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Specifications (54) RECEIVED z mss— 4e,,. CT ENGINEERING FEB 03 2016 Structural Engineers INC. GIT OF TIGARD 180 Nickerson Street Suite 302 Seattle, WA 98109 206.285.4512 (V) 206.285.0618 (F) BUILDING DIVISION #15238 Structural Calculations River Terrace ��**'' Plan 7 ��GIjoy�� Elevation B .1 f‘d Tigard, OR 'V I�REGONA %S 1-21G\ \S<c<c' Design Criteria: 2012 IBC (ORSC, OSSC) 09/14/2015 ASCE 7-10 Wind Speed: 120(ULT); 93(ASD); Kzt=1 .0 Seismic: Ss=0.972, S1 =0.423, SDC=D Roof Snow Load = 25 psf Site Class = D, Bearing = 2000 psf Client: Polygon Northwest Company 109 East 13th Street, Suite 200 Vancouver, WA 98660-3229 Ph: 360.695.7700 Fax: 360.693.4442 Architect: Milbrandt Architects 25 Central Way, Suite 210 Kirkland, WA 98033 Ph: 425.454. 7130 Fax: 425.646.0945 w CT ENGINEERING 180 Nickerson St. INC Suite 302 Seattle,WA 98109 (206)285-4512(V) (206)285-0618(F) Polygon Northwest Company Multiple locations in Tigard,OR DESIGN SUMMARY: (Note-Dual reference for Plan 7 also includes Plan 2613) The proposed project is to be single-family homes. We understand that these homes are to be constructed in multiple locations throughout Tigard, Oregon. Design parameters are as noted below: The structures are two-story wood-framed. Roof framing is primarily with pre-manufactured pitched chord wood trusses. Upper floor framing is primarily with pre-manufactured parallel chord wood trusses. Floor framing over crawispace is primarily pre-manufactured wood joists. The foundations are to be conventional spread footings. mph ultimate wind speed, design is based B, onthe ASCE value of 1.00.(Envelope-10 MWFRS Lateral design is based onOthe ASCE 7-10"equivalent exposure category B,a lateral force" procedure with Ss equal to or less than 1.10 and S1 equal to or less than 0.50 and with soil classification"D". Plywood or OSB shearwalls are the primary lateral force resisting system (R=6.5). . Foundations have been sized for Class 4 soils as defined in IBC 1806.2. Codes considered;2012 IBC, and currently adopted ORSC and OSSC. SHEET TITLE: DEAD LOAD SUMMARY CT PROJECT#: Plan 2613 ROOF Roofing- 3.5 psf Roofing-future 0.0 psf 5/8" plywood(O.S.B.) 2.2 psf Trusses at 24"o.c. 4.0 psf Insulation 1.0 psf (1)5/8,,gypsum ceiling 2.8 psf Misc./Mech. 1.5 psf ROOF DEAD LOAD 15.0 PSF FLOOR floor finish 4.0'psf NO gypsum concrete 0.0 psf 3/4"plywood (O.S.B.) 2.7 psf joist at 12" 2.5 psf Insulation psf gypsum ceiling 2.2 psf Misc. 2.6 psf FLOOR DEAD LOAD 15.0 PSF m e r RB.blGABLEEND TRUSS RB.bl I -----_A■�■ A MIN. HDR 1 I1 doh 1 1 r MIS'— I I 1 I I II II I I I 1411 1 UMIIIIIIIIIIII I I 1 VP I III' I I 11 'I 1 ralliMil I I 1 IIIt....................immimilml ' II1 I I ■ ROOF TRUSSESIAT 24 O.C. TW. I PI I I x II n HR NI I N� a I� I --i I GABLE WEB I I 1 I MEI allirial" iii 111114116111111 1 1A I I I ItSIMI ATTIC ACCESS) v 1 NIS22"x30" I alk I SI ® IIINIIIIIIIIIIIIj I1 o I I mNM ro = 1 I r ® PI 04 1 a N 1 I , �IIMMMMMM" Ill, I Ill.._ ' 1 N F— ini 1 I N a 1 MI I v' I NENP 1 , 1 1111MPIPPrAmmmmmAINIIIIII R 11= I • I al 1 °x° I IX I 1111W111.1.1.1riralliliTI. GABLE WEB ^ I 1 1W—erHDR IN. HDRMIN. HDR MIN. HDRJ-- -----RB.b3 1 L GABLEI END TRUSS I I .1-RB.b4• J SCISSOR/BOTTOM CORD TRUSS B VP SCISSOR TRUSS A CT* 14252 2014.10.17 1/4" = 1'-0" (11x17) PLAN 7B ROOF FRAMING PLAN AMERICAN MODERN MST48e>] MST48 A e'~ Allaillak.... W Ze: r J 1 ® L Q ) WASHER __Li -r 'L I DRYER0 ENTIRE SIDE ENTIRE P7__ SIDE [ L. ro 0— - .\ l J 010 0 MST37 \<1.11111111 • MST37 ® 0 8 L)//' / S1.2 8 S1.2 CT# 14301 2015.03.05 1/4" = 1'-0" (11x17) PLAN 7B UPPER LEVEL SHEARWALLS 1/4"=1'•0" AMERICAN MODERN 19 COd P3 S91 IP TER •1. __GABLEIEND TRUSS / �I .,1\ ! -� _- Bbl CONT�4xi -17)-(2-------� \ / i STH014 STHD74J�_--- STM ROOF TRUSSES AT 24" O.C. TYP. (r) U z J Z o B.b2 Q 5Y x14 IBIG BEAM u I < 1„p `A J .ki tu J .i 14" FLOOR TRUSSES ® 19.2" O.C. TYP. > LI- ..... 4 J 1 j o 59.0 ce > 2 W W .-1 J u c c u O 0 d ® 2 P4 S9.0 TH014 S-01D14 nI 1D l ' 1% x 14 LVL o ( 0 in Q 14 2 ca I I ' ps ENTIRE o N 6x6 POST 1 • 1 L -r10 tii I I SIDE M I (2)2 8 -ID'`. � 2 4" FLOOR TRUSS = ;�1tIUM ROOF TRUSSES i _ o L- H �_ �_ ---j o AT 24" O.C. B.b16 �� \\ P x w Z I �I A sr i •\ x -• 4-5L� 'i IRE P6 LEDGER 1 �B.b15 �. �\ I vu 0 (2)2x8 HDR % 1 9 (-) ^l. e o x ' r I T cx 'R .- I I BLOCKOUT FOR ra ?__,1 Mlle MICROWAVE EXHAUST. —,e, It 0 73" CLEAR o 2 I a w¢ x n PICTURE FRAME Net ° R OPENING. DIMS -�� x N "i 0 of V NDi ARE TO c. STUDS. .4- . . al ~ 1 co xq tn U c� i 1 i I 11111 MI1 ®Q - a_.4 d x H N I q• 1—J FIXTURES N w 1 ABOVE rr- • ,-6X6 POST li .4 o I 1 x m x H �Ii � .n r i a op �� o� rr _ 2x ROOF 1 N n1 I x.q I -�I FRAMING 1 I I m pp 9 11 B.b9 L- S9.) _I ;L — JJ ce o _ "' r.' .. - LEDGER STHDI4 STHD14 _ 4x8 HD'=4x8 HDR 4x8 HDR 4x8 HDR N. N 1 mi" B.blO 1mr-c B.bl0 B.b 1 0 B.b10 1 ." c5 0 Y o ® R S9 .0 Zw VP R 2P3 0 0 W 8 cr S1.2 B.b18 _ _..._B.b17 -772-HDR I 4x12 NOR' 4x4 POST - L W/ ACE4 17 18 4x4 POST All All 4x4 POST W/ ACE4 W/ AC4 • -10y2 16'-3" Q S-10y2 .o►Q . - low _0 VD --i _ '.. STH014 --- < STHD1. I e w NO ^ c'1'...4. it f 3) . SLAB I.1 3 OVER 4" FREE DRACONCINAGE MATERIAL OVER COMPACTED FILL •• w I �' i ■ 1. VERIFY GARAGE SLAB HEIGHT! WITH GRADING PLAN 5 0 I' = D1 o © • o S 0 18-0y" '� 3'-11)0 Q i1 I r I H J -16" Mill ��yy I Chunk © .� 31 ' CONC• I VARIES : MIN. I FURN, o Rili PATIO SLAB ®I SIM.��3" FROM 70P OF� Ir-- , ABOVE TN STEM WALL , r' I II I1 0 SLOPE _ 1 4:111I I 2"DN -- ---- STH014 ti ® 1 iN0 Ida N IN STHD14 . Mili J 1y J' 4Y4" 3�_9 4 •1 2x4 PONY WALL 1ir 18x24 CRAWL FIXTURE ABOVE--.-4 Irl. r. o . ABU66 �r E 1 1 I AT HIGH FON. M PACE ACCESS �esircrip Nam _��' JO 'JIM IIIK/ECPM!!! I... - 11111111.111111111111 Nle.,.., ' B UI �jl , . 18"x36"x10" FOOTING , MY, LL_ inummilles P6 I' ENTIRE SIDE I Xi Fhirdillimingelliaminftil FINISHED FLOOR M.da j 30"x30"x10" I, Q Q 1 1� FOOTING W IP %217 -y AT+0'-0" ^ F1H 3) #4 EA. WAY ^ Q atn Nur Y--- 1 4_ a P.T. 4x4 POST ♦♦ 1'4,4 TIP. U.N.O. ♦♦ L 1 j ♦ CRAWL S T ♦♦ DRAINAGE r 914"I-JOISTS AT 19.2"O.C. CONNECT N I ^�fO I TYPICAL i FOOTING I ALLOW P -12Ya"I 1 11'-7y" DRAINAGE `" ,14'-4 " #-1 L 1.-: L j J 9'-8Y i1.7/4"_9x" LVL _ I f—� /'T--30"x30"x10" I I 1 I FOOTING W/ Q I 118"x18"x10" FIG. "' r I c., I (3) #4 EA. WAY ® • I I '1 W/(2) #4 EW I I III 6x6 P.T. POST TYP. U.N.O. i-1 L---- 1 O1 I 1 f 1 11 1 I L+Jfr) I, 1 I __ 121" x 974" LVL 10 &4 SIMWAILE,SIM. Mali 1 I ^ 2x4I PONYEl I &Z ^ WALL 'F' �� a III Q Ilei r _ .1,:...410: g TART FRMG.I . SIM.VV`�SIM.® r�I I �-:-7 „��„at� lar ' I� 6 I I . � �� _� \ r S6.0 N I STHD14 Q STHDI4 1 31/2CONC. SLAB -61" TOP OF SLABo L SLOPE 11/2"Z -121" TOP OF 8" ----i -- ----- alaiwgt� J t N ABU44 I 1071217ABU44 1r-24" 6'-0" I I ABU44 3Y" { t j 8'-5" 3y" J Title: PLAN 2613 Job# Dsgnr:TRE Date: 4:32PM, 16 SEP 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Page 1 Rev: 580006 . Timber User•.Kw-0 3 ENERCALC ,Ver 5.8.0,Engineering 03 Beam Joist 14189_Plan_2613.ecw:ROOF FRAMING (c)1983-2003 ENEEngineering Software '-°-- Description 2613B ROOF FRAMING Timber Member Information RB.bl RB.b2 RB.b7 RB.b3 RB.b4 RB.b5 RB.b6 2-2x4 2-2x4 2 2x8 2-2x8 2-2x8 Timber Section 2-2x4 2-2x8 3.000 3.000 3.000 7.250 Beam Width in 3.000 3.500 3.000 3.000 3.000 3.500 7.250 7.250 Beam Depth in 3.500 7.250 0.00 0.00 0.00 0.00 Le:beLength ft 0.00 0.00 0.00 Timber Grade Hem Fir,No.2 Hem Fir,No.2 Hem Fir,No.2 Hem Fir,No.2 Hem Fir,No.2 Hem Fir,No.2 Hem Fr,No.2 850.0 850.0 850.0 850.0 850.0 850.0 150.0 50.0 El Fv-Basic Allow psi 850.0 150.0 150.0 150.0 150.0 F -Basic l sl 150.0 1,300.0 1,300.0 1,300.0 1,300.0 Elastic Modulus ksi 1,300.0 1,300.0 1,300.0 1.150 1.150 1.150 1.150 1.150 1.150 Sawn Load Duration Factor 1.150 Sawn Sawn Sawn Sawn Membeerr Type Sawn Sawn No No No No Repetitive Status No No No Center Span Data .• ... ..._. Span ft 5.50 2.50 5.25 3.00 3.00 5.50 4.50 Dead Load #/ft 60.00 225.00 60.00 60.00 225.00 225.00 195.00 Live Load #/ft 100.00 375.00 100.00 100.00 375.00 375.00 325.00 0.1825 0.7366 0.2405 0.2627 0.8831 0.5124 Results Ratio= 0.8084 2722.. 8.10 15.79 7.26 5.62 6.61 2.16 2.75 2.25 Mmax @Center ink 1.25 2.62 1.50 1.50 @X= ft 2.75 601.0 fb Actual psi 1,185.3 214.0 1,080.0 352.7 308.2 1,035.9 1,173.06 Fb:Allowable psi OK in1,g OK 1,466.3 OK 1,466.3 OK 3 1,173.0 OK1,173.0 Bending OK Bending OK Bending OK Bending OK Bending 37 2 Bending OK 89.2 Bending 9 4 26.9 53.8 27.7172.5 iv:Actualllw psi 56.3 172.5 172.5 172.5 172.5 Fv:Allowable psi 172.5OK172.5 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 165.00 281.25 157.50 90.00 337.50 618.75 438.75 LL lbs 27445.00 468.75 262.50 150.00 562.50 1,031.25 731.25 750.00 420.00 240.00 900.00 1,650 00 1,170.00 Max.DL+LLLlbs 165.00 @ Right End LL lbs 5.00 468 .75 262.50 150.00 562.50 1,038 25 7318.25 Max.DL+LL lbs 440.00 750.00 420.00 240.00 900.00 1,650.00 1,170.00 Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflections -0.015 Center DL Defl in -0.089 -0.002 -0.074 -0.008 -0.003 -0.0 UDefl Ratio 744.5 18,789.1 856.0 4,587.6 10,873.3 1,764.6 3,717.4 Center fI Deo in -0.14846. 11,273.40.003 513.6 2,752.5 6,524.0 1,058.7 2,230.4 0.123 -0.013 -0.006 -0.062 -0.024 Ueft Ratio 0 6 .004 -0.021 -0.009 -0.100 -0.039 -0.004 -0.196 2.750 2.250 CenteroTotal Defl in -0.236 1 250 2.625 1.500 1.500 1,394.0.25 Location ft 279.2 321.0 1,720.3 4,077.5 661.7 UDefl Ratio 279.2 7,045.9 Title: PLAN 2613 Job# Dsgnr: TRE Date: 4:35PM, 16 SEP 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev:580006 User:KW-0602997,Ver 580 1-Dec-2003 Timber Beam & Joist Page 1 (c)1983-20033 ENERCALC Engineering Software 14189 Plan_2613 ecw:CRAWLSPACE FRAMING Description 2613 ABCD CRAWLSPACE FRAMING Timber Member Information TYP BEAM Timber Section 4x8 Beam Width in 3.500 Beam Depth in 7.250 Le:Unbraced Length ft 0.00 Timber Grade Douglas Rr- Larch,No.2 Fb-Basic Allow psi 900.0 Fv-Basic Allow psi 180.0 Elastic Modulus ksi 1,600.0 Load Duration Factor 1.000 Member Type Sawn Repetitive Status No Center Span Data Span ft 5.75 Dead Load #/ft 195.00 Live Load #/ft 520.00 Results Ratio= 0.9884 Mmax @ Center in-k 35.46 @X= ft 2.87 fb:Actual psi 1,156.5 Fb:Allowable psi 1,170.0 Bending OK fv:Actual psi 96.2 Fv:Allowable psi 180.0 Shear OK Reactions @ Left End DL lbs 560.62 .,, . ... .., LL lbs 1,495.00 Max.DL+LL lbs 2,055.62 @ Right End DL lbs 560.62 LL lbs 1,495.00 Max.DL+LL lbs 2,055.62 Deflections Ratio OK Center DL Dell in -0.027 UDefl Ratio 2,558.5 .�_..... Center LL Defl in -0.072 UDefl Ratio 959.5 Center Total Defl in -0.099 Location ft 2.875 UDefI Ratio 697.8 Title: PLAN 2613 Job# Dsgnr:TRE Date: 4:34PM, 16 SEP 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Page 1 =- Rev:580006 Timber Beam & Joist 14189_Plan_2613.ecw:FloorFrami1 User:(c)1983-2003 EN 7.Ver C Engineering eering0o3 1.-_ Ia ENERCALC Engineering Software � �-_ -- Description 2613B FLR FRMG 1 OF 3 Timber Member Information B.bl B.b2 B.b3 B.b4 B.b5 B.b6 5.5X14IJC 4x8 2-2x8 Timber Section 4x10 5.5X14 IJC LVL•1.750x14.000 2-2x83.000 D Beam Width in 3.500 5.500 1.750 7 3.000 5.500 3.500 250 14.000 7.250 7.250 Beam Depth in 9.250 14.000 14.000 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ti UnbracedrGradeLength ft z zE Larch,s No- Timber Douglas Fr- Rosboro,BigbeamE iLevel,ISL 1.55E Hem Fr,No.2 Rosboro,Bigbeam Douglas Fr- Hem Fir,No.2 Larch,No.2 850.0 .2 psi 900.0 3,000.0 2,325.0 850.0 3,000.0 900.0 850.0 Fv-Basic Allow P , 300.0 310.0 150.0 300.0 180.0 Elastic-Basic Allow psi 180.0 2,200.0 1,550.0 1,300.0 2,200.0 1,600.0 1,300.0 Modulus ksi 1,600.0 1.000 1.000 1.000 1.150 1.150 1.150 1.150 Sawn Load DurationyFactor Sawn Manuf/Pine Sawn Sawn Member Type Sawn Manuf/Pine Manuf/PNOe No No No No Repetitive Status No No Center Span Data �__ _..Y _ 4.50 w_ � �� 18.00 4.50 ft ,. 16.00 22.00 4.00 3.50 Span 75.00 #/ft 60.00 15.00 150.00 195.00 195.00 195.00 Dead Load Live Load #/ft 100.00 40.00 400.00 520.00 520.00 520.00 200.00 325.00 Dead Load #/ft 160.00 325.00 Live Load #/ft 100.00 Start ft End ft Results Ratio= 0.9911 0.3689 0.0864 0.4901 0.6447 0.6054 0.9607 29.62 Mmax @ Center in-k 61.44 228.69 13.20 13.1475 347.49 7.49 22.75 9.651.72 2 @ X= ft 8.00 11.00 2.00 psi 1,231.0 1,272.9 230.9 499.9 1,934.1 708.3 1,126.9 fb:Allow 10 1,173.0 Fb:Allowable psi i g OK.0 3,450.0gOK2,673.8gOKi g OK 3,000.0g OKBending OK Bending Bending OK Bending OK Bending OK Bending OK 70 0 Bending 111.4 60.5 28.6 56.6 109.3 172.5 fv:Allow psi 53.6300.0 180.0 Fv:Allowable psi 207.0 345.0 356.5OK150.0 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL_ lbs 480.00 1,925.00 300.00 341.25 1,755.00 438.75 900.00 LL lbs 280.0000 3,465 00 1,11,540.00800 00 1,251 25 6,435.00 1,608 1,170.0000.00 910.00 4,680.00 Max.DL+LL lbs 1,280 5 2,193.75 5 900.00 @ Right End DL lbs 480.00 1,925.00 300.00 341.25 lbs 800.00 1,540.00 800.00 910.00 4,680 00 1,170 00 1,293.75 Max.DLL L+LL lbs 1,280.00 3,465.00 1,100.00 1,251.25 6,435.00 1,608.75 2,193.75 Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflections .. . ,_ . . . _0.030 -0.001 -0.005 -0.166 -0.010 Center DL Deo in -0.24001. -0.33391.9 UDefl Ratio 801.6 791.9 34,459.7 7,900.8 1,297.6 503027 1'0.043 -0.267812.2 -0.004 -0.014 -0.444 Center LL Defl in 480.9486.6 2,001.7 1,260.7 UDefl Ratio 989.9 12,922.4 2,962.8 -0.005 -0.019 -0.610 -0.037 -0.073 Center Total Defl i ft -0.639 1.0001 750 9.000 2.250 2.250 Location 8.000. 14.0.000 398.1.000 353.9 1,455.8 743.5 UDefl Ratio 300.6 440.0 9,398.1 2,154.8 Title: PLAN 2613 Job# Dsgnr: TRE Date: 4:34PM, 16 SEP 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev: 580006 User:KW-0602997,Ver 5.8.0.1-Dec-2003 Timber Beam & Joist (01983-2003 ENERCALC Engineering Software Page 1 14189_Plan_2613.ecv:FloorFraming Description 2613B FLR FRMG 2 OF 3 [Timber Member Information B.b8 B.b9 B.b10 B.b11 B.b12 B.b13 B.b14 Timber Section 2-2x8 2-2x8 4x8 2-2x8 2-2x8 2-2x8 2-2x8 Beam Width in 3.000 3.000 3.500 3.000 3.000 3.000 3.000 Beam Depth in 7.250 7.250 7.250 7.250 7.250 7.250 7.250 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 Timber Grade Hem Ar,No.2 Hem Fr,No.2 Douglas Fir- Hem Ar,No.2 Hem Fir, oo.22 0 Hem Fir,No 22 Hem Ar,No.2 Larch,No.2 Fb-Basic Allow psi 850.0 850.0 900.0 850.0 850.0 850.0 850.0 Fv-Basic Allow psi 150.0 150.0 180.0 150.0 150.0 150.0 150.0 Elastic Modulus ksi 1,300.0 1,300.0 1,600.0 1,300.0 1,300.0 1,300.0 1,300.0 Load Duration Factor 1.000 1.150 1.150 1.150 1.150 1.150 1.150 Member Type Sawn Sawn Sawn Sawn Sawn Sawn Sawn Repetitive Status No No No Na No No No [Center Span Data Span ft 3.00 3.50 3.50 2.50 4.00 2.50 3.50 Dead Load #/ft 75.00 15.00 15.00 120.00 120.00 120.00 120.00 Live Load #/ft 200.00 40.00 40.00 320.00 320.00 320.00 320.00 Dead Load #/ft 325.00 220.00 160.00 250.00 325.00 325.00 325.00 Live Load #/ft 375.00 200.00 100.00 250.00 375.00 375.00 375.00 Start ft End ft [Results Ratio= 0.4910 0.2831 0.1403 0.2859 0.8875 0.3467 0.6795 Mmax @ Center in-k 13.16 8.73 5.79 8.81 27.36 10.69 20.95 @° X= ft 1.50 1.75 1.75 1.25 2.00 fb:Actual 1.25 1.75 Psi 500.8 332.1 188.8 335.3 1,041.0 406.7 797.1 Fb:Allowable psi 1,020.0 1,173.0 1,345.5 1,173.0 1,173.0 1,173.0 1,173.0 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 60.5 37.6 21.4 42.1 110.7 51.1 Fv:Allowable psi 150.0 172.5 207.0 172.5 172.5 172.5 72.5 72. Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK 5 [Reactions @ Left End DL lbs 600.00 411.25 306.25 462.50 890.00 556.25 778.75 LL lbs 862.50 420.00 245.00 712.50 1,390.00 868.75 1,216.25 Max.DL+LL lbs 1,462.50 831.25 551.25 1,175.00 2,280.00 1,425.00 1,995.00 @ Right End DL lbs 600.00 411.25 306.25 462.50 890.00 556.25 778.75 LL lbs 862.50 420.00 245.00 712.50 1,390.00 868.75 1,216.25 Max.DL+LL lbs 1,462.50 831.25 551.25 1,175.00 2,280.00 1,425.00 1,995.00 L Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.006 -0.006 -0.003 -0.003 -0.021 -0.003 -0.012 UDefl Ratio 6,116.2 6,555.9 12,641.2 11,425.8 2,319.4 9,500.1 3,462.1 Center LL Defl in -0.008 -0.007 -0.003 -0.004 -0.032 -0.005 -0.019 UDefl Ratio 4,254.8 6,419.4 15,801.5 7,416.7 1,485.1 6,082.8 2,216.8 Center Total Defl in -0.014 -0.013 -0.006 -0.007 Location ft 1.500 1.750 1.750 1.250 2.000 1.250 -0.031 UDefl Ratio 2,509.2 3,243.5 7,022.9 4,497.4 905.4 3,708.41,351.41. 4 Title: PLAN 2613 Job# Dsgnr:TRE Date: 4:34PM, 16 SEP 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev: 580006 Page 1 User:KW-0602997,Ver 5-8.0,1-Dec-2003 Timber Beam & Joist 14189_Plan_2613.ecw:Floa Framing (c)1983-2003 ENERCALC Engineering Software Description 2613B FLR FRMG 3 OF 3 [Timber Member Information B.b15 B.b16 B.b17 B.b18 Timber Section 2-2x13 2-2x8 4x8 4x10 Beam Width in 3.000 3.000 3.500 3.500 Beam Depth in 7.250 7.250 7.250 9.250 Le:Unbraced Length ft Hem F 0.00. Hem Rr,0.00 2 Douglas0.00 Douglas 0.00 Timber GradeNLarch,No.2 Larch,No.2 Fb-Basic Allow psi 850.0 850.0 900.0 900 .0 0.0 Fv-Basic Allow psi 150.0 150.0 Elastic Modulus ksi 1,300.0 1,300.0 1,600.0 1,600.0 Load Duration Factor 1.150 1.150 1.150 1.150 Member Type Sawn Sawn Sawn Sawn Repetitive Status No No No No [Center Span Data Span ft 4.50 4.00 9.00 16.00 Dead Load #/ft 15.00 Live Load #/ft 40.00 Dead Load #/ft 160.00 60.00 75.00 60.00 Live Load #/ft 100.00 100.00 125.00 100.00 Start ft End ft Results Ratio= 0.3104 0.1246 0.5890 0.9911 Mmax @ Center in-k 9.57 3.84 24.30 61.44 @ X= ft 2.25 2.00 4.50 8.00 fb:Actual psi 364.1 146.1 792.5 1,231.0 Fb:Allowable psi 1,173.0 1,173.0 1,345.5 1,242.0 Bending OK Bending OK Bending OK Bending OK fv:Actual psi 36.0 15.5 46.4 53.6 Fv:Allowable psi 207.0 207.0 Shear OK 172.5 Shear OK 172.5 Shear OK Shear OK [Reactions @ Left End DL lbs 393.75 120.00 337.50 480.00 LL lbs 315.00 200.00 562.50 800.00 Max.DL+LL lbs 708.75 320.00 900.00 1,280.00 @ Right End DL lbs 393.75 120.00 337.50 480.00 LL lbs 315.00 200.00 562.50 800.00 Max.DL+LL lbs 708.75 320.00 900.00 1,280.00 [Deflections Ratio OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.013 -0.003 -0.062 -0.240 UDefl Ratio 4,142.2 17,201.9 1,734.8 801.6 Center LL Defl in -0.010 -0.005 -0.104 -0.399 UDefl Ratio 5,177.8 10,321.1 1,040.9 480.9 Center Total Def I in -0.023 -0.007 -0.166 -0.639 Location ft 2.250 2.000 4.500 8.000 UDefl Ratio 2,301.2 6,450.7 650.5 300.6 TJI JOISTS and RAFTERS Joist �~ d_ �=� Code Code Code -s-JOIST -width in, de•th In. IMM M max L tv L TL240I L LL360 L max TL deft, LL def,, = L T 360 a0` Suggest L d e L•iok L•iok L def �!i ft-lbs [��'�' ' Lu max TL deft.Tr tioo. LL deo, LLdo- _9.5"TJI 110 1.75 _----------- ---------- _ _ ___ �'��1 � ft. ; eft.). in. ratio in.-.._._ratio-. 9.5_19.2 40 ,15 2380 12200 1.40E+08 14.71__27.73 -15.23 14.80 14.71 9.5"TJI 110 1.75 --- - ---------------- ---------- - ----._-_-- __ 9.5 16 40 15 2380 1220 1.40E+08 16.11 33.27 16.1915.73 15.73 0.66 0.48 9.5"TJI 110 1.75 9.5® 40 I-0E+ - 13.31 13.45 1i�0.44 360_ 0.32 _495 9.5"TJI110 1.75 �40nu 2380 1220 1.40E+08 18.61 44.36 ® 0.79 0.52 14.14 15.73 14.14 0.47 360 0.34 495 9.5 2380 1220 1.40E+08 20.80_ 55A5 17 31 0.79 O'52I 15.57 15.73 15.57 0.52 360 0.41 495 "--"- � ' 18.64 0.85 0.62 _ 16.77 16.94 16.77 0.56 360_ OA41 495 9,5"TJI 110 1.75 ---- _ 9.5 19.2 40 10 2500 1220 1.57E+08 15.81 30.50 16.341 15.37 15.371 9 5"TJI 110 1.75 9.5 16 40 : 10 2500 1220 c'1.57E+08'1 17.32 36.60 ' 117.36 16.34. 16.34 0.68 0.54 14.27 13.97 13.97 0.44 384 0.35 15.17 14.84 14.84 0.46 384___ 9.5"TJI 110 --_1.75 9.5 12 40___10 2500__4.....2,2g1 1.57E+08 -2000 48.80 19.11 17.98 17.98 _ 0.75 0.60 16.69_ 16.34 16.340 51 _384 ` 0.41 480 9.5"TJI 110 1.75�'9.5 9.6 40 10 2500 1220 1.57E+08 22.36 61.00 20.58 19.37 19.37 0.81 0.651 17.98 17.60 17.601 0.55 384 0.4,-480 �__ I480 9.5"TJI 210 2.0625 9.5 19.2 40 10 3000 1330 1.87E+08 17.32 33.25 17.32 16.30 --•- 14.81 14.81 0.46 384 0.37 480 _-_-4 480 9.5"TJI 210 2.0625 9.5 16 40 "6;10 3000 1330 1.87E+0818.97 39.90 18.40 17.32 17.32 0.72 0.58 16.08 15.74' 15.74 0.49 384 0.39 480 9.5"TJI 2101 2.0625 9.5"TJI 210 2.0625-----975-976"40 10 30D0 1330 1.87E+08 21.91 53.20 20.26 19.06 19.06 0.79 0.64 7 40 10 3000 1330 1.87E+08 24.49 66.50 21.82 20.53 20.53 0.86 0.68 19.06 18.66 18.66 0.58 384 0.47 9.5" 0 2.3125 9.5 19.2 40 10 3330 1330 2.06E+08 18.25 33.25 17.891 16.83 16.83 0.70 0.56 15.63 15.29 15.29 0.481 384 0.38 480 9.5"TJI 230 2.3125 9.5. • 16' 40 10 3330 1330 (2.06E+08 19.99 ';39.90 19.01 17.89 17.89' 0.75 0.60 9.5"TJI 230 2.3125 9.5 12 40 10 3330 1330 2.06E+08 23.08 53.20 20.92 19.69 19.69 0.828 480 9.5"TJI 230 2.3125 9.5 9.6 40 10 3330 1330 2.06E+08 25.81 66.5016.60 - ;16.25 16.25 -0 51 384 0.41 480 0.66 18.28 17.89 19.27 _0 60 -384 0.45 480. 21.21 0.88 0.71 111 19.69 19.27 19.27 0.60 384 0.48 480 11.1375"TJI 110 1.75 11.875 19.2 40 10 3160 1560 2.67E+08 17.76 39.00 19 501 18.35 17.781 0.67 0.54. 17,04`j g,g7 16.67 `0.52 11 875"TJI110 1.75 11.875 40 10 3160 1560 '2.67E+08 19.47 '46,60 1972 19.50 19.4711.875"TJI 110 1.75 11.875 12 40 10 3160 1560 2.67E+08 22.49 62.40 22.81 21.46 21.46 00.81 0.65.89 0.72384 0.42 ---a-0- 11.875" 80 11.875"TJI 110 1.75 11.875 9.6 40 10 3160 1560 2.6� 25.14 78.00 24.57 23.12 23.12�' 0.96 0.771 218.46 21.01 21.0.10 17.72 1 2 0.55 384 0.44 480 En -� 19.93 19 50 19.50 0.61 384 0.49 480 11.875"TJI 210 2.0625 11.875 19.2 40 3795 1655 3.15E+08 19.48 41.38 20.61 19.39^-"'-0.65 18.00 17.62 17.62; 0.55 384 0.66 384 0.53 480 11.875"TJI2102.0625 11.875 16 i, 40 10 3795 1655 13.15E+08 21.34 49.65421.90` 20.61' 20.61; 0.86 0.69 -- -- _ 11 875 TJI 210 2.0625 11.875 12 40 10 3795 1655 3.15E+08 24.64 66.20 24.10 22.68 22.68 0.95 0.76 21.05 20.61 20.61- 0.64 384' 0.524 480 11.875"TJI 210 2.0625 11.875 19.13 18.72;• 18.72 0.59 384 0.47 480 --=�� 1655 3.15E+08 1011111111111111111=1111.1 75 25.961 24.43 24.43 �. 22.20 22.20 0.69 384 0.55 480 � - 0.52 480 11.875"TJI 230 2.3125 11.875 19.2 40 10 4215 1655 3.47E+08 20.53 41.38 21.28 20.03 20.03 0.83 __ 11.875"TJI'230 2.3125' 11.875 °16 . .40. 10 4215' 1655 3.47E+08 22.49 49.65 22,62 21.28 21.28 0.89 0.71 11.87--�5 TJI 230 2.3125 11.875 12 40 10 4215 1655 3.47E+08 25.97 66.20 2q,gg� 23 42 23.42 0.67 18.59 18.20 18.20 0.57- 384 -40.45 480 11.875"TJI 230 2.3125 11.875 19.761 ' 19 28 ;21.28 '0.60 384' 0.48 ` 480 1. 40 S 42151613.47E+08 29.03 82.75 26.81 25.23 25.23 1.05 0.84 23.42 22.93 22.93 0.72 384 0.57 480 " - ------ ---------.--_.__, 0.98 0.78 - 21.74 21.28 21 28 0.67_ 384 0,53 480 -11111111m..____ 11.875"RFPI 400 2.0625 11.875 19.2 40 10 4315 1480 3.30E+08 20.77 37.00 20.93 19.69 ---is- 17.89 17.89 0.56 384 0.45 11.875"RFPI 400 2.0625 11.875 '16 40 10 4315 1480 3.30E+08 "222.76 44.40 22.24 20.93 20.93' 0.87 18.28 0 11.875"RFPI 400 2.0625 11.875 12 40 10 4315 1480 3.30E+08 26.28 59.20 24.48 23.03 23.03 0.96 0.77 480 11.875"RFPI 400 2.0625 11.875 9.6 40 10 0.70 19.43 19.01 19.01- 0.59 384':' 0.48 ;480 1480 3.30E+08 29.38 74.00 26.37 21.38320.93 20.93 0.65___384 0.56 480 1.03 0.83 23.03 22.54,:::....,22.54.__0.70 384--6:8-6....-..-480 Page 1 D+L*S C11114189-Betahny Creek Falls I LOAD CASE (12-12) (BASED ON ANSI/AFBPA NDS-1997) SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 Cr Ke 1.00 Design Buckling Factor c 0.80(Constant)nt)aD+L+S > Section 3.7.1.5 Cd(Pb) Cb Cd(Fe) Eq.3.7-1 KC0.30(Constant)> Section 2.3.1Cl(Pb) Cf(Fe) 1997 NDS IBending Comp. Size Size Rep. Cbb Nedes) > Section 2.7.100 NDS 3.9.2 Max.Wall duration duretlonfactor factor use psi psi Fb"{t-ferFee) Stud Grade In. Depth Spin. Height le/d Vert Load Hoa sI I «1.0 Load Plate Cd(Pb)Cd(Fc) (Pb)Cf Cf(Fe) Cr Fb ps Fe pen; Fc E psi Psi psi psi Fepsiperp psi psi Psl e Ie1F c In. 3.5 ft. p11 psf 0.9916 19plf 93.4 1.00 1.15 1.1 1.05 1.15 675 405 800 1,200.000 854 506 966 515.42 441.22 439.37 1.00 0.00 0.000 H-F Stud 1.5 16 7.7083 26.4 1730 0.000 0.9947 2657.8 1.00 1.15 1.1 1.05 1.15 675 405 800 1,200,000 854 506 966 378.09 340.90 340.00 1.00 0.00 0.000 H-F Stud 1.5 3.5 16 9 30.9 1340 0.9966 1993.4 1.00 1.15 1.1 1.05 1.15 875 405 800 1.200,000 854 506 968 378.09 340.90 340.32 1.00 0.00 H-F Stud 1.5 3.5 12 9 30.9 1550 0 9921 1993.4 1.00 1.15 1.1 1.05 1.15 675 405 800 1,200,000 854 506 966 449.95 395.22 393.65 1.00 0.00 0.000 H-F Stud 1.5 3.5 16 8.25 28.3 1550 0.9953 2657.8 1.00 1.15 1.1 1.05 1.15 675 405 800 1,200,000 854 506 966 449.95 395.22 394.29 1.00 0.00 0.000 2 H-F Stud 1.5 3.5 8 H-F Stud 1.5 3.5 8 8.25 28.4 8.25 28.3 2070 0.9921 3986.7 1.00 1.15 1.1 1.05 1.15 875 405 800 1,200,000 854 506 966 449.95 395.22 393.65 1.00 0.00 0.000 3100 SPF Stud 1.5 3.5 16 7.7083 28.4 1695 0.9952 2091.8 1.00 1.15 1.1 1.05 1.15 675 425 725 1,200,000 854 531 875.438 515.42 431.52 430.48 1.00 0.00 0.000 675 425 725 1,200,000 854 531 875.438 378.09 336.17 335.24 1.00 0.00 0.000 SPF Stud 1.5 3.5 16 9 30.9 1320 2789.81 1.00 1.15 1.1 1.05,1.15` 0.9944 0.9944675 425_ 725 1,200,000 854 531 875.438 378.09 336.17 335.24 1.00 0.00 0.000 SPF Stud 1.5 3.5 12 9 30.9 1760 SPF Stud 1.5 3.5 16 8.25 28.3 035 0.9957 2091.8 1.00 1.15 1.1 1.05 1.15 875_ 425 725 1,200,000 854 531 875.438 449.95 388.13 387.30 1.00 0.00 0.000 2 0.9957 4183.6 1.00 1.15 1.1 1.05 1.15 675 425 725 1.200,000 854 531 875.438 449.95 388.13 387.30 1.00 0.00 0.000 0.000 H-F Stud 1.5 3.5 12 8.25 28.3 2030 0.9925 2789.1 1.00 1.15 1.1 1.05 1.15 675 425 725 7,200,000 854 531 875.438 449.95 388.17 386.87 1.00 0.00 F Stud 1.5 3.5 8 825 28.330 H-F#2 1.5 5.5 16 7.7083 18.88 31 3132 02408 3132.4 1.00 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 7,271 508 1644.5 1378.83 1031.58 506.18 0.49 0.00 0.000 H-F#2 1.5 5.5 16 9 18.0 3132 0.3652 3132.4 1.00 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 1,271 506 1644.5 1011.45 837.57 506.18 0.60 0.00 0.000 H-F#2 1.5 5.5 16 8.250.2858 3132.4 1.00 1.15 1.3 1.10 1.15 850 405 1300 1,300 000 1.271 506 1644.5 1203.70 946.77 506.18 0.53 0.00 0.000 18.0 3132 SPF#2 1.5 5.5 16 7.7083 18.8 3287 02737 3287.1 1.00 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 1,308 531 1454.75 1484.89 1015.45 531.23 0.52 0.00 0.000 SPF#2 1.5 5.5 16 9 19.6 3287 0.3905 3287.1 1.00 1.15 1.3 1.10 1.15 875 425 1150 1,4 .000 1,308 531 1454.75 1089.25 850.16 531.23 0.62 0.00 0.000 0.3158 3287.1 1.00 1,15 1.3 1.10 1.15 875 425 1150 1,400.000 1,308 531 1454.75 1296.30 945.38 531.23 0.56 0.00 0.000 SPF#2 1.5 5.5 16 8.25 18.0 3287 _ SPF Stud 1.5 3.5 16 14.57 50.0 545 0 0.9913 2091.8 1.00 1.15 1.1 1.05 1.15 675 425 725 1,200,000 854 531 875.438 144.26 139.02 138.41 1.00 0.00 0.000 H-F#2 1.5 5.5 16 19 41.5 1360 0 0.9969 3132.4 1.00 1.15 1.3 1.10 1.15 850 405_ 1300 1,300,000 1 271 1454.75 506 1644.5 228.94 220.14 219.80 1.00 0.00 0.000 Page 1 , D+L+W CT#14189-Betahny Creek Falls I LOAD CASE (12-13) (BASED ON ANSI/AFBPA NDS-198 Ke 1.00 Design Buckling Factor D+L+W n SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 c 0.80(Constant)> Section 3.7.1.5 KcE 0.30(Constant)> Section 3.7.1.5 -- Cr Cb (Varies) > Section 2.3.10 Bending Comp. Size Size Rep, Cf(Fb) Cf(Fc) 1997 NOS -- NDS 3.9.2 Maz.Wall duration duration factor factor use Cd(Fb) Cb Cd(Fc) Eq.3.7-1 Stud Grade Width Depth Spacing Height Le/d Vert.Load Hor.Load 0.1.0 Load @I Plate Cd(Fb)Cd(Fc) Cf CI Cr Fb Fe perp Fc E Fb' Fc perp' Fc• Fee F'c fc Ic/F'c tb fb/ In. In. In. 8. ptf psi pit (Fb) (Fc) psi psi psi psi siH-F Stud 1.5 3.5 16 7.7083 26.4 1075 9.71 0.9951 1993.4 1.60 1.00 1.1 1.05 1.15 675 405 800 1,200,000 1,366 ps506 i ps640 515.42 427.08 273.02 0.64 376si psi Psi .78 Fb"{7-f 0 5ca) 86 11-F Stud 1.5 3.5 16 9 30.9 755 8.46 0.9942 1993.4 1.60 1.00 1.1 1.05 1.15 675 405 800 1,200,000 1,368 506 840 378.09 333.99 191.75 0.57 447.52 0.665 H-F Stud 1.5 3.5 12 9 30.9 1140 8.46 0.9998 2657.8 1.60 1.00 1.1 1.05 1.15 675 405 800 1,200,000 1.366 506 840 378.09 333.99 217.14 0.65 335.64 0.577 H-F Stud 1.5 3.5 16 8.25 28.3 970 8.13 0.9943 1993.4 1.60 1.00 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 840 449.95 384.87 246.35 0.64 361.37 0.585 H-F Stud 1.5 3.5 12 8.25 28.3 1425 8.13 0.9974 2657.8 1.60 1.00 1.1 1.05 1.15 675 405 800 1,200,000 1.366 506 840 449.95 384.87 271.43 0.71 271.03 0.500 H-F Stud 1.5 3.5 8 8.25 28.3 2355 8.13 0.9981 3989.7 1.60 1.00 1.1 1.05 1.15 875 405 800 1,200,000 1,366 506 840 449,95 384.87 299.05 0.78 180.89 0.394 SPF Stud 1.5 3.5 18 7.7083 28.4 1060 9.71 0.9971 2091.8 1.60 1.00 1.1 1.05 1.15 675 425 725 1,200.000 1,366 531 761.25 515.42 415.53 269.21 0.65 376.78 0.577 SPF Stud 1.5 3.5 18 9 30.9 700 8.48 0.9115 2091.8 1.60 1.00 1.1 1.05 1.15 675 425 725 1.200,000 1,366 531 781.25 378.09 328.30 177.78 0.54 447.52 0.618 SPF Stud 1.5 3.5 12 9 30.9 1125 8.46 0.9931 2789.1 1.80 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 761.25 378.09 328.30 214.29 0.65 335.64 0.567 SPF Stud 1.5 3.5 16 8.25 28.3 960 8.13 0.9970 2091.8 1.60 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 761.25 449.95 376.35 243.81 0.65 361.37 0.577 SPF Stud 1.5 3.5 12 825 28.3 1405 8.13 0.9952 2789.1 1.60 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 761.25 449.95 378.35 267.82 0.71 271.03 0.490 SPF Stud 1.5 3.5 8 8.25 28.3 2320 8.13 0.9958 4183.6 1.60 1.00 1.1 1.05 1.15 875 425 725 1,200,000 1,388 531 761.25 449.95 376.35 294.80 0.78 180.69 0.383 H-F#2 1.5 5.5 16 7.7083 16.8 3132 9.71 0.3909 3132.4 1.60 1.00 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1430 1378.83 969.91 506.18 0.52 152.58 0.119 H-F#2 1.5 5.5 16 9 19.8 3132 8.46 0.5743 3132.4 1.60 1.00 1.3 1.10 1.15 850 405 1300 1,300,000 2.033 506 1430 1011.45 804.50 508.18 0.83 181.23 0.178 H-F#2 1.5 5.5 16 8.25 18.0 3132 8.13 0.4411 3132.4 1.60 1.00 1.3 1.10 1.15 850 405 1300 1,300,000 2.033 506 1430 1203.70 899.13 506.18 0.56 146.34 0.124 SPF#2 1.5 5.5 16 7.7083 18.8 3287 9.71 0.4327 3287.1 1.60 1.00 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1265 1484.89 940.30 531.23 0.56 152.58 0.114 SPP#2 1.5 5.5 16 9 19.6 3287 8.46 0.6033 3287.1 1.60 1.00 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1265 1089.25 806.08 531.23 0.66 181.23 0.169 SPF#2 1.5 5.5 16 8.25 18.0 3287 8.13 0.4790 3287.1 1.60 1.00 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1265 1296.30 884.69 531.23 0.60 146.34 0.118 SPF Stud 1.5 3.5 16 14.57 50.0 70 8.46 0.9957 2091.8 1.60 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 761.25 14426 138.14 17.78 0.13 f#####$ 0.979 SPF#2 1.5 5.5 16 19 41.5 660 9.71 0.9941 3287.1 1.60 1.00 1.3 1.10 1.15 875 425 1150 1,400,000 2.093 531 1265 244.40 233.80 106.67 0.48 927.02 0.786 H-F#2 1.5 5.5 16 19 41.5 600 9.71 0.9921 3132.4 1.60 1.00 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1430 226.94 219.02 98.97 0.44 927.02 0.788 Page 1 D+L+W+.55 CT#14189-Betahny Croak Falls I LOAD CASE I (12-14) I (BASED ON ANSI/AFHPA NDS-1997) SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 Ke 1.00 Design Buckling Factor D+•L+W+S12 Cr c 0.80(Constant)> Section 3.7.1.5 Cf(Fb) Cf(Fc) 1997 NDS KcECb (Vanes) > Section 2.3.1000.30(Constant)> Section 3.7.1.5Bending Comp. Size Size Rep. Cd(Fb) Cb Cd(Fe) Eq.3.7-1 Cb NOS 3.9.2 Max.Wall duration duration factor factor use Stud Grade Wdth Depth Spadng Height Le/d Vert.Load Hor.Load ce 1.0 Load at Plats Cd(Fb)Cd(Fc) Cf Cf Cr Fb Fc perp Fe si FbFc perp' F Fee Pc fcle/Pe lbtbl in. In. In. ft. plf psf pit _(Fb) (Fe) _psi psi ps P psipsi psi _psi psiPsi psi Fb'(i H-F Stud 1.5 3.5 16 7.7083 26.4 1095 9.71 0.9962 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 515.42 441.22 278.10 0.63 376.78 0.599 H-F Stud 1.5 3.5 18 9 30.9 765 8.48 0.9988 1993.4 1.60 1.15 1.1 1.05'1.15 675_ 405 800 1,200,000 1,368 506 966 378.09 340.90 194.29 0.57 447.52 0.674 H-F Stud 1.5 3.5 12 9 30,9 1150 8,46 0.9969 2657.8 1.80 1.15 1.1_1.05 1.15 675 405 800 1,200,000 1,366 508 966 378.09 340.90 219.05 0.64 335.64 0.584 H-F Stud 1.5 3.5 16 8.25 28.3 985 8.13 0.9963 1993.4 1.60 1.15 1.1 1.05 1.15 675 405_ 800 1,200,000 1,366 506 966 449,95 395.22 250.16 0.63 381.37 0.596 H-F Stud 1.5 3.5 12 8.25 28.3 1445 8.13 0.9959 2657.8 1.60 1.15 1.1_1.05 1.15 675 405 800 1,200,000 1,366 506 966 449.95 395.22 275.24 0.70 271.03 0.511 H-F Stud 1.5 3.5 8 8.25 28.3 2390 8.13 0.9960 3986.7 1.60 1.15 1.1 1.05 1.15 675 405 800_1,200,000 1,366 506 966 449.95 395.22 303.49 0.77 180.69, 0.406 SPF Stud 1.5 3.5 16 7.7083 26.4 1080 9.71 0.9935 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 515.42 431.52 274.29 0.64 376.78 0.589 SPF Stud 1.5 3.5 16 9 30.9 760 8.46 0.9988 2091.8 1.80 1.15 1.1 1.05 1.15 675 425 725 1.200.000 1,368 531 875.438 378.09 336.17 193.02 0.57 447.52 0.669 SPF Stud 1.5 3.5 12 9 30.9 1140 8.46 0.9944 2789.1 1.60 1.15 1.1 1.05 1.15 875 425 725 1,200,000 1.366 531 875.438 378.08 336.17 217.14 0.65 335.64 0.577 SPF Stud 1.5 3.5 16 8.25 28.3 975 8.13 0.9952 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200.000 1,366 531 875.438 449.95 388.13 247.82 0.64 381.37 0.588 SPF Stud 1.5 3.5 12 8.25 28.3 1430 8.13 0.9952 2789.1 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200.000 1.366 531 875.438 449.95 388.13 272.38 0.70 271.03 0.503 SPF Stud 1.5 3.5 8 825 28.3 2380 8.13 0.9922 4183.6 1.80 1.15 1.1 1.05 1.15 675 425 _725 1.200.000 1,368 531 875.438 449.95 388.13 299.88 0.77 180.69 0.396 H-F#2 1.5 5.5 16 7.7083 16.8 3132 9.71 0.3593 - 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1378.63 1031.58 506.18 0.49 152.58 0.119 H-F#2 1.5 5.5 16 9 19.6 3132 8.46 0.5437 3132.4 _ 1.60 1.15 1.3 1.10 1.15 650405 1300 1.300,000 2.033 506 1644.5 1011.45 837,57 506.18 0.80 181.23 0.178 H-F#2 1.5 5,5 16 8.25 18.0 3132 8.13 0.4100 3132.4 1.60 1.15 1.3 1.10 1.15 850- 405 1300_1,300,000 2,033 506 1644.5 1203.70 946.77 506.18 0.53 148,34 0.124 SPF#2 1.5 5.5 16 7.7083 16.8 3287 9.71 0.3872 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1484.89 1015.45 531.23 0.52 152.58 0.114 SPF#2 1.5 5.5 16 9 19.6 3287 8.46 0.5595 3287.1 1.80 1.15 1.3 1.10 1.15 875 425 1150 1.400,000 2,093 531 1454.75 1089.25 850.18 531,23 0.62 181.23 0.168 SPF#2 1.5 5.5 16 8.25 18.0 3287 8.13 0.4342 3287.1 1.60 1.15 1.3_1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1296.30 945.38 531.23 0.56 146.34 0.118 SPF Stud 1.5 3.5 16 14.57 50.0 70 8.46 0.9955 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 144.26 139.02 17.78 0.13###### 0.979 06.67 0.45 927.02 0.788 H-F#2 1.5 5.5 16 19 41.5 1454.75 800 9.71 0 9801 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300 000 2,033 508 1644.5 228.94 220.14 196.97 0.44 827.02 0.796 Page 1 D+L+S+.SW CT#14189-Betahny Creek Falls I LOAD CASE I (12-15) I (BASED ON ANSI/AFBPA NDS-1997 Ke 1.00 Design Buckling Factor D+L+S+W/2 ) SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 c 0.80(Constant)> Section 3.7.1.5 KcE 0.30(Constant)> Section 3.7.1.5 Cr Cb (Nadas) > Section 2.3.10 Bending Comp, Size Size Rep. Cf(Fb) Cf(Fe) 1997 NDS Cd(Pb) Cb Cd(Fe) Eq.3.7-1 NDS 3.9.2 Max.Wall duration duratlorgfactor factor use Stud Grade Width Depth Spacing Height Le/d Vert.Load Hor.Load .i,1.0 Load Plate Cd(Fb)Cd(Fc) Cf Cf Cr Fb Fc perp Fe E Fb' Fe perp' Fc' Fee re fc fc/F'c Ib fb/ In. In. in. fL pif psf pit (Fb) (Fe) psipsi psi pal si psi psi si psi psiH-F Stud 1.5 3.5 16 7.7083 28.4 1335 4.855 0.9935 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,3666 506 966 515.42 441.22 339.05 0.77 188.39 Fb'-(1-f 0.403) H-F Stud 1.5 3.5 16 9 30.9 970 4.23 0.9923 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 968 378.09 340.90 248.35 0.72 223.78 0.470 H-F Stud 1.5 3.5 12 9 30.9 1380 4.23 0.9976 2657.8 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,368 506 966 378.09 340.90 262.86 0.77 167.82 0.403 H-F Stud 1.5 3.5 16 8.25 28.3 1195 4.065 0.9960 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1.366 506 966 449.95 395.22 303.49 0.77 180.69 0.406 H-F Stud 1.5 3.5 12 8.25 28.3 1680 4.065 0.9990 2657.8 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1.366 506 966 449.95 395.22 320.00 0.81 135.51 0.343 H-F Stud 1.5 3.5 8 8.25 28.3 2685 4.065 0.9999 3986.7 1.60 1.15 1.1 1.05 1.15 675 405 800 1.200,000 1,386 508 966 449.95 395.22 338.41 0.86 90.34 0.267 SPF Stud 1.5 3.5 16 7.7083 26.4 1315 4.855 0.9907 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 515.42 431.52 333.97 0.77 188.39 0.392 SPF Stud 1.5 3.5 16 9 30.9 965 423 0.9970 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1.200.000 1.366 531 875.438 378.09 336.17 245.08 0.73 223.76 0.466 SPF Stud 1.5 3.5 12 9 30.9 1370 4.23 0.9990 2789.1 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 378.09 336.17 260.95 0.78 167.82 0.398 SPF Stud 1.5 3.5 16 825 28.3 1180 4.065 0.9922 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 299.68 0.77 180.69 0.396 SPF Stud 1.5 3.5 12 825 28.3 1660 4.065 0.9973 2789.1 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 316.19 0.81 135.51 0.334 SPF Stud 1.5 3.5 8 8.25 28.3 2830 4.065 0.9989 4183.6 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200.000 1,366 531 875.438 449.95 388.13 333.97 0.86 90.34 0.257 H-F#2 1.5 5.5 16 7.7083 16.8 3132 4.855 0.3001 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1378.83 1031.58 506.18 0.49 76.29 0.059 H-F#2 1.5 5.5 16 9 19.8 3132 4.23 0.4544 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1.300,000 2,033 506 1644.5 1011.45 837.57 506.18 0.60 90.61 0.089 H-F#2 1.5 5.5 16 8.25 18.0 3132 4.065 0.3479 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1203.70 946.77 506.18 0.53 73.17 0.062 SPF#2 1.5 5.5 18 7.7083 16.8 3287 4.855 0.3304 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1484.89 1015.45 531.23 0.52 78.29 0.057 SPF#2 1.5 5.5 16 9 19.6 3287 4.23 0.4750 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1089.25 850.16 531.23 0.62 90.61 0.085 SPF#2 1.5 5.5 16 8.25 18.0 3287 4.065 0.3750 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1296.30 945.38 531.23 0.56 73.17 0.059 SPF Stud 1.5 3.5 16 14.57 50.0 255 4.23 0,9959 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 144.26 139.02 64.76 0.47 586.43 0.779 SPF#2 1.5 5.5 16 19 41.5 935 4.855 0.9925 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 244.40 235.32 151.11 0.84 463.51 0.580 H-F#2 1.5 5.5 16 19 41.5 865 4.855 0.9970 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 228.94 220.14 139.80 0.64 463.51 0.594 Pagel D+L+S*.7E CTO•14189•Batahny Creak Falls II LOAD CASE 12-16) I (BASED ON ANSI/AF&PA NDS-1997) SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 Ke 1.00 Design Buckling Factor D+L+B+E/1.4 Cr c 0.80(Constant)> Section 3.7.1.5 Cf(Fb) Cf(Fc) 1997 NDS KcECb 0.30 tVades).. > Sedan 3.7.1.50 Bending Comp. Size Size Rep. Cd(Pb) Cb Cd(Fc) Eq.3.7-1 Cb NadesZ > Section 2.3.70 NDS 3.9.2 Max.Well duration duration factor factor use _ Stud Grade W1dth Depth Spacing Height Le/d Vert.Load Hor.Load «1.0 Load @ Plate Cd(Fb)Cd(Fc)(Pb)Cf Cf(Cf) Cr Fbpsi Fcp perp i Fc E Fb' psFc perp' psl psi pt psi IGF c lb Fb"(1IbfslFce) In. In.16 7. pit Psi P lf H-F Stud 1.5 3.5 16 7.7083 26.4 1415 3.57 0.9983_ 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 515.42 441.22 359.37 0.61 138.53 0.335 H-F Stud 1.5 3.5 16 9 30.9 1010 3.57 0.9960 966 378.09 340.90 256.51 0.75 18.85 0.430 H-F Stud 1.5 3.5 12 9 30.9 1420 3.57 0.9937 2857.8 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 51993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 06 966 37378.09 340.90 270.48 0.79 141.63 0.364 5 3.57 0.9961 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 449.95 395.22 311.11 0.79 158.6 0.376 H-F Stud 1.5 3.5 12 8.25 28.3 1710 3.57 0.9947 2657.8 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 449.95 395.22 325.71 0.82 119.01 0.315 H-F Stud 1.5 3.5 8 8.25 28.3 2700 3.57 0.9986 3986.7 1.60 1.15 1.1 1.05 1.15 875 405 800 1,200,000 1,366 506 966 449.95 395.22 342.86 0.87 79.34 0.244 4 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,368 531 875.438 515.42 431.52 354.29 0.82 138.53 0.324 SSPF Stud 1.5 3.5 16 PF Stud 1.5 3.5 16 7 7089 30.9 1000 3.57 0.99103 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 378.09 336.17 253.97 0.76 188.85 0.421 SPF Stud 1.5 3.5 12 9 30.9 1410 3.57 0.9962 .1 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 378.09 336.17 268.57 0.80 141.63 0.358 BPF Stud 1.5 3,5 16 8.25 28.3 1210 3.57 0.9932 2091.8 1.60 1.15 1.1 1.05 1.15 675 425725 1,200 000 1,366 531 875.438 449.95 388.13 307.30 0.79 158.68 00.306 .366 SPF Stud 1.5 3.5SPF Stud 1.5 3.5 16 8.25 28.3 1690 3.57 0.9940 2789.1 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 321.90 0.83825 28.3 2670 3.57 0.9987 4183.6 1.60 1.15 1.1_1.05 1.15 675 425 l 725 1,200.000 1.366 531 875.438 449.95 388.13 339.05 0.87 179 34 0.238 506.18 0.49 56.10 0.044 H-F 92 1.5 5.5 18 7 7089 16.8 3132 3.57 0.2944 3132.4 - 1.60 1.15 1.3 1.10 1.15 850 405- 1300 1,300,000 2,033 506 1644.5 137.8319.6 3132 3.57 0.4405 l 3132.4 1 1.60 1.15 1.3_1.10 1 15 850 405 1300 1,300,000 2,033 506 1644.5 1011.45 1837.57 506.18 0.60 76.47 0.075 H-F 92 1.5 5.5 16 8.25 18.0 3132 3.57 0.3404 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1.300,000 2,033 506 1644.5 1203.70 946.77 508.18 0.53 64.26 0.055 SPF 82 1.5 5.5 16 16.8 3287 3.57 0.3154 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1484.89531.23 0.52 56.10 0.042 015.45 SPF 92 1.5 5.5 16 7.7083 19.6 3287 3.57 0.4618 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400 000 2.093 531 1454.75 1089.25 1850 16 531.23 0.62 76.47 0.071 SPF#2 1.5 5.5 16 6.25 18.0 3287 3.57 0.3678 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1.400,000 2,093 531 1454.75 1296.30 945.38 531.23 0.58 64.26 0.052 SPF Stud 1.5 3.5 16 14.57 50.0 295 3.57 0.99812091.8 1.60 1.15 1.1 1.05 1.15- 675 425 725 1,200,000 1.366 531 875.438' 144.26 139.02 72.38 0.52 494.93 0.727 SPF 92 1.5 5.5 16 19 41.5244.40 235.32 164.85 0.70 340.83 0.500 454.75 H-F#2 1.5 5.5 16 19 41.5 020 1945 3.57 0.9939 l 3132.4 1.60 1.15 1.3`1.10 1.15 850 405 1300 1,300 000 2,033 506 3.57 0.9910 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2.093 53111644.5 226.94 220.14 152.73 0.69 340.83 0.513 Page 1 f CT ENGINEERING; 180 Nickerson St. �/ Suite 302 *-- 'u r Seattle.WA j Project: -_-..- —7.-...; -- s r ' a - s Date: 98I09 _ _ .. (206)2654512 Client: FAX Page Number" (206)285-0618 . "AL M iptvE, psr 134) . ( t5op thsic..) eft:*'' Flaef OR4 (If 7k-g) ''. -1‘21° (4!i ( 'i ) R -- r 366"- wki.L.- - 1 00 ruc 1 Wz._ ,(1-0 ItS) = 305 • 20. = hip 00. geseppt mis tv,,, rip ____,.. - , 7-02,re) ..... , U ,. 1A)...„ grOW40.1-15).1-10f3 --:- 170 le (15-y( 2.4)-4511 45- _ Ai. '* e of c.. ---cri. - ., for e e•-• p-, q3a 4-- 2-ni9 4-"cg5 s;--- kieg-, r��•�".d� Structural Engineers M.MIIMIIMIM117771 .111. .. . • - 180 Nickerson St. C T ENGINEERING ' Suite 302 j Q Seattle,WA j --_" p '4 I- N (1 98104 project: ��fy]� Date: (206)285-4512 Client: 51)\) 0IAMLL 4--1p✓r•Q •Page Number: (206)285-0618 £ 4,1 4645-_ VAtt t S �°fK. — W 1 , 4 � . :_. . . 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Sof a R ;. t l (— • Structural Engineers ( 4I wS 4 3 ' ' 11h�'�1T7 J t �r� ' Page 1 of 1 Design Maps Summary Report Design Maps Summary Report MIEGS User-Specified Input Building Code Reference Document (01 h utitereuses hl Building available in 2008) ona Site Coordinates 45.43123°N, 122.77149°W Site Soil Classification Site Class D -"Stiff Soil" Risk Category I/II/III I z 'o " 0 - AFica ierton � mow` �� - �- !:k.e.-':':'.5;::ioiRittiiut.Z-V§pG:f1,:,.,,,-;:%;.*e lr!:;tt,,,..,,t,!,.:JIA-ti z�. ;.a ...�i � , . , �°3 q �,,,,.,4� s f �` al 6 "'�^°a It '� xl`z' w ; '�,S -sce� t4 e,.1"- %.:j„''':fir` A #' f ,3 tit:115•*':,14.1`".'\:ky .s �a ', r'1." stx e r, .. .. ', ''K` `"' £ 2 r �� t O�n NO NCJR es x'^e �`�Gk -r�� - - m3n r �t � x` t�.,-,.�' . a"Z x i "'kyr c <�� ;. �, «� �',�� ut sa L,�v� � i f F # � sm v 3 T-: 4,s.° •"' .a.,�-e "#� n X«* a�'"''r 4t.. , b� '� 3 ,na A7A. �'� tIQ City. ..5 1 '"✓ u g ` �y C ya X - i �' a T �. Y�,q 1 fL�'\' ,k".:, Y K�µ` a3�j4, by; l $} hF " xd .,:21s4'-'4.11;'7.W.',-.0. .4„.:,. '1 �z 1 3 ; �5 6 .�3 <` 4 .R"AI- 1 y$'.N `Y 14 fnv S� ',11144;''..;• ::, ,, u GTr,§.:a ..,..,. tT18pgU@5t �� est � �� " _,..., �Q MaPQuese k y� gy Sd 4- t,� I��.iii' USGS-Provided Output Ss= 0.972 g SMS = 1.080 g S°s = 0.720 g S1 = 0.423 g SM, = 0.667 g S°, = 0.445 g For information on how the SS and Si values above have been calculated from probabilistic(risk-targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the"2009 NEHRP"building code reference document. MEa Response Spectrum Design Response Spectrum 0.92 0-00 Lao 0,?2 0:.59 0.54 0.55 a.= 0.17 0.40 S 0,4.5 4M 0.40 a 0.55 i vs 0.02 0A4 0.24 0,32. 0.16 0.22 0.08 Oat 0.00 0,00 0.00 0.20 0.40 0.50 0.afl 1.00 1-20t.iO 1.60 1.80 200 0.00 0.20 o.4a O.00 0.00 1.00 1.20 1.30 1.40 1.80 2.00 Period,T(sec) Per od,T(sec) Although this information is a product of the .U.S Geological Survey,we provide no warranty,expressed or implied,as to the accuracy of the data contained therein.This tool is not a substitute for technical subject matter knowledge. http://ehp2-earthquake.wr.usgs.gov/des• aps/us/summary.php?template=minimal&latit... 9/14/2015 2012 IBC SEISMIC OVERVIEW SHEET TITLE: 2012 IBC SEISMIC OVERVIEW CT PROJECT#: CT#14253: Plan 2613 Step# 2012 IBC ASCE 7-10 1. RISK CATEGORY TYPE=II Table 1604.5 Table 1.5-1 OCCUPANCY CATEGORY 2. IMPORTANCE FACTOR 1E= 1.00 Section 1613.1 ->ASCE Table 1.5-2 3. Site Class-Per Geo. Engr. S.C.= D Section 1613.3.5 Section 11.4.2/Ch.20 Table 1613.3.3(2) Table 20.3-1 4. 0.2 Sec.Spectral Response Ss= 1.10 Figure 1613.3.1(1) 5. 1.0 Sec.Spectral Response Si= 0.50 Figure 1613.3.1(2) Figure 22-2 Latitude= Varies N Longitude= Varies W http://earthquake.usgs.gov/research/hazmaps/ hftp://qeohazards.usqs.qov/desiqnmaps/us/application.php 6. Site Coefficient(short period) Fa= 1.06 Figure 1613.3.3(1) Table 11.4-1 7. Site Coefficient(1.0 second) Fv= 1.50 Figure 1613.3.3(2) Table 11.4-2 SMS=Fa*Ss SMs= 1.17 EQ 16-37 EQ 11.4-1 SM1=Fv*Si Skil= 0.75 EQ 16-38 EQ 11.4-2 SDs=2/3*SMS SDs= 0.78 EQ 16-39 EQ 11.4-3 SD1=2/3*SM1 SDI= 0.50 EQ 16-40 EQ 11.4-4 8. Seismic Design Category 0.2s SDCs= D Table 1613.3.5(1) Table 11.6-1 9. Seismic Design Category 1.0s SDC1 = D Table 1613.3.5(2) Table 11.6-2 10. Seismic Design Category SDC= D Max. Max. 11• Wood structural panels - - N/A 12. Response Modification Coef. R= 6.5 Table 12.2-1 N/A Table 12.2-1 13. Overstrength Factor no= 3.0 N/A Table 12.2-1 14. Deflection Amplification Factor CD= 4.0 N/A Table 12.2-1 15. Plan Structural Irregularities - No N/A Table 12.3-1 16. Vertical Structural Irregularities - No N/A Table 12.3-2 17. Permitted Procedure Equiv. Lateral Force - Table 12.6-1 Page 1 2012 IBC EQUIV.LAT.FORCE SHEET TITLE: 2012 IBC EQUIVALENT LATERAL FORCE PROCEDURE PER ASCE 7-10 CT PROJECT#: CT#14253:Plan 2613 Sps= 0.78 h„ = 18.00(ft) Sp,= 0.50 x = 0:75 ASCE 7-05(Table 12.8-2) R= 6.5 C,= 0.020 ASCE 7-05(Table 12.8-2) Is= 1.0 T= 0.175 ASCE 7-05(EQ 12.8-7) S1= 0.50 k= 1ASCE 7-05(Section 12.8.3) TL= 6 ASCE 7-05(Section 11.4.5:Figure 22-15) Cs=SDs/(R/IE) 0.120 W ASCE 7-05(EQ 12.8-2) Cs=SD1/(T*(R/IE)) (for T<TL) 0.440 W ASCE 7-05(EQ 12.8-3)(MAX.) Cs=(SDI*TL)/0-2*(R/IE)) (for T>TL) 0.000 W ASCE 7-05(EQ 12.8-4)(MAX.) Cs=0.01 0.010 W ASCE 7-05(EQ 12.8-5)(MIN.) Cs=(0.5 SI)/(R/IE) 0.038 W ASCE 7-05(EQ 12.8-6)(MIN.if Si>0.6g) CONTROLLING DESIGN BASE SHEAR= 0.120 W VERTICAL DISTRIBUTION OF SEISMIC FORCES PER ASCE 7-10 SECTION 12.8.3(EQ 12.8-11) (EQ 12.8-12) C,,,, = DIAPHR. Story Elevation Height AREA DL w, w, *h,k wX *hxk DESIGN SUM LEVEL Height (ft) h (ft) (sqft) (ksf) (kips) (kips) Ew, *h,k Vi DESIGN Vi Roof ! 18.00' 18.00 1280 0.022' 28.16 506.9 0.58 321 321 2nd 8.00 10.00' 10.00 1310 0.028 36.68 366.8 0.42 2.33 5.54 1st(base)„ 10.00 0.00' SUM= 64.8 873.7 1.00 5.54 E=V= 7.75(LRFD) Ef1.4= 5.54(ASD) DIAPHRAGM FORCES PER ASCE 7-10 SECTION 12.10.1.1 (EQ 12.10-1) Design Fp,= DIAPHR. F, E F, w, E w, Fp,= EF,=wp 0.4*Sps*IE*Wp 0.2*SDs*IE*Wp LEVEL (kips) (kips) (kips) (kips) (kips) Ew, F aX Max. Fpx Min. Roof 3.21 3.21 28.2 28.2 4.38 3.21 8.76 4.384.38 2nd 2.33 5.54 36.7 64.8 5.70 3.13 11.41 0.00 1st(base) 0.00 0.00 0.0 64.8 0.00 0.00 0.00 Page 1 ASCE 7-10 WIND Part2 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM USING LOADS FROM ASCE 7-10 CHAPTER 28,PART 2 CT PROJECT#: CT#14253:Plan 2613 N-S E-W F-B S-S 2012 IBC ASCE 7-10 Ridge Elevation(ft)= .30.00` 30.00,ft. Roof Plate Ht.= 18.00 18.00 Roof Mean Ht.= 24.00 24.00 ft. - Building Width= 26.0 56.0 ft. - V u/f. Wind Speed 3Sec.Gust= 120 120 mph Figure 1609 Fig. 26.5-1Athru C Vasd. Wind Speed 3Sec.Gust=7: 937Z2:4 mph (EQ16-33) Exposure= B' B Iw= 1.0 1.0 N/A N/A Roof Type= Gable Gable PS30A= -28.6 28.6;psf Figure 28.6-1 P830 B= 4.6 4.6 psf psf Figure 28.6-1 Ps3o c= 20.7 20.7;psf Figure 28.6-1 Ps30o=' 4.7 4.7 psf Figure 28.6-1 A_ 1.00 1.00- Figure 28.6-1 K:1= 1.00' 1.00' Section 26.8 windward/lee 1.00 , 1.00:(Single Family Home) X•Ke•I : 1 1 Ps=A•Kzt•t•pa30= (Eq.28.6-1) PSA= 28.60 28.60 psf(LRFD) (Eq.28.6-1) Pse= 4.60 4.60 psf(LRFD) (Eq.28.6-1) Ps c= 20.70 20.70 psf(LRFD) (Eq.28.6-1) Pso= 4.70 4.70 psf(LRFD) (Eq.28.6-1) Ps A and C average= 24.7 24.7 psf (LRFD) Pseand 0average= 4.7 4.7 psf(LRFD) a= 3 3 Figure 28.6-1 2a= 6 6 width-2'2a= 14 44 MAIN WIND-ASCE 7-10 CHAPTER 28 PART 2 Areas(N-S) AreasE-W width factor roof-> 1.00 1.00: ( 0psf(N- )] (E-W) Wind(N-S)(LRFD) Wind(E-W) (LRFD) .69' 0.89 16 psf min. 16 psf min. width factor 2nd-> 1.00 0.89 wind(LRFD)wind(LRFD) DIAPHR. Story Elevation Height AA AB Ac AD AA AB Ac Aoer 28.4.4 LEVEL Height (ft) hi(ft) h(ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) P per 28.4.4 WIND SUM WIND SUM Vi(N-S) V(N-S) Vi(E-W) V(E-W) 30.00 12.0 0 144 0 168 0 128.2 0 469.9 Roof - 18.00 18.00 4.0 48 0 56 0 48 0 156.6 0 6.7 12.8 3.98 3.98 7.41 7.41 2nd 8.00 10.00 10.00 9.0 108 0 126 0 108 0 396 0 3.7 8.1 5.70 9.68 11.29 18.70 1st(base) 10.00 0.00 0.00 0 0.00 0.00 AF= 650 AF= 1307 10.4 20.9 V(n-s)= 9.68 V(e-w)= 18.70 klps(LRFD) kips(LRFD) kips klps Page 1 ASCE 7-10 Part 1 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM USING LOADS FROM ASCE 7-10 CHAPTER 28,PART 1 CT PROJECT#: CT#14253:Plan 2613 SEE SEAW RAPID SOLUTION SPREADSHEET AND INSERT VALUES BELOW MAIN WIND-7-10 CHAPTER 28 PART 1 Wind(NS) Wind(E-W) Min/Part 2(Max.) Min/Method 1(Max.) Wind(N-S)(LRFD) Wind(E-W)(LRFD) DIAPHR. StoryeElevation Height DESIGN (NS" V(N S) Vi(E-W) V(E-W) Vi(N SSUM DESIGN SUM ) V(N S) Vi(E-W) V(E-W) SUM DESIGN SUM LEVEL Height (fl) hi(ft) Roof 18.00 18.00 0.00 0.00 .. 0.00 0.00 6.66 6.66 12.84 12.84 2nd 8.00 10.00 10.00 0.00; 0.00 0.00; 0.00 3.74 10.40 8.06 20.91 1st(base) 10.00 0.00 0.00 V(n-s)' 0.00 V(e-w)= 0.00 V(n-s)= 10.40 V(e-w)= 20.91 kips kips kips(LRFD) kips(LRFD) DESIGN WIND-MinJPart 2/Part 1 ASD Wind(N-S)(LRFD) Wind(E-W)(LRFD) Wind(N-S)(ASD) Wind(E-W)(ASD) DIAPHR. Story Elevation Height DESIGN SUM DESIGN SUM DESIGN SUM DESIGN SUM LEVEL Height (ft) hi(ft) Vi(N-S) V(N-S) Vi(E-W) V(E-W) Vi(N-S) V(N-S) Vi(E-W) V(E-W) Roof 8 10 10 6.66 6.66 12.84 12.84 5.16 5.16 9.95 9.95 2nd 10 0 0 3.74 10.40 8.06 20.91 2.90 8.06 6.25 16.19 1st(base) 0 0 0 V(n-s)-= 10.40 V(e-w)= 20.91 V(n-s)= 8.06 V(e-w)= 16.19 kip LRFD) kips(LRFD)_ kips(ASD)._ kips(ASD) I Part 1 Base Shear Part 2 Base Shear = 0.0 0.0 ratio ratio Page 1 SHEET TITLE: SDPWS SHEARWALL VALUES PER TABLE 4.3A CT PROJECT#: CT# 14253: Plan 2613 SHEATHING THICKNESS tsheathing= 7/16" NAIL SIZE nail size= 0.131"dia.X 2.5"long STUD SPECIES SPECIES= H-F or SPF SPECIFIC GRAVITY S.G.= 0.43 ANCOR BOLT DIAMETER Anc. Bolt dia.= 0.625 ASD F.O.S.= 2.0 SHEARWALL TYPE Table 4.3A Seismic Table 4.3A Wind 7/16"w/8d common V seismic V 5 allowable V llowable (15/32"values per (SDPWS-2008) modify per S.G. (SDPWS 2008) modifyperS. G. footnote 2) (divide by 2.0 FOS) (divide by 2.0 FOS) I (for ASD) (for ASD) M 0 1 0 1 P6TN 150 150 150 150 P6 520 242 730 339 P4 760 353 1065 495 P3 980 456 1370 637 P2 1280 595 1790 832 2P4 1520 707 2P3 1960 2130 990 ' 911 2740 1274 2P2 2560` 1190 3580 N.G. 10000 4650 4650 10000 4650 GYPSUM THICKNESS tsheathing= 1/2" NAIL SIZE nail size= 1 1/4"long No.6 Type S or W Response Modification Coef. R= 6.5 SHEARWALL TYPE Table 2306.4.7 Seismic Wind 1/2"w/1 1/4"screw V allowable V s allowable V w allowable Blocked (PER 2009 IBC) modify G7 125 R>2 not allowed R>2 not allowed G4 150 R>2 not allowed R>2 not allowed 2G7 250 R>2 not allowed R>2 not allowed 2G4 300 R>2 not allowed R>2 not allowed 2G4 300 150 SHEET TITLE: LATERAL N-S(front to back-up/down) CT PROJECT#: CT#14253:Plan 2613 Diaph.Level: Roof Panel Height 8 ft. Seismic V i= 3.21 kips Design Wind NS V I= 5.16 kips Max.aspect= 3.5 SDPWS Table 4.3.4 Sum Seismic V I= 3.21 kips Sum Wind N-S V i= 5.16 kips Min.Lwall= 2.29 ft. (0.6-0.14Sds)D+0.7 p Qe 0.6D+W per SDPWS-2008 pt= 1.00 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LDL eftC 0 w dl V level V abv.V level V abv. 2w/h vi Type Type vi OTM RoTM Unet U. OTM ROTM Unet Usum Usum HD (ft) (sqft) (ft) (ft) (kV) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext. left 1 360„`i 27.5 '27.5 1.00 0.15 1.45 0.00 0.90 0.00 1.00 1.00 33 P6TN P6TN 53 0.00 7.23 28.00 0.00 0 78 8.08 -0.78 -0.78 11.60.60 34.00 0.00 0.00 0.00 -0.84 -0.84 -0.78 Ext. left 2': , 0• %0.0 0.0 1.00' ,"0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0"" 0 0 1.00 .0.00j 0.00 0.00 0.00 0.00 1.00 0.00 0--- __ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. left 3** , 0 _ 0 0 : 0.0 z, 1.00."0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -" 0 0.00 0.00 0.00 0.00 0.00 0.00 0 '-0.0- ,0.0 1.00 , 0.001 0.00 0.00 0.00 0.00 1.00 0.00 0-- 0.000.000.006 Ext. left 4` 280 : 16 0.; 16.0 '1.00 0.15 1.13 0.00 0.70 0.00 1.00 1.00 44 P6TN P6TN 700 0.00 0.00 0.00 0.00 0.00 5.62 9.50 -0.25 -0.25 9.02 10.0 0.0 0.001.52 .16 _0 16 - - 0 - 0.0 . '0.0' 1.00. 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0- - : + 0 0 0 0 1".0,0, - -� 0.00; 0.00 0.00 0.00 0.00 1.00 0.00 0 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0":" 0.0 0,0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- 0.000.000.00 Ext rightl** 640 46.0 46.0 '0.95 0.15 2.58 0.00 1.61 0.00 1.00 1.00 37 P6TN P6TN 599 12.85 2.85 78.56 8.50 1.45 0.40 1.45.45 20.62 95.22 -1.65 0 60 -1.65.65 0 47 pert Ext.. right2 0 0.0 " 0.0! ' "1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0'-' --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 . 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- _ Ext.'"rght3**, 0 ':, 0.0 0.0 1.00 0.00': --0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0-, --0.0; ,--0 0 ' 1.00 0.00; 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. right4 0 0.0" 0.0 -1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- - - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0'` 0.0 0.0 1.00 , 0.00" : 0.00 0.00 0.00 0.00 1.00 0.00 0-- _ 0 0,00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext, rights , 0 0.0 '0 0 1.00 0.00; 0.00 0.00 0.00 0.00 1.00 0.00 0--- _ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 '::'0.0 1.00 '0.00; 0.00 0.00 0.00 0.00 1.00 0.00 0-- ---- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0- 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 ''•0.0 0.0 1.00 0 00, 0.00 0.00 0.00 0.00 1.00 0.00 0--- -+ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0"""".".0.0 1.00 0"00: 0.00 0.00 0.00 0.00 1.00 0.00 0--- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 "1.00 0 00. 0.00 0.00 0.00 0.00 1.00 0.00 0-- __- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 : 0.0 "1.00 ``"0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0:{ .9.0 . 0 0 1.00;;"0.00': 0.00 0.00 0.00 0.00 1.00 0.00 0 --- ---- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0- - "' 0 0, 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 "''-0 0,'.•1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 -- _ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 `1.00"''0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0` ''0.0 0.0" 1.00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- _ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 , 0.0", 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 1280 89.5 87.2=Leff. 5.16 0.00 3.21 0.00 EVvond 5.16 EVEQ 3.21 Notes: * denotes with shear transfer ** denotes perferated shear wall iSB denotes iSB Shear Panel SHEET TITLE: LATERAL N-S(front to back-up/down) CT PROJECT#: CT#14253:Plan 2613 Diaph.Level: 2nd Panel Height= 9 ft. Seismic V I= 2.33 kips Design Wind N-S V i= 2.90 kips Max.aspect= 3.5 SDPWS Table 4.3.4 Sum Seismic V i= 5.54 kips Sum Wind N-S V I= 8.06 kips Min.Lwail= 2.57 ft. (0.6-0.14Sds)D+0.7 p Qe 0.6D+W per SDPWS-2008 pt= 1.00 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall Logy eft. C 0 w dl V level V abv.V level V abv. 2w/h v i Type Type vi OTM ROTM Unet Unum OTM ROTM Unet Usum Usum HD (sqft) (ft) (ft) (kit) (kip) (kip) (kip) (kip) p (pIf) (pif) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext. left 1" 370' ".18.0 18.0 0.65,' 0.15' 0.81 1.45 0.65 0.90 1.00 1.00 133 P6TN P6 193 14.00 12.03 0.11 -0.66 20.37 14.58 0.33 -0.50 1.74 pert Ext. left2 0 ;''0.0 00 1.00 0.00; 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00; 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. left 3** - 0. '0.0 0.0 1.00'-0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 - 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. left 4 290 8.3 12.0 1.00 r; 0.40', 0.64 1.13 0.51 0.70 1.00 1.00 147 P6TN P6 214 10.92 9.80 0.15 -0.10 15.88 11.88 0.53 0.37 0.37 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 ' 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -` 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext rightl"" 660 53.0 53.0 0.91 '0.15 1.45 2.58 1.16 1.61 1.00 1.00 57 P6TN P6TN 84 24.92 ##### -1.52 -2.97 36.25 ##### -1.72 -3.37 1.22 pert Ext. right2 0: 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 . 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext rght3""` :0> .0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. right4 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00; 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext rights ' 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 ;0.0 . .0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00` 0.00! 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- .- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0- 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 ':0.0 0.0 ` 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 " 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1320 79.3 68.2=L eff. 2.90 5.16 2.33 3.21 1.00 EV vend 8.06 EVE0 5.54 Notes: * denotes with shear transfer "" denotes perferated shear wall iSB denotes iSB Shear Panel .. ................................. SHEET TITLE: LATERAL E-Wy(side to side-left/rlght) CT PROJECT#: CT#14189:Plan7A Diaph.Level: Roof Panel Height 8 ft. Seismic V I= 3.08 kips Design Wind E-W V I= 7.71 kips Max.aspect= 3.5 SDPWS Table 4.3.4 Sum Seismic V I= 3.08 kips Sum Wind E-W V 1= 7.71 kips Min.Lwail= 2.29 ft. (0.6-0.14Sds)D+0.7pQe 0.6D+W per SDPWS-2008 pt= 1.00 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.30 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LDL eH. C 0 w dl V level V abv.V level V abv. 2w/h vi Type Type vi OTM Row Unet Usum OTM ROTM Unet Usum Usum RD (sqft) (ft) (ft) (kif) (kip) (kip) (kip) (kip) p (pit) (pif) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Front"MSTR*' ,406 : 5 0 .;:17.0 ' '1.00': 0.15'; 2.44 0.00 0.98 0.00 1.00 1.00 254 P4 P4 489 10.15 3.21 1.60 1.60 19.55 3.83 3.63 3.63 3.63 0 -,, 09.067,:::17.0 0 0.0 1.00 0.00. 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Front-Bath* 234` `45, „95 1.00,;,0.15' 1.41 0.00 0.56 0.00 1.00 1.00 162 P6 P6 313 5.85 1.61 1.11 1.11 11.27 1.92 2.44 2.44 2.44 0,',.IO 0 00 1.00 0,00; 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0, {0.0 00 1.00''': 0.00! 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 tnt KIT • 0 0.0' 9.9,:' 1.00'::0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 :0.0 1 00 R 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 00 1.00' 0 00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Gar Rear ' 0 '''0 0 -,.:0.0,,, 1 00 ' 0 00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Gar Rear" 0 0.0 -00 1.00 0 00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 '-`0.0 0.0 . 1.00': '0.00; 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Rear 6R23* 640 ,, 9 1 -14.0 ,1.00•{, 0.16: 3.85 0.00 1.54 0.00 1.00 1.00 220 P6 P4 424 16.00 5.11 1.29 1.29 30.82 6.10 2.94 2.94 2.94 0 °6.6 00 .1.00,;'0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Gar Alley' 0 , :'0 0 00 . 1.00 0.00.'; 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0. 0 0 =0.0 -"1.00'r 0.00: 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Gar ABWP 0. 0 0 '00 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 .:I 0 0 90 1 00 -0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 'i 0.0;- 00 ' 1.00.'. 0.00: 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0' -I 0.0..•: 0.0 •1.00 0.001 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 0.0 too:' 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 ""00 1.00 0 00; 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 -';0.0 . ` 0.0 1.00', 0.00. 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 ,0.0„ 0.0 1.00::,0.00:. 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 ''0.0 ..0.0 1.00 '0.00: 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 0.0 too 0.00,: 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 ''1:00! .•0.00` 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 - 0.0 0.0 ."1.00 0.00'; 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0. 0.0 0.0 1.00 0.00: 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0, ' 0 0: -0.0 1.00:,,0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 ' 0.0 ` 0.0' 1.00' 0.00" ; 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1280 18.6 18.6=L eff. 7.71 0.00 3.08 0.00 EV wind 7.71 EVEQ 3.08 Notes: * denotes with shear transfer ** denotes perferated shear wall iSB denotes iSB Shear Panel NOTE: 4' GARAGE WALL DESIGNED AS A STANDARD SHEAR WALL BUT CONSTRUCTED AS PART OF DOUBLE PORTAL FRAME GARAGE SHEET TITLE: LATERAL E-W(side to side-left/right) CT PROJECT#: CT#14189:Plan7A Diaph.Level: 2nd Panel Height r 9 ft. Seismic V I= 2.23 '•s Design Wind E-W V I= 4.84 kips Max.aspect= 3.5 SDPWS Table 4.3.4 Sum Seismic V I= 5.30 ips Sum Wind E-W V I= 12.54 kips Min.Lwall= 2.57 ft. (0.6-0.14Sds)D+0.7 p Qe 0.6D+W per SDPWS-2008 pc= 1.30 Table 4.3.3.5 Wind Wind E... E.Q. p= 1.30 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LDL err. C 0 w dl V level V abv.V evel V abv. 2w/h vi Type Type v i OTM ROTM Unet Usum OTM RoTM Unet Usum Usum HD (sqft) (ft) (ft) (kif) (kip) (kip) (kip) (kip) p (pIO) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Front LIV" 306 8.0 17.0 1.00 0.15 1.12 •.00 0.52 1.50 1.30 1.00 328 P4 P3 515 23.59 5.13 2.52 4.12 37.09 6.12 4.22 7.85 7.85 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Front 0 0.0 0.0 - 1.00 0.00 0.0' 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 1.11 0.00 0.00 0.00 2.44 2.44 - - 0 0.0 0.0 1.00 0.00 •.00 0.00 0.00 0.00 1.00 0.00 0-•- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Int KIT 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0 00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 "1.00 0.00; 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -` - 0 -" 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Rear Kit/Gar 660 11.5 16.0 1.0 0 0.15 2.42 2.49 1.11 0.77 1.00 1.00 213 P6 P4 426 22.03 6.94 1.39 1.39 44.14 8.28 3.31 3.31 3.31 - - 0 0.0 ' 0.0 .00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Rear BR23 0 3.5 26.0 1.00 0.75 0.00 0.00 0.00 0.00 1.00 0.78 0-- -- 0 0.00 17.16 -6.06 -4.76 0.00 20.48 -7.23 -4.29 -4.29 - - 0 0.0 0.• 1.00( 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 • 0.00 0.00 0.00 0.00 0.00 0.00 0.00 e 0- • • ' :;,,a 0 0 • 0 : 6- • '0 0 •e 0.89 331 P4 P3 631 10.59 1.21 2.81 2.81 22.73 1.44 6.39 6.39 6.39 - - 0 0.0 0:0 - 1.00 0.00 0.00 0.10 0.00 0.00 1.10 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Gar ABWP 118 ' 2.0 ='80 1.00 0.15 0.43 0.83 0.20 0.26 1.00 0.44 671 2P4 P3 631 5.37 0.60 3.58 3.58 11.36 0.72 7.98 7.98 7.98 - 0.0 •'0 1.00 •.0•' 0 00 0'0 0.0• '00 1 00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 `0.0 .. 0.0 i 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0---- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 " 0.0 "1.00 r 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 '1.00, 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 i 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 .0.00! 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 .:0.0 ,;0.0 , 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0. 0.0 ' 1.00'_ 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- •- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1320 29.0 29.0=L eff. 4.84 7.98 2.23 3.04 EVwnd 12.81 EVEQ 5.26 Notes: denotes with shear transfer ABWP Alternate Braced Wall Panel-2308.9.3.2 "" denotes perferated shear wall iSB denotes iSB Shear Panel JOB#:CT#;14253:Plan 2613 ID:Upper (MSTR and BR4) Roof Level wdl= 150 ph' V eq 900.0 pounds V1 eq= 495.0 pounds V3 eq= 157.5 pounds V5 eq= 247.5 pounds V w= 1450.0. pounds V1 w= 797.5 pounds V3 w= 253.8 pounds V5 w= 398.8 pounds Vhdreq= 32.7 OfA Hl head=I vhdr= 52.7 p1f I H5 head= A 1; Fdragl eq=45.0 Fdrag2 eq= 14.3 Fdrag5 eq=28.6 Fdrag6 eq=45.0 -4 1 A Fdragl w= 5 Fdragl , 23.1 Fdrag5 w= ••.1 Fdrag•w= 72.5 A H1 pier= vi eq= 45.0 plf v3 eq= 45.0 plf v5 eq= 45.0 H5 pier= 4.0 `.� vi w= 72.5 pg v3 w= 72.5 ptf v5 w= 72.1 '; 4.0 feet feet H total= 2w/h= - 1 2w/h= 1 2w/h= 1 8.0 v Fdrag3= • a Fdra• - 14.3 feet A Fdragl w=72.5 Fdragl w=23.1 Fdrag7eq= •.6 Fdrag8-• 45.0 V P6TN E.Q. Fdrag7w=46.1 Fdrag8w= 72.5 A P6TN WIND v sill eq= 32.7 plf Hl sill= (0.6-0.14Sds)D 0.6D vsill w= 52.7 p/f H5 sill= ,3.0 ?;: EQ Wind 3.0_ feet OTM 7200.0 11600.0 feet R OTM 25073 30628 v UPLIFT -722 -769 V Up above 0 0 Up Sum -722 -769 HA_Ratios: L1= 11.0; L2=;'' '2.5 L3= , 3:5 L4= ,5.0 L5=; , 5.5 Htotel/L= 0.29r ► -4 ti r 4 ►4 Hpier/L1= 0.36 ) Hpier/L3= 1.14 L total= 27.5 feet Hpier/L5= 0.73 0,90..L reduction JOB#: CT#14253:Plan 2613 SHEARWALL WITH FORCE TRANSFER ID: Front Upper MSTR` Roof Level w dl= 150 p/f V eq 1020.0 pounds V1 eq= 510.0 pounds V3 eq= 510.0 pounds V w= 3160.0 pounds V1 w= 1580.0 pounds V3 w= 1580.0 pounds __0. --► v hdr eq= 61.8 p/f - 10. •H head= T v hdr w= 191.5 p/f 1.083 `SS,W Fdragl eq= 355 F2 eq= 355 A Fdragl w= .01 F2 "-1101 H pier= vl eq= 204.0 plf v3 eq= 204.0 Of P6 E.Q. 5.0 vl w= 632.0 plf v3 w= 632.0 plf P3 WIND feet H total= 2w/h= 1 2w/h= 1 8.083 . Fdrag3 eq= . F4 e•- 355 feet A Fdrag3 w=1101 F4 w=1101 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 61.8 p/f P6TN 2.0 EQ Wind v sill w= 191.5 p/f P6 feet OTM 8245 25542 R OTM 10029 12251 • • UPLIFT -113 839 Up above 0 0 UP sum -113 839 H/L Ratios: L1= 2.5 L2= 11.5 L3= 2.5 Htotal/L= 0.49 ., Hpier/L1= 2.00 Hpier/L3= 2.00 L total= 16.5 feet JOB#: CT#14253:Plan 2613 SHEARWALL WITH FORCE TRANSFER ID: Front Lower LIV* Floor Level w dl= 150 plf V eq 1130.0 pounds V w= 3270.0 pounds Sum V eq 2150.0 pounds V1 eq= 1075.0 pounds V3 eq= 1075.0 pounds Sum V w= 6430.0 pounds V1 w= 3215.0 pounds V3 w= 3215.0 pounds ► --► v hdr eq= 126.5 p/f ► A H head=_$ v hdr w= 378.2 plf 1.083 Fdragl eq= 727 F2 eq= 727 • Fdragl w= • 5 F2 "-2175 H pier= vi eq= 390.9 plf v3 eq= 390.9 plf P3 E.Q. 5.0 vl w= 1169.1 p/f v3 w= 1169.1 plf 2P3 WIND feet H total= 2w/h= 1 2w/h= 1 9.083 . Fdrag3 eq= 7 F4 e•- 727 feet • Fdrag3 w=2175 F4 w=2175 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 126.5 p1f P6TN 3.0 EQ Wind v sill w= 378.2 plf P4 feet OTM 19528 58404 R OTM 10646 13005 • • UPLIFT 544 2780 Up above -113 839 UP sum 431 3619 H/L Ratios: L1= 2.8 1.2= 11.5 L3= 2.8 Htotal/L= 0.53 4 0- 4 04 0 Hpier/L1= 1.82 _ Hpier/L3= 1.82 L total= 17.0 feet JOB#:CT#14253:Plan 2613 • ; 'SHEARWALL WITH FORCE TRANSFER ID:;Front Upper MSTR Bath*: • Roof Level w dl= ,.. 150 p/f V eq 590.0pounds V1 eq= 295.0 pounds V3 eq= 295.0 pounds V w= 1820.0, pounds - V1 w= 910.0 pounds V3 w= 910.0 pounds > v hdr eq= 62.1 p/f > A H head= $ v hdr w= 191.6 p/f 1.083. Fdragl eq= 155 F2 eq= 155 Fdragi w= , 9 F2 -479 H pier= vi eq= 131.1 pff v3 eq= 131.1 Of P6TN E.Q. 3.5' vi w= 404.4 plf v3 w= 404.4 p/f P4 WIND feet Htotal= 2w/h= 1 2w/h= 1 8.083 vFdrag3 eq= • F4 e•- 155 feet . Fdrag3 w=479 F4 w=479 2wm= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 62.1 p/f P6TN 3.5 EQ Wind v all/w= 191.6 plf P6 feet OTM 4769 14711 R OTM 3325 4061 • UPLIFT 164 1206 Up above 0 0 UP sum 164 1206 H/L Ratios: L1== " 23' L2= •i,,,"5.0 L3= 23 Htotal/L= 0.85 4 lo o I.4 I. Hpier/L1= 1.56 o Hpier/L3= 1.56 L total= 9.5 feet JOB#:CT#14253:Plan 2613 ID:Rear Upper BR23' ',Roof Level _.. _.. wd1= 160 plf Veq;11..1610.0.; pounds V1 eq= 424.8 pounds V3eq= 760.5 pounds V5eq= 424.8 pounds V w= 4970.0 pounds V1 w= 1311.2 pounds V3 w= 2347.5 pounds V5 w= 1311.2 pounds v hdr eq= 73.2 plf 1. ► •H1 head=$ vhdr= 225.9p1f IH5head= W 1 Fdragl eq=96.5 Fdrag2 eq= 172.8 Fdrag5 eq= 172.8 Fdrag6 eq=96.5 1 A Fdragl w= •:.0 Fdragl , 533.4 Fdrag5 w= 3.4 Fdrag•w=298.0 A Hl pier= v1 eq= 134.1 p1! v3 eq= 134.1 p1! v5eq= 134.1 H5 pier= 4.0 vi w= 414.0 p1! v3 w= 414.0 p1! v5 w= 414.0 `.4.0 feet feet H total= 2w/h= 1 2w/h= 1 2w/h= 1 8.0 v Fdrag3= •_. Fdra• - 172.8 feet A Fdragl w=297.9524 Fdragl w=533.4 Fdrag7eq= 2.8 Fdrag8e. 96.5 V P6TN E.Q. Fdrag7w=533.4 Fd ag8w=298.0 • A P4 WIND vsill eq= 73.2 p1! Hl sill= (0.6-0.14Sds)D 0.6D v sill w= 225.9 p1! H5 sill= 3.0 > EQ Wind 3.0 feet OTM 12880.0 39760.0 feet R OTM 18074 22078 v UPLIFT -248 846 V Up above 0 0 Up Sum -248 846 H/L Ratios: L1= 3.2. L2= %5.0 L3= 5.7, L4= '- ,5.0 L5= 3.2'.. Htotat/L= 0.36 4 _..... ' 4 1 4 _.. ►' -... 1.4 . Hpier/L1= 1.26 Hpier/L3= 0.71 L total= 22.0 feet } Hpier/L5= 1.26 0.95 L reduction .. '. '�.: �� Irl��i k , • tl' 'tar iTecnnic .• Topics .:• • •••. . ' TT-100F APRIL 2014 A PortalFrame with Hold Downs .. Applicationsfor Engineered The APA portal-frame design,as shown in Figure 1,was envisioned primarily for use as bracing in conventional light- frame construction.However,it can also be used in engineered applications,as described in this technical topic.The portal frame is not actually a narrow shear wall because it transfers shear by means of a semi-rigid,moment-resisting frame.The extended header is integral in the function of the portal frame,thus,the effective frame width is more than just the wall segment,but includes the header length that extends beyond the wall segment.For this shear transfer mechanism,the wall aspect ratio requirements of the code do not apply to the wall segment of the APA portal frame. Cyclic testing has been conducted on the APA portal-frame design(APA 2012).Recommended design values for engi- neered use of the portal frames are provided in Table 1.Design values are derived from the cyclic test data using a rational procedure that considers both strength and stiffness. The Table 1 values in this report were developed using the CUREE cyclic test protocol(ASTM E2126),using a flexible load head.Earlier testing was conducted using rigid load heads and the sequential phased displacement(SPD)method, as outlined in SEAOSC(1997)Standard Method of Cyclic(Reversed)Test for Shear Resistance of Framed Walls for Buildings. The design values in Table 1 ensure that the code(IBC)drift limit and an adequate safety factor are maintained.For seismic design,APA recommends using the design coefficients and factors for light-frame(wood)walls sheathed with wood structural panels rated for shear resistance(Item 15 of Table 12.2-1 of ASCE 7-10). See APA Report T2004-59 for more details.For designs where deflection may be less of a design consideration,for example,wind loading while the portal frames are used in tandem with each other,and not used as conventional shear walls,a load factor of 2.5, based on the cyclic test results is used. Since cyclic testing was conducted with the portal frame attached to a rigid test frame using embedded strap-type hold downs,design values provided in Table 1 of this document should be limited to portal frames constructed on similar rigid-base foundations,such as a concrete foundation,stem wall or slab,and using a similar embedded strap- type hold down. 1 ®2014 APA—Tln:Englnccred Wood Association PORTAL FRAME DESIGN (MIN. WIDTH =22 1(2"): EQ=480#< EQ(ALLOW)= 1031# WIND = 1390#<WIND (ALLOW)= 1444# Table 1. Recommended Allowable De gn Val. •s for APA Portal Frame Used on a Rigid-Base Minimum Width Maximu eight Allowable Design(ASD)Values per Frame Segment (in.) ) Shearm(Ibf) Deflection(in.) Load Factor 16 8 850 (1190 WIND) 0.33 3.09 10 625 (875 WIND) 0.44 2.97 8 1,675 (2345 WIND) 0.38 2.88 24 . t 0.51 3.42 1'-10 1/2" 8 1520 EQ(2128 WIND) 1'-101/2" 10 fabc1(Q31 EQ(1444 WIND) roundation for Wind or Seismic Loading (a) Design values are based on the use of Douglas-fir or Southern pine framing.For other species of framing,multiply the above shear design value by the specific gravity adjustment factor=(1-(0.5-SG)),where SG=specific gravity of the actual framing.This adjustment shall not be greater than 1.0. (b) For construction as shown in Figure 1. (c) Values are for a single portal-frame segment(one vertical leg and a portion of the header).For multiple portal-frame segments,the allowable shear design values are permitted to be multiplied by the number of frame segments(e.g.,two=2x,three=3x,etc.). (d) Interpolation of design values for heights between 8 and 10 feet,and for portal widths between 16 and 24 inches,is permitted. (e) The allowable shear design value is permitted to be multiplied by a factor of 1.4 for wind design. (f) If story drift is nota design consideration,the tabulated design shear values are permitted to be multiplied by a factor of 1.15.This factor is permitted to be used cumulatively with the wind-design adjustment factor in Footnote(e)above. Figure 1. Construction Details for APA Portal-Frame Design with Hold Downs Extent of header with double portal frames(two braced wall panels) Extent of header with single portal frame (one braced wall panels) Header to jack-stud strap 2'to 18'rough width of opening per wind design min 1000 lbf for single or double portal on both siding t ^ � _ = opposite sidese ooff shopeneathing Pony wall height cifffa. ,- a"' �' i gri t ;N , �* u a` Fasten top plate to header �� e °` t 0.r with two rows of 16d • � rE-NS seal;f diW <7 owed w: . sinker nails at 3"o.c.typ ice= r : -- Fasten sheathing to header with 8d common or L Min.3/8"wood structural 12' a galvanized box nails at 3'grid pattern as shown s /panel sheathing max :; ,^? total . Header to jack-stud strap per wind design. wall • Min 1000 Ibf on both sides of opening opposite height • side of sheathing. • :, If needed,panel splice edges shall occur over and be 10' Min.double 2x4 framing covered with min 3/8" nailed to common blocking max i,, thick wood structural panel sheathing with within middle 24'of portal • height _. 8d common or galvanized box nails at 3"o.c. • • 'r height.One row of 3"a.c. in all framing(studs,blocking,and sills)typ. nailing is required in each panel edge. r,i .*j Min length of panel per table 1 H Typical portal frame construction ? ,' Min(2)3500 lb strap-type hold-downs t (embedded into concrete and nailed into framing) * Min double 2x4 post(king ,,, , . . .. ? • and jack stud).Number of /; ''' —Min reinforcing of foundation,one#4 bar _ T �< t jack studs per IRC tables top and bottom of footing Lop bars 15 mm R502.5(1)&(2). I i t g slab shall ge permitted of do sb \ i: : I::d::::::;x 12'.A turned-down Min 1000 lb hold-down r openings. device(embedded into Min(1)5/8"diameter anchor bolt installed per IRC R403.1.6- concrete and nailed into framing) with 2"x 2"x 3/16"plate washer 2 ©2014 APA-The Engineered Wood Association References AM, 2004, Confirmation of Seismic Design Coefficients for the.APA.Portal Frame, APA.Report T2004-59, APA-The Engineered Wood Association,Tacoma,WA. APA,2012,Effect of Hold-Down Capacity on IRC Bracing Method PFH and IBC Alternate Method,APA Report T2012L-24, APA—The Engineered Wood Association,Tacoma,WA. ASCE,2010,Mtninuun Design Load for Buildings and Other Structures.ASCE 7.American Society of Civil Engineers. Reston,VA. ASTM E2126-11,Standard Test Methods for Cyclic(Reversed)Load Test for Shear Resistance of Vertical Elements of the Lateral Force Resisting Systems for Buildings,ASTM International.West Conshohocken,PA. SEAOSC, 1997,Standard Method of Cyclic(Reversed)Test for Shear Resistance of Framed Walls for Buildings,Structural Engineers Association of Southern California.Whittier,CA. • • We have field representatives in many mayor U.S.cities and in Canada who can help answer questions involving irwirw.atiawood.org APA trademarked products.For additional assistance in specifying engineered wood products,contact us: APA HEADQUARTERS:7011 So.19th St.•Tacoma,Washington 98466•(253)565-6600•Fax:(253)565-7265 APA PRODUCT SUPPORT HELP DESK:(253)620-7400•E-mail:help@apawood.org Form No.11-100F Revised April 2014 DISCLAIMER:The information contained herein is based on AM—The Engineered Wood Association's continuing programs of laboratory testing,product research,and comprehensive field experience.Neither AM nor its members make any warranty,expressed or implied,or assume any legal liability or responsibility for the use,application of,and/or reference to opinions,findings,conclusions,or recommendations included in this publication.Consult A PA your local jurisdiction or design professional to assure compliance with code,construction,and performance requirements.Because APA has no control over quality of workmanship or the conditions under which engineered wood products are used,it cannot accept responsibility of product performance or designs as actually constructed. 3 0 2014 APA—Thc Ennineccd WuudAssuciailon 180 Nickerson St. CT ENGINEERING Suite 3 02 W A Project: -n20-floc, @ .13Q AVIV-- Date: Ant . .v98109 � Q� (206)285-4512 -t/ir� 23 .�j 2- ( �JS G 7i3 6...52) (206 Client: . 1 . Page Number: (206)285-0618 1- •0 a P • I i . - AV, • a - - / / .6\1..;50 / X lb`( i2"• k , ,. . 1 .. PMA ( P - 1\i--6A7)1,06- ' Y r U (ZG • (, ��3)L 1 ) (2,)/ori).((,„ • ())62)liaz, .) ( e. 68 .0144 . > �( = 5° • • • a X / • w/(2 k• 01, ©, 6NutVr. "Tv 12x1(2 10/4-41R.43 . )12.:°1¢4- • 1 M i (UD)A1 ., • 45'X e(4,91/1)96-s PSL - d\e 'i - l c,- 4;5 a,c,oe• • Structural Engineers j WOOD FRAME CONSTRUCTION MANUAL. • G3 ''11h Table 2.2A Uplift Connection Loads frollti>f Wind - .• - ., . (For Roof-to-Wall,Wall-to-Wall,and Wall-to-Foundation) 700-yr.Wind Speed 3-second gust(mph) 110 115 120 130 140 150 160 170 180 195 Roof/Ceiling Assembly Roof Span(ft) Unit Connection Loads(pif)1'2'3,a15a y Design Dead Load _ - 12. 118 128 140 164 190 219 249 281 315 369 Z 24 195 213 232 •272 315 362 412 465 521 612 0 O psf6 36 272 298 324 380 441 506 576 650 729 856 2 M 48 350 383 417 489 567 651 741 836 938 1100 rn • 60 428 468 509 598 693 796 906 1022 1146 1345 � • 12 70 80 92 116 142 171 201 233 267 321 0 24 111 129 148 188 231. 278 328 381 437 528 N 10 psf 36 152 178 204 260 321 386 456 530 609 736 48 194 227 261 333 411 495 585 680 782 944 Z 60 236 276 317 406 501 604 714 , 830 954 1153 12• 46 56 68 • 92 118 147 177 209 243 297 24 69 • 87 106 146 189 236 286 339 395 486 15 psf 36 92. 118 144 200 261 326 396 470 549 676 48 116 149 183 255 333 417 507 602 704 866 60 140 180 221 310 405 508 618 734 858 1057' 12 22 32 44 68 94 123 153 185 219 273 • 24 27 45 64 104 • 147 194 244 297 353 444 ' 20 psf 36 32 58 84 140 201 266 336 410 489 616 'l,, . 48 38 71 105 177 255 339 429 524 626 788 • 60 44 84 125 214 309 412 522 638 762 961. 12 - 8 20 44 70 99 129 161 195 249 • 24 - 3 22 62 " 105 152 202 255 311 402 • 25 psf 36 - - 24 80 141 206 276 350 429 556 • • 48 - - 27 99 177 261 351 446 548 710 • 60 - - 29 118 213 316 426 542 666 865 1 Tabulated unit uplift connection loads shall be permitted to be multiplied by 0.75 for framing not located within 6 • feet of corners for buildings less than 30 feet in width(W),or W/5 for buildings greater than 30 feet in width. 2 Tabulated uplift loads assume a building located in Exposure B with a mean roof height of 33 feet. For buildings located in other exposures,the tabulated values for 0 psf roof dead load shall be multiplied by the appropriate Is adjustment factor in Section 2.1.3.1 then reduced by the appropriate design dead load. 3 Tabulated uplift loads are specified in pounds per linear foot of wall. To determine connection requirements, F• multiply the tabulated unit uplift load by the multiplier from the table below corresponding to the spacing of the I. • • . connectors: 12 16 19.2 24 48 • Multiplier 1.00 Spacing(in.) I I 1.33 I 1.60 I 2.00 E 4.00 • A Tabulated uplift loads equal total uplift minus 0.6 of the roof/ceiling assembly design dead load. s Tabulated uplift loads are specified for roof-to-wall connections. When calculating uplift loads_for wall-to-wail-or . '•• wall-to-foundation connections,tabulated uplift values shall be permitted to be reduced by 73 plf(0.60 x 121 plf) for each full wall above. :i•;..... ' 6 When calculating uplift loads for ends of headers/girders,multiply the tabulated unit uplift load by 1/2 of the • f'; WO 1,� s header/girder span(ft.). Cripple studs need only be attached per typical uplift requirements. CAri 7 " For jack rafter uplift connections,use a roof span equal to twice the Jack rafter length.The jack rafter length 1 .. ,3's,.0' includes the overhang length and the Jack span. ',L.:- 4s 8 Tabulated uplift loads for 0 psf design dead load are included for Interpolation or use with actual roof dead loads. 11:16AMERICAN WOOD COUNCIL 180 Nickerson St. CT E N G I' N E E 'R IN G Suite302 /�j 1 N c..51.40.1 Seattle,WA Project: —TYRE S) At it/ . Date: 98109 (206)285-9512 Client: MX: Page Number: (206)285-0618 I i Vin\ID . 1.0cP Of)\R+- . 711W5 k.-.1)i ighti_ 4,41Zr-%iThr.Q LI I : t/,5 PP Wxo A- ; MAoA 141 -T 41J ' -2 A 1 y- J 10 114P171- uL I ,. 6 I-t 3. . : . . . � �" , 2� . I CoNtAdO � s5. 47:)1 ' r 40. ' (A : ELEA ?Pe 14i- is.i. : . " . - tk------.. 6-00-k.-Y 0,6)(0.,,- (6,6) .. I-.=--L- : i 8- ., 14- I ..-,i) 4: :! h . -.0:' !. . : ,-- Lt..H: . ` :ML-T: . , , . ....7-rep 7P (..6404 . 1- ::-6( : . .,1'.:-: ir2.:( : 1 ! : , : i .. U= (4 )(1) (1, 66) ^ . a D. ._ P, A90 t o .: 9. . 14-----.. 61-6y -QC: 46- ( ) - YP (10 cam. •G4y, . . - s. a5D 0-fi ?n : 7TYR . N 6 Structural Engineers TRUSS TO WALL CONNECTION ';I'i VAI UI; I OF TRUSS CONNECTOR TO TRUSS TO TOP PLATES 11H ll l I I PLIES 1 HI (6) 0.131"X 1.5" (4) 0.131"X 25' .ilei .115 1 H2.5A (5) 0.131" X 2.5" (5) 0.131" X 2.5" 5:15 HU - 1 SDWC15600 - - .i.t.'. 11'. 2 1110-2 (9) 0.148" X 1.5" (9) 0.148" X 1.5" MAI 10" ........ ...... ..... 2 (2)H2.5A (5) 0.131" X 2.5" EA. (5) 0.131"X 2.5" EA. Itf/0 .%t1 2 (2)SDWC15600 - 9/t1....._...ill ... 3 (3)SDWC15600 - - 45; :1111 ROOF FRAMING PER PLAN 8d AT 6" O.C. - -7:'!!!;:Z 4 2X VENTED BUM.0.131" X 3" TOENAIL rl AT 6" O.C. 11 4414E i \H2.5A Sc SDWC15600 STYI F COMMON/GIRDER TRUSS --1--. PER PLAN TRUSS TO WALL CONNECTION TO EACH H1 STYLE BEARING/SHEAR WALL PER TRUSS PLY PER TABLE ABOVE PLAN AND SCHEDULE SCALE: 3/4"=1'-O" (BEAM/HEADER AT SIMILAR) 14 TYP. RAISED HEEL TRUSS TO WALL CONNECTION [ TRUSS TO WALL CONNECTION :,PF vAi.UES #OF TRUSS CONNECTOR TO TRUSS TO TOP PLATES UPLIFT 11 PLIES 1 H1 (6) 0.131" X 1.5" (4) 0.131"X 2.5" --;10-0--L415 1 H2.5A (5) 0.131"X 2.5" (5)0.131" X 2.5" 535 IIIA 1 SDWC15600 - - 4i:5 115 • 2 1110-2 (9)0.148" X 1.5" (9)0.148" X 1.5" 1Q/0 -70.- 2 (2)H2.5A (5) 0.131"X 2.5" EA. (5) 1.131"X 2.5" EA. loin- 22.n--- 2 (2)SDWC15600 • - - 11711 --1.11i--. 3 (3)SDWC15600 - - -1-4.:;!;----3-4-c-- ADD A35 0 48"O.C. ROOF FRAMING PER PLAN FOR.H2.5A AND 111%16114kSDWC STYLE ed AT 6' O.C. CONNECTIONS 2X VENTED BUM. 11111111t4i1:t.,4% 11111ML.*..„.4-T-.414%''...-*- • I 111 l H2.5A & SDWC15600 STYI F . 1COMMON/GIRDER TRUSS - PER PLAN TRUSS TO WALL CONNECTION TO EACH H1 STYLE BEARING/SHEAR WALL PER TRUSS PLY PER TABLE ABOVE PLAN AND SCHEDULE SCALE 3/4"= 1'-0' (BEAM/HEADER AT SIMILAR) 19 TYPICAL TRUSS TO WALL CONNECTION [