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Specifications (23) /Lc s f�viUo 47V PFCEiVED 73 5 G Sw/ 1 /f cT ENGINEERING SEP 1' 2016 Structural Engineers 180 Nickerson Street Suite 302 Seattle, WA 98109 INC. r y `"° ?{ t., 206.285.4512 (v) 206 285 0618 (F) B 4:i J.D N' #15238 Structural Calculations River Terrace „c�,GNF'�3 Plan 3413.2 W 60 �� Elevation A REG01A Tigard, OR 22, 9<,Fv� SFS r �� 11/18/2015 Design Criteria: 2012 IBC (ORSC, OSSC) ASCE 7-10 Wind Speed: 120(ULT); 93(ASD); Kzt=1 .0 Seismic: Ss=0.972, S1 =0.423, SDC=D Roof Snow Load = 25 psf Site Class = D, Bearing = 2000 psf Client: Polygon Northwest Company 109 East 13th Street, Suite 200 Vancouver, WA 98660-3229 Ph: 360.695.7700 Fax: 360.693.4442 Architect: Milbrandt Architects 25 Central Way, Suite 210 Kirkland, WA 98033 Ph: 425.454.7130 Fax: 425.646.0945 CT ENGINEERING 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: The proposed project is to be comprised of two-story wood-framed single-family homes. Some plan types have variations for daylight basements to accommodate site conditions. We understand that these homes are to be constructed in multiple locations throughout Tigard, Oregon. Design parameters are as noted below: Roof framing is primarily with pre-manufactured pitched chord wood trusses. Upper floor framing is primarily with pre-manufactured parallel chord wood trusses. First floor framing and floor framing over crawlspace is primarily with pre-manufactured wood joists. The foundations are to be conventional strip and 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. The construction documents and accessory documents have been prepared considering the plan review philosophy and permit submittal guidelines of WABO/SEAW white papers 1-2006 and 4-2009. Feel free to phone with any questions during the review process pertaining to the construction documents and/or any accessory documents. The following computer design software may have been used for various components: Excel Enercalc Forte RISA Tedds Note that various software releases may have been used. Where software references standards prior to current IBC code cycle,various design parameters including load factors, load combinations, allowable design stresses, etc., have been verified be meet or exceed those as referenced by current IBC code. SHEET TITLE: DEAD LOAD SUMMARY ROOF Roofing- 3.5 psf Roofing-future 0.4 psf " w . .B.) 2.2 psf Trusses at 2400d "(Oo.c.S4.0 psf insulation 1.0'psf (1) 5/8"gypsum ceiling 2.8'psf Misc./Mech. 1.5 psf ROOF DEAD LOAD 15.0 PSF FLOOR floor finish 4.0 psf NO gypsum concrete 0.0'psf 3/4"plywood(O.S.B.) 2.7'psf joist at 12" 2.5 psf Insulation 1:05 .0psf (1) 1/2"gypsum ceiling 2.21 psf Misc. 2.6'psf FLOOR DEAD LOAD 15.0 PSF r (2)2x10 H)R 6X10 H HD RB.al RB.a2 0 x ru z D2 122x30"I j I ATTIC I IACCESS! L__J aid J I z_II _ c� rn Iz -11 s I GT GT.al L (2)2X8 HDP (212X8.NBR:.::' '' °. I �J .... I ..r_L_� I ................... . ......... .. RB.-*5 RB.a5 I MIN. DR MIN. HCR I GABLE END TRUSS Plan 3413.2A ROOF FRAMING PLAN 1/4"=1'-0" ENGLISH REVIVAL MST37 0 MST37 /r 1 /- k-N. p MSIR 0 i 0 i f i L2 o J_ ( THISAM SIDE aR2 P6TN THIS SIDE p 4. I-- J C 0 i C_ 1 i V Ll "D L J I L Loft - h‘, ', MST37 MST37 EXTEND f BR1 Q SHEATHING T �® E; =illAK`s- TOP C MST37 MST37 a S-18.2 4.2 y .... (:), STHD14 STHD14 \ S P3 �� 6X12 HDR \ ---: STH11 STHX8 HiSR •, ., $�, arf S�2 2X8 HD:j/ 2X8 HDR 4X12 �i{7R 2 '.M.1 I � B:2-1: ,----- B- -- i Ij 2){1N STIJ S = IF W/ 'IM SJD m 111 J I@- A .IDE ON. N N FI, • _ ABI >°<• >.. Li I. , i .--..:—.,.— 'i z:' ..) 1 _ :c ;,: Lu • r co. / W IF ; _r I FIXTLRE. _ o AEO I 11 _ i • I m fir._:-:i%ri--- ---- _ Iliw_. ,. N Tills®! IDIE PB L` 5YaX11% FB I j B ,RING PBTN THIS BEft'ING LL _ SIDE � _. m®, 1 14 I • 1:1. _ ��' 0: i IA\ - B I; 11 i !MI BEA"IHe N✓ L` Dl B 8,. # / •THD14 JHDI,'# 1 " "i o / I s• ti I L I. ---� F�I.W \../ST/�YWYfi�YEi F, I. z -......... .. _ is l} ..1 _ a I \ m F I; / . I �' I' I / \ ,_.. j � I _ - I1 1 \ 3 I. I• \\ IF ��li / \ F 1� it V x F GT ABO I/ \ a GT FBOVE 7X18 : :EAM iDRF�P ],1 Ao0 12)2X8 HP' IL 13'4x14 RIM \ v' Oac FLOOR _ I TO RIM RIM I { I I LSL�� I hp EXTEND - , I 1 CONT.14X12 nR I « , I CHORD A ®f. �� _■ � -+A1®� LSL 13;K14 RIM_..._. STHD14 m a //k ) ' 18 0 1 B-1� _ ROOF TRUSSES ®' S61 A II ® 24" O.C. STICK FRAME ' 2X8 DR STRUCTURAL FACISA 1 - 311 I 7 -_- a17 4X10 DR__ __ '_I 4X4 POST / 0 ® 4X4 POST N PLATE HEIGHT AT SEE SHEET A9 UPPER LEVEL: 8'-1" FOR WINDOW PLATE HEIGHT AT HEADER HEIGHTS. MAIN LEVEL: 9'-1" MAIN LEVEL SHEARWALLS Plan 3413.2A UPPER LEVEL FLOOR FRAMING 1/4"=1'-0" ENGLISH REVIVAL ,., P . 6X6 0 POST T1P. Z- BB.2 i 1. 1 ------'-'22.,,,.............„ P.r. 6X8 H - d FN-O co o / X PT LEDGER 0 END TRUSS STHD14 0 , 3B.1 �_ STHD14�®.q STHD14 3 , AA r1_ J1_ rT� ..0114(2)2X10 HDR 4X10 HDR 2 2X10 HDR '41111.111111," ' 12 i 2) NG G ,DTB 12 :nR W/ TRIM .TUD I / EACI- SIDN MIN. X Q m U O .T lE OZ ° GT '-a AEOVE Q U_ Ell ▪ ~ O m c) BB 5 6X6 POS B1.6 BB.' _� LSi1_5111% B_ BRG ALL_ BOL A q LS 5Y 11% B Mr 115/ l 1 1 1 I DE1�'�°�J � �� FURN �� "'/ BRG WALL /'// 11 I p6 I i J ` E I i '" P TN THIS © J I SIDE 1 STHD14 P4 CIF STHD14 I LL \3.5" DIA. HOLE PROVIDE ( R BRG BALL 3" CLEAR TO TOP AND I BOTTOMOF BEAM NE PLUMBING WASTETE LINE I x I PLANT SHELF j SYAIR RAISED PLATFORM 4 BRG Au FRAMIr SLAB ON GRADE 2x6 AT 16" O.C. (.214A2 _ SEE FOUNDATION PLAN (A6) !STRINGER 'm~ .,z PI GT ItElk L„,----- Xr ABOVE r , I 1 r - 1 ® I CRAWLSPACE L L r L I J I I 1 J FIXTURE ABOVE �.- I I ' I L —JLJ J 20'-10" ! 4) 4'-11• 1 6'_8 6.-8%* -�4, I I I I _! L J I I ABu66 I r _ -F- I-- rI ri �, ',,.0.--------T__ ___—_+ I 1 1 I I L_J 82 _J L_J ABu44 31/2CONC. SLAB y .)'. I-0'-11• I 56.0 n T.O.S. 34'-0• ! n i 11'-23 5_D. 4'-7Y4 , 13'-2" , t t L I-10'-4. 0_4 I �® N ST q _� T.O.S. STHD74 STN014 +lekfe i -J • c y...444444...44444..�.iiiiii..iiii.�...�iiii..�iiii.�iiiiI a r 2x4 PONY „ STHD14 1 i FIZIThI I-0'-2Vs'I p, WALL i- • I+2'-256.1 1+2'-2 •1--i-• 18•x18"x10"FTG. I JJI o W/(2)#4 EA. WAY --}.8•T . .n (TYP.U.N.O.) 1 3._8Y4 6._3. 6._3. 6'_3• 3'-6Y4 • II ��(( 4x4 POST I TYP BEAM I I Ir Ill ET r "TU.N.O.UET 4X8 HDR rt ��_1 t1 I_T------!-• -.-------F 4-F-'1-_-!T I Ir J L_J L_1-- LJ4—��4L_J LJ 1 p I -n 1 1 • +4-256-I-;-• , 1 I 1 - Iaim e z - _ INSTALL SYSTEM TO ALLOW j- " ® _..3 1 ADEQUATE DRAINAGE BENEATH r (9 --- SLAB ON GRADE CONDITIONS I 1} BASEMENT o 1 E.I- FINISHED FLOOR I+6'-256'I • � i • '1+6'-23'n"I ocd 30"X30"X1D" FTG. "' rn o W/(3) #4 EA. WAY �y 6'-11)4 6'-1Y4- 6-O• 5,r1:1- 1 5-lO% t 6'-2• 1-.1� • ♦ 7 t tI I 3RG WALL II '� '�� •i - r-T -1ABU 6X6 POSTr' W FIG I _' I B-47.7.--,-( 41.42a r+1 " I �4 14X10 HDR i iSF TYP. 1 I� / _. o • 1L_J FURNACE c}8- T'TI�l1 L, 6 O 1 _ J, I N THISO i ! IJ1--_— P6 {{ Jr • SIDE . o . r i-2.-1O) h- 4,-4- IS DIE o } " �STHD14 - 4- •I STHD14; , 1 v!••••iiiii—. • 1 7'-1156 I-. T.D.W. T.O.S. -11 F BRW WALL 2'�IOY2,�l0 4'-4� W/FTG e - VERIFY GARAGE SLAB HEIGHT _ WITH GRADING PLAN r ��„,--� /,'[� L I+8'-105'4” 31� CONC. SLAB Ell rMIN. 16"w x 24•h m 2x6 ��i- / CRAWL SP. TBW- PONY a ACCESS I+•'-115b•I:' WALL 0 HATCH . I � I �u o 1 STEPPED a f 4 FOOTING AS o 3 I I I INSTALL CONTINUOUgY 1 NEEDED PER '^ pi i +5'-6" OPERATED b£CHAMCAL „ GRADE -L�8•� VENTILATION SYSTEM I AT THE CRAIILS'ACE o T.O.W. 1 OPEN FOR - I MECHANICAL VENT 21'-5h. T 7 • ♦ 31- 3x114 BLOCK OUTAI 131 1 I ®STEM WALL TYP. SE J I 7 I+B.-9T5'I L_ __ I N T.O.S. II-I _ J FIXTURE ^ ABOVE STHD14 (THD14 �. I 41, Di4ra ---- / a L .-.v...,` 6'-4Y2 6'-6• ` j` FOUNDATION L\ 4 • '\ REVISIONS , 314• CONC. SLAB ---/`--^-/ SLOPE r Q NOTE:PROVIDE STHDI4RJ Z —6x6 POST _. IN LIEU OF STHDI4 AT RIM I6x6 POST NTH NTH ABU JOIST CONDITIONS ABU BASE— •- BASE { — --' I ♦ �L I I v * 4._O. }44Y4 1. 4Yp j 14'-D" 4 FRAMING CONTRACTOR SHALL VERIFY HOLDOWN LOCATIONS PRIOR -8• I TOP OF SLAB TO POURING FOUNDATION. Title: Job# Dsgnr: Date: 11:06AM, 16 NOV 15 Description: Scope: Rev: 580006 User.KW-0602997,Ver 5.8.0,1-Deo-2003 Timber Beam & Joist Page 1 r — (c)1983-2003 ENERCALC Engineering Software 15238 3413_DL.ECW:Roof Framing Description 3213A ROOF GT reactions [Timber Member Information :ode Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined II GT.al GT.a2 Timber Section 3.125x18 3.125x21 Beam Width in 3.125 3.125 Beam Depth in 18.000 21.000 Le:Unbraced Length ft 0.00 0.00 Timber Grade las Fir,24F- Douglas Fir,24F- V4 V4 Fb-Basic Allow psi 2,400.0 2,400.0 Fv-Basic Allow psi 240.0 240.0 Elastic Modulus ksi 1,800.0 1,800.0 Load Duration Factor 1.150 1.150 Member Type Glu Lam GluLam Repetitive Status No No [Center Span Data Span ft 16.50 22.00 Dead Load #/ft 270.00 270.00 Live Load #/ft 450.00 450.00 Results Ratio= 0.6313 0.8338 Mmax @ Center in-k 294.03 522.72 @ X= ft 8.25 11.00 fb:Actual psi 1,742.4 2,275.8 Fb:Allowable psi 2,760.0 2,729.4 Bending OK Bending OK fv:Actual psi 130.5 153.5 Fv:Allowable psi 276.0 276.0 Shear OK Shear OK [Reactions @ Left End DL lbs 2,227.50 2,970.00 LL lbs 3,712.50 4,950.00 Max.DL+LL lbs 5,940.00 7,920.00 ©Right End DL lbs 2,227.50 2,970.00 LL lbs 3,712.50 4,950.00 Max.DL+LL lbs 5,940.00 7,920.00 Deflections Ratio OK Deflection OK Center DL Defl in -0.165 -0.328 UDefl Ratio 1,202.1 805.3 Center LL Defl in -0.275 -0.546 UDefl Ratio 721.3 483.2 Center Total Deft in -0.439 -0.874 Location ft 8.250 11.000 UDefl Ratio 450.8 302.0 Title: Job# Dsgnr: Date: 11:06AM, 16 NOV 15 Description: Scope: Rev: 580006 User.KW-0602997,Ver 1-Dec-2003 Timber Beam &Joist Page 1 _(c)1983-2003 ENERCALC Engineerng Software 15238_3413_DLECW:Roof Framing Description 3213A ROOF FRAMING _Timber Member Information :ode Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined r RB.al RB.a2 RB.a3 RB.a4 RB.a5 RB.a6 RB.a7 Timber Section 2-2x10 6x10 2-2x4 2-2x8 2-2x4 2-2x10 2-2x4 Beam Width in 3.000 5.500 3.000 3.000 3.000 3.000 3.000 Beam Depth in 9.250 9.500 3.500 7.250 3.500 9.250 3.500 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade Hem Fir,No.2 Hen Ar,No.2 Han Ar,No.2 Hein Ar,No.2 Hem Fr,No.2 Hem Fir,No.2 Hem Ar,No.2 Fb-Basic Allow psi 850.0 850.0 850.0 850.0 850.0 850.0 850.0 Fv-Basic Allow psi 150.0 150.0 150.0 150.0 150.0 150.0 150.0 Elastic Modulus ksi 1,300.0 1,300.0 1,300.0 1,300.0 1,300.0 1,300.0 1,300.0 Load Duration Factor 1.150 1.150 1.150 1.150 1.150 1.150 1.150 Member Type Sawn Sawn Sawn Sawn Sawn Sawn Sawn Repetitive Status No No No No No No No Center Span Data II Span ft 5.50 7.50 3.00 3.00 3.50 6.00 5.50 Dead Load #/ft 315.00 315.00 60.00 315.00 60.00 60.00 60.00 Live Load #/ft 525.00 525.00 100.00 525.00 100.00 100.00 100.00 Results Ratio= 0.8286 0.8764 0.2405 0.3678 0.3274 0.1878 0.8084 r Mmax @ Center in-k 38.11 70.87 2.16 11.34 2.94 8.64 7.26 ©X= ft 2.75 3.75 1.50 1.50 1.75 3.00 2.75 fb:Actual psi 890.9 856.7 352.7 431.5 480.0 202.0 1,185.3 Fb:Allowable psi 1,075.3 977.5 1,466.3 1,173.0 1,466.3 1,075.3 1,466.3 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 89.9 71.6 27.7 52.1 33.6 19.3 56.3 Fv:Allowable psi Shear OK 172.5 Shear OK 172.5 Shear OK 172.5 Shear OK 172.5 Shear OK 172.5 Shear OK 172.5 172.5 Shear OK Reactions @ Left End DL lbs 866.25 1,181.25 90.00 472.50 105.00 180.00 165.00 LL lbs 1,443.75 1,968.75 150.00 787.50 175.00 300.00 275.00 Max.DL+LL lbs 2,310.00 3,150.00 240.00 1,260.00 280.00 480.00 440.00 @ Right End DL lbs 866.25 1,181.25 90.00 472.50 105.00 180.00 165.00 LL lbs 1,443.75 1,968.75 150.00 787.50 175.00 300.00 275.00 Max.DL+LL lbs 2,310.00 3,150.00 240.00 1,260.00 280.00 480.00 440.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection II OK Center DL Defl in -0.025 0.044 -0.008 -0.005 -0.015 -0.007 0.089 UDefl Ratio 2,617.7 2,050.3 4,587.6 7,766.6 2,889.0 10,585.6 744.5 Center LL Defl in -0.042 -0.073 -0.013 -0.008 -0.024 0.011 0.148 UDefl Ratio 1,570.6 1,230.2 2,752.5 4,660.0 1,733.4 6,351.3 446.7 Center Total Defl in -0.067 -0.117 -0.021 -0.012 -0.039 -0.018 -0.236 Location ft 2.750 3.750 1.500 1.500 1.750 3.000 2.750 UDefl Ratio 981.6 768.9 1,720.3 2,912.5 1,083.4 3,969.6 279.2 Title: Job# Dsgnr: Date: 11:06AM, 16 NOV 15 Description: Scope: Rev: 580006 User.KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam &Joist Page 1 r (c)1983-2003 ENERCALC Engineering Software 15238_3413_DL.ECW:Floor Framing A Description 3213.2A FLR FRMG 1 OF 3 LZimber Member Information erode Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined II B.al B.a2 B.a3 B.a4 B.a5 B.a6 B.a7 Timber Section 6x12 2-2x10 2-2x10 4x12 2-2x10 2-2x10 LVL:3.500x14.000 Beam Width in 5.500 3.000 3.000 3.500 3.000 3.000 3.500 Beam Depth in 11.500 9.250 9.250 11.250 9.250 9.250 14.000 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade Douglas Fr- Hem Fir,No.2 Hem Fr,No.2 Douglas Fr- Hem Ar,No.2 Hem Fir,No.2 iLevel,LSL 1.55E Larch,No.2 Larch,No.2 Fb-Basic Allow psi 900.0 850.0 850.0 900.0 850.0 850.0 2,325.0 Fv-Basic Allow psi 180.0 150.0 150.0 180.0 150.0 150.0 310.0 Elastic Modulus ksi 1,600.0 1,300.0 1,300.0 1,600.0 1,300.0 1,300.0 1,550.0 Load Duration Factor 1.150 1.150 1.150 1.150 1.150 1.150 1.000 Member Type Sawn Sawn Sawn Sawn Sawn Sawn Manuf/Pine Repetitive Status No No No No No No No L,Center Span Data Span ft 6.50 3.50 3.00 5.50 5.50 3.00 14.00 Dead Load #/ft 150.00 150.00 165.00 165.00 15.00 15.00 180.00 Live Load #/ft 400.00 400.00 440.00 440.00 40.00 40.00 480.00 Dead Load #/ft 415.00 415.00 415.00 415.00 160.00 160.00 Live Load #/ft 525.00 525.00 525.00 525.00 100.00 100.00 Start ft End ft Results Ratio= 0.7526 0.5952 0.4534 0.8340 0.3107 0.0924 0.7300 Mmax @ Center in-k 94.43 27.38 20.86 70.10 14.29 4.25 194.04 @ X= ft 3.25 1.75 1.50 2.75 2.75 1.50 7.00 fb:Actual psi 778.9 640.0 487.5 949.6 334.1 99.4 1,697.1 Fb:Allowable psi 1,035.0 1,075.3 1,075.3 1,138.5 1,075.3 1,075.3 2,325.0 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 81.8 78.9 61.1 107.5 33.7 12.5 118.8 Fv:Allowable psi 207.0 172.5 172.5 207.0 172.5 172.5 310.0 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions ©Left End DL lbs 1,836.25 988.75 870.00 1,595.00 481.25 262.50 1,260.00 LL lbs 3,006.25 1,618.75 1,447.50 2,653.75 385.00 210.00 3,360.00 Max.DL+LL lbs 4,842.50 2,607.50 2,317.50 4,248.75 866.25 472.50 . 4,620.00 @ Right End DL lbs 1,836.25 988.75 870.00 1,595.00 481.25 262.50 1,260.00 LL lbs 3,006.25 1,618.75 1,447.50 2,653.75 385.00 210.00 3,360.00 _ Max.DL+LL lbs 4,842.50 2,607.50 2,317.50 4,248.75 866.25 472.50 4,620.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK "`►►►Center DL Defl in 0.020 -0.007 -0.004 -0.018 -0.014 -0.001 -0.125 UDefl Ratio 3,833.7 5,663.3 8,760.5 3,672.5 4,711.9 29,034.7 - 1,339.5 Center LL Defl in 0.033 -0.012 -0.007 -0.030 -0.011 0.001 -0.334 UDefl Ratio 2,341.7 3,459.2 5,265.4 2,207.3 5,889.8 36,293.3 502.3 Center Total Defl in -0.054 -0.020 -0.011 -0.048 -0.025 -0.002 -0.460 Location ft 3.250 1.750 1.500 2.750 2.750 1.500 7.000 UDefl Ratio 1,453.7 2,147.5 3,288.7 1,378.7 2,617.7 16,130.4 365.3 Title: Job# Dsgnr: Date: 11:06AM, 16 NOV 15 Description: Scope: Rev: 580006 Timber Beam & Joist Page 1 User.KW-0602997,Ver 5.8.0,1-Deo-2003 15238 3413 DL.ECW:Floor Framing A _(c)1983-2003 ENERCALC Engineering Software Description 3213.2A FLR FRMG 2 OF 3 Timber Member Information erode Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined 11 B.a8 B.a9 B.a10 Ball B.a12 B.a13 B.a14 Timber Section 2-2x10 LVL1.750x14.000 LVL:1.750x14.000 2-2x10 LVL:1.750x14.000 2-2x8 4x12 Beam Width in 3.000 1.750 1.750 3.000 1.750 3.000 3.500 Beam Depth in 9.250 14.000 14.000 9.250 14.000 7.250 11.250 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade Hem Fir,No,2 Level,LSL 1.55E Level,LSL 1.55E Hem Fir,No.2 level,LSL 1.55E Hem Fir,No.2 Douglas NoLarch, .2 Fb-Basic Allow psi 850.0 2,325.0 2,325.0 850.0 2,325.0 850.0 900.0 Fv-Basic Allow psi 150.0 310.0 310.0 150.0 310.0 150.0 180.0 Elastic Modulus ksi 1,300.0 1,550.0 1,550.0 1,300.0 1,550.0 1,300.0 1,600.0 Load Duration Factor 1.000 1.000 1.150 1.000 1.150 1.150 1.150 Member TypeSawn Manuf/Pine Manuf/Pine Sawn Manuf/Pine Sawn Sawn Repetitive Status No No No No No No No Center Span Data r Span ft 4.50 6.00 18.50 3.00 6.25 3.00 17.00 Dead Load #/ft 180.00 300.00 30.00 30.00 30.00 15.00 30.00 Live Load #/ft 480.00 800.00 80.00 80.00 80.00 40.00 80.00 Dead Load #/ft 220.00 220.00 160.00 Live Load #/ft 200.00 200.00 100.00 Start ft 16.000 End ft 16.500 Point#1 DL lbs 270.00 352.00 LL lbs 720.00 360.00 @ X ft 3.000 10.000 Cantilever Span Span ft 3.00 Uniform Dead Load #/ft 280.00 Uniform Live Load #/ft 280.00 Point#1 DL lbs 2,430.00 LL lbs 4,045.00 @ X ft0.500 Results Ratio= 0.5012 0.4469 0.4520 0.0371 0.2032 0.2080 0.9763 Mmax @Center ink 20.05 59.40 42.60 1.48 31.05 6.41 82.061000 X= ft 2.25 3.00 8.07 1.50 3.12 1.50 . Mmax©Cantilever in-k 0.00 0.00 69.09 0.00 0.00 0.00 0.00 fb:Actual psi 468.6 1,039.1 1,208.6 34.7 543.2 244.0 1,111.5 Fb:Allowable psi 935.0 2,325.0 2,673.8 935.0 2,673.8 1,173.0 1,138.5 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 53.3 124.5 73.9 4.4 64.1 29.5 48.8 Fv:Allowable psi 150.0 310.0 356.5 150.0 356.5 172.5 207.0 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK _Reactions 1 ©Left End DL lbs 405.00 900.00 143.72 45.00 781.25 352.504 03.47 LL lbs 1,080.00 2,400.00 740.00 120.00 875.00 360.00 830.44 Max.DL+LL lbs 1,485.00 3,300.00 883.72 165.00 1,656.25 712.50 1,233.91 @ Right End DL lbs 405.00 900.00 3,681.28 315.00 781.25 352.50 538.53 LL lbs 1,080.00 2,400.00 5,802.43 840.00 875.00 360.00 939.56 Max.DL+LL lbs 1,485.00 3,300.00 9,483.72 1,155.00 1,656.25 712.50 1,478.09 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Title: Job# Dsgnr: Date: 11:06AM, 16 NOV 15 Description: Scope: Rev: 580006 User.KW-0602997,Ver 5.8.0,1-Deo-2003 Timber Beam & Joist Page 2 1 (c)1983-2003 ENERCALC Engineering Software 15238_3413_DL.ECW:Floor Framing A Description 3213.2A FLR FRMG 2 OF 3 Center DL Defl in -0.006 -0.014 0.038 -0.000 -0.014 -0.003 -0.177 UDefl Ratio 8,363.9 5,105.1 5,797.7 169,368.9 5,420.0 10,410.6 1,149.7 Center LL Defl in -0.017 -0.038 -0.340 -0.001 -0.015 -0.004 -0.320 UDefl Ratio 3,136.5 1,914.4 653.1 63,513.3 4,839.3 10,193.7 638.0 Center Total Defl in -0.024 -0.052 -0.321 -0.001 -0.029 -0.007 -0.497 Location ft 2.250 3.000 8.732 1.500 3.125 1.500 8.704 UDefl Ratio 2,281.1 1,392.3 690.8 46,191.5 2,556.6 5,150.5 410.3 Cantilever DL Defl i -0.072 Cantilever LL Defl in -0.005 Total Cant.Defl in -0.076 UDefl Ratio 944.6 Title: Job# Dsgnr: Date: 11:06AM, 16 NOV 15 Description Scope: Rev: KW-06 Joist Page 1 1 _ User.580006 2997,Ver 5.8.0,1-Dec-2003 Timber Beam & 15238 3413 DL.ECW:Floor Framing A Description 3213.2A FLR FRMG 3 OF 3 Timber Member Information :ode Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined B.a15 B.16 B.a17 B.18 Timber Section Prllm:7.0x16.0 2-2x10 4x10 2-2x8 Beam Width in 7.000 3.000 3.500 3.000 Beam Depth in 18.000 9.250 9.250 7.250 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 Timber Grade •osboro,eigbeam Hem Fr,No.2 Douglas Fr- Douglas Fr- 2.2E Larch,No.2 Lards,No.2 Fb-Basic Allow psi 3,000.0 850.0 900.0 900.0 Fv-Basic Allow psi 300.0 150.0 180.0 180.0 Elastic Modulus ksi 2,200.0 1,300.0 1,600.0 1,600.0 Load Duration Factor 1.150 1.150 1.150 1.000 Member Type Manuf/Pine Sawn Sawn Sawn Repetitive Status No No No No _(c)1983-2003 ENERCALC Engineering Software Center Span Data 11 Span ft 20.00 4.50 14.00 3.50 Dead Load #/ft 150.00 90.00 75.00 150.00 Live Load #/ft 400.00 240.00 125.00 400.00 Point#1 DL lbs 4,455.00 490.00 LL lbs 7,425.00 1,335.00 @ X ft 11.500 1.750 Results Ratio= 0.7802 0.2179 0.9485 1.0312 r Mmax @ Center in-k 1,017.50 10.02 58.80 29.27 @ X= ft 11.52 2.25 7.00 1.75 fb:Actual psi 2,691.8 234.3 1,178.1 1,113.7 Fb:Allowable psi 3,450.0 1,075.3 1,242.0 1,080.0 Bending OK Bending OK Bending OK Over-Stress fv:Actual psi 137.4 26.6 58.1 106.5 Fv:Allowable psi 345.0 172.5 207.0 180.0 Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 3,393.37 202.50 525.00 507.50 LL lbs 7,155.62 540.00 875.00 1,367.50 Max.DL+LL lbs 10549.00 742.50 1,400.00 1,875.00 ©Right End DL lbs 4,061.62 202.50 525.00 507.50 LL lbs 8,269.37 540.00 875.00 1,367.50 Max.DL+LL lbs 12331.00 742.50 1,400.00 1,875.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK II Center DL Defl in -0.238 -0.003 O. 0.008 UDefl Ratio 1,006.7 16,727.8 957.2 5,070.0 Center LL Defl in -0.469 -0.009 -0.293 -0.022 UDefl Ratio 511.3 6,272.9 574.3 1,876.9 Center Total Defl in -0.708 -0.012 -0.468 -0.031 Location ft 10.320 2.250 7.000 1.750 UDefl Ratio 339.1 4,562.1 358.9 1,369.8 Title: Job# Dsgnr: Date: 11:06AM, 16 NOV 15 Description: Scope: Rev: 580006 User KW-0602997,Ver 5.8.0,1-Deo-2003 Timber Beam &Joist Page 1 (01983-2003 ENERCALC Engineering Software 15238_3413_DLECW:BASEMENT FRAMING Description 3213.2 BASEMENT FRMG 1 OF 2 Timber Member Information .'ode Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined il BB.1 BB.2 BB.3 BB.4 BB.5 68.6 BB.7 Timber Section 6x12 6x8 2-2x10 4x10 LVL:5.250x11.875 LVL:5.250x11.875 LVL:5.250x11.875 Beam Width in 5.500 5.500 3.000 3.500 5.250 5.250 5.250 Beam Depth in 11.500 7.500 9.250 9.250 11.875 11.875 11.875 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade Douglas Fir- Hem Fr,No.2 Hem Fir,No.2 Douglas Fir- iLevel,LSL 1.55E Hein Ar,No.2 iLevel,LSL 1.55E Lards,No.1 Larch,No.2 Fb-Basic Allow psi 1,000.0 850.0 850.0 900.0 2,325.0 850.0 2,325.0 Fv-Basic Allow psi 180.0 150.0 150.0 180.0 310.0 150.0 310.0 Elastic Modulus ksi 1,700.0 1,300.0 1,300.0 1,600.0 1,550.0 1,300.0 1,550.0 Load Duration Factor 1.000 0.850 1.150 1.150 1.000 1.000 1.000 Member Type Sawn Sawn Sawn Sawn Manuf/Pine Manuf/Pine Manuf/Pine Repetitive Status No No No No No No No Center Span Data L Span ft 6.00 7.00 3.00 6.00 12.00 6.00 14.00 t Dead Load #/ft 216.00 90.00 165.00 165.00 172.50 172.50 180.00 Live Load #/ft 575.00 240.00 440.00 440.00 460.00 460.00 480.00 Dead Load #/ft 450.00 175.00 175.00 45.00 280.00 Live Load #/ft 900.00 125.00 125.00 120.00 460.00 Start ft End ft 5.000 Point#1 DL lbs 1,260.00 LL lbs @ X ft 3,360.00 Point#2 DL lbs 450.00 LL lbs @ X ft 1,200.00 5.750 Results Ratio= 0.9537 0.6511 0.2656 0.7884 0.5203 0.7305 0.6764 Mmax @ Center in-k 115.61 24.25 12.22 48.87 149.27 76.61 194.04 @ X= ft 3.00 3.50 1.50 3.00 5.71 3.05 7.00 fb:Actual psi 953.7 470.4 285.6 979.1 1,209.8 620.9 1,572.6 Fb:Allowable psi 1,000.0 722.5 1,075.3 1,242.0 2,325.0 850.0 2,325.0 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 104.8 34.6 35.8 93.6 88.6 68.2 96.0 Fv:Allowable psi 180.0 127.5 172.5 207.0 310.0 150.0 310.0 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 1,998.00 315.00 510.00 1,020.00 1,213.12 2,636.25 1,260.00 LL lbs 4,425.00 840.00 847.50 1,695.00 3,235.00 6,170.00 3,360.00 Max.DL+LL lbs 6,423.00 1,155.00 1,357.50 2,715.00 4,448.12 8,806.25 4,620.00 @ Right End DL lbs 1,998.00 315.00 510.00 1,020.00 1,081.87 1,788.75 1,260.00 LL lbs 4,425.00 840.00 847.50 1,695.00 2,885.00 3,910.00 3,360.00 Max.DL+LL lbs 6,423.00 1,155.00 1,357.50 2,715.00 3,966.87 5,698.75 4,620.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.016 -0.019 -0.002 -0.027 -0.078 -0.014 -0.137 UDefl Ratio 4,393.5 4,342.9 14,944.3 2,682.3 1,853.5 5,030.7 1,226.2 Center LL Defl in -0.036 -0.052 -0.004 -0.045 -0.207 -0.029 -0.365 UDefl Ratio 1,983.8 1,628.6 8,993.0 1,614.1 695.1 2,449.8 459.8 Center Total Defl in -0.053 -0.071 -0.006 -0.071 -0.285 -0.044 -0.502 Location ft 3.000 3.500 1.500 3.000 5.952 3.024 7.000 UDefl Ratio 1,366.7 1,184.4 5,614.4 1,007.7 505.5 1,647.5 334.4 Title: Job# Dsgnr: Date: 11:06AM, 16 NOV 15 Description: Scope: Rev: 580006 Timber Beam &Joist Page 1 User.3 2oo3 ENE cA C5.En 1-Dec-2003 Engineering So 15238_3413_DLECW:BASEMENT FRAMING _(c)1983-2003 ENERCALC Engineering Software Description 3213.2 BASEMENT FRMG 2 OF 2 Timber Member Information :ode Ref.1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined II BB.8 Timber Section _VL:1.750x11.875 Beam Width in 1.750 Beam Depth in 11.875 Le:Unbraced Length ft 0.00 Timber Grade iLevd,LSL 1.55E Fb-Basic Allow psi 2,325.0 Fv-Basic Allow psi 310.0 Elastic Modulus ksi 1,550.0 Load Duration Factor 1.000 Member Type Manuf/Pine Repetitive Status No ` Center Span Data Span ft 3.00 Dead Load #/ft 15.00 Live Load #/ft 40.00 Point#1 DL lbs 900.00 LL lbs 2,400.00 @ X ft 1.500 Results Ratio= 0.3908 r Mmax @ Center in-k 30.44 @ X= ft 1.50 fb:Actual psi 740.2 Fb:Allowable psi 2,325.0 Bending OK fv:Actual psi 121.1 Fv:Allowable psi 310.0 Shear OK LReactions il @ Left End DL lbs 472.50 LL lbs 1,260.00 Max.DL+LL lbs 1,732.50 ©Right End DL lbs 472.50 LL lbs 1,260.00 Max.DL+LL lbs 1,732.50 Deflections Ratio OK 0 Center DL Defl in -0.002 UDefl Ratio 15,105.2 Center LL Defl in -0.006 UDefl Ratio 5,664.4 Center Total Defl in -0.009 Location ft 1.500 UDefl Ratio 4,119.6 Title: Job# Dsgnr: Date: 11:06AM, 16 NOV 15 Descriptitni: Scope: Rev: 580006 User 5800062997,Ver 5.8.0,1-Deo-2003 Timber Beam &Joist Page 1 1 (c)1983-2003 ENERCALC Engineering Software 15238 3413 DL.ECW:CRAWL SPACE Description 3213.2 ABCD CRAWLSPACE FRAMING Timber Member Information :ode Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined TYP BEAM 4x10 option powder Timber Section 4x8 4x10 LVL:3.500x9.500 Beam Width in 3.500 3.500 3.500 Beam Depth in 7.250 9.250 9.500 Le:Unbraced Length ft 0.00 0.00 0.00 Timber Grade Douglas Fir- Douglas Fir- iLevel,LSL 1.55E lards,No.2 Larch,No.2 Fb-Basic Allow psi 900.0 900.0 2,325.0 Fv-Basic Allow psi 180.0 180.0 310.0 Elastic Modulus ksi 1,600.0 1,600.0 1,550.0 Load Duration Factor 1.000 1.000 1.330 Member Type Sawn Sawn Manuf/Pine Repetitive Status No No No Center Span Data Span ft 5.00 6.25 6.00 Dead Load #/ft 240.00 240.00 15.00 Live Load #/ft 640.00 640.00 40.00 Point#1 DL lbs LL lbs 3,770.00 @ X ft 2.500 Point#2 DL lbs LL lbs -3,770.00 @ X ft 5.500 Results Ratio= 0.9199 0.9566 0.3645 11 Mmax @ Center in-k 33.00 51.56 59.35 @ X= ft 2.50 3.12 2.50 fb:Actual psi 1,076.3 1,033.1 1,127.3 Fb:Allowable psi 1,170.0 1,080.0 3,092.3 Bending OK Bending OK Bending OK fir:Actual psi 98.8 96.8 90.6 Fv:Allowable psi 180.0 180.0 412.3 Shear OK Shear OK Shear OK Reactions ©Left End DL lbs 600.00 750.00 45.00 1 LL lbs 1,600.00 2,000.00 2,005.00 Max.DL+LL lbs 2,200.00 2,750.00 2,050.00 @ Right End DL lbs 600.00 750.00 45.00 LL lbs 1,600.00 2,000.00 -1,765.00 Max.DL+LL lbs 2,200.00 2,750.00 -1,720.00 'Deflections Ratio OK Deflection OK Deflection OK 111 Center DL Defl in -0.019 -0.022 -0.001 UDefl Ratio 3,161.6 3,361.9 63,804.9 Center LL Defl in -0.051 -0.059 -0.058 UDefl Ratio 1,185.6 1,260.7 1,248.3 Center Total Defl in -0.070 -0.082 -0.059 Location ft 2.500 3.125• 2.736 UDefl Ratio 862.3 916.9 1,224.6 TJI JOISTS and RAFTERS ' 1 I code Code _I__Code Suggest Suggest Suggest Lpick Lpick Lpick I Lpick Joist b d f Spa.; LL DL 1-1-M max V max; El L fb t L hr L TL240 L LL3601L max TL deft. I LL deft. I L TL360 L LL480 L max TL-Cid TL dell:LL dell LL deft: size&grade width(in.)1 depth(in)I (in.) 1 (psi) (psi)1 (ft-lbs) (psi) (psi) (ft.) 1 (ft) (ft.) (ft.) (ft.) (in.) 1 (in.) 1 (tt.) (ft.) (It) (in.) ratio (in.) ratio �.._____._._.1 i 95 TJI 110 1.75,_,_ __9:5 192140 15 2380 12201 1.40E+08 1471 277315234 1480 14.71:- 066 048 _ 1331 13.45 1331 0.44 360 0.32 495 9.5"TJI 1101 1.751 9.51 16-1 40 151� 2380 1220) 1.40E+08 16.111 33.27 16.19; 15.731 15.73, 0.72, 0.52 14.14 14.29 14.14 0.47 360 0.34 495 9.5"TJI 1101 1.751 9.51 12) 40 15 2380 12201 1.40E+08 18.611 44.36 17.82) 17.311 17.311 0.791 0.58 15.57 15.73 15 57 0 521 360 0 38 495 1.40E+08 20 80 55.45 19.191 18.64j 18.644 0.851 0.62 16.77 16.94 1677 0.56 360 0.41 495 9 5'TJI 110' 1.75 9.5' 9.61 40 15 2380 1220 --1 ,____ -_-_ _____ .._-- __ ------ -------- ---' 1 1 9.5"TJI 1101 1.75, 9.51 19.21 40 10 2500 1220 1.57E+08 15.811 30.50 16.34 15.37 15.37 0.641 0.51 14.27 13.97 13.97 0.44 384 0.35 480 9.5"TJI 110 1.75 9.5 16 40 10 2500 1220 157E+08 17.32 36.60 17.36 16.34 16.34 0 68 0.54 15.17 14.84 ' 14.84 0.46 384 0.37 480 9.5"TJI 1101__ 1.75) 9.5 12 40 10 2500 12201 1.57E+08 20.00 48.80 19.111 17.98 17.98: 0 75 0.60 16.69 16.34 16.34 0.51) 384 0.41 480 9.5"TJI 110 1.751 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 1 9.5"TJI 2101 2.06251 9.5 19.21 40 101 3000 13301 1.87E+08 17.32 33.25 17.32 16.301 16.301 0.68) 0.54 15.13 14.81 14.81 0.461 384 0.371 480 9.5"TJI 210 2.0625 9.5 16 40 10 3000 1330 1.87E+08 18.97 39.90 18.40 17.32 17.32 0.72 0.58 16.08 15.74 :, 15.74 0.49 384 0.39 480 9.5"TJI 2101 2.N251 9.51 12 40 10 3000 1330111 1.87E+08 21.911 53.20 20.26! 19.061_ 19.061._ 0.79 0.641 17.70 17.32 17.32 0.541 384 0.43 480 _ 9.5"TJI 210 2.0625 9.51 9.61 40 10 3000 1330r-1.87E+08 24.491 66.50 21.8-21- 20.53 20.53 0.86 0.681 19.06 18.66 18.66 0.581' 384 0.47 480 9.5"TJI 230 2.31251 9.51 19.21 40 101 3330 13301 2.06E+08 18.251 33.25 17.891 16.831 16.831 0.701 0.561 15.63 15.29 15.29 0.481 384 0.38 480 9.5"TJI 230 2.3125 9.5 16 40 10 3330 1330 2.06E+08 19.99 39.90 19.01 17.89 17.89 0,75 0.60 16.60 16.25 16.25 0.51 384 0,41 480 0 9.5"TJI 230 2.3125. 9.5 9.61 40 10 3330 13301 2.06E+08 25.81 66.50 22.54; 21.21 21211. 0.82 0.661 18.28 17.89 17 27 0.60..........384 0.485_.... 480 9.5"TJI 230 2.3125 9.51 121 40 101 3330 13301 2.06E+08 23.08 53.20 20.92' 19.69 19.69 0.88 0.71 19.69 19.27 19.27 0.601 384 0.48 480 1 1------- 1' 1-- 21 10! 11.875'TJI 1101 1.751 11.875 19.21 40 101 3160 15601 2.67E+08 17.78 39.00 19.50 18.351 17.71 0.671 0.54 17.04 16.67 16.67 0.521 384 0.42 480 11.875"TJI 110 1.75 11.875 16 40 10 3160 1560 2.67E+08 19.47 46.80 20.72 19.50 19.47 0.81 0.65 18.10 17.72 •' 17.72 0.55 384 0.44 480 1 23.1246 23.161 0.89 0.72 19.93 19.50 19.50 0.61 384 0.49 480 11.875"TJI 110; 1.75 11.8751 12, 40 10 3160 1560 2.67E+08 22.49] 62.40 2281 21.46 21.46 11.875"TJI 1101 1.75 11.8751 9.6 40 10 3160 15601 2.67E+08 25.14,1 78.00 24 570.96 0.77 21.46 21.01 21.01 0.66 384 0.53 480 I ' ____ _ ___ _____ 2a _._._ _. 11.875 TJI 2101 2.0625 11.8751 19.2( 40 10 3795 1655'-3.15E+08 19.481 41.38 20.61r 19.391 19.3er 0.81 0.65 18.00 17.62 17.62 0.55 384 0.44 480 11.875"TJI 210 2.0625 11.875 16 40 10 3795 1655 3.15E+08 21.34 49.65 21.90 20.61 20.61 0.86 0.69 19.13 18.72 118.72 0.59 384 0.47 480 11.875"TJI 2101 2.06251 11 875 121 40 10 3795 1655. 3.15E+08 24.641 66.20 24.10 L 22.68122.68 0.95 0.76 21.05 20.61 20.61 0.64 384 0.52) 480 i 1. - .06251 1.87 9. 4 1 .1 11.875"TJI 2101 2.06251 11.875 9.6 40 10 3795 16551 3.15E+08 27.55 82.75 25.96: 24.431 24.43 1.02 0.81 22.68 22.20 22.20 0.69 384 0.55 480 1 11.875"TJI 2301 2.31251 11.875119.2; 40 10 4215 16551 3.47E+08 20.53 41.38 21.28 20.031 20.03 0.83 0.67 18.59 18.20 1$20 0 57 384 0.45 480 11.875"TJI 230 2.3125 11.875 16 40 10 4215 1655 3.47E+08 22.49 49.65 22.62 21.28 21.28 0.89 0.71 19.76 19,34 •`•''x0.34 0.60 384 0.48 480 11.875"TJI 230 2.3125 11875) _121 40 _101__4215 1655 3.47E+08 25.971_ 8620 24 89_ 23.42L__ 23.42 0.N__ 078 21.74 21.28 21.28 0.67 384 0.53 480 11.875"TJI 230 2.3125 11.8751 l 9.61. 40 10 4215 16551_347E+08 2903x82752681; 25.23 25.23:r1.05 0.64 23.42 22.93 22.93 0.72 384 057 480 ! 11.875"RFPI 400 2.06251 11.875 19.21 40 10 4315 1480) 3.30E+08 20.77 37.00 20.931 19.691 19.691 0.82) 0.66 18.28 17.89 17.89 0.56 384 0.451 480 11.875"RFPI 400 2.0625 11.875 16 40 10 4315 1480 3.30E+08 22.76 44,40 22.24 20.93 20.93 0.87 0.70 19.43 19 01 1,:: ';19 01 0.59 384 0.48 480 11.875"RFPI 4001 2.06251 11.8751 121 401 101 43151 14801 3.30E+08 26.281 59.20 24.481 23.031 23.031 0.961 0.77 21 .381 20.93 20 93 ..._0 65..... 3841 0 521.......480 11.875"RFPI 400) 2.0625, 11.8751 9.6 40 10 4315( 14801, 3.30E+08 29.381 74.00 26.37; 24.811 24.81! 1.03 0.83123.03 22.54 22.54' 0.70 3841 0.561 480 Page 1 D+L+S CT#14189-Batahny Creak Falls I LOAD CASE (12-12) (BASED ON ANSI/AF&PA NDS-1997) SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 Ke 1.00 Design Buckling Factor D+L+S c 0.60(Constant)> Section 3.7.1.5 Cr KcE 0.30 Constant > Section 3.7.1.5 Cf Fb Cf Fc 1997 NDS Cb (Varies) > Section 2.3.10 Bending Comp. Size Size Rep. Cd(Fb) Cb Cd(Fc) Eq.3.7-1 NDS 3.9.2 Max.Wall duration duration factor factor use 1 Stud Grade Width Depth Spacing Height Le/d Vert.Load Hor.Load <=1.0 Load tig Plate Cd(Fb)Cd(Fc) Cf Cf Cr Fb Fc perp Fc E Fb' Fc perp' Fc• Fce F'c fc fc/F'c lb 113/ in. in. in. ft. pif psf pif Fb Fc tsi 'Si -Si psi psi psi psi psi psi psi psi Fb'(1-fc/Fce) H-F Stud 1.5 3.5 16 7.7083 26.4 1730 0.9916 1993.4 1.00 1.15 1.1 1.05675 ® Mg 800 1,200,000 854 506 966 515.42 441.22 340.32 1.00 0.00 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 8541 506 988 378.09 340.90 340.32 1.00 0.00 0.000 H-F Stud 1.5 3.5 12 9 30.9 1785 0.9947 2657.8 1.00 1.15 1.1 1.05 1.151 675 405 800 1,200_000 854 506 966 378.09 340.90 340.00 1.00 0.00 0.000 H-F Stud 1.5 3.5 16 8.25 26.3 1550 0.9921 1993.4 1.00 1.15 1.1 1.05 1.15 675 405 800 1,200,000 854 506 966 449.95 395.22 393.65 1.00 0.00 0.000 H-F Stud 1.5 3.5 12 8.25 28.3 2070 0.9953 2657.8 1.00 1.15 1.1 1.05 1.15 675 405 800 1,200,000 854 508 966 449.95 395.22 394.29 1.00 0.00 0.000 H-F Stud 1.5 3.5 8 8.25 28.3 3100 0.9921 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 28.4 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 16 9 30.9 1320 0.9944 2091.8 1.00 1.15 1.1 1.05 1.15 675 425 725 1,200,000 854 531 875.438 378.09 336.17 335.24 1.00 0.00 0.000 SPF Stud 1.5 3.5 12 9 30.9 1760 0.9944 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 1,200,000 854 531 675.438 449.95 388.13 387.30 1.00 0.00 0.000 SPF Stud 1.5 3.5 12 8.25 28.3 2030 0.9925 2789.1 1.00 1.15 1.1 1.05 1.15 675 425 725 1,200,000 854 531 875.438 449.95 388.13 386.67 1.00 0.00 0.000 SPF Stud 1.5 3.5 8 8.25 28.3 3050 0.9957 4183.6 1.00 1.15 1.1 1.05 1.15 675 425725 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 7.7063 16.8 3132 0 0.2408 3132.4 1.00 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 1,271 506 1644.5 1378.83 1031.58 506.18 0.49 0.00 0.000 H-F#2 1.5 5.5 16 9 19.6 3132 0 0.3652 3132.4 1.00 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 1,271 506 1644.5 1011.45' 837.57 506.18 0.60 0.00 0.000 H-F#2 1.5 5.5 16 8.25 18.0 3132 0 0.2858 3132.4 1.00 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 1,271 508 1644.5 1203.70 946.77 506.18 0.53 0.00 0.000 SPF#2 1.5 5.5 18 7.7083 16.8 3287 0 0.2737 3287.1 1.00 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 1,308' 531 1454.75 1484.89 1015.45 531.23 0.52 0.00 0.000 SPF#2 1.5 5.5 16 9 19.6 3287 0 0.3905 3287.1 1.00 _1.15 1.3 1.10 1.15 875 425 1150 1,400,000 1,308 531 1454.75 1089.25 850.18 531.23 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 0.58 0.00 0.000 SPF Stud 1.5 3.5 16 14.57 50.0 545 01 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 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 1,308 531 1454.75 244.40 235.32 234.34 1.00 0.00 0.000 H-F#2 1.5 5.5 16 19 41.5 1360 0 0.9969 3132.4 1.00 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 1,271 506 1644.5 226.94 220.14 219.80 1.00 0.00 0.000 Page 1 D+L+W CT#14189-Betahny Creek Falls I LOAD CASE (12-13) (BASED ON ANSI/AF&PA NDS-1997) SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 Ke 1.00 Desi.n Bucklin.Factor D+L+W c 0.80(Constant > Section 3.7.1.5r - MIMI MN KcE 0.30(Constant)> Section 3.7.1.5 Cf(Fb) Cf(Fc)ill 1997 NDS Cb aries Section 2.3.10 Bendier PIN Size EEM Cd C Fb Cd Fe E..3.7-1 -� IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIMIIIIIIIIIIIIIIIIICLIIIEIISIIIMEZIIIICSIIICIBCIEZEZIZIII factor EZI_11111111_ 11111111111111111111-1111111111_-__- EliWidth Depth Spade. Height lill Vert.Load Hor.Load <=1.0 Load ig Plat:Ili Cd(Fc Cf Cf Fb Fc perp Fc E FbFc perp Fc Fce F fc fc/F'c fb lb/ ii. in. in. in. ft. i If isf -if (Fb) (Fc) psi psi psi psi psi psi psi psi psi psi psi Fb"(1-fc/Fce) gummuzimagmansiesEmmaminza0.9951 MIELEEMU 1.00 1.1 1.05 675 405 800 1,200,000 1,366 506 840 515.42 427.08 273.02 0.64 376.78 0.586 H-F Stud ®®I11311•110 '3®f''�' 0.9942111=111111•63111111111M1.05®EM 405 1,200,0001111EMMEDINEIVEZICOMEMMEM®' 447.52 0.685 H-F Stud 1.5 ®RE '- tr 0.9898 1.00 1.05 113431120111405 800 1,200,000�� '' �®'' 335.64 H-F Stud 1.5 HH 8.25 28.3 970 8.13 0.9943 1993.4 1.80 1.00 ®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 8.25 28.3 1425 8.13 0.9974 2657.8 1.60 1.00 1.05 1.15 675 405 800 1,200,000 1,366 506 840 449.95 384.87 271.43 0.71 271.03 0.500 IMI ®®111CIENLEIME®MSE1EZINm I ®KIESIE031m 1200,000 '' _® 18069 0.394 -______---_ _____ _____-___ SPF Stud ®®mIKORIE11 ' '® ' '� '' '� �®IM®mm® 1,200,000®EMESIME1_11111=011111101110.577 SPF Stud ®®mom®'''®" MBEIII_''_ ®" ®UD®KEIIIIMI®1.200,000 wo®masamam®' 0.618 SPF Stud ®®®11111111:1 `�' ® 0.9631 NECUM1110311.00 ®IE ®1113131111331®1,200,00011111121111EMINEMILEETEMIIIIINICE3 EIZEMI®®mIKEImMINFI'IIIIILE 0.9970 2091.8 EMI 1.00 ®IELI®IIMIIIm®1,200,000®MM _ ®'' IELIEB®' SPF Stud 111131MBWim ' 2789.1 •� 1.00 1.05® 675 725 1,200,000 1,366® 761.25 449.95 376.35 267.62 0.71 271.03 0.490 SPF Stud ® �mm'' 4183.6 1.00 1.05® 675 725 1,200,000 1,366® 761.25 449.95 376.35 294.60 0.78 180.69 0.383 _1111111___----_�___�__- _____-__- ®®m '1' ®� 0.3909 1.60 ®1101®®' ®' m 1,300,000 2 033111111EMOCEDIRMI 969.91 506.18 1111aBIERNIMIESEI H-F#2 ®®nim 19.8 3132 8.46 0.5743 3132.4 1.60 1.00 1.10 1.15 850 405 1300 1,300,000 2,033 506 1430 1011.45 804.50 506.18 0.83 181.23 0.178 H-F#2 18.0 3132 8.13 0.4411 3132.4 1.60 1.00 1.10 1.15 850 405 1300 1,300,000 2,033 506 1430 1203.70 899.13 506.18 0.58 146.34 0.124 SPF#2 ®®INI 7.7083 3287 9.71 0.4327 3287.1 1.80 _1.00 ®'®��®' 1,400,000 2,093® 940.30 531.23 0.56111! 0.114 SPF#2 ®®m�� 3287 0.6033 �� 1.00 ®IfKI]®mmm' 1,400,000®r ®inco 1089.25 806.081112EM 0.661101EI 0.169 SPF#2 ®®m111100111111 3287 0.4790IIIIMIIIIK31®®'® m®' 1,400,600 ® 113130 ® 0.60 SPF Stud 1.5 ®®® 50.0 70 8.46 0.9957 2091.8 1.60 1.00 ®1.05®®®®1,200,000 761.25 144.26 138.14 17.78 0.13 0.979 SPF#2 1.5 5.5 16 19 41.5 680 9.71 0.9941 3287.1 1.60 1.00 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1265 244.40 233.80 106.67 0.46 927.02 0.788 H-F#2 1.5 5.5 16 19 41.5 600 9.71 0.9921 3132.4 1.60 1.00 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1430 226.94 219.02 96.97 0.44 927.02 0.796 Page 1 D+L+W+.5S CT#14189-Betahny Creek FallsIIIIIIIIIIIIILOAD CASE (12-14) BASED ON ANSI/AF&PA NDS-199 SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 INIMINIMINKIIIIINNONNINI1111 0.80(Constant)> Section 3.7.1.5 ==C�:M�mMININININNINNINININININ�RMC 0.30 Constant > Section 3.7.1.5 -_---M�® �_[1 Section 2.3.10 -1997 NDS ®�ui�® MINNINECINEWNIIIIIIIIIIIMNIIIIIIIIIIIIIIIIIINININININNININI NDS 3.9.2 Max.Wall duration Cdduration factor factor use��® -E ®�®® Stud Grade �,• Vert.Load Nor.Load S Load..Plat=Cu Fb FCf CCr _®®®�_ME��-� _�® ��IMf� Psi �IlNI�f��__�1_��Fb"1--1./Fce H-F Stud 7.7083 26.4 1095 9.71 0.9962 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1200,000 1,366 506 515.42 441.22 278.10 0.63 376.78 0.599 H-F Stud 9 30.9 765 8.46 0.9986 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 378.09 340.90 194.29 0.57 447.52 0.674 H-F Stud ®®® �.,.1.M1.1111M 0.9969 1,60 1.15 1.1 1.05 �� 966 340.90 H-F Stud ®�� 1,200,000®®®®®®®® 0.596 ®®� ] � 0.9963 F0 1.60_ 1_15 ®®i ®�� 1,200,000 �� 0.584 CCS®®®��53�7 0.9959 1.60- T15 ®IM®�� 800 1,200,000•••� EM� � � haftwan®® �� '' 0.9960 1.60 1.15 1.05®mi 405 800 1,200,000 506j• 39522 303.49 0.77 180.69 0.406 -_________---- ®®®®�NIECE 1080 �® i�®��®1,200,000 ®[ID�E3� 0.589 SPF Stud 30.9 760 8.46 0.9988 2091.8 1.60 1.15 ®1.05 1.15 675 425 725 1,200,000 1,366®875.438 378.09 336.17 193.02 0.57 447.52 0.669 SPF Stud 30.9 1140 8.46 0.9944 2789.1 1.60 _1.15 1.05 1.15 675 425 725 1,200,000® 875.438 378.09 336.17 217.14 0.65 335.64 0.577 OFF Stud ®®m �� 0.9952 1.60 1.15 ®�i ® 725 1,200,000 SPF Studmain 8.25 28.3 1430 0.9952 2789.1 •r 1.15 1.1 1.05 1.15 _675 425_ 725 1,200,000 1,366®®®®®®® 0.503 SPF Stud 8.25 28.3 2360. 0.9922 4183.6 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366® .INEED 449.95 388.13 299.68 271.03 0.503 ® 449.95 388.13 299.88 180.69 0.396 H-F#2 ®®®7® 3132 9.71 0.3593 3132.4 1.60 ®®�'® 850 405 ®" 1,300,000®' 506 1031.58 506.18 0.49 IN 0,119 H-F#2 19.6 3132 8.46 0.5437 3132.4 1.60 1.15 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1011.45 837.57 506.18 0.60 181.23 0.178 H-F#2 18.0 3132 8.13 0.4100 3132.4 1.60 1.15 ®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 -_�____--- ��__� ®®� " �� 1.60 1.15 ®N'®��®' 1,400,000 ®NM ' ® 0.52 0.114 ®®�� 1.60 1.15 ®®i 1.15 875 425 NM 1,400,000 2,093®�IiL.•I ® 0.62 0.169 ININININININIMMINNINNIMIINNININININIININININININI®®�� 1.15 MED 1.15 675 425 ®' 1,400,000 2,093®�1296.30�c.®�i ..�,r.�,IID., NININININIIIIINIIIIINNINIIINININIIIININI ....��........�...........II ��.� �.�.NIN ��.C�...�..I...... sP---®®il7i��D� N 2091.8 ®ice®��®1,200,000 ® -i____]]F,=aa'= 16 -�� o 32�� 1.15 1.3 �� 425 1150 1,400,000--1a 244.40 235.32 106.67�927.02 H-F#2 1.5 5.5 16 19 41.5 600 9.71 0.9901 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 508 1644.5 226.94 220.14 96.97 0.44 927.02 0.796 • Page 1 D+L+S+.SW CTO 14189-Betahny Creek Falls LOAD CASE (12-15) (BASED ON ANSI/AF&PA NDS-1997) SEE SECTION: 2.3.1 2.3.1 2.3.1 , 3.7.1 3.7.1 Ke 1.00 Design Bucklin•Factor D+L+S+Wl2 c 0.80(Constant)> Section 3.7.1.5 _ ___ __ __ Cr KcE 0.30(Constant)> Section 3.7.1:5 Cf(Fb) Cf(Fc) 1997 NDS Cb (Vales) > Section 2.3.10 Bending Comp. Size Size Rep. Cd(Fb) Cb Cd(Fc) Eq.3.7-1 NOS 3.9.2 Max.Wall duration duration factor factor use Stud Grade Width Depth Spacing Height Le/d Vert.Load Hor.Load <=1.0 Load @ Plate Cd(Fb)Cd(Fc) Cf Cf Cr Fb Fc perp Fc E Fb' Fc perp' Fc• Fce Pc fc fc/F'c fb Po/ In. In. In. ft. pif pot pif (Fb) (Fc) psi psi psi psi psi psi psi psi psi psi psi Fb"(1-fc/Fce) H-F Stud 1.5 3.5 18 7.7083 26.4 1335 4.855 0.9935 1 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 14-F Stud 1.5 3.5 18 I 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 1,386 506 968 378.09 340.90 248.35 0.72 223.76 0.470 H-F Stud 1.5 3.5 12 9 30.9 1380 4.23 0.9976 2657.8 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 378.09 340.90 262.86 0.77 167.82 0.403 H-F Stud 1.5 3.5 16 8.25 28.3 1195 4.085 0.9960 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 449.95 395.22 303.49 0.77 180.69 0.406 44-F Stud 1.5 3.5 12 8.25 28.3 1680 4.065 0.9990 2857.8 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966_ 449.95 395.22 320.00 0.81 135.51 0.343 H-F Stud 1.5 3.5 8 8.25 28.3 2665 4.065 0.9999 3988.7 1.80 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 449.95 395.22 338.41 0.88 90.34 0.267 SPF Stud 1.5 3.5 16 7.7083 26.4 1315 4.855 0.9907 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 515.42 431.52 333.97 0.77 188.39 0.392 SPF Stud 1.5 3.5 16 9 30.9 965 4.23 0.9970 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 378.09 336.17 245.08 0.73 223.78 0.466 SPF Stud 1.5 3.5 12. 9 30.9 1370 4.23 0.9990 2789.1 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 378.09 336.17 260.95 0.78 167.82 0.398 SPF Stud 1.5 3.5 15 8.25 28.3 1180 4.065 0.9922 2091.8 1.80 1.15 1.1 1.05 1.15 875 425 725 1,200,000 1,386 531 875.438 449.95 388.13 299.88 0.77 180.69 0.396 SPF Stud 1.5 3.5 12 8.25 28.3 1680 4.0650.9973 I 2789.1 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 316.19 0.81 135.51 0.334 SPF Stud 1.5 3.5 8'. 8.25 28.3 2630 4.065 0.9969 4183.6 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 333.97 0.86 90.34 0.257 H-F#2 1.5 5.5 16 7.7083 16.8 3132 4.855 0.3001 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 508 1644.5 1378.83 1031.58 506.18 0.49 76.29 0.059 H-F#2 1.5 5.5 16 9 19.6 3132 4.23 0.4544 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 837.57 508.18 0.60 90.61 0.089 H-F#2 1.5 5.5 16 8.25 18.0 3132 4.065 0.3479 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 5061 1644.5 1203.70 946.77 506.18 0.53 73.17 0.062 SPF#2 1.5 5.5 16 7.7083 18.8 3287 4.855 0.3304 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1484.89 1015.45 531.23 0.52 76.29 0.057 SPF#2 1.5 5.5 16 9 19.6 3287 4.23 0.4750 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1089.25 850.16 531.23 0.62 90.81 0.085 SPF#2 1.5 5.5 16 8.25 16.0 3287 4.065 0.3750 3287.1 1.80 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 0.58 73.17 0.059 11.111 SPF Stud 1.5 3.5 16 14.57 50.0 255 4.23 0.9959 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 144.26 139.02 64.76 0.47 586.43 0.779 SPF#2 1.5 5.5 16 19 41.5 935 4.855 0.9925 3287.1 1.60 1_15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 244.40 235.32 151.11 0.64 463.51 0.580 H-F#2 1.5 5.5 18 19 41.5 865 4.855 0.9970 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 226.94 220.14 139.80 0.64 463.51 0.594 Page 1 A D+L+S+,7E CTM 14189-Betahny Creek Falls LOAD CASE (12-16) (BASED ON ANSI/AFBPA NDS-1997) SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 Ke 1.00 Design Buckling Factor D+L+S+E/1.4 _ c 0.80(Constant)> Section 3.7.1.5 Cr KcE 0.30(Constant)>_. Section 3.7.1.5 Cf(Fb) Cf(Fc) 1997 NDS Cb (Varies) > Section 2.3.10 Bending Comp. Size Size Rep. Cd(Fb) Cb Cd(Fe) Eq.3.7-1 NDS 3.9.2 Max.Wall duration duration factor factor use Stud Grade Width Depth Spedn Height Le/d Vert.Load Hor.Load a=1.0 Load @ Plate Cd(Fb)Cd(Fc) Cf Cf Cr Fb Fc perp Fc E Fb' Fc perp' Fc• Fce Fc fc fc/F'e fb flr/ in. in. in. ft. p8 psf plf (Fb) (Fc) psi psi psi psi psi psi psi pal psi psi psi Fb"(1-fc/Fce) H-F Stud 1.5 3.5 16 7.7083 26.4 1415 3.57 0.9983 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 515.42 441.22 359.37 0.81 138.53 0.335 H-F Stud 1.5 3.5 16 9 30.9 1010 3.57 0,9960 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,386 508 966 378.09 340.90 256.51 0.75 188.85 0.430 H-F Stud 1.5 3.5 12 8 30.9 1420 3.57 0.9937 2657.8 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 378.09 340.90 270.48 0.79 141.63 0.364 H-F Stud 1.5 3.5 16 8.25 28.3 1225 3.57 0.9961 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 449.95 395.22 311.11 0.79 158.68 0.376 H-F Stud 1.5 3.5 12 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 1,366 506 986 449.95 395.22 342.86 0.87 79.34 0.244 SPF Stud 1.5 3.5 16 7.7083 26.4 1395 3.57 0.9984 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 515.42 431.52 354.29 0.82 138.53 0.324 SPF Stud 1.5 3.5 16 9 30.9 1000 3.57 0.9918 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 378.09 336.17 253.97 0.76 188.85 0.421 SPF Stud 1.5 3.5 12 9 30.9 1410 3.57 0.9962 2789.1 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 378.09 336.17 268.57 0.80 141.63 0.358 SPF Stud 1.5 3.5 16 8.25 28.3 1210 3.57 0.9932 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 307.30 0.79 158.68 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 8.25 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 1,366 531 875.438 449.95 388.13 339.05 0.87 79.34 0.236 H-F#2 1.5 5.5 16 7.7083 16.8 3132 3.57 0.2844 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1378.83 1031.58 506.18 0.49 56.10 0.044 H-F#2 1.5 5.5 16 9 19.6 3132 3.57 0.4405 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1011.45 837.57 506.18 0.60 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 64.26 0.055 SPF#2 1.5 5.5 16 7.7063 16.8 3287 3.57 0.3154 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1484.89 1015.45 531.23 0.52 56.10 0.042 SPF#2 1.5 5.5 16 9 19.6 3287 3.57 0.4618 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1089.25 850.16 531.23 0.62 76.47 0.071 SPF#2 1.5 5.5 16 8.25 18.0 3287 3.57 0.3678 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1296.30 945.38 531.23 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 M2 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 4 nomckelsonst. I E - Suite 302. Seattle.WA ? 98109 , / Project: *it'-- — ' ,— ' -•Date: / . ,.. I - (206)2864512 PAX: Client: Page Numben (206)286-0618 ' P ,..., . .1.0! . litlear NiZ)62"51-1;;) -:-.121" , , 366- wki.L. Tr_ joe, OA ‘ W (4-o 16) = 3M go, .-4..- Ise:. .0. ..sel gavot 1.0.. girVitt*ii)-1-ita "-7-- CO° 9k, --AI - t .- z . . , . . . „...: ... 19PP rfr- -- vflirli sr.: 2. 36 sfiforc Stnicturei Engineers MEIE N G I N E E R I N G 180 Nickerson St. Suite 302 _ t N Co (26Seattle.WA Project: t� e --r4"."3 -r 98109 Date: �L. ,�j�j - (206)285-9512 Si P1/11414/ Y A'U 4,•G.5 • Page Number: FAX: Client: (206)285-0618 CLAZ 3 exIkA)--k-erjP 'moo kF Gam . C.,Loti5si,5 4 f5S�. . . Orr,. .1441t1404., gam` .)0,5 -:-,,,77P. . 1 a . itir WALL_ b 100 4%14- 1.49 10 D ..e k `=:1.!05,0 ci.. : ? 1F, ) 1tt- .24e- v=i4I : ) I .0 ,30' 5 , ( Z; si' -- its x i)Dio.r. �s4e, Com. 53 . r "1,- y 44. h ,ivt. 15:6 k. 19,711 X Structural Engineers � , f D+r�" '7i 7 e t:: Title: PLAN 3410 Job#15238 Dsgnr: ARS Date: 4:52PM, 15 OCT 15 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 Rev: 580010 Page 1 User-KW-0602997,Ver 5.8.0,1-Dec-2003 Cantilevered RetainingWall Design _(c)1983-2003 ENERCALC Engineering Software 15238_riverterracePage Description CANT RET WALL H=2'NO SOG Criteria Soil Data I Footing Strengths&Dimensions Retained Height = 1.50 ft Allow Soil Bearing = 3,000.0 psf fc = 3,000 psi Fy = 60,000 psi Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Min.As% _ 0.0014 Heel Active Pressure 35.0 psf/ft Toe Width 0.33 ft Slope Behind Wall = 0.00:1 Toe Active Pressure = 0.0 psf/ft Heel Width = 1.00 Height of Soil over Toe = 8.00 in Passive Pressure = 350.0 psf/ft Total Footing Width = 1.33 Soil Density = 110.00 pcf Water height over heel = 0.0 ft Footing Thickness = 10.00 in Footing IlSoil Friction = 0.400 = Key Width 0.00 in Wind on Stem = 0.0 psf Soil height to ignore Key Depth = 0.00 in for passive pressure = 0.00 in Key Distance from Toe = 0.00 ft Cover @ Top = 3.00 in @ Btm.= 3.00 in Axial Load Applied to Stem Axial Dead Load = 100.0 lbs Axial Load Eccentricity = 0.0 in Axial Live Load 0.0 lbs Design Summary Stem Construction Top Stem Stem OK Total Bearing Load = 603 lbs Design height ft= 0.00 ...resultant ecc. = 0.42 in Wall Material Above"Ht" = Concrete Thickness = 8.00 Soil Pressure @ Toe = 525 psf OK Rebar Size = # 4 Soil Pressure @ Heel = 382 psf OK Rebar Spacing = 18.00 Allowable = 3,000 psf Rebar Placed at = Center Soil Pressure Less Than Allowable Design Data ACI Factored @ Toe = 664 psf fb/FB+fa/Fa = 0.021 ACI Factored @ Heel = 484 psf Total Force @ Section lbs= 66.9 Footing Shear @ Toe = 0.0 psi OK Moment....Actual ft-#= 33.5 Footing Shear@ Heel = 3.0 psi OK Moment Allowable = 1,565.0 Allowable = 93.1 psi Shear Actual psi= 1.4 Wall Stability Ratios Shear Allowable psi= 93.1 Overturning = 6.13 OK Sliding = 6.66(Vertical Co Bar Develop ABOVE Ht. in= 12.00 Sliding Calcs (Vertical Component Used) Bar Lap/Hook BELOW Ht. in= 6.00 Lateral Sliding Force = 95.3 lbs Wall Weight = 100.0 less 100%Passive Force= - 393.8 lbs Rebar Depth 'd' in= 4.00 less 100%Friction Force= - 241.2 lbs Masonry Data psi Added Force Req'd = 0.0 lbs OK Fs psi= ....for 1.5:1 Stability = 0.0 lbs OK Solid Grouting = Footing Design Results Special Inspection Modular Ratio'n' Toe Heel Short Term Factor = Factored Pressure = 664 484 psf Equiv.Solid Thick. _ Mu':Upward = 35 0 ft-# Masonry Block Type=Normal Weight Mu':Downward = 15 55 ft-# Concrete Data Mu: Design = 20 55 ft-# fc psi= 3,000.0 Actual 1-Way Shear = 0.00 2.99 psi Fy psi= 40,000.0 Allow 1-Way Shear = 93.11 93.11 psi Other Acceptable Sizes&Spacings Toe Reinforcing = None Spec'd Toe: Not req'd,Mu<S*Fr Heel Reinforcing = None Spec'd Heel:Not req'd,Mu<S*Fr Key Reinforcing = None Spec'd Key: No key defined Title: PLAN 3410 Job#15238 Dsgnr: ARS Date: 4:52PM, 15 OCT 15 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Code Ref ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 Rev: 580010Ver — Page 2 1 User.3-2003 E E CALL En 1 Engineering 03 Cantilevered Retaining Wall Design (c)1983.2003 ENERCALC Engineering Software 15238_riverterrace3410.2.ecv✓:Calwlations Description CANT RET WALL H=2'NO SOG Summary of Overturning&Resisting Forces&Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 95.3 0.78 74.1 Soil Over Heel = 55.0 1.16 64.0 Toe Active Pressure = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 100.0 0.66 66.3 Load @ Stem Above Soil= Soil Over Toe = 24.2 0.17 4.0 SeismicLoad = Surcharge Over Toe = Stem Weight(s) = 200.0 0.66 132.7 Total = 95.3 O.T.M. = 74.1 Earth @ Stem Transitions= Resisting/Overturning Ratio = 6.13 Footing Weight = 166.2 0.67 110.6 Vertical Loads used for Soil Pressure= 603.0 lbs Key Weight = Vert.Component = 57.6 1.33 76.6 Vertical component of active pressure used for soil pressure Total= 603.0 lbs R.M.= 454.1 Title: PLAN 3410 Job#15238 Dsgnr: ARS Date: 4:52PM, 15 OCT 15 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 Rev: 580010 Page 1 User.KW-0602997,Ver 5.8.0,1-Dec-2003 Cantilevered Retaining Wall Design _(c)1983-2003 ENERCALC Engineering Software 15238_riverterrace3410.2.ecw:Calculations Description CANT RET WALL H=4' NO SOG Criteria i Soil Data ill Footing Strengths&Dimensions M Retained Height = 3.50 ft Allow Soil Bearing = 3,000.0 psf fc = %3,000 psi Fy = 60,000 psi Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Min.As0.0014 Heel Active Pressure 35.0 psf/ft Toe Width = 0.33 ft Slope Behind Wall = 0.00:1 Toe Active Pressure = 0.0 psf/ft Heel Width = 1.33 Height of Soil over Toe = 8.00 in Passive Pressure = 350.0 psf/ft Total Footing Width = 1.66 Soil DensityWater height over heel = 0.0 ft = = 110.00 p cf Footing Thickness 9.00 in FootingiISoil Friction = 0.400 = Wind on Stem = 0.0 psf Soil height to ignore Key Width = 0.00 in for passive pressure = 0.00 in Key Depth 0.00 in Key Distance from Toe = 0.00 ft Cover @ Top = 3.00 in @ Btm.= 3.00 in Axial Load Applied to Stem Axial Dead Load = 100.0 lbs Axial Load Eccentricity = 0.0 in Axial Live Load = 0.0 lbs Design Summary Stem Construction Top Stem -k Stem OK Total Bearing Load = 1,157 lbs Design height ft= 0.00 ...resultant ecc. = 2.71 in Wall Material Above"Ht" = Concrete Thickness = 8.00 Soil Pressure @ Toe = 1,266 psf OK Rebar Size = # 4 Soil Pressure @ Heel = 128 psf OK Rebar Spacing = 18.00 Allowable = 3,000 psf Rebar Placed at = Center Soil Pressure Less Than Allowable Design Data ACI Factored @ Toe = 1,480 psf 1b/FB+fa/Fa = 0.272 ACI Factored @ Heel = 150 psf Total Force @ Section lbs= 364.4 Footing Shear @ Toe = 0.0 psi OK Moment....Actual ft-#= 425.2 Footing Shear @ Heel = 11.9 psi OK Moment Allowable = 1,565.0 Allowable = 93.1 psi Shear Actual psi= 7.6 Wall Stability Ratios Overturning = 2.56 OK Shear Allowable psi= 93.1 Sliding = 2.58 (Vertical Co Bar Develop ABOVE Ht. in= 12.00 Sliding Calcs (Vertical Component Used) Bar Lap/Hook BELOW Ht. in= 6.00 Lateral Sliding Force = 316.1 lbs Wall Weight = 100.0 less 100%Passive Ford - 351.2 lbs Rebar Depth 'd' in= 4.00 less 100%Friction Force= - 462.9 lbs Masonry Data fm psi= Added Force Req'd = 0.0 lbs OK Fs psi= ....for 1.5:1 Stability = 0.0 lbs OK Solid Grouting = Footing Design ResultsI Special Inspection Modular Ratio'n' Toe Heel Short Term Factor = Factored Pressure = 1,480 150 psf Equiv.Solid Thick. = Mu':Upward = 76 0 ft-# Masonry Block Type= Normal Weight Mu':Downward = 14 369 ft-# Concrete Data Mu: Design = 62 369 ft- fc psi= 3,000.0 Actual 1-Way Shear = 0.00 11.92 psi Fy psi= 40,000.0 Allow 1-Way Shear = 93.11 93.11 psi Other Acceptable Sizes&Spacings Toe Reinforcing = None Spec'd Toe: Not req'd,Mu<S'Fr Heel Reinforcing = None Spec'd Heel:Not req'd,Mu<S*Fr Key Reinforcing = None Spec'd Key: No key defined Title: PLAN 3410 Job#15238 Dsgnr: ARS Date: 4:52PM, 15 OCT 15 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 Rev: 580010 User.KW-0602997,Ver 5.8.0,1-Dec-2003 Cantilevered Retaining Wall Design Page 2 II _(c)1983.2003 ENERCALC Engineering Software 152382nverterrace 3410.2.ecw:Calwlations Description CANT RET WALL H=4' NO SOG Summary of Overturning&Resisting Forces&Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 316.1 1.42 447.8 Soil Over Heel = 255.4 1.33 339.2 Toe Active Pressure = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 100.0 0.66 66.3 Load @ Stem Above Soil= Soil Over Toe = 24.2 0.17 4.0 SeismicLoad = Surcharge Over Toe = Stem Weight(s) = 400.0 0.66 265.3 Total = 316.1 O.T.M. = 447.8 Earth @ Stem Transitions= Resisting/Overturning Ratio = 2.56 Footing Weight = 186.7 0.83 155.0 Vertical Loads used for Soil Pressure= 1,157.4 lbs Key Weight = Vert.Component = 191.0 1.66 317.1 Vertical component of active pressure used for soil pressure Total= 1,157.4 lbs R.M.= 1,147.0 Title: PLAN 3410 Job#15238 Dsgnr: ARS Date: 4:52PM, 15 OCT 15 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 Rev: 580010 Cantilevered Retaining Wall Design Page 1 User:3-2 KW-0602997,Ver 5.8.0,1-Dec-2003 o 15238_riverterrace3410.2.ecw:Calculations _(c)1983-2003 ENERCALC Engineering Software Description CANT RET WALL H=6' NO SOG Criteria 4 Soil Data I Footing Strengths&Dimensions M Retained Height = 5.50 ft Allow Soil Bearing = 3,000.0 psf fc = 3,000 psi Fy = 60,000 psi Equivalent Fluid Pressure Method Min.As% = 0.0014 Wall height above soil = 0.50 ft Heel Active Pressure = 35.0 psf/ftToe Width = 0.67 ft Slope Behind Wall = 0.00:1 Toe Active Pressure = 0.0 psf/ft Heel Width = 1.83 Height of Soil over Toe = 8.00 in Passive Pressure = 350.0 psf/ft Total Footing Width = 2.50 Soil Density = 110.00 pcf Water height over heel = 0.0 ft Footing Thickness = 10.00 in Footing IlSoil Friction = 0.400 Key Width = 0.00 in Wind on Stem = 0.0 psf Soil height to ignore Key Depth = 0.00 in for passive pressure = 0.00 in Key Distance from Toe = 0.00 ft Cover @ Top = 3.00 in ©Btm.= 3.00 in Axial Load Applied to Stem Axial Dead Load = 100.0 lbs Axial Load Eccentricity = 0.0 in Axial Live Load = 0.0 lbs Design Summary f Stem Construction Top Stem Stem OK Total Bearing Load = 2,190 lbs Design height ft= 0.00 ...resultant ecc. = 3.83 in Wall Material Above"Ht" = Concrete Thickness = 8.00 Soil Pressure @ Toe = 1,547 psf OK Rebar Size = # 4 Soil Pressure @ Heel = 205 psf OK Rebar Spacing = 16.00 Allowable = 3,000 psf Rebar Placed at = Center Soil Pressure Less Than Allowable Design Data ACI Factored©Toe = 1,746 psf fb/FB+fa/Fa = 0.679 ACI Factored @ Heel = 231 psf Total Force @ Section lbs= 899.9 Footing Shear©Toe = 2.4 psi OK Moment....Actual ft4= 1,649.9 Footing Shear©Heel = 24.5 psi OK Moment Allowable = 2,430.8 Allowable = 93.1 psi Shear Actual psi= 13.6 Wall Stability Ratios Overturning = 2.38 OK Shear Allowable psi= 93.1 Sliding = 1.81 (Vertical Co Bar Develop ABOVE Ht. in= 12.00 Sliding Calcs (Vertical Component Used) Bar Lap/Hook BELOW Ht. in= 6.00 Lateral Sliding Force = 701.9 lbs Wall Weight 100.0 less 100%Passive Force= - 393.8 lbs Rebar Depth 'd' in= 5.50 less 100%Friction Force= - 875.9 lbs Masonry Data fm psi= Added Force Req'd = 0.0 lbs OK Fs psi= ....for 1.5:1 Stability = 0.0 lbs OK Solid Grouting = FootingDesign Results Special Inspection - Modular Ratio'n' Toe Heel Short Term Factor = Factored Pressure = 1,746 231 psf Equiv.Solid Thick. _ Mu':Upward = 362 0 ft4 Masonry Block Type= Normal Weight Mu':Downward = 62 1,531 ft4 Cfc trete Data psi= 3,000.0 Mu: Design = 299 1,531 ft-# Actual 1-Way Shear = 2.35 24.49 psi Fy psi= 40,000.0 Allow 1-Way Shear = 93.11 93.11 psi Other Acceptable Sizes&Spacings Toe Reinforcing = None Spec'd Toe: Not req'd,Mu<S*Fr Heel Reinforcing = None Spec'd Heel:#4@ 22.00 in,#5@ 34.25 in,#6@ 48.25 in,#7@ 48.25 in,#8@ 48.25 in,#9@ 4 Key Reinforcing = None Spec'd Key: No key defined Title: PLAN 3410 Job#15238 Dsgnr: ARS Date: 4:52PM, 15 OCT 15 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 Rev: 580010 User.KW-0602997,Ver 5.8.0,1-Dec-2003 Cantilevered Retaining Wall Design Page 2 1 _(c)1983-2003 ENERCALC Engineering Software 15238_nverterrace_3410.2.ecw:Calculations Description CANT RET WALL H=6' NO SOG ,Summary of Overturning&Resisting Forces&Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 701.9 2.11 1,481.9 Soil Over Heel = 703.8 1.92 1,350.2 Toe Active Pressure = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 100.0 1.00 100.3 Load @ Stem Above Soil= Soil Over Toe = 49.1 0.34 16.5 SeismicLoad = Surcharge Over Toe = Stem Weight(s) = 600.0 1.00 602.0 Total = 701.9 O.T.M. = 1,481.9 Earth @ Stem Transitions= Resisting/Overturning Ratio = 2.38 Footing Weight = 312.5 1.25 390.6 Vertical Loads used for Soil Pressure= 2,189.7 lbs Key Weight = Vert.Component = 424.2 2.50 1,060.6 Vertical component of active pressure used for soil pressure Total= 2,189.7 lbs R.M.= 3,520.1 Title: PLAN 3410 Job#15238 Dsgnr: ARS Date: 4:53PM, 15 OCT 15 Description:S RESIDL-NCE Scope: STRUCTURAL DESIGN Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 Rev: 580010Page 1 User.KW-0602997.Ver 5.8.0,1-Dec-2003 Cantilevered Retaining Wall Design 15238_nvertenace_3410.2.ecw:Caicufations _(c)1983-2003 ENERCALC Engineering Software Description CANT RET WALL H=10' NO SOG Criteria Soil Data I Footing Strengths&Dimensions M Retained Height = 9.50 ft Allow Soil Bearing = 3,000.0 psf fc = 3,000 psi Fy = 60,000 psi above soil = 0.50 ft Equivalent Fluid Pressure Method Min.As% 0.0014 Wall height Heel Active Pressure = 35.0 psf/ft Toe Width = 1.33 ft Slope Behind Wall = 0.00:1 Toe Active Pressure = 0.0 psf/ft Heel Width = 3.50 Height of Soil over Toe = 8.00 in Passive Pressure = 350.0 psf/ft Total Footing Width = 4.83 Soil Density = 110.00 pcf Water height over heel = 0.0 ft Footing Thickness = 12.00 in FootingliSoil Friction = 0.400 Key Width = 0.00 in Wind on Stem = 0.0 psf Soil height to ignore Key Depth = 0.00 in for passive pressure = 0.00 in Key Distance from Toe = 0.00 ft Cover @ Top = 3.00 in @ Btm.= 3.00 in Axial Load Applied to Stem Axial Dead Load = 100.0 lbs Axial Load Eccentricity = 0.0 in Axial Live Load = 0.0 lbs Design Summary k Stem Construction Top Stem Stem OK Total Bearing Load = 6,049 lbs Design height ft= 0.00 ...resultant ecc. = 3.92 in Wall Material Above"Ht" = Concrete Thickness = 8.00 Soil Pressure @ Toe = 1,761 psf OK Rebar Size = # 5 Soil Pressure @ Heel = 744 psf OK Rebar Spacing = 8.00 Allowable = 3,000 psf Rebar Placed at = Edge Soil Pressure Less Than Allowable Design Data ACI Factored @ Toe = 1,990 psf fb/FB+fa/Fa = 0.806 ACI Factored @ Heel = 840 psf Total Force @ Section lbs= 2,684.9 Footing Shear @ Toe = 9.8 psi OK Moment....Actual ft-#= 8,502.3 Footing Shear @ Heel = 65.9 psi OK Moment Allowable = 10,552.0 Allowable = 93.1 psi Shear Actual psi= 40.7 Wall Stability Ratios Overturning = 2.87 OK Shear Allowable psi= 93.1 Sliding = 1.51 (Vertical Co Bar Develop ABOVE Ht. in= 21.36 Sliding Calcs (Vertical Component Used) Bar Lap/Hook BELOW Ht. in= 7.58 Lateral Sliding Force = 1,929.4 lbs Wall Weight = 100.0 less 100%Passive Force= - 486.1 lbs Rebar Depth 'd' in= 5.50 less 100%Friction Force= - 2,419.6 lbs Masonry Data fm psi= Added Force Req'd = 0.0 lbs OK Fs psi= ....for 1.5:1 Stability = 0.0 lbs OK Solid Grouting = Footing Design Results MSpecial Inspection = - Modular Ratio'n' Toe Heel Short Term Factor = Factored Pressure = 1,990 840 psf Equiv.Solid Thick. = Mu':Upward = 1,667 0 ft-# Masonry Block Type= Normal Weight Mu':Downward = 277 12,332 ft-# Concrete Data psi= 3,000.0 Mu: Design = 1,390 12,332 ft-it fc Actual 1-Way Shear = 9.77 65.91 psi Fy psi= 60,000.0 Allow 1-Way Shear = 93.11 93.11 psi Other Acceptable Sizes&Spacings Toe Reinforcing = None Spec'd Toe: Not req'd,Mu<S*Fr Heel Reinforcing = #5 @ 11.00 in Heel:#4@ 7.25 in,#5@ 11.00 in,#6©15.75 in,#7©21.25 in,#8@ 28.00 in,#9@ 35 Key Reinforcing = None Spec'd Key: No key defined Title: PLAN 3410 Job#15238 Dsgnr: ARS Date: 4:53PM, 15 OCT 15 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 Rev: 580010 User.32-0602997,Ver 5.8.0,1-Dec-2003 Cantilevered Retaining Wall Design Page 2 (c)1983-2003 ENERCALC Engineering Software 15238 riverterrace3410.2.ecw:Calculations Description CANT RET WALL H=10' NO SOG _Summary of Overturning&Resisting Forces&Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 1,929.4 3.50 6,752.8 Soil Over Heel = 2,960.8 3.41 10,106.3 Toe Active Pressure = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 100.0 1.66 166.3 Load @ Stem Above Soil= Soil Over Toe = 97.5 0.67 64.9 SeismicLoad = Surcharge Over Toe = Stem Weight(s) = 1,000.0 1.66 1,663.3 Total = 1,929.4 O.T.M. = 6,752.8 Earth @ Stem Transitions= Resisting/Overturning Ratio = 2.87 Footing Weight = 724.5 2.42 1,749.7 Vertical Loads used for Soil Pressure= 6,048.9 lbs Key Weight = Vert.Component = 1,166.0 4.83 5,632.0 Vertical component of active pressure used for soil pressure Total= 6,048.9 lbs 11.M.= 19,382.5 Title: Job# Dsgnr: Date: 3:41 PM, 12 OCT 15 Description: Scope: Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 Rev: 580010 User KW-0602997,Ver 5.8.0,1-Dec-2003 Cantilevered Retaining Wall Design Page 1 II 15238_nvertertace_3abd.ecwBASEMENT WALL NO _(c)1983-2003 ENERCALC Engineering Software Description CANT RET WALL H=12'NO SOG Criteria 0 Soil Data 4 Footing Strengths&Dimensions r Retained Height = 11.50 ft Allow Soil Bearing = 3,000.0 psf Pc = 3,000 psi Fy = 60,000 psi Equivalent Fluid Pressure Method Min.As% = 0.0014 Wall height above soil = 0.50 ft Heel Active Pressure = 35.0 = Toe Width 1.75 ft Slope Behind Wall = 0.00:1 Toe Active Pressure = 0.0 Heel Width = 4.50 Height of Soil over Toe = 8.00 in Passive Pressure = 350.0 Total Footing Width = 6.25 Soil Density = 110.00 pcf Water height over heel = 0.0 ft Footing Thickness = 14.00 in FootingiiSoil Friction = 0.400 Key Width = 0.00 in Wind on Stem = 0.0 psf Soil height to ignore Key Depth = 0.00 in for passive pressure = 0.00 in Key Distance from Toe = 0.00 ft Cover @ Top = 3.00 in @ Btm.= 3.00 in Axial Load Applied to Stem ' AxAxiialal Live DeadLoad Load = 100.0 lbs Axial Load Eccentricity = 0.0 in = 0.0 lbs Desi•n Summa Stem Construction Top Stem Stem OK Total Bearing Load = 9,068 lbs Design height ft= 0.00 resultant ecc. = 3.09 in Wall Material Above"Ht" = Concrete Thickness = 8.00 Soil Pressure @ Toe = 1,810 psf OK Rebar Size = # 5 Soil Pressure @ Heel = 1,092 psf OK Rebar Spacing = 5.00 Allowable = 3,000psf Rebar Placed at = Edge Soil Pressure Less Than Allowable Design Data ACI Factored @ Toe = 2,059 psf fb/FB+fa/Fa = 0.945 ACI Factored @ Heel = 1,243 psf Total Force @Section lbs= 3,934.4 Footing Shear @Toe = 11.5 psi OK Moment....Actual ft-#= 15,082.0 Footing Shear @ Heel = 84.2 psi OK Moment Allowable = 15,964.6 Allowable = 93.1 psi Shear Actual psi= Wall Stability Ratios 59.6 Shear Allowable psi= 93.1 Overturning = 3.19 OK Sliding = 1.50 Vertical Co Bar Develop ABOVE Ht. in= 21.36 Sliding Caics (Vertical Component Used) Bar Lap/Hook BELOW Ht. in= 8.96 Lateral Sliding Force = 2,807.8 lbs Wall Weight = 100.0 less 100%Passive Force= - 588.2 lb less Depth 'd' in= 5.50 less 100%Friction Force= - 3,627.3lbs Masonry Data Pmpsi= Added Force Req'd = 0.0 lbs OK Fs psi= ....for 1.5:1 Stability = 0.0 lbs OK Solid Grouting = Footing Design Results r Special Inspection = ® Modular Ratio'n' Toe Heel Short Term Factor = Factored Pressure = 2,059 1,243 psf Equiv.Solid Thick. = Mu':Upward = 3,037 0 ft-# Masonry Block Type= Mu':Downward = 532 25,870 ft-# Concrete Data Mu: Design = 2,504 25,870 ft-# Pc psi= 3,000.0 Actual 1-Way Shear = 11.49 84.23 psi Fy psi= 60,000.0 Allow 1-Way Shear = 93.11 93.11 psi Other Acceptable Sizes&Spacings Toe Reinforcing = None Spec'd Toe: Heel Reinforcing = #5 @ 11.00 in Heel: Key Reinforcing = None Spec'd Key: Title: Job# Dsgnr: Date: 3:41 PM, 12 OCT 15 Description: Scope: Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 Rev: 580010 User.KW-0602997,Ver 5.8.0,1-Dec-2003 Cantilevered Retaining Wall Design Page 2 1 _(c)1983-2003 ENERCALC Engineering Software 15238 riverterace 3abd.ecw:BASEMENT WALL NO Description CANT RET WALL H=12' NO SOG ,Summary of Overturning&Resisting Forces&Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 2,807.8 4.22 11,855.1 Soil Over Heel = 4,849.2 4.33 21,013.1 Toe Active Pressure = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 100.0 2.08 208.3 Load @ Stem Above Soil= Soil Over Toe = 128.3 0.88 112.3 SeismicLoad = Surcharge Over Toe = Stem Weight(s) = 1,200.0 2.08 2,500.0 Total = 2,807.8 O.T.M. = 11,855.1 Earth @ Stem Transitions= Resisting/Overturning Ratio = 3.19 Footing Weight = 1,093.7 3.13 3,417.9 Vertical Loads used for Soil Pressure= 9,068.2 lbs Key Weight = Vert.Component = 1,696.9 6.25 10,605.8 Vertical component of active pressure used for soil pressure Total= 9,068.2 lbs R.M.= 37,857.4 180 Nickerson St. C T ENGINEERING Suite 302 Seattle,WA :(�� INC. ��q( �+ n 98109 ProjectI 1 ""YY )u__ ` " I o` Date: f 1l 06• t (206)285-4512 Client: 2012 �/ 9-0013 d/QwW �s SPage Number: (2 6)285-0618 � } a T � � J b r --b I ; 1 I Q[ I, 3I pis _ 1',► 1, J *sib ��tl 3Z`t t. ..G 24.E Q 83 . 5 3� , - .1:•••-• � � �` t.rI ® /i1 +� t t7 ,q�T L i • : _ • Qd i�iZ, ;{ .v - 5 ; .1i �at • t , ro X .:1,;:: oS ! . d, ( cam/ PPS --1-It,1 � XP (a z _ s r Zl=- x 5/4t, tl am - 7 . ; SII , Lev.z- Z"i-Cr) a- fes' c1 e 1. Y _-71' G , i f _ 7:7 . I f i 12 v tbr r --:,---"'-'1-°-;- 'Cif_.=0::--41::: i ata ^;s_ - y I � si ! r'i +6 wry • �X.4 �- •, i�n _. j ' j�11jT '7) - 69 i ,, ,,, Structural Engineers j/ p�S 4-,3.6.41z s t Design Maps Summary Report Page 1 of 1 ELMS 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 fit« ',,,,,i'.;.---4,- ''''',';',.111--'- ,,-"r:'-''.".;,-;"!'"::,:14,',.Z.:',:"-:o i-,\""- 1,-', ;.',i-::::-N...r.-!--11-0-47:50,47..r'''i, 4..,i4-'-'-'''o'ft'-''-',741111r::::*1------411: ,,,,,,-:-.?'<.,,,',,' :',t',--.K',', ,..1-','' ' 14, '''''''ITT"--1:1'.1.: ""'�rm3-i3*,1 � Z 1 ;o1 " i 1 r M1l ukie �e ,,,,.�'i.= k 7 am � ' Lake Os e o ORT { t c / ,,/-,- --P7ak' ' ,,, .,„..-. ,,,, - - f 4"(.,,,,-„:0,,,,);'6,„,9,,t? Y.,,, s Fam 9 k ' i F �" A / USGS-Provided Output Ss = 0.972 g SMS = 1.080 g Sps = 0.720 g Si = 0.423 g SM: = 0.667 g Sol = 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 cos 1.10 0.10 0.09 0,72:. 0,20 &CA o 0.50 Tit 0,42 3 cat a 6....sst 3 040 1 0.22 0. 1. 0. "4a 0.22 0,22 0,10 0.11 0.00 000 0.00 0.00 0.20 0.20 0 0 0.00 1.00 1,20 1.40 /.60 1.00 2.00 0.00 0.20 0.40 0.00 OM 1.00 1.10 1.40 1.00 LSO 2.00 Period.T told Par od T{ 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#15238: Plan 3413.2 Step# 2012 IBC ASCE 7-10 1. RISK CATEGORY TYPE= II Table 1604.5 Table 1.5-1 OCCUPANCY CATEGORY 2. IMPORTANCE FACTORIE= 1.00 Section 1613.1 ->ASCE Table 1.5-2 3. Site Class-Per Geo. Engr. S.C.= D Section 1613.3.5 Section 11.4.2/Ch.20 Table 1613.3.3(2) Table 20.3-1 4. 0.2 Sec.Spectral Response Ss= 1.10 Figure 1613.3.1(1) Figure 22-1 5. 1.0 Sec.Spectral Response S1= 0.50 Figure 1613.3.1(2) Figure 22-2 Latitude= Varies N Longitude= Varies W http://earthq uake.usgs.gov/research/hazmaps/ http://earthquake.usqs.covidesicinmaPs/us/application.php 6. Site Coefficient(short period) F.= 1.06 Figure 1613.3.3(1) Table 11.4-1 7. Site Coefficient(1.0 second) Fv= 1.50 Figure 1613.3.3(2) Table 11.4-2 SMS=F.*Ss Skis= 1.17 EQ 16-37 EQ 11.4-1 SMi=Fv*S1 SM1= 0.75 EQ 16-38 EQ 11.4-2 SDs=2/3*SMS SDs= 0.78 EQ 16-39 EQ 11.4-3 SD1=2/3*SM1 SDS= 0.50 EQ 16-40 EQ 11.4-4 8. Seismic Design Category 0.2s SDCs= D Table 1613.3.5(1) Table 11.6-1 9. Seismic Design Category 1.0s SDC, = D Table 1613.3.5(2) Table 11,6-2 10. Seismic Design Category SDC= D Max. Max. 11. Wood structural panels - - N/A Table 12.2-1 12. Response Modification Coef. R= 6.5 N/A Table 12.2-1 13. Overstrength Factor S2o= 2.5 N/A Table 12.2-1 14. Deflection Amplification Factor CD= 4.0 N/A Table 12.2-1 15. Plan Structural Irregularities - No N/A Table 12.3-1 16. Vertical Structural Irregularities - No N/A Table 12.3-2 17. Permitted Procedure Equiv. Lateral Force - Table 12.6-1 Page 1 2012 IBC EQUIV.LAT.FORCE SHEET TITLE: 2012 IBC EQUIVALENT LATERAL FORCE PROCEDURE PER ASCE 7-10 CT PROJECT#: CT#15238:Plan 3413.2 SDs= 0.78 h„ = 29.50(ft) SD,= 0.50 X = 0.75 ASCE 7(Table 12.8-2) R= 6.5 C,= 0.020 ASCE 7(Table 12.8-2) IE= 1.0 T= 0.253 ASCE 7(EQ 12.8-7) S,= 0.50 k= 1'ASCE 7(Section 12.8.3) Ti_= 6 ASCE 7(Section 11.4.5:Figure 22-15) Cs=SDs/(R/IE) 0.120 W ASCE 7(EQ 12.8-2) Cs=SD,I(T*(R/IE)) (for T<TL) 0.304 W ASCE 7(EQ 12.8-3)(MAX.) Cs=(SD,*TL)/0-2*(R/IE)) (for T>TL) 0.000 W ASCE 7(EQ 12.8-4)(MAX.) Cs=0.01 0.010 W ASCE 7(EQ 12.8-5)(MIN.) Cs=(0.5 S,)/(R/IE) 0.038 W ASCE 7(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; *h,k wx *h,k DESIGN SUM LEVEL Height (ft) h, (ft) (sqft) (ksf) (kips) (kips) Ew; *h;k Vi DESIGN Vi Roof - 29.5029.50 1450 0.022' 31.9 941.1 0.49 4.43 4.43 2nd 9.00 20.50 20.50 1682 0.028 47.096 965.5 0.50 4.54 8.97 1st(base) 11.35 9.15 9.15 1065 0.028, 29.82 29.8 0.02 0.14 9.11 SUM= 108.8 1936.3 1.00 9.11 E=V= 13.01 (LRFD) 0.7*E= 9.11 (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,, = EF, *w, 0.4*SDS*1E*Wp 0.2*SDS*1E*Wp LEVEL (kips) (kips) (kips) (kips) (kips) Ew, FT,„ Max. Fp, Min. Roof 4.43 4.43 31.9 31.9 4.96 4.43 9.92 4.96 2nd 4.54 8.97 47.1 79.0 7.32 5.35 14.64 7.32 1st(base) 0.14 9.11 29.8 108.8 4.64 2.50 9.27 4.64 Page 2 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#15238:Plan 3413.2 NS E-W F-B S-S 2012 IBC ASCE 7-10 Ridge Elevation(ft)= 4200 42.00 ft. Roof Plate Ht.= 29.50 29.50 Roof Mean Ht.= 35.75 35.75 ft. - - Building Width= 34.0 43.0 ft. V ult. Wind Speed 3 Sec.Gust= 120 120 mph Figure 1609 Fig. 26.5-1A thru C V asd. Wind Speed 3Sec.Gust= * i`,mph (EQ 16-33) Exposure= B B lw= 1.0 1.0; N/A N/A Roof Type= Gable Gable Ps30A= 21.6 21.6`psf Figure 28.6-1 PS30B= 14.8 14.8:psf Figure 28.6-1 Ps3o c= 172 17.2 psf Figure 28.6-1 Ps30 0= 11.8 11.8;psf Figure 28.6-1 X= 1.00 1.004 Figure 28.6-1 Krt=' 1.00 1.00 Section 26.8 windward/lee=' 1.00 1.00;(Single Family Home) A*Kn*I 1.,, I ps=X*Kzt`I*pop (Eq.28.6-1) PsA= 21.60 21.60 psf (LRFD) (Eq.28.6-1) PSB= 14.80 14.80 psf (LRFD) (Eq.28.6-1) Psc= 17.20 17.20 psf(LRFD) (Eq.28.6-1) Pso= 11.80 11.80 psf (LRFD) (Eq.28.6-1) Ps A andC average= 19.4 19.4 psf (LRFD) PsBand0average= 13.3 13.3 psf (LRFD) a= 3.4 3.4 Figure 28.6-1 2a= 6.8 6.8 width-2`2a= 20.4 29.4 MAIN WIND-ASCE 7-10 CHAPTER 28 PART 2 Areas(N-S) Areas(E-W) (N-S) (E-W) Wind(N-S)(LRFD) Wind(E-W) (LRFD) width factor roof-> 1.00 1.00 0.89 0:89 16 psf min. 16 psf min. width factor 2nd-> 1.00 0.89 wind(LRFD)wind(LRFD) DIAPHR. Story Elevation Height AA AB Ac A0 AA AB As Ac per 28.4.4 per 28.4.4 WIND SUM WIND SUM LEVEL Height (ft) hi(ft) h(ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) Vi(N-S) V(N-S) Vi(E-VV) V(E-VV) 42.00 12.5 0 170 0 255 0 151.3 0 327.1 Roof 29.50 29.50 4.5 61.2 0 91.8 0 61.2 0 117.7 0 9.2 10.5 8.43 8.43 9.45 9.45 2nd 9.00 20.50 20.50 10.2 138.4 0 207.6 0 138.4 0 299.1 0 5.5 7.0 6.56 14.99 8.13 17.58 1st(base) 11.35 9.15 9.15 10.3 139.4 0 209.1 0 139.4 0 301.4 0 5.6 7.1 4.53 19.52 5.62 23.20 Bsmt 9.15 0.00 AF= 1272 Ar= 1536 20.4 24.6 V(ns)= 19.52 V(e-w)= 23.20 kips(LRFD) kips(LRFD) kips kips Page 3 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#15238:Plan 3413.2 SEE SEAW RAPID SOLUTION SPREADSHEET AND INSERT VALUES BELOW MAIN WIND-7-10 CHAPTER 28 PART 1 Wind(N-S) Wind(E-W) Min/Part 2(Max.) Min/Method 1(Max.) Wind(N-S)(LRFD) Wind(E-W)(LRFD) DIAPHR. Story Elevation Height DESIGN SUM DESIGN SUM DESIGN SUM DESIGN SUM LEVEL Height (ft) hi(ft) Vi(N-S) V(N-S) Vi(E-1N) V(E-W) Vi(N-S) V(N-S) V(E-V10 V(E-W) Roof - 29.50 29.50 0.00 0.00 0.001 0.00 925 925 10.52 10.52 2nd 9.00 20.50 20.50 0.00: 0.00 0.00' 0.00 5.54 14.78 7.00 17.52 1st(base) 11.35 9.15 9.15 0.00 0.00 0.00: 0.00 5.58 20.36 7.05 24.57 9.15 0.00 V(ns)= 0.00 V(e-w)= 0.00 V(n-s). 20.36 V(e-w)= 24.57 kips kips kips(LRFD) kips(LRFD) DESIGN WIND-Min./Part 2/Part 1 ASD Wind(N-S)(LRFD) Wind(E-W)(LRFD) Wind(N-S)(ASD) Wind(E-W)(ASD) 0.61N 0.6•W DIAPHR. Story Elevation Height DESIGN SUM DESIGN SUM DESIGN SUM DESIGN SUM LEVEL Height (ft) hi(ft) Vi(N-S) V(N-S) Vi(E-W) V(E-W) Vi(N-S) V(N-S) Vi(E-W) V(E-W) Roof 9 20.5 20.5 9.25 9.25 10.52 10.52 5.55 5.55 6.31 6.31 2nd 11.35 9.15 9.15 5.54 14.78 7.00 17.52 3.32 8.87 4.20 10.51 1st(base) 0 0 0 5.58 20.36 7.05 24.57 3.35 12.22 4.23 14.74 V(n-s)= 20.36 V(e-w)= 24.57 V(n-s)= 8.87 V(e-w)= 10.51 kips(LRFD) kips(LRFD) kips(ASD) kips(ASD) Part 1 Base Shear Part 2 Base Shear = 0.0 0.0 ratio ratio Page 4 SHEET TITLE: SDPWS SHEARWALL VALUES PER TABLE 4.3A CT PROJECT#: CT#15238: Plan 3413.2 SHEATHING THICKNESS tsheathing= 7/16" NAIL SIZE nail size= 0.131"dia.X 2.5"long STUD SPECIES SPECIES= H-F or SPF SPECIFIC GRAVITY S.G.= 0.43 ANCOR BOLT DIAMETER Anc. Bolt dia.= 0.625 ASD F.O.S. = 2.0 SHEARWALL TYPE Table 4.3A Seismic Table 4.3A Wind 7/16"w/8d common V seismic V s allowable V wind V w allowable (15/32"values per (SDPWS-2008) modify per S.G. (SDPWS-2008) modify per S.G. footnote 2) (divide by 2.0 FOS) (divide by 2.0 FOS) (for ASD) (for ASD) -_I 0 1 0 1 P6TN 150 150 150 150 P6 520 242 730 339 P4 760 353 1065 495 P3 980' 456 1370' 637 P2 12$0'', 595 1790 832 2P4 1520 707 2130 990 2P3 1960` 911 2740 1274 2P2 2560; 1190 3580 1665 N.G. 10000 4650 10000 4650 GYPSUM THICKNESS tsheathing_ 1/2" NAIL SIZE nail size= 1 1/4"long No.6 Type S or W Response Modification Coef. R= 6.5 SHEARWALL TYPE Table 2306.4.7 Seismic Wind 1/2"w/1 1/4"screw V allowable V s allowable V w allowable Blocked (PER 2009 IBC) modify G7 125 R>2 not allowed R>2 not allowed G4 150 R>2 not allowed R>2 not allowed 2G7 250 R>2 not allowed R>2 not allowed 2G4 300 R>2 not allowed R>2 not allowed 2G4 300 150 SHEET TITLE: LATERAL N-S(front to back-up/down) CT PROJECT#: CT#15238:Plan 3413.2 Diaph.Level: Roof Panel Height= 9 ft. Seismic V I= 4.43 kips Design Wind N-S V I= 5.55 kips Max.aspect= 3.5 SDPWS Table 4.3.4 Sum Seismic V I= 4.43 kips Sum Wind N-S V I= 5.55 kips Min.Lwall= 2.57 ft. per SDPWS-2008 (0.6-0.14Sds)D+0.7 p Qe 0.6D+W pt= 1.00 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LDL eff. C 0 w dl V level V abv.V level V abv. 2w/h v i Type Type v i OTM ROTM Unet Usum OTM ROTM Unet Ueum U,em HD (sgft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext. L1 456 20.0 24.0 1.00 0.15 1.73 0.00 1.38 0.00 1.00 1.00 69 P6TN P6TN 87 12.44 17.82 -0.28 -0.28 15.60 21.60 -0.31 -0.31 -0.28 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 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. L2 274 ,12,0 16.0 1.00 0.00 1.04 0.00 0.83 0.00 1.00 1.00 69 P6TN P6TN 87 7.48 0.00 0.66 0.66 9.37 0.00 0.83 0.83 0.83 - - 0 0.0 0.0 1.00' 0.00 0.00 0.00 0.00 0.00 1.00 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 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 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. R1** 730 40.0 40.0 0,95 0.15 2.77 0.00 2.21 0.00 1.00 1.00 58 P6TN P6TN 73 19.92 59.40 -1.00 -1.00 24.97 72.00 -1.20 -1.20 0.66 pert - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 : 0.0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00' 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1,00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 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 1460 72.0 70.0=L eff. 5.55 0.00 4.43 0.00 EVwind 5.55 EVEQ 4.43 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#15238:Plan 3413.2 Diaph.Level: 2nd Panel Height= 11 ft. Seismic V i= 4.54 kips Design Wind N-S V I= 3.32 kips Max.aspect= 3.5 SDPWS Table 4.3.4 Sum Seismic V i= 8.97 kips Sum Wind N-S V i= 8.87 kips Min.Lwall= 3.14 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= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LDL eff. C 0 w dl V level V abv.V level V abv. 2w/h vi Type Type vi OTM RoTM Unet U. OTM ROTM Unet Veum U. HD (sgft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext. L3 841 34.0 40.0 1.00 0.25' 1.66 2.77 2.27 2.21 1.00 1.00 132 P6TN P6TN 130 49.33 84.15 -1.04 -1.32 48.78 102.00 -1.60 -1.91 -1.32 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 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 0.66 0.00 0.00 0.00 0.83 0.83 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 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 Ext. R2 841 37.0 47.0 1.00 0.25' 1.66 2.77 2.27 2.21 1.00 1.00 121 P6TN P6TN 120 49.33 107.60 -1.60 -2.61 48.78 130.43 -2.25 -3.44 -2.61 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 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 0.00 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 0.00 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 1682 1682 71.0 71.0=L eff. 3.32 5.55 4.54 4.43 1.00 EV wind 8.87 EVEp 8.97 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#15238:Plan 3413.2 Panel Height= 9.14 ft. Seismic V i= 5.71 kips Design Wind F-B V i= 3.94 kips Max.aspect= 3.5 SDPWS Table 4.3.4 Sum Seismic V 1= 14.68 kips Sum Wind F-B V i= 12.81 kips Min.Lwall= 2.61 ft. per SDPWS-2008 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. Grid ID T.A. Lwall LDL eff. C 0 w dl V level V abv.V level V abv. 2w/h v i Type Type vi OTM RoTM Unet Ueum OTM ROTM Unet Usum Usem (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext L4 532.5 23.0 23.0 1.00 0.35 1.97 4.43 2.85 4.48 1.00 1.00 319 P4 P6 278 0.00 83.32 -3.73 -3.73 16.72 61.72 -2.01 -2.01 -2.01 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 R3 532.5 33.0 33.0 1.00 0.35 1.97 4.43 2.85 4.48 1.00 1.00 222 P6 P6 194 0.00 171.52 -5.30 -5.30 16.72 127.05 -3.41 -3.41 -3.41 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00' 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 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 1065 1065 56.0 56.0=L eff. 3.94 8.87 5.71 8.97 EVwYnd 12.81 EVEQ 14.68 Notes: denotes a wall with force transfer SHEET TITLE: LATERAL E•W(side to side•left/right) CT PROJECT#: CT#15238:Plan 3413.2 Diaph.Level: Roof Panel Height= 9 ft. Seismic V i= 4.43 kips Design Wind E-W V I= 6.31 kips Max.aspect= ? 3.5 SDPWS Table 4.3.4 Sum Seismic V i= 4.43 kips Sum Wind E-W V i= 6.31 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. Lwaii LDL or. C 0 w dl V level V abv. V level V abv. 2w/h vi Type Type vi OTM ROTM Unst U.., OTM Rote U. sum Us. HD (s(ift) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (PIO) (plt) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Front BR2* 261 6.8 12.3 1,00 0.15 1.14 0.00 0.80 0.00 1.00 1.00 117 P6TN P6 166 7.17 3.13 0.65 0.65 10.22 3.80 1.04 1.04 1.04 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 BR1* 326.3 8.7 15.2 1.00 0.15 1.42 0.00 1.00 0.00 1.00 1.00 115 P6TN P6 164 8.96 4.88 0.51 0.51 12.78 5.92 0.86 0.86 0.86 Front loft* 137.8 4.0 6.5 1.00 10,15 0.60 0.00 0.42 0.00 1.00 0.89 118 P6TN P6TN 150 3.79 0.97 0.85 0.85 5.40 1.17 1.27 1.27 1.27 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 1.00 000; 0.00 0.00 0.00 0.00 1.00 0.00 0--- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 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 Rear MSTR 725 18,0 20.0 1.00 0.15 3.16 0.00 2.21 0.00 1.00 1.00 123 P6TN P6 175 19.92 13.37 0.38 0.38 28.40 16.20 0.70 0.70 0.70 - - 0 0.0 0;0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 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 4 0.0 0.0 1.00 ;0.00 0.00 0.00 0.00 0.00 1.00 0.00 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 'r 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 `>0,0 0.0 1.00 0.004 0.00 0.00 0.00 0.00 1.00 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 - - 0 0.0 0:0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 ` 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 .0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 ' 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1,00 0.00'+ 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 ' 0.0 00 1.00 0.00` 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.005 0.00 0.00 0.00 0.00 1.00 0.00 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 c 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1450 1450 37.5 37.5=L eff. 6.31 0.00 4.43 0.00 EV,„„d 6.31 EVEQ 4.43 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#15238:Plan 3413.2 Diaph.Level: 2nd Panel Height= 11 ft. Seismic V i= 4.54 kips Design Wind E-W V i= 4.20 kips Max.aspect= 3.5 SDPWS Table 4.3.4 Sum Seismic V I= 8.97 kips Sum Wind E-W V i= 10.51 kips Min.Lwall= 3.14 ft. per SDPWS-2008 (0.6-0.14Sds)D+0.7 p Qe 0.6D+W 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 LPL off C o w dl V level V abv. V level V abv. 2w/h vi Type Type vi OTM Row U„M Us„m OTM RoTM line U,,m U.," HD (sgft) ((t) (ft) (klf) (kip) (kip) (kip) (kip) p (pIt) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Gar ABWP0 2.0 10.0 1.00 ;0.25 0.00 0.91 0.00 0.64 1.00 1.00 319 P4 P4 454 7.01 1.24 4.33 4.99 10.00 1.50 6.37 7.41 7.41 - - 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Gar ABWP 0 3.0 14.2 1,00 0.25' 0.00 1.14 0.00 0.80 1.00 1.00 266 P4 P4 379 8.77 2.63 2.63 3.14 12.49 3.19 3.99 4.85 4.85 Int pdr 0 3.3 5.0 1.00 0.25 0.00 0.60 0.00 0.42 1.00 0.59 219 P6 P6 184 4.63 1.01 1.40 2.25 6.59 1.22 2.08 3.35 3.35 - - 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 Int KIT 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0,00 0,00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Gar Rear 841 15.0 17.0 1.00 0,15 2.10 0.51 2.27 0.36 1.00 1.00 175 P6 P6 174 28.93 9.47 1.36 1.36 28.72 11.48 1.20 1.20 1.36 Gar Rear 0 0.0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Rear Dining 280.3 4.5 8.0 1,00 0,30 0.70 1.05 0.76 0.74 1.00 0.82 406 P3 P4 389 16.44 2.67 3.59 3.97 19.27 3.24 4.18 4.89 4.89 Rear Dining 280.3 4.4 8.0 1.00 0.30 0.70 1.05 0.76 0.74 1.00 0.80 425 P3 P4 398 16.44 2.61 3.70 3.70 19.27 3.17 4.31 4.31 4.31 Rear LIV* 280.3 5.0 16,6 1.00 0.30 0.70 1,05 0.76 0.74 1.00 0.91 329 P4 P4 350 16.44 6.14 2.38 2.38 19.27 7.45 2.73 2.73 2.73 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 '0.00 0.00 1.00 0.00 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 i 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 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 r'0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1682 1682 37.2 37.2=Leff. 4.20 6.31 4.54 4.43 2.:1,,,,,„,d 10.51 2JVEQ 8.97 Notes: denotes with shear transfer ABWP Alternate Braced Wall Panel-2308.9.3.2 ** denotes perferated shear wall iSB denotes iSB Shear Panel SHEET TITLE: LATERAL E-W(side to side-left/right) CT PROJECT#: 2012 IBC SEISMIC OVERVIEW Diaph.Level: 2nd Panel Height= 9.14 ft. Seismic V I= 4.14 kips Design Wind F-B V I= 6.16 kips Max.aspect=} 3.5ISDPWS Table 4.3.4 Sum Seismic V i= 13.11 kips Sum Wind F-B V I= 16.67 kips Min.Lwall= 2.61 ft. per SDPWS-2008 HD 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 Lae. C 0 w dl V level V abv. V level V abv. 2w/h v i Type Type vi OTM Row Unet Uwm OTM RoTM U„,t U,,,m U,,,,, (sgft) (ft) (ft) (kif) (kip) (kip) (kip) (kip) P (PIt) (pit) (kip-ft) (kiP-ft) (kiP) (kiP) (kiP-ft) (kip-ft) (kiP) (kip) (MP) Ext 01 511.6 9.3 12.3 1.00 0.35 1.76 3.00 1.18 2.56 1.00 1.00 404 P3 P3 514 13.07 17.85 -0.56 -0.56 16.63 13.22 0.40 0.40 0,40 Ext B2 385.9 6.8 18.8 1.00 0.351 1.32 2.26 0.89 1.93 1.00 1.00 416 P3 P3 529 9.86 20.01 -1.66 -1.66 12.55 14.83 -0.37 -0.37 -0,33 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 GAR2897.5 34.0 34.0 1.00 0.351 3.08 5.26 2.07 4.48 1.00 1.00 CONCRETE 22.94 ##### -4.77 -4.77 29.18 ##### -3.17 -3.17 4,47. 0 0.0 0.0 1.00 0.00; 0.00 0.00 0.00 0.00 1.00 0.00 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 i 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 i 0.00'; 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 '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 o-- -- 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 o.- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0�0 1.00 0.00; 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 OMD 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 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 1100 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 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 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 r 0.00 0.00 0.00 0.00 1.00 0.00 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 i 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 `> 0.0 0.0 1.00 0.00: 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 OM 0.0 1.00 0.00: 0.00 0.00 0.00 0.00 1.00 0.00 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 OAO 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 r 0.00: 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 OM 0.0 1.00 0.00` 0.00 0.00 0.00 0.00 1.00 0.00 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 i 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1.00 0.00: 0.00 0.00 0.00 0.00 1.00 0.00 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 1795 1795 50.0 435=Let 6.16 10.51 4.14 8.97 EV„,„d 16.67 EVEQ 13.11 JOB#: CT#15238:Plan 3413.2 S}EARWALL WITH FORCE TRANSFER ID: Front Upper BR2* Roof Level w dl= 150 p/f V eq 810.0 pounds V1 eq= 405.0 pounds V3 eq= 405.0 pounds V w= 1340.0', pounds V1 w= 670.0 pounds V3 w= 670.0 pounds _i _ •. v hdr eq= 65.6 p/f - 10. •H head= A v hdr w= 108.6 p/f 1.083 v Fdrag1 eq= 181 F2 eq= 181 Fdragl w= *9 F2 -299 H pier= v1 eq= 118.4 p/f v3 eq= 118.4 plf P6TN E.Q. 4.0 v1 w= 195.9 plf v3 w= 195.9 plf P6 WIND feet H total= 2w/h= 1 2w/h= 1 9.083 • Fdrag3 eq= : F4 e.- 181 feet . Fdrag3 w=299 F4 w=299 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 65.6 plf P6TN 4.0 EQ Wind v sill w= 108.6 p/f P6TN feet OTM 7357 12171 R OTM 5610 6852 .. • UPLIFT 150 456 Up above 0 0 UP sum 150 456 H/L Ratios: L1= 3.4 L2= 5.5 L3= 3.4 Htotal/L= 0.74 Hpier/L1= 1.17 ► O. `Hpier/L3= 1.17 L total= 12.3 feet o• JOB#: CT#15238:Plan 3413.2 SHEARWALL WITH FORCE TRANSFER ID: Front Upper BR1* Roof Level w dl= 150 p/f V eq 1010.0 pounds V1 eq= 505.0 pounds V3 eq= 505.0 pounds V w= 1370.0', pounds V1 w= 685.0 pounds V3 w= 685.0 pounds v hdr eq= 66.6 plf •H head= A v hdr w= 90.4 plf 1.083 'y Fdragl eq= 217 F2 eq= 217 Fdragl w= '4 F2 -294 H pier= v1 eq= 116.6 plf v3 eq= 116.6 plf P6TN E.Q. 5.0 v1 w= 158.2 p/f v3 w= 158.2 plf P6 WIND feet 2w/h= 1 H total= 2w/h= 1 F4 e - 217 9.083 • Fdrag3 eq= feet A Fdrag3 w=294 F4 w=294 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 66.6 p/f P6TN 3.0_ ... EQ Wind v sill w= 90.4 plf P6TN feet OTM 9174 12444 R OTM 8466 10342 UPLIFT 49 145 Up above 0 0 UP sum 49 145 H/L Ratios: L1= 4.3 L2= 6.5 L3= 4.3 Htotal/L= 0.60 41 ► 4 ► 0 I. Hpier/L1= 1.15 .4 ► Hpier/L3= 1.15 L total= 15.2 feet ` JOB#: CT#15238:Plan 3413.2 SHEARWALL WITH FORCE TRANSFER ID: Front Upper Loft* Roof Level w dl= 150 p/f V eq 340.0 pounds V1 eq= 170.0 pounds V3 eq= 170.0 pounds V w= 560.0 pounds V1 w= 280.0 pounds V3 w= 280.0 pounds ► v hdr eq= 52.3 plf ► •H head= A v hdr w= 86.2 p/f 1.083 ','v Fdragl eq= 65 F2 eq= 65 Fdragl w= !8 F2 -108 H pier= v1 eq= 85.0 p/f v3 eq= 85.0 plf P6TN E.Q. 4.0 v1 w= 140.0 plf v3 w= 140.0 plf P6TN WIND feet H total= 2w/h= 1 2w/h= 1 9.083 • Fdrag3 eq= •• F4 e.- 65 feet • Fdrag3 w=108 F4 w=108 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 52.3 plf P6TN 4.0 EQ Wind v sill w= 86.2 plf P6TN feet OTM 3088 5086 R OTM 1556 1901 .. • UPLIFT 263 546 Up above 0 0 UP sum 263 546 H/L Ratios: L1= 2.0 L2= 2.5 L3= 2.0 Htotal/L= 1.40 Hpier/L1= 2.00 • Hier/L3= 2.00 P L total= 6.5 feet ` JOB#: CT#15238:Plan 3413.2 SHEARWALL WITH FORCE TRANSFER ID: Rear Upper MBR* Roof Level w dl= 150 plf V eq 1790.0 pounds V1 eq= 1481.4 pounds V3 eq= 308.6 pounds V w= 2970.0', pounds V1 w= 2457.9 pounds V3 w= 512.1 pounds v hdr eq= 64.5 plf •H head= A v hdr w= 107.0 p/f 1.083 v Fdragl eq= 320 F2 eq= 67 • Fdragl w= --1 F2 -111 H pier= v1 eq= 82.3 plf v3 eq= 82.3 plf P6TN E.Q. 4.0 v1 w= 136.6 p/f v3 w= 136.6 p/f P6TN WIND feet H total= 2w/h= 1 2w/h= 1 9.083 v Fdrag3 eq= • F4-.- 67 feet • Fdrag3 w=531 F4 w=111 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 64.5 plf P6TN 4.0 EQ Wind v sill w= 107.0 plf P6TN feet OTM 16259 26977 ' R OTM 28368 34653 v UPLIFT -447 -283 Up above 0 0 UP sum -447 -283 H/L Ratios: L1= 18.0 L2= 6.0 L3= 3.8 Htotal/L= 0.33 4 0 4 ►1 ► Hpier/L1= 0.22 4 ► Hpier/L3= 1.07 L total= 27.8 feet ` JOB#:CT#15238:Plan 34132 SHEARWALL WITH FORCE TRANSFER ID: Rear Lower UV' Roof Level w dl= 150 plf V eq 850.0 pounds V1 eq= 425.0 pounds V3 eq= 425.0 pounds V w= 1360.0', pounds V1 w= 680.0 pounds V3 w= 680.0 pounds -'► --► v hdr eq= 50.0 pif ► •H head= A v hdr w= 80.0 plf 2.083 Y Fdragl eq= 300 F2 eq= 300 Fdragl w= ,=0 F2 -480 H pier= vl eq= 170.0 plf v3 eq= 170.0 plf P6 E.Q. 5,0 vl w= 272.0 plf v3 w= 272.0 plf P6 WIND feet H total= 2w/h= 1 2w/h= 1 10.083 . Fdrag3 eq= e• F4 e.- 300 feet A Fdrag3 w=480 F4 w=480 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 50.0 pif P6TN 3.0 EQ Wind v sill w= 80.0 plf P6TN feet OTM 8571 13713 R OTM 10646 13005 • UPLIFT -127 43 Up above 0 0 UP sum -127 43 H/L Ratios: L1= 2.5 L2= 12.0 L3= 2.5 Htotal/L= 0.59 11. 4Hpier/L1= 2.00 f �� 0. Hpier/L3= 2.00 L total= 17.0 feet t JOB#: CT#15238:Plan 3413.2 SHEARWALL WITH FORCE TRANSFER ID: Rear Lower KIT` Roof Level w dl= 150 plf V eq 820.0, pounds V1 eq= 474.7 pounds V3 eq= 345.3 pounds V w= 1320.0 pounds V1 w= 764.2 pounds V3 w= 555.8 pounds v hdr eq= 56.6 p/f •H head= A v hdr w= 91.0 p/f 2.083 'Y Fdragl eq= 164 F2 eq= 119 Fdragl w= ,4 F2 -192 H pier= v1 eq= 86.3 plf v3 eq= 86.3 p/f P6TN E.Q. 5.0 v1 w= 138.9 p/f v3 w= 138.9 plf P6TN WIND feet H total= 2w/h= 1 2w/h= 1 10.083 • Fdrag3 eq= F4 e.- 119 feet • Fdrag3 w=264 F4 w= 192 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 56.6 plf P6TN 3.0 EQ Wind v sill w= 91.0 plf P6TN feet OTM 8268 13310 R OTM 7745 9461 • UPLIFT 38 278 Up above 0 0 UP sum 38 278 H/L Ratios: L1= 5.5 L2= 5.0 L3= 4.0 Htotal/L= 0.70 I. 4 ►4 ► Hpier/L1= 0.91 41 ► Hpier/L3= 1.25 L total= 14.5 feet 1 Table 1. Recommended Allowable Design Values for APA Portal Frame Used on a Rigid-Base Minimum Width Maximum Height Allowable Design(ASD)Values per Frame Segment (in.) (ft) Shearl•tt(lbf) Deflection(in.) Load Factor 16 8 850 0.33 3.09 10 625 0.44 2.97 24 8 1,675 0.38 2.88 10 1,125 0.51 3.42 Foundation for Wind or Seismic Loadingt'•'''c'd> (a) Design values are based on the use of Douglas-fir or Southern pine framing.For other species of framing,multiply the above shear design value by the specific gravity adjustment factor=(1—(0.5—SG)),where SG=specific gravity of the actual framing.This adjustment shall not be greater than 1.0. (b) For construction as shown in Figure 1. (c) Values are for a single portal-frame segment(one vertical leg and a portion of the header).For multiple portal-frame segments,the allowable shear design values are permitted to be multiplied by the number of frame segments(e.g.,two=2x,three=3x,etc.). (d) Interpolation of design values for heights between 8 and 10 feet,and for portal widths between 16 and 24 inches,is permitted. (e) The allowable shear design value is permitted to be multiplied by a factor of 1.4 for wind design. (f) If story drift is nota design consideration,the tabulated design shear values are permitted to be multiplied by a factor of 1.15.This factor is permitted to be used cumulatively with the wind-design adjustment factor in Footnote(e)above. Figure 1. Construction Details for APA Portal-Frame Design with Hold Downs • Extent of header with double portal frames(two braced wall panels) • • Extent of header with single portal frame (one braced wall panels) Header to jack-stud strap 2'to 18'rough width of opening per wind design min 1000 Ibf for single or double portal I on both sides of opening I .__:__ l = opposite side of sheathing Pony 1 t :5-1-- wall height . `p< v Fasten top plate to header ., .. x with two rows of 16d - .'' sinker nails at 3"o.c.typ s. •',f. i."\__Fasten sheathing to header with 8d common or • Min.3/8"wood structural 12' galvanized box nails at 3°grid pattern as shown max panel sheathing total ;. Header to jack-stud strap per wind design. wall Min 1000 lbf on both sides of opening opposite • height side of sheathing. • ( If needed,panel splice edges / shall occur over and be 10' Min.double 2x4 framing covered with min 3/8" t nailed to common blocking max , thick wood structural panel sheathing with .. t within middle 24"of portal height 8d common or galvanized box nails at 3"o.c. height.One row of 3"o.c. in all framing(studs,blocking,and sills)typ. nailing is required in each panel edge. -Min length of panel per table 1 \ . I Typical portal frame bconstruction Min(2)3500 lb strap-type hold-downs (embedded into concrete and nailed into framing) Min double 2x4 post(king li and jack stud).Number of Min reinforcing of foundation,one#4 bar - l jack studs per IRC tables top and bottom of footing.Lap bars 15"min. aR502.5(1)&(2). 3 1. -Min footing size under opening is 12"x 12".A turned-down Min 1000 lb hold-down slab shall be permitted at door openings. device(embedded into Min(1)5/8"diameter anchor bolt installed per IRC R403.1.6— concrete and nailed with 2"x 2"x 3/16"plate washer into framing) 2 ©2014 APA—The Engineered Wood Association s Roseburg J2 BASEMENT 11-30-15 1:32pm A Forest Products Company 1 of 1 CS Beam 4.21.0.1 ImrBeamEngine 4.13.8.1 Materials Database 1534 Member Data Description: Member Type:Joist Application: Floor Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 12 PSF Deck Connection: Glued&Nailed Filename: Beam1 9 8 0 10 7 0 0 1340 3370 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall DFL Plate(625psi) 3.500" 1.750" 301# 2 9' 8.000" Wall DFL Plate(625psi) 3.500" 3.500" 803# 3 20' 3.000" Wall DFL Plate(625psi) 3.500" 3.500" 999# 4 33' 7.000" Wall DFL Plate(625psi) 3.500" 1.750" 388# -- Maximum Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Live Dead 1 239#(179p1f) 61#(46p1f) 2 641#(481p1f) 162#(122p1f) 3 778#(583p1f) 221#(166p1f) 4 303#(228p1f) 85#(64p1f) Design spans 9' 5.375" 10' 7.000" 13' 1.375" Product: 9 1/2" RFPI-20 16.0" O.C. PASSES DESIGN CHECKS Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Lateral support is required at each bearing. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 1085.'# 2820.W 38% 27.46' Odd Spans D+L Negative Moment 1196.'# 2820.1t 42% 20.25' Adjacent 2 D+L Shear 546.# 1220.# 44% 20.25' Adjacent 2 D+L End Reaction 388.# 1151.# 33% 33.58' Odd Spans D+L Int.Reaction 999.# 1775.# 56% 20.25' Adjacent 2 D+L TL Deflection 0.1632" 0.6557" L/964 27.46' Odd Spans D+L LL Deflection 0.1314" 0.3279" L/999+ 27.46' Odd Spans L Control: Max Int.React. DOLs: Live=100% Snovw115% Roof=125% Wind=160% SIMPSON All product names are trademarks of theirrespeciveowners KAMI L HENDERSON Stroh Tie EWP MANAGER �' Copyright(C)2015 by Simpson Strong-Tie Company Inc.ALL RIGHTS RESERVED. PACIFIC LUMBER&TRUSS "Passing is defined as when the member,floorjoist,beam or girder,shown on this drawing meets applicable design criteria for Loads,Loading Conditions,and Spans listed on this sheet.The design BEAVERTON,OREGON must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation according to the manufacturer s specifications. 503-858-9663 N Roseburg J3 MAIN 11-30-15 1:29pm Forest Products Cnmpan� 1 of 1 CS Beam 4.21.0.1 kmBeamEngine 4.13.8.1 Materials Database 1534 Member Data Description: Member Type:Joist Application: Floor Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 12 PSF Deck Connection: Glued&Nailed Filename: Beam1 19 4 0 19 4 0 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall DFL Plate(625psi) N/A 1.750" 810# — 2 19' 4.000" Wall DFL Plate(625psi) N/A 1.750" 810# -- Maximum Load Case Reactions Used for applying point loads(or line loads)to canying members Live Dead 1 623#(390p1f) 187#(117p1f) 2 623#(390p1f) 187#(1170) Design spans 19' 5.750" Product: DBL 11 7/8" RFPI-20 19.2" O.C. PASSES DESIGN CHECKS Minimum 1.75"bearing required at bearing#1 Minimum 1.75"bearing required at bearing#2 Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Lateral support is required at each bearing. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 3946.'# 7280.'# 54% 9.67' Total Load D+L Shear 810.# 2840.# 28% 0' Total Load D+L TL Deflection 0.4384" 0.9740" L/533 9.67' Total Load D+L LL Deflection 0.3372" 0.4870" U693 9.67' Total Load L Control: LL Deflection DOLs: Live=100% Snow=115% Roof=125% Wind=160% SIMPSON All product names are trademarks of their respec ive owners KAMI L HENDERSON EWP MANAGER ong-rte Copyright(C)2015 by Simpson Strong-Tie Company Inc.ALL RIGHTS RESERVED. PACIFIC LUMBER&TRUSS "Passing is defined as when the member,floorjoist,beam or girder,shown on this drawing meets applicable design criteria for Loads,Loading Conditions,and Spans listed on this sheet.The design BEAVERTON,OREGON must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation according to the manufacturer's spedfcafions. 503-858-9663