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Specifications DEI RECEIVED DIBBLE ENGINEERS INC JUL 2 4 2018 CITY OF TIGARD BUILDING DIVISION STRUCTURAL CALCULATIONS MCDONALD'S TIGARD SCHOLLS FERRY, OR 12388 SW Scholis Ferry Rd. Tigard, OR 97723 Prepared for Freiheit & Ho Architects Project# 18-1341 JunePR 44,-7 cc. 77398E sOREGONvD 44/ "0" &Pt.13,20° cr.& A DO EXPIRES:DECEMBER 31,2019 0 6/1 2 01 66 DIBBLE ENGINEERS INC 11029 Market Street, Kirkland WA 98033 I 425.828.4200 I dibbleengineers.com • DEI DIBBLE ENGINEERS INC STRUCTURAL CALCULATIONS TABLE OF CONTENTS McDonald's Tigard Sahel s Ferry, OR: E1 Project# 18-1341 Design Criteria 1 o Design Criteria o USGS Seismic Site Report Gravity 2 o Beam Calculations Lateral 3 o Lateral Load Comparison o Parapet Calculations DEI DIBBLE ENGINEERS INC DESIGN CRITERIA M n l ' Tigard .. &chat Ferry, u D _ Project 18-1341 Date: DES Design Criteria By: DIBBLE ENGINEERS INC Project Name: McD'sTigard-Scholls Ferry,OR Project#: 18-1341 Location: 12388 SW Scholls Ferry Rd Building Code: 2014 OSSC Permitting Authority: Tigard,OR Gravity Design Loads Concrete Roof Dead Load 20 psf fc fy Roof Live Load 40 psf Footing: 3.5 60 ksi Floor Dead Load n/a psf Slab-on-grade: 3.5 60 ksi Floor Live Load n/a psf Concrete Beams: n/a 60 ksi LL Reducible? n/a Y/N Elevated Slabs: n/a 60 ksi Partition Load n/a psf Concrete Columns: n/a 60 ksi Composite Floor n/a psf Concrete Walls: 3.5 60 ksi Piles: n/a ksi Foundation Masonry fm fy Soil Bearing Pressure(assumed) 1500 psf Reinforced Masonry n/a n/a ksi Pile Capacity n/a tons Frost Depth 18 inch Lateral Earth Pressures Structural Steel Fy Restrained n/a pcf W-shapes: ASTM A992,Gr.50 50 ksi Unrestrained: n/a pcf Tube/Pipe: ASTM A500,Gr.B. 46 ksi Passive Pressure: n/a pcf Friction Coefficient n/a Snow Lumber Importance Factor Is 1 psf Item:Species&Grade Fb Fy Snow Load Ps 1 2x4: HF#2 850 150 psi Snow Exposure Ce 1.00 2x6&larger 2x's: HF#2 850 150 psi Thermal Factor Ct 1.00 4x Beams&Post: HF#2 850 180 psi Min Roof Snow 25.00 6x Beams&Post: DF#1 1300 170 psi psf Engineered Wood Products SWWJ / OWWJ TJI/TJL PSL / LSL / LVL 2900 psi Glulam: 24F-V4/24F-V8 2400 psi Sheathing (roof) 15/32 inch Sheathing (floor) 23/32 inch Sheathing (walls) 15/32 inch Dibble Engineers, Inc. JOB TITLE McDonaldsTigard-Scholls Ferry, OR 1029 Market Street Kirkland, WA 98033 JOB NO. 18-1343 SHEET NO. (425)828-4200 CALCULATED BY MWD DATE 6/8/19 CHECKED BY DATE www.struware.com Code Search Code: OSSC 2014 Occupancy: Occupancy Group= B Business Risk Category & Importance Factors: Risk Category= 11 Wind factor= 1.00 Snow factor= 1.00 Seismic factor= 1.00 Building Geometry: Roof angle (0) 0.00/12 0.0 deg Building length (L) 160.0 ft Least width (B) 42.0 ft Mean Roof Ht (h) 12.5 ft Parapet ht above grd 18.0 ft Minimum parapet ht 5.5 ft Dibble Engineers, Inc. JOB TITLE McDonaldsTigard-Scholls Ferry, OR 1029 Market Street Kirkland,WA 98033 JOB NO. 18-1343 SHEET NO. (425)828-4200 CALCULATED BY MWD DATE 6/8/19 CHECKED BY DATE Wind Loads : ASCE 7- 10 Ultimate Wind Speed 120 mph Nominal Wind Speed 93 mph Risk Category II Exposure Category B Enclosure Classif. Enclosed Building Internal pressure +/-0.18 Directionality (Kd) 0.85 Kh case 1 0.701 Kh case 2 0.575 Type of roof Monoslope ' Dibble Engineers, Inc. JOB TITLE McDonaldsTigard-Scholls Ferry,OR 1029 Market Street Kirkland,WA 98033 JOB NO. 18-1343 SHEET NO. (425)828-4200 CALCULATED BY MWD DATE 6/8/19 CHECKED BY DATE Ultimate Wind Pressures Wind Loads -Components & Cladding : h <= 60' Kh(case 1)= 0.70 h= 12.5 ft Base pressure(qh)= 22.0 psf a= 4.2 ft Minimum parapet ht= 5.5 ft GCpi= +/-0.18 Roof Angle(0)= 0.0 deg Type of roof= Monoslope Roof GCp+/-GCpi Surface Pressure(psf) User input Area 10 sf 50 sf 100 sf 10 sf 50 sf 100 sf Negative Zone 1 -1.18 -1.11 -1.08 -25.9 -24.4 -23.7 -25.9 -25.9 Negative Zone 2 -1.98 -1.49 -1.28 -43.5 -32.7 -28.1 -43.5 -43.5 Negative Zone 3 -1.98 -1.49 -1.28 -43.5 -32.7 -28.1 -43.5 -43.5 Positive Zone 1 0.48 0.41 0.38 16.0 16.0 16.0 16.0 16.0 Positive Zones 2&3 1.08 0.97 0.92 23.7 21.3 20.2 23.7 23.7 Overhang Zone 1&2 -1.70 -1.63 -1.60 -37.3 -35.8 -35.1 -37.3 -37.3 Overhang Zone 3 -1.70 -1.63 -1.60 -37.3 -35.8 -35.1 -37.3 -37.3 Negative zone 3=zone 2,since parapet>=3ft. Overhang pressures in the table above assume an internal pressure coefficient(Gcpi)of 0.0 Overhang soffit pressure equals adj wall pressure(which includes internal pressure of 4 psf) Parapet qp= 22.0 psf Surface Pressure(psf) User input Solid Parapet Pressure 10 sf 100 sf 500 sf CASE A=pressure towards building(pos) CASE A: Interior zone: 59.3 40.4 38.0 59.3 CASE B=pressure away from bldg(neg) Corner zone: 59.3 40.4 38.0 59.3 CASE B: Interior zone: -41.5 -34.5 -29.6 -41.5 Corner zone: -47.4 -37.0 -29.6 -47.4 Walls GCp+/-GCpi Surface Pressure(psf) User input Area 10 sf 100 sf 500 sf 10 sf 100 sf 500 sf Negative Zone 4 -1.17 -1.01 -0.90 -25.7 -22.2 -19.8 -25.7 -25.7 Negative Zone 5 -1.44 -1.12 -0.90 -31.6 -24.6 -19.8 -31.6 -31.6 Positive Zone 4&5 1.08 0.92 0.81 23.7 20.2 17.8 23.7 23.7 Note:GCp reduced by 10%due to roof angle<=10 deg. Dibble Engineers, Inc. JOB TITLE McDonaldsTigard-Scholls Ferry,OR 1029 Market Street Kirkland,WA 98033 JOB NO. 18-1343 SHEET NO. (425)828-4200 CALCULATED BY MWD DATE 6/8/19 CHECKED BY DATE Ultimate Wind Pressures Location of C&C Wind Pressure Zones t3 41 v a a . I.. _':l .K.. a If __ -_ 0_ 1 0 1 0 ell I s1 I I `(4 --k..'' 1 «m1 I 0 I i I I 1 I ,. t�Xs1.,3. ,y r I 3' r" 0 — „' .,3' t1Tki Roofs w/ 8<_10° Walls h<_60' Gable,Sawtooth and and all walls &alt design h<90' Multispan Gable 8<_7 degrees& Monoslope roofs h>60' Monoslope<_3 degrees 3°<8<_10° h<_60'&alt design h<90' h<_60'&alt design h<90' I I {�I I I ! ,� d I i 0. P t 1 r I 1 0i � t I L 1 ...,r a a I I Q.). ( 3 I t1 — [ I i I I I'� ' I l -- — . — �— CI) fe Monoslope roofs Multispan Gable& Hip 7° < 8 s 27° i 1 10'<0s30' Gable?° <0s 45° h56O'&aft design h<9O' —1 i 8 Sawtooth 10°<8 <_ 45° / h<_60'&alt design h<90' .f l �__ ... cr + '' '"'fir"`,,, r IV t -' \ `1 W2 Ott W IV Stepped roofs 6<_3° h 5 60'&alt design h<90' usGs Design Maps Summary Report User-Specified Input Report Title McD's Scholls Ferry, Tigard, OR Wed May 30, 2018 15:09:15 UTC Building Code Reference Document 2012/2015 International Building Code (which utilizes USGS hazard data available in 2008) Site Coordinates 45.44375°N, 122.804°W Site Soil Classification Site Class D - "Stiff Soil" Risk Category I/II/III „Hill sboro -I, • Portland Beaverton • o Ti rd. 99 Lake Oswego Itlel a tin ,0 , She rwqod ir;44. USGS-Provided Output Ss = 0.968 g SMS = 1.077 g Sps = 0.718 g S, = 0.424 g Sm, = 0.668 g Sin = 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. MCI Response Spectnim Design Response Spectrum io 22 0,64 0418 037 048 032 044 24 i t 22 I I 000 000 0.() 1140 0,0 080 I$ i 3) I 40 I/*) 1010 WO X.1 1,14) t 030 OM I 1., 1.3., 140 I AO I 01 2)) Period T lsce Period,T(seci DEI DIBBLE ENGINEERS INC GRAVITY CALCULATIONS McDonald`s Tigard — Scholls Ferry, OR; DE1 Project . 8 341 PROaTt.,cyc 0424) cvtouds (...,,triitor SHEET# DElPROJECT# DATE DIBBLE ENGINEERS INC tt.I 67( ((tS SUBJECT BY t7-1\,/rrtr \-14.4 V41-4) 1)C,9C.Af41-- CrGgeic fr) t ---- 2,0' -Too PL-F M -?4)° Te) -2 1041 coop. t--,0r2., S &I/lc or aci hylpfre,,,,riord (VJ L-t tICC tg -172-1 - 2-s ° It\ too-to eSF (204,F 171- 2C pi Ir.10(.0 LL)7- Cr.(45 P4 F I 1 2. S 17-z-t3 (\it / 13 (2.-z-`) S 0 c3. ,31 ( DEI DIBBLE ENGINEERS INC LATERAL CALCULATIONS McDonald's Tigard — Schoils Ferry, OR; OE1 Project # 18-i341 Dibble Engineers, Project No.: Sheet No.: Inc. 18-1341 Project: Date: -1( McDonald's Tigard -Scholls Ferry, OR 6/11/2018 Subject: By: Lateral Demand Comparison MWD Wind Sail Area Comparison (Longitudinal): z AE= 2903 It (Existing Area) Ap= 2973 ft2 (Proposed Area) AA= 70 ft2 (Increase in Area) %0= 2.41 % (Percent Increase) The increase in area, and thus in lateral demand/capacity is< 10%. Per IEBC 403.4, no additional alterations, checks, or retrofits are required. Wind Sail Area Comparison (Transverse): AE= 816 ft2 (Existing Area) Ap= 853 ftz (Proposed Area) AA= 37 ft2 (Increase in Area) a= 4.53 % (Percent Increase) The increase in area,and thus in lateral demand/capacity is< 10%. Per IEBC 403.4, no additional alterations, checks, or retrofits are required. oject No. Dibble Engineers, Inc. Pr18-1341 . Sheet No.: Project: Date: McDonald's Tigard -Scholls Ferry, OR 6/11/2018 71 Subject: By: Lateral Demand Comparison MWD Seismic Weight Comparison: Roof: DLR= 24 psf (Roof Dead Load-Includes 4psf Interior Walls) ARE= 7717 ftf z (Existing Roof Area) ARP= 6689 ftf 2 (Proposed Roof Area) WRE= 185,208 lbs (Existing Roof Weight) WRP= 160,536 lbs (Proposed Roof Weight) WRo= -24,672 lbs (Increase in Roof Weight) 1 Project No.: Sheet No.: Dibble Engineers, Inc. 18-1341 1(11 Project: Date: McDonald's Tigard -Scholls Ferry, OR 6/11/2018 Subject: By: Lateral Demand Comparison MWD Exterior Wood Parapets: DLW= 10 psf (Parapet Dead Load) HWE = 0 ft (Existing Parapet Height) Hwp= 5.5 ft (Proposed Parapet Height) LWE= 425 ft (Existing Length of Parapets) LWp= 425 ft (Proposed Length Parapets) WWE= 0 lbs (Existing Parapet Weight) WWp= 23,375 lbs (Proposed Parapet Weight) WWo= 23,375 lbs (Increase in Parapet Weight) Tile Veneer: DLs= 15 psf (Tile Veneer Weight) Asp= 300 ft z (Tile Veneer Area) Wsa= 4,500 lbs (Increase in Tile Veneer Weight) Total: WE= 206,333 lbs (Total Weight of Existing Structure) WA= 3,203 lbs (Total Increase In Weight) %o= 1.55 % (Percentage Increase in Weight) The increase in weight, and thus in lateral demand/capacity is< 10%. Per IEBC 403.4, no additional alterations, checks, or retrofits are required. Project Name: McD's TIGARD - SCHOLLS FERRY, OR DEl Project#: 18-1341 Date: 6/2018 DIBBLE ENGINEERS INC Subject: PARAPET CALCS By: MWD DETAIL 1,2,3/S-4 lkGRAVITY LOADING:DEAD: 20 PSF IN 1�.�_- ROOF LIVE: 40 PSF 1 SNOW: 25 PSF q Q : 7. ci' PARAPET FRAMING 2x4 @ 16" OC. OK BY INSPECTION i r LATERAL LOADING: - 'rit WIND GOVERNS BY INSPECTION. �iPARAPET LOADING PER ASCE 7-10 CH 30. (SEE DESIGN CRITERIA) au PARAPET PRESSURE = 60 PSF (SEE COMPONENTS AND CLADDING WIND CALC) 0.6W = 36 PSF STUDS ACT AS A FRAME. OK BY INSPECTION SHEAR = 36*7 = 252# /'--> (2) CONNECTIONS EACH BRACE = 126#/' (, (4) 16d CAPACITY: 120#*1.6*4 = 768 # FOR 1 ,3/S-4: (4) 8d TOENAILS CAPACITY: 84#*1.6*4*0.83 = 446# > 158*1.33 =210# FOR 2/S-4: 16d @6" OC CAPACITY: 120#*1.6*2 = 384 #/' (2) KWIK BOLTS @ 24" OC CAPACITY > 252# WITHDRAWAL BY INSPECTION Project Name: McD's TIGARD - SCHOLLS FERRY, OR DEl Project#: 18-1341 Date: 6/2018 DIBBLE ENGINEERS INC Subject: PARAPET CALCS By: MWD DETAIL 6/S-4 GRAVITY LOADING: t10ii DEAD: 20 PSF ROOF LIVE: 40 PSF SNOW: 25 PSF PARAPET FRAMING 2x4 @ 16" OC. OK BY INSPECTION o I Kul LATERAL LOADING: WIND GOVERNS BY INSPECTION. PARAPET LOADING PER ASCE 7-10 CH 30. (SEE e$ DESIGN CRITERIA) V PARAPET PRESSURE = 60 PSF (SEE COMPONENTS AND CLADDING WIND CALC) NOTE: OVERTURNING RESISTED 0.6W = 36 PSF BY CONNECTION TO EXISTING TRUSSES. OK BY INSPECTION STUDS ACT AS A FRAME. OK BY INSPECTION SHEAR = 36*10 = 360#/' --> (2) CONNECTIONS = 180#/' EA CONNECTION _\(4) 16d CAPACITY: 120#*1.6*4 = 768 #/CONNECTION CAPACITY 180#/' x 2' TRUSS SPACING = 360# DEMAND 16d @ 6" OC CAPACITY: 120#*1 .6*2 = 384 #/' BEAM BRACE: 360#/ CONNECTION DEMAND A34 CLIP = 455# > 360# THEREFORE OK NAILS TO TRUSS CHORD OK BY INSP. Project Name: McD's TIGARD - SCHOLLS FERRY, OR DEl Project#: 18-1341 Date: 6/2018 DIBBLE ENGINEERS INC Subject: PARAPET CALCS By: MWD DETAIL 5/S-4 LATERAL LOADING: _Z-9, i i WIND GOVERNS BY INSPECTION. o PARAPET LOADING PER ASCE 7-10 CH 30. (SEE N DESIGN CRITERIA) L I r �? PARAPET PRESSURE = 60 PSF (SEE COMPONENTS rmsI' AND CLADDING WIND CALC) 1 0.6W = 36 PSF ADDITIONAL LOAD = 36*1 .33*1 = 48# 48#*3.572'=84# SHEAR EACH SIDE 3" SDWS SCREW = 190#/SCREW THEREFORE OK