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Specifications (18)
r 2-017- °r� tZf il'- 5 2 5 RECEIVED CT ENGINEERING Structural Engineers MAR 3 0 2017 1B° Nickerson Street Suite 302 Seattle, WA 98109 INC. 206.285.4512 (V) 206.285.0618 (F) CITY ur iIGARD BUILDING DIVISION #15238 Structural Calculations River Terrace P Plan 3410.2 ,� �-Eo RO, 0• Elevation B , d Tigard, ORLN. X.REGONc!ik.c, 22 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 P h: 425.454.7130 Fax: 425.646.0945 CT ENGINEERING INC 180 Nickerson St. Suite 302 Seattle,WA 98109 (206)285-4512(V) (206)285-0618(F) Polygon Northwest Company Multiple locations in Tigard, OR DESIGN SUMMARY: 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 0.0 psf 5/8"plywood (O.S.B.) 2.2 psf Trusses at 24"o.c. 4.0 psf Insulation 1.0 psf (1) 5/8"gypsum ceiling 2.8 psf Misc./Mech. 1.5 psf ROOF DEAD LOAD 15.0 PSF FLOOR floor finish 4.0 psf NO gypsum concrete 0.0 psf 3/4"plywood (O.S.B.) 2.7 psf joist at 12" 2.5 psf Insulation 1.0 psf (1) 1/2"gypsum ceiling 2.2 psf Misc. 2.6 psf FLOOR DEAD LOAD 15.0 PSF r I MIN. 1-I214_ GABLE END TRUSS -1 MIN. HDR RB.bI RE b2 wit _ Ii j I co I v�� if I L:=3. 1 I I\ PUSSES AT 24" 0.4. TYPICAL 1 1 1 �q o 1 = I ro I 1 N I 1 I I + 9 t E I I� I 1 122"x30 {o 1 ATTIC • _ 2 I I ACCESS J 00 ce I IN 1 I s✓ I I 1 1 BB_.bF MIN. HDR L GABLE EN[L TRUSS - I � 1 GABLE END :TRUSS 1 J T J ARB.b5 MIN`�HDR GABLE ENDITRUSS I L I J Plan 341 O B ROOF FRAMING PLAN 1/4"=1'-0" AMERICAN MODERN / , P3 S1.2 , THD14 D14 _... STHM 00 - e STHD14 7 '4X1.0-HDR.. , .Atihi.. g... p1 �... ••11 s i 2X8 HiDR4 2 2X8 HD 2 2X8 HDR t" W a Ir --- I O • I I I 1€ 111 . 11 ,I I -• 1# --------- (2) KING STUp• I I i I I__.__J TRIU S`TUI _ - c I - - t 1. ., ' I { : EACH/SIDE' w• Q li 1 'FIXTJRES ABOVE----ata '' I4 I .. �J ; : ' Ott , : 1 1v aster 'aIo:mi 1 ...... I — --- t t i t • • U ' i., aVi ms. __ _..... •.� ri - - F :) 1 CC I FIXTURES .... _,. b. ICI I' ABOV_ I XaD k .6 , __ . -- ...7,. . 0., . . ..,..... , , N 1 , r--- AtTG GALL - I ( t LS 3YzX1< B Q3 I Q3 LSL 414X14 F6 1 THIS :''-'.-.1''..- -k1 , .... ........... - __ __ 0 • SIDE P5 � I i , { � I ; E--- &-.9 --�llm _ fa E I B. t r I I 7: , ill _ THIS II 1 SiSrMIR /. II I I > i FRAMWGI x t° I v ®SIDE II I Q ------ • N 31 I 1 1 )3.8 � LIB 3LL ■. S D14 _ YS n-014 •' LSL 13/4X14 FB �a 1 1/ 2X8 ® 16 O.C. II £ v I TOP OF CLOSET 1 I / 1 1 1r 1 1 I s 1 1 L---� ••I, i R 91f i SIRt.11 01• a ix oz ,no E zd O 1 N V I .......�_ RIMfi:OR.�..... • • 1 — • CRICKETB.17 1 _ I 3.11 o i ,-, _- I I I 4x 0 H R S 2 2X8.HO' I I I R v I ~ = I _Pl Atria; ST37 -- I� O I ID FLOOR I ``P- I q J S6.t B TO RIM p I �I • �� n 1 1 EXTEND C - pl -- _ 1 P CHORD 18 S6.1 i •t I STHD14 ',FMIIIIPASTHRDnvilior14611LIN I { 0 TRUCTURAL FACISA ST1C FRAME I F P ` 1 I In D ( ►8 ( I I V4117 11217 . • • . I i • I T-2)..X8-HDR----I I j 1 IcA I IROOF ITRU$SE$ al = [ ®2141. O.C. 1 I AN o •eII It dicA• u) 1 t ! I f • I Ef IL. _.............................. GABLE 0.P. TRUSS........ .. .................................................I 4X4 POST 4X4 POST ... 111) / MAIN LEVEL SHEARWALLS Plan 34108 UPPER LEVEL FLOOR FRAMING 1/4"=1'-0" AMERICAN MODERN 656 P.T.POST e, B .2_ l ___:>. 1 . 6X6 P.T.'HDR •�• `..7.4'®U O) a o CO 2X PT LEDGER TO .D TRUSS 00 P3 HDUB STHD1i1 STHDI STHD14 1 ,�,lyy_ _y�_y„ B�?�_ ,12)2X10 HDR 4510 HDR 2 2.510 HDR 7 1 4X'D HDR (2)KING ski 31.1 BB. BB-3 TRI STU 1 E. HSIZEMI 1 K .1 Z O ti U N 6 .e ' P?;0 6Xj OS IpOST BB.'7 BE.6 j I"Bo :BB 5 �----•. -. ! ` - -17;11-, '— 4X8 H fir rt– T 10(11 DROP BEAM FB LEL 3)i 117418—'1—'1-- FIs r---7 DE 115 F6 I j iFU64 DEO _ � Ih 1 r �STHD14 0 P4 571014 BEARING WALL P6 Ti :OPE FOR STAIR 'AMI • SLAB ON GRADE SEE FOUNDATION PLAN(A6) CA - ur 1Ur 1.04.ISx11% r7' Z11 1 CRAWLSPACE 1 I PT POSTS BELOW LSL pJNY MALL 1 / L.535AI � ESTRAPS L ® J ABOVE Ark i W -'1-1: FIXTURE 571014 STHD14 I\ ABOVE 0 0 1 1-li-kL____J PONY WALL 1 L J LEVEL SHEAR WLLS Plan 3410.28 BASEMENT AAND FIRST FLOOR FRAMING 1J4"=1'-0" AMERICAN MODERN • ;/20.-10" ;� 4'�} 4.-11' 6'-874 6.-94/4- ?'-034"T {1 I 49I TI s.._--I-.® I I I k, L_J s nom---L:---J --+® I ; I ® I I C I L_J L_J L_J 3W CONC. SLAB I-i0'-W 1 T.D.S. » r 34'-0" 11'-23/4" 5'-D" 4'-2Y- 13'-2" Ir I f T r r .4,---FM I .4- L L J I-9-536"I i © TS 0 r- `r i ('iiiiri rr rriiirAirrrriiiiriiriiiiiiii r�iiiirriiiiiirii..,,,,ri ,41 Xi o '01 • r--- --- 2x4 PDNY� -' I-9'-3146"I W -10'-146 16 O D4 •-r-{-6'-1114.11-6.-11A1-r• o mI J0 In -1 " 6.-J. 6'-3. 6'-3" 6'-3" 3'-844 r�l� r—I—� r -1 CB.2 r-1-, 1r-I--J1,.. r+-I �, ^'v IJ L--J L J L_—J L--J L__J rN • I-4'-11Y6"I 1 O= BASEMENT FINISHED FLOOR -2-II -3D"X30"X10"FTG. 2'- 1411 • o • c' W/(3)pt EA. WAY o In 6'-742_ 5'-0 5'-3" 4"-3 2-742- 6.--7)" r, _ ++ ABU 6X6 OST _ k r-I-1 rt r -1BASE TFP�, r+, CB.1 rI j -I4-------h FI_I------- .-I.—.—•—t• -.•-. . 1 •+.ti��. .J_i�.4-."----.-.i.. -1-----�� •--- -1' 2Yb" 2x4 LONY J I t ! I 11 n 1 L__J H WALL L_-ifURN-I L_ In 1: FUdNACE TURN -LII,---L-=--® I +-L I m THI ) L--- �1�OVE-------r _--J I J �BRG WALL .`r. ;If THI P6 ♦ ` 1 1 m r I W/FTG I-1'-254'I-I-• * �� J � 3 5L D_�4" THIS InI J --• P6rN IDE STHD14 -2Ya" P4 STHD14 *.:: 'It": � - m I I I N i I STEPPED VERIFY GARAGE SLAB HEIGHT ,,___L 1 _Jr FOOTING AS WITH GRADING PLAN NEEDED PER 24X30 CRAWLSPACE 1 GRADE 31/2- CONC. SLAB ,_ ACCESS HATCH 2x6 PONY WALL �" ® i I T.D.W._� o L POST UP -1' 216 J b, .4_6'`.,- °' W i //. // t .:i / .4 /, vv, r l POST UP-r-fze INSTALL GCNTINuCUSLY e EgaMi OPERATED UELNANCALLY VENTI.ADCN SYS1DA TO.W. 1� Al 11€CRAIMSPACE -1.-214'IV / P11Sr IJP 19'-5}C2- •il r J I POST UP-r• • 3x0f BLOCK OUT FLQ1,5• I J..-e- - r ®STEM WALL TYP. I Irt0'-0" ell _Ark � i--2_ ^ FIRST FINISHED1.--R. 1 I , .. 1 FLOOR Q 0 5THD14 ' � STHD14 . [ABOVE I I 1 � --' J I 0 1 I '`�J ,-1--6r-6'-- J _ S i'-10"r 16'-3" 1',41 4,412r 8-042 34'-0" 3W CONC. SLAB SLOPE 3" ., i Z THICKENED SLAB EDGE TOP OF SLABI -B" ^� ak '� • 6'-6 FRAMING CONTRACTOR SHALL VERIFY HOEDOWN LOCATIONS PRIOR TO POURING FOUNDATION. Plan 3410.2B FOUNDATION PLAN 1/4-.1'-0" AMERICAN MODERN Title: PLAN 3410 Job# Dsgnr: TRE Date: 1:24PM, 20 OCT 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev: 580006 User:KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist Page 1 _(c)1983-2003 ENERCALC Engineering Software 14252_Plan_3410.ECW:ROOF FRAMING Description 3210B ROOF FRAMING _Timber Member Information RB.b1 RB.b2 RB.b3 RB.b4 RB.b5 RB.b6 RB.b7 Timber Section 2-2x4 2-2x6 2-2x8 2-2x8 2-2x6 2-2x4 2-2x8 Beam Width in 3.000 3.000 3.000 3.000 3.000 3.000 3.000 Beam Depth in 3.500 5.500 7.250 7.250 5.500 3.500 7.250 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade Hem Fir,No.2 Hem Fr,No.2 Hem Fr,No.2 Hen Fir,No.2 Hem Fir,No.2 Hem Fir,No.2 Hem Fir,No.2 Fb-Basic Allow psi 850.0 850.0 850.0 850.0 850.0 850.0 850.0 Fv-Basic Allow psi 150.0 150.0 150.0 150.0 150.0 150.0 150.0 Elastic Modulus ksi 1,300.0 1,300.0 1,300.0 1,300.0 1,300.0 1,300.0 1,300.0 Load Duration Factor 1.150 1.150 1.150 1.150 1.150 1.150 1.150 Member Type Sawn Sawn Sawn Sawn Sawn Sawn Sawn Repetitive Status No No No No No No No Center Span Data Span ft 5.50 6.50 5.25 4.50 6.50 5.50 3.00 Dead Load #/ft 60.00 60.00 270.00 270.00 60.00 60.00 270.00 Live Load #/ft 100.00 100.00 450.00 450.00 100.00 100.00 450.00 I Kesuits Ratio= 0.8084 0.5276 0.9656 0.7094 0.5276 0.8084 0.3153 II Mmax @ Center in-k 7.26 10.14 29.77 21.87 10.14 7.26 9.72 @ X= ft 2.75 3.25 2.62 2.25 3.25 2.75 1.50 fb:Actual psi 1,185.3 670.4 1,132.7 832.2 670.4 1,185.3 369.8 Fb:Allowable psi 1,466.3 1,270.8 1,173.0 1,173.0 1,270.8 1,466.3 1,173.0 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 56.3 40.8 101.1 82.2 40.8 56.3 44.7 Fv:Allowable psi 172.5 172.5 172.5 172.5 172.5 172.5 172.5 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Leactions @ Left End DL lbs 165.00 195.00 708.75 607.50 195.00 165.00 405.00 LL lbs 275.00 325.00 1,181.25 1,012.50 325.00 275.00 675.00 Max.DL+LL lbs 440.00 520.00 1,890.00 1,620.00 520.00 440.00 1,080.00 @ Right End DL lbs 165.00 195.00 708.75 607.50 195.00 165.00 405.00 LL lbs 275.00 325.00 1,181.25 1,012.50 325.00 275.00 675.00 Max.DL+LL lbs 440.00 520.00 1,890.00 1,620.00 520.00 440.00 1,080.00 [efiections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK 111 Center DL Defl in -0.089 -0.045 -0.037 -0.020 -0.045 -0.089 -0.004 UDefl Ratio 744.5 1,750.2 1,690.7 2,684.8 1,750.2 744.5 9,061.1 Center LL Defl in -0.148 -0.074 -0.062 -0.034 -0.074 -0.148 -0.007 UDefl Ratio 446.7 1,050.1 1,014.4 1,610.9 1,050.1 446.7 5,436.6 Center Total Defl in -0.236 -0.119 -0.099 -0.054 -0.119 -0.236 -0.011 Location ft 2.750 3.250 2.625 2.250 3.250 2.750 1.500 UDefl Ratio 279.2 656.3 634.0 1,006.8 656.3 279.2 3,397.9 Title: PLAN 3410 Job# Dsgnr: TRE Date: 1:25PM, 20 OCT 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev: 580006 KW-06 1 User:3-2 03 ENE,Ver 5.8.0,1-Dec-2003 So Timber Beam & Joist Page 1 (c)1983-2003 ENERCALC Engineering Software 14252_Plan_3410.ECW:FIoor Framing Description 3410BD FLR FRMG 1 OF 3 [zimber Member Information11 B.1 B.2 B.3 B.4 B.5 B.6 B.7 Timber Section 4x10 2-2x8 2-2x8 4x10 4x10 2-2x8 LVL:3.500x14.000 Beam Width in 3.500 3.000 3.000 3.500 3.500 3.000 3.500 Beam Depth in 9.250 7.250 7.250 9.250 9.250 7.250 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 Fr,No.2 Hem Fr,No.2 Douglas Fr- Douglas Fr- Hem Fir,No.2 iLevel,LSL 1.55E Larch,No.2 Larch,No.2 Larch,No.2 Fb-Basic Allow psi 900.0 850.0 850.0 900.0 900.0 850.0 2,325.0 Fv-Basic Allow psi 180.0 150.0 150.0 180.0 180.0 150.0 310.0 Elastic Modulus ksi 1,600.0 1,300.0 1,300.0 1,600.0 1,600.0 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 _Center Span DataII Span ft 5.50 3.50 3.00 6.50 5.50 3.00 14.00 Dead Load #/ft 150.00 150.00 180.00 180.00 15.00 15.00 165.00 Live Load #/ft 400.00 400.00 480.00 180.00 40.00 40.00 440.00 Dead Load #/ft 175.00 175.00 175.00 175.00 370.00 370.00 Live Load #/ft 125.00 125.00 125.00 125.00 450.00 450.00 Start ft End ft L Results Ratio= 0.6222 0.5066 0.4204 0.6747 0.6405 0.3832 0.6691 Mmax @ Center in-k 38.57 15.62 12.96 41.83 39.70 11.81 177.87 @ X= ft 2.75 1.75 1.50 3.25 2.75 1.50 7.00 fb:Actual psi 772.7 594.3 493.1 838.0 795.5 449.5 1,555.7 Fb:Allowable psi 1,242.0 1,173.0 1,173.0 1,242.0 1,242.0 1,173.0 2,325.0 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 78.0 67.3 59.6 76.3 80.3 54.3 108.9 Fv:Allowable psi 207.0 172.5 172.5 207.0 207.0 172.5 310.0 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions r @ Left End DL lbs 893.75 568.75 532.50 1,153.75 1,058.75 577.50 1,155.00 LL lbs 1,443.75 918.75 907.50 991.25 1,347.50 735.00 3,080.00 Max.DL+LL lbs 2,337.50 1,487.50 1,440.00 2,145.00 2,406.25 1,312.50 4,235.00 @ Right End DL lbs 893.75 568.75 532.50 1,153.75 1,058.75 577.50 1,155.00 LL lbs 1,443.75 918.75 907.50 991.25 1,347.50 735.00 3,080.00 Max. DL+LL lbs 2,337.50 1,487.50 1,440.00 2,145.00 2,406.25 1,312.50 4,235.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK II Center DL Defl in -0.018 -0.009 -0.005 -0.039 -0.021 -0.006 -0.115 UDefl Ratio 3,643.1 4,740.5 6,891.5 2,020.6 3,075.3 6,354.5 1,461.3 Center LL Defl in -0.029 -0.014 -0.009 -0.033 -0.027 -0.007 -0.307 UDefl Ratio 2,255.2 2,934.6 4,043.8 2,351.8 2,416.3 4,992.8 548.0 Center Total Defl in -0.047 -0.023 -0.014 -0.072 -0.049 -0.013 -0.422 Location ft 2.750 1.750 1.500 3.250 2.750 1.500 7.000 UDefl Ratio 1,392.9 1,812.5 2,548.4 1,086.8 1,353.1 2,796.0 398.5 Title: PLAN 3410 Job# Dsgnr: TRE Date: 1:25PM, 20 OCT 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev: 580006 1 User:3.2 03 ENE,Ver5.8.0,En ine1-Dec-2003ngSo Timber Beam & Joist Page 1 (c)1983-2003 ENERCALC Engineering Software 14252_Plan_3410.ECW:FIoor Framing Description 3410BD FLR FRMG 2 OF 3 _Timber Member Information11 8.8 B.9 B.10 B.11 B.12 B.13 B.14 Timber Section 2-2x8 LVL:1.750x14.000 LVL:1.750x14.000 4x10 LVL:1.750x14.000 LVL:1.750x14.000 LVL:3.500x14.000 Beam Width in 3.000 1.750 1.750 3.500 1.750 1.750 3.500 Beam Depth in 7.250 14.000 14.000 9.250 14.000 14.000 14.000 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade Hen Fir,No.2 iLevel,ISL 1.55E Level,LSL 1.55E Douglas Fir- Level,LSL 1.55E 'Level,LSL 1.55E Level,LSL 1.55E Larch,No.2 Fb-Basic Allow psi 850.0 2,325.0 2,325.0 900.0 2,325.0 2,325.0 2,325.0 Fv-Basic Allow psi 150.0 310.0 310.0 180.0 310.0 310.0 310.0 Elastic Modulus ksi 1,300.0 1,550.0 1,550.0 1,600.0 1,550.0 1,550.0 1,550.0 Load Duration Factor 1.000 1.000 1.150 1.000 1.150 1.150 1.150 Member Type Sawn Manuf/Pine Manuf/Pine Sawn Manuf/Pine Manuf/Pine Manuf/Pine Repetitive Status No No No No No No No Center Span Data111 Span ft 4.50 9.00 9.00 3.50 4.00 5.50 16.50 Dead Load #/ft 135.00 180.00 30.00 90.00 30.00 30.00 160.00 Live Load #/ft 360.00 480.00 80.00 240.00 80.00 80.00 100.00 Dead Load #/ft 220.00 220.00 45.00 Live Load #/ft 200.00 200.00 120.00 Start ft 9.000 End ft 16.500 Point#1 DL lbs 1,606.00 688.00 LL lbs 2,327.00 770.00 @ X ft 1.750 9.000 _Cantilever Spanill Span ft 3.00 Uniform Dead Load #/ft 250.00 Uniform Live Load #/ft 280.00 Point#1 DL lbs 565.00 LL lbs 935.00 @ X ft 0.500 Results Ratio= 0.5609 0.6033 0.2461 0.8786 0.0832 0.1573 0.6772 i Mmax @ Center in-k 15.04 80.19 6.25 47.36 12.72 24.05 207.03 @ X= ft 2.25 4.50 3.10 1.75 2.00 2.75 8.98 Mmax @ Cantilever in-k 0.00 0.00 -37.62 0.00 0.00 0.00 0.00 fb:Actual psi 572.1 1,402.7 658.1 948.9 222.5 420.7 1,810.8 Fb:Allowable psi 1,020.0 2,325.0 2,673.8 1,080.0 2,673.8 2,673.8 2,673.8 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 56.5 135.3 60.4 106.1 27.5 51.4 104.7 Fv:Allowable psi 150.0 310.0 356.5 180.0 356.5 356.5 356.5 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK _Reactions1111 @ Left End DL lbs 303.75 810.00 -21.39 960.50 500.00 687.50 1,709.43 LL lbs 810.00 2,160.00 360.00 1,583.50 560.00 770.00 1,379.55 Max.DL+LL lbs 1,113.75 2,970.00 338.61 2,544.00 1,060.00 1,457.50 3,088.98 @ Right End DL lbs 303.75 810.00 1,606.39 960.50 500.00 687.50 1,956.07 LL lbs 810.00 2,160.00 2,326.94 1,583.50 560.00 770.00 1,940.45 Max.DL+LL lbs 1,113.75 2,970.00 3,933.33 2,544.00 1,060.00 1,457.50 3,896.52 [Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK 111 Title : PLAN 3410 Job# Dsgnr: TRE Date: 1:25PM, 20 OCT 14 Description :SF RESIDENCE Scope: STRUCTURAL DESIGN Rev: 580006 User:KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist Page 2 _(c)1983-2003 ENERCALC Engineering Software 14252_Plan_3410.ECW:FIoor Framing Description 3410BD FLR FRMG 2 OF 3 Center DL Defl in -0.010 -0.043 0.014 -0.008 -0.002 -0.008 -0.330 L/Defl Ratio 5,369.5 2,521.1 7,968.6 5,574.6 20,675.8 7,953.4 600.6 Center LL Defl in -0.027 -0.114 -0.019 -0.012 -0.003 -0.009 -0.303 L/Defl Ratio 2,013.6 945.4 5,672.4 3,524.0 18,460.5 7,101.3 653.6 Center Total Defl in -0.037 -0.157 0.021 -0.019 -0.005 -0.018 -0.633 Location ft 2.250 4.500 6.048 1.750 2.000 2.750 8.448 L/Defl Ratio 1,464.4 687.6 5,163.0 2,159.1 9,752.7 3,751.6 313.0 Cantilever DL Defl i -0.035 Cantilever LL Defl in -0.032 Total Cant. Defl in -0.067 L/Defl Ratio 1,074.5 Title: PLAN 3410 Job# Dsgnr: TRE Date: 1:26PM, 20 OCT 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN _Rev: 580006 User:KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist Page 1 (c)1983-2003 ENERCALC Engineering Software 14252_Plan_3410.ECW:FIoor Framing Description 3410BD FLR FRMG 3 OF 3 _Timber Member InformationII B.a15 B.a17 B.18 B.19 B.20 Timber Section VL:5.250x16.000 2-2x8 2-2x8 4x12 4x8 Beam Width in 5.250 3.000 3.000 3.500 3.500 Beam Depth in 16.000 7.250 7.250 11.250 7.250 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 Timber Grade •osboro,Bigbeam Hen,Fr,No.2 Douglas Fir- Douglas Fir- Douglas Fir- 2.2E Larch,No.2 Larch,No.2 Larch,No.2 Fb-Basic Allow psi 3,000.0 850.0 900.0 900.0 900.0 Fv-Basic Allow psi 300.0 150.0 180.0 180.0 180.0 Elastic Modulus ksi 2,200.0 1,300.0 1,600.0 1,600.0 1,600.0 Load Duration Factor 1.150 1.150 1.000 1.150 1.000 Member Type Manuf/Pine Sawn Sawn Sawn Sawn Repetitive Status No No No No No _Center Span DataIII Span ft 20.00 3.50 2.00 12.75 5.00 Dead Load #/ft 150.00 220.00 60.00 105.00 75.00 Live Load #/ft 400.00 200.00 100.00 175.00 125.00 Dead Load #/ft 220.00 Live Load #/ft 200.00 Start ft End ft 10.500 Point#1 DL lbs 688.00 LL lbs 770.00 @ X ft 10.500 Point#2 DL lbs 890.00 LL lbs 1,475.00 @ X ft 10.500 Results Ratio= 0.8927 0.2503 0.0338 0.8123 0.209111 Mmax @ Center in-k 689.86 7.72 0.96 68.28 7.50 @ X= ft 10.48 1.75 1.00 6.37 2.50 fb:Actual psi 3,079.7 293.7 36.5 924.8 244.6 Fb:Allowable psi 3,450.0 1,173.0 1,080.0 1,138.5 1,170.0 Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 166.5 33.3 4.4 58.2 22.5 Fv:Allowable psi 345.0 172.5 180.0 207.0 180.0 Shear OK Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 3,953.17 385.00 60.00 669.37 187.50 LL lbs 6,615.12 350.00 100.00 1,115.62 312.50 Max.DL+LL lbs 10568.30 735.00 160.00 1,785.00 500.00 @ Right End DL lbs 2,934.82 385.00 60.00 669.37 187.50 LL lbs 5,729.87 350.00 100.00 1,115.62 312.50 Max.DL+LL lbs 8,664.70 735.00 160.00 1,785.00 500.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OKII Center DL Defl in -0.360 -0.006 -0.000 -0.094 -0.006 L/Defl Ratio 665.9 7,002.9 169,372.5 1,628.4 10,117.2 Center LL Defl in -0.627 -0.005 -0.000 -0.157 -0.010 L/Defl Ratio 382.6 7,703.2 101,623.5 977.0 6,070.3 Center Total Defl in -0.988 -0.011 -0.000 -0.251 -0.016 Location ft 9.920 1.750 1.000 6.375 2.500 LJDefl Ratio 243.0 3,668.2 63,514.7 610.6 3,793.9 Title: PLAN 3410 Job#15238 Dsgnr: ARS Date: 11:42AM, 15 OCT 15 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN -Rev: 580006 User.KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist Page 1 (c)1983-2003 ENERCALC Engineering Software 15238_nverterrace_3410.2.ecw:Calculations Description 3410.2 FIRST FLOOR FRAMING(1 OF 2) _Timber Member Information ;ode Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined 11 BB.1 B8.2 BB.3 1313.4 BB.5 BB.6 BB.7 Timber Section 6x10 4x8 2-2x10 2-2x10 LVL:3.500x11.875 LVL:5.250x11.875 LVL:5.250x11.875 Beam Width in 5.500 3.500 3.000 3.000 3.500 5.250 5.250 Beam Depth in 9.500 7.250 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 Fr- Douglas Fir- Hem Fr,No.2 Han Fr,No.2 Level,LSL 1.55E Level,LSL 1.55E Level,LSL 1.55E Larch,No.1 Larch,No.2 Fb-Basic Allow psi 1,350.0 900.0 850.0 850.0 2,325.0 2,325.0 2,325.0 Fv-Basic Allow psi 170.0 180.0 150.0 150.0 310.0 310.0 310.0 Elastic Modulus ksi 1,600.0 1,600.0 1,300.0 1,300.0 1,550.0 1,550.0 1,550.0 Load Duration Factor 1.150 1.150 1.000 1.000 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 Data111 Span ft 6.00 6.75 2.50 6.00 10.00 6.25 13.00 Dead Load #/ft 210.00 90.00 143.00 143.00 251.00 165.00 165.00 Live Load #/ft 560.00 240.00 380.00 380.00 670.00 440.00 440.00 Dead Load #/ft 640.00 265.00 Live Load #/ft 893.00 440.00 Start ft End ft 6.000 6.250 Results Ratio= 0.9683 0.5467 0.1226 0.7060 0.7223 0.2676 0.5346 II Mmax @ Center in-k! 124.36 22.55 4.90 28.24 138.15 76.76 153.37 @ X= ft 3.00 3.37 1.25 3.00 5.00 3.12 6.50 fb:Actual psi 1,503.2 735.6 114.6 660.1 1,679.4 622.1 1,243.0 Fb:Allowable psi 1,552.5 1,345.5 935.0 935.0 2,325.0 2,325.0 2,325.0 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 147.6 54.3 13.6 63.1 134.3 67.8 80.2 Fv:Allowable psi 195.5 207.0 150.0 150.0 310.0 310.0 310.0 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK ReactionsII @ Left End DL lbs 2,550.00 303.75 178.75 429.00 1,255.00 1,343.75 1,072.50 LL lbs 4,359.00 810.00 475.00 1,140.00 3,350.00 2,750.00 2,860.00 Max.DL+LL lbs 6,909.00 1,113.75 653.75 1,569.00 4,605.00 4,093.75 3,932.50 @ Right End DL lbs 2,550.00 303.75 178.75 429.00 1,255.00 1,343.75 1,072.50 LL lbs 4,359.00 810.00 475.00 1,140.00 3,350.00 2,750.00 2,860.00 Max.DL+LL lbs 6,909.00 1,113.75 653.75 1,569.00 4,605.00 4,093.75 3,932.50 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK II Center DL Defl in -0.039 -0.024 -0.000 -0.016 -0.075 -0.013 -0.093 UDefl Ratio 1,826.5 3,426.7 61,399.2 4,441.5 1,608.6 5,769.2 1,670.7 Center LL Defl in -0.067 -0.063 -0.001 -0.043 -0.199 -0.027 -0.249 UDefl Ratio 1,068.5 1,285.0 23,105.5 1,671.4 602.6 2,819.0 626.5 Center Total Defl in -0.107 -0.087 -0.002 -0.059 -0.274 -0.040 -0.342 Location ft 3.000 3.375 1.250 3.000 5.000 3.125 6.500 UDefl Ratio 674.1 934.6 16,787.9 1,214.4 438.4 1,893.7 455.7 Title: PLAN 3410 Job#15238 Dsgnr: ARS Date: 11:42AM, 15 OCT 15 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN _Rev: 580006 II User.KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist Page 1 (c)1983-2003 ENERCALC Engineering Software 15238_riverterrace_3410.2.ecw:Calculations Description 3410.2 FIRST FLOOR FRAMING (2 OF 2) Timber Member Information ode Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined ill 1313.8 BB.9 Timber Section _VL:1.750x11.875 2x8 Beam Width in 1.750 1.500 Beam Depth in 11.875 7.250 Le:Unbraced Length ft 0.00 0.00 Timber Grade iLevel,LSL 1.55E Hem Fir,No.2 Fb-Basic Allow psi 2,325.0 850.0 Fv-Basic Allow psi 310.0 150.0 Elastic Modulus ksi 1,550.0 1,300.0 Load Duration Factor 1.000 1.000 Member Type Manuf/Pine Sawn Repetitive Status No Repetitive Center Span DataII Span ft 3.00 9.00 Dead Load #/ft 45.00 20.00 Live Load #/ft 120.00 53.00 Cantilever SpanII Span ft 1.50 Uniform Dead Load #/ft 20.00 Uniform Live Load #/ft 53.00 Results Ratio= 0.0233 0.566711 Mmax @ Center in-k 2.23 8.74 @ X= ft 1.50 4.46 Mmax @ Cantilever in-k 0.00 -0.99 fb:Actual psi 54.2 664.7 Fb:Allowable psi 2,325.0 1,173.0 Bending OK Bending OK fv:Actual psi 6.1 40.8 Fv:Allowable psi 310.0 150.0 Shear OK Shear OK Reactionsil @ Left End DL lbs 67.50 87.50 LL lbs 180.00 238.50 Max.DL+LL lbs 247.50 326.00 @ Right End DL lbs 67.50 122.50 LL lbs 180.00 324.62 Max.DL+LL lbs 247.50 447.12 _Deflections Ratio OK Deflection OK111 Center DL Defl in -0.000 -0.045 UDefl Ratio 166,158.7 2,426.8 Center LL Defl in -0.001 -0.126 UDefl Ratio 62,309.5 854.8 Center Total Defl in -0.001 -0.171 Location ft 1.500 4.500 UDefl Ratio 45,316.0 632.2 Cantilever DL Defl in 0.022 Cantilever LL Defl in 0.059 Total Cant.Defl in 0.081 UDefl Ratio 444.6 Title: PLAN 3410 Job#15238 Dsgnr: ARS Date: 1:24PM, 15 OCT 15 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev: 580006 User KW-0602997,Ver 5.8.0,1-Deo-2003 Timber Beam & Joist Page 1 _(c)1983-2003 ENERCALC Engineering Software 152382iverterace_3410.2.ecw:Calculations Description 3410.2 CRAWLSPACE FRAMING Timber Member Information :ode Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined II CB.1 CB.2 Timber Section 4x10 4x8 Beam Width in 3.500 3.500 Beam Depth in 9.250 7.250 Le:Unbraced Length ft 0.00 0.00 Timber Grade Douglas Fir- Douglas Ar- Larch,No.2 Larch,No.2 Fb-Basic Allow psi 900.0 900.0 Fv-Basic Allow psi 180.0 180.0 Elastic Modulus ksi 1,600.0 1,600.0 Load Duration Factor 1.000 1.000 Member Type Sawn Sawn Repetitive Status No No Center Span Datail Span ft 6.50 6.25 Dead Load #/ft 180.00 139.00 Live Load #/ft 480.00 370.00 Results Ratio= 0.7760 0.8314 Mmax @ Center in-k 41.83 29.82 @ X= ft 3.25 3.12 fb:Actual psi 838.0 972.7 Fb:Allowable psi 1,080.0 1,170.0 Bending OK Bending OK fv:Actual psi 76.3 76.0 Fv:Allowable psi 180.0 180.0 Shear OK Shear OK Reactions .■.mini. @ Left End DL lbs 585.00 434.37 LL lbs 1,560.00 1,156.25 Max.DL+LL lbs 2,145.00 1,590.62 @ Right End DL lbs 585.00 434.37 LL lbs 1,560.00 1,156.25 Max.DL+LL lbs 2,145.00 1,590.62 [Deflections Ratio OK Deflection OK0 Center DL Defl in -0.020 -0.027 UDefl Ratio 3,985.0 2,795.0 Center LL Defl in -0.052 -0.071 UDefl Ratio 1,494.4 1,050.0 Center Total Defl in -0.072 -0.098 Location ft 3.250 3.125 UDefl Ratio 1,086.8 763.3 Title: PLAN 3410 Job#15238 Dsgnr: ARS Date: 4:23PM, 15 OCT 15 Description :SF RESIDENCE Scope: STRUCTURAL DESIGN Rev: 580000 User KW-0602997,Ver 5.8.0,1-Dec-2003 Square Footing Design Page 1 _(c)1983-2003 ENERCALC Engineenng Software 15238_nverterrace_3410.2.ecw:Calculations Description FTG F1 _General Information Code Ref:ACI 318-02, 1997 UBC,2003 IBC,2003 NFPA 5000 II Dead Load 0.870 k Footing Dimension 1.500 ft Live Load 2.310 k Thickness 10.00 in Short Term Load 0.000 k #of Bars 2 Seismic Zone 3 Bar Size 4 Overburden Weight 0.000 psf Rebar Cover 3.250 Concrete Weight 150.00 pcf fc 2,500.0 psi LL&ST Act Separately Fy 60,000.0 psi Load Duration Factor 1.000 Column Dimension 3.50 in Allowable Soil Bearing 2,000.00 psf Note: Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318-02 for concrete design. Factoring of entered loads to ultimate loads within this program is according to ACI 318-02 C.2 Reinforcing Rebar Requirement Actual Rebar"d"depth used 6.500 in As to USE per foot of Width 0.216 in2 200/Fy 0.0033 Total As Req'd 0.324 in2 As Req'd by Analysis 0.0002 in2 Min Allow%Reinf 0.0014 Min.Reinf%to Req'd 0.0014 % Summary Footing OK 1.50ft square x 10.0in thick with 2-#4 bars Max.Static Soil Pressure 1,538.33 psf Vu:Actual One-Way 1.97 psi Allow Static Soil Pressure 2,000.00 psf Vn*Phi:Allow One-Way 85.00 psi Max.Short Term Soil Pressure 511.67 psf Vu:Actual Two-Way 14.73 psi Allow Short Term Soil Pressure 2,000.00 psf Vn*Phi:Allow Two-Way 170.00 psi Alternate Rebar Selections... Mu :Actual 0.45 k-ft/ft 2 #4's 2 #5's 1 #6's Mn*Phi:Capacity 7.42 k-ft/ft 1 #7's 1 #8's 1 #9's 1 #10's Title: PLAN 3410 Job#15238 Dsgnr: ARS Date: 4:51 PM, 15 OCT 15 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev. 580000 User KW-0602997,Ver5.8.0,1-Dec-2003 Square Footing Design Page 1 )1983-2003 ENERCALC Engineering Software 15238_nverterrace_3410.2.ecw Calculations Description FTG F2 General Information Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 Ill Dead Load 4.030 k Footing Dimension 2.750 ft Live Load 10.050 k Thickness 10.00 in Short Term Load 0.000 k #of Bars 3 Seismic Zone 3 Bar Size 4 Overburden Weight 0.000 psf Rebar Cover 3.250 Concrete Weight 150.00 pcf f'c 2,500.0 psi LL&ST Act Separately Fy 60,000.0 psi Load Duration Factor 1.000 Column Dimension 3.50 in Allowable Soil Bearing 2,000.00 psf Note: Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318-02 for concrete design. Factoring of entered loads to ultimate loads within this program is according to ACI 318-02 C.2 Reinforcing Rebar Requirement Actual Rebar"d"depth used 6.500 in As to USE per foot of Width 0.216 in2 200/Fy 0.0033 Total As Req'd 0.594 in2 As Req'd by Analysis 0.0011 in2 Min Allow%Reinf 0.0014 Min.Reinf%to Req'd 0.0014 % Summary -- -- --- Footing OK 2.75ft square x 10.0in thick with 3-#4 bars Max.Static Soil Pressure 1,986.82 psf Vu:Actual One-Way 28.03 psi Allow Static Soil Pressure 2,000.00 psf Vn*Phi:Allow One-Way 85.00 psi Max.Short Term Soil Pressure 657.89 psf Vu:Actual Two-Way 84.01 psi Allow Short Term Soil Pressure 2,000.00 psf Vn*Phi:Allow Two-Way 170.00 psi Alternate Rebar Selections... Mu :Actual 2.40 k-ft/ft 3 #4's 2 #5's 2 #6's Mn*Phi:Capacity 6.13 k-ft/ft 1 #7's 1 #8's 1 #9's 1 #10's 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 1 User KW-0602997,Ver 5.8.0,1-Dec-2003 Cantilevered Retaining Wall Design (c)1983-2003 ENERCALC Engineering Software 15238_nverterrace_3410.2.ecw:Calculations Description CANT RET WALL H=2' NO SOG Criteria 1 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 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 6 Axial Dead Load = 100.0 lbs Axial Load Eccentricity = 0.0 in Axial Live Load 0.0 lbs Design Summary i 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 ThiSoil Pressure @ Toe = 525 psf OK RebarcaSizeness = 8.00 Soil Pressure @ Heel = 382 psf OK = # 4 3,000 Rebar Spacing 18.00 Allowable = psf Rebar Placed at = Center Soil Pressure Less Than Allowable ACI Factored @ Toe = 664 psf Design Data ACI Factored @ Heel = 484 psf fb/FB+fa/Fa = 0.021 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 Overturning = 6.13 OK Shear Allowable psi= 93.1 Sliding = 6.66 (Vertical Co Bar Develop ABOVE Ht. in= 12.00 Sliding Caics (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 Added Force Req'd = 0.0 lbs OK fm psi= Fs ....for 1.5: 1 Stability = 0.0 lbs OK So psi= 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: KW-06 1 User:KW-0602997,Ver 5.8.0,1-Deo-2003 Cantilevered Retaining Wall Design Page 2 (c)1983-2003 ENERCALC Engineering Software 15238_riverterrace_3410.2.ecw:Calculations 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 User KW-0602997,Ver 5.8.0,1-Dec-2003 Cantilevered Retaining Wall Design Page 1 (c)1983-2003 ENERCALC Engineering Software 15238_nverterrace_3410.2.ecw:Calculations Description CANT RET WALL H=4' NO SOG Criteria 1 r Soil Data 1 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.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 = 1.33 Height of Soil over Toe = 8.00 in Passive Pressure = 350.0 psf/ft Total Footing Width = 1.66 Soil Density = 110.00 pcf Water height over heel = 0.0 ft Footing Thickness = 9.00 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 6Axial Dead Load = 100.0 lbs Axial Load Eccentricity = 0.0 in - Axial Live Load = 0.0 lbs Design Summary 0 Stem Construction 1 Top Stem - Stem OK Total Bearing Load = 1,157 lbs Design height ft= 0.00 ...resultant ecc. = 2.71 in Wall Material Above"Ht" = Concrete ThiSoil Pressure @ Toe = 1,266 psf OK RebarcaSizeness = 8.00 Soil Pressure @ Heel = 128 psf OK = # 4 3,000 Rebar Spacing 18.00 Allowable = psf Rebar Placed at = Center Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,480 psf Design Data = ACI Factored @ Heel = 150 psf /FB+fa/Fa 0.272 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 Shear Allowable psi= 93.1 Overturning = 2.56 OK 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 Force= - 351.2 lbs Rebar Depth 'd' in= 4.00 less 100%Friction Force= - 462.9 lbs Masonry Data Added Force Req'd = 0.0 lbs OK fm psi= Fs ....for 1.5:1 Stability = 0.0 lbs OK So psi= Solid Grouting = Footing Design Results 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: 586010 User.KW-0602997,Ver 5.8.0,1-Dec-2003 Cantilevered Retaining Wall Design Page 2 (c)1983-2003 ENERCALC Engineering Software 15238_riverterrace_3410.2.ecw.Calculations 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 Q.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 User KW-0602997,Ver5.8.0,1-Dec-2003 Cantilevered Retaining Wall Design Page 1 (c)1983-2003 ENERCALC Engineering Software 15238_nverterrace_3410.2.ecw:Calculations Description CANT RET WALL H=6' NO SOG Criteria 0 Soil Data 1 Footing Strengths&Dimensions I Retained Height = 5.50 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 = 0.67 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 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 I Axial Dead Load = 100.0 lbs Axial Load Eccentricity = 0.0 in Axial Live Load = 0.0 lbs Desi•n Summa 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 Soil Pressure @ Toe = 1,547 psf OK Thickness = 8.00 Re Soil Pressure @ Heel = 205 psf OK Rebar Sizze = # 4 Rebar Spacing 16.00 Allowable = 3,000 psf = Soil Pressure Less Than Allowable Rebar Placed at Center ACI Factored @ Toe = 1,746 psf Design Data ACI Factored @ Heel = 231 psf /FB+fa/Fa 0.679 Total Force @ Section lbs= 899.9 Footing Shear©Toe = 2.4 psi OK Moment....Actual ft-#= 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 - Added Force Req'd = 0.0 lbs OK fm psi= ....for 1.5:1 Stability = 0.0 lbs OK So psi= Solid Grouting = Footing Design Results Special Inspection Modular Ratio'n' Toe Heel Short Term Factor = Factored Pressure = 1,746 231 psf Equiv.Solid Thick. = Mu':Upward = 362 0 ft-# Masonry Block Type= Normal Weight Mu':Downward = 62 1,531 ft-# Concrete Data Mu: Design = 299 1,531 ft-# fc psi= 3,000.0 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 1 User KW003 ENi RCAL5.8.0.Engineering Cantilevered Retaining Wall Design Page 2 (c)1983-2003 ENERCALC Engineering Software 15238_riverterrace_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 Titie: 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 Page 1 1 User.KW-0602997,Ver 5.8.0,1-Deo-2003 Cantilevered Retaining Wall Design (c)1983-2003 ENERCALC Engineering Software 15238_riverterrace_3410-2-ecw:Calculations Description CANT RET WALL H=10' NO SOG Criteria 1 Soil Data I Footing Strengths & Dimensions r Retained Height = 9,50 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 = 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 FootingilSoil 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 I 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 Soil Pressure @ Toe = 1,761 psf OK ThRe _ 8.00 R Soil Pressure @ Heel = 744 psf OK Rebar Size # 5 3,000 Rebar Spacing = 8.00 Allowable = psf Rebar Placed at = Edge Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,990 psf Design Data ACI Factored @ Heel = 840 psf /FB+fa/Fa = 0.806 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 Wall Stability Ratios Shear Actual psi= 40.7 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 Added Force Req'd = 0.0 lbs OK fm psi= Fs ....for 1.5:1 Stability = 0.0 lbs OK So psi= Solid Grouting Footing Design Results Special 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 Mu: Design = 1,390 12,332 ft4 fc psi= 3,000.0 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.KW-0602997,Ver 5.8.0,1-Dea2003 Cantilevered Retaining Wall Design Page 2 (c)1983-2003 ENERCALC Engineering Software 15238_riverterrace_3410.2.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 R.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 _(c)1583-2003 ENERCALC Engineering Software 15238_riverterrace_3abd.ecw:BASEMENT WALL NO Description CANT RET WALL H=12" NO SOG Criteria I ,Soil Data I Footing Strengths & Dimensions I L. Retained Height = 11.50 ft Allow Soil Bearing = 3,000.0 psf ft = 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 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 Footing liSoil 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 r Axial Dead Load = 100.0 lbs Axial Load Eccentricity = 0.0 in Axial Live Load 0.0 lbs LDesign Summary r 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 Soil Pressure @ Toe = 1,810 psf OK ThReba = 8.00 R Soil Pressure @ Heel = 1,092 psf OK Rebaaness r Size = # 5 3,000 Rebar Spacing = 5.00 Allowable = psf Rebar Placed at = Edge Soil Pressure Less Than Allowable ACI Factored @ Toe = 2,059 psf Design Data ACI Factored @ Heel = 1,243 psf /FB+fa/Fa = 0.945 Total Force @ Section lbs= 3,934.4 Footing Shear @ Toe = 11.5 psi OK Moment....Actual ftp#= 15,082.0 Footing Shear @ Heel = 84.2 psi OK Moment Allowable = 15,964.6 Allowable = 93.1 psi Shear Actual psi= 59.6 Wall Stability Ratios Overturning = 3.19 OK Shear Allowable psi= 93.1 Sliding = 1.50 (Vertical Co Bar Develop ABOVE Ht. in= 21.36 Sliding Calcs (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 lbs Rebar Depth 'd' in= 5.50 less 100%Friction Force= - 3,627.3 lbs Masonry Data Added Force Req'd = 0.0 lbs OK Fs psi= ....for 1.5: 1 Stability = 0.0 lbs OK Spsi Solid Grouting = Footing Design Results Special Inspection ----kModular 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-1# fc 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-Deo-2003 Cantilevered Retaining Wall Design Page 2 (c)1983-2003 ENERCALC Engineering Software 15238_riverterrace_3abd.ecw:BASEMENT WALL NO Description CANT RET WALL H=12' NO SOG Summary of Overturning &Resisting Forces& MomentsIII 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 Design Maps Summary Report Page 1 of 1 IJ 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 i SU{10m averton lfl 9?1 id 141 I1Watlil4te 2191 serf a' Lake Oswego (;) NORTH King Cal Dort,ar' • AMERICA Tualatin c mapcUest 02015 MapQuest MapQuest USGS-Provided Output Ss = 0.972 g SMs = 1.080 g SDs = 0.720 g Si = 0.423 g SMS = 0.667 g SDS = 0.445 g For information on how the SS and S1 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. MILER Response Spectrum Design Response Spectrum 088 1.30. 0 20 CO, 0 72 0.22 0.24 ax sc S 0.46 TA 0 t$ 055 >A 0.10 tot0.4 0.22 0:.2 t 0,24 0.22 0.11 0.02 000 000 0.00 0.20 0.40 0.G0 0.21 1.00 1.20 1.40 1.40 1.20 2.00 0.00 0.20 0.40 0.60 0.00 1.00 1.20 1.40 1.60 1.00 2.00 Period,T(sec) Period T(sec) Althouah 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#: 15238_3410.2 ABD Step# 2012 IBC ASCE 7-10 1. OCCUPANCY CATEGORY TYPE = II Table 1604.5 Table 1.5-1 2. IMPORTANCE FACTOR IE= 1.00 Section 1613.1 ->ASCE Table 1.5-2 3. Site Class-Per Geo. Engr. S.C. = D Section 1613.3.5 Section 11.4.2/Ch. 20 Table 1613.3.3(2) Table 20.3-1 4. 0.2 Sec. Spectral Response Ss= 1.10 Figure 1613.3.1(1) Figure 22-1 5. 1.0 Sec. Spectral Response Si= 0.50 Figure 1613.3.1(2) Figure 22-2 6. Site Coefficient(short period) Fa= 1.06 Figure 1613.3.3(1) Table 11.4-1 7. Site Coefficient(1.0 second) Fv= 1.50 Figure 1613.3.3(2) Table 11.4-2 SMS= Fa*Ss SMs= 1.17 EQ 16-37 EQ 11.4-1 SM,= Fv*5, SM,= 0.75 EQ 16-38 EQ 11.4-2 SDs=2/3*SMS SDs= 0.78 EQ 16-39 EQ 11.4-3 SD,=2/3*SM1 Sol= 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 c?o - 3.0 N/A Table 12.2-1 14. Deflection Amplification Factor CD= 4.0 N/A Table 12.2-1 15. Plan Structural Irregularities -- No N/A Table 12.3-1 16. Vertical Structural Irregularities - No N/A Table 12.3-2 17. Permitted Procedure Equiv. Lateral Force --- Table 12.6-1 2012 IBC EQUIV.LAT.FORCE SHEET TITLE: 2012 IBC EQUIVALENT LATERAL FORCE PROCEDURE PER ASCE 7-10 CT PROJECT#: 15238_3410.2 ABD SIDS= 0.78 h„ = 29.58 (ft) SD,= 0.50 X = 0.75 ASCE 7-10(Table 12.8-2) R= 6.5 Ct= 0.020 ASCE 7-10(Table 12.8-2) IE= 1.0 T= 0.254 ASCE 7-10(EQ 12.8-7) Si= 0.50 k = 1 ASCE 7-10(Section 12.8.3) TL= 6 ASCE 7-10(Section 11.4.5: Figure 22-15) CS=Sips/(R/IE) 0.120 W ASCE 7-10(EQ 12.8-2) CS=SD,/(T*(R/IE)) (for T<TL) 0.303 W ASCE 7-10(EQ 12.8-3)(MAX.) CS=(SD,*11)/(T2*(R/IE)) (for T>TL) 0.000 W ASCE 7-10(EQ 12.8-4)(MAX.) Cs=0.01 0.010 W ASCE 7-10(EQ 12.8-5)(MIN.) CS=(0.5 S,)/(R/IE) 0.038 W ASCE 7-10(EQ 12.8-6)(MIN.if S1>0.6g) CONTROLLING DESIGN BASE SHEAR= 0.120 W VERTICAL DISTRIBUTION OF SEISMIC FORCES PER ASCE 7-10 SECTION 12.8.3 (EQ 12.8-11) (EQ 12.8-12) C„X = DIAPHR. Story Elevation Height AREA DL w; w, *h;k w„ *h,k DESIGN SUM LEVEL Height (ft) h; (ft) (sqft) (ksf) (kips) (kips) `w; *h;k Vi DESIGN Vi Roof - 29.58 29.58 1400 0.020 28 828.2 0.46 3.49 3.49 2nd 9.08 20.50 20.50 1460 0.025 36.5 748.3 0.42 3.15 6.63 1st 11.33 9.17 9.17 960 0.025 24 220.1 0.12 0.93 7.56 Bsmt 9.17 0.00 SUM= 88.5 1796.6 1.00 7.56 E=V= 10.58 E/1.4= 7.56 ASCE 7-10 Part 2 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM USING LOADS FROM ASCE 7-10 CHAPTER 28,PART CT PROJECT#: 15238_3410.2 ABD F-B S-S ASCE 7-10 2012 IBC Ridge Elevation(ft)= 33.00 33.00 ft. Roof Plate Ht.= 29.58 29.58 Roof Mean Ht.= 31.29 31.29 ft. --- Building Width= 34.0 46.3 ft. Basic Wind Speed 3 sec.cast= 110 110 mph Fig. 26.5-1A thru C Figure 1609A-C Exposure= B B Roof Type= Gable Gable Ps3o A= 21.6 21.6 psf Figure 28.6-1 Ps3o B= 14.8 14.8 psf Figure 28.6-1 Ps3o c= 17.2 17.2 psf Figure 28.6-1 PS3o D= 11.8 11.8 psf Figure 28.6-1 A= 1.00 1.00 Figure 28.6-1 KZt= 1.00 1.00 Section 26.8 windward/lee= 1.00 1.00 *KZt*Iw*windward/lee : 1.00 1.00 Ps = \*Kzt*I*Ps3o= (Eq.28.6-1) Ps A = 21.60 21.60 psf (Eq.28.6-1) ps B = 14.80 14.80 psf (Eq.28.6-1) Ps c = 17.20 17.20 psf (Eq.28.6-1) Ps D= 11.80 11.80 psf (Eq.28.6-1) Ps A and c average= 19.4 19.4 psf Ps s and D average= 13.3 13.3 psf a= 3.4 3.4 Figure 28.6-1 2a= 6.8 6.8 width-2*2a= 20.4 32.65 MAIN WIND-ASCE 7-10 CHAPTER 28 PART Areas(F-B) Areas(S-S) (F-B) (S-S) Wind(F-B) Wind(S-S) 1.00 1.00 1.00 1.00 10 psf min. 16 psf min. DIAPHR. Story Elevation Height AA AB Ac AD AA AB A0 AD wind wind 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) per 6.1.4.1 per 6.1.4.1 Vi(F-B) V(F-B) Vi(S-S) V(S-S) 33.00 3.4 0 46.51 0 69.77 0 46.51 0 111.7 Roof --- 29.58 29.58 4.5 61.74 0 92.62 0 61.74 0 148.2 0 4.3 5.9 4.44 4.44 5.89 5.89 2nd 9.08 20.50 20.50 10.2 138.8 0 208.2 0 138.8 0 333.2 0 5.6 7.6 6.58 11.02 8.73 14.62 1st 11.33 9.17 9.17 10.3 139.4 0 209.1 0 139.4 0 334.7 0 5.6 7.6 6.61 17.62 8.77 23.39 Bsmt 9.17 0.00 AF= 966.1 AF= 1314 15.5 21.0 V(F-B)= 17.62 V(S-S)= 23.39 kips kips kips kips ASCE 7-10 Part 1 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM USING LOADS FROM ASCE 7-10 CHAPTER 28,PART 1 CT PROJECT#: 15238_3410.2 ABD MAIN WIND-7-10 CHAPTER 28 PART 1 Wind(F-B) Wind(S-S) Min/Part 2(Max.) Min/Part 2(Max.) Wind(F-B) Wind(S-S) DIAPHR. Story Elevation Height DESIGN SUM DESIGN SUM LRFD SUM LRFD SUM LEVEL Height (ft) hi(ft) Vi(F-B) V(F-B) Vi(S-S) V(S-S) Vi(F-B) V(F-B) Vi(S-S) V(S-S) Roof - 29.58 29.58 0.00 0.00 0.00 0.00 4.44 4.44 5.89 5.89 2nd 9.08 20.50 20.50 0.00 0.00 0.00 0.00 6.58 11.02 8.73 14.62 1st 11.33 9.17 9.17 0.00 0.00 0.00 0.00 6.61 17.62 8.77 23.39 Bsmt 9.17 0.00 V(F-B)= 0.00 V(S-S)= 0.00 V(F-B)= 17.62 V(S-S)= 23.39 kips kips kips kips DESIGN WIND-Min./Part 2JPart 1 ASD Wind(F-B) Wind(S-S) DIAPHR. Story Elevation Height LRFD DESIGN SUM LRFD DESIGN SUM LEVEL Height (ft) hi(ft) Vi(F-B) Vi V(F-B) Vi(S-S) Vi V(S-S) I Roof 9.08 18.5 18.5 4.44 2.66 2.66 5.89 3.53 3.53 2nd 11.33 10.5 10.5 6.58 3.95 6.61 8.73 5.24 8.77 1st 9.17 0 0 6.61 3.96 10.57 8.77 5.26 14.03 Bsmt 0 0 V(F-B)= 10.57 V(S-S)= 14.03 kips_ kips L EP 1u... -- -I I - Patin 1 Deck -------• !! ! ! • .. u•-r Jr-ris-Ar r-ab• Ir-Y • b `—'—r-uhr r-Ir R'-'� r-r r-.• >.•-p' . $.44- f ,i,- r_oi• f r-YS• .pI I I 1 Ir-Sti.. 1 r•RK'. t r-r r r_r t r-r r-----a•y'rrr $1 �� $IJJ ' B I $ I �--+� 7rrj _Q-•k- I I lj ]ARn_aAalc N-JA-O i L---' ' a-r� I .......�t-+Is-o� r-o so r t-r • * `r T f 1.4-x�l L I i l J I I� I t„c runva� WA i � O o Kitchen ��, '” MBth Master Bedroom SAP . x . r'il 1 '' - 4 Flo' cOT __ �� Living 1 #' ', �1 �` 4,. IY OLE svMRouNoV/2k PRII MAKE p� Bnnus/Rec Room ` '•-D4 r 4 q.1 ,,LRI,MOVE 1 --- - 1 m• 1 II r-- b : m 'f IlUtility401 lig r�pp�r����-- ��✓ `- ...... 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' +r i Porh FLOOR ADM fw. -I I IoM Roof I I I I AMI I...,.-Rt .I I I I ra I I I I I 1 I I I I I I I I I I I I I I ill ,..., I I L 11 ❑ I I s-r j. 5.-1- s'-df' j r-r j 1.-Ni r-NK•jr-r jr-di•. 7 -r-t---t' -, M'-r i 14.-1. r-r is-p4. r-�• •-'j r-r"I. i r-.p it-8F• y 1 to s• . I'_. I r rt • 3410.2B H., Plan 3410.2B UPPER LEVEL PLAN Plan 3410.2B MAIN LEVEL PLAN Plan BASEMENT LEVEL PLAN MOW.MODCAN ]..•1'-0' AMC0.ICAN MOOD. Il4--1'-0• ANr0.1CAN MOIXAN SHEET TITLE: LATERAL F-B(front to back) CT PROJECT#: 15238_3410.2 ABD Diaph. Level: Roof Panel Height= 9 ft. Seismic V i= 3.49 kips Design Wind F-B V i= 2.66 kips Max.aspect= 3.5 SDPWS-08 Table 4.3.4 Sum Seismic V i= 3.49 kips Sum Wind F-B V i= 2.66 kips Min.Lwall= 2.57 ft. per SDPWS-08 Table4.3.3.5 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 v i OTM ROMA Unet Usum OTM ROTM Unet Usum Usum (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 Al 700 35.0 36.3 1.00 0.15 1.33 0.00 1.74 0.00 1.00 1.00 50 P6TN P6TN 38 15.68 85.64 -2.04 -2.04 11.98 63.44 -1.50 -1.50 -1.50 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 A2 259 10.0 12.0 1.00 0.15 0.49 0.00 0.64 0.00 1.00 1.00 64 P6TN P6TN 49 5.80 8.10 -0.25 -0.25 4,43 6.00 -0,17 -0.17 -0.17 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 A3 441 17.0 19.5 1.00 0.15 0.84 0.00 1.10 0.00 1.00 1.00 65 P6TN P6TN 49 9.88 22.38 -0.77 -0.77 7,55 16.58 -0.55 -0.55 -0.55 - 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0,00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1,00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0,00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0,0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0,00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0,00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1400 62.0 62.0 =L eff. 2.66 0.00 3.49 0.00 EV,tind 2.66 `.Vt, 3.49 Notes: denotes a wall with force transfer SHEET TITLE: LATERAL F-B(front to back) CT PROJECT#: 15238_3410.2 ABD Diaph. Level: 2nd Panel Height= 10 ft. Seismic V i= 3.15 kips Design Wind F-B V i= 3.95 kips Max.aspect= 3.5 SDPWS-08 Table 4.3.4 Sum Seismic V i= 6.63 kips Sum Wind F-B V i= 6.61 kips Min.Lwall= 2.86 ft. per SDPWS-08 Table4.3.3.5 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 LOL eff. Co w dl V level V abv. V level V abv. 2w/h v i Type Type v i OTM Row Unet Usum OTM RorM Unet Usum Usum (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 A4 605 23.0 25.5 1.00 0.25 1.64 0.83 1.30 1.08 1.00 1.00 104 P6TN P6TN 107 23.85 65.98 -1.89 -1.89 24.66 48.88 -1.08 -1.08 -1.08 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 A5 368 14.0 16.5 1.00 0.25 0.99 0.50 0.79 0.66 1.00 1.00 104 P6TN P6TN 107 14.54 25.99 -0.86 -0.86 14.95 19.25 -0.32 -0.32 -0.32 - - 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 Ext A6 212 10.0 12.5 1.00 0.25 0.57 0.58 0.46 0.76 1.00 1.00 122 P6TN P6TN 115 12.17 14.06 -0.20 -0.20 11.53 10.42 0.12 0.12 0,12 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 A7 127 6.0 8.5 1.00 0.25 0.34 0.35 0.27 0.45 1.00 1.00 121 P6TN P6TN 116 7.24 5.74 0.28 0.28 6.93 4.25 0.50 0.50 0.50 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 A8 148 7.0 9.5 1.00 0,25 0.40 0.40 0.32 0.53 1.00 1.00 121 P6TN P6TN 114 8.49 7.48 0.16 0.16 8.00 5.54 0.39 0.39 0.39 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0,00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0,00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 60.0 60.0 =L eff. 3.95 2.66 3.15 3.48 1.00 Vwnd 6.61 'VEQ 6.63 Notes: denotes a wall with force transfer SHEET TITLE: LATERAL F-B(front to back) CT PROJECT#: 15238_3410.2 ABD Diaph. Level: 1st Panel Height= 8 ft. Seismic V i= 0.93 kips Design Wind F-B V li= 3.96 kips Max.aspect= 3.5 SDPWS-08 Table 4.3.4 Sum Seismic V i= 7.56 kips Sum Wind F-B V i= 10.57 kips Min.Lwall= 2.29 ft. per SDPWS-08 Table4.3.3.5 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 off, C 0 w dl V level V abv. V level V abv. 2w/h v i Type Type v i OTM ROTM Unet Usurn OTM ROTM Unet Usun, X5„5, (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (pIf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext A9 480 23.0 23,0 1.00 0.35 1.98 1.49 0.46 1.45 1.00 1.00 83 P6TN P6TN 151 15.30 83.32 -3.05 -3.05 27.78 61.72 -1.52 -1.52 -1.52 - 0 0.0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext A10 480 34.0 34.0 1,00 0.35 1.98 2.64 0.46 2.79 1.00 1.00 96 P6TN P6TN 136 26.02 182.07 -4.68 -4.68 36.98 134.87 -2.94 -2.94 -2.94 - - 0 0.0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0,00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1,00 0.00 0.00 0.00 0.00 0,00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0,00 0 -- -- 0 0.00 0,00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 960 57.0 57.0=L eff. 3.96 4.13 0.93 4.24 �'VHind 8.09 `'V,a 5.17 Notes: denotes a wall with force transfer SHEET TITLE: LATERAL S-S(side to side) CT PROJECT#: 15238_3410.2 ABD Diaph. Level: Roof Panel Height= 9 ft. Seismic V i= 3.49 kips Design Wind F-B V i= 3.53 kips Max.aspect= 3.5 SDPWS-08 Table 4.3.4 Sum Seismic V i= 3.49 kips Sum Wind F-B V i= 3.53 kips Min.Lwall= 2.57 ft. per SDPWS-08 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 Usum Usum (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 B1a* 773 18.0 23.5 1.00 0.15 1.95 0.00 1.92 0.00 1.00 1.00 107 P6T-N P6T-N 108 17.32 28.55 -0.65 -0.65 17.56 21.15 -0.21 -0.21 -9,24 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 B1b* 161 3.8 6,8 1.00 0.15 0.41 0.00 0.40 0.00 1.00 1.00 107 P61-N P6T-N 108 3.61 1.71 0.62 0.62 3.66 1.27 0.78 0.78 0.-78 - 0 0.0 0,0 1,00 0.00 0.00 0.00 0.00 0.00 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 B2a* 104 3.3 5.8 1.00 0.15 0.26 0.00 0.26 0.00 1.00 1.00 80 P61.N R6TN 81 2.33 1.26 0.41 0.41 2.36 0.93 0.55 0.55 046 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 B2b* 104 3.3 5.8 1.00 0.15 0.26 0.00 0.26 0.00 1.00 1.00 80 P6T-N P6T-N 81 2.33 1.26 0.41 0.41 2.36 0.93 0.55 0.55 0.66 - 0 0.0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 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 B3a* 129 4.0 7.3 1.00 0.15 0.33 0.00 0.32 0.00 1.00 1.00 80 P6-T-04 P61-N 81 2.89 1.96 0.28 0.28 2.93 1.45 0.44 0.44 0.44 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext B3b* 129 4.0 7.3 1.00 0.15 0.33 0.00 0.32 0.00 1.00 1,00 80 P6T-N P6TN 81 2.89 1.96 0.28 0.28 2.93 1.45 0.44 0.44 0,44 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1,00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1400 36.3 36.3 =L eff. 3.53 0.00 3.49 0.00 Vwnd 3.53 E VEW 3.49 Notes: * denotes a wall with force transfer SHEET TITLE: LATERAL S-S(side to side) CT PROJECT#: 15238_3410.2 ABD Diaph.Level: 2nd Panel Height= 10 ft. Seismic V i= 3.15 kips Design Wind F-B V i= 5.24 kips Max.aspect= 3.5 SDPWS-08 Table 4.3.4 Sum Seismic V i= 6.63 kips Sum Wind F-B V I= 8.77 kips Min. Lwall= 2.86 ft. per SDPWS-08 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 o 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 Usum Usum (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 B4a* 277 5.5 8.0 1.00 0.25 0.99 0.90 0.60 0.88 1.00 1.00 269 P4 P4 344 14.77 4.95 2.03 2.03 18.94 3.67 3.16 3.16 34 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 B4b" 201 4.0 7.8 1.00 0.25 0.72 0.65 0.43 0.64 1.00 1.00 268 P4 P4 343 10.73 3.49 2.17 2.17 13.71 2.58 3.34 3.34 444 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 B5a* 126 2.5 9.8 1.00 0.25 0.45 0.40 0.27 0.40 1.00 1.00 269 P4 P4 341 6.72 2.74 2.17 2.17 8.52 2.03 3.54 3.54 3.64 0 0.0 0.0 1.00 0.00 0.00 0.00 0,00 0.00 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 B5b* 126 2.5 8.5 1.00 0.25 0.45 0.40 0.27 0.40 1.00 1.00 269 P4 P4 341 6.72 2.39 2.36 2.36 8.52 1.77 3.68 3.68 348 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 B6 730 14.5 14,5 1.00 0.25 2.62 0.42 1.57 0.46 1.00 1.00 140 P6TN P6 210 20.34 23.65 -0.24 -0.24 30.39 17.52 0.93 0.93 0.93 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 B7 0 2.0 2.0 1.00 0.25 0.00 0.38 0.00 0.35 1.00 0.40 438 P3 P6 190 3.50 0.45 2.29 2.29 3.80 0.33 2.60 2.60 2.60 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 B8 0 2.5 2.5 1.00 0.25 0.00 0.38 0.00 0.35 1.00 0.50 280 P4 P6 152 3.50 0.70 1.53 1.53 3.80 0.52 1.79 1.79 1.79 - - 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0,00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1,00 0,00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - O 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - O 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0,00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - O 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1,00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - O 0,0 0,0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1460 33.5 33.5 =L eff. 5.24 3.53 3.15 3.48 ,'VHind 8.77 'VEQ 6.63 Notes: denotes a wall with force transfer SHEET TITLE: LATERAL S-S(side to side) CT PROJECT#: 15238_3410.2 ABD Diaph.Level: 1st Panel Height= 8 ft. Seismic V i= 0.93 kips Design Wind F-B V i= 5.26 kips Max,aspect= 3.5 SDPWS-08 Table 4.3.4 Sum Seismic V i= 7.56 kips Sum Wind F-B V i= 14.03 kips Min. Lwall= 2.29 ft. per SDPWS-08 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 Usum Usum (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 B9 182 9.3 12.3 1.00 0.35 1.00 2.82 0.18 2.21 1.00 1.00 258 P4 P4 413 19.08 17.85 0.14 0.14 30.54 13.22 2.02 2.02 2.02 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 B10a* 89 4.5 13.5 1.00 0.35 0.49 1.37 0.09 1.08 1.00 1.00 259 P4 P4 413 9.33 9.57 -0.06 -0.06 14.86 7.09 2.03 2.03 3,03 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 B10b* 49 2.5 8.5 1.00 0.35 0.27 0.76 0.05 0.60 1.00 1.00 259 P4 P4 411 5.18 3.35 1.00 1.00 8.23 2.48 3.14 3.14 3,44 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext B11** 367 19.5 19.5 1.00 0.35 2.01 3.04 0.35 2.03 1.00 1.00 122 P6TN P6 259 19.07 59.89 -2.17 -2.17 40.41 44.36 -0.21 -0.21 -0.21 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 812** 273 14.5 14.5 1.00 0.35 1.50 0.00 0.26 0.00 1.00 1.00 18 P6TN P6TN 103 2.11 33.11 -2.24 -2.24 11.97 24.53 -0.91 -0.91 -0.91 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - O 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - O 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - O 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0,00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 960 50.3 50.3 =L eff. 5.26 7.99 0.93 5.92 EVMnd 13.25 :V_Fc 6.85 Notes: * denotes a wall with force transfer ** denotes a concrete shearwall JOB#: 15238_3410.2 ABD ID: Blab wdl= 150 plf V eq 2320.0 pounds V1 eq = 1920.0 pounds V3 eq = 400.0 pounds V w= 2360.0 pounds V1 w= 1953.1 pounds V3 w= 406.9 pounds _ ► v hdr eq= 83.6 plf A H head = r` v hdr w= 85.0 plf 1 v Fdragl eq= 415 F2 eq= 86 • Fdragl w= 4 . F2 ,- 88 H pier= v1 eq = 106.7 plf v3 eq = 106.7 plf 4.0 v1 w= 108.5 plf v3 w= 108.5 plf feet H total = 2w/h = 1 2w/h = 1 9 Fdrag3 eq= 4 F4 e.-- 86 feet A Fdrag3 w= 422 F4 w= 88 P6TN E.Q. 2w/h = 1 P6TN WIND H sill = v sill eq = 83.6 plf 4.0 EQ Wind v sill w= 85.0 plf feet OTM 20880 21240 R OTM 51979 38503 UPLIFT -1245 -721 'UP sum -1245 -721 H/L Ratios: Ll= 18.0 L2= 6.0 L3= 3.8 Htotal/L= 0.32 1 --4 ►-f 0 Hpier/L1= 0.22 Hpier/L3= 1.07 L total = 27.8 feet JOB#: 15238_3410.2 ABD ID: B2ab w dl= 150 Of V eq 520.0 pounds V1 eq = 260.0 pounds V3 eq = 260.0 pounds V w= 520.0 pounds V1 w= 260.0 pounds V3 w= 260.0 pounds ► v hdr eq= 45.2 plf --00- A ►A H head = A v hdr w= 45.2 plf 1 Y Fdragl eq= 113 F2 eq= 113 Fdragl w= 3 F2 .- 113 H pier= v1 eq = 80.0 plf v3 eq = 80.0 plf 4.0 vi w= 80.0 plf v3 w= 80.0 plf feet H total = 2w/h = 1 2w/h = 1 9 Fdrag3 eq= F4 es- 113 feet A Fdrag3 w= 113 F4 w= 113 P6TN E.Q. 2w/h = 1 P6TN WIND H sill = v sill eq= 45.2 plf 4.0 EQ Wind v sill w= 45.2 plf feet OTM 4680 4680 R OTM 8927 6613 r UPLIFT -410 -187 UP sum -410 -187 H/L Ratios: L1= 3.3 L2= 5.0 L3= 3.3 Htotal/L= 0.78 4 10-4 ►4 Ow Hpier/L1= 1.23 Hpier/L3= 1.23 L total = 11.5 feet JOB#: 15238_3410.2 ABD ID: B3ab _ w dl= 150 plf V eq 640.0 pounds V1 eq = 320.0 pounds V3 eq = 320.0 pounds V w= 660.0 pounds V1 w= 330.0 pounds V3 w= 330.0 pounds ► ► v hdr eq= 44.1 plf I. A H head = A v hdr w= 45.5 plf 1 v Fdragl eq= 143 F2 eq= 143 • Fdragl w= ,8 F2 -- 148 H pier= v1 eq = 80.0 plf v3 eq = 80.0 plf 5.0 v1 w= 82.5 plf v3 w= 82.5 plf feet H total = 2w/h = 1 2w/h = 1 9 Fdrag3 eq= • F4 e.- 143 feet A Fdrag3 w= 148 F4 w= 148 P6TN E.Q. 2w/h = 1 P6TN WIND H sill = v sill eq = 44.1 plf 3.0 EQ Wind v sill w= 45.5 plf feet OTM 5760 5940 R OTM 14192 10513 v v UPLIFT -646 -460 UP sum -646 -460 H/L Ratios: L1= 4.0 L2= 6.5 L3= 4.0 Htotal/L= 0.62 4 ►--. ►4 0 Hpier/L1= 1.25 41 0 Hpier/L3= 1.25 L total = 14.5 feet JOB#: 15238_3410.2 ABD ID: B4ab w dl= 250 plf V eq 2550.0 pounds V1 eq = 1476.3 pounds V3 eq = 1073.7 pounds V w= 3260.0 pounds V1 w= 1887.4 pounds V3 w= 1372.6 pounds ► ► v hdr eq= 175.9 plf A H head = v hdr w= 224.8 plf 1 Fdragl eq= 509 F2 eq= 370 Fdragl w= :,1 F2 .- 473 H pier= v1 eq = 268.4 plf v3 eq= 268.4 plf 5.0 v1 w= 343.2 plf v3 w= 343.2 plf feet H total = 2w/h = 1 2w/h = 1 10 Fdrag3 eq= c• F4 e.- 370 feet Fdrag3 w= 651 F4 w= 473 P4 E.Q. 2w/h = 1 P4 WIND H sill = v sill eq= 175.9 plf 4.0 EQ Wind v sill w= 224.8 plf feet OTM 25500 32600 R OTM 23653 17521 UPLIFT 142 1155 • UP sum 142 1155 H/L Ratios: L1= 5.5 L2= 5.0 L3= 4.0 Htotal/L= 0.69 O.f ► Hpier/L1= 0.91 Hpier/L3= 1.25 L total = 14.5 feet JOB#: 15238_3410.2 ABD ID: B5ab w dl= 250 plf V eq 1340.0 pounds V1 eq = 670.0 pounds V3 eq = 670.0 pounds V w= 1700.0 pounds V1 w= 850.0 pounds V3 w= 850.0 pounds ► v hdr eq= 78.8 plf ► A H head = A v hdr w= 100.0 plf 1 v Fdragl eq= 473 F2 eq= 473 1 Fdragl w= 490 F2 ,- 600 H pier= vi eq = 268.0 plf v3 eq= 268.0 plf 5.0 v1 w= 340.0 plf v3 w= 340.0 plf feet H total = 2w/h = 1 2w/h = 1 10 Fdrag3 eq= - F4 e•- 473 feet • Fdrag3 w= 600 F4 w= 600 P4 E.Q. 2w/h = 1 P6 WIND Hsill = vsill eq= 78.8 plf 4.0 EQ Wind v sill w= 100.0 plf feet OTM 13400 17000 R OTM 32513 24083 v UPLIFT -1249 -463 UP sum -1249 -463 H/L Ratios: L1= 2.5 L2= 12.0 L3= 2.5 Htotal/L= 0.59 4 0 :4 0 4 0 Hpier/L1= 2.00 Hpier/L3= 2.00 L total = 17.0 feet JOB#: 15238_3410.2 ABD ID: B10ab w dl= 350 plf V eq 1820.0 pounds V1 eq = 1170.0 pounds V3 eq = 650.0 pounds V w= 2890.0 pounds V1 w= 1857.9 pounds V3 w= 1032.1 pounds ♦ — ► v hdr eq= 95.8 plf A H head = A v hdr w= 152.1 plf 1 v Fdragl eq= 739 F2 eq= 411 • Fdragl w= 73 F2 ,- 652 H pier= vi eq = 260.0 plf v3 eq = 260.0 plf 5.0 v1 w= 412.9 plf v3 w= 412.9 plf feet H total = 2w/h = 1 2w/h = 1 8 Fdrag3 eq= 7.• F4 e.- 411 feet A Fdrag3 w= 1173 F4 w= 652 P4 E.Q. 2w/h = 1 P4 WIND H sill = v sill eq= 95.8 plf 2.0 EQ Wind v sill w= 152.1 plf feet OTM 14560 23120 R OTM 56858 42117 v . UPLIFT -2474 -1111 UP sum -2474 -1111 H/L Ratios: L1= 4.5 L2= 12.0 L3= 2.5 Htotal/L= 0.42 .4 110-41 ` 41 ►-4 I Hpier/L1= 1.11 Hpier/L3= 2.00 L total = 19.0 feet 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) Sheart•''t(lbf) Deflection(in.) Load Factor 8 850 0.33 3.09 16 10 625 0.44 2.97 8 1,675 0.38 2.88 24 10 1,125 0.51 3.42 Foundation for Wind or Seismic Loading'''''`"° (a) Design values are based on the use of Douglas-fir or Southern pine framing.For other species of framing,multiply the above shear design value by the specific gravity adjustment factor=(1–(0.5–SG)),where SG=specific gravity of the actual framing.This adjustment shall not be greater than 1.0. (b) For construction as shown in Figure 1. (c) Values ore for a single portal-frame segment(one vertical leg and a portion of the header).For multiple portal-frame segments,the allowable shear design values are permitted to be multiplied by the number of frame segments(e.g.,two=2x,three=3x,etc.). (d) Interpolation of design values for heights between 8 and 10 feet,and for portal widths between 16 and 24 inches,is permitted. (e) The allowable shear design value is permitted to be multiplied by a factor of 1.4 for wind design. (f) If story drift is not a design consideration,the tabulated design shear values are permitted to be multiplied by a factor of 1.15.This factor is permitted to be used cumulatively with the wind-design adjustment factor in Footnote(e)above. Figure 1. Construction Details for APA Portal-Frame Design with Hold Downs • Extent of header with double portal frames(two braced wall panels) • • Extent of header with single portal frame (one braced wall panels) Header to jack-stud strop 1. 2'to 18'rough width of opening per wind design min 1000 lbf for single or double portal on both sides of opening -: = = opposite side of sheathing 11 jr Pony . �1ji IV.: wall . height • '• 1 es, 4 kiargq,4iii>4 ''. . ii x IN q gii .,U r �: Fasten top plate to header � _`�� 4y z M 2 N _ - ra with two rows of 16d ▪ a t tint W11 E` , 4' 0 rx '" sinker nails at 3"o.c.typ ' l�f�1_4•fin• h . :•' Fasten sheathing to header with 8d common or - Min.3/8"wood structural 12' i•, galvanized box nails at 3"grid pattern as shown » max f panel sheathing total • Header to jack-stud strap per wind design. 1 heightwl • i•" Min 1000 lbf on both sides of opening opposite side of sheathing. r If needed,panel splice edges shall occur over and be 10' " Min.double 2x4 framing covered with min 3/8" • nailed to common blocking max ;` `" thick wood structural panel sheathing with within middle 24"of portal height 8d common or galvanized box nails at 3"o.c. height.One row of 3"o.c. in all framing(studs,blocking,and sills)typ. ,. nailing is required in each • panel edge. •v :» • Min length of panel per table 1 • Typical portal frame construction Min(2)3500 lb strap-type hold-downs (embedded into concrete and nailed into framing) Min double 2x4 post(king and jack stud).Number of —Min reinforcing of foundation,one#4 bar __,��_ ( jack studs per IRC tables top and bottom of footing.Lap bars 15"min. - �i` R502.5(1)&(2). t, t t' t t 1 ! t � t k •. Min footing size under opening is 12"x 12".A turned-down — Min 1000 lb hold-down slab shall be permitted at door openings. device(embedded into concrete and nailed Min(1)5/8"diameter anchor bolt installed per IRC R403.1.6– into framing) with 2"x 2"x 3/16"plate washer ©2014 APA–The Engineered Wood Association . t J2 BASEMENT 10-28-15 I ti Roseburg 9:26am M. A Forest Products Company 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 11' ft '11` / / i 14 6 a 9 5 8 0 0 0 23 11 8 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" 415# -- 2 14' 6.000" Wall DFL Plate(625psi) 3.500" 3.500" 1059# -- 3 23'11.500" Wall DFL Plate(625psi) 3.500" 1.750" 262# -48# Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Live Dead 1 323#(242p1f) 92#(69p1f) 2 814#(611 plf) 244#(183plf) 3 222#(167p1f) 40#(30p1f) Design spans 14' 3.375" 9' 2.875" 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 1241.'# 2820.'# 43% 5.93' Odd Spans D+L Negative Moment 1364.'# 2820.'# 48% 14.5' Total Load D+L Shear 590.# 1220.# 48% 14.49' Total Load D+L End Reaction 415.# 1151.# 36% 0' Odd Spans D+L Int.Reaction 1059.# 1775.# 59% 14.5' Total Load D+L TL Deflection 0.2130" 0.7141" L/804 6.65' Odd Spans D+L LL Deflection 0.1696" 0.3570" L/999+ 6.65' Odd Spans L Control: Max Int.React. DOLs: Live=100% Snow=115% Roof=125% Wind=160% SIMPSON All product names are trademarks of their respective owners KAMI L HENDERSON EWP MANAGER StrongTie Copyright(C)2015 by Simpson Strong-Tie Company Inc.ALL RIGHTS RESERVED. PACIFIC LUMBER&TRUSS "Passing is defined as when the member,floor joist,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. 5503_858-9663 J 1 MAIN 10-28-15 ,4 Roseburg 10:27am A Forest Products Compa,,. 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 T 4r i 18 3 0 18 3 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" 765# -- 2 18' 3.000" Wall DFL Plate(625psi) N/A 1.750" 765# -- Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Live Dead 1 589#(368p1f) 177#(110p1f) 2 589#(368p1f) 177#(110p1f) Design spans 18' 4.750" 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 3519.'# 7280.'# 48% 9.12' Total Load D+L Shear 765.# 2840.# 26% 0' Total Load D+L TL Deflection 0.3517" 0.9198" L/627 9.12' Total Load D+L LL Deflection 0.2705" 0.4599" L/816 9.12' Total Load L Control: LL Deflection DOLs: Live=100% Snow=115% Roof=125% Wind=160% SIMPSON All product names are trademarks of their respective owners KAMI L HENDERSON EWP MANAGER Strong-Tie Copyright(C)2015 by Simpson Strong-Tie Company Inc.ALL RIGHTS RESERVED. PACIFIC LUMBER&TRUSS "Passing is defined as when the member,floor joist,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