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Specifications (40) C4-0 � NISHKIAN DEAN �(� ,X j kM \ CONSULTING AND STRUCTURAL ENGINEERS SINCE 1919 RECEIVED OFFICE Coe APR - 12019 CITY OF TIGARD BUILDING DIVISION N D31642.03 Durham Elementary School Renovations 7980 SW Durham Rd . Tigard, OR 97224 STRUCTURAL CALCULATIONS ,skJCTU� 12/19/2018 SS.�%QED PROFFx o FPI. Rob Aman, PE, SE, LEED AP 15,386 Project Manager i *OREGON Mark Santa Maria, PE, SE A T.30' 1P //N � Project Engineer EXPIRATION DATE: 12-31-19 Edwin T. Dean, PE, S2 DIGITAL SIGNATURE:12-19-18 Principal-In-Charge Project Job Ref. 0> CONCQ ISULTS ING ANND K STRVU CTURAL ENGIA N DNEERSESINCAE1919N TTSD—Durham Renovations 31642.03 Nishkian Dean Section Sheet no./rev. 1022 SW Salmon St.Suite 300 Structural Calculations 1 Portland,OR 97205 Calc.by Date Chk'd by Date App'd by Date MSM 12/18/2018 TABLE OF CONTENTS TABLE OF CONTENTS 1 STRUCTURAL NARRATIVE 2 DESIGN CRITERIA SUMMARY 3 MATERIAL PROPERTIES 4 BUILT-UP COLUMN AT CORNER 5 BUILT-UP WINDOW HEADER 6 ASCE 41-17 CALCULATIONS 8 TIER 1 QUICK BASE SHEAR CHECK 9 DETERMINATION OF FORCES AND DEFORMATIONS FOR LSP 10 COMPARISON CHECKS FOR I/O AND US 10 SEISMIC WEIGHTS 11 SHEAR WALL CHECK(ASCE41-17) 13 SHEAR WALL HOLDOWN (ASCE 41-17) 16 SHEAR WALL CHECK (ASCE7-10) 18 SHEAR WALL HOLDOWN (ASCE 7-10) 20 HOLDOWN ANCHORAGE 22 RTU LOAD TO EXISTING TJIS 24 TJI HEADER 26 Project Job Ref. N I S N K I A N DEAN TTSD— Durham Renovations 31642.03 CONSULTING AND STRUCTURAL ENGINEERS SINCE 1919 Nishkian Dean Section Sheet no./rev. 1022 SW Salmon St.Suite 300 Structural Calculations 2 Portland,OR 97205 Calc.by Date Chk'd by Date App'd by Date MSM 12/18/2018 STRUCTURAL NARRATIVE Durham Elementary School is a 1-story, 68,800 square foot building consisting of classrooms, a library, a cafeteria, gym, and areas for other uses. It was originally constructed in 1988 and underwent major additions in 1995.two phases in 1978 and 1979. The building consists of a mix of wood framed shear walls, concrete shear walls, concrete floor slabs,wood and steel columns, and tectum and plywood over wood roof framing. This partial building renovation includes adding wall openings in existing shear walls, adding skylights, adding a steel column and glu-lam headers for a storefront wall, and adding support for a new rooftop AHU. Affected shear walls and holdowns are analyzed for ASCE 41-17 and OSSC 14. ASCE 41-17 modifications are voluntary for the scope of work covered by the bond issue. Required upgrades as noted by these calculations outside of the bond scope area are intended to be addressed by a future seismic upgrade. Project Job Ref. N 1 S H K 1 A N TTSD—Durham Renovations 31642.03 CONSULTING AND STRUCTURAL ENGINEERS SINCE 1919 Nishkian Dean Section Sheet no./rev. 1022 SW Salmon St.Suite 300 Structural Calculations 3 Portland,OR 97205 Calc.by Date Chk'd by Date App'd by Date MSM 12/18/2018 DESIGN CRITERIA SUMMARY A. Code 1. Oregon Structural Specialty Code (OSSC) 2014, refers to a. 2012 International Building Code b. ASCE 7-10 Minimum Design Loads for Buildings and Other Structures 2. ASCE 41-17 Seismic Evaluation and Retrofit of Existing Buildings B. Loads and other criteria 1. Risk Category: Ill 2. Floor Live Load: Classrooms 50 psf, Lobbies and First Floor Corridors 100 psf 3. Seismic Design Criteria a. Seismic Design Category: D b. Importance Factor: IE = 1.25 c. MCE Spectral Response Acceleration at Short Periods: Ss = 0.944g d. MCE Spectral Response Acceleration at Period of 1 Second: Si = 0.414g e. ASCE 7-10 Parameters: i. Design Spectral Response Acceleration for Short Period: SDS = 0.715g ii. Design Spectral Response Acceleration for Period of 1 Second: SDI = 0.442g f. ASCE 41-17 Parameters: i. Design Spectral Response Acceleration for Short Period: Sxs = 0.530g ii. Design Spectral Response Acceleration for Period of 1 Second: Sx1 = 0.329g Project Job Ref. N I S H K I A N DEAN TTSD—Durham Renovations 31642.03 CONSULTING AND STRUCTURAL ENGINEERS SINCE 1919 Nishkian Dean Section Sheet no./rev. 1022 SW Salmon St.Suite 300 Structural Calculations 4 Portland,OR 97205 Calc.by Date Chk'd by Date App'd by Date MSM 12/18/2018 MATERIAL PROPERTIES A. STRUCTURAL STEEL 1. Wide Flange Shapes: ASTM 992 2. Plates and Other Rolled Shapes: ASTM A36 3. Tubes: ASTM A500 Gr. B 4. Pipe: ASTM A53 Gr. B 5. Fasteners a. High-Strength Bolts: ASTM A325N b. Standard Anchor Bolts: ASTM F1554, Gr. 36 c. Wood Connection Bolts: ASTM A307 6. Welding a. Electrodes: E70xx B. CONCRETE 1. 28-Day Compressive Strength: 3000 psi 2. Reinforcing Steel a. Typical: ASTM A615, Gr. 60 C. WOOD 1. Structural light framing: No. 2 Douglas Fir-Larch 2. 3x & 4x members: No. 1 Douglas Fir-Larch 3. Glue laminated members: Douglas Fir-Larch Comb 24F-V8 4. Laminated strand lumber (LSL): Fb = 2325 psi, 1.55E 5. Other materials and fasteners: as noted on drawings Project Job Ref. c> N I S H K I A N DEAN TTSD—Durham Renovations 31642.03 CONSULTING AND STRUCTURAL ENGINEERS SINCE 1919 Nishkian Dean Section Sheet no./rev. 1022 SW Salmon St.Suite 300 Structural Calculations 5 Portland,OR 97205 Calc.by Date Chk'd by Date App'd by Date MSM 12/18/2018 BUILT-UP COLUMN AT CORNER Tributary width supported by window header,; trib= 15 ft Roof weight: Built-up roofing; 3.5 psf insulation; 1.5 psf 3" CFD; 6.0 psf 16" TJI @ 16" OC; 2.5 psf New suspended ceiling; 2.5 psf MEP; 1.0 psf Total; DLroof= 17.0 psf; Snow load supported by roof,; SL= 25 psf Header length,; Lndr= 5 ft Wall total height,; hwaii = 12.75 ft Wall height above window,; hwau_abv= 3 ft Wall weight,; wwall = 10 psf Distributed load to beam,; w= (DLroof+ SL) trib +hwall_abv wwa i= 660.000 plf Design moment,; M =w Lhdr2/8 = 2062.500 lb_ft Design shear,; V=w Lhdr/2 = 1650.000 lb co Post at corner condition supports headers from two windows Axial load to built-up column,; P = 2 V+ 1.33 ft (hwaii wwaii +trib (DLroof+ SL)) =4307.475 lb STRUCTURAL WOOD MEMBER DESIGN (NDS) In accordance with the ANSI/AF&PA NDS-2005 using the ASD method Tedds calculation version 1.7.07 Analysis results Design axial compression; P =4307 lb Sawn lumber section details Nominal breadth; bnom = 2 in; Dressed breadth; b= 1.5 in Nominal depth; dnom = 6 in; Dressed depth; d = 5.5 in Number of sections; N = 4; Breadth of member; bb= 6 in Lumber grading; Stud Douglas Fir-Larch Member details Service condition; Dry Load duration; Two months Unbraced length in x-axis; Lx= 13.5 ft; Unbraced length in y-axis; Ly= 13.5 ft Effective length factor in x-axis; Kx= 1; Effective length factor in y- axis; Ky= 1 Effective length in x-axis; Lex= 13.5 ft; Effective length in y-axis; Ley= 13.5 ft Strength in compression parallel to grain -c1.3.6.3 Design compressive stress; Fo' = 289 lb/in2; Applied compressive stress; fo= 131 lb/in2 PASS- Design compressive stress exceeds applied compressive stress Project Job Ref. c> N I S H K I A N DEAN TTSD—Durham Renovations 31642.03 CONSULTING AND STRUCTURAL ENGINEERS SINCE 1919 Nishkian Dean Section Sheet no./rev. 1022 SW Salmon St.Suite 300 Structural Calculations 6 Portland,OR 97205 Calc.by Date Chk'd by Date App'd by Date MSM 12/18/2018 BUILT-UP WINDOW HEADER Tributary width supported by window header,; trib= 15 ft Roof weight: Built-up roofing; 3.5 psf insulation; 1.5 psf 3" CFD; 6.0 psf 16"TJI @ 16" OC; 2.5 psf New suspended ceiling; 2.5 psf MEP; 1.0 psf Total; DLroof= 17.0 psf; Snow load supported by roof,; SL= 25 psf Header length,; Lhdr= 5 ft Wall total height,; hwall = 12.75 ft Wall height above window,; hwau_abv= 3 ft Wall weight,; wwaii = 10 psf Distributed load to beam,; w= (DLroot+ SL) trib+hwall_abv Wwall= 660.000 plf Design moment,; My=w Lhdr2/8 = 2062.500 lb_ft Design shear,; F =w Lhdr/2= 1650.000 lb STRUCTURAL WOOD MEMBER DESIGN (NDS) In accordance with the ANSI/AF&PA NDS-2005 using the ASD method Tedds calculation version 1.7.07 Analysis results Design moment in minor axis; My= 2062 lb_ft Design shear; F = 1650 lb Maximum reaction; R= 328 lb Sawn lumber section details Nominal breadth; bnom = 2 in; Dressed breadth; b= 1.5 in Nominal depth; dnom = 6 in; Dressed depth; d = 5.5 in Number of sections; N = 5; Breadth of member; bb= 7.5 in Lumber grading; Stud Douglas Fir-Larch Member details Service condition; Dry Length of bearing; Lb= 4 in Load duration; Two months Bearing perpendicular to grain -c1.3.10.2 Adjusted compression; Fc_perP = 625 lb/in2; Applied compression; fc_perp= 11 lb/in2 PASS- Design compressive stress exceeds applied compressive stress at bearing Strength in bending -c1.3.3.1 Design bending stress; Fb'= 1065 lb/in2; Actual bending stress; fb=480 lb/in2 PASS-Design bending stress exceeds actual bending stress Project Job Ref. NISNKIAN DEANTTSD—DurhamRenovations 31642.03 CONSULTING AND STRUCTURAL ENGINEERS SINCE 1919 Nishkian Dean Section Sheet no./rev. 1022 SW Salmon St.Suite 300 Structural Calculations 7 Portland,OR 97205 Calc.by Date Chk'd by Date App'd by Date MSM 12/18/2018 Strength in shear parallel to grain -c1.3.4.1 Design shear stress; Fy' = 207 lb/in2; Actual shear stress; f„= 60 lb/in2 PASS- Design shear stress exceeds actual shear stress Project Job Ref. NISHKIAN DEAN CONSULTING AND STRUCTURAL ENGINEERS SINCE 1919 TTSD Durham Renovations 31642.03 Nishkian Dean Section Sheet no./rev. 1022 SW Salmon St.Suite 300 Structural Calculations 8 Portland,OR 97205 Calc.by Date Chk'd by Date App'd by Date MSM 12/18/2018 ASCE 41-17 CALCULATIONS a'' 2USGS Design Maps Summary Report lig Design Maps Summary Report User-Specified Input User-Specified Input Report Title Durham Elementary Scholl Report Title Durham Elementary School 17 Building Code Reference Document ASCE 41iiRetrofit Standard,BSE-1t Building Code Reference Document ASCE 41.+ Retrofit Standard,BSE•1N (Mho alit 90s USGS'wed cava avedatle m 2008) (which uubzes USGS hazard data available in 2006) Site Coordinates 45.4037°N,122.7597°W Site Coordinates 45.4037°N,122.7597°W Site Soil Classification Site Class D-"Stitt Sbil" Site Soil Classification Site Class 0-"Stiff Soil" Beaverton, ',,m- ._ .. Beaverton _..... 10 10 •M Tigard, Tigard, 'e r Lake Oswego te. Lake Oswego ii "1,0 `g ';Galatia .1,, 5..9IJalatin ' i Sherwood 4,,, Sherwood 4/4.1 .q �OregonCity � f A °Oregon City Newhera Newborn USGS-Provided Output USGS-Provided Output St.asrwa 0-715 9 5,,.as,..,, 0.442 g USGS Design Maps Summary Report User-Specified Input Report Title Durham Elem School Mon November 12,2018 17:35:58 USC Building Code Reference Document ASCE 41-Id7 Retrofit Standard,BSE-2E (which urges USGS hazard data avatOble h 2008) Site Coordinates 45.4037°N,122.7597°W Site Soil Classification Site Class D-'Stiff Soil" Beaverton.t li 10 s,, Tigard, -sfi `Y, a Lake Oswego s.9 •44. 1>0 4, She rwood }/v.S A °Oregon City 4 Newborn USGS-Provided Output Ss,e,aa 0.703 g Sas,„.„ 0.870 g 51,srs° 0.307 g S.1,asa.za 0.548 g Project Job Ref. N I S N K I A N DEAN TTSD—Durham Renovations 31642.03 CONSULTING AND STRUCTURAL ENGINEERS SINCE 1919 Nishkian Dean Section Sheet no./rev. 1022 SW Salmon St.Suite 300 Structural Calculations 9 Portland,OR 97205 Calc.by Date Chk'd by Date App'd by Date MSM 12/18/2018 TIER 1 QUICK BASE SHEAR CHECK For the Tier 1 analysis pseudo seismic force,the response spectral acceleration is the largest of the value determined from BSE-1E accelerations and the value determined by 75% of the BSE-1N accelerations (equiv. to the accelerations used for design of new buildings per IBC 2015). BSE-1E -IMMEDIATE OCCUPANCY (I/O) Sxs_BSE_1E= 0.456 SX1 BSE 1E= 0.259 BSE-1N (IBC 2015) SXS_BSE_1N= 0.715; 0.75 SXS_BSE_1N=0.536 Sx1_BSE_1N= 0.442; 0.75 Sx1_BSE_1N=0.332 ;GOVERNS OVER BSE— 1 E BSE-2E—LIFE SAFETY(US) SXS_BSE_2E= 0.874; SX1_BSE_2E= 0.551; The lateral system is a mixture of wood and precast Tilt-Up concrete shear walls,with flexible diaphragms. The modification factor is conservatively taken as the most unfavourable condition in the building. Building height also varies, and the maximum building height is used to estimate the building period. Modification factor; C = 1.4 Building fundamental period (4.4.2.4); Cr = 0.020 hn = 25; ft = 0.75 T= CT hn = 0.22; s I/O Spectral Acceleration (4.4.2.3); Sa= 0.75 Sxl_BSE_1N/T= 1.483 Sa_max= 0.75 SXS_BSE_1N = 0.536 Sa_io=min(Sa, Sa_max) = 0.536 Base Shear coefficient(I/O); CBS_T1_10= C Sa 10 = 0.751 L/S Spectral Acceleration (4.4.2.3); Sa = Sxl_BsE_2E/T=2.464 Sa_max= SXS_BSE_2E= 0.874 Sa_LS=min(Sa, Sa_max) = 0.874 Base Shear coefficient(US); CBs_T1_Ls= C Sa_LS = 1.224 GOVERNING CONDITION FOR INITIAL SHEAR WALL CHECK System Modification Factors for Shear walls; MS to= 1.5; MS LS= 3.0 I/O-; CBs_r1_lo/MS_lo = 0.50; GOVERNS US-; CBS_T1_LS/MS_LS= 0.41 0o Immediate Occupancy governs over life safety for the shear walls Project Job Ref. N I S H K I A N DEAN TTSD—Durham Renovations 31642.03 CONSULTING AND STRUCTURAL ENGINEERS SINCE 1919 Nishkian Dean Section Sheet no./rev. 1022 SW Salmon St.Suite 300 Structural Calculations 10 Portland,OR 97205 • Calc.by Date Chk'd by Date App'd by Date MSM 12/18/2018 DETERMINATION OF FORCES AND DEFORMATIONS FOR LSP Pseudo Seismic Force for LSP, the response spectral acceleration is the same as that used for the Tier 1 analysis. Using the simplified method with a building period less than 0.3s and a maximum m-factor between 2 and 6 for US and max m-factor of 2 for I/O,the product of the modification factors is taken from Table 7-3. The value of the effective mass factor is taken from Table 7-4. Se_Ia = 0.536; I/O Sa_LS= 0.870; US Modification factors Table 7-3; C1C2Io= 1.1 C1C2 Ls = 1.4 Effective mass factor; Cm = 1.0 Base shear coefficient; CBS_LSP_IO= C1C2_I0 Cm Sa_io= 0.59; I/O CBS_LSP_LS= C1C2_LS Cm Sa_LS= 1.22; US COMPARISON CHECKS FOR I/O AND US Plywood Shear Walls Wood stuctural panel sheathing or siding; m_io= 1.7;; m_Ls= 3.8 I/O; CBs_LSP_io/m_io= 0.347 US; CBS LSP LS/m LS= 0.321 For shearwall checks use I/O with m of 1.7 Plywood/Tectum Unblocked Chorded Diaphragms m_io= 1.5;; m_Ls=2.5 I/O; CBs_LsP_io/m_i0= 0.393 US; CBS_LSP_LS/m LS= 0.487 For diaphragm checks use US with m of 2.5 Holdowns—Overturning 7.2.8.1 m_OT_i0=4;; maTLs= 8 I/O; CBS_LSP_IO/(C1C2IO x oT_io) = 0.134 US; CBS_LSP_LS/(C1 C2_LS a OT_LS) = 0.109 For holdown checks use I/O with m of 4 Project Job Ref. c> N I S N K I A N DEAN TTSD—Durham Renovations 31642.03 CONSULTING AND STRUCTURAL ENGINEERS SINCE 1919 Nishkian Dean Section Sheet no./rev. 1022 SW Salmon St.Suite 300 Structural Calculations 11 Portland,OR 97205 Calc.by Date Chk'd by Date App'd by Date MSM 12/18/2018 SEISMIC WEIGHTS Walls Wood Siding; 1.5 psf Ply; 1.5 psf 2x6 @ 16"; 1.6 psf Insulation; 0.5 psf 5/8"Gyp.; 3.1 psf Misc.; 1.0 psf TOTAL; 10 psf Plywood Roofs BU Roof; 3.5 psf Insulation; 1.5 psf 5/8" Ply; 1.8 psf 16"TJI @ 16"; 2.5 psf 1" Gyp.; 5.0 psf Suspended Ceiling; 1.5 psf Mech & Elect.; 0.5 psf TOTAL; 17 psf CFD Roofs w/4x3 BU Roof; 3.5 psf Insulation; 1.5 psf CFD (2 1/2)"; 5.0 psf 4X6 @ 5'; 1.O psf 4X3 @ 2'; 1.O psf GL 5 1/8x 19 @ 10'; 2.0 psf Mech & Elect.; 0.5 psf TOTAL; 14.5 psf Project Job Ref. COITINKUAN DEAN TTSD— Durham Renovations 31642.03 CONSULTING AND STRUCTURAL ENGINEERS SINCE 1919 Nishkian Dean Section Sheet no./rev. 1022 SW Salmon St.Suite 300 Structural Calculations 12 Portland,OR 97205 Calc.by Date Chk'd by Date App'd by Date MSM 12/18/2018 • — ` :Iii — LLI r:t — iv ill MIN EMS 1s AR if; INNEM 24 I I . • II I IRft (1 t14 ^) I Cf EGK143 A A • ,,, ,. II .. , Seismic tributary to Roof Level: Walls; Wwall = 10 psf 0.5 13.5 ft (3 120 ft+ 6 70 ft) = 52.7 kips Plywood Roof; Wply = 17 psf 70 ft 120 ft= 142.8 kips CFB Roofs,; WCFB = 14.5 psf (70 ft 30 ft+50.5 ft 10 ft)= 37.773 kips Total Weight; W=Wwall +Wpiy +WCFB = 233.2 kip Project Job Ref. NISHKIAN DEAN TTSD— Durham Renovations 31642.03 CONSULTING ANO STRUCTURAL ENGINEERS SINCE 1919 Nishkian Dean Section Sheet no./rev. 1022 SW Salmon St.Suite 300 Structural Calculations 13 Portland,OR 97205 Calc.by Date Chk'd by Date App'd by Date MSM 12/18/2018 SHEAR WALL CHECK (ASCE41-17) CBs LSP IO= 0.590 W= 233.223 kips V= CBS_LSP_IO W = 137.5 kip x Existing walls use 8d @ 6" OC Allowable shear capacity,; va = 520 plf 1.5 1.7 = 1326.000 plf Minimun Minimum Fastener Sheathing Nominal Penetration Fastener Material Panel in FramingType 8 Size 6 Thickness Member or v. G. (in.) Blocking (in.) (Pit) (kips/in.) Nail(common or OSB PLY 1 galvanized boo) Wood 5(16 1-114 84 400 13 10 'Structural 3182 460 19 14 sauci - slnsbaal 11” 7196° 1.3/8 8d 510 16 13 15/32 560 14 11 15/32 1-112 10d 680 22 16 5/16 1-1/4 64 360 13 9.5 oad 3/8 , 400 11 6 5 S,lew9Ral 3/8° 440 17 12 anels- 7116° 1-3/8 8d 480 /5 11 ng' 15/32 , 520 13 10 15/32 1.12 1pd 620 22 14 19/32 680 19 13 1 2 3 4 Ameil _ :;ç824 Tlf t D, 1 • E Project Job Ref. E> N I S H K I A N DEAN TTSD—Durham Renovations 31642.03 CONSULTING AND STRUCTURAL ENGINEERS SINCE 1919 Nishkian Dean Section Sheet no./rev. 1022 SW Salmon St.Suite 300 Structural Calculations 14 Portland,OR 97205 Calc.by Date Chk'd by Date App'd by Date MSM 12/18/2018 NS direction Walls: Vns =V/ 120 ft= 1145.9 plf SW LINE TRIBUTARY LENGTH SHEAR IN LINE; A; TA=15 ft; VA= Vns TA= 17.2 kip; B; TB=30 ft; VB= Vns TB=34.4 kip; C; To=30 ft; Vo= vns To=34.4 kip; D; To=30 ft; VD= Vns TD=34.4 kip; E; TE= 15 ft; VE = Vns TE=17.2 kip; SHEAR WALL LABEL LENGTH SWA x 2; LA=24 ft; SWB, SWC, SWD; LB=16 ft; SWE1 (REVISED WALL); LE1=20.92 ft; SWE2(REVISED WALL); LE2= 11.25 ft; LOAD IN WALL; WALL SHEAR;; STATUS; VA=VA LA/(LA+ LA) =8.59 kip;; vA=VA/LA=358 plf; <1326 PLF, OK; VB=34.377 kip;; vB=VB/LB=2149 plf; >1326 PLF, ADD SUREBOARD; VE1 =VE LE1/(LE1 + LE2) = 11.18 kip;; VE1=VEi /LE1 =534 plf; <1326 PLF, OK; VE2=VE LE2/(LE1 + LE2) =6.01 kip;; VE2=VE2/LE2=534 plf; <1326 PLF, OK; EW direction Walls: Vew=V/70 ft = 1964.4 plf SW line Tributary Area Shear in line; 1; Ti=35 ft; V1= vew T1=68.8 kips; 3; T3=35 ft; V3= Vew T3=68.8 kips; Shearwall label; Length ; SW3-1; (REMOVED) SW3-2; L32=36 ft; SW3-3; 1...33=18 ft; SW2; L2=24 ft; SW1-1, SW1-2; L1=22 ft; LOAD TO WALLS; Load(plf); Status; V32=V3 L32/(L32+ L33) =45.84 kip;; v32=V32/L32= 1273 plf; ; <1326 PLF, OK; V33=V3 L33/(L32+ L33)=22.92 kip;; V33=V33/L33= 1273 plf; ; <1326 PLF, OK; Vii =V1 L1/(Li + L1 + L2) +21.7 kip=43.94 kip;; v11=V11 /L1 = 1997 plf; ; >1326 PLF,ADD SUREBOARD; V12=V1 L1/(Li + L1 + L2)=22.24 kip;; v12=V12/L1 = 1011 plf; ; <1326 PLF, OK; V2=V1 L2/(L1 + L1 + L2)=24.27 kip;; v20=V2/L2= 1011.088 plf ;<1326 PLF, OK; OO SW10 includes additional load from center section, calculated below: Seismic tributary to Roof Level at center section: Walls; Wwall = 10 psf 0.5 0 ft 435 ft= 0.000 kips Project Job Ref. N I S N K I A LE = 1 TTSD— Durham Renovations 31642.03 CONSULTING AND STRUCTURAL ENGINEERS SINCE 1919 Nishkian Dean Section Sheet no./rev. 1022 SW Salmon St.Suite 300 Structural Calculations 15 Portland,OR 97205 Calc.by Date Chk'd by Date App'd by Date MSM 12/18/2018 Tectum roofs,; WI*= 15 psf 70 ft 70 ft= 73.500 kips Total Weight,; Wcenter= Wwau +Wply= 73.500 kips Shear to center section,; Vcenter= CBS_LSP_IO Wcenter=43.3 kips 1/2 load distributed in NS direction distributed to SW 1-1: Vswii =Vicenter/2 = 21.668 kips Project Job Ref. N I S N K I A N DEAN TTSD—Durham Renovations 31642.03 CONSULTING AND STRUCTURAL ENGINEERS SINCE 1919 Nishkian Dean Section Sheet no./rev. 1022 SW Salmon St.Suite 300 Structural Calculations 16 Portland,OR 97205 Calc.by Date Chk'd by Date App'd by Date MSM 12/18/2018 SHEAR WALL HOLDOWN (ASCE 41-17) Wall dead load,; WL= 10 psf Roof dead load,; DLr= 15 psf Wall height,; h = 12.5 ft NS-DIRECTION WALLS OTM Trib Wall Weight Roof weight; OTMA=VA h= 107.428 kip_ft; trA= 15 ft; WWA=WL h LA=3.000 kips; WrA= DLr trA LA=5.400 kips; OTMB=VB h =429.712 kip_ft; tre=30 ft; Wws=WL h LB=2.000 kips; Wre= DLr trB LB=7.200 kips; OTME1 =VE1 h = 139.720 kip_ft; trE, = 15 ft; MEI =WL h LE1 =2.615 kips; WrE1 = DLr trE1 LE, =4.707 kips; OTME2=VE2 h=75.136 kip_ft; trE2=27.5 ft; WwE2=WL h LE2= 1.406 kips; WIE2= DLr trE2 LEz 4.641 kips; Resisting Moment; RMA=(WwA+WrA) LA/2 + (DLr trA LA) LA/2= 165.6 kips ft; RMB=(WwB+WrB) LB/2 + (DLI trB LB) LB/2= 131.2 kips_ft; RME1 =(WwE1 +WrE1) LEi/2 + (DLr trE1 LE1) LE1/2= 125.8 kips_ft; RME2=(WwE2+WrE2) LE2/2 + (DLr trE2 LE2) LE2/2 =60.1 kips_ft; Tension Force(4-value for uplift) Compression Force(+value for compression); STATUS; TA=(OTMA/(4 1.1)-0.9 RMA)/(LA—6 in)=-5.303 kips; CA=OTMA/(4 1.1)/(LA—6 in)= 1.039 kips; OK; TB=(OTMB/(4 1.1)-0.9 RMB)/(LB-6 in)=-1.317 kips; CB=OTMB/(4 1.1)/(LB-6 in)=6.301 kips; OK; TEl =(OTME1 /(4 1.1)-0.9 RME1)/(Lei —6 in)=-3.991 CE1 =OTME1 /(4 1.1)/(LE1 —6 in)= 1.555 kips; OK kips; TE2=(OTME2/(4 1.1)-0.9 RME2)/(LEz-6in) =-3.445 CE2=OTME2/(4 1.1)/(LE2-6in)= 1.589 kips; OK kips; Project Job Ref. c> NISHKIAN DEAN TTSD—Durham Renovations 31642.03 CONSULTING AND STRUCTURAL ENGINEERS SINCE 7979 Nishkian Dean Section Sheet no./rev. 1022 SW Salmon St.Suite 300 Structural Calculations 17 Portland,OR 97205 Calc.by Date Chk'd by Date App'd by Date MSM 12/18/2018 EW-DIRECTION WALLS OTM Trib Wall Weight Roof weight; OTM32=V32 h =572.950 kip_ft; tr32=35 ft; W„32=WL h L32=4.500 kips; W132=DLr tr32 L32= 18.900 kips; OTM33=V33 h =286.475 kip_ft; tr33=2 ft; WA33=WL h L33=2.250 kips; Wr33=DLr tr33 L33=0.540 kips; OTMii =V„ h =549.299 kip_ft; tr11 = 17 ft; Worm =WL h Lt =2.750 kips; Wr11 =DLr trii Lt =5.610 kips; OTM12=V12 h =278.049 kip_ft; tr12=7 ft; Ww2=WL h L, =2.750 kips; Wr12=DLr tri2 L1 =2.310 kips; Resisting Moment; RM32=(Ww32+Wr32) L32/2 + (DLr tr32 L32) L32/2=761.4 kips ft; RM33=(Wvn33+Wr33) L33/2 + (DLr tr33 L33) L33/2=30.0 kips ft; RM11 =(Wwi1 +Wr11) L1/2 +(DLr tr11 Li) L1/2= 153.7 kips ft; RM12=(Ww12+Wr12) L1/2 +(DLr tr12 Li) L1/2=81.1 kips ft; Tension Force Compression Force; STATUS; T32=(OTM32/(4 1.1)-0.9 RM32)/(L32—6 in) 032=OTM32/(4 1.1)/(L32—6 in)=3.668 kips; OK; =-15.635 kips; T33=(OTM33/(4 1.1)-0.9 RM33)/(L33—6 in) 033=OTM33/(4 1.1)/(L33—6 in)=3.720 kips; HDU REQD, =2.179 kips; (OUTSIDE BOND SCOPE AREA); T1, =(OTMii /(4 1.1)-0.9 RM11)/(Li —6 in)= C11 =OTMii /(4 1.1)/(Li—6 in)=5.807 kips; OK -0.626 kips; T12= (OTM12/(4 1.1)-0.9 RM12)/(L1 —6 in)= C12=OTM12/(4 1.1)/(L1—6 in) =2.939 kips; OK; -0.454 kips; Project Job Ref. N I S H K I A N DEAN TTSD—Durham Renovations 31642.03 CONSULTING AND STRUCTURAL ENGINEERS SINCE 1919 Nishkian Dean Section Sheet no./rev. 1022 SW Salmon St.Suite 300 Structural Calculations 18 Portland,OR 97205 Calc.by Date Chk'd by Date App'd by Date MSM 12/18/2018 SHEAR WALL CHECK (ASCE7-10) Latitude,Longitude:45.3623,-122.7713 Print Date 12/17/2018,12:07:53 PM Design Code Reference Document ASCE7-10 Risk Category III Site Class D-Stiff Soil Type Value Description Ss 0.944 MCER ground motion.(for 0.2 second period) Si 0.414 MCER ground motion.(for 1.0s period) SMS 1.06 Site-modified spectral acceleration value SM1 0.657 Site-modified spectral acceleration value SOS 0.706 Numeric seismic design value at 0.2 second SA SD1 0.438 Numeric seismic design value at 1.0 second SA Short period spectral response acceleration,; SDS = 0.706 Importance factor,; le= 1.5 Response modification factor,; R= 6.5 Base shear coefficient,; CS= SDs/ (Rile) = 0.163 Seismic weight,; W= 233.223 kips ASCE 7-10 base shear,; V= C5 W= 37.997 kips 0o Existing walls use 8d @ 6" OC Allowable shear capacity,; va = 520 plf 1.6 = 832.000 plf Minimun I Minimum Fastener Nominal Penetration Fastener l Sheathing Panel , in Framing Type&Size 6 Material !ThicknessI Member or (in.) Blocking V. G, {in.) (plf) (kips/in.) Nail(common or OSB PLY galvanized box) I Strusdlual 5'16 1-114 ed 400 13 10 Panels- 3/82460 19 14 ,Structural l4° 7/16' 1-3/8 84 510 16 13 I 15/32 560 14 11 I 15/32 1-1/2 104 680 22 18 5/16 1.1/4 360 13 9.5 3/8 400 11 6.5 Wood 318' 440 17 12 Structural 7/18' 1-318 8d 480 15 11 Panels- 1 520 13 10 Sheathing's 5/32 15/32 1-112 104 620 22 14 1 19132 680 19 13 Walls; WwalIF= 10 psf 0.5 0 ft 435 ft= 0.000 kips Tectum roofs,; WplyF= 15 psf 70 ft 70 ft= 73.500 kips Total Weight,; WE=WwalIF+WpIyF= 73.500 kips Shear to section F,; VB= CS WF= 12.0 kips 1/2 load distributed in NS direction distributed to SW 10: Vswio=VB/2= 5.987 kips Project Job Ref. NISHKIAN DEAN TTSD—DurhamRenovations 31642.03 CONSULTING AND STRUCTURAL ENGINEERS SINCE 1919 Nishkian Dean Section Sheet no./rev. 1022 SW Salmon St.Suite 300 Structural Calculations 19 Portland,OR 97205 Calc.by Date Chk'd by Date App'd by Date MSM 12/18/2018 NS direction Walls: vns=V/ 120 ft= 31 6.6 plf SW LINE TRIBUTARY LENGTH SHEAR IN LINE; A; TA=15 ft; VA= vns TA=4.7 kip; B; TB=30 ft; VB= Vns TB=9.5 kip; C; Tc=30 ft; Vc= Vns Tc= 9.5 kip; D; To=30 ft; VD= Vns To=9.5 kip; E; TE= 15 ft; VE = vns TE=4.7 kip; SHEAR WALL LABEL LENGTH SWA x 2; LA=24 ft; SWB, SWC, SWD; LB=16 ft; SWE1 (REVISED WALL); LE,=20.92 ft; SWE2(REVISED WALL); LE2= 11.25 ft; LOAD IN WALL; WALL SHEAR;; STATUS; VA=VA LA/(LA+ LA)=2.37 kip;; VA=VA/LA=99 plf; <832 PLF, OK; VB=9.499 kip;; VB=VB/LB= 594 plf; >832 PLF, OK; VE1 =VE LE1 /(LE1 + LE2) =3.09 kip;; vE1=VE1 /LE1 = 148 plf; <832 PLF, OK; VE2=VE LE2/(LE1 + LE2)= 1.66 kip;; VE2=VE2/LE2= 148 plf; <832 PLF, OK; EW direction Walls: vew=V/70 ft = 542.8 plf SW line Tributary Area Shear in line; 1; T1=35 ft; V1= Vew T1= 19.0 kips; 3; T3=35 ft; V3= Vew T3= 19.0 kips; Shearwall label; Length ; SW3-1; (REMOVED) SW3-2; L32=36 ft; SW3-3; L33=18 ft; SW2; L2=24 ft; SW1-1, SWI-2; L1=22 ft; LOAD TO WALLS; Load(plf); Status; V32=V3 L32/(L32+ L33) = 12.67 kip;; v32=V32/L32=352 plf; ; <832 PLF, OK; V33=V3 L33/(L32+ L33)=6.33 kip;; v33=V33/L33=352 plf; ; <832 PLF, OK; Vii =V1 L1 /(Li + L1 + L2) +21.7 kip=27.85 kip;; vii=V11 /L1 = 1266 plf; ; >832 PLF,ADD SUREBOARD; V12=V1 L1 /(Li + L1 + L2) =6.15 kip;; v12=V12/L1 =279 plf; ; <832 PLF, OK; V2=V1 L2/(Li + L1 + L2) =6.71 kip;; V20=V2/L2=279.392 plf ;<832 PLF, OK; ao SW11 includes additional load from center section, calculated below: Project Job Ref. c> NISHKIAN DEAN TTSD—DurhamRenovations 31642.03 CONSULTING AND STRUCTURAL ENGINEERS SINCE 1919 Nishkian Dean Section Sheet no./rev. 1022 SW Salmon St.Suite 300 Structural Calculations 20 Portland,OR 97205 Calc.by Date Chk'd by Date App'd by Date MSM 12/18/2018 Seismic tributary to Roof Level at center section: Walls; Wwall = 10 psf 0.5 0 ft 435 ft= 0.000 kips Tectum roofs,; Wply= 15 psf 70 ft 70 ft= 73.500 kips Total Weight,; Wcenter=Wwall +Wply= 73.500 kips Shear to center section,; Vcenter= CBS_LSP_IO Wcenter=43.3 kips 1/2 load distributed in NS direction distributed to SW 1-1: Vswii =Vicenter/2 = 21.668 kips SHEAR WALL HOLDOWN (ASCE 7-10) Wall dead load,; WL= 10 psf Roof dead load,; DLr= 15 psf Wall height,; h = 13 ft NS-DIRECTION WALLS OTM Trib Wall Weight Roof weight; OTMA=VA h=30.873 trA= 15 ft; WwA=WL h LA=3.120 kips; WrA=DLr trA LA=5.400 kips; kip ft; OTMB=VB h= 123.491 trB=30 ft; Wwe=WL h LB=2.080 kips; WrB=DLr trB Ls=7.200 kips; kip ft; OTME1 =VE1 h =40.153 trE1 = 15 ft; ME-1 =WL h LE1 =2.720 kips; WrE1 =DLr trE1 LE1 =4.707 kips; kip_ft; OTME2=VE2 h=21.593 trE2=27.5 ft; WwE2=WL h LE2= 1.463 kips; WrE2=DLr trE2 LE2=4.641 kips; kip_ft; Resisting Moment; RMA= (WwA+WrA) LA/2 +(DLr trA LA) LA/2= 167.0 kips_ft; RMB=(Wee+WrB) LB/2 + (DLr trB Le) LB/2= 131.8 kips ft; RME1 =(WwE1 +WrE1) LE1/2 + (DLr trE1 LEI) LE1/2= 126.9 kips ft; RME2=(WwE2+WrE2) LE2/2 + (DLr trE2 LE2) LE2J2 =60.4 kips ft; Tension Force(+value indicates uplift) Compression Force (+ indicates compression); STATUS; TA=(0.7 OTMA-0.6 RMA)/(LA—6 in) _-3.345 kips; CA=0.7 OTMA/(LA—6 in)=0.920 kips; OK; TB=(0.7 OTMB-0.6 RMB)/(LB—6 in)=0.474 kips; CB=0.7 OTMB/(LB—6 in) =5.577 kips; HDU REQD; TE, =(0.7 OTME1 -0.6 RME1)/(LE1 —6 in)=-2.353 kips; CE1 =0.7 OTME1/(LE1 —6 in)= 1.376 kips; OK; TE2=(0.7 OTME2-0.6 RME2)/(LE1 —6 in)=-1.036 kips; CE2=0.7 OTME2/(LE1 —6 in)=0.740 kips; OK; Project Job Ref. N I S N K I A N DEAN TTSD—Durham Renovations 31642.03 CONSULTING AND STRUCTURAL ENGINEERS SINCE 1919 Nishkian Dean Section Sheet noirev. 1022 SW Salmon St.Suite 300 Structural Calculations 21 Portland,OR 97205 Calc.by Date Chk'd by Date App'd by Date MSM 12/18/2018 EW-DIRECTION WALLS OTM Trib Wall Weight Roof weight; OTM32=V32 h = tr32=35 ft; W„32=WL h L32=4.680 kips; Wr32=DLr tr32 L32= 18.900 kips; 164.655 kip_ft; OTM33=V33 h = tr33=2 ft; W„33=WL h L33=2.340 kips; Wr33=DLr tr33 L33=0.540 kips; 82.328 kip_ft; OTMii =V11 h = try] = 17 ft; =WL h Li =2.860 kips; Writ =DLr trii Li =5.610 kips; 362.006 kip ft; OTM12=V12 h = tri2=7 ft; W 12=WL h L1 =2.860 kips; Wr12=DLr tri2 L1 =2.310 kips; 79.906 kip ft; Resisting Moment; RM32=(W2+Wr32) L32/2 + (DLr tr32 L32) L32/2=764.6 kips_ft; RM33=(W3+Wr33) L33/2 + (DLr tr33 L33) L33/2=30.8 kips_ft; RM11 =(Wwi1 +Wr11) L1/2 +(DLr tr11 Li) L1/2= 154.9 kips_ft; RM12=(Ww12+Wri2) Li/2 +(DLr tri2 Li) L1/2=82.3 kips_ft; Tension Force(+value indicates uplift) Compression Force(+ indicates compression); STATUS; T32=(0.7 OTM32-0.6 RM32)/(L32—6 in) =-9.677 kips; 032=0.7 OTMoa/(L32—6 in)=2.606 kips; OK; T33=(0.7 OTM33-0.6 RM33)/(L33—6 in) =2.238 kips; 033=0.7 OTMos/(L33—6 in)=2.643 kips; HDU REQD; T11 =(0.7 OTM11 -0.6 RM11)/(L1 —6 in) =7.464 kips; C11 =0.7 OTMio/(Li —6 in)=4.859 kips; HDU REQD; T12=(0.7 OTM12-0.6 RM12)/(Li —6 in) =0.305 kips; C12= 0.7 OTM12/(Li —6 in)=2.602 kips; OK; Project Job Ref. NISHKIAN DEAN TTSD—Durham Renovations 31642.03 CONSULTING AND STRUCTURAL ENGINEERS SINCE 1919 Nishkian Dean Section Sheet no.hev. 1022 SW Salmon St.Suite 300 Structural Calculations 22 Portland,OR 97205 Calc.by Date Chk'd by Date App'd by Date MSM 12/18/2018 HOLDOWN ANCHORAGE Maximum LRFD holdown force (ASCE 41-17),; TAscE41 =2.18 kips Maximum ASD holdown force (ASCE 7-10),; TASCE7 = 0.47 kips LRFD conversion: Conversion of ASD catalog design values to LRFD reference resistance values(Z): Z =Kf x(tabulated value) Selecting the format conversion factor(1996 LRFD 3.4): Load Case Ratio of ASD Catalog LRFD Reference Resistance Z Design Values All Load Combinations 125% = 1 25 Except Those That 100% Z=(100%value)x 3.32 Contain Wind or Seismic (AF&PA/ASCE 16-95. 125% < 125 Equations 1.3-1 to 1.3-3) 100% Z=(100%value)x 2.88 160% __ 1.2 Z=(160%value)x(1)x3.32 Load Combinations That 133% 1.6 Contain Wind or Seismic 160%and 133%not both greater of: (AF&PA/ASCE 16-95, listed or (t33%volue)x( 1 Equations 1.3-4 to 1.3-6) 160% < 1.33)x2.88 133% 1.2a (160%value)x(1�6)x2.88 Per ASCE 41-13 Table 12-3 footnote"e",connectors not listed are assumed to be force controlled, meaning that the lower-bound strength must be used,which per ASCE 41-13 12.2.2.5 is obtained by multiplying the expected strength by 0.85. The adjusted connector strength is: (tabulated value) Z'=Z•Cay _Cr 1.6 •(1.0)•(1.0) The expected strength of the connector is: (tabulated value) ZcE=Z'•Kf•A•(kz= 1.6 -(2.88)•(1.0)•(1.0) The final acceptance criteria strength value becomes: (tabulated value) Zac=(0.85)•ZcE= 1.6 •(2.88)•(0.85)=1.53•(tabulated value) ASD capacity of Simpson DTT2Z,; HDASD= 1825 lb LRFD capacity of Simpson DTT2Z,; HDLRFD= HDASD 1.53 = 2792.250 lb co Use Simpson DTT2Z holdown at all conditions where holdown is required per the previous calculations. Project Job Ref. N I S N K I A N DEAN TTSD—Durham Renovations 31642.03 CONSULTING AND STRUCTURAL ENGINEERS SINCE 1919 Nishkian Dean Section Sheet no./rev. 1022 SW Salmon St.Suite 300 Structural Calculations 23 Portland,OR 97205 Calc.by Date Chk'd by Date App'd by Date MSM 12/18/2018 Dimensions Fasteners Minimum Allowable Tension Lo Model (in.) Wood (160)' Ga.. Anchor Member WH B c SO Bolt Dia. Fasteners Thickness DF/SP SPF/HF Al (in.) (in.) (6)SD lt9 x i'h" 840 840 DTT12 14 1' 71/4 1'/,e '/a 36 3/e (6)10d x 1'h" 1' 910 640 (8)10d x 11h" 910 850 DTT2Z (8)1/4"x 1'/x"SDS 11/2 1,825 1,800 14 3% 6% 1% '9l 346 ' (8)'/4"x 11/2"SDS 3 2,145 1,835 DTT2Z-SDS2.5 (8)'/4"x 21/2"SDS 3 2,145 2,105 HDU2-SDS2.5 14 3 894s 31/4 1356 1% % (6)'/4"x 21/2'SDS 3 3,075 2,215 HDU4-SDS2.5 14 3 10'352 31/4 1316 13/2 1/2 (10)'A"x 21/2"SDS 3 4,565 3,285 • 11005-5052.5 14 3 131/26 314 1356 13/2 1/2 (14)'/i'x 21/2"SDS 3 5,645 4,065 3 6,765 4,870 HDU8-SDS2.5 10 3 16% 3' 1% 1' 7 (20)1/4"x 21/2"SDS 3' 6,970 5,020 41/4 7,870 5,665 1 11 1 HDU11-SDS2.5 10 3 2214 3'/z '/a 1 51/2 °.33.'2 6,865 (30)!4"x2h'"SDS T/4 11,175 8,045 4x6'` 10,770 7,755 • HDU14-SDS2.5 7 3 25'%4 31/2 13'26 1%6 1 (36)'/4"x 21/2"SDS 71/2' 14,390 10,435 51/2" 14,445 10,350 Epoxy anchor: Existing concrete f'c = 3000 psi 00 Anchor centered in 6" stem wall. 00 Use 1/2" diameter threaded rod w/Simpson SET-3G epoxy, embed 8". Input Data Design method:ACI 318-14 Anchor:SET-3G w/ 1/203 F1554 Gr. 36 Effective Embedment depth: 7.750 inch Concrete:Normal-weight State:Cracked Compressive strength: 3000 psi Seismic design:No SET.3G Governing tension ratio:973%(Pass) Ratio NVa[lb) mNn[b] Steel strength 41.3% 2550 6176 Concrete breakout 97.3% 2550 2620 Adhesive 92.0% 2550 2773 SET-3G w/ 1/2"0 F1554 Gr.36 with hef= 7.750 inch meets the selected design criteria. Project Job Ref. N I S N K I A N DEAN TTSD—Durham Renovations 31642.03 CONSULTING AND STRUCTURAL ENGINEERS SINCE 1919 Nishkian Dean Section Sheet no./rev. 1022 SW Salmon St.Suite 300 Structural Calculations 24 Portland,OR 97205 Calc.by Date Chk'd by Date App'd by Date MSM 12/18/2018 RTU LOAD TO EXISTING TJIS Roof weight: Built-up roofing; 3.5 psf insulation; 1.5 psf 5/8" plywood; 1.8 psf 16" TJIs @ 16" OC; 3.0 psf 5/8"gyp board; 3.1 psf New suspended ceiling; 2.5 psf MEP; 1.5 psf Total; D= 16.9 psf; Snow load: pg= 20 psf+ 5 psf= 25 psf; minimum snow load with rain-on-snow surcharge Is= 1.10; importance factor for Risk Cat III structure S = pm = IS* p9 = 27.5 psf; minimum snow load, controls over roof live load ASD Load combo: D+ S =44.4 psf; controlling load combo Loads to TJI: L= 30 ft; TJI length Atrib= 16 in; trib area to (1) TJI, spaced at 16"OC WDStoTJI = (D + S) *Atrib= 59.2 plf; weight from dead and snow loads ARTu = (53.9 in) * (67 in) = 25.1 ft2; area of RTU pRTu = 1600 lbs/ARTu = 63.8 psf; distributed weight of RTU wRTUtoTJI = pRTU * 16 in = 85.1 plf; additional weight for max 4'-6" length at end of TJI, see partial plan PRTUtoTJI =WRTUtoTJI *4.5 ft= 382.8 lbs; consider addt'l weight as a point load MDS= (WDStoTJI * L^2)/8 = 6660 lb_ft; moment due to dead and snow loads MRTU = (PRTUtoTJI* 2.25 ft* 27.75 ft)/L= 796.7 lb_ft; moment due to new RTU Mtot= MDS+ MRTU = 7456.7 lb_ft; total max moment Partial Plan D-C 35'_a" 30'-0" LONG -((E)16"TJI @ 16"IDC i I I (E) 16" TJI @ 16" OC 30'-0" LONG 1 t I t t (E)GL8314X30' _ : rapi o o '� o � Cr ' NEW 1600 off__.__ LB RTU Project Job Ref. CO I N K U A LE DEAN TTSD-Durham Renovations 31642.03 CONSULTING AND STRUCTURAL ENGINEERS SINCE 1919 Nishkian Dean Section Sheet no./rev. 1022 SW Salmon St.Suite 300 Structural Calculations 25 Portland,OR 97205 Calc.by Date Chk'd by Date App'd by Date . MSM 12/18/2018 Reference design moment per 1988 TJI info, 1988 bldg dwgs refer to IBCO report NER-200: Page 5 of 14 Report No,NER-200 TABLE MI. 11-PROPERTIES FOR TJI 'JOISTS TRE E 111-C(111Tit i) - �� RESISTIVE RESISTIVE UEI(r11T -MOmini FArT09 SHEAR i urib IT MOIUNf FACTOR SMEAR I DEPTH (p ) (See example) (lbs.) (int) DEPTH (.If) (See eampiei ttbs.i tint+' �.- _ ..tf_ uTJII2S JOIST _ MISSJOIST 31lZ 1.8 1.015 64o 47 tO 3.3 3.080 1.380 i94 91/2 1.9 1.400 805 85 12 3.6 3.896 1.545 298 117/3 2.0 1.830 990 142 14 3.9 4.320 1.330 4271 14 2.2 2.255 1.160 212 16 4.1 5.540 1.940 580 16 2.a 2.695 1.315 299 18 4.4 6.310 2.155 359 ' TJ1135 JOIST 20 4.6 7.200 2.360 955 1U -. 2.6 2.005 845 125 22 4,9 8.030 2.555 1.198 24 5.1 8.860 2.350 1,459, 12 2.6 2.535 1.000192 26 5.4 9.695 2.950 1.350' 14 2.8 3.065 1.160 275 16 3.0 3.600 1.315 312 28 5.6 10.527 3.030 2.069! 18 3.1 4.1.0 1.40 485 30 5.9 11.361 3.115 2.421' 20 3.3 4.680 1.626 61S TAW JOIST 2The allowable values noted for moment and shear aro besod on results of performance toss and aro for normae duration of load conditions. The values may be incroasod for duration of load SS indicatod in Appendix 8 of the National Design Specification for Wood Construction. 1986 Edition. TJI®JOIST FLANGE MATERIAL PROPERTIES MICRO='LAM LVL MACHINE STRESS RATED EJM9ER .E(x1015 psi) Fg (psi) E(x10s psi) F_ (psi) 1.8 1,350 1.8 1600 2.0 2100 1.8 1825 2.2 2300 1.95 1825 2.4 2600 2.0 1375 2.0 1900 2.0 2150 2.35 2225 EXAMPLE: Moment factor F. Resistive Moment _ (from Table No. I1)x(from table abovo) (ft.-lb.) 1.000 16" TJI/3S with MICRO-LAM ftenges.F; s'2100 pet Rasietivo moment - 3600 x 2100 ' 4560 ft.-lbs._ 1.000 Resistive moment=(3600* 1825)/1000=6570 ib_ft *Cd=(6570 lb_ft)*1.15=7556 lb_ft M' = 1.15 *6570 lb_ft= 7555 lb_ft; adjusted design moment for 16"TJI/35 joists Mtot/M' = 0.987; <1.0, OK, existing TJIs are adequate to support new RTU loads Check shear: Vos = (WDStoTJI * L)/2 = 888 Ib; shear due to dead and snow loads VRTU = (PRTUtoTJI *27.75 ft)/L = 354.1 Ib; max shear due to new RTU Vtot= VDs +VRTU = 1242.1 Ib; total max shear V' = 1.15 * 1315 lbs = 1512.2 Ibs; Vtot/V' = 0.821; < 1.0, OK, existing TJIs are adequate to support new RTU loads Project Job Ref. c> N I S H K I A N DEAN TTSD— Durham Renovations 31642.03 CONSULTING AND STRUCTURAL ENGINEERS SINCE 1919 Nishkian Dean Section Sheet no./rev. 1022 SW Salmon St.Suite 300 Structural Calculations 26 Portland,OR 97205 Calc.by Date Chk'd by Date App'd by Date MSM 12/18/2018 TJI HEADER 00 One TJI joist will need to be cut for a mechanical duct penetration Roof weight: Built-up roofing; 3.5 psf insulation; 1.5 psf 5/8" plywood; 1.8 psf 16"TJIs @ 16" OC; 3.0 psf 5/8"gyp board; 3.1 psf New suspended ceiling; 2.5 psf MEP; 1.5 psf Total; D= 16.9 psf; Snow load: pg = 20 psf+ 5 psf= 25 psf; minimum snow load with rain-on-snow surcharge Is= 1.10; importance factor for Risk Cat III structure S = pm = Is* p9 = 27.5 psf; minimum snow load, controls over roof live load ASD Load combo: D + S =44.4 psf; controlling load combo Loads to TJI: L= 30 ft—1.5 ft= 28.500 ft; Reduced TJI length Atrib= 16 in; trib area to (1) TJI, spaced at 16" OC WDStoTJI = (D + S) *Atrib= 59.2 plf; weight from dead and snow loads ARTu = (53.9 in) * (67 in) = 25.1 ft2; area of RTU pRTu = 1600 lbs/ARTu =63.8 psf; distributed weight of RTU WRTUtoTJI = PRTU* 16 in = 85.1 plf; additional weight for max 3'-0" length at end of interrupted TJI PRTUtoTJI =WRTUtoTJI * 3 ft= 255.2 lbs; consider addt'l weight as a point load Mos= (WDStoTJI * LA2)/8 = 6010.6 lb_ft; moment due to dead and snow loads MRTU = (PRTUtoTJI* 1.5 ft*27 ft)/L= 362.7 lb_ft; moment due to new RTU Mtot= Mos + MRTU = 6373.3 lb_ft; total max moment Vos = (WDStoTJI L) /2 =843.600 lbs; max shear at cut end due to dead and snow loads VRTU = PRTUtoTJI 27 ft/L= 241.767 lbs; max shear at cut end due to RTU Vtot=VDS+VRTU = 1085.367 lbs; total max shear 0o Per the previous calculation, the shortened TJI is acceptable Header beam design: Try No.1 DFL 4x8 Span,; L= 32 in Centered point load,; P =Vtot= 1085.367 lb Moment,; MX= P L/4 = 723.578 lb_ft Shear,; F = P/2 = 542.684 lb Project Job Ref. NISHKIAN DEAN TTSD—Durham Renovations 31642.03 CONSULTING AND STRUCTURAL ENGINEERS SINCE 1919 Nishkian Dean Section Sheet no./rev. 1022 SW Salmon St.Suite 300 Structural Calculations 27 Portland,OR 97205 Calc.by Date Chk'd by Date App'd by Date MSM 12/18/2018 l STRUCTURAL WOOD MEMBER DESIGN(NDS) In accordance with the ANSI/AF&PA NDS-2015 using the ASD method Tedds calculation version 1.7.07 Analysis results Design moment in major axis; MX= 724 lb ft Design shear; F = 543 lb Sawn lumber section details Nominal breadth; bnom =4 in; Dressed breadth; b= 3.5 in Nominal depth; dnom = 8 in; Dressed depth; d = 7.25 in Number of sections; N = 1; Breadth of member; bb= 3.5 in Lumber grading; No.1 Douglas Fir-Larch Member details Service condition; Dry Load duration; Two months Strength in bending -c1.3.3.1 Design bending stress; Fb'= 1495 lb/in2; Actual bending stress; fb= 283 lb/in2 PASS- Design bending stress exceeds actual bending stress Strength in shear parallel to grain -c1.3.4.1 Design shear stress; F, = 207 lb/in2; Actual shear stress; fv= 32 lb/in2 PASS- Design shear stress exceeds actual shear stress Loads to adjacent TJI: L2= 30 ft; Reduced TJI length PRTUtoTJI2 =WRTUtoTJI * 4.5 ft= 382.8 lbs; consider addt'l weight as a point load MDS2 = (WDStoTJI * LA2)/8 = 52.6 lb_ft; moment due to dead and snow loads MRTU2 = (PRTUtoTJI2 *2.25 ft* 27.75 ft)/L= 8962.9 lb_ft; moment due to new RTU MHDR = (Vtot/2) 1.5 ft*28.5 ft/L= 8699.9 lb_ft; moment due to headed-off joist Mtot2 = MDS2 + MRTU2 + MHDR = 17715.4 lb_ft; total max moment See previous calculation for existing joist moment and shear capacities M' = 1.15 * 6570 lb_ft= 7555 lb_ft; adjusted design moment for 16"TJI/35 joists Mtot2/M' = 2.345; — 1.0, OK, existing TJIs are adequate to support new RTU loads Check shear: VDS2 = (WDStoTJI L2)/2= 888.000 lbs; max shear at end due to dead and snow loads VRTU2 = PRTUtoTJI 27.75 ft/L2 = 236.059 lbs; max shear at end due to RTU VHDR =Vtot/2 = 542.684 lbs; max shear at end due to headed-off joist Vtot2 =VDS2 +VRTU2 = 1124.059 lbs; total max shear V' = 1.15* 1315 lbs = 1512.2 lbs; Vtot2/V' = 0.743; < 1.0, OK, existing TJIs are adequate to support new RTU loads