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/14-ie)2I? 00l2.c, llc7oJt ' nW D Y Structural • Civil Engineers STRUCTURAL CALCULATIONS FOR LN CURTIS T.I. 1530 SW TIEDEMAN AVE TIGARD, OR 97223 FEBRUARY 3, 2017 ED PRQFee GINS SAO 0,' 09 2 40 LE 06/30/_171 • • DESIGN PARAMETERS: 2014 Oregon Structural Specialty Code WIND BASIC WIND SPEED 135 MPH EXPOSURE B SEISMIC MAPPED RESPONSE Ss=0.971,Si=0.423 SITE CLASS D IMPORTANCE Ir= 1.00 CONTENTS: CALULATIONS C-1 to C-19 STRUCTURAL NOTES SN-1 SKETCHES SK-1 to SK-3 6443 SW Beaverton-Hillsdale Hwy,suite 210•Portland,OR 97221 •ph:503.203.8111 •fx:503.203.8122•www.wdyi.com WD y Structural • Civil Engineers Job Name: LN CURTIS—Tenant Improvement Job No: 17028 Sheet No: C-1 Client:• C.C.I. Date: 1-2017 By: Structural Narrative Our office has been asked to provide structural calculations and details for the addition of(1) 860# mechanical unit to the existing roof at LN Curtis, 11530 SW Tiedeman Ave, Tigard, OR 97223. A representative from WDY has performed a cursory site observation to become familiar with the existing framing systems. The general contractor is to field verify all framing sizes prior to installation. The existing roof system is plywood over 36" deep gang nail truss that span approx. 36 feet from the exterior walls to a central beam line. The existing cantilever hung span GLB system consists of a 8 %" x 27"simple span hung from a 8 g/." x 34 1/4" GLB with a 8'-6" cantilever. The GLB system is supported by (1) existing 6 x 6 x %tube steel column. The new mechanical unit and curb support systems to be installed directly over the top of the existing 8 3/" x 341/2" GLB. The new unit 4x10 support rails are to straddle the GLB and the MU center of gravity is to be installed as close as possible to the centerline of the GLB. Structural support check calculations indicate the gang nail trusses have the capacity to support the new mechanical loads and that the overall gravity load increase at the Main Glu-lam support beam is less than 5%. Therefore, Per OSSC code section 3403.3 no other analysis is required. Seismic and Wind calculations have been provided to determine lateral anchorage requirements between the proposed new mechanical unit and the exisiting roof support structure below. The following calculations are related to the work scope above. WDY, INC. Scott A. Walker P.E., Principal, WDY Inc. • • 6443 SW Beaverton-Hillsdale Hwy,suite 210•Portland,OR 97221 •ph:503.203.8111 •fx:503.203.8122•www.wdyi.com c2 1/31/2017, Design Maps Design Maps Summary Report Summary Report User-Specified Input Report Title LN Curtis T.I. Tue January31,2017 18:33:32 UTC Building Code Reference Document ASCE 7-10 Standard (which utilizes USGS hazard data available in 2008) Site Coordinates 45.436°N, 122.781°W Site Soil Classification Site Class D-"Stiff Soil" Risk Category I/II/III s en, „„1,,,- 'i Efi#_..,„..,...;4›,;-,-;.; v r F '� a a+ X j, a , "}t,,"g h .. 4 S,hk e •4 . :_t-;,:;5.,,, ( - x 1' 4 i k 'A:i aae $ t' N v.:..,-,,,,,,„,,, ,,,,,, '' "" +3,,,.a .•, :z it kf a-r�a ,• ,` k - a 4 t '1.4-,, ,,i,;`,'-` � r k x4 i "'14 ,xe ' J s tit >�r ,y)c'�yit < 1:l �,ffi! 4,,,, xt 't4: i ,, '�. xJ4�' ` *< .✓ 4 rN ,{4'",{>#k,-14`:'':--17.:,' " R n�a yea e 3 r k + 6S uv ', �r.. rS -vfi rt 5 t r , j ,„ ' . M'a'r x ii.747-s ,s it: �" x`-, �r ,-;--, F ,h�� i ' �l y h �k4,�y k � Frv,4. �flx� { '`c$^� r�' } �' !�l 1 hV`x. t tr i" 1 .+ � S }' ..„..,..r,-:-Tae�:L� "5;� 4 '� v k� ` 6 �`t ..l , t� ,c , -*'}t STs,, '� - . i . ' 'No.' �r .� f ,.y 1 p1'4 -:1.44.,,,_•-: a w • P' is to o £aC` j ter w ,,, v <„ rte:. ::::••':•:s*" r .. USGS-Provided Output SS = 0.971 g SMS = 1.080 g Sps= 0.720 g S1 = 0.423 g SM1 = 0.667 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. MCEe Respense Spectrum Design Response Spectrum 1.10 0.72 0.99 0.64 0.89 0.56 0.77 0.48 a Y 0.66 v 0.40 71 f9 0.55 N 0.32 0.44 0.24 0.33 Ul 0 22 0.16 0.11 0.09 0.00 0.00 0.00 0.20 0.40 0.60 0.90 1.00 1.20 1.40 1.0 1.90 2.00 0.00 0.20 0.40 0.60 0.94 1.00 1.20 1.40 1.60 1.90 2.00 Period.T tsec) Perio_..1.. ,T(sec) For PGAM,T�, CRs,and CRI values, please view the detailed report. 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:l/ethquake.usgs.grnrtdesignmaps/us/sianmary.php?template=mir�ma181aatitud�45.4368Jongitude=-122.7818siteclass=3&riskcategory=0&edition=asce 2.. 1/1 C3 Unit Report For Untitled21 Project: -Untitled30 04/29/2015 Prepared By: 07:51 AM Unit Parameters Dimensions(ft.in.)&Weight(1b.)*** Unit Model:_...__._..__.__._._48TCDDO8A2A5-0A0A0 Unit 4.125" Unit Size:.._ .._.._ ._.__. __.. ..._.—.._08(7.5 Tons) Unit 11.5" Unit Height:_._____._.__.__.___.__._.3'5.25" Heating Type:..._._._.._ ..___..__ .______--._Gas Total Operating Weight:_._.__._.___.._._850 lb Duct Cfg:_.___._.Vertical Supply/Vertical Return Low Heat Weights and Dimensions are approximate. Weight does Round Tube Plate Fin Coils not include unit packaging. Approximate dimensions are provided primarily for shipping purposes.For exact dimensions and weights,refer to appropriate product data catalog. Lines and Filters Gas Line Condensate Drain Line Return Air Filter Type:_._.._____..__._._._Throwaway Return Air Filter t����1 //""`` Return Air Filter Size:.._...._..__._..__._. _..16 x 20 x 2 M� uru Cope) Unit Configuration Medium Static Option V1/41 11- 1 Al/Cu-Al/Cu Base Electromechanical Controls Standard Packaging Warranty Information 1-Year parts(std.) 5-Year compressor parts(std.) 10-Year heat exchanger-Aluminized(std.) No optional warranties were selected. • NOTE: Please see Warranty Catalog 500-089 for explanation of policies and ordering methods. Ordering Information Part Number Description Quantity 48TCDDO8A2A5-0A0A0 Rooftop Unit 1 Base Unit Medium Static Option None None • Packaged Rooftop Builder 1.39p Page 207 of 348 1 l T 6 r Certified Drawing for Untitled21 Project: —Untitled30 04/29/2015 Prepared By: 07:51 AM 0N1TED P.O.006 4000 llll!00(00011!s IR.r60t)Atl 01 000810 0000008/300 1AA11161q P)16f1t O6a00064 00 06016[r Amo CARRIER 504 080 Ai w IS 0)LIYn)0 610Y 11ff t9Ru 000011!06 7841180 00)3 ADT 0000ri78R/001 KNT1001160[0110 S TO.UNIT CORNEA CORNER CORKER CORNER mow CARAIEA Vett IaPnailn i 6peittKt:tni[K a 6st0 u1wu1 tsntn uarluct ar cwnut. UNIT 0,10000 AE16X1••+ WEIGHT 141 WEIGHT 181 WEIGHT ICI WEIGHT(DI C.G. COIL TYPE L85. KG. LBS. 86. LBS. AG. LBS. KG. L85. 116. 7 1 2 48TC-080 RIPE 160 354 178 81 158 12 201 95 236 107 41 112 110541 33 718 18601 20 1/2(5211 •s.STANDARD UNIT AEIGHT IS WITH LOW GAS HEAT AND WITHOOT PACKAGING. A8TC-409 RIPE 920 4)8 2)2 96 783 03 247 110 262 728 40 7/8 110381 31 1664) 23 7/0 13871 TOA OTHER OPTIONS AND ACCESSORIES.REFER 70 THE PRODUCT OAT)CATALOG. 16TC-412 RIPE 030 422 211 II 196 89 241 112 272 123.5 42 110611 33 1/8 1041) 24 114(6161 481C-508 RTP) 830 429 124 14.5 110 11.2 232 115.3 216 118.7 44 3(4 110101 35 5/0(9351 10 5/ 1473 /t �� 467[-009 RTPF 930 122 228 IOJ.S 181 85 232 105.3 283 128.5 39 311 110101 30 118 18351 18 Sf8 11137 \(�l/A}W, 40TC•012 RIP) 940 427 231 104.9 109 85.6 234 106.2 286 121.8 39 314 170101 33 18361 18 1(2 14101 481C-006 ACHI 805 365.5 160 12.6 153 69.5 210 109 260 116 43 110921 36 3/8 19211 20 3/8 1517.11 481C-012 ACHY 895 106.3 185 84 176 79.9 260 116 274 124.4 42 118 110691 35 112(1021 22 1/8 15011 RIP)-NOM TUBE.PLATE FIN ICOPPERIALUAA CORNER A yCORNER 8 KKK-NOTATION 1AL904IALIINI lIrgm X111 . Jr :. g10 / 4 2 .4 r `Iii `,,, e 1� CORNER D TOP CORNER C 4. WG, .- 3.4G1 tok,e tp7t t6, vac` QVERr 'EXIST - -.- A • 63/4" 0-n . { } 1 . 2 C �� o o zMIR 11245,c, ��oo ; -i `I� -i ooh FRONT 9000 1141) 111141100i 48TC 08-12 SINGLE ZONE ELECTRICAL "TT 2 0)2 03-08-10 11-24-08 COOLING WITH GAS HEAT 48TM500985 F Packaged Rooftop Builder 1.39p Page 209 of 348 �'�j \" rWD Y Structural . Civil Engineers Job Name: LN CURTIS T.I. -MECH UNIT Job No: 17028 Sheet No: C5 Client: C.C.I. Date: 1/2017 By: JE Mech Unit= 48 TC Air Handler: ap=2.5 Weight= 970 Height= 3.44 ft Length= 7.34 ft • Width= 4.96 ft WIND DESIGN PER ASCE 7-10, SECTION 26 -31 Design Wind Loads on Other Structures:29.5.1 Af= 25.2496 ft2 dimension normal wind direction GCr= 1.9 Gust Effect Factor per 26.9 V= 135 mph Basic Wind Speed(per Figure 26.5 or local code) Kd = 0.9 Wind Directionality Factor per Table 26.6 Kz= 0.62 Table 29.3-1 (exposure B) Kn= 1.00 Topographic Factor per 26.8-2: qz= 26.0 psf Velocity Pressure qz=0.00256KzK Zt K d V 2 Fult= 1249 Design wind force EQ. (29.5-2) Fasd= 749 'SEISMIC DESIGN PER ASCE 7-10,SECTION 13.0 Seismic Design Force: 13.3.1 SDS= 0.72 g NEHRP Seismic Design Provisions ap= 2.5 Component Amplification Factor perTable 13.5.1 or 13.6.1 1p= 1 Importance Factor per section13.1.3 Wp= 970 lbs Component Operating Weight Rp= 6 Component Response Mod. Factor per Table 13.5.1 or 13.6.1 z/h = 1.00 Height of attachement with respect to base FR 349 Design Seismic force EQ. (6-13-1) Fpm= 210 Design Seismic force EQ. (6-13-3) c W D Y Structural .Civil Engineers Job Name: LN CURTIS T.I.-MU Anchorage Job No: 17028 Sheet No: Client: Date: 1/2017 By: JE L=7'4.125" W=4'11.5" H=3'5.25" Finding Center of Gravity of Total Weight Anchor Center to Center(IN) 60 DISTANCE TO CENTER OF WEIGHTS(LB) WEIGHT(IN) Air Handler 860 33 Curb 110 6 Total 970 • y BAR 29.94 WI,NAV> XBAR 30 —� Finding Seismic Force.Fp (Per ASCE 7-13.3) Z S °)10 latidude 45.436 longitude -122.781 I(Importance Factor) 1 ___, —e ap( 2.5 3:1`or Rp( 6 S, 0.97 Si 0.42 SOS 0.720 tAa-r = 149 (3 Is) z- 2$0a `* z 19.83 h 19.83 Mg -9 .r Q Z 106 .5) r– 1 (OQ'I`#' Seismic Weight,Wp I 970 Fp(Ib)= I 349.2 ASCE 7(EQ.13.3-1) f ... Fp min(Ib)= I 209.5 ASCE 7(EQ.13.3-3) Fp max(Ib)= I 1,117,4 ASCE 7(EQ.13.3-2) - Design Fp 1Ibt 349.20 Anchor Forces MRESIST(LB'FT)Strength Design 2182.5 Mar (LB*FT)Strength Design 871.2 T(Ib) -262.26 N, 4 e4 At Back Side T(Ib) -262.26;.-t;;,t,,1 r ,2, _i'ng F At Front Side Anchor Designs Back Anchors(2) Front Anchors(2) T/Anchor 0.00 T/Anchor 0.00 LB V/Anchor 87.30 V/anchor 87.30 LB ( `) t'z'ar LP w/ 4 M I0-.4 r ikkiat x, 4 X2 47' C ILE100 (51,4. ,..1 G-i !II W D Y Structural . Civil Engineers Job Name: LN Curtis-Mech Unit Job No: 17028 Sheet No: Client: C.C.I. Date: JAN 2017 gy: SAW Unit ID: 36" Gang Nail Truss @ 48"o.c. Member Spacing_ 4 Ft Member Length 37 Ft Existing Roof SL 25 psf Existing Roof DL Roofing 3.0 psf Design DL 10.0 psf 3/4 plywood 2.3 psf GNT @ 48 1.4 psf Design moment 23957.5 ft-lbs Ceilings 1.8 psf Design reaction N 2590 lbs Mech/Elec 1.5 psf Design reaction S 2590 lbs Misc 0.0 psf 0 0.O•psf 0 0.0 psf Total Actual DL 10.0 psf Actual Roof SL 25 psf Applied Roof Loading Actual DL 10.0 psf Actual Moment 23957.50 ft-lbs Point load 121 lbs Applied moment 431.68 ft-lbs Distance from Reaction 4 Ft Actual reaction N 2697.92 lbs Actual reaction S 2603.08 lbs Displaced Area 0 SqFt Displaced Live Load 0 lbs Load increase, M 101.8% Load increase, Rn 104.2% Load increase, Rs 100.5% Less than 5% load increase, OK • C-crl- 1 ifttf LA,Ps.D s- ‘,ZA ett . _. . W ril D Y Structural • Civil Engineers lb -Ilia Job Name: LW 60t1113 Job No: l70 ' Sheet No: Client: Ce...„1 Date: --2111 By: JE (E)GLL127x83/4 I we - R . V 2 WI , \ fi4 444 1 1 4 4444 41 '1/ = vi \Z , R R we Ie 1---. -.4---I-, M„, Eat center) . . . . . , , = 8 v mx, t ,Shear v 2 5w€4 (ar center) = 384 El Beam Length: 21.5 ft Roof Loads psf Trib Length Snow 25 , 3647 916.75 plf - Dead 10 ' 36,67 366.7 plf Beam Self Weight 55 plf tiv.-: 1338.45 plf R1= 14388.34 lbs e R2= 14388.34 lbs 211_ 4,/ -:-.•.--SIV--0" , _10- Mmax= 77337.314 lbs-ft / 1 = / 4bRi R1(Live) = 9855.06 lbs , - 1---93 - .",(7L° cp V( c 1 "Il 1 1 R1 (Dead) = 4533.28 lbs ! \\\\_ / Ai I 4 Alio 1 6E) i-Will Jr 11 , i) ,t,L, 27), : i .. [...4, .... :0+ , - ---- - J! , 1L _1 0 J_________±.... ., sITS PLAN Mr..S. COMPANY PROJECT el WoodWorks® ampt.. spizeo iiz. SOFIWANF FOR WOOD()SVGA; Feb. 3, 2017 13:37 (E) GLtJ 27 x 8.75.wwb Design Check Calculation Sheet WoodWorks Sizer 10.4 Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Dead Load Dead Full UDL 360.0 plf Snow Load Live Full UDL 900.0 plf Self-weight Dead Full UDL 54 .4 plf Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : 21' 0' 201-2.5" 0 Unfactored: �S 1-4.00Dead 4330 1. 4330 Live 9450 ?t? 9 scc 9450 Factored: Total 13780 13780 Bearing: Capacity Beam 34124 34124 Support 32812 32812 Anal/Des Beam 0.40 - 0.40 _ Support 0.42 0.42 Load comb #2 #2 Length 6.00 6.00 Min req'd 2.52** 2.52** Cb 1.00 1.00 Cb min 1.00 1.00 ' Cb support 1.00 1.00 Fcp sup 625 625 **Minimum bearing length governed by the required width of the supporting member. Glulam-Unbal., West Species; 24F-V4 DF, 8-3/4"x27" 18 laminations, 8-3/4" maximum width, Supports: All-Lumber n-ply Beam, D.Fir-L No.2 Total length: 21'; volume= 34.5 cu.ft.; Lateral support: top=full, bottom=at supports; Analysis vs. Allowable Stress and Deflection using NDS 2012 : Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 65 Fv' = 265 psi fv/Fv' = 0.24 Bending(+) fb = 757 Fb' = 2106 psi fb/Fb' = 0.36 - Live Defl'n 0. 13 = <L/999 1.01 = L/240 in 0.13 Total Defl'n 0.22 = <L/999 1.35 = L/180 in 0.16 1 WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN l (E)GLU 27 x 8.75.wwb WoodWorks®Sizer 10.4 2•/2 Page 2 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CV Cfu Cr Cfrt Notes Cn*Cvr LC# Fv' 265 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 2400 1.00 1.00 1.00 1.000 0.877 1.00 1.00 1.00 1.00 - 2 Fcp' 650 - 1.00 1.00 - - - - 1.00 - - - E' 1.8 million 1.00 1.00 - - - - 1.00 - - 2 Eminy` 0.85 million 1.00 1.00 - - - - 1.00 - - 2 CRITICAL LOAD COMBINATIONS: ' Shear : LC #2 = D+L, V = 13282, V design = 10187 lbs Bending(+) : LC #2 = D+L, M = 67108 lbs-ft Deflection: LC #2 = D+L (live) LC #2 = D+L (total) D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2012 CALCULATIONS: Deflection: EI = 25834e06 lb-in2 "Live" deflection = Deflection from all non-dead loads (live, wind, snow...) Total Deflection = 1.50 (Dead Load Deflection) + Live Load Deflection. Design Notes: 1. WoodWorks analysis and design are in accordance with the ICC International Building Code(IBC 2012), the National Design Specification(NDS 2012), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Glulam design values are for materials conforming to ANSI 117-2010 and manufactured in accordance with ANSI A190.1-2007 4. GLULAM: bxd =actual breadth x actual depth. 5. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 6. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). RitCe Li Gam ` uEc x Gtr COMPANY PROJECT l / i 1 WoodWorks® (Exta-ri �+�^ ,,� � 14.�{��� 2 SOFTWARE FOR W000 DESIGN ti...CUM •P MONIS ONIS Feb. 3, 2017 13:42 (E) GLU 34.5 x 8.75.wwb . Design Check Calculation Sheet N Wood Works Sizer 10.4 • Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Dead Load Dead Full UDL No 360.0 plf Snow Load Live Full UDL No 900.0 plf Beam Dead Point No 0.00 4400 lbs beamsnowpoint Snow Point No 0.00 9500 lbs mechunit Dead Point No 34.50 700 lbs Self-weight Dead Full UDL No 69.5 plf Load magnitude does not include Normal Importance factor from Table 4 .2.3.2, which is applied during analysis. Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : 1 57'-8" 0' 11'-8" 56'-10.6" Un factored: Dead 21251 8563 Live 32205 19698 Snow 11952 -2452 Factored: Total 54369 28261 Bearing: Capacity 68249 Beam 68249 Support 65624 65624 Anal/Des Beam 0.80 0.41 Support 0.83 0.43 Load comb #3 #2 Length 12.00 12.00 Min req'd 9. 94** 5. 17** Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.00 1.00 Fcp sup 625 625 **Minimum bearing length governed by the required width of the supporting member. Maximum reaction on at least one support is from a different load combination than the critical one for bearing design, shown here, due to Kd factor. See Analysis results for reaction from critical load combination. Glulam-Bal., West Species, 24F-V8 DF, 8-314"x34-112" 23 laminations, 8-3/4"maximum width, Supports: All-Lumber n-ply Beam, D.Fir-L No.2 Total length: 57'-8.0"; volume= 120.9 cu.ft.; Lateral support: top=full, bottom=at supports; C1Z. . ri ' WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN 21-Z. (E)GLU 34.5 x 8.75.wwb WoodWorks®Sizer 10.4 CG X,1 'SC C.c./ D, Page 2 This section FAILS the design check 1%, cuecz -Cy#4 ✓ WARNING: This section violates the following design criteria: Bending Analysis vs. Allowable Stress and Deflection.using NDS 2012 : Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 144 Fv' = 265 psi fv/Fv' = 0.55 Bending(+) fb = 1934 Fb' = 1917 psi fb/Fb' = 1.01 is 1,11/4 Bending(-) fb = 1450 Fb' = 2165 psi fb/Fb' = 0.67 Deflection: Interior Live 1.32 = L/412 2.26 = L/240 in 0.58 Total 1.78 = L/304 3.01 = L/180 in 0.59 Cantil. Live -0.88 = L/158 1.17 = L/120 in 0.76 Total -0.98 = L/143 1.56 = L/90 in 0. 63 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CV Cfu Cr Cfrt Notes Cn*Cvr LC# Fv' 265 1.00 1.00 1.00 - - - - ' 1.00 1.00 1.00 2 Fb'+ 2400 1.00 1.00 1.00 1.000 0.799 1.00 1.00 1.00 1.00 - 2 Fb'- 2400 1. 15 1.00 1.00 0.784 0.856 1.00 1.00 1.00 1.00 - 3 Fcp' 650 - 1.00 1.00 - - - - 1.00 - - - E' 1.8 million 1.00 1.00 - - - - 1.00 - - 2 Eminy' 0.85 million 1.00 1.00 - - - - 1.00 - - 2 Only the lesser of CL and CV is applied, as per NDS 5.3. 6 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D+L, V = 33541, V design = 29080 lbs Bending(+) : LC #2 = D+L, M = 279710 lbs-ft Bending(-) : LC #3 = D+.75 (L+S) , M = 209707 lbs-ft Deflection: LC #2 = D+L (live) LC #2 = D+L (total) D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2012 CALCULATIONS: .Deflection: EI = 53895e06 lb-int "Live" deflection = Deflection from all non-dead loads (live, wind, snow...) Total Deflection = 1.00 (Dead Load Deflection) + Live Load Deflection. Lateral stability (-) : Lu = 45'-2.56" Le = 73'-8.81" RB = 19.97 Design Notes: 1. WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2012), the National Design Specification (NDS 2012), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Glulam design values are for materials conforming to ANSI 117-2010 and manufactured in accordance with ANSI A190.1-2007 4. Grades with equal bending capacity in the top and bottom edges of the beam cross-section are recommended for continuous beams. 5. GLULAM: bxd =actual breadth x actual depth. 6. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 7. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). CA 3 COMPANY PROJECT 1/Z i i Wo•odWorks® Eu.) OW SOPWARESOO W000 DESIGN C4 " Feb. 3, 2017 13:49 (E) GLU 34.5 x 8.75rev.wwb Design Check Calculation Sheet WoodWorks Sizer 10.4 Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Dead Load Dead Full UDL No 360.0 plf Snow Load Live Full UDL No 900.0 plf Beam Dead Point No 0.00 4400 lbs beamsnowpoint Snow Point No 0.00 9500lbs mechunit Dead Point No 34.50 7000,44,(15) lbs MUnew Dead Point No 42.50 970 1.4.4(N) lbs Self-weight Dead Full UDL No 69.5 plf Load magnitude does not include Normal Importance factor from Table 4.2.3.2, which is applied during analysis. Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : 57'-8" 1 . 0' 11'-8" r 56'-10.6" Unfactored: , Dead 21559 9225 32204 19696 Live Snow 11951 -2451 Factored: Total 54675 28921 Bearing: Capacity Beam 68249 68249 Support 65624 65624 Anal/Des Beam 0.80 0.42 Support 0.83 0.44 Load comb #3 #2 Length 12.00 12.00 Min req'd _0.00** 5.29** Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.00 1.00 Fcp sup 625 625 **Minimum bearing length governed by the required width of the supporting member. Maximum reaction on at least one support is from a different load combination than the critical one for bearing • design, shown here, due to Kd factor. See Analysis results for reaction from critical load combination. Glulam-Bal.,West Species, 24F-V8 DF, 8-3/4"x34-1/2" 23 laminations, 8-3/4" maximum width, Supports: All-Lumber n-ply Beam, D.Fir-L No.2 Total length: 57'-$.0"; volume= 120.9 cult; _ Lateral support:top=full, bottom=at supports; • --- - -- - - - ill Ci 4. 4 F-1 WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN (E)GLU 34.5 x 8.75rev.wwb WoodWorks®Sizer 10.4 i\trIAJ 144r. Page 2 This section FAILS the design check c1.9/, n„.s-t s WARNING:This section violates the following design criteria: Bending Analysis vs. Allowable Stress and Deflection using NDS 2012 : Criterion Analysis Value Design ,:Value Unit Analysis/Design Shear fv = 146 Fv' = 265 psi fv/Fv' = 0.55 e ) Bending(+) fb = 1987 Fb' = 1917 psi fb/Fb' = 1.04 45---cmir f% Bending(-) fb = 1449 Fb' = 2165 psi fb/Fb' = 0. 67 Deflection: Interior Live 1.32 = L/412 2.26 = L/240 in 0.58 Total 1.83 = L/295 3.01 = L/180 in 0. 61 Cantil. Live -0.88 = L/158 1.17 = L/120 in 0.76 Total -1.01 = L/138 1.56 = L/90 in 0.65 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CV Cfu Cr Cfrt Notes Cn*Cvr LC# Fv' 265 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 2400 1.00 1.00 1.00 1.000 0.799 1.00 1.00 1.00 1.00 - 2 Fb'- 2400 1.15 1.00 1.00 0.784 0.856 1.00 1.00 1.00 1.00 - 3 Fcp' 650 - 1.00 1.00 - - - - 1.00 - - - E' 1.8 million 1.00 1.00 - - - - 1.00 - - 2 Eminy' 0.85 million 1.00 1.00 - - - - 1.00 - - 2 Only the lesser of CL and CV is applied, as per NDS 5.3. 6 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D+L, V = 33851, V design= 29390 lbs Bending(+) : LC #2 = D+L, M = 287466 lbs-ft Bending(-) : LC #3 = D+.75 (L+S) , M = 209626 lbs-ft Deflection: LC #2 = D+L (live) LC #2 = D+L (total) D=dead L=live S=snow W=wind I=impact Lr=roof' live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2012 CALCULATIONS: Deflection: EI = 53895e06 1b-in2 "Live" deflection = Deflection from all non-dead loads (live, wind, snow...) Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. 'Lateral stability (-) : Lu = 45'-2. 63" Le = 73'-8.94" RB = 19.97 Design Notes: 1. WoodWorks analysis and design are in accordance with the ICC International Building Code(IBC 2012), the National Design Specification (NDS 2012), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Glulam design values are for materials conforming to ANSI 117-2010 and manufactured in accordance with ANSI A190.1-2007 4. Grades with equal bending capacity in the top and bottom edges of the beam cross-section are recommended for continuous beams. 5. GLU LAM: bxd =actual breadth x actual depth. 6. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 7. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). G edt.tx-ty wotextss S'/% * NE- 1,04%,-1- oY_ ✓ CIS ti a flin, D Y Structural • Civil Engineers • • Job Name: LN CURTIS—Tenant Improvement Job No: 17028 Sheet No: Client: C.C•I- Date: 2/2017 By: JE l __ , II Xr °s .Poi r! i=on �vw' .v i ! i i I 1 I i 1),(61) E �r� , • i ) iGlC • �t .73 , i 1z _t__ r 3 I- I S.0(. ti d . bliSgi th31 II�.1 Rz(g17 R C I i i.. Y t I i 1. i I ; i i. l i -r - l 2 I 1 2 ; ; a I Ii I 1 7"ll�� `�.��YiIGV- Ao �� " _ i i---- I . Zit /,S xCq�� (23m g �; G L • I ,i 6443 SW Beaverton-Hillsdale Hwy,suite 210•Portland,OR 97221 •ph:503.203.8111 •fx:503.203.8122•www.wdyi,com CACO 4 �� COMPANY PROJECT 111 WoodWorks SOFTWRRF FOR WOOD()MOO Feb. 3, 2017 14:22 4xsupport.wwb Design Check Calculation Sheet WoodWorks Sizer 10.4 Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End mechl Dead Point No 0.50 243 lbs mech2 Dead Point No 5.50 243 lbs Self-weight Dead Full UDL No 4 .0 plf Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : 6' 0' 1' 5' 6' Unfactored: Dead 255 255 Factored: Total 255 255 Bearing: Capacity Beam 2658 2658 Support 3281 3281 Anal/Des Beam 0. 10 0.10 Support 0.08 0.08 Load comb #1 #1 Length 1.50 1.50 Min req'd 0.50* 0.50* Cb 1.25 1.25 Cb min 1.75 1.75 Cb support 1.00 1.00 Fcp sup 625 625 *Minimum bearing length setting used: 1/2"for interior supports Maximum reaction on at least one support is from,a different load combination than the critical one for bearing design, shown here, due to Kd factor. See Analysis results for reaction from critical load combination. 4x10 supports • Lumber-soft, Hem-Fir, No.1, 4x6 (3-112"x5-112") Supports: All-Lumber n-ply Beam, D.Fir-L No.2 Total length: 6'; volume= 0.8 cu.ft.; Lateral support: top=at supports, bottom=full; k WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN 4xsupport.wwb WoodWorks®Sizer 10.4 Page 2 Analysis vs. Allowable Stress and Deflection using NDS 2012 : Criterion Analysis Value Design Value Unit Analysis/Design Shear fv* = 18 Fv' = 135 psi fv*/Fv' = 0.13 Bending(-) fb = 84 Fb' = 1141 psi fb/Fb' = 0.07 Deflection: Interior Live negligible Total -0.01 = <L/999 0.27 = L/180 in 0.02 Cantil. Live negligible Total 0.01 = <L/999 0.13 , L/90 in 0.05 *The effect of point loads within a distance d of the support has been included as per NDS 3.4.3. 1 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 150 0.90 1.00 1.00 - - - - 1.00 1.00 1.00 1 Fb'- 975 0.90 1.00 1.00 1.000 1.300 1.00 1.00 1.00 1.00 - 1 Fcp' 405 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.5 million 1.00 1.00 - - - - 1.00 1.00 - CRITICAL LOAD COMBINATIONS: Shear : LC #1 = D only, V = . 247, V design* = 234 lbs Bending(-) : LC #1 = D only, M = 123 lbs-ft Deflection: LC #1 = D only (total) D=dead L=live S=snow W=wind I=impact Lr=toof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2012 , CALCULATIONS: Deflection: EI = 72.8e06 lb-in2 "Live" deflection = Deflection from all non-dead loads (live, wind, snow...) Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. Design Notes: f. WoodWorks analysis and design are in accordance with the ICC International Building Code(IBC 2012), the National Design Specification (NDS 2012), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Continuous or Cantilevered Beams: NDS Clause 4.2.5.5 requires that normal grading provisions be extended to the middle 2/3 of 2 span beams and to the full length of cantilevers and other spans. '4. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. l6 use 4)(13 4E1111 fie. CtE5 . , COMPANY PROJECT lit WoodWorks® SOF/WA/if FOR WOOD OfMN • T. Feb. 3, 2017 14:30 4xbeam.wwb Design Check Calculation Sheet WoodWorks Sizer 10.4 Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End mechl Dead Point ' No 0.67 121 lbs mech2 Dead Point No 7.33 121 lbs mut Dead Point No 3.50 121 lbs mu2 Dead Point No 4.50 121 lbs Self-weight Dead Full UDL No 4 .0 plf Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : t 8' t I 0' 3'-9.3" 7'-6.5" Unfactored: Dead 109 ` 297 109 Factored: . Total 109 297 109 Bearing: Capacity Beam 4252 1240 4252 Support 7266 1211 7266 Anal/Des Beam 0.03 0.24 0.03 Support 0.01 0.24 0.01 . Load comb #1 #1 #1 Length 3.00 0.50* 3.00 Min req'd 0.50* . 0.50* 0.50* Cb 1.00 1.75 1.00 Cb min 1.00 1.75 1.00 Cb support 1.11 1. 11 1. 11 Fcp sup 625 625 625 *Minimum bearing length setting used: 1/2"for end supports and 1/2"for interior supports 4x10 supports Lumber-soft, Hem-Fir, No.1, 4x6 (3-112"x5-112") Supports: All - Lumber n-ply Beam, D.Fir-L No.2 Total length: 8'; volume= 1.1 cu.ft.; Lateral support: top=at supports, bottom=full; Analysis vs. Allowable Stress and Deflection using NDS 2012 : Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 11 Fv' = 135 psi fv/Fv' = 0.08 - Bending(+) fb = 32 Fb' = 1141 psi fb/Fb' = 0.03 Bending(-) fb = 56 Fb' = 1141 psi fb/Fb' = 0.05 Live Defl'n negligible Total Defl'n negligible n . WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN 4xbeam.wwb WoodWorks®Sizer 10.4 Page 2 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 150 0.90 1.00 1.00 - - - - 1.00 1.00 1.00 1 Fb'+ 975 0. 90 1.00 1.00 1.000 .1.300 1.00 1.00 1.00 1.00 - 1 Fb'- 975 0. 90 1.00 1.00 1.000 ' 1:300 1.00 1.00 1.00 1.00 - 1 Fcp' 405 - 1.00 1.00 - - 1.00 1.00 - - E' 1.5 million 1.00 1.00 - - - - 1.00 1.00 - 1 CRITICAL LOAD COMBINATIONS: Shear : LC #1 = D only, V = 146, V design = 146 lbs Bending(+) : LC #1 = D only, M = 47 lbs-ft Bending(-) : LC #1 = D only, M = 82 lbs-ft Deflection: LC #1 = D only (total) D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2012 CALCULATIONS: Deflection: EI = 72.8e06 lb-in2 "Live" deflection = Deflection from all non-dead loads (live, wind, snow...) Total Deflection = 1.00 (Dead Load Deflection) + Live Load Deflection. Design Notes: 1. WoodWorks analysis and design are in accordance with the ICC International Building Code(IBC 2012), the National Design Specification (NDS 2012), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Continuous or Cantilevered Beams: NDS Clause 4,2.5.5 requires that normal grading provisions be extended to the middle 2/3 of 2 span beams and to the full length of cantilevers and other spans. 4. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. ALL usE 4xia Oem ') 12.../41$11 N STRUCTURAL NOTES 01.0 GENERAL NOTES. 1. These notes set minimum standards for construction.The drawings govern over the Structural Notes to the extent shown. 2. Contractor shall verify all dimensions and conditions on drawings and in field.Coordinate locations of • openings through floors,roofs and walls with architectural,mechanical and electrical plans.Notify owners representative of any discrepancies. 3. Construction means,methods and all necessary temporary support prior to completion of vertical and lateral loads terns is the sole responsibility ili of the contractor. Ys Po tY 4. Compliance with all safetyand OSHAuirements is the sole responsibility of the contractor. ctor. 5. All work shall be in compliance with 2014 edition of the"Oregon Structural Specialty Code'(OSSC)as amended by all other state and local codes,permits,and building department requirements that apply. 6. Where reference is made to ASTM,AISC,ACI or other standards,the Code referenced issue shall apply. 7. Design Criteria: Table 1604.5 Risk Category II Roofs Dead load 10 psf Live load(snow) 25 psf per 1608.1 Snow importance factor,15 1.0 Wind Basic wind speed 135 mph,3-sec gust Wind exposure B,N-S;B,E-W Seismic Mapped spectral response,Ss and Sf 0.971 and 0.423 Site class D Seismic importance factor,/E 1.00 Spectral response coeff.,SDS and Sof 0.729 and 0.447 Seismic design category D 8. Details shown on the drawings are intended to apply at all similar conditions and locations. 9. Do not scale information from drawings. 06.0 WOOD FRAMING 1. All lumber species and grade to be as follows: Joists,beams and stringers(2x&4x) DF#1-19 percent M.C. Bucks,blocking,bridging and misc. DF#2 or better Exterior,above ground construction exposed pressure treated Hem Fir#1 to weather AWPA UC3B 2. Framing anchors,joist hangers,post caps,etc.,shall be by`Simpson Strong-Tie'. Install per manufacturer's recommendations for tabulated maximum capacities with fasteners installed in all holes.Framing anchors attaching to pressure treated lumber shall be Z Max coated or hot dipped galvanized and attached with hot dipped galvanized(2.0 oz per square foot)or stainless steel nails or screws. Framing anchors installed at exterior locations exposed to weather are to be stainless steel with stainless steel fasteners. 3. All bolt heads and nuts bearing on wood to be provided with a washer.Use hot dipped galvanized washers in contact with pressure treated lumber. 4. All bolt holes in wood to be 1/16 inch larger than the bolt.Do not ream or oversize bolt holes. 5. Do not recess bolt heads or nuts unless shown on drawings. 6. Nails,bolts or lags in pressure treated lumber shall be hot dipped galvanized or stainless steel. 7. Lag bolts shall be installed in lead holes as follows: a. The lead hole for the shank shall have the same diameter as the shank and the same depth as the length of the unthreaded shank. b. The lead hole for the threaded portion shall have a diameter equal to 70 percent of the shank diameter and a length equal to at least the length of the threaded portion. c. The threaded portion or the screw shall be inserted in its lead hole by turning with a wrench,not by driving with a hammer. Soap or other lubricants may be used on the screws or in the lead hole to facilitate insertion and prevent damage to the screw. sEa P ROFFSCALE: N.T.S. 4 aINF'9 �i0 Job Name: LN CURTIS Date: 2/2/2017 .5 &PE Drawn: JE Job No.: 17028.30 OREGONSheet: �i Client: C.C.I. �00�, 09,2°6,_rl�,� S _ A' WPv fl W D Y Structural •Crvi' Engineers eli3tRES: 06/36/IS I 6443 SW Beaverton-Hillsdale Hwy,suite 210 Portland,OR 97221 ph:503.203.8111 fx:503.203.8122 www.wdyi.com 02017 wov,INC. c '" ALIGN 4x SUPPORTS FOR MECH UNIT OVER EXIST EXTERIOR CONCRETE WALL -\_4_ TRUSS PANEL POINTS TYP. • SEE SK-2 25'-6"± 17'-6"t jL I I I � 418 , ' i i H J _ ce Uj r ' t (1)518"DIA. GALVANIZED LAG SCREW THRU SUPPORT WITH 4"MIN. EMBED INTO GLB BELOW M.U.WT=860# WOOD CURB 4x8 HEM CURB WT= 110# 4x6 HEM FIR#1 WITH FIR#1 RIPPED TO FIT (2)SIMPSON A34 CLIPS WITH(1) 1/2"DIA LAG EACH SIDE ALIGN WITH SCREW AT EACH EDGE ABOVE CORNER TO MECH. CURB BLOCKING BELOW BY OTHERS 4x8 WITH (2)A35 WITH 3" MIN EMBED t _ _ EACH END TYP. 'FA f(E)ROOF PLY -DC1( ,�4"MIN EMBED TYP 4x6 BLOCKING BELOW WITH (2)A34 CLIPS TO TRUSS TOP CHORD EA END (E)G.N.T. • PROVIDE BLOCKING AS REQ. FIRST PANEL POINT 2x BLOCKING AT NEW OPENING EDGE TYP. CONTRACTOR TO FIELD VERIFY EXACT M.U. LOCATION. CONTACT EXIST GLB 8 3/4"x 34 1/4" E.O.R. IF DIFFERENT THAN SHOWN. 2. M.U. CONNECTION AT JOIST SCALE: 1/2"= 1'--0" PROCEOFFA . -4645PE" Job Name: LN CURTIS Date: 2/2/2017 1r "' • 0 Job No.: 17028.30 Drawn: JE WO ��� 09 Z4�1 Client: CCI Sheet: O�4. wP`^ S K-2 EXPtiSi 06150/ tg I F W D Y Structural •Civi' Engineers 6443 SW Beaverton-Hillsdale Hwy,suite 210 Portland,OR 97221 ph:503.203.8111 fx:503.203.8122 www.wdyi.00m 02011 WOY,INC. II ~ 1 i 17 NEW M.U. FASTEN MU TO CURB PER MANUF. WITH 16 GAGE EXTEND 4x SUPPORT / / SEISMIC CLIP EACH CORNER 1'-0"PAST TRUSS WITH#10 GALVANIZED TEK 4x6 AT MECH. if SCREWS(4)CURB,(4)FRAME } CURB EDGE F MIN.#10 GALVANIZED SCREWS AT 12"O.C.TYP 4x8 SUPPORT WITH 1/2"LAG , BOLT TO BLOCKING BELOW, SEE SK-2 A 7—(E)ROOF PLY GANG NAIL TRUSSL 4x6 BLOCK BELOW WITH (2)A34 CLIPS EA END aa 1/2"LAG BOLT TO - 9 BLOCKING BELOW, 4 SEE SK-2 CONTRACTOR TO FIELD VERIFY EXACT M.U. LOCATION. CONTACT E.O.R. IF DIFFERENT THAN SHOWN. 3. M.U. CONNECTION AT JOIST SCALE: 1/2"= V-0" EVI PROP. cktis, 3)N4, s, 7,--- '' 5 •' PE '• Job Name: LN CURTIS Date: 2/2/2017 ' ' Job No.: 17028.30 Drawn: JE - �c0�f 09 20°~ , Client: C.C.I. Sheet: SK-3 1 5: 06/30f j I tal W D Y Structural •Civi' Engineers 6443 SW Beaverton-Hillsdale Hwy,suite 210 Portland,OR 97221 ph:503.203.8111 fx:503.203.8122 www.wdyi.com ©2011 wDY,INC.