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M$r2,t i-Oo3t5 1(¢110 $W 5t0J514MAW 5r RECEIVED CTStructural Engineers ENGINEERING DEC 0 6 2018 180 Nickerson Street Suite 302 Seattle, WA 98109 INC. 206.285.4512 (V) 206.285.0618 (F) CITY OF TIGARD BUILDING DIVISION #15238 Structural Calculations Polygon at River Terrace Single—FamilyCC6GPNRE° t Plan 26108 Tigard, OR 's REG N !cs _21.2 Gg\ Design Criteria: 2017 ORSC (2015 IBC) 03/21/2018 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 1 b23tt_2U18.U3.21_K I Sh_Plan 2810B_Structural Calculations(201/Of SC).pdt Mage 1 012/ • INC 180 Nickerson St. Suite 302 Seattle,WA 98109 (206)285-4512(V) (206)285-0618(F) Polygon Northwest Company Polygon at River Terrace(Single-Family I'omes)—Tigard, 0 '' DESIGN SUMMARY: 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 Hoists. 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_2018.03.21_RT SF_Plan 2610B_Structural Calculations(2017 ORSC).pdf • Page 2 of 27 SHEET TITLE: DEAD LOAD SUMMARY CT PROJECT#: ROOF Roofing-asphalt shingles 3.5 psf Misc. 0.9 psf 5/8"plywood(O.S.B.) 2.2 psf Trusses at 24"o.c. 3.0 psf Insulation 1.0 psf (1) 5/8"gypsum ceiling 2.8 psf Misc./Mech. 1.6 psf ROOF DEAD LOAD 15.0 PSF FLOOR floor finish 3.0 psf NO gypsum concrete 0.0 psf 3/4"plywood (O.S.B.) 2.7 psf Floor Framing(Trusses/Joists) 4.3 psf Insulation 1.0 psf (1) 5/8"gypsum ceiling 2.8 psf Misc. 1.2 psf FLOOR DEAD LOAD 15.0 PSF 15238_2018.03.21_RT SF Plan 2610B_Structural Calculations(2017 ORSC).pdf • Page 3 of 27 ee • r _ ,'2)2x10 HDR GABLE ENDTTRUSS _ (2)2x10 HDR , I RB.bl r u RB.b2 1 I i —1— i i1017 L C-M 1-7t ROOF1RUSSES AT 24°O.C.T1P. 0. ,-,.-„,•4'N 1-- 0 4 _ 0 tN X22"x30'I �ATTIC e !.:. 2 ACCESS� G...:yih. S9.1 .i.7 1 4:12 BOTTOM / I `(1 I CHORD,TYP. I i \ P .N q r A . E-1 �•� 4 It � k ss.1 r. z i '2 2x17 HDR 2)2x10 FDR 1 -II (2)2x10 HDR(2)2x10 HDR(2)2x10 HDR J\,\t- RB.bSI GABLE ENL TRUSS L RB.p6 ;e ee ALL BEAMS/HDRS NOT LABELED ARE 'SIM'IN DESIGN TO BEAMS/HDRS WHICH ARE LABELED PLAN 26108 ROOF FRAMING PLAN 7/4"-I'-0" AMERICAN MODERN 15238_2018.03.21_RT SF Plan 2610B_Structural Calculations(2017 ORSC).pdf . . Page 4 of 27 LkAIM Pa 5MD14I GABLE'END TRUSS © 42 HR _ ,4 I%1 8-IDR O : I 14P I I MANUFAOURED ROOF 0TRussEs AT 24"0.0. 7 Ur © I'I pica? � r 1 Arnc 1 a I IQ . 0 1.ACCESS I .NL il o 1 1 1 �;� I P6 I 8 I •9 STHD14 HUC01.61/I1 ® B. b2 S9' SIM. I L. ----�,Ii ------7-471,s E _., .x. .,, BIG PFAU j r � 6X6 73 ,I@3F -1 1•-1 13 -i a.: r.1 59.0 SIM. 2 � 1 ' 9.0 ; S9.0 © .1,42.91LLVL , l tia l 1 I 1 149X14 LVL - 0 ! 0 " to of •{"�l i�m 4 °,) I . 1 e 1.6211 ' - co,fit - 2 S�X74 LVL FB sl POST .WCI:)..- --- I-A =!' 0 �tr==1 rl_ _ STAIR"y ' o s 11 I 1X74 L `FRAMING//11 a 0 110 1 I-1 120- -1 1 \\ / 1 x, II)IA� 1 \ 1 1 / II. - '2'+�M ��/--i ga 'N\\ / Il ti oI •A 14"FLOOR TRUSSES®19.2"O.C.TSP. _ ,-.T, c m i� 1 1 `m O 9.0 S , IIS . \ o A --, fir -1,•', .1 i 1.7-,,37 x`v. .1\_, r 1_ ` ,•1 v 1\=19 I _ ____ 1 _r b 9.0 GT ABOVE '' o -Q GT ABOVE '1 I 1 -- Rq �•----4 I 11; FAIBTIES 11 I :I::::LA4!!1 's to 4'.42XROOFI ,- FRAMING' 4 SIM. 6 i1 ^ - -_ ii•O 2x10 BLOCKING FOR L_ I 59.0 i ( 'SI TV®+73°A.F.F.(To a-, r. ®' �,...1._ -` _ -� �o BOTTOM OF 2x10) o A GT A:0 --� �k____ 7 i5 I ai (2)2x10 (2)z%10 C2)2x=O(2)2x70 .j: bl 13 i Nuc01.81/11 a HDR HDR -- 31HOR_ HDR A71 'B. 12 7.b1-7-1-. 1127b177 •.f;\ NOTE ALL HEADERS ill P, I•:::: c �'" ♦ (2)2X10 U.N.O. • moi.:.;:•.::.::.I:•::: ::�:•:'. • 7_ �YiO HDR' - •::40. •R :: r•..1.:_ L ---- --- 8.b .0-- --- --- -./...:,::::::::::.::::::*,. . ::•:•:•rrii:•:..... 6X6 POST 17 ' 6X9 POST 6X6 POST All SIN. MAIN LEVEL SHEARWALLS PLAN 26106 UPPER LEVEL FLOOR FRAMING ° . - • . 1/4'61'-0" AMERICAN MODERN • ALL BEAMS/HDRS NOT LABELED ARE 'SIM'IN DESIGN TO BEAMS/HDRS WHICH AR4@EI8PP03.21_RT SF_Plan 2610B_Structural Calculations(2017 ORSC).pdf • Page 5 of 27 22'-D" ® 72 e 5THD74 58.0 1.--i0 1 ♦ 4 r --� -I 3x1A BLOCK OUT @ STEM WALL TYP. 319CONC. SLAB OVER 4"FREE DRAINAGE MATERIAL 12 ii ® OVER COMPACTED FILL S6.0 •••"' a i VERIFY GARAGE SLAB HEIGHT ' 0 WITH GRADING PLAN - I-16"1 XN. 314"CONC. & siila 49 PATIO SLABffi m SLOPE I W 2"ON 1 0 6'-3" ® V-91 12'e" a'-iii" 4'-0" 7.-2)/2" I 1 - " L -4 S11-ID1 ' - <'` VARIES:MIN. `,•ti-'_.—'�-- L; _'.I SIM. "',,—"--,. I -- �' 3"FROM TOP OF ,r . I I --I STEM WALL 10 ® o S6.0 -i �a I I I 1-113'4" _ J •a 1�L ___I L51HD141-- P4 �SMD14 . 1 1 ... 1 r - , L--• u 1 1 1 { --L,-1--I I j I j ■ m1 FURNACE--J I In ABOVE i-__1 00 I FIXTURE ABOVE-H- I I .I-4P I I 01 I I 1 4—e 1 I THIS u> T I I SIDE FINISHED FLOOR I " 18X2 Cajun. L 15 1c) A: n'` SPACE ACCESS AT+0'-0" ro ----1 -. i Ir--I I I I _ ' P.T.4x4 POST, "-- i J 1 30X30X10 I I L.,-.1 I Tr.,U.N.O. T I FTG.W/(3) Pf-J I �l 1 '® i 1 #4 EA. WAY 3'-11 aiii" I 0 1......*....'® °°J 1 m (167.(:).'...---;174-1; 1911"I-JOISTS AT 19.2"0.C. o I L.r.J TYPICAL "� I I 12-0" t A 14'-0" 1mM i T 1 , 1 a�j -113'4 m 1 18X18X10 FTG. 16 --F IIpp W/(2)#'4 EA.WAY 56.0 L4-J i TIP.U.N.O. -113/4'1 J I2X4 PONY II C To 7 011 411 WALL L.... .._th_L •--.-_.._. -. S6.O II -5" p A I 1 P6 #I ro" ®i I 314" CONC. S SLOPE SLAB -J L --- • N. ♦ ♦ L\'SiHD14 atia - nig / ® , "' 2 i. .r I ®' 1 -0" "r SM, h in m "' 49 • I FTHICKENEO IABU66 POST SLAB EDGE 6x6 POST W/ BASE >:, 66-- �6x6 POST 4-Th0P I �♦ I 6x6 POST POS BASE 1 1TOP OF SLAB I } 6'-0" j POSTBBASE 16'-034 9'-4Y4" 0 PLAN 26108 FOUNDATION PLAN 1/4"=1'0" - AMERICAN MODERN ALL BEAMS/HDRS NOT LABELED ARE 'SIM'IN DESIGN TO BEAMS/HDRS • WHICH AR-, E43.21_RT SF_Plan 2610B_Structural Calculations(2017 ORSC).pdf Page 6 of 27 Title: Job# • Dsgnr: Date: Description :SF RESIDENCE Scope: STRUCTURAL DESIGN I Tial ber Be.,ran az jc s Page 1 14189_Plan_2810 ecw:ROOF FRAMING Description 26108 ROOF GT reactions I Timber Member information 1 GT.b1 GT.b2 Timber Section 3.125x18 2-2x12 Beam Width in 3.125 3.000 Beam Depth in 18.000 11.250 Le:Unbraced Length ft 0.00 0.00 Timber Grade ouglas Flr,24F- Hem Flr,No.2 V4 Fb-Basic Allow psi 2,400.0 850.0 Fv-Basic Allow psi 240.0 150,0 Elastic Modulus ksi 1,800.0 1,300.0 Load Duration Factor 1.150 1.150 Member Type Glu Lam Sawn Repetitive Status No No hh Center Span Data to Span ft 26.00 10.00 Dead Load #/ft 30.00 150.00 Live Load #/ft 50.00 250.00 Dead Load #/ft 120.00 Live Load #/ft 200.00 Start ft 17.000 End ft 26.000 Point#1 DL lbs 750.00 LL lbs 1,250.00 @ X ft 17.000 IResults Ratio= 0.6866 0.9700 _ __,. .:,:Y Mmax @ Center in-k 315.85 60.00 @ X= ft 16.95 5.00 fb:Actual psi 1,871.7 948.1 Fb:Allowable psi 2,725.9 977.5 Bending OK Bending OK fv:Actual psi 110.6 72.5 Fv:Allowable psi 276.0 172.5 Shear OK Shear Oft I Reactions 1 @ Left End DL lbs 836.54 750.00 LL lbs 1,394.23 1,250.00 Max.DL+LL lbs 2,230.77 2,000.00 @ Right End DL lbs 1,773.46 750.00 LL lbs 2,955.77 1,250.00 Max.DL+LL lbs 4,729.23 2,000.00 I Deflections Ratio OK Deflection OK Center DL Defl in -0.386 -0.073 UDefl Ratio 808.3 1,645.4 Center LL Defl" in -0.643 -0.122 UDefl Ratio 485.0 987.2 Center Total Defl in -1.029 -0.194 Location ft 13.936 5.000 L/Defl Ratio 303.1 617.0 15238_2018.03.21_RT SF Plan 2610B_Structural,Calculations(2017 ORSC).pdf Page 7,of 27 - Title: Job# Dsgnr: Date: Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Page 1 {, Timber seam a�LY' 14189 Flan 2610.ecw:ROOF FRAMING Description 26103 ROOF FRAMING Timber Member Information RB.b1 RB.b2 RB.b3 RB.b4 RB.b5 RB.b6 Timber Section 2-2x4 2-2x4 2-2x4 2-2x4 2-2x6 2-2x4 Beam Width in 3.000 3.000 3.000 3.000 3.000 3.000 Beam Depth in 3.500 3.500 3.500 3.500 5.500 3.500 Le:Unbraced Length ft 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 Fb-Basic Allow psi 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 Elastic Modulus ksi 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 Member Type Sawn Sawn Sawn Sawn Sawn Sawn Repetitive Status No No No No No No Center Span Data ...-_.._..�....- ..�... - _-,,;.....,....,..s.. ..._.: .,.,:-«:...::_•,....E+.- - �.....,.--'.-:_. _..._a,-_,-c....._.,._.. .... ...H_ ...r..,.._. , --_-_. maws• Span ft 5.50 5.50 2.50 3.00 5.50 3.00 Dead Load #/ft 60.00 60.00 225.00 225.00 90.00 60.00 Live Load #/ft 100.00 100.00 375.00 375.00 150.00 100.00 Results Ratio= 0.8084 0.8084 0.6263 0.9019 0.5666 0.2405 11 Mmax @ Center in-k 7.26 7.26 5.62 8.10 10.89 2.16 @ X= ft 2.75 2.75 1.25 1.50 2.75 1.50 fb:Actual psi 1,185.3 1,185.3 918.4 1,322.4 720.0 352.7 Fb:Allowable psi 1,466.3 1,466.3 1,466.3 1,466.3 1,270.8 1,466.3 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 56.3 56.3 82.3 103.9 50.4 27.7 Fv:Allowable psi 172.5 • 172.5 172.5 172.5 172.5 172.5 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 165.00 165.00 281.25 337.50 247.50 90.00 LL lbs 275.00 275.00 468.75 562.50 412.50 150.00 Max.DLI-LL lbs 440.00 440.00 750.00 900.00 660.00 240.00 @ Right End DL lbs 165.00 165.00 281.25 337.50 247.50 90.00 LL lbs 275.00 275.00 468.75 562.50 412.50 150.00 Max.DL+LL lbs 440.00 440.00 750.00 900.00 660.00 240.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK - Center DL Defl in -0.089 -0.089 -0.014 -0.029 -0.034 -0.008 L/Defl Ratio 744.5 744.5 2,114.0 1,223.4 1,926.0 4,587.6 Center LL Defl in -0.148 -0.148 -0.024 -0.049 -0.057 -0.013 UDefl Ratio 446.7 446.7 1,268.4 734.0 1,155.6 2,752.5 Center Total Defl in -0.236 -0.236 -0.038 -0.078 -0.091 -0.021 Location ft 2.750 2.750 1.250 1.500 2.750 1.500 L/Defl Ratio 279.2 279.2 792.7 458.8 722.2 1,720.3 15238_2018.03.21_RT SF_Plan 2610B_Structural Calculations(2017 CRSC).pdf - Page 8 of 27 Title: Jab# Dsgnr: Date: • Description :SF RESIDENCE • • Scope: STRUCTURAL DESIGN Timber Base El Joist 7 Page 94189_Plan 2610.acw.floor Framing Description 26108 FLR FRMG 1 OF 3 Timber Member Information B.b1 B.b2 B.b3 B.b4 abs. B.b6 B.b7 Timber Section 4x12 LVL:3.500x14.000 LVL:1.750x14.000 LVL:3.500x14.000 4x8 LVL:5.250x14.000 LVL:1,750x14.000 Beam Width in 3.500 3.500 1.750 3.500 3.500 5.250 1.750 Beam Depth in 11.250 14.000 14.000 14.000 7.250 14.000 14.000 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 [Level,LSL 1.55E Douglas Fir- Rosboro,Bigbeam (Level,LSL 1.55E Larch,No.2 2.2E Larch,No.2 2.2E Fb-Basic Allow psi 900.0 3,000.0 2,325.0 2,325.0 900.0 3,000.0 2,325.0 Fv-Basic Allow psi 180.0 300.0 310.0 310.0 180:0 300.0 310.0 Elastic Modulus ksi 1,600.0 2,200.0 1,550.0 1,550.0 1,600.0 2,200.0 1,550.0 Load Duration Factor 1.150 1.150 1.150 1.000 1.000 1.000 1.000 Member Type Sawn Manuf/Pine Manuf/Pine Manuf/Pine Sawn Manuf/Pine Manuf/Pine Repetitive Status No No No No No No No Center Span Data h,. ., I I Span ft 16.50 20.00 4.00 9.00 3.50 17.00 8.50 Dead Load #/ft 60.00 15.00 45.00 195.00 195.00 195.00 30.00 Live Load #/ft 100.00 40.00 120.00 520.00 520.00 520.00 80.00 Dead Load #/ft 160.00 325.00 Live Load #/ft 100.00 375.00 Start ft End ft Point#1 DL lbs 120.00 LL lbs 318.00 @ X ft 8.500 I Cantilever Span Span ft 4.00 Uniform Dead Load #/ft 175.00 Uniform Live Load #/ft 140.00 Point#1 DL lbs 740.00 LL lbs 990.00 @ X ft 4.000 Results Ratio= 0.7774 0.4151 0.1358 0.3268 0.3662 0.6459 0.0897 tl Mmax @ Center in-k 65.34 163.74 20.76 86.87 13.14 332.29 11.92 @ X= ft 8.25 9.28 2.00 4.50 1.75 • 8.50 4.25 Mmax @ Cantilever in-k 0.00 -113.28 0.00 0.00 0.00 0.00 0.00 fb:Actual psi 885.0 1,432.2 363.1 759.8 428.5 1,937.6 208.5 Fb:Allowable psi 1,138.5 3,450.0 2,673.8 2,325.0 1,170.0 3,000.0 2,325.0 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 44.7 100.1 44.9 73.3 48.5 111.6 20.8 Fv:Allowable psi 207.0 345.0 356.5 310.0 180.0 300.0 310.0 Shear Olt Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 495.00 1,532.00 740.00 877.50 341.25 1,717.50 127.50 'LL lbs 825.00 1,400.00 990.00 2,340.00 910.00 4,579.00 340.00 Max.DLA-LL • lbs 1,320.00 2,932.00 1,730.00 3,217.50 1,251.25 6,296.50 467.50 @ Right End DL lbs 495.00 3,408.00 740.00 877.50 341.25 1,717.50 127.50 LL lbs 825.00 3,204.00 990.00 2,340.00 910.00 4,579.00 340.00 'Max.DL+LL lbs 1,320.00 6,612.00 1,730.00 3,217.50 1,251.25 6,296.50 467.50 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK 15238_2018.03.21_RT SF Plan 2610B_Structural Calculations(2017 ORSC).pdf Page 9 of 27 , Title: Job# Dnr: Date: Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Timber Beam & Joist Page 2 14189_Plan_2610.ecw:Floor Framing ` Description 2610B FLR FRMG 1 OF 3 Center DL Defl in -0.151 -0.252 -0.003 -0.023 -0.004 -0,147 -0.006 UDefl Ratio 1,314.8 953.1 13,970.1 4,654.3 11,344.7 1,389.8 17,955.8 Center LL Defl in -0.251 -0,286 -0.005 -0.062 -0.010 -0.391 -0.015 UDefl Ratio 788.9 838.5 10,442.3 1,745.3 4,254.3 521.4 6,733.4 Center Total Defl in -0.402 -0.538 -0.008 -0.085 -0.014 -0.538 -0.021 Location ft 8.250 9.760 2.000 4.500 1.750 8.500 4.250 UDefl Ratio 493.1 446.5 5,975.7 1,269.3 3,094.0 379.1 4,897.0 Cantilever DL Defl in 0.094 Cantilever LL Defl in 0.026 Total Cant. Defl in 0.120 UDefl Ratio 801.8 • ' ' 15238_2018.03.21_RT SF Plan 26108_Structural Calculations(2017 ORSC).pdf Page 10 of 27 • Title: Job# Dsgnr: Date: Description:SF RESIDENCE Scope: STRUCTURAL DESIGN • ,o //�� Page 1 Timber beif s isaQi(El rte, M�;l[!cn 1 Y4189 Pian 2610.ecw:Floa Framing Description 26108 FLR FRMG 2 OF 3 Timber Member Information ode Ref: NDS IBC i~ B.bB B.b9 B,b10B.b11 B.b12 B.b13 B.b14 • Timber Section VL:1.750x14.000 2-2x8 LVL:1.750x14.000 LVL:3.500x14.000 2-2x8 2-2x8 2-2x8 Beam Width in 1.750 3.000 1.750 3.500 3.000 3.000 3.000 Beam Depth in ' 14.000 7.250 14.000 14.000 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 !Level,LSL 1.55E Hem Fir,No.2 !Level,LSL 1.55E (Level,LSL 1.55E Hem Fir,No.2 Hem Fir,No.2 Hem Fir,No.2 Fb-Basic Allow psi 2,325.0 850.0 2,325.0 2,325.0 850.0 850.0 850.0 Fv-Basic Allow psi 310.0 150.0 310.0 310.0 150.0 150.0 150.0 Elastic Modulus ksi 1,550.0 1,300.0 ' 1,550.0 1,550.0 1,300.0 1,300.0 1,300.0 Load Duration Factor 1.000 1.000 1.150 1.150 1.150 1.150 1.150 Member Type Manuf/Pine Sawn Manuf/Pine Manuf/Pine Sawn Sawn Sawn Repetitive Status No No No No No No No. Center Span Data .' x.. k o-,.:y-::^m•.rmro Span ft 6.00 3.50 9.00 5.00 3.00 2.50 2.50 Dead Load #/ft 15.00 30.00 15.00 75.00 15.00 45.00 120.00 Live Load #/ft 40.00 80.00 40.00 200.00 40.00 120.00 240.00 Dead Load #/ft 190.00 160.00 160.00 225.00 250.00 Live Load #/ft 150.00 100.00 100.00 375.00 250.00 Start ft End ft Point#1 DL lbs 128.00 LL lbs 340.00 @ X ft 3.500 Cantilever Span Span ft 5.00 Uniform Dead Load #/ft 175.00 Uniform Live Load #/ft 200.00 Point#1 DL lbs 923.00 LL lbs 855.00 @ X ft 5.000 Results Ratio= 0.0832 0:0754 0.3140 0.5330 0.1379 0.2326 0.2615 Mmax @ Center in-k 11.06 2.02 47.99 0.00 4.25 7.17 6.06 @ X= ft 3.50 1.75 4.50 0.00 1.50 1.25 1.25 Mmax @ Cantilever in-k 0.00 0.00 0.00 -162.93 0.00 0.00 0.00 fb:Actual psi 193.5 76.9 839.5 1,425.0 161.8 272.9 306.8 Fb:Allowable psi 2,325.0 1,020.0 2,673.8 2,673.8 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 .22.9 8.7 81.0 105.1 19.6 34.3 38.6 Fv:Allowable psi Shear OK 310.0 Shear OK o Shear OK 5 Shear OK 5 Shear OK 5 Shear O2 5 Shear 172.5 K 5 Reactions 0 Left End DL lbs 98.33 52.50 922.50 773.00 262.50 337.50 462.50 • LL lbs 261.67 140.00 855.00 750.00 210.00 618.75 612.50 Max.DL+LL lbs 360.00 192.50 1,777.50 -23.00 472.50 956.25 1,075.00 @ Right End DL lbs 119.67 52.50 922.50 3,746.00 262.50 337.50 462.50 LL lbs 318.33 140.00 855.00 3,960.00 210.00 618.75 612.50 Max.DL+LL lbs 438.00 192.50 1,777.50 7,706.00 472.50 956.25 1,075.00 I Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK 15238_2018.03.21_RT SF_Plan 2610B_Structural Calculations(2017 ORSC).pdf • Page 11 of 27 Title: Job# • Dsgnr: Date: Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Timber Beam & Jo st Page 2 ii 14189_Plan_2610.ecw:Floor Framing Description 26108 FLR FRMG 2 OF 3 Center DL Defl in -0.002 -0.001 -0.049 0.013 -0.003 -0.002 -0.003 UDefl Ratio 31,996.0 51,354.9 2,213.6 4,752.2 13,979.9 15,657.5 11,425.8 Center LL Defl in -0.006 -0.002 -0.045 0.012 -0.002 -0.004 -0.003 UDefl Ratio 12,030.8 19,258.1 2,388.4 5,058.5 17,474.9 8,540.5 8,627.6 Center Total Def( in -0.008 -0.003 -0.094 0.024 -0.005 -0.005 -0.006 Location ft 3.096 1.750 4.500 2.980 1.500 1.250 1.250 UDefl Ratio • 8,743.3 14,005.9 1,148.8 2,450.4 7,766.6 5,526,2 4,915.7 Cantilever DL Defl in -0.143 Cantilever LL Defl In -0.140 Total Cant.Defl in -0.283 UDefl Ratio 424.7 • 15238_2018.03.21_RT SF Plan 2610B_Structural Calculations(2017 ORSC).pdf Page 12 of 27 Title: Job# Dsgnr: • Date: • Description:SF RESIDENCE Scope: STRUCTURAL DESIGN I Timber Beam & Joist 1 11 - 4 i 39 Plan 20o"10 ecw: Pagean ing Description 2610B FLR FRMG 3 OF 3 Timber Member information 1 13.b15 B.b16 B.b17 B.b18 B.b19 B.b20 Timber Section 2-2x8 2-2x8 2-24 2-2x8 4x10 4x10 . . Beam Width in 3.000 3.000 3.000 3.000 3.500 3.500 Beam Depth in 7.250 7.250 7.250 7.250 9.250 9.250 Le:Unbraced Length ft 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 Douglas Hr- Douglas Fir- Larch,No.2 Larch,No.2 Fb-Basic Allow psi 850.0 850.0 850.0 850.0 900.0 900.0 Fv-Basic Allow psi 150.0 150.0 150.0 150.0 180.0 180.0 Elastic Modulus ksi 1,300.0 1,300.0 1,300.0 1,300.0 1,600.0 1,600.0 Load Duration Factor 1.150 1.150 1.150 1.150 1.150 1.150 Member Type Sawn Sawn Sawn Sawn Sawn Sawn Repetitive Status No No No No No No Center Span Data .... ..-. 1 Span ft 4.50 2.50 3.00 3.50 10.00 16.00 Dead Load #/ft 120.00 150.00 150.00 150.00 75.00 60.00 Live Load #/ft 320.00 400.00 400.00 400.00 125.00 100.00 Dead Load #/ft 250.00 160.00 325.00 325.00 Live Load #/ft 250.00 100.00 375.00 375.00 Start ft End ft Point#1 DL lbs 836.00 LL lbs 1,394.00 @ X ft 1.250 IResults Ratio= 0.9262 0.7889 0.5474 0.7451 0.4839 0.9911 Mmax @ Center in-k 28.55 24.32 16.87 22.97 30.00 61.44 @ X= ft 2.25 1.25 1.50 1.75 5.00 8.00 fb:Actual psi 1,086.4 925.3 642.1 874.0 601.1 1,231.0 Fb:Allowable psi 1,173.0 1,173.0 1,173.0 1,173.0 1,242.0 1,242.0 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 107.4 113.2 77.6 99.0 39.3 53.6 Fv:Allowable psi 172.5 172.5 172.5 172.5 207.0 207.0 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions �a Left End DL lbs 832.50 805.50 712.50 831.25 375.00 480.00 LL lbs 1,282.50 1,322.00 1,162.50 1,356.25 625.00 800.00 Max.DL+LL lbs 2,115.00 2,127.50 1,875.00 2,187.50 1,000.00 1,280.00 @ Right End DL lbs 832.50 805.50 712.50 831.25 375.00 480.00 LL lbs 1,282.50 1,322.00 1,162.50 1,356.25 625.00 800.00 Max.DL+LL lbs 2,115.00 2,127.50 1,875.00 2,187.50 1,000.00 1,280.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.028 -0,006 -0.007 -0.013 -0.046 -0.240 UDefl Ratio 1,959.2 5,002.7 5,150.5 3,243.5 2,626.5 801.6 Center LL Defl in -0.042 -0.010 -0.011 -0.021 -0.076 -0.399 UDefl Ratio 1,271.7 3,036.7 3,156.8 1,987.9 1,575.9 480.9 • Center Total Defl in -0.070 -0.016 -0.018 -0.034 -0.122 -0.639 Location ft 2.250 1.250 1.500 1.750 5.000 8.000 UDefl Ratio 771.2 1,889.6 1,957.2 1,232.5 984.9 300.6 • 15238_2018.03.21_RT SF_Plan 2610B_Structural Calculations(2017 ORSC).pdf • . Page 13 of 27 Title: Job# • Dsgnr: • Date: Description :SF RESIDENCE • Scope: STRUCTURAL DESIGN Timber Beam & Joist Page 1 14189_Plan_2610.ocw:CRAWLSPACE FRAMING Description 2610 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 Fir- 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 _,.,.:..+-.w-:.:.-.-.,aeerv.:.._-.. .:,.. .�.,n.s...{__.�C s......r..-.1..:.. ._.•_:._�:e.e.�a•=, .-� ..,.•.c � _..�_._.e-..- ...__=F _. .. ...r._ ..ter_-o—._. ,.__`..____.. 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 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_2018.03.21_RT SF_Plan 2610B_Structural Calculations(2017 ORSC).pdf Page 14 of 27 Design Maps Summary Report Desogen Maps Summary Report User-Specified Input Building 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/ITI I5000m _ �elaverffon - f __ i I �:0 ii pf1p ; ¢Faccning7hR 'JS-- ... 1: i 11'�1� '[�' l� il, �,' , . • h 4f;� �y$rq�d7TP iy 11.n ) ,4 " ..• ,t OM1._I - L,. ' I `, Lake,.Oswego, __ NO `f E •schmll5 C'vking Cly I pi,rhant/• ` A a" AMERICA Imapqui Q2U1S I1(api iieiidata @ 1 @ MapQuest USGS-Provided Output Ss = 0.972 g Sims = 1.080 g S°s = 0.720 g Si = 0.423 g Simi = 0.667 g Sm. = 0.445 g For information on how the SS and Si values above have been calculated from probabilistic(risk-targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the"2009 NEHRP"building code reference document. MCER Response Spectrum Design Response Spectrum 0.212 1..10 0.00 0.77- G 6 V 13.66S 0.40 fte 1140 f In i- 4 °, 22 033 0.311 ▪23 0.35 am Tina 1i 174 a.ou— = , i---1 0.oe 0.20 0.40 0.0 0.50 LJ L20 1_!G 1_G0 Lu 200 0.0) 0.20 0.40 0.0 0.09 1.00 1.20 1.40 1.50 1_0 1.00 ,Period;T(Km) Period.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. 1 15238_2018.03.21_RT SF Plan 2610B_Structural Calculations(2017 ORSC).pdf . Page 15 of 27 htto://eho2-earthquake.wr.usgs.gov/designmaps/us/summary.php?teztlplate=minimal&latit... • 2015 IBC SEISMIC OVERVIEW SHEET TITLE: 2015 IBC SEISMIC OVERVIEW CT PROJECT#: 15238_2610 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.= 0 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 Si= 0.42 Figure 1613.3.1(2) Figure 22-2 • 6. Site Coefficient(short period) F0= 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 SMI= F„*Si SMI= 0.67 EQ 16-38 EQ 11.4-2 SDs=2/3*SMS SOS= 0.72 EQ 16-39 EQ 11.4-3 SDI=2/3*SMI SD1= 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 SDC, = 0 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_2018.03.21_RT SF_Plan 2610B_Structural Calculations(2017 ORSC).pdf Page 16 of 27 IBC EQUIV.LAT.FORCE SHEET TITLE: • IBC EQUIVALENT LATERAL FORCE PROCEDURE PER ASCE 7-10 CT PROJECT#: CT#14189:Plan 2610 Sos= 0.74 h„ = 18.00(ft) SDI= 0.46 X = 0.75 ASCE 7-05(Table 12.8-2) R= 6.5 Ct= 0.020 ASCE 7-05(Table 12.8-2) ►E= 1.0 T= 0.175 ASCE 7-05(EQ 12.8-7) Si= 0.45 k= 1 ASCE 7-05(Section 12.8.3) TL= 6 ASCE 7-05(Section 11.4.5:Figure 22-15) Cs=Sos/(R/IE) 0.114 W ASCE 7-05(EQ 12.8-2) Cs=S171/(T*(R/IE)) (for T<TL) 0.407 W ASCE 7-05(EQ 12.8-3)(MAX.) Cs=(S01*TL)/(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 St)/(R/IE) 0.034 W ASCE 7-05(EQ 12.8-6)(MIN.if Si>0.6g) CONTROLLING DESIGN BASE SHEAR= 0.114 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; *hi* wx *h,k DESIGN SUM LEVEL Height (ft) h;(ft) (soft) (ksf) (kips) (kips) Ew; *hi* Vi DESIGN Vi, Roof --- 18.00 18.00 1190 0.022 26.18 471.2 0.55 2.91 2.91 2nd 8.00 10.00 10.00 1360 0.028 38.08 380.8 0.45 2.35 5.25; 1st(base) 10.00 0.00 SUM= 64.3 852.0 1.00 5.25 E=V= 7.36 (LRFD) E/1.4= 5.25 (ASD) 15238_2018.03.21_RT SF_Plan 2610B_Structural Calculations(2017 ORSC).pdf Page 17 of 27 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#14189:Plan 2610 N-S E-W F-B S-S IBC ASCE 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/t. Wind Speed 3s...c3at= 120 120 mph Figure 1609 V asd. Wind Speed 3 see.Gust= 93 Fig. 26.5-1A thru C 93 mph (E4 16-33) Exposure= S B lw= 1.0 1.0 N/A Roof Type= Gable Gable N/A Ps30 A= 28.6 28.6 psf Figure 28.6-1 Ps3oa= 4.6 4.6 psf Figure 28.6-1 Ps3a c= 20.7 20.7 psf Figure 28.6-1 Ps30D= 4.7 4.7 psf X = 1.00 1.00 Figure 28.6-1 Kzt= 1.00 1.00 Figure 28.6-1 Section 26.8 windward/lee= 1.00 1.00(Single Family Home) X*Kit*1 : 1 1 Ps=X*Kzt*I*paSQ= PsA= 28.60 28.60 psf (LRFD) (Eq.28.6-1) Pse= 4.60 4.60 psf (LRFD) (Eq.28.6-1) Psc= 20.70 20.70 psf (LRFD) (Eq.28.6-1) (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) Ps a and ID average= 4.7 4.7 psf (LRFD) • a= 3 3 2a= Figure 28.6-1 6 6 width-2*2a= 14 44 MAIN WIND-ASCE 7-10 CHAPTER 28 PART 2 Areas(N-S) Areas(E-W) (N-S) (E w) Wind(N-S)(LRFD) Wind width factor roof-> 1.00 1.00 E- width factor 2nd-> 1.00 0.71 0.7i 16 psf min. psf min. ( IN) (LRFD) DIAPHR. Story Elevation Height 0.71 wind LRFD wind LRFD) AA AB Ac AD AA AB Ac AD wind(LRFD) • LEVEL Height (ft) hi(ft) h(ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) per 28.4.4 per 28.4.4 WIND SNWIND SUM Vi(N-S) V(N-S) Vi(E-W) V(E-1/10 30.00 12.0 0 144 0 168 00 Roof - 18.00 18.00 4.0 48 0 56 0 48 102.2 125 374.9 2nd 8.00 10.00 10.00 6.7 10.4 1st(base) 10.00 0.00 9.0 108 7 0 126 0 108 0 396 0 3. 8.1 3.98 3.98 6.19 6.19 O.OD5.70 9.68 11.29 17.48 0 0.00 0.00 AF= 650 AF= 1154 10.4 18.5 V(n-s)= 9.68 V(e-w)= 17.48 ki.s(LRFD) kips(LRFD) kips P kips 15238_2018.03.21_RT SF Plan 2610B_Structural Calculations(2017 ORSC).pdf Page 18 of 27 , 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#14189:Plan 2610 SEE SEAW RAPID SOLUTION SPREADSHEET AND INSERT VALUES BELOW MAIN WIND-7-10 CHAPTER 28 PART 1 Wind(N-S) Wind(E-W) Min/Part 2(Max.) Min/Method 1(Max.) Wind(NS)(LRFD) Wind(E-W)(LRFD) DIAPHR. Story Elevation Height LEVEL Height (ft) hi(ft) DESIGN SUM DESIGN SUM DESIGN SUM DESIGN SUM Vi(N-S) V(N-S) Vi(E-vv) V(E-1A0 Vi(N-S) V(N-S) Vi(E-VV) V(E-W) Roof - 18.00 18.00 0.00 0.00 0.00 0.00 6.66 6.66 10.40 10.40 2nd 8.00 10.00 10.00 0.00 0.00 0.00 0.00 3.74 10.40 8.06 18.47 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)= 18.47 kips kips kips(LRFD) kips(LRFD) DESIGN WIND-Min./Part 2/Part 1 ASD Wind(NS)(LRFD) Wind(E-W)(LRFD) I Wind(N-S)(ASD) Wind(E-W)(ASD) DIAPHR. Story Elevation Height DESIGN SUM DESIGN SUM DESIGN SUM DESIGN SUM LEVEL Height (ft) hl(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 10.40 10.40 5,16 5.16 8.06 8.06 2nd 10 0 0 3.74 10.40 8.06 18.47 2.90 8.06 6.25 14.30 1st(base) 0 0 0 V(n-s)= 10.40 V(e-w)= 18.47/V(11-s)= 8.06 V(e-w)= 14.30 kips(LRFD) kiss LRFD kiss ASD kips(ASD) 15238_2018.03.21_RT SF Plan 2610B_Structural Calculations(2017 ORSC).pdf Page 19 of 27 . • SHEET TITLE: LATERAL N-S(front to back-up/down) CT PROJECT#: CT#14189:Plan 2610 Diaph.Level: Roof Panel,Height= 8 ft. Seismic V i= 2.91 kips Max.aspect= 3.5Design Wind N-S V i= 5.16 kips Sum Seismic V i= 2.91 kips Sum Wind N-S V i= 5.16 kips Min. asp = 2.293.5 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 LOL eff. C 0 w dl V level V abv.V level V abv. 2w/h vi Type Type v i OTM R U (sgft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p orM net Usti, OTM Rolm Unet Usum Usum HD (Plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext. left 1 595 39.5 39.5 1.00 0.15 2.58 0.00 1.45 0.00 1.00 1.00 37 P6TN P6TN 65 11.62 58.84 -1.22 -1.22 20.62 70.21 -1.28 -1.28 -1.22 Ext. left2 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 O,DO 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 E-xt. Ieftt3** 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 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 0.00 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 Ed. rightl** 595 37.5 37.5 1.00 0.15 2.58 0.00 1.45 0,00 1.00 1.00 39 P6TN P6TN 69 11.62 53.03 -1.12 -1.12 20.62 63.28 -1.16 -1.16 0.55 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 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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. 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 0.00 0.000.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 __ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00' 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1190 77.0 77.0=L eff. 5.16 0.00 2.91 0.00 0 0.00 '0.0000 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Notes: Evt+'ind 5.16 EVEQ 2.91 denotes with shear transfer ** denotes perferated shear wall iSB denotes iSB Shear Panel 15238_2018.03.21_RT SF_Plan 2610B_Structural Calculations(2017 ORSC).pdf Page 20 of 27 • SHEET TITLE: LATERAL N-S(front to back-up/down) CT PROJECT#: CT#14189:Plan 2610 Diaph.Level: 2nd Panel Height= 9 ft. Seismic V i= 2.35 kips Design Wind N-S V i= 2.90 kips Max.aspect= 3.5 Sum Seismic V i= 5.25 s Min.Lwall= 2.57 ft. kips P Sum Wind N-S V i= 8.06 kips 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 dl eff, C 0 w V level V abv.V level V abv. 2w/h v i (sqft (ft) (ft) (k (kip) (kip) (kip) (kip) p Type Type vi OTM RoTM Unet Usum OTM R U (plf) DTM net Usum Usum HD (Plfl (kiP-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) •(kip) (kip) Ext. left 1** 595 23,0 23.0 0.77 0.15 1.27 2.58 1.03 1.45 1.00 1.00 140 P6TN P6 Ext. left 2 0 0.0 0.0 1.00 0.00 0.00 0.00 1.03 01.45 1.00 0.00 0 ___ 217- 22.32 19.95 0.0011 -0.0011 34.62 23.810 0.48 -0.79 0,00 pert 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 _- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. gar left 85 16.5 16.5 1.00 0.15 0.18 0.00 0.15 0.00 1.00 1.00 9 P6TN P6TN 11 1.32 10.27 -0.57 -0.57 1.63 12.25 -0.67 -0.67 -0.57 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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. left4 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 __ - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 _ - 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 _ 0 0.00 0.00 D. 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0,00 1.00 0.00 0 0.0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 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 ___ Ext. rightl** 595 37.5 37.5 0.95 0.15 1.27 2.58 1.03 1.45 1.00 1.00 70 P6TN P6TN 108 22.32 53,03 -0.83 -1.96 34.62 63.28 -0.78 -1.94 1.52 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 O.OD 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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. gar RT 85 20.0 20.0 1.00 0.15 0.18 0.00 0.15 0.00 1.00 1.00 7 P6TN P6TN 9 1.32 15.08 -0.71 -0.71 1.63 0 0.0 0.0 1.00 0.00 D.00 0.00 0.00 0.00 1.00 D.DO 0 -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. rig- - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -_ 18.00 -0.85 -0.85 -0.710 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 00.00.00 D.0000 0.00 0.00 1.00 00.0000 0 - 0 0.00 00.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 --' 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - -- - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0___ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 _- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0,00 0.00 1.00 0.00 0 __ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 _-_ - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 .. - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 ___ - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 =L eff. 2.90 5.16 2.35 2.91 1.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1360 97.0 89.8 Notes: EVw/nd 8.06 EVEQ 5.25 denotes with shear.transfer ** denotes perferated shear wall iSB denotes ISB Shear Panel I5238_2018.03.21_RT SF_Plan 2610B_Structural Calculations(2017 ORSC).pdf Page 21 of 27 SHEET TITLE: LATERAL E-W(side to side-left/right) CT PROJECT#: CT#14189:Plan 2610 Diaph.Level: Roof Panel Height= 8 ft. Seismic V i= 2.91 kips Max.aspect= 3.5 P Design Wind E-W V i= 8.06 kips Sum Seismic V i= 2.91 kips Sum Wind E-W V i= 8.06 kips Min. asplec 2.293.5 ft. 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 off, C p w dl V level V abv.V level V abv. 2w/h vi Type T (sgft) (ft) (ft) (kit) (ki YP yPe of OTM RowUnetUsum OTM Ro7M Unet Usum Usum HD • p) (kip) (kip) (kip) p (PIO (plf) (kip-ft) (kip-ft) (kip)) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Front MSTR* 595 8.5 17.0 1.00 0.15 4.03 0.00 1.45 0.00 1.00 1.00 222 P6 P4 474 15.11 5.45 1.23 1.23 32.23 6.50 3.28 3.28 3.28 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- Front - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 __ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 __ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 - 0.00 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 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* 595 26.0 26.0 1.00 0.15 4.03 0.00 1.45 0.00 1.00 1.00 73 P6TN P60 5. 0.00 0.00 0.40 0.00 0.00 0.07 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0___ 155 15.1100 25.49 -0.00 -0.00 32.23 30.42 0.07 0.07 0.07 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 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 D __ 0 0.00 0.00 0.000.00 00.00.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0___ 0 0.00 0.00 0.00 0.00 0.00 . 0.00 00.0000 0.00 00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 ___ _ 0 00.0000 0.00 0.00 0.00 0.00 0.00 0.00 0.00 00.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 ___ 0 0.0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0___ - _ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1190 34.5 34.5=Leff. 8.06 0.00 2.91 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0,00 Notes: EVwind 8.06 EVEQ 2.91 denotes with shear transfer *" denotes perferated shear wall iSB denotes iSB Shear Panel 15238_2018.03.21_RT SF_Plan 2610B_Structural Calculations(2017 ORSC).pdf Page 22 of 27 SHEET TITLE: LATERAL E-W(side to side-left/right) CT PROJECT#: CT#14189:Plan 2610 Diaph.Level: 2nd Panel Height= 9 ft. Max.aspect= 3.5 Seismic V i= 2.35 kips Design Wind E-W V i= 6.25 kips Min.Lwall= 2.57 ft. Sum Seismic V i= 5.25 kips Sum Wind E-W V i= 14.30 kips Wall ID T.A. Lwall L Wind Wind E.Q. E.Q. p= 1.30 E.Q. E.Q. Wind Wind E.Q.DL eir. C 0 w dl V level V abv.V level V abv. 2w/h vi T E.Q. E.Q. E.Q. Wind Wind Wind• Wind Max. (soft) (ft) (ft) (kit) (kip) (kip) (kip) (kip) p Type Type vi OTM Row tine Unum OTM R U - (Plfl P ) (kip-ft) ( p) (kiP) (kip-ft) (kip-ft) (kip) (kip) (kip) HD Front LIV' 595 5.5 17.0 1.00 0.15 2.24 4.03 0.84 1.45 1.30 1.00 542 P2 2P3 (PIS (ki -ftki Front 0 0.0 0.0 1.00 0.001 0.00 0.00 0.00 1.45 1.00 0,00 1140 26.85 3.53 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 __ __ 0.00 6.06 56.410 4.210 10.80 14.08 14.08 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 __ Int KIT 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - Rear Kit/Gar 980 8.3 16.0 1.00 0.150 3.69 0.00 0.00 0.00 1.00 .00 217 P6 P40 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 01.39 0.00 1.00 01.00 0 0 0.00 0.00 10.47 1.470.40 3. 9 0.00 0.00 0.00 0.00 Rear BR- 23 0 3.5 26.0 1.00 0.75 0.00 4.03 0.00 10.00 1.00 0.78 694 2P4 2P3444 10.00 5.01 0.00 33.19 5.98 3.56 3.56 3.56 0 0.00 0.0017.16 0.00 0.00 0.00 0.00 0.00 0.00 0.004 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 11510 17.00 0 -0.06 -0.47 36.26 20.48 5.57 5.64 0.00 Gar Alley 85 4.0 8.0 1.00 0.15 0.32 0.00 0.12 0.00 1.00 0.890 �, - 0 0.0 0.0 1.00 0.001 0.00 0.00 0.001 0.00 1.00 0.00 444 P6TN P6TN 80 0.00 10.21 0.06 0.06 2.85 10.00 0.00 0.00 1.44 0.43 0.43 0.43 Gar AB- 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 00 - -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 Q.OD 0.00 0.00 0.00 0.00 1.00 0.00 0 __ -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 _- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 __ - 0- 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 ___ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0,00 - - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ' -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1,00 0.00 0-- _- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -_ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 __ _- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 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 1660 21.3 21.3=Leff. 6.25 8.06 0 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2.35 2.91 Notes: EV wind 14.30 EVEQ 5.25 denotes with shear transfer ABWP Alternate Braced Wall Panel-2308.9.3.2 ** denotes perferated shear wall iSB denotes iSB Shear Panel 15238_2018.03.213T RT SF_Plan 261 OB_Structural Calculations(2017 ORSC).pdf Page 23 of 27 • JOB#: CT#14189:Plan 2610 SHEARWALL WITH FORCE TRANSFER ID: Front Upper MSTR* , Roof Level w dl= 150 plf V eq 1450.0 pounds V1 eq= 725.0 pounds V3 eq= 725.0 pounds V w= 4030.0 pounds V1 w= 2015.0 pounds V3 w= 2015.0 pounds ® y vhdreq. 85.3 plf tt- H head= A v hdr w= 237.1 plf 1.083 v I Fdragl eq= 363 F2 eq= 363 Fdragl w= $08 F2 •-1008 H pier= vi eq= 170.6 plf v3 eq= 170.6 plf P6 E.Q. 5.0 vi w= 474.1 plf v3 w= 474.1 plf P4 WIND feet H total= 2w/h= 1 2w/h= 1 8.083 Fdrag3 eq= % F4 e.- 363 feet Fdrag3 w=1008 F4 w=1008 2w/h= 1 • H sill= (0.6-0.14Sds)D 0.6D v sill eq= 85.3 p/f P6TN 2.0 EQ Wind v sill w= 237.1 p/f P6 feet OTM 11720 32574 R OTM 10747 13005 UPLIFT 60 1198 Up above 0 0 UP sum 60 1198 H/L Ratios: L1= 4.3 L2= 8.5 L3= 4.3 Htotal/L= 0.48 a ID a D.a Hpier/L1= 1.18 Hpier/L3= 1.18 L total= 17.0 feet JOB#: CT#14189:Plan 2610 SHEARWALL WITH FORCE TRANSFER ID: Front Lower LIV* Floor Level w dl= 150 plf V eq 840.0 pounds V w= 2240.0 pounds Sum V eq 2290.0 pounds V1 eq= 1145.0 pounds V3 eq= 1145.0 pounds Sum V w= 6270.0 pounds V1 w= 3135.0 pounds V3 w= 3135.0 pounds a ► v hdr eq= 134.7 plf N H head= vhdrw= 368.8 p/f 1.083 Fdragl eq= 775 F2 eq= 775 A Fdragl w= 1 F2 •-2121 H pier= vl eq= 416.4 plf v3 eq= 416.4 plf P3 E.Q. 5.0 vi w= 1140.0 p/f v3 w= 1140.0 plf 2P3 WIND feet H total= 2w/h= 1 2w/h= 1 9.083 Y Fdrag3 eq. 7 F4 e.- 775 feet Fdrag3 w=2121 F4 w=2121 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 134.7 Of P6TN 3.0 EQ Wind v sill w= 368.8 p/f P4 feet OTM 20800 56950 R OTM 10747 13005 y UPLIFT 615 2691 Up above 60 1198 UP sum 675 3889 H/L Ratios: L1= 2.8 L2= 11.5 L3= 2.8 Htotal/L= 0.53 a ► 4 s Q Hpier/L1= 1.82 Hpier/L3= 1.82 L total= 17.0 feet 15238_2018.03.21_RT SF Plan 2610B_Structural Calculations(2017 ORSC).pdf • Page 24 of 27 'JOB#::L:.%,-:'its:::.n 23'i ID:re;-rt :por3it_3` Roof Level wdl= plf V eq -.450.0 pounds V1 eq= 317.2 pounds V3 eq= 996.9 pounds V5 eq= 135.9 pounds V w= =i3':.0 pounds V1 w= 881.6 pounds 1/3 w= 2770.6 pounds V5 w= 377.8 pounds vhdreq= 55.8 plf H1 head= -� vhdr= 155.D plf 1115 head= $ Fdragl eq=61.0 Fdrag2 eq= 191.7 Fdrag5 eq= 191.7 Fdrag6 eq=26.1 Fdra:g $ :; E l w 532.8 Fdreg5 w= Nilligirw=72.7 111pier= of eq= 90.6p/f vqHr= ww= 251.9 plf = 251.9Htotal= . feet Fdragl w=169.5313 Fdragl w=532.8 Fdrag7eq= '1.7 Fdrag8e. 26.1 . P6TN E.Q. Fdrag7w=532.8 FdragBw=72.7 P6 WIND d vslll eq= 55.8 plf H1 sill= (0.6-0.14Sds)D 0.60 v sill w= 155.0 plf H5 sill= EQ Wind =•" feet OTM 11600.0 32240.0 feet R OTM 22624 27378 UPLIFT -471 208 Up above 0 0 Up Sum -471 208 H/L Ratios: L1= a.ii' 12= L3= L4= ac L5= Htotal/L= 0.31 I 4 4 a Hpier/L1= 1.14 Hpler/L3= 0.36 L total= 26.0 feet Hpler/L5= 2.67 .5o L reduction • 15238_2018.03.21_RT SF Plan 2610B_Structural Calculations(2017 ORSC).pdf • Page 25 of 27 . / CT 1- E. NMEERINO iso Nickerson st. // • - . . . Suite 302 Seattle,WA i 9S109 / Project: Date: ' _......,_.„.. .... ..,' . (206)235,4512 VAX: Client: . Page Number: (206)285-0618 o4. . 2. psr ,,,,, A ' , i59r) ,?-- tirwc.) .) . i F1R- 2,.. 3e6--- wiel.1— lop .•ii'l I% 'TV . 2000 ..n... 191P?Sr i, , . . ir S4 —40 lisY( 2.4,1,45-4gio.s 1 . . p q3014-. 2- 0 4.- -4e5 .... .' 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