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Specifications U TECH HEADS TENANT IMPROVEMENT 7070 SW Fir Loop Tigard, OR 97223 STRUCTURAL CALCULATIONS VLMK Project Number;20160383 Paige Taylor 8435 SW Terwilliger Blvd. Portland, OR 97219 PROFFS 1 1-22-16 Iasi '74(6,, 44' . O'EGON 74, ' P • v/4/ M,iKPQ� EXPIRES: .-30-2017 Prepared By: Colby Anderson, P.E, v v m K 11/22/2016 ENGINEERING + DESIGN Structural Calculations:Tech Heads Project: Tech Heads Project Number: 20160383 Project 7070 SW Fir Loop Document.' Structural Calculations for Address: Tigard, OR 97223 Building Permit TABLE OF CONTENTS Design Outline and Criteria DC-1 thru DC-5 Lateral Load Design L-1 thru L-12 Column and Foundation Design C-1 thru C-6 DESCRIPTION OF STRUCTURAL SYSTEM This 'Tech Heads tenant improvement' project consists of the modification of the existing structure located at 7070 SW Fir Loop, Tigard, OR 97223. A couple small modifications to the lateral system are being performed, which necessitate a voluntary partial upgrade to the lateral system. Throughout the first and second floors, new walls are being installed to be used as shearwalls. All walls that are being negatively modified or to which load is being added will be brought up to current code. G:\Acad2016\20160383\02 Calculations\Tech Heads DC.docx 3933 SW Kelly Avenue Portland, OR 97239 tel: 503.222.4453 fax: 503.248.9263 www.vlmk.com Structural Calculations:Tech Heads CODES 2014 Oregon Structural Specialty Code (Based on the 2012 International Building Code) DESIGN LOADS Dead Loads Roof(Existing) Asphalt Shingles (new and future) 5.0 psf Sheathing (5/8" plywood) 1.8 psf Insulation 1.0 psf Pre-Manufactured Trusses at 24" o.c. 2.5 psf Mechanical and Electrical 1.0 psf 5/8" Gypsum Board Ceiling 2.8 psf Miscellaneous 0.9 psf Total Roof Load 15.0 psf Floor(Existing) 1 1/2" Concrete Topping Slab 18.8 Psf Sheathing (3/4" plywood) 2.3 psf Sub-floor (1/2" particle board) 2.5 psf TJI Joists at 16" o.c. 4.0 psf Beams 1.0 psf Mechanical and Electrical 1.0 psf 5/8" Gypsum Board Ceiling 2.8 psf Miscellaneous 1.4 psf Total Floor Load 34.0 psf Wall Weights Wood-Stud Shearwalls 15 psf Wind Ultimate Design Wind Speed, Vu,t 120 mph Nominal Design Wind Speed, Vasd 93 mph Risk Category II Wind Exposure B Internal Pressure Coefficient GCp; _ +/- 0.18 G:\Acad2016\20160383\02 Calculations\Tech Heads DC.docx 3933 SW Kelly Avenue Portland, OR 97239 tel: 503.222.4453 fax:503.248.9263 www.vlmk.com • , Structural Calculations:Tech Heads • Seismic Location Latitude 45.42352 Longitude -122.75088 Seismic Importance Factor, Ie 1.0 Risk Category II Mapped Spectral Response Accelerations Ss = 0.975 Si = 0.422 Site Class D Spectral Response Coefficients Sds = 0.721 Sd, = 0.444 Seismic Design Category D Basic Seismic force resisting system(s) Light-Framed Wood Stud Shearwalls Seismic Response Coefficient(s) Cs = 0.111 Response Modification Factor R = 6.5 Overstrength Factor S2o = 2.0 Analysis Procedure Used Equivalent Static MATERIALS Concrete Footings f 'c = 3,000 psi Slab-on-Grade f = 3,000 psi Reinforcing Steel ASTM A615 Gr. 60 F,, = 60 ksi Bolts and Anchors Structural Bolts ASTM A325 Ft= 44 ksi Anchor Bolts ASTM A307 (typical U.O.N.) Ft = 20 ksi Anchor Rods F1554 Gr. 36 (typical U.O.N.) Fy = 36 ksi (foundation) Threaded Rods ASTM A36 (typical U.O.N.) Fv = 36 ksi G:\Acad2016\20160383\02 Calculations\Tech Heads DC.docx 3933 SW Kelly Avenue Portland, OR 97239 tel: 503.222.4453 fax: 503.248.9263 www.vlmk.com Structural Calculations:Tech Heads DC-4 Drilled Anchors Concrete Adhesive Anchors Simpson SET-XP Epoxy Adhesive Anchor ICC ESR-2508 Simpson AT-XP Adhesive Anchor IAPMO ER-263 Hilti HIT-RE 500-SD Adhesive Anchor ICC ESR-2322 Hilti HIT-HY 200 Adhesive Anchor ICC ESR-3187 Powers Pure 110+ Epoxy Anchor ICC ESR-3298 Powers AC100+ Epoxy Anchor ICC ESR-2582 Concrete Drilled Anchors Simpson Strong-Bolt 2 Wedge Anchor ICC ESR-3037 Hilti Kwik Bolt TZ Anchor ICC ESR-1917 Powers Power-Stud+ SD2 Anchor ICC ESR-2502 Concrete Screw Anchors Simpson Titen HD Screw Anchor ICC ESR-2713 Hilti Kwik HUS-EZ Screw Anchor ICC ESR-3027 Wood Framing Joists, Beams and Douglas Fir#2 Stringers 2x Studs Douglas Fir #2 Posts 4x and smaller Douglas Fir #1 6x6 or larger Parallam (PSL) Sills, Ledgers, Plates, etc. in contact with concrete Pressure Treated Hem Fir#2 Microllam (LVL) Fb= 2.60 ksi, E = 2000 ksi, F„= 285 psi Wall Sheathing APA Exposure 1, CDX 15/32" min thick SOILS Per IBC table 1806.2 Allowable Soil Bearing Pressure 1,500 psf G:\Acad2016\20160383\02 Calculations\Tech Heads DC.docx 3933 SW Kelly Avenue Portland, OR 97239 tel: 503.222.4453 fax:503.248.9263 www.vlmk.com 11/17/2016 Design Maps Summary Report DC - 5 MUMS Design Maps Summary Report User-Specified Input Report Title 7070 SW Fir Loop Thu November 17,2016 20:36:19 UTC Building Code Reference Document 2012/2015 International Building Code (which utilizes USGS hazard data available in 2008) Site Coordinates 45.42352°N, 122.75088°W Site Soil Classification Site Class D - "Stiff Soil" Risk Category I/II/III tot ••••MwWair „` � �- ,+t !"" lat'td � resha B+ avrt tip¢$ �, .a:... , et 9 F . i 4. rsw R, + rVitIot� s. << r'4 n ojr. ,,,---; -7-240-',::,.-': - USGS-Provided Output Ss = 0.975 g SMs = 1.082 g SDs = 0.721 g S1 = 0.422 g 5M1 = 0.666 g SD1 = 0.444 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 0.28 1.10 0.80 0.99 0.72 • 0.88 0.64 0.77 0.56 r., rr Oi 0.66 2 0.48 w a 0.55 i fliy 0.40 ' 0.44 0.32 0.33 0.24 _ 0.22 0.16 0.11 0.00 0.00 0.00 0.00 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 0.00 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.00 1.20 2.00 Period, T(sec) 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. http://ehp1-earthquake.cr.usgs.gov/designm aps/us/sum m ary.php?tem pl ate=mini mal&latitude=45.423521150813954&longitude=-122.75087864634257&siteclass... 1/1 . - 1 VVLMK Project. Tech Heads Job rt 20160383 By: CGA Date 11/2016 Sheet g: 1,,_-j ENGINEERING♦DESIGN v4.00-Software Copyright 2015 VLMK Consulting Engineers. All Rights Reserved. Wind Loads - Main Wind-Force Resisting System - Envelope Procedure Based on the 2012 International Building Code and ASCE 7-10, Section 28.6 (Part 2: Low-rise Buildings) Vult = 120 mph Ultimate Wind Speed 3-Second Gust [Figure 26.5-1A, B, &C] B Exposure Category [Section 26.7.3] II Risk Category (I), (II), or (III and IV) [IBC Table 1604.5] Kzt = 1.00 Topographic Factor [Figure 26.8-1] Roof Slope = 20 Degrees Load Factor = 0.6 Ultimate = 1.0W, ASD = 0.6W Design Wind Pressure: ps = AKAID 53o [Equation 28.6-1] Horizontal Loads ( 0.6W ASD LEVEL ) Height Adjustment End Zones Interior Zones (ft) 1 A (psf) (psf) Wall (A) Roof (B) Wall (C) Roof(D) 15 1.00 19.0 -5.0 12.7 4.8 20 1.00 19.0 -5.0 12.7 4.8 I' 25 1.00 19.0 -5.0 12.7 4.8 30 1.00 19.0 -5.0 12.7 4.8 35 1.05 19.9 -5.2 1 13.3 4.8 40 1.09 20.7 -5.4 13.8 4.8 45 1.12 21.2 -5.6 14.2 4.8 50 1.16 22.0 -5.8 14.7 4.8 55 1.19 22.6 -5.9 15.1 4.8 60 1.22 23.1 -6.1 15.4 4.8 Vertical Loads ( 0.6W ASD LEVEL ) Height Adjustment End Zones Interior Zones Windward Overhang (ft) A (psf) (psf) (psf) Windward Leeward Windward Leeward Windward Windward Roof(E) Roof (F) Roof(G) Roof (H) Roof(EOH) Roof(GoH) 15 1.00 -16.4 -- -11.5 -- -11.5 -- -8.7 -- -23.0 -18.1 20 1.00 -16.4 -- -11.5 -- -11.5 -- -8.7 -- -23.0 -18.1 25 1.00 -16.4 -- -11.5 -- -11.5 -- -8.7 -- -23.0 -18.1 30 1.00 -16.4 -- -11.5 -- -11.5 -- -8.7 -- -23.0 -18.1 35 1.05 -17.3 -- -12.0 -- -12.0 -- -9.1 -- -24.2 -19.0 40 1.09 -17.9 -- -12.5 -- -12.5 -- -9.5 -- -25.1 -19.7 45 1.12 -18.4 -- -12.8 -- -12.8 -- -9.7 -- -25.8 -20.2 50 1.16 -19.1 -- -13.3 -- -13.3 -- -10.1 -- -26.7 -20.9 55 1.19 -19.6 -- -13.6 -- -13.6 -- -10.4 -- -27.4 -21.5 60 1.22 -20.1 -- -14.0 -- -14.0 -- -10.6 -- -28.1 -22.0 Case 1 or 2: 1 2 1 2 1 2 1 2 Notes: 1.) Loads shown may be governed by Minimum Wind Design Loads per Section 28.6.4. 2.) Pressures shown are applied to the horizontal and vertical projections. 3.) Plus and minus signs signify pressures acting toward (+) and away (-) from the surfaces. 3933 SW Kelly Avenue Portland,OR 97239 tel: 503.222.4453 fax: 503.248.9263 www.vlmk.com Sir l - V L MK Project Tech Heads TI Job tt: 20160383 By: CGA note: 11/2016 Sheet tt: 1.__ 2., ENG1NEER,NG a GEVGN 061t=. 'Fica t- 0 0 0 4 0 060 ® 9 0 85'-6" 10'-0" 10'-0" 10'-0" 15'-6" 10'-0" 10'-0" 10'-0" 10'-0" / / / / ICO ! 17....._...1 ia -4-t, , , A 5---j Li:, , ‘ ® -0 --I- —I I — I — , is F.5 - 1> CN)cJrkw rF.,24.1... o 0II n — _ I 4 I v u o 0 I I i I , 3 I I , . 00 ..I 1 1 � i ,, v V 0.0_ tole : 3 4 5 co 1 Ac Pare: Lefreo .. e -rn C 4 e.1/41.4.4 is E rr+fot- Ce) = ebocitn,44, `J H,'" j.1 Cr cHie_O CM Reti&A&V> PpoN - 1 VV L M K Project: Tech Heads TI Job#: 20160383 By: CGA Date: 11/2016 Sheet#. 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I I I 18'-0 T-WI 16'- 1" 10'-0 5'-8 FF LEVEL 1 " ' -' " ,8'-6 C 13, 111,6 k CI FA cn , to to ?! 1.- 6 • Y L M K rr 1 Tech Heads 20160383 By CGA rue 11/2016 Sheet tt 1.00 Software Copyright 2015 VIMK Consulting Engineers. All Rights Reserved. Shear Line WIND Loads Based on 2012 International Building Code DESIGN INPUT Wind Loads - 0.6W [psf] - Risk Category II Roof Wall Interior Zone 4.8 12.7 End Zone 5 19 ANAYLSIS East/West Direction - SECOND FLOOR Roof Int. Zone Wall Int. Zone Roof End Zone Wall End Zone Load Shear Line [psf] sq. ft. [psf] sq. ft. [psf] sq. ft. [psf] sq. ft. [lbs] 3 (4.8) (104) + i2.7) (67) + (5,0) (37) + (i. .3) (49) = 2,466 4 (4.8) (92) + (12.7) (57) + (5.0) () + (19.0) 0 = 1,166 5 (4.8) (92) + (12.7) (57) + (5.0) () + (19.0) () = 1,166 6 (4.8) (72) + (12.7) (45) + (5.0) O + (19.0) () = 917 • 7 (4.8) (33) + (12.7) (22) + (5.0) (39) + (19.0) (50) = 1,583 East/West Direction - FIRST FLOOR Roof Int. Zone Wall Int. Zone Roof End Zone Wall End Zone Load Shear Line [psf] sq. ft. [psf] sq. ft. [psf] sq. ft. [psf] sq. ft. [lbs] 3 (4.8) () + (12.7) (152) + (5.0) () + (19.0) (100) = 3,830 4 (4.8) () + (12.7) (96) + (5.0) () + (19.0) () = 1,219 4.6 (4.8) (20) + (12.7) (57) + (5.0) () + (19.0) () = 820 5 (4.8) (14) + (12.7) (69) + (5.0) () + (19.0) () = 944 6 (4.8) (23) + (12.7) (64) ...__ + (5.0) O + (19.0) O = 923 6.5 (4.8) (19) + (12.7) (18) + (5.0) () + (19.0) () = 320 6.8 (4.8) (27) + (12.7) (25) + (5.0) O + (19.0) = 447 7.5 (4.8) (48) + (12.7) (17) + (5.0) (37) + (19.0) (51) = 1,600 . ' ^ I yrVMK pr,„„,, Tech Heads ^*' 20160383 qv CGA Ave 11/2016 sheet L -�i- E°=°=~""~"== -- 1.00 ftware Copyright 2015 VLMK Consulting Engineers. All Rights Reserve Shear Line WIND Loads Based on 2012 International Building Code DESIGN INPUT Wind Loads - 0.6W [psf] - Risk Category II Roof Wall Interior Zone 4.8 12.7 } End Zone 5 19 ANAYLSIS North/South Direction - SECOND FLOOR Roof mt. Zone Wall Int. Zone Roof End Zone Wall End Zone Load Shear Line [psf] sq. ft. [psf] sq. ft. [psf] sq. ft. [psf] sq. ft. [lbs] _ E } (4 u/ (51) + (�. ' (7I) + (5.0) (26) + (19.0) (48) = 3,JO1 _ C.5 ' (4 8) (120) + (12�7) (81) + (5�O) <] + (19.0) () = 1,605 ' --- --| A.5 (4 8) (46) + (12.7) (39) + (5.0) (16) + (19.0) (27) = 1,309 A | (4.8) [) + (12 7) () + (5 O) (3) + (19.0) (19) = 376 --| ------ - North/South Elevation - FIRST FLOOR Roof mt. Zone Wall mt. Zone Roof End Zone Wall End Zone Load i Shear Li [psf] sq. ft. [psf] sq. ft. [p� sq. ft. [psf] sq. ft. [lbs] E � r^�, (] + (( - (99) + ,__. 0 + L���O) (98) = 3,119 O.6 _____ (4J8) () + (12.7) (100) + (5i0) 0 + 19l) () = 1,27O C (4f) () + (12,7) (130) + 5i0) () + 9O () = 1,651 _ B (4.8) () + (12J) (78) + (SO) () 0 = 991 A.5 | (4.8) () + (12J) (11) + (S () (63) = 1,337 & 5' X (4.8) 0 + (12.7) () + 5 0) O f__ (19.0) (37) = 703 | / ' ' . ' • VVLMK cm°Jcc- Tech Heads b 20160383 By CGA Dare: 11/2016 sheers: L-g ENGINEERING+PESIGN v1.00-Software Copyright 2015 VLMK Consulting Engineers. All Rights Reserved. Shear Line Controlling Load Analysis Based on 2012 International Building Code ANAYLSIS E/W UPPER FLOOR Shear Line/Grid Wind Load Wall Length Shear Shearwall [Ibs] [ft] [plf] Type 3 2,466 9.5 260 A 4 1,166 23 51 A 5 1,166 22 53 A 6 917 14 66 A 7 1,583 9.5 167 A E/W LOWER FLOOR Shear Line/Grid Wind Load Load from Above Wall Length Shear + Shear Shearwall [lbs] [Ibs] [ft] [plf] Above [plf] Type 3 3,830 2,466 9.5 403 663 B 4 1,219 1,166 8.5 143 281 A 4.6 820 10.5 78 78 A 5 944 1,166 25 38 84 A 6 923 917 11 84 167 A 6.5 320 14 23 23 A 6.8 447 1,029 12.5 36 118 A 7.5 1,600 561 16.833 95 128 A N/S UPPER FLOOR Shear Line/Grid Wind Load Wall Length Shear Shearwall [Ibs] [ft] [plf] Type E 2,201 15.5 142 A C.5 1,605 19 84 A A.5 1,309 11.5 114 A A 376 15 25 A N/S LOWER FLOOR Shear Line/Grid Wind Load Load from Above Wall Length Shear + Shear Shearwall [Ibs] [Ibs] [ft] [plf] Above [plf] Type E 3,119 2,201 14.25 219 373 A D.6 1,270 446 13 98 132 A C 1,651 1,159 19.25 86 146 A B 991 0 22.75 44 44 A A.5 1,337 1,309 11 122 241 A A 703 376 15 47 72 A VVLIVIK Tech Heads 20160383 CGA rile 11/2016 sheer n L p, ENGINEERING DESIGN v4.00- Software Copyright 2015 VLMK Consulting Engineers. All Rights Reserved. Wood Shearwall Overturning Analysis Based on the 2012 International Building Code Illi Design Input ROOF/FLOOR LOAD Roof DL = 20.0 psf Pv * * * * ♦ * * * * ♦ V * * * * * * * * Floor DL = 30.0 psf Wall DL = 15.0 psf WALL Tolerance = 350 lbs WT. HEIGHT Holdown Offset = 6.0 in (see Note 3) Sps = 0.700 Design Acceleration 52 = 2 Overstrength Factor Notes: P uP WIDTH 1. Input Wind loads as 0.6W values. Load Combination: -0.6D + 0.6W 2. Input Seismic loads as 0.7E values. Load Combination: -(0.6-0.14Sps)D + 0.7E 3. Holdown Offset measured from centerline of holdown to end of wall. 4. Simpson Holdowns are based on a minimum 3 1/2" stud/post width (2x4 wall) except as noted. 5. At Simpson HDU14, HD12, and HD19 holdowns, designer is to verify anchor bolt requirements and post size & capacity considering effective post height. 6. Simpson strap values are based on 18" floor-to-floor clearspan. Shearwall Overturning Analysis - North/South Direction Wall Note 1,2 (W)ind Roof Floor holdown Uplift Total Notes 4,5,6 Height Width Load -or- Trib Trib -or- MOT MRES Above Uplift Strap/Holdown (ft) (ft) (plf) (S)eis (ft) (ft) strap (lb-ft) (lb-ft) (lbs) (lbs) Required Upper Floor- Line E 10.0 15.5 142 W 7.0 0.0 strap 22010 20902 0 74 OK Upper Floor- Line C.5 10.0 9.5 84 W 10.0 0.0 strap 7980 9476 0 -166 OK 10.0 9.5 84 W 10.0 0.0 strap 7980 9476 0 -166 OK Upper Floor- Line A.5 10.0 11.5 114 W 10.0 0.0 strap 13110 13886 0 -71 OK Upper Floor- Line A I10.0 15.0 25 W 3.0 0.0 strap 3750 14175 0 -719 OK . I 3933 SW Kelly Avenue Portland,OR 97239 tel: 503.222.4453 fax: 503.248.9263 www.vlmk.com VVLMK Project Tech Heads job tD 20160383 ny CGA Durk 11/2016 Sheet t L - ENGINEERING • DESIGN v4.00-Software Copyright 2015 VLMK Consulting Engineers. AU Rights Reserved. Wood Shearwall Overturning Analysis Based on the 2012 International Building Code Design Input ROOF/FLOOR LOAD Roof DL = 20.0 psf p r * * * * * * * * * * + * * * * * * � Floor DL = 30.0 psf Wall DL = 15.0 psf lir WALL Tolerance = 350 lbs WT HEIGHT Holdown Offset = 6.0 in (see Note 3) Sps = 0.700 Design Acceleration S2 = 2 Overstrength Factor Notes: P uP WIDTH 1. Input Wind loads as 0.6W values. Load Combination: -0.6D + 0.6W 2. Input Seismic loads as 0.7E values. Load Combination: -(0.6-0.14SD5)D + 0.7E 3. Holdown Offset measured from centerline of holdown to end of wall. 4. Simpson Holdowns are based on a minimum 3 1/2" stud/post width (2x4 wall) except as noted. 5. At Simpson HDU14, HD12, and HD19 holdowns, designer is to verify anchor bolt requirements and post size & capacity considering effective post height. 6. Simpson strap values are based on 18" floor-to-floor clearspan. Shearwall Overturning Analysis - North/South Direction Wall Note 1,2 (W)ind Roof Floor holdown Uplift Total Notes 4,5,6 Height Width Load -or- Trib Trib -or- MOT MRES Above Uplift Strap/Holdown (ft) (ft) (plf) (S)eis (ft) (ft) strap (lb-ft) (lb-ft) (lbs) (lbs) Required Lower Floor- Line E 11.0 5.8 219 W 0.0 10.0 holdown 13852 4612 0 1760 DTT2Z , 11.0 8.5 219 W 2.0 0.0 holdown 20477 4443 0 2004 DTT2Z C Lower Floor - Line D.6 11.0 6.8 132 W 0.0 10.0 holdown 9801 6356 0 551 DTT2Z 11.0 6.5 132 W 0.0 10.0 holdown 9438 5894 0 591 DTT2Z a Lower Floor- Line C 11.0 9.3 146 W 0.0 5.0 holdown 14856 8086 0 774 DTT2Z $ 11.0 10.0 146 W 0.0 5.0 holdown 16060 9450 0 696 DTT2Z .1E Lower Floor- Line B 11.0 10.8 44 W 2.0 0.0 holdown 5203 7107 0 -186 OK 11.0 12.0 44 W 0.0 10.0 holdown 5808 20088 0 -1242 OK Lower Floor- Line A.5 11.0 11.0 241 W 12.0 10.0 holdown 29161 25592 0 340 OK Lower Floor- Line A . 11.0 16.3 95 W 0.0 4.0 holdown 17065 22800 0 -362 OK '' - 4-0R CaycS 3933 SW Kelly Avenue Portland,OR 97239 tel: 503.222.4453 fox: 503.248.9263 www.vImk.com • V- V L M K Project: Tech Heads Job a 20160383 ty U:CGA Dore: 11/2016 Sheer . I I ENGINEERING.DESIGN v4.00-Software Copyright 2015 VLMK Consulting Engineers. All Rights Reserved. Wood Shearwall Overturning Analysis Based on the 2012 International Building Code Design Input ROOF/FLOOR LOAD Roof DL = 20.0 psf P ZTTTTTTTTTTTTTTTTTZ Floor DL = 30.0 psf Wall DL = 15.0 psf WALL Tolerance = 350 lbs WT HEIGHT Holdown Offset = 6.0 in (see Note 3) A_ SDs = 0.700 Design Acceleration S2 = 2 Overstrength Factor Notes: P uP� WIDTH 1. Input Wind loads as 0.6W values. Load Combination: -0.6D + 0.6W 2. Input Seismic loads as 0.7E values. Load Combination: -(0.6-0.14SDs)D + 0.7E 3. Holdown Offset measured from centerline of holdown to end of wall. 4. Simpson Holdowns are based on a minimum 3 1/2" stud/post width (2x4 wall) except as noted. 5. At Simpson HDU14, HD12, and HD19 holdowns, designer is to verify anchor bolt requirements and post size &capacity considering effective post height. 6. Simpson strap values are based on 18" floor-to-floor clearspan, Shearwall Overturning Analysis - East/West Direction Wall Note 1,2 (W)ind Roof Floor holdown Uplift Total Notes 4,5,6 Height Width Load -or- Trib Trib -or- MOT MRES Above Uplift Strap/Holdown (ft) (ft) (plf) (S)eis (ft) (ft) strap (lb-ft) (lb-ft) (lbs) (lbs) Required Upper Floor- Line 3 10.0 9.8 260 W 3.0 0.0 holdown 25350 5989 0 2093 DTT2Z •;.0 Upper Floor- Line 4 10.0 8.5 51 W 3.0 0.0 strap 4335 4552 0 -27 OK 10.0 14.5 51 W 3.0 0.0 strap 7395 13246 0 -418 OK Upper Floor- Line 5 10.0 8.5 53 W 3.0 0.0 strap 4505 4552 0 -6 OK 10.0 14.3 53 W 3.0 0.0 strap 7553 12793 0 -381 OK Upper Floor- Line 6 10.0 14.0 66 W 3.0 0.0 strap 9240 12348 0 -230 OK Upper Floor- Line 7 '10.0 9.5 167 W 3.0 0.0 holdown 15865 5686 0 1131 DTT2Z ihozhEC 7 Cokt c oa S 3933 SW Kelly Avenue Portland,OR 97239 tel: 503.222.4453 fax: 503.248.9263 www.vlmk.tom VV L M K Pr 1 t Tech Heads Job a 20160383 By CGA Date 11/2016 Sheer a L - k2,,. ENGINEERING,DESIGN v4.00-Software Copyright 2015 VLMK Consulting Engineers. An Rights Reserved. Wood Shearwall Overturning Analysis Based on the 2012 International Building Code Design Input ROOF/FLOOR LOAD Roof DL = 20.0 psf P ` v * * * * ♦ * * * * * * * * * * ♦ * * Y Floor DL = 30.0 psf Wall DL = 15.0 psf + WALL Tolerance = 350 lbs WT HEIGHT Holdown Offset = 6.0 in (see Note 3) SDs = 0.700 Design Acceleration CZ = 2 Overstrength Factor lA+Notes: upir4 WIDTH 111 1. Input Wind loads as 0.6W values. Load Combination: -0.6D + 0.6W 2. Input Seismic loads as 0.7E values. Load Combination: -(0.6-0.14SDs)D + 0.7E 3. Holdown Offset measured from centerline of holdown to end of wall. 4. Simpson Holdowns are based on a minimum 3 1/2" stud/post width (2x4 wall) except as noted. 5. At Simpson HDU14, HD12, and HD19 holdowns, designer is to verify anchor bolt requirements and post size & capacity considering effective post height. 6. Simpson strap values are based on 18" floor-to-floor clearspan. - Shearwall Overturning Analysis - East/West Direction _ Wall Note 1,2 (W)ind Roof Floor holdown Uplift Total Notes 4,5,6 Height Width Load -or- Trib Trib -or- MOT MRES Above Uplift Strap/Holdown (ft) (ft) (plf) (S)eis (ft) (ft) strap (lb-ft) (lb-ft) (lbs) (lbs) Required Lower Floor- Line 3 11.0 9.8 663 W 10.0 20.0 holdown 71471 27804 2093 6789 HDU8_3.5POST Lower Floor- Line 4 11.0 8.5 281 W 5.0 5.0 holdown 26274 8995 0 2160 HDU2 Lower Floor- Line 4.6 11.0 10.5 78 W 0.0 5.0 holdown 9009 10419 0 -141 OK Lower Floor- Line 5 11.0 10.9 84 W 0.0 4.0 holdown 10072 10158 0 -8 OK 11.0 14.3 84 W 0.0 4.0 holdown 13167 17362 0 -305 OK Lower Floor- Line 6 11.0 11.0 167 W 13.0 0.0 holdown 20207 15428 0 455 DTT2Z Lower Floor- Line 6.5 11.0 14.0 23 W 0.0 4.0 holdown 3542 16758 0 -979 OK Lower Floor- Line 6.8 11.0 12.5 118 W 0.0 4.0 holdown 16225 13359 0 239 OK - Lower Floor- Line 7.5 11.0 16.3 128 W 0.0 4.0 holdown 22993 22800 0 12 OK IP 4fE Pv 4CCIPd re C kLC iu n a.r t- fix) 3933 SW Kelly Avenue Portland,OR 97239 tel: 503.222.4453 fax: 503.248.9263 www.vlmk.com I■■II1TI www.hiltLus Profis Anchor 2/.1 . Company: VLMK Page: 1 Specifier. CGA Project: Tech Heads Address: Sub-Project I Pos.No.: 20160383 Phone I Fax: Date: 11/21/2016 E-Mail: Specifier's comments:HDU2 Anchor @ max reaction 1 Input data Anchor type and diameter: HIT-HY 200+HAS B7 1/2 ;1 Effective embedment depth: h =2.750 in. hin.) =2.750 ��.��T��Yz�� of optl ( et Iimk 4 Material: ASTM A 193 Grade B7 Evaluation Service Report: ESR-3187 Issued I Valid: 6/1/2016 13/1/2018 Proof: Design method ACI 318-11/Chem Stand-off installation: -(Recommended plate thickness:not calculated) Profile: no profile Base material: cracked concrete,3000,fc'=3000 psi;h=4.000 in.,Temp.short/long:32/32°F Installation: hammer drilled hole,Installation condition:Dry Reinforcement: tension:condition B,shear condition B;no supplemental splitting reinforcement present edge reinforcement:none or<No.4 bar Geometry[in.]&Loading[lb,in.lb] z ry 0' Q co • • o t�v X Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor(c)2003-2009 HIS AG,FL-9494 Schaan HIM Is a registered Trademark of HIIU AG,Schaan Fi1`Tt . • www.hilti.us Profis Anchor 2.7.1 Company: VLMK Page: 2 Specifier. CGA Project: Tech Heads Address: Sub-Project I Pos.No.: 20160383 Phone I Fax: I Date: 11/21/2016 E-Mail: C- 2- 2 2 Proof I Utilization (Governing Cases) Design values[Ib] Utilization Loading Proof Load Capacity f3N 1 pv[%] Status Tension Bond Strength 2160 2674 81/ OK Shear - - - -/- - Loading PN w C Utilization pN,v[Vol Status Combined tension and shear loads - - - - - 3 Warnings • Please consider all details and hints/warnings given in the detailed report! Fastening meets the design criteria! 4 Remarks; Your Cooperation Duties • Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles,formulas and security regulations in accordance with Hilti's technical directions and operating,mounting and assembly instructions,etc.,that must be strictly . complied with by the user. All figures contained therein are average figures,and therefore use-specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore,you bear the sole responsibility for the absence of errors,the completeness and the relevance of the data to be put in by you. Moreover,you bear sole responsibility for having the results of the calculation checked and cleared by an expert,particularly with regard to compliance with applicable norms and permits,prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors,the correctness and the relevance of the results or suitability for a specific application. • You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular,you must arrange for the regular backup of programs and data and,if applicable,carry out the updates of the Software offered by Hilti on a regular basis.If you do not use the AutoUpdate function of the Software,you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences,such as the recovery of lost or damaged data or programs,arising from a culpable breach of duty by you. Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Schwan HIS Is a registered Trademark of Huh AG,Schwan M1`Tl www.hllti.us Profis Anchor 2.7.1 - Company: VLMK Page: 1 Specifier. CGA Project: Tech Heads Address: Sub-Project I Pos.No.: 20160383 Phone I Fax: I Date: 11/21/2016 E-Mail: —3 Specifier's comments:Anchor Calc at HDUB Max Reaction 1 Input data Anchor type and diameter: HIT-HY 200+HAS 7/8 • Effective embedment depth: het ea=8.000 in.(haunt=-in. Wu MT HY200 Material: 5.8 Evaluation Service Report: ESR-3187 Issued I Valid: 6/1/2016 3/1/2018 Proof: Design method ACI 318-11 /Chem Stand-off installation: -(Recommended plate thickness:not calculated) Profile: no profile Base material: cracked concrete,3000,fc'=3000 psi;h=12.000 in.,Temp.short/long:32/32"F Installation: hammer drilled hole,Installation condition:Dry Reinforcement: tension:condition B,shear:condition B;no supplemental splitting reinforcement present edge reinforcement:none or<No.4 bar Geometry[in.]&Loading[Ib,[n.lb] Z 7t 1 0 a 12t -- — Q olo �4 3 - � J 0 , X Input data and results must be checked for agreement with the existing conditions and for plausibility? PROFIS Anchor(c)2003-2009 HIS AG,FL-9494 Schaan HIS Is a registered Trademark of HIS AG,Schaan 1■41`TI www.hitti.us Profis Anchor 2.7.1 Company: VLMK Page: 2 Specifier. CGA Project: Tech Heads Address: Sub-Project I Pos.No.: 20160383 Phone I Fax: ( Date: 11/21/2016 E-Mail: C � 2 Proof I Utilization (Governing Cases) Design values[Ib] Utilization Loading Proof Load Capacity PN/13v[%] Status Tension Bond Strength 11000 11646 95/- OK Shear - - - -I- - Loading PN PV f; Utilization�N.v[•l6] Status Combined tension and shear loads - - - - - 3 Warnings • Please consider all details and hints/warnings given in the detailed report! Fastening meets the design criteria! 4 Remarks; Your Cooperation Duties • Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles,formulas and security regulations in accordance with Hilti's technical directions and operating,mounting and assembly Instructions,etc.,that must be strictly complied with by the user. All figures contained therein are average figures,and therefore use-specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore,you bear the sole responsibility for the absence of errors,the completeness and the relevance of the data to be put in by you. Moreover,you bear sole responsibility for having the results of the calculation checked and cleared by an expert,particularly with regard to compliance with applicable norms and permits,prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors,the correctness and the relevance of the results or suitability for a specific application. • You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular,you must arrange for the regular backup of programs and data and,if applicable,carry out the updates of the Software offered by Hilti on a regular basis.If you do not use the AutoUpdate function of the Software,you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences,such as the recovery of lost or damaged data or programs,arising from a culpable breach of duty by you. Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor(c)2003-2009 Hllti AG,FL-9494 Schaan HIS Is a registered Trademark of HIM AG,Schaan VLMK Engineering+Design CGA e _5 Beam on Elastic Foundation File=g:1Acad201612016036310UPF0W-TT7Z40S-6.EC6 ENERCALC,INC.1983-2016,Budd:6.16.6.7,Ver.6.16.6.7 bn .17,4 _rF ,.,_w; ;;Licensee:VLMK CONSULTINGENGINEERS Description; Grid(1 Grade Beam CODE REFERENCES Calculations per ACI 318-11, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used: ASCE 7-10 Material Properties f'c1rz 3.0 ksi ¢1 Phi Values Flexure: 0.90 fr= f'c ' 7.50 = 410.792 psi Shear: 0.750 W Density = 145.0 pcf 131 = 0.850 Lt Wt Factor = 1.0 . • , • Elastic Modulus = 3,122.0 ksi Soil Subgrade Modulus = 250.0 psi/(inch deflection) Load Combination ASCE 7-10 fy-Main Rebar = 60.0 ksi Fy-Stirrups = 40.0 ksi • • E-Main Rebar = 29,000.0 ksi E-Stirrups =29,000.0 ksi Stirrup Bar Size# = # 3 Number of Resisting Legs Per Stirrup 2 - 24 In Beam is supported on an elastic foundation, W(6.5) W(-6.5) D(0.45) ♦ * D(0.015) i r t t irir • 24"w x 12" h Span=12.0 ft Cross Section&Reinforcing Details Rectangular Section, Width=24.0 in, Height=12.0 in Span#1 Reinforcing.... 4-#4 at 2.0 in from Top,from 0.0 to 12.0 ft in this span 4-#4 at 3.0 in from Bottom,from 0.0 to 12.0 ft in this span Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load: D=0.0150 ksf,Extent=2.0--»12.0 ft, Tributary Width=1.0 ft Point Load: W=6.50 k @ 2.50 ft Point Load: W=-6.50k @ 11.0ft Uniform Load: D=0.0750 ksf, Tributary Width=6.0 ft,(Slab Above) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.159: 1 Maximum Deflection Section used for this span Typical Section Max Downward L+Lr+S Deflection 0.000 in Mu:Applied 5.252 k-ft Max Upward L+Lr+S Deflection 0.000 in Mn*Phi :Allowable 33.002 k-ft Max Downward Total Deflection 0.048 in Load Combination + 1.20D+0.50Lr+0.50L+W+1. Max Upward Total Deflection -0.154 in Location of maximum on span 2.541 ft Span#where maximum occurs Span#1 Maximum Soil Pressure = 1.724 ksf at 0.00 ft LdComb:+0.60D+0.60W+0.60H Allowable Soil Pressure = 2,000.0 ksf OK Shear Stirrup Requirements Entire Beam Span Length:Vu<PhiVc/2, Req'd Vs=Not Reqd, use stirrups spaced at 0.000 in Overall Maximum Deflections-Unfactored Loads Load Combination Span Max.'-'Defl Location in Span Load Combination Max."+"Defl Location in Span Span 1 1 0.0479 0.000 Span 1 -0.1539 12.000 VLMK Engineering+Design CGA C.-C9 Beam on Elastic Foundation File=g:tAcad201612016038310UPF0W-71T7Z40B-8.EC6 ENERCALC,INC.1983-2016,Build:6.16.6.7,Ver.6.16.6.7 Lia", ..,w-osoo2n8 :VLMK CONSULTING ENGINEERS Description: Grid(3)Grade Beam 5.4 3.7 0.4 MEMBER -13 0.99 2.12 3.25 438 551 654 736 8.89 10,02 11,15 Distance(ft) +t 462+1 6041 ■+1 280+6 501.+1 661+1 6510 ■+1 260+1 661+3 505+1 6611 ■+1 280+1 651+6 561+1 6510 +1 268+1 601.+0 5SW+1 6611 +1+0C+D 561+1 FDS+1 6500 +1 060+1 605+0 504+1 6611 +1 260+6 561.-S SDL+W+i 6611■+1 202+6:61+6 505+W+1 666 ■+1 250+0 501+6'_05+E+1 6611 ■+D 960+W+69811 ■+0908+e+69500 4.2 2.1 - - mEmBER .10,m11. _". ., r .13 -0A 0.99 2,12 3.25 438 5,51 6,64 726 8.89 10,02 11.15 Distance(ft) e+I+80+0 5810 ■+1 265+6 161.+3 651+1 6610 ■+!255+1 801*3 SDS+1 6610 ■+I 250+3 651+D 501+1 6610 +1 205+1 601.-S 034+1 5010 +i 265+6 561+1 665+1 6DH +1 256+1 550-0 SDW+1 6610 +1 260+6 561.+6 061+W+1 6108■+1 262+6 561+0 505+W+1 6610 ■+i 282+0 561+0 200+e+1 606 ■+3 96D+W+0 9010 ■+0 968+0+6 9641 0.16 0,11 0.05 _ MEMBER _ •0.05 ....r^" 0.67 1.73 2.80 3.87 4.93 6.00 7.07 8.13 9.20 10.27 1133 Distance(Ft) ■+D+H ■+D+1+6: ■+D+1.+10 i+0+1+8 +D+D 7801•+5 706E+H +D+S 750E+}7555+11 +0+11186/..H -0+5 13E-.H ■+D+6 7501,+5 756t+D 4504+8 i+0+0 7501+5 7505+6 450W+H f+D+D 7561+6 7505+5 50`10'_+H■+0 665+0 654+5 6DH 5+8 608+0 750+6 6510