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Specifications 11475' gni -milsV(LL.E sr MsT2019-00273 RECEIVED JEC 6 2018 Structural Engineers CT ENGINEERING leo Nickerson Street Suite 302 Seattle, WA 98109 INC. CITY OF TIGARD 206.285.4512 (V) 206.285.0618 (F) O ILDING DIVISION .ISION #15238 Structural Calculations Polygon at River Terrace 069 PRO, �GINF�N0 Single—Family 60 , . Plan 7BA �, 1d Tigard, OR V 4REG*9 W 2T2,1���<�' ��FS Design Criteria: 2017 ORSC (2015 IBC) 02/07/2018 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, Soil Bearing = 2000 psf Client: Polygon Northwest Company 703 Broadway Street, Suite 510 Vancouver, WA 98660 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 1b238_20l8.02.0i_RT SF_Plan 7B_Structural Calculations(z0T7 ORSC).pdf Page 1 of 26 C ENGINEERINGG 180 Nickerson St. INC Suite 302 Seattle,WA 98109 (206)285-4512(V) (206)285-0618(F) Polygon Northwest Company Polygon at River Terrace(Single-Family Homes)—Tigard, OR DESIGN SUMMARY: (Note—Dual reference for Plan 7 also includes Plan 2613) The proposed project is a single-family home development. 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 comprised of pre-manufactured pitched chord wood trusses. Upper floor framing is comprised of pre-manufactured open-web floor trusses. Main floor framing is comprised of pre-manufactured wood I-joists. The foundations are conventional strip and spread footings. Wind design is based on the ASCE 7-10 MWFRS (Envelope Procedure)for 120 mph ultimate wind speed, exposure category B and with a Kzt value of 1.00. Seismic lateral design is based on the"equivalent lateral force" procedure with Ss and S1 values from ASCE 7-10 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:2017 ORSC, 2015 IBC and ASCE 7-10. The following computer design software may have been used for various components: Excel Enercalc Forte RISA Tedds Note that various software releases may have been used. Where software references standards prior to the current ORSC/IBC/ASCE code cycle, various design parameters including load factors, load combinations, allowable design stresses, etc., have been verified to meet or exceed those as referenced by the current ORSC/IBC/ASCE code. 15238_2018.02.07_RT SF_Plan 7B_Structural Calculations(2017 ORSC).pdf Page 2 of 26 SHEET TITLE: DEAD LOAD SUMMARY CT PROJECT# : ROOF Roofing- 3.5 psf Roofing -future 0.0 psf 5/8"plywood(O.S.B.) 2.2 psf Trusses at 24"o.c. 4.0 psf Insulation 1.0 psf (1) 5/8"gypsum ceiling 2.8 psf Misc./Mech. 1.5 psf ROOF DEAD LOAD 15.0 PSF FLOOR floor finish 4.0 psf NO gypsum concrete 0.0 psf 3/4"plywood (O.S.B.) 2.7 psf joist at 12" 2.5 psf • Insulation 1.0 psf (1) 1/2"gypsum ceiling 2.2 psf Misc. 2.6 psf FLOOR DEAD LOAD 15.0 PSF • 15238_2018.02.07_RT SF_Plan 7B_Structural Calculations(2017 ORSC).pdf Page 3 of 26 16 S9.1 r RB.bl GABLE!END TRUSS RB. /7MIN. HDR i• A MIN. NOR • S9.1 19 S9.1 I I I I 1 _ r--'> Iie J I 2 I ROOF TRUSSES;AT 24" O.C. TYP. cK1 I xI I1 cV A I I N� q I r.------J-- -1 J GABLE WEB Li _r I- ov I -' 22"x30' � e 0 x I e1 AT11C 1 ,A _LACCESS i NIa 20 NvS9.1 , 20 , ro� o S9.1 x A 3 lU a1" g 41 x , I A T, J I 1_5•.J...+.W �a 19 J S9.1 ce • f,� Nx I •RQ 1 N MIN. HDR ar1-v 1 ----_____---..-ice r GABLE WEB r J. 1----RB.b3 _1 MIN HDR IN. HDR I MIN. HDR MIN. HDR 1 GABLEI END TRUSS I L LRB.b4. J BOTTOM CORD TRUSS B 16 SCISSOR � sal SCISSOR TRUSS A PLAN 7B ROOF FRAMING PLAN 15238_2018.02.07_RT SF_PIaAantii&ral Calculations(2017 ORSC).pdf AMERICAN MODERN Page 4 of 26 al 1g \P3� S9.11® -- Nacil p '.\ GABLE END TRUSS _ / . X - )�-�--w----CONT�412 HDR .--- \' B.bl STHD14 STHD1 -_- STHD17 ROOF TRUSSES AT 24" O.C. TYP. cn U z _I Z a Q 2 5._x14 BIG BEAM B.b2 Q _ Ce < cn O JO LU J 14" FLOOR TRUSSES ©19.2" O.C. TYP. LU Lt_ 4 J L j S9.0 >Y LU w J OW _ -ACL 2 ® (P4) 59. 1 0 . THD14 STHD14T-\ I-- I \ 133 x 14 LVL II I A I I Lk 1 I w I I ENTIRE 6x6 POST N ��� L �� '� I�' PB SIDE _ O �I�I' -2 114 FLOOR TRUSSE' iA,. ROOF TRUSSES 1 2 2 f8 -ID", 1 INN \ ,o �T� AT 24" O.C. B.b16 1 ," \ I1 xx"4. ,- - IRE O LEDGER �B.b15 V N lE F6 I - -- - iiv I (2)2x8 HDR 3 I (11011 --> j, S9.0 10 01 ® cc 1 0 2 00 1 v cv A 1 w Z^i 1 I I UT FOR I I MICROWAVE EXHAUST. - -o I 1 __J o 13" CLEAR o 9 I = h PICTURE FRAME = I h w aJ 1 59.0 ( _ ro A OPENING. DIMS c0 'A w w I �r '� ARE TO ( STUDS. -- W w m A II • �1� cN�V W -. �W 1 [p X X 7 NI 1 A h� 1:71-r-1-1- co isi �- I1 I I I S9.0 t` I L • cc L_2 01 , �` I[ m _ a �� X FIXTURES N al ABOVE I-- I to I r 1 6X6 POST w Aga o o x m 1= " A cg I:0 1111 N W i p�to r 'I Ni 2x ROOF I cV d x q l� 11 FRAMING I ( 9\ 1 CO w I I ' I I t\ 0 I Bb9 J • 59.0 ice '—' � a N= '1T LEDGER .� ' ,lan 1 a1--• STH014 STHD1 4x8 HDFS_,4x8 HDR 4x8 HDR .4x8 HDR N I \ B.b10cnlcnr_cr71r"B.b10rB.b10 Bb10 �� ® o z MD R / 2P3 F W o¢ 2 8 c, S1.2 ppli �— B.b18 �_ B.b17 4x12 HDR 4x12 HDR liMi 4x4 POST - �—_-- ---T � �J-- W/ACEI4238 ..18.02.07 RT SF Plan 7B Structural Calculations(2017 ORSC).pclf Anal 4x4 ID BST 5 of 26 WWI" 4x4 POST W/ACE4 '.-1 0Y2 16'-3" S-10j'2- Ur . 68 I!!k411 18 �� _0 56.1 r�-j -f _ 1 ' r7 ��� STHD14 �' • •• STHDI ( Z w J O N N ^ OVER 4"FR EODRAINAGE AMBATERIAL ^ 0 FO OVER COMPACTED FILL a F-- a N I _. 1 2 VERIFY GARAGE SLAB HEIGHT ' w" l Z WITH GRADING PLAN ao D u) 0 0 0 A& 18'-0y" 3'-11y' m r� ° rill J -16" '. MIMI in © 1 » I 10 N I ! FURN. CONC. I VARIES : MIN. 1 I ABOVE Ur 1 • sIM. Ss.O -3" FROM TOP OF Ir-- m PATIO SLAB 1 STEM WALL II II11 I SLOPE I Ea P4 STHD14 iI----I) 2" DN I ----� --- -- I I ��m O � I LLL j 1k‘i S6.0 I , I 1 STHD14 _ I 11 43/," 3'-9Y ' 1 FIXTURE ABOVE—.--I\ II 4 �l 2x4 PONY WALL 1 18x24 CRAWL .. ABU66 IN ® 1= I AT HIGH FDN. M.� '-$PACE ACCESS -x I , o � - I \ I ' Ib i n M' D1 S6.0 _ 4a I. ;_ s 1 0 iv '-I II r L J O1 ml 18"x36"x10" FOOTING II 7 a, 1 Q III -3" (2) #4. (3) #4 IFA r, P6 ' I ENTIRE ' 1 '1.1344"x 9Nz"LVL I -1 I 1 0 SIDE r-- --- 7--- L+J : I I II 11 e CENTER U/WALL `� 'I d—El I FI I 0671 IL_ �.] B,_8�" Q ' i I An S30'x30"x10" I C FINISHED FLOOR I FOOTING WI • I ' AT+O'-O" J ^ 1ti (3) #4 EA. WAY r M ^ ak• NIor w IYm® -A.;- l------evmemeevoeevod. 1., ' �j 1 TYP. U.N.O.P.T. 4x4 POST I- ��v •. CRAWL S II ' eo _ 1 SDRAINTH ' 934"I-JOISTS AT 19.2" O.C. - FOOTING m TYPICALI ALLOW P Iiia DRAINAGI 1 1-121/4", 11'-7%" r)1r 1 14'-43/4" N 4I 1 9'-8}74" Ll.i 1 1'-6' A..mr -1 r I _ 1 x 9J¢" LVL r--1--/T�30"x30"x10" I ^ I 1 I FOOTING W/ I I Ali I 18"x18"x10" FTG. ' ____KNJ (3) #4 EA. WAY I —12V4"� o W/(2) #4 EW I &:4- 1 \i 6x6 P.T. POST I TO ® 7YP. U.N.O. i L---- I L.,.J to 10 Enk -J -- 1Y" x 934" LVL—__ SIM.VV`WSIM. ®1 - — ^ 2x1 PONY c 1° VA ^ WALL .a 1 :ISIM.WL�SIMmen .®f 4172% N � SIM_IRIM I eitIck L1 TART FRMG.I u'M .. �rat 1 �� I N 1 1 STHD14 STHD14 I j' y i6'-6y„ 9'4/1 I n o ,r) 3/" CONC. SLAB -6w' TOP OF SLAB 1 1.1 SLOPE 11/2'1 -121/2" TOP OF 8" L STEM.WALL _1, N 15238 1 0 .O7 ' S• Plan 7B_Structurat •017 ORSC).pdf 1 1 e6of26 7t�1Ja442 ABU44 1-2y" 6'-0" I App44 :v" , ` 1 1 ,v"I Title: PLAN 2613 Job# Dsgnr: TRE Date: 4:32PM, 16 SEP 14 Description :SF RESIDENCE Scope: STRUCTURAL DESIGN Pae 1 a ��-1yJ �� �tv' 14189_Plan_2613.ecw:ROOF FRAMING Description 2613B ROOF FRAMING Timber Member information RB.bl RB.b2 RB.b3 RB.b4 RB.b5 RB.b6 RB.b7 Timber Section 2-2x4 2-2x8 2-2x4 2-2x4 2-2x8 2-2x8 2-2x8 Beam Width in 3.000 3.000 3.000 3.000 3.000 3.000 3.000 Beam Depth in 3.500 7.250 3.500 3.500 7.250 7.250 7.250 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade Hem Fir,No.2 Hem Fir,No.2 Hem Fir,No.2 Hem Fir,No.2 Hem Fir,No.2 Hem Fir,No.2 Hem Fir,No.2 Fb-Basic Allow psi 850.0 850.0 850.0 850.0 850.0 850.0 850.0 Fv-Basic Allow psi 150.0 150.0 150.0 150.0 150.0 150.0 150.0 Elastic Modulus ksi 1,300.0 1,300.0 1,300.0 1,300.0 1,300.0 1,300.0 1,300.0 Load Duration Factor 1.150 1.150 1.150 1.150 1.150 1.150 1.150 Member Type Sawn Sawn Sawn Sawn Sawn Sawn Sawn Repetitive Status No No No No No No No Center Span Data Span ft 5.50 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 Results Ratio= 0.8084 0.1825 0.7366 0.2405 0.2627 0.8831 0 5124 Mmax@ Center in-k 7.26 5.62 6.61 2.16 8.10 27.22 15.79 @ X= ft 2.75 1.25 2.62 1.50 1.50 2.75 2.25 fb:Actual psi 1,185.3 214.0 1,080.0 352.7 308.2 1,035.9 601.0 Fb:Allowable psi 1,466.3 1,173.0 1,466.3 1,466.3 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 56.3 26.9 53.8 27.7 37.2 89.2 59.4 Fv:Allowable psi 172.5 172.5 172.5 172.5 172.5 172.5 172.5 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 165.00 281.25 157.50 90.00 337.50 618.75 438.75 LL lbs 275.00 468.75 262.50 150.00 562.50 1,031.25 731.25 Max.DL+LL lbs 440.00 750.00 420.00 240.00 900.00 1,650.00 1,170.00 @ Right End DL lbs 165.00 281.25 157.50 90.00 337.50 618.75 438.75 LL lbs 275.00 468.75 262.50 150.00 562.50 1,031.25 731.25 Max.DL+LL lbs 440.00 750.00 420.00 240.00 900.00 1,650.00 1,170.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL g~r Defl in -0.089 -0.002 -0.074 -0.008 -0.003 -0.037 -0.015 UDefl Ratio 744.5 18,789.1 856.0 4,587.6 10,873.3 1,764.6 3,717.4 Center LL Defl in -0.148 -0.003 -0.123 -0.013 -0.006 -0.062 -0.024 UDefl Ratio 446.7 11,273.4 513.6 2,752.5 6,524.0 1,058.7 2,230.4 Center Total Defl in -0.236 -0.004 -0.196 -0.021 -0.009 -0.100 -0.039 Location ft 2.750 1.250 2.625 1.500 1.500 2.750 2.250 UDefl Ratio 279.2 7,045.9 321.0 1,720.3 4,077.5 661.7 1,394.0 15238_2018.02.07_RT SF_Plan 7B_Structural Calculations(2017 ORSC).pdf • Page 7 of 26 Title: PLAN 2613 Job# Dsgnr: TRE Date: 4:35PM, 16 SEP 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Timber Beam 8z Joist Page 1 14189_Plan 2613 eowCRAWLSPACE FRAMING Description 2613 ABCD CRAWLSPACE FRAMING Timber Member Information TYP BEAM .. ».��„a,.....a. Timber Section 4x8 Beam Width in 3.500 Beam Depth in 7.250 Le:Unbraced Length ft 0.00 Timber Grade Douglas Hr- 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 Morax @ 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 Defl 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 UDefl Ratio 697.8 • 15238_2018.02.07_RT SF_Plan 7B_Structural Calculations(2017 ORSC).pdf Page 8 of 26 Title: PLAN 2613 Job# Dsgnr: TIRE Date: 4:34PM, 16 SEP 14 • Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Page 1 - d IJ3 t^ J 3 't iii<S 14189_Plan_2613<ecw:FloorFraming Description 2613B FLR FRMG 1 OF 3 Timber Member information 1 B.b1 B.b2 B.b3 B.b4 B<b5 B<b6 B.b7 Timber Section 4x10 5.5X14 IX LVL:1.750x14.000 2-2x8 5.5X141 JC 4x8 2-2x8 Beam Width in 3.500 5.500 1.750 3.000 5.500 3.500 3.000 Beam Depth in 9.250 14.000 14.000 7.250 14.000 7.250 7.250 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade Douglas Fir- Rosboro,Bigbeam level,LSL 1.55E Hem Fir,No.2 Rosboro,Bigbeam Douglas Fir- Hem Fir,No.2 Larch,No.2 2.2E 2.2E Larch,No.2 Fb-Basic Allow psi 900.0 3,000.0 2,325.0 850.0 3,000.0 900.0 850.0 Fv-Basic Allow psi 180.0 300.0 310.0 150.0 300.0 180.0 150.0 Elastic Modulus ksi 1,600.0 2,200.0 1,550.0 1,300.0 2,200.0 1,600.0 1,300.0 Load Duration Factor 1.150 1.150 ' 1.150 1.000 1.000 1.000 1.150 Member Type Sawn Manuf/Pine Manuf/Pine Sawn Manuf/Pine Sawn Sawn Repetitive Status No No No No No No No Center Span Data Span ft 16.00 22.00 4.00 3.50 18.00 4.50 4.50 Dead Load 5/ft 60.00 15.00 150.00 195.00 195.00 195.00 75.00 Live Load #/ft 100.00 40.00 400.00 520.00 520.00 520.00 200.00 Dead Load #/ft 160.00 - 325.00 Live Load #/ft 100.00 375.00 Start ft End ft Results Ratio= 0.9911 0.3689 0.0864 0.4901 0.6447 0.6054 0.9607 1 Mmax @ Center in-k 61.44 228.69 13.20 13.14 347.49 21.72 29.62 @ x= ft 8.00 11.00 2.00 1.75 9.00 2.25 2.25 fb:Actual psi 1,231.0 1,272.9 230.9 499.9 1,934.1 708.3 1,126.9 Fb:Allowable psi 1,242.0 3,450.0 2,673.8 1,020.0 3,000.0 1,170.0 1,173.0 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 53.6 60.5 28.6 56.6 109.3 70.0 111.4 Fv:Allowable psi 207.0 345.0 356.5 150.0 300.0 180.0 172.5 Shear OK Shear OK Shear OK Shear oK Shear OK Shear OK Shear OK Reactions _ 0 Left End DL lbs 480.00 1,925.00 300.00 341.25 1,755.00 438.75 900.00 LL lbs 800.00 1,540.00 800.00 910.00 4,680.00 1,170.00 1,293.75 Max.DL+LL lbs 1,280.00 3,465.00 1,100.00 1,251.25 6,435.00 1,608.75 2,193.75 @ Right End DL lbs 480.00 1,925.00 300.00 341.25 1,755.00 438.75 900.00 LL lbs 800.00 1,540.00 800.00 910.00 4,680.00 1,170.00 1,293.75 Max.DL+LL lbs 1,280.00 3,465.00 1,100.00 1,251.25 6,435.00 1,608.75 2,193.75 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK - xwz M b�.•.= _ aF.tiam"-s'c,..na .amu_ .s+.o-vev�_, ___s Center DL Defi in -0.240 -0.333 -0.001 -0.005 -0.166 -0.010 -0.030 UDefl Ratio 801.6 791.9 34,459.7 7,900.8 1,297.6 5,337.8 1,812.2 Center LL Defi in -0.399 -0.267 -0.004 -0.014 -0.444 -0.027 -0.043 UDefi Ratio 480.9 989.9 12,922.4 2,962.8 486.6 2,001.7 1,260.7 Center Total Defl in -0.639 -0.600 -0.005 -0.019 -0.610 -0.037 -0.073 Location ft 8.000 - 11.000 2.000 1.750 9.000 2.250 • 2.250 UDefi Ratio 300.6 440.0 9,398.1 2,154.8 353.9 1,455.8 743.5 15238_2018.02.07 RT SF_Plan 7B_Structural Calculations(2017 ORSC).pdf Page 9 of 26 Title: PLAN 2613 Job# Dsgnr: TRE Date: 4:34PM, 16 SEP 14 Description :SF RESIDENCE Scope: STRUCTURAL DESIGN Timber Beam & Joist Page 1 -- 14189 Plan_2613.ecw:Floor Framing 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 0.00 0.00 0.00 Timber Grade Hem Fir,No.2 Hem Fir,No.2 Douglas Fir- Hem Fir,No.2 Hem Fir,No.2 Hem Fir,No.2 Hem Fir,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 No No No No Center Span Data j x�.. 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 1.25 1.75 fb:Actual 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 90.3 Fv:Allowable psi 150.0 172.5 207.0 172.5 172.5 172.5 172.5 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK [-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 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK -1-- Center Center DL Defl in,.k w- -0.006 -0.006 -0.003 -0.003 -0.021 -0.003 -0.012 UDefI 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 UDefI 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 -0.053 -0.008 -0.031 Location ft 1.500 1.750 1.750 1.250 2.000 1.250 1.750 UDefI Ratio 2,509.2 3,243.5 7,022.9 4,497.4 905.4 3,708.4 1,351.4 15238_2018.02.07_RT SF_Plan 7B_Structural Calculations(2017 ORSC).pdf Page 10 of 26 Title: PLAN 2613 Job# Dsgnr: TRE Date: 4:34PM, 16 SEP 14 Description;SF RESIDENCE Scope: STRUCTURAL DESIGN Timber Beam & JoistPage 1 14189_Plan 2613.ecw:Floor Framing Description 26138 FLR FRMG 3 OF 3 Timber Member Information B.b15 B.b16 B.b17 B.b18 Timber Section 2-2x8 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 0.00 0.00 0.00 0.00 Timber Grade Hem Fir,No.2 Hem Fir,No.2 Douglas Fir- Douglas Fir- Larch,No.2 larch,No.2 Fb-Basic Allow psi 850.0 850.0 900.0 900.0 Fv-Basic Allow psi 150.0 150.0 180.0 180.0 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 #Ift 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 172.5 172.5 207.0 207.0 Shear OK Shear OK 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 UDefi Ratio 4,142.2 17,201.9 1,734.8 801.6 Center LL Defl in -0.010 -0.005 -0.104 -0.399 UDefi Ratio 5,177.8 10,321.1 1,040.9 480.9 Center Total Defl in -0.023 -0.007 -0.166 -0.639 Location ft 2.250 2.000 4.500 8.000 UDefi Ratio 2,301.2 6,450.7 650.5 300.6 15238_2018.02.07_RT SF_Plan 7B_Structural Calculations(2017 ORSC).pdf Page 11 of 26 Design Maps Summary Report IEGS dig •esigis Summa ry eport User-Specified Input uilding Code Reference Document 2015 International Building Code Site Coordinates 45.43123°N, 122.77149°W Site Soil Classification Site Class D - "Stiff Soil" Risk Category I/II/III i_• 2m, Be 1�6,t 15000m _ 049 cc" Mi7Naukie .41401( 2 10 garb Lake Oswego_ SThous x+1 3 kincity:iti `__ D srhars - • t=': AMERICA • To4latint_ fT+apque 1 114E' t a daza C� ! @ MapQuest USGS-Provided Output Ss = 0.972 g Spas = 1.080 g SDs = 0.720 g Sx = 0.423 g SMI = 0.667 g Soi = 0.445 g For information on how the SS and S1 values above have been calculated from probabilistic(risk-targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the"2009 NEHRP"building code reference document. MCEit Response Spectrum Design Response Spectrum c.es t.i1r a_t:Q 2.99 0.72 �is33 4-54 TrA 0:66 0.40 11.1.11u_44 0.22 0.33 0:334 ozz o.as e31 0_52- D.ge D.2o 0.4e 00.335 0.go i.eD 1.2e 1.40 Lai 1_e0 zQD 0.00 r1.20 5.40 5.05 5.50 1.55 1.55 1.45 1_ge 1.s13 2.05 Period,T Usti Period,Tis*c} 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. 15238_2018.02.07 RT SF_Plan 7B_Structural Calculations(2017 ORSC).pdf Page 12 of 26 http://ehp2-earthquake.wr.usgs.gov/designmaps/us/summary.php?template=minimal&latit... 2015 IBC SEISMIC OVERVIEW SHEET TITLE: 2015 IBC SEISMIC OVERVIEW CT PROJECT#: 15238_7 Step# 2015 IBC ASCE 7-10 1. OCCUPANCY CATEGORY TYPE=II Table 1604.5 Table 1.5-1 2. IMPORTANCE FACTOR IE= 1.00 Section 1613.1 ->ASCE Table 1.5-2 3. Site Class-Per Geo. Engr. S.C.= D Section 1613.3.5 Section 11.4.2/Ch.20 Table 1613.3.3(2) Table 20.3-1 4. 0.2 Sec. Spectral Response Ss= 0.97 Figure 1613.3.1(1) Figure 22-1 5. 1.0 Sec. Spectral Response S1= 0.42 Figure 1613.3.1(2) Figure 22-2 6. Site Coefficient(short period) Fa= 1.11 Figure 1613.3.3(1) Table 11.4-1 7. Site Coefficient(1.0 second) Fv= 1.58 Figure 1613:3.3(2) Table 11.4-2 SMs=Fa*Ss SMs= 1.08 EQ 16-37 EQ 11.4-1 SM1=Fv*Si SMI= 0.67 EQ 16-38 EQ 11.4-2 SDs=2/3*SMs SDS= 0.72 EQ 16-39 EQ 11.4-3 SDI=2/3*SMI SDI= 0.44 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 Table 12.2-1 12. Response Modification Coef. R= 6.5 N/A Table 12.2-1 13. Overstrength Factor Oo= 2.5 N/A Table 12.2-1 14. Deflection Amplification Factor CD=4.0 N/A Table 12.2-1 15. Plan Structural Irregularities --- No N/A Table 12.3-1 16. Vertical Structural Irregularities --- No N/A Table 12.3-2 17. Permitted Procedure Equiv. Lateral Force --- Table 12.6-1 15238 2018.02.07 RT SF Plan 7B Structural Calculations(2017 ORSC).pdf Page 13 of 26 ' 2015 IBC EQUIV.LAT.FORCE SHEET TITLE: 2015 IBC EQUIVALENT LATERAL FORCE PROCEDURE PER ASCE 7-1 ' CT PROJECT#: CT#14253:Plan 2613 SDs= 0.78 h„ = 18.00(ft) SDI= 0.50 X = 0.75 ASCE 7-05(Table 12.8-2) R= 6.5. Ct= 0.020 ASCE 7-05(Table 12.8-2) IE= 1.0 T= 0.175 ASCE 7-05(EQ 12.8-7) Si= 0.50 k= 1 ASCE 7-05(Section 12.8.3) 11= 6 ASCE 7-05(Section 11.4.5:Figure 22-15) Cs=Sps/(R/IE) 0.120 W ASCE 7-05(EQ 12.8-2) Cs=SDI/(T"(R/IE)) (for T<T L) 0.440 W ASCE 7-05(EQ 12.8-3)(MAX.) Cs=(SDI*TO/(T2*(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 w, *h,k DESIGN SUM LEVEL Height (ft) h; (ft) (sgft) (ksf) (kips) (kips) Ew; *h;k Vi DESIGN Vi Roof --- 18.00 18.00 1280 0.022 28.16 506.9 0.58 3.21 3.21 2nd 8.00 10.00 10.00 1310 0.028 36.68 366.8 0.42 2.33 5.54 1st(base) 10.00 0.00 SUM= 64.8 873.7 1.00 5.54 E=V= 7.75(LRFD) E/1.4= 5.54(ASD) 15238_2018.02.07_RT SF_Plan 7B_Structural Calculations(2017 ORSC).pdf Page 14 of 26 ASCE 7-10 WIND Part 2 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM USING LOADS FROM ASCE 7-10 CHAPTER 28,PART 2 CT PROJECT 4: CT#14253:Plan 2613 N-S E-W F-B S-S 2016 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 ult. Wind Speed 3sec.Gust= 120 120 mph Figure 1609 V asd. Wind Speed Fig. 26.5-1A thru C P 3 Sec.Gust= 93 93 mph (EQ 16-33) Exposure= B B lw= 1.0 1.0 N/A N/A Roof Type= Gable Gable Ps3oA= 28.6 28.6 psf Figure 28.6-1 Ps30 a= 4.6 4.6 psf Figure 28.6-1 Ps30 c= 20.7 20.7 psf Figure 28.6-1 PS30 D= 4.7 4.7 psf Figure 28.6-1 X= 1.00 1.00 Figure 28.6-1 K:t= 1.00 1.00 Section 26.8 windward/lee= 1.00 1.00(Single Family Home) a*Kit*I : 1 1 Pa=X*Kzt*I*ps30= (Eq.28.6-1) PSA= 28.60 28.60 psf (LRFD) (Eq.26.6-1) Pse= 4.60 4.60 psf (LRFD) (Eq.28.6-1) Psc= 20.70 20.70 psf (LRFD) (Eq.28.6-1) Pe D= 4.70 4.70 psf (LRFD) (Eq.28.6-1) PSAand caverage= 24.7 24.7 psf (LRFD) Ps a and 0 average= 4.7 4.7 psf (LRFD) a= 3 3 Figure 28.6-1 2a= 6 6 width-2*2a= 14 44 MAIN WIND-ASCE 7-10 CHAPTER 28 PART 2 AreasN-S )( 1.00 1 00 Areas(E (N-psf (E-W) Wind(N-S)(LRFD) Wind(E-W) (LRFD) width factor roof--> 0.89 0.89 16 psf min. 16 psf min. width factor 2nd--> 1.00 0.89 wind(LRFD) wind(LRFD) DIAPHR. Story Elevation Height AA AB AC A D AA AB Ac AD LEVEL Height (ft) hi(ft) h(ft) (sq.6) (sq.6)(sq.ft)(sq.6) (sq.ft)(sq.ft)(sq.6)(sq.6) per 28.4.4 per 28.4.4 WIND SNWIND 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 2nd 8.00 10.00 10.00 4.0 48 0 56 0 48 0 156.6 0 6.7 12.8 3.98 3.98 7.41 7.41 9.0 108 0 126 0 108 0 396 0 3.7 1st(base) 10.00 0.00 0.00 8.1 5.70 9.68 11.29 18.70 0 0.00 0.00 AF= 650 AF= 1307 10.4 20.9 Vn-s- ( )- 9.68 V(e-w)= 18.70 • kips(LRFD) kips(LRFD) kips kips 15238_2018.02.07_RT SF_Plan 7B_Structural Calculations(2017 ORSC).pdf Page 15 of 26 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 MAIN WIND-7-10 CHAPTER 28 PART 1 ,Wind(N-S) Wind(E-W) Min/Part 2(Max.) Min/Method 1(Max.) Wind(N-S)(LRFD) Wind(E-W)(LRFD) DIAPHR. Story Elevation Height DESIGN SUM DESIGN SUM DESIGN SUM DESIGN SUM LEVEL Height (ft) hi(ft) Vi(N-S) V(N-S) Vi(E-W) V(E-W) Vi(N-S) V(N-S) Vi(E-V) V(E-1A0 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-Min./Part 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(NS) 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 i • V(n-s)= 10.40 V(e-w)= 20.91 V(n-s)= 8.06 V(e-w)= 16.19 kips(LRFD) kips(LRFD); kips(ASD) kips(ASD) • 15238_2018.02.07_RT SF_Plan 7B_Structural Calculations(2017 ORSC).pdf Page 16 of 26 SHEET TITLE: LATERAL N-S(front to back-up/down) CT PROJECT#: CT#14253:Plan 2613 Diaph.Level: Roof Panel Height= 8 ft. Seismic V i= 3.21 kips Design Wind N-S V I= 5.16 kips Max.aspect= 3.5 Sum Seismic V i= 3.21 kips Sum Wind N-S V i= 5.16 kips Min.Lwall= 2.29 ft. Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wnd Wind Wind Max. Wall ID T.A. Lwall LDL eff. C 0 w dl V level V abv.V level V abv. 2w/h v i Type Type v i OTM R U U (soft) (ft) (ft) (kit) (kip) (kip) (kip) (kip) p OTM net sum OTM RDTM Unet Usum Usum HD (Plt) (pit) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext. left 1* 360 27.5 27.5 1.00 0.15 1.45 0.00 0.90 0.00 1.00 1.00 33 P6TN P6TN 53 7.23 28.08 -0.78 -0.78 11.60 34.03 -0.84 -0.84 -0.78 Ext. left 2 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1,00 0.00 0 --- - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 Ex- -t. left 4 280 16.0 16.0 1.00 0.15 1.13 0.00 0.70 0.00 1.00 1.00 44 P6TN P6TN 70 5.62 9.50 -0.25 -0.25 9.02 11.52 0.016 -0.00 00 0.16 016 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 Ext. right1** 640 46.0 46.0 0.95 0.15 2.58 0.00 1.61 0.00 1.00 1.00 37 P6TN P6TN 59 12.85 78.56 -1.45 -1.45 20.62 95.22 -1.65 -1.65 0.47 perf Ext. right2 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 0.000.000 . 0.00 0.00 0.00 0.00 0.00 -- - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - - 0 0.00 0.00 0.00 0 0.0000 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 ___ - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 __ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 __ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 ___ 0 0.00 0.00 00.0000 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 _-_ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 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 --- D 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 __ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1280 89.5 87.2=L eff. 5.16 0.00 3.21 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0.00 - - EVwind 5.16 EVEQ 3.21 Notes: * denotes with shear transfer ** denotes perferated shear wall iSB denotes iSB Shear Panel 15238_2018.02.07_RT SF_Plan 7B_Structural Calculations(2017 ORSC).pdf Page 17 of 26 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 Sum Seismic V i= 5.54 kips Sum Wind N-S V i= 8.06 kips Min.Lwall= 2.57 ft. 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 LDLeff. C 0 w dl V level V abv.V level V abv. 2w/h vi Type Type vi OTM ROTM YP U net Usum OTM ROTM Unet Usum Usum HD (sqft) (ft) (ft) (kit) (kip) (kip) (kip) (kip) p (pit) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext. left 1* 370 18.0 18.0 0.65 0.15 0.81 1.45 0.65 0.90 1.00 1.00 133 P6TN P6 193 14.00 12.03 0.11 -0.66 20.37 14.58 0.33 -0.50 1.74 perf 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 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 Ex- -t. left 4 290 8.3 12.0 1.00 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 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 ___ _ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 __ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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. right1** 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 t -1.52 -2.97 36.25 0 0.00 0.00 0.00 0.00 0.00 /# -1.72 -3.37 1.22 perf Ext. right2 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- _ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. rght3** 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 ___ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0_-_ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. right4 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 ___ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 ___ _ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. right5 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 __ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 __ _ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0,00 1.00 0.00 0 __ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 ___ _ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 ___ _ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0,00 0.00 0,00 0.00 0.00 1.00 0,00 0 -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 __ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 __ _ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 ___ 0 0.00 00.0000 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 ___ 0 0,00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - -- 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 ___ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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=Leff. 2.90 5.16 2.33 3.21 1.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 EVwind 8.06 EVEa 5.54 Notes: * denotes with shear transfer ** denotes perferated shear wall iSB denotes iSB Shear Panel 15238_2018.02.07_RT SF_Plan 7B_Structural Calculations(2017 ORSC).pdf Page 18 of 26 SHEET TITLE: LATERAL E-W(side to side-left/right) 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 Sum Seismic V i= 3.08 ki s Min.Lwall= 2.29 ft. P Sum Wind E-W V i= 7.71 kips Wind Wind E.Q. E.Q. p= 1.30 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LDL eft C 0 w dl V level V abv.V level V abv. 2w/h v i Type(sqft) Type vi OTM RoTM Unet Usum OTM Rom' Unet Usum Usum HD (klf) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Front MS-TR* 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 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- Front Bath* 234 4.5 9.5 1.00 0.15 1.41 0.00 0.56 0.00 1.00 1.00 162 P6 P6 313 5.85 1.61 1,110.00 1.11 11.27 1.92 2.44 2.44 2.44 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- _ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Int KIT 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0,00 0 -_ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -__ _- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 ___ _ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Gar Rear 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -_ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Rear BR23* 640 9.1 14.0 1.00 0.16 3.85 0.00 1.54 0.00 1.00 1.00 220 P6 P4 0 0.00 5.11 10.00.29 .20 0.00 1.29 30.82 6.1 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 424 16.00 0.0.00 0.00 0.0000 2.94 2.94 0.00 0 0.00 Gar Alley 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 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 __. 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 __. 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 ___ _- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 _-_ _ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 _- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-----_ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 __ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 ___ _ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 ___ _ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 __ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 ___ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 ___ - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1280 18.6 18.6=Leff. 7.71 0.00 3.08 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 EVw)ud 7.71 EVEQ3.08 Notes: denotes with shear transfer ** denotes perferated shear wall iSB denotes iSB Shear Panel 15238_2018.02.07_RT SF_Plan 7B_Structural Calculations(2017 ORSC).pdf Page 19 of 26 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:PIan7A Diaph.Level: 2nd Panel Height= 9 ft. Seismic V i= 2.23 '.s Design Wind E-W V i= 4.84 kips Max.aspect= 3.5 Sum Seismic V i= 5.31 ips Sum Wind E-W V i= 12.54 kips Min.Lwall= 2.57 ft. Wind Wnd 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 eff. C 0 w dl V level V abv.V evel V abv. 2w/h v i Type Type vi OTM RoTM U1et Us„m OTM R U Usum (sgft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (plfl pTM (kip) sum sum HD (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (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 0.6a 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 1.110 0.00 0.00 0.00 2.44 2.44 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 ___ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Int KIT 0 0.0 0.0 1.00 0.0' 0.00 0.00 0.00 0.00 1.00 0.00 0 ___ _ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0 40 0.00 0.00 0.00 0.00 1.00 0.00 0 ___ -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 6.00 0.00 0.00 0.00 0.00 1.00 0.00 0 __ -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 1.01 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 7. 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 0.0 0., 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 ___ -- 0 0.00 17.16 -6.06 -4.76 0.00 20.48 -7.23 -4.29 -4.29 e V- - • •, 1 1 6- '0 • 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 • 0.89 331 P4 P3 631 10.59 1.21 2.81 2.81 22.73 1.44 6.39 6.39 6.39 - - 1 0.0 1.0 1.0, p.00 0.00 0.60 0.06 6.00 1.+0 0.00 0 -- Gar AMP 118 2.0 8.0 1.00 0.15 0.43 0.83 0.20 0.26 1.06 0.44 671 2P4 P3 631 5.37 0.60 3.58 3.58 11.36 0.72 0.0077.98 .9 7. 98 - 6 0.0 '0 1.61 1.01 1 00 0 10 0.0' '00 1 60 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 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 ___ -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -__ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 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 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 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 1320 29.0 29.0=Leff. 4.84 7.98 2.23 3.04 F'Vwind 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 15238_2018.02.07_RT SF_Plan 7B_Structural Calculations(2017 ORSC).pdf Page 20 of 26 JOB it:CT#14253:Plan 2613 ID:Upper Lehi*(MSTR and BR4) Roof Level w di= 150 plf 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 v hdr eq= 32.7 plf A H1 head= vhdr= 52.7 plf --r H5 head= 1 Fdragl eq=45.0 Fdrag2 eq=14.3 Fdrag5eq=28.6 Fdrag6 eq=45.0 1 A Fdragl w= .5 Fdragl. 23.1 Fdrag5 w= •..1 Fdra••w=72.5 n Hl pier= vi eq= 45.0 plf v3 eq= 45.0 pif v5 eq= 45.0 H5 pier= 4.0 vi w= 72.5 pif v3 w= 72.5 Of v5 w= 72.51 4.0 feetfeet H total= 2w/h= 1 2w/h= 1 2w/h= 1 8.0 V Fdrag3= •..1 Fdra.-- 14.3 feet A Fdragl w=72.5 Fdragl w=23.1 Fdrag7eq= :.6 Fdrag8e. 45.0 V P6TN E.Q. Fdrag7w=.46.1 Fdrag8w=72.5 A P6TN WIND vsill eq= 32.7 plf Hl sill= (0.6-0.14Sds)D 0.60 vsillw= 52.7 plf 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 H/L Ratios: L1= 11.0 L2= 2.5 L3= 3.5 L4= 5.0 L5= 5.5 Htotal/L= 0.29 a ► 4 W 0.4 t.a I. Hpier/L1= 0.36 < _ ) Hpier/L3= 1.14 L total= 27.5 feet Hpier/L5= 0.73 0.90 L reduction • • 15238_2018.02.07_RT SF_Plan 7B_Structural Calculations(2017 ORSC).pdf Page 21 of 26 . . 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 ► ► vhdreq= 61.8 p/f o.- 4 4 H head= A v hdr w= 191.5 p/f 1.083 v Fdragl eq= 355 F2 eq= 355 A Fdragl w= 01 F2 - 1101 H pier= v1 eq= 204.0 plf v3 eq= 204.0 p/f P6 E.Q. 5.0 v1 w= 632.0 p/f 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 plf P6TN 2.0 EQ Wind v sill w= 191.5 plf 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 I Htotal/L= 0.49 I Hpier/L1= 2.00 , ► 14 0 ► Hpier/L3= 2.00 L total= 16.5 feet t. 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 ► I. vhdreq= 126.5 plf ► -H head= AA I v hdr w= 378.2 p/f 1.083 V Fdragl eq= 727 F2 eq= 727 Fdragl w= 75 F2 2175 H pier= v1 eq= 390.9 plf v3 eq= 390.9 plf P3 E.Q. 5.0 vi w= 1169.1 plf v3 w= 1169.1 plf 2P3 WIND feet H total= 2w/h= 1 2w/h= 1 9.083 . v Fdrag3 eq= 7 F4 e.- 727 feet A Fdrag3 w=2175 F4 w=2175 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 126.5 p/f P6TN 3.0 EQ Wind v sill w= 378.2 Of P4 feet OTM 19528 58404 R OTM 10646 13005 v UPLIFT 544 2780 Up above -113 839 UP sum 431 3619 H/L Ratios: L1= 2.8 L2= 11.5 L3= 2.8 Htotal/L= 0.53 d ► a ►a ► Hpier/L1= 1.82 Hpier/L3= 1.82 L total= 17.0 feet ► 15238_2018.02.07_RT SF_Plan 7B_Structural Calculations(2017 ORSC).pdf Page 22 of 26 JOB#: CT#14253:Plan 2613 SHEARWALL WITH FORCE TRANSFER ID: Front Upper MSTR Bath* Roof Level w dl= 150 plf V eq 590.0 pounds 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 ® o- vhdreq= 62.1 plf D AH head= A vhdrw= 191.6 p/f 1.083 y Fdragl eq= 155 F2 eq= 155 A Fdragl w= - 9 F2 -479 H pier= vi eq= 131.1 pff v3 eq= 131.1 plf P6TN E.Q. 3.5 vi w= 404.4 plf v3 w= 404.4 plf P4 WIND feet H total= 2w/h= 1 2w/h= 1 8.083 T Fdrag3 eq= . -•- 155 feet 0 Fdrag3 w=479 F4 w=479 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v si/I eq= 62.1 plf P6TN 3.5 EQ Wind v sill w= 191.6 plf P6 feet OTM 4769 14711 R OTM 3325 4061 g ® UPLIFT 164 1206 Up above 0 0 UP sum 164 1206 H/L Ratios: L1= 2.3 L2= 5.0 L3= 2.3 Htotal/L= 0.85 4 > a ®d Hpier/L1= 1.56 Hpier/L3= 1.56 L total= 9.5 feet 15238_2018.02.07_RT SF_Plan 7B_Structural Calculations(2017 ORSC).pdf Page 23 of 26 JOB#:CTO 14253:Plan 2613 ID:Rear Upper BR23* Roof Level w dl= 160 plf V eq 1610.0 pounds V1 eq= 424.8 pounds V3 eq= 760.5 pounds V5 eq= 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 ► A H1 head= vhdr= 225.9 plfH5 head= W 1 + Fdragl eq=96.5 Fdrag2 eq= 172.8 Fdrag5 eq= 172.8 Fdrag6 eq= 96.5 1 A Fdragl w= !8.0 Fdragl 533.4 Fdrag5 w= A Fdra•. -298.0 I A H1 pier= vleq= 134.1 plf v3eq= 134.1 plf v5eq= 134.1 H5 pier= 4.0 vl w= 414.0 plf v3w= 414.0 plf v5w= 414.01 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 Fdrag8w=298.0 A P4 WIND vsill eq= 73.2 plf H1 sill= (0.6-0.14Sds)D 0.6D vsill w= 225.9 p/f H5 sill= 3.0 EQ Wind 3.0 feet OTM 12880.0 39760.0 feet R OTM 18074 22078 w 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 Htotal/L= 0.36 4 /0 4 4 ►4 1.4 d Hpier/L1= 1.26 Hpier/L3= 0.71 < L total= 22.0 feet Hpier/L5= 1.26 0.95 L reduction 15238_2018.02.07_RT SF_Plan 78_Structural Calculations(2017 ORSC).pdf Page 24 of 26 Table 1. Recommended Allowable Design Values for APA Portal Frame Used on a Rigid-Base Minimum Width Maximum Height Allowable Design(ASD)Values per Frame Segment (in.) (ft) ShearleM(lbf) Deflection(in.) Load Factor 8 850 (1190 WIND) 0.33 3.09 16 10 625 (875 WIND) 0.44 2.97 8 1,675 (2345 WIND) 0.38 2.88 24 10 1,125 (1575 WIND) 0.51 3,42 1'-10 1/2" 8 1520 EQ(2128 WIND) Foundation for ind or Seismic Loadingf",v," 10 ��31 EQ(1444 WIND) (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 not a design consideration,the tabulated design shear values are permitted to be multiplied by a factor of 1.15.This factor is permitted to be used cumulatively with the wind-design adjustment factor in Footnote(e)above. Figure 1. Construction Details for APA Portal-Frame Design with Hold Downs • Extent of header with double portal frames(two braced wall panels) Extent of header with single portal frame (one braced wall panels) Header to jack-stud strop I. 2'to 18'rou h width of o enin I per wind design min 1000 lbf g P 9 1 on both sides of opening for single or double portal opposite side of sheathing • Pony a--:- ii 4 ) 1f ' h, wall height ; 1. • , {: . . Fasten top plate to header Min.3°x 11-1/4"net header d• with two rows of 16d steel header not allowed sinker nails at 3"a.c.typ .. .S Fasten sheathingto header with 8d common or t i. { Min.3 8"wood structural / 12' .Ii galvanized box nails at 3"grid pattern as shown ;i panel sheathing max total F _-Header to jack-stud strap per wind design. z wall Min 1000 lbf on both sides of opening opposite height side of sheathing. If needed,panel splice edges shall occur over and be 10' ,t-Min.double 2x4 framing covered with min 3/8" /1. nailed to common blocking thick wood structural panel sheathingathin with .. within middle 24"of portal max height 8d common or galvanized box nails at 3'o.c. height.One row of 3"o.c. in all framing(studs,blocking,and sills)typ. nailing is required in each al I I is panel edge. li nthofpanelper table 1 i Typical portal frame P Min length ., a. h• o �• a.1 �, construction 1 Min(2)3500 lb strap-type hold-downs • 1 1; [ (embedded into concrete and nailed into framing) PI Min double 2x4 post(king L. . and jack stud).Number of Min reinforcing of foundation,one#4 bar "= fi_� jack studs per IRC tables 4-1....4,...).- -- ° - -1° top and bottom of footing.Lap bars 15"min. " ,I R502.5(1)&(2). i Min footing size under opening is 12"x 12".A turned-down Min 1000 lb hold-down slab shall be permitted at door openings. device(embedded into concrete and nailed Min(1)5/8"diameter anchor bolt installed per IRC R403.1.6— into framing) with 2"x 2"x 3/16"plate washer 15238_2018.02.07_RT SF_Plan 7B_Structural Calculations(2017 ORSC).pdf Page 25 of 26 180 Nickerson St, T ENGINEERING Suite 302 Project: 711 e ,3f iv"6OC �'�i�7i� � nJ la-- Seattle,WA Date: 98109 � Q r7 (-555 0: (zo6)285-4512z � Client: ✓1W �'/"�r (, � L C !&r15�Z� Page Number: FAX:(206)285-0618 • 1 p �S ��o . `t �1 t' , . f3ej fc.s---w7,?-4- To(Li .. ?\nat'l �R r77 -ee �,l a. 'Th() • rr0 t . C Yoe �� .�Q j;>,, �� . 6)_0,-2: .0, e12 (5. 0'6 ��� LIZ) Mn . CSC ( 4 2- h062.)oa-( 6.8 k3. 77). . tpti ) 5‘.1 . X /C F13\ bo/(2) k 4_ ©, 6L° utU(. 12x1(2 I/I4- A ot,i A— 4h5►1 t; JN Ct; pQ�V J iS 15238_2018.02.07_RT SF_Plan 7B_Structural Calculations(2017 ORSC).pdf Page 26 of 26 Structural Engineers