/Pine Manuf/Pine Sallon Manuf/PNoe Sawn No Salvo Repetitive Status 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 15.00 150.00 195.00 195.00 195.00 750.00 .00 Live Load #/ft 125.00 40.00 400.00 520.00 520.00 520.00 100.00 Dead Load #/ft 160.00 160.00 Live Load #/ft 100.00 Start ft End ft 11ReSUItS Ratio= 0.9717 0.3689 0.0864 0.4901 0.6447 0.6054 0.5271 6.25 Mmax @ Center in-k 81.67 228.69 13.20 13.14 4 349 49 7.49 22.72 1.72 16.25 @ X= ft 8.25 11.00 2.00 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 OKO1 :Actual psi 55.8 60.5 28.6 56.6 109.3 70.0 Fv Allowable psi 172.5 Shear OK 207.0 Shear K 345.0 Shear OK 356.5 Shear OK 150.0 Shear OK 300.0 180.0 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 @ Right End 8.75 528.75 LL lbs 1,031.258.75 03lbs 6181.25 1,540 00 800.00 910.00 4,680.00 11,925.00 300.00 341.25 1,755.00 ,0.00 675.00 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 LDeflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in 1,0518.9 8 7.333 -0.001 -0.005 -0.166 -0.010 -0.018 791.9 U 34,459.7 7,900.8 1,297.6 5,337.8 3,084.6 2 Centeerr LL Deo fl in -0.314 -0.267 -0.004 -0.014 -0.444 -0.027 -0.02 UDefl Ratio 631.1 989.9 12,922.4 2,962.8 486.6 2,001.7 2,416.3 Center Total Defl in 88250 -0.600 -0.005 000 2.000 .0750 9.000 2.250 2.250 Location 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 erKW-06 2997 Vers Engineering1-Dec- Software Timber Beam & Joist Page 1 0-. 14189 Plan_2613.ecw:Floor Framing Description 2613A FLR FRMG 2 OF 3 Timber Member Information B.a8 8.a9 B.a10 Ball B.a12 B.a13 B.a14 Timber Section 2-2x8 2-2x8 Beam Width 4x8 4x10 2-2x8in 3.000 3.000 3.500 2-2x8 3.000x8 Beam Depth in 7.250 9.250 3.000 3.000 Le:Unbraced Length ft 0.00 7 250 7.250 9.250 7.250 Timber Grade0.00 0.00 0.007.250 0.00 0.o0 70.0000 Hem Fir,No.2 Hem Rr,No.2 Douglas Fir- iLevel,L51.1.55E Hem Fir,No.2 Hem Fir, Hem Fir,No.2 Fb-Basic Allow Larch,No.2 Fb-Basi low psi 850.0 850.0 900.0 Psi 150.0 150.0 180.0 2,325.0 850.0 850.0 850.0 Elastic Modulus ksi 1,300.0 310.05 150.0 150.0 150.0 Load Duration Factor 1,300.0 1,600.0 1,550.0 1,300.0 1.000 1.150 1.150 1,300.01.15 1,300.01.1 Member Type Sawn 1.Sawn Sawn1.15Sawn Saw Repetitive Status Sawn Sawn No No No Sawn Center Span Data No No No No Span ft 3.00 Dead Load 3.50 3.50 2.50 5.00 3.50 #/ft 75.00 15.00 15.00 2.50 Live Load #/ft 200.00 120.00 320.00 320.00 3120.00 Dead Load 40.00 40.00 320.00 320.00 #/ft 160.00 505.00 160.00 60.00 0.00 Live Load #/ft 100.00 160.00 160.00 160.00 Start ft 675.00 100.00 100.00 100.00 100.00 End ft Point#1 DL lbs lbs 2,228.00 @ LL ft 3,712.00 1.750 Results Ratio= 0.2694 0.7361 0.1403 0.2590 0.8515 .� �� 0.2129 Mmax @ Center in-k 7.22 0.4172 @ X= ft 1.50 22.69 5.79 40.89 26.25 6 1.75 1.75 1.75 1.5625 12.7 6 fb:Actual psi 274.8 2.50 1.25 1.75 Fb:Allowable psi 1,020.0 863.5 188.8 819.2 998.8 1,173.0 1,345.5 3,208.5249.71,173.0 489.4 Bending OK Bending OK Bending OK Bending OK Bending OK 1,173.0 Bending KBending 1,173.0 fv:Actual psi 33.2 OK OK Fv:Allowable 97.8 21.4 92.3 91.7 si P 150.0 172.5 207.0 356.5 31.4 55.4 Shear OK Shear OK Shear OK Shear OK r OK r 7K.5 r OK Reactions Shear OK Shear OK Shear OK C�Left End DL � � � " " lbs 352.50 � 910.00 306.25 LL lbs 450.00 1,251.25 818.40 700.00 350.00 490 00 � Max.DLL lbs 802.50 2,151 25 245.00 1,513.60 1,050.00 525.00 @Right End DLL+ 551.25 2,332.00 1,750.00 225 00 LL lbs 352.50 910.00 306.25 1,709.60 700.00 3350.00 0.00 1,225.00 lbs 450.00 1,251.25 245.00 2,998.40 1,050.00 525.00 490.00 Max.DL+LL lbs 802.50 2,161.25 551.25 4,708.00 735.00 Deflections 1,750.00 875.00 1,225.00 Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.003 -0.014 Uer Ratio -0.003 -0.003 -0.032 -0.002 0 10,410.6 2,962.8 12,641.2 9,677.0 1,887.3 15,098.3 5,502.353 Center LL Defl in -0.004 -0.019 -0.003 UDefl Ratio -0.005 -0.048 -0.003 -0.011 CenDef l at Defl 8,155.0 2,154.8 15,801.5 5,497.3 Location in -0.008 -0.034 -0.006 -0.009 1,258.2-0.079 10,065.6- .003,668.2- .01 ft 1.500 1.750 1.7502.500 1.250 1.750.70 UDefl Ratio 4,572.9 1,247.5 7,022.9 1.36005. 54. 139.3 00. 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 Page 1 Rev:580006Use (01983-2KW-03ENE CALCEVer ngine Engineering Timber Beam Joist 14189_Plan 2613.eaxFloorFraming (c)1983-2003 ENERCALC Engmeenng Software a_ '� �� Description 2613A FLR FRMG 3 OF 3 Timber Member Information B.a15 B.a16 B.a17 Width 2-2x8 2-2x8 4x8 Timber Section Depthin in 3.000 3.000 3.500 Beam Beam7.250 7.250 7.250 Le:Unbraced Length ft 0.00 0.00 0.00 Timber Grade Hem Fir,No.2 Hem Rr,No.2 Dol glas Fir- Hem Fir,No.2 rch,No.2 Fb-Basic Allow psi 850.0 850.0 900.0150.0 180.0 Fv-Basic Allow psi 150.0 Elastic Modulus ksi 1,300.0 1,300.0 1,600.0 Du1.150 1.150 1.150 Loadpe Factor Sawn Sawn Sawn Membeerr TTyype 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 #/ft 310.00 60.00 75.00 Live Load #/ft 350.00 LLoad100.00 125.00 Start ft End ft 0.7045 0.1246 0.5890 Ratio= = Results in-k 21.72 3.84 24.30 Mmax @ Center ft 2.25 2.00 4.50 @ X= 146.1 792.5 fb:Actual psi 826.4 1,173 0 1,345.5 Fb:Allowable psi 1,173.0 Bending OK Bending OK Bending OK 46.4 iv :Actual psi 81.7 15.5 207.0 Fv:Allowable psi Shear OK 172.5 172.5 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 in -0.024 -0.003 -0.062 Center DL Deo 2,230.4 17,201.9 1,734.8 Centeerr Deofl in -0.029 U -0.005 -0.104 LL UDefl Ratio 1,858.7 10,321.1 1,040.9 Center Total Defl in 0.053 -0.007 -0.166 2.000 4.500 Location ft 2.250 6,450.7 650.5 UDefl Ratio 1,013.8 .... Title: PLAN 2613 Job# Dsgnr: TRE Date: 4:35PM, 16 SEP 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN ev: 580006 user:KW-0602997,vers.a.o,1-Dec-2003 Timber Beam & Joist Page 1 fc)l983-2003 ENERCALC Engineering Software 14189_Plan_2613.ecw:CRAWLSPACE FRAMING Description2613 ABCD CRAWLSPACE FRAMING [Timber Member Information TYP BEAM Timber Section 4x8 Beam Width in 3.500 Beam Depth in 7.250 Le:Unbraced Length ft 0.00 Timber Grade Douglas Rr- Larch,No.2 Fb-Basic 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 enter Span Data Spanft 5.75 Dead Load #/ft 195.00 Live Load #/ft 520.00 [Results Ratio= 0.9884 Mmax @ Center in-k 35.46 @° X= ft 2.87 fb:Actual Psi 1,156.5 Fb:Allowable psi 1,170.0 Bending OK fv:Actual psi 96.2 Fv:Allowable psi 180.0 Shear OK Reactions @ Left End DL lbs 560.62 LL lbs 1,495.00 Max.DL+LL lbs 2,055.62 @ Right End DL lbs 560.62 LL lbs 1,495.00 Max.DL+LL lbs2,055.62 [Deflections Ratio OK Center DL Defl in -0.027 L1Defl Ratio 2,558.5 Center LL Defl in -0.072 lJDefl Ratio 959.5 Center Total Defl in -0.099 Location ft 2.875 L/Defl Ratio 697.8 TJI JOISTS and RAFTERS Code Code Code Suggest Suggest Suggest Lpick ` Lpick Lpick Lpick Joist b d Spa. LL DI"--7-TA max V max I El L fb 1.1v L TL240 L LL360 L max TL dell. LL dell. L TL360 L LL480 L(m x "-ii:dell.TLin.) deofl.L(d'8..t�atiol size grade width(in.) depth(In.) (in.) (psf) (psf) (ft-lbs) (psi) (psi) (ft.) (ft.) (ft.) (ft.) (ft.) (in.) lint (ft.) (ft.) - '_9.5"TJI 110 --7.76 19.2- 9.5 _40_ 15 2380 1220 1.40E+08 14.71 27.73 15.23_ _ 14.80 14.711 0.66 0.48 13.31 13.45' 13.31 0.44 360 0.32 495 9.5"TJI 110 1.75 9.5 16 40 15 2380 12201 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 17.311 0.79 0.58 15.57 15.73 16775.57 0.56 360 0.4 0.52 360 8 495 95 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 18.6410.85 0.62 16.77 16.94 _ - 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 15.371 0.64 0.51 14.27 13.97 13.97 0.44 384 0 35 480 .9.5"TJI 110 , 1.75 915,,;16 40-' 10 r 2500 ;.,1220 1.57E+08 ,.17.32 36.60 ' 17136.:,`16.34 16.34' 0.68: 0.54 ' 15.17 ,„14.84 r ;14 84 0:46: 384 0.37; 480 9.5"TJI 110 1.75 9.5 12 40 10 2500 1221.57E+0820.00 48.80 19.11 17.98 __17_98 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 19.37 0.81 0.65 17.98 17.60 17.60. 0.55__384_ 0.44__2480 9.5" .2.0625 9.5 1 12 40; ,10 3000. 1330 1187E+08 TJII 210--. 210 2.0625 9.5 19.2 40 10 3000 1330 1.87E+08 17.32 JI 9.5"T 8.97 39:90 18.40 7.32 • 17.32 , `' 0.72, ' 0:58 16 08, 1534 ' .1,534‘ 0A9 ., 384 0.39 „',480 . . , 9.5"791210 2.0625 9.5 12 40 10 3000 1330 1.87E+08 21.91 53.20 20.26 19.06 19.061 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 20.531 0.86 0.68 19.06 18.66 18.66 0.58 384 0.47 480 0.4 384 480 9.5"TJI 2301 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 0.60" 16.60'' 16 25 .1625 :•0 581 ' 384 0.4819 . 480 9.5"'TJI'230-` =2.3125 915. 16 40<r`10 3330 1330,'2.06E+08 ;','19.99 39.90 ,19:01' 17.89 17.89 `••0.75-- 9.5"TJI 230 2.3125 9.5 12 40 10 3330 1330 2.06E+08 23.08 53.20 20.92 19.69 19.691 0.82 0.66 18.28 17.89 ,'17.89 0.56 384 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 21.211 0.88 0.71 19.69 19.27 :19.27 0.60 384 0.48 480 1 . 11.875"TJI 110.___ 1.75 11.875 19.2 40 10 3160 15601 2.67E+08 17.78 39.00 19.501 18.35 17.781 0.67 0.54 -17.04 16.67 16.67 0.52-384 0.42 480 1111.875"TJI 110 1.75 11.875 9 6 40 10 3160 1560 2.67E+08 25.14 78.00 24.57 13.12 .19.47 -0:81, .� 0.65- " 18.10 1732 r ;'17 72.' 0:55 •384x: ''..0.44 '480 10 3160 1560 2.67E+08 22.49 62.40 22.81 21.46 21.46 0.89 0.72 19.93 19.50 19.50 0.61 384 0.49 480 _11.875 T 1.75 11.875 12 40 78.00 24.57 23.12 23.12 0.96 0.77 21.46 21.01 21.01 0.66____384 0_53. 480 11.875"TJI 210 2.0625 11.875 19.2 40 10 3795 1655 3.15E+08 19.48 41.38 20.61 19.39 19.3993 0.81 0.65 19 00 18 62 18 62 ,0 55 384 ,0.44. '-480 0.55 384 0.44 480 11.875"TJI 210 2.0625 11.875 12 40 10 3795 1655 3.15E+08 24.64 66.20 24.10 22.68 22.6895 079 , 11.875"-TJI 210 20625 '11.875 16,. 4,0'-'-',` 10 3795,' 1655'3.15E+08"�'21.34'" 49.65 ,'21:90' 20.61 0.95 0.76 21.13 18 20.61 ,20 2 0.59 384 0.521480 11.875"TJI 210 2.0625 11.875 9.6 40 10 3795 1655 3.15E+08 27.55 82.75 25.961 24.43 24.43 1.02 0.81 22.68 22.20 ^22 20 0.69 384 0.55 480 11.875"TJI 230 2.3125 11.875 19.2 40 10 4215 1655 3.47E+08 20.53 41.38 21.281 20.03 20.031 0.83 0.83 0'.67 18.59 19 59,; ,.19 20 =1924 0.57 . „384 0.45 480 91.875"TJI 230•'.2.3125 ,:11.875 '16 40 10'• 4215;;',1655 3.47E+08 ;22.49 49.65 •22.62 • .21.28 21:28 11.875"1J1 230 2.3125 11.875 12 4010 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+OB 29.03 82.75 26.81 2523 25.23 1.05 0.84 23.42 22.93 19.6911.875"RFP1 400 2.0625 11.875 19.69 0.82 0.66 18.28 , 17.89 17.89 0.561 384 0.45 480 1480.::3.30E+08 =.22.76." [44.40 22.24;'20. ,,'0.70 ' 11:875"�RFPI 400„ �2.0625'�:� 11.875' ��6 '' 40,.. '10 4315 2 40 10 4315 %1480 3.30E+08 20 77 37.00 20 93 93. 20:93 0:87 . 1943 -19.01 19 01 "0 59 384 0.48",;' 4480 80 11.875"RFIN RFPI 400 2 0625 11.875 9 61 401 10 4314315 1480! 3 30E+08 14801 1 29.381 74 001 24.481 26.371 24 811 24 811 8 031 0 831 1 23 021.33 22.54" "'2254'! 0.701 384 0 56 480 Page 1 D+L+S CT#14189-Mainly Creek Falls LOAD CASE (12-12) ��7]. .(�'�. ,�,,�_--®_BASED ON ANSI/AF&PA NDS-199 SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 IIII2MNIIIEIEOEMEMTfiallIllMIIIIIIIINNIIIMIIIIMIIIIIIIMINI ��m1 �Sec60n 2,3.10 _---�� ®�03=C=CM1_��-1897 NDS=�_ Stud Grade .�, �� NDS 3.9.2 ,Q Plat duration duralo factor factor use��®�� -__� Stud Vert. Hor.Load 1.0 Load Play Cd Pb Cd Fc, Cf Cf Cr ®e®® H-F Stud 1.5 3,5 16 7.7083 28.4 1730��' 0. 19-g3�-- I I� 675 405 800 t r f�1.2�1.'f��'�rM�00,000 854 506 966 515.42 441.22 439.37 1.00 0.00 Ib/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. �j440.62�34�lc ®�� H-F Stud 1.5 3.5 12 9 30.9 1785 0 H-F Stud 1.5 3.5 16 8.25 28.3 1550 0.9947 2857.8 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 1.00 0.00 0.000 H-F Stud 1.5 3.5 12 8.25 28.3 2070 0.9921 1993,4 1.00 1.15 1.1 1.05 1.15 675 405 800 1,200,000 854 508 966 449.95 395.22 393.85 1.00 0.00 0.000 H-F Stud 1.5 3.5 8 8.25 28.3 3100 0.9953 2657.8 1.00 1.15 1.1 1.05 1.15 675 405 800 1,200,000 854 506 966 449.95 395.22 394.29 1.00 0.00 0.000 0.9921 3986.7 1.00 1.15 1,1 1.05 1.15 675 405 800 1,200,000 854 506 966 449,95 395.22 393.65 1.00 0.00 0.000 SPF Stud 1,5 3.5 16 7.7083 26.4 1695 0.9952 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 1,200,000 854 531 675.438 378.09 338.17 335.24 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 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 7.7083 16.8 3132 0 0.2408 3132.4 1.00 1.15 1.3 1.10 1.15 850 405 1300 1,300.000 1,271 508 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 0.3652 3132.4 1.00 1.15 1.3 1.10 1.15 855 405 1300 1.300,000 1.271 508 1644.5 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 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 18 7.7083 18.8 3287 0 0.2737 3287.1 1.00 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 1,308 531 1454.75 1484,89 1015.45 531.23 0.52 0.00 0000 SPF#2 t5 5.5 16 9 19.6 3287 0 0.3905 3287.1 1.00 1.15 L3 1.10 1,15 875 425 1150 1.400,000 1,308 531 1454.75 1089,25 850.16 531.23 0.62 0.00 0.000 SPF#2 1,5 5.5 16 8.25 18.0 3287 0 0,3158 3287.1 1.00 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 1,308 531 1454,75 1296.30 945.38 531,23 0.56 0.00 0.000 SPF Stud 1.5 3.5 16 14.57 50.0 545 0 0.9913 2091.8 1.00 1.15 1.1 1.05 1.15 675 425 725 1,200,000 854 531 875.438 144.26 139.02 138.41 1.00 0.00 0.000 SPF#2 1.5 5.5 16 19 41.5 1450 0 0.9917 3287.1 1.00 1.15 1.3 1.10 1.15 675 425 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 18 19 41.5 1360 0 0.9969 3132.4 1.00 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 1,271 506 1644.5 226.94 220.14 219.80 1.00 0.00 0.000 Page 1 D+L+W 1.00 DLOAD 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 CT#14189-B Creek FallsD+L+W Ke 1.00 Design Buckling_Faclor e 0.80(Constant)> Section 3.7.1.5 Cr CI(Pb) Cf¢c) 1997 NDS KcECb 0.30(Constant)V > Section 3.7.1.5Bending Comp. Size Size Rep. Cd(Pb) Cb Cd(Fe) Eq.3.7-1 Cb (Varies). Z > Section 2.3.100 NDS 3.9.2 Max.Wail duration duration factor factoruse (Pb) / (Fc) _psi psi Fsi psi psi psi psi psi psi Ic psi Fh'•(1bdFce) Stud Grade V in. Depth Sparing Height Leld Vert.Load Hor.Load <=1.0 Load Plate Cd(Pb)Cd(Fe) Cf Fc Cr Pbsi Fe perp Fc E Pbi Fe perp' Fc• Fee pcsi Is felF'c tb 6 In. In. In.16 7. pit Psl pll H-F Stud 1.5 3.5 16 7.7083 26.4 1075 9.71 0.9951 1993.4 1.60 1.00 1.1 1.05 1.15 675 405 800 1,200,000 1,366 508 840 515.42 427.08 273.02 0.64 376.78 0.58 H-F Stud 1.5 3.5 12 9 30.9 1140 8.46 0.9998 2657.8 1.60 1.00 1.1 1.05 1.15 675 405 800 1,200000 1,366 506 840 378.09 333.99 2117.14 0.65 335.64 0.577 H-F Stud 1.5 3.5 16 8.25 28.3 970 8.13 0.9943 1993.4 1.60 1.00 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 840 449.95 384.87 246.35 0,64 361.37 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 1.60 1.00 1.1 1.05 1.15 675 405 800 1.200,000 1,366 506 840,449.95 384.87 299.05 0.78 180.69 0.394 SPF Stud 1.5 3.5 18 7.7063 30.9 1060 9.71 0.971 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 8.46 0.9115 2091.8 1.60 1.00 1.1 1.05 1.15 675 425 725 1.200,000 1,366 531 78125 378.09 328.30 177.78 0.54 447.52 0.618 SPF Stud SPF Stud 1.5 3.5 12 9 30.9 1125 8.46 0.9931 2789.1 1.60 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 781.25 376.09 328.30 214.29 0.65 335.64 0.567 SPF Stud 1.5 3.5 16 8.25 28.3 980 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 SSPF Stud 1.5 3.5 PF Stud 1.5 3.5 18 8.25 283 2320 8.13 0.9958 4183.6 1.60 1.00 1.1 1.05 1.15 675 425 725 1.200 000 1.386 531 78125 449.95 376.35 294.60 0.78 180.69 0.383 H-F#2 1.5 5.5 16 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 137.83 969.91 506.18 0.52 152.58 0.119 H-F#2 1.5 5.5 16 7.7083 196 3132 8.48 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 2,033 508 1430 1203.70 899.13 506.18 0.56 148.34 0.124 7.7083 SPF#2 1.5 5.516 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 0.60 146.34 0.118 SPF Stud 1.5 3.5 16 14.57 50.0 70 6.46 0.8967 ' 2091.8 1.80 1.00, 1.1 1.05 1.15 675 425 725 1.200,000 1,366 531 76125 144.26 138.14 17.78 0.13*WNW 0.979 106.67 0.46 927.02 0.786 SPF#2 1.5 5.5 16 19 415 660 9.71 0.9941 3287.1 1.60 1.00 1.3 1.10 1.15 875 425 1150 1,400,000 2.093 531 1265 244.40 233.80 H-F#2 1.5 5.5 18 19 41.5 800 9.71 0.9921 3132.4 1.80 1.00 1.3 1.10 1.15 850 405 1300 1,300 000 2,033 508 1430 226.94 219.02 96.97 0.44 927.02 0.796 Page 1 D+L+W+.55 CTA 14189-Betahny Creek Falls I LOAD CASE 12-14 Ke 1.00 Design Buckling Factor ( ) (BASED ON ANSI/AFBPA NOS-1997) SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 e 0.80(Constant)> a'L+W*9/T Section 3.7.1.5 KcE 0.30(Constant)a Section 3.7.1.5 Cr Cb (Varies) > Section 2.3.10 Cf(Fb) Cf(Fc) 1997 NDS Bending Comp. Size Size Rep. l Stud Grade NAdlh Depth Spedne Height Le/d Vert.Load Her.Load NOS 3.9.2 Max.Wall duration duration factor factor use Cd b Cb Cd(Fe) Eq.37-1 in a in R (Fb)plf 1.0 Load @ Plat Cd(Pb)( )Cd(Fe) Cf Cf Cr Pb Fe perp Fc E Pb' Fe perp' Fe• Fce Pc psi psi psi psi psi psi psi psi c fc fe/F'e lb m/ H-F Stud 1.5 3.5 16 7.7083 28,4 p11095 X9.71 0.9962 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200.000 1,366 508 966 515.42 441.22 278.10 0.63 378.78 0.599 H-F Stud 1.5 3.5 18 9 30.9 765 8.48 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 4X152 Fb'•(1-1 0.674 H-F Stud 1.5 3.5 12 9 30.9 1150 8.46 0.9969 2657.8 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 378.09 340.90 219.05 0.64 335.64 0.584 H-F Stud 1.5 3,5 16 8.25 28.3 985 8.13 0.9963 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200.000 1,366 506 966 449.95 395.22 250.16 0.63 361.37 0.596 H-F Stud 1.5 3.5 12 8.25 28.3 1445 8.13 0.9959 2657.8 1.60 1.15 1.1 1.05 1.15 675 405 800 1.200,000 1,366 508 966 449.95 395.22 275.24 0.70 271.03 0.511 H-F Stud 1.5 3.5 8 8.25 28.3 2390 8.13 0.9960 3986.7 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 449.95 395.22 303.49 0.77 180.69 0.406 SPF Stud 1.5 3.5 16 7.7083 28.4 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 30.9 780 8.46 0.9988 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1.200.000 1,368 531 875.438 378.09 336.17 193.02 0.57 447.52 0.669 SPF Stud 1.5 3.5 12 9 30.9 1140 8.46 0.9944 2789.1 1.60 1.15 1.1 1.05 1.15 675 425 725 1.200,000 1,366 531 875.438 378.09 336.17 217.14 0.65 335.64 0.577 SPF Stud 1.5 3.5 16 8.25 28.3 975 8.13 0.9952 2091.8 1.60 1.15 1.1 1.05 115 675 425 725 1,200,000 1,366 531 875,4313 449,95 388.13 247.62 0.64 361.37 0.588 SPF Stud 1.5 3.5 12 825 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 1,386 531 875.438 449.95 388.13 272.38 0.70 271.03 0.503 SPF Stud 1.5 3.5 8 8.25 28.3 2360 8.13 0.9922 4183.6 1.80 1.15 1.1 1.05 1.15 675 425 725 1.200.000 1,368 531 875.438 449.95 388.13 299.68 0.77 180.69 0.396 H-F#2 1.5 5.5 16 7.7083 16.8 3132 9.71 0.3593 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2.033 506 1644.5 1378.83 1031.58 506.18 0.49 152.58 0.119 H-F#2 1.5 5.5 16 9 19.6 3132 8.46 0.5437 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1.300,000 2.033 506 1644.5 1011.45 837.57 506.18 0.80 181.23 0.178 H-F#2 1.5 5.5 16 825 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 1644.5 1203.70 946.77 506.18 0.53 146.34 0.124 SPF#2 1.5 5.5 16 7.7083 16.8 3287 9.71 0.3872 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1484.89 1015.45 531.23 0.52 152.58 0.114 SPF#2 1.5 5.5 16 9 19.6 3287 8.46 0.5595 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1089.25 850.16 531.23 0.62 181.23 0.169 SPF#2 1.5 5.5 16 8.25 18.0 3287 8.13 0.4342 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1296.30 945.38 531.23 0.56 146.34 0.118 SPF Stud 1.5 3.5 16 14.57 50.0 70 8.46 0.9955 2091.8 1.80 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#####A 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 1454.75 244.40 235.32 108.67 0.45 927.02 0.786 H-F#2 1.5 5.5 16 19 41.5 800 9.71 0.9901 3132.4 1.80 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2.033 506 1644.5 226.94 220.14 96.97 0.44 927.02 0.796 Page 1 D+L+S+.5W CT#14189-Betahny Creek Falls II LOAD CASE I�(L$+5W12I (BASED ON ANSI/AFSPA 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 Cr c 0.80(Constant)> Section 3.7.1.5 C1(Fb) Cr(Fc) 1997 NDS KeECb 0.30(Co ). > Section 3.7.1.5Bending Comp. Size Size Rep. Cd(Fb) Cb Cd(Fe) Eq.3.7-1 Cb (Varies) > Section 2.1.100 NDS 3.9.2 Maz.Wall duration duration lector factor use lb rb/ Stud Grade Wdth Depth Spacing Height Le/d Vert.Load Hor.Load <.1.0 Load at Plate Cd(Fb)Cd(Fc)(Cl Cf(Co) Cr Psi Fc perp psi Pei_ pal psi Ftf Fep mu* psi psi psi psi IGF c psi Fb"p uFce) In. In. 7. Or poi P lf H-F Stud 1.5 3,5 16 7.70113 26.4 1335 4.855 0.9935 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 515.42 441.22 339.05 0.77 188.39 0.403 HH-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 -F Stud 1,5 3.5 12 9 30.9 1380 4.23 0.9976 2857.8 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 1,366 506 966 449.95 395.22 303.49 077 180.6 0.406 H-F Stud 1.5 3.5 12 8.25 28.3 1680 4.065 0.9990 2657.8 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200 000 1,366 506 966 449.95 395.22 320.00 0.81 135.51 0.343 H-F Stud 1.5 3.5 8 8.25 28.3 2865 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 16 7.7083 9 30.9 1315 965 4.855 SPF Stud 1.5 3.54 23 0.9970 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1.200,000 1,366 531 875.438 378.09 336.17 245.08 0.73 223.76 0.466 SPF Stud 1.5 3.5 12 9 30.9 1370 4.23 0.9990 .1 1.60 1.15 1.1 1.05 1.15 675_ 425 725 1.200,000 1,366 531 875.438 378.09 336.17 260.95 678 167.82 0.396 SPF Stud 1.5 3.5 16 825 28.3 1180 4.065 0.992 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200.000 1,366 531 875.438 449.95 388.13 299.68 0.77 180.69 00.334 .396 SSPF 1.5 3.5 12 825 28.3 1660 4. 5 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 0.81PF Std 1.5 3.5 8 825 28.3 2630 4.065 0.9969 4183.6 1.60 1.15 1.1 1.05 1.15 675 425 725 1200 000 1.368 531 875.438 449.95 388.13 333.97 0.86 190.34 0.257 506.18 0.49 76.2 0.059 H-F#2 1.5 5.5 6 18 7 7089 19 3132 44.23 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 0.3001 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1.300,000 2,033 506 1644.5 137.83183757 506.18 0.00 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, 0.062 531.23 0.52 76.2 0.057 015.45 SPF#2 1.5 5,5 16 7.7083 19.6 3287 4423 0.4750 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 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 1484.891850.16 531.23 0.62 90.61 0.085 SPF#2 1.5 5.5 16 825 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 1.80 1.15 1.1 1.05 1.15 875 425 725 1,200,000 1,366 531 875.438 144.26 139.02 64.76 0.47 586.43 0.779 H-F#2 1.5 5.5 16 19 41.5 865 4.855 0.9970 3132.4 1.60 1.15 1.3 1.10_1.15 850 405 1300 1,300,000 2,033 508 11644 1644.5 228.94 220.14 139.80 0.64 463.51 0.594 Page 1 D+L+S+.7E GTO 14189-Betahny Creek Fails I LOAD CASE I (12.18) �®Dustin Buckiln.Factor (BASED ON ANSI/AF6PA NDS-199 SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 D+L124611.4 Cb Illiiiialliiiiail Bending Comp. Size Size Rep,.-. ®�® e .....�rr�m�©.a,��® NDS 3.9.2 Mez.Well dure0on duratlo factor factor use Eq.3.7-1 -®®®®��rl'Nor.Load II �1��©� ®© CEEMIII®®iI�DMID�7�.IDtIIa ��[Lia[f33��t�■�3� ®ff9® ®®�iE�© H-F Stud 1.5 3.5 16 9 30.9 1010® 0® 19® ®®�® 675 405 800 1,200,000 1,366 506 966 378.09 340.90 256.51 0.75 188.85 1.60 Q"�1,200,000 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 1,366 506 966 378.08 340.90 270.48 0.79 141,63 0.364 H-F Stud 1,5 3.5 16 8.25 28.3 1225 3.57 0.9961 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1.366 506 966 449.95 395.22 311.11 0.79 158.68 0.376 H-F Stud 1.5 3.5 12 8.25 28.3 1710 3.57 0.9947 2657.8 1.60 1.15 1.1 1.05 1.15 675 405 800 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 1.60 1.15 1.1 1.05 1.15 675 405 800 1.200,000 1,366 506 968 449.95 395.22 342.88 0.87 79.34 0.244 SPF Stud 1.5 3.5 16 7.7083 26.4 1395 3.57 0.9984 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 515.42 431.52 354.29 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 1,366 531 875.438 378.09 336.17 253.97 0.76 188.85 0.421 SPF Stud 1.5 3.5 12 9 30.9 1410 3.57 0.9962 2789.1 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 378.09 336.17 268.57 0.80 141.63 0.358 SPF Stud 1.5 3.5 16 825 28.3 1210 3.57 0,9932 2091,6 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 307.30 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 4183.6 1.60 1.15 1.1 1.05 1.15 875 425 725 1,200,000 1,368 531 875.438 449.95 388.13 339.05 0.87 79.34 0.236 H-F#2 1.5 5.5 16 7.7083 16.8 3132 3.57 0.2844 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1378.83 1031.58 506.18 0.49 56.10 0.044 H-F#2 1.5 5.5 16 9 19.6 3132 3.57 0.4405 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2.033 506 1644.5 1011.45 837.57 506.18 0.60 76.47 0.075 H-F#2 1.5 5.5 16 8.25 18.0 3132 3.57 0.3404 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1203.70 946.77 506.18 0.53 64.28 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 0.82 76.47 0.071 SPF#2 1.5 5.5 16 8.25 18.0 3287 3.57 0.3678 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1296.30 945.38 531.23 0.56 64.26 0.052 SPF Stud 1.5 3.5 16 14.57 50.0 285 3.57 0.9981 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 144.26 139.02 72.38 0.52 494.93 0.727 SPF#2 1.5 5.5 16 19 41.5 1020 3.57 0.9910 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 244.40 235.32 164.85 0.70 340.83 0.500 H-F#2 1.5 5,5 16 19 41.5 945 3.57 0.9939 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 226.94 220.14 152.73 0.69 340.83 0.513 Page 1 . , /11310111 ENG : EER ENG 180tneke02 rs°21 St. ' / , Seattle,WA 98109 Pro1ect/ b , ._,., _ . (206)288-4512 , PAX: alemt: Page Number: (206)285-0818 1:114 . r i ,g0le0 p sr OA ( /5or) - Ow) J.0‘) 366"- ALL- 2,, r.-_, Ibp fi‘ef-' '-5:121 411224 I%."V ' I TNP '-'"'" I''' ''''""'"*""'-ammAruwo•....e ....-- ix - sic.IK • .............- t.-__ , .ea' P r..... .,„ .. 1,,,, z... -.49wfix i _ ,-- . 1 . 1 -4.-: : ' , • : . 36 Sere- a6 • ‘ 1,5 1 A ,:..„4.- - " 1 •V. 7- .T.4.7 - Strtsetural Engineers • N G T E N -,G' t N 'E E R I N G 180 Nickerson St {{ [J t N C. Suite 3112 Project: 1 r ,�j� 's� 9Seattle,8109 WA Date: • Client /M( P-4411 IOLA (206)285-4512 Page Number: FAX: ( )285-0618 11AZtPSK- • lrJco 3 : W . Gt1 i ono SID ��..��-- < C.r7t� 4 _J v �3�." c�% .�5 --,i?. : ��_t_?s:: S 1 Lay C'A') 3(3 • � � t t ,3w,,,,;..71/e5,,......45...4 c -Lv m _ . .._. ..'a(-',., , • • 1S� , a ° qq i • 145 " �L� lr uY t . .,.• �.£ i'•ms a°•�.. 3o 5.` f 1 F # S t � � f , x � „:,23 : ori t Gam L 1_ t 4 }�j��t�r�t/t 7 s 4 t n - , F A _ i . 2 , 3. Z • t f j b` jf +tom_ ZOO .. 3 .>. - �, : _ q 1k 1 .554: Structural Engineers r 1 180 Nickerson St. Suite 302 C T `. :G :1ENNEERING• Seattle,WA INC. • t 98109 �� 1,', -> yj + i'!10 0 C Date: �'f Q (206)285-4512 • Project: �il'l FAX: Client: 2072 - n QGDPW S j A Page Number: (206)285.0618 H. PINI' °- --� 0 - C • lr.--,02)L-.... i I. 1 � I , 1 i L + 1 _ . s -i i 1- I — J__ 1 - : t i—_L 1 4"^ "— --,--t (..,. ._i. — — — 'i — r _ _ .I S. 1 v4---1—_I .—.i -' i t S — ;40 1 fJ � i , ' 1 I F t 13 2 ; 1 .t irrbi I • _ i Irl t 1 ' . • 1 7.1� 1 — . I "Z'-S' ; 1 1 ; 4 , 1 , i•. _ ___ i • 2..' 5'17 ... i , n• 3 .1 I ) �� x/ y —�. 9 i... '''''.7..-':-- -"-:,--t -- _ — - ; i I. • ny/TI V 'i • , �� ii•ib ---'--- T] ; J 1.. I• ' ,I 1 1 P ! 1 i y..1• . j. i -•.•••-1-..1.---t I t-�-i I 1 1 ..i- 1 i 1. -` 'I I _ ! ,•. J/ o • • - f 4 � t �.�n ` 1_ 2 :-: LL:_ _4.. 1 .s Z 1 ..i L 1 ! i I ��z__ _ j , ��' t ��v��..LLLIII � I I �` I � } i I T - - �!'! P t. ; _ L s_i_ _ ,---i------, 1 t ' + t1,�:T.>, j : /27-- I .- 1 1 , -i--i- --, �7 1 j21 r,_a - - � r � � I ; l��tG t S t '-- 1 'i i 1 1'- I : i • . '..-s t t.:, ' .t. , i ' 1 . .---, 11 .. .. ''''`'—i-'----4.--- 'b"t �1.li+{ • �9 q!)s •� 1 1 T 1 S !_i .� 1�`. -•'...i. ,_}Y'ILILL!. �-' I 1_'•�r I__.. � t i IA 0• i ,5,4./"../,4,1,1 � ' is '.. • • • . i _ s -! I y_ ! 1 is I 111, Structural Engineers S4PV1)S 4-1 3.6,4-,3 • Design Maps Summary Report Pagelofl 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 VII/III ..: g8.1'.!;.11 .�7y^'.,n".�a-.,..+.7'.' G 31,B aver` n .i^ ,g,h, £ ..�,. S der rF�`Tr. .Pv' 'r'3 �s 'i' ..w..,. " rat "' � ! :7 ;"� *,� ,: ..G.: 3 �, -, „ ,,,:;:,;:j.. .:-;t'.:,,,' ---n :wr • �r '""[ yr & 3# . .,--,.----F.,,, ,..7.!„7:.--, F rmrTlgd6 ,, sl s :''S`, v s ,--,77-1,-.:7,-:,7,,,,,s,,,,,,,,,,,,,,,,,,,,,-;,1 `i _" r ,.'',,,-.1-'.----,,---:- '` r it" .,. --}d.. '`- .4yt Sch°tts �`` f .. "' :- 4. i OKing City .i�Q taRi> r " ' i >':�; zc ' M E R 1 C A ,;- T' I tl '3 :': ' ..---< .'";.-t-,..;,--,f,,,kir:71/ yr•-‘,?--:, ,,...--,-....,-'97-'''d .'', , �. eft q 4" 57:61,1P. e data # ; 92b1 ; <., ram�i �� ,`�x.. �m M USGS-Provided Output �'� ._ Quest Ss = 0.972 g S.. = 1.0808 S°S = 0.7208 S: = 0.423 g SM3 = 0.667 g S°1 = 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 1.10 0.22 0.00 0.50 0.ss a,a2 0.77 0.64 0.66 0.s6 H 0.55 , Si 0.48 0.44 N 0.40 r 0,22 0.22 0.22 0.24 O.ii 0.16 0.00 0.08 0.00 0.20 0.40 0.60 0.20 1.00 1.20 1.10 1.50 1.$0 2.00 0>0Q 0.00 0.20 0.40 0.60 0.20 1.00 1.20 1.40 1.50 1.80 ZOO Period.T{sec) Pereod,T{sit) Although this information is a product of the U.S.Geological Survey,we provide no warranty,expressed or implied,as to the accuracy of the data contained therein.This tool is not a substitute for technical subject matter knowledge. http://ehp2-earthquake.wr.usgs.gov/designmaps/us/summary.php?template=minimal&latit... 9/14/2015 2012 IBC SEISMIC OVERVIEW SHEET TITLE: 2012 IBC SEISMIC OVERVIEW CT PROJECT#: CT#14253 Plan 2613 ' Step# 2012 IBC ASCE 7-10 Table 1604.5 Table 1.5-1 1, RISK CATEGORY TYPE T II ;' 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 S = 1 10 Figure 1613.3.1(1) Figure 22-1 4. 0.2 Sec.Spectral Response s � 5. 1.0 Sec.Spectral Response Si Figure 1613.3.1(2) Figure 22-2 0.50N Latitude=Varies W Longitude Varies http//earthquake usos qov/research/hazmaps/ htt•://seohazards.us•s.•ov/desi•nma•s/us/a••lication.•h• Fa= 1.06 Figure 1613.3.3(1) Table 11.4-1 6. Site Coefficient(short period) Figure 1613.3.3(2) Table 11.4-2 7. Site Coefficient(1.0 second) Fv 1.50 EQ 16-37 EQ 11.4-1 SM5=Fa*Ss SMs= 1.17 EQ 11.4-2 EQ 16-38 Fv* SMt= 0.75 EQ 16-39 EQ 11.4-3 SDs=2!3*SMs SDs= 0.78 EQ 16-40 EQ 11.4-4 Sol=2/3*SM1 Spy= 0.50 SDC = D Table 1613.3.5(1) Table 11.6-1 8. Seismic Design Category 0.2s s 9. Table 16133.5(2) Table 11.6-2 Seismic Design Category 1.0s SDC1= D . Max. 10. Seismic Design Category SDC= Max.DI N/A Table 12.2-1 11. Wood structural panels -�� R=fi5 N/A Table 12.2-1 12. Response Modification Coef. N/A Table 12.2-1 13. Overstrength Factor no=:3:0 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 - IVo N/A Table 12.3-2 . - Table 12.6-1 17. Permitted Procedure Equiv.Lateral;Force - 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) SD,= 0.50 x = 0.75 ASCE 7-05(Table 12.8-2) R= 6.5 C1= 0.020 ASCE 7-05(fable 12.8-2) IE= 1.0 T= 0.175 ASCE 7-05(EQ 12.8-7) Si= 0.50 k= 1ASCE 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=SDI/(T*(R/IE)) (for T<TL) 0,440 W ASCE 7-05(EQ 12.8-3)(MAX.) Cs=(Sol*11)/(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 Sl)/(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, */,k wX *hxk DESIGN SUM LEVEL Height (ft) h, (ft) (sqft) (ksf) (kips) (kips) Ew *h k �• r Vi DESIGN Vi Roof - '18.00' 18.00 1280 0.022 28.16 506.9 0.58 3.21 3.21 2nd 8.00 10:00 10.00 1310 0.028' 36.68 366.8 0.42 2.33 5.54 1st(base) 10.00 :0:00 SUM= 64.8 873.7 1.00 5.54 E=V= 7.75(LRFD) E/1.4= 5.54(ASD) DIAPHRAGM FORCES PER ASCE 7-10 SECTION 12.10.1.1 (EQ 12.10-1) Design Fp, = DIAPHR. F, E Fi w, E w, Fpx= EF, "w,,,, 0.4'Sos*1E*wp 0.2*SDs'IE*Wp LEVEL (kips) (kips) (kips) (kips) (kips) Ewe Fp, Max. FFx 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 ASCE 7-10 F-B S-S 2012 IBC 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 56.0 ft. Fl 26.5-1A thru C V ult. Wind Speed 3SaaGuet= 120 ;i 120;mph Figure 1609 g• X93 `"`93'mph (EQ 16-33) V asd. Wind Speed 3s.Go�rf. ��"�� -) Exposure B B iw :1.0. 1.0N/A N/A Roof Type= Gable'; Gable Ps3o A 28.6 `" 28.6 psf Figure 28.6-1 4.6 " 4.6 psf Figure 28.6-1 Ps3o B= Ps3o c= 20.7 I 20.7 psf Figure 28.6-1 P330 D= 4.7 4.7 psf Figure 28.6-1 Figure 28.6-1 A=, 1.00 1.00 Krt= 41.00 1.00 Section 26.8 windward/lee= " 1.0 0s(Single Family Home) X•Ke*I : 11 Ps=X•Kzt•I•pas= (Eq.28.6-1) 28.60 28.60 psf (LRFD) (Eq.28.6-1) Ps A= Pse= 4.60 4.60 psf (LRFD) (Eq.28.6-1) Psc= 20.70 20.70 psf (LRFD) (Eq.28.6-1) Ps= 4.70 4.70 psf (LRFD) (Eq.28.6-1) PS A endC average= 24.7 24.7 psf (LRFD) PS B 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 0 'B9 16 psf min. 16 psf min. wind(LRFD)wind(LRFD) width factor 2nd-> `; 1.00 AA As Ac Ao AA As Ac AD per 28.4.4 per 28.4.4 WIND SUM WIND V(UM LEVEL StoryeigElevation Height VI(N-S) V(N-S) ( -W) LEVEL Height (ft) hi(ft) h(ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) 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 0 398 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(n-s)= 9.68 V(e-w)= 18.70 klps(LRFD) klps(LRFD) kips kips Page 1 ASCE 7-10 Part 1 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM USING LOADS FROM ASCE 7-10 CHAPTER 26,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(EW) Min/Part 2(Max.) Min/Method 1(Max.) DIAPHR. Story Elevation Height DESIGN SUM DESIGN SUM Wind(N-S)(LRFSUM D) WDE DESIGN (LRFD) 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-VV) Roof - 18.00 18.00 0.00 0.00 0.00 0.00 6.66 2nd 8.00 10.00 10.00 0.60 12.84 10.84 0.00_ 0.00 0.00 0.00 3.74 10.40 8.06 1st(base) 10.00 0.00 0.00 20.91 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(NS)(LRFD) Wind(E-W)(LRFD) Wind(NS)(ASD) Wind(EW)(ASD) DIAPHR. Story Elevation Height DESIGN SUM DESIGN SUM DESIGN SUM DESIGN SUM LEVEL Height (ft) hi(ft) Vi(N-S) V(NS) Vi(E-W) V(E-W) Vi(NS) 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 2nd 10 0 09.951 1st(base) 0 0 0 3.74 10.40 8.06 20.91 2.90 8.06 6.25 16.19 V(n-s)= 10.40 V(e-w)= 20.91 V(n-s)= 8.06 V(e-w)= 16.19 kips(LRFD) kips(LRFD) ki.s(ASD) kips(ASD ) Part 1 Base Shear _ Part 2 Base Shear 0.0 0 0I ratio ratio Page 1 SHEET TITLE: SDPWS SHEARWALL VALUES PER TABLE 4.3A CT PROJECT#: CT#14253: Plan 2613 SHEATHING THICKNESS tsheaming= 7/16 NAIL SIZE nail size= 0.131"dia.X 2.5"long STUD SPECIES SPECIES= H-F.'`or SPF' SPECIFIC GRAVITY S.G. 0.43 ANCOR BOLT DIAMETER Anc. Bolt dia.= 0.625 ASD F.O.S.= 2.0 SHEARWALL TYPE Table 4.3A Seismic Table 4.3A Wind 7/16"w/8d common V seismic V s allowable V wind V w allowable (15/32"values per (SDPWS-2008) (dividey 2r0 .G. (SDPWS-2008) modify(divide bpery 0 S. G. footnote 2) (for ASD) S) (for ASD) 0 1 0 1 P6TN .150 150 150 150 P6520 242 730' 339 P4X760' 353 1065, 495 P3 °;,'980 456 1370', 637 P2 ,; 1280 595 .1790: 832 2P4 , • 1520' 707 2130 990 2P3 -: 1960 911 ' 2740 1274 2P2 ' 2560 1190 3580 1665 N.G. 10000 4650 10000 4650 GYPSUM THICKNESS tsheaming= 1/2 NAIL SIZE nail size= 1.1/4 along 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+0.7 p Qe 0.6D+W per SDPWS-2008 pt= 1.00 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall Logy ex. C 0 w dl V level V abv.V level V abv. 2w/h v i Type Type v i OTM R U U (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (ply oTM net sum OTM RorM Unet Usum U. HD (plf) (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".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 - -Ext. left 3** 0` 0.0 0.0 1.00r 0.00; 0.00 0.00 0.00 0.00 1.00 0.00 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 E- -xt. 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. '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 - 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 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"> 0.0 `. 0 0 1.00 0.001 0.00 0.00 0.00 0.00 1.00 0.00 0--- _ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. 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-- w 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-- w 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 0.001 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 00 1.00; •' 0.00 0.00 0.00 0,00 0.00 1.00 0.00 0_- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 - 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-_ _-_.- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 .r 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 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 EVnd 5.16 EV Ea 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-„i 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 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. LwallL C o w dl V level V abv.V level V abv. 2w/h v i Type Type v i OTM ROTM Liner Usum OTM ROTM Line( Daum 1.1.„, HD (ft) (ft) (sqft) (ft) (ft) (klt) (kip) (kip) (kip) (kip) p (pif) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext. left 1* 370 18.0 18.0 0.65' 0.15 0.81 1.45 0.65 0.90 1.00 1.00 133 P6TN P6 1933 10 00 10 03 0.002.03 .11 -0.66 0.66 20.37 0.37 14.58 0.00 0.00 0.00 0.33 -0.50 1.74 pert Ext. . left 2 I 0 .° 0 0 '0.0 1.00- 0.00; 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 0.0 1.00; 0.00: 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. left3**' 0 ` 0.0 0.0 ',1.00. 0.00; 0.00 0.00 0.00 0.00 1.00 0.00 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-- 5.88 -0.35 -0.52 0.52 Ext. left4 290 ";23.0 = 23.0 1.00' 0:15j 0.64 1.13 0.51 0.70 1.00 1.00 53 P6TN P6TN 77 10.92 19.60 0.00 0.00 9.64 -0.39 -0.64 15.88 23.80 0.00 0.00 -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."r 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 --9.0 1.00; 0.00; 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 : 0.0 '1.00',.6.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -3.37 1.22 Ext. rightl** 660 :56.0 53.0 .0.91 0.15: 1.45 2.58 1.16 1.61 1.00 1.00 57 P6TN P6TN 84 24.92#0 0 1.50 0.00.52 -2.97 36.25 #0 0 0.00 0.00 0.00 perf 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., '0.001 0.00 0.00 0.00 0.00 1.00 0.00 0-- --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 'Ext. nght4 0 0.0 . 0.0 1.00 '0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -_ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 v,0.0 ''0.0 „ 1.00• "0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -_ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00. 0.00 0.00 Ext. rights'; 0 0.0 ,; SHEET TITLE: LATERALE-W(side to side-left/right) CT PROJECT#: CT#14189:Plan7A i•.mm..••.i•iim.m.• •mi•mmm•••mm•..mm• 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 Min.Lwall= 2,29 ft. Sum Seismic V I= 3.08 kips Sum Wind E-W V I= 7.71 kips (0.6-0.14Sds)D+0.7 p Oe 0.6D+W per SDPWS-2008 pt= 1.00 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.30 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LDL eft C 0 w dl V level V abv. V level V abv. 2w/h v i Type Type v i OTM R U (sqft) (ft) (ft) (WO (kip) (kip) (kip) (kip) p OTM net Usum OTM ROTM 11net Usum Usum HD (p10 (pif) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Front MSTR* 406 5.0 17.0 1.00 0.15 2.44 0.00 0.98 0.00 1.00 1.00 254 P4 P4 - 0 0.0, 0.0 1.00" 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0__ 489 10.150 3.210 0.00 0.00 19.55 3.83 3.63 3.63 3.63 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 0- : 0.0 '0.0 1.00 .'0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-_ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 313- - 5.85 01.001 01.001 01.001 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 In- -t KIT 0` "0.0 0.0 . 1.00 0.00. 0.00 0.00 0.00 0.00 1.00 0.00 0__ _ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 , 1.00 '0.00! 0.00 0.00 0.00 0.00 1.00 0.00 0__ _ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 ,'0.0,""1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0---- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Gar Rear , 0' 0.0:. 0.0 1.00 .:0.00 0.00 0.00 0.00 0,00 1.00 0.00 0__ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Gar Rear 0, 0.0 0.0 1.00 0.001 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 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 0 0.00 5.1100 1.29 1.00 30.82 0..20 0.00 6.10 0.00 0.00 0.00 424 16.00 0. - - 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 0.0000 2.94 2.94 2.94 Gar Alley 0 '0.0 0.0 1.00 " 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 w -_ 0 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 G- -ar ABWP 0 0.0 0.0 '1.00. 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0__ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 . 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0._ _ 0 0.00 0.00 0.00 0,00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 ..0.0 "1.00, '0.00: 0,00 0.00 0.00 0.00 1.00 0.00 0- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 `,0 0 "1.00", 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0__ _ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00' 0,00 0.00 0.00 0.00 1.00 0.00 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% 0.001 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 0.0 _._ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - -- - '" "' 0.0 '1.00' .0.00! 0.00 0.00 0.00 0.00 1.00 0.00 0-_ _ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00' 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-_ _ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00! 0.00: 0.00 0.00 0.00 0.00 1.00 0.00 0-_ _ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1280 18.6 18.6=Leff. 7.71 0.00 3.08 0.00 -' 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Notes: EVWind 7.71 EVEQ 3.08 denotes with shear transfer ** denotes perferated shear wall MB denotes ISB Shear Panel NOTE: 4' GARAGE WALL DESIGNED AS A STANDARD SHEAR WALL BUT CONSTRUCTED AS PART OF DOUBLE PORTAL FRAME GARAGE SHEET TITLE: LATERAL E-W(side to side-left/right) CT PROJECT#: CT#14189:Plan7A Diaph.Level: 2nd Seismic V i= 2.23 •s Design Wind E-W V I= 4.84 kips Panel aspectp9_,ft• , Sum Wind E-W V I= 12.54 kips Max. = 3.5 SDPWS Table 4.3.4 Sum Seismic V i= 5.3 Ips Min.Lwall= 2.57 ft. (0.6-0.14Sds)D+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. Cow dl V level V abv.V evel V abv. 2w/h v i Type Type yr OTM RoTM Unet Usum OTM RorM Unet Usum Usum HD Wall ID T.A. Lwall LDLefl. (pit) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) (soft) (ft) (ft) (kit) (kip) (kip) (kip) (kip) p (Pl 0 0 0.00 0.001 0.00 4.12 0.00 0.001 0.00 0.00 0.00 Front "'LIV'�' 306. : 8.0 a .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 6.12 4.22 7.85 7.85 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 2.44 2.44 Front 0 '"0.0," 0 0 1.00" 0.00 00 0.# 0.00 0.00 0.00 1.00 0.00 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 s.00 0.00 0.00 0.00 1.00 0.00 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 1 0. 0 0 0.0 1.00 0.0#,. 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0, 0 0 „0.0,.1.,00,.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 5.00 0.00 0.00 0.00 0.00 1.00 0.00 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-- 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 16.0 "1`.'' 6.15 2.42 2.49 011 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 0.00 17.16 -6.06 -4.76 0.00 20.48 -7.23 -4.29 -4.29 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 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 0.000 00.00 1.00 0.89 0 P- � ; 6- •. 0.89 331 P4 P3 631 10.59 1.21 2.81 2.81 22.73 1.44 6.39 6.39 6.39 k . .i' I' s -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 �, 0 0 0 ;1.0' s 00: 0.00 0.'0 0.00 1.00 1.10 0.00 0-- • + 0.0' '00 1 s0 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> 1.00 015; 0.43 0.83 020 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 + ' '-'6.6'-- ' +0 =1.11 1..01 1.00 0.'0 -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0' 0.0 0.0 1;00 0 00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 `1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0; 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 s 0.0 0.0 1.00: 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 - 0.0 ., 0.0 1.00 ,•0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 '0.00 0.00 0.00 0.00 0.00 0: 0.0 0.0 1.00 0.00` 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0. :'. 0.0 ..1 00 ;0.00: 0.00 0.00 0.00 0.00 1.00 0.00 0--- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0" 1.00 ' 0.00, 0.00 0.00 0.00 0.00 1.00 0.00 0-- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0; 0.0 0.0 1.00 0.00; 0.00 0.00 0.00 0.00 1.00 0.00 0--- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 ,0.0 0 0 •1.00 0.00` 0.00 0.00 0.00 0.00 1.00 0.00 0'-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00` 0.00 0.00 0.00 0.00 1.00 0.00 0 '- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 •0.00; 0.00 0.00 0.00 0.00 1.00 0.00 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-- - 1320 29.0 29.0=L eff. 4.84 7.98 2.23 5.263.04 EVwind 12.81 EVEo 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 Lehi'(MSTR and BR4) Roof Level _.. wdl= 150 p1! V eq ' 900.0 pounds V1 eq= 495.0 pounds V w= 1450.0 pounds V1 w= 797.5 pounds V3 w= 53.8 pounds V5 w= 247.5 ---► V3w= 253.8pounds -P• v hdr eq= 32 7 p1! --I•• pounds V5 w= 398.8 pounds H1 head=4, v hdr= ---► 1 52.7 p1! Fdragl eq=45.0 Fdrag2 eq= 14.3 Fdrag5 eq=28.6 Fdra 6 HS head= Fdragl w= 9 eq=45.0 1 sk H1 pier= vl eq= 45.0 pl! • 23.1 Fdrag5w= ••.1 Fd'ag•w= 72.5 4.0 v1 w= 72.5 p# v 3 w= 72.5. v5 eq= 45.0 HS .0 feet v3 w= v5 w= H total= 2w/h= 72.1 4.0;':; feet 1 8.0 Fdrag3= • 14.3 /h 1 2w/h= 1 feet i ragl w= 72.5 Fdragf w=23.1 Fdrag7eq= :.6 Fdra 8e• P6TN E.Q. 9 45.0 V P6TN WIND vsill = Fdrag7w=46.1 Fdrag8w=72.5 A H7 sill= eq 32.7 p1! (0.6-0.14Sds)D 0.6D V sill w= 52.7 pi! 3.0 ;; EQ Wind feet H5 etl= OTM feet 7200.0 11600,0 3.0."-' R OTM 25073 30628 UPLIFT -722 -769 Up above 0 0 V Up Sum -722 -769 H/L Ratios: Htotal/L= 0.29 11= 11.0 L2= 2.5 L3= Hpier/L1= 0.36 r 3.5 L4= 5.0 L5= 1 5.5 < Hpier/L3= 1,14 Hpier/L5= 0.73 L total= 27.5 feet 0:90 L reduction JOB#::CT#14253:Plan 2613 SHEARWALL WITH FORCE TRANSFER ID: Front UpperMSTR` 150 plf Roof Level w d1= " 510.0 pounds V eq: 1020.0. pounds V1 eq= V3 eq= .510.0 poundsV3 w= 1580.0 pounds V w 3160.0', pounds V1 w= 1580.0 pounds 61.8 Of v hdr eq= •H head= Iv hdr w= 191.5 plf 1.083 Fdragf eq= 355 F2 eq= 355 ♦ Fdragf w= .01 F2 -1101 E.Q. w H pier= v1 eq= 204.0 plf v3 eq= 204.0 pi/ P6 v3 w= 632.0 plf P3 WIND !$.0 v1 w= 632.0 plf feet 1 2w//t= 1 H total= 2w/hF4 e.- 355 8.083 Fdrag3 eq= •feet • Fdrag3 w=1101 F4 w=1101 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 61.8 plf P6TN ,'120 EQ Wind vsill w= 191.5 plf P6 feet OTM 8245 25542 R OTM 10029 12251 UPLIFT -113 839 v Up above 0 0 UP sum -113 839 HIL Ratios: L2 , .11.5 L3= „:2:5 L1 2.5 Htotal/L= 0.49 4 ► Hpier/L1= 2.00 L total= 16.5 feet HpierlL3= 2.00 .............. JOB#: CT#14253:Plan 2613 SHEARWALL WITH FORCE TRANSFER ID: Front Lower LIV Floor Level w dl 150 plf V eq,:.1130.0 pounds V w ; l 3270.0! pounds V3 eq= 1075.0 pounds Sum V eq 2150.0 pounds V1 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= _4' v hdr w= 378.2 plf 1.083 Fdragf eq= 727 F2 eq= 727 A Fdragi w= . -2175 E.Q. 390.9 plf v3 eq= 390.9 plf P3 H pier= v1 eq= v3 w= 1169.1 plf 2P3 WIND 5.0 of w= 1169.1 plf feet 1 2w/h= 1 H total= 2w/h= F4 e - 727 9.083 v Fdrag3 eq= 7 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 UPLIFT 544 2780 Up above -113 839 UP sum 431 3619 ......_...._..._... H/L Ratios: L1= 2.8 l2= 11.5 L3=, 2.8 '= Htotal/L= 0.53 Hpier/L1= 1.82 L total= 17.0 feet HpierlL3= 1.82 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 V w= 1820.0; pounds V1 w= 910.0 pounds V3 w= 910.0 pounds 0.0 pounds -_ _____.0. V3 w= 91 H head= v hdr eq= 62.1 p/f --- 1.083 v hdr w= 191.6 plf Fdragl eq= 155 F2 e4= 155 Fdragl w= , 9 F2 479 H pier= v1 eq= 131.1 p/f v3 e4= 131.1 plf P6TN E.Q. 3.5 v1 w= 404.4 p/f feet v3 w= 404.4 plf P4 WIND H total= 2w/h= 8.083 1 2w/h= 1 Fdrag3 eq= . . 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 3.5 EQ Wind v sill w= 191.6 p/f P6TN N 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 O. , I.Hpier/L1= 1.56 Hpier/L3= 1.56 L total= 9.5 feet 1. JOB#:CT#14253:Plan 2613 Roof Level ID:Rear Upper BR23' r w dl= ' 160 p1f = 4970.0 V3 eq= 760.5 pounds V5 eq= 424.8 pounds V w V 1610.0' pounds V7 w= 424.8 pounds V3 w= 2347.5 pounds V5 w= 1311.2 pounds , pounds V1 w= 1311.2 pounds 73.2 pit _ vhdreq=� 1115 head= •H1 head=;4, v hdr= 225.9 p1I e. 1 Fdragl eq=96.5 Fdrag2 eq= 172.8 FdragS eq= 172.8 Fdrag6 eq=96.5 1 Asit Fdragl w= •:.0 Fdragl 533.4 Fdrag5w= 3.4 Fdra••w=298.0 134.1 H5 pier= v3 eq= 134.1 Of v5 eq= v1 eq= 414.1 pll v5 w= 414.0 4.0 H1 pier= V3 w= 414.0 Of v1 w= 414.0 pB ...._.. feet 2w/h= 1 2w/h= 1 H total= 2wlh= 1 8.0Fdrag3= ". Fd2• - 172.8 y fee Fdragl w=297.9524 Fdragl w= 533.4 Fdrag7eq= 2.8 Fdrag8e• 96.5 A feet AFdrag7w=533.4 Fdrag8w=298.0 P4TN E.Q. P4 WIND vsill eq= 73.2 plf H5 sill= Hl sill= (0.6-0.14Sds)D 0.6D V sill w= 225.9pIf .30=,'.. 3.0 EQ Wind feet feet OTM 12880.0 39760.0 R OTM 18074 22078 Vy y UPLIFT -248 846 Up above 0 0 Up Sum -248 846 H/LRados: Lt 32 L2= 5.0 L3= „.5.7 L4 , ,; 510 L5= 3.2 HtotaUl= 0.36 4 ► 4 1.4 0-4 > HpiedLl= 1.26 < L total= 22.0 feet HpierlL3= 0.71 0.95,;L reduction Hpier/L5= 1.26 f . it i nivC it A PA ec. l t „. . TT-100F APRIL 2014 A Portal Frame with Hold Downsfor Engineered 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. 0 2014 APA-7hc Engineered WoodAssocialion PORTAL FRAME DESIGN (MIN WIDTH =2j2 : 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 Allowable Design(ASD)Values per Frame Segment Minimum Width Maximu • eight (in.) ) Shearon(lbf) Deflection(in.) Load Factor 850 (1190 WIND) 0.33 3.09 8 16 10 625 (875 WIND) 0.44 2.97 8 1,675 (2345 WIND) 0.38 2.88 3.42 24 iu�� 0.51 ~ 41141 ��""' 1'-10 1/2" 8 1520EQ(2128WIND) 1'-10 1/2" 101031 EQ(1444 WIND) (a b,c, Foundation for Wind or Seismic Loading the above shear design value (a) Design c tic values are based m the user (1—Douglas-fir.5or Southern pine framing. specific gravity of the actual framing.ecies of This iadjustment shall not be greater than the specific gravity adjustment factor=(1—(0.5—SG)), 1.0. (b) For construction as shown in Figure 1. (c) dVales are for a single portal-frame segment(one vertical leg and a esign values are permitted to be multiplied by the number of frame segments(e.g.,t oortion of the e=)2x,three.For lgy=3x, ear etc.jframe segments,the allowable shear (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----- Header to jock-stud strop (one braced woll panels) per wind design min 100016f 2'to 18'rough width of opening on both sides of opening for single or double portal opposite side of sheathing Pony ,^■I I. wall height - Fasten top plate to header g q/ with two rows of 1 bd ' ittit sinker nails at 3"o.c.typ M. r r • Min.3/8"wood structural r, Fasten sheathing to header with 8d common or panel sheathing 12' galvanized box nails at 3'grid pattern as shown max total4; L.. Header to jack-stud strop per wind design. wall } Fr Min 1000 lbf on both sides of opening opposite If needed,panel splice edges height side of sheathing. shall occur over and be nailed to common blocking ti Min.double 2x4 framing covered with min 3/8" within middle 24"of portal 10' thick wood structural panel sheathing with height.One row ofo 3p o a maxc. rr 8d common or galvanized box nails at 3°o.c. nailing is required i 3each height , in all framing(studs,blocking,and sills)typ. panel edge. Typical portal frame Min length of panel per table 1 construction=� Min(2)3500 lb strap-type hold-downs Min double 2x4 post(king (embedded into concrete and nailed into framing) and jack stud).Number of 1111 jack studs per IRC tables Min reinforcing of foundation,one#4 bar R502.5(1)&(2). i top and bottom of footing.Lap bars 15 mm t, t 'k g' tr'"' r j .�a .t;;<`,a.�,.3 A.•e r(d3.,`.�v"F Yfi-.z�.�� >°1�v...,w "^i... ,._ F. ,sLRsAanciaz Min Ib hold-down Min footing size under opening is 12"x 12'.A turned-down device 1000 b hod- slab shall be permitted at door openings• 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 O 2014 APA—The Engineered Wood Association References APA, 2004, Confirmation of Seismic Design Coefficients for the.APA.Portal Frame, APA Report T2004-59, APA—The Engineered Wood Association,Tacoma,WA. APA,2012,Effect of Hold-Down Capacity on IRC Bracing Method PFH and IBC Alternate Method,APA Report T2012L-24, APA—The Engineered Wood Association,Tacoma,WA. ASCE,2010,Minimum Design Load for Buildings and Other Structures.ASCE 7,American Society of Civil Engineers. Reston,VA. ASTM E2126-11,Standard Test Methods for Cyclic(Reversed)Load Test for Shear Resistance of Vertical Elements of the Lateral Force Resisting Systems for Buildings,ASTM International.West Conshohocken,PA. SEAOSC, 1997,Standard Method of Cyclic(Reversed) Test for Shear Resistance of Framed Walls for Buildings,Structural Engineers Association of Southern California.Whittier,CA. We have field representatives in many major U.S.cities and in Canada who can help answer questions involving APA trademarked products.For additional assistance in specifying engineered wood products,contact us: �/N/w ajitlwoodorg APA HEADQUARTERS:7011 So.19th St.•Tacoma,Washington 98466•(253)565-6600•Fax:(253)565-7265 APA - APA PRODUCT SUPPORT HELP DESK:(253)620-7400•E-mail:help@apawood.org Form No.TT-100F Revised April 2014 DISCLAIMER:The information contained herein is based On APA—The Engineered Wood Association's continuing programs of laboratory testing,product research,and comprehensive field experience.Neither APA nor its members make any warranty,expressed or implied,or assume any legal liability or responsibility for the use,application 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 A PA requirements.Because APA has no control over quality of workmanship or the conditions under which engineered wood products are used,it cannot accept responsibility of product performance or designs as actually constructed. 3 ©2014 APA_The En ineutd Wood Association 180 Nickerson ke rson S t. CT ENGINEERING suite 302 Project: 136 e 174S cb1446/- T416- Date: ani .. ' /9-- s9u81l9 , fotTri WA (206)285-4512 2 FAX: ll' (k/ 2,514M,3,2 ( �5� 2Q5',6,..5,-/)) Page Number: (206)285-0618 Client: ,�1Gv i i a k osf,_ b On=Ast)(c{-q/Z) A1F ® a AE "41 6\ 5(' 5tl : _____43;LA___thk:__ : :. 12-1( k r/.1( Lt3 eg)t 6 Pt2�-w�9 _K � Psi 4 ?0-7-Tm44 X3.07_ .`�(- ) r� 1 �. 01....._ . LIG f6/3)L1&) .. zotitbQ i • * h , (1V,2)1/06.e .- ,q) 44- 01,._ o. 8e utu, 1Z XkZ to/d1-4-7-i-13 4'i 44x tt; vis • 3-7� bt/ -r My) rw .ate g,YI -T --- _... Structural Engineers WOOD FRAME CONSTRUCTION MANUAL 63 t. Table 2.2A Upllft Connection Loads from Wind • • . (For Roof-to-Wall,Wall-to-Wall,and Wall-to-Foundation) 700-yr.Wind Speed 3-second gust(mph) 110 115 120 130 140 150 160 170 180 195 Roof/Ceiling Assembly Roof Span ft1,2,3,4,5,6,7 Design Dead Load p ( ) I Unit Connection Loads(plf) 12. 118 128 140 164 190 219 249 281 315 369 M 24 195 213 232 '272 315 362 412 465 521 612 fy O psf6 36 272 298 324 380 441 506 576 650 729 856 Z 48 350 383 417 489 567 651 741 836 938 1100 M 60 428 468 509 598 693 796 906 1022 1146 1345 irl 12 70 80 92 116 142 171 201. 233 267 321 24 111 129 148 188 231. 278 328 381 437 528 M 10 psf 36 152 178 204 260 321 386 456 530 609 736 0 48 194 227 261 333 411 495 585 680 782 944 Z 60 236 276 317 406 501 604 714 830 954 1153 12• 46 56 68 . 92 118 147 177 209 243 297 24 69 • 87 106 146 189 236 286 339 395 486 15 psf 36 92. 118 144 200 261 326 396 470 549 676 48 116 149 183 255 333 417 507 602 704 866 60 140 180 221 310 405 508 618 734 858 1057. 12 22 32 44 68 94 123 153 185 219 273 24 27 45 64 104 147 194 244 297 353 444 20 psf 36 32 58 84 140 201 266 336 410 489 616 • • 414. 4838 71 105 177 255 339 429 524 626 788 6044 84 125 214 309 412 522 638 762 961 12 - 820 44 70 99 129 161 195 249•2436 - 322 62 105 152 202 255 311 402 25 psf - - 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. 2Tabulated 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, multiply the tabulated unit uplift load by the multiplier from the table below corresponding to the spacing of the . connectors: Connection Spacing(in.) 12 16 192 24 48 Multiplier + 1.00 + 1.33 I 1.60 I 2.00 ' 4.00 �!• 4 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-waiior .i. wail-to-foundation connections,tabulated uplift values shall be permitted to be reduced by 73 plf(0.60 x 121 plf) '�a' for each full wall above. (m. 6When calculating uplift loads for ends of headers/girders,multiply the tabulated unit uplift load by 1/2 of the ' header/girder span(ft.). Cripple studs need only be attached per typical uplift requirements. 3D •'5 ' - For jack rafter uplift connections,use a roof span equal to twice the Jack rafter length.The jack rafter length y1`Jy�. includes the overhang length and the Jack span. {res• Tabulated uplift loads for 0 psf design dead load are included for Interpolation or use with actual roof dead loads. t�!'•rk�`i:nlie .1!r�f ia. AMERICAN WOOD COUNCIL 180 Nickerson St. CT ENGINEERING Suite 302 Seattle,WA Project: TYP / J 5 l /, INC. '1 vDate: 98109 (206)285-4512 PAX: Client: Page Number: (206)285-06I8 i i • . _ t . \.)ki)!O• 1:0CP‘ .J; tit:pM-, ' 717»05 I)). .1;04-it:_. '. -IA, 5,-. • . it.P % : • D • E •eQ � A 4t -rb c'2;2 - - ( ULT 6 I 3Q1 • { • • • 'I v5 • .)•;-. 1-..- � :. .. .' 1 6- . ..:4 ..l. : . ' 1 . • • ' . ' : .. • ' • 1 ' - tit : EWA ? g. l' : : '...:'...L.!..H. .... .1 6-13'...94-: ••. C!0...c...... (O. ;-4(i•P.4) :. 1.•*7-7-t.. i •:•.:•.• ••)6••P•H .4-• :••:• :. • •.. 14-•. -•:717-11:11H * • • . -.11---.1.r.;•:1 :. ALT' j:v N1 ) 6.� ... :... .. ..... . ..: • •• s• • ... .• •: • ••• 4-71 -• (A-(0)(7) 0,0)(. 6c4)- ... -.- --7-•-•_ .•: c .:.i *.-.: -Dy._...-...:::7' -::-:....:Lill:::.:.!''''''''''''''''''''''''''''' . . . ... 61 .1 ✓4-9 I a ..( . • . ->6-11.1;- !...-...:.:.• . • • - .14=, (1'6Y (Q4)(•P-.7-569-6 :: .--L-,••4-M 44- • tti4 .. ' !..•:.-H- : . .... .f--0-- v-rig--- -rlPq). . . . . . . . k ‘ (5Y nPri-1) - e34 : • . • ' Structural Engineers I TRUSS TO WALL CONNECTION ;I j VAIit.:; OPUES F TRUSS CONNECTOR TO TRUSS TO TOP PLATES Ill'I 0 1 1 1 1 (6) 0. " X " 1 H25AHI (5 " ` :1,.(,),0 ',HI:: II) 0.131131" X251.5" (5)(4)0.1310.131"XX 22.55" `�':. ...Ilt: _.. - 1 SDWC15600 _ aisr... ....11. 2 H10-2 ...._ 2 (9)0.148"X 1.5` (9) 0.148"X 1.5" •iit%(i /(10 (2)H2.5A (5) 0.131"X 2.5" EA. (5) 0.131"X 2.5" EA. 1070 A)" 2 (2)SDWC15600 3 (3)SDWC15600 -_ -- `gym !.S(I ROOF FRAMING PER PLAN %tit_ 8d AT 6` O.C. 11,1 ` 2X VENTm BUM. ., 0.131" X 3" TOENAIL IIIIIIIgLLii Vlitil1......-...... AT 6` O.C. I 1111.111111111.011 I . -0 1 i H2.5A & SIMI5600 STY'F Ii 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) • 141 TYP. RAISED HEEL TRUSS TO WALL CONNECTION [ TRUSS TO WALL CONNECTION ..:IPF VALUE S i OF a SS CONNECTOR TO TRUSS TO TOP PLATES UPI IF( rt 1 HI (6) 0.131"X 1.5" 1 H25A (4) 0.131"X 25` -900_L 415 1 SD2.5 (5) 0.131"X 25" (5)0.131" X 2.5" .535 NO 2 H10-2 - 4y.1 115.... 2 (9) 0.148`X 1.5" (9)0.148" X 1.5• 1070 700 (2)H25A (5)0.131"X 2.5" EA. (5)0.131`X 2.5" EA. X0711 270"-- 2 (2)SDWCI5600 . - s" 2.10 ... 3 (3)SDWCI5600 - - ..-.--- - i4„ I RI ADD A35 ®48"O.C. ROOF FRAMING PER PLAN ' FOR.H2.5A AND SDWC STYLE Bd AT 6" O.C. CONNECT10N5 '` amoi� 2X VENTED BLK'G. rte. ,�' ,.i gi H2.5A & SOWC15600 STYI F • II 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) 119 1 TYPICAL TRUSS TO WALL CONNECTION