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13uP20(3- G%aa 5 f`t.r 6bnzagq RECEIVED MAY 12 2014 ififfilli Consulting Engineers CITY OF TIGARD BUILDING DIVISION April 3, 2014 Mr. Brian Mares Scott Edwards Architecture LLP 2525 East Burnside Street Portland, Oregon 97214 RE: The Adrienne Building — Roof Garden Support Dear Brian, Attached please find calculation sheets 1 through 7, dated April 3, 2014, which verify the structural adequacy of the Adrienne Building Roof Garden Support, as shown on ASI #01, dated April 3, 2014. The analysis is based on the requirements of the 2010 Oregon Structural Specialty Code, based on the 2009 International Building Code. if you have any questions or need further information, please call me. Sincerely, 4144-(71- Michael Arellano P.E. tr it It r 15T! 213043.01/Roof Garden Calcs.docx CON `;. 2'#,1 � , 'Q,�1-0 L. TCP ; 1241-_. 101 SW Fifth Avenue, Suite 2500 Portland, Oregon 97204-3628 (503) 227-3251 Fax (503)227-7980 Seattle Everett Tacoma Lacey Portland Eugene Sacramento Grass Valley San Francisco Wa lnut Creek Los Angeles Long Beach Pasadena Irvine San Diego Boise Phoenix St. Louis Chicago New York t�',v * Project A-p4`/ C) F� By tt, ,A_ Sheet No. ' . Location i'&fj„) , g Date /4 if 3// Consulting Engineers � / Client S LL P Revised Job No. Porn .oreg«, 243C/43.o f Date goof GA- Go X V (a 6.4 A-L i co - PP dit(rte LO4S�S p i5 Ar•O LO E 4 .4..1c iv 46- So Phr- ►PAv+ 2S GL.- T 1-#L o �s e5f- ti w 6-46/-4J ( F 1 S P goof si 30 P'St` " ,q- ( N 0 P 4v-SIL`s) If PS& its riot- ) L;v-1 Lo N--r) ZS &? SNOuJ 1-0 494 F Torort- L. 85- P & o►z// (gyp 15 PSF 400F hM.X.A-1 2s P PEW S C.4c-st.04- . wr F— -" M4A . 6S !' $-%Z-'` K-6-9:A- /0 PS-r- 0 L TOT4-L 6) L►JAS- L o AI) LJ /3 o (>S,G- To ryci- L -6..6- A-�C C l C.�r l E to L-4 l�►4 N \('f_-32- -A3cr 24)4F 614)4(4 G) CEO L A-rJC-.- fo 12.. P LA-+%)"K-2 e-A-11'cn►44, g4-141 Lr.4E.MQ' I All F 0 R T E ' MEMBER REPORT Roof Terrace, Roof 11 foot span 12"Green Roof PASSED 1 piece(s) 11 7/8" TJI® 210 @ 16" OC Z-- Overall Length: 11'7" + + o I 0 El El All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. Design Results Actual @ Location Allowed Result LDF Load:Combination(Pattern) System:Floor Member Reaction(Ibs) 796 @ 2 1/2" 1020(2.25") Passed(78%) 0.90 1.0 D(All Spans) Member Type:Joist Shear(Ibs) 770 @ 11'3 1/2" 1490 Passed(52%) 0.90 1.0 D(All Spans) Building Use:Residential Moment(Ft-Ibs) 2182 @ 5'9 1/2" 3416 Passed(64%) 0.90 1.0 D(All Spans) Building Code:IBC Live Load Defl.(in) 0.042 @ 5'9 1/2" 0.279 Passed(L/999+) -- 1.0 D+1.0 S(All Spans) Design Methodology:ASD Total Load Defl.(in) 0.219 @ 5'9 1/2" 0.558 Passed(L/611) -- 1.0 D+1.0 S(All Spans) TJ-Pro'"Rating 63 40 Passed -- -- • Deflection criteria:LL(L/480)and TL(1/240). • Bracing(Lu):All compression edges(top and bottom)must be braced at 3'10 9/16"o/c unless detailed otherwise.Proper attachment and positioning of lateral bracing is required to achieve member stability. • A structural analysis of the deck has not been performed. • Deflection analysis is based on composite action with a single layer of 23/32"Panel(24"Span Rating)that is nailed down. •Additional considerations for the T)-Pro'"Rating include:1/2"Gypsum ceiling. Bearing Length Loads to Supports(Ibs) Supports ,,, £ , Total Available Required Dead Snow Total Accessories 1-Stud wall-DF 3.50" 2.25" 1.75" 811 193 1004 1 1/4"Rim Board 2-Stud wall-DF 3.50" 2.25" 1.75" 811 193 1004 1 1/4"Rim Board •Rim Board is assumed to carry all loads applied directly above it,bypassing the member being designed. Dead Snow Loads Location Spacing (0.90) (1.15) Comments 1-Uniform(PSF) 0 to 11'7" 16" 105.0 25.0 Residential-Roof Deck Shear(Ibs) -' Moment(Ft-Ibs) Deflection(in) Location Analysis Actual/Allowed I LDF Actual/Allowed/LDF Live Load/Total Comments 1-5'9" 6/1490/0.90 2182/3416/0.90 0.042/0.219 Weyerhaeuser Notes 0 SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software.Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com)Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation in compatible with the overall project.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. The product application,input design loads,dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes 4/3/2014 1:29:51 PM Michael Arellano ---- I Forte v4.1, Design Engine:V5.7.0.245 KPFF Consulting Engineers I Joist Calculations.4te (503)227-3251 michael.aretianokpff.com i Page 1 of 1 -I F 0 E R T MEMBER REPORT Roof Terrace, Roof 13 foot span 12"Green Roof PASSED R E 1 piece(s) 11 7/8" INC) 210 @ 12" OC 5 Overall Length: 14' 1" + + O .. 0 13'6" 8 All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. Design Results Actual Cal Location Allowed Result LDF Load:Combination(Pattern) System:Floor Member Reaction(Ibs) 728 @ 2 1/2" 1020(2.25") Passed(71%) 0.90 1.0 D(All Spans) Member Type:Joist Shear(Ibs) 709 @ 3 1/2" 1490 Passed(48%) 0.90 1.0 D(All Spans) Building Use:Residential Moment(Ft-Ibs) 2451 @ 7'1/2" 3416 Passed(72%) 0.90 1.0 D(All Spans) Building Code:IBC Live Load Defl.(in) 0.067 @ 7'1/2" 0.342 Passed(L/999+) -- 1.0 D+1.0 S(All Spans) Design Methodology:ASD Total Load Def.(in) 0.348 @ 7 1/2" 0.683 Passed(L/471) -- 1.0 D+1.0 S(All Spans) T3-Pro" Rating 60 40 Passed -- -- • Deflection criteria:LL(L/480)and TL(11240). • Bracing(Lu):All compression edges(top and bottom)must be braced at 3'7 15/16"o/c unless detailed otherwise.Proper attachment and positioning of lateral bracing is required to achieve member stability. •A structural analysis of the deck has not been performed. • Deflection analysis is based on composite action with a single layer of 23/32"Panel(24"Span Rating)that is nailed down. • Additional considerations for the TI-Pro'"Rating include:1/2"Gypsum ceiling. Bearing Length Loads to Supports(Ibs) Supports Total Available Required Dead Snow Total Accessories 1-Stud wall-DF 3.50" 2.25" 1.75" 739 176 915 1 1/4"Rim Board 2-Stud wall-DF 3.50" 2.25" 1.75" 739 176 915 1 1/4"Rim Board •Rim Board is assumed to carry all loads applied directly above it bypassing the member being designed. Dead Snow Loads Location Spacing (0.90) (1.15) Comments 1-Uniform(PSF) 0 to 14'1" 12" 105.0 25.0 Residential-Roof Deck Shear(Ibs) Moment(Ft-Ibs) Deflection(in) Location Analysis Actual/Allowed/LDF Actual/Allowed/LDF Live Load/Total Comments 1-7' 4/1490/0.90 2451/3416/0.90 0.067/0.348 /� Weyerhaeuser Notes 0 SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software.Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com)Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation is compatible with the overall project.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. The product application,input design loads,dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes 4/3/2014 1:30:04 PM 6lichael Arallano — — —.. — Forte v4.1,Design Engine:V5.7.0.245 i KPFF Consulting Engineers Joist Calculations.4te (503)227.3251 m ichael.arel;ano©kpff.com Page 1 of 1 ' MEMBER REPORT Roof Terrace,Roof 16 foot span 12"Green Roof PASSED ,.i F RTE 1 piece(s) 11 7/8" T3I® 210 @ 12" OC Overall Length: 16'7" 1 4 - EF ',^fi% 9 t h,t,.. T k.: C ,, ,r , , , + + 0 p 3 16' X El All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. Design Results Actual @ Location Allowed Result LDF Load:Combination(Pattern) System:Floor Member Reaction(Ibs) 860 @ 2 1/2" 1020(2.25") Passed(84%) 0.90 1.0 D(All Spans) Member Type:Joist Shear(Ibs) 840 @ 3 1/2" 1490 Passed(56%) 0.90 1.0 D(All Spans) Building Use:Residential Moment(Ft-lbs) 3430 @ 8'3 1/2" 3416 Passed(100%) 0.90 1.0 D(All Spans) Building Code:IBC Live Load Dell.(in) 0.125 @ 8'3 1/2" 0.404 Passed(L/999+) -- 1.0 D+1.0 S(All Spans) Design Methodology:ASD Total Load Defl.(in) 0.651 @ 8'3 1/2" 0.808 Passed(L/298) -- 1.0 D+1.0 S(All Spans) T3-Pro'"Rating 53 40 Passed -- -- • Deflection criteria:LL(L/480)and TL(1/240). • Bracing(Lu):All compression edges(top and bottom)must be braced at 2'11 9/16"o/c unless detailed otherwise.Proper attachment and positioning of lateral bracing is required to achieve member stability. •A structural analysis of the deck has not been performed. • Deflection analysis is based on composite action with a single layer of 23/32"Panel(24"Span Rating)that is nailed down. •Additional considerations for the T.1-Pro'"Rating include:1/2"Gypsum ceiling. Bearing Length Loads to Supports(lbs) Supports Total Available Required Dead Snow Total Accessories • 1-Stud wall-DF 3.50" 2.25" 1.75" 871 207 1078 1 1/4"Rim Board 2-Stud wall-DF 3.50" 2.25" 1.75" 871 207 1078 1 1/4"Rim Board 1 •Rim Board is assumed to carry all loads applied directly above it,bypassing the member being designed. Dead Snow Loads • Location Spacing (0.90) (1.15) Comments 1-Uniform(PSF) 0 to 16'7" 12" 105.0 25.0 Residential-Roof Deck Shear(Ibs) Moment(Ft-lbs) Deflection(in) Location Analysis Actual/Allowed/LDF Actual/Allowed/LDF Live Load/Total Comments 1-8'3" 4/1490/0.90 3430/3416/0.90 0.125/0.651 /� Weyerhaeuser Notes SUSTAINABLE FORESTP.Y INITIATIVE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software.Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com)Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation is compatible with the overall project.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. The product application,input design loads,dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes —I 4/3/2014 1:30:27 PM Michael Arellal,o Forte v4.1.Design Engine:V5.7.0.245 KPFF Corsultina Enc:reers Joist Ca/culations.4te (503)227-3251 m icheel.arel lano@kpff,corm Page 1 of 1 COMPANY PROJECT / 44 d The Adrienne /[ i %%'ood\A/o r k s' Job 213043 Gravity Calculations SOFTWARE fOR WOOD DESIGN Roof TYP 3 with Planter.wwb Apr.3,2014 13:27 - Design Check Calculation Sheet Sizer 7.0 LOADS ( lbs,psf,or plf) Load Type Distribution Magnitude Location (ft] Units Start End Start End Dead Dead Full UDL 568.1 plf Live Live Full UDL 505.0 plf Planter .Dead Point 1950 4.00 lbs MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : Dk 1 0' 100 Dead 4059 3669 Live 2525 2525 Total 6584 6194 Bearing: Load Comb #2 #2 Length 3.24 3.05 Glulam-Bal., West Species, 24F-V8 DF, 3-118x13-112" ,2 - - _ Self-weight of 9.71 plf included in loads, Lateral support:top=full, bottom=at supports; /2.Cn n1 4� ��1A 3`/$ )c t 2- Analysis vs.Allowable Stress (psi) and Deflection (in) using NDS 2005: (.,-A.,' Q 3.: Criterion Analysis Value Design Value Analysis/Design Shear fv = 191 Fv' = 265 fv/Fv' = 0.72 Bending(+) fb = 2240 Fb' = 2400 fb/Fb' = 0.93 Live Defl'n 0.10 = <L/999 0.33 = L/360 0.30 Total Defl'n 0.35 = L/339 0.50 = L/240 0.71 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CV Cfu Cr Cfrt Notes Cn 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 1.000 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 Emin' 0.85 million 1.00 1.00 - - - - 1.00 - - 2 Shear : LC #2 = D+L, V = 6584, V design = 5366 lbs Bending(+) : LC #2 = D+L, M = 17716 lbs-ft Deflection: LC #2 = D+L EI= 1153e06 lb-in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) Load combinations: ICC-IBC DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. • 2. Glulam design values are for materials conforming to AITC 117-2001 and manufactured in accordance with ANSI/AITC A190.1-1992 3. GLULAM:bxd =actual breadth x actual depth. 4. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 5. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). • COMPANY PROJECT The Adrienne t t t %VoodVVo r k s® Job 213043 Gravity Calculations SOFTWARE FOR WOOD DESIGN Roof TYP 2 with Planter.wwb Apr.3,2014 13:27 Design Check Calculation Sheet Sizer TO LOADS ( Ibs,psf,or plf) Load Type Distribution Magnitude Location [ft] Units Start End Start End Dead Dead Full UDL 686.3 plf Live Live Full UDL 610.0 plf Planter Dead Point 975 3.00 lbs MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : I 0 114 Dead 4543 4100 Live 3355 3355 Total 7898 7455 Bearing: Load Comb #2 #2 Length 3.89_ 3.67 Glulam-Bal.,West Species, 24F-V8 DF, 3-1/8x15" `p( Self-weight of 10.79 plf included in loads; Lateral support:top=full,bottom=at supports; r -' "- Analysis vs.Allowable Stress (psi) and Deflection (in) using NDS 2005: D Criterion Analysis Value Design Value Analysis/Design Shear fv = 200 Fv' = 265 fv/Fv' = 0.76 Bending(+) fb = 2177 Fb' = 2400 fb/Fb' = 0.91 Live Defl'n 0.13 = <L/999 0.37 = L/360 0.35 Total Defl'n 0.38 = L/349 _ 0.55 = L/240 0.69 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CV Cfu Cr Cfrt Notes Cn 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 1.000 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 Emin' 0.85 million 1.00 1.00 - - - - 1.00 - - 2 Shear : LC #2 = D+L, V = 7898, V design = 6264 lbs Bending(+) : LC #2 = D+L, M = 21259 lbs-ft Deflection: LC #2 = D+L E2= 1582e06 lb-in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) Load combinations: ICC-IBC DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2.Glulam design values are for materials conforming to AITC 117-2001 and manufactured in accordance with ANSI/AITC A190.1-1992 3.GLULAM: bxd=actual breadth x actual depth. 4.Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 5.GLULAM:bearing length based on smaller of Fcp(tension),Fcp(comp'n). COMPANY PROJECT The Adrienne 7 1 I l %VoodWorks' Job 213043 Gravity Calculations • SOFTWAREEOR WOOD DESIGN Roof Beam supporting Tree Planter.wwb Apr.3,2014 13:28 • Design Check Calculation Sheet Sizer 7.0 LOADS (lbs,psf,or plf) Load Type Distribution Magnitude Location [ft] Units Start End Start End Dead Dead Full UDL 105.0 plf Live Live Full UDL 25.0 plf Planter Dead Point 825 4.50 lbs MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : 10' 13'-61 Dead 1317 1042 Live 169 169 Total 1486 1211 Bearing: Load Comb #2 #2 Length 0.73 0.60 Glulam-Bal.,West Species, 24F-V8 DF, 3-118x12" Self-weight of 8.63 plf included in loads; Lateral support:top=full,bottom=at supports; Analysis vs.Allowable Stress (psi) and Deflection (in) using NDS 2005: Criterion Analysis Value Design Value Analysis/Design Shear fv = 54 Fv' = 265 fv/Fv' = 0.20 Bending(+) fb = 764 Fb' = 2160 fb/Fb' = 0.35 Live Defl'n 0.02 = <L/999 0.45 = L/360 0.05 Total Defl'n 0.30 = L/548 0.67 = L/240 0.44 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CV Cfu Cr Cfrt Notes Cn LC# Fv' 265 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 2400 0.90 1.00 1.00 1.000 1.000 1.00 1.00 1.00 1.00 - 1 Fcp' 650 - 1.00 1.00 - - - - 1.00 - - - E' 1.8 million 1.00 1.00 - - - - 1.00 - - 2 Emin' 0.85 million 1.00 1.00 - - - - 1:00 - - 2 Shear : LC #2 = D+L, V = 1486, V design = 1347 lbs Bending(+) : LC #1 = D only, M = 4776 lbs-ft Deflection: LC #2 = D+L EI= 810e06 lb-in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) Load combinations: ICC-IBC DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Glulam design values are for materials conforming to AITC 117-2001 and manufactured in accordance with ANSI/AITC A190.1-1992 3.GLULAM: bxd=actual breadth x actual depth. - 4. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 5.GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n).