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Specifications (38) RECEIVED mENGINEERING NOV 1 ,, 2010 Structural Engineers INC. CINC. T/ a 180 Nickerson S2t0e2t85S45ui1t2 (1;2 Se2t06t.l25WA819881(0F9)BUILDINGi SIM #15238 Structural Calculations River Terrace Plan 3410.2 \czCCGI60404 OVO 611 Elevation Tigard, OR �REG ` Design Criteria: 2012 (ORSC, IBC OS SC) 10/16/2015 ASCE 7-10 Wind Speed: 120(ULT); 93 AS ( D); Kzt=1.0 Seismic: Ss=0.972, S1=0.423, SDC=D Roof Snow Load = 25sf Site Class = p D, Bearing = 2000 psf Client: Polygon Northwest Company 109 East 13th Street, Suite 200 Vancouver, WA 98660-3229 Ph: 360.695.7700 Fax: 36 0.6 93.4442 Architect: Milbrandt Architects 25 Central Way, Suite 210 Kirkland, WA 98033 Ph: 425.454. 7130 Fax: 425. 646.0945 r 180 Nickerson St. m ENGINEERING Suite 302 INC Seattle,WA 98109 (206)285-4512(V) (206)285-0618(F) Polygon Northwest Company Multi s le locations in Ti.ard,OR DESIGN SUMMARY: haveav proposed project is to be comprised of two-story wood-framed single-family homes. Some plan types rd Oregon. Design parameters are as noted for daylight basements to accommodate site conditions. We understand that these homes are variations Y to be constructed in multiple locations throughout Tigard, below: floor framing is Roof framing is primarily with pre-manufactured pitched chord wood trusses. Upperover with re-manufactured parallel chord wood oists.sTheFirst foundationsframing are to befloor conventional strip primarily p primarily with pre-manufactured wood1 crawlspace is p Y and spread footings. for 120 mph ultimate wind speed, Wind design is based on the ASCE 7-10 MWFRS(Envelope Procedure) S1 equal so or o less than 0.50 0d qui soil and with a Kzt value of 1.00. Lateral design q based on the ASCE 7-10"equivalen t exposure force"category B, system n with lateral "D".procedure with or equal to or less than the lateral force resisting classification 'D . Plywood OSB shearwalls are primary 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 plan review documents have been prepared considering guidelines of WABO/SEAW white papers 1-2006 and 4-2009. The construction documents submittal g idessory philosophy and permitertaining to the construction documents Feel free to phone with any questions during the review process p and/or any accessory documents. The following computer design software may have been used for various components: Excel Enercalc Forte RISA TeddsNotprior to various software releases may have been used. Woad faere ctors,software references r allowable currente that IBC code parameters including current IBC code. design cycle,various bee design desi n stresses,etc., have been verified be meet or exceed those as referenced by 9 SHEET TITLE: DEAD LOAD SUMMARY ROOF Roofing - Roofing future 3.5 psf I 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" Insulation 2.5 psf 1.0 psf (1) 1/2" gypsum ceiling 2.2 psf Misc. 2.6 psf FLOOR DEAD LOAD 15.0 PSF r --- --- --- --- --- --- --- --- --- - --- - 4X10 DR S'--..- ' �_- RB.a2 11 RB al i ro 1 a m miliiimmi 1 1 1 0,„ � i_ 1111.1.11111110.111.1117 : r-----11 _ � 0 I ___ ___ m . 111:.. :.. a is1j1I4t 1 I RB.a5 MIN.. HDR 111.111111 - .!1.111.1.11111.11111a'L GABLE ENDI TRUSS J - © CONNECT TO ROOF NIP FRAMING BELOW Plan 3410A ROOF FRAMING PLAN ENGLISH REVIVAL , 0 irk VP STHD14 STHD14alkali t 4X10 HDR STH ® " - _ --L - ---1 ?2x8 HD 6 12 HDR 4 2)2X8 HDR ul � I i I�gOI I 7]� �— --- B 3 --— B. B 4'. I 1 li (2 STUD. d STUI , _ 1 E' IE MI ao 0' FIXx. I 'BO i Ill 1 froiss' I I I 1 I w i CY _ 1 U I O 1 �ry = co I of I 1 I v® N FIX7U• I 2 I , ABO 1 co k h 1ai 1 I CV C THIS • �.� Q I — SIDE X11 _ 0 LSL Y4X74 1 ly 0 j 1 STAIR / THIS yl 11 FRAMING/ , �� ti, 1 x SIDE S 014 �411, Dir 14 ti' B.9 / I LSL 1XX74 FB 1 �7 '"T 2X8 0 16 0.C. _ --u----1 T0P OF CLOSET I I l A I L —_J / I I IJ! ai A I I NcN r -IQ : :! 1:11•• 14.a./. M( cQ 1/./1 1 I I RIM':OA•DI ; I� I I I I i 1 • I I c I I Iz , I I Y,Ao I I ml I '.I1 Q B.17 s I AA D FLOOR I I N I � ~,,, LT ABI I 2 9) ►R G (2)2OX8 HDR _ 4 3 70 RIMIN I k¢ I I air' moi\I - c YYs P ECHORD 0 < i _ �' il I i ® I I(, 1 MST3STICK FRAME r►:_ - 11l,m9 © I1 TO UPPER TRUSS 1 + 1 j STHD14 , __ CONNECT FRAMING • STRUCTURAL FACISAS71 � CK FRAME /� 18 ::r' 1 � i r----- ---. 2 2X8 Hi 1 _ I 1 'L_ ,- -, GABLE END 'I © L.._ -I-- ``I lay Plan 3410AMAIN LEVEL SHEARWALLS 1/4..=,,_0„ UPPER LEVEL FLOOR FRAMING ENGLISH REVIVAL 6X6 P.T.POST fL! 11111101 1it 1.!iii$�D TRUSS A �� STHD14 I iU8U5STh9 � 72 2X10HD' 4X70 HDR 2 2X70 HDR I� - - �,: , 1�� 111111011 1.. 31 •I I� 4X8 HD'-' 11I I� SIDE 1,.......s....,....i....,............,.....,...., It ,, ''611111111111111111111111111 _ PS • 1 � � STHD74 THD14 I I I I I I I I 1 SLAB ON GRADE �• I SEE FOUNDATION PLAN(A6) ��. �, 1 mgr 1mnrt 11 riliuili ill- 0lila s� mAPs m 111111111111--------j 1 , _J I ABOVE 49 1 ___________�it --=. STH®•D14 ��____________________ STHD�74 11 ` 11 PONY WALL BASEMENT LEVEL SHEAR WALLS Plan 3410.2A AND FIRST FLOOR FRAMING 1/4"=1'-0" ENGLISH REVIVAL r 4°. 20'-10• o I1 I I I '''':- --, 111'- - --EEC] L''' ®, r�1 3Y4'co:SLAB___'______ L®I -10'-w r.o.s. E.� 34'-0• ry © -8'-5%• • T.O.S. IIir 2x4 PONY --_ WALL ----- 1 n 1 111 1 I I I 3'-e 4• Zan I 1 6'3' I I 6-3. 6'-3' 3_6 I I —F Y I I 1 , _CB�2 r-F'1 �I 1 I a 1 4X8 HDR r r� �, fill I L--J I ® BASEMENT R I II II ®' 60 II W��3)$'4 EA. WAY I 4'-3 it 2'-0 6•-7)- I I II —I 7 r-1-'1 I- t _ ABU 6X6 OST I 2x4•ONY J 1 -�� 1 I BASE T11T,�, r-,-, li 1 n mu I L- WALL L_ __ I h CB.1 I .. SID NW I ________ __�'NACE -�F RN j:I 1---=-1-6811-'®i.l I L__J t J I�'OVE -�---- ----I .. I 1 '- I I I I BRG A II THDt4 ® -- �..__-____ -..�,o�.!' 3 /, I W/FTG I I 11 1 STHD14 qyz• I Ii p_p3�.T.O.S. I 1 T ^ I hi I I I ll_ISTEPPED VERIFY GARAGE SLAB HEIGHT I I 11 I I I % I 1 FOOTING AS WITH GRADING PLAN 1 I �, NEEDED PER --- I I -I I 1 I III GRADE 3Y4 I I I I I I I CONC. .�-148 I I I I I 124X30 CR WLHATCH I I 1Mr ir 1 `v I -• T . L_J ACCE. HATGH I I IACE }2 I 2x6 PON WALL I I o T I I I �POSi UP I 1 I I a 1 iiiiiiiilii/ilii/iiiiiiii iiii>•.- _Jh. I �� ----/%//%///, I POST UP I I --- _ _1I1 I I� I ESLY __,® Is I 1 1 elTILATTOV SYSTE1 Y II1 I X ._��. r.O.W. mlI Ni ILI 3x11h•BLOCK OUT ,•• _ '-1 1 ®STEM WALL T1P. POST UP ,. i e F_________ — —1 Enzum 1. li ----- 1'FIRST FlNISH I _ i J s7HDt4 JE ------- I I I ,� ___ __I��I_I FLOOR 1 IAch L® II I i 1 S7HD14 I /—FlXTURE I I I CP ri f aeovE 1 3y4'CONC.1121" tab SLq ' I ,,__. 1 I SLOPE 116; I Z. I --------J I ---1 18'-3' \ I �__---rr--_, 4� _ en TOP OF SLAB UM TOP OF STEM WALL FRAMING CONTRACTOR SHALL VERIFY HOEDOWN LOCATIONS PRIOR TO POURING FOUNDATION. Plan 3410.2A 1T4"=Pp' FOUNDATION PLAN ENGLISH REVIVAL TitleDsgnr:: PLANTRE 3410 RESIDENCE Date: 1:23PM, 20Job OCT# 14 Description:SF Scope: STRUCTURAL DESIGN Page 1 Timber Beam & Joist 14252 Plan 3410 ECw�ROOF FRAMING Rev: 3-2K8=02997,ver 5.8.0 1-Dec-2003 so * - ��j983 2003ENEFCALC Engineering Software _ .�--, Description 3410A GT REACTIONS Timber Member Information GT al 3.125x15 Timber Section in 12525 Beam Width in 15.125 Beam Depth .000 Le:Unbraced Length ft o�gWs Fir, .24F- Tlmber Grade V4 psi 2,400.0 Fb-Basic Allow psi 240.0 Fv-Basic Allow ksi 1,800.04 Elastic Modulus50 Load Duration Factor 1.1 1.15m Member Type GluLa Repetitive Status No Center Span Data n 14.75 Span #eft 300.00 Dead Load #eft 500.00 Live Load Ratio 0.8072 Results k .n 261.07 Mmax @ Center in-ft 7.37 @ X psi 2,227.8 fb:Actualpsi 2,760.0 Fb:AllllAllowable able Bending OK psi 157.1 fv:Actual Fv:AllllAllowable psi 276.0ableShear OK Reactions - ~- lbs 2,212.50 @ Left End LL lbs 3,687.50 Max.DL+LL lbs 5,900.00 @ Right End DL lbs 2,212.50lbs 3,687.50 LL Max.DL+LL lbs 5,900.00 Ratio OK Deflections . R 2 Center DL Dell in -08.20.202 in 8 UDefl Ratio 76.5 Center LL Defl 0.33 5337 UDefl Ratio in 0.539 ft 0 Center Total Defl .535 Location .375 UDefl Ratio , Title: PLAN 3410 Dsgnr: TRE Job# Description: Date: 1:24PM, 20 OCT 14 p SF RESIDENCE Scope: STRUCTURAL DESIGN Rev: 580006 User.KW 0602997,Ver 5.8.0,1-Dec-2003 KW-032997 Ver5E1-Oe-233ffware Timber Beam & Joist Description 3410A R Page 1 ROOF FRAMING � 14252_Plan_3410 ECW:ROOF FRAMING Timber Member Information RB.al RB.a2 RB.a3 � a RB.a4 RB.a5 Timber Section RB a6 RB.a7 2-2x10 3-2x10 Beam Width2-2x4 2-2x4 2-2x6 Beam Width in 3.000 4.500 3.000z-2 ° 3.0002-2x4 9.250 9.250 3.000 3.000 3.000 Le:Unbraced Length ft 0.00 3.500 3.500 5.500 Timber Grade 0.00 0.00 0.00 9.250 3.500 Hem Fir,No.2 Hem Fir,No.2 Hem Fir,No.2 Hem Fir,No.2 Hem Fir,O 00 Hem Fir,No.20.00 Hem Fir, 00 Fb-Basic Allow psi 850.0 Fv-Basic Allow 850.0 850.0 850.0 Modulus psi 150.0 150.0 150.0 150.0 850.0 850.0 850.0 Load Elastic Modul Factor ksi 1,300.0 1,300.0150.0 150.0 150.0 1,300.01.15 1,300.0 1,300.01.15 1,300.01.15 1,1.1 0 Member Type 1.150 1.150 1.150 Sawn Sawn 1.150 1.150 1.150 1.150 Repetitive Status Sawn Sawn Sawn No No No Sawn Sawn Center Span Data "° No No No Span ft 5.50 6.50 5.50 Load 4.50 Deadea Load #/ft 300.00 6 60.00 5.50 300.00 00 #/ft 500.00 315.00 60.00 60.00 525.00 100.00 60.00 Results Ratio 100.00 100.00 500.00 0 7891 0.7072 0.2405 -_ 0.8084 0.5412 0.5276 0.7891 Mmax @ Center �_ in-k T�� 36.30 r m 0.2405 4; X= ft 53.23 7.26 4.86 .1 2.75 3.25 2.75 13.25 36 75 2 6 fb:Actual psi 848.5 2.25 3.25 2.75 Fb:Allowablet829.6 1,185.3 793.5 1.50 Psi 1,075.3 1,173.0 1,466.3 670.4 848.55 352.73 BendingOK 1,466.3 1,270.8 1,075.3 fv:Actual Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK 3 Fv:Allowable psi 85.6 75.6 56.3 psi 172.5 172.5 44.8 40.8 85.6 Shear OK Shear OK 172.5 172.5 172.5 27.7 Shear OK Shear OK 172.5 172.5 Reactions Shear OK Shear OK Shear OK @ Left End DL lbs 825.00---. 1 023 75 1616 0 ��-- LL lbs 1,375 00 135.00 195.00rt Max.DLL 1,706.25 275.00 225.00825.00 90.00 lbs 2,200.00 2,730.00 440.00 325.00 1,375.000 40.00 C�Right End DL lbs 825.00 1,023.75 360.00 520.00 2,200.00 LL 165.00 135.00 240.00 lbs 1,375.00 1,706.25 275.00 225.00 25.00 825.00 90.00 Max DL+LL lbs 2,200.00 2,730.00 325.00 1,375.000 440.00 360.00 520.00 150.00 Deflections 2,200.00 240.00 Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.024 0.04 L/Defl Ratio -0.033 -0.089 -0.040 Center LL Defl 2,748.6 2,378.8 744.57.042 ,7 8.6 -0.00887. in -0.040 -0.0551,359.3.06 1,750.20 -0.040 UDeflRatio 1,649.2 1,427.3 -0.148 -0.066 4,587.6 CenterTRalDefl446.71,050.10.06 1,649.2 ,7 2.5 Location To in -0.064 -0.087 -0.236815.6-0.106 -0.119 2.0.021 ft 2.750 3.2502 250 -0.064 UDefl Ratio 1,030.7 2.750 2.250 -0.021 892.1 279.2 6 656.3 0 0.7 1.500 509.7 1,030.7 1,720.3 , r Title: PLAN 3410 Job# Dsgnr: TRE Date: 1:24PM, 20 OCT 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Beam & Page 1 ±r Rev: 580006 Timber Beam Joist 14252_Plan 3410 ECW Floar Frarru1 User:3-2KW-0602997,3EN_EVer 5.8.0,ine 1-Dec-2003 ng (c)1983 2003 ENERCALC Engineering Software - _ s �.. Description 3410AC FLR FRMG 1 OF 3 Timber Member Information es B6' s� B.1 B.2 B.3 B.4 6x12 2-2x8 2-2x8 LVL:3.500014.000 4x10 2-2x8 2-2x8 3.000 3.500 Beam Width 3.000 5.500 3.000 14.000 in 3.500 3.000 11.500 Beam Depth 7.250 7.250 7.25050 7.25050 00 Beam:U Depth in 9.2500. 0.00 0.00 0.00 ft 0.00 Le:Unbraced Length Douglas Fir- Hem Fir,No.2 Hem Fir,No.2 Douglas Fir- Hem Fir,No.2 Hem Fir,No.2 'Level,LSL 1.55E Timber Grade Larch,No.2 2 325.0 Larch,No.2 900.0 850.0 850.0 F 850.0 150.0 Fbv-Basic Allow psi 980.0 150.0 1850 0 180.0 150.0 1,550.0 310.0 El -Basic Allow psi 180.0 1,300.0 1,600.0 1,300.0 1,300.0 ksi 1,600.0 1,300.0 1.150 1.150 1.000 Elastic Durationtio1.150 1.150 1.150 Sawn Manuf/Pine Load e Factor 1.150 Sawn Sawn Sawn Sawn Sawn No No No Member Type No No No Repetitive Status No 14.00 Center Span Data 3.00 3.00 6.50 5.50 Sp ft,-- � 5.25 ti 3.50 15.00 165.00 Dean 180.00 165.00 15.00 465.00 #/ft 150.00 150.00 440.00 40.00 40.00 Dead Load400.00 480.00 Live Load #/ft 400.00 415.00 175.00 175.00 Dead Load #/ft 400.00 400.00 415.00 175.00 Live Load #/ft 500.00 500.00 525.00 525.00 125.00 Start ft End ft 0.6691 0 9671 0 8643 0.7007 0.7804 0 5225 0.1555 Results Ratio ---.-.- --�-- �� - - - 97.91 16.11 4.79 177.87 f 26.64 21 60 7.00 � � 59.95 2.75 1.50 Mmax @Center ink 1 75 1.50 3.25 @ X= ft 2.62 612.9 182.4 1,555.7 1,013.8 1,173.0 2,325.0 fb:A psi 1,201.1 1,173.0 821.9 807.7 1,035.0 1,173.0 Fb:Allowable psi 1,242.0 1,173.0 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK 108.9 84.8 52.8 22.0 125.6 114.8 99.3 172.5 172.5 0 fv:Actual Allowable psi 172.5 172.5 207.0Shea 310.0 Fv: psi 207.0 Shear OK Shear OK Shear O Shear OK r OK Shear OK Shear OK Reactions 892.50 1,885.00 522.50 285.00 1,155.00 lbs 2,362.50,4 . 962.50453.75 247.50 3,080.00L 1 @ Left End DL lbs 1,575.00 1,507.50 3,136.25 976 25 532.50 4,235.00 Max.DL+LL lbs 3,806.25 2,537.50 2,400.00 5,021.25 972 25 285.00 4,235.00 @ Right End DL lbs 1,443.75 962.50 892.50 1,885.00 52522.50 247.50 3,155.00 LL lbs 2,362.50 1,575.00 1,507.50 3,136.25 453 75 532.50 49 ,235.00 Max.DL+LL lbs 3,806.25 2,537.50 2,400.00 5,021.25 Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection Deflections __�" � _� � ."-� �� 0.032 0 003 -0 115 OK C,n Center Defl i -0.015 -0.009 -0.0211,461.3 DL Deo in 0 025 2,089.6 12,876.3 461.3 L/Defl Ratio 2,475.1 2,801.2 4,111.7 3-0.035 -0.027 -0.002 0.042 -0.025 -0.0152 0.027 1 -0.002 .30 Center fl Deo in 1 711.8 2,434.3 2,244.6 5 548.00 Uefl Totalo 1-0.06712.6 -0.056 -0.059 -0.005 -0.067 -0.040 -0.024 2.750 1.500 7.000 CenteroDefl in 1.750 1.500 3.250 398.5.00 Location ft 938.8 1,118.4 6,891.5 UDefl Ratio 938.8 1,062.5 1,529.1 1,402.0 Title: PLAN 3410 Dsgnr: TRE Job# Description:SF RESIDENCE Date: 1:25PM, 20 OCT 14 Scope: STRUCTURAL DESIGN Rev: 580006 User:KW-0602997 Ver 5.8.0,1-Deo-2003 T L, (c)1983-2003 ENERCALC Engineering Software Timber Beam & Joist Description 3410A Page 1 C FLR FRMG 2 OF 3 14252 Plan 3410.ECW Floor Framing Timber Member Information B.8 B.9 B.10 B.11 B.12 - Timber Section 6.13 6.14 2-2x8 LVL:1.750x14.000 LVL:1.753x14.000 LVL:3.500x9.250 LVL:1.750x14.000 LVL:1.750x14.000 LVL:3.500x16.000 Beam Width in Width 3.000 1.750 1.750 Le:Beam Depth Length inft 7.250 14.0003.5005 1.75014.000 1 000 0.00 14.0000. 0.00 . 3.500 Timber Grade 0.00 0.00 0.00 14.000 16.000 Hem Fir,No.2 iLevel,La 1.55E iLevel,La 1.55E Level,La 1.55E Level,La 1.00 iLevel,La 10.00 iLevel,La 1.55E 0.00 Fb-Basic Allow psi 850.0 Fb-Basic Allow psi 2,325.0 2,325.0 2,325.0 Elastic Modulus 150.0 310.0 310.02,325.0 2,325.0 2,325.0 ksi 1,300.0 1,550.0 310.0310.0 310.0 Load Factor 1.000 1,550.0 1,550.0 1,550.0310.0 Load Duration 1.000 1.150 1.000 1,550.01.15 1,55 1.150Me0 Repetitive Typeetus Sawn Manuf/Pine f/Pin 1.1 in Manuf/Pine No Manuf/Pine Manuf/Pine Manuf/Pine Manuf/Pine Mf/Pin No No No Center Span Data No No No Span = ft-_ 4.50 9.00 9.00 �3 50 . 0_0 5.50 Deadea Loadod #/ft 135.00 180.00500 30.00 1 160.000 #/ft 360.00 480.00 30.00 90.00 80.00 Load 80.00 240.00 Deadea LoadLa #/ft 80.00 80.00 100.00 Start #/T 220.00 220.00 45.00 End ft 200.00 200.00 120.00 PointE #1 DL lbs 9.000 LL lbs 3,815.00 2,658.0016.5002,016.00 ft 5,233.00 2,614.00 Cantilever Span 1.750 3,688.00.7 9.0 2.750 9.000 Span � ft � e Uniform Dead Load #/ft 3.00 Uniform Live Load #/ft 250.00 Point#1 DL lbs 658.00 2,658 LL lbs .00 ft 3,688.00 Results 0.500 Ratio 0.5609 0.6033 Mmax�Center � 0.4364 0.8709 0.1573 0 8424 in-k 15 04 � �� .,,_ ; =ce 0.9075 @ X ft 2.254 80.19 2.70 101.07 ,..� TT _T 4.50 24 75 128.76 Mmax @ Cantilever in-k 2.02 1.75 2.75362.33 0.00 0.00 -66.70 2.7508.980 fb:Actual psi 572.1 0.00 0.00 Fb:Allowable 1,402.7 1,166.70.00 0.00 Psi 1,020.0 2,325.0 2,024.9 420.738 2,252.3 BendingOK 2,673.8 2,325.0 2,673.82,426.3 fv:Actual Bending 2,673.8 Bending 2,673.8 Bending OK Bending OK Bending OK Bending OK OK OK Fv:Allowable psi 56.5 135.3 60.4 Psi 150.0 310.0 224.6 51.46 .7 Shear OK Shear OK 356.5 310.0 356.5135.7 Shear OK Shear OK Shear OK 356.5 356.5 Reactions Shear OK Shear OK @ Left End DLlbs 303.75 810.00 -137.67 LL lbs2,065 00 810.00 2,160.00 687.50 2,016.50 Max.DL+LL lbs 1,113.750 360.00 3,036.50 770.002,217.73 @ Right End DL 2,970.00 222.33 5,101.502,614.00 4,510.79 lbs 303.75 810.00 1,457.50 4,630.50 2,680.43 LL lbs 810.00 3,815.67 2,065.00 687.50 Max.DL+LL 2,160.00 5,232.89 3,036.502,016.50 2,96.27 lbs 1 113 75 2,970.00 770.005 2,614.00 5,626.70 Deflections 9 048 55 5,101 50 1,457.50 2,946.27 Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK .. ..'"ga �ti 43fii`ti "r.... ➢9�n' t, P-„.,r, n 7t .-. ...,a 4.!Y 4'.14 Y i ""rd eY Title: PLAN 3410 Job# Date: 1:25PM, 20 OCT 14 Dsgnr: TRE Description:SF RESIDENCE Scope: STRUCTURAL DESIGN BeamPage 2 <' Rev: 580006 W-06 Timber Beam & Joist 14252 Plan 3410.ECW Floar Framing User:K- 003 EN 7,Ver C5.SA,ine 1-Dec-2003 So r (c)1983-2003 ENERCALC Engineering Software Description 3410AC FLR FRMG 2 OF 3 -0.008 -0.034 -0.336 -0.043 0.029 -0.017 1,943.2.03 590.1 Center DL Deo in 369.52 426.9 7,953.490.1 5,369.5 2,521.1 3,770.6 -0.009 -0.045 Uer L Ratio -0.114 0.027 -0.025 1 0.0 7 -0.362 in 2,013.6 945.4 4,023.1 1,690.9 7,101.3 546.6-0.698 Center LL Defl -0.042 -0.018 -0.079 Ut efl Totalo -0.037 -0.157 0.055 2.75018 0.079 8.448 Center Defl in 4.500 5.544 1.750836.8.7 283.8 Location ft 464.4 1,949.4 996.6 3,751.6 1,464.4 687.6 UDefl Ratio -0.064 Cantilever DL Defl in -0.064 Cantilever LL Defl in -0.069 Total Cant.Defl in 0.133 UDefI Ratio Title: PLAN 3410 Dsgnr: TRE Job# Description: Date: 1:25PM, 20 OCT 14 SF RESIDENCE Scope: STRUCTURAL DESIGN Rev: 580006 User:KW 0602997,Ver 5 8.0,1-Dec-2003 User:KW-06 ENERCALCVers Engineering0,1-De-2Software Timber Beam & Joist tion OAC FLR FRMG 3 OF 3 : 14252_Plan PageFramingl Description 341 Pi ECW:FIoor Timber Member Information 8.15 8.17 8.18 Timber Section Prllm:7.0x18.0 Beam Width in 7.000 2-2x8 3.000 .000 Beam Depth in 18.000 7.250 Le:Unbraced Length ft 0.00 7.250 7.250 Timber Grade osboro,Bigbeam 0.02 0.00 2E Hem Fir,No.2 Douglas Fir- Fb-Basic Allow psi 3,000.0 Larch,No.2 Fv-Basic Allow psi 300.0 850.0 180.0 150.0 1 Elastic Modulus ksi 2,200.000.0 Load Duration Factor1,1.150 1,600.0 Member Type 1.150 1.150 Manuf/Pine 1.0w Repetitive Status Sawn Sawn No No Center Span Data "° Span ft 20.00 T - --,, Dead Load 3.50 2.00 � ea Lod #/ft 150.00 415.00 #/ft 400.00 60.00 Dead Load 525.00 100.00 #/ft 400.00 Live Load Start #/ft 500.00 ft End ft 10.500 Point#1 DL lbs 2,016.00 LL lbs 2,614.00 @ X ft 10.500 Results Ratio 0.6827 0.5603 0.0338 Mmax @ Center �X= in-k 890.34 � 17.27 0.96 ft 10.08 1.75 fb:Actual psi 2,355.4 1.006 Fb:Allowable psi 3,450.0 17 36.5 1 0.0 Bending OK Bending,O3.2 OK Bending.0 0OK fv:Actual OK Fv:Allowable psi 149.8 74.4 4.4 psi 345.0 Shear OK 172.5 180.0 Shear OK Shear OK Reactions g_Left End DL __ -_ _ __ __ __ , __ lbs 5,555.10 726.25 " . .... :F _ ;,. LL lbs 9,113.52 60.00 Max.DL+LL lbs 14668.62 615.00 100.00 @ Right End DL lbs 3,660.90 1,726.25 160.00 8.7 LL lbs 6,750.47 918.755 60.00 Max.DL+LL lbs 10411.37 160.00 1,645.00 160.00 Deflections Ratio OK Deflection OK Deflection OK Center DL Defl atir�, -0.011 0 in -0.254 -0.011 L/Defl Ratio 946.7 ,3 2.5 Center LL Defl in -0.423 3,712.4014 169-0.000 L/Defl Ratio 567.9 9 2,934.6 ,6 3.5 Center Total Defl in -0.676 . .02 101-0.000 Location ft 9.760 .750 .000 L/Defl Ratio 355.0 1.750 1.00014. 1,639.0 63,514.7 Title: PLAN 3410 Job#15238 Dsgnr: ARS Date: 11:42AM, 15 OCT 15 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Page 1 Rev: 580006 Timber Beam & Joist 15238 nvenerrace 34102.ecw Caguia"O 13 User:Kw-0602997 Ver 5.8.0 1-Dec-2003 y _- (c)1983-2003 ENERCALC Engineering Software _ _- OF Description 3410.2 FIRST FLOOR FRAMING (12) Timber Member Information -ode Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined BB.7 BB.2 BB.3 BB.4 BB.5 BB.6 BB.1 4x8 2-2x10 2-2x10 LVL:3.500x11.875 LVL:5.250x11.875 LVL:5.250x112755 6x10 3.000 3.500 5.250 Beam Section 5.500 3.500 3.000 11.875 11.875511.8755 Beam Width in 7.250 9.250 9.25075 50 in 9.500 0.00 0.00 0.00 Beam: Depth 0.00 0.00 0.00 TUnbracedGradeLength ft Douglas Fir- Douglas Fir- Hem Fir,No.2 Hem Fir,No.2 iLevel,LSL 1.55E iLevel,LSL 1.55E iLevel,LSL 1.55E Timber Larch,No.1 Larch,No.2 2 325.0 2,325.0 2,325.0 850.0 850.0 Fb v-Basic Allow psi 1,350.0 9180.0 150.0 150.0 310.0 31 310.0 310.0 0 1,550.0 El -Basic Allow psi 170.01,300.0 1,300.0 1,550.0 ksi 1,600.0 1,600.0 1.000 1.000 1.000 Elastic ModulusDurationM1.150 1.000 1.000 Load e Factor 1.150 Sawn Sawn Manuf/Pine Manuf/Pine Manuf/Pine Sawn Sawn No No No Member Type No No No Repetitive Status No Center Span Data -_ - 6 25 13.00 2.50 6.00 10.00 Sp ft 6.00 � y 6.75 165.00 Deadan 143.00 143.00 251.00 165.00 #/ft 210.00 90.00 670.00 440.00 440.00 Load 240.00 380.00 380.00 Live Load #/ft 560.00 265.00 #/ft 640.00 440.00 Dead Load #/ft 893.00 Live Load ft 6.250 Start ft 6.000 End 0 7223 0.2676 0.5346 05: Results Ratio 0.9683- - 0 5- - 0.1226- 0 7060 76 76 153.37 _.__ 4.90 28.24 138.15 6.50 ink 124.36 _22.55 3.00 5.00 3.12 �Mmax @ Center ft 3.00 3.37 1.25 1,243.0 @ X= 660.1 1,679.4 622.1 psi 1,503.2 735.6 114.6 2,325.0 2,325.0 2,325.0 fb:Actual Allowable 1,345.5 935.0 935.0 Bending 5 Fb: psi Bending OK 1,552.5 Bending OK Bending OK Bending OK OK Bending OK Bending OK 80.2 63.1 134.3 67.8 K 147.6 54.3 13.6 310.0368 fv:Actual Allowable psi207.0 150.0 150.0Shear 310.0OK Shear Fv: psi Shear OK 195.5 Shear OK Shear OK Shear OK Shear OK Reactions r _ lbs 2,550.00 303.75 178.75 -429.00 � 1255.001,343.75 1,072.50 @LeftEnd DL LL lbs 4,359.00 810.00 475.00 1,140.00 3,350.00 2,750.00 2,860.00 653.75 1,569.00 4,605.00 4,093.75 3,932.50 Max.DL+LL lbs 6,909.00 1,113.75 429.00 1,255.00 1,343.75 1,072.50 lbs 2,550.00 303.75 178.75 @ Right End DL 475.00 1,140.00 3,350.00 2,750.00 2,860.00 LL lbs 4,359.00 810.00 3,932.50 Max.DL+LL lbs 6,909.00 1,113.75 653.75 1,569.00 4 605.00 4,093 75 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK ---- _ -0.075 -- - -- - -0.093 „ . , � -0.024 -0.000 -0.0161,670.7. 3 �"�' 0 039 Center DL Defl in 4,441.5 1,608.6 5,769.2 L/Defl Ratio 1,826.5 3,426.7 61,399.2 -0.043 -0.199 -0.027 -0.067 -0.063 -0.001602.6.19 -0.027 -0.249626.5 Center fl Deo in1,285.0 23,105.5 1,671.4 -0.342 L/Defl Total 1,068.5 -0.059 -0.274 -0.040 -0.087 -0.002 5.000 3.125 6.500 CenteroaDefl in -0.107 3.375 1.250 3.000 655.0 ft 3.000 1,214.4 438.4 1,893.7 Location 674.1 934.6 16,787.9 L/Defl Ratio ,, Title: PLAN 3410 Dsgnr: ARS Job#15238 Date: 11:42AM, 15 OCT 15 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev: 580006 User:KW-0602997,Ver 5.8.0,1-Dec-2003 User:KW-032997 Ver5.Engineering c-200oftware Timber Beam & Joist Page 1 Description T 3410.2 FIRST FLOOR FRAMING (2 OF 2) 15238 nverterrace 3ato.2.ecwpCaic�ia8ons Timber Member Information ;ode Ref: 1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined BB.8 BB.9 .. s . Timber Section VL:1.750x11.875 Beam Widthth in 1.750 . 0 Beam Depth in 11.875 050 7.250 Le:Unbraced Length ft 0.00 Timber Grade0.00 Level,LSL 1.55E Hem Fir,No.2 Fb-Basic Allow psi 2,325.0 Fv-Basic Allow 850.0 Elastic Modulus psi 310.05 150.0 ksi 1,550.0 1,300.0 Load Duration Factor 1.000 Member Type 1.000 Repetitive Status Manuf/Pine Sawn Na Repetitive Center Span Data Span __ft 3.00 9.00 Dead Load #/ft 45.00 Live Load #/ft 120.00 20.00 53.00 Cantilever Span Span ft 1.50 Uniform Dead Load #/ft Uniform Live Load #/ft 20.00 53.00 Results Ratio= 0.0233 0.5667 Mmax @ Center _ ,... .2 -_ __- -_ - -_ _.. _ 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 Fb:Allowable 664.7 psi 2,325.0 1,173.0 Bending OK Bending OK fv:Actual psi 6.1 Fv:Allowable 40.8 psi 310.0 150.0 Shear OK Shear OK Reactions @ Left End DL lbs 67.50 __ _ - - 87.50 .x , 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 OK Center DL Defl in -0.000 -0.045 L/Defl Ratio 166,158.7 Center LL Defl 2,0 in -0.001 -0.1266 L/Defl Ratio 62,309.5 Center Total Defl 854.8 in -0.001 -0..171171 Location ft 1.500 L/Defl Ratio 6 45,316.0 632.22.2 Cantilever DL Defl in Cantilever LL Defl 0.022 Total Cant.Defl in 0.059 in 0.081 L/Defl Ratio 444.6 , Y Job#15238 Dsgnr:: ARS Date: 1:24PM, 15 OCT 15 Title DescriptionPLAN:SF3410 RESIDENCE Scope: STRUCTURAL DESIGN Rev: 580006 User:KW-0602997, N Ver 5.8.0 1-Dec-2003 Timber Beam & Joist Page 1 (c)1983-003 ENERCALC Engineering Software r 2 �uladons _ _ 15238 ` - - Description 3410.2 CRAWLSPACE FRAMING ;ode Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowabies are user defined Timber Member Information CB.1 CB.2 4x10 4x8 Timber Section 3.500 3.500 Beam Width in 7.250 Beam Depth in 9.250 Le:Unbraced Length ft 0.00 0.00 Timber Grade Douglas Fir- Douglas Fir- Larch,No.2 Larch,No.2 Fb-Basic Allow psi 900.0 900.0180.0 Fv-Basic Allow psi 180.0 1,600.0 Elastic Modulus ksi 1,600.0 1.000 Load Duration Factor 1.000n Sawn Saw Member Type Saww w Repetitive Status No Center Span Data ft 6.50 6.25 Span Dead Load #/ft 180.00 370.00139.00 Live Load #/ft 480.00 Ratio 0.7760 0.8314 ^" Results � �� °� 41.8329.82 Mmax @Center in-k 3.12 X= ft 3.25 fb:Actual psi 838.0 972.71 170.0 Fb:Allowable psi Bending OK O Bending OK fv:Actual psi 76.3 76.0180.0 Fv:Allowable psi Shear OK O Shear OK Reactions __�-�---�-,---. .---. 434.37 @ Left End DL lbs 585.00 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 OK -�-,�- in -0.020 -0.027 Center Deo3,985.0 2,795.0 LlDefI Ratio -0.052 -0.071 Center LL Defl in 1,494.4 1,050.0 L/Defl Ratio 098 0.0 Center Total Defl in -0.072 - Location ft 3.250 3.125763.3 L/Defl Ratio 1,086.8 .l Title: PLAN 3410 ESIGN DDT : Date: 4:23PM, 15ob OCT # 15 15238 SF RESIDENCE Scope: STRUCTURAL D Rev: 580000 User:KW-0602997,Ver 5 8.0,1-Dec-2003 User:}KW- e 1 032997 Ver580,-ec-2Softveare Square Footing Design Soft Description FTG Fl 15238 r verterrace 3410.2.ecw Ca�icgu aeons General Information Code Ref:ACI 318-02, 1997 UBC,2003 IBC,2003 NFPA 5000 Dead Load 0.870 k Live Load Footing Dimension 2.310 k 1.500ft Short Term Load Thickness 10.00 in 0.000 k #of Bars Seismic Zone 3 Bar Size 2 Overburden Weight 0.000 psf Rebar Cover 4 Concrete Weight 150.00 pcf f'c 3.250 LL&ST Act Separately 2,500.0 psi Load Duration Factor Fy 60,000.0 psi 1.000 Column Dimension 3.50 in Note: Load factorin su Allowable Soil Bearing 2,000.00 psf 9 pports 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 200/Fy As to USE per foot of Width 0.0033 Total As Req'd 0.314 in2 As Req'd by Analysis 0.0002 in2 % 0.324 in2 Min.Reinf%to Req'd a/o 0.0014 Min AllowReinf 0.0014 II��}/�iiii {{ MI. 1.50ft square x 10.0in thick with 2-#4 bars Footing OK Max.Static Soil Pressure 1,538.33 psf Allow Static Soil Pressure Vu:Actual One-Way 1.97 psi 2,000.00 psf Vn*Phi:Allow One-Way 85.00 si Max.Short Term Soil Pressure p AllowMax. Short Term SoiliPressure 511.67 psf Vu:Actual Two-Way 14.73 psi 2,000.00 psf Vn*Phi:Allow Two-Way 170.00 si Mu :Actual p 0.45 k-ft/ft Alternate Rebar Selections... 2 # Mn*Phi:Capacity 4's 2 #5's 1 #6's 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: 4:51PM, 15 OCT 15 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Page 1 Rev: 580000 Square Footing Design ,5238 nverterrace 34102.ecwCalculatio1 User:K 2003 ENE Ver 5.8.0,1 Bering 03 (c)1983-2003 ENERCALC Engineering Software -.� .�. � ��' `� � Description FTG F2 Code Ref:ACI 318-02,1997 UBC,2003 IBC 2003 NFPA 5000 General Information -mom °- —-- Dead Load 4.030 k " -�_ � ' ' Footing Dimension 2.750 ft ,-� � 00 in 10.050 k Thickness 10. 3 Live Load #of Bars Short Term Load 0.000 k 3 Bar Size 3 Rebar Cover 3.250 Overburden Seismic Zone Weight 0.000 psf fc 2,500.0 psi Concrete Weight 150.00 pcf FY 60,000.0 psi LLL&ST Act Separately 1.000 Column Dimension 3.50 in - Load Duration Factor 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 m�. Reinforcing Rebar Requirement TmmmT6 in2 Actual Rebar"d"depth used 6.500 in As to USE per foot of Width 0 0..259 1216 in2 0.0033 Total As Req'd 0..514 200/Fy 0.0011 in2 Min Allow%Reinf As Req'd by Analysis 0.0014 Min.Reinf%to Req'd Footing OK IlLaraMilli 2.75ft square x 10.Oin thick with 3-#4 bars 28.03 psi 1,986.82 psf Vu:Actual One-Way 85.00 psi MaxStatic Soil Pressure 2,000.00 psf Vn*Phi:Allow One-Way Allow Sttatic Soil Pressure Vu:Actual Two-Way woy 84.01 psi 657.89 psf 170.00 psi Max. hort Term Soil Pressure 2,000.00 psfAllow f Vn*Phi:Allow Two-Way Short Term Soil Pressure Alternate Rebar Selections... 2.40 k-ft/ft 3 #4's 2 #5's 2 #6's Mn : hi: 6.13 k-ft/ft Mn*PPhi:Capacity 1 #7's 1 #8's 1 #9's 1 #10's Title: PLAN 3410 Dsgnr: ARS Job#15238 Description:SF RESIDENCE Date: 4:52PM, 15 OCT 15 Scope: STRUCTURAL DESIGN Rev: 580010 Code Ref:ACI 318-02, 1997 UBC,2003 IBC,2003 NFPA 5000 User:KVJ-0802997,Ver 8.0,5. 1-Dec-2003 User,X2-03 2997ENERCALCVers1-Engineering Software Cantilevered Retaining Description CANT RET WALL H=2'NO SOG g Wall design Page 1 15238_riverterrace_3410.2.ecw:Calculations Soil Data COMMIlimmimin Height1.50 ft Footing Strengths&Dimensions Wall Retainedheidht above soil - 0.50 ft AllowSoil Bearing alent Fluid Pressure Method= , 00.0 sf = , F . , • ., P f c . 3,000 Slope Behind Wall - Heel Active Pressure _ Min.As% psi Fy 60,000 psi 0.00: 1 Toe Active Pressure 35.0 psf/ft = 0.0014 Height of Soil over Toe = Toe Width 8.00 in Passive Pressure 0.0 psf/ft Heel Width 0.33 ft Soil Density = 110.00 pcf Water height over heel = 350.0 psf/ft _ .00 0.0 ft Total Footing Width Wind on Stem = FootingllSoil Friction = Footing Thickness = 10.00 in 0.0 psf Soil height to ignore 0.400 for passive pressure = Key DWepth = 0.00 in Key Depth 0.00 in Key Distance from Toe0.00 in Axial Load Applied to Stem Axial Dead Load CoverTop = 0.00 ft - 100.0 lbs @ = 3.00 in @ Btm.= 3.00nin � Axial Live Load Axial Load Eccentricity = Design Summary = 0.0 lbs 0.0 in Stem Construction Top Stem Total Bearing Load = OK ...resultant ecc. 603 lbs Design height Stem 0.00 0.42 in Wall Material Above"Ht" ft = Concrete Soil Pressure @ Toe = Thickness Soil Pressure 525 psf OK Rebar Size # 4 = 8.00 @ Heel = 382 psf OK Allowable = 3,000 psf Soil Pressure Less Than Allowable Rebar Placed at Rebar Spacing 18.00 ACI Factored @ Toe = 664 psf Design Data = Center ACI Factored @ Heel = fb/FB+fa/Fa Footing Shear @ Toe = 0 04 psf = 0.021 66.9 0.0 psi OK Total Force @Section lbs= Footing Shear @ Heel = Moment....Actual 66.9 Allowable = 3.0 psi OK ft-#= 33.5 Wall Stability Ratios 93.1 psi Moment.....Allowable = Shear.....Actual1,565.0 Overturning = psi= 1.4 Sliding _ 6.13 OK Shear.....Allowable psi= 93.1 6.66 (Vertical Co Used) Bar Develop ABOVE Ht. in= 12.00 Sliding Calcs (Vertical Component Lateral Sliding Force _ Bar Lap/Hook BELOW Ht. in= 6.00 less 100%Passive Force= 95.3 lbs 393.8 lbs Wall Weight _ less 100%Friction Force= - Rebar Depth 'd' 100.0 241.2 lbs Masonry Data In-= 4.00 Added Force Req'd = fm ....for 1.5: 1 Stability = 0.0 lbs OK psi= 0.0 lbs OK Fs Solid Grouting psi= Footin• Desi•n Results Y Special inspection - " Modular Ratio'n' FactoredToe Heel Pressure =Upward Short Term Factor _ Fa tiredP = 664 484 psf Equiv.Solid Thick. = Mu':Downward - 35 0 ft-# Masonry Block T e= Mu' Design = 15 55 ft-# Concrete Data yP Normal Weight Actual 1-Way Shear 20 55 fc Allow 1-Way Shear == 0.00 2.99 psi si Fy psi= 3,000.0 93.11 93.11 psi Psi= 40,000.0 Toe Reinforcing = None S ec'd Other Acceptable Sizes&Spacings Heel Reinforcing = None Spec'd Toe: Not req'd,Mu<S*Fr Key Reinforcing = None Spec'd Heel:Not req'd, Mu<S*Fr p Key: No key defined Title: PLAN 3410 Job#15238 Date: 4:52PM, 15 OCT 15 Dsgnr: ARS Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPAFe 52 0 Rev: 580 0010 User:�80010 Cantilevered Retaining Wall Design 15238 riverterrace_3410.2.ecw:Calculations 997,Ver 5.8.0,1-Deo-2003 (c)1983-2003 ENERCALC Engineering Software Description CANT RET WALL H=2' NO SOG RESISTING..... Summa of Overturntn• &Resistin• ForcesMomentsForce SistaGce Moment OVERTURNING..... lbs ft ft-# Force DistanceMoment 64.0 lbs = 55.0 1.16 Item 74.1 Soil Over Heel - 95.3 0.78 Sloped Soil Over Heel Heel Active Pressure = = Toe Active Pressure = Surcharge Over Heel _ AdjacentSdracege Over Toeo = Adjacent Footing Load - 100.0 0.66 66.3 Footing Load = Axial Dead Load on Stem= 04 0 0.176 4.0 Loadoadd Lateral AboveLoav = Soil Over Toe - @ Stem Soil= Surcharge Over Toe _ 200.0 0.66 132.7 SeismicLoad = Stem Weight(s) X4.1 Earth @ Stem Transitions= 110.6 Total = 95.3 O.T.M. _ = 166.2 0.67 6.13 Footing Weight = Resisting/Overturning Ratio Key Weight = 57 6 1.33 76.6 603.0 lbs Vert.Component - Vertical Loads used for Soil Pressure=Vertical component of active pressure used for soil pressure Total306= 0 lbs R.M.= Title: PLAN 3410 Dsgnr: ARS Job#15238 Description:SF RESIDENCE Date: 4:52PM, 15 OCT 15 Scope: STRUCTURAL DESIGN Rev: 580010 User:KW-0602997,Ver 5.8.0,1-Dec-2003 Code Ref:ACI 318-02, 1997 UBC,2003 IBC, User:KW-032997V 5.EngineeringSoftware RetainingCantilevered2003NFPA5000 Description CANT RET WALL H=4'NO SOG Wall Design Page 1 15238_riverterrace_3410.2.ecw;Calculations Soil Data �� __. Retained Height = 3.50 ft Allow Soil Bearing Footing Strengths &Dimensions Wall height above soil = E - 3,000.0 psf Pc _" 0.50 ft Equivalent Fluid Pressure Method 3,000 psi Fy Slope Behind Wall _ Heel Active Pressure Min.As% - 60,000 psi Height of Soil over Toe = 0.00: 1 = 35.0 psf/ft = 0.0014 Toe Active Pressure Toe Width 3 Soil Density = 8.00 in Passive Pressure = 0.0 psf/ft = 0.33 ft 110.00 pcf Water height over heel = 350.0 ft0.0 sf/ft TotaHeelWidth =l Footing Width _ 8 Wind on Stem _ FootinglISoil Friction = Footing Thickness 0.0 psf Soil height to ignore 0.400 Key Width 0.00 in = 9.00 in for passive pressure = 0.00 in Key Depth Key Distance from Toe 0.00 in Axial Load Applied to Stem Axial Dead Load _ Coverl@ TopE =E3.00ccentricity in0.00. in ft Axial Live Load - 100.0 lbs Axial Load Eccentricity @ Btm.= 3.00 in Design Summa = 0.0 lbs = Stem Construction Top Stem Total Bearing Load = ...resultant ecc. _ 1,157 lbs Design height " Stem 0.00 2.71 in Wall Material Above"Ht" ft e Soil Pressure @ Toe = 1,266 psf OK = Concrete Soil Pressure Thickness _ @ Heel = 128 psf OK Rebar Size - 8.00 Allowable 3,000 psf Rebar Spacing = # 4 Soil Pressure Less Than Allowable = 18.00 ACI Factored Rebar Placed at _ ACI Factored @Toe = 1,480 psf Design Data - Center @ Heel = 150 psf fb/FB+fa/Fa _ Footing Shear @ Toe = Total Force 0•272 Footing Shear = 0.0 Psi OK @ Section lbs= 364.4 @ Heel 11.9 psi OK Moment....Actual Allowable = Moment..... ft-#= 425.2 Wall Stability Ratios 93.1 psi Allowable = 1,565.0 Overturning = Shear.....Actual psi= 7.6 Sliding = 2.56 OK Shear.....Allowable 2.58 (Vertical Copsi= 93.1 Sliding Calcs (Vertical Component Used) Bar Develop ABOVE Ht. in= Lateral Sliding Force = Bar Lap/Hook BELOW Ht. in= 12.00 less 100%PassiveorcForce= - 316.1 lbs Wall Weight 6.00. less 100% ction Force= - 351.2 lbs Rebar Depth 'd' = 1 0 462.9 lbs Masonry Data in 4.00 Added Force Req'd = Ffm s ....for 1.5: 1 Stability = psi= 0.0 lbs OK 0.0 lbs OK = Fs Solid Grouting psi= Special Inspection Footln. Desi!n Results - To'"e- Neel Modular Ration' _ 1,480 Short Term Factor = Factored Pressurere = 150 psf Equiv.Solid Thick. Mu':Downward - 76 0 ft-# _ 14 369 ft-# Masonry Block Type=Normal Weight Mu: Design = Concrete Data Actual sign = 62 369 ft-# re Allow 1-Way Shearhear = 0.00 11.92 psi Fy psi= 0,000.0 Too Reinforcing1-WayS = None 93.11 93.11 psi psi 40,000.0 p Other Acceptable Sizes&Spacings Heel Reinforcing = None S ec'd Toe: Not req'd,Mu<S*Fr Sp Key Reinforcing = None Spec'd Heel:Not req'd,Mu<S*Fr Key: No key defined AJob#15238 Title: PAN 3410 Date: 4:52PM, 15 OCT 15 Dsgnr: ARS Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPAF5000 Rev: 580010 Cantilevered Retaining Wall Design 15238 riverterra� Page User:580010 997,Ver 5.8.0,1-Dec-2003 (o)1g83-2003 ENERCALC Engineering Software Description CANT RET WALL H=4' NO SOG RESISTING...•• Summa of Overturnln• &Resistin• Forces&MomentsForce' Distance MomentftOVERTURNING..... ft Moment lbs Force Distance ft1.33 339.2 lbs = 255.4 Toe Items 447.8 Soil Over Heel - - 316.1 1.42 Sloped Soil Over Heel Heel Active Pressure SurchargeedOver Heel = sur hAarige Over Pressure - = 66.3 Adjacentdracege Over Toeo = Adjacent Footing Load 100.0 0.66 Axial Dead Load on Stem= 0 17 4.0 Footing Load = = 24.2 Loadoadd Lateral Stem Aboved = Soil Over Toe - @ Stem Soil= Surcharge Over Toe - 400.0 0.66 265.3 SeismicLoad = Stem Weight(s) 744 8 Earth @ Stem Transitions= 0.83 155.0 Total 316.1 O.T.M. =-4477-.6- = 186.7 2.56 Footing Weight = Key Weight 1.66 317.1 Resisting/Overturning Ratio Component = 191.0 1,157.4 lbs Vert.Comp 7141 0 Vertical Loads used for Soil Pressure= Tota lbs R.M. Vertical component of active pressure used for soil pressure Title:iPLANARS 3410 ESIGN Dsgnr Date: 4:52PM,Job 15 OCT # 15 15238 Descrption:SF RESIDENCE Scope: STRUCTURAL D Rev: ssoolo Code Ref:ACI 318-02, 1997 UBC,2003 IBC,2003 NFPA 5000 User.KW-0602997,Ver 5.8.0,1-Dec-2003 Cantilevered Retaining (c)1983-2003ENERCALC Engineering Software Wall Design Page 1 15238_rverterrace 3410.2 ecw:Ca�ulations Description CANT RET WALL H=6'NO SOG Soil Data Footing Strengths&Dimensions Retained Height = 5.50 ft Allow Soil Bearing = 3,000.0psf 3,00 Wall height above soil - 0.50 ft Equivalent Fluid Pressure Method fc = 3,000 psi Fy = 060,000.0014 psi Slope Behind Wall = Heel Active Pressure = 35.0 psf/ft Min.As% = 0.0014 0.00:1 Toe Active Pressure Toe Width Height of Soil over Toe = 8.00 in = 0.0 psf/ft = 0.67 ft Passive Pressure 350.0 psf/ft Heel Width 1.83 Soil Density = 110.00 pcf Water height over heel = 0.0 ft Total Footing Width = ------2:50 FootingliSoil Friction 0.400 Footing Thickness 10.00 in Wind on Stem = 0.0 psf Soil height to ignore Key Width = for passive pressure = 0.00 in Key Depth = 0.00 in Key Distance from Toe 0.00 in 0.00 ft CoverTo Axial Load Applied to Stem Axial Dead Load = @ P = 3.00 in @ Btm.= 3n in Axial Live Load _ 100.0 lbs Axial Load Eccentricity = 0.0 in Desi•n Summa = 0.0 lbs Stem Construction Top Stem D Total Bearing Load = 2,190 lbs Stem 00 ...resultant ecc. = Design height ft= 0.00 3.83 in Wall Material Above"Ht" Thickness = Concrete Soil Pressure @ Toe = 1,547 psf OK Soil Pressure @ Heel = Rebar Size = 8.00 205 psf OK = # 4 Allowable - 3,000 psf Rebar Spacing = 16.00 Rebar Placed at - ACI Factored @ Toe = 1,746 psf Design Data - Center Soil Pressure Less Than Allowable ACI Factored @ Heel = p fb/FB+fa/Fa 231 psf = 0.679 Footing Shear @ Toe = 2.4 psi OK Total Force @Section lbs= 899.9 Footing Shear @ Heel = 24.5 psi OK MomentA Allow ft�t= 1,649.9 Allowable = 93.1 psi Moment Allowable = 2,430.8 Wall Stability Ratios Shear Actual Overturning = Shear Allowable psi= 13.6 2.38 OK Sliding = P 93.1 1.81 (Vertical Co Bar Develop ABOVE Ht. in= 12.00 Sliding Caics (Vertical Component Used Lateral Sliding Force = ) Bar Lap/Hook BELOW Ht. in= 6.00 less 100%Passive Force= _ 393.8 lbs bs Wall Weight = Rebar Depth 'd' in- 100.0 less 100%Friction Force= - 875.9 lbs Masonry Data 5.50 Added Force Req'd = 0.0 lbs OK fm psi= ....for 1.5: 1 Stability = 0.0 lbs OK Fs psi= Solid Grouting = Footin• Desi•n Results Special Inspection Modular Ratio'n' _ Toe Heel Short Term Factor = Factored Pressurere = 1,746 231 psf Equiv.Solid Thick. - Mu':Downward = 362 0 ft-# Masonry Block Type= Normal Weight Mu: Design = 1,531 ft-# Concrete Data Actual 1-Way Shear = 299 1,531 ft-# fc psi= 3,000.0 Y 2.35 24.49 psi Fy Allow 1-Way Shear = 93.11 93.11 psi psi= 40,000.0 Toe Reinforcing = None Spec'd other Acceptable Sizes&Spacings Heel Reinforcing = None Spec'd Toe: Not req'd,Mu<S*Fr Key Reinforcing = None Spec'd Heel:#4@in,#5@ 34.25 in,#6@ 48.25 in,#7@ 48.25 in,#8@ 48.25 in,#9@ 4 p Key: Nookey 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 Page 2 Rev: 580010 03 Cantilevered Retaining Wall Design X5238_rvertercace_3410.2.ecw:Cakulatio2 User:3-2-0 3 ENE.Ver C5.En ineeing So ns (0)1983-2003 ENERCALC Engineering Software Description CANT RET WALL H=6' NO SOG Summa of Overturnin• &Resistin• Forces&Moments .....RESISTING Force Distance Moment OVERTURNING Force Distance M fm� Hent lbs ft ft-# lbs ft 1.92 1,350.2 Item Soil Over Heel = 703.8 = 701.9 2.11 1,481.9 = Heel Active Pressure Sloped Soil Over Heel Toe Active Pressure = Surcharge Over Heel = Adjacentdracge Over Toe = Adjacent Footing Load = 100.3 Footing Load = Axial Dead Load on Stem= 100.0 1.00 =A = 49.1 0.34 16.5 Load Lateral Stem AboveLbod = Soil Over Toe Load @ Stem Soil= Surcharge Over Toe = 1.00 602.0 SeismicLoad = Stem Weight(s) = 600.0 Total - 7- 01 99 O.T.M. = 1,481.9 Earth @ Stem Transitions= 1.25 390.6 38 Footing Weight = 312.5 Resisting/Overturning Ratio 2. Key Weight = Vertical Loads used for Soil Pressure= 2,189.72.50 1,060.6 lbs Vert.Component = 424.2 Q Vertical component of active pressure used for soil pressure Total= 2,189.7 lbs R.M.= Title: PLAN 3410 Job#15238 Dsgnr: ARS Date: 4:53PM, 15 OCT 15 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev: 580010 Code Ref:ACI 318-02, 1997 UBC,2003 IBC,2003 NFPA 5000 User:3-2 03 ENE,Ver5.8.0,En 1 Engineering Cantilevered Retaining User: W-03 ENERCALC Engineering Software Wall Design Page 1 15238_riverterrace_3410,2.ecw;Ca�ulations Description CANT RET WALL H=10' NO SOG Soil Data Footing Strengths&Dimensions Retained Height = 9.50 ft Allow Soil Bearing = 3,000.0sf Wall height above soil 0.50 ft Equivalent Fluid Pressure Method P fo = %3,000 psi Fy = 6Q014 psi Slope Behind Wall = Heel Active Pressure = 35.0 psf/ft Min.As = 0.0014 0.00: 1 Toe Active Pressure Toe Width Height of Soil over Toe = 8.00 in = 0.0 psf/ft = 1.33 ft Passive Pressure 350.0 psf/ft Heel Width 3.50 Total Footing Width = - Soil Density = 110.00 pcf Water height over heel = 0.0 ft .0 FootingliSoil Friction 0.400 Footing Thickness 12.00 in Ke Wind on Stem = 0.0 psf Soil height to ignore y Width =- 0.00 in for passive pressure = 0.00 in Key Depth 0.00 ft Key Distance from Toe = 0.00 fn Cover Axial Load Applied to Stem Axial Dead Load = @ Top = 3.00 in @ Btm.= 3.00in Axial Live Load _ 100.0 lbs Axial Load Eccentricity = 0.0 in Desi•n Summary = 0.0 lbs Stem Construction Top Stem OK Total Bearing Load = 6,049 lbs D . .' f Stem 00 resultant ecc. = Design height ft= 0.00 3.92 in Wall Material Above"Ht" Soil Pressure @ Toe = 1,761 sf OK _ Concrete Thickness 8.00 P Soil Pressure @ Heel = 744 psf OK Rebar Size = # 5 Allowable - 3,000 psf Rebar Spacing = 8.00 Soil Pressure Less Than Allowable Rebar Placed at = Edge ACI Factored @ Toe = 1,990 psf Design Data ACI Factored @ Heel = 840 psf fb/FB+fa/Fa = 0.806 Total Force @ Section lbs= 2,684.9 Footing Shear @ Toe = 9.8 psi OK Footing Shear @ Heel = 65.9 psi OK Moment....A Allow ft#= 8,502.3 Allowable = 93.1 psi Moment Allowable = 10,552.0 Wall Stability Ratios Shear.....Actual psi= 40.7 Shear Allowable Psi= 93.1 Overturning = 2.87 OK Sliding = 1.51 Sliding Calcs (Vertical Component Use �Vertical Co Bar Lap/Hook ok BEp OLOW Ht. in= 21.36VE Ht. in= 78 Lateral Sliding Force = 1,929.4 lbs Wall Weight 0 .0 less 100%Passive Force= - 486.1 lbsth = 100.0 less 100%Friction Force= - 2,419.6 lbs Masonry ar ata 'd' in= 5.50 Added Force Req'd = 0.0 lbs OK fm psi= ....for 1.5: 1 Stability = 0.0 lbs OK Fs psi= Solid Grouting = Footin• Desi•n Results Special Inspection Modular Ratio'n' Toe Heel Short Term Factor Factored Pressure = 1,990 840sf Mu':Upward 0 1,667 P Equiv.Solid Thick. = Mu':Downward = ft-# Masonry Block Type=Normal Weight 277 12,332 ft-# Concrete Data Mu: Design = 1,390 12,332 ft-# fc Actual 1-Way Shear = 9.77 psi= 3,000.0 Allow 1-Wa Shear 65.91 psi FY psi= 60,000.0 y = 93.11 93.11 psi Other Acceptable Sizes&Spacings Toe Reinforcing = None Spec'd Heel Reinforcing = #5 @ 11.00 in Toe: Not req'd,Mu<S*Fr Key Reinforcing = None S ec'd Kel:#4@ 7.25 in,#5@ 11.00 in,#6@ 15.75 in,#7@ 21.25 in,#8@ 28.00 in,#9@ 35 P Key: Noo 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 Page 2 Rev: 580010 03 Cantilevered Retaining Wall Design 15238_riveRertace_3410.2.ecw:Calculatons User:K 2003 ENERCALC Ver C5.En inDecng So (c)1983-2003 ENERCALC Engineering Software Description CANT RET WALL H=10' NO SOG Summa of Overturnin. &Resistin• Forces&Moments RESISTING OVERTURNING Force Distance Moment Force Distance Moment Ips ft lbs ft ft-# Item Soil Over Heel = 2,960.8 3.41 10,106.3 1,929.4 3.50 6,752.8 _ Heel Active Pressure = Sloped Soil Over Heel - Toe ActivergOver Toee = Surcharge Over Heel = Adjacentdracge Over Load = Adjacent Footing Load = 166.3 Footing d = Axial Dead Load on Stem= 100.0 1.66 Added Lateral Load = = 97.5 0.67 64.9 Soil Over Toe Load @ Stem Above Soil= Surcharge Over Toe = Stem Weight(s) 1,663.3 SeismicLoad = = 1,000.0 1.66 Total 6,752.8 Earth Stem Transitions= 1,749.7 1,929.4 O.T.M. _ @ 724.5 2.42 2 87 Footing Weight Resisting/Overturning Ratio Key Weight = 4.83 5,632.0 Vertical Loads used for Soil Pressure= 6,048.9 lbs Vert.Component 1,166.0— Vertical component of active pressure used for soil pressure Total= 6,048.9 lbs R.M.= 19,382.5 Title: Dsgnr: Job# Description: Date: 3:41 PM, 12 OCT 15 Scope: Rev: sfioolo VCode Ref:ACI 318-02, 1997 UBC,2003 IBC,2003 NFPA 5000 User:KW-0602997,Ver 5.8.0,1-Dec-2003 Cantilevered Retaining Wan Design (c)1983-2003 29 7 LC Engineering Software Page 1 16238 riverterrace 3abd.ecw:BASEMENT WALL NO Description CANT RET WALL H=12'NO SOG Criteria Soil Data - Footing Strengths&Dimensions Retained Height = 9 11.50 ft Allow Soil Bearing = 3,000.0 psf fc = 3,000 Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method % psi Fy = 6Q014 psi Slope Behind Wall = Heel Active Pressure = Min.As = 0.0014 0.00:1 30.0 Toe Width Height of Soil over Toe = Toe Active Pressure = 0.0 = 1.75 ft 8.00 in Passive Pressure - 350.0 Heel Width = 4.50 Soil Density = 110.00 pcf Water height over heel = 0.0 ft Total Footing Width = - 5- FootingliSoil Friction 0.400 Footing Thickness 14.00 in Key on Stem = 0.0 psf Soil height to ignore Width =- 0.00 in for passive pressure = 0.00 in Key Depth = 0.00 in Key Distance from Toe = 0.00 ft Axial Load Applied to Stem Axial Dead Load = Cover @ Top = 3.00 in @ Btm.= 3.00 in Axial Live Load = 100.0 lbs Axial Load Eccentricity = 0.0 in mm_ 0.0 lbs Design Summary Stem Construction Top Stern Total Bearing Load = 9,068 lbs Design height0.00 0 ft= ...resultant ecc. = 3.09 in Wall Material Above"Ht" = Concrete Soil Pressure @ Toe = 1,810 psf OK Thickness = 8.00 Soil Pressure @ Heel = 1,092 psf OK Rebar Size = # 5 Allowable = 3,000 psf Rebar Spacing = 5.00 Soil Pressure Less Than Allowable Rebar Placed at - Edge ACI Factored @ Toe = 2,059 psf Design Data ACI Factored @ Heel = 1,243 psf fb/FB+fa/Fa = 0.945 Total Force @Section lbs= 3,934.4 Footing Shear @ Toe = 11.5 psi OK Footing Shear @Heel = 84.2 psi OK MomentActual ft-#= 15,082.0 Moment Allowable = 15,964.6 Allowable = 93.1 psi Wall Stability Ratios Shear Actual psi= 59.6 OK Shear Allowable Sliding = psi= 93.1 Overturning = 3.19 1.50 (Vertical Co Bar Develop ABOVE Ht. in= 21.36 Sliding Calcs (Vertical Component Used) Bar Lap/Hook BELOW Ht. in= Lateral Sliding Force = 2,807.8 lbs Wall Weight0..0 less 100%Passive Force= - 588.2 lbs Rebar Depth 'd' = 15.50 less 100%Friction Force= - 3,627.3 lbs Masonry Data in- 5.50 Added Force Req'd = 0.0 lbs OK fm psi= ....for 1.5: 1 Stability = 0.0 lbs OK Fs psi= Solid Grouting = Footing Desi•n Results Special Inspection Modular Ratio'n' Toe Heel Short Term Factor Factored Pressure = 2,059 1,243p sf = 0 ft-# MMaso Mu':Upward = 3,037 aso Solid Thick. Mu':Downward = nry Block Type= 532 25,870 ft-# Concrete Data Mu: Design = 2,504 25,870 ft-# fc Actual 1-Way Shear = 11.49 84.23 psi Fy psi= 3,000.0 Allow 1-Way Shear = 93.11 93.11 psi cn= 60,000.0 Toe Reinforcing = None S ec'd Other Acceptable Sizes&spacings Heel Reinforcingp Toe: = #5 @ 11.00 in Heel: Key Reinforcing = None Spec'd Key: Job ob# Dsgnr: Date: 3:41PM, 12 OCT 15 Description: Scope: Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 Page 2 Rev: 580010 15238 riverterrace 3abd.ecw:BASEMENT WALL NO User:KW-0602997,Ver 5.8.0,1-Dec-2003 Cantilevered Retaining Wall Design (c)1983-2003 ENERCALC Engineering Software Description CANT RET WALL H=12' NO SOG Summa of Overturnln• &Resistin• Forces&Moments RESISTING OVERTURNING Force Distance Moment nt Item Force Distance Moment lbs 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 Sloped Soil Over Heel Toe Active Pressure = Surcharge Over Heel = Surcharge Over Toe = Adjacent Footing Load = Adjacent Footing Load 208.3 Axial Dead Load on Stem= 100.0 2.08 118.3 Load LateralmAbovebod = Soil Over Toe = 128.3 Load @ Stem Soil= Surcharge Over Toe = SeismicLoad = Stem Weight(s) = 1,200.0 2.08 2,500.0 Total = 2,807.8 O.T.M. = 11,855.1 Earth @ Stem Transitions= Footing Weight 1,093.7 3.13 3,417.9 Resisting/Overturning Ratio = 3.19 Key Weight = Vert.Component = 1,696.9 6.25 10,605.8 Vertical Loads used for Soil Pressure= 9,068.2 lbs Vertical component of active pressure used for soil pressure Total= 9,068.2 lbs R.M.= 37,857.4 4 " Design Maps Summary Report Page 1 of 1 Design Maps Summary Report SIUSW User-Specified Input Building Code Reference Document 2012 International Building Code {which utilizes USGS hazard data available in 2008) Site Coordinates 45.43123°N, 122,7714goW Site Soil Classification Site Class D — "Stiff Soil" Risk Category I/II/III 5000"m :- B averton tr �� { � (41 i �tttrn f,'r r oras i. * �� - ,?'"f �iiv�reuk�,� ile j........."/"""*"' c r Lake Owego King City D rham �� T latin , request @29i ;N1#PQuexi.:-. '" ,,,,9i,y-' 4`''''' z uest USGS-Provided Output SS = 0.972 g S,,,s = 1.080 g S0S = 0.720g Si = 0.423 g SMI = 0.667 g S.I. = 0.445 g For information on how the SS and Si. values above have been calculated from probabilistic (risk-targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the"2009 NEHRP"building code reference document. MGlrs Response Spectrum Design Response Spectrum l. fl... 0-.88 as eo 002 0 72 0.77 0. 1. 3 4 6 0.56 to 4.55 a o d 041.. til 0 40 If 0.22 :02020.00 0 24 0 22 110-15 0.Q8 0.20 o.a� o.��a o.s�s 1.4q 1.20 l.to 1.50 1.04 2_?4 0 o 4.0� 0.24 0.10 0.64 0.ao 1.00 1.2 i.ip 1. 4 1.84 2�i4 E�;riod.7 tstcll -- m � period, T(sec) Although this information is a product of the U.S.Geological Survey,we provide no 4 arranty,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 2012 IBC ASCE 7-10 Step# =I1 Table 1604.5 Table 1.5-1 1. OCCUPANCY CATEGORY TYPE IMPORTANCE FACTOR IE= 1.00 Section 1613.1 ->ASCE Table 1.5-2 2. S.C.= D Section 1613.3.5 Section 11.4.2/Ch.20 3, Site Class Per Geo.Engr. Table 1613.3.3(2) Table 20.3-1 S 1.10 Figure 1613.3.1(1) Figure 22-1 4. 0.2 Sec.Spectral Response s= Figure 22-2 5. igure 1613.3.1(2) 9 5, 1.0 Sec.Spectral Response SiS = 0.50 F - 1.06 Figure 1613.3.3(1) Table 11.4-1 6. Site Coefficient(short period) Fv= 1.50 Figure 1613.3.3(2) Table 11.4-2 7. Site Coefficient(1.0 second) EQ 16-37 EQ 11.4-1 SMs= 1.17 EQ 11.4-2 SMs= Fa* S Ss EQ 16-38 MS= 0.75 EQ 11.4-3 SMS 2 Si EQ 16-39 Sps==2/3"SMs SDS= 0.78 EQ 11.4-4 Soy=2/3 SDI= 0.50 EQ 16-40 SDCs= D Table 1613.3.5(1) Table 11.6-1 8. Seismic Design Category 0.2s 9. e Tabl1613.3.5(2) Table 11.6-2 Seismic Design Category 1.0s SDCs = D Max. 10. Seismic Design Category SDC= D Max. N/A Table 12.2-1 11. Wood structural panels --- -__ N/A Table 12.2-1 12. Response Modification Coef. R= 6.5 3.0= N/A Table 12.2-1 13. Overstrength Factor 00N/A Table 12.2-1 14. Deflection Amplification Factor Co= 4.0 15. Plan Structural Irregularities --- No N/A Table 12.3-1 16. Vertical Structural Irregularities --- No N/A Table 12.3-2 Table 12.6-1 17, Permitted Procedure Equiv.Lateral Force --- 2012 IBC EQUIV.LAT.FORCE SHEET TITLE: 2012 IBC EQUIVALENT LATERAL FORCE PROCEDURE PER ASCE 7-10 CT PROJECT#: 15238_3410.2 ABD Sos= 0.78h = 29.58(ft) SDI= 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) St= 0.50 k = 1 ASCE 7-10(Section 12.8.3) T�= 6 ASCE 7-10(Section 11.4.5:Figure 22-15) CS=Sips/(R/IE) Cs=Sot/(RIlE) E)) 0.120 W ASCE 7-10(EQ 12.8-2) Cs=(Sot'T*)//IED /IE)) (for T<TL� 0.303 W ASCE 7-10(EQ 12.8-3)(MAX.) (for T>TMJ 0.000 W ASCE 7-10(EQ 12.8-4)(MAX.) Cs=0.01 Cs=0.0 St)/(R/IE) 0.010 W ASCE 7-10(EQ 12.8-5)(MIN.) 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) DIAPHR. Story Elevation Height AREA DL C„„ ks w' w; "h;k wx *hXk DESIGN SUM LEVEL Height (ft) h; (ft) (sqft) (ksf) (kips) (kips) mow,. *h - Vi DESIGN Vi Roof -- 29.58 29.58 1400 0.020 2nd 9.08 20.50 20.50 1460 0.025 28 748.2 0.42 3.15 1st 11.33 36.5 748.33.49 9.17 9.17 960 0.025 0.42 0. 6.63 Bsmt 9.17 0.00 24 220.1 0.12 0.93 7.56 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 Y012 IBC F-B S-S ASCE 7-10 Ridge Elevation(ft)= 33.00 33.00 ft. Roof Plate Ht.= 29.58 9 28 29 58 ft. -- Building Mean Ht.= Building Width= 34.0 46.3 ft. Figure 1609A-C 110 110 mph Fig. 26.5-1Athru C 9 Basic Wind Speed 3 sec.Gust= B Exposure= B Roof Type= Gable Gable PS3O A= 21.6 21.6 psf Figure 28.6-1 P530 B= 14.8 14.8 psf Figure 28.6-1 Ps30 c= 17.2 17.2 psf Figure 28.6-1 Ps30 D= 11.8 11.8 psf Figure 28.6-1 X= 1.00 1.00 Figure 28.6-1 Kn= 1.00 1.00 Section 26.8 windward/lee= 1.00 1.00 X*Kn*Iw*windward/lee : 1.00 1.00 (Eq 28.6 1) Ps= .*Kzt*I*p e3o= 28.6-1) PsA= 21.60 21.60 psf (Eq. 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 B 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 Wind(F-B) Wind(S-S) Areas(SS) psf(F- (S-S) Areas(F-B) 1 00 1.00 1.00 10 psf min. 16 psf min. SUM WIND SUM MAIN WIND-ASCE 7-10 CHAPTER 28 PART: 1.00 AB Ac AD wind wind WIND AA AB Ac AD AA V(F g) ViIN S) V(S S) DIAPHR.VStory Elevation Height 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) LEVEL Height (ft) hi(ft) 0 46.51 0 111.7 4.44 4.44 5.89 5.89 3.4 0 46.51 0 69.77 4.3 5.9 14.62 R 39. 4.5 61.74 0 92.62 0 61.74 0 148.2 0 4.3 7.6 6.58 11.024 8.73 2ndndf 9.08- 29.58 29.58 138.8 0 333.2 0 5.6 7.6 6.618 17.62 8.77 23.394 20.50 20.50 10.2 138.8 0 208.2 0 11.33 9.17 9.17 10.3 139.4 0 209.1 0 139.4 0 334.7 17.62 V(S-S). 23.39 1st AF= 1314 15.5 21.0 V(F-B)' Bsmt 9.17 0.00 AF= 966.1 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) DIAPHR. Story Elevation Height DESIGN SUM - Min/Part 2(Max.) LEVEL Height (ft) hi ft DESIGN Wind F B) Wind LRFD ( ) Vi(F-B) V(F-B) Vi(S-S) V(S S LRFD SUM SUM ( ) Vi(F-B) V(F-B) Vi(S-S) V(S-S) Roof - 29.58 29.58 2nd 9.08 20.50 0.00 0.00 0.00 1st20.50 0.00 0.00 0.00 6.54 4.04 11.33 9.17 9.17 0.00 0.00 6.585.89 5.89 Bsmt9.17 0.00 0.00 0.00 0.00 0.00 11.027 8.73 14.62 6.61 17.62 8.77 V(F-B- 23.39 )- 0.00 V(S-S)= 0'00 V(F-B)= 17.62 V(SS)= 23.39 kips kips P kips kips 1 DESIGN WIND-Min./Part 2/Part 1 ASD Wind(F-B) DIAPHR. Wind(SS) LEVEL Story Elevation Height LRFD Height (ft) hi(ft) Vi(F-B) DEV'GN SUM LRFD DESIGN SUM V(F-B) Vi(SS) Vi V(SS) Roof 9.08 18.5 18.5 2nd 11.33 4 2. 6 2.66 5 10.5 10.5 6 .89 3.53 3.57 1st g,17 6.58 3.95 Bsmt p 0 6.61 3.96 6.61 8.73 5.24 8.77 10.57 8.77 5.26 14.03 V(F-B)= i 10.57 V(SS)= kis - 14.03I - - -- -- kis AN 1 •r11r111 ilM1. will Deck Ha h oi/j1fA M 12 ERIM—. ' jillij. 1•• ISN1 B4b B jIajt,o .=- w NEIEIEI B Bl. O �' m 11 a I 3 Fill Kitchen 1liiiiii ,LI � , �* of «,�, 1 zr urr. Master Bedroom � r, I�� Living s Bonus/Rec Room M.Bath •'N �I �� c I ' r-r 0 !,_.0''_263.___ 4.5 o I I —� :ice a _,yr' rgtr- FC vv � In � �.:��:� � w-0Y,• rte' Q'' . � ��1111.7,ity-4-- �� Z Dining p :7� x ''��_1 I 1 :71/3\ a II ig �amlr� p 11, _ ••,_, � Tech 1: Q �,�ji* 1414° II Erik I B11 Area `M -- 111 Bath 4.• '■II■ g p B 6 p r :-�"IIS __ 4 �.41 iiii I I% � 1 / �Iam. v gemmil g�� me xoosix Mg �f3■ Lp II Garage MCI u II v��tin — I r-r "+i Aleu x— mg: rh•.r sw ox . '1 p�I'. m"1BvKES.1mumurcw. - °ao� ,,?� i.11:76. oz a� '�. WTI ""°°wua nam nac.E r coxa. mr`itv�a�"�'�r-or Entry Ilr 11i�a-ruxwc we Bedroom 2 az�nr nm,wn�"'�"Y I "�now ixAnn>E nix� � 9,>: , i'i ----___ ux�n>En w,us > Bedroom. '��'`°x. I i,/ w .' w,c-,--- Ii ,aI P�fCh i i b I � wdr. it IxIII .._o_� — • L$ � r Iii ; I,...,,-____E_---•—• - II ¢ ;._,:,i,-13-3±)- e wl 1 I I I I I Inot-0)...........r.....• ,r-r ''dt. /411 I ; ,,c r_ri. ,r. , r � BASEMENT LEVEL PLAN Plan 3410.2A LN„ MIIIIIIMalliiiill Plan 3410.2A MAIN LEVEL"'"'ANvN UPPER LEV L PLAN ua ,-� N 0 T E S Plan 3410.2A 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 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Grid ID T.A. Lwall LDL eff. C 0 w dl V level V abv. V level V abv. 2w/h v i Type T Ram 11 (sqft) (ft) (ft) YP YPe V i OTM Rom Unet Usum OTM Ram Usum Usum (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- 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 -0.117 -0.077 -00.17 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- 0.00 0.00 0.00 0.00 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 0.7770 0.07 77.55 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 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- _- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- _- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - 1400 62.0 62.0=L eff. 2.66 0.00 3.49 0.00 - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 EVwind 2.66 EV EQ 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 SDPW S-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. Grid ID T.A. (ft) eft. C w dl V level V abv. V level V abv. 2w/h v i Type Type v i OTM RowUnetUnum OTM RowUnetUsum Usum LLDL 0 (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 3.85 65.90 1.80.89 1.89.89 24.660.00 48.80 1.00.08 1.00 0.00 .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- -0.32 -0.32 -0.32 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 1077 14. 0 25.90 0.00 0.00 5.99 -0.86 -0.86 14.95 19.20 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- 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 7 14.00 0.00 0.00-0.20 -0.20 11.53.53 10.42 0.12 0.12 0.12 2 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- 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 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 6 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- 5.54 0.39 0.39 0.39 - 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 0.00 0.00 0.8.49 7.48 16 0.16 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-'- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-'- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- 1460 60.0 60.0=L eff. 3.95 2.66 3.15 3.48 1.00 EV wind 6.61 EVE() 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. Max.aspect= 3.5 SDPWS-08 Table 4.3.4 Sum Seismic V i= 7.56 kips s Design Wind F-B V i= 3.96 kips Min.Lwall= 2.29 ft. P Sum Wind F-B V i= 10.57 kips 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. Grid ID T.A. Lwall LDL err. C o w dl V level V abv. V level V abv. (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p 2w/h v i Type. Type v i OTM RomUnetUsum OTM ROTM Line! Usum Usum (plO (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) E- -xt 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 kip) -1.52 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - Ext MO 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 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 N 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- v 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 e 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-_ - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0_ - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Notes: EV wind 8.09 EV50 5.17 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 SDPW S-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 x. 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.ow E.UQ OTM Roan Wind net Intl Mau net U. Wall ID T.A. Lwall LDL eft C0 w dl V level V abv. V level V abv. 2w/h vi Type Type vi (OTMkip-ft (Rp-ft) U(kip) (kip) (kip-ft) ((kip-ft) (kip) (kip) (kip) (sqft) (ft) (ft) (kit.) (kip) (kip) (kip) (kip) p (PIO 0 0.00 0.00 0.00 0.00 0.00 . 0.00 0.00 0.24 Ext g1a* 773 18.0 23.5 1.00 0.15 1.95 0.00 1.92 0.00 1.00 1.00 107 P6TN -126T-t4 108 17.32 28.55 -0.65 -0.65 17.56 21.15 -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- - 108 0.62 0.62 3.66 0.00 0.78 0.78 0.00 Ext Blb* 161 3.8 6.8 1.00 0.15 0.41 0.00 0.40 0.00 1.00 1.00 107 PSTN P6TN8 3.610.00 1.71.7 0.00 0.00 0.00 1.27 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 2.33 0.00 2.36 0.93 0.55 0.55 0.00 Ext B2-a* 104 3.3 5.8 1.00 0.15 0.26 0.00 0.26 0.00 1.00 1.00 80 P6T-14 Pahl81 0.00 1.26 0.41 0.41 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- 0 2.33 0.00 0.00 0.00 2.36 0.93 0.55 0.55 0.05 Ext B2-b* 104 3.3 5.8 1.00 0.15 0.26 0.00 0.26 0.00 1.00 1.00 80 PSTN P6TN81 0.00 1.26 0.410.00 0.410.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -" 0 2 00 0.00 0.28 0.28 2.93 .00 0.44 0.44 0.04 E- -xt Baa* 129 4.0 7.3 1.00 0.15 0.33 0.00 0.32 0.00 1.00 1.00 80 i26Tt4 PSTN81 0.00 1.96 0.00 0.00 0.00 1.45 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 2 00 0.00 0.28 0.28 2.93 0.00 0.44 0.44 0.04 E- -xt B3b* 129 4.0 7.3 1.00 0.15 0.33 0.00 0.32 0.00 1.00 1.00 80 P6TN PSTN81 0.00 1.96 0.00 0.00 0.00 1.45 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0- -_ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00- 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0"' 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - -- 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- :- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -_ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -_ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- � 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- _ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - -- 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- - - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00__ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - -- - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- 1400 36.3 36.3=L eff. 3.53 0.00 3.49 0.00 EVwind 3.53 EV EQ 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. Max. = 3.5 SDPWS-08 Table 4.3.4 Seismic V i= 3.15 kips Design Wind F-B V i=Min. aspectpll= Sum Seismic V i= 6.63 kips 9 = 5.24 kips 2.86 ft. Sum Wind F-B V i= 8.77 kips per SDPWS-08 Table 4.3.3.5 Wind Wind E.Q. E.Q. and. V level V abv. p= 1.00 E.Q. E.O. Wind Wind E.Q. E.Q. E Q E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall Loper. Co w dl V level V (sqft) (ft) (ft) (kIf) (kip) (kip) (kip) (kip) p 2w/h v i Type Type v i OTM RawUnet Usum OTM Roma Unet Usum Usum (Plo (pie (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) Ext B4a* 277 5.5 8.0 1.00 0.25 0.99 0.90 0.60 0.88 1.00 1.00 26914 R4 (kip) (kip) - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 01.00 Ext Bob' 201 4.0 7.8 1.00 0.25 0.72 0.65 0.43 0.64 1.00 1.00 268- -'- 340 10. 4.95 2.03 2.03 18.94 3.67 3.16 3.16 0-' 0 0.00 0.00 0.002.17 2.17. 0.0013.71 .58 0.00 0.0034 pp 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 Ext 135a*- 126 2.5 9.8 1.00 0.25 0.45 0.40 0.27 0.40 1.00 1.00 269- R4 3430 10.730 3.49 0 2.58 3.34 0.04 0-` 341 0.72 0.00 2.170. 7 0.002.17 0.002 .03 0.00 3.54 p4 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 P4 Ext 6- 126 2.5 8.5 1.00 0.25 0.45 0.40 0.27 0.40 1.00 0 1.00 269 P4 - 0 6.72 2.74 0 8 00 2.03 3.54 0.04 0-` 341 0.00 0.39 0.00 .36 0.00 1.77 0.00 0.00 pp - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 �_ Int - 730 14.5 14.0 1.00 0.25 2.62 0.42 1.57 0.46 1.00 1.00 140 -- -- 0 6.72 2.39 2.36 2.36 8.52 . 3.68 3.68 0-` P6 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 93 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 210 20.34 23.65 -0.24 -0.24 30.39 17.52 0.93 0.93 0.93 E� 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 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- 0 0.00 0.00 0. 9 0.00 0.00 0.00 .60 0.00 .60 Ext - 0 0.0 2.5 1.00 0.25 0.00 0.38 0.00 0.35 1.00 0.50 280 P4 P6- 190 3.50 0.45 2.29 2.29 0.00 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 __ 152 0.00 0.70 00.00 0.00 0.00 3.80 0.52 0.00.00 0.00 0.00 0. 0 0.000. 0 .00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 _ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0._ - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-_ -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0_ - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Notes: EVwina 8.77 EVEo 6.63 denotes a wall with force transfer SHEET TITLE: LATERAL S-S(side to side) CT PROJECT#: 15238_3410.2 ABD Panel Level: 1st Seismic V i= 0.93 kips Design Wind F-B V i= 5.26 kips Panel aspectHp = 8 ft. Sum Seismic V i= 7.56 kips Sum Wind F-B V i= 14.03 kips Max. = 3.5 SDPWS-08 Table 4.3.4 Min.Lwall= 2.29 ft. pTrbDPW&08 p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Table 4.3.3.5 Wind Wind E.Q. E.Q. OTM Row Unet Usum sum 2w/h v i Type Type v i OTM Rom Unet Usum Wall ID T.A. L(It) LDL)ff. C 0 w dl V(kip)pV(kip)pV(kip)pV abv. (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) (sqft) (ft) (ft) (klf) (kip) p 413 19.08 17.85 0.14 0.14 30.54 13.22 2.02 2.02 2.02 --P4 0 0.00 0.00 0.001 0.00 0.00 0.00 0.00 0.00 2.02 - Ext - 182 9.3 12.3 1.00 0.00 1.00 2.82 0.18 2.21 1.00 1.00 258 P4 413 9.33 9.57 -0.06 -0.06 14.86 7.09 2.03 2.03 200 0 0.0 0.0 1.00 0.00 0.00 0.37 0.00 0.08 1.00 1.00 0 P43 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2.00 Ext B1- 89 4.5 13.5 1.00 0.35 0.49 1.37 0.09 1.08 1.00 1.00 259 R4 - 0 3.35 0.00 .00 8.23 2.48 3.14 0.00 -14 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 10.00 0 P4r__ 4110 5.180.00 0.00 10.00 10.00 0.00 0.00 3.14 0.00 0.00 - Ext B1- 49 2.5 8.5 1.00 0.35 0.27 0.76 0.05 0.60 1.00 1.00 259 -- - 259 19.07 59.89 0 0 44.36 0.00-0.21 -0.21 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.03 1.00 1.00 0 -- 0 0.00 0.00 -2.172.00 -2.172.00 40.410.00 0.00 0.00 0.00 0.001 - Ext B11** 367 19.5 19.5 1.00 0.35 2.01 3.04 0.35 2.03 1.00 1.00 122 P6 - 0 0.0 0.0 1.00 0.00 . 0 0.00 0.00 0.00 1.00 000 1.00 1.00 00 0.00 0.00 0.00 0.00 10.90 0.00 0.00 0.00 0.91 273 14.5 14.5 1.00 0.35 1.50 0.00 0.26 0.00 1.00 0 00 18.00 P6TN -- 103 2.1133.110 00 0 00 2.24 -2.24 10 00.97 24.53 -0.91 -0.91 0.00 0 00 0.00 0.00 Ext B12** -- -- 0 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 00 -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -- -- 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -- - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- ---- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- ---- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -- - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -- - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -- - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- _ - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- 960 50.3 50.3=L eff. 5.26 7.99 0.93 5.92 EVwnd 13.25 EVEQ 6.85 Notes: * denotes a wall with force transfer ** denotes a concrete shearwall JOB#: 15238_3410.2 ABD ID: Blab w dl= 150 plf VV eq 2320.0 pounds V1 eq = 1920.0 pounds 2360.0 pounds V1 w= 1953.1 --♦ pounds V3 eq_ 400.06pounds H head = -� v hdr eq= 83.6 p/f ----II 6'9 pounds 1 v hdr w= 85.0 plf Fdragl eq= 415 Fdragl w= , . F2 eq= 86 1111 H pier= vi eq= 106.7 plf 88 4.0 vi w= 108.5 plf v3 eq= 106.7 p/f feet v3 w= 108.5 plf H total = 2w/h - 9 1 feet Fdrag3 eq= i 2w/h = 1 Fdrag3 w= 422 � -' 86 F4 w P6TN E.Q. 2w/h= 1 88 P6TN WIND H sill= 4.0 EQ v sill eq= 83.6 plf feet Wind v sill w= 85.0 plf OTM 20880 21240 R OTM 51979 38503 UPLIFT -1245 -721 UP sum -1245 -721 H/L Ratios: Htotal/L= L1= 18.0 L2= 0.32 6.0 L3= 3.8 Hpier/L1= 0.22 Hpier/L3= 1.07 L total = 27.8 feet JOB#: 15238_3410.2 ABD ID: B2ab w dl= 150 plf V3 eq= 260.0 pounds 520.0 pounds V1 eq = 260.0 pounds V3 w= 260.0 pounds V eq V1 w= 260.0 pounds V w= 520.0 pounds v hdr eq= 45.2 plf -'11111 v hdr w= 45.2 plf H head = Fdragl eq= 113 F2 eq= 113 1 Fdragl w= 113 v3 eq= 80.0 plf 4.0v1w= 80.0 plf v1 eq = 80.0 Of v3 w= 80.0 plf H = 4.0 feet 2w/h = 1 H total = 2w/h = 1 . 113 Fdrag3 eq= 9 Fdrag3 w= 113 F4 w= 113 feet 2w/h = 1 P6TN E.Q. P6TN WIND 45.2 Of v sill eq = H sill4.0= L1= 3.3 EQ Wind v sill w= 45.2 plf feet OTM 4680 4680 R OTM 8927 6613 UPLIFT -410 -187 UP sum -410 -187 H/L Ratios: L2= 5.0 L3= 3.3 Htotal/L= 0.78 Hpier/L1= 1.23 L total = 11.5 feet Hpier/L3= 1.23 JOB D:#: 15238_3410.2 ABD IB3ab wd/= 150 WV eq 640.0 660.0 pounds V1 eq = 320.0 pounds pl f pounds V1 w= 330.0 pounds V3 eq= 320.0 -♦ pounds H head = �♦ v hdr e - V3 w= 330.0 q- 44.1 p/f pounds 1 v hdr w= �i Fdragl eq= 143 45.5 p/f H pier= Fdragl w= ,8 F2 eq= 143 5.0 vl eq= 80.0 p/f F2 148 feet vi w= 82.5 p/f v3 eq= 80.0 plf H total= v3 w= 82.5 p/f 9 2w/h= 1 feet Fdrag3 eq= 2w/h = 1 Fdrag3 w= 148 ' 143 F4 w= 148 P6TN E.Q. P6TN WIND 2w/h = 1 Hsill= 3.0 EQ v sill eq= 44.1 /f Wind v sill w= p 5760 5940 45.5 p/f feet OTM R OTM 14192 10513 UPLIFT UP sum -646 -460 -646 -460 H/L Ratios: Htotal/L= 0.62 L1= 4.0 Hpier/L1= L2= 6 5 L3= 4.0 1.25 Hpier/L3= 1.25 L total= 14.5 feet JOB#: 15238_3410.2 ABD 250 plf ID: B4ab wdl= V3 eq= 1073.7 pounds 1476.3 pounds V3 w= 1372.6 pounds V eq 2550.026pounds VV1ew= 1887.4 pounds v hdr eq= 175.9 plf V w= 3260.0 pounds �, -� v hdr w= 224.8 plf H head = Fdrag1 eq= 509 F2 eq= 370 473 If 1 Fdrag1 w= 1• v3 eq= 268.4 p vi eq= 268.4 plf v3 w= 343.2 plf H pier= v1 w= 343.2 plf 5.0 2w/h = 1 feet 2w/h= 1 F4 e• 370 H total = Fdrag3 eq= F4•w 70 10 Fdrag3 w= 651 1 feet 73 P4 E.Q. 2w/h = WIND If P4 v sill eq = 175.9 p H 4s.0= EQ Wind v sill w= 224.8 plf feet OTM 25500 32600 R OTM 23653 17521 142 1155 UPLIFT UP sum 142 1155 5.5 L2= 5.0 L3= 4.0 HIL Ratios: L1= Htotal/L= 0.69 14.5 feet Hpier/L1= 0.91 L total= Hpier/L3= 1.25 JOB#: 15238_3410.2 ABD ID: B5ab w dl= 250 plf V 1340.0 VWeq 1700.0 pounds V1 1eq - 670.0 pounds V3 e = pounds 850.0 pounds q 670.0 pounds H head = v hdr eq= 78 8 plf V3=i0.0 pounds 1 v hdr w= 100.0 plf Fdragl eq= 473 F2 eq- 473 Fdra H pier= gl w= :10 vi eq= 268.0 plf F2 600 5.0vl w= feet 340.0 plf v3 eq= 268.0 plf H total= v3 w= 340.0 plf 10 2w/h= 1 feet Fdrag3 eq= 2vv/h = 1 • Fdrag3 w= 600 400 F4 P4 E.Q. w= 600 P6 WIND 2w/h = 1 H sill= 4.0 EQ v sill eq= 78.8 plf feet OTM Wind v sill w= 100.0 plf 13400 17000 R OTM 32513 24083 UPLIFT -1249 -463 UP sum -1249 -463 H/L Ratios: Htotal/L = L1= 25 L2= 12 0. 0.59 . L3= 2.5 Hpier/L1= 2.00 Hpier/L3= 2.00 L total = 17.0 feet JOB#: 15238_3410.2 ABD Ip: B10ab w dl= 350 plf V3 eq= 650.0 pounds V1 eq= 1170.0 pounds V3 w= 1032.10 pounds V eq 1820.0 pounds 1857 9 pounds V w= 28990.0 pounds V1 w= v hdr eq= 95.8 plf v hdr w= 152.1 plf H head = IIIII Fdragl eq= 739 F2 eq= 411 - 1652 Fdragl w= v3 eq - 260.0 plf S vi eq= 260.0 plf v3 w= 412.9 plf H pier= 412.9 plf 5.0 v1 w= feet 2w/h= 1 2w/h = 1 1 41 H total = Fdrag3 eq= • 8 Fdrag3 w= 1173 F4 w= 652 P4 E.Q. feet 2w/h = 1 P4 WIND 95.8 plf v sill eq= sll H 2.0= EQ Wind v sill w= 152.1 plf feeee 14560 23120t OTM R OTM 56858 42117 UPLIFT -2474 -1111 UP sum -2474 -1111 H/L Ratios: 4.5 L2= 12.0 L3= 2.5 L1= Htotal/L= 0.42 Hpier/L1= 1.11 L total= 19.0 feet Hpier/L3= 2.00 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 (lbf) Deflection(in.) Load Factor 16 8 850 (1190 WIND) 0.33 10 625 (875 WIND) 0.44 3.09 2.97 24 8 1,675 (2345 WIND) 0.38 10 1,125 (1575 WIND) 2.88 0.51 3.42 Foundation for Wind or Seismic Loading(a•b,c.d1 (a) Design values are based on the use of Douglas-fir or Southern pine framing.For other species of framing,multiply the above shear design value by the specific gravity adjustment factor=(1-(0.5-SG)),where SG=specific gravity of the actual framing.This adjustment shall not be greater than 1.0. (b) For construction as shown in Figure 1. (c) Values are fora 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) 2'to r singlei roughor width double opening Header to jack-stud strap for portal per wind design min 1000 lbf Pony on both sides of opening wall , _ opposite side of sheathing height {■I I r Min.3"x 11-9 f4"net header ' •• �® Fasten top plate to header steel header not allowed , z ' with two rows of 16d A sinker nails at 3"o.c.typ 12' • • •I Fasten sheathing to header with 8d common or max •i galvanized box nails at 3"grid pattern as shown total •'>{ 3• Min.3/8"wood structural wall lock-stud Header topanel sheathing • I strap per wind design. height ;• Min 1000 lbf on both sides of opening opposite • side of sheathing. 10' • •• Min.double 2x4 framing covered with min 3/8" shall needed,panel splice edges max thick wood structural panel sheathing with gi occur over and be heightm8d common galvanized box n at 3o.c. within to common blocking • in all framing or y,blocking,band sills)a "p. Neigh middle w f portal haighgt.One row of 3"o.c. • •• nailing is required in each panel edge. Min length of panel per table 1 Min(2)3500 lb strap-type 40 Topical portal frame t (embedded into concrete andnailedinto framing) ' construction ' Min double 2x4 post(king Min reinforcing of foundation,one#4 bar F 1and jack stud).Number of w i / top and bottom of footing.Lap bars 15"min. -- ""• %: jack studs per IRC tables aei II Min footing size under opening is 12"x 12".A turned-down Min 1000 lb hold-down slab shall be permitted at door openings. Min(1)5/8"diameter anchor bolt installed per IRC R403.1.6- device(embedded into with 2"x 2"x 3/16"plate washer concrete and nailed into framing) 0 2014 APA—The Engineered Wood Association 1 t 4 Roseburg J2 BASEMENT 10-28-15 A Forest Products Company CS Beam 4.21.0.1 1miBeamEngine 4.13.8.1 9:26am Materials Database 1534 1 of 1 Member Data Description: Member Type:Joist Top Lateral Bracing: Continuous Application: Floor Standard Load: Bottom Lateral Bracing: Continuous Live Load: 40 PSF Moisture Condition: Dry Dead Load: 12 PSF Deflection Criteria: U480 live, L/240 total Building Code: IBC/IRC Deck Connection: Glued&Nailed Filename: Beam1 it 6 0 9 5 8 2311 8 Bearings and Reactions Location Type Input 1 0' 0.000" Wall Material LengthMin Gravity Gravity -- 2 0' 0.000" Wall DFL Plate(625psi) g Required1.750" Reaction Uplift 3 14'16.000" DFL Plate(625psi) 3.500" 415#5 Wall DFL Plate 625.si 3.500" 3.500"5 262# — Maximum Load Case Reactions 3.500" 1.750" 2s2# Used for applying -48# point loads(or line loads)to carrying members Live Dead 1 I 323#(242 2 p 0 92#(69p1f) 814#(611p1f) 244#(183p1f) 3 222#167.1 Design spans 40#30.1 14' 3.375" 9' 2.875" Product: 9 1/2" RFPI-20 16.0" O.C. Design assumes continuous lateral bracing along the top chord. PASSES DESIGN CHECKS Design assumes continuous lateral bracing along the bottom chord. Lateral support is required at each bearing. Allowable Stress Design Positive Moment Actual Allowable Negative Moment 1241•'# 2820 # Capacity Location Shear 1364.'# 43/0 5 93, Loading 590.# 2820 # 48% Odd Spans D+L End Reaction 1220.# ° 14.5' Total Load D+L Int.Reaction 415.# 1151.# 48 14.49' 1059.# 36% 0' Total Load D+L TL Deflection 1775.# 5Odd Spans D+L LL Deflection 0.2130" 0.7141" 14.5' Total Load D+L 0.1696" 0.3570" U804 6.65' Control: Max Int.React, U999+ 6.65' Odd Spans D+L DOLs: Live=100% Snow=115% Root--125% Wind=160% Odd S.anS L SIMPSON All product names are trademarks of their respective owners EWP StzonguTie Copyright(C)2015 by Simpson Strong-Tie Company Inc.ALL RIGHTS RESERVED. RAMI L HENDERSON "Passing is defined es 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 B MANAGER 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. PACIFIC LUMBER EAVERTON,OREGON SS 503-858-9663 • Pi Roseburg J1 MAIN - 10-28-15 Forest Products Compimy 1 O:27ari1 A. CS Beam 421.0.1 kmBeamEngine 4.13.8.1 1 of 1 Materials Database 1534 Member Data Description: Member Type:Joist Top Lateral Bracing: Continuous Application: Floor Standard Bottom Lateral Bracing: Continuous Standar Lard: 40 Load: PSF Moisture Condition: Dry Building Code: IBC/IRC Dead Load: PSF Deflection Criteria: L/480 live, L/240 total Deck Connection: Glued&Nailed Filename: Beam1 18 3 0 18 3 0 Bearings and Reactions Location Type Material Input Min Gravity Gravity 1 0' 0.0 on Type Length Required Reaction Uplift 21 1 .000" Wall DFL Plate(625psi) N/A 1.750" 765# 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#(110p10 2 589#(368p1f) 177#(11 oplf) 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 Positive Moment Actual Allowable2uCapacity Location 3519.'# 48% Loading Shear 765.# 9.12' Total Load D+L TL Deflection 2840.# 26% 0' Total Load D+L LL Deflectiont0.3517" 0.9198" U627 0.2705" 0.4599" 9.12' Total oa L Control: LL Deflection U816 9.12' Total Load L DOLs: Live=100% Snow=115% Roof=125% Wind=160% SIMPSON All product names are trademarks of their respective owners Saran Tfe KAMI L HENDERSON g'' Copyright(C)2015 by Simpson Strong-Tie Company Inc.ALL RIGHTS RESERVED. EWP MANAGER "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 PACIFIC LUMBER&TRUSS must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation according to the manufacturer's BEAVERTON,OREGON specificationa. 503-8588-9663